Structural Analysis Report

Transcription

1 New York Connecticut Maryland Florida M. G. McLAREN, P.C. 578 Major Blvd Suite Orlando, Florida 389 Phone (407) Fax (407) On the web: Structural Design Bridge & Highway Engineering Site & Civil Engineering Marine Engineering Entertainment Engineering Curtain Wall Design Geotechnics Subaqueous Investigation Structural Analysis Report Double BP SX 0S Solar Panel Array & Support April 9, 003 Client: Solar Outdoor Lighting, Inc. 30 SW 4 nd Ave. Palm City, FL File: 0375 Approved by: William S. Mathers, PE

2 Page File: 0375 Table of Contents Subject Page Background 3 Analysis 3 Appendix 4 FEA Model 5 Deflected Assembly Wind from front of panel 6 Deflected Assembly Wind from rear of panel 7 Maximum Stress in Solar Panel & Panel Pan 8 Maximum Stress in Support Frame Assembly 9 Wind Load Calculations 30-mph Exposure B 0 Gust Factor Calculations 30-mph Exposure B 4 Wind Load Calculations 0-mph Exposure B 6 Gust Factor Calculations 0-mph Exposure B Wind Load Calculations 0-mph Exposure C 6 Gust Factor Calculations 0-mph Exposure C 8 Wind Load Calculations 00-mph Exposure D 30 Gust Factor Calculations 00-mph Exposure D 3 M. G. McLAREN, P.C.

3 Page 3 File: 0375 Background M.G. McLaren, P.C. was contacted to provide structural engineering services for the analysis of the double BP SX 0S solar panel array and support frame (not including the pole assembly). We were requested by an authorized agent to complete the following: to determine the maximum wind load the assembly could structurally withstand. The information utilized to generate the finite element analysis (FEA) model was based upon the drawings provided by Solar Outdoor Lighting, Inc. No analysis was conducted by M.G. McLaren, P.C. to assess the connection capacity into a support pole or structure. Analysis The solar panel assembly is composed of an aluminum panel pan to which the solar panels are fastened with screws. This assembly is supported on a welded aluminum frame. The frame is composed of tubes that are attached to a channel where the connection to the support frame is facilitated. For the analysis the entire aluminum assembly was modeled in a FEA program to accurately account for the distribution of load. Pin supports were used to model the bolted connections, and single direction supports were used for compression only supports to model the resistance of the existing structure against the channel support member. Wind pressures were applied in both positive and negative directions to achieve the worst case scenario. Iterations were done on the applied wind pressure until the assemblies components were all within their ultimate strength envelopes. Through iteration, the maximum wind load the panel assembly can resist was a calculated maximum pressure of 33-pounds per square foot. Based on the maximum allowable wind pressure loading, the maximum stress in the 0.09-inch thick panel pan is +/-9.4-ksi, and the maximum stress in the attachment cleat plates is +/-8.4-ksi. A maximum deflection of.0-inch was generated in the panel pan and solar panel assembly. The aluminum tube support frame and support channel all had calculated stresses below +/-6.6-ksi. Reactions for the bolts to attach the assembly to the main support pole or structure were 430-lbs in shear and 400-lbs in tension. 606-T6 Aluminum has an ultimate stress of 35-ksi. Near the welds the aluminum strength decreases for an ultimate strength of 5-ksi (assuming a filler alloy used in the weld of 4043) with an ultimate value of 9.5-ksi for wind loading using a.3 factor. The attachment of the panel assembly to a pole or other structure will need to be investigated on a case by case basis. As shown, the stresses and forces computed in the assembly are within the ultimate stresses for the material. Therefore, based upon the analysis, the double BP SX 0S solar panel array and support frame will be capable of resisting a calculated wind pressure of 33-psf. For a typical pole with a mounting height of 30-ft this would equate to the following wind loads per ASCE 7-98: 30-mph Exposure B, 0-mph Exposure B, 0-mph Exposure C, and 00-mph Exposure D. M. G. McLAREN, P.C.

4 Page 4 File: Appendix - M. G. McLAREN, P.C.

5 Date: 4/9/003 RAM AdvanseFile : support frame 50 neg x.avw Analysis: Pdelta Time: 3:3:0 PM Condition: dldead load Y Z X FEA model veiw of assembly

6 RAM AdvanseFile : support frame 50 neg x.avw Date: 4/9/003 Time: 3:35:4 PM Condition: cdl+wx Analysis: Pdelta Y Z X Deformed shape with wind direction toward front of panel

7 RAM AdvanseFile : support frame 50 pos x.avw Date: 4/9/003 Time: 3:36:40 PM Condition: cdl+wx Analysis: Pdelta Y Z X Deformed shape with wind direction behind front of panel

8 RAM AdvanseFile : support frame 50 neg x.avw Date: 4/9/003 Time: 3:33: PM Condition: cdl+wx Analysis: Pdelta Z Y X Approx. Stress for members Shells [Kip/in] Maximum stresses in solar panel and panel pan assembly

