Specifications /3 z45' svv h' 02. �6r2(24-aJ/7P
�� OregofBesidentialfngineers
dba Ukiah Engineering, Inc
'.� _ 1730 SW Skyline Blvd., Ste 128
Portland, Oregon 97221
11, Phone 503-482-7045
-+-_. i www.0regon-Residential-Engineers.com
Civil/Structural Engineers— Commercial and Residential— Single and Multifamily— Seismic Upgrades
13245 SW Ash St, Tigard, OR — Patio Deck
Enclosed are calculations and structural submittal drawings for the building permit for
the above referenced project. The following is included as part of this submittal:
1. All work is to be constructed per the 2017 Oregon Residential Specialty Code, a
copy of which shall be on site at all times construction is underway.
2. Construction details as outlined in the 2017 Oregon Residential Specialty Code
are included by reference in this document.
3. Geotechnical information is based on 2017 Oregon Residential Specialty Code
minimums.
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EXPIRES:6 3c,.2,r1d
Job 322 13245 SW Ash St Patio Cover 5/15/2020
Page 1 of 18
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ASCE 7 Hazards Report
AMERICAN SOCIETY OF CML tN FLMTi
Address: Standard: ASCE/SEI 7-16 Elevation: 194.11 ft(NAVD 88)
13245 SW Ash Dr Risk Category: II Latitude: 45.424765
Portland, Oregon Soil Class: D - Default(see Longitude: -122.776506
97223 Section 11.4.3)
44, .:70c4.../„.71„,
- 114-4,k,„,--,N1/4. -y .N7t,..-1;
s w a •A• 17. Rr•tlnnJ
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Wind
Results:
Wind Speed: 96 Vmph
10-year MRI 66 Vmph
25-year MRI 73 Vmph
50-year MRI 77 Vmph
100-year MRI 82 Vmph
Data Source: ASCE/SEI 7-16, Fig. 26.5-1B and Figs. CC.2-1—CC.2-4
Date Accessed: Thu May 07 2020
Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear
interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds
correspond to approximately a 7% probability of exceedance in 50 years(annual exceedance probability=
0.00143, MRI = 700 years).
Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2.
Mountainous terrain, gorges, ocean promontories, and special wind regions should be examined for unusual wind
conditions.
httpsl/asce7hazardtool_online/ Page 1 of 6 Thu May 07 2020
Job 322 13245 SW Ash St Patio Cover 5/15/2020
Page 2 of 18
ASCE
At n:AN SOCIETY OF CM MINEiHS
Seismic
Site Soil Class: D- Default(see Section 11.4.3)
Results:
SS : 0.856 So, : N/A
Si : 0.394 TL : 16
Fe : 1.2 PGA : 0.39
F, : N/A PGA M : 0.472
SMS : 1.027 FpGA : 1.21
SM, : N/A le : 1
Sus : 0.685 C, : 1.228
Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8.
Data Accessed: Thu May 07 2020
Date Source: USGS Seismic Design Maps
https:l/asce7hazardtool.online/ Page 2 of 6 Thu May 07 2020
Job 322 13245 SW Ash St Patio Cover 5/15/2020
Page 3 of 18
ma.
AMERICAN SOCIETY OF MIL ENUNEEM
Ice
Results:
Ice Thickness: 1.50 in.
Concurrent Temperature: 25 F
Gust Speed: 30 mph
Data Source: Standard ASCE/SEI 7-16, Figs. 10-2 through 10-8
Date Accessed: Thu May 07 2020
Ice thicknesses on structures in exposed locations at elevations higher than the surrounding terrain and in valleys
and gorges may exceed the mapped values.
Values provided are equivalent radial ice thicknesses due to freezing rain with concurrent 3-second gust speeds,
for a 500-year mean recurrence interval, and temperatures concurrent with ice thicknesses due to freezing rain.
Thicknesses for ice accretions caused by other sources shall be obtained from local meteorological studies. Ice
thicknesses in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may
exceed the mapped values.
Snow
Results:
Elevation:
Data Source:
Date Accessed: Thu May 07 2020
In "Case Study"areas, site-specific case studies are required to establish ground snow loads. Extreme local
variations in ground snow loads in these areas preclude mapping at this scale.
Ground snow load determination for such sites shall be based on an extreme value statistical analysis of data
available in the vicinity of the site using a value with a 2 percent annual probability of being exceeded (50-year
mean recurrence interval).
Site is outside ASCE/SEI 7-16, Table 7.2-7 boundaries. For ground snow loads in this area, see Structural
Engineers Association of Oregon and PRISM Climate Group of Oregon State University. (2013). Snow Load
Analysis for Oregon. 4th Ed.
