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HomeMy WebLinkAboutProduct Approval I EVALUATION REPORT' ON I • I STEELMASTER ARCH PANELS FOR FLORIDA PRODUCT APPROVAL i FL 15623-R2 FLORIDA BUILDING CODE 2014: Compliance Method: Statewide Product Approval Rule 61G20-3.005(2)(b) Category: Structural Components Sub-Category: Structural Wall Components (20 psf Live Load,'200'rnph;.HVHZ) o STRUCTURAL ONLY Pell rTi .t' Manufacturer a © � NO 2" �� Future Steel Buildings Intl. C0-rp.glco .0 ` z 73 Ward Road t °r Brampton, ( 6A8 _ %,l • ..•oRI ®rn Mai E� *`"o Ara E7 7yl�D rrrrttttttt►� ®2,7 '�-JI- ►� a° o Evaluafeid 5t a ';�1y o�sc�oU o Chander P. Nangia, PE #i,21938 `�s yq / Fe 7423 Hollowir. y Houston, Txo 5 XLM CA U A t Cr914IL DERI P. Nf NGIA 7423 i-�I:JLL�}�rd RIME D.R. Re ort: FL Evaluation 14 FLCrRWA PE # 21938 rl I , I i TABLE OF CONTENTS Page Table of Contents i i List of Figures i 1. Statement of Compliance 1 2. Product Description. 1 3. Technical Documentation 1 3.1 Design Criteria and Method 1 3.2 Design Data 1 3.3 Summary of Key Results 1 3.4 Basic Loads 1 3.5 Load Combinations 2 3.6 References 3 3.7 Input File 4 3.8 Design Summary 7 4. Installation Requirements 11 q i 5. Limitations and Conditions of Use 11 6. Certification of Independence 12 LIST OF FIGURES Page Figure 1. SteelMaster Arch Panel Cross Section ! 12 Figure 2. Moment Envelope,Panel Tags &Maximum Interaction Factors for A20-12 (20 psf Live,200 mph, HVHZ,Partially Enclosed) - 13 Figure 3. SteelMaster Arch Panel to Panel Connection with ASTM A307 5/16"Diameter Bolts and Nuts at 7" Spacing Along Panel Length(Washers not required) 14 i I I I 1. Statement of Compliance Based on evaluation of the technical documentation, it is concluded that the SteelMaster arch panels are in compliance with the requirements of the 2614 Florida Building Code for High-Velocity Hurricane Zones(HVHZ). I 2. Product Description SteelMaster arch panels are made of 22-gage ASTM A792 Grade 80 AZ60 steel sheet, function as both the structural components and the envelope of the arch-type structures. SteelMaster arch panel cross section is shown in Figure 1. i 3. Technical Documentation 3.1 Design Criteria and Method AISI Specification 1-2, ASCE 7 3, and FBC 4 have been used to design SteelMaster arch panels. As listed in Sections 3.4 and 3.5, a total of 14 basic load cases and 55 load combinations have been taken into account in the design. 