Specifications -s �PWU ENGINEERING INC.
CEC 2 a 20115
Email: pwuengineering(a-)-comcast.net
Ph: (503) 810-8309 r
Structural Calculations:
Job # LEN 15437
Date: 12/14/15
Project: Willow A Master Reuse
Garage Left
Lot 33, Oak Crest, Tigard, OR
Lennar Homes
PR
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19421 PEF� �7r
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AY 22
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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.
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�PWU ENGINEERING INC.
Ph: 503 810-8309, Email: pwuengineering@comcast.net
The following calculations are for the Willow American 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 =28.0' approximately.
D
C
tvN4FRS �
Direction _ ]End Zones
2a
C
A / NNUFRS
Direction
2a
End Zones
Note: End zone may occur at any corner of the
building.
a= .10*34' =3.4'
or for h=28'
a=A(h) =.4(28')= 11.2'
a=3.4' controls
a must be larger than .04(34')= 1.4> and 3'
Therefore:
2a= 6.8' see Fig 6-2 ASCE 7, and Figure above.
Seismic Loading: DI 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
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Wind per ASCE 7 �PWU ENGINEERING INC.
Project Willow A
Direction Front to Back
3s Gust Roof A 21.3 psf
Seed Exp. Angle A B 6.8 psf
105mph B 26.6 1.00 C 15.8 ps
6:12 D 6.0 psi
MIVFRS
Diredian \ A Intl Zones
Least a= 3.4 ft
L(ft) hAVG(ft) or a= 11.2 ft A / �^
direction
34.0 28.0 and a> 1.4 ft 2a
and a> 3.0 ft End Zones
Note:Erd zone mey nccur at any cure of the
buldhg.
2a 6.8 ft
WR
L(ft) 6.8 20.4 6.8
hA(ft) 4.0 4.0
hB(ft) 10.0 10.0
he(ft) 4.0
ho(ft) I 1 10.0
W(plf)1 0.01 152.71 123.1 Ji 152.7 0.01 0.01 0.01 0.01 0.0 0.0
200.0
WR AVG 134.9 plf
100.0
0.0
W2
L(ft)l 6.8 20.4 6.8
hA(ft) 10.0 10.0
he(ft)
he(ft) 10.0
hp(ft)
W(plf) 0.01 212.61 158.41 212.61 0.01 0.01 0.01 0.0 0.0 0.0
300.0
W2 AVGJ 180.1 plf 200.0
100.0
0.0 , .
W,
L(ft)
hA(ft)
hB(ft)
he(ft)
hp(ft)
W(plf) 0.01 0.01 0.0 0.01 0.01 0.01 0.01 0.01 0.0 0.0
1.0
W1 AVG #DIV/0!
0.s
0.0
0-1
M
s
roP PLAT!
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FRONT ELEVATION r-o•
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Wind per ASCE 7 MOpWU ENGINEERING INC.
Project Willow A
Direction Side to Side
3s Gust Roof A 21.3 psf
Speed Exp. Angle A B 6.8 psf
105mph B 26.6 1.00 C 15.8 psf D
6:12 D 6.0 psf C
Direction \ A Entl Zones
Least a= 3.4 ft
W(ft) hAVG(ft) ora= 11.2 ft A /
Direction
34.0 28.0 and a> 1.4 ft 2.
and a> 3.0 ft End Zones
Note:End zone may occur at any corner of the
bultlhg.
2al 6.8 ft
WR
L(ft)l 6.8 30.4 6.8
hA(ft) 9.0 9.0
hB(ft) 4.0 4.0
hc(ft) 9.0
hp(ft)
W(Plf) 0.01 218.4 142.51 0.01 218.41 0.01 0.01 0.0 0.0 0.0
300.0
WR AVG 166.0 plf 200.0
100.0
0.0
MMMM��
W2
L(ft) 6.8 30.4 2.0 4.8 2.0
hA(ft) 10.0 5.5 10.0 4.5
h6(ft) 5.0
hc(ft) 10.0 4.5
hp(ft)
W(Plf)1 0.01 212.6 158.41 188.21 212.6 129.51 0.01 0.0
300.0
W2 AVG 172.1 plf 200.0
100.0
0.0
W,
L(ft)
hA(ft)
hB(ft)
hc(ft)
ho(ft)
W(Plf) 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.0 0.0 0.0
Wl AVG # 1.0DIV/0!
