HomeMy WebLinkAboutBLD2021-00108-07A- STRUCTURAL CALCULATIONS PSE Consulting Engineers Inc.
__________________________________________________________________________________________________
250-A Main Street E-Mail: info@structure1.com ph. (541) 850-6300
Klamath Falls, OR. 97601 Web: www.structure1.com fax (541) 850-6233
STRUCTURAL
ENGINEERING
CALCULATIONS
PROJECT: 18x24 BUILDING
PROJECT LOCATION: 552 Hidden Trail Rd,
Port Townsend, WA 98368
PSE PROJECT NUMBER: Gary Ristick 220-6003
Fourmont WA
DATE: January 7, 2021
BY: Brian Hiatt, under the supervision of
Nabil Taha, Ph.D., P.E.
PSE Consulting Engineers Inc.
__________________________________________________________________________________________________
250-A Main Street E-Mail: info@structure1.com ph. (541) 850-6300
Klamath Falls, OR. 97601 Web: www.structure1.com fax (541) 850-6233
Table of Contents:
Subject: Page: Page
1- References / Software: 10-99
2- Design Criteria: 100-199
3- Building Analysis & Design: 1,000 – 1,999
PSE Consulting Engineers Inc.
__________________________________________________________________________________________________
250-A Main Street E-Mail: info@structure1.com ph. (541) 850-6300
Klamath Falls, OR. 97601 Web: www.structure1.com fax (541) 850-6233
References:
1- Literature:
a. Washington State Building Code,
Based on 2015 International Building Code (IBC)
b. Design of Wood Structures, Donald E. Breyer 4th ED.
2- Software:
a. Wood Works Design Office Version 10.4,
American Forest & Paper Association
PSE Consulting Engineers Inc.
__________________________________________________________________________________________________
250-A Main Street E-Mail: info@structure1.com ph. (541) 850-6300
Klamath Falls, OR. 97601 Web: www.structure1.com fax (541) 850-6233
Design Criteria:
1- Location: 552 Hidden Trail Rd,
Port Townsend, WA 98368
(Lat 48.1080o Lon -122.8347 o)
2- Seismic: OC II
SDC D
Site Class D
3- Wind: Ultimate wind speed 110 mph (3 s. gust)
Exposure C
4- Roof Snow: 25 psf
5- Soil Bearing Capacity: 1500 psf (Presumptive Value)
6- Gravity Loads: DL Roof: 5 psf
7- Deflection Criteria: Roof LL Deflection: L/240
Roof TL Deflection: L/180
**Other criteria assumed as stated in design calculations.
PSE Consulting Engineers Inc.
__________________________________________________________________________________________________
250-A Main Street E-Mail: info@structure1.com ph. (541) 850-6300
Klamath Falls, OR. 97601 Web: www.structure1.com fax (541) 850-6233
BUILDING ANALYSIS & DESIGN:
Pages 1,000 - 1,999
1000
COMPANY
Jan. 4, 2021 13:59
PROJECT
Purlins.wwb
Design Check Calculation Sheet
WoodWorks Sizer 2019 (Update 1)
Loads:
Load Type Distribution Pat- Location [ft] Magnitude Unit
tern Start End Start End
Dead Dead Full Area 5.00(19.2") psf
Snow Snow Full Area 25.00(19.2") psf
Self-weight Dead Full UDL 2.0 plf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
11'-7.01"
11'-5.51"0'
Unfactored:
Dead 58 58
Snow 232 232
Factored:
Total 289 289
Bearing:
Capacity
Joist 1406 1406
Support 1758 1758
Des ratio
Joist 0.21 0.21
Support 0.16 0.16
Load comb #2 #2
Length 1.50* 1.50*
Min req'd 1.50* 1.50*
Cb 1.00 1.00
Cb min 1.00 1.00
Cb support 1.25 1.25
Fcp sup 625 625
*Minimum bearing length setting used: 1-1/2" for end supports
Lumber-soft, D.Fir-L, No.2, 2x6 (1-1/2"x5-1/2")
Supports: All - Timber-soft Beam, D.Fir-L No.2
Roof joist spaced at 19.2" c/c; Total length: 11'-7.01"; Clear span: 11'-4.01"; Volume = 0.7 cu.ft.
Lateral support: top = continuous, bottom = at supports; Repetitive factor: applied where permitted (refer to online help);
This section PASSES the design code check.
