HomeMy WebLinkAboutSTRUCTURAL CALCULATIONS - 11-00159 - Bountiful Place, LLC11 00159
Bountiful Place, LLC
STRUCTURAL ENGINEERING THAT'S RELIABLE
STRUCTURAL CALCULATIONS
for the
BOUNTIFUL PLACE
BYU-Idaho Student Housing
345 West 50 South
Rexburg, ID
MAY 3, 2011
iD Architecture Studio
Job # 2011.015
J.M. WILLIAMS and Associates, Inc.
2875 South Decker Lake Drive — Suite 275 — Salt Lake City, Utah 84119
Phone: 801.575.6455 — Fax: 801.575.6546 — Web Page: www.jmwa.com
INDEX
FOR STRUCTURAL CALLS.
1. BASIS FOR DESIGN 1-7
2. ROOF FRAMING 8-13
3. FLOOR FRAMING 14-37
4. WOOD STUD WALLS 38-53
5. FOOTINGS AND FOUNDATION 54-62
6. LATERAL ANALYSIS
ANALYSIS
63-72
KEYPLAN
73-76
CHORD FORCES
77-78
SHEAR WALLS
79-132
ANCHORS
133-168
J.M. WILLIAMS and Associates, Inc.
2875 South Decker Lake Drive - Suite 275 - Salt Lake City, Utah 84119
Phone: 801.575.6455 - Fax: 801.575.6456 - Web Page: www.jmwa.com
Project: BOUNTIFUL PLACE
BYU-Idaho Student Housing
345 West 500 South
Rexburg, ID
Elevation: 5060 ft (est.)
Owner/Client:
Giza Developement
Scope: Structural Analysis and Design, Structural Plans and Details
for a new 3 level residence
Code Criteria: Applicable Code(s): IBC2009
Snow: pg = 50psf, pf = 35psf
SeismicZone: D
Wind: 90mph, Exp. C
Soil: 2500psf
Frost: 36"
Soils report: Eagle Rock Engineering
Materials: Wood:
Structural Lumber:
Douglas Fir #2
Glu -lam Beams:
24f -v4 (simple span)
24f -v8 (continuous span)
Connections:
Simpson or equivalent
Steel:
Beams:
ASTM A992 (fy = 50ksi)
Columns:
ASTM A992 (fy = 46ksi)
ASTM A500 Grade B (fy = 46ksi)
Bolts:
A325 -N (steel -to -steel)
A307 (masonry or concrete)
F1554 (anchor bolts)
Concrete:
Strength:
fc = 2500 psi (design)
fc = see spec. (construction)
Reinforcing Steel:
Grade 60
WILLIMAS and Associates, Inc.
MJ.M.
2875 South Decker Lake Drive — Suite 275 — Salt Lake City, Utah 84119
Phone: 801.575.6455 — Fax: 801.575.6546 — Web Page:
www.'mwa.com
DESIGN LOADS:
FLOOR LIVE LOAD:
Floor Live Load
= 40.0 psf
FLOOR DEAD LOAD:
Carpet/Wood
= 4.0 psf
1.5" Conc. Topping
= 18.0 psf
Subfloor (3/4" plywood)
= 2.5 psf
Framing
= 5.0 psf
Mechanical/Electrical
= 3.0 psf
Sprinklers
= 1.5 psf
Misc.
= 1.0 psf
Total Roof Dead Load
= 35.0 psf
FLOOR DEAD LOAD:
Conc over steel dec = 30.0 psf
Framing = 6.0 psf
Mechanical/Electrical = 3.0 psf
Sprinklers = 1.5 psf
Misc. = 4.5 psf
Total Roof Dead Load = 45.0 psf
2
(PROJECT:
J. M. WILLIAMS and ASSOCIATES - STRUCTURAL ENGINEERING
2875 South Decker Lake Drive - Suite 275 - Salt Lake City, Utah, 84119
Phone: 801-575-6455 - Fax: 801-575-6456 - Web: jmwa.com
DATE: 27 -Apr -11 SHEET:
Bountiful Place DESIGNED BY: ism JOB NO.:
SNOW LOADS
ASCE 7-05 (IBC '09, SEC. 1608)
Flat Roof Snow Load (Section 7.3)
Exposure Factor
Thermal Factor
Importance Factor
Ground Snow Load
Flat Roof Snow Load
Min. Flat Roof Snow Load
Sloped Roof Snow Load (Section 7.4)
Type of surface: Other Surface
Slope: 6 on 12 = 26.6 deg
Slope Factor
Sloped Roof Snow Load
Ice Dams on Eaves
Snow Load for Seismic Loading
CQ = 1.0
Ct = 1.0
I= 1.0
Pg = 50 psf
pf=0.7C,C,Ipg
Pg <_ 20
or
pfMM = Ipg
Pf = 35 psf
CS = 1.0
ps =CSPf
PS = 35 psf
P� = 2pf
Ps = 70 psf
(Table 7-2)
(Table 7-3)
(Table 7-4)
(Eq. 7-1)
pg > 20
PfMIV = 20I
(Figure 7-2)
(Eq. 7-2)
(Section 7.4.5)
Per Section 12.7.2 note #4, 20% of the actual roof snow load (regardless of the roof slope)is to be
added to the seismic dead load when determining the seismic force on a structure when the roof
snow load exceeds 30 psf.
Fraction of Snow Load to be Used
in Seismic Dead Load CS = 0.2
Addition Seismic Dead Load Due
To Roof Snow Load WS = CSPf Ws = 7.0 psf
J. M. WILLIAMS and ASSOCIATES - STRUCTURAL ENGINEERING
2875 South Decker Lake Drive - Suite 275 - Salt Lake City, Utah, 84119
Phone: 801-575-6455 - Fax: 801-575-6456 - Web: jmwa.com
PROJECT: DATE: 27 -Apr -11 SHEET: S
Bountiful Place DESIGNED BY: ism JOB NO.:
Unbalanced Roof Snow Load (Section 7.6) (Assumes a Hip and Gable Roof)
The design with unbalanced snow loading is not required if one of the following conditions are true:
Slope: 6 on 12 = 26.6 deg
Slope > 70 degrees False The structure needs to be
Slope < 70 +0.5 False designed for an
Slope < 2.38 degrees (1/2 to 12) False unbalanced snow loading
Eave to Ridge Distance (windward) W = 30.0 ft
Snow Density r = 0.13pg + 14< 30 (Eq. 7-3)
7 = 20.5 psf
Drift Height ha = 0.43' W a pg + 10 —1.5 (Figure 7-9)
11 = 2.2 ft
W<20
Leeward Side:
Unbalanced Load Extend Distance From Ridge
Pub = 1Pg tub = W
P6 = 50 psf 1�b = 30.0 ft
Windward Side: Unloaded
W>20
Leeward Side:
Pub — psf
Unbalanced Load Extend Distance From Ridge
Ppb =Ps+hdW'�S 1�b=8-FShd/3
P.b = 67 psf l.b = 8.4 ft
Windward Side: p b = 0•3Ps
P.b = 11 psf
J. M. WILLIAMS and ASSOCIATES - STRUCTURAL ENGINEERING
2875 South Decker Lake Drive - Suite 275 - Salt Lake City, Utah, 84119
Phone: 801-575-6455 - Fax: 801-575-6456 - Web: jmwa.com
PROJECT: DATE: 27 -Apr -11 SHEET: 6
Bountiful Place DESIGNED BY: JSM JOB NO.:
Sliding Snow Load (Section 7.9)
The design with sliding snow loading is not required if one of the following conditions are true:
Type of surface: Other Surface
Slope: 6 on 12 = 26.6 deg
Eave to Ridge Distance (upper roof) W = 21.5 ft
Sliding Snow Load
Psi = 301 plf
The sliding snow load is to be distributed uniformly on the lower roof over a
distance of 15 ft from the upper roof eave, or reduce proportionally
PSI = 20 psf
J. M. WILLIAMS and ASSOCIATES - STRUCTURAL ENGINEERING
2875 South Decker Lake Drive - Suite 275 - Salt Lake City, Utah, 84119
Phone: 801-575-6455 - Fax: 801-575-6456 - Web: jmwa.com
PROJECT: DATE: 27 -Apr -11 SHEET:
Bountiful Place DESIGNED BY: ism JOB NO.:
SNOW DRIFTING
luq w
L I. lug
Flat Roof Snow Load
Exposure Factor Ce = 1.0 (Table 7-2)
Thermal Factor C, = 1.0 (Table 7-3)
Importance Factor 1= 1.0 (Table 7-4)
Ground Snow Load Pg = 50 psf
Flat Roof Snow Load Pr = 35 psf (Eq. 7-1)
Drifts on Lower Roof
Upper Roof Length 1 = 122 ft (min = 25 ft)
Lower Roof Length 1 = 16 ft
Roof Hieght Difference h, = 8.5 ft
Snow Density y = 20.5 psf
Balanced Snow Height hb = 1.7 ft
Clear Hight From Top of Balanced Snow h� = 6.8 ft
NOTE:
a) If h,/h,, <0.2 then drift loads ate not required to be applied.
b) Use 0.75 haat all parapets and roof projection (AISC 7-05, Section 7.8)
Leeward. Drift Windward Drift
hd = 4.4 ft hd = 1.1 ft
wd= 17.7 ft wd= 4.5 It
Pd = 91 psf Pd = 23 psf
Forte SOLUTIONS REPORT floor, root mechanical joist
software Current Solution:: 1 piece(s) 117/8" TJI@ 210 @ 16" OC
0
All Dimensions Are Horizontal; Drawing is Conceptual
.Desi n Results
Actual @ Location
Allowed
rtes It
LDF
Member Reaction (Ibs)
990 @ 2 1/2"
1134
Passed (87%)
1.00
Shear (Ibs)
960 @ 3 1/2"
1655
Passed (58%)
1.00
Moment (Ft-Ibs)
2961 @ 6' 3 1/2"
3795
Passed (78%)
1.00
Live Load Dell. (in)
0.214 @ 6'3 1/2"
0.304
Passed (L/682)
--
Total Load Dee. (in)
0.257 @ 6'3 1/2"
0.608
Passed (1-1568)
--
Tl-Pro'" Rating
57
40
Passed
--
O
PASSED
System : Floor
Member Type: lost
Building Use : Residential
Building Code : IBC
Design Methodology : ASD
The purpose of this report is for product comparison only. Load and support information necessary for professional design review is not displayed here. Please print an
individual Member Report for submittal purposes.
Forte Software Operator Job Notes
Jeff Morton
,a -c .:-: - ".: •c ' ' plies
Pactti c'
s,f -P(O""Wa ihlj' V66
1.
WIUrrie:
117/8"
T310 210
1
12"
61
1.06
117/8"
TJI@ 210
1
16"
57
0.79
117/8"
TJI@ 360
1
12"
62
1.36
117/8"
TJI@ 360
1
16"
60
1.02
117/8"
T3I@ 560
1
12"
65
2,00
117/8"
TJI@ 560
1
16"
63
1.50
The purpose of this report is for product comparison only. Load and support information necessary for professional design review is not displayed here. Please print an
individual Member Report for submittal purposes.
Forte Software Operator Job Notes
Jeff Morton
Morton +Associates
(801(889-9187
mendastructaral@gmail.cam
4/27/2011 1:58:20 AM
iLevel Forte v2.2, Design Engine: V5.3.0.1
floorjolsts.4te
Page 1 of 1
J.M. Williams & Associates Title: Job #
2875 Soth Decker Lake Dr. Suite 27 Dsgnr:
Salt Lake City, UT 84119 Project Desc.:
Phone: 801-575-6455 Project Notes
rax: 801-575-6456
Title Block Line 6 Pnnted: 3 MY 2,04PN
Wood Beam Design File: F:UJ&201 W011.015-Moulton,Bryce-Boun(ifutPine - Student HousingTngftunfirull place.ec6
g ENERCALC, INC. 19n2009, Ver: 6.1.00
Description :
Material Properties
Load Combination
Calculations per IBC 2006, CBC 2007, 2005 NDS
Analysis Method:
Allowable Stress Design
Fb - Tension
2,600.0 psi
E: Modulus of Elasticity
Load Combination:
Ratio=
Flo - Compr
2,600.0 psi
Ebend-xx 1,900.Oksi
<360
in
Fc - PHI
2,510.0 psi
Eminbend - xx 965.71 ksi
Wood Species :
iLevel Truss Joist
Fc - Perp
750.0 psi
Wood Grade
MicroLam LVL 1.9 E
Fv
285.0 psi
Ft
1,555.0 psi
Density 32.210pcf
Beam Bracing :
Beam is Fully Braced against lateral -torsion buckling
Applied Loads r xc e Service loads entered. Load Factors will be applied for calculations.
Load for Span Number 1
Uniform Load : D = 0.020, Lr = 0.020, S = 0.050 ksf, Tributary Width = 30.0 fl
Maximum Bending Stress Ratio
Section used for this span
fb : Actual
FB : Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
Maximum Deflection
Max Downward L+Lr+S Deflection
Max Upward L+Lr+S Deflection
Max Downward Total Deflection
Max Upward Total Deflection
Q 1 Maximum Shear Stress Ratio
Section used for this span
= psi fv : Actual
= psi Fv : Allowable
0
psi
= psi
= Oft
= 1
Maximum Forces &Stresses for Load Combinations
Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values
Segment Length Span # M V C d Mactual fbdesign Flo -allow Vactual Iv -design Fvallow
Overall Maximum Deflections - Unfactored Loads
--------ion ------
Load Combinattion Span Max.' " Defl Location in Span Load Combination Max. °+° Dell Location In Span
Vertical Reactions - Unfactored Support notation: Far lea is #1 Values In KIPS
Load Combination Support 1 Support 2
Load Combination
= Oft
Location of maximum on span
= 1
Span # where maximum occurs
in
Ratio=
<360
in
Ratio =
<360
in
Ratio=
<240
in
Ratio=
<240
0
psi
= psi
= Oft
= 1
Maximum Forces &Stresses for Load Combinations
Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values
Segment Length Span # M V C d Mactual fbdesign Flo -allow Vactual Iv -design Fvallow
Overall Maximum Deflections - Unfactored Loads
--------ion ------
Load Combinattion Span Max.' " Defl Location in Span Load Combination Max. °+° Dell Location In Span
Vertical Reactions - Unfactored Support notation: Far lea is #1 Values In KIPS
Load Combination Support 1 Support 2
J.M. Williams & Associates
2875 Srrth Decker Lake Dr. Suite 27
Salt Lake City, UT 84119
Phone: 801-575-6455
Fax: 801-575-6456
Wood Beam Design
Description : roof wood beam at breezeway -edge
Title: Job #
Dsgnr:
Project Desc.:
Project Notes
Nmfed 3
13
2 04P
Material Properties
0 1
Calculations per IBC 2006, CBC 2007, 2005 NDS
Analysis Method:
Allowable Stress Design
Fb- Tension
2,600.0 psi
E: Modulus of Elasticity
Load Combination:
FB: Allowable =
Fb-Compr
2,600.0 psi
Ebend-xx 1,900.Oksi
Load Combination
Fc - Prll
2,510.0 psi
Eminbend -xx 965.71 ksi
Wood Species :Level
Truss Joist
Fc - Perp
750.0 psi
Wood Grade
Microl-am LVL 1.9 E
Fv
285.0 psi
Ft
1,555.0 psi
Density 32.210pcf
Beam Bracing :
Beam is Fully Braced against lateral -torsion buckling
Applied Loads �; T"€fi Service loads entered. Load Factors will be
_
Load for Span Number 1
Uniform Load : D = 0.020, Lr = 0.020, S = 0.050 ksf, Tributary Width =19.0 ft
DESIGN SUMMARY OW E
Maximum Bending Stress Ratio =
0 1
Maximum Shear Stress Ratio
Section used for this span
Max Upward L+Lr+S Deflection
Section used for this span
Po : Actual =
psi
N : Actual
FB: Allowable =
psi
Fv : Allowable
Load Combination
Load Combination
Location of maximum on span =
Oft
Location of maximum on span
Span # where maximum occurs =
1
Span # where maximum occurs
Maximum Deflection
Max Downward L+Lr+S Deflection
in Ratio =
Max Upward L+Lr+S Deflection
in Ratio =
Max Downward Total Deflection
in Ratio =
Max Upward Total Deflection
in Ratio=
<360
<360
<240
<240
for calculations.
= 0
= psi
= psi
Oft
= 1
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values
Segment Length Span # M V C d Mactual fb-design Fb-allow Vaclual N -design Fvallow
Overall Maximum Deflections - Unfactored Loads
Load Combination Span Max. "-"Dell Location in Span Load Combination Max. W Deg Location in Span
Vertical Reactions - Unfactored Support notation: Far leg is #1 Values in KIPS
Load Combination Suppon 1 Support 2
J.M. Williams & Associates Title: Job #
2875 South Decker Lake Dr. Suite 27 Dsgnr.
Salt Lake City, UT 84119 Project Desc.: 1
Phone: 801-575-6455 Project Notes
Fax: 801-575-6456
_..._....-- .-.- ...-- 7- - - - . '
Wood Beam Design .ENERCALC, INC. 1983-2009, Ver. 6.1.00
Description : typical roof header
Material Properties
_ _
Calculations per IBC 2006, CBC 2007, 2005 NDS
Analysis Method:
Allowable Stress Design
Fb - Tension
900.0 psi
E : Modulus of Elasticity
Load Combination:
NSUM ARYL
Fb -Compr
900.0 psi
Ebend-xx 1,600.Oksi
= R 1 Maximum
Shear Stress Ratio = 0 : 1
Fc-Prll
1,350.0 psi
Eminbend -xx 580.01ksi
Wood Species :
Douglas Fir - Larch
Fc - Perp
Fv
625.0 psi
180.0 psi
= psi
Wood Grade
No.2
Ft
575.0 psi
Density 32.210pcf
Beam Bracing :
Beam is Fully Braced against lateral -torsion buckling
Span # where maximum occurs
= 1
""-
Applied Loads �
_ _
Service loads entered. Load Factors will be applied for calculations.
Load for Span Number 1
Uniform Load : D = 0.020, Lr = 0.020,
S = 0.050 ksf, Tributary Width = *0 ft
NSUM ARYL
__
r
_DES1
Maximum Bending Stress Ratio
= R 1 Maximum
Shear Stress Ratio = 0 : 1
Section used for this span
Section used for this span
fb : Actual
= psi
fv : Actual = psi
FB : Allowable
= psi
Fv : Allowable = psi
Load Combination
Load Combination
Location of maximum on span
= Oft
Location of maximum on span = 0 If
Span # where maximum occurs
= 1
Span # where maximum occurs = 1
Maximum Deflection
Max Downward L+Lr+S Deflection
in Ratio=
<360
Max Upward L+Lr+S Deflection
in Ratio=
<360
Max Downward Total Deflection
in Ratio=
<240
Max Upward Total Deflection
in Ratio =
<240
Maximum Forces & Stresses for Load Combinations
--- — — -
Load Combination— Max Stress Ratios Summary of Moment Values Summary of Shear Values
Segment Length Span# M V Cd Madual fib -design Fb-allow Vactual N -design Fv-allow
Overall Maximum Deflections • Unfactored Loads
- ti-
Load Combination Span Max "-"Dell Location in Span Load Combination Max.Y Deg Location in Span
1 0.0000 0.000 0.0000 0.000
Vertical Reactions • Unfactored Support notation :Far left is #1 Values in KIPS
Load Combination Support 1 Support 2
J.M. Williams & Associates
2875 Soyth Decker Lake Dr. Suite 27
Salt Lake City, UT 84119
P�cniie:801-575-6455
Fax: 801-575-6456
Title: Job #
Dsgnr: 1
Project Desc.: Z
Project Notes
Printed: J MAY 2011. 204PM
"•" r- .file: F:Uob1201112011.015-Moulton, Brce• Bountiful Place -Student Housing1ng%ounlifull place.ec6
Wood Cioluri 11 ENERCALC, INC. 1963-2009, Ver.6.1.00
Description wood post at breezeway mid beam
General Information
Analysis Method: Allowable Stress Design
End Fixilies Top & Bottom Pinned
2-2x6
Overall Column Height
10.0 ft
( Used for non -slender calculations )
0.0 psi
Wood Species Douglas Fir - Larch
Sawn
Wood Grade No.2
Exact Width
Fb - Tension 900.0 psi Fv
180.0 psi
Flo - Compr 900.0 psi Ft
575.0 psi
Fc - PHI 1,350.0 psi Density
32.210 pcf
Fc - Perp 625.0 psi
Ix
E : Modulus of Elasticity ... x -x Bending
y -y Bending
Basic 1,600.0
1,600.0
Minimum 580.0
580.0
Load Combination 2006 IBC & ASCE 7-05
1.0
Column self weight included : 36.907 Ibs * Dead Load Factor
AXIAL LOADS ...
Axial Load at 10.0 ft, D = 3.0, Lr = 3.0, S = 7.50 k
DESIGN SUMMARY
Bending & Shear Check Results
PASS Max. Axial+Bending Stress Ratio =
Load Combination
Governing NDS Forma
Location of maxabove base
At maximum location values are ...
Applied Axial
Applied Mx
Applied My
Fc: Allowable
Ref : 2006 IBC. ANSI / AF&PA NDS -2005
Wood Section Name
2-2x6
Location of max.above base
WoodGmdinglManuf.
Graded Lumber
0.0 psi
Wood Member Type
Sawn
0.0
Exact Width
3,0 in Allowable Stress Modification Factors
Exact Depth
5.50 in Cf or Cv for Bending
1.30
Area
16.50 in42 Cf or Cv for Compression
1.10
Ix
41.594 inA4 Cf or Cv for Tension
1.30
ly
12.375 inA4 Cm: Wet Use Factor
1.0
PASS
Ct: Temperature Factor
1.0
0.7857
Cfu: Flat Use Factor
1.0
Axial
Kf: Built-up columns
1.0 NDS 15.3.2
1,600.0ksi
Use Cr: Repetitive?
No(non-gm only)
Brace condition for deflection (buckling) along columns :
0.0
X -X (width) axis
: Fully braced against buckling along X -X Axis
+D+0.750L+0.750S+H
Y -Y (depth) axis
:Unbraced Length for Y -Y Axis buckling =10 It,
K =1.0
0.7857 :1
+D+S+H
Comp Only, fc/Fc'
0.0 ft
10.537 k
0.0 k -ft
0.0 k -ft
812.76 psi
PASS Maximum Shear Stress Ratio= 0.0:1
Load Combination
+D+0.750L+0.750S+0.5250E+H
Location of max.above base
10.0 It
Applied Design Shear
0.0 psi
Allowable Shear
180.0 psi
Load Combination Results
Service loads entered. Load Factors will be applied for calculations.
Maximum SERVICE Lateral Load Reactions..
Top along Y -Y 0.0 k Bottom along Y -Y 0.0 k
Top along X -X 0.0 k Bottom along X -X 0.0 k
Maximum SERVICE Load Lateral Deflections...
Along Y -Y 0.0 in at 0.0 fl above base
for load combination : Iris
Along X -X 0.0 in at 0.0 It above base
for load combination : n/a
Other Factors used to calculate allowable stresses ...
Bending Compression Tension
Cf or Cv : Size based factors 1.300 1.100
Load Combination
Maximum Axial + Bending
Stress Ratio Status
Stress Ratios
Location
Maximum Shear Ratios
Stress Ratio Status Location
+D
0.2265
PASS
0.0 ft
0.0
PASS
10.0 It
+D+L+H
0.2265
PASS
0.0 ft
0.0
PASS
10.0 ft
+D+Lr+H
0.4502
PASS
0.0 It
0.0
PASS
10.0 ft
+D+S+H
0.7857
PASS
0.0 It
0.0
PASS
10.0 ft
+D+0.750Lr+0.750L+H
0.3942
PASS
0.0 fl
0.0
PASS
10.0 ft
+D+0.750L+0.750S+H
0.6459
PASS
0.0 fl
0.0
PASS
10.0 ft
+D+0.750L+0.750S+0.750W+H
0.6459
PASS
0.0 fl
0.0
PASS
10.0 ft
+D+0.750L+0.750S+0.5250E+H
0.6459
PASS
0.0 fl
0.0
PASS
10.0 ft
Maximum Reactions - Unfactored
Load Combination
Lr Only
S Only
X -X Axis Reaction Y -Y Axis Reaction
@ Base @ Top @ Base @ Top
Note: Only non -zero reactions are listed.
J.M. Williams & Associates
2875 South Decker Lake Dr. Suite 27
Salt Lake City, UT 84119
P,tiorie: 801-575-6455
Fax: 801-575-6456
Wood Column
Description : wood post at breezeway mid beam
Maximum Deflections for Load Combinations - Unfactored Loads
Title: Job #
Osgnr:
Project Desc.:
Project Notes
Printed: 3
I0001fd011.015 -Moulton, Bryce - Bountiful Place - Student HousinglBnglbc
13
Load Combination
Max. X -X Deflection
Distance
Max. Y -Y Deflection
Distance
D Only
0.0000 In
0.000 It
0.000 in
0.000 It
Lr Only
0.0000 in
0.000 It
0.000 in
0.000 ft
S
in
0.000 It
0.000 in
0.000 ft
OOnlyy0.0000
1 15
0
0
d
x
2..e 11
. u1n Loads are total entered value. Arrows do not reflect absolute direction.
2 04P
Forte SOLUTIONS REPORT /loon, typical joist -mid span
software Current Solution:: 1 plece(s) 117/8" TJI@ 210 @ 16" OC
overall Length: ITT
D
i 17
0 a
All Dimensions Are Horizontal; Drawing is Conceptual
Design ReSUItS
Actual@toeat.
Allowed
aesua
LOT
Member Reaction (lbs)
869 @ 2 1/2"
1134
Passed (77%)
1.00
Shear (lbs)
850 @ 3 1/2"
1655
Passed (51%)
1.00
Moment (Ft -lbs)
3684 @ 8'9 1/2"
3795
Passed (97%)
1.00
Live Load Deft. (in)
0.304 @ 8'9 1/2"
0.429
Passed (IJ677)
--
Total Load Dell. (in)
0.571 @ Big 1/2"
0.858
Passed (4361)
--
TJ-Pro'" Rating
42
40
Passed
--
PASSED
)It
System : Floor
Member Type : list
Building Use : Residential
Building Code : IBC
Design Methodology : ASD
I1 7/8"
TJI® 210
1
12"
47
1.06
I1 7/8"
TJI@ 210
1
16"
42
0.79
11 7/8"
TJI@ 230
1
12"
49
1.15
11 7/8"
TJI@ 230
1
16"
44
0.86
11 7/8"
TJI@ 360
1
12'
51
1.36
117/8"
TJI@ 360
1
16"
46
1.02
117/8"
TJI@ 560
1
12"
57
2.00
117/8"
TJI@ 560
1
16" 1
52
1 1.50
The purpose of this report is for product comparison only. Load and support information necessary for professional design review is not displayed here. Please print an
individual Member Report for submittal purposes.
Forte Software Operator Job Notes
Jeff Morton
Morton Associates
(801)889-9187
mandlastructural@gmail.com
4/27/2011 12:08:44 AM
iLevel Forte v2.2, Design Engine: V5.3.0.1
floorjoisfs.4te
Page 1 of 1
Forte SOLUTIONS REPORT floor, typical josit - long span PASSED
software Current Solution:: 1 piece(s) 117/8" TJI@ 210 @ 12" OC 1-5—
ED
S
ED
All Dimensions Are Horizontal; Drawing is Conceptual
Desi n Rea its
Actual 0 Lxation
Allowed
Result
LDF
Member Reaction (lbs)
727 @ 2 1/2"
1134
Passed (64%)
1.00
Shear (Ibs)
713 @ 3 1/2"
1655
Passed (43%)
1.00
Moment (Ft -lbs)
3444 @ 9'9 1/2"
3795
Passed (91%)
1.00
Live Load Dell. (In)
0.358 @ 9'9 1/2"
0.639
Passed (L/643)
--
Total Load Deli. (in)
0.6710 9' 9 1/2"
0.958
Passed (L/343)
--
TI-Pro'" Rating
41
40
Passed
--
0
System: Floor
Member Type : Ioist
Building Use : Residential
Building Code: 18C
Design Methodology: ASD
11 7/8"
TJI@ 210
1
12"
41
1.06
11 7/8"
TJI@ 210
1
16"
34
x
11 7/8"
TJI@ 360
1
12"
46
1.36
11 7/8"
TJI@ 360
1
16"
40
1.02
11 7/8"
TJI@ 560
1
12"
52
2.00
117/8"
TJI@ 560
1
16"
47
1.50
The purpose of this report Is for product comparison only. Load and support information necessary for professional design review is not displayed Mere. Please print an
individual Member Report for submittal purposes.
Forte Saaware Operator Job Notes
Jen Morton
Morton + Associates
(801) 889-9187
mandastructural@gmailoom
4/27/2011 12:00:17 AM
Level Forte v2.2, Design Engine: V5.3.0.1
Page 1 of 1
I� Forte SOLUTIONS REPORT floor, typical floorjoist PASSED
++
software Current Solution:: 1 pieces) 117/8" TJI@ 210 @ 16" OC / (�
Overall Lstgth: 17 T
0 F 0
L tz L
ID D
All Dimensions Are Horizontal; Drawing is Conceptual
Desi n. Results
Actual ®Location
Allowed
Resutt
LOF
Member Reaction (Ibs)
619 @ 2 1/2"
1134
Passed (55%)
1.00
Shear (lbs)
600 @ 3 1/2"
1655
Passed (361/6)
1.00
Moment (Ft -lbs)
1850 @ 6'3 1/2"
3795
Passed (49%)
1.00
Live Load Defl. (in)
0.086 @ 6'3 1/2"
0.304
Passed (L/999+)
--
Total Load DeO. (In)
0.161 @ 6' 3 1/2"
0.608
Passed (L/909)
--
TJ-Pro'" Rating
57
40
Passed
--
system : Floor
Member Type :lolst
Building Use : Residential
Building Cade : IBC
Design Methodology : ASD
11 7/8"
oil..
TJI@ 210
, '... - 1 Es`p
1
'clog
12"
T7= ro..R
61
'. olp,. e-
1.06
11 7/8"
TJI@ 210
1
16"
57
0.79
11 7/8"
TJI@ 360
1
12"
62
1.36
11 7/8"
TJI@ 360
1
16"
60
1.02
SI 7/8"
TJI@ 560
1
12"
65
2.00
117/81,1
TJI@ 560
1 1
16"
63
1.50
The purpose of this report is for product comparison only. Load and support information necessaryfor processional design review is not alsplayed nere. Please print an
individual Member Report for submittal purposes.
Forte Software operator Job Notes
Jeff Morton
Morton+Associates
(801)889-9187
mandasbucturalQgmail wm
4/27/2011 12:02:33 AM
iLevel Forte v2.2, Design Engine: V5.3.0.1
Page 1 of 1
J.M. Williams & Associates Title:
2875 S th Decker Lake Dr. Suite 27 Dsgnr:
Salt Lake City, UT 84119 Project Desc.:
Phone: 801-575-6455 Project Notes
Ax: 801-575-6456
Job #
I?
_ .. .........83-2
Wood Beam Design ENERCALC, INC1.98$200e Ver.6.1,00
Description : typical breezeway joist
Material
Analysis Method:
Allowable Stress Design
Fb - Tension
Load Combination 2006 IBC & ASCE 7-05
Fb -Compr
Eminbend -xx 580.0ksi
625.0 psi
Fc - PAI
Wood Species
:Douglas Fir -Larch
Fc - Perp
Wood Grade
No.2
Fv
Ft
Beam Bracino
: Beam is Fully Braced against lateral -torsion buckling
Calculations per IBC 2006, CBC 2007, 2005 NDS
900.0 psi
E: Modulus of Elasticity
900.0 psi
Ebend-xx 1,600.Oksi
1,350.0 psi
Eminbend -xx 580.0ksi
625.0 psi
Ratio=
180.0 psi
0.000 in
575.0 psi
Density 32.210pcf
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Load for Span Number 1
Uniform Load : D = 0.0450, L = 0.040 ksf, Tributary Width = 1.333 ft
Maximum Bending Stress Ratio
Section used for this span
fb : Actual
FB : Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
Maximum Deflection
Max Downward L+Lr+S Deflection
Max Upward L+Lr+S Deflection
Max Downward Total Deflection
Max Upward Total Deflection
Maximum Forces & Stresses for
------- --------__.-------
Load Combination
Span #
0.803 1
2x10
794.54psi
990.00psi
+D+L+H
= 5.000ft
Span # 1
Maximum Shear Stress Ratio
Section used for this span
fv : Actual
Fv : Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
0.076 in
Ratio=
1570
0.000 in
Ratio=
0 <360
0.162 in
Ratio=
739
0.000 in
Ratio =
0 <240
M V C
Mactual fib -design Pb -allow
0.289 : 1
2x10
52.06 psi
180.00 psi
+D+L+H
= 0.000ft
Span # 1
Fv-allow
Length =10.0 ft
1
0.425 0.153
1.000
0.75
420.64
990.00
0.25
27.56
180.00
+D+L+H
Length =10.0 ft
1
0.803 0.289
1.000
1.42
794.54
990.00
0.48
52.06
180.00
+D+Lr+H
Length = 10.0 ft
1
0.425 0.153
1.000
0.75
420.64
990.00
0.25
27.56
180.00
+D+0.750Lr+0750L+H
Length = 10.0 ft
1
0.708 0.255
1.000
1.25
701.07
990.00
0.42
45.93
180.00
Overall Maximum Deflections - Unfactored Loads
Load Combination
Span Max. "' Dell Location in Span
Load Combination
Max, "+' Dell
Location
in Span
D+L+Lr
1 0.1623
5.050
0.0000
0.000
J.M. Williams 8 Associates
2875 So�uuth Decker Lake Dr. Suite 27
Salt Lakg City, UT 84119
Phone: 801-57M455
Fax: 801-575-6456
Title :
Dsgnr:
Project Desc.:
Project Notes :
Job #
lS
�WOOfI Beam Design File: F:J&201112011015-Monitor,Bryce-Bountiful Place- Student Housing' place
g ENERCALC, INC. 1983-2009, Ver: 6.1.00
r.ri r•. License Owner: JIM WILLIAMS & ASSOCIATES INC
Description: typical breezeway joist
Vertical Reactions - Unfactored
Load Combination Support Support
D Only
0.300
0.300
L Only
0.267
0.267
D+L+S
0.567
0.567
D+L+Lr
0.567
0.567
Support notation: Far left is#1 Values in KIPS
J.M. Williams & Associates
2875 South Decker Lake Dr. Suite 27
Salt Lake City, UT 84119
Phone: 801-575-6455
Fax: 801-575-6456
Wood Beam Design
Description : wood beam at edge of stair
Title :
Dsgnr:
Project Desc.:
Project Notes
File: F:Uo61201
Job #
19
Pnnted: 3 NAY 2011, 2 04P
iglEng%ountifull place.ec6
X. 1983-2009, Ver. 6.1.00
Material Properties
Maximum Shear Stress Ratio
Calculations per IBC 2006, CBC 2007, 2005 NDS
Analysis Method: Allowable Stress Design
Flo -Tension
2,600.0 psi
E: Modulus of Elastic#y
Load Combination 20061 BC&ASCE 7-05
Fb-Compr
2,600.0 psi
Ebend-xx 1,900.Oksi
= 285.00 psi
Fc - Pdl
2,510.0 psi
Eminbend - xx 965.71 ksi
Wood Species : iLevel Truss Joist
Fc - Perp
750.0 psi
= Span # 1
Wood Grade : MicroLam LVL 1.9 E
Fv
285.0 psi
Ratio= 708
1.000
Ft
1,555.0 psi
Density 32.210pcf
Beam Bracing : Beam is Fully Braced against lateral -torsion buckling
Ratio= 333
285.00
Applied Loads __-
Load for Span Number 1
Uniform Load : D = 0,0450, L = 0.040 ksf, Tributary Width = 3.0 It
Maximum Bending Stress Ratio
Section used for this span
f a : Actual
FB: Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
Maximum Deflection
Max Downward L+Lr+S Deflection
Max Upward L+Lr+S Deflection
Max Downward Total Deflection
Max Upward Total Deflection
Maximum Forces & Stresses for
Load Combination
Span If
Span= 16.0ft
Service loads entered. Load Factors will be applied for calculations.
= 0.5031
Maximum Shear Stress Ratio
= 0.201 : 1
3.1.75x9.25
Section used for this span
3-1.75x9.25
= 1,307.92psi
fv:Actual
= 57.34 psi
= 2,600.00psi
Fv : Allowable
= 285.00 psi
+D+L+H
Load Combination
+D+L+H
= 8.000ft
Location of maximum on span
= 15.280 ft
= Span # 1
Span # where maximum occurs
= Span # 1
0.271 in
Ratio= 708
1.000
0.000 in
Ratio = 0 <360
2,600.00
0.576 in
Ratio= 333
285.00
0.000 in
Ratio = 0 <240
Rd Combinations
Max StressRatios
Summary of Moment Values
Summary of Shear Values
M V C,1
Mactual fb-design Fb-allow
Vactual fvdesign Fv-�
Length =16.0 ft
1
0.266 0.107
1.000
4.32
692.43
2,600.00
0.98
30.36
285.00
+D+L+H
Length =16.0 ft
1
0.503 0.201
1.000
8.16
1,307.92
2,600.00
1.86
57.34
285.00
+D+Lr+H
Length = 16.0 ft
1
0.266 0.107
1.000
4.32
692.43
2,600.00
0.98
30.36
285.00
+D+0.750Lr+0.750L+H
Length = 16.0 ft
1
0.444 0.178
1.000
7.20
1,154.04
2,600.00
1.64
50.59
285.00
Overall Maximum Deflections - Unfactored Loads
Load Combination
Span Max. -"Defl Location in Span
Load Combination
Max. '+' Dell
Location in Span
D+L+Lr
1 0.5761
8.080
0.0000
0.000
J.M. Williams & Associates
Title :
2875 South Decker Lake Dr. Suite 27
Dsgnr:
Salt Lake City, UT 84119
Project Desc.:
Phone: 801-575-6455
Project Notes .
Fax: 801-575-6456
0.960
Job #
C7
1, 204PM
Wood Beam Desi rne:r.wuvvviimvu.vw-mvvuviyoiyc-owimmirlmt- omumn nvu
Design amy%niywvwimvn Pld e.Mo '
g ENERCALC, INC.19832009, Ver: 6.1.00
Description :
Vertical Reactions - Unfactored
Support notation : Far left is #1
Load Combination SupportI
Support
Overall MAXimum 2.040
2.040
D Only 1.080
1.080
L Only 0.960
0.960
DaL+S 2.040
2.040
D+L+Lr 2.040
2.040
Values in KIPS
J.M. Williams & Associates Title: Job #
2875 South Decker Lake Dr. Suite 27 Dsgnr: Z
Salt Lake City, UT 84119 Project Desc.:
ehone:801-575-6455 Project Notes:
Fax: 801-575-6456
Title _Block Line 6 Printed-. 3 MAY 2011 r 2 0 PM
--
7ood Beard Design File: F:Uob1201112011.015-Moulton,Bryce-eounliful Place-SNdenf HoasinglEngVqunOfull place. -6
g ENERCALC, INC. 1963-2009, Ver: 6.1.00
r.rr r6 License•
Description : typical floor header- interior
Material Properties
Calculations per IBC 2006, CBC 2007, 2005 NDS
Analysis Method:
Allowable Stress Design
Fb- Tension
900.0 psi
E: Modulus of Elasticity
Load Combination:
Section used for this span
Fb-Compr
900.0 psi
Ebend-xx 1,600.Oksi
fv : Actual =
57.34 psi
Fc -Prll
1,350.0 psi
Eminbend -xx 580.Oksi
Wood Species :Douglas
Fir- Larch
Fc - Perp
625.0 psi
Wood Grade
No.2
Fv
180.0 psi
Span # where maximum occurs =
1
Span # where maximum occurs =
Ft
575.0 psi
Density 32.210pcf
Beam Bracing :
Beam is Fully Braced against lateral -torsion buckling
Max Downward L+Lr+S Deflection
0.271 in Ratio=
span = 4.50 n
Applied Loads
Load for Span Number 1
Uniform Load : D = OA350, L = 0.040 ksf, Tributary Width =16.0 ft
Service loads entered. Load Factors will be applied for calculations.