Statutory requirements of the Authority Having Jurisdiction are not included.
https•lasce7hazardtool.online/ Page 3 of 6 Thu May 07 2020
Job 322 13245 SW Ash St Patio Cover 5/15/2020
Page 4 of 18
Rain
Results:
15-minute duration: No Data
60-minute duration: No Data
Data Source: NOAA National Weather Service, Precipitation Frequency Data Server,Atlas 14
jhttos://www.nws.noaa.gov/oh/hdsc/1
Date Accessed: Thu May 07 2020
For rainfall-event data in this area, see NOAA Hydrometeorological Design
Studies Center, Current Precipitation Frequency Information and Documents for
Oregon.
htlps://asce7hazardtool.online/ Page 4 of 6 Thu May 07 2020
Job 322 13245 SW Ash St Patio Cover 5/15/2020
Page 5 of 18
AXE
AMERICAN SOCIETY OF CA1 WINOS
Flood
Results:
Flood Zone Categorization: X (unshaded)
Base Flood Elevation: Refer to map for local elevations and interpolate according to the Authority
Having Jurisdiction.
Data Source: FEMA National Flood Hazard Layer-Effective Flood Hazard Layer for US,
where modernized (https://msc.fema.gov/portal/search)
Date Accessed: Thu May 07 2020
FIRM Panel: If available, download FIRM panel here
Insurance Study Note: Download FEMA Flood Insurance Study for this area here
( •
•
a a
• '
Tsunami
Results:
Tsunami: Not in mapped tsunami design zone.
Data Source: ASCE Tsunami Design Geodatabase
Date Accessed: Thu May 07 2020
https://asce7hazardtool.online/ Page 5 of 6 Thu May 07 2020
Job 322 13245 SW Ash St Patio Cover 5/15/2020
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ma
AMERICAN SOCtlY Or CAW ENGINEERS
The ASCE 7 Hazard Tool is provided for your convenience,for informational purposes only,and is provided"as is"and without warranties of
any kind.The location data included herein has been obtained from information developed,produced,and maintained by third party providers;
or has been extrapolated from maps incorporated in the ASCE 7 standard.While ASCE has made every effort to use data obtained from
reliable sources or methodologies,ASCE does not make any representations or warranties as to the accuracy,completeness,reliability,
currency,or quality of any data provided herein.Any third-party links provided by this Tool should not be construed as an endorsement,
affiliation,relationship,or sponsorship of such third-party content by or from ASCE.
ASCE does not intend,nor should anyone interpret,the results provided by this Tool to replace the sound judgment of a competent
professional,having knowledge and experience in the appropriate field(s)of practice,nor to substitute for the standard of care required of such
professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard.
In using this Tool,you expressly assume all risks associated with your use.Under no circumstances shall ASCE or its officers,directors,
employees,members,affiliates,or agents be liable to you or any other person for any direct,indirect,special,incidental,or consequential
damages arising from or related to your use of,or reliance on,the Tool or any information obtained therein.To the fullest extent permitted by
law,you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data
provided by the ASCE 7 Hazard Tool.
https://asce7hazardtool.online/ Page 6 of6 Thu May 07 2020
Job 322 13245 SW Ash St Patio Cover 5/15/2020
Page 7 of 18
•
Seismic Calculation in accordance with ASCE 7-16 12.14.8 Simplified Lateral Load Analysis
13245 SW Ash St., Tigard OR
Ss:=.856 From ASCE Reference
Seismic Design Category D
Fa:=1.2 ASCE Hazard Analysis
Sns:=(3)•Fa•Ss=0.685
It:=7 ASCE 7-16, Table 12.2-1 Line B.22
F:=1.0 ASCE 7-16; 12.14.8.1
V=Seismic Base Shear ASCE 7-16 Equation 12.14-12
W:=(28 ft•22 ft)•15 lb=(9.24.103) lb
ft
Vna e•=F•Sns •W=903.936 lb Roof Weight
V ul V6ase =150.656 lb
'=
Job 322 13245 SW Ash St Patio Cover 5/15/2020
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•
Project:321 12345 SWAsh StruCalc Version 10.0.1.6 5/15/20201:37:02 PM ��
Location:Footing Size for Gravity Load /
Footing
o
[2015 International Building Code(2015 NDS)]
Footing Size:24.0 FT Round Diameter X 24.00 IN Deep
Section Footing Design Adequate
Location:Rafters Lower End
Roof Rafter
[2015 International Building Code(2015 NDS)]
1.5INx5.5INx10.19FT(9.5+0.7)1216O.C.
