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Home My WebLink About022-150-025-0 0 COUNTY OF allrre BUILDING DSPT JU14 0 1 1994 ENGINEERING AND PRODUCT DATA FOR ABC JOB # 51-8678 RED TIP RICE GROWERS AMERICAN BUILDINGS COMPANY EUFAULA, ALABAMA 36027 May 12, 1994 (205) 687-2092 Tolson Enterprises 51-8678 P.O. Box 8247 Red Tip Rice Growers Woodland, CA Biggs, CA SSF-21' 18' -18'4" - Gentlemen: This is to certify that the metal building components furnished by American Buildings Company, an AISC certified manufacturer, are designed to comply with the following loads • specified in the order documents: Design Loads Design Load -Combinations 1) Metal Building Dead Load (DL) 1) DL + LL 2) 20.0 PSF Roof Live Load 2) DL + WL %3) 12.0 PSF Frame Live Load (LL) ✓ 4) 80.0 MPH Wind Load (WL) 5) Exp. C I = 1.0 6) 3 Seismic Zone (SZ) 7) 1.0 PSF Collateral Load (ML) These Design Loads and combinations are applied in accordance with 1991 UBC, and are designed in general accordance with the AISC (Ninth Edition) and AISI (1986) specifications with 1989 addendum. This certification is limited to the structural design of the framing and covering parts manufactured by American Buildings • Company and as specified in the contract. Accessory items such as doors, windows, louvers, translucent panels and ventilators are not included. Also excluded are other parts of the project not provided by American Buildings Company such as foundations, masonry walls, mechanical equipment and the erection and inspection of the building. The building should be erected on a properly designed foundation in accordance with The American Buildings Company Erection Manual and American's drawings for the referenced job. The undersigned is not the engineer of record for the overall project. Y ur v uly,��jF'_ k" 'r V. Jimm ochran, P.E.W. Pro'ec Engineer m / P T JC c a Kin.G479 x;:.12 1-94 , `. CS�� SECTION 1 SECTION 2 TABLE OF CONTENTS GENERAL A) Introduction and General Design Approach B) Figure 1 - Clear Span Rigid Frame Building C) Selected References RIGID FRAME A) Explanations and Methods of Analysis B) Frame Sketch and Reactions C) Stress Analysis D) Prying Action Calculations E) Seismic Calculations F) Additional Sketches (if required). SECTION 3 ENDWALLS AND ROD BRACING A) Explanations and Methods of Analysis B) Figure 4 - Loading Diagrams and Framing Layout C) .'Figure 5 -Tension Rods and Wind. Forces D) Nomenclature E) Component Stress Analysis F) Additional Sketches (if required) SECTION 4 PURLIN AND GIRT A) Section Properties B) Member Stress Analysis C) Eave Strut Calculations and Properties. i SECTION 5 PANELS A) Properties and Load Tables B) Calculations of Section Properties `SECTION. 6 MISCELLANEOUS AND SPECIAL CONDITIONS. A) Standard Welds B) Standard Specifications • SECTION 1 INTRODUCTION INTRODUCTION The information contained within the pamphlet is a technical description of an American, pre-engineered, pre -fabricated metal building. It represents the application of the most modem 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, which ever 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 '/2 wind load Other more specialized 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 Beam Endwall; Section 4, Purlins and Girls; Section 5, Roof and Wall Panels and Section 6, Miscellaneous and Special Conditions. M� A"" nm_ �1 SELECTED REFERENCES 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., 1948. 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 Association, 1986 Edition with 1990 supplement. 1 SECTION 2 RIGID FRAME SECTION RIGID FRAME EXPLANATION AND METHODS OF ANALYSIS Rigid frarme analysis and design is a very exacting task. American Buildings Company has developed a computer program that permits detailed analysis and design to be done on;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 below.. 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. Support and Loadings: 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 load's 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, girls 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 flange sizes and web thicknesses, and pipe sizes are used. 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 bending 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 safe 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 and criteria checks, bolted connections, and anchor bolts and base plates. More exhaustive information. may, be extracted if desired. LATERAL 'DEFLECTION OF FRAMES In accordance with Section C5.6, Metal Building Manufacturers Association (momms6), 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 points. 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.. i i • ENDWALLS AND BRACING 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, comer 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 I moments for a continuous beam. The interior and comer 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 building 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 list 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 the hot -rolled mill sections and rods, and 55'KSI for factory built-up sections. r LOADING RHA RHE RLcc, RL2. RL, RL,, RL, RLcc RV, RV2 RV, RV, RV2 RV, LIVE + DEAD NN 11 \o] WIND + DEAD WIND ON SIDEWALL WIND + DEAD WIND ON ENDWALL FIGURE 4 SCALE: DATE DWN. BY: COLUMN AND BEAM B"A"A "`"BJQ" CKD. BY: APP'D. BY:ENDWALL BRACING . NUMBE 6. SC -3-2 ISSUE DATE: 8-19-68 """B� 1 BLDG. (L LCL END FRAME 1'- ZOZ Q r Z FRAME _O W J W J J FRAME W t� AME . RWF(3) RWF(2) RWF(2) RWF(3)I PLAN RWF _� XA�NGT ENDWALL ELEVATION FIG. 5 SCALE NONE DATE DRAWN BY: S.B.G. 893-68 COLUMN AND BEAM ENDWALL N►AULA AM3MICAB BDAAIIRDB ALABAMA o,E"cED eY; ROD BRACING DESIGN APPO. BY: DRAWING, REV. N0. NUMBER: SC -3 -3 6" ANG ANG , CL -RIGID , - _ CL RIGID �- END FR ,.i ,.i : NOMENCLATURE AREA - Cross-sectional area of section (int) 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 constant 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 OCH -. Effective. section factor for a "C" Section ROCK, - 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 VTOP - Horizontal reaction at top of a column VJCH - Saint Variant 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 centroid of "C' Section along X axis • 05/02/94 AMERICAN BUILDINGS COMPANY GENERAL LOADING INFORMATION --------------------------- --------------------------- Job Number: 51867801 Building Code UBC91 Building Category 4 1 Essential Facilities. 2 Hazardous Facilities. 3 Special Facilities. 4 Standard Occupancy Structure. 5 Agricultural buildings. Seismic Zone : 3 Roof Dead Load (Psf) 1.00 Roof Live Load (Psf) 20.00 Trib. Area Reduction Y Collateral Load (Psf) 1.00 Ground Snow Load (Psf) 0.00 Site Exposure 3 Site Exposure Factor 0.70 Importance Factor 1.00 Design Snow Load (Psf) 0.00 Wind Load 80.00 Mph. Coastal Zone ? N Site Exposure C Importance Factor 1.00 Design Wind Load (Psf) 18.25 -- Components 18.25 -- Rigid Frames Deflection Limit : L/ 180 -- Roof Structures : L/ 90 -- Wall Structures Allowable Stress Ratio : 1.03 Bending/Shear Comb. ? Y Lap Option 1 AISI Code 2 Rigid Frame Wind Coef. Cl C2 C3 C4 1 0.800 -1.200 -1.200 -0.500 Page LOAD -2 07:42:05 AM Ver. 5.00 18.333 FT 17.833 FT 0.000 FT CASE NO : 1 LOAD FACT / GROUP => 1.0 DL 1.0 LL 1.0 COL CASE NO COLUMN AND BEAM ENDWALL DESIGN 1.0 DL AMERICAN BUILDINGS CO *** LOADS EUFAULA ALABAMA MAY 4, 1994 8:34:30 AM Ver. 5.OD JOB NAME 51867801 JOB PART 1 LEW BUILDING TYPE IS SINGLE SLOPE FM TO BUILDING CODE = UBC91 VERT MOMT BUILDING WIDTH = 22.083 FT BUILDING LENGTH = LEFT HEIGHT = 19.673 FT RIGHT HEIGHT = LEFT SLOPE _ -1.000 FT RIGHT SLOPE _ BAY SPACING = 18.333 FT 0 LIVE LOAD = 20.000 PSF COLL LOAD = •WIND LOAD = 80.000 MPH SITE EXP WIND = COASTAL ZONE = N WIND IMP FACTOR = OPEN/ENCLOSED = E BUILDING CAT _ *** DESIGN LOAD COMBINATIONS 0 0 18.333 FT 17.833 FT 0.000 FT CASE NO : 1 LOAD FACT / GROUP => 1.0 DL 1.0 LL 1.0 COL CASE NO 2 LOAD FACT / GROUP => 1.0 DL 1.0 WL *** LOADS GROUP TYPE M FM TO START HORIZ VERT MOMT END FT PSF/K PSF/K KFT FT DL UNIF R 0 0 0.000 0.00 -3.50 0.00 22.083 LL UNIF R 0 0 0.000 0.00 -20.00 0.00 22.083 COL UNIF R 0 0 0.000 0.00 -1.00 0.00 22.083 WL UNIF R 0 0 0.000 0.00 18.53 0.00 22.083 �1L UNIF C 1 2 0.000 -18.53 0.00 0.00 0.000 L UNIF B 1 2 0.000 -24.09 0.00 0.00 0.000 FY COLD FORMED = 55.0 KSI FY HOT ROLLED = 36.0 KSI FY BUILT UP . = 55.0 KSI 1.000 PSF C 1.000 4 HORIZ PSF 0.00 0.00 0.00 0.00 -18.53 -24.09 VERT PSF -3.50 -20.00 -1.00 18.53 0.00 0.00 *** ENDWALL RAFTERS MEM DESCRIPTION LOCATION SPLICE PLATES SP BOLT PR BEND RT SHR RT -------------------------------------------------------- ------ 1 12C12 0.000 4 0.250 13.25 1 0.50 0.837 0.311 *** ENDWALL COLUMNS MEM DESCRIPTION LOCATION BASE PLATES A BOLT PR BEND RT SHR RT --------------------------------------------------------- ---- 1 W8X10 0.000 6 0.375 8.00 1 0.75 0.239 0.004 Page - 1 MAY 4, 1994 8:34:30 AM Ver. 5.OD / *** ENDWALL COLUMNS MEM DESCRIPTION LOCATION BASE PLATES A BOLT PR BEND RT SHR RT --------- ------- ------ 2 W8X10 22'.083 6 0.375 8.00 1 0.75 0.239 0.004 *** MAXIMUM ENDWALL REACTIONS AND DESIGN LOAD COMBINATIONS CASE M VER K M HOR K LOAD FACTOR / LOAD GROUP => 1 2.6 -0.1 1.0 DL 1.0 LL 1.0 COL . 2 -1.6 0.1 1.0 DL 1.0 WL • Page - 2 % MAY 4, 1994 8:34:30 AM Ver. 5.OD / *** WIND BRACING DESIGN *** BRACING LOCATIONS BY BAY. NUMBER *** FSW => 1 *** ROOF => 1 CASE NO 1 LOAD FACT / GROUP => 1.0 DL 1.0 LL 1.0 COL/ *** ROOF BRACING DESIGN BRACED BAY .333 FT NO BAY QTY SIZE LENGTH WN _TQ CB FOR ST FOR A TEN • 1 .22.083 1 BC 4 28. 