)ESIGN SUMMARY
• '
_ ____
aximum Bending Stress Ratio =
_ _ _
0 1 Maximum
Shear Stress Ratio =
0 : 1
Section used for this span
Section used for this span
fb : Actual =
1,307.92psi
fv : Actual =
57.34 psi
FB: Allowable =
2,600.00psi
Fv : Allowable =
285.00 psi
Load Combination
Load Combination
Location of maximum on span =
Oft
Location of maximum on span =
0 It
Span # where maximum occurs =
1
Span # where maximum occurs =
1
Maximum Deflection
Max Downward L+Lr+S Deflection
0.271 in Ratio=
708
Max Upward L+Lr+S Deflection
0.000 in Ratio=
0 <360
Max Downward Total Deflection
0.576 in Ratio=
333
Max Upward Total Deflection
0.000 in Ratio=
0 <240
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values
Segment Length Span# M V Cd Madual fbdesign Fb-allow Vaclual Ndesign Fv-allow
Overall Maximum Deflections • Unfactored Loads
Load Combination Span Max. "-'Deft Location in Span Load Combination Max.'+• Defl Location in Span
Vertical Reactions • Unfactored Support notation: Far left is#1 Values in KIPS
Load Combination Support 1 Suppod 2
J.M. Williams & Associates
2875 SVth Decker Lake Dr. Suite 27
Salt Lake City, UT 84119
Phone: 801-575-6455
Fax: 801-575-6456
Wood Beam Design
Description :
Title: Job #
Dsgnr: Z Z
Project Desc.:
Project Notes
Nntd I MAV 2011, 204PM
Iob12011Q011.015 Moulton,Bryce- eounliful Place- Student HousinglEnglbounUrull rlace.ec6
Material Properties
Ratio =
708
Calculations per IBC 2006, CBC 2007, 2006 NDS
Analysis Method:
Allowable Stress Design
Fb - Tension
900.0 psi
E: Modulus of Elasticity
Load Combination:
Ratio=
Fb-Compr
900.0 psi
Ebend-xx 1,600.Oksi
Fc -Prll
1,350.0 psi
Eminbend -xx 580.01ksi
Wood Species :
Douglas Fir - Larch
Fc - Perp
625.0 psi
Wood Grade
No.2
Fv
180.0 psi
Ft
575.0 psi
Density 32.211
Beam Bracing :
Beam is Fully Braced against lateral -torsion buckling
Applied Loads
Load for Span Number 1
Uniform Load : D = 0.0350, L = 0.040 ksf, Tributary Width = 16.0 it
Uniform Load : D = 0.0150 ksf, Tributary Width = 5.50 ft, (Unused)
Maximum Bending Stress Ratio
Section used for this span
fb : Actual
FB: Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
Maximum Deflection
Max Downward L+Lr+S Deflection
Max Upward L+Lr+S Deflection
Max Downward Total Deflection
Max Upward Total Deflection
= a1
1,307.92 psi
2,600.00psi
= Oft
= 1
=4.Oa
Service loads entered. Load Factors will be applied for calculations.
Maximum Shear Stress Ratio
Section used for this span
tv : Actual
Fv : Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
0.271 in
Ratio =
708
0.000 in
Ratio =
0 <360
0.576 in
Ratio=
333
0.000 in
Ratio=
0 <240
0
57.34 psi
285.00 psi
Oft
= 1
Maximum Forces & Stressesfor L_oa_d Combinations
Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values
Segment Length Span# M V Cd Madual fb-design Fballow Vactual N-clesign Fv-allow
overall Maximum Deflections - Unfactored Loads
Load Combination Span Max. "= Dell Location in Span Load Combination Max. "+" Deo Location in Span
Vertical Reactions - Unfactored Support notation: Far left Is #1 Values In KIPS
Load Combination Support 1 Support 2
J.M. Williams & Associates
2875 Syth Decker Lake Dr. Suite 27
Salt Lake City, UT 84119
Phone: 801-575-6455
Fax:801-575-6456
Title: Job #
Dsgnr:
Project Desc.: 2-3
Project Notes
_... .... .. .. ..R..._...,,-_2.,._.0
WOO Beam eSlgll ..ENER....CALC.INC. . ._ 1 1 . 98320 . .. V 09. Ver: 6.1.00
Description : wood beam at edge of stair
Material Properties
Calculations per IBC 2006, CBC 2007, 2005 NDS
Analysis Method:
Allowable Stress Design
Fb- Tension
2,600.0 psi
E: Modulus of Elasticity
Load Combination:
Section used for this span
Fb-Compr
2,600.0 psi
Ebend-xx 1,900.Oksi
fv : Actual
57.34 psi
Fc - Pril
2,510.0 psi
Eminbend -xx 965.71 ksi
Wood Species :
Level Truss Joist
Fc - Perp
750.0 psi
Wood Grade
MicroLam LVL 1.9 E
Fv
Fl
285.0 psi
1,555.0 psi
Density 32.210pcf
Beam Bracing :
Beam is Fully Braced against lateral -torsion buckling
= 1
Maximum Deflection
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Load for Span Number 1
Uniform Load : D = 0.0450, L = 0.040 kill. Tributary Width =1.0 ft
Point Load: D =1.080, L = 0.960 k (a) 4.0 ft, (Unused)
Point Load: D=0.240, L= 1.60k04.0ft, (Unused)
Point Load : D = 0.240, L =1.60 k (a) 0.50 ft, (Unused)
DESIGN SUMMARY '
' - ' ' "
Maximum Bending Stress Ratio
= Of Maximum Shear Stress Ratio
= 0 : 1
Section used for this span
Section used for this span
fb : Actual
= 1,307.92psi
fv : Actual
57.34 psi
FB: Allowable
= 2,600.00psi
Fv : Allowable
= 285.00 psi
Load Combination
Load Combination
Location of maximum on span
= Oft
Location of maximum on span
= Oft
Span # where maximum occurs
= 1
Span # where maximum occurs
= 1
Maximum Deflection
Max Downward L+Lr+S Deflection
0.271 in Ratio=
708
Max Upward L+Lr+S Deflection
0.000 in Ratio =
0 <360
Max Downward Total Deflection
0.576 in Ratio =
333
Max Upward Total Deflection
0.000 in Ratio=
0 <240
Maximum Forces_ & Stree_sses for Load Combinations
_ _ _ _
Load Combina0on
Max Stress Ratios
Summary of Moment Values
Summary of Shear Values
Segment Length Span #
M V C d Maclual fib -design Fb-allow
Vactual fv-design Fvallow
Overall Maximum Deflections • Unfactored Loads
Load Combination Span
Max. "-' Dell Location in Span
Load Combination
Max. "+" Deg Location in Span
1
0.0000 0.000
0.0000 0.000
Vertical Reactions• Unfactored
Support notation: Far left is#1
--
Values In KIPS
Load Combination Support1
o
Support 2
J.M. Williams & Associates Title: Job #
2875 South Decker Lake Dr, Suite 27 Dsgnr:
Salt Lake City, UT 84119 Project Desc.: )
Phone: 801-575-6455 Project Notes
Fax: 801-575-6456
_Title Block Line 6 _ _ PrinWd: a MY 20lt 2 04P
Wood Beam Design File: I'Mobk201112011.015-Moulton,Bryce-Bountiful Place -Student HousibgkEngkbountifull place.ec6
g ENERCALC, INC. 1983-2009, Ver: 6.1.00
Description : wood beam at extended breezeway
Material Properties
at Maximum Shear Stress Ratio =
Calculations per IBC 2006, CBC 2007, 2005 NDS
Analysis Method: Allowable Stress Design
Fib - Tension
2,600.0 psi
E: Modulus of Elasticity
Load Combination:
Fb-Compr
2,600.0 psi
Ebend-xx 1,900.Oksi
FB: Allowable =
Fc - PHI
2,510.0 psi
Eminbend - xx 965.71 ksi
Wood Species : iLevel Truss Joist
Fc - Perp
750.0 psi
Wood Grade Microl-am LVL 1.9 E
Fv
285.0 psi
Oft
Span # where maximum occurs =
Ft
1,555.0 psi
Density 32.210pcf
Beam Bracing : Beam is Fully Braced against lateral -torsion buckling
Span =14.50 ft
Applied Loads -- _ Service loads entered. Load Factors will be applied for calculations.
Load for Span Number 1
Uniform Load : D = 0.0450, L = 0.040 ksf, Extent = 0.0 --» 7.0 ft, Tributary Width = 5.0 ft
Point Load : D = 0.770, L =1.30 It (a) 7.0 fl, (Unused)
Uniform Load : D = 0.0450, L = 0.040 ksf, Extent = 7.0 --» 14.50 ft, Tributary Width = 2.50 ft
laximum Bending Stress Ratio =
at Maximum Shear Stress Ratio =
0 : 1
Section used for this span
Section used for this span
fb : Actual =
1,307.92psi
fv : Actual =
57.34 psi
FB: Allowable =
2,600.00psi
Fv : Allowable =
285.00 psi
Load Combination
Load Combination
Location of maximum on span =
Oft
Location of maximum on span =
Oft
Span # where maximum occurs =
1
Span # where maximum occurs =
1
Maximum Deflection
Max Downward L+Lr+S Deflection
0.271 in Ratio=
708
Max Upward L+Lr+S Deflection
0.000 in Ratio=
0 <360
Max Downward Total Deflection
0.576 in Ratio=
333
Max Upward Total Deflection
0.000 in Ratio=
0 <240
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values
Segment Length Span# M V Cd Mactual fb-desgn Ft -allow Vactual N -design Fvallow
Overall Maximum Deflections - Unfactored Loads
-- - -- - -- —1 -- --
Load Combinn ation -- Span Max. "Deft Location in Span Load Combination Maz.'+^ Deg Location in Span
Vertical Reactions - Unfactoied
—--- — -
Load Co_ mbination Suppon 1 Support 2
Support notation: Far left is#1 Values in KIPS
J.M. Williams & Associates
2875 Syuth Decker Lake Dr. Suite 27
Salt Lake City, UT 84119
Phone: 801-575-6455
Fax: 801-575-6456
Title: Job #
Dsgnr:
Project Desc.: Z
Project Notes
Printed. 3 MAY 2011, 204PM
Wood Beam Design V w "" " w ENERGALC,INC 19e3-2009, Ver 61.00 '
Description : lstfloor
Material Properties
1
Calculations per IBC 2006, CBC 2007, 2005 Nos
Analysis Method: Allowable Stress Design
Fb- Tension
2,600.0 psi
E: Modulus of Elastic#y
Load Combination 2006 IBC &ASCE 7-05
Fb -Compr
2,600.0 psi
Ebend-xx 1,900.Oksi
Fc - Prll
2,510.0 psi
Eminbend - xx 965.71 ksi
Wood Species : iLevel Truss Joist
Fc - Perp
Fv
750.0 psi
285.0 psi
Wood Grade Microl-am LVL 1.9 E
Fl
1,555.0 psi
Density 32.210pcf
Beam Bracing : Beam is Fully Braced against lateral -torsion buckling
5.86
1,708.27
Applied Loads
Load for Span Number 1
Uniform Load : D = 0.0350, L = 0.040 ksf, Tributary Width =1.333 ft
Point Load : D = 0.8930, L = 0.7470 k (a) 2.0 ft, (Unused)
n� • ASIA IIV -..
Maximum Bending Stress Ratio
Section used for this span
to : Actual
FB : Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
Maximum Deflection
Max Downward L+Lr+S Deflection
Max Upward L+Lr+S Deflection
Max Downward Total Deflection
Max Upward Total Deflection
0.657. 1
1.75x11.87
1,708.27psi
2,600.00psi
+D+L+H
7.200ft
= Span # 1
Span = 18.0 ft
Service loads entered. Load Factors will be applied for calculations.
Maximum Shear Stress Ratio
Section used for this span
fv : Actual
Fv : Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
0.386 in Ratio= 558
0.000 in Ratio= 0 <360
0.761 in Ratio= 283
0.000 in Ratio= 0 <240
0.574 :1
1.75x11.87
163.67 psi
285.00 psi
+D+L+H
0.000 ft
= Span It 1
Maximum Forces & Stresses for Load Combinations
- - ---
Load Combination -Max Stress Ratios Summary of Moment Values Summary of Shear Values
Segment Length Span It M V C d Maclual f a -design Fb-allow Vactual N -design Fv-allow
Length =18.0 If
1
0.324 0.297
1.000
2.89
842.61
2,600.00
1.17
84.57
285.00
+D+L+H
Length =18.0 fl
1
0.657 0.574
1.000
5.86
1,708.27
2,600.00
2.27
163.67
285.00
+D+Lr+H
Length =18.0 It
1
0.324 0.297
1.000
2.89
842.61
2,600.00
1.17
84.57
285.00
+D+0.750Lr4750L+H
Length = 18.0 fl
1
0.574 0.505
1.000
5.11
1,491.72
2,600.00
1.99
143.90
285.00
Overall Maximum Deflections
- Unfactored Loads
Load Combination
Span Max .'=" Dell Location in Span
Load Combination
Maz.'+^ Deft
Location in Span
D+L+Lr
1 0.7609
8.640
0.0000
0.000
I
r-
J.M. Williams & Associates
2875 Sovth Decker Lake Dr. Suite 27
Salt Lake City, UT 84119
Phone:801-575-6455
Fax 801-575-6456
Title Black Line 6
Wood Beam Design
Description : 1st
Vertical Reactions • Unfactored
Load Combination Support 1 Support 2
D Only
1.214
0.519
L Only
1.144
0.563
D+L+S
2.358
1.082
D+L+Lr
2.358
1 A82
Title :
Dsgnr:
Project Desc.:
Project Notes :
Support notation : Far left is #1
Job #
LG
Primed'. 3 MAY ton, 2 04P
Place- Student HousingrEng%ountifull place.ec6
ENERCALC, INC. 1983-2009, Ver: 6.1.00
Values in KIPS
J.M. Williams & Associates
Title: Job #
2875 S th Decker Lake Dr, Suite 27
Dsgnr:
Z
Salt Lake City, UT 84119
Project Desc.:
Phone: 801-575-6455
Project Notes
Fax: 801-575-6456
10.0 It
3 MAY 2011, 204PM
Wood Column „�.. ��-..,.�.,,�,,,,,,,,,,,,,,,�..�..�. ENERCALC. INC. 19a32009.�V�.,..,1WO
- Ver: 6.1.00
Description: wood post at extended breezeway - second level
General Information
Code Ref : 2006 IBC, ANSI / AF&PA NDS -2005
Analysis Method: Allowable Stress Design
Maximum Shear Ratios
Wood Section Name 2-2x6
End Fixities Top & Bottom Pinned
Location
Wood Gmding/Manuf. Graded Lumber
Overall Column Height
10.0 It
Wood Member Type Sawn
( Used for non -slender calculations)
Maximum Reactions - Unfactored
Exact Width 3,0 in Allowable Stress Modification Factors
Wood Species Douglas Fir - Larch
Note: Only non -zero reactions are listed.
Exact Depth 5.50 in Cf or Cv for Bending 1.0
Wood Grade Stud
Y -Y Axis
Area 16.50 in A2 Cf or Cv for Compression 1.0
Fb- Tension 700.0 psi Fv
180.0 psi
Ix 41.594 in A4 Cf or Cv for Tension 1.0
Fb - Compr 700.0 psi Ft
450.0 psi
ly 12.375 inA4 Cm: Wet Use Factor 1.0
Fc - Prll 850.0 psi Density
32.210 pof
Ct: Temperature Factor 1.0
Fc - Perp 625.0 psi
Cfu : Flat Use Factor 1.0
E : Modulus of Elasticity ... x -x Bending y -y Bending Axial
Kf : Built-up columns 1,0 NDS 15.3.2
Basic 1,400.0
1,400.0 1,400.Oksi
Use Cr: Repetitive? No inon gib only)
Minimum 510.0
510.0
Brace condition for deflection (buckling) along columns :
Load Combination:
Distance
X -X (width) axis : Fully braced against buckling along X -X Axis
0.0000 In 0,000 It
0.000 in
Y -Y (depth) axis :Unbraced Length for Y -Y Axis buckling =10 ft, K =1.0
Applied Loads
0.0000 in 0.000 It
Service loads entered. Load Factors will be applied for calculations.
Column self weiqht included : 36.907 lbs " Dead Load Factor
AXIAL LOADS ...
Axial Load at 10.0 it, D = 1.810, L = 1.930 k
BENDING LOADS ...
Lat. Uniform Load creating Mx -x, W = 0.050
k/ft
DESIGN SUMMARY
Bending & Shear Check Results
PASS Max. Axial+Bending Stress Ratio =
0.0 : 1
Maximum SERVICE Lateral Load Reactions . .
Load Combination
Top along Y -Y 0.250 k Bottom along Y -Y 0.250 k
Governing NDS Formla
Top along XA 0.0 k Bottom along XA 0.0 k
Location of max.above base
0.0 ft
Maximum SERVICE Load Lateral Deflections ...
At maximum location values are ...
Along Y -Y -0.1953 in at 5.034 ft above base
Applied Axial
0.0 k
for load combination: W Only
Applied Mx
Applied
0.0 k -ft
0.0
Along XA 0.0 in at 0.0 ft above base
Fc: Allowable
psi
0.0 psi
p
for load combination:n/a
Other Factors used to calculate allowable stresses ...
PASS Maximum Shear Stress Ratio =
0.0 :1
Bendino Compression Tension
Load Combination
Cf or Cv : Size based factors 1.300 1.100
Location of maxabove base
0.0 It
Applied Design Shear
0.0 psi
Allowable Shear
0.0 psi
Load Combination Results
Maximum Axial + Bending
Stress Ratios
Maximum Shear Ratios
Load Combination
Stress Ratio Status
Location
Stress Ratio Status Location
0.0 PASS
0.0 ft
0.0 PASS 0.0 ft
Maximum Reactions - Unfactored
Note: Only non -zero reactions are listed.
---
- --
X -X Axis Reaction
Y -Y Axis
Reaction
Load Combination
@Base @Top
@Base
@Top
D -Only
L Only
W Only
0.250
-0.250
Maximum Deflections for Load Combinations - Unfactored Loads
Load Combination
Max. X -X Deflection Distance
Max. Y -Y Deflection
Distance
D Only
0.0000 In 0,000 It
0.000 in
0.000 it
L Only
0.0000 in 0.000 It
0.000 in
0.000 it
J.M. Williams & Associates
Title:
2875 Soyth Decker Lake Dr. Suite 27
Dsgnr:
Salt Lake City, UT 84119
Project Desc.:
P&ne: 801-575-6455
Project Notes
Fax: 801-575-6456
Title Black Line 6 —.
Wood Colutl117 �.
File: F:Uob1201112011.015-Moulton, Bryce-BaunliPolPlace-
Description: wood post at extended breezeway- second level
Maximum Deflections for Load Combinations • Unfactored Loads
_ _
Load Combination Max. X-X DeBectlon Distance
Max. Y-Y Detection Distance
IN Only 0.0000 in 0.000 t
-0.008 in 9.933 It
Sketches
Loads
U
Job #
Z ')
INC. 1983-2009. Ver
Loads are total entered value. Arrows do not reflect absolute direction.
J.M. Williams & Associates
2875 South Decker Lake Dr. Suite 27
Salt Lake City, UT 84119
Phone: 801-575-6455
Fax: 801-575-6456
Title Block Line 6
AXIAL LOADS ...
Title:
Osgnr:
Project Desc.:
Project Notes
Job #
ZrI
Prmt d 3 MAY ton, 105PM
Wood Column
DESIGN SUMMARY
File: F:Uo61201112011.015-Moulton,Bryce-Bountiful
Place-Student LC,INC.1983-20 i9,
Allowable Shear
PASS Max. Axial+Bending Stress Ratio =
0,0 :1
Ver 6106
ENERCALC, INC. 1983-2009, Ver 6.1.00
Governing NDS Fonnla
Location of max.above base
Description: wood post at extended breezeway- second level
Al maximum location values are ...
General Information
0.0 k
Applied Mx
Code Ref : 2006 IBC, ANSI / AF&PA NDS-2005
Analysis Method: Allowable Stress Design
Wood Section Name
6.20
End Fixities Top & Bottom Pinned
Wood Grading/Manuf.
Graded Lumber
Overall Column Height
9.50 ft
Wood Member Type
Sawn
( Used for non-slender calculations)
Exact Width
9,0 in Allowable Stress Modification Factors
Wood Species Douglas Fir -Larch
Exact Depth
3.50 in Cf or Cv for Bending 1.10
Wood Grade Stud
Area
31.50 in42 Cf or Cv for Compression 1.050
Fb- Tension 700.0 psi Fv
180.0 psi
Ix
32.156 in44 Cf or Cv for Tension 1.10
Fb-Compr 700.0 psi Ft
450.0 psi
ly
212.63ln^4 Cm: WetUsefactor 1.0
Fc - Pill 850.0 psi Density
32.210 pcf
Ct: Temperature Factor 1.0
Fc - Perp 625.0 psi
Cfu : Flat Use Factor 1.0
E : Modulus of Elasticity ... x-x Bending
y-y Bending
Axial
Kf : Built-up columns 1.0 NDS 15.3.2
Basic 1,400.0
1,400.0
1,400.0 ksi
Use Cr. Repetitive? No 'non-g16 only)
Minimum 510.0
510.0
Brace condition for deflection (buckling) along columns :
Load Combination:
X-X (width) axis
: Fully braced against buckling along X-X Axis
Y-Y (depth) axis
:Unbraced Length for Y-Y Axis buckling = 9.5 ft, K =1.0
Aonited Loads
Service loads entered. Load Factors will be applied for calculations.
Column self weight included : 66.936 lbs * Dead Load Factor
AXIAL LOADS ...
Load Combination
Axial Load at 9.50 ft, D = 3.70, L = 6.350 k
Location of max.above base
DESIGN SUMMARY
Applied Design Shear
Bending & Shear Check Results
Allowable Shear
PASS Max. Axial+Bending Stress Ratio =
0,0 :1
Load Combination
Governing NDS Fonnla
Location of max.above base
0.0 It
Al maximum location values are ...
Applied Axial
0.0 k
Applied Mx
0.0 k -ft
Applied My
0.0 k -ft
Fc: Allowable
0.0 psi
PASS Maximum Shear Stress Ratio=
0.0 :1
Load Combination
Location of max.above base
0.0 it
Applied Design Shear
0.0 psi
Allowable Shear
0.0 psi
Load Combination Results
Load Combination
Maximum Reactions - Unfactored
Load Combination
Maximum SERVICE Lateral Load Reactions ..
Top along Y -Y 0.0 k Bottom along Y -Y 0.0 k
Top along X -X 0.0 k Bottom along X -X 0.0 k
Maximum SERVICE Load Lateral Deflections...
Along Y -Y 0.0 in at 0.0 it above base
for load combination : fila
Along X -X 0.0 in at 0.0 It above base
for load combination : n/a
Other Factors used to calculate allowable stresses ...
Bending Compression Tension
Cf or Cv : Size based factors 1.300 1.100
Maximum Axial +Bending Stress Ratios Maximum Shear Ratios
Stress Ratio Status Location Stress Ratio Status Location
0.0 PASS 0.0 it 0.0 PASS 0.0 it
Note: Only non -zero reactions are listed.
X -X Axis Reaction Y -Y Axis Reaction
@ Base @ Top @ Base @ Top
L Only
Maximum Deflections for Load Combinations - Unfactored Loads
Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance
D Only 0.0000 in 0.000 It 0.000 in 0.000 ft
L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft
J.M. Williams & Associates Title: Job #
2875 South Decker Lake Dr. Suite 27 Dsgnr:
Sall Lake City, UT 84119 Project Desc.: ?'
Phone: 801-575-6455 Project Notes
Fox: 801-575-6456
Title Block Line 6 Pdrted: s Nov 2011, 2:05PM
-- File: F.lJob12011@011.015'-Moulton,Bryce-eountlNl Place-StudentHousing\Eng\bountiNll place.ec6
Wood Column ENERCALC INC. 19832009, Vac 6.1.00
Description: woodpostatextendedbreezeway-
Sketches
6EM
Loads are total entered value. Arrows do not reflect absolute direction.
J.M. Williams & Associates Title: Job #
2875 South Decker Lake Dr. Suite 27 Dsgnr:
Salt Lake City, UT 84119 Project Desc.:
ehone: 801-575-6455 Project Notes
Fax:801-575-6456
Title Block Line 6_ Pdnted. 3 MAY 2mt, 2u5PM
File: HJob@01112011.015- Moulton, Bryce - Bountiful Place- Student HousinglEng\bounlifull place.ec6
V1r000� Beam Design ENERCALC, INC. 1983-2009, Ver: 6.1.00
Description : 1st floor joist with wall above with load at 4.5
Material Properties
Ratio=
Calculations per IBC 2006, CBC 2007, 2005 NDS
Analysis Method:
Allowable Stress Design
Fb- Tension
2,600.0 psi
E: Modulus of Elasticity
Load Combination:
0.000 in
Fb-Compr
2,600.0 psi
Ebend-xx 1,900.Oksi
Fc - Pill
2,510.0 psi
Eminbend - xx 965.71 ksi
Wood Species :
il-evel Truss Joist
Fc - Perp
Fv
750.0 psi
285.0 psi
Wood Grade
MicroLam LVL 1.9 E
Ft
1,555.0 psi
Density 32.210pcf
Beam Bracing :
Beam is Fully Braced against lateral -torsion buckling
r - ARpbed Lo -- —
Load for Span Number 1
Uniform Load : D = 0.0350, L = 0.040 kilt, Tributary Width =1.0 ft
Point Load : D = 0.670, L = 0.560 k Q 4,50 ft, (Unused)
Maximum Bending Stress Ratio
Section used for this span
to : Actual
FB : Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
Maximum Deflection
Max Downward L+Lr+S Deflection
Max Upward L+Lr+S Deflection
Max Downward Total Deflection
Max Upward Total Deflection
= R1
= 1,708.27psi
= 2,600.00psi
= Oft
1
Span= 18.0 It
Service loads entered. Load Factors will be applied for calculations.
Maximum Shear Stress Ratio
Section used for this span
fv : Actual
Fv : Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
0.386 in
Ratio=
558
0.000 in
Ratio=
0 <360
0.761 in
Ratio =
283
0.000 in
Ratlo =
0 <240
0
= 163.67 psi
= 285.00 psi
Oft
= 1
Maximum Forces & Stresses for Load Combinations
-_ —
LoadCombination Max Stress Ratios Summary of Moment Values Summary of Shear Values
Segment Length Span # M V C d Mal fb-design Fballow Vaclual fv-0esign Fvalbw
Overall Maximum Deflections • Unfactored Loads
Load Combination Span Max. "-"Dell Location in Span Load Combination Max. "+" Deg Location in Span
1 0.0000 0.000 u.uuuu U.000
Vertical Reactions _•Unfact_ore_d Support notation: Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
J.M. Williams & Associates
Title:
558
Job #
2875 Squth Decker Lake Dr. Suite 27
Dsgnr.
0.761 in
Z
Salt Lake City, UT 84119
Project Desc.:
Ratio=
0 <240
Phone: 801-575-6456
Project Notes:
Fax: 801-575-6456
Title Block Line 6
Pnnted. 3 MAY 2011, 2 05P
Beam Design
File:Uob20101.015-Moulton,Bryce-BoulNl
Place- lLaWood
ce6..1e.c06001
ENERCAC,INC.1983-2009,Ver:
i.rr i•.
License Owner;
JM WILLIAMS & ASSOCIATES INC
Description : wood beam underwall above
Material Properties
Calculations
per IBC 2006, CBC 2007, 2005 NDS
Analysis Method: Allowable Stress Design
Fb - Tension
2,600.0 psi
E: Modulus of Elasticity
Load Combination :
Fb - Compr
2,600.0 psi
Ebend-xx 1,900.Oksi
Fc -Prll
2,510.0 psi
Eminbend -xx 965.71ksi
Wood Species : iLevel Truss Joist
Fc - Perp
750.0 psi
Wood Grade MicroLam LVL 1.9 E
Fv
285.0 psi
Fl
1,555.0 psi
Density 32.210pcf
Beam Bracing Beam is Fully Braced against lateral -torsion buckling
010.181
1)(0.18)
558
0 o.os o.oe
-#, _1 -1y000ll
0 <360
0.761 in
Ratio=
0 10.22 U0.2)
Ratio=
0 <240
3-1.75x11.87
Span =18.0 It
3-1.75x11.87
Span = 9.0 n
bP1`4IS — Service loads entered. Load Factors will be applied for calculations.
Load for Span Number 1
Uniform Load : D = 0.0450, L = 0.040 ksf, Tributary Width = 5.0 ft, (2nd floor)
Uniform Load : D = 0.0450, L = 0.040 ksf, Tributary Width = 2.0 ft, (1 st floor)
Uniform Load: D = 0.0150 ksf, Tributary Width =12.0 ft, (wall above)
Load for Span Number 2
Uniform Load : D = 0.0450, L = 0.040 ksf, Tributary Width = 5.0 ft
Point Load : D =1.080, L = 0.960 k (a) 3.0 ft, (Unused)
Uniform Load : D = 0.0450, L = 0.040 ksf, Tributary Width = 2.0 ft, (Unused)
Uniform Load : D = 0.0150 ksf, Tributary Width =12.0 ft, (Unused)
aximum Bending Stress Ratio
Section used for this span
fb : Actual
FB : Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
Maximum Deflection
Max Downward L+Lr+S Deflection
Max Upward L+Lr+S Deflection
Max Downward Total Deflection
Max Upward Total Deflection
1,708.27psi
2,600.00psi
= Oft
1
Maximum Shear Stress Ratio
Section used for this span
tv : Actual
Fv : Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
0.386 in
Ratio=
558
0.000 in
Ratio=
0 <360
0.761 in
Ratio=
283
0.000 in
Ratio=
0 <240
= 0
163.67 psi
285.00 psi
= Oft
= 1
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values
Segment Length Span # M V C d Madual fl -design Fb-allow Vactual tvdesign Fv-allow
Overall Maximum Deflections • Unfactored Loads
Load Combination Span Max.' " Defl Location in Span Load Combination Max.'e Den Location in Span
0.0000 0.000 0.0000 0.000
J.M. Williams 8 Associates
Title: Job #
2875 Squth Decker Lake Or, Suite 27
Dsgnr: 33
Salt Lake City, UT 84119
Project Desc.:
Phone: 801-575-6455
Project Notes
Fax: 801-575-6456
Title Block Line 6
POmed: l MY 2011, 2.05PM
B@801 Design
File:F.Uob1201112oi1.015- Moulton, Bryce- Bountiful Piece - Student Housing\Englbountifull place.ec6
Wood @SI h
ENERCALC, INC. 19632009, Ver. 6.1.00
iWZ11'.1111rdlyl.
-
Description : wood beam under wall above
Vertical Reactions- Unfactored
Support notation: Far left Is#1 Values in KIPS
Load Combination Support 1 Support 2
Support 3
J.M. Williams & Associates Title: Job #
2875 Setuth Decker Lake Dr. Suite 27 Dsgnr:
Salt Lake City, UT 84119 Project Desc.:
Phone: 801-575-6455 Project Notes
Fax: 801-575-6456
Title Block Line 6 _ _ _ Pnmed: 3MAv 2011 r 2 05P
File: Euob1201112011.015- Moulton, Bryce - Bountiful Place - Student NousinifTnglbountrul
Wood Beam Design ENERCALC. INC. 1983-2009. Vel place.ec�
r. 6.1.00
Description: header under beam -1st floor
Material Properties
Calculations per IBC 2006, CBC 2007, 2005 NDS
Analysis Method:
Allowable Stress Design
Fb - Tension
2,600.0 psi
E : Modulus of Elasticity
Load Combination
:
Fb - Compr
2,600.0 psi
Ebend- xx 1,900.Oksi
Fc - Prll
2,510.0 psi
Eminbend - xx 965.71 ksi
Wood Species :
iLevel Truss Joist
Fc - Perp
750.0 psi
Wood Grade
Microl-am LVL 1.9 E
Fv
285.0 psi
Ft
1,555.0 psi
Density 32.210pcf
Beam Bracing :
Beam is Fully Braced against lateral -torsion buckling
Span = 5.50 R
Applied Loade. Service loads entered. Load Factors will be applied for calculations.
Load for Span Number 1
Uniform Load : D = 0.0350, L = 0.040 ksf, Extent = 0.0 --» 3.50 ft, Tributary Width = 5.0 If
PoinlLoad: D=9.190, L= 5.180 k(a13.50ft,(Unused)
Uniform Load : D=0.0350, L = 0.040 ksf, Extent= 3.50-->> 5.0 ft, Tributary Width =14.0 ft
Uniform Load : D=1.110, L =1,020k/ft, Extent= 0.0 -->> 3.50 ft, Tributary Width =1.0 ft
-
Dolm SUMMARY —_ — ___ ! - • e
Maximum Bending Stress Ratio = R 1 Maximum Shear Stress Ratio
Section used for this span Section used for this span
fb:Actual = 1,708.27psi fv:Actual
FB : Allowable = 2,600.00psi Fv : Allowable
Load Combination
Location of maximum on span
Span If where maximum occurs
Maximum Deflection
Max Downward L+Lr+S Deflection
Max Upward L+Lr+S Deflection
Max Downward Total Deflection
Max Upward Total Deflection
Maximum Forces & Stresses
Load Combination
Span #
Load Combination
Oft Location of maximum on span
1 Span # where maximum occurs
0.386 in Ratio= 558
0.000 in Ratio= 0 <360
0.761 in Ratio= 283
0.000 in Ratio= 0 <240
Mactual fb-design Fb-allow
= 0
163.67 psi
= 285.00 psi
= Oft
= 1
Vactual
Overall Maximum Deflections Unfactored Loads
Load Combination Span Max.'-" Defl Locafion in Span Load Combination Max. '+' Deft Location in Span
Vertical Reactions - Un_factore_d . Support notation: Far left is #1 Values in KIPS
Load Combination Support 1 Support 2
J.M. Williams & Associates
2875 South Decker Lake Dr, Suite 27
Salt Lake City, UT 84119
Phone: 801-575-6455
Fbx:801-575-6456
Title Block Line 6. _ _ _
Title:
Dsgnr:
Project Desc.:
Project Notes
_ _ _
Service loads entered. Load Factors will be applied for calculations.
Job If
S
Printed: 3 MAY 2011, 2'.05PM
__ treses_
--
File: F.Uob1201112oi1.015-Moul(on,Bryce-eountiful
Place-StudentHousinglEng\bounlitull place.ec6
Wood Beam Design
Width = 1.0 it
ENERCALC, INC. 1983-2009,Vece.1.00
1 r1 1,
Description: header - let floor
R 1 Maximum
Shear Stress Ratio =
0 : 1
Material Properties
Calculations per IBC 2006, CBC 2007, 2005 NDS
Analysis Method: Allowable Stress Design
Fb- Tension
2,600.0 psi
E: Modulus of Elasticity
Load Combination:
Fb-Compr
2,600.0 psi
Ebend-xx 1,900.01si
285.00 psi
Fc -Prll
2,510.0 psi
Eminbend -xx 965.71ksi
Wood Species : H-evel Truss Joist
Fc - Perp
750.0 psi
Location of maximum on span =
Wood Grade Microl-am LVL 1.9 E
Fv
285.0 psi
Span # where maximum occurs =
1
Ft
1,555.0 psi
Density 32.210pcf
Beam Bracing : Beam is Fully Braced against lateral
-torsion buckling
0.386 in Ratio =
558
Applied Loads- _
— treses --.—.-_-treses_.--.__
Service loads entered. Load Factors will be applied for calculations.
Load for Span Number 1
Uniform Load : D = 1.110, L = 1.020 kilt, Tributary
Width = 1.0 it
DESIGNSIMMMARY
Maximum Bending Stress Ratio =
R 1 Maximum
Shear Stress Ratio =
0 : 1
Section used for this span
Section used for this span
fb : Actual
1,708.27 psi
fir : Actual =
163.67 psi
FB: Allowable
2,600.00 psi
Fv : Allowable =
285.00 psi
Load Combination
Load Combination
Location of maximum on span =
Oft
Location of maximum on span =
Oft
Span # where maximum occurs =
1
Span # where maximum occurs =
1
Maximum Deflection
Max Downward L+Lr+S Deflection
0.386 in Ratio =
558
Max Upward L+Lr+S Deflection
0.000 in Ratio =
0 <360
Max Downward Total Deflection
0.761 in Ratio =
283
Max Upward Total Deflection
0.000 in Ratio=
0 <240
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values
Segment Length Span If M V Cd Mactual f l -design Fit -allow Vactual fv-design Fv-allow
Overall Maximum Deflections • Unfactored Loads
-- — _ ll
Load Combination Span Max."-' Dell Location in Span Load Combination Max. "+^ Deo Location In Span
Vertical Reactions - Unfactored
_ treses—treses_- -
Load Combmation Support i Support 2
Support notation: Far left Is #i Values in KIPS
J.M. Williams & Associates
2875 South Decker Lake Dr. Suite 27
Salt Lake City, UT 84119
Rhone: 801-575-6455
Fax: 801-575-6456
Title:
Dsgnr:
Project Desc.:
Project Notes :
Job #
3�
File: F:Uob�201112011.015-Moulton, Bryce -Bountiful Place - Student Housing ng untifu Oace.ec
Wood ColumnENERCALC, INC. 1983-2009, Ver: 6.1,00
Description : wood post at extended breezeway
Analysis Method : Allowable Stress Design
End Fixities Top & Bottom Pinned
Overall Column Height
( Used for non -slender calculations )
Wood Species Douglas Fir - Larch
Wood Grade Stud
Fb - Tension
700.0 psi
Fv
Fb - Compr
700.0 psi
Ft
Fc - Prll
850.0 psi
Density
Fc - Perp
625.0 psi
Cfu : Flat Use Factor
E : Modulus of Elasticity,
..
x -x Bending
1,400.0 ksi Use Cr : Repetitive ?
Basic
1,400.0
Minimum
510.0
Load Combination:
10.0 ft
180.0 psi
450.0 psi
32.210 pcf
y -y Bending
1,400.0
510.0
Column self weight included : 73.815 lbs * Dead Load Factor
AXIAL LOADS ...
Axial Load at 10.0 it, D = 3.620, L = 3.860 k
BENDING LOADS ...
Lat. Uniform Load creatinq Mx -x, W = 0.050 k/ft
DESIGN SUMMARY
Bending & Shear Check Results
PASS Max. Axial+Bending Stress Ratio =
Load Combination
Governing NDS Formla
Location of max.above base
At maximum location values are ...
Applied Axlal
Applied Mil
Applied My
Fc: Allowable
PASS Maximum Shear Stress Ratio =
Load Combination
Location of max.above base
Applied Design Shear
Allowable Shear
Load Combination Results
Load Combination
Maximum Reactions - Unfactored
Load Combination
Code Ref : 2006
Wood Section Name 4.2x6
Wood Grading/Manuf. Graded Lumber
Wood Member Type Sawn
ANSI / AF&PA NDS -2005
Exact Width 6.0 in Allowable Stress Modification Factors
ExadOepth 5.50 in Cf or Cv for Bending
1.0
Area 33.0 inA2 Cf orCvfor Compression
1.0
Ix 83.188 inA4 Cf or Cv for Tension
1.0
ly 99.0 104 Cm: Wel Use Factor
1.0
Ct: Temperature Factor
1.0
Cfu : Flat Use Factor
1.0
Axial Kf: Built-up columns
1.0 NDS 15.3.2
1,400.0 ksi Use Cr : Repetitive ?
