Specifications 5 TL c)I = 0 o;-c_o 5
PWU ENGINEERING INC. "`ECE V
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Email: muengineerinaCa�comcast.net DEC 2 2 2015
Ph: (503) 810-8309 01"9{/
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Structural Calculations: B!ll �� � rt �i4r �
Job # LEN 15428
Date: 12/14/15
Project: Mulberry A Master Reuse
Garage Right
Lot 21, Oak Crest, Tigard, OR
Lennar Homes
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�. 19421 PE 'Q 2
EGON
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yILIP
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.
K<OPWU ENGINEERING INC.
Ph: 503 810-8309, Email: pwuengineering@comcast.net
The following calculations are for the Mulberry A Master Version stock 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 11 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' approximately.
C
t,MVFRS A
Direction _ ]End Zones
2a�'r
3a )
MVVFRS
Direction
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(28')= 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: D1 seismic design category per the latest edition of the state adopted
code based on the 2012 IBC and IRC
SDs= .76, R= 6.5, W=weight of structure
V= [1.2 SDS/(R x 1.4)] W
V= .100 W
Roof Dead load= 15 psf
Floor Dead load= 15 psf
Interior Wall Dead load= 6 psf
Exterior Wall Dead load= 12 psf
Veneer=40 psf
J
Wind per ASCE 7 �pwU ENGINEERING INC.
Project Mulberry A V
Direction Front to Back
3s Gust Roof A 21.3 psf
Speed Exp. Angle A B 6.8 psf
105mph B 26.6 1.00 C 15.8 ps D
6:12 D 6.0 psf A C
D,-tim End Lines
�e
Least a= 4.0 ft a
L(ft) hAVG(ft) ora= 11.2 ft / NVWRS
40.0 28.0 and a> 1.6 ft za DirecYian
and a> 3.0 ft bitlZ-
Note:End zone may occv at any corner 0 the
building
2al 8.0 ft
WR
L(ft)1 8.0 12.0 12.0 8.0
hA(ft) 4.0 4.0
hB(ft) 5.0 8.0
he(ft) 4.0 4.0
hD(ft) 5.0 8.0
W(plf) 0.01 118.91, 93.21 111.11 139.21 0.01 0.01 0.01 0.0 0.0
150.0
WR AVG 112.9 pIf 100.0
50.0
jam
0.0
W2
L(ft) 8.0 12.0 12.0 8.0
hA(ft) 10.0 10.0
hB(ft)
he(ft) 10.0 10.0
hD(ft)
W(plf) 0.01 212.61 158.41 158.41 212.61 0.01 0.01 0.01 0.0 0.0
300.0
W2.AVG 180.1 plf 200.0
100.0 mow,
v
0.0
W1
L(ft)
hA(ft)
hB(ft)
he(ft)
hD(ft)
W(plf) 0.01 0.0110.0 0.01 0.01 0.01 0.01 0.01 0.0 0.0
1.0
W1 AVG #�IV�01
0.5
0.0
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FRONT (ELEVATION A) �4 •P-0
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Wind per ASCE 7 �PWU ENGINEERING INC.
Project Mulberry A \V
Direction Side to Side
K3sGust Roof A 21.3 sEx . An le A B 6.8 sf
B 26.6 1.00 C 15.8 psf el�d
6:12 D 6.0 psf
grection \
Least a= 4.0 ft
W(ft) hAVG(ft) or a= 11.2 ft Da-tion40.0 28.0 and a> 1.6 ft
and a> 3.0 ft EndZ-
Note:End zorc may occur at any coag of the
buIdN.
2a 8.0 Ift
WR
L(ft) 8.0 20.0 8.0
hA(ft) 4.0 8.0
hB(ft) 6.0
he(ft) 8.0
hD(ft) 2.0
W(Plf)1 0.01 125.71 138.61i 170.11 0.01 0.01 0.01 0.01 0.0 0.0
200.0
WR AVG 142.7 plf "
100.0 amu`
0.0 IRMO
W2
L(ft)l 8.0 20.0 8.0 11.0 8.0
hA(ft) 10.0 5.5 4.5
hB(ft) 7.0
he(ft) 10.0 4.5 4.5
hD(ft) 7.0
W(Plf) 0.01 212.61 158.41 188.21 113.11 143.11 0.01 0.0 0.0 0.0
300.0
W2 AVG 159.3 plf 200.0
100.0DO
0.0
W,
L(ft)
hA(ft)
hB(ft)
he(ft)
hD(ft)
W(Plf) 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.0 0.0
W1 AVG I # 1.0DIV/0!
