Specifications Scope: Lateral force analysis of the structure. Gravity design is by others. Codes used: 2014 OSSC
Wind load ASCE 7-10:
Enclosure category Enclosed Sec. 26.2
Wind speed, V 110 mph Fig. 26.5- 1A
Kd 0.85 Table 26.6-1
Exposure B Sec. 26.7.3
KZt 1 Sec. 26.8.2
G 0.85 Sec. 26.9.1
Gcpi 0.18 Table 26.11-1
Khor KZ 0.76 Table 28.3-1
qZ = 0.00256KZKZtKdV2 20.0 psf Sec. 28.3.2
p=q,,(GCuf- GC,,) 0 = 26.6 2u= 4'-0"
p =20 (0.54+0.40+0.18) = 22 psf Wall Center
p=20 (0.75+0.61+0.18)= 31 psf Wall Edge
p= 20 (-0.24+0.40+0.18)= 7 psf Roof Center
p = 20 (-0.40+0.61+0.18)= 8 psf Roof Edge
Wind loads listed here exceed code minimum loads per ASCE 28.6.4 when applied to building.
Seismic load ASCE 7-10: SDC = D
V= Cs W Cs= Sds R = 6.5 Cs = 0.724/6.5 = 0.11
R/1
Dead Loads:
Roof: Floor: Ext Wall:
1/2 ply 1.7 psf 3/4 ply/T&G 2.2 psf 1/2 ply 1.7 psf
Roofing 2.0 psf Carpet 0.5 psf Siding 2.5 psf
Truss 24"oc 2.5 psf Joist 16"oc 2.5 psf 2x6 at 16"oc 1.7 psf
1/2" gyp 2.2 psf 1/2" gyp 2.2 psf 1/2" gyp 2.2 psf
Insul/elec 1.0 psf Elec/Misc 1.5 psf Insul/elec 1.0 psf
9.4 psf 8.9 psf 9.1 psf
use lOpsf use lOpsf use lOpsf
Short term allowable bearing pressure = 5000psf per Geotech report EvergreenB-3-01 by GeoDesign
dated October 20, 2015.
Page 1
%
,„ Design Maps Summary Report
User-Specified Input
Report Title Greenburg
Sun SeptemberRoad 13, 2015 15:38:35 UTC
Building Code Reference Document 2012 International Building Code
(which utilizes USGS hazard data available in 2008)
Site Coordinates 45.45056°N, 122.77361°W
Site Soil Classification Site Class D - "Stiff Soil"
Risk Category I/II/III
,5,
1 2a►i' :.
(rs4ilOm , -s
Aloha6
B=aaerton
t)
1
til solos-r � ' �
' O'' ''. *''' l'
.ng -,ty ., Tham,,-, '-.-1 ..... '''' ?•'.'".•""'''''''''''' ';,„f,,,,,-4,,, o''i'-1 fli''H''' t''''''',''''''7'N
m r,s uest c 2015 MapQuest 02015 Op Ma�t{lu��t
USGS-Provided Output
SS = 0.981 g SMS = 1.086 g SDS = 0.724 g
S1 = 0.425 g SMl = 0.670 g Sp, = 0.447 g
For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and
deterministic ground motions in the direction of maximum horizontal response, please return to the application and
select the"2009 NEHRP"building code reference document.
MCERResponse Spectrum Design Response Spectrum
0.28
1.10 0.90
0.59072-
0.'iH 0.04-
0.77
0.50
-CTS 0.00 4.48
II 0.55 7' 0+.80
0.44 - 0.32
0.33- 0.24
0
0.10
.22
0.11. 0.08
0.00 3.00
0.00 0.20 0.40 0.00 0.80 1.00 I.20 1.80 1.00 1.20 2 00
. 0.00 0 20 0.40 0 00 0.9`0 1.00 1.20 1.40 1.00 1.80 2.00
Period, T{sec} Period, T(sec)
Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of
the data contained therein.This tool is not a substitute for technical subject matter knowledge.
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MEMBER REPORT Level,Building 2 worst joist uplift PASSED
• 4 piece(s) 2 x 10 Douglas Fir-Larch No. 2
Overall Length:10'7"
1
417, N �
.71
10' Xl
CI
All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.
Design Results Actual®locationAllowed Result:`, LDF Loath C ntb nation(Pattern) System:Floor
Member Reaction(lbs) 2025 @ 10'5" 5738(2.25") Passed(35%) -- 1.0 D+1.0 W(All Spans) Member Type:Flush Beam
Shear(lbs) 2003 @ 9'6 1/4" 10656 Passed(19%) 1.60 1.0 D+1.0 W(All Spans) Building Use:Residential
Moment(Ft-lbs) 10063 @ 5'3 5/8" 11294 Passed(89%) 1.60 1.0 D+1.0 W(All Spans) Building Code:IBC
Live Load Defl.(in) 0.234 @ 5'3 1/2" 0.342 Passed(L/527) -- 1.0 D+1.0 W(All Spans) Design Methodology:ASD
Total Load Defl.(in) 0.242 @ 5'3 1/2" 0.512 Passed(L/508) -- 1.0 D+1.0 W(All Spans)
•Deflection criteria:LL(11360)and TL(L/240).
• Bracing(Lu):All compression edges(top and bottom)must be braced at 9'6 5/8"o/c unless detailed otherwise.Proper attachment and positioning of lateral
bracing is required to achieve member stability.