No (non-grb only)
Brace condition for deflection (buckling) along columns:
X -X (width) axis : Fully braced against buckling along X -X Axis
Y -Y (depth) axis :Unbraced Length for Y -Y Axis buckling =10 ft, K
=1.0
Service loads entered. Load Factors will be applied for calculations.
0.0 : 1 Maximum SERVICE Lateral Load Reactions . .
Top along Y -Y 0.250 k Bottom along Y -Y 0.250 k
Top along XA 0.0 k Bottom along XA 0.0 k
0.0 It Maximum SERVICE Load Lateral Deflections ...
Along Y -Y -0.09764 in at 5.034 It above base
0.0 k for load combination: W Only
0.0 k -ft Along X -X 0.0 in at 0.0 ft above base
0.0 k -ft for load combination : n/a
0.0 psi
Other Factors used to calculate allowable stresses ...
0.0:1 Bending Compression Tension
Cf or Cv : Size based factors 1.300 1.100
0.0 ft
0.0 psi
0.0 psi
0.0 PASS 0.0 ft 0.0 PASS 0.0 ft
Note: Only non -zero reactions are listed.
X -X Axis Reaction Y -Y Axis Reaction
@ Base @ Top @ Base @ Top
L Only
W Only 0.250 -0.250
Maximum Deflections for Load Combinations - Unfactored Loads
Load Combination Max. X -X Degection Distance Max. Y -Y Deflection Distance
0.0000 in 0.000 It 0.000 in 0.000 It
J.M. Williams & Associates
2875 South Decker Lake Dr, Suite 27
Salt Lake City, UT 84119
Phone: 801-575-6455
Fax:801-575-6456
Title Block Line 6
Wood Column
Description: wood post at extended breezeway - first level
Title: Job #
Dsgnr: _?7Project Desc.:
Project Notes
POW: 3MAY 2011, 2:05PM
Iob1201112011.015- Moulton, Bryce- Bountiful Place -Student HousmglEngtbountifull place,ece
Maximum Deflections for Load Combinations • Unfactored Loads
Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance _
W Only 0.0000 in 0.000 x -0.004 in 9.933 fl
Loads are total entered value. Avows do not reflect absolute direction.
J.M. Williams & Associates
Title: Job #
Squth Decker Lake Or, Suite 27
Dsg2875
Salt Lake City, UT 84119
Project Desc.:
jPro
Proec
Phone: 801-575-6455
Project Notes:
Fax:801-575-6456
( used for non -slender calculations)
Title Block Line 6
PrinleB. 3 MAY 2011, 205P
r ' -
File: FUob20112011.015- Moukon,Bryce- Bountiful Place-t lbountr lVpelra: c6e1e.060
WOOCColumn
ENERCALC, INC.1983-2009u,
Description : tyical exterior stud at 3rd level
General Information Code Ref : 2006 IBC, ANSI / AF&PA NDS -2005
Analysis Method: Allowable Stress Design
Wood Section Name
2x6
End Fixities Top & Bottom Pinned
Wood GradinglManuf.
Graded Lumber
Overall Column Height 9.50 it
Wood Member Type
Sawn
( used for non -slender calculations)
Exact Width
1.50 in Allowable Stress Modification Factors
Wood Species Douglas Fir - Larch
Exact Depth
5.50 in Cf or Cv for Bending 1.0
Wood Grade Stud
Area
8.250 in42 Cf or Cv for Compression 1.0
FIB - Tension 700.0 psi Fv 180.0 psi
Ix
20 797 in*4 Cf or Cy for Tension 1.0
Fb -Compr 700.0 psi
Fc - PHI 850.0 psi
Fc - Perp 625.0 psi
E: Modulus of Elasticity .. .
Basic
Minimum
Load Combination:
Ft 450.0 psi
Density 32.210 pcf
x -x Bending y -y Bending
1,400.0 1,400.0
510.0 510.0
ipplied Loads
Column self weight included : 17.531 lbs * Dead Load Factor
AXIAL LOADS ...
Axial Load at 9.50 ft, D = 0.40, Lr = 0.40, S = 1.0 k
BENDING LOADS. .
Lat. Uniform Load creating Mx -x, W = 0.040 k/ft
ly 1.547 in*4 Cm: Wet Use Factor
1.0
Ct Temperature Factor
1.0
Cfu : Flat Use Factor
1.0
Axial KC Built-up columns
1.0 NDS 15.3.2
1,400.0 ksi Use Cr : Repetitive 7
No (non -gib only)
Brace condition for deflection (buckling) along columns :
Top along XA 0.0 k Bottom along X -X 0.0 k
X -X (width) axis : Fully braced against buckling along X -X Axis
0.0 It
Y -Y (depth) axis :Unbraced Length for Y -Y Axis buckling = 9.5 R,
K =1.0
Service loads entered. Load Factors will be applied for calculations.
Bending & Shear Check Results
PASS Max. Axial+Bending Stress Ratio =
0.0 :1
Maximum SERVICE Lateral Load Reactions ..
Load Combination
Top along Y -Y 0.190 k Bottom along Y -Y 0.190 k
Governing NDS Fonnla
Top along XA 0.0 k Bottom along X -X 0.0 k
Location of max.above base
0.0 It
Maximum SERVICE Load Lateral Deflections ...
At maximum location values are ...
Along Y -Y -0.2545 in at 4.782 it above base
Applied Axial
0.0k
for load combination: W Only
Applied Mx
0.0 k -ft
Along X -X 0.0 in at 0.0 fl above base
Applied My
0.0 lfor
load combination: n/a
Fc: Allowable
0.0 psi
Other Factors used to calculate allowable stresses ...
PASS Maximum Shear Stress Ratio =
0.0 :1
Bendino Compression Tension
Load Combination
Cf or Cv : Size based factors 1.300 1.100
Location of max.above base
0.0 ft
Applied Design Shear
0.0 psi
Allowable Shear
0.0 psi
Load Combination Results
Maximum Axial + Bendino
Stress Ratios Maximum Shear Ratios
Load Combination
Stress Ratio Status
Location Stress Ratio Status Location
0.0 PASS
0.0 R 0.0 PASS 0.0 it
Maximum Reactions - Unfactored
Note: Only non -zero reactions are listed.
-_-
_
X -X Axis Reaction
Y -Y Axis Reaction
Load Combination
@ Base @ Top
@ Base @ Top
D Only
Lr Only
S Only
W Only
0.190 -0.190
Maximum Deflections for Load Combinations - Unfactored Loads
Load Combination Max.
X -X Deflection Distance
Max. Y -Y Deflection Distance
D Only
0.0000 in 0.000 tt
0.000 in 0.000 fl
J.M. Williams & Associates Title: Job #
2875 South Decker Lake Dr. Suite 27 Dsgnr:
Project Desc.:
Salt Lake City, LIT 84119
Phone: 801-575-6455 Project Notes:
Fk 801-575-6456
Title Block Li Panted 3!AY2011, 205M,
PIP gTngftuntifun place.K6
Wood Column ENERCALC, INC. 19832009, Ver 6.1,00
Description: Vical extedof stud at 3rd level
Maximum Deflections for Load Combinations - Unfactored Loads
--Coed Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance
U Willy
S Only 0,0000 In 0.000 It 0,000 In 0.000 ft
W Only 0.0000 in 0.000 ft .0.011 in 9.436 ft
Loads
CG
II
L�M A L,
$.Win Loads are total entered value. MownMowndo not mfi.11 absolute direction.
J.M. Williams 6 Associates
2875 South Decker Lake Dr. Suite 27
Sall Lake City, UT 84119
Phone: 801-575-6465
Fax:801-575-6456
Wood Column
Description : Wcal exterior stud at
Title : Job #
Dsgnr:
Project Desc: (!�
Project Notes
Printed: 3 MAY 2011, 2 05P
General Information
Code Ref : 2006 IBC, ANSI 1 AF&PA NDS -2005
Analysis Method: Allowable Stress Design
Wood Section Name 2x6
Maximum SERVICE Lateral Load Reactions . .
End Fixities Top & Bottom Pinned
Wood GradinglMamd. Graded Lumber
Governing NDS Formla
Overall Column Height
9.50 ft
Wood Member Type Sawn
0.0 ft
( Used for non -slender calculations)
At maximum location values are ...
Exact Width 1.50 in Allowable Stress Modification Factors
Wood Species Douglas Fir - Larch
Applied Axial
Exact Depth 5.50 in Cf or Cv for Bending
1.0
Wood Grade Stud
0.0 k -ft
Area 8.25102 Cf of Cv for Compression
1.0
Fb- Tension 700.0 psi Fv
180.0 psi
Ix 20.797 Wit Cf or Cv for Tension
1.0
Fb - Compr 700.0 psi Ft
450.0 psi
ly 1.547 inA4 Cm: Wet Use Factor
1.0
Fc - Prll 850.0 psi Density
32.210 pcf
Ct: Temperature factor
1.0
Fc - Perp 625.0 psi
Cfu : Flat Use Factor
1.0
E : Modulus of Elasticity ... x -x Bending
y -y Bending
Axial Kf: Built-up columns
1.0 NDS 15.3.2
Basic 1,400.0
1,400.0
1,400.0ksi Use Cr: Repetitive?
No(non gmonly)
Minimum 510.0
510.0
Brace condition for deflection (buckling) along columns :
Maximum Axial + Bending
Load Combination :
Load Combination
X -X (width) axis : Fully braced against buckling along X -X Axis
Location Stress Ratio Status Location
0.0 PASS
Y -Y (depth) axis :Unbraced Length for Y -Y Axis buckling = 9.5 ft,
K =1.0
Service loads entered. Load Factors will be applied for calculations.
Column self weiqht included :17.531 lbs" Dead Load Factor
AXIAL LOADS ...
roof: Axial Load at 9.50 ft, D = 0.40, Lr = 0.40, S =1.0 k
3rd floor: Axial Load at 9.50 ft, D = 0.60, L = 0.4530 k
BENDING LOADS ...
Lat. Uniform Load creatinq Mx -x, W = 0.040 klft
DESIGN SUMMARY
Bending & Shear Check Results
PASS Max. Axial+Bending Stress Ratio =
0.0 : 1
Maximum SERVICE Lateral Load Reactions . .
Load Combination
Top along Y -Y 0.190 k Bottom along Y -Y 0.190 k
Governing NDS Formla
Top along X -X 0.0 k Bottom along X -X 0.0 k
Location of max.above base
0.0 ft
Maximum SERVICE Load Lateral Deflections ...
At maximum location values are ...
Along Y -Y -0.2545 in at 4.782 ft above base
Applied Axial
0.0k
for load combination: WOnly
Applied Mx
0.0 k -ft
Along X -X 0.0 in at 0.0 ft above base
Applied My
0.0 k -ft
0.0 psi
for load combination: nla
Fc: Allowable
Other Factors used to calculate allowable stresses ...
PASS Maximum Shear Stress Ratio =
0.0 :1
Bending Compression Tension
Load Combination
Cf or Cv : Size based factors 1.300 1.100
Location of max.above base
0.0 ft
Applied Design Shear
0.0 psi
Allowable Shear
0.0 psi
Load Combination Results
Maximum Axial + Bending
Stress Ratios Maximum Shear Ratios
Load Combination
Stress Ratio Status
Location Stress Ratio Status Location
0.0 PASS
0.0 ft 0.0 PASS 0.0 ft
MgXIm1lm RB�Ctibna--UnfaCfored_._ _ _
_;
Note: Only non -zero reactions are listed.
�---
X -X Axis Reaction
Y -Y Axis Reaction
Load Combination
@ Base @ Top
@ Base @ Top
Lr Only
L Only
Lr+L+S
S Only
W Only
D+L+S
0.190 -0.190
J.M. Williams & Associates
2875 South Decker Lake Dr. Suite 27
Salt Lake City, UT 84119
Rhone: 801-575-6455
Fix: 801-575-6456
Column
Description
at 2nd level
Maximum Reactions - Unfactored
-- — -- -- - - -- --- - X -X Axis Reaction
Load Combination @Base @Top
Title : Job #
Dsgnr:
Project Desc.: 1
Project Notes
Pointed: 3 MAY 2011. 2 05P
Y -Y Axis Reaction
@ Base @ Top
Maximum Deflections for Load Combinations • Unfactored Loads
Load Combinatbn . Max. X -X Deflection Distance Max. Y -Y Deflection Distance
Lr Only
0.000 in
0.0000 in
L Only
0.000 in
0.0000 in
Lr+L+S
0.000 in
0.0000 in
S Only
0.000 In
0.0000 in
W Only
-0.005 in
0.0000 in
D+L+S
0.000 in
0.0000 in
D+L+Lr
0.000 in
0.0000 in
�k 19- x
zm
ru
0.000 It
0.000 in
0.000 It
0.000 It
0.000 in
0.000 ft
0.000 ft
0.000 in
0.000 It
0.000 It
0.000 In
0.000 It
0.000 It
-0.005 in
9.500 fl
0.000 It
0.000 in
0.000 n
0.000 fl
0.000 in
0.000 It
Note: Only non -zero reactions are listed.
Loads
Loads are total entered value. Arrows do not reflect absolute direction.
J.M. Williams & Associates
Title:
Job #
2875 SiIulh Decker Lake Dr. Suite 27
Dsgnr:
Wood Section Name
Salt Lake City, UT 84119
Project Desc.:
i L
ghone: 801-575-6455
Project Notes
Graded Lumber
Fax: 801-575-6456
Overall Column Height
9.50 ft
Title Block Line 6
Sawn
Printed. 3MAY 2011. 2 05P
--
Wood ColumnENERCALC,
Pile: Fa1ob1201112011.015-Moulton,Bryce-Bountiful
Place -Student HousinglEngl6ounhfull place,ec6
INC. 19632009 Ver 6.1.00
Description :
at 1 st level
General Information
0.0 :1
Maximum SERVICE Lateral Load Reactions. .
Code Ref : 2006 IBC, ANSI / AF&PA NDS -2005
Analysis Method: Allowable Stress Design
Wood Section Name
2x6
Location of max.above base
End Fixities Top & Bottom Pinned
Location of max.above base
Wood Grading/Manuf,
Graded Lumber
At maximum location values are ...
Overall Column Height
9.50 ft
Wood Member Type
Sawn
for load combination: W Only
( used for non -slender calculations)
0.0 k -ft
Exact Width
1.50 in Allowable Stress Modification Factors
Wood Species Douglas Fir - Larch
for load combination: n/a
Exact Depth
5.50 in Cf or Cv for Bending
1.0
Wood Grade Stud
Maximum Axial +Bending
Area
8.25 W2 Cf or Cv for Compression
1.0
Fib - Tension 700.0 psi Fv
180.0 psi
Ix
20.797 inA4 Cf or Cv for Tension
1.0
Fb - Compr 700.0 psi Ft
450.0 psi
ly
1.547 inA4 Cm: Wet Use Factor
1.0
Fc - Prll 850.0 psi Density
32.210 pcf
Y -Y Axis Reaction
Ct: Temperature Factor
1.0
Fc - Perp 625.0 psi
@ Base @ Top
Cfu : Flat Use Factor
1.0
E : Modulus of Elasticity ... x -x Bending
y -y Bending
Axial
Kf : Built-up columns
1.0 NDS 15.3.2
Basic 1,400.0
1,400.0
1,400.0ksi
Use Cr. Repetitive?
Yes (non gib only)
Minimum 510.0
510.0
Brace condition for deflection (buckling) along columns :
Load Combination :
X -X (width) axis
: Fully braced against buckling along X -X Axis
Y -Y (depth) axis
:Unbraced Length for Y -Y Axis buckling = 9.5 ft,
K =1.0
Service loads entered. Load Factors will be applied for calculations.
Column self weight included : 17.531 be * Dead Load Factor
AXIAL LOADS ...
roof: Axial Load at 9.50 ft, D = 0.40, Lr = 0.40, S = 1.0 k
3rd floor: Axial Load at 9.50 ft, D = 0.60, L = 0.4530 k
2nd floor: Axial Load at 9.50 ft, D = 0.60, L = 0.4530 k
BENDING LOADS ...
Lat. Uniform Load creating Mx -x, W = 0.040 k/ft
DESIGN SUMMARY
Bending & Shear Check Results
PASS Max. Axial+Bending Stress Ratio =
0.0 :1
Maximum SERVICE Lateral Load Reactions. .
Load Combination
0.0 :1
Top along Y -Y 0.190 k Bottom along Y -Y 0.190 k
Governing NDS Fonnla
Location of max.above base
Top along X -X 0.0 k Bottom along X -X 0.0 k
Location of max.above base
0.0 ft
Maximum SERVICE Load Lateral Deflections ...
At maximum location values are ...
Along Y -Y -0.2545 in at 4.782 ft above base
Applied Axial
0.0 k
for load combination: W Only
Applied Mx
0.0 k -ft
Along X -X 0.0 in at 0.0 ft above base
Applied My
Fc: Allowable
0.0 k -ft
0.0 psi
for load combination: n/a
Lr Only
L Only
Lr+LiS
S Only
W Only
0.190 -0.190
Other Factors used to calculate allowable stresses ...
PASS Maximum Shear Stress Ratio =
Load Combination
0.0 :1
Cf or Cv : Size based factors
Bending Compression Tension
1.300 1.100
Location of max.above base
0.0 ft
Applied Design Shear
0.0 psi
Allowable Shear
0.0 psi
Load Combination Results
Maximum Axial +Bending
Stress Ratios Maximum Shear Ratios
Load Combination
Stress Ratio Status
Location Stress Ratio
Status Location
0.0 PASS
0.0 ft 0.0
PASS 0.0 ft
Maximum Reactions - Unfactored
Note: Only non -zero reactions are listed.
X -X Axis Reaction
Y -Y Axis Reaction
Load Combination
@ Base @ Top
@ Base @ Top
Lr Only
L Only
Lr+LiS
S Only
W Only
0.190 -0.190
J.M. Williams & Associates
2875 Sopth Decker Lake Dr. Suite 27
Salt Lake City, UT 84119
Pbone:801-575-6455
Fax: 801-575-6456
Wood Column
Description : tyical exterior stud at
Maximum Reactions • Unfactored
Load Combination
X -X Axis Reaction
@ Base @ Top
File:
D+L+Lr
Maximum Deflections for Load Combinations • Unfactored Loads
Title:
Dsgnr:
Project Desc.:
Project Notes:
Y -Y Axis Reaction
@ Base @ Top
Job #
`13
Printed'. 3 MAY 2011, 2 05P
mtiful Place- Student HousinglEngltpuntirull place.ec6
ENERCALC, INC. 1983-2009, Ver: SIM
Note: Only non -zero reactions are listed.
Load Combination
Max. X -X Deflection
Distance
Max. Y -Y Deflection
Distance
D Onry
0.0000 in
0.000 ft
0.000 in
0.000 ft
Lr Only
0.0000 in
0.000 ft
0.000 In
0.000 ft
L Only
0.0000 in
0.000 ft
0.000 In
0.000 ft
Lr+L+S
0.0000 in
0.000 ft
0.000 In
0.000 ft
S Only
0.0000 in
0.000 ft
0.000 in
0.000 ft
W Only
0.0000 in
0.000 ft
-H05 in
9.500 ft
D+L+S
0.0000 in
0.000 ft
0.000 in
0.000 ft
D+L+Lr
0.0000 in
0.000 ft
0.000 in
0.000 ft
-Sketches
-
X
AJ -
Ll Loads are total entered value. Arrows do absolute direction.
J.M. Williams & Associates Title: Job #
2875 South Decker Lake Dr. Suite 27 Dsgnr:
Sall Lake City, UT 84119 Project Desc.:
Rhone: 801-575-6455 Project Notes
Fax: 801-575-6456
Wood Column ENERCALC, INC. 1983-2009,Vec 6.1.00
Description: tyical interior stud at 3rd level - party wall (16'
General Information Code Ref : 2006 IBC, ANSI I AF&PA NDS -2005
Analysis Method: Allowable Stress Design
Wood Section Name
2x4
End Fixities Top & Bottom Pinned
Wood Grading/Manuf.
Graded Lumber
Overall Column Height 9.50 It
Wood Member Type
Sawn
( Used for non -slender calculations)
Exact Width
1.50 in Allowable Stress Modification Factors
Wood Species Douglas Fir - Larch
Exact Depth
3.50 in Cf or Cv for Bending 1.10
Wood Grade Stud
Area
5.250 inA2 Cf or Cv for Compression 1.050
Fib - Tension 700.0 psi Fv 180.0 psi
Ix
5 359 inA4 Cf or Cv for Tension 1.10
Fb - Compr
700.0 psi Ft 450.0 psi ly
0.9844 inA4 Cm: Wet Use Factor
1.0
Fc - Prll
850.0 psi Density 32.210 pcf
Ct: Temperature Factor
1.0
Fc - Perp
625.0 psi
Cfu : Flat Use Factor
1.0
E : Modulus of Elasticity ... x -x Bending y -y Bending Axial Kf: Built-up columns 1.0 NDS 15,3.2
Basic 1,400.0 1,400.0 1,400.0 ksi Use Cr: Repetitive? No(non-gib only)
Minimum 510.0 510.0 Brace condition for deflection (buckling) along columns :
Load Combination : X -X (width) axis : Fully braced against buckling along X -X Axis
Y -Y (depth) axis :Unbraced Length for Y -Y Axis buckling = 9.5 ft, K =1.0
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Column self weight included : 11.156 lbs' Dead Load Factor
AXIAL LOADS ...
roof: Axial Load at 9.50 it, D = 0.3870, Lr = 0.3870, S = 0.6770 k
BENDING LOADS ...
Lat. Uniform Load creating Mx -x, W = 0.0070 Wit
DESIGN SUMMARY
Bending & Shear Check Results
PASS Max. Axial+Bending Stress Ratio =
0.0:1
Maximum SERVICE Lateral Load Reactions ..
Load Combination
Top along Y -Y 0.03325 k Bottom along Y -Y 0.03325 k
Governing NDS Formla
Top along X -X 0.0 k Bottom along X -X 0.0 k
Location of max.above base
0.0 fl
Maximum SERVICE Load Lateral Deflections ...
At maximum location values are ...
Along Y -Y -0.1728 in at 4.762 ft above base
Applied Axial
0.0 k
for load combination: W Only
Applied Mx
0.0 k -ft
Along X -X 0.0 in at 0.0 It above base
Applied My
0.0 k -fl
for load combination: n/a
Fc: Allowable
0.0 psi
Other factors used to calculate allowable stresses ...
PASS Maximum Shear Stress Ratio =
0.0 :1
Bending Compression Tension
Load Combination
Cf or Cv : Size based factors 1.300 1.100
Location of maxabove base
0.0 ft
Applied Design Shear
0.0 psi
Allowable Shear
0.0 psi
Load Combination Results
Maximum Axial +Bendino
Stress Ratios Maximum Shear Ratios
Load Combination
Stress Ratio Status
Location Stress Ratio Status Location
0.0 PASS
0.0 ft 0.0 PASS 0.0 ft
Maximum Reactions . Unfactored
Note: Only non -zero reactions are listed.
-.- ---- ---
---
X-XRxis Reaction
Y -Y Axis Reaction
Load Combination
@ Base @ Top
@ Base @ Top
Lr Only
S Only
W Only
0.033 -0.033
Maximum Deflections for Load Combinations - Unfactored Loads
load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance
D Only 0.0000 in 0.000 K 0.000 in 0.000 k
J.M. Williams & Associates
2875 South Decker Lake Dr, Suite 27
Salt Lake City, UT 84119
Pjione: 801-575-6455
Fox: 801-575-6456
Wood Column
Description: Vical interior stud at 3rd level -
Title: Job #
Dsgnr:
Project Desc.:
Project Notes
Printed. 3MAY 2011, 2 05M
Fill F: 11061201 112011.015- Alult0l Bryce - Bountiful Place - Student HousingTnit%ountifuil plamecti
ENERCALC. INC. 1983-2009. Ver 6.1.00
Maximum Deflections for Load Combinations - Unfactored Loads
Load Combination
Max. X -X Deflection
Distance
Max. Y -Y Deflection
Distance
Lr Only
0.0000 in
0.000 It
0.000 in
0.000 It
S Only
0,0000 In
0.000 it
0.000 in
0.000 It
W Only
0.0000 in
0.000 it
-0.007 in
9.436 ft
R1641 I
�MVA
ON
Loads
2.4
Loads are total entered value. Arrows do not reflect absolute direction.
J.M. Williams & Associates
Title:
Job 4
2875 Setuth Decker Lake Dr, Suite 27
Maximum SERVICE Lateral Load Reactions. .
Dsgnr:
Salt Lake City, UT 84119
Governing NDS Formla
Project Desc.:
Top along X -X 0.0 k Bottom along X -X 0.0 k
Qhone:801-575-6455
0.0 I1
Project Notes:
At maximum location values are...
Fax: 801-575-6456
Along Y -Y -0.1728 in at 4.782 it above base
Applied Axial
0.0 k
Title Block Line 6
_.
0.0 k -ft
Pnnted: 3 MAY 2011 2 05P
_
0.0 k -ft
File: F:U01201112011015- Moulton, Bryce - Bountiful Place -Student HousinglEnglbountifull place.ec6
Wood Column
0.0 psi
Other Factors used to calculate allowable stresses ...
ENERCALC INC. 19n2009, Ver. 6.1.00
0.0 :1
Bending Compression Tension
Load Combination
Cf or Cv : Size based factors 1.300 1.100
Location of max.above base
0.0 it
Description: tyicalinterior stud at2nd level -party
wall If2"O.CJ
Allowable Shear
General Information
Load Combination Results
Code Ref : 2006 IBC, ANSI I AF&PA NDS -2005
Analysis Method: Allowable Stress Design
Wood Section Name
2x4
End Fixities Top & Bottom Pinned
Wood GradinglManuf.
Graded Lumber
Overall Column Height
9.50 ft
Wood Member Type
Sawn
( Used for non -slender calculations)
0.0 ft 0.0 PASS 0.0 It
Exact Width
1.50 In Allowable Stress Modification Factors
Wood Species Douglas Fir - Larch
_--_ - ------
Exact Depth
3.50 in Cf or Cv for Banding 1.10
Wood Grade Stud
@Base @Top
Area
5.250 irl Cf or Cv for Compression 1.050
Flo -Tension 700.0 psi Fv
180.0 psi
Ix
5.359in^4 Cf or Cv for Tension 1.10
Flo - Compr 700.0 psi Ft
450.0 psi
ly
0.9844 !n^4 Cm: Wet Use Factor 1.0
Fc - Pril 850.0 psi Density
32.210 pcf
Ct: Temperature Factor 1.0
Fc - Perp 625.0 psi
Cfu : Flat Use Factor 1.0
E : Modulus of Elasticity ... x -x Bending
y -y Bending
Axial
Kf: Built-up columns 1,0 NDS 15.3.2
Basic 1,400.0
1,400.0
1,400.0 ksi
Use Cr Repetitive? Yes fnomgln only)
Minimum 510.0
510.0
Brace condition for deflection (buckling) along columns :
Load Combination:
X -X (width) axis:
Fully braced against buckling along X -X Axis
Y -Y (depth) axis
:Unbraced Length for Y -Y Axis buckling = 9.5 ft, K =1.0
Service loads entered. Load Factors will be applied for calculations.
Column self weight included : 11.156 lbs - Dead Load Factor
AXIAL LOADS ...
roof: Axial Load at 9.50 ft, D = 0.290, Lr = 0.290, S = 0.50 k
3rd Floor: Axial Load at 9.50 ft, D = 0.2850, L = 0.240 k
BENDING LOADS ...
Lat. Uniform Load creatinq Mx -x, W = 0.0070 klft
DESIGN SUMMARY
Bending & Shear Check Results
PASS Max. Axial+Bending Stress Ratio =
0.0 :1
Maximum SERVICE Lateral Load Reactions. .
Load Combination
Top along Y -Y 0.03325 k Bottom along Y -Y 0.03325 k
Governing NDS Formla
Top along X -X 0.0 k Bottom along X -X 0.0 k
Location of max.above base
0.0 I1
Maximum SERVICE Load Lateral Deflections...
At maximum location values are...
Along Y -Y -0.1728 in at 4.782 it above base
Applied Axial
0.0 k
for load combination : W Only
Applied Mx
0.0 k -ft
Along X -X 0.0 in at 0.0 ft above base
Applied My
0.0 k -ft
for load combination: n/a
Fc: Allowable
0.0 psi
Other Factors used to calculate allowable stresses ...
PASS Maximum Shear Stress Ratio =
0.0 :1
Bending Compression Tension
Load Combination
Cf or Cv : Size based factors 1.300 1.100
Location of max.above base
0.0 it
Applied Design Shear
0.0 psi
Allowable Shear
0.0 psi
Load Combination Results
Maximum Atrial + Bending
Stress Ratios Maximum Shear Ratios
Load Combination
Stress Ratio Status
Location Stress Ratio Status Location
0.0 PASS
0.0 ft 0.0 PASS 0.0 It
Maximum Reactions " Utrfactored
_
Note: Only non -zero reactions are listed.
_--_ - ------
X -X Axis Reaction
Y -Y Axis Reaction
Load Combination
@Base @Top
@Base @Top
Lr Only
L Only
Lr+L+S
S Only
W Only
D+L+S
0.033 -0.033
J.M. Williams & Associates
2875 South Decker Lake Dr. Suite 27
Sall Lake City, UT 84119
17hone: 801-575-6455
Fzx:801-575-6456
Wood Column
Description : tyical interior
Title:
Dsgnr.
Project Desc.:
Project Notes
File: Nobt201112011.015 - Moulton,
Job #
k7
Pentad 3M Y2011, 2 05P
inglEnglbountifull place K6
INC. 1963-2009. Ver: 6.1.00
Note: Only non -zero reactions are listed.
X -X Axis Reaction Y -Y Axis Reaction
Load Combination @Base @Top @Base @Top
Maximum Deflections for Load Combinations • Unfactored Loads
Load Combination
Max. X -X Deflection
Distance
Max. Y -Y Deflection
Distance
D Only
0.0000 in
0.000 ft
0.000 in
0.000 ft
Lr Only
0.0000 in
0.000 ft
0.000 in
0.000 ft
L Only
0.0000 in
0.000 ft
0.000 in
0.000 ft
Lr+L+S
0.0000 In
0.000 ft
0.000 in
0.000 ft
S Only
0.0000 in
0.000 ft
0.000 In
0.000 ft
W Only
0.0000 in
0.000 ft
-0.004 in
9.500 ft
D+L+S
0.0000 in
0.000 ft
0.000 in
0.000 ft
D+L+Lr
0.0000 in
0.000 it
0.000 in
0.000 ft
Sketches '
Loads are total entered value. Arrows do not reflect absolute direction.
J.M. Williams & Associates
Title:
Job #
2875 South Decker Lake Dr, Suite 27
Dsgnr:
La,j
Salt Lake City, UT 84119
BENDING LOADS ...
Project
Desc.:
Phone: 801-575-6455
Project Notes
Fax: 801-575-6456
Maximum SERVICE Lateral Load Reactions . .
Load Combination
Top along Y -Y 0.03325 k Bottom along Y -Y 0.03325 k
Title Block Line 6
_ _
Location of max.above base 0.0 ft
Prinletl: 3 MAY 2011, 2 05P
_
Wood Column
Along Y -Y -0.1512 in at 4.782 ft above base
File: Fa1ob1201114011.015-Moulton, Bryce- Bountiful Piece -Student Housing\Eng%0untifull place.eo6
ENERCALC, INC. 19932009, Ver: 6.1.00
for load combination: W Only
Applied Mx 0.0 k -ft
Along X -X 0.0 in at 0.0 ft above base
Applied My 0.0 k -ft
0.0 psi
for load combination: Fila
Fc: Allowable
Other Factors used to calculate allowable stresses...
PASS Maximum Shear Stress Ratio = 0.0 :1
Description : Vicat interior stud at 1ST level -party
wall (12" O.C. -dfi
Cf or Cv : Size based factors 1.300 1.100
Location of max.above base 0.0 ft
General Information
Applied Design Shear 0.0 psi
Code Ref : 2006 IBC, ANSI / AF&PA NDS -2005
Analysis Method : Allowable Stress Design
Wood Section Name
2x4
End Fixilies Top & Bottom Pinned
Wood GradinglManuf.
Graded Lumber
Overall Column Height
9.50 ft
Wood Member Type
Sawn
( Used for non -slender calculations)
Exact Width
1.50 in Allowable Stress Modification Factors
Wood Species Douglas Fir - Larch
Exact Depth
3.50 in Cf or Cv for Bending 1.50
Wood Grade No.2
Area
5.25 inA2 Cf or Cv for Compression 1.150
Fb - Tension 900.0 psi Fv
180.0 psi
Ix
5.359 inA4 Cf or Cv for Tension 1.50
Fb - Compr 900.0 psi Fl
575.0 psi
ly
0.9844 inA4 Cm: Wet Use factor 1.0
Fc - Prll 1,350.0 psi Density
32.210 pcf
Ct: Temperature Factor 1.0
Fc - Perp 625.0 psi
Cfu : Flat Use Factor 1.0
E : Modulus of Elasticity ... x -x Bending
y -y Bending Axial
Kf : Built-up columns 1.0 NDS 15.3.2
Basic 1,600.0
1,600.0 1,600.0
ksi
Use Cr: Repetitive? Yes(non-glb only)
Minimum 580.0
580.0
Brace condition for deflection (buckling) along columns :
Load Combination:
X -X (width) axis:
Fully braced against buckling along X -X Axis
Y -Y (depth) axis
:Unbraced Length for Y -Y Axis buckling = 9.5 ft, K =1.0
Service loads entered. Load Factors will be applied for calculations.
Column self weight included :11.156 lbs *Dead Load Factor
AXIAL LOADS ...
roof: Axial Load at 9.50 ft, D = 0.290, Lr = 0.290, S = 0.50 k
3rd floor: Axial Load at 9.50 ft, D = 0.2850, L = 0.240 k
3rd floor: Axial Load at 9.50 ft, D = 0.2850, L = 0.240 k
BENDING LOADS ...
Lat. Uniform Load creating Mx -x, W = 0.0070 klft
DESIGN SUMMARY
Bending & Shear Check Results
PASS Max. Axial+Bending Stress Ratio = 0.0 :1
Maximum SERVICE Lateral Load Reactions . .
Load Combination
Top along Y -Y 0.03325 k Bottom along Y -Y 0.03325 k
Governing NDS Forums
Top along X -X 0.0 k Bottom along X -X 0.0 k
Location of max.above base 0.0 ft
Maximum SERVICE Load Lateral Deflections...
At maximum location values are...
Along Y -Y -0.1512 in at 4.782 ft above base
Applied Axial 0.0 k
for load combination: W Only
Applied Mx 0.0 k -ft
Along X -X 0.0 in at 0.0 ft above base
Applied My 0.0 k -ft
0.0 psi
for load combination: Fila
Fc: Allowable
Other Factors used to calculate allowable stresses...
PASS Maximum Shear Stress Ratio = 0.0 :1
Bending Compression Tension
Load Combination
Cf or Cv : Size based factors 1.300 1.100
Location of max.above base 0.0 ft
Applied Design Shear 0.0 psi
Allowable Shear 0.0 psi
Load Combination Results
Load Combination
Maximum Reactions - Unfactore
Load Combination
Lr Only
L Only
Lr+L+S
S Only
W Only
Maximum Axial +Bending Stress Ratios Maximum Shear Ratios
Stress Ratio Status Location Stress Ratio Status Location
0.0 PASS 0.0 ft 0.0 PASS 0.0 ft
d Note: Only non -zero reactions are listed.
X.X Axis Reaction Y -Y Axis Reaction
@ Base @ Top @ Base @ Top
0.033 -0.033
J.M. Williams & Associates Title: Job #
2875 South Decker Lake Dr. Suite 27 Dsgnr: K S
Sall Lake City, UT 84119 Project Desc.:
Phone: 801-575-6455 Project Notes
rax: 801-676-6456
Title Block Line 6 _ — _ P,mled: a MAY eon t95PM
--Place-
- -'�Filei F:Uob\2011\20N.015-Moulton,Bryce-Bountiful -Slutlent HousinglEng\bounlifull place ec6
Wood Column ENERCALC, INC. 1983-2009, Ver. 6.1.00
t tt t
Description : tyical interior stud at 1 ST level - party wall (12' O.C. - df#2)
Maximum Reactions • UnfactoredNote: Only non -zero reactions are listed.
-z
--- X -X Axis Reaction Y -Y Axis Reaction
Load Combination @Base @Top @Base @Top
D+L+S
D+L+Lr
Maximum Deflections for Load Combinations • Unfactored Loads
Load Combination -
Max. X -X Deflection
Distance
Max. Y -Y Deflection
Distance
—DOnly
0.0000 in
0.000 ft
0.000 in
0.000 It
Lr Only
0.0000 in
0.000 fl
0.000 in
0.000 ft
L Only
0.0000 in
0.000 It
0.000 in
0.000 It
Lr+L+S
0.0000 in
0.000 it
0.000 in
0.000 a
S Only
0.0000 in
0.000 ft
0.000 in
0.000 ft
W Only
0.0000 in
0.000 It
-0.003 in
9.500 ft
D+L+S
0.0000 in
0.000 It
0.000 in
0.000 It
D+L+Lr
0.0000 in
0.000 N
0.000 in
0.000 ft
oads
A
c
m
n
m
x
W
Loads are total entered value. Arrova do not reflect absolute direction.
J.M. Williams & Associates
Maximum Axial + Bendmo
Title: Job t1
2875 South Decker Lake Dr. Suite 27
Load Combination
Dsgnr: s
Salt Lake City, UT 84119
Location
Project Desc.:
Rhone: 801-575-6455
Location
Project Notes
Fax: 801-575-6456
PASS
0.0 ft
Title Block Line 6
PASS
Printed 3 MAY 2011_205PM
Wood Column
0.4830
File: RNob1201112011.015-Moulton,Bryce-Bounfiful Place-Student HousinglEnglbountifull place.e-6
0.0 ft
0.0
ENERCALC, INC. 1983-2009,Ver 6.1.00
1.ri ,.,
+D+Lr+H
License Owner: JIM WILLIAMS & ASSOCIATES INC
Description : typical interior bearing wall - 2nd floor
0.0 ft
0.0
General Information
9.50 ft
Code Ref : 2006 IBC, ANSI I AF&PA NDS-2005
Analysis Method : Allowable Stress Design
PASS
Wood Section Name 2x6
End Fixities Top & Bottom Pinned
PASS
Wood GradinglMarl Graded Lumber
Overall Column Height
9.50 ft
Wood Member Type Sawn
( Used for non-slender calculations)
0.02239
Exact Width In anon Factors
1.50 Allowable Stress
Wood Species Douglas Fir - Larch
+D+0.750Lr+0.750L+0.750W+H
ending
Exact 5.50 in Cf orCvforCompre 1.0
Wood Grade Stud
0.0 ft
Area 8.250 Cf orCvforCension ion 1.0
Fb- Tension 700.0 psi Fv
p
180.0 psi
p
Ix 20.797 in"4 Cf or Cv for Tension 1.0
Wit
Fb - Compr 700.0 psi Ft
450.0 psi
ly 1.547 Wil Cm: Wet Use Factor 1.0
Fc - Prll 850.0 psi Density
32.210 pcf
Ct: Temperature Factor 1.0
Fc - Perp 625.0 psi
0.2188
Cfu : Flat Use Factor 1.0
E : Modulus of Elasticity ... x-x Bending y-y Bending Axial
Kf : Built-up columns 1.0 NDS 15.3.2
Basic 1,400.0
1,400.0 1,400.0
ksi Use Cr: Repetitive? No(non-gibonly)
Minimum 510.0
510.0
Brace condition for deflection (buckling) along columns :
Load Combination 2006 IBC & ASCE 7-05
X-X (width) axis: Fully braced against buckling along X-X Axis
Y-Y (depth) axis :Unbraced Length for Y-Y Axis buckling = 9.5 fl, K =1.0
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Column self weight included : 17.531 lbs * Dead Load Factor
AXIAL LOADS ...
