Specifications �PWU ENGINEERING INC.
Ph: 503 810-8309, Email: pwuengineering@comcast.net
The following calculations are for the Larwood 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 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.
SpD
C
MVVFRS A
Direction End Zones
2a—
C
h
A RS
Direction
2a
End Zones
Note: End zone may occur at any corner of the
building.
a= .10*40' =4'
or for h =28'
a=A(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 20121BC and IRC
SIDS= .76, R= 6.5, W = weight of structure
V= [l.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 7c>)1PWU ENGINEERING INC.
Project Larwood E Vy
Direction Front to Back
3s Gust Roof Least
Speed Exp. Angle A L(ft) hAVG(ft)
105m h B 26.6 1.00 40.0 28.0 0
p � �
6:12
M.MAS \ q
a= 4.0 ft a.rn �a oM.
m
ora= 11.2ft
c
Check 10psf min and a> 1.6 ft
and a> 3.0 ft
load across all
zones.
2a 8.0 ft
WR
L(ft) 8.0 24.0 8.0
hA(ft) 8.0 4.0
hB(ft) 4.0 8.0
he(ft) 6.0
hD(ft) 6.0
W(plf) 0.0 197.2 130.8 139.2 0.0 0.0 0.0 0.0 0.0 0.0
300.0
WRAVG 145.8 plf 200.0
10psf min load: 120.0 plf im
s,zattr � �G00
overning value: 145.8 pl 00.0 ���Itl°`+�( tl�*fi za� s�h +:(:� v,`" g a
Wz
L(ft) 8.0 24.0 8.0
hA(ft) 10.0 10.0
hB(ft)
he(ft) 10.0
ho(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
W2"G 180.1 plf 200.0 a
10psf min load: 100.0 plf 100.0 '�, i w t^p". � � . u, 'i, i�hs ��' � •
Governing value: 180.1 pl 0.0
W,
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
10
WIAVGI #DIV/0!
10psf min load: #DIV/0! 0.5
Governing value:I #DIV/01 0.0
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FRONT ELEVATION
Winder ASCE 7 ��<�\�� ,
p �\� PWl/ ENGINEERING INC.
Project Larwood E
Direction Side to Side
3s Gust Ro53�7
Least
Speed Exp. AnA W(ft) hAvc(ft)
105mph B 1.00 40.0 28.0 0
A
a= 4.2ft a„ne Via:
FB
ora= 11.2ft
13.5 psf Check 10psf min and a> 1.6 ft �load across all and a> 3.0 ft nO Z20 10.8 ps zones.
2a 8.0 ft Md,:�.ae�.,� ��,. a� ,�,
em.v.
WR
L(ft) 8.0 23.0 8.0
hA(ft) 4.0 4.0
he (ft) 8.0 8.0
he(ft) 4.0
ho(ft) 8.0
W(plf) 0.0 0.0 0.0 186.8 149.2 186.8 0.0 0.0 0.0 0.0
zoo 0
WR"GI 184.8 plf a }10psfminload: 120.Oplf ioo0tit
'-,�ky �' � t�t ��+ ,•`a .se moi
Governing value: 164.6 p1 00 �"� ,a+' � °'�' ar
Wz
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 4.5 10.0
hD(ft)
W(plf) 0.0 156.2 138.2 179.0 157.0 197.0 0.0 0.0 0.00.0
300.0
W2 AVG 165.9 plf 2000
10psf min load: 98.9 plf 1000
Governing value: 165.9 pl 0.0 MatirtNf +erJ4e& r� 4
W,
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
11 Wi AVG1 #DIV/0! .0
10psf min load: #DIV/0! 0.5
Governing value: #DIV/01 0.0
1
0
Q PLi!
0
a
0
CBR f4
TCP M
T
p
lGRa
RIGHT SIDE ELEVATION w•.fo
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REAR ELEVATION »•.
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LEFT SIDE ELEVATION V4.,ra
Seismic & Governing Values pwl/ ENGINEERIN
\VVVV� G INC.
Project Larwood E
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--V-= 0.100*
Exterior Wall Dead Load: 12psf
Check Seismic Front to Back vs Wind
Seismic Wind
WR = [0.100 * (15+5+3) * 39 ft] = 89.9 pl < 145.8 pl Wind Governs
WZ = [0.100 * (15+5+3+4) * 48 ft] + 89.9 pl = 219.8 pl < 325.9 pl Wind Governs
W, _ [0,100 * (15+5+3+4) + 219.8 pl = 219.8 pl #DIV/01 #DIV/0! #DIV/01
Check Seismic Side to Side vs Wind
Seismic Wind
WR = [0.100 * (15+5+3) * 40 ft] = 92.2 pl < 164.6 pl Wind Governs
Wz = (0.100 * (15+5+3+4) * 40 ft] + 92.2 p1J= 200 4 pl < 330.6 pl Wind Governs
W, _ [0.100 * (15+5+3+4) * + 200.4 pll= 200.4 pl #DIV/0! #DIV/0! #DIV/0!
Redundancy factor= 1.0 per ASCE 7 section 12.3.4.2
Line Loads PWI/ ENGINEERIN
� G INC.
