ENGINEERING STRUCTURAL CALCULATIONS For HiPower/Himoinsa - UL2-D10-E10

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1 ENGINEERING STRUCTURAL CALCULATIONS For HiPower/Himoinsa UL2D10E10 November 16, 2016 AMPS Project Number: Designed in compliance with: 2014 Florida Building Code 5th Edition with 2016 Supplements ASCE 7 Minimum Design Loads for Buildings and Other Structures 2010 AISC Specification for Structural Steel Buildings

2 Project Information Project Name/Model # Project Number Project Description Project Location Customer Mounting Location HiPower/Himoinsa UL2D10E Sound Attenuated Generator Enclosure HiPower/Himoinsa Ground Enclosure Materials Roof Reinforcement Roof Panels Wall Panels 14Ga. Steel Formed Channel Grade A36 14Ga. Steel Grade A36 14Ga. Steel Grade A36 Components GenSet Manufacturer GenSet Size and Model HiPower/Himoinsa UL2D10E10 Supported by Base Air Intake Intake Scoup on End & Side(s) Exhaust Plenum Specification Requirements Wind Speed Exposure Category 180 C mph (Greater of Design or Site) Occupancy Category Ground Snow Load (P g Fig 7.1) Ice Thickness (t Fig 102 to106) and Concurrent Wind Gust (V c ) Seismic Site Class III 0 psf 0.25 in 30 mph D Page 1

3 Enclosure Dimensions & Component Weights HiPower/Himoinsa UL2D10E10 Roof Style Flat Enclosure Dimensions (ft) Wall 1 Length (ft) 3.6 x Height (ft) x x x 4.76 Base Dimensions Width (Wall 1/2 Side) Length (Wall 3/4 Side) Height 43.2 in in 10 in Roof/Eave Information Roof Pitch Angle Eave/Roof Height 0.0 h 4.76 Degrees Structure Areas Walls 1/2 Area Walls 3/4 Area Roof Area Base Side 1/2 Base Side 3/4 (w1) 17.1 ft 2 2,468 in 2 (w3) 56.0 ft 2 8,068 in 2 (R) 42.4 ft 2 6,102 in 2 (T1) in2 (T3) 1,412.4 in2 Component Weights Enclosure Base 1,803 lbs 432 lbs Page 2

4 Wind MWFRS Net Pressures HiPower/Himoinsa UL2D10E10 Analytical Procedure method and Load Combinations from ASCE 705 are utilized in these calculations. Enclosure Classification Exposure Category Enclosed C Basic Wind Speed (V) 180 mph Importance Factor (Wind) (I w ) 1.15 Wind Directionality Factors (K d ) 0.85 Internal Pressure Coefficients (GC pi ) ± 0.18 Velocity Pressure Exposure Coefficient (K z ) 0.85 Roof Mean Height Above Ground Level (z) 5.59 ft Velocity Pressure Wind Direction 1 Background Response Factor Gust Effect Factors External Pressure Coefficients Net Pressures with + (GC pi ) psf Net Pressures with (GC pi ) psf Wind Direction 2 (q ) psf Wall # Enclosure Parallel to Ridge 1 2 3&4 (C p )1 (Distance From Windward Edge) (C p )2 Windward Leeward Side 0 to to to 9.5 > 9.5 (Q) (G) (C p ) (Net p+ ) (Net p ) Wall # Enclosure Roof Normal To Ridge 3 4 1&2 (C p )1 (Distance From Windward Edge) (C p )2 Windward Leeward Side 0 to 2.4 > 2.4 Background Response Factor (Q) Gust Effect Factors (G) External Pressure Coefficients (C p ) Net Pressures with + (GC pi ) psf (Net p+ ) Net Pressures with (GC pi ) psf (Net p ) Plus and minus signs signify pressures acting toward or away from the surfaces, respectively. Roof Page 3 1

