Download - 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
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
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)
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
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
75 W. Baseline Rd. Ste A 19-20Gilbert, AZ 85233
P 602 | 490 | 0849f 602 | 419 | 2100
email [email protected] www.roarkconsultants.com
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
75 W. Baseline Rd. Ste A 19-20Gilbert, AZ 85233
P 602 | 490 | 0849f 602 | 419 | 2100
email [email protected] www.roarkconsultants.com
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
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
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
75 W. Baseline Rd. Ste A 19-20Gilbert, AZ 85233
P 602 | 490 | 0849f 602 | 419 | 2100
email [email protected] www.roarkconsultants.com
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)
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 = 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. )
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)
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
= 9.50 (Table 26.9-1) zg = 900 (Table 26.9-1) Kh = 0.87 (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 = 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 = 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
75 W. Baseline Rd. Ste A 19-20Gilbert, AZ 85233
P 602 | 490 | 0849f 602 | 419 | 2100
email [email protected] www.roarkconsultants.com
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)
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 = 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. )
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)
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
= 9.50 (Table 26.9-1) zg = 900 (Table 26.9-1) Kh = 0.87 (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 = 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 = 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
75 W. Baseline Rd. Ste A 19-20Gilbert, AZ 85233
P 602 | 490 | 0849f 602 | 419 | 2100
email [email protected] www.roarkconsultants.com
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