2006, 10-04 Permit App: 06003956 ResidenceProject Number: 06003956 Inv: IA lication Date: 10/4/2006 Page 1 of 4
PP
THIS IS NOT A PERMIT
Penalties will be assessed for commencing work without a permit
Project Information:
Permit Use: SFR, GAS HEAT, ON SEWER Contact: VIKING CONSTRUCTION INC
Address: 2605 W HAYDEN AVE
C - S - Z: HAYDEN, ID 83835
Setbacks: Front Left: Right: Rear: Phone: (208) 762-9106
Group Name:
Site Information: Project Name:
plat Keu• Name. RanaP District: East
Parcel Number: 46353.5311 Block:
SiteAddress: 14416 E OLYMPIC AVE
Location:: CSV
Zoning: UR -3.5 Urban Residential 3.5
Water District:
Area: .00 Acres Width: 0
Nbr of Bldgs: 0 Nbr of Dwellings: 0
Review Information:
Review
Flood Plain
FLOOD PLAIN, ZONE B
Originally Released:
Building Plan Review
Originally Released:
Driveway/Approach
Originally Released:
Landuse/Zoning/HE Conditions
Originally Released:
Operator: AMB Printed By: AMB
Lot:
Owner: Name: VIKING CONSTRUCTION INC
Address: 2605 W HAYDEN AVE
HAYDEN, ID 83835
Hold: ❑
Depth: 0 Right Of Way (ft): 0
10/3/2006 By: amblake
Released By:
10/3/2006 By: TMELBOU
Released By:
10/4/2006 By: amblake
Released By:�"
10/3/2006 By: cjjanssen
Print Date: 10/4/2006
Project Number: 06003956 Inv: I Application Date: 10/4/2006 Page 2 of 4
THIS IS NOT A PERMIT
Penalties will be assessed for commencing work without a permit
Sewer Review Released By:
Permits:
Approach
Contractor: VIKING CONSTRUCTION Firm: VIKING CONSTRUCTION
Address: 2605 W. HAYDEN AVE Phone: (208) 762-9106
HAYDEN, ID 83835
Item Description
APPROACH -CONST IN ROW
Contractor: VIKING CONSTRUCTION
Address: 2605 W. HAYDEN AVE
HAYDEN, ID 83835
Units Unit Desc
Fee Amount
1 NUMBER OF
$50.00
Permit Total Fees:
$50.00
Building Permit
Grp
Firm: VIKING CONSTRUCTION
Phone:
(208) 762-9106
Operator: AMB Printed By: AMB Print Date: 10/4/2006
This Application:
Total Project:
Description
Grp
Type
Notes
Sq Ft
Valuation
Sq Ft
Valuation
1&2 FAMILY
R-3
VB
583
$50,353.71
583
$50,353.71
2ND FLOOR
R-3
VB
707
$52,798.76
707
$52,798.76
BASEMENT F
R-3
VB
23
$460.00
23
$460.00
BASEMENT U
R-3
VB
626
$9,390.00
626
$9,390.00
DECK OPEN
R-3
VB
176
$2,640.00
176
$2,640.00
GAR WOOD
U-1
VB
1,046
$19,874.00
1,046
$19,874.00
Totals:
3,161
$135,516.47
3,161 $135,516.47
Item Description
Units
Unit Desc
Fee Amount
RESIDENTIAL PERMIT FEE
1
SELECT
$1,195.35
WSBC SURCHARGE
1
SELECT
$4.50
SF PLNS RVW < 7999 SQ FT
1
SELECT
$478.14
Permit Total
Fees:
$1,677.99
Operator: AMB Printed By: AMB Print Date: 10/4/2006
Project Number: 06003956 Inv: I Application Date: 10/4/2006 Page 3 of 4
THIS IS NOT A PERMIT
Penalties will be assessed for commencing work without a permit
Contractor: AIR DESIGN INC
Address: 1807 E FRANCIS AVE
SPOKANE, WA 99207
Item Description
GAS WATER HEATER
GAS APPLIANCE=100,000BTU
GAS PIPING
VENTILATING FANS
RANGE
HOOD -TYPE II
Contractor: VIKING CONSTRUCTION
Address: 2605 W. HAYDEN AVE
HAYDEN, ID 83835
Item Description
TOILETSBIDETS
SINKS
SHOWERS
TUBS
DISH WASHERS
GARBAGE DISPOSAL
CLOTHES WASHER
FLOOR DRAINS
Mechanical Permit
Firm: AIR DESIGN INC
Phone: (509) 487-4328
Units Unit Desc
Fee Amount
1
NUMBER OF
$10.00
1
NUMBER OF
$12.00
4
# OF UNITS
$4.00
3
NUMBER OF
$30.00
1
NUMBER OF
$10.00
1
NUMBER OF
$10.00
$6.00
Permit Total Fees:
$76.00
$6.00
Plumbing Permit
NUMBER OF
$6.00
Firm: VIKING CONSTRUCTION
Permit Total Fees:
Phone:
(208) 762-9106
Units
Unit Desc
Fee Amount
2
NUMBER OF
$12.00
3
NUMBER OF
$18.00
2
NUMBER OF
$12.00
1
NUMBER OF
$6.00
1
NUMBER OF
$6.00
1
NUMBER OF
$6.00
1
NUMBER OF
$6.00
1
NUMBER OF
$6.00
Permit Total Fees:
$72.00
Operator: AMB Printed By: AMB Print Date: 10/4/2006
Project Number: 06003956 Inv: I Application Date: 10/4/2006 Page 4 of 4
THIS IS NOT A PERMIT
Penalties will be assessed for commencing work without a permit
Notes: 4vaS9� k,..' . �t9 v IP zzfi ,d.l.a; 5 id ti ,k ., Po ^»9 fain _ :7.. idl7 � ,aM. . i'P"'uiiRMM .r .. Cm fi'
(B)rSOME EXAMPLES OF POTENTIAL OUTSIDE RESOURCES INCLUDE PLAN REVIEW,
CONSTRUCTION INSPECTION AND SURVEYING.
All driveway approaches to be constructed per Spokane County Standards as adopted by the City of
Spokane Valley.
Minimum of 7.5' from each property line, 5' from crosswalks or intersection curb and minimum of 15'
of separation between any two approaches.
Flat portion of a residential approach to be minimum of 16' wide, maximum of 30' wide and combined
approach width not to exceed 50% of total frontage.
(A)❑THE BULDING OFFICIAL IS AUTHORIZED TO REQUIRE THE PERMIT APPLICANT TO
PROVIDE FEE REIMBURSEMENT TO THE CITY OF SPOKANE VALLEY FOR ANY
PROFESSIONAL SERVICES REQUIRED OUTSIDE OF CITY STAFF REVIEW.
Payment Summary
Permit Type
Fee Amount
Invoice Amount
Amount Paid
Amount Owing
Approach
$50.00
$50.00
$0.00
$50.00
Building Permit
$1,677.99
$1,677.99
$0.00
$1,677.99
Mechanical Permit
$76.00
$76.00
$0.00
$76.00
Plumbing Permit
$72.00
$72.00
$0.00
$72.00
$1,875.99
$1,875.99
$0.00
$1,875.99
Disclaimer:
Submittal of this application certifies the owner (or person(s) authorized by the owner) has both examined and finds the information
contained within to be true and correct, and agrees that all provisions of laws and/or regulations governing this type of work will be
complied with. Subsequent issuance of a permit shall not be construed to be a permit for, or an approval of, any violation of any of
the provisions of the code or of any other state or local laws or ordinances.
Signature:
Operator: AMB Printed By: AMB Print Date: 10/4/2006
Project Number: 06003956 Inv: I Application Date: 10/3/2006 Page 1 of 2
THIS IS NOT A PERMIT
Penalties will be assessed for commencing work without a permit
Proiect Information:
Permit Use: SFR, GAS HEAT, ON SEWER Contact: VIKING CONSTRUCTION INC
Address: 2605 W HAYDEN AVE
C - S - Z: HAYDEN, ID 83835
Setbacks: Front Left: Right: Rear: Phone: (208) 762-9106
Group Name:
Site Information: Project Name:
Plat Key: Name: Range District: East
Parcel Number: 46353.5311 Block: Lot:
SiteAddress: 14416 E OLYMPIC AVE Owner: Name: VIKING CONSTRUCTION INC
Address: 2605 W HAYDEN AVE
Location:: CSV HAYDEN, ID 83835
Zoning: UR -3.5 Urban Residential 3.5
Water District: Hold: ❑
Area: .00 Acres Width: 0 Depth: 0 Right Of Way (ft): 0
Nbr of Bldgs: 0 Nbr of Dwellings: 0
Review Information:
Review
Flood Plain u.,•
Landuse/Zoning/HE Conditions
Operator: AMB Printed By: AMB
IReleased Bye 1(.'�.,
Print Date: 10/3/2006
Sep . 2 8. 2 0 0 6�: 8 N1
enrut Center
Tt 19ni, 11707 E Sprague Avc, Suite 106
Spokane Valley, WA 99206
e
(509)688-0036 FAX: (509)68S-0037
Devalop,:-2tn( �^�i: �i'.cri^1�.anopaT�f+`!,nrn rnm_
Residential Construction
Permit Application
SITE ADDRES;S-�
.1�7
ASSESSORS PARCEL
,l; New Coastx u%-tiou
o Addition/Remodel
❑ Other:
No. 1198—P. 1/1—
P ER14 f T
/1PER14fT YL ASER:
-PERMIT FEE: i
Ak'A
7 Bldg
E) Beck
yu�� YYN_>� j
�O: A�?� _ t -)SQ LEGAL DESCFJPTION:
BlAililag owner
Name:
Address: Vs i
City: 14 A Zi noo 3
Phone: ii? -C M U Fax: US07
]t 1
Name:
Phone:
contractor- _
I
Nsme: � u
Address:
City: Zi
Phone. Fax:
LicNo: V(LtPi Il Exp. Date,
City Business Lic No:
Describe the scope of work in detail: Cost of Project: $ 1 � " � �t
**************The fofiosi,ina MUST be cormlete: (write NI/A itztot
HEIGHT TO PEAK:
?-O'- 2''
DIMENSIONS:
68-6-X 49,_o„
# OF STORIES:
Tri -Leve.
TOTAL HABITABLE SP GE:
Iq
MAIN FLOOR TO SQ
FTG: I b 0 �jq J
2 F�L�O/OOR SQ, FTG:
n V7
UNFIN BASEMENT SQ. FTG:
(1� o k
IMPERVIOUS SURFACE
AREA: 3% SD
FINISHED BASEMENT
SQ. FTG:
GARAGE= SQ. FTG:
1046 p fL
DECK/COV. PATIO SQ. FTG:
) %(
30% SLOPES ON
PROPERTY: Na
OF BEDROOMS:
CONSTRUCTION TYPE:
or) V.
HEAT SOURCE:
Gas For,
SEINER OR SEPTIC?
DISCLAIMER
The permitee verifies, acknowledges and agrees by their signature that: 1) if this permit is for construction of or on a dwelling, the
dwelling is/will be served by potable water. 2) Ownership of this City of Spokane Valley Permit inure to the property owner. 3) The
signatory is the property owner or has permission to represent the property owner in this transaction. 4) All construction Is to be done
in full compliance with the City of Spokane Valley Development Code. Referenced codes are available for review at the City of
Spokane Valley Permit Center. 5) This City of Spokane Valley Permit is not permit or approval for any viointion of federal, state or
local laws, codes or ordinances. (3) Flans or additional information may be requlrad to be submitted, and subsequently approved before
this application can be processed.
Signature � � � � u pate
Wjethod of Payment: (Faxed permit applic ` ns will only be a e d with major bankcard)
0 Gash ❑ Check ❑ Mastercard ❑ VISA
Bankcard 9: Expires: VIN#:
Authorized Signature:
RZ I5ED 812SiMS
❑ Other
SPOKANE COUNTY
DEPARTMENT OF BUILDING & PLANNING
1026 WEST BROADWAY AVENUE - SPOKANE, WA 99260-0050
Site Information Project Information
Site Address: 14416 E OLYMPIC AVE
Parcel Number: 46353.5311
Subdivision: RANGE
Block: Lot:
Zoning: UNK Unknown
Owner: VIKING CONSTRUCTION INC
Address: 2605 W HAYDEN AVE
HAYDEN, ID 83835
Building Inspector:
Water Dist:
Sewer Connection Permit
Project Number: 06006747 Inv: I Issue Date: 9/22/2006
Permit Use: SEWER CONNECTION - HUNTERS RUN
Applicant: VIKING CONSTRUCTION INC
2605 W HAYDEN
HAYDEN LAKE, ID 83835
Contact: VIKING CONSTRUCTION INC
2605 W HAYDEN
HAYDEN LAKE, ID 83835
Setbacks - Front: Left: Right:
Group Name:
Project Name:
Permits
Contractor: VIKING CONSTRUCTION License #: VIKINC1988DJ
Phone: (208) 762-9106
Phone: (208) 762-9106
Rear:
SEWER CONNECTION 1 $85.00 PROCESSING FEE 1 $15.00
Total Permit Fee: $100.00
FOR SEWER INSPECTIONS CALL THE UTILITIES DEPT AT (509) 477-3604 FROM 8:30-5:00 MONDAY -FRIDAY PRIOR TO
COVER. ONE WORKING DAY NOTICE REQUIRED. PERMIT ALLOWS FOR A 30 -MINUTE INSPECTION. ADDITIONAL
INSPECTION FEES APPLY AFTER 30 MINUTES.
THE INSTALLER IS RESPONSIBLE TO INSURE ALL WASTEWATER DRAINS ARE CONNECTED TO THE SEWER AND
MAY BE REQUIRED TO PERFORM TESTS FOR VERIFICATION. INSTALLER IS TO FIELD LOCATE AND CONFIRM THE
ELEVATION AND POSITION OF SEWER STUB PRIOR TO ANY OTHER EXCAVATION.
