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ki T E E L A S T F.7" BUILDING SYSTEMS I CHIC®, C (A SI 51.00-07, AISI 5100 07/S,-4-OrASCE 7-1.0. CBC -13 & IBC -1.2) FUTURE STEEL BUILDINGS INTL. COPYRIGHT ° 2014 Report: 081-45147 Z;"DING GUO . 6140 AXP.' CIVIL July 31, 2014 STEELI L A IASTER BUILDING SYSTEMS I MEN 13 N 5re-1we-ne ON N OWN Table of Contents List of Figures 1. Executive Summary 1.1 Background 1.2 Design Criteria and Method 1.3 Design Data 1.4 Summary of Key Results 2. Introduction 2.1 Background 2.2 Organization of Design Report 3. Design Criteria and Method 3.1 Codes and Standards 3.2 Design Loads 3.3 Load Combinations 3.4 Design Method 3.4.1 General 3.4.2 Experimental Investigations 3.4.3 Theoretical Modeling 3.4.4 Main Features of Arch Design Computer Program "Future" 4. References 5. Appendices 5.1 Automatically Generated Input File 5.2 Design Summary 5.3 Foundation Design 5.4 Comparison of Earthquake and Wind Base Shears Page i ii 1 1 1 1 1 3 3 3 4 4 4 5 6 6 6 7 8 23 26 26 32 36 36 i STEELI LVI (ASTER BUILDING SYSTEMS a Page Figure 1. Moment Envelope, Panel Tags & Maximum Interaction Factors for the Current Building Submitted for Plan Review 2 Figure 2. Structural Model for the G.M. Place at Vancouver 9 Figure 3. Structural Model for the Hall "A" of National Trade Center at Toronto 9 Figure 4. Moment Envelope & Panel Tags for Model A30-14 13 Figure 5. Axial Force Envelope & Panel Tags for Model A30-14 15 Figure 6. Shear Force Envelope & Panel Tags for Model A30-14 16 Figure 7. Moment Envelope, Panel Tags & Maximum Interaction Factors for Model A30-14 17 Figure 8. Moment Envelope, Panel Tags & Maximum Interaction Factors for Model Q60-20 (Uniform Panel Thickness) 18 Figure 9. Moment Envelope, Panel Tags & Maximum Interaction Factors for Model Q60-20 (Minimum Panel Thickness) 19 Figure 10. Moment Envelope, Panel Tags & Maximum Interaction Factors for Model 560-25 (One Thickness for a Panel Group) 20 Figure 11. Moment Envelope, Panel Tags & Maximum Interaction Factors for Model 560-25 (Minimum Panel Thickness) 21 ii Y 1.1 Background In order to thoroughly understand the structural behavior of SteelMaster buildings and thus to confidently design them to meet/exceed code requirements, National Research Council Canada and Future Steel Buildings Intl. Corp. have jointly commissioned two research and development projects 1-2 on the structural properties of cold -formed steel arch buildings. Two prominent universities 3-4 have tested SteelMaster arch panels in both bending and compression. Based on these test results, theoretical models and computer programs have been developed for the design of SteelMaster buildings. In 2000 alone, we designed and manufactured 3 buildings, up to 100 feet free span, for NASA John F. Kennedy Space Center 20-21 in Florida. 1.2 Design Criteria and Method AISI S-100 "-", ASCE 7 38, CBC 1° and IBC 26 have been used to design SteelMaster buildings. As listed in Sections 3.2 and 3.3, a total of 12 basic load cases and 55 load combinations have been taken into account in the design. All design calculations are carried out using the new arch design computer program, created through the two research and development projects referred above. 1.3 Design Data Site-specific design data used to design the current building are summarized below: • Building Type : ASCE Category II building • Live Load : Flat roof live load of 20 psf • Snow Load : Ground snow of 0 psf, partially exposed, cold roof • Wind Load : 3-s gust wind speed of 115 mph, exposure C • Earthquake : Seismic design category D, SS 0.6268, S1 0.280g, site class D 1.4 Summary of Key Results The key design results are summarized in Figure 1. Since the maximum interaction factor for all of the panel members and 55 load combinations is only 0.642, this arch building can safely resist all the loads and load combinations required by the building codes and design standards. 1 P120x,03 P�20%p3 pfaokoa 0,416 Og21 p9 �S2� 1`Lp+ Q O�0 06 Future Steel Hutldings Intl Corp, "'a Copyright (C) 1998-2014 All rights reserved o� o+ tiZ Arch Data Q Arch Span = Bolt Numbers / Arch ^� P 50,000 ft 5/16 Botts = 1@2 Reactions ohs Arch Height = 17,310 ft 3/8 Bolts = 14 Compression = 1,25 kip Panel Weight = 242 lb Tension = 0,99 kip 2 & 4 on Ext. &Int. Sides Shear = 0,88 kip 5/8 Bolts e 4 Moment = 1.80 kip -ft 2 & 2 on Ext, & Int, Sides Arch Base Connector Steel Thickness = 0.075 In FIGURE 1. MOMENT ENVELOPE, PANEL TAGS & MAX. INT. FACTORS FOR 050-17I20-0-115 2.1 Background Future Steel Buildings Intl. Corp. is one of the largest companies in the world specialized in the design and manufacture of cold -formed steel arch -type buildings. We design and manufacture 5 series, 450 different "standard" SteelMaster buildings ranging from 10 ft to 100 ft wide and 10 ft to 30 ft tall, and sell thousands of arch -type steel buildings per year to many countries around the world. In 2000 alone, we designed and manufactured 3 buildings for NASA John F. Kennedy Space Center 20 in Florida. These buildings, up to 100 feet free span, were designed 21 to meet the requirements of NASA Standard KSC- STD-Z0004E 22, ASCE 7-98 23 and ACI 318-99.24 In order to thoroughly understand the structural behavior of SteelMaster buildings and thus to confidently design them to meet/exceed code requirements, National Research Council Canada (NRCC) and Future Steel Buildings Intl. Corp. have jointly commissioned two research and development projects 1-2 on the structural properties of cold -formed steel arch buildings. McMaster University 3 and University of Waterloo 4 have conducted experimental investigations into the flexural and compressive capacities of SteelMaster arch panels. Based on the above test results, theoretical models have been developed and numerical analyses have been carried out to determine the loading capacities of SteelMaster arch buildings. The newly created arch design computer program, Future, is one of the direct results from these large scale research projects and will be used to design all SteelMaster buildings. 2.2 Organization of Design Report To help the building official to carry out his/her duty easily, all of the background information, design criteria, design method, site-specific design data and key design results for the current building are summarized in Section 1. Section 3 of this report describes in details of our design criteria and design method applicable to all SteelMaster buildings. Numerous drawings are used to illustrate our design method and tools. The full input file, design summary, foundation design and earthquake base shear calculations specific for the current building are provided in the appendices. 3 3.1 Codes and Standards Building design in the United States of American (USA) was governed by the `SOCA National BuildN Code" 7 (BOCA) primarily in the Northeast region, the "Standard Building Code" (SBC) mainly in the Southeast region, and the "Uniform Building Code" 9 (UBC) in the West reion. More and more jurisdictions have adopted the new "International Building Code" 6'27 (IBC), Florida Building Code 2010 34 (FBC) governs building designs in Florida. Although some differences exist on the roof snow loads and the minimum roof live load on agricultural buildings, all of the above model building codes accept part/all of the "Minimum Design Loads for Buildings and Other Structures" 6,23,31,38 published by the American Society of Civil Engineers (ASCE 7). Without exception, all of the above model building codes require that cold -formed steel buildings shall be designed according to the "Specification for the Design of Cold -formed Steel Structural Members" 5,29,35-37 published by the American Iron and Steel Institute (AISI). SteelMaster buildings are designed based on AISI and ASCE 7, as recognized/modified by CBC, and/or local building officials. Where design equations are not given in AISI, the designs are based on test results, rational analyses and numerical modeling. Although each arch is designed as a two-dimensional structure, the three-dimensional shell action of the arch panels and end walls have been taken into account throgh a three- dimensional finite element analysis contains a total of 13,395 shell elements.2 3.2 Design Loads SteelMaster buildings are designed for the following 12 basic load cases. The two letter basic load ID will be used for load combinations in Section 3.3. It should be pointed out that since SteelMaster buildings are relatively lightweight, flexible and ductile, earthquake load generally does not govern the design and thus is not listed below. 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 roof. 4. LR Roof live load applied on the right side of the roof. 5. SB Balanced snow load on the whole roof. 6. SL Unbalanced snow load on the left side of the roof. 7. SR Unbalanced snow load on the right side of the roof. 8. WL External wind from the left side of the building. 9. WR External wind from the right side of the building. 10. WA External wind along the building length direction. 11. WP Positive internal wind pressure. 12. WN Negative internal wind pressure. 2 3.3 Load Combinations Every SteelMaster building is designed for the following 55 load combinations (please see Section 3.2 for basic load ID): 1. 2. 3. 4. 5. 6. 7. 8. 9. 10. 11. 12. 13. 14. 15. 16. 17. 18. 19. 20. 21. 22. 23. 24. 25. 26. 27. 28. 29. 30. 31. 32. 33. 34. 35. 36. 37. 38. 39. 40. 41. 42. 43. 44. 45. 46. 47. 48. 49. 50. 51. 52. 53. 54. 55. 