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HomeMy WebLinkAboutDESIGN CALCULATIONSPamphlet AMERICAN BUILDINGS COMPANY CONTENTS SECTION 1, General Introduction and General Design Approach 1.1 Figure 1 - Clear Span Rigid Frame Building 1.2 Selected References 1.3. SECTION 2, Rigid Frame Explanations and Methods of Analysis 2.1-2.3 Lateral Deflection of Frames 2.4 Rigid Frame Analysis SECTION 3, Endwalls and Rod Bracing Explanations and Methods of Analysis 3.1 Figure 4 - Column and Beam Endwall Bracing 3.2 Figure 5 - Column and Beam Endwall Rod Bracing 3.3 Nomenclature 3.4 Endwall Frame Analysis SECTION 4, Purlin and Girt Section Properties 4.1 Purlin and Girt Analysis SECTION 5, Panels Panel Profiles and Engineering Properties (LongSpan III) 5.1. Panel Profiles and Engineering Properties (Architectural III) 5.2 Panel Profiles and Engineering Properties (Architectural "V" Rib) 5.2b Panel Profiles and Engineering Properties (Standing Seam II) 5.3 Panel Profiles and Engineering .Properties (Standing Seam 360) 5.3a Panel Profiles and Engineering Properties (Shadow) 5.4 Panel Profiles and Engineering Properties (16" Loc-Seam) 5.5 Panel Profiles and Engineering Properties (12" Loc-Seam) 5.6 Panel Profiles and Engineering Properties (Multi -Rib) 5.7 Panel Profiles and Engineering Properties (Seam Loc) 5.8 SECTION 6, Miscellaneous Standard Specifications 6.1 Section 1 General American Buildings Company Plant Locations: Eufaula, AL - Birmingham, AL - El Paso, IL Carson City, NV - LaCrosse, VA Service Centers: Phenix City, AL - Pine Bluff, AR - Modesto, CA LaGrange, GA - Columbus, MS - Rocky Mount, NC - Jamestown, OH The information contained within the pamphlet is a technical description of an American metal building. It represents the application of the most modern methods of mathematics and engineering to the design. of a building. Its purpose is to provide interested reviewers with the necessary design calculations, and other documentation required to readily verify structural integrity. Figure 1 is a drawing of an American building, illustrating the typical load carrying members; i.e., rigid frames, endwalls, purlins, girts, bracing and panels. A clear span rigid frame building was selected for this purpose; however, any of American's other standard designs, as described in the standard specifications for American Buildings Company pre-engineered Metal buildings, could also have been used to illustrate the basic building components. All designs are in strict accordance with the latest editions of AISC and AISI specifications, whichever is. applicable. The stress distributions in all load carrying members are obtained by the most applicable methods of the universally accepted elastic theory, as applied to indeterminate structures.' A digital computer is used for many of the complex and laborious design calculations. American buildings are designed to meet the most severe conditions of load combinations set by the specified building code, but not less than the following: a) Building dead plus roof live load (or snow) uniformly distributed over the horizontal projection of the roof area. b) Building dead load plus wind load applied as pressure and suction normal to the building surfaces. c) Building dead load plus wind load plus 1/2 roof snow load. d) Building dead load plus roof snow load plus 1/2 wind load. Other combinations and applications of loads are incorporated into the design of a building when required. Occasionally these special design conditions can not be handled through one of our standard design formats. If this occurs, special hand calculations will be included. Subsequent sections of this report present the detailed design calculations and their necessary explanations. These are Section 2, Rigid Frame; Section 3, Column and Beare Endwall; Section 4, Purlins and Girts; Section 5,.Roof and Wall Panels and Section 6, Miscellaneous and Special Conditions. Section 1 Page 1 CLEARSRIGID FRAME VII:DING TO CHANGE WITHOUT NOTICE ! . • , � AFFECTIVE SEPTEMBER 1, 1997 American Buildings Company Plant Locations: Eufaula. AL - Birmingham, AL - El Paso, IL Carson City, NV - LaCrosse, VA Service Centers: Phenix City, AL - Pine Bluff, AR - Modesto, CA LaGrange, GA - Columbus, MS -.Rocky Mount, NC - Jamestown, OH 1) Manual of Steel Construction, A.I.S.C. 1989, Ninth Edition. 2) "Single Span Rigid Frames in Steel", by John D. Griffiths, A.I.S.C., 1984. 3) Specifications for the Design of Cold Formed Steel Structural Members, A.I.S.I., 1986 Edition with 1989 supplement. 4) Structural Steel Design, by L.S. Beedle, et al, Fritz Engineering Laboratory, Civil Engineering Department, Lehigh University, 1962. -- 5) "Recommended Design Practices Manual", Metal Building Manufacturers I Association, 1990 supplement. i 0 Section 1 Page 3 Section 2 Rigid Frame American Buildings Company Plant Locations: Eufaula, AL - Birmingham, AL - El Paso, IL Carson City, NV- LaCrosse,. VA Service Centers: Phenix City, AL - Pine Bluff, AR - Modesto, CA LaGrange, GA - Columbus. MS - Rocky Mount, NC - Jamestown, ON Rigid frame analysis and design is a very exacting task. American Buildings Company has developed a computer program that permits detailed analysis and design to be performed for steel frames. The following is a brief description of this program. Essentially the program combines the STIFFNESS METHOD of structural design theory with MATRIX mathematics operations. All of this is possible by the utilization of digital computer capabilities. The inherent speed of the computations permits the use of elaborate mathematical techniques which would be impossible by hand computations. These techniques along with the completely rigorous structural theory -approach give technically precise and accurate results. The program consists of seven portions which are as follows: 1) Geometry input 2) Loading input and Stiffness Computation 3) Equivalent Forces Computations 4) Solution for Displacements 5) Reactions and Member Force Computation 6) Stress Analysis 7) Design Decisions Geometry: The general structural configuration that the program can analyze or design is depicted in Figure 2. It shows a gable frame with vertical sidewalls, and a. roof sloping downward on both sides of the ridge. The rafters may be supported at intermediate -points by interior columns. Each sidewall column or rafter may be composed of a number of segments; these segments may be prismatic or tapered, with "I" shaped cross -sections. The interior columns must be prismatic, but may be "I" sections or pipes. The bases of sidewalls and interior columns may be at different levels. The left and right sidewall heights and roof slopes may be unequal. Section 2 Page 1 r-- . o �uUv" Support and Loadings: American Buildings Company Plant Locations: Eufaula, AL - Birmingham, AL - El Paso, IL Carson City, NV - LaCrosse, VA Service Centers: Phenix City, AL - Pine Bluff, AR - Modesto, CA LaGrange, GA - Columbus, MS - Rocky Mount, NC - Jamestown, OH FIGURE 2 Typical Configuration of Frame The column bases may be specified pinned or fixed; the tops of interior columns may be specified pinned or fixed to the rafters. Uniformly distributed dead and live loads and wind loads are considered to be transmitted to the frame at and by the girls and purlins which are at specified spacings. In addition, concentrated forces and moments may be specified at any location on the frame, thus permitting the inclusion of overhangs, cranes, and bracket loads, etc.. Input: The input to the program consists of information on building geometry, web depths at critical locations, column locations, girts and purlins, loading descriptions, material properties and stress criteria. If analysis only is required, the member cross-section details are input. If it is to be designed, inventories of flanges sizes and web thicknesses, and pipe sizes are used. SUBJECT TO CHANGE WITHOUT NOTICE-.; - .. • . • - I EFFECTIVE SEPTEMBER 1, 1997 Section 2 Page 2 American Buildings. Company Plant Locations: Eufaula, AL - Birmingham, AL - El Paso, IL Carson City, NV, - LaCrosse, VA Service Centers: Phenix City, AL - Pine Bluff, AR - Modesto, CA LaGrange, GA - Columbus, MS - Rocky Mount, NC -Jamestown, OH Analysis: In the analysis option no decision making is done concerning member selection. From the information supplied, which includes all member sizes, the program develops the precise centerline geometry of the frame. The analysis is carried out on the line configuration, composed of straight line segments ("Members") defined by the joints and other junction points called "Nodes". All the loads are transformed into equivalent forces and moments and applied at Node Points. The direct stiffness method of matrix structural elastic analysis is adopted. The member stiffnesses are computed, and superposed to yield the force -displacement relations for the entire frame. Stiffness coefficients and equivalent end actions for tapered members are obtained by numerical analysis. The Nodal displacements for the specified support and loading conditions are solved by a matrix block recursion routine. The support reactions and member end forces and moments are then calculated. Finally, the most critical and shear stresses along each member are computed, and checked against allowable criteria according to AISC Specifications. The most critical stresses are those with the greatest ratio when compared to allowable stresses. The program analyzes the frame for each specified loading combination. Design: In the design option, a frame is determined by an iterative process of analysis and design. Initiated by the Analysis of a frame approximated from the specified flange, web and pipe inventories, the design proceeds in cycles of analysis, criteria checks, selection of fresh sections, and reanalysis until a satisfactory frame is obtained. When the design is complete, the program will analyze and check the frame for each specified loading combination. Output: The output may be requested at various levels of detail. The basic output consists of a listing of input data, centerline geometry, reactions, member end reactions, Nodal displacements, member sizes, criteria checks, bolted connections, anchor bolts and base plates. More exhaustive information may be extracted if desired. Section 2 Page 3 r-- :�o American Buildings Company Plant Locations: Eufaula, AL - Birmingham, AL - El Paso, IL Carson City, NV - LaCrosse, VA Service Centers: Phenix City, AL - Pine Bluff, AR - Modesto, CA LaGrange, GA - Columbus, MS - Rocky Mount NC - Jamestown, OH In accordance with section C5.6, Metal Building Manufacturers Association (MBMA/" 86), many metal building systems are designed with moment -resistant frames aligned in the transverse direction to resist lateral loading. Experience has shown that the lateral deflection of the frames under wind loading is far less than predicted by the usual analytical procedures. Consideration of just three factors undoubtedly accounts for most of this apparent anomaly: 1) drift calculations are traditionally based on full design loads, 2) the usual analytical procedures are based on "bare" frames (skin action of the roof diaphragms is neglected) and the moment -rotation stiffnesses of the "pinned" bases are taken as zero, and 3) load sharing has not been taken into account. Bare frame deflections are given on the computer printout for each node point. By considering the complete metal building system, the lateral deflection could be reduced to as much as 1/10 of that for the bare frame. The lateral deflection limitation is based upon the judgment of the design engineer unless specified otherwise. SUBJECT,TO CHANGE WITHOUT NOTICE- � EFFECTIVE.- SEPTEMBER 997 Section 2 Page 4 Building S►et*ie.- S Grdup A 31.1 Page 1 of 28 b:11924101 C:\ABCP\FRAMES\11924101.01B 1.1/04/08 08:17:41 STEEL FRAME ANALYSIS AND DESIGN BY THE DIRECT STIFFNESS METHOD DESIGN BY 1989 AISC Manual of Steel Construction ASD Ninth Edition AND MBMA AS APPLICABLE BUILDING DESCRIPTION - - FRAME LINES 2-3 11924101 FRAME WIDTH BAY SPACING ROOF SLOPES INT. COLUMNS MEMBERS NODES 34.917 ft. 24.270 ft. 1 0 5 6 LEFT WALL SLOPE W/VERT. GIRT DEPTH GIRT SPACINGS) --------------- 0.000/ 12.0 9.50 in. 1 @ 24.00 in. NODE BASE 1 EAVE 2 ROOF SLOPE 1 --------------- NODE LEFT END 2 SPLICE 3 SPLICE 4 RIGHT END 5 RIGHT WALL --------------- LOCATION 0.000 ft. 19.917 ft. SLOPE W/HORIZ. 1.000/ 12.0 LOCATION -0.000 ft. 7.013 ft. 25.948 ft. 34.917 ft. SLOPE W/VERT. 0.000/ 12.0 WEB DEPTH 10.000 in. 22.000 in. PU'RLIN DEPTH 9.50 in. WEB DEPTH 22.000 in. 22.000 in. 22.000 in. 22.000 in. GIRT DEPTH 9.50 in. NODE LOCATION WEB DEPTH EAVE 5 22.827 ft. 22.000 in. BASE 6 0.000 ft. 10.000 in. 5 @ 36.00 in. 1 @ 35.00 in. CONNECTION PINNED RIGID TYP. PURLIN SPACE 23.73 in. CONNECTION RIGID RIGID RIGID RIGID GIRT SPACINGS) 1 @ 24.00 in. 6 @ 36.00 in. 1 @ 33.92 in. CONNECTION RIGID. PINNED 31.1 :11924101 C:\ABCP\FRAMES\11924101.01B MEMBER SIZES OUTER FLANGE WEB INNER FLANGE BER WIDTH THICKNESS THICKNESS WIDTH THICKNESS (inches) (inches) (inches) 1 6.00 X 0.3125 0.1644 6.00 X 0.3125 2 5.00 X 0..3125 0.1875 5.00 X 0.3125. 3 5.00 X 0.2500 0.1644 5.00 X 0.2500 4 5.00 X 0.3750 0.1875 5.00 X 0.3750 5 6.00 X 0.3750 0.1644 6.00 X 0.3750 SELF -WEIGHT AS APPLIED DEAD LOAD MEMBER MEMBER WEIGHT CONNECTION WEIGHT (lbs) (lbs) 1 400.1 101.6 2 139.5 3 398.0 4 192.0 110.5 5 510.8 Total: 1640.3 212.1 Page 2 of 28 11/04/08 08:17:41 WEB -TO -FLANGE YIELD STRESS WELD FLANGE WEB (inches) (ksi) (ksi) 0.1250 55.0 55.0 0.1875, 55.0 55.0 0.1250 55.0 55.0 0.1875 55.0 55.0 0.1250 .55.0 55.0 A 31.1 Page 3 of 28 b:11924101 C:\ABCP\FRAMES\11924101.01B 11/04/08 08:.17:41 NODE COORDINATES NODE X Y (in.) (in.) 1 15.00 0.00 2 21.00 219.68 3 85.07 225.02 4 312.29 243.96 5 398.00 251.10 6 404.00 0.00 MA 31.1 Page 4 of 28 J.b:11924101 C:\ABCP\FRAMES\11924101.01B 11/04/08 08:17:41 )AD CASE 1 D+C > Stress Check; No Deflection Limits UNIFORM LOADS LIVE WIND DEAD (psf) (psf) (psf) 0.00 0.00 2.50 DAD CASE 2 : D o Stress Check; No Deflection Limits * WIND COEFFICIENTS * * Cl C2 C3 * 0.00 0.00 0.00 UNIFORM LOADS * WIND COEFFICIENTS . * LIVE WIND DEAD * Cl C2 C3 (psf) (psf) (psf) 0.00 0.00 2.00 0.00 0.00 0.00 ---------------------------------------------------------------------------------- DAD CASE 3 : LEU- o Stress Check; L/60 H Deflection Limit; L/180 V Deflection Limit UNIFORM LOADS * WIND COEFFICIENTS * LIVE WIND DEAD * Cl C2 C3 (psf) (psf) (psf) 20.00 0.00 0.00 0.00 0.00 0.00 OAD CASE 4 : L o Stress Check; L/60 H Deflection Limit; L/180 V Deflection Limit UNIFORM LOADS * WIND COEFFICIENTS * LIVE WIND DEAD * C1 C2 C3 (psf) (psf) (psf) 12.00 0.00 0.00 0.00 0.00 0.00 --------------------------------- 7--------------------------------- LOAD CASE 5 : WL^ No Stress Check; L/42 H Deflection Limit; L/126 V Deflection Limit UNIFORM LOADS * WIND COEFFICIENTS * LIVE WIND DEAD * Cl C2 C3 (psf) (psf) (psf) 0.00 52.69 0.00 -0.63 -0.87 -0.63 LOAD CASE 6 : WLX+^ M A 31.1 Page 5 of 28 J�b:11924101 C:\ABCP\FRAMES\11924101.01B 11/04/08 08:17:41 r >� Stress Check; L/42 H Deflection Limit; L/126 V Deflection Limit UNIFORM LOADS * WIND COEFFICIENTS * LIVE WIND DEAD * Cl C2 C3 (psf) (psf) (psf) 0.00 52.69 0.00 -0.63 -0.87 -0.63 CONCENTRATED LOADS * * LOAD COMPONENTS , LOAD NO. LINE NO. * LOCATION FLG SIDE * HORIZONTAL VERTICAL MOMENT * (ft.) * (kips) (kips) (kip-ft) 1 1 0.50 Neut Axis 0.00 -6.85 0.00 -8.26 (out -of -plane) 2 3 0.50 Neut Axis 0.00 -0.00 0.00 •--------------------------------------------------------------------------------- OAD CASE 7 : WLX-^ Stress Check; L/42 H Deflection Limit; L/126 V Deflection Limit UNIFORM LOADS * WIND COEFFICIENTS * LIVE WIND DEAD * Cl C2 C3 (psf) (psf) (psf) 0.00 52.69 0.00 -0.63 -0.87 -0.63 CONCENTRATED LOADS * * LOAD COMPONENTS LOAD NO. LINE NO. * LOCATION FLG SIDE * HORIZONTAL VERTICAL MOMENT * (ft.) * (kips) (kips) (kip-ft) 1 1 0.50 Neut Axis 0.00 6.85 0.00 -8.26 (out -of -plane) 2 3 0.50 Neut Axis 0.00 0.00 0.00 ----------------------------------------------------------------------------- D CASE 8 : Wl-> Stress Check; L/42 H Deflection Limit; L/126 V Deflection Limit UNIFORM LOADS * WIND COEFFICIENTS * LIVE WIND DEAD * Cl C2 C3 (psf) (psf) .(psf) 0.00 52.69 0.00 0.58 -0.51 -0.11 D CASE 9 : W1<- Stress Check; L/42 H Deflection Limit; L/126 V Deflection Limit UNIFORM LOADS * WIND.COEFFICIENTS * LIVE WIND DEAD * Cl C2 C3 (psf)- (psf) (psf) 0.00 52.69 0.00 -0.11 -0.19 0.58 LOAD CASE 10 : W2-> No Stress Check; L/42 H Deflection Limit; L/126 V Deflection Limit M A 31.1 J�b:11924101 UNIFORM LOADS LIVE WIND (psf) (psf) 0.00 52.69 Page 6 of 28 C:\ABCP\FRAMES\11924101.01B 11/04/08 08:17:41 * WIND COEFFICIENTS * DEAD * C1 C2 C3 (psf) 0.00 -0.27 -0.51 -0.27 ------------------------ 7--------------------------------------------------------- )AD CASE 11 : W2<- Stress Check; L/42 H Deflection,Limit; L/126 V Deflection Limit UNIFORM LOADS * WIND COEFFICIENTS * LIVE WIND DEAD * C1 C2 C3 (psf) (psf) (psf) 0.00 52.69 0.00 -0.27 -0.19 -0.27 OAD CASE 12 : W3-> o Stress Check; L/42 H Deflection Limit; L/126 V Deflection Limit UNIFORM LOADS * WIND COEFFICIENTS * LIVE WIND DEAD * C1 C2 C3 (psf) (psf) (psf) 0.00 52.69 0.00 0.22 -0.87 7-0.47 OAD CASE 13 :' W3<- o Stress Check; L/42 H Deflection Limit; L/126 V Deflection Limit UNIFORM LOADS * WIND COEFFICIENTS * LIVE WIND DEAD * C1 C2 C3 (psf) (psf) (psf) 0.00 52.69 0.00 -0.47 -0.55 0.22 -----------------------------------7----------------------------------------------- LOAD CASE 14 : W4-> No Stress Check; L/42 H Deflection Limit; L/126 V Deflection Limit UNIFORM LOADS * WIND COEFFICIENTS * LIVE WIND DEAD * C1 C2 C3 (psf) (psf) (psf) 0.00 52.69 0.00 -0.63 -0.87 -0.63 LOAD CASE 15 : W4<- No Stress Check; L/42 H Deflection Limit; L/126 V Deflection Limit UNIFORM LOADS * WIND COEFFICIENTS * LIVE WIND DEAD * Cl C2 C3 MI 1;2 1Page 7 of 28 J b:14101 C:\ABCP\FRAMES\11924101.01B 11/04/08 08:17:41 (psf) (psf) (psf) 0.00 52.69 0.00 -0.63 -0.55 -0.63 AD CASE 16 D+C + LEU- eck By ASD; No Deflection Limits ghest check ratio achieved in this load case = 0.354 ------------------------------------------------------------------------------- AD CASE 17 D+C + L eck By ASD; No Deflection Limits ghest check ratio achieved in this load case = 0.233 --------------------------------------------------------------------------------- AD CASE 18 D + WL^ eck By ASD; No Deflection Limits ghest check ratio achieved in this load case = 0.672 ------=-------------------------------------------------------------------------- OAD CASE 19 D + WLX+^ heck By ASD; No Deflection Limits ighest check ratio achieved in this load case = 0..671 ---------------------------------------------------------------------------------- OAD CASE 20 D + WLX-^ heck By ASD; No Deflection Limits ighest check ratio achieved in this load case = 0.672 ---------------------------------------------------------------------------------- �' GOAD CASE 21 D'+ Wl-> heck By ASD; No Deflection Limits i ighest check ratio achieved in this load case = 0.881 ---------------------------------------------------------------------------------- FAD CASE 22 D + W1<- Check By ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.843 ----------------------------------------------------------------------------------- LOAD CASE 23 : D + W2-> Check By ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.376 ----------------------------- --------------------------------------------------- LOAD CASE 24 D + W2<- Check By ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.227 ----------------------------------------------------------------------------------- M IA 31.1 Page 8 of 28 J b:11.9241.01 C:\ABCP\FRAMES\11924101.01B 11/04./08 08:17:41 I LOAD CASE 25 D + W3-> Check By ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.945 ----------------------------------------------------- AD CASE 26 D + W3<- eck By ASD; No Deflection Limits ghest check ratio achieved in this load case = 0.941 --------------------------------------------------------------------------------- L AD CASE 27 D + W4-> C eck By ASD; No Deflection Limits HiIghest check ratio achieved in this load case = 0.672 ------------------------------=--------------------------------------------------- LAD CASE 28 D + W4<- I C eck By ASD; No Deflection Limits I ghest check ratio achieved in this load case = 0.565 - --------------------------------------------------------------------------------- AD CASE 29 D+C + 0.75L + 0.75WLA eck By ASD; No Deflection Limits ighest check ratio achieved in this load case = 0.458 ---------------------------------------------------------------------------------- OAD CASE 30 : D+C + 0.75L + 0.75WLX+^ heck By ASD; No Deflection Limits ighest check ratio achieved in this load case = 0.458 OAD CASE 31 D+C + 0.75L + 0.75WLX-^ heck By ASD; No Deflection Limits ighest check ratio achieved in this load case = 0.459 ---------------------------------------------------------------------------------- OAD CASE 32 D+C + 0.75L + 0.75W1-> heck By ASD; No Deflection Limits. ighest check ratio achieved in this load case = 0.568 ---------------------------------------------------------------------------------- LOAD CASE 33 : D+C + 0.75L + 0.75W1<- Check By ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.665 ----------------------------------------------------------------------------------- LOAD CASE 34 : D+C + 0.75L + 0.75W2-> Check By ASD; No Deflection Limits Mcl:11I, 31.Page 9 of 28 J 924101. C:\ABCP\FRAMES\11924101.01B 11/04/08 08:17:41 Highest check ratio achieved in this load case = 0.199 ----- ------ ------ --------- -------- ----- ----- -------- ----------------------------- L AD CASE 35 D+C + 0.75L + 0.75W2<- C deck By ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.144 LA D CASE 36 D+C + 0.75L + 0.75W3-> Ceck By ASD; No Deflection Limits H h- ghest check ratio achieved in this load case 0.604 --------------------------------------------------------------------------------- LIAD CASE 37 D+C + 0.75L + 0.75W3<- Cieck By ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.605 -------------------------------------------------------------------------- AD CASE 38 D+C + 0.75L + 0.75W4-> eck By ASD; No Deflection Limits ghest check ratio achieved in this load case = 0.458 --------------------------------------------------------------------------------- 0AD CASE 39 D+C + 0.75L + 0.75W4<- heck By ASD; No Deflection Limits ighest check ratio achieved in this load case = 0.379 ------------------------------------------------------------=--------------------- i OAD CASE 40 0.60D + WL^ heck By ASD; No Deflection Limits I. •_ ighest check ratio achieved in this load case = 0.675 ---------------------------------------------------------------------------------- OAD CASE 41 0.60D + WLX+^ heck By ASD; No Deflection Limits ighest check ratio achieved in this load case = 0.675 ---------------------------------------------------------------------------------- �OAD CASE 42 : 0.60D + WLX-^ Check By ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.675 ----------------------------------------------------------------------------------- LOAD CASE 43 0.60D + Wl-> Check By ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.888 ----------------------------------------------------------------------------------- LOAD CASE 44 : 0.60D + W1<- MSS 31.1 Page 10 of 28 J '-:11924101 C:\ABCP\FRAMES\11924101.01B 11/04/08 08:17:41 Chick By ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.850 ---------------------------------------------------------------------------------- CASE 45 : 0.60D + W2-> k By ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.387 - I--------------------------------------------------------------------------------- AD CASE 46 : 0.60D + W2<- eck By ASD; No Deflection Limits ghest check ratio achieved in this load case = 0.231 --------------------------------------------------------------------------------- CASE 47 0.60D + W3-> k By ASD; No Deflection Limits ghest check ratio achieved in this load case = 0.953 --------------------------------------------------------------------------------- CASE 48 : 0.60D + W3<- k By ASD; No Deflection Limits ghest check ratio achieved in this load case = 0.949 --------------------------------------------------------------------------------- CASE 49 : 0.60D + W4-> k By ASD; No Deflection Limits ighest check ratio achieved in this load case = 0.675 ---------------------------------------------------------------------------------- D CASE 50 : 0.60D + W4<- ck By ASD; No Deflection Limits Oighest check ratio achieved in this load case = 0.569 M 31.1 Page 11 of 28 J b:11924101 C:\ABCP\FRAMES\11924101.01B 11/04/08 08:17:41 MAXIMUM CHECK RATIOS PER.1989 AISC OUTER FLANGE * WEB * INNER FLANGE * OUTER FLG WEB SHEAR INNER FLG MEM WIDTH THICK * THICK * WIDTH THICK * RATIO LOAD RATIO LOAD RATIO LOAD (in) (in) (in) (in) (in) 1 6.00 0.3125 0.1644 6.00 0.3125 0.897 47 0.600 42 0.953 47 2 5.00 0.3125 0.1875 5.00 0.3125 0.849 47 0.753 47 0.877 47 3 5.00 0.2500 0.1644 5.00 0.2500 0.828 48 0.837 47 0.834 48 4 5.00 0.3750 0.1875 5.00 0.3750 0.897 48 0.673 42 0.908 48 5 6.00 0.3750 0.1644 6.00 0.3750 0.881 48 0.675 42 0.949 48 MsIl' 31.1 Page 12 of 28 Jl :11924101 C:\ABCP\FRAMES\119241O1.01B .11/04/08 08:17:41 BOLTED SPLICE SUMMARY PLATE * BOLTS WIDTH/ * * CONNECTION RESISTANCE * MOMENT THICK. * ROWS GAGE DIA. * TENSION COMPRESSION MOMENT * ARM YT YC E (in.) * LINES (in.)* (kips) (kips) (kip-ft) * (in.) (in.) (in.) 2 6.00X TOP 2 2 0.750 54.4 63.0 122.1 24.95 5.13 0.64 0.500 BOT. 4 2 0.750 86.4 66.3 141.3 22.20 7.57 0.95 5 6.00X TOP 2 2 0.750 53.6 61.9 134.7 27.97 5.14 0.46 0.500 BOT. 4 2 0.750 85.7 69.8 162.3 25.04 7.60 0.93 M J 31.1 Page 13 of 28 :11924101 C:\ABCP\FRAMES\11924101.01B 11/04/08 08:17:41 FRAME SUPPORTS * BASE PLATE * ANCHOR BOLTS * THICKNESS WIDTH LENGTH * NO. DIAMETER AREA SUP. * NODE (in.) (in.) (in.). * (in.) (in2) 1 1 0.500 6.000 11.000 4 0.750 1.767 2 6 0.500 6.000 11.500 4 0.750 1.767 CONNECTION DESIGN FORCES AT SUPPORTS BOLT.RESISTANCE LOAD HORIZONTAL VERTICAL MOMENT SHEAR TENSION NODE CASE (kips) (kips) (kip-ft) (kips) (kips) 1 1 0.30 1.92 -0.00 2 0.25 1.71 0.00 3 1.68 8.44 -0.00 4 1.01 5.07 0.00 5 3.00 -18.84 0.00 6 3.01 -11.99 -0.00 -8.26 (out -of -plane) 7 3.00 -25.68 -0.00 -8.26-(out-of-plane) 8 -12.35 -15.76 -0.00 9 6.79 2.98 0.00 10 0.95 -10.80 0.00 11 1.74 -4.44 -0.00 12 -10.29 -23.80 -0.00 13 8.85 -5.05 0.00 14 3.00 -18.84 0.00 15 3.79 -12.47 -0.00 16 1.98 10.36 0.00 17.67 35.34 17 1.31 6.99 -0.00 17.67 35.34 18 3.26 -17.13 -0.00 17.67 35.34 19 3.26 -10.28 0.00 17.67 35.34 -8.26 (out -of -plane) 20 3.26 -23.98 -0.00 17.67 35.34 -8.26 (out -of -plane) 21 -12.09 -14.05 -0.00 17.67 24.18 22 7.05 4.69 -0.00 17.67 33.26 23 1.21 -9.09 -0.00 17.67 35.34 24 1.99 -2.73 0.00 17.67 35.34 25 -10.04 -22.09 0.00 17.67 27.88 26 9.10 -3.34 -0.00 17.67 29.57 27 3.26 -17.13 -0.00 17.67 35.34 28 4.04 -10.76 0.00 17.67 35.34 29 3.31 -8.41 -0.00 17.67 35.34 30 3.31 -3.27 -0.00 17.67 35.34 -6.20 (out -of -plane) 31 3.31 -13.54 0.00 17.67 35.34 -6.20 (out -of -plane) 32 -8.20 -6.10 0.00 17.67 31.18 M � 31.1 J b:11924101 Page 14 of 28 C:\ABCP\FRAMES\11924101.01B 11/04/08 08:17:41 33 6.15 7.96 0.00 17.67 34.88 34 1.77 -2.38 0.00 17.67 35.34 35 2.36 2.39 0.00 17.67 35.34 36 -6.66 -12.12 0.00 17.67 33.95 37 7.69 1.93 -0.00 17.67 32.11 38 3.31 -8.41 -0.00 17.67 35.34 39 3.90 -3.63 0.00 17.67 35.34 40 3.19 -17.47 0.00 17.67 35.34 41 3.19 -10.62 -0.00 17.67 35.34 -8.26 (out -of -plane) 42 3.19 -24.31 0.00 17.67 35.34 -8.26 (out -of -plane) 43 -12.16 -14.39 0.00 17.67 24.06 44 . 