HomeMy WebLinkAbout1512 Aurora Ct Technical - Building TECHNICAL
Permit # 09 - I03
Address 15 JZ, �lvrora C'�
Project description New �;nGl� farr��lu Novr�,�
Date the permit was finaled 10--7.2 - I6
Number of technical pages rJ
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Engineering Calculations Package
For Plans Examiner
his engineering calculations package contains lateral engineering gravity load engineering or
both as stated on the cover and full size engineering sheets. All engineered load bearing
structural members are shown on the full size engineering sheets. he enclosed engineering
calculations document the analysis used he engineering calculations are not required to be
referenced for construction hese calculations are to demonstrate to the plans examiner that
the engineering was completed following the 2006 IBC he cover sheet of the engineering
specifies the engineering scope as lateral engineering gravity load engineering or both
Lateral engineering involves determining what the seismic and wind loads are applying these
loads to the structure and determining the design of the lateral structural elements to resist
these loads hese structural elements are sheathing nailing holdowns, and connections
between loaded members and shear resisting elements
LA ERAL EN INEERIN Lateral load modeling was completed with Wood Works Design
Office 8 (www.woodworks-software.com 800-844-1275) Wood Works was developed in
conjunction with the American Forest& Paper Association he AF&PA is the same
professional organization that produces the National Design Specification (NDS) for Wood
Construction the Allowable Stress Design (ASD) manual for engineered wood construction
Wood Frame Construction Manual(WFC ) for one-and two-family dwellings and the Load and
Resistance Factor Design (LFRD) manual for engineered wood construction
Seismic Seismic load engineering follows the ASCE 7-05 equivalent lateral force procedure
Per ASCE 7 the analysis consists of the application of equivalent static lateral forces to a linear
mathematical model of the structure he total forces applied in each direction are the total
base shear Refer to ASCE 7-05 for a description of this procedure he engineering
calculations include a US S determination of the seismic spectral response accelerations
hese numbers S, and Ss are used in the lateral model to determine seismic loading to the
shearwalls. Woodworks Design Office was used to make the linear mathematical model
Wind Wind load engineering follows the ASCE 7-05 general analytic method for all buildings.
he wind loading is determined from the wind exposure and wind speed his loading is applied
to surfaces of the structure as modeled otal loadings for each shear line wall line and full
height shearwall are determined Required shear strength for each shearwall is calculated then
sheathing and nailing patterns are chosen to resist design loads Holdowns are applied where
the nailing of the sheathing to the mudsill or lower floor is not adequate to resist shear panel
overturning
RAVI Y LOAD EN INEERIN . If included in the scope of engineering gravity loads from
snow structure occupants etc. meeting the requirements of the 2006 IBC have been traced
through the structure See the legend on the engineering sheets showing how the point and line
loads are depicted All loads are supported and traced through the structure Load supporting
members have been numbered and calculated Calculations for each beam are included Post
and column calculations for typical members are also included Loads to the foundation or soil
have reinforced footings where required
Every attempt has been made to make the engineering calculations and specifications as clear
as possible for the plans examiner builder and building inspector
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Conterminous 48 States
2003 NEHRP Seismic Design Provisions
Latitude = 48 121478
Longitude = -123 477489
Spectral Response Accelerations Ss and S1
Ss and S1 = apped Spectral Acceleration Values
Site Class B - Fa = 1 0 Fv = 1 0
Data are based on a 0 009999999776482582 deg grid spacing
Period Sa
(sec) (g)
0.2 1 118 (Ss Site Class B)
1 0 0 476 (S1 Site Class B)
Conterminous 48 States
2003 NEHRP Seismic Design Provisions
Latitude = 48 121478
Longitude = -123 477489
Spectral Response Accelerations Ss and S1
Ss and S1 = apped Spectral Acceleration Values
Site Class B - Fa = 1 0 Fv = 1 0
Data are based on a 0 009999999776482582 deg grid spacing
Period Sa
(sec) (g)
0 2 1 118 (Ss Site Class B)
WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN
LATERAL ANALYSIS.wsw WoodWorks®Shearwalls 8.11 Nov 10,2009 09:36:50
Level 1 of 1. _ _.. _- __..
75'
183.3 183.3 183.3
89 4 8 4
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180.7 l180.7 !18 7!
180 I 7-2661 266.1 -180 7 1807-280.8 280.8 180.7 15'
I ( I
! -20'
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15 10' 5' 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' 50' 55' 60' 65' 70' 75'
Factored shearline force(lbs) Unfactored applied shear load(plf)
Factored holddown force(lbs) Unfactored dead load(plf,lbs)
•C Compression force exists Uplift wind load(plf,lbs)
■ Vertical element required Applied point load or discontinuous shearline force(lbs)
Loads Shown.W-Forces:W+1 OD
Woodworks® Shearwalls SOFTWARE FOR WOOD DESIGN
WoodWorks®Shearwalls 8.11
LATERAL ANALYSIS Nov 11 2009 06.21.07
Project Information
COMPANY AND PROJECT INFORMATION
Com an Pro'ect
HODGE ENGINEERING 100 MPH
2615 JAHN AVE NE SUITE E-5 EXPOSURE C
GIG HARBOR, WA 98335 SEISMIC CATEGORY D
(253)-857-7055
DESIGN SETTINGS
Design Code Wind Standard Seismic Standard
IBC 2006 ASCE 7-05 All heights ASCE 7-05
Wind Capacity Increase Load Combinations Building Code Capacity Reduction
Shear C&C Panels 0 70 Seismic Wind Seismic
1 40 1 60 1 00 Wind 1 00 1 00
Nail Withdrawal Modification Max Shearwall Offset[ft]
Duration Temperature Moisture Content Plan Elevation
Factor Range Fabrication Service (within story) (between stories)
1 60 T<=100F >19% >199- 4 00 -
Maximum Height-to-width Ratio
Plywood Fiberboard Lumber Gypsum
Wind Seismic Wind Seismic Blocked Unblocked
3 5 3 5 - - - - -
Shearwall Relative Rigidity' Designed capacity using flexible distribution
Hold-down Forces: Based on applied shearline force
Seismic Materials: Ignore non-wood contribution
Case 2 rigid diaphragm load distribution: 75% loads torsional moment
SITE INFORMATION
IBC Occupancy ASCE 7 Equivalent
Category II - All others Category II - All others
Wind Seismic
ASCE 7-05 General analytic method for all bldgs ASCE 7-05 Equivalent lateral force procedure
Design Wind Speed 100mph Structure Type Regular
Exposure Exposure C Design Category D
Enclosure Enclosed Site Class D
Topographic Information[ft] Spectral Response Acceleration
Shape Height Length S1 0 476g Ss: 1 118g
Fundamental Period E-W N-S
Site Location: - T Used 0 095s 0 095s
Approximate Ta 0 095s 0 095s
- Maximum 0 114s 0 114s
Response Factor 6 50 6 50
Fa. 1 05 Fv' 1 52
Woodworks® Shearwalls LATERAL ANALYSIS Nov 11 2009 06:21.07
Structural Data
STORY INFORMATION
Story Floor/Ceiling Wall
Elev ft Depth in Height ft
Ceiling 11 00 0 0
Level 3 00 10 0 8 00
Foundation 2 00
BLOCK and ROOF INFORMATION
Block Roof Panels
Dimensions ftFace Type Sloe Overhang ft
Block 1 Story E-W Ridge
Location X,Y= 0 00 24 50 North Side 30 0 1 00
Extent X,Y= 58 00 31 00 South Side 30 0 1 00
Ridge Y Location,Offset 39 50 0 00 East Gable 90 0 1 00
Ridge Elevation Height 19 50 9 00 West Gable 90 0 1 00
Block 2 1 Story N-S Ridge
Location X,Y= 0 50 0 00 North Joined 150 0 1 00
Extent X,Y= 23 50 24 50 South Gable 90 0 1 00
Ridge X Location,Offset 12 50 0 00 East Side 30 0 1 00
Ridge Elevation, Height 17 50 7 00 West Side 30 0 1 00
Block 3 1 Story N-S Ridge
Location X,Y= 30 50 21 50 North Joined 150 0 1 00
Extent X,Y= 27 50 3 00 South Gable 90 0 1 00
Ridge X Location Offset 44 00 0 00 East Side 30 0 1 00
Ridge Elevation Height 19 00 8 00 West Side 30 0 1 00
WoodWorks® Shearwalls LATERAL ANALYSIS Nov 11 2009 06:21.07
MATERIALS by WALL GROUP
Wall Sheathing[in] Fasteners Spcg[in] Framing Members[in] Apply
Grp Surf Material Thick Orient Size Type Edg Fid BIkg Species G S c Notes
1 Ext Struct Shthg 7/16 Vert 8d Nail 3 12 yes Hem-Fir 0 43 16 1 2 3
2 Ext Struct Shthg 7/16 Vert 8d Nail 4 12 yes Hem-Fir 0 43 16 1 2 3
3 Ext Struct Shthg 7/16 Vert 8d Nail 6 12 yes Hem-Fir 0 43 16 1 3
Legend:
Grp Wall Design Group, Surf Exterior or interior surface of exterior wall;Spcg Edge or field nail spacing;Blkg Blocked;G Specific gravity•
Spc Wall stud spacing
Notes:
1 Capacity has been reduced according to IBC specific gravity adjustment.
3 Shear capacity for current design has been increased to the value for 15/32' sheathing with same nailing because stud spacing is 16' max.or
panel orientation is horizontal.
WoodWorks® Shearwalls LATERAL ANALYSIS Nov 11 2009 06:21.07
SHEARLINE,WALL and OPENING DIMENSIONS
North-south Type Wall Location Extent[ft] Length FHS Height
Shearlines Group(s) X ft Start End ft ft ft
Line 1
Level 1
Line 1 Level 1 Seg 3 0 00 0 00 55 00 55 00 40 00 8 00
Wall 1-1 Seg 3 0 00 0 00 55 00 55 00 40 00 -
Opening 1 - - 4 25 7 25 3 00 - 8 00
Opening 2 - - 28 25 32 25 4 00 - 8 00
Opening 3 - - 35 50 38 50 3 00 - 8 00
Opening 4 - - 44 75 49 75 5 00 - 8 00
Line 2
Lovell
Line 2 Level 1 Seg 1 24 00 0 00 55 00 55 00 19 25 8 00
Wall 2-1 Seg 1 24 00 0 00 24 25 24 25 19 25 -
Opening 1 - - 4 00 9 00 5 00 - 8 00
Wall 2-2 NSW 26 50 51 00 55 00 4 00 4 00 -
Line 3
Lovell
Line 3 Level 1 NSW 44 00 22 25 55 00 32 75 0 00 8 00
Wall 3-2 NSW 44 00 51 00 55 00 4 00 4 00 -
Wall 3-1 NSW 44 00 22 25 24 25 2 00 0 00 -
Line 4
Lovell
Line 4 Level 1 Seg 3 58 00 22 25 55 00 32 75 28 75 8 00
Wall 4-1 Seg 3 58 00 22 25 55 00 32 75 28 75 -
Opening 1 - - 35 00 39 00 4 00 - 8 00
East-west Type Wall Location Extent[ft] Length FHS Height
Shearlines Group(s) Y ft Start End ft ft ft
Line A
Lovell
Line A Level 1 Seg 1 0 00 0 00 24 00 24 00 8 00 8 00
Wall A-1 Seg 1 0 00 0 00 24 00 24 00 8 00 -
Opening 1 - - 4 00 20 00 16 00 - 8 00
Line B
Lovell
Line B Level 1 Seg 2 23 50 0 00 58 00 58 00 28 50 8 00
Wall B-3 Seg 2 22 50 44 00 58 00 14 00 5 50 -
Opening 1 - - 46 75 55 25 8 50 - 8 00
Wall B-1 Seg 2 24 00 0 00 14 00 14 00 14 00 -
Wall B-2 Seg 2 24 50 24 00 44 00 20 00 9 00 -
Opening 1 - - 24 75 28 00 3 25 - 8 00
Opening 2 - - 32 00 39 00 7 00 - 8 00
Line C
Lovell
Line C Level 1 Seg 3 54 00 0 00 58 00 58 00 26 25 8 00
Wall C-2 Seg 3 51 00 26 25 44 00 17 75 7 50 -
Opening 1 - - 26 25 31 25 5 00 - 8 00
Opening 2 - - 38 75 42 75 4 00 - 8 00
Wall C-3 Seg 3 55 00 44 00 58 00 14 00 8 00 -
Opening 1 - - 48 00 54 00 6 00 - 8 00
Wall C-1 Seg 3 55 00 0 00 26 25 26 25 10 75 -
Opening 1 - - 2 75 11 25 8 50 - 8 00
Opening 2 - - 16 25 23 25 7 00 - 8 00
Legend:
Type Seg=segmented,prf=perforated, NSW=non-shearwall;Location dimension perp. to wall; FHS length of full-height sheathing; Wall
Group(s) refer to Materials by Wall Group table,refer to Shear Results tables for each design case if more than one group
Woodworks® Shearwalls LATERAL ANALYSIS Nov 11 2009 06:21.07
Flexible Diaphragm Wind Design
SHEAR RESULTS
North-South W For Shear Force[pif] Allowable Shear[plf] Crit.
Shearlines Gp Dir Ld.Case V lbs vmax V/FHS Int Ext Co C Total V Obs] Resp.
Line 1
Level 1
Lnl Levl 3 S->N 1 4979 124 5 124 5 339 1 00 S 339 13541 0 37
3 N->S 1 4790 119 8 119 8 339 1 00 S 339 13541 0 35
Line 2
Ln2 Levl 1 S->N 1 11636 - 604 5 638 1 00 S 638 12281 0 95
1 N->S 1 11226 - 583 2 638 1 00 S 638 12281 0 91
Line 4
Ln4 Levl 3 S->N 1 7118 247 6 247 6 339 1 00 S 339 9732 0 73
3 N->S 1 6812 237 0 237 0 339 1 00 S 339 9732 0 70
East-West W For Shear Force[plf] Allowable Shear[plf] Crit.
Shearlines Gp Dir Ld.Case V lbs vmax V/FHS Int Ext Co C Total V lbs Resp.
Line A
Level 1
LnA Levl 1 Both 1 3754 469 2 469 2 638 1 00 S 638 5104 0 74
Line B
LnB Levl 2 Both 1 9900 - 347 4 495 1 00 S 495 14101 0 70
Wall B-3 2 Both 1 1911 347 4 347 4 495 1 00 495 2721 0 70
Wall B-1 2 Both 1 4863 347 4 347 4 495 1 00 495 6927 0 70
Wall B-2 2 Both 1 3126 347 4 347 4 495 1 00 495 4453 0 70
Line C
LnC Levl 3 Both 1 5823 - 221 8 339 1 00 S 339 8886 0 66
Wall C-2 3 Both 1 1664 221 8 221 8 339 1 00 339 2539 0 66
Wall C-3 3 Both 1 1775 221 8 221 8 339 1 00 339 2708 0 66
Wall C-1 3 Both 1 2385 221 8 221 8 339 1 00 339 3639 0 66
Legend:
W Grp Wall group as listed in Materials table,For Dir Direction of wind force along shearline, Ld.case Critical load case.ASCE 7 All heights
Case 1 or 2, ASCE 7 low rise T=Transverse,L=Longitudinal,all other results are for this load case, V Factored shear force applied to entire line
and amount taken by each wall;vmax Base shear V/FHS/Co=Factored shear force per unit full height sheathing,divided by perforation factor Co
as per SDPWS eqn. 4.3-6,and IBC eqn. 23-4
Following values marked with means that value for shearline is the one for wall with critical design response on line, WFHS* Design shear force
=factored shear force per unit full height sheathing, Int* Unit shear capacity of interior sheathing;Ext* Unit shear capacity of exterior sheathing
Co* Perforation factor C Sheathing combination rule,A =Add capacities,S=Strongest side only X=Strongest side or twice weakest; Total*
Combined unit shear capacity inc.perforation factor-V Combined shear capacity of wall or total capacity of shearline Crit Resp* Critical
response=Vapp/FHS/Vcap= design shear force/unit shear capacity
Notes.
V/FHS shown is shear force for use in shearwall design.Vmax shown is V/FHS divided by perforation factor Co;it is the base shear to be used in
connection and collector design using IBC 2305.3.8.2.5 and SDPWS 4.3 6.4 1 1
Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by IBC 2305 3 8.2.6,8 and SDPWS
4.3.6 4.2,4
Woodworks® Shearwalls LATERAL ANALYSIS Nov 11, 2009 06:21.07
Flexible Diaphragm Seismic Design
SEISMIC INFORMATION
Building Area Story Shear[Ibs] Reliability Factor p
Mass lbs Is-ft] E-W N-S E-W N-S
Level 53659 2323 6461 6461 - -
Structure 53659 - 6461 6461 1 00 1 00
Notes:
Vertical Earthquake Load Ev=0.2 Sds D-Sds=0 78;Ev=0 157 D unfactored;0 110 D factored;total dead load factor 0.6 0 110=0 490
tension, 1 0+0 110=1 110 compression.
SHEAR RESULTS
North-South W For H/W Fact. Shear Force[plf] Allowable Shear[plf] Crit.
Shearlines Gp Dir Int Ext V lbs vmax V/FHS Int Ext Co C Total V[lbs] Resp.
Line 1
Level 1
Lnl Levl 3 Both 1 0 81 1324 33 1 33 1 196 1 00 S 196 9525 0 17
Line 2
Ln2 Levl 1 Both 1 0 1 0 2030 - 105 5 456 1 00 S 456 8772 0 23
Line 4
Ln4 Levl 3 Both 1 0 1 0 1168 40 6 40 6 242 1 00 S 242 6952 0 17
East-West W For H/W Fact. Shear Force[plf] Allowable Shear[pit] Crit.
Shearlines Gp Dir Int Ext V rlbsl vmax V/FHS Int Ext Co C Total V lbs Resp.