0.5
0.0
� s
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i
TOP PLAT!
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TOP PLA1E
b
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LEFT SIDE ELEVATION V4-.NO'
2 ,
b
TOP PLATE
4p 4
TOP PLA1!
Ll
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REAR ELEVATION �.•.r.a
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^_ _TOP PLAT!
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LUI 11 11 11 1
To
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RIGHT SIDE ELEVATION 1/4•.r_O'
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Seismic & Governing Values �pWU ENGINEERING INC.
Project Willow A \V
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 6.51 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) * 44 ft] = 101.4 plf < 134.9 plf Wind Governs
W2 = [0.100 * (15+5+3+4) * 44 ft] + 101.4 pl = 220.5 pl < 315.0 plf Wind Governs
W, _ [0.100 * (15+5+3+4) * + 220.5 pl = 220.5 pl #DIV/01. #DIV/0! #DIV/0!
Check Seismic Side to Side vs Wind
Seismic Wind
WR = [0.100 * (15+5+3) * 34 ft] = 78.4 plf < 166.0 plf Wind Governs
W2 = [0.100 * (15+5+3+4) * 34 ft] + 78.4 pl = 170.4 plf < 338.1 plf Wind Governs
W, _ [0.100 * (15+5+3+4) * + 170.4 pl = 170.4 plf #DIV/0! #DIV/0! #DIV/0!
Redundancy factor= 1.0 per ASCE 7 section 12.3.4.2
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Line Loads �PWU ENGINEERING INC.
Project Willow A �\
High Roof Diaphragm -Upper Floor Walls
Line A
P = 2.29 k LTOTAL = 33.0 ft v = 2.29 k / 33.0 ft = 70 plf IType A Wall
h = 8.0 ft LwoRST = 16.5 ft MOT = 70 plf * 8.0 ft 16.5 ft = 9.18 kft
MR = (15 psf 2.0 ft + 12 psf * 8.0 ft) * (16.5ft)2 / 2 * 0.6 = 10.29 kft
T = 9.18kft - 10.29kft / 16.5 ft = 0.00 k + 0.00 k = 0.00 k No hd req'd
Line B
P = 2.29 k LTOTAL = 33.0 ft v = 2.29 k / 33.0 ft = 70 plf IType A Wall
h = 8.0 ft LwoRST = 14.0 ft MOT = 70 plf 8.0 ft 14.0 ft = 7.79 kft
MR = (15 psf * 2.0 ft + 12 psf 8.0 ft) * (14.Oft)2 / 2 0.6 = 7.41 kft
T = 7.79kft - 7.41 kft / 14.0 ft = 0.03 k + 0.00 k = 0.03 k No hd req'd
Line 1
P = 3.65 k LTOTAL = 18.0 ft v = 3.65 k / 18.0 ft = 203 plf Type A Wall
h = 8.0 ft LwoRST = 13.0 ft MOT = 203 plf * 8.0 ft * 13.0 ft = 21.10 kft
MR = (15 psf * 15.0 ft + 12 psf * 8.0 ft) * (13.Oft)2 / 2 0.6 = 16.27 kft
T = 21.10kft - 16.27kft / 13.0 ft = 0.37 k + 0.00 k = 0.37 k No hd req'd
See FTAO Calc
Line 3
P = 3.65 k LTOTAL = 16.5 ft v = 3.65 k / 16.5 ft = 221 plf IType A Wall
h = 8.0 ft LwoRST = 4.0 ft MOT = 221 plf * 8.0 ft * 4.0 ft = 7.08 kft
MR = (15 psf 15.0 ft + 12 psf * 8.0 ft) * (4.Oft)2 / 2 * 0.6 = 1.54 kft