SEWER STUBS ARE TO BE CHECKED PRIOR TO CONNECTION TO ENSURE THAT THEY HAVE ACCEPTABLE GRADE
AND ARE CLEAR AND UNOBSTRUCTED TO THE MAIN. SEWER LINES SHOULD BE CONSTRUCTED TO ALLOW FOR
GRAVITY FLOW FROM THE LOWEST LEVEL OF THE STRUCTURE.
THE INSTALLER AND THIS PERMIT MUST BE PRESENT AT THE JOB SITE AT THE SCHEDULED INSPECTION TIME.
BOTH STATE LAW RCW 19.122 AND COUNTY CODE REQUIRES THE INSTALLER TO GIVE NOTICE OF EXCAVATION TO
OWNERS OF UNDERGROUND FACILITIES.
CALL 1-800424-5555 BEFORE YOU DIG --AT LEAST 2 WORKING DAYS IN ADVANCE. SPOKANE COUNTY CODE
REQUIRES THE INSTALLER COMPLY WITH ALL REQUIREMENTS OF THE WA STATE DEPT OF LABOR & INDUSTRIES,
INCLUDING THOSE RELATED TO TRENCH SAFETY.
Payment Summary
Total Fees AmountPaid AmountOwin¢ Tran Date Receipt # Payment Amt
$100.00 $100.00 $0.00 9/22/2006 5357 $100.00
Processed By: Hargrove. Heidi PERMIT
Printed By: Lemley, Linda Page 1 of 1
�M Permit Center
SiM nem11707 E Sprague Ave, Suite 106
valley Spokane Valley, %VA 99206
Community Development (09)688-0036 FAX: (509)688-0037
-wwsookanev alley org.conI
Alechanical Permit Application ❑ Commercial
SITE ADDRESS
XResidential
PERMIT NUMBER:
PERMIT FEE:
Buildin owner
Name: �. 1 l C e 1 , i' i I ' -� r (;" 1
1. Phone: /. j' O,.,
) .(t (`I..
Fax r�
Address: 1i t(>�./• , tCit
y
Name:
1 hone:
Fax:
Address:
License No:
City
State
Zi
City Business License No:
Contact
Name:
Phone:
DESCRIPTION OF WORK
1 FUEL BURNING APPLIANCE
---._.__.._�.
Et ual to or less than 100,000
# OF UNITS X
COST -
-
TOTAL AMOUNT
2 FUEL BURNING APPLIANCE
X
$12'00 =
3 UNLISTED APPLIANCE (Additional Fee)
More than 100,000
X
$15.00 -
_
Equal to or less than 400,000
X
$50.00
4 UNLISTED APPLIANCE Additional Fee
�_
More than 400,000
=
5 USED.APPLIANCE SEC min. AFUE rating
Equal to or less than 400,000
X
$100.00 -
6 USED APPLIANCE SEC min. AFUE ratio
More than 400,000
X
$50.00 =
7 BOILER/REFRIGERATION
X
$100.00
8 BOILER/REFRIGERATION
1 - 100M BTU
X
$12.00 =
9 BOILER/REFRIGERATION
101 - 500M BTU
X
$20.00
10 BOILER/REFRIGERATION
501 - 1,0ooM BTU
X
$25.00 =
11 BOILER/REFRIGERATION
1,001 - 1,750M BTU
X
$35.00
12 GAS LOG, GAS INSERT, GAS FIREPLACE
More than 1,750M BTU
X
$60.00 =
13 RANGE
X
$10.00 -
14 DRYER
1 X
$10.00 =
15 FUEL BURNING WATER HEATER
X
$10.00 =
16 MISC. FUEL BURNING APPLIANCE
'
X
$10.00 =
17 GAS PIPING each outlet
X
$10.00 =
18 DUCT SYSTEMS
X
$1.00 =
19 VENTILATING FANS
X
$10.00 -
20 AIR HANDLER DOES NOT include ducting)X
Equal to or less than 10 000 CFM
$10.00 =
21 AIR HANDLER DOES NOT include ductin
Greater than 10,000 CFM
X
$12.00 -
22 EVAPORATIVE COOLERS
X
$15.00 =
23 TYPE I HOOD
X
$10.00 -
24 TYPE II HOOD
X
$50.00 =
25 HEAT PUMP/AIR CONDITIONER
X
$10.00 =
26 AIR CONDITIONER
0-3 TON
X
$12.00 =
27 AIR CONDITIONER
X
_
$20.00 _
28 AIR CONDITIONER
15-30 TON
X
$25.00 =
29 AIR CONDITIONER
30-50 TON
X
$35.00 =
30 LPG STORAGE TANK
More than 50 TON
X
$60.00 =
31 WOOD OR PELLET STOVE/INSERT
X
$10.00 =
32 WOOD STOVE - FREE STANDING
X
$10.00 =
33 REPAIR & ADDITIONS
X
$25.00 -
34 VENTILATION SYSTEMS
X
$15.00 -
35 VENTILATION MECHANICAL EXHAUST
X
$12.00 =
36 INCINERATOR -RESIDENCE
X
$12.00 =
37 INCINERATOR - COMMERCIAL
X
$19.00 =
METHOD OF PAYMENT:
X
$22.00 =
❑CASH ❑ CHECK ❑ VISA ❑ MCDATE:
SUBTOTAL
CARD # :
EXPIRES:
PROCESSING FEE
$35.00
TOTAL PERMIT FEE DUE:
AUTHORIZED SIGNATURE:
REVISED 8/216/05
DEC 06 2005 09:30 FR
�,%�� Prnnit Center
S96 ane 11707 E Sprague Ave. Suite 106
T
FU[ey Spokane Valley, WA 99206
(509)688-0036 FAX: (509)688-0037
Ccmnmmity>-velopment A-ww.9nokancvalL .nr c
Plumbing Permit Application ❑ Commercial
srrE annxEss:
TO 12037624507 P.O1/01
PERN T NUNMER:
PEP -NET Fr- E:
Residential
Buildto owner �r 1% l i-) ('i' ,I
M -It
NMC, t
- 1 U, 1
Fhone: ; .. a � i- � � � �: Fax: _
Address �1,.'i:`� l' l-�r� r City _1( ti_>l-`�l�C
t '(' Stott Zi :
Phpnt.: Fax:
Andress:---•�__
Cit : .State: Zip:
License No-
CitY Business License No:
Gontnct
Name:
Phone:
nu I ZIUIUG1:U SI(WATLME;
x> vlSW easv5
,rh, TOTAL PAGE. O1 ;+*
Je,,ilii Yi Rt,f17 I EL.
--�-
3.)ili)1°lIR_,' D_v ClOsiii.ni .. .. -
A-ppro-ach pff-Innit Ai P1.
PR(W C:,TADDRE.SS JIL4Q lLO C" lj�U'l M P [
ST ,AR'I' I?A'T'I /'J'T 'ICIPATTT CCii, 'L.I."fIOI'J DATE
1 L
I�ulldtng 4v1�nel� �'
Contractor:
_Name: .i c �.,
AddI ets: � --�— '_p ' Name:
\;, ' —�-%'✓_ Address: --------- .
Cny: l�C' yt;��'1 State: 7 ZI �
Phone: _ _ __ _ __-- ce I',l,<a'� City: Stat-e:�
'f ` 7 c I a}
ICA )t � ' Phone: _ _ r _
Cc)ntact. Pcrscrl - - _ __ Fax: Contractor Lic Nn: V
i i j lh P Date:
Phone:
`—`"� �- '-" " City Business Lic. No:
:=1�.-`li 'Z_c.Ir ., __ _ _ -
1'ROJEC.:I' D.ES<;1`II'7'IQl`� (Provide site sketch)
e" J i�E:sicJetrci�tl Drivc.��ray II--- Gotnniercia.l/Industrial Driveway
,
v
1 Existing Curb t%r; C;utter
(�
F-1 Rural Road Secdon
E_ Culvert: Installation —� f Sidewalk Re tir/Con.
�t
L p ruction
Other Conditions
Bond�Insurance certification must:e, on file v�it:h the cit3T
DISCI.E WER
Zip:
The permittee verifies, acknowledges and agrees by their signatures that. 1) If this permit is for aursa union of or on c dt„elj1z� the
durellirig is/will he served b );)t:al-)Ic w uet 2
nership oft) -lis C'
signatory is the property owfirer or h is per-n-us)iCn eo represetn tie propel ��o�,,n e Vtillris Permitley ansactioneI oA11 c•onstrthe t1y owner. 34 The
full coml>livrce with the Cit of S ,ok ne \�a.11c ) action is to be done in
Valley Permit (ern.er. 3) Thi, c ity of Spokane Valley Pez�nrtt is Code.
a pernih or approles are val foraanylable for review at Violation of fecleralhstate)or I<Sl clltane
codes or ordinances. 6) Plans or additional information ,-nay he .required to he subi-IlUed, and subseyuent:ly approved before oval law s,
application can he processed.LhiS
Signature I,
ri?eir'>u�l of F'ctyt;;.exe:
❑ Cash ❑ Check
kcard F':
.uthOn,zed Sim casu2-e:
EVISFO 3.'910E
CC,] 14astercar-d
L/l
Date=c�`C���}(/J
❑ VISA
SET TRUSSES TO ALIGN WITH
HALL FOR ATTIC ACCESS.
RIVENEWEmimm
0
ILII'mSol
1110"0
5' 6" ELEVATION DIFFERENCE
ATTACH 2 x 6 LEDGER TO WALL
HANGERS:
1 HUS26 (10)
2 LU26 (8)
X H2.5 (116)
INSTALL GWB
TO FACE OF
HIGH WALL
CUSTOMER: VIKING CONSTRUCTION 3 CAR (MOD)
MODEL: SANDALWOOD
30B #: ?????
]OB ADDRESS: ????????? ??????????
DEVELOPMENT: HUNTERS RUN
LOT / BLK : 11/4
W.O. # : ?????
N
t7
2'0"0
0
0
N
.,
2'0"0
1061603
J
0
MONO TRUSS
6.00 12
2
)a Plr Q# 061603 ROBERGE / SANDALWUUL)3 LHn
11 1
Job Reference o lional
6.400 5 Aug 120 MiTek Indu ' Inc. Wed Sep 27 11:18:02 2006 Page 1
/ I Scale =1:6.4
TI81
4
TCDL 8• Rep Stress Incr
BCLL 0.0 Code IRC2003ITP12002 ( )
BCDL 10.0
LUMBER h
TOP CHORD 2 X 4 HF 1800E 1.6E
BOT CHORD 2 X 4 HF 1800F 1.6E
BRACING
TOP CHORD applied or 1-0-0 oc purlins.Structural wood sheathing directly
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (Ib/size) 284/0-5 8
2
3 -42/Mechanical
Max H02
2 44(load case 5)
Max Uplift
2-104(load case 5)
3 = .161 (load case 7)
Max Grav ! 437(load ase 7) 2 =
3 311 (load case 5)
i
FORCES (lb) - Maximum CompressioNMaximum Tension
TOP CHORD 23 _ 87/15
1-2 = 0/100
BOT CHORD
2.4 = O/0
NOTES
1) Wind: ASCE 7-98; 9pmph; h=25ft; TCDL=3.Opsf; BCDL=O.6psf; Category ll; Exp B; enclosed;
MWFRS gable end zone; cantilever left and right exposed ; and vertical left and right exposed;
Lumber DOL=1.33 plate grip DOL=1.33. partial/ Ex
2) TCLL: ASCE 7-98; Pf=40.0 psf (flat roof snow); Exp B; Y p.
3) This truss has been checked for uniform snow load only, except as noted.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load
of 40.0 psi on overhangs non -concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconartent with any other live
loads.
6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality
assurance inspection• late capable of withstanding 104 Ib
7) Provide mechanical connection (by others) of truss to bearing p
uplift at joint 2 and 161 Ib uplift at joint 3.
8) This buss is designed in accordance with the 2003 International Residential Code sections
R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1.
LOAD CASE(S)
Standard
I /
IIIIIV/////
2x4 =
1-0'0
_
1-0
0 0 0
g.Ck:i-0-11
DEFL
I
in (loc)
Udell
Ud
PLATES GRIP
MT20 1851148
LOADING(psf)
SPACING 2-0-0
CSI
TC 0.29
VeR(LL)
0.01 4
>999
240
180
TCLL 40.0
Plates Increase - 1.15
BC 0.03
Vert(TL)
0.01 4
>999
(Roof Snow --40.00)
Lumber Increase YES
WB 0.00
It
Horz(TL)
-0.00 3
Na
Na
Weight 4 Ib
TCDL 8• Rep Stress Incr
BCLL 0.0 Code IRC2003ITP12002 ( )
BCDL 10.0
LUMBER h
TOP CHORD 2 X 4 HF 1800E 1.6E
BOT CHORD 2 X 4 HF 1800F 1.6E
BRACING
TOP CHORD applied or 1-0-0 oc purlins.Structural wood sheathing directly
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (Ib/size) 284/0-5 8
2
3 -42/Mechanical
Max H02
2 44(load case 5)
Max Uplift
2-104(load case 5)
3 = .161 (load case 7)
Max Grav ! 437(load ase 7) 2 =
3 311 (load case 5)
i
FORCES (lb) - Maximum CompressioNMaximum Tension
TOP CHORD 23 _ 87/15
1-2 = 0/100
BOT CHORD
2.4 = O/0
NOTES
1) Wind: ASCE 7-98; 9pmph; h=25ft; TCDL=3.Opsf; BCDL=O.6psf; Category ll; Exp B; enclosed;
MWFRS gable end zone; cantilever left and right exposed ; and vertical left and right exposed;
Lumber DOL=1.33 plate grip DOL=1.33. partial/ Ex
2) TCLL: ASCE 7-98; Pf=40.0 psf (flat roof snow); Exp B; Y p.
3) This truss has been checked for uniform snow load only, except as noted.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load
of 40.0 psi on overhangs non -concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconartent with any other live
loads.
6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality
assurance inspection• late capable of withstanding 104 Ib
7) Provide mechanical connection (by others) of truss to bearing p
uplift at joint 2 and 161 Ib uplift at joint 3.
