HomeMy WebLinkAboutSTRUCTURAL CALCULATIONS - 17-00701 - 1204 Franklin Dr - New SFRWITITM Structural Engineering
1020 Lincoln Road Phone: 208.227.8404
Idaho Falls, ID 83401 Fax: 208.227.8405
www.frost-structural.com
iSTRUCTURAL CALCULATIONS
Project: Stevens Home Design
Client: Detailed Drafting, Inc.
Project No.: IF17-286
Date: November 2, 2017
Engineer: BSK
SEAL:
�S
�\ONAL �4Gi
S T6 y�P
1 6
s
fATFOF
L B Pk
11/02/2017
K= Structural Engineering
Design Gravity Loads
Risk Category = t t [see ASCE 7 Table 1.5-1]
Roof Loads:
1/2" plywood or OSB
10" batt insulation (R-30)
prefab wood trusses at 24" o.c.
12"gypboard
mechanical/miscellaneous
Snow Loads: per ASCE 7
5.0
1.7
1.0
3.5
2.2
50 psf (ground snow load)
Ce =
1.6
Ct =
deflection limits
DL= 15.0
psf
LL joist LL beam TL
S = 35
psf
L1360 L1360 L/240
Lr= 20
psf
U360 L1360 L1240
Factor
Pg =
50 psf (ground snow load)
Ce =
0.9 exposure Factor
Ct =
1.1 thermal factor
Snow, Pf = 0.70CeCt(Is)Pg =
34.7 psf (FLAT Roof)
unobstructed slippery surface (YIN): N
roof slope = 8/12
roof angle = 33.7 degrees
CS = 1.00 slope factor
Snow, Ps = CsPf = 34.7 psf (SLOPED Roof)
Exterior Walls:
12" plywood or OSB
2x wood studs at 16" o.c.
6" batt insulation (R-25)
5/8" gypboard
miscellaneous
4.0
1.7
1.2
1.5
2.8
3.8
DL= 15.0
deflection limits
L240
Project Name:
Project No.:
Eng.:
Date :
Sheet :
Stevens Home Design
I IF 17-286
1 BSK
1 11/02/17
1 1 of 21
Structural Engineering
Design Lateral Loads
Risk Category = 11 (see ASCE 7 Table 1.5-1]
Seismic Loads:
Analysis Procedure: ...........................................
Importance Factor ..............................................
SiteClass...........................................................
Mapped Spectral Response Accelerations:
St.............
Ss.............
Design Spectral Response Accelerations:
... Equivalent Lateral Force Procedure
... 1.00
... D
... 0.157 g
... 0.447 g
SDI ................. 0.228 g
SDs ................. 0.430 g
Seismic Design Category ....................................... D
Seismic Force -Resisting System(s):
Lateral System ...........
R...........
na...........
Cd...........
Cs...........
Seismic Weight, W
Wind Loads:
Light -frame (wood) walls sheathed
...... with wood structural panels rated
...... 6.5
3
4
...... 0.066
...... 44.7 kips
Design Wind Speed (ultimate) ...............................
115
MPH
Wind Exposure......................................................
C
Stevens Home Design
Enclosure Classification .........................................
Enclosed
Internal Pressure Coefficient .................................
0.18
Component & Cladding Pressures:
Roof (uplift -zone 1) .................
24.7
psf
Roof (net uplift -zone 1) .................
11.2
psf
Roof (uplift -zone 2) .................
29.6
psf
Roof (net uplift -zone 2) .................
16.1
psf
Walls (zone 4) .................
30.5
psf
Walls (zone 5) .................
37.0
psf
Project Name:
Project No.:
Eng.:
Date:
Sheet :
Stevens Home Design
I I
BSK
1 11/02/17
1 2 of 21
Structural
Project Name:
Project No.:
Eng.:
Date:
sheet
Stevens Home Design
I I
BSK
1 11102117
3 of 21
LL
� x
,:
wen.•am
.w
tf
r
{.
._
N,
-
Lacatlon Information
X
;
Latitude, Longitude: 43.801,-111.786
$t_
Elevation: 5046 it
j
Normalized Ground Snow Load(NGSL1: 0.010185psf/ft -
I
Ground Snow Load: 51 Ib/ft2
1'
N' 3ktis
t -i
5:451G=.r
Project Name:
Project No.:
Eng.:
Date:
sheet
Stevens Home Design
I I
BSK
1 11102117
3 of 21
LL
Structural En
User—Specified Input
Report Title Stevens Homes
Thu November 2, 2017 15:13:51 UTC
Building Code Reference Document 2012/2015 International Building Code
(which utilizes USGS hazard data available in 2008)
Site Coordinates 43.800710N,111.78602eW
Site Soil Classification Site Class D - "Stiff Soil"
Risk Category I/II/III
USGS—Provided Output
Ss = 0.447 g SMs = 0.645 g See = 0.430 g
Sl = 0.157 g SM2 = 0.341 g Sei = 0.228 g
For information on how the SS and S3 values above have been calculated from probabilistic (risk -targeted) and
deterministic ground motions in the direction of maximum horizontal response, please return to the application and
select the "2009 NEHRP" building code reference document.
a12
a,e
Q1
ata
� a+z
a»
N
a2A
all
all
102
am
MCEe Response Spectrum
Pwlo1 T (se0)
asl
au
aaa
Q}5
am
M
u an
N
am
a15
QIa
Q05
am
Des�y+i Response Spectrum
Pni" T (sec)
Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the
accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge.
