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7.b 4 application submittalsN 16' 33'-5" 6'-6" UTILITY POLE MOUNTED TRANSFORMER UTILITY BIDIRECTIONAL METER AC COMBINER EXISTING UNDERGROUND LINE UTILITY AC DISCONNECT UTILITY PRODUCTION METER UNDERGROUND LINE (SOLAR EQIPMENT WILL NOT IMPEDE EXISTING SERVICE CLEARANCES) DISCONNECTS AND METER SOCKETS SHALL BE NO MORE THAN 1' APART FROM ONE ANOTHER HOUSE 36'-7" 11'-4" 16' 33'-3" 33'-5" DESCRIPTION#INITIAL DATE SHEET: DRAWING TITLE: SCALE: REVISIONS: 26 7 0 P A T T O N R D R O S E V I L L E M N 5 5 1 1 3 SYSTEM INFORMATION SYSTEM SIZE DC: 14.07KW SYSTEM SIZE AC: 12KW DC/AC RATIO: 1.17 TILT: 30O AZIMUTH: 180O MODULE: (42) QCELL 335W INVERTER: (2) SOLAREDGE6A-US 6kW , 240V OPTIMIZER: (42) P370 RACKING: SCHLETTER PVMAX SITE ADDRESS: SANDSTROM 15610 PILAR RD N SCANDIA, MN 55073 1 LAYOUT DESIGN TMP 5-10-2017 65 1 - 7 8 9 - 5 3 0 5 2 XCEL DRAWING TMP 5-31-2017 SITEPLAN SP AS STATED 1/64" = 1' 0" SITE PLAN1 1/16" = 1' 0" SETBACKS2 1/16" = 1' 0" ARRAY3 T O B U I L D I N G L O A D S UTILITY TRANSFORMER TO U T I L I T Y House Panel 1ph, 3W, 120/240V, 200A OUTSIDEROOFTOPOUTSIDE ELECTRICAL ROOM (OUTDOORS) EXISTING EQUIPMENTNEW EQUIPMENT NOTE: INDICATES LABEL REQUIRED, SEE DWG E21 200A,1P 22 24 SOLAREDGE SE6000A-US 6kW INVERTER 98% CEC EFFICIENCY 6kW CONTINUOUS OUTPUT POWER MAX OUTPUT CURRENT: 25A MAX INPUT CURRENT: 18A GROUND FAULT PROTECTION PROVIDED PER NEC 690.35 INTEGRATED ARC FAULT PROTECTION UL 1741 CERTIFIED GRID CONENCTION STANDARDS IEEE 1547 SOLAREDGE POWER OPTIMIZER P370 DC INPUT POWER: 370W MAX INPUT VOLTAGE: 60V MPPT RANGE: 8-60V MAX DC INPUT CURRENT: 13.75A MAX OUTPUT CURRENT: 15 6000W STRING MAX SOLAREDGE INVERTER Utility AC Disconnect 1ph, 3W, 120/240V, 3R DISCONNECT SHALL BE UTILITY VISIBLE, LOCKABLE, REDAILY ACCESSIBLE 6 17 Xcel Production Meter 1ph, 3W, 120/240V, 200A, 3R M 1 Utility Bidirectional Meter (Bypass Lever) 200A, 240V 1phase, 3wire M 22 10AWG PV WIRE [1]STRING OF 22 [1]STRING OF 20 AC COMBINER 1ph, 3W, 120/240V, 3R 35A,1P 35A,1P 70A,1P 23 PV MODULES: HANWHA Q.CELL Q.PLUS L-G4.2 335W Voc: 46.94V Isc: 9.54A Vmpp: 37.33V Impp: 8.97A DESCRIPTION#INITIAL DATE SHEET: DRAWING TITLE: SCALE: REVISIONS: 26 7 0 P A T T O N R D R O S E V I L L E M N 5 5 1 1 3 SYSTEM INFORMATION SYSTEM SIZE DC: 14.07KW SYSTEM SIZE AC: 12KW DC/AC RATIO: 1.17 TILT: 30O AZIMUTH: 180O MODULE: (42) QCELL 335W INVERTER: (2) SOLAREDGE6A-US 6kW , 240V OPTIMIZER: (42) P370 RACKING: SCHLETTER PVMAX SITE ADDRESS: SANDSTROM 15610 PILAR RD N SCANDIA, MN 55073 1 LAYOUT DESIGN TMP 5-10-2017 65 1 - 7 8 9 - 5 3 0 5 2 XCEL DRAWING TMP 5-31-2017 ONELINE E1 WARNING ELECTRICAL SHOCK HAZARD DO NOT TOUCH TERMINALS ON BOTH LINE AND LOAD SIDES MAY BE ENERGIZED IN OPEN POSITION WARNING ELECTRICAL SHOCK HAZARD DC CONDUCTORS ARE UNGROUNDED AND MAY BE ENERGIZED LABEL 6 LABEL 7 MAXIMUM OPERATING CURRENT: MAXIMUM OPERATING VOLTAGE: CAUTION: SOLAR ELECTRIC SYSTEM CONNECTED 4" 2" 4" 2" 61 2" 1" 4" 1" 4" 1" LABEL 1 LABEL 17 LABEL 22 WARNING INVERTER OUTPUT CONNECTION. DO NOT RELOCATE OVERCURRENT PROTECTION DEVICE LABEL 24 4" 1" 50A 240V SOLAR AC COMBINER PANEL OUTPUT CURRENT: 50A OPERATING VOLTAGE: 240V NEUTRAL WIRE IS SIZED PER EGC FOR CURRENT SENSING ONLY. DO NOT CONNECT ADDITIONAL LOADS TO ACCUMULATION PANEL WITHOUT PROPER ENGINEERING SUPERVISION AND PV SYSTEM OWNER'S FORMAL APPROVAL. 6" LABEL 23 UTILITY OWNED PRODUCTION METER UTILITY AC DISCONNECT DESCRIPTION#INITIAL DATE SHEET: DRAWING TITLE: SCALE: REVISIONS: 26 7 0 P A T T O N R D R O S E V I L L E M N 5 5 1 1 3 SYSTEM INFORMATION SYSTEM SIZE DC: 14.07KW SYSTEM SIZE AC: 12KW DC/AC RATIO: 1.17 TILT: 30O AZIMUTH: 180O MODULE: (42) QCELL 335W INVERTER: (2) SOLAREDGE6A-US 6kW , 240V OPTIMIZER: (42) P370 RACKING: SCHLETTER PVMAX SITE ADDRESS: SANDSTROM 15610 PILAR RD N SCANDIA, MN 55073 1 LAYOUT DESIGN TMP 5-10-2017 65 1 - 7 8 9 - 5 3 0 5 2 XCEL DRAWING TMP 5-31-2017 LABELS E2 LABELS SHALL BE WEATHERPROOF, DURABLE, PERMANATELY MOUNTED, AND COMPLY WITH NEC 690 ©PVMax | Schletter Inc. | (520) 289-8700 | mail@schletter.us Project Information Project Name:sandstrom Design By:Innovative Power Systems Project Address:2670 Patton Rd Email:timp@ips-solar.com City,State,Zip:Scandia, MN55073 Date:Thursday ,May 11, 2017 Module Size:72 Cell System Type:Ground Mount , PvMax Schletter Sales Associate:Blaz Ruzic Engineering Report Building Code:ASCE7-10 Rack Setup:2V X 11 Wind Speed:115 mph Vertical Count:2V Snow Load:50 psf Horizontal Count:11 Tilt:30 degrees Module Thickness 35 mm Rack Count:1 Module Count:990 mm Total Wattage: Installation Details Max Span:8.3 ft Ballast Width 24 in Rebar Qty:2 FCT:0.09 kip FCC:4.35 kip FCS:0.03 kip RCT:4.8 kip RCC:4.35 kip RCS:0.03 kip Billing Material Part Number Description Quantity 124303-04200 S1.5 Rail 4200 12 146002-330 PvMax Support Triangle 30 degrees 5 129303-000 S1 Splice Kit 8 135007-135 Rapid5k End Clamp 8 135002-005 Grounding Rapid5k Mid Clamp Assembly 40 ©PVMax | Schletter Inc. | (520) 289-8700 | mail@schletter.us Module Rail Arrangement & Cuts Location of Rail Rails Per Row Required Rail Length Center 1 3790 Intermediate 0 0 End 2 3700 Cut (4) 3794.76mm rail(s) from (4) 4200mm stock rails. Cut (8) 3703mm rail(s) from (8) 4200mm stock rails. Schletter, Inc. HCV Standard PVMax Racking System Representative Calculations - ASCE 7-10 30° Tilt w/o Seismic Design N7 N8 N15 N16 N23 N24 M2 M3 M 1 M 1 M 1 M4 M 1 M 1M13 M 1 4M6 M 1 5 M7 M 1 6 M 5 M 5 M 5 M8 M 5 M 5 M 1 3 M 1 4 M1 0 M 1 5 M11 M 1 6M 9 M 9 M 9 M1 2 M 9 M 9 Y XZ 1.1 Project Description 1.2 Construction PV modules are required to meet the following specifications: Height =2000 mm Height =1900 mm Width =1050 mm Width =970 mm Dead Load =3.00 psf Dead Load =1.75 psf Modules Per Row =2 Module Tilt =30° Maximum Height Above Grade =3 ft 1.3 Technical Codes ▪ ASCE 7-10 - Chapter 26-31, Wind Loads ▪ ASCE 7-10 - Chapter 7, Snow Loads ▪ ASCE 7-10 - Chapter 2, Combination of Loads ▪ International Building Code, IBC, 2012, 2015 ▪ Aluminum Design Manual, Eighth Edition, 2005 2.1 Permanent Loads gMAX =3.00 psf gMIN =1.75 psf 2.2 Snow Loads Ground Snow Load, Pg =30.00 psf Sloped Roof Snow Load, Ps =16.49 psf (ASCE 7-10, Eq. 7.4-1) Is =1.00 Cs =0.73 Ce =0.90 Ct =1.20 2.3 Wind Loads Design Wind Speed, V =115 mph Exposure Category = C Height <15 ft Importance Category = II Peak Velocity Pressure, qz =20.76 psf Including the gust factor, G=0.85. (ASCE 7-10, Eq. 27.3-1) Pressure Coefficients Cf+ TOP =1.150 Cf+ BOTTOM =1.850 Cf- TOP, OUTER PURLIN =-2.600 Cf- TOP, INNER PURLIN =-2.000 Cf- BOTTOM =-1.100 2.4 Seismic Loads - N/A SS =0.00 R =1.25 SDS =0.00 CS =0 S1 =0.00 ρ =1.3 SD1 =0.00 Ω =1.25 Ta =0.00 Cd =1.25 1. INTRODUCTION The following sections will cover the determination of forces and structural design calculations for the Schletter, Inc. PVMax ground mount system. Photovoltaic modules are attached to aluminum purlins using clamp fasteners. Purlins are clamped to inclined aluminum girders, which are then connected to aluminum struts. Each support structure is equally spaced. 2. LOAD ACTIONS (Pressure)Provided pressure coefficients are the result of wind tunnel testing done by Ruscheweyh Consult. Coefficients are located in test report # 1127/0611-1e. Negative forces are applied away from the surface. Typical loading conditions of the module dead loads, snow loads, and wind loads are shown on the left. Maximum Minimum Self-weight of the PV modules. (Suction) ASCE 7, Section 12.8.1.3: A maximum S s of 1.5 may be used to calculate the base shear, C s , of structures under five stories and with a period, T, of 0.5 or less. Therefore, a S ds of 1.0 was used to calculate C s . PVMax 72 Cell 2V 30° 115mph 30psf 10ft 7-10 NS.xlsx | Page 1Rev. 07.29.2016 2.5 Combination of Loads Strength Design, LRFD Component stresses are checked using the following LRFD load combinations: 1.2D + 1.6S + 0.5W 1.2D + 1.0W + 0.5S 0.9D + 1.0W M 1.54D + 1.3E + 0.2S R 0.56D + 1.3E R 1.54D + 1.25E + 0.2S O 0.56D + 1.25E O Allowable Stress Design, ASD Member deflection checks and foundation designs are done according to the following ASD load combinations: 1.0D + 1.0S 1.0D + 0.6W 1.0D + 0.75L + 0.45W + 0.75S 0.6D + 0.6W M 1.238D + 0.875E O 1.1785D + 0.65625E + 0.75S O 0.362D + 0.875E O M Uses the minimum allowable module dead load. R Include redundancy factor of 1.3. O Includes overstrength factor of 1.25. Used to check seismic drift. 3.1 RISA Results 3.2 RISA Components Purlins Location Location Front Reactions Location M13 Top M3 Outer N7 Outer M14 Mid-Top M7 Inner N15 Inner M15 Mid-Bottom M11 Outer N23 Outer M16 Bottom Girders Location Location Rear Reactions Location M1 Outer M2 Outer N8 Outer M5 Inner M6 Inner N16 Inner M9 Outer M10 Outer N24 Outer Front Struts Location M4 Outer M8 Inner M12 Outer (ASCE 7, Eq 2.3.2-1 through 2.3.2-7) & (ASCE 7, Section 12.4.3.2) (ASCE 7, Eq 2.4.1-1 through 2.4.1-8) & (ASCE 7, Section 12.4.3.2) Rear Struts Diagonal Struts ASCE 7 requires that all structures be checked by specified combinations of loads. Applicable load combinations are provided below. 3. STRUCTURAL ANALYSIS Appendix B.1 contains outputs from the structural analysis software package, RISA. These outputs are used to accurately determine resultant member and reaction forces from the loads seen throughout Section 2. A member and node list has been provided below to correlate the RISA components with the design calculations in Section 4. Items of significance have been listed. PVMax 72 Cell 2V 30° 115mph 30psf 10ft 7-10 NS.xlsx | Page 2Rev. 07.29.2016 4.1 Purlin Design Purlin Type =S1.5 Aluminum Type =6105-T5 Fty =35 ksi Lb =120 in ΦFty STRONG-AXIS =25.07 ksi ΦFty WEAK-AXIS =23.08 ksi Sy =1.33 in3 Sx =0.60 in3 E =10100 ksi Iy =2.16 in4 Ix =1.07 in4 A =1.25 in2 g =1.50 lbs/ft My =1.809 k-ft Mz =0.402 k-ft My allowable =2.779 k-ft Mz allowable =1.154 k-ft Utilization =100% 4.2 Girder Design Girder Type =BF0 Aluminum Type =6105-T5 Fty =35 ksi Lb =104.56 in ΦFty AXIAL =31.09 ksi ΦFty STRONG-AXIS =29.00 ksi ΦFty WEAK-AXIS =33.25 ksi Sy =1.42 in3 Sx =1.41 in3 E =10100 ksi Iy =2.39 in4 Ix =2.22 in4 A =1.88 in2 g =2.26 lbs/ft My =-3.308 k-ft Mz =0.000 k-ft Pn =-0.888 k My allowable =3.422 k-ft Mz allowable =3.907 k-ft Pn allowable =58.535 k Utilization =98% Loads from purlins are transferred using an inclined girder, which is connected to a set of aluminum struts. Loads on the girder result from the support reactions of the purlins. See Appendix A.2 for detailed member calculations. Section units are in (mm). Aluminum purlins are used to transfer loads to the support structure. Purlins are designed as continous beams with cantilevers. These are considered beams with internal hinges that can be joined with splices at 25% of the support respective span. See Appendix A.1 for detailed member calculations. Section units are in (mm). 4. MEMBER DESIGN CALCULATIONS PVMax 72 Cell 2V 30° 115mph 30psf 10ft 7-10 NS.xlsx | Page 3Rev. 07.29.2016 4.3 Front Strut Design Strut Type =55x55 Aluminum Type =6105-T5 Fty =35 ksi Lb =24.80 in ΦFty AXIAL =28.03 ksi ΦFty BENDING =28.22 ksi Sy =0.60 in3 Sx =0.60 in3 E =10100 ksi Iy =0.67 in4 Ix =0.67 in4 A =0.98 in2 g =1.18 lbs/ft My =0.000 k-ft Mz =0.000 k-ft Pn =2.883 k My allowable =1.408 k-ft Mz allowable =1.408 k-ft Pn allowable =27.532 k Utilization =10% 4.4 Diagonal Strut Design Strut Type =55x55 Aluminum Type =6105-T5 Fty =35 ksi Lb =98.03 in ΦFty AXIAL =6.11 ksi ΦFty BENDING =28.22 ksi Sy =0.60 in3 Sx =0.60 in3 E =10100 ksi Iy =0.67 in4 Ix =0.67 in4 A =0.98 in2 g =1.18 lbs/ft My =0.011 k-ft Mz =0.000 k-ft Pn =2.389 k My allowable =1.408 k-ft Mz allowable =1.408 k-ft Pn allowable =6.000 k Utilization =41% A diagonal aluminum strut braces the support structure. It connects at a front portion of the girder and transfers horizontal forces to the rear foundation connection. The strut is attached with single M12 bolts at each end. See Appendix A.4 for detailed member calculations. Section units are in (mm). The front aluminum strut connects a portion of the girder to the foundation. Vertical girder forces are then transferred down through the strut into the foundation. The strut is attached with single M12 bolts at each end. See Appendix A.3 for detailed member calculations. Section units are in (mm). PVMax 72 Cell 2V 30° 115mph 30psf 10ft 7-10 NS.xlsx | Page 4Rev. 07.29.2016 4.5 Rear Strut Design Strut Type =55x55 Aluminum Type =6105-T5 Fty =35 ksi Lb =78.35 in ΦFty AXIAL =8.88 ksi ΦFty BENDING =28.22 ksi Sy =0.60 in3 Sx =0.60 in3 E =10100 ksi Iy =0.67 in4 Ix =0.67 in4 A =0.98 in2 g =1.18 lbs/ft My =-0.010 k-ft Mz =0.000 k-ft Pn =3.232 k My allowable =1.408 k-ft Mz allowable =1.408 k-ft Pn allowable =8.726 k Utilization =38% 5.1 Helical Pile Foundations Maximum Front Rear Tensile Load =116.24 5876.99 k Compressive Load =3748.48 4848.90 k Lateral Load =24.34 3669.35 k Moment (Weak Axis)=0.05 0.01 k An aluminum strut connects the rear portion of the girder to the rear foundation connection. Both vertical and horizontal forces are transferred from the girder. The strut is attached with single M12 bolts at each end. See Appendix A.5 for detailed member calculations. Section units are in (mm). 5. FOUNDATION DESIGN CALCULATIONS The following LRFD loads include a safety factor of 1.3, and are to be used in conjunction with a Schletter, Inc. Geotechnical Investigation Report. The forces below should fall within the guidelines provided in the Geotechnical Investigation Report. If a Geotechnical Investigation Report is not present, please proceed to Section 5.2 for a concrete foundation design. PVMax 72 Cell 2V 30° 115mph 30psf 10ft 7-10 NS.xlsx | Page 5Rev. 07.29.2016 5.2 Design of Ballast Foundations Ballast foundations are used to secure the racking structure in place. The foundations are checked for potential overturning and sliding. Bearing pressures applied by the racking and ballast foundations are checked against the allowable bearing pressures provided by the IBC table 1806.2 (2012, 2015). B .A . 18.00 in Wt MO 143.00 in 106.46 in 7.87 in Concrete Properties Weight of Concrete =145 pcf Compressive Strength =2500 psi Yield Strength =60000 psi Overturning Check MO =159225.8 in-lbs Resisting Force Required = 2226.93 lbs S.F. = 1.67 Weight Required = 3711.56 lbs Minimum Width =35 in in Weight Provided = 7559.64 lbs Sliding Force = 846.28 lbs Friction = 0.4 Weight Required = 2115.69 lbs Resisting Weight = 7559.64 lbs Additional Weight Required = 0 lbs Cohesion Sliding Force = 846.28 lbs Cohesion =130 psf Area = 34.76 ft2 Resisting = 3779.82 lbs Additional Weight Required = 0 lbs Shear Key Additional Force = 0 lbs Lateral Bearing Pressure =200 psf/ft Required Depth = 0.00 ft f'c =2500 psi Length = 8 in Bearing Pressure 35 in 36 in 37 in 38 in Pftg =(145 pcf)(11.92 ft)(1.5 ft)(2.92 ft) =7560 lbs 7776 lbs 7992 lbs 8208 lbs Overturning Check MO = 1208.3 ft-lbs Resisting Force Required = 828.53 lbs S.F. = 1.67 Weight Required = 1380.88 lbs Minimum Width =35 in in Weight Provided = 7559.64 lbs 18.00 in Bearing Pressure MO 35.00 in Weak Side Design A minimum 143in long x 35in wide x 18in tall ballast foundation is required to resist overturning. Ballast Width Footing Reinforcement Shear key is not required. A minimum 143in long x 35in wide x 18in tall ballast foundation is required to resist overturning. Use a 143in long x 35in wide x 18in tall ballast foundation to resist sliding. Friction is OK. Use a 143in long x 35in wide x 18in tall ballast foundation. Cohesion is OK. Use fiber reinforcing with (2) #5 rebar. 21 lbs1351 lbs 846 lbs 851 lbs 10 lbs 18 lbs-ft ASD LC Width Support Outer Inner Outer Outer Inner Outer Outer Inner Outer FY 288 lbs 720 lbs 288 lbs 851 lbs 2344 lbs 851 lbs 84 lbs 211 lbs 84 lbs Maximum Bearing Pressure = 283 psf FV 3 lbs 0 lbs 3 lbs 10 lbs 0 lbs 10 lbs 1 lbs 0 lbs 1 lbs Allowable Bearing Pressure =1500 psf Ptotal 9647 lbs 7560 lbs 9647 lbs 9760 lbs 7560 lbs 9760 lbs 2821 lbs 7560 lbs 2821 lbs M 10 lbs-ft 0 lbs-ft 10 lbs-ft 33 lbs-ft 0 lbs-ft 33 lbs-ft 3 lbs-ft 0 lbs-ft 3 lbs-ft e 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft L/6 0.49 ft 0.49 ft 0.49 ft 0.49 ft 0.49 ft 0.49 ft 0.49 ft 0.49 ft 0.49 ft fmin 276.9 psf 217.5 psf 276.9 psf 278.9 psf 217.5 psf 278.9 psf 81.0 psf 217.5 psf 81.0 psf fmax 278.2 psf 217.5 psf 278.2 psf 282.8 psf 217.5 psf 282.8 psf 81.4 psf 217.5 psf 81.4 psf 35 in 1.1785D + 0.65625E + 0.75S Use a 143in long x 35in wide x 18in tall ballast foundation for an acceptable bearing pressure. 