Project80' Wide x 70' Long Century Tent with 30' Middle Bays10' Side Poles and 30' Center PolesB3-80M

Prepared ForAnchor Industries Inc.1100 Burch Dr.Evansville, IN 47725 2 8/13/14 JAV REV HGHT/DL

1 8/11/14 JAV REV LOAD

No. Date By Description

Prepared ByHodge Structural Engineers22 Chestnut StreetEvansville, IN 47713(812) 422-2558 – phone(812) 422-3337 - faxHSE No.: 14061Date: 8-1-14

HODGE STRUCTURAL ENGINEERS22 Chestnut Street Evansville, Indiana 47713 tel: 812.422.2558 fax: 812.422.3337 www.hodgedesign.com

REVISIONS

 

 

Contents

Executive Summary 1

Section 1.0 – Codes and Design Criteria 2

1.1 – Design Codes 2

1.2 – Design Criteria 2

Section 2.0 – Summary of Maximum Loads and Components 2

2.1 – Anchor Design Load 2

2.2 – Guy Wire Design Load 2

2.3 – Side Poles Design Load 2

2.4 – Center Pole Design Load 2

Section 3.0 – References and Warnings 3

3.1 – Calculation Reference 3

3.2 – Warnings 3

Section 4.0 – Structural Calculations 3

 

Executive Summary

These calculations were performed for Anchor Industries, Inc. for their 80 foot wide x 70 foot long Century Tent product with 30’ Middle Bays (10’ Side Poles and 30’ Center Poles).

All data and information contained in or disclosed by this document is confidential and proprietary information of Anchor Industries, Inc and Hodge Structural Engineers and all rights therein are expressly reserved. By accepting this material the recipient agrees that this material and the information contained therein is held in confidence and in trust will not be used, copied, reproduced in the whole or in part, nor its contents revealed in any manner to others except to meet the specific purpose for which it was delivered.

Reference the Anchor Industries Inc. installation instructions for this product. See www.anchorinc.com for instructions.

 

Section 1.0 – Codes and Design Criteria

1.1 – Design Codes

a – ASCE 7-10: Minimum Design Loads for Buildings and Other Structures

b – International Building Code (IBC) 2012

1.2 – Design Criteria

a – Temporary Structure (Intended for use for time interval not to exceed 180 days) b – Return Period is 2.5 years c – 50-Year Return Non-Hurricane Wind Speed of 115 mph per ASCE 7-10 reduced to 80.5 mph based on Return Period of 2.5 years d – Wind Exposure C per ASCE 7-10 e – Open Structure (ASCE 7-10)

Section 2.0 – Summary of Maximum Loads and Components

2.1 – Anchor Design Load: The maximum anchor design load is 7,185 lbs. A safety factor of two (2) is recommended on the anchor capacity.

2.2 – Guy Wire Design Load: All guy wires must have a minimum working load of 21,555 lbs (safety factor of three (3) included).

2.3 – Side Pole Design Load: The maximum side pole design load is 4,931 lbs.

a) 2 1/2” Sch. 40, 6061-T6 Aluminum Pipe has an allowable load of 5,417 lbs.

2.4 – Center Pole Design Load: The maximum center pole design load is 13,533 lbs.

a) 7” Fluted, 6061-T6 Aluminum Pipe has an allowable load of 15,111 lbs.

 

Section 3.0 – References and Warnings

3.1 – Reference Structural Calculations (Section 4 of this report) by Hodge Structural Engineers.

3.2 – Warnings: This structure is to be dismantled if winds in excess of 70 mph are forecasted during the temporary use of the structure.

Section 4.0 – Structural Calculations

Alum. pole allow. load chart

Size 1 1/2" OD 3" OD 1 1/2" 2" 2 1/2" 10 Ga Purch 103 schd. 40 schd. 40 schd. 40(0.134) (0.070) (0.145) (0.154) (0.203)

Pole Length (in inches) 120Pole Outside Dia. (in inches) 1.5 3 1.9 2.375 2.875Pole Inside Dia. (in inches) 1.232 2.839 1.61 2.067 2.469Safety factor for Wilkie Eng. Only. 1.95 1.95 2.95 1.95 1.95

Radius of gyration (calulated) 0.485 0.880 0.623 0.787 0.947Cross sectional area (calulated) 0.575 0.986 0.799 1.075 1.704Slenderness Factor 247.3 136.4 192.7 152.5 126.7

FTL Fomula (kips) (calulated) 0.480 2.704 1.098 2.358 5.417from Alum. Asso.

