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343 E 4th N Suite 126 Rexburg ID 83440 Phone: 208- 356 -4909 Fax: 208 - 356 -5896
0900126
716 Autumn Dr- Allred
Lateral Structural Calculations
For
Allred Residence
Rexburg, Idaho
r l"Yei I - � --M--
u U,
MAY 2 9 2009 ,
CITI° — O F R EB UG
Practical engineering solutions with timely turnaround
Design Criteria
Project Name
Job Number:
Governing Code:
Snow Criteria
Roof Snow Load (P
Ground Snow Load (P.)
Snow Exposure (CL)
Thermal Factor (CJ
Snow |m.portanoe(|,)
Seismic Criteria
Site Class
S,
S
SDS
SDI
Live Loads
Typical
Corridor
Storage
Roof Dead Loads:
Allred Residence
AXE'01 (#1007)
Rexburg, ID
2006 IBC
Deck
Roofing
Ceiling
, 0:
TOTAL
17 psf
Wind Criteria
Wind Speed M
Wind Exposure
Wind Importance (1)
Building Category
Soil Bearing
Typical
Floor Dead Loads:
Joist
Flooring
TOTAL
10 PSf
PERFORMANCE swo|wEsRo
Page 1 of 1
Location: Rexburg, ID
Project #: AXIE -01
Project: Alred residence
Engineer: amj
Program: Shear Wall
Description:
Shear Wall (1a)
Perforated Shear Wall Calculation Sheet:
This spreadsheet is made in conformance to the IBC Section 2305.3.7.2.1 and "Diaphragms and
Shear Walls Design /Construction Guide" 2001 APA.
Inputs are in ITALICS and outlined in red and outputs are in BOLDFACE. All outputs are outlined.
L=
0.667
15
ft
L W =
10.00
ft
H =
480
9.00
ft
H'=
lb ft
5.00
ft
V 1 =
3600
Ibs
WDL self =
72
plf
wDL above =
60
plf
7/16
in
y
y/n
Ca /cu /ate Unit Base Shear
%fh = L =
0.667
%oh = H'/H =
0.556
SCAF =F 0.75
abase = V1 /Lw =
360
ureq = Vbase/SCAF :
480
OTM = 43,200
lb ft
RM = 14,850
lb ft
Total length of wall
Total length of full height segments
height of shear wall
maximum opening height
Total Wind force at top of wall
Self weight
Applied dead load
Prefered OSB thickness
Wall Connected to Concrete
percent of full height segments
percent of maximum opening height
shear capacity adjustment factors ( Table IBC 2305.3.7.2)
plf unit base shear
plf effective unit base shear
overturning moment of total length of wall
resisting moment of total length of wall
PERFORMANCE ENGINEERS
Page 1 of 1
Shearwall segments
5/29/2009
7:13 AM
T = 3429 lbs Simpson STHD10 Strap Tie (Ta = 3730 #)
Shear Transfer to Concrete: 4 1/2 Anchor Bnits= 45 n _r_
Shear Wall (1 b)
Location: Rexburg ID
Project # : AXIE -01
Project: Alred residence
Engineer: amj
Program: Shear Wall
Description:
Perforated Shear Wall Calculation Sheet:
This spreadsheet is made in conformance to the IBC Section 2305.3.7.2.1 and "Diaphragms and
Shear Walls Design /Construction Guide" 2001 APA.
Inputs are in ITALICS and outlined in red and outputs are in BOLDFACE. All outputs are outlined.
L=
1.000
5
ft
L W =
5.00
ft
H =
360
9.00
ft
H'=
lb ft
0.00
ft
V 1 =
1800
Ibs
wDL serf =
72
plf
WDL above =
60
plf
7/16
in
y
y/n
Calculate Unit Base Shear
%fh = L,, =
1.000
% = H'/H =
0.000
SCAF =F
abase = V /L =
360
ureq = ubase/SCAF =
360
OTM = 16,200
lb ft
RM = 1,650
lb ft
Total length of wall
Total length of full height segments
height of shear wall
maximum opening height
Total Wind force at top of wall
Self weight
Applied dead load
Prefered OSB thickness
Wall Connected to Concrete
percent of full height segments
percent of maximum opening height
shear capacity adjustment factors ( Table IBC 2305.3.7.2)
plf unit base shear
plf effective unit base shear
overturning moment of total length of wall
resisting moment of total length of wall
PERFORMANCE ENGINEERS
Page I of 1
Shearwall segments
5/29/2009
7:13 AM
T = 3042 lbs Simpson STHD10 Strap Tie (Ta = 3730 #)
C1.....,. T..n..ef r *n ('nnrrntn- 2 112 Anchor Bolts= 30 o.c.
