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PWU ENGINEERING INC.
Email: pwuengineerinq(�comcast.net
Ph: (503) 810-8309
Structural Calculations:
Job # LEN 15417
Date: 11/30/15
Project: Mulberry A Master Reuse RECEIVED
Garage Left
Lot 38, Oak St. Estates, Tigard, OR DEC 9 2015
Lennar Homes CITY OF TIGARD
BUILDING DIVISION
�II NF
19421 PEF9 02
EGON
22
'°NILIP
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.
M"U 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.
D
\ C
MFRSA
Direction �End zones
2a
—
C
A / MJVFRS
Direction
2a�
End zones
Note: End zone may occur at any corner of the
building.
a= .10*40' =4'
or for It =28'
a= .4(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: 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
Veneer= 40 psf
Wind per ASCE 7 (cl)1pWU ENGINEERING INC.
Project Mulberry A \\VVVV
Direction Front to Back
3s Gust Roof AA6.0
S eed Ex An le A B
105m hl B 26.6 1.00 C Ps
6:12 D �.
x2.
LeastT a= 4.0 ft
L(ft) I hAVG(ft) or a= 11.2 it /
40.01 28.01 and a> 1.6 ft s
and a> 3.0ft
2a 8.0 ft
WR
L(ft) 8.0 12.0 12.0 8.0
hA(ft) 4.0 4.0
ha(ft) 5.0 8.0
he(ft) 4.0 4.0
hD(ft) 5.0 8.0
W(plf) 0.0 118.9 93.2 111.1 139.2 0.0 0.0 0.0 0.0 0.0
f 50.0
WRAVG 112.9pI1
_
50.0
0.0 �S
Wz
L(ft) 8.0 12.0 12.0 8.0
hA(ft) 10.0 10.0
he(ft)
he(ft) 10.0 10.0
hD(ft)
W(plf) 0.0 212.6 158.4 158.4 212.6 0.0 0.0 0.0 0.0 0.0
300.0
W2AVGJ 180.1 plf 200.0 - ;;
100.0 3
i Mai
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
10
W1 AVG #DIV/OI
0.5
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FRONT (ELEVATION AJ w•.ra
Wind per ASCE 7 (c?1pWU ENGINEERING INC.
Project Mulberry A \V
Direction Side to Side
3s Gust IRoof A 21.3 psf
Speed I Exp. An le A B 6.8 ps
105mphl B 26.6 1.00 C 15.8 ps p
6:12 D 6.0 psf �.
P'e}gi \ A FM Zanei
e/
Least a= 4.0 ft
W(ft) hAVo(ft) ora= 11.2 ft
40.01 28.01 and a> 1.6ft
and a> 3.0 ft E :otia
2a 8.0 ft
WR
L(ft)l 1 8.0 20.0 8.0
hA(ft) 4.0 8.0
he(ft) 6.0
he(ft) 8.0
hD(ft) 2.0
W(plf) 0.0 125.7 138.6 170.1 0.0 0.0 0.0 0.0 0.0 0.0
zoo.o
WRAVG 142.7p1f
100.0 ��-; r j s
Y
W2
L(ft) 8.0 20.0 8.0 11.0 8.0
hA(ft) 10.0 5.5 4.5
he(ft) 7.0
he(ft) 10.0 4.5 4.5
hD(ft) 7.0
W(plf) 0.0 212.6 158.4 188.2 113.1 143.1 0.0 0.0 0.0 0.0
300.0
W2AVG 159.3 plf 200.0 ,
100,0
0.0AaR..; s
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
W1 AVD #DIV/0! o
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LEFT SIDE (ELEVATION A) w•. Q
Seismic & Governing Values �PWU ENGINEERING INC.
Project MulberryA \VVVV
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
Veneer: 40psf
Check Seismic Front to Back vs Wind
Seismic Wind
WR = [0.100 * (15+5+3) * 36 ft] J= 83.0 plf < 1J9pI Wind Governs
W2 = [0.100 * (15+5+3+4+4) * 55 ft] + 83.0 pl = 253.9 pl < 2Wnd Governs
W, _ [0.100 ' (15+5+3+4) + 253.9 pl = 25 .9 pl #DIV/0! # #DIV/0!
