Report RECEIVED
JUN 9 2015
Structural Calculations CITY OF TIGARD
BUILDING DIVISION
for
New Decks at
13599 SW Lauren Lane
Tigard, Oregon
May 27, 2015
CITY OF TIGARD
DESIGN PARAMETERS REVIEWED FOR CO E COMPLIANCE
2014 Oregon Residential Specialty Code Approved:
OTCs j
Permit# 20 E4-5--ez, Co
Address:
Suite#:
dereNy. Date: O
fitir
o OREGON OFFICE COPY
Ems: «- 3� l to
Scope of Work
These calculations pertain to one (2) new decks that attach to an existing
residence.This scope of work does not include any analysis of the existing
structure or waterproofing.
F l wr_r i'_ - n 4 �
O � By: sr Date:
�L dam, Con5ating Lnginneers Chk: Date:
otructural E_ngineering Job#: 15169
(503) 968-9994(phone) (503)968-8444(fax) Sheet: Of:
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(503)968-9994 p (503)968-8444 f _i _ �Z Z'3 _ SHEET t OF
HA ProjeYD�NI EngieProject ID:
Project Descr:
Consulting Engineers
otructuraL L ngineering
rwood Beam --- File=L 1projecls12015PR=1151 69P-Ppansness.ec6
ENERCALC.INC.1983-2015,Build:6.15.1.19,Ver:6.15.1.19
Lic.#:KW-06005543 Licensee:HAYDEN CONSULTING ENGINEERS
Description: Upper Deck Joists
CODE REFERENCES
Calculations per NOS 2012, IBC 2012,CBC 2013,ASCE 7-10
Load Combination Set:ASCE 7-10
Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity
Load Combination ASCE 7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0ksi
Fc-Fri' 1,350.0 psi Eminbend-xx 580.0 ksi
Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi
Wood Grade :No.2 Fv 180.0 psi
Ft 575.0 psi Density 32.210pcf
Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Repetitive Member Stress Increase
D(0.030)Lf0.0&0)St0 050)
1
2x10 --` 2x10
Span=9 750 ft Span=3.250 ft
. Applied Loads Service loads entered Load Factors will be applied for calculations.
Loads on all spans...
Uniform Load on ALL spans: D=0.0150, L=0.040, S=0.0250 ksf, Tributary Width=2.0 ft
DESIGN SUMMARY Desi•n OK
Maximum Bending Stress Ratio - 0.757. 1 Maximum Shear Stress Ratio = 0.387 : 1
Section used for this span 2x10 Section used for this span 2x10 ,
fb:Actual = 689.51 psi N:Actual = 64.15 psi
FB:Allowable 910.80 psi Fv:Allowable = 165.60 psi
Load Combination +D+L+H,LL Comb Run(L*) Load Combination +D+0.750L+0.750S+H,LL Comb Run(L
Location of maximum on span = 4.739ft Location of maximum on span = 8.987 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward Transient Deflection 0.109 in Ratio= 1071
Max Upward Transient Deflection -0.115 In Ratio= 676
Max Downward Total Deflection 0.150 in Ratio= 782
Max Upward Total Deflection -0.135 in Ratio= 578
Vertical Reactions Support notation:Far left is#1 Values In KIPS
— -
Load Combination Support 1 Support 2 Support 3
Overall MAXimum 0.390 0.693 — --
Overall MINimum -0.043 0.260
D Only 0.130 0.260
L Only,LL Comb Run('L) -0.043 0.303
L Only,LL Comb Run(L') 0.390 0.390
L Only,LL Comb Run(IL) 0.347 0.693
.. S Only 0.217 0.433
v'
,
Project Title:
I4I ' YU "N Engineer: Project ID:
-,„, • . . ,, •
. ._..llhi[_ Consultlrtg Engineers
Structural Lngineering
- f Wood Beam —` File=2:\projecrs12015PR-1t15169P-1lponsness.ec6
ENERCALC,INC 1963.2015,Bui 4:615.1 19.Ver.6.15.1.19
Lic.#:KW-06005543 Licensee:HAYDEN CONSULTING ENGINEERS
Description: Upper Deck Beam
CODE REFERENCES
Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10
Load Combination Set:ASCE 7-10
Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 2400 psi E:Modulus of Elasticity
Load Combination ASCE 7-10 Fb-Compr 1850 psi Ebend-xx 1800ksi
Fc-Pill 1650 psi Eminbend-xx 930 ksl
Wood Species : DF/DF Fc-Perp 650 psi Ebend-yy 1600ksi
Wood Grade :24F-V4 Fv 265 psi Eminbend-yy 830 ksi
Ft 1100 psi Density 32.21 pcf
Beam Bracing : Completely Unbraced
D(0.1218751 LLO 3251 S{0.2031251 jj
.i.
