0303-319 (SFD)LICENSED CONTRACTOR DECLARATION•
I hereby affirm under penalty of perjury that I am licensed under provisions of
Chapter 9 (commencing with Section 7000)Ifof. Division 3 of the Business and
Professionals Code, and my License is in full force and effects
License # Lic. Class Exp. Date
63&.`t35 13 me
•Fad. Y'�::,. I `-�?"t t.,;r7c��a tn..
Date'' �' I�" Signature of Contractor
OWNER -BUILDER DECLARATION_�
I hereby affirm under penalty of perjury thatil,am exempt from the Contractor's
License Law for the following reason: J
(, ) I, as owner of the property, or my employees with wages as their sole
compensation, will do the work, and 34'structure is not intended or offered.for
sale (Sec. 7044, Business & Professionals Code).
( ) I, as owner of the .property, am exclusively contracting with licensed-
contractors
icensedcontractors to construct the project (Sec. 7044, Business & Professionals
Code),
O 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.
(r) I have and will maintain workers' compensation insurance, as required by
Section 3700 of the Labor Code, for the performance of the work for which this
permit is issued. My workers' compensation insurance carrier & policy no. are:
Carrier STATE F ARD Policy No. W-9672
(This section need not be completed if the permit valuation is for $100.00 or less).
( ) I certify that in the performance of the work for which this permit is issued,
I shall not employ any person in any manner so as to become subject to the
workers' compensation laws of California, and agree Pat if I should become
subject to the workers' compensation provisions of S ction 3700 of the Labor
Code,,l'shall forthwith comply withithose provisions. te�,r mNr
Date:4;'� Jin • Gs:r Applicant'r.:..r e: Gt�, `
Warning: Failure to secure
shall subject an employer to
addition to the cost of comp
of the Labor Code. interest°a
ekers' Compensation •ov ra a/is unlawf0l and
ninal'penalties and civil fines{uP'to<$� 00,000, iri
ation, damages as provided for injSection 3706
attorney's fees. . P'
IMPORTANT Application is hereby made to the Director opuilding and Safety
for a permit subjectko the conditions and restrictions set forth on • his
application. I
1. Each person upon whose behalf this applicatioryls made & each person at
whose request and for whose benefit work is performed under or pursuant to
any permit issued as•a result of this applicator/agrees to, & shall, indemnify '
& hold harmless the City of La Quinta, its officers, agents and employees.
2. Any permit issued as a. result of this application becomes null and void if
work is not commenced within 180 days from date of issuance of such
permit, or cessation of work for 180 daysiwill subject permit to cancellation.
I certify that I have read this application and state that the above.information-is
correct. I agree to comply with all City and State laws relating to the building
construction, and hereby authorizerepresentatives of this City to enter upon
the above-mentioned Dropertv for insaecti.on.Duraoses._..: n %
Signature (Owner/Agent)
BUILDING -PERMIT _ PERMIT#, ;
r
DATE VALUATIONS jl%y�5E3� LOT TRACTJOB ?
DDRESSi`�]4i1
APN.���
OWNER
F
CONTRACTOR / DESIGNER / EN (NEER
z rm3 . xa Boumb .
K r: 9MIT cr.R.t, 1, la�c�.
4401'01 GF A1T,7 03R, St
18-120 CATAX 107TA CA ESIL S 24A
.
CA, ?Ciel
,..A4 Ql,- .Drf:k CA 921.S3
�
t
'USE OF PERMIT
r I /7[ a ([{l^y ( p�
C7SLV4`..x 1�•i.v,�,M 3r :���V+/A:^Y.j LV TG •;
• 1 .
199 N. If. SPU FlUtNIT Q.%2:.ti NUT ?.d! i'l I It II I AJ..U& W.AL,14 J-4.1; IL, U
TRAC�" CIJANSTE.UCTION 1,012,00 SP
PORCM1!A`(IO ' 9.04, SP
a
Y
PY��2A-!11,7.`.1' T�+�i f��� �!C.•,:qt'
CONJ'1'I`tU(".fn,Niz MIT. , 101-009-418-,000, SGcE1100
PtA14 C.1•iLICe. Iek. 101..00G.,:1��-31R �s150.'
".Er poarr 101.000.439-318 =S230.0.0
16 WIHA, HC;°A; Vim. 101-000n421 ••000
M CTRICAI; FEZ. 103,WOW42.0-00 J $1241:36
PIai 1 4:1d t 1 fr!'"sE 1 01-600 41,+.A -O ?)
trfTiAyi?7B�lCi 1±;:1:, • ' 9 t11-9�C1C-�•� 3:••r70� $8:5.#)'U
.
Pl=i PlsA i' 101a Ob(?A41-345
SC1:R• `Is;a 3.;r5e. �C,"t�Nrfi�'1"t'2.LT�' IC;N 1` ND PL 14 i �S�:Q::I4
S4;1 09i.l 7
11133 PRE-P,tt+:ID'es+MY
5250,
. > ..a j'/ 1aJl/.E .A d d�. S DM1.71.,L'YV'MY
JINN 2.6 2003.
CITY.OF. LA• QU,INTA
FINANCE DEFT. t
RECEIPT
DATE
BY 11'
DAT FINALEP
/
INSRE OR
INSPECTION -RECORD
OPERATION
DATE
INSPECTOR
OPERATION
DATE :.
I INSPECTOR
BUILDING
APPROVALS
MECHANICAL APPROVALS
Set Backs
nderground Ducts
Forms 6 Footings
—z
Ducts.
Slab Grade
Return Air
Steel
Combustion Air
Roof Deck
Exhaust Fans
O.K. to Wrap
F.A.U.
Framing
— 3
Compressor
Insulation
_
Vents
Fireplace P.L.
Grills
Fireplace T.O.
Fans 8 Controls
Party Wail Insulation
Condensate Lines
Party Wall Firewall
Exterior Lath
Drywall - Int. Lath
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
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
- / U
Encapsulation
Gas Piping
Gas Test
l/\
Appliances
Final
Final
Utility Notice (Gas)
ELECTRICAL APPROVALS
Temp. Power Pole• .p
Underground Conduit
Rough Wiring
Low Voltage Wiring
Fixtures
Main Service
Sub Panels*
Exterior Receptacles
G.F.I.
Smoke Detectors
ot
Temp. Use of Power = Q
Final
Utility Notice (Perm)
COMMENTS:
'
-
r
CERTIFICATE OF COMPLIANCE vIEDS
Desert Sands Unified School District
47950 Dune Palms Road �c�o
` Q BERMUDADUNES r"
Date 6/26/03 . ' La Quints, CA 92253 rA RANCHO MIRAGE d
760 771-8515 'PALM DESERT
No.. 24627 ( ) `�� LAQUINTA �y
s INDIO
Owner M/M Kenneth Bouard a API # 774-223-018 �~
Address 440101 Cranston St Jurisdiction La Quinta
City Long Beach Zip 90803 Permit # 0303-319
Tract # BLK 295 t Study Area
Type Single Family Residence ' No. of Units 1 4
Lot # No. • Street ; S.F. Lot # No. Street , S.F.
Unit 1 16 54145 Avenida Villa 1912 :Unit 6
Unit 2 1 Unit ?
Unit 3 Unit 8
Unit 4 Unit 9
Unit 5 Unit 10
Comments Direct Payment of $19.12 to be issued after 7/1/03 and mailed to above address.
At the present time, the Desert Sands Unified School District does not collect fees on garages/carports, covered patiostwalkways, residential additions under
500 square feet, detached accessory structures (spaces that do not contain facilities forliving, sleeping, cooking, eating ,or sanitation) or replacement mobile
homes. It has been determined that the above-named owner is exemptfrom paying,school fees at this time due'o 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 1,912 S.F. or $4,091.68 have been paid for the.property lis -ed 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 OC/Wells Fargo - Skip Lench Check No. 0061930702. +"
Name on the check Telephone 760/564.1866
r Funding Residential '
B ; Dr. Doris Wilson
Y .
Superintendent A
Fee collected /exempted by Shar cGi vrey $4,110.80 $'19.12
Payment Recd Over/Under 4 '
Signature 4
NOTICE: Pursuant to Government Code Section 66020(d)(1), this will serve to notify you that the 90 -day approva, perio8 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 ri .
those amounts are paid to the District(s) or to another public entity authorized to collect them on the Distnct('s) behalf, whichever is earlier.
` NOTICE: This Document NOT VALID if Duplicated:
{` Embossed,Original - Building Department/Applicant Copy - Applicant/Receipt. Copy - Accounting
p�
GrL . U��iti.l_•5
yr. n4
2F -4R
Projgv Address tsunoer Name
i0
Builder ContarA Telephone Plan Number
HERS ater Telephone Sample Group Number
C ng Signature. ' e Sample House Number
irm:ZC. F Assa./gTC5, HERS Provider f� d' ASSr1�ijGs
Street Address: 6�° l�i► -61✓ CIV9tateMp: 290 Ajaf C,4 %221 3
Copies for Builder, HERS Provider -
HERS TE P E STATEMENT
The house was:' Tested ❑ Approved as part of sample testing, but was not tested
As the HERS rater providin dle oadc testing and field veriflcatlon,.kertify.that the houses identified on -this form
eom y with the dlegnostic testsd'cornplience requirements ea checked°on thls form,
Distribution system is fully dueled (I.e.. does not use building cavities as plenums -or platform returns In lieu
of ducts)
Where cloth backed, rubber: adhesive duct tape is installed, mastic and drewbande are used in combination
with doth baclked, .rubber adhesive duct tape to seal leaks at duct connections.
OMINIMUW REQUIREMENTS FOR DUCT LEAKAGE REDUCTION COMPLIANCE CREDIT
Duct Diagnostic Leakage Testing Results (Maximum 6% Duct Leakage)
Measured
Duct Pressurization Test Results (CFM ® 25 Pa) values
Test Leakage Flow in CFM Ales
If fan flow is calculated els 400cfmlton x number of tons enter
1 calculated value here
If fan flow is measured enter measured value here.
' Leakage Percentage (100 x Test Leakeae/Fan Flow) _ �T .►
Check Box for Maes or Fail (Paas*6% or less) '
Pass Fail
c,
THERMOSTATIC EXPANSION VALVE (TXV) or Commission approved equivalent
PrY. ❑ No Thermostatic Expansion Velve.(or Commission approved
equivalent) Is Installed and Access is provided for inspection
it
; ❑r w
Yes is a pass
Pass Fail'
❑ MINIMUM REQUIREMENTS FOR DUCT DESIO.N;COMPLIANCE CREDIT
'
1. p Yes 13 No ACCA Manuel D Design requirements have been met
(rater has verified that actual instellatlon matches values In
CF -IR and design on plan.
2. 0 Yes 0 No. TXV is installed or Fan flow has been verified. If no TXV,
verified fan flow matches design from CF -1 R.
Mpaaurart Fan Flnw = _
Gertiticate. ot, uccupancy
G OF Building & Safety Department
. .
This Certificate. is issued pursuant to the requirements of Section 109 of the California Building
_ Code, certifying that, at the time of issuance, this structure was. in compliance with the
provisions of the Building .Code and the various ordinances of the City regulating building
construction and/or- use.
BUILDING ADDRESS 54-145 AVENIDA VILLA
Use classification: SFDBuilding;Permit No.: 0303-319
Occupancy Group: R3 Type of Construction: VN Land Use Zone RC
Owner of Building: M/M KENNETH BOUARD Address440 101 CRANSTON ST
City, ST, ZIP- LONG BEACH. CA 90803
By.- KIRK KIRKLAND
Date: 6-23-04
Building.Officia
POST IN A CONSPICUOUS PLACE
I am
I lbbbalb.,
II TRUS�SWORKS
A Company"`You Can
I
w
1"
75-110 ST CHARLES PLACE,,
SUITE 11A
PALM DESERT, CA 92260
PHONE: 760-341-2232 o FAX:.760-341-2293
MANUFACTURING YARD:
55755, TYLER STREET, THERMAL, CA 92274
FAX: 760-399-9786
JOB NO.:
NAME:
PROJECT:
-7
Truss!ci-rY OF LAQUINTA13BU
I WING &SAFE[Y'DEPT.
.APPROVED
�FOR CONSTRUCTION
DATEgZZV_a.3r By
.4j Z'
•
= . ..... ....U .. . .....
i on mi
_,T)ect v Aud'ted b,.- z k.,-' -
DSC;- %,;E/DE I f
/`,D DRESS C, T I . ..... PLATS ra Is
"'L.AiNT CON' /l J7 u
-)FACT ENGINEERS DES. DWG.
vv; r -
Non -Scheduled In Plant Audits Uniform B:Ui;'ding Code S ' ection 2321.3 and
2303.4 or N_n,.vest Sect'onzri: AC -.o rd;-. D W: Plan Speccjf:'�;_;a�"Ons.
C.,,
Lumber Grade
CO!"FORMING
r
fl, _'NNFORV!T-,!f3!
REMARK::-."
?e
C onnector Plates I.C.B.O.
ri
Span & Pitch
Joint Accuracy
Bearing of Wood Joints
Knots in Plate Area
Split Limitation
Plate Placement
Plate Size
TIZk, 4) (C)
Condition of Plate Teeth
Plate to Wood Tolerance
In -Plant Handling
Bundling & Loading
iF_
Storage
Jig & Press Adequacy
Marking Legibility
Plant Stamp Verification
How Many Siamps On Site:
Trusses Meet UBC & IBC Requirements
In Plant Q.C. Records
As Per ICBO'ES Requirements
Order No. / Name
u.u. supervisors signature NIA Inspector's Signature
2475 Lancaster Dr. N.E. -*Suite B19 503-391-1003 Office
_P.O. Box 17938 - Salem, Oregon 97305-7938 503-391-1007 Fax
..
1c�
�Qnpa;
Op
GF GPS
`
A6B B1A
®�
-
AbC
A6C
18-11-8 ,. 21-4
-'".. ,' �•�' •,� �... Ptiorie^{-760)
°#k
;341-2.232
B O V L -1R L! 'RE�.7 a F .. -
SALES REP . SB -, x
WHO# B3186
=�. :.
Fax (760)
341-2293
boe DATE
1V C �1 ° .. .. -
11
DSGNR/CHKR :SB /SB
Date 2/27/2003 11:49
T RU S S W O R1 S
5 4 —145 ,AVF VILLA
TC Live 20.00 psf
Dur Fac-Lbr
1.25
.
`
TC Dead 10.00 psf �
Dur Fac-Plt -
1.25
A Company _You Can
Truss!
LQ
BC Live 0.00 psf
O.C. Spacing
24.0
75-110'St. Charles pl.
ste-11A
BC Dead 7.00 psf
Design Spec
UBC -97
' Palm- Desert,, CA. 92211-
- "
Total 37.00'psf
#Tr/#Cfg : 60
/ 13.",.
lJob Name: BOVARD Truss ID: Al Qtv: 1 Drwca:
TC 2x4 SPF 1650F-1.SE
BC 2x4 SPF 1650F -1.5E
GBL ELK 2x4 HF STUD
PLATE VALUES PER ICBO RESEARCH REPORT #1607.
End verticals designed for axial loads only.
End verticals that are extended above or
below the truss profile (if any) may require
additional design consideration (by others)
for lateral forces due to wind or seismic
loads on the building. '
T
3.7-0T
121
--[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.
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.
1.2.0 2-8-0 2.8-0 2-8-0 2.8.0 2.8-0� 2.8-0 2.8-0 2.8.0 2-80
1.2.0 3.10.0 6.6.0 9-2-0 11.10.0 14-6-0 17-2-0 19-10.0 22-6-0 23-2.0
This truss is designed using the
UBC -97 Code.
Bldg Enclosed = Yes
Truss Location - End Zone
Hurricane/OceanLine = No , Exp Category = C
Bldg Length = 40.00 ft, Bldg Width = 20.00 ft
Mean roof height = 16.27 ft, mph 70
UBC Special Occupancy, Dead Load = 17.0 psf
1 2 3 4 3 67 8 9 10 11 1212 13 14 is 16 17 18 19 20 2122 V (�
01 155
2-4
5.5
24
13.6
6TUD 2,1 24 15 26 17 19 19 M J1 32 33 34 33 36 37 38 39 40 41 43,3
1-2-0 2.82 0 2.8-0 i 2-8-0 2-8-0� 2.8_ 0 2.8-0 2-8-0 2-8-0 i 2-80
1-2-0 3-10.0 6.6.0 9-2-0 11-10-0 14.6-0 17.2-0 19-10-0 22-6-0 23-2.0
T
3-7-0
1
SHIP
_= Joint Locations =_
,4� 2 1- 2- 0 24 1- 2- 0
3 2- 6- 0 25 2- 6- 0
4 3-10- 0 26 3-10- 0
5 5- 2- 0 27 5- 2- 0
6 6- 2-10 28 6- 6- 0
7 6- 6- 0 29 7-10- 0
8 7-10- 0 30 9- 2- 0
9 9- 2- 0 31 10- 6- 0
10
10-106- 0 32 11-10- 0
11 11-
2®0� 13 14-16- 0 35 15-10- 0
14 15-10 -
0 36 17- 2- 0
15 17- 2- 0 37 18- 6- 0
16 18- 6- 0 38 19-10- 0
17 19-10- 0 39 21- 2- 0
18 21- 2- 0 40 22-6- 0
19 22- 6- 0 41 23-10- 0
20 23-10- 0 42 25- 2- 0
21 25- 2- 0 43 26- 6- 0
22 26- 6- 0
TYPICAL PLATE: 1.5-3 2/27/2003
OVER CONTINUOUS SUPPORT
All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3116" = 1'
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Eng. Job: EJ.
WO: 83186
® .
This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer
Chk' SB
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
Dsgnc SB
T R U S S W O R KS
are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascenain that the loads
TC Live 20.00 psf
DurFacs L=1.25 P=1.25
utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord
A Company You Can Trussl
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any
TC Dead 10.00 psf
Rep Mbr Bnd 1.15
75-110 St. Charles pl. ste-11A
environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install
'Joint
BC Live 0.00 psf
p
O.C.S acin 2-0-0
p g
Palm Desert, CA. 92211
entruss d brace this in accordance with the following standards: and Cutting Detail Reports available as output from Truswal software,
'ANSI/TPI
Phone (760) 341-2232
1.,'WTCA I'- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL
PLATE CONNECTED WOOD
BC Dead 7.00 psf
Design Spec UBC -97
Fax # (760) 341-2293
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.
TOTAL 37.00 psf
Seqn T6.3.9 - 0
Job Name: BOVARD
Truss ID: A2 Qty: 12
Drwg:
RG : x -LOC REACT SIZE REQ'D
TC 2x4 SPF 165OF-1.5E Denotes the requirement for lateral bracing
This trues is designed using the
1 .13- 7-12 980 3.50• 1.50•-
BC - 2x4 SPF 165OF-1.5E ® at each location shown. Lateral bracing.
UBC -97 Code.
2 39-10- 4 980 3.50°. 1.50•
WEB 2x4 HF STUD systems which include diagonal or x -bracing ..
Bldg Enclosed Yes
-
Plating spec : ANSI/TPI - 1995 are the responsibility of the building
Truss Location = End
Zone
TC FORCE AXL END CSI-
THIS DESIGN IS THE COMPOSITE RESULT OF designer.Truswal Systems'BRACE-IT may be
Hurricane/Ocean Line
= No Exp Category =C
-
1-2 -980 0.01 0,40 0.41
MULTIPLE LOAD CASES. used for continuous lateral bracingon
Bldg Length = -40.00
ft, Bldg Width = 20.00 ft
2-3 -2703 0.06 0.40 0.46
PLATE VALUES PER ICED RESEARCH REPORT #1607. -trusses spaced 24" oc. Alternatively, use -.
