HomeMy WebLinkAboutSTRUCTURALS - 18-00469 - Thomson Farms the Grove - Clubhouse______________________________________________________________________________________________________________
MJSE | 5673 S. REDWOOD RD., STE# 22, SALT LAKE CITY, UTAH 84123 PH 801.905.1097
STRUCTURAL CALCULATIONS
Thomson Farms Clubhouse
472 N Yellowstone Hwy.
Rexburg, ID
PREPARED FOR:
Gould Plus Architects
Cory Ferguson
Draper, Utah
August 13, 2018
08/13/2018
BASIS FOR DESIGN
1.Govering Building Code International Building Code 2015
2.Risk Category II
3.Floor Live Loads
• Uniformly Distributed Loads
• Residential 40 psf
4.Roof Snow Load
• Ground Snow Load P/g = 43 psf
• Flat Roof Snow Load P/f = 30 psf
• Snow Exposure Factor C/e = 1.0
• Thermal Factor C/t = 1.0
• Snow Load Importance Factor I/Snow = 1.0
5.Wind Load
• Basic Wind Speed (3 Second Gust) 115 mph
• Wind Exposure C
• Internal Pressure Coefficient ± 0.18
6.Seismic Design Criteria
• Mapped Spectral Response Accelerations
• Short Period Acceleration S/S = 0.447
• 1-Second Acceleration S/1 = 0.157
• Site Class (Soil Profile) D
• Spectral Response Coefficients
• Short Period Acceleration S/DS = 0.430
• 1-Second Acceleration S/D1 = 0.228
• Seismic Importance Factor I/Seismic = 1.0
• Seismic Design Category D
• Effective Structural Seismic Weight W
• Basic Seismic Force Resisting System Light Framed Wood Shearwalls
• Response Modification Coefficient R= 6
• System Over-Strength Factor Ω/0 = 2.5
• Deflection Amplification Factor C/D = 4
• Design Base Shear V = C/S*W = 0.066W
• Analysis Procedure Equivalent Lateral Force
01: Level
Member Name Results Current Solution Comments
Recreation Room Timbers Passed 3 Piece(s) 1 3/4" x 16" 2.0E Microllam® LVL
Roof Transition Beam Passed 3 Piece(s) 1 3/4" x 18" 2.0E Microllam® LVL
Upper Roof Joists Passed 1 Piece(s) 2 x 6 Douglas Fir-Larch No. 2 @ 24" OC
B2 Header Passed 3 Piece(s) 2 x 10 Douglas Fir-Larch No. 2
B1 Header Passed 2 Piece(s) 2 x 10 Douglas Fir-Larch No. 2
B3 Header Passed 3 Piece(s) 1 3/4" x 9 1/2" 2.0E Microllam® LVL
Rexburg Clubhouse.4te
JOB SUMMARY REPORT
Forte v5.3, Design Engine: V7.0.0.5
6/18/2018 9:40:07 AM
Page 1 of 7
Rexburg Clubhouse.4te
Forte Software Operator
Brendon Haywood
MJ Structural Engineers
(801) 905-1097
bhaywood@mjstructuralengineers.com
Job Notes
3 piece(s) 1 3/4" x 16" 2.0E Microllam® LVL
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• ¹ See Connector grid below for additional information and/or requirements.
Bearing Loads to Supports (lbs)
Supports Total Available Required Dead Roof
Live Snow Total Accessories
1 - Beveled Plate - DF 3.50" 3.50" 1.50" 1561 1587 2778 5926 Blocking
2 - Hanger on 16" DF beam 3.50" Hanger¹ 1.50" 1568 1602 2804 5974 See note ¹
All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs) 4285 @ 26 3 8 5906 (1.50") Passed (73%) -- 1.0 D + 1.0 S (All Spans)
Shear (lbs) 3861 @ 25 0 0 18354 Passed (21%) 1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs) 27985 @ 13 2 12 53672 Passed (52%) 1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in) 0.677 @ 13 2 12 0.898 Passed (L/477) -- 1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)1.058 @ 13 2 12 1.346 Passed (L/306) -- 1.0 D + 1.0 S (All Spans)
System : Roof
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
Member Pitch: 3/12
•Deflection criteria: LL (L/360) and TL (L/240).
•Top Edge Bracing (Lu): Top compression edge must be braced at 12 8 0 o/c unless detailed otherwise.
•Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 27 1 0 o/c unless detailed otherwise.
Level, Recreation Room TimbersMEMBER REPORT PASSED
Connector: Simpson Strong-Tie Connectors
Support Model Seat Length Top Nails Face Nails Member Nails Accessories
2 - Face Mount Hanger Connector not found N/A N/A N/A N/A
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.
Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design
professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is
compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES
under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports,
Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by Forte Software Operator
Weyerhaeuser Notes
Tributary Dead Roof Live Snow
Loads Location (Side)Width (0.90)(non-snow: 1.25)(1.15)Comments
0 - Self Weight (PLF)0 0 0 to 26 3 8 N/A 24.5
1 - Uniform (PSF)0 0 0 to 26 7 0 6 0 0 15.0 20.0 35.0 Roof
Forte v5.3, Design Engine: V7.0.0.5
6/18/2018 9:40:07 AM
Page 2 of 7
Rexburg Clubhouse.4te
Forte Software Operator
Brendon Haywood
MJ Structural Engineers
(801) 905-1097
bhaywood@mjstructuralengineers.com
Job Notes
3 piece(s) 1 3/4" x 18" 2.0E Microllam® LVL
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Loads to Supports (lbs)
Supports Total Available Required Dead Snow Total Accessories
1 - Column - DF 5.50" 5.50" 3.29" 4361 8584 12945 Blocking
2 - Column Cap - steel 8.50" 8.50" 8.32" 11256 21523 32779 Blocking
3 - Column - DF 5.50" 5.50" 2.00" 2348 5535 7883 Blocking
All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs) 32779 @ 16 9 12 33469 (8.50") Passed (98%) -- 1.0 D + 1.0 S (All Spans)
Shear (lbs) 14639 @ 14 11 8 20648 Passed (71%) 1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs) -48925 @ 16 9 12 66849 Passed (73%) 1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in) 0.281 @ 7 10 8 0.549 Passed (L/705) -- 1.0 D + 1.0 S (Alt Spans)
Total Load Defl. (in)0.415 @ 7 9 13 0.824 Passed (L/476) -- 1.0 D + 1.0 S (Alt Spans)
System : Floor
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Top Edge Bracing (Lu): Top compression edge must be braced at 8 8 0 o/c unless detailed otherwise.
•Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 7 0 0 o/c unless detailed otherwise.
Level, Roof Transition BeamMEMBER REPORT PASSED
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.
Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design
professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is
compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES
under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports,
Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by Forte Software Operator
Weyerhaeuser Notes
Tributary Dead Snow
Loads Location (Side)Width (0.90)(1.15)Comments
0 - Self Weight (PLF)0 0 0 to 28 7 8 N/A 27.6
1 - Uniform (PSF)0 0 0 to 28 7 8
(Front)30 0 0 15.0 40.0
Residential - Living
Areas
2 - Uniform (PSF)0 0 0 to 28 7 8
(Front)10 0 0 15.0 -
Forte v5.3, Design Engine: V7.0.0.5
6/18/2018 9:40:07 AM
Page 3 of 7
Rexburg Clubhouse.4te
Forte Software Operator
Brendon Haywood
MJ Structural Engineers
(801) 905-1097
bhaywood@mjstructuralengineers.com
Job Notes
1 piece(s) 2 x 6 Douglas Fir-Larch No. 2 @ 24" OC
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Loads to Supports (lbs)
Supports Total Available Required Dead Roof
Live Snow Total Accessories
1 - Stud wall - SPF 3.50" 3.50" 1.50" 152 152 265 569 Blocking
2 - Stud wall - SPF 3.50" 3.50" 1.50" 152 152 265 569 Blocking
All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs) 417 @ 0 2 8 2231 (3.50") Passed (19%) -- 1.0 D + 1.0 S (All Spans)
Shear (lbs) 335 @ 0 9 0 1139 Passed (29%) 1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs) 706 @ 3 9 8 975 Passed (72%) 1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in) 0.125 @ 3 9 8 0.239 Passed (L/689) -- 1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.196 @ 3 9 8 0.358 Passed (L/438) -- 1.0 D + 1.0 S (All Spans)
System : Roof
Member Type : Joist
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
Member Pitch: 0/12
•Deflection criteria: LL (L/360) and TL (L/240).