3rd floor: Axial Load at 9.50 ft, D =1.240, L = 1.240 k
BENDING LOADS ...
Lat. Uniform Load creating Mx-x, W = 0.0070 k/ft
DESIGN SUMMARY
Bending & Shear Check Results
PASS Max. Axial+Bending Stress Ratio =
0.4830:1
Maximum SERVICE Lateral Load Reactions. .
Load Combination
+D+L+H
Top along Y-Y 0.03325 k Bottom along Y-Y 0.03325 k
Governing NDS Fonnla Comp
Only, fc/Fc'
Top along X-X 0.0 k Bottom along X-X 0.0 k
Location of max.above base
0.0 ft
Maximum SERVICE Load Lateral Deflections ...
At maximum location values are ...
Along Y-Y -0.04454 in at 4.782 ft above base
Applied Axial
2.498 k
for load combination: W Only
Applied Mx
Applied My
0.0 k-ft
0.0 k-ft
Along X-X 0.0 in at 0.0 ft above base
Fc: Allowable
626.72 psi
for load combination : n/a
Other Factors used to calculate allowable stresses ...
PASS Maximum Shear Stress Ratio =
0.02239 :1
Bending Compression Tension
Load Combination
+D+W+H
Cf or Cv : Size based factors 1.000 1.000
Location of max.above base
9.50 ft
Applied Design Shear
4.030 psi
Allowable Shear
180.0 psi
Load Combination Results
Maximum Reactions - Unfactored Note: Only non -zero reactions are listed.
X -X Axis Reaction Y -Y Axis Reaction
Load Combination @ Base @ Top @ Base @ Top
0 Only
Maximum Axial + Bendmo
Stress Ratios
Maximum Shear Ratios
Load Combination
Stress Ratio
Status
Location
Stress Ratio
Status
Location
+D
0.2432
PASS
0.0 ft
0.0
PASS
9.50 ft
+D+L+H
0.4830
PASS
0.0 ft
0.0
PASS
9.50 ft
+D+Lr+H
0.2432
PASS
0.0 ft
0.0
PASS
9.50 ft
+0+0.750Lr+0.750L+H
0.4231
PASS
0.0 ft
0.0
PASS
9.50 ft
+D+W+H
0.2712
PASS
4.782 fl
0.02239
PASS
9.50 ft
+D+0.750Lr+0.750L+0.750W+H
0.4231
PASS
0.0 ft
0.01679
PASS
9.50 ft
+D+0.750L+0.750S+0.750W+H
0.4231
PASS
0.0 ft
0.01679
PASS
9.50 ft
+0.60D+W+H
0.2188
PASS
4.782 ft
0.02239
PASS
9.50 It
Maximum Reactions - Unfactored Note: Only non -zero reactions are listed.
X -X Axis Reaction Y -Y Axis Reaction
Load Combination @ Base @ Top @ Base @ Top
0 Only
J.M. Williams 8 Associates
Title: Job #
2875 South Decker Lake Dr. Suite 27
Dsgnr. j
Salt Lake City, UT 84119
Project Desc.:
Phone: 801-575-6455
Project Notes
Fax: 801-575-6456
L Only 0.0000 in 0.000 ft
Title Block Line 6
Panted: 3 MAY 2011. 2 05P
0.0000 in 0.000 ft
File: F:lJobV011@011.015-Moulton, Bryce -Bountiful Place - Student Housing irlbounOfull place.ec6
[Wood Column
ENERCALC, INC. 1983-2009, Ver 6.1.00
Description: typical interior bearing wall -2nd floor
Maximum Reactions • Unfactored'
-- -
X-XAxis Reaction
Load Combination @Base @Top
W Only
Y -Y Axis Reaction
@ Base @ Top
0.033 -0.033
Note: Only non -zero reactions are listed.
Maximum Deflections for Load Combinations • Unfactored Loads
Load Combination Max. X -X Deflection Distance
Max. Y -Y Deflection
Distance
_D_Only - 0.0000 in 0.000 a
0.000 in
0.000 It
L Only 0.0000 in 0.000 ft
0.000 in
0.000 ft
0.0000 in 0.000 ft
-0.002 in
9.436 ft
�(WOnlllyy y
LJLoads are total entered value. A. do not reflect absolute direction.
J.M. Williams & Associates
2875 Slfpth Decker Lake Dr. Suite 27
Salt Lake City, UT 84119
Phone: 801-575-6455
Fax: 801-575-6456
Wood Column
Description: typical interior bearing wall - islfloor
Analysis Method: Allowable Stress Design
End Fixities Top & Bottom Pinned
Overall Column Height
( Used for non -slender calculations )
Wood Species Douglas Fir - Larch
Wood Grade Stud
Flo -Tension 700.0 psi Fv
Fb -Compr 700.0 psi
Fc - PHI 850.0 psi
Fc - Perp 625.0 psi
E : Modulus of Elasticity .. .
Basic
Minimum
Load Combination:
Ft
Density
9.50 ft
180.0 psi
450.0 psi
32.210 pcf
x -x Bending y -y Bending
1,400.0 1,400.0
510.0 510.0
applied Loads
Column self weight included : 17.531 lbs' Dead Load Factor
AXIAL LOADS ...
3rd floor: Axial Load at 9.50 ft, D =1.240, L = 1.240 k
3rd Floor: Axial Load at 9.50 ft, D = 1.240, L = 1.240 k
BENDING LOADS ...
Lat. Uniform Load creating Mx -x, W = 0.0070 klft
Title: Job #
Dsgnr: 52-
Project
LProject Desc.:
Project Notes
P,inlO 3 MAY 2011, 2'.05PM
JIR2011 011.015-Moulton,Bryce-Bountiful Place- Student HousingJEnglbounlifull place.ec6
Code Ref : 2006 IBC, ANSI I AF&PA NDS -2005
Wood Section Name 2x6
WoodGradinglManuf. Graded Lumber
Wood Member Type Sawn
Exact Width 1.50 in Allowable Stress Modification Factors
Exact Depth 5.50 in Cf or Cv for Bending
1.0
Area 8.25 inA2 Cf or Cv for Compression
1.0
Ix 20.797 inA4 Cf or Cv for Tension
1.0
ly 1.547 104 Cm: Wet Use Factor
1.0
Ct : Temperature Factor
1.0
Cfu : Flat Use Factor
1.0
Axial Kf : Built-up columns
1.0 NDS 15.3.2
1,400.0 ksi Use Cr: Repetitive 7
Yes (non -9[b only)
Brace condition for deflection (buckling) along columns :
Applied Axial
X -X (width) axis: Fully braced against buckling along X -X Axis
for load combination: W Only
Y -Y (depth) axis :Unbraced Length for Y -Y Axis buckling = 9.5 ft,
K =1.0
Service loads entered. Load Factors will be applied for calculations.
Bending & Shear Check Results
PASS Max. Axial+Bending Stress Ratio =
0.0 :1
Maximum SERVICE Lateral Load Reactions. .
Load Combination
Top along Y -Y 0.03325 k Bottom along Y -Y 0.03325 k
Governing NDS Formla
Top along X -X 0.0 k Bottom along X -X 0.0 k
Location of max.above base
0.0 ft
Maximum SERVICE Load Lateral Deflections ...
At maximum location values are ...
Along Y -Y -0.04454 in at 4.782 ft above base
Applied Axial
0.0 k
for load combination: W Only
Applied Mir
0.0 k -ft
Along X -X 0.0 in at 0.0 ft above base
Applied My
0.0 k -fl
for load combination : n/a
Fc: Allowable
0.0 psi
Other Factors used to calculate allowable stresses ...
PASS Maximum Shear Stress Ratio =
0.0 :1
Bendina Compression Tension
Load Combination
Cf or Cv: Size based factors 1.000 1.000
Location of max.above base
0.0 ft
Applied Design Shear
0.0 psi
Allowable Shear
0.0 psi
Load Combination Results
Maximum Axial +Bending
Stress Ratios Maximum Shear Ratios
Load Combination
Stress Ratio Status
Location Stress Ratio Status Location
0.0 PASS
0.0 ft 0.0 PASS 0.0 ft
Maximum Reactions - Unfactored
Note: Only non -zero reactions are listed.
X -X Axis Reaction
Y -Y Axis Reaction
Load Combination
@Base @Top
@Base @Top
L Only
W Only
0.033 -0.033
Maximum Deflections for Load Combinations - Unfactored Loads
Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance
D Only 0.0000 in 0.000 h 0.000 in 0.000 ft
J.M. Williams & Associates
2875 South Decker Lake Dr. Suite 27
Salt Lake City, UT 84119
Phone: 801 -575-6455
Fax: 801-575-6456
Title : Job #
Dsgnr:
Project Desc.: 5
Project Notes
Wood Column ENERCALC, INC. 19832009, Ver.6.1.00
Description: typical interior bearing wall - lstgoor
Maximum Deflections for Load Combinations • Unfactored Loads
Load Combination Max. X -X Detiection Distance Max. Y -Y Deflection Distance
L Only 0.0000 in 0.000 a 0.000 in 0.000 ft
W Only 0.0000 in 0.000 x -0.002 in 9.436 ft
Sketches
Loads
X
m
n
m
x
In
Loads are total entered value.
MOM do absolute
dlreclJon.
J.M. Williams & Associates
2875 South Decker Lake Dr. Suite 27
Salt Lake City, UT 84119
Phone: 801-575-6455
Fax: 801-575-6456
Wall Footing Design
Description . typical exterior
General Information
Material Properties
fc : Concrete 28 day strength
Fy : Rebar Yield
Ec : Concrete Elastic Modulus
Concrete Density
lap Values Flexure
Shear
Analysis Settings
Min Steel % Bending Reinf.
Min Allow % Temp Reinf.
Min. Overturning Safely Factor
Min. Overturning Safety Factor
AutoCalc Footing Weight as DL
-,-Dimensions
Footing Widli =
Wall Thickness =
Wall center offset
from center of footing =
P: Column Load =
OB: Overburden =
V -x =
M-zz =
Vx applied =
DESIGN SUMMARY
Title:
Job #
Min. Ratio
Dsgnr.
Project Desc.:
y
0.0
Soil Bearing
/
n/a
Project Notes
PASS
n/a
Sliding - X -X
PW.d, a MAY eon, zcesu
-
fi Fmob12oiimll.015-Moulton,Bryce-Bounfful Plece- Student HousinglEng%ountirullplace.ec6
PASS
H
ENERCALC, INC. 1983-2009, Ver: 6.1.00
PASS
License Owner: JIM WILLIAMS
& ASSOCIATES INC
PASS
n/a
1 -way Shear (+X)
ng
0.0
1 -way Shear (-X)
n/a
Calculations per IBC 2006,
CBC 2007, ACI 318-05
Soil Design Values
= 4.50 ksi
Allowable Soil Bearing =
2.50 ksf
= 60.0 ksi
Increase Bearing By Footing Weight =
No
= 3,122.0 ksi
Soil Passive Resistance (for Sliding) =
250.0 plat
= 145.0 pcf
Soil/Concrete Friction Coeff. =
0.30
= 0.90
= 0.750
Increases based on footing Depth
Reference Depth below Surface =
it
Allow. Pressure Increase per foot of depth =
ksf
=
when base footing is below =
ft
= 1.0 :1
Increases based on footing Width
= 1.0 :1
Allow. Pressure Increase per foot of width =
ksf
Yes
when footing is wider than =
ft
2.0 it Footing Thicknes
= 12.0 in Bars along X -X Axis
6.0 in Rebar Centerline to Edge of Concrete.. Number of Bars
= 4.0
at Bottom of footing = 3.0 in Reinforcing Bar Size
= # 3
0 in
P: Column Load =
OB: Overburden =
V -x =
M-zz =
Vx applied =
DESIGN SUMMARY
_ _ ....
Min. Ratio
Item
PASS
0.0
Soil Bearing
PASS
n/a
Overturning - Z -Z
PASS
n/a
Sliding - X -X
PASS
n/a
Uplift
PASS
H
Z Flexure (+X)
PASS
0.0
Z Flexure (-X)
PASS
n/a
1 -way Shear (+X)
PASS
0.0
1 -way Shear (-X)
u
w
D Lr L S
1.270 0.30 0.760 0.750
in above top of footing
E H
k
Capacity
ksf
0.0 ksf
k
k -ft
Applied
Capacity
Governing Load Combination
0.0 ksf
0.0 ksf
0.0 k -ft
0.0 k -fl
No Overturning
0.0 k
0.0 k
No Sliding
0.0 k
0.0 k
No Uplift
0.01
0.0 k -ft
No Moment
0.0 k -fl
H k -ft
No Moment
0.0 psi
0.0 psi
nla
0.0 psi
0.0 psi
n/a
J.M. Williams & Associates
2875 South Decker Lake Dr, Suite 27
Salt Lake City, UT 84119
11 801-575-6455
Fax: 801-575-6456
Wall Footing Design
Description : typical exterior footing
Detailed Results
Title: Job #
Dsgnr:
Project Desc.: S'>
Project Notes:
Printed: n MAY 2011, 2 05P
1011@01112811.015- Moulton, B Yee -Bountiful Place - Student HousinglEngftungfull place n6
Rotation Axis &
Load Combination...
Gross Allowable Xecc Zecc +Z
Actual oou nearing acress Acetal 1 AllOWBeIe
+Z -X •X Ratio
Overturning Stability
Rotation Axis &
Load Combination...
Overturning Moment
Resisting Moment
Stability Ratio Status
jFopotinjy "as
�jNNO�Overturtnmg �I
Silr tl + e%tif9[SZYyYwi`ki it th'jViws V2 'F i`y
Force Application Axis
Load Combination...
Sliding Force
Resisting Force
Sliding SafetyRatio Status
Footing Has NO Sliding
Footing Flexure
Footing Flexure
Load Combination...
Which Tension @Bot.
Mu Side 2 or Top ? As Req'd
Gvrn. As
Actual As Phi•Mn Status
One Way Shear
Load Combination...
Vu @ -X Vu @+X Vu:Max
Phi Vn
Phi'Vn I Vu Status
J.M. Williams & Associates
2875 South Decker Lake Dr. Suite 27
Sall Lake City, UT 84119
Rhone: 801.575-6455
Fax: 801-575-6456
Title Block Line 6
Min. Ratio
Title:
Dsgnr:
Project Desc.:
Project Notes
Job #
5 6
i'mud 3 MAY 2or1, 2 o5PM
Footing Design
Soil Bearing
`File: F.11ob@01112011.015-Moulton,Bryce-Bountiful Place -Student HousinglEngl6ountifull place.ec6
[Wall
Overturning -Z-Z
-
ENERCALC, WC. 1983-2009, Ver: 6.1.00
KWAND-7096 ---
PASS
License Owner: JIM
WILLIAMS & ASSOCIATES Ii
Description : typical footing at party wall
0.6752
Z Flexure (+X)
PASS
General Information
Z Flexure (-X)
Calculations per IBC 2006, CBC 2007, ACI 318-05
Material Properties
1 -way Shear (+X)
Soil Design Values
0.0
fc : Concrete 28 day strength =
4.50 ksi
Allowable Soil Bearing
= 2.50 ksf
Fy : Rebar Yield =
60.0 ksi
Increase Bearing By Footing Weight
= No
Ec: Concrete Elastic Modulus =
3,122.0 ksi
Soil Passive Resistance (for Sliding)
= 250.0 pcf
Concrete Density =
145.0 pcf
Soil/Concrete Friction Coeff.
= 0.30
cp Values Flexure =
Shear =
0
0.75.750
In based on footing Depth
ngs
AnalysisinSeel
Reference Depth below Surface
Allow. Pressure Increase per foot of depth
P
= It
= ksf
Min Steel % Bending Reinf. =
% B
.0000120
when base footing is blow
g
= ff
Min Allow %Temp Reinf. =
0.000120
Min Overturning Safety Factor =
1.0 :1
Increases based on footing Width
Min. Overturning Safety Factor = 1.0 :1 Allow. Pressure Increase per fool of width = ksf
AutoCalc Footing Weight as DL Yes when footing is wider than = fl
tifi#otClig .
Dimensions
Footing Widf = 2.0 ft Footing Thicknes = 12.0 in Bars along X -X Axis
Wall Thickness = 6.0 in Rebar Centerline to Edge of Concrete.. Number of Bars = 4.0
Wall center offset at Bottom of footing = 3.0 in Reinforcing Bar Size = # 3
from center of footing = 0 in
Applied Loads
P: Column Load =
OB: Overburden =
V -x =
M-zz =
Vx applied =
DESIGN SUMMARY_
I
w
1.760 0.580
in above top of footing
_s W
1.0 1.015
pplied
Min. Ratio
Item
PASS
0.7123
Soil Bearing
PASS
n/a
Overturning -Z-Z
PASS
n/a
Sliding -X-X
PASS
n/a
Uplift
PASS
0.6752
Z Flexure (+X)
PASS
0.6752
Z Flexure (-X)
PASS
n/a
1 -way Shear (+X)
PASS
0.0
1 -way Shear (-X)
I
w
1.760 0.580
in above top of footing
_s W
1.0 1.015
pplied
Capacity
Governing Load Combination
1.781 ksf
2.50 ksf
+D+0.750L+0.750S+0.5
0.0 k -ft
0.0 k -ft
No Overturning
0.0 k
0.0 k
No Sliding
0.0 it
0.0 it
No Uplift
0.6446 k -ft
0.9546 k -ft
+1.20D+0.50L+1.60S
0.6446 k -fl
0.9546 k -it
+1.20D+0.50L+1.60S
0.0 psi
100.62 psi
n/a
0.0 psi
0.0 psi
n/a
it
ksf
-k _
k -ft
J.M. Williams & Associates Title: Job #
2875 South Decker Lake Dr. Suite 27 Dsgnc I
Salt Lake City, UT 84119 Project Desc.:
Rhone: 801-575-6455 Project Notes
Fax: 801-575-6456
_Title Block Line 6 _ __ _ __ Panted-. 3 rnnv 2011, 2 05P
Wall Footing D@SI File: RuottQ01112011.015-Moulton,Bryce-Bountiful Place- Student HousinfEngtxiunuce.
full plaec6
9 gn ENERCALC, INC. 1983-2009Ver.6.1.00 ,
Lii III KW -06007096 License Ovirner i JIM WILLIAMS & ASSOCIATES INC
Description : typical footing at party wall
Detailed Results
Soil Bearing
Rotation Axis & Actual Soil Bearing Stress Actual 1 Allowable
Load Combination... Gross Allowable Xecc Zecc +Z +Z •X -X Ratio
Z -Z, +D
2.50 ksf
0.0 in
1.025 ksf 1.025 ksf
0.410
U. +D+L+H
2,50 ksf
0.0 in
1.525 ksf 1.525 ksf
0.610
Z -Z, +D+Lr+H
2.50 ksf
0.0 in
1.315 ksf 1.315 ksf
0.526
Z -Z, +D+S+H
2.50 ksf
0.0 in
1.533 ksf 1.533 ksf
0.613
Z -Z, +D+0.750Lr+0.750L+H
2.50 ksf
0.0 in
1.618 ksf 1.618 ksf
0.647
Z -Z, +0+0.750L+0.750S+H
2.50 ksf
0.0 in
1.781 ksf 1.781 ksf
0.712
Z -Z, +0+0.750L+0.750S+0.750W+H
2.50 ksf
0.0 in
1.781 ksf 1.781 ksf
0.712
Z -Z, +D+0.750L+0.750S+0.5250E+H
2.50 ksf
0.0 in
1.781 ksf 1.781 ksf
0.712
Overturning Stability
Rotation Axis &
Load Combination...
Overturning Moment
Resisting Moment
Stability Ratio Status
Footin Has N00venurnln�'
t�>s_t �ax r"�7•,,'cvS �`.ea ��{�ti�M ��kr�-Yn
Force Application Axis
Load Combination
Sliding Force
Resisting Force
Sliding SafetyRatlo Status
Footin Has NO Sliding
Footing Flexure
Which
Tension @ Bot.
Load Combination...
Mu Side?
or Top 7
As Reci d
Gvrn. As
Actual As Phl•Mn
Status
Z -Z. +1,400
0.4036 k -ft
-X
Bottom
0.0133 iri
Calc'd Bendinq
0.0236 in2lft 0.9546 k -ft
OK
Z -Z. +1.40D
0.4036 k -ft
+X
Bottom
0.0133 int/ft
Calc'd Bendinq
0.0236 in2l@ 0.9546 k -ft
OK
U. +1,20D+0.50Lr+1.60L+1.60H
0.611711
-X
Bottom
0.0201 in2/fl
Caled Bendinq
0.0236 in2flt 0.9546 k -ft
OK
Z -Z. +1,20D+0.50Lr+1,60L+1.60H
0.611711
+X
Bottom
0.0201 in2Kt
Cali Bendinq
0.0236 in21ft 0.9546 k -ft
OK
Z -Z. +1,20D+1.60L+0.50S+1.60H
0.6423 k -ft
-X
Bottom
0.0211 in2/ft
Caldd Bendino
0.0236 in2/ft 0.9546 k -ft
OK
Z -Z. +1,20D+1.60L+0.50S+1.60H
0.6423 k -ft
+X
Bottom
0.0211 in2/ft
Calc'd Bendinq
0.0236 in2/ft 0.9546 k -ft
OK
Z -Z. +1.20D+1.60Lr+0.50L
0.5467 k -ft
-X
Bottom
0.0180 fri
Caldcl Bendinq
0.0236 hri 0.9546 k -ft
OK
Z -Z, +120D+1.60Lr+0.50L
0.5467 k -ft
+X
Bottom
0.0180 in2/ft
Calc'd Bendinq
0.0236 int/ft 0.9546 k -ft
OK
Z -Z, +1.20D+0.50L+1.60S
0.6446 k -ft
-X
Bottom
0.0212 in2/ft
Calc'd Bendinq
0,0236 in2/ft 0.9546 k -ft
OK
Z -Z, +1.20D+0.50L+1.60S
0.6446 k -ft
+X
Bottom
0.0212 in2/ft
Caled Bendinq
0.0236 in2/ft 0.9546 k -ft
OK
Z -Z, +120D+1.60S+0.80W
0.5743 k -ft
-X
Bottom
0.0189 in2/ft
Caled Bendinq
0.0236 in2/ft 0.9546 k -ft
OK
Z -Z, +1200+1.60S+0.80W
0.5743 k -ft
+X
Bottom
0.0189 in2/ft
Calc'd Bendinq
0.0236 in2/ft 0.9546 k -ft
OK
Z -Z. +120D+0.50L+0.50S+1.60W
0.4876 k -ft
-X
Bottom
0.0160 in2/ft
Calc'd Bendinq
0.0236 in2lft 0.9546 k -ft
OK
U. +1,20D+0.50L+0.50S+1.60W
0.4876 k -ft
+X
Bottom
0.0160 in2/fl
Calc'd Bendinq
0.0236 in2M 0.9546 k -ft
OK
Z -Z. +1,20D+0.50L+020S+E
0.4448 k -ft
-X
Bottom
0.0146 in2lft
Caldd Bendinq
0.0236 in2M 0.9546 k -ft
OK
Z -Z, +120D+0.50L+020S+E
0.4448 k -ft
+X
Bottom
0.0146 iri
Cali Bendinq
0.0236 iti 0.9546 k -ft
OK
One -Way -Shear Shear
--- --- --- ----------------
Load Combination...
Vu @ -X
Vu @
+X
Vu:Max
Phi Vin
Phi•Vn 1 Vu Status
+1.40D
0.0 osi
0.0 osi osi
0.0
osi 100.62 DSI 0.0 OK
+1.20D+0.50Lr+1.60L+1.60H
0.0 Dsi
0.0 osi osi
0.0
osi 100.62 DSI 0.0 OK
+1.20D+1.60L+0.50S+1.60H
0.0 psi
0.0 osi osi
0.0
osi 100.62 Of 0.0 OK
+1.20D+1.60Lr+0.50L
0.0 psi
0.0 osi psi
0.0
osi 100.62 osi 0.0 OK
+1.20D+0.50L+1.605
0.0 osi
0.0 Del Dsi
0.0
psi 100.62 psi 0.0 OK
+120D+1.60S+0.80W
0.0 osi
0.0 osi psi
0.0
psi 100.62 osi 0.0 OK
+1,20D+0.50L+0.50S+1,60W
0.0 osi
0.0 DSI osi
0.0
osi 100.62 osi 0.0 OK
+120D+0.50L+020S+E
0.0 osi
0.0 osi osi
0.0
osi 100.62 osi 0.0 OK
J.M. Williams & Associates
Title: Job #
2875 Sauth Decker Lake Dr. Suite 27
Dsgnr:
Salt Lake City, UT 84119
Project Desc.:
Rhone: 801-575-6455
Project Notes
Fax: 801-575-6456
60.0 ksi
Title Block Line 6
Primed. 3 MAY 2011, 2.05PM
Footing Design
File: Falob@01112011.015-Moulton, Bryce -aoun6ful Place - Student HousinglEngltiounliNll placeec6
Wall
ENERCALC, INC. 1902009, Ver: 6.1.00
Description : typical footing at
Calculations per IBC 2006, CBC 2007, ACI 318.05
Material Properties
Reference Depth below Surface =
Allow. Pressure Increase per foot of depth =
Soil Design Values
Min Steel % Bending Reinf. = .0000120
fc : Concrete 28 day strength =
4.50 ksi
Allowable Soil Bearing =
2.50 ksf
Fy : Rebar Yield =
60.0 ksi
Increase Bearing By Footing Weight =
No
Ec : Concrete Elastic Modulus =
3,122.0 ksi
Soil Passive Resistance (for Sliding) =
250.0 pcf
Concrete Density =
145.0 pcf
Soil/Concrete Friction Coeff. =
0.30
(1) Values Flexure =
-
0.90
0 750
Increases based on footing Depth
ksf
Shear -
Analysis Settings
Reference Depth below Surface =
Allow. Pressure Increase per foot of depth =
ft
ksf
Min Steel % Bending Reinf. = .0000120
when base footing is below =
ft
Min Allow % Temp Reinf. = 0.000120
at Bottom of footing = 3.0 in
Reinforcing Bar Size = # 3
Min. Overturning Safety Factor = 1.0 :1
Increases based on footing Width
Min, Overturning Safety Factor = 1.0 :1
Allow. Pressure Increase per foot of width _
ksf
AutoCalc Footing Weight as DL Yes
when footing is wider than -
it
OB: Overburden
=
-- -
Footing Widtl =
1.50 It Footing Thicknes = 12.0 in
Bars along X -X Axis
Wall Thickness =
6.0 in Rebar Centerline to Edge of Concrete..
Number of Bars = 4.0
Wall center offset
at Bottom of footing = 3.0 in
Reinforcing Bar Size = # 3
from center of fooling =
0 in
Applied Loads
D
Lr L
S
W E H
P: Column Load
= 1.420
1.280
k
OB: Overburden
=
-- -
_ _
ksf
V -x
=
k
M-zz
=
k -ft
Vx applied =
in above top of fooling
DESIGN SUMMARY
Min. Ratio
Item
Applied
Capacity
Governing Load Combination
PASS 0.0
Soil Bearing
0.0 ksf
0.0 ksf
PASS n/a
Overturning - Z -Z
0.0 k -ft
0.0 k -ft
No Overturning
PASS n/a
Sliding - X -X
0.0 k
0.0 k
No Sliding
PASS n/a
Uplift
0.0 k
0.0 k
No Uplift
PASS 0.0
Z Flexure (+X)
0.0 k -ft
0.0 k -ft
No Moment
PASS 0.0
Z Flexure (A)
0.0 k -ft
0.0 k -ft
No Moment
PASS n/a
1 -way Shear (+X)
0.0 psi
0.0 psi
n/a
PASS 0.0
1 -way Shear (A)
0.0 psi
0.0 psi
n/a
J.M. Williams & Associates Title: Jab p
2875 South Decker Lake Dr. Suite 27 Dsgnr: 55
Salt Lake City, UT 84119 Project Desc.:
Rhone: 801-575-6455 Project Notes
Fax: 801-575-6456
Title Block Line 6 N,nMd. 3 MAY 2011, 2 05P
File: FUob@011211.015-Moulton,Byce-Bounfdl Pine t 009u, ll place e6
Wall FootingDesign ENERCALC,INC.1983-2
Ver.6.1.00
Description : typical footing at interior bearing wall
Detailed Results 4 E
Soil Bearing
.. _ Ar/usl Snn Fimrinn Srrnee AM -1 I AIL.,.,.kl^
Gross Allowable
+Z
Rotation Axis &
Load Combination.,.
Overturning Moment
Resisting Moment
Stability Ratio Status
Footing Has NO Overturning
Sliding Stability
Force Application Axis
Load Combination...
Sliding Force
Resisting Force
Sliding SafetyRatio Status
Fooling Has NO Sliding
Footing Flexure
--- ----- _ — Footing Flexure Flexure
Which Tension @ Bot.
Load Combination...
Mu Side? or Top? AsReq'd
Gvm.As
Actual As Phi*Mn Status
One Way Shear
Load Combination...
Vu @ -X Vu @ +X Vu:Max
Phi Vn Phi*Vn
I Vu Status
J.M. Williams & Associates
Title: Job #
6
2875 Seuth Decker Lake Dr. Suite 27
Dsgnr.
Salt Lake City, UT 84119
Project
Desc.:
Phone: 801-575-6455
Project Notes
Fax: 801-575-6456
f : Concrete 28 day strength =
Title Block Line 6
Primed 3 MAY 2011, 205PM
Footing Design
File: FUoV201iW1.015-Moulton,Bryce-Bountiful Place -Student HousioglEngkinounlifullplace.ec6
General g 9
ENERCALC, INC. 1983-2009. Ver.6.1.00
Description: footing at breezeway extension
Calculations per IBC
2006, CBC 2007, ACI 318.05
Material Properties
Soil Design Values
f : Concrete 28 day strength =
4.50 ksi
Allowable Soil Bearing =
2.50 ksf
Fy : Rebar Yield =
60.0 ksi
Increase Bearing By Footing Weight =
No
Ec : Concrete Elastic Modulus =
3,122.0 ksi
Soil Passive Resistance (for Sliding) =
250.0 pcf
Concrete Density =
145.0 pcf
Soil/Concrete Friction Coeff. =
0.30
cp Values Flexure =
0.90
Shear =
0.750
Increases based on footing Depth
Analysis Settings
Reference Depth below Surface =
ff
Min Steel % Bending Reinf. =
0.00140
Allow. Pressure Increase per foot of depth =
ksf
Min Allow % Temp Reinf. =
0.00180
when base footing is below =
ft
Min. Overturning Safety Factor =
1.0 :1
Min. Sliding Safety Factor =
1.0 :1
Increases based on footing Width
AutoCalc Footing Weight as DL
Allow. Pressure Increase per fool of width =
ksf
AutoCalc Pedestal Weight as DL
Yes
when footing is wider than =
ft
Dimensions
Width along X -X Axis =
3.0 ft
Length along Z -Z Axi =
3.0 ft
Footing Thicknes =
12.0 in
Load location offset from footing center...
oil
ex: Along X -X Axis =
0 i
ez : Along Z -Z Axis =
0 in
Pedestal dimensions
px:Along X -X Axis = 18.0 in
pz : Along Z -Z Axis 18.0 in
Height 36.0 in
Rebar Centedine to Edge of Concrete..
at Bottom of footing = 3.0 in
Reinforcing
Bars along X -X Axis
Number of Bars = 3.0
Reinforcing Bar Size = # 5
Bars along Z -Z Axis
Number of Bars = 3.0
Reinforcing Bar Sizr = # 5
Bandwidth Distribution Check (ACI 15.4.4.2)
Direction Requiring Closer Separation We
# Bars required within zone n/a
# Bars required on each side of zone n/a
Applied Loads
D L
P: Column Load = 3.620
OB: Overburden =
M-xx =
M-zz =
V -x =
V -z =
3.860
k
ver
R -H
k -fl
k
J.M. Williams & Associates
2875 South Decker Lake Dr. Suite 27
Sall Lake City, UT 84119
,Rhone: 801-575-6455
Fax: 801-575-6456
Title Block Line 6
I_General Footing Design
Description : footing at breezeway extension
DESIGN SUMMARY
Min. Ratio Item
Title :
Osgnr:
Project Desc.:
Project Notes :
1.015
Job #
I- . •
Applied Capacity Governing Load Combination
PASS
0.3760
Soil Bearing
0.9399 ksf
2.50 ksf
+D+L+H
PASS
n/a
Overturning - X -X
0.0 k -ft
0.0 k -ft
No Overturning
PASS
n/a
Overturning -Z-Z
0.0 k -ft
0.0 k -ft
No Overturning
PASS
n/a
Sliding -X-X
0.0 k
0.0 k
No Sliding
PASS
rue
Sliding -Z-Z
0.0 k
0.0 k
No Sliding
PASS
n/a
Uplift
0.0 k
0.0 k
No Uplift
PASS
0.02977
Z Flexure (+X)
0.3654 k -ft
12.272 k -ft
+1.20D+0.50Lr+1.60L+
PASS
0.02977
Z Flexure (-X)
0.3654 k -ft
12.272 k -ft
+1.200+0.50Lr+1.60L+
PASS
0.02977
X Flexure (+Z)
0.3654 k -ft
12.272 k -ft
+1.20D+0.50Lr+1.60L+
PASS
0.02977
X Flexure (-Z)
0.3654 k -ft
12.272 k -ft
+1.200+0.50Lr+1.60L+
PASS
nla
1 -way Shear (+X)
0.0 psi
100.62 psi
n/a
PASS
0.0
1 -way Shear (-X)
0.0 psi
0.0 psi
n/a
PASS
n/a
1 -way Shear (+Z)
0.0 psi
100.62 psi
n/a
PASS
n/a
1 -way Shear (-Z)
0.0 psi
100.62 psi
n/a
PASS
n/a
2 -way Punching
5.082 psi
100.62 psi
+120D+0.50Lr+l.60L+
Detailed Results
Soil Bearinq
205PM
Rotation Axis &
Actual Boll Bearing Stress
Actual I Allowable
Load Combination...
Gross Allowable
Xecc Zecc
+Z
+Z
-X
-X
Ratio
X -X. +D
2.50
n/a 0.0
0.5110
0.5110
nla
n/a
0.204
X -X. +D+L+H
2.50
n/a 0.0
0.9399
0.9399
n/a
nla
0.376
X -X. +D+Lr+H
2.50
n/a 0.0
0.5110
0.5110
nla
nla
0.204
X -X. +D+0.750Lr+0.750L+H
2.50
n/a 0.0
0.8326
0.8326
n/a
nla
0.333
Z -Z. +D
2.50
0.0 n/a
nla
n/a
0.5110
0.5110
0.204
Z-Z.+D+L+H
2.50
0.0 n/a
n/a
n/a
0.9399
0.9399
0.376
Z -Z. +D+Lr+H
2.50
0.0 n/a
n/a
n/a
0.5110
0.5110
0.204
Z-Z.+D+0.750Lr+0.750L+H
2.50
0.0 n/a
n/a
n/a
0.8326
0.8326
0.333
Overturning Stability
Rotation Axis &
Load Combination...
Overturning Moment
Resisting Moment
Stability
Ratio
Status
Footing Has NO Overturning
_
Sliding Stability
Force Application Axis
Load Combination...
Sliding Force
Resisting Force
Sliding SafetyRatlo
Status
Fooling Has NO Sliding
Footing Flexure
Footing Flexure
Which
Tension@Bot.
Load Combination...
Mu Side ?
or Top 7
As Req'd
Gvm. As Actual As
Phi*Mn
Status
Z -Z. +1.20D+1.60Lr+0.50L
0.2327 k -ft
+X
Bottom
0.01 in2/ft
Bendino
0.31 in2/ft
12.272 k -ft
OK
Z -Z, +1,20D+1.60Lr+0.50L
0.2327 k -ft
+X
Bottom
0.01 in21ft
Bendino
0.31 in2/ft
12.272 k -ft
OK
Z -Z, +1,20D+1.60Lr+0.50L
0.2327 k -ft
+X
Bottom
0.01 in2/it
Bendino
0.31 in2/ft
12.272 k -ft
OK
Z -Z. +1.20D+1.60Lr+0.50L
0.2327 k -ft
+X
Bottom
0.01 in2/11
Bendino
0.31 in2/ft
12.272 k -ft
OK
Z-2. +1.20D+1.60Lr+0.50L
0.2327 k -ft
+X
Bottom
0.01 in2/ft
Bendino
0.31 in2/ft
12.272 k -ft
OK
Z -Z. +1.20D+1.60Lr+0.50L
0.2327 k -ft
+X
Bottom
0.01 in2M
Bendino
0.31 in2/ft
12.272 k -ft
OK
Z -Z. +120D+1.60Lr+0.50L
0.2327 k -ft
+X
Bottom
0.01 in2/ft
Bendina
0.31 in2/ft
12.272 k -ft
OK
Z -Z. +120D+1.60Lr+0.50L
0.2327 k -ft
+X
Bottom
0.01 in2/ft
Bendino
0.31 in2/ft
12.272 k -ft
OK
Z-Z.+1.20D+1.60Lr+0.50L
0.2327 k -ft
+X
Bottom
0.01 in2/ft
Bendina
0.31 in2/ft
12.272k -ft
OK
Z-Z.+1.20D+1.60Lr+0.50L
0.2327 k -ft
+X
Bottom
0.01 in2/ft
Bendino
0.31 in2/ft
12.272k -ft
OK
Z -Z. +1.20D+1.60Lr+0.50L
0.2327 k -ft
+X
Bottom
0.01 in2/ft
Bendino
0.31 in2/ft
12.272 k -ft
OK
Z -Z. +1.20D+1.60Lr+0.50L
0.2327 k -ft
+X
Bottom
0.01 in2/ft
Bendino
0.31 in2Rt
12.272 k -ft
OK
Z-Z,+1.20D+1.60Lr+0.50L
0.2327 k -ft
+X
Bottom
0.01 in2/ft
Bendino
0.31 in2/ft
12.272k -ft
OK
Z-Z.+1.20D+1.60Lr+0.50L
0.2327 k -ft
+X
Bottom
0.01 in2tt
Bendino
0.31 in2/it
12.272k -ft
OK
One Way Sho
'---- -=-- --
Load Combination...
---------------
Vu @ X
Vu @+X
Vu @ -Z Vu @
+Z Vu: Max
Phi Vn
Phi*Vn I Vu Status
+1.20D+1.60Lr+0.50L
0.0 psi
0.0 Dsi
0.0 osi
0.0 osi 0.0
psi 100.62 Dsi
0.0 OK
J.M. Williams & Associates Title:
2875 South Decker Lake Dr. Suite 27 Dsgnr:
Salt Lake City, UT 84119 Project Desc.:
Phone: 801-575-6455 Project Notes
Fax: 801-575-6456
FMOV
General Footing Design File: °
Description: footing at breezeway extension
Job #
is L
NA.d: 3 MAY 2011. 205PM
+1.20D+1.60Lr+0.50L
0.0 osi 0,0 Psi
0.0 Psi 0.0 osi
0.0 Psi 100.62 Psi
0.0 OK
+1,20D+1.60Lr+0.50L
0.0 osi 0.0 psi
0.0 Psi 0.0 Psi
0.0 osi 100.62 osi
0.0 OK
Punching Shear
Load Combination...