0.000 0.000 NA 3.320 *** FRONT SIDEWALL BRAC DESIGN BRACED BAY 18.333 FT NO BAY QTY SIZE -- --- --- ---- LENGTH ------ WN FOR CB FOR ST FOR A TEN 2 8.333 1 BC 4 -------------------------------------------------------------------------- 25.182 ------ ------ ------ 0.000 0.000 NA ----- 3.320 CASE NO 2 LOAD FACT / GROUP => 1.0 DL 1.0 WL *** ROOF BRACING DESIGN BRACED BAY 18.333 FT NO BAY QTY SIZE -- --- --- ---- LENGTH ------ WN FOR ' CB FOR ST ------ FOR A TEN 1 22.083 1 BC 4 28.761 ------ ------ 0.000 0.000 2.670 ----- 4.426 *** FRONT SIDEWALL BRACING DESIGN BRACED BAY 18.333 FT • NO BAY QTY SIZE -- --- --- ---- LENGTH ------ WN FOR CB FOR ST ------ FOR A TEN 2 18.333 1 BC 4 25.182 ------ ------ 2.430 3.338 NA ----- 4.426 *** MAXIMUM BRACING REACTIONS AND DESIGN LOAD COMBINATIONS CASE M FSW VERT M FSW HOR LOAD FACTOR / LOAD GROUP => 2 2.6 2.4 1.0 DL 1.0 WL CASE M RSW VERT M RSW HOR ---- ---------- --------- LOAD ----------- FACTOR / LOAD GROUP => ---------- Page - 3 MAY 4, 1994 8:34:30 AM Ver. 5.OD COLUMN AND BEAM ENDWALL DESIGN AMERICAN BUILDINGS CO EUFAULA ALABAMA MAY 4, 1994 8:35:26 AM Ver. 5.OD JOB NAME 51867801 JOB PART 1 REW BUILDING TYPE IS SINGLE SLOPE BUILDING CODE = UBC91 BUILDING WIDTH = 22.083 FT LEFT HEIGHT = 17.833 FT LEFT SLOPE = 1.000 FT BAY SPACING = 18.333 FT LIVE LOAD = 20.000 PSF 16WIND LOAD = 80.000 MPH COASTAL ZONE = N OPEN/ENCLOSED = E *** DESIGN LOAD COMBINATIONS CASE NO : 1 LOAD FACT / GROUP => CASE NO : 2 LOAD FACT / GROUP => *** LOADS GROUP TYPE M FM TO START HORIZ FT PSF/K ----- ---- - -- -- ----- ----- DL UNIF R 0 0 0.000 0.00 LL UNIF R 0 0 0.000 0.00 COL UNIF R 0 0 0.000 0.00 WL UNIF R 0 0 .0.000 0.00 �JL UNIF C 1 2 0.000 -18.53 L UNIF B 1 2 0.000 -24.09 FY COLD FORMED = 55.0 KSI FY HOT ROLLED = 36.0 KSI FY BUILT UP = 55.0 KSI BUILDING LENGTH = RIGHT HEIGHT = RIGHT SLOPE _ COLL LOAD = SITE EXP WIND = WIND IMP FACTOR = BUILDING CAT = 1.0 DL 1.0 LL 1.0 DL 1.0 WL 18.333 FT 19.673 FT 0.000 FT 1.000 PSF C PSF 1.000 0.00 4 ----- 0.00 1.0 COL -20.00 VERT MOMT END HORIZ VERT PSF/K ---- KFT ---- FT PSF PSF -3.50 0.00 --- 22.083 ----- 0.00 ---- -3.50 -20.00 0.00 22.083 0.00 -20.00 -1.00 0.00 22.083 0.00 -1.00 18.53 0.00 22.083 0.00 18.53 0.00 0.00 0.000 -18.53 0.00 0.00 0.00 0.000 -24.09 0.00 *** ENDWALL RAFTERS MEM DESCRIPTION LOCATION SPLICE PLATES SP BOLT PR BEND RT SHR RT -------------------------------------------------------- ------ 1 12C12 0.000 4 0.250 13.25 1 0.50 0.837 0.311 *** ENDWALL COLUMNS MEM DESCRIPTION LOCATION BASE PLATES A BOLT PR BEND RT SHR RT --------------------------------------------------------- ------ 1 W8X10 0.000 6 0.375 8.00 1 0.75 0.239 0.004 Page - 1 % MAY 4, 1994 8:35:26 AM Ver. 5.OD V El *** ENDWALL COLUMNS MEM DESCRIPTION LOCATION BASE PLATES A BOLT PR BEND RT SHR RT' 2 W8X10 22.083 6 0.375 8.00 1 0.75 0.239 0.004 *** MAXIMUM ENDWALL REACTIONS AND DESIGN LOAD COMBINATIONS CASE M VER K M HOR K LOAD FACTOR / LOAD GROUP => 1 2.6 -0.1 1.0 DL 1.0 LL 1.0 COL • 2 -1.6 0.1 1.0 DL 1.0 WL Page - 2 MAY 4, 1994 8:35:26 AM Ver. S.OD SECTION . 4 PURLIN AND GIRTS AM RICAN BUILDINGS COMPANY'S STANDARD PURLINS AND GIRTS ARE LIGHT GAGE 8" x 2 1/2" "Z 9 1/2" x 3" "Y AND 12" x 3 1/2" C" SECTIONS. (WITH STIFFENED FLANGES) COLD FORMED FROM 55,000 PSI YIELD STEEL. THE SECTION. PROPERTIES AND CAPACITIES COMPUTED IN ACCORDANCE WITH 1986 AISI SPECIFICATIONS ARE: 1 _ T X X 8. 50' _ SECTION THICKNESS T in. k (in. WEIGHT• b./FT. I (in.4) S. (in 3) r ■ (InJ r r (in.) • • NEAR STRESS (fv)ksi ALLOW SOW TRESS EAM (fb)ksi MAX. SHLEOAWR (KIPS) MAX. ALLOWMAX SHEAR) ( KIPS) MOMENT ( FT. KIPS) MAX. ALLOW (yy/WALLOW EJD) (FT. KPS) 8Z16 0.060 `0.86 2.90 8.25 1.83 3.10 1.26 ,' 5.52 33.0 2.44 3.25 5.02 6.69 3.23 9.18 2.05 3.10 1.25 6.91 33.0 3.41 4.55 5.64 7.52 8Z15 0.067 0.96 3.52 9.97 .2.27 3.10 1.25 8.23 33.0 .4.42 5.89 6.24 8.32 8Z14 0.073 1.04 3.96 11.14 2.68 3.09 1.25 10.43 33.0 6.28 8.37 7.36 9.61 8Z13 0.082 1.17 4.35 12.18 2.99 J.09 1.24 12.62 33.0 8.32 11.09 8.23 10.57 8212 r 0.090 1.28 9.5Z15. 0.064 1.09 3.70 14:87 2.56 3.69 1.49 4.34 33.0 2.47 3.29 7.04 9.M 16.90 3.11 3.69 1.49 5.68 33.0 3.67 4.89 8.54 11.39 9.5Z14 0.073 1.24 4.22 4.57 18.23 3.38 3.69 1.48 6.66 3310 4.66 6.21 9.29 12.39 13 0.079 1.34 5.20 20.66 3.90 3.68 1.48 8.69 33.0 6.90 9.20 10.73 1431 9.5Z12 0.090 1.53 5.55 21.98. 4.27 3.68 1.48 9.92 33.0 8.39 11.19 11.75 1557 9.SZ11 0.096 1.82 1 X 13 .0.090 1.81 8.12 37.97 5.51 4.58 1.24. 5.28 33.0 5.38 7.17 15.15 .2010 7.14 43.96 6.59 4:57 1.23 7.22 33.0 8.56 11.41 18.12 24.16 1.2C12 0.105 .2.11 8.16 49.86 7.86 4.56 1.22 9.48 33.0 12.81 17.08 21.60 28.BO 12C11 0.120 2.40. EFFECTIVE SECTION MODULI USED IN BENDING CALCULATIONS. **,SHEAR STRESS LIMITIED BY THE FORMULA Fv 83,491 / (h /t)2 < .4 Fy MOMENTS AND SHEARS USED IN SELECTING "Z" AND "C" SECTIONS AND CONNECTIONS FOR THE PURLIN AND GIRTS WERE FOUND BY STIFFNESS METHOD OF ANALYSIS. TO!MEET-VARYING LOAD REQUIREMENTS, THE "Z" AND. "C" MEMBERS SHALL BE -OF SIMPLE SPAN OR LAPPED 3'-0', 4'-0" OR ,5'-6" OVER THE INTERIOR FRAMES TO FORM A CONTINUOUS BEAM. THE PURLIN SECTIONS WERE THEN DESIGNED FOF' 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, SCALE: DWN. BY: CKD: BY: APP'D. BY: ISSUE DATE: DATE 4-93 PURLIN AND GIRT CALCULATIONS _-. NUMM SC -4-1 (86) 1 9 Page 1RF-1 05/04/94 08:31:47 AM Ver. S.OD AMERICAN BUILDINGS COMPANY SECONDARY FRAMING DESIGN Designer S. ROBERTSON Job Number: 51867801 Part: 1 Desc: SSF 21'18'-18'4" A 86AISI ------------------------------------------------------------------------------ Type Width Length Ridge Dist. R.Col. Elev. Slope(F) Slope(R) No.Bays SSF 22.083FT 18.333FT 22.083FT O.000FT 1.000/12 0.000/12 1 ------------------------------------------------------------------------------ S.Wall Eave Ht. Lean-to Width* E.Wall Type Col_Spc. Girt_Type Overhang Front: 17.833FT O.00FT * Left 1 S I O.00OFT Rear : 19.673FT O.00FT * Right 1' S I O.00OFT ------------------------------------------------- ------------------------------ Code Cat. Seis_Z Expo_S Expo_W Coastal DL COLL. LL G_Snow WL -Mph WL_Psf UBC91 4 0 3 C N 1.0 1.00 20.00 0.00 80.00 18.25 ------------------------------------------------------------------------------ Snow Imp. Factor: 1.00 Snow Factor: 0.70 D Snow: 0.00 Psf Wind Imp. Factor: 1.00 Defl. Limit:L/_80 ****** ROOF PURLIN STRUCTURES ******** Load Comb 1 : DL + COL + LL ASF:1.000 Load Comb 2 : DL + WL- ASF:1.333 Load Comb 3 : LL ASF:1.000 Design Z--Inset(FT)-- Z Strip--Int.Zone Coef-----Ext.Zone Coef--- Spc(IN) Cond. Left Right TFT) Suction Pressure Suction Pressure ------ ------ ----- ----- ------- ------- -------- ------- -------- 60.00 S.SPAN 1.00 1.00 1.83 -1.03 0.00 -1.57 0.00 No. Span ---Lap--- Section -----Shear----- -----Bending---- Defl Strut B/S Length L / R Force Ratio Loc Momt. Ratio Loc L/XX Cap. Ratio -- ------ ---- ----------- ----- ----- --- ------ ----- --- ---- ----- ----- 1 16.333 0.00 0.00 8Z16 0.92 0.38 LS1 -2.89 0.8.6 MS2 300 10.11 0.75 ------------------------------------------------------------------------------ Total weight per run = 46.22 Lbs. Maximum stress ratio = 0.86 • Page 1FS-1 05/04/94 08:31:58 AM Ver. S.OD AMERICAN BUILDINGS COMPANY SECONDARY FRAMING DESIGN Designer S. ROBERTSON Job Number: 51867801 Part: 1 Desc: SSF 21'18'-18'4" A 86AISI ------------------------------------------------------------------------------ Type Width Length Ridge Dist. R.Col. Elev. Slope(F) Slope(R) No.Bays SSF 22.083FT 18.333FT 22.083FT O.000FT 1.000/12 0.000/12 1 ------------------------------------------------------------------------------ S.Wall Eave Ht. Lean-to Width* E.Wall Type Col Spc. Girt_Type Overhang Front: 17.833FT O.00FT * Left 1 S I 0.00OFT Rear : 19.673FT O.00FT * Right 1 S I 0.00OFT ------------------------------------------------------------------------------ Code Cat. Seis_Z Expo_S Expo_W Coastal DL COLL. LL G_Snow WL_Mph WL_?sf UBC91 4 0 3 C N 1.0 1.00 20.00 0.00 80.00 18.25 ------------------------------------------------------------------------------ Snow Imp. Factor: 1.00 Snow Factor: 0.70 D Snow: 0.00 ?sf Wind Imp. Factor: 1.00 Defl. Limit:L/ 90 ****** FRONT SW GIRT STRUCTURES ******** Load Comb 1 : WL- ASF:1.333 Load Comb 2 : WL+ ASF:1.333 Z Spacings(In.) 88.00 96.00 30.00 Design Z--Inset(FT)-- Z Strip--Int.Zone Coef-----Ext.Zone Coef--- Spc(IN) Cond. Left Right TFT) Suction Pressure Suction Pressure ------ ------ ----- ----- ------- ------- -------- ------- -------- 92.00 INSET 1.00 1.00 1.83 -0.90 0.90 -1.20 0.90 No. Span ---Lap--- Section -----Shear----- =----Bending---- Defl B/S Length L / R Force Ratio Loc Momt. Ratio Loc L/XX Ratio -- ------ ---- ----------- ----- -------- ------ ----- ------------- 1 16.333 0.00 0.00 8Z15 0.99 0.22 LS1 -3.74 1.00 MS1 304 0.99 ------------------------------------------------------------------------------ 46tal weight per run = 51.61 Lbs. Maximum stress ratio = 1.00 SECTION 5 PANEL. -SECTION 12" 12" 12.. PANEL PROFILE 12" 4 1/4" 3 1/2" 4 1/4!' I 3/18' 1 i 3/32' 1, PARTIAL CROSS SECTION ENGINEERING PROPERTIES OF AMERICAN'S LONGSPAN PANEL METAL THK. IN. TOTAL WEIGHT THK: IN. SQ. FT. TOP IN COMPRESSION BOTTOM IN COMPRESSION Fb ksi Ix. Sx. In4/ft In3/ft Ix. Sx. In4/ft In3/ft L = 3,_O.� 1 0.0194 0.92 0.030 0.036 0.031 0.033 48 26 GAGE 1 0.018 24 GAGE 1 0.024 1 0.0254 1.20 0.045 0.051 0:045 0.047 48 1. Section properties nave oeen cniu—u— ••• 2. Minimum yield strength of steel is 80,000 psi. 3. Steel panels are AZ 55 aluminum -zinc alloy -coated or G 90 zinc -coated (galvanized). The corresponding reduced thickness shown as Metal Thickness" was used in determining section properties. 4. For loads shown, deflections are less than L/150. 5. For wind loads the tabulated values can be multiplied by 1.33. S CALE: DATE THG 10-93 LONGSPAN PANEL GD 10-93 DIMENSIONS AND PROPERTIES AMERICA BUILDING' LOAD TABLES EUFAULA CUNPANIY ALABAMA REV APP'D. BY. nc 10-93 NUM BERG . SC -5-1.0 .O 7 ISSUE DATE: 7-64 NUMBER MAXIMUM TOTAL . UNIFORM LOAD IN PSF OF SPANS L = 3,_O.� 3•_4" 4•_0" 4'-6" 5'-0" 6'-0.. 1 117 185 49 35 25 15 26 GAGE 2 117 85 46 35 25 53 15 30 STEEL 3 147 119 83 65 61 49 30 4 1 137 167 111 135 77 7452 38 23 24 GAGE 2 167 135 94 74' 60 75 42 45 STEEL 3 209 169 118 93 87 70 45 4 195 158 110 1. Section properties nave oeen cniu—u— ••• 2. Minimum yield strength of steel is 80,000 psi. 3. Steel panels are AZ 55 aluminum -zinc alloy -coated or G 90 zinc -coated (galvanized). The corresponding reduced thickness shown as Metal Thickness" was used in determining section properties. 4. For loads shown, deflections are less than L/150. 5. For wind loads the tabulated values can be multiplied by 1.33. S CALE: DATE THG 10-93 LONGSPAN PANEL GD 10-93 DIMENSIONS AND PROPERTIES AMERICA BUILDING' LOAD TABLES EUFAULA CUNPANIY ALABAMA REV APP'D. BY. nc 10-93 NUM BERG . SC -5-1.0 .O 7 ISSUE DATE: 7-64 64' PARTIAL CROSS SECTION 1 316" . ENGINEERING PROPERTIES OF AMERICAN'S ARCHITECTURAL II PANEL TOP IN BOTTOM IN COMPRESSION COMPRESSION Fb METAL TOTAL WEIGHT ksi THK. IN. THK. IN. SQ. FT- Ix! Sx. Ix. Sx.. In4/ft In3/ft In4/ft In3/ft 26 GAGE 0.018 0.0194 0.92 0.0174 0.027 0.035 0.035 48 24 GAGE 0.024 0.0254 1.20 0.0240 0.042 0.046. 0.049 48 NUMBER MAXIMUM TOTAL UNIFORM LOAD IN PSF OF SPANS .L = 4'-0"5'-0" 5'-6" 6'-0„ 7,_0 4'-6" 38 32 24 18 1 72 57 46 38 32 24 18 72 57 46 23 26 GAGE 2 58 48' 40 29 STEEL 3 90 71 37 27 21 4 84 66 54 59 50 37 28 1 112 88 72 37 28. 1 72 59 50 12 88 24 GAGE 2 90 74 62 46 35 STEEL 3 140 111 84 69 58 43 33 4 131 103 1. Section properties have been calculated in accordance with the 1986 AISI specifications. 2. Minimum yield strength of steel is. 80,000 psi. 3. Steel panels are AZ 55 aluminum -zinc alloy -coated or G 90 zinc -coated (galvanized). The corresponding reduced thickness shown as Metal Thickness' was used in determining section properties. 4. The Architectural panel is limited to wall applications. 