Specifications PWU ENGINEERING INC. D EC 2 2 2015 n
Email: muengineerinq(a-comcast.net CITY C)!-- !__
Ph: (503) 810-8309 J
Structural Calculations:
Job # LEN15433
Date: 12/14/15
Project: Burlington E 3-Car Master Reuse
Garage Left
Lot 26, Oak Crest, Tigard, OR
Lennar Homes
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19421 PE '� 2
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Expires: 06/30/2016
The following calculations are for lateral wind and seismic engineering and gravity loading of the beams and columns.
Non-prescriptive foundations are outside the scope of this design and require approval from a geotechnical engineer. If
the project is located on a sloping lot, the foundation system needs to be approved by a geotechnical engineer prior to
construction. Failure to do so invalidates this design. The need for retaining walls for the project is the sole responsibility
of the builder and a design will be included only if information provided by the builder,such as sections and drawings,are
provided indicating where they are needed. All retaining wall designs should be verified by the geotechnical engineer of
record for the subdivision or lot prior to construction. Failure to do so invalidates their design. The design is based on
information provided by the client who is solely responsible for its accuracy. The engineering represents the finished
product. Discrepancies from information provided by the client invalidate this design. PWU Engineering shall have no
liability (expressed, or implied), with respect to the means and methods of construction workmanship or the actual
materials used in construction.
PWU Engineering Inc.shall have no obligation of liability,whether arising in contract(including warranty),Tort(including
active, passive, or imputed negligence) or otherwise, for loss or use, revenue or profit, or for any other incidental or
consequential damage.
�PWU ENGINEERING INC.
Ph: 503 810-8309, Email: pwuengineering@comcast.net
The following calculations are for the Burlington E 3-Car Master plans for Plan
approvals.
Wind Loading: Per ASCE 7.
Fig 6-2
See attached elevations for wind loading breakdown per level.
136mph Ultimate 3-sec gust Exposure B for Category I and II structure,
Which is equal to 105mph ASD per the 2012 IBC and IRC with state amendments
The mean roof height of the house
h —26.0 approximately.
D
C
MVVFRS
A
Direction _End Zones
2a�.
C
A MVVFRS
Direction
2a '
End Zones
Note: End zone may occur at any corner of the
building.
a= .10*50' =5.0'
or for h =26'
a= .4(h)=.4(26')= 10.4'
a=5.0' controls
a must be larger than .04(50')=2.0' and 3'
Therefore:
2a= 10.0' see Fig 6-2 ASCE 7, and Figure above.
Seismic Loading: D1 seismic design category per the latest edition of the state adopted
code based on the 2012 IBC and IRC
SDs= .76, R=6.5, W= weight of structure
V= [1.2 SDs/(R x 1.4)] W
V= .100 W
Roof Dead load= 15 psf
Floor Dead load= 15 psf
Interior Wall Dead load= 6 psf
Exterior Wall Dead load= 12 psf
A
Wind per ASCE 7 �PWU ENGINEERING INC.
Project Burlington E 3-Car
Direction Front to Back
3s Gust Roof Least
Speed Exp. Angle A L(ft) hAVG(ft)
105mph B 33.7 1.00 50.0 26.0 D
8:12 �5
predw \ A Ertl Zones
a= 5.0 ft
A 19.7 ps ora= 10.4 ft
B 13.5 psf Check 10psf min and a> 2.0 ft o A
D rection
C 15.7 psf load across all and a> 3.0 ft 2e
D 10.8 psf zones. End Zonas
2a 10.0 ft Note:End zone may occur at any carom of fhe
6uidKV.
WR
L(ft) 10.0 20.0 10.0
hA(ft) 4.0 4.0
hB(ft) 8.0 8.0
he(ft) 4.0
hD(ft) 8.0
W(plf) 0.01 186.8 149.211 186.81 0.01 0.01 0.01 0.01 0.0 0.0
200.0
WR AVG 1 168.0 plf
10psf min load: 120.0 plf 100.0 , _•
Governing value: 168.0pl 0.0 '' . •� . •fR
W2
L(ft) 10.0 10.0 20.0 10.0
hA(ft) 4.5 5.5 10.0
he(ft) 4.0
he(ft) 4.5 10.0
hD(ft)
W(plf) 142.7 179.01 157.01 1977or 3.31 0.01 0.01 0.01 0.0 0.0
300.0
W2AVGJ 166.5 plf 200.0
lopsf min load: 97.0 If ' ' IZI
P P i oo.o �� 1 r
Governing value: 166.5 pl 0.0NrP
W,
L(ft)
hA(ft)
hB(ft)
he(ft)
hD(ft)
W(plf)1 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.0 0.0
1.o
W1 AVG #DIV/0!
10psf min load: #DIV/0! 0.5
Governing value: #DIV/0! 0.0
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Wind per ASCE 7 �PWU ENGINEERING INC.
Project Burlington E 3-Car
Direction Side to Side
3s Gust Roof Least
Speed Exp. Angle W(ft) hAVG(ft)
105mph B 33.7 1.00 50.0 26.0 ernnd
8:12
a= 5.0 ft D,fetpn ones
A 19.7 psf ora= 10.4 ft
B 13.5 psf Check 10psf min and a> 2.0 ft D A
C 15.7 ps load across all and a> 3.0 ft 2e Direction
D 10.8 psf zones. End Zones
Note:Ir d zone may occur M any corner W the
2a 10.0 ft twldN.
WR
L(ft)l 10.0 23.5 10.0
hA(ft) 4.0 4.0
hB(ft) 7.0 7.0
he(ft) 4.0
hD(ft) 7.0
W(pif) 0.0 173.31 138.41 0.01 173.3 0.01 0.01 0.0 0.0 0.0
200.0
WR AVG 154.4 plf
10psf min load: 110.0 plf 100.0
Governing value: 154.4 pl o o
W2
L(ft)l 10.0 23.5 6.5 3.5 6.5
hA(ft) 10.0 5.5 10.0 4.5
hB(ft) 3.0
he(ft) 10.0 4.5
hD(ft)
W(plf) 0.01 197.0 157.01 179.01 197.01 129.21 0.01 0.01 0.0=
300.0
W2 AVG 167.0 plf
200.0
10psf min load: 96.8 plf 100.0 ,.
Governing value: 0 pl 167. o.o
W1
L(ft)
hA(ft)
hB(ft)
he(ft)
hD(ft)
W(plf) 0.01 0.0110.0 0.01 0.01 0.01 0.01 0.01 0.0 0.0
W1 AVG I #DIV/0! 1.0
10psf min load: #DIV/0! 0.5
Governing value:I #DIV/0! 0.0
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Seismic & Governing Values �PWU ENGINEERING INC.
Project Burlington E 3-Car \VVVV
Seismic Loading per latest edition of state adopted code based on 2012 IBC and IRC
Design
V= [1.2 SDs/(R x 1.4)]W Category R SDs
D1 6.5 0.76
Roof Dead Load: 15psf
Floor Dead Load: 15psf
Interior Wall Dead Load: 6psf V
Exterior Wall Dead Load: 12psf
Check Seismic Front to Back vs Wind
Seismic Wind
WR = [0.100 * (15+5+3) * 43 ft] = 99.1 pil F1-68.0 plf Wind Governs
W2 = [0.100 * (15+5+3+4) * 50 ft] + 99.1 plf= 234.4 plf < 334.5 plf Wind Governs
W, _ [0.100 * (15+5+3+4) * + 234.4 pl = 234.4 plf #DIV/0! #DIV/0! #DIV/0!
Check Seismic Side to Side vs Wind
Seismic Wind
WR = [0.100 * (15+5+3) * 40 ft] = 92.2 plf < 154.4 plf Wind Governs
W2 = [0.100 * (15+5+3+4) * 50 ft] + 92.2 pl = 227.5 pl < 321.5 plf Wind Governs
W, = [0.100 * (15+5+3+4) + 227.5 plJ= 227.5 plf #DIV/01 #DIV/0! #DIV/0!
Redundancy factor= 1.0 per ASCE 7 section 12.3.4.2
Line Loads �PWU ENGINEERING ZNC.