•Top Edge Bracing (Lu): Top compression edge must be braced at 7 7 0 o/c unless detailed otherwise.
•Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 7 7 0 o/c unless detailed otherwise.
•A 15% increase in the moment capacity has been added to account for repetitive member usage.
•Applicable calculations are based on NDS.
Level, Upper Roof JoistsMEMBER REPORT PASSED
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.
Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design
professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is
compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES
under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports,
Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by Forte Software Operator
Weyerhaeuser Notes
Dead Roof Live Snow
Loads Location (Side)Spacing (0.90)(non-snow: 1.25)(1.15)Comments
1 - Uniform (PSF)0 0 0 to 7 7 0 24" 20.0 20.0 35.0 Roof
Forte v5.3, Design Engine: V7.0.0.5
6/18/2018 9:40:07 AM
Page 4 of 7
Rexburg Clubhouse.4te
Forte Software Operator
Brendon Haywood
MJ Structural Engineers
(801) 905-1097
bhaywood@mjstructuralengineers.com
Job Notes
3 piece(s) 2 x 10 Douglas Fir-Larch No. 2
Bearing Loads to Supports (lbs)
Supports Total Available Required Dead Snow Total Accessories
1 - Trimmer - DF 3.00" 3.00" 1.50" 335 570 905 None
2 - Trimmer - DF 3.00" 3.00" 1.50" 335 570 905 None
All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs) 905 @ 0 1 8 8438 (3.00") Passed (11%) -- 1.0 D + 1.0 S (All Spans)
Shear (lbs) 711 @ 1 0 4 5744 Passed (12%) 1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs) 2038 @ 4 9 0 6088 Passed (33%) 1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in) 0.042 @ 4 9 0 0.308 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.066 @ 4 9 0 0.463 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans)
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Top Edge Bracing (Lu): Top compression edge must be braced at 9 6 0 o/c unless detailed otherwise.
•Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 9 6 0 o/c unless detailed otherwise.
•Applicable calculations are based on NDS.
Level, B2 HeaderMEMBER REPORT PASSED
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.
Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design
professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is
compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES
under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports,
Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by Forte Software Operator
Weyerhaeuser Notes
Tributary Dead Snow
Loads Location (Side)Width (0.90)(1.15)Comments
0 - Self Weight (PLF)0 0 0 to 9 6 0 N/A 10.6
1 - Uniform (PSF)0 0 0 to 9 6 0 4 0 0 15.0 30.0
Residential - Living
Areas
Forte v5.3, Design Engine: V7.0.0.5
6/18/2018 9:40:07 AM
Page 5 of 7
Rexburg Clubhouse.4te
Forte Software Operator
Brendon Haywood
MJ Structural Engineers
(801) 905-1097
bhaywood@mjstructuralengineers.com
Job Notes
2 piece(s) 2 x 10 Douglas Fir-Larch No. 2
Bearing Loads to Supports (lbs)
Supports Total Available Required Dead Snow Total Accessories
1 - Trimmer - DF 3.00" 3.00" 1.50" 39 53 92 None
2 - Trimmer - DF 3.00" 3.00" 1.50" 39 53 92 None
All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs) 91 @ 0 1 8 5625 (3.00") Passed (2%) -- 1.0 D + 1.0 S (All Spans)
Shear (lbs) 38 @ 1 0 4 3830 Passed (1%) 1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs) 69 @ 1 9 0 4059 Passed (2%) 1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in) 0.000 @ 1 9 0 0.108 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.000 @ 1 9 0 0.162 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans)
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Top Edge Bracing (Lu): Top compression edge must be braced at 3 6 0 o/c unless detailed otherwise.
•Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 3 6 0 o/c unless detailed otherwise.
•Applicable calculations are based on NDS.
Level, B1 HeaderMEMBER REPORT PASSED
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.
Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design
professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is
compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES
under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports,
Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by Forte Software Operator
Weyerhaeuser Notes
Tributary Dead Snow
Loads Location (Side)Width (0.90)(1.15)Comments
0 - Self Weight (PLF)0 0 0 to 3 6 0 N/A 7.0
1 - Uniform (PSF)0 0 0 to 3 6 0 1 0 0 15.0 30.0
Residential - Living
Areas
Forte v5.3, Design Engine: V7.0.0.5
6/18/2018 9:40:07 AM
Page 6 of 7
Rexburg Clubhouse.4te
Forte Software Operator
Brendon Haywood
MJ Structural Engineers
(801) 905-1097
bhaywood@mjstructuralengineers.com
Job Notes
3 piece(s) 1 3/4" x 9 1/2" 2.0E Microllam® LVL
Bearing Loads to Supports (lbs)
Supports Total Available Required Dead Floor
Live Snow Total Accessories
1 - Trimmer - DF 3.00" 3.00" 1.50" 770 195 1250 2215 None
2 - Trimmer - DF 3.00" 3.00" 1.50" 770 195 1250 2215 None
All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs) 2020 @ 0 1 8 11813 (3.00") Passed (17%) -- 1.0 D + 1.0 S (All Spans)
Shear (lbs) 1973 @ 1 0 8 10898 Passed (18%) 1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs) 6077 @ 3 3 0 20312 Passed (30%) 1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in) 0.038 @ 3 3 0 0.208 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.060 @ 3 3 0 0.313 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans)
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Top Edge Bracing (Lu): Top compression edge must be braced at 6 6 0 o/c unless detailed otherwise.
•Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 6 6 0 o/c unless detailed otherwise.
Level, B3 HeaderMEMBER REPORT PASSED
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.
Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design
professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is
compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES
under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports,
Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by Forte Software Operator
Weyerhaeuser Notes
Tributary Dead Floor Live Snow
Loads Location (Side)Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)0 0 0 to 6 6 0 N/A 14.5
1 - Uniform (PSF)0 0 0 to 6 6 0 2 0 0 15.0 30.0 -
Residential - Living
Areas
2 - Point (lb)3 3 0 N/A 1250 - 2500
Forte v5.3, Design Engine: V7.0.0.5
6/18/2018 9:40:07 AM
Page 7 of 7
Rexburg Clubhouse.4te
Forte Software Operator
Brendon Haywood
MJ Structural Engineers
(801) 905-1097
bhaywood@mjstructuralengineers.com
Job Notes
Sht Number:
Job Number:--
Date:6/18/2018
By:BH
Blue Cells Must be Entered Manually
WOOD COLUMNS STEEL COLUMNS
Species & Grade Species & Grade
Designation Designation
Description Description
Lux (ft)Lux (ft)
Luy (ft)Luy (ft)
P or T DL | LL(kip) 0.03 0.07 0.50 0.75 0.15 0.25
P or T DL | LL(kip)
Pu or Tu (kip)Pu or Tu (kip)
ex | ey ex | ey
Column g (pcf) | SW (plf)34.0 1.9 42.0 18.9 42.0 4.7
Column g (pcf) | SW (plf)
wx | wy (plf) 30.00 65.00 5.00 wx | wy (plf)
wU_x | wU_y (plf)30.00 65.00 5.00 wU_x | wU_y (plf)
wpart_x | wpart_y (plf)wpart_x | wpart_y (plf)
Strt Dist From Bot Strt Dist From Bot
End Dist From Bot End Dist From Bot
wpart_x | wpart_y (plf)wpart_x | wpart_y (plf)
PL1_x | PL1_y (lbs)PL1_x | PL1_y (lbs)
Location x-x | y-y (ft)Location x-x | y-y (ft)
PL1_x | PL1_y (lbs)PL1_x | PL1_y (lbs)
PL2_x | PL2_y (lbs)PL2_x | PL2_y (lbs)
Location x-x | y-y (ft)Location x-x | y-y (ft)
PL2_x | PL2_y (lbs)PL2_x | PL2_y (lbs)
CD_Vert | CD_Lat 1.15 1.60 1.15 1.60 1.15 1.60 1.00 1.60 1.00 1.60 Cb | D.N.A.