Mean roof height = 16.27 ft, mph - 70
3-4 -2805 0.07 0.42 0.48
Drainage must be provided to avoid ponding. scabs or T -braces as shown on Truswal
DEC Special Occupancy, Dead Load = 17.0 psf
4-5 -5 0.00 0.42 0.42
- End verticals designed for axial loads only. Systems standard details.
. - - -
End verticals that are extended above or
..
BC -FORCE 'AxL END CSI
below the truss profile (if any) may require rt -
".
6-7 - -2 0.00 0.11 0.11 '"
- 'additional design consideration (by others) ., - ��
t.
7-8 2276 0.34 0.12 0.46
- for lateral forces due to wind or seismic
-
-
8-9 2276 0.34 0.12 0.46
loads on the building. - -
-
9-10. 2920 0.99 0.26 0.69
- -
0-11 -2016 0.30 0.29 0.59
-
-
WEB FORCE CSI WEB FORCE CSI
- -
-
1-6 -988 0.30 3-30 -227 0.05
1-7 1266 0.44 4-10, 861 0.30
-.
2-7 -1476 0.70 4-11 -2148 0.94
-
- -
2-9 479 0.17 5-11.-165 0.05
,.
MAX DEFLECTION (span)
'
3-9 -291 0.09
.. -
L/885 IN MEM 10-11 (LIVE)
"
-
L= -0.36" D= -0.30"
T= -0 6
Joint Locations
1 0- 0- 0 7' 2-
6- 0
2 6- 6- 0 - 8 6-
6- 0
-
.,.
3 13- 2- 0 9 10-
6- 0
-
4 19-10- 0 10 14-
4-15
... -
- 6-66-6 0 F 6-8_0� 6-B_0 6-8
5 26- 6- 0 11-26-
6- 0
6-6-0 13-2-0 19-10-0 26-6-0
6 0- 0- 0
/ 2 3 4
5
�p ARCyj�
0�
T3 5-6 3-4 3$ 34;
3-7-0
3-7-OT
2-9.155 SHIP
10012003
2.3�
1I 1i
rr
t
4-4 S=3.4 3-4 - 3-4
3-8
11
F
s-4.
26.6.0
n
13-6-0
P r
STUB t ,
2-6-0 8-M 3-10-15
2-6-0 10-6-0 14-4-15 26.6-0
-2/27/2003
All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted.
Scale: 3/16" = 1'
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Eng. Job: EJ.
WO: 63166
•®� - - -C
This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer
Chk: SB
..
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions -
Dsgnr- SB
-
y + r
T
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
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-
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
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
and brace this truss in accordance with the following standards: and Cutting Detail Reports available as output from Truswal software',
Palm Desert, CA. 92211
'ANSIrrPI 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 T6.3.9 - 0
lJob Ndme: BOVARD Truss ID: A3 Qtv: 1 Drwa: I
TC 2x4 SPF 1650F-1.SE
•[PMI=PLATE MONITOR USED -See Joint Report••
BC2x4 SPF 1650F -1.5E
Plating spec : ANSI/TPI - 1995
GBL BLK 2x4 HF STUD
THIS DESIGN IS THE COMPOSITE RESULT OF
PLATE VALUES PERICBO RESEARCH REPORT #1607.
MULTIPLE LOAD CASES.
End verticals designed for axial loads only.
Drainage must be provided to avoid ponding.
End verticals that are extended above or
Top chord supports 24.0 " of uniform load
below the truss profile (if any) may require
at 20 psf live load and 10 psf dead load.
additional design consideration (by others)
Additional design considerations may be
for lateral forces due to wind or seismic
required if sheathing is attached.
loads on the building.
[+I indicates the requirement for lateral
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
bracing (designed by others) perpendicular
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
to the plane of the member at 6311intervals..
Rep Mbr Bnd
Bracing is a result of wind load applied
noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any
to member.(Combination axial plus bending).
1.15
This truss requires adequate sheathing, as
environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install
'Joint
designed .by others, applied to the truss
O.C.S actin 2- 0- 0
p g
face providing lateral support for webs in
and brace this truss in accordance with the following standards: and Cutting Detail Reports available as output from Truswal software',
'ANSI/TPI 1%'WTCA Wood 'HANDLING INSTALLING AND
the truss plane and creating shear wall
Design Spec UBC -97
action to resist diaphragm loads.
I' - Truss Council of America Standard Design Responsibilities, BRACING METAL
PLATE CONNECTED WOOD TRUSSES' SUMMARY SHEET' by TPI. The Truss Plate Institute is located D'Onofrio Drive,
Diagonals may be omitted if adequate bracing
- -
designed by others, is provided to prevent
- (HIB -91) and'HIB-91 (TPI) at
Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 111 119th Street, NW, Ste 800, Washington, DC 20036.
racking of the truss under lateral loads.
Secin T6.3.9 - 0
Truss without diagonal web members or
adequate sheathing applied to the truss
face -is designed to support only vertical
1-440 1-40 h4-0 1-4-0
1-4-0 1n�d-S� nn ��rR-0 i7-40 .1-4��-4-�
1-4-0 2-8-0 4.0-0 5.4.0
6.8-0 8-0.0 9.4.0 10-8.0 11-0-0 13-4.0
5 6 7 8 9 10 11
F0.25
2-4 2-4
This truss is designed using the
UBC -97 Code.
Bldg Enclosed = Yes
Truss Location = End Zone
Hurricane/Ocean Line - No , Exp Category = C
Bldg Length = 40.00 ft, Bldg width = 20.00 ft
Mean roof height = 16.00 ft, mph = 70
UBC Special Occupancy, Dead Load = '17.0 psf.
T
2-3.6
T
_--== Joint Locations = ===
1 0- 0- 0 13 0- 0- 0
2 1- 4- 0 14 1- 4- 0
3 2- 8- 0 15 2- 8- 0
4 4- 0- 0 16 4- 0- 0
5 5- 4- 0 17 5- 4- 0
6 6- 8- 0 18 6- 8- 0
7 8- 0- 0 19 8-:0- 0
8 9- 4- 0 20 91- 4- 0
9 10- 8- 0 21 10- 8- 0
10 12- 0- 0 �22 12- 0- 0
11 13- 4- 0 23 13- 4- 0
12 13- 9- 8 24 13- 9- 8
2626-2-8
TYPICAL PLATE: 1.5-3 13 14 /s 16 17 18 19 20 21 22 24 STUB
1-4�2/27/2003 /2oo3
,1-4-0 1.4.0 1.4-0 1-4.0 1-4.0 1.4-0 1-4-0 1.4.0 1-4-0
EWER CONTINUOUS SUPPORT
All plates are 20 gauge Truswal Connectors unless preceded bV'4MX" fo1ft 20 gauge or "4"for 16 gidoge, posif oned [der Joint 661til Re{�2b�tg avai ab% from Truswal software, unless noted. Scale: 5/1'6"= 1'
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Eng. Job: EJ.
WO: 83186
®
This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer
Chit: SB
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
Dsgnr: SB
T R S O R KS
are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
TC Live 20.00 psf
DurFaes L=1.25 P=1.25
U S W
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!
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
noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any
psf
1.15
75-110 St. Charles pl. ste-11A
environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install
'Joint
BC Live 0.00 psf
p
O.C.S actin 2- 0- 0
p g
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 Wood 'HANDLING INSTALLING AND
BC Dead 7.00 psf
Design Spec UBC -97
Phone (760) 341-2232.
I' - Truss Council of America Standard Design Responsibilities, BRACING METAL
PLATE CONNECTED WOOD TRUSSES' SUMMARY SHEET' by TPI. The Truss Plate Institute is located D'Onofrio Drive,
Fax # (760) 341-2293
- (HIB -91) and'HIB-91 (TPI) at
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
Secin T6.3.9 - 0
Job Name: BOVARD
Truss
ID: A4 Qty: 12
Drw :
RG *
x -LOC
REACT SIZE REQ'D
TC
2x4 SPP 210OP-1. 8BDenotes
the requirement for lateral bracing
This truss is designed using the
1
0- 1-12
1513 3.50• 2.16°
TC Live 20.00 psf
BC
2x4 SPF 210OF-1.8E -
® at each location shown. Lateral bracing
UBC -97 Code.
2
39-10- 4
1527 3.50- 2.18^
02x4 SPP 165OF-I.SE 12-13
systems which include diagonal or x -bracing
Bldg Enclosed = Yes
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 software',
'ANSI/TPI 1','WTCA I'- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL
BC Dead 7.00. psf
Design Spec UBC -97
WEB
2x4 HF STUD
are the responsibility of the building
Truss Location = End Zone
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
Segn T6.3.9 - 0
2x4 SPF 165OF-1.5E 8-2
designer. Truswal Systems BRACE -IT may be
Hurricane/Ocean Line = No Exp Category = C
TC
FORCE
AXL
END CSI
0.30 0.30
Plating spec
: ANSI/TPI - 1995
used for continuous lateral bracing on
Bldg Length = 40.00 ft, Bldg width= 20.00 ft
1-2
2-3
5
0.00
0.28
0.34 0.62
THIS DESIGN
IS THE COMPOSITE RESULT OF
trusses spaced 24" OC. Alternatively, use
Mean roof height = 16.27 ft, mph = 70
3-4
-5125
-7051
0.55
0.46 1.00
MULTIPLE LOAD CASES. -
scabs or T -braces as shown on Truswal
UBC Special Occupancy, Dead Load = 17.0 psf
4-5
-6566
0.45
0.38 0.83
PLATE VALUES
PER ICBO RESEARCH REPORT #1607.
Systems standard details.
----------LOAD CASE #1 DESIGN LOADS ----------------
L.Plf L.Loc R.Plf R. Loc LL/TL
5-6
- =5657
0.31
0.29 0.61
Permanent bracing
is required (by others) to
Drainage must be provided to avoid ponding.
Dir
60.00 0- 0- 0 60.00 40- 0- 0 0.67
6-7
-5
0.00
0.35 0.35'+
-
prevent rotation/toppling.
See HIB -91 and
End verticals designed for axial loads only.
TC Vert
0-0-0 • 14.00 40- 0- 0 0.00
'
ANSI/TPI 1-1995;
10.3.4.5 and 10.3_4.6.
End verticals that are extended above or
BC Vert 14.00
below the truss profile (if any) may require
...Type... lbs X.Loc LL/TL
BC
FORCE
AXL
END CSI
-
additional design consideration (by others)
TC Vert 40.0 20- 0- 0 0.54
8-9
4410
0.43
0.14 0.57
for lateral forces due to -wind or seismic
TC Vert 40.0 26- 8- 0 0.54
9-10
6762
0.65
0.12 0.77
loads on the building.
0-11
7209
0.70
0.16 0.86
-
1-12
6103
0.59
0.22 0.81
2-13
3484
0.52
0.34 0.86
WEB
FORCE
CSI
WEB FORCE
CSI
1-8
-165 0.11
4-11 -736
0.35
MAX DEFLECTION (span)
2-8
-4595 0.63
5-11 598
0.21
L/504 IN MEM 10-11 (LIVE)
2-9
1038 0.36
5-12 -914
0.20
L- -0.95" D= -0.80" T= -1
3-9
-1764 0.58
6-12 2371
0.82
3-10
347 0.12
6-13 -3712
0.97
Joint Locations
- 4-10
-184 0.09
7-13 -168
0.05
-
- 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
`
6-8-0 6-8-0
6-8-0 6-8-0 6.8-0 6-8-0
5 26- 8- 0 12 27-10-15
0- 0
6-8-0 13-4-0
20-M 26-8-0 33-4-0 40-"
6 33- 4- 0 13 40-
7 40- 0- 0
/
2 J
d S 6
7 1
0�_
T
40# 40#
T
4 10
3
5-6-0 3
4-12 3 8
5.5 3 4
T 5
J2-0-03-8
1
2-9-15
1
SHIP (J aLA1.®o,.�y
iowjt;
MX/5-16 3-4 MX/5-16 OE
3-12
3-12
�" -
40-M
_ _ /2
8 -0-0 72-1-9�
13
-
®®�
• � 8-0-0 � ,3-10-1$
8-0=0
24-0-0 27-10-15 40-0-0
8-0-0 16-0-0
2/27/2003
All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 1/8" = 1'
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Eng. Job: EJ.
WO: 83186
®
This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer
Chk: SB
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
Dsgnr' SB
;
T R U S S W O R KS
are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord
TC Live 20.00 psf
DurFacs L=1.25 P=1.25
A Company You Can Truss!
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
be in
TC Dead .10.00 psf
Rep Mbr Bnd 1.00
-
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 from Truswal
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 software',
'ANSI/TPI 1','WTCA I'- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL
BC Dead 7.00. psf
Design Spec UBC -97
Phone (760) 341-2232
PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET',by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive,
Fax # (760) 341-2293
Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036.
TOTAL 37.00 psf
Segn T6.3.9 - 0
Job Name: BOVARD
3RG • X -LOC REACT SIZE REQ'D
1 0- 1-12 1480 3.50" 2.12"
2 39-10- 4 1480 3.50" 2.12"
TC FORCE AXL BND CSI
1-2 5 0.00 0.26 0.26
2-3 -4985 0.26 0.29 0.55
3-4 -6793 0.50 0.37 0.87
4-5 -6294 0.53 0.45 0.98
5-6 -3966 0.13 0.39 0.52
6-7 -5 0.00 0.39 0.39
BC FORCE AXL BND CSI
8-9 4299 0.42 0.12 0.54
9-10 6540 0.63 0.11 0.74
0-11 6908 0.67 0.12 0.79
1-12 6908 0.67 0.12 0.79
2-13 5745 0.56 0.10 0.65
3-14 3360 0.33 0.11 0.44
WEB FORCE CSI WEB FORCE CSI
1-8 -165 0.10 4-12 -704 0.33
2-8 -4480 0.61 5-12 698 0.24
2-9 997 0.35 5-13 -1950 0.66
3-9 -1675 0.55 6-13 1090 0.38
3-10 301 0.10 6-14 -3590 0.94
4-10 -137 0.06 7-14 -164 0.05
TYPICAL PLATE: 1.5-3
Truss ID: A5
TC 2x4 SPP 1650F -1.5E
2x4 SPF 210OF-1.8E 1-4
BC 2x4 SPF 210OF-1.8E
WEB 2x4 HF STUD
2x4 SPP 1650F-1.513 8-2
PLT BLK 2x4 HF STUD
GBL BILK 2x4 HF STUD
Plating spec : ANSI/TPI - 1995
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
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
6-8-0 13-4-0
®Denotes the requirement for lateral bracing
at each location shown. Lateral bracing
systems which include diagonal or x -bracing
are the responsibility of the building
designer. Truswal Systems BRACE -IT may be
used for continuous lateral bracing on
trusses spaced 24" oc. Alternatively, use
scabs or T -braces as shown on Truswal
Systems standard details.
PLATE VALUES PER ICBO RESEARCH REPORT #1607.
Drainage must be provided to avoid ponding.
End verticals designed for axial loads only.
End verticals that are extended above or
below the truss profile -(if any) may require
additional design consideration (by others)
for lateral forces due to wind or seismic
loads on the building.
6-8_0 6-8-0 6-8.0
20-0-0 26-8-0 33-4-0
4 s
0�
1 D
This truss is designed using the
UBC -97 Code.
Bldg Enclosed - Yes
Truss Location = End Zone
Hurricane/Ocean Line = No , Exp Category = C
Bldg Length = 40.00 ft, Bldg Width = 20.00 ft
Mean roof height = 16.27 ft, mph = 70
UBC Special Occupancy, Dead Load = 17.0 psf
MAX DEFLECTION (span) :
L/519 IN MEM 10-11 (LIVE)
L= -0.92" D= -0.78" T= -1
---== 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 20- 0- 0
6$.0 5 26- 8- 0 12 24- 0- 0
40-0-0 6 33- 4- 0 13 32- 0- 0
7 40- 0- 0 14 40- 0- 0
6 7 1
3-12
- - - 3-4
3-10
y in /! !? 13 14
8-" 8-0-0 8-0-0 8-0-0 a-0
8-0-0 16-0-0 24-0-0 32-0-0 40-"
5 6-0 SHIP
.4
R
2/27/2003
All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 1J8" = 1'
®
T R U S S W O R KS
A Company You Can Trussl
75-110 St. Charles pl. ste-11 A
PalmDesertCA. 92211
Desert,
Phone (760) 341-2232 -
Fax # (760) 341-2293
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer
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
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',
'ANSUfPI 1','WTCA I'- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL
PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive,
Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036.
Eng. Job: EJ.
Chk: SB
Dsgnr' SB
WO: 83186
TC Live 20.00 psf
TC Dead 10.00 psf
BC Live 0.00 psf
BC Dead 7.00 psf
TOTAL 37.00 psf
DurFacs L=1.25 P=1.25
Rep Mbr Bnd 1.15
O.C.Spacing 2- 0- 0
Design Spec UBC -97
Seqn T6.3.9 - 0
Job Name: BOVARD
Truss
ID: A6A
Qty: 4
Drwg:
s 7 8
RG '
x -Loc
REACT SIZE REp'D
TC 2x4 SPF 1650F -1.5E
Denotes the requirement for lateral bracing
This truss is designed
using the
1
0- 1-12
701 3.50•
1.50•
BC .2x4 SPF 1650F -1.5E
® at each
'location shown. Lateral bracing
UBC -97 Code.
- ..
2
18- 9-12
701 3.50'
1.50°
WEB 2x4 HF STUD
systems
which include diagonal or x -bracing
Bldg Enclosed = Yes
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
DSgnr: SBTRUS-
Plating spec : ANSI/TPI - 1995
are the
responsibility of the building
Truss Location = End Zone
TC
FORCE
AXL BND
CSI
THIS DESIGN IS THE COMPOSITE RESULT OF
designer.
Truswal Systems BRACE -IT may be
Hurricane/Ocean Line.=
No Exp Category = C-
1-2
5
0.00 0.38
0.38
MULTIPLE LOAD CASES.
used for
continuous lateral bracing on
-Bldg Length = 40.00 ft, Bldg. Width = 20.00 ft
2-3
-1704
0.02 0.38
0.41
.PLATE VALUES PER ICBO-RESEARCH REPORT #1607.
trusses
spaced 24" cc. Alternatively, use
Mean roof height = 16.05 ft, mph 70
3-4
-771
0.00 0.35
0.36
Drainage must be provided to avoid ponding.
scabsorT-braces
as shown on Truswal
UBC Special Occupancy,
Dead Load 17.0 psf
End verticals designed for axial loads only.
Systems
standard details.
BC
FORCE
AxL BND
CSI --
End verticals that are extended above or
-
-
5-6
1696
0.25 0.13
0.38 - -
' below the truss profile (if any) may require"'
6-7
1449
0.22 0.12
0.33 -
additional design consideration (by others)
7-8
.2
0.00 0.07
0.07
for lateral forces due to wind or seismic
- -
••
- .'
loads on the building.
-
WEB
FORCE
CSI WEB
FORCE CSI
1-5-
-160 0.10
3-7
-837 0.29-
2-5
-1746 0.74
4-7
956 0.33
`
--
2-6
124 0.03
4-8
-694 0.44.'
