Specifications 0 C T 9 2018 Consulting
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Il�I � Engineers
Structural Calculations for 8414 Ashford Street Patio Cover
Job Number: 180928
Codes: 2012 IBC Amended by Oregon Structural Specialty Code
with 2014 revisions.
�0O PROF '
Date: 10-08-2018 �, \.4 G I N F �%
Location: 8414 Ashford St, Tigard, OR f
9 %OPE
Client: Besand Custom Exteriors, Inc. 1 -. 1 ' : \
1925 Church St NE
Six/Salem, OR 97317 .6, CH 13.2e�\
Phone: 971-388-3171 1 �q0 KHE
EXPIRES: 0fo/3 a/ 19
Engineer: Brad Kheyri, P.E.
MSC Engineers, Inc.
3470 Pipebend Place NE, Suite 120
Salem, OR 97301
Phone: 503-399-1399
Scope of Services: Design of the proposed patio cover for an existing
residential structure.
Contents: Design Loads 1.1 — 1.3
Patio Cover Design 2.1 —2.9
Sketches SK.1 —SK.5
LIMITATIONS:Engineer was retained in a limited capacity for this project. Design is based
upon the information provided by the client,who is solely responsible for accuracy of same. No
responsibility and/or liability is assumed by,or is to be assigned to the Engineer for items beyond
those shown on these sheets.
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MSC Engineers,Inc.
Job# 180928 Date: 10/2/2018 Sheet#
Project: 8414 Ashford Designer: BK Client: Bsand
Design Information:
Design Loads:
Dead Load(psf) Live Load(.sf)
Roof: 10 20 (Snow)
Snow Importance Factor: 1.00
Wall: 111012.
Floor: N/A r NA
Seismic Loading
Seismic: Seismic Category: D Site Class: D
Occupancy Category: II
Seismic Importance Factor: 1.00
V=(0.7 Sds is/R)W RPiywood=OEM Sds= 0.716 (see next page)
RTimber;1.5
Vmin.=(0.7*0.044 Sas IOW RGypsum= N/A
Rcmu= N/A
Rconc.=
Rsteei= N/A
Plywood Timber Gypsum CMU Conc. Steel
V= N/A 0.334 N/A N/A N/A N/A Vmin.= 0.022
H V= N/A 0334 N/A N/A N/A N/A
1 .2
10/ /2018 Design Maps Summary Report
Li Design Maps Summary Report
User—Specified Input
Report Title Ashford Patio Cover
Tue October 2, 2018 20:10:03 UTC
Building Code Reference Document 2012/2015 International Building Code
(which utilizes USGS hazard data available in 2008)
Site Coordinates 45.40796°N, 122.76358°W
Site Soil Classification Site Class D - "Stiff Soil"
Risk Category I/II/III
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USGS—Provided Output
SS = 0.963 g SMS = 1.074 g SDS = 0.716 g
Si = 0.420 g SMi = 0.663 g SD3 = 0.442 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.
NICER Response Spectrum Design.Response Spectrums
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Period,'F(see) Period,T(set)
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.
O.'
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MSC Engineers,Inc. Project Title:
3470 Pipebend PI NE,Suit 120 Engineer:
r Salem,OR 97301 Project ID:
Phone:(503)399-1399 Project Descr:
-::144,,Iik4tifffinRIA4743*.iielio www.mscengineersinc.com
Printed: 2 OCT 2018, 3:09PM
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Lic.#:-KW-06005723 ' Licensee l:MSCngineers Inc.