Project Larwood E \`�
High Roof Diaphragm -Upper Floor Walls
Line A
P = 2.92 k LTOTAL = 34.0 ft v = 2.92 k / 34.0 ft = 86 plf IType A Wall
h = 8.0 ft LwORST = 13.5 ft MOT = 86 plf 8.0 ft 13.5 ft = 9.26 kft
MR = (15 psf 4.0 ft + 12 psf * 8.0 ft) * (13.5ft)' / 2 0.6 = 8.53 kft
+ 0 Ib * 0.0 ft + 0 Ib * 0.0 ft = 0.00 kft + 8.53 kft = 8.53 kft
T = 9.26kft - 8.53kft / 13.5 ft = 0.05 k + 0.00 k = 0.05 k No hd req'd
Line B
P = 2.21k LTOTAL = 30.5 ft v = 2.92 k / 30.5 ft = 96 plf Type A Wall
h = 8.0 ft LwORST = 4.0 ft MOT = 96 plf * 8.0 ft 4.0 ft = 3.06 kft
MR = (15 psf * 4.0 ft + 12 psf 8.0 ft) * (4.0ft)2 / 2 0.6 = 0.75 kft
+ 0 Ib 0.0 ft + 0 Ib * 0.0 ft = 0.00 kft + 0.75 kft = 0.75 kft
T = 3.06kft - 0.75kft / 4.0 ft = 0.58 k + 0.00 k = 0.58 k No hd req'd
Line 1
P = 3.21 k LTOTAL - 18.0 ft v = 3.21 k / 18.0 ft = 178 plf Type A Wall
h = 8.0 ft LwORST = 5.5 ft MOT = 178 plf * 8.0 ft * 5.5 ft = 7.85 kft
MR = (15 psf * 15.0 ft + 12 psf 8.0 ft) * (5.5ft)' / 2 0.6 = 2.91 kft
+ 0 Ib 0.0 ft + 500 Ib * 2.5 ft = 1.25 kft + 2.91 kft = 4.16 kft
T = 7.85kft - 4.16kft / 5.5 ft = 0.67 k + 0.00 k = 0.67 k No hd req'd
Line 3
P = 3.21 k LTOTAL = 12.0 ft v = 3.21 k / 12.0 ft = 268 plf Type B Wall
See FTAO Calc No hd req'd
Low Roof/Upper Floor Diaphragm -Main Floor Walls
Line A
P = 6.52 k LTOTAL = 41.0 ft v = 6.52 k / 41.0 ft = 159 plf Type A Wall
h = 9.0 ft LwORST = 41.0 ft MOT = 159 plf * 9.0 ft * 41.0 ft = 58.65
MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (41.0ft)2 / 2 0.6 = 69.59
+ (Olb 0.0 ft + 0 Ib * 0.0 ft = 0.00 kft + 69.59 kft = 69.591
T = 58.65kft - 69.59kft / 41.0 ft = 0.00 k + 0.00 k = 0.00 k No hd req'd
Line B
P = 6.52 k LTOTAL = 38.5 ft v = 6.52 k / 38.5 ft = 169 plf Type A Wall
h = 9.0 ft LwORsT = 16.0 ft MOT = 169 plf * 9.0 ft * 16.0 ft = 24.38 kft
MR = (15 psf 3.0 ft + 12 psf 9.0 ft) * (16.0ft)2 / 2 0.6 = 11.75 kft
+ 0 Ib * 0.0 ft + 500 Ib * 13.0 ft = 6.50 kft + 11.75 kft = 18.25 kft
T = 24.38kft - 18.25kft / 16.0 ft = 0.38 k + 0.00 k = 0.38 k No hd req'd
Line 1
P = 4.66 k LTOTAL = 16.5 ft v = 4.66 k / 16.5 ft = 283 plf Type B Wall
See FTAO Calc No hd req'd
Line 2
P = 4.11 k LTO = 19.5 ft v = 4.11 k / 19.5 ft = 211 plf Type A Wall
h = 9.0 ft LwoRsT = 19.5 ft MIT = 211 plf 9.0 ft * 19.5 ft = 36.96 kft
MR = (15 psf * 5.0 ft + 12 psf 9.0 ft) * (19.5ft)2 / 2 0.6 = 20.88 kft
+ 0 Ib * 0.0 ft + 500 Ib * 19.5 ft = 9.75 kft + 20.88 kft = 30.63 kft
T = 36.96kft - 30.63kft / 19.5 ft = 0.32 k + 0.00 k = 0.32 k No hd req'd
Line 3
P = 5.87 k LTITAL = 12.0 ft v = 5.87 k / 12.0 ft = 489 plf IType C Wall
h = 9.0 ft LwoRsT = 3.0 ft MIT = 489 plf * 9.0 ft 3.0 ft = 13.20 kft
MR = (15 psf 2.0 ft + 12 psf 9.0 ft) * (3.0ft)' / 2 0.6 = 0.37 kft
+ 0 Ib 0.0 ft + (5001b * 3.0 ft = 1.50 kft + 0.37 kft = 1.87 kft
T = 13.20kft - 1.87kft / 3.0 ft = 3.77 k + 0.00 k = 3.77 k Use type 2 hd
See FTAO Calc
Force Transfer Around Opening (FTAO) N9>PWU ENGINEERING INC.