Analysis vs. Allowable Stress and Deflection using NDS 2018 :
Criterion Analysis Value Design Value Unit Analysis/Design
Shear fv = 47 Fv' = 207 psi fv/Fv' = 0.23
Bending(+) fb = 1301 Fb' = 1547 psi fb/Fb' = 0.84
Live Defl'n 0.47 = L/294 0.86 = L/160 in 0.54
Total Defl'n 0.64 = L/214 1.53 = L/90 in 0.42
1001
WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN
WoodWorks® Sizer 2019 (Update 1)Purlins.wwb Page 2
Additional Data:
FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC#
Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2
Fb'+ 900 1.15 1.00 1.00 1.000 1.300 - 1.15 1.00 1.00 - 2
Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - -
E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2
Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2
CRITICAL LOAD COMBINATIONS:
Shear : LC #2 = D+S
Bending(+): LC #2 = D+S
Deflection: LC #2 = D+S (live)
LC #2 = D+S (total)
Bearing : Support 1 – LC #2 = D+S
Support 2 – LC #2 = D+S
D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake
All LC's are listed in the Analysis output
Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.2
CALCULATIONS:
V max = 286, V design = 260 lbs; M(+) = 820 lbs-ft
EI = 33.27e06 lb-in^2
"Live" deflection is due to all non-dead loads (live, wind, snow…)
Total deflection = 1.5 dead + "live"
Design Notes:
1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National
Design Specification (NDS 2018), and NDS Design Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
1002
COMPANY
Jan. 4, 2021 14:06
PROJECT
Girts.wwb
Design Check Calculation Sheet
WoodWorks Sizer 2019 (Update 1)
Loads:
Load Type Distribution Pat- Location [ft] Magnitude Unit
tern Start End Start End
Wind Wind Full Area 19.22(24.0") psf
Self-weight Dead Full UDL 2.0 plf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
11'-7.01"
11'-5.51"0'
Unfactored:
Dead 11 11
Wind 223 223
Factored:
Total 140 140
Bearing:
Capacity
Joist 1406 1406
Support 1758 1758
Des ratio
Joist 0.10 0.10
Support 0.08 0.08
Load comb #2 #2
Length 1.50* 1.50*
Min req'd 1.50* 1.50*
Cb 1.00 1.00
Cb min 1.00 1.00
Cb support 1.25 1.25
Fcp sup 625 625
*Minimum bearing length setting used: 1-1/2" for end supports
Lumber-soft, D.Fir-L, No.2, 2x6 (1-1/2"x5-1/2")
Supports: All - Timber-soft Beam, D.Fir-L No.2
Roof joist spaced at 24.0" c/c; Total length: 11'-7.01"; Clear span: 11'-4.01"; Volume = 0.7 cu.ft.
Lateral support: top = continuous, bottom = at supports; Repetitive factor: applied where permitted (refer to online help);
This section PASSES the design code check.
Analysis vs. Allowable Stress and Deflection using NDS 2018 :
Criterion Analysis Value Design Value Unit Analysis/Design
Shear fv = 24 Fv' = 288 psi fv/Fv' = 0.08
Bending(+) fb = 652 Fb' = 2153 psi fb/Fb' = 0.30
Live Defl'n 0.27 = L/511 0.86 = L/160 in 0.31
Total Defl'n 0.30 = L/453 1.53 = L/90 in 0.20
1003
WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN
WoodWorks® Sizer 2019 (Update 1)Girts.wwb Page 2
Additional Data:
FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC#
Fv' 180 1.60 1.00 1.00 - - - - 1.00 1.00 1.00 2
Fb'+ 900 1.60 1.00 1.00 1.000 1.300 - 1.15 1.00 1.00 - 2
Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - -
E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2
Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2
CRITICAL LOAD COMBINATIONS:
Shear : LC #2 = .6D+.6W
Bending(+): LC #2 = .6D+.6W
Deflection: LC #2 = .6D+.6W (live)
LC #3 = D+.6W (total)
Bearing : Support 1 – LC #2 = .6D+.6W
Support 2 – LC #2 = .6D+.6W
D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake
All LC's are listed in the Analysis output
Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.2
CALCULATIONS:
V max = 143, V design = 130 lbs; M(+) = 411 lbs-ft
EI = 33.27e06 lb-in^2
"Live" deflection is due to all non-dead loads (live, wind, snow…)
Total deflection = 1.5 dead + "live"
Design Notes:
1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National
Design Specification (NDS 2018), and NDS Design Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
1004
1005
COMPANY
Jan. 5, 2021 10:23
PROJECT
Posts.wwc
Design Check Calculation Sheet
WoodWorks Sizer 2019 (Update 1)
Loads:
Load Type Distribution Location [ft] Magnitude Unit
Start End Start End
Dead Dead Axial (Ecc. = 0.92") 595 lbs
Snow Snow Axial (Ecc. = 0.92") 2975 lbs
Wind Wind Partial UDL 5.00 10.00 149.5 149.5 plf
P-Wind Wind Point 10.00 212 lbs
Self-weight Dead Axial 62 lbs
Reactions (lbs):
10'
10'0'
B
a
s
e
T
o
p
Unfactored:
Lateral:
Dead 7 -7
Snow 34 -34
Wind 269 691
Axial:
Dead 657 657
Snow 2975 2975
Factored:
R->L -41
Load comb #2
L->R 168 410
Load comb #5 #4
Timber-soft, Hem-Fir, No.2, 6x6 (5-1/2"x5-1/2")
Support: Non-wood
Total length: 10'; Volume = 2.1 cu.ft.; Post or timber
Fixed base; Load face = width(b); Incised; Ke x Lb: 0.8 x 10.0 = 8.0 ft; Ke x Ld: 0.8 x 10.0 = 8.0 ft;
This section PASSES the design code check.