0.5
0.0
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RIGHT SIDE (ELEVATION A) V4,-P-0'
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REAR (ELEVATION A) 1/4' row
U LI 11
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TOP RATE
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LEFT SIDE (ELEVATION A) V,•.r.w
Seismic & Governing Values �pWU ENGINEERING INC.
Project Mulberry A
Seismic Loading per latest edition of state adopted code based on 2012 IBC and IRC
Design
V= [1.2 SDs/(R x 1.4)]W Category R SDs
D1 6.51 0.76
Roof Dead Load: 15psf
Floor Dead Load: 15psf
Interior Wall Dead Load: 6psf I V=J 0.100*W
Exterior Wall Dead Load: 12psf
Veneer:40psf
Check Seismic Front to Back vs Wind
Seismic Wind
WR = [0.100 * (15+5+3) * 36 ft] = 83.0 pIf < r-112.9pIf Wind Governs
W2 = [0.100 * (15+5+3+4+4) * 55 ft] + 83.0 pl = 253.9 plf < 293.0 plf Wind Governs
W, _ [0.100 * (15+5+3+4) + 253.9 pl = 253.9 plf #DIV/01 #DIV/0! #DIV/0!
Check Seismic Side to Side vs Wind
Seismic Wind
WR = [0.100 * (15+5+3) * 40 ft] = 92.2 pli < 142.7 plif Wind Governs
W2 = [0.100 * (15+5+3+4+4) * 40 ft] + 92.2 pl = 216.5 pl < 302.1 pIf Wind Governs
W, = [0.100 * (15+5+3+4) * + 216.5 pl = 216.5 pl #DIV/01 #DIV/0! #DIV/0!
Redundancy factor= 1.0 per ASCE 7 section 12.3.4.2
Line Loads �PWU ENGINEERING INC.
Project Mulberry A
High Roof Diaphragm -Upper Floor Walls
Line A
P = 1.13 kLTOTAL = 10.0 ft v = 1.13k / 10.0 ft = 113 plf Type A Wall
h = 8.0 ft LWORST = 10.0 ft MOT = 113 Of * 8.0 ft 10.0 ft = 9.03 kft
MR = (15 psf * 2.0 ft + 12 psf * 8.0 ft) * (10.Oft)2 / 2 * 0.6 = 3.78 kft
+ 0 Ib * 0.0 ft + 0 Ib * 0.0 ft = 0.00 kft + 3.78 kft = 3.78 kft
T = 9.03kft - 3.78kft / 10.0 ft = 0.53 k + 0.00 k = 0.53 k No hd req'd
Line B
P = 2.26 k LTOTAL = 53.0 ft v = 2.26 k / 53.0 ft = 43 plf IType A Wall
h = 8.0 ft LWORST = 12.0 ft MOT = 43 plf 8.0 ft * 12.0 ft = 4.09 kft
MR = (15 psf * 2.0 ft + 12 psf * 8.0 ft) * (12.Oft)2 / 2 * 0.6 = 5.44 kft
+ 0 Ib 0.0 ft + 0 Ib * 0.0 ft = 0.00 kft + 5.44 kft = 5.44 kft
T = 4.09kft - 5.44kft / 12.0 ft = 0.00 k + 0.00 k = 0.00 k No hd req'd
Line C
P = 1.13 k LTOTAL = 34.0 ft v = 1.13 k / 34.0 ft = 33 plf IType A Wall
h = 8.0 ft LWORST = 16.0 ft MOT = 33 plf * 8.0 ft * 16.0 ft = 4.25 kft
MR = (15 psf 2.0 ft + 12 psf * 8.0 ft) * (16.Oft)2 / 2 0.6 = 9.68 kft
+ (Olb * 0.0 ft + 0 Ib * 0.0 ft = 0.00 kft + 9.68 kft = 9.68 kft
T = 4.25kft - 9.68kft / 16.0 ft = 0.00 k + 0.00 k = 0.00 k No hd req'd
Line 2
P = 1.07 k LTOTAL = 12.0 ft v = 1.07 k / 12.0 ft = 89 plf IType A Wall
h = 8.0 ft LWORST = 12.0 ft MOT = 89 plf * 8.0 ft * 12.0 ft = 8.56 kft
MR = (15 psf 10.0 ft + 12 psf 8.0 ft) * (12.Oft)2 / 2 * 0.6 = 10.63 kft
+ 0 Ib * 0.0 ft + 0 Ib * 0.0 ft = 0.00 kft + 10.63 kft = 10.63 kft