8) This buss is designed in accordance with the 2003 International Residential Code sections
R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1.
LOAD CASE(S)
Standard
_- -- any Ply I:Q# 061603 ROBERGE / SANDALWODU s LAKTruss Truss Type 1MoDjFINK $061603 B b Reference o tionaj 6.405 Aug 120 2006 MiTek Industries, Inc. Wed Sep 27 11:78:04 2006 Paget j
WA 99206-4220, D.H. 5-9-4 22-0.07.4023.4-0
Lumbermen's Building Centers, Spokane, 11-0-0 5-2.12 1612 Scale = 1:38.
0-0-0
5-94 5-9-4 5-2.12
4x6 =
3
i\
6.00 12
1.5x4
1.5x4 / 4
Wt// W\
2 1 /
W2
5
6 �o
o= 7 3x9 =
9 ", 8
3x9 = 3x4 3x6 = 3x4 =
= 22-0-0
6-11-11 14- •14 7-0.2 Sq-Ck:22-0.
0-0-0 7-6-2 7 •2
Sq.Ck:22-0.1
Plate Offsets Y : 1:0-9� 0-0-10 5:0-9 4.0-0-10 PLATES GRIP
CSI DEFL in (loc) Udefl L/d MT20 185/148
LOADING(psf) SPACING 2-0-0 TC 0.60 Vert(LL) -0.12 1-9 >999 240
TCLL 40 0 Plates Increase 1.15 Vert(TL) -0.26 1-9 >999 180
(Roof Snow --40.0) Lumber Increase 1.15 BC .0.52 Horz(TL) 0.06 5 Na Na
TCDL 8.0 i WB 0.47 Weight:821b
Rep Stress Ina YES Matrix
BCLL 0.0 Code IRC2003rTP12002 ( )
BCDL 10.0
LUMBER
TOP CHORD 2 X 4 HF 180OF 1.6E
BOT CHORD 2 X 4 HF 1800E 1.6E
WEBS 2 X 4 DF StudlStd
BRACING
TOP CHORD applied or 44)-8 oc Purlins.
Structural wood sheathing directly
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (Ib/size)
1 1257/Mechanical
5 = 1408/0-3-8
Max Horz
1 -101(load case 8)
=
j Max Uplift _ .211 (load case 7)
5 =-269(load case 8)
jMax Grav
1 = 13710oad case 2)
5 15770oad case 3)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD= -19371354 3 4 = -1912/340
1-2 = -23321355 2-3 = 0/102
4-5 = -22801341 5-6
BOT CHORD= -153!1263 7� = -153/1263
1-9 = -334/1939 8-9
5-7 = .225/1883
WEBS= -168/939 3-7 = -1541890
2-9 = -728/170 3-9
4-7 = -6981162
NOTES
1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=3.OpsF, BCDL=0.6psf; Category 11; Exp B: sed
MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;
Lumber DOL --1.33 plate grip DOL=1.33.
2) TCLL: ASCE 7-98; Pf--40.0 psf (flat roof snow); Exp B; Partially Exp.
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load
of 40.0 psf On overhangs nal concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live
loads.
6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality
assurance inspection.
le of withstanding 211 lb
7) Provide mechanical connection (by others) of truss to bearing plate capab
uptift at joint 1 and 269 Ib uplift atjoint 5.
18502! 1truss and designed i and referenced with
standardANSUTP International
i nal Residential Code sections
ILOAD CASE(S)
Standard
061603
H
�1
E / SANDALWUULJ 3 -Am
Truss
Jo
131 i FINK 11 I b Reference (optionaq
s
6 400 s Aug 1 2006 MrTek IndustneInc
Scale =
2x4 =
4x7 =
4
....._ - 4X4 sxo —
Sq.Ck:22-0-1
plat.Ofisets X,Y :
2:0 2 4 Ed e1 r4:0-2-0.0-0-41,,[6:0-2-4 Edgj
In (loc) Udefl Ud
G(psf)
SPACING 3-0-0
CSI
TC 0.87
DEFL
Vert(LL)
-0.12 6 8 >999 240
180
40.0
Plates Inuease 1.15
0.6
Vert(TL)
-0.31 6-0 '847
Na Na
7(RoofSnow=40-0)
Lumber Increase 1.15
WB ' 0.59
W
Horc(TL)
0.096
8.0
Rep Stress Ina NO
(Matrix)
0.0
Code IRC2003ITPI2002
10.0
LUMBER
TOP CHORD 2 X 4 HF 210OF 1.8E LOAD CASE(S)
BOT CHORD 2 X 4 HF 180OF 1.6E Standard
WEBS 2 X 4 DF Stud/Std
OTHERS 2 X 4 DF Stud/Std
BRACING
TOP CHORD
2-0-0 oc purlins (3-3-7 max.)
(Switched from > 2-0-0 sheeted: Spacing )•
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
JOINTS
1 Brace at Jqs): 4
REACTIONS (Ib/size) 2102/0-3 8
2
6 = 210210-3-8
Max Hoa-139(load case 8)
2 =
1 Max Uplift
2 •402(load case 7)
6 402(load case 8)
Max Grav
2 = 2362(load case 2)
6 = 2362(load case 3)
FORCES (lb) - Maximum Compression/Maximum Tension
TOPCHORD= _34131509 3 4 = -2845/508
1-2 = 0/152 2-3 = -3413/509 6-7 = 01152
4-5 = -2845/508 5-6
BOT CHORD= -22211873 9 = -222/1873
2-10 = -47512819 9-10
6.8 = -336/2819
WEBS= _231/1335 4 8 = -231/1335
3-10 = -1049/243 4-10
5-8 = -1049/244
NOTES
1) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (norma o
the face), see MiTek'Standard Gable End Detail'
13) 2) TCLL: ASCE 7.98; Pf=40.0 psf (flat roof snow); Exp B; Partially Exp.
Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load
of 40.0 psf on overhangs non-concurent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live
loads.
6) All plates are 1.5x4 MT20 unless otherwise Indicated.
7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality
assurance inspection.
6) Gable studs spaced at 2-0-0 oc.
lb
9) Provide mechanical connection (by others) of truss to bearing Plate capable of withstanding 402
uplift at joint 2 and 402 lb uplift at joint 6.
10) This truss is designed in accordance with the 2003 International Residential Code sections
I R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
11) Design assumes 4x2 (flat orientation) purlins at ofastened to truss TC wl
c spacing indicated,
12-10d nails.
PLATES GRIP
MT20 185/148
Weight 1201b
Qty Ply Q# 061603 ROBERGE / SANDALWOOD 3 GAK :
Job Truss Truss Type 1
061603 I62 FINK 1 Job Reference o tional
6.400 s Aug 1 Reference
o do Industr es, Inc. Wed Sep 27 t 1:18:06 2006 Page t
i Building Centers, Spokan,. WA 99206-4220, D.H. 16-2-12 5.1.4 213-0
Lumbennen's
_ 5-2-12 11-0-0 5-2-12Scale =1:38.0
5-9-4
4x6 =
3
I
i
I6.0012
� / \ 1.5x4
11.50 \\
W / \ W1 4
2 �
\'. W2 5
I,
_ to
3x6 I
f y� 8 7 4x7 II
9
3x4
3x9 = f- 3x6 = =
3x4 = . 6-10.2 213-0
0 A 7-6-2 14-5-14
7-6-2 6-11.11 Sq-Ck:21.44,
q Ck:21.4-1
KIX Y : 1:0-93,0-0-10 , 6:0 4-t,Ed a DEFL in (loc) Udefl Ud=LAES SPACING 2-0-0 CSI >999 2400.0 TC 0.60 Vert(LL) -0.12 1"g >999 180
PWtes Inuease 1.15 BC 0.51 Vert(TL) -0.250.0) Lumber Increase 1.15 VV8 0.42 Horz(TL) 0.06 6 Na Na
8.0 Rep Stress Ina YES Matrix)0.0 Code IRC2003ITP1200210.0
TOP CHORD 2 X 4 HF 1800F 1.6E
BOT CHORD 2 X 4 HF 180OF 1.6E
WEBS 2 X 4 DF Stud/Std
SLIDER
BRACING
TOPCHORD
Structural wood sheathing directly applied or 4-0-14 oc pudins.
BOTCHORD
Rigid ceiling directly applied of 10-0-0 a bracing.
REACTIONS (Ib/size) I
1 1231/Mechanical
6 1231/Mechanical
Max Holz
1-74(load case 8)
Max Uplift
1 =-208(load case 7)
6-204(load case 8)
Max Grav 1354(load case 2)
1
6 1320(ioad case 3)
=
FORCES (lb) -Maximum Compression/Maximum Tension
TOP CHORD =-1ggy346 33 = '17641323
1-2 = -22971348 2-3
4.5 = •18221324 5-6 = -20711313
BOT CHORD = -15511216 7$ = -15511216
1-9 = -33511907 8-9
6-7 = -231/1700
WEBS = .168!942 3-7 = -1371744
2.9 = -723/169 3-9
4-7 = -588/147
NOTES
1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=3.Opsf; BCDL=0.6psf, Category II; Exp B; enclose
MWFRS gable and zone; cantilever left and right exposed ; end vertical left and right exposed;
Lumber DOL=1.33 plate grip DOL=1.33.
2) TCLL: ASCE 7-98; Pf=40.0 psf (flat roof snow); Exp B; Partially Exp.
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live
loads.
5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality
assurance inspection. 1 ble otwithstanding 2081b
6) Provide mechanical connection (by others) of truss to bearing plate caps
uplift at joint 1 and 204 lb uplift at joint 6.
7) This
truss
and designed i in and accordance
with
i standard A International
nal Residential Code sections
R602.1
refe
LOAD CASE(S)
Standard
061603 �c
061603 ROBERGL / bANIJP+LvvvvU 13
I M55 I yp- I8 I 1
Job Reference (optional,
MONO TRUSS
6.400 5 Aug 1 2006 MiTek Industnes Inc Wed Sep 27 1
19206.4220, D.H. jai" 10-11.6
5.2.10
0 -0 5.7-4 S- 30 II
3
E
4
5
7x8
3x6 =
1.5x4 II 10.
5 -4 5 4-2 1.6
0 -0 5-7d
Sq4k:10-9-15
te Offsets X,Y :
PlF0.
1:0-2-10,0-1� , 14-0-1-13,0-2-81
in (l0c)
Ildefl L/d
NG(psf)
SPACING 2.0-0
CSI
TC0.64
DEFL
V240
ert(LL)
-0.04 1-5
1-5Lumber
>999 180
40.0
Plates Increase 1.15
BC 0'28
Vert(TL)
-0.08
4
nla n1a
now=40.0)
Increase 1.15
WB 0.49 '
HOrz(TL)
0.01
8.0
Incr YES
Rep C2003(fP12002
(Matrix)
00
Code RStrL
LUMBER
TOP CHORD 2 X 4 HF 180OF 1.6E
BOT CHORD 2 X 4 HF 1800E 1.6E
WEBS 2 X 4 DF Stud/Std
OTHERS 2 X 4 DF Stud/Std
BRACING
TOP CHORD -0-0 oc Purlins -
Structural wood sheathing directly applied
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (Ib/size) 821/Mechanical
1 —
4 62110-1.8
Max Horz 172(load case 4)
1
Max Uplift _ _107(load case 5)
1
4 147(load case 5)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD = -158166 3 4
1-2 = -9051134 2-3
BOT CHORD = _1511710
1-5 = -151/710 4-5
WEBS = -778/214
2-5 = -10/246 2-4
= -202/53
NOTES II; Exp B: enclosed;
1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=3.Opsf; BCDL�.6psf; Category
MWFRS gable end zone; candlever left and right exposed ; end vertical left and right exposed;
Lumber DOL=1.33 plate grip DOL=1.33.
0 psf (flat roof snow); Exp B; Partially Exp.
2) 7CLL: ASCE 7.98; Pf=40.
3) This truss has been checked for uniform snow load only, except as noted. other live
4) This truss has been designed for a 10.0 psf bottom chord live load nonconartent with any
loads.
5) This truss requires plate inspection per the Tooth Count Method when this buss is chosen for qualdy
assurance inspection.
6) Bearing at joints) 4 considers parallel to grain value using ANSVTPI 1 angle to grain formula.
Building designer should verify capacity of bearing surface• late atjoings) 4.
7) Provide mechanical connection (by others) of truss to bearing P
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 107 Ib
upi- at joint 1and147Ibuplift atjoint 4. 03
g) i 11w1 and RS 2 ed I aaccordance with the 20 nd referenced standard ANSI/TPI Inal Residential Code sections
is
LOAD CASE(S)
Standard
Scale =1
go
1^
0
Sq-CkA
PLATES GRIP
MT20 1851148
Weight 45 Ib
Joo
061603
Sq-Ck:10-9-15
T603 ROBERGE / SANUALVVUVLJ 0 I-dArc
Truss
C1 ;MONO TRUSS Jot
s aoo s
10.11.6
Scale =1
11
40 =
10.11.6
Plate Offsets (X Y). [8:Edae,0-1-14
DEFL in (loci) g ell Ud PLATES GRIP
MT20 1851148
2-0-0
40.0 1.15
LOADING(psf) S71ncr
CSI
TC 0.1fr
Vert(LL) Na Na 999
Na Na 999
L
TCLL pase
(Roof Snow=40.0) Lease 1.15
BC 0.06
WB 0.07
Vert(TL)
Horz(TL) -0.00 7 n/a Na
Weight 53 lb
TCOL 8.0 YES
BCLL 0.0 03ITP12002
(Matrix)
BCDL 10.0
6) This truss requires plate inspection per the Tooth Count Method when this buss is chosen or
LUMBER
TOP CHORD 2 X 4 HF 180OF 1.6E
quality assurance inspection.
7) Gable requires continuous bottom chord bearing.