6.98 4.35 0.00 17.67 33.38 45 1.14 -9.43 -0.00 17.67 35.34 46 1.92 -3.07 0.00 17.67 35.34 47 -10.10 -22.42 -0.00 17.67 27.76 48 9.03 -3.68 0.00 17.67 29.69 49 3.19 -17.47 0.00 17.67 35.34 50 3.98 -11.10 0.00 17.67 35.34 6 1 -0.30 2.05 -0.00 2 -0.25 1.84 -0.00 3 -1.68 8.51 -0.00 4 -1.01 5.10 0.00 5 -2.11 -20.01 -0.00 6 -2.11 -20.01 0.00 7 -2.11 -20.01 0.00 8 -2.86 -7.01 -0.00 9 12.76 -11.47 -0.00 10 -0.06 -11.97 -0.00 11 -2.03 -4.05 0.00 12 -4.91 -15.05 -0.00 13 10.71 -19.50 0.00 14 -2.11 -20.01 -0.00 15 -4.09 -12.09 0.00 16 -1.98 10.56 -0.00 17.67 35.34 17 -1.31 7.15 -0.00 17.67 35.34 18 -2.37 -18.17 0.00 17.67 35.34 19 -2.37 -18.17 -0.00 17.67 35.34 20 -2.36 -18.17 -0.00 17.67 35.34 21 -3.11 -5.17 -0.00 17.67 35.34 22 12.51 -9.63 0.00 17.67 23.43 23 -0.31 -10.13 -0.00 17.67 35.34 24 -2.•29 -2.21 -0.00 17.67 35.34 25 -5.17 -13.21 0.00 17.67 35.34 26 10.46 -17.67 0.00 17.67 27.12 2.7 -2.37 -18.17 0.00 17.67 35.34 28 -4.34 -10.25 0.00 17.67 35.34 29 -2.64 -9.13 -0.00 17.67 35.34 30 -2.64 -9.12 -0.00 17.67 35.34 31 -2.64 -9.13 -0.00 17.67 35.34 32 -3.20 0.62 0.00 17.67 35.34 33 8.52 -2.72 -0.00 17.67 30.61 34 -1.10 -3.10 0.00 .17.67 35.34 35 -2.58 2.84 -0.00 17.67 35.34 36 -4.74 -5.41 0.00 17.67 35.34 37 6.98 -8.75 -0.00 17.67 33.39 MBA 31.1 Page 15 of 28 Ab:11924101 C:\ABCP\FRAMES\11924101.01B 11/04/08 08:17:41 38 -2.64 -9.13 -0.00 17.67 35.34 39 -4.12 -3.18 0.00 17.67 35.34 4.0 -2.30 -18.51 -0.00 17.67 35.34 41 -2.30 -18.51 -0.00 17.67 35.34 42 -2.30 -18.51 0.00 17.67 35.34 43 -3.05 -5.51 -0.00 17.67 35.34 44 12.58 -9.97 0.00 17.67 23.31 45 -0.25 -10.47 -0.00 17.67 35.34 46 -2.22 -2.55 -0.00 17.67 35.34 47 -5.10 -13.55 0.00 17.67 35.34 48 10.52 -18.01 0.00 17.67 27.00 49 -2.30 -18.51 -0.00 17.67 35.34 50 -4.28 -10.59 0.00 17.67 35.34 M1A 31.1 Page 16 of 28 Jlb:119241O1 C:\ABCP\FRAMES\119241O1.O1B 11/04./08 08:17:41 SUPPORT REACTIONS CASE 1 : D+C SUPPORT NODE HORIZONTAL VERTICAL -MOMENT (kips) (kips) (kip-ft) 1 1 0.30 1.92 -0.00 2 6 -0.30 2.05 -0.00 C SE 3 LEU- StJPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip-ft) 1 1 1.68 8.44 -0.00 2 6 -1.68 8.51 -0.00 CISE 5 WL^ S PPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip-ft) 1 1 3.00 -18.84 0.00 2 6 -2.11 -20.01 -0.00 E 7 : WLX-^ PORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip-ft) 1 1 3.00 -25.68 -0.00 -8.26 (out -of -plane) 2 6 -2.11 -20.01 0.00 E 9 : W1<- PORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip-ft) 1 1 6.79 2.98 0.00 2 6 12.76 -11.47 -0.00 ASE 11 : W2<- UPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip-ft) 1 1 1:74 -4.44 -0.00 2 6 -2.03 -4.05 0.00 ASE 13 : W3<- UPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip-ft) 1 1. 8.85 -5.05 0.00 2 6 10.71 -19.50 0.00 ASE 15 : W4<- UPPORT NODE HORIZONTAL VERTICAL MOMENT (kips). (kips) (kip-ft) 1 1 3.79 -12.47 -0.00 2 6 . -4.09 -12.09 0.00 CASE 17 : D+C + L SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip-ft) 1 1 1.31 6.99 -0.00 2 6 -1.31 7.15 -0.00 CASE 2 : D SUPPORT -NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip-ft) 1 1 0.25 1.71 0.00 2 6 -0.25 1.84 -0.00 CASE 4 L SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip-ft) 1 1 1.01 5.07. 0.00 2 6 -1.01 5.10 0.00 CASE 6 : WLX+^ SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip-ft) 1 1 3.01 -11.99 -0.00 -8.26 (out -of -plane) 2 6 -2.11 -20.01 0.00 CASE 8 : W1-> SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip-ft) 1 1 -12.35 -15.76 -0.00 2 6 -2.86 -7.01 -0.00 CASE 10 : W2-> SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip-ft) 1 1 0.95 -10.80 0.00 2 6 -0.06 -11.97 -0.00 CASE 12 : W3-> SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip-ft) 1 1 -10.29 -23.80 -0.00 2 6 -4.91 -15.05 -0.00 CASE 14 : W4-> SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip-ft) 1 1 3.00 -18.84 0.00 2 6 -2:11 -20.01 -0.00 CASE 16 : D+C + LEU- SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip-ft) 1 1 1.98 10.36 0.00 2 6 -1.98 10.56 -0.00 CASE 18 : D + WL^ SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip-ft) 1 1 3.26 -17.13 -0.00 2 6 -2.37 -18.17 0.00 M 31.1 Page 17 of 28 1 11924101 C:\ABCP\FRAMES\11924101.01B 11/0.4/08 08:17:41 C SE 19 D + WLX+^ CASE 20 : D + WLX-^ S PPORT NODE HORIZONTAL VERTICAL MOMENT SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip-ft) (kips) (kips) (kip-ft) 1 1 3.26 -10.28 0.00 1 1 3.26 -23.98 -0.00 -8.26 (out -of -plane) -8.26 (out -of -plane) 2 6 -2.37 -18.17 -0.00 2 6 -2.36 -18.17 -0.00 C SE 21 D + W1-> S PPORT NO HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip-ft) 1 1 -12.09 -14.05 -0.00 2 6 -3.11 -5.17 -0.00 C SE 23 : D + W2-> S PPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip-ft) 1 1 1.21 -9.09 -0.00 2 6 -0.31 -10.13 -0.00 SE 25 : D + W3-> PPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip-ft) 1 1 -10.04 -22.09 0.00 2 6 -5.17 -13.21 0.00 E 27 : D + W4-> PORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip-ft) 1 1 3.26 -17.13 -0.00 2 6 -2.37 -18.17 0.00 E 29 : D+C + 0.75L + 0.75WL^ PORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip-ft) 1 1 3.31 -8.41 -0.00 2 6 -2.64 -9.13 -0.00 E 31 : D+C + 0.75L + 0.75WLX-^ PORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip-ft) 1 1 3.31 -13.54 0.00 -6.20 (out -of -plane) 2 6 -2.64 -9.13 -0.00 SE 33 : D+C + 0.75L + 0.75W1<- PPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip-ft) 1 1 6.15 7.96 0.00 2 6 8.52 -2.72 -0.00 ASE 35 : D+C + 0.75L + 0.75W2<- 3UPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip-ft) 1 1 2.36 2.39 0.00 2 6 -2.58 2.84 -0.00 CASE 22 : D + W1<- SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip-ft) 1 1 7.05 4.69 -0.00 2 6 12.51 -9.63 0.00 CASE 24 : D + W2<- SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip-ft) 1 1 1.99 -2.73 0.00 2 6 -2.29 -2.21 -0.00 CASE 26 : D + W3<- SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip-ft) 1 1 9.10 -3.34 -0.00 2 6 10.46 -17.67 0.00 CASE 28 : D + W4<- SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip-ft) 1 1 4.04 -10.76 0.00 2 6 -4.34 -10.25 0.00 CASE 30 : D+C + 0.75L + 0.75WLX+^ SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip-ft) 1 1 3.31 -3.27 -0.00 -6.20 (out -of -plane) 2 6 -2.64 -9.12 -0.00 CASE 32 : D+C + 0.75L + 0.75W1-> SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip-ft) 1 1 -8.20 -6.10 0.00 2 6 -3.20 0.62 0.00 CASE 34 : D+C + 0.75L + 0.75W2-> SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip-ft) 1 1 1.77 -2.38 0.00 2 6 -1.10 -3.10 0.00 CASE 36 : D+C + 0.75L + 0.75W3-> SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip-ft) 1 1 -6.66 -12.12 0.00 2 6 -4.74 -5.41 0.00 CASE 37 : D+C + 0.75L + 0.75W3<- CASE 38 : D+C + 0.75L + 0.75W4-> M 31.1 J,b:11924101 C.:\ABCP\FRAMES\11924101.01B E PORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip-ft) 1 1 7.69 1.93 -0.00 2 6 6.98 -8.75 -0.00 E 39 : D+C +.0.75L + 0.75W4<- PORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip-ft) 1 1 3.90 -3.63 0.00 2 6 -4.12 -3.18 0.00 E 41 : 0.60D + WLX+^ PORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip-ft) 1 1 3.19 -10.62 -0.00 -8.26 (out -of -plane) 2 6 -2.30 -18.51 -0.00 SE 43 : 0.60D + W1-> PPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip-ft) 1 1 -12.16 -14.39 0.00 2 6 -3.05 -5.51 -0.00 SE 45 : 0.60D + W2-> PPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip-ft) 1 .1 1.14 -9.43 -0.00 2 6 -0.25 -10.47 -0.00 E 47 : 0.60D + W3-> PORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip-ft) 1 1 -10.10 -22.42 -0.00 2 6 -5.10 -13.55 0.00 SASE 49 : 0.60D + W4-> BUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip-ft) 1 1 3.19 -17.47 0.00 2 6 -2.30 -18.51 -0.00 Page 18 of 28 11/04/08 08:17:41 SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip-ft) 1 1 3.31 -8.41 -0.00 2 6 -2.64 -9.13 -0.00 CASE 40 : 0.60D + WL^ SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip-ft) 1 1 3.19 -17.47 0.00 2 6 -2.30 -18.51 -0.00 CASE 42 : 0.60D + WLX-^ SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip-ft) 1 1 3.19 -24.31 0.00 -8.26 (out -of -plane) 2 6 -2.30 -18.51 0.00 CASE 44 : 0.60D + Wl<- SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip-ft) 1 1 6.98 4.35 0.00 2 6 12.58 -9.97 0.00 CASE 46 : 0.60D + W2<- SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip-ft) 1 1 1.92 -3.07 0.00 2 6 -2.22 -2.55 -0.00 CASE 48 : 0.60D + W3<- SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip-ft) 1 1 9.03 -3.68 0.00 2 6 10.52 -18.01 0.00 CASE 50 : 0.60D + W4<- SUPPORT NODE -HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip-ft) 1 1 3.98 -11.10 0.00 2 6 -4.28 -10.59 0.00 M !A 31.1 J b:11924101 Page 1 of 16 C:\ABCP\FRAMES\11924101.01DPF1 11/04/08 09:21:05 STEEL FRAME ANALYSIS AND DESIGN BY THE DIRECT STIFFNESS METHOD DESIGN BY 1989 AISC Manual of Steel Construction ASD Ninth Edition AND MBMA AS APPLICABLE BUILDING DESCRIPTION - - HS PORTAL FRAME 11924101 FRAME WIDTH BAY SPACING ROOF SLOPES INT. COLUMNS MEMBERS NODES 22.542 ft. 1.000 ft. 1 0 5 6 LEFT WALL SLOPE W/VERT. GIRT DEPTH GIRT SPACING(S) --------------- 0.000/ 12.0 7.00 in. 1 @ 273.91 in. NODE LOCATION WEB DEPTH CONNECTION BASE 1 0.000 ft. 12.000 in. PINNED SPLICE 2 20.000 ft. 12.000 in. RIGID EAVE 3 22.826 ft. 12.000 in. RIGID ROOF SLOPE 1 SLOPE W/HORIZ. PURLIN DEPTH TYP. PURLIN SPACE --------------- 0.000/ 12.0 12.50 in. 270.50 in. NODE LOCATION WEB DEPTH CONNECTION LEFT END 3 -0.000 ft. 18.000 in. RIGID RIGHT END 4 22.542 ft. 18.000 in. RIGID RIGHT WALL SLOPE W/VERT. GIRT DEPTH GIRT SPACINGS) --------------- 0.000/ 12.0 7.00 in. 1 @ 273.91 in. NODE LOCATION WEB DEPTH CONNECTION EAVE. 4 22.826 ft. 12.000 in. RIGID SPLICE 5 20.000 ft. 12.000 in. RIGID BASE 6 0.000 ft. 12.000 in. PINNED . M � 31.1 Page 2 of 16 J b:119241O1 C:\ABCP\FRAMES\119241O1.01DPF1 11/04/08 09:21:05 MEMBER SIZES OUTER FLANGE WEB INNER FLANGE MBER WIDTH THICKNESS THICKNESS WIDTH THICKNESS (inches) (inches) (inches) 1 8.00 X 0.5000 0.1644 8.00 X 0.5000 2 8.00 X 0.5000 .0.2188 8.00 X 0.5000 3 8.00 X 0.2500 0.1345 8.00 X 0.2500 4 8.00 X 0.5000 0.2188 8.00 X 0.5000 5 8.00 X 0.5000 0.1644 8.00 X 0.5000 �RTICAL KNEE PANEL ZONE IMBER WELD (inches) 2 0.1875 NS/FS (STD -WELD) 4 0.1875 NS/FS (STD WELD) SELF -WEIGHT AS APPLIED DEAD LOAD MEMBER MEMBER WEIGHT CONNECTION WEIGHT (lbs) (lbs) 1 680.8 2 35.9 98..1 3 447.4 98.1 4 35.9 5 '680.8 Total: 1880.7 196.1 WEB -TO -FLANGE YIELD STRESS WELD FLANGE WEB (inches) (ksi) (ksi) 0.1250 55.0 55.0 0.1875 55.0 55.0 0.1250 55.0 55.0 0.1875 55.0 55.0 0.1250 55.0 55.0 M A 31.1 J b:11924101 NODE Page 3 of 16 C:\ABCP\FRAMES\11924101.01DPF1 . 11/04/08 09:21:05 NODE COORDINATES X Y (in.) (in.) 1 13.50 0.00 2 13.50 240.00 3 13.50 251.91 4 257.00 251.91 5 257.00 240.00 6 257.00 0.00 M to 31. 1 Page 4 of 16 J�b:11924101 C:\ABCP\FRAMES\11924101.01DPF1 11/0.4/08 09:21:05 )AD CASE 1 : D Stress Check; No Deflection Limits UNIFORM LOADS LIVE WIND DEAD (psf) (psf) (psf) 0.00 0.00 0.10 * WIND COEFFICIENTS * * C1 C2 C3 * 0.00 0.00 0.00 fAD CASE 2 : WLIP- Stress Check; L/42 H Deflection Limit; L/126 V Deflection Limit UNIFORM LOADS * WIND COEFFICIENTS * LIVE WIND DEAD * Cl C2 C3 (psf) (psf) (psf) 0.00 0.00 0.00 0.00 0.00 0.00 CONCENTRATED LOADS * * LOAD COMPONENTS LOAD NO. LINE NO. * LOCATION FLG SIDE * HORIZONTAL VERTICAL MOMENT * (ft.) * (kips) (kips) (kip-ft) 1 1 23.83 Neut Axis 8.07 0.00 0.00 ----------------------------------------------------------------------------------- LOAD CASE 3 : WRIP- �o Stress Check; L/42 H Deflection Limit; L/126 V Deflection Limit UNIFORM LOADS * WIND COEFFICIENTS * LIVE WIND DEAD * Cl C2 C3 (psf) (psf) (psf) 0.00 0.00 0.00 0.00 0.00 0.00 CONCENTRATED LOADS * * LOAD COMPONENTS LOAD NO. LINE NO. * LOCATION FLG SIDE * HORIZONTAL VERTICAL MOMENT * (ft.) * (kips) (kips) (kip-ft) 1 3 23.83 Neut Axis -8.07 0.00 0.00 ----------------------------------------------------------------------------------- LOAD CASE 4 : WLIN- No. Stress Check; L/42 H Deflection Limit; L/126 V Deflection Limit UNIFORM LOADS * WIND COEFFICIENTS * LIVE WIND DEAD * Cl C2 C3 (psf) (psf) (psf) 0.00 0.00 0.00 0.00 0.00 0.00 .CONCENTRATED LOADS * * LOAD COMPONENTS LOAD NO. LINE NO. * LOCATION FLG SIDE * HORIZONTAL VERTICAL MOMENT * (ft.) * (kips) (kips) (kip-ft) 1 1 23.83 Neut Axis 8.07 0.00 0.00 ----------------------------------------------------------------------------------- M A 31.1 Page 5 of 16 J�b:11.924101 C:\ABCP\FRAMES\11924101.01DPF1 11/04/08 09:21:05 L AD CASE 5 : WRIN- N Stress Check; L/42 H Deflection Limit; L/126 V Deflection Limit UNIFORM LOADS * WIND COEFFICIENTS * LIVE WIND DEAD * C1 C2 C3 (psf) (psf) (psf) 0.00 0.00 0.00 0.00 0.00 0.00 CONCENTRATED LOADS * * LOAD COMPONENTS LOAD NO. LINE NO. * LOCATION FLG SIDE * HORIZONTAL . VERTICAL MOMENT * (ft.) * (kips) (kips). (kip-ft) 1 3 23.83 Neut Axis -8.07 0.00 0.00 OAD CASE 6 : D + WLIP- i heck By ASD; No Deflection Limits lighest check ratio achieved in this load case = 0.960 L--------------------------------------------------------------------------------- OAD CASE 7 : D + WRIP- heck By ASD; No Deflection Limits ighest check ratio achieved in this load case = 0.960 ---------------------------------------------------------------------------------- 0AD CASE 8 D + WLIN- heck By ASD; No Deflection Limits I I ighest check ratio achieved in this load case = 0.960 ---------------------------------------------------------------------------------- i OAD CASE 9 : D + WRIN- heck By ASD; No Deflection Limits I ighest check ratio achieved in this load case = 0.960 ----------------------------------------------------------------------------------- D CASE 10 0.60D + WLIP- ck By ASD; No Deflection Limits hest check ratio achieved in this load case = 0.960 ------------------------------------------------------------------------------ PAD CASE 11 : 0.60D + WRIP- ICheck By ASD; No Deflection Limits Highest check ratio achieved in this load case 0.960 ----------------------------------------------------------------------------------- LOAD CASE 12 0.60D + WLIN- Check By ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.960 ----------------------------------------------------------------------------------- LOAD CASE 13 : 0.60D + WRIN- MtA 31.1 J�b:11924101 Page 6 of 16 C:\ABCP\FRAMES\11924101.01DPF1 11/04/08 09:21:05 eck By ASD; No Deflection Limits ghest check ratio achieved in this load case = 0.960 31.1 Page 7 of 16 :11924101 C:\ABCP\FRAMES\11924101.O1DPF1 11/.04/08 09:21:05 MAXIMUM CHECK RATIOS PER 1989 AISC OUTER FLANGE * WEB * INNER FLANGE * OUTER FLG WEB SHEAR- INNER FLG MEM WIDTH THICK * THICK * WIDTH THICK * RATIO LOAD RATIO LOAD RATIO LOAD (in) (in) (in) (in) (in) 1 8.00 0.5000 0.1644 8.00 0.5000 0.753 12 0.123 13 0.786 9 2 8..00 0.5000 0.2188 8.00 0.5000 0.744 12 0.862 13 0.776 9 3 8.00 0.2500 0.1345 8.00 0.2500 0.953 12 0.742 13 0.960 12 4 8.00 0.5000 0.2188 8.00 0.5000 0.744 13 0.862 12 0.776 8 5 8.00 0.5000 0.1644 8.00 0.5000 0.753 13 0.123 12 0.786 8 31.1 Page 8 of 16 :11924101 C:\ABCP\FRAMES\1192410l.OlDPF1 11/04/08 09:21:05 BOLTED SPLICE SUMMARY PLATE * BOLTS WIDTH/ * * CONNECTION RESISTANCE * MOMENT THICK. * ROWS GAGE DIA. * TENSION COMPRESSION MOMENT * ARM YT YC E (in.) * LINES_ (in.)* (kips) (kips) (kip-ft) * (in.) (in.) (in.) 3 8.00X TOP 2 2 0.750 68.9 72.9 105.3 17.83 0.42 0.25 0.500 BOT. 2 2 0.750 63.1 67.2 97.1 17.88 0.48 0.14 4 8.00X TOP 2 2 0.750 71.2 71.2 109.0 18.36 0.39 0.25 0.500 BOT. 2 2 0.750 63.1 67.2 97.1 17.88 0.48 0.14 31.1 Page 9 of 16 :11924101 C:\ABCP\FRAMES\11924101.-OlDPF1 11/04/08 09:21:05 * * SUP. * NODE 1 1 2 6 FRAME SUPPORTS BASE PLATE THICKNESS WIDTH (in.) (in.) 0.375 8.000 0.375 8.000 * LENGTH * NO (in.) 13.500 4 13.500 4 ANCHOR BOLTS DIAMETER AREA (in.) (in2) 0.750 1.767 0.750 1.767 CONNECTION DESIGN FORCES AT SUPPORTS BOLT RESISTANCE LOAD HORIZONTAL VERTICAL MOMENT SHEAR TENSION NODE CASE (kips) (kips) (kip-ft) (kips) (kips) 1 1 0.02 1.04 -0.00 2 -4.04 -8.35 0.00 3 4.03 8.35 -0.00 4 -4.04 -8.35 0.00 5 4.03 8.35 -0.00 6 -4.02 -7.31 0.00 17.67 35.34 7 4.05 9.39 -0.00 17.67 35.34 8 -4.02 -7.31 0.00 17.67 .35.34 9 4.05 9.39 -0.00 17.67 35.34 10 -4.02 -7.31 0.00 17.67 35.34 11 4.05 9.39 -0.00 17.67 35.34 12 -4.02 -7.31 0.00 17.67 35.34 13 4.05 9.39 -0.00 17.67 35.34 6 1 -0.02 1.04 0.00 2 -4.03 8.35 -0.00 3 4.04 -8.35 -0.00 4 -4.03 8.35 -0.00 5 4.04 -8.35 -0.00 6 -4.05 9.39 0.00 17.67 35.34 7 4.02 -7.31 0.00 17.67 35.34 8 -4.05 9.39 0.00 17.67 35.34 9 4.02 -7.31 0.00 17.67 35.34 10 -4.05 9.39 0.00 17.67 35.34 11 4.02 -7.31 0.00 17.67 35.34 12 -4.05 9.39 0.00 17.67 35.34 1.3 4.02 -7.31 0.00 17.67 35.34 A 31.1 b:11924101 C:\ABCP\FRAMES\1192410l.OlDPF1 SUPPORT REACTIONS E 1 : D PORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip-ft) 1 1 0.02 1.04. =0.00 2 6 -0.02 1.04 0.00 E 3 WRIP- PORT NODE HORIZONTAL VERTICAL MOMENT . (kips) (kips) (kip-ft) 1 1 4.03 8.35 -0.00 2 6 4.04 -8.35 -0.00 E 5 WRIN- PORT NODE HORIZONTAL VERTICAL MOMENT .(kips) (kips) (kip-ft) 1 1 4.03 8.35 -0.00 2 6 4.04 -8.35 -0.00 E 7 D + WRI P- PORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip-ft) 1 1 4.05 9.39 -0.00 2 6 4.02 -7.31 0.00 ASE 9 : D + WRIN- UPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip-ft) 1 1 4.05 9.39 -0.00 2 6 4.02 -7.31 0.00 ASE 11 : 0.60D + WRIP- UPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip-ft) 1 1 4.05 9.39 -0.00 2 6 4.02 -7.31 0.00 ASE 13 : 0.60D + WRIN- UPPORT NODE.HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip-ft) 1 1 4.05 9.39 -0.00 2 6 4.02 -7.31 0.00 Page 10 of 16 11/04/08 09:21:05 CASE 2 : WLIP- SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip-ft) 1 1 -4.04 -8.35 0.00 2 6 -4.03 8.35 -0.00 CASE 4 WLIN- SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip-ft) 1 1 -4.04 -8.35 0.00 2 6 -4.03' 8.35 -0.00 CASE 6 : D + WLIP- SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip-ft) 1 1 -4.02 -7.31 0.00 2 6 -4.05 9.39 0.00 CASE 8 D + WLIN- SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip-ft) 1 1 -4.02 -7.31 0.00 2 6 -4.05 9.39 0.00 CASE 10 : 0.60D + WLIP- SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip-ft) 1 1 -4.02 -7.31 0.00 2 6 -4.05 9.39 0.00 CASE 12 : 0.60D + WLIN- SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip-ft) 1 1 -4.02 -7.31 0.00 2 6 -4.05 9.39 0.00 Section' 3 Endwalls and Rod Bracing American Buildings Company Plant Locations: Eufaula, AL - Birmingham, AL - El Paso, I Carson City, NV - LaCrosse, VA Service Centers: Phenix City, AL - Pine Bluff, AR - Modesto, CA LaGrange, GA - Columbus, MS - Rocky Mount, NC - Jamestown, OH Calculations supporting the structural integrity of the endwall framing and tension rod bracing are presented in this section. Endwall components included in the analysis are the roof beam, corner columns, interior columns and, if necessary, tension bracing. In addition, the analysis contains the designs for the roof and sidewall tension bracing. Figure 4 of this section, illustrates these members schematically, along with the loadings imposed on them. ' The endwall roof beam is designed for the specified load combinations using the moments for a continuous beam. The interior and corner columns are designed as pinned -end compression members under the dead plus live loading. For the horizontal wind load, the interior columns are designed as simple beams. The wind forces exerted on the sidewalls are resisted where possible by the wall diaphragm or by tension bracing. The roof bracing are tension members which transfer the wind forces on the ends of the buildings to the eave where the sidewall bracing carries the sum of the forces to the foundation. Figure 5 shows the forces acting on the bracing. Page 4 of this Section defines the nomenclature used in the computer printout that follows. The printout lists the results of the stress analysis on the above building members. Included in the results are the actual..and allowable stresses controlling the design of the member. The allowable stresses are based on the yield stresses being 36 KSI for Rods, 50 KSI for hot -rolled mill sections, and 55 KSI for Cold formed and factory built-up sections. Section 3 Page 1 American Buildings .Company uQy" LOADING RLcc RL2 RL, RLI RL2 RLcc LIVE + DEAD FRAMING Plant Locations: Eufaula, AL - Birmingham, AL - El Paso, IL Carson City, NV - LaCrosse, VA Service Centers: Phenix City, AL - Pine Bluff, AR - Modesto, CA LaGrange, GA - Columbus, MS - Rocky Mount, NC - Jamestown, OH L RHE RV4 RV2 RV1 RV1. RV, RV4 WIND + DEAD WIND ON SIDEWALL WIND + DEAD WIND ON ENDWALL FIGURE 4 COLUMN AND BEAM ENDWALL BRACING SUBJECT TO CHANGE WITHOUT NOTICE.—,-- -REVISED MARCH 3, 1998 Section 3 Page 2 American Buildings Company 11 Plant Locations: Eufaula, AL - Birmingham, AL - El Paso, 1L Carson City, NV - LaCrosse, VA Service Centers: Phenix City, AL - Pine Bluff, AR - Modesto, CA LaGrange, GA - Columbus, MS - Rocky Mount, NC - Jamestown, OH BLDG q T. I I I I — ANG ANG —T _X T — —T RWF (3) RWF (2) l RWF (2) RWFI (3) CE RIGID FRAME Q RIGID FRAME Q RIGID FRAME q RIGID FRAME ENDWALL ELEVATION FIGURE 5 COLUMN AND BEAM ENDWALL ROD BRACING Section 3 Page 3 American Buildings Company Plant Locations: Eufaula, AL - Birmingham, AL - El Paso, IL Carson City, NV - LaCrosse, VA Service Centers: Phenix City, AL - Pine Bluff, AR - Modesto, CA LaGrange, GA - Columbus, MS - Rocky Mount, NC - Jamestown, OH ENDWALLS ♦ 1 ♦ ' - NOMENCLATURE AREA - Cross -sectional area of section (in2) ANG - Angle.tension bracing makes with direction of wind force. A TEN - Allowable tension force in rod or cable bracing AX F/ AX FOR - Actual axial force BN MOM - Bending moment BND RAT / BN RAT - Ratio of actual to allowable bending moment CB FOR - Actual tension force in rod or cable bracing COL HT - Column Height or beam length CWCH - Torsional Warping of "C" Section DL - Dead Load FA - Allowable axial stress FB - Allowable bending stress FBA - Actual bending stress F-K - Foot kips . H BASE - Horizontal reaction at base of column INTERACTION RATIO - Combined axial and bending K - Kips LL - Live Load LEEWARD - Side in the direction toward which the wind blows MOMT - Bending moment MNT L - Bending moment left of a point MNT R - Bending moment right of a point QCH - Effective section factor for a "C" Section ROCH - Polar radius of gyration of "C" Section about the shear center RWF - Wind force resisted by tension bracing RX - Radius of gyration of a section about the major axis RY - Radius of gyration of a section about the minor axis RYT - Radius of gyration of a "T".section composed of the compression flange and 1/3 of the compression web of a section taken about an axis in the plane of the web. SHR L - Shear force left of a point SHR R - Shear force right of a point SHR RAT / SH RATIO - Ratio of actual to allowable shear forces SL - Snow Load ST FOR - Strut force SXT - Tension section modulus about major axis SXC - Compression section modulus about major axis TCH - Thickness of a "C" Section ULX - Unbraced length along major axis LILY - Unbraced length along minor axis V BASE - Vertical reaction at base of column V TOP - Horizontal reaction at top of column VJCH - Saint Venant torsion constant of "C" section VYCH - Minor axis moment of inertia of compression area .of "C" section WINDWARD - Side upon which the wind blows WL - Wind Load WN FOR - Wind force resisted by tension bracing XOCH - Distance from shear center to centeroid of "C" Section along X axis SUBJECT TO CHANGE WITHOUT NOTICE-,,-, EFFECTIVE SEPTEMBER 9, 9997 Section 3 Page 4 Beam and Column Endwall Design Ver. 31.1 Building Services Group Job Name: 11924101 Job Part: 1 LEW ILDING TYPE IS SINGLE SLOPE DWALL TYPE IS POST AND BEAM Page 1 Fri Sep 26 13:38:00 2008 BUILDING WIDTH = 34.917 ft BUILDING LENGTH = 73.333 ft LEFT HEIGHT = 23.827 ft RIGHT HEIGHT = 20.917 ft LEFT SLOPE _ -1.000 :12 RIGHT SLOPE = 0.000 :12 BAY SPACING = 23.667 ft ROOF OVERHANG = 0.000 ft BUILDING CODE: 2006 Florida Building Code DESIGN SPECIFICATION: 1989 AISC Manual of Steel Construction ASD Ninth Edition COLDFORMED DESIGN SPECIFICATION: 2001 AISI NASPEC North American Cold -Formed Steel Specification CLASSIFICATION OF BUILDING: IV. Buildings and other structures designated as essential facilities ENCLOSURE CLASSIFICATION: Enclosed Buildings EXPOSURE (TERRAIN) CATEGORY: C. Open terrain with scattered obstructions, including surface undulations or other irregularities, having heights less than 30 ft extending more than 1500 ft from the building site in any quadrant DESIGN ROOF LIVE LOAD = 20.000 psf COLLATERAL LOAD = 0.500.psf DESIGN WIND VELOCITY = 150.000 mph WIND IMPORTANCE FACTOR = 1.150 *** DESIGN LOAD COMBINATIONS CASE LOAD FACT GROUP => 1 1.000 D+C 1.000 LEU- 2 1.000 D+C 1.000 L 3 1.000 D+C 1.000 LPAFNI- 4 1.000 D+C 1.000 LPAFN2- 5 1.000 D+C 1.000 LPDFNI- 6 1.000 D 1.000 W+ 7 1.000 D 1.000 W- 8 1.000 D 1.000 WTX+ 9 1.000 D 1.000 WTX- 10 1.000 D+C 0.750 L 0.750 W+ 11 1.000 D+C 0.750 L 0.750 W- 12 0.600 D 1.000 W+ 13 0.600 D 1.000 W- 14 0.600 D 1.000 WTX+ 15 0.600 D 1.000 WTX- Beam and Column Endwall Design Ver. 31.1 Building -Services Group Job Name: 11924101 Job Part: 1 LEW II*** LOADS HORIZ VERT GROUP TYPE M FM TO FL START psf/ psf/ ft kips kips -------- ---- - -- -- -- ----- ----- ---- D+C UNIF R 0 0 .0 0.00 .0.00 -3.00 D UNIF R 0 0 0 0.00 0.00 -2.50 LEU- UNIF R 0 0 0 0.00 0.00 -20.00 L UNIF R 0 0 0 0.00 0.00 -19.87 LPAFNI- UNIF R 0 0 0 0.00 0.00 -0:00 LPAFNI- UNIF R 0 0 0 17.46 0.00 -19.87 LPAFN2- UNIF R 0 0 0 0.00 0.00 -19.87 LPAFN2- UNIF R 0 0 0 17.46 0.00 -0.00 LPDFNI- UNIF R 0 0 0 0.00 0.00 -19.87 W+ UNIF R 0 0 0 0.00 0.00 88.51 W- UNIF R 0 0 0 0.00 0.00 88.51 W+ UNIF C 1 1 0 0.00 46.34 0.00 W- UNIF C 1 1 0 0.00 -54.74 0.00 W+ UNIF C 2 2 0 0.00 43.57 0.00 W- UNIF C 2 2 0 0.00 -48.32 0.00 W+ UNIF C 3 3 0 0.00 46.34 0.00 W- UNIF C 3 3 0 0.00 -54.74 0.00 WTX+ UNIF N 0 0 0 0.00 54.79 0.00 WTX- UNIF T 0 0 0 0.00 -54.79 0.00 FY COLD FORMED = 55.0 ksi FY HOT ROLLED = 50.0 ksi FY BUILT UP = 55.0 ksi *** ENDWALL RAFTERS Page 2 Fri Sep 26 13:38:00 2008 MOMT END HORIZ VERT kip-ft ft psf psf ---- ----- ----- ---- 0.00 34.92 0.00 -3.00 0.00 34.92 0.00 -2.50 .0.00 34.92 0.00 -20.00 0.00 34.92 0.00 -19.87 0.00 17.46 0.00 -0.00 0.00 34.92 0.00 -19.87 0.00 17.46 0.00 -19.87 0.00 34.92 0.00 -0.00 0.00 34.92 0.00 -19.87 0.00 34.92 0.00 88.51 0.00 34.92 0.00 88.51 0.00 0.00 46.34 0.00 0.00 0.00 -54.74 0.00 0.00 0.00 43.57 0.00 0.00 0.00 -48.32 0.00 0.00 0.00 46.34 0.00 0.00 0.00 -54.74 0.00 0.00 0.00 54.79 0.00 0.00 0.00 -54.79 0.00 MEM DESCRIPTION LOCATION SPLICE PLATES SP BLT ROW BEND RT SHR RT ft in in in in --------------------------------------------------------- ------ 1 W12X19 0.000 4 0.250 13.25 2 0.50 0.737 0.197 *** ENDWALL COLUMNS MEM DESCRIPTION LOCATION BASE PLATES A BLT ROW BEND RT SHR RT CT --- ft in =----------------- in in in 1 ----------- W8X10 -------- 0.000 5 0.375 8.50 ---------- 2 0.75 ------- 0.043 ------ -- 0.000 2 W8X18 17.458 6 0.500 8.50 2 0.75 0.962 0.237 C 3 W8X10 34.917 5 0.375 8.50 2 0.75 0.038 0.000 *** FRAME BRACE SUMMARY LOCATION IN FT FROM REF PT COLUMN REF PT IS FROM THE COLUMN BASE. RAFTERS ARE AS NOTED Beam and Column Endwall Design Ver. 31.1 Page 3 Building Services Group Fri Sep 26 13:38:00 2008 Job Name: 11924101 Job Part: 1 LEW RAFTER - REF PT FSW UPSLOPE 5.954 12.454 15.704 18.954 22.204 27.371 Beam and Column Endwall Design Ver. 31.1 Page 4 Building Services .Group Fri Sep 26 13:38:00 2008 Job Name: 11924101 Job Part: 1 LEW *** MINIMUM PURLIN STRUT SIZE BASED ON ENDWALL COLUMN LOADS COL LINE FPLAN SECTION DN CASE HORIZ ALLOWABLE kips kips *** MAXIMUM ENDWALL REACTIONS AND DESIGN LOAD COMBINATIONS CASE M VERT M HORZ LOAD FACTOR / LOAD GROUP => ---- kips ------- kips -------- ----------- ---------- 1 6.3 0.0 1.000 D+C 1.000 LEU- 2 6.3 0.0 1.000 D+C 1.000 L 3 3.7 0.0 1.000 D+C 1.000 LPAFNI- 4 3.7 0.0 1.000 D+C 1.000 LPAFN2- 5 6.3 0.0 1.000 D+C 1.000 LPDFNI- 6 -22.0 -8.0 1.000 D 1.000 W+ 7 -22.0 8.9 1.000 D 1.000 W- 8 1.0 0.0 1.000 D 1.000 WTX+ 9 1.0 0.0 1.000 D 1.000 WTX- 10 -12.3 -6.0 1.000 D+C 0.750 L 0.750 W+ 11 -12.3 6.7 1.000 D+C 0.750 L 0.750 W- 12 -22.3 -8.0 0.600 D 1.000 W+ 13 -22.3 8.9 0.600 D 1.000 W- 14 0.8 0.0 0.600 D 1.000 WTX+ 15 0.8 0.0 0.600 D 1.000 WTX- 16 1.2 0.0 1.000 D+C 17 5.5 0.0 1.000 LEU- 18 5.5 0.0 1.000 L 19 2.9 0.0 1.000 LPAFNI- 20 2.9 0.0 1.000 LPAFN2- 21 5.5 0.0 1.000 LPDFNI- 22 -22.7 -8.0 1.000 W+ 23 -22.7 8.9 1.000 W- 24 0.0 0.0 1.000 WTX+ 25 0.0 0.0 1.000 WTX- 26 1.01 0.0 1.000 D Beam and Column Endwall Design. Ver. 31.1 Page 5 Building Services Group Fri Sep 26 13:38:00 2008 Job Name: 11924101 Job Part: 1 LEW *** WIND BRACING DESIGN *** WALL BRACING LOCATIONS BY BAY NUMBER/TYPE *** LEW => 1 1 BC8- BC8- CASE NO: 8 LOAD FACT / GROUP => 1.000 D 1.000 WTX+ LOADS *** HORIZ VERT GROUP TYPE START psf/ psf/ MOMT END HORIZ VERT ft kips kips kip-ft ft psf psf WTX+ UNIF 0.000 54.79 0.00 0.00 0.00 • 54.79 0.00 *** LEFT ENDWALL BRACING DESIGN BRACED BAY 17.458 ft ENDWALL BRACING LOAD = 54.8 psf NO T TIER HT BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN ft ft ft kips kips kips kips -- -------- 1 1 13.500 ------ 17.458 --- 1 ---- ------ BC 8 22.069 ------ 7.725 ------ 9.765 ------ NA ----- 13.450 PIPE STRUT = 4.500 in DIA X 0.188 in, FORCE = 7.725 1 2 8.872 17.458 1 BC 8 19.583 7.725 8.665 NA 13.450 CASE NO: 9 LOAD FACT / GROUP => 1.000 D 1.000 WTX- LOADS *** HORIZ VERT GROUP TYPE START psf/ psf/ MOMT END HORIZ VERT ft kips kips kip-ft ft psf psf WTX- UNIF 0.000 -54.79 0.00 0.00 0.00 -54.79 0.00 *** LEFT ENDWALL BRACING DESIGN BRACED.BAY 17.458 ft ENDWALL BRACING LOAD = 54.8 psf NO T TIER HT BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN .ft -- -------- ft ------ --- ft ---- ------ kips ------ kips ------ kips ------ kips ----- 1 1 13.500 17.458 1 BC 8 22.069 7.725 9.765 NA 13.450 PIPE STRUT = 4.500 in DIA X 0.188 in, FORCE = 7.725 1 2 8.872 17.458 1 BC 8 19.583 7.725 8.665 NA 13.450 Beam and Column Endwall Design Ver. 31.1 Page 6 Building Services Group Fri Sep 26 13:38:00 2008 Job Name: 11924101 Job Part: 1 LEW -------------------------------------------------------------------------- CASE NO:14 LOAD FACT / GROUP => 0.600 D 1.000 WTX+ LOADS *** HORIZ VERT GROUP TYPE START psf/ psf/ MOMT END HORIZ VERT ft kips kips kip-ft ft psf psf WTX+ UNIF 0.000 54.79 0.00 .0.00 0.00 54.79 0.00 *** LEFT ENDWALL BRACING DESIGN BRACED BAY 17.458 ft ENDWALL BRACING LOAD = 54.8 psf NO T TIER HT BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN ft ft ft kips kips kips kips -- -------- 1 1 13.500 ------ 17.458 --- 1 ---- ------ BC 8 22.069 ------ 7.,725 ------ 9.765 ------ NA ----- 13.450 PIPE STRUT = 4.500 in DIA X 0.188 in, FORCE = 7.725 1 2 8.872 17.458 1 BC 8 19.583 7.725 8.665 NA 13.450 -------------------------------------------------------------------------- CASE NO:15 LOAD FACT / GROUP => 0.600 D 1.000 WTX- LOADS *** HORIZ VERT GROUP TYPE START psf/ psf/ MOMT END HORIZ VERT ft kips kips kip-ft ft psf psf WTX- UNIF 0.000 -54.79 0.00 0.00 0.00 -54.79 0.00 *** LEFT ENDWALL BRACING DESIGN BRACED BAY 17.458 ft ENDWALL BRACING LOAD = 54.8 psf NO T TIER HT BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN ft ft ft kips kips kips kips -- -------- ------ --- ---- ------ ------ ------ ------ ----- 1 1 13.500 17.458 1 BC 8 22.069 7.725 9.765 NA 13.450 PIPE STRUT = 4.500 in DIA X 0.188 in, FORCE = 7.725 1 2 8.872 17.458 1 BC 8 19.583 7.725 8.665 NA 13.450 Beam and Column Endwall Design Ver. 31.1 Page 7 Building Services Group Fri Sep 26 13:38:00 2008 Job Name: 11924101 Job Part: 1 LEW *** MAXIMUM BRACING REACTIONS AND DESIGN LOAD COMBINATIONS CASE M LEW VERT M LEW HORZ LOAD FACTOR / LOAD GROUP => ---- 24 ---------- 10.5kips ---------- 7.7kips ----------- 1.000 ---------- WTX+ 25 10.5kips 7.7kips 1.000 WTX- II*** ESTIMATED BRACING WEIGHT SUMMARY *** ESTIMATED WALL PIPE STRUT WEIGHT SUMMARY BN TN WALL BAY SPA STRUT WEIGHT ft lbs 1 2 LEW 17.458 P 4.500X0.188 151.2 TOTAL 151.2 *** ESTIMATED WALL BRACING WEIGHT SUMMARY BN WALL DESC WEIGHT lbs 1 LEW BC8- 50.4 1 LEW BC8- 47.9 TOTAL 98.3 Beam and Column Endwall Design Ver. 31.1 Page 1 Building.Services Group Tue Sep 30 16:19:36 2008 Job Name: 11924101 Job Part: 1 REW BUILDING TYPE IS SINGLE SLOPE ENDWALL TYPE IS POST AND BEAM BUILDING WIDTH = 34.917 ft BUILDING LENGTH = 73.333 ft LEFT HEIGHT = 20.917 ft RIGHT HEIGHT = 23.827 ft LEFT SLOPE = 1.000 :12 RIGHT SLOPE - 0.000 :12 BAY SPACING = 27.167 ft ROOF OVERHANG = 0.000 ft BUILDING CODE: 2006 Florida Building Code DESIGN SPECIFICATION: 1989 AISC Manual of Steel Construction ASD Ninth Edition COLDFORMED DESIGN SPECIFICATION: 2001 AISI NASPEC North American Cold -Formed Steel Specification CLASSIFICATION OF BUILDING: IV. Buildings and other structures designated as essential facilities ENCLOSURE CLASSIFICATION: Enclosed Buildings EXPOSURE (TERRAIN) CATEGORY: C. Open terrain with scattered obstructions, including surface undulations or other irregularities, having heights less than 30 ft extending more than 1500 ft from the building site in any quadrant DESIGN ROOF LIVE LOAD = 20.000 psf COLLATERAL LOAD = 0.500 psf DESIGN WIND VELOCITY = 150.000 mph WIND IMPORTANCE FACTOR = 1.150 *** DESIGN LOAD COMBINATIONS CASE LOAD FACT GROUP => 1 1.000 D+C 1.000 LEU- 2 1.000 D+C 1.000 L 3 1.000 D+C 1.000 LPAFNI- 4 1.000 D+C 1.000 LPAFN2- 5 1.000 D+C 1.000 LPDFNI- 6 1.000 D 1.000 W+ 7 1.000 D 1.000 W- 8 1.000 D 1.000 WTX+ 9 1.000 D 1.000 WTX- 10 1.000 D+C 0.750 L 0.750 W+ 11 1.000 D+C 0.750 L 0.750 W- 12 0.600 D 1.000 W+ 13 0.600 D 1.000 W- 14 0.600 D 1.000 WTX+ 15 0.600 D 1.000 WTX- Beam and Column Endwall Design Ver. 31.1 Page 2 Building Services Group Tue Sep 30 16:19:36 2008 Job Name: 11924101 Job Part: 1 REW *** LOADS HORIZ VERT GROUP TYPE M FM TO FL START psf/ psf/ ft kips kips -------- ---- - -- -- -- ----- ----- ---- D+C UNIF R 0 0 0 0.00 0.00 -3.00 D UNIF R 0 0 0 0.00 0.00 -2.50 LEU- UNIF R 0 0 0 0.00 0.00 -20.00 L UNIF R 0 0 0 0.00 0.00 -19.26 LPAFNI- UNIF R 0 0 0 0.00 0.00 -0.00 LPAFNI- UNIF R 0 0 0 17.46 0.00 -19.26 LPAFN2- UNIF R 0 0 0 0.00 0.00 -19.26 LPAFN2- UNIF R 0 0 0 17.46 0.00 -0.00 LPDFNI- UNIF R 0 0 0 0.00 0.00 -19.26 W+ UNIF R 0 0 0 0.00 0.00 88.51 W- UNIF R 0 0 0 0.00 0.00 88.51 W+ UNIF C 1 1 0 0.00 46.34 0.00 W- UNIF C 1 1 0 0.00 -54.74 0.00 W+ UNIF C 2 2 0 0.00 43.57 0.00 W- UNIF C 2 2 0 0.00 -48.32 0.00 W+ .UNIF C 3 3 0 0.00 46.34 0.00 W- UNIF C 3 3 0 0.00 -54.74 0.00 WTX+ UNIF T 0 0 0 0.00 54.79 0.00 WTX- UNIF T 0 0 0 0.00 -54.79 0.00 FY COLD FORMED = 55.0 ksi FY HOT ROLLED = 50.0 ksi FY BUILT UP = 55.0 ksi *** ENDWALL RAFTERS MOMT END HORIZ VERT kip-ft ft psf psf ---- ----- ----- ---- 0.00 34.92 0.00 -3.00 0.00 34.92 0.00 -2.50 0.00 34.92 0.00 -20.00 0.00 34.92 0.00 -19.26 0.00 17.46 0.00 -0.00 0.00 34.92 0.00 -19.26 0.00 17.46 0.00 -19.26 0.00 34.92 0.00 -0.00 0.00 34.92 0.00 -19.26 0.00 34.92 0.00 88.51 0.00 34.92 0.00 88.51 0.00 0.00 46.34 0.00 0.00 0.00 -54.74 0.00 0.00 0.00 43.57 0.00 0.00 0.00 -48.32 0.00 0.00 0.00 46.34 0.00 0.00 -0.00 -54.74 0.00 0.00 0.00 54.79 0.00 0.00 0.00 -54.79 0.00 MEM DESCRIPTION LOCATION SPLICE PLATES SP BLT ROW BEND RT SHR RT ft in in in in --------------------------------------------------------- ------ 1 W12X19 0.000 4 -0.250 13.25 2 0.50 0.842 0.225 *** ENDWALL COLUMNS MEM DESCRIPTION LOCATION BASE PLATES A BLT ROW BEND RT SHR RT CT ft in in in in --- 1 ----------- W8X10 -------- 0.000 ------------------ 5 0.375 ---------- 8.50 2 0.75 ------- 0.042 ------ -- 0.000 2 W8X18 17.458 6 0:500 8.50' 2 0.75 0.927 0.237 C 3 W8X10 34.917. 5 0.375 8.50 2 0.75 0.047 0.000 *** FRAME BRACE SUMMARY LOCATION IN FT FROM REF PT COLUMN REF PT IS FROM THE COLUMN BASE. RAFTERS ARE AS NOTED Beam and -Column Endwall Design Ver. 31.1 Page 3 Building Services Group Tue Sep 30 16:19:36 2008 Job Name: 11924101 Job Part: 1 REW 11 RAFTER - REF PT FSW UPSLOPE 5.954 12.454 15.704 18.954 22.204 27.371 Beam and Column Endwall Design Ver., 31.1' Page 4 Building Services Group Tue Sep 30 16:19:36 2008 Job Name: 11924101 Job Part: 1 REW *** MINIMUM PURLIN STRUT SIZE BASED ON ENDWALL COLUMN LOADS COL LINE FPLAN SECTION DN CASE HORIZ ALLOWABLE kips kips *** MAXIMUM ENDWALL REACTIONS AND DESIGN LOAD COMBINATIONS CASE M VERT M HORZ LOAD FACTOR / LOAD GROUP => ---- kips ------- kips ------- ----------- ---------- 1 7.2 0.0 1.000 D+C 1.000 LEU- 2 6.9 0.0 1.000 D+C 1.000 L 3 4.1 0.0 1.000 D+C 1.000 LPAFNI- 4 4.1 0.0 1.000 D+C 1.000 LPAFN2- 5 6.9 0.0 1.000 D+C 1.00O LPDFNI- 6 -25.2 -8.0 1.000 D 1.000 W+ 7 -25.2 8.9 1.000 D 1.000 W= 8 1.1 0.0 1.000 D 1.000 WTX+ 9 1.1 0.0 1.000 D 1.000 WTX- 10 -14.2 -6.0 1.000 D+C 0.750 L 0.750 W+ 11 -14.2 6.7 1.000 D+C 0.750 L 0.750 W- 12 -25.5 -8.0 0.600 D 1.000 W+ 13 -25.5 8.9 0.600 D 1.000 W- 14 0.8 0.0 0.600 D 1.000 WTX+ 15 0.8 0.0 0.600 D 1.000 WTX- 16 1.3 0.0 1.000 D+C 17 6.3 0.0 1.000 LEU- 18 6.1 0.0 1.000 L 19 3.2 0.0 1.000 LPAFNI- 20 3.2 0.0 1.000 LPAFN2- 21 6.1 0.0 1.000 LPDFNI- 22 -25.9 -8.0 1.000 W+ 23 -25.9 8.9 1.000 W- 24 0.0 0.0 1.000 WTX+ 25 0.0 0.0 1.000 WTX- 26 1.1 0.0 1.000 D Beam and Column Endwall Design Ver. 31.1 Page 5 Building Services Group Tue Sep 30 16:19:36 2008 Job Name: 11924101 Job Part: 1 REW *** WIND BRACING DESIGN *** WALL BRACING LOCATIONS BY BAY NUMBER/TYPE' *** PEW => 1 1 BC8- BC8- -------------------------------------------------------------------------- CASE NO: 8 LOAD FACT / GROUP => 1.000 D 1.000 WTX+ LOADS *** HORIZ VERT GROUP TYPE START psf/ psf/ MOMT END HORIZ VERT ft kips kips kip-ft ft psf psf WTX+ UNIF 0.000 54.79 0.00 0.00 0.00 54.79 0.00 *** RIGHT ENDWALL BRACING DESIGN BRACED BAY 17.458 ft ENDWALL BRACING LOAD = 54.8 psf NO T TIER HT BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN ft ft ft kips kips kips kips -- -------- 1 1 13.500 ------ 17.458 --- 1 ----• ------ BC 8 22.069 ------ 8.867 ------ 11.209 ------ NA ----- 13.450 PIPE STRUT = 4.500 in DIA X 0.188 in, FORCE = 8.867 1 2 10.327 -------------------------------------------------------------------------- 17.458 1 BC 8 20.284 8.867 10.302 NA 13.450 CASE NO: 9 LOAD FACT / GROUP => 1.000 D 1.000 WTX- LOADS *** HORIZ VERT GROUP TYPE START psf/ psf/ MOMT END HORIZ VERT ft kips kips kip-ft ft psf psf WTX- UNIF 0.000 -54.79 0.00 0.00 0.00-54-.79 0.00 *** RIGHT ENDWALL BRACING DESIGN BRACED BAY 1.7.458 ft ENDWALL BRACING LOAD = 54.8 psf NO T TIER HT BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN ft ft ft kips kips kips kips -- -------- "1 1 13.500 ------ 17.458 --- 1 ---- ------ BC 8 22.069 ------ 8.867 ------ 11.209 - ------ NA ----- 13.450 PIPE STRUT = 4.500 in DIA X 0.188 in, FORCE = 8.867 1 2 10.327 17.458 1 BC 8 20.284 8.867 10.302 NA 13.450 Beam and Column Endwall Design Ver. 31.1 Page 6 Building Services Group Tue Sep 30 16:19:36 2008 Job Name: 11924101 Job Part: 1 REW ----------------------------------------------=--------------------------- CASE NO:14 LOAD FACT / GROUP => 0.600 D 1.000 WTX+ LOADS *** HORIZ VERT GROUP TYPE START psf/ psf/ MOMT END HORIZ VERT ft kips kips kip-ft ft psf psf WTX+ UNIF 0.000 54.79 0.00 0.00 0.00 54.79 0.00 *** RIGHT ENDWALL BRACING DESIGN BRACED BAY 17.458 ft ENDWALL BRACING LOAD = 54.8 psf NO T TIER HT BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN . ft ft ft kips kips kips kips -- -------- ------ --- ---- ------ ------ ------ ------ ----- 1 1 13.500 17.458 1 BC 8 22.069 8.867 11.209 NA 13.450 PIPE STRUT = 4.500 in DIA X 0.188 in, FORCE = 8.867 1 2 10.327 17.458 1 BC 8 20.284 8.867 10.302 NA 13.450 -------------------------------------------------------------------------- CASE NO:15 LOAD FACT / GROUP => 0.600 D 1.000 WTX- LOADS *** HORIZ VERT GROUP TYPE START psf/ psf/ MOMT END HORIZ VERT ft kips kips kip-ft ft psf psf WTX- UNIF 0.000 -54.79 0.00 0.00 0.00 -54.79 0.00 *** RIGHT ENDWALL BRACING DESIGN BRACED BAY 17.458 ft ENDWALL BRACING LOAD = 54.8 psf NO T TIER HT BAY QTY SIZE LENGTH HZ'FOR TN FOR ft ft ft kips kips -- -------- ------ --- ---- ------ ------ ------ 1 1 13.500 17.458 1 BC 8 22.069 8.867 11.209 PIPE STRUT = 4.500 in DIA X 0.188 in, FORCE _ 1 2 10.327 17.458 1 BC 8 20.284 8.867 10.302 ST FOR A TEN kips kips NA 13.450 8.867 NA 13.450 Beam and Column Endwall Design Ver. 31.1 Page 7 Building Services Group Tue Sep 30 16:19:36 2008 Job Name: 11924101 Job Part: 1 REW I*** MAXIMUM BRACING REACTIONS AND DESIGN LOAD COMBINATIONS CASE M REW VERT M REW HORZ LOAD FACTOR / LOAD GROUP => 24 12.1kips 8.9kips 1.000 WTX+ 25 12.1kips 8.9kips 1.000 WTX- *** ESTIMATED BRACING WEIGHT SUMMARY *** ESTIMATED WALL PIPE STRUT WEIGHT SUMMARY BN TN WALL BAY SPA STRUT WEIGHT ft lbs -- -- ------------------------- ---- ------ 1 2 REW 17.458 P 4.500X0.188 151.2 TOTAL 151.2 *** ESTIMATED WALL BRACING WEIGHT SUMMARY BN WALL DESC WEIGHT lbs -- ---- ---- 1 REW BC8- ------ 50.4 1 REW BC8- 48.6 -TOTAL 99.0 Longitudinal Bracing Design Ver. 31.1 Page 1 Building Services Group Fri Sep 26 14:37:48 2008 Job Name: 11924101 Job Part: 1 BXW BUILDING TYPE IS SINGLE SLOPE BUILDING WIDTH = 34.917 ft BUILDING LENGTH = 73.333 ft LEFT HEIGHT = 23.827 ft RIGHT HEIGHT = 20.917 ft LEFT SLOPE _ -1.000 :12 RIGHT SLOPE = 0.000 :12 BAY SPACING = 23.667 ft ROOF OVERHANG = 0.000 ft BUILDING CODE: 2006 Florida Building Code DESIGN SPECIFICATION: 1989 AISC Manual of Steel Construction ASD Ninth Edition COLDFORMED DESIGN SPECIFICATION: 2001 AISI NASPEC North American Cold -Formed Steel Specification CLASSIFICATION OF BUILDING: IV. Buildings and other structures designated as essential facilities ENCLOSURE CLASSIFICATION: Enclosed Buildings EXPOSURE (TERRAIN) CATEGORY: C. Open terrain with scattered obstructions, including surface undulations or other irregularities, having heights less than 30 ft extending more than 1500 ft from the building site in any quadrant DESIGN ROOF LIVE LOAD = 20.000 psf COLLATERAL LOAD = 0.500 psf DESIGN WIND VELOCITY = 150.000 mph WIND IMPORTANCE FACTOR = 1.150 *** DESIGN LOAD COMBINATIONS CASE LOAD FACT GROUP => 1 1.000 WLIP- 2 1.000 WRIP- 3 1.000 WLIN- 4 1.000 WRIN- *** LOADS HORIZ VERT GROUP TYPE M FM TO FL START psf/ psf/ MOMT END HORIZ VERT -------- ---- - -- -- -- ft ----- kips ----- kips ---- kip-ft ---- ft ----- psf ----- psf ---- WLIP- UNIF B 1 3 1 0.00 16.02 0.00 0.00 0.00 16.02 0.00 WLIP- UNIF. B 1 3 4 0.00 27.71 .0.00 0.00 0.00 27.71 0.00 WRIP- UNIF B 1 3 1 0.00 -27.71 0.00 0.00 0.00 -27.71 0.00 WRIP- UNIF B 1 3 4 0.00 -16.02 0.00 0.00 0-.00 -16.02 0.00 WLIN- UNIF B 1 3 1 0.00 34.98 0.00 0.00 0.00 34.98 0.00 WLIN- UNIF B 1 3 4 0.00 8.75 0.00 0.00 0.00 8.75 0.00 WRIN- UNIF B 1 3 1 0.00 -8.75 0.00 0.00 0.00 -8.75 0.00 WRIN- UNIF B 1 3 4 0.00 -34.98 0.00 0.00 0..00 -34.98 0.00 Longitudinal Bracing Design Ver. 31.1 Page 2 Building Services Group Fri Sep 26 14:37:48 2008 Job Name: 11924101 Job Part: 1 BXW FY COLD FORMED = 55.0 ksi FY HOT ROLLED = 50.0 ksi FY BUILT UP = 55.0 ksi *** WIND BRACING DESIGN *** WALL BRACING LOCATIONS BY BAY NUMBER/TYPE *** FSW => 1 BC8- *** RSW => 2 PF1 *** ROOF BRACING LOCATIONS BY BAY NUMBER *** ROOF => 2 -------------------------------------------------------------------------- CASE NO: 1 LOAD FACT / GROUP => 1.000 WLIP- ROOF FORCE_ DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER STRUT BAY: 1 2 3 #1 4.548 APPLIED-) AXIAL: 1.666 5.936 -2.882 4.270 CARRIEDT X: 4.270 #2 8.540 APPLIED4 AXIAL: 3.128 3.128 -5.412 4.270 CARRIEDy X: 4.270 #3 3.992 APPLIED4 AXIAL: 1.462 -2.530 -2.530 WALL FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER STRUT BAY: 1 2 3 #1 4.548 APPLIED-> AXIAL: 1.666 5.936 -2.882 8.818 CARRIEDy X: 8.818 WALL FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER STRUT BAY: 1 2 3 #3 3.992 APPLIED4 AXIAL:. 1.462 -2.530 -2.530 8.262 CARRIEDy X: 8.262 *** BRACING STRUT DESIGN ST PG LOCATION BN BAY SPA STRUT FORCE STRUT PIPE ft ft kips RATIO CONN -- ----------- -------------------------------=---- ----- ---- Longitudinal Bracing Design Ver. 31.1 Page 3 Building Services Group Fri Sep 26 14:37:49 2008 Job Name: 11924101 Job Part: 1 BXW 1 0 0.000 1 22.542 95S3 EAVE STRUT 1.666 0.649 3 26.042 95S3 EAVE STRUT -2.882 0.649 2 7 17.458 1 22.542 9.5Z12 .DOUBLE ZEE 3.128 0.935 2 22.500 9.5Z12 DOUBLE ZEE 3.128 0.948 3 26.042 P 6.625X0.188 -5.412 0.180 SX 3 26.042 9.5Z12 SINGLE ZEE 0.000 1.018 3 14 34.917 1 22.542 95S3 EAVE STRUT 1.462 0.666 2 22.500-95S3 SAVE STRUT -2.530 0.666 3 26.042 95S3 EAVE STRUT -2.530 0.570 *** RSW BRACING -- USE 1 BAYS OF PORTAL FRAMES *** ROOF BRACING DESIGN BRACED BAY 22.500 ft FORCES SHOWN ARE 1ST ORDER. NO BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN ft -- ------ --- ---- ft ------ kips ------ kips ------ kips ------ kips 1 17.458 1 BC 5 28.516 4.270 5.412 NA ----- 5.600 2 17.458 1 BC 5 28.516 .4.270 5.412 NA 5.600 *** FSW WALL BRACING LOCATION 34.917 ft DESIGN BRACED BAY 23.667 ft FORCES SHOWN ARE 1ST ORDER. NO T TIER HT BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN ft ft -- -------- ------ --- ---- ft ------ kips ------ kips ------ kips ------ kips 3 1 19.625 23.667 1 BC 8 30.745 8.262 10.733 NA ----- 13.450 CASE NO: 2 LOAD FACT / GROUP => 1.000 WRIP= ROOF FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER STRUT BAY: 1 2 3 #1 4.548 APPLIEDE AXIAL: -2.882 5.936 1.666 4.270 CARRIEDT X: 4.270 #2 8.540 APPLIEDE AXIAL: -5.412 3.128 3.128 4.270 CARRIED4, X: 4.270 #3 3.992 APPLIEDE AXIAL: 5.732 5.732 1.462 WALL FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER STRUT BAY: 1 2 3 #1 4.548 APPLIEDE AXIAL: -2.882 5.936 1.666 8.818 CARRIEDy X: 8.818 WALL FORCE DISTRIBUTION: FORCES SHOWN. ARE 1ST ORDER STRUT BAY: 1. 2 3 #3 3.992 APPLIEDE AXIAL: 5.732 5.732 1.462 8.262 CARRIED X: 8.262 Longitudinal Bracing Design Ver. 31.1 Page 4 Building Services Group Fri Sep 26 14:37:49 2008 Job Name: 11924101 Job Part: 1 BXW *** BRACING STRUT DESIGN ST PG LOCATION BN BAY SPA STRUT FORCE STRUT PIPE ft ft kips RATIO CONN -- ----------- 1 0 0.000 -- 1 ------- 22.542 ------------------- 95S3 EAVE STRUT -------- -2.882 ----- ---- 0.649 3 26.042 95S3 EAVE STRUT 1.666 0.649 2 7 17.458 1 22.542 9.5Z12 DOUBLE ZEE -5.412 0.935 .2 22.500 9.5Z12 DOUBLE ZEE 3.128 0.948 3 26.042 P 6.625X0.188 3.128 0.104 SX 3 26.042 9.5Z12 SINGLE ZEE 0.000 1.018 3 14 34.917 1 22.542 95S3 SAVE STRUT 5.732 0.666 2 22.500 95S3 EAVE STRUT 5.732 0.666 3 26.042 95S3 EAVE STRUT 1.462 0.570 *** RSW BRACING -- USE 1 BAYS OF PORTAL FRAMES *** ROOF BRACING DESIGN BRACED BAY 22.500 ft FORCES SHOWN ARE 1ST ORDER. NO BAY QTY SIZE LENGTH HZ FOR TN FOR ft ft kips kips -- ------ --- ---- ------ ------ ------ 1 17.458 1 BC 5 28.516 4.270 5.412 2 17.458 1 BC 5 28.516 4.270 5.412 ST FOR A TEN kips kips NA 5.600 NA 5.600 *** FSW WALL BRACING LOCATION 34.917 ft DESIGN BRACED BAY FORCES SHOWN ARE 1ST ORDER. NO T TIER HT BAY QTY SIZE LENGTH HZ FOR TN FOR ft ft ft kips kips =- -------- ------ --- ---- ------ ------ ------ 3 1 19.625 23.667 11 BC 8 30.745 8.262 10.733 CASE NO: 3 LOAD FACT / GROUP => 1.000 WLIN- ROOF FORCE DISTRIBUTION: FORCES SHOWN ARE.IST ORDER STRUT BAY: 1 2 3 #1 4.548 APPLIED4 AXIAL: 3.638 7.908 -0.910 4.270 CARRIEDT X: 4.270 #2 8.540 APPLIED4 AXIAL: 6.832 .. 6.832 -1.708: 4.270 CARRIEDy X: 4.270 #3 3.992 APPLIED AXIAL: 3.194 -0.798 -0.798 WALL FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST 'ORDER STRUT BAY:. 1 2 3 #1 4.548 APPLIED-> AXIAL: 3.638 "7.908 -0.910 8.818 CARRIEDJ, X: 8.818 23.667 ft ST FOR A TEN kips kips NA 13.450 Longitudinal Bracing Design Ver. 31.1 Page 5 Building Services Group Fri Sep 26 14:37:49 2008 Job Name: 11924101 Job Part: 1 BXW 11 WALL FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER STRUT BAY: 1 2 3 #3 3.992 APPLIED4 AXIAL: 3.194 -0.798 -0.798 8.262 CARRIED+ X: 8.262 *** BRACING STRUT DESIGN ST PG LOCATION BN BAY SPA STRUT FORCE STRUT PIPE -ft -- ----------- ft kips RATIO CONN 1 0 0.000 -- 1 ------- 22.542 ------------------- 95S3 EAVE STRUT -------- 3.638 ----- ---- 0.649 3 26.042 95S3 EAVE STRUT -0.910 0.649 2 7 17.458 1 22.542 9.5Z12 DOUBLE ZEE 6.832- 0.935 2 22.500 9.5Z12 DOUBLE ZEE 6.832 0.948 3 26.042 P 6.625X0.188 -1.708 0.057 SX 3 26.042 9.5Z12 SINGLE ZEE 0.000 1.018 3 14 34.917 1 22.542.95S3 EAVE STRUT 3.194 0.666 2 22.500 95S3 EAVE STRUT -0.798 0.666 3 26.042 95S3 EAVE STRUT -0.798 0.570 *** RSW BRACING -- USE 1 BAYS OF PORTAL FRAMES *** ROOF BRACING DESIGN BRACED BAY 22.500 ft FORCES SHOWN ARE 1ST ORDER. NO BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN , -- ft ------ --- ---- ft ------ kips ------ kips ------ kips kips 1 17.458 1 BC 5 28.516 4.270 5.412 ------ NA ----- 5.600 2 17.458 1 BC 5 28.516 4.270 5.412 NA 5.600 *** FSW WALL BRACING LOCATION 34.917 ft DESIGN BRACED BAY 23.667 ft FORCES SHOWN ARE 1ST ORDER. NO T TIER HT BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN -- ft ft -------- ------ --- ---- ft ------ kips ------ kips ------ kips ------ kips ----- 3 1 19.625 23.667 1 BC 8 30.745' 8.262 10.733 NA' 13.450 CASE NO: 4 LOAD FACT / GROUP => 1.000 WRIN- ROOF FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER STRUT BAY: 1 2 3 #1 4.548 APPLIEDE AXIAL: -0.910 7.908. 3.638.' 4.270 CARRIEDT X: 4.270 #2 8.540 APPLIEDE AXIAL: -1.708 6.832 6.832 4.270 CARRIED+ X: .4.270 #3 3.992 APPLIEDE AXIAL: 7.464 7.464 3.194 Longitudinal Bracing Design Ver. 31.1 Page 6 Building Services Group Fri Sep 26 14:37:49 2008 Job Name: 11924101 Job Part: 1 'BXW 11 WALL FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER STRUT BAY: 1 2 3 #1 4.548 APPLIED(- AXIAL: -0.910 7.908 3.638 8.818 CARRIEDy X: 8.818 WALL FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER STRUT BAY: 1 2 3 #3 3.992 APPLIED(- AXIAL: 7.464 7.464 3.194 8.262 CARRIEDJ, X: 8.262 *** BRACING STRUT DESIGN ST PG LOCATION BN BAY SPA STRUT FORCE STRUT PIPE ft -- ----------- ft kips RATIO CONN 1 0 0.000 -- 1 ------- 22.542 ------------------- 95S3 EAVE STRUT -------- -0.910 ----- ---- 0.649 3 26.042 95S3 EAVE STRUT 3.638 0.649 2 7 17.458 1 22.542 9.5Z12 DOUBLE ZEE -1.708 0.935 2 22.500 9.5Z12 DOUBLE ZEE 6.832 0.948 3 26.042 P 6.625X0.188 6.832 0.227 SX 3 26.042 9.5Z12 SINGLE ZEE 0.000 1.018 3 14 34.917 1 22.542 95S3 EAVE STRUT 7.464 0.666 2 22.500 95S3 EAVE STRUT 7.464 0.666 3 26.042 95S3 EAVE STRUT 3.194 0.570 *** RSW BRACING -- USE 1 BAYS OF PORTAL FRAMES *** ROOF BRACING DESIGN BRACED BAY 22.500 ft FORCES SHOWN ARE 1ST ORDER. NO BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN ft -- ------ --- ---- ft ------ kips ------ kips ------ kips ------ kips, 1 17.458 1 BC 5 28.516 4.270 5.412 NA ----- 5.600 2 .17.458 1 BC 5 28.516 4.270 .5.412 NA 5.600 *** FSW WALL BRACING LOCATION 34..917 ft DESIGN BRACED BAY 23.667 ft FORCES SHOWN ARE 1ST ORDER. NO T TIER HT BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN ft ft ft kips kips kips kips 3 1 19.625 23.667 1 BC 8 30.745. 8.262 10.733 NA 13.450 Longitudinal Bracing Design Ver. 31.1 Page 7 Building Services Group Fri Sep 26 14:37:49 2008 Job Name: 11924101 Job Part: 1 BXW. *** MAXIMUM BRACING REACTIONS AND DESIGN LOAD COMBINATIONS CASE M VERT M HORZ LOAD FACTOR / LOAD GROUP => ---- 5 ---------- O.Okips ---------- O.Okips ----------- 1.000 ---------- WLIP- 6 O.Okips O.Okips 1.000 WRIP- 7 O.Okips O.Okips 1.000 WLIN- 8 O.Okips O.Okips 1.000 WRIN- CASE M FSW VERT M FSW HORZ LOAD FACTOR / LOAD GROUP => ---- 5 ---------- 6.9kips ---------- 8.3kips ----------- 1.000 ---------- WLIP- 6 6.9kips 8.3kips 1.000 WRIP- 7 6.9kips 8.3kips 1.000 WLIN- 8 6.9kips 8.3kips 1.000 WRIN- *** ESTIMATED BRACING WEIGHT SUMMARY *** ESTIMATED WALL BRACING WEIGHT SUMMARY BN WALL DESC WEIGHT lbs -- ---- ---- ------ 1 FSW BC8- 60.3 TOTAL 60.3 *** ESTIMATED ROOF PIPE STRUT WEIGHT SUMMARY ST LOCATION BN BAY SPA STRUT WEIGHT ft ft lbs ---------- ---------------------------- ------ 2 17.458 3 26.042 P 6.625X0.188 336.6 TOTAL 336.6 *** ESTIMATED ROOF BRACING WEIGHT SUMMARY BN DESC WEIGHT lbs 1 BC5- 17.7 2 BC5- 17.7 TOTAL 35.5 American Buildings Company ,MERICAN BUILDINGS COMPANY'S Standard Purlins and Girts are light gage 8" x 2 1/2" "Z" and "C", 9 /2" x 3" "Z" and "C" and 12" x 3 1/2" "Z" and "C" sections (with stiffened flanges) cold formed from 55,000 si yield steel. The fully braced section properties and capacities computed in accordance with 1996 AISI pecifications are as follows: DIMENSIONS. PROPERTIES AND CAPACITIES X- /i6" 2 1/2" 3" 3 1/2" � IB" I 1 1116" F 1 1/4" T T T 6.. X- -X 91/2' X- X 12" X- X �11/16" 31/2"11/4" S CTION THICKNESS T in. WEIGHT lb./FT. AREA (in .2) I x (in 4) (Full) S (in) (Effective) rx (in.) 1 y (in.4) (Full) S (in) (Effective) ry (in.) MAX. ALLOW ' SHEAR KIPS MAX. ALLOW ' MOMENT KIP -FT. ,$Z16 0.060 2.86 0.84 8.09 1.73 3.10 1.22 0.32 1.20 2.50 4.77 8Z15 0.067 3.19 0.94 8.99 1.97 3.09 1.36 0.37 1.20 3.48 5.39 IBZ14 0.077 3.67 1.08 10.28 2.31 3.09 1.54 0.47 1.20 5.30 6.35 18Z13 0.087 4.14 1.22 11.55 2.74 3.08 1.73 0.56 1.19 7.66 7.51 8Z12 0.099 4.71 1.39 13.05 3.15 3.08 1.95 0.66 1.19 11.06 8.66 .5Z15 0.064 3.70 1.09 14.88 2.57 3.69 2.43 0.57 1.49 2.52 7.04 .5Z14 0.073 4.22 1.24 16.90 3.11 3.69 2.76 0.63 1.49 3.75 8.54 9.5Z13 0.079 4.57 1.34 18.23 3.39 3.69 2.97 0.69 1.49 4.75 9.29 .5Z12 0.090 5.21 1.53 20.67 3.91 3.68 3.35 0.87 1.48 7.05 10.74 9.5Z11 0.096 5.55 1.63 21.98 4.29 3.68 3.56 0.97 1.48 8.56 11.77 Ill 2Z13 0.090 6.28 1.85 39.44 5.60 4.62 5.05 0.95 ' 1.65 5.49 15.37 112Z12 0.105 7.32 2.15 45.75 6.67 4.61 5.84 1.20 1.65 8.74 18.31 112Z11 0.120 8.37 2.46 51.99 8.02 4.60 6.61 1.46 1.64 13.08 22.02 BC16 0.060 2.86 0.84 7.94 1.80 3.07 0.71 0.36 0.92 2.50 4.94 8C15 0.067 3.19 0.94 8.82 2.03 3.07 0.79 0.40 0.92 3.48 5.57 I8C14 0.077 3.67 1.08 10.06 2.45 3.06 0.89 0.47 0.91 5.30 6.71 IBC13 0.087 4.14 1.22 11.29 2.81 3.06 0.99 0.53 0.91 7.66 7.70 18C12 0.099 4.71 1.39 12.73 3.18 3.05 1.11 0.60 0.90 11.06 8.74 19.5C15 0.064 3.70 1.09 14.38 2.58 3.66 1.31 0.54 1.10 2.52 7.09 9.5C14 0.073 4.22 1.24 16.31 3.09 3.66- 1.47 0.62 1.10 3.75 8.47 9.5C13 0.079 4.57 1.34 17.59 3.30 3.65 1.58 0.67 1.10 4.75 9.07 19.5C12 0.090 5.21 1.53 19.90 3.94 3.65 1.78 0.77 1.09 7.05 10.81 9.5C11 0.096 5.55 1.63 21.15 4.30 3.64 1.89 0.82 1.09 8.56 11.79 12C13 0.090 6.28 1.85 39.04 6.01 4.59 3.06 1.09 1.28 5.49 16.48 12C12 0.105 7.32 2.15 1 45.21 7.21 4.58 3.52 1.29 1.28 8.74 19.79 112C11 0.120 8.37 2.46 1 51.30 8.51 1 4.57 1 3.96 1.47 1.27 13.08 23:35 * Stress Increase = 1.00 Moments and shears used in selecting "Z" and "C" sections and connections for the Purlin and Girls were found by the stiffness method of analysis. To meet varying load requirements, the "Z" and "C" members shall be of simple span or lapped 2'-0", T-0", 4'4', 5'-0" or 6-0" over the interior frames to form a continuous beam. The purlin sections were then designed for the maximum positive moments and for the moment and shear combination at the beginning and termination of the laps. The double "Z" and "C" sections were also checked for the maximum negative moments over the interior frames. The following pages support the section and connection used. Section 4 Page 1 BUILDING SERVICES GROUP F r o n t R o o f D e s i g n (typical) De igner: CADD Version Number: Ver. 31.1 J I. Number: 11924101, Module: 1 Date/Time: 09/26/08 02:37 PM --------------------------------------------------------------- --------- T Pe Width Length Ridge Dist Slope(F) Slope(R) No.BAYS 34.917 ft 73.333-ft--34_917-ft----1_000_12-0�000_12 3 ---------------- --W �!