Line A
Level 1
LnA Levl 1 Both 1 0 1 0 595 74 4 74 4 456 1 00 S 456 3646 0 16
Line B
LnB Levl 2 Both 1 0 69 2218 - 77 8 243 1 00 S 243 9464 0 32
Wall B-3 2 Both 1 0 69 428 77 8 77 8 243 1 00 243 1336 0 32
Wall B-1 2 Both 1 0 1 0 1089 77 8 77 8 353 1 00 353 4948 0 22
Wall B-2 2 Both 1 0 1 0 700 77 8 77 8 353 1 00 353 3181 0 22
Line C
LnC Levl 3 Both 1 0 69 1709 - 65 1 166 1 00 S 166 5958 0 39
Wall C-2 3 Both 1 0 1 0 488 65 1 65 1 242 1 00 242 1814 0 27
Wall C-3 3 Both 1 0 1 0 521 65 1 65 1 242 1 00 242 1934 0 27
Wall C-1 3 Both 1 0 69 700 65 1 65 1 166 1 00 166 2210 0 39
Legend.,
W Grp Wall group as listed in Materials table,For Dir force direction,always 'both' H/41 factor Factor due to shearwall height-to-width ratio for
interior and exterior wall sheathing;V Factored shear force applied to entire line and amount taken by each wall;vmax Base shear V/FHS/Co=
Factored shear force per unit full height sheathing,divided by perforation factor Co as per SDPWS eqn.4 3-6,and IBC eqn.23-4
Following values marked with means that value for shearline is the one for wall with critical design response on line, V/FHS* Design shear force
=factored shear force per unit full height sheathing, Int* Unit shear capacity of interior sheathing;Ext* Unit shear capacity of exterior sheathing
Co Perforation factor-C Sheathing combination rule,A =Add capacities,S=Strongest side only X=Strongest side or twice weakest; Total*
Combined unit shear capacity inc.perforation factor and H1W factor-V Combined shear capacity of wall or total capacity of shearline Crit Resp*
Critical response=Vapp/FHS/Vcap=design shear force/unit shear capacity
Notes:
V/FHS shown is shear force for use in shearwall design.Vmax shown is V/FHS divided by perforation factor Co;it is the base shear to be used in
connection and collector design using IBC 2305.3.8.2.5 and SDPWS 4.3.6.4 1 1
Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by IBC 2305.3.8.2.6,8 and SDPWS
4 3.6 4.2,4
Hodge use only
HodOgeMow engineeringinc
Please complete the information below, sign this request form, and fax to
Hodge Engineering at 253-857-7599
Client Request for Engineering Support
ion
*Company- *Phone
*Contact: Fax:
*Hodge Engineering Proj# Mobile.
Architect/ Plan# Email Address
*Site Address
Items with * are re uired
Description of Problem.
Mailing Address.
Billinq Address.
I authorize the above requested work and associated charges
Client Signature (ok to start Work)
Client Name (please print)
2601 Jahn Ave NW Suite Al Gig Harbor WA 98335
Tel 253-857 7055 Fax: 253-857 7599
www.hodgeengineerinci.com
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JOB NO-
B5926-09
PAGE NO:
1 OF 1
ITW Building Components Group, Inc
8351 Rovana Circle Sacramento,CA 95828 (916)387-0116
Page 1 of 1 Document I13•1TWM561-ZI109133711
Truss Fabricator- TMJs-Way Inc
Job Identification. 85926-09-/PARR LUMBER TACOMA -- PORT ANGELES WA
Model Code: IRC
Truss Criteria. I RC2006/TPI-2002(STD)
Engineering Software: Alpine proprietary truss analysis software Version 9 01
Truss Design Loads: Roof - 42 PSF @ 1 15 Duration
Floor - N/A
Wind - 100 MPH (ASCE 7-05-Closed)
Notes: Seal Date: 11/09/2009
1 Deternination as to the suitability of these truss components for the
structure is the responsibility of the building designer/engineer of Christian Chappell
record as defined in ANSI/TPI 1
2 As shown on attached drawings the drawing nunber is preceded by CAUSR561
Details A1001505-GBLLETIN-GABRST05-
Submitted by CWC 13 36 SS 11-09-2009 Reviewer LVT
$ S
# Ref Description Drawin # Date
1 00586--T1 09313094 11/09/09
2 00587--T2 09313095 11/09/09
3 OOS88--T3 09313096 11/09/09
4 00589--T4 09313097 11/09/09
5 00590--T5 09313098 11/09/09
6 00591--T6 09313099 11/09/09
7 00592--T7 09313100 11/09/09
8 00593--T8 09313101 11/09/09
9 00594--T9 09313102 11/09/09
10 00595--T10 09313103 11/09/09
11 00596-411 09313104 11/09/09
12 00597--T12 09313105 11/09/09
13 00598--T13 09313106 11/09/09
14 00599--T14 09313107 11/09/09
15 00600--T15 09313108 11/09/09
16 00601-416 09313109 11/09/09
17 00602--T17 09313110 11/09/09
18 00603--T18 09313111 11/09/09
19 00604--T19 09313112 11/09/09
20 00605--T20 09313113 11/09/09
21 00606--T21 09313114 11/09/09
22 00607--T22 09313115 11/09/09
l'
kC)0Ve0-VZI-/YHKK L.U111DLK IHU.VIVIH -- YVICI HINVLLGa 1111i 1 IJ
Top chord 2x4 SPF 2100f-1 BE 100 mph wind 15 00 ft mean hgt ASCE 7-05 CLOSED bldg Located
Bot chord 2x4 SPF 2100f 1 8E anywhere in roof CAT II EXP C wind TC DL=4 2 psf wind BC DL=6 0
Webs 2x4 HF Std/Stud psf
Truss spaced at 24 0' OC designed to support 1-0-0 top chord Member design based on both MWFRS and C&C wind reactions based on
outlookers Cladding load shall not exceed 3 00 PSF Top chord must not MWFRS
be cut or notched
See DWGS A10015050109 GBLLETIN0109 & GABRST050109 for more
Bottom chord checked for 10 00 psf non-concurrent bottom chord live requirements
load applied per IRC-06 section 301 5
Deflection meets L/240 live and L/180 total load
Truss designed for unbalanced snow load based on Pf=Pg=25 00 psf
3X4
2X4 III 2X4 III
6
6 2-4-0
0-4-0 Li M Li 0-4-0
9-0-0
2X4(Al) = 2X4 III 3X4= 2X4 III 2X4(Al
L<-1-4-0--->J 1-4-0�
L 4-0-0 _I, 4-0-0Le J
8-0-0 Over Continuous Support
R=112 PLF U=67 PLF W=8-0-0
RL=12/ 12 PLF
Design Crit IRC2006/TPI-2002(STD)
PLT TYP Wave FT/RT=20%(096)/5(0) 9 01 00 0 QTY 1 WA/-/1/-/-/R/- Scale = 75 /Ft
Trus-Way,hic 360-750-1470 WARNING"TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. TC LL 25 0 PSF REF R561-- 586
REFER TO SCSI (BUILDING COMPONENT SAFETY INFORMATION) PUBLISHED PI (TRUSS PLATE INSTITUTE, 218 `
3901 NE 6 di St. Vancouver WA NORTH LEE STREET SUITE 312, ALEXANDRIA, VA, 22314) AND WICA (WOOD TRUSS COUNCI OF AMERICA, 6300 5� OF WA A
ENTERPRISE LANE, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS C .e TC D L 7 0 PSF DATE 11/09/09
OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE
A PROPERLY ATTACHED RIGID CEILING.
BC DL 10 0 PSF DRW CAUSR561 09313094
• IMPORTANT••FURNISH COPY OF THIS DESIGN TO HE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS
ALPINE GROUP INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN ANY FAILURE TO BUILD THE TRUSS V 9 BC LL 0 0 PSF CA-ENG LVT/CWC
IN CONFORMANCE WITH TPI OR FABRICATING, HANDLING, SHIPPING, INSTALLING E BRACING OF TRUSSES.
DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF DS (NATIONAL DESIGN SPEC, AFAPA)AND TPI ALPINE TOT LD 42 0 PSF SEQN- 346816
CONNECTOR PLATES ARE MAGE OF 0/18/76GA (N,H/SS/K)ASTM A653 GRADE 40/60 (N K/H SS) GALV STEEL. APPLY
PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z.
ANY INSPECTION OF PLATES FOLLOWED BY () SHALL BE PER ANNEX A3 OF TP11-2002 SEC.3 A SEAL ON THISIA,L£ DUR FAC 1 1 5 FROM KTC
1TW Building Components Group,Inc. DRAW INO
INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
Sacramento,CA 95828 DESIGN SHOWN TH SUITABILIT AND USE OF THIS COMPONENT FOR ANY BUI DING IS THE RESPONSIBILITY OF
WA COA#1931 BUILDING DESIGNER PER ANSI TPI s6c. z. Expires 4-23-10 SPAC I NG 24 0 J RE F- 1 TWM56 1_Z l l
�D,�LO-V�-/rHRK LUIWDCIC IA%VIWH - rVRI 1AIVULLCJ YYH - 1LJ
Top chord 2x4 SPF 2100f 1 8E 100 mph wind 15 00 ft mean hgt ASCE 7-05 CLOSED bldg Located
Bot chord 2x4 SPF 2100f 1 8E anywhere in roof CAT II EXP C wind TC DL=4 2 psf wind BC DL=6 0
Webs 2x4 HF Std/Stud psf
Bottom chord checked for 10 00 psf non-concurrent bottom chord live Member design based on both MWFRS and C&C wind reactions based on
load applied per IRC-06 section 301 5 MWFRS
Deflection meets L/240 live and L/180 total load Truss designed for unbalanced snow load based on Pf=Pg=25 00 psf
MW4X4
6
6 2-4-0
0-4-0 0-4-0
9-0-0
�—
5X6=-
2X4(Al
X6=2X4(A1) = 2X4(A1)
-1-4-0—� 1-1-4-0---->.1
fE 4-0-0 3{F 4-0-0 J
I 4-0-0 I 4-0-0 - I
8-0-0 Over 2 Supports '1
R=430 U=77 W=5 5 R=430 U=77 W=5 5
RL=83/ 83
Design Crit IRC2006/TPI-2002(STD)
PLT TYP Mod_Wave,Wave FT/RT=20%(0%)/5(0) 9 01 00 0 QTY 1 WA/-/1/-/-/R/- Scale = 75 /Ft
Trus-Way,Inc 360-750-1470 **WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. TC LL 25 0 PSF REF R561-- 587
3901 NE 68U)St. Vancouver WA REFER TO SCSI (BUILDING COMPON SAFETY INFORMATION) PUBLISHED PI (TRUSS PLATE INSTITUTE, `
NORTH STREET SUITE 312, ALEXANDRIA, VA, 22 4) AND WFCA (WOOD USS COUNCIL OF AMERICA, 7 QCs
ENTERPRISE LANE, MADISON, WE 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS A,� ti TC DL 7 0 PSF DATE 11/09/09
OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE
A PROPERLY ATTACHED R1G10 CEILING, BC DL 10 0 PSF DRW CAUSR561 09313095
• IMPORTANT' URNISH A COP OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW UILDING COMPONENTS /�
GROUP INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS BC LL 0 0 PSF CA-ENG LVT/CWC 1.
ALPINE
IN CONFORMANCE WITH TPI OR FABRICATING, HANDLING, SHIPPING, INSTALLING&BRACING OF TRUSSES.
ESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY A) AND TPI PINE 27098
CONNECTOR PLATES ARE MADE OF 20/18/16GA(W.H/SS/K)ASTM A653 GRADE 0/60 IN K/H,SS) GALV STEEL. APPLY lsrec�P TOT LD 42 0 PSF SEQN- 34682 1
PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 16OA-Z.
ANY INSPECTION OF PLATES FOLLOWED BY ( ) SHALL BE PER ANNEX A3"OF TP11-2002 SEC.3 A SEAL ON THIS �NALE DUR FAC 1 1 5 FROM KTC
ITW BuildingCompDnents GroLL ,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
Sacramento,CA 95828 ESIGN SHOWN. SUITABILITY AND USE OF THIS COMPONENT FOR ANY UILDING IS THE RESPONSIBILITY OF TH
UILDING DESIGN PER ANSI/TPI sec, z.
WA COA#1931 Expires 423-10 SPAC I NG 24 0 J REF- 1 TWM561_Z1 1
kD,VL0-V.`7-/rHKK L.UIWDCK IMLVIWH -- rVRI HIYUCLCJ WWH - IJJ
Top chord 2x4 SPF 2100f-1 8E (**) 3 plate(s) require special positioning Refer to scaled plate
Bot chord 2x4 SPF 2100f-1 8E plot details for special positioning requirements
Webs 2x4 HF Std/Stud W3 2x4 SPF 2100f-1 8E
100 mph wind 15 00 ft mean hgt ASCE 7-05 CLOSED bldg Located
Truss spaced at 24 0' OC designed to support 1-0-0 top chord outlookers anywhere in roof CAT II EXP C wind TC DL=4 2 psf wind BC DL=6 0
Cladding load shall not exceed 3 00 PSF Top chord must not be cut or psf
notched
Member design based on both MWFRS and C&C wind reactions based on
See DWGS A10015050109 GBLLETIN0109 & GABRST050109 for more MWFRS
requirements
Truss passed check for 20 psf additional bottom chord live load in
Bottom chord checked for 10 00 psf non-concurrent bottom chord live load areas with 42 -high x 24 -wide clearance
applied per IRC-06 section 301 5
Deflection meets L/240 live and L/180 total load
Truss designed for unbalanced snow load based on Pf=Pg=25 00 psf
(*)Laterally brace this member by attachment to ledger at edge
of roof diaphram or with purlins 24 oc
3X4=
2X4(**) III 2X4(**) III
3 X 4% El 3 X 4
6-10-0
6 r— —76
W3
0-44--0 (*) (*) 0-44--0
� � 9-0-0
2X4(A1) = 4= MW4X4(**) = 3X4=
I tq��-�q 3X6= 2X4(Al
Q3�� 1�y1
15-4-2 1 4-4 14 1 4-3-2 11 1
13-0-0 ,I, 13-0-0 ,I
26-0-0 Over 2 Supports
R=127 PLF U=22 PLF W=16-2-8 R=597 U=111
RL=14/ 14 PLF
Note All Plates Are 2X4 Except As Shown
Design Crit IRC2006/TPI-2002(STD)
PLT TYP Mod_Wave,Wave FT/RT=20%(0%)/5(0) 9 01 00 021 QTY 1 WA/-/1/-/-/R/- Scale = 275 /Ft
Tru_W ,hic 360-750-1470 *WARNING**TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. TC LL 25 0 PSF REF R561-- 588
3901 NE 68th St. Vancouver WA REFER TO SCSI 'ME
(BUILDING COMPONENT SAFETY INFORMATION) PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 218
NOR LEE STREET SUITE 312, ALEXANDRIA 4) AND GA (W000 TRUSS COUNCIL OF AMERICA, 6300
ENTERPRISE LANE, MADISON. WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS 1110O q �A TC DL 7 0 PSF DATE 11/09/09
OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE p� C
A PROPERLY ATTACHED 21010 CEILING. f/�jj BC DL 10 0 PSF DRW CAUSR561 09313096
* IMPORTANT**FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR ITW BUILDING COMPONENTS
ALPINE GROUP INC SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS BC LL 0 0 PSF CA-ENG LVT/CWC
IN CONFORMANCE WITH TPI OR FABRICATING, HANDLING, SHIPPING, INSTALLING 8 BRACING OF TRUSSES.
ES ION CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AFA A) AND PI ALPINE
CONNECTOR PLATES ARE MADE OF 20/18/16GA (W,H/SS/K) ASTM A653 GRADE 40/60 (W K/H.SS)GA STEEL APPLYp TOT LD 42 0 PSF SEQN- 347027
PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-,
.
ANY INSPECTION OF PLATES FOLLOWED BY ( ) SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS �1YALE DUR FAC 1 1 5 FROM KTC
1TW Building Components Groupllnc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
Sacramento,CA 95828 DESIGN SHOWN. TH SUITABILITY AND USE OF THIS COMPONEN FOR ANY BUILDING IS HE ESPONSIBILITY OF THE
BUILDING DESIGNER PER ANSI/TPI 1 sec. z.
WA COA#1931 Expires 4-23-10 SPAC I NG 24 0 J RE F- 1 TWM56 1_Z 1 1
k C)'t1L0-UZ1-/r1AKK LUIWDLK IHt'vmm -- rUKI HIVVLLLJ VTH I-+)
Top chord 2x4 SPF 2100f 1 8E 100 mph wind 15 00 ft mean hgt ASCE 7-05 CLOSED bldg Located
Bot chord 2x4 SPF 2100f 1 8E anywhere in roof CAT II EXP C wind TC DL=4 2 psf wind BC DL=6 0
Webs 2x4 HF Std/Stud psf
Truss passed check for 20 psf additional bottom chord live load in Member design based on both MWFRS and C&C wind reactions based on
areas with 42 -high x 24 -wide clearance MWFRS
Bottom chord checked for 10 00 psf non-concurrent bottom chord live load Deflection meets L/240 live and L/180 total load
applied per IRC-06 section 301 5
Truss designed for unbalanced snow load based on Pf=Pg=25 00 psf
4X6=
5X6% 5X6
6-10-0
6 F— 6
0-4-0 0-4-0
9-0-0
3X5= 3X6= 3X5
4X6(A2) = 4X6(A2)
1� Y-off 1L 4-OI
1�— 6-9-7 _I_ 6-2 9 _L_ 6-2 9 _I_ 6-9-7 _I
8-10-5 T 8-3-7 T 8-10-5
I_ 13-0-0 13-0-0 J
26-0-0 Over 2 Supports
R=1266 U=197 W=5 5 R=1267 U=197 W=5 5
RL=196/-196
Design Crit IRC2006/TPI-2002(STD)
PLT TYP Wave FT/RT=20%(0%)/5(0) 9 01 00 0 QTY 2 WA/-/1/-/-/R/- Scale = 275 /Ft
Trus-Way,Inc 360-750-1470 —NARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION; HANDLING, SHIPPING, INSTALLING AND BRACING. TC LL 25 0 PSF REF R561-- 589
3901 NE 68th St. Vancouver WA REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION) PUBLISHED BY TPI (T USS PLATE INSTITUTE, 218
NORTH STREET SUIT 31 ALEXANDRIA VA, 22314) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA, 6300 tieENTERPRISE LANE, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS TC DL 7 0 PSF DATE 11/09/09
OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVEA PROPERLY ATTACHED RIGID CEILING. BC DL 10 0 PSF DRW CAUSR561 09313097
•
IMPORTANT**FURNISH COP OF THIS DESIGN TO HE INSTALLATION CONTRACTOR ITV UILDING COMPONE TS
ALPINE GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS 9 BC LL 0 0 PSF CA-ENG LVT/CWC
IN CONFORMANCE WITH TPI OR FABRICATING. HANDLING, SHIPPING, INSTALLING 6 BRACING OF TRUSSES.
DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AFAPA) AND PI ALPINE
CONNECTOR PLATES ARE MADE OF 20/10/16GA(W,H/SS/K) ASTM A653 GRADE 40/60 (W, K/H,SS)GALV STEEL. APPLY TOT LD 42 0 PSF SEQN- 347022
PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. �:_:0444
ANV INSPECTION OF PLATES FOLLOWED BV ( ) SHALL BE PER ANNEX A3 OF TP11-2002 SEC.3. A SEAL ON THISOUR FAC 1 1 5 FROM KTC
ITW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
Sacramento, ens Gro DESIGN SHOWN. TH SUITABILITY AND USE OF THIS COMPONEN FOR ANY BUILDING IS TH ESPONSIBILITY OF
WACOA#1931 BUILOINGDESIGNER PER ANSI/TPI 1 sec. ERpires4-23-30 SPACING 24 0 JREF- 1TWM561_Zll
kDJZ?GD-V:1-/rMRR LVMDCR IM%,VIYIM -- rVRI MIYUCLCJ TTM - 10)
Top chord 2x4 SPF 2100f 1 8E 2 COMPLETE TRUSSES REQU I RED
Bot chord 2x6 DF L SS
Webs 2x4 HF Std/Stud W3 W5 2x4 SPF 2100f 1 8E Nail Schedule 0 128 x3 , min _nails
Lt Wedge 2x8 DF L SS Rt Wedge 2x8 OF L SS Top Chord 1 Row @12 067
o c
Bot Chord 2 Rows @ 4 50' o c (Each Row)
Special loads Webs 1 Row @ 4 o c
-(Lumber Our Fac =1 15 / Plate Our Fac =1 15) Use equal spacing between rows and stagger nails
TC From 66 plf at -1 33 to 66 plf at 26 00 in each row to avoid splitting
BC From 20 plf at 0 00 to 20 plf at 26 00
BC 1202 Ib Conc Load at 2 06 4 06 6 06 8 06 10 06 100 mph wind 15 00 ft mean hgt ASCE 7-05 CLOSED bldg Located
12 06 anywhere in roof CAT II EXP C wind TC DL=4 2 psf wind BC DL=6 0
BC 1143 Ib Conc Load at 14 06 16 06 18 06 20 06 22 06 psf
24 06
Deflection meets L/240 live and L/180 total load
Wind reactions based on MWFRS pressures
8X8=
6X8 6X8
4X6
4X6 W5
—I 6 6-10-0
6 r—
W3
0-4-0 0-4-0
T Li L_JF Li T 9-0-0
4X6 III 7X6= H1319= 6X8= 4X6 III
8X14(Bl 1R) 8X14(B11R) s
U;4-2i
�-3 10-4 }E 4-4-6 -le 4 9-64 9-6 31.�E 4-4 6 !E 3-10-4—�
13-0-0 J— 13-0-0 J
26-0-0 Over 2 Supports
R=8286 U=1276 W=5 5 R=8096 U=1246 W=5 5
Design Crit IRC2006/TPI-2002(STD)
PLT TYP 20 Gauge HS,Wave FT/RT=20%(09'0)/5(0) 9 01 00 02 QTY 1 WA/-/1/-/-/R/- Scale = 275 /Ft
Trus-Way,Inc 360-750-1470 'WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. WTC LL 25 0 PSF REF R561-- 590
3901 NE 68t1r St. Vancouver WA REFER TO SCSI (BUILDING COMPONENT SAFETY INFORMATION) PUBLISH PI (TRUSS PLATE INSTITUTE 21
NORTH LEE STREET SUITE 312, ALEXANDRIA VA, 22314) AND WTCA(WOOD TRUSS COUNCI OF AMERICA, 630 F WA8
ENTERPRISE LANE, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS �O A TC D L 7 0 PSF DATE 11/09/09
OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE
A PROPERLY ATTACHED RIGID CEILING. !V4 BC DL 10 0 PSF DRW CAUSR561 09313098
IMPORTANT FURNISH A COPY OF THIS DESIGN TO THE INST LLATION CONTRACTOR ITW BUILDING COMPONENTS
GROUP INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS BC LL 0 0 PSF CA-ENG LVT/CWC
ALPINE IN CONFORMANCE WITH TPI OR FABRICATING, HANDLING. SHIPPING, INSTALLING 8 BRACING OF TRUSSES.
DESIGN CONFORMS WIT APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, AFAPA)AND PI ALPINE TOT LD 4 2 0 PSF SEQN- 34696 1
CONNECTOR PLATES RE MADE OF 20/18/16GA(W,H/SS/K) ASTM A653 GRAD 0/60 IN K/H,SS) GA STEE APPLY
PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-2.
ANY INSPECTION OF PLATES FOLLOWED BY () SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3 A SEAL ON THIS R71VAL DU R FAC 1 1 5 FROM KTC
ITW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
Sacramento,CA 95828 DESIGN SHOWN TH SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE ESPONSIBILITY OF
BUILDING DESIGNER ANSI/TPI SEC. 2. SPAC I NG 24 0 J RE F- 1 TWM561
WA COA#1931 Expires 423 10
kDav4o-Vv-/rmnm Lumorm im%,v1WH -- r1/R1 HIVULLCJ nm - IDJ
Top chord 2x4 SPF 2100f-1 8E 100 mph wind 15 00 ft mean hgt ASCE 7-05 CLOSED bldg Located
Bot chord 2x4 SPF 2100f-1 8E anywhere in roof CAT II EXP C wind TC DL=4 2 psf wind BC DL=6 0
Webs 2x4 HF Std/Stud psf
Truss spaced at 24 0' OC designed to support 1-0-0 top chord outlookers Member design based on both MWFRS and C&C wind reactions based on
Cladding load shall not exceed 3 00 PSF Top chord must not be cut or MWFRS
notched
See DWGS A10015050109 GBLLETIN0109 & GABRST050109 for more
Bottom chord checked for 10 00 psf non-concurrent bottom chord live load requirements
applied per IRC-06 section 301 5
Deflection meets L/240 live and L/180 total load
Truss designed for unbalanced snow load based on Pf=Pg=25 00 psf
3X4
6 6 3-10-0
0-4-0 0-4-0
_T_ 9-0-0
2X4(Al) = 3X4= 2X4(Al
1<1-4-03J
7-0-0 J— 7-0-0
14-0-0 Over Continuous Support
R=104 PLF U=28 PLF W=14-0-0
RL=10/ 10 PLF
Note All Plates Are 2X4 Except As Shown
Design Crit IRC2006/TPI-2002(STD)
PLT TYP Wave FT/RT=20%(0%)/5(0) 9 01 00 02 QTY 1 WA/-/1/-/-/R/- Scale = 4375 /Ft
Trus-Way,IIIc 360-750-1470 'WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. TC LL 25 0 PSF REF R561-- 591
REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION) PUBLISHED BY PI (TRUSS PLATE INSTITUTE, 218 !R W�
3901 NE 6 i St. Vancouver WA NOR EE STREET SUITE 312, ALEXANDRIA 4) AND WCA (WOOD TRUSS COUNCIL OF AMERICA, 300 111yyy ENTERPRISE
"LESSp �r+y
OTHERWISE INDICATMADISON.BPRACTICES PERFORMING
TOP SHALL STRUCTURALPANTHESE NS
PANELS �vO A TC DL 7 0 PSF DATE 11/09/09
A PROPERLY ATTACHED RIGID CEILING. BC DL 10 0 PSF DRW CAUSR561 09313099
• IMPORTANT••FURNISH COPY OF THIS DESIGN TO HE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS
ALPINE GROUP INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS BC LL 0 0 PSF CA-ENG LVT/CWC
IN CONFORMANCE WITH TPI OR FABRICATING, HANDLING, SHIPPING, INSTALLING b BRACING OF TRUSSES.
DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF DS (NATION DESIGN SPEC. BY AFBPA) AND TPI ALPIN
CON ECTOR PLATES RE MADE OF 2O/18/16GA (W H/SS/K) ASTM GRADE 40/60 (W. K/H,SS) GAL ST � TOT LD 42 0 PSF SEQN- 346859
PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160.-Z. c
ANY INSPECTION OF PLATES FOLLOWED BY ( ) SHALL BE PER ANNEX A3 OF TP11-2002 SEC.3. A SEAL ON THIS DUR FAC 1 1 5 FROM KTC
ITW Building Components Croup,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
Sacramento, cu s Gro DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY UI DING IS THE RESPONSIBILIT OF
WACto,CA91 BUILDING DESIGNER PER ANSI/TPI SEC. 2. Expires SPACING 24 0 JREF- 1TWM561_Z11
l,D,�LCI-V�-/I�NRR LUINCICR 1NI.VNIN -- 1-U I NI1JUrL_r0 NN - 11j
Top chord 2x4 SPF 2100f-1 8E 100 mph wind 15 00 ft mean hgt ASCE 7-05 CLOSED bldg Located
Bot chord 2x4 SPF 2100f 1 8E anywhere in roof CAT II EXP C wind TC DL=4 2 psf wind BC DL=6 0
Webs 2x4 HF Std/Stud psf
Bottom chord checked for 10 00 psf non-concurrent bottom chord live Member design based on both MWFRS and C&C wind reactions based on
load applied per IRC-06 section 301 5 MWFRS
Deflection meets L/240 live and L/180 total load Truss designed for unbalanced snow load based on Pf=Pg=25 00 psf
4X6
� 6
6 3-10-0
0-4-0 0-4-0
_ 9-0-0-1-
5X6
3X4(Al = 3X4(A1)
1--Q1-4-03;-J L--1-4-0>J
IE 7-0-0 31.1F 7-0-0 _I
L 7-0-0 J— 7-0-0 _I
14-0-0 Over 2 Supports
R=687 U=117 W=5 5 R=687 U=117 W=5 5
RL=121/ 121
Design Crit IRC2006/TPI-2002(STD)
PLT TYP Wave FT/RT=2096(096)/5(0) 9 01 00 021 QTY 2 WA/-/1/-/-/R/- Scale = 4375 /Ft
Trus-Way,Inc 360-750-1470 •EARNING•• TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING. INSTALLING AND BRACING. TCLL 25 0 PSF REF R561-- 592
REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION) PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 218
3901 NE 68th St. Vancouver WA NORTH LEE STREET SUITE 312, EXANDRIA 4) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA, 6300
ENTERPRISE LANE, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS `1 TC DL 7 0 PSF DATE 11/09/09
OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE
A PROPERLY ArrACHED RIGID CEILING. ,.y BC DL 10 0 PSF DRW CAUSR561 09313100
• INPORTANT••FU NISH A COP OF THIS DESIGN TO THE INST LLATION CONTRACTOR ITW BUILDING COMPONENTS `
GROUP,ONFINC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS V e BC LL 0 0 PSF CA-ENG LVT/CWC
ALPINE
IN CORMANCE WITH TPI OR FABRICATING, HANDLING, SHIPPING, INSTALLING BRACING OF TRUSSES.
DESIGN CONFORMS WITH APPLICABL PROVISIONS OF NDS (NATIONA DESIGN SPEC, PA) AND TPI ALPINE ZIM
CONNECTOR PLATES ARE MADE OF 0/18/16GA (W,H/SS/K) ASTM A65 GRADE 0/6 (W K/H,SS) GALV ST APPLY TOT LD 42 0 PSF SEQN- 346855
PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-2, TE
ANY INSPECTION OF PLATES FOLLOWED BY(1) SHALL BE PER ANNEX A3 OF TP11-2002 SEC.3. A SEAL ON THIS /01VA1.£ DUR FAC 1 1 5 FROM KTC
ITW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
Sacramento,CA 95828 DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE ESPONSIBILITY OF
BUILDING DESIGNER PER ANSI/TPI 1 sec. z.
WA COA 41931 1 Expires 4-23-1 SPAC I NG 24 0 J REF- 1 TWM56 1_Z1 1
I,D3We0-vv-/rmmm L.UMDC:K IML.vIWM -- rVKI MINVLLCJ VVM 10)
Top chord 2x4 SPF 2100f 1 8E 2 COMPLETE TRUSSES REQU 1 RED
Bot chord 2x6 DF-L SS
Webs 2x4 HF Std/Stud W3 2x4 SPF 2100f 1 8E Nail Schedule 0 128'x3 ,_min _nails
Top Chord 1 Row @12 00 o c
Special loads Bot Chord 2 Rows @ 5 00' o c (Each Row)
-- (Lumber Dur Fac =1 15 / Plate Our Fac =1 15) Webs 1 Row @ 4 o c
TC - From 66 plf at 0 00 to 66 plf at 15 33 Use equal spacing between rows and stagger nails
BC - From 20 plf at 0 00 to 20 plf at 14 00 in each row to avoid splitting
BC 1203 Ib Conc Load at 2 06 4 06 6 06 8 06 10 06 12 06
100 mph wind 15 00 ft mean hgt ASCE 7-05 CLOSED bldg Located
Wind reactions based on MWFRS pressures anywhere in roof CAT II EXP C wind TC DL=4 2 psf wind BC DL=6 0
psf
Deflection meets L/240 live and L/180 total load
7X6=-
4X6-51
X6=4X6 4X6e
6 W3
6 3 10-0
0-4-0 Li Li 0-4-0 1 9-0-0
T_ 4X6 III 10X14= 4X6 III
U12(BR) = 3X12(65R)
�3-11 7 ATE 3-0-9 31, 3-0-9 311, 3 11 7�
7-0-0 J— 7-0-0 J
14-0-0 Over 2 Supports
R=4171 U=624 W=5 5 R=4334 U=673 W=5 5
Design Crit IRC2006/TPI-2002(STD)
PLT TYP Wave FT/RT=20%(0%)/5(0) 9 01 00 02 QTY 1 WA/-/1/-/-/R/- Scale = 5 /Ft
TnW6 LIC 360-750-1470 "WARNING"TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. TC LL 25 0 PSF REF R561-- 593
3901 NE 68th St. Vancouver WA FER TO SCSI (BUILDING COMPONENT SAFETY INFORMATION) PUBLISHED BY TPI (T USS PLATE INSTITUTE, 218
NORTH LEE ST ET SUITE , 2, ALEXANDRIA, VA, 4) AND ESCA (WOOD TRUSS COUNCIL OF AMERICA, L6300
ESS Of s TC DL 7 0 PSF DATE 11/09/09
ENTERPRISE LANE, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS � A
OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE
A PROPERLY ATTACHED 1110111 CEILING. y BC DL 10 0 PSF DRW CAUSR561 09313101
'
IMPORTANT* URN I SH COPY OF THIS DESIGN TO THE INSTALL TION CONTRACTOR ITN BUILDING COMPONENTS
ALPINE GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS V 0 BC LL 0 0 PSF CA-ENG LVT/CWC
IN CONFORMANCE WITH TPI OR FABRICATING, HANDLING, SHIPPING, INSTALLING S BRACING OF TRUSSES.
DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, AF8 A) AND TPI ALPINE 2M
CON ECTOR PLATES ARE MADE OF 20/18/16GA(W,H/SS/K) ASTM A663 GRADE 0/6 (W K/H SS) GALV STEEL. APPLY . P TOT LD 42 0 PSF SEQN- 346967
PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 1GOA-Z.
ANY INSPECTION OF PLATES FOLLOWED BY (1) SHALL BE PER ANNEX A3 OF TP11-2002 SEC.3 A SEAL ON THIS DUR FAC 1 1 5 FROM KTC
ITW BWIdmg C)mpOnCntS Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
Sacramento,CA 95828 DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS HE RESPONSIBILITY OF THE
BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. Upires 423-10 SPAC I NG 24 0 J REF- 1 TWM56 1_Z 1 1
WA COA#193 L
kD7y40-VZI-/rHKK I-UIVIDCK IM%,VIWH -- rVKI MIVVCLCJ UM IV)
Top chord 2x4 SPF 2100f 1 8E 100 mph wind 15 00 ft mean hgt ASCE 7-05 CLOSED bldg Located
Bot chord 2x4 SPF 2100f 1 8E anywhere in roof CAT II EXP C wind TC DL=4 2 psf wind BC DL=6 0
Webs 2x4 HF Std/Stud psf
Truss spaced at 24 0' OC designed to support 1-0-0 top chord outlookers Member design based on both MWFRS and C&C wind reactions based on
Cladding load shall not exceed 3 00 PSF Top chord must not be cut or MWFRS
notched
See DWGS A10015050109 GBLLETIN0109 & GABRST050109 for more
Truss passed check for 20 psf additional bottom chord live load in areas requirements
with 42 high x 24 -wide clearance
Bottom chord checked for 10 00 psf non-concurrent bottom chord live
Deflection meets L/240 live and L/180 total load load applied per IRC-06 section 301 5
Truss designed for unbalanced snow load based on Pf=Pg=25 00 psf
3X4
6 r— 6
6-4-0
0-4-0 0-4-0
__L
T *9-0-0
2X4(Al = 2X4(Al
1-a-2J '�°1
1_ 12-0-0 _I, 12-0-0 _I
24-0-0 Over Continuous Support J
R=107 PLF U=18 PLF W=24-0-0
RL=9/ 9 PLF
Note All Plates Are 2X4 Except As Shown
Design Crit IRC2006/TPI-2002(STD)
PLT TYP Wave FT/RT=2096(096)/5(0) 9 01 00 0 QTY 1 WA/-/1/-/-/R/- Scale = 275 /Ft
Trus-Way,hie 360-750-1470 *WARNING•TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. TC LL 25 0 PSF REF R561-- 594
3901 NE 68th St. Vancouver WA REFER TO SCSI (BUILDING COMPONENT SAFETY INFORMATION) PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 218
NORTH LEE STREET SUITE 312, ALEXANDRIA VA, 22314) AND WTCA (HOOD TRUSS COUNCIL OF AMERICA 6300
ENTERPRISE LANE, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS /`�O�' C DL 7 0 PSF DATE 11/09/09
OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE
A PROPERLY ATTACHED RIGID CEILING. BC DL 10 0 PSF DRW CAUSR561 09313102
IMPORTANT* URNISH COPY OF HIS ESIGN TO INSTALLATION CONTRACTOR. ITW UILDING COMPONENTS
ALP114E GNCONFOINC.
