0403-157 (SFD)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
74619$ S CI O7LARATION
Date — 't Signature of ContractorOWNER-BUILDER DE
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).
( ) 1, as owner of the Proeertv, am exclusively contractina 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.
N(/) 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 3Tti:7'F I:llt<Iiy Policy No.
046 -OI t?4I192zx-0t
C (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 p 9vislons of Section 3700 of the Labor
Code, I shall forthwith gomply with those provisions.
DD�ate:��I1 _1)l pplicant
,--,,-warning: Failure to secure Worker Compensation coverage is unlawful and
shall subject an employer to criminal penalties and civil fines up to $100,000, in
110 addition to the cost of compensation, damages as provided for in Section 3706
of the Labor Code, interest and attorney's fees.
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
whose request and for whose benefit work is performed under or pursuant
any permit issued as a result of this applicaton agrees to, & shall, indemni D
& hold harmless the City of La Quinta, its officers, agents and employe
2. Any permit issued as a result of this application becomes null and voi
work is not commenced within 180 days from date of issuance of s
permit, or cessation of work for 180 days will subject permit to cancellat' n.
I certify that I have read this applicaVon and state that the above informati is
correct. I agree to comply with al City, and State laws relating to the buil
construction, and hereby author,)�e representatives of this City to enter upon
the above-mentioned property o inspection purposes.
Signature (Owner/Agent) Date6�
t
BUILDING PERMIT PERMIT# '
0403-157DATE
VALUATION LOT TRACT
$104,C52.50 a2 B1 X 20.5
JOB SITE
APN
ADDRESS !3-M0 A i NUM'VI LA
774-0"-W2
OWNER
CONTRACTOR / DESIGNER / ENGINEER
A fit: M BIiII'..I)M- 8
+4 & M CO S RUMION
7EI-M0 E:A"Glg CAMP,
78-'100 U,f'si, XCAM,
LA QXM4TA. CA. 9253
LA QUINTA CA 92253
(760)364-41332 CIBIX 626
USE OF PERMIT
.'Sih'fit'RZ FilmrUf
17PO S.F. S?D PH. "MIT DOES NOT INCLUDE 13LOCK `WAI L, POOL£SPA
Oft DRIV ,A.YAPPROACH
TRACT C`-ONSTRUCT110N 1,700,110 5'E+
PORCH/PATIO 12X.00 SP
0AjUWFJC4?tiPORT 517,00 SP
NZYM-TA.TF31) COSIT OF COO i"lUU+:'.I'dt'N
1;344:€3 2M
PRJUAMFEE SUMMARY
CONSTRUCTION ITU I0I.000-418.000 $07.00
PLAN CHECK F 11 101-000t 039-318 $548.17
['F.L DEPOSIT 101-000-439.318 4150.00
A YCHANWAI, FEE 101 _000-422 -000 $66.30
M C:TRIC.AL FEE I01�000.420.000 S11&34
PLU.MtNNO Fitt? 101-000-419-000 $130.00
STROHO MOTION FEE - REBID 101 R000.7A I.000 210141
GRADING FEL 101-000-423-000 0.423-000 M 5.09
DEVELOPER IMPACT FEE T -4Q0&00
PRZC1SF. PLAN 101-000— 44.'1- 345 $100.010
ffU13-TOT`AT,CC)N:irRUCT109AND PiAWCI CK
$4,030.72
M Q I 03 PRE -PAID FEES
42,.0.00
'eQ"IWI,110M _r. FEES DUE NOW
MAR
331800,1126
112004
CITY OF LA
QUINTq
FINANCE
DEQ
RECEIPT
DATE /
BY
�
DATE FINALED
INSPECTOR
r
INSPECTION RECORD
OPERATION
DATE
INSPECTOR
OPERATION
DATE
INSPECTOR
BUILDING
APPROVALS
MECHANICAL APPROVALS
Set Backs
Forms & Footings
j� �� S_T—
Underground Ducts
Ducts
Slab Grade
_
Return Air
Steel
_
Combustion Air
Roof Deck
!�i Q�
Exhaust Fans
O.K. to Wrap
_
F.A.U.
Framing
S�Q G
Compressor
Insulation
Vents
Fireplace P.L.
Grills
Fireplace T.O.
Fans & Controls
Party Wall Insulation
Condensate Lines
Party Wall Firewall
Exterior Lath
Drywall - Int. Lath
67
Final
Final
BLOCKWALL APPROVALS
POOLS - SPAS
Steel
Set Backs
Electric Bond
Footings
Main Drain
Bond Beam
Approval to Cover
Equipment Location
Underground Electric
Underground Plbg. Test
Final
I I
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
Final
Utility Notice (Gas)
ELECTRICAL APPROVALS
Temp. Power Pole QLl
Underground Conduit
Rough Wiring
Low Voltage Wiring
Fixtures
Main Service
Sub Panels
Exterior Receptacles
G.F.I.
Smoke Detectors
Temp. Use of Power
Final
Utility Notice (Perm)
COMMENTS:
At the present time, the Desert Sands Unified School District does not collect fees on garages/carports, covered patios/walkways, residential additions under
500 square feet, detached accessory structures (spaces that do not contain facilities for living, sleeping, cooking, eating or sanitation) or replacement mobile
homes. It has been determined that the above-named owner is exempt from paying school fees at this time due to the following reason:
EXEMPTION NOT APPLICABLE
This certifies that school facility fees imposed pursuant to
Education Code Section 17620 and Government Code 65995 Et Seq.
in the amount of $2.14 X 1,700 S.F. or $3,638.00 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 C/C Palm Desert National Bank, Rick Morris Check No. 088064
Name on the check Telephone 564-4832
Funding Residential
By dr. Doris Wilson
Superintendent
Fee collected /exem d by Pa7-aBarbuzza Payment Recd
$3,638.00 Over/Under
Signature
NOTICE: Pursuant to Government Code Section 60220(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.
F
NOT#CE: 7This Document NOT VALID if Duplicated
Embossed Original - Building Department/Applicant Copy - Applicant/Receipt Copy - Accounting
CERTIFICATE OF COMPLIANCE
Desert Sands Unified School District
z4�c
47950 Dune Palms Road
r
Q BERMUDA DUNES
Date
3/11/04
La Quinta >' CA 92253
rn RANCHO MIRAGE
� INDIAN WELLS �.
No.
25633
760 ) 771-8515
PALM DESERT
LA QUINTA
QINDIQ L�
0
Owner
A&M Builders
APN #
774-064-002
Address
78070 Calle Cadiz
Jurisdiction
La Quinta
City
La Quinta Zip 92253
Permit #
0403-157
Tract #
BLK205
Study Area
Type
Single Family Residence
No. of Units
1
Lot # No. Street
S.F. Lot # No.
Street S.F.
Unit 1 22
53060 Avenida Villa
1700 Unit 6
Unit 2
Unit 7
Unit 3
Unit 8
Unit 4
Unit 9
Unit 5
Unit 10
Comments
At the present time, the Desert Sands Unified School District does not collect fees on garages/carports, covered patios/walkways, residential additions under
500 square feet, detached accessory structures (spaces that do not contain facilities for living, sleeping, cooking, eating or sanitation) or replacement mobile
homes. It has been determined that the above-named owner is exempt from paying school fees at this time due to the following reason:
EXEMPTION NOT APPLICABLE
This certifies that school facility fees imposed pursuant to
Education Code Section 17620 and Government Code 65995 Et Seq.
in the amount of $2.14 X 1,700 S.F. or $3,638.00 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 C/C Palm Desert National Bank, Rick Morris Check No. 088064
Name on the check Telephone 564-4832
Funding Residential
By dr. Doris Wilson
Superintendent
Fee collected /exem d by Pa7-aBarbuzza Payment Recd
$3,638.00 Over/Under
Signature
NOTICE: Pursuant to Government Code Section 60220(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.
F
NOT#CE: 7This Document NOT VALID if Duplicated
Embossed Original - Building Department/Applicant Copy - Applicant/Receipt Copy - Accounting
AUG -16-2004 06:22 AM �e(�
ECEIV'D
ERTIFICATE OF'FIELD VERIFICA NOSTIC
Firm:.T_C. � SOGI
Street Address:
Copies to: Builder, HERS Provider
P.01
F -4R
G
Plan Number
Semple Group Nuilber
sample House Number
,.,eider: J-G-d-Y&dclA�
cicyistatealp: LW Chu �r G!9gz
RS RAT R COMP61ANCE SiATEMjNT
The house was: A Tested ❑ Approved as part of Samplp testing, but was not tested
As the HERS rotor providing diegnostle testing and field verification. I certify that the houses identified on this form
cc Iy with the diagnostic tested 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 ileu
of ducts)
Where cloth backed, rubber adhesive duct tape Is installed, mastic and drewbands are used In combination
with cloth backed, rubber adhesive duct tape to seal leaks at duct connections.
MINIMUM REQUIREMENTS FOR DUCT LEAKAGE REDUCTION COMPLIANCE CREDIT
Duct Diagnostic Leakage Testing Results (Maximum 6% Duct Leakage)
Meas-ired
Duct Pressurization Test Results (CFM ® 25 Pa) values
Test Leakage Flow In CFM
If fan flow is calculated as 400cfm/ton x number of tons enter
calculated value here
If fan flow is measured enter measpred value here
Leakage Percentage (100 x Test Leakage/Fan Flow) a �"4 13
Check Box for Pass or Fall (Passue% or less)
ass Fail
THERMOSTATIC EXPANSION VALVE TXV or Commission approved equivalent
Yes ❑ No Thermostatic Expansion Valve (or Commission approved ❑
equivalent) is Installed and Access Is provided for inspection
Yes Is a pass Pass Fail
❑ MINIMUM REQUIREMENTS FOR DUCT DESIGN COMPLIANCE CREDIT
1. ❑ Yes O No ACCA Manual D Design requirements have been met
(rater has verified that actual installation matches values in
CF -`IR and design on plan. ,
2. M Yes ❑ No TXV is Installed or Fan Row has been verified. If no TXV,
verified fan flow matches design from CF -1 R.
Measured Fan Flow =
Yes for both 1 and 2 Is a Pass pass Fail
•rwLi
0
Certificate4
of Occupancy
`,C Lrcoroenhn�4�
OFT�9�� 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: 53-060 AVENIDA VILLA
Use classification: SFD � Building Permit No.: 0403-157
Occupancy Group: R3 .Type of Construction: VN Land Use Zone: RC
Owner of Building:
A & M BUILDERS Address: 78-070 CALLE CADIZ
City, ST, ZIP: LA QUINTA CA 92253
By: KIRK KIRKLAND
Date: 8-12-2004
Building Official -
POST IN A CONSPICUOUS PLACE
TRUSSWOR S
A Company You Can T;
75-110 ST. CHARLES PLACE
SUITE 11A
PALM DESERT, CA 92260
PHONE: 760-341-2232 • FAX: 760-341-2293
MANUFACTURING YARD:
55755 TYLER STREET, THERMAL, CA 92274
FAX: 760-399-9786
CITY OF LA. QUINTA
BUILDING & SAFETY DEPT.
APPROVED
FOR. CONSTRUCTION
DATE 3 O� BY t
�
JOB NO.: 2)
NAME:` 1
PROJECT: \"C9Ak,- 1 Y)U - `-Z'
r.
NATIONAL INSPECTION ASSOCIATION, INC.
Report Number: A ! 0 3
Quality Systems Management, Inc.
National Testing, Inc.
A.cc:-e/litcd 0tcc,.lity A.gsirralrcc / Cn;1t:-ol Agcncy .IAS .,IA -53.3
Iiletal' Plate Connected food Truss
Non Listed Fabricator's Audit
Audit Date/Arrive/Depart: /d -�?/ 0 3 /o;�C / - -
Origination Date: 07-2003
Revision,,V'o. C
Al :113
Fabricator's Name: '7�l�U�SC1 �o�2KS Location: (ni
Does the Fabricator have a current Agreement with the Agency for Audit? .....:............................ Yes _�/ No
Is the Quality System Manual, "QSM" up to date per AC -10 & AC -98? ...................... _............... Yes _� No
Has the QSM been reviewed within a twelve month period? ...................................... _............... Yes No
Are materials used in Production per National Standards & Engineers Specifications? .............. Yes ✓ No
Is an acceptable In -House Quality Control System according to National Standards in place?.. Yes l✓ No
r
Are In -House Quality Control Inspections being conducted per National Standards?_ ............... Yes No
Is f=inal InsE,ectlon of the Trusses completed prior to Laboling & Shipment? .............................. Yes l No
Is there a System in place to deal with Non -Conforming Materials? ............................................ Yes ✓ No
Are written Q.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
Product C'Iieclk
CATEGORY
CONFORMING NON -CONFORM. REMARKS
Lumber Grade
Changes In Supervisory Personnel, Production Process
Joint Accuracy is within 1/8"
✓ Per A098
' Plate Piauerneli
- ��jp ANSI I I t'I Z002
Plate Size
ICC ES
Plate to Wood Tolerance is within 1/32"
,
Label Legibility - Labels on Site - Stamps,? Labels
CATEGORY
YES
NO REMARKS --
Changes In Supervisory Personnel, Production Process
✓ Per A098
Any Test Performed or Witnessed
// Per AC -98
Is There Product Tractability
Per AC -98
Any "CAR" Reports From Las'. Audit
Per AC -98
Any Shut Downs or Disruptions In Production
f Per AC -98
Any Samples Taken
✓ Per AC -98
Any Test / Measuring Equipment That Requires Calibration
Per AC -98
Does the Final Product meet UBC / IBC and National Standards?
Required Signatures
73_�Fa for Q.C. Supervisor
�Sm
Auditor for National Inspection Association
P.O. Box 3426 E -Mail: NIAgillette@vcti.com (307) 685-6331 Office
Gillette, Wyoming 82717-3426 Cellular Phone: (307) 689-5977 (307) 685-6331 Fax
Page One of Two
1. f
Phone (760) 341-2232 MA L I B U
Fax # (760) 391-2293
4D a� LENCH
T RU S S W O RK S
A Company You Can Truss!
75-110 St_ Charles pl. ste-11A
Palm Desert, CA. 92211
18-11-8 21-4
12
A '0'
011991 {
31l2QS9
EXP OM
r�OF CRi
FEB 0 3 2004
SALES REP SS WO# B4463
DUE DATE
DSGNR/CHKR SB / SB Date 2/3/2004 16:50
TC
Live
20.00
psf
DurFac-Lbr
1.25
TC
Dead
10.00
psf
DurFac-Plt
1.25
BC
Live
0.00
psf
O.C. Spacing
24.0
BC
Dead
7.00
psf
Design Spec
UBC -97
#Tr/#Cfg : 43
/ 9
Total
37.00
psf
Job Name: MALIBU 12 Truss ID: Al Qty: 1 Drwg:
TC 2x4 SPP 1650F-1.SE
BC 2x4 SPF 1650F -1.5E
GBL SLK 2x4 HF STUD
PLATE VALUES PER ICBG RESEARCH REPORT 01607.
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.
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.
••(PM]=PLATE 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.
End verticals deaigned for axial loads only.
Extensions above or below the truss profile
(if any) require additional consideration
(by others) for horiz. loads on the bldg.
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 1617
0�
This truss is designed using the
UBC -97 Code.
Bldg Enclosed - Yes, Importance Factor = 1.00
Truss Location = End Zone
Hurricane/Ocean Line = No Exp Category = C
Bldg Length = 40.00 ft, Bldg Width = 20.00 ft
Mean roof height = 16.08 ft, mph = 80
UBC Special Occupancy, Dead Load 13.0 psf
_ _= Joint Locations =====
=1= 0- 0- 0 18 0- 0- 0
2 1- 4- 0 19 1- 4- 0
3 2- 8- 0 20 2- 8- 0
4 4- 0- 0 21 4- 0- 0
5 5- 4- 0 22 5- 4- 0
6 6- 8- 0 23 6- 8- 0
7 8- 0- 0 24 8- 0- 0
8 9- 4- 0 25 9- 4- 0
9 10- 8- 0 26 10- 8- 0
10 12- 0- 0 27 12- 0- 0
11 13- 4- 0 28 13- 4- 0
12 14- 8- 0 29 14- 8- 0
13 16- 0- 0 30 16- 0- 0
14 17- 4- 0 31 17- 4- 0
15 18- 8- 0 32 18- 8- 0
16 20- 0- 0 33 20- 0- 0
,- 4- 0
-10 19 LV LI LG LJ LY GJ Lv LI Lv La .,v .,, .+L vvv+ JIUIi
FEB d 3 2004
TYPICAL PLATE: 1.5-3 2/3/2004
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" = V
all notes on this sheet and give a copy of it to the Erecting Contractor.
Eng. Job: EJ.