Cr | Wet Use (Y/N) 1.15 1.00 1.15 1.00 1.15 1.00 1.15 1.00 1.00 1.00 U | Ag-An (in2)
Ct | Ci 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 D.N.A.
CT | Cfu 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Kz | D.N.A.
Kex | Key 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Kx | Ky
% Wcc for DDDD % Wcc for DDDD
b | d (in) 1.5 5.5 1.75 9.25 1.75 9.25 bf | d (in)
EX | EY (psi) 1,600,000.0 1,600,000.0 1,700,000.0 1,700,000.0 1,700,000.0 1,700,000.0 Ag | An (in)
E'X | E'Y (psi)1,600,000 1,600,000 1,700,000 1,700,000 1,700,000 1,700,000 EX | EY (psi)
Emin-x | Emin-y (psi) 580,000.0 580,000.0 860,000.0 860,000.0 860,000.0 860,000.0 rx | ry (in)
E'min-x | E'min-y (psi) 580,000.0 580,000.0 860,000.0 860,000.0 860,000.0 860,000.0 Tny | Tnr (kips)
CM-E | CM-Fc 1.00 1.00 1.00 1.00 1.00 1.00 lp-c FL | lr-c FL
CM-b | CM-Fc_Perp 1.00 1.00 1.00 1.00 1.00 1.00 lp-c WEB | lr-c WEB
CM-t | CF-c 1.00 1.10 0.00 1.00 0.00 1.00 bF/2tF or b/t | h/tW or h/t
CV | CL 1.00 0.99 1.00 0.46 1.00 0.97 Qs-c | Qa-c
Lex/d | Ley/b 30.5 8.0 37.6 41.1 40.2 6.9 KLx/rx | KLy/ry
Le/(d or b) Max | c 50 0.80 50 0.90 50 0.90 KL/r Max | 4.71(E/Fy)½
fc | ft (psi) 12.1 0.0 19.3 0.0 24.7 0.0 Fcr | Fcr-FTB (ksi)
Fc | FT (psi) 1350.00 575.00 3000.00 1650.00 3000.00 1650.00 W TY | W TR
F'c | F't (psi) 474 727.38 412 1897.50 431 1897.50 Pn (Kips) | Wc
PTL_ALL | TTL_ALL (kip)P = 3.91 T = 6.00 P = 26.68 T = 122.86 P = 6.98 T = 30.72 Pn/W | Tn/W (kip)
Comp or Tension Comp or Tension
ex (in) | ey (in) 0.000 0.000 0.000 0.000 0.000 0.000 ex (in) | ey (in)
CF-b | D.N.A. 1.30 1.00 1.00 Mpx | Mpy (k*ft)
Fbx | Fby (psi) 900.00 900.00 2676.29 2676.29 2676.29 2676.29 Mn LTB or WLB (k*ft)
D.N.A. | D.N.A.Mn FLB (k*ft)
IX | Iy (in4) 20.80 1.55 461.68 16.52 115.42 4.13 IX | Iy (in4)
Lateral Rxn (lbs) x | y 210.0 0.0 942.5 0.0 77.5 0.0 Lateral Rxn (lbs) x | y
Znail - PLT | Ceg/Ctn (lbs) 97.00 0.67 97.00 0.67 97.00 0.67
lp_FL-B | lr_FL-B
Plate Nails/Mmbr 2.0 0.0 2.3 0.0 0.7 0.0
lp_WEB-B | lr_WEB-B
A34 or A35 Req'd 1 A34 3 A35 1 A34 Lp | Lr (ft)
F*bx | F'bx 2152.80 2128.67 4924.37 2258.88 4924.37 4796.89
Fy (ksi) | Wb
F*by | F'by 2152.80 2152.80 4924.37 2258.88 4924.37 4796.89 Zx (in3) | Zy (in3)
fbx | fby (psi)1166.28 0.00 821.43 0.00 288.81 0.00
fbx | fby (ksi)
Sx | Sy (in3) 7.56 2.06 99.82 18.89 24.96 4.72 Sx | Sy (in3)
MTL_Max (k-ft) 0.74 0.00 6.83 0.00 0.60 0.00 MTL_Max (k-ft)
MTL_ALL (k-ft)1.3 0.4 18.8 3.6 10.0 1.9
Mn/W (k*ft)
Bending Bending
Max TL DDDD Ratio Max TL DDDD Ratio
Allowable TL DDDD Allowable TL DDDD
DTL_Max (in) 0.779 0.000 1.318 0.000 0.530 0.000 DTL_Max (in)
DTL_ALL (in)1.12 1.12 1.45 1.45 1.55 1.55
DTL_ALL (in)
Actual TL DDDD Actual TL DDDD
Plate Material D.N.A.
Fc_Perp | F'c_Perp (psi) 625.0 625.00 625.0 625.00 625.0 625.00 Fcr (ksi) | Jc/SxhO
PALL (kip) | fc_Perp (psi)P = 5.16 12.12 P = 40.47 19.31 P = 10.12 24.71 D.N.A.
Plate Bearing D.N.A.
Le_Bending (ft) 2.06 25.76 12.09 53.36 2.06 57.04 Lu Bending (ft)
RB | D.N.A. 7.77 20.94 8.64 Max | (H1-1a) or (H1-1b)
FbE (psi)Tension or Compression
CompOR Tens & Bend CompOR Tens & Bend
Interaction Interaction
Grade Class Shape
Design of Wood Columns Based on the 2006 NDS
Design of Steel Columns Based on the AISC 360-05
(With P-DDDD Effects on Displacement)
Column 1
0.10
DF #2
Typical Exterior Wall
(1) 2x6
14.0
1.0
29.0
1.25
2.6% Stressed 4.7% Stressed
DF #2
5.7% Stressed
13821.811518.1
L/ 216
L/ 150
54.79%
L/ 264
36.36%
DF #2
L/ 240
2354.6
3.95%
Adequate Adequate
6.71%56.19%
Adequate
38.05%
DF #2
3.09%1.94%
DF #2DF #2
L/ 703
L/ 240
6.02%
L/ 240 L/ 240
Interior Tall WallExterior Tall Wall
0.40
1.06.0
LVL 1.7ELVL 1.7E
31.0
Column 5Column 4Column 3
DIM LVL LVL
(1) 1¾x9¼ LVL(4) 1¾x9¼ LVL
Column 2
WOODWOODWOOD WOOD WOOD
ASD Design
2006 NDS Wood Column Design with Bending and Ecc v 3.41
by B. Saxey 1:1 Exterior Walls
Diaphragms
Level Area (ft²)Weight (psf)Total Weight (lb.)
Roof 1200 15 18000
Walls
Level Length (ft)Height (ft)Weight (psf)Total Weight (lb.)
Roof 80 5 80 32000
Total Level Weights
Level Weight (lb.)