Project Nome:
Project No.:
Eng.:
Date:
Sheet:
Stevens Home Design
I IF17-286
BSK
1 11/02/17
4 of 21
OTTeTM Structural Engineering
nSCF 7 Wiw' : -.�[- F 7 Ground Snow Load Related Resources Sponsors About ATC Contact
Search Results
Query Date: Thu Nov 02 2017
Latitude: 43.8007
Longitude: -111.7860
ASCE 7-10 Wlndspeads
(3 -sec peak gust in mph*):
Risk Category I: 105
Risk Category II: 115
Risk Category III-IV: 120
MRI** 10 -Year: 76
MRI*" 25 -Year: 84
MRI*" 50 -Year: 90
MRI*" 100 -Year: 96
ASCE 7-05 Windspeed:
90 (3 -sec peak gust in mph)
ASCE 7-93 Windspeed:
73 (fastest mile in mph)
'Miles per hour
'Mean Recurrence Interval
Users should consullwilh local building officials
to determine H there are community -specific wind speed
requirements that govern.
WINDSPEED WEBSITE DISCLAIMER
While the information presented on this website is believed to be correct, ATC and its sponsors and contributors
assume no responsibility or liability for its accuracy. The material presented in the windspeed report should not
be used or relied upon for any specific application without competent examination and verification of its
accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the
use of this information replace the sound judgment of such competent professionals, having experience and
knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in
interpreting and applying the results of the windspeed report provided by this website. Users of the information
from this website assume all liability arising from such use. Use of the output of this website does not imply
approval by the governing building code bodies responsible for building code approval and interpretation for the
building site described by latitude/longitude location in the windspeed load report.
Project Name:
Project No.:
Eng.:
Date:
Sheet
Stevens Home Design
IF.17-286
8SK
1 11/02/17
1 5 of 21
Structural
Wood Stud Wall Design
Design based on NDS 2012
Location: ITypical 11'-0" Plate
Height (ft) = 11.0
Trimmer Studs (TS)
Gravity Loads to Wall:
P (lbs) = 330
per stud
1
Le/d = 24.0 < 50 OK
2
DL(psf)
LL(psf)
trib(ft)
w
e(in)
deflection < U 240
roof snow
15
35
16.5
825
0
wind/seismic (W/S) W
floor live load
0
0
0
0
0
wind load, w (psf) = 30.7 (Due to Wind)
wall weight
0
0
0
0.6 ' w = (psf) 18.4
misc. live load
0
0
0
0
0
snow load? (Y/N) Y
w (total uniform load) =
825
pit
Lumber Grade: (DF No. 2)
Load Cases:
D + 0.6*W
CD = 1.60
Trimmer Studs (TS)
King Studs (KS)
P (lbs) = 330
per stud
1
M (Ib -ft) = 371
2
2
F, (psi) = 828
2
3
Fc' (psi) = 757
3
4
fc (psi) = 40
< Fc'
OK
Fb' (psi) = 2153
1
1
fb (psi) = 589
< Fb'
OK
CSR = 0.29
< 1.0
OK
4 (in.) = 0.17
= L1775
OK
D + 0.75•(0.6•W + S + LL)
CD = 1.60
Trimmer Studs (TS)
King Studs (KS)
P (lbs) = 578
per stud
1
M (Ib -ft) = 279
2
2
FSE (psi) = 828
2
3
I'd (psi) = 757
3
4
fc (psi) = 70
< Fc'
OK
Fb' (psi) = 2153
1
1
to (psi) = 442
< Fb'
OK
CSR = 0.23
< 1.0
OK
A (in.) = 0.13
= L/1034
OK
D+S
CD = 1.15
Trimmer Studs (TS)
King Studs (KS)
P(Ibs)=1100
per stud
1
M (Ib -ft) = 0
2
2
FCE (psi) = 828
2
3
Fc' (psi) = 722
3
4
fc (psi) = 133
< Fc'
OK
Fb' (psi) = 1547
1
1
to (psi) = 0
< Fb'
OK
CSR = 0.03
< 1.0
OK
4 (in.) = 0.00
= U5000
OK
Typical 11'-0" Plate USE: 2 x 6 at 16" O.c. (OF No. 2)
Framing atOpenings:
Trimmers: King Studs:
Trimmer supports only vertical load ... King stud supports only bending ...