WO: 84463
®WARMNIGRead
This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer
Chk•
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
Dsgnr•
•
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
TC Dead 10.00 psf
P
Re Mbr Brtd 1.15
P
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-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 so(hvare',
'ANSI1TPI 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 T6.4.12 - 33076
Job Name: MALIBU 12
21-4-0
Truss ID: A2 Qty: 10
Drw :
RG
x -LOC REACT SIZE REQ•D
TC
2x4 SPP 1650F 1.5E Web bracing required at each location shown.
UPLIFT REACTION(S)
1
0- 1-12 769 3.50 .1.50•
BC
2x4 SPP 1650F-1.58 ® See Standard details (TX01087001-001).
Support 1 -173 lb
2
21- 2- 4 769 3.50• 1.So•
WEB
2x4 HF STUD Plating spec : ANSI/TPI - 1995
Support 2 -173 lb
RG
REQUIREMENTS shown are based ONLY
PLATE VALUES
PER ICBO RESEARCH REPORT #1607. THIS DESIGN IS THE COMPOSITE RESULT OF
This trues is designed using the
n the trues material at each bearing
Drainage must
be provided to avoid ponding. MULTIPLE LOAD CASES.
UBC -97 Code.
Chk:
'
End verticals designed for axial loads only.
Bldg Enclosed = Yes, Importance Factor = 1.00
TC
FORCE AXL END CSI
Extensions above or below the truss profile
Truss Location = End Zone
1-2
5 0.00 0.33 0.33
DurFacs L=1.25 P=1.25
(if any) require additional consideration
Hurricane/Ocean Line = No , Exp Category = C
2-3
-2078 0.04 0.56 0.60
TC Dead 10.00
(by others) for horiz. loads on the bldg.
Bldg Length = 40.00 ft, Bldg Width - 20.00 ft
3-4
-1420 0.05 0.62 0.67
psf
Mean roof height = 16.08 ft, mph 80
75-110 St. Charles pl. ste-11 A
environment 11 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
UBC Special Occupancy, Dead Load 13.0 psf
BC
FORCE AXL BND CSI
BC Dead 7.00 psf
Design Spec UBC -97
5-6
1958 0.29 0.13 0.43
6-7
2075 0.31 0.11 0.42
TOTAL 37.00 psf
Seqn T6.4.12 - 33077
7-8
3 0.00 0.11 0.11
WEB
FORCE CSI WEB FORCE CSI
1-5
-165 0.06 3-7 -823 0.24
2-5
-2040 0.92 4-7 1530 0.53
2-6
169 0.07 4-8 -758 0.23
3-6
139 0.04
I
4-0.T
T2-"
1
66-8-0 66-8-0
6-8-0 13-4-0
2 3
0�
88-M
21-4-0
4
3-8 2-4
MAX DEFLECTION (span) :
L/999 IN MSM 6-7 (LIVE)
L= -0.15" D= -0.12" T= -0
===== Joint Locations =====
1 0- 0- 0 5 0- 0- 0
2 6- 8- 0 6 8- 0- 0
3 13- 4- 0 7 16- 0- 0
4 21- 4- 0 8 21- 4- 0
f,cl:s
21-4-0
u
1818-8-0
5 6 7
8-0n B-0� 5-4-0 B
STUB
F EB p 3 2
Ed1.t1 1fi-(1-n 2t -a-0
2/3/2004
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: 7132" = 1'
WANING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Eng. Job: EJ.
w0: B4463
®
This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer
Chk:
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
Dsgnr:
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 YCan Trussl
p you
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 pl. ste-11 A
environment 11 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',
'ANSI/'fPI 1','WTCA 1' - 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 T6.4.12 - 33077
Job Name: MALIBU 12
3RG R -LOC REACT SIZE REQ'D
1 0- 1-12 1980 3.50• 2.12•
2 39-10- 4 1480 3.50" 2.12"
3RG REQUIREMENTS Shown are based ONLY
rn the truss material at each bearing
TC FORCE AXL END CSI
1-2 5 0.00 0.36 0.36
2-3 -4986 0.34 0.41 0.75
3-4 -6796 0.48 0.34 0.82
4-5 -6298 0.41 0.32 0.74
5-6 -3921 0.13 0.39 0.51
6-7 -5 0.00 0.39 0.39
BC FORCE AXL END CSI
8-9 4305 0.42 0.13 0.54
9-10 6566 0.64 0.11 0.74
LO -11 6903 0.67 0.12 0.78
L1-12 5768 0.56 0.09 0.65
.2-13 3364 0.50 0.13 0.64
WEB FORCE CSI WEB FORCE CSI
1-8 -162 0.06 4-11 -693 0.33
2-8 -4485 0.88 5-11 682 0.24
2-9 990 0.34 5-12 -2011 0.68
3-9 -1697 0.56 6-12 1062 0.37
3-10 280 0.10 6-13 -3594 0.94
4-10 135 0.06 7-13 -163 0.06
TYPICAL PLATE: 1.5-3
Truss ID: A3
TC 2x4 SPP 1650F -1.5B
2x4 SPF 2100F -1.8E 3-5
BC 2x4 SPF 210OF-1.8E
2x4 SPF 1650F-1.SE 12-13
WEB 2x4 HF STUD
2x4 SPP 1650F -1.5E 8-2
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
472-M
®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.
Drainage must be provided to avoid ponding.
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.
6-8� 66-8-0 6-8=0
6-8-0 13-4-0 20-0-0
2 3 4
0�
1 D
UPLIFT REACTION(S) :
Support 1 -236 lb
Support 2 -236 lb
This truss is designed using the
UBC -97 Code.
Bldg Enclosed = Yes, Importance Factor - 1.00
Truss Location = End Zone
Hurricane/Ocean Line = No , Exp Category - C
Bldg Length = 40.00 ft, Bldg width 20.00 ft
Mean roof height = 16.27 ft, mph = 80
DEC Special Occupancy, Dead Load = 13.0 psf
66-8-0 66-8-0 6-8-0
26-8-0 33-4-0 40-0-0
5 6 7
===== Joint Locations =====
1 0- 0- 0 8 0- 0- 0
2 6- 8- 0 9 8- 0- 0
3 13- 4- 0 10 16- 0- 0
4 20- 0- 0 11 24- 0- 0
5 26- 8- 0 12 32- 0- 0
6 33- 4- 0 13 40- 0- 0
7 40- 0- 0
16-" 24-0-0 32-0-0 40-0-0
FEB 032M
2/3/2004
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'
all notes on this sheet and give a copy of it to the Erecting Contractor.
Eng. Job: EJ.
WO: 84463
®WAPNINGRead
This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer
Chk:
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
Dsgnr:
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 CTruss I
p y an
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 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
PalmDesertCA. 92211
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
EIC Dead 7.00 psf
P
Design Spec 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 (AFPA) is located at I I I 1 19th Street, NW, Ste 800, Washington, DC 20036.
TOTAL 37.00 psf
Seqn T6.4.12 - 33078
69"
Job Name: MALIBU 12
Truss
ID: A4 Qty: 15
Drw :
®
RGR-LOC
REACT SIZE REQ'D
TC
2x4 SPP 1650F-1. 5E
Web bracing required at each location shown.
UPLIFT REACTION(S)
1
0- 1-12 1522 3.50^ 2.18-
T R U S S W O R KS
A Company YCTl
p youanruss
2x4 SPF 230OF-1.8E 3-5
® See standard details (TX01087001-001).
Support 1 -239 lb
BC Live 0.00 p
psf
BC Dead 7.00 psf
TOTAL 37.00 psf
2 39-10-
4 1538 3.50- 2.20-
BC
2x4 SPP 210OF-1.88
Plating spec : ANSI/TPI - 1995
Support 2 -242 lb
RG REQUIREMENTS shown are based ONLY
2x4 SPP 1650F-1.58 12-13
THIS DESIGN IS THE COMPOSITE RESULT OF
This truss is designed uBing the
n the
truss material at each bearing
WEB
2x4 HF STUD
MULTIPLE LOAD CASES.
UBC -97 Code.
2x4 SPF 1650P-1.51? 8-2
PLATE VALUES PER ICBO RESEARCH REPORT #1607.
Bldg Enclosed = Yes, Importance Factor = 1.00
TC
FORCE AXL END CST
Permanent
bracing is required (by others) to
Drainage must be provided to avoid ponding.
Trues Location = End Zone
1-2
5 0.00 0.41 0.41
prevent
rotation/toppling. See HIB -91 and
End verticals designed for axial loads only.
Hurricane/Ocean Line - No , Exp Category - C
2-3
-5161 0.36 0.49 0.85
ANSI/TPI
1-1995 or ANSI/TPI 1-2002.
Extensions above or below the truss profile
Bldg Length = 40.00 ft, Bldg Width 20.00 ft
3-4
-7117 0.53 0.41 0.94
(if any) require additional consideration
Mean roof height = 16.27 ft, mph 80
4-5
-6654 0.47 0.39 0.86
(by others) for horiz. loads on the bldg.
UBC Special Occupancy, Dead Load = 13.0 psf
5-6
-4113 0.14 0.44 0.58
----------LOAD CASE #1 DESIGN LOADS ----------------
6-7
-5 0.00 0.44 0.44
Dir L.Plf L.Loc R.Plf R.Loc
LL/TL
TC Vert 60.00 0- 0- 0 60.00 40- 0- 0
0.67
BC
FORCE AXL END CSI
BC Vert 14.00 0- 0- 0 14.00 40- 0- 0
0.00
8-9
4445 0.43 0.15 0.58
..Type... lbs X.Loc LL/TL
9-10
6840 0.66 0.13 0.79
TC Vert 50.0 20- 0- 0 0.54
0-11
7289 0.71 0.14 0.84
TC Vert 50.0 26- 8- 0 0.54
1-12
6106 0.59 0.11 0.70
2-13
3518 0.53 0.16 0.68
WEB
FORCE CSI WEB FORCE CSI
MAX DEFLECTION (span)
1-8
-163 0.06 4-11 -726 0.34
L/499 IN MEM 10-11 (LIVE)
2-8
-4632 0.92 5-11 706 0.24
L= -0.96" D= -0.81"
T= -1
2-9
1041 0.36 5-12 -2169 0.74
3-9
-1803 0.59 6-12 1135 0.39
Joint Locations
3-10
338 0.12 6-13 -3759 0.98
1 0- 0- 0 8 0-
0- 0
4-10
-200 0.09 7-13 -163 0.06
2 6- 8- 0 9 8-
0- 0
3 13- 4- 0 10 16-
0- 0
4 20- 0- 0 11 24-
0- 0
5 26- 8- 0 12 32-
0- 0
6$� 6-8_ 0
66-8-0 6-8-0 6-8-0 6-8-0
6 33- 4- 0 13 40-
0- 0
6-8-0 13-4-0
20-0-0 26-8-0 33-4-0 40-0-0
7 40- 0- 0
T
4-72-0-0
2 3 4 5 6 7
5
50# 50#
T
4-"
I SHIP
3-12 3-12
40-M
8 9 10 11
8-0=0 8-" 8-0-0� 8-0-0
8-" 16-" 24-0-0 32-"
12 13
88-M
40-0-0
NO 011991
y�.�s�azoos J
f�xaurt
FEB a 3 2004
2/3/2004
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 ojit to the Erecting Contractor.
Eng. Job: EJ.
w0: B4463
®
This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer
Chk:
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:
TC Live 20.00 psf
TC Dead 10.00 psf
DurFacs L=1.25 P=1.25
Rep Mbr Bnd 1.00
T R U S S W O R KS
A Company YCTl
p youanruss
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-11 A
Palm Desert, CA. 92211
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 truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software',
'ANSI/TPI F,'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 1 111 19th Street, NW, Ste 800, Washington, DC 20036.
BC Live 0.00 p
psf
BC Dead 7.00 psf
TOTAL 37.00 psf
O.C.S acin 2- 0- 0
p g
Design Spec UBC -97
Seqn T6.4.12 - 33079
7"
Job Name: MALIBU 12
RG X -IAC REACT SIZE REQ'D
1 0- 1-12 1480 3.50" 2.12•
2 39-10- 4 1480 3.50• 2.12•
RG REQUIREMENTS shown are based ONLY
n the trues material at each bearing
TC FORCE AXL BND CSI
1-2 5 0.00 0.36 0.36
2-3 -4986 0.34 0.41 0.75
3-4 -6796 0.48 0.34 0.82
4-5 -6298 0.41 0.32 0.74
5-6 -3921 0.13 0.39 0.51
6-7 -5 0.00 0.39 0.39
BC FORCE AXL BND CSI
8-9 4305 0.42 0.13 0.54
9-10 6566 0.64 0.11 0.74
0-11 6903 0.67 0.12 0.78
1-12 5768 0.56 0.09 0.65
2-13 3364 0.50 0.13 0.64
WEB FORCE CSI WEB FORCE CSI
1-8 -162 0.06 4-11 -693 0.33
2-8 -4485 0.88 5-11 682 0.24
2-9 990 0.34 5-12 -2011 0.68
3-9 -1697 0.56 6-12 1062 0.37
3-10 280 0.10 6-13 -3594 0.94
4-10 135 0.06 7-13 -163 0.06
TYPICAL PLATE: 1.5-3
Truss ID: A5
TC 2x4 SPP 1650F-1.58
2x4 SPF 210OF-1.88 3-5
BC 2x4 SPP 2100F-1.88
2x4 SPP 1650F -1.5E 12-13
WEB 2x4 HF STUD
2x4 SPP 1650F-1.58 8-2
GBL SLR 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.
6-8=0 __,
6-8-0
1
T
112-M
3-12
6-8_0
13-4-0
2
®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.
Drainage must be provided to avoid ponding.
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.
6-8=0 6-8_0
20-" 26-8-0
3 4
025
1 D
UPLIFT REACTION(S) :
Support 1 -236 lb
Support 2 -236 lb
This truss is designed using the
UBC -97 Code.
Bldg Enclosed = Yes, Importance Factor = 1.00
Truss Location = End Zone
Hurricane/Ocean Line - No , Exp Category - C
Bldg Length = 40.00 ft, Bldg Width - 20.00 ft
Mean roof height = 16.27 ft, mph80
USC Special Occupancy, Dead Load = =13.0 psf
6-8=0 6-8-0
33-4-0 40-0-0
5 6 7
8
88-0�
8-0-0
9
- - - - - - 3-10
10 11 12 13
8-M 8-0-0 8-0-0 8-0�
16-0-0 24-0-0 32-" 40-" FEB 0 3 200k
5
===== Joint Locations =----
1 0- 0- 0 8 0- 0- 0
2 6- 8- 0 9 8- 0- 0
3 13- 4- 0 10 16- 0- 0
4 20- 0- 0 11 24- 0- 0
5 26- 8- 0 12 32- 0- 0
6 33- 4- 0 13 40- 0- 0
7 40- 0- 0
T
2/3/2004
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'
YY Alli T V G Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Eng. Job: EJ.
WO: B4463
®
This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer
Chk:
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
Dsgnr:
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 YCTl
p youanruss
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
s
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
PalmDesertCA. 9pl.
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
P
Design Spec 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 (AFPA) is located at 11 I 1 19th Street, NW, Ste 800, Washington, DC 20036.
TOTAL 37.00 psf
Seqn T6.4.12 - 33080
69"
Job Name: MALIBU 12
Truss
ID: A6 Qty: 6
Drw :
RG X -LOC REACT SIZE REQD
TC 2x4 SPF 165OF-1.5E
Web bracing required at each location shown.
UPLIFT REACTION(S)
1 21- 2- 4 7.01 3.50 .1.50•
BC 2x4 SPF 1650P -1.5E
® See standard details (TR01087001-001).
Support 1 -161 lb
2 39-10- 4 701 3.50• 1.50-
WEB 2x4 HF STUD
Plating Spec : ANSI/TPI - 1995
Support 2 -161 lb
RG REQUIREMENTS shown are based ONLY
PLATE VALUES PER ICBO RESEARCH REPORT #1607.
THIS DESIGN IS THE COMPOSITE RESULT OF
This trues is designed using the
n the truss material at each bearing
Drainage must be provided to avoid ponding.
MULTIPLE LOAD CASES.
UBC -97 Code.
End verticals designed for axial loads only.
Bldg Enclosed = Yea, Importance Factor = 1.00
TC FORCE AXL END CSI
Extensions above or below the truss profile
Truss Location End Zone
1-2 -715 0.00 0.34 0.35
(if any) require additional consideration
Hurricane/Ocean Line = No , Exp Category = C
2-3 -1364 0.02 0.42 0.43
(by others) for horiz. loads on the bldg.
