Specifications STI S-
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PWU ENGINEERING INC.
Email: pwuengineeringCa_comcast.net
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Ph: (503) 810-8309
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Structural Calculations:
Job # LEN 15423
Date: 12/14/15
Project: Marquam E Master Reuse
Garage Right
Lot 16, Oak Crest, 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.
EO�PWU ENGINEERING INC.
Ph: 503 810-8309, Email: pwuengineering@comcast.net
The following calculations are for the Marquam E 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 Il structure,
Which is equal to 105mph ASD per the 2012 IBC and IRC with state amendments
The mean roof height of the house
It=25.0' approximately.
D
C
�*�
MFRS A
Direction ]Fend Zones
2a—
c
A / MFRS
Direction
2a
End Zones
Note:End zone may occur at any corner of the
building.
a= .10*40' =4'
or for It=25'
a= .4(h) = .4(25')=10'
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 SDAR 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 �`c?1pWl/ ENGINEERING INC.
Project Marquam E \V
Direction Front to Back
3s Gust Roof Least
Speed Exp. Angle A L(ft) hAVG(ft)
105mphl B 26.6 1.00 1 40.01 25.0
6:12 A
a= 4.0 ft °°
HD A 21.3 sf ora= 10.0ft
B 6.8 sf Check 10psf min and a> 1.6
C 15.8 sf load across all and a> 3.0
mns
6.0 psf zones.
2a 8.0 ....m.,o«,�
WR
L(ft) 8.0 24.0 8.0
hA(ft) 4.0 4.0
hB(ft) 6.0 6.0
he(ft) 4.0
he(ft) 6.0
W(plf) 0.0 125.7 99.2 125.7 0.0 0.0 0.0 0.0 0.0 0.0
500
WR AVG 109.8 p1f t oo o '�� ANIAN` �°r $,t1
s w.^$ ,4 P aye Y `€^5`v.� wi
10psfmin load: 100.Oplf 500 � �
Governing value:
W2
L(ft) 8.0 24.0 8.0
hA(ft) 10.0 10.0
he(ft)
he(ft) 10.0
he(ft)
W(plf) 0.0 212.6 158.4 212.6 0.0 0.0 0.0 0.0 0.0 0.0
300,0
W2AVGI 180.1 plf 2000
10psf min load:1 100.0 plf ` t T
Governing value: 180.1 pl 100.0 =' «11. r ,T. �._^ ; 2° Er°a: ^1 •��'
W,
L(ft)
hA(ft)
he(ft)
he(ft)
he(ft)
W(plf) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
1.0
WI AVG #DIV/0!
10psf min load: #DIV/0! 0.5
Governing value: #DIV/0! 0.0 ,
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REAR ELEVATION w•.�o
Wind per ASCE 7 �t»1pWU ENGINEERING INC.
Project Marquam E VVVVV
Direction Side to Side
3s Gust Roof Least
Speed Exp. Angle A W(ft) hAvc(ft)
105mph B 33.7 1.00 1 40.01 25.0 0
8:12 n
a=d8.0
a,enA �e
A 19.7 sf ora=
B 13.5 sf Check 10psf min and a> /
C 15.7 sf load across all and a>
ze'4-
D 10.8 ps zones.
�d o-e
2a fa 6N[une may occur tl any cam of Ca
Wary.
WR
L(ft) 8.0 40.0 8.0
hA(ft) 4.0 4.0
he(ft) 7.0 7.0
he(ft) 4.0
hD(ft) 7.0
W(plf) 0.0 173.3 138.4 173.3 0.0 0.0 0.0 0.0 0.0 0.0
2000
W1 AIG 148.4plf ray r,'
10psf min load: 110.0 plf 1000 , , 3 z
w
M, 4
Governing value: 148.4 pl oo to.° .. .' , r-,-,
W2
L(ft) 8.0 40.0 8.0
hA(ft) 10.0 10.0
hB(ft)
he(ft) 10.0
hD(ft)
W(plf) 0.0 197.0 157.0 197.0 0.0 0.0 0.0 0.0 0.0 0.0
300.0
W2 AVG 168.4 plf zoo 0
10psf min load: 100.0 plf rt�F °� ' '=� w x
1000 ea .i' r ^t�",
Governing value: 168.4 pl 0.0 r` A�� � �g > x g°txa"
W,
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
WAvGl #DIV/0! 0
10psf min load I #DIV/01 0.5
Governing value: #DIV/01 0.0
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LEFT SIDE ELEVATION
Seismic & Governing Values �e»)PWU ENGINEERING INC.
Project Marquam E VV
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
D11 6.51 0.76
Roof Dead Load: 15psf
Floor Dead Load: 15psf
Interior Wall Dead Load: 6psf r 77 0.100*
Exterior Wall Dead Load: 12psf
Check Seismic Front to Back vs Wind
Seismic Wind
WR = [0.100 * (15+5+3) * 40 ft J= 92.2 pl < 109.8 pl Wind Governs
Wz = [0.100 * (15+5+3+4) * 56 ft] + 92.2 p111= 243.7 pl < 289.8 pl Wind Governs
W, _ [0.100 * (15+5+3+4) * + 243.7 pli= 243.7 pl #DIV/0! #DIV/O! #DIV/0!
Check Seismic Side to Side vs Wind
Seismic Wind
WR = [0.100 (15+5+3) 40 ft] = 92.2 pl < 148.4 pl Wind Governs
W2 = [0.100 * (15+5+3+4) * 40 ft] + 92.2 pll= 200.4 pI < 316.8 pl Wind Governs
W, _ [0.100 (15+5+3+4) + 200.4 pl = 200.4 pl #DIV/0! #DIV/0! #DIV/0!
Redundancy factor= 1.0 per ASCE 7 section 12.3.4.2
Line Loads PWU ENGINEERING INC.