Wilkie Eng. (kips) (calulated) 0.481 2.711 0.727 2.363 5.430from UBC alum.guide lines.

Tube

Page 1

Alum. pole allow. load chart

3 1/2"Flt 3 1/2"KF 3" 3 1/2" 4" 5" 6" Flute 6" 08-476-3 08-476-4 schd. 40 schd. 40 schd. 40 schd. 40 Purch schd. 40(0.085) (0.080) (0.216) (0.226) (0.237) (0.258) (0.220) (.280)

3.488 3.488 3.5 4 4.5 5.563 6.225 6.6253.389 3.389 3.068 3.548 4.026 5.047 5.708 6.0651.95 1.95 1.95 1.95 1.95 1.95 1.95 1.95

1.197 1.054 1.164 1.337 1.510 1.878 2.106 2.2450.921 1.523 2.228 2.680 3.174 4.300 4.164 5.581100.3 113.9 103.1 89.8 79.5 63.9 57.0 53.4

4.674 5.992 10.686 16.957 25.615 12.148 13.021 13.466

4.685 6.006 10.711 16.996 25.675 53.825 65.562 99.904

Pipe

Page 2

Alum. pole allow. load chart

7" Flute 8" 8" 10" 12" Purch 91 schd. 40 schd. 80 schd. 40 schd. 40(0.270) (.322) (.500) (0.365) (0.406)

7.435 8.625 8.625 10.75 12.756.832 7.981 7.625 10.02 121.95 1.95 1.95 1.95 1.95

2.506 2.938 2.878 3.674 4.3776.114 8.399 12.763 11.908 14.57947.9 40.8 41.7 32.7 27.4

14.167 15.053 14.946 16.085 16.746

136.319 257.334 375.289 570.601 991.629

Page 3

Alum. pole allow. load chart

Size 1 1/2" OD 3" OD 1 1/2" 2" 2 1/2" 10 Ga Purch 103 schd. 40 schd. 40 schd. 40(0.134) (0.070) (0.145) (0.154) (0.203)

Pole Length (in inches) 360Pole Outside Dia. (in inches) 1.5 3 1.9 2.375 2.875Pole Inside Dia. (in inches) 1.232 2.839 1.61 2.067 2.469Safety factor for Wilkie Eng. Only. 1.95 1.95 2.95 1.95 1.95

Radius of gyration (calulated) 0.485 0.880 0.623 0.787 0.947Cross sectional area (calulated) 0.575 0.986 0.799 1.075 1.704Slenderness Factor 741.9 409.1 578.2 457.4 380.0

FTL Fomula (kips) (calulated) 0.053 0.300 0.122 0.262 0.602from Alum. Asso.

Wilkie Eng. (kips) (calulated) 0.053 0.301 0.081 0.263 0.603from UBC alum.guide lines.

Tube

Page 1

Alum. pole allow. load chart

3 1/2"Flt 3 1/2"KF 3" 3 1/2" 4" 5" 6" Flute 6" 08-476-3 08-476-4 schd. 40 schd. 40 schd. 40 schd. 40 Purch schd. 40(0.085) (0.080) (0.216) (0.226) (0.237) (0.258) (0.220) (.280)

3.488 3.488 3.5 4 4.5 5.563 6.225 6.6253.389 3.389 3.068 3.548 4.026 5.047 5.708 6.0651.95 1.95 1.95 1.95 1.95 1.95 1.95 1.95

1.197 1.054 1.164 1.337 1.510 1.878 2.106 2.2450.921 1.523 2.228 2.680 3.174 4.300 4.164 5.581300.8 341.6 309.4 269.3 238.5 191.7 170.9 160.3