Analysis vs. Allowable Stress and Deflection using NDS 2018 :
Criterion Analysis Value Design Value Unit Analysis/Design
Shear fv = 14 Fv' = 179 psi fv/Fv' = 0.08
Bending(+) fb = 209 Fb' = 736 psi fb/Fb' = 0.28
Bending(-) fb = 222 Fb' = 736 psi fb/Fb' = 0.30
Axial fc = 120 Fc' = 438 psi fc/Fc' = 0.27
Combined (axial + eccentric + side load bending) Eq.15.4-1 = 0.40
Axial Bearing fc = 120 Fc* = 529 psi fc/Fc* = 0.23
Live Defl'n 0.07 = < L/999 0.67 = L/180 in 0.10
Total Defl'n 0.07 = < L/999 0.67 = L/180 in 0.11
1006
WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN
WoodWorks® Sizer 2019 (Update 1)Posts.wwc Page 2
Additional Data:
FACTORS: F/E(psi) CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC#
Fv' 140 1.60 1.00 1.00 - - - - 1.00 0.80 4
Fb'+ 575 1.60 1.00 1.00 1.000 1.000 - 1.00 1.00 0.80 5
Fb'- 575 1.60 1.00 1.00 1.000 1.000 - 1.00 1.00 0.80 5
Fc' 575 1.15 1.00 1.00 0.829 1.000 - - 1.00 0.80 2
Fc'comb 575 1.60 - - 0.743 - - - - - 3
E' 1.1 million 1.00 1.00 - - - - 1.00 0.95 5
Emin' 0.40 million 1.00 1.00 - - - - 1.00 0.95 5
Fc* 575 1.15 1.00 1.00 - 1.000 - - 1.00 0.80 2
CRITICAL LOAD COMBINATIONS:
Shear : LC #4 = .6D+.6W
Bending(+): LC #5 = D+.6W
Bending(-): LC #5 = D+.6W
Deflection: LC #4 = .6D+.6W (live)
LC #5 = D+.6W (total)
Axial : LC #2 = D+S
Combined : LC #3 = D+.75(S+.6W) fb= 146 Fb'= 736
FcE= 863 Pxe/S=fc(6xe/d)= 94
D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake
All LC's are listed in the Analysis output
Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.2
CALCULATIONS:
V = 283 lbs; M(+) = 484 lbs-ft; M(-) = 513 lbs-ft; P = 3632 lbs
EI = 83.88e06 lb-in^2
"Live" deflection is due to all non-dead loads (live, wind, snow…)
Total deflection = 1.5 dead + "live"
Design Notes:
1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National
Design Specification (NDS 2018), and NDS Design Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Axial load eccentricity applied in direction of load face only. It is the designers responsibility to check for effect of
eccentricity in the other direction.
1007
1008
1/5/2021 Connection Calculator
https://www.awc.org/calculators/connectioncalc.160106/ccstyle.asp?design_method=ASD&connection_type=Lateral+loading&fastener_types=Nail&lo…1/1
Design Method
Connection Type
Fastener Type
Loading Scenario
Main Member Type
Main Member Thickness
Side Member Type
Side Member Thickness
Nail Type
Nail Size
Load Duration Factor
Wet Service Factor
End Grain Factor
Temperature Factor
Diaphragm Factor
Connection Yield Modes
Im 677 lbs.
Is 540 lbs.
II 259 lbs.
IIIm 246 lbs.
IIIs 186 lbs.
IV 125 lbs.
Adjusted ASD Capacity 125 lbs.
Nail bending yield strength of 90000 psi is assumed.
The Adjusted ASD Capacity does not apply for toe-nails installed in wood members.
Length of tapered tip is assumed to be two times the nail diameter for calculating
dowel bearing length in the main member.
The Adjusted ASD Capacity only applies for nails that have been driven flush with
the side member surface. It does not apply for nails that have been overdriven into
the side member.
While every effort has been made to insure the accuracy of the information presented, and
special effort has been made to assure that the information reflects the state-of-the-art,
neither the American Wood Council nor its members assume any responsibility for any
particular design prepared from this on-line Connection Calculator. Those using this on-line
Connection Calculator assume all liability from its use.
The Connection Calculator was designed and created by Cameron Knudson, Michael
Dodson and David Pollock at Washington State University. Support for development of the
Connection Calculator was provided by American Wood Council.
Allowable Stress Design (ASD)
Lateral loading
Nail
Single Shear
Hem-Fir
5.5 in.
Douglas Fir-Larch
1.5 in.
Box
20d (D = 0.148 in.; L = 4 in.)
C_D = 1.15
C_M = 1.0
C_eg = 1.0
C_t = 1.0
C_di = 1.0
1009
1/5/2021 Connection Calculator
https://www.awc.org/calculators/connectioncalc.160106/ccstyle.asp?design_method=ASD&connection_type=Lateral+loading&fastener_types=Nail&lo…1/1
Design Method
Connection Type
Fastener Type
Loading Scenario
Main Member Type
Main Member Thickness
Side Member Type
Side Member Thickness
Nail Type
Nail Size
Load Duration Factor
Wet Service Factor
End Grain Factor
Temperature Factor
Diaphragm Factor
Connection Yield Modes
Im 942 lbs.
Is 751 lbs.
II 360 lbs.
IIIm 343 lbs.
IIIs 259 lbs.
IV 174 lbs.
Adjusted ASD Capacity 174 lbs.
Nail bending yield strength of 90000 psi is assumed.
The Adjusted ASD Capacity does not apply for toe-nails installed in wood members.
Length of tapered tip is assumed to be two times the nail diameter for calculating
dowel bearing length in the main member.
The Adjusted ASD Capacity only applies for nails that have been driven flush with
the side member surface. It does not apply for nails that have been overdriven into
the side member.
While every effort has been made to insure the accuracy of the information presented, and
special effort has been made to assure that the information reflects the state-of-the-art,
neither the American Wood Council nor its members assume any responsibility for any
particular design prepared from this on-line Connection Calculator. Those using this on-line
Connection Calculator assume all liability from its use.
The Connection Calculator was designed and created by Cameron Knudson, Michael
Dodson and David Pollock at Washington State University. Support for development of the
Connection Calculator was provided by American Wood Council.
Allowable Stress Design (ASD)
Lateral loading
Nail
Single Shear
Hem-Fir
5.5 in.
Douglas Fir-Larch
1.5 in.
Box
20d (D = 0.148 in.; L = 4 in.)
