Specifications MST GC)
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ryw D y Structural • Civil Engineers
RECEIVED
OCT 2 3 2018
CITY OF TIGARD
STRUCTURAL CALCULATIONS BUILDING DIVISION
FOR
Boylan Residence
13058 Oxalis Terrace
Tigard, OR 97223
October 18, 2018
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DESIGN PARAMETERS: 2014 Oregon Structural Specialty Code
ROOF LOAD 15 psf DL
20 psf LL(Snow)per IBC 1608.1
GROUND SNOW 20 psf+Drifting per ASCE 7,Sec.7
IMPORTANCE Is=1.0
FLOOR LOAD 12 psf DL
40 psf LL
CONTENTS:
CALCULATIONS 1 to 8
6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com
!IIAI D Y Structural • Civil Engineers
Job Name: Boylan Residence Job No: 18239 Sheet No: !L
Client: Boylan Date: Oct 2018 By: KC
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3
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COMPANY PROJECT
WoodWorks®
SOE/WAREEOR WOOD DESIGN
Oct. 18,2018 17:25 N Beam.wwb
Design Check Calculation Sheet
WoodWorks Sizer 10.4
Loads:
Load Type Distribution Pat- Location [ft) Magnitude Unit
tern Start End Start End
DL Roof Dead Full Area 15.00(2.00') psf
SL Roof Snow Full Area 20.00(2.00' ) psf
DL E 6x12 Dead Point 7.04 627 lbs
LL E 6x12 Live Point 7.04 1857 lbs
Self-weight Dead Full UDL 11.3 plf
Load magnitude does not include Importance factor from Table 4.2.3.2, which
is applied during analysis.
Maximum Reactions (lbs)and Bearing Lengths (in) :
11'-7.2" 1
0'
11'-6.8"
Unfactored:
Dead 485 621
Live 728 1129
Snow 232 232
Factored:
Total 1214 1750
Bearing:
Length 0.50 0.72
Min req'd 0.50** 0.72**
**Minimum bearing length governed by the required width of the supporting member.
LVL n-ply, 1.9E, 2600Fb, 1-3/4"x11-1/4", 2-ply(3-1/2"x11-1/4")
Supports:All-Lumber n-ply Beam, D.Fir-L No.2
Total length: 11'-7.2";volume=3.2 cu.ft.;
Lateral support: top=at supports, bottom=at supports;
Analysis vs. Allowable Stress and Deflection using NDS 2012:
Criterion _Analysis Value Design Value Unit Analysis/Design
Shear fv = 65 Fv' = 285 psi fv/Fv' = 0.23
Bending(+) fb = 1219 Fb' = 2497 psi fb/Fb' = 0.49
Dead Defl'n 0.06 = <L/999
Live Defl'n 0.12 = <L/999 0.39 = L/360 in 0.32
Total Defl'n 0.18 = L/749 0.58 = L/240 in 0.32
WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN
N Beam.wwb WoodWorks®Sizer 10.4 Page 2
Additional Data:
FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC#
Fv' 285 1.00 - 1.00 - - - - 1.00 - 1.00 2
Fb'+ 2600 1.00 - 1.00 0.952 1.01 - 1.00 1.00 - - 2
Fcp' 750 - - 1.00 - - - - 1.00 - - -
E' 1.9 million - 1.00 - - - - 1.00 - - 2
Eminy' 0.98 million - 1.00 - - - - 1.00 - - 2
CRITICAL LOAD COMBINATIONS:
Shear : LC #2 = D+L, V = 1749, V design = 1709 lbs
Bending(+) : LC #2 = D+L, M = 7497 lbs-ft
Deflection: LC #2 = D+L (live)
LC #2 = D+L (total)
D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake
All LC's are listed in the Analysis output
Load combinations: ASCE 7-10 / IBC 2012
CALCULATIONS:
Deflection: EI = 395e06 lb-in2/ply
"Live" deflection = Deflection from all non-dead loads (live, wind, snow...)
Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection.
Lateral stability (+) : Lu = 11'-6.63" Le = 21'-7.69" RB = 15.44
Design Notes:
1. WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2012),the
National Design Specification(NDS 2012), and NDS Design Supplement
2. Please verify that the default deflection limits are appropriate for your application.
3. SCL-BEAMS(Structural Composite Lumber):the attached SCL selection is for preliminary design only. For final
member design contact your local SCL manufacturer.
4. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor.
5. BUILT-UP SCL-BEAMS:contact manufacturer for connection details when loads are not applied equally to all plys.
•
S
COMPANY PROJECT
t WoodWorks
SOF7WAAEFOR WOOD DESIGN
Oct. 18, 2018 17:27 E 4x6 First Floor.wwb
Design Check Calculation Sheet
WoodWorks Sizer 10.4
Loads:
Load Type Distribution Pat- Location [ft) Magnitude Unit
tern Start End Start End
DL N Beam Dead Point 2.54 485 lbs
LL N Beam Live Point 2.54 728 lbs
SL N Beam Snow Point 2.54 232 lbs
Self-weight Dead Full UDL 4.6 plf
Load magnitude does not include Importance factor from Table 4.2.3.2, which
is applied during analysis.
