Specifications (012S- Sw PrA z-.�
Ole10175 SW Barbur Blvd. Suite200B Portland OR 97219
Consulting Engineers Ph:503.892.9700 Fax:503.892.9797
RECEIVED
STRUCTURAL CALCULATION MAY 31 2016
CITY OF TIGARD
, ENGINEERING
Lice i l`l,Vv9
Project: 10125 SW Hoodview Dr.
Tigard,OR.97224
Re: Deck Design
Client: Robert Sesnon
Job No.: 16-1042
Date: May 25,2016
Pages 1 thru 29 and sheet S1.0 thru S2.lcontain the calculations and details for gravity
and lateral for the above mentioned project. This set of calculations is based on the loads
and assumptions stated within the set. If these loads and assumptions are not correct, this
set should be revised.The adequacy of the existing structure is the responsibility of
others.
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GENERAL STRUCTURAL NOTES wwJIL/Aa MIN"
I. BUILDING CODE 2012 I.B.C./2014 OSSC.
1I I 2. ALL WOOD EXPOSED TO WEATHER TO BE PRESSURE TREATED AND/OR
PROTECTED FROM WEATHER BY OUTDOOR WOOD STAINS OT PAINTING
im 3. HARDWARE SHALL HAVE CORROSION PROTECTION BY GALVANIZING,STAINLESS
STEEL,OR OTHER APPROVED COATINGS WHICH ARE COMPATIBLE WITH
PRESSURE TREATING CHEMICALS.
4. CONCRETE STRENGTH=3000P51 MINIMUM
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•
JOB: 5e5non DECK DES/GN
I0 n5 5w Barbar Blvd. SHEET NO.: OF
Sate 2008
Portland,OR 97219 CALCULATED BY: 55 DATE 5/25//
• Ole Ph:503.892.9700
Fax:503.892.9797 CHECKED DY: DATE
Consulting Engineers
PROJECT NO.: /6-/042
PROJECT INFORMATION
GRAVITY AND LATERAL ANALYSIS FOR NEW DECK ATTACHED TO EXISTING
HOUSE LOCATED IN TIGARD, OR.
Building Code: 20 12 IBC/ 20 14 O55C
Seismic Design Criteria
5D5 maximum: 0.7 14
Importance, Ip: I .0
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8/25/2016 Design Maps Summary Report 7
II
Design Maps Summary Report
User-Specified Input
Building Code Reference Document 2012 International Building Code
(which utilizes USGS hazard data available in 2008)
Site Coordinates 45.40936°N, 122.78118°W
Site Soil Classification Site Class D - "Stiff Soil"
I/II/III
Risk Category
tin
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4- a �f °�a � " � +��� � ;;4:''''''''44� r �' J,0']'''W''', � � ri �
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' i� �/ 4 `f' ' C . � r�d �� f‘ ,: : $ r .n r 4n.,,,,,_.,4,-, _$ t 1.� r i a°'' ' at � �;' q � g �+ $ r �nl.f!td4 ,`w u -;"..,',".'"'..";!5:1:0',1-.,• 3 . � , ,'' %� + 4 y '`rast w.,:» .xf - dm ..''',.^.,""•.!",-1,,',..',.,"-•":", s7" , �4Yfk ..
•USGS-Provided Output
SS = 0.959 g SMS = 1.071 g Sos = 0.714 g
S1 = 0.420 g SMI = 0.663 g S01 = 0.442 g
For information on how the SS and 51 values above have been calculated from probabilistic (risk-targeted) and
deterministic ground motions in the direction of maximum horizontal response, please return to the application and
select the"2009 NEHRP" building code reference document.
MCER Response Spectrum Design Response Spectrum
1.10 0.72
0.99 0.64
0'>ai 0.56
0.77 0.49
A A
SI 0.66 a
N 0.55 , H 0.40
0.32
0.44
0.33 0'24
0.22
0.16
0.11 0.00
0.00 0.00
0.00 0.20 0.40 0.60 0.00 1.00 1.20 1.40 1.60 1.20 2.00 0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 1.60 1.90 2.00
Period.T(sec) Period. T(sec)
Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the
accuracy of the data contained therein.This tool is not a substitute for technical subject matter knowledge.
httpJ/ehp2-earUxtualce.wr.usgs.gov/designmaps/us/summary.php?template=minimalBJatituda=45.40935918530358G8Jongitude=-122.781179879148IXi8 siteclass... 1/1
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Title Block Line 1 Project Title: 9
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Title Block Line 6 Printed 25 MAY 2016. 1 O6PM
Wood Beam Fie=2:25v T-4t1RGL4V-1o,
ENERCALC,INC.1983-2015,8uid:6.15.10.6,Ver.6.12.9.30
Lic.# :KW-06009328 Licensee :AZH Consulting Engineers
Description: Typ.Joist
CODE REFERENCES
Calculations per NDS 2005, IBC 2009,CBC 2010,ASCE 7-10
Load Combination Set:IBC 2012
Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 850.0 psi E:Modulus of Elasticity
Load Combination IBC 2012 Fb-Compr 850.0 psi Ebend-xx 1,600.0 ksi
Fc-Prtl 1,400.0 psi Eminbend-xx 580.0 ksi
Wood Species :Douglas Fir-Larch (North) Fc-Perp 625.0 psi
Wood Grade :No. 1/No.2 Fv 180.0 psi
Ft 500.0 psi Density 30.580 pcf
Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Repetitive Member Stress Increase
D(0.01333)L(0.05332)S(0.02666) + + D(0.013331 L(0.05i332)
II ir
- - - - _ - _ - - - - I - -
n.
2x12 2x12
Span=12.50 ft Span=2.50 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Load for Span Number 1
Uniform Load: D=0.010, L=0.040, S=0.020 ksf, Tributary Width=1.333 ft,(D+L)
Load for Span Number 2
Uniform Load: D=0.010, L=0.040 ksf, Tributary Width=1.333 ft,(D+L)
DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio = 0.465: 1 Maximum Shear Stress Ratio = 0.184 : 1
j Section used for this span 2x12 Section used for this span 2X12
fb:Actual = 455.00psi fv:Actual = 33.13 psi
FB:Allowable = 977.50psi Fv:Allowable = 180.00 psi
Load Combination +D+L+H Load Combination +D+L+H
Location of maximum on span = 6.006ft Location of maximum on span = 11.592 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward Transient Deflection 0.094 in Ratio= 1598
Max Upward Transient Deflection -0.054 in Ratio= 1 1 16
Max Downward Total Deflection 0.023 in Ratio= 6392
Max Upward Total Deflection -0.013 in Ratio= 4466
Maximum Forces&Stresses for Load Combinations
Load Combination Max Stress Ratios Moment Values Shear Values
Segment Length Span# M V Cd GEN Ci Cr Cm C t CL M fb Pb V fv Env
+D+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=12.50 ft 1 0.103 0.041 0.90 1.000 1.00 1.15 1.00 1.00 1.00 0.24 91.00 879.75 0.07 6.63 162.00
Length=2.50 ft 2 0.018 0.041 0.90 1.000 1.00 1.15 1.00 1.00 1.00 0.04 15.80 879.75 0.02 6.63 162.00
+D+L+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=12.50 ft 1 0.465 0.184 1.00 1.000 1.00 1.15 1.00 1.00 1.00 1.20 455.00 977.50 0.37 33.13 180.00
Length=2.50 ft 2 0.081 0.184 1.00 1.000 1.00 1.15 1.00 1.00 1.00 0.21 78.99 977.50 0.10 33.13 180.00
+D+Lr+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=12.50 ft 1 0.074 0.029 1.25 1.000 1.00 1.15 1.00 1.00 1.00 0.24 91.00 1221.88 0.07 6.63 225.00
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Wood Beam ENERCALC,
Calstdedc.ecs
ENERCALC,INC.1983-2015,Buildd:6.15.10.6,Ver:6.12.9.30
Lic.#: KW-06009328 Licensee: AZH Consulting Engineers
Description: Typ.Joist
Load Combination Max Stress Ratios Moment Values Shear Values
Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb Fb V fv FY
Length=2.50 ft 2 0.013 0.029 1.25 1.000 1.00 1.15 1.00 1.00 1.00 0.04 15.80 1221.88 0.02 6.63 225.00
+D+S+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=12.50 ft 1 0.257 0.093 1.15 1.000 1.00 1.15 1.00 1.00 1.00 0.76 288.37 1124.13 0.22 19.29 207.00
Length=2.50 ft 2 0.014 0.093 1.15 1.000 1.00 1.15 1.00 1.00 1.00 0.04 15.80 1124.13 0.02 19.29 207.00
+D+0.750Lr+0.750L+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=12.50 ft 1 0.298 0.118 1.25 1.000 1.00 1.15 1.00 1.00 1.00 0.96 364.00 1221.88 0.30 26.50 225.00
Length=2.50 ft 2 0.052 0.118 1.25 1.000 1.00 1.15 1.00 1.00 1.00 0.17 63.19 1221.88 0.08 26.50 225.00
+D+0.750L+0.750S+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=12.50 ft 1 0.455 0.174 1.15 1.000 1.00 1.15 1.00 1.00 1.00 1.35 511.94 1124.13 0.40 36.00 207.00
Length=2.50 ft 2 0.056 0.174 1.15 1.000 1.00 1.15 1.00 1.00 1.00 0.17 63.19 1124.13 0.08 36.00 207.00
+D+0.60W+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=12.50 ft 1 0.058 0.023 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.24 91.00 1564.00 0.07 6.63 288.00
Length=2.50 ft 2 0.010 0.023 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.04 15.80 1564.00 0.02 6.63 288.00