C_D = 1.6
C_M = 1.0
C_eg = 1.0
C_t = 1.0
C_di = 1.0
1010
Designer:
Date:
Roof Metal Panel
Max span of the deck =1.6
25 psf
Max Uplift load on Roof =42.02 psf
Allowable loads for 3ft-span 29 gauge CR panel metal decking
per attached load chart:
Allowable Live/ snow load = 77 psf > 25 psf
Allowable Wind load = 69.51 psf > 42.02 psf
Wall Metal Panels
Max span of the panel =2
Max Wind load on Panel =35.31 psf
Allowable loads for 3ft-span 29 gauge CR panel metal decking
per attached load chart
Allowable Wind load = 69.51 psf > 35.31 psf
SAFE
SAFE
BH
1/5/2021
Roof Snow Load =
Deck & Panel Design
Job:Gary Ristick 220-6003
SAFE
1011
PBR Roof Panel
29 Gauge (0.0133"), Fy = 60 ksi, Fu = 61.5 ksi
SPAN
TYPE 3.0 4.0 5.0 6.0 7.0 8.0 9.0
NEGATIVE WIND LOAD 93.75 52.73 33.75 23.44 17.22 13.18 10.42
LIVE LOAD/DEFLECTION 67.01 32.53 16.66 9.64 6.07 4.07 2.86
NEGATIVE WIND LOAD 61.91 37.19 24.61 17.42 12.96 10.00 7.94
LIVE LOAD/DEFLECTION 70.40 45.18 30.41 21.75 16.28 12.62 9.40
NEGATIVE WIND LOAD 73.01 44.74 29.96 21.37 15.96 12.36 9.84
LIVE LOAD/DEFLECTION 80.00 53.43 36.52 22.73 14.32 9.59 6.74
NEGATIVE WIND LOAD 69.51 42.31 28.22 20.08 14.97 11.58 9.21
LIVE LOAD/DEFLECTION 77.00 50.82 34.56 24.74 15.58 10.44 7.33
26 Gauge (0.0181"), Fy = 60 ksi, Fu = 61.5 ksi
SPAN
TYPE 3.0 4.0 5.0 6.0 7.0 8.0 9.0
NEGATIVE WIND LOAD 133.48 75.08 48.05 33.37 24.52 18.77 14.83
LIVE LOAD/DEFLECTION 119.08 52.22 26.74 15.47 9.74 6.53 4.58
NEGATIVE WIND LOAD 114.41 66.59 43.33 30.37 22.44 17.24 13.66
LIVE LOAD/DEFLECTION 105.60 71.09 46.37 32.55 24.07 18.51 13.88
NEGATIVE WIND LOAD 138.49 81.62 53.46 37.61 27.86 21.44 17.00
LIVE LOAD/DEFLECTION 120.00 86.91 57.11 34.86 21.95 14.71 10.33
NEGATIVE WIND LOAD 130.70 76.70 50.12 35.22 26.06 20.05 15.89
LIVE LOAD/DEFLECTION 115.50 81.75 53.58 37.71 23.77 15.93 11.18
24 Gauge (0.0223"), Fy = 50 ksi, Fu = 60 ksi
SPAN
TYPE 3.0 4.0 5.0 6.0 7.0 8.0 9.0
NEGATIVE WIND LOAD 126.37 71.08 45.49 31.59 23.21 17.77 14.04
LIVE LOAD/DEFLECTION 125.69 70.70 38.51 22.28 14.03 9.40 6.60
NEGATIVE WIND LOAD 120.59 69.04 44.56 31.09 22.91 17.57 13.90
LIVE LOAD/DEFLECTION 117.33 69.40 44.80 31.25 23.03 17.66 13.97
NEGATIVE WIND LOAD 148.17 85.44 55.34 38.68 28.53 21.90 17.34
LIVE LOAD/DEFLECTION 133.33 85.87 55.62 38.89 28.68 19.34 13.58
NEGATIVE WIND LOAD 139.13 80.03 51.77 36.16 26.66 20.46 16.19
LIVE LOAD/DEFLECTION 128.33 80.43 52.04 36.35 26.81 20.57 14.45
22 Gauge (0.0286"), Fy = 50 ksi, Fu = 60 ksi
SPAN
TYPE 3.0 4.0 5.0 6.0 7.0 8.0 9.0
NEGATIVE WIND LOAD 163.85 92.16 58.98 40.96 30.09 23.04 18.21
LIVE LOAD/DEFLECTION 174.46 98.14 52.70 30.50 19.21 12.87 9.04
NEGATIVE WIND LOAD 168.30 96.14 61.98 43.21 31.83 24.41 19.31
LIVE LOAD/DEFLECTION 158.71 90.50 58.30 40.63 29.91 22.94 18.14
NEGATIVE WIND LOAD 207.24 119.12 77.03 53.80 39.67 30.44 24.09
LIVE LOAD/DEFLECTION 195.75 112.25 72.50 50.61 37.24 24.95 17.52
NEGATIVE WIND LOAD 194.44 111.53 72.04 50.29 37.06 28.43 22.50
LIVE LOAD/DEFLECTION 183.56 105.06 67.79 47.29 34.84 26.54 18.64
Notes:
1. Strength calculations based on the 2012 AISI Standard "North American Specification for the Design of
Cold-formed Steel Structural Members."
2. Allowable loads are applicable for uniform loading and spans without overhangs.
3. LIVE LOAD/DEFLECTION load capacities are for those loads that push the panel against its supports. The
applicable limit states are flexure, shear, combined shear and flexure, web crippling at end and interior
supports, and a deflection limit of L/180 under strength-level loads.
4. NEGATIVE WIND LOAD capacities are for those loads that pull the panel away from its supports. The
applicable limit states are flexure, shear, combined shear and flexure, and a deflection limit of L/60
under 10-year wind loading.