Roof 50000
Site Soil Classification =SD
Risk Category =II
SDS =0.859
SD1 =0.487
h =15 ft
Ct =0.02
x =0.75
Lateral force resisting system : Light Framed Wood Shearwalls
Rx =6.5 Non-Bearing Wall System
I =1.0
Tx = Cthn
x = 0.152 sec
Ty = Cthn
x = 0.152 sec
Base Shear x =SDS x I
R
Base Shear y =SDS x I
R
Max Base Shear =SD1 x I
T x R
Min Base Shear =0.04 W
Static Base Shear Vx = 6.61 kip
ok0.044 SDS x I x W =
W = 0.87 W
W
W = 0.132 W
Mass Calculation
W = 0.132
Base Shear Calculations
2015 International Building Code
Design Cat.=II
Basic Wind Speed (mph)=115
Exposure Category=C
Kzt =1
Kd =0.85
Height qz qz asd Windward Leeward Internal
15 24.5 14.7 9.98 6.24 2.64
20 25.9 15.5 10.57 6.60 2.80
25 27.1 16.2 11.04 6.90 2.92
30 28.2 16.9 11.51 7.19 3.05
40 29.9 18.0 12.21 7.63 3.23
50 31.4 18.8 12.80 8.00 3.39
60 32.5 19.5 13.27 8.29 3.51
70 33.7 20.2 13.74 8.59 3.64
80 34.8 20.9 14.21 8.88 3.76
90 35.7 21.4 14.56 9.10 3.85
100 36.3 21.8 14.79 9.25 3.92
120 37.7 22.6 15.38 9.61 4.07
140 39.1 23.5 15.97 9.98 4.23
160 40.0 24.0 16.32 10.20 4.32
180 41.2 24.7 16.79 10.49 4.44
200 42.0 25.2 17.14 10.71 4.54
250 44.0 26.4 17.96 11.23 4.76
300 45.8 27.5 18.67 11.67 4.94
350 47.2 28.3 19.26 12.03 5.10
400 48.6 29.2 19.84 12.40 5.25
450 49.8 29.9 20.31 12.70 5.38
500 50.9 30.6 20.78 12.99 5.50
Wind Design Values
Wind Seismic
Wall Area 7.01 1.5
1.1 540 3785.4 810
1.2 540 3785.4 810
2.1 565 3960.65 847.5
2.2 565 3960.65 847.5
3.1 565 3960.65 847.5
3.2 565 3960.65 847.5
4.1 540 3785.4 810
4.2 540 3785.4 810
5.31 1.5
A.1 565 3000.15 847.5
B.1 825 4380.75 1237.5
B.2 825 4380.75 1237.5
C.1 575 3053.25 862.5
C.2 1075 5708.25 1612.5
D.1 280 1486.8 420
D.2 280 1486.8 420
WOOD SHEAR WALL DESIGN
Project:Rexburg Clubhouse
Description:1.1
Cum Net Wall Def. Def.
Roof FV FW Sesismic Demand Wind Demand Frc. Mom. Compression Tension Def. w/Cd Allowable
Overturning H (ft) DL trib width 2.0 ft.810. lbs 3785.4 lbs 101.3 plf 473.2 plf 3785.4 lbs 88956.9 lbs-ft 11119.6 lbs 11035. lbs .89 in 3.57 in 4.03 in
23.5 DL 15.0 psf AR 2.9 OK 333.6 556.2 25780 11197. lbs HD Def..14 in OK
Pier H (ft) Wall DL 15.0 psf 7/16 Sheathing With 8d @ 3"OK 6x8 HDU11 - 7.25 Ga=28. kip/in
23.5 Total DL 3,060.0 pds.OK OK 41.25 sqr in
Anchor Bolt Demand 473 plf
1st Flr 5/8" Bolt @32"oc w/ 1-1/2" Sill Plate 558. plf OK Total Def..89 in 3.57 in
8 ft. long
Double Sided
WOOD SHEAR WALL DESIGN
Project:Rexburg Clubhouse
Description:1.2
Cum Net Wall Def. Def.
Roof FV FW Sesismic Demand Wind Demand Frc. Mom. Compression Tension Def. w/Cd Allowable
Overturning H (ft) DL trib width 2.0 ft.810. lbs 3785.4 lbs 101.3 plf 473.2 plf 3785.4 lbs 88956.9 lbs-ft 11119.6 lbs 11035. lbs .89 in 3.57 in 4.03 in
23.5 DL 15.0 psf AR 2.9 OK 333.6 556.2 25780 11197. lbs HD Def..14 in OK
Pier H (ft) Wall DL 15.0 psf 7/16 Sheathing With 8d @ 3"OK 6x8 HDU11 - 7.25 Ga=28. kip/in
23.5 Total DL 3,060.0 pds.OK OK 41.25 sqr in
Anchor Bolt Demand 473 plf
1st Flr 5/8" Bolt @32"oc w/ 1-1/2" Sill Plate 558. plf OK Total Def..89 in 3.57 in
8 ft. long
Double Sided
WOOD SHEAR WALL DESIGN
Project:Rexburg Clubhouse
Description:2.1
Cum Net Wall Def. Def.
Roof FV FW Sesismic Demand Wind Demand Frc. Mom. Compression Tension Def. w/Cd Allowable
Overturning H (ft) DL trib width 2.0 ft.847.5 lbs 3960.7 lbs 60.5 plf 282.9 plf 3960.7 lbs 47527.8 lbs-ft 3394.8 lbs 2558.5 lbs .36 in 1.45 in 2.06 in
12 DL 15.0 psf AR 0.9 OK 260.0 335.0 10315 2940. lbs HD Def..15 in OK
Pier H (ft) Wall DL 15.0 psf 7/16 Sheathing With 8d @ 6"OK (2) 2x6 STHD10 - Corner Ga=15. kip/in
12 Total DL 2,940.0 pds.OK OK 16.5 sqr in
Anchor Bolt Demand 283 plf
1st Flr 5/8" Bolt @32"oc w/ 1-1/2" Sill Plate 558. plf OK Total Def..36 in 1.45 in
14 ft. long
Double Sided
WOOD SHEAR WALL DESIGN
Project:Rexburg Clubhouse
Description:2.2
Cum Net Wall Def. Def.
Roof FV FW Sesismic Demand Wind Demand Frc. Mom. Compression Tension Def. w/Cd Allowable
Overturning H (ft) DL trib width 2.0 ft.847.5 lbs 3960.7 lbs 77. plf 360.1 plf 3960.7 lbs 47527.8 lbs-ft 4320.7 lbs 3712.1 lbs .53 in 2.11 in 2.06 in
12 DL 15.0 psf AR 1.1 OK 310.0 365.0 10315 3815. lbs HD Def..16 in NG
Pier H (ft) Wall DL 15.0 psf 15/32 Sheathing With 8d @ 6"OK (2) 2x6 STHD14 - Corner Ga=13. kip/in
12 Total DL 2,310.0 pds.OK OK 16.5 sqr in
Anchor Bolt Demand 360 plf
1st Flr 5/8" Bolt @32"oc w/ 1-1/2" Sill Plate 558. plf OK Total Def..53 in 2.11 in
11 ft. long
Double Sided
WOOD SHEAR WALL DESIGN
Project:Rexburg Clubhouse
Description:2.5.1
Cum Net Wall Def. Def.
Roof FV FW Sesismic Demand Wind Demand Frc. Mom. Compression Tension Def. w/Cd Allowable
Overturning H (ft) DL trib width 2.0 ft.847.5 lbs 3960.7 lbs 77. plf 360.1 plf 3960.7 lbs 47527.8 lbs-ft 4320.7 lbs 3712.1 lbs .39 in 1.57 in 2.06 in
12 DL 15.0 psf AR 1.1 OK 380.0 490.0 10315 3815. lbs HD Def..16 in OK
Pier H (ft) Wall DL 15.0 psf 7/16 Sheathing With 8d @ 4"OK (2) 2x6 STHD14 - Corner Ga=22. kip/in
12 Total DL 2,310.0 pds.OK OK 16.5 sqr in
Anchor Bolt Demand 360 plf
1st Flr 5/8" Bolt @32"oc w/ 1-1/2" Sill Plate 558. plf OK Total Def..39 in 1.57 in
11 ft. long
Double Sided
WOOD SHEAR WALL DESIGN
Project:Rexburg Clubhouse
Description:3.1
Cum Net Wall Def. Def.