+D+0.70E+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=12.50 ft 1 0.058 0.023 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.24 91.00 1564.00 0.07 6.63 288.00
Length=2.50 ft 2 0.010 0.023 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.04 15.80 1564.00 0.02 6.63 288.00
+D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=12.50 ft 1 0.233 0.092 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.96 364.00 1564.00 0.30 26.50 288.00
Length=2.50 ft 2 0.040 0.092 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.17 63.19 1564.00 0.08 26.50 288.00
+D+0.750L+0.750S+0.450W+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=12.50 ft 1 0.327 0.125 1.60 1.000 1.00 1.15 1.00 1.00 1.00 1.35 511.94 1564.00 0.40 36.00 288.00
Length=2.50 ft 2 0.040 0.125 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.17 63.19 1564.00 0.08 36.00 288.00
+D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=12.50 ft 1 0.327 0.125 1.60 1.000 1.00 1.15 1.00 1.00 1.00 1.35 511.94 1564.00 0.40 36.00 288.00
Length=2.50 ft 2 0.040 0.125 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.17 63.19 1564.00 0.08 36.00 288.00
+0.60D+0.60W+0.60H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=12.50 ft 1 0.035 0.014 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.14 54.60 1564.00 0.04 3.98 288.00
Length=2.50 ft 2 0.006 0.014 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.02 9.48 1564.00 0.01 3.98 288.00
+0.60D+0.70E+0.60H 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length=12.50 ft 1 0.035 0.014 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.14 54.60 1564.00 0.04 3.98 288.00
Length=2.50 ft 2 0.006 0.014 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.02 9.48 1564.00 0.01 3.98 288.00
Overall Maximum Deflections
Load Combination Span Max.-"Dell Location in Span Load Combination Max."+"Dell Location in Span
L Only 1 0.0939 6.215 0.0000 2.500
2 0.0000 6.215 L Only -0.0537 2.500
Vertical Reactions Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2 Support 3
Overall MAXimum 0.445 0.605
Overall MINimum 0.048 0.072
+D+H 0.080 0.120
+D+L+H 0.400 0.600
+D+Lr+H 0.080 0.120
+D+S+H 0247 0287
+D+0.750Lr+0.750L+H 0.320 0.480
+D+0.750L+0.750S+H 0.445 0.605
+D+0.60W+H 0.080 0.120
+D+0.70E+H 0.080 0.120
+D+0.750Lr+0.750L+0.450W+H 0.320 0.480
+D+0.750L+0.750S+0.450W+H 0.445 0.605
+D+0.750L+0.750S+0.5250E+H 0.445 0.605
+0.60D+0.60W+0.60H 0.048 0.072
+0.60D+0.70E+0.60H 0.048 0.072
D Only 0.080 0.120
Lr Only
L Only 0.320 0.480
S Only 0.167 0.167
W Only
E Only
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Title Block Line 6 Pnnted 25 MAY 2016, 1.06PM
Wood Beam Fae.=Z:125Y14BT-4t1RGL4V-Kt1PSK70-40CalcsIdedc.ec6
ENERCALC,INC.1963-2016,Build:6.15.10.6,Ver.6.12.9.30
Lic.# : KW-06009328 Licensee:AZH Consulting Engineers
Description: Typ.Joist
Vertical Reactions Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2 Support 3
H Only
+D+H 0.080 0.120
+D+L+H 0.400 0.600
+D+Lr+H 0.080 0.120
+D+S+H 0.247 0.287
+D+0.750Lr+0.750L+H 0.320 0.480
+D+0.750L+0.750S+H 0.445 0.605
+D+0.60W+H 0.080 0.120
+D+0.70E+H 0.080 0.120
+D+0.750Lr+0.750L+0.450W+H 0.320 0.480
+D+0.750L+0.7505+0.450W+H 0.445 0.605
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Title Block Line 6 Pnnted 25 MAY 2016, 1:07PM
Wood Beam Fie=2:125rraBT-4t1Rc�-4V-1alaskc7u-0Calcraed<.ecs
ENERCALC,INC.1963-2015,Bui d:8.15.10.6,Vec6.12.9.30
Lic.# : KW-06009328 Licensee: AZH Consulting Engineers
Description: typ•Beam
CODE REFERENCES
Calculations per NDS 2005, IBC 2009,CBC 2010,ASCE 7-10
Load Combination Set:IBC 2012
Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 850.0 psi E:Modulus of Elasticity
Load Combination IBC 2012 Fb-Compr 850.0 psi Ebend-xx 1,600.0 ksi
Fc-Prtl 1,400.0 psi Eminbend-xx 580.0 ksi
Wood Species :Douglas Fir-Larch (North) Fc-Perp 625.0 psi
Wood Grade :No. 1/No.2 Fv 180.0 psi
Ft 500.0 psi Density 30.580 pcf
Beam Bracing : Beam bracing is defined as a set spacing over all spans
Unbraced Lengths
First Brace starts at 1.333 ft from Left-Most support
Regular spacing of lateral supports on length of beam=1.333 ft
D(0.09335)L(0.3734)S(0.1867)
D(0.093355)L(0.37334)i(0.1867) ii + i D(0.075)L(0.3)S(0.15)+ + + D(0.075)L(0.3)S(0.15) + D(0.075)L(0.3)S(0.15)
i
M X. X — it X. it = X =li tilt X = 1t Ai M= X = M a,313 m
X X X 31. X X X X X X 7i X X X I[ X
4x12 4x12 4x12 4x12
Span-1.670 ft Span-9.330 ft Span 9.330 ft Span-1.670 ft
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Load for Span Number 1
Uniform Load: D=0.010, L=0.040, S=0.020 ksf, Tributary Width=9.335 ft,(Gravity loads;
Load for Span Number 2
Uniform Load: D=0.010, L=0.040, S=0.020 ksf,Extent=2.330—»9.330 ft, Tributary Width=7.50 ft,(Gravity loads;
Uniform Load: D=0.010, L=0.040, S=0.020 ksf,Extent=0.0—>>2.330 ft, Tributary Width=9.335 ft,(Gravity loads;
Load for Span Number 3
Uniform Load: D=0.010, L=0.040, S=0.020 ksf, Tributary Width=7.50 ft,(Gravity loads;
Load for Span Number 4
Uniform Load: D=0.010, L=0.040, S=0.020 ksf, Tributary Width=7.50 ft,(Gravity loads)
DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio = 0.465:1 Maximum Shear Stress Ratio = 0.184 : 1
Section used for this span 2x12 Section used for this span 2x12
fb:Actual = 455.00 psi Iv:Actual = 33.13 psi
FB:Allowable = 977.50 psi Fv:Allowable 180.00 psi
Load Combination +D+L+H Load Combination +D+L+H
Location of maximum on span = 6.006ft Location of maximum on span = 11.592 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward Transient Deflection 0.094 in Ratio= 1598
Max Upward Transient Deflection -0.054 in Ratio= 1 1 16
Max Downward Total Deflection 0.023 in Ratio= 6392
Max Upward Total Deflection -0.013 in Ratio= 4466
Maximum Forces&Stresses for Load Combinations
•
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Title Block Line 6 Printed:25 MAY 2016, 1:07PM
i1r0 Beam Fie=Z125YMBT-411RGL4V-K11P$K7D-KJcsideck.ec6
ENERCALC,INC.19832015,Brald:6.15.10.6,Vec6.12.9.30
Lic.#:KW-06009328 Licensee :AZH Consulting Engineers
Description: typ.Beam
Load Combination Max Stress Ratios Moment Values Shear Values
Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M tb Fb V Tv Fv
Overall Maximum Deflections
Load Combination Span Max.-"Defl Location in Span Load Combination Max."+"Dell Location in Span
1 0.0000 0.000 0.0000 0.000
2 0.0000 0.000 0.0000 0.000
3 0.0000 0.000 0.0000 0.000
4 0.0000 0.000 0.0000 0.000
Vertical Reactions Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2 Support 3 Support 4 Support 5
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Title Block Line 6 Pnnted:25 MAY 2016, 1:09PM
'Wood Column Fie=1125Y1IBr-dt1RGL4V-tMPsicn} ldeckecs
ENERCALC,INC.1983-2015,Build:6.15.10.6,Vert..12.9.30
Lic.# :KW-06009328 Licensee :AZH Consulting Engineers
Description: typ 4x6 post
Code References
Calculations per 2005 NDS, IBC 2009,CBC 2010,ASCE 7-10
Load Combinations Used : IBC 2012
General Information
Analysis Method: Allowable Stress Design Wood Section Name 4x6
End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber
Overall Column Height 7.0 ft Wood Member Type Sawn
(Used for non-slender calculations 1
Wood Species Douglas Fir Larch(North) Exact Width 3.50 in Allow Stress Modification Factors
Wood Grade No. 1/No.2 Exact Ott' 5.250 in Cf or Cv for Bending 1.0
Area 19.25 inA2 Cf or Cv for Compression 1.0
Fb-Tension 850.0 psi Fv 180.0 psi lx 266.93 inA4 Cf or Cv for Tension 1.0
Fb-Compr 850.0 psi Ft 500.0 psi
Fc-PrIl 1,400.0 psi Density 30.580 pcf ly 68.78 inA4 Cm:Wet Use Factor 1.0
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 1 5 3 2
Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? No ina11-g!b on,y'
Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns:
X-X(width)axis: Fully braced against buckling along X-X Axis
Y-Y(depth)axis: Fully braced against buckling along Y-Y Axis
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Column self weight included:28.616 lbs*Dead Load Factor
AXIAL LOADS...