Vu
Phl•Vn
Vu I Phl'Vn
Status
+1.20D+1.60Lr+0.50L
3.237 osi
20125osi
0.01608
OK
+1.20D+1.60Lr+0.50L
3.237 psi
201.25Dsi
0.01608
OK
+1.20D+1.60Lr+0.50L
3.237 Psi
201.25osi
0.01608
OK
PROJECT:
J. M. WILLIAMS and ASSOCIATES - STRUCTURAL ENGINEERING
2875 South Decker Lake Drive - Suite 275 - Salt Lake City, Utah, 84119
Phone: 801-575-6455 - Fax: 801-575-6456 - Web: jmwa.com
F 27 -Apr -11
Bountiful Place SIGNED BYJSM
WIND FORCE
ASCE 7-05 (IBC '09, SEC. 1613)
WIND DESIGN CRITERIA
Basic Wind Speed
Importance Factor
Exposure Category
Mean Roof Height
Roof Slope
Height Adjustment Factor
Least Horizontal Dimension
End Zone Dimension
Minimum Dimension
V = 90 mph
I . = 1.0
N
C
hm = 44 ft
6 on 12 = 26.6 deg
X = 1.53
3 ft
Lorin
amn=O.ILnin anin -0.4h
amn = 0.4h
an;n -
- 3 ft
63
NO.:
(Fig 6-1)
(Table 6-1)
(Sec 6.5.6.3)
(Fig 6-2)
(Fig 6-2, note 10)
PROJECT:
J. M. WILLIAMS and ASSOCIATES - STRUCTURAL ENGINEERING
2875 South Decker Lake Drive - Suite 275 - Salt Lake City, Utah, 84119
Phone: 801-575-6455 - Fax: 801-575-6456 - Web: jmwa.com
Bountiful Place
TOPOGRAPHICAL FACTOR
ESCARPMENT
27 -Apr -11 SHEET: 67
BY: JSM ITOB NO.:
V(Z)
Z Speed-up
V(Z} x(upwind) x(downwind)
Ar H
2D RIDGE or 3D AXISYMMETRICAL HILL
Type of topography
None
Height of escarpment, ridge of hill
H =
20 ft
Dist. of crest to where the difference
Ln =
40 ft
in ground elevation is half the height
Distance from crest to building site
x =
20 ft
Height above local ground level
z =
20 ft
Horizontal attenuation factor
µ =
N/A
(Fig 6-4)
Height attenuation factor
7 =
N/A
(Fig 6-4)
Shape of topographic feature factor
K, =
0.00
Factor to account for reduction inxl
(Fig 6-4)
speed-up with distance upwind
K2 =
1 --
or downwind of crest
µLn
K2 =
0.00
Factor to account for reduction in
K3
(Fig 6-4)
speed-up with height above
local terrain
K3 =
0.00
Topographical Factor
Kzl =
(1+K,K2K3)2
(Eq 6-3)
Kn =
1.00
J. M. WILLIAMS and ASSOCIATES - STRUCTURAL ENGINEERING
2875 South Decker Lake Drive - Suite 275 - Salt Lake City, Utah, 84119
Phone: 801-575-6455 - Fax: 801-575-6456 - Web: jmwa.com
Bountiful Place
DESIGN WIND PRESSURE
Wind Pressure Ps = XK ,IPS30
Horizontal Wind Pressure
Zone A
PSA =
23.8 psf
Zone B
PSE =
7.5 psf
Zone C
PS =
17.8 psf
Zone D
Ps. =
6.6 psf
Vertical Wind Pressure
Zone E PSE = -7.0 psf
Zone F Ps, = -14.5 psf
Zone G PS, = -5.3 psf
Zone H Ps = -11.8 psf
Wind Pressure on Overhangs
Zone EoH PS-O.� -16.4 psf
Zone GoH PS 'OR 14.7 psf
COMPONENTS AND CLADDING
Components/Cladding Pressure Pw=kK91P„et30
P.t = 1.5 psf
27 -Apr -11 bntt I: 9 �-
BY: JSM IJOB NO.:
J. M. WILLIAMS and ASSOCIATES - STRUCTURAL ENGINEERING
2875 South Decker Lake Drive - Suite 275 - Salt Lake City, Utah, 84119
Phone: 801-575-6455 - Fax: 801-575-6456 - Web: jmwa.com
DATE: 27 -Apr -11 jhtt : 66
Bountiful Place DESIGNED BY: JSM IJOB NO.:
SEISMIC FORCE
ASCE 7-05 (IBC '09, SEC. 1613)
SEISMIC DESIGN CRITERIA
0.2 sec Period
1.0 sec Period
Spectral Response Acceleration
Ss = 0.47
S, =
0.16 (Fig 22-1 and 22-2)
Site Coeficient
Fn = 1.4
F, =
2.1 (Table 7-3)
Design SRA
2
SDs = Fess
=
SDI
2 (Table 7-4)
FASps
3
3
= 0.45
SD =
0.23
Seismic Design Category
Lateral Force Resisting Sysstem
Response Modification Factor
Importance Factor
BUILDING PERIOD
Building Period Parameters
Building Height
Fundamental Period (Approx)
Coefficient for Upper Limit
Fundamental Period
SEISMIC RESPONSE COEFFECIENT
Short Period (min)
Long Period (max)
Calculated
101
Light Framed Walls with Structural Sheathing
R = 6.5 (Table 12.2-1)
lE
1.0 (Table 11.5-1)
-
C = 0.020
h, = 46.0 ft
Ta = C,hnx
Cu = 1.5
T = 0.35
0.01
SDI
TI\RIl
C = SD Jl
sv (R1
Cs = 0.0169
X = 0.75
Te = 0.35
C t = 0.10
Cs = 0.07
(Table 12.8-2)
(Eq. 12.8-7)
(Table 12.8-1)
(Sec. 12.8.2)
(Eq. 12.8-5)
(Eq. 12.8-3)
(Eq. 12.8-2)
J. M. WILLIAMS and ASSOCIATES - STRUCTURAL ENGINEERING
2875 South Decker Lake Drive - Suite 275 - Salt Lake City, Utah, 84119
Phone: 801-575-6455 - Fax: 801-575-6456 - Web: jmwa.com
PROJECT:
DATE: 27-Apr-11
SHEET: 6 7
Bountiful Place
DESIGNED BY: ism
JOB NO.:
BUILDING PERAMETERS
Number of Stories: 3 (4 stories max)
Building Geometry
Length Width Story Height Story Dead StoryStorage Flat Roof Snow Wall Dead
(ft) (ft) (ft) Load (psf)
Load (psf) Load (psf) Load (psf)
Parapet
0 0 0 -
- - 0
Story 4
0 0 0 0
0 0 0
Story 3
87 43 10 20
0 35 15
Story 2
87 43 10 35
0 0 15
Story 1
87 43 10 35
0 0 15
Notes:
1- Per section section 12.7.2 a minimum of 25% of the storage load is to be used in the
seismic dead load.
2- Per section section 12.7.2 a minimum of 20% of the uniform design snow load is to be
used in the seismic dead load when the flat roof snow load exceeds 30 psf.
Seismic Dead Load W = 460.38 kips
BASE SHEAR
Strength Design
Allowable Stress
(Eq. 12.8-1)
(Sec. 2.4.1)
V = CSW
V. = 0.7V
V = 31.6 kips
Va = 22.1 kips
VERTICAL DISTRIBUTION
Distribution Exponent k = 1.0
(Sec. 12.8.3)
k
(Eq.
Vertical Distribution Factor Cvx = WA
12.8-12)
Z Wjh k
i=1
Lateral Seismic Force at Level Fx = C,, V
(Eq. 12.8-11)
Strength Design
Allowable Stress
Story 4 Cv4 = 0.00 F4= 0.0 kips
Fa4 = 0.0 kips
Story 3 Cv3 = 0.41 F3= 13.1 kips
Fe3 = 9.2 kips
Story 2 C'Z = 0.39 F2= 12.3 kips
F,2 = 8.6 kips
Story 1 Cv1 = 0.20 F1 = 6.2 kips
Fal = 4.3 kips
J. M. WILLIAMS and ASSOCIATES - STRUCTURAL ENGINEERING
2875 South Decker Lake Drive - Suite 275 - Salt Lake City, Utah, 84119
Phone: 801-575-6455 - Fax: 801-575-6456 - Web: jmwa.com
/NIDD II° Scr cT o,a
Bountiful Place
TE: 27 -Apr -11
SIGNED BY: JSM
SEISMIC FORCE
ASCE 7-05 (IBC '09, SEC. 1613)
6
SEISMIC DESIGN CRITERIA
0.2 sec Period 1.0 sec Period
Spectral Response Acceleration SS = 0.47 S, = 0.16 (Fig 22-1 and 22-2)
Site Coeficient Fa = 1.4 F„ = 2.1 (Table 7-3)
Design SRA 2 2 (Table 7-4)
3 SDs = F,Ss SDI = 3 F�Si
SDS = 0.45 SD = 0.23
Seismic Design Category
Lateral Force Resisting Sysstem
Response Modification Factor
Importance Factor
BUILDING PERIOD
Building Period Parameters
Building Height
Fundamental Period (Approx)
Coefficient for Upper Limit
Fundamental Period
SEISMIC RESPONSE COEFFECIENT
Short Period (min)
Long Period (max)
Calculated
D
Light Framed Walls with Structural Sheathing
R = 6.5 (Table 12.2-1)
IE = 1.0 (Table 11.5-1)
C = 0.020
h, = 46.0 ft
Ta = C`hnx
Cu = 1.5
T = 0.35
C = 0.01
SDI
/R1
TIII
C = SDS JJ
su (R)
CS = 0.069
X = 0.75
Ta = 0.35
C = 0.10
CsG= 0.07
(Table 12.8-2)
(Eq. 12.8-7)
(Table 12.8-1)
(Sec. 12.8.2)
(Eq. 12.8-5)
(Eq. 12.8-3)
(Eq. 12.8-2)
J. M. WILLIAMS and ASSOCIATES - STRUCTURAL ENGINEERING
2875 South Decker Lake Drive - Suite 275 - Salt Lake City, Utah, 84119
Phone: 801-575-6455 - Fax: 801-575-6456 - Web: jmwa.com
PROJECT:
DATE: 27 -Apr -11
SHEET: G�
Bountiful Place
DESIGNED BY: ism
JOB NO.:
BUILDING PERAMETERS
Number of Stories: 3 (4 stories max)
Building Geometry
Length Width Story Height Story Dead Story Storage Flat Roof Snow Wall Dead
(ft) ft (ft) Load (psf)
Load (psf) Load (psf) Load (psf)
0 0 0 -
- - 0
4
0 0 0 0
0 0 0
rarapet
3
63 80.5 10 20
0 35 15
2
63 80.5 10 35
0 0 15
1
63 80.5 10 35
0 0 15
Notes:
1- Per section section 12.7.2 a minimum of 25% of the storage load is to be used in the
seismic dead load.
2- Per section section 12.7.2 a minimum of 20% of the uniform design snow load is to be
used in the seismic dead load when the flat roof snow load exceeds 30 psf.
Seismic Dead Load W = 599.56 kips
BASE SHEAR
Strength Design
Allowable Stress
(Eq. 12.8-1)
(Sec. 2.4.1)
V=CSW
Va=0.7V
V= 41.2 kips
Va = 28.8 kips
VERTICAL DISTRIBUTION
Distribution Exponent k= 1.0
(Sec. 12.8.3)
k
Wxhx
Vertical Distribution Factor Cvx =
(Eq. 12.8-12)
E Wih.k
i=1
Lateral Seismic Force at Level Fx = CvaV
(Eq. 12.8-11)
Strength Design
Allowable Stress
Story 4 Cv4 = 0.00 F4= 0.0 kips
Fa4 = 0.0 kips
Story 3 Cv3 = 0.42 F3 = 17.2 kips
17a3 = 12.0 kips
Story 2 Cvz = 0.39 F2= 16.0 kips
F22= 11.2 kips
Story 1 Cv, = 0.19 F = 8.0 kips
Fa, = 5.6 kips
J. M. WILLIAMS and ASSOCIATES - STRUCTURAL ENGINEERING
2875 South Decker Lake Drive - Suite 275 - Salt Lake City, Utah, 84119
Phone: 801-575-6455 - Fax: 801-575-6456 - Web: jmwa.com
ECT:
Bountiful Place
Zl r., wT SL''Cn Or-,
SEISMIC DESIGN CRITERIA
Spectral Response Acceleration
Site Coeficient
Design SRA
Seismic Design Category
Lateral Force Resisting Sysstem
Response Modification Factor
Importance Factor
BUILDING PERIOD
Building Period Perameters
Building Height
Fundamental Period (Approx)
Coefficient for Upper Limit
Fundamental Period
SEISMIC FORCE
ASCE 7-05 (IBC '09, SEC. 1613)
SEISMIC RESPONSE COEFFECIENT
Short Period (min)
Long Period (max)
Calculated
27 -Apr -11 1 onacl.7J
BY: JSM JOB NO.:
0.2 sec Period 1.0 sec Period
Ss = 0.47 S, = 0.16 (Fig 22-1 and 22-2)
F, = 1.4 F, = 2.1 (Table 7-3)
2 2 (Table 7-4)
3
'SDS = F,S, SD, = 3 FvS,
SDs = 0.45 SD, = 0.23
191
Light Framed Walls with Structural Sheathing
R = 6.5 (Table 12.2-1)
IE = 1.0 (Table 11.5-1)
C = 0.020
h, = 46.0 ft
T. = C,hnx
Cu = 1.5
T = 0.35
Cs„
= 0.01
SDI
SDS
(
su
_
CR/
CS
= 0.069
X= 0.75
Te = 0.35
C' = 0.10
CS = 0.07
(Table 12.8-2)
(Eq. 12.8-7)
(Table 12.8-1)
(Sec. 12.8.2)
(Eq. 12.8-5)
(Eq. 12.8-3)
(Eq. 12.8-2)
J. M. WILLIAMS and ASSOCIATES - STRUCTURAL ENGINEERING
2875 South Decker Lake Drive - Suite 275 - Salt Lake City, Utah, 84119
Phone: 801-575-6455 - Fax: 801-575-6456 - Web: jmwa.com
PROJECT: ur3 i r. 27 -Apr -11
Bountiful Place DESIGNED BY:
JSM
BUILDING PERAMETERS
Number of Stories: 3 (4 stories max)
Building Geometry
Notes:
1- Per section section 12.7.2 a minimum of 25% of the storage load is to be used in the
seismic dead load.
2- Per section section 12.7.2 a minimum of 20% of the uniform design snow load is to be
used in the seismic dead load when the flat roof snow load exceeds 30 psf.
Seismic Dead Load W = 321.79 kips
BASE SHEAR
Strength Design
(Eq. 12.8-1)
V = CSW
V = 22.1 kips
VERTICAL DISTRIBUTION
Distribution Exponent
Vertical Distribution Factor
Lateral Seismic Force at Level
k = 1.0
k
CV. = Wxhx
n
EWhk
=
Fx = CvxV
Strength Desiqn
Allowable Stress
(Sec. 2.4.1)
Va = 0.7V
Va = 15.5 kips
Allowable Stress
Story 4
(ft)
(ft)
(ft)
Load (psf)
Load (psf)
Load (psf)
Load (psf)
Parapet
0
0
0
-
-
-
0
Story 4
0
0
0
0
0
0
0
Story 3
59.5
42.5
10
20
0
35
15
Story 2
59.5
42.5
10
35
0
0
15
Story 1
59.5
42.5
10
35
0
0
15
Notes:
1- Per section section 12.7.2 a minimum of 25% of the storage load is to be used in the
seismic dead load.
2- Per section section 12.7.2 a minimum of 20% of the uniform design snow load is to be
used in the seismic dead load when the flat roof snow load exceeds 30 psf.
Seismic Dead Load W = 321.79 kips
BASE SHEAR
Strength Design
(Eq. 12.8-1)
V = CSW
V = 22.1 kips
VERTICAL DISTRIBUTION
Distribution Exponent
Vertical Distribution Factor
Lateral Seismic Force at Level
k = 1.0
k
CV. = Wxhx
n
EWhk
=
Fx = CvxV
Strength Desiqn
Allowable Stress
(Sec. 2.4.1)
Va = 0.7V
Va = 15.5 kips
Allowable Stress
Story 4
Cv4 = 0.00
F4 =
0.0 kips
Fa4 =
0.0 kips
Story 3
CO = 0.41
F3 =
9.1 kips
Fa3 =
6.4 kips
Story 2
C'Z = 0.39
FZ =
8.7 kips
Fat =
6.1 kips
Story 1
Cv, = 0.20
F, =
4.3 kips
Fa, =
3.0 kips
(Sec. 12.8.3)
(Eq. 12.8-12)
(Eq. 12.8-11)
7L
Conterminous 48 States
2005 ASCE 7 Standard
Latitude = 43.815372
Longitude = -111.793682
Spectral Response Accelerations Ss and S1
Ss and S1 = Mapped Spectral Acceleration Values
Site Class B - Fa = 1.0 ,Fv = 1.0
Data are based on a 0.01 deg grid spacing
Period Sa
(sec) (g)
0.2 0.470 (Ss, Site Class B)
1.0 0.163 (S1, Site Class B)
Conterminous 48 States
2005 ASCE 7 Standard
Latitude = 43.815372
Longitude = -111.793682
Spectral Response Accelerations SMs and SM1
SMs = Fa x Ss and SM1 = Fv x S1
Site Class D - Fa = 1.424 ,Fv = 2.149
Period Sa
(sec) (g)
0.2 0.669 (SMs, Site Class D)
1.0 0.350 (SM1, Site Class D)
Conterminous 48 States
2005 ASCE 7 Standard
Latitude = 43.815372
Longitude = -111.793682
Design Spectral Response Accelerations SDs and SD1
SDs = 2/3 x SMs and SD1 = 2/3 x SMI
Site Class D - Fa = 1.424 ,Fv = 2.149
Period Sa
(sec) (g)
0.2 0.446 (SDs, Site Class D)
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J.M. WILLIAMS and ASSOCIATES • Stru-uctural Engineering
2875 South Decker Lake Drive - Suite 275 - Salt make City, Utah 84119
Phone: 801.575.6455 - Fax: 801.575.6456 - Web: jmwa.com
PROJECT DATE
SHEET �-2 OF
IV pJ-^I-n ��L "i 2a`�- DESIGNS
I ED BY I JOB NO.
Tz�-. 71,9 GG=/rte �go�
Z.7K
7„ s-1%.
Tom. L L71 l u Fr i, 7 K
J.M. WILLIAMS and ASSOCIATES • Structural Engineering
2875 South Decker Lake Drive - Suite 275 - Salt Lake City, Utah 84119
Phone: 801.575.6455 - Fax: 801.575.6456 - Web: imwa.com
PROJECT DATE SHEET-)5 OF
DESIGNED BY JOB NO.
wZ y3 � pry
J. M. WILLIAMS and ASSOCIATES - STRUCTURAL ENGINEERING
2875 South Decker Lake Drive - Suite 275 - Salt Lake City, Utah, 84119
Phone: 801-575-6455 - Fax: 801-575-6456 - Web: jmwa.com
ECT:
Bountiful Place
SW 1
TYPE OF LATERAL FORCE
3 -May -11 1?9
BY. JSM
WIND
Allow shearwall capacity increased for wind per section 2306.4.1, 2009 IBC?
WALL DATA
3rd FLOOR TO ROOF
Lwt = 45.0 ft (Total Length of Shear Walls)
L,w = 5.0 ft (Length of Wall Being Designed)
hR = 9.5 ft
2nd FLOOR TO 3rd FLOOR
Lwt = 45.0 ft (Total Length of Shear Walls)
w9.5 ft (Length of Wall Being Designed)
-
F
1 st FLOOR TO 2nd FLOOR
Lw, = 45.0 ft (Total Length of Shear Walls)
Lsw = 5.0 ft (Length of Wall Being Designed)
hF = 9.5 ft
LOADS ON WALL
ROOF
WD = 283 plf dead load = 20.0 psf
WL = 245 plf live load = 35.0 psf
trib width = 7.0 ft
wall load = 15.0 psf
misc. load = 0.0 plf
3rd FLOOR
WD = 400 plf dead load =
35.0 psf
WL = 240 plf live load =
40.0 psf
trib width =
6.0 ft
wall load =
20.0 psf
misc. load =
0.0 plf
2nd FLOOR
WD = 400 plf dead load = 35.0 psf
WL = 240 plf live load = 40.0 psf
trib width = 6.0 ft
wall load = 20.0 psf
misc. load = 0.0 plf
061
YES
VR = 8.0 k (Total Shear Along Total Length)
VF = 6.4 k (Total Shear Along Total Length)
VF = 6.4 k (Total Shear Along Total Length)
J. M. WILLIAMS and ASSOCIATES - STRUCTURAL ENGINEERING
2875 South Decker Lake Drive - Suite 275 - Salt Lake City, Utah, 84119
Phone: 801-575-6455 - Fax: 801-575-6456 - Web: jmwa.com
ECT:
Bountiful Place
SW 1
3rd FLOOR TO ROOF
CHECK 5ft SHEAR WALL
TE: 3 -May -11
JSM
Attachment: NAILS
tPW = 7/16 in (Sheathing Thinckness)
Allow Sheathing Capacity Increase per IBC (Table 2306.4.1, note'd')? YES
SHEAR IN WALL
ET: O
J
NO.:
VR = 0.89 k USE 7/16" PLYWOOD WITH 8d NAILS AT 6" O.C.
VR = 178 plf EDGES AND 12" O.C. FIELD
UPLIFT FROM OVERTURNING
MOT = 8.44 k -ft
MRES = 2.12 k -ft USE SIMPSON MST37 WITH A POST AT EACH
uplift = 1.4 k END OF SHEAR WALL
1 st FLOOR TO 2nd FLOOR
CHECK 5ft SHEAR WALL
Attachment: NAILS
tPW = 7/16 in (Sheathing Thinckness)
Allow Sheathing Capacity Increase per IBC (Table 2306.4.1, note'd')? YES
SHEAR IN WALL
VR = 1.6 k USE 7/16" PLYWOOD WITH 8d NAILS AT 6" O.C.
vR = 320 plf EDGES AND 12" O.C. FIELD
UPLIFT FROM OVERTURNING
M = 23.6 k -ft
MRES = 5.12 k -ft USE SIMPSON MST72 WITH A POST AT EACH
uplift= 4.12 k END OF SHEAR WALL
J. M. WILLIAMS and ASSOCIATES - STRUCTURAL ENGINEERING
2875 South Decker Lake Drive - Suite 275 - Salt Lake City, Utah, 84119
Phone: 801-575-6455 - Fax: 801-575-6456 - Web: jmwa.com
PROJECT:
Bountiful Place
SW 1
1st FLOOR TO 2nd FLOOR
CHECK ft SHEAR WALL
DATE: 3 -May -11 SHEET.-
DESIGNED
HEET:DESIGNED BY: ism IJOB NO.:
Attachment: NAILS
tNW = 7/16 in (Sheathing Thinckness)
Allow Sheathing Capacity Increase per IBC (Table 2306.4.1, note'd')? YES
SHEAR IN WALL
VR = 2.31 k I USE 7/16" PLYWOOD WITH 8d NAILS AT 4" O.C.
VR = 462 plf EDGES AND 12" O.C. FIELD
UPLIFT FROM OVERTURNING
MOT = 45.6 k -ft
MRES = 8.12 k -ft USE 2 SIMPSON HDU4 AT EACH Ef
F SHEAR
uplift= 8.33 k > WALL
J. M. WILLIAMS and ASSOCIATES - STRUCTURAL ENGINEERING
2875 South Decker Lake Drive - Suite 275 - Salt Lake City, Utah, 84119
Phone: 801-575-6455 - Fax: 801-575-6456 - Web: jmwa.com
PROJECT:
Bountiful Place
SW 1a
TYPE OF LATERAL FORCE
DATE: 3 -May -11
JSM
WIND
- Allow shearwall capacity increased for wind per section 2306.4.1, 2009 IBC?
WALL DATA
3rd FLOOR TO ROOF
Lwt = 45.0 ft (Total Length of Shear Walls)
L,w = 8.5 ft (Length of Wall Being Designed)
hR = 9.5 ft
2nd FLOOR TO 3rd FLOOR
Lw, = 45.0 ft (Total Length of Shear Walls)
Lsw = 8.5 ft (Length of Wall Being Designed)
hF = 9.5 ft
1st FLOOR TO 2nd FLOOR
Lwt = 45.0 ft (Total Length of Shear Walls)
Lsw = 8.5 ft (Length of Wall Being Designed)
hF = 9.5 ft
LOADS ON WALL
ROOF
WD = 283 plf dead load = 20.0 psf
WL = 245 plf live load = 35.0 psf
trib width = 7.0 ft
wall load = 15.0 psf
misc. load = 0.0 plf
3rd FLOOR
WD = 400 plf dead load = 35.0 psf
WL = 240 plf live load = 40.0 psf
trib width = 6.0 ft
wall load = 20.0 psf
misc. load = 0.0 pif
2nd FLOOR
WD = 400 plf dead load =
35.0 psf
WL = 240 plf live load =
40.0 psf
trib width =
6.0 ft
wall load =
20.0 psf
misc. load =
0.0 plf
eZ
YES
VR = 8.0 k (Total Shear Along Total Length)
VF = 6.4 k (Total Shear Along Total Length)
VF = 6.4 k (Total Shear Along Total Length)
J. M. WILLIAMS and ASSOCIATES - STRUCTURAL ENGINEERING
2875 South Decker Lake Drive - Suite 275 - Salt Lake City, Utah, 84119
Phone: 801-575-6455 - Fax: 801-575-6456 - Web: jrawa.com
PROJECT:
Bountiful Place
SW 1a
3rd FLOOR TO ROOF
CHECK 8.5ft SHEAR WALL
3 -May -11 (SHEET: u3�
DESIGNED BY: JSM
Attachment: NAILS
tPW = 7/16 in (Sheathing Thinckness)
Allow Sheathing Capacity Increase per IBC (Table 2306.4.1, note'd')? YES
SHEAR IN WALL
VR = 1.51 k USE 7/16" PLYWOOD WITH 8d NAILS AT 6" O.C.
VR = 178 plf EDGES AND 12" O.C. FIELD
UPLIFT FROM OVERTURNING
Mcr = 14.4 k -ft
MRES = 6.12 k -ft
uplift= 1.08 k
list FLOOR TO 2nd FLOOR
CHECK 8.5ft SHEAR WALL
USE SIMPSON MST37 WITH A POST AT EACH
END OF SHEAR WALL
Attachment: NAILS
tPW = 7/16 in (Sheathing Thinckness)
Allow Sheathing Capacity Increase per IBC (Table 2306.4.1, note'd')? YES
SHEAR IN WALL
VR = 2.72 k USE 7/16" PLYWOOD WITH 8d NAILS AT 6" O.C.
VR = 320 plf EDGES AND 12" O.C. FIELD
UPLIFT FROM OVERTURNING
Mci, = 40.2 k -ft
MRES = 14.8 k -ft USE SIMPSON MST48 WITH A POST AT EACH
uplift = 3.32 k END OF SHEAR WALL
J. M. WILLIAMS and ASSOCIATES - STRUCTURAL ENGINEERING
2875 South Decker Lake Drive - Suite 275 - Salt Lake City, Utah, 84119
Phone: 801-575-6455 - Fax: 801-575-6456 - Web: jmwa.com
PROJECT:
Bountiful Place
SW 1a
1 st FLOOR TO 2nd FLOOR
CHECK ft SHEAR WALL
3 -May -11
DESIGNED BY: JSM
Attachment: NAILS
tPW = 7/16 in (Sheathing Thinckness)
Allow Sheathing Capacity Increase per IBC (Table 2306.4.1, note'd')? YES
SHEAR IN WALL
R
VR = 3.93 k USE 7/16" PLYWOOD WITH 8d NAILS AT 4" O.C.
VR = 462 plf EDGES AND 12" O.C. FIELD
UPLIFT FROM OVERTURNING
MOT = 77.5 k -ft
MRRS = 23.5 k -ft USE 2 SIMPSON HDU4 AT EACH END OF SHEAR
uplift= 7.07 k WALL
J. M. WILLIAMS and ASSOCIATES - STRUCTURAL ENGINEERING
2875 South Decker Lake Drive - Suite 275 - Salt Lake City, Utah, 84119
Phone: 801-575-6455 - Fax: 801-575-6456 - Web: jmwa.com
PROJECT:
Bountiful Place
SW 2
TYPE OF LATERAL FORCE
3 -May -11
DESIGNED BY: JSM
WIND
- Allow shearwall capacity increased for wind per section 2306.4.1, 2009 IBC?
WALL DATA
3rd FLOOR TO ROOF
Lw, = 49.3 ft (Total Length of Shear Walls)
Lsw = 12.3 ft (Length of Wall Being Designed)
hR = 9.5 ft
2nd FLOOR TO 3rd FLOOR
Lwt = 49.3 ft (Total Length of Shear Walls)
Lsw = 12.3 ft (Length of Wall Being Designed)
hF = 9.5 ft
1 st FLOOR TO 2nd FLOOR
LN,t = 49.3 ft (Total Length of Shear Walls)
Lsw, = 12.3 ft (Length of Wall Being Designed)
hF = 9.5 ft
LOADS ON WALL
;9•
WD = 183 plf dead load = 20.0 psf
WL = 70 plf live load = 35.0 psf
trib width = 2.0 ft
wall load = 15.0 psf
misc. load = 0.0 plf
3rd FLOOR
WD = 400 plf dead load = 35.0 psf
WL = 240 plf live load = 40.0 psf
trib width = 6.0 ft
wall load = 20.0 psf
misc. load = 0.0 plf
2nd FLOOR
WD = 400 plf dead load = 35.0 psf
WL = 240 plf live load = 40.0 psf
trib width = 6.0 ft
wall load = 20.0 psf
misc. load = 0.0 plf
SHEET: SS
YES
VR = 8.0 k (Total Shear Along Total Length)
VF = 6.4 k (Total Shear Along Total Length)
VF = 6.4 k (Total Shear Along Total Length)
J. M. WILLIAMS and ASSOCIATES - STRUCTURAL ENGINEERING
2875 South Decker Lake Drive - Suite 275 - Salt Lake City, Utah, 84119
Phone: 801-575-6455 - Fax: 801-575-6456 - Web: jmwa.com
PROJECT:
Bountiful Place
SW 2
3rd FLOOR TO ROOF
CHECK 12.333ft SHEAR WALL
DATE: 3 -May -11
DESIGNED BY: JSM
Attachment: NAILS
tPW = 7/16 in (Sheathing Thinckness)
Allow Sheathing Capacity Increase per IBC (Table 2306.4.1, note'd')? YES
SHEAR IN WALL
us
86
VR = 2 k USE 7/16" PLYWOOD WITH 8d NAILS AT 6" O.C.
vR = 162 plf > EDGES AND 12" O.C. FIELD
UPLIFT FROM OVERTURNING
MOr = 19 k -ft
MM = 8.33 k -ft
uplift = 0.96 k
1 st FLOOR TO 2nd FLOOR
CHECK 12.333ft SHEAR WALL
USE SIMPSON MST37 WITH A POST AT EACH
END OF SHEAR WALL
Attachment: NAILS
tPW = 7/16 in (Sheathing Thinckness)
Allow Sheathing Capacity Increase per IBC (Table 2306.4.1, note 'd')? YES
SHEAR IN WALL
VR = 3.6 k USE 7/16" PLYWOOD WITH 8d NAILS AT 6" O.C.
VR = 292 plf EDGES AND 12" O.C. FIELD
UPLIFT FROM OVERTURNING
MOT = 53.2 k -ft
MRES = 26.6 k -ft FUSE SIMPSON MST48 WITH A POST AT EACH
uplift = 2.4 k END OF SHEAR WALL
J. M. WILLIAMS and ASSOCIATES - STRUCTURAL ENGINEERING
2875 South Decker Lake Drive - Suite 275 - Salt Lake City, Utah, 84119
Phone: 801-575-6455 - Fax: 801-575-6456 - Web: jmwa.com
ECT: IDATE: 3 -May -11 ISHEE 1: 6
Bountiful Place nceir_nion aV• I ina kin
JSM
19riT/0A
1st FLOOR TO 2nd FLOOR
CHECK ft SHEAR WALL
Attachment: NAILS
tPW = 7/16 in (Sheathing Thinckness)
Allow Sheathing Capacity Increase per IBC (Table 2306.4.1, note'd')? YES
SHEAR IN WALL
VR = 5.2 k USE 7/16" PLYWOOD WITH 8d NAILS AT 4" O.C.
vR = 422 plf 10.
EDGES AND 12" O.C. FIELD
UPLIFT FROM OVERTURNING
MOT = 103 k -ft
MRES = 44.8 k -ft USE 2 SIMPSON HDU2 AT EACH END OF SHEAR
uplift= 5.2 k WALL
J. M. WILLIAMS and ASSOCIATES - STRUCTURAL ENGINEERING
2875 South Decker Lake Drive - Suite 275 - Salt Lake City, Utah, 84119
Phone: 801-575-6455 - Fax: 801-575-6456 - Web: jmwa.com
PROJECT:
Bountiful Place
SW 2a
TYPE OF LATERAL FORCE
TE: 3 -May -11 ISHEET: s5
NED BY: JSM
WIND
Allow shearwall capacity increased for wind per section 2306.4.1, 2009 IBC?
WALL DATA
3rd FLOOR TO ROOF
Lµ,t = 49.3 ft (Total Length of Shear Walls)
Lsw = 12.3 ft (Length of Wall Being Designed)
hR = 9.5 ft
2nd FLOOR TO 3rd FLOOR
Lµ,t = 49.3 ft (Total Length of Shear Walls)
Lsµ, = 12.3 ft (Length of Wall Being Designed)
hF = 9.5 ft
1 st FLOOR TO 2nd FLOOR
Lwt = 49.3 ft (Total Length of Shear Walls)
Lgµ, = 12.3 ft (Length of Wall Being Designed)
hF = 9.5 ft
LOADS ON WALL
WD = 183 plf dead load = 20.0 psf
WL = 70 plf live load = 35.0 psf
trib width = 2.0 ft
wall load = 15.0 psf
misc. load = 0.0 plf
3rd FLOOR
WD = 540 plf dead load = 35.0 psf
WL = 400 plf live load = 40.0 psf
trib width = 10.0 ft
wall load = 20.0 psf
misc. load = 0.0 plf
2nd FLOOR
WD = 540 plf dead load = 35.0 psf
WL = 400 plf live load = 40.0 psf
trib width = 10.0 ft
wall load = 20.0 psf
misc. load = 0.0 plf
YES
VR = 8.0 k (Total Shear Along Total Length)
VF = 6.4 k (Total Shear Along Total Length)
VF = 6.4 k (Total Shear Along Total Length)
J. M. WILLIAMS and ASSOCIATES - STRUCTURAL ENGINEERING
2875 South Decker Lake Drive - Suite 275 - Salt Lake City, Utah, 84119
Phone: 801-575-6455 - Fax: 801-575-6456 - Web: jmwa.com
PROJECT:
Bountiful Place
SW 2a
3rd FLOOR TO ROOF
CHECK 12.333ft SHEAR WALL
DATE: 3 -May -1 1 SHEET: o�
DESIGNED BY: ism JOB NO.:
Attachment: NAILS
tPW = 7/16 in (Sheathing Thinckness)
Allow Sheathing Capacity Increase per IBC (Table 2306.4.1, note'd')? YES
SHEAR IN WALL
VR = 2 k USE 7/16" PLYWOOD WITH 8d NAILS AT 6" O.C.
vR = 162 plf EDGES AND 12" O.C. FIELD
UPLIFT FROM OVERTURNING
MOT = 19 k -ft
MRES = 8.33 k -ft USE SIMPSON MST37 WITH A POST AT EACH
uplift= 0.96 k END OF SHEAR WALL
1 st FLOOR TO 2nd FLOOR
CHECK 12.333ft SHEAR WALL
Attachment: NAILS
tPW = 7/16 in (Sheathing Thinckness)
Allow Sheathing Capacity Increase per IBC (Table 2306.4.1, note'd')? YES
SHEAR IN WALL
VR = 3.6 k _ USE 7/16" PLYWOOD WITH 8d NAILS AT 6" O.C.
vR = 292 plf EDGES AND 12" O.C. FIELD
UPLIFT FROM OVERTURNING
MOT = 53.2 k -ft
MRES = 33 k -ft USE SIMPSON MST37 WITH A POST AT EACH
uplift= 1.82 k END OF SHEAR WALL
J. M. WILLIAMS and ASSOCIATES - STRUCTURAL ENGINEERING
2875 South Decker Lake Drive - Suite 275 - Salt Lake City, Utah, 84119
Phone: 801-575-6455 - Fax: 801-575-6456 - Web: jmwa.com
PROJECT:
Bountiful Place
SW 2a
1 st FLOOR TO 2nd FLOOR
CHECK ft SHEAR WALL
DATE: 3 -May -11
BY: JSM
Attachment: NAILS
tPW = 7/16 in (Sheathing Thinckness)
Allow Sheathing Capacity Increase per IBC (Table 2306.4.1, note'd')? YES
SHEAR IN WALL
90
VR = 5.2 k USE 7/16" PLYWOOD WITH 8d NAILS AT 4" O.C.
vR = 422 plf EDGES AND 12" O.C. FIELD
UPLIFT FROM OVERTURNING
MOT = 103 k -ft
MRES = 57.6 k -ft USE 2 SIMPSON HDU2 AT EACH END OF SHEAR
uplift= 4.05 k -0 WALL
J. M. WILLIAMS and ASSOCIATES - STRUCTURAL ENGINEERING
2875 South Decker Lake Drive - Suite 275 - Salt Lake City, Utah, 84119
Phone: 801-575-6455 - Fax: 801-575-6456 - Web: jmwa.com
PROJECT:
Bountiful Place
yTrA163
TYPE OF LATERAL FORCE
3 -May -11 ISHEET: I (
JSM
WIND
- Allow shearwall capacity increased for wind per section 2306.4.1, 2009 IBC?
WALL DATA
3rd FLOOR TO ROOF
Lw, = 52.8 ft (Total Length of Shear Walls)
Lgw = 14.2 ft (Length of Wall Being Designed)
hR = 9.5 ft
2nd FLOOR TO 3rd FLOOR
Lwt = 52.8 ft (Total Length of Shear Walls)
Lsw = 14.2 ft (Length of Wall Being Designed)
hF = 9.5 ft
1 st FLOOR TO 2nd FLOOR
Lw = 52.8 ft (Total Length of Shear Walls)
Lgw = 14.2 ft (Length of Wall Being Designed)
KF = 9.5 ft
LOADS ON WALL
Wo = 183 plf dead load = 20.0 psf
WL = 70 plf live load = 35.0 psf
trib width = 2.0 ft
wall load = 15.0 psf
misc. load = 0.0 plf
3rd FLOOR
WD = 400 plf dead load = 35.0 psf
WL = 240 plf live load = 40.0 psf
trib width = 6.0 ft
wall load = 20.0 psf
misc. load = 0.0 plf
2nd FLOOR
WD = 400 plf dead load = 35.0 psf
WL = 240 plf live load = 40.0 psf
trib width = 6.0 ft
wall load = 20.0 psf
misc. load = 0.0 plf
YES
VR = 6.9 k (Total Shear Along Total Length)
VF = 5.5 k (Total Shear Along Total Length)
VF = 5.5 k (Total Shear Along Total Length)
J. M. WILLIAMS and ASSOCIATES - STRUCTURAL ENGINEE.
2875 South Decker Lake Drive - Suite 275 - Salt Lake City, Utah, 84119
Phone: 801-575-6455 - Fax: 801-575-6456 - Web: jmwa.com
Bountiful Place
SW 3
3rd FLOOR TO ROOF
CHECK 14.183ft SHEAR WALL
3 -May -11 J""' ` 72
BY: JSM JOB NO.:
Attachment: NAILS
tPW = 7/16 in (Sheathing Thinckness)
Allow Sheathing Capacity Increase per IBC (Table 2306.4.1, note'd')? YES
SHEAR IN WALL
VR = 1.85 k USE 7/16" PLYWOOD WITH 8d NAILS AT 6" O.C.
vR = 131 plf EDGES AND 12" O.C. FIELD
UPLIFT FROM OVERTURNING
MOT = 17.6 k -ft
MRES = 11 k -ft
uplift= 0.52 k
1st FLOOR TO 2nd FLOOR
CHECK 14.183ft SHEAR WALL
USE SIMPSON MST37 WITH A POST AT EACH
END OF SHEAR WALL
Attachment: NAILS
tPW = 7/16 in (Sheathing Thinckness)
Allow Sheathing Capacity Increase per IBC (Table 2306.4.1, note'd')? YES
SHEAR IN WALL
VR = 3.33 k USE 7/16" PLYWOOD WITH 8d NAILS AT 6" O.C.
