Specifications (24) //s7-,40//
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RECEIVED
r i JUL 2 7 2011 UL272011
CITY OF TIGARD
STRUCTURAL CALCULATIONS BUILDING DIVISION
SIMMONS RESIDENCE
9300 SW Edgewood St., Tigard, OR 97223
CRAIG SIMMONS
July 21,2011
Project No. 110139
20 Pages
PRO44-
110CPIRE$:X2/3/wiz f
***LIMITATIONS***
ENGINEER WAS RETAINED INA LIMITED CAPACITY FOR THIS PROJECT
DESIGN IS BASED UPON INFORMATION PROVIDED BY THE CLIENT,
WHO IS SOLELY RESPONSIBLE FOR THE ACCURACY OF THE SAME.
NO RESPONSIBILITY AND/OR LIABILITY IS ASSUMED BY,
OR IS TO BE ASSIGNED TO THE ENGINEER FOR ITEMS
BEYOND THAT SHOWN ON THESE SHEETS.
11605725 16dSe.
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503. 737.4344
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Seismic Analysis
(Per 20091ntenational Building Code(IBC)&2010 Oregon Structural Specialty Code)
Structure ID:.SOnti 'Z
Spectral Response Accelerations: Site Coefficients: Seismic Use Group: «4-. 4
- s,=e+31F6-k `1" ""' F,, -t - " - Ton plate height from grade Dead Loads
P
S1=0,3370i F�= 1�`floor .gr ft. roof: 15 lbs.
2°d floor i (i t_. ft._ wall —8 lbs.
Adjusted Spectral Response Accelerations: 3'd floor= :.».ice-+ft floor: .; s_`lbs.
SMs= (Ss)(F,)= 1.0517 F= Individual floor heights
SMI= (SM.)= 0.5820 floor= ft
Load combination factor,fes,---±4.41, .t 2' floor= § 4 ft
Spectral Response Coefficients: Importance factor,I t ';T 3'd floor=
S)5= (2/3XSms)= 0.7011
SDI= (2/3XSMi)_ 0.3880 Seismic Design Category: '
� g r9� {..,. ;�=�= snow,Pr—.__ 2���_';lbs.
Design Base Shear(V): Response Modification Coefficient(R)_
V= F(Sns)W Area Wall(lf)
'comb R Roof 7"_ 1st floor e Y '
3rd floor 2nd floor
V= 7e
�t. � �� ���lbs.
2nd floor ) p ,i 3rd floor
Seismic Coefficient,Co
W=wr+w 3+wf8+wiv2+wn+(1/2)wwi+ws_
w,= 72805.50 lbs.
w,3= 0.00 lbs.
w0= 0.00 lbs.
wwt= 0.00 lbs.
k—`_ 100,
ws= .. .0.00. lbs.
(1/2)ww1= 27130.00 lbs.
ws= 0 lbs.
Vertical Distribution
W--*14.7.51n51,'lbs.
Level'x hk w t h w
x X h,,wx '�'>=W Fx
x
1 10.00 99.936 999.355 1.000 7699.68 lbs. Seismic Forces:
2 0.00 FALSE lbs. F1 -.lbs.#.. y,.. �
F2 ""--1" { , lbs.
=t .lbs. 2 = qf lbs. F3=„—r,,:711:71`,7111-1
._
. _ ...-tet_:... .... ry:71: '
RIMS Consulting LLC project Simmons Residence ,# 110139
11605 NE 16th St. Address 9300 SW Edgewood St.,Tigard,OR 97223
Vancouver, WA 98684 ci Craig Simmons
(503) 737-4344 RP 07/20/2011
RNS-consulting@comcast.net 13q nye pie / 2
Diaphragm Design Forces
F,
Fp, W (12.10-1,ASCE 7-05)
w,
Fed _ 9 $
�Fpz =t- �.,4
Fns '-'14-4#4,40E44,-
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RIMS Consulting LLC project Simmons Residence ,# 110139
11605 NE 16th St. Address 9300 SW Edgewood St.,Tigard,OR 97223
Vancouver, WA 98684 Clent Craig Simmons
(503) 737-4344 RP nye 07/20/2011 rage Z Z�
RNS-consulting@comcast.net of
•
Project : File .
Subject : Date : 7/20/2011
Location :
Eng.