Gravity loads:Axial Load at 7.0 ft,D=0.9390,L=3.379,S=1.690 k
BENDING LOADS...
E:Lat.Point Load at 5.0 ft creating Mx-x,E=0.2260 k
DESIGN SUMMARY
Bending&Shear Check Results
PASS Max.Axial+Bending Stress Ratio = 0.2074:1 Maximum SERVICE Lateral Load Reactions..
Load Combination +D+0.750L+0.750S+0.5250E+H Top along Y-Y 0.1614 k Bottom along Y-Y 0.06457 k
Governing NDS Forumla Comp+Mxx, NDS Eq.3.9-4 Top along X-X 0.0 k Bottom along X-X 0.0 k
Location of max.above base 4.980 ft Maximum SERVICE Load Lateral Deflections...
At maximum location values are... Along Y-Y 0.005105 in at 3.899 ft above base
Applied Axial 4.769 k for load combination: E Only
Applied Mx 0.1688 k-ft
Applied My 0.0 k-ft ung X-X 0.0 in at 0.0 ft above base
Fc:Allowable 1,400.0 psi for load combination:n/a
Other Factors used to calculate allowable stresses...
PASS Maximum Shear Stress Ratio= 0.03417:1 Bending Compression Tension
Load Combination +D+0.70E+H
Location of max.above base 7.0 ft
Applied Design Shear 9.224 psi
Allowable Shear 180.0 psi
Load Combination Results
Maximum Axial+Bending Stress Ratios Maximum Shear Ratios
Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location
+D+H 1.000 1.000 0.03761 PASS 0.0ft 0.0 PASS 7.Oft
+D+L+H 1.000 1.000 0.1690 PASS 0.0 ft 0.0 PASS 7.0 ft
+D+Lr+H 1.000 1.000 0.03761 PASS 0.0 ft 0.0 PASS 7.0 ft
+D+S+H 1.000 1.000 0.1033 PASS 0.Oft 0.0 PASS 7.Oft
+D+0.750Lr+0.750L+H 1.000 1.000 0.1361 PASS 0.0ft 0.0 PASS 7.Oft
+D+0.750L+0.750S+H 1.000 1.000 0.1854 PASS 0.0 ft 0.0 PASS 7.0 ft
+D+0.60W+H 1.000 1.000 0.03761 PASS 0.0ft 0.0 PASS 7.Oft
+D+0.70E+H 1.000 1.000 0.1991 PASS 4.980ft 0.03417 PASS 7.Oft
+D+0.750Lr+0.750L+0.450W+H 1.000 1.000 0.1361 PASS 0.0 ft 0.0 PASS 7.0 ft
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'Wood ColumnFie=Z:125YM8T-a"RCL4V-Kct1PSK7D`IctCalc&daa`ec6
ENERCALC,INC.1963-2015,Build:6.15.10.6,Ver:6.12.9.30
Lic.# :KW-06009328 Licensee :AZH Consulting Engineers
Description: typ 4x6 post
Load Combination Results
Maximum Axial+Bending Stress Ratios Maximum Shear Ratios
Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location
+D+0.750L+0.750S+0.450W+H 1.000 1.000 0.1854 PASS 0.0 ft 0.0 PASS 7.0 ft
+D+0.750L+0.750S+0.5250E+H 1.000 1.000 0.2074 PASS 4.980 ft 0.02562 PASS 7.0 ft
+0.60D+0.60W+0.60H 1.000 1.000 0.02257 PASS 0.0 ft 0.0 PASS 7.0 ft
+0.600+0.70E+0.60H 1.000 1.000 0.1982 PASS 4.980 ft 0.03417 PASS 7.0 ft
Maximum Reactions Note:Only non-zero reactions are listed.
X-X Axis Reaction Y-Y Axis Reaction Axial Reaction
Load Combination @ Base @ Top @ Base @ Top @ Base
+D+H k k 0.968 k
+D+L+H k k 4.347 k
+D+Lr+H k k 0.968 k
+D+S+H k k 2.658 k
+D+0.750Lr+0.750L+H k k 3.502 k
+D+0.750L+0.750S+H k k 4.769 k
+D+0.60W+H k k 0.968 k
+D+0.70E+H k 0.045 0.113 k 0.968 k
+D+0.750Lr+0.750L+0.450W+H k k 3.502 k
+D+0.750L+0.750S+0.450W+H k k 4.769 k
+D+0.750L+0.750S+0.5250E+H k 0.034 0.085 k 4.769 k
+0.60D+0.60W+0.60H k k 0.581 k
+0.600+0.70E+0.60H k 0.045 0.113k 0.581 k
D Only k k 0.968 k
Lr Only k k k
L Only k k 3.379 k
S Only k k 1.690 k
W Only k k k
E Only k 0.065 0.161 k k
H Only k k k
+D+H k k 0.968 k
+D+L+H k k 4.347 k
+D+Lr+H k k 0.968 k
+D+S+H k k 2.658 k
+D+0.750Lr+0.750L+H k k 3.502 k
+D+0.750L+0.750S+H k k 4.769 k
+D+0.60W+H k k 0.968 k
+D+0.70E+H k 0.045 0.113 k 0.968 k
+D+0.750Lr+0.750L+0.450W+H k k 3.502 k
+D+0.750L+0.750S+0.450W+H k k 4.769 k
Maximum Deflections for Load Combinations
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
S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft
W Only 0.0000 in 0.000 ft 0.000 in 0.000 ft
E Only 0.0000 in 0.000 ft 0.005 in 3.899 ft
H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft
•
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Wood Column Fle=z:125YM8T-4\1RGL4V-Kt1PSK7D-t OcalcAweckec6
ENERCALC,INC.1983-2015,Build:6.15.10.6,Ver.6.12.9.30
Lic.# :KW-06009328 Licensee: AZH Consulting Engineers
Description: typ 4x6 post
Sketches
Y Adac Loads
C
x
o
L
a)
Z
....4x6 -.
3.50 in Loads are total entered value.Arrows do not reflect absolute direction.
p
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"General FootingFife=Z12JYN8T-�4HRGL4V-K11PSK7D-K\Celc5Weckec6
ENERCALc,INC.1983-2015,Bdld:6.16.10.6,Ver8.12.9.30
Lic.# : KW-06009328 Licensee : AZH Consulting Engineers
Description: typ footing
Code References
Calculations per ACI 318-08,IBC 2009,CBC 2010,ASCE 7-10
Load Combinations Used : IBC 2012
General Information
Material Properties Soil Design Values
Pc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 1.50 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 pd
Concrete Density = 145.0 pd Soil/Concrete Friction Coeff. = 0.30 1
kp Values Flexure = 0.90
Shear = 0.750 Increases based on footing Depth
Analysis Settings Footing base depth below soil surface = ft
Min Steel%Bending Reinf. = Allowable pressure increase per foot of deptl= ksf
Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft
Min.Overturning Safety Factor = 1.0 :1
Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension
Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of dept= ksf
Use ftg wt for stability,moments&shears : Yes when maximum length or width is greater4 ft
Add Pedestal Wt for Soil Pressure No
Use Pedestal wt for stability,mom&shear : No
Dimensions
Width parallel to X-X Axis = 2.0 ft
Length parallel to Z-Z Axis = 2.0 ft Z
Footing Thicknes = 8.0 in
F1 �rHa, Asx'r` r8'F
gin
Pedestal dimensions... X ,,, F
px:parallel to X-X Axis = 12.0 in k ,
pz:parallel to Z-Z Axis = 12.0 in i
Height - N 12.0 in - Gn�� m
Rebar Centerline to Edge of Concrete.. e A fi p ,-,-,,,,,'.1.�, m
at Bottom of footing = 3.0 in rr , a „ i l
Reinforcing illin I - W
Bars parallel to X-X Axis
Number of Bars = 3.0
Reinforcing Bar Size = # 4
Bars parallel to Z-Z Axis
Number of Bars = 3.0
Reinforcing Bar Sizr = # 4
Bandwidth Distribution Check (ACI 15.4.4.2) = '-"_ V' �� '"`°"'
a
Direction Requiring Closer Separation n/at
#Bars required within zone 44; sj' `.