Peep (lbs) = 5956 Mcap (Ib -ft) = 1180
Rcap (lbs) = 5156 (bearing govems) trib width capacity (ft) = 4.23 for M < Mcap (govems)
trib width capacity (ft) = 4.31 for A < L / 240
Open Width (ft)
Trimmer Studs (TS)
King Studs (KS)
< 7'-1"
1
1
7'-1" to 15'-7"
2
2
15'-7" to 24'-0"
2
3
24'-0" to 32'-6"
3
4
9
1
2
4
1
1
3
1
1
Project Name:
Project No.:
Eng.:
Date:
Sheet:
Stevens Home Design
I IF17-286
BSK
1 11/02/17
1 6 of 21
ICITIM Structural Engineering
Design Lateral Seismic Loads
Equivalent Lateral Face Procedure per 2012 IBC and Chapters 11 and 12 of ASCE 7-10
Key Plan Area = 1
Risk Category = 11 (ASCE 7-f0 table 1.5-1 & 20121BC table 1604.51
Seismic Design Category = D (perASCE 7-10 tables 11.6-1 and 11.6-2,
Importance Factor IE = 1.00 [see ASCE 7-10 table 1.5-2]
Site Class = D
Seismic Force Resisting System (Table 12.2-1) = A.Light-frame (wood) walls sheathed with wood
structural panels rated for shear resistance
Response Modification Coefficient, R = 6.5
Overstrength factor, M = 3
Deflection Amplification Factor, Cd = 4
Design Spectral Response Accelerations:
Ss = 44.7% St = 15.7% (per USGS Earthquake Ground Motion Tool]
Fa = 1.44 Fv = 2.17 (perASCE 7-10 table 11.4-1 & 11.4-21
Sms = 0.645g SmI = 0.341g [ASCE 7-10 equation 11.4-1 & 11.4-2]
SDS = 0.430g SDI = 0.227g (ASCE 7-10 equation 11.4-3 & 11.4-41
TL = 6 Cs = 0.066
Ct= 0.020 Cs -max= 0.290
x = .0.750 Cs -min = 0.019
CS (wntrols)= 0.066
Main Seismic Force Resisting System:
V=CsW= 3.0
T=0.121
To= 0.106
Ta = 0.121
Ts = 0.529
Tmax= 0.169
Sa= 0.430
Cu= 1.4
k= 1.00
(perASCE 7-10 equation 12.8-1)
Vertical Distribution of Main Seismic Force Resisting System (perASCE 7-10 section 12.8.3)
Level hx (ft) wx (kip) wx hxk (kip -ft) C, Fx (kip) V. (kip)
Roof 11 44.7 491 1.000 3.0 3.0
45 491 1.0
Transverse Diaphragm Design Forces (perASCE 7-10 section 12.10.1.1)
Level hx (ft) wpx (kip) Fwl (kip) AFI (kip) Fpx(min) (kip) Fpx(max) (kip) Fpx (kip)
Roof 11 39.7 39.7 2.6 3.4 6.8 3.4
Longitudinal Diaphragm Design Forces [perASCE 7-10 section 12.10.1.1)
Level hx (ft) wpx (kip) Fw (kip) FF (kip) Fpx(min) (kip) Fpx(max) (kip) Fp. (kip)
Roof 11 38.0 38.0 2.5 3.3 6.5 3.3
Project Name:
Project No.:
Eng.:
Date:
Sheet :
Stevens Home Design
IF17-286
BSK
1 11/02/17
1 7 of 21
Structural Engineering
Seismic Weiahts
Level= Roof
Area= 1
Eng.:
Total Seismic Weight =
44.7
Walls
I IF17-286
BSK
Roof / Floor
8 of 21
Long. Wall Length (ft) =
81.5
0
Area (ft^2) =
1500
0
Trans. Wall Length (ft) =
60
0
Dead Load (psf) =
15
0
Plate Height (ft) =
11
0
Live / Snow Load (psf) =
35
0
Parapet Height (ft) =
0
0
% Live / Snow Load =
20%
0%
Wall Weight (psf) =
15
0
Int. Partition Load (psf) =
0
0
Misc. (lbs) =
0
0
Misc. (lbs) =
0
0
Long. Weight (k) =
6.7
0.0
Weight (k) =
33.0
0.0
Trans. Weight (k) =
5.0
0.0
Total Long. Weight (k) =
39.7
Total Trans. Weight (k) =
38.0
Project Name:
Project No.:
Eng.:
Date :
Sheet :
Stevens Home Design
I IF17-286
BSK
1 11/02/17
8 of 21
Structural Engineerin
Wind Loads - MWFRS hs60' (Low-rise Buildings) Enclosed/partially enclosed only.
Kz = Kh (case 1) = 0.85 Edge Strip (a) = 3.0 ft
Base pressure (qh) = 24.6 psf End Zone (2a) = 6.1 ft
GCpi = +/-0.18 Zane 2 length = 15.1 ft
Wind Pressure Coefficients
Ultimate Wind Surface Pressures (psf)
1
CASE A
22.8 psf
-6.6 -15.5
2
CASE B
28.7 psf
-12.5 -21.4
3
e = 33.7 deg
1 9 of 21
-4.7 -13.5
4
-4.7 -13.5
Surface
GC f
w/-GCpi
w/+GCpi
14.2 5.4
GC f
w/-GCpi
w/+GCpi
1
0.56
0.74
0.38
-7.4 -16.2
-0.45
-0.27
-0.63
2
0.21
0.39
0.03
-8.6 -17.4
-0.69
-0.51
-0.87
3
-0.43
-0.25
-0.61
19.4 10.6
-0.37
-0.19
-0.55
4
-0.37
-0.19
-0.55
-0.45
-0.27
-0.63
5
0.40
0.58
0.22
6
1
-0.29
-0.11
-0.47
1 E
0.69
0.87
0.51
-0.48
-0.30
-0.66
2E
0.27
0.45
0.09
-1.07
-0.89
-1.25
3E
-0.53
-0.35
-0.71
-0.53
-0.35
-0.71
4E
-0.48
-0.30
-0.66
-0.48
-0.30
-0.66
5E
0.61
0.79
0.43
6E
-0.43
-0.25
-0.61
Ultimate Wind Surface Pressures (psf)
1
18.2 9.3
22.8 psf
-6.6 -15.5
2
9.6 0.7
28.7 psf
-12.5 -21.4
3
-6.1 -15.0
1 9 of 21
-4.7 -13.5
4
-4.7 -13.5
-6.6 -15.5
5
14.2 5.4
6
-2.7 -11.5
1E
21.4 12.5
-7.4 -16.2
2E
11.1 2.2
-21.9 -30.7
3E
-8.6 -17.4
-8.6 -17.4
4E
-7.4 -16.2
-7.4 -16.2
5E
19.4 10.6
6E
-6.1 -15.0
Parapet
Windward parapet = 0.0 psf (GCpn = +1.5)
Leeward parapet = 0.0 psf (GCpn = -1.0)
Horizontal MWFRS Slm Dle Diaphragm Pressures (Ds
Transverse direction (normal to L)
Interior Zone: Wall
22.8 psf
Roof
15.7 psf
End Zone: Wall
28.7 psf
Roof
19.6 psf
Longitudinal direction (parallel to L)
Interior Zone: Wall 16.9 psf
End Zone: Wall 25.5 psf
Windward roof
overhangs = 17.2 psf (upward) add to
windward roof pressure
WINDWARD
ovERxANa ❑7 vnNDwARD RooF
I I fT1--f-f-T-j�� LEEWARD RODE
1 1 1 1 1 1 1 1 1 1 2TTf-TTTTI
VERTICAL
3
TRANSVERSE ELEVATION
WINDWARD ROOP
tFFWARD ROOF
1 1 1 1 1 1 l l l I ITTT1TfTl
VERTICAL
a�
LONGITUDINAL ELEVATION
Project Name:
Project No.:
Eng.:
Dote:
Sheet:
Stevens Home Design
I IF 17-286
BSK
11/02/17
1 9 of 21
4
Structural Engineers
Location of MWFRS Wind Pressure Zones
f/2
CASE A \tTVD DIRECTION
RA\GE
ZONE 2: lessor of
0.5 B or 2.5 h
If 2 is negative
CASE B
q'Ii'D DIRECTION
RANGE
NOTE: Torsional loads are 25% of zones 1 - 6. See code for loading diagram.