#1-Douglas-Fir-Larch-Dry Use
Section Adequate By:79.1%
Controlling Factor:Moment
Location:Rafters Upper End
Roof Rafter
[2015 International Building Code(2015 NDS)1
1.5INx5.5INx11.52FT(2+9.5)@16O.C.
#1-Douglas-Fir-Larch-Dry Use
Section Adequate By:51.3%
Controlling Factor.Deflection
Location:Roof Beam Center
Multi-Span Combination Roof And Floor Beam
[2015 International Building Code(2015 NDS)]
5.5 IN x 11.5 IN x 15.16 FT
#1 -Douglas-Fir-Larch-Dry Use
Section Adequate By:48.4%
Controlling Factor:Deflection
Location:Roof Beam Left
Multi-Span Combination Roof And Floor Beam
[2015 International Building Code(2015 NOS)]
5.5 IN x 11.5 IN x 15.16 FT
#1 -Douglas-Fir-Larch-Dry Use
Section Adequate By: 106.0%
Controlling Factor.Deflection
•
Job 322 13245 SW Ash St Patio Cover 5/15/2020
Page 9 of 18
Project:321 12345 SWAsh StruCalc Version 10.0.1.6 5/15/2020 1:37:03 PM Page
Location:Footing Size for Gravity Load
Footing of
[2015 International Building Code(2015 NDS)]
Footing Size:24.0 FT Round Diameter X 24.00 IN Deep
Section Footing Design Adequate
CAUTIONS
*Footing has been designed without reinforcement
FOOTING PROPERTIES LOADING DIAGRAM
Allowable Soil Bearing Pressure: Qs= 1500 psf
Concrete Compressive Strength: F'c= 2500 psi
Reinforcing Steel Yield Strength: Fy= 40000 psi
Concrete Reinforcement Cover: c= 3 in
FOOTING SIZE
Diameter: Dia.= 24 ft
Effective Depth to Top Layer of Steel: d= 22 in
COLUMN AND BASEPLATE SIZE
Column Type: Wood
Column Width: m= 5.5 in
Column Depth: n= 5.5 in
FOOTING CALCULATIONS
Bearing Calculations:
Ultimate Bearing Pressure: Qu= 9 psf
Effective Allowable Soil Bearing Pressure:Qe= 1200 psf
Required Footing Area: Areq= 3.52 sf
Area Provided: A= 452.39 sf
Baseplate Bearing:
Bearing Required: Bear= 6066 lb
Allowable Bearing: Bear-A= 70709 lb
Beam Shear Calculations(One Way Shear):
Beam Shear: Vu1 = 2510 lb lsLe in
Allowable Beam Shear: Vc1 = 205888 lb T
Punching Shear Calculations(Two Way Shear): 2 1 n
Critical Perimeter. Bo= 110 in 24 ft
Punching Shear: Vu2= 5996 lb
Controlling Allowable Punching Shear: vc2= 177023 lb
Bending Calculations: FOOTING LOADING
Factored Moment: Mu= 193531 in-lb Live Load: PL= 2499 lb*
Nominal Moment Strength: Mn= 2830963 in-lb Dead Load: PD= 1723 lb*
NOTES Total Load: PT= 4222 lb*
Ultimate Factored Load: Pu= 6066 lb
Footing plus soil above footing weight: Wt= 87462 lb
*Load obtained from Load Tracker.See Summary Report for details.
Job 322 13245 SW Ash St Patio Cover 5/15/2020
Page 10 of 18
Project:321 12345 SW Ash S[mCalc Version 10.0.1.E 5/75/2020 1:37:03 PM e
Location:Rafters Lower End
Roof Rafter
of
[2015 International Building Code(2015 NOS)]
1.5 IN x 5.5IN x 10.19 FT(9.5+0.7)@ 16 0.C.
#1-Douglas-Fir-Larch-Dry Use
Section Adequate By:79.1%
Controlling Factor:Moment
DEFLECTIONS Center Right LOADING DIAGRAM
Live Load 0.18 IN U647 0.00 IN 2L/19378
Dead Load 0.11 in 0.00 in
Total Load 0.29 IN U404 0.00 IN 2Ulnfinity
Live Load Deflection Criteria:U240 Total Load Deflection Criteria:U180
REACTIONS A
Live Load 159 lb 182 lb
Dead Load 96 lb 111 lb
Total Load 255 lb 293 lb
Bearing Length 0.27 in 0.31 in
SUPPORT LOADS A B
_
Live Load 119 plf 137 plf
Dead Load 72 pif 83 pif -- - ---esz n- - - - l¢s7ft
plfFFF999
Total Load 191 plf 220 plf
MATERIAL PROPERTIES
#1-Douglas-Fir-Larch RAFTER DATA Interior Eave
Base Values Adiusted Span Length 9.52 ft 0.67 ft
Bending Stress: Fb= 1000 psi Fb'= 1719 psi Rafter Pitch 2 :12
Cd=1.15 CF=1.30 Cr=l.15 Roof sheathing applied to top of joists-top of rafters fully braced.