0.362D + 0.875E1.238D + 0.875E 35 in35 in ASD LC Width 35 in 36 in 37 in 38 in 35 in 36 in 37 in 38 in 35 in 36 in 37 in 38 in 35 in 36 in 37 in 38 in FA 1398 lbs 1398 lbs 1398 lbs 1398 lbs 1211 lbs 1211 lbs 1211 lbs 1211 lbs 1811 lbs 1811 lbs 1811 lbs 1811 lbs -42 lbs -42 lbs -42 lbs -42 lbs FB 1394 lbs 1394 lbs 1394 lbs 1394 lbs 1987 lbs 1987 lbs 1987 lbs 1987 lbs 2391 lbs 2391 lbs 2391 lbs 2391 lbs -2702 lbs -2702 lbs -2702 lbs -2702 lbs FV 207 lbs 207 lbs 207 lbs 207 lbs 1546 lbs 1546 lbs 1546 lbs 1546 lbs 1295 lbs 1295 lbs 1295 lbs 1295 lbs -1693 lbs -1693 lbs -1693 lbs -1693 lbs Ptotal 10352 lbs 10568 lbs 10784 lbs 11000 lbs 10757 lbs 10973 lbs 11189 lbs 11405 lbs 11762 lbs 11978 lbs 12194 lbs 12410 lbs 1791 lbs 1921 lbs 2051 lbs 2180 lbs M 3663 lbs-ft 3663 lbs-ft 3663 lbs-ft 3663 lbs-ft 2954 lbs-ft 2954 lbs-ft 2954 lbs-ft 2954 lbs-ft 4578 lbs-ft 4578 lbs-ft 4578 lbs-ft 4578 lbs-ft 5108 lbs-ft 5108 lbs-ft 5108 lbs-ft 5108 lbs-ft e 0.35 ft 0.35 ft 0.34 ft 0.33 ft 0.27 ft 0.27 ft 0.26 ft 0.26 ft 0.39 ft 0.38 ft 0.38 ft 0.37 ft 2.85 ft 2.66 ft 2.49 ft 2.34 ft L/6 1.99 ft 1.99 ft 1.99 ft 1.99 ft 1.99 ft 1.99 ft 1.99 ft 1.99 ft 1.99 ft 1.99 ft 1.99 ft 1.99 ft 1.99 ft 1.99 ft 1.99 ft 1.99 ft fmin 244.8 psf 244.0 psf 243.3 psf 242.6 psf 266.7 psf 265.3 psf 264.1 psf 262.8 psf 272.1 psf 270.6 psf 269.1 psf 267.8 psf 0.0 psf 0.0 psf 0.0 psf 0.0 psf fmax 350.9 psf 347.2 psf 343.7 psf 340.4 psf 352.3 psf 348.6 psf 345.0 psf 341.7 psf 404.7 psf 399.5 psf 394.6 psf 389.9 psf 131.8 psf 129.4 psf 127.9 psf 126.9 psf Maximum Bearing Pressure = 405 psf Allowable Bearing Pressure = 1500 psf 0.6D + 0.6W1.0D + 1.0S Use a 143in long x 35in wide x 18in tall ballast foundation for an acceptable bearing pressure. 1.0D + 0.6W 1.0D + 0.75L + 0.45W + 0.75S PVMax 72 Cell 2V 30° 115mph 30psf 10ft 7-10 NS.xlsx | Page 6Rev. 07.29.2016 Foundation Requirements: 143in long x 29in wide x 18in tall ballast foundation and fiber reinforcing with (2) #5 rebar. 5.3 Foundation Anchors Threaded rods are anchored to the the ballast foundations using the Simpson AT-XP epoxy solution. LRFD load results are compared to the allowable strengths of the epoxy solution. Please see the supplementary calculations provided by the Simpson Anchor Designer software. B .A .18.00 inWtMO143.00 in 106.46 in 7.87 inConcrete PropertiesWeight of Concrete =145 pcfCompressive Strength =2500 psiYield Strength =60000 psiOverturning CheckMO =159225.8 in-lbsResisting Force Required = 2226.93 lbsS.F. = 1.67Weight Required = 3711.56 lbsMinimum Width =35 in inWeight Provided = 7559.64 lbsSlidingForce = 846.28 lbsFriction = 0.4Weight Required = 2115.69 lbsResisting Weight = 7559.64 lbsAdditional Weight Required = 0 lbsCohesionSliding Force = 846.28 lbsCohesion =130 psfArea = 34.76 ft2Resisting = 3779.82 lbsAdditional Weight Required = 0 lbsShear KeyAdditional Force = 0 lbsLateral Bearing Pressure =200 psf/ftRequired Depth = 0.00 ftf'c =2500 psiLength = 8 inBearing Pressure 35 in 36 in 37 in 38 inPftg=(145 pcf)(11.92 ft)(1.5 ft)(2.92 ft) =7560 lbs 7776 lbs 7992 lbs 8208 lbs Overturning Check MO = 1208.3 ft-lbs Resisting Force Required = 828.53 lbs S.F. = 1.67 Weight Required = 1380.88 lbs Minimum Width =35 in in Weight Provided = 7559.64 lbs 18.00 in Bearing Pressure MO 35.00 in Weak Side Design A minimum 143in long x 35in wide x 18in tall ballast foundation is required to resist overturning. Ballast WidthFooting ReinforcementShear key is not required.A minimum 143in long x 35in wide x 18in tall ballast foundation is required to resist overturning.Use a 143in long x 35in wide x 18in tall ballast foundation to resist sliding. Friction is OK.Use a 143in long x 35in wide x 18in tall ballast foundation. Cohesion is OK.Use fiber reinforcing with (2) #5 rebar.21 lbs1351 lbs 846 lbs 851 lbs 10 lbs 18 lbs-ft ASD LC Width Support Outer Inner Outer Outer Inner Outer Outer Inner Outer FY 288 lbs 720 lbs 288 lbs 851 lbs 2344 lbs 851 lbs 84 lbs 211 lbs 84 lbs Maximum Bearing Pressure = 283 psf FV 3 lbs 0 lbs 3 lbs 10 lbs 0 lbs 10 lbs 1 lbs 0 lbs 1 lbs Allowable Bearing Pressure =1500 psf Ptotal 9647 lbs 7560 lbs 9647 lbs 9760 lbs 7560 lbs 9760 lbs 2821 lbs 7560 lbs 2821 lbs M 10 lbs-ft 0 lbs-ft 10 lbs-ft 33 lbs-ft 0 lbs-ft 33 lbs-ft 3 lbs-ft 0 lbs-ft 3 lbs-ft e 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft L/6 0.49 ft 0.49 ft 0.49 ft 0.49 ft 0.49 ft 0.49 ft 0.49 ft 0.49 ft 0.49 ft fmin 276.9 psf 217.5 psf 276.9 psf 278.9 psf 217.5 psf 278.9 psf 81.0 psf 217.5 psf 81.0 psf fmax 278.2 psf 217.5 psf 278.2 psf 282.8 psf 217.5 psf 282.8 psf 81.4 psf 217.5 psf 81.4 psf 35 in 1.1785D + 0.65625E + 0.75S Use a 143in long x 35in wide x 18in tall ballast foundation for an acceptable bearing pressure. 0.362D + 0.875E1.238D + 0.875E 35 in35 in ASD LCWidth 35 in 36 in 37 in 38 in 35 in 36 in 37 in 38 in 35 in 36 in 37 in 38 in 35 in 36 in 37 in 38 inFA1398 lbs 1398 lbs 1398 lbs 1398 lbs 1211 lbs 1211 lbs 1211 lbs 1211 lbs 1811 lbs 1811 lbs 1811 lbs 1811 lbs -42 lbs -42 lbs -42 lbs -42 lbsFB1394 lbs 1394 lbs 1394 lbs 1394 lbs 1987 lbs 1987 lbs 1987 lbs 1987 lbs 2391 lbs 2391 lbs 2391 lbs 2391 lbs -2702 lbs -2702 lbs -2702 lbs -2702 lbsFV207 lbs 207 lbs 207 lbs 207 lbs 1546 lbs 1546 lbs 1546 lbs 1546 lbs 1295 lbs 1295 lbs 1295 lbs 1295 lbs -1693 lbs -1693 lbs -1693 lbs -1693 lbsPtotal10352 lbs 10568 lbs 10784 lbs 11000 lbs 10757 lbs 10973 lbs 11189 lbs 11405 lbs 11762 lbs 11978 lbs 12194 lbs 12410 lbs 1791 lbs 1921 lbs 2051 lbs 2180 lbsM3663 lbs-ft 3663 lbs-ft 3663 lbs-ft 3663 lbs-ft 2954 lbs-ft 2954 lbs-ft 2954 lbs-ft 2954 lbs-ft 4578 lbs-ft 4578 lbs-ft 4578 lbs-ft 4578 lbs-ft 5108 lbs-ft 5108 lbs-ft 5108 lbs-ft 5108 lbs-fte0.35 ft 0.35 ft 0.34 ft 0.33 ft 0.27 ft 0.27 ft 0.26 ft 0.26 ft 0.39 ft 0.38 ft 0.38 ft 0.37 ft 2.85 ft 2.66 ft 2.49 ft 2.34 ftL/6 1.99 ft 1.99 ft 1.99 ft 1.99 ft 1.99 ft 1.99 ft 1.99 ft 1.99 ft 1.99 ft 1.99 ft 1.99 ft 1.99 ft 1.99 ft 1.99 ft 1.99 ft 1.99 ftfmin244.8 psf 244.0 psf 243.3 psf 242.6 psf 266.7 psf 265.3 psf 264.1 psf 262.8 psf 272.1 psf 270.6 psf 269.1 psf 267.8 psf 0.0 psf 0.0 psf 0.0 psf 0.0 psffmax350.9 psf 347.2 psf 343.7 psf 340.4 psf 352.3 psf 348.6 psf 345.0 psf 341.7 psf 404.7 psf 399.5 psf 394.6 psf 389.9 psf 131.8 psf 129.4 psf 127.9 psf 126.9 psfMaximum Bearing Pressure = 405 psfAllowable Bearing Pressure = 1500 psf 0.6D + 0.6W1.0D + 1.0S Use a 143in long x 35in wide x 18in tall ballast foundation for an acceptable bearing pressure.1.0D + 0.6W 1.0D + 0.75L + 0.45W + 0.75S PVMax 72 Cell 2V 30° 115mph 30psf 10ft 7-10 NS.xlsx | Page 7Rev. 07.29.2016 6.1 Anchorage of Modules to Purlins and Connection of Purlins to Girders Fastening of Purlins to Girders Maximum Uplifting Force = 0.592 k Maximum Uplifting Force = 2.102 k Allowable Uplift = 1.214 k Allowable Uplift = 4.357 k Utilization =49%Utilization =48% 6.2 Strut Connections Front Strut Rear Strut Maximum Axial Load = 2.883 k Maximum Axial Load =3.948 k M12 Bolt Capacity = 12.808 k M12 Bolt Capacity =12.808 k Strut Bearing Capacity =7.421 k Strut Bearing Capacity =7.421 k Utilization =39%Utilization =53% Diagonal Strut Maximum Axial Load = 2.486 k M12 Bolt Shear Capacity = 12.808 k Strut Bearing Capacity =7.421 k Utilization =34% 7.1 Seismic Drift - N/A Mean Height, hsx = 60.93 in 1.219 in Max Drift, ∆MAX = 0.066 in Bolt and bearing capacities are accounting for double shear. (ASCE 8-02, Eq. 5.3.4-1) 6. DESIGN OF JOINTS AND CONNECTIONS Modules are secured to the purlins with Schletter, Inc. Rapid2+ mounting clamps. Purlins are secured to the girders with the use of 80mm mounting clamps. The reliability of calculations is uncertain due to limited standards, therefore the strength of the clamp fasteners has been evaluated by load testing. Fastening of Modules to Purlins The aluminum struts connect the aluminum girder ends to custom brackets with mounting holes. Single M12 bolts are used to attach each end of the strut to the girder and post. ASTM A193/A193M-86 equivalent stainless steel bolts are used. The racking structure has been analyzed under seismic loading. The allowable story drift of the structure must fall within the limits provided by (ASCE 7, Table 12.12-1). Allowable Story Drift for All Other Structures, ∆= {0.020hsx N/A The racking structure's reaction to seismic loads is shown to the right. The deflections have been magnified to provide a clear portrayal of potential story drift. 7. SEISMIC DESIGN Struts under compression are shown to demonstrate the load transfer from the girder. Single M12 bolts are located at each end of the strut and are subjected to double shear. PVMax 72 Cell 2V 30° 115mph 30psf 10ft 7-10 NS.xlsx | Page 8Rev. 07.29.2016 A.1 Design of Aluminum Purlins - Aluminum Design Manual, 2005 Edition APPENDIX A Purlin =S1.5 Strong Axis:Weak Axis: 3.4.14 3.4.14 Lb =120 in Lb =120 J = 0.432 J = 0.432 331.976 211.117 S1 = 0.51461 S1 = 0.51461 S2 = 1701.56 S2 = 1701.56 φFL=φb[Bc-1.6Dc*√((LbSc)/(Cb*√(IyJ)/2))]φFL= φb[Bc-1.6Dc*√((LbSc)/(Cb*√(IyJ)/2))] φFL= 27.4 ksi φFL= 28.6 3.4.16 3.4.16 b/t = 32.195 b/t = 37.0588 S1 = 12.2 S1 = 12.2 S2 = 46.7 S2 = 46.7 φFL= φb[Bp-1.6Dp*b/t]φFL= φb[Bp-1.6Dp*b/t] φFL= 25.1 ksi φFL= 23.1 ksi 3.4.16.1 Not Used 3.4.16.1 Rb/t =N/A for Weak Direction S1 = 1.1 S2 = 141.0 φFL= 1.17φyFcy φFL= 38.9 ksi 3.4.18 3.4.18 h/t = 37.0588 h/t = 32.195 S1 = 36.9 S1 = 36.9 m = 0.65 m = 0.65 C0 =40.985 C0 =45.5 Cc = 41.015 Cc = 45.5 S2 = 77.2 S2 = 77.3 φFL= φb[Bbr-mDbr*h/t]φFL= 1.3φyFcy φFL= 43.2 ksi φFL= 43.2 ksi φFLSt= 25.1 ksi φFL Wk= 23.1 ksi Ix =897074 mm4 Iy =446476 mm4 2.155 in4 1.073 in4 y = 41.015 mm x = 45.5 mm Sx = 1.335 in³Sy = 0.599 in³ MmaxSt = 2.788 k-ft MmaxWk = 1.152 k-ft Compression 3.4.9 b/t = 32.195 S1 = 12.21 (See 3.4.16 above for formula) S2 = 32.70 (See 3.4.16 above for formula) φFL= φc[Bp-1.6Dp*b/t] φFL= 25.1 ksi b/t = 37.0588 S1 = 12.21 S2 = 32.70 φFL= (φck2*√(BpE))/(1.6b/t) φFL= 21.9 ksi 3.4.10 Rb/t = 0.0 S1 = 6.87 S2 = 131.3 φFL= φyFcy φFL= 33.25 ksi φFL= 21.94 ksi A = 1215.13 mm2 1.88 in2 Pmax = 41.32 kips PVMax 72 Cell 2V 30° 115mph 30psf 10ft 7-10 NS.xlsx | Page 9Rev. 07.29.2016 A.2 Design of Aluminum Girders - Aluminum Design Manual, 2005 Edition Purlin =S1.5Strong Axis:Weak Axis:3.4.14 3.4.14Lb =120 in Lb =120J = 0.432 J = 0.432331.976 211.117S1 = 0.51461 S1 = 0.51461S2 = 1701.56 S2 = 1701.56φFL=φb[Bc-1.6Dc*√((LbSc)/(Cb*√(IyJ)/2))]φFL= φb[Bc-1.6Dc*√((LbSc)/(Cb*√(IyJ)/2))]φFL= 27.4 ksi φFL= 28.63.4.16 3.4.16b/t = 32.195 b/t = 37.0588S1 = 12.2 S1 = 12.2S2 = 46.7 S2 = 46.7φFL= φb[Bp-1.6Dp*b/t]φFL= φb[Bp-1.6Dp*b/t]φFL= 25.1 ksi φFL= 23.1 ksi3.4.16.1 Not Used 3.4.16.1Rb/t =N/A for Weak DirectionS1 = 1.1S2 = 141.0φFL= 1.17φyFcyφFL= 38.9 ksi3.4.18 3.4.18h/t = 37.0588 h/t = 32.195S1 = 36.9 S1 = 36.9m = 0.65 m = 0.65C0 =40.985 C0 =45.5Cc = 41.015 Cc = 45.5S2 = 77.2 S2 = 77.3φFL= φb[Bbr-mDbr*h/t]φFL= 1.3φyFcyφFL= 43.2 ksi φFL= 43.2 ksiφFLSt= 25.1 ksi φFL Wk= 23.1 ksiIx =897074 mm4 Iy =446476 mm42.155 in4 1.073 in4 y = 41.015 mm x = 45.5 mm Sx = 1.335 in³Sy = 0.599 in³ MmaxSt = 2.788 k-ft MmaxWk = 1.152 k-ft Compression 3.4.9 b/t = 32.195 S1 = 12.21 (See 3.4.16 above for formula) S2 = 32.70 (See 3.4.16 above for formula) φFL= φc[Bp-1.6Dp*b/t] φFL= 25.1 ksi b/t = 37.0588 S1 = 12.21 S2 = 32.70 φFL= (φck2*√(BpE))/(1.6b/t) φFL= 21.9 ksi 3.4.10 Rb/t = 0.0 S1 = 6.87 S2 = 131.3 φFL= φyFcy φFL= 33.25 ksi φFL= 21.94 ksi A = 1215.13 mm2 1.88 in2 Pmax = 41.32 kips Girder =BF0 Strong Axis:Weak Axis: 3.4.14 3.4.14 Lb =104.56 in Lb =104.56 J = 1.08 J = 1.08 179.85 190.335 S1 = 0.51461 S1 = 0.51461 S2 = 1701.56 S2 = 1701.56 φFL=φb[Bc-1.6Dc*√((LbSc)/(Cb*√(IyJ)/2))]φFL= φb[Bc-1.6Dc*√((LbSc)/(Cb*√(IyJ)/2))] φFL= 29.0 ksi φFL= 28.9 3.4.16 3.4.16 b/t = 16.2 b/t = 7.4 S1 = 12.2 S1 = 12.2 S2 = 46.7 S2 = 46.7 φFL= φb[Bp-1.6Dp*b/t]φFL= φyFcy φFL= 31.6 ksi φFL= 33.3 ksi 3.4.16.1 Used 3.4.16.1 Rb/t = 18.1 N/A for Weak Direction S1 = 1.1 S2 = 141.0 φFL= φb[Bt-Dt*√(Rb/t)] φFL= 31.1 ksi 3.4.18 3.4.18 h/t = 7.4 h/t = 16.2 S1 = 35.2 S1 = 36.9 m = 0.68 m = 0.65 C0 =41.067 C0 =40 Cc = 43.717 Cc =40 S2 = 73.8 S2 = 77.3 φFL= 1.3φyFcy φFL= 1.3φyFcy φFL= 43.2 ksi φFL= 43.2 ksi φFLSt= 29.0 ksi φFLWk= 33.3 ksi Ix =984962 mm4 Iy =923544 mm4 2.366 in4 2.219 in4 y = 43.717 mm x =40 mm Sx = 1.375 in³Sy = 1.409 in³ MmaxSt = 3.323 k-ft MmaxWk = 3.904 k-ft Compression 3.4.9 b/t = 16.2 S1 = 12.21 (See 3.4.16 above for formula) S2 = 32.70 (See 3.4.16 above for formula) φFL= φc[Bp-1.6Dp*b/t] φFL= 31.6 ksi b/t = 7.4 S1 = 12.21 S2 = 32.70 φFL= φyFcy φFL= 33.3 ksi 3.4.10 Rb/t = 18.1 S1 = 6.87 S2 = 131.3 φFL= φc[Bt-Dt*√(Rb/t)] φFL= 31.09 ksi φFL= 31.09 ksi A = 1215.13 mm2 1.88 in2 Pmax = 58.55 kips PVMax 72 Cell 2V 30° 115mph 30psf 10ft 7-10 NS.xlsx | Page 10Rev. 07.29.2016 Girder =BF0Strong Axis:Weak Axis:3.4.14 3.4.14Lb =104.56 in Lb =104.56J = 1.08 J = 1.08179.85 190.335S1 = 0.51461 S1 = 0.51461S2 = 1701.56 S2 = 1701.56φFL=φb[Bc-1.6Dc*√((LbSc)/(Cb*√(IyJ)/2))]φFL= φb[Bc-1.6Dc*√((LbSc)/(Cb*√(IyJ)/2))]φFL= 29.0 ksi φFL= 28.93.4.16 3.4.16b/t = 16.2 b/t = 7.4S1 = 12.2 S1 = 12.2S2 = 46.7 S2 = 46.7φFL= φb[Bp-1.6Dp*b/t]φFL= φyFcy φFL= 31.6 ksi φFL= 33.3 ksi 3.4.16.1 Used 3.4.16.1 Rb/t = 18.1 N/A for Weak Direction S1 = 1.1 S2 = 141.0 φFL= φb[Bt-Dt*√(Rb/t)] φFL= 31.1 ksi 3.4.18 3.4.18 h/t = 7.4 h/t = 16.2 S1 = 35.2 S1 = 36.9 m = 0.68 m = 0.65 C0 =41.067 C0 =40 Cc = 43.717 Cc =40 S2 = 73.8 S2 = 77.3 φFL= 1.3φyFcy φFL= 1.3φyFcy φFL= 43.2 ksi φFL= 43.2 ksi φFLSt= 29.0 ksi φFLWk= 33.3 ksi Ix =984962 mm4 Iy =923544 mm4 2.366 in4 2.219 in4 y = 43.717 mm x =40 mm Sx = 1.375 in³Sy = 1.409 in³ MmaxSt = 3.323 k-ft MmaxWk = 3.904 k-ft Compression 3.4.9 b/t = 16.2 S1 = 12.21 (See 3.4.16 above for formula) S2 = 32.70 (See 3.4.16 above for formula) φFL= φc[Bp-1.6Dp*b/t] φFL= 31.6 ksi b/t = 7.4 S1 = 12.21 S2 = 32.70 φFL= φyFcy φFL= 33.3 ksi 3.4.10 Rb/t = 18.1 S1 = 6.87 S2 = 131.3 φFL= φc[Bt-Dt*√(Rb/t)] φFL= 31.09 ksi φFL= 31.09 ksi A = 1215.13 mm2 1.88 in2 Pmax = 58.55 kips PVMax 72 Cell 2V 30° 115mph 30psf 10ft 7-10 NS.xlsx | Page 11Rev. 07.29.2016 A.3 Design of Aluminum Struts (Front) - Aluminum Design Manual, 2005 Edition Strut =55x55 Strong Axis:Weak Axis: 3.4.14 3.4.14 Lb =24.8 in Lb =24.8 J = 0.942 J = 0.942 38.7028 38.7028 S1 = 0.51461 S1 = 0.51461 S2 = 1701.56 S2 = 1701.56 φFL=φb[Bc-1.6Dc*√((LbSc)/(Cb*√(IyJ)/2))]φFL= φb[Bc-1.6Dc*√((LbSc)/(Cb*√(IyJ)/2))] φFL= 31.4 ksi φFL= 31.4 3.4.16 3.4.16 b/t = 24.5 b/t = 24.5 S1 = 12.2 S1 = 12.2 S2 = 46.7 S2 = 46.7 φFL= φb[Bp-1.6Dp*b/t]φFL= φb[Bp-1.6Dp*b/t] φFL= 28.2 ksi φFL= 28.2 ksi 3.4.16.1 Not Used 3.4.16.1 Rb/t = 0.0 N/A for Weak Direction S1 = 1.1 S2 = 141.0 φFL= 1.17φyFcy φFL= 38.9 ksi 3.4.18 3.4.18 h/t = 24.5 h/t = 24.5 S1 = 36.9 S1 = 36.9 m = 0.65 m = 0.65 C0 =27.5 C0 =27.5 Cc = 27.5 Cc = 27.5 S2 = 77.3 S2 = 77.3 φFL= 1.3φyFcy φFL= 1.3φyFcy φFL= 43.2 ksi φFL= 43.2 ksi φFLSt= 28.2 ksi φFLWk= 28.2 ksi Ix =279836 mm4 Iy =279836 mm4 0.672 in4 0.672 in4 y = 27.5 mm x = 27.5 mm Sx = 0.621 in³Sy = 0.621 in³ MmaxSt = 1.460 k-ft MmaxWk = 1.460 k-ft Compression 3.4.7 λ = 0.57371 r =0.81 in S1* =0.33515 S2* =1.23671 φcc = 0.87952 φFL= φcc(Bc-Dc*λ) φFL= 28.0279 ksi 3.4.9 b/t = 24.5 S1 = 12.21 (See 3.4.16 above for formula) S2 = 32.70 (See 3.4.16 above for formula) φFL= φc[Bp-1.6Dp*b/t] φFL= 28.2 ksi b/t = 24.5 S1 = 12.21 S2 = 32.70 φFL= φc[Bp-1.6Dp*b/t] φFL= 28.2 ksi 3.4.10 Rb/t = 0.0 S1 = 6.87 S2 = 131.3 φFL= φyFcy φFL= 33.25 ksi φFL= 28.03 ksi A = 663.99 mm2 1.03 in2 Pmax = 28.85 kips PVMax 72 Cell 2V 30° 115mph 30psf 10ft 7-10 NS.xlsx | Page 12Rev. 07.29.2016 A.4 Design of Aluminum Struts (Diagonal) - Aluminum Design Manual, 2005 Edition Strut =55x55Strong Axis:Weak Axis:3.4.14 3.4.14Lb =24.8 in Lb =24.8J = 0.942 J = 0.94238.7028 38.7028S1 = 0.51461 S1 = 0.51461S2 = 1701.56 S2 = 1701.56φFL=φb[Bc-1.6Dc*√((LbSc)/(Cb*√(IyJ)/2))]φFL= φb[Bc-1.6Dc*√((LbSc)/(Cb*√(IyJ)/2))]φFL= 31.4 ksi φFL= 31.43.4.16 3.4.16b/t = 24.5 b/t = 24.5S1 = 12.2 S1 = 12.2S2 = 46.7 S2 = 46.7φFL= φb[Bp-1.6Dp*b/t]φFL= φb[Bp-1.6Dp*b/t]φFL= 28.2 ksi φFL= 28.2 ksi3.4.16.1 Not Used 3.4.16.1Rb/t = 0.0 N/A for Weak DirectionS1 = 1.1S2 = 141.0φFL= 1.17φyFcyφFL= 38.9 ksi3.4.18 