Check Seismic Side to Side vs Wind
Seismic Wind
WR = [0.100 * (15+5+3) * 40 ft] = 92.2 pl < 142.7 pl Wind Governs
W2 = [0.100 * (15+5+3+4+4) * 40 ft] + 92.2 pl = 216.5 pl < 302.1 pl Wind Governs
IN, _ (0.100 * (15+5+3+4) * + 216.5 pl I= 216.5 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 Mulberry A
High Roof Diaphragm -Upper Floor Walls
Line A
P = 1.13 k LTOTAL = 10.0 ft v = 1.13 k / 10.0 ft = 113 plf Type A Wall
h = 8.0 ft LWORST = 10.0 ft MOT = 113 plf ' 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
+ (Olb 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 Type 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 = 1.13k LTOTAL - 34.0 ft v = 1.13 k / 34.0 ft = 33 plf Type 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) * (16.0ft)2 / 2 0.6 = 9.68 kft
+ O lb " 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 Type A Wall
h = 8.0 ft LIORST = 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 + O lb * 0.0 ft = 0.00 kft + 10.63 kft = 10.63 kft
T = 8.56kft - 10.630 / 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 d LTOTAL = 19.5 ft v = 1.50 k / 19.5 ft = 77 plf Type 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 IType,A Wall
h = 9.0 ft LWORST = 17.0 ft I I MOT = 60 plf ' 9.0 ft * 17.0 ft = 9.15 kft
MR = (15 psf 2.0 ft + 12 psf * 9.0 ft) ' (17.0ft)' / 2 0.6 = 11.96 kft
+ 0 Ib 0.0 ft + 0 Ib ' 0.0 ft = 0.00 kft + 11.96 kft = 11.96 left
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 k LTOTAL = 32.0 ft v = 5.86 k / 32.0 ft = 183 plf IType A Wall
h = 9.0 ft LWORST = 12.0 ft MOT = 183 plf ' 9.0 ft 12.0 ft = 19.78 kft
MR = (15 psf 2.0 ft + 12 psf 9.0 ft) * (12.0ft)' / 2 0.6 = 5.96 kft
+ (Olb 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 LTOTIL = 42.5 ft v = 2.93 k / 42.5 ft = 69 plf IType A Wall
h = 9.0 ft LwORST = 5.0 ft MOT = 69 plf 9.0 ft ` 5.0 ft = 3.10 kft
MR = (15 psf 2.0 ft + 12 psf ' 9.0 ft) ' (5.0ft)' / 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 = 3.10kft - 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 k LTOTAL = 11.5 ft v = 7.55 k / 11.5 ft = 656 plf Type C Wall
h = 9.0 ft LWORST = 11.5 ft MOT = 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 0.6 = 9.05 kft
+ 0 Ib ' 0.0 ft + (5001b * 11.5 ft = 5.75 kft + 9.05 kft = 14.80 kft
T = 67.94kft - 14.80kft / 11.5 ft = 4.62 k + 0.00 k = 4.62 k Use type 3 hd
Line 4
P = 3.17 k LTOTAL = 9.5 ft v = 3.17 k / 9.5 ft = 334 plf Type A Wall
h = 9.0 ft LwORST = 1.5 ft MOT = 334 plf " 9.0 ft 1.5 ft = 4.51 kft
MR = (15 psf 2.0 ft + 12 psf ' 9.0 ft) ' (1.5ft)' / 2 ' 0.6 = 0.09 kft
+ 0 Ib ' 0.0 ft + 500 lb 1.5 ft = 0.75 kft + 0.09 kft = 0.84 kft
T = 4.51 kft - 0.84k-ft) / 1.5 ft = 2.44 k + 0.00 k = 2.44 k
See FTAO Calc Use type 1 hd on garage piers only
s
Force Transfer Around Opening Method (FTAO) W*>PWU ENGINEERING INC.
@ Main Floor Line 1 Worst Case
L1 = 7.0ft Lo= 8.5ft L2= 3.0ft
V= 2.45 k
vp= 132 plf vp= 132 plf vp= 132 plf hu = 1.0 ft
� y y ti ti ti ti ti
n F1 = 1.18k F2= 0.51kf'^.`
ho= 5.0 ft
#3 c t F = 1.16 k Fz= 0.51 k
vp= 132 plf vp= 132 plf vp= 132 plf hL= 3.0 ft
T= 0.42k T= 0.42k
VP= 2.45 k/ 18.5 ft = 132 plf H:W Ratios
v=1 2.45 k/ 10.0 ft 245 pit Use: Type AWall 5.0 ft : 7.Oft = 0.7 : 1
5.0 ft : 3.Oft = 1.7 : 1
F, = (245pif- 132plf) * 7.0ft* 1.5= 1.18k
F2 = (245 plf- 132 plf) * 3.0 ft* 1.5= 0.51 k Use: (2) Bays BLKG
MOT= 2.45 k * 9.0 ft=1 22.01 kft
MR= U15psf* 2ft+ 12psf* 9.0ft) *
(18.5 ft)-2 *0.6/2] + ( 0.0 ft *SOOIb) = 14.17 kft
T= ( 22.01 - 14.17)/ 18.5 ft=1 0.42 ki Nohdreg'd
1.0 0.51 k
a 0.5
4 0.0
-0.5
K -1.0
-1.5 J
Force Transfer Around Opening Method (FTAO) PWU ENGINEERING INC.