3.2 Design Data • Live Load :roof live load of 20 psf • Snow Load: Ground snow of 0 psf, partially exposed, cold roof • Wind Load: Ultimate 3-second gust wind speed of 200 ihph, HVHZ, exposure C, partially enclosed 3.3 Summary of Key Results The key design results are summarized in Figure 2. Since the maximum interaction factor for all of the arch panels and 55 load combinations is 0.917, these arch panels can safely resist all the loads and load combinations required by the 2014 Florida Building Code for HVHZ. i 3.4 Basic Loads SteelMaster arch panels are designed for the following 14 basic load cases. The two letter basic load ID will be used for load combinations in Section 3.5. 1 '. I 1. DL Self-weight of the building, according to the steel panel thickness: 2. LU Uniform roof live load,minimum of 20 psf for flat roof. 3. LL Roof live load applied on the left side of the root 4. LR Roof live load applied on the right side of the roof. 5. SB Balanced snow load on the whole roof. 6. SPL Partial snow load on the left side of the roof. 7. SPR Partial snow load on the right side of the roof. 8. SL Unbalanced snow load on the left side of the roof. 9. SR Unbalanced snow load on the right side of the roof. 10. WL External wind from the left side of the building. 11.WR External wind from the right side of the building. 12. WA External wind in the building length direction. 13. WP Positive internal wind pressure. 14. WN Negative internal wind pressure. 3.5 Load Combinations Every SteelMaster arch panel is designed for the following 55' load combinations (please see Section 3.4 for basic load ID): i 1. 1.4 DL 2. 1.2DL+ 1.6LU 3. 1.2DL+ 1.6LL 4. 1.2DL+ 1.6LR 5. 1.2 DL+ 1.6 SB 6. 1.2 DL+ 1.6 SPL 7. 1.2DL+ 1.6SPR 8. 1.2DL+ 1.6SL 9. 1.2 DL+ 1.6 SR 10. 0.9DL+ I.0WL+ I.0WP 11. 0.9DL+ I.0WL+ I.0WN 12. 0.9DL+ I.0WR+ I.0WP 13. 0.9DL+ I.0WR+ 1.0WN 14. 0.9DL+ 1.0WA+ I.0WP 15. 0.9DL+ I.0WA+ I.0WN 16. 1.2 DL+ 1.6 LU+0.5 WL+0.5 WP 17. 1.2 DL+ 1.6 LU+0.5 WL+0.5 WN 18. 1.2DL+ 1.6LU+0.5 WR+0.5WP 19. 1.2 DL+ 1.6 LU+0.5 WR+0.5 WN 20. 1.2 DL+ 1.6 LL+0.5 WL+0.5 WP 21. 1.2 DL+ 1.6 LL+0.5 WL+0.5 WN 22. 1.2 DL+ 1.6 LL+0.5 WR+0.5 WP 23. 1.2 DL+ 1.6 LL+0.5 WR+0.5 WN 24. 1.2 DL+ 1.6 LR+0.5 WL+0.5 WP 25. 1.2 DL+ 1.6 LR+0.5 WL+0.5 WN 26. 1.2 DL+ 1.6 LR+0.5 WR+0.5 WP 2 ' I i i 27. 1.2DL+ 1.6LR+0.5WR+0.5WN 28. 1.2 DL+ 1.6 SB+0.5 WL+0.5 WP i 29. 1.2 DL+ 1.6 SB +0.5 WL+0.5 WN 30. 1.2 DL+ 1.6 SB +0.5 WR+0.5 WP 31. 1.2 DL+ 1.6 SB +0.5 WR+0.5 WN 32. 1.2 DL+ 1.6 SPL+0.5 WL+0.5 WP 33. 1.2 DL+ 1.6 SPL+0.5 WL+0.5 WN j 34. 1.2 DL+ 1.6 SPR+0.5 WR+0.5 WP 35. 1.2 DL+ 1.6 SPR+0.5 WR+0.5 WN 36. 1.2 DL+ 1.6 SL+0.5 WR+0.5 WP 37. 1.2 DL+ 1.6 SL+0.5 WR+0.5 WN 38. 1.2 DL+ 1.6 SR+0.5 WL+0.5 WP 39. 1.2 DL+ 1.6 SR+0.5 WL+0.5 WN 40. 1.2DL+0.5LU + 1.0WL+ I.0WP 41. 1.2DL+0.5LU+ I.0WL+ LOWN 42. 1.2DL+ 0.5LU+ I.0WR+ I.0WP 43. 1.2DL+0.5 LU+ I.OWR+ 1.OWN 44. 