Wind Calculation for Canopy

L. L. C.

ROARK

75 W. Baseline Rd. Ste A 19-20 Gilbert, AZ 85233 P 602 | 490 | 0849 f 602 | 419 | 2100 email [email protected] web www.roarkconsultants.com

CONSULTING

Design Documents Fabric Canopy

Project: WIND CALCULATION FOR CANOPY

L. L. C.

ROARK


CONSULTING 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)

L. L. C.

ROARK


CONSULTING 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

L. L. C.

ROARK


CONSULTING

 WIND LOAD CALCULATIONS -

For Monoslope Roof

Mean Roof Height

=

16-6”

Exposure Category

=

“C”

=

00

Ө

(Refer 1609.4 IBC2012)

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

=

qhG Cp – qi(G Cpi)

qh

=

0.00256 Kz Kzt Kd V2

Kz

=

0.865

Kzt

=

1

Kd

=

0.85

V

=

115 mph

=

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

=

24.89 psf

G

=

0.85

Cpi

=

+0.18

=

-0.18

(ASCE 7-10, section 27.4.1)

Where,

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

(AISC, Table 26.6-1)

Therefore, qh

For Enclosed buildings ,(AISC, Table 26.11-1)

L. L. C.

ROARK


CONSULTING -

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 Cladding

Per 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 = Bldg. Classification = Exposure Category = Ridge Height, hr = Eave Height, he = Building Width = Building Length = Roof Type = Topo. Factor, Kzt = Direct. Factor, Kd = Enclosed? (Y/N) Hurricane Region? Component Name = Effective Area, Ae = Overhangs? (Y/N)

115 II C 16.50 16.50 20.42 34.08 Monoslope

1.00 0.85 Y N Decking 695.92 N

mph (Wind Map, Figure 26.5-1A-C) (Table 1-1 Occupancy Category) (Sect. 26.7) ft. (hr >= he) ft. (he <= hr) ft. (Normal to Building Ridge) ft. (Parallel to Building Ridge) (Gable or Monoslope) (Sect. 26.8 & Figure 26.8-1) (Table 26.6) (Sect. 28.6-1 & Figure 26.11-1) (Purlin, Joist, Decking, or Fastener) ft.^2 (Area Tributary to C&C) (if used, overhangs on all sides)

Resulting Parameters and Coefficients: Roof Angle,  = Mean Roof Ht., h =

0.00 16.50

deg. 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)

L. L. C.

ROARK


CONSULTING

Velocity Pressure: qz = 0.00256*Kz*Kzt*Kd*V^2 (Sect. 30.3.2, Eq. 30.3-1) qh = 0.00256*Kh*Kzt*Kd*V^2 (qz qh = 24.92 psf 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)

Component

Decking For z = hr: For z = he: For z = h:

Wind Load Tabulation for Roof Components & Cladding z Kh qh p = Net Design Pressures (psf) Zone 1,2,3 Zone 2 (ft.) (psf) (+) Zone 1 (-) (-) 0 0.87 24.92 9.47 -26.92 -31.90 15.00 0.87 24.92 9.47 -26.92 -31.90 16.50 0.87 24.92 9.47 -26.92 -31.90 16.50 16.50

0.87 0.87

24.92 24.92

9.47 9.47

-26.92 -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

Zone 3 (-) -31.90 -31.90 -31.90 -31.90 -31.90

L. L. C.

ROARK


CONSULTING

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 Cladding Per ASCE 7-10 Code for Buildings of Any Height Using Part 1 & 3: Analytical Procedure (Section 30.4 & 30.6) Job Name: Job Number:

CANOPY AZ15156

Subject: Originator:

Checker:

Input Data:

Wind Speed, V = Bldg. Classification = Exposure Category = Ridge Height, hr = Eave Height, he = Building Width = Building Length = Roof Type = Topo. Factor, Kzt = Direct. Factor, Kd = Enclosed? (Y/N) Hurricane Region? Component Name = Effective Area, Ae =

