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HomeMy WebLinkAboutB16-1225 000-000-00016 ^ 1225 Ices • ELOPM# gml C U 0. PERMIT BCEY 1,6 DATE my [)INGS CO MPANY' AME"'-.LCAN-,,BUILI A r46=314:COMPANY BUTTE COUNTY JUN 0 7 2016 DEVELOpA,fENT SES VICES s DESIGN CALCULATIONS FOR ABC JOB W16GO108A Marty Stidham Table Mtn Blvd Oroville, CA 95965 DES CHK DATE VDF 5/11/16 NO. REVISIONS DES CHK DATE 1 of 147 • AMERICAN BUILDINGS �:e�iuooQ corwcwwv Modesto Service Center 2260 Tenaya Drive Modesto, California 95354 (209) 236-0580 Date: ABC Job Number. Builder Name: Builder Mailing Address: Builder City, State, 8 Zip: Builder Telephone Number. Customer Name: Job Site City, State, 8 Zip: Building Description: May 11, 2016 W16G0108A Elite Steel Bldg Systems 1275 Heritage Road Oroville, CA 95966 Marry Stidham Oroville, CA 95965 Gable 60'0 x 80'0 x 18'0 (Slope 3:12) This is to certify that the metal building components manufactured by the metal building manufacturer for the referenced building have been designed in accordance with the information specified to the metal building manufacturer on the order documents and summarized by the loading information shown below. The metal buildings manufacturer's design and fabrication facilities have attained accreditation from the International Accreditation Services (IAS), an International Code Council subsidiary, evidence that the personnel and quality system maintained by the metal building manufacturer are in compliance with both the IAS AC472 criteria and the requirements of Chapter 17 of the International Building Code. In addition to the dead load, D, of the building components, the members are designed to the following design basis: BUILDING RISK CATEGORY II SEISMIC ANALYSIS PROCEDURE .Equivalent Lateral Force Site Classification D COLLATERAL DEAD LOAD, C 1.0 PSF Short Period Spectral Response Acceleration, Ss 60.10% 1 Sec Period Spectral Response Acceleration, Sl 26.20% Seismic Importance Factor, Is 1.00 -" No vertical or horizontal mezzanine (Boor) loads have been considered in the design of this building unless specifically otherwise stated in this document. You, the End User, and Engineer of Record for the Project should carefully review the design criteria described in this letter to confirm that they satisfy your requirements for the building. Any changes or deviations from the requirements of your purchase order specifications or building requirements should be reported immediately by written notice to the metal building manufacturers assigned Customer Service Representative. The metal building manufacturer will rely upon your acceptance or lack of exception to this Certification as a basis for proceeding with design and fabrication of the metal building system components as provided in this Certification. Note: This project is designed as an Enclosed Building. Accessories (doors, windows, etc.) by others must be designed as 'components and cladding" in accordance with the specific wind provisions of the referenced building code. Please note that unless otherwise specified on your Purchase Order, the metal building manufacturers Serviceability Standards (2006 MBMA Manual criteria) will be used for design and fabrication of your order. The above design loads and criteria are all applied in accordance with the 2013 California Building Code. The design is in general accordance with AISC 360-10 and the 2007 NASPEC. This cenifiration is limited to the structural design of the framing and covering pans manufactured by the metal building manufacturer and as speed in the contract. Accessory items such as doors, windows, louvers, translucent panels, and ventilators are not included. Also excluded are other pans of the project not provided by the metal building manufacturer such as foundations, masonry walls, mechanical equipment, structural connections by others, and the erection and inspection of the building. Failure of the excluded items to satisfy their required loads will impair the building design and invalidate this certification. The metal building manufacturer is American Buildings Company (ABC). The building should be erected in accordance to the ABC General Erection Guide and ABC's erection drawings for the referenced job. The undersigned engineer is employed by the metal building manufacturer and does not serve as or represent the Engineer of Record for the overall project. Sincerely, VDF Masaaki Orikura, PE IBC 2012 Design Letter of Cenification V3.3 147 Seismic Design Category D ' Spectral Response Coefficient, SDS 0.529 ROOF LIVE LOAD, L, 20.0 PSF Reducible Spectral Response Coefficient SDI 0.328 (Note: Roof Live Load Is Reducible as Permitted by Code) Basic Transverse Selsml6Force Resisting System ORDINARY MOMENT FRAMES Basic Longitudinal Seismic -Force Resisting System CONCENTRIC BRACED FRAMES Transverse Seismic Response Coefficient, Cs 0.151 Longitudinal Seismic Response Coefficient, Cs 0.163 GROUND SNOW LOAD, Pg 0.0 PSF Transverse Response Modification Coefficient, R 3.50 Flat -Roof Snow Load, Pf 0.0 PSF Longitudinal Response Modification Coefficient, R 3.25 Thermal Factor, Ct 1.00 Snow Exposure Factor, Ce 0.90 ADDITIONAL/ AUXILIARY DESIGN LOADS, A (None) Snow Importance Factor, Is 1.00 WIND VELOCITY, Vuh (3 -second gust) 110.0 MPH WIND VELOCITY, Vase (3 -second gust) 85.2 MPH - Wind Exposure Category C Enclosure Classification Enclosed Internal Pressure Coefficient -1-0.18 - Design Suction / Pressure for Wall Components -38.19 PSF and Cladding Not Designed or Provided By ABC. +28.52 PSF MEZZANINE (FLOOR) DEAD LOAD, D 0.0 PSF— MEZZANINE (FLOOR) COLLATERAL LOAD, C 0.0 PSF*— , MEZZANINE (FLOOR) LIVE LOAD, L 0.0 PSF— - - -" No vertical or horizontal mezzanine (Boor) loads have been considered in the design of this building unless specifically otherwise stated in this document. You, the End User, and Engineer of Record for the Project should carefully review the design criteria described in this letter to confirm that they satisfy your requirements for the building. Any changes or deviations from the requirements of your purchase order specifications or building requirements should be reported immediately by written notice to the metal building manufacturers assigned Customer Service Representative. The metal building manufacturer will rely upon your acceptance or lack of exception to this Certification as a basis for proceeding with design and fabrication of the metal building system components as provided in this Certification. Note: This project is designed as an Enclosed Building. Accessories (doors, windows, etc.) by others must be designed as 'components and cladding" in accordance with the specific wind provisions of the referenced building code. Please note that unless otherwise specified on your Purchase Order, the metal building manufacturers Serviceability Standards (2006 MBMA Manual criteria) will be used for design and fabrication of your order. The above design loads and criteria are all applied in accordance with the 2013 California Building Code. The design is in general accordance with AISC 360-10 and the 2007 NASPEC. This cenifiration is limited to the structural design of the framing and covering pans manufactured by the metal building manufacturer and as speed in the contract. Accessory items such as doors, windows, louvers, translucent panels, and ventilators are not included. Also excluded are other pans of the project not provided by the metal building manufacturer such as foundations, masonry walls, mechanical equipment, structural connections by others, and the erection and inspection of the building. Failure of the excluded items to satisfy their required loads will impair the building design and invalidate this certification. The metal building manufacturer is American Buildings Company (ABC). The building should be erected in accordance to the ABC General Erection Guide and ABC's erection drawings for the referenced job. The undersigned engineer is employed by the metal building manufacturer and does not serve as or represent the Engineer of Record for the overall project. Sincerely, VDF Masaaki Orikura, PE IBC 2012 Design Letter of Cenification V3.3 147 i O.C? [Ael � ��wb/��\\ � . � � � � � , _ �� � t � � t r ., r ! * _ ABC Design Calculations Pamphlet ABL111F CI NTV►TS SECTION 1, General Introduction 1.1 ' Figure 1 — Clear Span Rigid Frame Building 1.2 Selected References 1.3 SECTION 2, Rigid Frame 'Rigid Frame Explanation and Method of Analysis 2.1-2.3 Lateral Deflection of Frames `. 2.4 Rigid Frame Analysis 'SECTION'3, Endwalls and Bracing Endwall and Bracing Explanation and Method of Analysis 3.1.- .1._Figure Figure4 — Column and Beam Endwall Bracing 3.2 Figure 5 — Column and Beam Endwall Tension Bracing 3.3 Nomenclature 3.4 Endwall Frame Analysis SECTION 4, Purlins and Girls Section Properties 4.1 Pudin and Girt Analysis SECTION 5, Panels Panel Profiles and Engineering Properties (Longspan III) 5.1 Panel Profiles and Engineering Properties (Architectural 111) 5.2 Panel Profiles and Engineering Properties (Architectural °V" Rib AVN) 5.3a " Panel Profiles and Engineering Properties (Architectural "V" Rib AVK)" 5.3b Panel Profiles and Engineering Properties (Standing Seam 11) 5.4 Panel "Profiles and Engineering Properties (Standing Seam 360) 5.5 Panel Profiles and Engineering Properties (Shadow), 5.6 Panel Profiles and Engineering Properties (16" Loc -Seam),' 5.7 Panel Profiles and, Engineering Properties (12" Loc -Seam) 5.8 Panel Profiles and Engineering Properties (Multi -Rib) 5.9 Panel Profiles and Engineering Properties (Seam Loc) 5.10 SECTION 6, Miscellaneous Standard Specifications 6.1 SUBJECT TO CHANGE WITHOUT NOTICE REVISED 03/BC AUGUST 4 of 147 . Y ABC Design Calculations Pamphlet The information contained within this pamphlet is a technical description of an American Buildings Company metal building system. It represents an application of the most modern methods of mathematics and engineering to the design of a building system. Its " purpose is to provide interested reviewers with necessary design calculations and other documentation required to readily verify the structural integrity of a building system. Figure 1 is a drawing of an American building system, illustrating 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 American Buildings Company Standard Specifications, could have been used to illustrate these basic building components. All designs are in accordance with AISC or NASPEC specifications, as applicable. The stress distributions in all load carrying members are obtained by the most appropriate r methods of the universally accepted elastic theory as applied to indeterminate structures. A computer is used for many of the complex and laborious design calculations. American's building systems are designed to meet the most severe conditions of loading as set forth by the specified building code. The combinations and applications of loads are incorporated into the design of a building and its components as required. Occasionally, special design conditions cannot be handled through one of our standard design formats. In these cases, special hand calculations will be included. Subsequent sections of this report present detailed design calculations and necessary explanations. These are: Section 2, Rigid Frame; Section 3, Column and Beam Endwall; Section 4, Purlins and Girts; Section 5,. Roof and Wall Panels; and Section 6, Miscellaneous and Special Conditions. . t SUBJECT TO CHANGE WITHOUT• i0: 031BC 6 of 147 Section 1 Page 1 ROorF . p NO VO�L ABC Design Calculations 'Pamphlet CLEAR SPAN RIGID FRAME BUILDING FIGURE 1 SUBJECT TO CHANGE WITHOUT NOTICE REVISED MAY 18. 2008 03/8C Section'l Page 2 7 of 147 0 ABC Design Calculations Pamphlet SELECTED REFERENCES 3 i 1) American Institute of Steel Construction. Steel Construction Manual. Chicago,- III: American Institute of Steel Construction. 2) American Iron and Steel Institute, and Canadian Standards'Association. North American 'Specification for the Design of Cold -Formed Steel Structural Members. Washington, D. C.: American Iron and Steel Institute. 3) Fritz Engineering Laboratory and Lynn S. Beedle. Structural Steel Design. New. York: Ronald Press Co, 1964. 4) Griffiths, John D. Single Span Rigid Frames in Steel. New York: American Institute of Steel Construction, 1948. -5) Metal Building Manufacturers Association. Metal Building Systems Manual. Cleveland, Ohio: Metal Building Manufacturers Association. ♦ SUBJECT y TO CHANGE WITHOUT• • May 18, 2008 03/8C Section 1 Page 3 8 of 147 r Page LOAD -1 Wed May 11 09:01:02 2016 Job#: W16G0108A Ver. 46.2 AMERICAN BUILDINGS COMPANY ' GENERAL DESIGN LOADING INFORMATION ---------------------------------- Building Code: 2013 California Building Code Roof Dead Load: 1.500 psf Collateral Load: 1.000 psf Roof members not supporting ceiling but supporting sprinklers, lighting, or other materials County: ■ Butte Risk Category of Building: I. Buildings -and other structures that represent a low hazard to human life in the event of failure and are agricultural buildings intended only for incidental human occupancy I. Buildings and other structures that represent a low hazard to human life in' the event of failure but not agricultural buildings intended only for incidental human occupancy ■ II. All buildings and other structures except those listed in Risk Categories I, III, and IV III. Buildings and other structures that represent a substantial hazard to human life in the event of failure including those with high occupancies or hazardous materials not in Risk Category IV IV. Buildings and other structures designated as essential facilities Exposure (Surface Roughness) Category: B. Urban and suburban areas, wooded areas or other terrain with numerous closely spaced obstructions having the size of single-family dwellings or larger & extending at least 2600 ft from site ■ C. Open terrain with scattered obstructions having heights generally less than 30 feet & where Exposures B or D do not apply D. Flat, unobstructed areas and water surfaces outside hurricane -prone regions & extending at least 5000 ft from site Uniform Roof Live Load Not To Be Less Than: Value As Defined By Selected Code Uniform Roof Snow Load Not To Be. Less Than: Value As Computed In Compliance With.Selected Code Roof Exposure Condition: Partially Exposed: All roofs except as indicated below ■ Fully Exposed: Roofs exposed on all sides with no shelter afforded by terrain, higher structures or trees Sheltered: Roofs located tight in among conifers that qualify as obstructions Thermal Condition: ■ All structures except as indicated below Structures kept just above freezing and others with cold, ventilated roofs Unheated and open air structures Structures intentionally kept below freezing Ground Snow Load: 0.000 psf Ultimate Design Wind Speed (3 -second gust): 110.000 mph Serviceability Design Wind Speed (3 -second gust): 72.000 mph Enclosure Classification: Open Buildings Partially Enclosed Buildings ■ Enclosed Buildings 0.2s Short Period Spectral Response Acceleration S(s): 60.100 %g 9 of 147 11 0 • 1.Os Spectral Response Acceleration S(1): 26.200 %g Site Classification: A. Hard rock B. Rock C. Very dense soil" and soft rock ■ D. Stiff soil E. Soil clay soil F. Soils requiring site response analysis Deflection Limits for Roofs: FRAMES PURLINS PANEL Live Load: L/180 L/150 L/ 60 Snow Load: L/180 L/180 L/ 60 Wind Load: L/180 L/180 NONE (at 1:10 -year recurrence) Roof Load: NONE NONE L/ 60 (any combination of loads) Deflection Limits for Walls: - FRAMES GIRTS, PANEL Wind Load: L/120 L/ 90 L/ 60 (at 1:10 -year recurrence) Wall Load: NONE NONE L/ 60 (any combination of loads) Maximum Limiting Check Ratio: 1.03 Plate/Bar Yield Strength: 55.00 ksi 10 of 147 Notes for ABC Job # W 16GO108A 1. The frames at the endwalls (FL 1 & 5) are not designed to accommodate any future additions. 2. New structure by ABC is designed as an enclosed building. 3. It is the responsibility of others, i.e. the engineer of record, to ensure that all structural systems and components not by ABC interact compatibly, with ABC structural systems and components. See calculation package for deflection requirements of ABC frames and materials. 4. ABC has provided new structure(s) according to ABC purchase order and company standard. ABC is not responsible for verifying that ABC's design and detailing is compatible with materials by others. 1.0 psf collateral load was used in ABC's design as requested. No other special provisions have been made for concentrated point loads on frames. 11 of 147 e°b ouf TO OUT OF STEEL e 25b C Ire eeAce° ear eaoe-�--------- --------- —------------------ ero, A A r: B n} • 5e , eraT-,� - • � Brox-A + 01 A --------- 58.1 . erm-A -------------- Brox-A - ----------_------------ ti. e Se•, Baal-ABPOx-A r— -- - ----------------------- Se•, arae A BP03-A „} ,re A B n} „} n} Building Geometry. Information Width 60, Risk Category = LII �_; Roof Weight, D +'CBuildin 6 00 .. "'i Psf Building Length =A:::;;"8 Building ,..0 00 ::;;ft. t -w Roo._0_ %Snow for Seismic -00::!!:::::,.:!i-;_-..,,,psf ' 'FSW Eave Height ='...... 18 00.. :.; ft. :. Weight of Sidewall 2 00 Ridge from FSW 30.00 Y ft. _..; :;psf Weight of Endwall 2 00 .;,.;psf Roof:Pltch ,3,: :,;:/12 Longitudinal Partition WT 0 00....: ;psf Canopy. Width @ FSW 0:00 ft..i Quantity of Longitudinal _Part0 Canopy Width. @ RS1N0 00 Seismic Factor lE ` 1.00 Transverse Partition WT 0 00 psf °Max. Interior Bay Trlb. _:....,,,,20'00 SMi = 0.49 Quantity of Transverse : Part0„ : ::. Building End Bay Tnb: = 10.60 .._.: ft' ' Longitudinal Special Weight;kips . Seismic Design Category = `D l Transverse Special Weight 0 00 . "„kips r ;Regular Structure: ves _! Stories Above Grade: j i• Flexible Diaphragm 7 aeismic inrormanon Risk Category = LII �_; SS(%) „'60 10% S (%) 26 20% ' . Site Class - D k.xl Transverse Direction(Interior): R „ 3 50..:.. 00 ; ; 3 00 ,` Ta = 0.28 ` Transverse Direction(End): " R 3 25 S2° ; 2 00 T - 0.17. a- . . Longitudinal Direction: R 3 _.._. 520 2 00 Ta - 0.17 - Seismic Factor lE ` 1.00 Fa = r.. 1.32. F,.= 1.88,. SMs =0.79 SMi = 0.49 Seismic Design Category = `D Sos = 0.53 SDI = 0.33 -Wind Information. qh=0.00256KnKnKdV2 psfn, ; Longitudinal GCpf GCp; = 0:69/1;04 Transverse GCPf= GCp; =0.96/1.44 Interior Bay Tributary Width = 20 ft 1. Wind Load Total Load = PW* B- H/2 = 5.9 Kips 2. Seismic Load Redundancy.Factor p 1 30 'Rid TH11111. W= 7.92 Kips CS = 0:15 V = QE _ 1.20 Kips Eh = P*QE = 1.6 KIPS E, = 0.2SDs D = 0.8 Kips Em =00*QE = 3.6 Kips End Bay. Tributary Width = 10.6 ft 1. Wind oa Total Load = PW' B* H/2 = 4.7 Kips ` 2. Seismic Load ' Redundancy Factor P = 1.30 W= 4.20 Kips CS = ' '0.16 V =. QE = 0.68 Kips'„ Eh =P*QE = , 0.9 Kips I„=0.2S°s*D = 0.4 Kips Em =�o*QE= • 1.4 Kips 1. Wind Load Total Load = P„,*B* H/2 = ..13.1 Kips, r 2. Seismic Load (Accidental Torsion Included if not flexible diaphragm) Redundancy Factor p =?1 30 , W= 31.4 Kips CS = 0.16 V = QE = 5.1 Kips Eh =P*QE = 6.6 Kips E„=0.2Sos*D _;'' 3.0 Kips Em =nO*QE = 10.2 Kips tx SECTION 2 RIGID FRAME 14 of 147 ABC Design .Calculations Pamphlet RIGID FRAME EXPLANATION AND OD OF ANALYSIS Rigid frame analysis and design.is a very exacting task. American Buildings Company has developed a computer program that permits detailed analysis and design to be performed for steel frames. Following is a brief description of this program. The program combines the' STIFFNESS METHOD of structural design theory with MATRIX mathematics operations. This is made possible through the use of computers. The processing speed of the modern computer permits the use of complex mathematical methods which would be impractical in hand computations. These techniques, along with a completely rigorous structural theory' approach, give technically precise and accurate results. The program consists of seven segments: 1) Geometry Input ' 2) Loading Input and Stiffness Computation 3) Equivalent Forces Computations 4) ' Solution for Displacements 5) Reactions and'Member Force Computation 6) Strength Analysis 7) Design Decisions `Geometry: , -The general structural. configuration that the program can analyze or design is depicted in Figure 2.- It shows a gable frame with vertical sidewalls and a roof sloping downward on both sides of the ridge. Rafters may be supported at intermediate points by interior columns. Each sidewall column or rafter -may be composed of a number -of segments with "I" shaped cross -"sections that may be prismatic or.tapered. Interior columns must. be prismatic, but may be "I" sections or pipes. Bases of sidewall and interior columns may be at different levels. Left and right sidewall heights and roof slopes may be unequal SUBJECT TO CHANGE WITHOUT NOTICE REVISED MAY 18,2008 ISectionof J ti ABC Design Calculations Pamphlet RIGID FRAME EXPLANATION AND METHOD OF ANALYSIS PURLIN' COVERING ANODE MEMBER, a CENTER LINE I I I - GIRT , • FIGURE 2 " Typical Configuration of Frame -f iSupport and. Loadings: ' Column bases may be specified pinned, free, sliding, rolling, or fixed. Tops of interior columns may be specified pinned or fixed to the rafters. Uniformly distributed loads are considered to be transmitted to the frame by girls and, purlins, which are at specified ` u locations: Concentrated forces and .moments may be- applied at. any location on the frame, thus permitting the inclusion of overhang loads, crane loads, bracket loads, etc. Input: . Input to the program consists of information on building geometry, web depths at critical locations, column locations, girt and purlin locations, load intensities and combinations, material properties, deflection limits, and stress criteria. If only analysis is required, • member cross-section details are also input. If the frame is to be designed, inventories of flange sizes, web material, W-shapes,'and pipe sizes are employed. R i a • rSUBJECT TO CHANGE WITHOUT• I MAY 18,2008 0318C - - Section 2 Page 2 16 of 147. _ ABC Design Calculations Pamphlet Analysis: In the analysis option no decision making is done concerning, member selection. From the information supplied, which includes all member sizes, the program develops the precise centerline geometry of the frame. The analysis is carried out on the line configuration, composed of straight line segments ("Members") defined by the joints and other junction points called "Nodes". All the loads are transformed into equivalent forces and moments and applied at Node Points. The direct stiffness method of matrix structural, elastic analysis is adopted. The member stiffnesses are computed, and superposed to yield the force -displacement relations for the entire frame. Stiffness coefficients and equivalent end actions for tapered members are obtained by numerical analysis. The Nodal displacements for the specified support and loading conditions are solved by a matrix block recursion routine. The support reactions and member end forces and moments are then calculated. Finally, the most critical and shear stresses along each member are computed, and checked against allowable criteria according to AISC Specifications. The most critical stresses are those with the greatest ratio when compared to allowable stresses. The program analyzes the frame for each specified loading combination. Design: In the design option, a frame is determined by an iterative, process of analysis and design. Initiated by the Analysis of a frame approximated from the specified flange, web and pipe inventories, the design proceeds in cycles of analysis, criteria checks, selection , of fresh sections, and reanalysis until a satisfactory frame is obtained. When the design is complete, the program will analyze and check the frame for each specified loading combination. Output:. The output may be requested at various levels of detail The basic output consists of a listing of input data, centerline geometry, reactions, member end reactions, Nodal displacements, member sizes, criteria checks, bolted connections, anchor bolts and base plates. More exhaustive information may be extracted if desired. Y t SUBJECT TO CHANGE WITHOUT NOTICE REVISED May 18, 2008 031BC 17 of 147 ABC Design Calculations Pamphlet LATERAL DEFLECTION OF FRAMES As noted in Section 1.3.4.8 of Metal Buildinq Systems Manual, 2012 Edition: "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 drift of the frames under wind loading is far less than predicted by the usual static analytical procedures." These factors unquestionably account for most of this apparent anomaly: • 1) Drift calculations are traditionally based on full design loads. 2) Moment-rotation stiffnesses of "pinned" bases are taken as zero. . 3) The usual analytical procedures are based on "bare" frames (skin action of roof diaphragms and endwalls is neglected) thus load sharing has not been taken into account. 4) The static analysis used does not take into account the dynamic effects of the applied load and the mass effects of the structure. Theoretical bare frame deflections are given on the computer printout for each node point. Lateral deflection limits are based upon American Buildings , Company Serviceability Policy unless specified otherwise. F SUBJECT TO CHANGE WITHOUT NOTICE 4 REVISED AUGUST 28. I 0318- Section 2 Page 4 18 of 147 AMERICAN BUILDINGS COMPANY A f-4U=OR COMPANY MSA 46.2 Page 1 of 22 JOb:W16GO108A C:\ABCP\FRAMES\W1'6GO108A.01A 05/11/16 15:10:32 STEEL FRAME ANALYSIS AND DESIGN BY THE DIRECT STIFFNESS METHOD BY THE 2010 AISC 360-10 SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS WITH STABILITY DESIGN BY THE DIRECT ANALYSIS METHOD BUILDING DESCRIPTION - - INT RF FL 2-4 W16GO108A FRAME WIDTH BAY SPACING ROOF SLOPES- INT. COLUMNS MEMBERS NODES 60.000 ft. 20.000 ft. 2 b:° 6 7 LEFT WALL SLOPE W/VERT-. GIRT DEPTH GIRT SPACING(S) --------------- 0.000/ 12.0 8:00 in. 1 @ 90.00 in. 1 @ 66.00 in. 1 @ 60.00 in. NODE LOCATION WEB DEPTH CONNECTION BASE 1 0.000 ft. 10.000 in. PINNED EAVE 2 18.000 ft. 22.500 in. RIGID ROOF SLOPE 1 SLOPE,W/HORIZ. PURLIN DEPTH TYP. PURLIN SPACE --------------- 3.000/ 12.0 8.00 in. 56.79 in. NODE LOCATION WEB DEPTH CONNECTION LEFT END 2 -0.000 ft. 22.500 .in. RIGID SPLICE 3 10.597 ft. 10.000 in. RIGID RIGHT END 4 30.000 ft. 10.000 in. RIGID ROOF SLOPE 2 SLOPE W/HORIZ. PURLIN DEPTH TYP. PURLIN SPACE --------------- -3.000/ 12.0 8.00 in. 56.79 in. NODE LOCATION WEB DEPTH CONNECTION LEFT END 4 30.000 ft. 10.000 in. RIGID SPLICE 5 49.403 ft. 10.000 in. RIGID RIGHT END 6 60.000 ft. 22.500 in. RIGID RIGHT WALL SLOPE W/VERT. GIRT DEPTH GIRT SPACING(S) --------------- -0.000/ 12.0 8.00 in. 1 @ 90.00 in. .1 @ 66.00 in. ' 1 @ 60.00 in. NODE LOCATION WEB DEPTH CONNECTION EAVE 6 18.000 ft. 22.500 in. RIGID BASE 7 0.000 ft. 10.0001n. PINNED 19 of 147 0 0 MSA 46.2 Page 2 of 22 JOb:W16G0108A C:\ABCP\FRAMES\W16G0108A.01A 05/11/16 15:10:32 MEMBER SIZES OUTER FLANGE WEB INNER FLANGE WEB -TO -FLANGE YIELD STRESS MEMBER WIDTH THICKNESS THICKNESS WIDTH THICKNESS WELD FLANGE WEB (inches) (inches) (inches) (inches) (ksi) (ksi) 1 5.00 X 0.2500 0.1345 5.00 X 0.2500 0.1250 NS 55.0 55.0 2 5.00 X 0.2500 0.1345 5.00 X 0.2500 0.1250 NS 55.0 55.0 3 5.00 X 0.2500 0.1345 5.00 X 0.2500 0.1250 NS 55.0 55.0 4 5.00 X 0.2500 0.1345 5.00 X 0:2500 0.1250 NS 55.0 55.0 5 5.00 X 0.2500 0.1345 5.00 X 0.2500 0.1250 NS 55.0 55.0 • 6 5.00 X 0.2500 0.1345 5.00 X 0.2500 0.1250 NS 55.0 55.0 FRAME SELF -WEIGHT AS APPLIED DEAD LOAD MEMBER MEMBER WEIGHT CONNECTION WEIGHT (lbs) (lbs) 1 268.5 97.0 2 153.1 3 260.7 35.0 4 260.7 5 153.1 97.0 6 268.5 Total: 1364.4 229.1 20 of 147 MSA 46.2 Page 3 of 22 Job:W16G0108A C:\ABCP\FRAMES\W16G010.8A.01A 05/11/16 15:10:32 NODE COORDINATES NODE X Y X OUT OF PLUMB (in.) (in.) (0.003xY) (in.) 1 13.50 0.00 +/- 0.0000 2 19.75 200.58 +/- 0.6017 3 128.38 234.18 +/- 0.7025 4 360.00 292.08 +/- 0.8763 5 591.62 234.18 +/- 0.7025 6 700.25 200.58 +/- 0.6017 7 706.50 0.00 +/- 0.0000 • 0 21 of 147 MSA 46.2 Page 4 of 22 . Job:W16GO1O8A C:\ABCP\FRAMES\W16GO1O8A.O1A 05/11/16 15:10:32 LOAD CASE 1 : D No Stress Check; No Deflection Limits DEAD LOAD = 2.50 psf ----------------------------------------------------------------------------------- LOAD CASE 2 : D+C No Stress Check; No Deflection Limits DEAD LOAD = 3.50 psf -------------------------------------------=--------------------------------------- LOAD CASE 3 : L No Stress Check; L/180 Vertical Deflection Limit LIVE LOAD = 12.00 psf ------------------------------------------------------- LOAD CASE 4 : WL^ --------------------------- No Stress Check; H/25 Horizontal Deflection Limit;. L/76 Vertical Deflection Limit WIND LOAD = 24.17 psf C1= -0.63; C2= -0.87; C3= -0.87; C4= -0.63 ---------- ------------------------------------------------------------------------ LOAD CASE 5 : WLX+^ No Stress Check; H/25 Horizontal Deflection Limit; L/76 Vertical Deflection Limit WIND LOAD = 24.17 psf C1=--0.63; C2= -0.87; C3= -0.87; C4= -0.63 CONCENTRATED LOADS * * LOAD COMPONENTS LOAD NO: LINE NO. * LOCATION FLG SIDE * HORIZONTAL VERTICAL MOMENT * (ft.) * (kips) (kips) (kip -ft) 1 1 17.83 Neutral Axis 0.00 -5.62 0.00 -6.68 (out -of -plane) 2 4 17.83 Neutral. Axis 0.00 -6.68 -5.62 0.00 (out -of -plane). LOAD CASE 6 : WLX-^- No Stress Check; H/25 Horizontal Deflection Limit; L/76 Vertical Deflection Limit WIND LOAD = 24.17 psf C1= -0.63; C2= -0.87; C3= -0.87;_ C4= -0.63 CONCENTRATED LOADS *. * LOAD COMPONENTS LOAD NO. LINE NO. * LOCATION FLG SIDE * HORIZONTAL VERTICAL MOMENT * (ft.) * (kips) - (kips) (kip -ft) 1 1 0.50 Neutral Axis 0.00 5.62 0.00 -6.68 (out -of -plane) 2 4 0.50 Neutral Axis 0.00' 5.62 0.00 -6.68 ----------------------------------------------------------------------------------- (out -of -plane) LOAD CASE 7 : W1-> No Stress Check; H/25 Horizontal Deflection Limit; L/76 Vertical Deflection Limit WIND LOAD = 24.17 psf C1= 0.66; C2= -0.51; C3= -0.26;. C4= -0.19 ----------------------------------------------------------------------------------- LOAD CASE 8 : W1< - No Stress Check; H/25 Horizontal Deflection Limit; L/76 Vertical Deflection Limit WIND LOAD = 24.17 psf C1= -0.19; C2= -0.26; C3= -0.51; C4= 0.66 ----------------------------------------------------------------------------------- LOAD CASE 9 : W2-> 22 of 147 / e r 1 MSA 46.2 ' Page 5 'of 22 Job:W16GO1O8A C:\ABCP\FRAMES\W16GO1O8A.01A 05/11/16"15:10:32 No Stress Check; H/25 Horizontal Deflection Limit; L/76 Vertical Deflection Limit WIND LOAD ='24.17 psf C1= -0.27; C2= -0.51; C3= -0.19; C4= -0.27 LOAD CASE 10 W2<- No.Stress Check; H/25 Horizontal Deflection Limit; L/76 Vertical Deflection Limit WIND LOAD = 24.17 psf C1= -0.27; C2= -0.19; C3= X0.5.1; C4= -0.27 --------- ------------------------------------------------------------------------- LOAD CASE 11 : W3-> No Stress Check; H/25 Horizontal Deflection Limit; L/76 Vertical Deflection Limit WIND LOAD = 24.17 psf •C1= 0.30; C2= -0.87; C3= -0.62;-C4= -0.55 ------------------------=-------------- -------------------------------------------- LOAD CASE 12 : W3< - No Stress Check; H/25 Horizontal Deflection Limit; L/76 Vertical Deflection Limit WIND LOAD- 24.17 psf C1= -0.55; C2=•-0.62; C3= -0.87; C4= 0.30 LOAD CASE 13 : W4-> No Stress Check; H/25 Horizontal Deflection Limit; L/76 Vertical Deflection Limit WIND LOAD = 24.17 psf C1= -0.63; C2='-0.87; C3= -0.55; C4=•-0.63 LOAD CASE 14 W4'< - No Stress Check; H/25 Horizontal Deflection Limit; L/76 Vertical Deflection Limit WIND LOAD = 24.17 psf C1= -0.63; C2 -0.55; C3= -0.87; C4= -0.63 r ----------------------------------------------------------------------------------- LOAD CASE 15 ,E-> ' No Stress Check; H/25 Horizontal Deflection Limit CONCENTRATED LOADS * * LOAD COMPONENTS LOAD NO, LINE NO. * LOCATION FLG SIDE'* HORIZONTAL VERTICAL MOMENT * (ft. )• * (kips) (kips) (kip -ft) 1 1 18.00 Neutral Axis 0.07 0.00 0.00 2 4 18.00 Neutral Axis 0.07 0.00 0.00 3 1 18.00 Neutral -Axis 0.62: 0.00 0.00 4 4 18.00 Neutral Axis 0.62 0.00 0.00 LOAD CASE 16 E<- r No Stress Check; H/25 Horizontal Deflection Limit CONCENTRATED'LOADS * * LOAD COMPONENTS LOAD NO. LINE NO. * LOCATION FLG SIDE *HORIZONTAL VERTICAL MOMENT * (ft.) * (kips) (kips) (kip -ft) 1 1 18.00 Neutral Axis -0.07 0:00 0.00 2 4 18.00 Neutral Axis =0.07 0.00 0•.00 3 1 18.00 Neutral Axis =0.62 .0.00 0:00 4 4 18.00 Neutral'Axis -0.62 0.00 0.00 LOAD CASE 17 : ELX+^ No Stress Check; H/25 Horizontal Deflection Limit CONCENTRATED LOADS * * LOAD COMPONENTS LOAD NO. LINE NO. * LOCATION FLG SIDE * HORIZONTAL VERTICAL MOMENT * (ft.) * (kips) (kips.) (kip -ft) 1 1 17.83 Neutral Axis 0.00 -2.88 0.00 23 of 147 Is MSA 46.2 Page 6 of 22 Job:W16G0108A C:\ABCP\FRAMES\W16G0108A.01A 05/11/16 15:10:32 -3.42 (out -of -plane) 2 4 17.83 Neutral Axis 0.00 -2.88 0.00 -3.42 (out -of -plane) ---------------------------- LOAD CASE 18 : ELX-^ ------------------------------------------------------ No Stress Check; H/25 Horizontal Deflection Limit CONCENTRATED LOADS * * LOAD COMPONENTS LOAD NO. LINE NO. * LOCATION FLG SIDE * HORIZONTAL VERTICAL MOMENT * (ft.) * (kips) (kips) (kip -ft) 1 1 0.50 Neutral Axis 0.00 2.88 0.00 -3.42 (out -of -plane) 2 4 0.50 Neutral Axis 0.00 2.88 0.00 ------------------------------------------------ --342 ----------------------------- (out -of -plane) LOAD CASE 19 : OE-> No Stress Check; No Deflection Limits CONCENTRATED LOADS * * LOAD COMPONENTS LOAD NO. LINE NO. * LOCATION FLG SIDE * HORIZONTAL VERTICAL MOMENT * (ft.) * (kips) (kips) (kip -ft) 1 1 18.00 Neutral Axis 0.16 0.00 0.00 2 4 18.00 Neutral Axis 0.16 0.00 0.00 3 1 18.00 Neutral Axis 1.43 0.00 0.00 4 4 18.00 Neutral Axis 1.43 0.00 0.00 -------------------------------------------------------------=--------------------- LOAD CASE 20 : nE<- No Stress Check; No Deflection Limits CONCENTRATED LOADS * * LOAD COMPONENTS LOAD NO. LINE NO. * LOCATION FLG SIDE * HORIZONTAL VERTICAL MOMENT • 1 1 * (ft.) 18.00 Neutral * Axis (kips) -0.16 (kips) (kip 0.00 -ft) 0.00 2 4 18.00 Neutral Axis -0.16 0.00 0.00 3 1 18.00 Neutral Axis -1.43 0.00 0.00 4 4 18.00 Neutral Axis -1.43 0.00 0.00 ----------------------------------------------------------------------------------- LOAD'CASE 21 : nELX+^ No Stress Check; No Deflection Limits CONCENTRATED LOADS * * LOAD COMPONENTS LOAD NO. LINE NO. * LOCATION FLG SIDE * HORIZONTAL VERTICAL MOMENT * (ft.) * (kips) (kips) (kip -ft) 1 1 17.83 Neutral Axis 0.00 -4.43 0.00 -5.27 (out -of -plane) 2 4 17.83 Neutral Axis 0.00 -4.43 0.00 ----------------------------------------------------------------------------------- -5.27 (out -of -plane) LOAD CASE 22 : OELX-^ No Stress Check; No Deflection Limits CONCENTRATED LOADS * * LOAD COMPONENTS LOAD NO. LINE NO. * LOCATION FLG SIDE * HORIZONTAL VERTICAL MOMENT * (ft.) * (kips) (kips) (kip -ft) 1 1 0.50 Neutral. Axis 0.00 4.43 0.00 -5.27 (out -of -plane) 2 4 0.50 Neutral Axis 0.00 4.43 0.00 -5.27 (out -of -plane) 24 of 147 MSA 46.2 Page 7 of 22 Job:W16G0108A C:\ABCP\FRAMES\W16G0108A.01A 05/11/16 15:10:32 ----------------------------------------------------------------------------------- LOAD CASE 23 : D+C + L nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.971 ----------------------------------------=------------------------------------------ LOAD CASE 24 : D+C + L nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.97.1 ----------------------------------------------------------------------------------- LOAD CASE 25 : 1.07D+C + 0.70E-> nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.358 ----------------------------------------------------------------------------------- LOAD CASE 26 : 1.07D+C + 0.70E=> nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.361 ----------------------------------------------------------------------------------- LOAD CASE 27 : 1.07D+C + 0.70E<- nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.361 ----------------------------------------------------------------------------------- LOAD CASE 28 1.07D+C + 0.70E<- nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.358 ----------------------------------------------------------------------------------- LOAD CASE 29 : 1.07D+C + 0.70ELX+^ nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.281 ----------------------------------------------------=------------------------------ LOAD CASE 30 1.07D+C + 0.70ELX+^ nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.281 ----------------------------------------------------------------------------------- LOAD CASE 31 : 1.07D+C + 0.70ELX7^ nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.265 ---------------------------------------------------------------------=------------- LOAD CASE 32 : 1.07D+C + 0.70ELX-^ nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.265 ----------------------------------------------------------------------------------- LOAD CASE 33 : 0.89D+C +'0.58nE-> nL ASD Special Seismic; No Deflection Limits ----------------------------------------------------------------------------------- LOAD CASE 34 : 0.89D+C + 0.5852E-> nR ASD Special Seismic; No Deflection Limits --------------------------------------------------------------------------------=-- LOAD CASE 35 : 0.89D+C + 0.5852E<- nL ASD Special Seismic; No Deflection Limits ----------------------------------------------------------------------------------- LOAD CASE 36 : 0.89D+C + 0.58nE<- nR ASD Special Seismic; No Deflection Limits ----------------------------------------------------------------------------------- LOAD CASE 37 : 0.89D+C + 0.58nELX+^ nL ASD Special Seismic; No Deflection Limits -------------------------------------------------------=--------------------------- LOAD CASE 38 : 0.89D+C + 0.5852ELX+^ nR ASD Special Seismic; No Deflection Limits 25 of 147 0 V E MSA 46.2 Job:W16G0108A C:\ABCP\FRAMES\W16G0108A.01A Page.8 of 22 05/11/16 15:10:32 --------------------------------------------------------------------=-------=------ LOAD CASE 39 : 0.89D+C + 0.58nELX-^ nL' ASD Special Seismic; No Deflection Limits ----------------------------------------------------------------------------------- LOAD CASE 40 : 0.89D+C + 0.58nELX-^ nR ASD Special Seismic; No Deflection Limits ----------------------------------------------------------------------------------- LOAD CASE 41 : D+C + 0.45WL^ + 0.75L nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.345 ----------------------------------------------------------------------------------- LOAD CASE 42 : D+C + 0.45WL^ + 0.75L nR ASD; No Deflection Limits Highest check ratio achieved in this load case— 0.345 ----------------------------------------------------------------------------------- LOAD CASE 43 : D+C + 0.45WLX+^ + 0.75L nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.365 ----------------------------------------------------------------------------------- LOAD CASE 44 : D+C + 0.45WLX+^ + 0.75L nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.365 ----------------------------------------------------------------------=------------ LOAD CASE 45 : D+C + 0.45WLX-^ + 0.75L nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.345 ----------------------------------------------------------------------------------- LOAD CASE 46 : D+C + 0.45WLX-^ + 0.75L nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.345 -------=--------------------------------------------------------------------------- LOAD CASE 47 : D+C + 0.45W1-> + 0.75L nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.672 ---------------------------------------- ------------------------------------------ LOAD CASE 48 : D+C + 0.45W1-> + 0.75L nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.679 ----------------------------------------------------------------------------------- LOAD CASE 49 : D+C + 0.45W1<- + 0.75L nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.679 ------------- m CASE 50 : D+C + 0.45W1<- + 0.75L nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.672 ----------------------------------------------------------------------------------- LOAD CASE 51 : D+C + 0.45W2-> + 0.75L nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.665 ----------------------------------------------------------------------------------- LOAD CASE 52 : D+C + 0.45W2-> + 0.75L nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.658 -------------------------------------=-------------------------------------------=- LOAD CASE 53 : D+C + 0.45W2<- + 0.75L nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.658 26 of 147 I C R MSA 46.2 Page 9 of 22 Job:W16G0108A C:\ABCP\FRAMES\W16G0108A.01A 05/11/16 15:10:32 ----------------------------------------------------------------------------------- LOAD•CASE 54 : D+C + 0.45W2<- + 0.75L nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.66.5 ------------------------=-------------------------=-------------------------------- LOAD CASE 55 : D+C + 0.45W3-> + 0.75L nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.501 . LOAD CASE 56 : D+C +,0.45W3-> + 0.75L nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.505 LOAD CASE 57 : D+C + 0.45W3<- + 0.75L nL ASD; No Deflection Limits ' Highest check ratio achieved in this load case = 0.505 ----------------------------------------------------------------------------------- LOAD CASE 58 : D+C + 0.45W3<- + 0.75L nR ASD;'No Deflection Limits Highest check ratio,achieved in this load case = 0.501 ----------------------------------------------------------------------------------- LOAD CASE 59 : D+C + 0.45W4-> + 0.75L nL ASD; No Deflection.Limits Highest'check ratio achieved in this load case = 0.491 ----------------------------------------------------------------------------------- LOAD CASE 60 : D+C + 0.45W4-> + 0.75L nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.487 -------------------------------------------------------------------=--------------- LOAD CASE 61 : D+C + 0.45W4<- + 0.75L nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.487 ------------------------------------------------------------------------------------ LOAD CASE 62 ,: D+C + 0.45W4<- + 0.75L nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.491 ----------------------------------------------------------------------=------------ LOAD CASE 63 0.60D + 0.60WL^ nL ASD; No Deflection Limits Highest check ratio achieved in this load case'= 0.436 -------=----------- ----------------------=----=------------------------------------ LOAD CASE 64 0:60D + 0.60WL^ nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.436 -------------------------------------------------------------------------=--------- LOAD CASE 65 : 0.60D + 0.60WLX+^ nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.438 ' ---------------------------------- =-------------------------------------------------- LOAD CASE 66 : 0.60D + 0.60WLX+^ nR, ASD; No Deflection Limits Highest check ratio achieved in this load case =0.438 ------------------------------------------=---------------------------------------- LOAD CASE 67 : 0.60D + 0.60WLX-^ nL ASD; No Deflection Limits . ' Highest check ratio achieved in this load case = 0.435 LOAD CASE 68 :. 0.60D + 0.60WLX-^ nR 27 of 147 • r • MSA 46.2 Page 10,.of 22 " Job:W16G0108A C:\ABCP\FRAMES\W1.6G0108A.01A 05/11/1615:10:32 ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.435 ----------------------------------------------------------------------------------- LOAD CASE 69 : 0.60D + 0.60W1-> nL _ ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.322 ' --------------=-------------------------------------------------------------------- LOAD CAS E.70 : 0.60D + 0.60Wl-> nR ASD; No Deflection Limits. • Highest check ratio achieved in this load case = 0.320 -------------------------------------------------=--------------------------------- LOAD CASE 71 : 0.60D + 0..60W1<- nL ASD; No Deflection Limits • Highest check ratio achieved in this ----------------------------------------------------------------------------------- load case = 0.320 LOAD CASE 72 : 0.60D + 0.60W1<= nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.322 ,. LOAD CASE 73 : 0.60D + 0.60W2-> nL •ASD;.No. Deflection Limits Highest check ratio achieved iri this _ _ load case = 0.269 LOAD CASE 74 : 0.60D + 0.60W27> nR LOAD ----------- .-.ASD; No Deflection Limits - Highest check ratio achieved in this load case = 0.272 ----------------------------------------------------------------------------7------ LOAD CASE 75 : 0.60D + 0.60W2<- nL ASD; No Deflection Limits Highest check ratio achieved in this load case 0.272 ----------------------------------------------------------------------------------- LOAD CASE 76 : 0.60D + 0.60W2�<- nR ASD; No Deflection Limits r Highest check ratio achieved in this load case ----------------------------------------------------------------------------------- LOAD,CASE 77 : 0.60D + 0.60W3-> nL i . , ASD; No Deflection Limits • Highest check ratio achieved in this load case = 0.491 LOAD CASE 78 0.60D + 0.60W3-> nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.489 -------------------------------------------------=--------------------------------- LOAD CASE 79 : 0.60D + 0.60W3<7-,nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.489 LOAD CASE 80': 0.60D + 0.60W3<- nR ASD; No Deflection Limits Highest check ratio achieved in this load case.= 0.491• ' LOAD CASE -81 : 0.60D + 0.60W4-> nL ASD; No Deflection Limits • Highest check ratio achieved in this load case = 0.372 LOAD CASE 82 ,: 0.60D + 0.60W4-> nR ASD; No.Deflection Limits Highest check ratio achieved in this load case = 0.371 • 28 of 147 MSA 46.2 Page 11 of 22 Job:W16G0108A C:\ABCP\FRAMES\W16G0108A.01A 05/11/16 15:10:32 ----------------------------------------------------------------------------------- LOAD CASE 83 : 0.60D + 0.60W4<- nL ASD; No Deflection Limits Highest check ratio achieved in.this load case ='0.371 ----------------------------------------------------------------------------------- LOAD CASE 84 : 0.60D + 0.60w4<- nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.372 --------------------------------------------------=-------------------------------- LOAD CASE 85 : 0.53D + 0.70E-> nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.213 ---------------------------------------------------------------------------------- LOAD CASE 86 : 0.53D + 0.70E-> nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.215 ----------------------------------------------------------------------------------- LOAD CASE 87 : 0.53D + 0.70E<- nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.215 ----------------------------------------------------------- ------------------------ LOAD CASE 88 : 0.53D + 0.70E<- nR ASD; No Deflection Limits Highest checkratioachievedinthis load case = 0.213 - - - -- LOAD CASE 89 : 0.53D + 0.70ELX+^ nL ASD; No Deflection Limits Highest check ratio achieved -in this load case = 0.137 ------------------------------------------------------------------------------------ LOAD CASE 90 : 0.53D + 0.70ELX+^ nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.137 ----------------------------------------------------------------------------------- LOAD CASE 91 : 0.53D + 0.70ELX-^ nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.121 ----------------------------------------------------------------------------------- LOAD CASE 92 : 0.53D + 0.70ELX-^ nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.121 -------------------------------------------------------- -------------------------- LOAD CASE 93 : 0.44D + 0.5852E-> nL ASD Special Seismic; No Deflection Limits ----------------------------------------------------------------------------------- LOAD CASE 94 : 0.44D + 0.5852E-> nR ASD Special Seismic; No Deflection Limits ----=------------------------------------------------------------------------------ LOAD CASE 95 : 0.44D + 0.58QE<- nL ASD Special Seismic; No Deflection Limits ----------------------------------------------------------------------------------- LOAD CASE 96 : 0.44D + 0.5852E<- nR ASD Special Seismic; No Deflection Limits ----------------------------------------------------------------------------------- LOAD CASE 97 : 0.44D + 0.5852ELX+^ nL ASD Special Seismic; No Deflection Limits ----------------------------------------------------------------------------------- LOAD CASE 98 : 0.44D + 0.5852ELX+^ nR ASD Special Seismic; No Deflection Limits 29 of 147 I- U 0 MSA 46.2 Page 12. of 22' Job:W16G0108A C:'\ABCP\FRAMES\W16G0108A.01A 05/11/16 15:10:32 ----------------------------------------------------------------------------------- LOAD CASE 99 : 0.44D + 0.58nELX-^ nL ASD Special Seismic; No Deflection Limits LOAD CASE 100 : 0.44D + 0.580ELX-^ nR ASD Special Seismic,- No Deflection Limits • r • l r 30 of 147. MSA 46.2 Page 13 of 22 Job:W16G0108A C:\ABCP\FRAMES\W16G0108A.01A 05/11/16 15:10:32 SUMMARY OF MAXIMUM MEMBER CHECK RATIOS " OUTER FLANGE * WEB * INNER FLANGE * OUTER FLG, WEB SHEAR INNER FLG MEM WIDTH THICK' THICK * WIDTH THICK * RATIO LOAD RATIO LOAD RATIO LOAD (in) (in) (in) (in) (in) 1 5.00 0.2500 0.1345 5.00 0.2500 0.643 23 0.505 24 0.971 23 2 5.00 0.2500 0.1345 5.00 0.2500 0.644 24 0.775 23 0.812 24 3 5.00 0.2500 0.1345 5.00 0.2500 0.544, 24 0.222 24 0.559 23 4 5.00 0.2500 0.1345 5.00 0.2500 0.544 24 0.222 24 0.559 23 5 5.00 0.2500 0.1345 5.00 0.2500 0.644 24 0.775 23 0.812 24 6 5.00 0.2500 0.1345 5.00 0.2500 0.643 23 0.505 24 0.971 23 • 31 of 147 1 MSA 46.2 Page 14 of 22 JOb:W16G0108A C:\ABCP\FRAMES\W16G0108A.01A 05/11/16 15:10:32 SPLICE PLATE DESIGN BY DESIGN GUIDE 16- A325 BOLTS FULL TENSION ND IO WID THK DEPTH B DIA NB GA ROW BSP CSE MOMENT AXIAL SHEAR RTO LR in in in in in 0 I in kip -ft kips kips 2 OL 5.0 0.500 23.0 0.750 2 3.0 2 2 3.0 23 -78.5 -10.8 -2.1 0.67 2 OR 5.0 0.500 23.0 0.750 2 3.0 2 2 3.0 23 -78.7 -10.1 -1.8 0.68 2 IL 5.0 0.500 .23.0 0.750 2 3.0 2 2 3.0 77 51.0 6.4 1.7 0.57 2 IR 5.0 0.500 23.0 0.750 2 3.0 2 2 3.0 77 51.0 6.0 1.4 0.57 4 I•L 5.0 0.375 10.5 0.750 2 3.0 2 2 3.0 23 20.0 -4.9 -0.1 0.69 4 IR 5.0 0.375 10.5 0.750 2 3.0 2 2 3.0 24 20.0 -4.9 0.1 0.69 4 OR 5.0 0.375 10.5 0.750 2 3.0 2 2 3.0 77 -5.6 4.4 -0.0 0.28 4 OL 5.0 0.375 10.5 0.750 2 3.0 2 2 3.0 80. -5.6 4.4 0.0 0.28 • 6 OL 5.0 0.500 23.0 0.750 2 3.0 2 2 3.0 24 -78.7 -10.1 1.8 0.68 6 OR 5.0 0.500 23.0 0.750 2 3.0 2 2 3.0 24 -78.5 -10.8 2.1 0.67 6 IL 5.0 0.500 23.0 0.750 2 3.0 2 2 3.0 80 51.0 6.0 -1.4 0.57 6 IR 5.0 0.500 23.0 0.750 2 3.0 2 2 3.0 80 51.0 .6.4 -1.7 0.57 • 32 of 147 33 of 147 a MSA 46.2 Page 15 of 22 Job:W16G01.08A C:\ABCP\FRAMES\W16G0108A.01A 05/11/16 15:10:32 SPLICE PLATE WELD DESIGN ND I/O WELD MOM AX SHR' RATIO CSE L/R kip -ft kips kips 2 0/L CJP -78.5 10.8 -2.1 N/A 23 2 WEB FWS2 -78.5 10.8 -2.1 0.94 23 2 I/L FWD3 •51.0 -6.4 1.7 0.95 77 2 0/R CJP -78.7 10.1 -1.8 N/A. 23 2 WEB FWS2 -78.7 10.1 -1.8 0.94 "23 2 I/R FWD3 51.0 -6.0 1.4 0.95 '"77 4 O/L FWD3 -5.6 -4.4 0.0 0.98 80 4 WEB FWS2 20.0= 4.9 -0.1 0.98 23 . 4 I/L FWD3 20.0 4.9 -0.1 •0.98 23 4 0/R FWD3 -5.6 -4:4 0.1 0.98 80 4 WEB FWS2 20.0 4.9 0.1 0.98 23 4 I/R FWD3 20.0 4.9 0.1 0.98 23 6 O/L CJP -78.7 10.1 1.8 N/A 24 6 WEB FWS2 -78.7 10.1 1.8 •0.94 24 6 I/L FWD3 51.0 -6.0 -1.4 0.95 80 6 O/R CJP -78.5 10.8 2.1 N/A 24 6 WEB FWS2 -78.5 10.8 2.1 0.94 24- 6 I/R FWD3 51.0 -6.4 -1.7 0.95 '80 33 of 147 MSA 46.2 Page 16 of 22 Job:W16G0108A C:\ABCP\FRAMES\W16G0108A.01A 05/11/16 15:10:32, FRAME SUPPORTS * BASE PLATE * ANCHOR BOLTS * THICKNESS WIDTH LENGTH * NO. DIAMETER AREA SUP. * NODE (in.) (in.) (in.) * (in.) (in2) •1 1 0.375 6.000 11.000 4 0.750 1.767 1 2 7 0.375 6.000 11.000 4 0.750 1.767 7 • 34 of 147 MSA 46.2 (kips) (kips) (kip -ft) Page 17 of 22 Job:W16GO108A 1 C:\ABCP\FRAMES\W16GO108A.01A 05/11/16 15:10:32 -7.00 0.00 1 1 SUPPORT REACTIONS -0.00 -6.68 (out -of -plane) CASE 1 : D (out -of -plane) 2 CASE 2 D+C -7.00 -0.00 2 SUPPORT NODE HORIZONTAL VERTICAL MOMENT SUPPORT NODE HORIZONTAL VERTICAL MOMENT CASE 7 (kips) (kips) (kip -ft) CASE 8 W1< - (kips) (kips) (kip -ft) 1 1 0.98 2.30 0.00 1 1 1.28 2.90 0.00 2 7 -0.98 2.30 0.00 2 7 -1.28 2.90 -0.00 CASE 3 : L -5.94 -7.32 -0.00 CASE 4 WL^ -0.99 -3.85 0.00 SUPPORT NODE HORIZONTAL VERTICAL MOMENT SUPPORT NODE HORIZONTAL VERTICAL MOMENT -0.00 CASE 9 (kips) (kips) (kip -ft) CASE 10 W2< - (kips) (kips) (kip -ft) 1 1 3.60 7.20 -0.00 1 1 -4.08 -12.62 -0.00 2 7 -3.60 7.20 -0.00 2 7 4.08 -12.62 -0.00 CASE 5 : WLX+^ CASE 6 : WLX-^ • SUPPORT NODE HORIZONTAL VERTICAL MOMENT SUPPORT NODE HORIZONTAL VERTICAL MOMENT 35 of 147 (kips) (kips) (kip -ft) (kips) (kips) (kip -ft) 1 1 -3.94 -7.00 0.00 1 1 -4.08 -18.24 -0.00 -6.68 (out -of -plane) -6.68 (out -of -plane) 2 7 3.94 -7.00 -0.00 2 7 4.08 -18.24 0.00 -6.68 (out -of -plane) -6.68 (out -of -plane) CASE 7 : W1-> CASE 8 W1< - SUPPORT NODE HORIZONTAL VERTICAL MOMENT SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip -ft) (kips) (kips) (kip -ft) 1 1 -5.94 -7.32 -0.00 1 1 -0.99 -3.85 0.00 2 7 0.99 -3.85 0.00 2 7 5.94 .-7.32 -0.00 CASE 9 : W2-> CASE 10 W2< - SUPPORT NODE HORIZONTAL VERTICAL MOMENT SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip -ft) (kips) (kips) (kip -ft) 1 2 1 7 -1.01 2.17 -5.84 -4.31 -0.00 0.00 1 2 1 7 -2.17 1.01 -4.31 -5.84 -0.00 • -0.00 CASE 11 : W3-> CASE 12 : W3< - SUPPORT NODE HORIZONTAL VERTICAL MOMENT SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip -ft) (kips) (kips) (kip -ft) 1 1 -7.31 -12.54. -0.00 1 1 -2.36 -9.07 0.00 2 7 2.36 -9.07 -0.00 2 7 7.31 -12.54 .0.00 CASE 13 : W4-> CASE 14 : W4< - SUPPORT NODE HORIZONTAL VERTICAL MOMENT SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip -ft) (kips) (kips) (kip -ft) 1 1 -2.37 -11.06 0:00 1 1 -3.54 -9.53 0.00 2 7 3.54 -9.53 0.00 2 7 2.37 -11.06 -0.00 CASE 15 E-> CASE 16 : E< - SUPPORT NODE HORIZONTAL VERTICAL MOMENT SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip -ft) (kips) (kips) (kip -ft) 1 1 -0.69 -0.40 -0.00 1 1 0.69 0.40 0.00 2 7 -0.69 0.40 0.00 2 7 0.69 -0.40 -0.00 CASE 17 : ELX+^ CASE 18 ELX-^ SUPPORT NODE HORIZONTAL VERTICAL MOMENT SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip -ft) (kips) (kips) (kip -ft) 1 1 0.07 2.88 0.00 1 1 -0.00 -2.88 -0.00 -3.42 (out -of -plane) -3.42 (out -of -plane) 2 7 -0.07 2.88 0.00 2 7 0.00 -2.88 0.00 35 of 147 MSA 46.2 Page 18 of 22 Job:W16G0108A C:\ABCP\FRAMES\W16G0108A.01A 05/11/16 15:10:32' -3.42 (out -of -plane) -3.42 (out -of -plane) CASE 19 nE-> CASE 20 : nE<- , •' SUPPORT NODE HORIZONTAL VERTICAL MOMENT SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips), (kips) (kip -ft) (kips) (kips) (kip -ft) 1 1 -1.59 -0.92 -0.00: 1 1 1:59 0.92 0.00 2 7, -1.59 0.92 -0.00 2 7 1.59 -0.92 0.00 CASE 21 nELX+^ CASE 22 nELX-^ SUPPORT NODE HORIZONTAL VERTICAL MOMENT SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip -ft) (kips) (kips) (kip,ft) 1 1 0.11 4.43 -0.00 1 .1 -0.00 =4.43 -0.00 -5.27 (out -of -plane) -5.27 (out -of -plane) 2 7 -0.11 4.43 0.00 2 7 0.00 , -4.43 .00 0.00- -5.27 -5.27 (out -of -plane). -5.27 (out -of -plane) i t r 36 of 147 MSA 46.2 Job:W16G0108A C:\ABCP\FRAMES\W16G0108A.01A CASE 1 : D Horizontal Vertical HORIZONTAL NODE (in.) 1 0.000 2 -0.159 3 -0.114 4 0.000 5 0.114 6 0.159 7 0.000 CASE 3 : L Horizontal Vertical HORIZONTAL NODE (in.) 1 0.000 2 -0.592 3 -0.423 4 0.000 5 0.423 6 0.592 7 0.000 CASE 5 : WLX+^ Horizontal Vertical HORIZONTAL NODE (in.) 1 0.000 2 0.764 3 0.529 4 -0.000 5 -0.529 6 -0.764 7 0.000 CASE 7 : W1-> Horizontal Vertical HORIZONTAL NODE (in.) 1 0.000 2 2.116 3 2.091 4 1.631 5 1.394 6 1.122 7 0.000 CASE 9 : W2-> Horizontal Vertical HORIZONTAL NODAL DISPLACEMENTS Deflection Limit: Deflection Limit: VERTICAL ANGULAR (in.) (rad.) 0.000 0.002 0.002 -0.001 -0.149 -0.002 -0.614 0.000 -0.149 0.002 0.0'02 0.001 0.000 -0.002 Deflection Limit Deflection Limit VERTICAL ANGULAR (in.) (rad.) 0.000 '0.007 0.008 -0.002 -0.552 -0.009 -2.281 0.000 -0.552 0.009 0.008 0.002 0.000 -0.007 Deflection Limit: Deflection Limit: VERTICAL ANGULAR (in.) (rad.) 0.000 -0.008 -0.013 0.003 0.780 0.012 2.994 -0.000 0.780 -0.012 -0.013 -0.003 0.000 0.008 Deflection Limit: Deflection Limit: VERTICAL ANGULAR (in.) (rad.) 0.000 -0.017 -0.055 -0.003 0.038 0.006 1.904 0.003 0.928 -0.009 0.041 -0.007 0.000 -0.005 Deflection Limit: Deflection Limit: VERTICAL ANGULAR CASE 2 D+C None Horizontal None - Vertical HORIZONTAL NODE (in.) 1 0.000 2 -0.208 3 -0.149 4 ' 0.000 5 0.149 6 0.208 7 0.000 CASE 4 : WL^ None Horizontal L/180 Vertical HORIZONTAL NODE (in.) 1 0.000 2 0.755 3 0.522 4 -0.000 5 -0.522 6 -0.755 7 0.000 CASE 6 : WLX-^ H/25 Horizontal L/76 Vertical HORIZONTAL NODE (in.) -1 0.000 2 0.755 3 0.521 4 -0.000 5 -0.521 6 -0.755 7 0.000 CASE 8 : W1< - H/25 Horizontal L/76 Vertical HORIZONTAL NODE (in.) 1 0.000 2 -1.122 3 -1.394 4 -1.631 5 -2.091 6 -2.116 7 0.000 CASE 10 W2< - H/25 Horizontal L/76 Vertical HORIZONTAL Page 19 of'22 05/11/16 15:10:32 Deflection Limit Deflection Limit VERTICAL ANGULAR (in.) (rad.) 0.000 0.002 0.002 -0.001 -0.194 -0.003 -0.804 0.000 -0.194 0.003 0.002 0.001 0.000 -0.002 Deflection Limit Deflection Limit VERTICAL ANGULAR (in.) (rad.) 0.000 -0.008 -0.005 0.003 0.784 0.012 2.969 -0.000 0.784 -0.012 -0.005 -0.003 0.000 0.008 None None H/25 L/76 Deflection Limit: H/25 Deflection Limit: L/76 VERTICAL ANGULAR (in.) (rad.) 0.000 -0.008 -0.004 0.003 0.783 0.012 2.968 -0.000 0.783 -0.012 -0.004 -0.003 0.000 0.008 Deflection Limit: H/25 Deflection Limit: L/76 VERTICAL ANGULAR (in.) (rad.) 0.000 0.005 0.041 0.007 0.928 0.009 1.904 -0.003 0.038 -0.006 -0.055 0.003 0.000 0.017 Deflection Limit: H/25 Deflection Limit: L/76 VERTICAL ANGULAR 37 of 147 0 s W-] 0 MSA 46.2 JOb:W16G0108A C:\ABCP\FRAMES\W16G0108A.01A NODE (in.) (in.) (rad.) 1 1 0.000 0.000 0.006 2 2 -1.415 0.053 0.009 3 3 -1.729 1.080 0.009 4 4 -1.744 1.176 -0.008 5 5 -2.141 -0.458 -0.001 6 6 -2.012 -0.056 0.007 7 .7' 0.000 0.000 0.012 CASE CASE 11 : W3-> Horizontal Horizontal Deflection Limit: H/25 Vertical Vertical Deflection Limit: L/76 HORIZONTAL HORIZONTAL VERTICAL ANGULAR NODE NODE o (in.) (in.) (rad.) 1 ,1 0.000 0.000 -0.020 2 2 2.397 -0.056 -0.002 3 3 2.284 0.335 0.011 4 4 1.631 3.019 0.003 5 5 1.201 1.226 -0.014 6 6 0.841 0.040 -0.008 7 7 0.000 0.000 -0.002 CASE CASE 13 W4-> Horizontal Horizontal Deflection Limit: H/25 Vertical Vertical Deflection Limit: L/76 HORIZONTAL HORIZONTAL VERTICAL ANGULAR NODE NODE (in.) (in.) (rad.) 1 1 0.000 0.000 0.003 2 2 -1.134 0.052 0.010 3 3 -1.536 1.378 0.014 4 4 -1.744 2.290 -0.008 5 5 -2.334 -0.160 -0.005 6 6 172.293 -0.057 0.006 7 7 0.000 0.000 0.015 CASE CASE 15 : E-> Horizontal Horizontal Deflection Limit: H/25 Vertical. Vertical Deflection Limit: None HORIZONTAL HCRIZONTAL VERTICAL ANGULAR NODE NODE (in.) (in.) (rad.) 1• 1 0.000 0.000 -0.006 2 2, 0.987 -0.030 -0.004 3 3 „1.091 -0.366 4 4 .1.000 -0.000 .-0.002 0.003 5 5 1.091 0.366 -0.002 6 6 0.987 0.030 -0.004 7 7 0.000 0.000 -0.006 CASE CASE 17 : ELX+^ ' Horizontal Hcrizontal Deflection Limit: H/25 Vertical Vertical Deflection Limit: None HORIZONTAL HORIZONTAL VERTICAL ANGULAR NODE NODE (in.) (in.) (rad.) 1 1 •0.000 0.000 -0.000 2 2 0.005 -0.004 0.000 3 3 0.004 -0.002 0.000 4 4 70.000 0.013 -0.000 5 5 -0.004 -0.002 -0.000 Page 20 of •22- 05/11/16 15:10:32 NODE' (in.) (in.) (rad.) 1 0.000 0.000 -0.012' 2 2.012 -0.056 -0.007 3 2.141 -0.458 0.001 4 1.744 1.176 0.008 5 1.729 1.080 -0.009 6 1.415 0.053 -0.009 7 0.000 0.000 • -0.006 CASE 12 : W3< - Horizontal Deflection Limit: H%25 Vertical Deflection Limit: L/76 HORIZONTAL VERTICAL ANGULAR NODE (in.) (in.) (rad.) 1 0.000 0.000 • 0.002 �. 