__ 1 Base Adjustments: FSW RSW LEW REW 0.000 ft 0.000 ft 0.000 ft 0.000ft ------------------------------------------------------------------------- S Pall Eave Ht. Lean -To Width E.Wall Type Col_Spc. Girt Type Overhang F ont: 20.917 ft 0.000 ft Left 1 S B 0.000 ft ear: 23.827 ft 0.000 ft Right 1 C B 0.000 ft Building Code: 2006 Florida Building Code ------------------------------------------------------------------------- B�ilding Use Category: IV. Buildings and other structures designated as essential facilities (Wind Importance Factor = 1.150) R of Dead Load = 1.000 psf Collateral Load = 0.500 psf R of Live Load = 20.000 psf But Not Less Than 20.000 psf When Applied As A Uniform Load In Combination With Dead And Collateral Loads W'nd Velocity = 150.000 mph Oxen Condition: Enclosed Buildings Wind Exposure Category: C. Open terrain with scattered obstructions, including surface undulations or other irregularities, having heights less than 30 ft extending more than 1500 ft from the building site in any quadrant sign Wind Pressure (Cladding and Secondary) = 52.686 psf r------------------------------------------------------------------------- rlin locations on slope from peak to eave. ine Dist. Design Interesting AR L.edge R.edge Weight No. ---------------------------------------------------------- (ft) Spacing Line Clip zone pkg zone pkg (lbs) 0 0.001 0.958 ----------- Yes 435.4 eave strut 1 1.918 1.917 467.9 2 3.835 1.917 467.9 3 5.751 1.917 Yes 467.9 4 7.668 1.917 467.9 5 9.585 2.583 467.9 6 12.835 3.250 467.9 7 16.085 3.250 Yes Yes(DnHill) 467.9 8 19.335 3.250 467.9 9 22.585 3.250 467.9 10 25.835 3.250 Yes 467.9 11 29.085 2.617 467.9 12 31.069_ 1.984 467.9 13 33.053. 1.984 Yes 467.9 14 35.038 0.992 Yes 436.8 eave strut TOTAL 6954.7 Page 1 of 15 P A N E L P�hel type: L3P26 S (top) = 0.037 in3; Sx(bottom) = 0.046 in3; Fy = 80 ksi -------------------------------------------------------------------- S ,I�por.t purlin location (eave to ridge): 0 000 1.984 3.969 5.953 9.203 12.453 15.703 18.953 22.203 2,.453 27.370 29.286 31.203 33.120 34.807 plied loads and adjusted loads: 0.940 psf= 0.937 to 0.937 lb/ft D 20.000 psf= 19.8,62 to 19.862 lb/ft L+ 104.319 psf=-104.319 to-104.319 lb/ft W(at eave corner)- •146.468 psf=-146.468 to-146.468 lb/ft W(at peak corner)- -93.782 psf=-93.782 to-93.782 lb/ft W(at rake edge)- -77.976 psf=-77.976 to-77.976 lb/ft W(at eave edge)- -93.782 psf=-93.782 to-93.782 lb/ft W(at peak edge)- -67.439 psf=-67.439 to-67.439 lb/ft W(typical)- 25.289 psf= 25.289 to 25.289 lb/ft W(typical)+ )ad Combination: D + L+ ieck By ASD; L/120 Deflection Limit :t uniform load of 20.799 20.799 20.799 lb/ft )ntinuous spans of 3.250 3.250 3.250 ft :action = 74.356 lb; Capacity = 281.143 lb; Check Ratio = 0.264 bad Combination: D + W(at eave corner) - heck By ASD; L/120 Deflection Limit et uniform load of -103.382 -103.382 lb/ft ontinuous spans of 1.984 1.984 ft hear = 128.218 lb + Bending = 50.887 ft-lb; Check Ratio = 0.509 Lad Combination: D + W(at peak corner)- Meck By ASD; L/120 Deflection Limit let uniform load of -145.531 -145.531-145.531-145.531 lb/ft lontinuous spans of 1.917 1.917 1.917 1.688 ft hear = 169.067 lb + Bending = 56.733 ft-lb; Check Ratio = 0.588 oad Combination: D + W(at rake edge) - ,heck By ASD; L/120 Deflection Limit et uniform load of -92.845 -92.845-92.845 lb/ft ontinuous spans of 3.250 .3.250 3.250 ft Shear =-181.048 lb + Bending = 98.067 ft-lb; Check Ratio = 0.938 Load Combination: D + W(at eave edge)- Check By ASD; L/120 Deflection Limit Net uniform load of -77.039 -77.039 lb/ft Continuous spans of 1.984 1.984 ft lShear = 95.546 lb + Bending = 37.920 ft-lb; Check Ratio = 0.379 Load Combination: D +_W(at peak edge) - Check By ASD; L/120 Deflection Limit Net uniform load of-92.845 92.845-92.845-92.845 11�/ft Continuous spans of 1.917 1.917 1.917 1.688 ft Shear = 107.860 lb + Bending = 36.194 ft-lb; Check Ratio = 0.375 Load Combination: D + W(typical)- Page 2 of 15 ck By ASD; L/120 Deflection Limit uniform load of-66.502-66.502-66.502 lb/ft tinuous spans of 3.250 3.250 3.250 ft ar =-129.678 lb + Bending = 70.243 ft-lb; Check Ratio = 0.672 d Combination: D + W(typical)+ ck By ASD; L/120 Deflection Limit uniform load of 26.226 26.226 26.226 lb/ft tinuous spans of 3.250 3.250 3.250 ft ction = 93.759 lb; Capacity = 281.143 lb; Check Ratio = 0.333 L'ad Combination: D + 3/4L+ + 3/4W(typical)+ Check By ASD; L/120 Deflection Limit N t uniform load of 34.800 34.800 34.800 lb/ft Continuous spans of 3.250 3.250 .3.250 ft Ruction = 124.411 lb; Capacity = 281.143 lb; Check Ratio = 0.443 ad Combination: 0.60D + W(at eave corner)- eck By ASD; L/120 Deflection Limit t uniform load of-103.757-103.757 lb/ft ntinuous spans of 1.984 1.984 ft ear = 128.683 lb + Bending = 51.071 ft-lb; Check Ratio = 0.511 ad Combination: 0.60D + W(at peak corner)- eck By ASD; L/120 Deflection Limit t uniform load of-145.906-145.906-145.906-145.906 lb/ft ntinuous spans of 1.917 1.917 1.917 1.688 ft ear = 169.503 lb + Bending = 56.879 ft-lb; Check Ratio = 0.589 ad Combination: 0.60D + W(at rake edge)- eck By ASD; L/120 Deflection Limit t uniform load of-93.220-93.220-93.220 lb/ft ntinuous spans of 3.250 3.250 3.250 ft ear =-181.778 lb + Bending = 98.463 ft-lb; Check Ratio = 0.941 oad Combination: 0.60D + W(at eave edge) - heck By ASD; L/120 Deflection Limit et uniform load of-77.414-77.414 lb/ft ontinuous spans of 1.984 1.984 ft hear = 96.011 lb + Bending = 38.104 ft-lb; Check Ratio = 0.381 oad Combination: 0.60D + W(at peak edge) - heck By ASD; L/120 Deflection Limit et'uniform load of-93.220-93.220-93.220-93.220 lb/ft ontinuous spans of 1.917 1.917 1.917 1.688 ft hear = 108.296 lb + Bending = 36.340 ft-lb; Check Ratio = 0.377 oad Combination: 0.60D + W(typical)- heck By ASD; L/120 Deflection Limit et uniform load of-66.876-66.876-66.876 lb/ft ontinuous spans of 3.250 3.250 3.250 ft hear =-130.409 lb + Bending = 70.638 ft-lb; Check Ratio = 0.675 oad Combination: 0.60D + W(typical)+ heck By ASD; L/120 Deflection Limit et uniform load of 25.852 25.852 25.852 lb/ft ontinuous spans of 3.250 3.250 3.250 ft eaction = 92.419 lb; Capacity = 281.143 lb; Check Ratio = 0.329 Combination: L+ Page 3 of 15 N jStress Design; L/150 Deflection Limit N uniformload of 19.862 19.862 19.862 lb/ft C tinuous spans of 3.250 3.250 *3.250 ft D iflection = 0.013 inches; Limit = 0.260 inches; Check Ratio = 0.051 L lad Combination: 0.70W(at eave corner)- N Stress Design; L/180 Deflection Limit Nit uniform load of-73.023 .-73:023 lb/ft Continuous spans of 1.984 1.984 ft . D flection = -0.005 inches; Limit =-0.'132.inches; Check Ratio = 0.040 L Combination: 0.70W(at peak corner)- N� Stress Design; L/180 Deflection Limit N't uniform load of-102.528-102.528-102.528-lD2.528 lb/ft C ntinuous spans of 1.917 1.917 1.917 1.688 ft Deflection = -0.008 inches; Limit = -0.128 inches; Check Ratio = 0.061 ad Combination: 0.70W(at rake edge) - Stress Design; L/180 Deflection Limit t uniform load of-65.647-65.647-65.647 lb/ft ntinuous spans of 3.250 3.250 3.250 ft flection = -0.044 inches; Limit = -0.217 inches; Check Ratio = 0.202 ad Combination: 0.70W(at eave edge) - Stress Design; L/180 Deflection Limit t uniform load of-54.583-54.583 lb/ft ntinuous spans of 1.984 1.984 ft flection = -0.004 inches; Limit = -0.132 inches; Check Ratio = 0..030 oad Combination: 0.70W(at peak edge)- o Stress Design; L/180 Deflection Limit et uniform load of-65.647-65.647-65.647-65.647 lb/ft ontinuous spans of 1.917 1.917 1.917 1.688 ft eflection = -0.005 inches; Limit = -0.12a inches; Check Ratio = 0.039 load Combination: 0.70W(typical)- o Stress Design; L/180 Deflection Limit et uniform load of-47.207-47.207-47.207 lb/ft ontinuous spans of 3.250 3.250 3.250 ft leflection = -0.032 inches; Limit = -0.217 inches; Check Ratio = 0.145 I ad Combination: 0.70W(typical)+ Stress Design; L/180 Deflection Limit t uniform load of 17.703 17.703 -17.703 lb/ft ntinuous spans of 3.250 3.250 .3.250 ft. flection = 0.012 inches; Limit = 0.217 inches; Check Ratio = 0.055. of purlin line 10 (Typical) analysis details. . Design Z Left Right Edge.-Int. Zone Coef- -Ext. Zone Coef- Spacing Cond Inset Inset. Strip Suction Pressure Suction Pressure 3..250 ft B 1.125 ft 1.125 ft 3.500 ft -1.280 0.390 -1.690 0.390 Roof purlin line 10 (Typical) analysis details:.`.. Design Data - Load Combinations I No. Load Case Description --------------------------------------------------------------------------- 1 D+C + L+ Page 4 of 15 2 3 4 5 6 7 8 9 1 1 1 1I9 0 I 1 2 3 Check By ASD,; L/120 Deflection Limit D+C + LAFN- Check By ASD; L/120 Deflection Limit D+C + LANF- Check By ASD; L/120 Deflection Limit D+C + LDFNlL- Check By ASD; L/120 Deflection Limit D+C + LDFNX1- Check By ASD; L/120 Deflection Limit D+C + LDFNX2- Check By ASD; L/120 Deflection Limit D+C + LDFNX3- Check By ASD; L/120 Deflection Limit D- + W- Check By ASD; L/120 Deflection Limit D+C + W- Check By ASD; L/120 Deflection Limit D+C + W+ Check By ASD; L/120 Deflection Limit D+C + 3/4L+ + 3/4W+ Check By ASD; L/120 Deflection Limit 0.60D- + W- Check By ASD; L/120 Deflection Limit 0.60(D+C) + W- Check By ASD; L/120 Deflection Limit 0.60(D+C) + W+ Check By ASD; L/120 Deflection Limit L+ No Stress Check; L/150 Deflection Limit 1/2LAFN- No Stress Check; L/150 Deflection Limit 1/2LANF- No Stress Check; L/150 Deflection Limit 1/2LDFNlL- No Stress Check; L/150 Deflection Limit 1/2LDFNX1- No Stress Check; L/150 Deflection Limit 1/2LDFNX2- No Stress Check; L/150 Deflection Limit 1/2LDFNX3- No Stress Check; L/150 Deflection Limit 0.70W- No Stress Check; L/180 Deflection Limit 0.70W+ No Stress Check; L/180 Deflection.Limit oof purlin line 10 (Typical) analysis details. esign Data - Summary Span Length Mark Left Right Brace Nest ID No. Lap Lap Pts Mem (ft) (ft) I (ft) . # # -------------------------------- 7------------- 1L 1.125 9.5Z12 0.000 0.000. 0 1 1 22.542 9.5Z12 0.000 2.500 2 1 2 22.500 9.5Z12 2.500 2.500 0 1 End Load Check Control Clip Case 'Ratio Check -------------------------- No 11 0.440'web crippling 12 L/ 69 deflection No 12 0.875 bending 22 L/ 356 deflection No 12 0.853 bending+shear 2 L/ 724 deflection Page 5 of 15 3 26.042 9.5Z12 2.500 0.000 4 1 No 12 1.018 bending 22 L/ 240 deflection 3R 1.125 9.5Z12 0.000 0.000 0 1 No 11 0.498 web crippling 12 L/ 46 deflection T tal design weight per run = 467.882 lbs. Maximum stress ratio = 1.018. R of purlin line 10 (Typical) analysis details. D�sign Data - Applied loads 4. Load Load Span Intensity From Intensity To Type Group- # lb/ft(kips) feet lb/ft feet - ------------------------------------------------------------------------- 1 UNIF D- ALL 3.239 0.000 3.239 0.000 2 UNIF D+C ALL 4.853 0.000 4.853 0.000 3 UNIF L+ ALL 64.552 0.000 64.552 0.000 4 UNIF LAFN- 1L 64.552 0.000 64.552 1.125 5 UNIF LAFN- 1 64.552 0.000 64.552 22.542 6 UNIF LAFN- 3 64.552 0.000 64.552 26.042 7 UNIF LAFN- 3R 64.552 0.000 64.552 1.125 8 UNIF LANF- 2 64.552 0.000 64.552 22.500 9 UNIF LDFNIL�, 1L 64.552 0.000 64.552 1.125 10 UNIF LDFN1L- 1 64.552 0.000 64.552 22.542 11 UNIF LDFNXI- 1L 64.552 0.000 64.552 1.125 12 UNIF LDFNX1- 1 64.552 0.000 64.552 22.542 13 UNIF LDFNX1- 2 64.552 0.000 64.552 22.500 14 UNIF LDFNX2- 2 64.552 0.000 64.552 22.500 15 UNIF LDFNX2- 3 64.552 0.000 64.552 26.042 16 UNIF LDFNX2- 3R 64.552 0.000 64.552 1.125 17 UNIF LDFNX3- 3 64.552 0.000 64.552 26.042 18 UNIF LDFNX3- 3R 64.552 0.000 64.552 1.125 19 UNIF W- 1L -289.379 0.000 -289.379 1.125 20 UNIF W- 1 -289.379 0.000 -289.379 5.858 21 UNIF W- 1 -219.175 5.858 -219.175 22.542 22 UNIF W- 2 -219.175 0.000 -219.175 22.500 23 UNIF W- 3 -219.175 0.000 -219.175 20.183 24 UNIF W- 3 -289.379 20.183 -289.379 26.042 25 UNIF W- 3R -289.379 0.000 -289.379 1.125 26 UNIF W+ ALL 66.779 0.000 66.779 0.000 oof purlin line 0 (Eave Strut) analysis details. Design Z Left Right Edge -Int. Zone Coef- -Ext. Zone Coef- Spacing Cond Inset Inset Strip Suction Pressure Suction Pressure ------------------------ ------------------------------------------------- 0.958 ft . S 1.125 ft 1.125 ft 3.500 ft. 0.000 0.000 0.000 0.000 oof purlin line 0 (Eave Strut) analysis details. esign Data - Load Combinations No. Load Case Description -------------------------------------------------------- 1 WLIP- Check By ASD; L/120 Deflection Limit 2 WRI P- Check By ASD; L/120 Deflection Limit 3 WLIN- Check By ASD; L/120 Deflection Limit Page 6 of 15 4 WRIN- 5 0.70WLIP- 6 0.70WRIP- 7 0.70WLIN- 8 0.70WRIN- Check By ASD; L/120 Deflection Limit No Stress Check; L/180 Deflection Limit No Stress Check; L/180 Deflection Limit No Stress Check; L/180 Deflection Limit No Stress Check; L/180 Deflection Limit of purlin line 0 (Eave Strut) analysis details. sign Data - Summary an Length Mark Left Right Brace Nest End Load Check Control ID No. Lap Lap Pts Mem Clip Case Ratio Check (ft) (ft) (ft) # # ------------------------------------------------------------------------ 1L 1.125 95S3 0.000 0.000 0 1 No 2 0.514 bearing at bolt 0 L/ 999 deflection 1 22.542 95S3 0.000 0.000 0 1 No 3 0.649 bearing at bolt 8 L/9999 deflection 2 22.500 95S3 0.000 0.000 0 1 No 8 0.000 8 L/9999 deflection 3 26.042 95S3 0.000 0.000 0 1 No 4 0.649 bearing at bolt 8 L/9999 deflection 3R 1.125 95S3 0.000 0.000 0 1 No 1 0.514 bearing at bolt .0 L/ 999 deflection otal design weight per run = 435.382 lbs. Maximum stress ratio = 0.649. oof purlin line 0 (Eave Strut) analysis details. esign Data - Applied loads o. Load Load Span Intensity From Intensity To Type Group # lb/ft(kips) feet lb/ft feet -------------------------------------------------------------------------- 1 AXLD WLIP- 1 1.666 0.000 0.000 0.000 2 AXLD WLIP- 3 -2.882 0.000 0.000 0.000 3 AXLD WRIP- 1 -2.882 0.000 0.000 0:000 4 AXLD WRIP- 3 1.666 0.000 0.000 0:000 5 AXLD WLIN- 1 3.638 0.000 0.000 0.000 6 AXLD WLIN- 3 -0.910 0.000 0.000 0.000 1 AXLD WRIN- 1 -0.910 0.000 0.000 0.000 8 AXLD WRIN- 3 3.638 0.000 0.000 0.000 of purlin line 3 (In Peak Edge Strip) analysis details. Design Z Left Right Edge -Int. Zone Coef- -Ext. Zone Coef- Spacing --------------------------------------------------------------------------- Cond Inset Inset Strip Suction Pressure Suction Pressure 1.917 ft B.1.125 ft 1.125 ft 3.500 ft -1.713 0.413 .-2.109 0.413 Roof purlin line 3 (In Peak Edge Strip) analysis details. Design Data - Load Combinations No. Load Case Description Page 7 of 15 1 2 3 4 5 6 4 5 6 7 8 9 0 1 2 3 D+C + L+ Check By ASD; L/120 Deflection Limit D+C + LAFN- Check By ASD; L/120 Deflection Limit D+C + LANF- Check By ASD; L/120 Deflection Limit D+C + LDFNIL- Check By ASD; L/120 Deflection Limit D+C + LDFNXI- Check By ASD; L/120 Deflection Limit D+C + LDFNX2- Check By ASD; L/120 Deflection Limit D+C + LDFNX3- Check By ASD; L/120 Deflection Limit D- + W- Check By ASD; L/120 Deflection Limit D+C + W- Check By ASD; L/120 Deflection Limit D+C + W+ Check By ASD; L/120 Deflection Limit D+C + 3/4L+ + 3/4W+ Check By ASD; L/120 Deflection Limit 0.60D- + W- Check By ASD; L/120 Deflection Limit 0.60(D+C) + W- Check By ASD; L/120 Deflection Limit 0.60(D+C) + W+ Check By ASD; L/120 Deflection Limit L+ No Stress Check; L/150 Deflection Limit 1/2LAFN- No Stress Check; L/150 Deflection Limit 1/2LANF- No Stress Check; L/150 Deflection Limit 1/2LDFNIL- No Stress Check; L/150 Deflection Limit 1/2LDFNXI- No Stress Check; L/150 Deflection Limit 1/2LDFNX2- No Stress Check; L/150 Deflection Limit 1/2LDFNX3- No Stress Check; L/150 Deflection Limit 0.70W- No Stress Check; L/180 Deflection Limit 0.70W+ No Stress Check; L/180 Deflection Limit ,Roof purlin line 3 (In Peak Edge Strip) analysis details. Design Data - Summary Span Length Mark Left Right Brace Nest . End Load Check Control ID No. Lap Lap Pts Mem Clip Case Ratio Check --------------------------------------------------------------------------- (ft) (ft) (ft) # . . # 1L 1.125 9..5212 0.000 0.000 .0 1 No 11 0.2.76 web crippling 12 L/ 79 deflection 1 22.542 9.5Z12 0.000 2.500 2 1 No 12 0.782 bending 22 L/ 400 deflection Page 8 of 15 2 22.500 9.5Z12 2.500 2.500 0 1 No 12 0.712 bending+shear 22 L/1143 deflection 3 26.042 9.5Z12 2.500 0.000 4 1 No. 12 0.895 bending 22 L/ 275 deflection 3R 1.125 9-..5Z12 0.000 0.000 0 1 No 11 0.312 web crippling 12 L/ 53 deflection T tal design weight per run = 467.882 lbs. Maximum stress ratio = 0.895. R of purlin line 3 (In Peak Edge Strip) analysis details. D sign Data - Applied loads N , Load Load Span Intensity From Intensity To Type Group # lb/ft(kips) feet lb/ft feet - ------------------------------------------------------------------------- 1 UNIF D- ALL 1.910 0.000 1.910 0.000 2 UNIF D+C ALL 2.862 0.000 2.862 0.000 3 UNIF L+ ALL 38.069 0.000 38.069 0.000 4 UNIF LAFN- 1L 38.069 0.000 38.069 1.125 5 UNIF LAFN- 1 38.069 0.000 38.069 22.542 6 UNIF LAFN- 3 38.069 0.000 38.069 26.042 7 UNIF LAFN- 3R 38.069 0.000 38.069 1.125 8 UNIF LANF- 2 38.069 0.000 38.069 22.500 9 UNIF LDFNIL- 1L 38.069 0.000 38.069 1.125 10 UNIF LDFNIL- 1 38.069 0.000 38.069 22.542 11 UNIF LDFNXl- 1L 38.069 0.000 38.069 1.125 12 UNIF LDFNXI- 1 38.069 0.000 38.069 22.542 13 UNIF LDFNXI- 2 38.069 0.000 38.069 22.500 14 UNIF LDFNX2- 2 38.069 0.000 38.069 22.500 15 UNIF LDFNX2- 3 38.069 0.000 38.069 26.042 16 UNIF LDFNX2- 3R 38.069 0.000 38.069 1.125 17 UNIF LDFNX3- 3 38.069 0.000 38.069 26.042 18 UNIF LDFNX3- 3R 38.069 0.000 38.069 1.125 19 UNIF W- 1L -212.999 0.000 -212.999 1.125 20 UNIF W- 1 -212.999 0.000 -212.999 12.842 21 UNIF W- 1 -172.975 12.842 -172.975 22.542 22 UNIF W- .2 -172.975 0.000 -172.975 22.500 23 UNIF W- 3 -172.975 0.000 -172.975 13.200 24 UNIF W- 3 -212.999 13.200 -212.999 26.042 25 UNIF W- 3R -212.999 0.000 -212.999 1.125 26 UNIF W+ ALL . 41.698 0.000 41.698 0.000 f purlin line 7 (Strut Line) analysis details. Design Z. Left Right Edge Int. Zone Coef- Ext. Zone Coef- Spacing Cond Inset Inset Strip Suction Pressure Suction Pressure --------- 7---------------------------------------------------------------- I3.250 ft B 1.125 ft 1.125 ft 3.500 ft -1.280 0.390-1.'690 0.390 Roof purlin line 7 (Strut Line) analysis details. Design Data - Load Combinations No. Load Case Description ----------------------------------------------------------------------------- 1 D+C + L+ 2 D+C + LAFN- Check By ASD; L/120. Deflection• Limit. Check By ASD; L/120 Deflection Limit Page 9 of 15 3 4 13 I4 5 6 7 8 9 20 21 22 23 24 25 26 27 28 29 30 31 32 D+C + LANF- Check By ASD; L/120 Deflection Limit D+C + LDFNIL- Check By ASD; L/120 Deflection Limit D+C + LDFNXI- Check By ASD; L/120 Deflection Limit D+C + LDFNX2- Check By ASD; L/120 Deflection Limit D+C.+ LDFNX3- Check By ASD; L/120 Deflection Limit D- + W- Check By ASD; L/120 Deflection Limit D- + WLIP- Check By ASD; L/120 Deflection Limit D- + WRIP- Check By ASD; L/120 Deflection Limit D- + WLIN- Check By ASD; L/120 Deflection Limit D- + WRIN- Check By ASD; L/120 Deflection Limit D+C + W- Check By ASD; L/120 Deflection Limit D+C + W+ Check By ASD; L/120 Deflection Limit D+C + 3/4L+ + 3/4W+ Check By ASD; L/120 Deflection Limit 0.60D- + W- Check By ASD; L/120 Deflection Limit 0.60D- + WLIP- Check By ASD; L/120 Deflection Limit 0.60D- + WRIP- Check By ASD; L/120 Deflection Limit 0.60D- + WLIN- Check By ASD; L/120 Deflection Limit 0.60D- + WRIN- Check By ASD; L/120 Deflection Limit 0.60(D+C) + W- Check By ASD; L/120 Deflection Limit 0.60(D+C) + W+ Check By ASD; L/120 Deflection Limit L+ No Stress Check; L/150 Deflection Limit 1/2LAFN- No Stress Check; L/150 Deflection Limit 1/2LANF- No Stress Check; L/150 Deflection Limit 1/2LDFNIL- No Stress Check; L/150 Deflection Limit 1/2LDFNXI- No Stress Check; L/150 Deflection Limit 1/2LDFNX2- No Stress Check; L/150 Deflection Limit 1/2LDFNX3- No Stress Check; L/150 Deflection Limit 0.70W- No Stress Check; L/180 Deflection Limit 0.70W+ No Stress Check; L/180 Deflection Limit 0.70WLIP- No Stress Check;.L/180 Deflection Limit. Page 10 of 15 3 0.70WRIP- 3 0.70WLIN- 3 0.70WRIN- No Stress Check; L/180 Deflection Limit No Stress Check; L/180 Deflection Limit No Stress Check; L/180 Def.lection.Limit of purlin line 7 (Strut Line) analysis details. sign Data - Summary Span Length Mark Left Right Brace Nest End Load Check Control ID - No. Lap Lap Pts Mem Clip Case Ratio Check (ft) (ft) (ft) # # ----------------------------------------------------- 1L 1.125 9.5Z12 0.000 0.000 0 1 No 7------------------- 15 0.440 web crippling 16 L/ 69 deflection 1 22.542 9.5Z12 0.000 2.500 2 2 No 17 0.935 compression+bending 30 L/ 356 deflection 2 22.500 9.5Z12 2.500 2.500 0 2 No 18 0.947 compression+bending 2 L/ 724 deflection 3 26.042 9.5Z12 2.500 0.000 4 1 No 16 1.018 bending 30 L/ 240 deflection 3R 1.125 9.5Z12 0.000 0.000 0 1 No 15 0.498 web crippling 16 L/ 46 deflection otal design weight per run = 467.882 lbs. Maximum stress ratio = 1.018. oof purlin line 7 (Strut Line) analysis details. esign Data - Applied loads . Load Load Span Intensity From Intensity To Type Group # lb/ft(kips) feet lb/ft feet -------------------------------------- 1 UNIF D- ALL 7----------------------------------- 3.239 0.000 3.239 0.000 2 UNIF D+C. ALL 4.853 0.000 4.853 0.000 3 UNIF L+ ALL 64.552 0.000 64.552 0.000 4 UNIF LAFN- 1L 64.552 0.000 64.552 1.125 5 UNIF LAFN- 1 64.552 0.000 64.552 22.542 6 UNIF LAFN- 3 64.552 0.000 64.552 26.042 7 UNIF LAFN- 3R 64.552 0.000 64.552 1.125 8 UNIF LANF- 2 64.552 0.000 64.552 22.500 9 UNIF LDFNIL- 1L 64.552 0.000 64.552 1.125 10 UN.IF LDFNIL- 1 64.552 0.000 64.552 22.542 11 UNIF LDFNXI- 1L 64.552 0.000 64.552 1.125 12 UNIF LDFNXI- 1 64.552 .0.000 64.552 22.542 13 UNIF LDFNXI- 2 64.552 0.000 64.552 22.500 14 UNIF LDFNX2- 2 64.55.2 0.000 64.552 22.500 15' UNIF LDFNX2- 3 64.552 0.000 64.552. 26.042 16 UNIF LDFNX2- 3R 64.552 0.000 64.552 1.125 17 UNIF- LDFNX3- 3 64.552 0.000 64.552 26.042 18 UNIF LDFNX3- 3R 64.552 0.000 64.552 1.125 19 UNIF W- 1L -289.379 0.000 -289.379 .1.125 20.UNIF W- 1 .289.379 .0.000 -289.379 5.858 21 UNIF W- 1 -219.175 5.858 -219.175 22.542 22 UNIF W- 2 -219.175 0.000 -219.175 22.500 23 UNIF W- 3 -219.175 0.000 -219.175 20.183 24 UNIF W- 3 -289.379 20.183 -289.379 26.042 25 UNI.F W- 3R -289.379 0.000. -289.379 1.125 Page 11 of 15 26 UNIF 27 UNIF 28 UNIF 29 UNIF ,3 0 UNIF 31 UNIF 32 UNIF 33 UNIF 34 UNIF 35 UNIF 36 UNIF 37 UNIF 38 UNIF 39 UNIF 40 UNIF 41 UNIF 42 UNIF 43 UNIF 44 UNIF 45 UNIF 46 UNIF 47 UNIF 48 UNIF 49 UNIF 50 UNIF 51 AXLD 52 AXLD 53 AXLD 54 AXLD 55 AXLD 56 AXLD 57 AXLD 58 AXLD W+ ALL WLIP- 1L WLIP- 1 WLIP- 1 WLIP- 2 WLIP- 3 WLIP- 3R WRIP- 1L WRIP- 1 WRIP- 2 WRIP- 3 WRIP- 3 WRIP- 3R WLIN- 1L WLIN- 1 WLIN- 1 WLIN- 2 WLIN- 3 WLIN- 3R WRIN- 1L WRIN- 1 WRIN- 2 WRIN- 3 WRIN- 3 WRIN- 3R WLIP- 1 WLIP- 2 WRIP- 1 WRIP- 2 WLIN- 1 WLIN- 2 WRIN- 1 WRIN- 2 66.779 0.000 -289.379 0.000 -289.379 0.000 -219.175 5.858 =219.175 0.000 -219.175 0.000 -219.175 0.000 -219.175 0.000 -219.175 0.000 -219.175 0.000 -219.175 0.000 -289.'379 20.183 -289.379 0.000 -227.736 0.000 -227.7.36 0.000 -157.532 5.858 -157.532 0.000 -157.532 0.000 -157.532 0.000 -157.532 0.000 -157.532 0.000 -157.532 0.000 -157.532 0.000 -227.736 20.183 -227.736 0.000 3.128 0.000 3.128 0.000 -5.412 0.000 3.128 0.000 6.832 0.000 6.832 0.000 -1.708 0.000 6.832 0.000 66.779 0.000 -289.379 1.125 -289.379 5.858 -219.175 22.542 -219.175 22.500 -219.175 26.042 -219.175 1.125 -219.175 1.125 -219.175 22.542 -219.175 22.500 -219.175 20.183 -289.379 26.042 -289.379 1.125 -227.736 1.125 -227.736 5.858 -157.532 22.542 -157.532 22.500 -157.532 26.042 -157.532 1.125 -157.532 1.125 -157.532 22.542 -157.532 22.500 -157.532 20.183 -227.736 26.042 -227.736 1.125 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0:000 0.000 0.000 oof purlin line 13 (In Eave Edge Strip) analysis details. Design Z Left Right Edge -Int. Zone Coef- -Ext. Zone Coef- Spacing Cond Inset Inset. Strip Suction Pressure Suction Pressure -------------------------- ------------------------------------------------ 1.984 ft B 1.125 ft 1.125 ft 3.500 ft -1.411 0.411 -1.569 0.411 of purlin line 13 (In Eave Edge Strip) analysis details. sign Data - Load Combinations No. Load Case Description ------------------------------------------------------------------------- D+C + L+ Check By ASD; L/120 Deflection Limit 2 D+C + LAFN- Check By ASD; L/120 Deflection Limit 3 D+C + LANF- Check By ASD; L/120 Deflection Limit. 4 D+C + LDFNIL- Check By ASD; L/120 Deflection Limit' 5 D+C + LDFNXI- Check By ASD; L/120 Deflection Limit 6 D+C + LDFNX2- Check By ASD; L/120 Deflection Limit 7 D+C + LDFNX3- Page 12 of 15 8 9 0 1 2 3 Check By ASD; L/120 Deflection Limit D- + W- Check By ASD; L/120 Deflection Limit D+C + W- Check By ASD; L/120 Deflection Limit D+C + W+ Check By ASD; L/120 Deflection Limit D+C + 3/4L+ + 3/4W+ Check By ASD; L/120 Deflection Limit 0.60D- + W- Check By ASD; L/120 Deflection Limit 0. 