•Applicable calculations are based on NDS 2005 methodology.
Bearing length `Loads to Sins{ibs)
Supports - Total Available ,.Required,.. Dead :. 'Wind Total „Accessories,
1-Stud wall-SPF 3.50" 2.25" 1.50" 115 1904 2019 1 1/4"Rim Board
2-Stud wall-SPF 3.50" 2.25" 1.50" 115 1910 2025 1 1/4"Rim Board
•Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed.
Tributary Read Wind
Loads Location Width (O9O) Vt1.6O) ContWents
T-Uniform(PSF) 0 to 10'7" 1' 8.0 _ Residential-Living
Areas
2-Point(Ib) 5'3 5/8" N/A - 3814
Weyerhaeuser Notes' �+ 51 3 J,441E FOPtsWp INITIATt'Vt
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.
Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details.
(www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to
circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to
assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable
forestry standards.
The product application,input design loads,dimensions and support information have been provided by Forte Software Operator
---- �---�� -� �"--"" -- --�----� ---��--
Forte Software Operator I Job Notes 9/20/2015 8:35:58 AM
Forte v4.6,Design Engine:V6.1.1.5
Julie Havelka
Summit Engineering,LLC greenburg lateral beams.4te
-
(503)734-6633
julie@summitengineeringllc.com Page 1 of 1
'Page 12
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Design per SDPWS Section 4.3.5.2
Shearwall: W6 1'Floor
Design Criteria:
V= 2.590 lb Wind Controls
I / .. dI, H= 8 ft
I �y! L= 33 ft
\\ i h1= 2'4 in
[_ , i • I h2= 24 in
LALi_ �1fu__- h3= 24 in
sti ma n W1 = 72 in OK 5 3.5
W2= 72 in OK 53.5
-'II W3= 72 in OK 53.5
W4- 36 in OK<3.5
€ t
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---17, }l d2 48 in
r 1 "`t t t t— t I d3= 48 in
y dl
L1= 96 in
L2= 120 in
L3= 120 in
A-.., - ' '- L4= 60 in
i r I- w1 = 18 in
t _ ' i_... t_ w2= 54 in
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w4= 54 in
w5= 18 in
w6= 54 in
Pier 1: Pier 2: Pier 3: Pier 4:
Vi,= 628 lb Vie= 785 lb VI,= 785 lb - Vi,= 392 lb
MO 51= 5,023 ft-lb More= 6,279 ft-Ib Mc,= 6.279 ft-lb Mc,,,= 3,139 ft-lb
vi +v2= 105 plf <_260p1f v3+v4= 105 plf <_260plf v5+v6= 105 plf s 260p1f v3+v4= 105 plf 5 260plf
v1= 157 lb v3= 157 lb v5= 157 lb vi = 157 lb
v2= 471 lb v4= 471 lb v6= 471 lb v2= 471 lb
T1 = 209 lb T3= 209 lb T5= 209 lb T1 = 209 lb
T2= 209 lb T4= 209 lb TB= 209 lb T2= 209 lb
v7= 105 pif <_260p1f v8= 131 plf 5 260p1f v9= 131 Of 5 260plf v10= 131 plf <_260plf
Max Opening Shear= 105 plf 5 260p1f Use 15132"APA Rated Plywood
w/8d at 6"o.c.edges,12"o.c.field
Max Pier Shear= 131 plf S 260p1f Use 15/32"APA Rated Plywood
w/8d at 6"o.c.edges.12"c.c.field
Page 18
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Portal Frame Analysis
Shearwall(X+21: v,„2= 0 lbs
Shearwall{X+11: R1 V>,1= 0 lbs
Shearwall(XI:
S1 Vx= 1,726 lbs Wind Controls
Design Criteria: Beam:
w= 320 plf h= 7 ft b= 5.530 in A= 52.25 inz
P= 1280 lbs L = 10 ft d= 9.50 in Sr 82.73 in'
at x=
M,.= 13,808 lb-ft
1 ft C = 1.€0 I= 392.96 in4
Hx.z= 0 ft C:= 1.03
Hx;,= 0 ft Mr„= 23,298 lb-ft fb= 586.44 psi
Hx= 8 ft M,= 3,021 lb-ft V,T= 1.856 lbs f,"= 63,44 psi
d= 12 in M2= 3.021 lb-ft M,T= 4, - Fh= 2400.00 psi
V>T= 2,210043 lbs =
d,= 24 in OK<3.5 M,7= 3.581 Ib-ftft FF`_= 3944.98265.00 psi
psi
d,= 24 in
OK 424.40 psi
L;= 4 ft
T1 = 1,908 lbs Use 5.5 x 9.5 24E-V4 SLB Beam
a,„G= in 1-2,= 1,908 lbs
a,..0,= 5 n R,= 2,457 lbs
Fixed bottom= V (V or N) Rz= 6,033 lbs
Shearwalls:
v= 432 plf S 490pif Use ” od
wl 8d15(32at 3"o.c.APA edgesRated,12"Plywo.oc field
Header Straps:
T'T= 1,610 lbs Use Simpson CS16 Holddown
T>,= 1,610 lbs
Holdown Required:
Hd= 0 None Required Use Simpson HD10A Holddown
Total Hd= 1.907 lbs WI SSTB34 Anchor
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