9 RAM AdvanseFile : support frame 50 neg x.avw Date: 4/9/003 Time: 3:34:7 PM Condition: cdl+wx Analysis: Pdelta Z Y X Approx. Stress for members Shells [Kip/in] Maximum stresses in support frame assembly

10 Project Name: Solar Outdoor Lighting Location: U.S.A. By: M.G. McLaren, P.C. Start Date: 4/9/003 Comments: Wind Loading for 30-ft mounted solar panel

11 Solar Outdoor Lighting April 9, 003 Local Information Terrain Exposure: B Basic Wind Speed: 30 mph Topography: None Optional Factors Gust Effect Factor.59 Damping Ratio % Critical Natural Frequency Hz This project uses load combinations from sources other than ASCE 7. Wind Loads on Structures Copyright 000 SDG, Inc. Page of 3

12 Solar Outdoor Lighting April 9, 003 Sign Structure Structure Category: II Sign Dimensions Width: 3.3 ft Height: 3.3 ft Support Dimensions Number of Supports: Shape: Square Minimum Width: 0.8 ft Height: 30.0 ft Sign Openings Area of Openings: 0.0 sq ft Percent Open: 0 % Sign is Solid Wind Loads on Structures Copyright 000 SDG, Inc. Page of 3

13 Solar Outdoor Lighting April 9, 003 MWFRS Net Pressures This data was calculated using the building of all heights method. Wind Direction Normal to Face z (ft) q (psf) G Cf Af (sqft) Force (lbf) Support Calculations Sign Calculations Wind Loads on Structures Copyright 000 SDG, Inc. Page 3 of 3

14 Gust Effect Factor Calculations(Flexible Structure) April 9, 003 Entered Data Constants Exposure: B g Q 3.4 g ν 3.4 h 30 ft n hz c 0.3 z min 30 ft B 0.8 ft β % l 30 ft α 0.5 L 0.8 ft V 30 mph ε 0.33 b 0.45 Calculations z 0.6 h 8.0 ft z < z min Therefore z 30 ft l z 33 ε 30. ft Q B + h I z c 33 z g R ln 3600 n ln 3600 n b z 33 α V ft/s N n R n 7.47 N N /3 Wind Loads on Structures Copyright 000 SDG, Inc. Page of

15 Gust Effect Factor Calculations(Flexible Structure) April 9, 003 η h 4.6 n 0.88 R h η h - η h - e - η h 0.6 η B 4.6 n 0.0 R B η B - η B - e - η B 0.98 η L 5.4 n 0.08 R L η L - η L - e - η L 0.95 R β R n R h R B R L.6 G f I z g Q Q + gr R +.7 g ν I z.59 Wind Loads on Structures Copyright 000 SDG, Inc. Page of

16 Project Name: Solar Outdoor Lighting Location: U.S.A. By: M.G. McLaren, P.C. Start Date: 4/9/003 Comments: Wind Loading for 30-ft mounted solar panel

17 Solar Outdoor Lighting April 9, 003 Local Information Terrain Exposure: B Basic Wind Speed: 0 mph Topography: None Optional Factors Gust Effect Factor.55 Damping Ratio % Critical Natural Frequency Hz This project uses load combinations from ASCE 7. Wind Loads on Structures Copyright 000 SDG, Inc. Page of 3

18 Solar Outdoor Lighting April 9, 003 Sign Structure Structure Category: II Sign Dimensions Width: 3.3 ft Height: 3.3 ft Support Dimensions Number of Supports: Shape: Square Minimum Width: 0.8 ft Height: 30.0 ft Sign Openings Area of Openings: 0.0 sq ft Percent Open: 0 % Sign is Solid Wind Loads on Structures Copyright 000 SDG, Inc. Page of 3

19 Solar Outdoor Lighting April 9, 003 MWFRS Net Pressures This data was calculated using the building of all heights method. Wind Direction Normal to Face z (ft) q (psf) G Cf Af (sqft) Force (lbf) Support Calculations Sign Calculations Wind Loads on Structures Copyright 000 SDG, Inc. Page 3 of 3

20 Gust Effect Factor Calculations(Flexible Structure) April 9, 003 Entered Data Constants Exposure: C g Q 3.4 g ν 3.4 h 30 ft n hz c 0. z min 5 ft B 0.8 ft β % l 500 ft α 0.5 L 0.8 ft V 0 mph ε 0. b 0.65 Calculations z 0.6 h 8.0 ft z > z min O.K. l z 33 ε 44.9 ft Q B + h I z c 33 z 6 0. g R ln 3600 n ln 3600 n b z 33 α V ft/s N n R n 7.47 N N /3 Wind Loads on Structures Copyright 000 SDG, Inc. Page of

21 Gust Effect Factor Calculations(Flexible Structure) April 9, 003 η h 4.6 n 0.7 R h η h - η h - e - η h 0.66 η B 4.6 n 0.0 R B η B - η B - e - η B 0.99 η L 5.4 n 0.07 R L η L - η L - e - η L 0.96 R β R n R h R B R L.6 G f I z g Q Q + gr R +.7 g ν I z.5 Wind Loads on Structures Copyright 000 SDG, Inc. Page of