Simplified Procedure - Main Wind Force Resisting System
Design Wind Pressure Components (ASCE 7-05)
Building Height = 20.83 ft
Roof Angle = 26.56 deg.
Basic Wind Speed = 94.44 mph (Figure 6-1)
Category = I (Table 1-1)
Importance Factor(I) = 0.87 (Table 6-1)
Exposure Category = B (Urban areas)
Enclosure Category = Enclosed Buildings (Constant value)
Kzt = Topographic factor obtained from Fig.6-4
= (1 +K1 • K2- K3)2
= 1.00
Design Wind Pressure, p, Figure 6-2-Load Case 1
Design wind pressures and forces are determined by Figure 6-2
Location Ps30 I Adjustment Ending P
(psf) Factor (pst)
Zone A 17.20 0.87 1.00 14.97
Zone B 5.38 0.87 1.00 10.00
Zone C 12.84 0.87 1.00 11.17
Zone D 4.77 0.87 1.00 10.00
Zone E -5.06 0.87 1.00 -10.00
Zone F -10.44 0.87 1.00 -10.00
Zone G -3.81 0.87 1.00 -10.00
Zone H -8.54 0.87 1.00 -10.00
Eoh -11.89 0.87 1.00 -10.34
Goh -10.64 0.87 1.00 -10.00
Design Wind Pressure, p, Figure 6-2-Load Case 2
Design wind pressures and forces are determined by the formula
Location Ps30 I Adjustment Ending P
(pst) Factor (pst)
Zone A 4.96 0.87 1.00 10.00
Zone B 3.41 0.87 1.00 10.00
Zone C 3.96 0.87 1.00 10.00
Zone D 2.73 0.87 1.00 10.00
Zone E -0.14 0.87 1.00 -10.00
Zone F -5.52 0.87 1.00 -10.00
Zone G 1.11 0.87 1.00 10.00
Zone H -3.65 0.87 1.00 -10.00
- Eoh -1.76 0.87 1.00 -10.00
Goh -2.00 0.87 1.00 -10.00
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RNS Consulting LLC Project Simmons Residence Job# 110139
11605 NE 16th St. Address 9300 SW Edgewood St.,Tigard,OR 97223
- Vancouver, WA 98684 Client Craig Simmons
(503) 737-4344 134n RP 07/20/2011 p //
RNS-consulting@comcast.net of Zu
Shearwalls:
PI, r Loads: level 1: 1891
Shearwall Type W G(1/2"gyp.) W(wood)
GP(5/8"gyp.) SS (steel stud shearwalls)
Seismic or Wind WI SE(Seismic)
WI(wind)
r: :..n; 1891.00 = 76 plf <364 plf Use 15/32"APA rated sheathing
25 w/8d at 6"o.c.edges,12"o.c.field
Shearwall lengths: 25 0 0 25 ft total
Critical Wall Length= 25 ft
Wall Height= 8.083 ft.
Mot= 76x25.0x8.1= ( 15286 _ ift"lbs
Weight(osf) Trib Width(ft.) Lernrth(ft.) _ Arm(ft) Mres(ft•Ibs)
Mres= 8 x 8 x 25 x 12.5 20000 Wall
5 x 10.000 x 25 x 12.5 15625 Roof
15 x 0 x 25 x 12.5 0 Floor
Weight(lbs.) Arm(ft)
192 x
25 4800 Retum/Hdr.
150 x 25 3750 point load#1
0 x 25 0 point load#2
Mres= 20000+15625+0+4800+3750+0
Mres= 1 44175 Jft'Ibs
H.D.= 15286-(0.67)(44175)/25.0= 0 lbs. No Holdown Required
F.S.= ,8.
1R2 1 Loads: level 1: 2222
snearwaii I ype W G(1/z"gyp.) W(wood)
VN(sits"gyp.) 55 (steer stud snearwalls)
seismic or wing WI St(Seismic)
wI(wind)
'_:3 2222.00 =
89 plf <364
25 plf Use 15/32"APA rated sheathing
Shearwall lengths: 18 7 0 25 ft.total w/8d at 6 o.c:edges,-12"o.c.field
Critical.Wall Length= 7 ft.