Shear Wall (2)
_Location: Rexburg ID
Project # : AXIE -01
Project Alred residence
Engineer: amj
Program: Shear Wall
Description:
Perforated Shear Wall Calculation Sheet:
This spreadsheet is made in conformance to the IBC Section 2305.3.7.2.1 and "Diaphragms and
Shear Walls Design /Construction Guide" 2001 APA.
Inputs are in ITALICS and outlined in red and outputs are in BOLDFACE. All outputs are outlined.
L =
29.5
ft
L =
17.50
ft
H =
9.00
ft
H'=
6.67
ft
V =
5400
Ibs
`NDL self =
72
plf
WDL above =
60
plf
7/16
in
y
y/n
Calculate Unit Base Shear
%fh = L =
%oh = H' /H =
SCAF = 0.75
abase = V 1 1 Lw =
ureq = ubase/SCAF =
OTM = 64,800
RM = 57,437
Total length of wall
Total length of full height segments
height of shear wall
maximum opening height
Total Wind force at top of wall
Self weight
Applied dead load
Prefered OSB thickness
Wall Connected to Concrete
0.593 percent of full height segments
0.741 percent of maximum opening height
shear capacity adjustment factors ( Table IBC 2305.3:7.2)
309 plf
411 plf
unit base shear
effective unit base shear
lb ft overturning moment of total length of wall
lb ft resisting moment of total length of wall
PERFORMANCE ENGINEERS
Page I of I
Shearwall segments
5/29/2009
7:13 AM
T = 1734 Ibs Simpson STHD10 Strap Tie (Ta = 3730 #)
Rhear Transfer to Concrete: 6 1/2 Anchor Bolts= 59 o.c.
Shear Wall (3)
xbu% ID
CIE -01
Bred residence
Enq— amj
Program: Shear Wall
Description:
Perforated Shear Wall Calculation Sheet:
This spreadsheet is made in conformance to the IBC Section 2305.3.7.2.1 and "Diaphragms and
Shear Walls Design /Construction Guide" 2001 APA.
Inputs are in ITALICS and outlined in red and outputs are in BOLDFACE. All outputs are outlined.
L =
0.696
46
ft
L W =
32.00
It
H =
441
9.00
ft
H'=
lb ft
5.00
ft
V1 =
12000
Ibs
wDL self =
`NDL above =
plf
Aplf
in
y/n
Calculate Unit Base Shear
%{h = L =
0.696
% = H'/H =
0.556
SCAF=1 0.85
abase = VI/L. =
375
Vreq = ubase/SCAF =
441
OTM = 127,059
lb ft
RM = 139,656
lb ft
Total length of wall
Total length of full height segments
height of shear wall
maximum opening height
Total Wind force at top of wall
Self weight
Applied dead load
Prefered OSB thickness
Wall Connected to Concrete
percent of full height segments
percent of maximum opening height
shear capacity adjustment factors ( Table IBC 2305.3.7.2)
plf unit base shear
plf effective unit base shear
overturning moment of total length of wall
resisting moment of total length of wall
PERFORMANCE ENGINEERS
Page 1 of I
Shearwall segments
5/29/2009
7:13 AM
T = 1352 Ibs Simpson STHD10 Strap Tie (Ta = 3730 #)
Shear Transfer to Concrete: 12 1/2 Anchor Bolts= 46 n_c.
Project# . AYIE -01
Project: Aired residence
Engineer: amj
Program: Shear Wall
Description:
Perforated Shear Wall Calculation Sheet:
This spreadsheet is made in conformance to the IBC Section 2305.3.7.2.1 and "Diaphragms and
Shear Walls Design /Construction Guide" 2001 APA.
Inputs are in ITALICS and outlined in red and outputs are in BOLDFACE. All outputs are outlined.
L=
1.000
14
ft
L v , =
14.00
ft
H =
448
9.00
ft
H'=
lb ft
0.00
ft
V, =
6267
Ibs
wDL serf =
72
plf
`/`/DL above =
285
plf
7/16
in
y
y/n
Calculate Unit Base Shear
%fh = L,,/L =
1.000
% = H7H =
0.000
SCAF = 1.00
abase = V /L =
448
ureq = ubaselSCAF :
448
OTM = 56,400
lb ft
RM = 34,986
lb ft
Total length of wall
Total length of full height segments
height of shear wall
maximum opening height
Total Wind force at top of wall
Self weight
Applied dead load
Prefered OSB thickness
Wall Connected to Concrete
percent of full height segments
percent of maximum opening height
shear capacity adjustment factors ( Table IBC 2305.3.7.2)
plf unit base shear
plf effective unit base shear
overturning moment of total length of wall
resisting moment of total length of wall
PERFORMANCE ENGINEERS
Page I of I
Shearwall segments
T = 2529 lbs Simpson HD8A Holdown (Ta = 7460# w/ 4x post) OR HDU8- SDS2.5
Shear Transfer to Concrete: 7 1/2 Anchor Bolts= 24 o.c.