'
3-6
268 0.09
. -
MAX DEFLECTION (span)
.L/999 IN MEM 5-6 (LIVE)
. -
-
- L=1"-0.10" D= -0.09" T= -0 15
_ Joint Locations = -
6-8-0
6-8-0� 5-7-8y•
0
1 0- 0- 0 5 0- 0- 0
.
_ .
2 6- 8-- 0 .. 6 - 0- 0
t
6-8-0
•.
- 13-4-0 -18-11-8 1
3 13- 4- 0 '7 166- 0- 0
_
4 18-11- 8 8 18-11- 8
r -
3 _ 4
-
-
DI 25
c,
.56SHIP fowl
2-4-1,
s 7 8
21-0-8
STUB
88-06 8-0-0 2-11.8 �
18-11.8
2/27/2003
8-M 16-0-0
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: 83186 .
This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer
Chk: SB
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
DSgnr: SBTRUS-
are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
TC Live 20.00 psf -
DurFaes L=1.25 P=1.25
��®� ��
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
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
TC Dead 10.00 psf
Rep Mbr Bnd 1.15
noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any
75-110 St. Charles pl. ste-11A
environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install
'Joint
BC Live 0.00 psf
O.C.Spacing 2- 0- 0
Palm DesertCA. 92211
r
and brace this truss in accordance with the following standards: and Cutting Detail Reports available as output from Truswal software',
'ANSI/TPI F,'WTCA I' - Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL
BC Dead 7.00 psf
Design Spec UBC -97
Phone (760) 341-2232
PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onoftio Drive,
Fax # (760) 341-2293
Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at I I 1 119th Street, NW, Ste 800, Washington, DC 20036.
TOTAL 37.00 psf
Segn T6.3.9 - 0
Job Name: BOVARD
Truss
ID: A6B Qty: 1
Drwg:
RG ,
X -LOC
REACT SIZE REQ'D
TC 2x4 SPP 1650F-1.SE
Denotes the requirement for lateral bracing
This truss is designed using the
10-
1-12
701 3.50^
1.50^
BC 2x4 SPF 1650P -1.5E
® at each location shown. Lateral bracing
UBC -97 Code.
2
18- 9-12
3.50^
1.50^
WEB 2x4 HF STUD
systems which include diagonal or x -bracing
Bldg Enclosed = Yes
is laterally braced by ibe roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless othemvise
members only to reduce buckling length. This component shall not be placed in any
TC Dead 10.00 psf
.701
GBLBLK 2x4 HF STUD
are the responsibility of the building
Truss Location = End Zone
TC
and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Trumal software',
AXL END
CSI
Plating Spec ANSI/TPI - 1995
designer. Truswal Systems BRACE -IT may be
Hurricane/Ocean Line = No , Exp Category = C
"
1-2
FORCE
5
0.00 0.38
0.38
THIS DESIGN IS THE COMPOSITE RESULT OF
used for continuous lateral bracing on
Bldg Length = 40.00 ft, Bldg Width = 20.00 ft
2-3
Segn T6.3.9 - 0
0.02 0.38
0.41
MULTIPLE LOAD CASES.
trusses spaced24" oc. Alternatively, use
Mean roof height - 16.05 ft, mph 70
=17.0
3-4
-1704
-771
0.00 0.35
0.36
PLATE VALUES PER ICBG RESEARCH REPORT #1607:
scabs or T -braces as shown on Truswal
UBC Special Occupancy, Dead Load psf
Drainage must be provided to avoid ponding.
Systems standard details.
BC
FORCE
AXL END
CSI
End verticals designed for axial loads only..
Gable verticals are 2x 4 web material spaced
5-6
1676
0.25 0.13
0-38
End verticals that are extended above or
at 16.0 " o.c. unless noted otherwise.
6-7
1449
0.22 0.12
0.33
below the truss profile (if any) may require
Top chord supports 24.0 11 of uniform load
7-8
2
0.00 0.07
0.07
additional design consideration (by others)
at 20 psf live load and 10 psf dead load.
•
for lateral forces due to wind or seismic
Additional design considerations may be
WEB
FORCE'
CSI WEB
FORCE CSI
-loads on the building.
required if sheathing is attached.
1-5 -160 0.10 . 3-7 -837 0.24
2-5 -1746 0.74 4-7 956 0.33
2-6 124 0.03 4-8 -694 0.44
3-6 268 0.09
6-8-0
6-8-0
[+] 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 5-7=8
13-4-0 18-11-8,
2 3
01 255
a
T
2.4-1,
1
SHIP
MAX DEFLECTION (span)
L/999 IN MEM 5-6 (LIVE)
L= -0.10" D= -0.09" 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 18-11- 8 8 18-11- 8-
3-8 z
21-0-8
• 3 6 7 8 STUB
8-" 2-112-111-
TYPICAL PLATE: 1.5-3 g-0.0 16-0-0 18-11-8. 2/27/2003
16-
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: 83186
This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer
Chk: SB
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
DSgnr: SB
are to be c,riied by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
TC Live 20.00 psf
DurFaes L=1.25 P=1.25
a �.� ® �
null V.Cd QIt this d('Slgll Illefi ni"e]efed 111(' IU:Idlllg IIt1I)OSed b)' lhl' IJC:II' building codeand the I]alIlCnlal' al)pllCalion. The design assumes that the top chord
A Company YOU Call TfUSS.(
is laterally braced by ibe roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless othemvise
members only to reduce buckling length. This component shall not be placed in any
TC Dead 10.00 psf
Rep Mbr Bnd 1.15
noted. Bracing shown is for lateral support of components
environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install
BC Live 0.00 psf
O.C.Spaeing 2- 0- 0
Charles pl. St@ -11 A
75-110 St. Charle
and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Trumal software',
BC Dead 7.00
Design Spec UBC -97
Patin Desert 92211
Desert,
'ANSI/TPI 1','WTCA I'- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL
psf
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
Segn T6.3.9 - 0
Job Name: BOVARD
Truss
ID: A6C Qty:
2
Drwg:
RG "-
x-LOC
REACT SIZE REp•D
TC 2x4 SPF 1650F-1.5E
Denotes the requirement for lateral bracing
.
UPLIFT REACTION(S)
88-0�
1
0- 1-12'
555 3.50•
1.50•
BC 2x4 SPF 1650F-1.5E
® at each.. location shown. Lateral bracing
All plates are 20 gauge Truswal Connectors
Support 1 -3
lb
2
14-10- 4
555 3.50°
1.50•
WEB 2x4 HF'STUD
systems which include diagonal or x-bracing
This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer
Support 2 -3
lb
-
_
Plating spec : ANSI/TPI - 1995
are the responsibility of the building
This truss is designed using the.
TC
FORCE
-AXL HND
CSI +'
THIS DESIGN IS THE COMPOSITE_ RESULT OF
designer. Truswal Systems BRACE-IT may be
�• M�'
U S S WO R KS
UBC-97 Code.
'
1-2
5
0.00 0.66
0.66
MULTIPLE LOAD CASES. -
used for continuous lateral bracing on
noted. Bracing shown is for lateral support of components members only to reduce buckling length. Phis component shall not be placed in mty
Bldg Enclosed = Yes
2-3
-1078
'0.04 0.69
0.72
PLATE VALUES PER ICBG RESEARCH REPORT #1607.
trusses spaced 24" oc. Alternatively, use
0.00 psf
Truss Location End
Zone
and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software',
'ANSI/TPI
BC Dead
7.00 psf
Drainage must be provided to avoid ponding.
scabs or T-braces as shown on Truswal
1','WTCA I' - \Vood 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,
Hurricane/Ocean Line
= No , Exp Category = C
BC.
FORCE
AXL BUD
CSI
Gable verticals are 2x 4 web material spaced
Systems standard details.
37.00 psf
Bldg Length - 40.00
ft, Bldg Width = 20.00 ft
4-5
1266
0.19 0..13
0.32
at 16.0 " o.c. unless noted otherwise'.
End verticals designed for axial loads only.
Mean roof height =
16.01 ft, mph = 70
5-6
1..
0.000.12
0.12
Top chord supports 24.0 " of uniform load,.,End
verticals that are extended above or
UBC Special Occupancy, Dead Load 17.0 psf
at 20 psf live load and 10 psf dead load.
below the truss profile (if any) may require
WEB
FORCE CSI WEB
FORCE CST
Additional design considerations may be
additional design consideration (by others)
1-4
-133 0.04
3-5
1119 0.39
required if sheathing is attached.
for lateral forces due to wind or seismic
2-4
-1319 0.55
3-6
-516 0.16
[+) indicates the requirement for lateral
loads on the building.
2-5
-281 0.06
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
MAX DEFLECTION (span) :
--
the truss plane and creating shear wall
-
L/999 IN MEM 4-5 (LIVE)
•
action to resist diaphragm loads.
L= -0.09" D. -0.07" T- -0
•
-
- W
-
____= Joint Locations =- --
-
1 0- 0- 0 4 0- 0 0
:
- 6-8-0
8-4_0
�.
2 6- 8- 0 5 8- 0- 0
6-8-0 -
.15-0-0
3 15- 0- 0 .6 15- 0- 0 -
0
ppgg�� //ll
,D lYTl C/Jq?h
_•�4`
38-0
2-0-0
� 1.
25�
�own
. 0 S
6 STUB
.
88-0�
7-"
TYPICAL PLATE: 4-4
8-"
15-0-0
2/27/2003
All plates are 20 gauge Truswal Connectors
=
unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 11/32" 1•
rY AR VLI V G Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Eng. Job:
EJ.
WO: 83186
®•
This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer
Chk: SB
-
and done in accordance with the current versions of TPI and APPA design standards.. No responsibility is assumed for dimensional accuracy. Dimensions,
Dsg nr: SB
-
_ -
'
ae to 6e verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascennin that the loads
' TC Live
20.00 psf
DurFaes L=1.25 P=1.25
�• M�'
U S S WO R KS
utrilized 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!
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 psf
Rep Mbr Bnd 1.15
noted. Bracing shown is for lateral support of components members only to reduce buckling length. Phis component shall not be placed in mty
75-110 St. Charles 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
BC Live
0.00 psf
O.C.Spaeing 2- 0- 0
pl.
Palm Desert, CA. 92211
and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software',
'ANSI/TPI
BC Dead
7.00 psf
Design Spec UBC -97
Phone (760) 341-2232
1','WTCA I' - \Vood 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,
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 T6.3.9 - 0
Job Name: BOVARD
Truss ID: A6D Qty:
1 Drwg:
Eng. Job: EJ.
RG ,
X -LOC
REACT SIZE REQ'D
TC 2x4 SPF 1650E-1. SE
Denotes the requirement for lateral bracing
UPLIFT REACTION(S)
.
1
0- 1-12
555 3.50°
1.50•
BC 2x4 SPF 1650F -1.5E ®
at each location shown. Lateral bracing
Support 1 -3
lb -
2
14-10- 4
555 3.50•
1.50•
WEB 2x4 HF STUD
systems which include diagonal or x -bracing
Support 2 -3
lb
75-110 St. Charles A
environment that will cause the moisture content of the wood to e.ceed 19% and/or cause connector plate corrosion. Fabricate, handle, install
BC Live 0.00 psf
O.C.Spaeing 2- 0- 0
GSL BLK 2x4 HF STUD
are the responsibility of the building
This truss is designed
using the
TC
FORCE
AXL END
CSI
Plating spec : ANSI/TPI - 1995
designer. Truswal Systems BRACE -IT may be
UBC -97 Code.
-
1-2
5
0.00 0.66
0.66
THIS DESIGN IS THE COMPOSITE RESULT OF
used for continuous lateral bracing on
Bldg Enclosed = Yes
2-3
-1078
0.04 0.69
0.72
- MULTIPLE LOAD CASES.
trusses spaced 24" oc. Alternatively, use
Truss Location = End
Zone
PLATE VALUES PER ICBO RESEARCH REPORT #1607.
scabs or T -braces as shown on Truswal
Hurricane/Ocean Line
- No Exp Category C
BC
FORCE
AXL END
CSI
Drainage must be provided to avoid ponding.
Systems standard details.
Bldg Length = 40.00
ft, Bldg Width = 20.00 ft
4-5
0.19 0.13.0.32
.End verticals designed for axial loads only.
Gable verticals are 2x 4 web material spaced
Mean roof height =
16.01 ft, mph = 70
5-6
.1266
1
0.00 0.12
0.12
End verticals that are extended above'or -
at 16.0 " o.c. unless noted otherwise.
UBC Special Occupancy,
Dead Load = 17.0 psf
below the truss profile (if any) may require
Top chord supports 24.0 " of uniform load
WEB
FORCE
CSI WEB
FORCE CSI
additional design consideration (by others)
at 20 psf live load and 10 psf dead load.
1-4
-133 0.04
3-5
1119 0.39
for lateral forces due to wind or seismic
Additional design considerations may be
2-4
-1319 0.55
3-6
-516 0.16
loads on the building.
required if sheathing is attached.
2-5
-281 0.06
[+] 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
MAX DEFLECTION (span) >,
face providing lateral support for webs in
L/999 IN MEM 4-5 (LIVE)
-
the truss plane and creating shear wall
L- -0.09" D= -0.07" T- -0
action to resist diaphragm loads.
-
---_= Joint Locations =----
-1
0- 0- 0 4 0- 0- 0
- 6-8A
8-4-0
2 6- 8- 0 5 8- 0- 0
6.8-0
i
15-0-0
- 3 15- 0- 0 6 15- 0- 0
3 -8 -OT
2-0-0
1
TYPICAL PLATE: 1.5-3
3
025
---
r 25-"
e 5 6 STUB
8-0-0
8-"
7-"
15-"
3-8-0
SHIP
�06 -JIVW
2/27/2003
All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 11/32" = 1'
WARNING Rend all notes on this sheet and give a copy of it to the Erecting Contractor.
Eng. Job: EJ.
WO: B3186
'
.Phis design is fa' an individual building component not truss system. It has been based on specifications provided by the component manufacturer
Chk: SB
-
�..
and done in accordance with the current versions of -fill and AFPA design standards. No responsibility is assumed for dimensionnl accuracy. Dimension
DSgnr: SB
(�
ac is 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
.,S S?�
m ® ��
utrilized on this design meet or eseeed the loading imposed by the local building code and the particular application. The design assumes that the top chord
A Company You Can Truss!
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
in
TC Dead 10.00 psf
Rep Mbr Bnd 1.15
noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed any
75-110 St. Charles A
environment that will cause the moisture content of the wood to e.ceed 19% and/or cause connector plate corrosion. Fabricate, handle, install
BC Live 0.00 psf
O.C.Spaeing 2- 0- 0
pl. ste-11
Palm Desert, CA. 92211
and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output front Truswal software',
I 1','WTCA I'- Wood'fruss Council ofAmeca Standard Design Responsibilitics,'HANDLING INSTALLING AND BRACING METAL
'ANSVTPn
BC Dead 7.00 psf
Design Spec UBC -97
Phone (760) 341-2232
PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'IIIB-91 SUD1MARY 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 T6.3.9 - 0-
6-
Job Name: BOVARD
Truss
ID: B1
Qty: ' 4
Drwg:
RG'{
x -LOC REACT SIZE REQ•D
TC 2x4 SPF 1650F -1.5E
Denotes the
requirement for lateral bracing
This truss is designed using the
0-60
1
O_1-12 771 3.50"
1.50•
BC 2x4 SPF 1650F -1.5E
® at each
location shown. Lateral bracing
UBC -97 Code.
1010-8=0 � 10-2-0,
2
20- a -,a , 771 3.50^
1.50•
_
WEB - 2x4 HF STUD
systems
which include diagonal or x -bracing
Bldg Enclosed = -Yes
2/27/2003
Plating spec : ANSI/TPI - 1995 -
are the
responsibility of the building
Truss Location = End
Zone
TC
FORCE AxL END
CSI
THIS DESIGN IS THE COMPOSITE RESULT OF
designer.
Truswal Systems BRACE -IT may be
Hurricane/Ocean Line
= No , Exp Category = C
Chk: SB
1-2,
5 0.00 0.45
0.45
MULTIPLE LOAD CASES.
used for
continuous lateral bracing on
Bldg Length = 40.00
ft, Bldg Width = 20.00 ft
2-3
-2036 0.03 0.45
0.49
PLATE VALUES PER ICBO RESEARCH REPORT #1607.
•
trusses
spaced 24" oc. Alternatively, use
Mean roof height =
16.07 ft, mph = 70 - -
TC Live
3-4
-5 0.00 0.40
0.40 -
Drainage must be provided to avoid ponding.-
scabs or
T -braces as shown on Truswal
USC Special Occupancy, Dead Load = 17.0 psf
Rep Mbr Bnd 1.15
noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any.
End verticals designed for axial loads only.
Systems
standard details. -
75-110 St. Charles std 11A
environment that trill cause the moisuu'e content of the wood to exceed 19'%. mtdor cause connector plate con'osioa. Fabricate. handle, install
BC
FORCE 'AxL END
CSI
End verticals that are extended above or
pl.
and brace this truss is accordance with the following standards: 'Joint and Cutting Detail Repass available as outpm From Truswal software',
5-6
.1992 0.30 0.25
0.55 -.
below the truss profile (if any) may require-
7.00 psf
Design Spec UBC -97
Phone (760) 341-2232
PLATE CONNECTED \V00D TRUSSES' - (11IB-91) and'I1113-91 SUNI:\•Ir\RY SI1C•GI" by TPI. -The Truss Plate Institute (TPI) is located at D'onoF'io Driv,e;
e-7
1755 0.26 0.25
0.51
additional design consideration (by others)-
-
.- ;
* -
• -' '
Seqn T6.3.9 -, 0
"for lateral forces due to wind or seismic
-
-
• -
WEB
FORCE: CSI WEB
FORCE CSI
loads on the building.
-
- -
1-5
-178 0.06 3-6
315 0.11,
2-5
-2061 0.98 3-7
-1839 0.77.-
2-6
192 0.05 4-7
-162 0.03
-
MAX DEFLECTION (span)
-
-
e
L/999 IN MEM 5-6 (LIVE)
- -
L= -0.21" D= -0.18" T= -0
39"
-
-
-
-- - Joint Locations ----
•
-
2 7.- 1- 5. ..6 10- 8- 0
- - -
-
3 14- 2-11 7 20-10- 0 -
'
- ,7-1-5
_
7-1-5 .. 6-7-5
_
4 20-10- 0
7-1-5
14-2-11 20-10-0
/ ?
3 4
•
'
•
off.
®ARCH]
r I 3 8 s 3 8 XT
1.5-3 T I Ito-
3-8-OT
�� ® .�
3-8-0T I. 3-8-0 0 Td"'�y
t2L 2T 1
3 I SHIP jots'% "
5,5
�r 3-8 3-8
FU
20-10-0
„
0-60
s e
STUB
1010-8=0 � 10-2-0,
10-8-0 20-10-0
2/27/2003
All plates are 20 gauge Truswal Connectors
unless preceded by •'Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal
software,
unless noted. Scale: 7/32'• = 1'
WANING Rend all notes oil this sheet and give o cops, of it to the Ei e'clin� Conlraclor.
Eng. Job:
EJ.