3.4.18h/t = 24.5 h/t = 24.5S1 = 36.9 S1 = 36.9m = 0.65 m = 0.65C0 =27.5 C0 =27.5Cc = 27.5 Cc = 27.5S2 = 77.3 S2 = 77.3φFL= 1.3φyFcy φFL= 1.3φyFcyφFL= 43.2 ksi φFL= 43.2 ksiφFLSt= 28.2 ksi φFLWk= 28.2 ksiIx =279836 mm4 Iy =279836 mm40.672 in4 0.672 in4y = 27.5 mm x = 27.5 mm Sx = 0.621 in³Sy = 0.621 in³ MmaxSt = 1.460 k-ft MmaxWk = 1.460 k-ft Compression 3.4.7 λ = 0.57371 r =0.81 in S1* =0.33515 S2* =1.23671 φcc = 0.87952 φFL= φcc(Bc-Dc*λ) φFL= 28.0279 ksi 3.4.9 b/t = 24.5 S1 = 12.21 (See 3.4.16 above for formula) S2 = 32.70 (See 3.4.16 above for formula) φFL= φc[Bp-1.6Dp*b/t] φFL= 28.2 ksi b/t = 24.5 S1 = 12.21 S2 = 32.70 φFL= φc[Bp-1.6Dp*b/t] φFL= 28.2 ksi 3.4.10 Rb/t = 0.0 S1 = 6.87 S2 = 131.3 φFL= φyFcy φFL= 33.25 ksi φFL= 28.03 ksi A = 663.99 mm2 1.03 in2 Pmax = 28.85 kips Strut =55x55 Strong Axis:Weak Axis: 3.4.14 3.4.14 Lb =98.03 in Lb =98.03 J = 0.942 J = 0.942 152.985 152.985 S1 = 0.51461 S1 = 0.51461 S2 = 1701.56 S2 = 1701.56 φFL=φb[Bc-1.6Dc*√((LbSc)/(Cb*√(IyJ)/2))]φFL= φb[Bc-1.6Dc*√((LbSc)/(Cb*√(IyJ)/2))] φFL= 29.4 ksi φFL= 29.4 3.4.16 3.4.16 b/t = 24.5 b/t = 24.5 S1 = 12.2 S1 = 12.2 S2 = 46.7 S2 = 46.7 φFL= φb[Bp-1.6Dp*b/t]φFL= φb[Bp-1.6Dp*b/t] φFL= 28.2 ksi φFL= 28.2 ksi 3.4.16.1 Not Used 3.4.16.1 Rb/t = 0.0 N/A for Weak Direction S1 = 1.1 S2 = 141.0 φFL= 1.17φyFcy φFL= 38.9 ksi 3.4.18 3.4.18 h/t = 24.5 h/t = 24.5 S1 = 36.9 S1 = 36.9 m = 0.65 m = 0.65 C0 =27.5 C0 =27.5 Cc = 27.5 Cc = 27.5 S2 = 77.3 S2 = 77.3 φFL= 1.3φyFcy φFL= 1.3φyFcy φFL= 43.2 ksi φFL= 43.2 ksi φFLSt= 28.2 ksi φFLWk= 28.2 ksi Ix =279836 mm4 Iy =279836 mm4 0.672 in4 0.672 in4 y = 27.5 mm x = 27.5 mm Sx = 0.621 in³Sy = 0.621 in³ MmaxSt = 1.460 k-ft MmaxWk = 1.460 k-ft Compression 3.4.7 λ = 2.26776 r =0.81 in S1* =0.33515 S2* =1.23671 φcc = 0.89749 φFL= (φccFcy)/(λ²) φFL= 6.10803 ksi 3.4.9 b/t = 24.5 S1 = 12.21 (See 3.4.16 above for formula) S2 = 32.70 (See 3.4.16 above for formula) φFL= φc[Bp-1.6Dp*b/t] φFL= 28.2 ksi b/t = 24.5 S1 = 12.21 S2 = 32.70 φFL= φc[Bp-1.6Dp*b/t] φFL= 28.2 ksi 3.4.10 Rb/t = 0.0 S1 = 6.87 S2 = 131.3 φFL= φyFcy φFL= 33.25 ksi φFL= 6.11 ksi A = 663.99 mm2 1.03 in2 Pmax = 6.29 kips PVMax 72 Cell 2V 30° 115mph 30psf 10ft 7-10 NS.xlsx | Page 13Rev. 07.29.2016 Strut =55x55Strong Axis:Weak Axis:3.4.14 3.4.14Lb =98.03 in Lb =98.03J = 0.942 J = 0.942152.985 152.985S1 = 0.51461 S1 = 0.51461S2 = 1701.56 S2 = 1701.56 φFL=φb[Bc-1.6Dc*√((LbSc)/(Cb*√(IyJ)/2))]φFL= φb[Bc-1.6Dc*√((LbSc)/(Cb*√(IyJ)/2))] φFL= 29.4 ksi φFL= 29.4 3.4.16 3.4.16 b/t = 24.5 b/t = 24.5 S1 = 12.2 S1 = 12.2 S2 = 46.7 S2 = 46.7 φFL= φb[Bp-1.6Dp*b/t]φFL= φb[Bp-1.6Dp*b/t] φFL= 28.2 ksi φFL= 28.2 ksi 3.4.16.1 Not Used 3.4.16.1 Rb/t = 0.0 N/A for Weak Direction S1 = 1.1 S2 = 141.0 φFL= 1.17φyFcy φFL= 38.9 ksi 3.4.18 3.4.18 h/t = 24.5 h/t = 24.5 S1 = 36.9 S1 = 36.9 m = 0.65 m = 0.65 C0 =27.5 C0 =27.5 Cc = 27.5 Cc = 27.5 S2 = 77.3 S2 = 77.3 φFL= 1.3φyFcy φFL= 1.3φyFcy φFL= 43.2 ksi φFL= 43.2 ksi φFLSt= 28.2 ksi φFLWk= 28.2 ksi Ix =279836 mm4 Iy =279836 mm4 0.672 in4 0.672 in4 y = 27.5 mm x = 27.5 mm Sx = 0.621 in³Sy = 0.621 in³ MmaxSt = 1.460 k-ft MmaxWk = 1.460 k-ft Compression 3.4.7 λ = 2.26776 r =0.81 in S1* =0.33515 S2* =1.23671 φcc = 0.89749 φFL= (φccFcy)/(λ²) φFL= 6.10803 ksi 3.4.9 b/t = 24.5 S1 = 12.21 (See 3.4.16 above for formula) S2 = 32.70 (See 3.4.16 above for formula) φFL= φc[Bp-1.6Dp*b/t] φFL= 28.2 ksi b/t = 24.5 S1 = 12.21 S2 = 32.70 φFL= φc[Bp-1.6Dp*b/t] φFL= 28.2 ksi 3.4.10 Rb/t = 0.0 S1 = 6.87 S2 = 131.3 φFL= φyFcy φFL= 33.25 ksi φFL= 6.11 ksi A = 663.99 mm2 1.03 in2 Pmax = 6.29 kips PVMax 72 Cell 2V 30° 115mph 30psf 10ft 7-10 NS.xlsx | Page 14Rev. 07.29.2016 A.5 Design of Aluminum Struts (Rear) - Aluminum Design Manual, 2005 Edition Strut =55x55Strong Axis:Weak Axis:3.4.14 3.4.14Lb =98.03 in Lb =98.03J = 0.942 J = 0.942152.985 152.985S1 = 0.51461 S1 = 0.51461S2 = 1701.56 S2 = 1701.56φFL=φb[Bc-1.6Dc*√((LbSc)/(Cb*√(IyJ)/2))]φFL= φb[Bc-1.6Dc*√((LbSc)/(Cb*√(IyJ)/2))]φFL= 29.4 ksi φFL= 29.43.4.16 3.4.16b/t = 24.5 b/t = 24.5S1 = 12.2 S1 = 12.2S2 = 46.7 S2 = 46.7φFL= φb[Bp-1.6Dp*b/t]φFL= φb[Bp-1.6Dp*b/t]φFL= 28.2 ksi φFL= 28.2 ksi3.4.16.1 Not Used 3.4.16.1Rb/t = 0.0 N/A for Weak DirectionS1 = 1.1S2 = 141.0φFL= 1.17φyFcyφFL= 38.9 ksi3.4.18 3.4.18h/t = 24.5 h/t = 24.5S1 = 36.9 S1 = 36.9m = 0.65 m = 0.65C0 =27.5 C0 =27.5Cc = 27.5 Cc = 27.5S2 = 77.3 S2 = 77.3φFL= 1.3φyFcy φFL= 1.3φyFcyφFL= 43.2 ksi φFL= 43.2 ksiφFLSt= 28.2 ksi φFLWk= 28.2 ksiIx =279836 mm4 Iy =279836 mm40.672 in4 0.672 in4y = 27.5 mm x = 27.5 mmSx = 0.621 in³Sy = 0.621 in³MmaxSt = 1.460 k-ft MmaxWk = 1.460 k-ftCompression3.4.7λ = 2.26776r =0.81 inS1* =0.33515S2* =1.23671φcc = 0.89749 φFL= (φccFcy)/(λ²) φFL= 6.10803 ksi 3.4.9 b/t = 24.5 S1 = 12.21 (See 3.4.16 above for formula) S2 = 32.70 (See 3.4.16 above for formula) φFL= φc[Bp-1.6Dp*b/t] φFL= 28.2 ksi b/t = 24.5 S1 = 12.21 S2 = 32.70 φFL= φc[Bp-1.6Dp*b/t] φFL= 28.2 ksi 3.4.10 Rb/t = 0.0 S1 = 6.87 S2 = 131.3 φFL= φyFcy φFL= 33.25 ksi φFL= 6.11 ksi A = 663.99 mm2 1.03 in2 Pmax = 6.29 kips Strut =55x55 Strong Axis:Weak Axis: 3.4.14 3.4.14 Lb =78.35 in Lb =78.35 J = 0.942 J = 0.942 122.273 122.273 S1 = 0.51461 S1 = 0.51461 S2 = 1701.56 S2 = 1701.56 φFL=φb[Bc-1.6Dc*√((LbSc)/(Cb*√(IyJ)/2))]φFL= φb[Bc-1.6Dc*√((LbSc)/(Cb*√(IyJ)/2))] φFL= 29.8 ksi φFL= 29.8 3.4.16 3.4.16 b/t = 24.5 b/t = 24.5 S1 = 12.2 S1 = 12.2 S2 = 46.7 S2 = 46.7 φFL= φb[Bp-1.6Dp*b/t]φFL= φb[Bp-1.6Dp*b/t] φFL= 28.2 ksi φFL= 28.2 ksi 3.4.16.1 Not Used 3.4.16.1 Rb/t = 0.0 N/A for Weak Direction S1 = 1.1 S2 = 141.0 φFL= 1.17φyFcy φFL= 38.9 ksi 3.4.18 3.4.18 h/t = 24.5 h/t = 24.5 S1 = 36.9 S1 = 36.9 m = 0.65 m = 0.65 C0 =27.5 C0 =27.5 Cc = 27.5 Cc = 27.5 S2 = 77.3 S2 = 77.3 φFL= 1.3φyFcy φFL= 1.3φyFcy φFL= 43.2 ksi φFL= 43.2 ksi φFLSt= 28.2 ksi φFLWk= 28.2 ksi Ix =279836 mm4 Iy =279836 mm4 0.672 in4 0.672 in4 y = 27.5 mm x = 27.5 mm Sx = 0.621 in³Sy = 0.621 in³ MmaxSt = 1.460 k-ft MmaxWk = 1.460 k-ft Compression 3.4.7 λ = 1.8125 r =0.81 in S1* =0.33515 S2* =1.23671 φcc = 0.83375 φFL= (φccFcy)/(λ²) φFL= 8.88278 ksi 3.4.9 b/t = 24.5 S1 = 12.21 (See 3.4.16 above for formula) S2 = 32.70 (See 3.4.16 above for formula) φFL= φc[Bp-1.6Dp*b/t] φFL= 28.2 ksi b/t = 24.5 S1 = 12.21 S2 = 32.70 φFL= φc[Bp-1.6Dp*b/t] φFL= 28.2 ksi 3.4.10 Rb/t = 0.0 S1 = 6.87 S2 = 131.3 φFL= φyFcy φFL= 33.25 ksi φFL= 8.88 ksi A = 663.99 mm2 1.03 in2 Pmax = 9.14 kips PVMax 72 Cell 2V 30° 115mph 30psf 10ft 7-10 NS.xlsx | Page 15Rev. 07.29.2016 Strut =55x55Strong Axis:Weak Axis:3.4.14 3.4.14Lb =78.35 in Lb =78.35J = 0.942 J = 0.942122.273 122.273S1 = 0.51461 S1 = 0.51461S2 = 1701.56 S2 = 1701.56φFL=φb[Bc-1.6Dc*√((LbSc)/(Cb*√(IyJ)/2))]φFL= φb[Bc-1.6Dc*√((LbSc)/(Cb*√(IyJ)/2))]φFL= 29.8 ksi φFL= 29.83.4.16 3.4.16b/t = 24.5 b/t = 24.5S1 = 12.2 S1 = 12.2S2 = 46.7 S2 = 46.7φFL= φb[Bp-1.6Dp*b/t]φFL= φb[Bp-1.6Dp*b/t] φFL= 28.2 ksi φFL= 28.2 ksi 3.4.16.1 Not Used 3.4.16.1 Rb/t = 0.0 N/A for Weak Direction S1 = 1.1 S2 = 141.0 φFL= 1.17φyFcy φFL= 38.9 ksi 3.4.18 3.4.18 h/t = 24.5 h/t = 24.5 S1 = 36.9 S1 = 36.9 m = 0.65 m = 0.65 C0 =27.5 C0 =27.5 Cc = 27.5 Cc = 27.5 S2 = 77.3 S2 = 77.3 φFL= 1.3φyFcy φFL= 1.3φyFcy φFL= 43.2 ksi φFL= 43.2 ksi φFLSt= 28.2 ksi φFLWk= 28.2 ksi Ix =279836 mm4 Iy =279836 mm4 0.672 in4 0.672 in4 y = 27.5 mm x = 27.5 mm Sx = 0.621 in³Sy = 0.621 in³ MmaxSt = 1.460 k-ft MmaxWk = 1.460 k-ft Compression 3.4.7 λ = 1.8125 r =0.81 in S1* =0.33515 S2* =1.23671 φcc = 0.83375 φFL= (φccFcy)/(λ²) φFL= 8.88278 ksi 3.4.9 b/t = 24.5 S1 = 12.21 (See 3.4.16 above for formula) S2 = 32.70 (See 3.4.16 above for formula) φFL= φc[Bp-1.6Dp*b/t] φFL= 28.2 ksi b/t = 24.5 S1 = 12.21 S2 = 32.70 φFL= φc[Bp-1.6Dp*b/t] φFL= 28.2 ksi 3.4.10 Rb/t = 0.0 S1 = 6.87 S2 = 131.3 φFL= φyFcy φFL= 33.25 ksi φFL= 8.88 ksi A = 663.99 mm2 1.03 in2 Pmax = 9.14 kips PVMax 72 Cell 2V 30° 115mph 30psf 10ft 7-10 NS.xlsx | Page 16Rev. 07.29.2016 B.1 The following pages will contain the results from RISA. Please refer back to Section 2 for load information and Section 4-5 for member and foundation design. APPENDIX B Strut =55x55Strong Axis:Weak Axis:3.4.14 3.4.14Lb =78.35 in Lb =78.35J = 0.942 J = 0.942122.273 122.273S1 = 0.51461 S1 = 0.51461S2 = 1701.56 S2 = 1701.56φFL=φb[Bc-1.6Dc*√((LbSc)/(Cb*√(IyJ)/2))]φFL= φb[Bc-1.6Dc*√((LbSc)/(Cb*√(IyJ)/2))]φFL= 29.8 ksi φFL= 29.83.4.16 3.4.16b/t = 24.5 b/t = 24.5S1 = 12.2 S1 = 12.2S2 = 46.7 S2 = 46.7φFL= φb[Bp-1.6Dp*b/t]φFL= φb[Bp-1.6Dp*b/t]φFL= 28.2 ksi φFL= 28.2 ksi3.4.16.1 Not Used 3.4.16.1Rb/t = 0.0 N/A for Weak DirectionS1 = 1.1S2 = 141.0φFL= 1.17φyFcyφFL= 38.9 ksi3.4.18 3.4.18h/t = 24.5 h/t = 24.5S1 = 36.9 S1 = 36.9m = 0.65 m = 0.65C0 =27.5 C0 =27.5Cc = 27.5 Cc = 27.5S2 = 77.3 S2 = 77.3φFL= 1.3φyFcy φFL= 1.3φyFcyφFL= 43.2 ksi φFL= 43.2 ksiφFLSt= 28.2 ksi φFLWk= 28.2 ksiIx =279836 mm4 Iy =279836 mm40.672 in4 0.672 in4y = 27.5 mm x = 27.5 mmSx = 0.621 in³Sy = 0.621 in³MmaxSt = 1.460 k-ft MmaxWk = 1.460 k-ftCompression3.4.7λ = 1.8125r =0.81 inS1* =0.33515S2* =1.23671φcc = 0.83375φFL= (φccFcy)/(λ²)φFL= 8.88278 ksi3.4.9b/t = 24.5S1 = 12.21 (See 3.4.16 above for formula)S2 = 32.70 (See 3.4.16 above for formula)φFL= φc[Bp-1.6Dp*b/t]φFL= 28.2 ksib/t = 24.5S1 = 12.21S2 = 32.70 φFL= φc[Bp-1.6Dp*b/t] φFL= 28.2 ksi 3.4.10 Rb/t = 0.0 S1 = 6.87 S2 = 131.3 φFL= φyFcy φFL= 33.25 ksi φFL= 8.88 ksi A = 663.99 mm2 1.03 in2 Pmax = 9.14 kips PVMax 72 Cell 2V 30° 115mph 30psf 10ft 7-10 NS.xlsx | Page 17Rev. 07.29.2016 Company : Schletter, Inc.Nov 4, 2015 Designer : HCV Job Number :Checked By:_____ Model Name : Standard PVMax Racking System Basic Load Cases BLC Description Category X Gravity Y Gravity Z Gravity Joint Point Distribut...Area(Me...Surface(...1 Dead Load, Max DL -1 42Dead Load, Min DL -1 43Snow Load SL 44Wind Load - Pressure WL 4 5 Wind Load - Suction WL 46Seismic - Lateral EL Member Distributed Loads (BLC 1 : Dead Load, Max) Member Label Direction Start Magnitude[lb/ft,F]End Magnitude[lb/ft,F] Start Location[ft,%] End Location[ft,%]1 M13 Y -9.843 -9.843 0 0 2 M14 Y -9.843 -9.843 0 0 3 M15 Y -9.843 -9.843 0 0 4 M16 Y -9.843 -9.843 0 0 Member Distributed Loads (BLC 2 : Dead Load, Min) Member Label Direction Start Magnitude[lb/ft,F]End Magnitude[lb/ft,F] Start Location[ft,%] End Location[ft,%]1 M13 Y -5.454 -5.454 0 0 2 M14 Y -5.454 -5.454 0 0 3 M15 Y -5.454 -5.454 0 0 4 M16 Y -5.454 -5.454 0 0 Member Distributed Loads (BLC 3 : Snow Load) Member Label Direction Start Magnitude[lb/ft,F]End Magnitude[lb/ft,F] Start Location[ft,%] End Location[ft,%]1 M13 Y -46.866 -46.866 0 0 2 M14 Y -46.866 -46.866 0 0 3 M15 Y -46.866 -46.866 0 0 4 M16 Y -46.866 -46.866 0 0 Member Distributed Loads (BLC 4 : Wind Load - Pressure) Member Label Direction Start Magnitude[lb/ft,F]End Magnitude[lb/ft,F] Start Location[ft,%] End Location[ft,%]1 M13 y -78.344 -78.344 0 02M14y-78.344 -78.344 0 0 3 M15 y -126.031 -126.031 0 0 4 M16 y -126.031 -126.031 0 0 Member Distributed Loads (BLC 5 : Wind Load - Suction) Member Label Direction Start Magnitude[lb/ft,F]End Magnitude[lb/ft,F] Start Location[ft,%] End Location[ft,%]1 M13 y 177.125 177.125 0 0 2 M14 y 136.25 136.25 0 0 3 M15 y 74.938 74.938 0 0 4 M16 y 74.938 74.938 0 0 Load Combinations Description S... P...S... B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...1 LRFD 1.2D + 1.6S + 0.5W Yes Y 1 1.2 3 1.6 4 .5 2 LRFD 1.2D + 1.0W + 0.5S Yes Y 1 1.2 3 .5 4 1 3 LRFD 0.9D + 1.0W Yes Y 2 .9 5 1 4 LATERAL - LRFD 1.54D + 1.3E ...Yes Y 1 1.54 3 .2 6 1.3 5 LATERAL - LRFD 0.56D + 1.3E Yes Y 1 .56 6 1.3 6 LATERAL - LRFD 1.54D + 1.25...Yes Y 1 1.54 3 .2 6 1.25 7 LATERAL - LRFD 0.56D + 1.25E Yes Y 1 .56 6 1.25 RISA-3D Version 13.0.0 Page 18 [T:\...\...\...\...\...\...\...\...\PVMax 72 Cell 2V 30° 115mph 30psf 10ft 7-10 NS.r3d] Company : Schletter, Inc.Nov 4, 2015 Designer : HCV Job Number :Checked By:_____ Model Name : Standard PVMax Racking System Load Combinations (Continued) Description S... P...S... B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...B... Fa...89 ASD 1.0D + 1.0S Yes Y 1 1 3 110ASD 1.0D + 0.6W Yes Y 1 1 4 .611ASD 1.0D + 0.75L + 0.45W + 0....Yes Y 1 1 3 .75 4 .4512ASD 0.6D + 0.6W Yes Y 2 .6 5 .6 13 LATERAL - ASD 1.238D + 0.875EYes Y 1 1.2...6 .875 14 LATERAL - ASD 1.1785D + 0.65...Yes Y 1 1.1...3 .75 6 .656 15 LATERAL - ASD 0.362D + 0.875EYes Y 1 .362 6 .875 Envelope Joint Reactions Joint X [lb] LC Y [lb] LC Z [lb] LC MX [k-ft] LC MY [k-ft] LC MZ [k-ft] LC1N8max723.523 2 1162.435 2 .907 1 .004 1 0 1 0 1 2 min -904.921 3 -1398.546 3 .05 15 0 15 0 1 0 1 3 N7 max .046 9 1128.189 1 -.898 15 -.002 15 0 1 0 1 4 min -.205 2 4.738 3 -18.723 1 -.036 1 0 1 0 1 5 N15 max .01 9 2883.445 1 0 3 0 4 0 1 0 1 6 min -2.219 2 -89.419 3 0 1 0 1 0 1 0 1 7 N16 max 2643.083 2 3729.925 2 0 3 0 12 0 1 0 1 8 min -2822.578 3 -4520.76 3 0 14 0 14 0 1 0 1 9 N23 max .046 9 1128.189 1 18.723 1 .036 1 0 1 0 1 10 min -.205 2 4.738 3 .898 15 .002 15 0 1 0 1 11 N24 max 723.523 2 1162.435 2 -.05 15 0 15 0 1 0 1 12 min -904.921 3 -1398.546 3 -.907 1 -.004 1 0 1 0 1 13 Totals:max 4087.5 2 10794.667 1 0 2 14 min -4632.51 3 -7397.795 3 0 9 Envelope Member Section Forces Member Sec Axial[lb] LC y Shear[lb] LC z Shear[lb] LC Torque[k-ft] LC y-y Mome... LC z-z Mome... LC1M131max108.07 1 427.854 1 -9.83 15 0 3 .304 1 0 1 2 min 5.05 15 -644.122 3 -211.501 1 -.015 2 .014 15 0 3 3 2 max 108.07 1 299.072 1 -7.547 15 0 3 .096 1 .61 3 4 min 5.05 15 -453.342 3 -162.278 1 -.015 2 .005 15 -.404 1 5 3 max 108.07 1 170.29 1 -5.265 15 0 3 0 3 1.007 3 6 min 5.05 15 -262.562 3 -113.054 1 -.015 2 -.057 1 -.665 1 7 4 max 108.07 1 41.508 1 -2.983 15 0 3 -.006 12 1.193 3 8 min 5.05 15 -71.783 3 -63.831 1 -.015 2 -.155 1 -.782 1 9 5 max 108.07 1 118.997 3 -.701 15 0 3 -.009 12 1.167 3 10 min 5.05 15 -87.274 1 -14.607 1 -.015 2 -.199 1 -.757 1 11 6 max 108.07 1 309.777 3 34.616 1 0 3 -.009 15 .929 3 12 min 5.05 15 -216.056 1 .788 12 -.015 2 -.188 1 -.588 1 13 7 max 108.07 1 500.556 3 83.839 1 0 3 -.006 15 .479 3 14 min 5.05 15 -344.838 1 3.107 12 -.015 2 -.122 1 -.277 1 15 8 max 108.07 1 691.336 3 133.063 1 0 3 .002 2 .178 1 16 min 5.05 15 -473.62 1 5.427 12 -.015 2 -.004 3 -.184 3 17 9 max 108.07 1 882.115 3 182.286 1 0 3 .174 1 .776 1 18 min 5.05 15 -602.402 1 7.746 12 -.015 2 .005 12 -1.058 3 19 10 max 108.07 1 731.183 1 -10.065 12 0 12 .404 1 1.517 1 20 min 5.05 15 -1072.895 3 -231.51 1 -.015 2 .015 12 -2.144 3 21 11 max 108.07 1 602.402 1 -7.746 12 .015 2 .174 1 .776 1 22 min 5.05 15 -882.115 3 -182.286 1 0 3 .005 12 -1.058 3 23 12 max 108.07 1 473.62 1 -5.427 12 .015 2 .002 2 .178 1 24 min 5.05 15 -691.336 3 -133.063 1 0 3 -.004 3 -.184 3 25 13 max 108.07 1 344.838 1 -3.107 12 .015 2 -.006 15 .479 3 26 min 5.05 15 -500.556 3 -83.839 1 0 3 -.122 1 -.277 1 RISA-3D Version 13.0.0 Page 19 [T:\...\...\...\...\...\...\...\...