REVIEWED BLD2020-1171+Structural calculations+1.12.2021_10.32.20_AM+1985253PACIFIC NORTHWEST
STRUCTURAL GROUP, INC.
6193 NE MALBON CT.
KINGSTON, WA 98346
(360) 903-2803
David@PNWStructure.com
STRUCTURAL CALCULATIONS
20-081 DEMETRI'S WOODSTONE TAVERNA EXTERIOR DECK AWNING ADDITION
101 MAIN STREET
EDMONDS, WA 98020
ALL COMPUTATIONS AND ENGINEERING FOR THIS PROJECT HAVE
BEEN PERFORMED BY MYSELF OR UNDER MY SUPERVISION.
10-JAN-21
Digitally signed by
David L. Starkel
Date: 2021.01.10
�"" 15:55:33-08'00'
DATE: 1/10/2021 COMPANY: Pacific Northwest Structural Group, LLF-age 1
VITRUVIUS BUILD: Base DESIGNED BY: David Starkel
CUSTOMER: REVIEWED BY: David Starkel
PROJECT LOCATION:
PROJECT SUMMARY
Project Name: New Project
Governing Codes:
Building Code: 2015 International Building Code
ASCE: ASCE 7-10
Steel: AISC 360-10
Concrete: ACI 318-14
Masonry: TMS 402/602-13
Level: StruCalc Members
Module Location: DB1A
Module Type: Floor Beam
Material Type: Solid Sawn Hem -Fir No. 2
Member Dimensions: 1.5 in. X 11.25 in. X 6.25 ft
Section Adequacy: 78%
Controlling Factor: Bending Stress Y
Module Location: DB3A
Module Type: Floor Beam
Material Type: Solid Sawn Hem -Fir No. 2
Member Dimensions: 1.5 in. X 11.25 in. X 10.17 ft
Section Adequacy: 65%
Controlling Factor: Shear Stress Y
Module Location: DB4A
Module Type: Floor Beam
Material Type: Solid Sawn Hem -Fir No. 2
Member Dimensions: 1.5 in. X 11.25 in. X 6.17 ft
Section Adequacy: 56.9%
Controlling Factor: Bending Stress Y
Module Location: DB4B
Module Type: Floor Beam
Material Type: Solid Sawn Hem -Fir No. 2
Member Dimensions: 1.5 in. X 11.25 in. X 10 ft
Section Adequacy: 26.4%
Controlling Factor: Bending Stress Y
Project Name: New Project 2015 International Building Code ASD
Page 2
DATE: 1/10/2021
VITRUVIUS BUILD. Base
CUSTOMER:
PROJECT LOCATION:
LEVEL: StruCalc Members
LOCATION: DB1A
TYPE: FLOOR BEAM
PASS A
COMPANY:
DESIGNED BY:
REVIEWED BY:
Pacific Northwest Structural Group, LLC
David Starkel
David Starkel
LOADING. ASD
CODE: 2015 International Building Code
NDS: 2015 NDS
Hem -Fir No. 2 (3) 1.5 X 11.25 DRY INCISED
Start(ft): 0 End (ft): 6.25 Member Slope: 0/12 Actual Length (ft): 6.25
Area Ix ly BSW Lams G Kcr
(in Z) (in") (in') (Ibf/ft) Creep Factor
50.62 533.94 9.49 9.99 3 0.43 1
IRETUMPIT-09N.