Bldg Length = 40.00 ft, Bldg Width = 20.00 ft
3-4 -5 0.00 0.42 0.42
Mean roof height = 16.27 ft, mph80
=13.0
USC Special Occupancy, Dead Load - psf
BC FORCE AXL END CSI
5-6 -2 0.00 0.11 0.11
6-7 1253 0.11 0.20 0.32
7-8 1311 0.20 0.13 0.33
WEB FORCE CSI WEB FORCE CSI
1-5 -695 0.25 3-7 118 0.05
1-6 896 0.31 3-8 -1400 0.66
2-6 -708 0.22 4-8 -161 0.06
2-7 121 0.05
55-7-8 66-8-0
5-7-8 12-3-8
1 2 3
02_
66-8-0
18-11-8
4
2-4 4-4
18-11-8
21-0-8
STUB 5 6 7 8
2-11-8 8-0-0 8-0-0
2-11-8 10-11-8 18-11-8
MAX DEFLECTION (span) :
L/999 IN MEM 7-8 (LIVE)
L= -0.08" D= -0.06" T= -0
===== Joint Locations =====
1 0- 0- 0 5 0- 0- 0
2 5- 7- 8 6 2-11- 8
3 12- 3- 8 7 10-11- 8
4 18-11- 8 8 18-11- 8
4-0-0 * 011941 c
SHIP
ta/$�/j005
F e, 0 3 24
2/3/2004
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: 1/4" = 1'
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Eng. Job: EJ.
WO: B4463
®
This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer
Chit'
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:
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 YCan Trussl
p you
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
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 truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software',
'ANSUCPI 1','WTCA F- 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 g
Design Spec UBC -97
Seqn T6.4.12 - 33091
Job Name: MALIBU 12
3RGR-LOC REACT SIZE REQ'D
1 21- 2- 4 701 3.50 .
1.50•
2 39-10- 4 701 3.50• 1.50•
3RG REQUIREMENTS shown are based ONLY
)n the truss material at each bearing
TC FORCE AXL END CSI
1-2 -715 0.00 0.34 0.35
2-3 -1364 0.02 0.42 0.43
3-4 -5 0.00 0.42 0.42
BC FORCE AXL END CSI
5-6 -2 0.00 0.11 0.11
6-7 1253 0.11 0.20 0.32
7-8 1311 0.20 0.13 0.33
WEB FORCE CSI WEB FORCE CSI
1-5 -695 0.25 3-7 118 0.05
1-6 896 0.31 3-8 -1400 0.66
2-6 -708 0.22 4-8 -161 0.06
2-7 121 0.05
TYPICAL PLATE: 1.5-3
Truss ID: A7
TC 2x4 SPP 1650F-1.SE
BC 2x4 SPP 1650P -1.5E
WEB 2x4 HF STUD
GBL BLK 2x4 HF STUD
PLATE VALUES PER ICBO RESEARCH REPORT #1607.
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 30 psf dead load.
Additional design considerations may be
required if sheathing is attached.
[r] indicates the requirement for lateral
bracing (designed by others) perpendicular
to the plane of the member at 6311intervals.
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.
4-0-0
2-5-4
1
®web bracing required at each location shown
See standard details (TR01087001-001).
Plating spec : ANSI/TPI - 1995
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
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.
5-75-7 8 6-86-80
5-7-8 12-3-8
2 3
0
1
6-86-8
18-11-8
4
UPLIFT REACTIONS) :
Support 1 -161 lb
Support 2 -161 lb
This truss is designed using the
UBC -97 Code.
Bldg Enclosed - Yee, Importance Factor - 1.00
Truss Location - End Zone
Hurricane/Ocean Line - No , Exp Category - C
Bldg Length = 40.00 ft, Bldg width 20.00 ft
Mean roof height - 16.27 ft, mph = 80
UBC Special Occupancy, Dead Load 13.0 psf
MAX DEFLECTION (span) :
L/999 IN MEM 7-8 (LIVE)
L= -0.08" D= -0.06" T= -0
---== Joint Locations ===-
1 0- 0- 0 5 0- 0- 0
2 5- 7- 8 6 2-11- 8
3 12- 3- 8 7 10-11- 8
4 18-11- 8 8 18-11- 8
21-0-8
STUB 5 6
tt-1�
2-11-8
0:2-1
10-11-8
7
8
8-0-0
18.11.8
�A
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: 1/4" = 1'
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Eng. Job: EJ.
w0: B4463
®
This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer
Chk:
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
Dsgnr:
aze 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 Truss l
P y
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
7$-11 O 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
O.C.Spacing 2-0-0
PalmDesertCA. 92211
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
P
Design Spec 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 (AFPA) is located at I I I 119th Street, NW, Ste 800, Washington, DC 20036.
TOTAL 37.00 psf
Seqn T6.4.12 - 33082
Job Mime: MALIBU 12
FORCE ARL END CSI
5-6
Truss ID: B1 Qty: 10
Drw :
RG X -LOC REACT SIZE REQ'D
TC
2x4 SPF 165OF-1.5E
WEB
Plating Spec : ANSI/TPI - 1995
UPLIFT REACTION(S)
1 0- 1-12 785 3.50" 1.50•
BC
2x4 SPP 165OF-1.58
1-5
THIS DESIGN IS THE COMPOSITE RESULT OF
Support 1 -173 lb
2 21- 2- 4 790 3.50° 3.50"
WEB
2x4 HF STUD
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
MULTIPLE LOAD CASES.
Support 2 -175 lb
RG REQUIREMENTS shown are based ONLY
BEG
BLR 2x4 HF STUD
PLATE VALUES PER ICBO RESEARCH REPORT #1607.
This truss is designed using the
a the truss material at each bearing
End
verticals designed for axial loads only.
Drainage must be provided to avoid ponding.
UBC -97 Code.
Design Spec UBC -97
Extensions above or below the truss
profile
Bldg Enclosed = Yes, Importance Factor - 1.00
TC FORCE AXL END CSI
(if
any) require additional consideration
Seqn T6.4.12 - 33083
Truss Location End Zone
1-2 -1868 0.07 0.51 0.58
(by
others) for horiz. loads on the
bldg.
Hurricane/Ocean Line = No Exp Category - C
Bldg Length = 40.00 ft, Bldg Width = 20.00 ft
2-3 -1813 0.03 0.43 0.46
Mean roof height = 16.16 ft, mph80
=13.0
3-4 -1823 0.06 0.48 0.54
DHC Special Occupancy, Dead Load psf
BC
FORCE ARL END CSI
5-6
-3 0.00 0.13 0.13
6-7
1923 0.29 0.08 0.36
7-8
53 0.00 0.14 0.14
WEB
FORCE CSI WEB FORCE CSI
4-8
43 0.43 2-6 -423 0.08
BE 2
-789 0.23 2-7 -120 0.13
1-5
-741 0.28 3-7 -449 0.09
1-6
1934 0.67 4-7 1860 0.64
I
4 -2 -OT
2-2-0
1
7-0-3 7-0-3
7-0-3 14-0-5
2 3
025
7-3-11_�
21-4-0
4
i•1
7
7-0-3
6
7-0-3
14-0-5
7
8
7-3-11
21-4-U
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- 0- 3 6 7- 0- 3
3 14- 0- 5 7 14- 0- 5
4 21- 0- 8 8 21- 0- 8
2-4 TIE V14W u_ cl'N7f v y
1MIMI05 7`
EX�wn
s OF A�IfOP
2/3/2004
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: 7132" = 1'
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Eng. Job: EJ.
WO: 84463
This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer
Chk'
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
Dsgnr•
'
are [o 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
be in
TC Dead 10.00 psf
P
R0 Mbr Bnd 1.15
P
noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not placed any
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 Truswal software',
'ANSUTPI 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 111 119th Street, NW, Ste 800, Washington, DC 20036.
TOTAL 37.00 psf
Seqn T6.4.12 - 33083
Job Name: MALIBU 12 Truss ID: B2 Qty: 1 Drwg:
TC 2x4 SPP 1650F -1.5E
BC 2x4 SPP 1650F -1.5E
BRG ELK 2x4 HF STUD
GBL BLK 2x4 HF STUD
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.
I
4-24FF
12 -2-°
1
•[PM]=PLATS MONITOR USED -See Joint Report**
Plating spec : ANSI/TPI - 1995
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
PLATE VALUES PER ICBO RESEARCH REPORT 01607.
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.
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 2 3 4 5 67 8 9 10 11 12 13 14 15 16 178
025
4-4
2-4
19 20 21 22 23 2425 26 27 28 29 30 31 32 33 34 336
This truss is designed using the
UBC -97 Code.
Bldg Enclosed - Yes, Importance Factor = 1.00
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 SO
UHC Special Occupancy, Dead Load = 13.0 psf
SHIP
2. -5
1-11.0
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 7- 0- 3 25 7- 0- 3
8 8- 0- 0 26 8- 0- 0
9 9- 4- 0 27 9- 4- 0
10 10- 8- 0 28 10- 8- 0
11 12- 0- 0 29 12- 0- 0
12 13- 4- 0 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
10131f2WS
exa *aE
TYPICAL PLATE: 1.5-3 C" E� ®� 2/3/2004
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" = V
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Eng. Job: EJ.
WO: B4463
®
This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer
Chk:
T R U S S W O R KS
A Company You Can Trussl
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
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
Dsgnr•
TC Live 20.00 psf
TC Dead 10.00 psf
DurFacs L=1.25 P=1.25
Rep Mbr Bnd 1.15
75-110 St. Charles pl. ste-11 A
Palm Desert, CA. 92211 s
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 truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software,
'ANSI/fPI I','WTCA I'- Wood Thus 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 I I I 119th Street, NW, Ste 800, Washington, DC 20036.
BC Live 0.00 psf
BC Dead 7.00 psf
TOTAL 37.00 psf
O.C.Spacing 2-0-0
Design Spec UBC -97
Seqn T6.4.12 - 33084
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 ENGINEER OR ARCHITECT ON A PARTICULAR PROJECT, NOR
f 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 RECOK ENDED
THAT THE APPROVAL OF THE PROJECT ENGINEER OR ARCHITECT BE OBTAINED BEFORE
USING THESE DETAILS. BEARING REQUIREMENTS SHOWN ON SPECIFIC `.TRUSS DESIGNS
11TUST BE SATISFIED, INCLUDING CONNECTIONS FOR UPLIFT REACTIONS.
TRUSS CONNECTION TO EXTERIOR BEARING WALLS
TRUSSES @ 24" O.C. (TYP.)
BLOCK- BLOCY. „�� BLOCK
BLOCKTOP C�
O�v`
BOT 4
.�- TOP PLATES -
CHORD
SECT. A=A
I I TRUSS (TY -P. )
PROCEDURE
1 TOE --NAIL BLOCK TO TRUSS WITH 1-16d COMMON Nh,Ii,.
2 PL..0 J_. IQ%;�-:7' '1' I I US S a' i
r�G. INST BLOCK AND TOE -NAIL TRLr--,S
TO TOP PLATE WITH 2-16d COMMON NAILS.
3 END N=_IL THROiIGH. TRUSS IDITO BLOCK W 1I 1-i.(id CO?��ON iA21,.
A PLACE NE?:T :'LOCK AGF_INST TRUSS AND REPEAT STEPS 1 THROUGH
5 BLOCKS MAY ; ;77 A.T7'ACHED TO TOP PLATE IJIT:T SIi'IPS:AV A35 ' (UR F 'UI'Y. )
FRAMING ANCHORS. SEE. MANUFACTURER'S C.ATAL �
SPECIE ICATICi?S .
OG FOR DETAILS <sIi)
i '
c".l'c;lI.Oi•. BElF _1:G'y7ALLS
_PACINGI•
•S O
" b bND VE
-r T RUP
1
WILL MUST BE AT HEIGHT SPECIFIED ON THE DESIGN DRAWING OF.
DUST BE SHIMU ED TO THE CORRECT HEIGHT. u
USE 2-16d CO_f'MON NAILS TOE -NAILED INTO THE TOP PLATE
THROUGH EACH TRUSS.
DIAGONAL 'X' BRACING IS REQUIRED AT ENDS OF THE BUILDING
(OR WALL) AND AT A I✓k ; . OF 16' INTERVALS ALONG WALL.
'X' BRACING IS 'iTN. 2x3 MATERIAL WITH 2-8d NAILS EACH ENi.
BLOCKING SIMILe.R TO EXTERIOR WALL DETAIL IS RECO_�_ENDED.
TRUSS CONNECTION TO NON-BEPRING PARTITI
WALL PERPENi)ICULAR TO TRUSS
-2-BOT CHORD
=--
�-'- 2X
TOP PLATE I -
SECT. B
1-16d COIF??.ION NAIL OR
r _
1CM
WALLS
SS/-
Q �Ja. C.45�82 m
m
exP. 12/31/06 -0
C/V\\-
OF�(Ml
WALL PAR.r.L_-EL TO TRUSS
2X4 BLOCKT G
BOT C.117
-
P 2PLATE X / SECT. C
TO
{-=----
1-16d CO!,,240N Np.I i, OR
24" 0 SIMPSON STC (OR EQUIV.)
�'1== i TRUSS CLIP
FILE NO. CD -1 AaMb..�
DATE: 9/10/92 T
RUSIVAL
REF.: DES. BY: L.M. CK. BY: ®0®®®®® 15�5'iAS
U
IJT6
II STUDS @
-•r-
A
- O.C.
( TYP . 1 �,
BLOCKTOP C�
O�v`
BOT 4
.�- TOP PLATES -
CHORD
SECT. A=A
I I TRUSS (TY -P. )
PROCEDURE
1 TOE --NAIL BLOCK TO TRUSS WITH 1-16d COMMON Nh,Ii,.
2 PL..0 J_. IQ%;�-:7' '1' I I US S a' i
r�G. INST BLOCK AND TOE -NAIL TRLr--,S
TO TOP PLATE WITH 2-16d COMMON NAILS.
3 END N=_IL THROiIGH. TRUSS IDITO BLOCK W 1I 1-i.(id CO?��ON iA21,.
A PLACE NE?:T :'LOCK AGF_INST TRUSS AND REPEAT STEPS 1 THROUGH
5 BLOCKS MAY ; ;77 A.T7'ACHED TO TOP PLATE IJIT:T SIi'IPS:AV A35 ' (UR F 'UI'Y. )
FRAMING ANCHORS. SEE. MANUFACTURER'S C.ATAL �
SPECIE ICATICi?S .
OG FOR DETAILS <sIi)
i '
c".l'c;lI.Oi•. BElF _1:G'y7ALLS
_PACINGI•
•S O
" b bND VE
-r T RUP
1
WILL MUST BE AT HEIGHT SPECIFIED ON THE DESIGN DRAWING OF.
DUST BE SHIMU ED TO THE CORRECT HEIGHT. u
USE 2-16d CO_f'MON NAILS TOE -NAILED INTO THE TOP PLATE
THROUGH EACH TRUSS.
DIAGONAL 'X' BRACING IS REQUIRED AT ENDS OF THE BUILDING
(OR WALL) AND AT A I✓k ; . OF 16' INTERVALS ALONG WALL.
'X' BRACING IS 'iTN. 2x3 MATERIAL WITH 2-8d NAILS EACH ENi.
BLOCKING SIMILe.R TO EXTERIOR WALL DETAIL IS RECO_�_ENDED.
TRUSS CONNECTION TO NON-BEPRING PARTITI
WALL PERPENi)ICULAR TO TRUSS
-2-BOT CHORD
=--
�-'- 2X
TOP PLATE I -
SECT. B
1-16d COIF??.ION NAIL OR
r _
1CM
WALLS
SS/-
Q �Ja. C.45�82 m
m
exP. 12/31/06 -0
C/V\\-
OF�(Ml
WALL PAR.r.L_-EL TO TRUSS
2X4 BLOCKT G
BOT C.117
-
P 2PLATE X / SECT. C
TO
{-=----
1-16d CO!,,240N Np.I i, OR
24" 0 SIMPSON STC (OR EQUIV.)
�'1== i TRUSS CLIP
FILE NO. CD -1 AaMb..�
DATE: 9/10/92 T
RUSIVAL
REF.: DES. BY: L.M. CK. BY: ®0®®®®® 15�5'iAS
0
-1a,
DAI E
HIP FRAMING DETAIL 1/2-1/98
I. 2x4 POST ATTACHED TO EACH TRUSS PANEL POINT AND OVLRItEAD
PURLI N P C-IZ- a,'_0 it , ;-.C. ,
2. 2x4 91 IIP OR #2 DF PURLINS 4• - 0 •• O C
2x4 III IIF OR #2 OF 0:INTIN000S STIFFENER ATTACHED TO POST.
I 11PTRUSS t! SETBAC `: FROM H<; ',VAL.[, AS NO TD ON TRUSS DESIGN.
5 fi'i'FENDIi[) I'{Nl) J:\C't, l OP CHORD (I")'PIC:AI_)
6-. COMMON TRUSS
7. HIP CORNER RAFTER. jq
2. 1 x4 CONTINUOUS LATEKAI, BKACi VC;.