RMANCE WITHNOT
TPBIE RESPONSIBLE OR FABRICATING,HANDLING,ANY SHIPPINGROM TINSTALLING ANY
BRACINGURE TO OF TRUSSES THE TRUSS C LL 0 0 PSF CA-ENG LVT/CWC
DESIGN CONFORMS WIT APPLICABLE ROVISIONS OF NOS (NATIONAL DESIGN SPEC, AFA A) AND PI ALPINE
CONNECTOR PLATES ARE MADE OF 20/111/16GA (W,H/SS/K) ASTM A653 GRADE 0/6 (W, K/H SS) GA STEEL. APPLY TOT LD 42 0 PSF SEQN- 346805
PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-2. ��cc
ANY INSPECTION OF PLATES FOLLOWED BY ( ) SHALL BE PER ANNEX A3 OF TP11-2002 SEC.3. A SEAL ON THIS DUR FAC 1 1 5 FROM KTC
ITW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
Sacramento, ens Gro DESIGN SHOWN THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS TH RESPONSIBILITY OF THE
WACOA#1931 BDI DING DESIGNER PER ANSI/FPI SEC. z. Expires 423-10 SPACING 24 0 JREF- 1TWM561_Z11
�D�yL0-V7-/rHKR 1-UWIDCR IMLUIVIM -- rUKI MIYUCI-CJ RM I IU)
Top chord 2x4 SPF 2100f 1 8E 100 mph wind 15 00 ft mean hgt ASCE 7-05 CLOSED bldg Located
Bot chord 2x4 SPF 2100f 1 8E anywhere in roof CAT II EXP C wind TC DL=4 2 psf wind BC DL=6 0
Webs 2x4 HF Std/Stud psf
Truss passed check for 20 psf additional bottom chord live load in Member design based on both MWFRS and C&C wind reactions based on
areas with 42 high x 24 -wide clearance MWFRS
Bottom chord checked for 10 00 psf non-concurrent bottom chord live load Deflection meets L/240 live and L/180 total load
applied per IRC-06 section 301 5
Truss designed for unbalanced snow load based on Pf=Pg=25 00 psf
4X6
2X4 2X4 iii
6-4-0
6 r— 6
0-4-0 0-4-0
T 9-0-0
3X4= 3X5= 3X4=
4X6(A2) = 4X6(A2)
1'Cy ' L°O
6-3 7 _I_ 5-8-9 J_ 5-8-9 -L- 6-3-7 J
8-2 5 T 7-7-7 1 8-2-5
I_ 12-0-0 _L 12-0-0 ,I
24-0-0 Over 2 Supports J
R=1167 U=185 W=3 5 R=1167 U=185 W=3 5
RL=184/ 184
Design Crit IRC2006/TPI-2002(STD)
PLT TYP Wave FT/RT=20%(0%)/5(0) 9 01 00 0 QTY 12 WA/-/1/-/-/R/- Scale = 275 /Ft
Trus-Way,Inc 360-750-1470 "WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. TV
LDTC LL 25 0 PSF REF R561-- 595
REF TO BCSI (BUIING COMPONENT SAFETY INFORWITION) PU LISHE BY TPI (TRUSS PLATE INSTITUTE, 21 i
3901 NE 6 l)St. Vancouver WA NOR LEE STREET SUIT 312, ALEXANDRIA, VA, 22314) AND WTCA (WOOD RUSS COUNCIL OF AMERICA, 6300 S p4
ENTERPRISE LANE, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS �� •s TC DL 7 0 PSF DATE 11/09/09
OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE r'
A PROPERLY ATTACHED RIGID CEILING. v BC DL 10 0 PSF DRW CAUSR561 09313103
•
IMPORTANT**FURNISH COP OF THIS DESIGN TO THE INSTALLATION CONTRACTOR ITW BUILDING COMPONENTS
GROUP
CONFOINC.
RMANCESHALL
WITHNOT
TPI OR FABRICATING,HANNDLING, SHIPPING, INSTALLING 3ANY
BRACINGFAILURE
OF TRUSSES.TTHE TRUSS
ALPINE INV 9 BC LL 0 0 PSF CA-ENG LVT/CWC
DESIGN CONFORMS WITH APPLICABL ROVISIONS OF NUS (NATIONA DESIGN SPEC, AFA A)AND TPI ALPINE TIG9B
CONNECTOR PLATES ARE MADE OF 0/18/16GA (W,H/SS/K) ASTM A6 GRADE 0/60 IN K/H,SS) GALV STEEL. APPLYTOT LD 42 0 PSF SEQN- 346801
PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z.
ANY INSPECTION OF PLATES FOLLOWED BY ( ) SHALL BE PER ANNEX A3 OF TP11-2002 SEC.3. A SEAL ON THIS •vnJ+L, DUR FAC 1 1 5 FROM KTC
[TW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
Sacramento, ens Gro DESIGN SHOWN THE SUITABILITY AND USE OF THIS COMPONEN FOR ANY UILDING IS THE RESPONSIBILITY OF THE
BUILDING DESIGNER PER ANSI/TPI 1 SEC. Expires 423-10 SPAC I NG 24 0 J RE F- 1 TWM56 1_Z 1 1
WA COA#1931
�Da�co-may-i rnrtrt LUMDCR 1MUVIAM -- rVM 1 MIWULLLJ VVM - 1 1 1
Top chord 2x4 SPF 2100f-1 8E 100 mph wind 15 00 ft mean hgt ASCE 7-05 CLOSED bldg Located
Bot chord 2x4 SPF 2100f-1 8E anywhere in roof CAT II EXP C wind TC DL=4 2 psf wind BC DL=6 0
Webs 2x4 HF Std/Stud psf
Truss spaced at 24 0' OC designed to support 1-0-0 top chord outlookers Member design based on both MWFRS and C&C wind reactions based on
Cladding load shall not exceed 3 00 PSF Top chord must not be cut or MWFRS
notched
See DWGS A10015050109 GBLLETIN0109 & GABRST050109 for more
Truss passed check for 20 psf additional bottom chord live load in areas requirements
with 42 -high x 24 -wide clearance
Bottom chord checked for 10 00 psf non-concurrent bottom chord live
Deflection meets L/240 live and L/180 total load load applied per IRC-06 section 301 5
Truss designed for unbalanced snow load based on Pf=Pg=25 00 psf
4X6
5X610 5 X 6
6-10-14
6 I— —I 6
0-4-0 0-4-0
_
9-0-0
T T
4X6(A2) = 3X5= 0 — 3X5= 4X6(A2)
I 6-10-5 1_ 6-3-7 J_ 6-3-7 _I_ 6-10-5
8-11 7 T 8-4-9 T 8-11-7
I 13-1-12 I 13-1-12 ,1
< 26-3-8 Over Continuous Support J
R=107 PLF U=18 PLF W=26-3-8
RL=8/-8 PLF
Note All Plates Are 2X4 Except As Shown
Design Crit IRC2006/TPI-2002(STD)
PLT TYP 20 Gauge HS,Wave FT/RT=20%(0%)/5(0) 9 01 00 0 QTY 1 WA/-/1/-/-/R/- Scale = 275 /Ft
Trus-Way,Inc 360-750-1470 "WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. TC LL 25 0 PSF REF R561-- 596
FER TO SCSI (BUILDING COMPONEN SAFETY INFORMATION) BLISHED BY PI (T USS PLATE INSTI TUT 218
3901 NE 68th St. Vancouver WA NOR LEE STREET SUITE 312, ALEXANDRIA 22314) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA. 6300
ENTERPRISE LANE, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS �� YYC .d TC D L 7 0 PSF DATE 11/09/09
OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE
A PROPERLY ATTACHED RIGID CEILING.
r BC DL 10 0 PSF DRW CAUSR561 09313104
• IMPORTANT* URN ISH A COPY OF HIS ESIGN TO THE INST TION CONTRACTOR. ITW BUILDING COMPONENTS
ALPINE GROUP INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS v 9 BC LL 0 0 PSF CA-ENG LVT/CWC
IN CONFORMANCE WITH TPI OR FABRICATING, HANDLING, SHIPPING, INSTALLING BRACING OF TRUSSES.
DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AFBPA) AND TPI ALPINE =18
CONNECTOR PLATES ARE MADE OF 2O/18/16GA (W,H/SS/K) ASTM A653 GRAD 40/60 (W, K/H,SS) GALV STEEL. APPLY 1' 0 TO LD 42 0 PSF SEQN- 347018
PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 16OA-Z. Nom'
ANY INSPECTION OF PLATES FOLLOWED BY ( ) SHALL BE PER ANNEX A3 OF TPI1-2002 SEC. A SEAL ON THIS OUR FAC 1 1 5 FROM KTC
ITW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
Sacramento, ens Gro BE IGH SHOWN. THE SUITABILITY AND USE OF THIS COMPONEN FOR ANY BUILDING IS HE RESPONSIBILITY OF THE
WACto,CA91 BUILOINGDESIGNERPERANSI/TPI SEC. 2 Expires 4-23-10 SPACING 24 D JREF- 1TWM561_Z11
�Drt.`7L0-V�-/rHRK uvOODcm 1mumm -- rVKI mm3r LLJ IDH I ILJ
Top chord 2x4 SPF 2100f 1 8E 100 mph wind 15 00 ft mean hgt ASCE 7-05 CLOSED bldg Located
Bot chord 2x4 SPF 2100f 1 8E anywhere in roof CAT II EXP C wind TC DL=4 2 psf wind BC DL=6 0
Webs 2x4 HF Std/Stud psf
Truss passed check for 20 psf additional bottom chord live load in Member design based on both MWFRS and C&C wind reactions based on
areas with 42 high x 24 -wide clearance MWFRS
Bottom chord checked for 10 00 psf non-concurrent bottom chord live load Deflection meets L/240 live and L/180 total load
applied per IRC-06 section 301 5
Truss designed for unbalanced snow load based on Pf=Pg=25 00 psf
4X6
5X6,5--- 5 X 6
6-10-14
6 r— 6
0-4-0 0-4-0
9-0-0
TT
3X5= H0312= 3X5
4X6(A2) = 4X6(A2)
'L a=o
I 6-10-5 _L_ 6-3-7 -_ 6-3-7 _I_ 6-10-5 J
8-11 7 8-4-9 T 8-11-7
1 13-1-12 I 13-1-12 1
26-3-8 Over 2 Supports I
R=1280 U=199 W=3 5 R=1281 U=199 W=3 5
RL=198/-198
Design Crit IRC2006/TPI-2002(STD)
PLT TYP 20 Gauge HS,Wave FT/RT=20%(0%)/5(0) 9 01 00 02 QTY 3 WA/-/1/-/-/R/- Scale = 275 /Ft
Tru s-Wayy,Inc 360-750-1470 "WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING, SHIPPING. INSTALLING AND BRACING. TC LL 25 0 PSF REF R561-- 597
3901 NE 68tU St. Vancouver WA REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION) PUBLISHED TPI (TRUSS PLATE INSTITUTE,
NORTH STREET SUITE 312, ALEXANDRIA VA. 22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA 300 WAS
ENTERPRISE LANE, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS ��� C A TC DL 7 0 PSF DATE 11/09/09
OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE
A PROPERLY ATTACHED RIGID CEILING. BC DL 10 0 PSF DRW CAUSR561 09313105
'
IMPORTANT**FURNISH COP OF THIS DESIGN TO HE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS
ALPINE GROUP INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN, ANY FAILURE TO BUILD THE TRUSS 9 BC LL 0 0 PSF CA-ENG LVT/CWC
IN CONFORMANCE WITH TPI OR FABRICATING, HANDLING, SHIPPING, INSTALLING BRACING OF TRUSSES.
ESIGN CONFORMS WITH APPLICABLE ROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AFAPA) AND TPI ALPINE
CONNECTOR PLATES ARE MADE OF 20/18/16GA (W,H/SS/K)ASTM A663 GRADE 0/6 (W, K/H SS) GA STEEL APPLY e.1, TOT LD 42 0 PSF SEQN- 347014
PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 1GOA-Z.
ANY INSPECTION OF PLATES FOLLOWED BY () SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3 A SEAL ON THIS -�IYALE DU R FAC 1 1 5 FROM KTC
ITW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
Sacramento,CA 95828 ESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE
WACOA#1931 BUILDINGDESIGNERPER WSI TPI 1 SEC. z. Expires 4-23-10 SPACING 24 0 JREF- 1TWM561_Zll
�D,.7 LO-V7-/YHRR LVIYIDLR IH%,LffVH -- YVRI HINUCLLJ MH 1 IJf
Top chord 2x4 SPF 2100f-1 BE 2 COMPLETE TRUSSES REQU 1 RED FEEHEEE=
Bot chord 2x4 SPF 2100f-1 8E B2 2x8 DF L SS
Webs 2x4 HF Std/Stud W5 2x4 SPF 2100f 1 8E Nail Schedule 0 128 x3 —min _nails
Top Chord 1 Row @12 00 o c
Special loads Bot Chord 1 Row @ 3 75 o c
- - --(Lumber Dur Fac =1 15 / Plate Dur Fac =1 15) Webs 1 Row @ 4 o c
TC From 66 pif at -0 00 to 66 pif at 27 63 Use equal spacing between rows and stagger nails
BC - From 20 pif at 0 00 to 20 plf at 26 29 in each row to avoid splitting
PLB- 1203 LB Conc Load at (14 35 9 04) (16 35 9 04) (18 35 9 04)
(20 35 9 04) (22 35 9 04) (24 35 9 04) 100 mph wind 15 00 ft mean hgt ASCE 7-05 CLOSED bldg Located
anywhere in roof CAT II EXP C wind TC DL=4 2 psf wind BC DL=6 0
Wind reactions based on MWFRS pressures psf
Deflection meets L/240 live and L/180 total load (A) 1x4 #3 HEM-FIR or better continuous lateral bracing to be equally
spaced Attach with (2) 8d Box or Gun nails (0 113 x2 5 min )
Bracing material to be supplied and attached at both ends to a
suitable support by erection contractor
4X4
3X4 8X8
6 (A) 6-10-14
(A) W5 3X5 A3)
0-4-0 0-4-0
T B2 T 9-0-0
2X4 III H0312 III
2X4(A1) = H1017= 3X5(A3)
LE 12-6-4 ,I Q�_±_�o
7-0-5 6-1 7 6-5-15 1 6-7-13
7-0-5 5-5-10 1 6-5-15 6-7 13
13-1-12 _I, 13-1-12 _J
26-3-8 Over 3 Supports
R=164 U=44 W=3 5 R=5431 U=806 W=5 5 R=3966 U=626 W=5 5
Design Crit IRC2006/TPI-2002(STD)
PLT TYP 20 Gauge HS,Wave FT/RT=20%(0%)/5(0) 9 01 00 0 QTY 1 WA/-/1/-/-/R/- Scale = 275 /Ft
Trus-Way,Inc 360-750-1470 NAMING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. C LL 2 5 0 PSF REF R561-- 598
REF TO BCSI (BUILDING COMPONENT SAFETY INFORMATION) PUBLISHED BY PI (T USS PLATE INSTITUTE, 218
3901 NE 6th St. Vancouver WA NOR LEE STREET SUITE 312 ALEXANDRIA, VA. 22 4) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA 6300 WA
ENTERPISOTHERWISEE INDICATED TOPHCHORD SHALL HAVELANE, ISO , WI 537 ) FORPROPERLYSAFETYPATTACHED STRUCTURALEPANELSNANDHBOTTOMNCHORDS
SHALLNHAVE P3 A C DL 7 0 PSF DATE 11/09/09
A PROPERLY ATTACHED RIGID CEILING. ,WY �7F BC DL 10 0 PSF DRW CAUSR561 09313106
INIPORTANIT"FURNISH A COPY OF HIS ESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS
ALPINE GROUP INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS BC LL 0 0 PSF CA-ENG LVT/CWC
IN CONFORMANCE WITH TPI OR FABRICATING, HANDLING, SHIPPING, INSTALLING BRACING OF TRUSSES.
DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF DS (NATIONAL DESIGN SPEC, A)AND PI ALPINE 27M
CONNECTOR PLATES ARE MADE OF 20/18/16GA (W,H/SS/K) ASTM 53 GRADE 0/60 (W, K/H,SS) GALV STEEL. PLY Tr" TOT LD 42 0 PSF SEQN- 347036
PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS I60A-2.
ANY INSPECTION OF PLATES FOLLOWED BY ( ) SHALL BE PER ANNEX A3 OF TP11-2002 SEC.3. A SEAL ON THIS •vJ♦AL G OUR FAC 1 15 FROM KTC
ITW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
to,CA 95828 DESIGN SHOWN. HE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF HE
OA
Sacramento,
BUI DING DESIGNER PER ANSI/TPI I SEC. 2. Expires 423-10 SPACING 24 0 JREF- 1TWM561_Z11
�DDyLO-V.'7-/r'HKK L-VInDCK Im'VIWH -- r-VKI HINVCLE:J wH - 1 1%)
Top chord 2x4 SPF 2100f-1 8E 100 mph wind 15 00 ft mean hgt ASCE 7-05 CLOSED bldg Located
Bot chord 2x4 SPF 2100f-1 8E anywhere in roof CAT II EXP C wind TC DL=4 2 psf wind BC DL=6 0
Webs 2x4 HF Std/Stud psf
Truss spaced at 24 0' OC designed to support 1-0-0 top chord outlookers Member design based on both MWFRS and C&C wind reactions based on
Cladding load shall not exceed 3 00 PSF Top chord must not be cut or MWFRS
notched
See DWGS A10015050109 GBLLETIN0109 & GABRST050109 for more
Truss passed check for 20 psf additional bottom chord live load in areas requirements
with 42 -high x 24 -wide clearance
Bottom chord checked for 10 00 psf non-concurrent bottom chord live
Deflection meets L/240 live and L/180 total load load applied per IRC-06 section 301 5
Truss designed for unbalanced snow load based on Pf=Pg=25 00 psf
3X4
6 r- 6
6-11-8
0-4-0 0-4-0
2X4(Al) = 3X4= 2X4(Al
L 13-3-0 ,L 13-3-0 ,I
26-6-0 Over Continuous Support J
R=99 PLF U=16 PLF W=26-6-0
RL=7/-7 PLF
Note All Plates Are 2X4 Except As Shown
Design Crit IRC2006/TPI-2002(STD)
PLT TYP Wave FT/RT=20%(0%)/5(0) 9 01 00 0 QTY 2 WA/-/1/-/-/R/- Scale = 275 /Ft
Trus-Way,hie 360-750-1470 *'WARNING"" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. TC LL 25 0 PSF REF R56 1-- 599
{� REFER TO BC51 (BUILDING COUPON SAFETY INFORMATION) PUBLISHED BY PI (TRUSS PLATE INSTITU
3901 NE 68di St. Vancouver WA NOR LEE STREET SUITE ALEXANDRIA, VA, 22314)AND WCA(WOOD TRUSS COUNCIL OF AMERICA 6300 Q�
ENTERPRISE LANE, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS TC DL 7 0 PSF DATE 11/09/09
OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE
A PROPERLY ArrACHED RIGID CEILING. BC DL 10 0 PSF DRW CAUSR561 09313107
IMPORTANT" URNISH COP OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS
GROUP INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS BC LL 0 0 PSF CA-ENG LVT/CWC
ALPINE IN CONFORMANCE WITH TPI OR FABRICATING, HANDLING, SHIPPING, INSTALLING BRACING OF TRUSSES.