Roof FV FW Sesismic Demand Wind Demand Frc. Mom. Compression Tension Def. w/Cd Allowable
Overturning H (ft) DL trib width 2.0 ft.847.5 lbs 3960.7 lbs 38.5 plf 180. plf 3960.7 lbs 53468.8 lbs-ft 2430.4 lbs 906.2 lbs .26 in 1.03 in 2.31 in
13.5 DL 15.0 psf AR 0.6 OK 260.0 335.0 10315 2940. lbs HD Def..15 in OK
Pier H (ft) Wall DL 15.0 psf 7/16 Sheathing With 8d @ 6"OK (2) 2x6 STHD10 - Corner Ga=15. kip/in
13.5 Total DL 5,115.0 pds.OK OK 16.5 sqr in
Anchor Bolt Demand 180 plf
1st Flr 5/8" Bolt @32"oc w/ 1-1/2" Sill Plate 558. plf OK Total Def..26 in 1.03 in
22 ft. long
Double Sided
WOOD SHEAR WALL DESIGN
Project:Rexburg Clubhouse
Description:3.2
Cum Net Wall Def. Def.
Roof FV FW Sesismic Demand Wind Demand Frc. Mom. Compression Tension Def. w/Cd Allowable
Overturning H (ft) DL trib width 2.0 ft.423.8 lbs 1980.3 lbs 70.6 plf 330.1 plf 1980.3 lbs 27724.6 lbs-ft 4620.8 lbs 4370.9 lbs .67 in 2.68 in 2.4 in
14 DL 15.0 psf AR 2.3 OK 265.7 349.8 10315 5645. lbs HD Def..12 in NG
Pier H (ft) Wall DL 15.0 psf 15/32 Sheathing With 8d @ 6"OK (2) 2x6 HDU5 Ga=13. kip/in
14 Total DL 1,440.0 pds.OK OK 16.5 sqr in
Anchor Bolt Demand 330 plf
1st Flr 5/8" Bolt @32"oc w/ 1-1/2" Sill Plate 558. plf OK Total Def..67 in 2.68 in
6 ft. long
Double Sided
WOOD SHEAR WALL DESIGN
Project:Rexburg Clubhouse
Description:A.1
Cum Net Wall Def. Def.
Roof FV FW Sesismic Demand Wind Demand Frc. Mom. Compression Tension Def. w/Cd Allowable
Overturning H (ft) DL trib width 2.0 ft.847.5 lbs 3000.2 lbs 21.7 plf 76.9 plf 3000.2 lbs 40502. lbs-ft 1038.5 lbs . lbs .07 in .29 in 2.31 in
13.5 DL 15.0 psf AR 0.3 OK 260.0 335.0 5155 HD NOT REQ. HD Def.. in OK
Pier H (ft) Wall DL 15.0 psf 7/16 Sheathing With 8d @ 6"OK 2x6 Ga=15. kip/in
13.5 Total DL 9,067.5 pds.OK OK 8.25 sqr in
Anchor Bolt Demand 77 plf
1st Flr 5/8" Bolt @32"oc w/ 1-1/2" Sill Plate 558. plf OK Total Def..07 in .29 in
39 ft. long
Double Sided
WOOD SHEAR WALL DESIGN
Project:Rexburg Clubhouse
Description:B.2
Cum Net Wall Def. Def.
Roof FV FW Sesismic Demand Wind Demand Frc. Mom. Compression Tension Def. w/Cd Allowable
Overturning H (ft) DL trib width 13.0 ft.1237.5 lbs 4380.8 lbs 117.9 plf 417.2 plf 4380.8 lbs 91995.8 lbs-ft 8761.5 lbs 7481.6 lbs .69 in 2.74 in 3.6 in
21 DL 15.0 psf AR 2.0 OK 380.0 490.0 18905 7897. lbs HD Def..11 in OK
Pier H (ft) Wall DL 15.0 psf 7/16 Sheathing With 8d @ 4"OK 6x6 HDU8-4.5 Ga=22. kip/in
21 Total DL 5,355.0 pds.OK OK 30.25 sqr in
Anchor Bolt Demand 417 plf
1st Flr 5/8" Bolt @32"oc w/ 1-1/2" Sill Plate 558. plf OK Total Def..69 in 2.74 in
10.5 ft. long
Double Sided
WOOD SHEAR WALL DESIGN
Project:Rexburg Clubhouse
Description:C.2
Cum Net Wall Def. Def.
Roof FV FW Sesismic Demand Wind Demand Frc. Mom. Compression Tension Def. w/Cd Allowable
Overturning H (ft) DL trib width 13.0 ft.1612.5 lbs 5708.3 lbs 111.2 plf 393.7 plf 5708.3 lbs 119873.3 lbs-ft 8267.1 lbs 6246.1 lbs .58 in 2.32 in 3.6 in
21 DL 15.0 psf AR 1.4 OK 380.0 490.0 18905 7897. lbs HD Def..11 in OK
Pier H (ft) Wall DL 15.0 psf 7/16 Sheathing With 8d @ 4"OK 6x6 HDU8-4.5 Ga=22. kip/in
21 Total DL 7,395.0 pds.OK OK 30.25 sqr in
Anchor Bolt Demand 394 plf
1st Flr 5/8" Bolt @32"oc w/ 1-1/2" Sill Plate 558. plf OK Total Def..58 in 2.32 in
14.5 ft. long
Double Sided
Sh
e
a
r
w
a
l
l
D
a
t
a
W
i
n
d
S
e
i
s
m
i
c
Wa
l
l
S
h
e
a
t
h
i
n
g
D
e
m
a
n
d
5
1
6
p
l
f
1
1
0
p
l
f
Wa
l
l
L
e
n
g
t
h
1
1
.
0
0
f
t
P
i
e
r
1
S
h
e
a
r
4
0
5
l
b
s
1
0
1
p
l
f
15
/
3
2
S
h
e
a
t
h
i
n
g
w
/
8
d
@
4
"
533 plf
3
8
0
p
l
f
Wa
l
l
H
e
i
g
h
t
10
.
0
0
f
t
Pi
e
r
2
S
h
e
a
r
4
0
5
l
b
s
1
0
1
p
l
f
Pi
e
r
1
L
e
n
g
t
h
4.
0
0
f
t
Ab
o
v
e
O
p
e
n
i
n
g
S
h
e
a
r
3
3
1
l
b
s
1
1
0
p
l
f
H
o
l
d
o
w
n
D
e
m
a
n
d
2
,
8
4
7 lbs
1
1
1
l
b
s
Pi
e
r
2
L
e
n
g
t
h
4.
0
0
f
t
Be
l
o
w
O
p
e
n
i
n
g
S
h
e
a
r
4
0
5
l
b
s
1
0
1
p
l
f
ST
H
D
1
0
-
C
o
r
n
e
r
Op
e
n
i
n
g
H
e
i
g
h
t
3.
0
0
f
t
T
&
C
7
3
6
l
b
s
Op
e
n
i
n
g
W
i
d
t
h
3.
0
0
f
t
St
r
a
p
A
b
o
v
e
O
p
e
n
i
n
g
1
6
6
l
b
s
Co
m
p
r
e
s
s
i
o
n
D
e
m
a
n
d
3
,
4
4
1
l
b
s
7
3
6
l
b
s
He
i
g
h
t
B
e
l
o
w
O
p
e
n
i
n
g
4.
0
0
f
t
St
r
a
p
B
e
l
o
w
O
p
e
n
i
n
g
1
5
2
l
b
s
2x
6
Se
i
s
m
i
c
F
o
r
c
e
81
0
l
b
s
To
t
a
l
D
L
2
,
0
9
0
l
b
s
Wi
n
d
F
o
r
c
e
3,
7
8
5
l
b
s
Ab
o
v
e
W
i
n
d
o
w
S
t
r
a
p
D
e
m
a
n
d
7
7
4
l
b
s
1
6
6
l
b
s
Wa
l
l
D
L
15
p
s
f
CS
1
6
DL
T
r
i
p
W
i
d
t
h
2.