2 -0.841 0.040 0.008 3 -1.201 1.226 0.014 4 -1.631 3.019 -0.003 5 -2.284 0.335 -0.011 6 •-2.397 -0.056 0.002 7 0.000 0.000 0.020 CASE 14 : W4< - Horizontal Deflection Limit: H/25 Vertical Deflection Limit: L/76 HORIZONTAL VERTICAL ANGULAR NODE .•(in.) (in.) (rad.) 1 0.000 0.000 -0.015 2 2.293 -0.057 -0.006 3 2.334 -0.160 0.005 4 1.744 2.290 0.008 5 1.536 1.378 -0.014 6 1.134 0.052 -0.010 7 0.000 0.000 -0.003 ' CASE 16 : E<- Horizontal Deflection Limit: H/25 Vertical. Deflection Limit: None - HORIZONTAL VERTICAL ANGULAR NODE (in.) (in.) (rad.) 1• 0.000 0.006 0.006 2 -0.987 0.030 0.004 3 -1.091 0.366 0.002 4 -1.000 0.000 -0.003 5 -1.091 -0.366 0.002 6 -0.987 -0.030 0.004 7 0.000 0.000 0.006 CASE 18 : ELX-^ ' Horizontal Deflection Limit: H/25 Vertical Deflection Limit: None HORIZONTAL VERTICAL ANGULAR NODE (in.) (in.) (rad.) 1 0.000 0.000 0.000 2 -0.000 0.000 -0.000 3 -0.000 -0.000 -0.000 , 4 0.000 -0.001 0.000 5 0.000 -0.000 0.000 38 of 147 MSA 46.2 Page 21 of 22 Job:W16G0108A C:\ABCP\FRAMES\W16G0108A.01A 05/11/16 15:10:32 6 -0.005 -0.004 -0.000 6 0.000 0.000 0.000 7 0.000 0'.000 0.000 7 0.000 0.000 -0.000 CASE 19 S2E-> CASE 20 : QE< - Horizontal Deflection Limit: None Horizontal Deflection Limit: None Vertical Deflection Limit: None Vertical Deflection -Limit: None HORIZONTAL VERTICAL ANGULAR HORIZONTAL VERTICAL ANGULAR NODE (in.) (in.) (rad.) NODE (in.) (in.) (rad.) 1 0.000. 0.000 -0.013 1 0.000 • 0.000 0.013 2 2.279• -0.070 -0.009 2 -2.279 0.070 0.009 3 2.519 '-0.845 -0.004 3 -2.519 0.845 0.004 4 2.308 -0.000 0.007 4 -2.308 0.000 -0.007 5 2.519 0.845 -0.004 5 -2.519 -0.845 0.004 6 2.279 0.070 -0.009 6 -2.279 -0.070 0.009 7 -0.000 01.000 -0.013 7 0.000 0.000 0.013 CASE 21 : nELX+^ CASE 22 nELX-^ Horizontal Deflection Limit: None Horizontal Deflection Limit: None Vertical Deflection Limit: None Vertical Deflection Limit: None HORIZONTAL VERTICAL ANGULAR HORIZONTAL VERTICAL ANGULAR NODE (in.) (in.) (rad.) NODE (in.) (in.) (rad.) 1 0.000 0.000 -0.000 1 0.000 0.000 0.000 2 0.007 -0.007 0.000 2 -0.000 0.000 -0.000 3 0.006 -0.003 0.000 3 =0.000 -0.000 -0:000 4 -0.000 0.020 -0.000 4 -0.000 -0.001 -0.000 5 -0.006 -0.003 -0.000 5 0.000 -0.000 '0.000 6 -0.007 -0.007 -0.000 6 0.000 0.000 '0.000 7 0.000 0.000 0.000 7 0.000 0.000 -0.000 w 39 of 147 MSA 46.2 Page 22 of 22 ' ' Job:W16G0108A C:\ABCP\FRAMES\W16G0108A.01A 05/11/16 15:10:32*'• FLANGE BRACE LOCATIONS -SEQ#' P/G# REQD? LEFT COLUMN BASE ' 1 1 Yes 2 2 No 3, 3 Yes (Eave Frame Brace Req'd) LEFT EAVE 4 1 Yes (Eave Frame Brace Req'd) 5 2 No 6 3 Yes 7 4 No 8 5 Yes , 9 6 No 10 7 Yes (Ridge) ROOF SLOPE CHANGE 11 1 Yes (Ridge) 12 2 No 13 3 Yes r 14 4 No 15 5 Yes 16 6 No * " 17 7 Yes (Eave Frame Brace Req'd) RIGHT EAVE• + f 18 1 Yes (Eave Frame Brace Req'd) 19 2 No 20 3 Yes RIGHT COLUMN BASE NOTE:, FLANGE BRACES ARE ON ONE SIDE AT THE LOCATIONS SPECIFIED (SINGLE SIDED). " PDELTA ANALYSIS RATIOS iWebOptCycle = 1 icy = 1 Stable All Load Combinations c , 40 of 147 SECTION 3 ENDWALLS AND ROD BRACING 41 of 147 • i. ABC Design Calculations Pamphlet ' BRACINGENDWALLS AND Calculations providing for the structural integrity of the endwall framing and tension bracing are presented in this section. Endwall components included in the analysis are the roof beam, corner columns and interior columns. In addition, the analysis contains designs for roof and sidewall tension bracing. Figure 4 of this section illustrates these 4 members schematically along with the loadings imposed on them. Endwall framing and terision bracing ,is designed for specific load combinations. Roof beams are designed using moments for a continuous beam. Corner columns are • typically designed with pinned bases and a top connection that can be either pinned or fixed while interior columns are typically .designed with pinned connections at both the base and the top. Wind forces exerted on the sidewalls are resisted, where possible, by tension bracing, moment connections at the knees, or by the wall diaphragm. Roof bracing consists of tension members which transfer wind forces on the ends of the buildings to the eaves 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 provides definitions for nomenclature used in the computer printouts that follow. The printouts list results of the stress analyses on the above building members along with column base plate and splice plate information. Allowable stresses are based on yield stresses of 50 ksi for hot -rolled mill sections and 55 ksi for cold -formed and factory built-up sections. SUBJECT TO CHANGE WITHOUT NOTICE REVISED MAY 18, ..: 031BC Section 3 Page 1 42 of 147 FW, ABC Design Calculations Pamphlet. LOADING RL2 RLI RLI RL2 RLCC LIVE + DEAD R17HA RHE RV RV, RVQ RVQ RV, RV4 WIND + DEAD WIND ON SIDEWALL i ' PH2 RHI PHI SH2 i -RV RV RV RV' z 1 1 2 i i i i FIGURE 4 COLUMN AND BEAM ENDWALL BRACING WIND + DEAD WIND ON ENDWALL SUBJECT TO CHANGE WITHOUT NOTICE REVISED May 18, 2008 031BC Section 3 Page 2 43 of 147 • ABC Design Calculations Pamphlet ENDWALLS AND BRACING:. BLDG ' _ CLRIGID FRAME_1 —6" I ,o XANG z a � » �- Q CL RIGID FRAME LLJ bi Q RIGID FRAME—wT X—T Tt•-6� RIGID- FRAME • � _T _ — — RWF (3) RWF (2) RWF (2) RWF (3) �I ' PLAN ' • I I I . - RWF XANG I • T I T ENDWALL ELEVATION FIGURE 5 + COLUMN AND BEAM ENDWALL TENSION BRACING " SUBJECT TO CHANGE WITHOUT NOTICE REVISED MAY 18, 00: 031BG Section 3 Page 3, 44 Of 147 ABC Design'Calculations Pamphlet NOMENCLATURE' A BLT ROW - Quantity of 2 -bolt rows and diameter of anchor bolts required at column base A TEN - Allowable tension force in cable or rod bracing BAY SPA - Bay spacing BC_ - Bracing cable ` BEND RT - Ratio of actual to allowable bending moment BN - Bay number BN MOM - Bending moment BR_ - Bracing rod BXW - Longitudinal bracing design report CB FOR. - Calculated tension force in cable or rod bracing CT - Connection designation for the top of the column D Uniform dead load D+C - Uniform dead load including uniform collateral load DN - Number of purlins required at a strut purlin location E - Earthquake (seismic) load HZ FOR Wind or seismic shear at the top of vertical bracing tier L - Uniform roof live load LEW - Left endwall LP - Roof live load applied in pattern configuration M HORZ - Maximum horizontal reaction at column base M VERT - Maximum vertical reaction at column base PG - Purlin or girt line number PIPE CONN - Pipe strut connection designation • REW - Right endwall S - Uniform roof snow load S - Roof snow load applied in pattern or unbalanced configuration SHR RT - Ratio of actual to allowable shear forces SP BLT ROW Number of horizontal rows and diameter of splice bolts ST FOR - Strut force so - Vertical Bracing location (RSW) not at FSW oe RSW TIER HT - Height (From base) to the top of the vertical brace member TN FOR - Calculated Tension force in brace member W- - Wind load with negative internal coefficient applied to strong axis of column W+ - Wind load with positive internal coefficient applied to strong axis of column WL - Wind load from wind blowing left-to-right WN FOR - Wind or seismic force resisted by tension bracing WR - Wind load from wind blowing right-to-left SUBJECT TO CHANGE WITHOUT NOTICE REVISED May 18, 2008 I Beam.and Column Endwall Design, Ver. 46.2 Page 1 American Buildings Company Wed May 11 15:11:41'2016 Job Name: W16GO108A Job Part: 1 LEW BUILDING•TYPE IS SINGLE GABLE ENDWALL TYPE IS POST AND,BEAM BUILDING WIDTH 60.000 ft BUILDING LENGTH = 80.000 ft LEFT HEIGHT = 18.000 ft RIGHT HEIGHT = '18:000 ft ' LEFT SLOPE = 3.000 :12 RIGHT SLOPE = 3.000 :12 + BAY SPACING = 20.000 ft ROOF OVERHANG = 0.000 ft BUILDING CODE: , 2013 California Building Code:. • DESIGN SPECIFICATION: 2010 AISC 360-10 Specification for Structural Steel Buildings COLDFORMED DESIGN SPECIFICATION: , 2007 AISI NASPEC North American Cold -Formed Steel Specification, RISK CATEGORY OF BUILDING: II. All buildings and other structures except those listed in Risk Categories I, III, and IV ROOF EXPOSURE CONDITION: Fully Exposed: Roofs exposed on all sides with no.shelter afforded by terrain, higher structures or 'trees y_ ENCLOSURE CLASSIFICATION: • Enclosed Buildings EXPOSURE (SURFACE ROUGHNESS) CATEGORY: C. Open terrain with scattered obstructions having heights generally less than 30 feet & where Exposures B or D do not apply • .DESIGN ROOF LIVE LOAD = 20.000 psf COLLATERAL LOAD = 1.000 psf • SNOW EXPOSURE FACTOR = 0.900 SNOW IMPORTANCE FACTOR = 1.000 SLOPED ROOF SNOW LOAD = 0.000 psf DESIGN WIND VELOCITY = 110.000 mph SEISMIC DATA: Maximum response acceleration at short periods Ss = 60.1 %g Maximum response acceleration at 1 sec periods S1 = 26.2 %g Seismic site soil classification D - Design spectral response acceleration at short periods Sds = 0.529 g Design spectral response acceleration at l sec periods Shc =.0.328 g Seismic Design Category D Redundancy factor p = 1.3 Force to CBF braced frames = pCsW'p=1.30 Cs=Sds/(R/I)=0.163 R=3.25 0.211W Force to CBF braced frame connections = nCsW Q=2 Cs=Sds/(R/I), R=3.25. 0.325W Force to CBF collectors = nCsW 0=2 Cs=Sds/(R/I) R=3.25 0.325W, ' Force to OMF moment frames = pCsW p=1.30 Cs=Sds/(R/I)=,0.151 R=3.5 0:196W , ` 46 of 147 ' Beam and Column Endwall Design Ver. 46.2 Page 2 American Buildings Company Wed May 11 15:11:41 2016 Job Name: W16GO108A Job Part: 1 LEW Force to OMF moment frame connections = nCsW Q=3 Cs=Sds/(R/I) R=3.5 0.453W Force to OMF collectors = OCsW n=3 Cs=Sds/(R/I) R=3.5 = 0.453W Force to roof diaphragm = Sds/(R/I)W R=3.25 = 0.163W *** COLUMN BASE ELEVATIONS - ALL COLUMN BASES ARE LOCATED AT FINISHED FLOOR. ALL COLUMN LOADS ARE REFERENCED FROM THE COLUMN BASE ELEVATION. *** DESIGN LOAD COMBINATIONS CASE LOAD FACT GROUP => • 1 1.000 D+C 1.000 L 2 1.000 D 0.600 W+ 3 1.000 D 0.600 W- 4 1.000 D 0.600 WTX+ 5 1.000 D 0.600 WTX- 6 1.074 D+C 0.700 ETX+ 7 1.074 D+C 0.700 ETX- 8 1.074 D+C 0.700 ELX 9 1.000 D+C 0.450 W+ 0.750 L 10 1.000 D+C 0.450 W- 0.750 L 11 0.600 D 0.600 W+ 12 0.600 D 0.600 W- 13 0.600 D 0.600 WTX+ 14 0.600 D 0.600 WTX- 15 0.526 D+C 0.700 ETX+ 16 0.526 D+C 0.700 ETX- 17 0.526 D+C 0.700 ELX *** • LOADS HORIZ VERT GROUP TYPE M FM TO FL START psf/ psf/ MOMT END HORIZ VERT ft kips kips kip -ft ft psf psf D+C UNIF R 0 0 0 0.00 0.00 -4.00 0.00 60.00 0.00 -4.00 D UNIF R 0 0 0 0.00 0.00 -3.00 0.00 60.00 0.00 -3.00 L UNIF R 0 0 0 0.00 0.00 -20.00 0.00 60.00 0.00 -20.00 W+ UNIF R 0 0 0 0:00 0.00 33.35 0.00 60.00 0.00 33.35 W- UNIF R 0 0 0 0.00 0.00 33.35 0.00 60.00 0.00 33.35 W+ UNIF. C 1 1 0 0.00 23.41 0.00 0.00 0.00 23.41 0.00 W- UNIF C 1 1 0 0.00 -27.97 0.00 0.00 0.00 -27.97 0.00 W+ UNIF C 2 3 0 0.00 21.36 0.00 0.00 0.00 21.36 0.00 W- UNIF C 2 3 0 0.00 -23.78 0.00 0.00 0.00 -23.78 0.00 W+ UNIF C 4 4 0 0.00 23.41 0.00 0.00 0.00 23.,41 0.00 W- UNIF C 4 4 0 0.00 -27.97 0.00 0.00 0.00 -27.97 0.00 WTX+ UNIF T 0 0 0 0.00 30.96 0.00 0.00 0.00 30.96 0.00 WTX- UNIF T 0 0 0 0.00 -30.96 0.00 0.00 0.00 -30.96 0.00, ETX+ CONC T 0 0 0 18.00 0.73 0.00 0.00 ETX- CONC T 0 0 0 18.00 -0.73 0.00 0.00 ELX RUNF R 0 0 0 0.00 5:75 0.00 0.00 47 of 147 i FY COLD FORMED = 55.0 ksi FY COLD FORMED = 55.0 ksi ' FY HOT ROLLED = 50'.0 ksi FY BUILT "UP = 55.0 ksi *** ENDWALL RAFTERS MEM DESCRIPTION LOCATION SPLICE PLATES SP BLT ROW BEND RT SHR RT + ft in in in in 1 W8X10 0.000• 5 0.250 9.25 2 0.50 ••0.554 0.111 • 2 W8X10 30.000 6 0.375 13.38 4 0.75 0.554 0.111 *** ENDWALL COLUMNS , MEM DESCRIPTION LOCATION BASE PLATES A BLT ROW -BEND RT SHR RT CT , ' ft in in in in • 1 W8X10 0.000 6 0.375 8.50 2 0.75 0.099 0.000 2 W8X10 17.500 6 0.375 8.50. 2- 0.75 0:900 •0.119 C 3 W8X10 42.500 6' 0.375 8.50 2 0.75 0.900 0.119 C 4 W8X10• 60.000. 6 0.375 8.50 2 0.75 0.043 0.000 *** FRAME BRACE SUMMARY LOCATION IN FT FROM REF PT COLUMN REF PT IS FROM THE COLUMN BASE. 'RAFTERS ARE AS NOTED • RAFTER - REF PT FSW UPSLOPE 14.423 19.423 Y ' RAFTER - REF PT RIDGE DOWNSLOPE 11.500 16.500 _ 48 of 147 . Beam and Column Endwall Design Ver. 46.2 • Page 4 American Buildings Company Wed May 11 15:11:41 2016 Job Name: W16G0108A Job Part: 1 . LEW *** MINIMUM PURLIN STRUT SIZE BASED ON ENDWALL COLUMN LOADS COL LINE FPLAN SECTION DN CASE HORIZ ALLOWABLE --- ---- ----- ------- -- ---- kips kips ----- --------- 2 3 RF02 80Z15 1 3 3.20 5.89 3 3 RFO1 80215 1 3 3.20 5.89 4 1 RFO1 80Z15 1 0 0.00 0.00 *** MAXIMUM ENDWALL REACTIONS AND DESIGN LOAD COMBINATIONS CASE M VERT M HORZ LOAD FACTOR / LOAD GROUP => ---- ------- kips kips ------- ----------- ---------- 1 6.1 0.0 1.000 D+C 1.000 L 2 -3.8 -2.9 1.000 D 0.600 W+ 3 -3.8' 3.2 1.000 D 0.600 W- 4 4:4 0.0 1.000 D 0.600 WTX+ 5 -3.1 0.0 1.000 D 0.600 WTX- 6 2.6 0.0 1.074 D+C 0.700 ETX+ 7 1.3 0.0 1.074 D+C 0.700 ETX- 8 1.3 0.0 1.074 D+C •0.700 ELX 9 1.3 -2.2 1.000 D+C 0.450 W+ 0.750 L 10 1.3 2.4 1.000 D+C 0.450 W- 0.750 L 11 -4.1 -2.9 0.600 D 0.600 W+ 12 -4.1 3.2 0.600 D 0.600 W- 13 4.1 0.0 •0.600 D 0.600 WTX+ 14 -3.2 0.0 0.600 D 0.600 WTX- 15 2.1 0.0 0.526 D+C 0.700 ETX+ 16 -1.1 0.0 0.526 D+C 0.700 ETX- 17 0.7 0.0 0.526 D+C 0.700 ELX 18 1.2 0.0 1.000 D+C 19 5.1 0.0 1.000 L 20 -7.8 -4.8 1.000 W+ 21 -7.8 5.3 1.000 W- 22 5.9 0:0 1.000 WTX+ 23 -5.5 0.0 1.000 WTX- 24 2.1 0.0 1.000 ETX+ 25 -1.7 0.0 •1.000 ETX- 26 0.0 0.0 1.000 ELX 27 - 1.0 0.0 1'.000 D f 49 of 147 • Beam and Column Endwall Design Ver. 46.2 Page 5 American Buildings Company Wed May 11 15:11:41 2016 Job Name: W16GO108A Job Part: 1 " LEW *** WIND BRACING DESIGN *** WALL BRACING LOCATIONS BY BAY NUMBER/TYPE *** LEW => 1 BR5- -------------------------------------------------------------------------- CASE NO: 4 LOAD FACT / GROUP => 1.000 D 0.600 WTX+ LOADS *** HORIZ VERT GROUP TYPE START psf/ psf/ MOMT END HORIZ VERT ft kips kips kip -ft ft psf psf WTX+ UNIF 0.000 30.96 0.00 0.00 0.00 30.96 0.00 *** -LEFT ENDWALL BRACING DESIGN BRACED BAY 17.500 ft ENDWALL BRACING LOAD— 18.6 psf NO T TIER HT BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN ft ft ft kips kips kips kips 1 1 22.375 17.500 1 BR 5 28.406 2.368 3.844 NA 7.345 ------------------------=-------------------------------------------------- CASE NO: 5 LOAD FACT / GROUP => 1.000 D 0.600 WTX- LOADS *** HORIZ VERT GROUP TYPE START psf/ psf/ MOMT END HORIZ VERT ft kips kips kip -ft ft psf psf WTX- UNIF 0.000 -30.96 0.00 0.00 0.00 -30.96 0.00 *** LEFT ENDWALL BRACING DESIGN BRACED BAY 17.500 ft ENDWALL BRACING LOAD 18.6 psf NO T TIER HT BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN ft ft ft kips kips kips kips 1 1 22.375 17.500 1 -------------------------------------------------------------------------- BR 5 28.406 2.368 3.844 NA 7.345 CASE NO: 6 LOAD FACT / GROUP => 1.074 D+C 0.700 ETX+ 50 of 147 Beam and Column Endwall Design Ver. 46.2 Page 6 American Buildings Company Wed May 11 15:11:41 2016 Job Name: W16G0108A Job Part: 1 LEW LOADS *** GROUP TYPE START ft WTX+ UNIF 0.000 *** LEFT ENDWALL BRACING ENDWALL BRACING LOAD = HORIZ VERT psf/ psf/ MOMT kips kips kip -ft 30.96 0.00 0.00 DESIGN BRACED BAY 18.6 psf END HORIZ VERT ft psf psf 0.00 30.96 0.00 17.500 ft 51 of 147 • HOR'IZ VERT GROUP TYPE START psf/ psf/ MOMT END HORIZ VERT ft kips kips kip -ft ft psf psf ETX+ CONC 18.000 0.73 0.00 0.00 *** LEFT ENDWALL BRACING DESIGN BRACED BAY 17.500 ft ENDWALL BRACING LOAD = 0.9kips NO T TIER HT BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN ft ft ft kips kips kips kips 1 1 22.375 17.500 1 BR 5 28.406 0.935 1.51.8 NA 7.345 -------------------------------------------------------------------------- CASE NO: 7 LOAD'FACT / GROUP => 1.074 D+C 0.700 ETX- LOADS *** HORIZ VERT GROUP TYPE START psf/ psf/ MOMT END HORIZ VERT ft kips kips kip -ft ft psf psf ETX- CONC 18.000 -0.73 0.00 0.00 *** LEFT ENDWALL BRACING DESIGN BRACED BAY 17.500 ft ENDWALL BRACING LOAD = 0:9kips NO T TIER HT BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN ft ft -- -------- ------ --- ---- ------ ft kips ------ kips ------ kips ------ kips ----- 1 1 22.375 17.500 1 BR 5 28.406 0.935 1.518 NA 7.345 -------------------------------------------------------------------------- CASE NO:13 LOAD FACT / GROUP => 0.600 D 0.600 WTX+ LOADS *** GROUP TYPE START ft WTX+ UNIF 0.000 *** LEFT ENDWALL BRACING ENDWALL BRACING LOAD = HORIZ VERT psf/ psf/ MOMT kips kips kip -ft 30.96 0.00 0.00 DESIGN BRACED BAY 18.6 psf END HORIZ VERT ft psf psf 0.00 30.96 0.00 17.500 ft 51 of 147 • Beam and Column Endwall Design Ver. 46.2 Page 7 American Buildings Company •Wed May 11 15:11:41 2016_ Job Name: W16GO108A Job Part: 1 LEW 52 of 147 NO T TIER HT BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN GROUP ft ft ft kips kips kips kips 1 1 22.375 17.500 1 BR 5 28.406 2.368 3.844 NA 7.345 ETX+ -------------------------------------------------------------------------- .CASE NO:14 LOAD FACT / GROUP => 0.600 D 0.600 WTX- 0.00 LOADS *** ENDWALL BRACING DESIGN BRACED BAY 17.500 ft ENDWALL BRACING LOAD = 0.9kips NO T TIER HT BAY QTY SIZE LENGTH HORIZ VERT" TN"FOR ST FOR A TEN -- - ft ft ------- ------ --- GROUP TYPE START psf/ psf/ MOMT END" HORIZ VERT. 1 1 22.375 17.500 1 ft kips kips kip -ft ft psf psf -------------------------------------------------------------------------- CASE NO:16 WTX- UNIF 0.000 -30.96 0.00 0.00 0.00 .-30.96 0.00 *** LEFT ENDWALL BRACING DESIGN BRACED BAY 17.500 ft ENDWALL BRACING LOAD = 18.6 psf NO T TIER HT BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN ft ft ft kips kips kips kips 1 1 22.375 -------------------------------------------------------------------------- 17.500 1 BR 5 28.406 2.368 3.844 NA 7.345 CASE NO:15 LOAD FACT / GROUP => 0.526 D+C 0.700 ETX+ LOADS *** 52 of 147 HORIZ VERT GROUP TYPE START psf/ psf/ MOMT END HORIZ VERT ft kips kips kip -ft ft psf psf ETX+ CONC 18.000 0.73 0.00 0.00 *** LEFT ENDWALL BRACING DESIGN BRACED BAY 17.500 ft ENDWALL BRACING LOAD = 0.9kips NO T TIER HT BAY QTY SIZE LENGTH HZ FOR TN"FOR ST FOR A TEN -- - ft ft ------- ------ --- ---- ------ ft kips ------ kips ------ kips ------ kips ----- 1 1 22.375 17.500 1 BR 5 28.406 0.935 1.518 NA 7.345 -------------------------------------------------------------------------- CASE NO:16 LOAD FACT / GROUP => 0.526 D+C 0.700 ETX- 52 of 147 Beam and Column Endwall Design Ver. 46.2, Page 8 American Buildings Company Wed May 11 15:11'':41 2016 Job Name: W16GO108A Job Part: 1 LEW LOADS HORIZ VERT GROUP TYPE START psf/ psf/ MOMT END HORIZ VERT ft kips kips kip -ft ft psf psf ETX- CONC 18.000 -0.73 0.00 0.00 *** LEFT ENDWALL BRACING DESIGN BRACED BAY 17.500 ft ENDWALL BRACING LOAD = 0.9kips • NO T TIER HT BAY" QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN ft ft ft kips ` kips kips kips -- -------- ------ --- ---- ------ ------ ------ ------ ----- 1 1 22.375 17.500 1 BR 5 28.406 0.'935 1.518 NA 7.345 53 of 147 Beam and Column Endwall Design. Ver. 46.2 Page 9 American Buildings Company Wed May 11 15:11:41 2016 Job Name: W16G0108A Job Part: 1 LEW *** MAXIMUM BRACING REACTIONS AND DESIGN LOAD COMBINATIONS CASE M LEW VERT M LEW HORZ LOAD FACTOR / LOAD GROUP => ---- ---------- ---------- ----------- ---------- 22 5.8kips 3.9kips 1.000 WTX+ 23 5.8kips 3.9kips 1.000 WTX- 24 1.9kips 1.3kips 1.000 ETX+ 25 1.9kips 1.3kips 1.000 ETX- 54 of 147, Beam and Column Endwall Design Ver. 46.2 Page 10 American Buildings Company Wed May 11 15:11:41 2016 Job Name: W16G0108A Job Part: 1 LEW *** SUMMARY MEMBER STRESS REPORT ENDWALL COLUMNS COL NO MEMBER DESC L,CASE S RATIO ----------------------------------------------- 1 W8X10 4 0.10 2 W8X10 12 0.90 3 W8X10 12 0.90 4 W8X10 1 0.04 ENDWALL RAFTERS • RAF NO MEMBER DESC L CASE S RATIO --------------------------------------------- 1 W8X10 1 0.55 2 W8X10 1 0.55 WALL X BRACING WALL BAY TR TYPE X -BRACE L CASE S RATIO --------------------------------------------- LEW 1 1 RD BR5- 4 0.52 0 55 of 147 BUILDING TYPE IS,SINGLE GABLE ENDWALL TYPE IS POST AND BEAM BUILDING WIDTH 60.000 ft BUILDING'LENGTH = 80.000 ft . LEFT HEIGHT = 18.000 ft RIGHT HEIGHT = 18.000 ft LEFT SLOPE = 3.000 :12 RIGHT SLOPE = 3.000 :12 BAY SPACING = 20.000 ft ROOF OVERHANG 0.000 ft BUILDING CODE: 2013 California Building Code DESIGN SPECIFICATION: 2010 RISC 360-10 Specification for Structural Steel Buildings COLDFORMED DESIGN SPECIFICATION: - 2007 AISI NASPEC North American Cold -Formed Steel Specification , RISK CATEGORY OF BUILDING: II. All buildings and other structures except those listed in Risk Categories I, III, and IV ROOF EXPOSURE CONDITION: ,Fully Exposed: Roofs exposed on all sides with no shelter afforded by terrain, higher structures or trees ENCLOSURE CLASSIFICATION: Enclosed Buildings , EXPOSURE (SURFACE ROUGHNESS) CATEGORY: C. Open terrain with scattered obstructions having heights generally less than 30 feet & where Exposures B or D do not apply DESIGN ROOF LIVE LOAD 20.000 psf COLLATERAL LOAD = 1.000 psf SNOW EXPOSURE FACTOR = 0.900 SNOW IMPORTANCE FACTOR = 1.000 SLOPED ROOF SNOW LOAD = 0.000 psf DESIGN WIND VELOCITY = 110.000 mph SEISMIC DATA: ,,Maximum response acceleration at short periods Ss,= 60.1 %g Maximum response acceleration at 1 sec periods S1 = 26.2 %g Seismic site soil classification D Design spectral response acceleration at short periods Sds = 0.529 g Design spectral response acceleration at 1 sec periods Sd1,= 0.328 g Seismic Design Category D -Redundancy factor p = 1.3 Force to CBF braced frames = pCsW p=1.30 Cs=Sds/(R/I)=0.163 R=3.25 ' 0.211W Force to CBF braced frame connections = nCsW n=2 Cs=Sds/(R/I) R=3.25 0.325W Force to CBF collectors = nCsW Q=2 Cs=Sds/(R/I) R=3.25 _ -0.325W Force to OMF moment frames = pCsW p=1.30 Cs=Sds/(R/I)=0.151 R=3.5 0.'196W 56 of 147 Beam and Column Endwall Design Ver. 46.2 Page 2 American Buildings Company Wed May 11 15:11:45 2016 Job Name: W16GO108A Job Part: 1 REW Force to OMF moment frame connections = nCsW 52=3 Cs=Sds/(R/I) R=3.5 0.453W Force to OMF collectors = DCsW n=3 Cs=Sds/(R/I) R=3.5 0.453W Force to roof diaphragm = Sds/(R/I)W R=3.25 = 0.163W *** COLUMN BASE ELEVATIONS - ALL COLUMN BASES ARE LOCATED AT FINISHED FLOOR. ALL COLUMN LOADS ARE REFERENCED FROM THE COLUMN BASE ELEVATION. *** DESIGN LOAD COMBINATIONS CASE LOAD FACT GROUP => 1 1.000 D+C 1.000 L 2 1.000 D 0.600 W+ 3 1.000 D 0.600 W- 4 1.000 D 0.600 WTX+ 5 1.000 D 0.600 WTX- 6 1.074 D+C 0.700 ETX+ 7 1.074 D+C 0.700 ETX- 8 1.074 D+C 0.700 ELX 9 1.000 D+C 0.450 W+ 0.750 L 10 .1.000 D+C 0.450 W- 0.750 L 11 0.600 D 0.600 W+` 12 0.600 D 0:600 W- 13 0.600 D 0.600 WTX+ 14 0.600 D 0.600 WTX- 15 0.526 D+C 0.700 ETX+ 16 0.526 D+C 0.700 ETX- 17 0.526 D+C 0.700 ELX *** LOADS END HORIZ VERT ft psf psf ----- ----- ---- 60.00 0.00 -4.00 60.00 0.00 -3.00 60.00 0.00 -20.00 60.00 0.00 33.35 60.00 0.00 33.35 0.00 23.41 0.00 0.00 -27.97 0.00 0.00 21.36 0.00 0.00 -23.78 0.00 0.00 23.41 0.00 0.00 -27.97 0.00 0.00 30.96 0.00 0.00 -30.96 0.00 57 of 147 0 0 HORIZ VERT GROUP TYPE M FM TO FL START psf/ psf/ MOMT -------- ---- - -- -- -- ft ----- kips ----- kips ---- kip -ft ---- D+C UNIF R 0 0 0 0.00 0.00 -4.00 0.00 D UNIF R 0 0 0 0.00 0.00 -3.00 0.00 L UNIF R 0 0 0 0.00 0.00 -20.00 0.00 W+ UNIF R 0 0 0 0.00 0.00 33.35 0.00 W- UNIF R 0 0 0 0.00 0.00 33.35 0.00 W+ UNIF C 1 1 0 0.00 23.41 0.00 0.00 W- UNIF C 1 1 0• 0.00 -27.97 0.00 0.00 W+ UNIF C 2 3 0 0.00 21.36 0.00 0.00 W- UNIF C 2 3 0 0.00 -23.78 0.00 0.00 W+ UNIF C 4 4 0 0.00 23.41 0.00 0.00 W- UNIF C 4 4 0 0.00 -27.97 0.00 0.00 WTX+ UNIF T 0 0 0 0.00 30.96 0.00 0.00 WTX- UNIF T 0 0 0 0.00 -30.96 0.00 0.00 ETX+ CONC T 0 0 0 18.00 0.73 0.00 0.00 ETX- CONC T 0 0 0 18.00 -0.73 0.00 0.00 ELX RUNF R 0 0 0 0.00 5.75 0.00 0.00 END HORIZ VERT ft psf psf ----- ----- ---- 60.00 0.00 -4.00 60.00 0.00 -3.00 60.00 0.00 -20.00 60.00 0.00 33.35 60.00 0.00 33.35 0.00 23.41 0.00 0.00 -27.97 0.00 0.00 21.36 0.00 0.00 -23.78 0.00 0.00 23.41 0.00 0.00 -27.97 0.00 0.00 30.96 0.00 0.00 -30.96 0.00 57 of 147 0 0 Beam and Column Endwall Design Ver. 46.2 Page •3'' American Buildings Company Wed May 11 15:11:45 2016. Job Name: W16G0108A Job Part: 1 REW Y FY COLD FORMED = 55:0 ksi FY HOT ROLLED = 50.0 ksi FY BUILT UP = 55.0 ksi - *** ENDWALL RAFTERS MEM DESCRIPTION LOCATION SPLICE•PLATES SP BLT ROW BEND RT SHR RT ft ` . in in in in 1 W8X10 0.000. 5. 0.250 9.25 2 0.50 0.554. 0.111 • 2 W8X10 30.000 6 0.375 13.38 4 0.75 0.554 0.111 '- *** ENDWALL COLUMNS MEM DESCRIPTION LOCATION BASEPLATES A BLT ROW BEND RT SHR RT CT ft in in in in •. --- 1 ------------------------------------- "W8X10 0.000 6 0.375 8.50 ---------- 2 0.75- ------- 0.043 ------ -- 0.000 .2 W8X10 17.500 6 0.375 8.50 2 0.75 0.900 0.119 C - ' 3 `W8X10 42.500 6 0.375 8.50 2 0.75 0.900 0.119 C 4 W8X10 60.000 6 0.375 8.50 .2 0.75 0.043 0.000 *** FRAME BRACE SUMMARY " + LOCATION IN FT FROM REF PT ' COLUMN REF PT IS FROM THE COLUMN BASE. RAFTERS ARE AS NOTED • RAFTER - REF PT FSW UPSLOPE �. 14.423 19.423 , RAFTER - REF PT RIDGE DOWNSLOPE 11'.500 16.500 , 1 Beam and Column Endwall Design Ver. 46.2 Page 4 American Buildings Company Wed May 11 15:11:45 2016 Job Name: W16GO108A Job Part: 1 REW *** MINIMUM PURLIN STRUT SIZE BASED ON ENDWALL COLUMN LOADS COL LINE FPLAN SECTION DN CASE HORIZ ALLOWABLE --- ---- ----- ------- -- ---- kips ----- kips 2 3 RF01 80215 1 3 3.20 --------- 5.89 3 3 RF02 80Z15 1 3 3..20 5.89 4 1 RF02 80215 1 0 0..00 0.00 *** MAXIMUM ENDWALL REACTIONS AND DESIGN LOAD.COMBINATIONS CASE M VERT M HORZ LOAD FACTOR / LOAD GROUP => kips kips 1 6.1 0.0 1.000 D+C 1.000 L 2 -3.8 -2.9 1.000 D 0.600 W+ 3 -3.8 3.2 1.000 D 0.600 W- 4 3.4 0.0 1.000 D 0.600 WTX+ 5 -1.5 0.0 1.000 D 0.600 WTX- 6 2.2 0.0 1.074 D+C 0.700 ETX+ 7 0.4 0.0 1.074 D+C 0.700 ETX- 8 1.3 0.0 1.074 D+C 0.700 ELX 9 1.3 -2.2 1.000 D+C 0.450 W+ 0.750 L 10 1.3 2.4 1.000 D+C 0.450 W- 0.750 L 11 -4.1 -2.9 0.600 D 0.600 W+. 12 -4.1 3.2 0.600 D 0.600 W- 13 3.1 0.0 0.600 D 0.600 WTX+ 14 -1.8 0.0 0.600 D 0.600 WTX- 15 1.7 0.0 0.526 D+C 0.700 ETX+ 16 -0.2 0.0 0.526 D+C 0.700 ETX- 17 0.7 0.0 0.526 D+C 0.700 ELX 18 1.2 0.0 1.000 D+C 19 5.1 0.0 1.000 L 20 -7.8 -4.8 1.000 W+ 21 -7.8 5.3 1.000 W- 22 4.2 0.0 1.000 WTX+ 23 -3.8 0.0 1.000 WTX- 24 1.6 0.0 1.000 ETX+ 25 -1.2 0.0 1.000 ETX- 26 0.0 0.0 1.000 ELX 27 1.0 0.0 1.000 D 59 of 147 • Beam and Column Endwall Design Ver. 46.2 Page 5 American Buildings Company Wed May 11 15:11:45 2016 Job Name: W16GO108A Job Part: 1 REW *** WIND BRACING DESIGN *** WALL BRACING LOCATIONS BY.BAY NUMBER/TYPE *** REW => 2 BR5- CASE NO: 4 LOAD FACT / GROUP => 1.000 D 0.600 WTX+ + *** LOADS HORIZ VERT GROUP TYPE START psf/ psf/ MOMT END- HORIZ VERT ft kips kips kip -ft ft psf psf WTX+ UNIF 0.000 30.96 0.00 0.00 0.00 30.96. 0.00 *** 'RIGHT ENDWALL BRACING DESIGN BRACED BAY 25:000 ft, ENDWALL BRACING LOAD = 18.6 psf NO T TIER HT BAY QTY SIZE LENGTH• HZ FOR TN FOR ST FOR A TEN ft ft ft kips kips kips kips 1 1 22.375 25.000 1 BR 5 33.551 2.368 3.179 NA 7.345 • CASE NO: 5 •0.600 LOAD FACT / GROUP => 1.000 D WTX- LOADS *** HORIZ VERT' GROUP TYPE START psf/ psf/ MOMT END HORIZ VERT , ft kips kips kip -ft ft psf - psf WTX-'. UNIF 0.000 -30.96 0.00 0.00 0.00 -30.96 0.00 *** RIGHT ENDWALL BRACING DESIGN BRACED BAY 25.000 ft ' ENDWALL BRACING LOAD = 18.6 psf NO T TIER HT BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN , ft ft ft kips kips kips kips 1 1 22.375 25.000 1 BR 5 33.551 2.368 3.179 NA 7.345 T CASE NO: 6 LOAD FACT / GROUP,=> 1.074 D+C 0.700 ETX+ • 60 of 147 Beam and Column Endwall Design Ver. 46.2 Page 6 American Buildings Company, Wed May 11 15:11:45 2016 Job Name: W16G0108A Job Part: 1 REW LOADS * * * HORIZ VERT GROUP TYPE START psf'/ psf/ HORIZ VERT END HORIZ VERT ft GROUP TYPE START psf/ psf/ MOMT END HORIZ VERT 0.b0 ft kips kips kip -ft ft psf psf ETX+ CONC 18.000 0.73 0.00 0.00 *** RIGHT ENDWALL BRACING DESIGN BRACED BAY 25.000 ft TN FOR ENDWALL BRACING LOAD = 0.9kips ft ---- ------ kips ------ kips ------ kips ------ NO T TIER HT BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN -- - ft ft ------- ------ --- ft ---- ------ kips ------------ kips kips ------ kips ----- 1 1 22.375 25.000 1 BR 5 33.551 0.935 1.255 NA 7.345 -------------------------------------------------------------------------- CASE NO: 7 LOAD FACT / GROUP => 1.074 D+C 0.700 ETX- LOADS *** HORIZ VERT GROUP TYPE START psf'/ psf/ MOMT END HORIZ VERT ft kips kips kip -ft ft psf psf ETX- CONC 18.000 -0.73 0.00 0.b0 *** RIGHT ENDWALL BRACING DESIGN BRACED BAY 25.000 ft ENDWALL BRACING LOAD = 0.9kips NO T TIER HT BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN ft ft -- -------- ------ --- ft ---- ------ kips ------ kips ------ kips ------ kips ----- 1 1 22.375 25.000 1 BR 5 33.551 0.935 1.255 NA 7.345 ----------------------------------------------------------------- CASE NO:13 LOAD FACT / GROUP => 0.600 D 0.600 WTX+ LOADS *** HORIZ VERT GROUP TYPE START psf/ psf/ MOMT ft kips kips kip -ft WTX+ UNIF 0.000 30.96 0.00 0.00 *** RIGHT ENDWALL BRACING DESIGN BRACED BAY ENDWALL BRACING LOAD 18.6 psf END HORIZ VERT ft psf psf 0.00 30.96 0.00 25.000 ft 61 of 147 M • NO T TIER HT BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN ft .ft • ft kips kips kips kips' , 1 1 22.375 25.000 1 BR 5 33.551 2.368 3.179 NA 72345 CASE NO:14 LOAD FACT / GROUP => 0.600 D 0.600 WTX- LOADS *** HORIZ VERT GROUP TYPE START psf/ psf/ MOMT END HORIZ VERT ft kips kips kip-ft ft psf psf' ` WTX- UNIF 0.000 -30.96 0.00 0.00 X0.00 -30.96 0.00 *** 'RIGHT ENDWALL BRACING DESIGN BRACED BAY 25.000 ft ' ENDWALL BRACING LOAD = 18.6 psf +' NO T TIER•HT BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN ft ft ft kips kips kips kips 1 1 '22.375 25.000 1 BR 5 33.551 2.368 3.179 NA 7'.345 CASE NO:15 LOAD FACT / GROUP => 0.526 D+C 0.700 ETX+ • LOADS *** HORIZ VERT r GROUP TYPE START psf/ psf/ MOMT END HORIZ VERT ` ft kips kips kip-ft, ft psf psf ETX+ CONC 18.000 0.73 0.00 *** RIGHT ENDWALL BRACING DESIGN BRACED BAY •25.000 ft ENDWALL BRACING LOAD = 0:9kips NO T TIER HT BAY QTY SIZE. LENGTH HZ FOR TN FOR ST FOR- A TEN ft, ft ft kips kips kips kips . -- -------- ------ --- ---- ------ ------ ----=- ------ ----- 1 1 22.375 25.000 1 BR 5' 33.551 0.935 1.255 NA 7.345 CASE,NO:16 LOAD FACT / GROUP => 0.526 D+C 0.700 ETX- f 62 of 147 r Beam and Column Endwall Design Ver. .46.2 Page 8 American Buildings Company Wed May 11 15:11:45 2016 Job "Naive : W16G0108A Job Part: 1 REW LOADS *** HORIZ VERT GROUP TYPE START psf/ psf/ MOMT END HORIZ VERT ft kips kips kip -ft ft psf psf ETX-' CONC 18.000 -0.73 0.00 0.00 *** RIGHT ENDWALL BRACING DESIGN BRACED BAY 25.000 ft ENDWALL BRACING LOAD = 0.9kips NO T TIER HT BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN -- - 'ft ft -'------ ------ --- ft ---- ------ kips ------ kips ------ kips ------ kips ----- 1 1 22.375 25.000 1 BR 5 33.551 0:935 1.255 NA 7.345 Beam and Column Endwall Design Ver. 46.2 Page 9 American Buildings Company Wed May 11 15:11:45 2016 Job Name: W16GO108A Job Part: 1 REW *** MAXIMUM BRACING REACTIONS AND DESIGN LOAD COMBINATIONS CASE M REW VERT M REW HORZ LOAD FACTOR / LOAD GROUP => 22 4.Okips 3.9kips 1.000 WTX+ 23 4.Okips 3.9kips 1.000 WTX- 24 1.4kips 1.3kips 1.000 ETX+ 25 1.4kips 1.3kips 1.000 ETX- . 