6 0 (D+C ) +' W= Check By ASD; L/120 Deflection Limit 0.60(D+C) + W+ Check By ASD; L/120 Deflection Limit L+ No Stress Check; L/150 Deflection Limit 1/2LAFN- No Stress Check; L/150 Deflection Limit 1/2LANF- No Stress Check; L/150 Deflection Limit 1/2LDFNIL- No Stress Check; L/150 Deflection Limit 1/2LDFNXI- No Stress Check; L/150 Deflection Limit 1/2LDFNX2- No Stress Check; L/150 Deflection Limit 1/2LDFNX3- No Stress Check; L/150 Deflection Limit 0.70W- No Stress Check; L/180 Deflection Limit 0.70W+ No Stress Check; L/180 Deflection Limit oof purlin line 13 (In Eave Edge Strip) analysis details. esign Data - Summary Span Length Mark Left Right Brace Nest End Load Check Control ID No. Lap Lap Pts Mem Clip Case Ratio Check (ft) -------------- (ft) - - ------------------------------------------------------ (ft) # # 1L 1.125 9.5Z12 0.000 0.000 0 1 No 11 0.284 web crippling 12 L/ 110 deflection 1 22.542 9.5Z12 0.000 2.500 2 1 No 12 0.561 bending 22 L/ 553 deflection 2 22.500 9.5Z12 2..500 2.500 0 1 No 12 0:560 bending+shear 2 L/1172 deflection 3 26.042 9.5Z12 2.500 0.000 4 1 No 12' 0.658 bending 22 L/ 369 deflection 3R 1.125 9.5Z12 0.000 0.000 0 1 No 11 0.322 web.crippling 12 L/ 72 deflection otal design weight per run = 467.882 lbs. Maximum stress ratio = 0.658. oof purlin line 13 (In Eave Edge Strip) analysis details. esign Data - Applied loads o. Load Load Span Intensity From, Intensity To Type Group # Page 13 of 15 lb/ft(kips) feet 1 UNIF D- ALL 1.978 0.000 2 UNIF D+C ALL 2.963 0.000 3 UNIF L+ ALL 39.414 0.000 4 UNIF LAFN- 1L 39.414 0.000 5 UNIF LAFN- 1 39.414 0.000 6 UNIF LAFN- 3 39.414 0.000 7 UNIF LAFN- 3R 39.414 0.000 8 UNIF LANF- 2 39.414 0.000 9 UNIF LDFNIL- 1L 39.414 0.000 10 UNIF LDFNIL- 1 39.414 0.000 11 UNIF LDFNXI- 1L 39.414 0.000 12 UNIF LDFNXI- 1 39.414 0.000 13 UNIF LDFNXl- 2 39.414 0.000 14 UNIF LDFNX2- 2 39.414 0.000 15 UNIF LDFNX2- 3 39.414 0.000 16 UNIF LDFNX2- 3R 39.414 0.000 17 UNIF LDFNX3- 3 39.414 0.000 18 UNIF LDFNX3- 3R 39.414 0.000 19 UNIF W- 1L -163.988 0.000 20 UNIF W- 1 -163.988 0.000 21 UNIF W- 1 -147.563 5.858 22 UNIF W- 2 -147.563 0.000 23 UNIF W- 3 -147.563 0.000 24 UNIF W- 3 -163.988 20.183 25 UNIF W- 3R -163.988 0.000 26 UNIF W+ ALL 43.014 0.000 oof purlin line 14 (Eave Strut) analysis details. lb/ft feet 1.978 0.000 2.963 0.000 39.414 0.000 39.414 1.125 39.414 22.542 39.414 26.042 39.414 1.125 39.414 22.500 39.414 1.125 39.414 22.542 39.414 1.125 39.414 22.542 39.414 22.500 39.414 22.500 39.414. 26.042 39.414 1.125 39.414 26.042 39.414 1.125 -163.988 1.125 -163.988 5.858 -147.563 22.542 -147.563 22.500 -147.563 20.183 -163.988 26.042 -163.988 1.125 43.014 0.000 Design Z Left Right Edge -Int. Zone Coef- -Ext. Zone Coef- Spacing Cond Inset Inset Strip Suction Pressure Suction Pressure -------------------------------------------------------------------------- 0.992 ft S 1.125 ft 1.125 ft 3.500 ft 0.000 0.000 0.000 0.000 oof purlin line 14 (Eave Strut) analysis details. Design Data - Load Combinations No. Load Case Description ----------------=--------------------------------------------------=------ WLIP- WRIP- Check By ASD; L/120 Deflection Limit Check By ASD; L/120 Deflection Limit 3 WLIN- Check By ASD; L/120 Deflection Limit 4 WRIN- Check By ASD; L/120 Deflection Limit 5 0.70WLIP- No Stress Check; L/180 Deflection Limit 6 0.70WRIP- No Stress Check; L/180 Deflection Limit 7 0.70WLIN- j No Stress Check; L/.180 Deflection Limit I8 0.70WRIN No Stress Check; L/180 Deflection Limit Page 14 of 15 bof purlin line 14 (Eave Strut) analysis details. sign Data - Summary pan Length Mark Left Right Brace Nest End.Load Check Control ID No. Lap Lap Pts Mem Clip Case Ratio Check (ft) ------------------------------------------------------------------------- (ft) (ft) # # 1L 1.125 95S3 0.000 0.000 0 1 No 8 0.000 . 0 L/ 999 deflection 1 22.542 95S3 0.000 0.000 0 1 B.End 4 0.666.bearing at bolt 8 L/9999 deflection 2 22.500 95S3 0.000 0.000 0 1 B.End 4 0.666 bearing at bolt 8 L/9999 deflection 3 26.042 95S3 0.000 0.000 0 1 No 4 0.570 bearing at bolt 8 L/9999 deflection 3R 1.125 95S3 0.000 0.000 0 1 No 1 0.451 bearing at bolt 0 L/ 999 deflection otal design weight per run = 436.804 lbs. Maximum stress ratio = 0.666. oof purlin line 14 (Eave Strut) analysis details. esign Data - Applied loads o. Load Load Span Intensity From Intensity To Type Group # lb/ft(kips) feet lb/ft feet -------------------------------------------------------------------------- 1 AXLD WLIP- 1 1.462 0.000 0.000 0.000 2 AXLD WLIP- 2 -2.530 0.000 0.000 0.000 3 AXLD WLIP- 3 -2.530 0.000 0.000 0.000 4 AXLD WRIP- 1 5.732 0.000 0.000 0.000 5 AXLD WRIP- 2 5.732 0.000 0.000 0.000 6 AXLD WRIP- 3 1.462 0.000 0.000 0.000 7 AXLD WLIN- 1 3.194 0.000, 0.000 0.000 8 AXLD WLIN- 2 -0.798 0.000 0.000 0.000 9 AXLD WLIN- 3 -0.798 0.000 0.000 0.000 10 AXLD WRIN- 1 7.464 0.000 0.000 0.000 11 AXLD WRIN- 2 7.464 0.000 0.000 0.000 12 AXLD WRIN- 3 3.194 0.000 0.000 0.000 Page 15 of 15 BUILDING SERVICES. GROUP Front Side. -Wall Girt Design (typical) signer: CADD Version Number:- Ver. 31.1• Db Number: 119241.01, Module: 1 Date/Time: 09/26/08 01:23•PM -------------------------------------------------------------------------- ype Width Length Ridge Dist Slope(F) Slope(R) No.BAYS GSS 34.917 ft 73.333 ft 34.917 ft 1.000:12 0.000:12 3 -------------------------------------------------------------------------- all.Base Adjustments: FSW RSW LEW REW 0.000 ft 0.000 ft 0.000 ft 0.000ft -------------------------------------------------------------------------- .Wall Eave Ht. Lean -To Width E.Wall Type Col_Spc. Girt Type Overhang ront: 20.917 ft 0.000 ft Left. 1 S B 0.000 ft dear: 23.827.ft 0.000 ft Right 1 C B 0.000 ft wilding Code: 2006 Florida Building Code -------------------------------------------------------------------------- uilding Use Category: IV. Buildings and other structures designated as essential facilities (Wind Importance Factor = 1.150) ind Velocity = 150.000 mph pen Condition: Enclosed Buildings ind Exposure Category: C. Open terrain with scattered obstructions, including surface undulations or other irregularities, having heights less than 30 ft extending more than 1500 ft from the building site in any quadrant Design Wind Pressure (Cladding and Secondary) = 52.686 psf -------------------------------------------------------------------------- Desi.gn Z Left Right Edge -Int. Zone Coef- -Ext. Zone Coef- Spacing Cond Inset Inset Strip Suction Pressure Suction Pressure -------------------------------------------------------------------------- 3.000 ft B 1.125 ft 1.125 ft 3.492 ft -1.032 0.942 -1.165 0.942 �$tandalone wall girt line analysis details. esign Data - Load Combinations No. Load Case Description -------------------------------------------------------------------------- W Check By ASD; No Deflection Limit 2 W+ Check By ASD; No Deflection Limit 3 0.70W- I No Stress Check; L/120 Deflection Limit 4 0.70W+ No Stress Check; L/120 Deflection Limit I Standalone wall girt line analysis details. Design Data - Summary Span Length Mark Left Right Brace Nest End Load Check Control ID No. Lap Lap Pts Mem Clip Case Ratio Check -------- (ft)---------- (ft) --- # # ----- 1L 1.125 9.5Z14 0.000 0.000 0 1 No 2 0.351 web crippling 0 L/ 999 deflection i lA 4.375 9'.5214 0.000 0.000 0 1 No 2 0.351 web crippling 3 L/31370 deflection 1B 14.833 9.5Z14 0.000 2.000 0 1 No 1 0.401 bending i Page 1 of 2 i 3 L/1907 deflection 2A 13.750 9.5Z12 2.000 0.000 0 1 No 2 0.364 web crippling 3 L/4181 deflection 2B 0.833 9.5Z12 0.000 0.250 0 1 No 2 0.023 web crippling 3 L/5625677 deflection 3 3.833 9.5Z14 0.250 0.000 0 1 No 2 0.164 web crippling 3 L/52169 deflection 3R 1.125 9.5Z14 0.000 0.000 0 1 No 1 0.112 bearing at bolt 0 L/ 999 deflection otal design weight per run = 209:760 lbs. Maximum stress ratio = 0.401. tandalone wall girt line analysis details. esign Data - Applied loads o. Load Load Span Intensity From Intensity To Type Group, # lb/ft(kips) feet lb/ft feet -------------------------------------------------------------------------- 1 UNIF W- 1L -184.135 0.000 -184.135 1.125 2 UNIF W- lA -184.135 0.000 -184.135 2.367 3 UNIF W- 1A -163.194 2.367 -163.194 4.375 4 UNIF W- 1B -163.194 0.000 -163.194 14.833 5 UNIF W- 2A -163.194 0.000 7-163.194 13.750 6 UNIF W- 2B -163.194 0.000 -163.194 0.833 7 UNIF W- 3 -163.194 0.000 -163.194 3.833 8 UNIF W- 3R -184.135 0.000 -184.135 1.043 9 UNIF W+ ALL 148.969 0.000 148.969 0.000 Page 2 of 2 BUILDING SERVICES GROUP Rear Side Wall Girt Design (typical) esigner: CADD Version Number:'Ver. 31.1 ob Number: 11924101, Module: 1 Date/Time:.09/26/08 01:55 PM ----------------------------------------------------------- ype Width Length Ridge Dist Slope(F) Slope(R) --------------- No.BAYS LSS 34.917 ft 73.333 ft 34.917 ft 1.000:12 0.000:12 3 -------------------------------------------------------------------------- all Base Adjustments: FSW RSW LEW REW 0.000 ft 0.000 ft 0.000 ft 0.000ft -------------------------------------------------------------------------- .Wall Eave Ht. Lean -To Width E.Wall Type Col_Spc. Girt Type Overhang ront: 20.917 ft 0.000 ft Left 1 S B 0.000 ft Rear: 23.827 ft 0.000 ft Right 1 C B 0.000 ft uilding Code: 2006 Florida Building Code -------------------------------------------------------------------------- uilding Use Category: IV. Buildings and other structures designated as essential facilities (Wind Importance Factor = 1.150) ind Velocity = 150.000 mph ,pen Condition: Enclosed Buildings ind Exposure Category: C. Open terrain with scattered obstructions, including surface undulations or other irregularities, having heights less than 30 ft extending more than 1500 ft from the building site in any quadrant Design Wind Pressure (Cladding and Secondary) = 52.686 psf --------------------------------------------------------------------------- Design Z Left Right Edge -Int. Zone Coef- -Ext. Zone Coef- Spacing Cond Inset Inset Strip Suction Pressure Suction Pressure --------------------------------------------------------------------------- 3.000 ft B 1.125 ft 1.125 ft 3.492.ft -1.032 0.942 -1.165 0.942 tandalone wall girt line analysis details. esign Data - Load Combinations No. Load Case Description -------------------------------------------------------------------------- W- 2 W+ 3 0.70W- 4 0.70W+ Check By ASD; No Deflection Limit Check By ASD; No Deflection Limit No Stress Check; L/120 Deflection Limit No Stress Check; L/120 Deflection Limit Standalone wall girt line analysis details. Design Data - Summary Span Length Mark Left Right Brace Nest End Load Check Control ID No. Lap Lap Pts Mem Clip Case Ratio Check --------------------------------------------------------------------------- (ft) (ft) (ft) # # 3L 1.125 9.5Z14 0.000 0.000 0 1 No 2 0.288 web crippling 0 L/ 999 deflection 3A 3.000 9.5Z14 0.000 0.000 3 1 No 2 0.288 web crippling 3 L/117917 deflection 3B 3.000 9.5Z14 0.000 0.250 0 1 No 2 0.141 web crippling Page 1 of 2 3 L/87134 deflection 2A 3.000 9.5Z14 0.250 0.000 0 1 No 2 0.141 web crippling 3 L/87134 deflection 2B 3.000 9.5Z14 0.000 0.250 0 1 No 2 0.141 web crippling 3 L/87134 deflection lA 3.000 9.5Z14 0.250 0.000 0 1 No 2 0.141 web crippling 3 L/87134 deflection 1B 3.000 9.5Z14 0.000 0.000 0 1 No 2 '0.288 web crippling 3 L/118428 deflection 1R 1.125 9.5Z14 0.000 0.000 0 1 No 2 .0.288 web crippling 0 L/ 999 deflection tal design weight per run = 86.557 lbs. Maximum stress ratio = 0.288. andalone wall girt line analysis details. sign Data - Applied loads . Load Load Span Intensity From Intensity To Type Group # lb/ft(kips) feet lb/ft feet 1 UNIF W- 3L -184.135 0.000 -184.135 1.125 2 UNIF W- 3A -184.135 0.000 -184.135 2.367 3 UNIF W- 3A -163.194 2.367 -163.194 3.000 4 UNIF W- 3B -163.194 0.000 -163.194 3.000 5 UNIF W- 2A -163.194 0.000 -163.194 3.000 6 UNIF W- 2B -163.194 0.000 -163.194 3.000 7 UNIF W- lA -163.194 0.000 -163.194 3.000 8 UNIF W- 1B -163.194 0.000 -163.194 0.717 9 UNIF W- 1B -184.135 0.717 -184.135 3.000 10 UNIF W- 1R -184.135• 0.000 -184.135 1.125 11 UNIF W+ ALL 148.969 0.000 148.969 0.000 Page 2 of 2 BUILDING SERVICES GROUP Left End Wall Girt Design (typical) esigner: CADD Version Number: Ver. 31.1 fob Number: 11924101, Module: 1 Date/Time: 09/26/08 01:32 PM �-------------------------------------------------------------------------- iype Width Length Ridge Dist Slope(F) Slope(R) . NO.BAYS ILSS 34.917 ft 73.333 ft 34.917 ft 1.000:12 0.000:12 3 --------------------------------------------------- =---------------------- ,all Base Adjustments: FSW RSW LEW REW 0.000 ft 0.000 ft . 0.000 ft 0.000ft -------------------------------------------------------------------------- .Wall Eave Ht. Lean -To Width E.Wall Type Col.Spc. Girt Type Overhang ront: 20.917 ft 0.000 ft Left 1 S B 0.000 ft Rear: 23.827 ft 0.000 ft Right 1 C B 0.000 ft uilding Code:. 2006 Florida Building Code -------------------------------------------------------------------------- uilding Use Category: IV. Buildings and other structures designated as essential facilities (Wind Importance Factor = 1.150) . ind Velocity = 150.000 mph pen Condition: Enclosed Buildings ind Exposure Category: C. Open terrain with scattered obstructions, including surface undulations or other irregularities, having heights less than 30 ft extending more. than 1500 ft from the building site in any quadrant Design Wind Pressure (Cladding and Secondary) = 52.686 psf -------------------------------------------------------------------------- Design Z Left Right Edge -Int. Zone Coef- -Ext. Zone Coef- Spacing Cond Inset Inset Strip Suction Pressure Suction Pressure 3.000 ft B 0.000 ft 0.000 ft 3.492 ft -1.056 0.966 -1.211 0.966 tandalone wall girt line analysis details. esign Data - Load Combinations No. Load Case Description i ---- ------ ----- ------------ ----------------------------------------------- W- Check By ASD; No Deflection Limit 2 W+ Check By ASD; No Deflection Limit 0.70W- No Stress Check; L/120 Deflection Limit 4 0.70W+ No Stress Check; L/120 Deflection Limit Standalone wall girt line analysis details. Design Data - Summary Span Length Mark Left Right Brace Nest End Load Check Control ID No. Lap Lap Pts Mem Clip Case Ratio Check (ft) (ft) (ft) # # I-------------------------------------------------------------- ------------ 1 17.458 9.5Z14. 0.000 1.000 2 1 No 1 0.796 bearingat bolt 3 L/1120 deflection 2 17.458 9.5.Z14 1.000 0.000 2 1 No 1 0.796 bearing at bolt 3 L/1120 deflection Page 1 of 2 tal design weight per run = 157.798 lbs. Maximum stress ratio = 0.796. andalone wall girt line analysis details. sign Data - Applied loads Load Load Span Intensity From Intensity To Type Group 0 lb/ft(kips) feet lb/ft' feet ------------------ ------------------------------------------------------- I UNIF W- 1 -191.478 0.000 -191.478 3.492 2 UNIF W- 1 -166.866 3.492 -166..866 17.458 3 UNIF W- 2 -166.866 0.000 -166.866 13.967 4 UNIF W- 2 -191.478 13.967 -191.478 17.458 5 UNIF W+ ALL 152.640 0.000 152.640 0.000 Page 2 of 2 BUILDING SERVICES GROUP Right End Wall Girt Design (typical) esigner: CADD Version Number: Ver. 31.1 ob Number: 11924101, Module: 1 Date/Time: 09/26/08 01:33 PM --------------------------------------------------------------- ype Width Length Ridge Dist Slope(F) Slope(R) 7---------- NO.BAYS LSS 34.917 ft 73.333 ft 34.917 ft 1.000:12 0.000:12 3 ----------------------------------- all Base Adjustments: FSW 7-------------------------------------- RSW LEW REW 0.000 ft 0.000 ft 0.000 ft 0.000ft -------------------------------------------------------------------------- .Wall Eave Ht. Lean -To Width E.Wall .Type Col_Spc. Girt Type Overhang ront: 20.917 ft 0.000 ft Left 1 S B 0.000 ft Rear: 23.827 ft 0.000 ft Right 1 C B 0.000 ft Building Code: 2006 Florida Building Code -------------------------------------------------------------------------- uilding Use Category: IV. Buildings and other structures designated as essential facilities (Wind Importance Factor = 1.150) ind Velocity = 150.000 mph ,pen Condition: Enclosed Buildings ind Exposure Category: C. Open terrain with scattered obstructions, including surface undulations or other irregularities, having heights less than 30 ft extending more than 1500 ft from the building site in any quadrant Design Wind Pressure (Cladding and Secondary) = 52.686 psf --------------------------------------------------------------------------- Design Z Left Right Edge -Int. Zone Coef- -Ext. Zone Coef- Spacing Cond Inset Inset Strip Suction Pressure Suction Pressure -------------------------------------------------------------------- I3.000 ft B 0.000 ft 0.000 ft 3.492 ft -1.056 0.966 -1.211 0.966 tandalone wall girt line analysis details. esign Data - Load Combinations No. Load Case Description -------------------------------------------------------------------------=- 1 W- Check By ASD; No Deflection Limit 2 W+ Check By ASD; No Deflection Limit 3 0.70W- No Stress Check; L/120 Deflection Limit 4 0.70W+ No Stress Check; L/120 Deflection Limit Standalone wall girt line analysis details. Design Data - Summary Span Length Mark Left Right Brace Nest End Load Check Control ID No. Lap Lap Pts Mem Clip Case Ratio .Check (ft) (ft) (ft) # # --------------------------------------------------------------------------- 1 17..458 9.5214 0.000 1.000 2 1 No 1. 0.796 bearing at bolt 3 L/1120 deflection 2 17.458 9.5Z14 1.000 0.000 2 1 No 1. 0.796 bearing at bolt 3 L/1120 deflection Page 1 of 2 �otal design weight per run = 157.798 lbs. Maximum stress ratio = 0.796. Standalone wall girt line analysis details. Design Data - Applied loads o. Load Load Span Intensity From Intensity. To Type Group # lb/ft(kips) feet lb/ft feet ----------------------------------- 1 UNIF W- 1 ------------------------------------- -191.478 0.000 - 191.478 3.492 2 UNIF W- 1 -116*166 3,492 -166,866 17,158 3 UNIF W- 2 -166.866 0.000 -166.866 13.967 4 UNIF W- 2 -191.478 13.967 -191.478 17.458 5 UNIF W+ ALL 152.640 0.000 152.640 0.000 Page 2 of 2 Section' 5 Panels i American Buildings Company I 30" 318' I 3. 7ld2 I 3/4' 1 ,7fl2 PANEL PROFILE PARTIAL CROSS.SECTION Base Total Panel Top Bottom Designated Gage Metal Thickness Weight In Compression In Com ression Fy/1.67 of Steel Thickness (Inches) (lbs./ft.2) Ix Sx Ix Sx (ksi) (Inches) (In"/ft.) (In /ft.) (In"/ft,) (In"A.) . j 29 Gage 0.0137 0.0153 0.75 -0.030 •.0.025 •0.026 -0.036 36 .. 26 Gage 0.0177 0.0193 0.94 0.04.3 0.039 .0.036. 0.047 36 24 Gage 0.0225 0.0241 1.1.7.:: 0.060 "0.'054 0:048 •• 0.060 36 r 22 Gage 0.0300 0.0316 1,54 :" 0.083 '-0.084 -0.070 0:082 ' '30 Designated Gage Steel Number of Spans FL= 3'-.0" 3'-6" V-0" .,. 4`-6" M. 1 �`r P tiof 5'-0" k 16'-0" 7-0" 7'-6" ' 1 671-95 50 / -64 38 / 43 1 301-30 . 24 / -22 15 / -13 .9 / -8 . 71=7. 29 Gage 2 3 95 / -67 119 I -84 70 / -50 87 / -62 53 / -38 67 / -47 42 / -30 53 / -37 34 / -24 43 / -30 241-17 . 271-21 17 / -12 171-1.5 : •15 / -11 ; 1.4 4 111 / -79 81 / -58 62 / -44 . 49 / -35 ..40 / -28 - '281-20 ' 18 / -14 15 / -13 1 105 / -124 77 / -87 59 / -58. 47 / -41 36 / -30 21./ A 7 .:13 / A 1 .:11 'h=9 26 Gage 2 3 124 / -105 156 / -131 91 / -77 1141-96 70 / -59 88 / -74 55 / -47 69 / -58 45 / -38 56 / -47 . 31 / -26 391-33 23 / -19 25 / -21 20 / 717. : 20 / -17 4 145 / -122 107 / -90 82 / -.69 651-54 . 52 / -44 36 / c31 26 l 22 21. / -18 1 145 / -160 107 / -117 82 / -78 65 / -55 50 / -40 29 / 23 .18 / -15 151-12 24 Gage 2 3 160 / -145 200 / -181 118 / -107 147 / -133 901,82 113 / -102 71 / -65 89 / -81 58 / -52 72 / -65 40 / -36 50 / -44 29 / -27 34 / -28 .':26 / -23 28 / -22 . - - 4 187 / -169 137 / -124 105 / -95 83 / -75 67 / -61 47 / -42 34 / -29 30 / -24. 1 188 / -182 138 / -134 106 / -102 83 / -81 68 / -59 40 / -34 25 / =21 -. 21 1-17 .. 22 Gage 2 3 182 / -188 227 / -235 134 / -138 167 / -172 1021-106 128 / -132 81 / -83 101 / -104 65 / -68 82 / -84 45 / -47 57 / -59 33 / -34 42 / -40 29 / -30 36 / -33 4 1212 / -219 156 / -161 119 / -123 94 / -97 1 76 / -79 53 / -55 r 39 / .40 34 / -35 1. Section properties have been calculated in accordance with the AISI Specification for the Design of Cold -Formed Steel Structural Members, 1996 Edition, including Supplement No. 1 (1999). 2. Minimum yield strength of 29, 26 and 24 gage'steel is 80,000 psi. Minimum yield strength of 22 gage steel is 50,000 psi. 3. Steel panels are either aluminum -zinc alloy or G-90 coated. The base metal thickness shown in the minimum design thickness and was used in determining section properties. 4. Positive load is downward load applied to the top of the panel cross section as shown above. Negative load is opposite. 5. The loads shown are limited by the more critical of Span/150 deflection or the allowable bending moment with no stress I � increase. Section 5 Page 1 PANEL PROFILE American Buildings Company 12 4" 4" 4" I 30° 1 1/4" I 7/32" 50°t � 3/8" 1 318" 117/321' i PARTIAL CROSS SECTION II t=IR 9eer�r�g Pc�perhesspf a.... ! Ainehlcan Ac��ctutal II rPant k Designated Gage of Steel Base Metal Thickness (Inches) Total Thickness (Inches) Panel Weight. (Ibs./ft.2) Top In Com ression Bottom In Compression Fy/1.67 (ksi) Ix (In4/ft.) Sx (10ft.) Ix (In"/ft.) Sx (10ft.) 29 Gage 0.0137 0.0153 0.75 0.026 0:036 0:030 ' 0.025 .36 26 Gage 0.0177 0.0193 0.94 0.036 0.047 0.043 0.039 36 24 Gage 0.0225 0.0241 1.17 0.048 .0.060 0.060 0.054 36 22 Gage 0.0300 0.0316 1,:54 •0.070 0.082 -: 0.083 0.084 ` 30 Designated Gage of Steel Number of Spans _ �* . _ �'� "w x` 'YR,a '� � �� y vv v:L..aa y.�r w.'a,. ,,�,.IUIa�cFrra�mTpta'� v4��.... .r,..<.'r err �^ ; t�>�tfcrm�.aad�n .u..i. ... j `r o� x 4 rkR�` , �•yY,� , - L = 3'-0" 3'-6" 4'-0" 4'-6" 5'-0" 6'-0" 7'-0" .. 7.'-6" 29 Gage 1 95 / -67 70 / -50 53 / -38 38 / =30 28 / 24 .16 / -17 10 / A 1 '. : 8 / =9 2 67 / -95 50 / -70 38 / -53 30 / -42 24 / -34 17 / -24 .12 1 -1.7 1.1 /=15 3 84 / -119 62 / -87 47 / -67 37 / -53 30 / -43 21 / -30 15 / -22 13 / -18 4 79 / -111 58 / -81 44 / -62 35 / -49 28. / -40 20 / -28 14 / -20 13 / -18 26 Gage 1 124 / -105 91 / -77 70 / -59 51 / -47 37 / -38 22/-26 14 / -16 11 / -13 2 105 / -124 77 / -91 59 / -70 47 / -55 38 / -45 26 / -31 19 / -23 17 / -20 3 131 / -156 96 / -114 74 / -88 58 / -69 47 / -56 33 / -39 24/-29 21 / -25 4 122 / -145 90 / -107 69 / -82 54 / -65 44 / -.52 31 / -36 22 / -27 • . 20 / -23 . 24 Gage 1 160 / -145 118 / -107 90 / -82 69 / -65 50 / -52 . 29 / -36 18 / -23 15. / -19 2 145 / -160 107 / -118 82 / -90 65 / -71 52 / -58 36 / -40 27 / -29 23 / -26 3 181 / -200 133 / -147 102 / -113 81 / -89 65 / -72 45 / -50 33 / -37 . -28 / -32 4 169 / -187 124 / -137 95 / -105 75 / -83. 61 / -67 42 / -47 31 / -34 27 / -30 22 Gage 1 182 / -188 134 / -138 102 / -106 81 / -83. 65 / -68 42 / -47 27 / -32 :22 / -26 2 188 / -182 138 / -134 106 / -102 83 / -81 68 / -65 47 / -45 34 / -33 30 / -29 3 235 / -227 172 / -167 132 / -128 104 / -101 84 / -82 59 / -57 43 / -42 38 / -36 4 219 / -212 161 / -156 123 / -119 97 / -94 1 79 / -76 55 / -53 40 / -39 35 / -34 1. Section properties have been calculated in accordance with the AISI Specification for the Design of Cold -Formed Steel Structural Members, 1996 Edition, including Supplement No. 1 (1999). 2. Minimum yield strength of 29, 26 and 24 gage steel is 80,000 psi. Minimum yield strength of 22 gage steel is 50,000 psi. 3. Steel panels are either aluminum -zinc alloy or G-90 coated. 'The, base metal thickness shown in the minimum design thickness and was used in determining section properties. 4. Positive load is downward load applied to the top of the panel cross section as shown above. Negative load is opposite. 5. The loads shown are limited by the more critical of Span/120 deflection or the allowable bending moment with no stress increase. American Buildings Company I 12" l 1 5/16" 642' 518" PANEL PROFILE PARTIAL CROSS SECTION �C i:.. ' 3:.y � E�.. .. ♦♦/�hhnn rF }]}} . Y;��{{..jy., y. <Tk" 3..: :g 4 ..� r'F .. � it la ]`�t.n p ��aa',Z k� ..,�� d +�. �... 3 „tp` .. Designated Gage of Steel Base Metal Thickness (Inches) Total Thickness (Inches) Panel Weight (Ibs./ft.2) Rib In Compression Flat In Compression Fy/1.67 (ksi) Ix (In4/ft.) Sx (In°/ft.) Ix (in4/ft.) Sx (Ind/ft.) 29 Gage 0.0137 0.0153 0.75 0.024 0.'032 - 0.024.... 70:028 - 36 26 Gage 0.0177 0.0193 . 0.94 0.033 0.043 -.0.033 0.040 36 24 Gage 0.0225 0.0241 1.17, 0.04.3 0.056 - . '0:043 0.053 r36 22 Gage 0.0300 0.0316 1,54 0.060 0-.076. 0.057.:... ',0.074 :.30 . Designated Gage of Steel Number of Spans s3, Eb., fi=�£ akzxiVtaktrtLmfa�h�fartn Lt�ttzn'S f� " fi L = 3'-0" 3'-6" 4'-0" 4'-6" .5'=0" T A" T-6" 29 Gage 1 86 / -75 63 / -55 49 / -42 351-33 -26 /;-26 15./ -15 ' "`•..91-9 , : 8 / -8 2 75 / -86 55 / -63 42 / -49 33 / -38 27 / -31 19 / 22 14./ -16 -12 / =14 3 94 / -108 69 / -79 53 / -61 42 / -48 34 / -39 23 / -27 17, / -18 14 / -14 . 4 87 / -101 64 / -74 49 / -57 39 / -45 31 / -36 22 / -25 16 / -19 14 / -1.5 - 26 Gage 1 115 / -106 84 / -78 65 / -60 47 / -47 35 / -35 20 7 -20 13 / -1.3 10 / =10 2 106 / -115 78 / -84 60 75 47 / -51 38 / -41 27 / -29 20 / -21 17 / 48 3 133 / -143 98 / -105 75 / -81 59 / -64 48 / -52 33 / -36 24 / -24 19 / -20 .. 4 124 / -134 91 / -98 70 / -75 55 / -60 45 / -48 31 / -33 23 ./ -25 20/-21• 24 Gage 1 150 / -142 110 / -105 84 / -80 62 / -62 1 45 / -45 26/-26 17 1-17 " 13 / -13 2 142 / -150 105 / -110 80 / -84 63 / -66 51 / -54 36 / -37 26 / -27 23 / -24 3 178 / -187 131 / -137 100 / -105 79 / -83 64 / -67 44 / -47 31 / -31 25 / -25 4 166 / -174 122 / -128 93 / -98 74 / -78 .60 / -63 42 / -44' -; 31' / -32 '27. / -27 ` 22 Gage 1 170 / -164 125 / -121 95 / -92 75 / -73 61 / -59 36 / -34 .23 / -22 19 / -.18 2 164 / -170 121 / -125 92 / -95 1 73 / -75 59 / -61 41 / -42 30 / -31 26 / -27 . 3 205 / -212 151 / -156 115 / -119 91 / -94 74 / -76 51 / -53., 38 / -39 33 / -33 4 1192 / -198 141 / -146 108 / -111 85 / -88 69 / -71 48 / -50 35 / -36 31 1-32 0ccuun NruPet uas nave ueen caicuia[eu in accumance wan ine Hioi apecmcanon Tor me wesign or Uo/o-r-ormeo Steel Structural Members, 1996 Edition. including Supplement No. 1 (1999). Minimum yield strength of 29, 26 and 24 gage steel is.80,000 psi. Minimum yield strength of 22 gage steel is 50,000 psi. Steel panels are either aluminum -zinc alloy or G-90 coated. The base metal thickness shown in the minimum design thickness and was used in determining section properties. Positive load is downward load applied to the top of the panel cross section as shown above. Negative load is opposite. The loads shown are limited by the more critical of Span/120 deflection or the allowable bending moment with no stress increase. Section 5 Page 2b o G. '.