1.4 DL 1.2 DL + 1.6 LU 1.2 DL+1.6LL 1.2 DL+1.6LR 1.2 DL+1.6SB 1.2 DL + 1.6 SPL 1.2 DL + 1.6 SPR 1.2 DL+1.6SL 1.2 DL+1.6SR 0.9 DL + 1.0 WL + 1.0 WP 0.9 DL + 1.0 WL + 1.0 WN 0.9 DL + 1.0 WR + 1.0 WP 0.9 DL+1.OVTR +1.OWN 0.9 DL + 1.0 WA + 1.0 WP 0.9 DL+1.0WA+I.0WN 1.2 DL + 1.6 LU + 0.5 WL + 0.5 WP 1.2 DL + 1.6 LU + 0.5 WL + 0.5 WN 1.2 DL + 1.6 LU + 0.5 WR + 0.5 WP 1.2 DL+ 1.6 LU+0.5 WR+0.5 WN 1.2 DL + 1.6 LL + 0.5 WL + 0.5 WP 1.2 DL + 1.6 LL + 0.5 WL + 0.5 WN 1.2 DL+ 1.6 LL+0.5 WR+0.5 WP 1.2 DL+ 1.6 LL+0.5 WR+0.5 WN 1.2 DL+ 1.6 LR+ 0.5 WL+ 0.5 WP 1.2 DL+ 1.6 LR+0.5 WL+0.5 WN 1.2 DL+ 1.6 LR+0.5 WR+0.5 WP 1.2 DL + 1.6 LR + 0.5 WR + 0.5 WN 1.2 DL+ 1.6 SB+0.5 WL+0.5 WP 1.2 DL+ 1.6 SB+0.5 WL+0.5 WN 1.2 DL+ 1.6 SB+0.5 VTR +0.5 WP 1.2 DL + 1.6 SB + 0.5 WR + 0.5 WN 1.2 DL + 1.6 SPL + 0.5 WL + 0.5 WP 1.2 DL + 1.6 SPL + 0.5 WL + 0.5 WN 1.2 DL + 1.6 SPR + 0.5 WR + 0.5 WP 1.2 DL + 1.6 SPR + 0.5 WR + 0.5 WN 1.2 DL+ 1.6 SL+0.5 WR+0.5 WP 1.2 DL+ 1.6 SL+0.5 WR+0.5 WN 1.2 DL+ 1.6 SR+0.5 WL+0.5 WP 1.2 DL+ 1.6 SR+0.5 WL+0.5 WN 1.2 DL + 0.5 LU + 1.0 WL + 1.0 WP 1.2 DL + 0.5 LU + 1.0 WL + 1.0 WN 1.2 DL + 0.5 LU + 1.0 WR + 1.0 WP 1.2 DL + 0.5 LU + 1.0 WR + 1.0 WN 1.2 DL + 0.5 LL + 1.0 WL + 1.0 WP 1.2 DL + 0.5 LL + 1.0 WL + 1.0 WN 1.2 DL+0.5LL+1.0 WR+1.0WP 1.2 DL+0.5LL+1.OWR+1.0WN 1.2 DL + 0.5 LR + 1.0 WL + 1.0 WP 1.2 DL + 0.5 LR + 1.0 WL + 1.0 WN 1.2 DL + 0.5 LR + 1.0 WR + 1.0 WP 1.2 DL + 0.5 LR + 1.0 WR + 1.0 WN 1.2 DL + 0.5 SB + 1.0 WL + 1.0 WP 1.2 DL + 0.5 SB + 1.0 WL + 1.0 WN 1.2 DL+0.5SB+1.OVTR +1.0WP 1.2 DL + 0.5 SB + 1.0 WR + 1.0 WN R 3.4 Design Method 3.4.1 General The design of a simple straight cold -formed steel stud or track member under combined compression and biaxial bending is already a challenge for structural engineers due to the combined local buckling, global buckling and torsional -flexural buckling. For curved arch panels with numerous transverse stamped stiffeners, only a few structural engineers know how to analyze/design them with confidence. To design cold -formed steel arch buildings, the structural engineer has to thoroughly understand the structural behavior of the arch panels and the code requirements, and has to be able to create computer programs to design them safely and economically. The experimental investigations commissioned by the National Research Council Canada and Future Steel Buildings Intl. Corp. will be outlined below. Which will be followed by the theoretical modeling. Main features of the new computer program, Future, will be used to illustrate our design method. 3.4.2 Experimental Investigations In order to thoroughly understand the structural behavior of SteelMaster buildings and thus to confidently design them to meet/exceed code requirements, National Research Council Canada and Future Steel Buildings Intl. Corp. have jointly commissioned two research and development projects 1-2 on the structural properties of cold -formed steel arch buildings. A total of 120 full size SteelMaster arch panels have been tested ' by McMaster University according to the 1996 AISI Specifications. These tests include 20 test series covering 11 different kinds of arch panels, 7 different panel radii, 5 building models, 4 crimp patterns and 2 kinds of steel thickness. To achieve the most reliable test results, 6 identical specimens have been tested for every test series. The flexural strengths and stiffness under both positive bending and negative bending have been fully documented by McMaster University. Virgin steel properties have also been experimentally determined by McMaster University in accordance with ASTM Standard A370 1 , "Standard Test Methods and Definition for Mechanical Testing of Steel Products." A total of 198 full size and coupon stub -column specimens have been tested " by the University of Waterloo according to the 1996 AISI Specifications and in reference to the AISI "Stub -Column Test Method for Effective Area of Cold -Formed Steel Columns." 12 These tests include 33 test series covering 84 full size stub -columns, 84 corner coupons and 30 flange coupons specimens. Again, 6 identical test specimens were used for each test series to achieve highly reliable test results. The compressive strengths and stiffness of all the full size sections and coupons have been fully documented by the University of 31 Waterloo. Virgin steel properties have also been determined by the University of Waterloo in accordance of ASTM Standard A370. 3.4.3 Theoretical Modeling The above test results from the experimental investigations are very valuable to help structural engineers to understand the structural behavior and to verify theoretical modeling results of the arch panels. These test results alone, however, cannot empower a structural engineer to design SteelMaster Buildings. This is because it is not practical to use experimental programs to cover all of the numerous design variables and their different combinations. To create a new arch design computer program, one must first establish the required theoretical framework. Listed below are some examples: a. To establish the theoretical relationship between the arch panel curvature and the crimp details. b. To determine theoretically how the crimp types and depths will influence the in -plan compressive strength and stiffness of the crimped zones. c. To determine theoretically how the crimp types and depths will influence the out -off - plan flexural stiffness of the crimped zones and thus will influence the effective width of the flange and web segments of the panel cross-section. d. To derive the equations required to calculating the shear center location, Xo, and the warping constant, C, for SteelMaster arch panel sections. e. To establish a computation method for the effective cross-sectional properties of SteelMaster arch panels. f. To create a method to calculate the effective buckling lengths of SteelMaster arches under various loading conditions and different base connections. g. To create a method to handle the combined local and global buckling of the arch panels. h. To establish a rational way to deal with the interaction of combined compression and bending for SteelMaster buildings. After the above theoretical framework is established based on the test results from the experimental investigations, an arch design computer program is developed. Since this new program is rooted from an existing structural design program, AutoDesign ` 13, some key features of AutoDesign° will be very briefly outlined below as background information: • Automatically define joints, members and structural topology for all beam/column, plate/shell and solid elements from ACAD drawings. • Design 10 kinds of cold -formed steel sections in accordance of CSA -5136-94 is • Design 17 kinds of hot -rolled steel sections using AISC LRFD 1993 15. • Design 20 kinds of hot -rolled steel sections according to CAN/CSA-S16.1-94 16 • Concrete/steel composite beams can be designed for 18 kinds of steel sections. • Analyze rectangular and circular reinforced and prestressed concrete sections. 7 • Design all wood member types according to CSA -086.1-94 17. • Design 11 kinds of Aluminum sections using CAN3-S 157-M83 ' 8. • Analyze/design all cold -formed steel, hot -rolled steel, concrete, aluminum and wood members in a complex structures in a single run. • Generate structural drawings with section tags, member force envelopes and reaction envelopes. • Automatically adjust link beam joint coordinates in eccentrically braced frames. • Calculate torsional stresses for 7 section types with different loads and supports. • Determine inelastic lateral -torsional buckling strengths, flange and web local buckling strengths for various load positions, load types and end conditions. • Compute the dynamic effect of vortex shedding for slender cylindrical structures. Shown in Figures 2 and 3 are two real buildings designed using A utoDesigno. The G.M. Place in Vancouver is a 20,000 seat NHL Hockey and NBA Basketball arena. The National Trade Center in Toronto has 500,000 ft2 exhibition halls at $148 millions. To drastically reduce the developing time, the source code of program AutoDesign° has been modified into the source code of the new arch design program, Future. The main features of this new program will be described in the following section. 3.4.4 Main Features of Arch Design Computer Program "Future" As reported above, the new arch design computer program is based on extensive experimental investigations, theoretical modeling and the source code of a powerful existing structural design program, AutoDesigno. The main features of this new program are summarized below. Automatic Creation of Structural Arch Models To define the joint numbers, member numbers and structural topology for complex spatial structures has been one of the most time consuming and error prone task for preparing computer program input data. But this is not the case anymore. A structural arch model can be automatically generated by this program. The user needs only specify the arch type: "A", "C", "Q", "S" or "X", the arch span and height. Program Future will generate all the joint numbers, joint coordinates, member numbers, and arch topology. To accurately define the arch geometry, a joint is placed at every bolt location along the arch length. The overlapping between the arch panels is also accurately modeled using double members. This program also automatically calculates the curvatures of all the arch panels in different arch models. A straight portion exists at each end of an eave/peak panel. This is also accurately reflected in the calculated joint coordinates. Panel properties are also defined by program Future according to the user specified panel thickness. Since a customer may specify any arch span and height