Shear Wall (4b)
Location Rexburg ID
Project # : AXIE -01
P,eject Alred residence
Engineer: amj
Program: Shear Wall
Description:
Perforated Shear Wall Calculation Sheet:
This spreadsheet is made in conformance to the IBC Section 2305.3.7.2.1 and "Diaphragms and
Shear Walls Design /Construction Guide" 2001 APA.
Inputs are in ITALICS and outlined in red and outputs are in BOLDFACE. All outputs are outlined.
L=
10
ft
L, =
7.00
ft
H =
9.00
ft
H'=
0.00
ft
V 1 =
3133
Ibs
N/DL self =
72
plf
wog above =
285
plf
7/16
in
y
y/n
Calculate Unit Base Shear
%{h = L /L =
% = H'/H =
SCAF = 1.00
Vb... = VA I - 1 =
ureq = Vbase/SCAF
Total length of wall
Total length of full height segments
height of shear wall
maximum opening height
Total Wind force at top of wall
Self weight
Applied dead load
Prefered OSB thickness
Wall Connected to Concrete
0.700 percent of full height segments
0.000 percent of maximum opening height
shear capacity adjustment factors ( Table I BC 2305.3.7.2)
448 plf unit base shear
448 plf effective unit base shear
OTM = 28,200 lb ft overturning moment of total length of wall
RM = 17,850 lb ft resisting moment of total length of wall
PERFORMANCE ENGINEERS
Page 1 of 1
Shearwall segments
5/29/2009
7:14 AM
T = 2499 lbs Simpson HD8A Holdown (Ta = 7460# w/ 4x post) OR HDU8- SDS2.5
Chenr Transfer to Concrete: 4 1/2 Anchor Bolts= 30 o.c.
;burg, ID Shear Wall (5)
.7E -01
red residence
t1 , ,mj
Program: Shear Wall
Description:
Perforated Shear Wall Calculation Sheet:
This spreadsheet is made in conformance to the IBC Section 2305.3.7.2.1 and "Diaphragms and
Shear Walls Design /Construction Guide" 2001 APA.
Inputs are in ITALICS and outlined in red and outputs are in BOLDFACE. All outputs are outlined.
L=
9
ft
LW =
6.40
ft
H =
9.00
ft
H' =
6.67
ft
V, =
2140
Ibs
wDL self =
plf
wDL above =
pit
Ay/n
i n
Calculate Unit Base Shear
Total length of wall
Total length of full height segments
height of shear wall
maximum opening height
Total Wind force at top of wall
Self weight
Applied dead load
Prefered OSB thickness
Wall Connected to Concrete
%fh = L = 0.711 percent of full height segments
% = H'/H = 0.741 percent of maximum opening height
SCAF = 0.75 shear capacity adjustment factors ( Table IBC 2305.3.7.2)
Vasse = V, /Lw = 334 plf unit base shear
V,q = Vbase/SCAF - 446 plf effective unit base shear
OTM = 25,680 lb ft overturning moment of total length of wall
RM = 14,459 lb ft resisting moment of total length of wall
PERFORMANCE ENGINEERS
Page I of I
Shearwa segments
5/29/2009
7:14 AM
T = 2657 lbs Simpson STHD10 Strap Tie (Ta = 3730 #)
Shear Transfer to Concrete: 3 112 Anchor Bolts= 36 o.c.
Shear Wall (6)
Location: Rexburg, ID
Project # : AXIE -01
Project: Alred residence
Engineer: amj
Program: Shear Wall
Description:
Perforated Shear Wall Calculation Sheet:
This spreadsheet is made in conformance to the IBC Section 2305.3.7.2.1 and "Diaphragms and
Shear Walls Design /Construction Guide" 2001 APA.
Inputs are in ITALICS and outlined in red and outputs are in BOLDFACE. All outputs are outlined.