+ 500 Ib * 3.0 ft = 1.50 kft + 1.54 kft = 3.04 kft
T = 7.08kft - 3.04kft / 4.0 ft = 1.01 k + 0.00 k = 1.01 k
Use type 6 hd on 4'pier only
Low Roof/Upper Floor Diaphragm-Main Floor Walls
Line A
P = 5.36 k LTOTAL = 42.0 ft I v = 5.36 k / 42.0 ft = 128 plf IType A Wall
h = 9.0 ft LwoRST = 42.0 ft MOT = 128 plf * 9.0 ft * 42.0 ft = 48.20 kft
MR = (15 psf * 4.0 ft + 12 psf 9.0 ft) * (42.Oft)2 / 2 * 0.6 = 88.9 kft
T = 48.20kft - 88.9kft / 42.0 ft = 0.00 k + 0.00 k = 0.00 k No hd req'd
Line B
P = 5.36 k LTOTAL = 37.0 ft v = 5.36 k / 37.0 ft = 145 plf Type A Wall
h = 9.0 ft LwoRST = 6.5 ft MOT = 145 plf * 9.0 ft * 6.5 ft = 8.47 kft
MR = (15 psf * 2.0 ft + 12 psf 9.0 ft) * (6.5ft)2 / 2 0.6 = 1.75 kft
+ 500 Ib * 6.5 ft = 3.25 kft + 1.75 kft = 5.00 kft
T = 8.47kft - 5.00kft / 6.5 ft = 0.53 k + 0.00 k = 0.53 k No hd req'd
Line 1
P =1.63 k__J I LTOTAL = 12.5 ft v = 5.63 k / 12.5 ft = 450 plf Type B Wall
See FTAO Calc No hd req'd
f
Line 2
P = 3.96 k LTOTAL = 28.3 ft v = 3.96 k / 28.3 ft = 140 plf IType A Wall
h = 9.0 ft LWORST = 5.0 ft TF-MOT = 140 plf * 9.0 ft * 5.0 ft = 6.30 kft
MR = (15 psf 2.0 ft + 12 psf * 9.0 ft) * (5.Oft)2 / 2 0.6 = 1.04 kft
+ 500 Ib * 5.0 ft = 2.50 kft + 1.04 kft = 3.54 kft
T = 6.30kft - 3.54kft / 5.0 ft = 0.55 k + 0.00 k = 0.55 k No hd req'd
Line 3
P = 5.63 k LTOTAL _ 7.O ft v = 5.63 k / 7.0 ft = 804 plf IType D Wall
h = 9.0 ft LWORST = 1.5 ft MOT = 804 plf * 9.0 ft * 1.5 ft = 10.86 kft
MR = (15 psf 2.0 ft + 12 psf * 9.0 ft) * (1.5ft)2 / 2 0.6 = 0.09 kft
+ 500 Ib * 1.5 ft = 0.75 kft + 0.09 kft = 0.84 kft
T = 10.86kft - 0.84kft / 1.5 ft = 6.68 k + 0.00 k = 6.68 k Use type 4 hd
See FTAO Calc
Force Transfer Around Opening Method (FTAO) MPWU ENGINEERING INC.
@ Upper Floor Line 1 Worst Case
L, = 2.5ft Lo= 10.0ft L2= 2.5ft
V= 1.02 k
vp= 68 plf vp= 68 plf vp= 68 pif hu= 1.0 ft
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i
F, = 0.51 k F2= 0.51 k
ho= 5.0 ft
F, = 0.51k F2= 0.51k
Lb,01 ..- � -�
<- +- E-
vp= 68 pif vp= 68 plf vp= 68 plf hL= 2.0 ft
T= 0.00k T= 0.00k
vp= 1.02 k/ 15.0 ft= 68 plf H:W Ratios
v=1 1.02 k/ 5.0 ft= 204 pif Use: Type A Wall 5.0 ft : 2.5 ft
5.0 ft : 2.5 ft 1=2.0 : 1
F, = (204 pif- 68 pif) * 2.5ft* 1.5= 0.51 k
F2 = (204 plf- 68 pif) * 2.5 ft* 1.5= 0.51 k Use: 12► Bays BLKG
MOT= 1.02 k* 8.0 ft=1 8.16 kft
MR= [( 15psf* 2ft+ 12psf* 8.0 ft)
(15.0 ft)^2 * 0.6/2] +( 15.0 ft *5001b) = 16.01 jkft
T= ( 8.16- 16.01 )/ 15.0 ft=1 0.00k Nohdrea'd
a 0.5 0.51 k
0.0
-0.5
° 1.0 - .
Force Transfer Around Opening Method (FTAO) �PWU ENGINEERING INC.