Diekmann Technique @ Upper Floor Line 3
L, = 3.5 ft Lo= 5.O ft L2= 5.0 ft
V= 2.28 k
vA= 3 plf vp= 450 pif vF= 3 plf hu= 1.0 ft
F, = 0.93k F2= 1.32k
vg= 268 plf VG= 268 plf ho= 5.0 ft
F, = 0.93k F2= 1.32k
hL= 2.0 ft
vc = 3 pif VE= 450 plf vH= 3 pif
y
H = 1.36k H = 1.35k
H= (2.28k *8.0 ft) / 13.5 ft= 1 1.35 ki H:W Ratios
5.0 ft : 3.5ft = 1.4 : 1
vh = 2.28k/ 8.5ft= 268 pif 5.0 ft : 5.Oft = 1.0 : 1
vv=l 1.35k/ 3.0 ft= 450 pif Use: Type B Wall
450 plf* 5.00 ft= 2.25 k
F1 = (2.25k* 3.5 ft) 8.5ft= 0.93k
FZ= (2.25 k* 5.0 ft)/ 8.5 ft= 1.32 k Use: (2) Bays BLKG
T+C Couple after Dead Load is applied for holdown requirements
MR= [( 15psf* 2 ft+ 12psf* 8.0 ft)
(13.5 ft)-2 * 0.6/2 ] + ( 10.0 ft *5001b) = 11.89 kft
T=1 1,350- ( 11.89 kft / 13.5 ft) = 0.47 k +0.00k= 0.47 k
No HD read
MPWU ENGINEERING INC.
Force Transfer Around Opening (FTAO)
Diekmann Technique @ Main Floor Line 1
L, = 4.Oft Lo= 5.Oft L2= 4.0ft
V= 2.26 k
VA= 38 pif VD= 392 plf VF= 38 plf hu = 1.0 ft
F, = 0.98k F2= 0.98k
VB= 283 pif VG= 283 pif ho= 5.0 ft
F, = 0.98k F2= 0.98k
hL= 3.0 ft
vc= 38 pif VE= 392 plf VH= 38 plf
y T
H = 1.57k H= 1.57k
H= (2.26 k *9.0 ft) / 13.0 ft= 1.57 k KIN Ratios
5.0 ft : 4.Oft = 1.3 : 1
vh = 2.26 k/ 8.0ft= 283 plf 5.0 ft : 4.Oft = 1.3 : 1
v„= 1.57 k/ 4.0 ft= 392 pif Use: Type B Wall
F=1 392 pif* 5.00 ft= 1.96 k
F, = ( 1.96 k* 4.0 ft) 8.0ft= 0.98k
Fz = ( 1.96 k * 4.0 ft)/ 8.0 ft= 0.98 k Use: (2) Bays BLKG
T+C Couple after Dead Load is applied for holdown requirements
MR= [( 15psf* 8 ft+ 12psf* 9.0 ft)
(13.0 ft)12 * 0.6/2] + ( 0.0 ft *5001b) = 11.56 kft
T=1 1.57 kft- ( 11.56 kft 113.0 ft) = 0.68 k +0.00k= 0.68 k
No HD read
Force Transfer Around Opening (FTAO) �PWl/ ENGINEERING INC.
Diekmann Technique @ Main Floor Line 3
L, = 3.Oft Lo= 5.Oft L2 = 3.0ft
V= 2.93 k
VA= -11 pif vp= 600 pif VF= -11 plf hu = 1.0 ft
F, = 1.50k F2= 1.50k
vB= 489 plf VG= 489 plf ho= 5.0 ft
F, = 1.50 k F2= 1.50 k
hL= 3.0 ft
vc= -11 pif vE= 600 plf VH = -11 plf
y
H = 2.40k H = 2.40k
H=j 2.93 k *9.0 ft ) / 11. ft= 2.40 k H:W Ratios
5.0 ft : 3.0 ft 1= 1.7 : 1
vh = 2.93 k/ 6.0ft= 489pIf 5.Oft : 3.Oft = 1.7 : 1
v„= 2.40 k/ 4.0 ft= 600 plf Use: Type C Wall
F=1 600 pif* 5.00 ft= 3.00 k
F, =1 3.00k* 3.0 ft) 6.0ft= 1.50k
F2= ( 3.00 k* 3.0 ft)/ 6.0 ft= 1.50 k Use: (2) Bays BLKG
T+C Couple after Dead Load is applied for holdown 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 2.40 kft- ( 5.01 kft / 11.Oft) = 1.95k +O.00k= 1 1.95k
Use: Tvpe 2 HD
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UPPER FLOOR LATERAL PLAN
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MAIN FLOOR LATERAL PLAN
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=6675 w=66705
3 HDU5-SDS2.5 (2)2x 5645 4065 SB%X24 SB%X24 w=6675 w=66705
S=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 PA68-36, 10"min PA08-36, 10"min
embed into 32"min embed into 32' min
9 HHDO14-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 REO'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" z" Dia. A.B. @ 30"o/c 16d @ 4"o/c A35 @ 14"o/c 255 357
B rs" 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" '"Dia. A.B. @ 12"o/c (m) 16d @ 2"o/c A35 @ 8" o/c 505 707
D 16' OSB (1) SIDE (e,f) 8d 2" 12" 2'Dia. A.B. @11"o/c (m) 16d @ 2"o/c A35 @ 6" o/c 670 938
E 16' 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 16' OSB (2) SIDE (d,e,f) 8d 4"Staggered 12" 1"D ia. 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 HGAI OKT @ 8"o/c 1010 1414
H is' OSB (2) SIDE (d,e,f) 8d 2"Staggered 12" z"Dia. A.B. @ 5z"o/c( m) i 6d @ 112"o/c(2)rows 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"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 Ed 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.