DESIGN CONFORMS WITH APPLICA B/16rROVISIONS OF NDS (NATIONAL DESIGN SPEC, A) AND TPI PIN -� TOT LD 42 0 PSF SEQN- 346876
CON ECTOR PLATES ARE MAO OF 20/18/VISA (W,H/55/X) AST 53 GRADE 0/6 (W K/H) GALV ST APP YJ�
PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 16OA-Z.
ANY INSPECTION OF PLATES FOLLOWED BY (1) SHALL BE PER ANNEX A3 OF TP11- SEC.3 SEAL ON THISDU R FAC 1 1 5 FROM KTC
ITW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
Sacramento,CA 95828 DESIGN SHOWN THE SUITABILITY AND USE OF HIS COMPONENT FOR ANY BUILDING IS THE ESPONSIBILITY OF HE
WACto,CA91 UI DING DESIGNER PERANSI/TPI SEC Expires 423-10 SPACING 24 0 JREF- 1TWM561_Z11
kDDv4a-Vy-/rHRR LUIWDLR IMLUMM -- rVRI MIVULLLJ wH - 113)
Top chord 2x4 SPF 2100f-1 8E 100 mph wind 15 00 ft mean hgt ASCE 7-05 CLOSED bldg Located
Bot chord 2x4 SPF 2100f-1 8E anywhere in roof CAT II EXP C wind TC DL=4 2 psf wind BC DL=6 0
Webs 2x4 HF Std/Stud psf
Truss passed check for 20 psf additional bottom chord live load in Member design based on both MWFRS and C&C wind reactions based on
areas with 42 high x 24 -wide clearance MWFRS
Bottom chord checked for 10 00 psf non-concurrent bottom chord live load Deflection meets L/240 live and L/180 total load
applied per IRC-06 section 301 5
Truss designed for unbalanced snow load based on Pf=Pg=25 00 psf
4X6=
2X4 2X4 14'
6 F-- 6 6-11 8
0-4-0 0-4-0
T T 9-0-0
4X6(A2) = 3X5= H0312= 3X5= 4X6(A2)
E 6-10-15 _I_ 6-4-1 _I_ 6-4-1 _I_ 6-10-15 �11
9-0-5 T8-5-7 9-0-5 1
►, 13-3-0 J— 13-3-0 _I
26-6-0 Over 2 Supports
R=1202 U=176 R=1204 U=176 W=5 5
RL=166/ 166
Design Crit IRC2006/TPI-2002(STD)
PLT TYP 20 Gauge HS,Wave FT/RT=20%(0%)/5(0) 9 01 00 0 QTY 6 WA/-/1/-/-/R/- Scale = 275 /Ft
Trus-Way,hic 360-750-1470 "WARNING'- TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. TC LL 25 0 PSF REF R561-- 600
TO BCSI (BUILDING COMPON SAFETY INFORMATION) PUBLISHED TPI (TRUSS PLAT INSTITUTE, 216 4_
3901 NE 68th St. Vancouver WA NOR LEE STREET SUITE 312, EXANDRIA, VA. 22314) AND WTCA (WOOD USS COUNCIL OF AMERICA, 6300 �tTB
ENTERPRISE LANE, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESSA.� C DL 7 0 PSF DATE 11/09/09
OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE �Q'
A PROPERLY ATTACHED RIGID CEILING. BC DL 10 0 PSF DRW CAUSR561 09313108
• IMPORTANT* URNISH A COP OF HIS ESIGN TO HE INSTALLATION CONTRACTOR ITW UILDING COMPON TS
GROUP INC ALPINE IN CONFORMANCEALL WITHOT BE TPI ORPONSIBLE FOR ANY DEVIATION FABRICATING, HANDLING, SHIPPINGROM TINSTALLING ANY
BRACINGFAILURE
OF TRUSSES.
BUILD
THE TRUSS BC LL 0 0 PSF CA-ENG LVT/CWC
DESIGN CONFORMS WIT LICABLE PROVISIONS OF NDS (NATION DESIGN SPEC, BY A)AND PI PINE rim
CT
CON EOR PLATES ARE MADE OF 20/18/16GA (W,H/SS/K)ASTM 53 GRADE 40/60 (W, K/H,SS) GA STEEL. APPLY '�'L4TER� TOT LD 42 0 PSF SEQN- 346864
PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z.
ANY
INSPECTION OF PLATES FOLLOWED BY () SHALL BE PER ANNEX A3 OF TP11-2002 SEC.3 A SEAL ON THIS �NALE OUR FAC 1 15 FROM KTC
ITW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
Sacramento,CA 95828 DESIGN SHOWN THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY UI DING IS THE RESPONSIBILITY OF THE
WA COA#1931
BUILDING DESIGNER PER ANSI/TPI SEC. Expires 423-10 SPAC I NG 24 0 J REF- 1 TWM56 1_Z 1 1
\DUV40-VW-/rMRR LUIWDCR IMwmA -- rVKI PUM%3r LC.J vin - 110)
Top chord 2x4 SPF 2100f 1 8E 100 mph wind 15 00 ft mean hgt ASCE 7-05 CLOSED bldg Located
Bot chord 2x4 SPF 2100f 1 8E anywhere in roof CAT II EXP C wind TC DL=4 2 psf wind BC DL=6 0
Webs 2x4 HF Std/Stud psf
Bottom chord checked for 10 00 psf non-concurrent bottom chord live Member design based on both MWFRS and C&C wind reactions based on
load applied per IRC-06 section 301 5 MWFRS
Deflection meets L/240 live and L/180 total load Truss designed for unbalanced snow load based on Pf=Pg=25 00 psf
5X8=
6 I— 6
2X4= 2X4 III
6-11-8
8X10
0-4-0 3 0-4-0
T J 3 T 9-0-0
3X10(F1) = MW4X8= 4X6(A2)
tE 6-3-12 _I_ 6-114 _I_ 6-11-4 L 6-3 12 J
r 10-3-0 T 9-9-8 6-5 8 1
13-3-0 13-3-0
i� 10-3-0 9-9-8 6-5-8
IEOver 2 Supports
26-6-0 Over c �upporLS
R=1143 U=175 R=1140 U=173 W=5 5
RL=166/ 166
Design Crit IRC2006/TPI-2002(STD)
PLT TYP Mod_Wave,Wave FT/RT=20%(0%)/5(0) 9 01 00 02 QTY 7 WA/-/1/-/-/R/- Scale = 275 /Ft
Trus-Wayy,LIC 360-750-1470 •NARKING•'TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. ` TC LL 25 0 PSF REF R561-- 601
3901 NE 68Ut St. Vancouver WA •REFER TD BCSI (BUILDING COMPONENT SA ETV INFORMATION) PUBLISHED BY TPI (TRUSS PLATE INSTIT 218 1
NORTH LEE STREET SUITE 312, ALEXANDRIA VA, 22 14) NO WTCA (WOOD TRUSS COUNCIL OF AMERICA, 300 QF
ENTERPRISE LANE, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS �� C A TC DL 7 0 PSF DATE 11/09/09
OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE t�
A PROPERLY ATTACKED RIGID CEILING. BC DL 10 0 PSF DRW CAUSR561 09313109
• IMPORTANT-FURNISH A COPY OF HIS DESIGN TO THE INSTALLATION CONTRACTOR I BUILDING COMPONENTS
GROUP INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS BC LL 0 0 PSF CA-ENG LVT/CWC
ALPINE IN CONFORMANCE WITH TPI OR FABRICATING, HANDLING, SHIPPING, INSTALLING BRACING OF TRUSSES.
DESIGN CONFORMS WITH APPLICABL ROVISIONS OF DS (NATIONAL ESIGN SPEC, A) AND TPI LPINE ,p
CONNECTOR PLATES ARE MADE OF 0/18/16GA (W.H/SS/K) ASTM A6 GRADE 40/6 (W K/H SS) CALM STEEL. PLV �GtSTER� TOT LD 42 0 PSF SEQN- 346906
PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 16DA-Z.
ANV INSPECTION OF PLATES FOLLOWED By ( ) SHALL BE PER ANNEX A3 OF TP11-2002 SEC.3. A SEAL ON THIS �1VALE DUR FAC 1 1 5 FROM KTC
ITW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
Sacramento,CA 95828 ESIGN SHOWN. THE SUITABILIT AND USE OF THIS COMPON FOR ANY BUILDING IS ESPONSIBILITV OF HE
SUI DING DESIGNER PER ANSI/TPI SEC. Expires 423-10 SPAC I NG 24 0 J RE F- 1 TWM56 1_Z1 1
WA COA#1931
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Top chord 2x4 SPF 2100f 1 8E 100 mph wind 15 00 ft mean hgt ASCE 7-05 CLOSED bldg Located
Bot chord 2x4 SPF 2100f 1 8E anywhere in roof CAT II EXP C wind TC DL=4 2 psf wind BC DL=6 0
Webs 2x4 HF Std/Stud psf
Bottom chord checked for 10 00 psf non-concurrent bottom chord live Member design based on both MWFRS and C&C wind reactions based on
load applied per IRC-06 section 301 5 MWFRS
Deflection meets L/240 live and L/180 total load Truss designed for unbalanced snow load based on Pf=Pg=25 00 psf
5X8=-
6
X8=6 F--
2X4= 2X4 III
6-11 8
8X10=
0-4-0 3 0-4-0
366 9-0-0
WO(Fl) a MW4X8= 4X6(A2)
1IC 4-�I
F 6-3 12 _I_ 6-11-4 _I_ 6-11-4 6-3-12
10-3-0 1 9-9-8 6-5-8
13-3-0 13-3-0
10-3-0 9-9-8 6-5-8
E 26-6-0 Over 2 Supports
R=1139 U=174 W=5 5 R=1231 U=200 W=5 5
RL=187/ 178
Design Crit IRC2006/TPI-2002(STD)
PLT TYP Mod_Wave,Wave FT/RT=20%(0%)/5(0) 9 01 00 02 QTY 1 WA/-/1/-/-/R/- Scale = 275 /Ft
Trus-Way,LTc 360-750-1470 "WA INC- TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. TC LL 25 O PSF REF R561-- 602
3901 NE 68tH St. Vaneonver WA REF TO BCS
I (BUILDING COMPON SAFETY INFORMATION) PUBLISHED PI (TRUSS PLATE INSTIT �L
NORTH ST EET SUIT EXBDRIA VA. 22314) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA, �1
ENTERPRISELANE, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS TC D L 7 0 PSF DATE 11/09/09
OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE S� p
A PROPERLY ArrAG1ED RIGID CEILING. f�Oj 1,1C DL 10 0 PSF DRW CAUSR561 09313110
•
IMPORTANT* URNISH A COP OF THIS ESIGN TO INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS
ALPINE GNOCGNFONRMANCEC. AWITHLL OTPIE ORSF BRICATING, HANDLING, SHIPPINGPONSIBLE FOR ANY DEVIATION F ,TINSTALLING ABRACINGNY UOF TRUSSES RE TO BUILD THE TRUSS C LL 0 0 PSF CA-ENG LVT/CWC
ES IGN CONFORMS WIT APPLICA ROVISIONS OF NDS(NATION DESIGN SPEC. BY AFBPA) AND TPI PINE 27796
CONNECTOR PLATES MADE OF 0/18/16GA IN H/SS/K) ASTM GRADE 40/60 IN, K/H,SS) GAL ST �O TOT LD 42 0 PSF SEQN- 34 691 2
PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. {G^
ANY INSPECTION OF PLATES FOLLOWED BY( ) SHALL BE PER ANNEX A3 OF TP11 2002 SEC.3 A SEAL ON THIS �71YpL� DUR FAC 1 1 5 FROM KTC
ITW Building Components Group,Inc' DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
Sacramento,CA 95828 DESIGN SHONN TH SUITABILITY BD USE OF THIS COMPONENT FOR BY UILDING IS THE RESPONSIBILITY OF THE
BUILDING DESIGNER PER BSI/TPI,1 SEC. 2.
WA COA#1931 F Expires 4-23-10 SPAC I NG 24 0 J REF- 1 TWM561_Z1 1
(DC)7L0-Uy-/rmmm L.UIVIDC.R im viVIH - rUR1 MIYUC.LGJ VVFA 1 10)
Top chord 2x4 SPF 2100f 1 8E 100 mph wind 15 00 ft mean hgt ASCE 7-05 CLOSED bldg Located
Bot chord 2x4 SPF 2100f 1 8E anywhere in roof CAT II EXP C wind TC DL=4 2 psf wind BC DL=6 0
Webs 2x4 HF Std/Stud psf
Bottom chord checked for 10 00 psf non-concurrent bottom chord live Member design based on both MWFRS and C&C wind reactions based on
load applied per IRC-06 section 301 5 MWFRS
Deflection meets L/240 live and L/180 total load Truss designed for unbalanced snow load based on Pf=Pg=25 00 psf
6X6=
5X6 5 X 6
6-11 8
6 F 6
8X10=
0-4-0 3 0-4-0
T — 3 +9-0-0
3X1O(F1) : MW4X8 4X6(A2)
1I C 4-O I
LE 6-3-12 _I_ 6-11-4 _I_ 6-11-4 6-3 12 �ll
r 10-3-0 T 9-9-8 6-5-8 1
13-3-0 13-3-0
10-3-0 9-9-8 6-5-8
26-6-0 Over 2 Supports
R=1230 U=200 W=5 5 R=1227 U=198 W=5 5
RL=199/ 199
Design Crit IRC2006/TPI-2002(STD)
PLT TYP Mod_Wave,Wave FT/RT=20%(0%)/5(0) 9 01 00 0 WA/-/1/-/-/R/- Scale = 275 /Ft
Trus-Way,Inc 360-750-1470 "WARMING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING � TC LL 25 0 PSF REF R561-- 603
3901 NE 68th St. Vancouver WA FER TO BCSI (BUI DING COMPONENT SA E Y INFORMATION) PUBLISHED BY PI (TRUSS PLATE INSTITUTE, 218
NOR LEE STREET SUITE 312, ALEXANDRIA 4) AND WTCA(WOOD TRUSS COUNCIL OF AMERICA, 6300
ENTERPRISE LANE, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS C A
OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE TC DL 7 0 PSF DATE 11/09/09
A PROPERLY ATTACHED RIGID CEILING. BC DL 10 0 PSF DRW CAUSR561 09313111
IMPORTANT•*FURNISH COP OF THIS DESIGN TO THE INST LLATION CONTRACTOR ITW UI DING COMPONENTS
ALPINE GROUP INC SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS V s BC LL 0 0 PSF CA-ENG LVT/CWC
IN CONFORMANCE WITH TPI OR FABRICATING, HANDLING, SHIPPING, INSTALLING 8 BRACING OF TRUSSES.
DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, A)AND PI ALPINE rim
-'�] TOT LD 42 0 PSF SEQN- 346897
CONNECTOR PLATES ARE MADE OF O/18/16Gq (W,N/SS/K) ASTM A663 GRAD O/6 (W, K/M,SS) GAL STEEL. LY
PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 16OA-Z. PE
ANY INSPECTION OF PLATES FOLLOWED BY ( ) SHALL BE PER ANNEX A3 OF TP11-2002 SEC.3. J A SEAL ON THIS n7NpL6t1� DUR FAC 1 15 FROM KTC
ITW Buldrn Com onents Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
Y P
ESIGN SHOWN. SUITABILITY AND USE OF THIS COMPONENT FOR ANY UILDING IS THE RESPONSIBILITY OF THE
Sacramento,CA 95828 BUI DING ESIGNER ANSI/TPI SEC.
WA COA#1931 I Expires 423-10 SPACING 24 0 JREF- 1TWM561_Z11
k D,tILO-VV-/r/iMM LVIWDLR IA<'VMH - rVRI 1AINULLLa IMf1 - 1 1.'7J
Top chord 2x4 SPF 2100f-1 8E 100 mph wind 15 00 ft mean hgt ASCE 7-05 CLOSED bldg Located
Bot chord 2x4 SPF 2100f-1 8E anywhere in roof CAT II EXP C wind TC DL=4 2 psf wind BC DL=6 0
Webs 2x4 HF Std/Stud psf
(A) 1x4 #3 HEM-FIR or better continuous lateral bracing to be equally Member design based on both MWFRS and C&C wind reactions based on
spaced Attach with (2) 8d Box or Gun nails (0 113 x2 5 min ) Bracing MWFRS
material to be supplied and attached at both ends to a suitable support
by erection contractor Bottom chord checked for 10 00 psf non-concurrent bottom chord live
load applied per IRC-06 section 301 5
Deflection meets L/240 live and L/180 total load
Truss designed for unbalanced snow load based on Pf=Pg=25 00 psf
5X8
� 6
2X4=
(A) 3 X 8
6-11 8
6 r—
8X10=
0-4-0 3 L— 0-4-0
T 3 T9-0-0
3X10(F1) = MW4X8= 3X4�� 2X4(A1)
1Cy L,2-0-0>J
lE 6-3-12 _I_ 6-11 4 _I_ 6-11-4 6-3-12
r 10-3-0 F 9-9-8 4-0-12 r 2-4-12
13-3-0 13-3-0
10-3-0 9-9-8 6-5-8
E 26-6-0 Over 2 Supports
R=1126 U=186 W=5 5 R=1243 U=176 W=5 5
RL=178/-187
Design Crit IRC2006/TPI-2002(STD)
PLT TYP Mod_Wave,Wave FT/RT=2096(096)/5(0) 9 01 00 02J00ft4q., QTY 4 WA/-/1/-/-/R/- Scale = 275 /Ft
Trus-Way hie 360-750-1470 --WARNING-'TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. ! TC LL 2 5 0 PSF REF R561-- 604
3901 NE 68th St. Vancouver WA TO BC51 (BUILDING COMPONENT SAFETY INFORMATION) LISH PI (T USS PLATE INSTITUTE 216
NOR LEE STREET SUIT 12. ALEXANDRIA, VA 22314) AN WLCA (WOOD USS COUNCIL OF AMERICA, 300 7 Q1! 8�1,-
ENTERPRISE LANE, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS "�/� TC DL 7 0 PSF DATE 11/09/09
OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL ANELS AND BOTTOM CHORD SHALL HAVE
A PROPERLY ATTACHED RIGID CEILING. BC DL 10 0 PSF DRW CAUSR561 09313112
IMPORTANT* FURNISH A COPY OF HIS DESIGN TO THE INSTALLATION CONTRACTOR ITW UILDING COMPONENTS
GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: AN FAILURE TO BUILD THE TRUSS BC LL 0 0 PSF CA-ENG LVT/CWC
ALPINE IN CONFORMANCE WITH TPI OR FABRICATING, HANDLING, SHIPPING, INSTALLING 8 BRACING OF TRUSSES.