5. Tabulated values are for bending and includes 1/3 increase for wind. SCALES ' DATE , BY THG 10-93 ARCHITECTURAL •II PANEL BUILDINGS REV. GD 10-93 DIMENSIONS AND PROPERTIES AMER'IA A COMPANY ALABAMA LOAD TABLES1. REV, DG 10-93 G APP'D. BY: NUMBER . SC -5-2.0 6 ISSUE DATE: 7=84 2 29/32" I I \ 12•. PANEL PROFILE 24" 5 1/18" 1 5 .93 CROSS SECTION ENGINEERING PROPERTIES OF AMERICAN'S STANDING SEAM II PANEL TOP IN BOTTOM IN METAL TOTAL WEIGHT COMPRESSION COMPRESSION FB ' THICK. THICK. SQ. FT. KSI IN. IN. IX. SX. IX: SX. IN4/FT. IN3/FT. IN4/FT. IN3/FT. . 24 GAGE 0.024 0.0254. 1.27 0.207 0.081 0.091 0.082 30 NUMBER MAXIMUM TOTAL UNIFORM LOAD IN PSF OF4 -p" 4'-6" 5'-0" SPANS L = 3'-0... 3•_4.. 1 180 146 101 80 65 2 182 148 103 81 66 24 GAGE STEEL 3. 228 185 128 101 82 .4 212 172 119 94 76 1. SeFtion properties have been calculated in accordance with. the 1986 AISI specifications. 2.Mipimum yield strength of steel is 50,000 psi. alvanized') The 3. Steel panels are AZ 55 aluminum -zinc alloy -coated or G 90 zinc -coated (g coltresponding reduced thickness shown as Metal Thickness' was used in determining section properties. 4. For loads shown• deflections are less than L/150. 5. For wind loads the tabulated values can be multiplied by .1.33. SCALE: DATE q�U s OCW� REV. BYi THG 10-93 STANDING SEAM II PANEL BUILDINGS CKD. BY: j GD 10-93 DIMENSIONS AND PROPERTIES AMERICA COMPANY ALABAMA APP'D, BY DG 10-93 LOAD TABLES GRAVING REV. NUMBER SC -5-3•0 7 ISSUE DATE 7-84 PANEL PROFILE CROSS SECTION 1/8.. 1. Section properties have been calculated in accordance with the 1986 AISI specifications. 2. Minimum yield strength of steel is 50,000 Psi—Steel panels are AZ 55 aluminum -zinc alloy -coated or G 90 zinc -coated (galvanized). corresponding reduced thickness shown as Metal Thickness' was used in determining section properties. 4. The Shadow Panel is limited to wall applications. 5. Tabulated values are for bending and includes 1/3 increase for wind. SCALE: DATE REV. BY: THG 10-93 SHADOW PANEL BUILDINGS CKD. BY; GD 10-93 DIMENSIONS AND PROPERTIES AMERICAN Ek COMPANY ALABAMA LOAD TABLES DRAVING FRIAPP'D, BY: DG 10-93NUMBER SC -5-4.0 ISSUE DATE: 7-84 ENGINEERING PROPERTIES OF AMERICAN'S SHADOW PANEL TOP IN BOTTOM IN METAL TOTAL " WEIGHT COMPRESSION COMPRESSION FB KSI THICK. IN. THICK. SQ. FT. IN. IX. SX.. IX.' SX. IN4/FT. IN3/FT. IN4/FT. IN3/FT. 24 GAGE 0.024 0.0254 1.67 0.287 0.175 0.416 0.171 .30 NUMBER MAXIMUM TOTAL UNIFORM LOAD IN PSF OF " 8'-0" 10-0" 12'-0' 14'-0" 18'-0" SPANS 182 127 71 46. 32 23 14 1 2 182 127 71 46 32 23 14 24 GAGE STEEL 3 228 158 89 57 40 29 23 4 213 148 83 53 38 27 21. 1. Section properties have been calculated in accordance with the 1986 AISI specifications. 2. Minimum yield strength of steel is 50,000 Psi—Steel panels are AZ 55 aluminum -zinc alloy -coated or G 90 zinc -coated (galvanized). corresponding reduced thickness shown as Metal Thickness' was used in determining section properties. 4. The Shadow Panel is limited to wall applications. 5. Tabulated values are for bending and includes 1/3 increase for wind. SCALE: DATE REV. BY: THG 10-93 SHADOW PANEL BUILDINGS CKD. BY; GD 10-93 DIMENSIONS AND PROPERTIES AMERICAN Ek COMPANY ALABAMA LOAD TABLES DRAVING FRIAPP'D, BY: DG 10-93NUMBER SC -5-4.0 ISSUE DATE: 7-84 I 83/84„f 18” NET COVERAGE PANEL PROFILE 23/32" 13/16" +1/32" —0" �-J 9/16° 1 63/6, 1 ' �� 2.. 16" + 0" CROSS SECTION ENGINEERING PROPERTIES OF AMERICAN'S LOC -SEAM PANEL TOP IN BOTTOM IN METAL TOTAL WEIGHT COMPRESSION COMPRESSION FB THICK. IN. THICK.SX IN.IX. SQ. FT. SX. IX. . KSI IN 4/FT. IN3/FT. IN4/FT. IN 3/FT. 0.0254 1.425 0.157 0.094 0.075 0.067 30 24 GAGE 0.024 22 GAGE 0.030 0:0318 1.782 0.207' 0.126 0.101 0.092 30 NUMBER MAXIMUM TOTAL UNIFORM LOAD IN PSF OFL 4'-0" 4'-6" 5'-0" 6'-0.. SPANS 1 149 121 84 .86 54 37 2 149 121 84 66 54 37 24 GAGE STEEL 3 lgg' 151 105 83 67 47 4 173 141 98 77 62 44 1 204 166 115 91 74 51 2 204 166 115 91 74 51 22 GAGE STEEL 256 207 144 114 92 64 4 238 193 134 106 86 60 1. Section properties have been calculated in accordance with the 1986 AISI specifications. 2. Minimum yield strength of steel is 50.000 psi. els are AZ 55 aluminum 3. Steel pan—zinc alloy—coated or G '90 zinc—coated (galvanized). The Metal Thickness" was used in determining corresponding reduced thickness shown as section properties. 4. For loads shown, deflections are less than L/150. 5. For wind loads the tabulated. values can be . multiplied by 1.33. SCALEt TDAE REV, BY: THG 3 16" LOC -SEAM PANEL BUILDINGS CKD. BY; 'GD 3 DIMENSIONS AND PROPERTIES AMERICA COMPANY ALABAMALOAD TABLES EUFAULAREV. APP'D, BY. DG 3 NUMBER DRAWING . SC -5-6.0 5 ISSUE DATE 10-89 1 63/6— 12" NET COVERAGE PANEL PROFILE 23/32" 13/16" +0,,.-1/32" +1/32„ -0„ 7/ 16' 1 63/64" I� 2„ _L— 5' 5* pll:�775. 12" + 0" - /1611. CROSS SECTION . ENGINEERING PROPERTIES OF AMERICAN'S LOC -SEAM PANEL NUMBER 'OF SPANS MAXIMUM TOTAL UNIFORM LOAD IN PSF L = 3'-0' TOP IN BOTTOM IN 4'-6" 5'-0" METAL THICK. TOTAL THICK. WEIGHT COMPRESSION COMPRESSION FB 87 IN. IN. SQ. FT. KSI IX. SX. IX. SX. 70 49 STEEL 3 IN4/FT. IN3/FT. IN4/FT. IN3/FT. 88 24 GAGE 0.024 0.0254 1.56 0.202 0.127 0.100 0.088 30 22 GAGE 0.030 0.0318 1.95 0.251 0.158 0.134 0:123 30 1. Section properties have been calculated in accordance with the 1986 AISI specifications. 2. Minimum yield strength of steel is 50,000 psi. 3. Steel panels are AZ 55 aluminum -zinc alloy -coated or G 90 zinc -coated (galvanized). The corresponding reduced thickness shown as Metal Thickness" was used in determining section properties. 4. For loads shown, deflections are less than L/150. 5. For wind loads the tabulated values can be multiplied by 1.33. SCALE: DATE REV, BY: THG 10-93 12" LOC -SEAM PANEL CKD, BY: GD 10-93 DIMENSIONS AND PROPERTIES AMERICAN COMPANY BUILDINGS LOAD TABLES EUFAULA ALABAMA APP'D, BY: DG 10-93 BRAVING . REV. ISSUE DATE: 1-92 NUMBER SC -5-6.1 _ NUMBER 'OF SPANS MAXIMUM TOTAL UNIFORM LOAD IN PSF L = 3'-0' 3'-4" 4'-0" 4'-6" 5'-0" 6'-Y' 1 .196 158 110 87 70 49 24 GAGE 2 196 158 110 87 70 49 STEEL 3 244, 198 138 109 88 61 4 228 185. 128 101 82 57 1 273 221 154 121 98 68 22 GAGE 2 273 221 154 121 98 68 STEEL 3 342 277 192 152 123 85 4 319 258 179 142 115 80 1. Section properties have been calculated in accordance with the 1986 AISI specifications. 2. Minimum yield strength of steel is 50,000 psi. 3. Steel panels are AZ 55 aluminum -zinc alloy -coated or G 90 zinc -coated (galvanized). The corresponding reduced thickness shown as Metal Thickness" was used in determining section properties. 4. For loads shown, deflections are less than L/150. 5. For wind loads the tabulated values can be multiplied by 1.33. SCALE: DATE REV, BY: THG 10-93 12" LOC -SEAM PANEL CKD, BY: GD 10-93 DIMENSIONS AND PROPERTIES AMERICAN COMPANY BUILDINGS LOAD TABLES EUFAULA ALABAMA APP'D, BY: DG 10-93 BRAVING . REV. ISSUE DATE: 1-92 NUMBER SC -5-6.1 _ 1 2 `1 2" 1" 6" 6" J— _ 6" 6" 6" 6" PANEL PROFILE 6„ 34" 1" 34 312" 34"IIT TIT F 45 3/4:: PARTIAL CROSS SECTION ENGINEERING PROPERTIES OF AMERICAN'S MULTI -RIB PANEL MAXIMUM METAL THK. IN. TOTAL THK. IN. WEIGHT SQ. FT. TOP IN COMPRESSION BOTTOM IN COMPRESSION Fb ksi Ix. Sx. In4/ft In3/ft Ix. Sx. In4/ft Ina/ft 29 GAGE 0.014 0.0150 0.71 0.0137 0.018 0.008 0.019 48 26 GAGE 0.018 0.0194 0.92 0.0193 0.029 0.0132 0.027 48 24 GAGE 1 0.024 0.0254 1.20 0.0275 0.045 0.0193 0.043 48 1. Section properties have been calculated in accordance with ' the 1986 AISI specifications. 2. Minimum yield strength of steel is 80,000 psi'. 3. Steel panels are AZ 55 aluminum -zinc alloy -coated -or. G 90 zinc -coated (galvanized). The corresponding reduced thickness shown as Metal Thickness' was used in determining section properties. 4. For loads shown, deflections are less than L/150. 5. For wind loads the tabulated values can be multiplied by 1.33. SCALE: DATE REV: BY: THG 10-93 MULTI -RIB PANEL CKD. BY:- GD 10-93 DIMENSIONS AND PROPERTIES AMERICA COMPANY BUILDINGS LOAD TABLES EUFAULA . APP'D, BY. DG 10-93 REV. ISSUE DA E: 3-90 °�MBERG : SC -5-7.0 3 NUMBER MAXIMUM TOTAL UNIFORM LOAD IN PSF OF SPANS L = 3-6-T_3'-4" 4'-0" 4'-6" 5'-0" 5'-6" 6'-0" 1 53 39 22 16 12 9 7 GAGE 2 68 55 '38 30 24 20 17 .29 STEEL 3 84 68 48 38 30 25 21 4 79 64 44 35 28 23 20 1 75 54 .32 22 16 12 9 26 GAGE 2 96 78 54 43 34 .29 24'' SITEEL 3 120 97 68 53 43 36 30 4 112 91 63 50 40 33 28 1 107 78 45. 32 23 17 13 24 GAGE 2 1 153 124 86 68 55 45 38 STEEL 3' 191 1 155 108 85 69 57 48 4 178 145 100 79 64 53 45 1. Section properties have been calculated in accordance with ' the 1986 AISI specifications. 2. Minimum yield strength of steel is 80,000 psi'. 3. Steel panels are AZ 55 aluminum -zinc alloy -coated -or. G 90 zinc -coated (galvanized). The corresponding reduced thickness shown as Metal Thickness' was used in determining section properties. 4. For loads shown, deflections are less than L/150. 5. For wind loads the tabulated values can be multiplied by 1.33. SCALE: DATE REV: BY: THG 10-93 MULTI -RIB PANEL CKD. BY:- GD 10-93 DIMENSIONS AND PROPERTIES AMERICA COMPANY BUILDINGS LOAD TABLES EUFAULA . APP'D, BY. DG 10-93 REV. ISSUE DA E: 3-90 °�MBERG : SC -5-7.0 3 �F n NOTES: I. WHEN JOINING MATERIAL OF DIFFERENT THICKNESS, THE THINNER MATERIAL SHALL GOVERN. 2 FLANGE SPLICES MAY BUT DO NOT NECfLSSARILY OCCUR AT WEB SPLICES. c nVTAIL C&D DETA ALTERNATE KNEE DETAIL FOR BUILT—UP STRAIGHT COLUMNS AB4-G1-2 C V GROOVE T - •8 = T -'e '"F��s�►; DE'TAI L 'A' BASE A: FILLET SIZE SAME AS WEB THICKNESS MINUS is ( HOLD . e' MINIMUM ) B : FILLET SIZE SAME AS WEB THICKNESS ( HOLD + MAXIMUM) C : FILLET SIZE SAME AS FLANGE SIZE ( HOLD s MAXIMUM ) &D ,B4- G1- 3 ucra14 STANDARD WELDS RIGID FRAMES (BUILT—UP SECTION) PAcs AMEWCAN.BUUMEWN COMPA" 221 osrc 5-92 SCIS -1 s I FIELD SPLICE ( BOLTED ) S - t ?: e �s i - t< e _ AB4-GI-5 t DETAIL Cr FLANGES OVER 4 THICK 20' AB4-GI RIDGE DETAIL Y FLANGES THROUGH '4 THICK BACK A134 - GI GOUGE NOT REQUIRE[ 4B3- GI TYPICAL BUTT JOINT FOR FLANGES OVER Y THICK DETAIL.I$- Eu , TYPICAL BUTT JOINT SECTION B -B° FOR FLANGES THROUGH 14' THICK TYPICAL BUTT JOINT FOR WEBS STANDARD WELDS 3 RIGID FRAMES FrFA ( BUILT-UP. SECTION) 2.2 AMRICAN BUILDINGS COMPANY Egam_ 89 SC6-2 NOTE: WHEN JOINING MATERIALS OF DIFFERENT THICKNESSES THE THINNER MATERIAL SHALL GOVERN. B A B FAN B� 11 KNEE WELD SIZES A, B & C A a FILLET SIZE EQUAL TO WEB THICKNESS MINUS is ( HOLD V MINIMUM. ) 8 _ FILLET SIZE EQUAL TO FLANGE THICKNESS MINUS is ( HOLD 3s MINIMUM) C FILLET SIZE EQUAL TO FLANGE THICKNESS ( HOLD ?s MAXIMUM) STANDARD WELDS 4 ENDWALL FRAMES ( ROLLED SECTIONS) rscs AMERICAN BUnMINGS COMPANY 23.1 _ own 5-92 .:,::..: ��.,:... Y.... SC6- 18'-0 S/!I" 9'' 10 3 4' — 11'•0 J i ' � IL 4 - 1. �00 �I J O ' 1 _ I I. .I NATURAL' P.E,+3URCE'S I ---' -... - - --- --—_.._----- - -- --. U TOOL 1; ROOM 1 ' } RRI OR WGMc!J �� IB'I --j 130 i'p It o MF"N is I q'C I�-- E:E TF. CAL jiy„ f i la :AN vU7DING {'s!E' ,S%b --- - MECHAN,�Ai ROOM - .