ASCE 7 -99 and ASCE 7-10 M later)
f2isn2Sh
3 E /2
If 2 is negati,
2E i
8
1
5
(E NIl\ID DIRECTION
Transverse Direction Longitudinal Direction
NOTE: Torsional loads are 25% of zones 1 - 4. See code for loading diagram.
I
MIND DIRECTION
Project Nome:
Project No.:
Eng.:
Date :
Shee1 :
Stevens Home Design
I IF 17-286
1 BSK
1 11/02/17
1 10 of 21
Structural Engineering
Wind Loads - Components & Claddina : h <= 60'
Kh (rase 1) = 0.85 In = 15.4 It
Base pressure (qh) = 24.6 psi a = 3.0 ft
Minimum parapet ht = 0.0 It GCpi = +/-0.18
Roof Angle (0) = 33.7 deg
Type of roof = Hip
Code doesn't provide data for hip roofs with angles <=7 deg or >27 deg. Gable values shown.
Roof
Area
Negative Zone 1
Negative Zone 2
Negative Zone 3
Positive All Zones
Overhang Zone 3
Overhang Zone 3
Parapet
Ultimate Wind Pressures
GCp +/-GCpi
Surface Pressure (psf)
User input
10 at
50 at
100 sf
10 at
50 sf
100 at
75 sf
500 sf
-1.18
-1.04
-0.98
-29.0
-25.5
-24.1
-24.7
-24.1
-1.38
-1.24
-1.18
-33.9
-30.5
-29.0
-29.6
-29.0
-1.38
-1.24
-1.18
-33.9
-30.5
-29.0
-29.6
-29.0
1.08
1.01
0.98
26.5
24.8
24.1
24.4
24.1
-2.00
-1.86
-1.80
-49.1
-45.7
-44.2
44.8
-44.2
-2.00
-1.86
-1.80
-49.1
-45.7
-44.2
-44.8
-44.2
Overhang pressures in the table above assume an internal pressure coefficient (Gcpi) of 0.0
Overhang soffit pressure equals adj wall pressure (which includes internal pressure of 4.4 psf)
qp = 0.0 psf
CASE A = pressure towards building (pos)
CASE B = pressure away from bldg (neg)
Walls
Area
Negative Zone 4
Negative Zone 5
Positive Zone 4 & 5
Solid Parapet Pressure
Surface
Pressure
s user input
10 sf
100 sf
500 at 20 at
;ASE A: Interior zone:
Corner zone:
0.0
0.0
0.0
0.0
0.00.0
0.0 0.0
:ASE B: Interior zone:
Corner zone:
0.0
0.0
0.0
0.0
0.0 0.0
0.0 0.0
GCp +/- GCpi
Surface Pressure (psf)
I User input
lo sf
100 at
T 500 sf
I to sf
100 sf
I 500 sf
1 15 sf
200 at
-1.28
-1.10
-0.98
-31.4
-27.1
-24.1
-30.7
-25.8
-1.58
-1.23
-0.98
-38.8
-30.1
-24.1
-37.3
-27.5
1.18
1.00
0.88
29.0
24.6
21.6
28.2
23.3
Project Name:
Project No.:
Eng.:
Date :
Sheet
Stevens Home Design
1 I1`17-286
1 BSK
11/02/17
11 of 21
Structural Engineering
Location of C&C Wind Pressure Zones
Roofs w/ 6 < 10°
and all walls
h>60'
WALL
Walls h:5 60' Gable, Sawtooth and
& all design h<90' Multispan Gable 0<_ 7 degrees &
Monoslope < 3 degrees
h!5 60'& all design h<90'
Monoslope roofs Multispan Gable &
10` < 0 - 30° Gable 7° < 0 < 45°
h <_ 60'& all design h<90'
1
Ultimate Wind Pressures
O I O
O i O
Monoslope roofs
3° < 0 5 10°
h <_ 60'& alt design h<90'
Hip < 0 i527°
Sawtooth 10° <6 5 45°
h:5 60'& alt design h<90'
Project Name:
Project No.:
Eng.:
Date :
Sheet
Stevens Home Design
I IFI 7-286
1 BSK
1 11102117
12 of 21
IMMMM Structural Engineering
Wind Lateral Load Vertical Distribution for MWFRS <=60'
Key Plan Area = 1
Project No.:
Risk Category = II
(ASCE 7-10 table 1.5-1 & 2012 IBC table 1604.51
Wind Speed= 116
(see ASCE7-10Hazard Maps, figures 28.5-11
Exposure =C
(see ASCE 7-10section 26.7.3]
Importance Factor 6 = 1.00
(see ASCE 7-10tab/e 1.5-2]
Bldg/Area Length, L (ft)= 40.75
Bldg/Area Width, W (ft)= 30.25