IT) 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.
i
PWU ENGINEERING INC.
Ph: 503 810-8309, Email: pwuengineering@comcast.net
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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?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 CID 1.00
# DL LL TL Start End Total CF 1.40
1 -285 pif -475 plf -760 pif 0.00 ft 5.00 ft 5.00 ft
2 0 plf 0.00 ft
3 0 plf 0.00 ft Deflection Criteria
4 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
-1000
-800
-600
-400
o. -200
a 0
m
200 5.00 ft
400
600
R1 R2
800 1.90 k 1.90 k
1000
PM Engineenng Inc 02013,Software v1.02,3/06114
HDR @ Roof � ENGINEERING INC.
Results
-1000
-800
-600
-400
C -200
n
v 0
N 5.00 ft
0 200
400
600R1 R2
800 1.90 k 1.90 k
1000
Type: Reactions (k)
DL LL TL TL
Douglas Fir-Larch #2 R1 713 Ib 11881b 19001b 1.90 k
R2 713 Ib 11881b 1900 Ib 1.90 k
Size' 3000
(1) 4x8 DF#2 2000
A 25.38 in' s 1000
S 30.66 in' o
d
111.15 in4 v -1000
F, 180 psi -2000
Fe 1260 psi
E'x 106
1.60
sono
VAllowable 3.05 k 2500
MAllowable 3.22 k-ft 2000
Design values are based off NDS 2005 Edition,published by Amencan d
Wood Counal. 1500
c
E 1000
ShearMoment 2 500
VMAX 1.90 k MMAX 2.38 k-ft
VAllowable Allowable 3.05 k M 3.22 k-ft 0
Ratio 0.62 Ratio 0.74 0.00
OK OK
-0.02
Deflection a o.oa
TL LL d
Actual 0.06 in 0.04 in o -0.06
Criteria 0.25 in 0.13 in
Ratio 0.24 0.30 -0.08
OK OK
PM Engineenng Inc.02013,Software 0.02,3/06114
HDR @ GT5 � ENGINEERING INC.
Loads and criteria
Total Span: 5.00 ft 1 =60 !n
Fully Braced?l Yes
Point Loads
Load Location Pressure Treated?l No
# DL LL TL
1 -510 Ib -850 Ib -1360 Ib 2.00 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 ExtentCo 1.00
# DL LL TL Start End Total CF 1.40
1 -285 pif -475 pif -760 pif 0.00 ft 2.00 ft 2.00 ft
2 -45 plf -75 plf -120 plf 2.00 ft 5.00 ft 3.00 it
3 0 plf 0.00 ft Deflection Criteria
4 0 plf 0.00 ft TL .240 0.25 in
5 0 plf 0.00 ft LL .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 plf 0.00 ft
3 0 plf 0.00 ft
4 0 plf 0.00 ft
5 0 plf 0.00 ft
-1000
-800
-1.36 k
-600 --..,----..-------
-400
"' -200
a
0
10
200 5.00 ft
400 R2
600 1.10 k
800 --------------------R1
1000 2.14 k
PW Engineenng Inc.02013,Software v1.02,3/06114 Iii
HDR @ GT5 �PWU ENGINEERING INC.
Results
-1000
-800
-1.36 k
-600 .........
-400 ---._..__....._.......--
-200 ......_
a
v 0
200 5.00 ft
400 R2
600 1.10 k
800 R1
1000 2.14 k
Type: Reactions (k)
DL LL TL TL
Douglas Fir-Larch #2 R1 803 Ib 1338 Ib 2140 Ib 2.14 k
R2 413 Ib 688 Ib 1100 Ib 1.10 k
Size: 3000
(1) 4x8 DF#2 2000
A 25.38 in' s 1000
S 30.66 in'
1 111.15 in4 y 0
F'. 180 psi -1000
Fti 1260 psi -2000
F x 105 1.60
VAllowable 3.05 k 3000
MAllowable 3.22 k-ft 2500
Design values are based off NDS 2005 Edib4 published by American a 2000
Woad Council.
1500
a
Shear Moment o 1000
VMAX 2.14 k MMAX 2.76 k-ft
500
VAllowable Allowable
3.05 k M 3.22 k-ft 0
Ratio 0.70 Ratio 0.86 0.00
OK OK
2 -0.02
Deflection `o -0.04
TL LL u
Actual 0.06 in 0.04 in o -0.06
Criteria 0.25 in 0.13 in
Ratio 0.24 0.30 -0.08
OK OK
PM Engineenng Inc.02013,Software vl.02,3MI14
Beam #1 MPWU ENGINEERING INC.
Loads and criteria
Total Span:j 13.00 ft 1 = 156 in
Fully Braced?i 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 I 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 -135 plf -225 plf -360 pif 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 L/240 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
-100
a
a 0
A
0 100 13.00 ft
200
300 R1 R2
2.34 k I2.34 k
400
PM Engineenng Inc.02013,Software v1.02,3/06/14
Beam #1 MPWU ENGINEERING INC.