Project Marquam E \�
High Roof Diaphragm - Upper Floor Walls
Line A
P = 1.15 k LTOTAL = 19.5 ft v = 1.15 k / 19.5 ft = 59 plf Type A Wall
0
h = 8. ft LWORST = 19.5 ft Mor = 59 plf 8.0 ft * 19.5 ft = 9.22 kft
MR = (15 psf ' 3.0 ft + 12 psf ' 8.0 ft) * (19.5ft)' / 2 ' 0.6 = 16.08 kft
+ 0 Ib 0.0 ft + 0 Ib * 0.0 ft = 0.00 kft + 16.081 = 16.08 kft
T = 9.22kft - 16.08kft / 19.5 ft = 0.00 k + 0.00 k = 0.00 k No hd req'd
Line B
P = 2.20 k LTOTAL = 13.5 ft v = 2.20 k / 13.5 ft = 163 plf Type A Wall
h = 8.0 ft LWORST = 13.5 ft MOT = 163 plf 8.0 ft ' 13.5 ft = 17.56 kft
MR = (15 psf ' 5.0 ft + 12 psf ' 8.0 ft) * (13.5ft)' / 2 * 0.6 = 9.35 kft
+ (01b * 0.0 ft + 0 Ib * 0.0 ft = 0.00 kft + 9.35 kft = 9.35 kft
T = 17.56kft - 9.35kft / 13.5 ft = 0.61 k + 0.00 k = 0.61 k No hd req'd
Line C
P = 1.04 k LTOTAL = 20.0 ft v = 1.04 k / 20.0 ft = 52 plf Type A Wall
h = 8.0 ft LWORsr ft MOT = 52 plf 8.0 ft * 10.0 ft = 4.17 kft
MR = (15 psf * 3.0 ft + 12 psf * 8.0 ft) * (10.0ft)2 / 2 0.6 = 4.23 kft
+ 0 Ib 0.0 ft + (01b * 0.0 ft = 0.00 kft + 4.23 kft = 4.23 kft
T = 4.17kft - 4.23kft / 10.0 ft = 0.00 k + 0.00 k = 0.00 k No hd req'd
Line 1
P = 1.93 k LrOTALi= 19.5 ft v = 1.93 k / 19.5 ft = 99 plf Type A Wall
h = 8.O ft LWORsT = 2.5 ft MOT = 99 plf * 8.0 ft ' 2.5 ft = 1.98 kft
MR = (15 psf * 2.0 ft + 12 psf 8.0 ft) * (2.5ft)' / 2 0.6 = 0.24 kft
+ (Olb O.0 ft + (Olb * 0.0 ft = 0.00 kft + 0.24 kft = 0.24 kft
T = 1.98kft - 0.24kft / 2.5 ft = 0.70 k + 0.00 k = 0.70 k No hd req'd
Line 2
P = 4.15 k LTOTAL = 17.0 ft v = 4.15 k / 17.0 ft = 244 plf IType A Wall
h = 8.0 ft LWORsT = 17.0 ft MOT = 244 plf * 8.0 ft 17.0 ft = 33.24
MR = (15 psf 5.0 ft + 12 psf * 8.0 ft) * (17.0ft)' / 2 0.6 = 14.83
+ (Olb 0.0 ft + 500 Ib * 12.0 ft = 6.00 kft + 14.83 kft = 20.831
T = 33.24kft - 20.83kft / 17.0 ft = 0.73 k + 0.00 k = 0.73 k No hd req'd
Line 3
P = 2.23 k LTOTAL = 7.0 ft v = 2.23 k / 7.0 ft = 318 plf Type B Wall
See FTAO Calc No hd req'd
Low Roof/Upper Floor Diaphragm -Main Floor Walls
Line A
P = 3.04 k LrOTAL = 25.0 ft v = 3.04 k / 25.0 ft = 122 plf Type A Wall
h = 9.0 ft LWoRsT = 25.0 ft MOT = 122 plf 9.0 ft * 25.0 ft = 27.39 kft
MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (25.Oft)' / 2 * 0.6 = 25.88 kft
+ (Olb 0.0 ft + 0 Ib * 0.0 ft = 0.00 kft + 25.88 kft = 25.88 kft
T = 27.39kft - 25.88kft / 25.0 ft = 0.06 k + 0.00 k = 0.06 k No hd req'd
Line B
P = 5.80 k LTOTAL = 18.0 ft v = 5.80 k / 18.0 ft = 322 plf Type B Wall
h = 9.0 ft LWoRsT = 18.0 ft MOT = 322 plf * 9.0 ft 18.0 ft = 52.17 kft
MR = (15 psf * 2.0 ft + 12 psf 9.0 ft) * (18.Oft)' / 2 * 0.6 = 13.41 kft
+ 0 Ib 0.0 ft + 500 Ib * 12.0 ft = 6.00 kft + 13.41 kft = 19.41 kft
T = 52.17kft - 19.41 kft / 18.0 ft = 1.82 k + 0.00 k = 1.82 k Use type 1 hd
Line C
P = 2.75 k LTOTAL = 25-0 ft v = 2.75 k / 25.0 ft = 110 plf IType A Wall
h = 9.0 ft LWoRsT = 25.0 ft MOT = 110 plf * 9.0 ft * 25.0 ft = 24.78 kft
MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (25.Oft)' / 2 * 0.6 = 25.88 kft
+ 0 Ib * 0.0 ft + 0 Ib * 0.0 ft = 0.00 kft + 25.88 kft = 25.88 kft
T = 24.78kft - 25.88kft / 25.0 ft = 0.00 k + 0.00 k = 0.00 k No hd req'd
Line 1
P = 4.12 k LTOTAL = 19.0 ft v = 4.12 k / 19.0 ft = 217 plf Type A Wall
See FTAO Cale No hd req'd
Line 2
P = 8.87 k LTOTAL = 20.0 ft v = 8.87 k / 20.0 ft = 444 plf Type B Wall
h = 9.0 ft LWoRsT = 20.0 ft MOT = 444 plf * 9.0 ft * 20.0 ft = 79.83 kft
MR = (15 psf 8.0 ft + 12 psf * 9.0 ft) * (20.0ft)2 / 2 0.6 = 27.36 kft
+ 0 Ib * 0.0 ft + 1000 Ib * 20.0 ft = 20.00 kft + 27.36 kft = 47.36 kft
T = 79.83kft - 47.36kft / 20.0 ft = 1.62 k + 0.00 k = 1.62 k Use type 1 hd
Line 3
P = 4.75 k LTOTAL = 11.5 ft v = 4.75 k / 11.5 ft = 413 plf IType C Wall
h = 7.0 ft LWoRsT = 1.8 ft MOT = 413 plf 7.0 ft 1.8 ft = 5.06 kft
MR = (15 psf * 2.0 ft + 12 psf 7.0 ft) (1.8ft)' / 2 0.6 = 0.10 kft
+ 0 Ib 0.0 ft + 500 Ib * 1.8 ft = 0.88 kft + 0.10 kft = 0.98 kft
T = 5.06kft - 0.98kft / 1.8 ft = 2.33 k + 0.00 k = 2.33 k
See FTAO Cale Use type 1 hd on garage piers only
Force Transfer Around Opening (FTAO) PINI/ ENGINEERING INC.