1.2DL+0.5LL+ I.OWL+ I.OWP 45. 1.2DL+0.5LL+ I.0WL+ I.0WN 46. 1.2DL+0.5LL+ 1.0WR+ I.0WP 47. 1.2DL+0.5LL+ I.0WR+ I.0WN j 48. 1.2DL+0.5 LR+ I.OWL+ I.OWP 49. 1.2DL+0.5LR+ 1.OWL+ I.OWN 50. 1.2DL+0.5LR+ I.0WR+ I.0WP 51. 1.2DL+0.5LR+ I.0WR+ I.0WN 52. 1.2DL+0.5SB + I.0WL+ I.0WP 53. 1.2DL+0.5 SB + I.OWL+ I.OWN 54. 1.2DL+0.5SB+ I.0WR+ I.0WP 55. 1.2 DL+0.5 SB+ 1.0 WR+ 1.0 WN 3.6 References 1. American Iron and Steel Institute, "AISI StandardIS100-07, North American Specification for the Design of Cold-formed Steel Structural Members," AISI, Washington, DC, 2007. 2. American Iron and Steel Institute, "AISI Standard 5100-07/52-10, Supplement No. 2 to the North American Specification for the Design of Cold-formed Steel Structural Members, 2007 Edition,"AISI, Washingtonl DC, Feb. 2010. 3. American Society of Civil Engineers, "ASCE Standard, Minimum Design Loads for Buildings and Other Structures(ASCE/SEI 7-10),"ASCE,2010. 4. State of Florida, "Florida Building Code 2014 - Building," State of Florida, March 2015. I 3 i 3.7 Input File STEEL ARCH MODEL: A20-12 (FBC-2014, 20 PSF LIVE, 200 MPH, HVHZ, PARTIALLY ENCLOSED) SYSTEM DOF=UX,UZ,RY LENGTH=M FORCE=KN UP=+Z JOINT 1 X= 0.000 Z= 0.000 2 X= 0.000 Z= 0.202 3 X= 0.000 Z= 0.379 4 X= 0.000 Z= 0.555 5 X= 0.000 Z= 0.731 6 X= 0.000 Z= 0.907 7 X= 0.000 Z= 1.083 8 X= 0.000 Z= 1.260 9 X= 0.000 Z= 1.436 10 X= 0.000 Z= 1.612 11 X= 0.008 Z= 1.788 12 X= 0.037 Z= 1.962 13 X= 0.085 Z= 2.131 14 X= 0.152 Z= 1.294 15 X= 0.238 Z= 2.448 16 X= 0.341 Z= 2.591 17 X= 0.460 Z= 2.721 18 X= 0.593 Z= 2.836 19 X= 0.738 Z= 2.935 20 X= 0.894 Z= 3.017 21 X= 1.059 Z= 3.081 22 X= 1.226 Z= 3.137 23 X= 1.393 Z= 3.192 24 X= 1.560 Z= 3.248 25 X= 1.727 Z= 3.304 26 X= 1.894 Z= 3.359 27 X= 2.062 Z= 3.415 28 X= 2.229 Z= 3.471 29 X= 2.396 Z= 3.527 30 X= 2.563 Z= 3.582 31 X- 2.735 Z= 3.622 32 X= 2.910 Z= 3.642 33 X= 3.086 Z= 3.642 34 X= 3.261 Z= 3.622 35 X= 3.432 Z= 3.582 36 X= 3.600 Z= 3.527 37 X= 3.767 Z= 3.471 38 X= 3.934 Z= 3.415 39 X= 4.101 Z= 3.359 40 X= 4.268 Z= 3.304 41 X= 4.435 Z= 3.248 42 X= 4.603 Z= 3.192 43 X= 4.770 Z= 3.137 44 X= 4.937 Z= 3.081 45 X= 5.101 Z= 3.017 46 X= 5.257 Z= 2.935 47 X= 5.403 Z= 2.836 48 X= 5.536 Z= 2.721 49 X= 5.654 Z= 2.591 50 X= 5.757 Z= 2.448 51 X= 5.843 Z= 2.294 52 X= 5.911 Z= 2.131 53 X= 5.959 Z= 1.962 54 X= 5.987 Z= 1.788 55 X= 5.996 Z= 1.612 56 X= 5.996 Z= 1.436 57 X= 5.996 Z= 1.260 58 X= 5.996 Z= 1.083 59 X= 5.996 Z= 0.907 60 X= 5.996 Z= 0.731 4 61 X= 5.996 Z= 0.555 62 X= 5.996 Z= 0.379 63 X= 5.996 Z= 0.202 64 X= 5.996 Z= 0.000 RESTRAINT ADD= 1 DOF=UX,UZ ADD= 64 DOF=UX,UZ SPRING ADD= 1 RY= 122.3562 ADD= 64 RY= 122.3562 MATERIAL NAME=CS TYPE=ISO