0.519 0.666 1.187 1.884 2.846 5.967 7.268 11.074

0.521 0.667 1.190 1.888 2.853 5.981 7.285 11.100

Pipe

Page 2

Alum. pole allow. load chart

7" Flute 8" 8" 10" 12" Purch 91 schd. 40 schd. 80 schd. 40 schd. 40(0.270) (.322) (.500) (0.365) (0.406)

7.435 8.625 8.625 10.75 12.756.832 7.981 7.625 10.02 121.95 1.95 1.95 1.95 1.95

2.506 2.938 2.878 3.674 4.3776.114 8.399 12.763 11.908 14.579143.6 122.5 125.1 98.0 82.2

15.111 28.526 41.601 63.252 109.924

15.147 28.593 41.699 63.400 110.181

Page 3

Hodge Structural Engineers 80' Wide x 70'-0" Century Tent (30' Middle Bays)G. Hodge

≔ProjectID “ 80' Wide x 70'-0" Century Tent Design Check (30' Middle Bays)”

≔Location “KY”

≔Date “8-13-14”

≔Engineer “G. Hodge”

BASIC DESIGN ASSUMPTIONS:1. Consider only the fabric weight for dead load (no collateral loading considered)

2. Ignore snow load. The temporary structure is intended to stand for a time interval not to exceed 180 days. If snow with an accumulation in excess of the design live load is anticipated while the structure is in place, the structure will be dismantled.

3. Ignore rain loads - adequate drainage is provided.

4. Ignore atmospheric ice loading. The shape of the structure and the fabric material to not promote the accumulation of ice.

5. Ignore seismic effects. The extremely low mass of the structure is minimally affected by ground acceleration.

6. Use a reduced design wind speed. The temporary structure is intended for use during a time interval not to exceed 180 days. The structure will be dismantled if winds in excess of 70mph are forecast during the temporary use of the structure.

CODESASCE 7-10 Minimum Design Loads for Buildings and Other StructuresIBC 2012

Risk Category: II (ASCE 7-10, Table 1.5-1)

LOADS

≔D 0.2 psf Dead Load - Fabric Weight

≔LL 5 psf Live Load - ASCE 7-10 Table 4-1

≔S 0 psf Snow Load - Not considered. Temporary structure intended for use less than 180 days and will not be erected when heavy snow fall is predicted

≔I 0 psf Ice Load - Not considered. Temporary structure intended for use less than 180 days and will not be erected when icing loads may develop

Hodge Structural Engineers 80' Wide x 70'-0" Century Tent (30' Middle Bays)G. Hodge

≔R 0 psf Rain Load - Not considered. Drainage adequate so rain water cannot accumulate

≔E 0 psf Seismic Load - Not considered. Lightweight temporary structure not sensitive to ground motion.

WIND LOADS:

Determine the appropriate basic design wind speed (V).

≔T 2.5 yrs Return period

≔V50 115 mph 50-Year Return Non-Hurricane Wind Speed (ASCE 7-10 Figure 26.5-1B)

≔VT ⋅V50 (( +0.36 ⋅0.1 ln (( ⋅12 T)))) ASCE 7-10 Equation C26.5-2

=VT 80.5 Design Wind Speed based on 2.5 return period and temporary structure.

≔Kd 0.85 Wind directionality factor (ASCE 7-10 Table 26.6-1)

≔Kzt 1.0 Topographic Effect (ASCE 7-10 26.8.2)

≔Kz 0.90 Velocity Pressure Coefficient (at 20' - ASCE 7-10 Table 27.3-1)

≔G 0.85 Gust Factor (ASCE 7-10 26.9.1)

≔Exposure Exposure Category (ASCE 7-10 26.7.3)

≔Enclosure “Open” Enclosure Classification (ASCE 7-10 26.10)

≔GCpi 0 Internal Pressure Coefficient (ASCE 7-10 Table 26.11-1)

≔qz ⋅⋅⋅⋅0.00256 Kz Kzt Kd VT2 Velocity Pressure (ASCE 7-10 Eq. 27.3-1)

=qz 12.695 psf

Hodge Structural Engineers 80' Wide x 70'-0" Century Tent (30' Middle Bays)G. Hodge

APPLIED WIND LOADS (Refer to ASCE 7-10 Figures 27.4-5 and 27.4-7)