Diekmann Technique @ Upper Floor Line 3
L, = 3.6ft Lo= 6.Oft L2= 3.5ft
V= 2.23 k
vA= -74 plf vp= 457 plf VF= -74 pif hu= 1.0 ft
F, = 1.37k F2 = 1.37k
v6= 319plf vG= 319pif ho= 5.Oft
F, = 1.37k F2= 1.37k
hL= 2.0 ft
vc = -74 plf VE= 457 plf vH = -74 pif
y
H = 1.37k H = 1.37k
H=j 2.23 k * 8.O ft) / 13.0ft= j 1.37 ki H:W Ratios
5.0 ft : 3.5 ft = 1.4 : 1
vh = 2.23 k/ 7.0 ft 319pIf 5.0 ft : 3.5ft = 1.4 : 1
V,= 1.37 k/ 3.0 ft= 457 plf Use: Type B Wall
457 plf* 6.00 ft= 2.74 k
F, = (2.74 k* 3.5 ft 7.0ft= 1.37k
F2= (2.74 k* 3.5 ft)/ 7.O ft= 1.37 k Use: (2) Bays BLKG
T+C Couple after Dead Load is applied for holdown requirements
MR= [( 15psf* 2 ft+ 12psf* 8.0 ft) *
(13.0 ft)-2 * 0.6/2 ] + ( 13.0 it *5001b) = 1 12.89 kft
T=1 1.37 kft- ( 12.89 kft / 13.0 ft) = 0.38 k +O.00k= 1 0.38 k
No HD Read
�PWU ENGINEERING INC.
Force Transfer Around Opening (FTAO)
Diekmann Technique @ Main Floor Line 1
Li = 3.5ft Lo= 10.5ft L2 = 5.5ft
V= 1.95k
vA= -46 plf vp= 225 plf VF = -46 plf hu= 1.0 ft
F, = 0.92k F2= 1.45k
VB= 217 plf vo= 217 plf ho = 5.0 ft
F, = 0.92k F2= 1.45k
hL= 3.0 ft
vc= -46 plf VE= 225 plf VH= -46 plf
y T
H = 0.90k H = 0.90k
H=j 1.95 k 9.0 ft) / 19.5 ft = 0.90 k H:W Ratios
5.0 ft: 3.5 ft i=
1.4 : 1
vh= 1.95 k/ 9.0 ft= 217 plf 5.0 ft: 5.5ft = 0.9 : 1
v„= 0.90 k/ 4.0 ft= 225 plf Use: Type A Wall
Fol 225 plf* 10.50 ft= 2.37 k
Fi = (2.37 k* 3.5ft)/ 9.Oft= 0.92k
Fz = ( 2.37 k* 5.5 ft)/ 9.0 ft= 1.45 k Use: (2) Bays BLKG
T+C Couple after Dead Load is applied for holdown requirements
MR= [( 15psf* 4 ft+ 12psf* 9.0 ft)
(19.5 ft)A2 * 0.612 ] + ( 0.0 ft *50011)) = 19.16 kft
T=1 0.90 kft- ( 19.16 kft / 19.5 ft) -= 0.08 k +0.00k= 0.00 k
No HD Req'd
Force Transfer Around Opening (FTAO) MQ�PWU ENGINEERING INC.
Diekmann Technique @ Main Floor Line 3
L, = 3.8ft Lo= 6.Oft L2= 3.8ft
V= 3.10k
VA= -138 pif vp= 688 plf yr= -138 plf hu = 1.0 ft
F, = 2.07k F2 = 2.07k
vg= 413 pif vG= 413 pif ho = 6.Oft
F, = 2.07k F2 = 2.07k
hL= 2.0 ft
vc= -138 plf VE= 688 pif VH = -138 pif
y
H = 2.07k H = 2.07k
H= ( 3.10k 9.O ft) 113.5 ft = 1 2.07 ki H:W Ratios
6.0 ft : 3.8 ft = 1.6 : 1
Vh =l 3.10k/ 7.5ft= 413 pif 6.0 ft : 3.8ft = 1.6 : 1
v„=1 2.07 k/ 3.0 ft= 688 pif Use: Type C Wall
F=1 688 plf* 6.00 ft= 4.13 k
F, = (4.13 k* 3.8 ft) 7.5ft= 2.07k
F2= (4.13 k* 3.8 ft)/ 7.5 ft= 2.07 k Use: (3) Bays BLKG
T+C Couple after Dead Load is applied for holdown requirements
MR= [( 15psf* 6 ft+ 12psf* 9.0 ft) *
(13.5 ft)^2 * 0.6/2 1 + ( 13.5 ft *5001b) = 1 17.58 kft
T=1 2.07 kft- ( 17.58 kft / 13.5 ft) = 0.76 k +0.00k= 0.76 k
No HD Read
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MAIN 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 HDI -12 (2)2x 3075 2215 SSTB16 SSTB20L w=3610 w=3650
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 w-6675 w=6675
5=6395, S=7315.
4 HDU8-SDS2.5 (3)2x 7870 5665 SSTB28 SSTB34 w=7615 w=8710
8 HDU11-SDS2.5 (1)6x 9535 6865 PA08-36, 10"min PA138-36, 10"min
embed into 32"min embed into 32" min
9 HHDQ14-SDS2.5 (1)6x 14445 10350 width tooting. If at width footing. It at
retaining wall lap retaining wall lap
anchor with vert reint anchor with vert rein
bar hooked to Ftg. bar hooked to Fig.
5 MSTC28 (2)2x 3000 2590 N/A N/A
6 MSTC40 (2)2x 4335 3745 N/A N/A
7 MSTC66 I (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.
S H EA RWA L L SCHEDULE (a-m) ONLY REQ'D ON
INTERIOR SHEARWALLS.