64 of 147 m and Column Endwall Design Ver. 46.2 Page rican Buildings Company Wed May 11 15:11:45 2 Name: W16G0108A Job Part: 1 REW " *** SUMMARY MEMBER STRESS REPORT ENDWALL COLUMNS COL NO MEMBER DESC L CASE S RATIO 1 W8X10 1 0.04 2 W8X10 12 0.90 3 W8X10 12 0.90 4 W8X10 1 0.04 ENDWALL RAFTERS RAF NO MEMBER DESC L CASE S RATIO --------------------------------------7------ 1 W8X10 1 0.55 2 W8X10 1 0.55 WALL X BRACING WALL BAY TR" TYPE X -BRACE L CASE S RATIO REW 2 1 RD BR5- 4 0 • Longitudinal Bracing Design Ver. 46.2 Page , 1 American Buildings Company Wed May 11 15:12:46 2016 Job Name: W16GO108A Job Part: 1 BXW BUILDING TYPE IS SINGLE GABLE BUILDING WIDTH = 60.000, ft BUILDING LENGTH = 80.000 ft LEFT HEIGHT = 18.000 ft RIGHT HEIGHT 18.000 ft LEFT SLOPE = 3.000 :12 RIGHT SLOPE = 3.00.0 :12 BAY SPACING = 20.000 ft ROOF OVERHANG = 0.000 ft BUILDING CODE: ' 2013 California Building Code DESIGN SPECIFICATION: • 2010 AISC 360-10 Specification for Structural Steel Buildings COLDFORMED DESIGN SPECIFICATION: 2007 AISI NASPEC North American Cold -Formed Steel Specification RISK CATEGORY OF BUILDING: II. All buildings and other structures except those listed in Risk Categories I, III, and IV ROOF EXPOSURE CONDITION: Fully Exposed: Roofs exposed on all sides with no shelter afforded by terrain, higher structures or trees ENCLOSURE CLASSIFICATION: Enclosed Buildings EXPOSURE (SURFACE ROUGHNESS) CATEGORY: " C. Open terrain with scattered obstructions having heights generally less . than 30 feet & where Exposures B or D do not apply DESIGN ROOF LIVE LOAD = 20.000 psf COLLATERAL LOAD = 1.000 psf SNOW EXPOSURE FACTOR = 0.900 SNOW IMPORTANCE FACTOR = 1.000- • SLOPED ROOF SNOW LOAD = 0.000 psf DESIGN WIND VELOCITY = 110.000 mph SEISMIC DATA: Maximum response acceleration at short periods Ss = 60.1 %g Maximum response acceleration at 1 sec periods S1 = 26.2 %g Seismic site soil classification D Design spectral response acceleration at short periods Sds = 0.529 g Design spectral response acceleration at 1 sec periods Shc = 0.328 g Seismic Design Category D Redundancy factor p = 1.3 ' Force to CBF braced frames = pCsW p=1.30 Cs=Sds/(R/I)=0.163 R=3.25 = 0.211W Force to CBF braced frame connections = QCsW 0=2 Cs=Sds/(R/I) R=3.25 ' =-0.325W Force to CBF collectors = S2CsW n=2 Cs=Sds/(R/I) R=3.25 = 0.325W Force to`roof-diaphragm = Sds/(R/I)W R=3.25 = 0.163W " ' ***, COLUMN BASE ELEVATIONS - ALL COLUMN BASES ARE LOCATED AT FINISHED FLOOR. l c 66 of 147 Longitudinal Bracing Design Ver. 46.2 Page 2 American Buildings Company Wed May 11 15:12:46 2016 Job Name: W16GO108A Job Part: 1 BXW ALL COLUMN LOADS ARE REFERENCED FROM THE COLUMN BASE ELEVATION. *** DESIGN LOAD COMBINATIONS CASE LOAD FACT GROUP => GROUP 1 1.000 D+C 1.000 L nR psf/ psf/ 2 1.000 D+C 1.000 L nL - -- 3 1.000 D 0.600 WPIP-> nR ft ----- psf ----- 4 1.000 D 0.600 WPIP<- nL 0 0.00 5 1.000 D 0.600 WNIP-> nR D UNIF 6 1.000 D 0.600 WNIP<- nL '-3.00 0.00 7 1.074 D+C 0.700 E-> nR 0 0 8 1.074 D+C 0.700 E<- nL 0.00 -20.00 9 0.895 D+C 0.583 OE-> nR 0.00 7.25 10 0.895 D+C 0.583 QE<- nL UNIF R 11 1.000 D+C 0.450 WPIP-> 0.750 L nR 12 1.000 D+C 0.450 WPIP<- 0.750 L nL 13 1.000 D+C 0.450 WNIP-> 0.750 L, nR 14 1.000 D+C 0.450 WNIP<- 0.750 L nL 15 0.600 D 0.600 WPIP-> nR R 0 16 0.600 D 0.600 WPIP<- nL 60.00 0.00 17 0.600 D 0.600 WNIP-> nR 5 0.00 18 0.600 D 0.600 WNIP<- nL WNIP-> UNIF 19 0.526 D+C 0.700 E-> nR 0.00 0.00 20 0.526 D+C 0.700 E<- nL 0 0 21 0.438 D+C 0.583 nE-> nR 0.00 12.33 22 0.438 D+C 0.583 QE<- nL 0.00 4.20 *** LOADS 67 of 147 • 0 HORIZ VERT GROUP TYPE M FM TO FL START psf/ psf/ MOMT END HORIZ VERT -------- ---- - -- -- -- ft ----- kips ----- kips ---- kip -ft ---- ft ----- psf ----- psf ---- D+C UNIF R 0 0 0 0.00 0.00 -4.00 0.00 60.00 0.00 -4.00 D UNIF R 0 0 0 0.00 0.00 '-3.00 0.00 60.00 0.00 -3.00 L UNIF R 0 0 0 0.00 0.00 -20.00 0.00 60.00 0.00 -20.00 WPIP-> UNIF B 1 4 1 0.00 7.25 0.00 0.00 0.00 7.25 0.00 WPIP-> UNIF R 0 0 0 0.00 0.00 21.03 0.00 60.00 0.00 21.03 WPIP-> UNIF B 1 4 5 0.00 13.50 0.00 0.00 0.00 13.50 0.00 WPIP<- UNIF B 1 4 1 0.00 -13.50 0.00 0.00 0.00 -13.50 0.00 WPIP<- UNIF R 0 0 0 0.00 0.00 21.03 0.00 60.00 0.00 21.03 WPIP<- UNIF B 1 4 5 0.00 -7.70 0.00 0.00 0.00 -7.70 0.00 WNIP-> UNIF B 1 4 1 0.00 16.90 0.00 0.00 0.00 16.90 0.00 WNIP-> UNIF R 0 0 0 0.00 0.00 12.33 0.00 60.00 0.00 12.33 WNIP-> UNIF B 1 4 5 0.00 4.20 0.00 0.00 0.00 4.20 0.00 WNIP<- UNIF B 1 4 1 0.00 -4.20 0.00 0.00 0.00 -4.20 0.00 WNIP<- UNIF R 0 0 0 0.00 0.00 12.33 0.00 60.00 0.00 12.33 WNIP<- UNIF B 1 4 5 0.00 -16.90 0.00 0.00 0.00 -16.90 0.00 E-> RUNF R 0 0 0 0.00, 6.75 0.00 0.00 QE-> RUNF R 0 0 0 0.00 6.75 0.00 0.00 E<- RUNF R 0 0 0 0.00 -6.75° 0.00 0.00 QE<- RUNF R 0 0 0 0.00 -6.75 0.00 0.00 67 of 147 • 0 • ' f Longitudinal Bracing Design Ver. 46.2 'Page ]3'American Buildings Company Wed May 11 15:12:46 20 Job Name: W16GO108A Job Part: 1 BXW, FY COLD FORMED = FY HOT ROLLED = FY BUILT UP = 55.0 ksi 50.0 ksi 55.0 ksi *** WIND BRACING DESIGN *** WALL BRACING LOCATIONS BY BAY NUMBER/TYPE • * * * FSW => 2 ' f BR5- t *** RSW => 2 BR5- *** ROOF BRACING LOCATIONS BY BAY NUMBER *** ROOF => 2 -------------------------------------------------------------------------- CASE'NO: 1 LOAD FACT / GROUP => 1.000 D+C 1.000~L nR ROOF FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER STRUT BAY: 1 2 3' 4 #1 0.034 APPLIED4 AXIAL: 0.008 0.098 -0.017 -0.008 0.082 CARRIEDT X: 0.082 - #2. -0.058 APPLIED4 AXIAL: 0.014 0.053 -0.029 -0.014 0.024 CARRIED4, X: 0.024 #3 0.048 APPLIED-) AXIAL: 0.012 0.024 -0:024 -0.012 0.024 CARRIED4, X: 0.024 #4 0.058 APPLIED- AXIAL: 0.014 0.0.53 -0.029 -0.014 0.082-CARRIEDy X: 0.082 #5 0.034 APPLIED-) AXIAL: .0.008 0.098 -0.017 -0.008 WALL FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER STRUT BAY: 1 2 3 4 #1 0.034 APPLIED4 AXIAL: 0.008 0.098x-0.017 -0.008 0.115CARRIED4, X: 0.115 WALL FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER STRUT BAY: 1 2 3 4 #5 0.034 APPLIED4 AXIAL: 0.008 0.098 -0.017 -0.008 0.115 CARRIED4, X: 0.115 *** 'BRACING -STRUT DESIGN 68 of 147 ti Longitudinal Bracing Design Ver. 46.2 Page 4 American Buildings Company + Wed May 11 15:12:47 2016 Job Name:.W16G0108A Job Part: 1 BXW ST PG LOCATION BN BAY SPA STRUT ft ft -- ----------- --------- -- w 7 0.000 1 19.000 8055 EAVE STRUT 2 20.000 80S5 SAVE STRUT 3 20.000 80S5 EAVE STRUT 4 19.000 80S5 EAVE STRUT 2 3 17.500 1 1.9.000 8OZ15 SINGLE ZEE 2 20.000 8OZ16 SINGLE'ZEE 3 20.000 80Z16 SINGLE ZEE 4 19.000 8OZ15 SINGLE ZEE 3 1 30.000 1 19.000 8OZ15 SINGLE ZEE 2 20.000 80Z16 SINGLE ZEE 3 20.000 8OZ16 SINGLE ZEE 4 19.000 8OZ15 SINGLE ZEE 4 3 42.500 1 19.000 80915 SINGLE ZEE 2 20.000 8OZ16 SINGLE ZEE 3 20.000 80Z16 SINGLE ZEE 4 19.000 80Z15 SINGLE ZEE 5 7 60.000 1 19.000 8055 EAVE STRUT 2 20.000 80S5 SAVE STRUT 3 20.000 80S5 EAVE STRUT 4 19.000 80S5 EAVE STRUT FORCE STRUT PIPE kips RATIO CONN -------- ----- ---- 0.000 0.189 0.095 0.906 -0.018 0.189 -0.009 0.189 0.000 0.834 0.041 0.987 -0.031 0.986 -0.015 0.834 -0.000 0.672 0.013 0.794 -0.025 0.793 ' -0.013 0.672 0.000 0.834 0.041 0.987 -0.031 0.986 -0.015 0.834 0.000 0.189 0.095 0.906 -0.018 0.189 -0.009 0.189 *** RSW WALL BRACING LOCATION 0.000 ft DESIGN BRACED BAY 20.000 ft FORCES SHOWN ARE 2ND ORDER = (1ST ORDER FORCES) X '(B'2), B2 = 1.059 NO T TIER HT BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN ft ft ft kips kips kips kips -- -------- ------ --- ---- ------ ------ ------ ------ ----- 1 1 16.833 20.000. 1 BR 5 26.141 0.122 0.159 NA 7.345' *** ROOF BRACING DESIGN BRACED BAY .20.000 ft FORCES SHOWN ARE 2ND ORDER = (1ST ORDER FORCES) X (B2), B2 = 1.059 NO BAY- QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN ft ft kips kips kips kips -- ------ --- ---- ------ ------ ------ -=---- ----- 1 17.500 1 BR,5 26.933 0.086 0.116 NA 7.345 2 12.500 1 BR 5 23.791 0.025 0.030 NA 7.345 3 12.500 1 BR 5 23.791 0.025 0.030 NA 7.345 4 17.500 1 BR 5 26.933 0.086 0.116 NA 7.345 *** FSW WALL BRACING LOCATION 60.000 ft DESIGN BRACED BAY 20.000 ft FORCES SHOWN ARE 2ND ORDER = (1ST ORDER FORCES) X (B2), B2 = 1.059 NO T TIER HT BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN ft ft ft kips kips kips kips, -- -------- ------ --- ---- ------ ------ ------ ------ ----- 4 1 16.833 20.000 1 BR 5 26.141{ 0.122 0.159 NA 7.345 69 of 147 • • Longitudinal Bracing Design Ver. 46.2 Page 5 American Buildings Company Wed May 11 15:12:47 2016 Job Name: W16G0108A Job Part: 1 BXW CASE NO: 2 LOAD FACT / GROUP => 1.000 D+C 1.000 L nL �• ROOF FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER STRUT BAY: 1 2 3 4 #1 0.034 APPLIEDF AXIAL: -0.008 0.107 0.017 '0.008 0.082 CARRIEDT X: 0.082 #2 ,.0.058 APPLIEDF AXIAL: -0.014. 0.067 0.029 0.014 0.024 CARRIEDT X:- 0.024 + 43 0.048 APPLIEDF AXIAL: -0.012 0.036 0.024 0.012 " 0.024 CARRIED4, X: 0.024 •#4 0.058 APPLIEDF AXIAL: -0.014 0.067 0:029 -0.014•- , 0.082 CARRIEDJ, X: 0.082 #5 0.034 APPLIEDF AXIAL: -0.008 0.107 0.017 0.008 WALLFORCEDISTRIBUTION: FORCES SHOWN ARE 1ST ORDER .STRUT BAY: 1 2 3 4 #1 0.034 APPLIEDF AXIAL: -0.008 0.107 0.017 0.008 0.115 CARRIED4, X: 0.115 , WALL.FORCE.DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER •STRUT BAY: 1 2 3 4 #5 0.034 APPLIEDF- AXIAL: -0.008 0.107 0.017 0.008 0.115 CARRIED4, X: 0.115 ' *** BRACING STRUT DESIGN • ST PG LOCATION BN BAY SPA STRUT FORCE STRUT PIPE ft ft kips RATIO CONN 1 7 0.000 1 19.000 8055 EAVE STRUT 0.000 0.189 2 20.000 8055 SAVE STRUT 0.113 0.906 3 20.000 8055 SAVE STRUT 0.018 0.189 4 19.000 8055 SAVE STRUT 0.009 0.189- 2 3 17.500 1 19.000 80Z15 SINGLE ZEE 0:000 0.834 2 20.000 80Z16 SINGLE ZEE 0.071 0.987 3 20.000 80Z16 SINGLE ZEE 0.031 0.986 4 19.000 80Z15 SINGLE -ZEE 0.015 0.834 3 1 30.000 1 19.000 80Z15 SINGLE ZEE 0.000 0.672 2 20.000 80Z16 SINGLE ZEE 0.038 0.794 3 20.000 80Z16 SINGLE ZEE 0.025 ;.0:793 4 19.000 80Z15 SINGLE ZEE 0.013 0.672 4 3 42.500 1 19.000 80Z15,SINGLE ZEE x0.000 0.834 2 20.000 80Z16 SINGLE ZEE 0.071 0.987 3 20.000 80Z16 SINGLE ZEE 0.031 0.986 4 19:000 80Z15 SINGLE ZEE 0.015 0.834 •5 7 60.000 1 19.000 8055 EAVE STRUT 0.000 0.189 2 20.000 8055 EAVE STRUT 0.113 0.906 3 20.000 8055 EAVE STRUT 0.018 0.189 { 70 of 147 ` Longitudinal Bracing Design Ver. 46.2, Page 6 American Buildings Company Wed May 11 15:12:47 2016 Job Name: W16GO108A Job Part: 1 BXW 4 19.000 80S5 EAVE STRUT 0.009 0.189 *** RSW WALL BRACING LOCATION 0.000 ft DESIGN BRACED BAY 20.000 ft FORCES SHOWN ARE 2ND ORDER = (1ST ORDER FORCES) X (B2), B2 = 1.060 NO T TIER HT BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN ft ft ft kips kips kips kips 1 1 16.833 20.000 1 BR 5 26.141 0.122 0.160 NA 7.345 *** ROOF BRACING DESIGN BRACED BAY 20.000 ft FORCES SHOWN ARE 2ND ORDER = (1ST ORDER FORCES) X (B2), B2 = 1.060 • NO BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN ft ft kips kips kips kips -- ------ --- ---- ------ ------ ------ ------ 1 17.500 1 BR 5 26.933 0.087 0.116 NA 7.345 2 12.500 1 BR 5 23.791 0.025 0.030 NA 7.345 3 12.500 1 BR 5 23.791 0.025 0.030 NA 7.345 4 17.500 1 BR 5 26.933 0.087 0.116 NA 7.345 *** FSW WALL BRACING LOCATION 60.000 ft DESIGN BRACED BAY 20.000 ft FORCES SHOWN ARE 2ND ORDER = (1ST ORDER FORCES) X (B2), B2 = 1.060 NO T TIER HT BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN ft ft ft kips kips kips kips -- -------- ------ --- ---- ------ ------ ------ ------ ----- 4 1 16.833 20.000 1 BR 5 26.141 0.122 0.160 NA 7.345 -------------------------------------------------------------------------- • CASE NO: 3 LOAD FACT / GROUP => 1.000 D 0.600 WPIP-> nR ROOF FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER STRUT BAY: 1 2 3 4 #1 0.985 APPLIED4 •AXIAL: 0.344 3.315 -0.640 -0.639 2.970 CARRIEDT X: 2.970 #2 2.967 APPLIED4 AXIAL: 1.036 .1.041 -1.929 -1.927 0.003 CARRIEDT X: .0.003 #3 0.006 APPLIED4 AXIAL: 0:002 0.003 -0.003 -0.002 0.003 CARRIED4- X: 0.003 #4 2.967 APPLIED-) AXIAL: 1.036 1.041 -1.929 -1.927 2.970 CARRIED•, X: 2.970 #5 0.985 APPLIED. AXIAL: 0.344 3.315 -0.640 -0.639 WALL FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER STRUT BAY: 1 2 3 4 41 0.985 APPLIED4 AXIAL: 0.344 3.315 -0.640 -0.639 3.955 CARRIED, X: 3.955 WALL FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER 71 of 147 STRUT BAY: • 1 2 3 4 #5 0.985 APPLIED4 AXIAL: 0.344 3.315 -0.640 -0.639 3.955 CARRIEDl, X: 3.955 *** BRACING STRUT DESIGN ST PG LOCATION BN BAY SPA STRUT FORCE STRUT PIPE' ft ft kips RATIO; CONN 1 7 0.000 1 19.000 8055 EAVE,STRUT 0.343 0•.189 • 2 20.000 80S5 EAVE STRUT 3.314 0.906 - 3 20.000 80S5 EAVE STRUT -0.690 0.189 4 19.000 80S5 EAVE STRUT -0.639 0.189 ' 2 3 -17.500 1 19.000 80Z15 SINGLE ZEE 1.034 0.834 2 20.000 80Z16 SINGLE ZEE 1.039 0.987 3 20.000 8OZ16 SINGLE ZEE -1.929 -0.986 4 19.000.80Z15 SINGLE ZEE -1.927 0.834 3 1 30.000 1 •19.000 80215 SINGLE ZEE 0.000 0.672 2 20.000 80Z16 SINGLE ZEE 0.002 0.794 3 20.000 8OZ16 SINGLE ZEE -0.003 0.793 4 19.000 8OZ15 SINGLE ZEE 0.002 0.672 4 3 42.500 1 19.000 80215 SINGLE ZEE 1.034 0.834- 2 20.000 80Z16 SINGLE ZEE 1.039 0.987 3 20.000 8OZ16 SINGLE ZEE -1.929 0.986 4 19.000 80Z15 SINGLE ZEE -1.927 0.834 5 7 60.000 1 19.000 80S5 EAVE STRUT 0.343 0.189 2 20.000 80S5 EAVE STRUT ' 3.314 0.906 3 20.000 80S5 EAVE STRUT -0.640 0.'189 . 4 19.000 8055 EAVE STRUT -0.639 0.189 *** RSW WALL BRACING LOCATION 0.000 ft DESIGN BRACED BAY 20.000 ft ' FORCES SHOWN ARE 2ND ORDER = (1ST'ORDER FORCES) X (B2),•B2 = 1.000 NO T TIER HT BAY QTY SIZE LENGTH HZ FOR TN FOR ST*FOR♦ A TEN ft ft ft kips kips _ kips kips' ; -- ------ --- ---- ------ ------ ------ ------7 1.1 16.833 20.000 1. BR 5 .26.141 3.955 5.169 NA 7.345 ' *** ROOF BRACING -DESIGN BRACED BAY 20.000 ft FORCES SHOWN ARE 2ND ORDER = (1ST ORDER FORCES) X (B2), B2 = 1.000„ NO BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN, ft ft kips kips kips kips 1 17.500• 1 BR 5 26.933 2.970.. 4.000 NA 7.345 2 12.500 1 BR 5 .23.791 0.003 '0.004 NA 7.345 3 12.500 1 BR 5 23.791 0.003 0.004 NA 7.345 4 - 17.500 1 BR 5 26.933 2.970 4.000 NA 7.345 t , ***_ FSW WALL BRACING LOCATION 60.000 ft DESIGN BRACED BAY 20.000 ft t• FORCES SHOWN ARE 2ND ORDER = (1ST ORDER FORCES) X (B2), B2 = 1.000 72 of 147 � LL • 1 f . ♦ f STRUT BAY: • 1 2 3 4 #5 0.985 APPLIED4 AXIAL: 0.344 3.315 -0.640 -0.639 3.955 CARRIEDl, X: 3.955 *** BRACING STRUT DESIGN ST PG LOCATION BN BAY SPA STRUT FORCE STRUT PIPE' ft ft kips RATIO; CONN 1 7 0.000 1 19.000 8055 EAVE,STRUT 0.343 0•.189 • 2 20.000 80S5 EAVE STRUT 3.314 0.906 - 3 20.000 80S5 EAVE STRUT -0.690 0.189 4 19.000 80S5 EAVE STRUT -0.639 0.189 ' 2 3 -17.500 1 19.000 80Z15 SINGLE ZEE 1.034 0.834 2 20.000 80Z16 SINGLE ZEE 1.039 0.987 3 20.000 8OZ16 SINGLE ZEE -1.929 -0.986 4 19.000.80Z15 SINGLE ZEE -1.927 0.834 3 1 30.000 1 •19.000 80215 SINGLE ZEE 0.000 0.672 2 20.000 80Z16 SINGLE ZEE 0.002 0.794 3 20.000 8OZ16 SINGLE ZEE -0.003 0.793 4 19.000 8OZ15 SINGLE ZEE 0.002 0.672 4 3 42.500 1 19.000 80215 SINGLE ZEE 1.034 0.834- 2 20.000 80Z16 SINGLE ZEE 1.039 0.987 3 20.000 8OZ16 SINGLE ZEE -1.929 0.986 4 19.000 80Z15 SINGLE ZEE -1.927 0.834 5 7 60.000 1 19.000 80S5 EAVE STRUT 0.343 0.189 2 20.000 80S5 EAVE STRUT ' 3.314 0.906 3 20.000 80S5 EAVE STRUT -0.640 0.'189 . 4 19.000 8055 EAVE STRUT -0.639 0.189 *** RSW WALL BRACING LOCATION 0.000 ft DESIGN BRACED BAY 20.000 ft ' FORCES SHOWN ARE 2ND ORDER = (1ST'ORDER FORCES) X (B2),•B2 = 1.000 NO T TIER HT BAY QTY SIZE LENGTH HZ FOR TN FOR ST*FOR♦ A TEN ft ft ft kips kips _ kips kips' ; -- ------ --- ---- ------ ------ ------ ------7 1.1 16.833 20.000 1. BR 5 .26.141 3.955 5.169 NA 7.345 ' *** ROOF BRACING -DESIGN BRACED BAY 20.000 ft FORCES SHOWN ARE 2ND ORDER = (1ST ORDER FORCES) X (B2), B2 = 1.000„ NO BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN, ft ft kips kips kips kips 1 17.500• 1 BR 5 26.933 2.970.. 4.000 NA 7.345 2 12.500 1 BR 5 .23.791 0.003 '0.004 NA 7.345 3 12.500 1 BR 5 23.791 0.003 0.004 NA 7.345 4 - 17.500 1 BR 5 26.933 2.970 4.000 NA 7.345 t , ***_ FSW WALL BRACING LOCATION 60.000 ft DESIGN BRACED BAY 20.000 ft t• FORCES SHOWN ARE 2ND ORDER = (1ST ORDER FORCES) X (B2), B2 = 1.000 72 of 147 Longitudinal Bracing Design Ver. 46.2 Page 8 American Buildings Company Wed May 11 15:12:47 2016 Job Name: W16GO108A Job Part: 1 BXW NO T TIER HT BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN ft ft ft kips kips . kips kips -- -------- ------ --- ---- ------ ------ ------ ------ ----- 4 1 16.833 20.000 1 BR 5 26.141 3.955 5.169 NA 7.345 -------------------------------------------------------------------------- CASE NO: 4 LOAD FACT / GROUP => 1.000 D 0.600 WPIP<- nL r ROOF FORCE DISTRIBUTION: FORCES SHOWN ARE IST ORDER STRUT BAY: 1 2 3 4 #1 1.006 APPLIED(- AXIAL: -0.639 3.401 0.366 0.365 3.034 CARRIEDT X: 3.034 42 3.031 APPLIED(- AXIAL: -1.927 1.107 1.102 1.100 0.003 CARRIEDT X: 0.003 #3 0.006 APPLIED(- AXIAL: -0.002 0.005 0.003 0.002 0.003 CARRIED4, X: 0.003 #4 3.031 APPLIED(- AXIAL: -1.927 1.107 1.102 1.100 3.034 CARRIEDy X: 3.034 #5 1.006 APPLIED(- AXIAL: -0.639 3.401 0.366 0.365 WALL FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER STRUT BAY: 1 2 3 4 #1 1.006 APPLIED(- AXIAL: -0.639 3.401 0.366 0.365 4.040 CARRIED4, X: 4.040 WALL FORCE DISTRIBUTION: FORCES SHOWN ARE IST ORDER STRUT BAY: 1 2 3 4 #5 1.006 APPLIED(- AXIAL: -0.639 3.401 0.366 0.365 4.040 CARRIEDy X: 4.040 *** BRACING STRUT DESIGN ST PG LOCATION BN BAY SPA STRUT ft ft -- ----------- --------- ------------------- 1 7 0.000 1 19.000 8055 EAVE STRUT 2 20.000 8055 EAVE STRUT 3 20.000 8055 EAVE STRUT 4 19.000 80S5 EAVE STRUT 2 3 17.500 1 19.000 80Z15 SINGLE ZEE 2 20.000 80Z16 SINGLE ZEE 3 20.000 80Z16 SINGLE ZEE 4 19.000 8OZ15 SINGLE ZEE 3 1 30.000 1 19.000 80Z15 SINGLE ZEE 2 20.000 80Z16 SINGLE ZEE 3 20.000 80Z16 SINGLE ZEE 4 19.000 80Z15 SINGLE ZEE 4 3 42.500 1 19.000 8OZ15 SINGLE ZEE 2 20.000 80Z16 SINGLE ZEE FORCE STRUT PIPE kips RATIO CONN -------- ----- ---- -0.638 0.189 3.401 0.906 0.366 0.189 0.365 0.189 -1.926 0.834 1.107 0.987 1.102 0.986 1.100 0.834 0.000 0.672 0.005 0.794 0.003 0.793 0.002 0.672 -1.926 0.834 1.107 0.987 73 of 147 r 1 U • Longitudinal Bracing Design Ver. 46.2 Page 9 American Buildings Company Wed May 11 15:12:47 2016 Job Name: W16GO108A Job Part: 1 BXW CASE N0: 5 LOAD FACT / GROUP => 1.000 D 0.600 WNIP-> nR ROOF FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER STRUT BAY: 1 2 3" 4 #1, 1.001 APPLIED4 AXIAL: 0.800 3.821 -0.201 -0.200 3.020 CARRIEDT X: 3.020 #2 3.017 APPLIED4 AXIAL: 2.412 2.417 -0.603 -0.601 0.003 CARRIEDT X: 0.003 #3 0.006 APPLIED AXIAL: 0.002 0.003 -0.003 -0.002 0.003 CARRIED4, X: 0.003 #4 3.017 APPLIED- AXIAL: 2.412 2.417 -0.603 -0.601 3.020 CARRIED4, I X: 3.020 #5 1.001 APPLIED4 AXIAL: 0.800 3.821 -0.201 -0.200 WALL FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER STRUT BAY: 1 2 3 4 74 of 147 3 20.000 8OZ16 SINGLE ZEE 1.102 0.986 4 19.000 80Z15 SINGLE ZEE 1.100 0.834 5 7 60.000 1 19.000 80S5 EAVE STRUT -0.638 0.189 2 20.000 80S5 EAVE STRUT 3.401 0.906 3 20.000 80S5 EAVE STRUT 0.366 0.189 4 19.000 80S5 EAVE STRUT 0.365 0.189 *** RSW WALL BRACING LOCATION 0.000 ft DESIGN BRACED BAY 20.000 ft FORCES SHOWN ARE 2ND ORDER = (1ST ORDER FORCES) X (B2), B2 = 1.000 NO T TIER HT BAY QTY SIZE LENGTH HZ.FOR TN FOR ST FOR A TEN • ft ft ft kips kips kips -- kips 1 1 16.833 20.000 1 BR 5 26.141 4.040 5.281 NA 7.345 *** ROOF BRACING DESIGN BRACED BAY 20.000 ft FORCES.SHOWN ARE 2ND ORDER ="(1ST ORDER FORCES) X (B2), B2'= 1.000 NO BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN ft ft kips kips kips kips 1 17.500 1 BR 5 26.933 3.034 4.086 NA 7.345 2 12.500 1 BR 5 23.791 0'.003 0.004 NA 7.345 3 12.500 1 BR 5 23.791 0.003 0.004 NA 7.345 4 17.500 1 BR 5 26.933 3.034 4.086 NA 7.345 *** FSW WALL BRACING LOCATION 60.000 ft DESIGN BRACED BAY 20.000 ft FORCES SHOWN ARE 2ND ORDER = (1ST ORDER FORCES) X (B2), B2 = 1.000, NO T TIER HT BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR A JEN ft ft ft kips kips kips kips 4 1 16.833 20.000 1 :BR 5 26-.141 4.040 5.281 NA 7.345 CASE N0: 5 LOAD FACT / GROUP => 1.000 D 0.600 WNIP-> nR ROOF FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER STRUT BAY: 1 2 3" 4 #1, 1.001 APPLIED4 AXIAL: 0.800 3.821 -0.201 -0.200 3.020 CARRIEDT X: 3.020 #2 3.017 APPLIED4 AXIAL: 2.412 2.417 -0.603 -0.601 0.003 CARRIEDT X: 0.003 #3 0.006 APPLIED AXIAL: 0.002 0.003 -0.003 -0.002 0.003 CARRIED4, X: 0.003 #4 3.017 APPLIED- AXIAL: 2.412 2.417 -0.603 -0.601 3.020 CARRIED4, I X: 3.020 #5 1.001 APPLIED4 AXIAL: 0.800 3.821 -0.201 -0.200 WALL FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER STRUT BAY: 1 2 3 4 74 of 147 Longitudinal Bracing Design Ver. 46.2 Page 10 American. Buildings Company Wed May 11 15:12:47 2016 Job Name: W16GO108A Job Part: 1 BXW - #1 1.001 APPLIED4 AXIAL: 0.800 3.821 -0.201 -0.200 4.021 CARRIED,L X: 4.021 WALL FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER STRUT BAY: 1 2 3 4 #5 1.001 APPLIED4 AXIAL: 0.800 3.821 -0.201 -0.200 4.021 CARRIED4, X: 4.021 *** BRACING STRUT DESIGN • ST PG LOCATION BN BAY SPA STRUT FORCE STRUT PIPE ft ft kips RATIO CONN -- 1 ----------- -- 7 0.000 1 ------- 19.000 ------------------- 8055 EAVE STRUT -------- 0.799 ----- ---- 0.189 2 20.000 80S5 EAVE STRUT 3.819 0.906 3 20.000 80S5 EAVE STRUT -0.201 0.189 4 19.000 80S5 EAVE STRUT -0.200 0.189 2 3 17.500 1 19.000 8OZ15 SINGLE ZEE 2.411 0.834 2 20.000 80Z16 SINGLE ZEE 2.415 0.987 3 20.000 80Z16 SINGLE ZEE -0.603 0.986 4 19.000 8OZ15 SINGLE ZEE -0.601 0.834 3 1 30.000 1 19.000 8OZ15 SINGLE ZEE 0.000 0.672 2 20.000 80Z16 SINGLE ZEE 0.002 0.794 3 20.000 80Z16 SINGLE ZEE -0.003 0.793 4 19.000 8OZ15 SINGLE ZEE -0.002 0.672 4 3 42.500 1 19.000 80Z15 SINGLE ZEE 2.411 0.834 2 20.000 80Z16 SINGLE ZEE 2.4.15 0.987 3 20.000 8OZ16 SINGLE ZEE -0.603 0.986 4 19.000 80Z15 SINGLE ZEE -0.601 0.834 5 7 60.000 1 19.000 8055 EAVE STRUT 0.799 0.189 2 20.000 80S5 EAVE STRUT 3.819 0.906 3 20.000 8055 EAVE STRUT -0.201 0.189 4 19.000 8055 EAVE STRUT -0.200 0.189 *** RSW WALL BRACING LOCATION 0.000 ft DESIGN BRACED BAY 20.000 ft FORCES SHOWN ARE 2ND ORDER = (1ST ORDER FORCES) X (B2), B2 =.1.000 NO T TIER HT BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN ft ft ft kips kips I kips kips 1 1 16.833 20.000 1 BR 5 26.141 4.021 5.256 NA 7.345 *** ROOF BRACING DESIGN BRACED BAY 20.000 ft FORCES SHOWN ARE 2ND ORDER = (1ST ORDER FORCES) X (B2), B2 = 1.000 NO BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN -- ft ------ --- ---- ft ------------ kips kips kips ------ ------ kips ----- 1 17.500 1 BR 5 26.933 3.020 4.067 NA 7.345 2 12.500 1 BR 5 23.791 0.003 0.004 NA 7.345 75 of 147 Longitudinal Bracing Design Ver. 46.2 Page 11 American Buildings Company' Wed May 11 15:12:47 2016 Job Name: W16GO108A Job Part:.l BXW ' 3 12.500 1 BR 5 23.791• 0.003 0.004 NA 7.345 4 17.500 1 BR 5 26.933 3.020 4.067 NA 7.345 ' *** FSW WALL BRACING LOCATION 60.000 ft.DESIGN BRACED BAY 20.000 ft ' FORCES SHOWN ARE 2ND ORDER =.(1ST ORDER FORCES) X (B2),. B2 = 1.000 NO T TIER HT.BAY QTY SIZE LENGTH -HZ FOR TN FOR ST.FOR A TEN ft ft ft kips -kips kips kips 4 1 16.833 20.000 1 BR 5 26-.141 4.021 5.256 NA 7.345 --------- ---------------------------------- ------------,------------------ i • CASE NO: 6 LOAD FACT / GROUP => 1.000 D 0.600 WNIP<- 4 nL r { ROOF FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER STRUT BAY: 1 2 •3 4 ` #1 1.001 APPLIED(- AXIAL: -0.200 3.822 0.801 0.800 • 3.020 CARRIEDT X: 3.020 #2 3.017 APPLIED(- AXIAL: -0.601 2.419 2.414 2.412' 0. 0'03 CARRIEDT X: 0.003 #3 0.006 APPLIED(- AXIAL: -0.002 0.005 0.003 0.002 0.003 CARRIEDJ, X: 0.003 #4 3.017.APPLIED<- AXIAL: -0.601 2.419 2.414 2.412 3.020 CARRIEDy X: 3.020, ' #5 1.001 APPLIED(- AXIAL: -0.200 3.822 0.801 0.800 WALL FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER STRUT BAY: 1 3 4 ' #1 1.001 APPLIED(- AXIAL: -0.200 3.822 0.801 0.800 ' 4.021 CARRIED.b X: 4.021 " WALL,FORCE DISTRIBUTION:. FORCES SHOWN ARE 1ST ORDER STRUT BAY: 1 2, 3 4 #5 1.001 -APPLIED(- AXIAL: -0.200 -3.822 0.801 0.800 r : 4.021 CARRIED4, X: 4.021 *** BRACING STRUT DESIGN " ST PG LOCATION BN BAY SPA STRUT FORCE STRUT PIPE ft ft kips RATIO CONN '• 1- 7 0.000 1 19.000 80S5 SAVE STRUT -0.198 0.189 ' 2 20.000 80S5 SAVE STRUT 3.822 0.906 3 20.000 80S5 EAVE STRUT 0.801 0.189 ' 4 19.000 80S5 EAVE STRUT 0.800 0.189 2 3 17.500 1 19.000 80Z15 SINGLE ZEE -0.599' 0.834 2 20.000 80Z16 SINGLE ZEE .2.419' 0.987 3 20.000 80Z16 SINGLE ZEE 2.414 0.986 4 19.000 80Z15 SINGLE ZEE. 2.412 0.834 76 of 147 . Longitudinal Bracing Design Ver. 46.2 Page 12 American Buildings Company Wed May 11 15:12:47 2016 Job Name: W16GO108A Job Part: 1 BXW 3 1 30.000 1 19.000 80Z15 SINGLE ZEE STRUT 0.000 0.672 2 20.000 80Z16 SINGLE ZEE DEFL 0.005 0.794 3 20.000 8OZ16 SINGLE ZEE 0.003 0.793 4 19.000 8OZ15 SINGLE ZEE 0.177 .0.002 0.672 4 3 42.500 1 19.000 80Z15 SINGLE,ZEE h/782 -0.599 0.834 2 20.000 80Z16 SINGLE ZEE 2.419 0.987 .3' 20.000 8OZ16 SINGLE ZEE 2.414 0.986 4 19.000 80Z151SINGLE ZEE 2.412 0.834 5 7 60.000 1 19.000 8OS5 EAVE STRUT -0.198 0.189' 2 20.000 80S5 EAVE STRUT 3.822 0.906 3 20.000 80S5 EAVE STRUT 0.801 0.189 4 '19.000'8OS5 EAVE STRUT 0.800 10.189 *** RSW WALL BRACING LOCATION 0.000`ft DESIGN BRACED BAY 20.000 ft FORCES SHOWN ARE 2ND ORDER = (1ST ORDER FORCES) X (B2), B2 = 1.000 NO T TIER HT BAY QTY 'SIZE LENGTH., HZ FOR TN FOR ST FOR A TEN ft ft -- -------- ------ ---• ---- ft kips ------ ------ kips ------ kips kips 1 1 16.833 20.000 1 BR 5 26.141 4.021 5.256 ------ NA ----- . 7.345 *** ROOF BRACING DESIGN BRACED BAY 20.000 ft FORCES SHOWN ARE 2ND ORDER = (1ST ORDER FORCES) X (B2), B2 = 1.000 NO BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN ft ft kips kips kips kips 1 17.500 1 BR 5 26.933 3.020 4.067- NA '7.345 2 12.500 1' BR 5--23.791 0.003 .0.004 NA 7.345 3 12.500 1 BR 5 23.791 0.003 0.004 NA 7.345 4 17.500 1 BR 5 26.933 3.020 4.067 NA 7.345 *** FSW WALL BRACING LOCATION 60.000 ft DESIGN BRACED BAY 20.000 ft FORCES SHOWN ARE 2ND ORDER = (1ST ORDER FORCES) X (B2), B2 = 1.000 NO T TIER HT BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN ft ft ft kips kips kips kips -- -------- ------ --- ---- ------ ------ ------ ------ ----- 4 1 '16.833 20.000 1 BR5 26.141 4.021 5.256 NA 7.345 ------------------------------=-------------------------------------------- CASE NO: 7 LOAD FACT / GROUP => 1.074 D+C 0.700 E-> nR *** SEISMIC SERVICEABILITY BASED ON'H/19 STRUT FL: 1 5* DEFL H/XXXX DEFL H/XXXX in in #1 0.187 h/1122 0.177 h/1183 #2 0.329 h/783^ 0.329 h/782 #3 0.359 'h/853 0.363 h/843 77 of 147 Ll • a Li Longitudinal Bracing Design Ver: 46.2 Page 13 American Buildings Company Wed May 11 15:12:47.2016 Job Name: W16GO108A Job Part: 1 BXW r �• 44 0.329 h/783 0.329 h/782 #5 0.187 h/1122 0.177 h/1183 ROOF FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER. ' Force to roof diaphragm = Sds/(R/I)W R=3.25 = 0.163W - STRUT BAY: 1 2 3 4 #1 0.544 APPLIED4 AXIAL: „0.136 1.593 -0.272 -0.136 1.321 CARRIEDT X: - 1.321 - - #2 . 0.932 APPLIED- AXIAL: 0.233 0.855 -0.466 -0.233 0.389 CARRIEDT X: 0.389 #3 0.777 APPLIED4 AXIAL: 0.194 0.389 -0.389 -0.194 0.389 CARRIED4, X: - 0.389 #4 0.932 APPLIED4 AXIAL: 0.233 0.855 -0.466 -0.233 1.321 CARRIEDJ• X: 1.321 #5 0.544 APPLIED4 AXIAL: 0:136 1.593 -0.272 -0.136' , WALL FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER RSW BRACING (Strut 1);= 1 Bays of X -Bracing, Force to CBF braced frames pCsW'p=1.30 Cs=Sds/(R/I)=0.163 R=3.25 = 0.211W STRUT BAY: 1 2 3 4 ' #1 t 0.705 APPLIED- AXIAL: 0.176 2.066 -0.353 -0.176 2.418 CARRIEDJ, X: 2.418 WALL FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER FSW BRACING (Strut 5) = 1 Bays of X -Bracing Force to CBF braced frames =•pCsW, p=1.30 Cs=Sds/(R/I)=0.163•R=3.25 = 0.211W STRUT BAY: 1 2 3 •4 45 0.705 APPLIED4 AXIAL: 0.176 2.066 -0.353 -0.176 " 2.'418 CARRIEDJ/ X: , 2.418 + *** BRACING STRUT DESIGN t ST PG LOCATION BN BAY SPA STRUT FORCE .STRUT PIPE ft ft kips RATIO CONN ` =- ----------- ------------------------------------ ----- ---- i, f 1 7- 0.000 'l 19.000 8055 EAVE STRUT + 0.000 0.189 2 20.000 8055 EAVE STRUT 1.913 0.906. ; 3 20.000 8055 EAVE STRUT -0.357 0.189 4 19.000 8055 EAVE STRUT -0.179 0.189 2 3 17.500 1 19.000 8OZ15 SINGLE ZEE 0.000 0.834 2 20.000 8OZ16 SINGLE ZEE 0.628 0:987 3 20.000 80Z16 SINGLE ZEE -0.471 0.986 4 19.000 8OZ15 SINGLE ZEE -0.235, 0.834 3 1 30.000 1 19.000 8OZ15 SINGLE ZEE 0.000 0.672 2 20.000 8OZ16 SINGLE ZEE 0.196 -0.794 3 20.000 80Z16 SINGLE ZEE -,0.392. 0.793 ' 4 19.000 8OZ15 SINGLE ZEE -0.196, 0.672 4 3 42.500 1 19.000 8OZ15 SINGLE ZEE 0_0'00 • 0.834 �. 2 20.000 80Z16 SINGLE ZEE 0.628 0.987 3 _20.000'80Z16 SINGLE ZEE -0.471 •0.986 7 78 of 147 Y � t Longitudinal Bracing Design Ver: 46.2 Page 13 American Buildings Company Wed May 11 15:12:47.2016 Job Name: W16GO108A Job Part: 1 BXW r �• 44 0.329 h/783 0.329 h/782 #5 0.187 h/1122 0.177 h/1183 ROOF FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER. ' Force to roof diaphragm = Sds/(R/I)W R=3.25 = 0.163W - STRUT BAY: 1 2 3 4 #1 0.544 APPLIED4 AXIAL: „0.136 1.593 -0.272 -0.136 1.321 CARRIEDT X: - 1.321 - - #2 . 