0
0
f
t
Pi
e
r
1
S
h
e
a
r
1
,
8
9
3
l
b
s
4
7
3
p
l
f
DL
20
p
s
f
Pi
e
r
2
S
h
e
a
r
1
,
8
9
3
l
b
s
4
7
3
p
l
f
B
e
l
o
w
W
i
n
d
o
w
S
t
r
a
p
D
e
m
a
nd
7
1
0
l
b
s
1
5
2
l
b
s
Ab
o
v
e
O
p
e
n
i
n
g
S
h
e
a
r
1
,
5
4
9
l
b
s
5
1
6
p
l
f
CS
1
6
Be
l
o
w
O
p
e
n
i
n
g
S
h
e
a
r
1
,
8
9
3
l
b
s
4
7
3
p
l
f
As
p
e
c
t
R
a
t
i
o
.
8
:
1
T
&
C
3
,
4
4
1
l
b
s
As
p
e
c
t
R
a
t
i
o
F
a
c
t
o
r
1
S
t
r
a
p
A
b
o
v
e
O
p
e
n
i
n
g
7
7
4
l
b
s
St
r
a
p
B
e
l
o
w
O
p
e
n
i
n
g
7
1
0
l
b
s
To
t
a
l
D
L
2
,
0
9
0
l
b
s
OK2,940 lbs 5,155 lbs
In
p
u
t
OK OK
Se
i
s
m
i
c
O
u
t
p
u
t
Wi
n
d
O
u
t
p
u
t
OK 1,975 lbs 1,975 lbsOK
Op
e
n
i
n
g
W
i
d
t
h
Op
e
n
i
n
g
H
e
i
g
h
t
3
f
t
Pi
e
r
1
L
e
n
g
t
h
4.
0
0
f
t
Pi
e
r
2
L
e
n
g
t
h
4.
0
0
f
t
3.
0
0
f
t
Sh
e
a
r
w
a
l
l
D
a
t
a
W
i
n
d
S
e
i
s
m
i
c
Wa
l
l
S
h
e
a
t
h
i
n
g
D
e
m
a
n
d
5
1
6
p
l
f
1
1
0
p
l
f
Wa
l
l
L
e
n
g
t
h
1
1
.
0
0
f
t
P
i
e
r
1
S
h
e
a
r
4
0
5
l
b
s
1
0
1
p
l
f
15
/
3
2
S
h
e
a
t
h
i
n
g
w
/
8
d
@
4
"
533 plf
3
8
0
p
l
f
Wa
l
l
H
e
i
g
h
t
10
.
0
0
f
t
Pi
e
r
2
S
h
e
a
r
4
0
5
l
b
s
1
0
1
p
l
f
Pi
e
r
1
L
e
n
g
t
h
4.
0
0
f
t
Ab
o
v
e
O
p
e
n
i
n
g
S
h
e
a
r
3
3
1
l
b
s
1
1
0
p
l
f
H
o
l
d
o
w
n
D
e
m
a
n
d
2
,
8
4
7 lbs
1
1
1
l
b
s
Pi
e
r
2
L
e
n
g
t
h
4.
0
0
f
t
Be
l
o
w
O
p
e
n
i
n
g
S
h
e
a
r
4
0
5
l
b
s
1
0
1
p
l
f
ST
H
D
1
0
-
C
o
r
n
e
r
Op
e
n
i
n
g
H
e
i
g
h
t
3.
0
0
f
t
T
&
C
7
3
6
l
b
s
Op
e
n
i
n
g
W
i
d
t
h
3.
0
0
f
t
St
r
a
p
A
b
o
v
e
O
p
e
n
i
n
g
1
6
6
l
b
s
Co
m
p
r
e
s
s
i
o
n
D
e
m
a
n
d
3
,
4
4
1
l
b
s
7
3
6
l
b
s
He
i
g
h
t
B
e
l
o
w
O
p
e
n
i
n
g
4.
0
0
f
t
St
r
a
p
B
e
l
o
w
O
p
e
n
i
n
g
1
5
2
l
b
s
2x
6
Se
i
s
m
i
c
F
o
r
c
e
81
0
l
b
s
To
t
a
l
D
L
2
,
0
9
0
l
b
s
Wi
n
d
F
o
r
c
e
3,
7
8
5
l
b
s
Ab
o
v
e
W
i
n
d
o
w
S
t
r
a
p
D
e
m
a
n
d
7
7
4
l
b
s
1
6
6
l
b
s
Wa
l
l
D
L
15
p
s
f
CS
1
6
DL
T
r
i
p
W
i
d
t
h
2.
0
0
f
t
Pi
e
r
1
S
h
e
a
r
1
,
8
9
3
l
b
s
4
7
3
p
l
f
DL
20
p
s
f
Pi
e
r
2
S
h
e
a
r
1
,
8
9
3
l
b
s
4
7
3
p
l
f
B
e
l
o
w
W
i
n
d
o
w
S
t
r
a
p
D
e
m
a
nd
7
1
0
l
b
s
1
5
2
l
b
s
Ab
o
v
e
O
p
e
n
i
n
g
S
h
e
a
r
1
,
5
4
9
l
b
s
5
1
6
p
l
f
CS
1
6
Be
l
o
w
O
p
e
n
i
n
g
S
h
e
a
r
1
,
8
9
3
l
b
s
4
7
3
p
l
f
As
p
e
c
t
R
a
t
i
o
.
8
:
1
T
&
C
3
,
4
4
1
l
b
s
As
p
e
c
t
R
a
t
i
o
F
a
c
t
o
r
1
S
t
r
a
p
A
b
o
v
e
O
p
e
n
i
n
g
7
7
4
l
b
s
St
r
a
p
B
e
l
o
w
O
p
e
n
i
n
g
7
1
0
l
b
s
To
t
a
l
D
L
2
,
0
9
0
l
b
s
5,155 lbs
In
p
u
t
Se
i
s
m
i
c
O
u
t
p
u
t
OK 2,940 lbs OK
4.
0
0
f
t
3.
0
0
f
t
4.
0
0
f
t
OK
Wi
n
d
O
u
t
p
u
t
1,975 lbs OK 1,975 lbs OK
Op
e
n
i
n
g
H
e
i
g
h
t
3
f
t
Pi
e
r
1
L
e
n
g
t
h
Op
e
n
i
n
g
W
i
d
t
h
Pi
e
r
2
L
e
n
g
t
h
Sh
e
a
r
w
a
l
l
D
a
t
a
W
i
n
d
S
e
i
s
m
i
c
Wa
l
l
S
h
e
a
t
h
i
n
g
D
e
m
a
n
d
5
9
7
p
l
f
1
6
9
p
l
f
Wa
l
l
L
e
n
g
t
h
1
1
.
0
0
f
t
P
i
e
r
1
S
h
e
a
r
6
1
9
l
b
s
1
5
5
p
l
f
7/
1
6
S
h
e
a
t
h
i
n
g
w
/
8
d
@
3
"
630 plf
4
5
0
p
l
f
Wa
l
l
H
e
i
g
h
t
10
.
0
0
f
t
Pi
e
r
2
S
h
e
a
r
6
1
9
l
b
s
1
5
5
p
l
f
Pi
e
r
1
L
e
n
g
t
h
4.
0
0
f
t
Ab
o
v
e
O
p
e
n
i
n
g
S
h
e
a
r
5
0
6
l
b
s
1
6
9
p
l
f
H
o
l
d
o
w
n
D
e
m
a
n
d
3
,
3
9
4 lbs
5
0
4
l
b
s
Pi
e
r
2
L
e
n
g
t
h
4.
0
0
f
t
Be
l
o
w
O
p
e
n
i
n
g
S
h
e
a
r
6
1
9
l
b
s
1
5
5
p
l
f
ST
H
D
1
4
-
C
o
r
n
e
r
Op
e
n
i
n
g
H
e
i
g
h
t
3.
0
0
f
t
T
&
C
1
,
1
2
5
l
b
s
Op
e
n
i
n
g
W
i
d
t
h
3.
0
0
f
t
St
r
a
p
A
b
o
v
e
O
p
e
n
i
n
g
2
5
3
l
b
s
Co
m
p
r
e
s
s
i
o
n
D
e
m
a
n
d
3
,
9
8
3
l
b
s
1
,
1
2
5
l
b
s
He
i
g
h
t
B
e
l
o
w
O
p
e
n
i
n
g
4.