combination, the end arch length cannot always fit the standard bolt spacing. Therefore, program Future will check every arch model, and automatically adjust the span/height slightly if necessary, and to make sure the total arch length fit the standard bolt spacing. Automatically Defined Boundary Conditions Arch buildings have been routinely treated as hinged bases while some other engineers assuming totally fixed arch base condition. In reality, the arch base is neither a true hinge nor totally fixed. SteelMaster arches are analyzed/designed based on partially fixed base conditions in accordance of the test results reported by Dofasco. After the user chooses one of the three base connector types: bracket, channel or industrial base connectors, program Future will automatically calculate the spring constant and define the arch boundary condition accordingly. The calculations are based on the test results reported by Dofasco, the base connector type, arch panel thickness, and the type and size of the axial force at the arch bases. Automatically Defined Loads and Load Combinations Building officials generally specify site-specific flat roof live loads, ground snow or flat roof snow loads, wind speeds or pressures. The real loads to be applied to the arch structures, however, depend on the roof slopes, curvatures, heights, etc. Many load combinations are also required to be taken into account. After specifying the flat roof live load, ground snow and wind speed or pressure, program Future will automatically define all of the 11 basic load cases listed in Section 3.2 and the 55 load combinations listed in Section 3.3. All of the specified loads are automatically adjusted according to the roof slopes, roof curvatures and building heights, according to the rules set by ASCE 7 and the model building codes. In fact, the entire input file required for a structural analysis is automatically prepared by program Future. An automatically generated input file for the current project is listed in Appendix 5.1. By running a commercial structural analysis program, all the member forces, joint displacements and reactions for every load combinations can be generated in just a few seconds. 10 Automated Arch Panel Design Most arch panel design parameters have been defined in program Future, a user can over- write or accept the default parameters. For each panel group, the steel yield strength, steel tensile strength, base steel thickness, dimensions of all panel section parts, and bolt data may be fully specified. The default steel type is Dofasco Galvalume Sheet Steel satisfying ASTM A792/A792M SS Grade 50A (345A) 19. Grade 2 bin bolts of 5/16" diameter are used to connect arch panels. The proof load and tensile loads for the Grade 2 bolts are 2.9 kip and 3.9 kip, respectively. Grade 8 bolts of 3/8" diameter are used to connect the arch panels to the arch base. The proof load and tensile loads for the Grade 8 bolts are 9.3 kip and 11.6 kip, respectively. The entire arch may be designed using the same steel thickness or using different steel thickness for various panel groups. Each arch panel may also be designed separately to achieve the minimum steel weight while satisfy every code requirement. If a zero steel thickness is specified for a panel group, the minimum required panel thickness will be determined by the program for all the 55 load combinations. If a non -zero steel thickness is specified, then the program will conduct a code review for the specified steel thickness and the 55 load combinations. Program Future will calculate the capacities for bending, compression, tension and shear at two sections for every arch panel member. Both positive and negative bending capacities will be calculated with due consideration of the influences from both the local buckling and the crimps. Both sectional and member compressive strengths are calculated. The effects of both local buckling and crimps are considered in the calculated sectional compressive strength. The member compressive strength is generally less than the sectional compressive strength because of the additional effects of global buckling. The influence of crimps is also reflected in the computed tensile strength. The calculated tensile and compressive strengths are further restricted by the shear strength of the connection bolts. Every arch panel member is designed as a general beam -column member subjected to combined axial forces and bending moments, combined beading and shear, and of course subjected to also bending, compression, tension or shear alone. The above strength checking is repeated for all of the 55 load combinations listed in Section 3.3. The maximum interaction factor calculated by the program for every panel group represents the maximum ratio of the required strength to the provided strength for all of the members in that group and for all of the 55 load combinations. Detailed interaction factors are written to a file for all the member sections, arch panel members and 55 load combinations. This file is usually several MB in size. To reduce the output amount, a design summary file is available for every building designed. Shown in Appendix 5.2 is such a design summary for the current project. 11 Automated Arch Base Connection Design To achieve the full loading capacity of the arch, the calculated arch reactions must be safely transferred from the arch base panels to the base connectors and then to the foundation. For a load combination, Program Future will first identify the associated tensile reactions, horizontal shear forces and moment reactions at the both arch ends. Then the most critical connection force will be calculated for the combined tension, shear and moment reactions together with the associated base connection details. Finally the connection strengths of the base panel, the connection bolt and the anchor bolt will be designed as outlined briefly below. Base Panel. Every base panel is checked for the bearing strength and the end tearing -out strength, based on the panel thickness, panel tensile strength, bolt size, bolt quantity, end distance and the most critical connection forces calculated. Connection Bolt. To simplify the arch building construction, only one type of arch base connection bolt will be used. This is a Grade 8 bolt of 3/8" diameter. The required number of bolts will be calculated according to the critical connection forces, the bolt shear capacity and bearing capacity. But minimum 3 connection bolts will be used at each arch end with 2 bolts on the wide flange and 1 bolt on the narrow flange, unless the arch bases are assumed as hinges. Anchor Bolt. Required anchor bolt diameter and quantity are calculated based on the most critical anchor tensile force, shear force, anchor bolt type, embedded length, anchor bolt tensile capacity, shear capacity, concrete strength, edge distance and anchor spacing. The above design process will be automatically repeated for all of the 55 load combinations and the highest interaction factor for these connections will be calculated. To ensure the base connection is stronger than the arch structure, the maximum interaction factor for the base connections is kept below the maximum interaction factor for the arch panels. Automated Arch Design Drawings Design summary, such as that shown in Appendix 5.2, contains only major input data and design results. Although such a summary is much easier for the evaluation of the design results, structural design drawings showing the arch shapes, panel section tags, and force envelopes will be much better. Shown in Figure 4 are the moment envelope and panel tags for Model A30 -14B20-40- 125. This model ID stands for a type "A" arch building of 30 ft span and 14 ft tall subjected to a roof live load of 20 psf, ground snow of 40 psf and a wind speed of 125 mph. The letter `B" at the middle of the arch ID represents the "Bracket" base connector. The moment envelopes are shown by the envelope curves and supplemented with the maximum and minimum moments in each arch panel. The unit for the moment is kip -ft. 12 P71,5x.03 `'' FIGURE 4. MOMENT ENVELOPE & PANEL TAGS FOR A30-14820-40-125 P126X p3 p12pk.03 -0.93 1.77 L�9 'h09 OA -%p9 1.7.9 +0 �9 P /2b Future Future Steel Bulldings Intl. Corp, j Copyright (C) 1998-1999 AIL rights reserved o Arch Data Bolt Numbers / Arch Reactions N o Arch Span = 30.000 ft 5/16 Holts = 146 Compression = 1.18 kip, Arch Height = 14.291 ft 3/8 Botts = 6 Tension = 0.73 kip .