Specifications ? k'1
:;Cis 19 2016
t is 0( . ,4V
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Lateral Calculation Pac1éoMt
9230 SW Burnham St .
Tigard, Oregon
September 9 2016
Client :
ZE Creative
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OREGON
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X9/9/2016
EXPIRES:8J17
Calculations performed by:
Dennis Heier, P.E.
• Vista Structural Engineering, LLC
7140 SW Queen Lane
Beaverton, OR 97008
(971) 645-0901
I
USGS Design Maps Detailed Report
ASCE 7-10 Standard (45.42938°N, 122.77195°W)
Site Class D - "Stiff Soil", Risk Category I/II/III
Section 11.4.1 — Mapped Acceleration Parameters
Note: Ground motion values provided below are for the direction of maximum horizontal
spectral response acceleration. They have been converted from corresponding geometric
mean ground motions computed by the USGS by applying factors of 1.1 (to obtain Ss) and
1.3 (to obtain S1). Maps in the 2010 ASCE-7 Standard are provided for Site Class B.
Adjustments for other Site Classes are made, as needed, in Section 11.4.3.
From Figure 22-1 [1] Ss = 0.971 g
From Figure 22-2(21 S1 = 0.423 g
Section 11.4.2 — Site Class
The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or the
default has classified the site as Site Class D, based on the site soil properties in accordance
with Chapter 20.
Table 20.3-1 Site Classification
Site Class vs N or With su
A. Hard Rock >5,000 ft/s N/A N/A
B. Rock 2,500 to 5,000 ft/s N/A N/A
C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf
-D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf
E. Soft clay soil <600 ft/s <15 <1,000 psf
Any profile with more than 10 ft of soil having the
characteristics:
• Plasticity index PI > 20,
• Moisture content w >_ 40%, and
• Undrained shear strength < 500 psf
F. Soils requiring site response See Section 20.3.1
analysis in accordance with Section
21.1
For SI: 1ft/s = 0.3048 m/s 11b/ft2 = 0.0479 kN/m2
,
'Section 11.4.3 - Site Coefficients and Risk-Targeted Maximum Considered Earthquake (MCER)
Spectral Response Acceleration Parameters
Table 11.4-1: Site Coefficient Fa
Site Class Mapped MCE R Spectral Response Acceleration Parameter at Short Period
S5 < 0.25 S5 = 0.50 SS = 0.75 S5 = 1.00 S5 > 1.25
A 0.8 0.8 0.8 0.8 0.8
B 1.0 1.0 1.0 1.0 1.0
C 1.2 1.2 1.1 1.0 1.0
D 1.6 1.4 1.2 1.1 1.0
E 2.5 1.7 1.2 0.9 0.9
F See Section 11.4.7 of ASCE 7
Note: Use straight-line interpolation for intermediate values of SS
For Site Class = D and S, = 0.971 g, Fa = 1.112
Table 11.4-2: Site Coefficient Fv
Site Class Mapped MCE R Spectral Response Acceleration Parameter at 1-s Period
S1 < 0.10 S1 = 0.20 S1 = 0.30 S1 = 0.40 S, 0.50
A 0.8 0.8 0.8 0.8 0.8
B 1.0 1.0 1.0 1.0 1.0
C 1.7 1.6 1.5 1.4 1.3
D 2.4 2.0 1.8 1.6 1.5
E 3.5 3.2 2.8 2.4 2.4
F See Section 11.4.7 of ASCE 7
Note: Use straight-line interpolation for intermediate values of S,
For Site Class = D and S, = 0.423 g, Fv = 1.577
Equation (11.4-1): SMs = FaSs = 1.112 x 0.971 = 1.080 g
Equation (11.4-2): SM1 = F„S1 = 1.577 x 0.423 = 0.667 g
. Section 11.4.4 — Design Spectral Acceleration Parameters
Equation (11.4-3): Sos = % SMS = 2/3 x 1.080 = 0.720 g
Equation (11.4-4): Sol = 2/3 SM1 = 2/ x 0.667 = 0.444 g
Section 11.4.5 — Design Response Spectrum
From Figure 22-12E33 T, = 16 seconds
Figure 11.4-1: Design Response Spectrum
T<T,,:S,=Spe(oA+a.aT/TQ)
5;;=0.720 Ta5TTs:Sa=Sus
to
Ts<TSTL:Sa=Sti,IT
v TsT :Si,=S iT, T'
1=0.444
N
C
0
a ;
To
v ,
0.