VR = 235 plf EDGES AND 12" O.C. FIELD
UPLIFT FROM OVERTURNING
MOT = 49.2 k -ft
MRES = 35.2 k -ft USE SIMN MST37 WITH A POST AT EACH
uplift = 1.1 k PSOEND OF SHEAR WALL
J. M. WILLIAMS and ASSOCIATES - STRUCTURAL ENGINEERING
2875 South Decker Lake Drive - Suite 275 - Salt Lake City, Utah, 84119
Phone: 801-575-6455 - Fax: 801-575-6456 - Web: jmwa.com
PROJECT:
Bountiful Place
SW 3
1st FLOOR TO 2nd FLOOR
CHECK ft SHEAR WALL
3 -May -11 ISHEET: 13
BY: JSM
Attachment: NAILS
tPW = 7/16 in (Sheathing Thinckness)
Allow Sheathing Capacity Increase per IBC (Table 2306.4.1, note'd')? YES
SHEAR IN WALL
VR = 4.81 k USE 7/16" PLYWOOD WITH 8d NAILS AT 6" O.C.
vR = 339 plf EDGES AND 12" O.C. FIELD
UPLIFT FROM OVERTURNING
MOT = 94.9 k -ft
Maes = 59.3 k -ft USE SIMPSON HDU2 AT EACH END OF SHEAR
uplift= 2.79 k 01 WALL
J. M. WILLIAMS and ASSOCIATES - STRUCTURAL ENGINEERING
2875 South Decker Lake Drive - Suite 275 - Salt Lake City, Utah, 84119
Phone: 801-575-6455 - Fax: 801-575-6456 - Web: jmwa.com
IU„,c. 3 -May -11 1--- �
Bountiful Place IDESIGNED BY: JSM I JOB NO.:
SW 4
TYPE OF LATERAL FORCE
WIND
- Allow shearwall capacity increased for wind per section 2306.4.1, 2009 IBC? YES
WALL DATA
3rd FLOOR TO ROOF
Lw,t = 58.0 ft (Total Length of Shear Walls)
Lsw = 58.0 ft (Length of Wall Being Designed)
hR = 9.5 ft
2nd FLOOR TO 3rd FLOOR
Lwt = 58.0 ft (Total Length of Shear Walls)
Lsw = 58.0 ft (Length of Wall Being Designed)
hF = 9.5 ft
1 st FLOOR TO 2nd FLOOR
Lwt = 58.0 ft (Total Length of Shear Walls)
Lsw = 58.0 ft (Length of Wall Being Designed)
hF = 9.5 ft
LOADS ON WALL
WD = 183 plf dead load = 20.0 psf
WL = 70 pif live load = 35.0 psf
trib width = 2.0 ft
wall load = 15.0 psf
misc. load = 0.0 pif
3rd FLOOR
WD = 260 pif dead load =
35.0 psf
WL = 80 pif live load =
40.0 psf
trib width =
2.0 ft
wall load =
20.0 psf
misc. load =
0.0 pif
2nd FLOOR
WD = 260 plf dead load = 35.0 psf
WL = 80 plf live load = 40.0 psf
trib width = 2.0 ft
wall load = 20.0 psf
misc. load = 0.0 plf
VR = 13.8 k (Total Shear Along Total Length)
VF = 10.9 k (Total Shear Along Total Length)
VF = 10.9 k (Total Shear Along Total Length)
J. M. WILLIAMS and ASSOCIATES - STRUCTURAL ENGINEERING
2875 South Decker Lake Drive - Suite 275 - Salt Lake City, Utah, 84119
Phone: 801-575-6455 - Fax: 801-575-6456 - Web: jmwa.com
CT: UH i t: ancr- i :
RS
Bountiful Place 3 -May -11 n�cinkirn nv. I Win nin
JSM
SW 4
3rd FLOOR TO ROOF
CHECK 58ft SHEAR WALL
Attachment: NAILS
tPW = 7/16 in (Sheathing Thinckness)
Allow Sheathing Capacity Increase per IBC (Table 2306.4.1, note'd')? YES
SHEAR IN WALL
VR = 13.8 k USE 7/16" PLYWOOD WITH 8d NAILS AT 6" O.C.
VR = 238 plf EDGES AND 12" O.C. FIELD
UPLIFT FROM OVERTURNING
MOT = 131 k -ft
Maas = 184 k -ft
uplift= -1.02 k NO HOLD DOWN REQUIRED
1 st FLOOR TO 2nd FLOOR
CHECK 58ft SHEAR WALL
Attachment: NAILS
tPW = 7/16 in (Sheathing Thinckness)
Allow Sheathing Capacity Increase per IBC (Table 2306.4.1, note'd')? YES
SHEAR IN WALL
VR = 24.7 k USE 7/16" PLYWOOD WITH 8d NAILS AT 4" O.C.
vR = 426 plf EDGES AND 12" O.C. FIELD
UPLIFT FROM OVERTURNING
MOT = 366 k -ft
MRES = 447 k -ft
uplift= -1.55 k 0 NO HOLD DOWN REQUIRED
J. M. WILLIAMS and ASSOCIATES - STRUCTURAL ENGINEERING
2875 South Decker Lake Drive - Suite 275 - Salt Lake City, Utah, 84119
Phone: 801-575-6455 - Fax: 801-575-6456 - Web: jmwa.com
ECT:
Bountiful Place
SW 4
1 st FLOOR TO 2nd FLOOR
CHECK ft SHEAR WALL
3 -May -11 I'ntt : g�
BY: JSM
Attachment: NAILS
tPW = 7/16 in (Sheathing Thinckness)
Allow Sheathing Capacity Increase per IBC (Table 2306.4.1, note'd')? YES
SHEAR IN WALL
VR = 35.6 k USE 7/16" PLYWOOD WITH 8d NAILS AT 3" O.C.
vR = 614 plf EDGES AND 12" O.C. FIELD
UPLIFT FROM OVERTURNING
MOr = 704 k -ft
MRES = 709 k -ft
uplift= -0.1 k NO HOLD DOWN REQUIRED77
J. M. WILLIAMS and ASSOCIATES - STRUCTURAL ENGINEERING
2875 South Decker Lake Drive - Suite 275 - Salt Lake City, Utah, 84119
Phone: 801-575-6455 - Fax: 801-575-6456 - Web: jmwa.com
PROJECT:
Bountiful Place
SW 5
TYPE OF LATERAL FORCE
DATE: 3 -May -11 (SHEET: i
DESIGNED BY: JSM
WIND
- Allow shearwall capacity increased for wind per section 2306.4.1, 2009 IBC?
WALL DATA
3rd FLOOR TO ROOF
Lµ„ = 48.8 ft (Total Length of Shear Walls)
Ls�, = 12.3 ft (Length of Wall Being Designed)
hR = 9.5 ft
2nd FLOOR TO 3rd FLOOR
Lw, = 48.8 ft (Total Length of Shear Walls)
Lsw, = 12.3 ft (Length of Wall Being Designed)
hF = 9.5 ft
1 st FLOOR TO 2nd FLOOR
Lw, = 48.8 ft (Total Length of Shear Walls)
Lgµ, = 12.3 ft (Length of Wall Being Designed)
hF = 9.5 ft
LOADS ON WALL
ON
WD = 183 plf dead load = 20.0 psf
WL = 70 plf live load = 35.0 psf
trib width = 2.0 ft
wall load = 15.0 psf
misc. load = 0.0 plf
3rd FLOOR
WD = 540 plf dead load = 35.0 psf
WL = 400 plf live load = 40.0 psf
trib width = 10.0 ft
wall load = 20.0 psf
misc. load = 0.0 plf
2nd FLOOR
WD = 540 plf dead load = 35.0 psf
WL = 400 plf live load = 40.0 psf
trib width = 10.0 ft
wall load = 20.0 psf
misc. load = 0.0 plf
YES
VR = 7.4 k (Total Shear Along Total Length)
VF = 5.9 k (Total Shear Along Total Length)
VF = 5.9 k (Total Shear Along Total Length)
J. M. WILLIAMS and ASSOCIATES - STRUCTURAL ENGINEERING
2875 South Decker Lake Drive - Suite 275 - Salt Lake City, Utah, 84119
Phone: 801-575-6455 - Fax: 801-575-6456 - Web: jmwa.com
PROJECT:
Bountiful Place
SW 5
3rd FLOOR TO ROOF
CHECK 12.333ft SHEAR WALL
DATE: 3 -May -11 (SHEET: Ty
JSM
Attachment: NAILS
tPW = 7/16 in (Sheathing Thinckness)
Allow Sheathing Capacity Increase per IBC (Table 2306.4.1, note'd')? YES
SHEAR IN WALL
VR = 1.87 k USE 7/16" PLYWOOD WITH 8d NAILS AT 6" O.C.
vR = 152 plf EDGES AND 12" O.C. FIELD
UPLIFT FROM OVERTURNING
MOT = 17.8 k -ft
MRES = 8.33 k -ft USE SIMPSON MST37 WITH A POST AT EACH
uplift= 0.85 k END OF SHEAR WALL
1st FLOOR TO 2nd FLOOR
CHECK 12.333ft SHEAR WALL
Attachment: NAILS
tPW = 7/16 in (Sheathing Thinckness)
Allow Sheathing Capacity Increase per IBC (Table 2306.4.1, note'd')? YES
SHEAR IN WALL
VR = 3.36 k USE 7/16" PLYWOOD WITH 8d NAILS AT 6" O.C.
vR = 272 plf EDGES AND 12" O.C. FIELD
UPLIFT FROM OVERTURNING
MOT = 49.7 k -ft
MRES = 33 k -ft USE SIMPSON MST37 WITH A POST AT EACH
uplift = 1.5 k END OF SHEAR WALL
J. M. WILLIAMS and ASSOCIATES - STRUCTURAL ENGINEERING
2875 South Decker Lake Drive - Suite 275 - Salt Lake City, Utah, 84119
Phone: 801-575-6455 - Fax: 801-575-6456 - Web: jmwa.com
ECT:
Bountiful Place
SW 5
1 st FLOOR TO 2nd FLOOR
CHECK ft SHEAR WALL
3 -May -11 10n`C1
' cid
JSM
Attachment: NAILS
tPW = 7/16 in (Sheathing Thinckness)
Allow Sheathing Capacity Increase per IBC (Table 2306.4.1, note'd')? YES
SHEAR IN WALL
VR = 4.85 k USE 7/16" PLYWOOD WITH 8d NAILS AT 4" O.C.
vR = 393 plf EDGES AND 12" O.C. FIELD
UPLIFT FROM OVERTURNING
MOT = 95.7 k -ft
MRES = 57.6 k -ft USE 2 SIMPSON HDU2 AT EACH END OF SHEAR
uplift= 3.43 k WALL
J. M. WILLIAMS and ASSOCIATES - STRUCTURAL ENGINEERING
2875 South Decker Lake Drive - Suite 275 - Salt Lake City, Utah, 84119
Phone: 801-575-6455 - Fax: 801-575-6456 - Web: jmwa.com
PROJECT:
Bountiful Place
SW 6
TYPE OF LATERAL FORCE
3 -May -11
JSM
WIND
- Allow shearwall capacity increased for wind per section 2306.4.1, 2009 IBC?
WALL DATA
3rd FLOOR TO ROOF
Lwt = 45.3 ft (Total Length of Shear Walls)
L 1 = 8.5 ft (Length of Wall Being Designed)
hR = 9.5 ft
2nd FLOOR TO 3rd FLOOR
Lwt = 45.3 ft (Total Length of Shear Walls)
LsN, = 8.5 ft (Length of Wall Being Designed)
hF = 9.5 ft
1 st FLOOR TO 2nd FLOOR
Lw, = 45.3 ft (Total Length of Shear Walls)
Lsw = 8.5 ft (Length of Wall Being Designed)
hF = 9.5 ft
LOADS ON WALL
WD = 293 plf dead load = 20.0 psf
WL = 263 plf live load = 35.0 psf
trib width = 7.5 ft
wall load = 15.0 psf
misc. load = 0.0 plf
3rd FLOOR
WD = 400 plf dead load =
35.0 psf
WL = 240 pif live load =
40.0 psf
trib width =
6.0 ft
wall load =
20.0 psf
misc. load =
0.0 plf
'raiL:�y�iZ�] 7
WD = 400 plf dead load = 35.0 psf
WL = 240 plf live load = 40.0 psf
trib width = 6.0 ft
wall load = 20.0 psf
misc. load = 0.0 plf
.. ( Do
,L•1�
YES
VR = 7.4 k (Total Shear Along Total Length)
VF = 5.9 k (Total Shear Along Total Length)
VF = 5.9 k (Total Shear Along Total Length)
J. M. WILLIAMS and ASSOCIATES - STRUCTURAL ENGINEERING
2875 South Decker Lake Drive - Suite 275 - Salt Lake City, Utah, 84119
Phone: 801-575-6455 - Fax: 801-575-6456 - Web: jmwa.com
PROJECT:
Bountiful Place
SW 6
3rd FLOOR TO ROOF
CHECK 8.5ft SHEAR WALL
DATE' 3 -May -11
JSM IJOB NO.:
Attachment: NAILS
tPW = 7/16 in (Sheathing Thinckness)
Allow Sheathing Capacity Increase per IBC (Table 2306.4.1, note'd')? YES
SHEAR IN WALL
l0/
VR = 1.39 k USE 7/16" PLYWOOD WITH 8d NAILS AT 6" O.C.
vR = 163 plf EDGES AND 12" O.C. FIELD
UPLIFT FROM OVERTURNING
MOT = 13.2 k -ft
MRES = 6.34 k -ft USE SIMPSON MST37 WITH A POST AT EACH
uplift= 0.89 k END OF SHEAR WALL
1 st FLOOR TO 2nd FLOOR
CHECK 8.5ft SHEAR WALL
Attachment: NAILS
tPW = 7/16 in (Sheathing Thinckness)
Allow Sheathing Capacity Increase per IBC (Table 2306.4.1, note 'd')? YES
SHEAR IN WALL
VR = 2.49 k USE 7/16" PLYWOOD WITH 8d NAILS AT 6" O.C.
vR = 293 plf EDGES AND 12" O.C. FIELD
UPLIFT FROM OVERTURNING
MOT = 36.9 k -ft
MRES = 15 k -ft USE SIMPSON MST48 WITH A POST AT EACH
uplift= 2.86 k END OF SHEAR WALL
J. M. WILLIAMS and ASSOCIATES - STRUCTURAL ENGINEERING
2875 South Decker Lake Drive - Suite 275 - Salt Lake City, Utah, 84119
Phone: 801-575-6455 - Fax: 801-575-6456 - Web: jmwa.com
CT:
Bountiful Place
SW 6
1 st FLOOR TO 2nd FLOOR
CHECK ft SHEAR WALL
3 -May -11 1J""'' 102—
SW
oL
BY: JSM
Attachment: NAILS
tPW = 7/16 in (Sheathing Thinckness)
Allow Sheathing Capacity Increase per IBC (Table 2306.4.1, note'd')? YES
SHEAR IN WALL
VR = 3.6 k USE 7/16" PLYWOOD WITH 8d NAILS AT 4" O.C.
vR = 424 plf EDGES AND 12" O.C. FIELD
UPLIFT FROM OVERTURNING
Mor = 71.1 k -ft
MREs = 23.7 k -ft USE 2 SIMPSON HDI -12 AT EACH END OF SHEAR
uplift= 6.2 k WALL
J. M. WILLIAMS and ASSOCIATES - STRUCTURAL ENGINEERING
2875 South Decker Lake Drive - Suite 275 - Salt Lake City, Utah, 84119
Phone: 801-575-6455 - Fax: 801-575-6456 - Web: jmwa.com
(PROJECT:
Bountiful Place
SW 7
TYPE OF LATERAL FORCE
WIND
DATE: 3 -May -11
DESIGNED BY: JSM
Allow shearwall capacity increased for wind per section 2306.4.1, 2009 IBC?
WALL DATA
3rd FLOOR TO ROOF
Lw, = 24.0 ft (Total Length of Shear Walls)
Lsw = 3.0 ft (Length of Wall Being Designed)
hR = 9.5 ft
2nd FLOOR TO 3rd FLOOR
Lw, = 24.0 ft (Total Length of Shear Walls)
Lsw = 3.0 ft (Length of Wall Being Designed)
hF = 9.5 ft
1 st FLOOR TO 2nd FLOOR
Lw, = 24.0 ft (Total Length of Shear Walls)
Lgw = 3.0 ft (Length of Wall Being Designed)
hF = 9.5 ft
LOADS ON WALL
WD = 163 plf dead load = 20.0 psf
WL = 35 plf live load = 35.0 psf
trib width = 1.0 ft
wall load = 15.0 psf
misc. load = 0.0 plf
3rd FLOOR
WD = 225 plf dead load =
35.0 psf
WL = 40 plf live load =
40.0 psf
trib width =
1.0 ft
wall load =
20.0 psf
misc. load =
0.0 plf
2nd FLOOR
WD = 225 plf dead load =
35.0 psf
WL = 40 plf live load =
40.0 psf
trib width =
1.0 ft
wall load =
20.0 psf
misc. load =
0.0 plf
J'3
YES
VR = 5.2 k (Total Shear Along Total Length)
VF = 4.2 k (Total Shear Along Total Length)
VF = 4.2 k (Total Shear Along Total Length)
J. M. WILLIAMS and ASSOCIATES - STRUCTURAL ENGINEERING
2875 South Decker Lake Drive - Suite 275 - Salt Lake City, Utah, 84119
Phone: 801-575-6455 - Fax: 801-575-6456 - Web: jmwa.com
PROJECT:
Bountiful Place
SW 7
3rd FLOOR TO ROOF
CHECK 3ft SHEAR WALL
3 -May -11 (SHEET:
JSM IJOB NO.:
Attachment: NAILS
tPW = 7/16 in (Sheathing Thinckness)
Allow Sheathing Capacity Increase per IBC (Table 2306.4.1, note'd')? YES
SHEAR IN WALL
/01
VR = 0.65 k USE 7/16" PLYWOOD WITH 8d NAILS AT 6" O.C.
vR = 217 plf EDGES AND 12" O.C. FIELD
UPLIFT FROM OVERTURNING
MOT = 6.18 k -ft
MRES = 0.44 k -ft USE SIMPSON MST37 WITH A POST AT EACH
uplift= 2.13 k END OF SHEAR WALL
list FLOOR TO 2nd FLOOR
CHECK 3ft SHEAR WALL
Attachment: NAILS
tPW = 7/16 in (Sheathing Thinckness)
-Allow Sheathing Capacity Increase per IBC (Table 2306.4.1, note'd')? YES
SHEAR IN WALL
VR = 1.18 k USE 7/16" PLYWOOD WITH 8d NAILS AT 4" O.C.
vR = 392 plf EDGES AND 12" O.C. FIELD
UPLIFT FROM OVERTURNING
MOT = 17.3 k -ft
MRES = 1.05 k -ft USE SIMPSON CMST14 WITH A POST AT EACH
uplift= 6.03 k END OF SHEAR WALL
J. M. WILLIAMS and ASSOCIATES - STRUCTURAL ENGINEERING
2875 South Decker Lake Drive - Suite 275 - Salt Lake City, Utah, 84119
Phone: 801-575-6455 - Fax: 801-575-6456 - Web: jrawa.com
PROJECT:
Bountiful Place
SW 7
1 st FLOOR TO 2nd FLOOR
CHECK ft SHEAR WALL
3 -May -11 1J""'. (05
JSM IJOB NO.:
Attachment: NAILS
tPW = 7/16 in (SheathingThinckness)
Allow Sheathing Capacity Increase per IBC (Table 2306.4.1, note'd')? YES
SHEAR IN WALL
VR = 1.7 k USE 7/16" PLYWOOD WITH 8d NAILS AT 3" O.C.
VR = 567 plf EDGES AND 12" O.C. FIELD
UPLIFT FROM OVERTURNING
MOT = 33.5 k -ft
M RES = 1.65 k -ft USE 2 SIMPSON HDU8 AT EACH END OF SHEAR
uplift= 11.8 k WALL
J. M. WILLIAMS and ASSOCIATES - STRUCTURAL ENGINEERING
2875 South Decker Lake Drive - Suite 275 - Salt Lake City, Utah, 84119
Phone: 801-575-6455 - Fax: 801-575-6456 - Web: jmwa.com
Bountiful Place
SW 7a
DATE: 3 -May -11
BY: JSM
TYPE OF LATERAL FORCE
WIND
- Allow shearwall capacity increased for wind per section 2306.4.1, 2009 IBC?
WALL DATA
3rd FLOOR TO ROOF
LH,t = 24.0 ft (Total Length of Shear Walls)
Ltw = 8.5 ft (Length of Wall Being Designed)
hR = 9.5 ft
2nd FLOOR TO 3rd FLOOR
Lwt = 24.0 ft (Total Length of Shear Walls)
Ls,, = 8.5 ft (Length of Wall Being Designed)
hF = 9.5 ft
1 st FLOOR TO 2nd FLOOR
Lwt = 24.0 ft (Total Length of Shear Walls)
Lgµ, = 8.5 ft (Length of Wall Being Designed)
hF = 9.5 ft
LOADS ON WALL
ROOF
WD = 163 plf dead load = 20.0 psf
WL = 35 plf live load = 35.0 psf
trib width = 1.0 ft
wall load = 15.0 psf
misc. load = 0.0 plf
3rd FLOOR
WD = 225 plf dead load = 35.0 psf
WL = 40 plf live load = 40.0 psf
trib width = 1.0 ft
wall load = 20.0 psf
misc. load = 0.0 plf
2nd FLOOR
WD = 225 plf
WL = 40 plf
dead load = 35.0 psf
live load = 40.0 psf
trib width = 1.0 ft
wall load = 20.0 psf
misc. load = 0.0 plf
1' 0,6
YES
VR = 5.2 k (Total Shear Along Total Length)
VF = 4.2 k (Total Shear Along Total Length)
VF = 4.2 k (Total Shear Along Total Length)
J. M. WILLIAMS and ASSOCIATES - STRUCTURAL ENGINEERING
2875 South Decker Lake Drive - Suite 275 - Salt Lake City, Utah, 84119
Phone: 801-575-6455 - Fax: 801-575-6456 - Web: jmwa.com
IDATE: 3 -May -11 15HEtI: �o
Bountiful Place DESIGNED BY: ism I
JOB NO.:
SW 7a
3rd FLOOR TO ROOF
CHECK 8.5ft SHEAR WALL
Attachment: NAILS
tPW = 7/16 in (SheathingThinckness)
Allow Sheathing Capacity Increase per IBC (Table 2306.4.1, note'd')? YES
SHEAR IN WALL
VR = 1.84 k USE 7/16" PLYWOOD WITH 8d NAILS AT 6" O.C.
vR = 217 plf EDGES AND 12" O.C. FIELD
UPLIFT FROM OVERTURNING
MOT = 17.5 k -ft
MRES = 3.52 k -ft USE SIMPSON MST37 WITH A POST AT EACH
uplift= 1.83 k END OF SHEAR WALL
1st FLOOR TO 2nd FLOOR
CHECK 8.5ft SHEAR WALL
Attachment: NAILS
tPW = 7/16 in (Sheathing Thinckness)
Allow Sheathing Capacity Increase per IBC (Table 2306.4.1, note'd')? YES
SHEAR IN WALL
VR = 3.33 k USE 7/16" PLYWOOD WITH 8d NAILS AT 4" O.C.
vR = 392 plf EDGES AND 12" O.C. FIELD
UPLIFT FROM OVERTURNING
MOT = 49.1 k -ft
MRES = 8.4 k -ft USE SIMPSON CMST14 WITH A POST AT EACH
uplift= 5.32 k END OF SHEAR WALL
J. M. WILLIAMS and ASSOCIATES - STRUCTURAL ENGINEERING
2875 South Decker Lake Drive - Suite 275 - Salt Lake City, Utah, 84119
Phone: 801-575-6455 - Fax: 801-575-6456 - Web: jmwa.com
PROJECT:
Bountiful Place
SW 7a
1 st FLOOR TO 2nd FLOOR
CHECK ft SHEAR WALL
3 -May -11 1"" (o5
JSM IJOB NO.:
Attachment: NAILS
tPW = 7/16 in (Sheathing Thinckness)
Allow Sheathing Capacity Increase per IBC (Table 2306.4.1, note'd')? YES
SHEAR IN WALL
VR = 4.82 k USE 7/16" PLYWOOD WITH 8d NAILS AT 3" O.C.
VR = 567 plf EDGES AND 12" O.C. FIELD
UPLIFT FROM OVERTURNING
MOT = 94.9 k -ft
MRES = 13.3 k -ft USE 2 SIMPSON HDU5 AT EACH END OF SHEAR
uplift= 10.7 k WALL
J. M. WILLIAMS and ASSOCIATES - STRUCTURAL ENGINEERING
2875 South Decker Lake Drive - Suite 275 - Salt Lake City, Utah, 84119
Phone: 801-575-6455 - Fax: 801-575-6456 - Web: jmwa.com
1 PROJ ECT:
Bountiful Place
TYPE OF LATERAL FORCE
DATE: 3 -May -11
JSM
WIND
- Allow shearwall capacity increased for wind per section 2306.4.1, 2009 IBC?
WALL DATA
3rd FLOOR TO ROOF
Lwt = 94.0 ft (Total Length of Shear Walls)
Lsw = 4.8 ft (Length of Wall Being Designed)
hR = 9.5 ft
2nd FLOOR TO 3rd FLOOR
Lwt = 94.0 ft (Total Length of Shear Walls)
Lsw = 4.8 ft (Length of Wall Being Designed)
hF = 9.5 ft
1 st FLOOR TO 2nd FLOOR
Lwt = 94.0 ft (Total Length of Shear Walls)
Lsw = 4.8 ft (Length of Wall Being Designed)
hF = 9.5 ft
LOADS ON WALL
OTS
WD = 163 plf dead load = 20.0 psf
WL = 35 plf live load = 35.0 psf
trib width = 1.0 ft
wall load = 15.0 psf
misc. load = 0.0 plf
3rd FLOOR
Wo = 225 plf dead load = 35.0 psf
WL = 40 plf live load = 40.0 psf
trib width = 1.0 ft
wall load = 20.0 psf
misc. load = 0.0 plf
2nd FLOOR
WD = 225 plf dead load = 35.0 psf
WL = 40 plf live load = 40.0 psf
trib width = 1.0 ft
wall load = 20.0 psf
misc. load = 0.0 plf
J5
NO.:
YES
Vs = 10.5 k (Total Shear Along Total Length)
VF = 8.3 k (Total Shear Along Total Length)
VF = 8.3 k (Total Shear Along Total Length)
J. M. WILLIAMS and ASSOCIATES - STRUCTURAL ENGINEERING
2875 South Decker Lake Drive - Suite 275 - Salt Lake City, Utah, 84119
Phone: 801-575-6455 - Fax: 801-575-6456 - Web: jmwa.com
(PROJECT:
Bountiful Place
SW 8
3rd FLOOR TO ROOF
CHECK 4.75ft SHEAR WALL
3 -May -11
JSM
Attachment: NAILS
tPW = 7/16 in (Sheathing Thinckness)
Allow Sheathing Capacity Increase per IBC (Table 2306.4.1, note'd')? YES
SHEAR IN WALL
11D
VR = 0.53 k USE 7/16" PLYWOOD WITH 8d NAILS AT 6" O.C.
VR = 112 plf EDGES AND 12" O.C. FIELD
UPLIFT FROM OVERTURNING
Mor = 5.04 k -ft
MRES = 1.1 k -ft
uplift= 0.92 k
1 st FLOOR TO 2nd FLOOR
CHECK 4.75ft SHEAR WALL
USE SIMPSON MST37 WITH A POST AT EACH
END OF SHEAR WALL
Attachment: NAILS
tPW = 7/16 in (Sheathing Thinckness)
Allow Sheathing Capacity Increase per IBC (Table 2306.4.1, note'd')? YES
SHEAR IN WALL
V1, = 0.95 k USE 7/16" PLYWOOD WITH 8d NAILS AT 6" O.C.
VR = 200 plf EDGES AND 12" O.C. FIELD
UPLIFT FROM OVERTURNING
MOr = 14.1 k -ft
MRES = 2.62 k -ft USE SIMPSON MST48 WITH A POST AT EACH
uplift= 2.68 k END OF SHEAR WALL
J. M. WILLIAMS and ASSOCIATES - STRUCTURAL ENGINEERING
2875 South Decker Lake Drive - Suite 275 - Salt Lake City, Utah, 84119
Phone: 801-575-6455 - Fax: 801-575-6456 - Web: jmwa.com
I"" 3 -May -11 IJ" f I
Bountiful Place DESIGNED BY: ism IJOB NO.:
1st FLOOR TO 2nd FLOOR
CHECK ft SHEAR WALL
Attachment: NAILS
tPW = 7/16 in (Sheathing Thinckness)
Allow Sheathing Capacity Increase per IBC (Table 2306.4.1, note'd')? YES
SHEAR IN WALL
VR = 1.37 k USE 7/16" PLYWOOD WITH 8d NAILS AT 6" O.C.
vR 288 plf EDGES AND 12" O.C. FIELD
UPLIFT FROM OVERTURNING
MOT = 27.1 k -ft
MREs = 4.15 k -ft USE 2 SIMPSON HDU2 AT EACH END OF SHEAR
uplift= 5.36 k 10
WALL
J. M. WILLIAMS and ASSOCIATES - STRUCTURAL ENGINEERING
2875 South Decker Lake Drive - Suite 275 - Salt Lake City, Utah, 84119
Phone: 801-575-6455 - Fax: 801-575-6456 - Web: jmwa.com
Bountiful Place
TYPE OF LATERAL FORCE
3 -May -11 1 1.I I L
BY: JSM JOB NO.:
WIND
- Allow sheanvall capacity increased for wind per section 2306.4.1, 2009 IBC?
WALL DATA
3rd FLOOR TO ROOF
Lw,t = 94.0 ft (Total Length of Shear Walls)
Lsw = 3.0 ft (Length of Wall Being Designed)
hR = 9.5 ft
2nd FLOOR TO 3rd FLOOR
Lw,t = 94.0 ft (Total Length of Shear Walls)
Lgw, = 3.0 ft (Length of Wall Being Designed)
hF = 9.5 ft
1 st FLOOR TO 2nd FLOOR
Lw,t = 94.0 ft (Total Length of Shear Walls)
Lsw, = 3.0 ft (Length of Wall Being Designed)
hF = 9.5 ft
LOADS ON WALL
3eZ77
WD = 423 plf dead load = 20.0 psf
WL = 490 plf live load = 35.0 psf
trib width = 14.0 ft
wall load = 15.0 psf
misc. load = 0.0 plf
3rd FLOOR
WD = 225 plf dead load =
35.0 psf
WL = 40 plf live load =
40.0 psf
trib width =
1.0 ft
wall load =
20.0 psf
misc. load =
0.0 plf
2nd FLOOR
WD = 225 plf dead load =
35.0 psf
WL = 40 plf live load =
40.0 psf
trib width =
1.0 ft
wall load =
20.0 psf
misc. load =
0.0 plf
YES
VR = 10.5 k (Total Shear Along Total Length)
VF = 8.3 k (Total Shear Along Total Length)
VF = 8.3 k (Total Shear Along Total Length)
J. M. WILLIAMS and ASSOCIATES - STRUCTURAL ENGINEERING
2875 South Decker Lake Drive - Suite 275 - Salt Lake City, Utah, 84119
Phone: 801-575-6455 - Fax: 801-575-6456 - Web: jmwa.com
ECT:
Bountiful Place
SW 8a
3rd FLOOR TO ROOF
CHECK 3ft SHEAR WALL
DATE: 3 -May -11
DESIGNED BY: JSM
Attachment: NAILS
tPW = 7/16 in (Sheathing Thinckness)
Allow Sheathing Capacity Increase per IBC (Table 2306.4.1, note'd')? YES
SHEAR IN WALL
VR = 0.34 k USE 7/16" PLYWOOD WITH 8d NAILS AT 6" O.C.
vR = 112 plf > EDGES AND 12" O.C. FIELD
UPLIFT FROM OVERTURNING
MOT = 3.18 k -ft
MRES = 1.14 k -ft USE SIMPSON MST37 WITH A POST AT EACH
uplift= 0.76 k END OF SHEAR WALL
1 st FLOOR TO 2nd FLOOR
CHECK 3ft SHEAR WALL
Attachment: NAILS
tPW = 7/16 in (Sheathing Thinckness)
Allow Sheathing Capacity Increase per IBC (Table 2306.4.1, note'd')? YES
SHEAR IN WALL
VR = 0.6 k USE 7/16" PLYWOOD WITH 8d NAILS AT 6" O.C.
vR = 200 plf EDGES AND 12" O.C. FIELD
UPLIFT FROM OVERTURNING
MOT = 8.88 k -ft
MRES = 1.75 k -ft USE SIMPSON MST48 WITH A POST AT EACH
uplift= 2.64 k END OF SHEAR WALL
113
J. M. WILLIAMS and ASSOCIATES - STRUCTURAL ENGINEERING
2875 South Decker Lake Drive - Suite 275 - Salt Lake City, Utah, 84119
Phone: 801-575-6455 - Fax: 801-575-6456 - Web: jmwa.com
I P ROJ ECT:
Bountiful Place
SW 8a
1 st FLOOR TO 2nd FLOOR
CHECK ft SHEAR WALL
3 -May -11
ED BY: JSM IJOB NO.:
Attachment: NAILS
tPW = 7/16 in (Sheathing Thinckness)
-Allow Sheathing Capacity Increase per IBC (Table 2306.4.1, note'd')? YES
SHEAR IN WALL
Hh
VR = 0.86 k USE 7/16" PLYWOOD WITH 8d NAILS AT 6" O.C.
vR = 288 plf EDGES AND 12" O.C. FIELD
UPLIFT FROM OVERTURNING
lylcr = 17.1 k -ft
MRES = 2.36 k -ft USE 2 SIMPSON HDU2 AT EACH END OF SHEAR
uplift= 5.46 k WALL
J. M. WILLIAMS and ASSOCIATES - STRUCTURAL ENGINEERING
2875 South Decker Lake Drive - Suite 275 - Salt Lake City, Utah, 84119
Phone: 801-575-6455 - Fax: 801-575-6456 - Web: jmwa.com
(PROJECT:
Bountiful Place
TYPE OF LATERAL FORCE
WIND
DATE: 3 -May -11
DESIGNED BY: JSM
Allow shearwall capacity increased for wind per section 2306.4.1, 2009 IBC?
WALL DATA
3rd FLOOR TO ROOF
Lwt = 94.0 ft (Total Length of Shear Walls)
Lsw = 3.8 ft (Length of Wall Being Designed)
hR = 9.5 ft
2nd FLOOR TO 3rd FLOOR
Lwt = 94.0 ft (Total Length of Shear Walls)
Lsw = 3.8 ft (Length of Wall Being Designed)
hF = 9.5 ft
1 st FLOOR TO 2nd FLOOR
Lwt = 94.0 ft (Total Length of Shear Walls)
Lgw = 3.8 ft (Length of Wall Being Designed)
hF = 9.5 ft
LOADS ON WALL
:�•
WD = 443 plf dead load = 20.0 psf
WL = 525 plf live load = 35.0 psf
trib width = 15.0 ft
wall load = 15.0 psf
misc. load = 0.0 plf
3rd FLOOR
WD = 488 plf dead load = 35.0 psf
WL = 340 plf live load = 40.0 psf
trib width = 8.5 ft
wall load = 20.0 psf
misc. load = 0.0 plf
2nd FLOOR
WD = 488 plf dead load = 35.0 psf
WL = 340 plf live load = 40.0 psf
trib width = 8.5 ft
wall load = 20.0 psf
misc. load = 0.0 plf
MR
YES
VR = 10.5 k (Total Shear Along Total Length)
VF = 8.3 k (Total Shear Along Total Length)
VF = 8.3 k (Total Shear Along Total Length)
J. M. WILLIAMS and ASSOCIATES - STRUCTURAL ENGINEERING
2875 South Decker Lake Drive - Suite 275 - Salt Lake City, Utah, 84119
Phone: 801-575-6455 - Fax: 801-575-6456 - Web: jmwa.com
(PROJECT:
Bountiful Place
SW 8b
3rd FLOOR TO ROOF
CHECK 3.75ft SHEAR WALL
DATE' 3 -May -11
BY: JSM IJOB NO.:
Attachment: NAILS
tPW = 7/16 in (Sheathing Thinckness)
Allow Sheathing Capacity Increase per IBC (Table 2306.4.1, note'd')? YES
SHEAR IN WALL
VR = 0.42 k USE 7/16" PLYWOOD WITH 8d NAILS AT 6" O.C.
vR = 112 plf EDGES AND 12" O.C. FIELD
UPLIFT FROM OVERTURNING
Mor = 3.98 k -ft
MRES = 1.87 k -ft USE SIMPSON MST37 WITH A POST AT EACH
Uplift = 0.63 k END OF SHEAR WALL
list FLOOR TO 2nd FLOOR
CHECK 3.75ft SHEAR WALL
Attachment: NAILS
tPW = 7/16 in (SheathingThinckness)
-Allow Sheathing Capacity Increase per IBC (Table 2306.4.1, note'd')? YES
SHEAR IN WALL
VR = 0.75 k USE 7/16" PLYWOOD WITH 8d NAILS AT 6" O.C.
VR = 200 plf EDGES AND 12" O.C. FIELD
UPLIFT FROM OVERTURNING
Mor = 11.1 k -ft
MRES = 3.92 k -ft USE SIMPSON MST37 WITH A POST AT EACH
uplift= 2.13 k END OF SHEAR WALL
J. M. WILLIAMS and ASSOCIATES - STRUCTURAL ENGINEERING
2875 South Decker Lake Drive - Suite 275 - Salt Lake City, Utah, 84119
Phone: 801-575-6455 - Fax: 801-575-6456 - Web: jmwa.com
Bountiful Place
.'TSTL: ,
1st FLOOR TO 2nd FLOOR
CHECK ft SHEAR WALL
3 -May -11 I"""' . 11-?
JSM
Attachment: NAILS
tNW = 7/16 in (Sheathing Thinckness)
Allow Sheathing Capacity Increase per IBC (Table 2306.4.1, note'd')? YES
SHEAR IN WALL
VR = 1.08 k USE 7/16" PLYWOOD WITH 8d NAILS AT 6" O.C.
vR = 288 plf EDGES AND 12" O.C. FIELD
UPLIFT FROM OVERTURNING
M01' = 21.4 k -ft
MIRES = 5.98 k -ft USE 2 SIMPSON HDU2 AT EACH END OF SHEAR
uplift= 4.56 k WALL
J. M. WILLIAMS and ASSOCIATES - STRUCTURAL ENGINEERING
2875 South Decker Lake Drive - Suite 275 - Salt Lake City, Utah, 84119
Phone: 801-575-6455 - Fax: 801-575-6456 - Web: jmwa.com
(PROJECT:
Bountiful Place
SW 8C
TYPE OF LATERAL FORCE
WIND
3 -May -11
JSM
Allow shearwall capacity increased for wind per section 2306.4.1, 2009 IBC?