S FXTFNI)I:D BOTTOM CHORD
I�
i.-ATERAL STA131L1TY Gf' ROOF
SYSTEAM IS PER BUILDING MIGNER.
�thl-
O .,a
RWAMWMA S
IMISWAL SYSIt N15 CCI6'(:)QAII0N
SECTION A
SECTION B
KA It^
GO
<1P i
((JJ Z
w N* 4590 r
d hCp.1 1106 X
s
C) V
�TFOF CALIF%�'
(:D)_
ADFQUA-11-1 CONN'ECMN
BY.07-Hf?Its ("IYpfc-..j
IlVARN.VIG Aead all notes on this sheet and give a copy of It to tire Erecting Con'; actor.
I'--'c:ea�yr� IS lel all rndiv,dudl budOrny CORIPiNI nl. It Ira$ bene based on spoons JUonS provWmj Uy Ina Lwnppnenl nlant, .-:lwe, and Oona III
a'Ctllual—'nun 1110 Cu—Ill va,sl.ns OI 1PI and AFPA d0arun sldlrO.WS No,U: 1--Uiuly G assurnuo tut UunnnsronJl aCCurv:'y. Unnans.)na are
It( l u0 vunLuf{ by Intl iW111)onurll lnanulact.lar dlr J,'u, b„rIII U dus,unut pilot Id *011 al un Ilio bu,ldnly dns:yn0, illdl ds_,:::a,n IlIdl Intl IWUI
apbtml -idos Jusrun 1-0 111 ..Cued Ino IW dmu unpusuJ by 11" IUWI Um101ni) Cale It IS 41LUIIIUII Incl Inn IUP C11610. 1 IS 1:ally DraCall by Ina
nd U, n0: 1 snJnlnrnrl and:h...Il.rrl Crw,d ri W-111; reio,l Uy a r.y-d snnelrrnry tn:Ju 1 Jnu, a11a, d. wan"s Urnu�: _ "...I bta wry
slrfrwrr is Idr Ia10rdl supporl of Co,Opon.nls rnan,b0,s Wry 'to, Wcu boclJulu I..0111. Trtu Cornpurranl sail -I Ua placed ... y Onv,t Otu11W Ileal
1n r., ,u Il:u rrlursinra C-1.111 .I Ind w..,! a•CuuU 17\ "tmu, C.— CunrrnClur plalu C.:,irsr.n. F,wn ta. I—old. arslall :,.J It,— Ind Iluas ul
WJOnCu 1.11, Ina Wllo—lu blunda,d/. IIIUSCOM h1At1UAl.'.y I,us dl, OUALITY CONIA01. 51AtlUANU FOR METAL PLATE CONNECTED
W,.100 NIuSSES' I0ST08).'NANOLING INSTALUNG AND BRACING METAL PLAIE CONNECIEU WDDD MUSSES' - ( .•991) w,d'Ilia 91
5ulAh1AM SriEE 1' by TPI The T(uss Plala insln,au tTPi) ,s WwldJ al 583UUnolno Dusu. Idadrson, Wisconsin 53719. Tnu.- n& n Fw"A and
Paper AS>Or,ilwn (AFPA) is IUCalod at 12W C.nn.L7reul A:,. t1W. Stu 200. Wasnrl:yton, OC
SUPPORT REQUIRED
EVERY 4'-0" MAXIMUM.
TYPICAL END .LACK WITH
VARYING TOP CHORD
LENGTHS. �_
HIP GIRDER (ONE OR MORE PLY).
61-ARING SUPPORT FOR -fOP CHORDS OF END JACKS
48" MAX. WHERE THEY CROSS SUPPORTING MEMBERS.
HIP TRUSSES
1.. C.R REACTIONS OF 300# OR LESS THE TOP CHORD MAY BE TOE -NAILED
0 TIE SUPPORTING MEMBER WITH (2)10d NAILS.
2. FO;? REACTIONS GREATER THAN 300#, THE DETAILS BELOW MAY BE
USE[. TO PROVIDE ADEQUATE BEARING SUPPORT.
3. L,"E OF WEDGE, BRACE OR BEVEL CUT IS DETERMINED BY THE
REQUIRED BEARING AREA (OR LENGTH) AS SHOWN ON THE INDIVIDUAL
TR! SS DESIGNS.
4. EOR EACH DETAIL BELOW THE TOP CHORD MAY BE TOE -NAILED TO THE
SUPPORTING MEMBER WITH (2) 10d NAILS.
6. UPLIFT REACTIONS, IF THEY EXIST, MAY REQUIRE ADDITIONAL
COt,iNECTION CONSIDERATIONS IF THEY EXCEED THE VALUE OF THE TOE-
NAII- CONNECTION.
6. OTHER OPTIONS MAY BE USED AT THE DISCRETION OF THE BUILDING
DE SINNER.
7. REFER TO OTHER DETAILS FOR SPECIFICATIONS RELATING TO A HIP
SY S T EM THAT ARE NOT SHOWN HERE.
DETAIL OPTIONS --- �
WEDGE OR •�"u''i
BEVELED TOP I r•-lz
PLATE UNDERI
JACK TOP ;:NO O I BEVEL CUT ON TOP
CHORD' "� H
AI'ERAL I CORD OF TRUSS
EXTENSIONS. I I BRACE. OR "SECONDARY"
.fir
!BRACE MAY TOP CHORD
FOR WEDGE. USE i2) CONNECTION OF DVERLAP WITH MEMBER. NOTE
10d TOE -NAILS EA. FOR LATERAL BRACE IS t TRUSS CHORD - THAT HEIGHT OF
� T
TOP PLATE, NAIL bV!10d BASED ON BRACE ! pI NAIL CHORD TO I TRUSS MUST ALLOW
B' O.C. INTO TOP FORCES DETERMINED FACE OF BRACE I FOR THIS.
CHORD OF HIP GIRDER. I BY THE BUILDING k WITH (2) IOd)
DESIGNER
I I Er
NOTE: BEVELED LEDGER MAY BE USED INSTEAD OF DETAILS SHOWN ABOVE. LEDGER MAYLiE ATTACHEC
TO EITHER FACE OF TRUSS WITH 10d NAILS. SPACING OF NAILS IS DEPENDENT ON LOADING. CONDITION:
AND SHOULD BE DETERMINED BY BUILDING DESIGNER. o. C 45982 �I
Lucc
THIS DETAIL IS PROVIDED AS A SUGGESTED SOI-UTION TO THE APPLICATI131, Ei�p• 12(31 /O6
®� SHOWN ONLY. IT IS NOT INTENDED TO REPLACE OR SUPERCEDE ANY SIMILARI DATE: 8/25/99
® DETAIL THAT MAY HAVE BEEN PROVIDED BY THE BUILDING :DESIGNER. IT IS
THE RESPONSIBILITY OF OTHERS TO VERIFY THE ADEQUAC`! OF THIS DETAI;_ I s�T C i
T. IN RELATION TO ANY SPECIFIC PROJECT, AS TO ITS APPLICAYiON AND INTE, '9 ^
APPLIED TO THIS OR ANY SIMILAR ISSUE. TRUSWAL SYSTEFd ASSUMES N4 I �r OF CALIFO�
RESPONSIBILITY FOR FIELD INSPECTION OR WORKMANSHIP QUALITY. i !DES: L. M.
END JACK / RAFTER STANDARD DL:T AIJLS ;`ALIFORNIA STYLE
TRUSS PLATES AND LUMBER
AS SHOWN, OR PER
INDIVIDUAL TRUSS DESIGNS__
(3-4 ALT.)
2-6
CONNECTION DETAIL "A"'
(TOP CHORD TO HIP GIRDER)
JACK TOP CHORD
RUNS OVER GIRDER
TOP CHORD.
(2) 10d or 16d NA, iLS,
THROUGH JACK T.C. INTO
GIRDER TOP CHORD, TOE -
NAILED, OR ADEQUATE
MECHANICAL HANGER PER
MANUR CATALOG.
OPTIONAL EXTENSION �t
3-.4
A
HIP GIRDER CHORDS
IA
F3
CONNECTION DETAIL "S"
(BOT CHORD -0 HIP GIRDER)
(2) 10d or 16d NAILS,
THROUGH JACK B.C. INTO
GIRDER BOT CHORD, TOE -
NAILED, OR ADEQUATE
MECHANICAL HANGER
PER MANUF. CATALOG.
NOTE: IF 2'-0" SIDE JACK BOTTOM CHORDS ARE USED (INSTEAD
OF WEDGES AT THE WALL), THEY MAY BE ATTACHED TO THE
BOTTOM CHORD OF THE FIRST END JACK AS PER DETAIL "B".
t- `-:FIBER REQL'iftEMENTS: --- - -
J -CK TOP CHC:[;D: 2X4; #2 OR BETTER DF -L, #11#2 OR BETTER CAN S -P -F, #1 OR
BETTER S -P -F, #2 OR BETTER HEM -FIR, OR 1650F MSR ANY SPECIE
CK BOT CHC'-s'D: 2X4; #2 OR BETTER ANY SPECIE, OR 165CF MSR ANY SPECIE
C ORNER RAFTE R: 2)(6; SELECT STRUCTURAL ANY SPECIE, OR 165OF MSR ANY
- SPECIE, DOUBLE (STACKED) 2X4 PER OTHER, STANDARD DETAILS, OR
- _ 2X8 92 ./F BETTER ANY SPECIE.
)P CHORD 1.F -46TH MAY VARY FROM 6" MINIMUM TO 8'-0" MAXIMUM, WITH
EXTENS!ONS SUPPORTED AT 48" O.C. MAXIMUM BEYOND.
CHORD BE SPLICED AS SHOWN, ABOVE THE HIP GIRDER ONLYI
^TTa ON, C i0.:, D LENGTH MAY VAR`! FROM 6" MINIMUM TO E' -C" MAXIMUM.
4,31NOT SPL:--'-': THE BOTTOM CHORD.
CHORD PITCH MAY VARY FROM 4112 MINIMUM TO 8112 MAXIMUM.
_00TTOM CHORE) PITCH R1UST BE FLAT (0/12).
-2`(6 RAFTER MAY BE SEAT CUT AT WALL, AND TRIMMED TO 2X4 WIDTH (3.5") FOR
OVERHANG IJP TO 34" (24" @ 45 DEGREES) MAX.
DETAIL K.P -'LIES TO 45 DEGREE HIPSEI" JACKS AND CORNER RAFTERS ONLY!
"OSdEC.ON DETAI__ °°C"
L� (TOP CF:ORD TO RAFT, _R)_
JACK TOPCHORD
MUST BE SINGLE E
a. BEVELED 0R
\\ DOUBLE BEVELED
10d or 16d MAILS, THROL GFI
EACH JACI- T.C. INTO R:>`:TER,
TOE -NAILS.), PER SCHEDJLE
BELOW, OR ADEQUATE
MECHANI!;AL HANGER 7�=R
MANUF. CATALOG.
NAILIjF!3 RE UIRED:
2'-0" R 4'-0" :iA:•: K T.C. (2 NAILS
6'-0" JACK (Ci4E FACE OF
RAFTER _)NLY) (4.,?IAILS
1 -PLY OR MORE GIRDER
EI 13 g {, A
C
rl
1
RAFTER
7
C
CO
0 No. C 45982UJI _j�rnM n
2 Exp. 31;46 m
9/26!'. 002
C �/ �. �P REF: EJ -1
�Y`
�OF CALIFO�
L.M.
DESIGNED FOR 10 PS NON -CONCURRENT BOTTOM CHOr" LIVE LOAD.
TC Live 16.00 psi
TC Deed 1400 psf
Durfecs L=1.25 P=1.25
Rep Mbr Dnd 1.15
PLATES & NAILS DESIGNED FOR GREEN LUMBER VAI.UES I
WIND LOADED FOR 75 MPH, EXPOSURE "C". MAXIMUM.
DC Live 0.00 psf
O.C.Specing 2- 0- 0
NO POINT LOADS. MECHANICAL UNITS, HVAC, SPRINKLERS. OR OTHER
DC Deed 10.00 psfDesign
Spec DDC -97
I
ITEMS CAUSING ADDITIONAL LOADS ON THE STANDARD .,'.CKS IS
TOTAL 40.00 ps;r
I DEFT. RATIO: L240 TC: 1./180
ALLOWED, WITHOUT SPECIAL DESIGN.
km
THIS DETAIL IS PROVIDED AS A SUGGESTED SOLATION TO THE APPLICATION
SHOWONLY. IT IS NOT INTENDED TO REPLACE OR SUPERCE.: ; ANY SIMILAR I
—.maim
1N
DETAIL THAT MAY HAVE BEEN PROVIDED BY HE BUILDING DE,:iGNER. IT IS I
TZI lullOCZ!lTHE
®
RESPONSIBILITY OF OTHERS TO VERIFY THE ADEQUACY CF THIS DETAIL.
IN RELATION TO ANY SPECIFIC PROJECT, AS TO ITS APPLICATn. N AND INTENT i
APPLIED TO THIS OR ANY SIMILAR ISSUE. TRUSWAL SYSTEMS :SSUMES NO
RESPONSIBILITY FOR FIELD INSPECTION OR WORKMANSHIP QUALI TY.
1 -PLY OR MORE GIRDER
EI 13 g {, A
C
rl
1
RAFTER
7
C
CO
0 No. C 45982UJI _j�rnM n
2 Exp. 31;46 m
9/26!'. 002
C �/ �. �P REF: EJ -1
�Y`
�OF CALIFO�
L.M.
Optional vent 3_4 GEHIERAL GABLE DETAILS FOR tali D LOAD BF,AGING
S=3-4 a—j-Y
rnnectorplates shown are for example only. See actual truss design for required plate sizes and onenranc
Structural gable trusses will generally have diagonal and vertical members other that those snown above.
Gable truss is continuous bearing except as may be noted on individual design droit^;;gs.
END (FACE) VIEW
needna
dard
{�.�'t�� �G0020651J35
Max. 12" eave
unless noted on
drawing.
Solid block between cusses for
Gable End Truss I nailing of diagonal brace, eaUii;,� and
/ ntlached to sh
6 truss each end, to.
Typical 2x_ strongback I Truss spacings per -signs.
(whaler) b.ace along back
face of gable• braced with
+ or - 45 degree diagonal
2x_ (typ.) biaced to roof —
sheathing as shown.
WALU BEARING SUPP. RT
• FF Indica .es stud members that require bracincg! ,IDE VIEW
Imo.
REGULAR GABLE END TRUSS REQUIREMEN I,*
1) ALL GABLE BRACING DESIGN AND CONNECTION REQUIREMENTS ARE THE
RESPONSIBILITY OF THE BUILDING DESIGNER, PER THE LATEST VERSION OF ANS;/ j PI
REFERENCED BY THE MODEL BUILDING CODES.
2) TRUSWAL SYSTEMS APPROVED ENGINEERING DESIGN DRAWINGS WILL INDICATE ANY
NEED FOR WIND BRACING, AND THE REQUIRED BRACE INTERVAL LENGTH AS DESCRIBED
ABOVE. THE BRACE INTERVAL ON THE DRAWING IS BASED ON THE LOADING AND WIND
SPEED INDICATED ON THAT DRAWING ONLY, AND THAT BRACING IS R-EQUIRED TO
PREVENT THE GABLE STUDS FROM BUCKLING DUE TO WIND PRESSURE ACTING ON THE
FACE OF THE GABLE TRUSS AND AXIAL STRESSES CAUSED BY THE INDICATED APPLIED
VERTICAL LOADS. LOADS ACCOUNT FOR 12" EAVE MAX. UNLESS NOTED OTHERW ISE.
3) IF THE GABLE TRUSS IS INTERIOR TO THE STRUCTURE AND THEREFORE IS NOT
EXPOSED TO WIND LOAD APPLIED TO THE FACE OF THE TRUSS, THE BRACE SPACING
INTERVAL MAY BE INCREASED TO ONLY ACCOUNT FOR THE UD LIMIT OF 50 FOR
COMPRESSION :l1EiViBERS (i.e. FOR 2X— LUMBER, THE MAX. BRACE INT)=RVAL IS 6'-3"i-
4) IT IS ASSUMED THAT THE GABLE TRUSS RESTS ON A CONTINUOUS BEARING WALL
EXCEPT AS MAY BE NOTED ON THE INDIVIDUAL APPROVED TRUSS DESIGN.
5) SHEATHING OF PLYWOOD, OSB, WOOD BOARD SIDING, HARDBOARD SIDING,
SHEE I -RUCK, S"I UUUU, WAFERBUAkU OR 0 l HER MATERIAL MAY BE P'LACED ON Otic UTi
BOTH FACES OF A REGULAR (NON-STRUCTURAL) GABLE END.