Tr,=0.123 T,=0.517 1.000
Period,T(sec)
Section 11.4.6 — Risk-Targeted Maximum Considered Earthquake (MCER) Response Spectrum
- The MCER Response Spectrum is determined by multiplying the design response spectrum above
by 1.5.
S,e...=1.080 -
m
m
0
m ,
S-4=0.667 - j
N
a
W
1
I
o.
T,=0.124 T;=0.618 1.000
Period,T(sec)
'Section ies11.8.3 - Additional Geotechnical Investigation Report Requirements for Seismic Design
CategorD through F
From Figure 22-7[41 PGA = 0.425
Equation (11.8-1): PGAM = FPGAPGA = 1.075 x 0.425 = 0.457 g
Table 11.8-1: Site Coefficient FPGA
Site Mapped MCE Geometric Mean Peak Ground Acceleration, PGA
Class
PGA 5 0.10 PGA = 0.20 PGA = 0.30 PGA = 0.40 PGA > 0.50
A 0.8 0.8 0.8 0.8 0.8
B 1.0 1.0 1.0 1.0 1.0
C 1.2 1.2 1.1 1.0 1.0
D 1.6 1.4 1.2 1.1 1.0
E 2.5 1.7 1.2 0.9 0.9
F See Section 11.4.7 of ASCE 7
Note: Use straight-line interpolation for intermediate values of PGA
For Site Class = D and PGA = 0.425 g, FPS = 1.075
Section 21.2.1.1 - Method 1 (from Chapter 21 - Site-Specific Ground Motion Procedures for
Seismic Design)
From Figure 22-17[51 CRS = 0.897
From Figure 22-18[61 CRS = 0.871
'Section 11.6 — Seismic Design Category
Table 11.6-1 Seismic Design Category Based on Short Period Response Acceleration Parameter
RISK CATEGORY
VALUE OF SDs
IorIi III IV
SDs < 0.167g A A A
0.167g 5 SDs < 0.33g B B C
0.33g _< SDs < 0.50g C C D
0.50g <_ SDs D p
D
For Risk Category = I and SDS = 0.720 g, Seismic Design Category = D
Table 11.6-2 Seismic Design Category Based on 1-S Period Response Acceleration Parameter
RISK CATEGORY
VALUE OF SD,
I or Ii III IV
SD, < 0.067g A A A
0.067g <_ SDi < 0.133g B B C
0.133g _< SD, < 0.20g C C D
0.20g <_ SD, D D D
For Risk Category = I and SD, = 0.444 g, Seismic Design Category = D
Note: When S, is greater than or equal to 0.75g, the Seismic Design Category is E for
buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of
the above.
Seismic Design Category - "the more severe design category in accordance with
Table 11.6-1 or 11.6-2" = D
Note: See Section 11.6 for alternative approaches to calculating Seismic Design Category.
References
• 1. Figure 22-1: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-1.pdf
2. Figure 22-2: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-2.pdf
3. Figure 22-12: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-12.pdf
4. Figure 22-7: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-7.pdf
5. Figure 22-17: http://earthquake.usgs.gov/hazardsldesignmaps/downloads/pdfs/2010_ASCE-7_Figure_22-17.pdf
6. Figure 22-18: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-18.pdf
Job Address: Vista Structural Engineering, LLC
9230 SW Burnham Street
7140 SW Queen Ln
Beaverton, OR 97008
SEISMIC CALCULATIONS (PER ASCE7) (um) 45-0901 ,
#OF STORIES 1
Ta 0.1 (=0.1 x#STORIES)
Ss 0.971 S1 0.423
Choose A-E(Where the soil properties are not known in sufficient detail to determine the site
SOIL SITE CLASS: D class,site D shall be used unless the authority having jurisdiction or geotechnical data
determines Site Class E or F soils are present at the site
Fa 1.113 Fv 1.577
SMS 1.081 (=FaSs) IE 1.0 (Importance Factor)
SMI 0.667 (=F„S1) R 6.5 (Response Modification Factor)
SDS D1 (Seismic Design Class)
SDS 0.720 (=2/3XSMS)
SD1 0.445 (=2/3xSDl)
Cs 0.111
V 1037 lbs (=Cs x TOTAL BUILDING WEIGHT)-SEE WEIGHT BELOW
ROOF&CEILING DEAD LOAD 15 psf
2ND FLOOR DEAD LOAD 15 psf
FIRST FLOOR DEAD LOAD 15 psf
AREA(ft2) WEIGHT(lbs) HEIGHT(ft) Wxhxk Cvx FX(lbs) 0.7E(lbs)
2ND FLOOR 416 9360 9 84240 100.0% 1037 726
1ST FLOOR 0 0 0 0 0.0% 0 0
k=1.0
TOTAL WEIGHT 9360 Fx=CvxV
2ND FLOOR: DIST. LOAD TO
FLOOR DIAPHR.