\PVMax 72 Cell 2V 30° 115mph 30psf 10ft 7-10 NS.r3d] Company : Schletter, Inc.Nov 4, 2015 Designer : HCV Job Number :Checked By:_____ Model Name : Standard PVMax Racking System Envelope Member Section Forces (Continued) Member Sec Axial[lb] LC y Shear[lb] LC z Shear[lb] LC Torque[k-ft] LC y-y Mome... LC z-z Mome... LC2714max108.07 1 216.056 1 -.788 12 .015 2 -.009 15 .929 328min5.05 15 -309.777 3 -34.616 1 0 3 -.188 1 -.588 12915max108.07 1 87.274 1 14.607 1 .015 2 -.009 12 1.167 330min5.05 15 -118.997 3 .701 15 0 3 -.199 1 -.757 13116max108.07 1 71.783 3 63.831 1 .015 2 -.006 12 1.193 3 32 min 5.05 15 -41.508 1 2.983 15 0 3 -.155 1 -.782 13317max108.07 1 262.562 3 113.054 1 .015 2 0 3 1.007 334min5.05 15 -170.29 1 5.265 15 0 3 -.057 1 -.665 13518max108.07 1 453.342 3 162.278 1 .015 2 .096 1 .61 336min5.05 15 -299.072 1 7.547 15 0 3 .005 15 -.404 1 37 19 max 108.07 1 644.122 3 211.501 1 .015 2 .304 1 0 138min5.05 15 -427.854 1 9.83 15 0 3 .014 15 0 339M141max58.59 1 465.758 1 -10.181 15 .011 3 .354 1 0 140min2.746 15 -513.31 3 -219.068 1 -.013 2 .017 15 0 3412max58.59 1 336.976 1 -7.899 15 .011 3 .138 1 .49 342min2.746 15 -367.947 3 -169.844 1 -.013 2 .006 15 -.446 1433max58.59 1 208.194 1 -5.616 15 .011 3 .002 3 .818 344min2.746 15 -222.584 3 -120.621 1 -.013 2 -.024 1 -.749 1454max58.59 1 79.412 1 -3.334 15 .011 3 -.005 12 .984 346min2.746 15 -77.221 3 -71.397 1 -.013 2 -.13 1 -.909 1475max58.59 1 68.142 3 -1.052 15 .011 3 -.008 12 .989 348min2.746 15 -49.37 1 -22.174 1 -.013 2 -.182 1 -.925 1496max58.59 1 213.505 3 27.05 1 .011 3 -.008 15 .833 350min2.746 15 -178.152 1 .436 12 -.013 2 -.179 1 -.799 1517max58.59 1 358.868 3 76.273 1 .011 3 -.006 15 .515 352min2.746 15 -306.934 1 2.756 12 -.013 2 -.122 1 -.529 1538max58.59 1 504.231 3 125.496 1 .011 3 0 10 .035 354min2.746 15 -435.715 1 5.075 12 -.013 2 -.01 1 -.13 2559max58.59 1 649.594 3 174.72 1 .011 3 .157 1 .439 156min2.746 15 -564.497 1 7.395 12 -.013 2 .004 12 -.606 35710max58.59 1 693.279 1 -9.714 12 .011 3 .378 1 1.138 158min2.746 15 -794.957 3 -223.943 1 -.013 2 .014 12 -1.408 35911max58.59 1 564.497 1 -7.395 12 .013 2 .157 1 .439 160min2.746 15 -649.594 3 -174.72 1 -.011 3 .004 12 -.606 3 61 12 max 58.59 1 435.715 1 -5.075 12 .013 2 0 10 .035 3 62 min 2.746 15 -504.231 3 -125.496 1 -.011 3 -.01 1 -.13 26313max58.59 1 306.934 1 -2.756 12 .013 2 -.006 15 .515 364min2.746 15 -358.868 3 -76.273 1 -.011 3 -.122 1 -.529 1 65 14 max 58.59 1 178.152 1 -.436 12 .013 2 -.008 15 .833 3 66 min 2.746 15 -213.505 3 -27.05 1 -.011 3 -.179 1 -.799 1 67 15 max 58.59 1 49.37 1 22.174 1 .013 2 -.008 12 .989 3 68 min 2.746 15 -68.142 3 1.052 15 -.011 3 -.182 1 -.925 16916max58.59 1 77.221 3 71.397 1 .013 2 -.005 12 .984 370min2.746 15 -79.412 1 3.334 15 -.011 3 -.13 1 -.909 1 71 17 max 58.59 1 222.584 3 120.621 1 .013 2 .002 3 .818 3 72 min 2.746 15 -208.194 1 5.616 15 -.011 3 -.024 1 -.749 1 73 18 max 58.59 1 367.947 3 169.844 1 .013 2 .138 1 .49 374min2.746 15 -336.976 1 7.899 15 -.011 3 .006 15 -.446 17519max58.59 1 513.31 3 219.068 1 .013 2 .354 1 0 176min2.746 15 -465.758 1 10.181 15 -.011 3 .017 15 0 3 77 M15 1 max -2.947 15 625.02 2 -10.176 15 .014 2 .353 1 0 278min-62.846 1 -283.776 3 -218.993 1 -.009 3 .016 15 0 3792max-2.947 15 449.335 2 -7.894 15 .014 2 .137 1 .272 3 80 min -62.846 1 -206.538 3 -169.77 1 -.009 3 .006 15 -.597 2813max-2.947 15 273.649 2 -5.611 15 .014 2 .002 3 .459 3 82 min -62.846 1 -129.299 3 -120.547 1 -.009 3 -.024 1 -.999 2834max-2.947 15 97.964 2 -3.329 15 .014 2 -.005 12 .56 3 RISA-3D Version 13.0.0 Page 20 [T:\...\...\...\...\...\...\...\...\PVMax 72 Cell 2V 30° 115mph 30psf 10ft 7-10 NS.r3d] Company : Schletter, Inc.Nov 4, 2015 Designer : HCV Job Number :Checked By:_____ Model Name : Standard PVMax Racking System Envelope Member Section Forces (Continued) Member Sec Axial[lb] LC y Shear[lb] LC z Shear[lb] LC Torque[k-ft] LC y-y Mome... LC z-z Mome... 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LC z-z Mome... 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LC z-z Mome... 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LC z-z Mome... 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LC z-z Mome... LC312min-2484.27 3 1.479 15 0 1 0 1 0 1 -.005 33135max2388.223 2 5.433 4 0 1 0 1 0 1 0 2314min-2484.398 3 1.274 15 0 1 0 1 0 1 -.007 33156max2388.053 2 4.564 4 0 1 0 1 0 1 -.002 15316min-2484.526 3 1.07 15 0 1 0 1 0 1 -.008 3 317 7 max 2387.882 2 3.695 4 0 1 0 1 0 1 -.002 15318min-2484.653 3 .866 15 0 1 0 1 0 1 -.009 43198max2387.712 2 2.826 4 0 1 0 1 0 1 -.002 15320min-2484.781 3 .662 15 0 1 0 1 0 1 -.01 43219max2387.542 2 1.992 2 0 1 0 1 0 1 -.003 15 322 min -2484.909 3 .386 12 0 1 0 1 0 1 -.011 432310max2387.371 2 1.315 2 0 1 0 1 0 1 -.003 15324min-2485.037 3 .01 3 0 1 0 1 0 1 -.012 432511max2387.201 2 .638 2 0 1 0 1 0 1 -.003 15326min-2485.164 3 -.498 3 0 1 0 1 0 1 -.012 432712max2387.031 2 -.039 2 0 1 0 1 0 1 -.003 15328min-2485.292 3 -1.006 3 0 1 0 1 0 1 -.012 432913max2386.86 2 -.359 15 0 1 0 1 0 1 -.003 15330min-2485.42 3 -1.518 4 0 1 0 1 0 1 -.012 433114max2386.69 2 -.564 15 0 1 0 1 0 1 -.003 15332min-2485.548 3 -2.387 4 0 1 0 1 0 1 -.011 433315max2386.52 2 -.768 15 0 1 0 1 0 1 -.002 15334min-2485.675 3 -3.256 4 0 1 0 1 0 1 -.009 433516max2386.349 2 -.972 15 0 1 0 1 0 1 -.002 15336min-2485.803 3 -4.125 4 0 1 0 1 0 1 -.008 433717max2386.179 2 -1.176 15 0 1 0 1 0 1 -.001 15338min-2485.931 3 -4.994 4 0 1 0 1 0 1 -.006 433918max2386.009 2 -1.381 15 0 1 0 1 0 1 0 15340min-2486.059 3 -5.863 4 0 1 0 1 0 1 -.003 434119max2385.838 2 -1.585 15 0 1 0 1 0 1 0 1342min-2486.186 3 -6.732 4 0 1 0 1 0 1 0 1343M81max2880.379 1 0 1 0 1 0 1 0 1 0 1344min-91.719 3 0 1 0 1 0 1 0 1 0 13452max2880.549 1 0 1 0 1 0 1 0 1 0 1 346 min -91.591 3 0 1 0 1 0 1 0 1 0 1 347 3 max 2880.72 1 0 1 0 1 0 1 0 1 0 1348min-91.463 3 0 1 0 1 0 1 0 1 0 13494max2880.89 1 0 1 0 1 0 1 0 1 0 1 350 min -91.335 3 0 1 0 1 0 1 0 1 0 1 351 5 max 2881.06 1 0 1 0 1 0 1 0 1 0 1 352 min -91.207 3 0 1 0 1 0 1 0 1 0 1 353 6 max 2881.231 1 0 1 0 1 0 1 0 1 0 1354min-91.08 3 0 1 0 1 0 1 0 1 0 13557max2881.401 1 0 1 0 1 0 1 0 1 0 1 356 min -90.952 3 0 1 0 1 0 1 0 1 0 1 357 8 max 2881.571 1 0 1 0 1 0 1 0 1 0 1 358 min -90.824 3 0 1 0 1 0 1 0 1 0 13599max2881.742 1 0 1 0 1 0 1 0 1 0 1360min-90.696 3 0 1 0 1 0 1 0 1 0 136110max2881.912 1 0 1 0 1 0 1 0 1 0 1 362 min -90.569 3 0 1 0 1 0 1 0 1 0 136311max2882.082 1 0 1 0 1 0 1 0 1 0 1364min-90.441 3 0 1 0 1 0 1 0 1 0 1 365 12 max 2882.253 1 0 1 0 1 0 1 0 1 0 1366min-90.313 3 0 1 0 1 0 1 0 1 0 1 367 13 max 2882.423 1 0 1 0 1 0 1 0 1 0 1368min-90.185 3 0 1 0 1 0 1 0 1 0 1 RISA-3D Version 13.0.0 Page 25 [T:\...\...\...\...\...\...\...\...\PVMax 72 Cell 2V 30° 115mph 30psf 10ft 7-10 NS.r3d] Company : Schletter, Inc.Nov 4, 2015 Designer : HCV Job Number :Checked By:_____ Model Name : Standard PVMax Racking System Envelope Member Section Forces (Continued) Member Sec Axial[lb] LC y Shear[lb] LC z Shear[lb] LC Torque[k-ft] LC y-y Mome... LC z-z Mome... LC36914max2882.593 1 0 1 0 1 0 1 0 1 0 1370min-90.058 3 0 1 0 1 0 1 0 1 0 137115max2882.764 1 0 1 0 1 0 1 0 1 0 1372min-89.93 3 0 1 0 1 0 1 0 1 0 137316max2882.934 1 0 1 0 1 0 1 0 1 0 1 374 min -89.802 3 0 1 0 1 0 1 0 1 0 137517max2883.104 1 0 1 0 1 0 1 0 1 0 1376min-89.674 3 0 1 0 1 0 1 0 1 0 137718max2883.275 1 0 1 0 1 0 1 0 1 0 1378min-89.547 3 0 1 0 1 0 1 0 1 0 1 379 19 max 2883.445 1 0 1 0 1 0 1 0 1 0 1380min-89.419 3 0 1 0 1 0 1 0 1 0 1381M101max1017.512 1 2.022 4 -.028 15 0 1 0 1 0 1382min-1221.565 3 .476 15 -.605 1 0 5 0 3 0 13832max1018.042 1 1.951 4 -.028 15 0 1 0 15 0 15384min-1221.168 3 .459 15 -.605 1 0 5 0 1 0 43853max1018.571 1 1.88 4 -.028 15 0 1 0 15 0 15386min-1220.771 3 .442 15 -.605 1 0 5 0 1 -.001 43874max1019.1 1 1.809 4 -.028 15 0 1 0 15 0 15388min-1220.374 3 .426 15 -.605 1 0 5 0 1 -.002 43895max1019.63 1 1.738 4 -.028 15 0 1 0 15 0 15390min-1219.977 3 .409 15 -.605 1 0 5 0 1 -.003 43916max1020.159 1 1.667 4 -.028 15 0 1 0 15 0 15392min-1219.581 3 .392 15 -.605 1 0 5 -.001 1 -.003 43937max1020.688 1 1.596 4 -.028 15 0 1 0 15 0 15394min-1219.184 3 .375 15 -.605 1 0 5 -.001 1 -.004 43958max1021.217 1 1.525 4 -.028 15 0 1 0 15 -.001 15396min-1218.787 3 .359 15 -.605 1 0 5 -.002 1 -.004 43979max1021.747 1 1.454 4 -.028 15 0 1 0 15 -.001 15398min-1218.39 3 .342 15 -.605 1 0 5 -.002 1 -.005 439910max1022.276 1 1.383 4 -.028 15 0 1 0 15 -.001 15400min-1217.993 3 .325 15 -.605 1 0 5 -.002 1 -.005 440111max1022.805 1 1.312 4 -.028 15 0 1 0 15 -.001 15402min-1217.596 3 .309 15 -.605 1 0 5 -.002 1 -.006 4 403 12 max 1023.335 1 1.241 4 -.028 15 0 1 0 15 -.002 15 404 min -1217.199 3 .292 15 -.605 1 0 5 -.002 1 -.006 440513max1023.864 1 1.17 4 -.028 15 0 1 0 15 -.002 15406min-1216.802 3 .275 15 -.605 1 0 5 -.003 1 -.007 4 407 14 max 1024.393 1 1.099 4 -.028 15 0 1 0 15 -.002 15 408 min -1216.405 3 .259 15 -.605 1 0 5 -.003 1 -.007 4 409 15 max 1024.922 1 1.028 4 -.028 15 0 1 0 15 -.002 15 410 min -1216.008 3 .242 15 -.605 1 0 5 -.003 1 -.008 441116max1025.452 1 .957 4 -.028 15 0 1 0 15 -.002 15412min-1215.611 3 .222 12 -.605 1 0 5 -.003 1 -.008 4 413 17 max 1025.981 1 .886 4 -.028 15 0 1 0 15 -.002 15 414 min -1215.214 3 .194 12 -.605 1 0 5 -.003 1 -.008 4 415 18 max 1026.51 1 .817 2 -.028 15 0 1 0 15 -.002 15416min-1214.817 3 .166 12 -.605 1 0 5 -.004 1 -.009 441719max1027.04 1 .762 2 -.028 15 0 1 0 15 -.002 15418min-1214.42 3 .139 12 -.605 1 0 5 -.004 1 -.009 4 419 M11 1 max 639.39 2 8.874 4 -.022 15 0 1 0 15 .009 4420min-801.565 3 2.086 15 -.472 1 0 15 0 1 .002 154212max639.219 2 8.005 4 -.022 15 0 1 0 15 .005 2 422 min -801.693 3 1.882 15 -.472 1 0 15 0 1 .001 124233max639.049 2 7.136 4 -.022 15 0 1 0 15 .002 2 424 min -801.821 3 1.678 15 -.472 1 0 15 0 1 0 34254max638.878 2 6.267 4 -.022 15 0 1 0 15 0 2 RISA-3D Version 13.0.0 Page 26 [T:\...\...\...\...\...\...\...\...\PVMax 72 Cell 2V 30° 115mph 30psf 10ft 7-10 NS.r3d] Company : Schletter, Inc.Nov 4, 2015 Designer : HCV Job Number :Checked By:_____ Model Name : Standard PVMax Racking System Envelope Member Section Forces (Continued) Member Sec Axial[lb] LC y Shear[lb] LC z Shear[lb] LC Torque[k-ft] LC y-y Mome... LC z-z Mome... LC426min-801.948 3 1.473 15 -.472 1 0 15 -.001 1 -.002 34275max638.708 2 5.398 4 -.022 15 0 1 0 15 -.001 15428min-802.076 3 1.269 15 -.472 1 0 15 -.001 1 -.005 44296max638.538 2 4.53 4 -.022 15 0 1 0 15 -.002 15430min-802.204 3 1.065 15 -.472 1 0 15 -.002 1 -.007 4 431 7 max 638.367 2 3.661 4 -.022 15 0 1 0 15 -.002 15432min-802.332 3 .861 15 -.472 1 0 15 -.002 1 -.009 44338max638.197 2 2.792 4 -.022 15 0 1 0 15 -.002 15434min-802.459 3 .656 15 -.472 1 0 15 -.002 1 -.01 44359max638.027 2 1.923 4 -.022 15 0 1 0 15 -.003 15 436 min -802.587 3 .452 15 -.472 1 0 15 -.002 1 -.011 443710max637.856 2 1.054 4 -.022 15 0 1 0 15 -.003 15438min-802.715 3 .248 15 -.472 1 0 15 -.002 1 -.012 443911max637.686 2 .283 2 -.022 15 0 1 0 15 -.003 15440min-802.843 3 -.084 3 -.472 1 0 15 -.003 1 -.012 444112max637.516 2 -.16 15 -.022 15 0 1 0 15 -.003 15442min-802.97 3 -.684 4 -.472 1 0 15 -.003 1 -.012 444313max637.345 2 -.365 15 -.022 15 0 1 0 15 -.003 15444min-803.098 3 -1.553 4 -.472 1 0 15 -.003 1 -.012 444514max637.175 2 -.569 15 -.022 15 0 1 0 15 -.003 15446min-803.226 3 -2.422 4 -.472 1 0 15 -.003 1 -.011 444715max637.005 2 -.773 15 -.022 15 0 1 0 15 -.002 15448min-803.354 3 -3.29 4 -.472 1 0 15 -.004 1 -.009 444916max636.834 2 -.977 15 -.022 15 0 1 0 15 -.002 15450min-803.482 3 -4.159 4 -.472 1 0 15 -.004 1 -.008 445117max636.664 2 -1.182 15 -.022 15 0 1 0 15 -.001 15452min-803.609 3 -5.028 4 -.472 1 0 15 -.004 1 -.006 445318max636.494 2 -1.386 15 -.022 15 0 1 0 15 0 15454min-803.737 3 -5.897 4 -.472 1 0 15 -.004 1 -.003 445519max636.323 2 -1.59 15 -.022 15 0 1 0 15 0 1456min-803.865 3 -6.766 4 -.472 1 0 15 -.004 1 0 1457M121max1125.123 1 0 1 19.319 1 0 1 0 15 0 1458min2.438 3 0 1 .899 15 0 1 -.004 1 0 14592max1125.293 1 0 1 19.319 1 0 1 0 15 0 1 460 min 2.566 3 0 1 .899 15 0 1 -.001 1 0 1 461 3 max 1125.464 1 0 1 19.319 1 0 1 0 1 0 1462min2.694 3 0 1 .899 15 0 1 0 15 0 14634max1125.634 1 0 1 19.319 1 0 1 .003 1 0 1 464 min 2.822 3 0 1 .899 15 0 1 0 15 0 1 465 5 max 1125.804 1 0 1 19.319 1 0 1 .005 1 0 1 466 min 2.949 3 0 1 .899 15 0 1 0 15 0 1 467 6 max 1125.975 1 0 1 19.319 1 0 1 .008 1 0 1468min3.077 3 0 1 .899 15 0 1 0 15 0 14697max1126.145 1 0 1 19.319 1 0 1 .01 1 0 1 470 min 3.205 3 0 1 .899 15 0 1 0 15 0 1 471 8 max 1126.315 1 0 1 19.319 1 0 1 .012 1 0 1 472 min 3.333 3 0 1 .899 15 0 1 0 15 0 14739max1126.486 1 0 1 19.319 1 0 1 .014 1 0 1474min3.46 3 0 1 .899 15 0 1 0 15 0 147510max1126.656 1 0 1 19.319 1 0 1 .016 1 0 1 476 min 3.588 3 0 1 .899 15 0 1 0 15 0 147711max1126.826 1 0 1 19.319 1 0 1 .019 1 0 1478min3.716 3 0 1 .899 15 0 1 0 15 0 1 479 12 max 1126.997 1 0 1 19.319 1 0 1 .021 1 0 1480min3.844 3 0 1 .899 15 0 1 0 15 0 1 481 13 max 1127.167 1 0 1 19.319 1 0 1 .023 1 0 1482min3.971 3 0 1 .899 15 0 1 .001 15 0 1 RISA-3D Version 13.0.0 Page 27 [T:\...\...\...\...\...\...\...\...\PVMax 72 Cell 2V 30° 115mph 30psf 10ft 7-10 NS.r3d] Company : Schletter, Inc.Nov 4, 2015 Designer : HCV Job Number :Checked By:_____ Model Name : Standard PVMax Racking System Envelope Member Section Forces (Continued) Member Sec Axial[lb] LC y Shear[lb] LC z Shear[lb] LC Torque[k-ft] LC y-y Mome... LC z-z Mome... LC48314max1127.337 1 0 1 19.319 1 0 1 .025 1 0 1484min4.099 3 0 1 .899 15 0 1 .001 15 0 148515max1127.508 1 0 1 19.319 1 0 1 .028 1 0 1486min4.227 3 0 1 .899 15 0 1 .001 15 0 148716max1127.678 1 0 1 19.319 1 0 1 .03 1 0 1 488 min 4.355 3 0 1 .899 15 0 1 .001 15 0 148917max1127.848 1 0 1 19.319 1 0 1 .032 1 0 1490min4.482 3 0 1 .899 15 0 1 .001 15 0 149118max1128.019 1 0 1 19.319 1 0 1 .034 1 0 1492min4.61 3 0 1 .899 15 0 1 .002 15 0 1 493 19 max 1128.189 1 0 1 19.319 1 0 1 .036 1 0 1494min4.738 3 0 1 .899 15 0 1 .002 15 0 1495M11max211.509 1 644.063 3 -5.05 15 0 1 .304 1 0 3496min9.83 15 -425.462 1 -107.852 1 0 3 .014 15 -.015 24972max212.352 1 642.969 3 -5.05 15 0 1 .237 1 .25 1498min10.084 15 -426.921 1 -107.852 1 0 3 .011 15 -.399 34993max515.686 3 496.491 1 -5.022 15 0 3 .17 1 .506 1500min-314.597 2 -477.659 3 -107.58 1 0 1 .008 15 -.786 35014max516.318 3 495.032 1 -5.022 15 0 3 .103 1 .198 1502min-313.755 2 -478.753 3 -107.58 1 0 1 .005 15 -.489 35035max516.95 3 493.573 1 -5.022 15 0 3 .036 1 -.005 15504min-312.913 2 -479.848 3 -107.58 1 0 1 .002 15 -.192 35056max517.582 3 492.114 1 -5.022 15 0 3 -.001 15 .107 3506min-312.07 2 -480.942 3 -107.58 1 0 1 -.031 1 -.439 25077max518.213 3 490.655 1 -5.022 15 0 3 -.005 15 .405 3508min-311.228 2 -482.036 3 -107.58 1 0 1 -.097 1 -.744 25098max518.845 3 489.196 1 -5.022 15 0 3 -.008 15 .705 3510min-310.385 2 -483.13 3 -107.58 1 0 1 -.164 1 -1.047 25119max536.351 3 45.382 2 -7.768 15 0 9 .101 1 .823 3512min-218.769 2 .446 15 -166.241 1 0 3 .005 15 -1.199 251310max536.983 3 43.923 2 -7.768 15 0 9 0 15 .803 3514min-217.927 2 .006 15 -166.241 1 0 3 -.002 1 -1.227 251511max537.614 3 42.464 2 -7.768 15 0 9 -.005 15 .784 3516min-217.084 2 -1.733 4 -166.241 1 0 3 -.105 1 -1.253 2 517 12 max 554.999 3 318.507 3 -4.822 15 0 2 .161 1 .684 3 518 min -125.454 2 -582.534 2 -103.48 1 0 3 .007 15 -1.111 251913max555.631 3 317.413 3 -4.822 15 0 2 .096 1 .487 3520min-124.612 2 -583.993 2 -103.48 1 0 3 .004 15 -.749 2 521 14 max 556.263 3 316.318 3 -4.822 15 0 2 .032 1 .29 3 522 min -123.769 2 -585.452 2 -103.48 1 0 3 .002 15 -.388 1 523 15 max 556.894 3 315.224 3 -4.822 15 0 2 -.001 15 .094 3 524 min -122.927 2 -586.911 2 -103.48 1 0 3 -.032 1 -.051 152516max557.526 3 314.13 3 -4.822 15 0 2 -.004 15 .343 2526min-122.084 2 -588.37 2 -103.48 1 0 3 -.096 1 -.101 3 527 17 max 558.158 3 313.035 3 -4.822 15 0 2 -.007 15 .708 2 528 min -121.242 2 -589.829 2 -103.48 1 0 3 -.16 1 -.296 3 529 18 max -10.101 15 589.648 2 -5.698 15 0 3 -.011 15 .355 2530min-212.828 1 -253.436 3 -121.836 1 0 2 -.231 1 -.145 353119max-9.847 15 588.189 2 -5.698 15 0 3 -.014 15 .012 3532min-211.985 1 -254.531 3 -121.836 1 0 2 -.307 1 -.012 1 533 M5 1 max 463.003 1 2145.622 3 0 1 0 1 0 1 .031 2534min20.132 12 -1449.995 1 0 1 0 1 0 1 0 35352max463.846 1 2144.528 3 0 1 0 1 0 1 .928 1 536 min 20.553 12 -1451.455 1 0 1 0 1 0 1 -1.331 35373max1637.099 3 1450.993 1 0 1 0 1 0 1 1.798 1 538 min -1084.019 2 -1499.333 3 0 1 0 1 0 1 -2.622 35394max1637.731 3 1449.534 1 0 1 0 1 0 1 .898 1 RISA-3D Version 13.0.0 Page 28 [T:\...\...\...\...\...\...\...\...