Project Burlington E 3-Car
High Roof Diaphragm -Upper Floor Walls
Line A.2
P = 3.36 k LTOTAL = 21.0 ft v = 3.36 k / 21.0 ft = 160 plf IType A Wall
h = 8.0 ft LWORST = 21.0 ft MOT = 160 plf * 8.0 ft * 21.0 ft = 26.88 kft
MR = (15 psf 3.0 ft + 12 psf * 8.0 ft) * (21.Oft)2 / 2 0.6 = 18.65 kft
+ (Olb * 0.0 ft + 0 Ib * 0.0 ft = 0.00 kft + 18.65 kft = 18.65 kft
T = 26.88kft - 18.65kft / 21.0 ft = 0.39 k + 0.00 k = 0.39 k No hd req'd
Line B
P = 3.36 k LTOTAL = 29.5 ft v = 3.36 k / 29.5 ft = 114 plf IType A Wall
h = 8.0 ft LWORST = 14.0 ft MOT = 114 plf * 8.0 ft * 14.0 ft = 12.76 kft
MR = (15 psf 3.0 ft + 12 psf * 8.0 ft) * (14.Oft)2 / 2 * 0.6 = 8.29 kft
+ 0 Ib * 0.0 ft + 0 Ib * 0.0 ft = 0.00 kft + 8.29 kft = 8.29 kft
T = 12.76kft - 8.29kft / 14.0 ft = 0.32 k + 0.00 k = 0.32 k No hd req'd
Line 1
P = 2.09 k LTOTAL = 19.3 ft v = 2.09 k / 19.3 ft = 108 plf IType A Wall
h = 8.0 ft LWORST = 4.0 ft MOT = 108 plf * 8.0 ft 4.0 ft = 3.47 kft
MR = (15 psf * 2.0 ft + 12 psf * 8.0 ft) * (4.Oft)2 / 2 0.6 = 0.60 kft
+ 0 Ib * 0.0 ft + 0 Ib * 0.0 ft = 0.00 kft + 0.60 kft = 0.60 kft
T = 3.47kft - 0.60kft / 4.0 ft = 0.72.k + 0.00 k = 0.72 k No hd req'd
Line 2
P = 3.36 k LTOTAL = 12.3 ft v = 3.36 k / 12.3 ft = 274 plf IType A Wall
h = 8.0 ft LWORST = 12.3 ft MOT = 274 plf * 8.0 ft * 12.3 ft = 26.87 kft
MR = (15 psf * 14.0 ft + 12 psf * 8.0 ft) * (12.3ft)2 / 2 * 0.6 = 13.78 kft
+ 0 Ib 0.0 ft + 500 Ib * 9.0 ft = 4.50 kft + 13.78 kft = 18.28 kft
T = 26.87kft - 18.28kft / 12.3 ft = 0.70 k + 0.00 k = 0.70 k No hd req'd
Line 3
P = 1.27 k LTOTAL = 7.0 ft v = 1.27 k / 7.0 ft = 182 plf 7Type A Wall
See FTAO Calc No hd req'd
Low Roof/Upper Floor Diaphragm -Main Floor Walls
Line A.1/A.2
P = 7.52 k LTOTAL = 47.5 ft v = 7.52 k / 47.5 ft = 158 plf Type A Wall
h = 9.0 ft LWORST = 21.0 ft MOT = 158 plf 9.0 ft 21.0 ft = 29.93 kft
MR = (15 psf 2.0 ft + 12 psf * 9.0 ft) * (21.Oft)2 / 2 0.6 = 18.3 kft
+ 0 Ib * 0.0 ft + 0 Ib * 0.0 ft = 0.00 kft + 18.3 kft = 18.3 kft
T = 29.93kft - 18.3kft / 21.0 ft = 0.56 k + 0.00 k = 0.56 k No hd req'd
Line B
P = 7.52 k LTOTAL = 42.0 ft v = 7.52 k / 42.0 ft = 179 plf Type A Wall
h = 9.0 ft LWORST = 42.0 ft MOT = 179 plf * 9.0 ft 42.0 ft = 67.71 kft
MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (42.Oft)2 / 2 * 0.6 = 73.03 kft
+ 0 lb * 0.0 ft + 0 Ib * 0.0 ft = 0.00 kft + 73.03 kft = 73.03 kft
T = (67.71 kft - 73.03kft) 42.0 ft = 0.00 k + 0.00 k = 0.00 k No hd req'd
Line 1
P = 4.34 k LTOTAL = 16.5 ft v = 4.34 k / 16.5 ft = 263 plf IType B Wall
See FTAO Calc No hd req'd
Line 2
P = 7.54 k LTOTAL = 26.5 ft ---]v = 7.54 k / 26.5 ft = 284 plfType A Wall
h = 9.0 ft LwoRST = 12.5 ft MOT = 284 plf * 9.0 ft * 12.5 ft = 31.99 kft
MR = (15 psf * 2.0 ft + 12 psf 9.0 ft) * (12.5ft)2 / 2 * 0.6 = 6.47 kft
+ 0 lb * 0.0 ft + 500 Ib * 10.0 ft = 5.00 kft + 6.47 kft = 11.47 kft
T = (31.99kft - 11.47kft) 12.5 ft = 1.64 k + 0.00 k = 1.64 k Use type 1 hd
Line 3
P = 3.20 k LTOTAL = 10.5 ft v = 3.20 k / 10.5 ft = 304 plf Type B Wall
h = 6.5 ft LwoRST = 1.8 ft MOT = 304 plf * 6.5 ft * 1.8 ft = 3.46 kft
MR = (15 psf * 2.0 ft + 12 psf 6.5 ft) * (1.8ft)Z / 2 * 0.6 = 0.10 kft
+ 0 Ib * 0.0 ft + 500 Ib * 1.8 ft = 0.88 kft + 0.10 kft = 0.97 kft
T = 3.46kft - 0.97kft / 1.8 ft = 1.42 k + 0.00 k
See FTAO Calc Use type 1 hd on garage piers only
Force Transfer Around Opening (FTAO) WOPWU ENGINEERING INC.
Diekmann Technique @ Upper Floor Line 3
L, = 3.5ft Lo= 6.Oft L2= 3.5ft
V= 1.27 k
vA= -42 pif vp= 261 pif VF= -42 pif hu = 1.0 ft
F, = 0.78k F2= 0.78k
VB= 181 Of VG= 181 Of ho= 5.0 ft
F, = 0.78k F2= 0.78k
hL= 2.0 ft
vc_ -42 pif VE= 261 pif VH= -42 pif
J. T
H = 0.78k H = 0.78k
H=j 1.27 k * 8.0 ft) /13.0 ft= 0.78 k H:W Ratios
5.0 ft : 3.5 ft = 1.4 : 1
vh= 1.27 k/ 7.0ft= 181 pif 5.0 ft : 3.5 ft = 1.4 : 1
v„= 0.78 k/ 3.0 ft= 261 pif Use: Type A Wall
261 pif* 6.00 ft= 1.56 k
F, = ( 1.56 k* 3.5 ft) 7.0ft= 0.78k
F2= ( 1.56 k* 3.57)/ 7.0 ft= 0.78 k Use: (2) Bays BLKG
T+C Couple after Dead Load is applied for hoidown requirements
MR= [( 15psf* 2ft+ 12psf* 8.Oft) *
(13.0 ft)^2 * 0.6/2] + (0.0 ft *5001b) = l 6.39 kft
T= 0.78 kft- (6.39 kft / 13.0 ft) = 0.29 k +0.00k= 0.29 k
No hd reg'd
Force Transfer Around Opening (FTAO) I PwU ENGINEERING INC.
Diekmann Technique @ Main Floor Line 1
L, = 3.5ft Lo= 5.Oft L2= 4.0ft
V= 1.97 k
VA= 26 plf vp= 355 pif VF= 26 plf hu = 1.0 ft
F, = 0.83 k F2 = 0.95 k
VB= 263 pif VG= 263 pif ho= 5.0 ft
F, = 0.83k F2= 0.95k
hL= 3.0 ft
vc= 26 plf VE= 355 plf VH = 26 pif
H = 1.42k H = 1.42k
H=j 1.97k *9.Oft) 12.5 ft 1.42k H:WRatios
5.0 ft : 3.5 ft 1= 1.4 : 1
vh= 1.97 k/ 7.5ft= 263 plf 5.Oft : 4.Oft = 1.3 : 1
v„= 1.42 k/ 4.0 ft= 355 plf Use: Type B Wall
= 355 plf* 5.00 ft= 1.78 k
F, = ( 1.78k 3.5 ft) 7.5ft= 0.83k
F2= ( 1.78 k ` 4.0 ft)/ 7.5 ft= 0.95 k Use: (2) Bays BLKG
T+C Couple after Dead Load is applied for hoidown requirements
MR= [( 15psf* 5 ft+ 12psf* 9.0 ft)
(12.5 ft)^2 -0.6/2] +( 0.0 ft *5001b) = 8.58 kft
T= 1.42 kft- (8.58 kft / 12.5 ft) =0.73 k +0.00k= 0.73 k
No hd reci'd
Force Transfer Around Opening (FTAO) �PWU ENGINEERING INC.