Maximum Reactions (lbs) and Bearing Lengths (in) :
4'-1
0' 4'-0.5"
Unfactored:
Dead 192 312
Live 274 454
Snow 87 145
Factored:
Total 466 766
Bearing:
Length 0.50* 0.50*
Min req'd 0.50* 0.50*
*Minimum bearing length setting used: 1/2"for end supports
Lumber-soft, D.Fir-L, No.2,4x6(3-1/2"x5-1/2")
Supports:All-Lumber n-ply Seam, D.Fir-L No.2
Total length:4'-1.0'; volume=0.5 cu.ft.;
Lateral support: top=full, bottom=at supports;
Analysis vs. Allowable Stress and Deflection using NDS 2012 :
Criterion Analysis Value Design Value Unit Analysis/Design
Shear fv = 60 Fv' = 180 psi fv/Fv' = 0.33
Bending(+) fb = 788 Fb' = 1170 psi fb/Fb' = 0.67
Dead Defl'n 0.01 = <L/999
Live Defl'n 0.02 = <L/999 0.13 = L/360 in 0.15
Total Defl'n 0.03 = <L/999 0.20 = L/240 in 0.17
Co
WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN
E 4x6 First Floor.wwb WoodWorks®Sizer 10.4 Page 2
Additional Data:
FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC#
Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2
Fb'+ 900 1.00 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 2
Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - -
E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2
CRITICAL LOAD COMBINATIONS:
Shear : LC #2 = D+L, V = 766, V design = 764 lbs
Bending(+) : LC #2 = D+L, M = 1159 lbs-ft
Deflection: LC #2 = D+L (live)
LC #2 = D+L (total)
D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake
All LC's are listed in the Analysis output
Load combinations: ASCE 7-10 / IBC 2012
CALCULATIONS:
Deflection: EI = 77.6e06 lb-in2
"Live" deflection = Deflection from all non-dead loads (live, wind, snow...)
Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection.
Design Notes:
1. WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2012), the
National Design Specification(NDS 2012), and NDS Design Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
171 W D Y Structural • Civil Engineers
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Job Name: Boylan Residence Job No: 18239 Sheet No: 7
Client: Boylan Date: Oct 2018 By: KC
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6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com
Ij
COMPANY PROJECT
i WoodWorks"
SOFTWARE FOR WOOD DESIGN
Oct. 18,2018 17:31 E Post wwc
Design Check Calculation Sheet
WoodWorks Sizer 10.4
Loads:
Load Type Distribution Pat- Location (ft] Magnitude Unit
tern Start End Start End
DL 1st Floor Dead Axial (Ecc. = 0.00") 384 lbs
LL 1st Floor Live Axial (Ecc. = 0.00") 1280 lbs
DL N Post Dead Axial (Ecc. = 0.00") 312 lbs
LL N Post Live Axial (Ecc. = 0.00") 454 lbs
SL N Post Snow Axial (Ecc. = 0.00") 145 lbs
Self-weight Dead Axial 35 lbs
Load magnitude does not include Importance factor from Table 4.2.3.2, which
is applied during analysis.
Lateral Reactions (lbs):
12'
iD (>1i �
0'
12'
Lumber Post, D.Fir-L, No.2,4x4(3-112"x3-1/2")
Support: Non-wood
Total length: 12'; volume= 1.0 cu.ft.;
Pinned base; Load face=width(b); Ke x Lb: 1.0 x 6.0=6.0[ft]; Ke x Ld: 1.0 x 6.0=6.0[ft];
Analysis vs. Allowable Stress and Deflection using NDS 2012 :
Criterion Analysis Value Design Value Unit Analysis/Design
Axial fc = 201 Fc' = 889 psi fc/Fc' = 0.23
Axial Bearing fc = 201 Fc* = 1552 psi fc/Fc* = 0.13
Additional Data:
FACTORS: F/E(psi)CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC#
Fc' 1350 1.00 1.00 1.00 0.572 1.150 - - 1.00 1.00 2
Fc* 1350 1.00 1.00 1.00 - 1.150 - - 1.00 1.00 2
CRITICAL LOAD COMBINATIONS:
Axial : LC #2 = D+L, P = 2465 lbs
D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake
All LC's are listed in the Analysis output
Load combinations: ASCE 7-10 / IBC 2012
Design Notes:
1. WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2012),the
National Design Specification(NDS 2012), and NDS Design Supplement.
2. Please verify that the default deflection limits are appropriate for your application.