Specifications (8) li.g 7ST(21.1.J‘c ct.,5"---7160(e),et-st,c)1,._7 7.1,4,,, ,i,lit, ..,4,,L,,,i .4, :j.,,,,,,i,,,
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Structural Calculations y�7i,,.71V,
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for
New Deck at
13376 SW Ascension Dr
Tigard, Oregon
April 22, 2015
DESIGN PARAMETERS
2014 Oregon Residential Specialty Code
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Scope of Work:
These calculations pertain to one (1) new deck that attaches to an existing
residence.This scope of work does not include any analysis of the existing
structure.
By: sr Date:
• 1111 ,HA o o EN
CortsuLtin4 F n ineer Chk: Date:
9 s
J' tructural. Engineering Job #: 15134
(503)968-9994(phone) (503) 968-8444(fox)
Sheet: Of:
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(503) 968-9994 p (503) 968-8444 f {
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1 �� Project Title:
IHIA! 1 m E1I Engineer: Project ID:
Project Descr:
- Consulting Lngineers
otructural .ngineering
iWood Beam File=z;tproreds12015PR-1a15134s-Ilsmieser.ec6
ENERCALC,INC,1983.2015,Bu kt615.1.19,Ver:6.15.1.19
Lic.#: KW-06005543 Licensee-: HAYDEN CONSULTING ENGINEERS
Description: 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 850.0 psi E:Modulus of Elasticity
Load Combination ASCE 7-10 Fb-Compr 850.0 psi Ebend-xx 1,300.0ksi
Fc-Pill 1,300.0 psi Eminbend-xx 470.0 ksi
Wood Species : Hem Fir Fc-Perp 405.0 psi
Wood Grade :No.2 Fv 150.0 psi
Ft 525.0 psi Density 27.70 pcf
Beam Bracing : Completely Unbraced Repetitive Member Stress Increase
{ i D(0.0199)L(0.0532) i �D(0.015)L(0.04)
x. ' t
2x10 2x10
Span=12.0 ft Span=3.0 ft
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Load for Span Number 1
Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=1.330 ft
Load for Span Number 2
Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=1,0 ft
DESIGN SUMMARY
Desi•n OK
Maximum Bending Stress Ratio = 0.912 1 Maximum Shear Stress Ratio = 0.365 : 1
Section used for this span 2x10 Section used for this span 2x10
1b:Actual = 670.86 psi iv:Actual = 43.85 psi
FB:Allowable = 735.59 psi Fv:Allowable 120.00 psi
Load Combination +D+L+H Load Combination +D+L+H
Location of maximum on span = 5.698ft Location of maximum on span - 11.263 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward Transient Deflection 0.182 in Ratio= 791
j Max Upward Transient Deflection -0.126 in Ratio= 570
Max Downward Total Deflection 0.250 in Ratio= 575
Max Upward Total Deflection -0.174 in Ratio= 414
i
i
— Vertical Reactions Support notation:Far left is#1 Values In KIPS
Load Combination
Support 1 Support 2 Support 3
Overall MA�Cmum 0.304 0.434
_ --_._---_--- —A__ — —___.. -------
Overall MINimum 0.114 0.170
D Only 0.114 0.170
L Only 0.304 0.454
S Only
� Project TitlI 'Ai'D Engineer: Project ID:
' Consulting-ngineers Project Des°r:
. 3tructuraL Lngineering
Wood Beam File=Z`prtyects12015PR-1ti151343-1tsxsdeser;ec6
ENERCALC,INC 1983-2015,Build:615.1_19,Ver.8.15.1.19
Lic.# : KW-06005543 Licensee: HAYDEN CONSULTING ENGINEERS
Description: main beams
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 675.0 psi E:Modulus of Elasticity
Load Combination ASCE 7-10 Fb-Compr 675.0 psi Ebend-xx 1,100.0 ksi
Fc-Pill 500.0 psi Eminbend-xx 400.0 ksi
Wood Species : Hem Fir Fc-Perp 405.0 psi
Wood Grade No.2 Fv 140.0 psi
Ft 350.0 psi Density 27.70 pcf
Beam Bracing : Completely Unbraced
D(0.135)L(0.38) + i D(0.1425)L(0.38)lir * *
•
3 n�,t, u jr‘
r A6x10 8x10
I Span=8.0ft Span=3.0ft
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Load for Span Number 1
Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=9.0 ft
Load for Span Number 2
Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=9.50 ft
DESIGN SUMMARY Desi ii n OK
Maximum Bending Stress Ratio = 0.7731 Maximum Shear Stress Ratio = 0.486 : 1
Section used for this span 6x10 Section used for this span 6x10