MARK REF NOTES: (a,i) Note: (b) EDGE NAILING FOLD 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" P Dia. A.B. @ 30"o/c 16d @ 4"o/c A35 @ 14"o/c 255 357
B6" OSB (1) SIDE (f) 8d 4" 12" 2"Dia. A.B. @ 18"o/c (m) 16d @ 2i"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 6" 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 6" OSB (2) SIDE (d,e,f) 8d 6" 12" Z"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" 1"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" 1"Dia. A.B. @ 7"o/c (m) 16d @ 2" o/c(2)rows staggered HGAIOKT @ 8" o/c 1010 1414
H 6" OSB (2) SIDE (d,e,f) 8d 2" Staggered 12" z"Dia. A.B. @ 5z" o/c (m) 16d @ 1i"o/c(2)rows staggered HGA1OKT @ 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"01'x%" 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 G Bd walls but blocking is attached per the toenailin schedule.
P q YP 9 P 9
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
6Tz+l AND 6T+2- p M
L= Zc ' 4..= 2oo f
2 Of
Gd 1Q �
S.G(k 3•�k
I
HDR @ Roof — PWU ENGINEERING INC.
Loads and criteria
Total Span: 5.00 ft 1 =60 in
Fully Braced? Yes i
Point Loads
Load Location Pressure Treated?l No
# DL LL TL
1 0 Ib Repetitive Use?l 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 CID 1.00
# DL LL TL Start End Total CF 1.40
1 -210 plf -350 plf -560 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 0240 0.25 in
5 0 plf 0.00 ft LL 0480 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
w
-200
a
v 0
m
0 200 5.00 ft
400
R1 R2
600 1.40 k 1.40 k
800
PNN Engineenng Inc.x+2013,Software v1.02,3/06114
HDR @ Roof �PWU ENGINEERING INC.
Results
-800
-600
-400
w -200
a
0 0
m
200 5.00 ft
400
R1 R2
600 1.40 k 1.40 k
800
Type: Reactions (k)
DL LL TL TL
Douglas Fir-Larch #2 R, 525 Ib 875 Ib 1400 Ib 1.40 k
R2 525 Ib 875 Ib 1400 Ib 1.40 k
Size: 2000
(1) 4x8 DF#2 1500
1000
A 25.38 in' a 500 --
S 30.66 in' 0
1 111.15 in4 w -500
F,' 180 psi -1000
Fe 1260 psi -1500
F x 105 1.60 2000
VAllowable 1 3.05 k 2000
MAI owable 1 3.22 k-ft
Design values are based off NDS 2005 Edition,published by Amendan .O 1500
Wood Council.
1000
N
ShearMoment 500
VMAX 1.40 k MMAX 1.75 k-ft
VAllowable Allowable
3.05 k M 3.22 k-ft o
Ratio 0.46Ratio 0.54 0.00
OK OK .0.01
Deflection a 0.02
TL LL a -0.03
Actual 0.04 in 0.03 in o -0.04 -----
Criteria 0.25 in 0.13 in
Ratio 0.18 0.22 -0.05
OK OK
PWU Engineennq Inc,02013,Software v1.02,3106/14
HDR @ GT1 � 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 -975 Ib -16251b -26001b 0.25 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 1.20
1 -210 plf -350 pif -560 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 U240 0.25 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 plf 0.00 ft
4 0 plf 0.00 ft
5 0 plf 0.00 ft
-800
-600 2 60 k
-400
-200
c
0 0
m
J 200 5.00 ft R2
1.53 k
400
600 R1
3.87 k
800
PM Engineenng Inc.02013,Softare v1,02,3IW/14
HDR @ GTI � ENGINEERING INC.
Results
-800
-600 k
-400
w -200
a
v 0
All 5.00 ft
� 200 R2
1.53 k
400
600 R1
3.87 k
800
Type: Reactions (k)
Douglas Fir-Larch #2 RDL LL TL TL
1 1451 Ib 2419 Ib 3870 Ib 3.87 k
R2 574 Ib 956 Ib 1530 Ib 1.53 k
Size:
5000
(1) 4x10 DF#2 4000
A 32.38 in' _ 3000
S 49.91 in' = 2000
d 100o
1 230.84 in4 w
F, 180 psi 0
F; 1080 psi -1000
E'x 105 1.60 -2000
VAllowable 3.89 k 2500
MAllowable 4.49 k-ft 2000
Design values are based off NDS 2005 Edition,published by Amencan L
Mad Counul. x 1500
c
E 1000
Shear Moment 2 500
VMAX 3.87 k MMAX 2.09 k-ft
VAllowable Allowable
3.89 k M 4.49 k-ft o
Ratio 1.00 1 Ratio 0.47 0.00
OK I OK _
-0.01
Deflection o
TL LL a -0.02
Actual 0.03 in 0.02 in o
Criteria 0.25 in 0.13 in
Ratio 0.10 0.13 -0.03
OK OK
PM Engineering Inc.02013,Software v1.02,3/00/14
Beam #1 ;>PWU ENGINEERING INC.
Loads and criteria
Total Span:j 20.00 ft I =240 in
Fully Braced?iYes
Point Loads
Load Location Pressure Treated?i No
# DL LL TL
1 -113 Ib -187 Ib -300 Ib 2.00 ft Repetitive Use?i No
2 -1564 Ib -26061b -41701b 7.00 ft
3 -5741b -9561b -15301b 12.00 ft Wet Service? No
4 -5251b -8751b -14001b 17.50 ft
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 0.96
1 -209 pif -255 pif -464 pif 0.00 ft 2.00 ft 2.00 ft
2 -164 pif -180 pif -344 plf 2.00 ft 12.00 ft 10.00 ft
3 -374 pif -530 pif -904 pif 12.00 ft 17.50 ft 5.50 ft Deflection Criteria
4 -164 pif -180 pif -344 plf 17.50 ft 20.00 ft 2.50 ft TL 0240 1.00 in
5 0 pif 0.00 ft LL 0480 0.50 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 If 0.00 ft
4 0 pif 0.00 ft
5 0 pif 0.00 ft
-1500
-1000
4.17 k
-500 -1.53 k -1.40 k
w 0.30 k
n
a 0
0 20.00 ft
500
R1
1000 8.24 k 9.35 k
1500
PM Engineenng Inc,02013,Softare v1.02,3100/14
Beam #1 �- PWU ENGINEERING INC.