6) LATERAL LOADS IPJ LINE WITH THE CHORDS (SHEAR / DRAG LOADS) 14AVE NOT SEEP!
CONSIDERED UNLESS INDICATED ON THE DRAWINGS, AND ARE THE RESPONSIBiLI-tY OF
THE BUILDING DESIGNER TO TRANSFER THROUGH RESISTING DIAPHItAGNIS.
_.Ma
TONAL STRUCTURAL GABLE TRUSS REQUIREMENTS
?) ALL 1TE;ciS 1-S LISTED ItNDER "REGULAR GABLE END TRUSS REQUIREMEN ":'S APPLY
P -O STRUCT'I_iRAL GABLES ALSO, PLUS THOSE LISTED BELOW.
s) WEIGHTS OF ANY MATERIALS LISTED IN #5 MUST BE ACCOUNTED FOR, EITHER IN
ISTA14DARD DEAD LOAD PSF LOADING, OR BY ADDITIONAL LOADS. ADDITIONAL_ LOAD
.ARE INDICATED BY "LOAD CASE .11" CHART ON THE DESIGN DRAWING.
j 9) STRUCTUPAL WEBS AND CHORDS MUST BE BRACED IF INDICATED, AND Tl.!;.S
I3RACING 15 c EPERATE FROM THEE GABLE BRACING INTERVAL. SEE REFEREI,_;ED
STAN DARID DRAWING TX01087001-001.
10) TRUSS LkAY OR MAY NOT BE CONTINUOUS BEARING, AND IS APPROVED FDR THE
CONDITION(Sl) INDICATED ON THE INDIVIDUAL DESIGN DRAWING ONLY.
2X NOTCHES CUT INTO TOP CHORDS
i
�NOTCHINf_i F OR OUTLOOKERS IS ALLOWED ON REGULAR GABLE END TRUSS:=S AND
;ON S•TLRUC-' :'RAL GABLE END TRUSSES IF NOTED ON APPROVED INDIVIDUAL. •DESIG
THIS DETAIL IS PROVIDED AS A SUGGESTED SOLUTION TO THE APPLICATIOtJ
SHOWN ONLY. IT IS NOT INTENDED TO REPLACE OR SUPERCFDE ANY SIMILA:i
DETAIL THAT MAY HAVE BEEN PROVIDED BY THE BUILDING DESIGNER. IT IS
THE RESPONSIBILITY OF OTHERS TO VERIFY THE ADEQUACY OF THIS DETA;'
IN RELATION TO ANY SPECIFIC PROJECT, AS TO ITS APPLICATION AND INTF-hr i'
APPLIED TO THIS OR ANY SIMILAR ISSUE. TRUSLVAL SYSTEM-.' ASSUMES NO
RESPONSIBILITY FOR FIELD INSPECTIOi-J OR WORK 9ANSHIP QUALITY.
UJ No. C 4599 � m
M
Exp. )P1106 20
C/v\L
OF CALIFOP
DATE: 3/2' ''.002
REF: G E,
DES: L.M.
TRUSWAL SYSTEMS
4445 NORTHPARK DRIVE, SUITE 200
COLORADO SPRINGS, CO 80907
(800) 322-4045 FAX:(719) 598-8463
C0010013 i 60(x!.
9/15/03 Users of Truswal engineering: TX01087001N
The TrusPlusi°" 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
atom Truswal will show the required number and approximate location -s of braces
for each member needing bracing. In general; this bracing is done by using
Truswal Systems Brace-It'�`' or a 1 x or 2x member .(attached to 'the top or bottom
edge of the member) running perpendicular to the trusses• and adequately
designed; connected with a minimum of. (2)10d box, nails, a-ld braced to the
building per the building designer (See ANSI/TPI current version). The following
are other options (when CLB bracing is not possible or desirable) that will also
satisfy bracing needs for individual members (not building system bracing):
1x4 oi 2x41 structurally grad,d 'T" brace may be nailed flu' to fl is
edge of the member (up to 2x6 web members only) A/ith 10d cornmon
or box nails at 8" o.c. if only one brace is required; of may be nailed to
'both edges. of the rnember if t -\;t bracer arc. require_--�... The " „ brace
must extend a minimum of 90% of the mel Fiber's length. For 2x8 and
larger web members, bracing must be done per build ng designer, or
�) !� C.. /'_a^�rr _r�� r';f �. r'!i"f'e:: S,17C-. n stri rtu.raj gi d ac jhe member
A Jr,,,.A C.:lri l.:" i �) i11� _.. .._._ and 5 vim. ..1 r �.\✓ (�iti
may be nailed to one face of the men-'iber with 10d con -inion or box
nails at 8" o.c. if only one brace is required, or may be nailed to both
fasces of the member if two braces are .required. A minimum of 2x6
�Cc?i1;7 -;ice rt.'ll;,irCrllet_.,1bi'r (;:.c;;'=::.?: l'. ! i I.,t'i.�oi!!.
Scab(s) must extend a minimum i of 90% of the members length.
3. Any member requiring more than two braces must .ase perpendicular
bracing or a combination of scabs and "T" braces, or any other
approved method, as specified :and approved by the building designer.
EXANiPLE S 2.
SCAB
90% L ��
_
\� w No. 459&) rn rr
':T° BRACE
90% L
y
Please contact a Truswal engineer if there are any questions.
Exp.
c:\msoffice\winword\brace-r.ew.let
STANDARD PRESSURE BLOCKING DETAIL.
PJD VIEy
SIDE: VIEW
PRESSURE BLOCK EVERY OTHER SPACING 1-1
BOTTOM C_.`+RD OF HIP G
USE (6) 10d BOX NAILS PER BLOCK AS SH0WI1, TWO NAILS
PLACED AT 4" FROM EACH END OF BLOCK, AND TWO NAIL.
EVENLY SPACED IN THE CENTER OF THE BLOCK. J
MAXIMUM SUPPORT REACTIONS", LBS. PER JACK TRUSS
BLOCK:
2X4 2 BOX NAILS TO BLOCK
BOX NAILS TO 13L0CIO
DURATION:
1.00
1.15
1.25
_2)(6,,
1.00
1.115
1.225
S.PIigE
132
152
152
198
228
248
DF -i_
112
129
140
168
193
2'10
HEiaf FIR
105
121
131
I
158
182
195
S -P -F
90
104
113
135
155
169
'REACTIONS ARE EITHER UPWARD OR D0V!,i7v 1,1RD,
THIS DETAIL IS PROVIDED AS A SUGGESTED SOLUTION TO TEE APPLICATION
-� SHOWN ONLY. IT IS NOT INTENDED TO REPLACE OR SUPERCEDE ANY SIMI! AF
3 ® DETAIL THAT MAY HAVE BEEN PROVIDED BY THE BUILDING D'_113SIGNER. IT 1
THE RESPONSIBILITY OF OTHERS 'i O VERIFY THE ADEQUACY OF THIS DE'i A?L
IN RELATION TO ANY SPECIFIC PROJECT, AS TO ITS APPLICATION AND INTE:d'i
S®� r -44'E M APPLIED TO THIS OR ANY SIMILAR ISSUE. TRUSWAL SYSTEMS ASSUMES NO
RESPONSIBILITY FOR FIELD INSPECTION OR WORKMANSHIP 4:I:_I.4LITY.
USE (2) 10d BOX NAILS THROUGH BOTTOM
CHORD OF END JACK INTO END OF PRESSURE
BLOCK FOR 2X4, USE (3) 10d BOX NAILS FOR 2X6
LUMBER. SEE TABLE AT LEFT.
<��OF ESSIO
co 2QI \ �r�(',
E5 Q No. C 5992 m r^
"T
d __I xp.12 16
sT��OF
CA\-FOPa\P
LOOK
H --RD
TE: 8/31;;!000
PBLK-1
L. M.
Symms gosh®®®®
i
Asnal
"qp,Alov
r
90/S$/ZI 'Ox3
Ll
Z9690'0 'UN ' r _0
14
605E-:? -
:,la 'No 'Z :AG 'S30 �3a
700? _idQ
S 7T 11C 1SjT. `:JLI!Q ON 3-113
L_td0?S=a <?a ? l2 =riZ �.2 a:CC 32 Z�C!1 OPiIa i?112 3 Z t:0 S-0-. 1:RS2IS at.Y atiii•1
iO3 SN0I1D31IN00 'aGeNO
h. A Gt y '.OZ? c 1 t'i'd 't7 c S ^.t o_ acoc
S? ar;� `Qi0 Cu i<�:i?:.:;i _Sc OS Gti� i,y: —S llRiii:Coli „O-;3 tit .:0 a_ScC Si 0�?'?'ti
d0 `P:0 7 ]1G?S`:C•;J .09IS3G 003cS icI:IG _3'?'S c?-'Ct; S::7 r 'k=Ca?0 li:Z(lC
_3YC2 7^t40�—?(j
?!^. .L? i -%S .r: . S.j:AO'U C." ii �i? S2 .i!.,-0^fi 2-:.-.i?oa V0 '3:"a:`l i'i0`? _'7s: zo
1100 fi (-'' OT ;OC- �) t:0+io=_?a 'Ov_ S-SS^x ZX_; \=3I4?a° h:'_ Q
70W': . "['^,i•:C .?(i 0 c0.',. of%?':�.•?2 3. ; )0'1 a; of?0 c,^„� SS^'dam Oil? G_ .?'. bi a!'i=
S'I?''ry ?e 7) '-7TM ..=aOVW,:.
0`.Oe. '0'0 „O- Ot Z- a:.. "i30 C3 0 3'3F S.0''_ i00`r?G
Z NOTTe0 )q
a-- .1 =o_
-------------
salvl3Q 12SJIH HDIRG
�
l
i
! .-:,
it
_ ;
salvl3Q 12SJIH HDIRG
TRUSWAL SYSTEMS
4445 NORTHPARK DRIVE, SUITE 200
COLORADO SPRINGS; CO 80907
(800) 322-4045 FAX:(719) 598-8463
8/3/00
RE: Toe -nailed connections
To Whom it May Concern:
It .is permissible to use toe -nailed connections between short -span trusses and
girder trusses Instead of mechanical hangers. The cennecticn must be done
?r'.-:sGd on flip it?viCaied reaction fierce at that bearing I0C:;.i.IC)€' and using 'he
below (based on DFL green lumber. nor/ -,amour load' condi-ions, and '1C)d or
6d Bails):
6-'1. EAC T:0N
ggc - 13 6 °? e God or 16d
/�55 a 0 d, or
A �i
or
trUst tiiUi tl-?15 InfUrn12tlon is helpful. and clear. if there are any further guestians
or comments, please do riot hesitate to contact a T ruswal cysems engineer at
your convenience.
QROF ESs/��
, 45_�
r)
'J No. C- 4982 rn
rn f
WExp. 1A1/06 �
s�ql G' I v�P
\O� CAMEO
}
r
W
:t
F=Fr
i
Si �'-
6_ t
C
= = c 4
W
0� N
�:J�
Y
ll.i G Nrr
LL-•
o-o�dbb
�
p
�
GT
r
C
C
�q�77II
yt�xyxt'��, � lt14!.
r^�
p •a � w.
75
>
oo
•-
t
m x
^
c
a
m
e
y
i
Z
r Ln Ln
w u r=
-e
U
orf
r
:t
F=Fr
i
Si �'-
6_ t
= = c 4
E ER
0� N
�:J�
Y
ll.i G Nrr
LL-•
o-o�dbb
( r •- C
GT
r
�
U
u
C
�q�77II
yt�xyxt'��, � lt14!.
p •a � w.
I
MINIMUM GRAUE_'OF I,IIMIJIill SIIAIA, HF.: '
Construction Crnde Ilem-Fir or Doug -Fir
^x61 or
-- :Iqt rlaitc�I
�L,p to G''
FYY
I1-'2. 1x4.5, 'I' -J4
ii-1.6xJ. T -JI
Lip to 1 16'-0"
11-9.2x-1.5• -3'-44
QPOFESsL411
XI-
co c. 2
C7 No C 451;82 r7 m
w
Ex 2/:1;;16
VA1,1=f:Y SL:'ll3:l')ll3,l�_
[3 0" to u "
;r
C
13 - 4'-l" to F'_0'I
I
C - a+_Irl to l2' -u"
,,'�., C3F—rs'l.•,,,/
F 20'-1" :o 21'-0"
C; - 2.11-1" :;, •2 B'-0"
11 EEL. NOT REQUIRE!) •1'0, YU OVER
I AG RAM
Ll,fflldlloof = 37 psf
Note: 15W increase .in
allowable unit strr--ses
used for s, ort dure"ion
leading.
Fx1
il-I.fixJ.I-JI 11 I•C.[il;'I' ;II --�- - _
I( -2.4x4.5, T-'34
Un 3u'-0
10-5-93
File No. Valle), Uctails
Date: IU/3l/'i2 R-:3/20/01 Hit
P.eL• $ Dc a. Dy: 1)11C1c.Dy:
T- 31
TYPICAL UI:'1'AILS FOR SHOP i'AI3I(1CAT1J) V:11.1.1:1'S
TOP CHORD OF TRUSS TO BE SHEETED OR
LATERALLY BRACED PER TRUSS DESIGN
UNDER VALLEY 11RAMING BY OTTERS.
u59S
I
.c.
T
C
I
13carin{; 1'':Irlitiun,
Truss
Uable End "!fuss
20
G',
2 It 3 mfr]
I
Chord or
N 1I `I
1 J I\
Mcarn, or Girder Tru ;
III .AN
(Typical I.ix;, nlplc)
Cut to nfat':11
slope of rout
JUt. Ilotloal Churd of Vallcy Trus::
tAU]WAL COn11l Ci On] 1161.Y v• d nm• 4•uh •^"'l 0• ' 9.1--C 1M• ab./ er O w+Lm as :K-- C nli] P.WCA It WE d ItAII to It'tC" 1.
11'.�Il tq lu..1•Ib DI n•�•'I'I Olo-'rf ly, f9 'n :1: 'a 1l"Aa, •a Ieam sus ryn. f.nO r•AWI.n:o.VIU'. 71"o<�..r ewalm lVu6CR: Srv16.0n..--1W.l al'K.r..a N,•0 f'�D..y.a lu m.I
n.= (�n•r,.l•J DI rv••L• -n 5 to I.- ry aa'n..lo'a 17" •a•j+ I,Wfn •.e I.w<Md M n`+ n I. .I 75 'a 15" [ .-.f a a .. ]ry t. •.AnbWef -, e•a 11wn I. n 4n.•'•••f I
N1 PI.I. p..nc n.a of n•+. -nu 1 •I ..«o.' n S('Ct w.f o•�n.a n5�1]a 'G' nx•'ef II q• un. cavo Al om«• r• 10 qa
10]II1011t1.0:�a.:••.n••D.'K.:•O[+ate[7nlK•.aa�.a.N.+.[•Aaou..-[a...a...ea(o,e�Y .a::a p,u [.,...a�✓f, ea. iii....,.. ro'.J flv p. a<Maor�...na. ar+I C BO n!i.rwi,
TRUSWAL
t,��o���asYsr;4 Ms
+ s gnooe company
LATERAL LOADS IN LINE WITH THE
C14ORDS HAVE NOT BEEN CONSIDERED.
THESE LOADS AND THEIR REQUIRED
CONNECTIONS ARE INE RESPONSIBILITY
OF THE BUIDING DESIGNER.
IF THE PU;;LIif SPACING ON THE
APPROVED 'i RUSS DESIGN IS !STORE .
THAN THIS DETAIL SPECIFIES (;; ;; ),
THEN THIS DETAIL SHALL CONTROL. —_
PANEL l )P d i
I
00'I -i 0,q.4
i
SECTION
3-16d TOE NAILED
f)6110F1 CUORU OFCAP'TRUSS (2 FROM DUE FACE)
J:a sang[—, �. ..� �
2-161 HAIL
. 1.5••
TOP CHORD ()It
60TTO,M TRUSS
TR U_$ [lM L
,.%j s 1'S TEMS
4445 Northaark Dr.
Colo Spriflgs, CO 80907
TrusPlUs 6.0 Ver: 16.
PIGGY -BACK CONNECTION (VERTICAL LOADS ONLY]
If1F CHORD OY
1401"I'UM 1"BUSS
�
---
WIND SPEED �_ :I.00MI'H, USE 4X2 P(IV,uNs (S.C.>=.42) G
ATTA(UED W/Td0(2) 15d NAILS ALONG PL4'I
24"O.C.(MAX.)
1'01, (IIORD SEC."LION OF MAIN TRUSS. AIl:ACH CAP BOTIOM C !ORO
PIIRI.IN WI III 3-16d '101' NAZI S, IUii !JAILS hRUh1
oQFoFESs/oN
c '4�
�,,.• Cs�
1'0 EAi:11
SPEEDS ivii, ii,�H PURLINS i?