BOT CHORD 2 X 4 HF 1800F 1.6E
OTHERS 2 X 4 DF Stud/Std
8) Gable studs spaced at 2-0-0 oc
7 considers parallel to grain value using ANSI/TPI 1 angle In grain formula.
atjspaced
9) Bearing studs
BRACING
Building designer should verify capacity of bearing surface.
others) of truss to bearing plate capable of withstanding 44 Ib
1,
TOP CHORD
structural wood sheathing directly applied or 6-0-0 oc purlins.
10) provide mechanical connection (by
at joint 8, 32 lb uplift at joint 7, 74 Ib uplift at joint t3, 60 Ib uplift at joint 12, ti4 Ib uplift atjoint
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
uplift
62 Ib uplift at joint 10 and 55 Ib uplift at joint 9.
Thisbussis in the 003 IntTPational Residential Code sections
11)
d R802.ned
and referenced standard
REACTIONS (Ib/size)
1 = 9210-11-6
8 = 4/10-11-6
22110.11.6
LOAD CASE(S)
7 =
263110-11-6
Standard
13 =
12 = 225/10-11-6
11 = 23210-11-6
10 = 244/10-11.6
9 = 174110-11-6
Max Hoa
1 172(load case 4)
=
Max Uplift _-44(load case 4)
8-32(load case 5)
13 = .74(load case 5)
1.60(load case 5)
12 '_-64(load case 5)
11 _ -02(load case 5)
9 _55(load case 5)
9 =
Max Grav 92(load case 1)
1 54(load case 3)
8 = 22(load case 1)
7 263(load case 1)
13 ' Y25(load case 1)
12 = 232(load case 1)
11 244(load case 1)
9 = 174(load case 1)
9 =
FORCES (lb) - Maximum Compression/Maximum Tension
TOPCHORD= 3 4 = -101142
=
1-2 = •146148 2-3 = .59143 6.7 = .26/28
4-5 = -80143 5.6
7.8 = 010
BOTCHORD= = -35/45
1-13 = •35145 12-13 = 35/45 = 35/45 11 11- = .35/45
10.11 = •35/45 9-10
8-9
WEBS = -189164 4-11 = -191165
2-13 = -206171 312 = -143161
5-10 = .203/69 6-9
I NOTES
1) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to
the face), see MiTek "Standard Gable End Detail'
2) TCLL: ASCE 7-98; Pf=40.0 psf (flat roof snow); Exp B; Partially Exp.
3) This truss has been checked for uniform snow load only, except as noted.
14) This truss has been designed for a 10.0 psf bottom chord live load non
concurtent with any other live
loads.
5) All plates are 1.5x4 MT20 unless otherwise indicated.
61603
ff
y11
0
❑9
CATHEDRAL
10_11.11 6-0.5 17-0-0
5x9 =
6
my Ply Q 03# 0616ROBERGE / SANUALvvvvv 0 �r+rx I
11 1 II
Job Reference ic, tional
fi 400 s Aug 1 2006 Mi7ek Industries, Inc. We Sep 27 11.16:09 2006 Page 1
.8
Scale =
5x9% 3.00j 12
Plate Offsets X,r :
z:u-z-o,r=u � ...-, - - - �- -- --
---------------
I
DEFL
in (loc) Ildefl Ud
LO�(ps�
SPACING 2-0-0
CSI
TC 0.77
Vert(LL)
-0.4114-15 >741 240
180
TO
Plates Increase 1.15
BC 0.84
Vert(TL)
-0.61 14-15 >498
Na Na
(Ro
Lumber Increase 1.15
WB 0.92
Horz(TL)
I
0.35 12
TCDL 8.0
Rep Stress Incr YES
(Matrix)
BCLL 0.0
Code IRC2003ITP12002
LUMBER
TOP CHORD 2 X 4 HF 180OF 1.6E LOAD CASE(S)
BOT CHORD 2 X 4 HF 1800F 1.6E
WEBS 2 X 4 OF Stud/Std'Except' Standard
W3 2 X 4 HF 180oF 1.6E
BRACING
TOP CHORD lied or 2.2 0 oc Purlins.
Structural wood sheathing directly app
BOTCHORD
Rigid ceiling directly applied or 5-2-13 oc bracing.
REACTIONS (Ib/size) 141310-5-8
2 = 278310-5-8
12 =
Max Horz
2 .133(load case 8)
=
Max Uplift 303(load case 7)
2
12 = .673(load case 8)
Max Grav 1862(load case 2)
2
12 3094(load case 3)
=
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD= -53907178 3 4 = -49231753
1.2 = 0195 2-3 = .3251/506 6-7 = -1007/214
7.8 = -11040/2040/260 00 8-9
4-5 = - 5-6 = -433/1899 9-10 = 340/1281
10-11 = 0/100
BOT CHORD = -50713568 13-14 = -9411217
2-15 = -76314749 14-15
12.13 = -18081555 10-12 = -10071351
WEBS= .222/1136 5-14 = -1097/245
3-15 = -486/132 5-15 = -884/124 7-13 = -568/130
6-14 = -406/2636 6-13 = -21701378 9-12 = -670/181
8-13 = 316/2082 8-12
NOTES B; enclosed;
1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=3.Opsf; BCDL=0.6psf, Category II; Exp
MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;
Lumber DOL=1.33 plate grip DOL=1.33.
2) 7CLL: ASCE 7-98; Pf-40.0 psf (flat roof snow); ExP B; Partially Exp.
3) Unbalanced snow loads have been considered for this design.
14) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 gimes flat roof load
of 40.0 psf on overhangs non -concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live
loads.
6) All plates are MT20 plates unless otherwise indicated.
7) This truss requires Plate inspection per the Tooth Count Method when this truss is chosen for quality
assurance inspection.
8) Bearing atjoint(s) 2 considers parallel to grain value using ANSI(fPl 1 angle to grain formula.
Building designer should verify capacity of bearing surface.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 303 Ib
uplift at joint 2 and 673 Ib uplift at joint 12.
10) This truss is designed in accordance with the 2003 International Residential Code sections
11 R502.1 11.1 and R802.10.2 and referenced standard ANSUTPI 1.
PLATES GRIP
MT20 185/148
MT18H 1851148
Weight 146 lb
Too 1
061603 D1 'ROOF TRUSS
;I
0
s Aug 1
4x6 -
3 CAR
Scale = 1
3x7 =
36
2
5x6 =
29 =
1385126-0-0
sxa -
320/26-"
31 =
201/26-0-0
32 =
236126-0-0
33 =
34-0-0
34 -
238126-0-0
35 =
34-0-0
36 =
320126-0-0
Ck:3,
0 -0
27 =
221/26-0-0
26 =
154126-0-0
25 =
715/26-0-0
q.Ck:34-0-0
A33(load case 8)
Max Uplift
13-14
2 =
.818(load case 3)
29 =
Plate Offsets X,Y :
2:0-3 12,0-1-0 29:0-3-0.0-3-0
-65(load case 7)
31
in (Ioc)
I/defl
Ud
PLATES GRIP
LOADING(psf)
SPACING 2-0-0
CSI
DEFL
Vert(LL)
-0.07 20'21
Nr
120
MT,185/148
TCLL 40.0
Plates Increase 1.15
TC 0.97
BC 0.88
Vert(TL)
-0.03 20.21
Nr
90
Na
Max Grav -
2 -
(Roof Snow --40-0)
Lumberincrease 1.15
WB 065
I , Horz(TL)
-0.07 25
Na
302(load case 2)
Weight 1861b
TCDL 8.0
Rep Stress Ina NO
(Matrix)
34 =
319(load case 2)
35
case 2)
_282(load
36
BCLL 0.0
Code IRC20031TPI2002
437(load case 3)
27
297(load case 3)
26 _
207(load case 3)
LUMBER
TOP CHORD 2 X 4 HF 1800E 1.6E
BOT CHORD 2 X 4 HF 180OF 1.6E
WEBS 2 X 4 DF Stud/Std
OTHERS 2 X 4 DF Stud/Std
BRACING
TOP CHORD applied or 10-0-0 OC purlins.
Structural wood sheathing directly
BOTCHORD
Rigid ceiling directly applied or 5-1-14 oc bracing.
WEBS 11-29
1 Row at midpt
REACTIONS (Ib/size)
2
-347126-"
29 =
1385126-0-0
30 =
320/26-"
31 =
201/26-0-0
32 =
236126-0-0
33 =
230/26-0-0
34 -
238126-0-0
35 =
208126-0-0
36 =
320126-0-0
28 =
316126-0-0
27 =
221/26-0-0
26 =
154126-0-0
25 =
715/26-0-0
Max Horz
2 =
A33(load case 8)
Max Uplift
13-14
2 =
.818(load case 3)
29 =
.282(load case 8)
30 =
-65(load case 7)
31
.63(load case 7)
_
32
-63(load case 7)
33 =
.63(load case 7)
34 =
.63(load case 7)
35 =
-61 (load case 7)
36 -
-74(load case 7)
28 =
482(load case 8)
27 =
.61 (load case 8)
26 =
47(load case 8)
25 =
-233(load case 8)
Max Grav -
2 -
242(load case 2)
29 =
1761(load case 3)
30 =
349(load case 2)
31 =
302(load case 2)
32 =
314(load case 2)
33 =
310(load case 2)
34 =
319(load case 2)
35
case 2)
_282(load
36
409(10ad case 2)
28
437(load case 3)
27
297(load case 3)
26 _
207(load case 3)
25 =
962(load case 3)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD0/100
= 450!1961
34
=
=-421/1947
1-2
=
5.6
= -383!1941
6-7
= 379!1948
4-5
= -40211948
4021
= 343/1943
9-10
= 326/1963
= 363/1948
11- 11-12
= 305/1947
12-13
= -349/2017
10- 11
10
= -299/1915
14-15
= 41311985
15-16
= -32811929
13-14
= .381/2003
17-18
= -35711584
18.19
= 368/1497
16-17
= 429/1832
20-21
= 01100
19-20
= -390/1445
BOT CHORD=
35-36
-1736/552
34 35
= -17361552
236
= -17361552
32-33
= .17361552
31-32
= -17361552
33.34
= -1736t552
2930
= .17361552
28-29
= -17361552
30-31
= -17361552
26-27
= .1736/552
25-26
= -17361552
27-28
= -17361552
23-24
= -1267/409
22-23
= .12671409
24-25
= -1267/409
20-22
= -12671409
WEBS309!67
11-29
= -1720/284
103 0
=
931
534
= .262165
= -278166
8-32
= -274/65
733
= .270/65
=
12-28
= 402/85
4-35
= -247/61
336
14-26
_353182
= -232/59
15.25
= .176124
13-27
= -239
18-23
= -104/23
19-22
= .170129
17-24
= -139//4141 9
17-25
= -952/290
NOTES
1) Truss designed for wind loads in the plane of the buss only. For studs exposed to win norma
to the face), see MiTek'Standard Gable End Detail'
2) TCLL: ASCE 7-98; Pf--40.0 psf (flat roof snow); Exp B; Partially Exp.
3) Unbalanced snow loads have been considered for this design.
4) This buss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof
load of 40.0 psf on overhangs non -concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any oche
live loads.
6) All plates are 1.50 MT20 unless otherwise indicated.
7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for
quality assurance inspection.
8) Gable studs spaced at 24)-0 oc.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8181
uplift at joint 2, 282 lb uplift at joint 29, 65 Ib uplift at joint 30.63 Ib uplift at joint 31, 63 Ib uplift at jr
at joint 35, 74 lb uplift at joint 36, 82 Ib
32, 63 Ib uplift at joint 33, 63 Ib uplift at joint 34, 61 Ib uplift
uplift at joint 28, 61 lb uplift at joint 27, 47 Ib uplift at joint 26 and 233 Ib uplift at joint 25.
10) Non Standard bearing condition. Review required.
11) This
is buss
d 8802.ned inaccordance
rdareferenced standard ANSA ational Residential Code sections
LOAD CASE(S)
Standard
061603
y -;Ply ., # 061603 ROBERGE / SANUALwvvu ,1 IJ I
ss Type
Tru
1
ROOF TRUSS 1!
,lob Reference (ootionap
m v 1 7006 MiTek Industries Inc. Wed Sep 27 11:18:12 2006 Page 1
4x7 =
3
Scale =
Sq.Ck:13-0.2
LOADING(psf)
SPACING
2-0-0
TCLL 40.0
Plates Increase
1.15
(Roof Snow=40.0)
Lumber Increase
1.15
TCDL 8.0
Rep Stress Ina
YES
BCLL 0.0
Code IRC2003ITP12002
LUMBER
TOP CHORD 2 X 4 HF 1800F 1.6E
BOT CHORD 2 X 4 HF 180OF 1.6E
WEBS 2 X 4 DF Stud/Std
OTHERS 2 X 4 DF Stud/Std
BRACING
TOP CHORD
Structural wood sheathing directly applied or 3-8-11 oc purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (Ib/size)
2 =
87710-5-8
4
877/0-5-8
Max Hort
case 8)
2
.62(load
Max Uplift
-183(load case 7)
_
�i 4 =
-183(load case 8)
Max G
1014(ioad case 2)
2
1014(load case 3)
4
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD
2-3 = -23801293 3-4
1-2 = 0/93
4-5 = 0193
1 BOT CHORD
2-0 = -251/2113
4-6 = -25012113
WEBS
3-6 = -157/1480
CSI
TC 0.64
BC 0.53
WB 0.65
(Matrix)
= -2380/313
DEFL • in (loc) Well Ud
Vert(LL) -0.16 4-6 >925 240
Vert(TL) -0.29 4-6 >514 180
Horz(TL) 0.23 4 n1a n/a
VOTES
1) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to
he face), see MiTek'Standard Gable End Detail'
2) TCLL: ASCE 7-98: Pf--40.0 psf (flat roof snow): Exp B: Partially Exp
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load
of 40.0 psf on overhangs non -concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live
loads.
6) This truss requires plata inspection per the Tooth Count Method when this truss is chosen for quality
assurance inspection.
7) Gable studs spaced at 2-0-0 oc.
8) Bearing at joints) 2, 4 considers parallel to grain slue using ANSI/TPI 1 angle to grain formula.