5. Panel pullover and Screw pullout capacity must be checked separately using the screws employed for
each particular application when utilizing this load chart.
6. Effective yield strength has been determined in accordance with section A2.3.2 of the 2012 NAS
specification.
7. The use of any accessories other than those provided by the manufacturer may damage panels, void
all warranties and will void all engineering data.
8. This material is subject to change without notice. Please contact MBCI for most current data.
SPAN IN FEET
1-span
2-span
3-span
3-span
4-span
LOAD TYPE SPAN IN FEET
1-span
2-span
1-span
2-span
3-span
4-span
4-span
LOAD TYPE
ALLOWABLE UNIFORM LOADS IN POUNDS PER SQUARE FOOT
SPAN IN FEET
1-span
2-span
3-span
The Engineering data contained herein is for the expressed use of customers and design professionals. Along with this data, it is recommended that the design
professional have a copy of the most current version of the North American Specification for the Design of Cold-Formed Steel Structural Members published by the
American Iron and Steel Institute to facilitate design. This Specification contains the design criteria for cold-formed steel components. Along with the Specification, the
designer should reference the most current building code applicable to the project jobsite in order to determine environmental loads. If further information or guidance
regarding cold-formed design practices is desired, please contact the manufacturer.
4-span
LOAD TYPE
LOAD TYPE
SPAN IN FEET
Subject to change without notice Effective November 18, 2013
1012
Designer:
Date:
#12 Roof Screw Check Input
Calculated
Screws spacing =12 in
19.2 in
Trib area =1.6 ft²
#12 Screw Capacity =154 Ibs
Uplift Wind pressure =42.02 psf
Uplift Force =67.232 Ibs <154 Ibs
Roof & Wall screws Design
Job:Gary Ristick 220-6003
SAFE
BH
1/5/2021
Purlin spacing =
1013
1014
PROJECT NUMBER
DESIGNER
=Input
=Calculation
Perpendicular to Ridge Shearwall Capacity:240 plf
24 feet 10 feet
18 feet 12.67 feet
6 feet * If NO Door in Endwall Leave Blank
240 plf
24.7 psf
7 psf 2 ft
-7 psf 1
14.82 psf
Building Width - Door Width = 12 feet
Load = Width * Height/2 * Allowable Pressure + Load From Roof Pressures=1700 pounds
850 pounds
71 plf
240 plf >71 plf
Use panels with a fastener layout of 35/5
2 ft. With 1 Side-Lap Connections/Span
Ultimate * 0.6 =
Useable Wall Length =
Load Per Wall =Total Load /2 =
Misc.
A minimum Span of
Support fastening is #12 buildex, Elco, Hilti, Simpson or equivelant screws
Side-lap fastening is #10 Buildex, Elco, Hilti, Simpson or equivelant screws
Misc.
Fastener Layout:
Type of Deck Used:
35/5
Span:
Shear Wall Check
Gary Ristick 220-6003
BH
Building Length: Eave Height:
Ridge Height:
Door Width:
Leeward Roof Pressure:Side-Lap Connection/Span:
Building Width:
Load Per Foot =Load Per Wall / Useable Wall Length =
Capacity =
Safe
Other Deck Capacity:
Ultimate Wind Pressure:
Windward Roof Pressure:
Allowable Wind Pressure =
1015
PROJECT NUMBER
DESIGNER
=Input
=Calculation
Parallel to Ridge Shearwall Capacity:240 plf
24 feet 10 feet
18 feet 12.67 feet
14 feet *If NO Door in Sidewall Leave Blank
23.42 psf 2 ft
1
14.05 psf
Area 1 =90 feet2
Area 2 =24.003 feet2
Area 1 + Area 2 =114.003 feet2
Building Length - Door Width = 10 feet
Total Area * Allowable Pressure =1602 pounds
801 pounds
80 plf
240 plf >80 plf
Use panels with a fastener layout of 35/5
2 ft. With 1 Side-Lap Connections/SpanA Max Span of
Support fastening is #12 buildex, Elco, Hilti, Simpson or equivelant screws
Side-lap fastening is #10 Buildex, Elco, Hilti, Simpson or equivelant screws
Fastener Layout: 35/5
Load Per Foot =Load Per Wall / Useable Wall Length =
Capacity =
Safe
Width*Height /2 =
Width * (Ridge-Eave)/2 =
Total Area =
Useable Wall Length =
Total Load =
Load Per Wall =
Span:
Misc.
Total Load /2 =
Allowable Wind Pressure = Ultimate * 0.6 =
Side-Lap Connection/Span:
Building Length: Eave Height:
Building Width:Ridge Height:
Door Width:
Ultimate Wind Pressure:
Gary Ristick 220-6003
BH
Shear Wall Check
1016
1017
1018
1/5/2021 Connection Calculator
https://www.awc.org/calculators/connectioncalc.160106/ccstyle.asp?design_method=ASD&connection_type=Lateral+loading&fastener_types=Nail&lo…1/1
Design Method
Connection Type
Fastener Type
Loading Scenario
Main Member Type
Main Member Thickness
Side Member Type
Side Member Thickness
Nail Type
Nail Size
Load Duration Factor
Wet Service Factor
End Grain Factor
Temperature Factor
Diaphragm Factor
Connection Yield Modes
Im 942 lbs.
Is 565 lbs.
II 329 lbs.
IIIm 328 lbs.
IIIs 211 lbs.
IV 163 lbs.
Adjusted ASD Capacity 163 lbs.