( )-----
!_ \ 5.5x9
Span=12.667 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Uniform Load: 0=0.0150, L=0.040, S=0.0250 ksf, Tributary Width=8.125 ft
DESIGN SUMMARY Desi•n OK
Maximum Bending Stress Ratio = 0.612 1 Maximum Shear Stress Ratio = 0.288 : 1
Section used for this span 5.5x9 Section used for this span 5.5x9
fb:Actual = 1,678.90psi fv:Actual = 87.80 psi
FB:Allowable = 2,745.41 psi Fv:Allowable = 304.75 psi
Load Combination +D+0.750L+0,750S+H Load Combination +D+0.750L+0.750S+H
Location of maximum on span = 6.333ft Location of maximum on span = 0.000 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 i
Maximum Deflection
Max Downward Transient Deflection 0.331 in Ratio= 458
Max Upward Transient Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection 0.528 in Ratio= 287
Max Upward Total Deflection 0.000 in Ratio= 0<240
Vertical Reactions Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 2.058 2.058
Overall MINimum 0.772 0.772
0 Only 0.772 0.772
L Only 2.058 2.058
S Only 1.286 1,286
1 Project Title:1 I f,c ' VII E1J, Project eTitle: Project ID:
I
, ._ - Consulting Engineers
Structural Engineering
Wood Column File=Z:1projecls12015PR•1tf5169P-1lponsness.ec6
ENERCALC.INC.1983-2015,Bulld:6.15.1.19,Ver.6.15.1.19 '
Lfc.#:KW-06005643 Licensee:HAYDEN CONSULTING ENGINEERS
Description: Upper Deck
Code References
Calculations per 2012 NDS, IBC 2012,CBC 2013,ASCE 7-10
Load Combinations Used :ASCE 7-10
General Information
Analysis Method: Allowable Stress Design Wood Section Name 4x6
End Fixities Top& Bottom Pinned Wood Grading/Manuf. Graded Lumber
Overall Column Height 9.0 ft Wood Member Type Sawn
(Used for non-slender calculations) Exact Width 3.50 in Allow Stress Modification Factors
Wood Species Douglas Fir-Larch Exact Depth
Wood Grade No.1 5.250 in Cf or Cv for Bending 1.0
Fb Tension 1,200.0 psi Fv 170.0 psi Area 19,25 inA2 Cf or Cv for Compression 1.0
p p lx 266.93 inA4 Cf or Cv for Tension 1.0
Fb-Compr 1,200.0 psi Ft 825.0 psi iy 68.78 inA4 Cm:Wet Use Factor 1.0
Fc-Pill 1,000.0 psi Density 32.210 pcf Incising Factors: Ct:Temperature Factor 1.0
Fc-Perp 625.0 psi for Bending 0.80 Cfu:Flat Use Factor 1.0
E:Modulus of Elasticity... x-x Bending y-y Bending Axial for Elastic Modulus 0.95 Kf:Built-up columns 1.0 NOS 15 3.2
Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? No(nom-gib only)
Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns
X-X(width)axis: Unbraced Length for X-X Axis buckling=9.0 ft,K=1.0
Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=9.0 ft,K=1.0
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Column self weight included: 38.753 lbs*Dead Load Factor
AXIAL LOADS. ..
Axial Load at 9.0 ft,D=1.50,L=3.820,S=2.40k
- DESIGN SUMMARY
Bending&Shear Check Results
PASS Max.Axial+8ending Stress Ratio = 0.7910:1 Maximum SERVICE Lateral Load Reactions..