Fb (psi) Ft (psi) Fv (psi) Fc (psi) Fc1(psi) E (psi) x103 Emin (psi) x103
Base Values 850
525
150
1300
405
1300
470
\djusted Values 680
420
120
1040
405
1235
446
CM 1
1
1
1
1
1
1
CT 1
1
1
1
1
1
1
Ci 0.8
0.8
0.8
0.8
1
0.95
0.95
CIF 1
1
1
1
1
1
1
Bending Adjustment Factors
Cfu = 1 Cr = 1
WINE AnM
Unbraced Length (ft)
Beam End
Span Length (ft)
Top Bottom
Elev. Diff (ft)
CL(Top)
CL(Bottom) CL(Left)
CL(Right)
1 4.25
0 4.25
1.416667
1.00
0.98 1.00
1.00
2 2
0 2
0.6666667
1.00
0.99 1.00
1.00
• • •
PASS/FAIL
MAGNITUDE
STRENGTH
LOCATION (ft)
LOAD COMBO
DURATION FACTOR CD
Shear Stress Y (psi)
PASS (82.7%)
20.7
120.0
4.31
D+L
1
Bending Stress Y (psi)
PASS (78.0%)
146.1
662.8
4.25
D+L
1
Deflection (in)
PASS (92.0%)
0.011 (=L/4485)
0.133 (=L/360)
6.25
L
Bearing Stress (psi)
PASS (85.9%)
63.1
448.4
4.25
D+L
1
• 1014W
Units for V: Ibf Units for M: Ibf-ft
Y axis DEAD
LIVE LIVE ROOF SNOW
WIND +
WIND -
SEISMIC +
SEISMIC -
ICE
RAIN
EARTH
A -13
-238 0 0
0
0
0
0
0
0
0
B 150
843 0 0
0
0
0
0
0
0
0
C 0
0 0 0
0
0
0
0
0
0
0
Reaction Location
A B C
11111111LOW
Type Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction
Point (Ibf) 605 5.92 Live Y
Point (Ibf) 75 - 5.92 - Dead Y
Self Weight (Ibf/ft) 9.99 9.99 0 6.25 Dead Y
Project Name: New Project 2015 International Building Code ASD
Page 3
Project Name: New Project 2015 International Building Code ASD
Page 4
DATE: 1/10/2021
VITRUVIUS BUILD. Base
CUSTOMER:
PROJECT LOCATION:
PASS A
COMPANY:
DESIGNED BY:
REVIEWED BY:
Pacific Northwest Structural Group, LLC
David Starkel
David Starkel
LEVEL: StruCalc Members LOADING: ASD
LOCATION: DB3A CODE: 2015 International Building Code
TYPE: FLOOR BEAM NDS: 2015 NDS
MATERIAL- SOLID SAWN
Hem -Fir No. 2 (3) 1.5 X 11.25 DRY INCISED
Start (ft): 0 End (ft): 10.17 Member Slope: 0/12 Actual Length (ft): 10.17
Area Ix ly BSW Lams G Kcr
(in Z) (in") (in') (Ibf/ft) Creep Factor
50.62 533.94 9.49 9.99 3 0.43 1
IRKTOW •••
Fb (psi) Ft (psi) Fv (psi) Fc (psi) Fc1(psi) E (psi) x103 Emin (psi) x103
Base Values 850
525
150
1300
405
1300
470
\djusted Values 680
420
120
1040
405
1235
446
CM 1
1
1
1
1
1
1
CT 1
1
1
1
1
1
1
Ci 0.8
0.8
0.8
0.8
1
0.95
0.95
CIF 1
1
1
1
1
1
1
Bending Adjustment Factors
Cfu = 1 Cr = 1
WINE AnM
Unbraced Length (ft)
Beam End
Span Length (ft)
Top Bottom Elev. Diff (ft)
CL(Top)
CL(Bottom) CL(Left)
CL(Right)
1 8.17
0 8.17
2.723333
1.00
0.95 1.00
1.00
2 2
0 2
0.6666667
1.00
1.00 1.00
1.00
• • •
PASS/FAIL
MAGNITUDE
STRENGTH
LOCATION (ft)
LOAD COMBO
DURATION FACTOR CD
Shear Stress Y (psi)
PASS (65.0%)
42.1
120.0
8.24
D+L
1
Bending Stress Y (psi)
PASS (90.6%)
60.5
644.4
8.14
D+L
1
Deflection (in)
PASS (95.3%)
0.006 (=L/7740)
0.133 (=L/360)
10.17
L
Bearing Stress (psi)
PASS (78.5%)
96.5
448.4
8.17
D+L
1
• 1014W
Units for V: Ibf Units for M: Ibf-ft
Y axis DEAD
LIVE LIVE ROOF SNOW
WIND +
WIND -
SEISMIC +
SEISMIC -
ICE
RAIN
EARTH
A 32
-50 0 0
0
0
0
0
0
0
0
B 219
1300 0 0
0
0
0
0