Wall = 8.0.083 "ft;
MotHeight= 89x7.0x8.1= 8083.3 ft*Ibs
Weiciht(psf) Trib Width(ft.) Length(ft.) Arm(ft) Mres(ft*lbs)
Mres= 8 x 10.000 x 7 x 3.5 1568 Wall
x 3.5 1225 Roof
15 x 0 x 7 x 3.5 0 Floor
Weight(lbs.) Arm(ft)
192 x 7 1344 Retum/Hdr.
150 x 7 1050 point load#1
0 x 7 0 point load#2
Mres= 1568+1225+0+1344+1050+0
Mres= 1 5187 Ift*lbs
H.D.= 5029-(0.67)(51V)/7.0= 1 222 (lbs. LTT2OB Holdown
W/SSTB16 anchor bolt
RNS Consulting LLC project Simmons Residence Jab# 110139
11605 NE 16th St. Address 9300 SW Edgewood St.,Tigard,OR 97223
Vancouver, WA 98684 Client Craig Simmons
(503) 737-4344131.1
37-434413� RP n 07/20/2011
' RNS-consulting@comcast.net pie /L of 2—c)
R3 Loads: level 1: 2823
Snearwarl type W (3(1/1"gyp.) w(wooa)
(5/b"gyp.) ss (steestud snearwalls)
- Seismic or Wind WI St(seismic)
WI(wina)
2823.00 = 113 plf <364 plf Use 15/32"APA rated sheathing
25 w/8d at 6"o.c.edges,12"o.c.field
Shearwall lengths: 18 7 0 25 ft.total
Critical Wall Length= 7 ft.
Wall Height= 8.083 ft.
Mot= 113x7.0x8.1= 6389 ft*Ibs
Weight(osf) Trib Width(ft.) Length(ft.) Arm(ft) Mres fft*lbs)
Mres= 8 x g x 7 x 3.5 1568 Wall
5 x 17.000 x 7 x 3.5 2083 Roof
15 x 0 x 7 x 3.5 0 Floor
Weight(lbs.) Arm(ft)
192, x 7 1344 Retum/Hdr.
255 x 7 1785 point load#1
0 x 7 0 point load#2
Mres= 1568+2083+0+1344+1785+0
Mres= I 6780 Ift*Ibs
H.D.= 6389-(0.67)(6780)/7.0= I 264 (lbs. LTT2OB Holdown
W/SSTB16 anchor bolt
Ra I Loads: level 1: 2559
Snearwall I ype W v(1/2-gyp.) W(wood)
(31-'(OW gyp.) SS (steel stua snearwalls)
Seismic or Wind WI St(Seismic)
wl(wlna)
2559.00 = 62 plf <364 plf Use 15/32"APA rated sheathing
41 w/8d at 6"o.c.edges,12"o.c.field
Shearwall lengths: 15.5 25.5 0 41 ft.total
Critical Wall Length= 15.5 ft.
Wall Height= 8.0833 ft.
Mot= 62x15.5x8.1= I 7820 Ift"lbs
Weiaht(psf) Trib Width(ft.) Length(ft.) Arm(ft) Mres(ft*Ibs)
Mres= 8 x 8 x 15.5 x 7.75 7688 Wall
5 x 17.000 x 15.5 x 7.75 10211 Roof
15 x 0 x 15.5 x 7.75 0 Floor
Weight(lbs.) Arm(ft)
192 x 15.5 2976 Retum/Hdr.
255 x 15.5 3952.5 point load#1
0 x 15.5 0 . point load#2
Mres= 7688+10211+0+2976+3953+0
Mres= I 24827 ft*Ibs
H.D.= 7820-(0.67)(24x27)/15.5= I 0 Ilbs. I No Holdown Required I
F.S.= 3.17
RNS Consulting LLC Project Simmons Residence Job# 110139
11605 NE 16th St. Address 9300 SW Edgewood St.,Tigard,OR 97223
Vancouver, WA 98684vent Craig Simmons
(503) 737-4344 RP 07/21/2011
RNS-consulting@comcast.net 13
Pate /'age '3 of 2
Shearwalls:
(R5 1 Loads: level 1: 1770.93
Shearwall Type W G(1/2"gyp.) W(wood)
GP(5/8"gyp.) SS (steel stud shearwalls)
Seismic or Wind SE SE(Seismic)
vvt(wina)
1770.93 = 148 plf <260 plf Use 15/32"APA rated sheathing
12 w/8d at 6"o.c.edges,12"o.c.field
Shearwall lengths: 12 0 0 12 ft.total
Critical Wall Length= 12 ft.