•1GL-F:<:i1 1101101.1 CHOR U OF 'i,llc
^` %,
ONE PACE. FOR WIND s .Jd .11
15"O.C.(MAX.)
IICCY BACK (CAF' TR(ISS) 10 EACIi
�Q�
LATc1'',.?L BRACE btITH 3-3.6d
A`
NOTE: THE P'I'GGY BACK BOVI'OM TRUSS UESICN MUSI BE DESI(NEI7
(2 =`:ON ONE PACE)
`fir
NOiC 598
Z
rri
WITH A MAXIMUM PURI IN SPACiNC. AS FP!1_I_(.1kS:
LLJ
rn
WIND SPEEDS I -FSS THAN 100 MPH .= PLiI LhIS
�
cr•
EX /. 1.2 /06 \
�
ARE REQUIRED.
WIND SPF.FOS NORE'riIAN 1.00 Mi"I = P1RI.INS xis 15"j).f.. +,:�'.=.h.)
ARE REQUIRED.
•�
-------
---
S'T�C ! V \ �- Z>�P
T
- F CA��F�P
- ;°- - '' S`IF O 1 lE APPROJ-`�T<I -rE TPIUS VIAL
— LiE9li':1V 1;014 P49 f7SG7U-eRSD WEV CC'IPIO
In _80Th? 'i"HE SLOPING A 41) FLAT SE_' TIOF,.f
OF THE flff' .TRUSS, APJI) CAP TRUSS
V!/P'l RilPtld U' GRead all o"roeas On ef;l:s sl,::at u,►•'I ;j:c,'e a celpy bi/f( f() Slee E. -T:iinpl
1'bis dosig„k for an indMdud building.a p....I not boas syslanl. If Im:o.unUaseu.0 spucilicatians p,ovidad by 1s: cumpui 1nlanulac_.: a:
end don. in ....III nc. wigs Ulu cul inl vursions of TPI and AFP A Jung.. s!a i ds. r1. I u cp. lbi9ry k es sulnud ft. _imunsiond iccuia_-y.
D'vuuiv1,,_m 1, bu vuri9.d by di. c.mnoner. rnanufaclwir vnd/.r buic�^� ee:rgna� p'io� :u fabn: <uon Tb. buddin;; .I signer muss eac ud: is !' _:
Ui. loads WI nd on Ulic dusign n e.t or eeeuud U1u lond'urg imposed by d:.: is d budding endo and Ute poticu1m q:plc::!:an. 1 i1e dusign
U1i1 Une lop chord is Iatomlly blarnd by lbe mof or 9.01 shaiV�ing irnd U1. baVcm ehcld ro Irfci a!h• Used by a rigid sbecUing malulicl duv:Uy
e9nch.d, unl.:s iUl. n.a n.1oJ. 9re<ing shown is lur l.l.ral suppml of c mpancm. nun�bais only le ruducu bucking kr>;�d�. i his c.inpnnunl
,ha n.1 b. plec.d br wry unvironmvnt Ihd .sill cvusv Vre m.isbnu cnnlnr:! of U. v maid to .ecoid :S'u and/or ciusu ..:unucic: pl;dv cenucicn.
Febtieelu,hmu9u,U1:ta:l and brace Vus Uusa b1�rceoidunce rrilh '101111 Uc,i?.Ila!:1 ini:::nl,:,r'.:Illf•11',NVl'CA 1:;1Joud'1,n C.nu1:A
.f Arn.dw Slandwd Ddzign Ru:pen:ibilitiu:. 'FIAMULIlIl: II7S 1'AI I IIJ(i ::IaD Ul:.�l:ll'lli ME7AI. pl.i i'E 1:OIJIIEC i _C•!^.'in)J lf;l l3ti[5'
.9110.91) and 1118.91 SUMMARY SHEET' by 11.1. the Truss Pimu billlu:!v (1 PI) rs Lcalud it D'�uuillu Ihiva, t.ladisa;i, Nli:consin 5i7 �S
Tho Anl.dcm Fwest ind Pn9m Assdcietiml (APPA) is bcdod el I11I IS:i Sba61, Nl,%r SN 800. VVZOMglun, Dl:'dJ3::
_DATE_
Linc 24” C•.C. 1-17-2003
i0c ! IF11 .
.IIO 15539
c
CC
ID
P) Z
x
CiI
UJ I<
LJ <
'D <
LLI L" cy–
cr- > co
'IT A
I
Ti—
c
CC
ID
P) Z
x
CiI
UJ I<
LJ <
'D <
LLI L" cy–
cr- > co
STANDARD BOTTOM CHORD FALSE FRAME DETAILS
:iUF'1'(1RI IIYP I
SHOP APPLIED --
12 MIN
Bloc P: VEii
SPECIFIC TRUSS DESIGN IS SEPARATE FROM THIS DETAIL
USE #2 CR BE i TER (145OF FOR MSR) MATERIAL FOR FALSE FRAME CHORDS
USE STAND AFD OR STUD (90OF FOR MSR) MATERIAL FOR FALSE FRAME WEBS
LOCATE VERTICALS AT U-0" O.C. MAX., OR SEE NEXT OPTION.
IF FALSE rRA\6E CHORD IS THE SAME SIZE AND GRADE AS THE STRUCTURAL
CHORD, T:H _N VERTICALS MAY BE LOCATED WITHIN + OR - 12" OF THE PANEL
POINTS ALOtiG THE BOTTOM CHORD (EVEN IF GREATER THAN o-0" O.C.).
USE A TRU SWAL 20 GUAGE 2.5-3 MIN. PLATE AT THE HEEL CONNECTION.
USE TRUSVVAL 20 GUAGE 1.5-3 MIN. PLATES AT EAC14 END OF EACH VERTICAL
WEB. ALL PLATES ARE REQUIRED ON BOTH FACES OF EAG -I JO!t,IT.
IF NEEDED, A 2X4 FALSE FRAME BOTTOM CHORD MAY BE SPLICED WITH A
TRUSWAL 20 GUAGE 3-4 MIN. PLATE AT ANY CONVENIENT LOCATION, OR A
TRUSWAL 20 GUAGE 5-5 MIN. PLATE AT ANY VERTICAL (JOINT SPLICE).
APPLY RECUiRED BRACING (SEE BELOW).
OPTIONAL PLANT SHELF MAY BE USED (SEE PICTURE .ABOVE) UP TO 24" MAK.
- FALSE FRAMES MAY BE SIMILARLY APPLIED TO FLAT BOTTOM CHORD TRUSSES
AUK rLH I i I ! vrv! `rw, — __ --
*LATERAL BR=ACING IS NORMALLY REQUIRED ON THE STRUCTURAL BOTTOM
CHORD OF THE ORIGINAL TRUSS. SINCE MANY FACTORS AFFECT THE NUMBER 0
REQUIRED BRACES, SUCH AS LUMBER SIZE AND GRADE, WIND L CADS, BEARING
LOCATIONS, ETC. 1'T IS NOT POSSIBLE TO DEVELOP A STANDARD FOR BRACING,
EXCEPT TO SAY T1 IAT IN NO CASE MAY THE BRACING EXCEED 10'-0" O.C. FOR A
SINGLE -PLY TRuSS BOTTOM 011017D. REFER TO SPFGIFIC TRUSS DESIGNS TO
DETERMINE THE REQUIRED BRACING FOR THE STRUCTURAL BOTTOM CHORD
(MAY BE. INDICATED AS BOTTOM CHORD PURLIN SPACING). BRACING SHOULD
ALSO BE APPLIED TO THE FALSE FRAME CHORD AT 10'-0" O.C. IF THERE IS NO
SHEATHING Pv.ATERIAL APPLIED DIRECTLY TO THE FALSE FRANFE CHORD. BRACING
MATERiALS AND THEIR CONNECTIONS ARE THE SOLE RESPONSIBILITY OF THE
I DINIG DESIGNER PER THE LATEST VERSION OF ANSirrPI.
TI
41S DETAIL APPLIES TO ANY PITCH, ANY SPAN, ANY TOP G.40RD
LOADING AND ANY TRUSS WEB CONFIGURATION FOR 24" 0. MAX.
SPACING AND 10 PSF MAX. CEILING LOAD., WITH THE EXCE ` IONS
NOTED ON THIS SijgET__
DO NOT USE THIS DETAIL FOR:
1. S i RUCTURAL BEARINGS UNDER THE FALSE FRAME (NOT P' lITIONS).
2. INTERIOR BEARINGS AT ANY LOCATION ON THE TRUSS.
3. LOADS IN EXCESS OF 10 PSF CONNECTED TO THE FALSE FF,,ME.
4. DRAG LOADS CONNECTED TO THE FALSE FRAME.
5. TOP CHORD APPLIED FALSE FRAMES.
6. LUMBER GRADES LESS THAN SPECIFIED ON THIS DETAIL.
7. VERTICALS SPACED APART MORE THAN PANEL POINTS (IF
0. FALSE FRAMES ON CANTILEVER SECTICNS OF A TRUSS.
FIELD APPLIED -- -
SPECIFIC: TRUSS DESIGN IS SEPARATE FROM THIS DERAIL
USE #2 OR BETTER (145OF FOR MSR) MATERIAL FOR FALSE FRAME CHORUS
USE S -I AI-4DARD OR STUD (90OF FOR MSR) MATERIAL FOR FALSE FRAME V, :BS
LOCATE ', ERTICALS AT 6-0" O.C. MAX., OR SEE NEXT OPTION.
IF FALSE FRAME CHORD IS THE SAME SIZE AND GRADE AS THE STRUCTUI 4L
CHORD, NEN VERTICALS MAY BE LOCATED WITHIN + OR - 12" OF THE PAh.cL
POINTS = -ONG THE BOTTOM CHORD (EVEN IF GREATER THAN 6-0" O.C.).
PLACE .= .LSE FRAME CHORD IN -PLANE WITH THE TRUSS.
CUT VEr..:ICALS TO LAP BOTH THE STRUCTURAL CHORD AND THE FALSE
FRAME C:-iORD, TO BE PLACED AT EACH END IN ADDIIION TO ABOVE REQ.
JOIN VE�`,rICALS TO ALTERNATING FACES OF THE TRUSS WITH (3)10d OR '.6d
NAILS ^,'i EACH END OF EACH VERTICAL. (12" MIN. VERTICAL BLOCK)
UJ z _ A 12" LONG 7(16" PLYWOOD (OR OSB) GUSSET AND 8d NAILS e O.C.
AT THE ALSE FRAME HEEL JOINT IF DESIRED.
-IF IJEED:_D, THE FALSE FRAME BOTTOM CHORD MAY 6E SPLICED WITH A 2"
LONG ;,?:i;. BLOCK SCAB, CENTERED ON THE SPLICE JOINT, ATTACHED W H
(4)i0d 16d NAILS ON EACH SIDE OF THE SPLICE JOINT (ONE FACE ONL
`
APPLY.-(- 0 Ul RED BRACING (SEE BELOW LEFT).
SS
OPTIC"' ._ PLANT SHELF MAY BE USED (SEE PICTURE .ABOVE) UP TO 24"
FALSE _'LAMES MAY BE SIMILARLY APPLIED TO FLAT EO TTOM CHORD 7R. SES
�OP FFL=_ BOTTOM CHORD SECTIONS OF A TRUSSI.
PJOTE: FALSE FRAME MEMBERS MAYBE CUT AlD FIELD MODIFIED AS NEE':ED
WITHOUT THE NEED FOR REPAIR DETAILS, PROVIDED -THE MODIFICAI ION JOES
NC1T II\I;!'i',I..VE CUTTING OR DAMAGING STRUCTURAL MEMBERS, OR CHAN:>ING
LOAD CC�`,iDITIONS OR SUP" R, ' ITIONS. BKAL;11vb Rf!oUIREMCt?TC ' ^,Y
IONS AFT
.'. --R ^SF^ ON TH �AFT.'.--R MODIFICATION_ .
BUI _
THIS DETAIL F PROVIDED ASA SUGGESTED SOLUTIUr! TO THE APPLICATION
N
ISHOWN gN1my. IT IS NOT INTENDED TO REPLACE OR SUFcnGEDE ANY _Ii!'i1LA?
-® DETAIL THAT MAY HAVE BEEN PROVIDED BY THE BUILOI:.' DESIGNER.: iS
THE RESPONSIBILITY OF OTHERS TO VERIFYTHE ADEQL :'_\' OF THIS D'c': i
RUSIVRax IN RELATION TO ANY SPECIFIC PROJECT, AS 1'O ITS AP P. AND i; "--NT
®_� ' b�®SVnEW APPLIED IB THIS OR ANY SIMILAR ISSUE. TRUSWAL. SYS 'EMS AS IT Y. P.7
d� �+ acSVDNSIBILI'fYEQR FIELD INSPECTION OP. WORI(h9AfdSl ., LILIAI.IT\'.
<) E I /
rn
W J NO/ 4598' �� Tn DATE: !21199
Exp.j 2/4106
� V * REF: :F-1
sq C/ V ``nQ��\P -- DES: - I_ M.
TRUSVI/AL SYSTEMS -
44.4 ; NORTHPARK DRIVE, SUITE, 200
COLORADO SPRINGS: CO 80907
(800) 322-4045 FA\X\:(719) 598-8463
8/3/00
To whom it may concern:
It is permissible to repair a False Frame_* joint with the procedu,,e outlined below,
provided that the following statements are true:
a Ceiling loading is 10 PSF or less.
s Trusses are spaced 24" o.c. or less.
® False Frame verticals are spaced 6'-0" o.c. or less.
No additional point loads or uniform loads are prezent on the false
frame that would cause the loads to e>:ceed 10 PSF for any reason.
The j i! -t(s) `o repsair does not have a supoert f:�earinlg directly
underr"!:':ati"' tl"Ir joint.
r;
There IS no uarilage to the li.!ri'tbCr 2i the JiJliii, —sic! --1 2-� -C:.S.r,
splits, cracks, etc.
1-h joiill fits tightly (within all ! P I tolerances).
All lumber in the false frame is 2.,,, or 2);3.
as foilo'v s,
f n P-:': (:;roup "i. �.!_!t c! %,_ l,�)..'r -� �::oL�y'? 1 plyw`%^r; (Or �.:,i.ilVrle%rit (
��.::�.�?.) uS,s" ct, 4:;
long
c �J, ! -le
-. i= �piy gusk,�t ro.te *ace mi the r-ul _t I1 ! t with c iS'LI� �^te. ii cI
face o ttruss has missing plate, then g! -set. Is required of I only that face. if
both faces of the joint are unplated, then tree gusset Is reqLlred on each face.
3. Use (3) 8d nails into each member, from each face (see detail below;.
r False frame refers only '
To non-structural members
(aero design forces). -- -------
V®BCO-@ aeF+oiBpii.
?FOF ESSipy
J
UJ ' Pi�:a5?a2
Exp 12/31106
"PA
6O C,Al1���
r,
`\ TITLE 24 REPORT
Title 24 Report for:
MALIBU 12 - (Complies in Four Cardinal Directions)
53040 Avenida Villa
La Quinta, Ca 92253
Project Designer:
Lendel Ventures, Inc. DBA Lench Design Group
P.O. BOX 450
LA QUINTA, CA 92253-0450
760/564-1866
Report Prepared By:
VERNA LENCH
Lendel Ventures, Inc
P.O. Box 450
La Quinta, CA 92253-0450
(760) 564-1866
Job Number:
3.1-1238
Date:
2/3/2004
CITY OF LA QUINTA
BUILDING & SAFETY DEPT.
APPROVED
FOR CONSTRUCTION
DATE 39 Oji BY_,S7'
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 Gabel Dodd/EnergySoft, LLC (415) 883-5900.
EnergyPro 3.1 By EnergySoft Job Number: 3.1-1238 User Number: 5454
I , TABLE OF CONTENTS I
Cover Page
Table of Contents
Form CF -1 R Certificate of Compliance
Form MF -1 R Mandatory Measures Checklist
Form C -2R Computer Method Summary
HVAC System Heating and Cooling Loads Summary
Room Load Summary
Room Heating Peak Loads
Room Cooling Peak Loads
1
2
3
6
7
11
12
13
14
EnergyPro 3.1 By EnergySoft Job Number: 3.1-1238 User Number: 5454
'Certificate of Compliance: Residential (Part 1 of 2) CF -1 R
MALIBU 12 - (Complies in Four Cardinal Directions) 2/3/2004
Project Title Date
53040 Avenida Villa La Quinta
Project Address Building Permit #
Lendel Ventures, Inc (760) 564-1866 Plan Check / Date
Documentation Author Telephone
Computer Performance 15 Field Check / Date
Compliance Method (Package or Computer) Climate Zone Enforcement Agency Use Only
GENERAL INFORMATION
Total Conditioned Floor Area: 1,700 ft2 Average Ceiling Height: 10.0 ft
Total Conditioned Slab Area: 1,700 ft2
Building Type:
(check one or more)
X❑ Single Family Detached ❑ Addition
❑ Single Family Attached ❑ Existing Building
❑ Multi -Family ❑ Existing Plus Addition
Front Orientation: All Four Orientations
Number of Dwelling Units: 1.00
Number of Stories: 1
Floor Construction Type: ® Slab Floor
FENESTRATION
❑ Raised Floor
Location/Comments
attic, garage, typical, etc.