#Bars required on each side of zone n/a
Applied Loads
D Lr L S W E H
P:Column Load = 0.9390 3.379 1.690 k
OB:Overburden = ksf
M-xx = k-ft
M-zz = k-ft
V-x = 0.2260 k
V-z = k
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INC.1�5as5General Footing Er 741e� 1 .1s
Lic.#: KW-06009328 Licensee :AZH Consulting Engineers
Description: typ footing
DESIGN SUMMARY Design OK
Min.Ratio Item Applied Capacity Governing Load Combination
PASS 0.9520 Soil Bearing 1.428 ksf 1.50 ksf +D+0.750L+0.750S+0.5250E+H about Z-.
PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning
PASS 3.017 Overturning-Z-Z 0.2637 k-ft 0.7954 k-ft +0.60D+0.70E+0.60H
PASS 1.508 Sliding-X-X 0.1582 k 0.2386 k +0.60D+0.70E+0.60H
PASS Na Sliding-Z-Z 0.0 k 0.0 k No Sliding
PASS n/a Uplift 0.0 k 0.0 k No Uplift
PASS 0.03629 Z Flexure(+X) 0.2306 k-ft 6.353 k-ft +1.20D+1.60L+0.50S+1.60H
PASS 0.03629 Z Flexure(-X) 0.2306 k-ft 6.353 k-ft +1.20D+1.60L+0.50S+1.60H
PASS 0.03629 X Flexure(+Z) 0.2306 k-ft 6.353 k-ft +1.20D+1.60L+0.505+1.60H
PASS 0.03629 X Flexure(-Z) 0.2306 k-ft 6.353 k-ft +1.20D+1.60L+0.505+1.60H
PASS 0.02495 1-way Shear(+X) 2.050 psi 82.158 psi +1.20D+1.60L+0.50S+1.60H
PASS 0.03742 1-way Shear(-X) 3.074 psi 82.158 psi +1.20D+1.60L+0.50S+1.60H
PASS 0.02495 1-way Shear(+Z) 2.050 psi 82.158 psi +1.20D+1.60L+0.50S+1.60H
PASS 0.03742 1-way Shear(-Z) 3.074 psi 82.158 psi +1.20D+1.60L+0.50S+1.60H
PASS 0.06735 2-way Punching 11.067 psi 164.317 psi +1.20D+1.60L+0.505+1.60H
Detailed Results
Soil Bearing
Rotation Axis& Actual Soil Bearing Stress Actual/Allowable
Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio
X-X,+D+H 1.50 Na 0.0 0.3314 0.3314 n/a n/a 0.221
X-X,+D+L+H 1.50 Na 0.0 1.176 1.176 Na n/a 0.784
X-X,+D+Lr+H 1.50 n/a 0.0 0.3314 0.3314 n/a Na 0.221
X-X,+D+S+H 1.50 Na 0.0 0.7539 0.7539 n/a n/a 0.503
X-X,+D+0.750Lr+0.750L+H 1.50 n/a 0.0 0.9650 0.9650 Na n/a 0.643
X-X,+D+0.750L+0.750S+H 1.50 Na 0.0 1.282 1.282 n/a n/a 0.855
X-X,+D+0.60W+H 1.50 n/a 0.0 0.3314 0.3314 n/a n/a 0.221
X-X,+D+0.70E+H 1.50 n/a 0.0 0.3314 0.3314 n/a n/a 0.221
X-X,+D+0.750Lr+0.750L+0.450W+H 1.50 Na 0.0 0.9650 0.9650 Na Na 0.643
X-X,+D+0.750L+0.750S+0.450W+H 1.50 Na 0.0 1.282 1.282 n/a n/a 0.855
X-X,+D+0.750L+0.750S+0.5250E+H 1.50 Na 0.0 1.282 1.282 n/a Na 0.855
X-X,+0.60D+0.60W+0.60H 1.50 Na 0.0 0.1989 0.1989 n/a Na 0.133
X-X,+0.60D+0.70E+0.60H 1.50 n/a 0.0 0.1989 0.1989 Na Na 0.133
Z-Z,+D+H 1.50 0.0 n/a n/a Na 0.3314 0.3314 0.221
Z-Z,+D+L+H 1.50 0.0 Na n/a Na 1.176 1.176 0.784
Z-Z,+D+Lr+H 1.50 0.0 n/a n/a n/a 0.3314 0.3314 0.221
Z-Z,+D+S+H 1.50 0.0 n/a Na n/a 0.7539 0.7539 0.503
Z-Z,+D+0.750Lr+0.750L+H 1.50 0.0 Na Na Na 0.9650 0.9650 0.643
Z-Z,+D+0.750L+0.750S+H 1.50 0.0 Na n/a n/a 1.282 1.282 0.855
Z-Z,+D+0.60W+H 1.50 0.0 n/a n/a Na 0.3314 0.3314 0.221
Z-Z,+D+0.70E+H 1.50 2.387 n/a n/a Na 0.1370 0.5259 0.351
Z-Z,+D+0.750Lr+0.750L+0.450W+H 1.50 0.0 n/a n/a n/a 0.9650 0.9650 0.643
Z-Z,+D+0.750L+0.7505+0.450W+H 1.50 0.0 n/a Na n/a 1.282 1.282 0.855
Z-Z,+D+0.750L+0.750S+0.5250E+H 1.50 0.4628 n/a n/a n/a 1.136 1.428 0.952
Z-Z,+0.60D+0.60W+0.60H 1.50 0.0 n/a Na n/a 0.1989 0.1989 0.133
Z-Z,+0.60D+0.70E+0.60H 1.50 3.978 n/a Na Na 0.004396 0.3933 0.262
Overturning Stability
Rotation Axis&
Load Combination... Overturning Moment Resisting Moment Stability Ratio Status
X-X,+D+H None 0.0 k-ft nfinity OK
X-X,+D+L+H None 0.0 k-ft nfinity OK
X-X,+D+Lr+H None 0.0 k-ft nfinity OK
X-X,+D+S+H None 0.0 k-ft nfinity OK
X-X,+D+0.750Lr+0.750L+H None 0.0 k-ft nfinity OK
X-X,+D+0.750L+0.7505+H None 0.0 k-ft nfinity OK
X-X,+D+0.60W+H None 0.0 k-ft nfinity OK
X-X,+D+0.70E+H None 0.0 k-ft nfinity OK
X-X,+D+0.750Lr+0.750L+0.450W+H None 0.0 k-ft nfinity OK
X-X,+D+0.750L+0.7505+0.450W+H None 0.0 k-ft nfinity OK
•
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Title Block Line 6 Pnnted.25 MAY 2016,617P
General Footing ��' T ' 5,"', '$,15.17D10
Lic.#: KW-06009328 Licensee: AZH Consulting Engineers
Description: typ footing
Overturning Stability
Rotation Axis&
Load Combination... Overturning Moment Resisting Moment Stability Ratio Status
X-X,+D+0.750L+0.750S+0.5250E+H None 0.0 k-ft nfinity OK
X-X,+0.60D+0.60W+0.60H None 0.0 k-ft nfinity OK
X-X,+0.60D+0.70E+0.60H None 0.0 k-ft nfinity OK
Z-Z,+D+H None 0.0 k-ft nfinity OK
Z-Z,+D+L+H None 0.0 k-ft nfinity OK
Z-Z,+D+Lr+H None 0.0 k-ft nfinity OK
Z-Z,+D+S+H None 0.0 k-ft nfinity OK
Z-Z,+D+0.750Lr+0.750L+H None 0.0 k-ft nfinity OK
Z-Z,+D+0.750L+0.750S+H None 0.0 k-ft nfinity OK
Z-Z,+D+0.60W+H None 0.0 k-ft nfinity OK
Z-Z,+D+0.70E+H 0.2637 k-ft 1.326 k-ft 5.028 OK
Z-Z,+D+0.750Lr+0.750L+0.450W+H None 0.0 k-ft nfinity OK
Z-Z,+D+0.750L+0.750S+0.450W+H None 0.0 k-ft nfinity OK
Z-Z,+D+0.750L+0.750S+0.5250E+H 0.1978 k-ft 5.127 k-ft 25.929 OK
Z-Z.+0.60D+0.60W+0.60H None 0.0 k-ft Infinity OK
Z-Z,+0.60D+0.70E+0.60H 0.2637 k-ft 0.7954 k-ft 3.017 OK
Sliding Stability _ All units k
Force Application Axis
Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status
X-X,+D+H 0.0 k 0.3977 k No Sliding OK
X-X,+D+L+H 0.0 k 1.411 k No Sliding OK
X-X,+D+Lr+H 0.0 k 0.3977 k No Sliding OK
X-X,+D+S+H 0.0 k 0.9047 k No Sliding OK
X-X,+D+0.750Lr+0.750L+H 0.0 k 1.158 k No Sliding OK
X-X,+D+0.750L+0.750S+H 0.0 k 1.538 k No Sliding OK
X-X,+D+0.60W+H 0.0 k 0.3977 k No Sliding OK
X-X,+D+0.70E+H 0.1582 k 0.3977 k 2.514 OK
X-X,+D+0.750Lr+0.750L+0.450W+H 0.0 k 1.158 k No Sliding OK
X-X,+D+0.750L+0.750S+0.450W+H 0.0 k 1.538 k No Sliding OK