M=7,85 W=77 T=0 E=203E6 U=0.3 A=1.17E-5 FRAME SECTION NAME=PANELI TYPE=PRISM MAT=CS A= 6459.E-07 I= 3267.E-09^SH=G NAME=PANEL2 TYPE=PRISM MAT=CS A= 1866.E-07 I= 1168.E-09 SH=G NAME=PANEL3 TYPE=PRISM MAT=CS A= 6459.E-07 I= 3267.E-09 SH=G NAME=PANEL4 TYPE=PRISM MAT=CS A= 1866.E-07 I= 1168.E-09 SH=G NAME=PANELS TYPE=PRISM MAT=CS A= 6459.E-07 I= 3267.E-09 SH=G NAME=PANEL6 TYPE=PRISM MAT=CS A= 1866.E-07 I= 1168.E-09 SH=G NAME=PANEL7 TYPE=PRISM MAT=CS A= 6459.E-07 I= 3267.E-09 SH=G FRAME CSYS=0 PLDIR=+Z,-X LOCAL=12 1 J= 1 2 SEC=PANELI NSEG=2 2 J= 2 3 SEC=PANELI NSEG=2 3 J= 3 4 . SEC=PANELI NSEG=2 4 J= 4 5 SEC=PANELI NSEG=2 5 J= 5 6 SEC=PANELI NSEG=2 6 J= 6 7 SEC=PANELI NSEG=2 7 J= 7 8 SEC=PANELI NSEG=2 8 J= 8 9 SEC=PANELI NSEG=2 9 J= 9 10 SEC=PANELI NSEG=2 10 J= 9 10 SEC=PANEL2 NSEG=2 CSYS=O PLDIR=+Z,+X LOCAL=12 11 J= 10 11 SEC=PANEL2 NSEG=2 12 J= 11 12 SEC=PANEL2 NSEG=2 13 J= 12 13 SEC=PANEL2 NSEG=2 14 J= 13 14 SEC=PANEL2 NSEG=2 15 J= 14 15 SEC=PANEL2 NSEG=2 16 J= 15 16 SEC=PANEL2 NSEG=2 17 J= 16 17 SEC=PANEL2 NSEG=2 18 J= 17 18 SEC=PANEL2 NSEG=2 19 J= 18 19 SEC=PANEL2 NSEG=2 20 J= 19 20 SEC=PANEL2 NSEG=2 21 J= 20 21 SEC=PANEL2 NSEG=2 22 J= 21 22 SEC=PANEL2 NSEG=2 23 J= 21 22 SEC=PANEL3 NSEG=2 24 J= 22 23 SEC=PANEL3 NSEG=2 25 J= 23 24 SEC=PANEL3 NSEG=2 26 J= 24 25 SEC=PANEL3 NSEG=2 27 J= 25 26 SEC=PANEL3 NSEG=2 28 J= 26 27 SEC=PANEL3 NSEG=2 29 J= 27 28 SEC=PANEL3 NSEG=2 30 J= 28 29 SEC=PANEL3 NSEG=2 31 J= 28 29 SEC=PANEL4 NSEG=2 32 J= 29 30 SEC=PANEL4 NSEG=2 33 J= 30 31 SEC=PANEL4 NSEG=2 34 J= 31 32 SEC=PANEL4 NSEG=2 35 J= 32 33 SEC=PANEL4 NSEG=2 36 J= 33 34 SEC=PANEL4 NSEG=2 37 J= 34 35 SEC=PANEL4 NSEG=2 38 J= 35 36 SEC=PANEL4 NSEG=2 39 J= 36 37 SEC=PANEL4 NSEG=2 40 J= 36 37 SEC=PANEL5 NSEG=2 41 J= 37 38 SEC=PANEL5 NSEG=2 42 J= 38 39 SEC=PANELS NSEG=2 5 43 J= 39 40 SEC=PANEL5 NSEG=2 44 J= 40 41 SEC=PANEL5 NSEG=2 45 J= 41 42 SEC=PANELS NSEG=2 46 J= 42 43 SEC=PANELS NSEG=2 47 J= 43 44 SEC=PANELS NSEG=2 48 J= 43 44 SEC=PANEL6 NSEG=2 49 J= 44 45 SEC=PANEL6 NSEG=2 50 J= 45 46 SEC=PANEL6 NSEG=2 51 J= 46 47 SEC=PANEL6 NSEG=2 52 J= 47 48 SEC=PANEL6 NSEG=2 53 J= 48 49 SEC=PANEL6 NSEG=2 54 J= 49 50 SEC=PANEL6 NSEG=2 55 J= 50 51 SEC=PANEL6 NSEG=2 56 J= 51 52 SEC=PANEL6 NSEG=2 57 J= 52 53 SEC=PANEL6 NSEG=2 58 J= 53 54 SEC=PANEL6 NSEG=2 59 J= 54 55 SEC=PANEL6 NSEG=2 60 J= 55 56 SEC=PANEL6 NSEG=2 61 J= 55 56 SEC=PANEL7 NSEG-2 62 J= 56 57 SEC=PANEL7 NSEG=2 63 J= 57 58 SEC=PANEL7 NSEG=2 64 J= 58 59 SEC=PANEL7 NSEG=2 65 J= 59 60 SEC=PANEL7 NSEG=2 66 J= 60 61 SEC=PANEL7 NSEG=2 67 J= 61 62 SEC=PANEL7 NSEG=2 68 J= 62 63 SEC=PANEL7 NSEG=2 69 J= 63 64 SEC=PANEL7 NSEG=2 LOAD NAME=DL SW=O TYPE=DISTRIBUTED SPAN ADD= 