Edge Strip (a) (ft)= 3
End Zone (2a) (ft)= 6
Transverse Direction (normal to L):
Roof Type (receiving wind) = Hip
Use Only End Zone Pressures = N
Interior Pressure (psf) = 22.8
Roof Interior Pressure (psf) = 15.7
End Zone Pressure (psf) ='28.7
Roof End Zone Pressure (psf) = 19.6
Windward Parapet Pressure (psf) = 0.0
Leeward Parapet Pressure (psf) = 0.0
Overall Structure Height,Hx (ft) = 20.5 OK
Vertical Distribution of Main Wind Force
Longitudinal Direction (parallel to L):
Roof Type (receiving wind) = Hip
Use Only End Zone Pressures = N
Interior Pressure (psf) = 16.9
Roof Interior Pressure (psf) = 15.7
End Zone Pressure (psf) = 25.5
Roof End Zone Pressure (psi) = 19.6
Windward Parapet Pressure (psf) = 0.0
Leeward Parapet Pressure (psf) = 0.0
Overall Structure Height,Hx (ft) = 20.5 OK
Total: 192 5.8
Project Name:
Project No.:
Eng.:
Date:
Sheet:
Stevens Home Design
I IF17-286
BSK
1 11/02/17
1 13 of 21
Structural Engineering
Portal Frame with Hold Downs
2012 IBC and APA TT-10OF
Wood Framing: Douglas -Fir aSuuhem Pine
Shear
Line :=
VSEISMIC= 1,500
lbs
Eng.:
E=0.70 x V= 1,050
lbs
WWND= 2,900
lbs
1 BSK
F=0.69x W= 1,740
lbs
Consider Drift Limits?: Yes
C&C Wall Wind Pressure, p = 28.3
psi
pwsD) =0.6 x p = 17.0
psf
portal frame wall segments
length(m)
24
24
opening height(ft)
8.3
8.3
plate height(R)
11
11
Opening width (h)
9
9
Wall Thicknessim)
6
6
header depth (in)
11.875
11.875
Seismic Allowable Shear (1b)
1,312
1,312
Wind Allowable Shear (15)
1,837
1,837
Vertical Strap Load (Ib)
1,842
1,842
Vertical Strap
MSTC40
MSTC40
System Totals
Selslmic Allowable Shear (Ib)= 2,624 OK
Wind Allowable Shear (lb) = 3,674 OK
Project Name:
Project No.:
Eng.:
Date:
Sheet :
Stevens Home Design
I IF 17-286
1 BSK
1 11/02/17
1 14 of 21
Structural Engineering
Wood Stud Shear Walls
2012 INTERNATI0NAL BUILDING CODE (18C)
Shear Wood Framing: Douglas -Fe
Line :0
Mot (#-lbs) 11550
DL factor A = 1.06
A x wDL (ph) 413
End Post Compression(lbs) 2113
DL factor B 0.54
B x wDL (pit) 211
End Post Uplift for Anchor Holdowns(lbs) 0
End Post Uplift for Straps (lbs) 0
F (lbs) 1740
shear (plf) 118
suggested shearwall # 5
Mot (1 lbs) 19140
wDL (plf) 390
End Post Compression(Ibs) 2496
DL factor 0.60
C x wDL (plg 234
End Post Uplift for Anchor Holdowas (lbs) 0
End Post Uplift for Straps (lbs) 0
Maximum End Post Compression (lbs) 2496
Recommended Minimum End Post for Compression (2) 2x6
Controlling Anchor Holdown Uplift (lbs) 0
Recommended Anchor Holdown
Anchorat Midwall
Anchor at Comer
Anchor at Endwall
Controlling Strap Holdown Uplift (lbs) 0
Recommended Strap Holdown at Midwall
Recommended Strap Holdown at Corner
Recommended Strap Holdown at Endwall
I Line 1. Use: SW5 1
Project Name:
VSEISMIC = 1,500
We
Sos =
0.430g
E=0.70 x V- 1,050
lbs
S.D.C.=
D
15 of 21
WWND = 2,900
lbs
F = 0.60 x W = 1,740
lbs
total length of shear walls = 14.75 ft
wall segments:
1
2
3 4 5 6
Roof OL (psp =
15 length (it)
148
Floor DL (psp =
0 height (it)
11.0
Wall OL (lost) =
15 roof trib. (ft)
15.0
floor trib. (ft)
0.0
Distance hom HD to Endof Wall (in)
6
Wall Thickness (in)
6
Shearwall Anchored Into.
