Specifications ®®
•
ijWii®k
POWER TO PERFORM."`
MiTek Industries, Inc.
6904 Parke East Blvd.
Tampa, FL 33610 -4115
Re: 902113DG H
ROOF DESIGN INFO
The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision
based on the parameters provided by Oregon Truss Company.
Pages or sheets covered by this seal: T3833928 thru T3833928
My license renewal date for the state of Oregon is December 31, 2011.
City of Tigard
A... rov =d Plans
Byi iAt . Datet9li 10
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F OREGON cbc5 . EVISION
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(EXPIRATION DATE: DEC. 31, 2011) OFFICE COPY
August 9,2010
Albani, Thomas
The seal on these drawings indicate acceptance of professional engineering responsibility solely for the
truss compo,ents shown. The suitability and use of this component for any particular building is the
responsibility of the building designer, per ANSI/TPI 1 Sec. 2.
Job Hark Quell Type Span P1 -111 Left OH Right OH Engineering
902113DGH EVGH11 R 1 SP 240000 6 2- 0- 0 2- 0- 0 T3833928
11026 74th Ave
Pagel of 2
6-0-0
2-0-0
+ 30 "x72"
1 -6-0
W:508 W:508
R:1325 R:2233
U: 270 N 0 0 0 U: 449
0 0
TC 2 -0 -0 5 -7 -15 1 �+ 2 -8 -0 6 -0 -0 2 -0 -0
8C 7 -2 -12 410 -14 6 - - 3 -8 -10 4 -1 -12 1 5 -10 -4
24 -0 -0
Scale: 0.251' = 1'
For all lumber, plates, etc. not shown, refer to page 2 of this drawing.
Repair is based on information received from truss fabricator.
Truss must be in original, undeflected position prior to carrying out the repair.
Provide temporary support to the truss prior to carrying out the repair.
REPAIR PROBLEM:
(1) Need to modify the top chord profile as shown.
REPAIR SOLUTION:
Apply all nails so as to avoid damaging of lumber and loosening of plates at joints.
(A) Use a carbide tipped blade to cut and remove portion of truss shown dashed.
All remaining plates must be intact and fully embedded.
(B) Install 2x6 1800F 1.8E member(s) ( +) using 7/16" OSB or structurally equivalent
material applied to (EACH) face of truss using 8d common nails as per the (Plywood
Nailing Schedule ).
Installed members must have complete wood to wood contact with original members.
(C) Attach 7/16" OSB or structurally equivalent material to (EACH) face of one end of
the truss using 8d common nails as per the (Plywood Nailing Schedule).
(Plywood Nailing Schedule)
2x4 - -- (1 -row) @ 2" o.c.
2x6 ----- (2 -rows) @ 2" o.c.
Stagger each row when two or
more rows are required.
�( D PR Q,c
� , 0AGIN EFd9 /�..
622 _
tc" OREGON c:r
O 11/8 ER \ -
M 1S A. PN'0
(EXPIRATION DATE: DEC. 31, 2011
August 9,2010
Caine Plus'" 0 Copyright MiTek®1996 -Z10 Version 27.0.003 Engineering - Portrait 8/90010 11:08:17 AM Page 1
• Job Stark Quan Type Span P1 -H1 Left OH Right OH Engineering
902113DGH EVGH11 -R 1 SP 240000 6 2- 0- 0 2- 0- 0 T3833928
11026 74th Ave
Paste 2 of 2
DG 12 -1 -0 4x8= DG 6 -10 -7
HO 4 -3 HO 4 -3
HH 4 B HH 4
6 6
1x3 5x5= 4x5=
4 : 0 1 1r
I% J C D
6 -7 -15 6
5 -8 -3
6
4x6 G 4x6 =
A 6x6 = _ E
�---1 3
x F H Z
7x8 = 3x5=
W:508 W:508
R:1257 R:2150
U: 270 U: 449
TC 2 -0 -0 5 -7 -15 1 5 -0 -1 4 -8 -0 12 -8 -0 6 -0 -0 2 -0 -0
BC 7 -2 -12 1 6 -3 -4 1 4 -1 -12 1 5 - 10 -
q 24 -0 -0 p
ALL PLATES ARE MT2020
Scale:0.234 1'
MiTek® Online Plus' APPROX. TRUSS WEIGHT: 156.4 LBS
Online Plus -- Version 27.0.003 G -F 0.58 1516 T 0.21 0.37 concurrent LL on BC.
RUN DATE: 09- AUG -10 F -H 0.43 2580 T 0.15 0.28 Wind Loads - ANSI / ASCE 7 -05
H -E 0.90 2423 T 0.13 0.77 Truss is designed as a Main
CSI -Size- - - -- Lumber - - -- Webs Wind -Force Resistance System.