Description: Typ.Post,HT=8'
ode References ,, .i : z
� s
Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 _
Load Combinations Used :ASCE 7-10
General Inforn atio t _ . aiti., ,
Analysis Method: Allowable Stress Design Wood Section Name 6x6
End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber
Overall Column Height 8.0 ft Wood Member Type Sawn
(Used for non-slender calculations) Exact Width 5.50 in Allow Stress Modification Factors
Wood Species Hem Fir Exact Depth
Wood Grade No.2 5.50 in Cf or Cv for Bending 1.0
Area 30.250 in^2 Cf or Cv for Compression 1.0
Fb+ 575.0 psi Fv 140.0 psi lx 76.255 in/4 Cf or Cv for Tension 1.0
Fb- 575.0 psi Ft 375.0 psi
Fc-PrIl 575.0 psi Density 26.840 pcf ly 76.255 in^4 Cm:Wet Use Factor 1.0
Ct:Temperature Factor 1.0
Fc-Perp 405.0 psi
Cfu:Flat Use Factor 1.0
E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 NDS 15.3.2
Basic 1,100.0 1,100.0 1,100.0 ksi Use Cr:Repetitive? No
Minimum 400.0 400.0 Brace condition for deflection(buckling)along columns:
X-X(width)axis: Unbraced Length for X-X Axis buckling=8 ft,K=1.0
Y-Y(depth)axis: Unbraced Length for Y-Y Axis buckling=8.0 ft,K=1.0
,Applied Loads' " t sl, ;, ., 5,4,, Service loads entered. Load Factors will be applied for calculations.
Column self weight included:45.106 lbs*Dead Load Factor
AXIAL LOADS. . .
Axial Load at 8.0 ft, D=0.960,S=1.920 k
BENDING LOADS.. .
Lat. Point Load at 6.0 ft creating Mx-x, E=0.4260 k
DE510..N -0440.41 Y , _£ _ '7,,i,--:0 I
Bending&Shear Check Results
PASS Max.Axial+Bending Stress Ratio = 0.2180:1 Maximum SERVICE Lateral Load Reactions..
Load Combination +D+0,70E+H Top along Y-Y 0.3195 k Bottom along Y-Y 0.1065 k
Governing NDS Forumla Comp+Mxx, NDS Eq. 3.9-3 Top along X-X 0.0 k Bottom along X-X 0.0 k
Location of max.above base 5.960 ft Maximum SERVICE Load Lateral Deflections...
At maximum location values are... Along Y-Y 0.0660 in at 4.510 ft above base
Applied Axial 1.005 k for load combination: E Only
Applied Mx 0.4443 k-ft
Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base
Fc:Allowable 683.67 psi for load combination:n/a
Other Factors used to calculate allowable stresses...
PASS Maximum Shear Stress Ratio= 0.04951 :1 Bending Compression Tension
Load Combination +D+0.70E+H
Location of max.above base 8.0 ft
Applied Design Shear 11.090 psi
Allowable Shear 224.0 psi
1 ,Load ComNOW rfiiesults._ , �
Maximum Axial+Bending Stress Ratios Maximum Shear Ratios
Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location
+D+H 0.900 0.874 0.07347 PASS 0.0ft 0.0 PASS 8.0ft
+D+L+H 1.000 0.856 0.06748 PASS 0.0ft 0.0 PASS 8.0ft
+D+Lr+H 1.250 0.810 0.05706 PASS 0.0ft 0.0 PASS 8.0ft
+D+S+H 1.150 0.829 0.1764 PASS 0.0ft 0.0 PASS 8.0ft
+D+0.750Lr+0.750L+H 1.250 0.810 0.05706 PASS 0.0ft 0.0 PASS 8.0ft
+D+0.750L+0.750S+H 1.150 0.829 0.1475 PASS 0.0 ft 0.0 PASS 8.0 ft
+D+0.60W+H 1.600 0.743 0.04860 PASS 0.0ft 0.0 PASS 8.0ft
+D+0.70E+H 1.600 0.743 0.2180 PASS 5.960 ft 0.04951 PASS 8.0 ft
+D+0.750Lr+0.750L+0.450W+H 1.600 0.743 0.04860 PASS 0.0ft 0.0 PASS 8.0ft
2.2
�� MSC Engineers,Inc. Project Title:
' i ''lir-' 3470 Pipebend PI NE,Suit 120 Engineer:
` � Salem,OR 97301 Project ID:
x" =t " ''""',.. --14-04'r Phone:Phone:(503)399-1399 Project Descr:
www.mscengineersinc.com
i - Printed: 2 OCT 2018, 3:09PM
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Lic.#: KW 06005723°; • ... 9
=` � ` � � ``Licensee:-: MSE�En ineers Inc.