Building designer should verify capacity of bearing surface.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 183 Ib
uplift at joint 2 and 183 Ib uplift at joint 4.
10) This
truss i designed
in accordance with the 2003
and referenced standard ANSIlTPatlonal Residential Code sections
LOAD CASE(S)
Standard
PLATES GRIP
MT20 185/148
Weight 41 Ib
Sq-Ck:
061603
11
n
21
F
FINK
1
Jot
6400S
13-0 5.7.4
4x6 =
4
1603 ROBERGE / SANUALVVUUU 0 t,rut
Scale =1
3x4 = ""
Plate Offsets X,Y :
2:0-0-0 0-0-41-6:0-0-0,0-04
DEFL
in (loc)
Udefl
- I PLATES GRIP
Ude 1851148
LOADING(psf)
SPACING 2-0-0
SI
C 0.64
Ved(LL)
.0.10 2-10
>999
240
180
TCLL 40.0
Plates Increase 1.15
0.46
7BC
Vert(TL)
-0.23 8-10
>999
Na
Na
(Roof Snrnr-40.0)
Lumber Increase 1.15
B 0.44
H�(TL)
0.07 6
Weigh[ 891b
TCDL 8.0
Rep Stress Incr YES
Matrix)
BCLL 0.0
Code IRC2003/TP12002
LUMBER
TOP CHORD 2 X 4 HF 1 80O 1.6E
BOT CHORD 2 X 4 HF 1800F 1.6E
WEBS 2 X 4 DF Stud/Std
BRACING
TOP CHORD
Structural wood sheathing directly applied or 4-0-3 oc purlins.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (Ib/size) I
2 1486/0-5-8
6 _ 1486/0-5411
Max Hoa
2 =-98(load case 8)
Max Uplift _ .284(load case 7)
6
2-284(load case 8)
=
Max Gray 1670(load case 2)
2
6 1670(load case 3)
FORCES (ib) - Maximum Compression/Maximum Tension
TOP CHORD= _2413/358 3-4
4-5 = -2050/372 5.6 = -20501371
1-2 = -205 2-3 = -2413/358 6-7 = 01103
BOT CHORD = -157/1316 8-9 = -157/1316
2-10 = -334/1987 9-10
6.8 = -237/1987
WEBS= .174/996 4 8 = -174/996
3-10 = -7251170 4-10
6.8 = -7251170
NOTES Il; Exp B; an ed;
1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=3.Opsf; BCDL-0.6psf; Category
MWFRS gable end zone; cantilever left and right exposed ; and vertical left and right exposed;
Lumber DOL=1.33 plate grip DOL=1.33.
2) TCLL: ASCE 7-98; Pf=40.0 psf (flat roof snow); Exp B; Partially Exp.
3) Unbalanced snow loads have been considered for this design.
4) This buss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load
of 40.0 psF an overhangs non -concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live
loads.
6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality
assuranceinspection.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 284 lb
uplift at joint 2 and 284 lb uplift at joint 6.
. th the 2003 8) This 850211truss and designed
.2 and ordrefeance wi tandard ANSVTP international Residential Code sections
LOAD CASE(S)
Standard
Job
061603 F1
ROOFTRUSS
I1 I 1 Jot
6.400 s
4x4 =
8
/ SANDALWOOu 3 L;AK
11-9-0— Scale=
M
Sq -0k:23-0.0
LOADING(psf)
SPACING 2-0-0
TCLL 40.0
Plates Increase 1.15
(Roof Snow=40.0)
Lumber Increase 1.15
TCOL 8.0
Rep Stress Ina NO
BCLL 0.0
Code IRC20031TP12002
BCDL 10.0
LUMBER
TOP CHORD 2 X 4 HF 1800F 1.6E
BOT CHORD 2 X 4 HF 180OF
1.6E
OTHERS 2 X 4 OF Stud/Std
BRACING
TOP CHORD lied or 6-0-0 oc purlins.
Structural wood sheathing directly app
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)
2 =
277123-6-0
21
212123-0-0
22 =
232123-6-0
23 =
233123-6-0
24 =
228/23.6-0
25 =
246123.6-0
26 =
168123.8.0
20
232123-6-0
_
233123-6-0
18 =
228/23-6-0
246123-6-0
i17 =
16
168123-6-0
14 =
277123.6-0
Max Horz
-98(load case 8)
2-
Max Uplift
50(load case 7)
2
22
-60(load case 7)
23 -
-65(load case 7)
24 -
-61 (load case 7)
25 =
-70(load case 7)
-61(load case 9)
1 20 _
-58(load case 8)
t9
-65(load case 8)
18
-60(load case 8)
17
-70(load case 8)
16 =
-61 (load case 9)
14 =
-69(load case 8)
Max Grav
2 _
380(load case 2)
21 =
212(load case 1)
22 =
325(load case 2)
2)
23 =
311 (load case
24 =
307(load case 2)
25 =
332(load case 2)
26 =
222(load case 2)
20
325(load case 3)
19 =
311 (load case 3)
18 =
307(load case 3)
17 -
332(load case 3)
16 =
221(load case 3)
14 =
381(load case 3)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD
1-2 = 0/100
2-3 = 92132 3,4
4-5 = -80)70
CSI
TC 0.31
BC 0.13
WB 0.13
(Matrix)
= -75150
DEFL in (loc) Vdefl L/d PLATES GRIP
Vert(LL) MT20 185/148
-0.02 15 Mr 120
15 n/r 90
Horz(T�) 000 14 n/a We
Weight: 106 lb
i
TOPCHORD= 7 8 = -841126
= _
r� = -79/89 6-7 = -79/52
&9 = -841120 9-10 = -78/87 10-11
11-12 = 80!42 12-13 = -75147 13-14 = -84126
14-15 = 0/100
BOTCHORD=
26-26 = 0188 24-25 = 0/88
2-26 22-23 = 0/88 21-22 = 0188
23 24 = 0188 = 0188 18-19 = 0188
20-21 = 0/88 19'� 14-16 = 0188
17-18 = 0188
16-17 = 0/88
WEBS = -285163 6-23 = -271/67
8-21 = -17210 7-22 = _283/69 3-26 = -222/49
5-24 = -270/64 4-25 = -270/64
9-20 = -285161 10-19 = -271/67 11-18
12-17 = -283169 13-16 = -222/49
NOTES
1) Truss designed for wind loads in the plane of the buss only. For studs exposed to win norma
to the face), see MiTek "Standard Gable End Detail'
2) TCLL: ASCE 7-98; Pf=40.0 psf (flat roof snow); Exp B; Parially Exp.
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof
load of 40.0 psf on overhangs non -concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurtent with any oche
live loads.
6) All plates are 1.5x4 MT20 unless otherwise indicated.
7) This truss requires plate Inspection per the Tooth Count Method when this truss is chosen for
quality assurance inspection.
8) Gable requires continuous bottom chord bearing.
9) Gable studs spaced at 2-0-0 oc, late capable of withstanding 5
10) Provide mechanical connection (by others) of truss to bearing p
uplift atjoint 2.60 Ib uplift at joint 22, 65 Ib uplift at joint 23, 61 Ib uplift at joint 24, 70 Ib uplift at i0i
25, 61 Ib uplift atjoint 26,158 Ib uplift at joint 20, 65 Ib uplift at joint 19, 60 Ib uplift at joint 18, 70 Ib
uplift at joint 17, 61 Ib uplift at joint 16 and 69 Ib uplift atjoint 14.
11) This
truss i designed
0 2 and referenced standard ANSVTPI t onal Residenfial Code sections1.
LOAD CASE(S)
Standard
061603
F3
ROOF TRUSS
I5I 1 IJob Refer
6.400 s Aug 1
1-9-0
4x7 =
3
603 ROBERGE / SANDALWUUU 6 UAK
Scale =1:41.1
4x12 %
4.00',1z
5x14MT18H'�-
5'2.8
17 -0
5.9-0 23-
66-0 6 -0
6-0A
12.6-8
,
q-Ck:23.6-0
Plate Offsets X,Y :
1:0-2-5.0-1.0 ,, 5:0-0-8.0-0-2 , :0-10.8.0-2-8 ,
8:0 -6 -OA -3-1 t
Ud
pL,ATES GRIP
LOADING(psf)
SPACING 2-"
CSI
DEFL
Vert(LL)
in (loc)
-0.50 7.8
Udefl
>558
240
MT20 185/148
MT1tjH 185/148
TCLL 40.0
Plates Increase 1.15
TC 0.86
8C 0.85
Vert(TL)
-0.83 7 8
>333
180 r_
We
(Roof Snow=40.0)
Lumber Increase 1.15
WB 0.67
Horz(TL)
0.50 5
n/a
Weight 87 Ib
TCDL 8.0
Rep Stress Ina YES
I
Matrix)
BCLL 0.0
Code IRC2003/TPI2002
crani 10.0
I -
- .
LUMBER
TOP CHORD 2 X 4 HF 240OF 2.0E
BOT CHORD 2 X 4 HF 1800E 1.6E -Except'
B12X4HF240OF2.OE
WEBS 2 X 4 OF Stud/Std 'Except*
W4 2 X 4 HF 180OF 1.6E, W6 2 X 4 HF 1800F 1.6E
BRACING
TOP CHORD lied or 2-2-0 oc purlins.
Structural wood sheathing directly app
BOTCHORD
Rigid ceiling directly applied or 7-10-1 oc bracing.
WEBS 2-7
1 Row at midpt
REACTIONS (Ib/size) 133610-5-8
1
5 133610-5-8
Max Horz
1 = 81(load case 7)
Max Uplift
i 1 =-224(load case 7)
5 =-224(load case 8)
l Max Grav 1452(load case 2)
1
5 1452(load case 3)
,
I
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD= -15721278 34 = .1722/290
1-2 = -5748/942 2-3
4 5 = -2525/383
BOT CHORD= .282/2102
1.8 = -901/5160 7-8 =
r� = -292/2102
WEBS= 4365/790 2-8 = -56213376
3.7 = -137!795 2'7 = .1/215
4-7 = .1018/214 4-6
NOTES II; Exp B; enclosed;
1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=3.Opst. BCDL�.6psf; Category
MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;
Lumber DOL --1-33 plate grip DOL=1.33.
2) TCLL: ASCE 7-98; Pf--40.0 psf (flat roof snow); Exp B; Partially Exp.
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live
loads.
5) All plates are MT20 plates unless otherwise indicated.
6) This buss requires plate inspection per the Tooth Count Method when this truss is chosen for quality
assurance inspection.
7) Bearing at joint(s) 1 considers parallel to grain `value using ANSVTPI 1 angle to grain formula.
Building designer should verify capacity of bearing surface.
i8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 224 lb
uplift at joint 1 and 224 Ib uplift at joint 5.
9) This truss is designed in accordance with the 2003 International Residential Code sections
R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1.
LOAD CASE(S)
Standard
,:,j
_ - city Ply Q# 061603 ROBERGE / SANDALVVUUU 6 AHK
Job
Truss iTuuss Type 4 1
061603 F2 'FINK Job Reference o tional
6.400 5 Aug 1 2006 MiTek IndusUies, Inc. Wed Sep 2711:16:16 2006 Page 1
Lumbermen's Building Centers, Spokane, WA 99206.4220, D.H. 17-14-4 _ 6.1-12 23.6-0
1
0-0-0 6 1 12
6 12 5-7.4 119-0 5-74 Scale = 1:40.
4x6 =
3
6.00 12
1.5x4 \\
4
2 % W7:'/
5
.J . 8 7
6
3x10 = 4x4 3x6 =
=
4x4 =
8-1-5
15-9-11 7.8.5
0.0.0 7-8-5 7.8-5
-
Sq-Ck:23.6-0
Plate Offsets (X,Y)' [11q:19-8 0-0-14 0 0-141
in (loc) Vdefl L/d PLATES GRIP
I LOADING I) -
SPACING 2-0-0 CSI DEFL
TC 0.67 Vert(LL)
-0.13 5.8 >999 240 _ ., MT20 1851148
_ I TCLL 40.0
(Roof Snow --40.0)
Plates Increase 1.15 BC 0.55 Vert(TL)
Lumber Increase 1.15 Horz(TL)
-027 5.8 >999 180
0.07 5 Na Na
Weight 861b
7CDL 8.0 i Rep Stress Incr YES WB 0.46
(Matrix)
l BCLL 0.0 Code IRC2003ffP12002
10.0
LUMBER
TOP CHORD 2 X 4 HF 180OF 1.6E
BOT CHORD 2 X 4 HF 1800E 1.6E
WEBS 2 X 4 OF Stud/Std
BRACING
TOP CHORD
Structural wood sheathing directly applied or 3-9-12 oc purlins.
i BOT CHORD
iRigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (Ib/size)
1 1336/0-5-8
i 5 = 1336/0-5.8
Max Ho¢ _-79(load case 8)
Max Uplift
=
1 -224(load case 7)
5-224(load case 8)
Max Gray 1452(load case 2)
5 = 1452(load case 3)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD = -2090/387 3 4 = -2090/387
1-2 = •2459/373 2-3
4-5 = -2459/373
CHORD 9/2035 7.8 = -17011335 6-7 = -170/1335
1-8
5 b = -280/2035
WEBS = -187/1036 3-6 _ -18711036
2-8 = -745/177 3-8
1 4-6 = -745/177
NOTES
1) Wind: ASCE 7-98; 90mph; h=25(t TCDL=3.Opsf; BCDL=0.6psF, Category II; Exp B; enclosed;
end vertical left and right exposed;
MWFRS gable end zone; cantilever left and right exposed ;
Lumber DOL=1.33 plate grip DOL=1.33. partial) Ex
Pf=40.0 (flat roof snow); Exp B: Y p.
2) TCLL: ASCE 7-98; psf
3) Unbalanced snow loads have been considered for this design.
for a 10.0 psf bottom chord live load nonconcurrent with any other live
4) This truss has been designed
loads.
5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality
assurance inspection.