-CalA/V S'ORAGE .COPRIDGR I� -J Standard Specifications For American Buildings Company's METAL BUILDING SYSTEMS CONTENTS 1. GENERAL SCOPE............................................................................1.1 Intent..............................................................................1.1.1 Performance....................................................................1.1.2 BUIProduct.DWG DESChange..............................................................1.2 3 CRIPTION......................................... LAP.................................................................................1.2.1 RF...................................................................................1.2.2 LRF-M............................................................................1.2.3 GC...................................................................................1.2.4 IT....................................................................................1.2.5 LP2.................................................................................1.2.6 LP2-M.............................................................................1.2.7 L.04.................................................................................1.2.8 LP4-M.............................................................................1.2.9 LSS.......................................:.........................................1.2.10 LSS-M............................................................................1.2 11 SSF.................................................................................1.2.12 BUILDING NOMENCLATURE...................................1.3 RoofSlope......................................................................1.3.1 Width..............................................................................1.3.2 EaveHeight....................................................................1.3.3 Length.............................................................................1.3.4 Bay Spacing (Standard)........................................:.........1.3.5 Bay Spacing (Shadow Panel).........................................1:3.6 DRAWINGS AND CERIU— KATION ..........................1.4 Drawings........................................................................1.4.1 Certifications...................................................:...:..........1.4.2 AISC Certification..........................................................1.4.3 L STRUCTURAL STEEL DESIGN GENERAL,......................................................... ......... 2.1 trucpualMill Sections..................................................2.1.1 IdFormed Sections .................................................... 2.1.2 DESIGNLOADS...........................................................2.2 LoadingCriteria......:...................................................... 2.2.1 MostSevere Conditions ................................................. 2.2.2 LoadProjections.............................................................2.2.3 3. C Loads ... .... ................. 2.2.4 ..................... .............. ... MATERIAL SPECIFICATIONS PRIMARY FRAMING STEEL ................................:.... 3.1 Hot -Rolled Sections....................................................... 3.1.1 Built -Up Sections........................................................... 3.1.2 Endwall "C" Sections ...............................................:....3.1.3 SECONDARY FRAMING STEEL ............................... 3.2 RolledFormed Sections ....................................... .:........ 3.2.1 Rolled Formed Sections (Galvanized.) ......:...................3.2.2 ROOF AND WALL PANEL MATERIAL ......:.........:.... 3.3 26 Gauge Material - Zinc -Coated (Galvanized) ............ 3.3.1 24 Gauge Material - Zinc -Coated (Galvanized) ......:...., 3.3.2 26 Gauge Material - Aluminum -Zinc Alloy -Coated..::.. 3.3.3 24 Gauge Material - Aluminum -Zinc Alloy -Coated....... 3.3.4 4. STRUCTURAL FRAMING GENERAL..............:......................................................4.1 Field Bolt Assembly .......................................................4.1.1 Shop Connections ................. ..................................4.1.2 Identification Mark., ark .........................................................4.1.3 PRIMARY FRAMING..................................................4.2 RigidFrame...........................:.......................................4.2.1 Endwall Frames............................................................. 4.2.2 Plate, Stiffeners, Etc ....................................................... 4.2.3 BoltHoles..............:....................................................4.2.4 SECONDARY FRAMING............................................4.3 Purlinsand Girts.............................................................4.3.1 EaveStruts......................................................................4.3.2 BaseAngle......................:...............................................4.3.3 BRACING............................................... :...................... 4.4 Diagonal Bracing...........................................................4.4.1 Flange Bracing .............................................................4.4.2 ... SpecialBracing..............................................................4.4.3 S. ROOF AND WALL COVERING GENERAL..... :............................................................... 5.1 .Wall Panels..................................................................... 5.1.1 RoofPanels.............................................:......................5.1.2 Liner and Soffit Panels...................................................5.1.3 FacadeFascia Panels ......................................................5.1.4 LongSpan Panels...........................................................5.1.5 Architectural 11 Panels ....................................................5.1.6 Multi -Rib Lina Panel .................................:..................5.1.7 LongSpan Lina Panel...................................................5.1.8 ShadowPanel................................................................. 5.1.9 Soffit -Liner Parcel...............................................I............ 5.1.10 StandingSeam H..................:................:........................5.1.11 Loc -Seam Panel.............................................................. 5.1.12 Mansard Fascia Panel .....................................................5.1.13 PANEL DESCRIPTION................................................52 LongSpan Panel.............................................................5.2.1 Architectural11 Panel .....................................................5.22 Multi -Rib Panel..............................................................5.2.3 ShadowPanel.............................................I....................5.2.4 Soffit -Liner Panel.......................................................... 5.2.5 StandingSeam I............................................................5.2.6 Loc -Seam Panel..............................................................5.2.7 MansardFascia Panel ..................................................... 5.28 PanelLength...................................................................5:2.9 Endwall Edge Cuts.........................................................5.2.10 6. MISCELLANEOUS MATERIAL SPECIFICATIONS FASTENERS.................................................................. 6.1 StructuralBolts...............................................................6.1.1 FastenersFor Roof Panels ............................................. 6.1.2 Fasteners For Roof Panel Side Laps .............................. 6.1.3 Fasteners For Roof Panel and Flashings ........................6.1.4 FastenersFor Roof Panel Clips ...................................... 6.1.5 Fasteners For Wall Panels .............................................. 6.1.6 Fasteners For Wall Panel Side Laps ............................... 6.1.7 Fasteners For Shadow Panels.........................................6.1.8 Blind Fasteners (Rivets).................................................6.1.9 PANELCLIPS................................................................6.2 Standing Seam II Panel Clips ........................................6.2.1 Loc -Seam Panel Clips .................................................... 6.2.2 Mansard Fascia Panel Clips 6.2.3 CLOSURES AND SEALANTS ................................... 6.3 Closure Strips................................................................ 6.3.1 Metal Closures...............................................................6.3.2 Sealer: Long span and Multi -Rib Panels .................. :.... 6.3.3 Sealer: Standing Seam II and Loc -Seam Panels ............ 6.3.4 Sealer: Standing Seam II'and Loc -Seam Panels ............6.3.5 Caulk..............................................................................6.3.6 GUTTER, FLASHINGS AND DOWNSPOUTS .........6.4 Gutters and Flashings .................................................... 6.4.1 Downspouts...................................................................6.4.2 7. PAUfMG STRUCTURAL PAINTING ......................................... 7.1 Uncoated Structural Steel ..............................................7.1.1 Abrasions After Handling .............................................. 7.1.2 LONG LIFE COATED PANELS .................................. 7.2. • Base Metal.....................................................................7.2.1 PrimeCoat..................................................................... 7.2.2 ExteriorCoat.................................................................7.2.3 InteriorFinish................................................................ 7.2.4 PREMIUM 70 COATED PANELS...............................7.3 BaseMetal.....................................................................7.3.1 PrimeCoat..................................................................... 7.3.2 ExteriorCoat................................................................. 7.3.3 InteriorFinish................................................................. 7.3.4 PREMIUM 70M COATED PANELS ............................7.4 BaseMetal......................................................................7.4.1 PrimeCoat ................... :.................................................. 7.4.2 Exterior Coat.................................................................. 7.4.3 SECTION 1: GENERAL Interior Finish................................................................. 7.4.4 & ACCESSORIES WINDOWS...................................................................8.1 Standard Windows......................................................... 8.1.1 Narrow Light Windows ................................................. 