►,00 American Buildings Company Cold -Formed Steel Structural Members, 1996 Edition, including Supplement No. 1 (1999) 2. Minimum yield strength of steel is 50,000 psi. 3. Steel panels are either aluminum -zinc alloy or .G-90 coated. The base metal thickness shown is the minimum design thickness and was used in determining section properties. 4. Positive load is downward load applied to the top of the panel cross section as shown above. 5. The loads shown are limited by the more critical of Span/150 deflection or the allowable bending moment with no stress increase. EI 3" Section 5 Page 3 American Buildings Company 24" 1�2-1 12- 2 29132" 1 3" — ` 49/16' 81N8' 61/1fi' 49H6' 3/4° j 2 3/8" 19 114" 12 318° PANEL PROFILE CROSS SECTION rt��rtec�ngrl?rrIes ofFAmrian S#asdEng Seam 36i Panel `aF s vF Y` Base Total Panel Top Bottom Designated Gage Metal Thickness Weight In Compression In Com ression Fy/1.67 of Steel Thickness (Inches) (Ibs./ft.2) Ix Sx Ix Sx (ksi) (Inches) (In4/ft.) (In'/ft.) _ (In4/ft.) (In'/ft.) 24 Gage 0.0225 0.0241 _ 1.21 .0.277 0.116 0.140 0.086 30 22 Gage 0.0300 0.0316 1, 58 0.371 -0.159 0.198 :0.117. 30 Designated Gage Number.. h,,,;..?tmt�m Tcia(� �1rt4{m Lcati I PSF� �: of Steel of Spans . L = 2'-6" 3'-0" �:3'4" 4'-0" -4'-6" F-0" 1 372 258 209 145 115 93 ' 24 Gage 2 274 190 154 107 85 J69 3 343 238 193 134 106 86 4 320 222 180 125 99 80 1 508 353 286 198 .1.57 127 22 Gage 2 376 261 211 147 116 94 3 469 326 264 183 145 117 4 438 304 247 171 135 . 110 1. Section properties have been calculated in accordance with the AISI -specifications for the Design of Cold -Formed Steel Structural Members, 1996 Edition, including Supplement No. 1 (1999) ?. Minimum yield strength of steel is 50,000 psi. 3. Steel panels are either aluminum -zinc alloy or G-90 coated. The base metal thickness shown is the minimum design thickness and was used in determining section properties. 4. Positive load is downward load applied to the top of the panel cross section as shown above. 5. The loads shown are limited by the more critical of Span/150 deflection or the allowable bending moment with no stress increase. Section 5 Page 3a 2 15/16" MAMMI MDn=11 c American Buildings Company 1R" NFT rr)%1rQGr]F CROSS SECTION ra� �� tjlilB@i1t1C'I�[CiB £Jy��S QII'[tG1:{10[It'.13 s�' ket* , t ...,.�'� Base Total Panel Top Bottom Designated Gage Metal Thickness Weight In Com cession In Compression Fy/1.67 Of Steel Thickness (Inches) (Ibs./ft.2) (ksi) Ix Sx Ix Sx (Inches) (In4/ft.) (In3/ft.) (In4/ft.) (In3/ft.) 24 Gage 0.0225 0:0241 1.57 0.282• ,.0.162 •0.374 0.162 +- 30 Designated Gage . Number 4" aa:,v 'r=Mr►1?rnratifr�1`i.4d,:i1'F�ar t �� �, °G�.� � 'Yi � � :;� �7�� �.3 � � "ys� � � y st« as•44 � : � Of Steel of Spans L = 5'-0" 6'-0" 8'-0" :9'-.0., 10'-0" :. . 12'-0" .14'-0" 1 130 / -130 90 / -90 51 / ,51 ' 40 / _-40 : 32 / =32 21 •/ -23 ,13:/ r17 24 Gage 2 130 / -130 90 / -90 51 / -51 40 / -40 32 / -32 23 / -23 17 / =17 3 1162 / -162 113 / -113 63 / -63 . 50 / -50 41 / -41 28 / -28 21 ' / -21 . 4 1151 / -151 105 / -105 59 / -59 47 / 47 1 38. / -38 26 / -26 19 / -19 I. aectiun pruperues nave peen caicuiatec in accoraance wren the AW specincaaons ror the Design or Cold -Formed Steel Structural Members, 1996 Edition, including Supplement No. 1 (1999) 2. Minimum yield strength of steel is 50,000 psi. 3. Steel panels are either aluminum -zinc alloy or G-90 coated. The base metal thickness shown is the minimum design thickness and was used in determining section properties. 4. Positive load is downward load applied to the top of the panel cross section as shown above. Negative load is opposite. 5. The loads shown are limited by the more critical of Span/120 deflection or the allowable bending moment with no stress increase. 0 I 2 718" r r' 'SUBJECT TO CHANGE WITHOUT NOTICE '- -REVISED APRIL 1, 2003 Section 5 Page 4 _ American Buildings Company i I iPANEL PROFILESI I .I I - I LOC-SEAM LOG -SEAM 360 i ! 1 63/64'�2" I 16, f� �l i PANEL PROFILE CROSS SECTION � f �+ginee�t�ng Prapert�es c,� u L �6fI F'�r7el � ;� �i Base Total Panel Top Bottom Designated Gage Metal' Thickness Weight In Com ression In Com ression Fy/1.67 Of Steel Thickness (Inches) (Ibs./ft.2) Ix Sx Ix Sx (ksi) (Inches) (in °/ft.) (In-/ft.) (In4/ft.) (In°/ft.) 24 Gage 0.0225 0.0241 1.35 0.152 _ r0:079 _0.071 0.060 30 22 Gage 0.0300 0.0316 1.77 0.213 0.127 0.106 0.092 30 I Designated Gage Number I Of Steel of Spans L = 2'-6" 3-0" 3'-6" 4'-0" 4"-6" 5'-0" 1 254 177 130 99 78 '64 24 Gage 2 192 133 98 75 59 48 3 240 167 122 94 74 60 4 224 156 114 88 69 56 1 405 281 207 158 125 101 22 Gage 2 295 205 150 115 91 74 3 368 256 188 144 114 92 4 344 239 175 134 106 86 1. Section properties have been calculated in accordance with the A/SI specifications for the Design of Cold -Formed Steel Structural Members, 1996 Edition, including Supplement No. 1 (1999) ! 2. Minimum yield strength of steel is 50,000 psi. 1 3. Steel panels are either aluminum -zinc alloy or G-90 coated. The base metal thickness shown is the minimum design thickness and was used in determining section properties. 1 4. Positive load is downward loadapplied to the top of the panel cross section as shown above. 1 5. The loads shown are limited by the more critical of Span/150 deflection or the allowable bending, moment with no stress increase. I I � TO CHANGE WITHOUTNOTICE-REVISED -- 00 1 Section 5 Page 5, I 1 63/64" PANEL PROFILE American Buildings Company CROSS SECTION a {'r .f � ��]✓ngi�ee"�rnc� Designated Gage Of Steel �r����i�esof,�ta�€��t�a�r Base Metal Thickness (Inches) Total Thickness (Inches) Panel Weight (lbs./ft.Z) s���� �*L= oowa�ea�xL��"LcsG�,eam��6�'#?atte� ���� Top Bottom In Com ression In Com ression �x�� 4� �I,,x Fy/1.67 (ksi) Ix (in 4/ft.) Sx (fn'/ft.) Ix (In 4/ft.) Sx (In'/ft.) 24 Ga e 0.0225 0:0241 1.47 0.189 0.108 - 0.095 ,.. •,0.080 .30 22 Gage 0.0300 0.0316 1.93 - 0.265 0.166 . :0.141 0.122 - .80 Designated Gage Of Steel Number�$'?3[V�kiu3�o# of Spans Uif©t L;ccQit° P32�i�F' L = 2'-6" 3-0" 3'-611 . 4'-011 4'-6" 5'-0.1. 24 Gage 1 345 239 176 135 106 86. 2 255 177 130 100 79 64 3 319 222 163 125 99 80 4 298 207 152 116 92 75 22 Gage 1 532 369 271 208 164 133 2 391 272 200 153 121 98 3 489 339 249' 191 151 122 4 456 317 233 178 141 114 i. Section properties nave Deen caicuiateo in accordance witn the AIJI speciricanons rorrne uesign or Cold -Formed Steel Structural Members, 1996 Edition, including Supplement No. 1 (1999) 2. Minimum yield strength of steel is 50,000 psi. 3. Steel panels are either aluminum -zinc alloy or G-90 coated. The base metal thickness shown is the minimum design thickness and was used in determining section properties. 4. Positive load is downward load applied to the top of the panel cross section as shown above. 5. The loads shown are limited by the more critical of Span/150 deflection or the allowable bending moment with no stress increase. SUBJECT TO CHANGE WITHOUT NOTICE REVISED APRIL 1, 2003 Section 5 Page 6 American Buildings Company 6° 3/4" 1" 3/4" 3 tfT 3W UT 45' 3/4" PANEL PROFILE PARTIAL CROSS SECTION Ali Y "0E $ E I} i fiT.2 Ya :x� F' Designated Gage of Steel HrQie�r Base Metal Thickness (Inches) Fix Total Thickness . (inches) $� t3ti16j!1Gc'T Panel Weight (Ibs./ft.2) S ...........,>,,.M Top In Com ression Bottom In Com ression Fy/1.67 (ksi) Ix (In4/ft.) Sx (10ft.) Ix (In4/ft.) Sx (In3/ft.) 29 Gage 0.,0137 0.0153 0.75 0.016 0.026 0.011 '0.024 36 26 Gage 0.0177 0.0193 0.94 0.022 0.038 0.015 0.034 36 24 Gage 0.0225 0.0241 - 1.17 0.029 0.053 0.021 0.048 '36 22 Gage 0.0300 0.0316 1.54 0.040 0.076 0.'033 0.070 30 Designated Gage of Steel Number�3k�fik�,xrru�rTa>viartui+�n'F�y of Spans N' d S.A . L = 2'-0" 4 3"I ir}t Y .' 'Fa A 2'-6" 3'-0" 5 j, "�°' 3'-6" ,ysb" -4'-0" • y°s{ J� _.A 4'-8" .�j4 £R .'�.��4• 5'-0" 29 Gage 1 156 / -140 100 / -72 61 / -41 38 / -26 26 / -17 16 / -12 13 / -9 2 140 / -156 91 / -100 63 / -69 46 / -51 36 /-39 28 / -30 23 / -22 3 178 / -195 114 / -124 79 / -78 58 / -49 44 / -33 35 / ,23 : 25 / A 7 4 166 / -182 106 / -116 74 / -81 54 / -52 41 / -35 . 33 / -25 . 26 / -18 26 Gage 1 229 / -197 147 / -101 85 / =58 54 / *37 . 36 / -25 25 / -17 18 / -13 2 204 / -229 131 / -147 91 / -102 67 / -75 51 / -57 40 / -42 33 / -30 3 255 / -287 163 / -183 113 / -110 83 / -69 64 / -46 48 / -33 35 / -24. 4 238 / -268 153 / -171 106 / -117 78 / -74 60 / -49 47 / -35 37 / -25 24 Gage 1 315 / -275 197 / -141 114 / -82 72 / -51 48 / -34 34 / -24 25 / -18 2. 290 / -315 186 / -202 129 / -140 95 /-103 73 / -79 57 / -58 46 / -42 3 363 / -394 232 / -252 161 / -154 118 / -97 91 / -65 64 / -46 46 / -33 4 338 / =368 217 / -235 150 / -163 111 / -103 85 l -69 67 / -48 49 / -35 22 Gage 1 382 / -352 244 / -224 155 / -129 98 / -82 66 / -55 46 / -38 34 / -28 2 352 / -382 225 / -244 156 / -170 115 / 125 88 / -95 69 / -75 56 / -61 3 440 / -477 281 / -305 195 / -212 144 / -124 110 / -103 87 / -72 63 / -53 4 410 / -445 263 / -285 182 / -198 134 / -145 103 / -109 81 / -77 66 / -56 1. Section properties have been calculated -in accordance with the A/SI Specification for the Design of Cold -Formed Steel Structural Members, 1996 Edition, including Supplement No. 1 (1999). 2. Minimum yield strength of 29, 26 and 24 gage steel is 80,000 psi. Minimum yield strength of 22 gage I steel is 50,000 psi. 3. Steel panels are either aluminum -zinc alloy or G-90 coated. The base metal thickness shown in the minimum design thickness and was used in determining section properties. i 4. Positive load is downward load applied to the top of the panel cross section as shown above. Negative load is opposite 5. The loads shown are limited by the more critical of Span/150 deflection or the allowable bending moment with no stress increase. i SUBJECT TO • • • Section 5 Page 7 PANEL PROFILE American Buildings Company 0.3300" INSIDE 0.0625' INSIDE 7 1.7500" 1.4335" 0.9261" F1.6300. j_ 12". 16" or 18" NET COVERAGE II I CROSS SECTION Ij I Designated Gage of Steel Panel Width (Inches) ..rr.......:n....w.,,v:....»5... Base Metal Thickness (Inches) Total Thickness (Inches) Panel Weight (lbs./ft.2) Top In Com ression Bottom In Com ression Fy/1.67 (ksi) Ix (In"/ft.) Sx (In'/ft.) Ix (in41ft.) Sx (In'/ft.) 24 Gage 18 0.0225 0.0241 1.31 0.086 0.055 0.039 0.038 30 16 1.35 0.095 0.062 0.044 0.043 12 1.47 0.118 0.083 0.058 0.057 22 Gage 18 0.0300 0.0316 1.72 0.112 0.075 0.057 0.053 30 16 1.77 0.123 0.084 0.065 0.060 12 1.93 0.154 0.1.09 0.086 0.079 Designated Gage of Steel Panel Width (Inches) Nurnberg"�ta€"IptI�U�ai>,iik:4di111�SF€ of Spans i� F% � k ,��� El..r... L = 2'-6" � E � ,.� 3 � L =3'-0" c � ,•7 -'?ia 3'-6" ^Kv�. 1 .�$ 4'-0" �'�� sr��'rc 4'-6" K r � 5'-0" 24 Gage 18 1 175 122 89 69 54 44 2 121 84 62 47 37 30 3 152 105 77 59 47 38 4 142 98 72 55 44 35 .16 1 198 138 101 77 61 .50 I 2 136 95 70 53 42 34 3 170 118 87 1 67 53 43 4 159 110 81 62 49 40 12 1 264 184 135. 103 .82 ' 66 2 181 126 93 71 56 45 3 227 158 116 89 70 57 4 212 147 108 83 65 53 22 Gage 18 1 241 168 123 1 94 74 60 2 169 118 86 66 52 42 3 212 147. 108 83 65 53 4 198 137 101 77 61 49 16 1 269 187 137 105 83 67 2 190 132 97 74 59 48 3 238 165 121 1 93 73 60 4 222 154 113 87 69 56 12 1 350 243 178 137 108 87 2 253 176 129 99 78 63 3 317 220 162 124 98 79 4 296 205 151 116 91 74 1. Section properties have been calculated in accordance with the AISI specifications for the Design of Cold -Formed Steel Structural Members, 1996 Edition, including Supplement No. 1 (1999). 2. Minimum yield strength of steel is 60,000 psi. 3. Steel panels are either aluminum -zinc alloy or G-90 coated. The base metal thickness shown is the minimum - design thickness and was used in determining section properties. 4. Positive load is downward load applied to the top of the panel cross section as shown above. 5. The loads shown are limited by the more critical of Span/150 deflection or the allowable bending moment with no stress increase. UBJECT TO CHANGE WITHOUT NOTICE = . • - - I SSUED APRI 00 Section 5 Page 8 Section 6 Miscellaneous STANDARD SPECIFICATIONS AMERICAN BUILDINGS COMPANY II CONTENTS 1. 1.1. SCOPi .......................................................................3 1.1.1. tent......................................................................3 1.1.2. Performance ............................................. . ...........3 1.1.3. �roducf Change.....:.................................................. 3 1.2. B ILD&G DESCRIPTION... ..............................3 IRF........................................................................3 1.2.2. F..........................................................................3 1.2.3. RF-M.....................................................................3 1.2.4. 1 F-M......................................................................3 1.2.5. GC........................................................I.................3 1.2.6. GC-M......................................................................3 1.2.7. LT...................................................:...................... 3 1.2.8. LP2.........................................................................3 r1.2.9. LP2-M.....................................................................3 1.2.1 LP4........................................................................3 1.2.1 . LP4_M .................................................................... 1.2.1 LSS.......................................................................3 1.2.4 LSS-M....................................................................3 1.2.1 . SSF.......................................................................3 1.2.1 . SSF-M....................................................................4 1.3. BUIL ING NOMENCLATURE..............................................4 1.3.1 Roof Slope............................................................... 4 1.3.2 Width.......................................................................4 1.3.3 Eave Height.............................................................. 4 1.33.....................................................................4 1.3.. Bay Spacing (Standard) .............................................. 4 1.3. Bay Spacing (Shadow Panel) ....................................... 4 1.4. D INGS AND CERTIFICATION.......................................4 1.4. 1 Drawings..................................................................4 1.4. Certifications.........................:...................................4 1.4. 1 AISC Certificafion....................................................... 4 2. STRUCTURAL STEEL DESIGN 2.1. GENERAL.. r...................................................................4 2.1. i. Structural Mill Sections ................................................ 4 2.1. Cold Formed Sections ................................................ 4 2.2.' DE IGN LOADS.................................................................4 2.2.. Loading Criteria......................................................... 4 2.2. Most Severe Conditions ............................................... 4 2.2.3. Load Projections........................................................ 5 2.2.4. Special Loads ...................................... . .................... 5 2.3'. DE IGN POLICY...............................................................5 2.311. Standard Design Practices ........................................... 5 2.3; . Rigid Frame Design....................................................5 3. BASIC MATERIAL SPECIFICATIONS 3.1. PF�, MARY FRAMING STEEL ................................................ 5 3.11. Mill -Rolled Sections ........................... :..... ................... 5 3.?,2. Built -Up Sections....................................................... 5 3. 3. Endwall "C" Sections .................................................. 6 3.2. SECONDARY FRAMING STEEL ............................................ 6 3.2.1. Rolled Formed Sections ................................................ 6 3.2.2. Rolled Formed Sections (Galvanized) ..............................6 3.3. ROOF AND WALL PANEL MATERIAL .................................... 6 3.3.1. 26 Gage Material — Zinc -Coated (Galvanized) ................... 6 3.3.2. 24 Gage Material — Zinc -Coated (Galvanized) .................... 6 3.3.3.26 Gage Material — Aluminum -Zinc Alloy -Coated ............... 6 3.3.4.24 Gage Material — Aluminum -Zinc Alloy -Coated ............... 6 3.3.5. 24 Gage Material — Aluminum -Zinc Alloy -Coated ............... 6 3.3.6. 22 Gage Material — Aluminum -Zinc Alloy -Coated ............... 6 4. STRUCTURAL FRAMING 4.1. GENERAL......................................................................... 6 4.1.1. Field Bolt Assembly ..................................................... 6 4.1.2. Shop Connections....................................................... 6 4.1.3. Identification Mark ...................................................... 6 4.1.4. Visual Inspection......................................................... 6 4.2. PRIMARY FRAMING........................................................... 6 4.2.1. Rigid Frame............................................................... 6 4.2.2. Endwall Frames.......................................................... 6 4.2.3. Plates, Stiffeners, etc ................................................... 6 4.2.4. Bolt Holes.................................................................. 6 4.3. SECONDARY FRAMING ...................................................... 6 4.3.1. Purlins and Gins ......................................................... 6 4.3.2. Eave Struts................................................................ 6 4.3.3. Base Angle................................................................ 6 4.4. BRACING...........................................................................6 4.4.1. Diagonal Bracing......................................................... 6 4.4.2. Flange Bracing............................................................ 7 4.4.3. Special Bracing........................................................... 7 5. ROOF AND WALL COVERING 5.1. GENERAL......................................................................... 7 5.1.1. Wall Panel.................................................................. 7 5.1.2. Roof Panel.................................................................7 5.1.3. Liner and Soffit Panel ................................................... 7 5.1.4. Facade Fascia Panel .................................................. 7 5.1.5. Long Span 111 Panel ..................................................... 7 5.1.6. Architectural 1I1 Panel ................................................... 7 5.1.7. Architectural "V"Rib Panel............................................7 5.1.8. Multi -Rib Liner Panel .................................................... 7 5.1.9. Long Span Liner Panel ................................................. 7 5.1.10. Shadow Panel........................................................... 7 5.1.11. Soffit Liner Panel .......................... 7 5.1.12. Standing Seam Panel ................................................. 7 5.1.13. Loc Seam Panel ........................................................ 7 5.1.14. Mansard Fascia Panel ................................................ 7 5.1.15. Seam Loc Panel ........................................................ 8 5.2. PANEL DESCRIPTION.........................................................8 5.2.1. Long Span Ili Panel ...................................................... 8 5.2.2. Architectural III Panel .................................................... 8 5.2.3. Architectural "V" Rib Panel ........................................... 8 02l03, American Buildings Company 1 STANDARD SPECIFICATIONS AMERICAN BUILDINGS COMPANY 5.2.4. Multi -Rib Panel. ......................................................... 8 5.2.5. Shadow Panel ........................................; .................. 8 5.2.6. Soft Liner Panel ........................................................ 8 5.2.7. Standing Seam Panel .................................................. 8 5.2.8. Loc Seam Panel ....................•...,..........•.................... 8 5.2.9. Mansard Fascia Panel ......................................:.....:... 8 5.2.10. Seam Loc Panel ...................................................... 8 5.2.11. Panel Length........................................................... 8 5.2.12, Endwall Edge Cuts ...............•................................... 8 5.2.13. Oilcanning............................................................... 8 6. MISCELLANEOUS MATERIAL SPECIFICATIONS 6.1. FASTENERS.....................................................................8 6.1.1. Structural Bolts.......................................................... 8 6.1.2. Fasteners for Roof Panels ............................................ 8 6.1.3. Fasteners for Roof Panel Side Laps ............................... 9 6.1.4. Fasteners for Roof Panels and Flashing .......................... 9 6.1.5, Fasteners for Roof Panel Clips ...................................... 9 6.1.6. Fasteners for Wall Panels ........................................... 9 6.1.7. Fasteners for Wall Panel Side Laps ................................ 9 6.1.8. Fasteners for Shadow Panels ....................................... 9 6.1.9. Blind Fasteners (Rivets) ........................ I...................... 9 6.2. PANEL CLIPS...................................................•................9 6.2.1. Standing Seam II Panel Clips ........................................ 9 6.2.2. Loc Seam Panel Clips .................................................. 9 6.2.3. Mansard Fascia Panel Clips .......................................... 10 6.2.4. Standing Seam 360 Panel Clips.....................................10 6.2.5. Seam Loc Panel Clips..................................................10 6.3. CLOSURES AND SEALANTS .............................................. 10 6.3.1. Closure Strips.............................................................10 6.3.2. Metal Closures...........................................................10 6.3.3. Sealer: Long Span and Multi -Rib Panels ......................... 10 6.3.4. Sealer: Standing Seam, Loc Seam & Seam Loc...............10 6.3.5. Sealer. Standing Seam and Loc Seam Panels................ 10 6.3.6. Caulk .............. .... ...................................................... 10 6.4. GUTTER, FLASHINGS AND DOWNSPOUTS ..........................10 6.4.1. Gutters, and Flashings...........................................:..... 10 6.4.2. Downspouts............................................................... 10 7. PAINTING 7.1. STRUCTURAL PAINTING .................... •........................... •...10 7.9.1. Shop Applied Primers.....................................I...........10 7.1.2. Pre -painted Cold Formed Materials ............................... 10 7.1.3. Abrasions After Handling ....:........................................ 11 7.2. LONG LIFE COATED PANELS ................................................ 11 7.2.1. Base Metal ........................................ •...................... 11 7.2.2. Prime Coat............................................................... 11 7.2.3. Exterior Coat.............................................................11 7.2.4. Interior Finish.............................................................11 7.3. PREMIUM 70 COATED PANELS ........................................... 11 7.3.1. Base Metal ................................ 7....... ........ ............,. 11 7.3.2. Prime Coat..... •......................................................... 11 7.3.3. Exterior Coat.............................................................11 7.3.4. Interior Finish.............................................................11 7.4. PREMIUM 70M COATED PANELS .................. 7.4.1. Base Metal ......................................... 7.4.2. Prime Coat. ....................................... 7.4.3. Exterior Coat ....................................... 7.4.4. Interior Finish ....................................... 8. ACCESSORIES ........................ 11 .......................11 ......I ................ 11 ....I.................1.11 ........................12 8.1. WINDOWS....................................•.....................................12 8.1.1. Standard Windows.......................................................12 8.1.2. Narrow light Windows .................................................. 12 8.1.3. Thermal Barrier Windows .............................................. 12 8.2. PERSONNEL DOORS...........................................................12 8.2.1. Standard Doors........................................................... 12 8.2.2. Door Frames.........:.....................................................12 8.2.3. Locksets..................................................................... 12 8.2.4. Panic Devices.............................................................. 8.3. PRE -ASSEMBLED PERSONNEL DOORS ..............................:. 8.3.1. Standard Doors ............................................... I........... 1s 8.3.2. Door Frames...............................................................13 8.3.3. Locksets...............................................:.....................13 8.3.4. Panic Devices............................................................. 13 8.3.5. Threshold....................................................................13 8.4.OVERHEAD DOOR FRAMING ............................................... 13 8.4,1. Support Framing..........................................................13 8.5. GRAVITY VENTILATORS..................................................... 13 8.5.1. Ridge Ventilator..........................................................13 8.5.2. 20"Round Ventilator..................................................... 13 8.6. LOUVERS.....................................................................:....13 8.6.1. Standards........................................................:..........13 8.7. SKYLIGHTS....................................................................... 13 8.7.1. Roof Panels................................................................ 13 8.7.2. Wall Panels................................................................. 14 8.8. INSULATION ...................... .. 8.8.1. Standards..................................................................>, 8.8.2. Facings ...........................:. ; _ 8.8.3. Thermal Blocks, .... : .... *"*"* .......... * ......... * ...... ­ ....... """ 14 8.8.4. Rigid Foam Insulation....................................................14 8.9. ROOF CURBS.................................................................. 