1 9 1 UZ=-7.910375E-02 ADD= 10 22 1 UZ=-7.910375E-02 ADD= 23 30 1 UZ=-7.910375E-02 ADD= 31 39 1 UZ=-7.910375E-02 ADD= 40 47 1 UZ=-7.910375E-02 ADD= 48 60 1 UZ=-7.910375E-02 ADD= 61 69 1 UZ=-7.910375E-02 NAME=LU SW=O TYPE=DISTRIBUTED SPAN ADD= 10 21 1 UZP=-.58376 ADD= 23 29 1 UZP=-.58376 ADD= 31 39 1 UZP=-.58376 ADD= 41 47 1 UZP=-.58376 ADD= 49 60 1 UZP=-.58376 NAME=LL SW=O TYPE=DISTRIBUTED SPAN ADD= 10 21 1 UZP=-.58376 ADD= 23 29 1 UZP=-.58376 ADD-- 31 35 1 UZP=-.58376 NAME=LR SW=O TYPE=DISTRIBUTED SPAN ADD= 35 39 1 UZP=-.58376 ADD= 41 47 1 UZP=-.58376 ADD= 49 60 1 UZP=-.58376 NAME=SB SW=O TYPE=DISTRIBUTED SPAN ADD= 1 UZP= 0 NAME=SPL SW=O TYPE=DISTRIBUTED SPAN ADD= 1 UZP= 0 NAME=SPR SW=O TYPE=DISTRIBUTED SPAN ADD= 1 UZP= 0 NAME=SL SW-0 TYPE=DISTRIBUTED SPAN ADD= 1 UZP= 0 NAME=SR SW=O TYPE=DISTRIBUTED SPAN ADD-- 1 UZP= 0 NAME=WL SW=O 6 ELBT = 7.50 in ELTP = 1.50 in DEND = ' 1.03 in ELIP = 0.89 in NBRW = 8 Max./Row, PALN 57.5 in WPAN = 16.87 lb CDMX = 0.00 in PANEL DESIGN RESULTS j MAXIMUM INTERACTION FACTOR = 0.602 LOAD COMBINATION =j 12 STRENGTH INTERACTION FACTORS: 1 IN COMPRESSION = 0.000 IN TENSION 0.067 IN BENDING = 0.602 IN SHEAR =i 0.102 CRITICAL MEMBER NUMBER = 28 CRITICAL SECTION 3 FACTORED AXIAL FORCE AND RESISTANCES: I, Pr = 6.77 kip Pro = 10.26 kip Tr = 18.71 kip Pf = 1.25 kip UBKL = 18.29.7 ft ELNC = 21.041 ft FIXP = 0.000 EK = 1.150 FACTORED SHEAR FORCES AND RESISTANCES: Vr = 1.35 kip Vf = 0.02 kip Vb = 23.61 kip Vbf=i 1.25 kip FACTORED BENDING MOMENT AND RESISTANCES: Mrn = 2.64 kip-ft Mrnb = 2.64 kip-ft Mrnt = 6.98 kip-ft Mf =71.59 kip-ft Mrp = 4.29 kip-ft Mrpb = 11.86 kip-ft Mrpt = 4.29!� kip-ft Mrpo= 4.29 kip-ft i SUMMARY OUTPUT FOR PANEL # 4 PANEL PROPERTIES Fy = 60.00 ksi Fu = 61.50 ksi FUB = 74.00 ksi Fyv = 80.00 ksi Fybn = 80.00 ksi Fybp =1 73.42 ksi t = 0.03 in H = 7.50 in DBOT = 0.31 in ANG1 = 45.00 deg. ANG2 = 45.00 deg. i, DHOL = 0.44 in ELBT = 7.50 in ELTP = 1.50 in DEND = 1.03 in ELIP = 0.89 in NBRW = 8 Max./Row PALN = 64.5 in WPAN = 18.92 lb CDMX = 0.28 in BADS 5.00 ft PANEL DESIGN RESULTS MAXIMUM INTERACTION FACTOR = 0.49B LOAD COMBINATION 10 STRENGTH INTERACTION FACTORS: IN COMPRESSION = 0.000 IN TENSION -' 0.068 IN BENDING = 0.498 IN SHEAR 0.103 CRITICAL MEMBER NUMBER = 38 CRITICAL SECTION 3 FACTORED AXIAL FORCE AND RESISTANCES: ' Pr = 6.33 kip Pro = 11.51 kip Tr = 181,71 kip Pf = 1.27 kip UBKL = 18.297 ft ELNC = 21.041 ft FIXP = 0.000 EK 1.150 FACTORED SHEAR FORCES AND RESISTANCES: Vr = 15.13 kip Vf = 0.13 kip Vb = 23.61 kip Vbftl 1.27 kip FACTORED BENDING MOMENT AND RESISTANCES: Mrn = 3.09 kip-ft Mrnb = 3.09 kip-ft Mrnt = 8.09 kip-ft Mf =-1.54 kip-ft