Specifications xl C S Ta-Od 5 �— p U') (12-
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PWU ENGINEERING INC.
Email: pwuenginee ring(a1icomcast.net tAtCENED
Ph: (503) 810-8309DEC 9 N15
`
Structural Calculations: GILD OFTIGARD
Job # LEN15415
Date: 11/30/15 SUILDiNG ONIStGN
Project: Larwood A Master Reuse
Garage Right
Lot 14, Oak St. Estates, Tigard, OR
Lennar Homes
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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.
� ENGINEERING INC.
Ph: 503 810-8309, Email: pwuengineering@comcast.net
The following calculations are for the Larwood A 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 1 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
MVYFRS ` A
Direction EndZones
2a/
C
A ' MVVFRS
Direction
2a
End Zones
Note: End zone may occur at any corner of the
building.
a= .10*40' =4'
or for h =28'
a= .4(h) =.4(25') = 11.2'
a = 4' controls
a must be larger than .04(40')= 1.6' and 3'
Therefore:
2a = 8' see Fig 6-2 ASCE 7, and Figure above.
Seismic Loading: D, 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
Wind per ASCE 7 pWU ENGINEERING INC.
Project Larwood A \V
Direction Front to Back
3s Gust Roof Least
Spas I Exp. Angle A L(ft) hAVG(ft)
105mphl 40.0 28.0
eR a= 4.0 ft
A 21.3 s ora= 11.2 ft
B 6.8 ps Check 10psf min and a> 1.6 ft /
C 15.8 s load across all and a> 3.0 ft s
D 6.0 ps zones.
2a 8.0 ft
WR
L(ft) 8.0 24.0 8.0
hA(ft) 8.0 4.0
hB(ft) 5.0 9.0
he(ft) 8.0
hD(ft) 5.0
W(plf) 0.0 204.0 156.5 146.0 0.0 0.0 0.0 0.0 0.0 0.0
300.0
WRAVGI 163.9plf 200.0
10psf min load: 130.0 plf 100.0 a
Governing value: 163.9 pl 0 0
W2
L(ft) 8.0 24.0 8.0
hA(ft) 10.0 10.0
hB(ft)
he(ft) 10.0
hD(ft)
W(plf) 0.0 212.6 158.4 212.6 0.0 0.0 0.0 0.0 0.00.0
3000
WYAVG 180.1 plf 2000
lopsf min load7l 100.0 plf 100.0
Governing value7l 180.1 piti 00
W1
L(ft)
hA(ft)
hB(ft)
he(ft)
hD(ft)
W(plf) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
to
W1 AVG #DIV/01
10psf min load I #DIV/0! 0.5 -
Governing value: #DIV/0! 0.0
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FRONT •
Wind per ASCE 7 pWU ENGINEERING INC.
Project Larwood A
Direction Side to Side
3s Gust Roof Least
Speed Exp. Angle A W(ft) hAVG(ft)
105mph B 26.6 1.00 40.0 28.0
6:12 � /`
a= 4.0 ft a o
A 21.3 s ora= 11.2 ft
B 6.8 s Check 10psf min and a> 1.6
C 15.8 s load across all and a> 3.0 ft s
D 6.0 ps zones.
Z-,
2a 8.0
eva.y.
WR
L(ft) 8.0 23.0 8.0
hA(ft) 4.0 8.5
hB(ft) 8.0
he(ft) 8.5
hD(ft) 3.5
W(plf) 0.0 0.0 0.0 139.2 155.5 180.7 0.0 0.0 0.0 0.0
200.0
WRAVG 157.3p1f
10 sf min load: 112.8 If a (
P P 100.0 J 1
Governing value: 157.3 pl 00
W2
L(ft) 8.0 2.5 8.0 23.0 8.0
hA(ft) 4.5 5.5 10.0
hB(ft) 5.0 5.0
he(ft) 4.5 1.5 10.0
hD(ft)
W(plf) 0.0 129.5 105.1 140.7 158.4 212.6 0.0 0.0 0.0 0.0
3000
W2AVGI 156.22 lf 200.0
10psf min load: 94.1 plf 100 0 ,,,,��^. �" -�"t' #�Y'/, 't`�"
Governing value: 156.9 p1 00 � :fit P � ii�4at� A
W1
L(ft)
hA(ft)
he(ft)
he(ft)
hD(ft)
W(plf) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
W7AVG #DIV/01 10l
10psf min load: #DIV/0! 0.5
-Governing value: #DIV/0! 00
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Seismic & Governing Values `t»7pWU ENGINEERING INC.
Project Larwood A \\Vy
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
Exterior Wall Dead Load: 12psf
Check Seismic Front to Back vs Wind
Seismic Wind
WR = [0.100 ' (15+5+3) 39 ft] J= 89.9 al < 163.9pl Wind Governs
Wz = [0.100 ' (15+5+3+4) ' 42 ft] + 89.9 pl = 203.5 pl < 344.0 pl Wind Governs
W, _ [0.100 ' (15+5+3+4) + 203.5 pl = 203.5 pl #DIV/0! #DIV/0! #DIV/01
Check Seismic Side to Side vs Wind
Seismic Wind
WR = [0.100 ' (15+5+3) ` 40 it] J= 92.2 plf 157.3 pl Wind Governs
W2 = (0.100 ' (15+5+3+4) ' 40 ft] + 92.2 pl = 200.4plf 314.3 pl Wind Governs
IN, [0.100 ' (15+5+3+4) + 200.4 pl I= 200.4 plf #DIV/0! #DIV/0! #DIV/0!
Redundancy factor= 1.0 per ASCE 7 section 12.3.4.2
Line Loads �e»)pWU ENGINEERING INC.