T = 8.56kft - 10.63kft / 12.0 ft = 0.00 k + 0.00 k = 0.00 k No hd req'd
Line 3
P = 2.57 k LTOTAL - 13.0 ft v = 2.57 k / 13.0 ft = 198 plf IType A Wall
h = 8.0 ft LWORST = 13.0 ft MOT = 198 plf * 8.0 ft 13.0 ft = 20.56 kft
MR = (15 psf * 8.0 ft + 12 psf 8.0 ft) * (13.Oft)2 / 2 0.6 = 10.95 kft
+ 0 Ib 0.0 ft + 500 Ib * 7.0 ft = 3.50 kft + 10.95 kft = 14.45 kft
T = 20.56kft - 14.45kft / 13.0 ft = 0.47 k + 0.00 k = 0.47 k No hd req'd
Line 4
P = 1.50 k LTOTAL = 19.5 ft v = 1.50 k / 19.5 ft = 77 plf IType A Wall
h = 8.0 ft LWORST = 2.8 ft MOT = 77 plf * 8.0 ft * 2.8 ft = 1.69 kft
MR = (15 psf 2.0 ft + 12 psf * 8.0 ft) * (2.8ft)2 / 2 * 0.6 = 0.29 kft
+ 0 Ib 0.0 ft + 0 Ib * 0.0 ft = 0.00 kft + 0.29 kft = 0.29 kft
T = 1.69kft - 0.29kft / 2.8 ft = 0.51 k + 0.00 k = 0.51 k No hd req'd
Low Roof/Upper Floor Diaphragm -Main Floor Walls
Line A
P = 2.93 k LTOTAL = 49.0 ftv = 2.93 k / 49.0 ft = 60 plf Type A Wall
h = 9.0 ft LwORST = 17.0 ft Mor = 60 plf 9.0 ft * 17.0 ft = 9.15 kft
MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (17.Oft)2 / 2 * 0.6 = 11.96 kft
+ 0 Ib * 0.0 ft + 0 Ib * 0.0 ft = 0.00 kft + 11.96 kft = 11.96 kft
T = 9.15kft - 11.96kft / 17.0 ft = 0.00 k + 0.00 k = 0.00 k No hd req'd
Line B
P = 5.86 kLTOTAL = 32.0 ft v = 5.86 k / 32.0 ft = 183 pif Type A Wall
h = 9.0 ft LwoRST = 12.0 ft Mor = 183 plf * 9.0 ft * 12.0 ft = 19.78 kft
MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (12.Oft)2 / 2 * 0.6 = 5.96 kft
+ 0 Ib * 0.0 ft + 500 Ib * 12.0 ft = 6.00 kft + 5.96 kft = 11.96 kft
T = 19.78kft - 11.96kft / 12.0 ft = 0.65 k + 0.00 k = 0.65 k No hd req'd
Line C
P = 2.93 k LTOTAL = 42.5 ft v = 2.93 k / 42.5 ft = 69 pif Type A Wall
h = 9.0 ft LwORST = 5.0 ft Mor = 69 plf * 9.0 ft * 5.0 ft = 3.10 kft
MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (5.Oft)2 / 2 0.6 = 1.04 kft
+ 0 Ib * 0.0 ft + 0 Ib * 0.0 ft = 0.00 kft + 1.04 kft = 1.04 kft
T = 3.1 Okft - 1.04kft / 5.0 ft = 0.41 k + 0.00 k = 0.41 k No hd req'd
Line 1
See FTAO Calc
Line 3
P = 7.55 kLTOTAL = 11.5 ft v = 7.55 k / 11.5 ft = 656 pif Type C Wall
h = 9.0 ft Lw0RST = 11.5 ft Mor = 656 plf * 9.0 ft * 11.5 ft = 67.94 kft
MR = (15 psf * 8.0 ft + 12 psf * 9.0 ft) * (11.5ft)2 / 2 0.6 = 9.05 kft
+ 0 Ib * 0.0 ft + 500 Ib * 11.5 ft = 5.75 kft + 9.05 kft = 14.80 kft
T = 67.94kft - 14.800 / 11.5 ft = 4.62 k + 0.00 k = 4.62 k Use type 3 hd
Line 4
P = 3.17 kLTOTAL = 9.5 ft v = 3.17 k / 9.5 ft = 334 plf Type A Wall
h = 9.0 ft LWORST = 1.5 ft Mor = 334 pif * 9.0 ft * 1.5 ft = 4.51 kft
MR = (15 psf * 2.0 ft + 12 psf 9.0 ft) * (1.5ft)2 / 2 0.6 = 0.09 kft
+ 0 Ib * 0.0 ft + 500 Ib * 1.5 ft = 0.75 kft + 0.09 kft = 0.84 kft
T = 4.51 kft - 0.84kft / 1.5 ft = 2.44.k + 0.00 k = 2.44 k
See FTAO Calc Use type 1 hd on garage piers only
i
�PWU ENGINEERING INC.