TC 0.63 2x 4 DFL - #1B J -G 0.08 237 C Wind Speed: 100 mph
BC 0.90 2x 6 DFL- 2250f -1.7E G -B 1.00 1965 T Mean Roof Height: 15 -0
-- 0.71 2x 4 DFL - #1B B -F 0.46 918 T Exposure Category: C
A -G G -F F -C 0.32 1205 C Occupancy Factor : 1.00
WB 1.00 2x 4 HF- STUD -STAN C -H 0.07 218 C Building Type: Enclosed
HF- STUD -STAN is HF -STUD H -D 0.42 838 T Zone location: Exterior
or HF -STAN TC Dead Load : 4.0 psf
Condition at Manufacture: Wet TL Defl - 0.69" in G -F L/402 BC Dead Load : 6.0 psf
LL Defl - 0.29" in G -F L/948 Roof Snow Load per ASCE 7 -05
Brace truss as follows: Hz Diap LL DL TL Ground Snow Load = 25.0 psf
0.C. From To Jt E 0.11" 0.15" 0.26" Rain Load = 0.0 paf
TC Cont. 0- 0- 0 24- 0- 0 Shear // Grain in H -E 0.55 Importance Factor 1.00
BC Cont. 0- 0- 0 24- 0- 0 Thermal Faotor 1.00
Plates for each ply each face. Exposure Factor 1.20
psf-Ld Dead Live Plate - MT20 20 Ga, Gross Area Balanced Load Factor 0.84
TC 7.0 25.0 Plate - HNGE 18 Ga, Gross Area Unbal snow loads checked
BC 10.0 0.0 Plate - MT2H 20 Ga, Gross Area Upwnd ridge dist = 25.0 ft
TC +BC 17.0 25.0 Plate - MT8H 18 Ga, Gross Area Max pomp. force 3485 Lbs
Total 42.0 Spacing 24.0" Jt Type Plt Size X Y JSI Max tens. force 3180 Lbs
Lumber Duration Factor 1.15 A MT20 4.Ox 6.0 0.5 0.4 0.98 Connector Plate Fabrication
Plate Duration Factor 1.15 J MT20 1.Ox 3.0 Ctr Ctr 0.98 Tolerance = 10%
TC Fb=1.00 Fc=1.00 Ft=1.00 B MT20 4.Ox 8.0- 1.5 -0.8 0.97 This truss is designed for a
BC Fb=1.00 Fc=1.00 Ft=1.00 C MT20 5.Ox 5.0- 0.5 -0.3 0.92 creep factor of 2.0 which
D MT20 4.Ox 5.0 Ctr -0.5 0.91 is used to calculate total
Total Load Reactions (Lbs) E MT20 4.Ox 6.0 Ctr Ctr 0.98 load deflection.
Jt Down Uplift Horiz- G MT20 6.Ox 6.0 Ctr -0.6 0.98
A 1257 270 U 124 R F MT20 7.Ox 8.0 0.5 4.0 0.65
E 2150 449 U 125 R H MT20 3.Ox 5.0 Ctr Ctr 0.91
Jt Brg Size Required REVIEWED BY:
A 5.5" 1.5" MiTek Industries, Inc.
E 5.5" 2.3" 6904 Parke East Blvd.
Tampa, FL 33610 �Q` PROPen
LC# 1 Snow Loading
Dur Fctrs - Lbr 1.15 Plt 1.15 REFER TO ONLINE PLUS GENERAL 5� GIN E ' >
plf - Dead Live* From To NOTES AND SYMBOLS SHEET FOR ��\ �N Fig_ �.
TC V 14 50 0.0' 24.0' ADDITIONAL SPECIFICATIONS.
BC V 20 0 0.0' 24.0' 622 _ • - -.
BC V 441 649 21.4' CL -LB NOTES:
Trusses Manufactured by: ---------
Plus 6 Wind Load Case(a) Oregon Truss r
Plus 8 Unbalanced Load Cases Analysis Conforms To: '10Nr- -
Plus 1 UBC LL Load Case(s) IBC /IRC2006 C � N
Plus 1 DL Load Case (s) TPI 2002 , F OREGON ,
OH Loading F
Membr CSI P Lbs Axl- CSI -Bnd Soffit psf 2.0 ti O A- MB ER \ �Q'
Top Chords This truss has been designed '✓/ , A P�
A -J 0.59 3485 C 0.10 0.49 for 20.0 psf LL on the B.C.