14 8.9.1. Standards................................................................. 14 8.10. PIPE FLASHING........................•.............•..............•...•......14 8.10.1. Standards.................•...............................................14 9. ERECTION AND INSTALLATION.............................................14 10. BUILDING ANCHORAGE AND FOUNDATION .........................14 11. WARRANTIES..•...........•......... •...........•...............................15 SS(ABC)-Rev. 02/03, American Buildings Company FA,100005 2 STANDARD SPECIFICATIONS AMERICAN BUILDINGS COMPANY 1 GENE L usually have the same standard roof slope and girt design I as the building to which they are attached. 1.1 SOOPE 1.2.8 LP2 Low Profile, Clear Span is a continuous frame building 1.1.1 T e attached specifications cover the standard materials with a standard roof slope of 1/2:12. The primary frames a d components used in the design and fabrication of have tapered rafters and uniform depth columns. The erican Buildings Company's metal building systems, bottom flange of the tapered rafter is horizontal. Simple span sidewall girls are inset into the column line. 1.1.2 T ese specifications are an outline of performance to in ure that the architect, engineer, builder and/or owner 1.2.9 LP2-M Low Profile, Interior Column is a continuous frame derstand the basis for design, manufacture and building with a standard roof slope of 112:12. The primary a,Iplication of all American Buildings Company's metal Eu frames have tapered rafters, uniform depth columns and b Biding systems, have one or more interior columns. Simple span sidewall girls are inset into the column line. 1.1.3 D e to a continuing program of research and development, s , ecifications in this manual are subject to change without 1.2.10 LP4 Low Profile, Clear Span is a continuous frame building n Itice. with a standard roof slope of 1/4:12. The primary frames ' have uniform depth columns and tapered or uniform depth B ILDING DESCRIPTION rafters. Simple span sidewall girls are inset into the i column line. Due to the lower profile, LP4 buildings require 1.2.1 L , F Rigid Frame (Low Profile) Clear Span is a continuous the use of American Buildings Company's Standing Seam f ame building with a standard roof slope of 1:12. The Il, Standing Seam 360 or Loc Seam Roof System. p �'mary frames have tapered columns and rafters, and the c , ntinuous sidewall girls bypass the column. 1.2.11 LP4-M Low Profile, Interior Column is a continuous frame building with a standard roof slope of 1/4:12. The primary 1.2.2 F Rigid Frame. (High Profile) Clear Span is a continuous frames have tapered rafters, uniform depth columns and fame building with a standard roof slope of. 4:12. The have one or more interior columns. Simple span sidewall �imary frames have tapered columns and rafters, and the girls are inset into the column line. Due to the lower profile, ontinuous sidewall girls bypass the column. LP4-M buildings require the use of American Buildings Company's Standing Seam ll, Standing Seam 360 or Loc 1.2.3 iRF-M Rigid Frame (Low Profile) Interior Column is a Seam Roof System. - ontinuous frame building with a standard roof slope of 1.2.12 LSS Low Profile, Single Slope is a continuous frame, clear 1:12. The primary frames have tapered columns and span building with a standard roof slope of 1/4:12. The afters, and have one or more interior columns, primary frames have tapered columns and rafters, and the ontinuous sidewall girts bypass the columns. continuous sidewall girls bypass the columns . Due to the 1.2.4 F-M Rigid Frame (High Profile) Interior Column is a low profile, LSS buildings require the use of American ontinuous frame building with a standard roof slope of Buildings Company's Standing Seam ll, Standing Seam Q 12. The primary frames have tapered columns and 360 or Loc Seam Roof System. afters, and have one or more interior columns, 1.2.13 LSS-M Low Profile, Single Slope, Interior Column is a ontinuous sidewall girts bypass the columns. continuous frame building with a standard roof slope of 1/4:12. The primary frames have tapered columns and 1.2.5, C Girder Column, Clear Span is a continuous frame wilding with a standard roof slope of 1:12. The primary rafters and have one or more interior columns. The rames have tapered rafters and uniform depth columns. continuous sidewall girts bypass the columns. Due to the low profile, LSS-M buildings require the use of American The bottom flange of the tapered rafter is horizontal. Buildings Company's Standing Seam II, Standing Seam 360 Simple span sidewall girts are inset into the column line, or Loc Seam Roof System. 1.2.6 GC-M Girder Column, Interior Column is a continuous 1.2.14 SSF Single Slope, is a continuous frame, clear span frame building with a standard roof slope of 1:12. The building with a standard roof slope of 1/4:12. The primary primary frames have tapered rafters, . uniform depth frames have uniform depth columns and uniform depth or columns and have one or more interior columns. Simple tapered rafters. Simple span sidewall girls are inset into span sidewall girts are inset into the column line. the column line. Due to the low. profile, SSF buildings require the use of American Buildings Company's Standing 1.2.7 LT Lean -To is a single slope extension to a primary Seam ll, Standing Seam 360 or Loc Seam Roof System. structure which provides structural support These units SS(.4BC}R 02103, American Buildings Company FI%100005 1.2.15 SSF-M Single Slope, Interior Columns, is a continuous frame, clear span building with a standard roof slope of 1/4:12. The primary frames have uniform columns and tapered rafters. Simple span sidewall girls are inset into the column line. Due to the low profile, SSF-M buildings require the use of American Buildings Company's Standing Seam II, Standing Seam 360 or Loc Seam Roof System. 1.3 BUILDING NOMENCLATURE 1.3.1 Standard Roof Slope a) 1" of rise for each 12" of horizontal run (LRF, LRF-M, GC). b) 4" of rise for each 12" of horizontal run (RF, RF-M). c) 1/2" of rise for each 12" of horizontal run (LP2, LP2- M). d) 1/4" of rise for each 12" of horizontal run (LP4, LP4-M, LSS, LSS-M, SSF, SSF-M). 1.3.2 Building "Width" is measured from outside to outside of sidewall girts except Shadow Panel which is outside to outside of panels. 1.3.3 Building "Eave Height' is a nominal dimension measured from the bottom of the base plate on the column to the intersection of the roof and sidewall sheets. 1.3.4 Building "Length" is measured from outside to outside of endwall girls except Shadow Panel which is outside to outside of panels. 1.3.5 Standard "Bay Spacing" shall be 20', 25' or 30' between frame centerlines (except at end bays), unless otherwise specified, for buildings with Architectural III (A3P) or Long Span III (L3P) walls panels. 1.3.6 Standard "Bay Spacing" shall be 20', 24' or 28' between frame centerlines (except at end bays) for buildings with Shadow Panel (HFP) walls. 1.4 DRAWINGS AND CERTIFICATION 1.4.1 Drawings: American Buildings Company shall fumish complete erection drawings for the proper identification and assembly of all building components. These drawings will show anchor bolt settings, transverse cross sections, sidewall, endwall and roof framing, flashing, and sheeting and accessory installation details. 1.4.2 Certifications: Standard drawings and design analysis shall bear the seal of a registered professional engineer upon request. STANDARD SPECIFICATIONS AMERICAN BUILDINGS COMPANY 1.4.3 AISC Certification, Category MB: Al American Buildings Company's buildings systems shall be engineered and fabricated to meet the AISC certification standard for Category MB. 2 STRUCTURAL STEEL DESIGN 2.1 GENERAL 2.1.1 All structural mill sections or welded built-up plate sections shall be designed in accordance with the AISC "Specification for Structural Steel Buildings," Allowable Stress Design and Plastic Design, June 1, 1989. 2.1.2 All Cold -Formed steel structural members shall be designed in accordance with the AISI "Specification for the Design of Cold -Formed Steel Structural Members," edition. 2.2 DESIGN LOADS 2.2.1 The design loads for the building shall be, in addition to their own dead load, the live, wind, snow and seismic loads required of the following as specified: a) Standard Building Code, by the Southern Building Code Congress International, Inc. b) The BOCA National Building Code, by the Building Officials and Code Administrators, Inc. c) Uniform Building Code, by the ;Intemational Conference of Building Officials. d) International Building Code, by the International C-y Council. e) National Building Code of Canada, by the National Research Council of Canada. f) Low. Rise Building Systems Manual, by the Metal Building Manufacturers Association. 2.2.2 The building components shall be designed to meet the most severe conditions of load combinations set by the specified building code, but in no case be less than that produced by the following load combinations: , A. Building dead load plus roof live load (or snow) B. Building dead load plus wind load SS(.4BC}Rev. 02103, Amerimn Buildings Company _ I _ n-100005 i 4 - STANDARD SPECIFICATIONS a�.,. AMERICAN BUILDINGS COMPANY 2.2.3 oof live and snow loads shall be applied on the horizontal supporting metal wall U120 r of projection. Wind loads shall be assumed to act supporting masonry wall L/240 < 1 1/2" 1 rizontally and shall be applied as pressure and suction erpendicular to the building surfaces. Frame **10 Yr. Design Wind Pressure supporting metal wall H/60 2.2.4 here local jurisdiction dictates, designs based on other supporting masonry wall H/100 an above listed loads, combinations of loads, or method Crane Lateral Load or **10 f load application may be obtained upon request. Yr. Wind Pressure: pendant operated crane H/100 @ Runway 2.3 ESIGN POLICY cab operated crane H/240< 2" @ Runway Crane 2.3.1 merican Buildings Company's standard design practices Runways Crane Lateral Load U400 hcorporate Serviceability Limits from the 1996 MBMA anual (reprinted from AISC Steel Design Guide Series Spandrel "Serviceability Design Considerations for Low -Rise Beams **10 Yr. Design Wind Pressure L/240 Buildings"). Owner requirements that exceed these considerations must be included in the building order The following.serviceability limits. of American Buildings Company documents. The applicable building code may also provide are also used for project design. deflection limitations. Vertical Deflections: �eflections: Vertical *Roof Snow = Factored 50 Yr. Ground Snow Roof Panels Roof or Live Snow Load U150 Purlins I Roof Live or *Snow Load supporting metal roof only U150 Expansion and Contraction: supporting ceiling tiles U240 supporting plaster/drywall ceiling L/360 Longitudinal Expansion Joint every 1000 feet Rafters Roof Live or *Snow Load Transverse Expansion Joint every 200 feet supporting metal roof only U150 supporting ceiling tiles L/240 2.3.2 It is the policy of American Buildings Company to design supporting plaster/drywall ceiling L/360 rigid frames for the increased loading associated with two- Floorjoi t/ span continuous purins and girts. This applies to all loads Beams Floor Live Load with a load path through a purlin or girt. An increase of supporting concrete slabs U360 25% is normally associated with two equal bays. supporting plywood deck, etc, U240 This is not applicable to the frame loading when purlins or girls are Crane designed as "single -span" Runway Crane Vertical Static Load Top Running Cranes: 3 BASIC MATERIAL SPECIFICATIONS CMAA Classes A, B, C U600 CMAA Class D U800 3.1 PRIMARY FRAMING STEEL CMAA Classes E, F U1000 Unddrhung and Monorail Cranes: 3.1.1 Steel for mill -rolled structural sections shall conform to the CMAA Classes A, B, C U450 requirements of ASTM specification A 36 or ASTM A 572 Grade 50 or 55 as applicable. Jib,Cra e Crane Vertical Load U225 3.1.2 Steel for all built-up sections shall meet as applicable the Lintel B ams Total Load U600 < 0.3" physical and chemical properties of: �tal A. ASTM A 1011, Grade 55. Horizo Deflections: 110Yr. = 50 r. X 75% y B. ASTM A 572, Grade 55, Wall P ells **10 Yr. Design Wind Pressure U120 C. ASTM A 529, Grade 55, Girls **10 Yr. Design Wind Pressure 3.1.3 Steel for all endwall "C' sections shall meet the physical and chemical properties of ASTM A 1011, Grade 55. SS(ABC) Rev. 02/03, American Buildings Company 5 FN100005I STANDARD SPECIFICATIONS 5 AMERICAN BUILDINGS COMPANY 3.2 SECONDARY FRAMING STEEL 3.2.1 Steel used to form purlins, girts, eave struts and "C" sections shall meet the physical and chemical properties of ASTM A 1011, Grade 55. 3.2.2 Steel used to form zinc -coated (galvanized) purlins and girts shall meet the physical and chemical properties of ASTM A 653, Grade 50, 55 ksi minimum yield and G90 Coating designation as described in ASTM A 924. 3.3 ROOF AND WALL PANEL MATERIAL Exterior panels shall conform to one of the following: 3.3.1 Panel material as specified shall be 26 gage zinc -coated (galvanized) steel, coating designation G90, conforming to the requirements of ASTM A 653, Grade 80. Minimum yield strength shall be 80,000 psi. 3.3.2 Panel material as specified shall be 24 gage zinc -coated (galvanized) steel, coating designation G90, conforming to the requirements of ASTM A 653, Grade 80. Minimum yield strength shall be 80,000 psi. 3.3.3 Panel material as specified shall be 26 gage aluminum - zinc alloy -coated steel, conforming to the requirements of ASTM A 792, Grade 80. Minimum yield strength shall be 80,000 psi. 3.3.4 Panel material as specified shall be 24 gage aluminum - zinc alloy -coated steel, conforming to the requirements of ASTM A 792, Grade 80. Minimum yield strength shall be 80,000 psi. 3.3.5 Panel material as specified shall be 24 gage aluminum - zinc alloy -coated steel, conforming to the requirements of ASTM A 792, Grade 50, Class 2. Minimum yield strength shall be 50,000 psi. 3.3.6 Panel material as specified shall be 22 gage aluminum - zinc alloy -coated steel, conforming to the requirements of ASTM A 792, Grade 50, Class 2. Minimum yield strength shall be 50,t)00 psi. 4 STRUCTURAL FRAMING 4.1 GENERAL 4.1.1 Framing members shall be shop fabricated for field bolted assembly. The surfaces of the bolted connections shall be smooth and free from burrs or distortions. 4.1.2 All shop connections shall be in accordance with the American Welding Society (AWS) Code for Building Construction or the Canadian Welding Bureau (CWB), as applicable. Certification of welder qualification will be furnished when required and specified at order entry. 4,1.3 All framing members where necessary shall carry an easily visible identifying mark. 4.1.4 Visual inspection methods will be used for verification of weld quality has outlined by the AWS Structural Steel Welding Code, Visual Inspection Acceptance Criteria, Table 6.1. 4.2 PRIMARY FRAMING 4.2.1 Rigid Frame: All rigid frames shall be welded,; built-up "I" sections or mill -rolled structural sections. The columns and the rafters may be either uniform depth or tapered. 4.2.2 Endwall Frames: All endwall roof beams and en(' columns shall be cold -formed "C" sections, structural sections, or built-up "I" sections as required by design. 4.2.3 Plates, Stiffeners, etc.: All base plates, splice plates, cap plates, and stiffeners shall be factory welded into place on the structural members. 4.2.4 Bolt Holes, etc.: All base plates and flanges shall be shop fabricated to include bolt connections holes. Webs shall be shop fabricated to include cable brace or rod race holes and flange brace holes. I �1 4.3 SECONDARY FRAMING 4.3.1 Purins and Girts: Purlins and girts shall be cold-formed'7' or "C" sections with stiffened flanges. They shall be I,, punched at the factory to provide for field bolting to,,, primary framing. They shall be simple or continuous spa,. as required by design. 4.3.2 Eave Struts: Eave Struts shall be unequal flange, cold - formed "C" sections. 4.3.3 Base Angle: A base member will be supplied by which the base of the wall covering may be attached to the perimeter of the slab. This member shall be secured to the concrete slab with concrete anchors as shown on the drawings. 4.4 BRACING 4.4.1 Diagonal Bracing: Diagonal bracing in the roof and sidewall shall be used to remove longitudinal loads (wind, crane, etc.) from the structure. This bracing will be furnished to length and equipped with bevel washers, cut washers and nuts at each end. It may consist of rods threaded at each end or galvanized cable with suitable threaded end anchors. II SS(ABC}Rev. 02103, American Buildings Compam FN100005 6 4.4.2 Mae Baces:rThe compression flange of all primary .,amngnghall be braced laterally with angles connecting to. e webs of purlins or girts so that the flange compressive tress is within allowable limits for any combination of oadings. 4.4.3 Ppecial Bracing: When diagonal bracing is not permitted in e sidewall, a rigid frame type portal, fixed base columns, br wall diaphragm must be used. Wind bracing in the roof and/or walls need not be furnished where it can be shown l�h at the diaphragm strength of the roof and/or wall covering jls adequate to resist the applied wind forces. 5.1 I 5.1.2 5.1.3 5.1.4 5.1.5 5.1.6 5.1.7 AND WALL COVERING Wall panels shall be either American Buildings Company's Long Span III Panel (1_3P), Architectural III Panel (A3P), Architectural "V" Rib (AVP) or Shadow Panel (HFP). Roof panels shall be either American Buildings Company's Long Span -III Panel (L3P), Standing Seam II Panel (S2P), Standing Seam 360 Panel (S3P), Loc Seam Panel (LOC) or Seam Loc Panel (SLC). Liner and soffit panels shall be either American Buildings Company's Multi -Rib Panel (MRP), Long Span III Panel (L3P),. Architectural III Panel (A3P) or Soffit -Liner Panel (SLP). STANDARD SPECIFICATIONS AMERICAN BUILDINGS COMPANY have American Buildings Company's Premium 70 Plus (Kynar 5000) Finish. An embossed finish is available as . an option. 5.1.8 American Buildings Company's Multi -Rib (MRP) liner panels as specified shall be 29, 26 or 24 gage (nominal) pre -painted G90 zinc -coated (galvanized) steel, pre - painted AZ50 aluminum -zinc alloy -coated or 26 gage perforated steel. Panels shall have American Buildings Company's Reflective White Long Life Finish. 5.1.9 American Buildings Company's Long Span III (L3P) liner panels as specified shall be 29 gage 80,000 psi (22 gage is 50,000 psi) either G90 zinc -coated (galvanized) or AZ50 aluminum -zinc alloy -coated or 26 gage perforated steel. Panels shall have American Buildings Company's Reflective White Long. Life Finish. 5.1.10 American Buildings Company's Shadow Panels (HFP) shall be embossed 24 gage 50,000 psi either G90 zinc - coated (galvanized) or AZ50 aluminum -zinc alloy -coated steel. Panels shall have American Buildings Company's Premium 70 Plus (Kynar 5000) Finish. 5.1.11 American Buildings Company's Soffit Liner Panels (SLP) shall be 24 gage 50,000 psi either G90 zinc -coated (galvanized) or AZ50 aluminum -zinc alloy -coated steel. Panels shall have American Buildings Company's Premium 70 Plus (Kynar 5000) Finish. 5.1.12 American Buildings Company's Standing Seam 11 (S2P) Facade fascia panels shall be either American. Buildings and Standing Seam 360 (S3P) Roof Panels as specified Company's Long Span III Panel .(L3P), Architectural III shall be 24 or 22 gage 50,000 psi either G90 zinc -coated Panel (A3P), Shadow Panel (HFP), Mansard Fascia Panel (galvanized) or AZ50 aluminum -zinc alloy -coated steel. (MFP) or Seam Loc Panel (SLC). Pre -painted panels shall have American Buildings Company's Premium 70 Plus (Kynar 5000) Finish. American Buildings Company's Long Span III (L3P) roof and wall panels as specified shall be 29, 26, or 24 gage 80,000 psi (22 gage is 50,000 psi) either G90 zinc -coated. (galvanized) or AZ50 aluminum -zinc alloy -coated steel. Pre -painted panels shall have American Buildings Company's Premium 70 Plus (Kynar 5000) Finish. An embossed finish is available as an option. American Buildings Company's Architectural III (A3P) wall panels as specified shall be 29, 26, or 24 gage 80,000 psi (22 gage 50,000 psi) either G90 zinc -coated (galvanized) or AZ50 aluminum -zinc alloy -coated steel. Panels shall have American Buildings Company's Premium 70 Plus (Kynar 5000) Finish. An embossed finish is available as an option. American Buildings Company's Architectural "V" (AVP) wall panels as specified shall be 29, 26, or 24 gage 80,000 psi (22 gage 50,000 psi) either G90 zinc -coated (galvanized) or AZ50 aluminum -zinc alloy -coated steel. Panels shall 5.1.13 American Buildings Company's Loc Seam Panels (LOC) as specified shall be 24 or 22 gage 50,000 psi either G90 zinc -coated (galvanized) or AZ50 aluminum -zinc alloy - coated steel. Pre -painted panels shall have American Buildings Company's Premium 70 Plus (Kynar 5000) Finish. 5.1.14 American Buildings Company's Mansard Fascia Panels (MFP) as specified shall be 24 gage 50,000 psi either G90 zinc -coated (galvanized) or AZ50 aluminum -zinc alloy - coated steel. Pre -painted panels shall have American Buildings Company's Premium 70 Plus (Kynar 5000) Finish. 5.1.15 American Buildings. Company's Seam Loc Panels (SLC) as specified shall be 24 or 22 gage 50,000 psi either G90 zinc -coated (galvanized) or AZ50 aluminum -zinc alloy - coated. Pre -painted panels shall have American Buildings Company's Premium 70 Plus (Kynar 5000) Finish. 02/03, American Buildings Company 7 5.2 PANEL DESCRIPTION 5.2.1 American Buildings Company's Long Span III Panel (L3P) shall have major ribs 1 1/4" high, spaced 12" on center for an even shadowed appearance. The panels are reinforced between the ribs for added strength. Each panel shall provide 36" net coverage in width. All roof panel side laps shall be at least one major rib and shall have a purlin bearing leg on the bottom section of the lap. 5.2.2 American Buildings Company's Architectural III Panel (A3P) shall have a configuration consisting of ribs 1 1/4" deep spaced 12" on center producing a decorative smooth shadow -line with semi -concealed fasteners. Architectural III panels shall provide a 36" net coverage in width. 5.2.3 American Buildings Company's Architectural 'V" Panel (AVP) shall have a configuration consisting of ribs 1 5/16" deep spaced 12" on center producing a sculptured appearance with semi -concealed fasteners. Architectural -V rib panels shall provide a 36" net coverage in width. 5.2.4 American Buildings Company's Multi -Rib Panel (MRP) shall have a configuration consisting of ribs 3/4" deep. spaced 6" on center. Each panel shall provide 36" net coverage in width. 5.2.5 American Buildings Company's Shadow Panel (HFP) shall have a configuration 16" wide and 3" deep with a center rib 6" wide and 1 1/2" deep producing contrasting shadow patterns with concealed fasteners. Each panel shall provide 16" net coverage in width. 5.2.6 American Buildings Company's Soffit Liner Panel (SLP) shall have a configuration consisting of 1" interlocking ribs. The interlocking ribs are designed to conceal the panel fasteners. The Soffit Liner Panel shall provide a net coverage of 12" in width. 5.2.7 American Buildings Company's Standing Seam II (S2P) and Standing Seam 360 (S3P) Roof Panel shall have a configuration consisting of 2" high (3" including s -,n) by 4 3/4' wide rib, spaced on 24" centers. Panels shall be joined at the side laps with an interlocking seam standing V above the major rib. Each panel shall provide 24" net coverage in width. The female panel seam shall have factory applied sealant. 5.2.8 American Buildings Company's Loc Seam Panel (LOC) shall have a configuration 16" or 12" wide with 2" high vertical male and female ribs offering a flat profile with optional pencil ribs. The female seam shall have factory applied sealant. The panel seam shall be interlocked by a specially designed electric seaming machine. STANDARD SPECIFICATI®NS AMERICAN BUILDINGS COMPANY 5.2.9 American Buildings Company's Mansard Fascia Panel (MFP) shall have a flat surface with a male and female interlocking 1" seam. Panels shall have a 10-3116" or 18- 5/8" net coverage in width. A solid 3/8" minimum plywood decking or equivalent with a minimum 3:12 slope is required. 5.2.10 American Buildings Company's Seam Loc Panel (SLC) shall have a flat surface with a male and female interlocking 1 3/4" seam. The female panel seam shall have factory applied sealant. Panels shall have a 12", 16" or 18" net coverage in width. A minimum 3:12 slope is required. 5.2.11 Panel Length: All wall panels shall be continuous from sill to roof line and all roof panels shall be continuous from eave to ridge except where length becomes pro, hibitivcv' handling purposes. Roof panel end laps shall b'!, minimum 6" for Standing Seam and Loc Seam panels ari- a minimum 4" for Long Span III panels. Wall panel end laps shall be a minimum 3". 