(by others) of truss to bearing plate capable of withstanding 224 Ib
6) Provide mechanical connaction
uplift atjoint 1 and 224 ib uplift at joint 5.
j International Residential Code sections
7) This R502.1xdesigned
1.1 and 10.2 and referenced standard ANSVTP
LOAD CASE(S)
Standard
l
,I
_ I
i
I
--
-- ------------- -
- ---- --- Oty -ply - Q# 061603 ROBERGE / SAN -DAL -WOO -D-3 C
ijob -,_.—__ -.. ._ (Truss Truss Type �— —
FI 4 ROOF TRUSS - 1 1
061603 � Job Reference o tional _
6.400 s Aug 1 2006 M i T e k Industries, Inc. Wed Sep 27 11:18-18-2 NO -6 F
;•Lumberrnen's Building Centers, Spokane, WA 99206-4220, D.H. _17 0 5.9-0 23-,G-0
6-" —
•1 -4 -U_4 -00'p-0_------. 6-6.0 — — ---- 6-6-0 ------ 6-3 ---- 11,9-0 ---- Scale =
4x7 —
�1
�i
4
4x12 % 4.00 FU
5x14 MT181•I--
n
09
6-0-8 12-6-8 5-2-8 17-0-0 _ 5.9.0 — 23 -0
Sq-Ck
Sq-Ck 23.6-0 --
— — ---
Plate Offsets �X Y) [2 0-2 4 0 1� L-:0-10 8,0-0 14 , 8:0-10-8,0-2-8 , 9:0-6-0,0-3-11] [21:0-1-14 0-0-
LOADING(psf) SPACING 2-0-0 CSI DEFL In (loc) '/de'
Ud PLATES GRIP
TCLL 40.0 Vert(LL) -0.51 8-9 >546 240 MT20 185/148
Plates Increase 1.15 TC 0.82 Vert(TL) 0.86 8-9 >323 180 MTit3H 185/148
(Roof Snow=40.0) Lumber Increase 1.15 BC 0.98
TCDL 8.0 Rep Sbess Incr YES WB 0.67 Ho 0.52 6 nla n/a Weight: 115 Ib
BCLL 0.0 Code IRC2003/TPI2002 (Matrix) ------- —
.UMBER
OP CHORD 2 X 4 HF 240OF 2.0E 'Except`
T3 2 X 4 HF 180OF 1.6E LOAD CASE(S)
3OT CHORD 2 X 4 HF 180OF 1.6E Standard
NEBS 2 X 4 DF Stud/Std 'Except*
W4 2 X 4 HF 1800E 1.6E, W5 2 X 4 HF 180OF 1.6E
DTHERS 2 X 4 DF Stud/Std
3RACING
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc purlins.
BOT CHORD
Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS
1 Row at midpt 3-8
REACTIONS (Ib/size)
6 = 1331/0-5-8
2 = 1492/0-5-8
Max Horz
2 = 105(load case 7)
Max Uplift
6 -223(load case 8)
=
2 =-284(load case 7)
Max Grav
6 = 1451(load case 3)
2 = 1671 (load case 2)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD
1-2 = 0/93 2-3 = -5619/901 3-4 = -1560/278
4-5 = -17101285 5-6 = -2524/382
BOTCHORD
2-9 = -860/5049 8-9 = -858/5040 7-8 = -291/2099
6-7 = -291/2099
WEBS = -53113277
4-8 = -135/781 3-8 = -4247/752 3-9
5-8 = -1014/213 5-7 = -2/218
NOTES
1) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to
the face), see MiTek "Standard Gable End Detail"
2) TCLL: ASCE 7-98; Pf=40.0 psf (flat roof snow); Exp B; Partially Exp.
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load
of 40.0 psf on overhangs non -concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live
loads.
6) All plates are MT20 plates unless otherwise indicated.
7) All plates are 1.5x4 MT20 unless otherwise indicated.
8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality
assurance inspection.
9) Gable studs spaced at 2-0-0 oc.
10) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula.
Building designer should verity capacity of bearing surface.
11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 223 Ib
Uplift at joint 6 and 284 Ib uplift at joint 2.
i 12) This truss is designed in accordance with the 2003 International Residential Code sections
R502.11.1 and R802A0.2 and referenced standard ANSI/TPI 1.
- -pe - --- -- - Q# 061603 ROBERGE /SANDALWOOD 3 CAR
_..---- ---Qty PIY
---------- -'Truss Ty
Job -- Truss
061603 G ROOF TRUSS 5 1
- Job Reference o I Unal --. -
__ _- _-__-_-. --- 6.400 s Aug 1 2006 MiTek Industries, Inc. Wed Sep 27-1 118a9 2006 Page 1
Lumbermen's Building Centers, Spokane, WA 99206-4220, D.H. 6-3-15 35-0-(R-1-437,1-4
6.1.3 17-6-0 6.1-3 --23.7 3_ 5-0-14 28,8-1 -.__ Scale: 3/16"='
_2_t-dt-1-40-0-0----- 6.3-15 -. 6-3x15 5.0-14.---- 1-13-_ -
4.00 12
5x7 =
BRACING
TOP CHORD
6
BOT CHORD
3x6 % 3x4 %
3x4 :z 3x6
7
1 Row at midpt 5-14.7-14
5
REACTIONS (Ib/size)
8
2 = 2190/0-3-8
4 %
Max Horz
11.50
2 = 56(load case 7)
1.50
Max Uplift
9
3/�' W2" V� W3
VV
W5 V 6
_
2 = 2462(load case 2)
\�
10 = 2462(load case 3)
W7.
'
T4
-�:_ -
T3-- W1 �- ._
= -46441497
:
�-
io
�
10-11 = 0/112
BOT CHORD
2-16 = -486/4837 15-16 = -384/3907 14-15
= -384/3907
All ----
= -444/4837
WEBS
3-16 = -721/66 5-16 = -88/841 5-14
= -1589!157
4x14 =
,/
G [/3
4x14 - 16 15
9-12 = -721/67
13 12
3x4 = 3x10 MT18H=
3x8 =
3x10 MT18H= 3x4 =
85.12 8-S 12 9-0-4
17 6-0
9.0.4 2615 4
8-5-12 ------
35 •0
Sq Ck:35•
---- _ .__--_
--
- ---
Sq-Ck:35-0-0
-
Plate OffsetsL:0-0-7,E�� j5 0 -1 -12,0 -1 -✓.0-1_-12 0-1-8L10 0 0-7 Edoe]
---
--- -
DING(psf) CSI
2-0-0Plates
DEFL
in (loc) Vdefl Ud
PLATES GRIP
MT20 185/148
L400 SPACING
Increase 1.15 TC 0.80
I
FB
Vert(LL)
Vert(TL)
-0.46 14-16 >904 240
0.86 14-16 >485 180
MT18H 185/148L
f Snow 400) Lumber Increase1.15 BC 0.81
7.0 WB 061
Horz(TL)
0.24 10 n/a n/aWeight:
Rep SVessInc'YES
136 Ib
0.0 Code IRC2103ITP12002 (Matrix)'
- -
-
LUMBER
TOP CHORD 2 X 4 HF 180OF 1.6E
BOT CHORD 2 X 4 HF 1800F 1.6E
WEBS 2 X 4 DF Stud/Std
BRACING
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc purlins.
BOT CHORD
Rigid ceiling directly applied or 10-M oc bracing.
WEBS
1 Row at midpt 5-14.7-14
REACTIONS (Ib/size)
2 = 2190/0-3-8
10 = 2190/0-3-8
Max Horz
2 = 56(load case 7)
Max Uplift
2 =-266(load case5)
10 =-266(load case 6)
Max Grav
2 = 2462(load case 2)
10 = 2462(load case 3)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD
1-2 = 0/112 2-3 = -5254/522 3-4
= -46441497
4-5 = -4469/504 5-6 = -3214/353 6-7
= -3214/353
7.8 = -4469/504 8-9 = -4644/497 9-10
= -5254/522
10-11 = 0/112
BOT CHORD
2-16 = -486/4837 15-16 = -384/3907 14-15
= -384/3907
13-14 = -342/3907 12-13 = -342/3907 10-12
= -444/4837
WEBS
3-16 = -721/66 5-16 = -88/841 5-14
= -1589!157
6-14 = -163/1370 7-14 = -1589/157 7-12
= -88/841
9-12 = -721/67
NOTES
1) W.
ASCE 7-98; 85mph; h=25ft; TCDL=4.2psf; BCDL=6.Opsf; Category II; Exp B; enclosed;
MWFRS interior zone; cantilever left and right exposed; end vertical left and right exposed; parch left
and right exposed; Lumber DOL=1.33 plate grip DOL=1.33.
2) TCLL: ASCE 7-98; Pf=40.0 psf (flat roof snow); Exp B; Partially Exp.
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load
of40.0 psf on overhangs nonconcurrent with other live loads.
5) This Wss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live
loads.
6) All plates are MT20 plates unless otherwise indicated.
7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality
assurance inspection.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 266 lb
uplift at joint 2 and 266 lb uplift at joint 10.
9) This truss is designed in accordance with the 2003 International Residential Code sections
R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S)
Standard
Job - — -- Truss
061603 GI
�'-----
i Lumbermen s-
Building Centers, Spokane, WA 99:
-----------
GABLE
7-6-0
4.00 12 4x4 =
1E
1 1 1
s Aug
603 ROBERGE / -SANDALWOOD
Scale:
vu 38 37 35 30 .woo .1 — -- --
3x6 = 3x6 =
Sq-Ck:35-0-0
in (loc)
OP CHORD 2 X 4 HF
Plate Offsets Y):
(2:0-3-14,0-1-8 -j20 0-3-14 0 1 8J _
180OF 1.6E
j----
__
C LOADING(psf)
TCLL 40.0
SPACING 2-0-0
1.15
CSI
TC 0.65
(Roof Snow=40.0)
Plates Increase
Lumberincrease 1.15
BC 0.28
CDL 7.0
Rep Stress Incr YES
WB 0.14
BCLL 0.0
Code IRC2003ITPI2002
(Matrix)
UMBER
in (loc)
OP CHORD 2 X 4 HF
1800F 1.6E
SOT CHORD 2 X 4 HF
180OF 1.6E
)THEIRS 2 X 4 DF
Stud/Std
3RACING
-0.17 21
FOP CHORD
structural wood sheathing directly applied or 6-" oc purlins.
30T CHORD
Horz(TL)
Rigid ceiling directly applied or 6-" oc bracing.
REACTIONS (Ib/size)
n/a
Weight: 1531b
2 =
443/35-0-0
20 =
443/35-0-0
30 =
221/35-0-0
31 =
228/35-0-0
32 =
228/35-0-0
34 =
228/35-0-0
35 =
227/35-0-0
36 =
232/35-0-0
37 =
212/35-0-0
38 =
284/35-"
29 =
228/35-"
28 =
228/35-0-0
26 =
228/35-0-0
25 =
227/35-"
24 =
232/35-0-0
23 =
212/35-0-0
22 =
284/35-"
Max Horz
= -50/41
2 =
56(load case 7)
Max Uplift
18-19
2 =
-53(load case 5)
20 =
-59(load case 6)
31 =
-1 (load case 7)
32 =
-3(load case 5)
34 =
-1 (load case 7)
35 =
-3(load case 5)
37 =
-16(load rase 7)
38 =
-106(load case 9)
28 =
-3(load case 6)
28 =
-1 (load case 8)
25 =
-3(load case 6)
23 =
-16(load case 8)
22 =
-106(load case 9)
Max Grav
25-26 = -0/49
2 =
617(load case 2)
20 =
617(load case 3)
30 =
221 (load case 1)
31 =
321(load case 2)
32 =
306(load case 2)
34 =
308(load case 2)
35 =
307(load case 2)
36 =
312(load case 2)
37 =
290(load case 2)
38
375(load case 2)
29
321 (load case 3)
28 -
306(load case 3)
26 =
308(load case 3)
0
DEFL
in (loc)
I/deft
L/d PLATES GRIP
MT20 185/148
Vert(LL)
-0.16 21
n/r
120
Vert(TL)
-0.17 21
n/r
90
Horz(TL)
0.00 20
n/a
n/a
Weight: 1531b
Max Grav
25
=
307(load case 3)
P4
=
312(load case 3)
23
=
290(load case 3)
22
=
375(load case 3)
FORCES
(lb) - Maximum Compression/Maximum Tension
TOP CHORD
1-2 = 0/112
2-3 = -96/55
3-4
= -57/36
4-5
= -09/44
5-6 = -51/52
6-7
= -50/56
7-8
= -10/61
8-9 = -50/69
9-10
= -50/78
10-11
= -54/87
11-12 = -54/85
12-13
= -50173
13-14
= -50/59
14-15 = -10/45
15-16
= -50/41
16-17
= -51/34
17-18 = -49/36
18-19
= -57/27
19-20
= -96/55
20-21 = 0/112
BOTCHORD
2-38 = -0/49
37-38 = -0/49
36-37
= -0/49
35-36
= -0/49
34-35 = -0/49
33-34
= -0/49
32-33
= -0/49
31-32 = -0149
30-31
= -0/49
29-30
= -0/49
28-29 = -0/49
27-28
= -0/49
26-27
= -0/49
25-26 = -0/49
24-25
= -0/49
23.24
= -0/49
22-23 = -0/49
20-22
= -0/49
WEBS
11-30
= -181/0
10-31 = -281/25
9-32
= -266/27
8-34
= -269/26
6-35 = -266/26
5-36
= -275/25
4-37
= -241/28
3-38 = -352/58
12-29
= -261/24
13-28
= -266/27
14-26 = -269/26
16-25
= -266/26
17-24
= -275/25
18-23 = -241/28
19-22
= -352/58
NOTES
1) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal
to the face), see MiTek "Standard Gable End Detail"
2) TCLL: ASCE 7-98; Pf=40.0 psf (flat roof snow); Exp B; Partially Exp.
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 psi or 2.00 times flat roof
load of 40.0 psf on overhangs non -concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other
live loads.
6) All plates are 1.5x4 MT20 unless otherwise indicated.
