Project ULA 120D Snow-0 Seis-IV

Transcription

1 ULA Geometry Module Specification Sub-Array Configuration ULA Totals # Rows: 4 Column N-S Length (in): 6 # SubArrays: N-S Dim (in): 40 N-S Spacing (in): 0.25 # Columns: 5 Array E-W Dimension (in): 326 Total Modules: 20 E-W Dim (in): 65 E-W Spacing (in): 0.25 SubArray Modules: 20 Array N-S Projection (in): 42 ULA Power Rating (kw): 3.6 Thickness (in):.5 Power Rating (W): 80 Rails Per Module: 2 Orientation: L Weight (lbs): 40 Extended Rail (in): Front Leg Height B A Front Edge Height F Rail Length Rail Span Rail Span Tilt Angle N-S Brace Length N-S Brace Angle C G Rail Overhang D Rear Leg Height Rear Edge Height Member Description Variables Standard Rail Length (in): AD 64 Tilt Angle (deg): θ Rail Span: BC 98.4 Rail Overhang: AB, CD 32.8 Front Edge Height: AE 24 Rear Edge Height: DH 06 Front Leg Length: BF 40.4 Rear Leg Length: CG 89.6 Revised Units 64 in degrees 98.4 in 32.8 in 24 in 06 in 40.4 in 89.6 in N-S Leg 85.2 Spacing N-S Array Projection N-S Cross Brace Length: BG N-S Cross Brace Angle: β 5.88 N-S Leg Spacing: FG in degrees in Tuesday, November 08, 20 Engineering Report - Page of

2 Wind Load Calculations Wind Load Variables ASCE 7-05 Open Building Unobstructed Wind Flow Coefficients, Cn Tilt Angle (deg): Array Height above ground: 0 Exposure Category: D Basic Wind Speed, V (mph): Importance Factor: 0.87 Roof Zone Multiplier: MWFRS Wind Load Calculation q h = K K z zt K d V 2 I( lb / Adjustment Factor for height and Exposure Category ft 2 ) Kz:.03 Load Case A Load Case B Load Case A Load Case B Front Leg Rear Leg Average Topographic Factor (assumed to be for level ground) Kzt: Directionality Factor Kd: 0.85 Wind Load (psf) qh: ASCE 7-05 MWFRS Open Buildings Wind Load Gust Effect Factor (G): 0.85 p = q Maximum Loads (psf) Load Case A Load Case B Load Case A Load Case B Uplift Down Force Cn (Front Leg): Front Leg: Front Leg: Cn (Rear Leg): h GCn Rear Leg: Rear Leg: 50.2 Cn (Avg): Tuesday, November 08, 20 Engineering Report - Page 2 of

3 Combination Load Analysis Load Combination Variable (psf) Front Leg Load Combinations (psf) Dead Load: 6.06 Assumed Snow Load: 0 Max Load Results (psf) Down Force Uplift Front Leg: Rear Leg: Load Case (downforce): Load Case 2 (downforce): Load Case 3 (downforce): Max Downforce: Wind Load Case A Wind Load Case B Max (Absolute): 57.2 Load Case 4 (uplift): Load Combination Factors Rear Leg Load Combinations (psf) Load Case (downforce): Load Case 2 (downforce): Load Case 3 (downforce): Load Case 4 (uplift): Dead Load 0.6 Snow Load Wind Load Load Case (downforce): Load Case 2 (downforce): Load Case 3 (downforce): Max Downforce: Wind Load Case A Wind Load Case B Load Case 4 (uplift): Tuesday, November 08, 20 Engineering Report - Page 3 of