0
0
0
C 0
0 0 0
0
0
0
0
0
0
0
Reaction Location
A B C
11111111LOW
Type Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction
Point (Ibf) 1250 8.5 Live Y
Point (Ibf) 150 - 8.5 - Dead Y
Self Weight (Ibf/ft) 9.99 9.99 0 10.17 Dead Y
Project Name: New Project 2015 International Building Code ASD
Page 5
Project Name: New Project 2015 International Building Code ASD
Page 6
PASS A
DATE:
1/10/2021 COMPANY:
Pacific Northwest Structural Group, LLC
VITRUVIUS BUILD:
Base DESIGNED BY:
David Starkel
CUSTOMER:
REVIEWED BY:
David Starkel
PROJECT LOCATION:
LEVEL:
StruCalc Members LOADING:
ASD
LOCATION:
DB4A CODE:
2015 International Building Code
TYPE:
MATFRIAL-
FLOOR BEAM NDS:
� SOLID SAWN
2015 NDS
Hem -Fir
No. 2 (3) 1.5 X 11.25 DRY INCISED
Start (ft): 0 End (ft): 6.17 Member Slope: 0/12 Actual Length (ft): 6.17
Area Ix ly BSW Lams G Kcr
(in Z) (in") (in') (Ibf/ft) Creep Factor
50.62 533.94 9.49 9.99 3 0.43 1
IRKTOW •••
Fb (psi) Ft (psi) Fv (psi) Fc (psi) Fc1(psi) E (psi) x103 Emin (psi) x103
Base Values 850
525
150
1300
405
1300
470
Adjusted Values 680
420
120
1040
405
1235
446
CM 1
1
1
1
1
1
1
CT 1
1
1
1
1
1
1
Ci 0.8
0.8
0.8
0.8
1
0.95
0.95
CIF 1
1
1
1
1
1
1
Bending Adjustment Factors
Cfu = 1 Cr = 1
WINE AnM
Unbraced Length (ft) Beam End
Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left) CL(Right)
1 6.17 0 6.17 2.056667 1.00 0.93 1.00
1.00
PASS/FAIL
MAGNITUDE
STRENGTH
LOCATION (ft)
LOAD COMBO DURATION FACTOR CD
Shear Stress Y (psi)
PASS (63.4%)
43.9
120.0
0
D+L 1
Bending Stress Y (psi)
PASS (56.9%)
292.9
680.0
1.6
D+L 1
Deflection (in)
PASS (92.3%)
0.016 (=L/4657)
0.206 (=L/360)
2.71
L
Bearing Stress (psi)
PASS (76.8%)
94.1
405.0
0
D+L 1
• 10 MW Units for V: Ibf Units for M: Ibf-ft
Y axis DEAD LIVE LIVE ROOF SNOW WIND + WIND - SEISMIC + SEISMIC - ICE RAIN EARTH
A 187 1294 0 0 0 0 0 0 0 0 0
B 85 446 0 0 0 0 0 0 0 0 0
Reaction Location
A B
mw,oy-,Ibmqmw
Type Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction
Point (Ibf) 1740 1.58 Live Y
Point (Ibf) 210 - 1.58 - Dead Y
Self Weight (Ibf/ft) 9.99 9.99 0 6.17 Dead Y
Project Name: New Project 2015 International Building Code ASD
Page 7
Project Name: New Project 2015 International Building Code ASD
Page 8
PASS A
DATE:
1/10/2021 COMPANY:
Pacific Northwest Structural Group, LLC
VITRUVIUS BUILD:
Base DESIGNED BY:
David Starkel
CUSTOMER:
REVIEWED BY:
David Starkel
PROJECT LOCATION:
LEVEL:
StruCalc Members LOADING:
ASD
LOCATION:
DB4B CODE:
2015 International Building Code
TYPE:
MATFRIAL-
FLOOR BEAM NDS:
� SOLID SAWN
2015 NDS
Hem -Fir
No. 2 (3) 1.5 X 11.25 DRY INCISED
Start(ft): 0 End (ft): 10 Member Slope: 0/12 Actual Length (ft): 10
Area Ix ly BSW Lams G Kcr
(in Z) (in") (in') (Ibf/ft) Creep Factor
50.62 533.94 9.49 9.99 3 0.43 1
IRETUM •••
Fb (psi) Ft (psi) Fv (psi) Fc (psi) Fc1(psi) E (psi) x103 Emin (psi) x103
Base Values 850
525
150
1300
405
1300
470
Adjusted Values 680
420
120
1040
405