≔H 30 ft Overall height of the structure

≔H1 10 ft Pole Height

≔H2 20 ft Fabric Height

≔h 20 ft Mean roof height

≔Ω ⋅45 degrees Roof angle

≔S 10 ft Typical Pole Spacing

≔Ao 7.5 ft Typical Anchor Offset

≔L 70 ft Building Length

≔B 80 ft Building Width

≔θ ⋅36.87 Angle of Guys from Vertical

Hodge Structural Engineers 80' Wide x 70'-0" Century Tent (30' Middle Bays)G. Hodge

Figure 27.4-5 - Wind Perpendicular to "Ridge" - Clear Wind Flow

≔γ “0, 180 degrees”

Load Case A

≔CNLA 0.6 Net Pressure Coefficient - Leeward

≔CNWA 1.3 Net Pressure Coefficient - Windward

Load Case B

≔CNLB −0.6 Net Pressure Coefficient - Leeward

≔CNWB −0.2 Net Pressure Coefficient - Windward

Figure 27.4-7 - Wind Parallel to "Ridge" - Clear Wind Flow

≔γ “90 degrees”

Load Case AHorizontal Distance from Windward Edge, d

≔CN1A −0.8 ≤d h Net Pressure Coefficient

≔CN2A −0.6 ≤<h d 2 h Net Pressure Coefficient

≔CN3A −0.3 >d 2 h Net Pressure Coefficient

Load Case BHorizontal Distance from Windward Edge, d

≔CN1B 0.8 ≤d h Net Pressure Coefficient

≔CN2B 0.5 ≤<h d 2 h Net Pressure Coefficient

≔CN3B 0.3 >d 2 h Net Pressure Coefficient

Hodge Structural Engineers 80' Wide x 70'-0" Century Tent (30' Middle Bays)G. Hodge

≔γ “0, 180 degrees”

Load Case A

≔pLA ⋅⋅qz G CNLA Leeward Wind Pressure

=pLA 6.47 psf

≔pWA ⋅⋅qz G CNWA Windward Wind Pressure

=pWA 14.028 psf

≔FvA ⋅⋅⎛⎝ +⋅⎛⎝pWA⎞⎠ cos ((Ω)) ⋅pLA ((cos ((Ω))))⎞⎠ ―B

2L Vertical Wind Component

=FvA 40594 lb

≔FhA ⋅⋅⎛⎝ −⋅pWA sin ((Ω)) ⋅pLA sin ((Ω))⎞⎠ H2 B Horizontal Wind Component

=FhA 8546 lb

Load Case B

≔pL ⋅⋅qz G CNLB Leeward Wind Pressure

=pL −6.47 psf

≔pW ⋅⋅qz G CNWB Windward Wind Pressure

=pW −2.158 psf

≔FvB ⋅⋅⎛⎝ +⋅⎛⎝pW⎞⎠ cos ((Ω)) ⋅pL ((cos ((Ω))))⎞⎠ ―B

2L Vertical Wind Component

=FvB −17092 lb

≔FhB ⋅⋅⎛⎝ −⋅pW sin ((Ω)) ⋅pL sin ((Ω))⎞⎠ H2 B Horizontal Wind Component

=FhB 4883 lb

Hodge Structural Engineers 80' Wide x 70'-0" Century Tent (30' Middle Bays)G. Hodge

≔γ “90 degrees”

=h 20Load Case A

≔FvA90 ⋅⋅⋅qz G L ⎛⎝ ⋅⎛⎝ ++⋅h CN1A ⋅h CN2A ⋅(( −B ⋅2 h)) CN3A⎞⎠ cos ((Ω))⎞⎠

=FvA90 −21365 lb

Load Case B

≔FvB90 ⋅⋅⋅qz G L ⎛⎝ ⋅⎛⎝ ++⋅h CN1B ⋅h CN2B ⋅(( −B ⋅2 h)) CN3B⎞⎠ cos ((Ω))⎞⎠

=FvB90 20297 lb

LOAD COMBINATIONS (ASCE 7-10 2.4.1)

≔LC1 D

≔LC2 +D L

≔LC3 “D+0.6W”