4 Horizontal Pipe Design Pipe Design Inputs Pipe Design Loads (psf) 326 Pipe Span (E-W Leg Spacing): 50 Front Leg (psf): C C Number of Leg Pairs: 7 Horizontal Pipe Overhang (in): 3 0 Rear Leg (psf): 57.2 Maximum absolute value of Load Combination Loads E-W Overhang B E-W Leg Spacing B 64 N-S Projection E-W Overhang Pipe Material Specifications Description Front Horizontal Pipe Rear Horizontal Pipe Pipe Selection: 2 in. Schedule 40 Max Revised Max Revised Max Distributed Load (plf): Modulus of Elasticity, E (psf): 4.8E+09 Pipe Span (in): Moment of Intertia, I (ft^4): Section Modulus, Z (ft^3): Yield Stress, Fy (psf): Array Width (in): 326 Allowable Bending Moment (lb-ft): Actual Bending Moment (lb-ft): Actual/Allowable Moment: 00% Allowable Total Deflection L/70 (in): 0.8 Actual Deflection (in): % % % Rail Length (in): 64 Actual/Allowable Deflection: 34% 24% 28% 20% Tuesday, November 08, 20 Engineering Report - Page 4 of

5 Rail Bending Rail Design Variables Rail Length (in): 64 Rail Overhang (in): 32.8 Rail Span (in): 98.4 Rail Distributed Load Calculation Maximum Average Design Load (psf): 57.2 Module Dim Perpendicular to Rails (in): 65 Rails Per Module: 2 Distributed Load (plf): 54.7 Rail Material Specifications Rail Selection: SolarMount HD Rail Bending Calculations Allowable Bending Moment (lb-ft): Actual Bending Moment (lb-ft): E (psf):.45e+09 Actual/Allowable Moment: 9% I (ft^4): Z (ft^3): Fy (psf): Allowable Deflection (in):.4 Actual Deflection (in):.08 Actual/Allowable Deflection: 77% Tuesday, November 08, 20 Engineering Report - Page 5 of

6 Force Analysis Angles Tilt Angle (deg): Design Loads Downforce Cross Brace Angle (deg): Front Leg (psf / kip): E-W Leg Spacing) 50 Rail Length: 64 Rear Leg (psf / kip): Uplift Maximum Component Forces (kips) Down Force Uplift Force in Front Leg: Force in Front Cap: Shear Force Front Cap:.97 Max Magnitude Axail Force in Rear Leg:.4 Force in Rear Cap: 0.59 Shear Force Rear Cap: 0.82 Shear Force Rear Foot:.97 Force in N-S Brace:.97 Resultant Shear N-S Brace:.78 Resultant N-S Brace: 0.84 Force Rail: 0.82 Resultant Shear Rail: 0.4 Resultant Rail: Max Magnitude Max Magnitude Max Magnitude Max Magnitude Tuesday, November 08, 20 Engineering Report - Page 6 of

7 Column Buckling Analysis Front Leg Design Rear Leg Design Rail Design N-S - Cross Brace Design Pipe Selection: 2 in. Schedule 40 Pipe Selection: 2 in. Schedule 40 Rail Selection: SolarMount HD Cross Brace Selection: 2" x 2" Aluminum Square Tube E (ksi): 29 Fy (ksi): 35 E (ksi): 29 Fy (ksi): 35 E (ksi): 0. Fy (ksi): 9 r (in):.679 E (ksi): 0. Fy (ksi): 9 r (in): 0.79 r (in): 0.79 Rails per EW Leg:.53 r (in): Front Leg Column Calculations Rear Leg Column Calculations Rail Column Calculations Cross Brace Column Calculations Length: 40.4 Length: 89.6 Length: 98.4 Length: 94.3 Eff. Column Len. Fac: Eff. Column Len. Fac: Eff. Column Len. Fac: Eff. Column Len. Fac: Eff. Column Length: Eff. Column Length: Eff. Column Length: Eff. Column Length: 94.3 Slenderness Ratio: 5.07 Slenderness Ratio: 3.27 Slenderness Ratio: Slenderness Ratio: Critical Force: 8.34 Critical Force: 0.88 Critical Force: 7.62 Critical Force: 3.6 Actual Force:.7 Actual Force:.4 Actual Force: 0.82 Actual Force:.97 Ratio To Allowable: 9.32% Ratio To Allowable: 2.96% Ratio To Allowable: 0.76% Ratio To Allowable: 62.34% Tuesday, November 08, 20 Engineering Report - Page 7 of