J -B 0.49 3226 C 0.09 0.40 in areas where a rectangle
B -C 0.34 2243 C 0.04 0.30 3- 6- 0 tall by
C -D 0.19 2423 C 0.05 0.14 2- 0- 0 wide (EXPIRATION DATE: DEC. 31, 2011
D -E 0.63 2678 C 0.07 0.56 will fit between the B.C.
Bottom Chords and any other member.
A -G 0.71 3180 T 0.44 0.27 Design checked for 10 psf non- August 9,2010
Online Plus'. 0 Copyright MITek0 1996-2010 Verson 27.0. 003 Engineering - Portrait 8/9/201011:08.17 AM Page 1
ONLINE PLUS GENERAL NOTES 86 SYMBOLS
• 108 PLATE LOCATION FLOOR TRUSS SPLICE LATERAL BRACING
{' ( 3X2, 4X2, 6X2 ) Designates the location for
Center plates on joints continuous lateral bracing (CLB) for
unless otherwise noted support of individual truss members //►
��' in plate list or on drawing. � only. CLBs must be properly Y�
Irk Dimensions are given in anchored or restrained to prevent
inches (i.e. 1 1/2" or 1.5") simultaneous buckling of adjacent
or IN -16ths (i.e. 108) (W) = Wide Face Plate truss members.
(N) = Narrow Face Plate
PLATE SIZE AND ORIENTATION DIMENSIONS BEARING
The first dimension is All dimensions are shown in *Ile W hen truss is designed to
3x5 11 the width measured FT -IN -SX (i.e. 6-8.5" or bear on multiple supports,
to slots. interior bearing locations
��
perpendicular 6 -08 -08 ). Dimensions less should be marked on the
■IWIi The second dimension is than one foot are shown truss. Interior su ort or
�� the length measured in IN -SX only (i.e. 708). pP
parallel to slots. Plate temporary shoring must be
orientation, shown next in place before trusses are
to plate size, indicates
6-08-08 W °Actual Bearing installed. If necessary, shim
direction of slots in W idth (IN -SX) bearings to assure solid
connector plates. t t 708 R = Reaction (Ibs.) contact with truss.
U = Uplift (lbs.)
Metal connector plates shall be applied on both faces Mitek Industries Inc. bears no responsibility for the
of truss at each joint. Center the plates, unless erection of trusses, field bracing or permanent
indicated otherwise. No loose knots or wane in plate truss bracing. Refer to "Building Component Safety
contact area. Splice only where shown. Overall spans Information" (BCSI 1) as published by Truss Plate
assume 4" bearing at each end, unless indicated Institute, 218 North Lee Street, Suite 312, Alexandria,
otherwise. Cutting and fabrication shall be performed Virginia 22314. Persons erecting trusses are cautioned
using equipment which produces snug -fitting joints and to seek professional advice concerning proper erection
plates. Unless otherwise noted, moisture content of bracing to prevent toppling and " dominoing ". Care
lumber shall not exceed 19% at time of fabrication and should be taken to prevent damage during fabrication,
the attached truss designs are not applicable for use storage, shipping and erection. Top and bottom chords
with fire retardant lumber and some preservative shall be adequately braced in the absence of sheathing
treatments. Nails specified on Truss Design Drawings or rigid ceiling, respectively. It is the responsibility of
refer to common wire nails, except as noted. The others to ascertain that design loads utilized on these
attached design drawings were prepared in accordance drawings meet or exceed the actual dead loads imposed
with " National Design Specifications for Wood by the structure and the live loads imposed by the local
Construction" (AF & PA ), " National Design Standard building code or historical climatic records. When truss
for Metal Plate Connected Wood Truss Construction" hangers are specified on the Truss Design Drawing,
(ANSI /TPI 1), and HUD Design Criteria for Trussed they must be installed per manufacturer's details and
Rafters. specifications.
FURNISH A COPY OF THE ATTACHED TRUSS DESIGN DRAWINGS TO ERECTION CONTRACTOR. IT IS
THE RESPONSIBILITY OF THE BUILDING DESIGNER TO REVIEW THESE DRAWINGS AND VERIFY THAT
DATA, INCLUDING DIMENSIONS & LOADS, CONFORM TO ARCHITECTURAL PLAN / SPECS AND THE
TRUSS PLACEMENT DIAGRAM FURNISHED BY THE TRUSS MANUFACTURER.
1011111111/1 MiTek Industries, Inc.
wierearri
- 6904 Parke East Blvd.
............... - Tampa, FL 33610 -4115
Nj [1 8 Tel: 813 - 972 -1135
Fax: 813- 971 -6117
POWER TO PERFORM.'