Force Transfer Around Opening Method (FTAO)
@ Main Floor Line 1 Worst Case
L, = 7.0ft Lo= 8.6ft L2= 3.0ft
V= 2.45 k
vP= 132 plf vP= 132 plf vP= 132 plf hu = 1.0 ft
F, = 1.18k F2= 0.51k
ho= 5.0 ft
n
F, = 1.18k F2= 0.51k
pf
:.
vP= 132 plf vP = 132 plf vP= 132 plf hL= 3.0 ft
y
T= 0.42k T= 0.42k
VP= 2.45 k/ 18.5 ft= 132 plf H:W Ratios
v=1 2.45k/ 10.0 ft=1 245plf Use: Type AWall 5.0ft : 7.0ft = 0.7 : 1
5.0 ft : 3.0 ft = 1.7 : 1
F, = (245plf- 132plf) * 7.0ft* 1.5= 1.18k
F2= (245 plf- 132 pif) * 3.0 ft* 1.5= 0.51 k IUse: (2) Bays BLKG
MOT= 2.45 k* 9.0 ft=1 22.01 kft
MR= [( 15psf* 2 ft+ 12psf* 9.0 ft)
(18.5 ft)^2 * 0.6/2] + (0.0 ft *5001b) = 14.17 kft
T= (22.01 - 14.17)/ 18.5 ft 0.42k Nohdrea'd
1.0 0.51 k
CL 0.5
�c 0.0
-0.5
ii -1.0
-1.5 -1.18 k
�PWU ENGINEERING INC.
Force Transfer Around Opening Method (FTAO)
@ Main Floor Line 4
L, = 3.0ft Lo= 6.6ft L2= 3.0ft
V= 2.00 k
vp= 160 plf vp= 160 plf vp= 160 plf hu= 1.0 ft
:
F, = 0.78k F2 = 0.78k
ho 6.0 ft
' F, = 0.78k F2 = 0.78k
vp= 160 plf vp= 160 plf vp= 160 plf hL= 2.0 ft
II
T= 0.20k T= 0.20k
v = 2.00 k/ 12.5 ft= 160 If
a p H:W Ratios
v=1 2.00 k/ 6.0 ft= 334 plf Use: Type A Wall 6.0 ft : 3.0 ft =2.0 : 1
6.Oft : 3.Oft =2.0 : 1 '
F, = ( 334pif- 160plf) * 3.0ft* 1.5= 0.78k
F2= ( 334 plf- 160 plf) * 3.0 ft* 1.5 = 0.78 k Use: (2) Bays BLKG
MOT= 2.00 k* 9.0 ft=1 18.04 kft
MR= R15psf* 6ft+ 12psf* 9.0 ft)
(12.5 ft)^2 *0.6/2] + ( 12.5 ft *5001b) = 15.53 kft
T= ( 18.04- 15.53 )/ 12.5 ft= 0.20 k No hd req'd
1.0 0.78 k
a 0.5
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HOLDOWN SCHEDULE
MARK Boundary Tension of DF Tension of HF Anchor Anchor Anchor Tensio
NUMBER HOLDOWN Studs Allowable Lbs Allowable Lbs Mono Pour Two Pour End Corner
S=2550, S=2550,
1 HDU2-SDS2.5 (2)2x 3075 2215 SSTB16 SSTB20L w=3610 w=3610
2 HDU4-SDS2.5 (2)2x 4565 3285 SB%X24 SB%X24 w=6675 w=6675
3 HDU5-SDS2.5 (2)2x 5645 4065 SB%X24 SB%X24 S= S=5730,
w=66675675 w=6675
SSTB28 (NOTE 6.) SSTB34(NOTE 6.) S=6395, S=7315,
4 HDU8-SDS2.5 (3)2x 7870 5665 8"MIN STEMWALL 8"MIN STEMWALL w=7615 w=8710
8 HDU11-SDS2.5 (1)6x 9535 6865 PA138-36, 10"min PAB8-36, 10"min
embed into 32"min embed into 32"min
9 HHDQ14-SDS2.5 (1)6x 14445 10350 width footing.If at width footing.If at
retaining wall lap retaining wall lap
anchor with vert reinf anchor with vert rein
bar hooked to Ftg. bar hooked to Ftg.
