Wind Calculation for Canopy

ROAR

L. L

. C.

C O N S U L T I N G

75 W. Baseline Rd. Ste A 19-20Gilbert, AZ 85233

P 602 | 490 | 0849f 602 | 419 | 2100

email [email protected] www.roarkconsultants.com

Design Documents

Fabric Canopy

Project:

WIND CALCULATION FOR CANOPY

http://www.roarkconsultants.com/

ROAR

L. L

. C.

C O N S U L T I N G


P 602 | 490 | 0849f 602 | 419 | 2100


1. Scope of work:

Design of Steel frame canopy.

2. Materials:

Structural Steel

Structural steel shall be designed in accordance with the specification given in steel

construction manual - AISC 14th edition – LRFD Method.

Structural Steel Shapes:

Shapes ASTM Designation Mechanical Properties

W A992 Fy = 50 ksi Fu = 65 ksi

HSS A500 Gr. B Fy = 46 ksi Fu = 58 ksi

Plate A36 Fy = 36 ksi Fu = 58 ksi

3. Criteria and Approach for design of Framing for Gravity Loads :

Loads are calculated for the Framing members & they are checked in bending, shear and

deflection.

4. Loading:

Dead Load = 3 psf

Live Load = 5 psf

Wind Load = 115 mph, Exposure Category “C” (ASCE 7-10)


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P 602 | 490 | 0849f 602 | 419 | 2100


5. Load Combinations

1.2DL+1.6LL

1.2DL + 1.6LL + 0.5WL

1.2DL+ 1.0 WL + 1.0LL

0.9DL + 1.0WL

6. Serviceabiltiy Combinations (For Deflection Check)

1.0LL

1.0DL + 1.0LL

1.0DL + 0.5LL + 0.7WL

7. Deflection Limits

1.0LL = L/360

1.0DL + 1.0LL = L/240

1.0DL + 0.5LL + 0.7WL = H/120


ROAR

L. L

. C.

C O N S U L T I N G


P 602 | 490 | 0849f 602 | 419 | 2100


WIND LOAD CALCULATIONS

- For Monoslope Roof

Mean Roof Height = 16-6”

Exposure Category = “C” (Refer 1609.4 IBC2012)

Ө = 0F

For Flat roof, the net design wind pressure is given by

P = qhG Cp – qi(G Cpi) (ASCE 7-10, section 27.4.1)

Where,

qh = 0.00256 Kz Kzt Kd V2

Kz = 0.865 (AISC, Table 27.3-1. For ht ≤ 15ft and Exposure C)

Kzt = 1

Kd = 0.85 (AISC, Table 26.6-1)

V = 115 mph

Therefore,

qh = 0.00256 (0.865)(1)(0.85)(115)2

= 24.89 psf

G = 0.85

Cpi = +0.18 For Enclosed buildings ,(AISC, Table 26.11-1)

= -0.18


ROAR

L. L

. C.

C O N S U L T I N G


P 602 | 490 | 0849f 602 | 419 | 2100


For Roofs made of fabric - Wind load of canopy Roof are calculated based on ASCE 7-10, Chapter 30, and Part 1

section 30.1.1“Wind Load -Components and Cladding”

WIND LOADING ANALYSIS - Roof Components and CladdingPer ASCE 7-10 Code for Bldgs. of Any Height with Gable Roof <= 45o or Monoslope Roof <= 3o

Using Part 1 & 3: Analytical Procedure (Section 30.4 & 30.6)Job Name: CANOPY Subject:

Job Number: AZ15156 Originator: Checker:

Input Data:

Wind Speed, V = 115 mph (Wind Map, Figure 26.5-1A-C) Bldg. Classification = II (Table 1-1 Occupancy Category) Exposure Category = C (Sect. 26.7)

Ridge Height, hr = 16.50 ft. (hr >= he) Eave Height, he = 16.50 ft. (he <= hr)

Building Width = 20.42 ft. (Normal to Building Ridge) Building Length = 34.08 ft. (Parallel to Building Ridge)

Roof Type = Monoslope (Gable or Monoslope) Topo. Factor, Kzt = 1.00 (Sect. 26.8 & Figure 26.8-1)Direct. Factor, Kd = 0.85 (Table 26.6)