@ Main Floor Line 4
L, = 3.Oft LO= 6.5ft L2= 3.0ft
V= 2.00 k
vp= 160 plf vp= 160 plf vp= 160 plf hu = 1.0 ft
H H ti ti ti H y ti
Cht�
F, = 0.78k F2= 0.78k r „ ,
s �' ha= 6.Oft
F = F = " aas
� 0.78 k 0.78 k
F2
_ P
vp= 160 pif vp= 160 plf vP= 160 pif hL= 2.0 ft
y T
T= 0.20k T= 0.20k
VP= 2.00 k/ 12.5 ft= 160 plf 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
6.0 ft : 3.0 ft =2.0 : 1
F, = 334plf160 plf 3.0ft* 1.5= 0.78k
Fz= ( 334 plf- 160 plf) * 3.0 ft* 1.5= 0.78 k Use: (2) Bays BLKG
MOT= 2.00 k* 9.0 ft= 18.04 kft
MR= [( 15psf6 ft+ 12psf* 9.0 ft)
(12.5 ft)A2 ' 0.6/2] + ( 12.5 ft *5001b) = 1 15.53 kft
T= ( 18.04- 15.53 )/ 12.5 ft=1 0.20 ki No hd rea'd
1.0 0.78k
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UPPER FLOOR LATERAL PLAN
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HOLDOWN SCHEDULE
MARK Boundary Tension of DF Tension of HF Anchor Anchor nchor 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-667 w-66��
3 HDU5-SDS2.5 (2)2x 5645 4065 SB%X24 SBY8X24 =573075
5 w=666 7575 =57 w=667755
TB28 (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 PA88-36, 10"min
embed into 32"min embed into 32"min
9 HHDQ14—SDS2.5 (1)6x 14445 10350 width fooling. If at width footing. If at
retaining wall lap retaining wall lap
anchor with vert reinf anchor with vert rein
bar hooked to Ftc. bar hooked to Rg.
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.
a
SHEARWALL SCHEDULE (a-m) ONLY REDO ON
INTERIOR SHEARWALLS.
MARK REF NOTES: (a,i) Note: (b) EDGE NAILING FIELD 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 1'—e"OSB (1) SIDE 8d 6" 12" ?'Dia. A.B. @ 30"o/c 16d @ 4"oic A35 @ 24"o/c 255 357
B „s'OSB (1) SIDE (f) 8d 4" 12" z'Dia.A.B. @ 18"o/c (m) 16d @ 2z"o/c A35 @ 15"o/c 395 553
C 6'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 1;s'OSB (1) SIDE(e,f) 8d 2" 12" z"Dia.A.B. @ 11"o/c (m) 16d @ 2"oic A35 @ 9"c/c 670 938
E c"OSB (2) SIDE (d,e,f) 8d 6" 12" z"Dia.A.B. @ 12"o/c (m) 16d @ 2"o/c A35 @ 12"o/c 510 714
F s"OSB (2) SIDE (d,e,f) 8d 4"Staggered 12" z"Dia.A.B. @ 8"o/c (m) 16tl @ 3"o/c(2) rows staggered A35 @ 6"o/c 790 1106
G 1 6" OSB (2) SIDE (d,e,f) 8d 3"Staggered 12" Z'Dia.A.B. @ 7"o/c (m) 116d @ 2"o;c(2)rows staggered HGA1 OKT @ 8"o/c 1010 1414
H 6" OSB (2) SIDE (d,e,f) 8d 2"Staggered 12" Z'Dia.A.B. @ 52"o/c (m) 116d @ 1z"o,/c(2)rows staggered HGA1 OKT @ 6"o/c 1340 1876
Notes:
a) All wall construclion 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"xY4"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.
I) All edges blockec.
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.
I
�PWU ENGINEERING INC.
Ph: 503 810-8309, Email: pwuengineering(g)comcast.net
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PWU ENGINEERING INC
Ph: 503 810-8309, Email: pvwengineeringtcomcastnet
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