0
0
f
t
St
r
a
p
B
e
l
o
w
O
p
e
n
i
n
g
2
3
2
l
b
s
2x
6
Se
i
s
m
i
c
F
o
r
c
e
1,
2
3
8
l
b
s
To
t
a
l
D
L
2
,
0
9
0
l
b
s
Wi
n
d
F
o
r
c
e
4,
3
8
1
l
b
s
Ab
o
v
e
W
i
n
d
o
w
S
t
r
a
p
D
e
m
a
n
d
8
9
6
l
b
s
2
5
3
l
b
s
Wa
l
l
D
L
15
p
s
f
CS
1
6
DL
T
r
i
p
W
i
d
t
h
2.
0
0
f
t
Pi
e
r
1
S
h
e
a
r
2
,
1
9
0
l
b
s
5
4
8
p
l
f
DL
20
p
s
f
Pi
e
r
2
S
h
e
a
r
2
,
1
9
0
l
b
s
5
4
8
p
l
f
B
e
l
o
w
W
i
n
d
o
w
S
t
r
a
p
D
e
m
a
nd
8
2
1
l
b
s
2
3
2
l
b
s
Ab
o
v
e
O
p
e
n
i
n
g
S
h
e
a
r
1
,
7
9
2
l
b
s
5
9
7
p
l
f
CS
1
6
Be
l
o
w
O
p
e
n
i
n
g
S
h
e
a
r
2
,
1
9
0
l
b
s
5
4
8
p
l
f
As
p
e
c
t
R
a
t
i
o
.
8
:
1
T
&
C
3
,
9
8
3
l
b
s
As
p
e
c
t
R
a
t
i
o
F
a
c
t
o
r
1
S
t
r
a
p
A
b
o
v
e
O
p
e
n
i
n
g
8
9
6
l
b
s
St
r
a
p
B
e
l
o
w
O
p
e
n
i
n
g
8
2
1
l
b
s
To
t
a
l
D
L
2
,
0
9
0
l
b
s
5,155 lbs
In
p
u
t
Se
i
s
m
i
c
O
u
t
p
u
t
OK 3,815 lbs OK
4.
0
0
f
t
3.
0
0
f
t
4.
0
0
f
t
OK
Wi
n
d
O
u
t
p
u
t
1,975 lbs OK 1,975 lbs OK
Op
e
n
i
n
g
H
e
i
g
h
t
3
f
t
Pi
e
r
1
L
e
n
g
t
h
Op
e
n
i
n
g
W
i
d
t
h
Pi
e
r
2
L
e
n
g
t
h
Sh
e
a
r
w
a
l
l
D
a
t
a
W
i
n
d
S
e
i
s
m
i
c
Wa
l
l
S
h
e
a
t
h
i
n
g
D
e
m
a
n
d
4
1
6
p
l
f
1
1
8
p
l
f
Wa
l
l
L
e
n
g
t
h
1
1
.
0
0
f
t
P
i
e
r
1
S
h
e
a
r
4
3
1
l
b
s
1
0
8
p
l
f
7/
1
6
S
h
e
a
t
h
i
n
g
w
/
8
d
@
3
"
630 plf
4
5
0
p
l
f
Wa
l
l
H
e
i
g
h
t
10
.
0
0
f
t
Pi
e
r
2
S
h
e
a
r
4
3
1
l
b
s
1
0
8
p
l
f
Pi
e
r
1
L
e
n
g
t
h
4.
0
0
f
t
Ab
o
v
e
O
p
e
n
i
n
g
S
h
e
a
r
3
5
3
l
b
s
1
1
8
p
l
f
H
o
l
d
o
w
n
D
e
m
a
n
d
2
,
1
7
3 lbs
1
5
9
l
b
s
Pi
e
r
2
L
e
n
g
t
h
4.
0
0
f
t
Be
l
o
w
O
p
e
n
i
n
g
S
h
e
a
r
4
3
1
l
b
s
1
0
8
p
l
f
ST
H
D
1
4
-
C
o
r
n
e
r
Op
e
n
i
n
g
H
e
i
g
h
t
3.
0
0
f
t
T
&
C
7
8
4
l
b
s
Op
e
n
i
n
g
W
i
d
t
h
3.
0
0
f
t
St
r
a
p
A
b
o
v
e
O
p
e
n
i
n
g
1
7
6
l
b
s
Co
m
p
r
e
s
s
i
o
n
D
e
m
a
n
d
2
,
7
7
6
l
b
s
7
8
4
l
b
s
He
i
g
h
t
B
e
l
o
w
O
p
e
n
i
n
g
4.
0
0
f
t
St
r
a
p
B
e
l
o
w
O
p
e
n
i
n
g
1
6
2
l
b
s
2x
6
Se
i
s
m
i
c
F
o
r
c
e
86
3
l
b
s
To
t
a
l
D
L
2
,
0
9
0
l
b
s
Wi
n
d
F
o
r
c
e
3,
0
5
3
l
b
s
Ab
o
v
e
W
i
n
d
o
w
S
t
r
a
p
D
e
m
a
n
d
6
2
5
l
b
s
1
7
6
l
b
s
Wa
l
l
D
L
15
p
s
f
CS
1
6
DL
T
r
i
p
W
i
d
t
h
2.
0
0
f
t
Pi
e
r
1
S
h
e
a
r
1
,
5
2
7
l
b
s
3
8
2
p
l
f
DL
20
p
s
f
Pi
e
r
2
S
h
e
a
r
1
,
5
2
7
l
b
s
3
8
2
p
l
f
B
e
l
o
w
W
i
n
d
o
w
S
t
r
a
p
D
e
m
a
nd
5
7
2
l
b
s
1
6
2
l
b
s
Ab
o
v
e
O
p
e
n
i
n
g
S
h
e
a
r
1
,
2
4
9
l
b
s
4
1
6
p
l
f
CS
1
6
Be
l
o
w
O
p
e
n
i
n
g
S
h
e
a
r
1
,
5
2
7
l
b
s
3
8
2
p
l
f
As
p
e
c
t
R
a
t
i
o
.
8
:
1
T
&
C
2
,
7
7
6
l
b
s
As
p
e
c
t
R
a
t
i
o
F
a
c
t
o
r
1
S
t
r
a
p
A
b
o
v
e
O
p
e
n
i
n
g
6
2
5
l
b
s
St
r
a
p
B
e
l
o
w
O
p
e
n
i
n
g
5
7
2
l
b
s
To
t
a
l
D
L
2
,
0
9
0
l
b
s
5,155 lbs
In
p
u
t
Se
i
s
m
i
c
O
u
t
p
u
t
OK 3,815 lbs OK
4.
0
0
f
t
3.
0
0
f
t
4.
0
0
f
t
OK
Wi
n
d
O
u
t
p
u
t
1,975 lbs OK 1,975 lbs OK
Op
e
n
i
n
g
H
e
i
g
h
t
3
f
t
Pi
e
r
1
L
e
n
g
t
h
Op
e
n
i
n
g
W
i
d
t
h
Pi
e
r
2
L
e
n
g
t
h
Sh
e
a
r
w
a
l
l
D
a
t
a
W
i
n
d
S
e
i
s
m
i
c
Wa
l
l
S
h
e
a
t
h
i
n
g
D
e
m
a
n
d
4
6
5
p
l
f
1
3
1
p
l
f
Wa
l
l
L
e
n
g
t
h
1
6
.
0
0
f
t
P
i
e
r
1
S
h
e
a
r
2
3
6
l
b
s
3
9
p
l
f
7/
1
6
S
h
e
a
t
h
i
n
g
w
/
8
d
@
4
"
490 plf
3
5
0
p
l
f
Wa
l
l
H
e
i
g
h
t
10
.
0
0
f
t
Pi
e
r
2
S
h
e
a
r
1
8
4
l
b
s
4
6
p
l
f
Pi
e
r
1
L
e
n
g
t
h
6.