fb:Actual = 416.53 psi fv:Actual = 54.48 psi
FB:Allowable = 539.06psi Fv:Allowable = 112.00si
Load Combination +D+L+H Load Combination +D+L+H p
Location of maximum on span = 3.397ft Location of maximum on span = 7.240ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward Transient Deflection 0.053 in Ratio= 1816
Max Upward Transient Deflection -0.023 in Ratio= 3094
Max Downward Total Deflection 0.073 in Ratio= 1320
Max Upward Total Deflection -0.032 in Ratio= 2250
Vertical Reactions Support notation Far left is#1 Values In KIPS
Load Combination Support 1 Support 2 _ . Support 3
Overall MAXimum 1.226 2.794 _. ._
Overall MINimum 0.460 1.048
D Only 0.460 1.048
L Only 1.226 2.794
S Only
J
.. 1-1. 1W,ILItEIEN11 Project Title:
Engineer: Project ID:
Project Descr:
Consulting Lngineers
- Structural Lngineering
Wood Beam File Z\projects12015PR-1115134S-115mleser.ec6
ENERCALC,INC.1983.2015,Build:6.15.1.19,Ver:6.15.1.19
Lic.#: KW-06005543 Licensee : HAYDEN CONSULTING ENGINEERS
Description: landing beams
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 850.0 psi E:Modulus of Elasticity
Load Combination ASCE 7-10 Fb-Compr 850,0 psi Ebend-xx 1,300.0ksi
Fc-Pr1l 1,300.0 psi Eminbend-xx 470.0 ksi
Wood Species :Hem Fir Fc Perp 405.0 psi
Wood Grade :No.2 Fv 150.0 psi
Ft 525.0 psi Density 27.70pcf
Beam Bracing : Completely Unbraced
D(0.071)140 2) t
t +r
'''Ili"[ ' d' f }' 4 E t
A \\A ,
I
Span=7.50 ft
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=5.0 ft
DESIGN SUMMARY Desi.n OK
Maximum Bending Stress Ratio = 0.860 1 Maximum Shear Stress Ratio = 0.426 : 1
Section used for this span 4x8 Section used for this span 4x8
tb:Actual = 756.75 psi fv:Actual = 51.17 psi
FB:Allowable = 880.01 psi Fv:Allowable = 120.00 psi
Load Combination +D+L+H Load Combination +D+L+H
Location of maximum on span = 3,750ft Location of maximum on span = 6.898 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward Transient Deflection 0.104 in Ratio= 862
Max Upward Transient Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection 0.143 in Ratio= 627
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 0.750 0.750
Overall MINimum 0.281 0,281
D Only 0.281 0.281
L Only 0.750 0.750
S Only
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BY ( DATE 412-1,1l�
n a o EN
Consulting EO��
ngineers I
CrC Ar REV DATE
- 5tructuraL Engineering JOB NO.-._Er"?
(503) 968-9994 p (503) 968-8444 f SHEET GJ OF
(� Project Title:
. . ILI ]IIJflENI( Engineer: Project ID:
Project Descr:
-- Consulting Engineers
.3tructuraL Engineering
Wood Column File==Z:lproJec1s12015PR-11151345-1lsmleser,ec6 '
ENERCALC,INC,1983.2015,Build:6.15.1.19,Vec6.15.1.19
Lic.#:KW-06005543 Licensee: HAYDEN CONSULTING ENGINEERS
Description: landing column
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 4x4
End Fixities Top&Bottom Pinned Wood GradinglManuf. Graded Lumber
Overall Column Height 5.0 ft Wood Member Type Sawn
(Used for non-slender calculations)
Wood Species Hem Fir Exact Width 3.50 in Allow Stress Modification Factors
Wood Grade No.2 Exact Depth 3.50 in Cf or CV for Bending 1.50
Fb Tension 575 psi RI 140 psi Area 12.250 in^2 Cf or Cv for Compression 1.150
lx 12.505 in^4 Cf or Cv for Tension 1.50
Fb Compr 575 psi Ft 375 psi ly 12.505 In^4 Cm:Wet Use Factor 1.0
Fc-PrIl 575 psi Density 27.7 pd Incising Factors: Ct:Temperature Factor 1.0
Fc-Perp 405 psi
E:Modulus of Elasticity... x-x Bending y-y Bending Axial for Bending 0.80 Cfu:Flat Use Factor 1.0
for Elastic Modulus 0.95 Kf:Built-up columns 1.0 NDS 15.3 2
Basic 1100 1100 1100 ksi Use Cr:Repetitive 7 No(tori-gln rely)
Minimum 400 400 Brace condition for deflection(buckling)along columns:
X-X(width)axis: Unbraced Length for X-X Axis buckling=5.0 ft,K=1.0
Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=5.0 ft,K=1.0
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Column self weight included: 11.782 lbs*Dead Load Factor
AXIAL LOADS. ..