Results
-1500
-1000
-4.17 k
-500 -1.53 k -1.40 k
a
0.30 k
v 0
0 20.00 k
500
R1 R2
1000 8.24 k
9.35 k
1500
Type: Reactions (k)
Boise Glulam 24F-V4 DL LL TL TL
R1 3437 Ib 4802 Ib 8239 Ib 8.24 k
R2 3854 Ib 5497 Ib 9351 Ib 9.35 k
Size: 10000
(1) 5'/2 x18" GL 5000
A 99.00 in' g 0
S 297.00 in
1 2673.00 in4r -5000
N
F,' 265 psi -10000
Fe 2300 psi
s00o
E'x 105 1.80
VAllowable 17.49 k 60000
MAllowable 56.92 k-ft 50000
Design values are=off BOISE GLULAM Specifier Guide, d 40000
published by Boise Cascade EVN dated 02128113.
30000
v
r Moment
E 20000
Shea
VMAX 9.35 k MMAx 48.16 k-ft 10000
VAllowable Allowable 17.49 k M 56.92 k-ft 0
Ratio 0.53 Ratio 0.85 0.00
OK OK
-a.zo
Deflection S
0.40 -
TL LL v
Actual 0.73 in 0.43 in o -0.60
Criteria 1.00 in 0.50 in
Ratio 0.73 0.86 -0.80
OK OK
PV Engineenng Inc 02013,Software v1.02,3106114
Beam #2 �PWU ENGINEERING INC.
Loads and criteria
Total Span:j 9.00 ft 1 = 108 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 Ib Sustained Temperature? T<_ 100-F
Uniform Loads Load Factors
Load Extent CD 1.00
# DL LL TL Start End Total CF 0.90
1 -186 plf -180 plf -366 pif 0.00 ft 9.00 ft 9.00 ft
2 0 pif 0.00 ft
3 0 pif 0.00 ft Deflection Criteria
4 0 pif 0.00 it TL 1-/240 0.45 in
5 0 pif 0.00 ft LL U480 0.23 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 plf 0.00 ft
-500
-400
-300
-200
w -100
a
v 0
100 9.00 ft
200
300
400R1 R2
1.65 k 1.65 k
500
PM Engineenng Inc 02013,Software vt 02.3106114
Beam #2 �PWU ENGINEERING INC.
Results
-500
-400
-300
-200
w -100
a
a 0
m
.0 100 9.00 ft
200
300
400 R1 R2
500 f 1.65 k 1.65k
Type: Reactions (k)
Mlb
LL TL TL
Douglas Fir-Larch #2 R, 8810 Ib 1647 Ib 1.65kR2 8810 Ib 1647 Ib 1.65 k
Size: 2000
(2) 2x14 DF#2
1000
A 39.75 int g
S 87.78 in' 0
m
1 581.55 in4 y
F, 360 psi -1000
Fe 1620 psi
E'x 106
1.60
2000
VAllowable 4.77 k 4000
MAllowable 5.93 k-ft
Design values are based off NDS 2005 Edition,published by American L 3000
Wood Council.
2000
m
Shear Moment 0 1000
VMAx 1.65 k MMAX 3.71 k-ft
V 4.77 k M 5.93 k-ft
Allowable Allowable
Ratio 0.35 Ratio 0.63 0.00
OK OK
-o.0z
Deflection o o.oa
TL LL d
Actual 0.06 in 0.03 in o -0.06
Criteria 0.45 in 0.23 in
Ratio 0.13 0.13 -0.08
OK OK
PWJ Engineering Inc.02013,Software v1.02,3IM14
Beam #3 MR�PWU ENGINEERING INC.
Loads and criteria
Total Span:j 18.50 ft 1 =222 in
Fully Braced?l Yes
Point Loads
Load Location Pressure Treated?l 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 I Sustained Temperature? T< 100°F
Uniform Loads Load Factors
Load Extent CD 1.00
# DL LL TL Start End Total CV 0.95
1 -188 If -500 If -688 plf 0.00 ft 18.50 ft 18.50 ft
2 0 plf 0.00 ft
3 0 plf 0.00 ft Deflection Criteria
4 0 plf 0.00 ft TL U240 0.93 in
5 0 plf 0.00 ft LL U480 0.46 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
a
0
18.50 ft
200
400
600 R1 R2
6.36 k 6.36 k
800
PM Engineenng Inc.02013,Software v1.02,310&14
Beam #3 � ENGINEERING INC.
Results
-800
-600
-400
w -200
c
v 0
200 18.50 ft
400
600 R1 R2
636k 6.36 k
800
Type: tions (k)
L TL TL
Boise Glulam 24F-V4
R1 [1g7341bj5Ib 6359 Ib 6.36 k
Rz 5 Ib 6359 Ib 6.36 k
Size: 8000
(1) 8%"1 GL 6000
4000
A 118.13 in' s 2000
S 265.78 in' 0
1 1794.02 in4 w -2000
Fv1 265 psi -4000
Fla. 2277 psi -6000
F x 108 1.80 -8000
VAllowable 1 20.87 k 40000
MAllowable 1 50.43 k-ft
Design values are bassi off BOISE GLl1LAM Specifier Guide, G 30000
published by Boise Cascade EVA'dated=8113.
20000
N
Shear Moment s' 100oo
VMAX 6.36 k MMAx 29.41 k-ft
VAllowable Allowable
20.87 k M 50.43 k-ft o
Ratio 0.30 Ratio 0.58 0.00
OK OK
IF
-0.20
Deflection o
TL LL a
Actual 0.56 in 0.41 in o o.ao
Criteria 0.93 in 0.46 in
Ratio 0.61 0.88 o.so
OK OK
PWU Engineenng Inc.®2013,Software v1A2,3M/14
Beam #4PWU ENGINEERING INC.