\PVMax 72 Cell 2V 30° 115mph 30psf 10ft 7-10 NS.r3d] Company : Schletter, Inc.Nov 4, 2015 Designer : HCV Job Number :Checked By:_____ Model Name : Standard PVMax Racking System Envelope Member Section Forces (Continued) Member Sec Axial[lb] LC y Shear[lb] LC z Shear[lb] LC Torque[k-ft] LC y-y Mome... LC z-z Mome... LC540min-1083.177 2 -1500.427 3 0 1 0 1 0 1 -1.691 35415max1638.363 3 1448.075 1 0 1 0 1 0 1 .024 9542min-1082.334 2 -1501.521 3 0 1 0 1 0 1 -.76 35436max1638.994 3 1446.616 1 0 1 0 1 0 1 .173 3544min-1081.492 2 -1502.616 3 0 1 0 1 0 1 -.953 2 545 7 max 1639.626 3 1445.157 1 0 1 0 1 0 1 1.105 3546min-1080.65 2 -1503.71 3 0 1 0 1 0 1 -1.844 25478max1640.258 3 1443.698 1 0 1 0 1 0 1 2.039 3548min-1079.807 2 -1504.804 3 0 1 0 1 0 1 -2.734 25499max1669.765 3 152.057 2 0 1 0 1 0 1 2.348 3 550 min -890.017 2 .445 15 0 1 0 1 0 1 -3.121 255110max1670.397 3 150.597 2 0 1 0 1 0 1 2.274 3552min-889.175 2 .005 15 0 1 0 1 0 1 -3.215 255311max1671.029 3 149.138 2 0 1 0 1 0 1 2.202 3554min-888.333 2 -1.459 4 0 1 0 1 0 1 -3.308 255512max1700.778 3 979.504 3 0 1 0 1 0 1 1.933 3556min-698.57 2 -1740.553 2 0 1 0 1 0 1 -2.958 255713max1701.41 3 978.41 3 0 1 0 1 0 1 1.325 3558min-697.728 2 -1742.012 2 0 1 0 1 0 1 -1.877 255914max1702.042 3 977.316 3 0 1 0 1 0 1 .718 3560min-696.886 2 -1743.471 2 0 1 0 1 0 1 -.817 156115max1702.674 3 976.221 3 0 1 0 1 0 1 .287 2562min-696.043 2 -1744.93 2 0 1 0 1 0 1 0 1356316max1703.305 3 975.127 3 0 1 0 1 0 1 1.371 2564min-695.201 2 -1746.389 2 0 1 0 1 0 1 -.493 356517max1703.937 3 974.033 3 0 1 0 1 0 1 2.455 2566min-694.358 2 -1747.848 2 0 1 0 1 0 1 -1.098 356718max-20.993 12 1993.746 2 0 1 0 1 0 1 1.258 2568min-462.893 1 -881.045 3 0 1 0 1 0 1 -.572 356919max-20.571 12 1992.287 2 0 1 0 1 0 1 .023 1570min-462.051 1 -882.14 3 0 1 0 1 0 1 -.025 3571M91max211.509 1 644.063 3 107.852 1 0 3 -.014 15 0 3572min9.83 15 -425.462 1 5.05 15 0 1 -.304 1 -.015 25732max212.352 1 642.969 3 107.852 1 0 3 -.011 15 .25 1 574 min 10.084 15 -426.921 1 5.05 15 0 1 -.237 1 -.399 3 575 3 max 515.686 3 496.491 1 107.58 1 0 1 -.008 15 .506 1576min-314.597 2 -477.659 3 5.022 15 0 3 -.17 1 -.786 35774max516.318 3 495.032 1 107.58 1 0 1 -.005 15 .198 1 578 min -313.755 2 -478.753 3 5.022 15 0 3 -.103 1 -.489 3 579 5 max 516.95 3 493.573 1 107.58 1 0 1 -.002 15 -.005 15 580 min -312.913 2 -479.848 3 5.022 15 0 3 -.036 1 -.192 3 581 6 max 517.582 3 492.114 1 107.58 1 0 1 .031 1 .107 3582min-312.07 2 -480.942 3 5.022 15 0 3 .001 15 -.439 25837max518.213 3 490.655 1 107.58 1 0 1 .097 1 .405 3 584 min -311.228 2 -482.036 3 5.022 15 0 3 .005 15 -.744 2 585 8 max 518.845 3 489.196 1 107.58 1 0 1 .164 1 .705 3 586 min -310.385 2 -483.13 3 5.022 15 0 3 .008 15 -1.047 25879max536.351 3 45.382 2 166.241 1 0 3 -.005 15 .823 3588min-218.769 2 .446 15 7.768 15 0 9 -.101 1 -1.199 258910max536.983 3 43.923 2 166.241 1 0 3 .002 1 .803 3 590 min -217.927 2 .006 15 7.768 15 0 9 0 15 -1.227 259111max537.614 3 42.464 2 166.241 1 0 3 .105 1 .784 3592min-217.084 2 -1.733 4 7.768 15 0 9 .005 15 -1.253 2 593 12 max 554.999 3 318.507 3 103.48 1 0 3 -.007 15 .684 3594min-125.454 2 -582.534 2 4.822 15 0 2 -.161 1 -1.111 2 595 13 max 555.631 3 317.413 3 103.48 1 0 3 -.004 15 .487 3596min-124.612 2 -583.993 2 4.822 15 0 2 -.096 1 -.749 2 RISA-3D Version 13.0.0 Page 29 [T:\...\...\...\...\...\...\...\...\PVMax 72 Cell 2V 30° 115mph 30psf 10ft 7-10 NS.r3d] Company : Schletter, Inc.Nov 4, 2015 Designer : HCV Job Number :Checked By:_____ Model Name : Standard PVMax Racking System Envelope Member Section Forces (Continued) Member Sec Axial[lb] LC y Shear[lb] LC z Shear[lb] LC Torque[k-ft] LC y-y Mome... LC z-z Mome... LC59714max556.263 3 316.318 3 103.48 1 0 3 -.002 15 .29 3598min-123.769 2 -585.452 2 4.822 15 0 2 -.032 1 -.388 159915max556.894 3 315.224 3 103.48 1 0 3 .032 1 .094 3600min-122.927 2 -586.911 2 4.822 15 0 2 .001 15 -.051 160116max557.526 3 314.13 3 103.48 1 0 3 .096 1 .343 2 602 min -122.084 2 -588.37 2 4.822 15 0 2 .004 15 -.101 360317max558.158 3 313.035 3 103.48 1 0 3 .16 1 .708 2604min-121.242 2 -589.829 2 4.822 15 0 2 .007 15 -.296 360518max-10.101 15 589.648 2 121.836 1 0 2 .231 1 .355 2606min-212.828 1 -253.436 3 5.698 15 0 3 .011 15 -.145 3 607 19 max -9.847 15 588.189 2 121.836 1 0 2 .307 1 .012 3608min-211.985 1 -254.531 3 5.698 15 0 3 .014 15 -.012 1 Envelope Member Section Deflections Member Sec x [in] LC y [in] LC z [in] LC x Rotate [r... LC (n) L/y Ratio LC (n) L/z Ratio LC1M131max.001 1 .179 2 .01 3 1.231e-2 2 NC 1 NC 1 2 min 0 15 -.036 3 -.005 2 -2.55e-3 3 NC 1 NC 1 3 2 max 0 1 .269 3 .051 1 1.381e-2 2 NC 5 NC 2 4 min 0 15 -.01 9 .002 10 -2.552e-3 3 786.813 3 4783.007 1 5 3 max 0 1 .516 3 .121 1 1.53e-2 2 NC 5 NC 3 6 min 0 15 -.143 1 .006 15 -2.554e-3 3 434.739 3 1997.736 1 7 4 max 0 1 .666 3 .181 1 1.679e-2 2 NC 5 NC 3 8 min 0 15 -.216 1 .009 15 -2.557e-3 3 341.823 3 1335.082 1 9 5 max 0 1 .701 3 .211 1 1.829e-2 2 NC 5 NC 5 10 min 0 15 -.213 1 .01 15 -2.559e-3 3 325.636 3 1144.394 1 11 6 max 0 1 .623 3 .202 1 1.978e-2 2 NC 5 NC 5 12 min 0 15 -.138 1 .01 15 -2.561e-3 3 364.007 3 1191.545 1 13 7 max 0 1 .456 3 .158 1 2.127e-2 2 NC 5 NC 5 14 min 0 15 -.016 9 .008 15 -2.563e-3 3 487.428 3 1528.119 1 15 8 max 0 1 .244 3 .091 1 2.276e-2 2 NC 1 NC 5 16 min 0 15 .005 15 0 10 -2.566e-3 3 856.281 3 2679.09 1 17 9 max 0 1 .315 2 .032 3 2.426e-2 2 NC 4 NC 1 18 min 0 15 .009 15 -.009 10 -2.568e-3 3 1759.262 2 NC 1 19 10 max 0 1 .375 2 .031 3 2.575e-2 2 NC 3 NC 1 20 min 0 1 -.035 3 -.021 2 -2.57e-3 3 1225.058 2 NC 1 21 11 max 0 15 .315 2 .032 3 2.426e-2 2 NC 4 NC 1 22 min 0 1 .009 15 -.009 10 -2.568e-3 3 1759.262 2 NC 1 23 12 max 0 15 .244 3 .091 1 2.276e-2 2 NC 1 NC 5 24 min 0 1 .005 15 0 10 -2.566e-3 3 856.281 3 2679.09 1 25 13 max 0 15 .456 3 .158 1 2.127e-2 2 NC 5 NC 5 26 min 0 1 -.016 9 .008 15 -2.563e-3 3 487.428 3 1528.119 1 27 14 max 0 15 .623 3 .202 1 1.978e-2 2 NC 5 NC 5 28 min 0 1 -.138 1 .01 15 -2.561e-3 3 364.007 3 1191.545 1 29 15 max 0 15 .701 3 .211 1 1.829e-2 2 NC 5 NC 5 30 min 0 1 -.213 1 .01 15 -2.559e-3 3 325.636 3 1144.394 1 31 16 max 0 15 .666 3 .181 1 1.679e-2 2 NC 5 NC 3 32 min 0 1 -.216 1 .009 15 -2.557e-3 3 341.823 3 1335.082 1 33 17 max 0 15 .516 3 .121 1 1.53e-2 2 NC 5 NC 3 34 min 0 1 -.143 1 .006 15 -2.554e-3 3 434.739 3 1997.736 1 35 18 max 0 15 .269 3 .051 1 1.381e-2 2 NC 5 NC 2 36 min 0 1 -.01 9 .002 10 -2.552e-3 3 786.813 3 4783.007 1 37 19 max 0 15 .179 2 .01 3 1.231e-2 2 NC 1 NC 1 38 min -.001 1 -.036 3 -.005 2 -2.55e-3 3 NC 1 NC 1 39 M14 1 max 0 1 .34 3 .009 3 7.131e-3 2 NC 1 NC 1 40 min 0 15 -.552 2 -.005 2 -5.151e-3 3 NC 1 NC 1 RISA-3D Version 13.0.0 Page 30 [T:\...\...\...\...\...\...\...\...\PVMax 72 Cell 2V 30° 115mph 30psf 10ft 7-10 NS.r3d] Company : Schletter, Inc.Nov 4, 2015 Designer : HCV Job Number :Checked By:_____ Model Name : Standard PVMax Racking System Envelope Member Section Deflections (Continued) Member Sec x [in] LC y [in] LC z [in] LC x Rotate [r... LC (n) L/y Ratio LC (n) L/z Ratio LC412max01.672 3 .034 1 8.413e-3 2 NC 5 NC 242min015-.889 2 0 10 -6.197e-3 3 701.943 1 7327.627 1433max01.957 3 .095 1 9.694e-3 2 NC 15 NC 344min015-1.184 2 .005 15 -7.244e-3 3 374.243 1 2565.837 1454max011.163 3 .152 1 1.098e-2 2 9324.703 15 NC 3 46 min 0 15 -1.411 2 .007 15 -8.291e-3 3 276.343 1 1593.772 1475max011.273 3 .184 1 1.226e-2 2 8068.431 15 NC 348min015-1.552 2 .009 15 -9.337e-3 3 238.135 1 1312.18 1496max011.289 3 .182 1 1.354e-2 2 7732.466 15 NC 350min015-1.608 2 .009 15 -1.038e-2 3 226.909 1 1331.482 1 51 7 max 0 1 1.224 3 .144 1 1.482e-2 2 7999.146 15 NC 552min015-1.589 2 .007 15 -1.143e-2 3 231.625 2 1676.388 1538max011.109 3 .084 1 1.61e-2 2 8740.161 15 NC 354min015-1.519 2 0 10 -1.248e-2 3 248.194 2 2893.471 1559max01.993 3 .029 3 1.738e-2 2 9734.283 15 NC 156min015-1.439 2 -.008 10 -1.352e-2 3 270.824 2 NC 15710max01.938 3 .027 3 1.866e-2 2 NC 15 NC 158min01-1.398 2 -.019 2 -1.457e-2 3 283.904 2 NC 15911max015.993 3 .029 3 1.738e-2 2 9734.283 15 NC 160min01-1.439 2 -.008 10 -1.352e-2 3 270.824 2 NC 16112max0151.109 3 .084 1 1.61e-2 2 8740.161 15 NC 362min01-1.519 2 0 10 -1.248e-2 3 248.194 2 2893.471 16313max0151.224 3 .144 1 1.482e-2 2 7999.146 15 NC 564min01-1.589 2 .007 15 -1.143e-2 3 231.625 2 1676.388 16514max0151.289 3 .182 1 1.354e-2 2 7732.466 15 NC 366min01-1.608 2 .009 15 -1.038e-2 3 226.909 1 1331.482 16715max0151.273 3 .184 1 1.226e-2 2 8068.431 15 NC 368min01-1.552 2 .009 15 -9.337e-3 3 238.135 1 1312.18 16916max0151.163 3 .152 1 1.098e-2 2 9324.703 15 NC 370min01-1.411 2 .007 15 -8.291e-3 3 276.343 1 1593.772 17117max015.957 3 .095 1 9.694e-3 2 NC 15 NC 372min01-1.184 2 .005 15 -7.244e-3 3 374.243 1 2565.837 17318max015.672 3 .034 1 8.413e-3 2 NC 5 NC 274min01-.889 2 0 10 -6.197e-3 3 701.943 1 7327.627 1 75 19 max 0 15 .34 3 .009 3 7.131e-3 2 NC 1 NC 1 76 min 0 1 -.552 2 -.005 2 -5.151e-3 3 NC 1 NC 177M151max015.348 3 .008 3 4.384e-3 3 NC 1 NC 178min01-.551 2 -.004 2 -7.419e-3 2 NC 1 NC 1 79 2 max 0 15 .573 3 .034 1 5.277e-3 3 NC 5 NC 2 80 min 0 1 -.972 2 0 10 -8.759e-3 2 570.247 2 7264.843 1 81 3 max 0 15 .771 3 .095 1 6.17e-3 3 NC 15 NC 3 82 min 0 1 -1.336 2 .005 15 -1.01e-2 2 305.787 2 2552.953 1834max015.925 3 .152 1 7.062e-3 3 9340.497 15 NC 384min01-1.604 2 .007 15 -1.144e-2 2 228.002 2 1587.623 1 85 5 max 0 15 1.026 3 .185 1 7.955e-3 3 8083.729 15 NC 3 86 min 0 1 -1.755 2 .009 15 -1.278e-2 2 199.348 2 1307.657 1 87 6 max 0 15 1.07 3 .182 1 8.848e-3 3 7749.339 15 NC 388min01-1.789 2 .009 15 -1.412e-2 2 193.912 2 1326.795 1897max0151.066 3 .145 1 9.741e-3 3 8019.73 15 NC 390min01-1.723 2 .007 15 -1.546e-2 2 204.798 2 1669.256 1 91 8 max 0 15 1.029 3 .085 1 1.063e-2 3 8767.045 15 NC 392min01-1.595 2 .001 10 -1.68e-2 2 229.949 2 2873.598 1939max015.982 3 .027 3 1.153e-2 3 9769.47 15 NC 1 94 min 0 1 -1.461 2 -.007 10 -1.814e-2 2 263.905 2 NC 19510max01.957 3 .025 3 1.242e-2 3 NC 15 NC 1 96 min 0 1 -1.396 2 -.018 2 -1.948e-2 2 284.225 2 NC 19711max01.982 3 .027 3 1.153e-2 3 9769.47 15 NC 1 RISA-3D Version 13.0.0 Page 31 [T:\...\...\...\...\...\...\...\...\PVMax 72 Cell 2V 30° 115mph 30psf 10ft 7-10 NS.r3d] Company : Schletter, Inc.Nov 4, 2015 Designer : HCV Job Number :Checked By:_____ Model Name : Standard PVMax Racking System Envelope Member Section Deflections (Continued) Member Sec x [in] LC y [in] LC z [in] LC x Rotate [r... LC (n) L/y Ratio LC (n) L/z Ratio LC98min015-1.461 2 -.007 10 -1.814e-2 2 263.905 2 NC 19912max011.029 3 .085 1 1.063e-2 3 8767.045 15 NC 3100min015-1.595 2 .001 10 -1.68e-2 2 229.949 2 2873.598 110113max011.066 3 .145 1 9.741e-3 3 8019.73 15 NC 3102min015-1.723 2 .007 15 -1.546e-2 2 204.798 2 1669.256 1 103 14 max 0 1 1.07 3 .182 1 8.848e-3 3 7749.339 15 NC 3104min015-1.789 2 .009 15 -1.412e-2 2 193.912 2 1326.795 110515max011.026 3 .185 1 7.955e-3 3 8083.729 15 NC 3106min015-1.755 2 .009 15 -1.278e-2 2 199.348 2 1307.657 110716max01.925 3 .152 1 7.062e-3 3 9340.497 15 NC 3 108 min 0 15 -1.604 2 .007 15 -1.144e-2 2 228.002 2 1587.623 110917max01.771 3 .095 1 6.17e-3 3 NC 15 NC 3110min015-1.336 2 .005 15 -1.01e-2 2 305.787 2 2552.953 111118max01.573 3 .034 1 5.277e-3 3 NC 5 NC 2112min015-.972 2 0 10 -8.759e-3 2 570.247 2 7264.843 111319max01.348 3 .008 3 4.384e-3 3 NC 1 NC 1114min015-.551 2 -.004 2 -7.419e-3 2 NC 1 NC 1115M161max015.163 1 .007 3 7.957e-3 3 NC 1 NC 1116min-.001 1 -.118 3 -.004 2 -1.052e-2 1 NC 1 NC 11172max015.003 13 .05 1 9.178e-3 3 NC 5 NC 2118min-.001 1 -.096 2 .003 15 -1.166e-2 1 941.106 2 4847.295 11193max015.05 3 .12 1 1.04e-2 3 NC 5 NC 3120min01-.298 2 .006 15 -1.28e-2 1 524.856 2 2011.974 11214max015.085 3 .18 1 1.162e-2 3 NC 5 NC 3122min01-.413 2 .009 15 -1.393e-2 1 419.943 2 1340.012 11235max015.076 3 .21 1 1.284e-2 3 NC 5 NC 3124min01-.423 2 .01 15 -1.507e-2 1 412.643 2 1145.523 11256max015.023 3 .203 1 1.406e-2 3 NC 5 NC 3126min01-.332 2 .01 15 -1.621e-2 1 489.189 2 1189.145 11277max015.002 13 .159 1 1.528e-2 3 NC 5 NC 3128min01-.162 2 .008 15 -1.734e-2 1 748.571 2 1517.771 11298max015.093 1 .092 1 1.65e-2 3 NC 4 NC 3130min01-.161 3 .003 10 -1.848e-2 1 2126.129 2 2629.811 11319max015.258 1 .026 1 1.772e-2 3 NC 4 NC 2 132 min 0 1 -.248 3 -.006 10 -1.962e-2 1 1845.921 3 9660.661 1 133 10 max 0 1 .332 1 .022 3 1.894e-2 3 NC 5 NC 1134min01-.286 3 -.017 2 -2.076e-2 1 1416.902 1 NC 113511max01.258 1 .026 1 1.772e-2 3 NC 4 NC 2 136 min 0 15 -.248 3 -.006 10 -1.962e-2 1 1845.921 3 9660.661 1 137 12 max 0 1 .093 1 .092 1 1.65e-2 3 NC 4 NC 3 138 min 0 15 -.161 3 .003 10 -1.848e-2 1 2126.129 2 2629.811 1 139 13 max 0 1 .002 13 .159 1 1.528e-2 3 NC 5 NC 3140min015-.162 2 .008 15 -1.734e-2 1 748.571 2 1517.771 114114max01.023 3 .203 1 1.406e-2 3 NC 5 NC 3 142 min 0 15 -.332 2 .01 15 -1.621e-2 1 489.189 2 1189.145 1 143 15 max 0 1 .076 3 .21 1 1.284e-2 3 NC 5 NC 3 144 min 0 15 -.423 2 .01 15 -1.507e-2 1 412.643 2 1145.523 114516max01.085 3 .18 1 1.162e-2 3 NC 5 NC 3146min015-.413 2 .009 15 -1.393e-2 1 419.943 2 1340.012 114717max01.05 3 .12 1 1.04e-2 3 NC 5 NC 3 148 min 0 15 -.298 2 .006 15 -1.28e-2 1 524.856 2 2011.974 114918max.001 1 .003 13 .05 1 9.178e-3 3 NC 5 NC 2150min015-.096 2 .003 15 -1.166e-2 1 941.106 2 4847.295 1 151 19 max .001 1 .163 1 .007 3 7.957e-3 3 NC 1 NC 1152min015-.118 3 -.004 2 -1.052e-2 1 NC 1 NC 1 153 M2 1 max .008 1 .009 2 .014 1 -1.553e-5 15 NC 1 NC 2154min-.009 3 -.015 3 0 15 -3.329e-4 1 8490.823 2 5470.865 1 RISA-3D Version 13.0.0 Page 32 [T:\...\...\...\...\...\...\...\...\PVMax 72 Cell 2V 30° 115mph 30psf 10ft 7-10 NS.r3d] Company : Schletter, Inc.Nov 4, 2015 Designer : HCV Job Number :Checked By:_____ Model Name : Standard PVMax Racking System Envelope Member Section Deflections (Continued) Member Sec x [in] LC y [in] LC z [in] LC x Rotate [r... LC (n) L/y Ratio LC (n) L/z Ratio LC1552max.007 1 .008 2 .013 1 -1.474e-5 15 NC 1 NC 2156min-.009 3 -.015 3 0 15 -3.16e-4 1 NC 1 5962.079 11573max.007 1 .006 2 .012 1 -1.395e-5 15 NC 1 NC 2158min-.008 3 -.014 3 0 15 -2.991e-4 1 NC 1 6546.502 11594max.006 1 .005 2 .011 1 -1.317e-5 15 NC 1 NC 2 160 min -.008 3 -.014 3 0 15 -2.822e-4 1 NC 1 7248.569 11615max.006 1 .003 2 .01 1 -1.238e-5 15 NC 1 NC 2162min-.007 3 -.013 3 0 15 -2.653e-4 1 NC 1 8101.524 11636max.006 1 .002 2 .008 1 -1.159e-5 15 NC 1 NC 2164min-.007 3 -.013 3 0 15 -2.484e-4 1 NC 1 9151.542 1 165 7 max .005 1 .001 2 .007 1 -1.08e-5 15 NC 1 NC 1166min-.006 3 -.012 3 0 15 -2.315e-4 1 NC 1 NC 11678max.005 1 0 2 .006 1 -1.001e-5 15 NC 1 NC 1168min-.006 3 -.012 3 0 15 -2.146e-4 1 NC 1 NC 11699max.004 1 0 2 .005 1 -9.226e-6 15 NC 1 NC 1170min-.005 3 -.011 3 0 15 -1.977e-4 1 NC 1 NC 117110max.004 1 -.002 15 .005 1 -8.438e-6 15 NC 1 NC 1172min-.005 3 -.011 3 0 15 -1.807e-4 1 NC 1 NC 117311max.003 1 -.002 15 .004 1 -7.65e-6 15 NC 1 NC 1174min-.004 3 -.01 3 0 15 -1.638e-4 1 NC 1 NC 117512max.003 1 -.002 15 .003 1 -6.863e-6 15 NC 1 NC 1176min-.004 3 -.009 3 0 15 -1.469e-4 1 NC 1 NC 117713max.003 1 -.002 15 .002 1 -6.075e-6 15 NC 1 NC 1178min-.003 3 -.008 3 0 15 -1.3e-4 1 NC 1 NC 117914max.002 1 -.002 15 .002 1 -5.287e-6 15 NC 1 NC 1180min-.003 3 -.007 3 0 15 -1.131e-4 1 NC 1 NC 118115max.002 1 -.001 15 .001 1 -4.499e-6 15 NC 1 NC 1182min-.002 3 -.006 4 0 15 -9.62e-5 1 NC 1 NC 118316max.001 1 -.001 15 0 1 -3.711e-6 15 NC 1 NC 1184min-.002 3 -.005 4 0 15 -7.929e-5 1 NC 1 NC 118517max0101501-2.923e-6 15 NC 1 NC 1186min-.001 3 -.003 4 0 15 -6.238e-5 1 NC 1 NC 118718max0101501-2.135e-6 15 NC 1 NC 1188min03-.002 4 0 15 -4.547e-5 1 NC 1 NC 1 189 19 max 0 1 0 1 0 1 -1.347e-6 15 NC 1 NC 1 190 min 0 1 0 1 0 1 -2.856e-5 1 NC 1 NC 1191M31max0101015.412e-6 1 NC 1 NC 1192min0101012.561e-7 15 NC 1 NC 1 193 2 max 0 3 0 15 0 15 4.177e-5 1 NC 1 NC 1 194 min 0 2 -.003 4 0 1 1.947e-6 15 NC 1 NC 1 195 3 max 0 3 -.001 15 0 15 7.813e-5 1 NC 1 NC 1 196 min 0 2 -.006 4 0 1 3.637e-6 15 NC 1 NC 11974max.001 3 -.002 15 0 15 1.145e-4 1 NC 1 NC 1198min-.001 2 -.009 4 0 1 5.328e-6 15 NC 1 NC 1 199 5 max .002 3 -.003 15 0 15 1.508e-4 1 NC 1 NC 1 200 min -.001 2 -.012 4 0 1 7.018e-6 15 8382.304 4 NC 1 201 6 max .002 3 -.004 15 0 15 1.872e-4 1 NC 5 NC 1202min-.002 2 -.015 4 0 1 8.709e-6 15 6802.371 4 NC 12037max.003 3 -.004 15 0 15 2.236e-4 1 NC 5 NC 1204min-.002 2 -.018 4 0 1 1.04e-5 15 5850.387 4 NC 1 205 8 max .003 3 -.005 15 0 1 2.599e-4 1 NC 5 NC 1206min-.002 2 -.02 4 0 12 1.209e-5 15 5263.42 4 NC 12079max.003 3 -.005 15 0 1 2.963e-4 1 NC 5 NC 1 208 min -.003 2 -.021 4 0 12 1.378e-5 15 4917.683 4 NC 120910max.004 3 -.005 15 .001 1 3.326e-4 1 NC 5 NC 1 210 min -.003 2 -.022 4 0 15 1.547e-5 15 4753.226 4 NC 121111max.004 3 -.005 15 .002 1 3.69e-4 1 NC 5 NC 1 RISA-3D Version 13.0.0 Page 33 [T:\...\...\...\...\...\...\...\...