Axial Load at 5.0 ft,D=0.2850,L=0.750 k
DESIGN SUMMARY
Bending&Shear Check Results
PASS Max.Axial+Bending Stress Ratio = 0.1844:1 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 along X-X 0.0 k
Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections,..
At maximum location values are... AlongY-Y
Applied Axial 1.047 k 0.0 in at 0.0 ft above base
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 463.454 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 Cf or Cv:Size based factors 1.500 1.150
Location of max.above base 5.0 ft
Applied Design Shear 0.0 psi
Allowable Shear 112.0 psi
\( f
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ect Title:
l Enneer Project ID:
Proct
.III Consulting engineers
Structural Lngineering
Wood Beam File=Z;\projects12015PR-11151345-118mieser,ec6
ENERCALC,INC,1983-2015,Fluild:6.15.1.19,Var$.15.1.19
Lic.#: KW-06005543 Licensee: HAYDEN CONSULTING ENGINEERS
Description: step down ledger 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 850 psi E:Modulus of Elasticity
Load Combination ASCE 7-10 Fb-Compr 850 psi Ebend-xx 1300ksi
Fc-PrIl 1300 psi Eminbend-xx 470 ksi
Wood Species •Hem Fir Fc-Perp 405 psi
Wood Grade :No.2 Fv 150 psi
Ft 525 psi Density 27.7pcf
Beam Bracing : Beam is Fully Braced against lateral-torsion buckling
.0091.02a
rr
j
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A
2-2x10
Span=3.0 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=6.0 ft
DESIGN SUMMARY Desin OK
Maximum Bending Stress Ratio = 0.111: 1 Maximum Shear Stress Ratio = 0.087 : 1
Section used for this span 2-2x10 Section used for this span 2-2x10
fb:Actual = 104.13psi fv:Actual = 13.09 psi
FB:Allowable = 935,00 psi Fv:Allowable = 150.00 psi
Load Combination +D+L+H Load Combination +D+L+H
Location of maximum on span = 1.500ft Location of maximum on span = 0.000 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward Transient Deflection 0.002 in Ratio= 21047
Max Upward Transient Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection 0.002 in Ratio= 15307
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
U,-3fiO 0.360
Overall MINimum 0.135 0.135
D Only 0.135 0.135
L Only 0.360 0.360
S Only
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Consulting �.ngineers
• .3tructural L ngineering JOB NO '-a I
(503)968=9994 p (503) 968-8444 f SHEET '-4-- of
4/22/2015 Design Maps Summary Report
. (, S Design Maps Summary Report
liz
User-Specified Input
Report Title smelser deck
Wed April 22,2015 16:24:18 UTC
Building Code Reference Document ASCE 7-10 Standard
(which utilizes USGS hazard data available in 2008)
Site Coordinates 45.42496°N, 122.82336°W
Site Soil Classification Site Class D - "Stiff Soil"
Risk Category I/II/III
t.. 2ro7 err ��.r•yre ��
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Farmington 'fir
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USGS-Provided Output
SS = 0.958 g SMS = 1.070 g SDs = 0.713 g
S1 = 0.423 g SM1 = 0.667 g S01 = 0.445 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.
MCER Response Spectrum Design Response Spectrum
1.10 0.72
0.99 0.64
0.56
0.09
0.77
^ 0.40
S. 0.66
N
0.44 0.55 0.40
to 0.32
0.33 0.24
0.22 0.16
0.11 0.06
0.00 0.00
0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 1.60 1.00 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.