WALL DATA
3rd FLOOR TO ROOF
Lw, = 94.0 ft (Total Length of Shear Walls)
Lgw = 40.5 ft (Length of Wall Being Designed)
hR = 9.5 ft
2nd FLOOR TO 3rd FLOOR
Lw, = 94.0 ft (Total Length of Shear Walls)
Lsw = 40.5 ft (Length of Wall Being Designed)
hF = 9.5 ft
1st FLOOR TO 2nd FLOOR
Lw, = 94.0 ft (Total Length of Shear Walls)
= 40.5 ft
ft (Length of Wall Being Designed)
h
F _
LOADS ON WALL
WD = 163 plf dead load = 20.0 psf
WL = 35 plf live load = 35.0 psf
trib width = 1.0 ft
wall load = 15.0 psf
misc. load = 0.0 plf
3rd FLOOR
WD = 365 plf dead load =
35.0 psf
WL = 200 plf live load =
40.0 psf
trib width =
5.0 ft
wall load =
20.0 psf
misc. load =
0.0 plf
2nd FLOOR
WD = 365 plf dead load = 35.0 psf
WL = 200 pif live load = 40.0 psf
trib width = 5.0 ft
wall load = 20.0 psf
misc. load = 0.0 plf
119
NO.:
YES
VR = 10.5 k (Total Shear Along Total Length)
VF = 8.3 k (Total Shear Along Total Length)
VF = 8.3 k (Total Shear Along Total Length)
J. M. WILLIAMS and ASSOCIATES - STRUCTURAL ENGINEERING
2875 South Decker Lake Drive - Suite 275 - Salt Lake City, Utah, 84119
Phone: 801-575-6455 - Fax: 801-575-6456 - Web: jmwa.com
PROJECT:
Bountiful Place
SW 8
3rd FLOOR TO ROOF
CHECK 40.5ft SHEAR WALL
3 -May -11
JSM
Attachment: NAILS
tPW = 7/16 in (Sheathing Thinckness)
Allow Sheathing Capacity Increase per IBC (Table 2306.4.1, note'd')? YES
SHEAR IN WALL
1tj
VR = 4.52 k USE 7/16" PLYWOOD WITH 8d NAILS AT 6" O.C.
vR = 112 plf EDGES AND 12" O.C. FIELD
UPLIFT FROM OVERTURNING
Mor = 43 k -ft
MRES = 80 k -ft
uplift= -1.01 k NO HOLD DOWN REQUIRED
1 st FLOOR TO 2nd FLOOR
CHECK 40.5ft SHEAR WALL
Attachment: NAILS
tPW = 7/16 in (Sheathing Thinckness)
Allow Sheathing Capacity Increase per IBC (Table 2306.4.1, note'd')? YES
SHEAR IN WALL
VR = 8.1 k USE 7/16" PLYWOOD WITH 8d NAILS AT 6" O.C.
VR = 200 plf EDGES AND 12" O.C. FIELD
UPLIFT FROM OVERTURNING
MOT = 120 k -ft
MRES = 260 k -ft
uplift= -3.83 k NO HOLD DOWN REQUIRED
J. M. WILLIAMS and ASSOCIATES - STRUCTURAL ENGINEERING
2875 South Decker Lake Drive - Suite 275 - Salt Lake City, Utah, 84119
Phone: 801-575-6455 - Fax: 801-575-6456 - Web: jmwa.com
I"" M. 3 -May -11 Ionccl. IZa
Bountiful Place DESIGNED BY: ism IJOB NO.:
1 st FLOOR TO 2nd FLOOR
CHECK It SHEAR WALL
Attachment: NAILS
tPW = 7/16 in (Sheathing Thinckness)
-Allow Sheathing Capacity Increase per IBC (Table 2306.4.1, note'd')? YES
SHEAR IN WALL
VR = 11.7 k USE 7/16" PLYWOOD WITH fid NAILS AT 6" O.C.
vR = 288 plf EDGES AND 12" O.C. FIELD
UPLIFT FROM OVERTURNING
MOT = 231 k -ft
MM = 439 k -ft
uplift= -5.72 k NO HOLD DOWN REQUIRED
J. M. WILLIAMS and ASSOCIATES - STRUCTURAL ENGINEERING
2875 South Decker Lake Drive - Suite 275 - Salt Lake City, Utah, 84119
Phone: 801-575-6455 - Fax: 801-575-6456 - Web: jmwa.com
(PROJECT:
Bountiful Place
o,h,
TYPE OF LATERAL FORCE
3 -May -11
BY: JSM
WIND
- Allow shearwall capacity increased for wind per section 2306.4.1, 2009 IBC?
WALL DATA
3rd FLOOR TO ROOF
Lwt = 146.0 ft (Total Length of Shear Walls)
Lsµ, = 35.0 ft (Length of Wall Being Designed)
hR = 9.5 ft
2nd FLOOR TO 3rd FLOOR
Lµ,t = 146.0 ft (Total Length of Shear Walls)
Lsµ, = 35.0 ft (Length of Wall Being Designed)
hF = 9.5 ft
1st FLOOR TO 2nd FLOOR
Lwt = 146.0 ft (Total Length of Shear Walls)
Lsµ, = 35.0 ft (Length of Wall Being Designed)
hF = 9.5 ft
LOADS ON WALL
WD = 163 plf dead load =
20.0 psf
WL = 35 plf live load =
35.0 psf
trib width =
1.0 ft
wall load =
15.0 psf
misc. load =
0.0 plf
3rd FLOOR
WD = 225 plf dead load = 35.0 psf
WL = 40 plf live load = 40.0 psf
trib width = 1.0 ft
wall load = 20.0 psf
misc. load = 0.0 plf
2nd FLOOR
WD = 225 plf dead load = 35.0 psf
WL = 40 plf live load = 40.0 psf
trib width = 1.0 ft
wall load = 20.0 psf
misc. load = 0.0 plf
LO
YES
VR = 10.5 k (Total Shear Along Total Length)
VF = 8.3 k (Total Shear Along Total Length)
VF = 8.3 k (Total Shear Along Total Length)
J. M. WILLIAMS and ASSOCIATES - STRUCTURAL ENGINEERING
2875 South Decker Lake Drive - Suite 275 - Salt Lake City, Utah, 84119
Phone: 801-575-6455 - Fax: 801-575-6456 - Web: jmwa.com
PROJECT:
Bountiful Place
SW 9
3rd FLOOR TO ROOF
CHECK 35ft SHEAR WALL
3 -May -11
JSM
Attachment: NAILS
tPW = 7/16 in (Sheathing Thinckness)
Allow Sheathing Capacity Increase per IBC (Table 2306.4.1, note'd')? YES
SHEAR IN WALL
VR = 2.52 k USE 7/16" PLYWOOD WITH 8d NAILS AT 6" O.C.
vR = 71.9 plf EDGES AND 12" O.C. FIELD
UPLIFT FROM OVERTURNING
MOT = 23.9 k -ft
MRES = 59.7 k -ft
uplift = -1.14 k NO HOLD DOWN REQUIRED
1 st FLOOR TO 2nd FLOOR
CHECK 35ft SHEAR WALL
Attachment: NAILS
tPW = 7/16 in (Sheathing Thinckness)
Allow Sheathing Capacity Increase per IBC (Table 2306.4.1, note'd')? YES
SHEAR IN WALL
VR = 4.51 k USE 7/16" PLYWOOD WITH 8d NAILS AT 6" O.C.
vR = 129 plf EDGES AND 12" O.C. FIELD
UPLIFT FROM OVERTURNING
12�
MOT = 66.7 k -ft
MRES = 142 k -ft
uplift= -2.4 k NO HOLD DOWN REQUIRED777
J. M. WILLIAMS and ASSOCIATES - STRUCTURAL ENGINEERING
2875 South Decker Lake Drive - Suite 275 - Salt Lake City, Utah, 84119
Phone: 801-575-6455 - Fax: 801-575-6456 - Web: jmwa.com
[PROJECT:
Bountiful Place
SW 10
TYPE OF LATERAL FORCE
WIND
3 -May -11
JSM
Allow shearwall capacity increased for wind per section 2306.4.1, 2009 IBC?
WALL DATA
3rd FLOOR TO ROOF
Lµ„ = 77.5 ft (Total Length of Shear Walls)
Ls�, = 4.8 ft (Length of Wall Being Designed)
hR = 9.5 ft
2nd FLOOR TO 3rd FLOOR
Lµ,t = 77.5 ft (Total Length of Shear Walls)
L,µ, = 4.8 ft (Length of Wall Being Designed)
hF = 9.5 ft
1 st FLOOR TO 2nd FLOOR
Lw, = 77.5 ft (Total Length of Shear Walls)
Lsµ, = 4.8 ft (Length of Wall Being Designed)
hF = 9.5 ft
LOADS ON WALL
;e•
Wo = 163 plf dead load = 20.0 psf
WL = 35 plf live load = 35.0 psf
trib width = 1.0 ft
wall load = 15.0 psf
misc. load = 0.0 plf
3rd FLOOR
WD = 225 plf dead load = 35.0 psf
WL = 40 plf live load = 40.0 psf
trib width = 1.0 ft
wall load = 20.0 psf
misc. load = 0.0 plf
2nd FLOOR
WD = 225 plf dead load = 35.0 psf
WL = 40 plf live load = 40.0 psf
trib width = 1.0 ft
wall load = 20.0 psf
misc. load = 0.0 plf
YES
VR = 5.2 k (Total Shear Along Total Length)
VF = 4.2 k (Total Shear Along Total Length)
VF = 4.2 k (Total Shear Along Total Length)
J. M. WILLIAMS and ASSOCIATES - STRUCTURAL ENGINEERING
2875 South Decker Lake Drive - Suite 275 - Salt Lake City, Utah, 84119
Phone: 801-575-6455 - Fax: 801-575-6456 - Web: jmwa.com
I PROJ ECT:
Bountiful Place
SW 10
3rd FLOOR TO ROOF
CHECK 4.75ft SHEAR WALL
3 -May -11
JSM
Attachment: NAILS
tPW = 7/16 in (Sheathing Thinckness)
Allow Sheathing Capacity Increase per IBC (Table 2306.4.1, note'd')? YES
SHEAR IN WALL
1Z<
VR = 0.32 k USE 7/16" PLYWOOD WITH 8d NAILS AT 6" O.C.
vR = 67.1 plf EDGES AND 12" O.C. FIELD
UPLIFT FROM OVERTURNING
MOT = 3.03 k -ft
MRES = 1.1 k -ft USE SIMPSON MST37 WITH A POST AT EACH
uplift= 0.45 k END OF SHEAR WALL
1st FLOOR TO 2nd FLOOR
CHECK 4.75ft SHEAR WALL
Attachment: NAILS
tPW = 7/16 in (Sheathing Thinckness)
Allow Sheathing Capacity Increase per IBC (Table 2306.4.1, note'd')? YES
SHEAR IN WALL
VR = 0.58 k USE 7/16" PLYWOOD WITH 8d NAILS AT 6" O.C.
vR = 121 plf EDGES AND 12" O.C. FIELD
UPLIFT FROM OVERTURNING
MOT = 8.5 k -ft
MRES = 2.62 k -ft USE SIMPSON MST37 WITH A POST AT EACH
uplift= 1.38 k END OF SHEAR WALL
J. M. WILLIAMS and ASSOCIATES - STRUCTURAL ENGINEERING
2875 South Decker Lake Drive - Suite 275 - Salt Lake City, Utah, 84119
Phone: 801-575-6455 - Fax: 801-575-6456 - Web: jmwa.com
PROJECT:
Bountiful Place
SW 10
1 st FLOOR TO 2nd FLOOR
CHECK ft SHEAR WALL
3 -May -11
DESIGNED BY: JSM
Attachment: NAILS
tPW = 7/16 in (Sheathing Thinckness)
Allow Sheathing Capacity Increase per IBC (Table 2306.4.1, note'd')? YES
SHEAR IN WALL
iLG
VR = 0.83 k USE 7/16" PLYWOOD WITH 8d NAILS AT 6" O.C.
vR = 175 plf EDGES AND 12" O.C. FIELD
UPLIFT FROM OVERTURNING
MOT = 16.4 k -ft
VIRES = 4.15 k -ft USE SIMPSON HDU2 AT EACH END OF SHEAR
uplift= 2.87 k WALL
J. M. WILLIAMS and ASSOCIATES - STRUCTURAL ENGINEEI
2875 South Decker Lake Drive - Suite 275 - Salt Lake City, Utah, 84119
Phone: 801-575-6455 - Fax: 801-575-6456 - Web: jmwa.com
ECT:
Bountiful Place
SW 10a
TYPE OF LATERAL FORCE
WIND
DATE: 3 -May -11
DESIGNED BY: JSM
Allow shearwall capacity increased for wind per section 2306.4.1, 2009 IBC?
WALL DATA
3rd FLOOR TO ROOF
Lwt = 77.5 ft (Total Length of Shear Walls)
Law = 3.0 ft (Length of Wall Being Designed)
hR = 9.5 ft
2nd FLOOR TO 3rd FLOOR
Lw, = 77.5 ft (Total Length of Shear Walls)
Lgu, = 3.0 ft (Length of Wall Being Designed)
hF = 9.5 ft
1 st FLOOR TO 2nd FLOOR
L,t = 77.5 ft (Total Length of Shear Walls)
L,µ, = 3.0 ft (Length of Wall Being Designed)
hF = 9.5 ft
LOADS ON WALL
Mm
WD = 423 plf dead load =
20.0 psf
WL = 490 plf live load =
35.0 psf
trib width =
14.0 ft
wall load =
15.0 psf
misc. load =
0.0 plf
3rd FLOOR
WI) = 225 plf dead load = 35.0 psf
WL = 40 plf live load = 40.0 psf
trib width = 1.0 ft
wall load = 20.0 psf
misc. load = 0.0 plf
2nd FLOOR
WD = 225 plf dead load = 35.0 psf
WL = 40 pif live load = 40.0 psf
trib width = 1.0 ft
wall load = 20.0 psf
misc. load = 0.0 plf
`L7
NO.:
YES
VR = 5.2 k (Total Shear Along Total Length)
VF = 4.2 k (Total Shear Along Total Length)
VF = 4.2 k (Total Shear Along Total Length)
J. M. WILLIAMS and ASSOCIATES - STRUCTURAL ENGINEERING
2875 South Decker Lake Drive - Suite 275 - Salt Lake City, Utah, 84119
Phone: 801-575-6455 - Fax: 801-575-6456 - Web: jmwa.com
Bountiful Place
SW 10a
3rd FLOOR TO ROOF
CHECK 3ft SHEAR WALL
DATE: 3 -May -11
JSM
Attachment: NAILS
tPW = 7/16 in (Sheathing Thinckness)
Allow Sheathing Capacity Increase per IBC (Table 2306.4.1, note'd')? YES
SHEAR IN WALL
VR = 0.2 k USE 7/16" PLYWOOD WITH 8d NAILS AT 6" O.C.
VR = 67.1 plf EDGES AND 12" O.C. FIELD
UPLIFT FROM OVERTURNING
Mor = 1.91 k -ft
MRES = 1.14 k -ft USE SIMPSON MST37 WITH A POST AT EACH
uplift= 0.29 k I END OF SHEAR WALL
1st FLOOR TO 2nd FLOOR
CHECK 3ft SHEAR WALL
Attachment: NAILS
tPW = 7/16 in (Sheathing Thinckness)
Allow Sheathing Capacity Increase per IBC (Table 2306.4.1, note'd')? YES
SHEAR IN WALL
VR = 0.36 k USE 7/16" PLYWOOD WITH 8d NAILS AT 6" O.C.
VR = 121 plf % EDGES AND 12" O.C. FIELD
UPLIFT FROM OVERTURNING
MOT = 5.37 k -ft
MRES = 1.75 k -ft USE SIMPSON MST37 WITH A POST AT EACH
uplift= 1.34 k 0 END OF SHEAR WALL
J. M. WILLIAMS and ASSOCIATES - STRUCTURAL ENGINEERING
2875 South Decker Lake Drive - Suite 275 - Salt Lake City, Utah, 84119
Phone: 801-575-6455 - Fax: 801-575-6456 - Web: jmwa.com
IPROJECT:
Bountiful Place
SW 10a
1st FLOOR TO 2nd FLOOR
CHECK ft SHEAR WALL
3 -May -11
DESIGNED BY: JSM
Attachment: NAILS
tpW = 7/16 in (Sheathing Thinckness)
Allow Sheathing Capacity Increase per IBC (Table 2306.4.1, note'd')? YES
SHEAR IN WALL
12-9
VR = 0.53 k USE 7/16" PLYWOOD WITH 8d NAILS AT 6" O.C.
vR = 175 plf EDGES AND 12" O.C. FIELD
UPLIFT FROM OVERTURNING
MOT = 10.4 k -ft
Maes = 2.36 k -ft USE SIMPSON HDU2 AT EACH END OF SHEAR
uplift= 2.97 k WALL
J. M. WILLIAMS and ASSOCIATES - STRUCTURAL ENGINEERING
2875 South Decker Lake Drive - Suite 275 - Salt Lake City, Utah, 84119
Phone: 801-575-6455 - Fax: 801-575-6456 - Web: jmwa.com
(PROJECT:
Bountiful Place
SW 10b
TYPE OF LATERAL FORCE
WIND
3 -May -11 ""'' 136
BY: JSM IJOB NO.:
Allow shearwall capacity increased for wind per section 2306.4.1, 2009 IBC?
WALL DATA
3rd FLOOR TO ROOF
Lw, = 77.5 ft (Total Length of Shear Walls)
Lsw = 3.8 ft (Length of Wall Being Designed)
hR = 9.5 ft
2nd FLOOR TO 3rd FLOOR
Lw, = 77.5 ft (Total Length of Shear Walls)
L,w = 3.8 ft (Length of Wall Being Designed)
hF = 9.5 ft
1 st FLOOR TO 2nd FLOOR
Lw, = 77.5 ft (Total Length of Shear Walls)
Lzw = 3.8 ft (Length of Wall Being Designed)
hF = 9.5 ft
LOADS ON WALL
;9•
WD = 443 plf dead load = 20.0 psf
WL = 525 plf live load = 35.0 psf
trib width = 15.0 ft
wall load = 15.0 psf
misc. load = 0.0 plf
3rd FLOOR
WD = 488 plf dead load = 35.0 psf
WL = 340 plf live load = 40.0 psf
trib width = 8.5 ft
wall load = 20.0 psf
misc. load = 0.0 plf
2nd FLOOR
WD = 488 plf dead load = 35.0 psf
WL = 340 plf live load = 40.0 psf
trib width = 8.5 ft
wall load = 20.0 psf
misc. load = 0.0 plf
YES
VR = 5.2 k (Total Shear Along Total Length)
VF = 4.2 k (Total Shear Along Total Length)
VF = 4.2 k (Total Shear Along Total Length)
J. M. WILLIAMS and ASSOCIATES - STRUCTURAL ENGINEERING
2875 South Decker Lake Drive - Suite 275 - Salt Lake City, Utah, 84119
Phone: 801-575-6455 - Fax: 801-575-6456 - Web: jmwa.com
(PROJECT:
Bountiful Place
SW 10b
3rd FLOOR TO ROOF
CHECK 3.75ft SHEAR WALL
3 -May -11
JSM IJOB NO.:
Attachment: NAILS
tPW = 7/16 in (Sheathing Thinckness)
Allow Sheathing Capacity Increase per IBC (Table 2306.4.1, note'd')? YES
SHEAR IN WALL
131
VR = 0.25 k USE 7/16" PLYWOOD WITH 8d NAILS AT 6" O.C.
vR = 67.1 plf 0. EDGES AND 12" O.C. FIELD
UPLIFT FROM OVERTURNING
Mor = 2.39 k -ft
MRES = 1.87 k -ft USE SIMPSON MST37 WITH A POST AT EACH
uplift= 0.15k END OF SHEAR WALL
1st FLOOR TO 2nd FLOOR
CHECK 3.75ft SHEAR WALL
Attachment: NAILS
tPW = 7/16 in (Sheathing Thinckness)
Allow Sheathing Capacity Increase per IBC (Table 2306.4.1, note V)? YES
SHEAR IN WALL
VR = 0.45k USE 7/16" PLYWOOD WITH 8d NAILS AT 6" O.C.
vR = 121 plf EDGES AND 12" O.C. FIELD
UPLIFT FROM OVERTURNING
Mor = 6.71 k -ft
MRES = 3.92 k -ft USE SIMPSON MST37 WITH A POST AT EACH
uplift= 0.83 k END OF SHEAR WALL
J. M. WILLIAMS and ASSOCIATES - STRUCTURAL ENGINEERING
2875 South Decker Lake Drive - Suite 275 - Salt Lake City, Utah, 84119
Phone: 801-575-6455 - Fax: 801-575-6456 - Web: jmwa.com
Bountiful Place
SW 10b
list FLOOR TO 2nd FLOOR
CHECK ft SHEAR WALL
3 -May -11
JSM IJOB NO.:
Attachment: NAILS
tPW = 7/16 in (Sheathing Thinckness)
Allow Sheathing Capacity Increase per IBC (Table 2306.4.1, note'd')? YES
SHEAR IN WALL
132 -
VR = 0.66 k USE 7/16" PLYWOOD WITH 8d NAILS AT 6" O.C.
VR = 175 plf
EDGES AND 12" O.C. FIELD
UPLIFT FROM OVERTURNING
13 k -ft
MRES = 5.98 k -ft USE SIMPSON HDU2 AT EACH END OF SHEAR
uplift = 2.07 k
WALL
Pagel of 8
Anchor Calculations
l3j
Anchor Selector (Version 4.5.0.0)
Job Name : hdu2 anchor Date/Time : 5/3/2011 1:55:02 PM
1) Input
Calculation Method : ACI 318 Appendix D For Cracked Concrete
Code: ACI 318-08
Calculation Type : Analysis
a) Layout
Anchor: 5/8" Heavy Hex Bolt Number of Anchors: 1
Steel Grade: F1554 GR. 36 Embedment Depth : 10 in
Built-up Grout Pads : No
m.. r_,
Cyi
Cyt
1ANCHOR
*Nue IS POSITIVE FOR TENSION AND NEOATNE FOR
COMPRESSION.
+ INDICATES CENTER OF THE ANCHOR
Anchor Layout Dimensions
cx1 : 3.25 in
cx2 : 4.75 in
cy1 : 48 in
cy2:10in
bx1 :1.5 in
bx2 : 1.5 in
by1 :1.5 in
bye : 1.5 in
about -blank 5/3/2011
VuaY
MuY
+tea�by2
1
MDx by1 Vuax
bx1 bx2
1ANCHOR
*Nue IS POSITIVE FOR TENSION AND NEOATNE FOR
COMPRESSION.
+ INDICATES CENTER OF THE ANCHOR
Anchor Layout Dimensions
cx1 : 3.25 in
cx2 : 4.75 in
cy1 : 48 in
cy2:10in
bx1 :1.5 in
bx2 : 1.5 in
by1 :1.5 in
bye : 1.5 in
about -blank 5/3/2011
Page 2 of 8
NOTE: Edge distance(s) and/or spacing(s) entered are not in compliance with minimum 6 13
times the anchor diameter requirements for torqued bolts as detailed in ACI 318 Section D.8.1
and D.8.2. User is responsible for complying with minimum cover requirements in ACI 318.
b) Base Material
Concrete : Normal weight Fe : 4500.0 psi
Cracked Concrete : Yes
Condition : A tension and shear
Thickness, ha : 24 in
Supplementary edge reinforcement : No
c)Factored Loads
Load factor source : ACI 318 Section 9.2
Nua : 4920 Ib
Vuay : 0 Ib
Muy : 0 Ib'ft
ex:0in
ey:0in
Moderate/high seismic risk or intermediate/high design category : Yes
Apply entire shear load at front row for breakout : No
d) Anchor Parameters
Anchor Model = HB62 da = 0.625 in
Category = N/A hef = 9.375 in
hmin = 10.75 in oac = 14.0625 in
omin = [minimum required by ACI 318 Section D8.2] smin = 2.5 in
Ductile = Yes
2) Tension Force on Each Individual Anchor
Anchor #1 Nual = 4920.00 Ib
Sum of Anchor Tension ENua = 4920.00 Ib
ax=0.00 in
ay = 0.00 in
e'Nx = 0.00 in
elNy = 0.00 in
3) Shear Force on Each Individual Anchor
Resultant shear forces in each anchor:
Anchor #1 Vual = 0.00 Ib (Vualx = 0.00 Ib , Vualy = 0.00 Ib )
'f'c,V : 1.00
�Fp : 2486.3 psi
Vuax
Mux
=
0 I b'ft
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Sum of Anchor Shear EVuax = 0.00 Ib, EVuay = 0.00 Ib
elvx = 0.00 in
elvy = 0.00 in
4) Steel Strength of Anchor in Tension [Sec. D.5.1]
Nsa = nAse futa [Eq. D-3]
Number of anchors acting in tension, n = 1
Nsa = 13100 Ib (for a single anchor)
� = 0.75 [D.4.4]
Nsa = 9825.00 Ib (for a single anchor)
5) Concrete Breakout Strength of Anchor in Tension [Sec. D.5.2]
Ncb = ANc/ANcoTed,NTc,NTcp,NNb [Eq. D-4]
Number of influencing edges = 3
hef (adjusted for edges per D.5.2.3) = 6.667 in
ANco = 400.00 int [Eq. D-6]
ANc = 160.00 inz
Ted,N = 0.7975 [Eq. D-10 or D-11]
Note: Cracking shall be controlled per D.5.2.6
Tc,N = 1.0000 [Sec. D.5.2.6]
Tcp,N = 1.0000 [Eq. D-12 or D-13]
Nb = kcx f c hef1.5 = 27712.81 Ib [Eq. D-7]
kc = 24 [Sec. D.5.2.6]
Ncb = 8840.39 Ib [Eq. D-4]
� = 0.75 [D.4.4]
�seis = 0.75
Ncb = 4972.72 Ib (for a single anchor)
6) Pullout Strength of Anchor in Tension [Sec. D.5.3]
NP = 8Abrgf'c [Eq. D-15]
Abrg = 0.6710 int
Npn - Tc,PNP [Eq. D-14]
Tc P = 1.0 [D.5.3.6]
Npn = 24156.00 Ib
� = 0.70 [D.4.4]
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i 3.c
Page 4 of 8
136
�seis = 0.75
� Npn = � Neq = 12681.90 Ib (for a single anchor)
7) Side Face Blowout of Anchor in Tension [Sec. D.5.4]
For Anchor #1
Nsb = 160 cal q Abrg? � fc [Eq. D-17]
cal = 3.250 in
Abrg = 0.671 in2
Nsb = 28573.99 Ib
� = 0.75
�seis = 0.75
Nsb = 16072.87 Ib (for single anchor)
8) Steel Strength of Anchor in Shear [Sec D.6.1]
Veq = 7865.00 Ib (for a single anchor)
= 0.65 [D.4.4]
Veq = 5112.25 Ib (for a single anchor)
9) Concrete Breakout Strength of Anchor in Shear [Sec D.6.2]
Case 1: Anchor checked against total shear load
In x -direction...
Vcbx = Avcx/Avcox`Ped,V'Pc,V`Ph,V Vbx [Eq. D-211
cal = 4.75 in
Avcx = 101.53 in2
Avcox = 101.53 in2 [Eq. D-23]
Ted,V = 1.0000 [Eq. D-27 or D-28]
Tc,v = 1.0000 [Sec. D.6.2.7]
Th,v = � (1.5ca1 / ha) = 1.0000 [Sec. D.6.2.8]
Vbx = 7(le/ da )0.2,.! dakq fc(ca1)1.5 [Eq. D-24]
le = 5.00 in V
Vbx = 5825.09 Ib
Vcbx = 5825.09 Ib [Eq. D-21]
� = 0.75
�seis = 0.75
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Page 5 of 8
r?. -7
�Vcbx = 3276.61 Ib (for a single anchor)
In y -direction...
Vcby = Avcy/AVCOYTed,VTG,vTh,V Vby [Eq. D-21 ]
cal = 10.00 in
Avcy = 120.00 in2
Avcoy = 450.00 in2 [Eq. D-23]
Ted,V = 0.7650 [Eq. D-27 or D-281
`1`c,v = 1.0000 [Sec. D.6.2.7]
Th,v = � (1.5cal / ha) = 1.0000 [Sec. D.6.2.81
Vby = 7(le/ da )0.24 dad q f c(cal )1.5 [Eq. D-241
le = 5.00 in
Vby = 17793.54 Ib
Vcby = 3629.88 Ib [Eq. D-21]
� = 0.75
�seis = 0.75
Vcby = 2041.81 Ib (for a single anchor)
Case 2: This case does not apply to single anchor layout
Case 3: Anchor checked for parallel to edge condition
Check anchors at cx1 edge
Vcbx = Avcx/AvcoxTed,VTc,VTh,V Vbx [Eq. D-21 ]
cal = 3.25 in
Avcx = 47.53 in2
Avcox = 47.53 in2 [Eq. D-23]
Ted,v = 1.0000 [Sec. D.6.2.1(c)]
Tc,V = 1.0000 [Sec. D.6.2.71
`Ph,V = � (1.5cal / ha) = 1.0000 [Sec. D.6.2.8]
Vbx = 7(le/ da )0.2,.1Y dad 4 fc(cal)1.5 [Eq. D-241
le = 5.00 in
Vbx = 3296.76 Ib
Vcbx = 3296.76 Ib [Eq. D-21]
Vcby = 2 * Vcbx [Sec. D.6.2.1 (c)]
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l�3
Vcby = 6593.52 Ib
� = 0.75
�seis = 0.75
Vcby = 3708.86 Ib (for a single anchor)
Check anchors at cy1 edge
Vcby = Avcy/AVCOYTed,VTC,v`I'h,V Vby [Eq. D-21]
cal = 16.00 in (adjusted for edges per D.6.2.4)
Avcy = 192.00 in2
Avcoy = 1152.00 in2 [Eq. D-231
Ted,v = 1.0000 [Sec. D.6.2.1(c)]
Tc,v = 1.0000 [Sec. D.6.2.7]
`Ph,V = 4 (1.5ca1 / ha) = 1.0000 [Sec. D.6.2.8]
Vby = 7(le/ da )0.2 Y dad 4 f c(ra1)1.5 [Eq. D-241
Ie=5.00 in
Vby = 36011.59 Ib
Vcby = 6001.93 Ib [Eq. D-21]
Vcbx = 2 ' Vcby [Sec. D.6.2.1(c)]
Vcbx = 12003.86 Ib
� = 0.75
�seis = 0.75
Vcbx = 6752.17 Ib (for a single anchor)
Check anchors at cx2 edge
Vcbx = Avcx/AvcoxTed,VTc,VTh,V Vbx [Eq. D-21]
cal = 4.75 in
Avcx = 101.53 in2
Avcox = 101.53 in2 [Eq. D-23]
Ted,v = 1.0000 [Eq. D-27 or D-28] [Sec. D.6.2.1(c)]
TG,v = 1.0000 [Sec. D.6.2.7]
Th,v = q (1.5ca1 / ha) = 1.0000 [Sec. D.6.2.81
Vbx = 7(le/ da )0.24 I dad q f c(ca1)1.5 [Eq. D-241
le = 5.00 in
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115
Vbx = 5825.09 Ib
Vcbx = 5825.09 Ib [Eq. D-21]
Vcby = 2 * Vcbx [Sec. D.6.2.1 (c)]
Vcby = 11650.18 Ib
� = 0.75
�seis = 0.75
Vcby = 6553.23 Ib (for a single anchor)
Check anchors at cy2 edge
Vcby = Avcy/'4vcoyTed,V`Pc,vTh,V Vby [Eq. D-211
Cal = 10.00 in
Avcy = 120.00 in2
Avcoy = 450.00 in2 [Eq. D-231
Ted,V = 1.0000 [Sec. D.6.2.1(c)]
`Pc,V = 1.0000 [Sec. D.6.2.71
Th,v = q (1.5cal / ha) = 1.0000 [Sec. D.6.2.8]
Vby = 7(le/ da )0.2, dal, � fc(cal)1.5 [Eq. D-241
Ie=5.00 in
Vby = 17793.54 Ib
Vcby = 4744.94 Ib [Eq. D-21]
Vcbx = 2 ` Vcby [Sec. D.6.2.1 (c)]
Vcbx = 9489.89 Ib
� = 0.75
�seis = 0.75
Vcbx = 5338.06 Ib (for a single anchor)
10) Concrete Pryout Strength of Anchor in Shear [Sec. D.6.3]
Vcp = kcpNcb [Eq. D-291
kcp = 2 [Sec. D.6.3.1]
Ncb = 8840.39 Ib (from Section (5) of calculations)
Vcp = 17680.77 Ib
� = 0.70 [D.4.4]
�seis = 0.75
Vcp = 9282.41 Ib (for a single anchor)
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/kD
11) Check Demand/Capacity Ratios [Sec. D.71
Tension
- Steel : 0.5008
- Breakout: 0.9894
- Pullout : 0.3880
- Sideface Blowout: 0.3061
Shear
- Steel : 0.0000
- Breakout (case 1) : 0.0000
- Breakout (case 2) : N/A
- Breakout (case 3) : 0.0000
- Pryout : 0.0000
V.Max(0) <= 0.2 and T.Max(0.99) <= 1.0 [Sec D.7.1]
Interaction check: PASS
Use 5/8" diameter F1554 GR. 36 Heavy Hex Bolt anchor(s) with 10 in. embedment
BRITTLE FAILURE GOVERNS: Governing anchor failure mode is brittle failure. Per ACI 318-
08 Section D.3.3.4, anchors shall be designed to be governed by the steel strength of a
ductile steel element in structures assigned to Seismic Design Category C, D, E, or F.
Alternatively it is permitted to take the design strength of the anchors as 0.4 times (0.5 times
for the anchors of stud bearing walls) the design strength determined in accordance with
Section D.3.3.3, or the attachment the anchor is connecting to the structure shall be designed
so that the attachment will undergo ductile yielding at a force level corresponding to anchor
forces no greater than the design strength of anchors specified in Section D.3.3.3. To include
the 0.4 or 0.5 factor in the calculation, select the Apply strength reduction factor for brittle
failure checkbox and re -calculate. Designer must exercise own judgement to determine if this
design is suitable.
about:blank 5/3/2011
Pagel of 7
Anchor Calculations
Anchor Selector (Version 4.5.0.0)
Job Name : hdu5 anchor Date/Time : 5/3/2011 1:56:11 PM
1) Input
Calculation Method: ACI 318 Appendix D For Cracked Concrete
Code: ACI 318-08
Calculation Type: Analysis
a) Layout
Anchor : 5/8" Heavy Hex Bolt Number of Anchors: 1
Steel Grade: F1554 GR. 36 Embedment Depth : 8 in
Built-up Grout Pads : No
r.... r„q
Cy;
cyl
tANCHOR
•Nue IS POSITIVE FOR TENSION AND NEGATIVE FOR
COMPRESSION.
+INDICATES CENTER OF THE ANCHOR
Anchor Layout Dimensions
cx1 :12 in
cx2:12in
cyl : 12 in
cy2:12in
b) Base Material
Concrete : Normal weight
Cracked Concrete : Yes
Condition : A tension and shear
fc : 4500.0 psi
`1`c,V : 1.00
AFP : 2486.3 psi
about:blank 5/3/2011
quay
CT,amuy
1
---f+Nuab
Mux byt Vuax
bx1 bx2
tANCHOR
•Nue IS POSITIVE FOR TENSION AND NEGATIVE FOR
COMPRESSION.
+INDICATES CENTER OF THE ANCHOR
Anchor Layout Dimensions
cx1 :12 in
cx2:12in
cyl : 12 in
cy2:12in
b) Base Material
Concrete : Normal weight
Cracked Concrete : Yes
Condition : A tension and shear
fc : 4500.0 psi
`1`c,V : 1.00
AFP : 2486.3 psi
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Page 2 of 7
Thickness, ha : 36 in
Supplementary edge reinforcement : No
c) Factored Loads
Load factor source : ACI 318 Section 9.2
Nua : 9032 Ib Vuax : 0 Ib
Vuay : 0 Ib Mux : 0 Ib*ft
Muy : 0 Ib*ft
ex:0in
ey:0in
Moderate/high seismic risk or intermediate/high design category : Yes
Apply entire shear load at front row for breakout : No
d) Anchor Parameters
Anchor Model = HB62 da = 0.625 in
Category = N/A hef = 7.375 in
hmin = 8.75 in Cac = 11.0625 in
cmin = 3.75 in smin = 3.75 in
Ductile = Yes
2) Tension Force on Each Individual Anchor
Anchor #1 Nua1 = 9032.00 Ib
Sum of Anchor Tension ENua = 9032.00 Ib
a,Nx = 0.00 in
elNy = 0.00 in
3) Shear Force on Each Individual Anchor
Resultant shear forces in each anchor:
Anchor #1 Vua1 = 0.00 Ib (Vualx = 0.00 Ib , Vualy = 0.00 Ib )
Sum of Anchor Shear EVuax = 0.00 Ib, EVuay = 0.00 Ib
elVx = 0.00 in
elVY= 0.00 in
4) Steel Strength of Anchor in Tension [Sec. 13.5.1]
Nsa = nAse futa [Eq. D-3]
Number of anchors acting in tension, n = 1
Nsa = 13100 Ib (for a single anchor)
� = 0.75 [D.4.4]
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t��
�Nsa = 9825.00 Ib (for a single anchor)
5) Concrete Breakout Strength of Anchor in Tension [Sec. D.5.2]
Ncb - ANc'ANco'Yed,N'Yc,N'Ycp,NNb [Eq. D-4]
Number of influencing edges = 0
hef = 7.375 in
ANco = 489.52 inz [Eq. D-6]
ANc = 489.52 int
`Ped,N = 1.0000 [Eq. D-10 or D-11]
Note: Cracking shall be controlled per D.5.2.6
Tc,N = 1.0000 [Sec. D.5.2.6]
Tcp,N = 1.0000 [Eq. D-12 or D-13]
Nb = kc2 q f c heft •5 = 32244.86 Ib [Eq. D-71
kc = 24 [Sec. D.5.2.6]
NO = 32244.86 Ib [Eq. D-4]
� = 0.75 [D.4.4]
�seis = 0.75
Ncb = 18137.74 Ib (for a single anchor)
6) Pullout Strength of Anchor in Tension [Sec. D.5.3]
NP = 8Abrgf'c [Eq. D-15]
Abrg = 0.6710 int
Npn - To,PNP [Eq. D-14]
TC'P = 1.0 [D.5.3.6]
Npn = 24156.00 Ib
� = 0.70 [D.4.4]
�seis = 0.75
� Npn = � NeQ = 12681.90 Ib (for a single anchor)
7) Side Face Blowout of Anchor in Tension [Sec. D.5.4]
Concrete side face blowout strength is only calculated for headed anchors in tension close to
an edge, cal < 0.4hef. Not applicable in this case.
8) Steel Strength of Anchor in Shear [Sec D.6.1]
Veq = 7865.00 Ib (for a single anchor)
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Page 4 of 7
(Th
= 0.65 [D.4.4]
Veq = 5112.25 Ib (for a single anchor)
9) Concrete Breakout Strength of Anchor in Shear [Sec D.6.2]
Case 1: Anchor checked against total shear load
In x -direction...