115 II C 16.50 16.50 20.42 34.08 Monoslope

mph (Wind Map, Figure 26.5-1AC) (Table 1.5-1 Risk Category) (Sect. 26.7) ft. (hr >= he) ft. (he <= hr) ft. (Normal to Building Ridge) ft. (Parallel to Building Ridge) (Gable or Monoslope)

1.00 0.85 Y N Wall 323.76

(Sect. 26.8 & Figure 26.8-1) (Table 26.6) (Sect. 28.6-1 & Figure 26.11-1)

Roof Angle,  =

0.00

Mean Roof Ht., h =

16.50


(Girt, Siding, Wall, or Fastener) ft.^2 (Area Tributary to C&C)

Resulting Parameters and Coefficients:

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. ) 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)

L. L. C.

ROARK


CONSULTING = zg = Kh =

9.50 900 0.87

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

Velocity Pressure: qz = 0.00256*Kz*Kzt*Kd*V^2 (Sect. 30.3.2, Eq. 30.3-1) qh = 0.00256*Kh*Kzt*Kd*V^2 (qz qh = 24.92 psf 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 & Cladding z Kh qh p = Net Design Pressures (psf) Zone 5 Zone 5 (ft.) (psf) Zone 4 (+) Zone 4 (-) (+) (-) 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 -23.93 For z = hr: 16.50 0.87 24.92 20.94 -23.18 20.94 -23.93

Component

For z = he: For z = h:

16.50 16.50

0.87 0.87

24.92 24.92

20.94 20.94

-23.18 -23.18

20.94 20.94

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

-23.93 -23.93

L. L. C.

ROARK


CONSULTING

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 Cladding Per ASCE 7-10 Code for Buildings of Any Height Using Part 1 & 3: Analytical Procedure (Section 30.4 & 30.6) Job Name: Job Number:

CANOPY AZ15156

Subject: Originator:

Checker:

Input Data:

Wind Speed, V = Bldg. Classification = Exposure Category = Ridge Height, hr = Eave Height, he = Building Width = Building Length = Roof Type = Topo. Factor, Kzt = Direct. Factor, Kd = Enclosed? (Y/N) Hurricane Region? Component Name = Effective Area, Ae =

115 II C 16.50 16.50 20.42 34.08 Monoslope

mph (Wind Map, Figure 26.5-1AC) (Table 1.5-1 Risk Category) (Sect. 26.7) ft. (hr >= he) ft. (he <= hr) ft. (Normal to Building Ridge) ft. (Parallel to Building Ridge) (Gable or Monoslope)

1.00 0.85 Y N Wall 193.99

(Sect. 26.8 & Figure 26.8-1) (Table 26.6) (Sect. 28.6-1 & Figure 26.11-1)

Roof Angle,  =

0.00

Mean Roof Ht., h =

16.50


(Girt, Siding, Wall, or Fastener) ft.^2 (Area Tributary to C&C)

Resulting Parameters and Coefficients:

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. ) 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)

L. L. C.

ROARK


CONSULTING = zg = Kh =

9.50 900 0.87

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

Velocity Pressure: qz = 0.00256*Kz*Kzt*Kd*V^2 (Sect. 30.3.2, Eq. 30.3-1) qh = 0.00256*Kh*Kzt*Kd*V^2 (qz qh = 24.92 psf 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 & Cladding z Kh qh p = Net Design Pressures (psf) Zone 5 Zone 5 (ft.) (psf) Zone 4 (+) Zone 4 (-) (+) (-) 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

Component

For z = he: For z = h:

16.50 16.50

0.87 0.87

24.92 24.92

21.82 21.82

-24.06 -24.06

21.82 21.82

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

-25.69 -25.69

L. L. C.

ROARK CONSULTING

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 Cf

=

16.5/0.42

=

39.6

=

2.0

Therefore,

P = 24.92(0.85)(2.0)(0.42) = 17.79 plf


Wind Calculation for Canopy

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