\PVMax 72 Cell 2V 30° 115mph 30psf 10ft 7-10 NS.r3d] Company : Schletter, Inc.Nov 4, 2015 Designer : HCV Job Number :Checked By:_____ Model Name : Standard PVMax Racking System Envelope Member Section Deflections (Continued) Member Sec x [in] LC y [in] LC z [in] LC x Rotate [r... LC (n) L/y Ratio LC (n) L/z Ratio LC212min-.003 2 -.022 4 0 15 1.716e-5 15 4745.913 4 NC 121312max.005 3 -.005 15 .002 1 4.053e-4 1 NC 5 NC 1214min-.004 2 -.021 4 0 15 1.885e-5 15 4898.163 4 NC 121513max.005 3 -.005 15 .003 1 4.417e-4 1 NC 5 NC 1216min-.004 2 -.02 4 0 15 2.054e-5 15 5241.08 4 NC 1 217 14 max .006 3 -.004 15 .004 1 4.78e-4 1 NC 5 NC 1218min-.005 2 -.018 4 0 15 2.223e-5 15 5850.451 4 NC 121915max.006 3 -.004 15 .006 1 5.144e-4 1 NC 3 NC 1220min-.005 2 -.015 4 0 15 2.392e-5 15 6893.779 4 NC 122116max.007 3 -.003 15 .007 1 5.508e-4 1 NC 1 NC 1 222 min -.005 2 -.012 4 0 15 2.562e-5 15 8776.38 4 NC 122317max.007 3 -.002 15 .009 1 5.871e-4 1 NC 1 NC 1224min-.006 2 -.009 4 0 15 2.731e-5 15 NC 1 NC 122518max.007 3 -.001 15 .011 1 6.235e-4 1 NC 1 NC 2226min-.006 2 -.005 1 0 15 2.9e-5 15 NC 1 9285.541 122719max.008 3 0 10 .013 1 6.598e-4 1 NC 1 NC 2228min-.006 2 -.002 1 0 15 3.069e-5 15 NC 1 7746.938 1229M41max.003 1 .006 2 0 15 2.336e-4 1 NC 1 NC 3230min03-.008 3 -.013 1 1.09e-5 15 NC 1 1890.202 12312max.003 1 .006 2 0 15 2.336e-4 1 NC 1 NC 3232min03-.008 3 -.012 1 1.09e-5 15 NC 1 2051.219 12333max.002 1 .005 2 0 15 2.336e-4 1 NC 1 NC 3234min03-.007 3 -.011 1 1.09e-5 15 NC 1 2243.12 12354max.002 1 .005 2 0 15 2.336e-4 1 NC 1 NC 3236min03-.007 3 -.01 1 1.09e-5 15 NC 1 2473.88 12375max.002 1 .005 2 0 15 2.336e-4 1 NC 1 NC 3238min03-.006 3 -.009 1 1.09e-5 15 NC 1 2754.341 12396max.002 1 .004 2 0 15 2.336e-4 1 NC 1 NC 3240min03-.006 3 -.008 1 1.09e-5 15 NC 1 3099.541 12417max.002 1 .004 2 0 15 2.336e-4 1 NC 1 NC 3242min03-.005 3 -.007 1 1.09e-5 15 NC 1 3530.824 12438max.002 1 .004 2 0 15 2.336e-4 1 NC 1 NC 3244min03-.005 3 -.006 1 1.09e-5 15 NC 1 4079.315 12459max.001 1 .003 2 0 15 2.336e-4 1 NC 1 NC 2 246 min 0 3 -.004 3 -.005 1 1.09e-5 15 NC 1 4791.862 1 247 10 max .001 1 .003 2 0 15 2.336e-4 1 NC 1 NC 2248min03-.004 3 -.004 1 1.09e-5 15 NC 1 5741.682 124911max.001 1 .003 2 0 15 2.336e-4 1 NC 1 NC 2 250 min 0 3 -.004 3 -.004 1 1.09e-5 15 NC 1 7048.515 1 251 12 max .001 1 .002 2 0 15 2.336e-4 1 NC 1 NC 2 252 min 0 3 -.003 3 -.003 1 1.09e-5 15 NC 1 8919.42 1 253 13 max 0 1 .002 2 0 15 2.336e-4 1 NC 1 NC 1254min03-.003 3 -.002 1 1.09e-5 15 NC 1 NC 125514max01.002 2 0 15 2.336e-4 1 NC 1 NC 1 256 min 0 3 -.002 3 -.002 1 1.09e-5 15 NC 1 NC 1 257 15 max 0 1 .001 2 0 15 2.336e-4 1 NC 1 NC 1 258 min 0 3 -.002 3 -.001 1 1.09e-5 15 NC 1 NC 125916max01020152.336e-4 1 NC 1 NC 1260min03-.001 3 0 1 1.09e-5 15 NC 1 NC 126117max01020152.336e-4 1 NC 1 NC 1 262 min 0 3 0 3 0 1 1.09e-5 15 NC 1 NC 126318max01020152.336e-4 1 NC 1 NC 1264min0303011.09e-5 15 NC 1 NC 1 265 19 max 0 1 0 1 0 1 2.336e-4 1 NC 1 NC 1266min0101011.09e-5 15 NC 1 NC 1 267 M6 1 max .024 1 .034 2 0 1 0 1 NC 3 NC 1268min-.029 3 -.047 3 0 1 0 1 2272.567 2 NC 1 RISA-3D Version 13.0.0 Page 34 [T:\...\...\...\...\...\...\...\...\PVMax 72 Cell 2V 30° 115mph 30psf 10ft 7-10 NS.r3d] Company : Schletter, Inc.Nov 4, 2015 Designer : HCV Job Number :Checked By:_____ Model Name : Standard PVMax Racking System Envelope Member Section Deflections (Continued) Member Sec x [in] LC y [in] LC z [in] LC x Rotate [r... LC (n) L/y Ratio LC (n) L/z Ratio LC2692max.023 1 .031 2 0 1 0 1 NC 3 NC 1270min-.028 3 -.044 3 0 1 0 1 2503.6 2 NC 12713max.021 1 .028 2 0 1 0 1 NC 3 NC 1272min-.026 3 -.042 3 0 1 0 1 2784.337 2 NC 12734max.02 1 .025 2 0 1 0 1 NC 3 NC 1 274 min -.025 3 -.039 3 0 1 0 1 3129.521 2 NC 12755max.019 1 .022 2 0 1 0 1 NC 3 NC 1276min-.023 3 -.037 3 0 1 0 1 3559.991 2 NC 12776max.017 1 .019 2 0 1 0 1 NC 3 NC 1278min-.021 3 -.034 3 0 1 0 1 4105.998 2 NC 1 279 7 max .016 1 .016 2 0 1 0 1 NC 1 NC 1280min-.02 3 -.032 3 0 1 0 1 4812.837 2 NC 12818max.015 1 .013 2 0 1 0 1 NC 1 NC 1282min-.018 3 -.029 3 0 1 0 1 5750.891 2 NC 12839max.013 1 .011 2 0 1 0 1 NC 1 NC 1284min-.016 3 -.027 3 0 1 0 1 7034.583 2 NC 128510max.012 1 .009 2 0 1 0 1 NC 1 NC 1286min-.015 3 -.024 3 0 1 0 1 8860.617 2 NC 128711max.011 1 .007 2 0 1 0 1 NC 1 NC 1288min-.013 3 -.021 3 0 1 0 1 NC 1 NC 128912max.009 1 .005 2 0 1 0 1 NC 1 NC 1290min-.011 3 -.019 3 0 1 0 1 NC 1 NC 129113max.008 1 .003 2 0 1 0 1 NC 1 NC 1292min-.01 3 -.016 3 0 1 0 1 NC 1 NC 129314max.007 1 .002 2 0 1 0 1 NC 1 NC 1294min-.008 3 -.014 3 0 1 0 1 NC 1 NC 129515max.005 1 0 2 0 1 0 1 NC 1 NC 1296min-.007 3 -.011 3 0 1 0 1 NC 1 NC 129716max.004 1 0 2 0 1 0 1 NC 1 NC 1298min-.005 3 -.008 3 0 1 0 1 NC 1 NC 129917max.003 1 0 2 0 1 0 1 NC 1 NC 1300min-.003 3 -.005 3 0 1 0 1 NC 1 NC 130118max.001 1 0 2 0 1 0 1 NC 1 NC 1302min-.002 3 -.003 3 0 1 0 1 NC 1 NC 1 303 19 max 0 1 0 1 0 1 0 1 NC 1 NC 1 304 min 0 1 0 1 0 1 0 1 NC 1 NC 1305M71max01010101NC1NC1306min01010101NC1NC1 307 2 max .001 3 0 15 0 1 0 1 NC 1 NC 1 308 min -.001 2 -.004 3 0 1 0 1 NC 1 NC 1 309 3 max .003 3 -.001 15 0 1 0 1 NC 1 NC 1 310 min -.003 2 -.007 3 0 1 0 1 NC 1 NC 13114max.004 3 -.002 15 0 1 0 1 NC 1 NC 1312min-.004 2 -.01 3 0 1 0 1 NC 1 NC 1 313 5 max .005 3 -.003 15 0 1 0 1 NC 1 NC 1 314 min -.005 2 -.013 3 0 1 0 1 8537.256 3 NC 1 315 6 max .007 3 -.004 15 0 1 0 1 NC 1 NC 1316min-.006 2 -.016 3 0 1 0 1 6945.511 4 NC 13177max.008 3 -.004 15 0 1 0 1 NC 2 NC 1318min-.008 2 -.018 3 0 1 0 1 5963.699 4 NC 1 319 8 max .009 3 -.005 15 0 1 0 1 NC 2 NC 1320min-.009 2 -.02 3 0 1 0 1 5358.107 4 NC 13219max.011 3 -.005 15 0 1 0 1 NC 5 NC 1 322 min -.01 2 -.021 4 0 1 0 1 5000.504 4 NC 132310max.012 3 -.005 15 0 1 0 1 NC 5 NC 1 324 min -.012 2 -.022 4 0 1 0 1 4828.698 4 NC 132511max.014 3 -.005 15 0 1 0 1 NC 5 NC 1 RISA-3D Version 13.0.0 Page 35 [T:\...\...\...\...\...\...\...\...\PVMax 72 Cell 2V 30° 115mph 30psf 10ft 7-10 NS.r3d] Company : Schletter, Inc.Nov 4, 2015 Designer : HCV Job Number :Checked By:_____ Model Name : Standard PVMax Racking System Envelope Member Section Deflections (Continued) Member Sec x [in] LC y [in] LC z [in] LC x Rotate [r... LC (n) L/y Ratio LC (n) L/z Ratio LC326min-.013 2 -.022 4 0 1 0 1 4817.415 4 NC 132712max.015 3 -.005 15 0 1 0 1 NC 5 NC 1328min-.014 2 -.021 4 0 1 0 1 4968.602 4 NC 132913max.016 3 -.005 15 0 1 0 1 NC 5 NC 1330min-.016 2 -.02 4 0 1 0 1 5313.433 4 NC 1 331 14 max .018 3 -.004 15 0 1 0 1 NC 5 NC 1332min-.017 2 -.018 3 0 1 0 1 5928.415 4 NC 133315max.019 3 -.004 15 0 1 0 1 NC 1 NC 1334min-.018 2 -.017 3 0 1 0 1 6982.951 4 NC 133516max.02 3 -.003 15 0 1 0 1 NC 1 NC 1 336 min -.019 2 -.014 3 0 1 0 1 8887.204 4 NC 133717max.022 3 -.002 15 0 1 0 1 NC 1 NC 1338min-.021 2 -.012 3 0 1 0 1 NC 1 NC 133918max.023 3 -.001 15 0 1 0 1 NC 1 NC 1340min-.022 2 -.009 3 0 1 0 1 NC 1 NC 134119max.024 3 0 10 0 1 0 1 NC 1 NC 1342min-.023 2 -.006 3 0 1 0 1 NC 1 NC 1343M81max.007 1 .023 2 0 1 0 1 NC 1 NC 1344min03-.025 3 0 1 0 1 NC 1 NC 13452max.006 1 .021 2 0 1 0 1 NC 1 NC 1346min03-.024 3 0 1 0 1 NC 1 NC 13473max.006 1 .02 2 0 1 0 1 NC 1 NC 1348min03-.022 3 0 1 0 1 NC 1 NC 13494max.006 1 .019 2 0 1 0 1 NC 1 NC 1350min03-.021 3 0 1 0 1 NC 1 NC 13515max.005 1 .018 2 0 1 0 1 NC 1 NC 1352min03-.019 3 0 1 0 1 NC 1 NC 13536max.005 1 .016 2 0 1 0 1 NC 1 NC 1354min03-.018 3 0 1 0 1 NC 1 NC 13557max.005 1 .015 2 0 1 0 1 NC 1 NC 1356min03-.017 3 0 1 0 1 NC 1 NC 13578max.004 1 .014 2 0 1 0 1 NC 1 NC 1358min03-.015 3 0 1 0 1 NC 1 NC 13599max.004 1 .013 2 0 1 0 1 NC 1 NC 1 360 min 0 3 -.014 3 0 1 0 1 NC 1 NC 1 361 10 max .003 1 .011 2 0 1 0 1 NC 1 NC 1362min03-.013 3 0 1 0 1 NC 1 NC 136311max.003 1 .01 2 0 1 0 1 NC 1 NC 1 364 min 0 3 -.011 3 0 1 0 1 NC 1 NC 1 365 12 max .003 1 .009 2 0 1 0 1 NC 1 NC 1 366 min 0 3 -.01 3 0 1 0 1 NC 1 NC 1 367 13 max .002 1 .008 2 0 1 0 1 NC 1 NC 1368min03-.008 3 0 1 0 1 NC 1 NC 136914max.002 1 .006 2 0 1 0 1 NC 1 NC 1 370 min 0 3 -.007 3 0 1 0 1 NC 1 NC 1 371 15 max .002 1 .005 2 0 1 0 1 NC 1 NC 1 372 min 0 3 -.006 3 0 1 0 1 NC 1 NC 137316max.001 1 .004 2 0 1 0 1 NC 1 NC 1374min03-.004 3 0 1 0 1 NC 1 NC 137517max01.003 2 0 1 0 1 NC 1 NC 1 376 min 0 3 -.003 3 0 1 0 1 NC 1 NC 137718max01.001 2 0 1 0 1 NC 1 NC 1378min03-.001 3 0 1 0 1 NC 1 NC 1 379 19 max 0 1 0 1 0 1 0 1 NC 1 NC 1380min01010101NC1NC1 381 M10 1 max .008 1 .009 2 0 15 3.329e-4 1 NC 1 NC 2382min-.009 3 -.015 3 -.014 1 1.553e-5 15 8490.823 2 5470.865 1 RISA-3D Version 13.0.0 Page 36 [T:\...\...\...\...\...\...\...\...\PVMax 72 Cell 2V 30° 115mph 30psf 10ft 7-10 NS.r3d] Company : Schletter, Inc.Nov 4, 2015 Designer : HCV Job Number :Checked By:_____ Model Name : Standard PVMax Racking System Envelope Member Section Deflections (Continued) Member Sec x [in] LC y [in] LC z [in] LC x Rotate [r... LC (n) L/y Ratio LC (n) L/z Ratio LC3832max.007 1 .008 2 0 15 3.16e-4 1 NC 1 NC 2384min-.009 3 -.015 3 -.013 1 1.474e-5 15 NC 1 5962.079 13853max.007 1 .006 2 0 15 2.991e-4 1 NC 1 NC 2386min-.008 3 -.014 3 -.012 1 1.395e-5 15 NC 1 6546.502 13874max.006 1 .005 2 0 15 2.822e-4 1 NC 1 NC 2 388 min -.008 3 -.014 3 -.011 1 1.317e-5 15 NC 1 7248.569 13895max.006 1 .003 2 0 15 2.653e-4 1 NC 1 NC 2390min-.007 3 -.013 3 -.01 1 1.238e-5 15 NC 1 8101.524 13916max.006 1 .002 2 0 15 2.484e-4 1 NC 1 NC 2392min-.007 3 -.013 3 -.008 1 1.159e-5 15 NC 1 9151.542 1 393 7 max .005 1 .001 2 0 15 2.315e-4 1 NC 1 NC 1394min-.006 3 -.012 3 -.007 1 1.08e-5 15 NC 1 NC 13958max.005 1 0 2 0 15 2.146e-4 1 NC 1 NC 1396min-.006 3 -.012 3 -.006 1 1.001e-5 15 NC 1 NC 13979max.004 1 0 2 0 15 1.977e-4 1 NC 1 NC 1398min-.005 3 -.011 3 -.005 1 9.226e-6 15 NC 1 NC 139910max.004 1 -.002 15 0 15 1.807e-4 1 NC 1 NC 1400min-.005 3 -.011 3 -.005 1 8.438e-6 15 NC 1 NC 140111max.003 1 -.002 15 0 15 1.638e-4 1 NC 1 NC 1402min-.004 3 -.01 3 -.004 1 7.65e-6 15 NC 1 NC 140312max.003 1 -.002 15 0 15 1.469e-4 1 NC 1 NC 1404min-.004 3 -.009 3 -.003 1 6.863e-6 15 NC 1 NC 140513max.003 1 -.002 15 0 15 1.3e-4 1 NC 1 NC 1406min-.003 3 -.008 3 -.002 1 6.075e-6 15 NC 1 NC 140714max.002 1 -.002 15 0 15 1.131e-4 1 NC 1 NC 1408min-.003 3 -.007 3 -.002 1 5.287e-6 15 NC 1 NC 140915max.002 1 -.001 15 0 15 9.62e-5 1 NC 1 NC 1410min-.002 3 -.006 4 -.001 1 4.499e-6 15 NC 1 NC 141116max.001 1 -.001 15 0 15 7.929e-5 1 NC 1 NC 1412min-.002 3 -.005 4 0 1 3.711e-6 15 NC 1 NC 141317max010150156.238e-5 1 NC 1 NC 1414min-.001 3 -.003 4 0 1 2.923e-6 15 NC 1 NC 141518max010150154.547e-5 1 NC 1 NC 1416min03-.002 4 0 1 2.135e-6 15 NC 1 NC 1 417 19 max 0 1 0 1 0 1 2.856e-5 1 NC 1 NC 1 418 min 0 1 0 1 0 1 1.347e-6 15 NC 1 NC 1419M111max010101-2.561e-7 15 NC 1 NC 1420min010101-5.412e-6 1 NC 1 NC 1 421 2 max 0 3 0 15 0 1 -1.947e-6 15 NC 1 NC 1 422 min 0 2 -.003 4 0 15 -4.177e-5 1 NC 1 NC 1 423 3 max 0 3 -.001 15 0 1 -3.637e-6 15 NC 1 NC 1 424 min 0 2 -.006 4 0 15 -7.813e-5 1 NC 1 NC 14254max.001 3 -.002 15 0 1 -5.328e-6 15 NC 1 NC 1426min-.001 2 -.009 4 0 15 -1.145e-4 1 NC 1 NC 1 427 5 max .002 3 -.003 15 0 1 -7.018e-6 15 NC 1 NC 1 428 min -.001 2 -.012 4 0 15 -1.508e-4 1 8382.304 4 NC 1 429 6 max .002 3 -.004 15 0 1 -8.709e-6 15 NC 5 NC 1430min-.002 2 -.015 4 0 15 -1.872e-4 1 6802.371 4 NC 14317max.003 3 -.004 15 0 1 -1.04e-5 15 NC 5 NC 1432min-.002 2 -.018 4 0 15 -2.236e-4 1 5850.387 4 NC 1 433 8 max .003 3 -.005 15 0 12 -1.209e-5 15 NC 5 NC 1434min-.002 2 -.02 4 0 1 -2.599e-4 1 5263.42 4 NC 14359max.003 3 -.005 15 0 12 -1.378e-5 15 NC 5 NC 1 436 min -.003 2 -.021 4 0 1 -2.963e-4 1 4917.683 4 NC 143710max.004 3 -.005 15 0 15 -1.547e-5 15 NC 5 NC 1 438 min -.003 2 -.022 4 -.001 1 -3.326e-4 1 4753.226 4 NC 143911max.004 3 -.005 15 0 15 -1.716e-5 15 NC 5 NC 1 RISA-3D Version 13.0.0 Page 37 [T:\...\...\...\...\...\...\...\...\PVMax 72 Cell 2V 30° 115mph 30psf 10ft 7-10 NS.r3d] Company : Schletter, Inc.Nov 4, 2015 Designer : HCV Job Number :Checked By:_____ Model Name : Standard PVMax Racking System Envelope Member Section Deflections (Continued) Member Sec x [in] LC y [in] LC z [in] LC x Rotate [r... LC (n) L/y Ratio LC (n) L/z Ratio LC440min-.003 2 -.022 4 -.002 1 -3.69e-4 1 4745.913 4 NC 144112max.005 3 -.005 15 0 15 -1.885e-5 15 NC 5 NC 1442min-.004 2 -.021 4 -.002 1 -4.053e-4 1 4898.163 4 NC 144313max.005 3 -.005 15 0 15 -2.054e-5 15 NC 5 NC 1444min-.004 2 -.02 4 -.003 1 -4.417e-4 1 5241.08 4 NC 1 445 14 max .006 3 -.004 15 0 15 -2.223e-5 15 NC 5 NC 1446min-.005 2 -.018 4 -.004 1 -4.78e-4 1 5850.451 4 NC 144715max.006 3 -.004 15 0 15 -2.392e-5 15 NC 3 NC 1448min-.005 2 -.015 4 -.006 1 -5.144e-4 1 6893.779 4 NC 144916max.007 3 -.003 15 0 15 -2.562e-5 15 NC 1 NC 1 450 min -.005 2 -.012 4 -.007 1 -5.508e-4 1 8776.38 4 NC 145117max.007 3 -.002 15 0 15 -2.731e-5 15 NC 1 NC 1452min-.006 2 -.009 4 -.009 1 -5.871e-4 1 NC 1 NC 145318max.007 3 -.001 15 0 15 -2.9e-5 15 NC 1 NC 2454min-.006 2 -.005 1 -.011 1 -6.235e-4 1 NC 1 9285.541 145519max.008 3 0 10 0 15 -3.069e-5 15 NC 1 NC 2456min-.006 2 -.002 1 -.013 1 -6.598e-4 1 NC 1 7746.938 1457M121max.003 1 .006 2 .013 1 -1.09e-5 15 NC 1 NC 3458min03-.008 3 0 15 -2.336e-4 1 NC 1 1890.202 14592max.003 1 .006 2 .012 1 -1.09e-5 15 NC 1 NC 3460min03-.008 3 0 15 -2.336e-4 1 NC 1 2051.219 14613max.002 1 .005 2 .011 1 -1.09e-5 15 NC 1 NC 3462min03-.007 3 0 15 -2.336e-4 1 NC 1 2243.12 14634max.002 1 .005 2 .01 1 -1.09e-5 15 NC 1 NC 3464min03-.007 3 0 15 -2.336e-4 1 NC 1 2473.88 14655max.002 1 .005 2 .009 1 -1.09e-5 15 NC 1 NC 3466min03-.006 3 0 15 -2.336e-4 1 NC 1 2754.341 14676max.002 1 .004 2 .008 1 -1.09e-5 15 NC 1 NC 3468min03-.006 3 0 15 -2.336e-4 1 NC 1 3099.541 14697max.002 1 .004 2 .007 1 -1.09e-5 15 NC 1 NC 3470min03-.005 3 0 15 -2.336e-4 1 NC 1 3530.824 14718max.002 1 .004 2 .006 1 -1.09e-5 15 NC 1 NC 3472min03-.005 3 0 15 -2.336e-4 1 NC 1 4079.315 14739max.001 1 .003 2 .005 1 -1.09e-5 15 NC 1 NC 2 474 min 0 3 -.004 3 0 15 -2.336e-4 1 NC 1 4791.862 1 475 10 max .001 1 .003 2 .004 1 -1.09e-5 15 NC 1 NC 2476min03-.004 3 0 15 -2.336e-4 1 NC 1 5741.682 147711max.001 1 .003 2 .004 1 -1.09e-5 15 NC 1 NC 2 478 min 0 3 -.004 3 0 15 -2.336e-4 1 NC 1 7048.515 1 479 12 max .001 1 .002 2 .003 1 -1.09e-5 15 NC 1 NC 2 480 min 0 3 -.003 3 0 15 -2.336e-4 1 NC 1 8919.42 1 481 13 max 0 1 .002 2 .002 1 -1.09e-5 15 NC 1 NC 1482min03-.003 3 0 15 -2.336e-4 1 NC 1 NC 148314max01.002 2 .002 1 -1.09e-5 15 NC 1 NC 1 484 min 0 3 -.002 3 0 15 -2.336e-4 1 NC 1 NC 1 485 15 max 0 1 .001 2 .001 1 -1.09e-5 15 NC 1 NC 1 486 min 0 3 -.002 3 0 15 -2.336e-4 1 NC 1 NC 148716max010201-1.09e-5 15 NC 1 NC 1488min03-.001 3 0 15 -2.336e-4 1 NC 1 NC 148917max010201-1.09e-5 15 NC 1 NC 1 490 min 0 3 0 3 0 15 -2.336e-4 1 NC 1 NC 149118max010201-1.09e-5 15 NC 1 NC 1492min0303015-2.336e-4 1 NC 1 NC 1 493 19 max 0 1 0 1 0 1 -1.09e-5 15 NC 1 NC 1494min010101-2.336e-4 1 NC 1 NC 1 495 M1 1 max .01 3 .179 2 .001 1 1.372e-2 1 NC 1 NC 1496min-.005 2 -.036 3 0 15 -2.373e-2 3 NC 1 NC 1 RISA-3D Version 13.0.0 Page 38 [T:\...\...\...\...\...\...\...\...\PVMax 72 Cell 2V 30° 115mph 30psf 10ft 7-10 NS.r3d] Company : Schletter, Inc.Nov 4, 2015 Designer : HCV Job Number :Checked By:_____ Model Name : Standard PVMax Racking System Envelope Member Section Deflections (Continued) Member Sec x [in] LC y [in] LC z [in] LC x Rotate [r... LC (n) L/y Ratio LC (n) L/z Ratio LC4972max.01 3 .086 2 0 15 6.608e-3 1 NC 5 NC 1498min-.005 2 -.016 3 -.01 1 -1.178e-2 3 1471.082 2 NC 14993max.01 3 .015 3 0 15 -1.134e-6 10 NC 5 NC 2500min-.005 2 -.012 2 -.014 1 -2.966e-4 1 709.941 2 8956.275 15014max.01 3 .066 3 0 15 4.722e-3 2 NC 15 NC 2 502 min -.005 2 -.123 2 -.013 1 -4.825e-3 3 449.456 2 9644.664 15035max.01 3 .131 3 0 15 9.536e-3 1 9864.306 15 NC 1504min-.005 2 -.238 2 -.009 1 -9.53e-3 3 324.998 2 NC 15056max.009 3 .201 3 0 15 1.445e-2 1 7783.457 15 NC 1506min-.005 2 -.35 2 -.004 1 -1.424e-2 3 256.312 2 NC 1 507 7 max .009 3 .267 3 0 1 1.937e-2 1 6556.288 15 NC 1508min-.005 2 -.449 2 0 3 -1.894e-2 3 215.724 2 NC 15098max.009 3 .323 3 .001 1 2.429e-2 1 5830.806 15 NC 1510min-.005 2 -.528 2 0 15 -2.365e-2 3 191.704 2 NC 15119max.009 3 .359 3 0 15 2.705e-2 2 5451.695 15 NC 1512min-.005 2 -.578 2 0 1 -2.397e-2 3 179.183 2 NC 151310max.009 3 .373 3 0 1 2.91e-2 2 5335.936 15 NC 1514min-.004 2 -.595 2 0 15 -2.137e-2 3 175.51 2 NC 151511max.008 3 .364 3 0 1 3.116e-2 2 5451.455 15 NC 1516min-.004 2 -.578 2 0 15 -1.877e-2 3 179.804 2 NC 151712max.008 3 .333 3 0 15 3.002e-2 2 5830.307 15 NC 1518min-.004 2 -.526 2 -.001 1 -1.594e-2 3 193.563 2 NC 151913max.008 3 .284 3 0 15 2.41e-2 2 6555.428 15 NC 1520min-.004 2 -.443 2 0 1 -1.275e-2 3 220.188 2 NC 152114max.008 3 .221 3 .003 1 1.818e-2 2 7782.018 15 NC 1522min-.004 2 -.34 2 0 15 -9.558e-3 3 265.774 2 NC 152315max.007 3 .15 3 .008 1 1.226e-2 2 9861.841 15 NC 1524min-.004 2 -.226 2 0 15 -6.369e-3 3 344.336 2 NC 152516max.007 3 .076 3 .012 1 6.334e-3 2 NC 15 NC 1526min-.004 2 -.112 2 0 15 -3.181e-3 3 489.912 2 NC 152717max.007 3 .005 3 .013 1 8.505e-4 1 NC 5 NC 2528min-.004 2 -.006 2 0 15 8.211e-6 3 799.172 1 9540.251 152918max.007 3 .083 1 .009 1 1.002e-2 2 NC 5 NC 1530min-.004 2 -.058 3 0 15 -3.686e-3 3 1685.099 1 NC 1 531 19 max .007 3 .163 1 0 15 1.991e-2 2 NC 1 NC 1 532 min -.004 2 -.118 3 -.001 1 -7.503e-3 3 NC 1 NC 1533M51max.031 3 .375 2 0 1 0 1 NC 1 NC 1534min-.021 2 -.035 3 0 1 0 1 NC 1 NC 1 535 2 max .031 3 .18 2 0 1 0 1 NC 5 NC 1 536 min -.021 2 -.012 3 0 1 0 1 700.569 2 NC 1 537 3 max .031 3 .048 3 0 1 0 1 NC 15 NC 1 538 min -.022 2 -.04 2 0 1 0 1 329.007 2 NC 15394max.03 3 .174 3 0 1 0 1 6861.773 15 NC 1540min-.021 2 -.302 2 0 1 0 1 201.152 2 NC 1 541 5 max .029 3 .347 3 0 1 0 1 4786.935 15 NC 1 542 min -.021 2 -.587 2 0 1 0 1 141.345 2 NC 1 543 6 max .029 3 .541 3 0 1 0 1 3676.468 15 NC 1544min-.02 2 -.871 2 0 1 0 1 109.1 2 NC 15457max.028 3 .73 3 0 1 0 1 3036.617 15 NC 1546min-.02 2 -1.128 2 0 1 0 1 90.412 2 NC 1 547 8 max .028 3 .888 3 0 1 0 1 2665.339 15 NC 1548min-.019 2 -1.335 2 0 1 0 1 79.522 2 NC 15499max.027 3 .991 3 0 1 0 1 2474.999 15 NC 1 550 min -.019 2 -1.466 2 0 1 0 1 73.925 2 NC 155110max.026 3 1.028 3 0 1 0 1 2417.612 15 NC 1 552 min -.019 2 -1.51 2 0 1 0 1 72.289 2 NC 155311max.026 3 1.002 3 0 1 0 1 2475.1 15 NC 1 RISA-3D Version 13.0.0 Page 39 [T:\...