Plans (26) (-
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F,444,06114,6„.,
G93 )11-71\
ALAN MASCORD DESIGN ASSOCIATES, INC.
July 13th, 2016
To: City of Tigard
Re: Lot 15 Medallion Meadows
Mascord Plan 2291
Beam M29 Outdoor living area
Beam M29 at the outdoor living area was installed with trusses bearing
on top. A 4 x 10 beam provides adequate structural capacity. See
attached beam calculation and truss G1 for truss reaction loads.
Replace M29 with a 4 x 10 beam.
Feel free to contact me if there are any concerns.
Thank you
1,2,fized Rfzegel/
James Rowell
Plan Support
2187 NW Reed Street,Suite 100
Portland,Oregon 97210
503/225-0933 FAX 503/961-1961
www.mascord.com
•
(0116127--FOUR D CONSTRUCTION CO. -LOT 15 MEDALLION MEADOWS -- TIGARD, OR - 11) _.-_
Top chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located
Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II , EXP B, wind TC DL=4,2 psf, wind BC .
Webs 2x4 HF Std/Stud DL=6.0 psf.
Bottom chord checked for 10.00 psf non-concurrent bottom chord live Wind loads and reactions based on MVFRS with additional C&C member
load applied per IRC-12 section 301,5. design.
Deflection meets L/360 live and L/240 total load. Creep increase factor Right end vertical not exposed to wind pressure,
for dead load is 1.50.
2X4 III
2-3-4
6
0-4-0 --TA 'tgl
4 � 9-1-2 r
2X4(A1) = 3X5 III
1.5-4 >I3"12.1
I7-9-0 Over 2 Supports
R=326 W=5.5" R=328 U=3
RL=32
Design Crit: IRC2012/TPI -2007(STD)
PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.02.00 a t. PIRfBF��s• TOR/L/1/- -/R PSF Scale =1"/Ft.
Truss Components on (503 357-211$ 'IVARNINGI"' READ AND FOLLOW ALL NOTES ON THIS DRAWING! `y aG�NFF �O REF 87175- 50362
Po S ) "IMPORTANT" TURKISH THIS DRAWING 70 ALL CONTRACTORS INCLUDING THE INSTALLERS.
$25 N 4th Ave,Comehus OR 97113 Trusses require extreme t re in fabricatin handlin she n installin and bracin Refer to and follow �w, /
the ,utast edition of 6CS1 (Building Component Safety Information, by TPI and WIC.) for safety practices prier jV 83294PE 9 TC DL 7.0 P S F DATE 03/02/16
to performing these functions. Installers shall provide temporary bracing per SCSI. Unless noted attarwise., Cr
top cooed shell nava properly attached
structural sheathing and bottom chard shave have n properly attachedBC BC DL 10.0 PSF DRW CAUSR7175 16062138
rigid Ceiling. Locations shown for permanent lateral restraint of webs snail nava bracing installed porper BCtI
actions 63, 67 or 610, as applicable. Apply plates to each facia of truss and position as shown above and on 03/02/2016
A��J h ' ! the Joint Details, unless noted otherwise. Refer to drawings 16gA-Z for standard plate positionsB C L L 0.0 P S F CA-ENG BIT/R T T
\�L' I Alpine. a division of iT1Y Building Components Group Inc. shall not be responsible for any deviation from this OREGON
drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping,
ANITW COMPANY i nstai tat ion a bracing of trusses. a TOT.LD. 42.0 PSF SEAN- 195762
A sea on this drawing or MI
p.g. listing this dr.win0 indlc.tes .cc.yrant.of profaoslonal angln..Ting �4 �t.Y 14,20
responsibility aof.fy for tin dealge shown. TA.suItI Secy and use of this dr.wlap ear any straeturo Is hn S$ t� D U R.FAC. 1 .1 5 FROM IKE
1351RtivanaCipele responsibility of the Building Designer per ANSI/TPI , sac,:. eli Tan
Sacramen10,CA 951:1 Far more Information s e this job's general nates saga and those web sites:
RENEWS:6/30/2016 SPACING 24.0" 1 REF- 1 VOM7 1 7 5 Z 1 8
ALPINE' www,alpineitw.consm: TPII: www.tpinst.arg;WTCA: www-sbcindustry.som: ICC:www.!ccsa,e.arg
Project:2291-FOUR D CONSTRUCTION(COMP ROOF) page
111FICJames Rowell
Location:M29-BM OVER MID PATIO(FIELD REV) 111111 Alan Mascord Design
Multi-Loaded Multi-Span Beam2187 NW Reed St,Suite 100 of
[2012 International Building Code(2012 NDS)] " ' lrsra> : Portland,OR 97210
3.5 IN x 9.25 IN x 12.33 FT StruCalc Version 9.0.2.5 7/13/2016 9:55:05 AM
#2-Douglas-Fir-Larch-Dry Use
Section Adequate By:39.0%
Controlling Factor:Moment
DEFLECTIONS Center LOADING DIAGRAM
Live Load 0.14 IN 01084
Dead Load 0.10 in
Total Load 0.24 IN U618
Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:U240
REACTIONS A
Live Load 598 lb 598 lb
Dead Load 450 lb 450 lb
Total Load 1048 lb 1048 lb
Bearing Length 0.48 in 0.48 in
w
BEAM DATA Center
Span Length 12.33 ft
Unbraced Length-Top 0 ft
Unbraced Length-Bottom 12.33 ft
Live Load Duration Factor 1.00
Notch Depth 0.00
UNIFORM LOADS Center
MATERIAL PROPERTIES Uniform Live Load 97 plf
#2-Douglas-Fir-Larch Uniform Dead Load 66 plf
Base Values Adjusted Beam Self Weight 7 plf
Bending Stress: Fb= 900 psi Fb'= 1080 psi Total Uniform Load 170 plf
Cd=1.00 CF=1.20
Shear Stress: Fv= 180 psi Fv'= 180 psi
Cd=1.00
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi
Comp.J-to Grain: Fc- = 625 psi Fc-i-'= 625 psi
Controlling Moment: 3231 ft-lb
6.16 Ft from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Controlling Shear: 922 lb
At a distance d from left support of span 2(Center Span)
Created by combining all dead loads and live loads on span(s)2
Comparisons with required sections: litg:d lit: Provided
Section Modulus: 35.9 in3 49.91 in3
Area(Shear): 7.69 in2 32.38 in2
Moment of Inertia(deflection): 89.62 in4 230.84 in4
Moment: 3231 ft-lb 4492 ft-lb
Shear: 922 lb 3885 lb
NOTES