Load Combination +D+0.750L+0.750S+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k
Governing NOS Forumla 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 0.0 in at 0.0 ft above base
Applied Axial 6.204 k for load combination: n/a
Applied Mx 0.0 k-ft psi Along X-X 0.0 in at 0.0 It above base
Fc:Allowable 426.830 psi
Applied My 0.0 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 +0.600+0.70E+0.60H Cf or Cv:Size based factors 1.000 1.000
Location of max.above base 9.0 ft
Applied Design Shear 0.0 psi
Allowable Shear 217.60 psi
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Engineering _ __ JOB No 15 ti ill
(503) 968-9994 p (503) 968-8444 f _ SHEET G� OF
Project Title:
HJ 'iJE1J Engineer: Project ID:
r:- - Consulting Lngineers
3tructuraL Lngineering
Wood Beam — — File=Z apraects12015PR-1)15169P-1lponsness.ec6
ENERCALC.INC.1983.2016 Build:6.15.1.19.Ver:6.15.1.19
Lie.#: KW-06005543 Licensee:HAYDEN CONSULTING ENGINEERS
Description: Lower Deck Joists
CODE REFERENCES
Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10
Load Combination Set:ASCE 7-10
Material Properties _
Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity
Load Combination ASCE 7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0ksi
Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi
Wood Species :Douglas Fir-Larch Fc-Perp 625.0 psi
Wood Grade :No.2 Fv 180.0 psi
Ft 575.0 psi Density 32.210pcf
Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Repetitive Member Stress Increase
D(0 03)L(0 0 8)S(0 05) i
A A
2x10
Span=9.750 It
Applied Loads Service loads entered. Load Factors will be applied for calculations
Uniform Load: D=0.0150, L=0.040, S=0.0250 ksf, Tributary Width=2.0 ft
DESIGN SUMMARY Desi•n OK
Maximum Bending Stress Ratio = 0.811: 1 Maximum Shear Stress Ratio = 0.344 : 1
Section used for this span 2x10 Section used for this span 2x10
fb:Actual = 849.94 psi fv:Actual = 56.90 P si
FB:Allowable = 1,047.42 psi Fv:Allowable = 165.60 psi I
Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H
Location of maximum on span = 4.875ft Location of maximum on span = 9.003 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward Transient Deflection 0.109 in Ratio= 1075
Max Upward Transient Deflection 0.000 in Ratio= 0 <360
Max Downward Total Deflection 0.173 in Ratio= 674 ;
Max Upward Total Deflection 0.000 in Ratio= 0<240
Vertical Reactions Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 0.390 0.390
---- ----- ---
Overall MINimum 0.146 0.146
D Only 0.146 0.146
L Only 0.390 0.390
S Only 0.244 0.244
1.
IIA\ ,0Proje, D E1II Engineer: Project ID:
Project Descr:
. Consulting Engineers
otructural Engineering
. I Wood Beam File=Llprojecls 12015PR-1115169P-1tponsrress.ec6
ENERCALC,INC.1983-2015 Build:6.15.1.19,Ver:6.15.1.19
Lic.#'KW-06005543 Licensee:HAYDEN CONSULTING ENGINEERS
Description: Lower Deck Beam
CODE REFERENCES
Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10
Load Combination Set:ASCE 7-10
Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity
Load Combination ASCE 7-10 Fb Compr 900.0 psi Ebend-xx 1,600.Oksi
Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi
Wood Species : Douglas Fir- Larch Fc Perp 625.0 psi
Wood Grade : No.2 Fv 180.0 psi
Ft 575.0 psi Density 32.210pcf
Beam Bracing : Completely Unbraced
D(0.075)L(0.2)$10.125) 11
6x12
Span=12.667 ft
Applied Loads Service loads entered.Load Factors will be applied for calculations
Uniform Load: D=0.0150, L=0.040, S=0,0250 ksf, Tributary Width=5.0 ft
DESIGN SUMMARY Desi.n OK
'Maximum Bending Stress Ratio = 0.767. 1 Maximum Shear Stress Ratio = 0.247 : 1
Section used for this span 6x12 Section used for this span 6x12
fb:Actual = 632.82 psi fv:Actual = 40.89 psi
FB:Allowable = 824.97 psi Fv:Allowable = 165.60 psi
Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H
Location of maximum on span = 6.334ft Location of maximum on span = 11.742ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward Transient Deflection 0.110 in Ratio= 1382
Max Upward Transient Deflection 0.000 in Ratio= 0 <360