Shear Stress: Fv= 180 psi Fv'= 207 psi Roof Duration Factor 1.15
Cd=1.15 Peak Notch Depth 0.00
Modulus of Elasticity: E= 1700 ksi E'= 1700 ksi Base Notch Depth 0.00
Comp.1 to Grain: Fc-1= 625 psi Fc-1'= 625 psi
RAFTER LOADING
Controlling Moment 605 ft-lb Uniform Roof Loading
4.764 Ft from left support of span 2(Center Span) Roof Live Load: LL= 25 psf
Created by combining all dead loads and live loads on span(s)2 Roof Dead Load: DL= 15 psf
Controlling Shear. 233 lb Slope Adjusted Spans And Loads
supportLeft Span: L-adj= 0 ft
At a distance d from right of span 2(Center Span) Interior Span: L-adj= 9.65 ft
Created by combining all dead loads and live loads on span(s)2,3 Eave Span: L-Eave-adj= 0.68 ft
Left Live Load: wL-adj= NaN plf
Comparisons with required sections: Req'd Provided Interior Live Load: wL-adj= 32 Of
Section Modulus: 4.22 in3 7.5E in3 Eave Live Load: wL-Eave-adj= 32 plf
Area(Shear): 1.69 in2 8.25 in2 Left Dead Load: wD-adj= NaN plf
Moment of Inertia(deflection): 9.27 in4 20.8 in4 Interior Dead Load: wD-adj= 20 pif
Moment: 605 ft-lb 1 D83 ft-lb Eave Dead Load: wD-Eave-adj= 20 plf
Shear: -233 lb 1139 lb Left Total Load: wT-adj= NaN pit
NOTEZ Interior Total Load: wT-adj= 52 plf
Eave Total Load: wT-Eave-adj= 52 riff
Job 322 13245 SW Ash.St Patio Cover 5/15/2020
Page 11 of 18
Project:321 12345 SW Ash StruCalc Version 10.0.1.6 5/15/2020 1:37:04 PM Page
Location:Rafters Upper End
Roof Rafter or
[2015 International Building Code(2015 NDS)]
1.5IN x 5.5 IN x 11.52 FT(2+9.5)@ 16 0.C.
#1-Douglas-Fir-Larch-Dry Use
Section Adequate By:51.3%
Controlling Factor:Deflection
DEFLECTIONS Left Center LOADING DIAGRAM
Live Load -0.12 IN 2L/404 0.18 IN L/647
Dead Load -0.06 in 0.10 in
Total Load -0.18 IN 2L/272 0.28 IN L/419
Live Load Deflection Criteria:L/240 Total Load Deflection Criteria: U180
REACTIONS A
Live Load 232 lb 159 lb
Dead Load 141 lb 92 lb
Total Load 373 lb 251 lb
Bearing Length 0.40 in 0.27 in
SUPPORT LOADS A B F
Live Load 174 Of 119 plf -_-- --
Dead Load 106 plf 69 plf 2ft 9.52n
Total Load 280 Of 188 plf
MATERIAL PROPERTIES
#1-Douglas-Fir-Larch RAFTER DATA Left Interior
Base Values Adjusted Span Length 2 ft 9.52 ft
Bending Stress: Fb= 1000 psi Fb'= 1719 psi Rafter Pitch 2 :12
Cd=1.15 CF=1.30 Cr-1.15 Roof sheathing applied to top of joists-top of rafters fully braced.