DESIGN CONFORMS WIT MAPPLICAADE
LE 0/16GROVISIONS OF 05(NATION DESIGN SPEC, BY AK/A)AND PI LPINE TOT LD 4 2 0 PSF SEQN- 346926
CONNECTOR PLATES MAGE OF O/l6/l6GA (W,H/55/N) ASTM GRADE 40/60 (W, K/H,SS) GA STEEL. LV
PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 16OA-Z.
ANY INSPECTION OF PLATES FOLLOWED BY ( ) SHALL BE PER ANNEX A3 OF TP11-2002 SEC.3. A SEAL ON THIS MALE DU R FAC 1 1 5 FROM KTC
ITW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
Sacramento,CA 95828 DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS HE ESPONSIBILITV OF THE
WACto,CA91 BUILDING DESIGNER PERANSI/TPI 1 SEC. 2 Expires 4-23-10 SPACING 24 0 JREF- 1TWM561_Z11
kDDV40-VW-/rARR LUIVIDLR IHI.vIRM -- rVMI HIVUCLra VVN Icv)
Top chord 2x4 SPF 2100f 1 8E 100 mph wind 15 00 ft mean hgt ASCE 7-05 CLOSED bldg Located
Bot chord 2x4 SPF 2100f 1 8E anywhere in roof CAT II EXP C wind TC DL=4 2 psf wind BC DL=6 0
Webs 2x4 HF Std/Stud psf
Bottom chord checked for 10 00 psf non-concurrent bottom chord live Member design based on both MWFRS and C&C wind reactions based on
load applied per IRC-06 section 301 5 MWFRS
Deflection meets L/240 live and L/180 total load Truss designed for unbalanced snow load based on Pf=Pg=25 00 psf
5X8=
-I 6
2X4= 2X4 III
6-11 8
6 (—
El
8X10=
0-4-0 3 L— 0-4-0
3 9-0-0
3X10(F1) a MW4X8= 4X6(A2)
U: 4 of
I 6-3 12 I 6-11-4 _I_ 6-11-4 6-3 12 _I
10-3-0 9-9-8 6-5-8
13-3-0 13-3-0
10-3-0 9-9-8 6-5-8
I< 26-6-0 Over 2 Supports _
R=1233 U=202 W=5 5 R=1137 U=172 W=5 5
RL=178/ 187
Design Crit IRC2006/TPI-2002(STD)
PLT TYP Mod_Wave,Wave FT/RT=20%(O%)/5(0) 9 01 00 021 QTY 2 WA/-/1/-/-/R/- Scale = 275 /Ft
Trus-Way,hic 360-750-1470 *WARM INC"TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. TC LL 2 5 0 PSF REF R56 1-- 605
3901 NE 68th St. Vancouver WA REFER TO SCSI (BUILDING COMPON SAFETY INFORMATION) LISHED BY TPI (T USS PLATE INSTI TUT 218 �L Ww n
NORT EE STREET SUITE 312, LEXANDRIA 22316) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA 6300
ENTERPRISE LANE, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS 0
OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVEp�� C A TC DL 7 0 PSF DATE 11/09/09
A PROPERLY ATTACHED RIGID CEILING. f�
VVV «<999 BC DL 10 0 PSF DRW CAUSR561 09313113
• IMPORTANT* URN I SH COP OF THIS DESIGN TO INSTALLATION CONTRACTOR ITO BUILDING COMPONE TS
ALPINE GROUP INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN, ANY FAILURE TO BUILD THE TRUSS BC LL 0 0 PSF CA-ENG LVT/CWC
IN CONFORMANCE WITH TPI OR FABRICATING, HANDLING, SHIPPING, INSTALLING BRACING OF TRUSSES.
DESIGN CONFORMS WIT APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC, AF8 A) AND TPI ALPINE TOT LD 42 0 PSF SEQN- 346917
CONNECTOR PLATES ARE MADE OF 20/18/16GA (W,H/SS/K)ASTM 653 GRADE 0/6 (W, K/H.SS) GALV STEE PLY
PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 16OA-Z.
ANY INSPECTION OF PLATES FOLLOWED BY( ) SHALL BE PER ANNEX A3 OF TP11-2002 SEC.3 A SEAL ON THIS �NAL6 DUR FAC 1 1 5 FROM KTC
ITW Building Components Group,IUC. DRWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
g PDESAIGN SHOWN. SUITABILITY AND USE OF THIS COMPONEN FOR ANY BUILDING IS RESPONSIBILITY OF THE
Sacramento,CA 95828 UILDING DESIGNER PER ANSI/TPI SEC. Expires 423-10 SPAC I NG 24 0 JREF- 1TWM561_Z11
WA COA#1931
kDZ)ZIeD-vv-/rHKR LUIVIDGIC IHI.VIWH -- rvmi /i1NVLLLJ VVIA - 141)
Top chord 2x4 SPF 2100f-1 8E 100 mph wind 15 00 ft mean hgt ASCE 7-05 CLOSED bldg Located
Bot chord 2x4 SPF 2100f 1 8E anywhere in roof CAT fl EXP C wind TC DL=4 2 psf wind BC DL=6 0
Webs 2x4 HF Std/Stud psf
Truss passed check for 20 psf additional bottom chord live load in Member design based on both MWFRS and C&C wind reactions based on
areas with 42 -high x 24 -wide clearance MWFRS
Bottom chord checked for 10 00 psf non-concurrent bottom chord live load Deflection meets L/240 live and L/180 total load
applied per IRC-06 section 301 5
Truss designed for unbalanced snow load based on Pf=Pg=25 00 psf
4X6=
2X4 2X4 iii
6 6 6-11 8
0-4-0 0-4-0
4X6(A2) = 3X5= H0312= 3X5= 4X6(A2)
I 6-10-15 _I 6-4-1 _I_ 6-4-1 6-10-15___ _I
9-0-5 8-5-7 T 9-0-5
I 13-3-0 I 13-3-0 I
26-6-0 Over 2 Supports — J
R=1203 U=176 R=1203 U=176
RL=166/ 166
Design Crit IRC2006/TPI-2002(STD)
PLT TYP 20 Gauge HS,Wave FT/RT=20%(0%)/5(0) 9 01 00 02 QTY 6 WA/-/1/-/-/R/- Scale = 275 /Ft
Tru$-Wa ,111C 360-750-1470 'WARMING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. TC LL 2 5 0 PSF REF R561-- 606
REFER TO BC91 (BUILDING COMPONENT SAFETY INFORMATION) PUBLISHED BY TPI (TRUSS PLATE INSTITU fR
3901 NE 6 t])St. Vancouver WA NORTH LEE STRE SUITE 312, ALEXANDRIA VA 22314) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA 300
ENTERPRISE LANE, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS ��0 C TC DL 7 0 PSF DATE 11/09/09
OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE
A PROPERLY ATTACHED RIGID CEILING. !V�1 BC DL 10 0 PSF DRW CAUSR561 09313114
IMPORTANT**FURNISH COPY OF THIS DESIGN TO INST ELATION CONTRACTOR ITW BUILDING COMPONENTS
r
ALPINE GROUP INC SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS V O 9 BC LL 0 0 PSF CA-ENG LVT/CWC
IN CONFORMANCE WITH TPI OR FABRICATING, HANDLING, SHIPPING, INSTALLING BRACING OF TRUSSES.
DESIGN CONFORMS WIT APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC. BY AFBPA) AND PI ALPINE TOT LD 42 0 PSF SEQN- 346870
CONNECTOR PLATES MADE OF 20/18/16GA(W,H/SS/K) ASTM A653 GRADE 40/60 (W, K/H,55) GA STEEL. APP
{L
PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 16OA-Z,
ANY INSPECTION OF PLATES FOLLOWED BY (1) SHALL BE PER ANNEX A3 OF TPI -2002 SEC.3. A SEAL ON THIS OUR FAC 1 1 5 FROM KTC
ITW Buildin COOL OOCOYS
Group,IOC. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
Sang Co O, en 95828 ESI GN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS RESPONSIBILIT OF THE
WA COA#1931 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. Expires 4 23-30 SPAC I NG 24 0 JREF- 1 TWM561_Zl l
I,D0t7G0-V:7-/r1AKK LVIWDLK IIA%,VIWH -- PVRI IAIVl7C.LL3 WH - ILLJ
Top chord 2x4 SPF 2100f-1 8E 100 mph wind 15 00 ft mean hgt ASCE 7-05 CLOSED bldg Located
Bot chord 2x4 SPF 2100f-1 8E anywhere in roof CAT II EXP C wind TC DL=4 2 psf wind BC DL=6 0
Webs 2x4 HF Std/Stud psf
Truss spaced at 24 0 OC designed to support 1-0-0 top chord Member design based on both MWFRS and C&C wind reactions based on
outlookers Cladding load shall not exceed 3 00 PSF Top chord must not MWFRS
be cut or notched
See DWGS A10015050109 GBLLETIN0109 & GABRST050109 for more
Bottom chord checked for 10 00 psf non-concurrent bottom chord live requirements
load applied per IRC-06 section 301 5
Deflection meets L/240 live and L/180 total load
Truss designed for unbalanced snow load based on Pf=Pg=25 00 psf
3X4
3 r 3 T
2-5-7
0-0-1 0-0-1
+ 9-0-0
3X4(011) = 3X4= 3X4(D1
I 9-9-8 I 9-9-8 _I
19-7-0 Over Continuous Support 'I
R=84 PLF U=14 PLF W=19-7-0
RL=1/ 1 PLF
Note All Plates Are 2X4 Except As Shown
Design Crit IRC2006/TPI-2002(STD)
PLT TYP Wave FT/RT=20%(0%)/5(0) 9 01 00 0240 QTY 2 WA/-/1/-/-/R/- Scale = 375 /Ft
Trus-Wayy,Inc 360-750-1470 "WARNING'*TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. TC LL 25 0 PSF REF R561-- 607
REFER TO SCSI (BUILDING COMPONENT SAFETY INFORMATION) PUBLISHED PI (TRUSS PLATE INSTITUTE, 218 ��p��
3901 NE 68d)St. Vancouver WA NORTH STREET SUIT ALEXANDRIA VA, 22314) AND WTCA (WOOD USS COUNCIL OF AMERICA 300 7 dpfr•�''�
ENTERPRISE LANE, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS y�� C TC DL 7 0 PSF DATE 11/09/09
OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE
A PROPERLY ATTACHED RIGID CEILING.
r+ BC DL 10 0 PSF DRW CAUSR561 09313115
• INPORTANT••FURN ISH A COP OF THIS DESIGN TO THE INST LLATION CONTRACTOR ITW BUILDING COMPONENTS
ALPINE GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS 9 BC LL 0 0 PSF CA-ENG LVT/CWC
IN CONFORMANCE WITH TPI OR FABRICATING, HANDLING, SHIPPING, INSTALLING BRACING OF TRUSSES.
DESIGN CONFORMS WITH APPLICABL PROVISIONS OF NOS (NATIONAL DESIGN SPEC, AFAPA)AND TPI ALPINE
CONNECTOR PLATES MADE OF 20/18/16GA (W,R/SS/K) ASTM 653 GRADE 0/6 (W K/H,SS)GALV ST EL. APPLY
TOT LD 42 0 PSF SEQN- 34693 1
PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-2.
ANY INSPECTION OF PLATES FOLLOWED BY ( ) SHALL BE PER ANNEX A3 OF TP11-2002 SEC.3. A SEAL ON THIS 'vfYgL£ DUR FAC 1 15 FROM KTC
ITW Buildm Comp,
Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT
Sacramento,CA 95828 DESIGN SHOWN THE SUITABILITY AND USE OF HIS COMPONENT FOR ANY UILDING IS THE RESPONSIBILITY OF THE
BUILDING DESIGN ER ANSI/TPI 1 SEC. 2. Expires 423-10 SPACING 24 0 JREF- 1TWM561_Z11
WA COA#1931
Project:Mason,Daniel&Deborah Beam Calcs11'} Jared Baehmer Pie
Location:Header#1 H1 Reality Reality Homes,Inc. /
Roof Beam
[2009 International Building Code(2005 N05)] 1308 Alexander Ave.E.
Fife,WA 98424
5.5 IN x 7.5 IN x 4.0 FT
#2 Douglas-Fir-Larch Dry Use
Section Adequate By: 1903.646 StruGalc Version 8.0 100.0 11/12/2009 4:37.40 PM
Controlling Factor Moment
LOADING DIAGRAM
DEFLECTIONS Center
Live Load 0.00 IN L/MAX
Dead Load 0.00 in
Total Load 0.00 IN L/MAX
Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:L/180
REACTIONS A B
Live Load 100 Ib 100 Ib
Dead Load 85 Ib 85 Ib
Total Load 185 Ib 185 Ib
Bearing Length 0.05 in 0.05 in
BEAM DATA
Span Length 4 ft A= a n
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 0 ft
Roof Pitch 6 12
Roof Duration Factor 1 15 ROOF LOADING
Side One:
MATERIAL PROPERTIES Roof Live Load: LL= 25 psf
#2 Douglas-Fir-Larch Roof Dead Load: DL= 15 psf
Base Values Adjusted Tributary Width: TW= 1 ft
Bending Stress: Fb= 750 psi Fb'= 863 psi Side Two•
Gd=1 15 CF=1.00 Roof Live Load: LL= 25 psf
Shear Stress. Fv= 170 psi Fv'= 196 psi Roof Dead Load: DL= 15 psf
Gd=1 15 Tributary Width: TW= 1 ft
Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Wall Load: WALL= 0 plf
Min. Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi
Comp D to Grain: Fc D = 625 psi Fc E: = 625 psi SLOPE/PITCH ADJUSTED LENGTHS AND LOADS
Adjusted Beam Length: Ladj= 4 ft
Controlling Moment: 185 ft-Ib Beam Self Weight: 55W= 9 plf
2.0 ft from left support Beam Uniform Live Load: wL= 50 plf
Created by combining all dead and live loads Beam Uniform Dead Load: wD_adj= 42 plf
Controlling Shear 129 Ib Total Uniform Load: WT= 92 plf
At a distance d from support.
Created by combining all dead and live loads
Comparlsons with required sections: Read Provided
Section Modulus: 2.57 in3 51.56 in3
Area(Shear): 0 99 int 41.25 in2
Moment of Inertia(deflection): 1.54 in4 193.36 in4
Moment: 185 ft-Ib 3,706 ft-Ib
Shear 129 lb 55761b
NOTES
Project:Mason,Daniel&Deborah Beam Galcsvaae
Realit dared Ba /
Location:Header#2 H2 Reality Homes,
Inc.
Roof Beam 1308 Alexander Ave. E.
[2009 International Building Code(2005 NDS)] Fife,WA 98424
5.5 INx-1.5INx5.OFT
#2 Douglas-Fir-Larch Dry Use
Section Adequate By: 1182.3%
Controlling Factor Moment StruCalc Version 8.0 100.0 11/12/2009 4:37.40 PM
LOADING DIAGRAM
DEFLECTIONS Center
Live Load 0.00 IN L/MAX
Dead Load 0.00 in
Total Load 0.01 IN L/MAX
Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:L/180
REACTIONS A B
Live Load 125 Ib 125 Ib
Dead Load 106 Ib 106 Ib
Total Load 231 Ib 231 Ib
Bearing Length 0.07 in 0.07 in
BEAM DATA
Span Length 5 ft A= 5 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 0 ft
Roof Pitch 6 12
Roof Duration Factor 1 15 ROOF LOADING
Side One:
MATERIAL PROPERTIES Roof Live Load: LL= 25 psf
#2 Douglas-Fir-Larch Roof Dead Load: DL= 15 psf
Base Values Adjusted Tributary Width: TW= 1 ft
Bending Stress: Fb= 750 psi Fb'= 863 psi Side Two•
Gd=1 15 GF=1.00 Roof Live Load: LL= 25 psf
Shear Stress. Fv= 170 psi FV= 196 psi Roof Dead Load: DL= 15 psf
Gd=1 15 TributaryNidth: TW= 1 ft
Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Nall Load: NALL= 0 pif
Min. Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi
Comp :ito Grain: Fc -i = 625 psi Fc E = 625 psi SLOPE/PITCH ADJUSTED LENGTHS AND LOADS
Adjusted Beam Length: Ladj= 5 ft
Controlling Moment: 289 ft-Ib Beam Self Weight: BSN= 9 plf
2.5 ft from left support Beam Uniform Live Load: wL= 50 plf
Created by combining all dead and live loads Beam Uniform Dead Load: wD_adj= 42 pif
Controlling Shear 176 Ib Total Uniform Load: WT= 92 pif
At a distance d from support.
Created by combining all dead and live loads
Comparisons with required sections: Read Provided
Section Modulus: 4.02 in3 51.56 in3
Area(Shear): 1.35 in2 41.25 in2
Moment of Inertia(deflection): 3 in4 193.36 in4
Moment: 289 ft-Ib 3706 ft-Ib
Shear 176 lb 53-161b
NOTES
Project:Mason,Daniel&Deborah Beam Galcs • Pie
Location:Header#3 H3 Realit Jared Beality Homes,
Inc.