Wall Height= 8.083, ft.
Mot=_ 148x12.0x8.1= 14315 ft'Ibs
Weioht(psf) Trib Width(ft.) Lenstth(ft.) Arm(ft) Mres(ft"lbs)
Mres= 8 x 8 x 12 x 6 4608 Wall
5 x 2.000 x 12 x 6 720 Roof
15 x 0 x 12 x 6 0 Floor
Weight(lbs.) Arm(ft)
192 x 12 2304 Return/Hdr.
30 x 12 360 point load#1
0 x 12 0 point load#2
Mres= 4608+720+0+2304+360+0
Mres= ( 7992 Ift*lbs
H.D.= 14315-(0.90)(7992)/12.0= ' 594 slbs. LTT2OB Holdown
W/SSTB16 anchor bolt
R6 Loads: level 1: 1327
Snearwall type w v(1/2"gyp.) w(wood)
( I'(5/d-gyp.) SS (steel stud snearwalls)
Seismic or wind SE St(seismic)
W1(wrnd)
1327.00 _ 70 plf <260 plf Use 15/32"APA rated sheathing
19 w/8d at 6"o.c.edges,12"o.c.field
Shearwall lengths: 19 0 0 19 ft.total
Critical Wall Length= 19 ft.
Wall Height= 8.0833 ft.
Mot= 70x19.0x8.1= 10727 ft*lbs
Weight(asf) Trib Width(ft.) Length(ft.) Arm(ft) Mres(ft*lbs)
Mres= 8 x 8 x 19 x 9.5 11552 Wall
5 x 2.000 x 19 x 9.5 1805 Roof
15 x 0 x 19 x 9.5 0 Floor
Weight(lbs.) Arm(ft)
192 x _ 19 3648 Retum/Hdr.
30 x 19 570 point load#1
0 x 19 0 point load#2
Mres= 11552+1805+0+3648+570+0
Mres= ( 17575 f ft*lbs
H.D.= 10727-(0.90)(17575)/19.0= I 0 Vbs. I No Holdown Required f
F.S.= 1.64
RNS Consulting LLC project Simmons Residence job# 110139
11605 NE 16th St. Address 9300 SW Edgewood St.,Tigard,OR 97223
- Vancouver, WA 98684 CI lent Craig Simmons
(503) 737-4344 �� RP t7 07/20/2011 �a�
RNS-consulting@comcast.net �y 7-6
R7 Loads: level 1: 3300
•
snearwall I ype W (i(1/2"gyp.) W(wood)
v�(WS-gyp.) ss (steel stua snearwal►s)
- seismic or Wlna WI St(seismic)
WI(wlna)
•" 3300.00 = 129 plf <364 plf Use 15/32"APA rated sheathing
25.5 w/8d at 6"o.c.edges,12"o.c.field
Shearwall lengths: 25.5 0 0 25.5 ft.total
Critical Wall Length= 25.5 ft.
Wall Height= 8.083 ft.
Mot= 129x25.5x8.1= 26675 ft*lbs
Weight(osf) Trib Width(ft.) Length(ft.), Arm(ft) Mres(ft'Ibs)
Mres= 8 x 8 x 25.5 x 12.75 20808 Wall
5 x 10.000 x 25.5 x_ 12.75 16256 Roof
15 x 0 x 25.5 _ x 12.75 0 Floor
Weight(lbs.) Arm(ft)
192 x 25.5 4896 Retum/Hdr.
150 x 25.5 3825 point load#1
0 x 25.5 0 point load#2
Mres= 20808+16256+0+4896+3825+0
Mres= I 45785 Ift`Ibs
H.D.= 26675-(0.67)(4 785)/25.5= 0 Obs. No Holdown Required
F.S.= 1.72
Re Loads: level 1: 5064
snearwall I ype W Ii(1/2-gyp.) W(Wand)
vN(WS'gyp.) ss (steel stua snearwalls)_
Seismic or wind Wi St(seismic)
WI(wina)
5064.00 = 317 plf <364 plf Use 15/32"APA rated sheathing
16 w/8d at 6"o.c.edges,12"o.c.field
Shearwall lengths: 16 0 016 ft.total
Critical Wall Length= 16 ft.
Wall Height= 8.0833 ft.