1235
446
CM 1
1
1
1
1
1
1
CT 1
1
1
1
1
1
1
Ci 0.8
0.8
0.8
0.8
1
0.95
0.95
CIF 1
1
1
1
1
1
1
Bending Adjustment Factors
Cfu = 1 Cr = 1
WINE AnM
Span Length (ft)
Unbraced Length (ft)
Top Bottom
Beam End
Elev. Diff (ft)
CL(Top)
CL(Bottom) CL(Left)
CL(Right)
1 10
0 10
3.333333
1.00
0.80 1.00
1.00
• • •
PASS/FAIL
MAGNITUDE
STRENGTH
LOCATION (ft)
LOAD COMBO DURATION FACTOR CD
Shear Stress Y (psi)
PASS (77.7%)
26.7
120.0
10
D+L 1
Bending Stress Y (psi)
PASS (26.4%)
500.6
680.0
5.5
D+L 1
Deflection (in)
PASS (77.6%)
0.075 (=L/1608)
0.333 (=L/360)
5.2
L
Bearing Stress (psi)
PASS (85.9%)
57.3
405.0
10
D+L 1
• MW Units for V: Ibf Units for M: Ibf-ft
Y axis DEAD LIVE LIVE ROOF SNOW WIND + WIND - SEISMIC + SEISMIC - ICE RAIN EARTH
A 125 623 0 0 0 0 0 0 0 0 0
B 141 761 0 0 0 0 0 0 0 0 0
Reaction Location
A B
mw,oy—,Ibmqmw
Type Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction
Point (Ibf) 1384 5.5 Live Y
Point (Ibf) 166 - 5.5 - Dead Y
Self Weight (Ibf/ft) 9.99 9.99 0 10 Dead Y
Project Name: New Project 2015 International Building Code ASD
Page 9
Project Name: New Project 2015 International Building Code ASD
E-7i►��i�-Z•�c■ Anchor DesignerT"'
Software
Version 2.9.7376.3
1.Project information
Customer company:
Customer contact name:
Customer e-mail:
Comment:
2. Input Data & Anchor Parameters
General
Design method:ACI 318-14
Units: Imperial units
Anchor Information:
Anchor type: Concrete screw
Material: Carbon Steel
Diameter (inch): 0.625
Nominal Embedment depth (inch): 4.000
Effective Embedment depth, he (inch): 2.970
Code report: ICC-ES ESR-2713
Anchor category: 1
Anchor ductility: No
hmin (Inch): 6.00
cap (inch): 4.50
Cmin (Inch): 1.75
Smin (Inch): 3.00
Company:
Pacific Northwest Structural
Date:
1/8/2021
Engineer:
DLS
Page:
1/5
Project:
20-081 Demetri's Woodstone Taverna Exterior De
Address:
6193 NE Malbon Ct., Kingston, WA 98346
Phone:
E-mail:
Project description:
Location:
Fastening description:
Base Material
Concrete: Normal -weight
Concrete thickness, h (inch): 6.00
State: Cracked
Compressive strength, f'� (psi): 2500
Lp�,v: 1.0
Reinforcement condition: B tension, B shear
Supplemental reinforcement: Not applicable
Reinforcement provided at corners: No
Ignore concrete breakout in tension: No
Ignore concrete breakout in shear: Yes
Ignore 6do requirement: Not applicable
Build-up grout pad: No
Recommended Anchor
Anchor Name: Titen HD® - 5/8" 0 Titen HD (THDB model), hnom:4" (102mm)
Code Report: ICC-ES ESR-2713
r-
';11�11111111
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
E-7[►��[�-Z•�c■ Anchor Designer TM
Software
Version 2.9.7376.3
Load and Geometry
Load factor source: ACI 318 Section 5.3
Load combination: not set
Seismic design: Yes
Anchors subjected to sustained tension: Not applicable
Ductility section for tension: 17.2.3.4.2 not applicable
Ductility section for shear: 17.2.3.5.2 not applicable
0o factor: not set