WO: 83186
This design is for m(mdividual building component not truss system. It has becnbased on specifications provided by the component manufacturer
Chk: SB
_
-• - -
aitd clone in 5ccadance\villi the'nurrut isiuusof "I'I'I anc(AFPA design standards. No responsibility is aisumed for dimensional accuracy. Dimensions
DSgnr: SB
`
,.q B
'k (J
'�'8`(J S 0
are be verified by the component manuf.,omer and/or building designer prior to fabrication. The building designer must ascertain that the loads
-
b•, -S �/ � R KS
uuliztocd on this design meet or exceed the loading imposed by the local building code and the panictdar application. The design assumes il,nt the top chord
TC Live
20.00 psi
DurFaes L=1.25 P=1.25
A Company YCTl
p you an russ
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otheiwise
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 std 11A
environment that trill cause the moisuu'e content of the wood to exceed 19'%. mtdor cause connector plate con'osioa. Fabricate. handle, install
BC Live
0.00 psf
O.C.Spaeing 2-0-0
pl.
and brace this truss is accordance with the following standards: 'Joint and Cutting Detail Repass available as outpm From Truswal software',
Palm Desert, CA. 92211
'ANSI/TPI I','\V'r'CA I'. \Vood Truss Cowicil of America Standard Design Responsibilities,'hIANDLING INS'T'ALLING AND BRACING NIETA1-
BC Dead
7.00 psf
Design Spec UBC -97
Phone (760) 341-2232
PLATE CONNECTED \V00D TRUSSES' - (11IB-91) and'I1113-91 SUNI:\•Ir\RY SI1C•GI" by TPI. -The Truss Plate Institute (TPI) is located at D'onoF'io Driv,e;
Fax # (760) 341-2293
Nladisw, Wisconsin 53719. The American Forest and Paper Association (APPA) is located at 1111 19th Street, N\V, Ste 500, \Vashiagton, DC 20036.
TOTAL
37.00 psf
Seqn T6.3.9 -, 0
Job Name: BOVARD
Truss
ID: B1A Qty: 1
Drwg:
RG
" x-LOCyREACT SIZE REQ'D
TC 2x4 SPF 1650F-1.SE
Denotes the requirement for lateral bracing
This truss is designed
using the
1
0- 1-12
771 3.50•
1.50^
BC 2x4 SPF 1650F -1.5E
® at each location shown. -Lateral bracing
UBC -97 Code.
,
2
20- 8- 4
771 3.50^
-1.50^
WEB 2x4 HF STUD
systems which include diagonal or x -bracing
Bldg Enclosed = Yes
GBL ELK 2x4, HF STUD
are the responsibility of the building
Truss Location = End Zone
TC
FORCE
AXL 'BND
CSI
Plating spec ANSI/TPI - 1995
designer. Truswal Systems BRACE -IT may be
Hurricane/Ocean Line =
NO , Exp Category = C'
1-2
5
0.00 0.45
0.45
THIS DESIGN IS THE COMPOSITE RESULT OF
used for continuous lateral bracing on
Bldg Length = 40.00 ft, Bldg'Width = 20.00 ft
2-3
.
-2036
0.03 0.45
0.49
MULTIPLE LOAD CASES.
trusses spaced 24" oc. Alternatively, use
Mean roof height = 16.07
ft, mph = 70
3-4
-5
0.00 0.40
0.40
PLATE VALUES PER ICBO RESEARCH REPORT #1607.1
scabs or T -braces as shown on Truswal
UBC Special Occupancy,
Dead Load 17.0 17.0 psf
Drainage must be provided to avoid ponding.
Systems standard details.
BC
FORCE
AXL SND
CSI
End verticals designed for axial loads only.
Gable verticals are 2x 4 web material spaced
5-6
1992
0.30 0.25
0.55
-End verticals that are extended above or
at 16.0 " ,o.c. unless noted otherwise.
6-7
1755
0.26 0.25
0.51
below the truss profile (if any) may require
Top chord supports 24.0 " of uniform load
additional design consideration (by others)
at 20 psf live load and 10 psf dead load.
WEB
FORCE CSI WEB
FORCE CSI
for lateral forces due to wind or seismic
Additional design considerations may be
-
1-5
-178 0.06
3-6
315 0.11
loads on the building. -
required if sheathing is attached -
2 -5
-2061 0.98
3-7
-1839 0.77
'
I.+) indicates the requirement for lateral
_
2-6
192 0.05
4•-7
-162 0.03
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
MAX DEFLECTION (span).
face providing lateral support for webs in
L/999 IN MEM 5-6 (LIVE)
•.
the truss plane and creating shear wall
L= -0.21" D= -0.18" T= -0 3
action to resist diaphragm loads.
Joint Locations =----
"_
1 0- 0- 0 5 0-.0- 0
2 7- 1- 5 6 10- 8- 0
'
- -
3 14- 2-11 7 20-10- 0
77.115
7_1_5 6-7-5
9 20-10- 0 -
7-1-5
14-2-11 20-10-0
S
2
01 25
3
a
T T
38
2� 3
20_;0-0
- 0.6.1 �
5 6 r 3TUB
B
10-8-0 � 10-2-0� {o
10-8-0 20-10-0 ^
TYPICAL'PLATE : 1.5-3 227,2003
All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 7/32" = 1'
TIVARNING Read all notes on this sheet cult! give a copy of it to the Ei ecling Contractor Eng. Job: EJ. WO: 83186
"® This design is .for an individual building component not cuss system. :-It has been based on specifications provided by the component manufacturer Chk: SB ,
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: SB
T R U S S W O R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25
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
A Company YOU Can Truss! noted. Bracing shown is for lOtcral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 10.00 psf Rep Mbr Bnd 1.15
75-110 St. Charles pl. Ste 11 A environment drat will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spaeing 2- 0- 0
Palm Desert, CA. 9221 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Repons available as output from Truswal software',
'\NSI(rvr I','W*I'CA I'- Wood Truss Council of America Standard Design Responsibilidcs,'HANDLING INSTALLING AND BRACING METAL BC Dead 7.00 psf Design Spec UBC -97
Phone (760) 341-2232 ' PLATE CONNECTED WOOD TRUSSES' - 61113-91) and'14II3-91 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 T6.3.9 - 0
9"
2
01 25
3
a
T T
38
2� 3
20_;0-0
- 0.6.1 �
5 6 r 3TUB
B
10-8-0 � 10-2-0� {o
10-8-0 20-10-0 ^
TYPICAL'PLATE : 1.5-3 227,2003
All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 7/32" = 1'
TIVARNING Read all notes on this sheet cult! give a copy of it to the Ei ecling Contractor Eng. Job: EJ. WO: 83186
"® This design is .for an individual building component not cuss system. :-It has been based on specifications provided by the component manufacturer Chk: SB ,
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: SB
T R U S S W O R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25
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
A Company YOU Can Truss! noted. Bracing shown is for lOtcral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 10.00 psf Rep Mbr Bnd 1.15
75-110 St. Charles pl. Ste 11 A environment drat will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spaeing 2- 0- 0
Palm Desert, CA. 9221 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Repons available as output from Truswal software',
'\NSI(rvr I','W*I'CA I'- Wood Truss Council of America Standard Design Responsibilidcs,'HANDLING INSTALLING AND BRACING METAL BC Dead 7.00 psf Design Spec UBC -97
Phone (760) 341-2232 ' PLATE CONNECTED WOOD TRUSSES' - 61113-91) and'14II3-91 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 T6.3.9 - 0
9"
Job
Name: BOVARD ,
GA19 %
Truss
ID: C1 Qty:
1 Drwg:
RG'
x -LOC REACT SIZE REQ'D
TC
2x4.
SPP 1650F-1.SE
Plating spec : ANSI/TPI - 1995
This design based on chord bracing applied
1
0- 1-12 789 3.50•
1.50•
BC
2x4
.SPF 1650F-1.513,
THIS DESIGN IS THE COMPOSITE RESULT OF
per the following schedule: -
2
21- 2- 4.• 789 ,3.50•
1.50°
WEB-
2x4
HF STUD
MULTIPLE LOAD CASES.
max O.c. from to �
Loaded for 10
PSF
non -concurrent BCLL.
PLATE VALUES PER ICBO RESEARCH REPORT #1607.
TC 24.00" 7.- 0-15 13- 4- 0
TC
E
FORCE AY.L HND
CSI
2X4 continuous
lateral
bracing 024.0 o.c.
Drainage must be provided to ponding.
This truss is designed the
1-2
-1751 0.04 0.34
0.38
attached w/
2-10d
box or,common wire nails.
,
UBC -97 Code.
2-3
-1633 0.04 0.36
0.41
-
Bldg Enclosed = Yes
3-4
-1748 0.05 0.34
0.38"
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.
-
'
Truss Location = End Zone _
Eng. Job:
EJ.
w0: B3186.
-
Chk' SB,
.Hurricane/Ocean Line = No-, Exp Category ="C
BC
FORCE AXI. BND
CSI •
-.
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
Dsgnc SB
.�
t
Bldg Length = 40.00 ft, Bldg Width 20.00 ft
5-6
1610 0.24 0.16
0.90
-
- - - - w. - ti -
. x Mean roof height = -16.83 ft, mph_70 -. M
6-7
1624 0.24 0.10
0.39
DurFaes L=1.25 P=1.25
ACompany You Can Truss!
s laterally braced by the rooror floor sheadrins and ate bottom chord is laterally braced by a rigid sheathing material directly attached, mticss otherwise
-
UBC Special Occupancy, Dead Load = 21.0 psf"-
7-8
1624 0.24 0.11
0.35
noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any
TC Dead
14.00 psf
- -
8-9
1607 0.24 0.16
0.41 -
0.00 psf
p
O.C.Spacing 2-0-0
Palm Desert, CA. 92211.
and brace this truss m accordance with (he following standards: ')Dint and Cutting Detail Reports available as output from Tnrswal software',
:ANSUTPI 1 ,'wTCA U- Wood "Truss Council ofnmerici Standard Design Responsibilitics.'HANDLING INSTALLING AND BRACING pIETAL
WEB
'FORCE CSI WEB
FORCE CSI
Design Spec UBC -97
Phone (760) 341-2232
PLATE CONNECTED WOOD TRUSSES'- (1-lIB-91) and'HIB-91 SUMMARY SI1EC1" by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive,
2-6
110 0.04 3-8
130 0.09
Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1 111 19th Street, NW, Ste 800, Washington, DC 20036.
TOTAL
37.00 psf
Seqn T6.3.9 - 0
2-8
109 0.09
-
-
.
-
-
-
- MAX DEFLECTION (span)
'
-
-
- L/999 IN MEM '8-9 (LIVE) -
• L= -0.08" D= -0.11" T= -0 1
Joint Locations
. 1 0- 0- 0 6 . 7- 5--0
• •2 7- 6-12 7.• 10- 8-0
3 13- 9- 4 8 13 9- 4
7-0-1�- 6-2� 7-6 -5 .201_ 0- 00 9 21- 4-• 0
7-6-12 13-9-4 21-4-0
9-11-11 9-11-11 1
z 3 a
400 5-4-0 -4.00 1 ABC
g"
GA19 %
5-5
T
� e �Q
,:, G4q
3-7-13
3-7-13
0,90. S q
'SHIP
3-4
T-0-3-15
T-0.3
1.5-3 S=3-4 3-4
OF
21-4-0
e
' 7-5� 6-4=4 � 7-6-1�
�
7-5-0 13-9.4 21-4-0
2/27/2003
All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H""for 16 gauge, positioned per Joint Detail Reports available from Truswal software,
unless noted.
- Scale: 7/32" =T
'
WARNING Read all notes on this sheet and give a Copy of ilto the Erecting Contractor.
Eng. Job:
EJ.
w0: B3186.
This design isfor an individual building component not truss system. It has been based oil specifications provided by the component manufacturer
Chk' SB,
'
-.
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
Dsgnc SB
.�
/�
T R US S O R K S
to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
�/ �
mareilired on this design nicer or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord
TC Live
16.00 psf
DurFaes L=1.25 P=1.25
ACompany You Can Truss!
s laterally braced by the rooror floor sheadrins and ate bottom chord is laterally braced by a rigid sheathing material directly attached, mticss otherwise
noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any
TC Dead
14.00 psf
Rep Mbr Bnd 1.15
75-110 St. Charles plc ste-11A
environment (lilt will cause the moisture content of the .wood to exceed l9% and/or cause connector plate corrosion. Fabricate, handle, iiistill
BC Live
0.00 psf
p
O.C.Spacing 2-0-0
Palm Desert, CA. 92211.
and brace this truss m accordance with (he following standards: ')Dint and Cutting Detail Reports available as output from Tnrswal software',
:ANSUTPI 1 ,'wTCA U- Wood "Truss Council ofnmerici Standard Design Responsibilitics.'HANDLING INSTALLING AND BRACING pIETAL
BC Dead
7.00 psf
Design Spec UBC -97
Phone (760) 341-2232
PLATE CONNECTED WOOD TRUSSES'- (1-lIB-91) and'HIB-91 SUMMARY SI1EC1" by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive,
Fax # (760) 341-2293
Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1 111 19th Street, NW, Ste 800, Washington, DC 20036.
TOTAL
37.00 psf
Seqn T6.3.9 - 0
g"
Job Name: BOVARD
4-4-14 7-6-12 10-8-0 13-9-4 16-11-2 21-4-0
Truss
ID: C2 Qty: 1
Drwg:
WARNING Rend all Notes on this sheet and give a copy of it to the Erecting Contractor..
RG,
• x -Loc
REACT SIZE REQ'D
TC 2x4
SPF 1650F -1.5E
Plating spec ANSI/TPI - 1995
This design based on chord bracing applied
and done in accordance with the Current versions of TPI and APPA design standards. NO responsibility is assumed for dimensional accuracy. Dimensions
1
0- 1-12
1561 3.50" 2.23^
BC 2x4
SPF 1650F -1.5E
THIS DESIGN IS THE COMPOSITE RESULT OF
.per the following schedule:
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
2
21- 2- 4
1561 3.50^ 2..23^.
_
WEB 2x4
HF STUD
MULTIPLE LOAD CASES. -
max O.C. from to
.
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
'
Lumber shear allowables are per NDS -97.
PLATE VALUES PER ICBO RESEARCH,REPORT #1607.
TC 24.00" 7-11.11 13- 4- 0'
Design Spec UBC -97
TC
FORCE
AXL
END CSI
Permanent bracing
is required (by others) to
Drainage must be provided to avoid ponding.
This truss is designed using the
1-2
-4004
10.16
0.21 0..37
prevent rotation/toppling.
See. HIB -91 and
2x4 continuous lateral bracing ®24.0 o.c.
UBC -97 Code.
2-3
-3777
0.11
0.12 0.23
ANSI/TPI.1-1995;
10.3.4.5 and 10.3.4.6.•
attached w/ 2-10d box or common wire nails.
Bldg Enclosed Yes
-
3-4
-4215
0.26
0.42 0.69
Truss Location = End Zone
4-5
-4215
0.26
0.42 0.69
Hurricane/Ocean Line = No , Exp Category = C
5-6
-3777
0.11
0.12.0.23-
-
Bldg Length- 40.00 ft, Bldg Width = 20.00 ft
6-7
-4004
0.160.21
0.37 -
-
y'
•
mean roof height = 16.49 ft, mph = 70
-
' -
UBC Special Occupancy, Dead Load = 21.0 psf. .
-
BC
FORCE
AXL
HND CST
-
----------LOAD CASE #1 DESIGN LOADS ----------------
8-9
3755
0.56
0.15 0.71
Dir ' L.Plf L.Loc R.Plf R.Loc
LL/TL
9-10
3752
0.56
0.13 0.69
TC Vert 60.00 0- 0- 0 60.00 8- 0- 0
0.53
0-11
3586
0.54
0.08 0.61
TC Vert 145.63 8- 0- 0 145.63 13- 4- 0
0.53
1-12
3586
0.54
0.08 0.61
TC Vert 60.00 13- 4- 0 60.00 21- 4- 0
0.53
2-13
3752
0.56
0.13 0.69
-
BC Vert 33.98 0- 0- 0 33.98 21- 4- 0
0.00
3-14
3755
0.56
0.15 0.71
-
..Type... lbs X.Loc LL/TL
TC Vert 176.0 8- 0- 0 1.00
WEB
FORCE CSI
WEB FORCE CSI
- -
TC Vert 154.0 8- 0- 0 0.00
'
2-9
46 0.02
5-11 743 0.26
TC Vert 176.0 13- 4- 0 1.00
2-10
-204 0.06
5-12 248 0.09
-
TC Vert 154.0 13- 4- 0 0.00
3-10
248 0.09
6-12 -204 0.06
3-11
743 0.26
6-13 46-0.02
4-11
-697 0.15
- -
MAX DEFLECTION (span)
-
...
L/999 IN MEM 10-11 (LIVE)
-
L= -0.18" D=..:-0.23"
T= -0 40
Joint Locations
4-4-14 3-1-14
3-1-4 3-1-4 3-1-14 4-4-14-4-1 �
1 0- 0-, 0 8 0-
0- 0
-
2 4- 4-14 '9 4-
4-14'
4.4-14 7-6-12
10-8-0 13-9-4 16-11-2 21-4-0
3 7- 6-12 10 7-
6-12
7-11-11
7-11-11
4 10- 8- 0 11 10-
8- 0
-
,
5 13- 9- 4 12 13-
9- 4
1
- 3
a 3 6 7
6 16-11- 2 13 16-11- 2
7 21- 4- 0 14 21-
4- 0
5-4-0
400 330#
-400
t
T
2-11-13
3-
=0-3-15
a ,
21-4-0
if 9 lu ii 15 11 Id
4-4-14 3-1-14 3-1_4 3-1-4 3-1-14 4-4-14 v Nzi
4-4-14 7-6-12 10-8-0 13-9-4 16-11-2 21-4-0
2/27/2003
All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 7132" = 1'
WARNING Rend all Notes on this sheet and give a copy of it to the Erecting Contractor..
Eng. Job: EJ.
WO: 83186
•
This design is for an individual building connjnonent not truss system. It has been based on specifications provided by the component manufacturer
Chk: SB -
-
_ _
s
and done in accordance with the Current versions of TPI and APPA design standards. NO responsibility is assumed for dimensional accuracy. Dimensions
Dsgnc SB
-
� ` R��k�'
arc to be verified by the component manufacturer andfor building designer prig' to fabrication. The building designer must ascertain that the loads
TC Live 16.00 psf
DurFacs L=1.25 P=1.25
T�•`8 -6J S S Q/ � 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!
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 14.00
Rep Mbr Bnd 1.00
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.Spaeing 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',
'ANSIIrPI 1','WTCA I'.- Wood Truss Council of America Standard Design Responsibil itics,'HANDLING INSTALLING AND BRACING METAL
BC Dead 7_.00 psf
Design Spec UBC -97
Phone (760) 341-2232
PLATE CONNECTED WOOD TRUSSES' - (1-110-91) and'HIO-91 SUMA9ARY SHEET' by TPI. The T7uss Plate Institute ('I'I'I) 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 S00, Washington, DC 20036.
TOTAL 37.00 psf
Seqn T6.3.9 - 0
r_.
i
9'
Z
p
V
u
_
w
O
W
al
0
Q
0
F-
z
-C
nli
O
�
O
z
<
<
00
u
T
:2
w`
?
O
U
o
_z
F
o
F
�o
—
7)
•�
C!
N
iL
CJ
1
y
a
a
el
O
O
O
d
s-
O
ti
p
O
LO
F
�
... LL)
H Z
Z
L•
S
y
O.