X-X,+D+0.750L+0.750S+0.5250E+H 0.1187 k 1.538 k 12.964 OK
X-X,+0.60D+0.60W+0.60H 0.0 k 0.2386 k No Sliding OK
X-X,+0.60D+0.70E+0.60H 0.1582 k 0.2386 k 1.508 OK
Z-Z,+D+H 0.0 k 0.3977 k No Sliding OK
Z-Z,+D+L+H 0.0 k 1.411 k No Sliding OK
Z-Z,+D+Lr+H 0.0 k 0.3977 k No Sliding OK
Z-Z,+D+S+H 0.0 k 0.9047 k No Sliding OK
Z-Z,+D+0.750Lr+0.750L+H 0.0 k 1.158 k No Sliding OK
Z-Z,+D+0.750L+0.750S+H 0.0 k 1.538 k No Sliding OK
Z-Z,+D+0.750L+0.7505+0.450W+H 0.0 k 1.538 k No Sliding OK
Z-Z,+D+0.750L+0.750S+0.5250E+H 0.0 k 1.538 k No Sliding OK
Z-Z,+0.60D+0.60W+0.60H 0.0 k 0.2386 k No Sliding OK
Z-Z,+0.60D+0.70E+0.60H 0.0 k 0.2386 k No Sliding OK
Z-Z,+D+0.60W+H 0.0 k 0.3977 k No Sliding OK
Z-Z,+D+0.70E+H 0.0 k 0.3977 k No Sliding OK
Z-Z,+D+0.750Lr+0.750L+0.450W+H 0.0 k 1.158 k No Sliding OK
Footing Flexure
Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gym.As Actual As Phi*Mn Status
k-ft Side? Bot or Top? in"2 4n02 1n02 k-ft
X-X,+1.40D+1.60H 0.04108 +Z Bottom 0.1728 Min Temp% 0.30 6.353 OK
X-X,+1.40D+1.60H 0.04108 -Z Bottom 0.1728 Min Temp% 0.30 6.353 OK
X-X,+1.20D+0.50Lr+1.60L+1.60H 0.2042 +Z Bottom 0.1728 Min Temp% 0.30 6.353 OK
X-X,+1.20D+0.50Lr+1.60L+1.60H 0.2042 -Z Bottom 0.1728 Min Temp% 0.30 6.353 OK
X-X,+1.20D+1.60L+0.50S+1.60H 0.2306 +Z Bottom 0.1728 Min Temp% 0.30 6.353 OK
X-X,+1.20D+1.60L+0.50S+1.60H 0.2306 -Z Bottom 0.1728 Min Temp% 0.30 6.353 OK
X-X,+1.20D+1.60Lr+0.50L+1.60H 0.08801 +Z Bottom 0.1728 Min Temp% 0.30 6.353 OK
X-X,+1.20D+1.60Lr+0.50L+1.60H 0.08801 -Z Bottom 0.1728 Min Temp% 0.30 6.353 OK
X-X,+1.20D+1.60Lr+0.50W+1.60H 0.03521 +Z Bottom 0.1728 Min Temp% 0.30 6.353 OK
X-X,+1.20D+1.60Lr+0.50W+1,60H 0.03521 -Z Bottom 0.1728 Min Temp% 0.30 6.353 OK
X-X,+1.20D+0.50L+1.60S+1.60H 0.1725 +Z Bottom 0.1728 Min Temp% 0.30 6.353 OK
X-X,+1.20D+0.50L+1,605+1.60H 0.1725 -Z Bottom 0.1728 Min Temp% 0.30 6.353 OK
X-X,+1.20D+1.60S+0.50W+1.60H 0.1197 +Z Bottom 0.1728 Min Temp% 0.30 6.353 OK
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•General Footing Re.-41T-4" 4V-O�
1 'p kled ec6
ENERCALC,MIC.1983.2015,Build:6.15.10.6,Vec8.12,9.30
Lic.#: KW-06009328 Licensee :AZH Consulting Engineers
Description: typ footing
Footing Flexure
Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gym.As Actual As Phi"Mn Status
k-ft Side? Bot or Top? in"2 in"2 in"2 k-ft
X-X,+1.20D+1.60S+0.50W+1.60H 0.1197 -Z Bottom 0.1728 Min Temp% 0.30 6.353 OK
X-X,+1.20D+0.50Lr+0.50L+W+1.60H 0.08801 +Z Bottom 0.1728 Min Temp% 0.30 6.353 OK
X-X,+1.20D+0.50Lr+0.50L+W+1.60H 0.08801 -Z Bottom 0.1728 Min Temp% 0.30 6.353 OK
X-X,+1.200+0.50L+0.50S+W+1.60H 0.1144 +Z Bottom 0.1728 Min Temp% 0.30 6.353 OK
X-X,+1.20D+0.50L+0.50S+W+1.60H 0.1144 -Z Bottom 0.1728 Min Temp% 0.30 6.353 OK
X-X,+1.200+0.50L+0.70S+E+1.60H 0.1250 +Z Bottom 0.1728 Min Temp% 0.30 6.353 OK
X-X,+1.20D+0.50L+0.70S+E+1.60H 0.1250 -Z Bottom 0.1728 Min Temp% 0.30 6.353 OK
X-X,+0.90D+W+0.90H 0.02641 +Z Bottom 0.1728 Min Temp% 0.30 6.353 OK
X-X,+0.90D+W+0.90H 0.02641 -Z Bottom 0.1728 Min Temp% 0.30 6.353 OK
X-X,+0.90D+E+0.90H 0.02641 +Z Bottom 0.1728 Min Temp% 0.30 6.353 OK
X-X,+0.90D+E+0.90H 0.02641 -Z Bottom 0.1728 Min Temp% 0.30 6.353 OK
Z-Z,+1.40D+1.60H 0.04108 -X Bottom 0.1728 Min Temp% 0.30 6.353 OK
Z-Z.+1.40D+1.60H 0.04108 +X Bottom 0.1728 Min Temp% 0.30 6.353 OK
Z-Z,+1.200+0.50Lr+1.60L+1.60H 0.2042 -X Bottom 0.1728 Min Temp% 0.30 6.353 OK
Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.2042 +X Bottom 0.1728 Min Temp% 0.30 6.353 OK
Z-Z,+1.200+1.60L+0.50S+1.60H 0.2306 -X Bottom 0.1728 Min Temp% 0.30 6.353 OK
Z-Z,+1.201)+1.60L+0.50S+1.60H 0.2306 +X Bottom 0.1728 Min Temp% 0.30 6.353 OK
Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.08801 -X Bottom 0.1728 Min Temp% 0.30 6.353 OK
Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.08801 +X Bottom 0.1728 Min Temp% 0.30 6.353 OK
Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.03521 -X Bottom 0.1728 Min Temp% 0.30 6.353 OK
Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.03521 +X Bottom 0.1728 Min Temp% 0.30 6.353 OK
Z-Z,+1.20D+0.50L+1.605+1.60H 0.1725 -X Bottom 0.1728 Min Temp% 0.30 6.353 OK
Z-Z,+1.20D+0.50L+1.60S+1.60H 0.1725 +X Bottom 0.1728 Min Temp% 0.30 6.353 OK
Z-Z,+1.200+1.60S+0.50W+1.60H 0.1197 -X Bottom 0.1728 Min Temp% 0.30 6.353 OK
Z-Z,+1.200+1.60S+0.50W+1.60H 0.1197 +X Bottom 0.1728 Min Temp% 0.30 6.353 OK
Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.08801 -X Bottom 0.1728 Min Temp% 0.30 6.353 OK
Z-Z,+1.200+0.50Lr+0.50L+W+1.60H 0.08801 +X Bottom 0.1728 Min Temp% 0.30 6.353 OK
Z-Z,+1.200+0.50L+0.50S+W+1.60H 0.1144 -X Bottom 0.1728 Min Temp% 0.30 6.353 OK
Z-Z,+1.20D+0.50L+0.50S+W+1.60H 0.1144 +X Bottom 0.1728 Min Temp% 0.30 6.353 OK
Z-Z,+1.20D+0.50L+0.70S+E+1.60H 0.09556 -X Bottom 0.1728 Min Temp% 0.30 6.353 OK
Z-Z,+1.20D+0.50L+0.70S+E+1.60H 0.1544 +X Bottom 0.1728 Min Temp% 0.30 6.353 OK
Z-Z,+0.90D+W+0.90H 0.02641 -X Bottom 0.1728 Min Temp% 0.30 6.353 OK
Z-Z,+0.90D+W+0.90H 0.02641 +X Bottom 0.1728 Min Temp% 0.30 6.353 OK
Z-Z,+0.900+E+0.90H 0.003005 -X Top 0.1728 Min Temp% 0.30 6.353 OK
Z-Z,+0.90D+E+0.90H 0.05582 +X Bottom 0.1728 Min Temp% 0.30 6.353 OK
One Way Shear
Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi"Vn Status
+1.400+1.60H 0.5478 psi 0.3652 psi 0.5478 psi 0.3652 psi 0.5478 psi 82.158 psi 0.006667 OK
+1.20D+0.50Lr+1.60L+1.60H 2.722 psi 1.815 psi 2.722 psi 1.815 psi 2.722 psi 82.158 psi 0.03313 OK