� Panel Weight = 220 lb 2 & 4 on Ext. 6 Int, Sides Shear = 0.77 kip x a_ v 5/8 Bolts = 4 Moment = 3.03 kip -ft A Cu i 2 6 2 on Ext, & Int. Sides c `'' FIGURE 4. MOMENT ENVELOPE & PANEL TAGS FOR A30-14820-40-125 The panel section tag, e.g. P71.5x.04, represents an arch panel of 71 1/z" long and 0.04" thick. As shown in Figure 4, the moment envelopes at some locations are obviously smaller. These locations are exactly the panel overlapping areas. Since the total panel thickness is twice as thick as other places, the moments at those areas are expected to be smaller. Total steel weight for a complete arch, required bolt sizes, bolt quantities, and reactions are also summarized in the drawing. Shown in Figures 5 and 6 are axial force and shear envelopes for the same arch shown in Figure 4. Maximum interaction factors calculated for the 42 load combinations are also provided in Figure 7 for all the arch panels. As shown in Figure 7, the loading capacity of this arch is controlled by the eave panels because their maximum interaction factors have the highest value. Since all of the interaction factors are less than 1.0, this arch can safely resist all the applied loads and the load combinations. Since the maximum interaction factors in the wall panels, roof panels and the peak panel are much smaller than 1.0, the reserved load capacities in these panels are larger than those for the eave panels. Since the maximum interaction factor in an arch is the most important and conclusive parameter to determine whether the structure can safely resist all the required loads and load combinations, from now on only such drawing as shown in Figure 7 will be used in this report. Similarly, only such a drawing is provided in Section 1.4 for the current building. The key design results are summarized in Figure 8 for Model Q60 -20B20-25-100. The model ID indicates a 60 ft span and 20 ft tall "Q" model arch building, connected to the foundation by brackets, and subjected to 20 psf flat roof live load, 25 psf ground snow, and 100 mph wind. Summarized in Figure 8 are results for a single panel thickness for all the arch panels. Based on the values of the maximum interaction factors in all the arch panels, it is obvious that the load capacity of this arch is governed by the bottom panel. More than 40% of the panel strength are wasted in the top 4 arch panels. Summarized in Figure 9 are the results when program Future is asked to design each arch panel separately. Although the 5 bottom panels are still 0.04" thick, the thickness of the top 4 panels are reduced to 0.03". By comparing the panel weight of 389 lb and 344 lb, shown in Figures 8 and 9 respectively, 45 lb of steel can be saved for every arch by just allowing program Future to design each panel separately. Summarized in Figures 10 and 11 are the results for Model S60 -25B20-20-120. This is a type "S" model of 60 ft span and 25 ft tall. Bracket type of base connector is used. The flat roof live load, ground snow and wind speed specified for this arch are 20 psf, 20 psf and 120 mph, respectively. Results summarized in Figure 10 are calculated by asking program Future to conduct a code review for 0.05" thick wall and eave panels with 0.04" thick roof panels. Since the maximum interaction factor is 0.980 that is less than 1.0, the specified steel thickness can safely resist all the 11 loads and 42 load combinations. 14 P 01103 0.1 ,.,03 OP qZ+ Q �� o P71,5x,03 -0,79 0,79 `40'? stir? Future Steel Buildings Intl. Corp, Copyright (C) 1998-1999 All rights reserved P Arch Data Bolt Numbers / Arch Reactlons a Arch Span = 30.000 ft 5/16 Bolts = 146 Compression = 1,18 kip Arch Height = 14,291 ft 3/8 Bolts = 6 Tenslon = 0,73 kip rl Panel Weight = 220 lb 2 & 4 on Ext. & Int, Sides Shear = 0,77 kip a• x m 5/8 Bolts = 4 Moment = 3,03 klp-ft C5 A 2 & 2 on Ext, & Int, Sides V N FIGURE 5, AXIAL FORCE ENVELOPE & PANEL TAGS FOR A30-14820-40-125 110 9 m V t- in x 0 C5 A V N OA Future Steel Buildings Intl. Corp. A9 Copyright CC) 1998-1999 Q All rights reserved 0� Arch Data lb Reactions Arch Span = 30,000 ft ,Ob Compression = 1.18 kip Arch Height = 14.291 ft 3/8 Bolts = 6 Tension = 0,73 kip Panel Weight = 220 lb 2 & 4 on Ext. & Int, Sides Shear = 0.77 kip r Moment = 3.03 kip -ft 2 & 2 on Ext. & Int. Sides C) V 0 V x V W (L US x N 0 c o s A6 P71,5x.03 -0.29 0.29 -041S Pleo" 03 065 ° FIGURE 6. SHEAR ENVELOPE & PANEL TAGS FOR A30-14820-40-125 Future Steel Buildings Intl. Corp. A9 Copyright CC) 1998-1999 All rights reserved Arch Data Bolt Numbers / Arch Reactions Arch Span = 30,000 ft 5/16 Bolts = 146 Compression = 1.18 kip Arch Height = 14.291 ft 3/8 Bolts = 6 Tension = 0,73 kip Panel Weight = 220 lb 2 & 4 on Ext. & Int, Sides Shear = 0.77 kip 5/8 Bolts = 4 Moment = 3.03 kip -ft 2 & 2 on Ext. & Int. Sides ° FIGURE 6. SHEAR ENVELOPE & PANEL TAGS FOR A30-14820-40-125 A9 � Y i 0 V V V x 0 o U1 �0 P71,5x,03 � Ox a3 AI2p P�2 x 0 I 0,728 3 2 & 2 on Ext, & Int. Sides ✓� 13.1 0 704 OR .o Q y 0� �s Future Steel Buildings Intl Corp, Copyright CC) 1998-1999 All rights reserved Arch Data Bolt Numbers / Arch Reactions o Arch Span = 30,000 ft 5/16 Bolts = 146 Compression = 1,18 kip x ^ Arch Height = 14,291 ft 3/8 Holts = 6 Tension = 0.73 kip `O Panel Weight = 220 lb 2 & 4 on Ext. & Int. Sides Shear = 0.77 kip x a- 5/8 Bolts = 4 Moment = 3.03 kip -ft 2 & 2 on Ext, & Int. Sides 0 �6 �. FIGURE 8. MOMENT ENVELOPE, PANEL TAGS & MAX, INT, FACTORS FOR Q60 -20B20-25-100 00 P P120X'p4 120x,04 pl2pk O�C\a 04 QLZ 0,520 0,464 0536 AI 6� +0F s6 � Future Steel Buildings Intl, Corp, Copyright (C) 1998-1999 All rights reserved oa o� Arch Data Bolt Numbers / Arch Reactions rL Arch Span = 60,000 ft 5/16 Batts = 274 Compression = 1.35 kip Q~ ari Arch Height = 20,469 ft 3/8 Bolts = 8 Tension = 1.16 kip o Panel Weight = 389 lb 4 & 4 on Ext. & Int, Sides Shear = 1,13 kip 5/8 Batts = 4 Moment = 3,18 klp-ft 2 & 2 on Ext, & Int, Sides 0 �6 �. FIGURE 8. MOMENT ENVELOPE, PANEL TAGS & MAX, INT, FACTORS FOR Q60 -20B20-25-100 00 p120x p3 P120x,03 03 0,7g5 0,719 0°�O6 pl��k 03 0. 8c� j Ali O{, Oy 2 b o• p120x p3 P120x,03 03 0,7g5 0,719 0°�O6 pl��k 03 0. 8c� j Ali O{, Oy FIGURE 9, MOMENT ENVELOPE, PANEL TAGS & MAX, INT, FACTORS FOR Q60 -20B20-25-100 SS Future Steel Bulldings Intl, Corp, Copyright CC) 1998-1999 ,o All rights reserved e- °+ Arch Data Bolt Numbers / Arch Reactions •o Arch Span = 60,000 ft 5/16 Bolts = 274 Compression = 1,33 kip s9� Arch Height = 20,469 ft 3/8 Bolts = 8 Tension = 1,17 kip ,a Panel Weight = 344 lb 4 & 4 on Ext. & Int. Sides Shear = 1,14 kip u'a. 5/8 Bolts = 4 Moment = 3,04 klp-ft X 2 & 2 on Ext, & Int, Sides FIGURE 9, MOMENT ENVELOPE, PANEL TAGS & MAX, INT, FACTORS FOR Q60 -20B20-25-100 P120X-04 p12pX'p4 Pl2 pk 04 0,645 0,62$ pJ a g�2 �0+09 Qti2° 0>> A''{ '9 S +0S% 1� O� 09 Future Steel Buildings Intl, Corp, �o o Copyright (C) 1998-1999 -o All rights reserved NX 4� ^ � � la o � C Arch Data Bolt Numbers / Arch Reactions Arch Span = 60.000 ft 5/16 Bolts = 264 Compression = 1.39 kip Arch Height = 24.813 ft 3/8 Bolts = 10 Tension = 1.34 kip Xm Panel Weight = 481 lb 6 & 4 on Ext. & Int. Sides Shear = 1.14 kip N 3/4 Bolts = 4 Moment = 5.81 kip -ft o m N n 2& 2 on Ext. & Int, Sides m x n C3 tv C) FIGURE 10, MOMENT ENVELOPE, PANEL TAGS & MAX, INT, FACTORS FOR S60 -25B20-20-120 N FIGURE 11, MOMENT ENVELOPE, PANEL TAGS & MAX, INT, FACTORS FOR S60 -25B20-20-120 03 P120x.03 p12pX, P12 pk 03 03 P12p+ 0,957 0,938 0.p I ��+01 834 oh p950 oe Air Q�2o+ s+°s 2� o� o> Future Steel Buildings Intl, Corp, r'6 CIO Copyright (C) 1998-1999 N ok All rights reserved a~ rn� a� o Arch Data Bolt Numbers / Arch Reactions f Arch Span = 60.000 ft 5/16 Bolts = 264 Compression = 1.39 kip Arch Height = 24,813 ft 3/8 Bolts = 8 Tension = 1.34 kip Ln Panel Weight = 455 lb 4 & 4 on Ext. & Int, Sides Shear = 1.12 kip N �n n 3/4 Botts = 4 Moment = 5.15 kip-ft o V N to 0 2 & 2 on Ext. & Int. Sides a N FIGURE 11, MOMENT ENVELOPE, PANEL TAGS & MAX, INT, FACTORS FOR S60 -25B20-20-120 Summarized in Figure 11 are results from asking program Future to design each panel separately. As shown in Figure 11, while the 2 bottom roof panels become 0.05" thick, the thickness of the 4 top roof panel can be reduced to 0.03". By comparing the panel weight of 481 lb and 455 lb, shown in Figures 10 and 11, respectively, 26 lb of steel can be saved for every arch in this building. `Automatically Update Arch Panel Properties When the initial input file is generated by program Future, all arch panel properties are estimated based on the suggested panel thickness. Once the arch panels are designed, all sectional properties are calculated by program Future according to the newly designed thickness and the required curvature of every arch panel. Program Future has been trained to automatically update all the arch panel properties in the input file. By repeating the arch design process a few times, all of the panel forces and thickness will converge to the final design results. In fact, all the final results summarized in the above figures were obtained by repeating the analysis/design process only once. 22 1. National Research Council Canada, "Industrial Research Assistance Program Contribution Agreement between National Research Council of Canada and Future Steel Buildings Intl. Corp. on the Flexural Capacity of Future Steel Arch Panels," Nov. 1998, 10 pages. 2. National Research Council Canada, "Industrial Research Assistance Program Contribution Agreement between National Research Council of Canada and Future Steel Buildings Intl. Corp. on the Compressive Capacity of Future Steel Arch Panels," May 1999, 10 pages. 3. K.S. Sivakumaran and Ping Guo, "Tests for Flexural Behavior of Arch (Curved) Steel Panels," Proceedings of 3`d Structural Specialty Conference of the Canadian Society for Civil Engineering, London, ON, June 7-10, 2000, pp. 122-129. 4. Lei Xu, Yanglin Gong, and Ping Guo, "Compressive Tests of cold -Formed Steel Curved Panels," Journal of constructional Steel Research, Vol. 57, 2001, pp. 1249-1265. 5. American Iron and Steel Institute, "Specification for the Design of Cold -formed Steel Structural Members," AISI, Washington, DC, June 1997, 102 pages. 6. American Society of Civil Engineers, "ASCE Standard, Minimum Design Loads for Buildings and Other Structures (ASCE 7-95 a Revision of ANSI/ASCE 7- 93)," ASCE, New York, 1996, 214 pages. 7. Building Officials & Code Administrators International, "The BOCA National Building Code/ 1996, BOCA, Country Club Hills, Illinois, Jan. 1996, 357 pages. 8. Southern Building Code Congress International, "1997 Standard Building Code," SBCCI, Birmingham, Alabama, 1997, 452 pages. 9. International Conference of Building Officials, "1997 Uniform Building Code," ICBG, Whittier, California, April 1997, Vol. 1-3, 1472 pages. 