Z
f-
u
Lu
v
i
L`
W
i
DUTCH HIPSET DETAILS
/ C' D O -
VLrlC-1 HIP STS7E`I irlP+tll< m_m
E D
A --DITCH HIP•'GIB.DER
B 2= NAILER (BY OTHERS)
A C.-.:FI;D .JACKS
" END \ VIEW D - CORNER JACKS i E CORNER JACK $.C- WEDGES
_ .��. •1 1 v H HaP'.RArTER
1 " F—i R' .3LOCKL)i6 -FOB. DIAGONAL BRACE
X' - .'D -:AGONAL -BRArE
C " . D
AJ&0ilATE• HA_gCER OR (I) 16d NATLS
(T)-15d*'NAILS \ / (T) 16'd NAILS -/ +
"POE -NAILED a / '
C Ig
e \
1
k �TR17ss-FLATE .OR' Er.D-(T) 16d H.tILS j \ A'
. (2) 16d-#AIL5- T) 16J HA1L5
T£USS-PLATE OR 1 -
TOE -"AILED BALLED - (2) 15d NAILS -
TOE -NAILED. _ END-"A1L.ED
JACK0PTIOrr 1
JACK'OPTION 2v�'�CHiTF`,r
` ��c0'0�y' GAf1L{
DIAGONAL DR.4CZ5 "X" ARE RE UIBED :?p 4
BLOCKING Q AT CENTERLINE AND AT 10'-0" O.C.
"R" IS REQUIRED FOR EACH DLArrONAL BRACE "X" FROli CENTEjLL,
END NAILED INTO TRUSS TOP Ci10$D. . ATTACHED KITH V
(7_)16d HAILS [
AND I!1 LOCATE BLOCKING AT TOP OF DLAGOI!?.I. BRACE
?EiIaEEN NEXT TRUSSES £ACH DI3ECTION (3 BLOCKS TOTAL). BLOC
Oc'i 5;.?' "ROt•i 'RIDGE, OR A DOUBLE
BLOCK tL9Y BE USED TO i` 1L,Y BE. {t`5
DL4C•t?F i.l- BRACE. PflOVIDE A FLUS1i FIT WITH
DUTCH HIP GIRDER, JACKS. AND HIP kA.FTER,REQUIRE SPECIFICtDESIG'N C0,15iDE$9TION DR s% 9
OTHER DzT:IILS HOT SHOWN. l r,
?tAILINC IS 3ASF.D ON AN
8' -
0" I'1A'1.INUM SETBACK AND 50 PSF i(A
GOOD FOC•. l:.tiY SPAN, ANY PITCH, AND ANY LUr:9EA SIZE A1lp Il1UM TOTAL LOAD, AND IS 3
WIND At{D SIESIIIC LOADS ON THE BUILD INC MUST BE DONE BYGTHE EBUILDZ27C DESIGNFQ,
CONNECTIONS FO$ \�
FILE NO. DUTCH HIPSET DETAILS
DATE: 1 aal
�
.. }�
REF .-- _ _s By: L.I1. 1-K. G?'- 5V ' al°t �T
Vii'. '• ..-.--�.�,-......-.�-
SUPPORT REOU'?EU
EVERY 4'-0" mA>::PRUM.
A
TYPICAL END JACK WITH
VARYING TOP CHORD
LENGTHS.
HIP GIRDER (ONE OR MORE PLY),
WEOOE Oh"
„. BEVELED TOP
PLATE UNOER
JACK TOP
CHORD
E(TENSIONS.
F9R WEDC'.. LISF (7)
10d TOE -NAILS EA. FOR
TOP PLATE, NAEL W/10d
G B" O.C, INTO TOP
04ORD OF HIP GIRDER,
48" MAX
B
HIP TRUSSES
BEARING SUPPORT FOR TOP CHORDS OF END JACKS
WHERETHEYCROSS SUPPORTING MEMBERS.
1, FOR REACTIONS OF 3009 OR ESS THE TOP CHORD t,'AY BE TOE -NAILED
TO THE SUPPORTING MEMBER WITH (2)1 od Nall.:^,
2. FOR REACTIONS GREATER THAN 3005, THC � -7 T AILS BELOW MAY BC
USED TO PROVIDE ADEQUATE BEARING SUPORR T ,
S, SIZE OF WEDGE, BRACE OR BEVEL CUT IS DETERMINED BY THE
REQUIRED BEARING AREA (OR LENGTH) AS SHOWN ON THE INDIVIDUAL
TRUSS DESIGNS-.
4. FOR EACH DETAIL BELOW THE TOP CHORD WAY BE TOE -MAILED TO. -,HC -
SUPPORTING MEMBER WITH (2) 1 O NAILS,
S. UPLIFT REACTIONS, IF THEY EXIST, MAY REQUIRE ADDfTIOfJAL
CONNECTION CONSIDERATIONS IF THEY EXCEED THE VALUE OF THE TOE -
NIAIL CONNECTION,
C. OTHER OPTIONS MAY BE USED AT THE D(SCf��-:'i ION OF THE BUILDING
DESIGNER,
P, REFER TO OTHER DETAILS FOR SPECIFICATIONS RELATING TO A HIP
SYSTEk. THAT ARE NOT SHOWN HERE.
DETAIL OPTIONS
--------------
® r~�
LAYINE:IION OF
LATERAL BRACE 19
BASH ON BRACE
FORCES DETERMINED
BY THE BUILDING
DESIGNER,
ET1D Oa
LATERAL
' CRAGE
MRArF MY
OVERLAP WITH
TRUSS CHORD -
NAIL CHORD TO
FACE OF BRACE
a WITH (7) 10d)
NOTE: BE LEDGERRU MAY B USED IN -:=T
FACE
OF M
OETAILS SHOWN ABOVE, LEDGER AY BE ATTACHED
TO EITHER FACE OF TRV3& WITH 10d NAN..3. SPACING OF NAILS IS DEPENDENT ON LOADING CONO(TIONS.
_ ANO SFjgULQfill.IpJE*TERMII1E[Y.&KRUILDIC.:'2.DE3lGNEit�«
Tt `S 0IJS PR®v10E0 AOA 3UooEt+rED BGLUTi o `_Cuc..Tlaii
e q� V' -',TRK R 10 NOT INT oes.TO REFIACO 02 SUPEFYCE02• A" slT
0!':TAOL NAT WAY NAVIF 1 PROVIOPa OY TH4 8llmma ozw,,INE� .IT �
TV:;t RE86'019M411.TY OT QT14EM TO VMFY Tlie'AQMUACY 6F 'iHll� 06TAOL
I@: Rllftd1T10@l TO AW rIP�Cft PROJOT, AQ TO ITC AL+vL=T1*' Atd¢! f6tTfi 41
r;. A� ?t189 TQI T{p2.0.°; APN °IS«"l Ali IAStE� TRUtWkL tnTe= Af .1: ",LR No
R`lC+ONt16tFdTYI"PR: I OFHfrTfOG"S oA WORI(4zAf€c?�4e9crleA .�
-f-----_.,.
BNCt CUT ON To -
0 -:01110 OF TRUSS
OR "b'Coimi d .'r
I'OP CHORD
MEMGM*r NOTE
THAT HEIGHT OF
TRUSS MUST ALL 0W
FOR THIS.
/ >,'
; J�
BNCt CUT ON To -
0 -:01110 OF TRUSS
OR "b'Coimi d .'r
I'OP CHORD
MEMGM*r NOTE
THAT HEIGHT OF
TRUSS MUST ALL 0W
FOR THIS.
PRESSURE BL
OCK.ING DETAIL FOR END JACK BOTTOM CHORD
UP TO 10'-011 AT HIP NO. l WITH CEILING LOAD Or S PSF
I
1
PRESSURE E LOCK
NIP NO. I TRUSS
3-I0d WITH 4-16d ;'AILS 3-10d 3-1 Od 1RESSURI:: BLOCK \LS�IDE
,
WITH 4-16•J'NAILS 3-IOd BOTTOM CHORD OF `--__KO.C. TI:'ICAL HIP N0. 1 TRUSSEBLOCf{
3-10d
y NOTE: ATTACH 2X4 DOUG FIR PRESSURE BLOCK TO BOI'TOMV.✓
CHORD OF HIP NO. 1 WITH 4-16d NAILS. BOTTOM
CHORDS. C :i END JOINTS ARE ATTACHED WITH 3-110d
NAILS T .�°
A . AICH FND OF THE PP�ESSRCUDLOCh
'.
PLATE _ COOE i 'SPACING - - OAT[
-------------
TW20 UBC NA S/1S/97 :ciu: "'( Rs"p,lslestlr, a Du "S In lsc(41/ N " '
film pF, Ip t0AU3UI( SIwVCI /1 1 IM 10103 VI II!!CO D+ IN
fA UIN(rri1O 1$ Igl(INII IC /1(CO4O3, /lp P(S pRle rirll;"(I:ll�sS to '91) p e, .l l.( S lOC1l"C BVI DOICC CCOO(EED Ipq
'""`••—"'rAAA� p r+BgIUilt C n CIOn o /1 E 0 OIM(uS 1011.t ACCl/'ICr v(olor al
�j�y gO� .1>� • rAnn l+.r l0�l S�IAII,COW�er YIIH nT 9' K l (S YIOvn .q( InVSvAI I6. 11. On ip c.r.0 (C!f l(D
{B
U 9n1 (Ilt In1JiC D1' Ntra.( A\l1 k Vl/(ls I IE 111 CMIIRpi Nlrllrl\' pI 114 414 0111( Irlill iVl(,'Sl nll /rIJ I
i�I111U'11 �IcWr 3,��(tIW'pCIRMli7'Ipl nt Cdl UOVSI.�I q��IOVAt'Irt1rS�'(`I(�eet.
�S[OVp1Oa'n11iI�On�np i�5 E
NWAL
! 1I,I1111G 11 IroM IIU n I er 10 nt ROI IOr A C 0 Br Sof •. r/rin6 V'^ItS D11'(4v15(..S'111 U.tt Y1,(41
7Ad►+0 E Uu;lllr, vul(i �l st cu�M��s'^tmii Soslio( EAU,
IY.'%I'0'!,,
�.... (ii'0�1^u'Iro�iw?i�i. �gYtcl Cu(G1nOh16!pl"opl nr lr AjC��O•I
�� IE ,ulr 11 n 1'X1hW W11n Ip 'enlC 11111 r9nn i S
MCO ItiUSWA SYSTEMS l'I (IM r Nlm p� 11 IJ Ilvll rlrn( (Ir31 I K'• ogpnt4 / IILU lnCC11O11
-... l EISCORPORA110N liioul�u'i�illuliiiuisrs ill;^�iw (aulals, (nuiottrni°',10'N11C1AnD3 ari;Kllwss 'o ..nl,(rrl s psoo(:
Y 1 191 11X1: Dq C bl el, nilC(D ISI Irll DI ( 11 Y Sj
JIMIIC ILIUS In"11CI�IO�r 01 Cfii{41fD'llCll C'�wn%ilr 4CDon0S 1O•Ih �.ve(4.._witi rtCNl((SS ev `oiiliisr(a ri�l'°iole
1 1
_ink Narnn• Q1rAKrn t nn xa.rn n
""ung"" lRar- ;ectal 1 VK rs' 661.'BACK Truss ID; RAF -4
p -x REa UCI 1 TCP 00,.% b(4 Fl �1 Btr, Qty; 1 1�CW�'
�.� Plating spec PNSI/TPI 1995 U'l�fT REhCilCs _
THIS DESIG.''; IS THE CC�OSITE RESAT OF
-�
SLIDER 2x4 Fl M1 R, 8tr, T Plf LOAD CASES. sy�Po°(gtt 1
PIATUIG 'ASEO ON GREEN l!MER VAUJES. PLA VALU:3 PSR 1480 RESEARCH REPORT 1t1trA7. This thLss i3 c siyrnr! usi(g the
Pent w-acitt��p is re?yi(•ai (b/ othe ) t d9
pprrep t rotation/toappppClrr�q. H!Bg�-5�c�s and Bl Fncl =Yes . Erd lco-le = Nb
AtdSt/TPI 1-1995; 1v.3.4,5 a 0.3.4.6. Hurricane�,MqqL.Iorgf� , Nv , oho C
Bdg
Mean (Loohtt 8, BB•�ldg� �kiyd{{ttit= .OQft,
Classification = 4, 9xLX = 12.0 psf
--UID CASE #1 DESIGN (AADS.
Onr l.Plf 1. R Ptf R. Lm 11
TC Vert 0 0-0 12.3 9-10-13 55
i TC Vert 30.0 9-10-13 ,0 117 5-12 S3
• 11.1-12
1
2 f I
i
X2.63
VYL f
P
S4 4 (e
i
2-11-5
star" \, W
t 1 I Jr Hfy��� •
, 1
I. i 112" GAP MAX
�-9-1
N
3 ST\
- 1L -1-12-I2 • � � U
Truswa. Systems Plates are 20
"H"(16 `ga, unless shown by 11 (18 a.) or
a.), positioned per Joint Report, Circled plates and false Scale; 5/16115/1611
frame ;% are o. -ed as shown above.'
Lvc
Read al! notes on this sheet and give a copy Off'( to the Erecttrtg Contractor,
T6L dolga (t: w lolly dual bulli co p top p y t component laffoirmCN e. ad done N TBF . 29, 3 A'C ; LLM10
In( mpooeet It tem been broad on r eci( cv ro rovldd
np'ls Y� toeocdaneewilh9e current veeeiotr of TPI and MPA de�lgn read'aid., No ra,wni6�11y i; ee�umod (or dimomiaml occurncr, Dlmetuiom are b be Ct�k CUS tomel' Name: ,
®6 f®CJI °rlrr°d by th° c:mponoot.maar(actunr and/or 6uilding derlgner prior m (abr(catloa. TLe buNding derlgner rhall urerbdn dot die Imdt ud(Ixed °n Dsgnr; MLC = $
not
grb design rode; ar exceed the loodlog imposed by the local buUdlog code, It k auumed That the ;np chord is IabwDy braced by he res( er nox
SYSTEMS ��� aye` bOtlo`° chord 4brnlly brocod by a rigid rh®leg materhl dlroody attached, utdeac other rLe noted, Bracled rhown d (« lektolLi
support o(coReroeeb membenc oely b reduce Wckllog length. T%k compamntrlull sot be pk^ed In any emrlronnen( tl�it a4N taws the moleNro TC IveTC De9(( 16; 0 psf Durfaesp-1 .2
content a( deo w: ad eaceed 1076 ander cause eotuteetor plate earraion. Pa6r(cab, handle, incl( sed brace �tetnea t Q p3f Rep. hhi'';B�d 1. 00
1443 N^ }. 0e, Ode S paadub; 'TRU-'COM MANUAL', 6y Trueval, 'QUALITY CONTROL STANDARD POR f,,wr 1L PUTS CONNBCTCD WOOD TRU33PS g BC live 0 p3f D ; C. Spec i fio 2= n- n
priagr, 00 txrar
(QST•86),'NAl'.DLINO IN9TALLlNO AND gRACINO MB ML PL/TP.CnNNRrron viiia rerronrn. _ arra
i
END JACK STANDARD DETAILS (CALIFORNIA STYLE)
TRUSS PLATES AIJD LUMBER
AS SHOWN, OR PER OPTIONAL EXTENSION
INDIVIDUAL TRUSS DESIGNS.
' 3-4
A
(3-4 ALT.)
2-6HIP GIRDER CHORDS
I CONNECTION DETAIL "A"
l
L(TOP CHORD TO HIP GIRDER)
F�
JACK TOP CHORD
RUNS OVER GIRDER
"i OP CHORD.
l
CONNECTION DETAIL "B"
(BOT CHORD TO HIP GIRDER)
�,x�°.•�„ : ar•� fir t
LUMBER REQUIREMENTS: _-]
JACK TOP CHORD: 2X4; 92 OR BETTER DF -L, #11#2 OR E' -=7 -TER CAN S -P -F, #1 OR
BETTER S -P -F, #2 OR BETTER HEM -FIR, OR 1660E MSR ANY SPECIE
JACK BOT CHORD: 2X4; #2 OR BETTER ANY SPECIE, OR 165OF MSR ANY SPECIE
CORNER RAFTER: 2X6; SELECT STRUCTURAL ANY SPECIE, OR 166OF MSR ANY
- SPECIE, OR DOUBLE (STACKED) 2X4 PER OTHER STANDARD DETAILS.
-TOP CHORD LENGTH MAY VARY FROM 6" MINIMUM TC 3'4" MAXIMUM, WITH
EXTENSIONS SUPPORTED AT 48" O.C. MAXIMUM-,EYOND.. .
-TOP CHORD MAY BE SPLICED AS SHOWN, ABOVE THE :HIP GIRDER ONLY!
-BOTTOM CHORD LENGTH MAY VARY FROM 6" MINIMUM( TO 8%0" MAXIMUM.
-DO NOT SPLICE THE BOTTOM CHORD.
-T(,P CHORD PITCH MAY VARY FROM 4/12 MINIMUM TO 3/12 MAXIMUM.
.BOTTOM CHORD PITCH MUST BE FLAT (0112).
-TFIIS DETAIL APPLIES TO 45 DEGREE HIPSET JACKS W -M CORNER RAFTERS ONLY( .
CONNECTION DETAIL "C"
(TOP CHORD TO RAFTER)
JACK TOP CHORD
MUST BE SINGLE
BEVELED OR
DOUBLE BEVELED
10d or, 16d MAILS, THHL)LIUM
(2) 10d or 16d NAILS, (2) 10d or 16d NAILS, EACH JACK'i.C. INTO RAFTER,
THROUGH JACK T.C. INTO THROUGH JACK B.C. INTO TOE-NAILEQ, PER SCHEDULE
'BIRDER TOP CHORD, TOE- GIRDER BOT CHORD, TOE- BELOW, 'JR ADEQUATE
NAILED, OR ADEQUATE NAILED, OR ADEQUATE MECHANICAL HANGER PER
/IFCHANICAL HANGER FIER MECHANICAL HANGER MANUF. CATALOG.
t MANUF. CATALOG. PER MANUF. CATALOG. NAILING REQUIRED:
2'-0" & 4'-0" JACK T.C. (2) NAILS
NOTE: IF 2'-0" SIDE JACK BOTTOM CHORDS ARE USED (INSTEAD 6'-0" JACK T.G. (9) NAILS
OF WEDGES AT THE WALL), THEY MAY BE ATTACHED TO THE e'-0" JACK (ONE FACE OF -
RAFTER ONLY) NAILS
(BOTTOM CHORD OF THE FIRST END JACK AS PER DETAIL
-
TC Live 96.00 ps[ DurFucr: L=9.15 P=9.26 DESIGNED FOR 10 PSF NON -CONCURRENT BOTTOM CHORD LIVE LOAD.
Tc 0cad 94.40 psf Rep hlbr Bnd 1.95 PLATES & NAILS DESIGNED FOR GREEN LIMBER VALUES.'
' t
Dr. Live 0.00 psf o.c.spacinD 2- 0.4 WIND LOADED FOR 75 MPH. EXPOSURE "C', MAXIMUM.'