Diekmann Technique @ Main Floor Line 3
L, = 3.5ft Lo = 6.Oft L2= 3.5ft
V= 2.13 k
vA= -117 plf vp= 491 plf VF= -117 plf hu = 1.0 ft
F, = 1.47k F2 = 1.47k
VB= 304 plf VG= 304 plf ho= 6.0 ft
F, = 1.47k F2= 1.47k
hL= 2.0 ft
vc_ -117 plf VE= 491 pif VH= -117 plf
H = 1.47k H = 1.47k
H= (2.13k *9.Oft) 13.0 ft 1.47k H:WRatios
6.O ft : 3.5 ft = 1.7 : 1
vh= 2.13 k/ 7.0ft= 304 plf 6.Oft : 3.5ft = 1.7 : 1
v„
=I 1.47 k/ 3.0 ft= 491 plf Use: Type B Wall
491 plf* 6.00 ft= 2.95 k
F, = (2.95 k3.5 ft) 7.0ft= 1.47k
F2= (2.95 k' 3.5 ft)/ 7.0 ft= 1.47 k Use: (2) Bays BLKG
T+C Couple after Dead Load is applied for holdown requirements
MR= [( 15psf* 5ft+ 12psf* 9.0ft) *
(13.0 ft)^2 - 0.6/2] +( 13.0 ft *5001b) = 15.78 kft
T= 1.47 kft- ( 15.78 kft / 13.0 ft) = 0.26 k +O.00k= 0.26 k
No hd reg'd
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MARK Boundary Tension of DF Tension of HF Anchor Anchor nchor Tensio
NUMBER HOLDOWN Studs Allowable Lbs Allowable Lbs Mono Pour Two Pour End Corner
S=2550, S=2550,
1 HDU2-SDS2.5 (2)2x 3075 2215 SSTB16 SSTB20L w=3610 w=3610
2 HDU4-SDS2.5 (2)2x 4565 3285 SB%X24 SB%X24 w=66� w=66705
3 HDU5-SDS2.5 (2)2x 5645 4065 SB%X24 SB 8X24 w=66705 w=66705
SSTB28 (NOTE 6.) SSTB34 (NOTE 6.) S=6395, S=7315,
4 HDU8-SDS2.5 (3)2x 7870 5665 8"MIN STEMWALL 8"MIN STEMWALL w=7615 w=8710
8 HDU11-SDS2.5 (1)6x 9535 6865 PA68-36, 10"min PA138-36, 10"min
embed into 32"min embed into 32"min
9 HHDQ14-SDS2.5 (1)6x 14445 10350 width footing.If at width footing.If at
retaining wall lap retaining wall lap
anchor with vert reinf anchor with vert rein
bar hooked to Ftg. bar hooked to Ftg.
5 MSTC28 (2)2x 3000 2590 N/A N/A
6 MSTC40 (2)2x 4335 3745 N/A N/A
7 MSTC66 (2)2x 5660 5660 N/A N/A
Notes:
1 . Install all holdowns per manufactureer specificaiton per C-2011 Simpson Strong Tie catalog.
2. Match studs on schedule for walls below on all wall to wall holdowns.
3. (2)2x studs nailed together with (2) rows of 16d @ 3" o.c. staggered. Trimmer stud may be used as
part of boundary member.
4. Refer to shearwall schedule and typical shearwall details for wall locations and configurations.
5. Refer to Simpson catalog for minimum embed of anchors into concrete.
6. Increase footing depth or stemwall height as required for 288" minimum embedment depth.
SHEARWALLSONLY REQ'D ON
INTERIOR SHEARWALLS.
MARK REF NOTES: (a,i) Note: (b) EDGE NAILING FEILD NAILING SILL TO CONCRETE SILL TO WOOD SHEAR TRANSFER CAPACITY CAPACITY
NUMBER SHEATHING NAIL SIZE SPACING SPACING CONNECTION. Note: (c) CONNECTION. Note (g) CLIPS (h) Lb/Ft(SEISMIC) Lb/Ft (WIND)
A 16"OSB (1) SIDE 8d 6" 12" "Dia.A.B. @ 30"o/c 16d @ 4"o/c A35 @ 24"o/c 255 357
B ifi"OSB (1) SIDE(f) 8d 4" 12" Dia.A.B. @ 18"o/c (m) 16d @ 22"o/c A35 @ 15"o/c 395 553
C t6"OSB (1) SIDE(e,f) 8d 3" 12" 2"Dia.A.B. @ 12"o/c (m) 16d @ 2"o/c A35 @ 12"o/c 505 707
D 16"OSB (1) SIDE (e,f) 8d 2" 12" 2"Dia.A.B. @ 11"o/c (m) 16d @ 2"o/c A35 @ 9"o/c 670 938
E 18"OSB (2) SIDE (d,e,f) 8d 6" 12" 2"Dia.A.B. @ 12"o/c (m) 16d @ 2"o/c A35 @ 12"o/c 510 714
F 16"OSB (2) SIDE (d,e,f) 8d 4"Staggered 12" 2"Dia.A.B. @ 8"o/c (m) 16d @ 3"o/c(2) rows staggere A35 @ 6"o/c 790 1106
G is"OSB (2) SIDE(d,e,f) 8d 3"Staggered 12" 2"Dia.A.B. @ 7"o/c (m) 16d @ 2"o/c(2)rows staggered HGAI OKT @ 8"o/c 1010 1414
H 1s"OSB (2) SIDE(d,e,f) 8d 2"Staggered 12" Dia.A.B. @ 52"o/c (m) 16d @ 12"o/c(2)rows staggered HGAI OKT @ 6"o/c 1340 1876
Notes:
a) All wall construction to conform to SDPWS Table 4.3A.
b) Use Common Wire Nails for all wood sheathing and cooler nails for gypboard sheathing.
c) A.B. minimum 7"embed into concrete. 3"x3"x/4"plate washers req'd at all shear wall A.B. in seismic zone D, E, F.
d) Panel joints shall be offset to fall on different framing members or framing shall be 3x or thicker and nails on each side shall be staggered.
e) 3x or Dbl 2x framing at all panel edges and nails shall be staggered.
f) All edges blocked.
g) Common Wire Nails.
h) Clip to be attached from continuous blocking to top of continuous top plates.
Clips are not required at Gyp Bd walls but blocking is attached per the toenailing schedule.
i) See attached typical shearwall details.
j) Sheathing to be Structrual I Sheathing.
k) Values are for framing of H-F.
m) 3x, Dbl 2x, or 2x Flat at panel edges. Stagger nails.
See note C for plate washers and details for plate washer edge distance.
On sill plates of all walls use a single 2x sill and 2x blocking in between the studs for plywood edge nailing surface.
�PWU ENGINEERING INC.
Ph: 503 810-8309, Email: pwuengineering@comcast.net
20(W)= 21j, ove
t7p4
UT# r
L = 26 `
w= 2t0�1
R= 2.73k
,2.lok
6iT*2-
277'
277' = 24opt�
6Ts
R: 2.8q k
2.rok
qct j.�
s'
ti.73k -9Yk
2.SYk
sgs L 67
�L• l
�,;
2.1a l<
HDR @ Roof �PWU ENGINEERING INC.
Loads and criteria
Total Span:j 5.00 ft I =60 in
Fully Braced?j Yes
Point Loads
Load Location Pressure Treated?i No
# DL LL TL
1 0 Ib Repetitive Use?l No
2 0 Ib
3 0 Ib Wet Service?l No
4 0 Ib
5 0 Ib Sustained Temperature? T:5 100°F
Uniform Loads Load Factors
Load Extent CID 1.00
# DL LL TL Start End Total CF 1.40
1 -238 plf -350 pif -588 plf 0.00 ft 5.00 ft 5.00 ft
2 0 plf 0.00 ft
3 0 plf 0.00 ft Deflection Criteria
4 0 plf j 0.00 ft TL U240 1 0.25 in
5 1 0 plf 0.00 ft LLI U480 1 0.13 in
Triangular Loads
Max Load Extent
# DL LL TL Zero End Max End Total
1 0 plf 0.00 ft
2 0 plf 0.00 ft
3 0 plf 0.00 ft
4 0 plf 0.00 ft
5 0 plf 0.00 ft
-800
-600
-400
-200
CL
a 0
J 5.00 ft
200
400
600 R1 A
1.47 k 1.
800
PWU Engineering Inc.02013,Software 0.02,3/06/14
HDR @ Roof �PWU ENGINEERING INC.
Results
-800
-600
-400
-200
&
M 0
M
200 5.00 ft
400
600 R1 R2
1.47 k 1.47 k
800
Type: Reactions (k)
Douglas Fir-Larch #2 DL LL TL TL
R, 595 Ib 875 Ib 1470 Ib 1.47 k
R2 595 Ib 875 Ib 1470 Ib 1.47 k
Size: 2000
(1) 4x8 D F#2 1500
1000
A 25.38 in' a 500
S 30.66 in' „ o
1 111.15 in4 n -500
F,; 180 psi -1000
Fb- 1260 psi -1500
F x 106 1.60 -2000
VAllowable 3.05 k 2000
MAllowable 3.22 k-ft
Design values are based off NDS 2005 Edition,published by American a 1500
Wood Council.
