Wind Calculation For Canopy 356a5i
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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
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 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 & 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
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 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
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
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 – qi(G i)
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
i
=
+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
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 -
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, G: G Zone 1-3 Pos. = 0.20 (Fig. 30.4-2A, 30.4-2B, and 30.4-2C) G Zone 1 Neg. = -0.90 (Fig. 30.4-2A, 30.4-2B, and 30.4-2C) G Zone 2 Neg. = -1.10 (Fig. 30.4-2A, 30.4-2B, and 30.4-2C) G Zone 3 Neg. = -1.10 (Fig. 30.4-2A, 30.4-2B, and 30.4-2C) Positive & Negative Internal Pressure Coefficients, Gi (Figure 26.11-1): +Gi Coef. = 0.18 (positive internal pressure) -Gi 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
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
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*((G) - (+/-Gi)) (psf) For h > 60 ft.: p = q*(G) - qi*(+/-Gi) (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 'G' values with 'qh'. 5. For buildings with h > 60' and > 10 degrees, use Fig. 30.6-1 for 'Gi' values with 'qh'. 6. For all buildings with overhangs, use Fig. 30.4-2B for 'G' 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
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
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
deg. ft. (h = he, for roof angle <=10 deg.)
(Girt, Siding, Wall, or Fastener) ft.^2 (Area Tributary to C&C)
Resulting Parameters and Coefficients:
Wall External Pressure Coefficients, G: G Zone 4 Pos. = 0.66 (Fig. 30.4-1, G is reduced by 10% for roof angle <=10 deg. ) G Zone 5 Pos. = 0.66 (Fig. 30.4-1, G is reduced by 10% for roof angle <=10 deg. ) G Zone 4 Neg. = -0.75 (Fig. 30.4-1, G is reduced by 10% for roof angle <=10 deg. ) G Zone 5 Neg. = -0.78 (Fig. 30.4-1, G is reduced by 10% for roof angle <=10 deg. ) Positive & Negative Internal Pressure Coefficients, Gi (Figure 26.11-1): +Gi Coef. = 0.18 (positive internal pressure) -Gi 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
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 = 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*((G) - (+/-Gi)) (psf) For h > 60 ft.: p = q*(G) - qi*(+/-Gi) (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
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
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
deg. ft. (h = he, for roof angle <=10 deg.)
(Girt, Siding, Wall, or Fastener) ft.^2 (Area Tributary to C&C)
Resulting Parameters and Coefficients:
Wall External Pressure Coefficients, G: G Zone 4 Pos. = 0.70 (Fig. 30.4-1, G is reduced by 10% for roof angle <=10 deg. ) G Zone 5 Pos. = 0.70 (Fig. 30.4-1, G is reduced by 10% for roof angle <=10 deg. ) G Zone 4 Neg. = -0.79 (Fig. 30.4-1, G is reduced by 10% for roof angle <=10 deg. ) G Zone 5 Neg. = -0.85 (Fig. 30.4-1, G is reduced by 10% for roof angle <=10 deg. ) Positive & Negative Internal Pressure Coefficients, Gi (Figure 26.11-1): +Gi Coef. = 0.18 (positive internal pressure) -Gi 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
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 = 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*((G) - (+/-Gi)) (psf) For h > 60 ft.: p = q*(G) - qi*(+/-Gi) (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
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
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
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 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 & 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
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 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
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
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 – qi(G i)
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
i
=
+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
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 -
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, G: G Zone 1-3 Pos. = 0.20 (Fig. 30.4-2A, 30.4-2B, and 30.4-2C) G Zone 1 Neg. = -0.90 (Fig. 30.4-2A, 30.4-2B, and 30.4-2C) G Zone 2 Neg. = -1.10 (Fig. 30.4-2A, 30.4-2B, and 30.4-2C) G Zone 3 Neg. = -1.10 (Fig. 30.4-2A, 30.4-2B, and 30.4-2C) Positive & Negative Internal Pressure Coefficients, Gi (Figure 26.11-1): +Gi Coef. = 0.18 (positive internal pressure) -Gi 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
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
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*((G) - (+/-Gi)) (psf) For h > 60 ft.: p = q*(G) - qi*(+/-Gi) (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 'G' values with 'qh'. 5. For buildings with h > 60' and > 10 degrees, use Fig. 30.6-1 for 'Gi' values with 'qh'. 6. For all buildings with overhangs, use Fig. 30.4-2B for 'G' 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
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
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
deg. ft. (h = he, for roof angle <=10 deg.)
(Girt, Siding, Wall, or Fastener) ft.^2 (Area Tributary to C&C)
Resulting Parameters and Coefficients:
Wall External Pressure Coefficients, G: G Zone 4 Pos. = 0.66 (Fig. 30.4-1, G is reduced by 10% for roof angle <=10 deg. ) G Zone 5 Pos. = 0.66 (Fig. 30.4-1, G is reduced by 10% for roof angle <=10 deg. ) G Zone 4 Neg. = -0.75 (Fig. 30.4-1, G is reduced by 10% for roof angle <=10 deg. ) G Zone 5 Neg. = -0.78 (Fig. 30.4-1, G is reduced by 10% for roof angle <=10 deg. ) Positive & Negative Internal Pressure Coefficients, Gi (Figure 26.11-1): +Gi Coef. = 0.18 (positive internal pressure) -Gi 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
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 = 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*((G) - (+/-Gi)) (psf) For h > 60 ft.: p = q*(G) - qi*(+/-Gi) (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
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
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
deg. ft. (h = he, for roof angle <=10 deg.)
(Girt, Siding, Wall, or Fastener) ft.^2 (Area Tributary to C&C)
Resulting Parameters and Coefficients:
Wall External Pressure Coefficients, G: G Zone 4 Pos. = 0.70 (Fig. 30.4-1, G is reduced by 10% for roof angle <=10 deg. ) G Zone 5 Pos. = 0.70 (Fig. 30.4-1, G is reduced by 10% for roof angle <=10 deg. ) G Zone 4 Neg. = -0.79 (Fig. 30.4-1, G is reduced by 10% for roof angle <=10 deg. ) G Zone 5 Neg. = -0.85 (Fig. 30.4-1, G is reduced by 10% for roof angle <=10 deg. ) Positive & Negative Internal Pressure Coefficients, Gi (Figure 26.11-1): +Gi Coef. = 0.18 (positive internal pressure) -Gi 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
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 = 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*((G) - (+/-Gi)) (psf) For h > 60 ft.: p = q*(G) - qi*(+/-Gi) (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
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
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