Loads and criteria
Total Span:j 6.50 ft 1 = 78 in
Fully Braced?l 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 l Sustained Temperature? T:5 100`F
Uniform Loads Load Factors
Load ExtentCp 1.00
# DL LL TL Start End Total CF 1.20
1 -218 plf -580 pif -798 plf 0.00 ft 4.00 ft 4.00 ft
2 -165 plf -440 plf -605 plf 4.00 ft 6.50 ft 2.50 ft
3 0 plf 0.00 ft Deflection Criteria
4 0 plf 0.00 ft TL U240 0.33 in
5 0 plf 0.00 ft LL U480 0.16 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 If 0.00 it
4 0 plf 0.00 it
5 0 plf 0.00 ft
-1000
-800
-600
-400
-200
a
0
m
200 6.50 ft
400
600 R2
800 R1 2.20 k
1000
2.50 k
PM Engineenng Inc 02013.Software vt02.3N /14
Beam #4 jq�PWU ENGINEERING INC.
Results
-1000
-800
-600
-400
a
-200
a 0
n
200 6.50 ft
400
600 R2
800 R1 2.20 k
1000 2.50 k
Type: Reactions (k)
DL LL TL TL
Douglas Fir-Larch #2 R1 682 Ib 1818 Ib 2499 Ib 2.50 k
R2 601 Ib 1602 Ib 2203 Ib 2.20 k
Size: 3000
(1) 4x10 DF#2 2000
A 32.38 in' a 1000
S 49.91 in 0
m
1 230.84 in4 N -1000
F, 180 psi -2000
Fti 1080 psi
E'x 106 1,60 3ooa
VAllowable 1 3.89 k 5000
MAllowable 1 4.49 k-ft 4000
Design values are based off NOS 2,)5 Edition,published by Amencan a
Wood council. 3000 —
c
E 2000
ShearMoment 0 1000
VMAX 2.50 k MMAX 3.92 k-ft
VAllowable Allowable 3.89 k M 4.49 k-ft 0
Ratio 0.64Ratio 0.87 0.00
OK OK -0.02
'c
Deflectiono -0.04
TL ILL v -0.06
Actual 0.08 in 0.06 in 141. -0.08 ----
Criteria 0.33 in 0.16 in
Ratio 0.25 0.36 -0.10
OK OK
PM Engineenng Inc.®2013,Software v1.02,3/ 114
Beam #5 �PWU ENGINEERING INC.
Loads and criteria
Total Span: 5.50 ft 1 =66 in
Fully Braced?i 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?i No
4 0 Ib
5 0l Sustained Temperature? T:5 100°F
Uniform Loads Load Factors
Load ExtentCp 1.00
# DL LL TL Start End Total CF 1.40
1 -165 plf -440 plf -605 plf 0.00 it 5.50 ft 5.50 ft
2 0 plf 0.00 ft
3 0 plf 0.00 ft Deflection Criteria
4 0 plf 0.00 ft TL L/240 0.28 in
5 0 plf 0.00 ft LLI 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 plf 0.00 ft
4 0 plf 0.00 ft
5 0 plf 0.00 ft
-800
-600
-400
-200
n
a 0
m
5.50 ft
200
400
600
800 R1 R2
1.66 k 1.66 k
PM Engineenng Inc.®2013,Software v1.02,3I%/l4
Beam #5 PWU ENGINEERING INC.
Results
-800 -
-600
-400
V -200
a
0 0
200 5.50 ft
400
600 R1 R2
800 1.66 k 1.66 k
Type: Reactions (k)
Douglas Fir-Larch #2 DL LL TL TL
9 R1 454 Ib 1210 Ib 1664 Ib 1.66 k
Rz 454 Ib 1210 Ib 1664 Ib 1.66 k
Size: 2000
(1) 4x8 DF#2
1000
A 25.38 in' g
S 30.66 in' o
m
1 111.15 in4 y
F, 180 psi -1000 -
Fti 1260 psi
2000
E'x 106 1.60
VAllowable 3.05 k 2500
MAllpwable 3.22 k-ft 2000 ----
Design yalues are baWd an NOS 2005 Eaton,published by Amencan a
Wootl Council. 1500
c
E 000 - --
ShearMoment s` 500
VMAX 1.66 k MMAX 2.29 k-ft
VAllowable 3.05 k MAlloable 3.22 k-ft 0
w
Ratio 0.55 Ratio 0.71 0.00 -
OK OK
-0.02
Deflection `o o.oa
TL LL
Actual 0.07 in 0.05 in o -0.os -- --
Criteria 0.28 in 0.14 in
Ratio 0.25 0.37 0.08
OK OK
PM Engineenng Inc.02013,Sofmare v1.02,3106114
Beam #6 7w—MPWU ENGINEERING INC.
Loads and criteria
Total Span: 3.50 ft 1 =42 in
Fully Braced?l 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< 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 0 plf 0.00 ft TL U240 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 0 plf 0.00 ft
5 0 plf 0.00 ft
-250
-200
-150
-100
C'
-50
a 0
m
50 3.50 ft
100
150
R1 01
200 0.39 k 0.39 k
250
PW Engineenng Inc.02013,Software 0,02.3106114
Beam #6 �PWU ENGINEERING INC.
Results
-250
-200
-150
-100
a
-50
M 0
0 50 3.50 ft
100
150
R1 R2
200 0.39 k 0.39 k
250
Type: Reactions (k)
DL LL TL TL
Douglas Fir-Larch #2 R1 105 Ib 280 Ib 385 Ib 0.39 k
Rz 105 Ib 280 Ib 385 Ib 0.39 k
Size: 600
(1) 2x14 DF#2 400
A 19.88 in' a 200
S 43.89 in 0
a,
1 290.78 in4 w -200
Fv1 180 psi -400
Fti 810 psi
E'x 106 1.60 soo
VAllowable 2.39 k 400
MAllowable 2.96 k-ft
Design values are based off NDS 2005 Edition,published by Amencan = 300
Wood Counal. �
200
E
E
Shear 1
Moment s' 00
VMAX 0.39 k MMAX 0.34 k-ft
VAllowable Allowable 2.39 k M 2.96 k-ft o
Ratio 0.16 1 Ratio 0.11 0.00
OK OK
0.00
Deflection `0 0.00
TL LL w
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
PM Engineering Inc.02013,Software 0,02,3/06114
Beam #7 MPWU ENGINEERING INC.