Apply entire shear load at front row: No
Anchors only resisting wind and/or seismic loads: No
Strength level loads:
Nua [lb]: 1000
Vuax [lb]: 3000
Vuay [lb]: 0
<Figure 1>
30001
Company:
Pacific Northwest Structural
Date:
1/8/2021
Engineer:
DLS
Page:
2/5
Project:
20-081 Demetri's Woodstone Taverna Exterior De
Address:
6193 NE Malbon Ct., Kingston, WA 98346
Phone:
E-mail:
1000 lb
0 lb
Y
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
E-71►��I�-z•�►■ Anchor Designer"'
Software
Version 2.9.7376.3
<Figure 2>
Company:
Pacific Northwest Structural
I Date:
1/8/2021
Engineer:
DLS
I Page:
3/5
Project:
20-081 Demetri's Woodstone Taverna Exterior De
Address:
6193 NE Malbon Ct., Kingston, WA 98346
Phone:
E-mail:
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
E-7i►��i�-Z•�e■ Anchor DesignerT"'
Software
Version 2.9.7376.3
Company:
Pacific Northwest Structural
Date:
1/8/2021
Engineer:
DLS
Page:
4/5
Project:
20-081 Demetri's Woodstone Taverna Exterior De
Address:
6193 NE Malbon Ct., Kingston, WA 98346
Phone:
E-mail:
3. Resulting Anchor Forces
Anchor Tension load, Shear load x, Shear load y, Shear load combined,
Nu. (lb) Vuax (lb) Vuay (lb) �(VUax)Z+(VUay)Z (lb)
1 1000.0 3000.0 0.0 3000.0
Sum 1000.0 3000.0 0.0
Maximum concrete compression strain (%o): 0.00
Maximum concrete compression stress (psi): 0
Resultant tension force (lb): 1000
Resultant compression force (lb): 0
Eccentricity of resultant tension forces in x-axis, e'N. (inch): 0.00
Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00
Eccentricity of resultant shear forces in x-axis, e'vx (inch): 0.00
Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00
4. Steel Strength of Anchor in Tension (Sec. 17.4.1)
Nsa (lb) 0 ^N (lb)
30360 0.65 19734
5. Concrete Breakout Strength of Anchor in Tension (Sec. 17.4.2)
Nb = kcaal fchW.5 (Eq. 17.4.2.2a)
kc Aa fc (psi) hef (In) Nb (Ib)
17.0 1.00 2500 2.970 4351
0.75ONcb = 0.750 (ANCIANco)Yed,NTC,NYep,NNb (Sec. 17.3.1 & Eq. 17.4.2.1a)
ANC (In2) ANco (In2 ca,min (In) Ted,N TC,N Tcp,N
79.39 79.39 - 1.000 1.00 1.000
6. Pullout Strength of Anchor in Tension (Sec. 17.4.3)
0.750Np = 0.750Vc,PA.Np(fc12,500)1 (Sec. 17.3.1, Eq. 17.4.3.1 & Code Report)
VC,P A Np (Ib) fc (psi) n 0
1.0 1.00 3040 2500 0.50 0.65
3000.0
Nb (Ib) 0 0.750N0 (lb)
4351 0.65 2121
0.750Npn (lb)
1482
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
E-7i►��i�-Z•�e■ Anchor Designer TM
Software
Version 2.9.7376.3
8. Steel Strength of Anchor in Shear (Sec. 17.5.1)
Vsa (lb) Ogrout 0 Og_utoVsa (lb)
8000 1.0 0.60 4800
Company:
Pacific Northwest Structural
Date:
1/8/2021
Engineer:
DLS
Page:
5/5
Project:
20-081 Demetri's Woodstone Taverna Exterior De
Address:
6193 NE Malbon Ct., Kingston, WA 98346
Phone:
E-mail:
10. Concrete Pryout Strength of Anchor in Shear (Sec. 17.5.3)
OVcp = Okc^b = okcp(ANC/ANCo)Yed,NTC,NYep,NNb (Sec. 17.3.1 & Eq. 17.5.3.1a)
kcp ANC (In2) ANco (In2) Ted,N TC,N Tcp,N Nb (Ib) 0 OVcp (Ib)