≔LC4 “D+0.75L+0.75(0.6W)”

≔LC5 “0.6D+0.6W”

Hodge Structural Engineers 80' Wide x 70'-0" Century Tent (30' Middle Bays)G. Hodge

ANCHOR REACTIONS AND POLE FORCES

** For vertical loads, determine the tributary area for each pole

≔CPtw ⋅27.5 25

SP = Side Pole (H1 tall)

CP = Center Pole (H tall)

=CPtw 687.5 ft2

≔SPtw ⋅10 12.5

=SPtw 125 ft2

For Poles, Determine Vertical Force Due to Initial Tension in Anchor StrapAssume the Initial Strap Tension = 2200lb

≔Tint 2200 lb

Dead Load - SIDE POLE

≔FF ―――――⎛⎝ ⋅Tint sin ((θ))⎞⎠

cos ((Ω))

=FF ⋅1.867 103

lb Tension Force in the Fabric

Hodge Structural Engineers 80' Wide x 70'-0" Century Tent (30' Middle Bays)G. Hodge

≔FP −⎛⎝ ⋅Tint cos ((θ))⎞⎠ ⋅FF sin ((Ω))

=FP 439.994 lb Axial Force in the Tent Side Pole (Dead Load)

Dead Load - MAIN POLE

≔FPmp ⋅6.5 ⎛⎝ ⋅FF sin ((Ω))⎞⎠

=FPmp 8580 lb Axial Force in Tent Main Pole (Dead Load)

DETERMINE THE ANCHOR STRAP AND POLE FORCES FOR WIND LOAD

Wind Load - SIDE POLE

≔γ “0, 180 degrees”

Load Case A

≔Fhperpole ――FhA

6

=Fhperpole ⋅1.424 103

――lb

Pole

≔Fvperpole ―――⋅FvA 0.51

26

=Fvperpole 796.259 ――lb

pole

≔FA ⋅―――Fhperpole

sin ((θ))3.5

=FA ⋅8.309 103

lb

≔Fp +Fvperpole ⋅FA cos ((θ))

=Fp ⋅7.443 103

lb

Load Case B

≔Fhbpp ――FhB

6

=Fhbpp 813.906 ――lb

pole

Hodge Structural Engineers 80' Wide x 70'-0" Century Tent (30' Middle Bays)G. Hodge

≔Fvbpp ―――⋅FvB 0.51

26

=Fvbpp −335.267 ――lb

pole

≔FAB ―――Fhbpp

sin ((θ))

=FAB ⋅1.357 103

lb

≔FPB +⋅FAB cos ((θ)) Fvbpp

=FPB 749.938 lb

Wind Load - MAIN POLES

≔γ “0, 180 degrees”

Load Case A

≔Fvmp ―――⋅FvA 0.49

4

=Fvmp 4973 ――lb

pole

Load Case B

≔Fvbmp ―――⋅FvB 0.49

4

=Fvbmp ⋅−2.094 103

――lb

pole

Wind Load - Side Poles

≔γ “90 Degrees”

Assume 250lb lateral load at each side pole

Load Case A

≔FASP90 ―――250

sin ((θ))

=FASP90 416.666 lb

Hodge Structural Engineers 80' Wide x 70'-0" Century Tent (30' Middle Bays)G. Hodge

≔FPSP90 +⎛⎜⎝

⋅――FvA90

26((0.51))

⎞⎟⎠

⋅FASP90 cos ((θ))

=FPSP90 −85.751 lb

Load Case B

≔FASP90B ―――250

sin ((θ))

=FASP90B 416.666 lb

≔FPSP90B +⎛⎜⎝

⋅――FvB90

26((0.51))

⎞⎟⎠

⋅FASP90 cos ((θ))

=FPSP90B 731.461 lb

Wind Load - MAIN POLES

≔γ “90 degrees”

Load Case A

≔Fvmp90 ――――⋅FvA90 0.49

4

=Fvmp90 −2617 ――lb

pole

Load Case B

≔Fvbmp90 ――――⋅FvB90 0.49

4

=Fvbmp90 ⋅2.486 103

――lb

pole

Hodge Structural Engineers 80' Wide x 70'-0" Century Tent (30' Middle Bays)G. Hodge