8.1.2 PERSONNEL DOORS.................................................8.2 StandardDoors.............................................::...:...........8.2.1 DoorFrames.................................................................. 8.2.2 Locksets.........................................................................8.2.3 PanicDevices................................................................8.2.4 Threshold....................................................................... 8.2.5 SLIDINGDOORS........................................................8.3 DoubleSliding...............................................................8.3.1 OVERHEAD DOOR FRAMING ................................. 8.4 Support Framing...................:........................................ 8.4.1 GRAVITY VENTILATORS..:......................................8.5 Ridge Ventilator.............................................................8.5.1 20" Round Ventilator..................................................... 8.5.2 LOUVERS....................................................................8.6 Standards.......................................................................6.1 SKYLIGHTS.................................................................8.7 RoofPanels................................................................... 8.7.1 WallPanels.................:.................................................. 8.7.2 INSULATION...............................................................8.8 Standards...................................................................... 8.8.1 Facings...........................................................................8.8.2 Thermal Blocks.................:................:..........................8.8.3 Rigid Foam Insulation ................................................... 8.8.4 ROOFCURBS.............................................................. 8.9 Standards.......................................................................8.9.1 PIPE FLASHING ..........................................................8.10 Standards.......................................................................8.10.1 9. ERECTION AND INSTALIATION 10. BUILDING ANCHORAGE AND FOUNDATION U. WARRANTIES 'SCOPE _ . 1.2:3 The attached specifications cover the standard materials and components used in the design and fabrication of American Buildings Company's metal building systems. 1.1.2 t These specifications are an outline of performance to insure 1.2.4 that the architect, engineer, builder and/or owner understand the basis for design, manufacture and application of all American Buildings Company's metal building systems. 1.1:3 'Due to a continuing program of research and development, i specifications in this manual are subject to change without notice. 1.2 BUILDING DESCRIPTION 1.2.1 LRF Rigid Frame (Low Profile), Clear Span is a continuous frame building with a roof slope of 1:12. The primary frames have tapered columns and rafters and the continuous sidewall " girts by-pass the columns. 1.2.2 RF Rigid Frame (High Profile), Clear Span is a continuous frame building with a roof slope of 4:12. The primary frames :rte. •'® T have tapered columns and rafters and the continuous sidewal_ girts by-pass the columns. LRF -M Rigid Frame (Low Profile), Interior Column is continuous frame building with a roof slope of 1:12. The primary frames have tapered columns and rafters and have one; two, three or more interior columns. Continuous sidewall girt:; by-pass the columns. GC Girder Column, Clear Span is a continuous frame building with a roof slope of 1:12. The primary frames have tapered beams on uniform depth columns. The bottom flange of the. tapered beam is horizontal. Simple span sidewall girts are inses into the column line. 1.2.5 IT Lean-to is a single slope extension to a primary'structure which provides structural support. These units usually have the same roof slope and girt design as the building to which the - are attached. 1.2.6 LP2 Low. Profile, Clear Span is a continuous frame building with a roof slope of 1%1:12. The Primary frames have tapered beam on uniform depth columns. The bottom flange of the tapered Beam is horizontal. Simple span sidewall girts are inset into the column line. July, 1993 1.2.7 LP2-M Low Profile, Interior Column is a continuous frame building with a roof slope of 1/2:12. The primary frames have tapered rafters and uniform depth columns and have one, two, three or more interior columns. Simple span sidewall girts are inset into the column line. 1.2.8 L04 Low Profile, Clear Span is a continuous frame building with a roof slope of 114:12. The primary frames have uniform depth columns and tapered or uniform depth rafters. Simple span sidewall gins are inset into the column line. Due to the lower profile, LP4 buildings require the use of American Buildings Company's Standing Seam II or Loc -Seam Roof System. 1.2.9 L K -M Low Profile, Interior Column is a continuous frame building with a roof slope of 1/4:12. The primary frames have tapered rafters on uniform depth columns and have one, two, three or more interior columns. Simple span sidewall gins are'. inset into the column line. Due to the lower profile, LP4-M' buildings require the use of American Buildings Company's Standing Seam [I or Loc -Seam Roof System. 1.2.10 LSS Low Profile, Single Slope is a continuous frame, clear span building with a roof slope of 1/4:12. The primary frames have tapered columns and rafters and the continuous sidewall • girts by-pass the columns. Due to the low profile, LSS buildings require the use of the American Buildings Company's Standing Seam Il or Loc -Seam Roof. System. 1.2.11 LSS-M Low Profile, Single Slope, Interior Column is a . continuous frame building with a roof slope of 1/4:12. The primary frames have tapered columns and rafters and have one, . two, three or more interior columns: Continuous sidewall girts by-pass the columns. Due to the low profile, LSS-M buildings require the use of American Buildings Company's Standing' Seam 11 or Loc -Seam Roof System. 1.2.12 SSF Single Slope, Inset Girts is a continuous frame, clear span building with a roof slope of 1/4:12. The primary frames have uniform depth columns and uniform depth or tapered rafters. Simple span sidewall girts are inset into the column line. Due to the low profile, SSF buildings require the use of American Buildings Company's Standing Seam II or Loc -Seam Roof. System. 1.3 BUILDING NOMENCLATURE 1.3.1 Roof Slope a) I" of rise for each 12" of horizontal run (LRF. LRF -M, GC). b) 4" of rise for each 12" of horizontal run (RF). c) 1R" of rise for each 12" of horizontal run (LP2. LP2-M). d) 1/4" of rise for each 12" of horizontal run (LP4, L.P47M, LSS, LSS-M, SSF). 1.3.2. Building "Width" is measured from outside to outside of sidewall girts. 1.3.3 Building "Save 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 girts. 1.3.5 Standard "Bay Spacing" shall be 20', 25' or 30' between frami centerlines (except at end bays) unless otherwise specified, for buildings with Architectural (A2P) or Long Span (LSP) wall' 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 furnish 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. Design analysis shall be on file and furnished by American Buildings Company upon request. 1.4.3 AISC Certification, Category MB: All American Buildings Company's building systems shall be engineered and fabricated to meet the AISC certification standard for Category MB. SECTION 2: STRUCTURAL STEEL DESIGN 2.1 GENERAL 2.1.1 . All structural mill sections or welded 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", 1986 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 International Conference of Building Officials. (d) National Building Code of Canada, by the National Research Council of Canada. (e) 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 (c) Building dead load plus wind load plus one-half roof snow load (d) Building dead load plus roof snow load plus are -half wind load 2.2.3 Roof live and snow loads shall be applied on the horizontal roof projection. Wind loads shall be assumed to act horizontally and shall be applied as pressure and suction perpendicular to the building surfaces. (2) July, 1993 T 2.2.4 Where local jurisdiction dictates, designs based on other than 4.2 above listed loads, combinations of loads, or method of load 4.2.1 application may be obtained upon request. SECTION 3: BASIC MATERIAL 4.2.2 SPECIFICATIONS 3.1 PRIMARY FRAMING STEEL 3.1.1 Steel for hot -rolled structural sections shall conform to the requirements of ASTM specification A 36. 3. 11 Steel for all built-up sections shall nicer as applicable the physical and chemical properties of ASTM a 572-88c modified to 455,000 psi minimum yield and 70,000 psi minimum tensile sti+ength, or ASTM a 607-85, Grade 55, or ASTM A 570-88, Grade 55. 3.1.3 Steel for all endwall "C" sections shall meet the physical and chemical properties of ASTM A 570-88, Grade 55. 3.2 SECONDARY FRAMING STEEL 3.2.1 Steel used to form purlins, gins, eave struts and "C' sections • shall meet the physical and chemical properties of ASTM A 570-88, Grade 55. 3.2.2 Steel used to form zinc -coated (galvanized) purlins.and gifts shall meet the physical and chemical properties of ASTM A 446-87, Grade D and G 90 Coating designation as described in ASTM A 525-87. 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 gauge zinc -coated (galvanized) steel, coating designation G 90, conforming to the requirements of ASTM A 446 Grade E. Minimum yield strength shall be 80,000 psi. 3.3.2 Panel material as specified shall be 24 gauge zinc -coated (galvanized) steel, coating designation G 90, conforming to the requirement of ASTM A446 Grade D. Minimum yield strength shall be 50,000 psi. 3.3.3 Panel material as specified shall be 26 gauge aluminum -zinc alloy -coated steel, coating designation AZ 55, conforming to the requirements of ASTM A 792. Minimum yield strength. shall be 80,000 psi. 3.3. Panel material as specified shall be 24 gauge aluminum -zinc alloy -coated steel, coating designation AZ 55, conforming to the requirements of ASTM A 792. Minimum yield strength 'shall be. 50,000 psi. SECTION 4: STRUCTURAL FRAMING 4.1 GENERAL .4.1.1 All 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 Code for Building Construction. Certification of welder qualification will be furnished when required and ,specified. 