22 Project Name: Solar Outdoor Lighting Location: U.S.A. By: M.G. McLaren, P.C. Start Date: 4/9/003 Comments: Wind Loading for 30-ft mounted solar panel

23 Solar Outdoor Lighting April 9, 003 Local Information Terrain Exposure: C Basic Wind Speed: 0 mph Topography: None Optional Factors Gust Effect Factor.48 Damping Ratio % Critical Natural Frequency Hz This project uses load combinations from sources other than ASCE 7. Wind Loads on Structures Copyright 000 SDG, Inc. Page of 3

24 Solar Outdoor Lighting April 9, 003 Sign Structure Structure Category: II Sign Dimensions Width: 3.3 ft Height: 3.3 ft Support Dimensions Number of Supports: Shape: Square Minimum Width: 0.8 ft Height: 30.0 ft Sign Openings Area of Openings: 0.0 sq ft Percent Open: 0 % Sign is Solid Wind Loads on Structures Copyright 000 SDG, Inc. Page of 3

25 Solar Outdoor Lighting April 9, 003 MWFRS Net Pressures This data was calculated using the building of all heights method. Wind Direction Normal to Face z (ft) q (psf) G Cf Af (sqft) Force (lbf) Support Calculations Sign Calculations Wind Loads on Structures Copyright 000 SDG, Inc. Page 3 of 3

26 Gust Effect Factor Calculations(Flexible Structure) April 9, 003 Entered Data Constants Exposure: C g Q 3.4 g ν 3.4 h 30 ft n hz c 0. z min 5 ft B 0.8 ft β % l 500 ft α 0.5 L 0.8 ft V 0 mph ε 0. b 0.65 Calculations z 0.6 h 8.0 ft z > z min O.K. l z 33 ε 44.9 ft Q B + h I z c 33 z 6 0. g R ln 3600 n ln 3600 n b z 33 α V ft/s N n R n 7.47 N N /3 Wind Loads on Structures Copyright 000 SDG, Inc. Page of

27 Gust Effect Factor Calculations(Flexible Structure) April 9, 003 η h 4.6 n 0.77 R h η h - η h - e - η h 0.64 η B 4.6 n 0.0 R B η B - η B - e - η B 0.99 η L 5.4 n 0.07 R L η L - η L - e - η L 0.95 R β R n R h R B R L.55 G f I z g Q Q + gr R +.7 g ν I z.48 Wind Loads on Structures Copyright 000 SDG, Inc. Page of

28 Project Name: Solar Outdoor Lighting Location: U.S.A. By: M.G. McLaren, P.C. Start Date: 4/9/003 Comments: Wind Loading for 30-ft mounted solar panel

29 Solar Outdoor Lighting April 9, 003 Local Information Terrain Exposure: D Basic Wind Speed: 00 mph Topography: None Optional Factors Gust Effect Factor.39 Damping Ratio % Critical Natural Frequency Hz This project uses load combinations from ASCE 7. Wind Loads on Structures Copyright 000 SDG, Inc. Page of 3

30 Solar Outdoor Lighting April 9, 003 Sign Structure Structure Category: II Sign Dimensions Width: 3.3 ft Height: 3.3 ft Support Dimensions Number of Supports: Shape: Square Minimum Width: 0.8 ft Height: 30.0 ft Sign Openings Area of Openings: 0.0 sq ft Percent Open: 0 % Sign is Solid Wind Loads on Structures Copyright 000 SDG, Inc. Page of 3

31 Solar Outdoor Lighting April 9, 003 MWFRS Net Pressures This data was calculated using the building of all heights method. Wind Direction Normal to Face z (ft) q (psf) G Cf Af (sqft) Force (lbf) Support Calculations Sign Calculations Wind Loads on Structures Copyright 000 SDG, Inc. Page 3 of 3

32 Gust Effect Factor Calculations(Flexible Structure) April 9, 003 Entered Data Constants Exposure: D g Q 3.4 g ν 3.4 h 30 ft n hz c 0.5 z min 7 ft B 0.8 ft β % l 650 ft α 0. L 0.8 ft V 00 mph ε 0.3 b 0.8 Calculations z 0.6 h 8.0 ft z > z min O.K. l z 33 ε ft Q B + h I z c 33 z g R ln 3600 n ln 3600 n b z 33 α V ft/s N n R n 7.47 N N /3 Wind Loads on Structures Copyright 000 SDG, Inc. Page of

33 Gust Effect Factor Calculations(Flexible Structure) April 9, 003 η h 4.6 n 0.67 R h η h - η h - e - η h 0.67 η B 4.6 n 0.0 R B η B - η B - e - η B 0.99 η L 5.4 n 0.06 R L η L - η L - e - η L 0.96 R β R n R h R B R L.5 G f I z g Q Q + gr R +.7 g ν I z.39 Wind Loads on Structures Copyright 000 SDG, Inc. Page of