5 Snow Importance Factor (Snow) Exposure Factor Thermal Factor Slope Factor Flat Roof Snow Load (I s ) 1.1 (C e ) 0.9 (C t ) 1.2 (C s ) 1.0 (p s ) 0 psf Seismic Importance Factor (Seismic) Mapped Acceleration Parameter Mapped Acceleration Parameter Site Coefficient Site Coefficient MCE Spectral Resp. Accel. Short Per. MCE Spectral Resp. Accel. 1s Period Design Spectral Accel. Short Period Design Spectral Accel. 1s Period Fundamental Period of Structure Long Period Transistion Period Seismic Design Category Total Effective Seismic Weight Response Modification Coeficient System Overstrength Factor Deflection Amplification Factor Seismic Response Coefficient (I sm ) 1.25 (S s ) 0.14 Figures 221 Thru 2214 (S 1 ) 0.07 Figures 221 Thru 2214 (F a ) 1.6 (F v ) 2.4 (S MS ) (S M1 ) (S DS ) (S D1 ) (T a ) sec (T L ) 8 sec Figure 2215 Thru 2220 A (W eff ) 3,287 lbs (R) 2 Table ( o ) 2.5 Table (C d ) 2 Table (C s ) Resultant Seismic Forces Horizontal Seismic Load Effect (E h ) Force at Base of Base 0.0 kips Force at Top of Base 0.0 kips Force at Top/Bottom of Enclosure kips Force on Silencer kips Vertical Seismic Load Effect (E v ) 0.03 (Factor, Used With Deadweight in Load Combinations) Page 3 2

6 Critical Loads & Pressures Wind Pressures Seismic Load Downforce psf psf Horizontal 22 lbs Uplift psf 0.54 Vertical Factor 0.03 Roof Live Load Downforce 20.0 psf or 300 lbs Concentrated Load Section Properties 14Ga. Steel Formed Channel Grade A36 Cross Sectional Area Moment of Inertia x Moment of Inertia y (A) (I x ) (I y ) Section Modulus x (S x ) Section Modulus y (S y ) Radius of Gyration x (r x ) Radius of Gyration y (r y ) Polar Moment of Inertia (J) Weight of Beam Modulus of Elasticity (E) Safety Factor ( ) Plastic Section Mod. x (Z x ) Plastic Section Mod. y (Z y ) Tensile Ultimate Strength Tensile Yield Strength Compressive Yield Strength Shear Ultimate Strength Structural Calculations Roof HiPower/Himoinsa UL2D10E in in 4 N/A in in 3 N/A in in N/A in N/A in lbs/in 2.90E+04 ksi N/A (F tu ) 58 ksi (F ty ) 36 ksi (F cy ) 22 ksi (F su ) 36 ksi Snow Pressure Pressures & loads are the numerical maximums to be analyzed for shear, bending tension, and compression Roof Frame Calculations Member Designed for Forces Acting on the Strong Axis Interior Beam Critical Member Dimensions Interior Beam Length Load Spanned Width (L i ) (W i ) 56.5 in in Page 4 1

7 Interior Beam Calculated Forces Distributed Loads Weight of Beam Wind Load Downforce (w d ) Wind Load Uplift Force (w u ) Roof Live Load (L r ) Snow Load (S) lbs/in lbs/in lbs/in lbs/in lbs/in Roof Live Load (L r ) lbs Shear Forces (Maximum at End) Beam Weight Shear (V b ) 6.22 lbs Wind DownForce Shear (V wd ) 8.9 lbs Wind Uplift Shear (V wu ) lbs Max. Live Load Shear (V Lr ) lbs Snow Load Shear (V S ) 0.0 lbs Seismic Load Shear (V E ) 0.2 lbs Total Shear Downward Total Shear Upward Design Shear (V bi ) lbs lbs lbs Stress Forces (Bending) Beam Weight Moment Wind Downforce Moment Wind Uplift Moment (M b ) (M d ) (M u ) 59 lb in 84 lb in 5,466 lb in Max. Live Load Moment (M Lr ) 2,119 lb in Snow Load Moment (M S ) 0 lb in Seismic Load Moment (M E ) 1.7 lb in Total Moments Downward Total Moments Upward 2,177 lb in 5,408 lb in Design Moment Design Stress (M T ) ( bi ) 5,408 lb in 8,924 Interior Beam Design Calculations Allowable Shear Strength Design Shear Strength (V n ) 16,200 lbs 9,701 lbs Conclusion (V bi ) 574 lbs < (V n ) 9,701 lbs Page 4 2

8 Allowable Stress For Flexure Nominal Flexural Strength Yielding (M ny ) Flange Buckling (M nf ) Web Buckling (M nw ) Design Flexural Strength 9,360 lb in 21,816 lb in 10,572 lb in 5,605 lb in Design Flexural Stress (F b ) 9,249 Conclusion ( bi ) 8,924 < (F b ) 9,249 Entire Roof Uplift Calculations Roof Area Area of Roof Subjected to Uplift (R) 6,102 in 2 Roof Uplift Calculated Forces To be conservative, the weight of the roof frame and panels is neglected. Weight of Accessories a 0 lbs Wind Load Uplift Force (w ru ) 3,269 lbs Total Roof Design Uplift (W ru ) 3,269 lbs Mounting Hardware Roof Frame to Wall Panels Screws Along Length 1 Side Screws Along Width 1 Side Total Mounting Screws Entire Roof Uplift Design Calculations M8 Bolt Ultimate Strength 110,000 M8 Bolt Nominal Diameter in M8 Bolt Effective Area in 2 M8 Bolt Threads per Inch Washer Nominal Diameter in Panel Tensile Ult. Strength 58 ksi Panel Tensile Yield Strength 36 ksi Safety Factor Panel Nominal Thickness in Maximum Tensile Strength lbs Maximum Shear/Bearing Strength lbs Max. Tensile Load per Screw lbs Max. Total Screws Tensile Strength (P ts ) 3,278 lbs Conclusion (W ru ) 3,269 lbs < (P ts ) 3,278 lbs Page 4 3