WIDTH OF FLOOR 26 feet 27.9 #/ft
DEPTH OF FLOOR 16 feet 45.4 #/ft
1ST FLOOR:
WIDTH OF FLOOR 1 feet 0.0 #/ft
DEPTH OF FLOOR 1 feet 0.0 #/ft
Job Address:
Vista
9230 SW Burnham Street
Structural Engineering, LLC •
7140 SW Queen Ln
Beaverton, OR 97008
(971)645-0901 -
WIND PRESSURES (PER ASCE7-10)
Based on 3-second gust at wind speed listed below:
Design wind speed: 120 mph
Roof pitch: 2 /12
Unfactored Wind Pressures, psf(W)
Zone A Zone B Zone C Zone D
25.8 10.7 17.1 6.2
Factored Wind Pressures, psf(0.6W)
Zone A Zone B Zone C Zone D
15.5 6.4 10.3 3.7
Mean Roof height, h 23 ft
Least horizontal dimension, L 16 ft
a=min 0.1L: 1.6 ft
0.4h: 9.2 ft
but not less than: 0.04E 0.64 ft
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Structural Analysis of 3-sided Structure with Open Face _
Job: 9230 SWBurnham Street , TClient: Zink Design Services,LLC
Area of house: Un-attached addition to back of existing structure
L 16 ft Requirements for Open-Front Structure
Length OK. Proceed with Design. L<25'
W 26 ft L51 for 1-story 11111 1111.. 1111
#of Stories 1 L50.67 for greater than 1-story —
vivoAspect Ratio 0.62 L=Dimension parallel to the load direction for
Aspect Ratio is ok. Proceed with Design which the irregularity exists
Sheathing shall comply with SDPWS Section 4.2.7.1(4x8 sheets)
wi 85#/ft 2 Seismic(1)or Wind(2)?
w2 89#/ft 2 Seismic(1)or Wind(2)? .---,
Padaaronai 0#(if applicable)
V2 0:# (No shear at grid line 2-open face of structure) villa/At)
V+ 1360;# w1L
vl 52...#/ft V1/W
Analyze Lines A&B for Eccentricity
e 8 ft Eccentricity to Viotti from Line 1
e2 0 ft(if applicable)
VA.e 418# Vie/W+Paddsootie2/W
V, 418 Vie/W+Paadrtioaaie2M/
wswi
Analyze Lines A&B for Direct Loading For Roof Diaphragm
VA.d 1157# w2W/2 7/16"Panel with 8d nails @ 6"o.c.at diaphragm boundaries,@ 6"o.c.at all other panel
Vsd 1157# w2W/2 edges,and @ 12"o.c.at all intermediate members
Governing Loads for Lines A&B ___
VA : 1157.# For Floor Diaphragm _
Ve 1157# 3/4"Plywood with 10d nails @ 6"o.c.at diaphragm boundaries,@ 6"c.c.at all other
Va 72#Jff VA/L panel edges,and @ 12"o.c.at all intermediate members
ve 72#/ft VB/L
Maximum Diaphragm Shear
vnux 723125,#/ft 0
ROOF DIAPHRAGM:7/16"Panel w/Edge Fastener Spacing as noted with 12"intermediate spacing(8d common or galvanized box nails)
Seismic Wind
Diaphragm boundaries All other panel edges v Diaphragm Boundaries All other panel edges v
6 in. 6 in. 170#/ft 6 in. 6 in. 240#/ft (Unblocked)
6
in
_.._._._._._ 4 in... .. 6 in. 255#/ft... ..._......_6in._.... 6 in ._......._...355#/ft..,_....,_,.(Blocked)
6 in. _ 340#/ft 4 in. 6 in. 475#/ft (Blocked)
_..... � .._, ...__- ............. ..__._...__,. . ..._........