7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for
quality assurance inspection.
8) Gable requires continuous bottom chord bearing.
9) Gable studs spaced at 2-0-0 oc.
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 53 It
uplift at joint 2, 59 Ib uplift at joint 20, 1 Ib uplift at joint 31, 3 Ib uplift at joint 32. 1 Ib uplift at joint 34, 3
Ib uplift at joint 35, 16 Ib uplift at joint 37, 106 Ib uplift at joint 38, 3 Ib uplift at joint 28, 1 Ib uplift at join
26, 3 Ib uplift at joint 25, 16 Ib uplift at joint 23 and 106 Ib uplift at joint 22.
11) This truss is designed in accordance with the 2003 International Residential Code sections
R502.11.1 and R802.10.2 and referenced standard ANSIITPI 1.
LOAD CASE(S)
Standard
061603 JG2
COMMON
-,
Qtr _ P1r Q# 061603 ROBERGE / SANDALWOOD 3
-�Job Reference o tiona�_._ _
6.400 s Aug 1 2006 MiTek Industries, Inc. Wed Sep 27 11:18:23 2006
1
,berm ds Building Centers, Spokane, VVA yyzuo-• -, 5.8-0 35-0-02-1-437 1.4
11 11 6-0_ 4-1-14 _ 21-7-14 3-11.11 25-7 10 3 8 6 29f1-0 -_
0-�- 5-8'0 ---5-$A_31-6-9-4--6 ----3---_134-2- 4-1-14 17 - Scale = 1:60:
5x9 =
4.00 F12
5
3x6 I I
3x8 11 7x8 = 12x14 MT18H=
12x18 MT18H= 4x6 = 7x8 =
5 8-0 4-6 3_11 11 13 4 2 4-1-14 17 6-0 4-1-14 21 7 14 3-111-11 25 7 10 3.84 29 /1-0 336 -0
0-� 5-8-0 5-8-0 3-8-6 _- 9Sq-Ck:35-04
q-Ck:35-0-0__
Plate Offsets [6:0-1-0,0-1-8], [7:0-2-12.0-3:0.196 -5-4.01-4], [110-3-12.0-1-8], [ 0:3
[15:0-3-8.0-6-(
[16:0-2-4.0-5-01, 17:0-5-8,0-1-
LOADING(psf) SPACING 2-0-0 CSI DEFL in floc) I/deft Ud PLATES GRIP
TCLL 40.0 TC 0.74 Vert(LL) -0.23 17 >951 240 MT20 185/148
Plates Increase 1.15 Vert(TL) -0.32 17 >678 180 MT
185/149
(Roof Snow=40.0) Lumber Increase 1.15 BC 0.79
TCDL 7A Rep Stress Incr NO WB 0.95 Horz(TL) 0.04 14 Na n/a Weight: 4291b
BCLL 0.0 Code IRC20031TP12002 I (Matrix) I ------
.UMBER
OP CHORD 2 X 4 HF 180OF 1.6E
30T CHORD 2 X 8 OF 2250F 1.8E
NESS 2 X 4 DF Stud/Std *Except`
W32X6HFNo.2,W52X4HF180OF1.6E,W62X6HFNo.2
W9 2 X 4 HF 180OF 1.6E, W14 2 X 6 HF N0.2
3RACING
rOP CHORD
Structural wood sheathing directly applied or 3-7-13 oc purlins.
BOTCHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS (ib/size)
1 = 4479/0-5.8
t4 = 13358/0-10-14
9 = 1337/0-5-8
Max Horz
6) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof
load of 40.0 psf on overhangs non -concurrent with other live loads.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any oth
live loads.
8) All plates are MT20 plates unless otherwise indicated.
9) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for
quality assurance inspection.
10) Bearing atjoint(s) 14 considers parallel to grain value using ANSI/TPI 1 angle to grain formu
Building designer should verify capacity of bearing surface.
11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding
Ib uplift at joint 1, 1561 Ib uplift atjoint 14 and 201 Ib uplift at joint 9.
12) Following joints to be plated by qualified designer: Joint(s) 1, not plated.
13) This truss is designed in accordance with the 2003 International Residential Code sections
R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
1 =-65(load case 8)
Max Uplift
1 =-549(load case 7)
74 =-1561(load case 5)
9 =-201(load case 8)
Max Grav
1 = 6238(load case 2)
14 = 16601 (load case 2)
9 = 2057(load case 3)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD
1-18 = -12108/1028 2-18 = -12000/1041 2-3 = -62501532
3-4 = -135/817 4-5 = -654/7298 5-6 = -710f7883
6-7 = -533/6110 7-8 = -27913443 8-9 = -1444/770
9-10 = 0/136
BOTCHORD
1-17 = -1000/11417 16-17 = -1000/11417 15-16 = -473/5698
15-19 = -764/134 14-19 = -764/134 13-14 = -5787/559
12-13 = -33311303 11-12 = -716/1266 9-11 = -716/1266
WEBS
2-17 = -347/3808 2-16 = -6168/569 3-16 = -532/5837
3-15 = -7130/653 4-15 = -71517852 4-14 = -9252/844
6-14 = -3741/347 6-13 = -287/3096 7-13 = -3963/366
7-12 = -279/3050 8-12 = -3428/309 8-11 = -183/1978
5-14 = -51111465
NOTES
1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows:
Top chords connected as follows: 2 X 4 -1 row at 0-9-0 oc.
Bottom chords connected as follows: 2 X 8 - 2 rows at 0-7-0 oc.
Webs connected as follows: 2 X 4 -1 row at 0-9-0 oc, 2 X 6 - 2 rows at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in
the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted
as (F) or (B), unless otherwise indicated.
3) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=4.2psf; BCDL=6.Opsf; Category II; Exp B; enclosed;
MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; porch left
and right exposed; Lumber DOL=1.33 plate grip DOL=1.33.
4) TCLL: ASCE 7-98; Pf=40.0 psf (flat roof snow); Exp B; Partially Exp.
5) Unbalanced snow loads have been considered for this design.
LOAD CASE(S)
Standard
1) Snow: Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (00
Vert: 1-18=-80, 5-18=-94, 5-10=-94, 1-19=-620(F=-600), 9-19=-290(F=-270)
fJob - ITruss
061603 1JGV1
L-- - --_--- WA -- -
'I Lumbermen's Building Centers, Spokane, WA 99206-42
4
0
0
ROOFTRUSS
4x4 =
5
Q# 061603 ROBERGE / SANDALWOOD 3 CAR
s Augd 2006 MiTek Industries, Inc. Wed Sep 2711c 2006 Pagel 1
14-4-9
-- — ----- -- — Scale = 1:47.
3x4 16 15 . —
5x6 =
Sq-Ck:28-9-2
LOADING(psf)SPACING
2-0-0
CSI
TCLL 40.0
Plates Increase 1.15
TC 0.27
(Roof Snow=40.0)
Lumber Increase 1.15 -
BC 0.08
TCDL 7.0
Rep Stress Incr YES
WB 0.14
BCLL 0.0
Code IRC2003/TP12002
(Matrix)
DEFL in (loc) I/deft Ud
Vert(LL) n/a n/a 999
Vert(TL) n/a n/a 999
Horz(TL) 0.00 9 n/a n/a
PLATES GRIP
MT20 185/148
Weight: 90 Ib
.UMBER
"OP CHORD 2 X 4 HF 180OF 1.6E
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any oche
30T CHORD 2 X 4 HF 1800F 1.6E
live loads.
OTHERS 2 X 4 DF Stud/Std
3RACING
5) All plates are 1.50 MT20 unless otherwise indicated.
6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for
rOP CHORD
Structural wood sheathing directly applied or 6-" oc purlins.
quality assurance inspection.
7) Gable requires continuous bottom chord bearing.
truss to bearing capable of withstanding 31b
30T CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
8) Provide mechanical connection (by others) of plate
uplift at joint 10, 4 Ib uplift atjoint 11, 3 Ib uplift at joint 12, 3 Ib uplift at joint 16,4 Ib uplift at joint 15
REACTIONS (lb/size)
and uplift at joint 14.
9) Thisis truss is designed in accordance with the 2003 International Residential Code sections
1 = 134/28-9-2
R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
9 = 134/28-9-2
13 = 200/28-9-2
10 = 446128-9-2 LOAD CASE(S)
11 = 473/28-9-2 Standard
12 = 392/28-9-2
16 = 446/28-9-2
15 = 473/28-9-2
14 = 392/28-9-2
Max Hoe
1 =-32(load case 8)
Max Uplift
t0 =-3(load case 8)
11 =-4(load case 6)
12 =-30oad case 8)
16 =-3(load case 7)
15 =-4(load case 5)
14 3(load case 7)
Max Grav
1 = 179(load case 2)
9 = 179(load case 3)
13 = 200(load rase 1)
10 = 602(load rase 3)
11 = 638(load case 3)
12 = 537(load rase 3)
16 = 602(load case 2)
15 = 638(load case 2)
14 = 537(load case 2)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD = _97172
1-2 = -62/70 2-3 = -90/80 3-4
4.5 = -75/60 5-6 = -75/58 6-7 = -97172
73 = -90180 8-9 = -62170
BOT CHORD
1-16 = 0/29 15-16 = 0/29 14-15 = 0/29
13-14 = 0/29 12-13 = 0/29 11-12 = 0129
10-11 = 0/29 9-10 = 0/29
WEBS
5-13 = -165/0 8-10 = -505/46 7-11 = -559/54
6.12 = -467/44 2-16 = -505/46 3-15 = -559/54
4-14 = -467/44
NOTES
1) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=4.2psf; BCDL=6.Opsf; Category II; Exp B; enclosed;
MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; porch left
and right exposed; Lumber DOL=1.33 plate grip DOL=1.33.
2) TCLL: ASCE 7-98; Pf=40.0 psf (flat roof snow); Exp B; Partially Exp.
--
Job __ — — — Truss - --- Truss Type Ply
1 1
061603 GV2 ROOF TRUSS
1- Lumbermen s Building Centers, Spokane, WA 992064220, D.H.
0.0-0
11.4-9
-----
Y
4
0
4x6 =
4
�4 061603 ROBERGE ) SANDALWOOD 3 CAR
b Reference (optiona1) _ --
s Aug 1 2006 MiTek Industries, Inc. Wed Sep 27 11.18:25 2006 Page 1
Scale =1:37.2
3x4
5x6 =
SqCk:22-9-2
- ----
Plate—se (X,Y): [2_0-0-0---
LOADING(psf) SPACING 2-" CSI DEFL
TCLL 40.0 Plates Increase 1.15 TC 0.25 Vert(LL)
(Roof Snow=40.0) Lumber Increase 1.15 BC 0.07 Vert(TL)
TCDL 7.0 Rep Stress Incr YES WB 0.11 Horz(TL)
B 7 0.0 Code IRC2003ITP12002 (Matrix)
-UMBER
rOP CHORD 2 X 4 HF
1800F 1.6E
30T CHORD 2 X 4 HF
180OF 1.6E
DTHERS 2 X 4 DF
Stud/Std
BRACING
TOP CHORD
Structural wood sheathing directly applied or 6-" oc purlins.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (Ib/size)
1 =
135/22-9-2
7 =
135/22-9-2
10 =
359/22-9-2
8 =
456/22-9-2
9 =
432/22-9-2
12 =
456/22-9-2
11 =
432/22-9-2
Max Horz
1 =
-25(load rase 8)
Max Uplift
8 =
-3(load case 6)
9 =
-5(load case 8)
12 =
-3(load case 5)
11 =
-5(load case 7)
Max Grav
1 =
179(load case 2)
7 =
179(load case 3)
10 =
359(load case 1)
8 =
611 (load case 3)
9 =
606(load case 3)
12 =
611 (load case 2)
11 =
606(load case 2)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD
1-2 = -68/64
2-3 = -99/71 3-4
4-5 = -98/48
5-6 = -99171 6-7
BOTCHORD
1-12 = 0/22
11-12 = 0/22 10-11
9-10 = 0/22
8-9 = 0122 7-8
WEBS
4-10 = -292!7
6-8 = -513/48 5-9
2-12 = -513/48
3-11 = -534151
= -98/48
= -68/63
= 0/22
= 0122
= -534/51
in (loc) I/deb L/d
n/a n/a 999
n/a n/a 999
0.00 7 n/a n/a
PLATES GRIP
MT20 185/148
Weight: 65 Ib
9) This truss is designed in accordance with the 2003 International Residential Code sections
R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S)
Standard
NOTES
1) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=4.2psf; BCDL=6.Opsf; Category II; Exp B; enclosed;
MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; porch left
and right exposed; Lumber DOL=1.33 plate grip DOL=1.33.
2) TCLL: ASCE 7-98; Pf=40.0 psf (flat roof snow); Exp B; Partially Exp.
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live
loads.
5) All plates are 1.50 MT20 unless otherwise indicated.
6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality
assurance inspection.
7) Gable requires continuous bottom chord bearing.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3 Ib
uplift at joint 8, 5 l uplift at joint 9, 3 l uplift at joint 12 and 5 l uplift at joint 11.
_ ---- ---- - Terence o /lona/ —_ os —
- - ---- --- qty Ply Re
-- rTN55 Typ
e Job
Job •
O# 061603 ROBERGE /SANDALWOOD 3 CAR
061603 GV3 I ROOF TRUSS 1 1 nc. wed se z711:1e:zs zoPage 1
-. _ ---
6.400 s Aug 1 2006 MiTek Industries, P
ILumberrner's—Building Centers Spokane WA 99206 4220 UK
6-4-8
0 8.4-9 — --------__. Scale = 1:27.