Project Larwood A VV
High Roof Diaphragm - Upper Floor Walls
Line A
P = 3.28 k LTOTAL = 34.0 ft v = 3.28 k / 34.0 ft = 96 plf Type A Wa
= 8. 11
h 0 ft LWORST = 13.5 ft MOT = 96 plf 8.0 ft 13.5 It = 10.41 kft
MR = (15 psf * 2.0 ft + 12 psf 8.0 ft) ' (13.5ft)' / 2 ' 0.6 = 6.89 kft
+ 0 Ib 0.0 ft + 0 Ib ' 0.0 ft = 0.00 kft + 6.89 kft = 6.89 kft
T = 10.41 kft - 6.89kft / 13.5 ft = 0.26 k + 0.00 k = 0.26 k No hd req'd
Line B
P = 3.28 k LTOTAL = 30.5 ft v = 3.28 k / 30.5 ft = 107 plf Type A Wall
h = 8.0 ft LWORST = 4.0 ft MOT = 107 plf ' 8.0 ft 4.0 ft = 3.44 kft
MR = (15 psf 2.0 ft + 12 psf 8.0 ft) * (4.Oft)' / 2 0.6 = 0.60 kft
+ 0 Ib 0.0 ft + (01b * 0.0 ft = 0.00 kft + 0.60 kft = 0.60 kft
T = 3.44kft - 0.60kft / 4.0 ft = 0.71 k + 0.00 k = 0.71 k No hd req'd
Line 1
P = 3.07 k LTOTAL = 18.0 ftv = 3.07 k / 18.0 ft = 170 plf Type A Wall
h = 8.0 ft LWORST = 5.5 ft IT MOT = 170 plf ' 8.0 It ` 5.5 ft = 7.50 kft
MR = (15 psf 15.0 It + 12 psf ' 8.0 ft) ` (5.5ft)' / 2 0.6 = 2.91 kft
+ 0 Ib 0.0 ft + (5001b 2.5 ft = 1.25 kft + 2.91 kft = 4.16 kft
T = 7.50kft - 4.16kft / 5.5 ft = 0.61 k + 0.00 k = 0.61 k No hd req'd
Line 3
P = 3.07 k LTOTAL = 18.0 ft v = 3.07 k / 18.0 ft = 170 plf Type A Wall
See FTAO Calc No hd req'd
Low Roof/Upper Floor Diaphragm -Main Floor Walls
Line A
P = 6.88 k LTOTAL = 41.0 ft v = 6.88 k / 41.0 ft = 168 plf Type A Wall
h = 9.0 ft LWORST = 41.0 ft MOT = 168 plf * 9.0 ft ' 41.0 ft = 61.92 kft
MR = (15 psf ' 2.0 ft + 12 psf * 9.0 ft) * (41.Oft)' / 2 0.6 = 69.59 kft
+ 0 Ib ' 0.0 ft + 0 Ib * 0.0 ft = 0.00 kft + 69.59 kft = 69.59 kft
T = 61.92kft - 69.59kft / 41.0 ft = 0.00 k + 0.00 k = 0.00 k No hd req'd
Line B
P = 6.88 k LTOTAL = 38.5 ft v = 6.88 k / 38.5 ft = 179 plf Type A We
h = 9.0 ft LWORST = 16.0 ft MOT = 179 plf 9.0 ft 16.0 ft = 25.73 kft
MR = (15 psf * 3.0 ft + 12 psf 9.0 ft) ' (16.Oft)' / 2 ' 0.6 = 11.75 kft
+ 0 Ib ` 0.0 ft + (5001b ` 13.0 ft = 6.50 kft + 11.75 kft = 18.25 kft
T = 25.73kft - 18.25kft / 16.0 ft = 0.47 k + 0.00 k = 0.47 k No hd req'd
Line 1
P = 4.44 k LTOTAL = 16.5 ft v = 4.44 k / 16.5 ft = 269 plf Type B Wall
See FTAO Calc No hd req'd
Line 2
P = 3.88 k LTOTAL = 19.5 ft v = 3.88 k / 19.5 ft = 199 plf Type A Wall
h = 9.0 ft LwoRST = 19.5 ft MoT = 199 Of 9.0 ft * 19.5 ft = 34.96 kft
MR = (15 psf 5.0 ft + 12 psf * 9.0 ft) * (19.5ft)' / 2 0.6 = 20.88 kft
+ (01b 0.0 ft + 0 Ib * 0.0 ft = 0.00 kft + 20.88 kft = 20.88 kft
T = 34.96kft - 20.88kft / 19.5 ft = 0.72 k + 0.00 k = 0.72 k No hd req'd
Line 3
P = 5.58 k LTOTAL = 12.0 ft v = 5.58 k / 12.0 ft = 465 plf IType C We
h = 9.0 ft LwoasT = 3.0 ft MOT = 465 plf 9.0 ft 3.0 ft = 12.55 kft
MR = (15 psf 2.0 ft + 12 psf 9.0 ft) * (3.Oft)2 / 2 0.6 = 0.37 kft
+ 0 Ib * 0.0 ft + 500 Ib * 3.0 ft = 1.50 kft + 0.37 kft = 1.87 kft
T = 12.55kft - 1.87kft / 3.0 ft = 3.56 k + 0.00 k = 3.56 k Use type 2 hd
See FTAO Calc
PWU ENGINEERING INC.
�
Force Transfer Around Opening (FTAO) �\v
Diekmann Technique @ Upper Floor Line 3
L, = 3.Oft Lo= 6.6ft L2= 3.0ft
V= 1.02 k
VA= 52 plf vp= 129 plf VF= 52 plf hu= 1.0 ft
F, = 0.35k F2= 0.35k
vB= 170 pif VG= 170 plf ho= 2.5 ft
F, = 0.36k F2= 0.35k
hL= 4.5ft
vc = 52 plf VE= 129 plf VH = 52 pif
y
H = 0.71k H = 0.71k
H=j 1.02 k 8.0 ft) / 11.5 ft= 1 0.71 ki H:W Ratios
2.5 ft : 3.0 ft = 0.8 : 1
yh = 1.02k/ 6.0ft= 170 plf 2.5 it : 3.Oft = 0.8 : 1
v„=10.71 k/ 5.5 ft= 129 plf Use: Type A Wall
1plf* 5.50 ft= 0.71 k
F29, = ( 0.71 k * 3.Oft) / 6.0ft= 0.35k
F2=1 ( 0.71 k* 3.0 ft) / 6.0 ft= 0.35 k Use: (2) Bays BLKG
T+C Couple after Dead Load is applied for holdown requirements
MR= [( 15psf* 2 ft+ 12psf* 8.O ft) *
(11.5 ft)-2 " 0.6/2 ] + ( 0.0 ft *5001b) = 5.00 kft
T= 0.71 kft- ( 5.00kft 11.5 ft = 0.27k +0.00k= 0.27k
No HD req'd
Force Transfer Around Opening (FTAO) 7R�PWU ENGINEERING INC.