10. California Building Standards Commission, "2013 California Building Code," Sacramento, CA, July 2013. 11. American Society for Testing and Materials, "ASTM Standard A370 — 97a, Standard Test Methods and Definitions for Mechanical Testing of Steel Products," ASTM, West Conshohocken, Pennsylvania, Nov. 1997, 46 pages. 12. American Iron and Steel Institute, "Stub -Column Test for Effective Area of Cold - formed Steel Columns," AISI, Washington, DC, 1997, 14 pages. 13. Ping Guo, "Automated Analysis and Design of Spatial Structures," Proceedings of Asia-Pacific Conference on Shell and Spatial Structures, Beijing, China, May 21-25, 1996, 8 pages. 23 14. Canadian Standards Association, "CSA Standard 5136-94: Cold Formed Steel Structural Members," CSA, Rexdale, Ontario, Dec. 1994, 68 pages. 15. American Institute of Steel Construction, "Load and Resistance Factor Design Specification for Structural Steel Buildings," AISC, Chicago, Illinois, Dec. 1993, 158 pages. 16. Canadian Standards Association, "CSA Standard 516.1-94: Limited States Design of Steel Structures," CSA, Rexdale, Ontario, Dec. 1994, 142 pages. 17. Canadian Standards Association, "CSA Standard 086.1-94: Engineering Design in Wood (Limited States Design) Structures (Design)," CSA, Rexdale, Ontario, Dec. 1994, 191 pages. 18. Canadian Standards Association, "CAN3-5157-M83: Strength Design in Aluminum," CSA, Rexdale, Ontario, Dec. 1983, 72 pages. 19. American Society for Testing and Materials, "ASTM Standard A792/A792M-97, Standard Specification for Steel Sheets, 55% Aluminum -Zinc Alloy -Coated by the Hot -Dip Process," ASTM, West Conshohocken, Pennsylvania, Dec. 1997, 4 pages. 20. NASA John F. Kennedy Space Center, "Spaceport News," NASA, KSC, FL, Vol. 39, No. 19, Sept. 22, 2000, p. 8. 21. Ping Guo, "Design Report on Q100-35-100, NASA John F. Kennedy Space Center, FL (ACI 319-99, AISI-96, ASCE 7-98, KSC-STD-Z0004E & SBC -97)," Future Steel Buildings Intl. Corp., Report NASA -002, July 12, 2000, 47 pages. 22. National Aeronautics and Space Administration, "NASA Standard KSC-STD- Z0004E: The Design of Structural Steel Buildings and Other Structures, Standard for John F. Kennedy Space Center," NASA, KSC, FL, Nov. 7, 1995, 50 pages. 23. American Society of Civil Engineers, "ASCE Standard ASCE 7-98: Minimum Design Loads for Buildings and Other Structures (Revision of ANSI/ASCE 7- 95)," ASCE, Reston, Virginia, Jan. 2000, 330 pages. 24. American Concrete Institute, "ACI Standard ACI 318-99: Building Code Requirements for Structural Concrete (318-99) and Commentary (318R-99)," ACI, Farmington Hills, Michigan, June 1999, 391 pages. 25. Ping Guo, "Three -Dimensional Shell Model for Structural Effects of End Walls (AISI, ASCE 7, BOCA, NBC, 5136, SBC & UBC)," Future Steel Buildings Intl. Corp., Brampton, Ontario, Sept. 10, 1999, 98 pages. 26. International Code Council, "2012 International Building Code," International Code Council, Falls Church, Virginia, June 2011. 27. International Code Council, "2006 International Building Code," International Code Council, Falls Church, Virginia, January 2006, 697 pages. 28. National Aeronautics and Space Administration, "NASA Standard KSC-STD-Z- 000417: Structural Design, Standard for National Aeronautics and Space 24 Administration, John F. Kennedy Space Center," NASA, KSC, FL, Nov. 6, 2002, 44 pages. 29. American Iron and Steel Institute, "AISI Standard: AISI/COS/NASPEC 2001, North American Specification for the Design of Cold -formed Steel Structural Members," AISI, Washington, DC, June 2002, 173 pages. 30. American Iron and Steel Institute, "AISI Standard: Commentary on North American Specification for the Design of Cold -formed Steel Structural Members," AISI, Washington, DC, June 2002, 192 pages. 31. American Society of Civil Engineers, "ASCE Standard SEI/ASCE 7-05: Minimum Design Loads for Buildings and Other Structures (Revision of ASCE 7- 02)," ASCE, Reston, Virginia, 2006, 388 pages. 32. American Concrete Institute, "ACI Standard ACI 318-02: Building Code Requirements for Structural Concrete (318-02) and Commentary (318R-02)," ACI, Farmington Hills, Michigan, 2002, 443 pages. 33. British Standard Institution, BS 6399: Loading for Buildings: Part 1:1996 Code of Practice for Dead and Imposed Loads, Part 2:1997 Code of Practice for Wind Loads, Part 3:1988 Code of Practice for Imposed Roof Loads, London, United Kingdom. 34. State of Florida, "Florida Building Code 2010 - Building," State of Florida, 2012. 35. American Iron and Steel Institute, "AISI Standard: AISI S100-2007, North American Specification for the Design of Cold -formed Steel Structural Members," AISI, Washington, DC, Oct. 2007, 153 pages. 36. American Iron and Steel Institute, "AISI Standard: AISI 5100-2007-C, Commentary on North American Specification for the Design of Cold -formed Steel Structural Members," AISI, Washington, DC, Oct. 2007, 205 pages. 37. American Iron and Steel Institute, "AISI Standard: AISI 5100-07/52-10, Supplement No. 2 to the North American Specification for the Design of Cold - formed Steel Structural Members, 2007 Edition," AISI, Washington, DC, Feb. 2010, 87 pages, including commentary. 38. American Society of Civil Engineers, "ASCE Standard SEI/ASCE 7-10: Minimum Design Loads for Buildings and Other Structures (Revision of ASCE 7- 05)," ASCE, Reston, Virginia, 2010, 608 pages. 39. American Concrete Institute, "ACI Standard ACI 318-11: Building Code Requirements for Structural Concrete (ACI 318-11) and Commentary," ACI, Farmington Hills, Michigan, Aug. 2011, 509 pages. 25 5.1 Automatically Generated Input File STEEL ARCH MODEL: Q50-17, CYNTHIA OR ANTONIO DELACRUZ, CHICO, CA SYSTEM DOF=UX,UZ,RY LENGTH=M FORCE=KN UP=+Z JOINT 1 X= 0.000 Z= 0.069 2 X= 0.076 Z= 0.256 3 X= 0.145 Z= 0.418 4 X= 0.219 Z= 0.578 5 X= 0.295 Z= 0.737 ` 6 X= 0.375 Z= 0.894 7 X= 0.459 Z= 1.049 8 X= 0.546 Z= 1.202 9 X= 0.636 Z= 1.354 10 X= 0.729 Z= 1.503 11 X= 0.826 Z= 1.651 12 X= 0.925 Z= 1.796 13 X= 1.028 Z= 1.939 14 X= 1.134 Z= 2.080 15 X= 1.243 Z= 2.219 16 X= 1.354 Z= 2.355 17 X= 1.469 Z= 2.489 18 X= 1.587 Z= 2.620 19 X= 1.707 Z= 2.748 20 X= 1.830 Z= 2.875 21 X= 1.956 Z= 2.998 22 X= 2.084 Z= 3.119 23 X= 2.215 Z= 3.236 24 X= 2.349 Z= 3.351 25 X= 2.485 Z= 3.464 26 X= 2.623 Z= 3.573 27 X= 2.764 Z= 3.679 28 X= 2.907 Z= 3.782 29 X= 3.052 Z= 3.882 30 X= 3.199 Z= 3.979 31 X= 3.348 Z= 4.072 32 X= 3.500 Z= 4.163 33 X= 3.653 Z= 4.250 34 X= 3.808 Z= 4.334 35 X= 3.965 Z= 4.414 36 X= 4.123 Z= 4.491 37 X= 4.283 Z= 4.565 38 X= 4.445 Z= 4.635 39 X= 4.608 Z= 4.702 40 X= 4.772 Z= 4.765 41 X= 4.938 Z= 4.824 42 X= 5.105 Z= 4.880 43 X= 5.274 Z= 4.933 44 X= 5.443 Z= 4.981 45 X= 5.613 Z= 5.026 46 X= 5.785 Z= 5.068 47 X= 5.957 Z= 5.106 48 X= 6.130 Z= 5.139 49 X= 6.303 Z= 5.170 50 X= 6.477 Z= 5.196 51 X= 6.652 Z= 5.219 52 X= 6.827 Z= 5.238 53 X= 7.003 Z= 5.253 54 X= 7.179 Z= 5.264 55 X= 7.355 Z= 5.272 56 X= 7.531 Z= 5.276 57 X= 7.707 Z= 5.276 26 58 X= 7.883 Z= 5.272 59 X= 8.059 Z= 5.265 60 X= 8.235 Z= 5.253 61 X= 8.411 Z= 5.238 62 X= 8.586 Z= 5.219 63 X= 8.761 Z= 5.196 64 X= 8.935 Z= 5.170 65 X= 9.108 Z= 5.140 66 X= 9.281 Z= 5.106 67 X= 9.454 Z= 5.068 68 X= 9.625 Z= 5.027 69 X= 9.795 Z= 4.982 70 X= 9.965 Z= 4.933 71 X= 10.133 Z= 4.881 72 X= 10.300 Z= 4.825 73 X= 10.466 Z= 4.765 74 X= 10.630 Z= 4.702 75 X= 10.793 Z= 4.636 76 X= 10.955 Z= 4.565 77 X= 11.115 Z= 4.492 78 X= 11.274 Z= 4.415 79 X= 11.430 Z= 4.334 80 X= 11.585 Z= 4.251 81 X= 11.739 Z= 4.164 82 X= 11.890 Z= 4.073 83 X= 12.039 Z= 3.980 84 X= 12.186 Z= 3.883 85 X= 12.332 Z= 3.783 86 X= 12.474 Z= 3.680 87 X= 12.615 Z= 3.574 88 X= 12.753 Z= 3.465 89 X= 12.889 Z= 3.352 90 X= 13.023 Z= 3.237 91 X= 13.154 Z= 3.120 92 X= 13.282 Z= 2.999 93 X= 13.408 Z= 2.876 94 X= 13.531 Z= 2.750 95 X= 13.652 Z= 2.621 96 X= 13.769 Z= 2.490 97 X= 13.884 Z= 2.356 98 X= 13.996 Z= 2.220 99 X= 14.105 Z= 2.081 100 X= 14.211 Z= 1.940 101 X= 14.313 Z= 1.797 102 X= 14.413 Z= 1.652 103 X= 14.510 Z= 1.505 104 X= 14.603 Z= 1.355 105 X= 14.693 Z= 1.204 106 X= 14.780 Z= 1.050 107 X= 14.863 Z= 0.895 108 X= 14.944 Z= 0.738 109 X= 15.020 Z= 0.580 110 X= 15.094 Z= 0.419 111 X= 15.163 Z= 0.258 112 X= 15.239 Z= 0.071 RESTRAINT ADD= 1 DOF=UX,UZ ADD= 112 DOF=UX,UZ SPRING ADD= 1 RY= 122.633 ADD= 112 RY= 122.633 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= 2265.E-07 I= 1404.E-09 SH=G NAME=PANEL2 TYPE=PRISM MAT=CS A= 2265.E-07 I= 1404.E-09 SH=G i 27 i Iii NAME=PANELS TYPE=PRISM MAT=CS A= 2265.E-07 I= 1404.E-09 SH=G NAME=PANEL4 TYPE=PRISM MAT=CS A= 2265.E-07 I= 1404.E-09 SH=G NAME=PANELS TYPE=PRISM MAT=CS A= 2265.E-07 I= 1404.E-09 SH=G NAME=PANEL6 TYPE=PRISM MAT=CS A= 2265.E-07 I= 1404.E-09 SH=G NAME=PANELI TYPE=PRISM MAT=CS A= 2265.E-07 I= 1404.E-09 SH=G FRAME CSYS=O 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= 10 11 SEC=PANELI NSEG=2 11 J= 11 12 SEC=PANELI NSEG=2 12 J= 12 13 SEC=PANELI NSEG=2 13 J= 13 14 SEC=PANELI NSEG=2 14 J= 14 15 SEC=PANELI NSEG=2 15 J= 15 16 SEC=PANELI NSEG=2 16 J= 16 17 SEC=PANELI NSEG=2 17 J= 17 18 SEC=PANELI 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= 22 23 SEC=PANEL2 NSEG=2 24 J= 23 24 SEC=PANEL2 NSEG=2 25 J= 24 25 SEC=PANEL2 NSEG=2 26 J= 25 26 SEC=PANEL2 NSEG=2 27 J= 26 27 SEC=PANEL2 NSEG=2 28 J= 27 28 SEC=PANEL2, NSEG=2 29 J= 28 29 SEC=PANEL2 NSEG=2 30 J= 29 30 SEC=PANEL2 NSEG=2 31 J= 30 31 SEC=PANEL2 NSEG=2 32 J= 31 32 SEC=PANEL2 NSEG=2 33 J= 32 33 SEC=PANEL2 NSEG=2 34 J= 33 34 SEC=PANEL2 NSEG=2 35 J= 33 34 SEC=PANEL3 NSEG=2 36 J= 34 35 SEC=PANEL3 NSEG=2 37 J= 35 36 SEC=PANEL3 NSEG=2 38 J= 36 37 SEC=PANEL3 NSEG=2 39 J= 37 38 SEC=PANEL3 NSEG=2 40 J= 38 39 SEC=PANEL3 NSEG=2 41 J= 39 40 SEC=PANEL3 NSEG=2 42 J= 40 41 SEC=PANEL3 NSEG=2 43 J= 41 42 SEC=PANEL3 NSEG=2 44 J= 42 43 