4.1.3 - All framing members where necessary shall carry an easily .visible identifying mark. 4.23 4:2:4 4.3 4.3.1 4.3.2 43.3 4.4 4.4.1 4.4.2 4.4.3 5.1 5.1.1 PRIMARY FRAMING Rigid Frame: All rigid frames shall be welded, built-up "I" sections. The columns and the rafters may be either uniform depth or tapered. Endwall Frames: All endwall roof beams and endwall columns shall be cold -formed "C" sections, mill -rolled sections, or built-up "I" sections as required by design. Plates, Stiffeners, etc.: All base plates, splice plates, cap plates, and stiffeners shall be factory welded into place on the structural members. Bolt Holes, etc.: All base plates, splice plates and flanges shall be shop fabricated to include bolt connection holes. Webs shall be shop fabricated to include cable brace or rod brace holes and flange brace holes. SECONDARY FRAMING Purlins and Girts: Purlins and girts shall be cold -formed "Z" or "C" sections with stiffened flanges. They shall be to the ppnmpmy f ming. That the eyshallbe simple or rovide for fcontinuoeld usspan as required by design. Eave Struts: Eave Struts shall be unequal flange, cold -formed "C" sections. 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. BRACING 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 and nuts at each end. It may consist of rods threaded each end or galvanized cable with suitable threaded end anchors. Flange Braces: The compression flange of all primary framing shall be braced laterally with angles connecting to the webs of purlins or girts so that the flange compressive stress is within allowable limits for any combination of loadings. Special Bracing: When diagonal bracing is not permitted in the sidewall, a rigid frame type portal, fixed base columns, or wall diaphram must be used. Wind bracing in the roof and/or walls need not be furnished where it can be shown that the diaphragm strength of the roof and/or wall covering is adequate to resist the applied wind forces. SECTION 5: ROOF. AND WALL COVERING 5.1.2 5.1.3 July, 1"3 GENERAL Wall panels shall be either American Buildings Company's Long Span Panel (LSP), Architectural II Panel (A2P) or Shadow Panel (HFP). Roof panels shall be either American Buildings Company's Long Span Panel (LSP), Standing Seam H Panel (SSP) or Loc -Seam Panel (LOC). Liner and soffit panels shall be either American Buildings Company's Multi -Rib Panel (MRP), Long Span Panel (LSP), Architectural Q Panel (AV), or Soffit -Liner Panel (SLP). (3; e 5.1.4 Facade fascia panels shall be either American Buildings Company's Long span panel (SLP), Architectural II Panel (AV), Shadow Panel (HFP), or Mansard Fascia Panel (MFP). 5.1.5 American Buildings Company's Long Span (LSP) roof and wall panels as specified shall be 26 or 24 gauge steel. The panel exterior finish shall be either G 90 zinc -coated (galvanized), AZ 55 altiminum-zinc alloy -coated, pre -painted G 90 zinc-co9tbd (galvanized), or pre -painted AZ 55 aluminum -zinc alloy -coated. Pre -finished panels shall have American Buildings Company's Long Life Finish or Premium 70 (Kynar 500, Q Finish. An embossed finish is available as an option for Premium 70 walls. 5.1.6. American Buildings, Company's Architectural II (A2P) wall panels as specified shall be 26 gauge steel. The panel exterior finish shall be either pre -painted G90 zinc -coated (galvanized) or pre -painted AZ 55 aluminum -zinc alloy -coated. Panels shall have American Buildings Company's Long Life Finish or Premium 70 (Kynar 500. ®) Finish. An embossed finish is available as an option on Premium 70 walls. 5.1.1 American Buildings Company's Multi -Rib (MRP) liner panels as specified shall be 29 gauge (nominal), pre -painted G 40 zinc -coated (galvanized) steel or 26 gauge perforated steel, • pre -painted G 90 zinc -coated (galvanized) or pre -painted AZ 55 aluminum -zinc alloy -coated. Panels shall have American Buildings Company's Reflective White Long Life Finish. 5.1.8 American Buildings Company's Long Span (LSP) liner panels as specified shall be 29 gauge (nominal), pre -painted G 40 zinc -coated (galvanized) steel or 26 gauge perforated steel, pre -painted G 90 zinc -coated (galvanized) or pre -painted AZ 55 aluminum -zinc alloy -coated. Panels shall have American Buildings Company's Reflective White Long Life Finish. - 5.1.9 American Buildings Company's Shadow Panels (HFP) shall be embossed 24 gauge steel. The panel exterior finish shall be either pre -painted G 90 zinc -coated (galvanized) or pre -painted AZ 55 aluminum -zinc alloy -coated. Panels shall have American Buildings Company's Premium 70 (Kynar 500, ®) Finish. 5.1.10 American Buildings Company's Soffit -Liner Panels (SLP) as specified shall be 26 gauge steel. The panel exterior finish shall be either pre -painted G 90 zinc -coated (galvanized) or pre -painted AZ 55 aluminum -zinc alloy -coated. Panels shall have American Buildings Company's Reflective White Long Life Finish. American Buildings Company's Standing Seam 11 Roof Panels (SSP) as specified shall be 24 gauge steel. The panel exterior finish shall be either pre -painted AZ 55 aluminum -zinc alloy -coated, pre -painted G 90 zinc -coated (galvanized) or pre -painted AZ 55 aluminum -zinc alloy -coated. Pre -painted panels shall have American Buildings Company's Premium 70 (Kynar 500, ®) Finish or Long Life Finish. 5.1.12 American Buildings Company's Loc -Seam Panels (LOC) as specified shall be 24 gauge steel. The panel exterior finish shall be either pre -painted AZ 55 aluminum -zinc alloy -coated, pre -painted G 90 zinc -coated (galvanized) or pre -painted aluminum -zinc alloy -coated. Pre -painted panels shall have American Buildings Company's Premium 70 (Kynar 500, ®) Finish. 5.1.13 American Buildings Company's Mansard Fascia Panels (MF P) as specified shall be 26 gauge steel. The panel exterior finish shall be either pre -painted G 90 zinc -coated (galvanized) or pre -painted aluminum -zinc alloy -coated Pre -painted panels shall have American Buildings Company's Premium 70 (Kynar 500, ®) Finish. 5.2 PANEL DESCRIPTION 5.2.1 American Buildings Company's Long Span Panel (LSP) shall have major ribs 1-3/16" high, spaced 12" on center. In,the flat area between the major ribs are two smaller ribs. 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 II Panel (A2P) shall `.have a configuration consisting of ribs 1-3/16" deep. Majcorrugations corrugations shall be spaced 12" on center. Panel design produces a decorative smooth shadow -line with semi -concealed fasteners. Architectural panels shall provide a 36" net coverage in width. All side laps shall be at least one major corrugation. 5.2.3 American Buildings Company's Multi -Rib Panel (MRP) shall have a configuration. consisting of ribs 3/4" deep. Major corrugations shall be spaced 6" on center. Each panel shall provide 36" net coverage. 5.2.4 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. The panel design produces acompletely hidden fastener panel. Net coverage of each panel is 16". 5.2.5 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 either 12" or 16". 5.2.6 American Buildings Company's Standing Seam Q Roof Panel (SSP) shall have a configuration consisting of 2" high (3" including seam) by 4-3/4" wide rib, spaced on 24" centers. Panels shall be joined at the sidelaps with an interlocking seam standing 1" above the major rib. Each panel shall provide 24" net coverage in width. The female panel seam shag have factory applied sealant. 5.2.7 American Buildings Company's Loc -Seam Panel (LOC) shall have a configuration 16" or 12" wide with 2" high vertical reale and female ribs. The female seam shall have factory applied sealant. The panel seam shall be mechanically interlocked by a specially designed electric seaming machine. 5.2.8 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 3/8" or 17 3/8" nominal coverage. A solid 3/8" minimum plywood decking or equivalent with a minimum 3:12 slope is required. 5.2.9 Panel Length: All wall panels shall be continuous from sill tc roof line and all roof panels shall be continuous from eave tc- ridge except where lengths become prohibitive for handling. purposes. Roof panel end laps shall be a minimum 6" for Standing Seam II and Loc -Seam panels and a minimum 4" for Long Span panels. Wall panel end laps shall be a minimum 3". 5.2.10 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 4:12 slope shall be bevel cut. SECTION 6: MISCELLANEOUS MATERIAL SPECIFICATIONS 6.1 FASTENERS 6.1.1 Structural Bolts: All bolts used in primary splices and secondary framing connections shall be.ASTM A307 or ASTM A 325 as required by design. (4) July, 1993 Im 6.1.2 Fasteners for Roof Panels: All roof panels shall be attached to the secondary framing members by the following: (a) Premium roof fasteners shall be No. 12-14 x 1 1/4" 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 warranted roofs and all pre -finished roofs. (b) Standard roof fasteners shall be No. 12-14 x 1 1/4" 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 long life coating over zinc plating. Standard fasteners shall be used on unwarranted aluminum -zinc alloy -coated roofs only. 6.1.3 Fasteners for Roof Panel Side Laps and Flashing Connections: Long Span Panel roof panel sidelaps and flashing connections shall be stitched by the following: (a) Premium roof fasteners shall be 1/4-14 x 3/4", Type "AB self -tapping 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 warranted roofs and all pre -finished roofs. (b) Standard roof fasteners shall be 1/4-14 x 3/4" self -tapping carbon steel screws with an integral hex washer head. Roof fasteners shall be assembled with an EPDM washer. Standard roof fasteners shall have a long life coating over zinc plating. Standard fasteners shall be used on unwarranted aluminum -zinc alloy -coated roofs only. 6.1.4 'Fasteners for roof panel to flashing connections on Loc -Seam and Standing Seam H roof systems shall be the following: (a) Premium•roof fasteners shall be 1/4-14 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 warranted roofs and all pre -finished roofs. (b) Standard roof fasteners shall be 1/4-14 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 long life coating over zinc plating. Standard fasteners shall be used on unwarranted aluminum -zinc alloy -coated roofs only. 6.1.5 Fasteners for the Roof Panel Clips: All Standing Seam U and Loc -Seam Panel clips shall be attached to the purlins by the following: (a) Self -drilling screws for fixed panel clips (SSC series) shall be carbon steel No. 12-14 x 1 1/4" hex washer head, cadmium or zinc plated. The fasteners are applicable for use with fiberglass blanket insulation with thicknesses up to and including 6 inches. (b) Self -drilling screws for Standing Seam 11 and Loc -Seam expansion. clips (SSEC and LSEC series) shall be carbon steel No. 12-14x 1-1/4" hex -head; cadmium or zinc plated, with a 1/2" *diameter washer head and stand-off shoulder. The fasteners are applicable for use with fiberglass blanket insulation with thicknesses up to and including 6 inches. (c) Self -drilling screws for Standing Seam 11 expansion clips (SSPC series) shall be carbon steel No. 12-24 x 1-1/4" Tek 4 or No. 12-24 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. (d) Self -drilling screws for Loc -Seam expansion clips (LSEC series) on bar joists shall be carbon steel No. 12-24 x 1-1/4" hex -head, cadmium or zinc plated with a 1/2" diameter washer head and stand-off shoulder. The fasteners are applicable for use with fiberglass blanket insulation with thicknesses up to and including 6 inches. 