Exterior Roof
Exposed Slab w/R-0.0 Perimeter Insulation
Covered Slab w/R-0.0 Perimeter Insulation
Exterior Wall
Shadina Devices
Type Orientation
Area
Const.
Component
Frame
Assembly
Type
Type
U -Value
R-38 Roof (R.38.2x14.16)
Wood
0.028
Slab On Grade
n/a
0.756
Slab On Grade
n/a
0.756
R-13 Wall w/1" EPS
Wood
0.059
FENESTRATION
❑ Raised Floor
Location/Comments
attic, garage, typical, etc.
Exterior Roof
Exposed Slab w/R-0.0 Perimeter Insulation
Covered Slab w/R-0.0 Perimeter Insulation
Exterior Wall
Shadina Devices
Type Orientation
Area
Fenestration
Exterior
Overhang Side Fins
SF
U -Factor
SHGC
Shading
Yes / No
Yes / No
Skylight
8.0
0.70
0.83
None
❑
x❑
❑ ❑X
Right
16.0
0.46
0.37
Bug Screen
❑
X❑
❑ ❑X
Right
33.3
0.74
0.37
Bug Screen
❑
x❑
❑ ❑x
Front
64.0
0.61
0.39
Bug Screen
❑
x❑
❑ ❑x
Front
28.0
0.46
0.37
Bug Screen
❑
x❑
❑ X❑
Left
40.0
0.61
0.39
Bug Screen
❑
x❑
❑ X❑
Left
20.0
0.46
0.37
Bug Screen
❑
x❑
❑ x❑
Rear
24.0
0.60
0.37
Bug Screen
❑
x❑
❑ a
Rear
24.0
0.46
0.37
Bug Screen
❑
x❑
❑ x❑
Rear
80.0
0.61
0.39
Bug Screen
❑
X❑
❑ x❑
Rear
12.5
0.62
0.38
Bug Screen
❑X❑
❑X❑
❑
❑
❑ ❑
Run Initiation Time: 02/03104 04:40:31 Run Code: 1075812031
EnergyPro 3.1 By Ener Soft
User Number: 5454
Job Number: 3.1-1238
Pa e:3 of 16
'Certificate of Compliance: Residential (Part 2 of 2) CF -1 R
MALIBU 12 - (Complies in Four Cardinal Directions) 2/3/2004
Project Title Date
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
[:antral Furnas 80% AFUE Ducts in Attic 4.2 Setback -IVAC System
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 12.1 SEER Ducts in Attic 49 Setback -4VAr Systam
WATER HEATING SYSTEMS
Rated 1
Tank
Energy Facts 1
External
Water Heater Water Heater Distribution
# in Input
Cap.
or Recovery Standby
Tank Insul.
System Name Type Type
Syst. Btu/hr
(gal)
Efficiency Loss (%)
R -Value
A.O. SMITH FGR -50-240 Small Gas Standard
1- 38000
_50
010 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 heat:rs, 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
AUTHORIZATION FOR USE OF THIS TITLE 24 REPORT ONLY WITH ORIGINAL SIGNATURES.
NO DUPLICATION PERMITTED !
GUMPLIANGE STATEMENT
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 baen signed by the individual with
overall design responsibility. When this certificate of compliance is submitted for a single building plan to be built in multiple orientations, any
shading feature that is varied is indicated in the Special Features/Remarks section.
Designer or Owner (per Business & Professions Code) Documentation Author
Name:
Title/Firm: Lendel Ventures Inc. DBA Lench Des
Address: P.Q. B& 450
1----
LAALIINTA, CA 92253-;K50
Telephone: 4-1866
Lic. #:
z . •v
(signa ) (date)
Enfo ement Agenc
Na e:
Ti e/Firm:
Address:
Telephone:
Name: VERNA LENCH
Title/Firm: Lendel Ventures, Inc
Address: P.Q. Box 450
La Quinta, CA 92253-0450
Telephone: (760) 564-1866
Y4��z4L "7_9 -o
(signature) (date)
JEnergyPro 3.1 By EnergySoft User Number: 5454 Job Number: 3.1-1238 PageA of 16 1
. Certificate of Compliance: Residential (Addendum) CF -1 R
MALIBU 12 - (Complies in Four Cardinal Directions) 2/3/2004
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
enforcement agency determines the adequacy of the justification, and may reject a building or design that otherwise complies
3asea on the aaequacy of the special fusfification ana aocumentation submitted. Plan I Field
The HVAC System "HVAC System" includes credit for a Radiant Barrier installed per Section 8.13 of the Residential Manual.
HIGH MASS Design(see C -2R) - Verify Thermal Mass: 1076 sqft Exposed Slab Floor, 3.50" thick at Whole House
HIGH MASS Design(see C -21R) - Verify Thermal Mass: 624 sqft Covered Slab Floor, 3.50" thick at Whole House
HERS Required Verification
These features must be confirmed and/or tested by a certified HERS rater under the supervision of a CEC approved HERS
provider. The HERS rater must document the field verification and diagnostic testing of these measures on a form GF -6R.
plan
Field
The HVAC System "HVAC System" is using reduced duct 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 -613 Form.
Run Initiation Time: 02/03/04 04:40:31 Run Code: 1075812031
EnergyPro 3.1 By EnergySoft User Number: 5454 Job Number: 3.1-1238 Page:5 of 16
Mandatory Measures Checklist: Residential MF -1 R
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 Compliancy. When this checklist is incorporated into
the permit documents, the features noted shall be considered by all parties as minimum component 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 N/A if not applicable.
DESIGNER
ENFORCEMEN
Building Envelope Measures
a1150(a): Minimum R-19 ceiling insulation in wood frame assembly, or equivalent U -value.
§ 150(b): Loose fill insulation manufacturer's labeled R -Value.
.§150(c): Minimum R-13 wall insulation in wood framed walls or equivalent U -value in metal frame walls (does not apply to
exterior mass walls).
'§ 150(d): Minimum R-13 raised floor insulation in framed floors.
El§ 150(1): Slab edge insulation - water absorption rate — 0.3%, water vapor transmission rate — 2.0 perm/inch.
FRI§118: Insulation specified or installed meets insulation quality standards. Indicate type and form.
§116-17: Fenestration Products, Exterior Doors and Infiltration/Exfiltration 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 SHGC, and infiltration :ertification.
3. Exterior doors and windows weatherstripped; all joints and penetrations caulked and sealed.
§150(g): Vapor barriers mandatory in Climate Zones 14 and 16 only.
§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 closable doors, outside air intake with damper and control, and flue
damper and control;
2. 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.
FXJ §150(h): Heating and/or cooling loads calculated in accordance with ASHRAE, SMACNA or ACCA.
§150(i): Setback thermostat on all applicable heating and/or cooling systems.
§1500): Pipe and Tank Insulation
1. Storage gas water heaters with less than 0.58 energy factor shall be externally wrapped with R-12.
2. First 5 feet of pipes closest to water heater tank, non -recirculating systems, insulated (R-4 or greater)
3. Back-up tanks for solar system, unfired storage tanks, or other indirect hot water tanks have R-12 external insulat on or R-16
combined internal/external 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.
§150(m): Ducts and Fans
1. All ducts and plenums installed, sealed and insulated to meet the requirements of the 1998 CMC Sections 601, 6)3, 604 and
Standard 6-3; ducts insulated to a minimum installed level of R4.2 or enclosed in conditioned space. Openings shENl be sealed
with mastic, tape aerosol sealant or other duct- closure system that meets the applicable requirements of UL181, UL 181A, or
UL181 B. If mastic or tape is used to seal openings greater than 1/4 inch, the combination of mastic and either mesh tape 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 cloth back rubber adhesive duct tapes unless such tape is used in combiration with
mastic and drawbands.
2. Exhaust fans systems have back draft or automatic dampers.
3. Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated dampers.
X] §114: Pool and Spa Heating Systems and Equipment
1. Certified with 78% thermal efficiency, on-off switch, weatherproof instructions, no electric resistance heating, no plot.
2. System is installed with at least 36" of pipe between filter and heater for future solar, cover for outdoor pools or spes.
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
light. (Exception: Non -electrical cooking appliances with pilot < 150 Btu/hr)
Lighting Measures
X❑ §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 pane; at an
entrance to the kitchen.
RI150(k)2: Rooms with a shower or bathtub must have either at least one luminaire with lamps with an efficacy of 40 lL mens/watt
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 ceiling fixtures are IC (insulation cover) approved.
LEnergyPro 3.1 By EnergySoft User Number: 5454 Job Number: 3.1-1238 Page:6 of 16
Cornputer Method Summary (Part 1 of 3) C -2R
MALIBU 12 - (Complies in Four Cardinal Directions) 2/3/2004
Project Title Date
53040 Avenida Villa La Quinta
Project Address Building Permit #
Lendel Ventures, Inc (760) 564-1866
Documentation Author Telephone Plan Check/Date
Computer Performance 15 1 Field Check/Date
Compliance Method (Package or Computer) Cimate Zone
Source Energy Standard
Use (kBtu/sf-yr) Design
Facing
North Margin
Ll
Facing
East Margin
Wall 28 0.059 180 _90
Wall 104 0.059 270 90
Wall 318 0.059 o 9_Q
Facing
South Margin
❑
❑
❑
Facing
West Margin
Wall 135 0.059 gD qf)
Will 396 0.059 180 90
Wall 205 0.059 90 90
2.23 1.15
2.78 0.61
3.09 0.29
2.82 0.56
Space Heating 3.38
❑
R-13 Wall w/1" PER Whnle Hnuse
❑
Space Cooling 39.83
40.40 -0.56
41.87 -2.03
37.91 1.92
42.28 -2.44
❑
Domestic Hot Water 14.48
1 12.59 1.89
❑
12.59 1.89
12.59 1.89
❑
12.59 1.89
.21 2.48
57.23 .46
5 0
1 57.69 0.01
Totals 5T70
F-1
F-1
BUILDING
COMPLIES
This C -2R 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.
GENERAL INFORMATION
Conditioned Floor Area: 1,700 Floor Construction Type: Slab Floor
Building Type: Single Fam Detached
Building Front Orientation: All Four Orientations El Raised Floor
Number of Dwelling Units: 1.00 Total Conditioned Volume: 17,000
Number of Stories: 1 Slab Floor Area: 1,700
BUILDING ZONE INFORMATION # of Thermostat Vent
Zone Name Floor Area Volume Units Zone Type Type Hgt. Area
HVAC System 1 700 17.000 1 on Conditinneri Sathark n/a
OPAQUE SURFACES Solar
Act. Gains
Type Area U -Val. Azm. Tilt Y / N Form 3 Reference
Location / Comments
Rnof 1,692 0.028 270 0
Wall 34 0.059 270 go
EX
®❑
Ll
R-38 Rnnf (R_382x14.16) Whnle Hnuse
R-13 Wall w/1" FPS Whole Hnuse
Wall 28 0.059 180 _90
Wall 104 0.059 270 90
Wall 318 0.059 o 9_Q
❑
❑
❑
R-13 Wall w/1" FPS Wholes Hnuse
R-13 Wall w/1" EPS Whole Hnuse
R-13 Wall w/1" FPS Whole House
Wall 135 0.059 gD qf)
Will 396 0.059 180 90
Wall 205 0.059 90 90
®®
❑
❑
❑
R-13 Wall w/1" FP$ Whole Hnuse
R-13 Wall w/1" FPS Whole House
R-13 Wall w/1" FPS Whole Hnuse
Wall 394 0.059 180 90
N
❑
R-13 Wall w/1" PER Whnle Hnuse
❑
❑
❑
❑
❑
❑
❑
❑
❑
❑
F-1
F-1
❑❑
❑❑
F-1
F-1
❑❑
❑❑
❑❑
F-1
F-1
F-1
F-1
❑❑
❑❑
F-1
F-1
El
El
Run Initiation T*mev 02103/04 04:40631 Run Codev 1075812031
EnergyPro 3.1 By EnergySoft User Number: 5454 Job Number: 3.1-1238 Page:? of 16
Computer Method Summary (Part 2 of 3) C -2R
MALIBU 12 - (Complies in Four Cardinal Directions) 2/3/2004
Project Title Date
FENESTRATION SURFACES
Screen
Bug Screen
Bug Screen
Bug Screen
Bug Screen
Bug Screen
Bug Screen
Bug Screen
Bug Screen
Bug Screen
Bug Screen
Bug Screen
Bug Screen
Bug Screen
Bug Screen
Bug Screen
0.76
0.76
0.76
0.76
0.76
0.76
0.76
0.76
0.76
0.76
0.76
0.76
0.76
0.76
0.76
0.76
EnergyPro 3.1 By EnergySoft User Number: 5454 Job Number: 3.1-1238 Page:8 of 16 1
U-
Act.
Glazing Type
Location/
#
Type
Area
Factor
SHGC
Azm.
Tilt
Comments
1
Skylight Right
(West)
4.0
0.700
0.83
270
0 Skylight - Dual Glaze
Whole House
2
Skylight Right
(West)
4.0
0.700
0.83
270
0 Slight - Dual Glaze
Whole House
3
Window Right
(West)
6.0
0.460
0.37
270
90 Summit 5500 Al DP Low E
Whole House
4
Window Right
(West)
33.3
0.740
0.37
270
90 Summit 5500 Al DP Low E
Whole House
5
Window Right
(West)
10.0
0.460
0.37
270
90 Summit 5500 Al DP Low E
Whole House
6
Window Front
(North)
25.0
0.610
0.39
0
90 Summit 5500 Al DP Low E
Whole House
L
Window Front
(North)
10.0
0.460
0.37
0
90 Summit 5500 Al DP Low E
Whole House
8
Window Front
(North)
9.0
0.610
0.39
0
90 Summit 5500 Al DP Love E
Whole House
6
Window Front
(North)
6.0
0.460
0.37
0
90 Summit 5500 Al DP Low E
Whole House
-M
Window Front
(North)
30.0
0.610
0.39
_0
90 Summit 5500 Al DP Low E
Whole House
1
Window Front
(North)
12.0
0.460
0.37
0
90 Summit 5500 Al DP Low E
Whole House
12
Window Left
(East)
40.0
0.610
0.39
90
90 Summit 5500 AI DP Low
Whole House
13.
Window Left
(East)
12.0
0.460
0.37
90_
90 Summit 5500 Al DP I ow
Whole House
14
Window Rear
(South)
12.0
0.600
0.37
180
90 Summit 5500 Al DP Low
Whole House
15
Window Rear
(South)
4.0
0.460
0.37
180
90 Summit 5500 Al DP LowE
Whole House
16
Window Rear
(South)
40.0
0.610
0.39
180
90 Summit 5500 Al DP Low E
Whole House
17
Window Rear
(South)
12.0
0.460
0.37
180
90 Summit 5500 Al DP Low
Whole House
18
Window Rear
(South)
12.0
0.600
0.37
180
90 Summit 5500 Al DP Low
Whole House
AR
Window Rear
(,South)
4.0
0.460
0.37
180
90 Summit 5500 Al DP Low
Whole House
20
Window Left
(East)
8.0
0.460
0.37
90
90 Summit 5500 Al DP Low E
Whole House
21
Window Rear
(South)
4.0
0.460
0.37
180
90 Summit 5500 Al DP Low E
Whole House
22
Window Rear
(South)
12.5
0.620
0.38
180
_90 Glass Block
Whole House
23
Window Rear
(South)
20.0
0.610
0.39
180
90 Summit 5500 Al DP Low E
Whole House
24
Window Rear
(South)
20.0
0.610
0.39
180
90 Summit 5500 Al DP Low E
Whole House
INTERIOR AND EXTERIOR SHADING
Window
Overhang Left Fin
Right Fin
#
Exterior Shade Type
SHGC
Hgt.
Wd.
Len. Hgt. LExt. RExt. Dist. Len.
Hgt. Dist. Len. Hgt.