SEC=PANEL3 NSEG=2 45 J= 43 44 SEC=PANEL3 NSEG=2 46 J= 44 45 SEC=PANEL3 NSEG=2 47 J= 45 46 SEC=PANEL3 NSEG=2 48 J= 46 47 SEC=PANEL3 NSEG=2 49 J= 47 48 SEC=PANEL3 NSEG=2 50 J= 48 49 SEC=PANEL3 NSEG=2 51 J= 49 50 SEC=PANEL3 NSEG=2 52 J= 49 50 SEC=PANEL4 NSEG=2 53 J= 50 51 SEC=PANEL4 NSEG=2 54 J= 51 52 SEC=PANEL4 NSEG=2 55 J= 52 53 SEC=PANEL4 NSEG=2 56 J= 53 54 SEC=PANEL4 NSEG=2 57 J= 54 55 SEC=PANEL4 NSEG=2 58 J= 55 56 SEC=PANEL4 NSEG=2 59 J= 56 57 SEC=PANEL4 NSEG=2 60 J= 57 58 SEC=PANEL4 NSEG=2 61 J= 58 59 SEC=PANEL4 NSEG=2 62 J= 59 60 SEC=PANEL4 NSEG=2 63 J= 60 61 SEC=PANEL4 NSEG=2 28 64 J= 61 62 SEC=PANEL4 NSEG=2 65 J= 62 63 SEC=PANEL4 NSEG=2 66 J= 63 64 SEC=PANEL4 NSEG=2 67 J= 64 65 SEC=PANEL4 NSEG=2 68 J= 65 66 SEC=PANEL4 NSEG=2 69 J= 65 66 SEC=PANELS NSEG=2 70 J= 66 67 SEC=PANELS NSEG=2 71 J= 67 68 SEC=PANEL5 NSEG=2 72 J= 68 69 SEC=PANEL5 NSEG=2 73 J= 69 70 SEC=PANELS NSEG=2 74 J= 70 71 SEC=PANEL5 NSEG=2 75 J= 71 72 SEC=PANELS NSEG=2 76 J= 72 73 SEC=PANEL5 NSEG=2 77 J= 73 74 SEC=PANEL5 NSEG=2 78 J= 74 75 SEC=PANELS NSEG=2 79 J= 75 76 SEC=PANEL5 NSEG=2 80 J= 76 77 SEC=PANELS NSEG=2 81 J= 77 78 SEC=PANELS NSEG=2 82 J= 78 79 SEC=PANEL5 NSEG=2 83 J= 79 80 SEC=PANEL5 NSEG=2 84 J= 80 81 SEC=PANELS NSEG=2 85 J= 81 82 SEC=PANEL5 NSEG=2 86 J= 81 82 SEC=PANEL6 NSEG=2 87 J= 82 83 SEC=PANEL6 NSEG=2 88 J= 83 84 SEC=PANEL6 NSEG=2 89 J= 84 85 SEC=PANEL6 NSEG=2 90 J= 85 86 SEC=PANEL6 NSEG=2 91 J= 86 87 SEC=PANEL6 NSEG=2 92 J= 87 88 SEC=PANEL6 NSEG=2 93 J= 88 89 SEC=PANEL6 NSEG=2 94 J= 89 90 SEC=PANEL6 NSEG=2 95 J= 90 91 SEC=PANEL6 NSEG=2 96 J= 91 92 SEC=PANEL6 NSEG=2 97 J= 92 93 SEC=PANEL6 NSEG=2 98 J= 93 94 SEC=PANEL6 NSEG=2 99 J= 94 95 SEC=PANEL6 NSEG=2 100 J= 95 96 SEC=PANEL6 NSEG=2 101 J= 96 97 SEC=PANEL6 NSEG=2 102 J= 97 98 SEC=PANEL6 NSEG=2 103 J= 97 98 SEC=PANEL7 NSEG=2 104 J= 98 99 SEC=PANEL7 NSEG=2 105 J= 99 100 SEC=PANEL7 NSEG=2 106 J= 100 101 SEC=PANEL7 NSEG=2 107 J= 101 102 SEC=PANEL7 NSEG=2 108 J= 102 103 SEC=PANEL7 NSEG=2 109 J= 103 104 SEC=PANEL7 NSEG=2 110 J= 104 105 SEC=PANEL7 NSEG=2 111 J= 105 106 SEC=PANEL7 NSEG=2 112 J= 106 107 SEC=PANEL7 NSEG=2 113 J= 107 108 SEC=PANEL7 NSEG=2 114 J= 108 109 SEC=PANEL7 NSEG=2 115 J= 109 110 SEC=PANEL7 NSEG=2 116 J= 110 111 SEC=PANEL7 NSEG=2 117 J= 111 112 SEC=PANEL7 NSEG=2 LOAD NAME=DL SW=O TYPE=DISTRIBUTED SPAN ADD= 1 17 1 UZ=-7.910375E-02 ADD= 18 34 1 UZ=-7.910375E-02 ADD= 35 51 1 UZ=-7.910375E-02 ADD= 52 68 1 UZ=-7.910375E-02 ADD= 69 85 1 UZ=-7.910375E-02 ADD= 86 102 1 UZ=-7.910375E-02 ADD= 103 117 1 UZ=-7.910375E-02 NAME=LU SW=O TYPE=DISTRIBUTED SPAN ADD= 1 16 1 UZP=-.37713 ADD= 18 33 1 UZP=-.37713 ADD= 35 50 1 UZP=-.37713 ADD= 52 68 1 UZP=-.37713 29 ADD= 70 85 1 UZP=-.37713 ADD= 87 102 1 UZP=-.37713 ADD= 104 117 1 UZP=-.37713 NAME=LL SW=O TYPE=DISTRIBUTED SPAN ADD= 1 16 1 UZP=-.37713 ADD= 18 33 1 UZP=-.37713 ADD= 35 50 1 UZP=-.37713 ADD= 52 59 1 UZP=-.37713 NAME=LR SW=O TYPE=DISTRIBUTED SPAN ADD= 59 68 1 UZP=-.37713 ADD= 70 85 1 UZP=-.37713 ADD= 87 102 1 UZP=-.37713 ADD= 104 117 1 UZP=-.37713 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=O TYPE=DISTRIBUTED SPAN ADD= 1 UZP= 0 NAME=SR SW=O TYPE=DISTRIBUTED SPAN ADD= 1 UZP= 0 NAME=WL SW=O TYPE=DISTRIBUTED SPAN ADD= 1 17 1 U2=-.29377 ADD= 19 29 1 U2=-.29377 ADD= 30 34 1 U2= .63409 ADD= 36 51 1 U2= .63409 ADD= 53 59 1 U2= .63409 ADD= 60 68 1 U2= .63409 ADD= 70 85 1 U2= .63409 ADD= 87 88 1 U2= .63409 ADD= 89 102 1 U2= .30304 ADD= 104 117 1 U2= .30304 NAME=WR SW=O TYPE=DISTRIBUTED SPAN ADD= 1 17 1 U2= .30304 ADD= 19 29 1 U2= .30304 ADD= 30 34 1 U2= .63409 ADD= 36 51 1 U2= .63409 ADD= 53 59 1 U2= .63409 ADD= 60 68 1 U2= .63409 ADD= 70 85 1 U2= .63409 ADD= 87 88 1 U2= .63409 ADD= 89 102 1 U2=-.29377 ADD= 104 117 1 U2=-.29377 NAME=WA SW=O TYPE=DISTRIBUTED SPAN ADD= 1 17 1 U2= .54546 ADD= 19 34 1 U2= .54546 ADD= 36 51 1 U2= .54546 ADD= 53 68 1 U2= .54546 ADD= 70 85 1 U2= .54546 ADD= 87 102 1 U2= .54546 ADD= 104 117 1 U2= .54546 NAME=WP SW=O TYPE=DISTRIBUTED SPAN ADD= 1 17 1 U2= .12834 ADD= 19 34 1 U2= .12834 ADD= 36 51 1 U2= .12834 ADD= 53 67 1 U2= .12834 ADD= 69 84 1 U2= .12834 ADD= 86 101 1 U2= .12834 30 ADD= 103 117 1 U2= .12834 NAME=WN SW=O TYPE=DISTRIBUTED SPAN ADD= 1 17 1 U2=-.12834 ADD= 19 34 1 U2=-.12834 ADD= 36 51 1 U2=-.12834 ADD= 53 67 1 U2=-.12834 ADD= 69 84 1 U2=-.12834 ADD= 86 101 1 U2=-.12834 ADD= 103 117 1 U2=-.12834 END 31 5.2 Design Summary FUTURE STEEL ARCH BUILDING DESIGN PROGRAM (v. 8.1) Future Steel Buildings Intl. Corp. Copyright 1998-2014 PROJECT NAME: SYNTHIA OR ANTONIO DELACRUZ PROJECT # 081-45147 File Name: C:\WORK\Q5017CA.DSN JUL-31-2014, 12:47:08 SPECIFIED ARCH DESIGN PARAMETERS BUILDING LOCATION = UNITED STATES ARCH TYPE = Q BASE TYPE = INDUSTRIAL ARCH SPAN = 50.00 ft ARCH HEIGHT = 17.31 ft FLAT ROOF LIVE LOAD = 20.00 psf GROUND SNOW = 0.00 psf THERMAL COEFFICIENT = 1.2 R -VALUE = 0 EXPOSURE CATEGORY = C EXPOSURE DEGREE = PARTIAL BUILDING CATEGORY = II COLLATERAL DEAD LOAD = 1.00 psf ENCLOSURE CLASS = ENCLOSED 3 -SEC. GUST WIND SPEED = 115 mph DESIGN RESULTS SUMMARY OUTPUT FOR PANEL # 1 PANEL PROPERTIES Fy = 60.00 ksi Fu = 61.50 ksi FUB = 74.00 ksi Fyv = 80.00 ksi Fybn = 73.79 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 = 120.0 in WPAN = 35.20 lb CDMX = 0.11 in RADS = 26.83 ft PANEL DESIGN RESULTS MAXIMUM INTERACTION FACTOR = 0.583 LOAD COMBINATION = 10 STRENGTH INTERACTION FACTORS: IN COMPRESSION = 0.000 IN TENSION = 0.054 IN BENDING = 0.529 IN SHEAR = 0.082 CRITICAL MEMBER NUMBER = 16 CRITICAL SECTION = 3 FACTORED AXIAL FORCE AND RESISTANCES: Pr = 3.22 kip Pro = 12.57 kip Tr = 18.71 kip Pf = 1.01 kip UBKL = 32.172 ft ELNC = 35.019 ft FIXP = 0.000 EK = 1.088 FACTORED SHEAR FORCES AND RESISTANCES: Vr = 15.13 kip Vf = 0.15 kip Vb = 23.61 kip Vbf= 1.01 kip FACTORED BENDING MOMENT AND RESISTANCES: Mrn = 3.30 kip -ft Mrnb = 3.30 kip -ft Mrnt = 7.75 kip -ft Mf = 1.87 kip -ft Mrp = 3.53 kip -ft Mrpb = 3.53 kip -ft Mrpt = 3.62 kip -ft Mrpo= 3.53 kip -ft SUMMARY OUTPUT FOR PANEL # 2 PANEL PROPERTIES Fy = 60.00 ksi Fu = 61.50 ksi FUB = 74.00 ksi Fyv = 80.00 ksi Fybn = 73.79 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 = 120.0 in WPAN = 35.20 lb CDMX = 0.11 in RADS = 26.83 ft PANEL DESIGN RESULTS MAXIMUM INTERACTION FACTOR = 0.642 LOAD COMBINATION = 44 STRENGTH INTERACTION FACTORS: IN COMPRESSION = 0.000 IN TENSION = 0.042 IN BENDING = 0.599 IN SHEAR = 0.065 32 CRITICAL MEMBER NUMBER = 24 CRITICAL SECTION = 2 FACTORED AXIAL FORCE AND RESISTANCES: Pr = 3.22 kip Pro = 12.57 kip Tr = 18.71 kip Pf = 0.80 kip UBKL = 32.172 ft ELNC = 35.019 ft FIXP = 0.000 EK = 1.088 FACTORED SHEAR FORCES AND RESISTANCES: Vr = 15.13 kip Vf = 0.02 kip Vb = 23.61 kip Vbf= 0.80 kip FACTORED BENDING MOMENT AND RESISTANCES: Mrn = 3.30 kip -ft Mrnb = 3.30 kip -ft Mrnt = 7.75 kip -ft Mf = 2.11 kip -ft Mrp = 3.53 kip -ft Mrpb = 3.53 kip -ft Mrpt = 3.62 kip -ft Mrpo= 3.53 kip -ft SUMMARY OUTPUT FOR PANEL # 3 PANEL PROPERTIES Fy = 60.00 ksi Fu = 61.50 ksi FUB = 74.00 ksi Fyv = 80.00 ksi Fybn = 73.79 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 = 120.0 in WPAN = 35.20 lb CDMX = 0.11 in RADS = 26.83 ft PANEL DESIGN RESULTS MAXIMUM INTERACTION FACTOR = 0.527 LOAD COMBINATION = 27 STRENGTH INTERACTION FACTORS: IN COMPRESSION = 0.069 IN TENSION = 0.000 IN BENDING = 0.503 IN SHEAR = 0.025 CRITICAL MEMBER NUMBER = 36 CRITICAL SECTION = 1 FACTORED AXIAL FORCE AND RESISTANCES: Pr = 4.45 kip Pro = 12.57 kip Tr = 18.71 kip Pf = -0.31 kip UBKL = 32.172 ft ELNC = 28.844 ft FIXP = 0.500 EK = 0.897 FACTORED SHEAR FORCES AND RESISTANCES: Vr = 15.13 kip Vf = 0.00 kip Vb = 23.61 kip Vbf= 0.31 kip FACTORED BENDING MOMENT AND RESISTANCES: Mrn = 3.30 kip -ft Mrnb = 3.30 kip -ft Mrnt = 7.75 kip -ft Mf =-1.66 kip -ft Mrp = 3.53 kip -ft Mrpb = 3.53 kip -ft Mrpt = 3.62 kip -ft Mrpo= 3.53 kip -ft SUMMARY OUTPUT FOR PANEL # 4 PANEL PROPERTIES Fy = 60.00 ksi Fu = 61.50 ksi FUB = 74.00 ksi Fyv = 80.00 ksi Fybn = 73.79 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 = 120.0 in WPAN = 35.20 lb CDMX = 0.11 in RADS = 26.83 ft PANEL DESIGN RESULTS MAXIMUM INTERACTION FACTOR = 0.416 LOAD COMBINATION = 4 STRENGTH INTERACTION FACTORS: IN COMPRESSION = 0.115 IN TENSION = 0.000 IN BENDING = 0.354 IN SHEAR = 0.042 CRITICAL MEMBER NUMBER = 67 CRITICAL SECTION = 3 FACTORED AXIAL FORCE AND RESISTANCES: Pr = 4.45 kip Pro = 12.57 kip Tr = 18.71 kip Pf = -0.51 kip UBKL = 32.172 ft ELNC = 28.844 ft FIXP = 0.500 EK = 0.897 FACTORED SHEAR FORCES AND RESISTANCES: Vr = 15.13 kip Vf = 0.07 kip Vb = 23.61 kip Vbf= 0.51 kip FACTORED BENDING MOMENT AND RESISTANCES: Mrn = 3.30 kip -ft Mrnb = 3.30 kip -ft Mrnt = 7.75 kip -ft Mf = 1.25 kip -ft Mrp = 3.53 kip -ft Mrpb = 3.53 kip -ft Mrpt = 3.62 kip -ft Mrpo= 3.53 kip -ft SUMMARY OUTPUT FOR PANEL # 5 PANEL PROPERTIES Fy = 60.00 ksi Fu = 61.50 ksi FUB = 74.00 ksi 33 Fyv = 80.00 ksi Fybn = 73.79 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 = 120.0 in WPAN = 35.20 lb CDMX = 0.11 in RADS = 26.83 ft PANEL DESIGN RESULTS Fyv = 80.00 ksi Fybn = MAXIMUM INTERACTION FACTOR = 0.527 Fybp = LOAD COMBINATION = 21 STRENGTH INTERACTION FACTORS: = 0.03 in H = 7.50 IN COMPRESSION = 0.069 0.31 IN TENSION = 0.000 IN BENDING = 0.503 ANG2 = IN SHEAR = 0.025 CRITICAL MEMBER NUMBER = 83 in CRITICAL SECTION = 1 FACTORED AXIAL FORCE AND RESISTANCES: ELTP = 1.50 in Pr = 4.45 kip Pro = 12.57 kip Tr = 18.71 kip Pf = -0.31 kip UBKL = 32.172 ft ELNC = 28.844 ft FIXP = 0.500 EK = 0.897 FACTORED SHEAR FORCES AND RESISTANCES: in WPAN = 31.10 Vr = 15.13 kip Vf = 0.01 kip Vb = 23.61 kip Vbf= 0.31 kip FACTORED BENDING MOMENT AND RESISTANCES: ft Mrn = 3.30 kip -ft Mrnb = 3.30 kip -ft Mrnt = 7.75 kip -ft Mf =-1.66 kip -ft Mrp = 3.53 kip -ft Mrpb = 3.53 kip -ft Mrpt = 3.62 kip -ft Mrpo= 3.53 kip -ft a SUMMARY OUTPUT FOR PANEL # 6 PANEL PROPERTIES Fy = 60.00 ksi Fu = 61.50 ksi FUB = 74.00 ksi Fyv = 80.00 ksi Fybn = 73.79 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 = 120.0 in WPAN = 35.20 lb CDMX = 0.11 in RADS = 26.83 ft PANEL DESIGN RESULTS MAXIMUM INTERACTION FACTOR = 0.642 LOAD COMBINATION = 50 STRENGTH INTERACTION FACTORS: IN COMPRESSION = 0.000 IN TENSION = 0.042 IN BENDING = 0.599 IN SHEAR = 0.065 CRITICAL MEMBER NUMBER = 94 CRITICAL SECTION = 2 FACTORED AXIAL FORCE AND RESISTANCES: Pr = 3.22 kip Pro = 12.57 kip Tr = UBKL = 32.172 ft ELNC = 35.019 ft FIXP = FACTORED SHEAR FORCES AND RESISTANCES: Vr = 15.13 kip Vf = 0.02 kip Vb = FACTORED BENDING MOMENT AND RESISTANCES: Mrn = 3.30 kip -ft Mrnb = 3.30 kip -ft Mrnt = Mrp = 3.53 kip -ft Mrpb = 3.53 kip -ft Mrpt = 18.71 kip Pf = 0.79 kip 0.000 EK = 1.088 23.61 kip Vbf= 0.79 kip 7.75 kip -ft Mf = 2.11 kip -ft 3.62 kip -ft Mrpo= 3.53 kip -ft SUMMARY OUTPUT FOR PANEL # 7 LOAD COMBINATION = 51 STRENGTH INTERACTION FACTORS: IN COMPRESSION = 0.000 IN TENSION = 0.002 IN BENDING = 0.544 PANEL PROPERTIES = 0.038 CRITICAL MEMBER NUMBER = 117 CRITICAL SECTION = 3 FACTORED AXIAL FORCE AND RESISTANCES: Fy = 60.00 ksi Fu = 61.50 ksi FUB = 74.00 ksi Fyv = 80.00 ksi Fybn = 73.79 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 = 106.0 in WPAN = 31.10 lb CDMX = 0.11 in RADS = 26.83 ft PANEL DESIGN RESULTS MAXIMUM INTERACTION FACTOR = 0.544 LOAD COMBINATION = 51 STRENGTH INTERACTION FACTORS: IN COMPRESSION = 0.000 IN TENSION = 0.002 IN BENDING = 0.544 IN SHEAR = 0.038 CRITICAL MEMBER NUMBER = 117 CRITICAL SECTION = 3 FACTORED AXIAL FORCE AND RESISTANCES: 34 Pr = 3.22 kip Pro = 12.57 kip Tr = 18.71 kip Pf = 0.04 kip UBKL = 32.172 ft ELNC = 35.019 ft FIXP = 0.000 EK = 1.088 FACTORED SHEAR FORCES AND RESISTANCES: Vr = 15.13 kip Vf = 0.57 kip Vb = 23.61 kip Vbf= 0.04 kip FACTORED BENDING MOMENT AND RESISTANCES: Mrn = 3.30 kip -ft Mrnb = 3.30 kip -ft Mrnt = 7.75 kip -ft Mf =-1.80 kip -ft Mrp = 3.53 kip -ft Mrpb = 3.53 kip -ft Mrpt = 3.62 kip -ft Mrpo= 3.53 kip -ft TOTAL STEEL WEIGHT OF ONE ARCH = 242.307 lbs. MAXIMUM INTERACTION FACTOR IN ARCH = 0.642 AT MEMBER # 94 ARCH BASE CONNECTION DESIGN SUMMARY MAXIMUM FACTORED ARCH REACTIONS: Mmax = 1.80 kip -ft Tmax = 0.99 kip ARCH PANEL TO CONNECTOR BOLTS DESIGN: Connection Bolt Diameter = 3/8 in Connection Bolt Factored Tensile Strength = 150 ksi No. of Connection Bolts on Narrow Flange Side = 1.00 No. of Connection Bolts on Wide Flange Side = 2.00 No. of Connection Bolts on Webs = 4 Factored Shear Capacity per Connection Bolt = 4.20 kip Factored Bearing Capacity per Connection Bolt = 1.71 kip Factored Tearing Out Capacity per Connection Bolt = 2.43 Factored Slip Resistance per Connection Bolt = 2.75 kip Maximum Interaction Factor for Connection Bolts = 0.345 Corresponding Load Combination No. = 44 Corresponding Arch Support No. = 1 Corresponding Arch Base Moment = 1.79 kip -ft Corresponding Arch Base Shear Force = -0.71 kip Corresponding Arch Base Axial Force = -0.26 kip ANCHOR BOLT DESIGN PER ACI 318-11: Seismic Design Category = D Seismic Anchor Strengths in Cracked Concrete Concrete Strength = 2.50 ksi Smallest Edge Distance = 3.25 in Minimum Embedment Depth = 8.75 in Minimum Foundation Depth = 12.75 in Anchor Type = Hilti Kwik Bolt TZ (ICC ESR -1917) Anchor Bolt Diameter = 5/8 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 = 0.781 Corresponding Load Combination No. = 44 Corresponding Arch Support No. = 1 Corresponding Arch Base Moment Reaction = 1.79 kip -ft Corresponding Arch Base Shear Reaction = -0.71 kip Corresponding Arch Base Axial Reaction = -0.26 kip Vmax = 0.88 kip kip Lowest Factored Tensile Strength per Anchor bolt = 4.80 kip Lowest Factored Shear Strength per Anchor bolt = 2.50 kip Factored Steel Strength of Anchor in Tension = 12.88 kip Factored Steel Strength of Anchor in Shear = 3.70 kip Factored Concrete Breakout Strength of Anchor in Tension = 5.00 kip Factored Concrete Breakout Strength of Anchor in Shear = 2.50 kip Factored Pullout Strength of Anchor in Tension = 4.80 kip Factored Concrete Pryout Strength of Anchor in Shear = 10.76 kip ARCH CONNECTOR STEEL THICKNESS = .075 in Factored Pull -Over Resistance per Anchor Bolt = 8.32 kip MAXIMUM INTERACTION FACTOR INCLUDING ARCH BASE = 0.781 35 5.3 Foundation Design The following maximum factored reaction forces per arch (2 feet wide) are summarized in Figure 1 on page 2: Pu, max. = 1.25 kips, Tu, max. = 0.99 kips, V,,, a., = 0.88 kips, Mu, max. = 1.80 kip -ft Due to the reinforced concrete slab, only the maximum vertical force need be checked. Maximum unfactored vertical load, P..z, < 1.25 / 1.4 = 0.89 kips / arch Maximum foundation weight Pfound = 0.15 x (1.5 x 10 + 8 x 4) / 12 x 2 = 1.18 kips/arch Since 0.90 x 1.18 = 1.06 kips > Tu, mom. = 0.99 kips, wind up -lift check is ok. Total compressive force at the footing Ptotal < 0.89 + 0.15 x 1.5 x 10 / 12 x 2 = 1.27 kips / arch 6total < 1.27 x 1000 / (10 / 12 x 2) = 762 psf Since the total stress of 762 psf is less than the minimum allowable soil bearing strength of 1,500 psf, the footing is acceptable. 5.4 Comparison of Earthquake and Wind Base Shears Earthquake Base Shear per Arch: V = Cs W (ASCE 7-10 Eq. 12.8-1) Where: SDs = 2/3 SMs = 2/3 x 0.813 = 0.542 (ASCE 7-10 Eq. 11.4-3) R = 3 (ASCE 7-10 Table 12.2-1) Cs = SDs / (R / Ie) = 0.542 / (3 / 1.0) = 0.18 (ASCE 7-10 Eq. 12.8-2) W = 242 lbs Thus: V = 0.18 x 242 = 44 lbs 115 mph Wind Base Shear per Arch (ASCE 7 -10 -sec. 28.6.3): VW;nd = 1.21 x (19.4 - 4.2) x 8.66 x 2 = 319 lbs > 44 lbs Thus earthquake load does not govern the design of this building. 36 C�VC[ZA UL S E P LAN -� z- .. . .. .......... .. .............................. .. .. .. .. ................. ... .. .. .. .. .. .. ............. .. .. .. .................................................. .. .. ... .. .. .. .. .. .. .. .. .. .. .. .�� .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. ... .. .. .. .. .. ._ -- - - f.. .. .. .. ... _ .. .. ............................. .. . .. .. .. .. .. .. .............................. 1. .. .. ....................... .. . .. ...... .. , .. .. .. .. .. .. ............. .................... .. ?.! .......................... .. ........................ 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IF :s d Assessor's Parcel Number ❑ ❑ ❑ — ❑ ❑ ❑ — ❑ ❑ 0 s ex_ Owner Name Address / Phone No. - Site Location Contact: Name Phone 0d&WU=3 FOR OFFICE USE ONLY PROVIDE FOR ALL Zoning: ADJACENT PARCELS SIZE (AC): General Plan Desig: ZONING: Size, Acres GEN PLAN: a.o(r USES: �l 01 F�o a� gym, .......... .. .. .. .. .. .. .. .. .. .. .. .. .. .._.. _. .: .. _.. - - _.,�� :..... .............:....... ...............:......:......r......:.....r.............:......r.._.._:.......:.....r......:...._.:.....r......s.,....:.....:......•....................._..........:.....w..... i...... •..... . .. S• .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. ............ .. .. .. .. .. _ . .. LANDINGS AT DOORS -- :....�......:.....:......:.... - SECTIONSand ......... ..... ...... SHALLWITHCOMPLY :.....�.....:.:....:. ... �- ... .. CAL j.. CODE— .......�..-_.._ - fault ROUNDING CONDUCTOR ART 2 = -- ;.,�. ... PROVIDE SEPARATE G -- - .... ,.....:... .i. •.. ....... ELECTRICAL SERVICE PANEL TO .. .. Protection shall be re-- OM MAIN Es" ground all \ AIq = : ` TRUCTURES AND REMOTEbathrooms, . .... :.............>, ........, ....... ;�...; ..:......:.............. REMOTE S .. .. .laundry, utility &wet bar sinks, c _ R © = sUBPANELS. CEG ART. 250.32 (D) :.... n and LOCATIONS Glazing .i.. Ut1 ...' SECTION R308 4 - � � - HAZARDOUS •..•• •--- •i•- •N•• •-- ' : receptacles installed in dwellings hazardous e en . _ exterior ks a 'n locations shall comply with the ' .. .. .. .. _. .. .. .. ...requirements of th' s section �: ... ... ... .. ...... ...... .................. ... .. ................. .. .. ..................................... ............ _.. .. .. .. .. .. . _. .. 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' : conductors and conduit per all applicable "' i requirements as required b the 2013 CEC r . ..Y fo T..:.. .. .. .. .. .. .. s .:the e • _ cific me . thod of wiring P B :.. b e - .� .. .. .. .. . . . . . . . . . . : : -- a :-� , . _. .. .. .. .. .. .. . .. . ...... ................. ' exhaust fan shall be controlled _ ................ . . � The bathroom d U' E umi I capable of adjustment _Q : h h d stat control c bl i . . .. .. .. .. .. between ... .. .. ............... i ��.. a relative humidity r-�i••'�• y range of 50% to�.•'.j'.•. � •• •• •• i 80%. 2013 CceC X51' 7 Section ..508 • .. .. .. .. 6 ] i ...... .. or ... . ... ............. HTINim�EFFENCINCYLiG 1 I ............. ...... ................. ................... ...... ...... _ ¢ 6. 1 i 'e.ae luminaes}Section 15 i LJ�I 1 ;.. j.. ..... ........ �"""geffcacy OR manual -on occupancy GE x sensor 1. : Assessor's Parcel Number. ❑ ❑ ❑ — ❑ ❑ ❑ — ❑ ❑ ❑ S 1" _ Owner Name Address / Phone No. Site Location Contact: Name Phone Od&w A 2= . FOR OFFICE USE ONLY Zoning: General Plan Desig: Size, Acres ' 4.00" PROVIDE FOR ALL ADJACENT PARCELS SIZE (AC): ZONING: GEN PLAN: USES: .-. �.f91 99 - - _--,,_.— T _ �.,. T � I I I���.� I I � n i � .. � •...— l .-. . � �.1� � I! r I _ IVA-7- ........................................... -- • -- _.. .. _ .. ....... ._ _ .... .. .. .... _. .... .. ........ ... .........._-.. .. .. .. .... ._ .... .. .. ....... .. .... .. .. .. .... . :v .. .. .. .. .. .. .. ., . .. .....-- . .. .. .. . ...... ...................... - .. . - • . . _: .. .. i ......... .. .. .. ... ._ .. 4. L C ..:.. 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Lir..