20090061 Engineers Letter Hodge
engineering inc.
g g 12-4-08 �
Letter# 8731 B
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1.
RE: Tenant Improvement Yelm Office Building
718 W Yelm Ave
Upset Beam / Gusset and Cut Truss Tails
To Whom It May Concern:
At the request of the builder I have provided a structural observation of the office
building remodel at 718 W Yelm. The builder is upsetting a beam by cutting truss
tails to supnnrt a removed hearing wall. The beam is being upset to provide
adequate head height.
The builder is removing 10'8" of bearing wall and replacing it with a beam.
In previous engineering support letter 87311 sized the required beam with 15' of
tributary roof load with concrete tile as a 5-1/8"x10-1/2" GLB 24F-1.8E. The
beam is to post down on double 2x6 studs nailed together with (2) 10d nails at 8"
on center. The studs are adequately supported by the existing footing and
stemwall below.
As an option the builder may solid block between the truss top and bottom cord
and add 7/16" sheathing to one side of the trusses and hang the cut trusses off
the 5-1/8"x10-1/2" upset glulam beam. The 7/16" sheathing shall 18" wide and
be nailed with (2) rows 8d nails at 6" on center to both top bottom truss cords.
This configuration will provide greater strength to the trusses than the original.
See attached etail for truss gusset nailing configuration.
Please cont wit v questions regarding this project.
1
12-4-08
Letter#8731 B,.
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John Hodge P.E.
This letter is the professional opinion of the engineer of record and regards his engineering only. This letter
does not allow the builder to disregard Code requirements. Any schedule or cost impact is the responsibility
of the builder or owner. The Building Inspector has the final authority to allow field changes to approved
building plans.
Hodge k 3 . _Inc.
6oi.Jahn Ave NW Ste, Ni Gig Hai-bor,WA 98335 I
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Hodge
engineering + inc.
10-22-08
Letter# 8731
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RE: Tenant Improvement Yelm Office Building
718 W Yelm Ave
To Whom It May Concern:
At the request of the builder I have reviewed the attached tenant improvement for
the office building at 718 W Yelm Ave. The builder is removing 10'8" of bearing
wall and replacing it with a beam.
I have sized the required beam with 15' of tributary roof load with concrete tile as
a 5-1/8"x10-1/2" GLB 24F-1.8E. The beam is to post down on double 2x6 studs
nailed together with (2) 10d nails at 8" on center. The studs are adequately
supported by the existing footing and stemwall below.
See attached engineering calculations and builder provided plan views.
Please c tact_me with any questions regarding this project.
J
10-2 -08.. T' ' .
John 1od ?
Thi Vetter is the pro ssiona 'ion he engineer of record and regards his engineering only. This letter
does noft allow the ljltier to disreg2ft t;od requirements. Any schedule or cost impact is the responsibility
t e bpi
owrW The Buildu o Spector has the final authority to allow field changes to approved
ns
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'26o 4.. alin Ave NNV Ste. M Gib;IdarPaor,�� 9�33
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(25-3)857-70r),,-)Fax(25 3) 857-7599
RECEIVED 1,0/2212008 10:34 2530577599 HODGE ENGINEERING
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COMPANY PROJECT
r Hodge Engineering Inc. Yelm Office Building
Wood �o r k Gig Jahn Ave 98 Suite Al Roof Load
y j(4J! J Gig Harbor,WA 98335 Beam1
SOETWAREMN WOOD DWC& 253-857-7055,857-7599 fax
Oct.22,2008 14:16
Design Check Calculation Sheet
Sizer 8.0
LOADS:
Load Type Distribution Pat- Location [ft) Magnitude Unit
tern Start End Start End
T.oadl Dead Full Area 15.00(15.00)* psf
Load2 Snow Full Area 30.00(15.00)* psf
Monier Tile Dead Full Area 10.00(15.00)* psf
*Tributary Width (ft)
MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in) :
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a
10' 10'-8'
Dead 2000 2000
Live 2400 2400
Total 4466 4466
Bearing:
Load Comb #2 #2
Length 1.34 1.34
Cb 1.00 1.00
Glulam-Bal.,West Species,24F-1.8E WS, 5-1/8x10-112"
Self-weight of 12.39 plf included in loads;
Lateral support:top=at supports,bottom=at supports;
Analysis vs.Allowable Stress (psi) and Deflection(in) using NDS 2005:
Criterion Analysis Value Desi n Value Anal sis/Desi n
Shear fv = 104 Fv' - 305 fv/Fv' = 0.34
Bending(+) fb = 1518 Fb' = 2713 fb/Fb' = 0.56
Live Defl'n 0.15 = L/869 0.36 = L/360 0.41
Total Defl'n 0.34 = L/379 0.53 = L/240 0.63
ADDITIONAL DATA:
FACTORS: F/E CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC#
Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2
Fb'+ 2400 1.15 1.00 1.00 0.983 1.000 1.00 1.00 1.00 1.00 - 2
Fcp' 650 - 1.00 1.00 - - - - 1.00 - - -
E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2
Emin' 0.85 million 1.00 1.00 - - - - 1.00 - - 2
Shear : LC #2 = D+S, V = 4466, V design = 3733 lbs
Bending(+) : LC #2 = D+S, M = 11910 lbs-ft
Deflection: LC #2 = D+S EI = 890e06 lb-in2
Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection.
(D=dead L=live S=snow W=wind I=impact C=construction Lc=concentrated)
(All LC's are listed in the Analysis output)
Load combinations: ICC-IBC
DESIGN NOTES:
1. Please verify that the default deflection limits are appropriate for your application.
2.Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSI/AITC A190.1-1992
3.GLULAM:bxd=actual breadth x actual depth.
4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3.
5.GLULAM:bearing length based on smaller of Fcp(tension),Fcp(comp'n).