+1.20D+1.60L+0.505+1.60H 3.074 psi 2.05 psi 3.074 psi 2.05 psi 3.074 psi 82.158 psi 0.03742 OK
+1.200+1.60Lr+0.50L+1.60H 1.173 psi 0.7823 psi 1.173 psi 0.7823 psi 1.173 psi 82.158 psi 0.01428 OK
+1.20D+1.60Lr+0.50W+1.60H 0.4695 psi 0.313 psi 0.4695 psi 0.313 psi 0.4695 psi 82.158 psi 0.005715 OK
+1.200+0.50L+1.60S+1.60H 2.3 psi 1.533 psi 2.3 psi 1.533 psi 2.3 psi 82.158 psi 0.028 OK
+1.200+1.60S+0.50W+1.60H 1.596 psi 1.064 psi 1.596 psi 1.064 psi 1.596 psi 82.158 psi 0.01943 OK
+1.20D+0.50Lr+0.50L+W+1.60H 1.173 psi 0.7823 psi 1.173 psi 0.7823 psi 1.173 psi 82.158 psi 0.01428 OK
+1.20D+0.50L+0.50S+W+1.601-1 1.526 psi 1.017 psi 1.526 psi 1.017 psi 1.526 psi 82.158 psi 0.01857 OK
+1.20D+0.50L+0.70S+E+1.60H 1.666 psi 1.111 psi 1.666 psi 1.111 psi 1.666 psi 82.158 psi 0.02028 OK
+0.90D+W+0.90H 0.3521 psi 0.2348 psi 0.3521 psi 0.2348 psi 0.3521 psi 82.158 psi 0.004286 OK
+0.90D+E+0.90H 0.3521 psi 0.2348 psi 0.3521 psi 0.2348 psi 0.3521 psi 82.158 psi 0.004286 OK
Punching Shear All units k
Load Combination... Vu Phi"Vn Vu 1 Phi"Vn Status
+1.400+1.601-4 1.972 psi 164.317psi 0.012 OK
+1.200+0.50Lr+1.60L+1.60H 9.8 psi 164.317psi 0.05964 OK
+1.200+1.60L+0.505+1.60H 11.067 psi 164.317psi 0.06735 OK
+1.20D+1.60Lr+0.50L+1.60H 4.224 psi 164.317 psi 0.02571 OK
+1.20D+1.60Lr+0.50W+1.60H 1.69 psi 164.317psi 0.01029 OK
+1.200+0.50L+1.60S+1.60H 8.28 psi 164.317psi 0.05039 OK
+1.200+1.60S+0.50W+1.60H 5.746 psi 164.317psi 0.03497 OK
+1.20D+0.50Lr+0.50L+W+1.60H 4.224 psi 164.317psi 0.02571 OK
+1.200+0,50L+0.50S+W+1.60H 5.492 psi 164.317psi 0.03342 OK
+1.20D+0.50L+0.705+E+1.601-4 5.999 psi 164.317psi 0.03651 OK
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Title Block Line 6 Printed 25 MAY 2016,6:17PM
General Footing �RCALC,INC 1998 o 5,�e M 10.6 Vers�.t*i8�
Lic.#: KW-06009328 Licensee: AZH Consulting Engineers
Description: typ footing
Punching Shear All units k
Load Combination... Vu Phi'Vn Vu 1 Phi"Vn Status
+0.90D+W+0.90H 1.268 psi 164.317psi 0.007715 OK
+0.90D+E+0.90H 1.268 psi 164.317 psi 0.007715 OK
•
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Title Block Line 6 Pnnted 25 MAY 2016, 1 09PM
Wood Column Fle=z eT-41Rcl"'`101PSK76.400aloAaea`eca
ENERCALC,INC.1M-2015,&Id:6.15.10.6,Ver6.12.9.30
Lic.# : KW-06009328 Licensee : AZH Consulting Engineers
Description: tip Guardrail 4x4 post
Code References
Calculations per 2005 NDS, IBC 2009,CBC 2010,ASCE 7-10
Load Combinations Used:IBC 2012
General Information
Analysis Method: Allowable Stress Design Wood Section Name 4x4
End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber
Overall Column Height 3.670 ft Wood Member Type Sawn
(Used for non slender calculations) Exact WidthinMow Stress Modification Factors
Wood Species Douglas Fir-Larch (North) 3.50
Wood Grade No. 1/No.2 ExactDepth 3.50 in Cf or Cv for Bending 1.50
Fb-Tension 850.0 psi Fv 180.0 psi Area 12.250 in''2 Cf or Cv for Compression 1.150
P P lx 12.505 ink' Cf or Cv for Tension 1.50
Fb-Compr 850.0 psi Ft 500.0 psiCm:Wet Use Factor 1.0
Fc-Pdl 1,400.0 psi Density 30.580 pcf ly 12.505 inA4
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 NOS'5 3 2
Basic 1,600,0 1,600.0 1,600.0 ksi Use Cr:Repetitive? No non-gib 0,1,y)
Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns:
X-X(width)axis: Fully braced against buckling along X-X Axis
Y-Y(depth)axis: Fully braced against buckling along Y-Y Axis
Applied Loads Service loads entered.Load Factors will be applied for calculations.
BENDING LOADS...
Lat.Point Load at 3.670 ft creating Mx-x,L=0.20 k
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 0.0 k Bottom along Y-Y 0.0 k
Governing NDS Forumla 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 0.0 in at 0.0 ft above base
Applied Axial 0.0 k
Applied Mx 0.0 k-ft for load combination: n/a
Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base
Fc:Allowable 0.0 psi for load combination:n/a
Other Factors used to calculate allowable stresses...
PASS Maximum Shear Stress Ratio= 0.0:1 Bending Compression Tension
Load Combination +0.60D+0.70E+0.60H
Location of max.above base 3.670 ft
Applied Design Shear 0.0 psi
Allowable Shear 180.0 psi
Load Combination Results
Maximum Axial+Bending Stress Ratios Maximum Shear Ratios
Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location
+D+H 0.000 1.000 0.0 PASS 0.0ft 0.0 PASS 3.670 ft
+D+L+H 0.000 1.000 0.0 PASS 0.0 ft 0.0 PASS 3.670 ft
+D+Lr+H 0.000 1.000 0.0 PASS 0.0 ft 0.0 PASS 3.670 ft
+D+S+H 0.000 1.000 0.0 PASS 0.0 ft 0.0 PASS 3.670 ft
+D+0.750Lr+0.750L+H 0.000 1.000 0.0 PASS 0.0 ft 0.0 PASS 3.670 ft
+D+0.750L+0.750S+H 0.000 1.000 0.0 PASS 0.0 ft 0.0 PASS 3.670 ft
+D+0.60W+H 0.000 1.000 0.0 PASS 0.0 ft 0.0 PASS 3.670 ft
+D+0.70E+H 0.000 1.000 0.0 PASS 0.0 ft 0.0 PASS 3.670 ft
+D+0.750Lr+0.750L+0.450W+H 0.000 1.000 0.0 PASS 0.0 ft 0.0 PASS 3.670 ft
+D+0.750L+0.750S+0.450W+H 0.000 1.000 0.0 PASS 0.0 ft 0.0 PASS 3.670 ft
+D+0.750L+0.750S+0.5250E+H 0.000 1.000 0.0 PASS 0.0 ft 0.0 PASS 3.670 ft
+0.60D+0.60W+0.60H 0.000 1.000 0.0 PASS 0.0 ft 0.0 PASS 3.670 ft
+0.60D+0.70E+0.60H 0.000 1.000 0.0 PASS 0.0 ft 0.0 PASS 3.670 ft
•
•
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Title Block Line 6 Panted 25 MAY 2016, 1 09PM
'Wood Column Re=z 15T-4t1RGIAV-K1PSK1D-GCaksmeck.ec6
ENERCALC,INC.1983-2015,9ulld:6.15.10.6,Ver:6.12.9.30
Lic.#:KW-06009328 Licensee :AZH Consulting Engineers
Description: typ Guardrail 4x4 post
Maximum Reactions _ Note:Only non-zero reactions are listed.