5.2.12 Endwall Edge Cuts: All endwall panels for buildings with 1:12 or less roof slope shall be square cut. All endwall panels for buildings with a roof slope over 1 1/2:12 shall be bevel cut. 5.2.13 A certain amount of waviness called "oilcanning" may exist in the flat portion of the panel. Minor waviness of ,the panel is not sufficient cause for rejection. Oilcanning does not affect the structural integrity of the panel. I , - 6 MISCELLANEOUS MATERIAL SPECIFICATIONS 6.1 FASTENERS 6.1.1 6.1.2 Structural Bolts: All bolts used secondary framing connections required by design. in primary splices ar. shall be ASTM A325 as Fasteners for Roof Panels: All roof panels shall be attached to secondary framing members by the following: A. Premium roof fasteners shall be No. 12 X 1 1/4" or No. 14 X V self -drilling carbon steel screws with a molded zinc alloy or capped stainless steel cupped hex washer head. Roof fasteners shall be assembled with an EPDM washer. Premium roof fasteners shall be used on all pre -painted or warranted roofs. B. Standard roof fasteners shall be No. 12 X 1 1/4" or No. 14 X 1" self -drilling carbon steel screws with an integral hex washer head. Roof fasteners shall be assembled with an EPDM washer. Standard roof fasteners shall have a corrosive resistant coating over zinc plating. Standard fasteners shall be used on unwarranted aluminum -zinc alloy -coated roofs only. SS(ABC}Rev. 02/03, American Buildings Company FMO000; 6.1.3 6.1.4 6.1.5 F �'steners for roof panel side laps and flashing c rnections: Long Span III Roof Panel side laps and fl shing connections shall be stitched by the following: Premium roof fasteners shall be No. 14 X 7/8" self - drilling carbon steel screws with a molded zinc alloy or capped stainless steel cupped hex washer head. Roof fasteners shall be assembled with an EPDM washer. Premium roof fasteners shall be used on all pre -painted or warranted roofs. Standard roof fasteners shall be No. 14 X 7/8" self - drilling carbon steel screws with an integral hex washer head. Roof fasteners shall be assembled with an EPDM washer. Standard roof fasteners shall have a corrosive resistant coating over zinc plating. Standard fasteners shall be used on unwarranted aluminum -zinc alloy -coated roofs only, .rs for roof panel to flashing connections: Loc and Standing Seam roof systems shall be the Premium roof fasteners shall be No. 14 X 1" self - drilling carbon steel screws with a molded zinc alloy or capped stainless steel cupped hex washer head. Roof fasteners shall be assembled with an EPDM washer. Premium roof fasteners shall be used on all pre -painted or warranted roofs. Standard roof fasteners shall be No. 14 X 1" self - drilling carbon steel screws with an integral hex washer head. Roof fasteners shall be assembled with an EPDM washer, Standard roof fasteners shall have a corrosive resistant coating over zinc plating. Standard fasteners shall be used on unwarranted aluminum -zinc alloy -coated roofs only. Fasteners for the Roof Panel Clips: All Standing Seam and Loc Seam Panel Clips shall be attached to the purlins by the following: A. Self -drilling screws for attaching expansion clips shall be carbon steel No. 12 X 1 114" hex -head, cadmium or zinc plated. The fasteners are applicable for use with fiberglass blanket insulation with thicknesses up to and including 6 inches. Self -drilling screws for attaching expansion clips on bar joists shall be carbon steel No. 12 X 1 1/4" Tek 4 or No. 12 X 1 1/2" Tek 5 hex -head, cadmium or zinc plated. The fasteners are applicable for use with fiberglass blanket insulation with thicknesses up to and including 6 inches. STANDARD SPECIFICATIONS AMERICAN BUILDINGS COMPANY 6.1.6 Fasteners for Wall Panels and Liner Panels: All Long Span III, Architectural III, Architectural "V" or Multi -Rib Panels shall be attached to the secondary framing members by means of self -drilling carbon steel screws, No. 12 X 1 1/4" hex washer head, cadmium or zinc plated. The fasteners shall be color coordinated with a premium coating system which protects against corrosion and weathering. The fasteners are applicable for use with fiberglass blanket insulation up to 4" (6" for Architectural .I II and Architectural "V" Panels) in thickness. 6.1.7 Fasteners for Wall Panel side laps and Liner Panel side laps: All Long Span III, Architectural III, Architectural "V" or Multi -Rib Panel side laps shall be stitched by means of self -drilling carbon steel screws, No. 14 X 7/8" cadmium or zinc plated. The fasteners shall be color coordinated with a premium coating system which protects' against corrosion and weathering. 6.1.8 Fasteners for Shadow Panels: These fasteners shall be carbon steel, yellow chromate over zinc plate finish, No. 12 X 1" self -drilling hex -head screws with a special 1/2" X 1" rectangular locking nut. 6.1.9 Blind Fasteners: All blind fasteners shall be 1/8" diameter, high strength 6052 painted aluminum rivets as manufactured by USM POP or equal. 6.2 PANEL CLIPS 6.2.1 Panel clips (SSPC series) for the Standing Seam II Roof Panel shall be of a two part assembly. The tab portions are 2 1/2" wide, die formed SAE 1050 high carbon spring steel and heat treated to Rockwell 45C . to 50C, with fluorocarbon coating for corrosion resistance, or 301 stainless steel. The base portion of the clip shall be 2 1/4" or 3 1/4" (for thermal blocks) in height. The base shall be die formed from 12 gage, zinc -coated (galvanized) steel. Total expansion capability of the clip assembly shall be 2 1/2". 6.2.2 Panel clips (LSEC series) for the Loc Seam Panel shall be of a two part assembly. The tab portion shall be a nominal 2 3/8" or 3 1/8" (for thermal blocks) in height and 3" in width, die formed from 24 gage aluminum coated steel. The base shall be die formed from 18 gage, zinc -coated (galvanized) steel. Total expansion capability of the clip assembly shall be 1 1/4". 6.2.3 Panel clips (MFPC series) for the Mansard Fascia panel shall be a nominal 1" height and 1 1/2" in width. The clip shall be die formed from 26 gage zinc -coated (galvanized) steel, or aluminum -zinc alloy -coated steel. 6.2.4 Panel clips (S3PC series) for the Standing Seam 360 panel is a two part assembly. The tab portion is die formed .031 thick aluminum -zinc alloy -coated steel. The base shall be SS(_4BC} 'ev. 02/03, American Buildings Company Fi\40000a STANDARD SPECIFICATIONS �w9-:N,yr AMERICAN BUILDINGS COMPANY die formed from 12 gage, zinc -coated (galvanized) material 2 1/4" or 3 1/4" (for thermal blocks) high and 6" long. The expansion capability is 2 1/2". For higher uplift values requirements, optional panel clips (S3PC-_R) consists of panel clip (S3PC--) with an additional panel to clip fastening base which is 16 gage, zinc -coated (galvanized) material. 6.2.5 Panel clips (SLPC series) for the Seam Loc panel are a nominal 1 3/4" in height and 3 3/4" in width (UL90) and 1 3/4" in height and 2". in width (Standard) die formed 18 gage zinc -coated (galvanized) steel. 6.3 CLOSURES AND SEALANTS 6.3.1 Closure Strips: The corrugations of the roof and wall panels shall be filled with pre -formed .closed cell non -shrinking, laminated polyethylene closures along the eave, ridge and rake when required for weathertightness. 6.3.2 Metal Closures: The corrugations and pan area of the Standing Seam II and Standing Seam 360Roof Panel shall be filled with formed metal closures. The closures shall be formed from 20 gage steel to the shape of the configuration. The closure exterior finish shall be AZ55 aluminum -zinc alloy -coated. 6.3.3 Sealant: Long Span. Panel roof side laps, end laps, roof flashing laps, ridges and eave shall be sealed with 1/2" X 1/8" tape mastic, Sika Sika-Tape TC-95 or equal. The material shall be non -staining, non -corrosive, non -toxic, and non-volatile. Composition shall be 100% solid ethylene propylene copolymer tape. Service temperature shall be from -60OF to +212°F. 6.3.4 Sealant: American Buildings Company's Standing Seam,. Loc Seam and Seam Loc Roof Panels side laps shall have factory applied . mastic, SikaLastomer-511 or equal. Its composition shall be 85% solids by weight. Service temperature range shall be from -60OF to +220°F. 6.3.5 Sealant: All American Buildings Company's Standing Seam and Loc Seam Roof end laps, roof flashing laps, ridges and eave shall be sealed with tape mastic, Sika Sika-Tape TC-95 or equal. The material shall be non- staining, non -corrosive, non -toxic, and non-volatile. Composition shall be. 100% solid ethylene propylene copolymer tape. Service temperature shall be from -60°F to+212°F 6.3.6 Caulk: Eaves, endlaps, ridge and eave closures are sealed with non -skinning butyl caulk, SikaLastomer-511 or equal. Its composition is 85% solids by weight. Service temperature range is -607 -to +220°F, All gutter and downspout joints, roof accessories, doors, windows, and louvers shall be sealed with polyurethane caulk, Sika, SikaFlex 219LM or approved equal. It shall meet or exceed the requirements of Federal Specification TT-S- 00230C, Type II, Class A. 6.4 GUTTER, FLASHING AND DOWNSPOUT 6.4.1 Gutters and Flashings: All standard exterior gutters are 26 gage G90 zinc -coated (Galvanized) or AZ50 aluminum -zinc alloy -coated steel with a pre -painted finish in White or Burnished Slate. Standard rake flashing is 26' gage G90 zinc -coated (galvanized) or AZ50 aluminum -zinc alloy - coated steel with a pre -painted finish in Reflective White or Burnished Slate. All other gutter and flashings shall be a minimum 26 gage steel. 6.4.2 Downspouts: All downspouts shall be 29 gage zinc -coated (galvanized) or aluminum -zinc alloy -coated steel with color. coordinated, pre -painted finish, rectangular in shape. 7 PAINTING ASTM testing is performed on specifically and carefully prepared test coupons. These tests are designed to accurately compare varying products in a controlled. environment and may or may not be indicative of actual field results. 7.1 STRUCTURAL PAINTING Primer systems are not intended as finish goat paint systems and do not offer the uniformity of a pearance, durability or corrosion resistance of a top coat applied over a primer. Primers are designed to promote the wetting action and adhesion of a top coat and offer only short-term corrosion protection from ordinary atmospheric exposun - 7.1.1 Shop Applied Primers — All uncoated structural s e members shall be cleaned of all foreign matter and loose mill scale as per requirements of the Structural Steel Painting Council cleaning specification SSPC-SP2 and SSPC-SP1 as required. Structural steel members will then receive a one mill coat of American Buildings Company's red oxide primer. Primer meets or exceeds the performance requirements of the specification SSPC-15, for Type 1 Red Oxide Paint. Primer is not intended as a finish coat and is compatible only for top coating with solvent based alkyd and modified alkyd top coat paints. 7.1.2 Pre -painted Cold Formed Materials — At American's option, cold formed secondary structural framing may; use pre - painted coil stock which eliminates the need for shop applied primer. Primer will be applied in a thickness of 0.45 — 0.55 mils. Primer is not intended as a finish coat. Due to lubricants used to aid the roll forming process, the application of the be coat must be used prior to application of a topcoat. I SS(4BC}Rev. 02/03, American Buildings Company III 1 O D100005 - 7.1.3 7.2 7.2.1 ons caused by handling after painting as well as the of tight mill scale are to be expected. American igs shall furnish primer to allow for touch-up of these by the contractor. LIFE COATED PANELS Metal shall be 29, 26 or 24 gage G90 zinc -coated nized) or AZ50 aluminum -zinc alloy -coated steel. 7.2.2 rime Coat: The base shall be pretreated and then primed kith an epoxy or urethane type primer for superior �6esion and superior resistance to corrosion. The dry film thickness shall be 0.2 mils. 7.2.3 5,xterior Coat: After priming, the exterior side shall be given Long Life coating, baked in excess of 5007 to a ontrolled dry film thickness of 0.7 to 0.8 mils. Excellent eatherability and resistance to coating deterioration shall e evident when subject to the following tests; Te � Test Method Performance Sp cular Gloss ASTM D 523 25-35 degrees on a std. Amer 60 deg. Meter D , Film ASTM D 3363 F-2H Q.11 V. ASTM G 53 Passes 300 hours, no WE therometer objectionable color change, chalking or blistering Hu Tiiditv ASTM D 2247 Passes 1000 hours Sat Spray. ASTM B 117 Passes 750 hours Re istance Re erse Impact ASTM D 2794 Passes No Removal Mi robial Attack ASTM G 22 Passes 7.2.4 (Interior Finish: The interior finish shall have a parchment or ,gray polyester topcoat over an epoxy or urethane primer. The dry film thickness shall be 0.3 mils. 7.3 PREMIUM 70 PLUS COATED PANELS 7.3.1 Base Metal shall be 29, 26, 24 or 22 gage G90 zinc -coated (galvanized) or AZ50 aluminum -zinc alloy -coated steel. 7.3.2 Prime Coat The base metal shall be pretreated and then primed with an approved epoxy, urethane, or water base primer. The dry film thickness of the primers shall be 0.25 ,mils minimum. 7.3.3 Exterior Coat: After priming, the exterior side shall be given a finish coat of a 70% minimum Kynar 500® (PVDF) formulation. The dry film thickness of the topcoat shall be STANDARD SPECIFICATIONS AMERICAN BUILDINGS COMPANY 0.90 mils minimum. The total dry film thickness shall be 1.05 mils minimum. Excellent weatherability and resistance to coating deterioration shall be evident when subject to the following tests: Test Test Method Performance Specular Gloss ASTM D 523 Low Gloss, 5-10 at 60 Degrees Dry Film Hardness ASTM D 3363 F minimum Film Adhesion ASTM D 3359 Excellent/No Removal Direct Impact ASTM D 2794 Excellent/No Removal Reverse Impact ASTM D 2794 Excellent/No Removal Abrasion Resistance ASTM D 968 Exceeds 60 liters Chemical Resistance ASTM D 1308 Excellent/No Removal Salt Spray Resistance ASTM B 117 Passes 1000 hours Humidity Resistance ASTM D 2247 Passes 1000 hours Color Retention ASTM D 2244 No objectionable . change. Max. 4 Delta E units (Hunter) Color Change Chalk Resistance ASTM D 659 No objectionable change. Minimum rating of 9 7.3.4 Roof panels with the Premium 70 Plus finish must have a minimum 112:12 roof slope to qualify for Material Warranty. Interior Finish: The interior finish shall have a parchment or gray polyester topcoat or backer over an epoxy, urethane, or water base primer. The -dry film thickness shall be 0.4 mils. 7.4 PREMIUM 70M COATED PANELS 7.4.1 Base metal shall be 29, 26, 24, or 22 gage G90 zinc - coated (galvanized) or AZ50 aluminum -zinc alloy -coated steel. 7.4.2 Prime Coat: The base metal shall be pretreated and then primed with an approved epoxy, urethane, or water base primer. The dry film thickness of the primers shall be 0.4 mils minimum. 7.4.3 Exterior Coat After priming, the exterior side shall be given a finish coat of a 70% minimum Kynar 5000 (PVDF) formulation. The dry film thickness of the topcoat shall be 1.0 mils minimum. The total dry film thickness shall be 1.4 mils minimum. Excellent weatherability and resistance to coating deterioration shall be evident when subject to the following tests: SS(4BC).R 02103, American Buildings Compam . F14100005 11 Test Test Method Performance Specular Gloss ASTM D 523 Medium Gloss, 30-40 at 60 degrees Dry Film Hardness ASTM D 3363 F minimum Film Adhesion ASTM D 3359 Excellent/No Removal Direct Impact ASTM D 2794 Excellent/No Removal Reverse Impact ASTM D 2794 Excellent/No Removal Abrasion Resistance ASTM D 968 Exceeds 100 liters Chemical Resistance ASTM D 1308 Excellent/No Removal Salt Spray Resistance ASTM B 117 Passes 1000 hours Humidity Resistance ASTM D 2247 Passes 2000 hours Color Retention ASTM D 2244 No objectionable change. Max. 4 Delta E units (Hunter) Color Change Chalk Resistance ASTM D 659 No objectionable change. Minimum rating of 9 Roof Panels with the Premium 70M finish must have a minimum 1/2:12 roof slope to qualify for Material Warranty. 7.4.4 Interior Finish: The interior finish shall have a parchment or gray polyester topcoat or backer over an epoxy, urethane or water base primer. The dry film thickness of the backer shall be 0.4 mils minimum. 8 ACCESSORIES 8.1 WINDOWS 8.1.1 Standard windows shall be horizontal slide units with a bronze finish, 3'-0" X 3'-0" and 4'-0" X 3'-0" in Architectural III, Architectural ' V" Rib and Long Span III Panel Walls and 4'-0" X 3'-0" in Shadow Panel Walls. They shall be furnished complete with 7/16" hermetically sealed double glass, hardware and half screen. Windows shall be self - flashing to American Buildings Company's wall panels. They shall comply with the performance requirements of AAMA / NWWDA 101/I.S. 2-97 for a Performance Class of HS-R25, 8.1.2 Narrow light Windows shall be wall units 2'-0" X 7' having dark bronze aluminum frames 1 3/4" X 4" and 1" solar bronze annealed insulated glass. The glazing stop shall snap on using stainless steel spring clips. There shall be no exposed screws on the Glazing Bead. The glass shall be set against the fin using Butyl Tape and sealed on interior and exterior with silicone to insure a watertight seal and to enable truck shipment without damage or glass slippage. r 8.1.3 The Thermal Barrier Windows shall be horizontal slide units with a bronze finish. They are available in 3'-0" X 3'- 0", 4'-0" X 3'-0", 4'-0" X 4'-0" and 6'-0" X T-0" size that are SS(.ABC}Rev. 02/03, American Buildings Campatn' FM00005 STANDARD SPECIFICATIONS AMERICAN BUILDINGS COMPANY self flashing to American Buildings Company's Architectural III, Architectural "V" Rib and Long Span III wall panels. A 2'-0" X 6'-0" fixed glass unit is available. They shall be furnished with a 5/8" insulated glass and a polyurethane thermal barrier. 8.2 PERSONNEL DOORS 8.2.1 Standard personnel doors shall be 3'-0" X T-0" and 1 3/4" manufactured from 20 gage zinc -coated (galvanized) steel. Doors shall have a textured finish and shall be painted white. Doors shall meet Federal Specification RR-D-575b and Commercial Standards CS-242-62 and PS4-66. Doors shall be one of the following: A. "Premium" Republic DL Series, (honey comb core) finish painted or equal. B. "Economy' Republic DL Series, (honey 'comb `•A prime painted or equal. 1. Doors shall have square edges for non -hand installation. 2. Doors shall be flush and have vertical seams reinforced with continuous 16 gage channels. 3. Doors shall be provided with top and bottom inverted 16 gage galvanized steel channels spot-welded within the door. 4. Doors "A" and "B" shall be reinforced, stiffened, and sound deadened with impregnated kraft honeycomb core completely filling the inside faces of the door and laminated to the inside faces of the panels 5. Doors shall be reinforced for applicable hardware. I. 8.2.2 Door frames shall be 16 gage zinc -coated ,(galvana7ncl) steel, painted white and shall be one of the following: A. "Premium" Republic FE Series, finish painted having a jamb depth of 5 3/4" with a 16 gage jamb retainer. B. "Economy' FE Series, prime painted having a jamb depth of 5 3/4". . 1. Door jambs shall be constructed for non -hand installation. 2. Door frame "A" shall have factory applied weather- stripping. 3. Door frame "B" shall have weather-stripping provided for field installation. 4. Door frames shall be shipped as a package, one pair of jambs (hinge and strike for single openings or 2 hinge jambs for double openings), heads sill plate, jamb retainers, girt anchors, weather-strip ,'i threshold, hinges and fasteners. 8.2.3 Standard Locksets shall be on of the following: !I A. Yale CRE 8722 Mortise Lockset, US26q finish, or equal. 12 B. CAL -ROYAL TS-00 26D Lever Handle Lockset or equal. 8.2.4 Exit devices shall be one of the following: A. Yale 7100 Styline series rim device with a stainless steel finish. 8.2.5 Door threshold shall be aluminum, supplied with flat head screws and expansion shields for attachment to masonry 8.3 HPRE-ASSEMBLED PERSONNEL DOORS 8.3.1 IPre-assembled personnel doors when specified shall be 3'- 0" X 7'-0" X 1 3/4" manufactured from 20 gage zinc -coated (galvanized) steel with Standard White or Bronze baked on Primed finish. Doors are insulated Polyurethane Core (R14.5). STANDARD SPECIFICATIONS AMERICAN BUILDINGS COMPANY 8.5.2 Ventilators shall be equipped with standard bird screens and riveted end caps. Ventilators shall be 10' long and have a 9" or 12" throat. 8.5.3 20" round ventilators shall be 24 gage and shall have an adjustable base for ridge mounting or a pitched base for on -slope mounting. 8.6 LOUVERS 8.6.1 . Louvers shall be manufactured from 20 gage zinc -coated (galvanized) steel, painted white, and shall be self -framing and self -flashing. They shall be equipped with adjustable dampers unless otherwise specified. Nominal size shall be 3-0" X 4'-0" for Long Span III (L3P), Architectural III (A3P) and Architectural "V (AVP) walls and 4'-0" X 4'-0" for Shadow Panel (HFP) walls. . 8.7 SKYLIGHTS 8.3.2 JDoor frames shall be 16 gage zinc -coated (galvanized) 8.7.1 Roof skylight panels shall be translucent fiberglass teel with Standard White or Bronze baked on primed reinforced panels made in the same configuration as the nish. metal panels. They shall be manufactured with a 2 ounce woven fiberglass cloth reinforcement in addition to random { 8.3.3 ; tandard Lockset shall be one of the following: strand mat or out glass -fibers for structural strength. They shall meet or exceed applicable requirements of ASTM Entry lock with lever handles will be on both sides. D3841-80 Type 1, and ICBO Research Report No. 1412. Key -in -knob on exterior side and thumb turn push Material weight shall not be less than 8 ounces per square button on interior side. Shall be Yale AU5407LN. foot. Meets ANSI 156.2 series 4000 Grade 1 requirements, Impact Test: Skylights shall resist penetration when subject Mortise lock with lever handles on both sides. Shall to a 100 pound cylindrical weight with a 5 3/4" diameter (26 be Yale AU8722GL Grade 1. Meets ANSI A156.13 square inches) dropped from a height of 70". Flammability series 1000 requirements. rate of material shall be no greater than 2 in/min when ij�.resholcls tested under ASTM D635. Coefficient of teat transmission _.r3.4 it device shall be Dorma 8000 Series or equal. (U-factors) shall be no greater than 0.8 BTU/Hr/Sq. ft. 8.3.5 are constructed of aluminum alloy #6063-T5 degree F. Available insulated skylights shall have a light With mill finish, ADA compliant. All fasteners and anchors transmitting foam sandwiched between a standard weight 1cluded for complete installation. exterior panel and a 4 ounce nominal weight interior panel. Skylight panels shall be equivalent to STRONGLIGHT 8.4 OII ERHEAD DOOR FRAMING panels as manufactured by Lasco Industries, or equal. 8.4.1 0Erhead door support framing shall be designed to resist ENGINEERING PROPERTIES a Iplicable horizontal wind loads and shall consist of (STRONGLIGHT Skylight) c annel jambs with a channel header at the top of the o ening. 26 gage steel, color coordinated flashing shall be Property Test Method Nominal Value pr wided to conceal panel edges at the opening unless Shear Strength ASTM D 732 11,000 psi o erwise specified. Bearing Strength ASTM D 953 A 13,400 psi Tensile Strength ASTM D 638 19,000 psi 8.5 G VITY VENTILATORS 8.5.1 .. I Gravity ridge ventilatorsR shall be manufactured from ga Ianized steel and painted white. The ventilator body sh II be 24 gage and the skirt shall be adjustable to match th roof slope. Chain operated damper will be furnished. SS(ABC}Re . 02/(U, American Buildings Company FB OMS � T STANDARD SPECIFICATIONS AMERICAN BUILDINGS COMPANY 8.9 ROOF CURBS 8.7.2 Wall sidelight panels shall be translucent fiberglass panels made in the same configuration as the wall panels. They 8.9.1 ' Roof curbs shall be manufactured from minimum 18 gage shall meet or exceed applicable requirements of ASTM AZ55 aluminum -zinc alloy -coated steel, Curbs shall have D3841-80 Type 1, and ICBO Research Report No. 1412. an integral cricket type water diverter. The minimum curb Material weight shall not be less than 6 ounces per square height shall be 8". foot. 8.8 INSULATION 8.8.1 Fiberglass Blanket Insulation shall be available in 2", 3", 4" and 6" thicknesses. (Other roof insulation systems are available with thickness up to 12 inches).. Maximum application thicknesses are as follows: x�PaAeiTypew�aini��r°n{S` >:.i. SF:�.... ....3.Ra'.:: H k .., s>w»'rilCki7�i,:.i.:✓., ,Pang�7iertnai?6�ark ir. £v y:sa: Standing Seam Ib360 4" Maximum Short hit) Standing Seam IV 360 G" hiaximum Tall Yes Loc SeamiLoc Seam 360 4" Nlaximum Short I io Luc SeamLoc Seam 360 6" h4aximum Tall Yes Architectural III 6" Maximum nL'a nia Architectural '�'" 6" Maximum nia nia Long Span III 4" Maximum I n{a n a 8.8.2 Fiberglass Insulation Facings shall be laminated on one side with one of the facings as shown in chart below. Facings other than those shown in the chart below are available upon request. FACINGS COLOR WHITE WMP- WMP- VINYL VR 10 FSK WMP-F Flame Spread* 25 10* 10* 5* 10* Perm Rating 1.0 .09 .02 .02 .02 Service Tem. Min. 0* -400 -400 -400 -400 *All laminated or composite flame spreads are 25. The white vinyl flame spread rating is only available based on composite testing. 8.8.3 Rigid Foam Thermal Blocks shall be out from high density extruded polystyrene board stock, having a UL 25'flame spread rating. Thermal Blocks shall have a minimum thickness of 3/4 inch and shall be a minimum of 3 inches in width. Thermal Block material shall be Dow Styrofoam (Blue Board) or equal. 8.8.4 Foil -faced rigid insulation (Thermax0) has a glass fiber reinforced polyisocyanu rate foam core. The foam core has a uniform, closed -cell structure which is resistant to the flow of heat. Aluminum foil facers laminated to each side of the product provide an effective moisture barrier. Rigid insulation products are available in thicknesses from 1/2" to 4 Rigid insulation shall be Thermax by Celotex or approved equal. 8.10 PIPE FLASHING 8.10.1 Pipe flashing shall be of a one piece construction and fabricated from an EPDM membrane and shallhave an aluminum base that can be field conformed to any panel configuration. Pipe flashings shall be flexible for' mounting on any roof slope. Service temperature ranges shall be from -30°F to +250°F. Three standard flashing sizes shall accommodate pipe sizes from 1/4" diameter up to 13" diameter. 9- ERECTION AND INSTALLATION The erection of the metal building and the installation of accessories shall be performed in accordance with the American Buildings Company's erection manuals and the building erection drawings. The erection shall be performed by a qualified erector using proper tools and equipment. In addition, erection practices shall conform to Section 6, Common Industry Practices found in the "Low Rise Building Systems Manual," MBMA 1996. There shall be no field modifications to primary structural members except as authorized and specified by American Buildings Company. SAFETY DURING ERECTION CANNOT BE OVER-EMPHASIZEDI 10 BUILDING ANCHORAGE AND FOUNDATION The building anchor bolts shall resist the maximum column reactions resulting from the specified combinations of loadings. The quantities and diameters shall be specified by American Buildings Company. Anchor bolt embedment designs and the anchor bolts are to be supplied by others, NOT American Buildings Company. Anchor bolt embedment and foundations shall be adequately designed by a qualified foundation engineer to support the building reactions and other loads which may be imposed by the building use. The design shall be based on the specific soil conditions of the building site. The foundation engineer shall be retained by other than American Buildings Company. American Buildings Company assumes no responsibility of the integrity of the foundation. SS(ABC}Rev. 02103, American Buildings Company F 100005 14 11 WA RANTIES American Buildings Company offers a variety of warranties for panel coatings, roof systems weathertightness, purchased products, and manufactured material. For specific warranty details and costs contact American Buildings Company at 334-687-2032. r SS(ABC)-R FA[00005 02103, American Buildings Company STANDARD SPECIFICATIONS AMERICAN BUILDINGS COMPANY 15