/
Roof Beam R
[2009 International Building Gode(2005 NDS)] 1308 Alexander Ave E.
Fife,WA 98424
5.5 IN x 7.5 IN x 4.0 FT
#2 Douglas-Fir-Larch Dry Use
Section Adequate By: 199.9%
Controlling Factor Moment StruGalc Version 8.0 100.0 11/12/2009 4:37.41 PM
LOADING DIAGRAM
DEFLECTIONS Center
Live Load 0.01 IN L/5748
Dead Load 0.01 in
Total Load 0.01 IN L/3390
Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:L/180
REACTIONS A B
Live Load 729 Ib 729 Ib
Dead Load 507 Ib 507 Ib
Total Load 1236 Ib 1236 Ib
Bearing Length 0.36 in 0.36 in
BEAM DATA
Span Length 4 ft A= 4 n
Unbraced Length-Top 0 ft A 13
Unbraced Length-Bottom 0 ft
Roof Pitch 6 12
Roof Duration Factor 1 15 ROOF LOADING
Side One:
MATERIAL PROPERTIES Roof Live Load: LL= 25 psf
#2 Douglas-Fir-Larch Roof Dead Load: DL= 15 psf
Base Values Adjusted Tributary Width: TW= 1.3 ft
Bending Stress: Fb= 750 psi Fb'= 863 psi Side Two•
Gd=1 15 GF=1.00 Roof Live Load: LL= 25 psf
Shear Stress- Fv= 170 psi Fv'= 196 psi Roof Dead Load: DL= 15 psf
Gd=1 15 Tributary Width: TW= 13.3 ft
Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Wall Load: WALL= 0 plf
Min.Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi
Comp :i to Grain: Fc D = 625 psi Fc E = 625 psi SLOPE/PITCH ADJUSTED LENGTHS AND LOADS
Adjusted Beam Length: Ladj= 4 ft
Controlling Moment: 1236 ft-Ib Beam Self Weight: 55W= 9 plf
2.0 ft from left support Beam Uniform Live Load: wL= 365 plf
Created by combining all dead and live loads Beam Uniform Dead Load: wD_adj= 253 plf
Controlling Shear -865 Ib Total Uniform Load: WT= 618 plf
At a distance d from support.
Created by combining all dead and live loads
Compailsons wlth required sections: Read Provided
Section Modulus: 17.2 in3 51.56 in3
Area(Shear): 6.64 int 41.25 in2
Moment of Inertia(deflection): 10.27 in4 193.36 in4
Moment: 1236 ft-Ib 3,106 ft-Ib
Shear -8651b 53-16 lb
NOTES
� page
Project:Mason,Daniel&Deborah Beam Calcs /
ehmer
Location:Header#4 H4 Realit Jared Ba
Roof Beam Reality Hoomesmes,,
Inc.
1308 Alexander Ave.E.
[200q International Building Code(2005 ND5)]
Fife,WA 98424
5.5 IN x 7.5 IN x 5.0 FT
#2 Douglas-Fir-Larch Dry Use
Section Adequate By:q1 9°6
Controlling Factor-Moment StruGalc 9 Version 8.0 100.0 11/12/2004:37.41 PM
LOADING DIAGRAM
DEFLECTIONS Center
Live Load 0.02 IN L/2g43
Dead Load 0.01 in
Total Load 0.03 IN L/1136
Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:L/180
REACTIONS A B
Live Load q11 ib q11 Ib
Dead Load 634 Ib 634 Ib
Total Load 1545 Ib 1545 Ib
Bearing Length 045 in 045 in
BEAM DATA
Span Length 5 ft A= s n
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 0 R
Roof Pitch 6 12
Roof Duration Factor 1 15 ROOF LOADING
Side One:
MATERIAL PROPERTIES Roof Live Load: LL= 25 psf
#2 Douglas-Fir-Larch Roof Dead Load: DL= 15 psf
Base Values Adiusted Tributary Width: TW= 1.3 ft
Bending Stress: Fb= 750 psi Fb'= 863 psi Side Two:
Gd=1 15 GF=1.00 Roof Live Load: LL= 25 psf
Shear Stress. Fv= 170 psi Fv'= 1 qb psi Roof Dead Load: DL= 15 psf
Gd=1 15 Tributary Width: TW= 13.3 ft
Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Wall Load: WALL= 0 pif
Min.Mod.of Elasticity: E_min= 410 ksi E_min'= 470 ksi
Comp :i to Grain: Fc : = 625 psi Fc E = 625 psi SLOPE/PITCH ADJUSTED LENGTHS AND LOADS
Adjusted Beam Length: Ladj= 5 ft
Controlling Moment: 1931 ft-Ib Beam Self Weight: 55W= q plf
2.5 ft from left support Beam Uniform Live Load: wL= 365 plf
Created by combining all dead and live loads Beam Uniform Dead Load: wD_adj= 253 pif
Controlling Shear 1174 Ib Total Uniform Load: WT= 618 plf
At a distance d from support.
Created by combining all dead and live loads
Comparisons wlth required sections: Read Provided
Section Modulus. 26.87 in3 51.56 In3
Area(Shear): q.01 in2 41.25 in2
Moment of Inertia(deflection): 20.05 in4 1g3.36 in4
Moment: 1q31 ft-Ib 3106 ft-Ib
Shear 11141b 5376 lb
NOTES
page
Project: Mason, Daniel 8 Deborah Beam Galcs •
Location:Header#5 H5 "!R�eit Jared Baomes, /
Roof Beam Reality Homes,Inc.
1308 Alexander Ave.E.
[2009 International Building Code(2005 NDS)] MEW
Fife,WA 98424
5.5 IN x7.5 INx6.OFT
#2 Douglas-Fir-Larch Dry Use
Section Adequate By:790.5°6
Controlling Factor-Moment StruCalc 9 Version 8.0 100.0 11/12/200 4:37.41 PM
LOADING DIAGRAM
DEFLECTIONS Center
Live Load 0.01 IN L/MAX
Dead Load 0.00 in
Total Load 0.01 IN L/6712
Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:1_/180
REACTIONS A B
Live Load 150 Ib 150 Ib
Dead Load 127 Ib 127 Ib
Total Load 277 Ib 277 Ib
Bearing Length 0.08 in 0.08 in
BEAM DATA
Span Length 6 ft A= s f<
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 0 ft
Roof Pitch 6 12
Roof Duration Factor 1 15 ROOF LOADING
Side One:
MATERIAL PROPERTIES Roof Live Load: LL= 25 psf
#2 Douglas-Fir-Larch Roof Dead Load: DL= 15 psf
Base Values Adjusted Tributary Width: TW= 1 ft
Bending Stress: Fb= 750 psi Fb'= 863 psi Side Two:
Gd=1 15 CF=1.00 Roof Live Load: LL= 25 psf
Shear Stress. Fv= 170 psi Fv'= 196 psi Roof Dead Load: DL= 15 psf
Gd=1 15 Tributary Width: TW= 1 ft
Modulus of Elasticity: E= 1300 ksl E'= 1300 ksi Wall Load: WALL= 0 plf
Min.Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi
Comp D to Grain: Fc :1 = 625 psi Fc E: = 625 psi SLOPI ITCH ADJUSTED LENGTHS AND LOADS
Adjusted Beam Length: Ladj= 6 ft
Controlling Moment: 416 ft-Ib Beam Self)^!eight: BSW= 9 plf
3.0 ft from left support Beam Uniform Live Load: wL= 50 plf
Created by combining all dead and live loads. Beam Uniform Dead Load: wD_adj= 42 plf
Controlling Shear 222 Ib Total Uniform Load: WT= 92 pif
At a distance d from support.
Created by combining all dead and live loads
Comparisons with required sections: Read Provided
Section Modulus: 57q in3 51.56 in3
Area(Shear): 1 7 in2 41.25 int
Moment of Inertia(deflection): 5 19 in4 193.36 in4
Moment: 416 ft-Ib 3706 ft-Ib
Shear- 222 lb 5376 Ib
NOTES
Project: Mason,Daniel&Deborah Beam talcs �� vane
Location:Header* H6 Realit Jared Baehmerv
Reality Hoomesmes,,Inc.
/
Roof Beam
[2009 International Building Gode(2005 NDS)] � 1308 Alexander Ave E. °f
3.5 IN x 7.5 IN x 5.0 FT Fife,WA 98424
#2 Douglas-Fir-Larch Dry Use
Section Adequate By: 109.3°h
Controlling Factor-Moment StruGalc Version 8.0 100.0 11/12/200q 4:37.42 PM
LOADING DIAGRAM
DEFLECTIONS tenter
Live Load 0.02 IN L/2521
Dead Load 0.02 in
Total Load 0.04 IN L/1494
Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:L/180
REACTIONS A B
Live Load 833 Ib 833 Ib
Dead Load 573 Ib 573 Ib
Total Load 1406 Ib 1406 Ib
Bearing Length 0.64 in 0.64 in
BEAM DATA
Span Length 5 A= s ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 0 ft
Roof Pitch 6 12
Roof Duration Factor 1 15 ROOF LOADING
Bide One:
MATERIAL PROPERTIES Roof Live Load: LL= 25 psf
#2 Douglas-Fir-Larch Roof Dead Load: DL= 15 psf
Base Values Adiusted Tributary Width: TW= 1.3 ft
Bending Stress: Fb= 900 psi FV= 1346 psi Side Two•
Gd=1 15 CF=1.30 Roof Live Load: LL= 25 psf
Shear Stress. Fv= 180 psi Fv'= 207 psi Roof Dead Load: DL= 15 psf
Gd=1 15 Tributary Width: TW= 12 ft
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Wall Load: WALL= 0 plf
Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi
Comp :ito Grain: Fc 71 = 625 psi Fc E: = 625 psi SLOPE/PITCH ADJUSTED LENGTHS AND LOADS
Adjusted Beam Length: Ladj= 5 ft
Controlling Moment: 1758 ft-Ib Beam Self Weight: 55W= 6 plf
2.5 ft from left support Beam Uniform Live Load: wL= 333 plf
Created by combining all dead and live loads Beam Uniform Dead Load: wD_adj= 229 plf
Controlling Shear 1069 Ib Total Uniform Load: WT= 562 plf
At a distance d from support.
Created by combining all dead and live loads
Comparisons with required sections: Redd Provided
Section Modulus. 15.68 In3 32.81 M3
Area(Shear): '714 int 26.25 int
Moment of Inertia(deflection): 14.83 in4 123.05 in4
Moment: 1,755 ft-Ib 3679 ft-Ib
Shear- 10691b 3623 Ib
NOTES
Project:Mason,Daniel&Deborah Beam Calcs page
Location:Header#1 HIRealit Jared BaReality Hoomesmes,,Inc.
/
Roof Beam
1308 Alexander Ave E.
[200q International Building Code(2005 N05)] Fife,WA 88424
3.5 INx11.25INx16.OFT
#2 Douglas-Fir-Larch Dry Use
Section Adequate By: 1311°6
Controlling Factor-Moment StruGalc Version 8.0 100.0 11/12/2008 4:3142 PM
LOADING DIAGRAM
DEFLECTIONS Center
Live Load 011 IN L/1131
Dead Load O.Oq in
Total Load 0.20 IN L/840
Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:L/180
REACTIONS A B
Live Load 400 Ib 400 Ib
Dead Load 331 Ib 331 Ib
Total Load 131 Ib 131 Ib
Bearing Length 0.34 in 0.34 in
SEAM DATA
Span Length 16 ft A= 16 f<
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 0 ft
Roof Pitch 6 12
Roof Duration Factor 1 15 ROOF LOADING
Side One:
MATERIAL PROPERTIES Roof Live Load: LL= 25 psf
#2 Douglas-Fir-Larch Roof Dead Load: DL= 15 psf
Base Values Adlusted Tributary Width: TW= 1 ft
Bending Stress: Fb= q00 psi Fb'= 113q psi Side Two•
Cd=1 15 GF=1 10 Roof Live Load: LL= 25 psf
Shear Stress. Fv= 180 psi Fv'= 201 psi Roof Dead Load: DL= 15 psf
Gd=1 15 Tributary Width: TW= 1 ft
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Wall Load: WALL= 0 plf
Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi
Comp :i to Grain: Fc :i = 625 psi Fc c = 625 psi SLOPEIPITGH ADJUSTED LENGTHS AND LOADS
Adjusted Beam Length: Ladj= 16 ft
Gontrolling Moment: 2846 ft-Ib Beam Self Weight: 135W= q plf
8.0 ft from left support Beam Uniform Live Load: wL= 50 plf
Created by combining all dead and live loads Beam Uniform Dead Load: wD_adj= 42 plf
Controlling Shear -663 Ib Total Uniform Load: WT= g2 pif
At a distance d from support.
Created by combining all dead and live loads
Comparisons with mquined sections: Read Provided
Section Modulus. 31.06 in3 13.83 in3
Area(shear): 4.8 int 3q.38 in2
Moment of Inertia(deflection): 1q.54 in4 415.28 in4
Moment: 2g46 ft-Ib 1004 ft-Ib
Shear- -663 Ib 543416
NOTES
Project:Mason,Daniel&Deborah Beam Galcs j� • viae
Location:Beam#1 B1 Reality Jared Baomes, /
Roof Beam Reality Homes,Inc.
FeWIIIIIIIIIIIII 1308 Alexander Ave.E.
[2009 International Building Gode(2005 NDS)] Fife,WA 88424
3.5 INxq.25INx7.OFT
#2 Douglas-Fir-Larch Dry Use
Section Adequate By:36 q% StruCalc Version 6.0 100.0 11/12/200q 4:31.42 PM
Controlling Factor-Moment
LOADING DIAGRAM
DEFLECTIONS Center
Live Load 0.05 IN L/1516
Dead Load 0.04 in
Total Load O.Oq IN L/q32
Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:L/180
REACTIONS A B
Live Load 1216 Ib 1216 Ib
Dead Load 880 Ib 880 Ib
Total Load 2156 Ib 2156 Ib
Bearing Length 0 qq in 0 qg in
BEAM
Span Length 7 ft A= 7f
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 0 ft
Roof Pitch 6 12
Roof Duration Factor 1 15 ROOF LOADING
Side One:
MATERIAL PROPERTIES Roof Live Load: LL= 25 psf
#2 Douglas-Fir-Larch Roof Dead Load: DL= 15 psf
Base Values Adjusted Tributary Width: TW= 1.3 ft
Bending Stress: Fb= 6100 psi Fb'= 1242 psi Side Two:
Gd=1 15 CF=1.20 Roof Live Load: LL= 25 psf
Shear Stress. Fv= 180 psi Fv'= 201 psi Roof Dead Load: DL= 15 psf
Gd=1 15 Tributary Width: TW= 13.3 ft
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Wall Load: WALL= 0 plf
Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi
Comp --j to Grain: Fc D = 625 psi Fc F_ = 625 psi SLOPEIPITCH ADJUSTED LENGTHS AND LOADS
Adjusted Beam Length: Ladj= 1 ft
Controlling Moment: 3113 ft-Ib Beam Self Weight: B5W= 1 plf
3.5 ft from left support Beam Uniform Live Load: wL= 365 pif
Created by combining all dead and live loads Beam Uniform Dead Load: wD_adj= 252 plf
Controlling Shear 1682 Ib Total Uniform Load: WT= 616 plf
At a distance d from support.
Created by combining all dead and live loads
Comparisons with required sections: Read Provided
Section Modulus. 36 46 in3 4gA1 in3
Area(Shear): 12.1q int 32.38 in2
Moment of Inertia(deflection): 44.56 in4 230.84 in4
Moment: 3,713 ft-Ib 5166 ft-Ib
Shear 1662 lb 4468 lb
NOTES
Project:Mason,Daniel&Deborah Beam Calcs page
Location:Beam#2 52 Realit Jared Ba /
Roof Beam Reality Hoomesmes,,Inc.
toll 1308 Alexander Ave.E.
[200q International Building Code(2005 N05)] Fife,Y`!A 88424
3.5 INxq.25INx5.OFT
#2 Douglas-Fir-Larch Dry Use
Section Adequate By: 168.3°6
Controlling Factor-Moment StruGalc Version 8.0 100.0 11/12/20061 4:37.43 PM
LOADING DIAGRAM
DEFLECTIONS Center
Live Load 0.01 IN L/4324
Dead Load 0.01 in
Total Load 0.02 IN L/255q
Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:L/180
REACTIONS A B
Live Load q11 Ib q11 Ib
Dead Load 62q Ib 62q Ib
Total Load 1540 Ib 1540 Ib
Bearing Length 0 70 in 0 70 in
BEAM DATA
Span Length 5 ft A= sn
Unbraced Length-Top 0 ft A 13
Unbraced Length-Bottom 0 ft
Roof Pitch 6 12
Roof Duration Factor 1 15 ROOF LOADING
Side One:
MATERIAL PROPERTIES Roof Live Load: LL= 25 psf
#2 Douglas-Fir-Larch Roof Dead Load: DL= 15 psf
Base Values Adjusted Tributary Width: TW= 1.3 ft
Bending Stress: Fb= q00 psi Fb'= 1242 psi Side Two:
Gd=1 15 CF=1.20 Roof Live Load: LL= 25 psf
Shear Stress. Fv= 180 psi Fv'= 207 psi Roof Dead Load: DL= 15 psf
Gd=1 15 Tributary Width: TW= 13.3 ft
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Wall Load: WALL= 0 plf
Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi
Comp ::i to Grain: Fc -i = 625 psi Fc E = 625 psi 5LOPE-MITGH ADJUSTED LENGTHS AND LOADS
Adjusted Beam Length: Ladj= 5 ft
Controlling Moment: 16125 ft-Ib Beam Self Weight: B5W= 7 plf
2.5 ft from left support Beam Uniform Live Load: wL= 365 plf
Created by combining all dead and live loads Beam Uniform Dead Load: wD_adj= 252 plf
Controlling Shear 1078 Ib Total Uniform Load: WT= 616 plf
At a distance d from support.
Created by combining all dead and live loads.
Comparisons with required sections: Read Provided
Section Modulus. 18.6 in3 4q.g1 in3
Area(Shear): 7.81 int 32.38 ln2
Moment of Inertia(deflection): 16.24 in4 230.84 in4
Moment: 1825 ft-Ib 5166 ft-Ib
Shear- 10781b 4468 lb
NOTES
Project: Mason,Daniel&Deborah Beam Oaks page
Location:Post#1 P1 RealityJared BaRealitry Hoomesmes,, Inc.