Mrp = 2.82 kip-ft Mrpb = 2.82 kip-ft Mrpt = 3.11 kip-ft Mrpo= 2.82 kip-ft SUMMARY OUTPUT FOR PANEL # 5 PANEL PROPERTIES ++**+#*#*++**+++ Fy = 60.00 ksi Fu = 61.50 ksi FUB 74.00 ksi FyV = 80.00 ksi Fybn = 63.06 ksi Fybp 73.42 ksi t = 0.03 in H - 7.50 in DBOT 0.31 in ANG1 = 45.00 deg. ANG2 = 45.00 deg. DHOL L 0.44 in ELBT = 7.50 in ELTP = 1.50 in DEND 1.03 in ELIP = 0.89 in NBRW = 8 Max./Row PALN 57.5 in WPAN = 16.67 lb CDMX = 0.00 in PANEL DESIGN RESULTS MAXIMUM INTERACTION FACTOR = 0.608 LOAD COMBINATION 10 STRENGTH INTERACTION FACTORS: IN COMPRESSION = 0.000 IN TENSION = 0.067 IN BENDING = 0.608 IN SHEAR = 0.103 CRITICAL MEMBER NUMBER = 41 CRITICAL SECTION 2 FACTORED AXIAL FORCE AND RESISTANCES: Pr = 6.77 kip Pro = 10.26 kip Tr = 19.71 kip Pf = 1.26 kip UBKL = 18.297 ft ELNC = 21.041 ft FIXP = 0�000 EKE= 1.150 FACTORED SHEAR FORCES AND RESISTANCES: � ' 9 I . i Vr = 1.35 kip Vf = 0.02 kip Vb = 23.61 kip Vbf= 1.26 kip FACTORED BENDING MOMENT AND RESISTANCES: Mrn = 2.64 kip-ft Mrnb = 2.64 kip-ft Mrnt = 6.98 kip-ft Mf =-1.61 kip-ft Mrp = 4.29 kip-ft Mrpb = 11.86 kip-ft Mrpt = 4.29Ikip-ft Mrpo! 4.29 kip-ft SUMMARY OUTPUT FOR PANEL # 6 *.x xw w.>xw>.+.w'w+.�*-..li.+>wz>w.w..w.xx->w.*R.+w.zr+..*w*.w+***+**.>+a>!*w*>i*',+++w**w>Y*� • PANEL PROPERTIES Fy = 60.00 ksi Fu = 61.50 ksi FUB =I 74.00 ksi Fyv = 80.00 ksi Fybn = 80.00 ksi Fybp 73.42 ksi t = 0.03 in H = 7.50 in DBOT = 0.31 in ANG1 = 45.00 deg. ANG2 = 45.00 deg. DHOL =i 0.44 in ELBT = 7.50 in ELTP = 1.50 in DEND 1.03 in ELIP = 0.89 in NBRW = 8 Max./Row PALN = 92.0 in WPAN = 26.99 lb CDMX = 0.28 in BADS =i 5.00 ft PANEL DESIGN RESULTS MAXIMUM INTERACTION FACTOR = 0.906 LOAD COMBINATION 12 STRENGTH INTERACTION FACTORS: IN COMPRESSION = 0.000 IN TENSION = 0.087 IN BENDING = 0.818 IN SHEAR = 0.133 CRITICAL MEMBER NUMBER = 56 CRITICAL SECTION = 1 FACTORED AXIAL FORCE AND RESISTANCES: Pr = 6.33 kip Pro = 11.51 kip Tr 18.71 kip Pf = 1.63 kip UBKL = 18.297 ft ELNC = 21.041 ft FIXP = 0.0.00 EK = 1.150 FACTORED SHEAR FORCES AND RESISTANCES: Vr = 15.13 kip Vf = 0.03 kip Vb = 23161 kip Vbf=, 1.63 kip FACTORED BENDING MOMENT AND RESISTANCES: Mrn = 3.09 kip-ft Mrnb = 3.09 kip-ft Mrnt = 8.09 kip-ft Mf = 2.31 kip-ft Mrp = 2.82 kip-ft Mrpb = 2.82 kip-ft Mrpt = 3.11 kip-ft Mrpo= 2.82 kip-ft SUMMARY OUTPUT FOR PANEL # 7 PANEL PROPERTIES Fy = 60.00 ksi Fu = 61.50 ksi FUB 74.00 ksi Fyv = 80.00 ksi Fybn = 63.06 ksi Fybp 73.42 ksi t = 0.03 in H = 7.50 in DBOT = 0.31 in ANG1 = 45.00 deg. ANG2 = 45.00 deg. DHOL _ 0.44 in ELBT = 7.50 in ELTP = 1.50 in DEND 1.03 in ELIP = 0.89 in NBRW = 8 Max./Row PALN 64.5 in WPAN = 18.92 lb CDMX - 0.00 in PANEL DESIGN RESULTS