Concrete
aspect ratio
0.7
smic
F(lbs)
1050
shear (p10
71
Seismic factor 2wA
1.00
allowable shear (,oft
260
Mot (#-lbs) 11550
DL factor A = 1.06
A x wDL (ph) 413
End Post Compression(lbs) 2113
DL factor B 0.54
B x wDL (pit) 211
End Post Uplift for Anchor Holdowns(lbs) 0
End Post Uplift for Straps (lbs) 0
F (lbs) 1740
shear (plf) 118
suggested shearwall # 5
Mot (1 lbs) 19140
wDL (plf) 390
End Post Compression(Ibs) 2496
DL factor 0.60
C x wDL (plg 234
End Post Uplift for Anchor Holdowas (lbs) 0
End Post Uplift for Straps (lbs) 0
Maximum End Post Compression (lbs) 2496
Recommended Minimum End Post for Compression (2) 2x6
Controlling Anchor Holdown Uplift (lbs) 0
Recommended Anchor Holdown
Anchorat Midwall
Anchor at Comer
Anchor at Endwall
Controlling Strap Holdown Uplift (lbs) 0
Recommended Strap Holdown at Midwall
Recommended Strap Holdown at Corner
Recommended Strap Holdown at Endwall
I Line 1. Use: SW5 1
Project Name:
Project No.:
Eng.:
Dote :
Sheet :
Stevens Home Design
I IF17-286
BSK
1 11/02/17
15 of 21
Structural Eng
Wood Stud Shear Walls
2012 INTERNATI0NAL BUILDING CODE (IBC)
Shear
525
Wood Framing: Douglas-Fh
Line :2=
263
263
Seismic factor 2wA
0.57
VSEISMIC= 1,500
Itis
SDS= 0.4309
280
E=0.7Ox V= 1,050
Itis
S.D.C.= D
Mot (ft -lbs)
WNND= 2,900
Itis
DL tactorA =
1.06
F=0.60 xW= 1,740
lbs
382
382
End Post Compression(lbs)
3228
total length of shear walls= 4.00 ft
DL (actor B
waffsegments..
1
2 3 4 5 6
Roof OL (psf) =
15 length (ft)
2.0
2.0
Floor OL (psf) =
0 height (ft)
7.0
7.0
Wall OL (psf) =
15 rooftrib. (ft)
17.0
17.0
floor tdb. (ft)
0.0
0.0
Distance from HD to End of Wall (in)
6
6
Wall Thicxness(in)
6
6
Shearwall Anchored Into:
Concrete
Concrete
aspect ratio
3.5
3.5
Selsmlc F (lbs)
525
525
shear (plf)
263
263
Seismic factor 2wA
0.57
0.57
allowable shear (ph)
280
280
suggested shearwall #
7
7
Mot (ft -lbs)
3675
3675
DL tactorA =
1.06
1.06
A x wDL (pit)
382
382
End Post Compression(lbs)
3228
3228
DL (actor B
0.54
0.54
B x wDl (pit)
194
194
End Post Uplift for Anchor Holdowns(Ibs)
2425
2425
End Post Uplift for Straps (Ibs)
1906
1906
Wind F (lbs)
870
B70
shear (ph)
435
435
suggested shearwall#
6
6
Mot (ft -lbs)
6090
6090
wDL (pit)
360
360
End Post Compression(lbs)
3715
3715
DL factor C
0.60
0.60
C x wDL (pit)
216
216
End Post Uplift for Anchor Holdowns(lbs)
4154
4154
End Post Uplift for Straps (lbs)
3264
3264
Maximum End Post Compression (lbs)
3715
3715
Recommended Minimum End Post for Compression
(2) 2X6
(2) 2x6
Controlling Anchor Holdown Uplift (lbs)
4154
4154
Recommended Anchor Holdown
HTT4
HTT4
Anchor at Midwall
SSTB16
SSTB76
Anchor at Comer
SSTB20
8ST820
Anchorat Endwalf
SSTB20
SSTB20
Controlling Strap Holdown Uplift (lbs)
3264
3264
Recommended Shap Holdown at Midwall
STHD10
STHD10
Recommended Strap Holdown at Comer
STHD10
STHD10
Recommended Strap Holdown at Endwall
STHD14
STHD14
I Line 2, Use: SW7 SW7 1
Project Name:
Project No.:
Eng.:
Date :
Sheet
Stevens Home Design
I IF17-286
1 BSK
11/02/17
16 of 21
Structural Engineering
Wood Stud Shear Walls
2012 INTERNATIONAL BUILDING CODE (IBC)
Shear
260
Wood Framing: Douglas -Fir
Line :0
5
5
Mot (ft -lbs)
5250
VSEISMIC= 1,500
lbs
SDs= 0.430g
1.06
E =0.7O x V= 1,050
Itis
S.D.C. = D
End Post Compression(lbs)
WWND = 4,550
Itis
DL factor B
0.54
F=0.6Ox W= 2,730
lbs
0
0
Recommended Strep Holdown at Midwall
total length of shear walls = 22.00 It
Recommended Strap Holdown at Comer
wall segments:
1
2 3 4 5 6
Roof DL (pst) =
15 length (#)
11.0
11.0
Floor DL (psf) =
0 height (ft)
10.0
10.0
Wall DL (psf) =
15 rooftrib. (ft)
3.5
3.5
floor trib. (ft)
0.0
0.0
Distance hum HD to End of Wall (in)
6
6
Wall Thicknew (in)
6
6
Shearv+all Anchored Into:
Concrete
Concrete
aspect ratio
0.9
0.9
Seismic
F (lbs)
525
525
shear (ph)
48
48
Seismic factor 2w11