NO POINT LOADS, MECHANICAL UNITS, HVAC, SPRINKLERS OR OTHER
DC Dcud 10.40 psf Oeslpn Spec UBC -97 ITEMS CAUSING ADDITIONAL LOADS ON THE STANDARD JACKS IS
TOTAL 40.44. psf DEFL RATIO: L240 TC: LN80 ALLOWED. WITHOUT SPECIAL DESIGN. J
z fa- mi wmu
THIS DETAIL IS PROVIDED ASA SUGGESTED SOLUTION TO TH: APPLICATION
SHOWN ONLY. IT IS NOT INTENDED TO REPLACE OR SUPERCEDE ANY SIMILAR
DETAIL THAT MAY HAVE BEEN PROVIDED BY THE BUILDING DESIGNER. IT IS
THE RESPONSIBILITY OF OTHERS TO VERIFY THE ADEQUACY OF THIS DETAIL
IN RELATION TO ANY SPECIFIC PROJECT, AS TO ITS APPLICATION AND INTENT
APPLIED TO THIS OR ANY SIMILAR ISSUE. TRUSWAL SYSTEMS ASSUMES NO
RFSPONSIRILITY FOR FIELD INSPECTION OR WORKMANSHIP QUALITY.
1 -PLY OR MORE GIRDER
B B B C A
.. C B B
C
RAFTER
C
4598 1 p s
Exp. 12/31/0E
4.r C; Wi
�F OF CZL 0b '
DATE: 4/6/01
REF: EJ -1
DES: L.M.
PEAK PLATE: 3.4 Met; -
• 8.8 1Tx0i
MAXIMUTA 1'-0' EAVE WITH �%�' - _ __- -•��•.,
} 6'-0' MAXIMUM BLOCKS P 32'0.c. OR 2'-0' SAVE,
1 BRACE SPACING MAXIMUM, WITH 4x2 12 OR BTR,
II OUTLOOKERS CUT INTO GABLE
32'o.c. r 1
V I 2x4 12 MINIMUM CONTINUvUS 2X.4 BRACE
I 'I STRONGBACK GRACED TO ROOF
,
STRUCTURE AT6'-0' MAXIMUM.
STROVGBACK AT; 2x4 STRONGBACK 8RACE0
4'-10' CLEASPAN. 70 MPH AT EVERY 81•0' MAXIMUM
lYP1C:Al
jiNECTION 4'-1,5'CLEAIISPAN,. GO MPH
�C -
MINIMUM GRADE CHORDS AND .
STUDS 2x4 STUD/STANOARO.
STUDS TO BE MAXIMUWi 24'0.c;
/ I
WALL BRACING PER BUILD
DESIGNER.
_ HCEL PLATE: 3-4 (2x41
-- � --- -- 1 5-6 (?.xG)
- 6.8 12X8)
BC SPLICE,, 3-4 12X41 -' .•
Ll -
5 -6 12X61 CONTINUOUS BEARING WALL
8-8 1201 I r Ix4.CONTINUOUS BACKING
WITH 16d NAILS AT 24'I-
,. TO THE WALL PLATE, I
GABLE ENO FRAMING CONNECTION DETAILS (MIN. NAIL REtlU1REMENTS SHOWNSCCTIOKi A
MAXIMUM 40 PSFLIVE LOAD, SHEATHING TO GABLE 2x4 SOLID BLOCK( WITH 3.18d NAILS
DQ MP41 WINII F1tFY1S41RF C EA. ENO A.NQ Gd NAILS FFlOM SHEAT111NG Bd AT 6" o•a GA6LE �-..�
Tnusa Ga A,T 6• a, %I ' T6 BLOCK A V--6 6. - l .a/ f Hl7r
IES THAN 20'•0' WALL HEIGHT. 11 .
• -" �
BRACING DETAILS 1.18d
I A' NOTCH 32' 2.164
//( SOLID BLOCK
Z 18rr . WITH 2.18d TOE_.
2x4 BRACE NAILED EA, ENO
WITH 4-16d NAILS
..• v arnargf - OAfE
MODEL 20 UBC CONTINUOU> 2/11jgo
rr''a . R n l r, rr^%. r- T A t 1 ,-
WAAN(NQ Read all nott;,e on thle thee(' and give a copy of It to the EiecNng.ConlrPclor,
thb tletlq� h or 1n iwllvldual•bWk.p ""OK II his baan basad on
accadnnce with Ina. avrretM ra+tom of yp Md AFPA xieokallon_ provbad by 04 Compon- d manytaau er and dorso In
pyo to Ilo •tnLed by IM a n"I "MI Mahn dool9 A1. Ma roapobrl M a7tumW la dMnentgnal adM�Cr olm.nayna art
®' Wpit"d an edl der ompp eolwar Ir ,ed7by N local adIlo, to IabrlCttlon, TM bW10mg dulenm thi,l,a ic-bla Inst dro batt
e16W pin meal or e■aW dro loading Ynpo�.d
aid or Ikor 7hattlKn and MN botlam � � Boal W'� rode, h h auvmM thN eq.lop chdrd le'IHwalfy breeot by eK
tl�o.,n o ChOrd is Ia1MXy bead by 1 deb 31—h
�.'®. n for hilae( wppnrt d Comp~ls m.mbin only to rMva buchuna bnolAq ymjaau n4 ^aHattacked. runlnaa oln«rMi aNed. erednq
�•M rhu,a dM nglnae comm. a n,,, .-....... . _... ....
j P.It,:rnkit: Sutd Co,uieelion with .1;1it
;j
\m,Stu d
i, NUT E; Vent Ulocica map be omllleJ. ' Connec)ion '
.1 "here no yenl Is required, \ DESIGN FOR TYPICAL CAULS END TRUSS
01t3l. T•3i.
a Itgx x ,
j
it Crown >I'1
n l 1 /{"lone
8.
» - 0-2, S/1 T-11 or equtl
i o'
o' 12
—� varies
9
0,11, T
f-CAIILh ENO TRUSS
to :ult vent or oullookcr
Cutout for 2x4 I.Id flit Cutout for 2x1 laid n%I 2-I6d 4n, xT(l
(Spacing per.bulldlnq linal (Sp':cin( per bulldlnp plana "
~ TRUSS .
� t
2-16d nail
c°`I Truta
O .tic
lxt na°=on I
r
• w,llh Bdnapc at 16 ":o. c; �2•lad nails 'L+ r�'` +r`T�,
( (by builder)
1,../�.
"OFF STUO'�UTOUTS "ON STUD°CUTOUTS.
r•�ti"" �I 'h �`•' t
DETAILS FOR 2 x 4 OUTLOOKERS ?lilt L:M.
* GABLE SND BRACING
j
r».+rn.ator.nROr.t iib\v r. .i r..,+', +.r n,.r ,, ,,•I rl�.'.++,w... ...•.,+... rlo...,0:..�a».�.+., w,�w.„�wr.w+
;%lie ilo, Cable End Trust •�w:.»..,w..,, rot, • ' i
»w )o l.•r<w.+gr.ti_illi.w,r.n.ti..Ir,J1"4..1.r..,Av.p.../..4n...-r... ..,/, ll•.,tM.»..,�t,n. TR.USWAl.. ANAHEI
jGalt; 121{/28�tr�N.aAt . Dont«acartmt(W It ..t\ [l OETFIOI'
�itf: Dc 1, Dy: JN Ck. Dy: , i.»...r+T..t,-. t At «t.. ...tr,L•-.t I., .,
'nr t.+...,.-,:4 A.woo.•..w.....•...�i,�,. ,.. r,«,•,...i ..t.. ..,....t i,r.t..�»w,.w\,... tet o. nn. 1101 ..nn, :r t;.
ATUNT _.
71,
TRUSWAL SYSTEMS CCIRPORATION"
44-45 NORTHPARK DRIVE, SUITE 200
(800) 322.4045 COLORADO SPRINGS, COLORADO 80507
(719)59 0.%W FAX (719) -59&-8463
VENTI:.a
F RAA -A E;.t
T
Notam;
Th+'nQ"-urn Total Too Chord Load = 48 PSF
TRUSSES @ 74" O.C. "Aimurn Top Chord Dc -ad Load = 7 PSF
` The deign for latera! Ick; & and 'heir connections is
GIRDER PES#GMED TO SUPPORT the responsibility o! Ibe Suildinp Obsignef. TTe details
T rtE-tst' TRUSSES pfd odd... BrraviQ' and vAnd
up1iA lomds on?y per the U8C.
i
TI" mum bind cpasd is QS 1►tPM, '?5 q Mee
0 i. \�Height I—).E.P.
( 164 bVa nailt 2fS q?;, lhrcvgnool, except as noted (In details) .
+ The Center Ridge riaRc ( CRR) is 2 x 6 stud. Attach this to
I C the 1 x 8,with ¢16d toe nails ( 2 from each lace I. Anach She
opAOstlx end b the I,, the same.
PLAN V1Vtl %1 ELEVATION( V1EW4r The v"07 Ratters, puff; M. and blocking maS•ml air. Z'x i stud.
The ?dung mum be spaced 24" O.C, and be adequalely bra'Q d
. in the lural diregioo a-- f>`0-0 O.C. Attach this blccJOng to Il»
Valley Ratter wile 3.16d Attach N,is blocYfng le the 1wrGn wiUt 2-7 iSd-
the .prey arospaced 2<".O•C .
• " - _
The Purlins•afe full long•h under the valter sal qnd must be ins;alled at
24'0-C. They are SO be anach
Mth 2-, 6p nai Oil lL onli vows Icngjh INS IOP chord
CcNTcR RIDGE DETAIL A K. tr IhayPra not one cominvous length, add a 11" long
! Haile! 10 the (ace Of the press lop chord .villi �i6d End one put sr_lion.•-
RAFT@R, DE 7All 5 on the Iruss and beptn :be additional
s++cdon on the nailer.
VAL[_ Y RAS TC,R .. A 1 x 8
Perimelo! runnea must be attached IhrOugh the sheathing and iNc
V (TYP of
of �hol Io+v with 3 -So boy.x nails. This I v a follows the oulvde prof' -
�.
• - � I
Th. Vat - .. - - -
1 5 I-' Rafters are s6,ecgd 24' O.C. Anach them to the CRR with
1- t W 10• nods. Artach Lis aP➢�a end to the 1 : a with 3-bd toe nails.
2-tBd 2X<BLOCK
TOE N:1L5 PLAN VIEW WITH
(TYP i 2
A.
BLOCK WISH 16d
<•tg5o z
PL" Vl_W
Ai
Zt
C:7.;,,.•. C t Y Dr-TAILID...� ,� .•t
PURLIN t 5. P=RIMETER 1 5
i RUNN=R
I 2 X < VALLEY -
BLOCK
WITH 2 16o271 wa ri1 P [�
NAIL _
TO
Nd,IL
5
ra
TRUSS TQP
CH0(3p ry0 S r
T/18- 'QO D.o
E+ EVA7 n1 5MEATHMOC
El :EVATION "EW
Dr -1
DET -NILS
-0
.01-USWAL sysa,plfs R
T13i.C01,1�N,,.ECT,
ONS
.By _;� PROJECT Po i;:WPLXCE OR SUPEp.SEDE
)ETAILS
HAVE THEY "'BEEy NEER Ok- ARCl-l_r'-;.2CT ON'A
1) ro PAPTICULAR Pf',QJECT, la, 0,
P- SE'IS-UIC AND 70 -IND FO;zcEs ACTING ON THE CONNEC_
"O"S FRO -K THE RESPONSE OF THE -
-PIIA,T THE.! AIPPROVAL STRUCTURE To SUCli LOADS. IT
USING Tff&�E DETAILS. BEARING IS -RECOMMENDED
OF THE PROJECT ENGINE -_E OR ARCHITECT DE.OB Al ED 0
MUST BE SATISFILD, REQUIREMENTS SHOWN. ON, SPEC-,pIC RX
INCLUDING CONNECTIONS if - OR -TR7U,5;5 DESIGNS
UPLIFT REACTIONS.
TRUSS CONITECTION TO EXTIZRIOR BEA -RING j3i4LI,S
TRUSSES @ 24-,O.C_ (TY -P.)
Locj'l
'I -STUDS
A L j Tl 6-
(T
(TYP.
'.-BLOCK
TOPPLATES
SECT- A -A
OyD
SOT
27 CHORD
PROCEDURE:PROCEDURE-
. . I
I TOE -NAIL BLOCK TO TRUSS WITH 1=16d COM14ON N-AJL. Ll
-'
2 PLACE -NEXT TRUSS
TO TOP PLATE AGAINST BLOCK AND TOE -NAIL TRUSS
3 WITH 2-16d COMMON NAILS.
4 kND NAIL THROUGH TRUSS INTO BLOCK WI'T'H 1-16d Cotim*ON NAIL_ �LACE NEXT BE T
5 -DLOCKS MAY BE AT RUSS AND REPEAT STEPS I THROUGH a
ATTACHED TO TOP PI�AI,E WITH SIMPSDn A35F (OR EQUIV. 11LICHORS 'SEE XANUFA_CTURERIS
$PECIFICATIONS. CATALOG FOR DETAILS AND
TRUSS CONNECTION TO INTERIOR BEARING WALLS
,.,—B,C- OF TRUSS OR
END VERTICAL RUN
THROUGH TO pp-A_R:NG_
c
W,7A.LTL MUST BE
AT 14RIGHT SPECIFIED ON THE: DESIGN DRAWING OR X
MUST ]OF, SHI101ED TO THE CORRECT HEIGHT. 0
'USE. 2-16d �ONMON oj�
NAILS TOE -NAILED INTO THE
THROUGH EACH TRUSS. TOP PLATE
DIAGONAL
BRACING IS
(OR WA,") REQUIRED AT ENDS OF THE BUILDING
AND AT A 2LNX.
BRACING OF 16' INTERVA OF C.
'xl LS ALONG WALL.
� IS MIN. 2-X-3 MATERIAL WITH 2-M NAILS EACH END-_
BLOCKING SIMILAR TO EXTERIOR WAL
L DETAIL IS
REC010EENDED.
TRUSS CONNECTION TO NON-BEARING PARTITION WALLS
I ------- zz�__
MALL -PERPENDICULAR TO TRUSS
.CHORD
2X
TOP PL.XTE---u
77.11 . SECT. B
1-16d CQMM0N'NJAJL OR'
SIMPSONiSTC (OR EQUIV-) TRUSS CLIP
FILE NO, CA -1
DATE: 9/19/92
REF.: . DES, BY: L.M. CK. By:
TRUSS
(Typ -
WALL PARALLEL .TO TRUSS,
2X4 BLOCKING
BOT CH
Top PLATE SECT. C
C TOP
1-16d COMMON NAIL OR -
24" O,C_ SIMPSON STC (OR EQUIV.)
'TYP.) . TRUSS C -Lip
;ck.�.::
C�LQ'�3a3f 200
GO VJn,7
.of Trul C%331 ��i4
ntin�ring: •
TIS .TruIw�±iri .
f4'+s . II.:correctlY design .:.the :Ioc cation
ltat l .it is r fod to r� twt .lirv� .. J..(CLf�1..on bis fof
fro;rr<Tru al iil tha} � :en0n~ng :df ina5
�,- "
for r:li r r rJeeiin. bF .. cro�c. !-�t-e .locations of .braces
TrL. I a � rn . ral .this:.brpcing.-is.;done .b
r p� tura �-!i of a:.1 x. or, 23c y wing
of t# -W :(attached .to the. top or botto n
►unnif►g P�li�u!
.trusses. ;and :;adecately
d €� bred to the buil*ng. per the bui01't ion). Thi forng ire king de*gne(See
other
Options (when CLB bracing• is
that Wl also sodw.
t—r191 --TstOt bracing): aging meds for- individual
A► 9x or 2x stn�fcturally graded °T" brace may b., nailed flat to the.
of ff m r : vAth 10d comrt�ran, or. edge
brace is r,��ui;�€i or May r nails at ;�„ o.c. if only one
-
Of be f to-19s.of the -member if two
�•esves ae r�'•c;uir�ci. The :'T' ���, must .ext?
} f nd -a ninimum of 90% of
II �•'s Imo; h•
I 2 A (.-Odd
-on) of the Serne SiZ _0fId Structural
rTWY be nad#� to one . faces of tl� : as the member
gats at $ o, c. if ' r � w*th._ 1 GO man or box
F onaY.one..bra is Fuir+ .o'.m M be riles:; 10 both
f ar the nw m er if two br
V � are regLlired' for ams are r saiFed. .' A, minimum. of 2x6
s (s} mint r� ming .14'-0,, in •.longth.
3, y r d a Minimifm of 90% of the rm�rt>�ers Iangtt�.
'�,airinca rncx•e tharn t#�,.-s �►�.t use
br•aciN or a �±i�ainatian caf s*�bs �,� "-� braes, Perpend icular
nom.. iho01, ,€iaEi y other
approved by the building designer.
6RAC E
` SCAB
{
'90%L
r
• Q�� ►�RCH/TF�,T
t"'l ccac ed a Truswal'-engi r if there are any que iirsns.
I A-USS'YS�E�,4S
4445 dRVE, SUITE 200
COLON *FftW CO x( 07
-(DW) 3+22-4045 FAX: (719): 58o -g463
-----------------
To whTM it may concern:
i
It is peffnlssible to repair a False Fr�rr�e`_
Joint
Prolvi U1W i- Mdith the procodura.oudined below,
�� si:;nts are true: '
�+ Cei{ing I)ading is 10 PSF or less.
I Tri We APaced 24" o, c. or less.
lo, Faise Frame v-Wticais are Spaced 6'-0-•o.c. or less.
tolllo" paint -lam of uniforr;i 1001:111001:11" are present on ne false -
fraffla tUt woulo oamae the IcNadst9 CXR 10 PSF.for any reason.
I® The t(s) .to rqpair doej not have a ..su
i Unth the joint. not t)'awring directly
}m: There is no damage to the lumber at the joint, such
as excessive
sprits, craelFs, etc.
The jQ" fits tightly (witNn all TPI lo�-_raru>s).
o AMJut in ft fie ffarns is 2x or 2x3:
GDX APS, Group
by 1 plyv0ood (or equivalent O.S.S•) °3d�t, 4° wide
�" lvr,�, or largo.