@ Main Floor Line 1 Worst Case
L, = 2.5ft Lo= 10.0ft L2= 2.6ft
V= 2.25 k
vp= 150 plf vp= 150 plf vp= 150 pif hu = 1.0 ft
lie
F, = 1.13k F2= 1.13kho= 5.0ft
F, = 1.13 k FZ= 1.13 k
vp= 150 pif vp= 150 pif vp= 150 plf hL= 3.0 ft
T= 0.23k T= 0.23k
vp= 2.25 k/ 15.0 ft= 1,150 plf H:W Ratios
v=1 2.25 k/ 5.0 ft= 450 pifil Use: Type B Wall 5.0 ft : 2.5 ft =2.0 : 1
5.Oft : 2.5ft = 2.0 : 1
F, = (450plf- 150plf)* 2.5ft* 1.5= 1.13k
F2= (450 pif- 150 plf) * 2.5 ft* 1.5=1 1.13 k Use: (2) Bays BLKG
MOT= 2.25 k* 9.0 ft=1 20.25 kft
MR= [( 15psf* 2ft+ 12psf* 9.0 ft)
(15.0 ft)-2 *0.6/2] + ( 15.0 ft *5001b) = 16.82 kft
T= (20.25- 16.82)/ 15.0 ft 0.23k Nohdreg'd
1.0 1.13 k
Y 0.5
0.0
x -0.5
LL -1.0 - k
-1.5
.s
Force Transfer Around Opening Method (FTAO) MPWU ENGINEERING INC.
@ Main Floor Line 3 Worst Case
' L, = 2.Oft Lo= 6.Oft L2= 2.0ft_
V= 3.22 k
vp= 322 plf vp= 322 plf vp= 322 plf hu= 1.0 ft
F, = 1.45k F2= 1.45k
a ho= 5.0 ft
F, = 1.45k F2= 1.45k
vp= 322 plf vp= 322 plf vp= 322 pif hL= 3.0 ft
y
T= 1.98k T= 1.98k
VP= 3.22 k/ 10.0 ft= 322 plf H:W Ratios
v=1 3.22 k/ 4.0 ft= 805 plf Use: Type D Wall 5.0 ft : 2.0 ft =2.5 : 1
5.0 ft : 2.0 ft =2.5 : 1
F, _ (805 plf- 322 plf) * 2.0 ft* 1.5= 1.45 k
F2= ( 805 pIf- 322 plf) * 2.0 ft* 1.5= 1.45 k Use: (3) Bays BLKG
MOT= 3.22 k* 9.0 ft= 28.98 kft
MR= [( 15psf* 2 ft+ 12psf* 9.0 ft)
(10.0 ft)^2 *0.6/2] + ( 10.0 ft *5001b) = 9.14 kft
T= (28.98- 9.14)/ 10.0 ft 1.98k Use: Type 4hd
1.45 k
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HOLDOWN SCHEDULE
MARK Boundary Tension of DF Tension of HF Anchor Anchor Anchor Tension
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=66705 w=66705
3 HDU5-SDS2.5 (2)2x 5645 4065 SB%X24 SB%X24 w-66705 S=57305,
S=6395,777315,
4 HDU8-SDS2.5 (3)2x 7870 5665 SSTB28 SSTB34 w=7615 w=8710
8 HDU11-SDS2.5 (1)6x 9535 6865 PAB8-36, 10"min PAB8-36, 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.
SHEARWALL SCHEDULE (a-m) ONLY 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 6' OSB (1) SIDE 8d 6" 12" z' Dia. A.B. @ 30"o/c 16d @ 4"o/c A35 @ 14"o/c 255 357
B 16" OSB (1) SIDE (f) 8d 4" 12" 2"Dia. A.B. @ 18"o/c (m) 16d @ 2z"o/c A35 @ 10"o/c 395 553
C6" OSB (1) SIDE (e,f) 8d 3" 12" 2"Dia.A.B. @ 12"o/c (m) 16d @ 2"o/c A35 @ 8"o/c 505 707
D6" OSB (1) SIDE (e,f) 8d 2" 12" 2"Dia.A.B. @ 11"o/c (m) 16d @ 2"o/c A35 @ 6" o/c 670 938
E 16" OSB (2) SIDE (d,e,f) 8d 6" 12" 2"Dia.A.B. @ 12"o/c (m) 16d @ 2"o/c A35 @ 8" o/c 510 714
F6" OSB (2) SIDE (d,e,f) 8d 4"Staggered 12" 2"Dia. A.B. @ 8"o/c (m) 16d @ 3"o/c(2) rows staggered A35 @ 5" o/c 790 1106
G 6" 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 HGA10KT @ 8" o/c 1010 1414
H 6" 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 q" 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.