Diekmann Technique @ Main Floor Line 1
L, = 4.0 ft Lo= 5.0 ft L2= 4.0 ft
V= 2.15k
VA= 36 pif vp= 372 pif VF= 36 pif hu = 1.0 ft
F, = 0.93k F2= 0.93k
vs= 269 plf vo= 269 plf ho= 5.0 ft
F, = 0.93k F2= 0.93k
hL= 3.O ft
vc= 36 plf VE= 372 pif vM= 36 pif
y T
H = 1.49k H = 1.49k
H= ( 2.15k * 9.Oft) / 13.Oft = 1.49k H:WRatios
5.Oft: 4.Oft = 1.3 : 1
Vh =l 2.15k/ 8.0 ft= 269 plf 5.0 ft: 4.Oft = 1.3 : 1
v„=1 1.49 k/ 4.0 ft= 372 plf Use: Type B Wall
F =1 372 plf* 5.00 ft= 1.86 k
F1 = ( 1.86 k* 4.0 ft) 8.0ft= 0.93k
F2 = ( 1.86 k* 4.0 ft)/ 8.0 ft= 0.93 k Use: (2) Bays BLKG
T+C Couple after Dead Load is applied for holdown requirements
MR= [( 15psf* 8 ft+ 12psf* 9.0b=)
0 ft)
(13.0ft)^2 *0.6/2] +(0.0ft *5001b) = 11.56kft
T=1 1.49 kft- ( 11.56 kit / 13.0 ft) = 0.60 k +0.00k= 0.60 k
No HD read
Force Transfer Around Opening (FTAO) MPwu ENGINEERING INC.
Diekmann Technique @ Main Floor Line 3
L, = 3.Oft Lo= 6.Oft L2 = 3.0ft
V= 2.79 k
VA= -11 plf yp= 571 plf VF= -11 plf hu = 1.0 ft
F, = 1.43k F2= 1.43k
vs= 465 pif vG= 465 pif ho= 5.0 ft
F, = 1.43k F2= 1.43k
h L= 3.0 ft
vc= -11 pif VE= 571 pif VH= -11 pif
y
H = 2.28k H = 2.28k
H= ( 2.79k - 9.0 ft) / 11.0 ft= 1 2.28 ki H:W Ratios
5.0 ft : 3.0 ft 1= 1.7 : 1
Vh =l 2.79k/ 6.0ft= 465plf 5.0 ft : 3.Oft = 1.7 : 1
V„= 2.28 k/ 4.0 ft= I 571 plf Use: Type C Wall
571 pif5.00 ft= 2.85 k
F, = (2.85k ` 3.Oft)1 6.0ft= 1.43k
F, _ (2.85 k ` 3.0 ft)/ 6.0 ft= 1.43 k Use: (2) Bays BLKG
T+C Couple after Dead Load is applied for hoidown requirements
MR= [( 15psf` 2 ft+ 12psf' 9.0 ft) '
(11.0 ft)-2 "0.6/2] + ( 0.0 ft `5001b) = 5.01 kft
T=1 2.28 kft- ( 5.01 kft / 11.0 ft) = 1.83 k +0.00k= 1.83 k
Use: Type 2 HD
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UPPER FLOOR LATERAL PLAN
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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
1 HDU2-SDS2.5 s=2550, s=2550,
(2)2x 3075 2215 SSTB16 SSTB20L w=3610 w=3610
2 HDU4-SDS2.5 (2)2x 4565 3285 SB%X24 SB%X24 w=6675 w=667
3 HDU5-SDS2.5 (2)2x 5645 4065 SB%X24 SB%X24
1=5730,
-66 75 w=6675
4 HDU8-SDS2.5 (3)2x 7870 5665 SSTB28 SSTB34 S= 5, 5=81
w=7 761615 w=80
710
8 HDU11-SDS2.5 (1)6x 9535 6865 PA138-36, 10"min PA138-36, 10"min
embed into 32"min embed into 32"min
9 HHD014-SDS2.5 (1)6x 14445 10350 width tooting. If at width footing. If at
retaining wall lap retaining wall lap
anchor with vert reinf anchor with vert reinf
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'DON
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" ?" Dia.A.B. @ 30"o/c 16d @ 4" o/c A35 @ 14" o/c 255 357
Bi6' OSB (1) SIDE (f) 8d 4" 12" z"Dia. A.B. @ 18"o/c (m) 16d @ 2z"o/c A35 @ 10" o/c 395 553
C 16' OSB (1) SIDE (e,f) 8d 3" 12" Z"Dia. A.B. @ 12"o/c (m) 16d @ 2"o/c A35 @8" o/c 505 707
D ts' OSB (1) SIDE (e,f) 8d 2" 12" z'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
F 6' OSB (2) SIDE (d,e,f) 8d 4" Staggered 12" z'Dia. A.B. @ 8"o/c (m) 16d @ 3" o/c(2) rows staggered A35 @ 5" o/c 790 1106
G 16' OSB (2) SIDE (d,e,f) 8d 3" Staggered 12" Z'Dia. A.B. @ 7"o/c (m) 16d @ 2" o/c(2)rows staggered HGA1 OKT @ 8" o/c 1010 1414
H i6' OSB (2) SIDE (d,e,f) 8d 2" Staggered 12" z"Dia. A.B. @ 52"o/c (m) 16d @ 42' o/c(2)rows staggered HGA10KT @ 6" o/cl 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"xY" 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
Qs- 2Ep4
I DL' I SPJP
G1_#t
HDR @ Master Pwu ENGINEERING INC.