\...\...\...\...\...\...\...\PVMax 72 Cell 2V 30° 115mph 30psf 10ft 7-10 NS.r3d] Company : Schletter, Inc.Nov 4, 2015 Designer : HCV Job Number :Checked By:_____ Model Name : Standard PVMax Racking System Envelope Member Section Deflections (Continued) Member Sec x [in] LC y [in] LC z [in] LC x Rotate [r... LC (n) L/y Ratio LC (n) L/z Ratio LC554min-.018 2 -1.466 2 0 1 0 1 74.201 2 NC 155512max.025 3 .915 3 0 1 0 1 2665.584 15 NC 1556min-.018 2 -1.329 2 0 1 0 1 80.421 2 NC 155713max.024 3 .775 3 0 1 0 1 3037.129 15 NC 1558min-.018 2 -1.112 2 0 1 0 1 92.732 2 NC 1 559 14 max .024 3 .598 3 0 1 0 1 3677.486 15 NC 1560min-.018 2 -.842 2 0 1 0 1 114.336 2 NC 156115max.023 3 .402 3 0 1 0 1 4788.972 15 NC 1562min-.017 2 -.55 2 0 1 0 1 152.798 2 NC 156316max.022 3 .202 3 0 1 0 1 6866.079 15 NC 1 564 min -.017 2 -.266 2 0 1 0 1 225.41 1 NC 156517max.022 3 .016 3 0 1 0 1 NC 15 NC 1566min-.017 2 -.02 2 0 1 0 1 383.36 1 NC 156718max.022 3 .174 1 0 1 0 1 NC 5 NC 1568min-.017 2 -.143 3 0 1 0 1 841.56 1 NC 156919max.022 3 .332 1 0 1 0 1 NC 1 NC 1570min-.017 2 -.286 3 0 1 0 1 NC 1 NC 1571M91max.01 3 .179 2 0 15 2.373e-2 3 NC 1 NC 1572min-.005 2 -.036 3 -.001 1 -1.372e-2 1 NC 1 NC 15732max.01 3 .086 2 .01 1 1.178e-2 3 NC 5 NC 1574min-.005 2 -.016 3 0 15 -6.608e-3 1 1471.082 2 NC 15753max.01 3 .015 3 .014 1 2.966e-4 1 NC 5 NC 2576min-.005 2 -.012 2 0 15 1.134e-6 10 709.941 2 8956.275 15774max.01 3 .066 3 .013 1 4.825e-3 3 NC 15 NC 2578min-.005 2 -.123 2 0 15 -4.722e-3 2 449.456 2 9644.664 15795max.01 3 .131 3 .009 1 9.53e-3 3 9864.306 15 NC 1580min-.005 2 -.238 2 0 15 -9.536e-3 1 324.998 2 NC 15816max.009 3 .201 3 .004 1 1.424e-2 3 7783.457 15 NC 1582min-.005 2 -.35 2 0 15 -1.445e-2 1 256.312 2 NC 15837max.009 3 .267 3 0 3 1.894e-2 3 6556.288 15 NC 1584min-.005 2 -.449 2 0 1 -1.937e-2 1 215.724 2 NC 15858max.009 3 .323 3 0 15 2.365e-2 3 5830.806 15 NC 1586min-.005 2 -.528 2 -.001 1 -2.429e-2 1 191.704 2 NC 15879max.009 3 .359 3 0 1 2.397e-2 3 5451.695 15 NC 1 588 min -.005 2 -.578 2 0 15 -2.705e-2 2 179.183 2 NC 1 589 10 max .009 3 .373 3 0 15 2.137e-2 3 5335.936 15 NC 1590min-.004 2 -.595 2 0 1 -2.91e-2 2 175.51 2 NC 159111max.008 3 .364 3 0 15 1.877e-2 3 5451.455 15 NC 1 592 min -.004 2 -.578 2 0 1 -3.116e-2 2 179.804 2 NC 1 593 12 max .008 3 .333 3 .001 1 1.594e-2 3 5830.307 15 NC 1 594 min -.004 2 -.526 2 0 15 -3.002e-2 2 193.563 2 NC 1 595 13 max .008 3 .284 3 0 1 1.275e-2 3 6555.428 15 NC 1596min-.004 2 -.443 2 0 15 -2.41e-2 2 220.188 2 NC 159714max.008 3 .221 3 0 15 9.558e-3 3 7782.018 15 NC 1 598 min -.004 2 -.34 2 -.003 1 -1.818e-2 2 265.774 2 NC 1 599 15 max .007 3 .15 3 0 15 6.369e-3 3 9861.841 15 NC 1 600 min -.004 2 -.226 2 -.008 1 -1.226e-2 2 344.336 2 NC 160116max.007 3 .076 3 0 15 3.181e-3 3 NC 15 NC 1602min-.004 2 -.112 2 -.012 1 -6.334e-3 2 489.912 2 NC 160317max.007 3 .005 3 0 15 -8.211e-6 3 NC 5 NC 2 604 min -.004 2 -.006 2 -.013 1 -8.505e-4 1 799.172 1 9540.251 160518max.007 3 .083 1 0 15 3.686e-3 3 NC 5 NC 1606min-.004 2 -.058 3 -.009 1 -1.002e-2 2 1685.099 1 NC 1 607 19 max .007 3 .163 1 .001 1 7.503e-3 3 NC 1 NC 1608min-.004 2 -.118 3 0 15 -1.991e-2 2 NC 1 NC 1 RISA-3D Version 13.0.0 Page 40 [T:\...\...\...\...\...\...\...\...\PVMax 72 Cell 2V 30° 115mph 30psf 10ft 7-10 NS.r3d] E-mail: Phone: Address: Standard PVMax - Worst Case, 14-40 Inch WidthProject: 1/5Page:HCVEngineer: 8/1/2016Date:Schletter, Inc.Company:Anchor Designer™ Software Version 2.4.6025.0 Base Material Concrete: Normal-weight Concrete thickness, h (inch): 18.00 State: Cracked Compressive strength, f’c (psi): 2500 Ψc,V: 1.0 Reinforcement condition: B tension, B shear Supplemental reinforcement: Not applicable Reinforcement provided at corners: No Do not evaluate concrete breakout in tension: No Do not evaluate concrete breakout in shear: No Hole condition: Dry concrete Inspection: Periodic Temperature range, Short/Long: 110/75°F Ignore 6do requirement: Not applicable Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 4.00 x 4.00 x 0.28 General Design method:ACI 318-05 Units: Imperial units Anchor Information: Anchor type: Bonded anchor Material: A193 Grade B8/B8M (304/316SS) Diameter (inch): 0.500 Effective Embedment depth, hef (inch): 6.000 Code report: IAPMO UES ER-263 Anchor category: - Anchor ductility: Yes hmin (inch): 8.50 cac (inch): 9.67 Cmin (inch): 1.75 Smin (inch): 3.00 Load and Geometry Load factor source: ACI 318 Section 9.2 Load combination: not set Seismic design: No Anchors subjected to sustained tension: No Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No <Figure 1> 2. Input Data & Anchor Parameters Project description: Location: Fastening description: Customer company: Customer contact name: Customer e-mail: Comment: 1.Project information 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. E-mail: Phone: Address: Standard PVMax - Worst Case, 14-40 Inch WidthProject: 2/5Page:HCVEngineer: 8/1/2016Date:Schletter, Inc.Company:Anchor Designer™ Software Version 2.4.6025.0 <Figure 2> Recommended Anchor Anchor Name: AT-XP® - AT-XP w/ 1/2"Ø A193 Gr. B8/B8M (304/316SS) Code Report: IAPMO UES ER-263 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. E-mail: Phone: Address: Standard PVMax - Worst Case, 14-40 Inch WidthProject: 3/5Page:HCVEngineer: 8/1/2016Date:Schletter, Inc.Company:Anchor Designer™ Software Version 2.4.6025.0 Shear load y, Vuay (lb) Anchor Tension load, Nua (lb) 3. Resulting Anchor Forces Shear load combined, √(Vuax)²+(Vuay)² (lb) Shear load x, Vuax (lb) 1020.01 27.0 565.6565.0 27.0 565.0Sum1020.0 565.6 Maximum concrete compression strain (‰): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 1020 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'Vx (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'Vy (inch): 0.00 <Figure 3> 60710.758095 fNsa (lb)fNsa (lb) 4. Steel Strength of Anchor in Tension(Sec. D.5.1) 57100.65102151.0001.000.967247.75220.36 fNcb (lb)fNb (lb)Ycp,NYc,NYed,NANco (in2)ANc (in2) fNcb = f (ANc / ANco)Yed,NYc,NYcp,NNb (Sec. D.4.1 & Eq. D-4) 102155.24725001.0017.0 Nb (lb)hef (in)f’c (psi)lkc Nb = kclÖf’chef1.5 (Eq. D-7) 5. Concrete Breakout Strength of Anchor in Tension (Sec. D.5.2) 53650.5597551.0001.000109.66109.66 fNa (lb)f Na0 (lb)Yp,NaYed,NaANa0 (in2)ANa (in2) fNa = f (ANa / ANa0)Yed,NaYp,NaNa0 (Sec. D.4.1 & Eq. D-16a) 97556.0000.501035 Na0 (lb)hef (in)da (in)tk,cr (psi) Na0 = tk,crpdahef (Eq. D-16f) 10351.001.001035 tk,cr (psi)Ksatfshort-termtk,cr (psi) tk,cr = tk,crfshort-termKsat 6. Adhesive Strength of Anchor in Tension (AC308 Sec. 3.3) 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. E-mail: Phone: Address: Standard PVMax - Worst Case, 14-40 Inch WidthProject: 4/5Page:HCVEngineer: 8/1/2016Date:Schletter, Inc.Company:Anchor Designer™ Software Version 2.4.6025.0 31560.651.04855 fgroutfVsa (lb)ffgroutVsa (lb) 8. Steel Strength of Anchor in Shear (Sec. D.6.1) 39340.7069471.0001.0000.925220.50192.89 fVcby (lb)fVby (lb)Yh,VYc,VYed,VAVco (in2)AVc (in2) fV cby =f (AVc / AVco)Yed,VYc,VYh,VVby (Sec. D.4.1 & Eq. D-21) 69477.0025001.000.504.00 Vby (lb)ca1 (in)f’c (psi)lda (in)le (in) Vby = 7(le / da)0.2ÖdalÖf’cca11.5 (Eq. D-24) Shear perpendicular to edge in y-direction: 9. Concrete Breakout Strength of Anchor in Shear (Sec. D.6.2) 30180.7082821.0001.0000.878278.72165.27 fVcbx (lb)fVbx (lb)Yh,VYc,VYed,VAVco (in2)AVc (in2) fV cbx =f (AVc / AVco)Yed,VYc,VYh,VVbx (Sec. D.4.1 & Eq. D-21) 82827.8725001.000.504.00 Vbx (lb)ca1 (in)f’c (psi)lda (in)le (in) Vbx = 7(le / da)0.2ÖdalÖf’cca11.5 (Eq. D-24) Shear perpendicular to edge in x-direction: 85080.7069471.0001.0001.000220.50192.89 fVcbx (lb)fVby (lb)Yh,VYc,VYed,VAVco (in2)AVc (in2) fVcbx =f (2)(AVc / AVco)Yed,VYc,VYh,VVby (Sec. D.4.1, D.6.2.1(c) & Eq. D-21) 69477.0025001.000.504.00 Vby (lb)ca1 (in)f’c (psi)lda (in)le (in) Vby = 7(le / da)0.2ÖdalÖf’cca11.5 (Eq. D-24) Shear parallel to edge in x-direction: 68750.7082821.0001.0001.000278.72165.27 fVcby (lb)fVbx (lb)Yh,VYc,VYed,VAVco (in2)AVc (in2) fVcby =f (2)(AVc / AVco)Yed,VYc,VYh,VVbx (Sec. D.4.1, D.6.2.1(c) & Eq. D-21) 82827.8725001.000.504.00 Vbx (lb)ca1 (in)f’c (psi)lda (in)le (in) Vbx = 7(le / da)0.2ÖdalÖf’cca11.5 (Eq. D-24) Shear parallel to edge in y-direction: 122980.708785102151.0001.0000.967247.75220.36 fV cp (lb)fNcb (lb)Nb (lb)Ycp,NYc,NYed,NANco (in2)ANc (in2) 975597551.0001.000109.66109.662.0 Na (lb)Na0 (lb)Yp,NaYed,NaANa0 (in2)ANa (in2)kcp fVcp = f min|kcpNa ; kcpNcb| = f min|kcp(ANa / ANa0)Yed,NaYp,NaNa0 ; kcp(ANc / ANco)Yed,NYc,NYcp,NNb| (Eq. D-30a) 10. Concrete Pryout Strength of Anchor in Shear (Sec. D.6.3) 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. E-mail: Phone: Address: Standard PVMax - Worst Case, 14-40 Inch WidthProject: 5/5Page:HCVEngineer: 8/1/2016Date:Schletter, Inc.Company:Anchor Designer™ Software Version 2.4.6025.0 Pass1.019.0 %0.000.19Sec. D.7.1 StatusPermissibleCombined RatioVua/fVnNua/fNnInteraction check Pass0.0512298566Pryout Pass0.14--Concrete breakout, combined Pass0.086875565|| Concrete breakout x+ Pass0.00850827|| Concrete breakout y+ Pass0.01301827T Concrete breakout x+ Pass0.143934565T Concrete breakout y+ Pass (Governs)0.183156566Steel StatusRatioDesign Strength, øVn (lb)Factored Load, Vua (lb)Shear Pass (Governs)0.1953651020Adhesive Pass0.1857101020Concrete breakout Pass0.1760711020Steel StatusRatioDesign Strength, øNn (lb)Factored Load, Nua (lb)Tension Interaction of Tensile and Shear Forces (Sec. D.7) 11. Results AT-XP w/ 1/2"Ø A193 Gr. B8/B8M (304/316SS) with hef = 6.000 inch meets the selected design criteria. - This temperature range is currently outside the scope of ACI 318-11 and ACI 355.4, and is provided for historical purposes. - Designer must exercise own judgement to determine if this design is suitable. - Refer to manufacturer’s product literature for hole cleaning and installation instructions. 12. Warnings 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. E-mail: Phone: Address: Standard PVMax - Worst Case, 21-31 Inch WidthProject: 1/5Page:HCVEngineer: 8/1/2016Date:Schletter, Inc.Company:Anchor Designer™ Software Version 2.4.6025.0 Base Material Concrete: Normal-weight Concrete thickness, h (inch): 18.00 State: Cracked Compressive strength, f’c (psi): 2500 Ψc,V: 1.0 Reinforcement condition: B tension, B shear Supplemental reinforcement: Not applicable Reinforcement provided at corners: No Do not evaluate concrete breakout in tension: No Do not evaluate concrete breakout in shear: No Hole condition: Dry concrete Inspection: Periodic Temperature range, Short/Long: 110/75°F Ignore 6do requirement: Not applicable Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 4.00 x 7.00 x 0.28 General Design method:ACI 318-05 Units: Imperial units Anchor Information: Anchor type: Bonded anchor Material: A193 Grade B8/B8M (304/316SS) Diameter (inch): 0.500 Effective Embedment depth, hef (inch): 6.000 Code report: IAPMO UES ER-263 Anchor category: - Anchor ductility: Yes hmin (inch): 8.50 cac (inch): 9.67 Cmin (inch): 1.75 Smin (inch): 3.00 Load and Geometry Load factor source: ACI 318 Section 9.2 Load combination: not set Seismic design: No Anchors subjected to sustained tension: No Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No <Figure 1> 2. Input Data & Anchor Parameters Project description: Location: Fastening description: Customer company: Customer contact name: Customer e-mail: Comment: 1.Project information 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. E-mail: Phone: Address: Standard PVMax - Worst Case, 21-31 Inch WidthProject: 2/5Page:HCVEngineer: 8/1/2016Date:Schletter, Inc.Company:Anchor Designer™ Software Version 2.4.6025.0 <Figure 2> Recommended Anchor Anchor Name: AT-XP® - AT-XP w/ 1/2"Ø A193 Gr. B8/B8M (304/316SS) Code Report: IAPMO UES ER-263 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. E-mail: Phone: Address: Standard PVMax - Worst Case, 21-31 Inch WidthProject: 3/5Page:HCVEngineer: 8/1/2016Date:Schletter, Inc.Company:Anchor Designer™ Software Version 2.4.6025.0 Shear load y, Vuay (lb) Anchor Tension load, Nua (lb) 3. Resulting Anchor Forces Shear load combined, √(Vuax)²+(Vuay)² (lb) Shear load x, Vuax (lb) 2495.51 1558.5 1558.50.0 2495.52 1558.5 1558.50.0 3117.0 0.0Sum4991.0 3117.0 Maximum concrete compression strain (‰): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 4991 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'Vx (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'Vy (inch): 0.00 <Figure 3> 60710.758095 fNsa (lb)fNsa (lb) 4. Steel Strength of Anchor in Tension(Sec. D.5.1) 92080.65124921.0001.000.9721.000324.00378.00 fNcbg (lb)fNb (lb)Ycp,NYc,NYed,NYec,NANco (in2)ANc (in2) fNcbg =f (ANc / ANco)Yec,NYed,NYc,NYcp,NNb (Sec. D.4.1 & Eq. D-5) 124926.00025001.0017.0 Nb (lb)hef (in)f’c (psi)lkc Nb = kclÖf’chef1.5 (Eq. D-7) 5. Concrete Breakout Strength of Anchor in Tension (Sec. D.5.2) 80930.5597551.0001.0001.0431.000109.66158.66 fNag (lb)fNa0(lb)Yp,NaYec,NaYg,NaYed,NaANa0 (in2)ANa (in2) fNag = f (ANa / ANa0)Yed,NaYg,NaYec,NaYp,NaNa0 (Sec. D.4.1 & Eq. D-16b) 97556.0000.501035 Na0 (lb)hef (in)da (in)tk,cr (psi) Na0 = tk,crpdahef (Eq. D-16f) 10351.001.001035 tk,cr (psi)Ksatfshort-termtk,cr (psi) tk,cr = tk,crfshort-termKsat 6. Adhesive Strength of Anchor in Tension (AC308 Sec. 3.3) 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. E-mail: Phone: Address: Standard PVMax - Worst Case, 21-31 Inch WidthProject: 4/5Page:HCVEngineer: 8/1/2016Date:Schletter, Inc.Company:Anchor Designer™ Software Version 2.4.6025.0 31560.651.04855 fgroutfVsa (lb)ffgroutVsa (lb) 8. Steel Strength of Anchor in Shear (Sec. D.6.1) 53230.70155931.0001.0000.8361.000648.00378.00 fVcbgx (lb)fVbx (lb)Yh,VYc,VYed,VYec,VAVco (in2)AVc (in2) fVcbgx = f (AVc / AVco)Yec,VYed,VYc,VYh,VVbx (Sec. D.4.1 & Eq. D-22) 1559312.0025001.000.504.00 Vbx (lb)ca1 (in)f’c (psi)lda (in)le (in) Vbx = 7(le / da)0.2ÖdalÖf’cca11.5 (Eq. D-24) Shear perpendicular to edge in x-direction: 9. Concrete Breakout Strength of Anchor in Shear (Sec. D.6.2) 122410.7087441.0001.0001.000299.64299.64 fVcbx (lb)fVby (lb)Yh,VYc,VYed,VAVco (in2)AVc (in2) fVcbx =f (2)(AVc / AVco)Yed,VYc,VYh,VVby (Sec. D.4.1, D.6.2.1(c) & Eq. D-21) 87448.1625001.000.504.00 Vby (lb)ca1 (in)f’c (psi)lda (in)le (in) Vby = 7(le / da)0.2ÖdalÖf’cca11.5 (Eq. D-24) Shear parallel to edge in x-direction: 19833 fVcpg (lb) 0.7014166124921.0001.0000.9721.000324.00378.00 fNcb (lb)Nb (lb)Ycp,NYc,NYed,NYec,NANco (in2)ANc (in2) 1471597551.0001.0001.0431.000109.66158.662.0 Na (lb)Na0 (lb)Yp,NaYec,NaYg,NaYed,NaANa0 (in2)ANa (in2)kcp fVcpg = f min|kcpNag ; kcpNcbg| = f min|kcp(ANa / ANa0)Yed,NaYg,NaYec,NaYp,NaNa0 ; kcp(ANc / ANco)Yec,NYed,NYc,NYcp,NNb| (Eq. D-30b) 10. Concrete Pryout Strength of Anchor in Shear (Sec. D.6.3) Pass (Governs)0.5953233117T Concrete Ereakout [ Pass0.4931561559Steel StatusRatioDesign Strength, øVn (lb)Factored Load, Vua (lb)Shear Pass (Governs)0.6280934991Adhesive Pass0.5492084991Concrete breakout Pass0.4160712496Steel StatusRatioDesign Strength, øNn (lb)Factored Load, Nua (lb)Tension Interaction of Tensile and Shear Forces (Sec. D.7) 11. Results 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. E-mail: Phone: Address: Standard PVMax - Worst Case, 21-31 Inch WidthProject: 5/5Page:HCVEngineer: 8/1/2016Date:Schletter, Inc.Company:Anchor Designer™ Software Version 2.4.6025.0 Pass1.2120.2 %0.590.62Sec. D.7.3 StatusPermissibleCombined RatioVua/fVnNua/fNnInteraction check Pass0.16198333117Pryout Pass (Governs)0.13122411559__ Concrete Ereakout y- AT-XP w/ 1/2"Ø A193 Gr. B8/B8M (304/316SS) with hef = 6.000 inch meets the selected design criteria. - This temperature range is currently outside the scope of ACI 318-11 and ACI 355.4, and is provided for historical purposes. - Designer must exercise own judgement to determine if this design is suitable. - Refer to manufacturer’s product literature for hole cleaning and installation instructions. 