MAXIMUM INTERACTION FACTOR = 0.651 LOAD COMBINATION = 13 STRENGTH INTERACTION FACTORS: IN COMPRESSION = 0.016 IN TENSION 0.000 IN BENDING = 0.376 IN SHEAR = 0.651 CRITICAL MEMBER NUMBER = 69 CRITICAL SECTION 3 FACTORED AXIAL FORCE AND RESISTANCES: Pr = 7.82 kip Pro = 10.26 kip Tr = 18.71 kip Pf -0.12 kip UBKL = 18.297 ft ELNC = 17.016 ft FIXP = 0.500 EK 0.930 FACTORED SHEAR FORCES AND RESISTANCES: Vr = 1.35 kip Vf = 0.88 kip Vb = 23!.61 kip Vbf= 0.12 kip FACTORED BENDING MOMENT AND RESISTANCES: Mrn = 2.64 kip-ft Mrnb = 2.64 kip-ft Mrnt = 6.9,18 kip-ft Mf =-0.99 kip-ft Mrp ===4.29 kip-ft Mrpb =-11.86 kip-ft=Mrpt== 4.29=kip-fft Mrrpo=-4.29 kip-ft --------=-- TOTAL STEEL WEIGHT OF ONE ARCH = 144.475 lbs. MAXIMUM INTERACTION FACTOR IN ARCH = 0.917 A� MEMBER # 141 =ate-a-_----_---_=====-_----- _-_=--= II ---- -------- 9 ARCH BASE CONNECTION DESIGN SUMMARY MAXIMUM FACTORED ARCH REACTIONS: Mmax 1.12 kip-ft Tmax = 1.68 kip Vmax = 0.88 kip ARCH PANEL TO CONNECTOR BOLTS DESIGN: Connection Bolt Diameter = 3/8 in 10 I , Connection Bolt Factored Tensile Strength = 150 kli No. of Connection Bolts on Narrow Flange Side = 1.00 No. of Connection Bolts on Wide Flange Side = 2.001 No. of Connection Bolts on Webs = 4 Factored Shear Capacity per Connection Bolt = 4.201kip Factored Bearing Capacity per Connection Bolt = 1.71 kip Factored Tearing Out Capacity per Connection Bolt = 2.43 kip Factored Slip Resistance per Connection Bolt = 2.75 kip Maximum Interaction Factor for Connection Bolts = 01.276 Corresponding Load Combination No. = 10 Corresponding Arch Support No. = 1 Corresponding Arch Base Moment = 1.12 kip-ft Corresponding Arch Base Shear Force = -0.52 kip Corresponding Arch Base Axial Force = -1.49 kip ANCHOR BOLT DESIGN PER ACI 318-11: Seismic Design Category = A Anchor Strengths in Uncracked Concrete Concrete Strength = 2.50 ksi Smallest Edge Distance = 2.75 in Minimum Embedment Depth = 8.75 in Minimum Foundation Depth = 12.75 in Anchor Type = Hilti Kwik Bolt 3 (ICC ESR-2302) Anchor Bolt Diameter = 5/B in No. of Anchor Bolts on Narrow Flange Side = 1.00 No. of Anchor Bolts on Wide Flange Side = 1.00 Factored Anchor Bolt Tensile Strength = 106 ksi Maximum Interaction Factor for Anchor Bolts = 0.498 Corresponding Load Combination No. = 10 Corresponding Arch Support No. = 1 Corresponding Arch Base Moment Reaction = 1.12 kip-ft Corresponding Arch Base Shear Reaction -0.52 kips Corresponding Arch Base Axial Reaction = -1.49 kip! Lowest Factored Tensile Strength per Anchor bolt = 1 6.36 kip Lowest Factored Shear Strength per Anchor bolt = 4.91 kip Factored Steel Strength of Anchor in Tension = 13.52 