Loads and criteria
Total Span: 5.00 ft 1 =60 in
Fully Braced?i Yes
Point Loads
Load Location Pressure Treated?i 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 s 100`F
Uniform Loads Load Factors
Load Extent CD 1.00
# DL LL TL Start End Total CF 1.40
1 -270 plf -450 plf -720 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 0.00 ft TL U2400.25 in
5 0 plf 0.00 ft LL U480 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 pif 0.00 ft
4 0 plf 0.00 ft
5 0 plf 0.00 ft
-800
-600
-400
-200
a
0 0
A
200 5.00 ft
400
600
R1 R2
800 1.80 k 1.80 k
PW Engineenng Inc.02013.Software v1.02.31WU
HDR @ Master �\� PWU ENGINEERING INC.
Results
-800
-600
-400
G -200
n
0
m
0 200 5.00 ft
400
600 R1 R2
800 1.80 k 1.80 k
Type: Reactions (k)
Douglas Fir-Larch #2 DL LL TL TL
Dou
9 R1 6751b 11251b 18001b 1.80 k
R2 6751b 11251b 18001b 1.80 k
Size: 2000
(1) 4x8 DF#2
1000 --
A 25.38 int E
S 30.66 in o
a
1 111.15 in4 N
F, 180 psi -1000
Fti 1260 psi _2000
E'x 106 1.60
VAllowable 3.05 k 2500
MAllowable 3.22 k-ft 2000 ------
Design vales are based OR NDS 2W51,61,0 ,published by Amencan a
wood Counal. x 1500
C
E 1000 - --
Shear Moment s 500
VMAX 1.80 k MMAX 2.25 k-ft
VAllowable Allowable
3.05 k M 3.22 k-ft 0
Ratio 0.59 Ratio 0.70 0.00
OK OK
0.02
Deflection o
TL LL a -0.04
Actual 0.06 in 0.04 in o
Criteria 0.25 in 0.13 in
Ratio 0.23 0.28 -0.06
OK OK
PM Engineenng Inc 02013,Software vi o2,31MI4
HDR @ GT PWU ENGINEERING INC.
Loads and criteria
Total Span:j 2.00 ft I =24 in
Fully Braced?l Yes
Point Loads
Load Location Pressure Treated?l No
# DL LL TL
1 -4579 Ib -7631 Ib -12210 Ib 0.50 ft Repetitive Use?j 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 Co 1.00
# DL LL TL Start End Total Cv 1.00
1 -255 plf -463 plf -718 plf 0.00 ft 2.00 ft 2.00 ft
2 0 plf 0.00 ft
3 0 plf 0.00 ft Deflection Criteria
4 0 plf 0.00 ft TL 1-1240 0.10 in
5 0 plf 0.00 ft LL U480 0.05 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 -12.21 k
-600
-400
w
-200
a
v 0
2.00 ftR2
200
3.77 k
400 —
R1
600 9.88 k
800
PM Engineenng Inc.02013,Software,102.3/06114
HDR @ GT �PWU ENGINEERING INC.
Results
-800 -12.21 k
-600
-400
w -200
nif
v 0
M
0200 2.00 ft R2
3.77 k
400
R1
600 9.88 k
800
Type: Reactions (k)
TL
Boise Glulam DL LL TL 24F-V4 R, 3689 Ib 61861b 98751b 9.88 k
R2 14001b 23701b 37701b 3.77 k
Size: 15000
(1) 5'/2'x10Y2' GL
10000
A 57.75 in' g
S 101.06 in 5000
m
1 530.58 in4 N
F, 265 psi 0
Fti 2400 psi
E'x 106 1.80 -5000
VAllowable 10.20 k 6000
MAllowable 20.21 k-ft 5000
Design values are based off BOISE GLULAM Specifier Guide, = 4660 —
published by Boise Cascade i dated 0228113. �'
3000
m
Shear Moment c 2000
1000
VMAX 9.88 k MMAX 4.85 k-ft
VAllowable Allowable
10.20 k M 20.21 k-ft
Ratio 0.97 Ratio 0.24 0.00
OK OK
0.00
Deflection `o
TL LL d
Actual 0.00 in 0.00 in o 0.00
Criteria 0.10 in 0.05 in
Ratio 0.03 0.04 0.00
OK OK
PW Engineering Inc.W013,Software v1.02,3106114
Beam #1 MPWU ENGINEERING INC.
Loads and criteria
Total Span:j 13.00 ft 1 = 156 in
Fully Braced?l Yes
Point Loads
Load Location Pressure Treated?l No
# DL LL TL
1 0 Ib Repetitive Use?j No
2 0 Ib
3 0 Ib Wet Service? No
4 0 Ib
5 0 Ib j Sustained Temperature? T<_ 100°F
Uniform Loads Load Factors
Load Extent CD 1.00
# DL LL TL Start End Total CF 0.90
1 -135 plf -225 plf -360 plf 0.00 ft 13.00 ft 13.00 ft
2 0 plf 0.00 ft
3 0 plf 0.00 ft Deflection Criteria
4 0 plf 0.00 ft TL U240 0.65 in
5 0 plf 0.00 ft LL U480 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 plf 0.00 ft
4 0 plf 0.00 ft
5 0 plf 0.00 ft
-400
-300
-200
w
-100
a
v 0
m
100 13.00 ft
200
300R1 R2
2.34 k 2.34 k
400
PM Engineenng Inc.02013,Software v1.02,31M114
Beam #1 MPWU ENGINEERING INC.