Nail bending yield strength of 90000 psi is assumed.
The Adjusted ASD Capacity does not apply for toe-nails installed in wood members.
Length of tapered tip is assumed to be two times the nail diameter for calculating
dowel bearing length in the main member.
The Adjusted ASD Capacity only applies for nails that have been driven flush with
the side member surface. It does not apply for nails that have been overdriven into
the side member.
While every effort has been made to insure the accuracy of the information presented, and
special effort has been made to assure that the information reflects the state-of-the-art,
neither the American Wood Council nor its members assume any responsibility for any
particular design prepared from this on-line Connection Calculator. Those using this on-line
Connection Calculator assume all liability from its use.
The Connection Calculator was designed and created by Cameron Knudson, Michael
Dodson and David Pollock at Washington State University. Support for development of the
Connection Calculator was provided by American Wood Council.
Allowable Stress Design (ASD)
Lateral loading
Nail
Single Shear
Hem-Fir
5.5 in.
Hem-Fir
1.5 in.
Box
20d (D = 0.148 in.; L = 4 in.)
C_D = 1.6
C_M = 1.0
C_eg = 1.0
C_t = 1.0
C_di = 1.0
1019
PROJECT : PAGE :
CLIENT : DESIGN BY :
JOB NO. : DATE : REVIEW BY :
INPUT DATA & DESIGN SUMMARY
COLUMN DIAMETER dcol =5.5 in
COLUMN DEAD LOAD PDL =0.595 kips
COLUMN LIVE LOAD PLL =2.975 kips
LATERAL LOAD (0=Wind, 1=Seismic)0 Wind,SD
WIND AXIAL LOAD PLAT =0 k, SD
WIND MOMENT LOAD MLAT =0 ft-k, SD
WIND SHEAR LOAD VLAT =0 k, SD
SOIL WEIGHT ws =0.11 kcf
FOOTING EMBEDMENT DEPTH Df =4 ft
FOOTING THICKNESS T =10 in
ALLOW SOIL PRESSURE Qa =1.5 ksf
FOOTING DIAMETER D =2.5 ft
CONCRETE STRENGTH fc' =2.5 ksi
REBAR YIELD STRESS fy =60 ksi
FOOTING TOP REBAR #3 @ 144 in o.c., each way
FOOTING BOTTOM REBAR #3 @ 18 in o.c., each way
THE FOOTING DESIGN IS ADEQUATE.
ANALYSIS
CHECK OVERTURNING FACTOR (IBC 1605.2.1, 1808.3.1, & ASCE 7 12.13.4)
MR / MO =######>F = 1.0 / 0.9 = 1.11 [Satisfactory]
Where MO = MLAT + VLAT T - PLAT(0.5 D) =0 k-ft
MR =(PDL+ Pftg + Psoil) (0.5 D) =4 k-ft
Pftg =(0.15 kcf) p T D2/ 4 =0.61 k, footing weight
Psoil = ws (Df - T) p D2/ 4 =1.71 k, soil weight
COMBINED LOADS AT TOP FOOTING (IBC 1605.3.2 & ACI 318 5.3)
CASE 1: DL + LL P = 3.6 kips 1.2 DL + 1.6 LL Pu =5.5 kips
CASE 2: DL + LL + 0.6(1.3) W P = 3.6 kips 1.2 DL + LL + 1.0 W Pu =3.7 kips
M = 0 ft-kips Mu =0 ft-kips
V = 0.0 kips Vu =0.0 kips
e = 0.0 ft, fr cl ftg eu =0.0 ft, fr cl ftg
CASE 3: DL + LL + 0.6(0.65) W P = 3.6 kips 0.9 DL+ 1.0 W Pu =0.5 kips
M = 0 ft-kips Mu =0 ft-kips
V = 0.0 kips Vu =0.0 kips
e = 0.0 ft, fr cl ftg eu =0.0 ft, fr cl ftg
CHECK SOIL BEARING CAPACITY (ACI 318 13.3.1.1)
Service Loads CASE 1 CASE 2 CASE 3
P 3.6 3.6 3.6 k
e 0.0 0.0 0.0 ft (from center of footing)
Pftg - Psoil -1.1 -1.1 -1.0 k, (footing increasing)
S P 2.5 2.5 2.6 k, (net loads)
e 0.0 0.0 0.0 ft
qmin 0.50 0.50 0.53 ksf
x @ 0 ft, from edge @ 0 ft, from edge
qmax 0.50 0.50 0.53 ksf
qallowable 1.50 2.00 2.00 ksf
[Satisfactory]
CHECK FLEXURE & SHEAR OF FOOTING
(ACI 318 13, 21, & 22)
Circular Footing Design Based on ACI 318-14
'
'20.85 1 1 0.383
M ufcb fd c
f y
40.0018 ,3MIN
TMINd
'
10.85
MAX
f c u
f u ty
1020
(cont'd)
FACTORED SOIL PRESSURE
Factored Loads CASE 1 CASE 2 CASE 3