• REAR ELEVATION lug �L I I IVIv ENDWALL PANELS &BASE CONNIECTORS TO BE CUT ON SITE BY OTHERS FOR AND/OR THIS DRAWING. ENDWALL PANELS & BASE CONNECTORS TO BE CUT ON SITE BY OTHERS FOR WINDOWS, SERVICE DOOR AND LOUVER WINDOWS, SERVICE DOOR AND LOUVER 7. MINIMUM SEPARATION MU FROM THIS BUILDING TO ANY TALLER BUILDINGLDINGMUST BE THE SMALLER OF 20 FEET AND 6 TIMES THE HEIGHT DIFFERENCE. FOUNDATION NOTES NOTE: THE FOUNDATION ON THE DRAWING SPECIFIES THE 1.875 A/ 1 .-21 �" 1 - 120° - " CONDITIONS MINIMUREQUIR REQUIRE R AL BUILDING FOUNDATION,AD SITE n NGER PERMIT it _ _ -- --,_ -- BUTTE COUNTY DEVELOPMENT SERVICES L - 120 L 120 WHICH MUST BE DESIGNED BY fl LOCAL ENGINEER. REVIEWED �' �� A / E FOR / ' ® 1. THE FOUNDATION SHALL BE FOUNDED ON NATURAL CODE �j� �J� UNDISTURBED SOIL CAPABLE OF SAFELY SUSTAINING oo ° E. ODE ��PLIANCE el= 120" 1 = 120" 1500 psf. THIS SHALL BE DESIGNED TO FULLY RESIST r ALL ROTATION AT THE BASE OF THE ARCH. `I DATE I Z BY i!1 C = I 17" - 2. SLAB ON GARDE SHALL BE PLACED ON WELL COMPACTED 0° ici --ice -- SOIL CAPABLE OF SUSTAINING 1500 psf WITHOUT 0 o APPRECIABLE SETTLEMENT. 2-#4 Total 10 Tie Bars @6' CTC 10 - 1 = 106.06" l = 120" DESIGN DATA (MATERIALS) ---- - SEC A - A ----- } 1. CONCRETE ETE F'c = 2500 PSI @ 28 DRYS, RCI 2. REINFORCING STEEL GRADE 40, Fy = 40 KSI, RSTM R615 3. W.W.R. Fy = 65 KSI, RSTM RIBS. f 4. W.W.R. 6 x 6- W1.4 x W1.4 ARCH PROFILE 0.25" 2.75" 5.. 24" ARCH DATA 24° - #4 @ 18" CTC W.W.R. 4" (m in) d i WARNING: DO NOT REMOVE' OR REDUCE THE CONCRETE FLOOR ~ OR THE REINFORCING STEEL, AND/OR RAISE THE TOPS OF #3 stirrups @ 18" CTC �_ THE FOOTERS ABOVE THE FLOOR OR BUILDING FAILURE MAY RESULT Tle Bar #6 Minimum Concrete Cover: ENDWALL DATA Is" N 12 _long (o) Concrete Cost agcalnst earth: 3" ---� 4-#4 @6' CTC (b) Concrete exposed to Borth or weather: i No. 6 through No. 10 bars: 2" No. 5 bar and smaller: 1.5" t' I10"10" (c) Concrete not exposed to earth or weather: 0.75 `�---- SEC � _ � � " BOLTS: SAE GARDE 2 0R ASTM R307 SE ROOF STEEL THICKNESS = 0.03 in. ENDWALL STEEL THICKNESS = 0.03 in. GRLVALUME SHEET STEEL STRUCTURAL QUALITY ASTM SPECIFICATION 8792-08 60'-5.5" 55% ALUMINUM -ZINC ALLOY (HOT DIP COATING) 10" B 2.75" o ° ° ° 0 5.. 0 0 0 A o 2.25 07 5/8 H ILT I KB -TZ ANCHOR (ICC -ESR -1917) OR EQUIVALENT 1/4"x1-3/4"xl-3/4" o STEEL WASHER OR ASTM F436 I ., OR EQUIVALENT N ° L CONCRETE C11)EMBEDMENT _ ° ANCHOR BOLT DETAIL rd n 12" ..2.25 0 5.. 0 o ' ° 0 0 2.75" B 2.75 61 bolts at 12" staggered spacing = 60' FOUNDATION PLAN �G'oC 9'-2 5" 10" GENERAL NOTES ------------- HSS SECTIONS SHALL CONFORM T0: SteelMoster Buildings 73 Word Rd Brampton, 0ntorto, Conodo, L6S 6R9, Phonat (906) 790-9500 1. ALL MATERIAL AND WORKMANSHIP SHALL CONFORM WITH 2.7s" C F� , LIPOF RRC ('7 THE REQUIREMENTS OF THE LATEST REVISION OF THE I C 50 INTERNATIONAL BUILDING CODE 2012 b CBC -13. DESIGN N CONNECTS ARCH PANELS TO CONNECTOR 60'-5° - - D co I o DCE cD ARCH DESIGN DATA IN ACCORDANCE WITH ANSI/RSCE 7-10: D z ACCORDING TO RISI S100-07/32-10, NORTH AMERICAN ARCH CONNECTOR ENDWALL CONNECTOR - LIP - J U- o �� � O - - 0 OVERHANG ooLd CONCRETE < XFOUNDATION e wz nV � 0 Pg: GROUND SNOW LORD (PSF) = 0 11 Ce: EXPOSURE FACTOR = 1.0 10. SPECIFICATION FOR THE DESIGN OF COLD -FORMED STEEL Ct: THERMAL FACTOR = 1.0 CORNER DETAIL - INDUSTRIAL FOUNDATION PROJECT: CYNTHIR OR ANTONIO DELArRUZ CcIMPORTANCE FACTOR (SNOW) = 1.0 FOR ALL INSPECTIONS CIVIL STRUCTURAL MEMBERS, AND WITH ANSI/ASCE 7-10. U Pnet: COMPONENT WIND PRESSURE (PSF) _ +/- 25 Ld z V : BASIC WIND SPEED (MPH) = 115 O Kh: VELOCITY PRESSURE EXPOSURE = 0.85 eo 050-17 U WIND EXPOSURE CATEGORY = C LL SEISMIC DESIGN CATEGORY = D O MODEL: DWG: BUTTE J COUNTY 4,. 0 OCT 0 8 2014 N I 1 � N J _ DEVELOPMENT o SERVICE 3 \ ., \ LEGAL N�Of E 2. NO LORDS OTHER THAN THOSE GIVEN UNDER "DESIGN ' C- Corp. Any duplication of this drawing in whole er in part is strictly forbidden. Anyone doing so will be prosecuted (h Q q J !_014 under the full extent of the law. Q�4 -ESS)1Q,,y�i REVISIONS: tic. tE,� I ORTA" BELOW SHALL BE IMPOSED ON THE "STRUCTURE" 3. SPECIFIC NOTES AND DETAILS SHOWN ON THE DRAWINGS SHALL TAKE PRECEDENCE OVER THE BUILDING MANUAL W SUPPLIED. I V 1 � < I Ol 4. THE BUILDING, INCLUDING THE FOUNDATION, MUST BE < L0 CONSTRUCTED IN STRICT ACCORDANCE WITH THE DRAWING < < AND ERECTION INSTRUCTIONS. ANY DEVIATION, UNLESS <I U) CC APPROVED BY US IN WRITING, SHALL NULLIFY OUR I� CERTIFICATE AND SEAL AND SHALL BE THE SOLE RESPONSIBILITY OF THE ERECTOR. IF! S. R PROFESSIONAL ENGINEER SHOULD BE RETAINED I ITEI-11 WHERE SITE INSPECTIONS ARE WARRANTED. 6. NO ARCH PANEL MAY BE CUT OR MODIFIED UNLESS IT ri rvnTtnnl FRONT ELEVATION 1S TO ACCOMMODATE RN ACCESSORY PROVIDED BY THE rncnntrorTi iRcrR w Ar1r1nRnRMM WITH ITS INSTRIICTIrINS REAR ELEVATION lug �L I I IVIv ENDWALL PANELS &BASE CONNIECTORS TO BE CUT ON SITE BY OTHERS FOR AND/OR THIS DRAWING. ENDWALL PANELS & BASE CONNECTORS TO BE CUT ON SITE BY OTHERS FOR WINDOWS, SERVICE DOOR AND LOUVER WINDOWS, SERVICE DOOR AND LOUVER 7. MINIMUM SEPARATION MU FROM THIS BUILDING TO ANY TALLER BUILDINGLDINGMUST BE THE SMALLER OF 20 FEET AND 6 TIMES THE HEIGHT DIFFERENCE. FOUNDATION NOTES NOTE: THE FOUNDATION ON THE DRAWING SPECIFIES THE 1.875 A/ 1 .-21 �" 1 - 120° - " CONDITIONS MINIMUREQUIR REQUIRE R AL BUILDING FOUNDATION,AD SITE n NGER PERMIT it _ _ -- --,_ -- BUTTE COUNTY DEVELOPMENT SERVICES L - 120 L 120 WHICH MUST BE DESIGNED BY fl LOCAL ENGINEER. REVIEWED �' �� A / E FOR / ' ® 1. THE FOUNDATION SHALL BE FOUNDED ON NATURAL CODE �j� �J� UNDISTURBED SOIL CAPABLE OF SAFELY SUSTAINING oo ° E. ODE ��PLIANCE el= 120" 1 = 120" 1500 psf. THIS SHALL BE DESIGNED TO FULLY RESIST r ALL ROTATION AT THE BASE OF THE ARCH. `I DATE I Z BY i!1 C = I 17" - 2. SLAB ON GARDE SHALL BE PLACED ON WELL COMPACTED 0° ici --ice -- SOIL CAPABLE OF SUSTAINING 1500 psf WITHOUT 0 o APPRECIABLE SETTLEMENT. 2-#4 Total 10 Tie Bars @6' CTC 10 - 1 = 106.06" l = 120" DESIGN DATA (MATERIALS) ---- - SEC A - A ----- } 1. CONCRETE ETE F'c = 2500 PSI @ 28 DRYS, RCI 2. REINFORCING STEEL GRADE 40, Fy = 40 KSI, RSTM R615 3. W.W.R. Fy = 65 KSI, RSTM RIBS. f 4. W.W.R. 6 x 6- W1.4 x W1.4 ARCH PROFILE 0.25" 2.75" 5.. 24" ARCH DATA 24° - #4 @ 18" CTC W.W.R. 4" (m in) d i WARNING: DO NOT REMOVE' OR REDUCE THE CONCRETE FLOOR ~ OR THE REINFORCING STEEL, AND/OR RAISE THE TOPS OF #3 stirrups @ 18" CTC �_ THE FOOTERS ABOVE THE FLOOR OR BUILDING FAILURE MAY RESULT Tle Bar #6 Minimum Concrete Cover: ENDWALL DATA Is" N 12 _long (o) Concrete Cost agcalnst earth: 3" ---� 4-#4 @6' CTC (b) Concrete exposed to Borth or weather: i No. 6 through No. 10 bars: 2" No. 5 bar and smaller: 1.5" t' I10"10" (c) Concrete not exposed to earth or weather: 0.75 `�---- SEC � _ � � " BOLTS: SAE GARDE 2 0R ASTM R307 SE ROOF STEEL THICKNESS = 0.03 in. ENDWALL STEEL THICKNESS = 0.03 in. GRLVALUME SHEET STEEL STRUCTURAL QUALITY ASTM SPECIFICATION 8792-08 60'-5.5" 55% ALUMINUM -ZINC ALLOY (HOT DIP COATING) 10" B 2.75" o ° ° ° 0 5.. 0 0 0 A o 2.25 07 5/8 H ILT I KB -TZ ANCHOR (ICC -ESR -1917) OR EQUIVALENT 1/4"x1-3/4"xl-3/4" o STEEL WASHER OR ASTM F436 I ., OR EQUIVALENT N ° L CONCRETE C11)EMBEDMENT _ ° ANCHOR BOLT DETAIL rd n 12" ..2.25 0 5.. 0 o ' ° 0 0 2.75" B 2.75 61 bolts at 12" staggered spacing = 60' FOUNDATION PLAN �G'oC 9'-2 5" 10" ASTM 8792 GRADE 50R 50 KSI MINIMUM YIELD 65 KSI MINIMUM TENSILE {/ I PCs 10 HSS SECTIONS SHALL CONFORM T0: SteelMoster Buildings 73 Word Rd Brampton, 0ntorto, Conodo, L6S 6R9, Phonat (906) 790-9500 12" 12" 12" tNNECTOR 2.7s" C F� , LIPOF RRC ('7 N CD I C OTHER SECTIONS SHALL CONFORM TO: 0 3/8" x 3/4" GRADE 8 BOLTS N CONNECTS ARCH PANELS TO CONNECTOR - - D co I o DCE cD ARCH DESIGN DATA IN ACCORDANCE WITH ANSI/RSCE 7-10: D z ARCH CONNECTOR ENDWALL CONNECTOR - LIP - J U- o �� � O - - 0 OVERHANG ooLd CONCRETE < XFOUNDATION e wz nV � 0 Pg: GROUND SNOW LORD (PSF) = 0 11 Ce: EXPOSURE FACTOR = 1.0 0.875" 1.875" - Co - D SEC C C SEC D Ct: THERMAL FACTOR = 1.0 CORNER DETAIL - INDUSTRIAL FOUNDATION ASTM 8792 GRADE 50R 50 KSI MINIMUM YIELD 65 KSI MINIMUM TENSILE {/ I HSS SECTIONS SHALL CONFORM T0: SteelMoster Buildings 73 Word Rd Brampton, 0ntorto, Conodo, L6S 6R9, Phonat (906) 790-9500 ASTM R500 GRADE B (Fy = 46 kst) W SECTIONS SHALL CONFORM TO: 2.7s" ASTM 8992 GRADE 50 (Fy = 50 kst) I OTHER SECTIONS SHALL CONFORM TO: N ASTM R36 (Fy = 36 kst) cD ARCH DESIGN DATA IN ACCORDANCE WITH ANSI/RSCE 7-10: Os, 20(4 �Tr ROOF LIVE LORD (PSE) = 20 XP. /] � 0 Pg: GROUND SNOW LORD (PSF) = 0 11 Ce: EXPOSURE FACTOR = 1.0 ATP DATE: CHECKED BY: Ct: THERMAL FACTOR = 1.0 PROJECT: CYNTHIR OR ANTONIO DELArRUZ CcIMPORTANCE FACTOR (SNOW) = 1.0 FOR ALL INSPECTIONS CIVIL F CATEGORY 11 BUILDING U Pnet: COMPONENT WIND PRESSURE (PSF) _ +/- 25 Ld z V : BASIC WIND SPEED (MPH) = 115 O Kh: VELOCITY PRESSURE EXPOSURE = 0.85 eo 050-17 U WIND EXPOSURE CATEGORY = C LL SEISMIC DESIGN CATEGORY = D O MODEL: DWG: BUTTE J COUNTY 4,. 0 OCT 0 8 2014 N I 1 � N J _ DEVELOPMENT o SERVICE 3 \ ., \ LEGAL N�Of E This drawing is the property of Future Steel Butildin 9s Intl C- Corp. Any duplication of this drawing in whole er in part is strictly forbidden. Anyone doing so will be prosecuted (h Q q J !_014 under the full extent of the law. Q�4 -ESS)1Q,,y�i REVISIONS: tic. tE,� [17" 7� 17 j LENGTH OF connectors = 60'-5" SteelMoster Buildings 73 Word Rd Brampton, 0ntorto, Conodo, L6S 6R9, Phonat (906) 790-9500 N.Ts. PG 2.7s" I SCALE: APPROVED BY: APPROVED PLANS AND ' Os, 20(4 �Tr INDUSTRIAL BASE CONNECTOR LAYOUT PERMIT SHALL BE ON SITE U XP. /] ATP DATE: CHECKED BY: PROJECT: CYNTHIR OR ANTONIO DELArRUZ FOR ALL INSPECTIONS CIVIL CHICO, CR eo 050-17 081-45147-R1 MODEL: DWG: 4,. [17" 7� 17 j