1000
m
Shear Moment 0 500
VMAX 1.47 k MMAX 1.84 k-ft
VAllowable Allowable 3.05 k M 3.22 k-ft 0
Ratio 0.48 Ratio 0.57 0.00
OK OK -0.01
S
Deflection `o -0.02
TL LL -0.03
Actual 0.05 in 0.03 in W o.oa
Criteria 0.25 in 0.13 in
Ratio 0.19 0.22 -0.05
OK OK
PWU Engineering Inc.02013,Software v1.02,3/06/14
HDR @ GT2 �P �EN�GINE�ERZNG� INC.
Loads and criteria
Total Span:j 5.00 ft I =60 in
Fully Braced?l Yes
Point Loads
Load Location Pressure Treated?i No
# DL LL TL
1 -11481b -16881b -28351b 0.75 ft Repetitive Use?j No
2 0 Ib
3 0 Ib Wet Service?i No
4 0 Ib
5 i 0 Ib Sustained Temperature? T:5 100'F
Uniform Loads Load Factors
Load Extent Co 1.00
# DL LL TL Start End Total CF 1.20
1 -238 plf -350 pif -588 plf 0.00 ft 0.75 ft 0.75 ft
2 -51 plf -75 plf -126 plf 0.75 ft 5.00 ft 4.25 ft
3 0 plf 0.00 ft Deflection Criteria
4 1 0 plf 0.00 ft TLI U240 1 0.25 in
5 1 0 plf 1 0.00 ft LLI 0480 1 0.13 in
Triangular Loads
Max Load Extent
# DL LL TL Zero End Max End Total
1 0 plf 0.00 ft
2 0 plf 0.00 ft
3 0 PIT 0.00 ft
4 0 plf 0.00 ft
5 0 plf 0.00 ft
-800
-2.84 k
-600
-400
w
-200
CL
a 0
5.00 ft R2
200 0.77 k
400
600 R1
3.05 k
800
PVVU Engineering Inc.02013,Software 0.02,3/06/14
HDR @ GT2 �PWU ENGINEERING INC.
Results
-800
-2.84 k
-600
-400
w -200
c.
a 0
200 5.00 ft
LR2
400
600 R1
3.05 k
800
Type: Reactions (k)
DL LL TL TL
Douglas Fir-Larch #2 R, 1233 Ib 1813 Ib 3045 Ib 3.05 k
R2 310 Ib 456 Ib 766 Ib 0.77 k
Size: 4000
(1) 4x10 DF#2 3000
A 32.38 int a 2000
S 49.91 in'
1 230.84 in4 n 1000
F,; 180 psi 0
Fb' 1080 psi
E'x 106 1.60 -1000
VAllowable 3.89 k 2500
MAllowable 4.49 k-ft 2000
Design values are based off NDS 2005 Edition,published by American .e
Wood council. 1500
c
£ 1000
Shear Moment 0 500
VMAX 3.05 k MMAX 2.12 k-ft
VAllowable Allowable
3.89 k M 4.49 k-ft 0
Ratio 0.78 Ratio 0.47 0.00
OK OK -0.01
Deflection c 0.01
TL LL d -0.02
Actual 0.02 in 0.01 in o -0.02
Criteria 0.25 in 0.13 in
Ratio 0.08 0.10 -0.03
OK OK
PWtJ Engineedng Inc.02013,Software 0.02,3/06/14
HDR @ GT3 �PWU ENGINEERING INC.
Loads and criteria
Total Span:j 5.00 ft I =60 in
Fully Braced?j Yes
Point Loads
Load Location Pressure Treated?i No
# DL LL TL
1 -16401b -24001b -40401b 0.75 ft Repetitive Use?l No
2 0 Ib
3 0 Ib Wet Service?i No
4 0 Ib
5 i 0 Ib Sustained Temperature? T:5 1000°
Uniform Loads Load Factors
Load Extent Co 1.00
# DL LL TL Start End Total Cv 1.00
1 -170 plf -250 pif -420 plf 0.00 ft 0.75 ft 0.75 ft
2 -68 pif -100 plf -168 plf 0.75 ft 5.00 ft 4.25 ft
3 0 plf 0.00 ft Deflection Criteria
4 1 0 plf 0.00 ft TLI U240 1 0.25 in
5 1 0 pifI 1 0.00 ft LLI U480 1 0.13 in
Triangular Loads
Max Load Extent
# DL LL TL Zero End Max End Total
1 0 plf 0.00 ft
2 0 plf 0.00 ft
3 0 Plf 0.00 ft
4 0 pif 0.00 ft
5 0 plf 0.00 ft
-800 -4.04 k
-600
-400
w
-200
c
a 0
0 200 5.00 ft R2
1.04 k
400
600R1
4.03 k
800
PWU Engineering Inc.02013,Software 0.02,3/06/14
HDR @ GT3 �PWU
ENGINEERING INC.
Results
-800
-600
-400
-200
a
a 0
M All
200 5.00 ft R2
1.04 k
400
600 R1
800 4.03 k
Type: Reactions (k)
Boise Glulam 24F-V4 DL LL TL TL
R, 1635 Ib 2394 Ib 4029 Ib 4.03 k
R2 422 Ib 618 Ib 1040 Ib 1.04 k
Size: 5000
(1) 3'/2'x9" GL 4000
A 31.50 in 3000
�
2000
S 47.25 in'
1000
1 212.63 in4 y
F,; 265 psi 0
Fb' 2400 psi -1000
E'x 106 1.80 2000
VAllowable 5.57 k 4000
MAllowable 9.45 k-ft
Design values are based off BOISE GLULAM Specifier Guide, ,p 3000
published by Boise Cascade EWP dated 02/28/13.
2000
d
Shear Moment 0 1000
VMAX 4.03 k MMAX 2.90 k-ft
VAllowable Allowable
5.57 k M 9.45 k-ft 0
Ratio 0.72 Ratio 0.31 0.00
OK OK
`- -0.01
Deflection o
TL LL d
Actual 0.03 in 0.02 in o 0.02
Criteria 0.25 in 0.13 in
Ratio 0.11 0.13 -0.03
OK OK
PWU Engineering Inc.02013,Software 0.02,3/06/14
Beam #1v�PWU ENGINEERING INC.
Loads and criteria
TotalSpan:1 3.50 ft 1 =42 in
Fully Braced?i Yes
Point Loads
Load Location Pressure Treated?l No
# DL LL TL
1 0 Ib Repetitive Use?i No
2 0 Ib
3 0 Ib Wet Service?i No
4 0 Ib
5 0 Ib Sustained Temperature? T:5 100°F
Uniform Loads Load Factors
Load Extent Co 1.00
# DL LL TL Start End Total CF 0.90
1 -60 plf -160 pif -220 plf 0.00 ft 3.50 ft 3.50 ft
2 0 plf 0.00 ft
3 0 plf 0.00 ft Deflection Criteria
4 1 1 0 plf, 0.00 ft TLI 0240 0.18 in
5 0 plf 0.00 ft LL U480 0.09 in
Triangular Loads
Max Load Extent
# DL LL TL Zero End Max End Total
1 0 plf 0.00 ft
2 0 plf 0.00 ft
3 0 plf 0.00 ft
4 1 0 plf 0.00 ft
5 0 plf 0.00 ft
-250
-200
-150
-100
C -50
a
0
co
50 3.50 ft
100
150
R1 R2
200 0.39 k LL.39 k
250
PWU Engineering Inc.02013,Software 0.02,3/06/14
Beam #1 �PWU ENGINEERING INC.
Results
-250
-200
-150
-100
w -50
a
0
0 50 3.50 ft
100
150
R1 R2
200 0.39 k 0.39 k
250
Type: Reactions (k)
L
Douglas Fir-Larch #2 DL LL TTLR, 105 Ib 280 Ib 385 Ib 0.39 k
R2 105 Ib 280 Ib 385 Ib 0.39 k
Size: 600
(1) 2x14 DF#2 400
A 19.88 int 200
S 43.89 in' o
d
1 290.78 in4 v200
F,; 180 psi -400
Fb' 1 810 psi
E'x 106 1.60 -600
VAllowable 2.39 k 400
MAllowable 2.96 k-ft
Design values are based off NDS 2005 Edition,published by American 300
Wood Council.
200
m
Shear Moment 0 100
VMAX 0.39 k MMAX 0.34 k-ft
VAllowable Allowable
2.39 k M 2.96 k-ft 0
Ratio 0.16 Ratio 0.11 0.O0
OK OK
0.00
Deflection `0 0.00
TL LL d
Actual 0.00 in 0.00 in o 0.00
Criteria 0.18 in 0.09 in
Ratio 0.01 0.01 0.00
OK OK
PWU Engineering Inc.02013,Software v1.02,3/06/14
Beam #2 MPWU ENGINEERING INC.