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Ph: 503 810-8309, Email: pwuengineeringocomcast.net
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Beam #13 �PWU ENGINEERING INC.
Loads and criteria
TotalSpan:j 3.00 ft 1 = 36 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 CID 1.00
# DL LL TL Start End Total CF 0.90
1 -90 plf -240 plf -330 plf 0.00 ft 3.00 ft 3.00 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 0.15 in
5 1 0 pif 1 0.00 ft LLI U480 1 0.08 in J
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 pif 0.00 ft
5 0 Of 0.00 ft
-400
-300
-200
,. -100
w
CL
a 0
M All
3.00 ft
100
200
300 R1
400 R2
0.50 k 0.50 k
PWU Engineering Inc.02013,Software 0.02,3/06/14
•
Beam #13 � P �EN�GINEE�RING INC.
Results
-400
-300
-200
w -100
a
a 0
cok All
100 3.00 ft
200
300 R1 R2
400 0.50 k 0.50 k
Type: Reactions (k)
Douglas Fir-Larch #2 DL LL TL TL
R, 135 Ib 360 Ib 495 Ib 0.50 k
R2 135 Ib 360 Ib 495 Ib 0.50 k
Size: 600
(1) 2x14 DF#2 400
A 19.88 int : 200
S 43.89 in' „ 0
4)
1 290.78 in4 -200
F„' 180 psi -400
Fb' 810 psi
F 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
d
Shear Moment 0 100
VMAX 0.50 k MMAX 0.37 k-ft
VAllowable Allowable
2.39 k M 2.96 k-ft
Ratio 0.21 Ratio 0.13 0.00
OK OK
0.00
Deflection o
TL LL
Actual 0.00 in 0.00 in o 0.00
Criteria 0.15 in 0.08 in
Ratio 0.01 0.01 0.00
OK OK
PWII Engineering Inc.02013,Software v1.02,3/06/14
Beam #14 = v�PWU ENGINEERING INC.
Loads and criteria
Total Span:j 8.50 ft I = 102 in
Fully Braced?i Yes
Point Loads
Load Location Pressure Treated? No
# DL LL TL
1 -135 Ib -360 Ib -495 Ib 2.50 ft Repetitive Use?i No
2 -135 Ib -360 lb -495 Ib 4.25 ft
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 CF 0.90
1 -30 plf -80 plf -110 PH 0.00 ft 8.50 ft 8.50 ft
2 0 plf 0.00 ft
3 0 plf 0.00 ft Deflection Criteria
4 0 plf 0.00 ft TLI U240 1 0.43 in
5 0 plf I 1 0.00 ft LLI U480 1 0.21 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 1 0 plf 0.00 ft
5 0 plf 0.00 ft
-150
-100
-0.50 k -0.50 k
-50
CL
v 0
8.50 ft
50
FkR100 R1
1.06 k
t'
150
PWU Engineering Inc.02013,Software 0.02,3/06/14
Beam #14 �,�PWU ENGINEERING INC.
Results
-150
-100
-0.50 k -0.50 k
-50
CL
0 0
0 8.50 ft
50
100 R1rR2
86 k
1.06 k
150
Type: Reactions (k)
Douglas Fir-Larch #2 DL LL TL TL
R, 290 Ib 774 Ib 1064 Ib 1.06 k
R2 235 Ib 626 Ib 861 Ib 0.86 k
Size: 1500
(1) 2x14 DF#2 1000
A 19.88 in' a 500
S 43.89 in'
1 290.78 in4 N 0
Fv 180 psi -500
Fb' 810 psi
F x 106 1.60 -1000
VAllowable 2.39 k 3000
MAllowable 2.96 k-ft 2500
Design values are based off NDS 2005 Edition,published by American 2!)00
Wood Council. $
1500
m
1000
Shear Moment 0
VMAX 1.06 k MMAX 2.66 k-ft 500
VAllowable Allowable
2.39 k M 2.96 k-ft 0
Ratio 0.45 Ratio 0.90 0.00
OK OK
-0.02
Deflection -o.oa
TL LL d
Actual 0.07 in 0.05 in o -0.06
Criteria 0.43 in 0.21 in
Ratio 0.16 0.24 -o.oa
OK OK
PWU Engineering Inc.02013,Software v1.02,3/06/14