1
None
1.00
2
None
1.00
3
Bug Screen
0.76
4
Bug Screen
0.76
5
Bug Screen
0.76
6
Bug Screen
0.76
7
Bug Screen
0.76
8
Buq Screen
0.76
Screen
Bug Screen
Bug Screen
Bug Screen
Bug Screen
Bug Screen
Bug Screen
Bug Screen
Bug Screen
Bug Screen
Bug Screen
Bug Screen
Bug Screen
Bug Screen
Bug Screen
Bug Screen
0.76
0.76
0.76
0.76
0.76
0.76
0.76
0.76
0.76
0.76
0.76
0.76
0.76
0.76
0.76
0.76
EnergyPro 3.1 By EnergySoft User Number: 5454 Job Number: 3.1-1238 Page:8 of 16 1
Computer Method Summary (Part 3 of 3) C -2R
MALIBU 12 - (Complies in Four Cardinal Directions) 2/3/2004
Project Title Date
THERMAL MASS FOR HIGH MASS DESIGN
Area Thick. Heat Inside ocation
Type (sf) (in.) Cap. Cond. Form 3 Reference R -Val. Comments
Concrete. Heavyweight 1,076 3 50 98 0 98 n/a Whole House / Slah on Grade
Concrete, Heavyweight 624 3.50 28 0_98 n/a 2 "Vhole House / Slab on Grade
PERIMETER LOSSES
F2 Insulation
Type Length Factor R -Val. Depth Location / Comments
Slab Perimeter 168 0.76 0.0 0 Whole House
HVAC SYSTEMS
Heating Equipment Minimum Distribution Type
Type (furnace, heat Efficiency and Location Duct Thermostat _ocation /
pump, etc.) (AFUE/HSPFXducts/attic, etc.) R -Value Type Comments
Central Furnace 80% AFUE Ducts in Attic 4.2 Setback HVAC System
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 12.1 SEER Ducts in Attic 4.2 Setback HVAC System
WATER HEATING SYSTEMS Ratedl Tank Energy Factl 1 Tank Insul.
Water Heater Water Heater Distribution # in Input Cap. or RecoveryStandby R -Value
System Name Type Type Syst. (Btu/hr) (qal) Efficiencv Loss (%) Ext.
A.O. SMITH FGR -50-240 Small Gas Standard 1 38.000 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 facbr.
For large gas storage water heaters (rated input > 75000 Btu/hr), list Rated Input, Recovery Efficiency and Standby LDss.
For instantaneous gas water heaters, list Rated Input, and Recovery Efficiency.
Computer Method Summary (Addendum) C -2R
MALIBU 12 - (Complies in Four Cardinal Directions) 2/3/2004
Project Title Date
Special Features and Modeling Assumptions
The local enforcement agency should pay special attention to the items specified in this checklist. These tems require special
written justification and documentation, and special verification to be used with the performance approach. The local
enforcement agency determines the adequacy of the justification, and may reject a building or design that -otherwise complies
)ased on the adequacy of the special justitication and documentation submitted. I Plan Field
The HVAC System "HVAC System" includes credit for a Radiant Barrier installed per Section 8.13 of the Residential Manual.
HIGH MASS Design(see C-213) - Verify Thermal Mass: 1076 sqft Exposed Slab Floor, 3.50" thick at Whole House
HIGH MASS Design(see C -2R) - Verify Thermal Mass: 624 sgft Covered Slab Floor, 3.50" thick at Whole House
HERS Required Verification
These features must be confirmed and/or tested by a certified HERS rater under the supervision of a CEC epproved HERS
provider. The HERS rater must document the field verification and diagnostic testing of these measures oc a form CF -6R.
plan
Field
The HVAC System "HVAC System" is using reduced duct 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.
EnergyPro 3.1 By EnergySoft User Number: 5454 Job Number: 3.1-1238 Page:10 of 16
1HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY
PROJECT NAME DATE
MALIBU 12 - (Complies in Four Cardinal Directions 2/3/2004
SYSTEM NAME FLOOR AREA
HVAC System 1,700
Total Room Loads
Return Vented Lighting
Return Air Ducts
Return Fan
Ventilation
Supply Fan
Supply Air Ducts
TOTAL SYSTEM LOAD
COIL COOLING PEAK
COIL HTG. PEAK
CFM
Sensible Latent
CFM
I Sensible
1,492
28,571
2,570
654
29,351
0
1,429
1,468
0
0
0
0
0
0
0
0
0
1,429
1,468
31 428 2 570 32 286
YORK H4DH042S06 27,617 9,564 64,000
Total Adjusted System Output 27,617 9,564 64,000
(Adjusted for Peak Design Conditions)
TIME OF SYSTEM PEAK Aug 2 pm Jan 12 am
EATING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Heating Peak
26.0 OF 69.0 OF 69.00 112.2 OF
0
Supply Air
Outside Air Ducts
0 cfm Supply Fan Heating Coil 111.2 °t=
1400 cfm ROOMS
69.0 OF 70.0 OF
Return Air Ducts I
[COOLING SYSTEM PSYCHROMETRICS (Airstream Temperatures at Time of Coolina Peak) I
11.0 / 77.6 OF
0
Outside
0 cfm
79.0 / 65.9 °F
79.01 65.9 OF 79.0 / 65.9 °F 60.0 / 58.9 OF
Supply Fan
1400 cfm
Cooling Coil
a Keiurn Air uuciS ]
Supply Air Ducts
61.0/59 . 3 OF
52.3% R.H. ROOMS
78.0/65.6°F
I EnergyPro 3.1 By EnergySoft -User Number: 5454 Job Number: 3.1-1238 Page:11 of 16 1
ROOM LOAD SUMMARY
PROJECT NAME
MALIBU 12 - (Complies in Four Cardinal Directions
DATE
2/3/2004
SYSTEM NAME
HVAC System
FLOOR AREA
1,700
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
Whole House
Whole House
1
1,492
28,571
2,570
1,492
28,571
2,570
654
29,351
PAGE TOTAL 1 1,492 28,571 2,570 654 29,351
TOTAL 1 1,492 28,571 2,570 654 29,351
EnergyPro 3.1 By EnergySoft User Number: 5454 Job Number: 3.1-1238 Page: 12 of 16
ROOM HEATING PEAK LOADS
Project Title Date
MALIBU 12 - (Complies in Four Cardinal Directions 2/3/2004
Room Information Desian Conditions
Room Name Whole House Time of Peak Jan 12 am
Floor Area 1,700 Outdoor Dry Bulb Temperature 26OF
Indoor Dry Bulb Temperature 70 OF
Conduction
IR -13 Wall w/1" EPS I
Area U -Value
1692.0
X
X
x
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
0.0280
X
X
X
X
X
X
X
X
X
X
x
X
X
X
X
X
X
X
x
X
X
x
x
x
X
X
X
X
X
x
x
X
X
X
X
X
X
X
X
8.0
0.7000
perimeter = 167.5
1,613.2
0.0585
88.0
0.4600
33.3
0.7400
184.0
0.6100
24.0
0.6000
12.5
0,6200
Z�T OF
Btu/hr
2,0851
246
7,454
4,153
1,781
1,084
4,939
634
341
Items shown with an asterisk (•) denote conduction through an interior surface to another room. Page Total: 22 717
Infiltration: �cnedu e0 x Air Sensible x Area Ceiling
X Ceiling HeigOhtx ACH.50 / 6] X
Fraction
TOTAL HOURLY HEAT LOSS FOR ROOM 29,351
EnergyPro 3.1 By EnergySoft User Number: 5454 Job Number: 3.1-1238 Page:13 of 16
RESIDENTIAL ROOM COOLING LOAD SUMMARY
MALIBU 12 - (Complies in Four Cardinal Directions) 2/3/2004
Project Title Date
Room Name
Design Indoor Dry Bulb Temperature:
Design Outdoor Dry Bulb Temperature:
Design Temperature Difference:
Whole House
780F
112°F
340E
Conduction Area U -Value DETD 1 Btu/hr
R-38 Roof R.38.2x14.16
Skylight - Dual Glaze
R-13 Wall w/1 " EPS
Summit 5500 Al DP Low E
Summit 5500 Al DP Low E
Summit 5500 Al DP Low E
Summit 5500 Al DP Low E
Glass Block
X
X
X
X
X
X
X
51.0
=
=
=
=
=
=
=
2,417
34.0
190
30.6
2,888
34.0
1376
34.0
838
34.0
3 816
34.0
490
X
X
1. Design Equivalent Temperature Difference (DETD)
Page Total 12 279
Items shown with an asterisk (') denote conduction through an interior surface to another room.
Shaded Unshaded
Solar Gain Orientation Area SGF Area SGF SC Btu/hr
Skylight
(Skylight)
Skylight
(Skylight)
Window 3020 FO
(West)
Window 2668 2 FR DR
(West)
Window 5020 FO
(West)
Window 5050 XO
(North)
Window 5020 FO
Window 3030 XO
(North)
(North)
Window 3020 FO
(North)
Window 6050 XO
North
( 0.0
x
X
x
x
X
X
x1
x
x
x
1 +
1 +
1 +
1 +
1 +
1 +
+
1 +
1 +
1 +
4.0
x
x
X
x
x
x
x
x
x
x
152)
X
x
x
x
x
)x
x
0.954
=
=
=
=
=
=
=
=
=
580
( 0.0
4.0
152)
0.954
580
( 0.0
6.0
73)x
0.412
180
( 0.0
33.3
73)
0.412
1,001
( 0.0
10.0
73)
0.412
301
( 0.0
25.0
15)
0.434
163
( 0.0
10.0
15)x
0.412
62
( 0.0
9.0
15)X
0.434
59
( 0.0
6.0
15)
0.412=
37
( 0.0
30.0
0.434
195
Sched. Page Total 3 158
Internal Gain Frac. Area Heat Gain Btu/hr
Licihts 1.00 x 1,700 x 0.500 Watts/sqft x 3.413 Btuh/Watt = 2,901
Occupants 1.00 X 1,700 X 245 Btuh/Occ. / 333 sgft/occ. = 1,251
Receptacle 1.00 x 1,700 x 0.000 Watts/sgft x 3.413 Btuh/Watt = 0
Process 1.00 x 1,700 x 0.000 Watts/sqft x 3.413 Btuh/Watt = o
Infiltration: �� x � x t7 x x � / 60�
Schedule Air Sensible Area Ceiling Height ACH c7T
Fraction
TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 28,571
Sched.
Latent Gain Frac. Area Heat Gain Btu/hr
Occupants 1.00 x 1 700 x 155 Btuh/OCC. / 333 sgft/OCc. = 791
Receptacle 1.00 X 1 700 x 0.000 Watts/sqft x 3.41 Btuh/Watt = 0
Process 1.00 x 1 700 x 0.000 Watts/sqft x 3.411 Btuh/Watt = 0
Infiltration: 1.00 x 4.77J x 1 70 x 10.00 x 0.50 / 60] 0.00263 = 1 779
chedule Air Latent Area Ceiling Height ACH Gyy
Fraction
TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 2,570
Energ Pro 3.1 By Energ Soft User Number: 5454 Job Number: 3.1-1238 Page: 14 of 16
RESIDENTIAL ROOM COOLING LOAD SUMMARY
MALIBU 12 - (Complies in Four Cardinal Directions) 2/3/.004
Project Title Date
Room Name
Design Indoor Dry Bulb Temperature:
Design Outdoor Dry Bulb Temperature:
Design Temperature Difference:
Conduction
Area U -Value
X
Whole House
780E
112°F
340E
1. Design Equivalent Temperature Difference (DETD) Page Total
Items shown with an asterisk (') denote conduction through an interior surface to another room.
Shaded Unshaded
Btu/hr
Solar Gain Orientation Area SGF Area SGF SC Btu/hr
Window 6020 FO
(North)
W'nrinw RORR SL DR
(East)
Window 6020 FO
(East)
Window 2060 SH
(South)
Window 2020 FO
(South)
Window 6068 SL DR
(South)
Window 6020 FO
(South)
Window 2060 SH
Window 2020 FO
(South)
(South)
Window 1020 4 FO
East
( 0.0x1
X
x
x
x
x
x
x
+
1 +
1 +
1 +
1 +
1 +
1 +
1 +
1 +
1 +
12.0x
x
x
X
x
X
X
x
5)x
) x
x
X
x
) x
0.412=
=
=
=
=
=
=
=
=
74
( 0.0
40.0
73
0.434
1,268
( 0.0x
12.0x
'3)x
0.41
361
( 0.0
12.0
32)
0.412
158
( 0.0
4.0
32)x
0.412
53
( 0.0
40.0
32)
0.434
556
( 0.0
12.0
:;2)
0.412
158
( 0.0
12.0
c•2
0.412
158
( 0.0X
4.0X
:2)x
0.412_
53
( 0.0
8.0
�3)x
0.412
241
Sched. Page Total 3 079
Internal Gain Frac. Area Heat Gain Btulhr
Li hts 1.00 x 1,700 X 0.500 Watts/sgft x 3.41 Btuh/Watt = 2,901
Occupants 1.00 X 1,700 X 245 Btuh/occ. / 333 Egft/occ. = 1,251
Receptacle 1.00 x 1,700 x 0.000 Watts/sgft x 3.413 Btuh/Watt = 0
Process 1.00 X 1,700 x 0.000 Watts/sqft x 3.413 Btuh/Watt = o
Infiltration: �� x � x 1,700 x x � / 60]
Schedule Air Sensible Area Ceiling Height ACH :IT
Fraction
TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 28,571
Sched.
Latent Gain Frac. Area Heat Gain Btu/hr
Occupants 1.00 x 1 700 x 155 Btuh/occ. / 333 S-Ift/occ. = 791
Receptacle 1.00 x 1 700 x 0.000 Watts/sgft X 3.41 BtuhlWatt = 0
Process 1.00 x 1 700 X 0.000 Watts/sqft x I 3.41d Btuh/Watt = 0
Infiltration: I 1.00 x 4 77 x 1 70 X 10.00 X 60] -.00263 = 1 779
chedule Air Latent Area Ceiling Height ACH C.yy
Fraction
TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 2,570
Energ Pro 3.1 By Energ Soft User Number: 5454 Job Number: 3.1-1238 Page: 15 of 16
RESIDENTIAL ROOM COOLING LOAD SUMMARY
MALIBU 12 - (Complies in Four Cardinal Directions) 2/3/004
Project Title Date
Room Name
Design Indoor Dry Bulb Temperature:
Design Outdoor Dry Bulb Temperature:
Design Temperature Difference:
Conduction
1. Design Equivalent Temperature Difference (DETD)
Area U -Value
x
Items shown with an asterisk (') denote conduction through an interior surface to another room
Whole House
780F
112°F
340E
Btu/hr
Page Total 0
+
+
+
+
+
+
+
+
+
+
Unshaded
Area
Shaded
Solar Gain
Orientation
Area SGF
Window 2020 FO
Btu/hr
(South) (
0.0
x
1
W'ncinw 2840 GL RLK
32)
(South) (
0.0
x
1
Window 5040 XO
278
(South) (
0.0
x
Ill
Window 5040 XO
(South) (
0.0
x
119
(
x
(
x
(
x
(
x
(
x
(I
x
Whole House
780F
112°F
340E
Btu/hr
Page Total 0
+
+
+
+
+
+
+
+
+
+
Unshaded
Area
x
x
x
x
X
x
x
x
x
x
SG=
x
x
)x
)x
)x
)x
)x=
)x
SC
=
=
=
=
=
=
=
Btu/hr
4.0
32)X
0.412
53
12.5
32)
0.423
169
20.0
32)
0.434
278
20.0
:32)x
0.434
278
Sched. Page Total 778
Internal Gain Frac. Area Heat Gain Btu/hr
Li hts 1.00 x 1,700 x 0.500 Watts/sqft xA3.413
Btuh/Watt = 2,901
Occupants 1.00 x 1,700 x 24 Btuh/occ. / sgft/Occ. = 1,251
Receptacle 1.00 x 1,700 x 0.00 Watts/sgft x Btuh/Watt = 0
Process 1.00 x 1,700 x 0.00 Watts/sgft x3tuh/Watt = 0
Infiltration: �� x � x � x x � / 60�
Schedule Air Sensible Area Ceiling Height ACH OT
Fraction
TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 28,571
Sched.
Latent Gain Frac. Area Heat Gain Btu/hr
Occupants 1.00 x 1 700 x 155 Btuh/OCC. / 333 sgft/occ. = 791
Receptacle 1.00 x 1 700 x 0.000 Watts/sqft x 3.41 Btuh/Watt = 0
Process 1.00 x 1 700 x 0.000 Watts/sqft x 3.41 Btuh/Watt = 0
Infiltration: 1.00 x 4 77 x 1 70 x 10.00 x 0.50 / 60] 0.00263 = 1 779
chedule Air Latent Area Ceiling Height ACH .�yy
Fraction
TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 2,570
Ener yPro 3.1 By Energ Soft User Number: 5454 Job Number: 3.1-1238 Page: 16 of 16