Results
-400
-300
-200
w -100
n
a 0
All
� 100 13.00 ft
200
300 R1 R2
2.34 k 2.34 k
400
Type: Reactions (k)
DL LL TL TL
Douglas Fir-Larch #2 R1 878 Ib 1463 Ib 2340 Ib 2.34 k
R2 878 Ib 1463 Ib 2340 Ib 2.34 k
Size: 3000
(3) 2x14 DF#2 2000
A 59.63 in' H 1000
S 131.67 in' 0
m
1 872.33 in4 N -1000
F,' 540 psi -2000
Fti 2430 psi
E'x 105 1.60 3000
VAllowable 1 7.16 k 8000
MAllowable 1 8.89 k-ft
Design values are based off NDS 2005 Edihon,published by American 6000
Wood Council.
4000
E
ShearMoment 2000
VMAX 2.34 k MMAX 7.61 k-ft
VAllowable Allowable 7.16 k M 8.89 k-ft 0
Ratio 0.33 Ratio 0.86 0.00
OK OK
-o.os
Deflection 010 —
TL LL a
Actual 0.17 in 0.10 in o -0.15
Criteria 0.65 in 0.33 in
Ratio 0.26 0.32 -0.20
OK OK
PW Engineenng Inc.702013,Software v1.02,WW14
Beam #2 PWU ENGINEERING INC.
Loads and criteria \\\\V
Total Span: 7.00 ft 1 = 84 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?i No
4 0 Ib
5 0 Ib Sustained Temperature? T<_ 100°F
Uniform Loads Load Factors
Load Extent Co 1.00
# DL LL TL Start End Total CF 0.90
1 -30 plf -50 pif -80 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 0 plf 0.00 ft TL U2400.35 in
5 0 plf 0.00 ft LL U480 0.18 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 plf 0.00 ft
5 0 plf 0.00 It
-100
-80
-60
-40
-20
a
v 0
A
20 7.00 ft
40
60 R1 R2
80 0.28 k 0.28 k
100
PM Engineenng Inc,02013,Software v1 02,3100/14
I�
Beam #2 R� PWU ENGINEERING INC.
Results
100
-80
-60
-40
n
-20
v 0
a 20 7.00 ft
40
60 R1 R2
80 0.28 k 0.28 k
100
Type: Reactions (k)
Douglas Fir-Larch #2 DL LL TL TL
Dou
9 Rt 105 Ib 175 Ib 280 Ib 0.28 k
Rz 105 Ib 175 Ib 280 Ib 0.28 k
Size: 400
(1) 2x14 DF#2 300
200
A 19.88 int a 100
S 43.89 in' 0
1 290.78 in4 w -100
F„' 180 psi -200
Fti 810 psi -300
E'x 106 1.60
400
VAllowable 2.39 k 600
MAllowable 2.96 k-ft _ 500
Design values are based Off NOS 2005 Edlh0n,publisbeb by American ,O 400
Wood Council. 4
300
a
Shear Moment ; 200
00
VMAX 0.28 k MMAX 0.49 k-ft
VAllowable Allowable
2.39 k M 2.96 k-ft 0
Ratio 0.12 Ratio 0.17 0.00
OK OK 0.00
' c
Deflectiono 0.00 -
TL LL d -0.01
Actual 0.01 in 0.01 in o -0.01
Criteria 0.35 in 0.18 in
Ratio 0.03 0.03 -0.01
OK OK
PM Engineenng Inc.®2013,Software v1 02,31W14
Beam #3 MQ�PWU ENGINEERING INC.
Loads and criteria
Total Span:1 21.50 ft =258 in
Fully Braced?j —Yes
Point Loads
Load Location Pressure Treated?l No
# DL LL TL
1 0 Ib Repetitive Use?i No
2 0 lb
3 0 Ib Wet Service?l No
4 0 lb
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 0.98
1 -171 If -140 If -311 If 0.00 ft 21.50 ft 21.50 ft
2 0 plf 0.00 it
3 0 plf 0.00 it Deflection Criteria
4 0 plf 0.00 it TL L/240 1.08 in
5 0 plf 0.00 ft LL L/480 0.54 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
-400
-300
-200
-100
a
v 0
A
100 21.50 ft
200
300R1 R2
400
334 k 3.34 k
PM Engineenng Inc 02013,Software v1 02,WMI14
Beam #3 MPWU ENGINEERING INC.
Results
-400
-300
-200
w -100
a
a 0
100 21.50 ft
200
300 R1 R2
400 3.34 k 3.34 k
Type: Reactions (k)
DL LL TL TL
Boise Glulam 24F-V4
R1 1838 Ib 1505 Ib 3343 Ib 3.34 k
R2 1838 Ib 1505 Ib 3343 Ib 3.34 k
Size: 4000
(1) 5'/2'x13'/2' GL
z000
A 74.25 in' g
S 167.06 in' 0
m
1 1127.67 in4 y
F, 265 psi -2000 -
Fti 2350 psi
E'x 106 1.80 X000
VAllowable 1 13.12 k 20000
MAllowable 1 32.71 k-ft
Design values are based!oft BOISE GLULAM Specifier Guide, a 15000
P
ublished by Boise Cascade EW dated 02128113.
10000
d
E
ShearMoment 5000
VMAX 3.34 k MMAX 17.97 k-ft
VAllowable Allowable 13.12 k M 32.71 k-ft °
Ratio 0.25 Ratio 0.55 0.00
6-K--T- OK
-a.zo
Deflection s 0.40 --
TL LL
Actual 0.74 in 0.33 in o -0.60
Criteria 1.08 in 0.54 in
Ratio 0.69 0.62 0 80
OK OK
PM Engineering Inc.02013,So@ware v1.02,3106114
: Beam #4 F;Q�PWU ENGINEERING INC.