Loads and criteria
Total Span:j 13.00 ft I = 156 in
Fully Braced? Yes
Point Loads
Load Location Pressure Treated?i No
# DL LL TL
1 -105 Ib -280 Ib -385 Ib 6.50 ft Repetitive Use?l No
2 0 Ib
3 0 Ib Wet Service?l No
4 0 Ib
5 0 Ib Sustained Temperature? T:5 100°F
Uniform Loads Load Factors
Load Extent CID 1.00
# DL LL TL Start End Total Cv 1.00
1 -143 pif -380 pif -523 plf 0.00 ft 6.50 ft 6.50 ft
2 -203 plf -540 plf -743 plf 6.50 ft 13.00 ft 6.50 ft
3 0 plf 0.00 ft Deflection Criteria
4 0 plf 0.00 ft TLI U240 1 0.65 in
5 0 plf1 0.00 ft LLI U480 1 0.33 in
Triangular Loads
Max Load Extent
# DL LL TL Zero End Max End Total
1 0 plf 0.00 ft
2 0 plf 0.00 ft
3 0 pif 0.00 ft
4 0 plf 0.00 ft
5 0O 0.00 ft
-1500
-1000
-500
w -0.39 k
a
a 0
13.00 ft
500
1000 R1
3.95 k R2
4.66 k
1500
PWU Engineering Inc.02013,Software 0.02,3/06/14
Beam #2 � P �EN�GINEE�RING INC.
Results
-1500
-1000
-500
w -0.39 k
CL
-a 0
0 13.00 ft
500
1000 R1
3.95 k
L4.
66 k
1500
Type: Reactions (k)
Boise Glulam 24F-V4 DL LL TL TL
R1 1076 Ib 2870 Ib 3946 Ib 3.95 k
R2 1271 Ib 3390 Ib 4661 Ib 4.66 k
Size: 6000
(1) 5%N12" GL 4000
A 66.00 int 2000
S 132.00 in' o
d
1 792.00 in4 y -2000
Fv' 265 psi
Fb- 2400 psi -aooa
F x 106 1.80 -6000
VAllowable 11.66 k 20000
MAllowable 26.40 k-ft
Design values are based off BOISE GLULAM Specter Guide, a 15000
published by Boise Cascade EWP dated 02/28/13.
10000
d
Shear Moment 0 5000
VMAX 4.66 k MMAX 14.63 k-ft
-71 .
V Allowable Allowable
11.66 k M 26.40 k-ft 0
Ratio 0.40 Ratio 0.55 0.00
OK OK
� -0.10
Deflection `s -0.20
TL LL d
Actual 0.31 in 0.22 in o -0.30
Criteria 0.65 in 0.33 in
Ratio 0.47 0.69 -0.40
OK OK
PWU Engineering Inc.02013,Software v1.02,3/06/14
Beam #3 MPWU ENGINEERING INC.
Loads and criteria
Total Span:j 7.00 ft I = 84 in
Fully Braced?i Yes
Point Loads
Load Location Pressure Treated?l No
# DL LL TL
1 0 Ib Repetitive Use? No
2 0 Ib
3 0 Ib Wet Service?i No
4 0 Ib
5 0 Ib Sustained Temperature? T:5 100°F
Uniform Loads Load Factors
Load Extent CID 1.00
# DL LL TL Start End Total CF 0.90
1 -60 plf -160 plf -220 plf 0.00 ft 7.00 ft 7.00 ft
2 0 plf 0.00 ft
3 0 plf 0.00 ft Deflection Criteria
4 1 1 0 plf 0.00 ft TLI U240 1 0.35 in
5 1 0 plf 1 0.00 ft LLI U480 I 0.18 in
Triangular Loads
Max Load Extent
# DL LL TL Zero End Max End Total
1 0 plf 0.00 ft
2 0 plf 0.00 ft
3 0 plf 0.00 ft
4 0 plf 0.00 ft
5 0 plf 0.00 ft
-250
-200
-150
-100
C, -50
a
a 0
50 7.00 ft
100
150
R1 R2
200 0.77 k 0.77 k
250
PWU Engineering Inc.02013,Software 0.02,3/06/14
Beam #3 � PW�EN�GINEE�RING INC.
Results
-250
-200
-150
-100
�= -50
a
0
co
50 7.00 ft
100
150
R1 R2
200 0.77 k0.77 k
250
Type: Reactions (k)
Douglas Fir-Larch #2 DL LL TL TL
R, 210 Ib 560 Ib 770 Ib 0.77 k
R2 210 Ib 560 Ib 770 Ib 0.77 k
Size: 1000
(1) 2x14 DF#2
500
A 19.88 int n^
S 43.89 in3 o
1 290.78 in4 n
F,; 180 psi -500
Fb' 810 psi
F x 106 1.60 1000
VAllowable 2.39 k 1500
MAllowable 2.96 k-ft
Design values are based off NDS 2005 Edition,published by American 1000
Wood Council.
c
m
Shear Moment c 500
VMAX 0.77 k MMAX 1.35 k-ft
VAllowable Allowable
2.39 k M 2.96 k-ft 0
Ratio 0.32 Ratio 0.45 0.00
OK OK _
-0.01
Deflection o
TL LL
Actual 0.03 in 0.02 in o o.oz
Criteria 0.35 in 0.18 in
Ratio 0.07 0.11 -0.03
OK OK
PWU Engineering Inc.02013,Software 0.02,3/06/14
Beam #4 -�PWU ENGINEERING INC.
Loads and criteria
TotalSpan:1 4.00 ft 1 =48 in
Fully Braced?i Yes
Point Loads
Load Location Pressure Treated? No
# DL LL TL
1 0 Ib Repetitive Use? No
2 0 Ib
3 0 Ib Wet Service?i No
4 0 Ib
5 0 Ib Sustained Temperature? T:5 100°F
Uniform Loads Load Factors
Load Extent Co 1.00
# DL LL TL Start End Total CF 1.40
1 -247 pif -240 plf -487 plf 0.00 ft 1.50 ft 1.50 ft
2 -68 pif -100 plf -168 pif 1.50 ft 4.00 ft 2.50 ft
3 0 pif 0.00 ft Deflection Criteria
4 0 pif 0.00 ft TLI U500 1 0.10 in
5 0 pif 1 0.00 ft LLI U500 1 0.10 in
Triangular Loads
Max Load Extent
# DL LL TL Zero End Max End Total
1 0 pif 0.00 ft
2 0 pif 0.00 ft
3 0 plf 0.00 ft
4 0 pif 0.00 ft
5 0 plf 0.00 ft
-800
-600
-400
-200
CL
a 0
co
0 4.00 ft
200
400 R2
0.43 k
600
R1
800 0.72 k
PWU Engineering Inc.02013,Software 0.02,3/06/14
Beam #4 � P �EN�GZNEE�RING INC.
Results
-800
-600
-400
-200
a
0
111, All
J 200 4.00 ft
400 R2
0.43 k
600 R1
800 0.72 k
Type: Reactions (k)
Douglas Fir-Larch #2 DL LL TL TL
R, 354 Ib 371 Ib 725 Ib 0.72 k
R2 186 Ib 239 Ib 426 Ib 0.43 k
Size: 800
(1) 4x8 DF#2 600 ------- ---- — —
A 25.38 int400
a 200
S 30.66 in'
0
1 111.15 in4 N
F,; 180 psi -200
Fb- 1260 psi -400
F x 106 1.60 -600
VAllowable 3.05 k 600
MAllowable 3.22 k-ft _ 500
Design values are based off NDS 2005 Edition,published by American 400
Wood Council.
300
m
Shear Moment c 200
VMAX 0.72 k MMAX 0.54 k-ft
� 100
VAllowable Allowable
3.05 k M 3.22 k-ft 0
Ratio 0.24 Ratio 0.17 0.00
OK OK 0.00
Deflection o 0.00
TL LL d -0.01
Actual 0.01 in 0.00 in o 0.01
Criteria 0.10 in 0.10 in
Ratio 0.09 0.05 -0.01
OK OK
PWU Engineering Inc.02013,Software v1.02,3/06/14
Beam #5 � PWU ENGINEERING INC.
Loads and criteria
Total Span:j 7.00 ft I = 84 in
Fully Braced?i Yes
Point Loads
Load Location Pressure Treated?l No
# DL LL TL
1 0 Ib Repetitive Use?i No
2 0 Ib
3 0 Ib Wet Service?l No
4 0 Ib
5 0 Ib Sustained Temperature? T:5 100°F
Uniform Loads Load Factors
Load Extent CD 1.00
# DL LL TL Start End Total CF 1.40
1 -75 pif -200 plf -275 pif 0.00 ft 7.00 ft 7.00 ft
2 0 plf 0.00 ft
3 0 plf 0.00 ft Deflection Criteria
4 0 plf 0.00 ft TLI U240 1 0.35 in
5 0 plf 0.00 ft LLI U480 1 0.18 in
Triangular Loads
Max Load Extent
# DL LL TL Zero End Max End Total
1 0 plf 0.00 ft
2 0 plf 0.00 ft
3 0 plf 0.00 ft
4 0 plf 0.00 ft
5 0 pif 0.00 ft
-400
-300
-200
., -100
w
CL
a 0
All
a 7.00 ft
100
200 R1 j R2
300 0.96 k 0.96 k
400
PWU Engineering Inc.02013,Software 0.02,3/06/14
Beam #5 Nz"U ENGINEERING INC.