6.1.6 Fasteners for Wall Panels and Liner Panels: All Long Span, Architectural or Multi -Rib Panels shall be attached to the secondary framing members by means of self -drilling carbon steel screws, No. 12-14 x 1-1/4", hex washer head, cadmium or zinc plated, assembled with a 0.040" minimum thickness nylon isolation washer. 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" in thickness. 6.1.7 Fasteners for Wall Parcel Sidelaps and Liner Panel Sidelaps: All Long Span, Architectural or Multi -Rib Panel sidelaps shall be stitched by means of self -tapping carbon steel screws, 1/4-14 x•3/4" Type ".A" or "AB", cadmium or zinc plated, assembled with a 0.040" minimum thickness nylon isolation washer. 'Rte fasteners shall be color coordinated with a premium coating systeln 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. 12-14 x 1" self -drilling hex -head screws with a special 1/2" x 1" rectangular locking nuts. .6.1.9 Blind Fasteners: All blind fasteners shall be 1/8" diameter, high-strength 5052 aluminum rivets as manufactured by USM POP or equal. 6.2 PANEL CLIPS 6.2.1 Panel clips for the Standing Seam 11 Roof Panel shall be one of the following: (a) Fixed panel clips (SSC series) shall be a nominal 3 1/8" or 41/8" (for thermal blocks) in heights and 3" in width. Clips shall be die formed SAE 1050 high carbon spring steel and heat treated to Rockwell 45C to 50C. Panel clips shall have a fluorocarbon coating for corrosion resistance. (b) Expansion clips (SSEC series) shall be of a two part assembly. The clip portion shall be a nominal.3 1/8" or 4 1/8" (for thermal blocks) in height and 3" in width. The clip portion shall be die formed SAE 1050 high carbon spring steel and heat treated to Rockwel145C to 50C. The clip portion shall have a fluorocarbon coating for corrosion. resistance. The base portion of the clip shall be die formedi 18 gauge zinc -coated (galvanized) steel. Total expansion capability of the clip assembly shall be 1 1/4". (c) Expansion clips (SSPC series) for bar joist purlins shall be of a two part assembly. The.clip portion shall be 2 112" wide. The clip portion shall be die formed SAE 1050 h* carbon spring steel and heat treated to Rockwell 45C tc. 50C. The clip portion shall have a fluorocarbon coating for corrosion resistance. The base portion of the clip shall bt 2 1/4" or 3 1/4" (for thermal blocks) in height and 4 3/4" is width. The base shall be die formed from 12 gauge 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 df a two part assembly. The clip portion shall be a nominal 2 3/Er' �� July, 1993 or 3 1/8" (for thermal blocks) in height and 3" in width. The 6.4.2 Downspouts: All downspouts shall be 28 gauge zinc-coated clip portion shall be die formed from 24 gauge aluminum (galvanized) or aluminum-zinc alloy-coated steel with color coated steel. The base shall be die formed from 18 gauge coordinated, pre-painted finish, rectangular in shape. zinc-coated (galvanized) steel. Total expansion capability of the clip shall be 1 1/4". SECTION 7• PAINTING 6.2.3 Panel clips (MEPC series) for the Mansard Fascia Panel shall be a nominal 1" in height and 1 1/2" in width. The clip shall 7.1 STRUCTURAL PAINTING Lie ' die formed from 26 gauge zinc-coated (galvanized) or aiuminutn-zinc alloy-coated steel. 7.1.1 All uncoated structural steel and light gauge steel members 6.3 CLOSURES AND SEALANTS shall be cleaned of all foreign matter and loose scale and given a one mil coat of American Buildings Company's red oxide 6.3.1 Closures Strips: The corrugations of the roof and wall panels primer. Primer meets or exceeds the performance requirements shall be filled with preformed closed cell non-shrinking, of Specification SSPC 15-68T (replaces and is equivalent to laminated polyethylene closures along the eave, ridge and rake Federal Specification TT-P-636D). The primer is not intended when required for weather tightness. as a finish coat. 6.3.2 Metal Closures: The corrugations and pan area of the Standing At American's option, cold-formed secondary structural Seam II Roof Panel shall be filled with formed metal closures. framing may use pre-painted coil stock which eliminates the The closures shall be formed from 20 gauge steel to the shape need for a shop coat of prima. The base metal shall bei Of the configuration. The closure exterior finish shall be thoroughly cleaned and then treated with iron phosphate aluminum coated, AZ 55 aluminum-zinc alloy-coated, solution of enhance paint adherence before the coil is coated pre-painted G 90 zinc-coated (galvanized), or pre-painted AZ with a red oxide polyester paint. The dry film thickness of the 55 aluminum-zinc alloy coated. paint shall be 0.5 mil. The coating meets or exceeds the performance requirements of Specification SSPC 15-68T 3.3 Sealer: Long SpamPanel roof side laps and end laps shall be (replaces and is equivalent to Federal Specification sealed with a mastic sealer 3/16" diameter for roof slops of 1:12 Tr-P-636D). The coating is not intended as a finish coat. or greater, and 1/2" x 1/8" tape for roof slopes of 1/2:12 or less. The material shall be a butyl base elastic compound with a 7.1.2 Abrasions caused by handling after painting are to expected. minimum solid content of 99%. Sika SikaTape 95 or equal. The Primer shall be furnished to touch-up these areas by the sealer shall have good adhesion to metal and be non-staining, contractor performing field touch-up or field painting as non-corrosive, non-shrinking, non-oxidizing, non-toxic, and specified in the contract documents. non-volatile. The service temperature shall be from -60 7.2 LONG LIFE COATING degrees F to +212 degrees F. The material shall meet or surpass the requirements of Federal Specification TT-C-1796A Type Il, 7.2.1 Base Metal shall .be 26 or gauge G 9ted steel. zinc-coated Class B and NAAMM SS-1C-68. (galvanized) or AZ 55 aluminum-zzi nc alloy=coat 6.3.4 Sealer: American Buildings Company's Standing Seam 11 and 7.2.2 Prime Coat: The base metal shall be pretreated and then Loc-Seam Roof Panels side laps shall have factory applied primed with an epoxy or urethane type primer for superior mastic, Sika SikaCaulk 501 or equal. Its composition shall be adhesion and superior resistance to corrosion: The dry film 91 % solids by weight. Service temperature range shall be -60 thickness shall be 0.2 mils. degrees F to +250 degrees F. The material shall meet or surpass 7.2,3 Exterior Coat: After priming, the exterior side shall be given the requirements of Federal Specification TT-C-1796A, Type a Long Life coating, baked in excess of 500 degrees F. to a [,Class A. controlled dry, film thickness of 0.7'to 0.8 mils. Excellent 6.3.5 Sealer: All American Buildings Company's Standing Seam 11 weatherability and resistance to coating deterioration lshall be and Loc-Seam Roof endlaps, ridges and cave closures shall be evident when subject to the following tests: sealed with tape mastic, Sika SikaTape 65 or equal. The . TEST TEST METHOD PF.RFORM!ANCE material shall be non-staining, non-corrosive, non-toxic, and degrees non-volatile.. Composition shall be 100% solid ethylene Specular Glass � ASTM D 523 25-35 60 de n�ers� propylene copolymer tape. Service temperattue shall be from Film Hardness ASTM D 3363 F-2H i -60' degrees F to +212 degrees F. The material shall meet or Dry 300 hours. No QUX Weatherometer ASTM G 53 Passes surpass the requirements of Federal Specification IT-C- 1796A objectionable color change: chalking or Type 11, Class B. bliste 6.3.6 Caulk: All gutter and downspout joints, rake flashing laps, Humidity Resistance ASTM D 2247 Passes 1D00 hours ridge flashing laps, doors, windows, and louvers shall be sealed Salt Spray Resistance ASTM B 117 Passes 750 hours with white or bronze pigmented polyurethane caulk, Bostik Reverse Impact ASTM D 2794 Passes. No Removal Chem-Calk 915 or equal. It shall meet of exceed the Microbial Attack ASTM G 22 Passes requirements of Federal specification TT-S-00230C, Type 11, 7.2.4 Interior Finish: The interior finish shall have a parchment Class A. polyester top coat over an epoxy or urethane primer. The dry 6.4 GUTTER, FLASHING AND DOWNSPOUT film thickness hall be 0.3 mils. 6.4.1 Gutters and Flashings: All standard exterior gutters are 24 7:3 PREMIUM 70 COATED PANELS gauge G 90 zinc-coated (galvanized) or AZ 55 aluminum-zinc 7.3.1 Base Metal shall be 26 or 24 gauge G 90 zinc-coated alloy-coated steel with a pre-painted finish in white or (galvanized) or AZ 55 aluminum-zinc alloy-coated steel. burnished slate. Standard rake flashing is 26 gauge G 90 7 3 2 Prime Coat: The base metal shall be pretreated and then primed zinc-coated (galvanized) or AZ 55 aluminum-zinc alloy-coated with an approved epoxy, urethane, or water base primer. T-ie steel with a pre-painted finish in Reflective White or Burnished dry film thickness of the primers shall be .25 mils minimum Slate. All other flashings shall be a minimum 26 gauge steel. (6) . July, 1993 7.3.3 Exterior Coat: After priming, the exterior side shall be given a finish coat of a 70% minimum Kynar 500 ®(PVF2) formulation. The dry film thickness of the top coat shall be .8 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 URFORMANCE Specular Glass ASTM D 523 Medium Glass, 30-40 , ,, at 60 degrees Dry Film ,Hartiness 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•Resistanc6 ASTM D %8 Exceeds 65 liters Chemical Resistance ASTM D 1308 Excellent/No Removal Salt Spnay Resistance ASTM B 117 Passes 1000 hours Humidity Resistance ASTM D 2247 Passes 1000 hours Color Retention ASTM D 2244 No Objectionable 4 Delta E Units (Hunter) Color Change Chalk Resistance ASTM D 659 No Objectionable Change Minimum Rating of 9 Dof panels with the Premium 70 finish must have a minimum 1:12 roof slope. 7.3.4. Interior finish: The interior finish shall have a parchment polyester top coat or backer thickness of the �k�er shall be .4 e, or water base prima. The dry mils minimum. 7,4 PREMIUM 70M COATED PANELS 7.4.1 Base Metal shall be 26 or 24 gauge G 90 zinc -coated (galvanized) or AZ 55 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 prima. The dry film thickness of the primers shall be .4 mils minimum. 7.4:3 ' Exterior Coat: After priming, the exterior side shall be given a finish coat of a 70% minimum Kynar 500 O(PVF2) 'formulation. The dry film thickness of the top coat 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: Medium Glass. 