Max Downward Total Deflection 0.175 in Ratio= 867
Max Upward Total Deflection 0.000 in Ratio= 0 <240
Vertical Reactions Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overau MAXimum 1.267 1.267
Overall MINimum 0.475 0.475
D Only 0.475 0.475
L Only 1.267 1.267
S Only 0.792 0.792
•
Structural. Engineering
Wood Column File•Z:1projecls 12015PR-1115169P-1lponsness.ec6
ENERCALC,INC.1953-2015,Build:6.15.1.19,Ver:6.15.1.19
Lic.#: KW-06005543 Licensee:HAYDEN CONSULTING ENGINEERS
Description Deck Post-Continuous
Code References
Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10
Load Combinations Used :ASCE 7-10
General Information
Analysis Method: Allowable Stress Design Wood Section Name 6x6
End Fixities Top& Bottom Pinned Wood Grading/Manuf. Graded Lumber
Overall Column Height 18.0 ft Wood Member Type Sawn
(Used for non slender calculations) Exact Width 5,5Q In Allow Stress Modification Factors
Wood Species Douglas Fir-Larch Exact Depth 5.50 in Cf or Cv for Bending 1.0
Wood Grade No.1
Fb Tension 1,200.0 psi Fv 170.0 psi Area 30.250 102 Cf or Cv for Compression 1.0
Ix 76,255 inA4 Cf or Cv for Tension 1.0
Fb-Compr 1,200.0 psi Fl 825.0 psi ly 76.255 InA4 Cm:Wet Use Factor 1.0
Fc-Pill 1,000.0 psi Density 32.210 pcf Incising Factors: Ct:Temperature Factor 1.0
Fc-Perp 625.0 psi for Bending 0.80 Cfu:Flat Use Factor 1.0
E:Modulus of Elasticity... x-x Bending y-y Bending Axial for Elastic Modulus 0 95 Kf:Built-up columns 1.0 NOS 153.2
Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? No(nou-yre only)
Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns:
X-X(width)axis: Lu for X-X Axis buckling:8 ft,K=1.0
Y-Y(depth)axis: Lu for Y-Y Axis buckling:8 ft.K=1.0
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Column self weight included: 121.794lbs'Dead Load Factor
AXIAL LOADS. . .
Axial Load at 18.0 ft, D= 1.432,L=3.818,S=2.386 k
• Axial Load at 8.0 ft,D=0.90,L=2.40 k
. DESIGN SUMMARY
Bending&Shear Check Results
PASS Max,Axial+Bending Stress Ratio = 0.4634:1 Maximum SERVICE Lateral Load Reactions..
Load Combination +D+L+H Top along Y-Y 0,0 k Bottom along Y-Y 0.0 k
Governing NDS Forumla Comp Only, fc/Fc' Top along X-X 0.0 k Bottom a'ong X-X 0.0 k
Location of max.above base 18.0 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 8.550 k for load combination: n/a
Applied Mn 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base
Applied My 0.0 k-ft
Fc:Allowable 609.96 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 A-0,600+0.70E+0.60H Cf or Cv:Size based factors 1.000 1.000
Location of max.above base 18.0 ft
Applied Design Shear 0.0 psi
Allowable Shear 217.60 psi
' 5/27/2015 Design Maps Summary Report
IN MS Design Maps Summary Report
User-Specified Input
Report Title Ponsness
Wed May 27,2015 22:51:03 UTC
Building Code Reference Document ASCE 7-10 Standard
(which utilizes USGS hazard data available in 2008)
•
Site Coordinates 45.42541°N, 122.81853°W
Site Soil Classification Site Class D - "Stiff Soil"
Risk Category I/II/III
f I I 5000m Y M \ 1\V,1
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USGS-Provided Output
Ss = 0.959 g SM5 = 1.070 g Sos = 0.714 g
Si = 0.423 g SM1. = 0.667 g S01 = 0.444 g
For information on how the SS and Si 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.
MCEe Response Spectrum Design Response Spectrum
1.10 0.72
0.11 0.64
0.99
0.56
0.77
.+ 0.49
\\N.."''\........s.............._.....
� 0.66 pi
a 0.55 I H 0.40
0.44 0'32
0.33 0.24
0.22 0.16
0.11 0.09
0.00 0.00 I I $ 1 I I I I I I
0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 1.60 1.90 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)
For PGAM, T„ CRS, and CR1 values, please view the detailed report.
http://ehp3-earthquake.wr.usgs.gov/designmaps/us/summary.phOtempate=minimal&latitude=45.42540588Jongitude=-122.81853068&siteclass=3&riskcategory... q$2 9
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•
Chapter 5 Mechanical Properties of Wood
• Table 5-5b.Mechanical properties of some woods Imported Into the United States other than Canadian Imports
(inch-pound)'-con.