0.932 APPLIED- AXIAL: 0.233 0.855 -0.466 -0.233 0.389 CARRIEDT X: 0.389 #3 0.777 APPLIED4 AXIAL: 0.194 0.389 -0.389 -0.194 0.389 CARRIED4, X: - 0.389 #4 0.932 APPLIED4 AXIAL: 0.233 0.855 -0.466 -0.233 1.321 CARRIEDJ• X: 1.321 #5 0.544 APPLIED4 AXIAL: 0:136 1.593 -0.272 -0.136' , WALL FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER RSW BRACING (Strut 1);= 1 Bays of X -Bracing, Force to CBF braced frames pCsW'p=1.30 Cs=Sds/(R/I)=0.163 R=3.25 = 0.211W STRUT BAY: 1 2 3 4 ' #1 t 0.705 APPLIED- AXIAL: 0.176 2.066 -0.353 -0.176 2.418 CARRIEDJ, X: 2.418 WALL FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER FSW BRACING (Strut 5) = 1 Bays of X -Bracing Force to CBF braced frames =•pCsW, p=1.30 Cs=Sds/(R/I)=0.163•R=3.25 = 0.211W STRUT BAY: 1 2 3 •4 45 0.705 APPLIED4 AXIAL: 0.176 2.066 -0.353 -0.176 " 2.'418 CARRIEDJ/ X: , 2.418 + *** BRACING STRUT DESIGN t ST PG LOCATION BN BAY SPA STRUT FORCE .STRUT PIPE ft ft kips RATIO CONN ` =- ----------- ------------------------------------ ----- ---- i, f 1 7- 0.000 'l 19.000 8055 EAVE STRUT + 0.000 0.189 2 20.000 8055 EAVE STRUT 1.913 0.906. ; 3 20.000 8055 EAVE STRUT -0.357 0.189 4 19.000 8055 EAVE STRUT -0.179 0.189 2 3 17.500 1 19.000 8OZ15 SINGLE ZEE 0.000 0.834 2 20.000 8OZ16 SINGLE ZEE 0.628 0:987 3 20.000 80Z16 SINGLE ZEE -0.471 0.986 4 19.000 8OZ15 SINGLE ZEE -0.235, 0.834 3 1 30.000 1 19.000 8OZ15 SINGLE ZEE 0.000 0.672 2 20.000 8OZ16 SINGLE ZEE 0.196 -0.794 3 20.000 80Z16 SINGLE ZEE -,0.392. 0.793 ' 4 19.000 8OZ15 SINGLE ZEE -0.196, 0.672 4 3 42.500 1 19.000 8OZ15 SINGLE ZEE 0_0'00 • 0.834 �. 2 20.000 80Z16 SINGLE ZEE 0.628 0.987 3 _20.000'80Z16 SINGLE ZEE -0.471 •0.986 7 78 of 147 Longitudinal Bracing Design Ver..46.2 Page 14 American Buildings Company Wed May 11 15:12:47.2016 Job Name: W16G0108A Job Part: 1 BXW. 4 19.000 80Z15 SINGLE ZEE -0.235 0.834 5 .7 60.000 1 19.000 8055 EAVE STRUT 0.000 0.189 2 20.000 8055 EAVE STRUT 1.913 0.906 3 20.000 80S5 EAVE STRUT -0.357 0.189 4 19.000 8055 EAVE STRUT 0.179 0.189 *** RSW WALL BRACING LOCATION 0..000 ft.DESIGN BRACED BAY 20.000'ft FORCES SHOWN ARE 2ND ORDER = (1ST ORDER FORCES) X (B2), B2 = 1.010 NO T TIER HT BAY QTY SIZE LENGTH RZ FOR TN FOR ST FOR A TEN -----ft -ft ---- ft --kips --kips kips kips 1 1 16.833 20.000 1 BR.5 26.141 •2.443 3.193 NA 7.345 *** ROOF BRACING DESIGN BRACED BAY 20.000 ft FORCES SHOWN ARE 2ND ORDER = (1ST ORDER FORCES) X (B2), B2 = 1.010 NO BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN ft ft kips kips kips kips -- ------ --- ---- ----- ------ ------ ------ ----- 1 17.500 1 BR 5. 26.933 1.334 1.797 NA 7.345 2 12.500 1 BR 5 23.7.91 0.392 0.467 NA 7.345 3 12.500 1 BR'5 23.791 0.392 0.467 NA 7.345 4 17.500 1 BR 5 26.933 1.334 1.797 NA 7.345 *** FSW WALL BRACING LOCATION 60.000 ft DESIGN BRACED BAY 20.000 ft FORCES SHOWN ARE 2ND ORDER = (1ST ORDER FORCES) X (B2), B2 = 1.010 NO T TIER HT BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN ft ft ----ft kips kips kips kips • 4 1 16.833 20.000 1 BR'5 26.141 2.443 3.193 NA 7.395 -------------------------------------------------------------------------- CASE NO: 8 LOAD FACT / GROUP => 1.074 D+C 01.700 E<- nL *** SEISMIC SERVICEABILITY BASED ON H/19 STRUT- FL: 1 5 DEFL H/XXXX DEFL. H/XXXX in in #1 0.174 h/1208 0.193 h/108'6 #2 0.324 h/795 0.345 h/747 #3 0.364 h/839 0.378 h/809 #4 0.324 h/79,5 0.345 h/747 #5 0.174 h/1208 0.193 h/1086 ROOF FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER Force to roof diaphragm = Sds/(R/I)W R=3.25 = 0.163W STRUT BAY: 1 2 3 4 #1 0.544 APPLIEDF AXIAL: -0.136 1.729 0.272 0.136 79 of 147 Longitudinal Bracing Design Ver. 46.2 Page �15 American Buildings Company Wed May•11 15:12:47 2016, Job Name: W16GO108A Job Part: 1 BXW 1.321 CARRIEDT X: 1.321 ,. #2 0.932 APPLIEDF AXIAL: -0.233 1.088 .0.466 0.233 0.389 CARRIEDT X: 0.389 43 0.777 APPLIEDF AXIAL: -0.194 0.583 0.389 0.194 0.389 CARRIED,, X: 0.389 #4 0.932 APPLIEDF AXIAL:" -0.233 1.088 0.466 0.233 1.321 CARRIED•, X: 1.321 45 ' 0.544.APPLIEDF AXIAL: -0.136 1.729 0.2.72 0.136 WALL FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER RSW BRACING (Strut 1) = 1 Bays of X -Bracing Force to CBF brace& frames = pCsW p=1.30 Cs=Sds/(R/I)=0.163 R=3.25 = 0.211W STRUT BAY:- 1 2 3 4 #1 0.705 APPLIED(- AXIAL: -0.176 2.242 0.353 0.176 ' 2.418 CARRIED4, X:• 2'.418 WALL FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER FSW BRACING (Strut 5) = 1 Bays of X -Bracing Force to CBF braced frames = pCsW p=1.30 Cs=Sds/(R/I)=0.163 R=3.25 0.211W STRUT_ BAY: 1 2 3 4 #5 0.705 APPLIEDF AXIAL: -0.176 2.242 0.353 0.176 2.418 CARRIED4, X: , X2.418 + *** BRACING STRUT DESIGN ST PG LOCATION BN BAY SPA STRUT FORCE STRUT PIPE ft ft kips RATIO CONN 1 -7 0.000 1 19.000 80S5 SAVE STRUT 0.000 0.189 r 2 20.000 80S5 EAVE STRUT 2.271 0.906 r 3 20.000 80S5 EAVE STRUT 0.357 0.189 4 19.000 80S5 EAVE STRUT 0.179 0.189 "2 3 17.500 1 19.000 80Z15 SINGLE ZEE 0.000 0.834 2 20.000 8OZ16 SINGLE ZEE 1.099' 0.987 3 20.000 8OZ16 SINGLE ZEE 0.471 0.986 4 19.000 80Z15 SINGLE ZEE 0.236 0.834 3 1 30.000 1 19.000 8OZ15 SINGLE ZEE 0.000 0.672 2 20.000 8OZ16 SINGLE ZEE 0.589 0.794 3 20.000 80Z16 SINGLE ZEE 0.393 0.793 4 19.000 80Z15 SINGLE ZEE 0.196 0.672' 4 3 42.500 1 19.000 8OZ15 SINGLE ZEE, 0.000 0.834 2 20.000 8OZ16 SINGLE ZEE 1.099 0'.987 3 20.000 8OZ16 SINGLE ZEE 0.47,1• .•0.986 4 19.Ob0 8OZ15 SINGLE ZEE 0.236 0.834 ` 5 7 60.000 1 19.000 80S5 EAVE STRUT 0.000 0.189 2 20.000 80S5 EAVE STRUT 2.271 0.906 3 20.000 80S5 EAVE STRUT 0.357 0.189 4 19.000 80S5 EAVE STRUT 0.179, 0.189 *** RSW WALL BRACING LOCATION 0.000 ft DESIGN BRACED BAY 20.000 ft ` 80 of 147 Longitudinal Bracing Design Ver. 46.2 Page 16 American Buildings Company Wed May 11 15:12:47'2016 Job Name: W16G0108A. Job Part: 1 BXW FORCES SHOWN ARE 2ND ORDER = (1ST ORDER FORCES) X (B2), B2 = 1.010 NO T TIER HT BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN ft ft ft kips kips kips kips 1 1 16.833 20.000 1 BR 5 26.141 2.443 •3.193' NA 7.345 *** ROOF BRACING DESIGN BRACED BAY 20.000 ft FORCES SHOWN ARE 2ND ORDER = (1ST ORDER FORCES) X (B2), B2- 1.010 NO BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN • ft ft kips kips kips kips 1 17.500 1 BR 5 26.933 1.335 1.797 NA 7.345 2 12.500 1 BR 5 23.791 0.393 0.467 NA 7.345 3 12.500 1 BR 5 23.791 0.393 0.467 NA 7.345 4 17.500 1 BR 5 26.933 1.335 1.797 NA 7.345 *** FSW WALL BRACING LOCATION 60.000 ft DESIGN BRACED BAY 20.000 ft FORCES SHOWN ARE 2ND ORDER = (1ST ORDER FORCES) X (B2), B2 = 1.010 NO T TIER HT BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN ft ft ft. kips kips kips kips -- -------- ----- --- ---- ------ ------ ------ ------ ----- 4 1 16.833 20.000 1 BR 5 26.141 2.443 3.193 NA 7.345 81 of 147 0 Longitudinal Bracing Design Ver. 46.2 Page 17 American Buildings Company Wed May 11 15:12:47 2016 Job Name: W16GO108A Job Part: 1 BXW 82 of 147 *** MAXIMUM BRACING REACTIONS AND DESIGN LOAD COMBINATIONS CASE M RSW VERT M RSW HORZ LOAD FACTOR / LOAD GROUP => 23 5.5kips 6.6kips 1.000 WPIP-> nR 24 5.6kips 6.7kips 1.000 WPIP<- nL 25 5.6kips 6.7kips 1.000 WNIP-> nR 26 5.6kips 6.7kips 1.000 WNIP<- nL 27 2.9kips 3.4kips 1.000 E-> nR 28 2.9kips 3.4kips 1.000 E<- nL • 29 O.Okips O.Okips 1.000 D+C 30 O.Okips O.Okips 1.000 D 31 O.lkips 0.1kips 1.000 L CASE M FSW VERT M FSW HORZ LOAD FACTOR / LOAD GROUP => 23 5.5kips 6.6kips 1.000 WPIP-> nR 24 5.6kips 6.7kips 1.000 WPIP<- nL 25• 5.6kips 6.7kips 1.000 WNIP-> nR 26 5.6kips 6.7kips 1.000 WNIP<- nL 27 2.9kips 3.4kips 1.000 E-> nR 28 2.9kips 3.4kips 1.000 E<- nL 29 O.Okips O.Okips 1.000 D+C 30 O.Okips O.Okips 1.000 D 31 0.1kips O.lkips 1.000 L *** LOAD CASE SUMMARY B2 ----------------------------------------------------------- CASE NO: 1 1.000 D+C + 1.000 L nR 1.06 CASE NO: 2 1.000 D+C + 1.000 L nL 1.06 CASE NO: 3 1.000 D + 0.600 WPIP-> nR 1.00 CASE NO: 4 1.000 D + 0.600 WPIP<- nL 1.00 CASE NO: 5 1.000 D + 0.600 WNIP-> nR 1.00 CASE NO: 6 1.000 D + 0.600 WNIP<- nL 1.00 CASE NO: 7 1.074 D+C + 0.700 E-> nR 1.01 CASE NO: 8 1.074 D+C + 0.700 E<- nL 1.01 CASE NO: 9 0.895 D+C + 0.583 nE-> nR 1:01 CASE.NO: 10 0.895 D+C + 0.583 nE<- nL 1.01 CASE NO: 11 1.000 D+C + 0.450 WPIP-> + 0.750 L nR 1.02 CASE N0:' 12 1.000 D+C + 0.450 WPIP<- + 0.750 L nL 1.02 CASE NO: 13 1.000 D+C + 0.450 WNIP-> + 0.750 L nR 1.03 CASE NO: 14 1.000 D+C + 0.450 WNIP<- + 0.750 L nL 1.03 CASE NO: 15 0.600 D + 0.600 WPIP-> nR 1.00 CASE NO: 16 0.600 D + 0.600 WPIP<- nL 1.00 CASE NO: 17 0.600 D + 0.600 WNIP-> nR 1.00 CASE NO: 18 0.600 D + 0.600 WNIP<-• nL 1.00 CASE NO: 19 0.526 D+C + 0.700 E-> nR 1.00 CASE NO: 20 0.526 D+C + 0.700 E<- nL 1.00 CASE NO: 21 0.438 D+C + 0.583 nE-> nR 1.00 CASE NO: 22 0.438 D+C + 0.583 nE<- nL 1.00 82 of 147 gitudinal Bracing Design Ver. 46.2 Page rican Buildings Company Wed May 1115:12:47 2 Name: W16G0108A Job Part: 1 BXW *** SUMMARY MEMBER'STRESS REPORT WALL X BRACING WALL BAY TR TYPE X -BRACE L CASE S RATIO ---------------------------------------------- FSW 2 1 RD BR5- 4 0.72 RSW 2 1 RD BR5- 4 0.72 ROOF X BRACING XB -NO--------- TYPE --X=BRACE----L- CASE -S-RATIO • 1 RD BR5- 4 0.56 2 RD BR5- 8 0.06 3 RD BR5- 8 0.06 4 RD BR5- 4 0.56 83 of 147 } 1 ABC Design Calculations Pamphlet AMERICAN BUILDINGS COMPANY'S Standard Purlins and Girts are light gage 8" x 2 1/2" "Z" and "C", 9 1/2" x 3" "Z" and "C" and 12" x 3 1/8" "Z" and "C" sections (with stiffened flanges) cold formed from 55,000 psi yield steel. The fully braced section properties and capacities computed in accordance with the North American Cold -Formed Steel Specifications, 2012 Edition, are as follows: 3" 3�� 2� � 3� 17/8" 1" 1 3/16" T 8" T 9 1/2' T 12" 8" T 91 /2' T 12" T 50(\'�� 50 7/8" �1" 13116' • 2112" 7/8V� 21/2 ! 31/8 DIMENSIONS, PROPERTIES AND CAPACITIES SEC'T'ION THICKNESS T (m.) WEIGHT' (lbs./ft.) AREA (m?) U (� ") (Full) Sx (�.3) (Effective) rx (in.) Iv (� ^) (Full) Sv (�.3) (Effective) ry (m.) MAX. ALLOW • SHEAR (KIPS) MAX. ALLOW' MOMENT (IZP-Fr.) 8Z 16 0.060 2.87 0.84 8.09 1.74 3.10 1.22 0.32 1.20 2.60 4.77 8Z 15 1 0.067 3.20 0.94 1 8.99 1.97 1 3.09 1.36 0.38 1 1.20 3.63 5.39 8414 0.075 3.59 1.05 10.02 2.27 3.09 1.51 0.45 1.20 5.11 6.22 8Z 13 0.089 4.26 1.25 11.80 2.81 3.08 1.77 0.58 1.19 8.57 7.70 8Z 12 0.099 4.73 1.39 13.05 3.15 3.08 1.95 0.66 1.19 10.82 8.66 9.5Z 15 0.067 3.82 1.12 15.28 2.61 3.69 2.33 0.51 1.44 3.02 7.16 9.5Z 14 0.075 4.27 1.26 17.04 3.08 3.68 2.59 0.56 1.44 4.24 1 8.46 9.5Z 13 10.089 5.07 1.49 120.09 3.75 3.68 3.04 0.73 1.43 7.11 10.30 9.5Z 12 0.099 5.64 1.66 22.24 4.32 3.67 3.36 0.84 1.43 9.81 11.86 12Z 13 0.089 5.98 1.76 36.36 5.34 4.55 3.66 0.86 1.45 5.54 14.64 12Z 12 0.099 6.65 1.96 40.29 6.21 4.55 4.04 1.01 1.44 7.64 17.04 12Z 11 0.120 8.06 2.37 48.42 7.81 1 4.54 4.83 1.30 1.43 13.66 21.44 8C16 0.060 2.87 0.84 7.94 1.80 3.07 0.71 10.36 0.92 1 2.60 4.94 8C 15 0.067 3.20 0.94 1 8.82 2.05 3.07 0.79 0.40 0.92 3.63 5.62 8C14 0.075 3.59 1.05 9.81 2.37 3.06 0.87 0.45 0.91 5.11 6.51 8C13 0.089 4.26 1.25 11.53 2.88 3.05 1.01 0.54 0.91 8.57 7.90 8C12 0.099 4.73 1.39 12.73 3.18 3.05 1.11 0.60 0.90 10.82 8.74 9.5C15 0.067 3.82 1.12 15.02 2.76 3.66 1.36 0.57 1.10 3.02 7.58 9.5C14 0.075 4.27 1.26 16.74 3.17 3.65 1.51 0.64 1.10 4.24 8.71 9.503 0.089 5.07 1.49 19.69 3.91 3.65 1.76 0.76 1.09 7.11 10.73 9.502 0.099 5.64 1.66 21.78 4.46 3.64 1.94 0.85 1.09 9.81 12.24 12C13 0.089 5.98 1.76 36.00 5.80 4.52 2.26 0.90 1.13 5.54 15.91 12C12 0.099 6.65 1.96 39.85 6.64 4.52 2.48 1.00 1.13 7.64 18.23 12CII 1 0.120 8.06 2.37 47.78 7.96 1 4.51 1 2.94 1.22 1.12 1 13.66 21.86 Stress Increase = 1.00 Moments and shears used in selecting "Z" and "C" sections and connections for the Purlin and Girls were found by the stiffness method of analysis. To meet varying load requirements, the "Z" and "C" members shall be of simple span or lapped over the interior frames to form a continuous beam. The purlin sections were then designed for, the maximum positive moments and for the moment and shear combination at the beginning and termination of the laps. The double "Z" and "C" sections were also checked for the maximum negative moments over the interior frames. SUBJECT TO CHANGE WITHOUT NOTICE REVISED AUGUST 28, 2015 0 ` AMERICAN BUILDINGS COMPANY A F r o n t R o o f D e s i g n Designer: VDF Version Number: Ver. 46.2 Job Number: W16G0108A, Module:.l Date/Time: 05/11/16 03:12 PM t --------------------------------------------------------------------------- Type Width Length Ridge Dist Slope(F) Slope(R) No.BAYS LRF 60.000 ft 80.000 ft 30.000 ft 3.000-:12 3.000:12 4 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ;- i Wall Base Adjustments: FSW RSW LEW REW 0.000 ft 0.000 ft 0.000 -it •0.000ft S.Wall Eave Ht. Lean -To Width E.Wall Type Col_Spc. Girt Type Overhang Front: 18.000 ft 0.000 ft Left 1 S B 0.000 ft Rear: 18.'000 ft 0.000 ft Right 1 S B 0.000.ft + Building Code: 2013 California Building Code. ------------ ------------ ---------------------------------------------------- . Building Use Category: II. A11 buildings and other structures except those, listed in Risk Categories I, III, and IV '(Snow Importance Factor•= 1.000) - Roof Dead Load = 1.500 psf Collateral Load = 1.000 psf - Roof Live Load = 20.000 psf r Ground Snow Load = 0.000 psf Snow Exposure Category: Fully Exposed (Snow Exposure Factor = 0.900) Thermal Condition: All structures except as indicated below (Thermal -Factor 1.000) Roof Snow Load = 0.000 psf Wind Velocity = 110.000 mph Open Condition: Enclosed Buildings " Wind Exposure Category: C. Open terrain with scattered obstructions having heights generally-less,than 30 feet & where Exposures B or D do not apply Design Wind Pressure (Cladding and Secondary) = 24.169 psf -------------------------------- ----------------------------------------- Anti -Roll Region #1 from eave to peak Width: 30.9233 ft On Slope: 3:12 Lines(np):•6 W(gravity): 14.7654 psf At Frame Line: 2 Applied Force(PL): -697.199 lbs Qty Clips Needed: 1 Qty Clips Utilized: 1 Resistance: -2000 -lbs Purlin locations on slope from peak to eave. Line Distance Design Interest' Anti -Roll Lt.Edge Rt.Edge, Weight No. (feet) Spacing Line Region Clip Package ,Package (lbs) -------------------------------------------------------------------- 1 1.50 .4.00 Y 1. Y(DnHill) 269.5 , ` 2 6.50 5.00 269.5 3 11.50 5.00 Y .•269.5 4 16.50 5.00 Y269.5 TYP 5 21.50 4.86 269.5 6 .26.21 4.71 Y 269.5 7 30.92 2.36 Y 303.3 eave strut LINE WEIGHT TOTAL 1920.0 + EXTENDED WEIGHT TOTAL 1920.01 + Pagel of 20 86 of 147 P A N E L Panel type: L3P26 Sx(top) =0.037 in3; Sx(bottom) = 0.046 in3; Fy = 80 ksi ---------------------------------------------------------------------- Support purlin location (eave to ridge): 0.000 4.712 9.423 14.423 19.423 24.423 29.423 Applied loads and adjusted loads: 0.940 psf= 0.912 to 0.912 lb/ft D 20:000 psf= 18.824 to 18.824 lb/ft L+ -67.191 psf= -67.191 to -67.191 lb/ft W(at eave corner) - 16.435 psf= 16.435 to 16.435 lb/ft W(at eave corner)+ -67.191 psf= -67.191 to -67.191 lb/ft W(at peak corner) - 16.435 psf= 16.435 to 16.435 lb/ft W(at peak corner)+ -45.438 psf=-45.438,to -45.438 lb/ft W(at rake edge) - 16.435 psf= 16.435 to 16.435 lb/ft W(at rake edge)+ -45.438 psf= -45.438 to -45.438 lb/ft W(at eave edge) 16.435 psf= 16.435 to 16.435 lb/ft W(at eave edge)+ -45.438 psf= -45.438 to -45.438 lb/ft W(at peak edge) - 16.435 psf= 16.435 to 16.435 lb/ft W(at.peak edge)+ -26.103 psf= -26.103 to -26.103 lb/ft W(typical)- 16.435 psf= 16.435 to 16.435 lb/ft W(typical)+ Load Combination: D + L+ Check By ASD; L/60 Deflection Limit Net uniform load of 19.735 19.735 19.735 lb/ft Continuous spans of 5.000 5.000 5.000 ft Reaction = 108.545 lb; Capacity = 281.143 lb; Check Ratio = 0.386 Load Combination: D + 0.6W(at eave corner) Check By ASD; No Deflection Limit Net uniform load of -39.403 -39.403 lb/ft Continuous spans of 4.712 4.712 ft Shear = 116.032 lb + Bending = 109.340 ft -1b; Check Ratio = 1.007 Load Combination: D + 0.6W(at eave corner)+ Check By ASD; No Deflection Limit Net uniform load of 10.773 10.773 lb/ft Continuous spans of 4.712 4.712 ft Reaction = 63.448 lb; Capacity = 281.143 lb; Check Ratio = 0.226 Load Combination: D + 0.6W(at peak corner) - Check By ASD; No Deflection Limit Net uniform load of -39.403 lb/ft On a simple span of 5.000 ft Moment = -123.133 ft -lb; Capacity 137.725 ft -lb; Check Ratio.= 0.894 Load Combination: D + 0.6W(at peak corner)+ Check By ASD; No Deflection Limit Net uniform load of 10.773 lb/ft On a simple span of 5.000 ft Moment = 33.666 ft -lb; Capacity = 110.778 ft -lb; Check Ratio = 0.304 Load Combination: D + 0.6W(at rake edge)- - Check By, ASD; No Deflection Limit Net uniform load of -26.351 -26.351 -26.351 -26.351 Page 2 of 20 87 of 147 • Page 3 of 20 88 of 147 -26.351 lb/ft Continuous spans of 4.712 5.000 5.000 5.000 5.000 ft Shear = -79.765 lb + Bending = 69.438 ft -lb; Check Ratio.= 0.641 Load Combination: D + 0.6W(at sake edge)+ Check By ASD; No Deflection Limit Net uniform load of 10.773 10.773 10.773 10.773 10.773 lb/ft Continuous spans of 4.712 5.000 5.000 5.000 5.000 ft Reaction = 60.998 lb; Capacity = 281.143 lb; Check Ratio = 0.217 Load Combination: D + 0.6W(at.eave edge) - Check By ASD; No Deflection Limit Net uniform load of -26.351 -26.351 lb/ft Continuous spans of. 4.712 4.712 ft Shear = 77.598 lb + Bending = 73.123 ft -lb; Check Ratio = 0.673 Load Combination: D + 0.6W(at eave edge)+ Check By ASD; No Deflection Limit Net uniform load of 10.773 10.773 lb/ft Continuous spans of 4.712 4.712 ft Reaction = 63.448 lb; Capacity = 281.143 lb; Check Ratio 0.226 Load Combination: D + 0.6W(at peak edge) - Check By ASD; No Deflection Limit Net uniform load of -26.351 lb/ft, On a simple span of 5.000 ft Moment = -82.347 ft -1b; Capacity = -137.725 ft-lb;'Check Ratio = 0.598 Load Combination: D + 0.6W(at peak edge)+ Check By ASD; No Deflection Limit Net uniform load of 10.773 lb/ft On a simple span of 5.000 ft Moment = 33.666 ft -lb; Capacity = 110.778 ft -lb; Check Ratio = 0.304 Load Combination: D + 0.6W(typical)- Check By ASD; No Deflection Limit Net uniform load of -14.750 -14.750 -14.750 -14.750 -14.750 lb/ft Continuous spans of '4.712 5.000 5.000 5.000 5.000 ft Shear = -44.648 lb + Bending = 38.867 ft -lb; Check Ratio = 0.359 Load Combination: D + 0.6W(typical)+ Check By ASD; No Deflection Limit Net uniform load of 10.773 10.773 10.773 10.773 10.773 lb/ft Continuous spans of 4.712 5.000 5.000 5.000 5.000 ft Reaction = 60.998 lb; Capacity = 281.143 lb; Check Ratio = 0.217 Load Combination: D + 0.45W(at eave corner)+ + 3/4L+ Check By ASD; No Deflection Limit Net uniform load of 22.425 22.425 lb/ft Continuous spans of 4.712 4.712 ft Reaction = 132.076 lb; Capacity = 281.143 lb; Check Ratio = 0.470 Load Combination: D + 0.45W(at peak corner)+ + 3/4L+ Page 3 of 20 88 of 147 Check By ASD; No Deflection Limit Net uniform load of 22.425 lb/ft On a simple span of 5.000 ft Moment = 70.079 ft -lb; Capacity = 110.778 ft -lb; Check Ratio = 0.633 Load Combination: D + 0.45W(at rake edge)+ + 3/4L+ Check By ASD; No Deflection Limit - Net uniform load of 22.425 22.425 22.425 22.425 22.425 lb/ft Continuous spans of 4.712 5.000 5.000 5.000 5.000 ft Reaction = 126.976 lb; Capacity = 281.143 lb; Check Ratio = 0.452" Load Combination D + 0.45W(at eave edge)+ + 3/4L+ Check By ASD; No Deflection Limit Net uniform load of 22.425 22.425 lb/ft Continuous spans of 4.712 4.712 ft Reaction = 132.076 lb; Capacity = 281.143 lb; Check Ratio = 0.470 Load Combination: D + 0.45W(at peak edge)+ + 3/4L+ Check By ASD; No Deflection Limit Net uniform load of 22.425 lb/ft On a simple span of 5.000 ft Moment = 70.079 ft -lb; Capacity = 110.778 ft -lb; Check Ratio = 0.633 Load Combination: D + 0.45W(typical)+ + 3/4L+ Check By ASD; No Deflection Limit Net uniform load of 22.425 22.425 22.425 22.425 22.425 lb/ft Continuous spans of 4.712 5.000 5.000 5.000 5.000 ft Reaction = 126.976 lb; Capacity = 281.143 lb; Check Ratio = 0.452 Load Combination: 0.6D + 0.6W(at eave corner) - Check By ASD; No Deflection Limit Net uniform load of 39.767 -39.767 lb/ft Continuous spans of 4.712 4.712 ft Shear = -117.106 lb + Bending = 110.352 ft -lb; Check Ratio = 1.016 Load Combination: 0.6D + 0.6W(at eave corner)+ Check By ASD; No Deflection Limit Net uniform load of 10.408 10.408 lb/ft Continuous spans of 4.712 4.712 ft Reaction = 61.300 lb; Capacity = 281.143 lb; Check Ratio = 0.218 Load Combination: 0.6D + 0.6W(at peak corner) - Check By ASD; No Deflection Limit Net uniform load of -39.767 lb/ft On a simple span of 5.000 ft' Moment = -124.273 ft -lb; Capacity = -137.725 ft -1b; Check Ratio = 0.902 Load Combination: 0.6D + 0.6W(at peak corner)+ Check By ASD; No Deflection Limit Net uniform load of 10.408 lb/ft On a simple span of 5.000 ft Moment = 32.526 ft -lb; Capacity = 110.778 ft -lb; Check Ratio = 0.294 Load Combination: 0.6D + 0.6W(at rake edge) - Check By ASD; No Deflection Limit Net uniform load of -26.716 -26.716 -26.716 -26.716 Page 4 of 20 89 of 147 Load Combination: 0.6D + 0.6W(typical)+ Check By ASD; No Deflection Limit Net uniform load of 10.408 10.408 10.408 10.408 10:408 lb/ft Continuous spans of 4.712 5.000 5.000 5.000 5.000 ft Reaction = 58.933 lb; Capacity = 281.143 lb; Check Ratio = 0.210 Load Combination: D + 1/4W(at eave corner) - Check By ASD; L/60 Deflection Limit Net uniform load of -16.020 -16.020 lb/ft Continuous spans of 4.712 4.712 ft Shear = 47.176 lb + Bending = 44.455 ft -lb; Check Ratio = 0.409 Load Combination: D + 1/4W(at eave corner)+ Page 5 of 20 90 of 147 -26.716 lb/ft Continuous spans of 4.712 5.000 5.000 5.000 5.000 ft Shear = -80.870 lb + Bending = 70.399 ft -lb; Check Ratio = 0.650 Load Combination: 0.6D + 0.6W(at rake edge)+ Check By ASD; No Deflection Limit Net uniform load of 10.408 10.408 10.408 10.408 10.408 lb/ft Continuous spans of 4.712 5.000 5.000 5.000 5.000 ft Reaction = 58.933 lb; Capacity = 281.143 lb; Check Ratio = 0.210 Load Combination: 0.6D + 0.6W(at eave edge) - Check By ASD; No Deflection Limit Net uniform load of -26.716 -26.716 lb/ft Continuous spans of 4.712 4.712 ft • Shear = 78.672 lb + Bending = 74:135 ft -1b; Check Ratio = 0.683 Load Combination: 0.6D + 0.6W(at eave edge)+ Check By ASD; No Deflection Limit Net uniform load of 10.408 10.408 lb/ft Continuous spans of 4.712 4.712 ft Reaction = 61.300 lb; Capacity = 281.143 lb; Check Ratio = 0.218 Load Combination: 0.6D + 0.6W(at peak edge) - Check By ASD; No Deflection Limit Net uniform load of -26.716 lb/ft On a simple span of 5.000 ft Moment = -83.487 ft -lb; Capacity = -137.725 ft -lb; Check Ratio = 0.606 Load Combination: 0.6D + 0.6W(at peak edge)+ Check By ASD; No Deflection Limit Net uniform load of 10.408 lb/ft On a simple span of 5.000 ft Moment '= 32.526 ft -lb; Capacity = 110.778 ft -lb; Check Ratio = 0.294 Load Combination: 0.6D + 0.6W(typical)- Check By ASD; No•Deflection Limit Net uniform load of -15.115 -15.115 -15.115 -15.115 -15.115 lb/ft Continuous spans of 4.712 5.000 5.000 5.000 5.000 ft Shear = -45.752 lb + Bending = 39.829 ft -lb; Check Ratio.= 0.368 Load Combination: 0.6D + 0.6W(typical)+ Check By ASD; No Deflection Limit Net uniform load of 10.408 10.408 10.408 10.408 10:408 lb/ft Continuous spans of 4.712 5.000 5.000 5.000 5.000 ft Reaction = 58.933 lb; Capacity = 281.143 lb; Check Ratio = 0.210 Load Combination: D + 1/4W(at eave corner) - Check By ASD; L/60 Deflection Limit Net uniform load of -16.020 -16.020 lb/ft Continuous spans of 4.712 4.712 ft Shear = 47.176 lb + Bending = 44.455 ft -lb; Check Ratio = 0.409 Load Combination: D + 1/4W(at eave corner)+ Page 5 of 20 90 of 147 Check.By ASD; L/60 Deflection Limit Net uniform load of 5.054 5.054 lb/ft Continuous spans of 4.712 4.712 ft Reaction = 29.763 lb; Capacity = 281.143 lb; Check Ratio = 0.106 Load Combination: D + 1/4W(at peak corner) - Check By ASD; L/60 Deflection Limit Net uniform load'of -16.020 lb/ft On a simple span of 5.000 ft Moment = -50.063 ft -lb; Capacity = -137.725 ft -lb; Check Ratio = 0.364 Load Combination: D + 1/4W(at peak corner)+' Check By ASD; L/60 Deflection Limit Net uniform load of 5.054 lb/ft On a simple span of 5.000 ft Moment = 15.792 ft -lb; Capacity = 110.778 ft -lb; Check Ratio = 0.143 Load Combination: D + 1/4W(at rake edge) - Check By ASD; L/60 Deflection Limit Net uniform load of -10.539 -10.539 -10.539 -10.539 -10.539 lb/ft Continuous spans of 4.712 5.000 5.000 5.000 5.000 ft Shear = -31.900 lb + Bending 27.770 ft --1b; Check Ratio = 0.257 Load Combination: D + 1/4W(at rake edge)+ Check By ASD; L/60 Deflection Limit Net uniform load of 5.054 5.054 5.054 5.054 5.054 lb/ft Continuous spans of 4.712 5.000 5.000 5.000 5.000 ft Reaction = 2.8.614 lb; Capacity = 281.143 lb; Check Ratio = 0.102 Load Combination: D + 1/4W(at eave edge) Check By ASD; L/60 Deflection Limit Net uniform load of -10.539 -10.539 lb/ft Continuous spans of 14.712 4.712 ft Shear = -31.034 lb + Bending = 29.244 ft -lb; Check Ratio = 0.269 Load Combination: D + 1/4W(at eave edge)+ Check By ASD; L/60 Deflection Limit Net uniform load of 5.054 5.054 lb/ft Continuous spans of 4.712 4.712 ft Reaction = 29.763 lb; Capacity = 281:143 lb; Check Ratio = 0.106 Load Combination: D + 1/4W(at peak edge) - Check By ASD; L/60 Deflection Limit Net uniform load'of -10.539 lb/ft On"a simple span of 5.000 ft Moment = -32.933 ft -lb; Capacity = -137.725 ft -lb; Check Ratio = 0.239 Load Combination: D + 1/4W(at peak edge)+ Check By ASD; L/60 Deflection Limit Net uniform load of 5.054 lb/ft On a simple span'of 5.000 ft Moment = 15.792 ft -lb; Capacity = 110.778.ft-lb; Check Ratio = 0.143 Load Combination: D + 1/4W(typical) Check By ASD; L/60 Deflection Limit Net uniform load of . -5.666 -5.666 -5.666 -5.666 Page 6 of 20 91 of 147 -5.666 lb/ft ` Continuous spans of 4.712 5.000 5.000 5.000 , 5.000 ft Shear = -17.151 lb + Bending ='14.931 ft -lb; Check Ratio = 0.138 Load Combination: D + 1/4W(typical)+ Check By ASD; L/60 Deflection Limit Net uniform load of 5.054 5.054 5.054 5.054 5.054 lb/ft Continuous spans of 4.712 5.000 5.000 5.000 5.000 ft Reaction = 28.614 lb; Capacity = 281.143 lb; Check Ratio = 0.102 Load Combination: D + 0.19W(at eave corner)+.+ 3/4L+' Check By ASD; L/60 Deflection Limit Net uniform load of 18.136 18.136 lb/ft Continuous spans of 4.712 4.712 ft Reaction = 106.812 lb; Capacity = 281.143 lb; Check Ratio =•0.380- Load Combination: D + 0.19W(at peak corner)+ + 3/4L+ ` Check By ASD; L/60 Deflection Limit Net uniform load of 18.136 lb/ft On a simple span of 5.000 ft a Moment = 56.674 ft -lb; Capacity 110.778 ft -lb; Check Ratio = 0".512" ; Load Combination: D + 0.19W(at rake edge)+ + 3/4L+ . Check By ASD; L/60 Deflection Limit Net uniform load of 18.136 18.136 18.136 18.136 18.136 lb/ft Continuous spans 'of 4.712 5.000 5.000 5.000 5.000 ft Reaction = 102.688 lb; Capacity 281.143 lb; Check Ratio-= 0.365 Load Combination: D + 0.19W(at eave edge)+ + 3/4L+ Check By ASD; L/60 Deflection Limit . Net uniform load of 18.136 18:136 lb/ft Continuous spans of 4.712 4.712 ft Reaction = 106.812 lb; Capacity .= 281.143 lb; Check Ratio = 0.380 Load Combination: D + 0.19W(at peak edge)+ + 3/4L+ Check By ASD; L/60 Deflection Limit - Net uniform load of 18.136 lb/ft On a simple span of 5.000 ft Moment = 56.674 ft -lb; Capacity = 110.778 ft -lb; Check,Ratio = 0.512 Load Combination: D + 0.19W(typical)+ + 3/4L+ Check By ASD; L/60 Deflection Limit Net uniform load of 18.136 18.136 18.136 18.136 , .18.136 lb/ft Continuous spans of 4.712 5.000 5.000 5.000 5.000 ft. Reaction'= 102.688 lb;'Capacity = 281.143 lb; Check Ratio = 0.365 Load Combination: 0.6D + 1/4W(at eave corner) - Check By ASD; L/60 Deflection Limit Net uniform load of -16.385 -16.385 lb/ft 'Continuous spans of 4.712 4.712 ft Shear = 48.250 lb + Bending = 45.467 ft-1b;.Check Ratio =.0.419 Load Combination: 0.6D.+ 1/4W(at eave corner)+ Page 7 of 20 92 of 147 Check By ASD; L/60 Deflection Limit Net uniform load of 4.689 4.689 lb/ft . Continuous spans of 4.712 4.712 ft Reaction = 27.615 lb; Capacity = 281.143 lb; Check Ratio = 0.098 Load Combination: 0.6D + 1/4W(at peak corner) - Check By ASD; L/60 Deflection Limit Net uniform load of -16.385 lb/ft On a simple span of 5.000 ft Moment = -51.203 ft -lb; Capacity = -137.725 ft -lb; Check Ratio = 0.372 Load Combination: 0.6D + 1/4W(at peak corner)+ Check By ASD; L/60 Deflection Limit f Net uniform load of 4.689 lb/ft- On a simple span of 5.000 ft• Moment = 14.653 ft -lb; Capacity = 110.778 ft -lb; Check Ratio = 0.132 Load Combination: 0.6D + 1/4W(at rake edge)- • Check By ASD; L/60 Deflection Limit Net uniform load of -10.903 -10.903 -10:903 -10.903 -10.903 lb/ft Continuous spans of 4.712 5.000 5.000 5.000 5.000 ft Shear = -33.005 lb + Bending = 28:731 ft -lb; Check Ratio = 0.265 Load Combination: 0.6D + 1/4W(at rake edge)+ Check By ASD; L/60 Deflection Limit Net uniform load.of 4.689 4.689 4.689 • ,..4.689 4.689 lb/ft Continuous'spans of 4.712 5.000 5.000• 5.000 5.000 ft Reaction = 26.549 lb; Capacity = 281.143 lb; Check Ratio = 0.094 Load Combination: 0.6D + 1/4W(at eave edge) - Check By ASD; L/60 Deflection Limit Net uniform load of -10.903 -10.903 lb/ft Continuous spans of 4.712 4.712 ft Shear = 32.108 lb + Bending = 30.256 ft -lb; Check Ratio = 0.279 Load Combination: 0.6D + 1/4W(at eave edge)+ Check By ASD; L/60 Deflection Limit Net uniform load of 4.689 4.689 lb/ft Continuous spans of 4.712 4.712 ft Reaction = 27.615 lb; Capacity = 281.143 lb;' Check Ratio = 0.098 Load Combination: 0.6D + 1/4W(at peak�edge)- Check By ASD; L/60 Deflection Limit Net uniform load of -10.903 lb/ft On a simple span of 5.000 ft Moment = -34.073 ft -lb; Capacity = -137.725 ft -lb; Check Ratio = 0.247 Load Combination: 0.6D + 1/4W(at peak edge)+ Check By ASD; L/60=Deflection Limit Net uniform load of 4.689 lb/ft On a simple span of 5.000 ft Moment = 14.653 ft -lb; Capacity = 110.778 ft -lb; Check Ratio = 0.132 Load Combination: 0.6D + 1/4W(typical)- Check By ASD; L/60 Deflection Limit Net uniform load of -6.031 -6.031 -6.031 -6.031 Y Page 8 of 20 93 of 147 6.031 lb/ft Continuous spans of 4.712 5.000 5.000 5.000 5.000 ft Shear = -18.255 lb +Bending = 15.892 ft -1b; Check Ratio 0.147 Load Combination: 0.6D + 1/4W(typical)+ Check By ASD; L/60 Deflection Limit Net uniform load of 4.689 4.689 4.689 4.689 4.689 lb/ft Continuous spans of 4.712 5.000 5.000 5.000 5.000 ft Reaction ,= 26.549 lb; Capacity = 281.143 lb; Check Ratio ='0•.094 Load Combination: L+ No Stress Design; L/60.Deflection Limit Net uniform load•of 1.8.824 18.824 18.824 lb/ft . Continuous spans of 5.000 5.000. . 