Sht1pJ/ehp4-earthquake.cr.usgs.govidesignmaps/us/stanmary.php?template=minimal&latitude=45.4249833&longitude=-172.8233644&siteclass=3&riskcategory... 027
M.:
, Project Title:
Hil { m EIJ Engineer: Project ID:
Project Descr:
' • II i Consulting Lngineers
Structural. Engineering
Wood Column File=Z.1projects12015PR-1115134S-fsmieser.ec6 -
ENERCALC.INC.1983-2015,Build:6.15.1.19,Ver:6.15.1.19
Lica#:KW-06005543 Licensee: HAYDEN CONSULTING ENGINEERS
Description: posts
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 6x8
End Fixities Top Free, Bottom Fixed Wood GradinglManuf. Graded Lumber
Overall Column Height 6.0 ft Wood Member Type Sawn
(Used for non-slender calculations)
Wood Species Hem Fir Exact Width 5.50 in Allow Stress Modification Factors
Wood Grade No.2 Exact Depth 7.50 in Cf or Cv for Bending 1.0
Fb Tension 575.0 psi Fv 140.0 psi Area 41.250 in42 Cf or Cv for Compression 1.0
Ix 193.359 inM Cf or Cv for Tension 1.0
Fb-Compr 575.0 psi Ft 375.0 psi ly 103.984 inM Cm:Wet Use Factor 1,0
Fc-Prll 575.0 psi Density 27.70 pcf Incising Factors: Ct:Temperature Factor 1.0
Fc Perp 405.0 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 NDS 15.3 2
Basic 1,100.0 1,100.0 1,100.0 ksi Use Cr:Repetitive 1 No(non-gib only]
Minimum 400.0 400.0 Brace condition for deflection(buckling)along columns:
X-X(width)axis: Unbraced Length for X-X Axis buckling=6.0 ft,1<=2,1
Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=6.0 ft,K=2.1
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Column self weight included:47.609 lbs*Dead Load Factor
AXIAL LOADS.. .
Axial Load at 6.0 ft,D=1.050,L=2.80 k
BENDING LOADS...
Lat.Point Load at 6.0 ft creating Mx-x,E=0.730 k
DESIGN SUMMARY
Bending&Shear Check Results
FAIL Max.Axial+Bending Stress Ratio = 1.016:1 Maximum SERVICE Lateral Load Reactions..
Load Combination +D+0.70E+H Top along Y-Y 0.0 k Bottom along Y-Y 0.730 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 0.0 ft Maximum SERVICE Load Lateral Deflections...
At maximum location values are,,, Along Y-Y 0.4472 in at 6.0 ft above base
Applied Axial 1.098 k for load combination: E Only
Applied Mx -3.066 k-ft
Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base
Fc:Allowable 363.893 psi for load combination:n/a
Other Factors used to calculate allowable stresses...
PASS Maximum Shear Stress Ratio= 0.06913:1 Bending Compression Tension
Load Combination +D+0,70E+H Cf or Cv:Size based factors 1.000 1.000
Location of max.above base 5.960 ft
Applied Design Shear 18.582 psi
Allowable Shear 179.20 psi
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.i LCOnsUtting c_ngineer5 REV DATE.
- -Structural Engineering JOB NO _
'503) 968-9994 p (503) 968-8444 f SHEET h OF
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Project Title:
,: , f , EIJ Engineer: Project ID:
Project Descr:
Consulting Engineers
5tructuraL E.nyineeriny
Wood Column Flle 2 Zlprojects12015PR-1115134S-1lsmleser.ec6
ENERCALC,INC.1983-2015,Build:6.15.1.19,Ver.6.15.1.19
Lic.#: KW-06005543 Licensee: HAYDEN CONSULTING ENGINEERS
Description: knee brace
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 2x6
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) Exact Width
Wood Species Hem Fir 1.50 in
Allow Stress Modification Factors
Wood Grade No.2 Exact Depth 5.50 in Cf or Cv for Bending 1.30
Fb-Tension 575.0 psi Fv 140.0 psi Area 8.250 in^2 Cf or Cv for Compression 1.10
Ix 20.797 in^4 Cf or Cv for Tension 1.30
Fb-Compr 575.0 psi Ft 375.0 psi ly 1.547104 Cm:Wet Use Factor 1,0
Fc-Pill 575.0 psi Density 27.70 pcf Incising Factors: Ct:Temperature Factor 1.0
Fc-Perp 405.0 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 NDS 15 3 2
Basic 1,100.0 1,100.0 1,100.0 ksi Use Cr:Repetitive? No(non-gin only)
Minimum 400.0 400.0 Brace condition for deflection(buckling)along columns:
X-X(width)axis: Lu for X-X Axis buckling:3.5 ft,K=1.0
Y-Y(depth)axis: Lu for Y-Y Axis buckling:K=1.0
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Column self weight included:11.109 lbs*Dead Load Factor
AXIAL LOADS...