Loads and criteria
Total Span: 7.00 ft 1 = 84 in
Fully Braced?l 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 0Ib j 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 -60 plf -160 pif -220 plf 0.00 it 7.00 it 7.00 ft
2 0 plf 0.00 ft
3 0 plf 0.00 ft Deflection Criteria
4 0 plf 0.00 ft TL U240 0.35 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 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
w -50
c
0
m
� 50 7.00 ft
100
150
R1 R2
200 0.77 k 0.77 k
250
PVvIJ Engineenng Inc.02013,Software v1.02,3106/14
Beam #7 � ENGINEERING INC.
Results
-250
-200
-150
-100
w -50
a
v 0
50 7.00 ft
100
150
R1 R2
200 0.77 k 0.77 k
250
Type: Reactions (k)
Douglas Fir-Larch #2 DL LL TL TL
Dou
9 R1 2101b 560 Ib 770 Ib 0.77 k
R2 210 Ib 560 Ib 770 Ib 0.77 k
Size: 1000
(1) 4x8 DF#2
500
A 25.38 int g
S 30.66 in o
d
1 111.15 in4 y
F, 180 psi -500
Fti 1260 psi
E'x 106 000
1.60
VAllowable 3.05 k 1500
MAllowable 3.22 k-ft
Design values are based off NDS 2005 Edition,published by American = 1000
Wood Council.
C
d
Shear Moment c Soo
VMAX 0.77 k MMA% 1.35 k-ft
VAllowable Allowable 3.05 k M 3.22 k-ft 0
Ratio 0.25 Ratio 0.42 0.00
OK OK
-0.02
Deflection o 004
TL LL a
Actual 0.07 in 0.05 in o -0.06 — ---
Criteria 0.35 in 0.18 in
Ratio 0.19 0.28 -008
OK OK
i Engineenng Inc 02013,Software 0.02,3106114
HDR @ Garage M>PWU ENGINEERING INC.
Loads and criteria
Total Span:j 16.00 ft 1 = 192 in
Fully Braced?j No
Unbraced Length:j 16.00 ft
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? 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 -140 pif -100 plf -240 pif 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 0240 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
-300
-200
-100
w
n
0 0
0 16.00 ft
100 -
200 R1 __.__... R2
1.92 k 1.92 k
300
PM Engineenng Inc.®2013,Software v1.02.3/06114
HDR @ Garage PWU ENGINEERING INC.
Results
-300
-200
-100
C,
.
v 0
10 16.00 ft
100
200 R1 R2
1.92 k 1.92 k
300
Type: (k)
Boise Glulam 24F-V4 L TL TL
R1 LjLReactions
0Ib 1920 Ib 1.92 k
Rz 0 Ib 1920 Ib 1.92 k
Size: 3000
(1) 3'Y2"x10Y2' GL 2000
A 36.75 in' a 1000
S 64.31 in' 0
d
1 337.64 in4 N -1000
F„' 2 psi -2000
Fe 2033 2 psi -3000
E'x 106 1.80
VAllowable 6.49 k 10000
MAllowable 10.89 k-ft 8000
Design values are based off BOISE GLULAM Specifier Guide, d
published by Boise Cascade EWP dated 0228/13. 6000 _
c
E 4000
ShearMoment E 2000
VMAX 1.92 k MMAX 7.68 k-ft
VAllowable Allowable
6.49 k M 10.89 k-ft o
Ratio 0.30 Ratio 0.71 0.00
OK OK
-0.20
Deflection S O.ao -- –
TL LL a
Actual 0.58 in 0.24 in o -0.60 —
Criteria 0.80 in 0.40 in
Ratio 0.73 0.61 -0.80
OK OK
PM Engineenng Inc®2013,Software,1M.3/06/14
HDR @ Nook �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 -975 Ib -16251b -26001b 2.00 ft Repetitive Use?j No
2 0 Ib No
0 Ib Wet Service? N
4 0 Ib
5 0 Ib Sustained Temperature? T s 100°F
Uniform Loads Load Factors
Load Extent Co 1.00
# DL LL TL Start End Total CF 1.00
1 -374 alf -530 plf -904 plf 0.00 it 2.00 ft 2.00 it
2 -164 plf -180 plf -344 plf 2.00 it 5.00 ft 3.00 ft
3 0 plf 0.00 ft Deflection Criteria
4 0 plf 0.00 ft TLU240 0.25 in
5 0 plf 0.00 ft LL U486 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 it
3 0 If 0.00 ft
4 0 plf 0.00 ft
5 0 plf 0.00 ft
-1500
-2.60 k
-1000
-500
a
v 0
0 5.00 ft
500
R2
1000 2.12 k
R1
331k
1500
PM Engineenng Inc,02013,Software 0,02,3/06114
HDR @ Nook MPWU ENGINEERING INC.
Results
-1500
-2.60 k
-1000
-500
w
a
0 0
5.00 ft
500
R2
1000 2.12 k
R1
1500 3.31 k
Type: Reactions (k)
DL LL TL TL
Douglas Fir-Larch #2 R1 1330 Ib 1985 Ib 3315Ib 3.31 k
R2 883 Ib 1240 Ib 2123 Ib 2.12 k
Size: 4000
(1) 6x10 DF#2 3000
A 52.25 int 2000
S 82.73 in3 a 1000
d 0
1 392.96 in4 N
F, 170 psi -1000
Fti 875 psi -2000
E'x 106 1.30 -3000
VAllowable 5.92 k 6000
MAllowable 6.03 k-ft 5000
Design values are based off NDS 2005 Editlon,published by Amencan d 4000
Wood Council.
3000
a
Shear I Moment a 2000
Vmax 3.31 k MMAx 4.82 k-ft
1000
VAllowable Allowable 5.92 k M 6.03 k-ft 0
Ratio 0.56 1 Ratio 0.80 0.00 — — T—
OK OK
-0.01
Deflection 0 -002
TL LL a
Actual 0.04 in 0.02 in o -0.03
Criteria 0.25 in 0.13 in
Ratio 0.15 0.17 o.oa
OK OK
PW Engineenng Inc.02013,SodUare 0.02,3/06114
Beam #9 MPWU ENGINEERING INC.