5.000.ft' Deflection = 0.070 inches; Limit = 1.000 inches; Check'Ratio 0.070 --------------------------------------------------------------------------- Roof purlin line 1 (Strut Line) --------------------------------------------------------------------------- Design Spacing 4.000 ft Mounting Condition at Supports BYPASS Lateral Restraint by Panel Attachment THROUGH -FASTENED End Inset Dimension at Lt End of Line 1.000 ft End Inset Dimension at Rt End of Line 1.000 ft Line is Contained Within 6.000 ft Edge Strip at Peak With a 6.000 ft Edge Strip at Lt End and a 6.000 ft Edge Strip at Rt End Wind Suction Coefficient at Interior Region -1.380 Wind Suction Coefficient in Edge Strip at End -2.180 Wind Pressure Coefficient 0.662 DESIGN SUMMARY . Roof purlin line 1 (Strut Line) Span Length Mark Left Right Brace End Load Check Controlling ID No. Lap Lap Pts Clips Case Ratio Check --------------------------------------------------------------------------- (ft) (ft) (ft) 1L 1.000 80Z15 0.000 0.000 0 No 16 0.672 web crippling 16 L/ 127 deflection 1 19.000 80215 0.000 1.500 0 No 16 0.672 web crippling 38 L/ 728 deflection 2 20.000 8OZ16 1.500 1.500 0 No 16 0.794 compression+bending 35 L/1790 deflection 3 20.000 8OZ16 1.500 1.500 0 No 16 0.793 bending 35 L/1790 deflection 4 19.000 80Z15 1.500 0.000 0 No 16 0.672 web crippling 39 L/ 728 deflection 4R . 1.000 8OZ15 0.000 0.000 0 No 16 0.672 web crippling 16 L/ 127 deflection Total weight (extended) = 269.5 (269.5) lbs. Max check ratio = 0.794 LOAD COMBINATIONS Roof purlin line 1 (Strut Line) No. Load Case Description Page 9 of 20 94 of 147 --------------------------------------------------------------------------- 1 D+C + L Check By ASD; No Deflection Limit 2 D + 0.6W - Check By ASD; No Deflection Limit 3 D + 0.6WPIP-> Check By ASD; No Deflection Limit 4 D + 0.6WPIP<- Check By ASD; No Deflection Limit 5 D + 0.6WNIP-> Check By ASD; No Deflection Limit 6 D + 0.6WNIP<- Check By ASD; No Deflection Limit 7 D+C + 0.6W+ Check By ASD; No Deflection Limit 8 D+C + 0.6WPIP-> Check By ASD; No Deflection Limit 9 D+C + 0.6WPIP<- • Check By ASD; No Deflection Limit 10 D+C + 0.6WNIP-> Check By ASD; No Deflection Limit 11 D+C + 0.6WNIP<- Check By ASD; No Deflection Limit 12 1.07D + 0.7E-> Check By ASD; No Deflection Limit 13 1.07D + 0.7E< - Check By ASD; No Deflection Limit 14 1.07(D+C) + 0.7E-> Check By ASD; No Deflection Limit 15 1.07(D+C) + 0.7E< - Check By ASD; No Deflection Limit 16 D+C + 0.45W+ + 3/4L Check By ASD; No Deflection Limit 17 D+C + 0.45WPIP-> + 3/4t Check By ASD; No Deflection Limit 18 D+C + 0.45WPIP<- +-3/4L • Check By ASD; No Deflection Limit' 19 D+C + 0.45WNIP-> + 3/4L Check By ASD; No Deflection Limit 20 D+C + 0.45WNIP<- + 3/4L Check By ASD; No Deflection Limit 21 0.6D + 0.6W - Check By ASD; No Deflection Limit 22 0.6D + 0.6WPIP-> Check By ASD; No Deflection Limit 23 0.6D + 0.6WPIP<- Check By ASD; No Deflection Limit 24 0.6D + 0.6WNIP-> Check By ASD; No Deflection Limit 25 0.6D + 0.6WNIP<- Check By ASD; No Deflection Limit 26 0.6(D+C) + 0.6W+ Check By ASD; No Deflection Limit 27 0.6(D+C) + 0.6WPIP-> Check By ASD; No Deflection Limit 28 0.6(D+C) + 0.6WPIP<- Check By ASD; No Deflection Limit 29 0.6(D+C) + 0.6WNIP-> Check By ASD; No Deflection Limit 30 0.6(D+C) + 0.6WNIP<- Page 10 of 20 95 of 147 Page 11 of 20 96 of 147 c Check By ASD; No Deflection Limit 31 0.53D + 0.7E-> Check By ASD; No Deflection Limit 32 0.53D + 0.7E< - Check By ASD; No Deflection Limit 33 0.53(D+C) + 0.7E-> Check By ASD; No Deflection Limit 34 0.53(D+C)'+ 0.7E< - Check By,ASD; No Deflection Limit 35 L No Stress Check; L/150 Deflection Limit . 36 0.42W - No Stress Check; L/180 Deflection Limit 37 0.42W+ No Stress Check; L/180 Deflection Limit '• 38 0.42WPIP-> No Stress Check; L/180 Deflection Limit 39 0.42WPIP<- No Stress Check; L/180 Deflection Limit 40 0.42WNIP-> No Stress Check; L/180 Deflection Limit 41 0.42WNIP<- No Stress Check; L/180 Deflection Limit , APPLIED LOADS Roof purlin line 1 (Strut Line) No. Load Load Span Intensity From •Intensity To Type Group Designation # lb/ft(kips) feet lb/ft feet ----------------------------------------- UNIF D ALL, ---------------------- 5.821 - 0.000 5.821 0.000 2 UNIF D+C ALL 9.586 0.000 9.586 0.000 3 UNIF L ALL 75.294 0.000 75.294 0.000 4 UNIF W- 1L -210.757 0.000 -210.757 1.000 5 UNIF W- 1 -210.757 0.000 -210.757 5.000 • 6 UNIF W- 1 -133.415 5.000 -133.415 19.000 7 UNIF W- 2 -133.415 0.000 -133.415 20.000 8 UNIF W- 3 -133.415 0.000 -133.415 20.000 9 UNIF W- 4 -133.415 0.000 -133.415 14.000 10 UNIF W- 4 -210.757 14.000 -210.757 19.000 11 UNIF W- 4R -210.757 0.000 -210.757, 1.000 12 UNIF W+ ALL 64.000 0.000 64.000. 0.000 13 UNIF WPIP-> 1L -210.757 0.000 -210.757 1.000 14 UNIF WPIP-> 1 -210.757 0.000 -210.757 5.000 15 UNIF WPIP-> 1 -133.415 5.000 -133.415 19.000 16 UNIF WPIP-> 2 -133.415 0.000 -133.415 20.000 17 UNIF WPIP-> 3 -133.415 0.000 -133.415 20.000 18 UNIF WPIP-> 4 -133.415 0.000 -133.415 19.000 19 UNIF WPIP-> 4R -133.415 0.000 -133.415 1.000 20 UNIF WPIP<- 1L -133.415 0.000 -133.415 1.000 21 UNIF WPIP<- 1 -133.415 0.000 -133.415 19.000 22 UNIF WPIP<- 2 -133.415 0.000 -133.415 20.000 23 UNIF WPIP<- 3 -133.415 0.000 -133.415 20.000 24 UNIF WPIP<- 4 -133.415 0.000 -133.415 14.000 25 UNIF WPIP<- 4 -210:757 14.000 -210.757 19.000 26 UNIF WPIP<- 4R -210.757: 0.000 -210.757 1.000 27 UNIF WNIP-> 1L -175.953 0.000 -175.953 1.000 28 UNIF WNIP-> 1 -175.953 0.000 -175.953 5.000 29 UNIF WNIP-> 1 -98.611 5.000 -98.611 19.000 30 UNIF WNIP-> 2 -98.611 0.000 -98.611' 20.000 ' Page 11 of 20 96 of 147 c 31 UNIF WNIP-> 3 -98.611 0.000 -98.611 20.000 32 UNIF WNIP-> 4 -98.611 0.000 -98.611 19.000 33 UNIF WNIP-> 4R -98.611 0.000 -98.611 1.000 34 UNIF WNIP<- 1L -98.611 0.000 -98.611 1.000 35 UNIF WNIP<- 1 -98.611 0.000 -98.611 19.000 36 UNIF WNIP<- 2 -98.611 0.000 -98.611 20.000 37 UNIF WNIP<- 3 -98.611 0.000 -98.611 20.000 38 UNIF WNIP<- 4 -98.611 0.000 -98.611 14.000 39 UNIF WNIP<- 4 -175.953 14.000 -175.953 19.000 40 UNIF WNIP<- 4R -175.953 0.000 -175.953 1.000 41 AXLD E-> 2 0.137 0.000 0.000 0.000 42 AXLD E-> 3 -0.274 0.000 0.000 0.000 43 AXLD E-> 4 -0.137 0.000 0.000 0.000 44 AXLD E<- 2• 0.412 0.000 0.000 0.000 45 AXLD E<- 3 0.274, 0.000 0.000 0.000 46 AXLD E<- 4 0.137 0.000 0.000 0.000 47 AXLD D+C 2 0.001 0.000 0.000 0.000 48 AXLD D+C 3 -0.002 0.000 0.000 0.000 • 49 AXLD D+C 4 -0.001 0.000 0.000 0.000 --------------------------------------------------------------------------- Roof purlin line 3 (Strut Line) --------------------------------------------------------------------------- Design Spacing 5.000 ft Mounting Condition at Supports BYPASS Lateral Restraint by Panel Attachment THROUGH -FASTENED End Inset Dimension at Lt End of Line 1.000 ft End Inset Dimension at Rt End of Line 1.000 ft With a 6.000 ft Edge Strip at Lt End and a 6.000 ft Edge Strip at Rt End Wind Suction Coefficient at Interior Region -0.980 Wind Suction Coefficient in Edge Strip at End -1.380 Wind Pressure Coefficient 0.662 DESIGN SUMMARY . Roof purlin line 3 (Strut Line) Span Length Mark Left Right Brace End Load Check Controlling ID No. Lap Lap Pts Clips Case .Ratio Check (ft) (ft) (ft) --------------------------------------------------------------------------- 1L 1.000 80Z15 0.000 0.000 0 No 16 0.834 web crippling 16 L/ 102 deflection 1 19.000 80Z15 0.000 1.500 0 No 16 0.834 web crippling 35 L/ 499 deflection 2 20.000 80Z16 1.500 1.500 0 No 16 0.987 compression+bending 35 L/1432 deflection 3 20.000 80Z16 1.500 1.500 0 No 16 0.986 bending 35 L/1432 deflection 4 19.000 80Z15 1.500 0.000 0 No 16 0.834 web crippling 35 L/ 499 deflection 4R 1.000 80Z15 0.000 0.000 0 No 16 0.834 web crippling 16 L/ 102 deflection Total weight (extended) = 269.5 (269.5) lbs. Max check ratio = 0.987 LOAD COMBINATIONS Roof purlin line 3 (Strut Line) Page 12 of 20 97 of 147 i 1 • i No. Load Case'Description ,•~ 1 D+C + L Check By ASD; No Deflection Limit 2 D + 0.6w - Check By ASD; No Deflection Limit 3 D + 0.6WPIP-> Check By ASD; No Deflection Limit 4 D + 0.6WPIP<- r Check By ASD; No Deflection,Limit 5 D + 0.6WNIP-> Check By ASD; No Deflection Limit 6 D + 0.6WNIP<- Check By ASD; No Deflection Limit 7 D+C + 0.6W+ - Check By ASD; No Deflection Limit 8 D+C + 0.6WPIP-> ' Check By ASD; No Deflection Limit 9 D+C + 0.6WPIP<- Check By ASD; No Deflection Limit 10 D+C + 0.6WNIP->' ' Check By ASD; No Deflection Limit 11 D+C + 0.6WNIP<- Check By ASD; No Deflection Limit 12 1.07D + 0.7E-> Check By ASD; No Deflection Limit Check By ASD; No Deflection -Limit 14 1.07(D+C) + 0.7E-> - Check By ASD; No Deflection Limit, ' 15 1.07(D+C) + 0.7E< - Check By ASD; No Deflection Limit 16 D+C + 0.45W+ ,+ 3/4L Check By ASD; No Deflection Limit • 17 D+C + 0.45WPIP-> + 3/4L • • Check By ASD; No Deflection Limit 18 D+C + 0.45WPIP<- + 3/4L r Check By ASD; No Deflection Limit ' 19 D+C + 0.45WNIP-> + 3/4L Check By ASD; No Deflection Limit - 20 D+C + 0:45WNIP<- + 3/4L Check By ASD; No Deflection Limit 21 0.6D + 0.6W - Check By ASD; No Deflection•Limit 22 0.6D + 0.6WPIP-> - Check By ASD; No Deflection Limit, 23 0.6D + 0.6WPIP<- ' Check•By ASD; No Deflection Limit ' 24 0.6D + 0.6WNIP-> Check By ASD; No Deflection Limit f- 25 0.6D + 0.6WNIP<,- • Check By ASD; No Deflection Limit ' y+ 26 0.6(D+C) + 0.6W+ Check By ASD; No Deflection Limit i 27 0.6(D+C) + 0.6WPIP-> Check By ASD; No Deflection Limit 28 0.6(D+C) + 0.6WPIP<- ' Check By ASD'; No Deflection Limit 29 0.6(D+C) + 0.6WNIP-> Check By ASD; No Deflection Limit Page 13 of 20 98 of 147 r 30 0.6(D+C) + 0.6WNIP<- Span Intensity -------------------------------------------- Type Group Designation Check By ASD; No Deflection. Limit UNIF 31 0.53D + 0.7E-> 7.276 2 UNIF D+C ALL 11.982 Check By ASD; No Deflection Limit ALL 32 0.53D + 0.7E< - W- 1L -166.768 5 UNIF Check By ASD; No Deflection Limit 6 33 0.53(D+C) + 0.7E-> -118.430 7 UNIF W- 2 Check By ASD; No Deflection Limit W- 34 0.53(D+C) + 0.7E< - UNIF W- 4 -118.430 10 Check By ASD; No Deflection Limit -166.768 35 L W- 4R -166.768 12 UNIF W+ No Stress Check; L/150 Deflection Limit 36 0.42W - -166.768 14 UNIF WPIP-> 1 -166.768 No Stress Check; L/180 Deflection Limit 37 0.42W+ UNIF WPIP-> 2 -118.430 17 UNIF No Stress Check; L/180 Deflection Limit 38 0.42WPIP-> 4 -118.430 19 UNIF WPIP-> 4R No Stress Check; L/180 Deflection Limit 39 0.42WPIP<- 21 UNIF WPIP<- 1 -118.430 22 No Stress Check; L/180 Deflection Limit 40 0.42WNIP-> WPIP<- 3 -118.430 24 UNIF WPIP<- No Stress Check; L/180 Deflection Limit 41 0.42WNIP<- -166.768 26 UNIF WPIP<- 4R -166.768 No Stress Check; L/180 Deflection Limit APPLIED LOADS Roof purlin line 3 (Strut Line) No. Load Load To Span Intensity -------------------------------------------- Type Group Designation # lb/ft(kips) 1 UNIF D ALL 7.276 2 UNIF D+C ALL 11.982 3 UNIF L ALL 94.118 4 UNIF W- 1L -166.768 5 UNIF W- 1 -166.768 6 UNIF W- 1 -118.430 7 UNIF W- 2 -118.430 8 UNIF W- 3 -118.430 9 UNIF W- 4 -118.430 10 UNIF W- 4 -166.768 11 UNIF W- 4R -166.768 12 UNIF W+ ALL 80.000 13 UNIF WPIP-> 1L -166.768 14 UNIF WPIP-> 1 -166.768 15 UNIF WPIP-> 1 -118.430 16 UNIF WPIP-> 2 -118.430 17 UNIF WPIP-> 3 -118.430 18 UNIF WPIP-> 4 -118.430 19 UNIF WPIP-> 4R -118.430 20 UNIF WPIP<- 1L -118.430 21 UNIF WPIP<- 1 -118.430 22 UNIF WPIP<- 2 -118.430 23 UNIF WPIP<- 3 -118.430 24 UNIF WPIP<- 4 -118.430 25 UNIF WPIP<- 4 -166.768 26 UNIF WPIP<- 4R -166.768 27 UNIF WNIP-> 1L -123.264 28 UNIF WNIP-> 1 -123.264 29 UNIF WNIP-> 1 -74.925 From Intensity To feet lb/ft feet ---------------------------- 0.000 7.276 0.000 0.000 11.982 0.000 0.000 94.118 0.000 0:000 -166.768 1.000 0.000 -166.768 5.000 5.000 -118.430 19.000 0.000 -118.430 20.000 0.000 -118.430 20.000 0.000 -118.430 14.000 14.000 -166.768 .19.000 0.000 -166.768 1.000. 0.000 80.000 0.000 0.000 -166.768 1.000 0.000 -166.768 5.000 5.000 -118.430 19.000 0.000 -118.430 20.000 0.000 -118.430 20.000 0.000 -118.430 19.000 0.000 -118.430 1.000 . 0.000 -118.430 1.000 0.000 -118.430 19.000 0.000 -118.430 20.000 0.000 -118.430 20.000 0.000 -118.430 14.000 14.000 -166.768 19.000 0.000 -166.768 1.000 0.000 -123.264 1.000 0.000 -123.264 5.000 5.000 -74.925 19.000 Page 14 of 20 99 of 147 CJ E 30 UNIF WNIP-> 2 -74.925 0.000 -74.925 20.000 y 31 UNIF WNIP-> 3 --74.925 0.000 -74.925 20.000 , 32 UNIF WNIP-> 4 -74.925 0.000 -74.925 19.000 " 33 UNIF, WNIP-> 4R -74.925 0.000 -74.925 1.000 34 UNIF . WNIP<- 1L -74.925 0.000 -74.925 1.000. 35 UNIF WNIP<- 1 -74.925 0.000 -74.925. 19.000 36 UNIF WNIP<- 2 -74.925 0.000 -74.925 20.000 ' 37 UNIF WNIP<- 3 -74.925 0.000 -74.925 20.000 38 UNIF ,. + WNIP<- 4 -74.925 0.000 „74.925 14.000 39 UNIF WNIP<- A -123.264 14.000 -123.264 19.000 ,- 40 UNIF WNIP<- 4R -123.264 0.000 -123.264 1.000 41 AXLD WPIP-> 1 1.724 0.000 0.000 0.000 42 AXLD WPIP->• 2 1.724 0.000 0.000 0.000 43 AXLD WPIP-> 3 -3.209 0.000 0.000 0.000 44 AXLD WPIP-> 4 -3.209 0.000 0.000 0.000 45 AXLD WPIP<- 1 -3.209 0.000 0.000 0.000 46 AXLD WPIP<- 2 1.831 0.000 0.000 0.000 • 47 AXLD WPIP<- 3 1.831 0.000 0.000 0.000 48 AXLD WPIP<- 4 1.831 0.000 0.000 0.000 49 AXLD WNIP-> 1 4.018 0.000 0.000 0.000 .50 AXLD WNIP->, 2 4.018, 0.000 0.000. 0.000 51 AXLD WNIP-> 3 -0.998 0.000 0.000 0.000 52 AXLD WNIP->' 4 -0.998 0.000 0.000 0.000 53 AXLD WNIP<- 1 -0.998 0.000 0.000. 0.000 54 AXLD WNIP<- 2 4.018 0.000 0.000 0.000 ' 55 AXLD WNIP<- 3 4.018 .'0.000 0.000 0.000 ` 56 AXLD WNIP<- 4 4.018 0.000 0.000 0.000 _ 57 AXLD E-> 2 0.878 0.000 0.000 0.000 58 AXLD E-> 3 -0.659 0.000 0.000 0.000, 59 AXLD E-> 4 -0.329 0.000 0.000 0.000 60 AXLD' E<- 2 1_.537 0.000 0.000 0.000 61 AXLD E<-' 3 0.659 0.000 0.000 0.000 62 AXLD E<- 4 0.329 0.000 0.000 0.000 63 AXLD D+C 2 0.006 0.000 0.000 0.000 ' 64 AXLD D+C 3 -0.005 0.000 0.000 0.000 65 AXLD D+C 4 -0.002 .0.000 0.000 0.000 -----------------------------------------------------------=--------------- Roof purlin --------------------------------------------------------------------------- line 4 (Midfield) Design Spacing 5.000 ft . Mounting Condition at Supports BYPASS - Lateral Restraint by Panel Attachment. THROUGH -FASTENED End Inset Dimension at Lt End of Line 1.000 ft End Inset Dimension at Rt End of Line 1.000 ft , With a 6.000 ft Edge Strip at Lt End and a 6.000 ft Edge Strip at Rt End ' Wind Suction Coefficient at Interior Region -0.980 Wind Suction Coefficient in Edge Strip at End -1'.380 Wind Pressure Coefficient 0.662' DESIGN SUMMARY Roof pur lin line 4 (Midfield) " Span Length Mark Left Right Brace End Load Check Controlling ID No. Lap Lap Pts Clips Case Ratio Check --------------------------------------------------------------------------- (ft) (ft) (ft) 1L 1.000 8OZ15 0.000 0.000 0 No- 4 0.834 web crippling Page 15 of 20 100 of 147 LOAD COMBINATIONS Roof purlin line 4 (Midfield) No. ----Load Description ------------------------------------------------------ 1 D+C + L 4 L/ 102 deflection 1 19.000 80Z15 0.000 1.500 0 No 4 0.834 web crippling Check By ASD; 7 L/ 499 deflection 2 20.000 80Z16 1.500 1.500 0 No 4 0.986 bending Check By ASD; No Deflection Limit 4 7 L/1432 deflection 3 20.000 80Z16 1.500 1.500 0 No 14 0.986 bending 5 0.6D + 0.6W - 7 L/1432 deflection 4 19.000 80Z15 1.500 0.000 0 No 4 0.834 web crippling 7 L/ 499 deflection 4R 1.000 80Z15 0.000 0.000 0 No 4 0.834 web crippling No Stress Check; L/150 Deflection Limit 4 L/ 102 deflection Total weight (extended) = 269.5 (269.5) lbs. Max check ratio = 0.986 LOAD COMBINATIONS Roof purlin line 4 (Midfield) No. ----Load Description ------------------------------------------------------ 1 D+C + L Check By ASD; No Deflection Limit 2 D + 0.6W - Check By ASD; No Deflection Limit 3 D+C + 0.6W+ Check By ASD; No Deflection Limit 4 D+C + 0.45W+ + 3/4L Check By,ASD; No Deflection Limit 5 0.6D + 0.6W - Check By ASD; No Deflection Limit 6 0.6(D+C) + 0.6W+ Check By ASD; No Deflection Limit 7 L No Stress Check; L/150 Deflection Limit 8 0.42W - No Stress Check; L/180 Deflection Limit 9 0.42W+ No Stress Check; L/180 Deflection Limit APPLIED LOADS Roof purlin line 4 (Midfield) No. Load Load Span Intensity From Intensity To --------------------------------------------------------------------------- Type Group Designation # lb/ft(kips) feet lb/ft feet 1 UNIF D ALL 7.276 0.000 7.276 0.000 2 UNIF D+C ALL 11.982 . 0.000 11.982 0.000 3 UNIF L ALL 94.118 0.000 94.118 0.000 4 UNIF W- 1L -166.768 0.000 -166.768 14000 5 UNIF W- 1 -166.768 0.000 -166.768 5.000 6 UNIF W- 1 -118.430 5.000 -118.430 19:000 7 UNIF W- 2 -118.430 0.000 -118.430 20.000 8 UNIF W- 3 -118.430 0.000 -118.430 20.000 9 UNIF W- 4 -118.430 0.000 -118.430 14.000 10 UNIF W- 4 -166.768 14.000 -166.768 19.000 11 UNIF W- 4R -166.768 0.000 -166.768 1.000 12 UNIF W+ ALL 80.000 0.000 80.000 0.000 --------------------------------------------------------------------------- Roof purlin line 6 (In Eave Edge Strip) Page 16 of 20 101 of 147 • is APPLIED LOADS Page 17 of 20 102 of 147 --------------------------------------------------------------------------- Design Spacing 4.712 ft Mounting Condition at Supports BYPASS Lateral Restraint by Panel Attachment THROUGH -FASTENED End Inset Dimension at Lt End of Line 1.000 ft End Inset Dimension at Rt End of Line 1.000 ft Line is Contained Within 6.000 ft Edge Strip at Eave With a 6.000 ft Edge Strip at Lt End and a 6.000 ft Edge Strip at Rt End' Wind Suction Coefficient at Interior Region -1.380 Wind Suction Coefficient in Edge Strip at End -2.180 Wind Pressure Coefficient 0.662 DESIGN SUMMARY Roof purlin line 6 (In Eave Edge Strip) Span Length Mark Left Right Brace End Load Check Controlling ID No. Lap Lap Pts Clips Case Ratio Check --------------------------------------------------------------------------- (ft) (ft) (ft) 1L 1.000 80Z15 0.000 0.000 0 No 4 0.787 web crippling 4 L/ 109 deflection 1 19.000 8OZ15 0.000 1.500 0 No 4 0.787 web crippling 8 L/ 621 deflection 2 20.000 8OZ16 1.500 1.500 0 No 4 0.930 bending 7 L/1520 deflection 31 20.000 80Z16 1.500 1.500 0 No 4 0.930 bending 7 L/1520 deflection 4 19.000 8OZ15 1.500 0.000 0 No 4 0.787 web crippling 8 L/ 621 deflection 4R 1.000 8OZ15 0.000 0.000 0 No 4 0.787 web crippling 4 L/ 109 deflection Total weight (extended) = 269.5 (269.5) lbs. Max check ratio = 0.930 r LOAD COMBINATIONS Roof purlin line 6 (In Eave Edge Strip) No. Load Case Description --------------------------------------------------------------------------- 1 D+C + L Check By ASD; No Deflection Limit 2 D + 0.6W - Check By ASD; No Deflection Limit 3 D+C + 0.6W+ Check By ASD; No Deflection Limit 4 D+C + 0.45W+ + 3/4L Check By ASD; No Deflection Limit 5 0.6D + 0.6w - Check By ASD; No Deflection Limit 6 0.6(D+C) + 0.6W+ Check By ASD; No Deflection Limit 7 L No Stress Check; L/150 Deflection Limit 8 0.42W - No Stress Check; L/180 Deflection Limit 9 0.42W+ No Stress Check; L/180 Deflection Limit APPLIED LOADS Page 17 of 20 102 of 147 Roof purlin line 6 (In Eave Edge Strip) No. Load Load Mark Span Intensity From Intensity To --------------------------------------------------------------------------- Type Group Designation # lb/ft(kips) -feet lb/ft feet 1 UNIF D ALL 6.856 0.000 6.856 0:000 2 UNIF D+C ALL 11.291 0.000 11.291 0.000 3 UNIF L ALL 88.690 0.000 88.690 0.000 4 UNIF W- 1L -248.253 0.000 ' -248.253 1.000 5 UNIF W- 1 -248.253 0.000 -248.253 5.000 6 UNIF W- 1 -157.151 5.000 -157.151 19.000 7 UNIF W- 2 -157.151 0.000 -157.151 20.000 8 UNIF W- 3 -157.151 0.000 -157.151 20.000 9 UNIF W- 4 -157.151 0.000 -157.151 14.000 10 UNIF W- 4 -248.253 14.000 -248.253 19.000 11 UNIF W- 4R -248.253 0.000 -248.253 1.000 12 UNIF W+ ALL 75.386 0.000 75.386 0.000 -----------------------------------------------------------=--------------- Roof --------------------------------------------------------------------------- purlin line 7 (Save Strut) 20 L/9999 Design Spacing 2.356 ft Mounting Condition at Supports SIMPLE Lateral Restraint by Panel Attachment THROUGH -FASTENED End Inset Dimension at Lt End of Line 1.000 ft End Inset Dimension.at Rt End of Line 1.000 ft Wind Suction Coefficient 0.000 Wind Pressure Coefficient 0.000 DESIGN SUMMARY Roof purlin line 7 (Save Strut) Span Length Mark Left Right Brace End Load Check Controlling ID. No. Lap Lap Pts Clips Case Ratio Check --------------------------------------------------------------------------- (ft) (ft) (ft) 1L 1.000 8055 0.000 0.000 0 No 11 0.095 bearing at bolt 0 L/ 999 deflection 1 19.000 8055 0.000 0.000 0 No 11 0.189 bearing at bolt 20 L/9999 deflection 2 20.000 8055 0.000 0.000 0 No 4 0.906 bearing at bolt 20 L/9999 deflection 3 20.000 8055 0.000 0.000 0 No 12 0.189 bearing at bolt 20 L/9999 deflection 4 19.000 8055 0.000 0.000 0 No 12 0.189 bearing at bolt 20 L/9999 deflection 4R 1.000 8055 0.000 0.000 0 No 12 0.094.bearing at bolt 0 L/ 999 deflection Total weight (extended) = 303.3 (303.3) lbs. Max check ratio = 0.906 LOAD COMBINATIONS Roof purlin line 7 (Save Strut) No. Load Case Description -----------------------------------------------------=---------------------- 1 D+C + 0.6WPIP-> Check By ASD; No Deflection Limit Page 18 of 20 103 of 147 0 0 2 D+C + 0.6WPIP<- Check By ASD; No Deflection Limit 3 D+C + 0.6WNIP-> Check By ASD; No Deflection Limit 4 D+C + 0.6WNIP<- Check By ASD; No Deflection Limit 5 1.07(D+C) + 0.7E-> Check By ASD; No Deflection Limit 6 1.07(D+C) + 0.7E< - Check By ASD; No Deflection Limit 7 83.33335 x 1.07 (D+C) + 0.752E-> ASD Special Seismic; No Deflection Limit 8 83.3333% x 1.07(D+C) + 0.752E< - ASD Special Seismic; No Deflection Limit 9 0.6(D+C) + 0.6WPIP-> Check By ASD; No Deflection Limit 10 0.6(D+C) + 0.6WPIP<- Check By ASD; No Deflection Limit 11 0.6(D+C) + 0.6WNIP-> Check By ASD; No Deflection Limit 12 0.6(D+C) + 0.6WNIP<- Check By ASD; No Deflection Limit 13 0.53(D+C) + 0.7E-> Check By ASD; No Deflection Limit 14 0.53(D+C) + 0.7E< - Check By ASD; No Deflection Limit 15 83.3333% x 0.53(D+C) + 0.752E-> ASD Special Seismic; No Deflection Limit 16 83.3333% x 0.53(D+C) + 0.752E< - ASD Special Seismic; No Deflection Limit 17 0.42WPIP-> No Stress Check; L/180 Deflection Limit 18 0.42WPIP<- No Stress Check; L/180 Deflection Limit 19 0.42WNIP-> No Stress Check; L/180 Deflection Limit 20 0.42WNIP<- No Stress Check; L/180 Deflection Limit APPLIED LOADS Roof purlin line 7 (Save Strut) No. Load Load Span Intensity From Intensity To --------------------------------------------------------------------------- Type Group Designation # lb/ft(kips) feet lb/ft feet 1 AXLD WPIP-> 1 0.571 0.000 0.000 0.000 2 AXLD WPIP-> 2 5.504 0.000 0.000 0.000 3 AXLD WPIP-> 3 -1.063 0.000 0.000 0.000 4 AXLD WPIP-> 4 -1.063 0.000 0.000 0.000 5 AXLD WPIP<- 1 -1.063 0.000 0.000 0.000 6 AXLD WPIP<- 2 5.646 0.000 0.000 0.000 7 AXLD WPIP<- 3 0.606 0.000 0:000 0.000 8 AXLD WPIP<- 4 0.606 0.000 0.000 0.000 9 AXLD WNIP-> 1 1.331 0.000 0.000 0.000 10 AXLD WNIP-> 2 6.347 0.000 0.000 0.000 11 AXLD WNIP-> 3 -0.331 0.000 0.000 0.000 12 AXLD WNIP-> 4 -0.331 0.000 0.000 0.000 13 AXLD WNIP<- 1 -0.331 0.000 0.000 0.000 14 AXLD WNIP<- 2 6.347 0.000 0.000 0.000 15 AXLD WNIP<- 3 1.331 0.000 0.000 0.000 Page 19 of 20 104 of 147 16 AXLD WNIP<- 4 1.331 0.000 0.000 0.000 17 AXLD E-> 2 2.676 0.000 0.000 0.000 18 AXLD E-> 3 -0.499 0.000 0.000 0.000 19 AXLD E-> 4 -0.250 0.000 0.000 0.000 20 AXLD nE-> 2 4.117 0.000 0.000 0.000 21 AXLD OE-> 3 -0.768 0.000 0.000 0.000 22 AXLD DE-> 4 -0.384 0.000 0.000 0.000 23 AXLD E<- 2 3.175 0.000 0.000 0.000 24 AXLD E<- 3 0.499 0.000 0.000 0.000 25 AXLD E<- 4 0.250 0.000 0.000 0.000 26 AXLD QE<- 2 4.885 0.000 0.000 0.000 27 AXLD OE<- 3 0.768 0.000 0.000 0.000 28 AXLD nE<- 4 0.384 0.000 0.000 0.000 29 AXLD D+C 2 0.015 0.000 0.000 0.000 30 AXLD D+C 3 -0.003 0.000 0.000 0.000 31 AXLD D+C 4 -0.001 0.000 0.000 0.000 0 0 Page 20 of 20 105 of 147 AMERICAN BUILDINGS COMPANY R e a r R o o f D e s i g n Designer: VDF Version Number: Ver. 46.2 Job Number: W16G0108A, Module:" 1 Date/Time: 05/11/16 03:12 PM --------------------------------------------------------------------------- Type Width Length Ridge Dist Slope(F) Slope(R) No.BAYS. LRF 60.000 ft 80.000 ft 30.000 ft 3.000:12 3.000:12 4 ------------------------------------------------------------------- Wall Base Adjustments: FSW RSW LEW REW 0.000 ft 0.000 ft 0.000 ft 0.000ft --------------------------------------------------------------------------- S.Wall Eave Ht. Lean -To Width E.Wall Type Col_Spc. Girt Type, Overhang Front: 18.000 ft 0.000 ft Left 1 S B 0.000 ft ' Rear: 18.000 ft 0.000 ft Right 1 S B 0.000 ft Building Code: 2013 California Building Code --------------------------------------------------------------- Building Use Category: II. All buildings and other structures except those listed in Risk Categories I, III, and IV (Snow Importance Factor•= 1.000) Roof Dead Load = 1.500 psf Collateral Load = 1.000 psf Roof Live Load = 20.000 psf Ground Snow Load = 0 000•psf Snow Exposure Category: Fully Exposed (Snow Exposure Factor = 0.900) Thermal Condition: All structures except as indicated below (Thermal Factor 1.000) Roof Snow Load = 0.000 psf Wind Velocity = 110.000 mph Open Condition: Enclosed Buildings '• Wind Exposure Category: C. Open terrain with scattered obstructions having heights generally less than 30 feet & where Exposures B or D do not apply Design Wind Pressure (Cladding and Secondary) = 24.169 psf --------------------------------------------------------------------------- Anti-Roll Region #1 from eave to peak Width: 30.9233 ft On Slope: 3:12 Lines(np): 6 W(gravity): 14.7654 psf At Frame Line: 2 Applied Force(PL): 7697.'1`99 lbs • Qty Clips Needed: 1 Qty Clips Utilized: 1 Resistance:-2000.lbs Purlin locations on slope from peak to eave. , Line Distance Design Interest Anti -Roll Lt.Edge Rt.Edge.•Weight ; No. (feet) Spacing Line Region Clip Package Package (lbs) ---------------------------------------------------------------------- 1 1.50 4.00 Y 1 Y(DnHill) 269.5 2 6.50 5.00 269.5 ` 3 11.50 5.00 Y 269.5 4 16.50 5.00 Y 269.5 TYP 5 21.50 4.86 269.5 6 26.21 4.71 Y 269.5 7 -30.92 2.36 Y 303.3 eave strut LINE WEIGHT TOTAL 1920.0 EXTENDED WEIGHT TOTAL 1920.0 t Pagel of 20 106 of 147 P A N E L Panel type: L3P26 SX(top) = 0.037 in3; Sx(bottom) = 0.046 in3; Fy = 80 ksi ---------------------------------------------------------------------- Support purlin location (eave to ridge): 0.000 4.712. 