2 1/2 in 4 in. 505#Rm
t 2 1/2 . 4 m. 705#/ft ,(Blocked)
2 in. 3 in. 505#/ft 2 in. 3 in.
805#/ft (Blocked)
FLOOR DIAPHRAGM:3/4"Plywood w/Edge Fastener Spacing as noted with 12"interm.spacing(10d common or galvanized box nails)
Seismic W nd
Diaphragm boundaries All other panel edges v Diaphragm Boundaries All other panel edges v
6 in. 6 in. 215#/ft 6 in. 6 in. 300#/ft (Unblocked)
6 in. 6 in. 320#/ft 6 in. 6 in. 445#18 (Blocked)
4 m 6 in. 425#/ft.... ...._ 4 in. . ...... ...... 6 in. _.,�... ....695#/ft (Blocked)
21/2 in. 4 in. 640#/ft 2 1/2 in. 4 in. 895#!ft (Blocked)
2 in. 3 in. 730#/ft 2 in. 3 in. 1020#/ft (Blocked)
• Perforated Shear Wall
Job: 9230 SW Burnham Street
Client: Zink Design Services,LLC
Area of house: Side Wall(26'wall) 7/16"Panel w/Edge Fastener Spacing as noted with 12"intermediate
s Lateral Force 1360# spacing(8d common or galvanized box nails)
Wind Force(1)or Seismic Force(2): 1 Seismic Wind
Maximum H/W Wall Segment ratio: 3.5:1 Edge nailing v Edge nailing v
Maximum Allowable Shear per sheathed face: 1218#/ft 6 in. 240#/ft 6 in. 335#/ft
_ Faces of wall with APA-Rated sheathing: 1 in ...i........................... ..........................................................4..i.n.......................490#I........................
4 in. 350#/ft.............................................3...in:....................630#/ft
Nominal width of wood wall: .......................................... ...............................
4 in 3 in. 450#/ft 3 in. 630#/ft
Width of stem wall: 6 in 2 in
...................._585# .............................................2in. ...................820#/ff....................
Verify Sheathed both faces Sheathed both faces
1)Full-width segment without opening at each end of shear wall? Y 6 in. 480#/ft 6 in. 670#/ft
2)H/W Ratio of all segments within limitations? 4...i..........................700...#/f..................................................4...i.n.......................980................................
Y 4 in. 700#/ft 4 in. 980#/f[
3)Top and bottom of entire wall have uniform elevations? 3...i.n......................900............................................................3....in....................126.......#/f......................
Y 3 in. 900#/ft 3 in. 1260#/ft
4)Lateral force does not exceed maximum allowable shear: Y2...i..n...................1........................................................................2...i........................1..
2 in. 1170#/ft 2 in. 1640#/ft....................
5)Wall height is less than or equal to 20 feet Y
Overall Wall Height 8 ft
Maximum Opening Clear Height 6.5 ft
Overall Wall Width 26 ft H/W Ratio
Wall Segment#1 Length 4.17 ft 1.92 OK
Wall Segment#2 Length 4.33 ft 1.85 OK
Wall Segment#3 Length 4.33 ft 1.85 OK
Wall Segment#4 Length 4.17 ft 1.92 OK
Wall Segment#5 Length ft N/A OK
Wall Segment#6 Length ft N/A OK
EL, 17 ft
Unfactored Floor&Roof Dead Load: 120#/ft
Unfactored Self Weight Dead Load: 96#/ft
OK TO PROCEED WITH DESIGN
Nominal Shear Capacity: V"=vCoEL, Anchor Bolts/Nails Required
full-height sheathing 65% Minimum sill plate thickness: 2 x
opening ratio: 81% 1/2"dia.Anchor bolt capacity: 1040#
Co 0.63 5/8"dia.Anchor bolt capacity: 1488#
q(Service level unit shear): 80#/ft 16d common nail capacity: 226#
q(from wall above) 0#/ft
q'(=q/Co) 127#/ft
_ Total no.of 1/2"dia.Anchor bolts required: 2
For Desiqns Governed by Wind Total no.of 5/8"dia.Anchor bolts required: 1
7/16"APA-Rated Sheathing with 8d common or galvanized box nails at:
All Panel Edges: 6"O.C. 1/2"dia.Anchor bolt spacing: 72"O.C.
- Intermediate Framing Members: 12"O.C. 5/8"dia.Anchor bolt spacing: 72"O.C.