1.00
1.00
allowable shear (pli)
260
260
suggested shearwall #
5
5
Mot (ft -lbs)
5250
5250
DL factorA =
1.06
1.06
A x wDL (pit)
215
215
End Post Compression(lbs)
1189
1189
DL factor B
0.54
0.54
B x wDL (plo 109 109
End Post Uplift for Anchor Holdowns(lbs) 0 0
End Post Uplift for Straps (Ibs) 0 0
F (lbs)
1365
1365
shear(plo
124
124
suggested shearwall #
5
5
Mot (#-lbs)
13650
13650
wDL (pit)
203
203
End Post Compression(lbs)
1877
1877
DL factor
0.60
0.60
C x wDL (pit) 122 122
End Post Uplift for Anchor Holdown(lbs) neglect neglect
Maximum End Post Compression (lbs)
1877
1877
Recommended Minimum End Post for Compression
(2) 2x6
(2) 2x6
Controlling Anchor Holdown Uplift (lbs)
0
0
Recommended Anchor Holdown
1 17 of 21
Anchorat Midwall
Anchor at Comer
Anchor at Endwall
Controlling Strap Holdown Uplift (lbs)
0
0
Recommended Strep Holdown at Midwall
Recommended Strap Holdown at Comer
I Line A SW5 SW5 1
Project Name:
Project No.:
Eng.:
Date :
Sheet :
am
Stevens Home Design
I IF17-286
1 BSK
1 11/02/17
1 17 of 21
Structural Engineering
Wood Stud Shear Walls
2012 INTERNATIONAL BUILDING CODE (IBC)
Shear Wood Framing: Douglas -Fir
Line :FB
F (lbs) 1050
shear (plo 81
Seismic factor 2wr1 1.00
allowable shear (plo 260
suggested shearwall # 5
Mot (R -lbs) 10500
DL factoril = 1.06
A x wDL (pit) 427
End Post Compression(lbs) 2193
DL factor 0.54
8 x wDL (plt) 217
End Post Uplift for Arich or Holdowns(Ibs) 0
F (lbs)
VSEISMIC= 1,500
lbs
210
SDs= 0.4309
5
E=0.70 xV- 1,050
lbs
wDL (p/t)
S.D.C.= D
End Post Compression(Ibs)
Ww1ND = 4,660
lbs
0.60
F = 0.60 x W = 2,730
lbs
total length of shear walls = 13.00 ft
wall segments:
1
2 3 4 5 6
Roof OL (pso =
15 length (#)
13.0
Floor DL (pso =
0 height (ft)
10.0
Wall OL (psfl =
35 roofthlb. (ft)
3.5
floor tob. (R)
0.0
Distance from HD to End of Well (in)
6
Wall Thickness (in)
6
F (lbs) 1050
shear (plo 81
Seismic factor 2wr1 1.00
allowable shear (plo 260
suggested shearwall # 5
Mot (R -lbs) 10500
DL factoril = 1.06
A x wDL (pit) 427
End Post Compression(lbs) 2193
DL factor 0.54
8 x wDL (plt) 217
End Post Uplift for Arich or Holdowns(Ibs) 0
F (lbs)
2730
shear (plo
210
suggested shearwall #
5
Mot (R -lbs)
27300
wDL (p/t)
403
End Post Compression(Ibs)
3350
DL factor
0.60
C x wDL (ph) 242
End Post Uplift for Anchor Holdowns(lbs) neglect
Maximum End Post Compression (lbs) 3350
Recommended Minimum End Post for Compression (2) 2x6
Controlling Anchor Holdown Uplift (lbs) 0
Recommended Anchor Holdown
Anchor at Midwall
Anchor at Comer
Anchor at Endwall
Controlling Strap Holdown Uplift (lbs) 0
Recommended Strap Holdown at Midwall
Recommended Strep Holdown at Corner
Recommended Strap Holdown at Endwall
Line B SW6
Project Name:
Project No.:
Eng,
Date :
Sheet :
Stevens Home Design
I IF17-286
BSK
11/02/17
18 of 21
cm
Structural Engineering
SHEAR WALL TYPES
1. SHEARWALL TYPES LISTED BELOW ARE NOT JOB SPECIFIC. SOME TYPES MAY NOT BE USED ON THE PLANS.
2. FRAMING MEMBER SUPPORTING MATERIAL SHALL BE SPACED AT IVON CENTER MAXIMUM,
3. ANCHOR BOLTS TO FOUNDATION SHALL BE 10 LONG AND SHALL BE EMBEDDED 71NCHES INTO CONCRETE. EXPANSION
BOLTS OR SHOT PINS MAY BE USED AT INTERIOR WALLS (AWAY FROM EDGE OF SLAB OR SLAB STEPDOWN) PER
SUPPLEMENTAL INSTRUCTIONS.
4. A MINIMUM OF 2ANCHOR BOLTS SHALL BE USED ON EACH BASE PLATE PIECE. PROVIDE 1 ANCHOR BOLT MINIMUM
WITHIN 91NCHES OF EACH END OF EACH PIECE.
5. PROVIDE CONTINUOUS DOUBLE 2X PLATE TOP PLATE AT ALL SHEAR WALLS AND EXTERIOR WALLS. UNLESS NOTED
OTHERWISE, LAP SPLICE TOP PLATE A MINIMUM OF 4.0' WITH 16d NAILS STAGGERED AT 2' ON CENTER (24-16d NAILS
TOTAL BETWEEN SPLICE JOINTS).
6. PROVIDE FULL HEIGHT DOUBLE STUDS AT ENDS OF SHEAR WALLS UNLESS NOTED OTHERWISE ON PLANS OR DETAILS.
Z BLOCK ALL PANEL EDGES. EDGE NAIL SHEATHING AT BLOCKED EDGES.