9.423 14.423 19.423 24.423 '29.423 Applied loads and adjusted loads: 0.940 psf= 0.912 to 0.912 lb/ft D 20.000 psf= 18.824 to 18.824 lb/ft L+ -67.191 psf= -67.191 to -67.191 lb/ft W(at eave corner) - 16.435 psf= 16.435 to 16.435 lb/ft W(at eave corner)+ -67.191 psf= -67.191 to -67.191 lb/ft W(at peak corner) - 16.435 psf= 16.435 to 16.435 lb/ft W(at peak corner)+ -45.438 psf= -45.438 to -45.438 lb/ft W(at rake edge) - 16.435 psf= 16.435 to 16.435 lb/ft W(at rake edge)+ -45.438 psf= -45.438 to -45.438 lb/ft W(at eave edge) - 16.435 psf= 16.435 to 16.435 lb/ft W(at eave edge)+ -45.438 psf= -45.438 to -45.438 lb/ft W(at peak edge) - 16.435 psf= 16.435 to 16.435 lb/ft W(at peak edge)+ -26.103 psf= -26.103 to -26.103 lb/ft W(typical)- 16.435 psf= 16.435 to 16.435 lb/ft W(typical)+ Load Combination: D + L+ Check By ASD; L/60 Deflection Limit Net uniform load of 19.735 19.735 19.735 lb/ft Continuous spans of 5.000 5.000 5.000'ft Reaction = 108.545 lb; Capacity = 281.143 lb; Check Ratio = 0.386 Load Combination: D + 0.6W(at eave corner) - Check By ASD; No Deflection Limit Net uniform load of -39.403 -39.403 lb/ft Continuous'spans of 4.712 4.712 ft Shear = 116.032 lb + Bending = 109.340 ft -lb; Check Ratio = 1.007 Load Combination: D + 0.6W(at eave corner)+ Check By ASD; No Deflection Limit Net uniform load of 10.773 10.773 lb/ft Continuous spans of 4.712 4.712 ft Reaction = 63.448 lb; Capacity = 281.143 lb; Check Ratio = 0.226 Load Combination: D + 0.6W(at peak corner) - Check By ASD;'No Deflection Limit Net uniform load of -39.403 lb/ft On a simple span of 5.000 ft Moment = -123.133 ft -lb; Capacity = -137.725 ft -lb; Check Ratio = 0.894 Load Combination: D + 0.6W(at peak corner)+ Check By ASD; No Deflection Limit Net uniform load of 10.773 lb/ft On a simple span of 5.000 ft Moment = 33.666 ft -lb; Capacity = 110.778 ft -lb; Check Ratio = 0.304 Load Combination: D + 0.6W(at rake edge) - Check By ASD; No Deflection Limit - Net uniform load of -26.351 -26.351 -26.351 -26.351 Page 2 of 20 107 of 147 is -26..351 lb/ft Continuous spans of 4.712 5.000 5.000 5.000 5.000 ft Shear = -79.765 lb + Bending = 69.438 ft -lb; Check Ratio = 0.641 Load Combination: D + 0.6W(at rake edge)+ Check By ASD; No Deflection Limit Net uniform load of 10.773 10.773 10.773 10.773 10.773 lb/ft Continuous spans of 4.712 5.000 5.000 5.000 5.000 ft Reaction = 60.998 lb; Capacity = 281.143 lb; Check Ratio = 0.217 Load Combination: D + 0.6W(at eave edge) - Check By ASD; No Deflection Limit Net uniform load of -26.351 -26.351 lb/ft Continuous spans of 4.712 4.712 ft Shear= 77.598 lb + Bending =73.123 ft -lb; Check Ratio = 0.673 Load Combination: D + 0.6W(at eave edge)+ Check By ASD; No Deflection Limit Net uniform load of 10.773 10.773 lb/ft Continuous spans of 4.712 4.712 ft Reaction = 63.448 lb; Capacity = 281.143 lb; Check Ratio = 0.226 Load, Combination: D + 0.6W(at peak edge)- Check By ASD; No Deflection Limit Net uniform load of -26.351 lb/ft On a simple span of 5.000 ft Moment = -82.347 ft -lb; Capacity = -137.725 ft -lb; Check Ratio = 0.598 Load Combination: D + 0.6W(at peak edge)+ Check By ASD; No Deflection Limit Net uniform load of 10.773 lb/ft On a simple span of 5.000 ft Moment = 33.666 ft -lb; Capacity = 110.778 ft -lb; Check Ratio = 0.304 Load Combination: D + 0.6W(typical)- Check By ASD; No Deflection Limit Net uniform load of -14.750 -14.750 -14.750 -14.750 -14.750 lb/ft Continuous spans of 4.712 5.000 5.000 5.000 5.000 ft Shear = -44.648 lb + Bending = 38.867 ft -lb; Check Ratio = 0.359 Load Combination: D + 0.6W(typical)+ Check By ASD; No Deflection Limit Net uniform load of 10.773 10.773 10.773 10.773 10.773 lb/ft Continuous spans of 4.712 5.000 5.000 5.000 5.000 ft Reaction = 60.998 lb; Capacity = 281.143 lb; Check Ratio = 0.217 Load Combination: D + 0.45W(at eave corner)+ + 3/4L+ Check By ASD; No Deflection Limit Net uniform load of 22.425 22.425 lb/ft Continuous spans of 4.712 4.712 ft Reaction ='132.076 lb; Capacity = 281.143 lb; Check Ratio = 0.470 Load Combination: D + 0.45W(at peak corner)+ + 3/4L+ Page 3 of 20 108 of 147 Check By ASD; No Deflection Limit Net uniform load of 22.425 lb/ft On a simple span of 5.000 ft Moment = 70.079 ft -lb; Capacity = 110.778 ft -lb; Check Ratio = 0.633 Load Combination: D + 0.45W(at rake edge)+ + 3/4L+ Check By ASD; No Deflection Limit Net uniform load of 22.425 22.425 22.425 22.425 22.425 lb/ft Continuous spans of 4.712 5.000 5.000 5.000 5.000 ft Reaction = 126.976 lb; Capacity = 281.143 lb; Check Ratio = 0.452 Load Combination: D + 0.45W(at eave edge)+ + 3/4L+ Check By ASD; No Deflection Limit Net uniform load of 22.425 22.425 lb/ft Continuous spans of 4.712 4.712 ft Reaction = 132.076 lb; Capacity = 281.143 lb; Check Ratio = 0.470 Load Combination: D + 0.45W(at peak edge)+ + 3/4L+ Check By ASD; No Deflection Limit Net uniform load of 22.425 lb/ft On a simple span of 5.000 ft Moment = 70.079 ft -lb; Capacity = 110.778 ft -1b; Check Ratio = 0.633 Load Combination: D + 0.45W(typical)+ + 3/4L+ Check By ASD; No Deflection Limit Net uniform load of 22.425 22.425 22.425 22.425 22.425 lb/ft Continuous spans of 4.712 5.000 5.000 5.000 5.000 ft Reaction = 126.976 lb; Capacity = 281.143 lb; Check Ratio = 0.452 Load Combination: 0.6D + 0.6W(at eave corner) - Check By ASD; No Deflection Limit Net uniform load of -39.767 -39.767 lb/ft Continuous spans of 4.712 4.712 ft Shear = -117.106 lb + Bending = 110.352 ft -lb; Check Ratio = 1.016 Load Combination: 0.6D + 0.6W(at eave corner)+ Check By ASD; No Deflection Limit Net uniform load of 10.408 10.408 lb/ft Continuous spans of 4.712 4.712 ft Reaction = 61.300 lb; Capacity = 281.143 lb; Check Ratio = 0.218 Load Combination: 0.6D + 0.6W(at peak corner) - Check By ASD; No Deflection Limit Net uniform load of -39.767 lb/ft On a simple span of 5.000 ft Moment = -124.273 ft -lb; Capacity = -137.725 ft -lb; Check Ratio = 0.902 Load Combination: 0.6D + 0.6W(at peak corner)+ Check By ASD; No Deflection Limit Net uniform load of 10.408 lb/ft On a simple span of 5.000 ft Moment = 32.526 ft -lb; Capacity = 110.778 ft -lb; Check Ratio = 0.294 Load Combination: 0.6D + 0.6W(at rake edge) - Check By ASD; No Deflection Limit Net uniform load of -26.716 -26.716 -26.716 -26.716 Page 4 of 20 109 of 147 Page 5 of 20 110 of 147 -26.716 lb/ft Continuous spans of 4.712 5.000 5.000 5.000 5.000 ft _ Shear = -80.870 lb + Bending = 70.399 ft-lb; Check Ratio ='0.650 Load Combination: 0.6D + 0.6W(at rake edge)+ Check By ASD; No Deflection Limit Net uniform load of 10.408 10.408 10.408 10.408 10.408 lb/ft Continuous spans of 4.712 5.000 5.000 5.000 5.000 ft Reaction = 58.933 lb; Capacity = 281.143 lb; Check Ratio = 0.210 Load Combination: 0.6D + 0.6W(at eave edge)- Check By ASD; No Deflection Limit Net uniform load of -26.716 -26.716 lb/ft Continuous spans Shear = 78.672 lb of 4.712 4.712 ft + Bending = 74.135 ft-lb; Check Ratio = 0.683 Load Combination: 0.6D + 0.6W(at eave•edge)+ Check By ASD; No Deflection Limit Net uniform load of 10.408 10.408 lb/.ft Continuous spans of 4.712 4.712 ft Reaction = 61.300 lb; Capacity = 281.143 lb; Check Ratio = 0.218 Load Combination: 0.6D + 0.6W(at peak edge)- Check By ASD; No Deflection Limit Net uniform load of -26.716 lb/ft On a simple span of 5.000 ft Moment = -83.487 ft-lb; Capacity = -137.725 ft-lb; Check Ratio = 0.606 Load Combination: 0.6D + 0.6W(at peak edge)+ Check By ASD; No Deflection Limit Net uniform load of 10.408 lb/ft On a simple span of 5.000 ft Moment = 32.526 ft-lb; Capacity = 110.778 ft-lb; Check Ratio 0.294 Load Combination: 0.6D + 0.6W(typical)- Check By ASD; No Deflection Limit Net uniform load of -15.115 -15.115 -15.115 -15.115 -15:115 lb/ft Continuous spans of 4.712 5.000 5.000 5.000 5.000 ft Shear = -45.752 lb + Bending = 39.829 ft-lb; Check Ratio = 0.368 Load Combination: 0.6D + 0.6W('typical)+" Check By ASD; No Deflection Limit Net uniform load of 10.408 10.408 10.408 10.408 10.408 lb/ft Continuous spans of 4.712 5.000 5.000 5.000 5.000 ft Reaction = 58.933 lb; Capacity = 281.143 lb; Check Ratio = 0.210 Load Combination: D + 1/4W(at eave corner)- Check By ASD; L/60 Deflection Limit Net uniform load of -16.020 -16.020 lb/ft Continuous spans of 4.712 4.712 ft Shear = 47.176 lb + Bending = 44.455 ft-lb; Check Ratio = 0.409 Load Combination: D + 1/4W(at eave corner)+ Page 5 of 20 110 of 147 Check By ASD; L/60 Deflection Limit Net uniform load of 5.054 5.054 lb/ft Continuous spans of 4.712 4.712 ft Reaction = 29.763 lb; Capacity = 281.143 lb; Check Ratio = 0.106 Load Combination: D + 1/4W(at peak corner) - Check By ASD; L/60 Deflection Limit Net uniform load of -16.020 lb/ft On a simple span of 5.000 ft Moment = -50.063 ft -lb; Capacity = -137.725 ft-lb;.Check Ratio = 0.364 Load Combination: D + 1/4W(at peak corner)+ Check By ASD; L/60 Deflection Limit Net uniform load of 5.054 lb/ft On a simple span of 5.000 ft Moment = 15.792 ft -lb; Capacity = 110.77.8 ft-lb;.Check Ratio = 0.143 Load Combination: D + 1/4W(at rake edge) - Check By ASD; L/60 Deflection Limit Net uniform load of -10.539 -10.539 ° -10.539 -10.539 -10.539 lb/ft Continuous spans of, 4.712 5.000 5.000 5.000 5.000 ft Shear = -31.900 lb + Bending = 27.770 ft -lb; Check Ratio = 0.257 Load Combination: D + 1/4W(at rake edge)+ Check By ASD; L/60 Deflection Limit Net uniform load of 5.054 5.054 5.054 5.054 5.054 lb/ft Continuous spans of 4.712 5.000 5.000, 5.000 5.000 ft Reaction = 28.614 lb; Capacity = 281.143 lb; Check Ratio = 0.102 Load Combination: D + 1/4W(at eave edge) - Check By ASD; L/60 Deflection Limit Net uniform load of -10.539 -10.539 lb/ft Continuous spans of 4.712 4.712 ft Shear = -31.034 lb + Bending = 29.244 ft -lb; Check Ratio = 0.269 Load Combination: D + 1/4W(at eave edge)+ Check By ASD; L/60 Deflection Limit Net uniform load of 5.054 5.054 lb/ft Continuous spans of 4.712 4.712 ft Reaction = 29.763 lb; Capacity = 281.143 lb; Check Ratio = 0.106 Load Combination: D + 1/4W(at peak edge) - Check By ASD; L/60 Deflection Limit Net uniform load of -10.539 lb/ft On a simple span of 5.000 ft Moment = -32.933 ft -lb; Capacity = -137.725 ft -lb; Check Ratio = 0.239 Load Combination: D + 1/4W(at peak edge)+ Check By ASD; L/60 Deflection Limit - Net uniform load of 5.054 lb/ft On a simple span of 5.000 ft Moment = 15.792 -ft -lb; Capacity = 110.778 ft -lb; Check Ratio = 0.143 Load Combination: D + 1/4W(typical)- Check By ASD; L/60 Deflection Limit Net uniform load of -5.666 -5.666 -5:666 -5.666 Page 6 of 20 111 of 147 0 Page 7 of 20 112 of 147 -5.666 lb/ft Continuous spans of 4.712 5.000 5.000 5.000 5.000 ft Shear = -17.151 lb + Bending = 14.931 ft-lb; Check Ratio = 0.138 Load Combination": D + 1/4W(typical)+ Check By ASD; L/60 Deflection Limit Net uniform load of 5.054 5.054 5.054 5.054 5.054 lb/ft Continuous spans of 4.712 5.000 5.000 5.000 5.000 ft Reaction = 28.614 lb; Capacity = 281.143 lb; Check Ratio ="0.102 Load Combination: D + 0.19W(at eave corner)+ + 3/4L+ Check By ASD•; L/60 Deflection Limit Net uniform load of 18.136" 18.136 lb/ft Continuous spans of 4.712 4.712 ft Reaction = 106.812 lb; Capacity = 281.143 lb; Check Ratio 0.380 Load Combination: D + 0.19W(at peak corner)+ + 3/AL+ Check By ASD; L/60 Deflection Limit Net uniform load of 18.136 lb/ft On a simple span of 5.000 ft Moment = 56.674 ft-lb; Capacity = 110.778 ft-lb; Check Ratio = 0.512 Load Combination: D + 0.19W(at rake edge)+ + 3/4L+ Check By ASD; L/60 Deflection Limit Net uniform load of 18.136 18.136 18.136 18.136 18.136 lb/ft Continuous spans of 4.712 5.000 5.000 5.000 5.000 ft Reaction = 102.688 lb; Capacity = 281.143 lb; Check Ratio = 0.365 Load Combination: D + 0.19W(at eave edge)+ + 3/4L+ Check By ASD; L/60 Deflection Limit Net uniform load of 18.136 18.136 lb/ft Continuous spans of 4.712 4.712 ft Reaction = 106.812 lb; Capacity = 281.143 lb; Check Ratio = 0.380 Load Combination: D + 0.19W(at peak edge)+ + 3/4L+ Check By ASD; L/60 Deflection Limit Net uniform load of 18.136 lb/ft On a simple span of 5.000 ft Moment = 56.674 ft-lb; Capacity = 110.778 ft-lb; Check Ratio"= 0.512 Load Combination: D + 0.19W(typical)+ + 3/4L+ Check By ASD; L/60 Deflection Limit Net uniform load of 18.136 18.136 18.136 18.136 18.136 lb/ft Continuous spans of 4.712 5.000 .5.000 5.000 5:000 ft Reaction = 102.688 lb;.Capacity = 281.143 lb; Check Ratio = 0.365 Load Combination: 0.6D + 1/4W(at eave corner)-" Check By ASD; L/60 Deflection Limit Net uniform load of -16.385 -16.385 lb/ft Continuous spans of 4.712 4.712 ft Shear = 48.250 lb + Bending = 45.467 ft-lb; Check•Ratio = 0.419 Load Combination: 0.6D + 1/4W(at eave corner)+ Page 7 of 20 112 of 147 Check By ASD; L/60 Deflection Limit Net uniform load of 4.689 4.689 lb/ft Continuous spans of 4.712 4.712 ft Reaction = 27.615 lb;'Capacity = 281.143 lb; Check Ratio= 0.098 Load Combination: 0.6D + 1/4W(at peak corner) - Check By ASD; L/60 Deflection Limit Net uniform load of -16.385 lb/ft On a simple span of 5.000 ft Moment = -51.203 ft -lb; Capacity = -137.725 ft -lb; Check Ratio = 0.372 Load Combination: 0.6D + 1/4W(at peak corner)+ Check By ASD; L/60 Deflection Limit Net uniform load of 4.689 lb/ft On a simple span of 5.000 ft Moment = 14.653 ft -lb; Capacity = 110.778 ft -lb; Check Ratio = 0.132 Load Combination: 0.6D + 1/4W(at rake edge)- • Check By ASD; L/60 Deflection Limit Net uniform load of -10.903 -10.903 -10.903 -10.903 -10.903 lb/ft Continuous spans of 4.712 5.000 5.000 5.000 5.000 ft Shear = -33.005 lb + Bending = 28.731 ft -lb"- Check Ratio = 0.265 Load Combination: 0.6D + 1/4W(at rake edge)+ Check By ASD; L/60 Deflection Limit Net uniform load of 4.689 4.689 4.689 4.689 4.689 lb/ft Continuous spans of. 4.712 5.000 5.000 5.000 5.000 ft Reaction = 26.549 lb; Capacity = 28i.143 lb; Check Ratio = 0.094 Load Combination: 0.6D + 1/4W(at eave edge) - Check By ASD; L/60 Deflection Limit Net uniform load of -10.903 -10.903 lb/ft Continuous spans of 4.712 4.712 ft Shear = 32.108 lb + Bending = 30.256 ft -lb; Check Ratio = 0.279 Load Combination: 0.6D + 1/4W(at eave edge)+ Check By ASD; L/60 Deflection Limit Net uniform load of 4.689 4.689 lb/ft Continuous spans of 4.712 4.712 ft Reaction = 27.615 lb; Capacity = 281.143 lb; Check Ratio = 0.098 Load Combination: 0.6D + 1/4W(at peak edge) - Check By ASD; L/60 Deflection Limit Net uniform load of -10.903 lb/ft On a simple span of 5.000 ft Moment = -34.073 ft -lb; Capacity = -137.725 ft -lb; Check Ratio = 0.247 Load Combination: 0.6D + 1/4W(at peak edge)+ Check By ASD; L/60 Deflection Limit Net uniform load of 4.689 lb/.ft On a simple span of 5.000 ft Moment = 14.653 ft -lb; Capacity = 110.778 ft -lb; Check Ratio = 0.132 Load Combination: 0.6D + 1/4W(typical)- Check By ASD; L/60 Deflection Limit Net uniform load of -6.031 -6.031 -6.031 -6.031 Page 8 of 20 113 of 147 ` -6.031 lb/ft Continuous spans of 4.712 5.000 5.000 5.000 5.000 ft Shear = -18.255 lb + Bending = 15.892 ft -lb; Check Ratio = 0.147 Load Combination: 0.6D + 1/4W(typical)+ Check By ASD; L/60 Deflection Limit Net uniform load of 4.689 4.689 4.689 4.689 4.689 lb/ft Continuous spans of 4.712 5.000 5.000 `5.000 5.000 ft Reaction = 26.549 lb; Capacity = 281.143 lb; Check Ratio ='0.094 Load Combination: L+ No Stress Design; L/60 Deflection Limit Net uniform load of 18.824 18.824 18.824 lb/ft Continuous spans of 5.000 5.000 5.000 ft. Deflection = 0.070 inches; Limit = 1.000 inches; Check Ratio = 0.070 ----------------------------------------------------------- Roof purlin line 1 (Strut Line) --------------- -------------------- --------------------------- Design Spacing 4.000 ft Mounting Condition at Supports BYPASS Lateral Restraint by Panel Attachment THROUGH -FASTENED End Inset Dimension at Lt End of Line 1.000 ft End Inset Dimension at Rt End of Line 1:000 ft Line is Contained Within 6.000 ft Edge Strip at Peak • With a 6.000 ft Edge Strip at Lt End and a 6.000 ft Edge Strip at Rt End Wind Suction Coefficient at Interior Region -1.380 ' Wind Suction Coefficient in Edge Strip at End -2.180 Wind Pressure Coefficient 0.662 - DESIGN SUMMARY t `� Roof purlin line 1 (Strut Line) is + Span Length. Mark Left Right Brace End Load Check Controlling ID No. Lap ,Lap Pts Clips Case Ratio Check (ft) (ft) (ft) ' 1L 1.000 80Z15 0.000 0.000 0 No 16. 0.672 web crippling 16 L/ 127 deflection 1 19.000 80Z15 0.000 1.500 0 No 16 0.672 web crippling" ' - 38 L/ 728 deflection - 2 20.000 80Z16 1.5.00 1.500 0 No 16 0.79.4 compression+bending .•" 35 L/1790 deflection • 3 20.000 80216 1.500 1.500 0 No 16 0.793 bending 35 L/1790 deflection" 4 19.000 80215 1.500 0.000 0 No 16 0.672 web crippling 39 L/ 728 deflection 4R 1.000 80Z15 0.000 0.000 0 No 16 0.672 web crippling 16 L/ 127 deflection. Total weight (extended) = 269.5 (269.5) -lbs. Max check ratio = 0.794 ' LOAD COMBINATIONS Roof purlin line 1 (Strut Line) No. Load Case Description ' Page 9 of 20 f 114 of 147 --------------------------------------------------------------------------- 1 D+C + L Check By ASD; No Deflection.Limit 2 D + 0.6W- Check By ASD; No Deflection Limit 3 D + 0.6WPIP-> Check By ASD; No Deflection Limit 4 D + 0.6WPIP<- Check By ASD; No Deflection Limit 5 D + 0.6WNIP-> Check By ASD; No Deflection Limit 6 D + 0.6WNIP<- Check By ASD; No Deflection Limit 7 D+C + 0.6W+ Check By ASD; No Deflection Limit 8 D+C + 0.6WPIP-5 Check By ASD; No Deflection Limit 9 D+C + 0.6WPIP<- Check By ASD; No Deflection Limit 10 D+C + 0.6WNIP-> Check By ASD; No Deflection Limit 11 D+C + 0.6WNIP<- Check By ASD; No Deflection Limit 12 1.07D + 0.7E-> Check By ASD; No Deflection Limit 13 1.07D +.0.7E< - Check By ASD; No Deflection Limit 14 1.07(D+C) + 0.7E-> Check By ASD; No Deflection Limit 15 1..07(D+C) + 0.7E< - Check By ASD; No Deflection Limit 16 D+C + 0.45W+ + 3/4L Check By ASD; No Deflection Limit 17 D+C + 0.45WPIP-> + 3/4L Check By ASD; No Deflection Limit 18 D+C + 0.45WPIP<- + 3/4L Check By ASD; No Deflection Limit 19 D+C + 0.45WNIP-> + 3/4L Check By ASD; No Deflection Limit 20 D+C + 0.45WNIP<- + 3/4L Check By ASD; No Deflection Limit 21 0.6D + 0.6W - Check By ASD; No Deflection Limit 22 0.6D + 0.6WPIP-> Check By ASD; No Deflection Limit 23 0.6D + 0.6WPIP<- Check By ASD; No Deflection Limit 24 0.6D + 0.6WNIP-> Check By ASD; No Deflection Limit 25 0.6D + 0.6WNIP<- Check By ASD; No Deflection Limit 26 0.6(D+C) + 0.6W+ Check By ASD; No Deflection Limit 27 0.6(D+C) + 0.6WPIP-> Check By ASD; No Deflection Limit 28 0.6(D+C) + 0.6WPIP<- Check By ASD; No Deflection Limit 29 0.6(D+C) + 0.60NIP-> Check By ASD; No Deflection Limit 30 0.6(D+C) + 0.6WNIP<- Page 10 of 20 115 of 147 Page 11 of 20 116 of 147 Check By ASD; No Deflection Limit 31 0.53D + 0.7E-> Check By ASD; No Deflection Limit 32 0.53D + 0.7E< - Check By ASD; No Deflection Limit 33 0.53(D+C) + 0.7E-> Check By ASD; No Deflection Limit 34 0.53(D+C) + 0.7E< - Check By ASD; No Deflection Limit 35 L No Stress Check; L/150 Deflection Limit 36 0.42W - No Stress Check; L/180 Deflection Limit 37 0.42W+ No Stress Check; L/180 Deflection Limit 38 0.42WPIP-> No Stress Check; L/180 Deflection Limit • 39 0.42WPIP<- No Stress Check; L/180 Deflection Limit 40 0.42WNIP-> No Stress Check; L/180 Deflection Limit 41 0.42WNIP<- No Stress Check; L/180 Deflection Limit APPLIED LOADS Roof purlin line 1 .(Strut Line) No. Load Load Span Intensity From Intensity To --------------------------------------7------------------------------------ Type Group Designation # lb/ft(kips) feet lb/ft, feet 1 UNIF D ALL 5.821 0.000 5.821 0.000 2 UNIF D+C ALL 9.586 0.000 9.586 0.000 3 UNIF L ALL 75.294 0.000 75.294 0.000 4 UNIF W- 1L -210.757 0.000 -210.757 1.000 5 UNIF W- 1 -210.757 0.000 -210.757 5.000 • 6 UNIF W- •1 -133.415 5.000 -133.415 19.000 7 UNIF W- 2 -133.415 0.000 -133.415 20.000 8 UNIF W- 3 -133.415 0.000 -133.415 20.000 9 UNIF W- 4 -133.415 0.000 -133.415 14.000 10 UNIF W- 4 -210.757 14.000 -210.757 19.000 11 UNIF W- 4R -210.757 0.000 .-210.757 1.000 12 UNIF W+ ALL 64.000 0.000 64.000 0.000 13 UNIF WPIP-> 1L -210.757 0.000 -210.757 1.000 14 UNIF WPIP-> 1 -210.757 0.000 -210.757 5.000 15 UNIF WPIP-> 1 -133.415 5.000 -133.415 19.000 16 UNIF WPIP-> 2 -133.415 0.000 -133.415 20.000 17 UNIF WPIP-> 3 -133.415 0.000 -133.415 20.000 18 UNIF WPIP-> 4 -133.415 0.000 -133.415 19.000 19 UNIF WPIP-> 4R -133.415 0.000 -133.415 1.000 20 UNIF WPIP<- 1L -133.415 0.000 -133.415 1.000 21 UNIF WPIP<- 1 -133.415 0.000 -133.415 19.000 22 UNIF. WPIP<- 2 -133.415 0.000' -133.415 20.000 23 UNIF WPIP<- 3 -133.415 0.000 -133.415 20.000 24 UNIF WPIP<- 4 -133.415 0.000 -133.415 14.000 25 UNIF WPIP<- 4 -210.757 14.000 -210.757 19.000 26 UNIF WPIP<- 4R -210.757 0.000 -210.757 1.000 27 UNIF WNIP-> 1L -175.953 0.000 -175.953 1.000 28 UNIF WNIP-> 1 -175.953 0.000 -175.953 5.000 29 UNIF WNIP-> 1 -98.611 5.000 -98.611 19.000 30 UNIF WNIP-> 2 -98.611 0.000 -98.611 20.000 Page 11 of 20 116 of 147 31 UNIF WNIP-> 3 -98.611 0.000 -98.611 20.000 32 UNIF WNIP-> 4" -98.611 0.000 -98.611 19.000 33 UNIF WNIP-> 4R -98.611 0.,000 -98.611 1.000 34 UNIF WNIP<- 1L -98.611 0.000 -98.611 1.000 35 UNIF WNIP<- 1 -98.611 0.000 -98.611 19.000 36 UNIF WNIP<- 2 -98.611 0.000 -98.611 20.000 37-UNIF WNIP<- 3 -98.611 0.000 -98.611 20.000 38 UNIF WNIPk- 4 -98.611 0.000 -98.611 14.000 39 UNIF WNIP<- 4 -175.953 14.000 -175.953 19.00.0 40 UNIF WNIP<- 4R -175.953 0.000 -175.953 1.000 41 AXLD E-> 2 0.137 0.000 0.000 0.000 42 AXLD E-> 3 -0.274 0.000 0.000 0.000 43 AXLD E-> 4 -0.137 0.000 0.000 0.000 44 AXLD E<- 2 0.412 0.000 0.000 0.000 45 AXLD E<- 3, 0.274 0.000 0.000 0.000 46 AXLD E<- 4 0.137 0.000 0.000 0.000 47 AXLD D+C 2 0.001 0.000 0.000 0.000 48 AXLD D+C 3 -0.002 0.000 0.000 0.000 • 49 AXLD D+C 4 -0.001 0.000 0.000 0.000 ---------------------------------------------------------------=----------- Roof purlin line 3 (Strut Line) --------------------------------------------------------------------------- Design Spacing 5.000 -ft Mounting Condition at Supports BYPASS Lateral Restraint by Panel Attachment THROUGH -FASTENED End Inset Dimension at Lt End of Line 1.000 ft End Inset Dimension at Rt End of Line 1.000 ft With a 6.000 ft Edge Strip at Lt End and a 6.000 ft Edge Strip at Rt End Wind Suction Coefficient at Interior Region -0.980 Wind Suction Coefficient in Edge Strip at End -1.380 Wind Pressure Coefficient 0.662 DESIGN SUMMARY • Roof purlin line 3 (Strut Line) Span Length Mark Left Right Brace End Load Check Controlling ID No. Lap Lap Pts Clips Case Ratio Check (ft) (ft) (ft) 1L 1.000 8OZ15 0.000 0.000 0 No 16 0.834 web crippling 16 L/ 102 deflection 1 19.000 80215 0.000 1.500 0 No 16 0.834 web crippling 35 L/ 499 deflection 2 20.000 80Z16 1.500 1.500 0 No 16 0.987 compression+bending 35 L/1432 deflection 3 20.000 8OZ16 1.500 1.500 0 No 16 0.986 bending 35 L/1432 deflection 4 19.000 80Z15 1.500 0.000 0 No 16 0.834 web crippling 35 L/ 499 deflection 4R 1.000 80Z15 0.000 0.000 0 No 16 0.834 web crippling 16 L/ 102 deflection Total weight (extended) = 269.5 (269.5) lbs. Max check ratio = 0.987 LOAD COMBINATIONS Roof purlin line 3 (Strut Line) Page 12 of 20 117 of 147 Page 13 of 20 118 of 147 No. Load Case Description ------------------------------------------------------------ 1 D+C + L Check By ASD; No Deflection Limit 2 D + 0.6W - Check By ASD; No Deflection Limit 3 D + 0.6WPIP-> Check By ASD; No Deflection Limit 4 D + 0.6WPIP<- Check By ASD; No Deflection Limit 5 D + 0.6WNIP-> Check By ASD; No Deflection Limit 6 D + 0.6WNIP<- Check By ASD; No Deflection Limit 7 D+C + 0.6W+ Check By ASD; No Deflection Limit 8 D+C + 0.6WPIP-> • Check By ASD; No Deflection Limit 9 D+C + 0.6WPIP<- Check By ASD; No Deflection Limit 10 D+C + 0.6WNIP-> Check By ASD; No Deflection Limit 11 D+C + 0.6WNIP<- Check By ASD; No Deflection Limit 12 1.07D + 0.7E-> Check By ASD; No Deflection Limit 13 1.07D + 0.7E< - Check By ASD; No Deflection Limit 14 1.07(D+C) + 0.7E-> Check By ASD; No Deflection Limit 15 1.07(D+C) + 0.7E< - Check By ASD; No Deflection Limit 16 D+C + 0.45W+ + 3/4L Check By ASD; No Deflection Limit 17 D+C + 0.45WPIP-> + 3/4L Check By ASD; No Deflection Limit 18 D+C + 0.45WPIP<- + 3/4L Check By ASD; No Deflection Limit 19 D+C + 0.45WNIP-> + 3/4L Check By ASD; No Deflection Limit 20 D+C + 0.45WNIP<- + 3/4L Check By ASD; No Deflection Limit 21 0.6D + 0.6W - Check By ASD; No Deflection Limit 22 0.6D + 0.6WPIP-> Check By ASD; No Deflection Limit 23 0.6D + 0.6WPIP<- Check By ASD; No Deflection Limit 24 0.6D + 0.6WNIP-> Check By ASD; No Deflection Limit 25 0.6D + 0.6WNIP<- Check By ASD; No Deflection Limit 26 0.6(D+C) + 0.6W+ Check By ASD; No Deflection Limit 27 .0.6(D+C) + 0.6WPIP-> Check By ASD; No Deflection Limit 28 0.6(D+C) + 0.6WPIP<- Check By ASD; No Deflection Limit 29 0.6(D+C) + 0.6WNIP-> Check By ASD; No Deflection Limit Page 13 of 20 118 of 147 30 0.6(D+C) + 0.6WNIP<- Span Intensity -------------------------------------------- Type Group Designation # Check,By No ASD; No Deflection Limit 31 0.53D + 0.7E-> 0.42W+ ALL 11.982 3 UNIF L ALL 94.118 Check By ASD; No Deflection Limit 32 0.53D + 0.7E< - -166.768 6 UNIF W- 1 -118.430 7 .Check By ASD; No Deflection Limit 33 0.53(D+C) + 0.7E-> 9 UNIF W- 4 -118.430 10 UNIF Check By ASD; No Deflection Limit 34 0.53(D+C) + 0.7E< - UNIF W+ ALL 80.000 13 UNIF' WPIP-> Check By ASD; No Deflection Limit 35 L 0.42WNIP<- WPIP-> 1 -118.430 16 UNIF No Stress Check; L/150 Deflection Limit 36 0.42W - To Span Intensity -------------------------------------------- Type Group Designation # lb/ft(kips) No Stress Check; L/180 Deflection Limit 37 0.42W+ ALL 11.982 3 UNIF L ALL 94.118 4 No Stress Check; L/180 Deflection Limit 38 0.42WPIP-> -166.768 6 UNIF W- 1 -118.430 7 UNIF No Stress Check; L%180 Deflection Limit 39 0.42WPIP<- 9 UNIF W- 4 -118.430 10 UNIF W- No Stress Check; L/180 Deflection Limit 40 0.42WNIP-> UNIF W+ ALL 80.000 13 UNIF' WPIP-> 1L No Stress Check; L/180 Deflection Limit 41 0.42WNIP<- WPIP-> 1 -118.430 16 UNIF WPIP-> 2 -118.430 No Stress Check; L/180 Deflection Limit APPLIED LOADS Roof purlin line 3 (Strut Line) No. Load Load To Span Intensity -------------------------------------------- Type Group Designation # lb/ft(kips) 1 UNIF D ALL 7.276 2 UNIF D+C ALL 11.982 3 UNIF L ALL 94.118 4 UNIF W- 1L -166.768 5 UNIF W- 1 -166.768 6 UNIF W- 1 -118.430 7 UNIF W- 2 -118.430 8 UNIF W- 3 -118.430 9 UNIF W- 4 -118.430 10 UNIF W- 4 -166.768 11 UNIF W- 4R -166.768 12 UNIF W+ ALL 80.000 13 UNIF' WPIP-> 1L _166.768 14 UNIF WPIP-> 1 -166.768 15 UNIF WPIP-> 1 -118.430 16 UNIF WPIP-> 2 -118.430 17 UNIF WPIP-> 3 -118.430 18 UNIF WPIP-> 4 -118.430 19 UNIF WPIP-> 4R -118.430 20 UNIF WPIP<- 1L -118.430 21 UNIF WPIP<- 1 -118.430 22 UNIF WPIP<- 2 -118.430 23 UNIF WPIP<- 3 -118.430 24 UNIF WPIP<- 4 -118.430 25 UNIF WPIP<- 4 -166.768 26 UNIF WPIP<- 4R -166.768 27 UNIF WNIP-> 1L -123.264 28 UNIF WNIP-> 1 -123.264 29 UNIF WNIP-> 1 -74.925 From Intensity To feet ----------------------------- lb/ft feet 0.000 7.276 0.000 0.000 11.982 0.000 0.000 94.118 0.000 0.000 -166.768 1.000 0.000 -166.768 5.000 5.000 -118.430 19.000 0.000 -118.430 20.000 0.000 -118.430 20.000 0.000 -118.430 14.000 14.000 -166.768 19.000 0.000 -166.768 1.000 0.000 80.000 0.000 0.000 -166.768 1.000 0.000 -166.768 5.000 5.000 -118.430 19.000 0.000 -118.430 20.000 0.000 -118.430 20.000 0.000 -118.430 19.000 0.000 -118.430 1.000 0.000 -118.430 1.000 0.000 -118.430 19.000 0.000 -118.430 20.000 0.000 -118.430 20.000 0.000 -118.430 14.000 14.000 -166.768 19.000 0.000 -166.768 1.000 0.000 -123.264 1.000 0.000 -123.264 5.000 5.000 -74.925 19.000 Page 14 of 20 119 of 147 • 0 --------------------------------------------------------------------------- Roof purlin line 4 (Midfield) ----------------------------------------------------------------------- Design Spacing 5.000 ft Mounting Condition at Supports BYPASS Lateral Restraint by Panel Attachment THROUGH -FASTENED End Inset Dimension at Lt End of Line 1.000 ft End Inset Dimension at Rt End of Line 1.000 ft With a 6.000 ft Edge Strip at Lt End and a 6.000 ft Edge Strip at Rt End Wind Suction Coefficient at Interior Region -0.980 Wind Suction Coefficient in Edge Strip at End -1.380 Wind Pressure Coefficient 0.662 DESIGN SUMMARY Roof purlin line 4 (Midfield) Span Length Mark Left Right Brace End Load Check Controlling ID No. Lap Lap Pts Clips Case Ratio Check (ft) (ft) (ft) 1L 1.000 80Z15 0.000 0.000 0 No 4 0.834 web crippling Page 15 of 20 120 of 147 30 UNIF WNIP-> 2 -74.925 0.000 -74.925 20.000 31 UNIF WNIP-> 3 -74.925 0.000 -74.925 20.000 32 UNIF WNIP-> 4 -74.925 0.000 -74.925 19.000 33 UNIF WNIP-> 4R -74.925 0.000 -74.925 1.000 34 UNIF WNIP<- 11, -74.925 0.000 -74.925 1.000 35 UNIF WNIP<- 1 -74.925 0.000 -74.925 19.000 36 UNIF WNIP- 2 -74.925 0.000 -74.925 20.000 37 UNIF WNIP<- 3 -74.925 0.000 -74.925 20.000 38 UNIF WNIP<- 4 -74.925 0.000 -74.925 14.000 39 UNIF WNIP<- 4 -123.264 14.000 -123.264 19.000 40 UNIF WNIP<- 4R -123.264 0.000 -123.264 1.000 41 AXLD WPIP-> 1 1.724 0.000 0.000" 0.000 42 AXLD WPIP-> 2 1.724 0.000 0.000 0.000 43 AXLD WPIP-> 3 -3.209 0.000 0.000 0.000 44 AXLD WPIP-> 4 -3.209 0.000 0.000 0.000 45 AXLD WPIP<- 1 -3.209 0.000 0.000 0.000 46 AXLD WPIP<- 2 1.831 0.000 0.000 0.000 • 47 AXLD WPIP<- 3 1.831 0.000 0.000 0.000 48 AXLD WPIP<- 4 1.831 0.000 0.000 0.000 49 AXLD WNIP-> 1 4.018 0.000 0.000 0.000 50 AXLD WNIP-> 2 4.018 0.000 0.000 0.000 51 AXLD WNIP-> 3 -0.998 0.000 0.000 0.000 52 AXLD WNIP-> 4 -0.998 0.000 0.000 0.000 53 AXLD WNIP<- 1 -0.998 0.000 0.000 0.000 54 AXLD WNIP<- 2 4.018 0.000 0.000 0.000 55 AXLD WNIP<- 3 4.018 0.000 0.000 0.000 56 AXLD WNIP<- 4 4.018 0.000 0.000 0.000 57 AXLD E-> 2 0.878 0.000 0.000 0.000 58 AXLD E-> 3 -0.659 0.000 0.000 0.000 59 AXLD E-> 4 -0.329 0.000 0.000 0.000 60 AXLD E<- 2 1.537 0.000 0.000 0.000 61 AXLD E<- 3 0.659 0.000 0.000 0.000 62 AXLD E<- 4 0.329 0.000 0.000 0.000 63 AXLD D+C 2 0.006 0.000 0.000 0.000 64 AXLD D+C 3 -0.005 0.000 0.000 0.000 . 65 AXLD D+C 4 -0.002 0.000 0.000 0.000 --------------------------------------------------------------------------- Roof purlin line 4 (Midfield) ----------------------------------------------------------------------- Design Spacing 5.000 ft Mounting Condition at Supports BYPASS Lateral Restraint by Panel Attachment THROUGH -FASTENED End Inset Dimension at Lt End of Line 1.000 ft End Inset Dimension at Rt End of Line 1.000 ft With a 6.000 ft Edge Strip at Lt End and a 6.000 ft Edge Strip at Rt End Wind Suction Coefficient at Interior Region -0.980 Wind Suction Coefficient in Edge Strip at End -1.380 Wind Pressure Coefficient 0.662 DESIGN SUMMARY Roof purlin line 4 (Midfield) Span Length Mark Left Right Brace End Load Check Controlling ID No. Lap Lap Pts Clips Case Ratio Check (ft) (ft) (ft) 1L 1.000 80Z15 0.000 0.000 0 No 4 0.834 web crippling Page 15 of 20 120 of 147 --------------------------------------------------------------------------- Roof purlin line 6 (.In Eave Edge Strip) Page 16 of 20 121 of 147 4 L/ 102 deflection 1 19.000 80Z15 0:000 1.500 0 No 4 0.834 web crippling 7 L/ 499 deflection 2 20.000 8OZ16 1.500 1.500 0 No 4 0.986 bending 7 L/1432 deflection 3 20.000 80Z16 1.500 1.500 0 No 4 0.986 bending 7 L/1432,deflection 4 19.000 8OZ15 1.500 0.000 0 No 4 0.834 web crippling 7 L/ 499 deflection 4R 1.000 80Z15 0.000 0.000 0 No 4 0.834 web crippling 4 L/ 1.02 deflection Total weight (extended) = 269.5 (269.5) lbs. Max check ratio = 0.986 LOAD COMBINATIONS Roof purlin line 4 (Midfield) No�----Load Description • 1 -Case ----------------------------------------------------------- D+C + L Check By ASD; No Deflection Limit 2 D + 0.6W - Check By ASD; No Deflection Limit 3 D+C + 0.6W+ Check By ASD; No Deflection Limit 4 D+C + 0.45W+ + 3/4L Check By ASD; No Deflection Limit 5 0.6D + 0.6W - Check By ASD; No Deflection Limit 6 0.6(D+C) + 0.6W+ •Check By ASD; No Deflection Limit 7 L No Stress Check; L/150 Deflection Limit 8 0.42W - No Stress Check; L/180 Deflection Limit 9 0.42W+ •. No Stress Check; L/180 Deflection Limit APPLIED LOADS Roof purlin line 4 (Midfield) No. Load Load Span Intensity From Intensity To --------------------------------------------------------------------------- Type Group Designation # lb/ft(kips) feet lb/ft feet 1 UNIF D ALL 7.276 0.000 7.276 0.000 2 UNIF D+C ALL 11.982' 0.000 11.982- 0.000 3 UNIF L ALL -94.118 0.000 94.118 0.000 4 UNIF W- 1L -166.768 0.000 -166.768 1.000 5 UNIF W- 1 -166.768 0.000 -166.768 5.000 6 UNIF W- 1 -118.430 5.000 -118.430 19.000 7 UNIF W- 2 -118.430 0.000 -118.430 20.000 8 UNIF W- 3 -118.430 0.000 -118.430 20.000 9 UNIF W- 4 -118.430 0.000 -118.430 '14.000 10 UNIF W- 4 -166.768 14.000 -166.768 19.000 11 UNIF W- 4R -166.768 0.000 -166.768 1.000 12 UNIF W+ ALL 80.000 0.000 80.000 0.000 --------------------------------------------------------------------------- Roof purlin line 6 (.In Eave Edge Strip) Page 16 of 20 121 of 147 t------------------------------ 7 ---------------------------------------------- -------------------------------------------Design Design Spacing 4.712 ft Mounting Condition at Supports BYPASS , Lateral Restraint by Panel Attachment THROUGH -FASTENED End Inset Dimension at Lt End of Line 1.000 ft End Inset Dimension at Rt End of Line 1.000 ft Line is Contained Within 6.000 ft Edge Strip at Eave with a 6.000 ft Edge Strip at Lt End and a 6.000 ft'Edge Strip at Rt End Wind Suction Coefficient at Interior Region -1.380 Wind Suction Coefficient'in Edge Strip at'End '2.180 Wind Pressure Coefficient 0.662 DESIGN SUMMARY Roof purlin line 6 (In Eave Edge . Strip) 1' Span. Length Mark Left Brace End Load Check.Controlling . ID No. Lap .Right Lap Pts Clips Case Ratio Check (ft) (ft) (ft) 1L 1.000 80Z15 0.000 0.000 0 No 4 0.787 web crippling, 4 L/ 109 deflection . 