/
Column
[2009 International Building Code(2005 N05)] 1308 Alexander Ave E.
Fife,1NA 98424
3.5 IN x 3.5 IN x 10.0 FT
#2 Douglas-Fir-Larch Dry Use
Section Adequate By:53.2°6
StruGalc Version 8.0 100.0 11/12/2009 4:31•43 PM
LOADING DIAGRAM
VERTICAL REACTIONS
Live Load: Vert-LL-Rxn= 1216 Ib
Dead Load: Vert-DL-Rxn= 90'7 Ib
Total Load: Vert-TL-Rxn= 2183 Ib
COLUMN DATA B
Total Column Length: 10 ft
Unbraced Length(X-Axis)Ly: 10 ft
Unbraced Length(Y-Axis)Ly: 10 ft
Column End Gondtlon-K(e): 1
Axial Load Duration Factor 1.00
COLUMN PROPERTIES
#2 Douglas-Fir-Larch
Base Values Adjusted
Compressive Stress. Fc= 1350 psi Fc'= 381 psi
Gd=1.00 Gf=1 15 Gp=0.25
Bending Stress(X-X Axis): Fbx= 900 psi Fbx'= 1350 psi loft '
Gd=1.00 CF=1.50
Bending Stress(Y Y Axis): Fby= 900 psi Fby= 1350 psi
Gd=1.00 GF=1.50 '
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi
Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi
Column Section(X-X Axis): dx= 3.5 in
Column Section(Y Y Axis): dy= 3.5 in
Area: A= 12.25 int
Section Modulus(X-X Axis): 5x= l 15 in3
Section Modulus(Y Y Axis): 5y= '7 15 in3
Slenderness Ratio- Lex/dx= 34.29 A
Ley/dy= 34.29
AXIAL LOADING
Column Calculadons(Controlling Case Only): Live Load: PL= 12'76 Ib
Controlling Load Case:Axial Total Load Only(L+D) Dead Load: PD= 880 Ib
Actual Compressive Stress: Fc= 118 psi Column Self YVeight: 651N= 2'7 Ib
Allowable Compressive Stress: Fc'= 381 psi Total Load: PT= 2183 Ib
Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-Ib
Eccentricity Moment(Y Y Axis): Mg-ey= 0 ft-Ib
Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-Ib
Moment Due to Lateral Loads(Y Y Axis): MY= 0 ft-Ib
Bending Stress Lateral Loads Only(X-X Axis): Fbx= 0 psi
Allowable Bending Stress(X-X Axis): Fbx'= 1350 psi
Bending Stress Lateral Loads Only(Y Y Axis): Fby= 0 psi
Allowable Bending Stress(Y Y Axis): Fby'= 1350 psi
Combined Stress Factor CSF= 0A'1
NOTES
Project:Mason,Daniel&Deborah Beam Galcs 0 page
aehmer
Location:Post#2 P2 Reallt Jared BHomes,
Column Reality Homes,InG.
[2009 International Building Gode(2005 NDS)] 1308 Alexander Ave E.
Fife,WA 98424
3.5 IN x 3.5 IN x 10.0 FT
#2 Douglas-Fir-Larch Dry Use
Section Adequate By:66 4°h
StruGalc Version 8.0 100.0 11/12/2009 4:31.43 PM
LOADING DIAGRAM
VERTICAL REACTIONS
Live Load: Vert-LL-Rxn= 911 Ib
Dead Load: Vert-DL-Rxn= 656 Ib
Total Load: Vert-TL-Rxn= 156-1 Ib
COLUMN DATA B
Total Column Length: 10 ft
Unbraced Length(X-Axis)Ly: 10 ft
Unbraced Length(Y-Axis)Ly: 10 ft
Column End Gondtion-K(e): 1
Axial Load Duration Factor 1.00
COLUMN FROFERTIES
#2 Douglas-Fir-Larch
Base Values Adlusted
Compressive Stress. Fc= 1350 psi Fc'= 381 psi
Gd=1.00 Gh 1 15 Cp=0.25
Bending Stress(X-X Axis): Fbx= 900 psi Fbx'= 1350 psi loft
Gd=1.00 GF=1.50
Bending Stress(Y Y Axis): Fby= 900 psi Fby'= 1350 psi
Gd=1.00 GF=1.50
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi
Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 560 ksi
Column Section(X-X Axis): dx= 3.5 in
Column Section(Y Y Axis): dy= 3.5 in
Area: A= 12.25 in2
Section Modulus(X-X Axis): 5x= '115 in3
Section Modulus(Y Y Axis): Sy= -715 in3
Slenderness Ratio, Lex/dx= 34.29 A
Ley/dy= 34.29
AXIAL LOADING
Golumn Calculations(Controlling Case Only): Live Load: PL= 911 lb
Controlling Load Case:Axial Total Load Only(L+D) Dead Load: FO= 629 Ib
Actual Compressive Stress: Fc= 128 psi Column Self Weight: GSW= 21 Ib
Allowable Compressive Stress. Fc'= 381 psi Total Load: PT= 1561 Ib
Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-Ib
Eccentricity Moment(Y Y Axis): My-ey= 0 ft-Ib
Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-Ib
Moment Due to Lateral Loads(Y Y Axis): MY= 0 ft-Ib
Bending Stress Lateral Loads Only(X-X Axis): Fbx= 0 psi
Allowable Bending Stress(X-X Axis): Fbx'= 1350 psi
Bending Stress Lateral Loads Only(Y Y Axis): Fby= 0 psi
Allowable Bending Stress(Y Y Axis): Fby'= 1350 psi
Combined Stress Factor CSF= 0.34
NOTES
Project:Mason,Daniel&Deborah Beam Calcscage
Location:Footing#1 F1 L[ ealit Jared Ba /
Reality Homes,
Inc.
Footing 1308 Alexander Ave.E.
[2009 International Building Code(2005 NDS)] Fife,WA 98424
Footing Size: 1.5 FT x 1.5 FT x 10.00 IN
Reinforcement:#4 Bars @ 11.00 IN.O G E/W/(2)min.
Section Footing Design Adequate
StruGalc Version 8.0 100.0 11/12/2009 4:37.44 PM
FOOTING PROPERTIE5 LOADING DIAGRAM
Allowable Soil Bearing Pressure: as= 1500 psf
Concrete Compressive Strength: F'c= 2500 psi
Reinforcing Steel Yield Strength: Fy= 40000 psi
Concrete Reinforcement Cover c= 3 in
FOOTING SIZE
Width: W= 1.5 ft
Length: L= 1.5 ft
Depth: Depth= 10 in
Effective Depth to Top Layer of Steel: d= 6.25 in
COLUMN AND BASEPLATE SIZE -4 in {
Column Type: Steel
Column Width: m= 4 in Ll
Column Depth: n= 4 in
Baseplate Width: bsw= 6 in
Baseplate Length: bsl= 6 in
FOOTING CALCULATION5
Bearing Calculations:
Ultimate Bearing Pressure: Ou= 970 psf 10 in
Effective Allowable Soil Bearing Pressure: Oe= 1375 psf
Required Footing Area: Areq= 1.59 sf C7 CJ
Area Provided: A= 2.25 sf T
Baseplate Bearing:
Bearing Required: Bear= 3130 Ib 3 in
Allowable Bearing: Bear-A= 99450 Ib
Beam Shear Calculations(One Way Shear):
Beam Shear- Vu1 = 43 Ib 1.511
Allowable Beam Shear Vc1 = 8438 Ib
Punching Shear Calculations(Two Way Shear):
Critical Perimeter- Bo= 45 in FOOTING LOADING
Punching Shear- Vu2= 1907 Ib Live Load: PL= 1276 Ib
Allowable Punching Shear(AGI 11 35): vc2-a= 63281 Ib Dead Load: PD= 907 Ib
Allowable Punching Shear(AGI 11 36): v62-b= 79688 Ib Total Load: PT= 2183 ib
Allowable Punching Shear(AGI 11 37): vc2-c= 42188 Ib Ultimate Factored Load: Pu= 3130 Ib
Controlling Allowable Punching Shear- vc2= 42188 Ib
Bending Calculations:
Factored Moment: MU= 3673 in-Ib
Nominal Moment Strength: Mn= 85413 in-Ib
Reinforcement Calculations:
Concrete Compressive Block Depth: a= 041 in
Steel Required Based on Moment: As(1)= 0.02 int
Min.Code Req'd Reinf (5hrink./Temp (AGI-10.5 4): As(2)= 0.36 in2
Controlling Reinforcing Steel: As-regd= 0.36 in2
Selected Reinforcement: #4's c@ 11.0 In.o.c.e/w(2)Min.
Reinforcement Area Provided: As= 0.39 in2
Development Length Calculations:
Development Length Required: Ld= 15 in
Development Length Supplied: Ld-sup= 3.5 in
Note: Plain concrete adequate for bending,therefore adequate development length not required.
NOTES
page
Project:Mason,Daniel&Deborah Beam GalcsJared Baehmer
Location:Footing#2 F2 6i4
` Reality Homes, Inc. /
Footing 1308 Alexander Ave.E.
[2009 International Building Code(2005 N05)] Fife,YVA 98424
Footing Size: 1.5 FT x 1.5 FT x 10.00 IN
Reinforcement:#4 Bars @ 11.00 IN.O G E/Yq/(2)min.
Section Footing Design Adequate
StruGalc Version 8.0 100.0 11/12/2009 4:37'44 PM
FOOTING PROPERTIES LOADING DIAGRAM
Allowable Soil Bearing Pressure: as= 1500 psf
Concrete Compressive Strength: F'c= 2500 psi
Reinforcing Steel Yield Strength: Fy= 40000 psi
Concrete Reinforcement Cover- c= 3 in
FOOTING SIZE
YSlidth: YV= 1.5 ft
Length: L= 1.5 ft
Depth: Depth= 10 in
Effective Depth to Top Layer of Steel: d= 6.25 in
WLUMN AND BASEPLATE SIZE ♦ 4 in k
Column Type- Steel
Column YNidth: m= 4 in
Column Depth: n= 4 in
Baseplate Kdth: bsw= b in
Baseplate Length: bsl= 6 in
FOOTING CALCULATIONS
Bearing Calculations:
Ultimate Bearing Pressure: Qu= 6% psf 10 in
Effective Allowable Soil Bearing Pressure: Oe= 1315 psf
Required Footing Area: Areq= 1 14 sf
Area Provided: A= 2.25 sf T
Baseplate Bearing:
Bearing Required: Bear= 2245 Ib 3 in
Allowable Bearing: Bear-A= 99450 Ib
Beam Shear Calculations(One Way Shear):
Beam Shear- Vu1 = 31 Ib 1.5 re
Allowable Beam Shear- Vc1 = 8438 Ib
Punching Shear Calculations(Two Way Shear): j=OOTING LOADING
Critical Perimeter- Bo= 45 in Live Load: PL= 911 Ib
Punching Shear- Vu2= 1368 Ib
Allowable Punching Shear(AGI 11 35): vc2-a= 63281 Ib Dead Load: PD= 656 Ib
Allowable Punching Shear(AGI 11 36): vc2-b= 79688 Ib Total Load: PT= 1561 Ib
Allowable Punching Shear(AGI 11 3?): vc2-c= 42188 Ib Ultimate Factored Load: Pu= 2245 Ib
Controlling Allowable Punching Shear- vc2= 42188 Ib
Bending Calculations:
Factored Moment: Mu= 2635 in-Ib
Nominal Moment Strength: Mn= 65413 in-Ib
Reinforcement Calculations:
Concrete Compressive Block Depth: a= 041 in
Steel Required Based on Moment: As(1)= 0.01 in2
Min.Code Req'd Reinf (Shrink./Temp (AGI-10.5 4): As(2)= 0.36 in2
Controlling Reinforcing Steel: As-reqd= 0.36 in2
Selected Reinforcement: #4's @ 11.0 in o.c.e/w(2)Min.
Reinforcement Area Provided: As= 0.39 in2
Development Length Calculations:
Development Length Required: Ld= 15 in
Development Length Supplied: Ld-sup= 3.5 in
Note: Plain concrete adequate for bending,therefore adequate development length not required.
NOTES
r
LVNV IHf]Lt 1 LPI 18 DEPTH 9.500 DESIGN CRITERIA VSI 0 41
1. THIS COMPONENT IS DESIGNED TO SUPPORT ONLY I WEB 0 375 I RSI 0 47
THE VERTICAL LOADS SHOWN VERIFICATION OF NOTE. LOADS SHOWN ARE FOR INPUT LOAD CASE(1). OTHER LOAD CASES FLANGE 1.60 X 2.50
LOADING,DEFLECTION LIMITATIONS,FRAMING FOR PATTERN LIVE LOADING ARE CHECKED AS REQUIRED. LIVE LOAD = 40 PSF
METHODS,WIND AND SEISMIC BRACING,AND OTHER (DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER.) DEAD LOAD 12 PSF
LATERAL BRACING THAT IS ALWAYS REQUIRED IS DISTRIBUTION SOURCE TYPE TOP/SIDE LOAD FROM TO LOAD LDF TOTAL LOAD = 52 PSF
THE RESPONSIBILITY OF THE PROJECT ENGINEER FT-IN-SX FT-IN-SX
OR ARCHITECT UNIFORM FLOOR LIVE TOP 53 PLF 00-00-00 32-00-00 1 00 1 SPACING = 16 00 IN C/C
2.PROVIDE RESTRAINT AT SUPPORTS TO ENSURE UNIFORM FLOOR DEAD TOP 16 PLF 00-00-00 32-00-00 0 90
LATERAL STABILITY DEFLECTION CRITERIA
3.DO NOT CUT NOTCH OR DRILL LPI FLANGES. WARNING NOTES: LIVE LOAD DEFL L / 480
4.SHIM ALL BEARINGS FOR FULL CONTACT TOTAL LOAD DEFL L / 240
5.VERIFY DIMENSIONS BEFORE CUTTING LPI TO SIZE. THIS COMPONENT DESIGN IS SPECIFICALLY FOR L-P ENGINEERED WOOD PRODUCTS.
6.THIS LPI IS TO BE USED AS A FLOOR JOIST ONLY. USE OF THIS DESIGN FOR ANYTHING OTHER THAN LP LVL OR LP LSL OR LP I-JOISTS IS CODE COMPLIANCES
7 COMPRESSION EDGE BRACING REQUIRED AT STRICTLY PROHIBITED.ANY MODIFICATION OF THIS DOCUMENT REQUIRES REVIEW REPORT N
98'O.C.OR LESS. BY A DESIGN PROFESSIONAL. ICC-ES ESR-1305
L.A City RR 25099
MINIMUM BEARING SIZES ARE SUFFICIENT TO PREVENT CRUSHING OF THE LPI CCMC 12704-R
JOIST AS DESIGNED.IT IS THE RESPONSIBILITY OF THE PROJECT ENGINEER,
ARCHITECT OR DESIGNER TO VERIFY THAT THE SUPPORT STRUCTURE FOR THIS
JOIST IS CAPABLE OF SUPPORTING THE REACTIONS.
ANCHOR LPI JOIST SECURELY TO BEARINGS OR HANGERS.
DEFLECTION ASSUMES COMPOSITE
ACTION WITH GLUED AND
NAILED 19/32, APA RATED
SHEATHING (32/16 SPAN RATING)
53 ti..I 13i a i I i li r• 1_ - Ii r... - ' I 53
1
5
9 500
SUPPORT REACTIONS (LBS)
MAXIMUM BEAR I NG NUMBER CEC
1 2 3 4 2 500
DOWN 404 866 814 307
UPLIFT -- --- --- ---
CROSS SECTION
MIN BEARING SIZES (IN-SX)
3- 8 3- 8 3- 8 1- 8
MAXIMUM DEFLECTIONS LEFT CANTILEVER
CALCULATED ALLOWABLE CALCULATED ALLOWABLE 1 0 0
LIVE LOAD 0 08 0 27 -0 02 0 20' 11- 0- 0 10- 0- 0 10- 0- 0
*DEAD LOAD 0 03 -0 01 32- 0- 0
TOTAL LOAD 0 10 0 54 -0 03 0 30 THIS DRAWING IS NOT TO SCALE
Handling&Erection Miscellaneous Information LP LVL,LP LSL and CTR,LP I-Joist Specifications Software Provided By- 11/04/09 IRC
Tempo stynd Derma nt bracing for holding component The of thi component shall be specified by the design of the •Supports nd ecti to LP LVL,LP LSL,CTR and LPI to be specific appllcati LP Engineered Wood Products
plumb nd to res sting lateral forces shall be de igned and complete struclu Obtain all the necessary code compli appr at "Common nails dr parellel to glu lines shall be spaced mi imum of 4"for 1 Od 414 Union Street,Suite 2000
stalled by othe No loads are to be applied to the and instructions from the designers of the omplete structu bef r ng nd 3"for ed. Nashville,TN 37219
component until after all the framing nd fastening or this component.If the de ign crite listed abov doe of meet local •Do of cut, otch,drill or she LP LVL,LP LSL nd CTR,LP 1-Jo sts ex apt shown Local 909.463.6460
completed.At no time shall loads greater than design loads building code requ ements,do of this design.Whe this drawing in published material from LP any of LP LVL,LSL nd CTR,LP I-Joists ntrary
be applied to the ompo ant. signed no Bled,the structu al de ign is appr ad shown this to the limits set forth hereon,negates any expr warranty of the product nd LP Fax 866.753.4369
drawing based on data provided by the stome LP LVL,LP LSL nd di claims all implied warranties including the implied warrant! of merchantability National Wats 800.515.7570
Design Criteria CTR,LP 1-joists made without ambe no will deflect nde load. and fitn ss for a particular use.
The de ign nd material specified substantial Wood in direct contact with concrete must be protected as equued by
conformity with the latest revise of NDS nd AITC. code.Conti us late al support assumed(wall,floor beam,etc.).LP DWG #
Dead load deflection nciudes adjustment factor for creep. does of provide its nspeclio This drawing must he an Architect's •A COPY OF THIS DRAWING IS TO BE GIVEN TO THE INSTALLING CONTRACTOR
Total load deflection starts o Engineer's seal aimed to be considered an Engineering document. SHEET #
LP is egiste ed trademark of Louisiana-Pacific Corporation.
File:C:\Program Files\LP\Wood-E Design\2009.2\WOODE.SPX