2.
fly 9U&SWto #W faC8 of the tn-t" at each joint with a mis ing plate. If one `
foe.§ of tides has missirt9. ply t I��i is required on only that fes. If
both faQ&a of the Joint r.
tiathen the
3 Is fegtJtrBd on each face,
U(3) rig -4 "0 e� rnom , from faces
( see detail beqowy. .
i -
i
CAI J. ai nt
F se fry reters only
To lnort-mal members
riX
(Ze�o design Vis).•�c�pRRCy/TF .• �_-
F >.�i
i . v �• ��Z
®--a>
4" 1ot's�
v
- SECTION
y i
MAX AN1 WIFD SPEED IS 8 5 hfPH:
CHORDAL AW' 2-164 NAILS TOENAILEDCAPTRUS&
IN LINE WITH THE D,
CNORDB HHV; NOT BEEN CONSIDERED. � �
THESE LOAD!' AND THEIR REQUIRED
CONNECTION? APE THE RESPONSIBILITY
OF THE BUILD 110 DESIGNER,
( 7.-104 NACLS
12 / ZX4 BRACE
• ANY ' ITCH
REFER TO THE APPROPRIATE \
TRUSWAC DEMONS FOR THE
REQUIRED WEE CONFIGURATION
FOR BOTM THE CAP TRUES AND
THE `UPPORTINC BOTTOM TAUGS,
BOTTOM TAUS8
r O,GH
�
i 2x4 coNnworue LATaka `�� A\
,,ACIN@ APPLIED AT 24`o,c,+ CHOR'D,'WEC S17F ARE cr
ATTACH EACH 81RACE TO THE PER rHZ APPROPRIATts
Z-10
T
80TT0TRUSWAL DESIGN,
1� i�A1S0 WITH
NAILS AT EACH INTERSECTION.�cj d
TOE -1404L THE CAP TRUS® TO
THE BRAC -4 WITH 1-18d NAIL
FROM EACH S!"- Z AT EACE1 Pt1
cone 3PAc14Q Ong — -
• WARMING Road sit no(oo on this sheet and Ivo a o0
Thb de.tmtb tar to lndMkhtd y,aie B AY of 11 to INS Erectfhq-Contractor
WW" eei.pawrt %hae b.on oeaed ew tteodlleapons vovr9ad by tM cortgonery me+utacltnw aM eon. H
pp,,,,eetovea ae r.�% IM tarrwl rwelor a ai TPI ens AFfM Mslpn 1tMoenle. No rospen�gnQy ;: 1,-1 Md fur dY rn ons .'M�i pt^�ortr en
�C - 24.tr0: C, �:-3�-r�8 ®' may. M to be •srFC"by "M component men ka wl- ansa W%N (Wonw ploy te t.bntstlol, the bvtlYq deslpner ,Ml eeeeneln thae the bad.
utwredtp typ MMeNMpn e•,.! « eseemd Me toedhen! p 4npoeed by the leb."tsevmer, thv the leo ehw• M te,eraby or eeo by 1h•
• ne the botorn Chao a lm«abt bnP.eo by a data sh—tMp m.lerill &=Y atlko". VnIm elheneae nm" 13,40-1�1 snrY+m N for %lwW "PW a component! mambos eMy to reovoe b ch"torp!%. thb comonnoM thW not be 1
SIMM m any �nwomtery %N
CAP CO' �NECTION DETAIL �` '.� wN 1, ym ftmWeluw content to 1M we" e.eeae 1m anaror cwt@ conrocta otM% cwronen Febrkala, venal. inTUY ane "ca tide wm f to
It1l1SWIK STEW CORAORMIIpN "cceroe"'e`" W4 9 nw4Vft: 'TRUSCOM MANUAL' by rnnwe, 'QUAUrT CONTROL STA OAfto FOR iAerAL PtAte C"Mreo
w000 T'"S". - POT". 'HANtDU,YD IHSrAt'UNO AM MOM MRk PLATE CONN'ECro WOOD musses' • SUMMAVMEdr bT rM. TN14011 PW%tn.81W (rP4 b looleo M SRS D•Onettle Wlv. M%tlrtOn• WhcenOm 7sr 19, the jt".911 taFnwe ah:
Plrc;YB�,CK DETAIL
(2) 16d TOENAIL PIGGYBACK
o e
CONT, 2X4
4050 (9=s)
SUPPORT TI USS 3 ,1/2"X8"X1/2" PLYW00 GUSSET
AT EACH END OF TRUSS (AND
C-0" O.C. FOR SPANS 36' AND
2" O.C. TYP. LARGER) ATTACH WITH (4) 1.5"
LONG 8d NAILS. USE 2X4 AS AN
ALTERNATE WI T
_ N (4) 16d EACH END.
7
1630 -0' —3�
Y 5 .;
1630
5145
(r1630 1630 163Q SP 3260 1.5X3 (ryp,) — — — ARCH/pF
�s-3) 24'' (13-3) (/Is -3) (3-S) cl
° nr
2X4 CONTINUOUS SUPPORT BRAbNG ySD GA
i
" PcN• ATTACH.,TO THE ?OP SIDE OF TO? CHORD OF ¢�
• REQUIRES 2X4'8RACE WHEN TRUSS SUPPORTING PIGGYBACKS WITH (2) Idd
VERTICAL EXCEEDS 5'.-0" 2 NAILS /�
BRACES AT 10'-0" ETC. 1p134 A-LJerV\
°t° SHOULDER DETAIL
y
.TITLE 24 REPORT
Title 24 Report for:
BOVARD RESIDENCE
54-145 Avenida Villa
La Quinta, Ca 92253
Project Designer:
Lendel Ventures, Inc. DBA Lench Design Croup
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
QTY OF LA. QUINTA
•BUILDING & SAFETY DEPT. J ob Number:
APPROVED
3.1-1173 �
FOR CONSTRUCTION ,
oA� • c�3 eY S7" Date:
pF'tcC 2/25/03
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) 883-5800.
EnergyPro 3.1 By EnergySoft . Job Number: 3.1-1173 User Number: 5454
t
- - e
"}
Certificate of Compliance:
Residential (Part 1 of 2) CF -1 R
BOVARD RESIDENCE
2/25/03
Project Title
Date
54-145 Avenida Villa La
Quintal
Project Address
r Building Permit#
Lendel Ventures, Inc
(760) 564-1866 Plan check / Dace'
Documentation Author
Telephone .
Computer Performance
15 Field Check I Date
Compliance Method (Package or Computer) Climate Zone Enforcement Agency Use Only
GENERAL INFORMATION
0.059
Total Conditioned Floor Area:
1,909 ft, Average Ceiling F -"eight: 10.0 ft
Total Conditioned Slab Area:
1,, 0�9 ft2
Building Type:
Solid Wood Door
(check one or more)
0.387
® Single Family Detached
❑ Addition
❑ Single Family Attached
❑ Existing Building
❑ Multi -Family
❑ Existing Plus Addition
Front Orientation: (East) 90 dei Floor. Construction Type: ® Slab Foor -
Number of Dwelling Units:
1.00
Number of Stories:.
1 ❑Raised Floor
BUILDING SHELL INSULATION
Component
Type
Frame
Type*
Const.
Assembly
U -Value
Location/CDmments -
(attic, garage, typical, etc.)
R-38 Roof (R.38.2x14.16)
Wood
0.028
Exterior Roof
Slab On Grade
n/a
0.756
Exposed Slab w/R-0.0 Perimebr Insulation _
Slab On Grade
n/a
0.756
Covered Slab w/R-0.0 Perimeter Insulation
R-13 Wall w/1" EPS
Wood
0.059
Exterior Wall
R-13 Wall (W.13.2x4.16)
Wood
0.088
Exterior Wall
Solid Wood Door
None
0.387
Exterior Door
FENESTRATION Shadina Devices
Type
Orientation
Area
Fenestration
Exterior
Overhang Side Fins
SF
Shading
Yes / No
Yes
/ No
Skylight
16.0
0.70
.0.83
None
❑
0
❑
0
Front
(East)
53.3
0.74
0.37
Bug Screen
❑
0
❑
Q
Front
(East)
37.4
0.46
0.37
Bug Screen
❑
Q
❑
. Q
Left
(South)
30.0
0.60
0.37
Bug Screen
❑
Q
1:1
191
Rear
(West)
33.3
0.74
0.37
Bug Screen •
❑
Q
11:1
❑X
Rear
(West)
14.0
0.46
0.37
Bug Screen
❑
X❑
❑
❑X
Rear
(West)
32.0
0.60
0.37
Bug Screer.
❑
X❑
❑
❑X
Left
(South)
20.0
0.61
0.39
Bug Screer❑
X❑
❑
❑X
Left
(South)
18.0
0.46
0.37
Bug Screer
❑
X❑
❑
❑X
Left
(South)
33.3
0.74
0.37
Bug Screer
❑
X❑
❑X❑
Rear
(West)
7.5
0.55
0.38
Bug Screer
❑X❑
❑X❑
Right
(North)
67.0
0.61
0.39
Bug Screer
❑
X❑
E
0
Run Initiation
Time: 02/25/03 11:30:07
Run Code: 1046201207
Ener
Pro 3.1 By Ener Soft
User Number: 5454
Job Number: 3.1-1173
Pa e:3 of 17
Certificate of Compliance: Residential (Part 2 of 2) CF -1 R
BOVARD RESIDENCE 2/25/03
Project Title D ate
HVAC SYSTEMS Note: Input Hydronic or Combined Hydronic data under Water Heating Systems, except Design Heating Load.
Heating Equipment Minimum Type and Distribution Duct or y
Type (furnace, heat Efficiency Location Piping Thermostat Location /
pump, etc.) (AFUE/HSPF) (ducts, attic, etc.) R -Value Type Comments
r:entral Fumare 80% AFUE Ducts in Attic 4.2 Sethack HVAC 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 12.0 SEER Ducts in Attic 4-2 Sethack HVAC System
WATER HEATING SYSTEMS Rated 1 Tank Energy Fact! 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 38,000 50 0.60 n/a n/a
1 For small gas storage (rated inputs of less than or equal to 75,000 Btu/hr), electric resistance and heat pump water heaters, list energy factor.
For large gas storage water heaters (rated input of greater than 75,000 Btu/hr), list Rated Input, Recovery Efficiency and Standby Loss.
For instantaneous gas water heaters, list Rated Input and Recovery Efficiency.
REMARKS
AUTHORIZATION FOR USE OF THIS TITLE 24 REPORT ONLY WITH ORIGINAL SIGNATURES.
' NO DUPLICATION PERMITTED!
UUMIJLIANUt= S I A 1 t=MtN 1
This certificate of compliance lists the building features and performance specifications needed to comply with Title 24, Parts 1 and 6 of the
California Code of Regulations, and the administrative regulations to implement them. This certificate has been signed by the individual with
overall design responsibility. 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: Name: VERNA LENCH
Title/Firm: Lendel Ventures, Inc. DBA Lench Design Group Title/Firm: .Lendel Ventures Inc
Address: P.O. BOX 450 Address: P.O. Box 450
QUINTA CA 92253-0450 La Qui nta, CA 92253-0450
Telephone• 760/564-1866 Telephone: (760) 564-1866
Lic. #: • /
(sign re) (date) 'signature) (date)
3ment Agency
Name:
Title/Firm:
Address:
Telephone_
(signature/stam
un initiation me: yzizaiva i i;.3u:u i KunLoae: 1U4bZUT4U1
EnergyPro 3.1 By EnergySoft User Number: 5454 Job Number: 3.1-1173 PageA of 17
a ti
Certificate of Compliance: Residential (Addendum). CF -1 R
BOVARD RESIDENCE 2/25/03
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 agencv determines the adequacv of the justification, and may refect a building or desigry that otherwise complies
based on the adequacy of the special justification and documentation submitted. 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 -2R) - Verify Thermal Mass: 834 sgft Exposed Slab Floor, 3.50" thick at Whole House
HIGH MASS Design(see C -2R) - Verify Thermal Mass: 1075 sgft Covered Slab Floor, 3.50" thick at Whole House
HERS Required Verification
i 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 CF -6R. Plan - FField
The HVAC System "HVAC System" includes.Refrigerant Charge and Airflow Credit (or a TXV). A certified HERS rater must provide
verifification of the TXV, or measure the Refrigerant Charge and Airflow.
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 Farm.
Run Initiation Time: 02/25/03 11:30:07 Run Code: 1046201407
EnergyPro 3.1 By EnergySoft User Number: 5454- Job Number: 3.1-1173 Page:5 of 17
>a
Mandatory Measures Checklist: Residential MFA R
NOTE: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. Items marked with an
asterisk (') may be superseded by more stringent compliance requirements listed on the Certificate of Com.Aiance. 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 '
❑X '§ 150(.): Minimum R-19 ceiling insulation in wood frame assembly, or equivalent U -value.
❑ §150(b): Loose fill insulation manufacturers 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.
❑X §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 infitration certification.
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, ancHue
damper and control;
2. No continuous burning gas pilots allowed.
Space Conditioning, Water Heating and Plumbing System Measures
X] §110-13: HVAC equipment, water heaters, showerheads and faucets certified by the Commission.
§150(h): Heating and/or cooling loads calculated in accordance with ASH RAE, SMACNA or ACCA.
X] §150(1): Setback thermostat on all applicable heating and/or cooling systems.
RI §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 (R4 or greater)
3. Back-up tanks for solar system, unfired storage tanks, or other indirect hot water tanks have R-12 extern&I insulation 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 healing source and indirect hot water tank.
a'§150(m): Ducts and Fans
1. All ducts and plenums installed, sealed and insulated to meet the requirements of the 1998 CMC Section 601, 603, 604 and
Standard 6-3; ducts insulated to a minimum installed level of R4.2 or enclosed in conditioned space. Openings shall be sealed
with mastic, tape aerosol sealant or other duct- closure system that meets the applicable requirements of U1_181, UL181A, or
UL181 B. If mastic or tape is used to seal openings greater than 1/4 inch, the combination of mastic and eiVner mesh tape or
tape shall be used. Building cavities shall not be used for conveying conditioned air. Joints and seams of cuct systems and
their components shall not be sealed with cloth back rubber adhesive duct tapes unless such tape is used in combination with
mastic and 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 damper,.
RI §114: Pool and Spa Heating Systems and Equipment
1. Certified with 78% thermal efficiency, on-off switch, weatherproof instructions, no electric resistance heaing, no pilot.
2. System is installed with at least 36" of pipe between filter and heater for future solar, cover for outdoor pools or spas.
3. Pool system has directional inlets and a circulation pump time switch.
I §115: Gas fired central furnaces, pool heaters, spa heaters or household cooking appliances have no contiruously burning pilot
light. (Exception: Non -electrical cooking appliances with pilot < 150 Btu/hr)
Lighting Measures
X❑ §150(k)l: 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 cor_trol panel at an
entrance to the kitchen.
150(k)2: Rooms with a shower or bathtub must have either at least one luminaire with lamps with an efficacy of 40 lumens/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.
EnergyPro 3.1 By EnergySoft User Number: 5454 Job Number: 3.1-1173 Page:6 of 17
Computer Method Summary
(Part 1 of 3) C -2R
ROVARD RESIDENCE
Project Title
2/25/03
Date
54-145 Avenida Villa I a Qij*nta
Project Address
Building Permit #
endel VentULeS, InC
(760) 564-1866
Documentation Author
Telephone
plan Check/Date
C:omotiter Performance
Compliance Method (Package or Computer)
15
Climate Zone
Field Check/Date
Source Energy Use Standard
Proposed
Compliance
(kBtu/sf-yr) Design
Design
Margin
Space Heating 3.65.
3.18
0.46
Space Cooling 39.31
38.06-
1.25
Domestic Hot water 13.43
11.72
1.71
Totals 56.38
52.96
3.42
GENERAL INFORMATION
Conditioned Floor Area: 1,909
Building Type: Single Fam Detached
Building Front Orientation: (East) 90 deg
Number of Dwelling Units: 1.00 "
Number of Stories: 1
BUILDING ZONE INFORMATION
Zone Name Floor Area Volume
Floor Construction Type: X❑ Slab Floor
❑ Raised Floor
Total Conditioned Volume: 19,090
Slab Floor Area: 1,909
# of Thermostat Vent
Units Zone Type Type Hgt. Area
1 no ronditinnPd SPthank _2 n/a
OPAQUE SURFACES Solar
Act. Gains
Type Area U -Val. Azm. Tilt Y /.N Form 3 Reference Location / Comments
nnf 1,893 0.028 gQ 0 ®❑ R-38 Roof (R.382x14.16) Whol- House
MIN 11 0 059 90 90 ®❑ R-13 Wall w/1" EPS Whnl? Hnuse
Wall 20 0.059 -0 _go ® ❑ R-13 Wall w/1" EPS Whnl's Hnusp
Wall 85 : 0.059 90 SQ ® ❑ R-13 Wall w/1" EPS Whol'a House
Wall 375 0.059 180 QQ ® ❑ R-13 Wall w/1" EPS Whol'a House
Wall 76 0.059 270 90 ® ❑ R-13 Wall w/1" EPS Wholk Hot sa
Wall 159 0.059 180 90 ® ❑ R-13 Wall w/1" EPS Whoh House
Wall 238 0.059 270 90 ® ❑ R-13 Wall w/1" EPS Whoh House
Wall 420 0"059 n 90 ® ❑ R-13 Wall w/1" EPS Whnh Hnuse
Wall— 193 0 088 gQ gn ®❑ R-13 Wall (W_132x4 16) Whnh Hnuse
nnnr 20 0.387 90 AQ ® ❑ Solid Wood Door Whop House
Wall 123 0.088 0 9n ® ❑ R-13 Wall (W.132x4.16) Whnh House
F-1 F-1
F ❑
F1
F1 F-1
F ❑
F1 F1
F1 F1
F-1 F1
❑❑
1-1 F1
❑❑
❑❑
Run Initiation Time: 02/25/03 11:30:07 Run Code: 1046:01407
EnergyPro 3.1 By EnergySoft User Number: 5454 Job Number: 3.1-1173 Page:7 of 17
Computer Method Summary (Part 2 of 3) C -2R
BOVARD RESIDENCE 2/25/03
Project Title Date
FENESTRATION SURFACES
U- Act. Glazing Type Location/
# Type Area Factor SHGC Azm. Tilt Comments
1
Skylight
Front
(ast)
4.0
0.700
0.83
9.0_
0. Skylight - Dual Glaze
2
Skylight
Front
(East)
4.0
0.700
0.83
90
0 Skylight - Dual Glaze
3
Skylight
Front
(East)
4.0
0.700
0.83
90
0 Skylight - Dual Glaze
4
Skylight
Front
(East)
4.0
0.700
0.83
90
0 Skylight - Dual Glaze
5
Window
Front
(East)
20.0
0.740
0.37
90
90 Summit 5500 Al DP Low E
6
Window
Front
(East)
6.0
0.460
0.37
90
90 Summit 5500 Al DP Low E
Z
Window
Front
(East)
2.7
_0.460
0.37
90
90 Summit 5500 Al DP Low E
8
Window
Front
(East)
8.0
0.460
0.37
90
90 Summit 5500 Al DP Low E
6
Window
Front
(East)
33.3
0,740
0.37
90
90 Summit 5500 Al DP Low E
1Q
Window
Front
(East)
10.0
0.460
0.37
90
90 Summit 5500 Al DP Low E
1
Window
Front
(East)
8.0
0.460
0.37
90
90 Summit 5500 Al DP Low E
12
Window
Front
(East)
2.7
0.460
0.37
90
90 Summit 5500 Al DP Low E
13.