Enclosed? (Y/N) Y (Sect. 28.6-1 & Figure 26.11-1)

Hurricane Region? NComponent Name = Decking (Purlin, Joist, Decking, or Fastener)Effective Area, Ae = 695.92 ft.^2 (Area Tributary to C&C)

Overhangs? (Y/N) N (if used, overhangs on all sides) Resulting Parameters and Coefficients:

Roof Angle, = 0.00 deg. Mean Roof Ht., h = 16.50 ft. (h = he, for roof angle <=10 deg.)

Roof External Pressure Coefficients, GCp:

GCp Zone 1-3 Pos. = 0.20 (Fig. 30.4-2A, 30.4-2B, and 30.4-2C) GCp Zone 1 Neg. = -0.90 (Fig. 30.4-2A, 30.4-2B, and 30.4-2C) GCp Zone 2 Neg. = -1.10 (Fig. 30.4-2A, 30.4-2B, and 30.4-2C) GCp Zone 3 Neg. = -1.10 (Fig. 30.4-2A, 30.4-2B, and 30.4-2C)

Positive & Negative Internal Pressure Coefficients, GCpi (Figure 26.11-1):

+GCpi Coef. = 0.18 (positive internal pressure) -GCpi Coef. = -0.18 (negative internal pressure)

If z <= 15 then: Kz = 2.01*(15/zg)^(2/) , If z > 15 then: Kz = 2.01*(z/zg)^(2/) (Table 30.3-1) = 9.50 (Table 26.9-1)

zg = 900 (Table 26.9-1) Kh = 0.87 (Kh = Kz evaluated at z = h)


ROAR

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C O N S U L T I N G


P 602 | 490 | 0849f 602 | 419 | 2100


Velocity Pressure: qz = 0.00256*Kz*Kzt*Kd*V^2 (Sect. 30.3.2, Eq. 30.3-1)

qh = 24.92 psfqh = 0.00256*Kh*Kzt*Kd*V^2 (qz evaluated at z = h)

Design Net External Wind Pressures (Sect. 30.4 & 30.6): For h <= 60 ft.: p = qh*((GCp) - (+/-GCpi)) (psf) For h > 60 ft.: p = q*(GCp) - qi*(+/-GCpi) (psf) where: q = qh for roof qi = qh for roof (conservatively assumed per Sect. 30.6)

Wind Load Tabulation for Roof Components & CladdingComponent z Kh qh p = Net Design Pressures (psf)

(ft.) (psf)Zone 1,2,3

(+) Zone 1 (-)Zone 2

(-)Zone 3

(-)Decking 0 0.87 24.92 9.47 -26.92 -31.90 -31.90

15.00 0.87 24.92 9.47 -26.92 -31.90 -31.90For z = hr: 16.50 0.87 24.92 9.47 -26.92 -31.90 -31.90

For z = he: 16.50 0.87 24.92 9.47 -26.92 -31.90 -31.90

For z = h: 16.50 0.87 24.92 9.47 -26.92 -31.90 -31.90 Notes: 1. (+) and (-) signs signify wind pressures acting toward & away from respective surfaces. 2. Width of Zone 2 (edge), 'a' = 3.00 ft. 3. Width of Zone 3 (corner), 'a' = 3.00 ft. 4. For monoslope roofs with <= 3 degrees, use Fig. 30.4-2A for 'GCp' values with 'qh'. 5. For buildings with h > 60' and > 10 degrees, use Fig. 30.6-1 for 'GCpi' values with 'qh'. 6. For all buildings with overhangs, use Fig. 30.4-2B for 'GCp' values per Sect. 30.10. 7. If a parapet >= 3' in height is provided around perimeter of roof with <= 10 degrees, Zone 3 shall be treated as Zone 2. 8. Per Code Section 30.2.2, the minimum wind load for C&C shall not be less than 16 psf.

- -31.90 psf governs the wind force on Roof.

- For Walls made of fabric


ROAR

L. L

. C.