0
0
f
t
Ab
o
v
e
O
p
e
n
i
n
g
S
h
e
a
r
1
3
1
l
b
s
1
3
1
p
l
f
H
o
l
d
o
w
n
D
e
m
a
n
d
l
b
s
lbs
Pi
e
r
2
L
e
n
g
t
h
4.
0
0
f
t
Be
l
o
w
O
p
e
n
i
n
g
S
h
e
a
r
1
3
1
l
b
s
1
3
1
p
l
f
No
t
R
e
q
u
i
r
e
d
Op
e
n
i
n
g
H
e
i
g
h
t
8.
0
0
f
t
T
&
C
2
6
3
l
b
s
Op
e
n
i
n
g
W
i
d
t
h
6.
0
0
f
t
St
r
a
p
A
b
o
v
e
O
p
e
n
i
n
g
3
9
4
l
b
s
Co
m
p
r
e
s
s
i
o
n
D
e
m
a
n
d
9
2
9
l
b
s
2
6
3
l
b
s
He
i
g
h
t
B
e
l
o
w
O
p
e
n
i
n
g
1.
0
0
f
t
St
r
a
p
B
e
l
o
w
O
p
e
n
i
n
g
3
9
4
l
b
s
2x
6
Se
i
s
m
i
c
F
o
r
c
e
42
0
l
b
s
To
t
a
l
D
L
6
,
5
6
0
l
b
s
Wi
n
d
F
o
r
c
e
1,
4
8
7
l
b
s
Ab
o
v
e
W
i
n
d
o
w
S
t
r
a
p
D
e
m
a
n
d
1
,
3
9
4
l
b
s
3
9
4
l
b
s
Wa
l
l
D
L
15
p
s
f
CS
1
6
DL
T
r
i
p
W
i
d
t
h
13
.
0
0
f
t
Pi
e
r
1
S
h
e
a
r
8
3
6
l
b
s
1
3
9
p
l
f
DL
20
p
s
f
Pi
e
r
2
S
h
e
a
r
6
5
0
l
b
s
1
6
3
p
l
f
B
e
l
o
w
W
i
n
d
o
w
S
t
r
a
p
D
e
m
a
n
d
1,394 lbs
3
9
4
l
b
s
Ab
o
v
e
O
p
e
n
i
n
g
S
h
e
a
r
4
6
5
l
b
s
4
6
5
p
l
f
CS
1
6
Be
l
o
w
O
p
e
n
i
n
g
S
h
e
a
r
4
6
5
l
b
s
4
6
5
p
l
f
As
p
e
c
t
R
a
t
i
o
2
.
0
:
1
T
&
C
9
2
9
l
b
s
As
p
e
c
t
R
a
t
i
o
F
a
c
t
o
r
1
S
t
r
a
p
A
b
o
v
e
O
p
e
n
i
n
g
1
,
3
9
4
l
b
s
St
r
a
p
B
e
l
o
w
O
p
e
n
i
n
g
1
,
3
9
4
l
b
s
To
t
a
l
D
L
6
,
5
6
0
l
b
s
5,155 lbs
In
p
u
t
Se
i
s
m
i
c
O
u
t
p
u
t
OK lbs OK
6.
0
0
f
t
6.
0
0
f
t
4.
0
0
f
t
OK
Wi
n
d
O
u
t
p
u
t
1,975 lbs OK 1,975 lbs OK
Op
e
n
i
n
g
H
e
i
g
h
t
8
f
t
Pi
e
r
1
L
e
n
g
t
h
Op
e
n
i
n
g
W
i
d
t
h
Pi
e
r
2
L
e
n
g
t
h
Sh
e
a
r
w
a
l
l
D
a
t
a
W
i
n
d
S
e
i
s
m
i
c
Wa
l
l
S
h
e
a
t
h
i
n
g
D
e
m
a
n
d
4
6
5
p
l
f
1
3
1
p
l
f
Wa
l
l
L
e
n
g
t
h
1
6
.
0
0
f
t
P
i
e
r
1
S
h
e
a
r
2
3
6
l
b
s
3
9
p
l
f
7/
1
6
S
h
e
a
t
h
i
n
g
w
/
8
d
@
4
"
490 plf
3
5
0
p
l
f
Wa
l
l
H
e
i
g
h
t
10
.
0
0
f
t
Pi
e
r
2
S
h
e
a
r
1
8
4
l
b
s
4
6
p
l
f
Pi
e
r
1
L
e
n
g
t
h
6.
0
0
f
t
Ab
o
v
e
O
p
e
n
i
n
g
S
h
e
a
r
1
3
1
l
b
s
1
3
1
p
l
f
H
o
l
d
o
w
n
D
e
m
a
n
d
l
b
s
lbs
Pi
e
r
2
L
e
n
g
t
h
4.
0
0
f
t
Be
l
o
w
O
p
e
n
i
n
g
S
h
e
a
r
1
3
1
l
b
s
1
3
1
p
l
f
No
t
R
e
q
u
i
r
e
d
Op
e
n
i
n
g
H
e
i
g
h
t
8.
0
0
f
t
T
&
C
2
6
3
l
b
s
Op
e
n
i
n
g
W
i
d
t
h
6.
0
0
f
t
St
r
a
p
A
b
o
v
e
O
p
e
n
i
n
g
3
9
4
l
b
s
Co
m
p
r
e
s
s
i
o
n
D
e
m
a
n
d
9
2
9
l
b
s
2
6
3
l
b
s
He
i
g
h
t
B
e
l
o
w
O
p
e
n
i
n
g
1.
0
0
f
t
St
r
a
p
B
e
l
o
w
O
p
e
n
i
n
g
3
9
4
l
b
s
2x
6
Se
i
s
m
i
c
F
o
r
c
e
42
0
l
b
s
To
t
a
l
D
L
6
,
5
6
0
l
b
s
Wi
n
d
F
o
r
c
e
1,
4
8
7
l
b
s
Ab
o
v
e
W
i
n
d
o
w
S
t
r
a
p
D
e
m
a
n
d
1
,
3
9
4
l
b
s
3
9
4
l
b
s
Wa
l
l
D
L
15
p
s
f
CS
1
6
DL
T
r
i
p
W
i
d
t
h
13
.
0
0
f
t
Pi
e
r
1
S
h
e
a
r
8
3
6
l
b
s
1
3
9
p
l
f
DL
20
p
s
f
Pi
e
r
2
S
h
e
a
r
6
5
0
l
b
s
1
6
3
p
l
f
B
e
l
o
w
W
i
n
d
o
w
S
t
r
a
p
D
e
m
a
n
d
1,394 lbs
3
9
4
l
b
s
Ab
o
v
e
O
p
e
n
i
n
g
S
h
e
a
r
4
6
5
l
b
s
4
6
5
p
l
f
CS
1
6
Be
l
o
w
O
p
e
n
i
n
g
S
h
e
a
r
4
6
5
l
b
s
4
6
5
p
l
f
As
p
e
c
t
R
a
t
i
o
2
.
0
:
1
T
&
C
9
2
9
l
b
s
As
p
e
c
t
R
a
t
i
o
F
a
c
t
o
r
1
S
t
r
a
p
A
b
o
v
e
O
p
e
n
i
n
g
1
,
3
9
4
l
b
s
St
r
a
p
B
e
l
o
w
O
p
e
n
i
n
g
1
,
3
9
4
l
b
s
To
t
a
l
D
L
6
,
5
6
0
l
b
s
5,155 lbs
In
p
u
t
Se
i
s
m
i
c
O
u
t
p
u
t
OK lbs OK
6.
0
0
f
t
6.
0
0
f
t
4.
0
0
f
t
OK
Wi
n
d
O
u
t
p
u
t
1,975 lbs OK 1,975 lbs OK
Op
e
n
i
n
g
H
e
i
g
h
t
8
f
t
Pi
e
r
1
L
e
n
g
t
h
Op
e
n
i
n
g
W
i
d
t
h
Pi
e
r
2
L
e
n
g
t
h