12. Warnings 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. 1 A 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 B C D E F G H I J K 1 2 3 54 6 7 8 9 10 11 12 13 14 15 16 17 A B C D E F G H I J K NO.DRAWN:CHECKED:REVIEWED:APPROVED:REVISIONS:Drawing Number: DESIGN CRITERIA: FOR STRUCTURAL DESIGN INFORMATION AND APPLICABLE BUILDING CODES, REFERENCE ACCOMPANYING LETTER OF ACCEPTANCE AND CALCULATIONS. LOADS: MODULE DEAD LOAD = MAX 3.0 PSF. MIN 1.75 PSF SNOW LOAD = SEE TABLE FOR SPECIFIC SNOW LOAD (Is = 1.00, Ct= 1.20, Ce = 0.90, Cs = SEE TABLE) WIND DESIGN: DESIGN BASED UPON WIND TUNNEL TEST REPORT # RC 1127/0611_1e BASIC WIND SPEED = SEE TABLE FOR SPECIFIC WIND SPEED EXPOSURE: C RISK CATEGORY = II (ASCE 7-10) Iw = 1.0 (ASCE 7-05) INSTALLATION TOLERANCES: ARRAY TILT ANGULAR TOLERANCE ±1.0° LATERAL SUPPORT PLACEMENT IS ±2.5" SUPPORT HEIGHT VARIATION TOLERANCE IS ±0.5" TOTAL LATERAL DEVIATION OF SUPPORTS WITHIN AN ARRAY IS ±2.5" GENERAL: 1. THE STRUCTURAL CONSTRUCTION DOCUMENTS REPRESENT THE FINISHED STRUCTURE. THEY DO NOT INDICATE THE METHOD OR SEQUENCE OF CONSTRUCTION. THE CONTRACTOR SHALL BE RESPONSIBLE FOR AND PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE, BUT NOT BE LIMITED TO, BRACING, SHORING FOR LOADS DUE TO CONSTRUCTION EQUIPMENT, ETC. THE STRUCTURAL ENGINEER SHALL NOT BE RESPONSIBLE FOR THE CONTRACTOR'S MEANS, METHODS, TECHNIQUES, SEQUENCES FOR PROCEDURE OF CONSTRUCTION, OR THE SAFETY PRECAUTIONS AND THE PROGRAMS INCIDENT THERE TO (NOR SHALL OBSERVATION VISITS TO THE SITE INCLUDE INSPECTION OF THESE ITEMS). THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND IMPLEMENTATION OF ALL SCAFFOLDING, BRACING AND SHORING. 2. WHERE REFERENCE IS MADE TO VARIOUS TEST STANDARDS FOR MATERIALS, SUCH STANDARDS SHALL BE THE LATEST EDITION AND/OR ADDENDA. ALUMINUM: 1. ALL ALUMINUM SHALL CONFORM WITH THE LATEST ALUMINUM DESIGN HANDBOOK. 2. ALL ALUMINUM SECTIONS SHALL BE: a. SEMI-HOLLOWS AND HOLLOWS SHALL BE 6105-T5, 6005A-T6, OR 6005-T5 b. SOLIDS SHALL BE 6063-T6 STEEL: 1: ALL BOLTS AND WASHERS SHALL BE 304 STAINLESS STEEL CLASS 2 (A2-70). 2. ALL NUTS SHALL BE 316 STAINLESS STEEL CLASS 2 (A4-70). TORQUE: TORX BOLT FOR RAPID 2+ MODULE CLAMPS IS 14 N-M (10.5 FT-LBS) M6 AND 1/4" BOLT TORQUE IS 6 N-M (4.5 FT-LBS) M8 AND 5/16" BOLT TORQUE IS 14 N-M (10.5 FT-LBS) M10 AND 3/8" BOLT TORQUE IS 30 N-M (23 FT-LBS) M12 AND 1/2" BOLT TORQUE IS 50 N-M (37 FT-LBS) M16 AND 5/8" BOLT TORQUE IS 121 N-M (89 FT-LBS) M20 AND 3/4" BOLT TORQUE IS 244 N-M (180 FT-LBS) MODULE SIZE: RACKING SYSTEM DESIGNED FOR MODULE SIZE: MINIMUM = 1900 X 970 VERTICAL MODULE GAP: 23 mm MAXIMUM = 2000 X 1050 HORIZONTAL MODULE GAP: 5 mm NOTE: 1. MODULES MUST BE CENTERED ON ARRAY 2. ARRAY LENGTH NOT TO EXCEED 150 FT 3. RECOMMENDED SPEED FOR INSTALLATION OF SELF-DRILLING 1/4" DIAMETER SCREWS IS 1200-1800 RPMS. FOUNDATIONS: 1. NO SOILS REPORT PROVIDED. FOUNDATION DESIGN IS BASED ON MINIMUM IBC SOIL BEARING VALUE = 1500 PSF PER IBC TABLE 1804.2 (2003, 2006), & 1806.2 (2009, 2012, 2015). BALLAST BLOCKS SHALL BE BUILT ON UNDISTURBED SOIL OR COMPACTED FILL MATERIAL NOT LESS THAN 12" IN DEPTH. 2. THE STRUCTURAL ENGINEER IS NOT RESPONSIBLE FOR ANY GEOTECHNICAL ASPECTS OF THIS PROJECT. IT IS RECOMMENDED THAT THE OWNER RETAIN A REGISTERED GEOTECHNICAL ENGINEER TO CONDUCT A GEOTECHNICAL INVESTIGATION AND PREPARE A REPORT WITH RECOMMENDATIONS FOR FOUNDATION AND EARTHWORK PROCEDURES. CONCRETE: 1. ALL CONCRETE WORK SHALL CONFORM WITH THE REQUIREMENTS OF ACI 301 AND ACI 318. CEMENT PER ASTM C150, TYPE II. AGGREGATE PER ASTM C33. CONCRETE SHALL BE READY MIXED IN ACCORDANCE WITH ASTM C94 AND SHALL BE DESIGNED FOR A MINIMUM 28 DAY COMPRESSIVE STRENGTH AS FOLLOWS: FOUNDATIONS…………………………………………………………3,000 PSI* *DESIGNED FOR 2,500 PSI 2. FIBER REINFORCEMENT USED IN CONCRETE SHALL BE BASF MASTERFIBER MAC 100 OR EQUIVALENT. THE AMOUNT TO BE MIXED IN CONCRETE IS 3LB/CU.YD REINFORCING: 1. REINFORCING STEEL SHALL CONFORM TO ASTM A615 (Fy=60ksi) DEFORMED BARS. NO TACK WELDING OF REINFORCING BARS ALLOWED WITHOUT PRIOR REVIEW OF PROCEDURE WITH THE STRUCTURAL ENGINEER. LATEST ACI CODE AND DETAILING MANUAL APPLY. 2. ACCURATELY PLACE OR SUPPORT ALL REINFORCING TO HAVE A CLEAR CONCRETE COVERAGE OF 3" POST-INSTALLED ANCHORS: 1. ADHESIVE BOLTS OR DOWELS SHALL BE A THREADED ROD OR REINFORCING STEEL INSTALLED WITH THE FOLLOWING APPROVED PRODUCT SATISFYING CRACKED CONCRETE REQUIREMENTS IN ACCORDANCE WITH ACI 318, APPENDIX D. SIMPSON "AT-XP" IAPMO UES ER - 263 2. THE CONTRACTOR MAY NOT USE SUBSTITUTES FOR ADHESIVE ANCHORS WITHOUT PRIOR APPROVAL OF THE STRUCTURAL ENGINEER. 3. FOR MINIMUM EMBEDMENT LENGTH SEE DETAILS. INSTALL ALL BOLTS AS OUTLINED IN MANUFACTURER'S SPECIFICATIONS, UTILIZING PROPER SIZE AND TYPE OF DRILL, CLEANING HOLE, PLACING OF ADHESIVE, INSERTING AND TIGHTENING BOLT. 4. PERIODIC INSPECTION OF POST-INSTALLED ANCHORS IS REQUIRED Racking Structure v.01 JOB NUMBER: SHEET: SCALE: SEE DRAWING VIEWS ISSUED BY: SCHLETTER INC. PROPRIETARY AND CONFIDENTIAL Client:Project Site: Shelby, NC 28150 v New Drawing Notes, embedments New Tables, and Sheets Change Ballast Size, Max Dead Load, Add 2015 Change Ballast SizeUpdated Load Tables 0 BushBr 9/27/20141 BushBr 3/12/2015 2 BushBr 11/5/2015 3 BushBr 11/18/2015 4 VasqHu 08/01/2016 5 6 7 8 SEISMIC LOADS: SEISMIC DESIGN CATEGORY: ESOIL SITE CLASS = DSds = 1.67 SD1 = 1.0 Ie = 1.0 SS = 2.5 S1 = 1.0 R = 1.25 Schletter Inc Standard PvMax, 72 Cell, 20° - 30° Dimensions and Specifications 1 of 4 Schletter Inc 2201 North Forbes Boulevard Tucson, AZ 85745 1001 Commerce Center Dr FRONT ELEVATION SCALE 1 : 30 OVERALL RACKING DIMENSION VARIES SPLICE MUST FALL AT 25% OF THE RESPECTIVE SPAN, MEASURED FROM INTERIOR SUPPORT. SPLICES CANNOT BE PLACED ALONG THE LENGTH OF A CANTILEVER. PURLIN CANTILIVER NOT TO EXCEED 50% OF RESPECTIVE SPAN SPAN VARIES SEE TABLE ON SHEET 4 OF 4 FINISHED GRADE BLOCK WIDTH VARIES SEE TABLE ON SHEET 4 OF 4 PURLIN CANTILIVER NOT TO EXCEED 50% OF RESPECTIVE SPAN 20° REFERENCE PAGE 4a SCALE 1 : 21 25° REFERENCE PAGE 4c SCALE 1 : 21 30° REFERENCE PAGE 4b SCALE 1 : 21 3600 [ 1 4 1 3 4 in] 465 [1 8 516 in] 2656 [ 1 0 4 916 in] 479 [1 8 7 8 in] 91 [3916 in] MI N VARI E S S E E MOD U L E S P E C . VARI E S S E E MOD U L E S P E C . VARI E S S E E M O D U L E S P E C . 2490 [98 116 in] 63 0 [ 2 4 13 16 i n ] 45 7 [ 1 8 i n ] 51 8 [ 2 0 3 8 i n ] 200 [778 in]2513 [981516 in] = BASIS OF SUPPORT919 [36 316 in] 3632 [143 in] 25 ° 3632 [143 in] 912 [3578 in]200 [778 in]2520 [99 316 in] = BASIS OF SUPPORT 2490 [98 116 in] 63 0 [ 2 4 13 16 i n ] 20 ° 23 7 4 [ 9 3 7 16 i n ] 91 [3916 in] MIN 465 [18516 in] 2656 [1 0 4 916 in] 479 [187 8 in] 3600 [1 4 1 34 in] VARIE S S E E MODUL E S P E C . VARIE S S E E M O D U L E S P E C . VARIE S S E E MODUL E S P E C . 91 [3 916 in] M I N 465 [ 1 8 516 in] 2656 [ 1 0 4 916 in] 479 [ 1 8 7 8 in] VAR I E S S E E MOD U L E S P E C . VAR I E S S E E M O D U L E S P E C . VAR I E S S E E MOD U L E S P E C . 3600 [ 1 4 1 3 4 in] 30 ° 2490 [98 116 in] 63 0 [ 2 4 13 16 i n ] 48 5 [ 1 9 1 8 i n ] 45 7 [ 1 8 i n ] 28 5 3 [ 1 1 2 5 16 i n ] 3632 [143 in] 200 [778 in]2504 [9858 in] = BASIS OF SUPPORT927 [3612 in] PARTS LIST DESCRIPTIONPART NUMBERITEM Standard, PvMax3, 72 Cell, 20°, Triangle146002-3201 Standard, PvMax3, 72 Cell, 25°, Triangle146002-3252 Standard, PvMax3, 72 Cell, 30°, Triangle146002-3303 Rail, S1.5, Custom124303-0014 Splice, S1.5, Kit129303-0005 26 1 9 [ 1 0 3 1 8 i n ] 2 SEE TABLE ONSHEET 4 OF 4 FOR REBAR DETAILS SEE TABLE ON SHEET 4 OF 4 FOR REBAR DETAILS SEE TABLE ON SHEET 4 OF 4 FOR REBAR DETAILS 17 7 3 [ 6 9 13 16 i n ] 15 5 2 [ 6 1 1 16 i n ] 19 9 0 [ 7 8 3 8 i n ] 3 1 A DETAIL A SCALE 1 : 5 17 8 [ 7 i n ] 15 2 [ 6 i n ] B DETAIL B SCALE 1 : 5 17 8 [ 7 i n ] 15 2 [ 6 i n ] PRE-DRILL 9/16" BIT 6" DEEP EMBEDMENT PRE-DRILL 9/16" BIT 6" DEEP EMBEDMENT 55 2 [ 2 1 3 4 i n ] 45 7 [ 1 8 i n ] SPLICE DETAIL SCALE 1 : 5 C DETAIL C SCALE 1 : 5 4 FINISHED GRADE FINISHED GRADE FINISHED GRADE 5 4 455 1 A 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 B C D E F G H I J K 1 2 3 54 6 7 8 9 10 11 12 13 14 15 16 17 A B C D E F G H I J K NO.DRAWN:CHECKED:REVIEWED:APPROVED:REVISIONS:Drawing Number: Racking Structure v.01 JOB NUMBER: SHEET: SCALE: SEE DRAWING VIEWS ISSUED BY: SCHLETTER INC. PROPRIETARY AND CONFIDENTIAL Client:Project Site: Shelby, NC 28150 v New Drawing Notes, embedments New Tables, and Sheets Change Ballast Size, Max Dead Load, Add 2015 Change Ballast SizeUpdated Load Tables 0 BushBr 9/27/20141 BushBr 3/12/2015 2 BushBr 11/5/2015 3 BushBr 11/18/2015 4 VasqHu 08/01/2016 5 6 7 8 Schletter Inc Standard PvMax, 72 Cell, 20° - 30° Details and Parts List 2 of 4 Schletter Inc 2201 North Forbes Boulevard Tucson, AZ 85745 1001 Commerce Center Dr 146002-320 - Standard, PvMax3, 72 Cell, 20°, Triangle SCALE 1 : 15 3600 [1 4 1 34 in] 335 [13316 in] 562 [221 8 in] 2703 [1 0 6 716 in] 15 5 2 [ 6 1 1 16 i n ] 2490 [98 116 in] 63 0 [ 2 4 13 16 i n ] 17 8 [ 7 i n ] 2520 [99 316 in] PARTS LIST DESCRIPTIONQTYPART NUMBERITEM Standard, Feet, PvMax3, Kit1000019-7611 PvMax, 72 Cell, Girder Assembly, No Rear1000019-7792 Strut, PVMax3, 55x55, Rear, With Holes, L = 1552 mm1147001-015523 20 ° 2 1 1 3 146002-325 - Standard, PvMax3, 72 Cell, 25°, Triangle SCALE 1 : 15 25 ° 17 7 3 [ 6 9 13 16 i n ] 2490 [98 116 in] 63 0 [ 2 4 13 16 i n ] 335 [1 3 316 in] 2703 [ 1 0 6 716 in] 562 [2 2 1 8 in] 3600 [ 1 4 1 3 4 in] 2513 [981516 in] 17 8 [ 7 i n ] PARTS LIST DESCRIPTIONQTYPART NUMBERITEM Standard, Feet, PvMax3, Kit1000019-7611 PvMax, 72 Cell, Girder Assembly, No Rear1000019-7792 Strut, PVMax3, 55x55, Rear, With Holes, L = 1773 mm1147001-017733 2 1 1 3 146002-330 - Standard, PvMax3, 72 Cell, 30°, Triangle SCALE 1 : 15 2504 [9858 in] 2490 [98 116 in] 19 9 0 [ 7 8 3 8 i n ] 63 0 [ 2 4 13 16 i n ] 30 ° 335 [ 1 3 316 in] 2703 [ 1 0 6 716 in] 562 [ 2 2 1 8 in] 3600 [ 1 4 1 3 4 in] 17 8 [ 7 i n ] PARTS LIST DESCRIPTIONQTYPART NUMBERITEM Standard, Feet, PvMax3, Kit1000019-7611 PvMax, 72 Cell, Girder Assembly, No Rear1000019-7792 Strut, PVMax3, 55x55, Rear, With Holes, L = 1990 mm1147001-019903 2 3 1 1 FOUNDATION DETAIL SCALE 1 : 5  VARIES SEE TABLE ON SHEET 4 OF 4 VA R I E S P E R T I L T SE E B A S I S O F S U P P O R T DI M E N S I O N O N S H E E T 1 O F 4 20 0 [ 7 7 8 i n ] 36 3 2 [ 1 4 2 1 5 / 1 6 i n ] 119 [41116 in] 147001-01552 Strut, PVMax3, 55x55, Rear, With Holes, L = 1552 mm 20° SCALE 1 : 3 147001-01773 Strut, PVMax3, 55x55, Rear, With Holes, L = 1773 mm 25° SCALE 1 : 3 147001-01990 Strut, PVMax3, 55x55, Rear, With Holes, L = 1990 mm 30° SCALE 1 : 3 147001-02490 Strut, PVMax3, 55x55, Diagonal, With Holes, L = 2490 mm SCALE 1 : 3 147001-00630 Strut, PVMax3, 55x55, Front, With Holes, L = 630 mm SCALE 1 : 3 13 THRU TYP [12 in THRU TYP] 27 [ 1 1 16 i n ] 35 [138 in]35 [138 in] 1552 [61 1/16 in] 4 [316 in] 55 [2 316 in] 53 [ 2 1 16 i n ] 13 THRU TYP [12 in THRU TYP] 27 [ 1 1 16 i n ] 35 [138 in]35 [138 in] 1773 [69 13/16 in] 4 [316 in] 55 [2 316 in] 55 [ 2 3 16 i n ] 27 [ 1 1 16 i n ] 1990 [78 3/8 in] 13 THRU TYP [12 in THRU TYP] 35 [138 in]35 [138 in]4 [316 in] 55 [2 316 in] 55 [ 2 3 16 i n ] 13 THRU TYP [12 in THRU TYP] 27 [ 1 1 16 i n ] 35 [138 in]35 [138 in] 2490 [98 1/16 in] 4 [316 in] 55 [2 316 in] 55 [ 2 3 16 i n ] 4 [316 in] 55 [ 2 3 16 i n ]55 [2 316 in] 27 [ 1 1 16 i n ] 35 [138 in]35 [138 in] 13 THRU TYP [12 in THRU TYP] 630 [24 13/16 in] DETAIL REAR FOOT SCALE 1 : 5 DETAIL FRONT FOOT SCALE 1 : 5 6 5 6 5 433 4 5 7 5 7 1 1 2 34 6 5 2 1 7 5 PARTS LIST DESCRIPTIONQTYPART NUMBERITEM Threaded Rod, 1/2in-13 UNC, 304 SS, Grade B8, L=178mm3119024-001781 Base, PVMax3, Univ, 5 Holes, 2 Slots, Pre-Assembly2147003-0202 Nut, 1/2" - 13 UNC, ASME-B18.2.2, 316 SS3943919-1223 Washer, Flat, 1/2", ASME - B18.21.1 A-W, 304 SS3943929-0304 Claw, Base, PVMax36147005-0005 Screw, Hex Head, M12x100mm, DIN 931, 304 SS3943612-1006 Nut, Flange, Serrated, M12, DIN 6923, 316 SS3943912-0127 1 A 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 B C D E F G H I J K 1 2 3 54 6 7 8 9 10 11 12 13 14 15 16 17 A B C D E F G H I J K NO.DRAWN:CHECKED:REVIEWED:APPROVED:REVISIONS:Drawing Number: Racking Structure v.01 JOB NUMBER: SHEET: SCALE: SEE DRAWING VIEWS ISSUED BY: SCHLETTER INC. PROPRIETARY AND CONFIDENTIAL Client:Project Site: Shelby, NC 28150 v New Drawing Notes, embedments New Tables, and Sheets Change Ballast Size, Max Dead Load, Add 2015 Change Ballast SizeUpdated Load Tables 0 BushBr 9/27/20141 BushBr 3/12/2015 2 BushBr 11/5/2015 3 Bushbr 11/18/2015 4 VasqHu 08/01/2016 5 6 7 8 Schletter Inc Standard PvMax, 72 Cell, 20° - 30° Details and Parts List 3 of 4 Schletter Inc 2201 North Forbes Boulevard Tucson, AZ 85745 1001 Commerce Center Dr 000019-779 - PvMax, 72 Cell, Girder Assembly, No Rear SCALE 1 : 10 PARTS LIST DESCRIPTIONQTYPART NUMBERITEM Strut, PVMax3, 55x55, Front, With Holes, L = 630 mm1147001-006301 Strut, PVMax3, 55x55, Diagonal, With Holes, L = 2490 mm1147001-024902 Connector, Strut, PVMax3, Front1147004-0013 Connector, Strut, PVMax3, Rear1147004-0024 Screw, Hex Head, M12x80mm, DIN 931, 304 SS3943612-0805 Washer, M12, DIN 125, 304 SS3943921-0126 Rail, BF0, L = 3600 mm1124500-036007 Nut, Flange, Serrated, M12, DIN 6923, 316 SS3943912-0128 Screw, Hex Head, M10x25mm, DIN 933, 304 SS24943610-0259 Nut, Square, M10, DIN 557, 316 SS24943914-01010 KlickIn, M1024129010-00111 Mounting Clamp, Locking, L=80mm4146001-00012 Mounting Clamp, Open, L=80mm4146001-00213 20 [13 16 in] 53 [2116 in] 335 [1 3 316 in] 1453 [ 5 7 316 in] 2058 [ 8 1 i n ] 3038 [ 1 1 9 5 8 in] 3458 [ 1 3 6 1 8 in] 3600 [ 1 4 1 3 4 in] 63 0 [ 2 4 13 16 i n ] 2490 [9 8 1 16 in] 2 1 7 3 4 12 13 000019-779 - PvMax, 72 Cell, Girder Assembly, No Rear EXPLODED VIEW SCALE 1 : 10 F DETAIL F SCALE 1 : 5 G DETAIL G SCALE 1 : 5 2 9 10 11 5 6 8 1 11 10 12 9 3 7 7 1 2 4 5 6 8 9 10 11 13 1 A 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 B C D E F G H I J K 1 2 3 54 6 7 8 9 10 11 12 13 14 15 16 17 A B C D E F G H I J K NO.DRAWN:CHECKED:REVIEWED:APPROVED:REVISIONS:Drawing Number: Racking Structure v.01 JOB NUMBER: SHEET: SCALE: SEE DRAWING VIEWS ISSUED BY: SCHLETTER INC. PROPRIETARY AND CONFIDENTIAL Client:Project Site: Shelby, NC 28150 v New Drawing Notes, embedments New Tables, and Sheets Change Ballast Size, Max Dead Load, Add 2015 Change Ballast SizeUpdated Load Tables 0 BushBr 9/27/20141 BushBr 3/12/2015 2 BushBr 11/5/2015 3 BushBr 11/18/2015 4 VasqHu 08/01/2016 5 6 7 8 Schletter Inc Standard PvMax, 72 Cell, 20° - 30° Snow, Wind, Alignment, Tables, 20° 4a of 4 Schletter Inc 2201 North Forbes Boulevard Tucson, AZ 85745 1001 Commerce Center Dr 1 A 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 B C D E F G H I J K 1 2 3 54 6 7 8 9 10 11 12 13 14 15 16 17 A B C D E F G H I J K NO.DRAWN:CHECKED:REVIEWED:APPROVED:REVISIONS:Drawing Number: Racking Structure v.01 JOB NUMBER: SHEET: SCALE: SEE DRAWING VIEWS ISSUED BY: SCHLETTER INC. PROPRIETARY AND CONFIDENTIAL Client:Project Site: Shelby, NC 28150 v New Drawing Notes, embedments New Tables, and Sheets Change Ballast Size, Max Dead Load, Add 2015 Change Ballast SizeUpdated Load Tables 0 BushBr 9/27/20141 BushBr 3/12/2015 2 BushBr 11/5/2015 3 BushBr 11/18/2015 4 VasqHu 08/01/2016 5 6 7 8 Schletter Inc Standard PvMax, 72 Cell, 20° - 30° Snow, Wind, Alignment, Tables, 25° 4b of 4 Schletter Inc 2201 North Forbes Boulevard Tucson, AZ 85745 1001 Commerce Center Dr 1 A 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 B C D E F G H I J K 1 2 3 54 6 7 8 9 10 11 12 13 14 15 16 17 A B C D E F G H I J K NO.DRAWN:CHECKED:REVIEWED:APPROVED:REVISIONS:Drawing Number: Racking Structure v.01 JOB NUMBER: SHEET: SCALE: SEE DRAWING VIEWS ISSUED BY: SCHLETTER INC. PROPRIETARY AND CONFIDENTIAL Client:Project Site: Shelby, NC 28150 v New Drawing Notes, embedments New Tables, and Sheets Change Ballast Size, Max Dead Load, Add 2015 Change Ballast SizeUpdated Load Tables 0 BushBr 9/27/20141 BushBr 3/12/2015 2 BushBr 11/5/2015 3 BushBr 11/18/2015 4 VasqHu 08/01/2016 5 6 7 8 Schletter Inc Standard PvMax, 72 Cell, 20° - 30° Snow, Wind, Alignment, Tables, 30° 4c of 4 Schletter Inc 2201 North Forbes Boulevard Tucson, AZ 85745 1001 Commerce Center Dr