Results
-400
-300
-200
w -100
a
0
A All
C 100 7.00 ft
J
200 R1 R2
300 0.96 k 0.96 k
400
Type: Reactions (k)
DL LL TL TL
Douglas Fir-Larch #2 R, 263 Ib 700 lb—]- 963 Ib 0.96 k
R2 263 Ib 700 Ib 963 Ib 0.96 k
Size: 1500
(1) 4x8 DF#2 1000
A 25.38 int 500
S 30.66 in' o
m
1 111.15 in4 N500
F,; 180 psi -1000
Fb' 11260 psi
F x 106 1.60 1500
VAllowable 3.05 k 2000
MAllowable 3.22 k-ft
Design values are based off NDS 2005 Edition,published by American a 1500
Wood Council.
1000
m
SheMoment 0 500
VMAX 0.96 k MMAX 1.68 k-ft
VAllowable Allowable
3.05 k M 3.22 k-ft 0
Ratio 0.32 Ratio 0.52 0.00
OK OK -0.02
2
Deflection o- o.oa
TL LL -0.06
Actual 0.08 in 0.06 in o o.oa
Criteria 0.35 in 0.18 in
Ratio 0.24 0.35 1 -0.10
OK OK
PWIJ Engineering Inc.02013,Software 0.02,3/06/14
Beam #6 �PWU
ENGINEERING INC.
Loads and criteria
Total Span:j 3.50 ft 1 -7-47171
Fully Braced?j Yes
Point Loads
Load Location Pressure Treated?l No
# DL LL TL
1 0 Ib Repetitive Use? No
2 0 Ib
3 0 Ib Wet Service?i No
4 0 Ib EE]
5 1 0 Ib Sustained Temperature? T<_ 100°F
Uniform Loads Load Factors
Load Extent Co 1.00
# DL LL TL Start End Total CF 1.20
1 -171 plf -200 pif -371 plf 0.00 ft 3.50 ft 3.50 ft
2 0 plf 0.00 ft
3 0 plf 0.00 ft Deflection Criteria
4 1 1 0 plf 0.00 ft .rLj U240 1 0.18 in
5 1 1 0 plf 0.00 ft LLI 0480 I 0.09 in
Triangular Loads
Max Load Extent
# DL LL TL Zero End Max End Total
1 0 plf 0.00 ft
2 0 plf 0.00 ft
3 0 plf 0.00 ft
4 0 plf 0.00 ft
5 0 plf 0.00 ft
-500
-400
-300
-200
.� -100
a
0 0
0 100 3.50 ft
200
300
400 R1 R2
500 0.65 k 0.65 k
PVVU Engineering Inc.02013,Software 0.02,3/06/14
Beam #6 �PWU ENGINEERING INC.
Results
-500
-400
-300
-200
C, -100
a 0
M All
0 100 3.50 ft
200
300
400 R1 R2
0.65 k
500 0.65 k
Type: Reactions (k)
Douglas Fir-Larch #2 DL LL TL TL
R, 299 Ib 350 Ib 649 Ib 0.65 k
Rs 299 Ib 350 Ib 649 Ib 0.65 k
Size: 1000
(1) 4x10 DF#2
500
A 32.38 in'
S 49.91 in' o
d
1 230.84 in4
CO
F„' 180 psi -500
Fb' 1 1080 psi
F x 106 1.60 -1000
VAllowable 3.89 k 600
MAllowable 4.49 k-ft _ 500
Design values are based off NDS 2005 Edition,published by American a 400
Wood Council.
300
m
Shear Moment c zoo
VMAX 0.65 k MMAX 0.57 k-ft
� 100
VAllowable Allowable
3.89 k M 4.49 k-ft 0
Ratio 0.17 Ratio 0.13 0.00
OK OK
� 0.00
Deflection s`
0.00
TL LL d
Actual 0.00 in 0.00 in o 0.00
Criteria 0.18 in 0.09 in
Ratio 0.02 0.02 0.00
OK OK
PWU Engineering Inc.02013,Software v1.02,3/06/14
Beam #7 MPWU ENGINEERING INC.
Loads and criteria
Total Span:j 5.00 ft I =60 in
Fully Braced?j Yes
Point Loads
Load Location Pressure Treated?i No
# DL LL TL
1 0 Ib Repetitive Use?i No
2 0 Ib
3 0 Ib Wet Service?l No
4 0 Ib
5 0 Ib Sustained Temperature? T:5 100°F
Uniform Loads Load Factors
Load Extent CID 1.00
# DL LL TL Start End Total CF 1.40
1 -201 plf -280 plf -481 pif 0.00 ft 5.00 ft 5.00 ft
2 0 plf 0.00 ft
3 0 plf 0.00 ft Deflection Criteria
4 1 1 0 pif, 0.00 ft TLI U240 1 0.25 in
5 1 1 0 pif 1 0.00 ft LLI U480 I 0.13 in
Triangular Loads
Max Load Extent
# DL LL TL Zero End Max End Total
1 0 pif 0.00 ft
2 0 plf 0.00 ft
3 0 Plf 0.00 ft
4 0 pif 0.00 ft
5 0 plf 0.00 ft
-600
-400
-200
w
a
0 0
0 All
5.00 ft
200
400 R1 R2
1.20 k 1.20 k
600
PWU Engineering Inc.02013,Software 0.02,3/06/14
Beam #7 �PWU ENGINEERING INC.
Results
-600
-400
-200
CL
a 0
5.00 ft
200
400 R1j R2
1.20 k 1.20 k
600
Type: Reactions (k)
Douglas Fir-Larch #2 DL LL TL TL
R, 503 Ib 700 Ib 1203 Ib 1.20 k
R2 503 Ib 700 Ib 1203 Ib 1.20 k
Size: 1500
(1) 4x8 DF#2 1000
A 25.38 in' 500
S 30.66 in' ,� o
1 111.15 in4 y -500
F,; 180 psi -1000
Fb- 1260 psi
F x 106 1.60 15oa
VAllowable 3.05 k 2000
MAllowable 3.22 k-ft
Design values are based off NDS 2005 Edition,published by American 1500
Wood Council.
1000
m
Shear Moment 0 500
VMAX 1.20 k MMAX 1.50 k-ft
VAllowable Allowable
3.05 k M 3.22 k-ft 0
Ratio 0.39 Ratio 0.47 0.00
OK OK
� -0.01
Deflection s 0.02
TL LL
Actual 0.04 in 0.02 in o -0.03
Criteria 0.25 in 0.13 in
Ratio 0.15 0.18 -0.04
OK OK
PWII Engineering Inc.02013,Software v1.02,3/06/14
f
Beam #8 �PWU ENGINEERING INC.
Loads and criteria
Total Span:j 3.75 ft I =45 in
Fully Braced?j Yes
Point Loads
Load Location Pressure Treated? No
# DL LL TL
1 0 Ib Repetitive Use? No
2 0 Ib
3 0 Ib Wet Service? No
4 0 Ib
5 0 Ib Sustained Temperature? T:5 100°F
Uniform Loads Load Factors
Load Extent CID 1.00
# DL LL TL Start End Total CF 1.40
1 -426 pif -880 pif -1306 plf 0.00 ft 3.75 ft 3.75 ft
2 0 plf 0.00 ft
3 0 plf 0.00 ft Deflection Criteria
4 1 0 plf 0.00 ft TLI U240 1 0.19 in
5 1 0 plf 0.00 ft LL U480 0.09 in
Triangular Loads
Max Load Extent
# DL LL TL Zero End Max End Total
1 0 plf 0.00 ft
2 0 plf 0.00 ft
3 0 plf 0.00 ft
4 1 0 plf 0.00 ft
5 1 0 plf 0.00 ft
-1500
-1000
-500
w
c
a 0
3.75 ft
500
1000
R1 2.45 k R2
2.45 k
1500
PWU Engineering Inc.02013,Software 0.02,3/06/14
Beam #8 �WWU
ENGINEERING INC.