Mot= 317x16.0x8.1= I 40934 Ift•Ibs
Weicht(psf) Trib Width(ft) Length(ft.) . Arm(ft) Mres(ft*lbs)
Mres= 8 x ,8 x 16 x 8 8192 Wall
5 x 19.880 x 16 x 8 12723 Roof
15 x 0 x 16 x 8 0 Floor
Weight(lbs.) Arm(ft)
192 x 16 3072 Retum/Hdr.
298.2 x 16 4771.2 point load#1
0 x 16 0 point load#2
Mres= 8192+12723+0+3072+4771+0
Mres= I 28758 Ift'Ibs
H.D.= 40934-(0.67)(28758)/16.0= 1354 lbs. LTT2OB Holdown
WI SSTB16 anchor bolt
RNS Consulting LLC Project Simmons Residence Jo},# 110139
11605 NE 16th St. Address 9300 SW Edgewood St.,Tigard,OR 97223
- Vancouver, WA 98684 Qient Craig Simmons
(503) 737-4344 RP 07/20/2011
• RNS-consulting@comcast.net a� Pate Page /s� Z`'
�Shearwalls:
�9 Loads: level 1: 1031.76
Shearwall Type W 3(1/2"gyp.) W(wood)
GP(5/8"gyp.) SS (steel stud shearwalls)
Seismic or Wind SE SE(Seismic)
WI(wlna)
�. ..
1031.76 = 147 plf <260 plf Use 15/32"APA rated sheathing
7 w/8d at 6"o.c.edges,12"o.c.field
Shearwall
hearwall lengths: 7 0 0 7 ft total
Critical Wall Length= 7 ft.
Wall Height= 8.083. ft
Mot= 147x7.0x8.1= 8340 ft'lbs
Weiaht(osf) Trib Width(ft.) Length(ft.) Arm(ft) Mres(nibs)
Mres= 8 x 8 x 7 x 3.5 1568 Wall
5 x 10.000 x 7 x 3.5 1225 Roof
15 x 0 x 7 x 3.5 0 Floor
Weight(lbs.) Arm(ft)
192 x 7 1344 Retum/Hdr.
150 x 7 1050 point load#1
0 x 7 0 point load#2
Mres= 1568+1225+0+1344+1050+0
Mres= ( 5187 Ift"lbs
H.D.= 8340-(0.90)(51V)/7.0= 525 lbs. LTT2OB Holdown
W/SSTB16 anchor bolt
R10 Loads: level 1: 2078.91
snearwall l ype w (1/2'gyp.) w(wood)
c�N(bits"gyp.) ss (steel stun snearwalls)
seismic or wino St SE(Seismic)
W l(wlna)
2078.91 = 277 If <380
-' - p plf Use 15/32"APA rated sheathing
7.5 w/8d at 4"o.c.edges,12"o.c.field
Shearwall lengths: 3 4.5 0 7.5 ft total
Critical Wall Length= 3 ft.
Wall Height= 8.0833 ft.
Mot= 277x3.0x8.1= 6722 ft*lbs
Weiaht(psf) Trib Width(ft.) Length(ft.) Arm(ft) Mres(ft*lbs)
Mres= 8 x 8 x 3 x 1.5 288 Wall
5 x 19.880 x 3 x 1.5 447 Roof
15 x 0 x 3 x 1.5 0 Floor
Weight(ibs.) Arm(ft)
192 x. 3 576 Retum/Hdr.
298.2 x 3 894.6 point load#1
0 x_ 3 0 point load#2
Mres= 288+447+0+576+895+0
Mres= 2206 If*lbs
H.D.= 6722-(0.90)(2206)/3.0= ' 1579 IIbs. HDU2-SDS2.5 Holdown
W/SSTB16 anchor bolt
RNS Consulting LLC Project Simmons Residence # 110139
11605 NE 16th St. Address 9300 SW Edgewood St.,Tigard,OR 97223
Vancouver, WA 98684 Client Craig Simmons
( 737-4344 RP 07i20i2011
Pate Pxie i6. of Z
RI\TS-consulting@corncast.net
o sultl.ng@comcast.net
I
2005 National Design Specification for Wood Construction Reduction Bending Shear Bearing E Rb 6
Beam Co 1.15 1.15! KbE 0.62
Mark Beam'A' Material:GLULAM CT 1.00 '.. .1.00:. 1.00 1.00. FbE 31697
._.Grade:24F-V4/V8 WIDTH 3.1/8. _.. CF i,1.00 .._..Fb'_. ....2760_. psi..