Loads and criteria
Total Span: 6.00 ft 1 =72 in
Fully Braced?r Yes
Point Loads
Load Location Pressure Treated?l Yes
# 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 ExtentCo 1.00
# DL LL TL Start End Total CF 1.40
1 -60 plf -100 plf -160 pIf 0.00 ft 6.00 ft 6.00 ft
2 0 plf 0.00 ft
3 0 plf 0.00 ft Deflection Criteria
4 0 plf 0.00 ft TL L/240 0.30 in
5 0 plf 0.00 ft LL U480 0.15 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
6 0 plf 0.00 ft
-200
-150
-100
c
-50
a
0
J 50 6.00 ft
100
150 R1 R2
0.48 k 0.48 k
200
PV Engineenng Inc.02013,Software vt02,3/06114
Beam #4 PWU ENGINEERING INC.
Results
-200
-150
-100
-50
n
v 0
50 6.00 ft
100
150 R1 R2
0.48 k
200 0.48 k
Type: Reactions (k)
DL LL TL TL
Hem-Fir#2 R, 180 Ib 300 Ib 480 Ib 0.48 k
R2 180 Ib 300 Ib 480 Ib 0.48 k
Size: 600
(1) 4x8 HF#2 401
A 25.38 in' 200
S 30.66 in' 0
m
1 111.15 in4 w zoo -
Fv1 120 psi -400
Flo' 952 psi
E' x 106 1.04 soo
VAllowable 1 2.03 k 800
MAllowable 1 2.43 k-ft
Design values are based off NDS 2005 Edition,published by Annedcan L 600 -
Wood Couni
400
E
E
ShearMoment 0 zoo
VMAX 0.48 k MMAX 0.72 k-ft
VAllowable Allowable
2.03 k M 2.43 k-ft 0
Ratio 0.24 Ratio 0.30 0.00
OK OK -0.01
'c
Deflectiono -0.02
TL LL d -O.03 -- ---
Actual 0.04 in 0.03 in o 0.04
Criteria 0.30 in 0.15 in
Ratio 0.13 0.17 -0.os
OK OK
PM Engineenng Inc 02013,SofAvare v1.02,3106114
HDR @ Garage FIRPWU ENGINEERING INC.
Loads and criteria
Total Span:1 16.00 ft = 192 in
Fully Braced? No
Unbraced Length:1 16.00 ft
Point Loads
Load Location Pressure Treated?l No
# DL LL TL
1 0 Ib Repetitive Use?j No
2 0 Ib
3 0 Ib Wet Service?l No
4 0 Ib
5 0 i 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 -125 plf -75 plf -200 plf 0.00 ft 16.00 ft 16.00 ft
2 0 plf 0.00 ft
3 0 plf 0.00 ft Deflection Criteria
4 0 plf 0.00 ft TL L/240 0.80 in
5 0 plf 0.00 ft LL U480 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 0 plf 0.00 ft
5 0 plf 0.00 ft
250
200
-150
-100
c -50
a
v 0
9 50 16.00 ft
100
150
200 R1 R2
1.60 k 1.60 k
250
PW Engineenng Inc 02013,Software 0.02,3106114
HDR @ Garage MPWU ENGINEERING INC.
Results
-250
-200
-150
-100
a
-50
a 0
50 16.00 ft
100
150
200 R1 R2
1.60 k1.60 k
250
Type: Reactions (k)
L T
Boise Glulam 24F-V4 00 LL TL
R1 1000 Ib 600 Ib 1600 Ib 1.60 k
R2 1000 Ib 600 Ib 1600 Ib 1.60 k
Size: 2000
(1) 3'/2'x10'/z' GL
i000
A 36.75 in' &
S 64.31 ins 0
a
1 337.64in4 N
F, 265 psi -1000
Fe 2032 psi
E' x 108
1.80
zoao
VAllowable 6.49 k 8000
MAllowable 10.89 k-ft
Design values are based off 6016E GLUTAM Specifier Guide, a 6000
published!by Boise Cascade EW dated 022&13.
4000
E
E
ShearMoment 0 z000
VMAX 1.60 k MMAX 6.40 k-ft
VAllowable Allowable
6.49 k M 10.89 k-ft o
Ratio 0.25 Ratio 0.59 0.00
OK OK
-0.20
Deflection `o
TL LL o.ao
Actual 0.49 in 0.18 in o
Criteria 0.80 in 0.40 in
Ratio 0.61 0.45 -0.60
OK OK
P'vW Engineenng Inc.02013,Software v1.02.3/06/14
HDR @ Greatroom ARPWU ENGINEERING INC.
Loads and criteria
Total Span: 5.00 ft 1 =60 in
Fully Braced?l Yes
Point Loads
Load Location Pressure Treated?i No
# DL LL TL
1 0 Ib Repetitive Use?j No
2 0 Ib
3 0 Ib Wet Service?i No
4 0 Ib
5 0 l Sustained Temperature? T:5 100°F
Uniform Loads Load Factors
Load Extent Co 1.00
# DL LL TL Start End Total CF 1.20
1 501 If -810 If -1311 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 0.00 ft TL 0 ft U240 0.25 in
5 0 plf 0.0LL U480 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
-1500
-1000
-500
C4
v 0
5.00 ft
500
1000
R1 R2
3.28 k 3.28 k
1500
PM Engineenng Inc.02013.Software v1.02,3M/14
HDR @ Greatroom MPWU ENGINEERING INC.
Results
-1500
-1000
-500
C,
a 0
R 5.00 ft
J
500
1000R1 R2
1500
3.28 k 3.28 k
Type: Reactions (k)
Douglas Fir Larch #2 DL LL TL TL
Dou
9 R1 1253 Ib 2025 Ib 3278 Ib 3.28 k
R2 1253 Ib 2025 Ib 3278 Ib 3.28 k
Size: 4000
(1) 4x10 DF#2
2000
A 32.38 int g
S 49.91 in' 0
m
1 230.84 in4 `w
F, 180 psi -2000
Fti 1080 psi
a000
E'x 106 1.60
VAllowable 3.89 k 5000
MAllowable 4.49 k-ft 4000 —
Design values are based aR NDS 2005 Labor,published by Arnencan L
Wood council. x 3000
c
E 2000 --
Shear Moment a i000
VMAX 3.28 k MMAX 4.10 k-ft
VAllowable Allowable
3.89 k M 4.49 k-ft
Ratio 0.84 Ratio 0.91 0.00
OK OK
-0.02 -
Deflection `o
TL LL v -0.04
Actual 0.05 in 0.03 in o
Criteria 0.25 in 0.13 in
Ratio 0.20 0.25 -0.06
OK OK
PM Engineering Inc.02013,Software v1.02,3/06114
HDR @ Patio �PWU ENGINEERING INC.