Results
-1500
-1000
-500
CL
-0 0
J 3.75 ft
500
1000 R1 R2
1500 2.45 k 12.45 k
Type: Reactions (k)
DL LL TL TL
Douglas Fir-Larch #2 R, 799 Ib 1650 Ib 2449 Ib 2.45 k
R2 799 Ib 1650 Ib 2449 Ib 2.45 k
Size: 3000
(1) 4x8 DF#2 2000
A 25.38 in' 1000
S 30.66 in' o
111.15 in4 y -1000
F„' 180 psi -2000
Fb' 1260 psi
F x 106 1.60 -3000
VAllowable 3.05 k 2500
MAllowable 3.22 k-ft 2000
Design values are based off NDS 2005 Edition,published by American a
Wood Council. 1500
c
E 1000
Shear Moment 0 500
VMAX 2.45 k MMAX 2.30 k-ft
VAllowable Allowable
3.05 k M 3.22 k-ft 0
Ratio 0.80 Ratio 0.71 0.00
OK OK
-0.01
Deflection c -0.02
TL LL d
Actual 0.03 in 0.02 in o -0.03
Criteria 0.19 in 0.09 in
Ratio 0.17 0.23 -0.04
OK OK
PWU Engineering Inc.02013,Software v1.02,3/06/14
HDR @ Den �PWU ENGINEERING INC.
Loads and criteria
Total Span:j 6.00 ft I =72 in
Fully Braced?l Yes
Point Loads
Load Location Pressure Treated?l No
# DL LL TL
1 0 Ib Repetitive Use? No
2 0 Ib
3 0 Ib Wet Service? No
4 0 Ib
5 0 Ib Sustained Temperature? T:5 100°F
Uniform Loads Load Factors
Load Extent CD 1.00
# DL LL TL Start End Total CF 1.20
1 -250 pif -370 pif -620 plf 0.00 ft 6.00 ft 6.00 ft
2 0 plf 0.00 ft
3 0 pif 0.00 ft Deflection Criteria
4 1 1 0 plf 0.00 ft TLI U500 1 0.14 in
5 1 0 pif 1 0.00 ft LLI U500 1 0.14 in
Triangular Loads
Max Load Extent
# DL LL TL Zero End Max End Total
1 0 plf 0.00 ft
2 0 plf 0.00 ft
3 0 pif 0.00 ft
4 1 0 pif 0.00 ft
5 0 plf 0.00 ft
-800
-600
-400
., -200
w
CL
v 0
M All
6.00 ft
200
400
600 R1 R2
1.86 k
11.86 k
800
PWU Engineering Inc.02013,Software v1.02,3/06/14
HDR @ Den �PWU ENGINEERING INC.
Results
-800
-600
-400
-200
a
0 0
M All
200 6.00 ft
400
600 R1 F R2
1.86 k 1.86 k
800
Type: Reactions (k)
Douglas Fir-Larch #2 DL LL TL TL
R, 750 Ib 11101b 1860 Ib 1.86 k
R2 750 Ib 11101b 1860 Ib 1.86 k
Size: 3000
(1) 4x10 DF#2 2000
A 32.38 int 1000
S 49.91 in' o
d
230.84 in4 v -1000
F,; 180 psi -2000
Fb' 1080 psi
3ooa
F x 106 1.60
VAllowable 3.89 k 3000
MAllowable 4.49 k-ft _ 2500
Design values are based off NDS 2005 Edition,published by American 2000
Wood Council.
1500
m
1000
Shear Moment 0
VMAX 1.86 k MMAX 2.79 k-ft 500
VAllowable Allowable
3.89 k M 4.49 k-ft 0
Ratio 0.48 Ratio 0.62 0.00
OK OK
-0.02
Deflection `o
TL LL d
Actual 0.05 in 0.03 in o O.oa
Criteria 0.14 in 0.14 in
Ratio 0.34 0.20 O.os
OK OK
PWU Engineering Inc.02013,Software v1.02,3/06/14
t
HDR @ 1-Car Garage z"U ENGINEERING INC.
Loads and criteria
Total Span:j 8.00 ft I = 96 in
Fully Braced?j No
Unbraced Length:1 8.00 ft
Point Loads
Load Location Pressure Treated?l No
# DL LL TL
1 -850 Ib -12501b -21001E 6.75 ft Repetitive Use?i No
2 0 Ib
3 0 Ib Wet Service?i No
4 0 Ib
5 0 Ib Sustained Temperature? T:5 100°F
Uniform Loads Load Factors
Load Extent Co 1.00
# DL LL TL Start End Total Cv 1.00
1 -131 plf -75 pif -206 pif 0.00 ft 6.75 ft 6.75 ft
2 -267 plf -275 plf -542 pif 6.75 ft 8.00 ft 1.25 ft
3 0 pif 0.00 ft Deflection Criteria
4 1 0 plf 0.00 ft TLI U240 1 0.40 in
5 0 pif 0.00 ft LL U480 0.20 in
Triangular Loads
Max Load Extent
# DL LL TL Zero End Max End Total
1 0 plf 0.00 ft
2 0 plf 0.00 ft
3 0 plf 0.00 ft
4 0 plf 0.00 ft
5 0 plf 1 0.00 ft
-600
-400 -2.10 k
-200
w
CL
0 A Ile
All
R1 8.00 ft
200 1.18 k
400 R2
2.98 k
600
PVVU Engineering Inc.02013,Software v1.02,3/06/14
HDR @ 1-Car Garage HRPWU ENGINEERING INC.
Results
-600
-400 -2.10 k
-200
w
CL
a 0
All
�° R1 8.00 ft
200 1.18 k
400 R2
[2.918k
600
Type: Reactions (k)
Boise Glulam 24F-V4 DL LL I TL TL
R, 670 Ib 515 Ib 1185 Ib 1.18 k
R2 1398 Ib 15851b 29831b 2.98 k
Size: 2000
(1) 3'/"x9" GL 1000
A 31.50 int 0
S 47.25 in' ,� -1000
d
1 212.63 in4 N2000
F,; 265 psi -3000
Fb' 2323 psi
F x 106 1.80 -4000
VAllowable 5.57 k 4000
MAllowable 9.15 k-ft
Design values are based off BOISE GLULAM Specter Guide, 3000
published by Boise Cascade EWP dated 02/28/13.
2000
m
Shear Moment 1000
VMAX 2.98 k MMAX 3.41 k-ft
VAllowable Allowable
5.57 k M 9.15 k-ft 0
Ratio 0.54 Ratio 0.37 0.00
OK OK _
-0.05
Deflection `o
TL LL
Actual 0.10 in 0.05 in o 0.10
Criteria 0.40 in 0.20 in
Ratio 0.25 0.24 -0.15
OK OK
PWU Engineering Inc.02013,Software v1.02,3/06/14
HDR @ 2-Car Garage �P �EN�GZNE�ERZNG� INC.
Loads and criteria
Total Span:j 16.00 ft I = 192 in
Fully Braced? No
Unbraced Length:1 16.00 ft
Point Loads
Load Location Pressure Treated? No
# DL LL TL
1 0 Ib Repetitive Use?l No
2 0 Ib
3 0 Ib Wet Service? No
4 0 Ib
5 0 Ib Sustained Temperature? T:5 100°F
Uniform Loads Load Factors
Load Extent Co 1.00
# DL LL TL Start End Total Cv 1.00
1 -165 plf -125 pif -290 plf 0.00 ft 16.00 ft 16.00 ft
2 0 pif 0.00 ft
3 0 pif 0.00 ft Deflection Criteria
4 0 pif 0.00 ft TLI U240 1 0.80 in
5 0 OfI 0.00 ft LLI U480 1 0.40 in
Triangular Loads
Max Load Extent
# DL LL TL Zero End Max End Total
1 0 plf 0.00 ft
2 0 plf 0.00 ft
3 0 plf 0.00 ft
4 1 1 0 pif 0.00 ft
5 0 pif 0.00 ft
-400
-300
-200
_ -100
w
CL
All
a 0
co
100 16.00 ft
200
300 R1 R2
2.32 k 2.32 k
400
PWU Engineering Inc.02013,Software v1.02,3/06/14
HDR @ 2-Car Garage �PWU
ENGINEERING INC.
Results
-400
-300
-200
w -100
a
0
M All
0 100 16.00 ft
200
300 R1 R2
2.32 k 2.32 k
400
Type: Reactions (k)
Boise Glulam 24F-V4 DL LL TL TL
R, 1320 Ib 1000 Ib 2320 Ib 2.32 k
R2 1320 Ib 1000 Ib 2320 Ib 2.32 k
Size: 3000
(1) 3'/2'x10'/" GL 2000
A 36.75 int 1000
S 64.31 in' ,� o
337.64 in4 y -1000
F,; 265 psi -2000
Fb' 2032 psi
E' x 106 1.80 3000
VAllowable 6.49 k 10000
MAllowable 10.89 k-ft 8000
Design values are based off BOISE GLULAM Specifier Guide, .e
published by Boise Cascade EWP dated 02/28/13. 6000
C
E 4000
Shear Moment 0 2000
VMAX 2.32 k MMAX 9.28 k-ft
VAllowable Allowable
6.49 k M 10.89 k-ft 0
Ratio 0.36 Ratio 0.85 0.00
OK OK
-0.20
Deflection `s a.ao
TL LL
Actual 0.70 in 0.30 in o -0.60
Criteria 0.80 in 0.40 in
Ratio 0.88 0.76 -0.80
OK OK
PWU Engineering Inc.02013,Software 0.02,3/06/14
,
HDR @ Greatroom ���EN�GZNE�ERXNG� INC.