X-X Axis Reaction Y-Y Axis Reaction Axial Reaction
Load Combination @ Base @ Top @ Base @ Top @ Base
+D+H k k k
+D+L+H k k k
+D+Lr+H k k k
+D+S+H k k k
+D+0.750Lr+0.750L+H k k k
+D+0.750L+0.75OS+H k k k
+D+0.60W+H k k k
+D+0.70E+H k k k
+D+0.750Lr+0.750L+0.450W+H k k k
+D+0.750L+0.750S+0.450W+H k k k
+D+0.750L+0.750S+0.5250E+H k k k
+0.60D+0.60W+0.60H k k k
+0.60D+0,70E+0.60H k k k
D Only k k k
Lr Only k k k
L Only k k k
S Only k k k
W Only k k k
E Only k k k
H Only k k k
+D+H k k k
+D+L+H k k k
+D+Lr+H k k k
+D+S+H k k k
+D+0.750Lr+0.750L+H k k k
+D+0.750L+0.750S+H k k k
+D+0.60W+H k k k
+D+0.70E+H k k k
+D+0.750Lr+0.750L+0.450W+H k k k
+D+0.750L+0.7505+0.450W+H k k k
Maximum Deflections for Load Combinations
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
S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft
W Only 0.0000 in 0.000 ft 0.000 in 0.000 ft
E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft
H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft
•
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Title Block Line 6 Pnnted 25 MAY 2016, 1 09P
Wood Column Fie=1125YM8T-4t1RGL4V-tkt1PSK7D-KtcaloAdeck.e 6
ENERCALC,INC.1983-2015,Buad:8.15.10.6,Vec6.12,9.30
Lic.# :KW-06009328 Licensee :AZH Consulting Engineers
Description: typ Guardrail 4x4 post
Sketches
M-x Loads
0 20
5 X
0 0
N.•
c0
c')
•
0
• 3.50 in Loads are total entered value.Arrows do not reflect absolute direction.
I F O R T E * SOLUTIONS REPORT Level,stair stringers PASSED 25
Current Solution: : 2 piece(s) 2 x 8 Douglas Fir-Larch No. 2 @ 21" OC
• Overall Sloped Length:16'6 5/16"
•
+ +
o 0
12
7.71
1 13'
Et
M locations are measured from the outside face of left support(or
left cantilever end).AII dimensions are horizontal.;Drawing is
Conceptual
Dodge Rast s J1cirol0 taolllou alawsd Result LOP System:Roof
Member Reaction(Ibs) 605 @ 2 1/2" i3 Passed(14%) — Member Type:Joist
0.50")
UseShear(Ibs) 482 @ 9 5/8" 2610 Passed(18%) 1.00 Building Cod Residential
012
Moment(Ft-lbs) 1742 @ 6'9 1/2" 2720 Passed(64%) 1.00 uaQing Code:I8C :
Desi
Live Load Defl.(in) 0.493 @ 6'9 1/2" 0.521 Passed(L/381) — 9n MethodologyASD
Member Pitch:7.7/7/12
Total Load Defl.(in) 0.558 @ 6'9 1/2" 0.782 Passed(1/336) —
1/4"7 2x
Douglas Fir-Larch No.2 2 12" 2.90
9
2
7 1/4" 2 x Douglas Fir-Larch No.2 2 16" 2.17
7 1/4" 2 x Douglas Fir-Larch No.2 2 19.2" 1.81
17 1/4" 2 x Douglas Fir-Larch No.2 2 21" 1.66 I
7 1/4" 2 x Douglas Fir-Larch No.2 2 24" x
7 1/4" 2 x Douglas Fir-Larch No.2 2 32" x
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 5/24/2016 4:20:51 PM
Danie Skovron Forte v5.1,Design Engine:V6.5.1.1
AZH
(503)577-9660
daniel@azhenglneers.corn
Page 1 of 1
26
4 F 0 R T E •
FULL DETAIL REPORT Level,stair stringers PASSED . , , •
2 piece(s) 2 x 8 Douglas Fir-Larch No. 2 @ 21"OC
Summary of Loads to Supports
1 13'2" •
Maximum Down(Ibs)/LDF E7.131 N7M11
--
Critical Down(lbs)/LDF .vkaa.!re
^
rli
Maximum Uplift(Ibs)/LDF T
Critical Uplift(Ibs)/LDF M 4
Bears Length .... ar
Bearing ��t-�-_>
Support Fo-perP(Psi) ittrM
Required unbraced length ;3: , 193.67" � £
1.0 Dead(LDF=0.9)
tA44 "ei s. A 13'2" A
Member Reaction(lbs) IMMTi
Loads to Supports(lbs) MINTZ -- t
Shear used for design(Ibs) ? --
Shear at support node(Ibs)
ki�XF
Shear at span point load(Ibs) wesa
N/A
Moment(Ft-Ibs) CR=1 225
Uve Load Deflection(in) natah0.00" "
_'Stir, 34 v k u
Total Load Deflection(in) rerill 0.07" inT'L.t;
1.0 Dead+ 1.0 Floor(LDF= 1)
r sA
W A . able , 1r r
Member Reaction(Ibs)
Loads to Supports(Ibs)
Shear used for design(Ibs) k
,.'
Shear at support node(Ibs) ; � -- �� t
Shear at span point load(Ibs) Mglit? N/A a w
Moment(Ft-Ibs) fAd 48411 17424
Uve Load Deflection(in) 0.44
Total Load Deflection(in) Witra 0.50" ru `
Forte v5.1,Design Engine:V6.5.1.1 5/25/2016 11:20:23 AM
SESNE8-1.4TE Page 1 of 2
27
1.0 Dead + 0.75 Floor+ 0.75 Snow(LDF= 1.15)
,;7w.s _ ,. 132" A
Member Reaction(Ibs)
Loads to Supports(lbs) ;+ _- A
Shear used for design(Ibs) CZ" -- frri
Shear at support node(Ibs) LTJ ,,• -
Shear at span point load(Ibs) r N/Ak
Moment(Ft-Ibs) :Y 1932 ,
Live Load Deflection(in) �A, 0.49" r��g ,i
Total Load Deflection(in) ' 0.56"
1.0 Dead + 1.0 Snow(LDF= 1.15)
Member Reaction(Ibs) a --
Loads to Supports(Ibs) P:It4;* :
Shear used for design(Ibs)
Shear at support node(lbs)
Shear at span point load(Ibs) N/A
Moment(Ft-lbs) . ` 984 } a _1`a
Live Load Deflection(in) a0.22" #
Total Load Deflection(in) 0.28" Wrd.;-z ,3r t
Forte v5.1,Design Engine:V6.5.1.1 5/25/2016 11:20:23 AM
SESNE841.4TE Page 2 of 2
28
Thug* SIMPSON
• DTT Deck Tension Ties Strong-Tie
DTT tension ties are safe,cost-effective connectors designed w11
• to meet or exceed code requirements for deck construction. ��
These versatile DTT connectors are also load rated as a holdown o/y
for light-duty shearwalls and braced wall panel applications. y^� a
For new construction or to make an existing current deck 6-s019x114
code-compliant,the DTT1 Z can be used as a tension-tie to satisfy " . r screws(shown)or
the 2015 IRC provision for a 750 lbs.lateral load connection o ) 8-10dx114•nails
to the house at four locations per deck.This new code detail
permits the lateral connection from the deck joists to be made • 7'4'
to top plates,studs,or headers within the supporting structure, o {
,:
which eliminates the need to access to the floor joists inside
the home. p' .— ,.
The new DTT1Z fastens to the narrow or wide face of a D 1 DTT1Z
single 2x with Simpson Strong-Tie®Strong-Drive®SD Connector 3"MM.Thread
screws or nails and accepts a 3/A'machine bolt,anchor bolt,or 4'Vi6" Penetration
lag screw(washer required)or can be installed with the new
Strong-Drive SDWH Timber-Hex HDG screw with an integral
washer.The DTT2 fastens easily to the wide face of a single or Typical DTT1Z Deck-to-House
double 2x using Simpson Strong-Tie Strong-Drive SDS Heavy- `�: e Lateral Load Connection
Duty Connector screws(included)and accepts a 1/2"machine bolt �� For more information on lateral
or anchor bolt. DTT1Z °' load connections,see technical
The DTT2 can be used to satisfy the IRC provision for a U.S.Patent Pending bulletin T-DECKLATLOAD
1,500 lbs.lateral load connection at two locations per deck.
Additionally,the DTT2 has been tested and evaluated in deck _------3vq``
guardrail post applications to resist the code-specified lateral 0 ------__^
forces at the top of railing assemblies.The DTT2 is also O Floor sheathing
available with longer 2W Strong-Drive SDS Heavy-Duty O ' li•diameter nailed at 6'max.