9 Roof Panel Uplift Calculations Roof Panel Critical Member Dimensions Critical Panel Length Critical Panel Width (L p ) (W p ) Roof Panel Uplift Calculated Forces in in Distributed Loads Wind Load Uplift Force (w pu ) 2,729.0 lbs Mounting Hardware Roof Panel to Roof Frame Screws Along Length 1 Side Screws Along Width 1 Side 7 4 Roof Panel Uplift Design Calculations M8 Bolt Ultimate Strength 110,000 M8 Bolt Nominal Diameter in M8 Bolt Effective Area in 2 M8 Bolt Threads per Inch Washer Nominal Diameter in Roof Panel Tensile Ult. Strength 58 ksi Roof Panel Tensile Yield Strength 36 ksi Safety Factor Roof Panel Nominal Thickness in Maximum Tensile Strength Maximum Shear/Bearing Strength Max. Tensile Load per Screw Max. Total Screws Tensile Strength Formed Channel lbs (Accounts for screw pullover and pullout strengths) lbs lbs (P ts ) 3,856 lbs Conclusion (w pu ) 2,729 lbs < (P ts ) 3,856 lbs Roof Force Calculations Applied to Single Critical Wall/Column Section Distributed Loads Live Load Downforce (L Lr ) 5.33 lbs/in Wind Load Downforce (L d ) 0.31 lbs/in Wind Load Uplift Force (L u ) lbs/in Snow Load Force (L S ) 0.00 lbs/in Point Loads Critical Interior Beam (w bi ) 6.2 lbs Max. Roof Live Load (L r ) 300 lbs Seismic Load (L E ) 0.19 lbs (Includes Silencer) Maximum Load Force From Roof to Single Wall Panel Maximum Downforce (W d ) lbs Maximum Upforce (Wu) lbs (Results are used for the Structural Calculations Walls/Columns) Page 4 4

10 Structural Calculations Walls/Columns HiPower/Himoinsa UL2D10E10 Critical Wind Load Pressures and Roof Forces Walls 1 & 2 Maximum Pressures Acting: Toward 62.6 psf Away 56.3 psf Walls 3 & 4 Maximum Pressures Acting: Toward 62.2 psf Away 56.0 psf Roof Forces on Critical Panel (From Roof Frame Calculations) Maximum Downforce (W d ) 306 lbs Maximum Upforce (Wu) 438 lbs Pressures and weights are the numerical maximums to be analyzed for shear, tension, and compression. Critical Wall Panel Dimensions Critical/Maximum Panel Width Critical/Maximum Panel Height Section Properties 14Ga. Steel Grade A36 1" Back Tabs in 53.5 in Cross Sectional Area Moment of Inertia x Section Modulus x Radius of Gyration x Modulus of Elasticity Factor of Safety (A) (I x ) (S x ) (r x ) (E) ( ) 3.35 in in in in 1.02E+04 ksi 1.67 Effective Length Factor Tensile Ultimate Strength Tensile Yield Strength Shear Ultimate Strength Compressive Yield Strength (K) (F tu ) (F ty ) (F su ) (F cy ) ksi 36 ksi 36 ksi 22 ksi Critical Wall Panel Calculated Forces Maximum Wind Pressure on Walls Maximum + Wind Pressure Maximum Wind Pressure Plus and minus signs signify pressures acting toward or away from the surfaces, respectively. Page 5 1