Static bending Corn-
.
Modulus Modulus Work to pression Shear Side
of of maximum parallel parallel hard-
Common and botanical Moisture Specific rupture elasticity load to grain to grain ness Sample
names of species content gravity (lbf in-2) (x 1061bf in-2) (in-lbf in-3) (lbf in-2) (lbf in-2) (lbt) originb
Ilomba(Pycnanthus Green 0.4 5,500 1.14 - 2,900 840 470 AF
angolensis) 12% 9,900 1.59 - 5,550 1,290 610
Ipe(Tabebuia spp., Green 0.92 22,600 2.92 27.6 10,350 2,120 3,060 AM
lapacho group) 12% 25,400 3.14 22 13,010 2,060 3,680
Iroko(Chlorophora spp.) Green 0.54 10,200 1.29 10.5 4,910 1,310 1,080 AF
12% 12,400 1.46 9 7,590 1,800 1,260
Jarrah(Eucalyptus marginate) Green 0.67 9,900 1.48 - 5,190 1,320 1,290 AS
12% - 16,200 1.88 - 8,870 2,130 1,910
Jelutong(Dyera costulata) Green 0,36 5,600 1.16 5.6 3,050 760 330 AS
15% 7,300 1.18 6.4 3,920 840 390
Kaneelhart(Licaria spp.) Green 0.96 22,300 3.82 13.6 13,390 1,680 2,210 AM
12% 29,900 4.06 17 5 17,400 1,970 2,900
Kapur(Dryobalanops spp.) Green 0.64 12,800 16 15.7 6,220 1,170 980 AS
12% 18,300 1.88 18.8 10,090 1,990 1,230
Karri(Eucalyptus diversicolor) Green 0.82 11,200 1.94 11.6 5,450 1,510 1,360 AS
12% 20,160 2.6 25.4 10,800 2,420 2,040
Kempas(Koompassia Green 0.71 14,500 2.41 12.2 7,930 1,460 1,480 AS
malaccensis) 12% 17,700 2.69 15.3 9,520 1,790 1,710
Keruing(Dipterocarpusspp.) Green 0.69 11,900 1.71 13.9 5,680 1,170 1,060 AS
12% 19,900 2.07 23.5 10,500 2,070 1,270
Lignumvitae(Guaiacum spp.) Green 1.05 - - - --- - AM
12% - - - 11,400 - 4,500
Limba(Terminalia superba) Green 0.38 6,000 0 77 7.7 2,780 880 400 AF
12% 8,800 1.01 8.9 4,730 1,410 490
Macawood(Platymiscium spp.) Green 0.94 22,300 3.02 - 10,540 1,840 3,320 AM
' 12% 27,600 3.2 - 16,100 2,540 3,150
• Mahogany,African(Khaya spp.) Green 0.42 7,400 1 15 7.1 3,730 931 640 AF
12% 10,700 1.4 8.3 6,460 1,500 830
Mahogany,true Green 0.45 9,000 1.34 9.1 4,340 1,240 740 AM
(Swietenia macrophylla) 12% - 1 1,500 7.5 6,780 1,230 800
Manbarklak(Eschweilera spp.) Green 0.87 17,100 2.7 17.4 7,340 1,630 2,280 AM
12% 26,500 3.14 33.3 11,210 2,070 3,480
Manni(Symphonia globulifera) Green 0.58 11,200 1 96 11.2 5,160 1,140 940 AM
12% 16,900 2.46 16.5 8,820 1,420 1,120
Marishballi(Lincania spp.) Green 0.88 17,100 2.93 13.4 7,580 1,620 2,250 AM
12% 27,700 3.34 14.2 13,390 1,750 3,570
Merbau(frusta spp.) Green 0.64 12,900 2.02 12.8 6,770 1,560 1,380 AS
15% - 16,800 2.23 14.8 8,440 1,810 1,500
Mersawa(Anisoptera spp.) Green 0.52 8,000 1.77 - 3,960 740 880 AS
12% 13,800 2.28 - 7,370 890 1,290
Mora(Mora spp.) Green 0.78 12,600 2.33 13.5 6,400 1,400 1,450 AM
12% 22,100 2.96 18.5 11,840 1,900 2,300
Oak(Quercus spp.) Green 0.76 - -- - - - - AM
12% 23,000 3 02 16.5 - - 2,500
Obeche(Triplochiton Green 0.3 5,100 0.72 6.2 2,570 660 420 AF
scleroxylon) 12% 7,400 0.86 6.9 3,930 990 430
5-23
\-5
Table 4-4b. Mechanical properties of some commercially important woods grown in Canada and imported into the