C O N S U L T I N G


P 602 | 490 | 0849f 602 | 419 | 2100


Wind load of canopy walls are calculated based on ASCE 7-10, Chapter 30, and Part 1 section 30.1.1“Wind Load -Components and Cladding”For West Elevation:

WIND LOADING ANALYSIS - Wall Components and CladdingPer ASCE 7-10 Code for Buildings of Any Height

Using Part 1 & 3: Analytical Procedure (Section 30.4 & 30.6)

Job Name: CANOPY Subject: Job Number: AZ15156 Originator: Checker:

Input Data:

Wind Speed, V = 115mph (Wind Map, Figure 26.5-1A-C)

Bldg. Classification = II (Table 1.5-1 Risk Category) Exposure Category = C (Sect. 26.7)



Roof Type = Monoslope(Gable or Monoslope)

Topo. Factor, Kzt = 1.00 (Sect. 26.8 & Figure 26.8-1)

Direct. Factor, Kd = 0.85 (Table 26.6)Enclosed? (Y/N) Y (Sect. 28.6-1 & Figure 26.11-1)

Hurricane Region? NComponent Name = Wall (Girt, Siding, Wall, or Fastener) Effective Area, Ae = 323.76 ft.^2 (Area Tributary to C&C)

Resulting Parameters and Coefficients:

Roof Angle, = 0.00 deg.

Mean Roof Ht., h = 16.50ft. (h = he, for roof angle <=10 deg.)

Wall External Pressure Coefficients, GCp:

GCp Zone 4 Pos. = 0.66 (Fig. 30.4-1, GCp is reduced by 10% for roof angle <=10 deg. )GCp Zone 5 Pos. = 0.66 (Fig. 30.4-1, GCp is reduced by 10% for roof angle <=10 deg. )GCp Zone 4 Neg. = -0.75 (Fig. 30.4-1, GCp is reduced by 10% for roof angle <=10 deg. )GCp Zone 5 Neg. = -0.78 (Fig. 30.4-1, GCp is reduced by 10% for roof angle <=10 deg. )



If z <= 15 then: Kz = 2.01*(15/zg)^(2/) , If z > 15 then: Kz = 2.01*(z/zg)^(2/) (Table 30.3-1)


ROAR

L. L

. C.

C O N S U L T I N G


P 602 | 490 | 0849f 602 | 419 | 2100


= 9.50 (Table 26.9-1) zg = 900 (Table 26.9-1) Kh = 0.87 (Kh = Kz evaluated at z = h)



Design Net External Wind Pressures (Sect. 30.4 & 30.6): For h <= 60 ft.: p = qh*((GCp) - (+/-GCpi)) (psf) For h > 60 ft.: p = q*(GCp) - qi*(+/-GCpi) (psf) where: q = qz for windward walls, q = qh for leeward walls and side walls qi = qh for all walls (conservatively assumed per Sect. 30.6)

Wind Load Tabulation for Wall Components & CladdingComponent z Kh qh p = Net Design Pressures (psf)

(ft.) (psf) Zone 4 (+) Zone 4 (-)Zone 5

(+)Zone 5

(-)Wall 0 0.87 24.92 20.94 -23.18 20.94 -23.93

15.00 0.87 24.92 20.94 -23.18 20.94 -23.93For z = hr: 16.50 0.87 24.92 20.94 -23.18 20.94 -23.93

For z = he: 16.50 0.87 24.92 20.94 -23.18 20.94 -23.93

For z = h: 16.50 0.87 24.92 20.94 -23.18 20.94 -23.93 Notes: 1. (+) and (-) signs signify wind pressures acting toward & away from respective surfaces. 2. Width of Zone 5 (end zones), 'a' = 3.00 ft. 3. Per Code Section 30.2.2, the minimum wind load for C&C shall not be less than 16 psf.

- -23.93 psf governs the wind force on fabric. (For West Elevation)

- For Walls made of fabric


ROAR

L. L

. C.