Description: Typ.Post,HT=8'
17 int G r 170ti oiti es lts ;' t7, . ,,,
Maximum Axial+Bending Stress Ratios Maximum Shear Ratios
Load Combination D p Stress Ratio Status Location Stress Ratio Status Location
+D+0.750L+0.750S+0.450W+H 1.600 0.743 0.1182 PASS 0.0 ft 0.0 PASS 8.0 ft
+D+0.750L+0.750S+0.5250E+H 1.600 0.743 0.1834 PASS 5.960 ft 0.03713 PASS 8.0 ft
+0.60D+0.60W+0.60H 1.600 0.743 0.02916 PASS 0.0 ft 0.0 PASS 8.0 ft
+0.60D F0.70E+0.60H 1.600 0.743 0.2138 PASS 5.960 ft 0.04951 PASS 8.0 ft
Sketches, . ' a :`
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ENGINEERS INC_ I
PROJECT '&1(4
1 MSC Engineers,Inc. Project Title:
3470 Pipebend PI NE,Suit 120 Engineer:
Salem,OR 97301 Project ID:
3 Phone:(503)399-1399 Project Descr:
www.mscengineersinc.com
,�t
Printed: 2 OCT 2018, 1:27PM
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WOO; BQc'11Ci1 E 4 5 R 42' .?i�.:l 41`E :Software copyr ght E1 ERCALC,`lkC 9832018,Build 1018.9 24
Lic.# 'KW-06005723° , Licensee : MSC Engineers Inc
Description: Ridge,Span=10'
CODE REF'EF ENCES :
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+ 2400 psi E:Modulus of Elasticity
Load Combination ASCE 7-10 Fb- 1850 psi Ebend-xx 1800ksi
Fc-Pill 1650 psi Eminbend-xx 950 ksi
Wood Species : DF/DF Fc-Perp 650 psi Ebend-yy 1600 ksi
Wood Grade :24F-V4 Fv 265 psi Eminbend-yy 850 ksi
Ft 1100 psi Density 31.21 pcf
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling
D(0.09)S(0.18)
b b b b
3.5x7.5
04
Span=10.0 ft
AppltedsLoadsj , ,'.?-24,-V.4'41, 1,01,'N Service loads entered.Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Uniform Load: D=0.010, S=0.020 ksf, Tributary Width=9.0 ft
=DES:(GN-SUMMARY , Desi•n OK
Maximum Bending Stress Ratio = 0.457. 1 Maximum Shear Stress Ratio = 0.226 : 1
Section used for this span 3.5x7.5 Section used for this span 3.5x7.5
fb:Actual = 1,260.29 psi fv:Actual = 68.99 psi
FB:Allowable = 2,760.00 psi Fv:Allowable = 304.75 psi
Load Combination +D+S+H Load Combination +D+S+H
Location of maximum on span = 5.000ft 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 0.184 in Ratio= 652>=360
Max Upward Transient Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection 0.282 in Ratio= 425>=180
Max Upward Total Deflection 0.000 in Ratio= 0<180
Vertical=Reactions,, Support notation:Far left is#1 Values in KIPS
_ Load Combination Support 1 Support 2
Overall MAXimum 1.378 1.378
- Overall MINimum 0.900 0.900
+D+H 0.478 0.478
* +D+L+H 0.478 0.478
+D+Lr+H 0.478 0.478
+D+S+H 1.378 1.378
+D+0.750Lr+0.750L+H 0.478 0.478
+D+0.750L+0.750S+H 1.153 1.153
+D+0.60W+H 0.478 0.478
+D+0.70E+H 0.478 0.478
+D+0.750Lr+0.750L+0.450W+H 0.478 0.478
+D+0.750L+0.750S+0.450W+H 1.153 1.153 2,64
MSC Engineers,Inc. Project Title:
3470 Pipebend PI NE,Suit 120 Engineer:
Salem,OR 97301 Project ID:
Phone:(503)399-1399 Project Descr:
www.mscengineersinc.com
Printed: 3 OCT 2018, 8:03AM
Wood Be'11ri s '. t
S . , lYe Wpbs241811803 81Ca1ay1atrtinsVibford ec6 i
Lic.# KW-06005723 Licensee: MSC Engineers Inc.'