Results
-400
-300
-200
w -100
a
0 0
m
-�' 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' n 1000
S 131.67 in' 0
w
I 872.33 in4 y -l000
F, 540 psi -2000
Fti 2430 psi
3000
E'x 106 1.60
VAllowable 1 7.16 k 8000
MAllowable 1 8.89 k-ft
Design values are based oft NDS 2005 Ldi4on,published by American 6000
Wood Council.
4000
E
E
Shear 1Moment 0 2000
VMAX 2.34 k MMAX 7.61 k-ft
VAllowable Allowable 7.16 k M 8.89 k-ft
Ratio 0.33 1 Ratio 0.86 o.00
OK OK
c -0.05
Deflection `o _010
TL LL w
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 Engineennq Inc 02013,Software 0.02,3/06/14
Beam #2 �PWU ENGINEERING INC.
Loads and criteria
Total Span:j 7.00 ft 1 = 84 in
Fully Braced?j Yes
Point Loads
Load Location Pressure Treated?j 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 0lb I Sustained Temperature? T<_ 100`F
Uniform Loads Load Factors
Load Extent CID 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 TLU240
0 ft 0.35 in
5 0 plf 0.0LL U486 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 pif 0.00 ft
4 0 plf 0.00 ft
5 0 plf 0.00 ft
-100
-80
-60
-40
w -20
a
0 0
m
20 7.00 ft
40
60 R1 R2
80 0.28 k 0.28 k
100
PVJJ Engineering Inc.02013,Software 0.02,3/06114
Beam #2 �PWl/ ENGINEERING INC.
Results
-100
-80
-60
40
" -20
M 0
0 20 7.00 ft
40
60 R1 R2
80 0.28 k 0.28 k
100
Type: Reactions (k)
DL LL TL TL
Douglas Fir-Larch #2 R1 105 Ib 175 Ib 280 Ib 0.28 k
R2 105 Ib 175 Ib 280 Ib 0.28 k
Size: 400
(1) 2x14 DF#2 300
zoa
A 19.88 in' a 100
S 43.89 in' 0
I 290.78 in4 N -100
F, 180 psi -zoo
F; 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 NDS 2005 Edltlon,published by Amencan d 400
Woad Council. �'
300
v
Shear Moment o zoo
VMAX 0.28 k MMAX 0.49 k-ft
10o
V 2.39 k M 2.96 k-ft 0
Allowable Allowable
Ratio 0.12 Ratio 0.17 0.00
OK OK 0.00
c'
Deflectiono 0.00
TL LL v -0.01
Actual 0.01 in 0.01 in o 0.01
Criteria 0.35 in 0.18 in
Ratio0.03 0.03 -0.01
OK OK
PM Engineenng Inc®2013,Softans 0.02,3106114
Beam #3 � ENGINEERING INC.
Loads and criteria
Total Span:j 21.50 ft 1 =258 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 Sustained Temperature? T<_ 100°F
Uniform Loads Load Factors
Load Extent CID 1.00
# DL LL TL Start End Total CV 0.98
1 -171 pif -140 pif -311 plf 0.00 ft 21.50 ft 21.50 ft
2 0 plf 0.00 ft
3 0 plf 0.00 ft Deflection Criteria
4 0 plf 0.00 ft TLU240 1.08 in
5 0 plf O.Ouj LL U480 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
w
-100
a
a 0
A
100 21.50 ft
200
300R1 R2
400 3.34 k 3.34 k
PWJ Engineanng Inc 02013,Software v1.02,3100/14
Beam #3 MPWU ENGINEERING INC.
Results
-400
-300
-200
w -100
a
0 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
R, 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'/" GL
2000
A 74.25 int g
S 167.06 in 0
d
1 1127.67 in4 N
F,' 265 psi -2000
Fla 2350 psi
E'x 106 1.80 4000
VAllowable 1 13.12 k 20000
MAllowable 1 32.71 k-ft
Design values are based off BOISE GLULAM Speoiher GUide, d 15000
published by Boise Cascade EVvP dated 022813.
10000
E
E
Shear Moment s000
VMAX 3.34 k MMAX 17.97 k-ft
VAllowable Allowable 13.12 k M 32.71 k-ft 0
Ratio 0.25 Ratio 0.55 0.00
OK OK
-0.20
Deflection 9 0.40
TL LL a
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
PVJU Engineenng Inc,02013,Softare v1.02,3106114
Beam #5 � ENGINEERING INC.
Loads and criteria
Total Span: 8.00 ft 1 = 96 in
Fully Braced 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? No
4 0 Ib
5 0 l Sustained Temperature? T:5 100`F
Uniform Loads Load Factors
Load Extent CD 1.00
# DL I TL Start End Total CF 1.20
1 -186 plf -240 plf -426 pif 0.00 ft 8.00 ft 8.00 ft
2 0 plf 0.00 ft
3 0 pif 0.00 ft Deflection Criteria
4 0 plf 0.00 ft TL U240 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 pif 0.00 ft
2 0 plf 0.00 ft
3 0 pif 0.00 ft
4 0 pif 0.00 ft
5 0 pif 0.00 ft
-500
-400
-300
-200
:- -100
a
0 0
m
100 8.00 ft
200
300
400R1 R2
500 1.70 k 1.70 k
PP Engineenng Inc.02013,Scftare A.02,31W/14
Beam #5 �PWI/ ENGINEERING INC.