30-40 ASTM D 523 Specular Glass 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 Excetlent/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 I ASTM D 2244 No Objectionable Chane. Maximum 4 Delta) Units (Hunter) Color (Mange Chalk Resistance ASTM D 659 Chbjjceuul �mn Rating of 9 Roof panels with the Premium 70M fetish must have a minimum 1:12 roof slope. 7.4.4 Interior Finish: The interior finish shall have a parchment polyester top coat or backer over an epoxy, urethane, or water base printer. The dry film thickness of the backer shall be .4 mils minimum. SECTION 8: ACCESSORIES U WINDOWS 8.1.1 Standard windows shall be horizontal slide units with a bronze finish, 3'-0" x 3'-0" and 4'-0" x Y -O" in Architectural and Long Span Panel Walls; 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 conform to ANSI A134.1 and shall be certified by Architectural Aluminum Manufacturers Association for high performance commercial construction, HS -B2 -HP. 8.1.2 Narrow Light Windows shalt be wall units 1'4' x T-1 3/4" having dark bronze aluminum frames 13/4" x 4" and I" 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 again st the fin using Butyl Tape and sealed on interior and exterior with silicone to insure a water -tight seal and to enable truck shipment without danger of glass slippage. g.2 PERSONNEL DOORS 8.2.1 Standard personnel doors shall be 3'-0" x TO" x 1 3/4" manufactured from 20 gauge zinc -coated (galvanized) steel. Doors shall have a textured finish and shall be painted White. CCoommerciiaal Standards CS -242-t Federal 62 and Specification Doors shall e one of the following: (A) Steelcraft SLT 20-4 (honey comb core) or equal. (B) Ceco Regent 20 (honey comb core) or equal. (C) Ceco Regent 20 (urethane foam core) or equal. 1. Doors shall have square edges for nonhanded installation. 2. Doors shall be flush and have vertical mechanicaV interlocking seams on both hinge and lock edges. 3. Doors shall be provided with top and bottom inverted If gauge galvanized steel channels spot welded within the. door. 4.' Doors "A" and "B" shall be reinforced, stiffened, and sound deadened with impregnated kraft honey comb cor•- completely filling the inside faces of the door and laminated to the inside faces of the panels. 5. Door "C" shall be filled with a rigid urethane core foamed in place and chemically bonded to the interior. 6. Doors shall be reinforced for applicable hardware. 8.2.2 Door frames shall be 16 gauge zinc -coated (galvanized) steel, preprinted White and shall be one of the following: . (A) Steelcraft MU -16 series having a jamb depth of 5 3/4" with an 18 gauge jamb retainer. (B) Ceco MBF -8 series having a jamb deptjti of 8". (C) Steelcraft DW -16 series having a jamb depth of 7 1/8 ('.or Shadow Panel wall system). I. Door jambs shall be constructed for non -hand instal latun- (Exception shall be door frame "C"). 2. Door frames "A" and "C" shall have factory apPSed weather-stripping. 3. Door frame "B" shall have weather-stripping provided for field installation. July, 1993 • _ 4. Door frames shall be provided with 1 1/2" pair of 4 1R" x 4 1/2" hinges and reversible strike plate. Door frames "A" and "C" shall have hinges pre -welded to the frame. 8.2.3 Standard locksets shall be one of the following: (A) Yale CAE 8722 mortise lockset, US26D finish, or equal. (B) PDQ SRI 16CQ32D cylindrical 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 8.3 8.3.1 • 8.4 8.4.1 8,S 8.5.1 • 8.5.2 8.6 (B) Yale 2000 rim device with a SB finish. Door threshold shall be aluminum, supplied with flat head screws and expansion shields for attachment to masonry floor. SLIDING DOORS Standard double sliding door sizes shall be 12' wide by 10', 12', 14', or 16', high as specified. All sliding doors shall be designed to withstand applicable wind loads. Doors will be shipped unassembled, complete with bottom guide, lock angles for side closure, hoods to protect the top of doors from weather, four-wheel trolleys, and galvanized track. Doors shall be supported from a structural header by 3/8" bolts on 2'-0" center. Door panels shall be the Long Span panel and the color shall be Reflective White. Each door leaf shall have two four-wheel trolleys. They shall be 2 1/8" in diameter and shall be formed from heavy gauge steel that has been zinc plated and chrornated to resist rust. The wheels shall have hardened steel roller bearings sealed with long lasting lubricants. They shall be as manufactured by the National Manufacturing Company (No. 10507) or equal. OVERHEAD DOOR FRAMING Overhead door support framing shall be designed to resist applicable wind loads and shall consist of channel jambs with a structural header at the top of the opening, 26 gauge steel color coordinated flashings shall be provided to conceal panel edges at the opening unless otherwise specified. GRAVITY VENTILATORS Gravity ridge. ventilators shall be manufactured from galvanized steel and painted white. The ventilator body shall be 24 gauge and the skirt shall be adjustable to match the roof slope: Chain operated damper will be furnished. Ventilators shall be equipped with standard birdscreens and riveted end caps. Ventilators shall be 10' long and have a 9" or 12" throat. 20" round ventilators shall be 24 gauge and shall have an adjustable base for ridge mounting or a • pitched base for on -slope mounting. LOUVERS 8.6.1 Louvers shall be manufactured from 20 gauge 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 4'-0" x 3'-0" for standard walls and 4'-0" x 4'-0" for Shadow Panel (H") walls. ICBO Research Report No. 1412. Material weight shall not be less than 8 ounces per square foot. Impact Test: Skylights shall resist penetration when subject to a 100 pound cylindrical weight with a 5 3/4" diameter (26 square inches) dropped from a height of 70". Flammability rate of material shall be no greater than 2 in/min when tested under ASTM D 635: Coefficient of heat transmission (U -factors) shall be no greater than 0.8 BTU/14r/Sq. ft. degree F. Available insulated skylights shall have a light transmitting foam sandwiched between a standard weight exterior panel and a 4 ounce nominal weight interior panel. Skylight panels shall be equivalent to STRONGLIGHT panels as manufactured by Lasco Industries, or equal. ENGINEERING PROPERTIES t (STRONGLIGHT Skylight) � X ASTM Mst Method Nominal Value Shear Strength D 732 11,000 psi Bearing Strength D 953 A 13,400 psi . Tensile Strength 0638 19.0000 8.7.2 Wall sidelight panels shall be translucent fiberglass pinels made in the same configuration as the wall meet or exceed applicable requirements f STM D341 shall Type 1, and ICBO Research Report No. 1412. Material weight shall not be las than 6 ounces per square foot. 8.8 INSULATION ' 8.8.1 Fiberglass Blanket Insulation shall have a density of 0.6 pcf and shall be available in 2", 3", 4" and 6" thicknesses. (Other roof insulation systems are available with thicknesses up to 12 inches). Maximum application thicknesses are as follows: Standing Seam Roof 6" over purtm with or without rigid foam thermal block. Loc -Seam Roof 6" over pain with or without rigid foam thermal block. Long Span Roof 4" over purlin with an addition 2" between �urltns. Long Span Wall b" over girt Architectural II Wall. 6" over gut, longer fasteners required. 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. 8.8.3 Rigid Foam Thermal Blocks shall be cut from high density extruded polystyrene board stock, having a UL 25 flame spreac rating. Thermal Blocks shall have a minimum thickness of I inch and shall be a minimum of 3 inches in width. Thermic, Block material shall be Dow Styrofoam (Blue Board) or equsii 8.8.4 Foil -faced rigid insulation (Thetmax) has a glass fibs reinforced polyisocyanurate foam core. The foam care has .i 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 3". Rigid insulation shall be Thermax by Celotex or approved equal. FACINGS 8.7 SKYLIGHTS ' 8.7.1 Roof skylight panels shall be translucent fiberglass reinforced Colorg Aluminum 25' panels made in the same configuration as the metal panels. Flarne Sread. 25 P' Perm Rati1.3 02 .02 They shall be manufactured with a 2 ounce woven fiberglass Service Temp. Min OF 20 F -10 F cloth reinforcement in addition to random stand mat or cut glass fibers for structural strength. They shall meet or exceed •Tbe numerical flame spread rating is not intended to reflect hazards presented applicable requirements of ASTM D 3841-80 Type 1, and by this or any other material under actual fire conditions.' :.M 0 (8) July, 1993 &9 ROOF CURBS 8.9.1 ' Roof curbs shall be manufactured from minimum 18 gauge AZ 55 aluminum -zinc alloy -coated steel. Curbs shall have an integral cricket type water diverter and an angle splash guard. . The minimum curb height shall be 8". &10— PEPE FLASMG 8.10.1 Pipe flashings shall be of a one piece construction and fabricated from an EPDM membrane and shall have 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 -30 deg. F to +250 deg. F. Three standard flashing sizes shall accommodate pipe sizes from 1/4" diameter up to 13" diameter. SECTION 9: ERECTION AND INSTALLATION 'Ile erection of the metal building and ' the installation of :accessories shall be performed in accordance with American Buildings Company's erection manuals and the building . • ;erection drawings. The section 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 1986. There shall be no field modifications to primary structural members except as authorized and specified by American Buildings Company. RAFE v.DIMI G ERWTION CANNOT BE OVER.EMPHAS17ml SECTION Ift. BUILDING ANCHORAGE AND FOUNDATION "The building anchor bolts.shall resist the maximum column f reactions resulting from the specified combinationi of loadings. The quantities and diameters shall be specified by American Buildings Company. Anchor bolt embedment designs and the anchor bolts ate to be supplied by others, NOT e American Buildings Company. Anchor bolt embedment and .foundations shall be adequately designed by a qualifted. foundation engineer to support the building reactions and other loads which. may be imposed by the building use. The design of the building shall.be based on the specific soil conditions site. The foundation engineer shall be retained by other than American Buildings Company. American Buildings Company assumes no responsibility for the integrity of the foundation. SECTION U: WARRANTIES . American Buildings Company offers a variety of warranties for panel coatings, roof system weathertightness, purchased red materials. For specific warranty products, and manufactu details and costs refer to the American Buildings Company Warranty Manual or contact American Buildings Company at 205-687-2032.