5 MSTC28 (2)2x 3000 2590 N/A N/A
6 MSTC40 (2)2x 4335 3745 N/A N/A
7 MSTC66 (2)2x 5660 5660 N/A N/A
Notes:
1 . Install all holdowns per manufactureer specificaiton per C-2011 Simpson Strong Tie catalog.
2. Match studs on schedule for walls below on all wall to wall holdowns.
3. (2)2x studs nailed together with (2) rows of 16d @ 3" o.c. staggered. Trimmer stud may be used as
part of boundary member.
4. Refer to shearwall schedule and typical shearwall details for wall locations and configurations.
5. Refer to Simpson catalog for minimum embed of anchors into concrete.
6. Increase footing depth or stemwall height as required for 28%" minimum embedment depth.
SHEARWALL SCHEDULE (a-m) ONLY REQ'DON
INTERIOR SHEARWALLS.
MARK REF NOTES: (a,i) Note: (b) EDGE NAILING FOLD NAILING SILL TO CONCRETESILL TO WOOD SHEAR TRANSFER CAPACITY CAPACITY
NUMBER SHEATHING NAIL SIZE SPACING SPACING CONNECTION. Note: (c) CONNECTION. Note (g) CLIPS (h) Lb/Ft(SEISMIC) Lb/Ft(WIND)
A 16'OSB (1) SIDE 8d 6" 12" z"Dia.A.B.@ 30"o/c 16d @ 4"o/c A35 @ 24"o/c 255 357
B6" OSB (1) SIDE(f) 8d 4" 12" 2"Dia.A.B. @ 18"o/c(m) 16d @ 2z"o/c A35 @ 15"o/c 395 553
C6" OSB (1) SIDE(e,f) 8d 3" 12" 2"Dia.A.B. @ 12"o/c (m) 16d @ 2"o/c A35 @ 12"o/c 505 707
D 16" OSB (1) SIDE(e,f) 8d 2" 12" 2"Dia.A.B. @ 11"o/c (m) 16d @ 2"o/c A35 @ 9"o/c 670 938
E 16"OSB (2) SIDE (d,e,f) 8d 6" 12" 2"Dia.A.B. @ 12"o/c (m) 16d @ 2"o/c A35 @ 12"o/c 510 714
F6"OSB (2) SIDE (d,e,f) 8d 4"Staggered 12" 2"Dia.A.B. @ 8"o/c(m) 16d @ 3"o/c(2) rows staggeredA35 @ 6"o/c 790 1106
G 16"OSB (2) SIDE(d,e,f) 8d 3"Staggered 12" 2"Dia.A.B. @ 7"o/c(m) 16d @ 2"o/c(2)rows staggered HGAI OKT @ 8"o/c 1010 1414
H 1e" OSB (2) SIDE(d,e,f) 8d 2"Staggered 12" 1"Dia.A.B. @ 52"o/c (m) 16d @ 12"o/c(2)rows staggered HGAI OKT @ 6"o/c 1340 1876
Notes:
a) All wall construction to conform to SDPWS Table 4.3A.
b) Use Common Wire Nails for all wood sheathing and cooler nails for gypboard sheathing.
c) A.B. minimum 7"embed into concrete. 3"0"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.
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PWS/ENG3'NEERING ZNC.
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Ph: 503 810-8309, Email: pwuengineeringocamcast.net
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