MARK
SHEATHING MATERIAL
EDGE NAILING
FIELD NAILING
BOTTOM PLATE
ATTACHMENT TO:
1
1/7 GYPBOARD (UNBLOCKED)
5d COOLER AT 7" O.C.
5d COOLER AT 7' O.C.
CONCRETE: 112' DW. A.B. AT 72' O.C.
ONE SIDE OF WALL
OR #6 SCREW AT 6' O.C.
OR #6 SCREW AT 12'0.C.
WOOD: 16d STAGGERED AT 16'0.C.
2
5/8' GYPBOARD (UNBLOCKED)
6d COOLER AT 7' O.C.
fid COOLER AT T O.C.
CONCRETE: 112' DIA. A.B. AT 72'0,C.
ONE SIDE OF WALL
OR N6 SCREW AT 6' O.C.
OR #6 SCREW AT 12'0.C.
WOOD: 16d STAGGEREDAT 12' O.C.
3
SWI
5d COOLER AT 7' O.C.
5d COOLER AT T O.C.
CONCRETE: INDIA. A.B. AT 48'O.C.
BOTH SIDES
ORR6 SCREW AT 6' O.C.
OR N6 SCREW AT 12' O.C.
WOOD: 16d STAGGERED AT 8' O.C.
4
SWI ONE SIDE
SEE ABOVE
SEE ABOVE
CONCRETE: 112'DIA. A.B. AT 36' O.C.
WOOD: 16d STAGGERED AT TO.C.
SW2 OTHER SIDE
5
7/16' APA RATED SHEATHING
8d COMMON AT 6' O.C.
8d COMMON AT 12" O.C.
CONCRETE: 112' DIA. A.B. AT 36" O.C.
(BLOCKED) ONE SIDE OF WALL
CONCRETE: 518' DIA. A.B. AT 48" O.C.
WOOD: 16d STAGGERED AT 6' O.C.
6
7/16" APA RATED SHEATHING
8d COMMON AT 4'0.C.
8d COMMON AT I22'O.C.
CONCRETE: 1/2'DIA. A.B. AT 24"O.C.
CONCRETE: 518" DIA. A.B. AT 32'0.C.
(BLOCKED) ONE SIDE OF WALL
WOOD: Hid STAGGERED AT 4' O.C.
7
7/16' APA RATED SHEATHING
8d COMMON AT T O.C.
8d COMMON AT 12' O.C.
CONCRETE: 112' DIA. A.B. AT 18' O.C.
CONCRETE: 5M' DIA. A.B. AT 26'0.C.
(BLOCKED) ONE SIDE OF WALL
WOOD: 16d STAGGERED AT 3' O.C.
6
7/16' APA RATED SHEATHING
Sd COMMON AT T O.C.
8d COMMON AT 12" O.C.
CONCRETE: 112' DIA. A.B. AT W O.C.
(BLOCKED) ONE SIDE OF WALL
CONCRETE: 518' DIA. A.B. AT 14'0.C.
WOOD: SDS 1/4X41/2 SCREWS AT 8'0.C.
3X OR (2)2X STUDSIBLOCKING AT
ADJOINING PANEL EDGES.
STAGGER AT ADJOINING
PANELEDGES
9
15!32" APA RATED SHEATHING
1 Od COMMON AT T O.C.
I Od COMMON AT 12'0.C.
CONCRETE: 11? DIA. A.B. AT 12'0.C.
CONCRETE: SIB' DIA. A.B. AT 20'0.C.
ONE SIDE OF WALL
WOOD: SDS 1/4X51/2 SCREWS AT 6' O.C.
3X STUDSIBLOCKING AT ADJOINING
PANEL EDGES. 3X BOTTOM PLATE.
STAGGER AT ADJOINING
PANEL EDGES
10
SW7 EACH SIDE
8d COMMON AT T O.C.
8d COMMON AT 12'0C.
CONCRETE: 518' DIA. A.B. AT 16'0.C.
WOOD: BOB 1105 1/2 SCREWS AT 4.5'O.C.
3X STUDSIBLOCKING AT ADJOINING
PANEL EDGES. 3X BOTTOM PLATE.
STAGGER AT ADJOINING
PANEL EDGES
11
SWB EACH SIDE
8d COMMON AT 2'0.C.
Bd COMMON AT 12" O.C.
CONCRETE: 518' DIA. A.B. AT 13'0.0.
WOOD: SDS 114X5112 SCREWS AT 4'O.C.
3X STUDSrBLOCKING AT ADJOINING
PANEL EDGES. 3X BOTTOM PLATE.
STAGGER AT ADJOINING
PANEL EDGES
12
SWB EACH SIDE
10d COMMON AT ?O.C.
IOd COMMON AT I2'O.C.
CONCRETE: 5/8'DIA. A.B. AT 10'O.C.
WOOD: BOB 114X5 It2 SCREWS AT 3'0.C.
3X STUDSIBLOCKING AT ADJOINING
PANEL EDGES. 3X BOTTOM PLATE.
STAGGER AT ADJOINING
PANEL EDGES
Doug -Fir
(plp
100
115
200
200
260
380
490
600
770
980
1200
1540
Project Name:
Project No.:
Eng.:
Date:
Sheet:
Stevens Home Design
I IF17-286
BSK
1 11/02/17
1 19 of 21
V
|N| q|§ )|
�@
F�/§
q4A
q4
q\@
q+
ooh
:.
V
|N| q|§ )|
�@
F�/§
q4A
q4
q\@
q+
b
'mzf"o
rBz a wo< e$am zo
; mi
z