Results
-500
-400
-300
-200
a
-100
v 0
° 100 8.00 ft
200
300
400 R1 R2
500 1.70 k 1.70 k
Type: Reactions (k)
DL LL TL TL
Douglas Fir-Larch #2 R, 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 int g
S 49.91 in' 0
g,
1 230.84 in4 w
F, 180 psi -1000
Fe 1080 psi -2000
E'x 106 1.60
VAllowable 3.89 k 4000
MAllowable 1 4.49 k-ft
Design values are based off NDS 2005 Edition,Published by Amencan L 3000
Woad Council.
2000
m
E
ShearMoment 0 1000
VMAX 1.70 k MMAX 3.41 k-ft
VAllowable Allowable 3.89 k M 4.49 k-ft 0
Ratio 0.44 Ratio 0.76 0.00
OK OK
0.05
Deflection `o
TL LL c -010
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,Sonwam v1.02,3W14
Beam #6 � ENGINEERING INC.
Loads and criteria
Total Span: 5.00 ft 1 = 60 in
Fully Braced Yes
Point Loads
Load Location Pressure Treated? 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:5 100°F
Uniform Loads Load Factors
Load Extent CD 1.00
# DL LL TL Start End Total CF 1.20
1 -342 plf -280 plf -622 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 0.0LL U480 0.13 in
0 ft
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
w
-200
n
a 0
ra
J 200 5.00 ft
400
600 R1 R2
1.56 k 1.56 k
800
PN Engineering Ina W013,Software 0 02.3/08114
Beam #6 M<OPWU ENGINEERING INC.
Results
-800
-600
-400
w -200
a
v 0
-�' 200 5.00 ft
400
600 R1 R2
1.56 k 1.56 k
800
Type: Reactions (k)
Douglas Fir-Larch #2 DL LL TL TL
Dou
9 R1 855 Ib 700 Ib 1555 Ib 1.56 k -
R2 855 Ib 700 Ib 1555 Ib 1.56 k
Size: 2000
(1) 4x10 DF#2 1500
1000
A 32.38 in' a 500
S 49.91 in 0
1 230.84 in4 w -500
F, 180 psi -1000
Fti 1080 psi -1500
E'x 106 1.60 z000
VAllowable 3.89 k 2500
MAllowable 4.49 k-ft 2000
Design values are based off NDS 2005 Edibon,Wblished by Amencan d
Wood Council. 1500
E 1000
ShearMoment 2 500
VMAX 1.56 k MMAX 1.94 k-ft
VAllowable Allowable 3.89 k M 4.49 k-ft 0
Ratio 0.40 Ratio 0.43 0.00
OK OK -0.01
Deflectiono -0.01
TL LL v -0.02
Actual 0.02 in 0.01 in o002
Criteria 0.25 in 0.13 in
Ratio 0.09 0.09 -0.03
OK OK
PWJ Engineering Inc.02013,Software v1.02,3/06114
HDR @ Entry �PWU ENGINEERING ZNC.
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 -15231b -25381b -40601b 3.00 ft Repetitive Use?j No
2 0 Ib
3 0 Ib Wet Service? No
4 0 Ib
5 0 Ib Sustained Temperature? T!5 100`F
Uniform Loads Load Factors
Load Extent CD 1.00
# DL LL TL Start End Total Cv 1.00
1 -411 pif -350 plf -761 plf 0.00 ft 3.00 ft 3.00 ft
2 -171 plf -125 plf -296 plf 3.00 ft 6.00 ft 3.00 ft
3 0 plf 0.00 ft Deflection Criteria
4 0 plf 0.00 ft TL L1240 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 plf 0.00 ft
4 0 plf 0.00 ft
5 0 plf 0.00 ft
-1500 -4.06 k
-1000
-500
G
a
0 0
m
� 6.00 ft
500
R2
1000 R1 3.27 k
3.96 k
1500
Pw Engineering Inc.02013,Software v1.02,3MI14
HDR @ Entry �PWl/ ENGINEERING INC.
Results
-1500 -4.06 k
-1000
-500
a
a 0
0 6.00 ft
500 ...................
R2
1000 R1 3.27 k
3.96 k
1500
Type: Reactions (k)
DL LL TL TL
Boise Glulam 24F-V4
Rt 1814 Ib 2150 Ib 3964 Ib 3.96 k _
R2 1454 Ib 1813 Ib 3267 Ib 3.27 k
Size: 6000
(1) 3'/2 x9" GL 4000
A 31.50 in' n 2000
S 47.25 in'
1 212.63 in4 y 0
F,' 265 psi -2000
Fti 2400 psi -4000
E' x 106 1.80
VAllowable 5.57 k 10000
Mallowable 9.45 k-ft 8000
Design values are based On BOISE GLUIJ M Spedifier Guide, d
published by Boise Cascade EWP dated 0228113. V 6060
c
E 4000
Shear Moment 2000
VMAX 3.96 k MMAX 8.47 k-ft
V 5.57 k M 9.45 k-ft
Allowable Allowable
Ratio 0.71 Ratio 0.90 0.00
OK OK
-0.05
Deflection o
TL LL d 0.10
Actual 0.12 in 0.07 in o
Criteria 0.30 in 0.15 in
Ratio 0.41 0.46 -0.15
OK OK
PM Engineering Inc.02013,Software 0.02,3/06/14
HDR @ Garage �PWU ENGINEERING INC.