Shear Stress: Fv= 180 psi Fv'= 207 psi Roof Duration Factor 1.15
Cd=1.15 Peak Notch Depth 0.00
Modulus of Elasticity: E= 1700 ksi E'= 1700 ksi Base Notch Depth 0.00
Comp.-L to Grain: Fc- = 625 psi Fc--L'= 625 psi RAFTER LOADING
Uniform Roof Loading
Controlling Moment: 587 ft-lb
Roof Live Load: LL= 25 psf
4.853 Ft from left support of span 2(Center Span) Roof Dead Load: DL= 15 psf
Created by combining all dead loads and live loads on span(s)2 Slope Adjusted Spans And Loads
Controlling Shear: 243 lb Left Span: L-adj= 2.03 ft
At a distance d from left support of span 2(Center Span) Interior Span: L-adj= 9.65 ft
Created by combining all dead loads and live loads on span(s)1,2 Eave Span: L-Eave-adj= 0 ft
Comparisons with required sections: Rea'd Provided Left Live Load: wL-adj= 32 plf
Section Modulus: 4.1 in3 7.56 in3 Interior Live Load: wL-adj= 32 plf
Area(Shear): 1.76 in2 8.25 in2 Eave Live Load: wL-Eave-adj= NaN plf
Left Dead Load: wD-adj= 20 plf
Moment of Inertia(deflection): 13.74 in4 20.8 in4 Interior Dead Load: wD-adj= 20 ptf
Moment: 587 ft-lb 1083 ft-lb Eave Dead Load: wD-Eave-adj= NaN plf
Shear: 243 lb 1139 lb Left Total Load: wT-adj= 52 plf
NOTES Interior Total Load: wT-adj= 52 plf
Eave Total Load: wT-Eave-adj= NaN plf
Job 322 13245 SW Ash St Patio Cover 5/15/2020
Page 12 of 18
Project:321 12345 SW Ash StruCalc Version 10.0.1.6 5/15/2020 1:37:05 PM Page
Location:Roof Beam Center
Multi-Span Combination Roof And Floor Beam a
[2015 International Building Code(2015 NOS)]
5.5 IN x 11.5 IN x 15.16 FT
#1-Douglas-Fir-Larch-Dry Use
Section Adequate By:48.4%
Controlling Factor.Deflection
DEFLECTIONS Left Center Right LOADING DIAGRAM
Live Load -0.12 IN 2U594 0.21 IN L/873 -0.12 IN 2U594
Dead Load -0.08 in 0.14 in -0.08 in
Total Load -0.20 IN 2U356 0.35 IN U524 -0.20 IN 2U356
Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240
REACTIONS A @
Live Load 2499 lb 2499 lb
Dead Load 1664 lb 1664 lb
Total Load 4163 lb 4163 lb
Bearing Length 1.21 in 1.21 in
BEAM DATA Left Center Right
Span Length 2.92 ft 15.16 ft 2.92 ft __ __.�
Unbraced Length-Top O ft O ft O ft F-2.92ft t -15.19ft 41: 2.92 ft-1
Unbraced Length-Bottom 1 ft 15 ft 0.7 ft
Notch Depth 1.00
MATERIAL PIRTIES ROOF LOADING Left Center Riaht
#1-Douglas-Fir-Larch Live Load RLL= 25 psf 25 psf 25 psf
Base Values Adiusted Dead Load RDL= 15 psf 15 psf 15 psf
Bending Stress: Fb= 1350 psi Fb'= 1553 psi Tributary Width Side One TW1= 4.8 ft 4.8 ft 4.8 ft
Cd=1./5 CF=1.00 Tributary Width Side Two TW2= 4.8 ft 4.8 ft 4.8 ft
Shear Stress: Fv= 170 psi Fv'= 196 psi FLOOR LOADING ]weft Center Right
Cd=1.15 Live Load FLL= 40 psf 40 psf 40 psf
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load FDL= 15 psf 15 psf 15 psf
Comp.1 to Grain: Fc-1= 625 psi Fc-1'= 625 psi Tributary Width Side One TW1 = 0 ft 0 ft 0 ft
Tributary Wtdtli Side Two TW2= 0 ft O ft O ft
Controlling Moment 970011-lb Wall Load WALL= 0 pit 0 plf 0 pit
7.58 Ft from left support of span 2(Center Span) BEAM LOADING Left Center Riaht
Created by combining all dead loads and live loads on span(s)1,2,3 Roof Uniform Live Load: 238 plf 238 Of 238 plf
Controlling Shear. -2645 Ib Roof Uniform Dead Load: 145 plf 145 Of 145 plf
At a distanced from right support of span 2(Center Span) Floor Uniform Live Load: 0 plf 0 plf 0 plf
Created by combining all dead loads and live loads on spans)1,2,3 Floor Uniform Dead Load: 0 plf 0 plf 0 plf
Co Self Weight:
Comparisons with required sections: Rea'd Provided