Y
4
0
4x7 -
3
3x4-- 1.5x4 11 1.5x4 11 1.ax4 n
0
Sq-Ck:16-9-2
LOADING(psf) SPACING 2-0-0 CSl DEFL in (loc) I/deft L/d
TCLL 40.0 Plates Increase 1.15 TC 0.36 Vert(LL) n/a n/a 999
(Roof Snow=40.0) Lumber Increase 1.15 BC 0.10 Vert(TL) n/a n/a 999
TCDL 7.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.00 5 n/a n/a
BCLL 0.0 Code IRC2003fTP12002 (Matrix)
coni inn _— ---
LUMBER
TOP CHORD 2 X 4 HF
180OF 1.6E
BOT CHORD 2 X 4 HF
180OF 1.6E
OTHERS 2 X 4 DF
Stud/Std
BRACING
TOP CHORD
Structural wood sheathing
directly applied or 6-0-0 oc pudins.
BOT CHORD
Rigid ceiling directly applied
or 10-M oc bracing.
REACTIONS (Ib/size)
1 =
133/16-9-2
5 =
133/16-9-2
7 =
504/16-9-2
6 =
475/16-9-2
8 =
475/16-9-2
Max Horz
1 =
18(load case 7)
Max Uplift
6 =
-6(load case 8)
8 =
-6(load case 7)
Max Grav
1 =
165(load case 2)
5 =
165(load case 3)
7 =
504(load case 1)
6 =
682(load case 3)
8 =
682(load case 2)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD
1-2 = -69/63
2-3 = -123/65 3-4 = -123/65
4-5 = -69/63
BOT CHORD
1-8 = 0/27
7-8 = 0/27 6-7 = 0/27
5.6 = 0/27
WEBS
3-7 = -416/28
4-6 = -587/53 2-8 = -587/53
NOTES
1) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=4.2psf; BCDL=6.Opsf; Category II; Exp B; enclosed;
MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; porch left
and right exposed; Lumber DOL=1.33 plate grip DOL=1.33.
2) TCLL: ASCE 7-98; Pf--40.0 psf (flat roof snow); Exp B; Partially Exp.
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live
loads.
5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality
assurance inspection.
6) Gable requires continuous bottom chord bearing.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 6 Ib
uplift atjoint 6 and 6 Ib uplift atjoint 8.
8) This truss is designed in accordance with the 2003 International Residential Code sections
R502.11 A and R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 185/148
Weight: 43 Ib
Job ------ _- Truss
061603 GV4
i umbemlen's Bueldinq Centers, Spokane, WA 9
Truss Type
ROOFTRUSS - 1
3x6 =
3
s Auq 1
Wed Sep 27 11.18:27 2006 Page 1
10,9-2
Scale =1:17
3x4 1.5x4 11 1.5x4 I^�
0.9-2
LOADING (psf) �-
SPACING 2-0-0 CSI DEFL in (loc) I/deft 99
Ud
TCLL 40.0 Plates Increase 1.15 TC 0.17 I Vert(LL) We
(Roof Snow=40.0) n/a 999
TCDL 7A Lumber Increase 1.15 BC 0.09 Vert(TL) n/a n/a 999
BCDL 0.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 5 n/a n/a
BCDL 10.0 Code IRC2003ITP12002 (Matrix)
LUMBER
TOP CHORD 2 X 4 HF 180OF 1.6E
BOT CHORD 2 X 4 HF 1800F 1.6E
OTHERS 2 X 4 DF Stud/Std
BRACING
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOTCHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS (Ib/size)
1 = 149/10-9-2
5 = 149110-9-2
6 = 369/10-9-2
7 = 369/10-9-2
Max Horz
1 = 11 (load case 7)
Max Grav
1 = 198(load case 2)
5 = 198(load case 3)
6 = 495(load case 3)
7 = 495(load case 2)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD
1-2 = -72/59 2-3 = -68/15 3-4 = -68/14
4-5 = -72159
BOTCHORD
1-7 = -6/15 6-7 = -6/15 5-6 = -6/15
WEBS
4-6 =-401/31 2-7 = -401/32
NOTES
1) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=4.2psf; BCDL=6.Opsf; Category 11; Exp B; enclosed;
MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; porch left
and right exposed; Lumber DOL=1.33 plate grip DOL=1.33.
2) TCLL: ASCE 7-98; Pf=40.0 psf (flat roof snow); Exp B; Partially Exp.
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live
loads.
5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality
assurance inspection.
6) Gable requires continuous bottom chord bearing.
7) This friss is designed in accordance with the 2003 International Residential Code sections
R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 185/148
Weight: 26 Ib
__
. _—_... Truss
`Job ,
061603 GV5
Lumberrnen's Building Centers, Spokane, WA 9
a
0
Truss Type
ROOFTRUSS -
2
4.00 12
3x6 =
603 ko m -RG ff % SANDALWOOD 3
s Aug 1 2006 VTek Industries, Inc. Wed Sep 27 11:18:28 2006
Scale: 1.5"=1
2x4 % 2x4 c
4-9-2
Sq-Ck:4-9.2
LOADING(psf) J SPACING 2-0-0 CSI DEFL in -(10c) I/defl L/d
TCLL 40.0 Plates Increase 1.15 TC 0.05 Vert(LL) n/a n/a 999
(Roof Snow=40.0) Lumber Increase 1.15 BC 0.08 Vert(TL) n/a n/a 999
TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 (',' 3 n/a n/a
BCLL 0.0 Code IRC2003/TP12002 (Matrix)
BCDL 10.0 ----
LUMBER
TOP CHORD 2 X 4 HF 1800F 1.6E
BOT CHORD 2 X 4 HF 1800E 1.6E
BRACING
TOP CHORD
Structural wood sheathing directly applied or 4-10-10 oc purlins.
BOTCHORD
Rigid ceiling directly applied or 10-" oc bracing.
REACTIONS (Ib/size)
1 = 176/4-9-2
3 = 176/4-9-2
Max Horz
1 = 4(load case 5)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD
1-2 = -248/23 2-3 = -248/23
BOTCHORD
1-3 = -16/218
NOTES
1) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=4.2psf; BCDL=6.Opsf. Category 11; Exp B; enclosed;
MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; porch left
and right exposed; Lumber DOL=1.33 plate grip DOL=1.33.
2) TCLL: ASCE 7-98; Pf=40.0 psf (flat roof snow); Exp B; Partially Exp.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live
loads.
4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality
assurance inspection.
5) Gable requires continuous bottom chord bearing.
6) This truss is designed in accordance with the 2003 International Residential Code sections
R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S)
Standard
PLATES GRIP
MT20 185/148
Weight: 9 Ib
Type
Job Truss Truss
1061603 IN1 ROOF TRUSS
--._.__---1--------- - _---
Lumbermen's Building Centers, Spokane, WA 99206-4220, D.H.
0-0-0 13.0-0
3.00 ,12
40 =
6
ats --- PLY -- -
�Q# 061603 ROBERGE / SANDALWOOD 3 CAR
T
1 1
1 Job Referenceopli0naL__
6.400 s Aug 1 2006 MiTek Industries, Inc. Wed Sep 27 11.18.29 2006 Page 1
-._ 13.0-0 Scale = 1:42.:
3x6 =
26-"
LOADING(psf)
SPACING 2-0-0
CSI
1 DEFL
in (loc)
Well
L/d
TCLL 40.0
plates Increase 1.15
TC 0.31
Vert(LL)
n/a -
n/a
999
999
(Roof Snow=40.0)
Lumber Increase 1.15
BC 0.16
Vert(TL)
n/a -
n/a
186/26-"
TCDL 8.0
Rep Stress Incr NO
WB 0.10
Horz(TL)
0.00 11
n/a
n/a
SCLL 0.0
acne ton
Code IRC2003ITP12002
(Matrix)L— ---I—
15 =
_
14 =
_-
LUMBER
= -65/64
TOP CHORD 2 X 4 HF
180OF 1.6E
BOT CHORD 2 X 4 HF 180OF 1.6E
OTHERS 2 X 4 DF Stud/Std
BRACING
= -39/53
TOP CHORD
=-41/62
Structural wood sheathing
directly applied or 6-" oc purlins.
BOTCHORD
= -39/44
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (Ib/size)
9-10
1 =
186/26-"
11 =
186/26-"
17 =
231/26-0-0
18 =
226/26-0-0
19 =
257/26-0-0
20 =
133/26-"
21 =
463/26-"
15 =
226/26-"
14 =
257/26-0-0
13 =
133/26-0-0
12 =
463/26-0-0
Max Horz
16-17
1 =
-40(load case 8)
Max Uplift
14-15
1 =
-30(load case 5)
11 =
-34(load case 6)
17 =
-17(load case 5)
18 =
-51 (load case 7)
19 =
-57(load case 5)
20 =
-30(load case 7)
21 =
-102(load case 5)
15 =
-51 (load case 8)
14 =
-57(load case 6)
13 =
-30(load case 8)
12 =
-102(load case 6)
Max Grav
1 =
249(load case 2)
11 =
249(load case 3)
17 =
231(load case 1)
18 =
318(load case 2)
19 =
343(load case 2)
20 =
180(load rase 2)
21 =
622(load case 2)
15 =
318(load case 3)
14 =
343(load case 3)
13 =
180(load case 3)
12 =
622(load case 3)
FORCES (lb) - Maximum Compression/Maximum Tension
TOPCHORD
1-2
= -65/64
2-3
= -56/36
34
= -34/43
4-5
= -39/53
5-6
=-41/62
6-7
=-41159
7-8
= -39/44
8-9
= -34/32
9-10
= -56/17
10-11
= -65/64
BOTCHORD
1-21
= 0/29
20-21
= 0/29
19-20
= 0/29
18-19
= 0/29
17-18
= 0/29
16-17
= 0/29
15.16
= 0/29
14-15
= 0/29
13-14
= 0/29
12-13
= 0/29
PLATES GRIP
MT20 185/148
Weight: 78 Ib
BOTCHORD
11-12 = 0/29
WEBS
6-17 = -190/19 5-18 = -281/54 4-19 = -291/58
3-20 = -182/37 2-21 =-493/95 7-15 = -281/53
8-14 = -291/58 9-13 = -182/37 10-12 = -493/95
NOTES
1) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (norma
to the face), see MiTek "Standard Gable End Detail"
2) TCLL: ASCE 7-98; Pf-40.0 psf (flat roof snow); Exp B; Partially Exp.
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other
live loads.
5) All plates are 1.5x4 MT20 unless otherwise indicated.
6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for
quality assurance inspection.
7) Gable requires continuous bottom chord bearing.
8) Gable studs spaced at 2-" oc.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 301
uplift at joint 1, 34 Ib uplift at joint 11, 17 Ib uplift at joint 17, 51 Ib uplift at joint 18, 57 lb uplift at join
19, 30 Ib uplift at joint 20, 102 Ib uplift at joint 21, 51 Ib uplift at joint 15, 57 Ib uplift atjoint 14, 30 Ib
uplift at joint 13 and 102 Ib uplift at joint 12.
10) This truss is designed in accordance with the 2003 International Residential Code sections
R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S)
Standard
061603
Jobtruss - - Truss Type ntr TPIy Q# 061603 ROBERGE /SANDALWOOD 3 CAR
N2 IKINGPOST L 1 Job Reference (optional) -
- - -�-- - .
r L __ --._-------1--------------------�-- -- _ 6.400sAug 12006 MiTek lndustnes, Inc. Wed Sep 2711:18.302006 Paget
I- -
Lumbermen's Building Centers, Spokane, WA 99206-4220, D.H.
6-6-0 6.6-0 — 1 0
0-�- - --- - - - --- ---- _ ------ —- _------- ------ - --- Scale =1 1:21.
4x4 =
3.00 12 3
1.5x411 1.5x4 II
- _ 4
T2 ST2 _T2
q
0
3x4 = 1.5x4 I I 1.5x4 I I 1.5x4 I I 3x4
13-"
0-0-0 ---------- -._.__ ...------- ----- - Sq-Ck:13-04
Sq-Ck:13-0-0 -- ---- - — _ -----------
LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl UdPLATES GRIP
TCLL 40.0 Plates Increase 1.15 TC 0.24 Vert(LL) n/a - n/a 999 _ MT20 185/148
(Roof Snow=40.0) Lumber Increase 1.15 BC 0.12 Vert(TL) n/a - n/a 999
TCDL 8.0 Rep Stress Incr NO WB 0.09 Horz(TL) 0.00 5 n/a n/a
BCLL 0.0 Code IRC2003/TP12002 (Matrix) Weight: 31 Ib
BCDL 10.0
LUMBER
TOP CHORD 2 X 4 HF 180OF 1.6E
BOT CHORD 2 X 4 HF 180OF 1.6E
OTHERS 2 X 4 DF Stud/Std
BRACING
TOP CHORD
Structural wood sheathing directly applied or 6-" oc purlins.
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (Ib/size)
1 = 160/13-0-0
5 = 160113-0-0
7 = 99/13-0-0
8 = 417/13-0-0
6 = 417/13-0-0
Max Hoa
1 = 18(load case 7)
Max Uplift
1 =-30(load case 5)
5 =-32(load case 6)
7 =-6(load case 5)
8 =-92(load case 5)
6=-92(load case 6)
Max Grav
1 = 216(load case 2)
5 = 216(load case 3)
7 = 99(load case 1)
8 = 558(load case 2)
6 = 558(load case 3)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD
1-2 = -54158 2-3 = -50/28 3-4 = -50/26
4-5 = -54/58
BOT CHORD
1-8 = 0/13 7-8 = 0/13 6-7 = 0/13
5-6 = 0/13
WEBS
3-7 = -104/14 2-8 = -448/86 4-6 = 448/86
NOTES
1) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to
the face), see MiTek "Standard Gable End Detail"
2) TCLL: ASCE 7-98; Pf=40.0 psf (flat roof snow); Exp B; Partially Exp.
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live
loads.
5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality
assurance inspection.
6) Gable requires continuous bottom chord bearing.
7) Gable studs spaced at 2-0-0 oc.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 30 Ib
uplift at joint 1, 32 Ib uplift at joint 5, 6 l uplift at joint 7, 92 Ib uplift at joint 8 and 921b uplift at joint 6.
9) This truss is designed in accordance with the 2003 International Residential Code sections
R502.11.1 and R802A0.2 and referenced standard ANSI/TPI 1.
i I
LOAD CASE(S)
Standard