Wall Sheathing On: ONE FACE 16d common nail spacing: 21 "O.C.
For Designs Governed by Seismic Gross uplift force at ends of perforated shear wall: 1016#
7/16"APA-Rated Sheathing with 8d common or galvanized box nails at: Applicable uplift force from wall above? 0#
All Panel Edges: SEE ABOVE"O.C. Net uplift force at ends of perforated shear wall: -669#
Intermediate Framing Members: 12"O.C. Note:a negative net uplift force at ends denotes no hold-down required
Wall Sheathing On: ONE FACE Hold-down required at ends on new foundation: None Required
Capacity of 5/8"dia F1554 w/SET-XP,8"embed: 1650#
*Note:For walls sheathed on both faces with edge nail spacing less than Hold-down required at ends on existing foundation:
6"OC,edge framing members shall be 3x or(2)2x nominal None Required
Floor-to-Floor strap required at ends: None Required
Number of 2x4's required at each end of wall: 2
Number of 2x6's required at each end of wall: 2
-. _.. .. ..... ,>IERALL NMI WIDTH /
Table 4.3.3.5(American Wood Council SDPWS)
Co
%full-height h/3 h/2 2h/3 5h/6 h j
10% 1.00 0.69 0.53 0.43 0.36 i
................ ......................................................................................................... SEGMENT d.ETC.
20% 1.00 0.71 0.56 0.45 0.38 AAI'cxc�cy sEGMEN z
30% 1.00 0.74 0.59 0.49 0.42
40% 1.00 0.77 0.63 0.53 0.45 <
50% 1.00 0.80 0.67 0.57 0.50 •
60% 1„00 0.83 0.71 0.63 0.56 =
70% 1.00 0.87 0.77 0.69 0.63 ; i
80% 1.00 0.91 0.83 0.77 0.71 ) ` '
90%.......................1:00 0.95 0.91 0.87 0.83 ` OVEMNG
100% 1.00 1.00 1.00 1.00 1.00 s e
- W 2 WfNo-ow,occe
- .:
. Off
2
, I
A
UF:iF7C<REPREEMON UPLR RCCEM,EEE,QN,
ttSFOE FORCE
Force Transfer Method
Job: 9230 SW Burnham Street s e
Client: Zink Design Services,LLC WINVSEESMIC
Area of house: Rear Wall FOftcE
Lateral Force at plate height 1157# A O F
Lateral Force at floor above 0#
Height of floor above 0 ft
Wind Force(1)or Seismic Force(2): 1 2 . ___,__
Maximum H/W Pier ratio: 3.5 :1
Overall Wall Height 8 ft FORCE
Overall Wall Width 12.33 ft Twv+CFEN W 3WOOOR WINDOW/DOOR
Height 1-2 1.25 ft STRAP OPENING. OPENING
Height 2-3 4 ft
Height 3-4 2.75 ft
Length 5-6 2.33 ft
Length 6-7 8 ft
Length 7-8 2 ft
Vertical reactions at bottom corners: 751 #
Shear at bottom of panel: 94#/ft C F N
Unfactored dead load on wall from roof/floor/wall above 15#/ft
Factored dead load of wall self-weight 48#/ft
Total factored dead load 57#/ft a ...,
Net uplift force at bottom corners* 399# 'UPL[FT.COMPRESSEON UPLIFT,COMPRESSS[ONA
*Note:If force is negative,no hold-down device/strap required FORCE FORCE
WIDTHS OK HEIGHTS OK r
H/W RATIO OF WALL PIERS OK
B&G Horizontal: v= 267.2#/ft 7/16"Panel w/Edge Fastener Spacing as noted with 12"
D&E Vertical: v= 187.7#/ft intermediate spacing(8d common or galvanized box nails)
Forces at points 2-6,2-7,3-6 and 3-7: 751 # Seismic Wind
Edge nailing v Edge nailing v
6 in. 240#/ft 6 in. 335#/ft
4 in. 350#/ft 4 in. 490#/ft
3 in. 450#/ft 3 in. 630#/ft
.....................................................................................................................................................................................
2 in. 585#/ft 2 in. 820#/ft
A&C Horizontal: v= 55.0#/ft Sheathed both faces Sheathed both faces
F&H Horizontal: v= 108.1 #/ft 6 in. 480#/ft 6 in. 670#/ft
4 in,...,,,,,.. .700#/ft 4 in. 980#/ft
Vertical Force @ Point 2-6: F= -166# ..............................