L =
1.000
38
ft
L =
38.00
ft
H =
417
9.00
ft
H' =
lb ft
0.00
ft
V f =
11100
Ibs
WDL self =
72
pit
WDL above =
60
pif
7/16
in
y
y/n
Calculate Unit Base Shear
%fh = L,,,/L =
1.000
% = H'/H =
0.000
SCAF = 0.70
abase = V =
292
Vreq = VbaseISCAF :
417
OTM = 142,714
lb ft
RM = 95,304
lb ft
Total length of wall
Total length of full height segments
height of shear wall
maximum opening height
Total Wind force at top of wall
Self weight
Applied dead load
Prefered OSB thickness
Wall Connected to Concrete
percent of full height segments
percent of maximum opening height
shear capacity adjustment factors ( Table IBC 2305.3.7.2)
pif unit base shear
pif effective unit base shear
overturning moment of total length of wall
resisting moment of total length of wall
PERFORMANCE ENGINEERS
Page i of 1
Shearwall segments
5/29/2009
7:14 AM
T = 2251 lbs Simpson STHD10 Strap Tie (Ta = 3730 #)
Shear Transfer to Concrete: 11 1/2 Anchor Bolts= 42 o.c.
t'rograin•
Description:
once
Shear Wall
Shear Wall (7)
Perforated Shear Wall Calculation Sheet:
This spreadsheet is made in conformance to the IBC Section 2305.3.7.2.1 and "Diaphragms and
Shear Walls Design /Construction Guide" 2001 APA.
Inputs are in ITALICS and outlined in red and outputs are in BOLDFACE. All outputs are outlined.
L =
38 ft
L W =
28.00 ft
H =
9.00 ft
H'=
9.00 ft
V, =
11100 Ibs
WDL self =
72 Of
wDL above =
60 plf
6 in
7/16
y y/n
Calculate Unit Base Shear
Total length of wall
Total length of full height segments
height of shear wall
maximum opening height
Total Wind force at top of wall
Self weight
Applied dead load
Prefered OSB thickness
Wall Connected to Concrete
% = L = 0.737 percent of full height segments
% = HVH = 1.000 percent of maximum opening height
SCAF = 0.70 shear capacity adjustment factors ( Table IBC 2305.3.7.2)
=
V,/L, = 396 plf unit base shear
abase
V = v e /SCAF = 566 plf effective unit base shear
req — bas
OTM = 142,714 lb ft overturning moment of shortest panel
RM = 95,304 lb ft resisting moment of shortest panel
Shearwall segments
5/29/2009
7:14 AM
PERFORMANCE ENGINEERS
Page 1 of 1
T = 3055 lbs Simpson STHD10 Strap Tie (Ta = 3730 #)
,.. 11 1/1 A nrhnr RnItr= 42 O.C. _ .
Shearwall Schedule
7/16 OSB SHEATHING ONE SIDE WITH 8d NAILS AT 6" o.c.
A (PERIMETER), 12" o.c. (FIELD)
OR 16ga X 1 1/2" STAPLES AT 3" o.c. (PERIMETER), 12" o.c.
(FIELD)
7/16 OSB SHEATHING ONE SIDE WITH 8d NAILS AT 4" o.c.
B (PERIMETER), 12" o.c. (FIELD)
OR 16ga X 1 1/2" STAPLES AT 2" o.c. (PERIMETER), 12" o.c.
(FIELD)
7/16 OSB SHEATHING BOTH SIDES WITH 8d NAILS AT 4" o.c.
C (PERIMETER), 12" o.c. (FIELD)
OR 16ga X 1 1/2" STAPLES AT 2" o.c. (PERIMETER), 12" o.c.
(FIELD)
NOTES:
ALL SHEATHING PANEL EDGES SHALL BE BLOCKED UNLESS
NOTED OTHERWISE
2. PROVIDE SAME NAILING PATTERN ABOVE AND BELOW
OPENINGS AS ADJACENT SHEAR PANEL.
3. ALL EXTERIOR WALLS SHALL BE SHEARWALL "W1" UNLESS
NOTED OTHERWISE
iIIII lhg lasleners
able - Seismic Force
' OSB Table
6" spacing o.c.
140 1 1/2 16 Gage Staples
200 6d Nails
220 8d Nails
4" spacing o.c.
210 1 1/2 16 Gage Staples
300 6d Nails
320 8d Nails
3" spacing o.c.
280 1 1/2 16 Gage Staples
390 6d Nails
410 8d Nails
2" spacing o.c.
360 1 1/2 16 Gage Staples
510 6d Nails
530 8d N ails
7/16 OSB Table
6" spacing o.c.
155 1 1/2 16 Gage Staples
240 8d Nails
4" spacing o.c.
230 1 1/2 16 Gage Staples
350 8d Nails
3" spacing o.c.
310 1 1/2 16 Gage Staples
450 8d Nails
2" spacing o.c.
395 1 1/2 16 Gage Staples
585 8d Nails
w
i
1
15/32
260
380
490
640