Section Modulus: 74.98 in3 121.23 in3 Combined Uniform Live Load: 238 Of 238 Of 238 plf
14 plf 14 plf 14 plf
Combined Uniform Dead Load: 158 ptf 158 plf 158 plf
Area(Shear): 20.29 in2 63.25 in2
Moment of Inertia(deflection): 469.87 in4 697.07 in4 Combined Uniform Total Load: 396 pH 396 plf 396 plf
Moment: 9700 ft-lb 15684 ft-lb
Shear. -2645 lb 8244 lb
NOTES
Job 322 13245 SW Ash St Patio Cover 5/15/2020
Page 13 of 18
•
Papa
Project:321 12345 SWAsh StruCalc Version 10.0.1.6 5/15/2020 1:37:06 PM
Location:Roof Beam Left
Multi-Span Combination Roof And Floor Beam of
[2015 International Building Code(2015 NOS)]
5.5 IN x 11.5 IN x 15.16 FT
#1-Douglas-Fir-Larch-Dry Use
Section Adequate By:106.0%
Controlling Factor:Deflection
DEFLECTIONS Left Center Riaht LOADING DIAGRAM
Live Load -0.08 IN 2U836 0.15 IN U1229 -0.08 IN 2U836
Dead Load -0.06 in 0.10 in -0.06 in
Total Load -0.14 IN 2U494 0.25 IN U728 -0.14 IN 2L/494
Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240
REACTIONS A
Live Load 1775 lb 1775 lb
Dead Load 1223 lb 1223 lb
Total Load 2998 lb 2998 lb
Bearing Length 0.87 in 0.87 in
BEAM DATA Left Center Riaht
Span Length 2.92 ft 15.16 ft 2.92 ft
Unbraced Length-Top O ft O ft O ft F-292e T 15,16ft 12.92ft-{
Unbraced Length-Bottom 1 ft 15 ft 0.7 ft AAA ttttYYYY
Notch Depth 1.00
MATERIAL PIRTIE$ ROOF LOADING )_eft Center Riaht
#1-Douglas-Fir-Larch Live Load RLL= 25 psf 25 psf 25 psf
Base Values Adjusted Dead Load RDL= 15 psf 15 psf 15 psf
Bending Stress: Fb= 1350 psi Fb'= 1553 psi Tributary Width Side One TW1= 2 ft 2 ft 2 ft
Cd=1.15 CF=1.00 Tributary Wdth Side Two TW2= 4.8 ft 4.8 ft 4.8 ft
Shear Stress: Fv= 170 psi Fv'= 196 psi FLOOR LOADING Left Center Riaht
Cd=1.15 Live Load FLL= 40 psf 40 psf 40 psf
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Dead Load FDL= 15 psf 15 psf 15 psf
Comp.-Lto Grain: Fc--L= 625 psi Fc = 625 psi Tributary Wdth Side One TW1= 0 ft 0 ft 0 ft
Tributary Width Side Two TW2= 0 ft O ft O ft
Controlling Moment 6985 ft-lb Wall Load WALL= 0 plf 0 plf 0 plf
7.58 Ft from left support of span 2(Center Span) BEAM LOADING j�ft Center Riaht
Created by combining all dead loads and live loads on span(s)1,2,3 Roof Uniform Live Load: 169 pH 169 pH 169 pH
Controlling Shear. -1904 lb Roof Uniform Dead Load: 103 pH 103 pH 103 pH
At a distanced from right support of span 2(Center Span) Floor Uniform Live Load: 0 pH 0 pH 0 pH
Created by combining all dead loads and live loads on span(s)1,2,3 Floor Uniform Dead Load: 0 Of 0 pH 0 pH
Comparisons with required sections: Read Provided Combeam n Self Weight: 14 pH 14 pit 14 pH
Section Modulus: 53.99 in3 121.23 in3 Combined Uniform DeadLiea Load: 117 pH 1691 pH 11769 pH
Area(Shear): 14.61 in2 63.25 in2 Combined Uniform Load: 117 pH 117 pH 117 pH
Moment of Inertia(deflection): 338.36 in4 697.07 in4 Combined Uniform Total Load: 286 pH 286 pH 286 pH
Moment: 6985 ft-lb 15684 ft-Ib
Shear. -1904 lb 8244 lb
NOTES
Job 322 13245 SW Ash St Patio Cover 5/15/2020
Page 14 of 18
•
Project:321 12345 SW Ash StruCalc Version 10.0.1.6 5/15/2020 1:38:05 PM page
Location:Cols(Embedded)
Column
or
[2015 International Building Code(2015 NDS)]
5.5 IN x 5.5 IN x 9.0 FT
#1-Douglas-Fir-Larch-Dry Use
Section Adequate By:46.7%
Footing Design Adequate
CAUTIONa
*This column has been designed as a cantilever.
*The design results are a lateral force only.Vertical force design for a footing and/or collar are to be designed separately.