Loads and criteria
Total Span:j 5.00 ft I =60 in
Fully Braced?i Yes
Point Loads
Load Location Pressure Treated?l No
# DL LL TL
1 -12331b -18131b -30461b 1.50 ft Repetitive Use?l No
2 0 Ib
3 0 Ib Wet Service?i No
4 0 Ib
5 0 Ib Sustained Temperature? T:5 100°F
Uniform Loads Load Factors
Load Extent CD 1.00
# DL LL TL Start End Total Cv 1.00
1 -477 pif -730 plf -1207 plf 0.00 ft 1.50 ft 1.50 ft
2 -239 pif -380 plf -619 pif 1.50 ft 5.00 ft 3.50 ft
3 0 pif 0.00 ft Deflection Criteria
4 1 1 0 pif 0.00 ft TLI U240 1 0.25 in
5 1 0 pif1 0.00 ft LLI U480 1 0.13 in
Triangular Loads
Max Load Extent
# DL LL TL Zero End Max End Total
1 0 plf 0.00 ft
2 0 plf 0.00 ft
3 0 plf 0.00 ft
4 0 plf 0.00 ft
5 0 pif 0.00 ft
-2500
-2000
-1500
-1000
w -500
a
a 0
All
500 5.00 ft
1000
R2
1500 2.59 k
2000 R1
2500 4.43 k
PWU Engineering Inc.02013,Software 0.02,3/06/14
HDR @ Greatroom � U ENGINEERING INC.
Results
-2500
-2000
-1500
-1000
a
-500
0
M
500 5.00 ft
1000 R2
1500 2.59 k
2000 R1
2500 4.43 k
Type: Reactions (k)
Boise Glulam 24F-V4 DL LL TL TL
R, 1763 Ib 2665 Ib 4428 Ib 4.43 k
R2 1020 Ib 1573 Ib 2592 Ib 2.59 k
Size: 6000
(1) 3%'x9" GL 4000
A 31.50 int a 2000
S 47.25 in'
1 212.63 in4 y 0
F„' 265 psi -2000
Fb' 2400 psi
E'X 106 1.80 4000
VAllowable 5.57 k 6000
MAllowable 9.45 k-ft 5000
Design values are based off BOISE GLULAM Specifier Guide, a 4000
published by Boise Cascade EWP dated 02/28/13.
3000
d 2000
Shear Moment 0 1000
VMAX 4.43 k MMAX 5.28 k-ft 0
VAllowable Allowable
5.57 k M 9.45 k-ft -1000
Ratio 0.80 Ratio 0.56 0.00
OK OK _
-0.02
Deflection o
TL LL
Actual 0.06 in 0.03 in o o.oa
Criteria 0.25 in 0.13 in
Ratio 0.22 0.27 -0.06
OK OK
PWU Engineering Inc.02013,Software v1.02,3/06/14
r
HDR @ Kitchen �PWU
ENGINEERING INC.
Loads and criteria
Total Span:j 5.00 ft I =60 in
Fully Braced?l Yes
Point Loads
Load Location Pressure Treated?i No
# DL LL TL
1 -11051b -16251b -27301b 4.75 ft Repetitive Use?j No
2 0 Ib
3 0 Ib Wet Service? No
4 0 Ib
5 01 Sustained Temperature? T:5 100°F
Uniform Loads Load Factors
Load Extent Co 1.00
# DL LL TL Start End Total Cv 1.00
1 -290 plf -455 pif -745 plf 0.00 ft 4.75 ft 4.75 ft
2 -477 plf -730 plf -1207 pif 4.75 ft 5.00 ft 0.25 ft
3 0 plf 0.00 ft Deflection Criteria
4 1 1 0 plf 0.00 ft TL U240 1 0.25 in
5 1 1 0 plf 1 0.00 ft LLI U480 I 0.13 in
Triangular Loads
Max Load Extent
# DL LL TL Zero End Max End Total
1 0 plf 0.00 ft
2 0 pif 0.00 ft
3 0 pif 0.00 ft
4 0 plf 0.00 ft
5 0 pif 0.00 ft
-2500
-2000
-1500 -2.73 k
-1000
-500
a
a 0
co
500 R1 5.00 ft
1000 2.00 k
1500
R2
2000
4.57 k
2500
PWU Engineering Inc.02013,Software 0.02,3/06/14
HDR @ Kitchen �PWU ENGINEERING INC.
Results
-2500
-2000
-1500 -2.73 k
-1000
a
-500
-a 0
500 R1 5.00 ft
1000 2.00 k
1500
R2
2000 4.57 k
2500
Type: Reactions (k)
Boise Glulam 24F-V4 DL LL TL TL
Rf 780 Ib 1220 Ib 2001 Ib 2.00 k
R2 1819 Ib 2748 Ib 4567 Ib 4.57 k
Size: 4000
(1) 3'/2'x9" GL 2000
A 31.50 int 0
S 47.25 in'
1 212.63 in4 n -2000
F„' 265 psi -4000
Fb' 2400 psi
F x 106 1.80 so0o
VAllowable 5.57 k 3000
MAllowable 9.45 k-ft _ 2500
Design values are based off BOISE GLULAM Specifier Guide, 2000
published by Boise Cascade EWP dated 02/28/13. -
1500
m
1oo0
Shear Moment 0
VMAX 4.57 k MMAX 2.69 k-ft 500
V 5.57 k M 9.45 k-ft 0
Allowable Allowable
Ratio 0.82 Ratio 0.28 0.00
OK OK
� -0.01
Deflection `s -0.02 -
TL LL d
Actual 0.03 in 0.02 in o -0.03
Criteria 0.25 in 0.13 in
Ratio 0.13 0.16 -0.04
OK OK
PWU Engineering Inc.02013,Software v1.02,3/06/14
HDR @ Nook �PWU ENGINEERING INC.
Loads and criteria
TotalSpan:1 8.00 ft 1 = 96 in
Fully Braced?l Yes
Point Loads
Load Location Pressure Treated?l No
# DL LL TL
1 -11901b -17501b -29401b 2.00 ft Repetitive Use?i No
2 -595 Ib -875 Ib -1470 Ib 7.00 ft
3 0 Ib Wet Service?i No
4 0 Ib
5 i 0 Ib Sustained Temperature? T:5 100°F
Uniform Loads Load Factors
Load Extent Co 1.00
# DL LL TL Start End Total CV 1.00
1 -239 plf -380 plf -619 plf 0.00 ft 7.00 ft 7.00 ft
2 -477 pif -730 pif -1207 pif 7.00 ft 8.00 ft 1.00 ft
3 0 plf 0.00 ft Deflection Criteria
4 1 1 0 plf 1 0.00 ft TLI U240 1 0.40 in
5 0 plf 0.00 ft LL L/480` 0.20 in
Triangular Loads
Max Load Extent
# DL LL TL Zero End Max End Total
1 0 pif 0.00 ft
2 0 plf 0.00 ft
3 0 plf 1 0.00 ft
4 0 plf 0.00 ft
5 0 plf 0.00 ft
-2500
-2000
-1500 2.94 k
-1000 -1.47 J1
w -500
CL
a 0
All
500 8.00 ft
1000
1500
2000 R1 R2
4.90 k 5.05 k
2500
PWU Engineering Inc.82013,Software 0.02,3106114
HDR @ Nook \ PWU ENGINEERING INC.
Results
-2500
-2000
-1500 -2.94 k
-1000 -1.47 k
w -500
a
0 0
o
500 8.00 ft
1000
1500
2000 1 R1 R2
2500 fl 4.90 k 5.05 k
Type: Reactions (k)
Boise Glulam 24F-V4 DL LL TL TL
R, 1936 Ib 2964 Ib 4900 Ib 4.90 k
RZ 1995 Ib 3051 Ib 5047 Ib 5.05 k
Size: 6000
(1) 3Y2rx10'/" GL 4000
A 36.75 int 2000
S 64.31 in' ,� 0
1 337.64 in4 y 2000
F,; 265 psi -4000
Fb' 1 2400 psi
E'x 106 1.80 soon
VAllowable 6.49 k 10000
MAllowable 12.86 k-ft 8000
Design values are based off BOISE GLULAM Specifier Guide, a
published by Boise Cascade EWP dated 02/28/13. 6000
c
4000
Shear Moment a 2000
VMAX 5.05 k MMAX 8.98 k-ft
VAllowable Allowable
6.49 k M 12.86 k-ft
Ratio 0.78 Ratio 0.70 0.00
OK OK
� -0.05
Deflection 00.10
TL LL d
Actual 0.17 in 0.11 in o -0.15
Criteria 0.40 in 0.20 in
Ratio 0.44 0.53 -0.20
OK OK
PWU Engineering Inc.02013,Software v1.02,3/06/14