Loads and criteria
Total Span:j 16.00 ft 1 = 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? No
2 0 Ib
3 0 Ib Wet Service? No
4 0 Ib
5 0lb 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 pif -75 pif -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 11480 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
t -50
' n
0
m
50 16.00 ft
100
150
200 R1 R2
1.60 k 1.60 k
250
PM Engineenng Inc.02013,Software v1.02,3106/14
HDR @ Garage MPWU ENGINEERING INC.
Results
-250
-200
-150
-100
w -50
a
0
0 -
50 16.00 ft
100
150
200 R1F R2
1.60 k1.60 k
250
Type: Reactions (k)
DL LL TL TL
Boise Glulam 24F-V4 0
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'/2' GL
1000
A 36.75 W E
S 64.31 ins o
v
1 337.64 in4 y
F, 265 psi -1000
Fe 2032 psi
E'x 108 1.80 z000
VAllowable 1 6.49 k 8000
MAllowable 1 10.89 k-ft
Design values are based o4 BOISE ULUL M Spetlfer Guice, a 6000
published by Boise Cascade EVtlP dried 0228113.
4000
E
E
Shear Moment z000
VMAX 1.60 k MMAX 6.40 k-ft
VAllowable Allowable 6.49 k M 10.89 k-ft
Ratio 0.25 Ratio 0.59 0.00
OK OK
0.20
Deflection `C
TL LL a 040
Actual 0.49 in 0.18 in o
Criteria 0.80 in 0.40 in
Ratio 0.61 0.45 -0.60
OK OK
PM Engineering Inc.®2013,Saftare v1.02.3108/14
HDR @ Greatroom HPWU ENGINEERING INC.
Loads and criteria
Total Span:j 5.00 It 1 60 in
Fully Braced? Yes
Point Loads
Load Location Pressure Treated?l No
# DL LL TL
1 -14251b -23751b -38001b 3.00 ft 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 CID 1.00
# DL LL TL Start End Total Cv 1.00
1 -276 pif -435 pif -711 plf 0.00 ft 3.00 ft 3.00 ft
2 -516 pif -835 pif -1351 plf 3.00 ft 5.00 ft 2.00 ft
3 0 pif 0.00 ft Deflection Criteria
4 0 pif 0.00 ft TL L24225in
ft
5 0 pif 0.00 LL U480 0.13 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 pif 0.00 ft
4 0 pif 0.00 ft
5 0 pif 0.00 ft
-2500
-2000
-1500
-1000
C -500
_n
v 0
A 5.00 ft
� 500
1000
1500 R1
3.55 k
2000 R2
5.08 k
2500
PM Engineenng Inc.02013,So/ am v1.02,3M/14
HDR @ Greatroom � ENGINEERING INC.
Results
-2500
-2000 -3.80 k
-1500
-1000
n
-500
a 0
500 5.00 ft
1000
1500 R1
k
3.55
2000 R2
2500 5.08 k
Type: Reactions 15k
Boise Glulam 24F-V4 DL LL TL
R1 1356 Ib 2198 Ib 3554 Ib 3R2 1929 Ib 3153 Ib 5082 Ib 5
Size: 4000
(1) 3'/2'x9" GL 2000
A 31.50 int g 0
S 47.25 in
1 212.63 in4t -2000
N
F, 265 psi -4000
Fti 2400 psi
E'x 108
1.80
soon
VAllowable 5.57 k 8000
MAllowable 9.45 k-ft
Design values are based oft BOISE GLULAM Spedfer Guide, a 6000
published!by Boise Cascade EW dated OY28/13.
4000
E
E
Shear Moment E 2000
VMAX 5.08 k MMAX 7.46 k-ft
VAllowable Allowable 5.57 k M 9.45 k-ft °
Ratio 0.91 Ratio 0.79 0.00
OK OK c -0.02
Deflection 0 004 -
TL LL d -0.06
Actual 0.08 in 0.05 in o -0.08
Criteria 0.25 in 0.13 in
Ratio 0.31 0.38 -0'10
OK OK
PM Engineenng Inc.02013,Softare v1 02,31Wil4
HDR @ Patio WR�PWU ENGINEERING INC.
Loads and criteria
Total Span: 8.00 ft 1 = 96 in
Fully Braced Yes
Point Loads
Load Location Pressure Treated?i No
# DL LL TL
1 -11631b -19381b -31001b 6.50 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 -501 plf -810 pif -1311 plf 0.00 ft 6.50 ft 6.50 ft
2 -366 plf -585 plf -951 plf 6.50 ft 8.00 ft 1.50 ft
3 0 plf 0.00 ft Deflection Criteria
4 0 plf 0.00 ft TL U240 0.40 in
5 0 plf 0.00 ft LL 0480 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
-3.10 k
-500
w
a
v 0
8.00 ft
500
R1
1000 5.77 k R2
7.27 k
1500
PM Engineenng Inc.02013,SoUam v1.02,3 114
HDR @ Patio PWU ENGINEERING INC.
Results
-1500
-1000
3.10 k
-500
M 0
8.00 ft
500
R1
1000 5.77 k R2
7.27 k
1500
Type: Reactions (k)
Glula24F-V4 DL LL TL
Boise m TL
R, 2203 Ib 3572 Ib 5775 Ib 5.77 k
R2 2765 Ib 4508 Ib 7273 Ib 7.27 k
Size: 10000'/2
(1) 5 'x10'/2' GL
soon
A 57.75 in' g
S 101.06 ins 0
d
1 530.58in4 N
F, 265 psi -5000
Fe 2400 psi
g 0000
E'x 10 1.80
VAllowable 10.20 k 15000
MAllowable 20.21 k-ft
Design values are based off BUISE ULULAM Specifier Guide, 10000
published by Boise Cascade EWP dated 02128113.