Connector screws(model DTT2Z-SDS2.5)to achieve higher HOG threaded on center to joist
loads when needed. O rodwa nets
and washers with holdown
MATERIAL:14 gaugeCorronuousflashing
® (per code),not shown
FINISH:DTT1Z/DTT2Z—ZMAP coating; 10 0
DTT2SS—Stainless steel;see Corrosion Information, Qy_:
pages 13-15. O 4:110.-- -o
INSTALLATION: ! \ �' 6'v6, „
•Use all specified fasteners.See General Notes.
•A standard cut washer(included)must be installed
Floor joist Deck Drr22
between the nut and the seat. (Solid 2x joist or joist
16 0. •Simpson Strong-Tie Strong-Drive SOS Heavy-Duty o 2x blocking)
Connector screws install best with a low speed high /.` (��•% f
torque drill with a W hex head driver. 'e' ��
Strong-Drivee SD Connector screws install with \�l Typical DTT2Z Deck-to-House
a'/4”hex head driver. DTT2Z Lateral Load Connection
_ •Strong-Drive SDWH Timber-Hex HDG screws install For more information on lateral
with a 3/A"hex head driver. load connections,see technical
CODES:See page 12 for Code Reference Key Chart. bulletin T-DECKLATLOAD
Z
d• 5 These products are available with additional corrosion protection.Additional products on t)
this page may also be available with this option,check with Simpson Strong-Tie for details. tt i' Decking n
Z ;'a r, ltyp,)
a-
Minimum Allowable E Uses SOS v:x116" Ro
o Model Anchor Fasteners Wood Tension Loads Code 4x4 post " ,' screws(included)
No. Dia. Member Ref. min(typ) yy°'l. ft
F Thickness OF/SP SPF/HF 2' 1 ._ CI
Z
o 6-SD#9x1'h 840 840 ' .1 .i 4
s 6 ' 4`.,t 4 ,,N, .;r, .=/;.,, 'llA
zDTT1Z 3/ or 6-10dx1 h 1'/2 910 6402 160
o SDWH' F'diameterHOG 2x8 Mm.
m 8-10dx1'/2 910 850 machine bolts or
F, threaded rods with Standard cut washer
1'/2 1825 1800 nuts and washers required between
(Simpson nut and seat
DTT2Z/DTT2SS W. 'ri 8''/a"xl'r4'SDS 16, RFB#4x7HDG) (provided)
3 2145 1835
,N L8,F5
, 5 DTT2Z-SDS2.5 13/,6 lh 8-'/;x2W SDS 3 2145 2105 DTT2Z Installed
U 1.Allowable loads have been increased 60%for wind or earthquake loading as a for a Deck LateralConnector
Guardrail Post
with no further increase allowed. For more information on
2.DTT1Z installations with allowable loads below 750 lbs.do not satisfy the 2015 IRC
requirements for deck-to-house lateral load connections. guardrail post connections,see
3.The Strong-Drive®SDWH Timber-Hex HDG screw with a minimum of 3"of thread penetration technical bulletin T-GRDRLPST
into dry lumber has an allowable withdrawal load(160)of 1380 lbs.into SP.1225 lbs.
into DF and 1020 lbs.into SPF/HF.
4.Load values are valid if the product is flush with the end of the framing member or
installed away from the end.
5.The guardrail post illustration above addresses an outward force on the guardrail.
An additional DTT2Z can be added at the lower bolt to address an inward force.
6.A W HDG round washer is required when using a lag screw.
209
UPDATED 03/27/15
r
•
•
29
` SIMPSON
• STRONG-DRIVE�k SDWS TIMBER Screws Strong-Tie
Strong-Drive®SDWS TIMBER Screw—Douglas Fir-Larch,Southern Pine,
' Spruce Pine Fir and Hem Fir Lumber Allowable Withdrawal Loads 1.The tabulated reference withdrawal design value,W,
is in pounds per inch of the thread penetration into
Fastener Thread Reference Withdrawal Max.Reference Withdrawal the side tabulatedgrd referenceof the main member.
Design Value,W 2.The withdrawal design value.
rilleModel Length, Length, g (lbs./inch) Design Value,WMix Code WMax,is in pounds where the entire thread length
No. L TL OF and.$P HF and SPF OF sad SP HF and SPF Ref. must penetrate into the side grain of the main member.
(in•) (in-) Main Member Main Member Main Member Main Member 3.Tabulated reference withdrawal design values,W and
WMax,are shown at a CD=1.0.Loads may be increased
4',41+ SDWS22300DB 3 1'A 164 151 245 225 for load duration per the building code up to a CD=1.6.
Tabulated values must be multiplied by all applicable
S22400DB 4 2% 179 160 425 380 adjustment factors from the NDS as referenced in the
1WS22500DB 5 2% 214 187 590 495 IBC or IRC.
IP4, 4.Embedded thread length is that portion held in the
As' •. S22600DB 6 2' 214 187 590 495 F32,L23 main member including the screw tip.
". . S22800DB 8 2% 214 187 590 495 5.Values are based on the lesser of withdrawal from the
trsmain member or pull-through of a 11/2"side member.
SDWS221000DB 10 23 214 187 590 495 6.For in-service moisture content greater than 19%,
WO use CM=0.7.
v
,ung-Drive®SDWS TIMBER Screw—2009 and 2012 IRC Compliant Spacing for a Sawn Lumber Deck Ledger to Band Joist
ata.:
Nominal Band Joist Maximum Deck Joist Span
Loading Ledger Screw Material and Up to 6 ft. Up to 8 ft. Up to 10 ft. Up to 12 M. Up to 14 ft. Up to 16 ft. Up to 18 ft.
Condition Model No.
Size Minimum Size Maximum On-Center Spacing of Fasteners(in.)
; "1`; 1'OSB
51111w 1'LVL 14 10 8 7 6 5 5
isf Live 2x SDWS22400DB —
11/4'OSB
11 ..f Dead 15/s LVL 16 12 10 8 7 6 5
1W LSL
' 2xSP,DF-2xSPF,HF _ 22 16 13 11 9 8 7
1'OSB 10 7 6 5 4 4 3
1'LVL
60 psf Live 1W OSB
2x SDWS22400DB
101sf Dead 15'Ae LVL _ 12 9 7 6 5 4 4
41114‘` 1W LSL
2xSP,DF-2xSPF,HF 15 12 9 8 7 6 5
1'OSB 15 12 9 8 7 6 5
1"LVL
psf Live 2-2x SDWS22500DB 1'/e'OSB
10 psf Dead 15/,s LVL 16 12 10 8 7 6 5
1'/�LSL
2xSP,DF-2xSPF,HF 16 12 10 8 7 6 5
1'OSB 11 8 7 6 5 4 4
1'LVL
60 psf Live 2-2x SDWS22500DB i'h'OSB o
10 psf Dead 1346'LVL 12 9 7 6 5 4 4
I 4f#N1'/'LSL z
ii
*fs 2x SP,1W LSL PF,HF 12 9 7 6 5 4 4 ci
it
'. ong-Drive®SDWS Timber screw spacing values are equivalent to 2009 IRC Table assembly testing with a factor of safety of 5.0.Spacing includes NDS wet 'z
141 R502.2.2.1.The table above also provides Strong-Drive SDWS Timber screw spacing service factor adjustment.
l v: or a wider range of materials commonly used for band joists,and an alternate loading 4.Multiple ledger plies shall be fastened together per code independent of the o
e5 a ondition as required by some jurisdictions. Strong-Drive SDWS Timber screws. w
C 2.1id-sawn band joists shall be Spruce-Pine-Fir,Hem-Fir,Douglas Fir-Larch,or Southern 5.Screws shall be placed at least 11/2"from the top or bottom of the ledger or
• P e species.Ledger shall be Hem-Fir,Douglas Fir-Larch,or Southern Pine species. band joist,6°from the end of the ledger with 3'between rows and spaced per Z
stener spacings are based on the lesser of single fastener ICC-ES AC233 testing of the table.See figure below. cr
?k
the Strong-Drive SDWS Timber screw with a safety factor of 5.0 or ICC-ES AC13 ledger 6.Structural sheathing between the ledger and band shall be a maximum of 0
Y
z"thick and fastened per code. o
0
a
Wood structural m
Exterior cladding panel sheathing N
1111 and flashing not /z"max.thickness o
' shown for clarity fastened per code Ledger fastener spacing maybe
offset up to 3'to avoid interference
Band joist 11/2"minimum from with joist attachment
+y per Table r top of ledger and band joist
U
dger-to- f U
nd Joist SDWS wood screws
stagger vertically 3'minimum
ssombly space in accordance 111
row spacing
ood-framed �— with Table
Ai
Ie er floor
a eptable, ,, 1Vi minimumfrom
x._ar� ]
1
2'nominal deck J
Co�r�Crete wall bottom of ledger
crfr ,•+ ledger shown 6'from On-center
9
and band joist
stein for
(double 2 end of ledger spacing of
illustration ledger similar) SDWS wood
purposes) screws
212 Strong-Drives SDWS TIMBER Screw Spacing Detail