Span 8.5 ft Lu= 1.33 ft sizer 31/8 x'10 1/2 Cm 1.00 1.00 1.00 1.00 Fb' 2747 psi
x1= 0 ft w1= 795 lbs/ft b= 3.125 in C, 1.00 1.00 1.00 1.00 Fv' 276 psi
x2= 8.5 ft w2= 795 lbs/ft d= 10.50 in C, 1.00 Fc' 650 psi
Xa= 4.25 ft Pa= 1170 lbs A= 32.81 int Cv 1.00 E' 1800000 psi
Xb= 0 ft Pb= 0 lbs S= 57.42 in3 CL 1.00 Fbe/Fb* 11
Xc= __0 ft Pc 0 lbs I= .301.5 in4 Cfa 1.00
R1= 3964 lbs V_ 3308.,..lbs El= 542637 kip-irt2
R2= 3964 r lbs M= 9646 ft-lbs Le= 2.74 ft Material GUAM
Wimil=L/ 240 A_ 0.23 inch Fb= 2400 psi Grade 24F-V4/V8 mom 31/8
Fv_ 240 psi Load Duration,Co , iwo MO8MiS i.is snow LOAD V
Fb'=(Fb)(Cd)(Ct)(Cm)(Cv or CI)=2,388.7 psi E= 1800 ksi Temperature Factor,C., wrr r<=tow
Fit=(FvXCd)(Ct)(Cm)=276.0 psi Fc= 650 psi Wet Service Factor,CM MOISTURE coirrLESS THAN 16% V
E'=(E)(Ct)(Cm)=1,800.0 ksi R1 Ree'd Bearing Width 1.95 in. Incising Factor,CI MEMsERISNO'rrxSsE°
Fc=(Fc)(Ct)(Cm)=650.0 psi R2 Req'd Bearing Width 1.95 in. Repetitive Factor Cr MEMBER IS MOT REPETITIVE V
fb=2,016 psi<Fb'=2,747 psi Bending Capacity=73.4% Glulam Shear reduction SHEAR UNREDUCED V
M=9,646 ft-lbs<Mmax=13,145 ft-lbs Member 31/82 10 1/2 V
N=151 psi<Fv'=276 psi Shear Capacity=54.8%
V=3,308 lbs<Vmax=6,038 lbs 31/8 x 101/2,GLULAM
Max Deft=0.228 inches=L/447 Deft.Capacity=53.7% 24F-V4/V8 WIDTH 3.1/8
12,000 0.000
10,000
8,000 0.050
6,000
12.- -4,000 0.100
2,000 apew °
rr" i ..,, 0.150
0 r - .1, i
_2,000 , .
-7-, -0.200
-4,000
-6,000
- -0.20 am"Nm m 17 , m om O CO N m ,r m N m
rl=1m
0 CO m .Im
shear o .- ahof mr n m P r .0 n a v m mm m n n n
m
-Moment Distance(ft) Distance(ft)
•
RNS Consulting LLC Project Simmons Residence job# 110139
11605 NE 16th St. Address 9300 SW Edgewood St.,Tigard,OR 97223
- Vancouver, WA 98684CI lent Craig Simmons
(503) 737-4344 RP 07/20/2011
Pate pie
RNS-consulting@comcast.net � °f 2-c-)
2005 National Design Specification for Wood Construction Reduction Bending Shear Bearing a Rb 5
Beam CD 1.15 ' 1.15` KbE 0.44
Mark Beam'B' Material:DIMENSIONAL LUMBER CT 1.00 1.00' .1110, 1.00 FbE 23250
y Grade:DPI-No.2 or Better CF 1.10 o- Fb' 1139 psi
Span 11.6 ft Lu= 1.33 ft size=4 x 12 C,,, 1.00 1.00` 1.00_ 1.00 Fb' 1139 psi
x1= 0 ft w1= 390 lbs/ft b= 3.500 r in C, 1.00 100 1.00 ' 1.00 Fv' 207 psi
x2= 11.5 ft w2= 390 lbs/ft d= 11.25 in Cr 1.00 . Fc' 625
- psi
Xa= 0 ft Pa= 0 lbs A= 39.38 in2 C„ 1.00 E' 1600000 psi
Xb= 0 ft Pb= 0 lbs S= 73.83 in3 CL 1.00 Fbe/Fb- 20
Xc= 0 _ftPc= 0 lbs L= 415.3 in° Gm 1.00