Vcbx = Avcx/AvcoxTed,VTc,vTh,V Vbx [Eq. D-21]
cal = 12.00 in
Avcx = 432.00 in2
Avcox = 648.00 in2 [Eq. D-23]
Ted,V = 0.9000 [Eq. D-27 or D-281
`1'c,V = 1.0000 [Sec. D.6.2.71
Th,V = q (1.5cal / ha) = 1.0000 [Sec. D.6.2.81
Vbx = 7(le/ da )0.2q dad' 4 f c(cal )1.5 [Eq. D-241
le = 5.00 in
Vbx = 23390.21 Ib
Vcbx = 14034.13 Ib [Eq. D-21 ]
� = 0.75
�seis = 0.75
�Vcbx = 7894.20 Ib (for a single anchor)
In y -direction...
Vcby = Avcy/AvcoyTed,V`1'c,vTh,V Vby [Eq. D-21]
cal = 12.00 in
Avcy = 432.00 in2
Avcoy = 648.00 in2 [Eq. D-23]
`f`ed,v = 0.9000 [Eq. D-27 or D-28]
Tc,v = 1.0000 [Sec. D.6.2.7]
Th,V = � (1.5cal / ha) = 1.0000 [Sec. D.6.2.81
Vby = 7(le/ da )0.24 dadA f c(ca1)1.5 [Eq. D-241
le = 5.00 in
Vby = 23390.21 Ib
Vcby = 14034.13 Ib [Eq. D-21]
� = 0.75
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�seis = 0.75
Vcby = 7894.20 Ib (for a single anchor)
Case 2: This case does not apply to single anchor layout
Case 3: Anchor checked for parallel to edge condition
Check anchors at cx1 edge
Vcbx = Avcx/AvcoxTed,VTc,VTh,V Vbx [Eq. D-21]
Cal = 12.00 in
Avcx = 432.00 in2
Avcox = 648.00 in2 [Eq. D-23]
`Ped,V = 1.0000 [Sec. D.6.2.1(c)]
`1'c,v = 1.0000 [Sec. D.6.2.71
Th,V = q (1.5cat / ha) = 1.0000 [Sec. D.6.2.8]
Vbx = 7(le/ da )0.2..1Y dak q f c(ca1)l .5 [Eq. D-241
le = 5.00 in
Vbx = 23390.21 Ib
Vcbx = 15593.48 Ib [Eq. D-21]
Vcby = 2 * Vcbx [Sec. D.6.2.1(c)]
Vcby = 31186.95 Ib
� = 0.75
�seis = 0.75
Vcby = 17542.66 Ib (for a single anchor)
Check anchors at cy1 edge
Vcby = Avcy/AvcoyTed,VTc,vTh,V Vby [Eq. D-21]
Cal = 12.00 in
Avcy = 432.00 in2
Avcoy = 648.00 in2 [Eq. D-23]
`t`ed,V = 1.0000 [Sec. D.6.2.1(c)]
`Pc,v = 1.0000 [Sec. D.6.2.7]
`Ph,v = 1 (1.5ca1 / ha) = 1.0000 [Sec. D.6.2.8]
Vby = 7(le/ da )0.2q da�4 fc(ca1)1.5 [Eq. D-241
Ie=5.00 in
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(16
Vby = 23390.21 Ib
Vcby = 15593.48 Ib [Eq. D-21]
Vcbx = 2 ' Vcby [Sec. D.6.2.1(c)]
Vcbx = 31186.95 Ib
� = 0.75
�seis = 0.75
�Vcbx = 17542.66 Ib (for a single anchor)
Check anchors at cx2 edge
Vcbx = Avcx/Avcox'Ped,VTC,VTh,V Vbx [Eq. D-21]
Cal = 12.00 in
Avcx = 432.00 in2
Avcox = 648.00 in2 [Eq. D-23]
Ted,v = 1.0000 [Eq. D-27 or D-28] [Sec. D.6.2.1(c)]
Tc,v = 1.0000 [Sec. D.6.2.7]
Th,V = q (1.5cal / ha) = 1.0000 [Sec. D.6.2.8]
Vbx = 7(le/ da )0.24 + dad � f c(ca1)1.5 [Eq. D-241
Ie=5.00 in
Vbx = 23390.21 Ib
Vcbx = 15593.48 lb [Eq. D-21 ]
Vcby = 2 * Vcbx [Sec. D.6.2.1(c)]
Vcby = 31186.95 Ib
� = 0.75
�seis = 0.75
Vcby = 17542.66 Ib (for a single anchor)
Check anchors at cy2 edge
Vcby = Avcy/Avcoy'Ped,v'Pc,v'Ph,v Vby [Eq. D-21 ]
Cal = 12.00 in
Avcy = 432.00 in2
Avcoy = 648.00 in2 [Eq. D-23]
Ted,v = 1.0000 [Sec. D.6.2.1(c)]
Tc,v = 1.0000 [Sec. D.6.2.71
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IK%
Th,V = (1.5cal / ha) = 1.0000 [Sec. D.6.2.81
Vby = 7(1e/ da )0.24 dad 4 pc(cal )1.5 [Eq. D-241
Ie=5.00 in
Vby = 23390.21 Ib
Vcby = 15593.48 Ib [Eq. D-21]
Vcbx = 2 ` Vcby [Sec. D.6.2.1 (c)]
Vcbx = 31186.95 Ib
¢ = 0.75
�seis = 0.75
Vcbx = 17542.66 Ib (for a single anchor)
10) Concrete Pryout Strength of Anchor in Shear [Sec. D.6.3]
Vcp = kcpNcb [Eq. D-291
kcp = 2 [Sec. D.6.3.1]
Ncb = 32244.86 Ib (from Section (5) of calculations)
VCP = 64489.73 Ib
� = 0.70 [D.4.4]
�seis = 0.75
Vcp = 33857.11 Ib (for a single anchor)
11) Check Demand/Capacity Ratios [Sec. D.7]
Tension
- Steel :0.9193
- Breakout : 0.4980
- Pullout: 0.7122
- Sideface Blowout: N/A
Shear
- Steel : 0.0000
- Breakout (case 1) : 0.0000
- Breakout (case 2) : N/A
- Breakout (case 3) : 0.0000
- Pryout : 0.0000
V.Max(0) <= 0.2 and T.Max(0.92) <= 1.0 [Sec D.7.1]
Interaction check: PASS
Use 5/8" diameter F1554 GR. 36 Heavy Hex Bolt anchor(s) with 8 in. embedment
about:blank 5/3/2011
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IHe
Anchor Calculations
Anchor Selector (Version 4.5.0.0)
Job Name : hdu8 anchor Date/Time : 5/3/2011 1:56:30 PM
1) Input
Calculation Method : ACI 318 Appendix D For Cracked Concrete
Code: ACI 318-08
Calculation Type: Analysis
a) Layout
Anchor: 7/8" Heavy Hex Bolt Number of Anchors: 1
Steel Grade: F1554 GR. 36 Embedment Depth : 8 in
Built-up Grout Pads : No
c..a c„n
cy;
oyj
1ANCHOR
'Nus IS POSITIVE FOR TENSION AND NEGATIVE FOR
COMPRESSION.
+INDICATES CENTER OF THE ANCHOR
Anchor Layout Dimensions
cx1 : 12 in
cx2 : 12 in
cyl :12 in
cy2 : 24 in
bx1 : 1.5 in
bx2 : 1.5 in
byl : 1.5 in
bye : 1.5 in
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quay
MUY
+",aXbY2
1
Mux by1 Vuax
bx1 bx2
1ANCHOR
'Nus IS POSITIVE FOR TENSION AND NEGATIVE FOR
COMPRESSION.
+INDICATES CENTER OF THE ANCHOR
Anchor Layout Dimensions
cx1 : 12 in
cx2 : 12 in
cyl :12 in
cy2 : 24 in
bx1 : 1.5 in
bx2 : 1.5 in
byl : 1.5 in
bye : 1.5 in
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I`M
b) Base Material
Concrete : Normal weight
fc : 4500.0 psi
Cracked Concrete : Yes
` C v
: 1.00
Condition : A tension and shear
AFP :
2486.3 psi
Thickness, ha : 12 in
Supplementary edge reinforcement : No
c) Factored Loads
Load factor source : ACI 318 Section 9.2
Nua : 11152 Ib
Vuax
: 0 Ib
Vuay : 0 Ib
MUX:
0 Ib*ft
Muy : 0 Ib*ft
ex:0in
ey:0in
Moderate/high seismic risk or intermediate/high design category: No
Apply entire shear load at front row for breakout : No
d) Anchor Parameters
Anchor Model = HB87 da = 0.875 in
Category = N/A hef = 7.125 in
hmin = 8.75 in cac = 10.6875 in
cmin = 5.25 in smin = 5.25 in
Ductile = Yes
2) Tension Force on Each Individual Anchor
Anchor #1 Nua1 = 11152.00 Ib
Sum of Anchor Tension ENua = 11152.00 Ib
ax = 0.00 in
ay = 0.00 in
elNX= 0.00 in
elNy = 0.00 in
3) Shear Force on Each Individual Anchor
Resultant shear forces in each anchor:
Anchor #1 Vual = 0.00 Ib (Vua1x = 0.00 Ib , Vua1y = 0.00 Ib )
Sum of Anchor Shear EVuax = 0.00 Ib, EVuay = 0.00 Ib
e'vx = 0.00 in
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Ira
e'vy = 0.00 in
4) Steel Strength of Anchor in Tension [Sec. D.5.1]
Nsa = nAse futa [Eq. D-3]
Number of anchors acting in tension, n = 1
Nsa = 26795 Ib (for a single anchor)
� = 0.75 [D.4.4]
Nsa = 20096.25 Ib (for a single anchor)
5) Concrete Breakout Strength of Anchor in Tension [Sec. D.5.2]
Ncb — ANc'ANco"'ed,N'Yc,N Pcp,NNb [Eq. D-4]
Number of influencing edges = 0
hef = 7.125 in
ANco = 456.89 int [Eq. D-6]
ANC = 456.89 int
`I'ed,N = 1.0000 [Eq. D-10 or D-11]
Note: Cracking shall be controlled per D.5.2.6
Tc,N = 1.0000 [Sec. D.5.2.6]
Tcp,N = 1.0000 [Eq. D-12 or D-13]
Nb = kck � f' C hef1.6 = 30619.27 Ib [Eq. D-7]
kc = 24 [Sec. D.5.2.6]
Ncb = 30619.27 Ib [Eq. D-4]
� = 0.75 [D.4.4]
Ncb = 22964.45 Ib (for a single anchor)
6) Pullout Strength of Anchor in Tension [Sec. D.5.3]
NP = 8Abrgf'c [Eq. D-15]
Abrg = 1.1880 int
Npn - Tc,PNP [Eq. D-14]
'PCP = 1.0 [D.5.3.6]
Npn = 42768.00 Ib
= 0.70 [D.4.4]
Npn = 29937.60 Ib (for a single anchor)
7) Side Face Blowout of Anchor in Tension [Sec. D.5.4]
Concrete side face blowout strength is only calculated for headed anchors in tension close to
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IS(
an edge, Cal < 0.4hef. Not applicable in this case.
8) Steel Strength of Anchor in Shear [Sec D.6.1]
Vsa = n0.6A se futa [Eq. D-20]
Vsa = 16080.00 Ib (for a single anchor)
= 0.65 [D.4.41
Vsa = 10452.00 Ib (for a single anchor)
9) Concrete Breakout Strength of Anchor in Shear [Sec D.6.21
Case 1: Anchor checked against total shear load
In x -direction...
Vcbx = Avcx/AvcoxTed,VTc,VTh,V Vbx [Eq. D-211
Cal = 12.00 in
Avcx = 360.00 int
Avcox = 648.00 int [Eq. D-23]
Ted,v = 0.9000 [Eq. D-27 or D-281
Tc,V = 1.0000 [Sec. D.6.2.71
Th,V = � (1.5ca1 / ha) = 1.2247 [Sec. D.6.2.8]
Vbx = 7(le/ da )0.2. Y ! ddA f c(ca1)1.5 [Eq. D-241
le = 7.00 in
Vbx = 27675.67 Ib
Vcbx = 16947.82 Ib [Eq. D-21]
� = 0.75
Vcbx = 12710.86 Ib (for a single anchor)
In y -direction...
Vcby = Avcy/AvcoyTed,VTC,vTh,V Vby [Eq. D-21 ]
cal = 8.00 in (adjusted for edges per D.6.2.4)
Avcy = 288.00 in2
Avcoy = 288.00 in2 [Eq. D-23]
`Ped.V = 1.0000 [Eq. D-27 or D-281
Y`c,v = 1.0000 [Sec. D.6.2.7]
`t'h,v = 4 (1.5ca1 / ha) = 1.0000 [Sec. D.6.2.81
Vby = 7(le/ da )0.2 dad � f c(Cal)1.5 [Eq. D-241
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ls.Z
le=7.00 in
Vby = 15064.73 Ib
Vcby = 15064.73 Ib [Eq. D-211
� = 0.75
r Vcby = 11298.55 Ib (for a single anchor)
Case 2: This case does not apply to single anchor layout
Case 3: Anchor checked for parallel to edge condition
Check anchors at cx1 edge
Vcbx = Avcx/AVCOXTed,VTC,VTh,V Vbx [Eq. D-211
Cal = 12.00 in
Avcx = 360.00 int
Avcox = 648.00 int [Eq. D-23]
`1'ed,V = 1.0000 [Sec. D.6.2.1(c)]
`Yc,v = 1.0000 [Sec. D.6.2.71
` h V = J (1.5ca1 / ha) = 1.2247 [Sec. D.6.2.8]
Vbx = 7(le/ da )0.24 da? � fc(ca1)1.5 [Eq. D-241
le = 7.00 in
Vbx = 27675.67 Ib
Vcbx = 18830.91 Ib [Eq. D-21]
Vcby = 2 * Vcbx [Sec. D.6.2.1(c)]
Vcby = 37661.82 Ib
� = 0.75
Vcby = 28246.37 Ib (for a single anchor)
Check anchors at cy1 edge
Vcby = Avcy/AvcoyTed,VTc,VTh,V Vby [Eq. D-21 ]
cal = 8.00 in (adjusted for edges per D.6.2.4)
Avcy = 288.00 int
Avcoy = 288.00 int [Eq. D-231
`fed,V = 1.0000 [Sec. D.6.2.1(c)]
Tc,v = 1.0000 [Sec. D.6.2.71
Th,v = q (1.5ca1 / ha) = 1.0000 [Sec. D.6.2.8]
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15.3
Vby = 7(le/ da )0.2.1V dak � f c(cal )1.5 [Eq. D-241
le = 7.00 in
Vby = 15064.73 Ib
Vcby = 15064.73 Ib [Eq. D-21 ]
Vcbx = 2 * Vcby [Sec. D.6.2.1(c)]
Vcbx = 30129.46 Ib
� = 0.75
�Vcbx = 22597.09 Ib (for a single anchor)
Check anchors at cx2 edge
Vcbx = Avcx/Avcox'Ved,V'yc,V'yh,V Vbx [Eq. D-21]
Cal =12.00 in
Avcx = 360.00 int
Avcox = 648.00 int [Eq. D-23]
`t'ed,V = 1.0000 [Eq. D-27 or D-28] [Sec. D.6.2.1(c)]
`Pc,v = 1.0000 [Sec. D.6.2.7]
Th,V = q (1.5cal / ha) = 1.2247 [Sec. D.6.2.8]
Vbx = 7(le/ da )0.24 dakfc(cal )1.5 [Eq. D-241
le = 7.00 in
Vbx = 27675.67 Ib
Vcbx = 18830.91 Ib [Eq. D-21]
Vcby = 2 * Vcbx [Sec. D.6.2.1(c)]
Vcby = 37661.82 Ib
� = 0.75
Vcby = 28246.37 Ib (for a single anchor)
Check anchors at cy2 edge
Vcby = Avcy/AvcoyTed,VTc,VTh,V Vby [Eq. D-21]
cal = 8.00 in (adjusted for edges per D.6.2.4)
Avcy = 288.00 int
Avcoy = 288.00 int [Eq. D-23]
Ted,v = 1.0000 [Sec. D.6.2.1(c)]
Tc,v = 1.0000 [Sec. D.6.2.7]
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�s y
`t'h,v = � (1.5cal / ha) = 1.0000 [Sec. D.6.2.8]
Vby = 7(le/ da )0.2 da' 4 f c(ca1)1.5 [Eq. D-241
le = 7.00 in
Vby = 15064.73 Ib
Vcby = 15064.73 Ib [Eq. D-21]
Vcbx = 2 ' Vcby [Sec. D.6.2.1 (c)]
Vcbx = 30129.46 lb
� = 0.75
�Vcbx = 22597.09 Ib (for a single anchor)
10) Concrete Pryout Strength of Anchor in Shear [Sec. D.6.3]
Vcp = kcpNcb [Eq. D-291
kcp = 2 [Sec. D.6.3.1)
Ncb = 30619.27 Ib (from Section (5) of calculations)
Vcp = 61238.54 Ib
� = 0.70 [D.4.4]
Vcp = 42866.97 Ib (for a single anchor)
11) Check Demand/Capacity Ratios [Sec. D.7]
Tension
- Steel : 0.5549
- Breakout : 0.4856
- Pullout: 0.3725
- Sideface Blowout: N/A
Shear
- Steel : 0.0000
- Breakout (case 1) : 0.0000
- Breakout (case 2) : N/A
- Breakout (case 3) : 0.0000
- Pryout : 0.0000
V.Max(0) <= 0.2 and T.Max(0.55) <= 1.0 [Sec D.7.1]
Interaction check: PASS
Use 7/8" diameter F1554 GR. 36 Heavy Hex Bolt anchor(s) with 8 in. embedment
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ISS
Anchor Calculations
Anchor Selector (Version 4.5.0.0)
Job Name : hdu11 anchor Date/Time :5/3/2011 1:56:51 PM
1) Input
Calculation Method: ACI 318 Appendix D For Cracked Concrete
Code: ACI 318-08
Calculation Type: Analysis
a) Layout
Anchor: 1" Heavy Hex Bolt Number of Anchors : 1
Steel Grade: F1554 GR. 36 Embedment Depth : 8 in
Built-up Grout Pads : No
r...
cy;
cyl
1ANCHOR
•Nua IS POSITIVE FOR TENSION AND NEGATIVE FOR
COMPRESSION.
+INDICATES CENTER OF THE ANCHOR
Anchor Layout Dimensions
cx1
: 12 in
cx2
vuey
cy1
C.Wuy
cy2
bb liby1
bx1
+Nua
vuax
U
bx2
bx1 bx2
1ANCHOR
•Nua IS POSITIVE FOR TENSION AND NEGATIVE FOR
COMPRESSION.
+INDICATES CENTER OF THE ANCHOR
Anchor Layout Dimensions
cx1
: 12 in
cx2
: 12 in
cy1
: 48 in
cy2
: 12 in
bx1
: 1.5 in
bx2
: 1.5 in
by1
: 1.5 in
by2
: 1.5 in
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1J"b
NOTE: Edge distance(s) and/or spacing(s) entered are not in compliance with minimum 6
times the anchor diameter requirements for torqued bolts as detailed in ACI 318 Section D.8.1
and D.8.2. User is responsible for complying with minimum cover requirements in ACI 318.
b) Base Material
Concrete : Normal weight fe : 4500.0 psi
Cracked Concrete : Yes
Condition : A tension and shear
Thickness, ha : 12 in
Supplementary edge reinforcement : No
c) Factored Loads
Load factor source : ACI 318 Section 9.2
Nua:15250lb
Vuay : 0 Ib
Muy : 0 Ib*ft
ex:0in
ey:0in
Moderate/high seismic risk or intermediate/high design category: No
Apply entire shear load at front row for breakout : No
d) Anchor Parameters
Anchor Model = HB100
da = 1 in
Category = N/A hef = 7 in
hmin = 8.75 in cac = 10.5 in
cmin = [minimum required by ACI 318 Section D8.2] smin = 4 in
Ductile = Yes
2) Tension Force on Each Individual Anchor
Anchor #1 Nua1 = 15250.00 Ib
Sum of Anchor Tension ENua = 15250.00 Ib
ax = 0.00 in
ay = 0.00 in
elNx = 0.00 in
elNy = 0.00 in
3) Shear Force on Each Individual Anchor
Resultant shear forces in each anchor:
Anchor #1 Vua1 = 0.00 Ib (Vua1x = 0.00 Ib , Vualy = 0.00 Ib )
TC'V : 1.00
¢Fp : 2486.3 psi
Vuax : 0 Ib
Mux: 0 Ib*ft
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I-�
Sum of Anchor Shear EVuax = 0.00 Ib, EVuay = 0.00 Ib
e'vx = 0.00 in
elVy = 0.00 in
4) Steel Strength of Anchor in Tension [Sec. D.5.1]
Nsa = nAse futa [Eq. D-3]
Number of anchors acting in tension, n = 1
Nsa = 35150 Ib (for a single anchor)
b = 0.75 [D.4.4]
Nsa = 26362.50 Ib (for a single anchor)
5) Concrete Breakout Strength of Anchor in Tension [Sec. D.5.2]
Ncb = ANc'ANco'yed,N'yc,N'Vcp,NNb [Eq. D-41
Number of influencing edges = 0
hef = 7 in
ANco = 441.00 int [Eq. D-6]
ANc = 441.00 int
Ted,N = 1.0000 [Eq. D-10 or D-11]
Note: Cracking shall be controlled per D.5.2.6
Tc,N = 1.0000 [Sec. D.5.2.61
Tcp,N = 1.0000 [Eq. D-12 or D-13]
Nb = kcx q f' c heft .5 = 29817.04 Ib [Eq. D-7]
kc = 24 [Sec. D.5.2.6]
Ncb = 29817.04 Ib [Eq. D-41
� = 0.75 [D.4.4]
Ncb = 22362.78 Ib (for a single anchor)
6) Pullout Strength of Anchor in Tension [Sec. D.5.3]
NP = 8Abrgf'c [Eq. D-15]
Abrg = 1.5010 int
Npn - To,PNP [Eq. D-14]
TCP = 1.0 [D.5.3.6]
Npn = 54036.00 Ib
= 0.70 [D.4.4]
Npn = 37825.20 Ib (for a single anchor)
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ass
7) Side Face Blowout of Anchor in Tension [Sec. D.5.4]
Concrete side face blowout strength is only calculated for headed anchors in tension close to
an edge, cal < 0.4hef. Not applicable in this case.
8) Steel Strength of Anchor in Shear [Sec D.6.1]
Vsa = n0.6A se futa [Eq. D-20]
Vsa = 21090.00 Ib (for a single anchor)
= 0.65 [D.4.4]
Vsa = 13708.50 Ib (for a single anchor)
9) Concrete Breakout Strength of Anchor in Shear [Sec D.6.2]
Case 1: Anchor checked against total shear load
In x -direction...
Vcbx = A cx/A coxTed,VTc,VTh,V Vbx [Eq. D-21 ]
Cal = 12.00 in
Avcx = 360.00 int
Avcox = 648.00 int [Eq. D-23]
Ted,V = 0.9000 [Eq. D-27 or D-281
Tex = 1.0000 [Sec. D.6.2.7]
Th,V = 4 (1.5caf / ha) = 1.2247 [Sec. D.6.2.8]
Vbx = 7(le/ da )0.2,.7Y dad � pc(cal)1.5 [Eq. D-241
le=7.00 in
Vbx = 28806.85 Ib
Vcbx = 17640.52 Ib [Eq. D-21]
+ = 0.75
�Vcbx = 13230.39 Ib (for a single anchor)
In y -direction...
Vcby = Avcy/AvcoyTed,VTC.v`t'h,V Vby [Eq. D-21]
Cal = 8.00 in (adjusted for edges per D.6.2.4)
Avcy = 288.00 int
Avcoy = 288.00 int [Eq. D-231
Ted,v = 1.0000 [Eq. D-27 or D-281
Tc,v = 1.0000 [Sec. D.6.2.71
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(S1
Th.v = 4 (1.5ca1 / ha) = 1.0000 [Sec. D.6.2.8]
Vby = 7(le/ da )0.24 dad` q f c(ca1)1.5 [Eq. D-241
le=7.00 in
Vby = 15680.46 Ib
Vcby = 15680.46 Ib [Eq. D-21]
� = 0.75
�Vcby = 11760.35 Ib (for a single anchor)
Case 2: This case does not apply to single anchor layout
Case 3: Anchor checked for parallel to edge condition
Check anchors at cxl edge
Vcbx = Avcx/AvcoxTed,VTc,VTh,V Vbx [Eq. D-21]
cal = 12.00 in
Avcx = 360.00 int
Avcox = 648.00 in2 [Eq. D-23]
Ted,v = 1.0000 [Sec. D.6.2.1(c)]
Tc,v = 1.0000 [Sec. D.6.2.7]
Th,V = q (1.5ca1 / ha) = 1.2247 [Sec. D.6.2.8]
Vbx = 7(le/ da )0.24 dad q fc(ca1)1.5 [Eq. D-241
le=7.00 in
Vbx = 28806.85 Ib
Vcbx = 19600.58 Ib [Eq. D-21 ]
Vcby = 2 * Vcbx [Sec. D.6.2.1(c)]
Vcby = 39201.16 Ib
� = 0.75
�Vcby = 29400.87 Ib (for a single anchor)
Check anchors at cy1 edge
Vcby = Avcy/AvcoyTed,VTc,VTh,V Vby [Eq. D-21]
cal = 8.00 in (adjusted for edges per D.6.2.4)
Avcy = 288.00 in2
Avcoy = 288.00 in2 [Eq. D-23]
Ted,V = 1.0000 [Sec. D.6.2.1(c)]
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1�0
Tc,V = 1.0000 [Sec. D.6.2.71
Th,V = � 0.5cal / ha) = 1.0000 [Sec. D.6.2.81
Vby = 7(le/ da )0.2. J dakq f c(cal )1.5 [Eq. D-241
le=7.00 in
Vby = 15680.46 Ib
Vcby = 15680.46 Ib [Eq. D-21]
Vcbx = 2 ' Veby [Sec. D.6.2.1(c)]
Vcbx = 31360.93 Ib
� = 0.75
�Vcbx = 23520.69 Ib (for a single anchor)
Check anchors at cx2 edge
Vcbx = Avcx/AvcoxTed,VTc,vTh,V Vbx [Eq. D-21 ]
Cal = 12.00 in
Avcx = 360.00 int
Avcox = 648.00 int [Eq. D-23]
`Ped,V = 1.0000 [Eq. D-27 or D-28] [Sec. D.6.2.1(c)]
Tc,v = 1.0000 [Sec. D.6.2.7]
Th,V = q (1.5cal / ha) = 1.2247 [Sec. D.6.2.8]
Vbx = 7(le/ da )0.2,.1V daX4 pc(cal)1-5 [Eq. D-241
le = 7.00 in
Vbx = 28806.85 Ib
Vcbx = 19600.58 Ib [Eq. D-21]
Vcby = 2 . Vcbx [Sec. D.6.2.1(c)]
Vcby = 39201.16 Ib
� = 0.75
Vcby = 29400.87 Ib (for a single anchor)
Check anchors at cy2 edge
Vcby = Avcy/Avcoy`Yed,V` C,v`t'h,v Vby [Eq. D-21]
cal = 8.00 in (adjusted for edges per D.6.2.4)
Avcy = 288.00 int
Avcoy = 288.00 int [Eq. D-23]
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M
Ted,v = 1.0000 [Sec. D.6.2.1(c)]
TC,V = 1.0000 [Sec. D.6.2.7]
Th,v = 4 (1.5cat / ha) = 1.0000 [Sec. D.6.2.8]
Vby = 7(le/ da )0.2 4 dak fc(ca1)1.5 [Eq. D-241
le = 7.00 in
Vby = 15680.46 Ib
Vcby = 15680.46 Ib [Eq. D-21]
Vcbx = 2 * Vcby [Sec. D.6.2.1(c)]
Vcbx = 31360.93 Ib
� = 0.75
�Vcbx = 23520.69 Ib (for a single anchor)
10) Concrete Pryout Strength of Anchor in Shear [Sec. D.6.3]
VCP = kcpNcb [Eq. D-29]
kcp = 2 [Sec. D.6.3.1]
NO = 29817.04 Ib (from Section (5) of calculations)
VCP = 59634.08 Ib
� = 0.70 [D.4.4]
Vcp = 41743.86 Ib (for a single anchor)
11) Check Demand/Capacity Ratios [Sec. D.7]
Tension
- Steel : 0.5785
- Breakout : 0.6819
- Pullout: 0.4032
- Sideface Blowout: N/A
Shear
- Steel : 0.0000
- Breakout (case 1) : 0.0000
- Breakout (case 2): N/A
- Breakout (case 3) : 0.0000
- Pryout : 0.0000
V.Max(0) <= 0.2 and T.Max(0.68) <= 1.0 [Sec D.7.1]
Interaction check: PASS
Use 1" diameter F1554 GR. 36 Heavy Hex Bolt anchor(s) with 8 in. embedment
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Anchor Calculations
Anchor Selector (Version 4.5.0.0)
Job Name : hdu14 anchor Date/Time : 5/3/2011 1:57:14 PM
1) Input
Calculation Method : ACI 318 Appendix D For Cracked Concrete
Code: ACI 318-08
Calculation Type: Analysis
a) Layout
Anchor: 1" Heavy Hex Bolt
Steel Grade: F1554 GR. 36
Built-up Grout Pads : No
cy;
cy1
r..e r...o
Number of Anchors : 1
Embedment Depth : 9 in
1ANCHOR
'Nua IS POSITIVE FOR TENSION AND NEGATIVE FOR
COMPRESSION.
+INDICATES CENTER OF THE ANCHOR
Anchor Layout Dimensions
cx1
r— I
cx2
quay
cy1
Muy
cy2
+Nua jby2
bx1
by1 �uax
bx1 bx2
1ANCHOR
'Nua IS POSITIVE FOR TENSION AND NEGATIVE FOR
COMPRESSION.
+INDICATES CENTER OF THE ANCHOR
Anchor Layout Dimensions
cx1
:12 in
cx2
: 12 in
cy1
: 48 in
cy2
: 12 in
bx1
:1.5 in
bx2 : 1.5 in
by1 : 1.5 in
by2 : 1.5 in
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IG j
NOTE: Edge distance(s) and/or spacing(s) entered are not in compliance with minimum 6
times the anchor diameter requirements for torqued bolts as detailed in ACI 318 Section D.8.1
and D.8.2. User is responsible for complying with minimum cover requirements in ACI 318.
b) Base Material
Concrete : Normal weight fe : 4500.0 psi
Cracked Concrete: Yes 4'e v : 1.00
Condition : A tension and shear �Fp : 2486.3 psi
Thickness, ha : 36 in
Supplementary edge reinforcement : No
c) Factored Loads
Load factor source : ACI 318 Section 9.2
Nua : 23112 Ib Vuax 0 Ib
Vuay : 0 Ib Mux: 0 Ib*ft
Muy : 0 Ib*ft
ex:0in
ey:0in
Moderate/high seismic risk or intermediate/high design category : No
Apply entire shear load at front row for breakout : No
d) Anchor Parameters
Anchor Model = HB100 da = 1 in
Category = N/A hef = 8 in
hmin = 9.75 in cac = 12 in
°min = [minimum required by ACI 318 Section D8.21 smin = 4 in
Ductile = Yes
2) Tension Force on Each Individual Anchor
Anchor #1 Nua1 = 23112.00 Ib
Sum of Anchor Tension ENua = 23112.00 Ib
ax = 0.00 in
ay = 0.00 in
elNx = 0.00 in
elNy = 0.00 in
3) Shear Force on Each Individual Anchor
Resultant shear forces in each anchor:
Anchor #1 Vua1 = 0.00 Ib (Vualx = 0.00 Ib , Vualy = 0.00 Ib )
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Sum of Anchor Shear EVuax = 0.00 Ib, EVuay = 0.00 Ib
a.vx = 0.00 in
elVy = 0.00 in
4) Steel Strength of Anchor in Tension [Sec. D.5.1]
Nsa = nAse futa [Eq. D-3]
Number of anchors acting in tension, n = 1
Nsa = 35150 Ib (for a single anchor)
� = 0.75 [D.4.4]
Nsa = 26362.50 Ib (for a single anchor)
5) Concrete Breakout Strength of Anchor in Tension [Sec. D.5.2]
Ncb = ANc/ANcoTed,NTc,NTcp,NNb [Eq. D-4]
Number of influencing edges = 0
het = 8 in
ANco = 576.00 int [Eq. D-6]
ANc = 576.00 int
Ted,N = 1.0000 [Eq. D-10 or D-11]
Note: Cracking shall be controlled per D.5.2.6
Tc,N = 1.0000 [Sec. D.5.2.6]
Tcp,N = 1.0000 [Eq. D-12 or D-13]
Nb = kck � f c hef1.5 = 36429.44 Ib [Eq. D-7]
kc = 24 [Sec. D.5.2.6]
Ncb = 36429.44 Ib [Eq. D-4]
� = 0.75 [D.4.4]
¢Ncb = 27322.08 Ib (for a single anchor)
6) Pullout Strength of Anchor in Tension [Sec. D.5.3]
NP = 8Abrgf 'c [Eq. D-15]
Abrg = 1.5010 inz
Npn — Tc,PNP [Eq. D-14]
TG,P = 1.0 [D.5.3.6]
Npn = 54036.00 Ib
= 0.70 [D.4.4]
Npn = 37825.20 Ib (for a single anchor)
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7) Side Face Blowout of Anchor in Tension [Sec. D.5.4]
Concrete side face blowout strength is only calculated for headed anchors in tension close to
an edge, Cal < 0.4hef. Not applicable in this case.
8) Steel Strength of Anchor in Shear [Sec D.6.1]
Vsa = n0.6A se futa [Eq. D-20]
Vsa = 21090.00 Ib (for a single anchor)
= 0.65 [D.4.4]
Vsa = 13708.50 Ib (for a single anchor)
9) Concrete Breakout Strength of Anchor in Shear [Sec D.6.2]
Case 1: Anchor checked against total shear load
In x -direction...
Vcbx = AVCX/AVCOXTed,VTC,vTh,V Vbx [Eq. D-21 ]
Cal = 12.00 in
Avcx = 540.00 in2
Avcox = 648.00 in2 [Eq. D-23]
`t'ed,V = 0.9000 [Eq. D-27 or D-28]
Tc,V = 1.0000 [Sec. D.6.2.7]
Th,V = 4 0.5cal / ha) = 1.0000 [Sec. D.6.2.81
Vbx = 7(le/ da )0.2 Y dad � f c(ca1)1.5 [Eq. D-24]
le = 8.00 in
Vbx = 29586.54 Ib
Vcbx = 22189.90 Ib [Eq. D-21]
� = 0.75
�Vcbx = 16642.43 Ib (for a single anchor)
In y -direction...
Vcby = Avcy/AvcoyTed,V`1'c,V`yh,V Vby [Eq. D-21]
Cal =12.00 in
Avcy = 432.00 in2
Avcoy = 648.00 in2 [Eq. D-23]
`Ped,V = 0.9000 [Eq. D-27 or D-281
Tc,v = 1.0000 [Sec. D.6.2.71
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`Ph,V = � 0.5ca1 / ha) = 1.0000 [Sec. D.6.2.81
Vby = 7(le/ da )0.24 dad q f c(ca1)1.5 [Eq. D-241
le = 8.00 in
Vby = 29586.54 Ib
Vcby = 17751.92 Ib [Eq. D-211
� = 0.75
Vcby = 13313.94 Ib (for a single anchor)
Case 2: This case does not apply to single anchor layout
Case 3: Anchor checked for parallel to edge condition
Check anchors at cx1 edge
Vcbx = Avcx/AvcoxTed,VTc,VTh,V Vbx [Eq. D-21]
cal = 12.00 in
Avcx = 540.00 int
Avcox = 648.00 int [Eq. D-23]
Ted,V = 1.0000 [Sec. D.6.2.1(c)]
Tc,V = 1.0000 [Sec. D.6.2.7]
`fh,V = � (1.5ca1 / ha) = 1.0000 [Sec. D.6.2.8]
Vbx = 7(le/ da )0.2 dad 4 f c(ca1)1.5 [Eq. D-241
le = 8.00 in
Vbx = 29586.54 Ib
Vcbx = 24655.45 Ib [Eq. D-21]
Vcby = 2 * Vcbx [Sec. D.6.2.1(c)]
Vcby = 49310.90 Ib
� = 0.75
Vcby = 36983.17 Ib (for a single anchor)
Check anchors at cy1 edge
Vcby = Avcy/AvcoyTed,VTc,vTh,V Vby [Eq. D-21]
cal = 24.00 in (adjusted for edges per D.6.2.4)
Avcy = 864.00 int
Avcoy = 2592.00 int [Eq. D-231
Ted,v = 1.0000 [Sec. D.6.2.1(c)]
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TeX = 1.0000 [Sec. D.6.2.71
Th,V = 4 (1.5ca1 / ha) = 1.0000 [Sec. D.6.2.81
Vby = 7(le/ da )0.2 dak � fc(ca1)1.5 [Eq. D-24]
Ie = 8.00 in
Vby = 83683.37 Ib
Vcby = 27894.46 Ib [Eq. D-211
Vcbx = 2 * Vcby [Sec. D.6.2.1 (c)]
Vcbx = 55788.91 Ib
� = 0.75
�Vcbx = 41841.68 Ib (for a single anchor)
Check anchors at cx2 edge
Vcbx = Avcx/AvcoxTed,vTc,vTh,V Vbx [Eq. D-211
cal = 12.00 in
Avcx = 540.00 in2
Avcox = 648.00 in2 [Eq. D-231
`Ped,V = 1.0000 [Eq. D-27 or D-28] [Sec. D.6.2.1(c)]
Tc,V = 1.0000 [Sec. D.6.2.71
Th,v = 4 (1.5ca1 / ha) = 1.0000 [Sec. D.6.2.81
Vbx = 7(le/ da )0.24 da?'4 fc(ca1)1.5 [Eq. D-241
le = 8.00 in
Vbx = 29586.54 Ib
Vcbx = 24655.45 Ib [Eq. D-21]
Vcby = 2 * Vcbx [Sec. D.6.2.1(c)]
Vcby = 49310.90 Ib
� = 0.75
Vcby = 36983.17 Ib (for a single anchor)
Check anchors at cy2 edge
Vcby = Avcy/AvcoyTed,VTC,vTh,v Vby [Eq. D-211
Cal =12.00 in
Avcy = 432.00 in2
Avcoy = 648.00 in2 [Eq. D-231
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l6,�3
Ted,V = 1.0000 [Sec. D.6.2.1(c)]
To = 1.0000 [Sec. D.6.2.71
Th,V = 4 (1.5cal / ha) = 1.0000 [Sec. D.6.2.81
Vby = 7(le/ da )0.2 � dad � f c(ca1)1.5 [Eq. D-241
le = 8.00 in
Vby = 29586.54 Ib
Vcby = 19724.36 Ib [Eq. D-21]
Vcbx = 2 * Vcby [Sec. D.6.2.1 (c)]
Vcbx = 39448.72 Ib
� = 0.75
Vcbx = 29586.54 Ib (for a single anchor)
10) Concrete Pryout Strength of Anchor in Shear [Sec. D.6.31
VCP = kcpNcb [Eq. D-29]
kcp = 2 [Sec. D.6.3.11
Ncb = 36429.44 Ib (from Section (5) of calculations)
VCP = 72858.88 Ib
� = 0.70 [D.4.4]
Vcp = 51001.21 Ib (for a single anchor)
11) Check Demand/Capacity Ratios [Sec. D.7]
Tension
- Steel : 0.8767
- Breakout : 0.8459
- Pullout : 0.6110
- Sideface Blowout: N/A
Shear
- Steel : 0.0000
- Breakout (case 1) : 0.0000
- Breakout (case 2): N/A
-Breakout(case 3):0.0000
- Pryout : 0.0000
V.Max(0) <= 0.2 and T.Max(0.88) <= 1.0 [Sec D.7.11
Interaction check: PASS
Use 1" diameter F1554 GR. 36 Heavy Hex Bolt anchor(s) with 9 in. embedment
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