Description: Front Beam,Span=17.5
Fy-Tddcik-CPEPEkEltitbESw:'
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+ 2400 psi E:Modulus of Elasticity
Load Combination ASCE 7-10 Fb- 1850 psi Ebend-xx 1800 ksi
Fc-Prll 1650 psi Eminbend-xx 950 ksi
Wood Species DF/DF Fc-Perp 650 psi Ebend-yy 1600 ksi
Wood Grade :24F-V4 Fv 265 psi Eminbend-yy 850 ksi
Ft 1100 psi Density 31.21pd
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling
D(0.63)S(1.26)
1._; s' `N,,, ` - �i,.. 3t - ;- '' �?
5.5x10.5
Span=17.50 ft
F
Service loads entered.Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Point Load: D=0.630, S=1.260 k @ 8.750 ft
'DESIGN `UMMARY , .i.. Desk n OK
Maximum Bending Stress Ratio = 0.376 1 Maximum Shear Stress Ratio = 0.089 : 1
Section used for this span 5.5x10.5 Section used for this span 5.5x10.5
fb:Actual = 1,038.71 psi fv:Actual = 27.12 psi
FB:Allowable = 2,760.00 psi Fv:Allowable = 304.75 psi
Load Combination +D+S+H Load Combination +D+S+H
Location of maximum on span = 8.750ft 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 0.256 in Ratio= 820>=360
Max Upward Transient Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection 0.412 in Ratio= 510>=180
Max Upward Total Deflection 0.000 in Ratio= 0<180
Yert cai,Reactioln`s , Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
_ Overall MAXimum 1.055 1.055
Overall MINimum 0.630 0.630
+D+H 0.425 0.425
+D+L+H 0.425 0.425
+D+Lr+H 0.425 0.425
+D+S+H 1.055 1.055
+D+0.750Lr+0.750L+H 0.425 0.425
+D+0.750L+0.750S+H 0.897 0.897
+D+0.60W+H 0.425 0.425
+D+0.70E+H 0.425 0.425
+D+0.750Lr+0.750L+0.450W+H 0.425 0.425
+0+0.750L+0.7505+0.450W41 0.897 0.897
2_--r
MSC Engineers,Inc. Project Title:
3470 Pipebend PI NE,Suit 120 Engineer:
Salem,OR 97301 Project ID:
Phone:(503)399-1399 Project Descr:
www.mscengineersinc.com
Printed: 3 OCT 2018, 8:07AM
C4 BP. Ell` File Hit obs,201811809$ICalc aUgnM hford pc ` ,,
MY ';1 r .' -t . r -'.2..'''' .� , . ,, R'g '°, S9ftivarecoPYr�9h N tLice se 3201$ u10:46-019-;:24-7_61ins
Lic.#: KW-06005723: Licensee: MSC Engineers Inc.'