Loads and criteria
Total Span: 8.00 ft 1 = 96 in
Fully Braced?j Yes
Point Loads
Load Location Pressure Treated?l No j
# 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 l I Sustained Temperature? T:5 100°F
Uniform Loads Load Factors
Load Extent CD 1.00
# DL--T- LL TL Start End Total CV 1.00
1 -501 plf -810 If -1311 plf 0.00 ft 8.00 ft 8.00 ft
2 0 plf 0.00 ft
3 0 plf 0.00 ft Deflection Criteria
4 0 plf 0.00 ft TL U2400.40 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 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
-1500
-1000
-500
a
0 0
0 8A0 ft
500
1000 ----- ---
R1 R2
1500 5.24 k 5.24 k
PW Engineenng Inc.02013,Software v1.02,3/06114
HDR @ Patio — PWU ENGINEERING INC.
Results
-1500
-1000
'i -500
a
v 0
0 8.00 ft
500
1000
R1 R2
1500 5.24 k 5.24 k
Type: Reactions (k)
DL LL TL TL
Boise Glulam 24F-V4
R1 2004 Ib 3240 Ib 5244 Ib 5.24 k
R2 2004 Ib 3240 Ib 5244 Ib 5.24 k
Size: 6000
(1) 3'/2'x10'/" GL 4000 _
A 36.75 in' 2000
S 64.31 in 0
d
1 337.64 in4 N -2000
F� 265 psi 4000
Fe 2400 psi
E'x 106 1.80 -6000
VAllowable 1 6.49 k 12000
MAllowable 1 12.86 k-ft 10000
Design values are based off BOISE GLULAM SpecRer Guide, d 8000
published by Boise Cascade EWP dated 0228113.
6000
d
Shear Moment o 4000
VMAX 5.24 k MMAX 10.49 k-ft
2000
VAllowable Allowable
6.49 k M 12.86 k-ft 0
Ratio 0.81 Ratio 0.82 0.00
OK OK -0.05
Deflectiono -0.10
TL LL v 0.15
Actual 0.20 in 0.12 in o -0.z0 ----
Criteria 0.40 in 0.20 in
Ratio 0.50 0.61 -0.z5
OK OK
PWU Engineering Inc.02013,Software v1.02,3106114
HDR @ Stair MPWU ENGINEERING INC.
Loads and criteria
Total Span:j 2.50 ft 1 = 30 in
Fully Braced?j Yes
Point Loads
Load Location Pressure Treated?i No
# DL LL TL
1 -3689 Ib -6186 Ib -9875 Ib 1.00 ft Repetitive Use?j 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 -171 pif -125 pif -296 plf 0.00 ft 1.00 ft 1.00 ft
2 -141 pif -75 pif -216 pif 1.00 ft 2.50 ft 1.50 ft
3 0 pif 0.00 ft Deflection Criteria
4 0 pif 0.00 ft TL U2400.13 in
5 0 pif 0.00 ft LL U480 0.06 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 pif 0.00 ft
5 0 pif 0.00 ft
-600
-9.88 k
-400
-200
w
a
-0 0 IF
m
2.50 ft R2
200 Rl 4.24 k
6.26 k
400
600
PM Engineenng Inc,02013,Software v1.02,3106/14
HDR @ Stair = PWU ENGINEERING INC.
Results
-600
-9.88 k
-400
-200
n
v 0
0 2.50 ft 72
200 Rl 4.24 k
6.26 k
400
600
Type: Reactions (k)
Boise Glulam 24F-V4 DL LL TL TL
R, 2414 Ib 3845 Ib 6259 Ib 6.26 k
R2 1658 Ib 2578 Ib 4236 Ib 4.24 k
Size: 8000
(1) 5%NIOI/2" GL 6000 - --
A 57.75 in' _ 4000
2000
S 101.06 in'
d 0
1 530.58in4 y
F 265 psi -2000
Fti 2400 psi -4000
F x 106 1.80 -6000
VAllow¢ble 1 10.20 k 8000
MAllowable 1 20.21 k-ft 6000
Design values are based off BOISE GLULAM Specifier Guide, G
published by Boise Cascade EWP dated 02128113. 4000
Q 2000
E
Shear Moment 0 0
VMAX 6.26 k MMAX 6.11 k-ft
VAllowable Allowabl¢
10.20 k M 20.21 k-ft -2000
Ratio 0.61 Ratio 0.30 0.00
OK OK
0.00
Deflection `e 0.00
TL LL d
Actual 0.01 in 0.00 in V -0.01 --
Criteria 0.13 in 0.06 in
Ratio0.05 0.06 -0.01
OK OK
PM Engineenng Inc.02013,Software v1.02,3/06114
Truss Nailer �PWI/ ENGINEERING INC.
Loads and criteria
Total Span: 1.33 ft 1 = 161n
Fully Braced?i Yes
Point Loads
Load Location Pressure Treated?i No
# DL LL TL
1 -90 Ib -150 Ib -240 Ib 0.67 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 CF 1.10
1 -30 pif -50 pif -80 plf 0.00 ft 1.33 ft 1.33 ft
2 0 plf 0.00 ft
3 0 plf 0.00 ft Deflection Criteria
4 0 plf 0.00 ft TL 02400.07 in
5 0 plf 0.00 ft LL L/480 0.03 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 0 plf 0.00 ft
-100 -0.24 k
-80
-60
-40
C' -20
a
0 0
A
0 20 1.33 ft
40
R1 R2
60 0.17 k 0.17 k
80
100
PM Engineenng Inc 02013,Software v1.02,3106114
Truss Nailer _�PWU ENGINEERING INC.