Window
Left
(South l
15.,n
0.600
0.37
--- AM- _90. Summit 5500 Al DP Low E
14
Window
Left
(South)
15.0
0.600
0.37
180
90 Summit 5500 Al DP Low E
15
Window
Rear
(West)
33.3
0.740
0.37
270
90 Summit 5500 Al DP Low E
16
Window
Rear
(Vilest)
10.0
0.460
0.37
270
90 Summit 5500 Al DP Low E
17
Window
Rear
(West)
12.0
0.600
0.37
270
90 Summit 5500 Al DP Low E
18
Window
Rear
(West)
4.0
0.460
0.37
270
90 Summit 5500 Al DP Low E
12
Window
Left
(Soul)
20.0
0.610
0.39
180
-90 Summit 5500 Al DP Low E
20
Window
Left
(South)
8.0
0.460
0.37
180
90 Summit 5500 Al DP Low E
21
Window
Left
(South)
33.3
0.740
0.37
180
90 Summit 5500 Al DP Low E
.22
Window
Left
(South)
10.0
0.460
0.37
180
90 Summit 5500 Al DP Low E
23
Window
Rear
(West)
10.0
0.600
0.37
270
90 Summit 5500 Al DP Low E
24
Window
Rear
(West)
10.0
0.600
0.37
270
90 Summit 5500 Al DP Low E
25
Window
Rear
(West)
7.5
0.550
0.38
270
90 Acrylic Block
26
Window
Right
(North)
9.0
0.610
0.39
0
90 Summit 5500 Al DP Low E
27
Window
Right
(North)
25.0
0.610
0.39
0
90 Summit 5500 Al DP Low E
28
Window
Right
(North)
4.0
0.610
0.39
0
90 Summit 5500 Al DP Low E
29
Window
Right
(North)
4.0
0.610
0.39
0
90 Summit 5500 Al DP Low E
INTERIOR AND EXTERIOR SHADING
Whole House
Whole House
Whole House
Whole House
Whole House
Whole House
Whole House
Whole House
Whole House
Whole House
Whole House
Whole House
Whole House
Whole House
Whole House
Whole House
Whole House
Whole House
Whole House
Whole House
Whole House
Whole House
Whole House
Whole House
Whole House
Whole House
Whole House
Whole House
Whole House
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
None
1.00
4
None
1.00
5
Bug Screen
0.76
6
Bug Screen
0.76
7
Bug Screen
0.76
8
Bug Screen
0.76
9
Bug Screen
0.76
10
Bug Screen
0.76
Ti-
Bug Screen
0.76
12
Bug Screen
0.76
13
Bug Screen
0.76
14
Bug Screen
0.76
15
Bug Screen
0.76
16
Bug Screen
0.76
17
Bug Screen
0.76
18
Bug Screen
0.76
19
Bug Screen
0.76
20
Bug Screen
0.76
21
Bug Screen
0.76
22
Bug Screen
0.76
23
Bug Screen
0.76
24
Bug Screen
0.76
25
Bug Screen
0.76
26
Bug Screen
0.76
27
Bug Screen
0.76
28
Bug Screen
0.76
29
Bug Screen
0.76
EnergyPro 3.1 By EnergySoft User Number: 5454 Job Number: 3.1-1173 Paae:8 of 17 1
Computer Method Summary (Part 2 of 3) C-2R
BOVARD RESIDENCE 2/25/03
Project Title Date
FENESTRATION SURFACES
U- ` Act. Glazing Type Location/
# Type Area Factor SHGC Azm. Tilt. Comments
�Q Windov ght (North) 25.0 0.610 0f)_ AO Summit 5500 Al DF Low F Whole House
z_
EnergyPro 3.1 By EnergySoft User Number: 5454 Job Number: 3.1-1173 Page:9 of 17
1 For small gas storage (rated input — 75000 Btu/hr), electric resistance and heat pump water heaters, list energy factor.
For large gas storage water heaters (rated input ? 75000 Btu/hr), list Rated Input, Recovery Efficiency and Sandby Loss. ,
For instantaneous gas water heaters, list Rated Input, and Recovery Efficiency.
Computer Method Summary.. (Pari 3 of 3)
C -2R
BOVARD RESIDENCE'
2/25/03
'Project Title.
Date
THERMAL MASS FOR HIGH MASS DESIGN
Area Thick. Heat Inside:
Location
Type (sf), (in.) Cap. Cond. Form 3 Reference R -Val.
Comments
Concrete, HeaMweight _834_ 3 50 -2$. 098 n/a 0_
Concrete, Heavyweight + 1-075 3_50 28 0_98 n/a 2
Whole House
Whole House
/ Slah nn Grade
/ Slab on Grade
PERIMETER LOSSES ,
F2 Insulation
Type Length' Factor R -Val. Depth Location / Comments
Slab Perimeter -173 0.76 - 0.0 _ 0 Whole House
Slab Perimeter _34 0.76 0.0 _Q Whole louse
HVAC SYSTEMS
Heating Equipment Minimum Distribution Type
Type (furnace, heat Efficiency and Location Duct Thermostat
Location /
pump, etc.) (AFUE/HSPF)(ducts/attic, etc.) R -Value Type
Comments
Central Furnace 80 AEU 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.O SFFR Ducts in Attic 4.2 Setback
HVAC System
WATER HEATING SYSTEMS., Rated Tank
Energy Fact!
1 Tank Insul.
Water Heater Water Heater Distribution # in Input Cap.
or Recovery
Standby R -Value
System Name Type Type Syst. (Btu/hr) (gal)
Efficiency
Loss (%) Ext.
A.O. SMITH FGR -50-240 Small Gas Standard 1 38,900 50
0.60
n%a n/a
1 For small gas storage (rated input — 75000 Btu/hr), electric resistance and heat pump water heaters, list energy factor.
For large gas storage water heaters (rated input ? 75000 Btu/hr), list Rated Input, Recovery Efficiency and Sandby Loss. ,
For instantaneous gas water heaters, list Rated Input, and Recovery Efficiency.
Computer Method Summary (Addendum) C -2R
BOVARD RESIDENCE 2/25/03
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 desigro that otherwise complies
)ased on the adequacy of the special justification and documentation supmittea. 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: 834 sqft Exposed Slab Floor, 3.50" thick at Whole House
HIGH MASS Design(see C -2R) - Verify Thermal Mass: .1075 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 approved HERS
provider. The HERS rater must document the field verification and diagnostic testing of these measures on a form CF -6R. Plan Field
The HVAC System "HVAC System" includes Refrigerant Charge and Airflow Credit (or a TXV). A certified -iERS rater must provide
verifification of the TXV, or measure the Refrigerant Charge and Airflow.
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 F':)rm.
. r
Run Initiation Time: 02/25/03 11:30:07 Run Code: 1046201407
nergyPro 3.1 By EnergySoft User Number: 5454 Job Number: 3.1-1173 Page: 11 of 17
1HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY
PROJECT NAME DATE
BOVARD RESIDENCE 2/25/03
SYSTEM NAME FLOOR AREA
HVAC System 1,909
NGINEERING CHECKS 11SYSTEM LOAD
Number of Systems
1
Heating System
Output per System
65,000
Total Output (Btuh)
65,000
Output (Btuh/sgft)
34.0
Cooling System
Output per System
59,000
Total Output (Btuh)
59,000
Total Output (Tons)
4.9
Total Output (Btuh/sgft)
30.9
Total Output (sgft/Ton)
388.3
Air System
CFM per System
1,400
Airflow (cfm)
1,400
Airflow (cfm/sgft)
0.73
Airflow (cfm/Ton)
284.7
Outside Air (%)
0.0
Outside Air (cfm/sgft)
0.00
Note: values above given at ARI conditions
ING SYSTEM PSYCHROMETRICS
26.0 OF 68.9 OF 68.9 OF
Outside Air
0 cfm
68.9 of
COOLING SYSTEM
111.0 / 77.6 of
Outside Air
0 cfm
79.1/66.1 of
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
1,766
33,833
2,886
758
34,059
0
1,692
1,703
0
0
0
0
0
0
0
0
0
1,692
11703
37 217 2 886 1 37 465
YORK D1 NH060N06506 40,367 13,241 65,000
Total Adjusted System Output 40,367 13,241 65,000
(Adjusted for Peak Design Conditions)
TIME OF SYSTEM PEAK Aug 2 pm Jan 12 am
am Ter
112.20F
Supply Fan Heating Coil
1400 cfm
7
79.1 / 66.1 of
Supply Far
1400 cfm
at Time of Heati
Supply Air Ducts
111.1 OF
ROOMS
70.0 of
Return Air Ducts I
at Time of Coolir
79.1 / 66.1 of 60.0 / 58.9 of
Cooling Coil
h Return Air Ducts 4
Supply Air Ducts
61.1 /59.4 of
52.5% R.H. ROOMS
78.0 / 65.7 of
EnergyPro 3.1 By EnergySoft User Number: 5454 Job Number: 3.1-1173 Page: 12 of 17
ROOM LOAD SUMMARY
PROJECT NAME
DATE
BOVARD RESIDENCE -
2/25/03
SYSTEM NAME
FLOOR AREA
HVAC System
1,909
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
1,766
33,833
2,886
1,766
33,833
2,886
758
34,059
M
PAGE TOTAL 1 1,766, 33,833 2,886 758 34,059
TOTAL 1,766 33,833 2,886 758 34,059
EnergyPro 3.1 By EnergySoft User Number: 5454 Job Number: 3.1-1173
Page: 13 of 17
ROOM HEATING PEAK LOADS
Project Title Date
BOVARD RESIDENCE 2/25/03 -
Room Information Desi n Conditions
Room Name whole House Time of Peak Jan 12 am
Floor Area 1,909 Outdoor Dry Bulb Temperature 260F
Indoor Dry Bulb Temperature 70 OF
Conduction Area U -Value AT of Btu/hr
Items shown with an asterisk ('r) denote conduction through an interior surface to another room. Page Total: 26 610
Infiltration: I 1.00 1 x 1.064 x 1 909 x 10.00 x 0.50 / 60] x ® = 744g
chedule Air Sensible Area Ceiling Height ACH OT
Fraction
TOTAL HOURLY HEAT LOSS. FOR ROOM 34,059
EnergyPro 3.1 By EnergySoft User Number: 5454 Job Number: 3.1-1173 Page: 14 of 17
1,893.0
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
44.0
=
=
=
=
=
=
' =
=
=
c34
=
=
-
=
=
-
=
=
=
=
2,333
16.0
0.7000
44.0
493
perimeter = 206.5
44.5
9,189
1,382.6
0.0585
44.0
3,560
119.9
0.7400
44.0
3,904
69.4
0.4600
44.0
1,405
62.0
0.6000
44.0
1,637
87.0
0.6100
44.0
2,335
7.5
0,5500
44.0
182
316.6
0.0885
1,233
20.0
0.3872
Items shown with an asterisk ('r) denote conduction through an interior surface to another room. Page Total: 26 610
Infiltration: I 1.00 1 x 1.064 x 1 909 x 10.00 x 0.50 / 60] x ® = 744g
chedule Air Sensible Area Ceiling Height ACH OT
Fraction
TOTAL HOURLY HEAT LOSS. FOR ROOM 34,059
EnergyPro 3.1 By EnergySoft User Number: 5454 Job Number: 3.1-1173 Page: 14 of 17
RESIDENTIAL ROOM COOLING LOAD SUMMARY
BOVARD RESIDENCE 2/25/03
Project Title Date
Room Name
Design Indoor Dry Bulb Temperature:
Design Outdoor Dry Bulb Temperature:
Design Temperature Difference:
Whole House
78°F
112°F-
34oF
Conduction Area U -Value DETD 1 Btu/hr
R-38 Roof R.38.2x14.16
Skyl4ght - Dual Glaze
R-13 Wall w/1 " EPS
Summit 5500 AI DP Low E
ummit 5500 Al DP Low E
ummit 5500 Al DP Low E
ummit 5500 Al DP Low E
Block
X
X
X
X
X
X
X
51.0
=
=
=
=
=
=
=
2,704
34.0
381
30.6
2,476
34.0
3,017
34.0
1085
34.0
1 1265
1 34.01
1 1.804
X
X
1. Design Equivalent Temperature Difference (DETD)
Items shown with an asterisk (') denote conduction through an interior surface to another room. Page Total 13 729
Shaded Unshaded
Solar Gain Orientation Area SGF Area SGF � SC Btu/hr
Skylight
(Skylight)
+
1 +
1 +
1 +
1 +
1 +
1 +
1 +
1 +
1 +
(Skylight)
Sk fi ht
(Skylight)
Skylight
(Skylight)
Window 3068 FR DR
(East)
Window 3020 FO
(East)
Window 1420 FO
(East)
Window 1460 FO
(East)
Window 2668 2 FR DR
(East)
Window 5020 FO
East
( 0.0
x1
X
x
x
X
X
X
+
1 +
1 +
1 +
1 +
1 +
1 +
1 +
1 +
1 +
4.0
x
x
x
x
x
X
x
I 152)
X
x
X
x
x
0.954
=
=
=
=
=
=
=
=
580
( 0.0
4.0
i 152)
0.954
580
( 0.0
4.0
152)X
0.954
580
( 0.0
4.0
152)
0.954
580
( 0.0
20.0
73)
0.41
601
( 0.0x
6.0x
73)x
0.412=
180
( 0.0x
2.7x
73)x
0.412=
81
( 0.0x
8.0x
73)X
0.41
241
( 0.0
33.3
73)X
0.41
1,001
( 0.0
10.0
73)
0.41
301
Sched. Page Total 4 72
Internal Gain Frac. Area Heat Gain Btu/hr
Li hts 1.00 x 1,909 x 0.500 Watts/sqft x 3.413 BtuhfWatt = 3,258
Occupants 1.00 X 1,909 X 245 Btuh/occ. / 333 sgft/occ. = 1,405
Receptacle 1.00 x 1,909 x 0.000 Wafts/sqft x 3.413 BtuhMatt = 0
Process 1.00 x -1,909 x 0.000 Watts/sqft x 3.413 BtuhfWatt = o
Infiltration: x 1.osa x x [� x /60 _5-756
chedule Air Sensible Area Ceiling Height ACH DT
Fraction
TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 33,833
Sched.
Latent Gain Frac. Area Heat Gain Btu/hr
Occupants 1.00 X 1 909 x 155 Btuh/OCC. / 333 sgft/occ. = 8 9
Receptacle 1.00 x 1 909 x 0.000 Wafts/sqft X 3.41 BtuhfWatt = 0
Process f 1.00 x 1 909 x 0.000 Wafts/sgft x 3.41 Btuh/Watt = 0
Infiltration: I 1.00 x 4 77 x 1 90 x Heigh x 60]' 0.00263 = 1 998
chedule Air Latent Area Ceiling Height ACH 1n1yy
Fraction
TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 2,886
Energ Pro 3.1 By Energ Soft User Number: 5454 Job Number: 3.1-1173 Page: 15 of 17
RESIDENTIAL ROOM COOLING LOAD SUMMARY
Project Title Date
Room'Name Whole House
0
Design Indoor Dry Bulb Temperature: 780F
0
Design Outdoor Dry Bulb Temperature: 112 F
Design Temperature Difference: 340F
Conduction Area U -Value DETD Btu/hr
X 30.6 = 237
X =
X -
X -
X =
X =
X =
X =
X =
1. Design Equivalent Temperature Difference (DETD)
Items shown with an asterisk (') denote conduction through an interior surface to another room. Page Total 237
Shaded Unshaded
Solar Gain Orientation Area SGF Area SGF SC Btu/hr
Window 1460 FO
prim 1420 FO
(East)
(East)
Window 3050 SH
(South)
Window 3050 SH
(South)
Window 2668 2 FR DR
(West)
Window 5020 FO
(West)
Window 2060 SH
(West)
Window 2020 FO
(West)
Window 4050 XO
(South)
Window 4020 FO
South
( 0.0
x1
X
x
x
x
x
x
+
1 +
1 +
1 +
1 +
1 +
+
1 +
1 +
1 .+
8.0
x
x
x
x
x
x.
X
73
)X
X
0.412
=
=
=
=
=
=
__
241
( 0.0
2.7
73)x
0.41
81
( 0.0
15.0
32)
0.41
198
( 0.0x
15.0X
32)x
0.412=
198
( 0.0
33.3
73)x
0.412
1,001
( 0.0
10.0
73)X
0.412
301
( 0.0X1
12.0X
73)x
0.412=
361
( 0.0
4.0
73)X
0.412
120
( 0.0
20.0
32)X
0.434
278
( 0.0x
8.0)c
F 32)x
0.412=
105
Sched. Page Total 2 883
Internal Gain Frac. Area Heat Gain Btu/hr
Licihts 1.00 x 1,909 X 0.500 Watts/sgft x 3.413 Btuh/Waft = 3,258
Occupants 1.00 x 1,909 x 245 Btuh/occ. / 333 sgft/occ. = ----1,405
Receptacle 1.00 x 1,909 x 0.000 Wafts/sqft x 3.413 Btuh/Waft = 0
Process 1.00 X 1,909 x 0.000 Watts/sgft x 3.413 Btuh/Waft = 0
Infiltration:, x x 1 9os x 10.00 x / 60]
chedule Air Sensible Area Ceiling Height ACH pT
Fraction
TOTAL HOURLY SENSIBLE'HEAT GAIN FOR ROOM 33833
Sched.
Latent Gain Frac. Area Heat Gain Btu/hr
Occu ants 1.00 x 1 909 x 1551 Btuh/OCC. / 3 sgft/occ. = 889
Receptacle 1.00 x 1 909 x 0.000 Watts/sgft x 3.41 Btuh[Watt = 0
Process r 1.00 X 1 909 x 0.000 Watts/sqft x 3.4 Btuh/Watt = 0
Infiltration: II 1.00 x 4,77 X 1 90 x 10.00 x 0.50 / 60] 1 0.00263 = 1 998
chedule Air Latent Area Ceiling Height ACH �yy
Fraction
TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 2,886
Energ Pro 3.1 By EnergySoft User Number: 5454 Job Number: 3.1-1173 Page: 16 of 17
RESIDENTIAL ROOM COOLING LOAD SUMMARY -
BOVARD RESIDENCE 2/25/03
Project Title Date
Room Name
Design Indoor Dry Bulb Temperature:
Design Outdoor Dry Bulb Temperature:
Design Temperature Difference:
Whole House
780F
112°F
340F
Conduction Area U -Value DETD 1 Btu/hr
1. Design Equivalent Temperature Difference (DETD) Page Total
Items shown with an asterisk (') denote conduction through an interior surface to another room.
Shaded UnshaJed
Solar Gain Orientation Area SGF Area SGIF SC I Btu/hr
Window 2668 2 FR DR
(South)
Wonfinw,lin9r) FO
(South)
Window 2050 SH
(West)
Window 2050 SH
(West)
Window 1650 Acrylic Blk
(West)
Window 3030 XO
(North)
Window 5050 XO
(North)
Window 4010 XO
(North)
Window 2020 XO
(North)
Window 5050 XO
North
( 0.0
X1
x
x
x
x
X
x
x
x
x
+
+
+
+
+
+
+
+
+
+
33.3
X 32)
x 32)x
x 73)X
X 73)x
x 73)
X 15)X
x. 15)
X- 15)
X 1 1
x I 15)
X
x
X
X
) X
x
0.412
=
=
=
=
=
=
=,
=
439
( 0.0
.1
10.0
0.412
132
( 0.0
1
10.0
0.412
301
( -0.0
1
10.0
0.412=
301
( 0.0
1
7.5
0.423
232
( 0.0
1
9.0
0.434
59
( 0.0
1
25.0
0.434
163
( 0.0
1
4.0
0.434
26
( 0.0
1
4.0
0.434
26
( 0.0
1
25.0
0.434
163
Sched. Page Total I t aao
Internal Gain Frac. Area Heat Gain Btu/hr
Lights 1.00 X 1,909 x 0.500 Watts/sgft x 3.413 Btuh/Watt = 3,258
Occupants 1.00 x - 1,909 x 245 Btuh/occ. / 333 sgft/occ. 1,405
Receptacle 1.00 x 1,909 x 0.000 Watts/sgft x 3.413 BtuhfWatt 0
Process 1.00 x 1,909 x 0.000.Watts/sgft x 3.413 Btuh[Watt = 0
Infiltration: 1-0o x x1,9.Q9 x too x /60
chedule Air Sensible Area Ceiling Height ACH nsT
Fraction
TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 33,833
Sched.
Latent Gain. Frac. Area Heat Gain Btu/hr
Occupants 1.00 X 1 909 X 1'551 Btuh/OCC. / 333 sgftlocc. = 889
Receptacle 1.00 X 1 909 x 0.000 Watts/sgft x 3.41 Btuh/Watt = 0
Process i� 1.00 X 1 909 X 0.000 Watts/sgft x 3.41 Btuh[Waft = o
Infiltration: I 1.le x 4 77 x 1 90 x 10A0 x 60] 0.00263 = 1 998
cheduAir Latent Area Ceiling Height ACH � z2yy
Fraction
TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 2,886
Energ Pro 3.1 By Energ Soft User Number: 5454 Job Number: 3.1-1173 Page:17 of 17