Axial Load at 7.0 ft,E=1.035 k
DESIGN SUMMARY
Bending&Shear Check Results
PASS Max.Axial+Bending Stress Ratio = 0.2469:1 Maximum SERVICE Lateral Load Reactions..
Load Combination +0+0.70E+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 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 0,7356 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 361.197 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 Cf or Cv:Size based factors 1.300 1.100
Location of max.above base 7.0 ft
Applied Design Shear 0,0 psi
Allowable Shear 179.20 psi
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- .truc-Eural Engineering JOB No_ i<a''
7',,.>'`It -...._._n_
(503) 968-9994 p (503) 968-8444 f SHEET 12.- OF_
V Project Title:
i �� .VU
E11[
II , ' Project Descr:
i Consulting Engineers
. . Structural. Engineering
Wood Beam File=Z:1p(c*ts12615f+it-11151346-1Ismleser,ec8
ENERCALC,INC.1983.2015,Build:6.15.1.19,Ver.6.15.1.19
Lic.#:KW-06005543 Licensee:HAYDEN CONSULTING ENGINEERS
Description: top of stair 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 850.0 psi E:Modulus of Elasticity ^A
Load Combination ASCE 7-10 Fb-Compr 850,0 psi Ebend-xx 1,300.0ksi
Fc-Pril 1,300,0 psi Eminbend-xx 470.0 ksi
Wood Species :Hem Fir Fc-Perp 405.0 psi
Wood Grade :No.2 Fv 150.0 psi
Ft 525,0 psi Density 27.70pcf
Beam Bracing : Completely Unbraced Repetitive Member Stress Increase
+ + 0(0.045)L(0.12) +
+ D(0.015 L(0.04)
4 i
2-2x10 A
Span=12.01
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Uniform Load D=0.0150, L=0.040 ksf, Tributary Width=1.0 ft
Uniform Load: D=0.0450, L=0.120 k/ft,Extent=3.0-->>7.0 ft, Tributary Width=1.0 ft
DESIGN SUMMARY. . Desi n OK
Maximum Bending Stress Ratio = 0.856 1 Maximum Shear Stress Ratio = 0.304 : 1 '
Section used for this span 2-2x10 Section used for this span 2-2x10
fb:Actual = 725.07 psi fv:Actual = 36.44 psi
FB:Allowable = 848.06 psi Fv:Allowable = 120.00 psi
Load Combination +D+L+H Load Combination +D+L+H
Location of maximum on span = 5.518ft Location of maximum on span = 0.000ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward Transient Deflection 0.189 in Ratio= 760
Max Upward Transient Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection 0.260 in Ratio= 553
Max Upward Total Deflection 0.000 in Ratio= 0<240 i
Vertical Reactions Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimumJ 0,520 0.440
Overall MINimum 0.195 0.165
D Only 0.195 0.165
L Only 0.520 0.440
S Only
Project Title:
ic- - t TiEngineer: Project ID:
Project Descr:
ConsultingLngineers
- . Structural Engineering
Wood Column File=Z:1projects12015PR-A15134S-1lsmieser.ec6
ENERCALC,INC.1983-2015,Build:6.15,1.19,Ver:6.15.1.19
Lic.#: KW-06005543 Licensee HAYDEN CONSULTING ENGINEERS
Description: X brace
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 2x6
End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber
Overall Column Height 9.440 ft Wood Member Type Sawn
(Used for non-slender calculations)
Wood Species Hem Fir Exact Width 1.50 in Allow Stress Modification Factors
Wood Grade No.2 Exact Depth 5.50 in Cf or Cv for Bending 1.30
Fb Tension 575.0 psi Fv 140.0 psi Area 8.250 InA2 Cf or Cv for Compression 1.10
lx 20.797 in"4 Cf or Cv for Tension 1.30
Fb-Compr 575.0 psi Ft 375.0 psi ly 1.547 inA4 Cm:Wet Use Factor 1.0
Fc-PM 575.0 psi Density 27.70 pcf Incising Factors: Ct:Temperature Factor 1.0
Fc-Perp 405.0 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 NDS 1532
Basic 1,100.0 1,100.0 1,100.0 ksi Use Cr:Repetitive 7 - No(non-gib only)
Minimum 400.0 400.0 Brace condition for deflection(buckling)along columns:
X-X(width)axis: Lu for X-X Axis buckling:4.72 ft,K=1.0
Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=9.440 ft,K=1.0
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Column self weight included:14.981 lbs*Dead Load Factor
AXIAL LOADS. . .