C O N S U L T I N G


P 602 | 490 | 0849f 602 | 419 | 2100


Wind load of canopy walls are calculated based on ASCE 7-10, Chapter 30, and Part 1 section 30.1.1“Wind Load -Components and Cladding”For North & South Elevation:

WIND LOADING ANALYSIS - Wall Components and CladdingPer ASCE 7-10 Code for Buildings of Any Height

Using Part 1 & 3: Analytical Procedure (Section 30.4 & 30.6)

Job Name: CANOPY Subject: Job Number: AZ15156 Originator: Checker:

Input Data:

Wind Speed, V = 115mph (Wind Map, Figure 26.5-1A-C)

Bldg. Classification = II (Table 1.5-1 Risk Category) Exposure Category = C (Sect. 26.7)



Roof Type = Monoslope(Gable or Monoslope)

Topo. Factor, Kzt = 1.00 (Sect. 26.8 & Figure 26.8-1)

Direct. Factor, Kd = 0.85 (Table 26.6)Enclosed? (Y/N) Y (Sect. 28.6-1 & Figure 26.11-1)

Hurricane Region? NComponent Name = Wall (Girt, Siding, Wall, or Fastener) Effective Area, Ae = 193.99 ft.^2 (Area Tributary to C&C)

Resulting Parameters and Coefficients:

Roof Angle, = 0.00 deg.

Mean Roof Ht., h = 16.50ft. (h = he, for roof angle <=10 deg.)

Wall External Pressure Coefficients, GCp:

GCp Zone 4 Pos. = 0.70 (Fig. 30.4-1, GCp is reduced by 10% for roof angle <=10 deg. )GCp Zone 5 Pos. = 0.70 (Fig. 30.4-1, GCp is reduced by 10% for roof angle <=10 deg. )GCp Zone 4 Neg. = -0.79 (Fig. 30.4-1, GCp is reduced by 10% for roof angle <=10 deg. )GCp Zone 5 Neg. = -0.85 (Fig. 30.4-1, GCp is reduced by 10% for roof angle <=10 deg. )



If z <= 15 then: Kz = 2.01*(15/zg)^(2/) , If z > 15 then: Kz = 2.01*(z/zg)^(2/) (Table 30.3-1)


ROAR

L. L

. C.

C O N S U L T I N G


P 602 | 490 | 0849f 602 | 419 | 2100


= 9.50 (Table 26.9-1) zg = 900 (Table 26.9-1) Kh = 0.87 (Kh = Kz evaluated at z = h)



Design Net External Wind Pressures (Sect. 30.4 & 30.6): For h <= 60 ft.: p = qh*((GCp) - (+/-GCpi)) (psf) For h > 60 ft.: p = q*(GCp) - qi*(+/-GCpi) (psf) where: q = qz for windward walls, q = qh for leeward walls and side walls qi = qh for all walls (conservatively assumed per Sect. 30.6)

Wind Load Tabulation for Wall Components & CladdingComponent z Kh qh p = Net Design Pressures (psf)

(ft.) (psf) Zone 4 (+) Zone 4 (-)Zone 5

(+)Zone 5 (-)

Wall 0 0.87 24.92 21.82 -24.06 21.82 -25.69 15.00 0.87 24.92 21.82 -24.06 21.82 -25.69

For z = hr: 16.50 0.87 24.92 21.82 -24.06 21.82 -25.69

For z = he: 16.50 0.87 24.92 21.82 -24.06 21.82 -25.69For z = h: 16.50 0.87 24.92 21.82 -24.06 21.82 -25.69

Notes: 1. (+) and (-) signs signify wind pressures acting toward & away from respective surfaces. 2. Width of Zone 5 (end zones), 'a' = 3.00 ft. 3. Per Code Section 30.2.2, the minimum wind load for C&C shall not be less than 16 psf.

- -25.69 psf governs the wind force on fabric. (For North & South Elevation)

- For member Surface


ROAR

L. L

. C.

C O N S U L T I N G


P 602 | 490 | 0849f 602 | 419 | 2100


The net design wind pressure is given by

P = qh G Cf As

From Figure 29.5-1, Cf is given by

HSS 5x5x3/8” Column

h/D = 16.5/0.42

= 39.6

Cf = 2.0

Therefore, P = 24.92(0.85)(2.0)(0.42)

= 17.79 plf


Wind Calculation for Canopy

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