3 in. 900#/ft 3 in.................................................1260#/ft
Vertical Force @ Point 3-6: F= -1235# 2...in. 1170
#/ft....................2...in. 1640#/ft
Horizontal Force at top and bottom of windows= 751 #
Strap required for horizontal force transfer: Simpson CS22 Nominal Width of Wood Wall 4in
End length required: 7 inches Width of Wall Stem 8 in
Sufficient Panel Length for required end length? YES
Hold-down required at points 4-5 and 4-8 on new foundation: Simpson HDU2-SDS2.5 w/SSTB24
Hold-down required at points 4-5 and 4-8 on existing foundation: 5/8-inch threaded rod embedded 8 inches w/Simpson HDU2-SDS2.5
Capacity of 5/8"dia F1554 w/SET-XP,8"embed: 2160
Floor-to-Floor strap required at points 4-5 and 4-8: Simpson CS22 with 7-inch end length
Number of 16d nails required @ 16"o.c.at bottom plate for shear: 2
Segmental Shear Wall
Job: 9230 SW Burnham Street
Client: Zink Design Services,Inc.
Area of house: Front Wall C
Lateral Force 1157# [ r
I
Number of Panels in Shear Wall Line 1 sErs+n�cvn,vo FORCE. --_+
Ogg
Wind Force(1)or Seismic Force(2): 1 .0 /ff/
Maximum H/W Pier ratio: 3.5:1 suFA-HiNc RuQuiRfr5 BY= .s,on;— /J/ % �j f '//,i��
SC's. 0.733 x//4010
Overall Wall Height 8 ft � � �/r�
Minimum Allowable Panel Width 2.285714286 ft
f
Total Panel Width in Shear Wall Line 12 ft
Aspect Ratio OK? YES
/ g
Uniform Wall Self Weight(unfactored) 96#/ft j
Panel Shear 96#/ft ! 1
Total Length of Shear Wall Line 12.00 ft
-
i i
Required bottom plate size: 2x Bottom Plate i
HOLD-DOWN 5YRRP REOc.REQ ....-__,,,i
Required sheathing: 7/16-inch APA-Rated w/8d @ 6&12 BY OFSIGI,,1 F APPW'AS Ci y
Panel 1 Wdth 12.00 ft
Panel 1 Roof&Floor Dead Load(unfactored) 15#/ft 1
M° 9256 ft-# Y
Mr 3975 ft-# _._ _.... _.._
Tension force: 440#
a
,
H 11
L,, -_
1
A'''K MR
f AN . WN
IICCQJ?t:%'=vre
Nominal width of wood wall: 4 inch
Width of stem wall: 6 inch
Max 1/2"dia.Anchor Bolts Spacing Required(if at foundation): 129"OC
Max 5/8"dia.Anchor Bolts Spacing Required(if at foundation): 185"OC
Max.16d nail spacing required at bottom plate: 11"OC
Simpson A35 or LTP4 maximum spacing: 83"OC
Maximum tension force: 440#
Hold-down required at ends of segmental wall(new foundation):
Simpson HDU2-SDS2.5 w/SSTB24
Capacity of 5/8"dia F1554 w/SET-XP,8"embed: 1650#
Hold-down required at ends of segmental wall(existing foundation):
5/8-inch threaded rod embedded 8 inches w/Simpson
HDU2-SDS2.5
Floor-to-Floor strap required at ends of segmental wall(if applicable)
Simpson CS22 with 7-inch end length
7/16"Panel w/Edge Fastener Spacing as noted with 12"intermediate spacing(8d
common or galvanized box nails)
:,...' i
Seismic Wind
Edge nailing v Edge nailing v
........................6 in..............................................................240...# ......................_6 in:........................................335#/ft
4 in. 350# ........................4 in.
490#/ft
........................3 in..............................................................450#/ft3 in. 630#/ft
i
.... ... .......................
2 n. 585#/ft 2 in. 8200#1#/ft
Sheathed both faces Sheathed both faces
........................6 in............................................,................_480#/ft........................_6 in:........................................670#15
...........................
4
..............................in...............................................................700..#/ft.........................4 in. 980#/ft
..... . .. .......................
3 in. 900#/ft........................_3in......................................126060#1#/ft
2 in. 1170#/ft 2 in. 1640#/ft