Axial Load at 9.440 ft,E=0.30 k
DESIGN SUMMARY
Bending&Shear Check Results
PASS Max.Axial+Bending Stress Ratio = 0.1268:1 Maximum SERVICE Lateral Load Reactions..
Load Combination +D+0,70E+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 along X-X 0.0 k
Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections..,
At maximum location values are... AlongY-Y
Applied Axial 0.2250 k 0.0 in at 0.0 ft above base
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 215.048 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 Cf or Cv:Size based factors 1.300 1.100
Location of max.above base 9.440 ft
Applied Design Shear 0.0 psi
Allowable Shear 179.20 psi
- Theledger Board
.pecks that are attached to a house require a ledger board to be fastened to the house structure, and the deck joists are
fastened to the ledger. If your deck will be free-standing and not attached to the house, skip this section and proceed to
Free-Standing Decks.
There are several methods for attaching the ledger to the house,depending on how the house was built and how high
the deck will be located relative to the house's existing floor framing.The ledger can be fastened to the house band
board (or rim joist) (Figure 5 or 6),the wall studs (Figure 7) or a concrete wall(Figure 8).You will need to verify the ex-
isting conditions before you apply for a building permit. If you can't verify the existing conditions or if they are different
from Figures 5,6,7 or 8 then a free-standing deck is required (see Free-Standing Decks).
Siding and Flashings:The siding or exterior finish system must be removed to install the ledger board against the wall
sheathing.Two layers of continuous flashing must be properly installed to prevent water from getting into the wall
where the siding has been removed. See Figure 5.The flashing material may be copper(using copper nails), stainless
steel, galvanized steel coated with 1.85 oz/sf of zinc (G-185 coating), UV-resistant plastic, or self-sealing bituminous (tar)
"peel-and-stick"flashing.The first layer is attached directly to the exterior wall sheathing starting behind and above the
bottom edge of the building paper and siding, continuing straight down the face of the wall behind the ledger board
1, (before it is installed)and end-
First layer flashing behind building ing on the outer face of the
Exterior wall sheathing , - and ledger board, and over siding exterior wall siding or foun-
(15/32" max sheathing) Second layer"Z"flashingdation below the bottom of
y over to P the ledger board. Self-sealing
Existing wall and down face of ledger board bituminous peel-and-stick
>C flashing is ideal for the first
/ i//// Decking over layer. Pre-formed Z-shaped
Existing 2X • deck joist metal flashing is ideal for the
rim (band) outer,second layer of flashing.
2X ledger, same size It is installed after the ledger
2X floor joists ias deck joist board and before the joists,
starting behind and above the
_��' Joist hanger LUS26 bottom edge of the building
(or equal) min. paper and siding, continuing
Existing wall framing , 1/2" lag screws or down vertically to the top of
or concrete wall (2) #14X4"wood screws or the ledger board, bending
(shown dashed) (2) 1/4"X4" Simpson SDS screws oot a ledgere to ota re outer face
of the board, and bend-
f (or equal) at spacing "S" ing again vertically down the
face of the ledger board at
least 1/2':
A Fig. 5:Attachment of Ledger Board to Band Board with Lag or Wood Screws
(See Fig. 12 for spacing and clearances)
Spacing"S"
Joist Span 1/2"dia.lag screws*! #14 X4"wood screws (2)Simpson SOS V4"X4" 4
0<span <8' 23" 10" 16"
8'<span<_ 10' 18" 8" 16"
10'<span <_14' 13" 6" 12"
14'<span < 16' 11" 5" 9"
*The tip of lag screw shall fully extend beyond inside face of rim joist!From table R502.2.2.1 of 2011 0RSC.
Manufactured Wood Joists(MWJs): If the existing house floor joists are MWJs,and not %A
solid-sawn lumber,you will need to submit a ledger attachment detail that is approved
by the MWJ manufacturer or a licensed engineer. Examples of MJWs areTJl, GPI and
LPI,.See Figure 4. Older homes constructed with MWJs may have a plywood band .Fig•4:MWJ profile
board, while some newer homes may have 1 1/4-inch manufactured wood rim joists.
DECK DESIGN GUIDE • 7