Results
-100
-80
-60
-40
n
-20
v 0
0 20 1.33 ft
40
R1 R2
60 0.17 k 0.17 k
80
100
Type: Reactions (k)
DL LL TL TL
Douglas Fir-Larch #2 R1 65 Ib 108 Ib 173 Ib 0.17 k
R2 65 Ib 108 Ib 173 Ib 0.17 k
Size: 200
(1) 2x10 DF#2
100
A 13.88 in' g
S 21.39 in' 0
u
1 98.93 in4 N
F, 180 psi -100
Fe 990 psi
E'x 106 1.60 zoo
VAllowable 1.67 k 120
MAllowable 1.76 k-ft 100
Design values are based off NOS 2W5 Editor,published by American 80
Weed Coundl. �'
60
Shear Moment ; ao
VMAX 0.17 k MMAX 0.10 k-ft
20
VAllowable Allowable 1.67 k M 1.76 k-ft
Ratio 0.10 Ratio 0.06 0.00
OK OK
0.00
Deflection a 0.00
TL LL a
Actual 0.00 in 0.00 in o 0.00
Criteria 0.07 in 0.03 in
Ratio 9000.00 0.00
OK OK
PWM Engineering Inc,®2013,SoRrvare v1.02,3IM14
Beam #5 MPWU ENGINEERING INC.
Loads and criteria
Total Span: 8.00 ft 1 = 96 in
Fully Braced?i Yes —�
Point Loads
Load Location Pressure Treated?r— No
# DL LL TL
1 0 Ib Repetitive Use?i No
2 0 Ib
3 0 Ib Wet Service? No
4 0 lb
5 1 0 Ib Sustained Temperature? T:5 100`F
Uniform Loads Load Factors
Load Extent CID 1.00
# DL LL TL Start End Total CF 1.20
1 -186 pif -240 plf -426 plf 0.00 ft 8.00 ft 8.00 ft
2 0 plf 0.00 ft
3 0 plf 0.00 ft Deflection Criteria
4 0 plf 0.00 ft TL L/240 0.40 in
5 0 plf 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 0.00 ft
-500
-400
-300
-200
G -100
n
a 0
m
0 100 8.00 ft
200
300
400 R1 R2
500 1.70 k 1.70 k
FW Engineenng Inc.®2013,Software v1.02,3/06/14
Beam #5 =��PWU ENGINEERING INC.
Results
-500
-400
-300
-200
-100
a
0 0
0 100
8.00 ft
200
300
400 R1 R2
500 1.70 k 1.70 k
Type: Reactions (k)
Douglas Fir-Larch #2 DL LL TL TL
9 R1 744 Ib 960 Ib 1704 Ib 1.70 k
R2 744 Ib 960 Ib 1704 Ib 1.70 k
Size: 2000
(1) 4x10 DF#2
1000
A 32.38 in' g
S 49.91 in' 0
d
1 230.84 in4 w
F, 180 psi -1000
Fti 1080 psi -2000
E'x 106 1.60
VAllowable 3.89 k 4000
MAllowable 4.49 k-ft
Design values ate based on NDS 2Wb Edition,published by Annedcan L 3000 --
Woad Council.
2000 -
E
E
Shear Moment 0 1000
VMAX 1.70 k MMAX 3.41 k-ft
VAllowable Allowable 3.89 k M 4.49 k-ft °
Ratio 0.44 Ratio 0.76 0.00
OK OK
-0.05
Deflection o
TL LL d 0.10 --
Actual 0.11 in 0.06 in o
Criteria 0.40 in 0.20 in
Ratio 0.27 0.30 -0.15
OK OK
PM Engineenng Inc.02013,Sof6vare v1.02,31M114
Beam #6 MPWU ENGINEERING INC.
Loads and criteria
Total Span: 5.00 ft 1 =60 in
Fully Braced?i Yes
Point Loads
Load Location Pressure Treated? No
# DL LL TL
1 0 Ib Repetitive Use?i No
2 0 Ib
3 0 Ib Wet Service? No
4 0 lb
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 -312 plf -230 plf -542 plf 0.00 ft 5.00 it 5.00 ft
2 0 plf 0.00 ft
3 0 plf 0.00 ft Deflection Criteria
4 0 plf 0.00 ft TL U2400.25 in
5 0 plf 0.00 ft LL L/480 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 plf 0.00 ft
4 0 plf 0.00 ft
5 0 plf 0.00 ft
-600
-400
-200
a
0
0 5.00 ft
200
400
R1 R2
600 1.36 k 1.36 k
PM Engineenng Inc.W013,Software v1.02,31X114
Beam #6 M PWU ENGINEERING INC.
Results
-600
-400
-200
a
v 0
5.00 ft
200
400
R1 R2
600 1.36 k 1.36 k
Type: Reactions (k)
DL LL TL TL
Douglas Fir-Larch #2 R1 780 Ib 575 Ib 1355 Ib 1.36 k
R2 780 Ib 575 Ib 1355 Ib 1.36 k
Size: 1500
(1) 4x10 DF#2 1000
A 32.38 in' a 500
S 49.91 in' 0
a
1 230.84 in4 N 500
Fv- 180 psi -1000
Fti 1080 psi
F x 106 1.60 -1500
VAllowable 1 3.89 k 1 2000
MAllowable 1 4.49 k-ft
Design values are based oft NDE 2005 Edition,published by American L 1500
Mad Council. 4
1000
a
E
Shear Moment 0 500
VMAX 1.36 k MMAX 1.69 k-ft OV,
VAllowable Allowable 3.89 k M 4.49 k-ft
Ratio 0.35 Ratio 0.38 0.00
OK OK -001
c
Deflection `o -0.01
TL LL -0.02
Actual 0.02 in 0.01 in o -0.02
Criteria 0.25 in 0.13 in
Ratio 0.08 0.07 -0.03
OK OK
PM Engineenng Inc.02013,Software V M.3/06114