MAXIMUM LOADS

Anchor Straps:Initial Strap Tension (2200lb Assumed) to resist dead (D) and dead + live (D+L) load, therefore D = D+L = 2200lb

≔DA 2200 lb

≔LC1A =+DA ⋅0.6 FA ⋅7.185 103lb

≔LC2A =+DA ⋅0.6 FAB ⋅3.014 103

lb

≔LC3A =+DA ⋅0.6 FASP90 ⋅2.45 103

lb

≔LC4A =+DA 0.6 FASP90B ⋅2.45 103

lb

Side Poles:

≔DSP =+⋅D SPtw FP 464.994 lb

≔LSP =⋅LL SPtw 625 lb

≔LC1SP =+DSP LSP ⋅1.09 103

lb

≔LC2SP =+DSP ⋅0.6 Fp ⋅4.931 103

lb

≔LC3SP =+DSP ⋅0.6 FPB 914.957 lb

≔LC4SP =+DSP ⋅0.6 FPSP90 413.544 lb

≔LC5SP =+DSP ⋅0.6 FPSP90B 903.871 lb

≔LC6SP =++DSP 0.75 LSP ⋅0.45 Fp ⋅4.283 103

lb

≔LC7SP =++DSP 0.75 LSP ⋅0.45 FPB ⋅1.271 103

lb

≔LC8SP =++DSP 0.75 LSP ⋅0.45 FPSP90 895.156 lb

≔LC9SP =++DSP 0.75 LSP ⋅0.45 FPSP90B ⋅1.263 103

lb

≔LC10SP =+⋅0.6 DSP ⋅0.6 Fp ⋅4.745 103

lb

≔LC11SP =+⋅0.6 DSP ⋅0.6 FPB 728.959 lb

≔LC12SP =+⋅0.6 DSP ⋅0.6 FPSP90 227.546 lb

≔LC13SP =+⋅0.6 DSP ⋅0.6 FPSP90B 717.874 lb

Hodge Structural Engineers 80' Wide x 70'-0" Century Tent (30' Middle Bays)G. Hodge

Center Poles:

≔DMP =+⋅D CPtw FPmp ⋅8.718 103

lb

≔LMP =⋅LL CPtw ⋅3.438 103

lb

≔LC1MP =+DMP LMP ⋅1.216 104

lb

≔LC2MP =+DMP ⋅0.6 Fvmp ⋅1.17 104

lb

≔LC3MP =+DMP ⋅0.6 Fvbmp ⋅7.461 103

lb

≔LC4MP =+DMP ⋅0.6 Fvmp90 ⋅7.147 103

lb

≔LC5MP =+DMP ⋅0.6 Fvbmp90 ⋅1.021 104

lb

≔LC6MP =++DMP 0.75 LMP ⋅0.45 Fvmp ⋅1.353 104

lb

≔LC7MP =++DMP 0.75 LMP ⋅0.45 Fvbmp ⋅1.035 104

lb

≔LC8MP =++DMP 0.75 LMP ⋅0.45 Fvmp90 ⋅1.012 104

lb

≔LC9MP =++DMP 0.75 LMP ⋅0.45 Fvbmp90 ⋅1.241 104lb

≔LC10MP =+⋅0.6 DMP ⋅0.6 Fvmp ⋅8.214 103

lb

≔LC11MP =+⋅0.6 DMP ⋅0.6 Fvbmp ⋅3.974 103

lb

≔LC12MP =+⋅0.6 DMP ⋅0.6 Fvmp90 ⋅3.66 103

lb

≔LC13MP =+⋅0.6 DMP ⋅0.6 Fvbmp90 ⋅6.722 103

lb

Hodge Structural Engineers 80' Wide x 70'-0" Century Tent (30' Middle Bays)G. Hodge

=ProjectID “ 80' Wide x 70'-0" Century Tent Design Check (30' Middle Bays)”

=Date “8-13-14”

=Engineer “G. Hodge”

MAXIMUM LOADS

Anchor Strap: =LC1A 7185 lb

Side Poles: =LC2SP 4931 lb

Main Poles: =LC6MP 13533 lb