2.0 79.39 79.39 1.000 1.000 1.000 4351 0.70 6091
11. Results
Interaction of Tensile and Shear Forces (Sec. R17.6)
Tension Factored Load, N.. (lb) Design Strength, oNn (lb) Ratio Status
Steel
Concrete breakout
Pullout
Shear
1000
1000
1000
Factored Load, Via (lb)
19734 0.05 Pass
2121 0.47 Pass
1482 0.67 Pass (Governs)
Design Strength, OW (lb) Ratio
Status
Steel 3000 4800 0.63 Pass (Governs)
Pryout 3000 6091 0.49 Pass
Interaction check (N .1ONuo513 (V e/OV4513 Combined Ratio Permissible Status
Sec. R17.6 0.52 0.46 97.6% 1.0 Pass
5/8" f0 Titen HD (THDB model), hnom:4" (102mm) meets the selected design criteria.
12. Warnings
- Concrete breakout strength in shear has not been evaluated against applied shear load(s) per designer option. Refer to ACI 318 Section
17.3.2.1 for conditions where calculations of the concrete breakout strength may not be required.
- Per designer input, the tensile component of the strength -level earthquake force applied to anchors does not exceed 20 percent of the total
factored anchor tensile force associated with the same load combination. Therefore the ductility requirements of ACI 318 17.2.3.4.2 for tension
need not be satisfied — designer to verify.
- Per designer input, the shear component of the strength -level earthquake force applied to anchors does not exceed 20 percent of the total
factored anchor shear force associated with the same load combination. Therefore the ductility requirements of ACI 318 17.2.3.5.2 for shear
need not be satisfied — designer to verify.
- Designer must exercise own judgement to determine if this design is suitable.
- Refer to manufacturer's product literature for hole cleaning and installation instructions.
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
Project:
20-081 Demetri's Woodstone Taverna Exterior Deck Awning Addition
Design By:
Location:
101 Main Street, Edmonds, WA 98020
hecked By:
Client:
Sofeea Huffman Kafe Neo-Alderwood LLC
Last Update:
12-Jan-11
Timber Mechanical Connection - Bolts - Single Shear
Bolt
ASTM A307
Wood Species (Main)
2000 psi Concrete
Wood Species (Side)
Douglas Fir -Larch
GM
-
Gs
0.50
trn
6.00
in
is
3.50
in
OM
-
degrees
Os
-
degrees
D
5/8
in
K@
1.00
Fern par.
6,000
psi
Fern Pere
6,000
psi
Fern@
6,000
psi
Fee par.
5,600
psi
Fes perp.
2,824
psi
Fes
5,600
psi
Fern
6,000
psi
Fes
5,600
psi
Fyb
45,000
psi
Re
1.0714
Ri
1.71
ki
0.625
k2
1.077
k3
1.087
Bolted Connection - Single Shear Yield Modes, (Ibs)
Z
ZI M
I ZI s
ZII
I ZIII M
ZIII s
ZN
1,138
5,625
1 3,063
2,127
1 2,409
1,452
1,138
Calculated
Allowable Load
Load Duraction
Wet Service
Temperature
Group Action
Geometery
Factored
Per Bolt
Factor
Factor
Factor
Factor
Factor
allowable Load
(Lbs)
(Lbs)
Z
CD
CM
Ct
C9
CD
Z'
1,138
1.25
1.00
1.00
1.00
1.00
1,422
Group Action Factor
Am
in
u #DIV/O!
m #DIV/01
REA #DIV/0!
As
in
Ern
1,400,000
psi
Es
1,400,000
psi
s
-
in
n
1 1
Bolts
g
1 133,409
Ibs/in