Description: Side Beams,Span=12
CLOD k EE:Pit CES n z -
Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10
Load Combination Set:ASCE 7-10
r Material Properties
" Analysis Method: Allowable Stress Design Fb+ 850 psi E:Modulus of Elasticity
Load Combination ASCE 7-10 Fb- 850 psi Ebend-xx 1300 ksi
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 26.84 pcf
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling
o 0(0.075)S(0.15) o
0
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6X10
Span=12.0 ft
Applied Lo=ads r' Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Uniform Load: D=0.010, S=0.020 ksf, Tributary Width=7.50 ftDESIGN SUMMARY .,. r . , Desi•n OK
Maximum Bending Stress Ratio = 0.62T. 1 Maximum Shear Stress Ratio = 0.204 : 1
Section used for this span 6x10 Section used for this span 6x10
fb:Actual 612.89 psi fv:Actual = 35.12 psi
FB:Allowable = 977.50 psi Fv:Allowable = 172.50 psi
Load Combination +D+S+H Load Combination +D+S+H
Location of maximum on span = 6.000ft 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 0.138 in Ratio= 1045>=360
Max Upward Transient Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection 0.216 in Ratio= 667>=180
Max Upward Total Deflection 0.000 in Ratio= 0<180
Ve►',tical Reactio nS ' _ T Support notation:Far left is#1 Values in KIPS
I
Load Combination
Overall MAXimum Support 1 Support 2
1.408 1.408
Overall MINimum 0.900 0.900
+D+H 0.508 0.508
+D+L+H 0.508 0.508
+D+Lr+H 0.508 0.508
+D+S+H 1.408 1.408
+D+0.750Lr+0.750L+H 0.508 0.508
+D+0.750L+0.750S+11 1.183 1.183
+0+0.60W+H 0.508 0.508
+D+0.70E+H 0.508 0.508
+D+0.750Lr+0.750L+0.450W+H 0.508 0.508
+D+0.750L+0.750S+0.450W+H 1.183 1.183 •
2
MSC Engineers,Inc. Project Title:
3470 Pipebend PI NE,Suit 120 Engineer:
71A. Salem,OR 97301 Project ID:
Project Descr:
Phone:(503)399-1399
'f4FIV4w www.mscengineersinc.com
Printed: 5 OCT 2018, 2:56PM
51- s _ Fide H Uobs,2018)18092(i1C41culatid slAshforsi c6
OOd ee" rr ` .n,< 'So1(warecopyrightENERCALC fNC;:i988-2018,'SolidX0A8.924
Lrc.# K:W-06005723Licensee.: MSC Engineers Inc..
Description: (E)HDR,Span=4
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+ 900.0 psi E:Modulus of Elasticity
Load Combination ASCE 7-10 Fb- 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 31.210 pcf
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling
D(0.508)S(0.9)
D(0.1)
a a D(0.24)S(0.32) a a
b e u(o.05)L(0.2)S(0.1) b a
b b b b
14,
-
4x8
L
Span=4.Oft
r
Appliect,L9ads Service loads entered. Load Factors will be applied for calculations.
Uniform Load: D=0.0120, L=0.040, S=0.020 ksf, Tributary Width=5.0 ft
Uniform Load: D=0.0150, S=0.020 ksf, Tributary Width=16.0 ft
Uniform Load: D=0.010 ksf, Tributary Width=10.0 ft
Point Load: D=0.5080, S=0.90k@2.0ft
bESIGN'SUMMARY r:= Design OK
Maximum Bending Stress Ratio = 0.887 1 Maximum Shear Stress Ratio = 0.529 : 1
Section used for this span 4x8 Section used for this span 4x8
fb:Actual 1,192.90 psi fv:Actual = 109.55 psi
FB:Allowable = 1,345.50 psi Fv:Allowable 207.00 psi
Load Combination +D+S+H Load Combination +D+S+H
Location of maximum on span = 2.000ft Location of maximum on span = 3.401 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward Transient Deflection 0.025 in Ratio= 1889>=360
Max Upward Transient Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection 0.045 in Ratio= 1065>=360
Max Upward Total Deflection 0.000 in Ratio= 0<360
t Vertical Reactions Support notation:Far left is#1 Values in KIPS
- Load Combination Support 1 Support 2
Overall MAXimum 2.344 2.344
Overall MINimum 1.290 1.290
+D+H 1.054 1.054
+D+L+H 1.454 1.454
+D+Lr+H 1.054 1.054
+D+S+H 2.344 2.344
+0+0.750Lr+0.750L+H 1.354 1.354
+D+0.750L+0.750S+H 2.322 2.322
+D+0.60W+H 1.054 1.054
+D+0.70E+H 1.054 1.054 `Z , ""),
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