Pu 5.5 3.7 0.5 k
eu 0.0 0.0 0.0 ft
g[0.15T + ws(Df - T)] A 2.8 2.8 2.1 k, (factored footing & backfill)
S Pu 8.3 6.5 2.6 k
eu 0.0 0.0 0.0 ft
qu, min 1.68 1.32 0.54 ksf
x @ 0 ft, from edge @ 0 ft, from edge
qu, max 1.68 1.32 0.54 ksf
FOOTING MOMENT & SHEAR FOR CASE 1
0 1/10 D 2/10 D 3/10 D 4/10 D Center 6/10 D 7/10 D 8/10 D 9/10 D D
0 0.25 0.50 0.75 1.00 1.25 1.50 1.75 2.00 2.25 2.50
0.00 1.50 2.00 2.29 2.45 2.50 2.45 2.29 2.00 1.50 0.00
0.00 0.26 0.44 0.54 0.60 1.24 0.60 0.54 0.44 0.26 0.00
0 0 0 0 0 0 1.3685 2.737 4.1055 5.474 6.8425
0 0 0 0 0 2.737 5.474 5.474 5.474 5.474 5.474
0.57 0.57 0.57 0.57 0.57 0.57 0.57 0.57 0.57 0.57 0.57
0.00 0.00 0.04 0.14 0.31 0.57 1.01 1.53 2.13 2.79 3.49
0.00 0.07 0.27 0.55 0.87 1.39 1.92 2.24 2.52 2.72 2.79
-1.68 -1.68 -1.68 -1.68 -1.68 -1.68 -1.68 -1.68 -1.68 -1.68 -1.68
0 0 -0.1075 -0.4016 -0.9228 -1.6943 -2.9883 -4.5327 -6.3041 -8.2622 -10.328
0 -0.215 -0.8032 -1.6305 -2.5854 -4.1311 -5.6767 -6.6316 -7.459 -8.0472 -8.2622
0 -0.0356 -0.0712 -0.2661 -0.6114 -1.1225 -0.6114 -0.2661 -0.0712 -0.0356 0
0 -0.1424 -0.5321 -1.0803 -1.7129 0 1.7129 1.0803 0.5321 0.1424 0
FOOTING MOMENT & SHEAR FOR CASE 2
0 1/10 D 2/10 D 3/10 D 4/10 D Center 6/10 D 7/10 D 8/10 D 9/10 D D
0 0.25 0.50 0.75 1.00 1.25 1.50 1.75 2.00 2.25 2.50
0.00 1.50 2.00 2.29 2.45 2.50 2.45 2.29 2.00 1.50 0.00
0.00 0.26 0.44 0.54 0.60 1.24 0.60 0.54 0.44 0.26 0.00
0 0 0 0 0 0 0.9223 1.8445 2.7668 3.689 4.6113
0 0 0 0 0 1.8445 3.7 3.7 3.7 3.7 3.7
0.57 0.57 0.57 0.57 0.57 0.57 0.57 0.57 0.57 0.57 0.57
0.00 0.00 0.04 0.14 0.31 0.57 1.01 1.53 2.13 2.79 3.49
0.00 0.07 0.27 0.55 0.87 1.39 1.92 2.24 2.52 2.72 2.79
1.32 1.32 1.32 1.32 1.32 1.32 1.32 1.32 1.32 1.32 1.32
0 0 -0.0843 -0.3148 -0.7234 -1.3283 -2.3427 -3.5534 -4.9421 -6.4772 -8.0965
0 -0.1685 -0.6297 -1.2782 -2.0269 -3.2386 -4.4503 -5.1989 -5.8475 -6.3086 -6.4772
0 -0.024 -0.048 -0.1793 -0.412 -0.7565 -0.412 -0.1793 -0.048 -0.024 0
0 -0.096 -0.3586 -0.728 -1.1544 0 1.1544 0.728 0.3586 0.096 0
FOOTING MOMENT & SHEAR FOR CASE 3
0 1/10 D 2/10 D 3/10 D 4/10 D Center 6/10 D 7/10 D 8/10 D 9/10 D D
0 0.25 0.50 0.75 1.00 1.25 1.50 1.75 2.00 2.25 2.50
0.00 1.50 2.00 2.29 2.45 2.50 2.45 2.29 2.00 1.50 0.00
0.00 0.26 0.44 0.54 0.60 1.24 0.60 0.54 0.44 0.26 0.00
0 0 0 0 0 0 0.1339 0.2678 0.4016 0.5355 0.6694
0 0 0 0 0 0.2678 0.5 0.5 0.5 0.5 0.5
0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43
0.00 0.00 0.03 0.10 0.23 0.43 0.76 1.15 1.60 2.09 2.61
0.00 0.05 0.20 0.41 0.65 1.05 1.44 1.68 1.89 2.04 2.09
0.54 0.54 0.54 0.54 0.54 0.54 0.54 0.54 0.54 0.54 0.54
0 0 -0.0342 -0.1277 -0.2934 -0.5386 -0.95 -1.441 -2.0041 -2.6266 -3.2833
0 -0.0683 -0.2553 -0.5184 -0.8219 -1.3133 -1.8047 -2.1083 -2.3713 -2.5583 -2.6266
0 -0.0035 -0.007 -0.026 -0.0598 -0.1098 -0.0598 -0.026 -0.007 -0.0035 0
0 -0.0139 -0.0521 -0.1057 -0.1676 0 0.1676 0.1057 0.0521 0.0139 0
S Mu (ft-k)
S Vu (kips)
Mu,soil (ft-k)
Vu,soil (k)
qu,ftg & fill (ksf)
Mu,ftg & fill (ft-k)
Vu,ftg & fill (k)
S Mu (ft-k)
S Vu (kips)
Section
Xu (ft, dist. from left of footing)
Tangent (ft)
TA ( ft2 )
Mu,col (ft-k)
qu,soil (ksf)
Vu,col (k)
qu,ftg & fill (ksf)
Mu,ftg & fill (ft-k)
Vu,ftg & fill (k)
Mu,soil (ft-k)
Vu,soil (k)
qu,soil (ksf)
Xu (ft, dist. from left of footing)
S Mu (ft-k)
S Vu (kips)
Section
Mu,soil (ft-k)
Vu,col (k)
qu,soil (ksf)
Tangent (ft)
TA ( ft2 )
Vu,soil (k)