11 Wind Shear Distributed Loads on Critical Panel Maximum + Wind Shear Maximum Wind Shear 16.9 lbs/in 15.2 lbs/in Total Wind Shear on Critical Panel Total Panel Design Shear Axial Roof Load (V ww ) Critical Panel Roof Load (Roof to Wall) (W wr ) lbs lbs Stress Forces (Flexure) Maximum + Wind Moment Maximum Wind Moment Axial Roof Stress ( r ) Stress Compression Stress Tension ( wc ) ( wt ) 2,013.0 lb in 1,811.2 lb in 91.4 (Contributes to both + and wind stresses) Design Stress Compression Design Stress Tension ( wc ) ( wt ) Mounting Hardware Wall Panel to Wall Panel To be conservative, the 'wall to roof' and 'wall to floor' connections are negleted. Bolts Along Length 1 Side Total Mounting Screws 2 4 Wall Panel Design Calculations Mounting Hardware Shear and Tension M8 Bolt Ultimate Strength M8 Shear Strength M8 Tensile Strength M8 Bolt Effective Area Shear Strength per Bolt Tensile Strength per Bolt Total Bolts Shear Strength Total Bolts Tensile Strength (R vb ) (R tb ) 110,000 22,000 41, in 2 1,122 lbs 2,132 lbs 4,488 lbs 8,527 lbs (Includes Reduction Factor) (Includes Reduction Factor) Allowable Stresses For Flexure with Axial Loading Available Axial Stress (F ca ) 18,905 Available Flexural Stress (F cb ) 12,072 Verification Ratio (VR fa ) Conclusions Bolt Shear (V ww ) 902 lbs < (R vb ) 4,488 lbs Stress (Flexure with Axial Loading) (VR fa ) < 1.0 Page 5 2

12 Structural Calculations Enclosure to Base/Tank or Pad Critical Pressures & Loads HiPower/Himoinsa UL2D10E10 To determine maximum moment forces, pressures are algebraically combined relative to toward or away forces (+ & ) and each wind direction. Wind Direction 1 To be conservative, roof downforce is neglected. Net Pressures with + Internal Pressure (+Gcpi) Walls 1 & psf Wall 3 or psf Roof Uplift 68.9 psf Net Pressures with Internal Pressure (Gcpi) Walls 1 & psf Wall 3 or psf Roof Uplift 44.1 psf Wind Direction 2 Net Pressures with + Internal Pressure (+Gcpi) Walls 3 & psf Wall 1 or psf Roof Uplift 77.2 psf Net Pressures with Internal Pressure (Gcpi) Walls 3 & psf Wall 1 or psf Roof Uplift 52.4 psf Seismic Horizontal Seismic Force (E h ) 22 lbs Enclosure Critical Dimensions & Weights Total Enclosure Weight (W t ) 1,803 lbs Walls 1/2 Area (w1) in 2 Walls 3/4 Area (w3) in 2 Roof Area (R) in 2 (Includes all components) Enclosure Calculated Forces Maximum Wind Load Forces on Walls Wind Direction 1 Net Forces with + Internal Pressure (+Gcpi) Walls 1/2 Wall 3 or 4 Roof Uplift 1,114 lbs 3,136 lbs 2,918 lbs Page 6 1

13 Net Forces with Internal Pressure (Gcpi) Walls 1/2 Wall 3 or 4 Roof Uplift Wind Direction 2 1,114 lbs 1,748 lbs 1,868 lbs Net Forces with + Internal Pressure (+Gcpi) Walls 3/4 Wall 1 or 2 Roof Uplift 4,536 lbs 965 lbs 3,269 lbs Net Forces with Internal Pressure (Gcpi) Walls 3/4 Wall 1 or 2 Roof Uplift 4,536 lbs 540 lbs 2,219 lbs Enclosure Overturn Forces (Includes Seismic) (Postive forces act upward, negative forces act downward) Wind Direction 1 Net Forces with + Internal Pressure (+Gcpi) Overturn on Walls 1/2 Overturn on Walls 3/4 783 lbs 2,631 lbs Net Forces with Internal Pressure (Gcpi) Overturn on Walls 1/2 Overturn on Walls 3/4 258 lbs 1,188 lbs Wind Direction 2 Net Forces with + Internal Pressure (+Gcpi) Overturn on Walls 3/4 Overturn on Walls 1/2 3,732 lbs 928 lbs Net Forces with Internal Pressure (Gcpi) Overturn on Walls 3/4 3,207 lbs Overturn on Walls 1/2 317 lbs Design Overturn Force (O E ) 3,732 lbs Acting On Wall 3/4 Mounting Hardware Enclosure to Base/Tank or Pad To be conservative, bolt connections along the adjacent walls are neglected. No. of Bolt Connections Along Wall 3/4 11 Enclosure Overturn Design Calculations M8 Bolt Ultimate Strength 110,000 M8 Bolt Shear Strength 22,000 M8 Bolt Effective Area in 2 Shear Strength per Bolt 1,122 lbs (Includes Reduction Factor) Total Bolts Shear Strength (R vb ) 12,342 lbs Conclusion (O E ) 3,732 lbs < (R v ) 12,342 lbs Page 6 2