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): 3 58.7 0 Front Leg Height B A Front Edge Height F Rail Length Rail Span Rail Span 30.00 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 30.00 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 30.00 degrees 98.4 in 32.8 in 24 in 06 in 40.4 in 89.6 in 42.0 42.0 N-S Leg 85.2 Spacing N-S Array Projection 24.00 N-S Cross Brace Length: BG 47.66 N-S Cross Brace Angle: β 5.88 N-S Leg Spacing: FG 42.03 94.3 25.36 85.22 in degrees in Tuesday, November 08, 20 Engineering Report - Page of
Wind Load Calculations Wind Load Variables ASCE 7-05 Open Building Unobstructed Wind Flow Coefficients, Cn Tilt Angle (deg): 30.00 Array Height above ground: 0 Exposure Category: D Basic Wind Speed, V (mph): 20.00 Importance Factor: 0.87 Roof Zone Multiplier: MWFRS Wind Load Calculation q h = 0.00256K 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 -.8-0.6 2. 2.7 Rear Leg -.8-2.4 2.2. Average -.8 -.5 2.5.9 Topographic Factor (assumed to be for level ground) Kzt: Directionality Factor Kd: 0.85 Wind Load (psf) qh: 28.08 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): -42.96 -.93 50.2 62.06 Front Leg: -42.96 Front Leg: 62.06 Cn (Rear Leg): -42.96-59.67 50.2 23.87 h GCn Rear Leg: -59.67 Rear Leg: 50.2 Cn (Avg): -42.96-35.8 50.2 42.96 Tuesday, November 08, 20 Engineering Report - Page 2 of
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: 69.06-38.76 Rear Leg: 57.2-55.47 Load Case (downforce): Load Case 2 (downforce): Load Case 3 (downforce): Max Downforce: Wind Load Case A 7 57.2 44.59 Wind Load Case B 7 69.06 53.55 57.2 69.06 Max (Absolute): 57.2 Load Case 4 (uplift): -38.76-7.73 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 0 0.75 Wind Load 0 0.75 Load Case (downforce): Load Case 2 (downforce): Load Case 3 (downforce): Max Downforce: Wind Load Case A 7 57.2 44.59 Wind Load Case B 7 30.87 24.9 57.2 30.87 Load Case 4 (uplift): -38.76-55.47 Tuesday, November 08, 20 Engineering Report - Page 3 of
Horizontal Pipe Design Pipe Design Inputs Pipe Design Loads (psf) 326 Pipe Span (E-W Leg Spacing): 50 Front Leg (psf): 69.06 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): 463.28 463.28 383.8 383.8 Modulus of Elasticity, E (psf): 4.8E+09 Pipe Span (in): 55.67 50 55.67 50 Moment of Intertia, I (ft^4): 0.0000302 Section Modulus, Z (ft^3): 0.00043 Yield Stress, Fy (psf): 5040000 Array Width (in): 326 Allowable Bending Moment (lb-ft): 246.42 Actual Bending Moment (lb-ft): 246.33 Actual/Allowable Moment: 00% Allowable Total Deflection L/70 (in): 0.8 Actual Deflection (in): 0.27 246.42 005.38 8% 0.7 0.7 246.42 030.84 83% 0.8 0.22 246.42 83.55 67% 0.7 0.4 Rail Length (in): 64 Actual/Allowable Deflection: 34% 24% 28% 20% Tuesday, November 08, 20 Engineering Report - Page 4 of
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): 428.9 Actual Bending Moment (lb-ft): 300.25 E (psf):.45e+09 Actual/Allowable Moment: 9% I (ft^4): 0.0000697 Z (ft^3): 0.000522 Fy (psf): 2736000 Allowable Deflection (in):.4 Actual Deflection (in):.08 Actual/Allowable Deflection: 77% Tuesday, November 08, 20 Engineering Report - Page 5 of
Force Analysis Angles Tilt Angle (deg): 30.00 Design Loads Downforce Cross Brace Angle (deg): 25.36 Front Leg (psf / kip): 69.06.97 E-W Leg Spacing) 50 Rail Length: 64 Rear Leg (psf / kip): 57.2.63 Uplift -38.76 -. -55.47 -.58 Maximum Component Forces (kips) Down Force Uplift Force in Front Leg:.7-0.95 Force in Front Cap: 3.68 -.5 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: 0.7 -.37-0.58 Max Magnitude Max Magnitude -0.55 Max Magnitude -0.24-0.79 Max Magnitude -0.68 Tuesday, November 08, 20 Engineering Report - Page 6 of
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): 0.7672 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: 40.40 Eff. Column Length: 89.60 Eff. Column Length: 98.40 Eff. Column Length: 94.3 Slenderness Ratio: 5.07 Slenderness Ratio: 3.27 Slenderness Ratio: 84.25 Slenderness Ratio: 22.93 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
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): 0.7672 Roof Height: 8 Ap, Rp:.0,.5 Table 3.6 - Area (sq in): 0.9375 Component Height: 8 Fp LRFD: 0.5 Eq 3.3 - 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 63.5.3() Eff. Column Length: 205.22 Fv: 0 Table 63.5.3(2) Slenderness Ratio: 33.75 - OR - Seismic Zone: Direct Methodology Fp ASD: 0.36 Critical Force: 3.6 Kip Cross Brace Pairs: Array Weight: 2599 Total Force: 935.62 lbs Actual Force: 0.47 Margin Ratio: 4.9% Kip Tuesday, November 08, 20 Engineering Report - Page 8 of
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: 24.74 cf Concrete Weight: 3.7 Kip Soil Volume: 96.59 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
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: 7.272-2.4 2.424 Allowable: 7.272-2.4 2.424 Actual: 3.68 -.5.97 Actual:.4 -.37 0.82 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: 3.68 -.5 0 Actual:.4 -.37.97 Shear Tuesday, November 08, 20 Engineering Report - Page 0 of
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