kip { Factored Steel Strength of Anchor in Shear = 7.951kip Factored Concrete Breakout Strength of Anchor in Tension = 6.36 kip Factored Concrete Breakout Strength of Anchor in Shear = 4.911kip Factored Pullout Strength of Anchor in Tension = 6.85 kip Factored Concrete Pryout Strength of Anchor in Shear = 13.69 kip ARCH CONNECTOR STEEL THICKNESS = .075 in Factored Pull-Over Resistance per Anchor Bolt = 8I'.32 kip --------------_---—-------- --- MAXIMUM INTERACTION FACTOR INCLUDING ARCH BASE! = 0.917 4. Installation Requirements SteelMaster arch panels shall be installed in accordance of the approved SteelMaster drawings and construction guidelines. 5. Limitations and Conditions of Use Application of SteelMaster arch panels, including connection bolts; anchors, and horizontal loads shall be addressed on a case by case basis Eby a Profes',sional Engineer licensed in Florida in accordance of the requirements of the ilatest edition of the Florida Building Code. I � 11 I I' 9 - Y 6. Certification of Independence It is certified herein that: 1. The evaluator does not have,nor will acquire, a financial interest in any company manufacturing or distributing products for which the report is being issued, and 2. The evaluator does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the products. I 24CU ' V �-- 7 1/ I Figure 1. SteelMaster Arch Panel Cross Section I i I' 12 P64.5x.03 0.498 f �- r\� Future Steel Buildings Intl. Corp, �. Copyright (C) 1998-2015 All rights reserved ARCH ANCHORAGE , BOTTOu,BOLT GRADE 8.2 �. O /LGuTEt'.TO 45 FT-LBS �0- C `✓fI. STEEL B?A:riET� � O i / r ` i ANGLE a vERrxx LEG LENGTH 1�11 ^i MAY BE DIFFERENT FOR 0 k%MODELS �. f� F(bT ANCHOR BOLT LOCATION FROM END OF FOUNDATION: •2.5'WRH UT MANUFACTURERS ENDWALL •33'WITH MANFUCIURER'S ENONALL ARCHES AND MANUFACTURER'S ENDIYALLS MUST BE GROUTED INTD FOUNDATION ON BOTH SIDES OF PANELS. HILTI KB3 ANCHORS (ICC-ESR-2302) OR EQUIVALENT- o I 5/8' fd x 10' BOLTS WITH 8.75' EMBEDDED DEPTH o 'I ( C, x -' n to 10 a - - Arch Data Bolt Numbers / Arch Reactions I Arch Span 19.672 ft 5/16 Bolts = 134 Compression = 0.84 kip i Arch Height 11.959 ft 3/8 Botts - 14 Tension = 1.68 kip Panel Weight = 144 lb 2 & 4 on Ext. & Int. Sides Shear = 0.88 kip 5/8 Bolts = 4 Moment 1.12 kip-ft - -- 2 & 2 on Ext. & Int, Sides = Arch Base Connector Steel TYilck'n'ess-=0.075 In Figure 2. Moment Envelope,Panel Tags&Maximum Interaction Factors for A20-12(20 psf Live,200 mph,HVHZ,Partially Enclosed) 13 �. 4 Figure 3. SteelMaster Arch Panel to Panel Connection with ASTM A307 5/16"Diameter Bolts and Nuts at 7" Spacing Along Panel Length(Washers not required) 14