8 Seismic Design and Analysis Seismic Analysis Inputs Seismic Analysis Results E-W - Cross Brace Design Latitude: 0 Longitude: 0 ASCE7-05 Methodology Sms:. Sm: 0 Eq # 6-37 Eq # 6-38 Cross Brace Selection: 2" x 2" Aluminum Square Tube E (ksi): 0. Site Class: D Sds: 0.73 Eq # 6-39 Fy (ksi): 9 Importance Factor: 0.87 Sd: 0 Eq # 6-40 r (in): Roof Height: 8 Ap, Rp:.0,.5 Table Area (sq in): Component Height: 8 Fp LRFD: 0.5 Eq Cross Brace Column Calculations Ss: Mapped Accel. Parameter Fp ASD: 0.36 per 3..7 Max CB Length: 02.6 S: 0 Mapped Accel. Parameter Eff. Column Len. Fac: 2 Fa:. Table () Eff. Column Length: Fv: 0 Table (2) Slenderness Ratio: OR - Seismic Zone: Direct Methodology Fp ASD: 0.36 Critical Force: 3.6 Kip Cross Brace Pairs: Array Weight: 2599 Total Force: lbs Actual Force: 0.47 Margin Ratio: 4.9% Kip Tuesday, November 08, 20 Engineering Report - Page 8 of

9 Footing Design Footing Design Inputs Footing Diameter: 36 in. Footing Depth: 42 in. Concrete Density: 0.5 Kcf Soil Density: 0.06 KcF Footing Design Calculations Max Uplift Force:.37 Kip Safety Factor:.67 Required Resisting Force: 2.29 Kip Concrete Volume: cf Concrete Weight: 3.7 Kip Soil Volume: cf Soil Weight: 0.97 Kip Total Weight: 4.68 Kip Margin Ratio: 48.89% Pier Diameter Footing guideline only. Your footing will vary depending on many factors, such as your soil density. Consult a geotechnical engineer for recommended footing configuration Pier Height Tuesday, November 08, 20 Engineering Report - Page 9 of

10 Cap and Foot Design Front Cap Design Cap Selection: Aluminum- 2" Front Cap Pipe Selection: 2 in. Schedule 40 Rear Cap Design Cap Selection: Aluminum- 2" Front Cap Compression Tension Shear Compression Tension Shear Allowable: Allowable: Actual: Actual: Margin Ratio: 50.6% 62.50% 8.27% Margin Ratio: 9.39% 57.08% 33.83% Front Foot Design Rear Foot Design Compression Tension Shear Compression Tension Actual: Actual: Shear Tuesday, November 08, 20 Engineering Report - Page 0 of

11 Design Margin Ratios Design Specifications and Ratios Horizontal Pipe: 2 in. Schedule 40 Rail Specification, Beam and Column Design Ratios Rail Selection: SolarMount HD Front Pipe Moment: 8% Pipe Deflection: 24% Rear Pipe Moment: 67% Pipe Deflection: 20% Rail Bending Moment: 9% Rail Bending Deflection: 77% Rail Buckling: 0.76% Vertical Pipe Specifications and Column Design Ratios Front Leg Buckiling: 9.32% Rear Leg Buckiling: 2.96% N-S Brace Buckling: 62.34% Seismic Design Ratios Margin Ratio: 4.9% Footing Design Ratios Margin Ratio: 48.89% Connection Specifications and Design Ratios Cap Selection: Aluminum- 2" Front Cap Front Compression: 50.6% Tension: 62.50% Shear: 8.27% Rear Compression: 9.39% Tension: 57.08% Shear: 33.83% Tuesday, November 08, 20 Engineering Report - Page of