R1= 2243 lbs V= 1900 lbs El= 664453 kip-in2
R2= 2243 lbs M= 6447'' ft-lbs Le= 2:74 ft Material DIMENSIONAL WMBEI1 V
limit=U 240 0= 0.24 inch Ft)= 900 psi Grade DF/L No.2 or Better
Fv= 160 psi Load Duration,CD_ Two Mormhs Lis SNOW Loan gr
Fb'=(Fb)(Cd)(Ct)(Cf)(Cm)(Ci)(Cr)(CL)=1,138.5 psi E= 1600 ksi Temperature Factor,Ct wsr T n.3oo°F
Fv'=(Fv)(Cd)(Ct)(Cm)(Ci)=207 psi Fc= 626 psi Wet Service Factor,CM MOISTURE CANT LESS THAN 19% V
E=(E)(Ct)(Cm)(Ci)=1,600 ksi R1 Req'd Bearing Width 1.03 in. Incising Factor,CI MEMBER IS'Cr'NOSED V
Fc'=(Fc)(Ct)(Cm)(Ci)=625 psi R2 Req'd Bearing Width 1.03 in. Repetitive Factor Cr MEMBER IS NOT REPETITIVE V
fb=1,048 psi<Fb'=1,139 psi_ Bending Capacity---92.0% V
M=6,447 ft-lbs<Mmax=7,004 ft-lbs Member 4 e 12 V
-
fv=72 psi<Fv'=207 psi Shear Capacity=35.0%
V=1,900 lbs<Vmax=5,434 lbs 4 x 12,DIMENSIONAL LUMBER
Max Dell=0.236 inches=L 1585 Defl.Capacity=41.0% DFIL No.2 or Better
7,000 0.000
6,000
5,000 -o.os0
4,000
a 3,000 f -0.100 L
g
2 000tf 4
1,000 - . 1-0.150
=1,000
-0.200
-2,000
-3,000 0 a m0.250
4° o- n coN A coN m M co co O V m < c! o O
ffan Shear � ad � � � mm ° � o moms mo � n mm
a O o � � -
r .- n � m cn v d m vi m m m m m o
-Moment Distance(ft)` Distance(ft)
RNS Consulting LLC Project Simmons Residence ,# 110139
11605 NE 16th St. Address 9300 SW Edgewood St.,Tigard,OR 97223
- Vancouver, WA 98684 Client Craig Simmons
(503) 737-4344RP 07/20/2011
13q Pate P w
1 RNS-consulting@comcast.net
•
2005 National Design Specification for Wood Construction Reduction Bending Shear Beating E Rb 4
Beam Co 1.15" 1.15 KbE 0.44
Mark Beam'C' Material:DIMENSIONAL LUMBER CT 1.00 1.00 .. 1.00 .. 1.00 FbE 36077
• Grade:DRL No.2 or Bette_ CF 1.30., Fb' 1346
psi
Span 6 ft Lu= 1.33 ft size=4 x 8 Cm 1.00 - 1.00, 1:00, 1;00 Fb' 1346 psi
x1= 0 ft w1= 390 lbs/ft b= 3.500 in C, 1.00 "1.00 1.00 1.00 FV 207 psi
x2= 6 ft ' w2= 390 lbs/ft d= 7.25 in Cr 1.00 Fc' 625 psi
Xa= 0 ft Pa= 0 lbs A u 25.38 1112 Co 1.00 E' 1600000 psi
Xb= 0 ft Pb= 0 lbs S= 30.66 in' CL 1.00' Fbe/Fb* 27
Xc= 0 ft Pc= 0 lbs 1= 111.1 in4 Cfu 1.00
R1= 1170 ,lbs V= 943 lbs El= 177836 kip-int
R2= 1170 lbs M= 1755 ft-lbs Le= 2.74 ftMaterial DIMENSIONAL LUMBER
Aima=U 240 0= 0.06 inch Fb= 900 psi Grade DF/L Na 2 or Better V
Fv:= - 180 psi Load Duration,Co Iwo worms 1.1s snow LOAD
Fb'=(Fb)(Cd)(Ct)(Cf)(CmXCi)(Cr)(CL)=1,345.5 psi E= " 1600 ksi Temperature factor,CN wrr r<s 1EROF V