Tangent (ft)
TA ( ft2 )
Mu,col (ft-k)
Vu,col (k)
qu,ftg & fill (ksf)
Mu,col (ft-k)
Mu,ftg & fill (ft-k)
Vu,ftg & fill (k)
Xu (ft, dist. from left of footing)
Section
1021
(cont'd)
FOOTING MOMENT & SHEAR SUMMARY
0 1/10 D 2/10 D 3/10 D 4/10 D Center 6/10 D 7/10 D 8/10 D 9/10 D D
0 0.25 0.50 0.75 1.00 1.25 1.50 1.75 2.00 2.25 2.50
0.00 1.50 2.00 2.29 2.45 2.50 2.45 2.29 2.00 1.50 0.00
Case Mu, (ft-k / ft)0 -0.0237 -0.0356 -0.1161 -0.2496 -0.449 -0.2496 -0.1161 -0.0356 -0.0237 0
1 Vu, (k / ft)0 -0.095 -0.2661 -0.4715 -0.6993 0 0.6993 0.4715 0.2661 0.095 0
Case Mu, (ft-k / ft)0 -0.016 -0.024 -0.0783 -0.1682 -0.3026 -0.1682 -0.0783 -0.024 -0.016 0
2 Vu, (k / ft)0 -0.064 -0.1793 -0.3177 -0.4713 0 0.4713 0.3177 0.1793 0.064 0
Case Mu, (ft-k / ft)0 -0.0023 -0.0035 -0.0114 -0.0244 -0.0439 -0.0244 -0.0114 -0.0035 -0.0023 0
3 Vu, (k / ft)0 -0.0093 -0.026 -0.0461 -0.0684 0 0.0684 0.0461 0.026 0.0093 0
CHECK FLEXURE
Location Mu,max d (in)min reqD max smax provD
Top Slab 0.0 ft-k / ft 7.81 0.0000 0.0000 0.0129 no limit 0.0001
Bottom Slab -0.4 ft-k / ft 6.81 0.0002 0.0002 0.0129 18 0.0009 [Satisfactory]
CHECK FLEXURE SHEAR
Vu,max fVc = 2 f b d (fc')0.5 check Vu < f Vc
0.7 k / ft 6 k [Satisfactory]
CHECK PUNCHING SHEAR (ACI 318 13.2.7.2, 22.6.4.1, 22.6.4.3, & 8.4.2.3)
Case Pu Mu b1 b2 b0 gv c y Af Ap R J vu (psi)f vc
1 5.5 0.0 10.1 10.1 3.4 0.4 1.0 2.0 4.9 2.0 0.8 0.3 15.9 150.0
2 3.7 0.0 10.1 10.1 3.4 0.4 1.0 2.0 4.9 2.0 0.5 0.3 10.7 150.0
3 0.5 0.0 10.1 10.1 3.4 0.4 1.0 2.0 4.9 2.0 0.1 0.3 1.6 150.0
[Satisfactory]
where f = 0.75 (ACI 318 21.2)
Tangent (ft)
Un
i
f
o
r
m
L
o
a
d
s
Section
Xu (ft, dist. from left of footing)
0.5 1( )
231 21 361 1
1 2
R bMPuu vpsivuJAP
d b d bJbb
b bPuRAf
g
2 1 2
112 1132
2
4
db bAP
v b
b
DAf
g
p
'( ) 2
42, ,40
0
0,0 1 2 4
psi y fvc c
dy MIN bc
bdb d b bcol
ff
p
1022
JOB NUMBER
DESIGNER
1) Selected design type.
This design is for a nonconstrained post with a moment applied to the base
2) Input design criteria
VALUE
513
2 FT
S 1 =150 1.9 0.333 1.33 2 S 1=252.447
d =0.5A{ 1 + [ 1 + ( 4.36 h / A ) ] 1/2 }IBC Eq. 18-1, pg 370
d =0.5 X 0.309 { 1 + [ 1 + (4.36 X 10 / 0.309)] ^ 1/2}
d =1.996 1 OF 1
1.9
1.996 FT
2
A =S 1 X b
D: Assumed depth of embedment used for soil
bearing capacity at 1/3 depth of embedment.
A =2.34 X 51.3 X1.3
DESCRIPTION
b : Diameter of round post or footing or diagonal
dimension of square post or footing (FT)
0.309
I would like to use a 1/3 increase in my soil bearing
capacity because my load is either from wind or
seismic forces ( Y or N )
2.34 X P
Equivalent lateral point load (P) at height (h) used for analysis. P = 51.3 h = 10
Y
For the procedure used refer to
IBC 1805.7.2.1 pg 370
M: Moment at column base (FT LB)
S 1: Allowable lateral soil-bearing pressure as set forth
in Section 1804.3 based on a depth of one-third the
depth of embedment in PSF. IBC Table
The source of my lateral force is; Wind(W),
Seismic(E), Dead(D), Live(L) or Snow(S)
A=
513
252.45 X 2
d : Required depth of embedment I.A.W. IBC
Equation 18-1, pg 370
150
PSF
IBC EMBEDMENT DEPTH OF A POST INTO EARTH OR CONCRETE
Gary Ristick 220-6003
REQUIRING LATERAL BEARING
BH
I would like to use an increase of 2 times my lateral-
bearing pressure because my structure will not be
adversely effected by a 1/2 inch movement at ground
level. (Y or N)
W
150
Y
X X X X
1.
9
9
6
F
T
1023