Loads and criteria
Total Span: 6.00 ft 1 =72 in
Fully Braced?i Yes
Point Loads
Load Location Pressure Treated?l 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 Co 1.00
# DL LL TL Start End Total CF 1.20
1 -291 plf -520 plf -811 plf 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/2400.30 in
5 0 plf 0.00 ft LL L/480 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 plf 0.00 ft
4 0 plf 0.00 ft
5 0 plf 0.00 ft
-1000
-800
-600
-400
-200
a
v 0
m
200 6.00 ft
400
600
800 R1 R2
2.43 k 2.43 k
1000
PM Engineennq Inc 412013,Softare v1.02.3106/14
Beam #9 MPWU ENGINEERING INC.
Results
-1000
-800
-600
-400
a
-200
v 0
10
200 6.00 ft
400
600
800R1 R2
1000
2.43 k 2.43 k
Type: Reactions (k)
DL LL TL TL
Douglas Fir-Larch #2 R1 873 Ib 1560 Ib 2433 Ib 2.43 k
R2 873 Ib 1560 Ib 2433 Ib 2.43 k
Size: 3000
(1) 4x10 DF#2 2000
A 32.38 in' g 1000
S 49.91 in 0
m
1 230.84 in4 y -1000
F, 180 psi -2000
Fla' 1080 psi
3000
E'x 106 1.60
VAllo,,m a 1 3.89 k 4000
MAllowable 1 4.49 k-ft
Design values are based oR NOS 2005 Edition,published by Amencan a 3000
Wood Council.
2000
E
E
Shear Moment 2 l000
VMAx 2.43 k MMAX 3.65 k-ft 07
VAllowable Allowable 3.89 k M 4.49 k-ft
Ratio 0.63 Ratio 0.81 0.00
OK OK
-0.02
Deflection -0.04
TL LL m
Actual 0.06 in 0.04 in o -0.06 --
Criteria 0.30 in 0.15 in
Ratio 0.21 0.27 -0.08
OK OK
PM Engineenng Inc.02013,Software v1.02,3!06114
Beam #10 �PWU ENGINEERING INC.
Loads and criteria
Total Span: 4.50 ft 1 = 54 in
Fully Braced?l Yes
Point Loads
Load Location Pressure Treated?i No
# DL LL TL
1 -210 Ib -560 Ib -770 Ib 1.50 ft 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 Cp 1.00
# DL LL TL Start End Total CF 1.20
1 -261 plf -440 plf -701 plf 0.00 ft 4.50 ft 4.50 ft
2 0 plf 0.00 ft
3 0 plf 0.00 ft Deflection Criteria
4 0 plf 0.00 ft TL U240 0.23 in
5 0 plf 0.00 ft LL U480 0.11 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 -0.77 k
w
-200
a
0 0
m
200 4.50 ft
400
R2
600Rlk 1.83 k
2.09
800
PM Engineenng Inc.02013,Softare v1.02,3JM/14
Beam #10 PWU ENGINEERING INC.
Results
-800
-600
-400
w -200
n
e 0
m
200 4.50 ft
400
R2
600IF R1 1.83 k
800 2.09 k
Type: Reactions (k)
Douglas Fir-Larch #2 DL LL TL TL
9 R1 727 Ib 1363 Ib 2091 Ib 2.09 k
R2 5571b 11771b 1834 Ib 1.83 k
Size: 3000
(1) 4x10 DF#2 2000
A 32.38 in' a 1000
S 49.91 in' o
a
1 230.84 in4 N -1000
F, 180 psi -2000
Fe 1080 psi
E'x 106 1.60 3000
VAllowable 3.89 k 3000
MAllowable 4.49 k-ft 2500
Design values are based on NDS 2005 Edition,published by American L 2000
Wood Counal.
1500
m
Shear Moment 0
2
000
VMAX 2.09 k MMAX 2.40 k-ft
500
VAllowable Allowable
3.89 k M 4.49 k-ft o
Ratio 0.54 Ratio 0.53 0.00 �—
OK OK -001
c
Deflectiona -0.01
TL LL a -0.02
Actual 0.02 in 0.02 in o 0.02
Criteria 0.23 in 0.11 in
Ratio 0.10 0.14 -0.03
OK OK
PM Engineering Inc.®2013,Sofhvare v1.02,3/06114
Beam #11 � ENGINEERING INC.
Loads and criteria
Total Span: 6.00 ft 1 = 72 in
Fully Braced Yes
Point Loads
Load Location Pressure Treated?i No
# DL LL TL
1 -210 Ib -560 Ib -770 Ib 1.00 ft 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 1.20
1 -179 plf -220 pif -399 plf 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 pif 0.00 ft TL U240 0.30 in
5 0 pif 0.00 ft LL U480 0.15 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 pif 0.00 ft
-500
-400
-300
-200 -0.77 k
C, -100
a
a 0
ro
0. 100 6.00 ft
200 R2
300 R1 1.32 k
400 1.84 k
500 --
PP Engineenng Inc 02013,Software v1.02,3/06/14
Beam #11 �PWU ENGINEERING INC.
Results
-500
-400
-300
-200
w -100
v 0
° 100 6.00 ft
200 R2
300R1 132k
400 1.84 k
500
Type: Reactions (k)
DL LL TL TL
Douglas Fir-Larch #2 R, 711 Ib 1127 Ib 1837 Ib 1.84 k
R2 571 Ib 753 Ib 1324 Ib 1.32 k
Size: 2000
(1) 4x10 DF#2 1500
A 32.38 In 1000
a
500
S49.91 in'
v o F1
1 230.84 in4 y
F, 180 psi 500
-1000
Fla 1080 psi -1500
E'x 106 1.60
VAllawable 1 3.89 k 2500
MAllowable 1 4.49 k-ft 2000
Design values are based off NDS 2005 carbon,published by Amencen a
Mod council. 1500
c
E 1000
ShearMoment s' 500
VMAX 1.84 k MMAX 2.20 k-ft
VAllowable Allowable 3.89 k M 4.49 k-ft
Ratio 0.47 Ratio 0.49 0.00
OK OK -001
Deflectiona -0.02
TL LL d -0.03
Actual 0.04 in 0.02 in o 004
Criteria 0.30 in 0.15 in
Ratio 0.13 0.15 0.05
OK OK
PM Engineering Inc.02013,Software v1.02 3IO6114