Fv'=(Fv)(Cd)(Ct)(Cm)(Ci)=207 psi Fc= 625 psi Wet Service Factor,Ca Mon-runeeortr LESS THAN 19%
E'=(E)(Ct)(Cm)(Ci)=1,600 ksi R1 Req'd Bearing Width 1.00 in. Incising Factor,CI MEMBER ISNOT BNCISED V
FC'=(Fc)(Ct)(Cm)(Ci)=625 psi R2 Req'd Sealing Width 1.00 in. Repetitive Factor Cr MEMBER IS NOT REREnTIVE_ V
fb=687 psi<Fb'=1,346 psi Bending Capacity=51.0%
M=1,755 ft-lbs c Mmax=3,438 ft-lbs Member 4 x e V
fv=56 psi<Fv'=207 psi Shear Capacity=26.9°A
V=943 lbs<Vmax=3,502 lbs 4 x 8,DIMENSIONAL LUMBER
Max Defl=0.065 inches=L/ 1,114 Deft.Capacity=21.5% DF/L No.2 or Better
2,000 0:000
1,500 -o.cno
1,000 -0.020
41* VOC.ItrAWOk
500 a I::
> 0 IP 5
ys
-500 L x�
a
0.050
_1,000 arr
-o.oso
1,500 O n W
-0.070 N N r r < OD a N N A O oY „
C.7
N »
I,
'Shear oOOG V v b co G 0 N cN d v .
--Moment Distance(ft)
Distance(ft)
RNS Consulting LLC Project Simmons Residence # 110139
11605 NE 16th St. Address 9300 SW Edgewood St.,Tigard,OR 97223
Vancouver, WA 98684 CI lent Craig Simmons
(503) 737-4344 6u RP 07/20/2011Pate P /q of 2-c)
RNS-consulting@comcast.net
BENDING and AXIAL COMPRESSION OF WOOD COLUMNS
[conform load unless input M(strong)] (Per 2005 NDS)
Column Description:!Beam support-column I JOB# 110139
Actual Col.size= 3 x .3.5
'd2' uniform w= 0.005 k/ft
• height(lu)= 8 feet lu/d2= 27.43 1e= 14.72
'dl' M(strong)= 0.48 in k
COMPRESSION fb(strong)= 0.08 ksi le(d2) 2.06(1u) [if lu/d2<7] 16.48
p= 3.964 kips = 1.63(1u)+3(d2) [if 7<lu/d2<14.3] 13.915
dl= 3 inches fc= 0.38 ksi = 1.84(1u) [if lu/d2>14.3] 14.72
d2 3.5 inches Kel= 1.00
11= 8 feet Ke2= 1.00
12= 8 feet lel=(Kel)(11)= 8.00
Cd(vert.)= 1.15 le2=(Ke2)(12)= 8.00 Combined= 0.06 + 0.09
Cd(horz.)= 1 lel/d1= 32.00 = 0.15
(Compression)CF- 1 le2/d2= 27.43
Fc= 1.35 ksi
Fc*= 1.5525 ksi Fee= 1284.38 ksi [1+(Fce/Fc*)]/2(c)= 517.68
Cp= 1.00 (Fce/Fc*)/c= 1034.12
c= 0.8 (0.8 sawn lumber) Fc'= 1.55 ksi
(0.85 round timber piles)
(0.9 glue lam timber)
BENDING
Fb(strong)= 0.9 ksi
Fb*(strong)= 0.9 ksi Rb= 8.29 [1+(Fbe/Fb*)]/1.9= 5971.57
COVe= 0.250 Fbe= 10210.49 ksi (Fbe/Fb•)/0.95= 11942.10
E= 1600 x 1000 ksi C1 1.000
E adj.fact.= 1.03 Fb'(strong)= 0.90 ksi
= 584.49 x 1000 ksi
(Bending)CF= 1 TABLE 4A for members smaller than 5x5
Member Size 'Use dbl.2x or 4z4 DF/L#2
RNS Consulting LLC project Simmons Residence ,# 110139
11605 NE 16th St. Address 9300 SW Edgewood St.,Tigard,OR 97223
• Vancouver, WA 98684 C Ierrb Craig Simmons
(503) 737-4344 RP 07/21/2011
RI\IS-consulting@comcast.net nate pie z of 2-