United States(inch-pound)'
Static bending Compression Compression Shear
Common species Moisture Specific Modulus of Modulus of etas- parallel to perpendicular parallel to
names content gravity rupture(lbf/in2) betty(x106lbf/in2) grain (lbf/in2) to grain(lbffin2) grain(lbf/in2)
Hardwoods
Aspen
Quaking Green 0.37 5,5(X) 131 2,350 200 720
12% 9,800 1.63 5,260 510 980
Bigtooth Green 039 5300 1.08 2,390 210 790
12% 9,500 1.26 4,760 470 1,100
Cottonwood
Balsam,poplar Green 0.37 5,000 1.15 2,110 180 670
12% 10,100 1.67 5,020 420 890
Black Green 0,30 4,100 0.97 1,860 1(X) 560
12% 7,100 128 4,020 260 860
Eastern Green 0.35 4,700 0.87 1,970 210 770
12% 7,500 1.13 3,840 470 1,160
Softwoods
Cedar
Northern white Green 0.30 3,900 0.52 1,890 200 660
12% 6,100 0.63 3,590 390 1,000
Western redcedar Green 0.31 5,300 1.05 2,780 280 700
12% 7,800 1.19 4,290 500 810
Yellow Green 0.42 6,600 1.34 3,240 350 880
12% 11,600 181 6,640 690 1,340
Douglas-fir Green 0.45 7 7,500 1..61 3,610 460 920
12% 12,800 7260 870 1,380
Fir
Balsam Green 0.34 5,300 1.13 2,440 240 680
12% 8,500 1.40 4,980 460 910
Pacific silver Green 0.36 5,500 1.35 i 2,770 230 710
12% 10,000 1.64 5,930 520 1,190
- Subalpine Green 0.33 5,200 1.26 2,500 260 680
12% 8,200 1.48 5,280 540 980
Hemlock
Eastern Green 0.40 6,800 127 3,430 400 910
- 12% 9,700 1.41 5,970 630 1,260
Western Green 0.41 7,000 1.48 3,580 370 750
12% 11,800 1.79 6,770 660 940
Larch,western Green 0.55 8,700 1.65 4,420 520 920
12% 15,500 2.08 8,840 1,060 1,340
Pine
Eastern white Green 0.36 5,100 1.18 2,590 240 640
12% 9,500 1.36 5,230 490 880
Jack Green 0.42 6,300 1.17 2,950 340 820
12% 11,300 1.48 5,870 830 1,190
Lodgepole Green 0.40 5,600 1.27 2,860 280 720
12% 11,000 1.58 6,260 530 1,240
Ponderosa Green 0.44 5,700 1.13 2,840 350 720
12% 10,600 1.38 6,130 760 1,020
Red Green 0.39 5,000 1.07 2,370 280 710
12% 10,100 1.38 5,500 720 1,090
Western white Green 0.36 4,800 1.19 2,520 240 650
12% 9300 1.46 5,240 470 920
Spruce
Black Green 0.41 5,900 1.32 2,760 300 800
12% 11,400 1.52 6,040 620 1,250
Engelmann Green 0.38 5,700 1.25 2,810 270 700
12% 10,100 1.55 6,150 540 1,100
Red Green 0.38 5,900 1.32 2,810 270 810
12% 10,300 1.60 5,590 550 1,330
Sitka Green 0.35 5,400 1.37 2,560 290 630
12% 10,100 1.63 5,480 590 980
White Green 0.35 5,100 1.15 2,470 240 670
12% 9,100 1.45 5,360 500 980
Tamarack Green 0.48 6,800 124 3,130 410 920
12% 11,000 1.36 6,510 900 1,300
•
. 'Results of tests on small,dear,straight-grained specimens.Property values based on ASTM Standard D2555-.88.Information on additional
properties can be obtained from Department of Forestry,Canada,Publication No.1104.For each species,values in the first line are from
- tests of green material;those in the second line are adjusted from the green condition to 12%moisture content using dry to green clear wood
property ratios as reported in ASTM D2555-88.Specific gravity is based on weight when ovendry and volume when green.
4-15
rm