DEFLECTIONS LOADING DIAGRAM-Embedded Column
Deflection due to lateral loads only: Deft= 0 IN=L/MAX
Live Load Deflection Criteria: L/180
VERTICAL REACTIONS
Live Load: Vert-LL-Rxn= 2499 lb
Dead Load: Vert-DL-Rxn= 1723 lb
Total Load: Vert-TL-Rxn= 4222 lb
HORIZONTAL REACTIONS
Total Reaction at Top of Column: TL-Rxn-Top= 0 lb 9 n
Total Reaction at Bottom of Column: TL-Rxn-Bottom= 151 lb
COLUMN DATA
Total Column Length: 9 ft A
Unbraced Length(X-Axis)Lx: 9 ft
Unbraced Length(Y-Axis)Ly: 9 ft LOADING DIAGRAM-Round Footing
Column End Condition-K(e): 2.1
Axial Load Duration Factor 1.00
Lateral Load Duration Factor(Wind/Seismic) 1.33
COLUMN PROPERTIES
#1-Douglas-Fir-Larch
Base Values Adjusted *Sin
Compressive Stress: Fc= 1000 psi Fc'= 262 psi
Cd=1.00 Cp=0.26
Bending Stress(X-X Axis): Fbx= 1200 psi Fbx'= 1200 psi 2 ft
Cd=1.00 CF-1.00
Bending Stress(Y-Y Axis): Fby= 1200 psi Fby'= 1200 psi
Cd=1.00 CF=1.00
Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi I 2e I
Column Section(X-X Axis): dx= 5.5 in
Column Section(Y-Y Axis): dy= 5.5 in AXIAL LOADING
Area: A= 30.25 in2 Live Load: PL= 2499 lb*
*
Section Modulus(X-X Axis): Sx= 27.73 in3 Dead Load: PD= 1664 lb
Section Modulus(Y-Y Axis): Sy= 27.73 in3 Column Self Weigh: CSW= 59 lb
Slenderness Ratio: Lex/dx= 41.24 Total Axial Load: PT= 4222 lb
Ley/dy= 41.24 *Load obtained from Load Tracker.See Summary Report for details.
Column Calculations(Controlling Case Only): LATERAL LOADING (Dy Face)
Controlling Load Case:Axial Total Load Only(L+D) Uniform Lateral Load: wL-Lat= 0 plf
Actual Compressive Stress: Fc= 140 psi Point Load: One
Allowable Compressive Stress: Fc'= 262 psi Live Load: 151 lb
Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Location: 8.9 ft
Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Embedded Footing Properties
Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-lb Footing VMdth: 2 ft
Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb Footing Depth: 2 ft
Bending Stress Lateral Loads Only(X-X Axis):Fbx= 0 psi Depth Required: 0.55 ft per IBC Equation 18-1 (Non-constrained)
Allowable Bending Stress(X-X Axis): Fbx'= 1200 psi
Bending Stress Lateral Loads Only(Y-YAxis): Fby= 0 psi
Allowable Bending Stress(Y-YAxis): Fby'= 1200 psi
Combined Stress Factor: CSF= 0.53
NOTES
Job 322 13245 SW Ash St Patio Cover 5/15/2020
Page 15 of 18
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page
Co d a er$yu}mmaryryAs StruCalc Version 10.0.1.6 5/15/2020 11:41:02 AM
oMmn- x 5.5 IN z 9.87 FT #1-Douglas-Fir-Larch-Dry Use
Axial Load Roof Seam Center Reaction A:LL= 2499 lbs DL= 1664 lbs TL= 4163 lbs of j
Footing Size for Gravity Load
Footing-Size: 3.75 FT Round Diameter 30.00 IN Deep
Footing Load Cols(Embedded) Reaction A:LL= 2499 lbs DL= 1729 lbs TL= 4228 lbs
Job 322 13245 SW Ash St Patio Cover 5/15/2020
Page 16 of 18
•
General Notes
1. All work to be performed in accordance with the 2017 19.Use lightweight equipment to compact the soil within
Oregon Residential Specialty Code,a copy of which 2 feet around foundations.Excavation shall be
shall be on site while work is being performed.Refer to properly back filled.
code for additional details that may not be shown on 20.Roof and area drainage shall be directed away from
these drawings. the foundation.
2. The scope shall include but not be limited to the 21.All wood exposed to the weather or in contact with
furnishing of all labor,materials,and equipment concrete or masonry shall be pressure treated or
necessary to complete the work shown or inferred by protected with a waterproof membrane.Newly
any and all of the documents included in this permit exposed surfaces resulting from field cutting,boring or
submittal, handling shall be field treated in accordance with
3. All certifications demonstrating the project's AWPA M-4.
compliance with these permit documents shall be in 22.The constructor shall maintain a copy of the Simpson
writing and maintained in project files which shall be Catalog and Simpson Installation Manual on site at all
made available upon request times and shall install all Simpson connections in
4. Provide manufacturers approved product evaluation accordance with the installation manual.
reports and a list of all proposed substitutes to the 23.All wood framing shall be Structural Grade Doug Fir or
engineer for review and approval. better unless otherwise noted on the drawings.