G
d
Shear Moment a sono
f
VMAX 7.27 k MMAX 12.72 k-ft
VAllowable Allowable 10.20 k M 20.21 k-ft 0
Ratio 0.71 Ratio 0.63 0.00
OK OK
c -0.05
Deflection o 010
TL LL d
Actual 0.16 in 0.10 in o -0.15
Criteria 0.40 in 0.20 in
Ratio 0.39 0.48 -0.20
OK OK
PM Engineering Inc.42013,Software v1,02 3105114
HDR @ Stair PWU ENGINEERING INC.
Loads and criteria
Total Span: 2.50 ft 1 = 30 in
Fully Braced? Yes
Point Loads
Load Location Pressure Treated? No
# DL LL TL
1 -3689 Ib -6186 Ib -9875 Ib 1.00 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 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 plf -75 plf -216 plf 1.00 ft 2.50 ft 1.50 ft
3 0 plf 0.00 ft Deflection Criteria
4 0 plf 0.00 ft TL U2400.13 in
5 0 plf 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 plf 0.00 ft
3 0 plf 0.00 ft
4 0 plf 0.00 ft
5 0 plf 0.00 ft
-600
-9.88 k
-400
-200
w
a
-0 0 If
0
250 ft R2
200 Rl -- 4.24 k
6.26 k
400
600
PW Engineering Inc.02013,Software v1,02,3106114
HDR @ Stair MPWU ENGINEERING INC.
Results
-600
-9.88 k
-400
-200
w
a
0 0
2.50 ft R2
200 Rl _..._._....__.__ 4.24 k
400
600
Type: Reactions (k)
DL LL TL TL
Boise Glulam 24F-V4
R1 2414 Ib 3845 Ib 6259 Ib 6.26 k
R2 1658 Ib 2578 Ib 4236 Ib 4.24 k
Size: 8000
(1) 5'/2'x10Y2' GL 6000 -
A 57.75 int _ 4000
a 2000
S 101.06 in
d o
1 530.58 in4 w
F, 265 psi -2000
Fti 2400 psi -4000
E'x 106 1.80 -6000
VAllowable 10.20 k 8000
MAllowable 20.21 k-ft 6000
Design values are based off BOISE GLULAM Specifier Guide, L
published by Boise Cascade EV dated 0226/13. 4000
C
E 2000
Shear Moment 2 0
VMAX 6.26 k MMAX 6.11 k-ft
VAllowable Allowable 10.20 k M 20.21 k-ft -2000
Ratio 0.61 Ratio 0.30 0.00
OK OK
0.00
Deflection
0.00
TL LL a
Actual 0.01 in 0.00 in o -0.01
Criteria 0.13 in 0.06 in
Ratio 0.05 0.06 -0.01
OK OK
PN Engineering Inc.®2013,Software v1.02,3/06114
Truss Nailer MPWU ENGINEERING INC.
Loads and criteria
Total Span: 1.33 ft 1 = 16 in
Fully Braced?j Yes
Point Loads
Load Location Pressure Treated?l No
# DL LL TL
1 -90 Ib -150 Ib -240 Ib 0.67 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 CID 1.00
# DL LL TL Start End Total CF 1.10
1 -30 plf -50 plf -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 U240 0.07 in
• 5 0 plf 0.00 ft LL U480 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 If 0.00 ft
4 0 plf 0.00 ft
5 0 plf 0.00 ft
-100 -0.24 k
-80
-60
-40
C' -20
v 0
20 1.33 ft
40
R1 R2
60 0.17 k 0.17 k
80
100
PM Engineenng Inc.®2013.Software vi 02,3/06/14
Truss Nailer _�PWU ENGINEERING SNC.
Results
-100 -0.24 k
-80
-60
-40
w 20
a
v 0
20 1.33 ft
40
R1 R2
60 0.17 k 0.17 k
80
100
Type: Reactions (k)
Douglas Fir-Larch #2 DL LL TL TL
Dou
9 R1 65 Ib 108 Ib 173 Ib 0.17 k -
Rz 65 Ib 108 Ib 173 Ib 0.17 k
Size: 200
(1) 2x10 DF#2
100
A 13.88 int ;
S 21.39 in o
1 98.93 in4 y
F, 180 psi -100
Fe 990 psi
E'x 108 1.60 zoo
VAllowable 1.67 k 120
MAllowable 1.76 k-ft 100
Design values are based off NDS 2005 Edition,published by Amencan L $O
Wood Ceuhal.
60
a
Shear Moment ; ao
VMAX 0.17 k MMAX 0.10 k-ft
20
VAllowable Allowable 1.67 k M 1.76 k-ft 0
Ratio 0.10 Ratio 0.06 0.00
OK OK
0.00
Deflection
0.00
TL LL d
Actual 0.00 in 0.00 in o 0.00
Criteria 0.07 in 0.03 in
Ratio 0.00 0.00 0.00
OK OK
PM Engineenng Inc.=013,Software v1.02,NW14