5. These drawings and specifications represent the Comply with PS 20,American softwood lumber
finished structure and do not indicate means, standard and standard grading rules for western
methods,procedures,or sequence of construction. lumber.
6. The constructor shall take necessary precautions to 24.The moisture content of any wood installed in this
maintain and ensure the integrity of the new and any project shall be no greater than 19%.
existing structures during construction.The design 25.All wood members shall be stamped showing wood
stresses on any element shall not be exceeded during grading and the grading agency.Any material used in
construction. this project which does not exhibit this stamp shall be
7. Constructor only shall be responsible for or enforce examined by an appropriately certified professional
any safety measures or regulations.Constructor shall who shall verify that the material meets the Structural
design,construct,and maintain all safety devices, Grade Doug Fir standard or better.Such certification
including shoring and bracing for the new and existing shall be in writing and available as needed or
structures,and shall be solely responsible for requested.
conforming to all local state and Federal safety and 26.All Timbers to be FSC rated.
health standards,laws,and regulations. 27.All materials to be low VOC and non-urea
8. Obtain prior approval in writing for any changes to the formaldehyde.
drawings. 28.All exposed steel timber hardware fasteners and
9. The constructor shall review and compare the connectors shall be galvanized.Connector hardware
structural drawings with any other construction models are those for the Simpson Strong Tie Company.
documents and the actual conditions and bring any Size and number of nails,screws,or bolts to be per
discrepancies to the attention of the owner and manufacturers specifications.
engineer. 29.Nails shall be common wire unless otherwise noted.
10.Do not scale drawings. The use of machine nailing is subject to satisfactory
11.The constructor shall verify dimensions,elevations and performance.
all information,and report in writing any 30.All bolts to maintain a distance of not less than seven
inconsistencies,errors,or omissions to the engineer bolt diameters from end and four bolt diameters from
before proceeding with the work. edge of member.
12.Any substitutions for structural members,hardware or 31.Lag screws clearance and lead/pilot holes shall be
details shall be reviewed by the engineer.Such review bored in two stages.Clearance hole for the shank shall
will be prepaid by the general contractor with no have the same diameter as the shank.Clarence hole
guarantee that the substitution will be allowed. shall be the same depth of penetration as the length of
13.All communication shall be in writing.No verbal the shank.The lead hole for the threaded portion shall
communications,decisions,instructions,approvals have a diameter equal to 70%of the shank diameter
shall be valid. and the length equal to at least the length of the
14.All construction shall be inspected by the building threaded portion.
officials according to the codes applicable to the 32.Nailed or screwed hold down anchors shall be installed
location of the project. per manufactures approved product evaluation report.
1S.Minimum compressive strength of concrete shall be as 33.In the event of any discrepancy between these
noted on drawings. documents and the documents referenced in
16.All reinforcing steel shall be ASTM A615 Grade 60. Paragraph 2,the references in paragraph two shall
17.In the event that temperatures are above 80'F hot prevail.
weather concrete procedures according to ACI 305R
shall apply.When the average air temperatures are
below 40'F,Cold weather concreting procedures
according to ACI 306R shall apply.
18.Lacking an owner furnished geotechnical investigation,
the foundation has been design based on the ORSC
specified minimum bearing capacity of 1500 psf.ORE
dba Ukiah Engineering,Inc.is not responsible for any
future defects resulting from site conditions that may
vary from the above assumption.
Job 322 13245 SW Ash St Patio Cover SO1512020
Page 17 of 18
.
2'-I1" .! CoI —
1 —. Col---,
Col Ftg Col Ftg-
lider
21' 15 2"
Existing Home
/Col Ftg Col Ftg\
2 � —.
2'_32"— 19'_2" 1 —8"
22'
Plan View
2X6Q16"O.C. Roof
Rafters;Sloped 2:12
X 12#1 Roof Beam
Existing Home
Col 6 X 6(typ)-2 — —
Embedded X
into footing mbed column
'i�— r.i ,�� to within 2"
I _ of bottom
Col Footin .
2'dia X 2'Deep 2500 psi(typ)
End View
13245 SW Ash Patio Deck ROregoial
Engineers tans
Job 322 13245 SW Ash St Patio Cover 5/15/2020
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