1 19.000 80Z15 0.000- 1.500 0 No 4 0.787•web crippling 8 L/ 621 deflection 2 20.000 80Z16. 1-.500 1•.500 0 No A 0.930 bending 7 L/1520 deflection 3 20.000 80Z16 1.500 1.500 0 No 4 0.930 bending 7 L/1520 deflection ' 4 19.000 80Z15 1.500 0:000 0 No 4 0.787 web crippling 8 L/ 621 deflection 4R 1.000 80Z15 0.000 0.000 0 No 4 0.787,web crippling 4 L/ 109 deflection Total weight (extended) = 269.5 (269.5) lbs. Max check ratio = 0.930 • LOAD COMBINATIONS Roof purlin line 6 (In Eave Edge Strip) No. , Load Case Description 1 I - - - - - 1 1 - - - - - - - - - - - - - - - - - - - - - - - - - - - D+C + L - - - - - - - - - - - - - - - - - - - - -------------- - - - - ------------------ !• Check By ASD; No Deflection Limit 2 . D +• 0.6W - Check By ASD;,No Deflection Limit 3 D+C + 0.6W+ Check By ASD; No Deflection.Limit 4 D+C + 0.45W+ + 3/4L s Check By ASD; No Deflection Limit' ' 5 #0.6D + 0.6w- ' Check By ASD; No Deflection Limit 6 0.6(D+C) + 0.6W+ Check By•ASD; No Deflection Limit 7 L No Stress Check; L/150 Deflection Limit 8 0.42W - No Stress Check; L/180 Deflection Limitr 9 0.42W+ 0 1♦ - , `. . _ No Stress Check; L/180 Deflection Limit ,•, APPLIED LOADS Page 17 of 20 122 of 147 Roof purlin line 6 (In Eave Edge Strip) No. Load Load Span Intensity From ----------------------------------------------------- Type Group Designation # lb/ft(kips) feet 1 UNIF D ALL 6.856 0.000 2 UNIF D+C ALL 11.291 0.000 3 UNIF L ALL 88.690 0.000 4 UNIF W- 1L -248.253 0.000 5 UNIF W- 1 -248.253 0.000 6 UNIF W- 1 -157.151 5.000 7 UNIF W- 2 -157.151 0.000 8 UNIF W- 3 -157.151 0.000 9 UNIF W- 4 -157.151 0.000 10 UNIF W- 4 -248.253 14.-000 11 UNIF W- 4R -248.253 0.000 12 UNIF W+ ALL 75.386 0.000 ----------------------------------------------- Roof purlin line 7 (Save Strut) ----------------------------------------------- Design Spacing Mounting Condition at Supports Lateral Restraint by Panel Attachment End Inset Dimension at Lt End of Line End Inset Dimension at Rt End of Line Wind Suction Coefficient Wind Pressure Coefficient Intensity To lb/ft feet -------------------- 6.856 0.000 11.291 0.-000 88.690 0.000 -248.253 1.000 -248.253 5.000 -157.151 19.000 -157.151 20.000 -157.151 20.000 -157.151 14.000 -248.253 19.000 -248.253 1.000 75.386 0.000 2.356 ft SIMPLE THROUGH=FASTENED 1.000 ft 1.000.ft 0.000 0.000 DESIGN SUMMARY Roof purlin line 7 (Save Strut) Span Length Mark Left Right Brace End Load Check Controlling ID No. Lap Lap Pts Clips Case Ratio Check ------------=------------------------------------------=------------------= (ft) (ft) (ft) 1L 1.000 80S5 0.000 0.000 0 No 11 ,0.095 bearing at bolt 0 L/ 99'9 deflection 1 19.000 80S5 0.000 0.000 0 No 11 0.189 bearing at bolt 20 L/9999 deflection 2 20.000 80S5 0.000 0.000 0 No. 4 0.906 bearing at bolt 20 L/9999 deflection 3 20.000 80S5 0.000 0.000 0 No. 12 0.189 bearing at bolt 20 L/9999 deflection 4 19.000 80S5 0.000 0.000 0 No 12 0.189 bearing at bolt 20 L/9999 deflection 4R 1.000 80S5 0.000 0.000 0 No 12 0.094 bearing at bolt 0 L/ 999 deflection Total weight (extended) = 303.3 (303.3) lbs. Max check ratio = 0.906 LOAD COMBINATIONS Roof purlin line 7 (Save Strut) No. Load Case Description ---------------------------------------------------------------------- 1 D+C + 0.6WPIP-> Check By ASD; No Deflection Limit Page 18 of 20 123 of 147 • • C� L] 2 1-D+C + 0.6WPIP<- Check By ASD; No Deflection Limit 3 D+C + 0.6WNIP-> Check By ASD; No Deflection Limit 4 D+C + 0.6WNIP<- Check By ASD; No Deflection Limit 5 1.07(D+C) + 0.7E-> Check By ASD; No Deflection Limit 6" 1.07(D+C) + 0.7E< - Check By ASD; No Deflection Limit 7 83.3333% x 1.07(D+C) + 0.7QE-> ASD Special Seismic; No Deflection Limit 8 83.3333% x 1.07(D+C) + 0.70E< - ASD Special Seismic; No Deflection Limit 9 0.6(D+C) + 0.6WPIP->' Check By ASD; No Deflection Limit 10 0.6(D+C) + 0.6WPIP<- Check By ASD; No Deflection Limit 11 0.6(D+C) + 0.6WNIP-> Check By ASD; No Deflection -Limit 12 0.6(D+C) + 0.6WNIP<- Check By ASD; No Deflection Limit 13 0.53(D+C) + 0.7E-> Check By ASD; No Deflection Limit 14 0.53(D+C) + 0.7E< - .Check By ASD; No Deflection Limit 15 83.3333% x 0.53 (D+C) + 0.752E-> . ASD Special Seismic; No Deflection Limit 16 83.3333% x 0.53(D+C) + 0.752E< - ASD Special Seismic; No Deflection Limit 17 0.42WPIP-> No Stress Check; L/180 Deflection Limit 18 0.42WPIP<- No Stress Check; L/180 Deflection Limit 19 0.42WNIP-> No. Stress Check; L/180 Deflection Limit 20 0.42WNIP<- No Stress Check; L/180 Deflection Limit APPLIED LOADS Roof purlin line 7 (Eave Strut) No. Load Load Span Intensity From Intensity To Type Group Designation ------------------------------------------------ I # lb/ft(kips) feet ----------------------- lb/ft feet 1 AXLD WPIP-> 1 0.571 0.000 0.000 0.000 2 AXLD WPIP-> 2 5.504 0.000 0.000 0.000 3 AXLD WPIP-> 3 -1.063 0.000 0.000 0.000 4 AXLD WPIP-> 4 -1.063 0.000 0.000 0.000 5 AXLD WPIP<- 1 -1.063 0.000 0.000 0.000 6 AXLD WPIP<- 2 5.646 0.000 0.000 0.000 7 AXLD WPIP<- 3 0.606 0.000 0.000 0.000 8 AXLD WPIP<- 4 0.606 0.000 0.000 0.000 9 AXLD WNIP-> 1 1.331 0.000 0.000 0.000 10'AXLD WNIP-> 2 6.347 .0.000 0.000 0.000 11 AXLD WNIP-> 3 -0.331 0.000 0.000 0.000 12 AXLD • WNIP-> 4 -0.331 0.000 0.000 0.000 13 AXLD WNIP<- 1 -0.331 0.000 0.000 0.000 14 AXLD WNIP<- 2 6.347 0.000 0.000 0.000 15 AXLD WNIP<- 3 1.331 0.000 0.000 0.000 Page 19 of 20 124 of 147 16 AXLD 17 AXLD 18 AXLD 19 AXLD 20 AXLD 21 AXLD 22 AXLD 23 AXLD 24 AXLD 25 AXLD 26 AXLD 27 AXLD 28 AXLD 29 AXLD 30 AXLD 31 AXLD WNIP<- 4 1.331 0.000 0.000 0.000 E-> 2 2.676 0.000 0.000 0.000 E-> 3 -0.499 0.000 0.000 0.000 E-> 4 -0.250 0.000' 0.000 0.000 'nE-> 2 4.117 0.000. 0.000 0.000 nE-> 3 -0.768 0.000 0.000 0.000 DE-> 4 -0.384 0.000 0.000 0.000 E<- 2 3.175 0.000 0.000 0.000 E<- 3 0.499 0.000 0.000 0.000 E<- 4 0.250 0.000 0.000 0.000 QE<- 2 4.885 0.000 0.000 0.000 nE<'- 3 0.768 0..000 0.000 0.000 92E<- 4 0.384 0.000 0.000 0.000 D+C 2 0.015 0.000 0.000 0.000 D+C 3 -0.003 '0.000 0.000 0.000 D+C 4 -0.001 0.000: 0.000 0.000 , Page 20 of 20 125 of 147 0 4 , + � 4 Page 20 of 20 125 of 147 0 Total weight (extended) = 249.6 (249.6) lbs. Max check ratio = 0.899 LOAD COMBINATIONS Front Side Wall Girt Design Page 1 of 2 126 of 147 . •4 AMERICAN BUILDINGS COMPANY Front Side Wall Girt Design Designer: VDF - Version Number: Ver. 46:2 Job Number: W16G0108A, Module: 1 Date/Time: 05/11/16 03:16 PM --------------------------------------------------------------------------- Type Width Length Ridge Dist Slope(F) Slope(R) No.BAYS LRF 60.000 ft 80.000 ft 30.000 ft 3.000:12 3.000:12 4• . --------------------------------------------------------------------------- Wall Base Adjustments: FSW RSW LEW . REW 0.000 ft 0.000 ft 0.000 ft 0.000ft --------------------------------------------------------------------------- S.Wall Eave Ht. Lean -To Width E.Wall Type Col_Spc. Girt Type Overhang Front: 18.000 ft 0.000 ft Left 1 S B 0.000 ft Rear: 18.000 -ft 0.000 ft Right 1 S B 0.000 ft Building Code: 2013 California Building Code � ----------------------------------- ---------------------------------------- Building Use Category: II. -All buildings and other structures except those listed in Risk Categories I, III, and IV Wind Velocity = 110.000 mph Open Condition: Enclosed Buildings Wind Exposure Category: C.' Open terrain with scattered obstructions having heights generally less than 30 feet & where Exposures B or D do not apply Design Wind Pressure (Cladding and Secondary) = 24.169 --------------------------------------------------------------------------- psf Design Spacing 6.500 ft Mounting Condition at Supports BYPASS Lateral Restraint by Panel Attachment THROUGH -FASTENED End Inset Dimension at Lt End of Line 1.000 ft` End Inset Dimension at Rt End of Line 1.000 ft With a 6.000 ft Edge Strip at Lt End and a 6.000 ft Edge Strip at Rt End "Wind Suction Coefficient at Interior Region -1.081 Wind Suction Coefficient in Edge Strip at End -1.183 Wind Pressure Coefficient 0.981 , DESIGN SUMMARY Front Side Wall Girt Design Span Length Mark Left Right Brace End Load Check Controlling ID No. Lap Lap Pts Clips Case Ratio Check (ft) (ft) (ft) ---------------------------------------------------------------------------- 1L 1.000 80Z16 0.000 0.000 0 No 2 0.788 web crippling 1 L/ 107 deflection 1 19.000 80Z16 0.000 1.500 0 No 1 0.899 bending 3 L/ 576 deflection 2 20.000 80Z16 1.000 1.000 0 No 2 0.867 bending 3 L/1801 deflection t 3 20.000 8OZ16 1.000 1.000 0 No 2 0.867 bending , 3 L/1801 deflection 4 19.000 80Z16 1.500 0.000 0 No 1 0.899 bending 3 L/ 576 deflection 4R 1.000 80Z16 0.000 0..000 0 No 2 0.788 web crippling 1 L/ 107 deflection Total weight (extended) = 249.6 (249.6) lbs. Max check ratio = 0.899 LOAD COMBINATIONS Front Side Wall Girt Design Page 1 of 2 126 of 147 . a No. Load Case Description --------------------------------------------------------------------------- .1 0.6w - Check By ASD; No Deflection Limit 2 0.6W+ Check By ASD; No Deflection Limit 3 0.42W - No Stress Check; L/90 Deflection Limit 4 0.42W+ No Stress Check; L/90 Deflection Limit APPLIED LOADS Front Side Wall Girt Design No. Load Load Span Intensity From Intensity To Type Group Designation # lb/ft(kips) feet lb/ft feet ------------------==---------------- ------------------------------------- 1 UNIF W- 1L -185.807 0.000 - 185.807 1.000 2 UNIF' W- 1 -185.807- 0'. 000 • • -185.807 5.000 3 UNIF W- 1 -169.883 5.000 -169.883 19.000 4 UNIF W- 2 -169.883 0.000 -169.883 20:000 5 UNIF W- 3 -169.883 0.000 -169.883 20.000 6 UNIF W- 4 -169.883 0.000- -169.883 14.000 7 UNIF W- 4 -185.807 14.000 -185.807 19.000 8 UNIF F W- 4R -185.807 0.000 -185.807 '1.000 9 UNIF W+ ALL, 154.173 0.000 154.173 0.000 0 Page 2 of 2 127 of 147 • e f AMERICAN BUILDINGS COMPANY ' Front Side Wall Girt Design (line #2) Designer: VDF Versiom•Number: Ver. 46.2 ' Job Number:'W16G0108A, Module: 1 Date/Time: 05/11/16 03:35 PM --------------------------------------------------------------------------- Type, Width Length Ridge Dist Slope(F) Slope(R) No.BAYS. ' LRF 60.000 ft 80.000 ft 30.000 ft 3.000:12 3.000:12 4 Wall Base Adjustments: FSW. RSW LEW REW , r 0.000 ft 0.000 ft 0.000 ft 0_000ft --------------------------------------------------------------------------- S.Wall Eave.Ht. Lean -To Width E.Wall Type Col_Spc. Girt Type' Overhang x Front: 18.000 ft 0.000 ft Left 1 S B 0.000 ft Rear: 18.000 ft .0.000 ft Right 1 S - B 0.000 ft Building Code: -2013 California. Building Code ` •--------------------------- --=------------------------------------- = ------ Building Use Category: I•I. All -buildings and other structures except those listed in Risk Categories I,.III, and IV Wind Velocity = 110.000 mph Open Condition: Enclosed Buildings Wind Exposure Category: C. Open terrain with scattered obstructions having heights generally less than 30 feet & where Exposures B'or D do not apply Design Wind Pressure (Cladding and Secondary) = 24.169.psf --------------------------------------------------------------------------- Design Spacing 5.250 ft Mounting Condition at Supports BYPASS Lateral Restraint by Panel Attachment THROUGH -FASTENED' End Inset Dimension at Lt End of Line 1.000 --ft , End Inset Dimension at Rt End of Line 1.000 ft _ With a 6.000 ft Edge Strip at Lt End and a 6.000 ft Edge Strip at Rt End° r Wind Suction Coefficient at Interior Region -1.081- ' Wind Suction Coefficient in Edge Strip at End -1.183 Wind Pressure Coefficient 0.981 i DESIGN SUMMARY Front Side Wall -Girt Design (line #2) • Span Length Mark Left Right Brace End Load Check Controlling ID No. Lap Lap Pts Clips Case Ratio Check (ft) (ft) (ft) ---------------------------------------------------------------------------• 1L 1.000 80Z16 0.000 0.000 0 No 2 0.661 web crippling„ 1 L/ 118 deflection 1 19.000 80216 0.000 1.500 0 No 1 0.790 bending 3.I.'/ 613 deflection 2 20.000 8OZ16 1•.000 1.000 _0 No 2 0.884 bending 3 L/2584 deflection 3 20.000 80Z16 1.000 1.000 0 No 1. 0.999 bending+shear 3 L/ 529 deflection 4 19.000 80Z16 1.500 0.000 0 No 2 0.965 bending 3 L/1515 -deflection 4R. 1.000 8OZ16 0.000 0.000 0 No 2. 0.554 web crippling 1 L/ 230 deflection .Total weight (extended) = 249.6 (249.6) lbs. Max check ratio 0'999 LOAD COMBINATIONS Page,l of 2 128 of 147 .. Front Side .Wall Girt Design (line #2) No. Load Case Description --------------------------------------------------------------------------- 1 0.6W - Check By ASD; No Deflection -Limit 2 0.6W+ Check By ASD; No Deflection Limit 3 0.42W- No Stress Check; L/90 Deflection Limit 4 0.42W+_, No Stress Check; L/90 Deflection Limit APPLIED LOADS Front Side Wall Girt Design (line„42) No. Load Load Span Intensity From Intensity To ---- Type Group Designation #.lb/ft(kips) feet lb/ft feet 1 UNIF W-_ 1L -150.074 0.000 -150.074 1.000 2 UNIF W- 1 -150.074 0.000 -150.074 5.000 3 UNIF W- 1 -137.213 5.000 -137.213 19.000 4 UNIF W- 2 -137.213 0.000 -137.213 20.000 5 UNIF W- 3 -137.213 0.000 -137.213 20.000 6 UNIF W- 4 -137.213 0.000 -137.213 14.000 7 UNIF W- 4 -150.074 14.000 -150.074 19.000 8 UNIF W- 4R -150.074 0.000 -150.074 1.000 9 UNIF W+ ALL 124.524 0.000 124.524 0.000 10 CONC W- 3 -1.359 4.000 0.000 0.000 . 11 CONC W+ 3 1.233 4.000 0.000. 0.000 12 CONC W- 3 -1.359 16.000 0.000, 0.000 13 CONC W+ 3 1.233 16.000 0.000 0.000 �10 Page 2 of 2 129 of 147 JAMB SUPPORT CALCULATIONS i Suction I Pressure Location P, I -1.36 kip 1.23 kip 4.00 ft _ PZ =1.36 kip I 1.23 kip 16.00 ft Distributed load, suction (w)0.065 kip/ft Distributed load, pressure(w) 0.059 kip/ft Pl PZ .fi. l W 1 k Rl Rz Jamb SnDDort Desi Number of Girt(s) Suction Pressure Total Reaction at left (R,) -2.01 kips 1.83 kips _Total Reaction at right (RZ) -2.01 kips 1.83 kips Zero Shear Location (from left) _ 10.00 ft _ 10.00 ft Total Maximum Moment I -8.70 kip -ft I 7.90 kip -ft Maximum Shear Force -2.01 kips 1.83 kips Jamb SnDDort Desi Number of Girt(s) 1 Yield Stress F,. 55 ksi Allowable Stress (ksi) 33 ksi Panel Condition (R) One Side Allowable Stress Ratio I 1.03 r,.:: .., ......... ...: .. ..... Gauge 8" girts 9.5" girts 1 12" girts S.R. I 0,"_= L/? S.R. � a = L/? S.R. I Ami= L/? I 0.64 � / j// 011 .64 721 12 1.59 194 116 r 331 0.81 600 13 1.79 176 '1.34 311 0.94 i 541 14 2.21 149 1.63 254 7T'-07//%: %' : 15 16 2.55 2.88 134 1.92 227 120 Header Calculation Suct. Pressure Dist. Load (w), plf -39.19 35.56 Mom. on Header, k -ft. I -0.71 I 0.64 Jamb Calculation Suct. I Pressure Max. M on Jamb, k -ft. 1 4.42 4.01 Dist. Load (w), k/ft -0.21 0.19 Shear on Header, kips ( -0.24 I 0.21 Shear on Jamb, kips -1.36 I 1.23 .. Hot rolled section is iiot selected ..,_ .: ....:: .:.::. Yield Stress F,. 50 ksi Channels S.R. A_ = L/? Ma (m -kips C10 x 30 0.20 1507 512.06 C10 x 25 0.28 1333 377.29 C10 x 20 0.40 1154 260.40 C10 x 15.3 0.57 985 C9 x 20 0.41 891 _18_2.39 251.67 C9 x 15 0.65 746 161.22 C9 x 13.4 0.75 699 140.05 C8 x 18.75 C8 x 13.75 _0.46 642 0.79 528 224.97 132.71 C8 x 11.5 1.00 475 104.33 131 of 147 Framed Opening Calculation V3.0 5111/2016 9:59 AM AMERICAN BUILDINGS COMPANY Rear Side Wall Girt Design Designer: VDF Version Number: Ver. 46.2 Job Number: W16G0108A, Module: 1 Date/Time: 05/11/16 03:17 PM, Type Width Length Ridge Dist Slope(F) Slope(R) No.BAYS LRF 60.000 ft 80.000 ft 30.000 ft 3.000:12 3.000:12 4 --------------------------------------------------------------------------- Wall Base Adjustments: FSW '.RSW LEW REW 0.000 ft 0.000 ft 0.000 ft 0.000ft -----------------------7--------------------------------------------------- S.Wall, Eave Ht. Lean -To Width E.Wall Type Col_Spc. Girt Type -Overhang' Front: 18.000 ft 0.000 ft Left 1 S B 0.000 ft Rear: 18.000 ft 0.00.0 ft Right .1 S B 0.000 ft Building Code: 2013 California Building Code --------------------------------------------------------------------------- r, Building Use -Category: II. All buildings and other structures except those' listed in Risk Categories I, III, and IV Wind Velocity = 110.000 mph 4 Open Condition: Enclosed Buildings Wind Exposure Category: -C. Open terrain with scattered obstructions having heights generally less than 30 feet & where Exposures B or D do not apply Design Wind Pressure (Cladding and Secondary) = 24.169 psf ' ------------------------------=----=--------------------------------------- Design Spacing 6.500 ft Mounting Condition at Supports BYPASS ' Lateral Restraint by Panel Attachment THROUGH -FASTENED End Inset Dimension at Lt End of Line 1.000 ft End Inset Dimension at Rt End of Line 1.000 ft With a 6.000 ft Edge Strip at Lt End and a 6.000 ft Edge Strip at Rt End Wind Suction Coefficient at Interior Region -1.081 Wind Suction Coefficient in Edge Strip at End -1.183 ,. Wind'Pressure Coefficient 0.981 DESIGN,SUMMARY Rear Side Wall Girt Design Span' Length Mark Left Right Brace End Load Check Controlling ID No. Lap Lap Pts Clips Case Ratio Check (ft) (ft) (ft) --------------------------------------------------------------------------- 4L 1.000 8OZ16 0.000 0.000 0 No 2 0.792 web crippling 1 L/ 105'deflection 4 19.000 80216 0.000 1.000 0 No 1 0.909 bending 3 L/ 568 deflection .. 3 20.000 8OZ16 1.000 1.000 0 No 2 0.851 bending 3 L/1752 deflection. 2 20.000 8OZ16 1.000 1.000 0 No 2 0.851 bending 3 L/1752' deflection 1 19.000 80Z16 1.000 0.000 0 No 1 0.909 bending 3 L/ 568 deflection 1R 1.000 80Z16 0.000 0.000 0 No 2 0.792 web crippling 1 L/ 105 deflection ' Total weight (extended) = 246.7 (246.7) lbs. Max check ratio = 0.909 LOAD COMBINATIONS Rear Side Wall Girt Design Page 1 of 2 ' 132 of 147 No. --------------------------------- Load Case Description ----------------------------------------- 1 0.6W - Check By ASD; No Deflection Limit 2 0.6W+ Check By ASD; No Deflection Limit 3 0.42W - No Stress Check; L/90 Deflection Limit 4 0.42W+ No Stress Check; L/90 Deflection Limit APPLIED LOADS Rear Side Wall Girt'Design No. Load Load Span Intensity From Intensity To Type•Group Designation 4 lb/ft(kips) feet lb/ft feet 1 UNIF W- 4L -185.807 0.000 -185.807 1.000 2 UNIF W- 4 -185.807 0.000 -185.807 5.000 3 UNIF W- 4 -169.883 5.000 -169.883 19.000 4 UNIF W- 3 -169.883 0.000 -169.883 20.000 5 UNIF W- 2 -169.883 0.000 -169.883 20.000 6 UNIF W- 1 -169.883 0.000 -169.883 14.000 7 UNIF W- 1 -185.807 14.000 -185.807 19.000 8 UNIF W- 1R -185.807 0.000 -185.807 1.000 9 UNIF W+ ALL, 154.173 0.000 154.173 0.000 Page 2 of 2 133 of 147 r AMERICAN •BUILDINGS COMPANY Left End Wall Girt Design Designer: VDF Version Number: Ver. 46:2 ,r Job Number: W16G0108A, Module: 1 Date/Time: 05/11/16 03:17.PM, ,. Type Width Length Ridge Dist Slope(F) Slope(R) No.BAYS , LRF 60.000 ft 80.000 ft 30.000 ft 3.000:12 3.000:12 4' ----------------------------------------------------------------------- Wall Base Adjustments: FSW RSW LEW REW 0.000 ft 0.000 ft 0.000 ft 0.000ft -------------------------------------------------------------------------;- S.Wall. Eave Ht. Lean -To Width E.Wall Type Col_Spc. Girt Type Overhang .Front: 18:000 ft 0.0.00 ft Left 1 S. B 0.000,ft Rear:, 18.000 ft 0.000 ft Right 1 S B •0:000 ft ' Building Code: 2013 California Building Code, k,r ------------------------------------------------ 'Building Use Category II All buildings and other structures•except those listed.in Risk Categories I,,III, and IV Wind Velocity = 110.000 mph Open Condition: Enclosed Buildings Wind Exposure Category: C. Open terrain with scattered -obstructions having heights generally less than 30 feet & where Exposures B or D do not apply Design'Wind Pressure (Cladding and Secondary) .24.169 psf Design Spacing 6.50,0 ft R' Mounting Condition at Supports BYPASS " Lateral Restraint by Panel Attachment THROUGH -FASTENED End Inset Dimension at Lt..End of Line 0.000 ft .End Inset Dimension at Rt End of Line 0.000 ft ' With a.6.000 ft Edge Strip at.Lt End and a 6.000 ft Edge Strip at Rt End Wind Suction Coefficient at Interior Region -1.081. Wind,Suction Coefficient in Edge.Strip at End -1.183 ' Wind Pressure Coefficient 0.981 ' • DESIGN SUMMARY, ' Left End Wall Girt Design• ' Span. Length Mark Left Right Brace End Load Check Controlling ID No. Lap Lap Pts Clips Case Ratio Check (ft) (ft) .(ft) ---------------------------------------------- 1 17.500 80Z16 0.000 1.000• 0 No 2 1.025 bending 3 L/1201 deflection 2 25.000 80Z16 1.000 1.000 0 No 2 1.004 bending 3 L/ 494 deflection 3 17.500 80216 1.000 0.000 0 No 2 1.025 bending 3'L/1201 deflection „ Total weight (extended) = 183.6 (183.6) lbs. Max check ratio = 1.025 • . LOAD COMBINATIONS Left End Wall Girt Design , No. Load Case Description -------------------------------------------------------------------- 1 0.6W - Check By -ASD; No Deflection Limit 2 0.6W+ Pagel of 2 134 of, 147' Page 2 of 2 135 of 147 Check By ASD; No Deflection Limit , 3 0.42W - No Stress Check; L/90 Deflection Limit 4 0.42W+ No Stress Check; L/90.Deflection Limit APPLIED LOADS Left End Wall Girt Design No. Load Load Span Intensity From Intensity To --------------------------------------------------------------------------- Type Group Designation # lb/ft(kips) feet•. lb/ft feet 1 UNIF W- 1 -185.807 0.000 -185.807 6.000 2 UNIF W- 1 -169.883 6.000 -169.883 ,17.500 3 UNIF W- 2 -169.883 0.000 -169.883 25.000 4 UNIF W- 3 -169.883 0.000 -169.883 11.500 5 UNIF W-• '3 -185.807 11.500 -185.807 17.500 6 UNIF W+ ALL 154.173+ 0.000 154.173_ 0.000 • Page 2 of 2 135 of 147 AMERICAN BUILDINGS COMPANY Left End Wall Girt Design (line #2) Designer: VDF Version Number: Ver. 46.2 Job Number: W16G0108A, Module: 1 Date/Time: 05/11/16 03:34 PM Type Width Length Ridge Dist Slope(F) Slope(R) No.BAYS LRF 60.000 ft 80.000 ft 30.000 ft 3.000:12 3.000:12 4 --------------------------------------------------------------------------- Wall Base Adjustments: FSW RSW LEW REW 0.000 ft 0.000 ft 0.000 ft 0.000ft --------------------------------------------------------------------------- S.Wall Eave Ht. Lean -To Width E".Wa"11 Type Col_Spc. Girt Type Overhang Front: 18.000 ft 0.000 ft Left 1 S B 0.000 ft Rear: 18.000 ft 0.000 ft Right 1 S B 0.000 ft Building Code: 2013 California Building Code --------------------------------------------------------------------------- Building.Use Category: II. All buildings and other structures except those listed in Risk Categories I, III, and IV Wind Velocity = 110.000 mph Open Condition: Enclosed Buildings Wind Exposure Category: C. Open terrain with scattered obstructions having heights generally less than 30 feet & where Exposures B or'D do not apply Design Wind Pressure (Cladding and Secondary) = 24.169 psf --------------------------------------------------------------------------- Design Spacing 5.500 ft Mounting Condition at Supports BYPASS Lateral Restraint by Panel Attachment THROUGH -FASTENED End Inset Dimension at Lt End of Line 0.000 ft End Inset Dimension at Rt End of Line 0.000 ft" With a 6.000 ft Edge Strip at Lt End and a 6.000 ft Edge Strip at Rt End Wind Suction Coefficient at Interior Region -1.081 Wind Suction Coefficient in Edge Strip at End -1.183 Wind Pressure Coefficient 0.981 DESIGN SUMMARY Left End Wall Girt Design (line #2) Span Length Mark Left Right Brace End Load Check Controlling ID No. Lap Lap Pts Clips Case Ratio Check (ft) (ft) (ft) --------------------------------------------------------- ----------------- 1 17.500 80Z14 0.000 2.000 0 No 2 0,932 bending 3 L/1359 deflection 2 25.000 8OZ13 1.000 1.000 0 No 1 0.901 bending 3 L/ 362 deflection 3 17.500 80Z14 2.000 0.000 0 No 2 0.932 bending , 3 L/1359 deflection Total weight (extended) = 254.7 (254.7) lbs. Max check ratio 0.932 LOAD COMBINATIONS Left End Wall Girt Design (line #2) No. Load Case Description --------------------------------------------------------------------------- 1 0.6W - Check By ASD; No Deflection Limit Page 1 of 2 136 of 147 2 0.6W+ Check By ASD; No Deflection Limit 3 0.42w - No Stress Check;'L/90 Deflection Limit 4 0.42W+ No Stress Check; L/90 Deflection Limit -APPLIED LOADS Left End Wall Girt Design (line #2) No. Load Load Span Intensity From Intensity To Type Group Designation # lb/ft(kips) feet - lb/ft feet 1UNIF W- 1 -157.221.• 0.000 -------------- -157.221 .6.000 2 UNIF W- 1 -143.747 6.`000 -143.747 17.500 3 UNIF W- 2 -143.747 0.000 -143.747 25.000 4 UNIF W- 3 -143.747 .0.000 -143.747 11.500 5.UNIF W- 3 -157.221 11.500 -157.221 17.500 6 UNIF W+ ALL 130.454 0.000. 130.454 0.000 7 CONC W- 2 -1.741 4.500 0.000 0.000 8 CONC W+ 2 1.580 4.500 0.000 -0.000 9 CONC W- 2 -1.741 20.500 0.000 0.000 10 CONC W+ 2 1.580 20.500 0.000 0.000 • e '�': s �f a+u✓k x rr' Framed. Openings Calculation t (AISC 360710 ASD & AISI 5100-2012), `} ,Y r American Buildings Company, Job Number_ W16G01D8k- ` Engineer, _ VDF Module 1 ` w ❑,FSW BAY. ❑ RSW BAY 21 LEW BAY Z ❑ REW BAY `+ - --_ DIM4 DIMENSIONS MSA SECONDARY FRAME OUTPUT ' ,- �., .,,. ,!;.. ti Span length (columnrocotumn)_ = 25 00 8 vi , .. Wind pressure (50 yr. Wind) I€14 50,psfk ' L1.€Oli .f i. . 1 Door width 16 00 ft Suction coefficient L" 1 08 (j') Door Height 10 00 ft i `' ` Pressure coefficient Distance$om'left column to 1•' Jamb (t) 4 SO :ft t Suction + 15.68 psf Distance from header'to jamb support € 3 00 ft , 1 € Pressure 3" psf 14.2 Ht, of the girt/eave above jamb supportI 18 50 ft '' Design spacing jamb Supp. , ' 33'.00 m r Deflection (standard s L190 for 50 yr wind) I L / 90N. Allowable Stress Ratio �" "".s',§i. 1 4 xf €'F "4 M €,� ,� s € t f Yet "� NN f+,kS IF` s€ i ,€ �pf4a[ yl t'Ff�[ f x0. ,9 x� 1 `€€ ! k • , t Fh?If IfIa III.... I€Ix["..-4III I.I. �:.I..I.11!«I E .F�..I fI.IC ii; N". .. N.Ls 4F OIE Wall Girt Depth ®8" 09.5- a Q 12 .PANEL CONDITION c Nested (2)'Girts ? Q- Yes . Jamb Supports) ,R = ,0 63 See comment window for R values H ; e Use Hot -Rolled Channels? Q Yes ®No Distance Be�veen Lateral Sitppott•` (m) �f m Headei R PQIh Jambs R = • N/A "+ t• ' See comment windows for R values '+ + } s Chaw,16 Deptth ,Selection Q C8 ..Q C9 Q CIO-' Use Hot Rolled Jambs? ❑ x No ; 3 Use Different Depth Jamb Supports ❑ No Use Different Depth Jambs. Maximum Girt Spacing ?' `❑ No 7Slfti ;i Ii':..11I{,) , a` •'+Recommended Member.ForJamb Support(s)' see MSA design, Recommended Minimum Member Size For Jambs*_ 8C16 Stress Ratio= 0 83 _ Ama =t L /,506 r y Recommended Minimum Member Size For Header - 8C16 t t Stress Ratio= 0.24 tir = L / 1853' ' 1. .. - IBM" f `E Ef t€ 4i i All members are des gned ass mple span. 9 tI...I IxE f. €€.. I•fEI&E C. tf: Ef.;y f.,,�.v. 1_, 5,,hf Il,t�±v3r.,y:f V ::<ST xq<,:...I§,x. xi fffE h € f� . � k W � €'i€ l{ E€f h�( f t ✓ , - - -� A ,,..�� Sid[, EE €"h EE�f Ef!fti M'�{,E`h,€E14�4EE€tt 1 The reduced sectional'properties,were'used for cold formed members. f - ..[� .E€f l,f, E€ • _ w e 18.50 Next Gat) Eave •' r` ,+ ' a^ Y a . . Jamb Support r , ' 1300' •Door Header i 10.00 . e. •'. ti ,+•I + , �. U2. �. y + 0.00 * - 4.50 ` 20.50 •, x. 25.00 ' h - ' _ _ - �_; n tom, r •r E . "r y Framed, eniti Calculation V3:0 , , ;+, + , t, } t` . � 138 •/11. 016 9:58 • ` c� ' � Op g � �y _ , � , r� � r; " 511112016 AM'w . JAMB SUPPORT CALCULATIONS Suction Pressure Location 12 P, P, 0.90 342 P, -1.74 kip 1.58 kip 4.5'0 ft 182 1.03 322 0.73 559 14 PZ -1.74 kip 1.58 kip 1.26 262 509 NH M"::1NI! 138 Distributed load, suction (w) 184.48 C9 x 15 -6072 kip/ft 124 -070 1. 71AINIMOR 1.60 362 Distributed load, pressure(w) C8 x 18.75 0.97:1 0.065-kip/ft 166.25 C8 x 13.75 1.66 1 273 97.04 C8 x 11.5 2.13 246 Rt: R, Suction Pressure Total Reaction at left (RI) -2.64 kips 2.39 kips Header Calculation -Suet. Pressure Total Reaction at right (R2) -2.64 kips 2.39 lips Dist. Load (w), plf -39.19 35.56 Zero Shear Location (from left) 12.50 ft 12.50 .1 Mom. on Header, k -ft. -1.25 1.14 Total Maximum Moment -13.45 kip -ft I 12.20 kip -ft Jamb Calculation I Suet. I Pressure Maximum Shear Force -2.64 kips 2.39 kips Max. M on Jamb, k -ft.' -5.66 '5.13 Dist. Load.(w), k/ft -0.27 0.24 Jamb Support Design Shear on Header, kips -0.31 0.28 Number of Girt(s) 2 Shear on Jamb, kips -1.74 1.58 Yield Stress F, 55 ksi Allowable Stress (ksi) i 33 ksi Panel Condition ( R) One Side :46i: . .... . .. ... .. ... . ... I . ... . .... Allowable Stress Ratio 1.03 of .... ...... .... ....... ..... ........... ...... : ..... -- ..... .: - .. ...... ....... I ........... 4 ............ ............. .... -, . ........... Yield Stress F, 50 ksi Gauge 11 8" girts 1 9.511 girts S.R. '.IA.-=L/?l S.R. JA_= L/?j 12" gifts S.R. I A_ = L/? 0.50 .745 12 1.23 201 0.90 342 0.62 620 13 1.38 182 1.03 322 0.73 559 14 1.71 154 1.26 262 509 15 197 138 1.49 235 184.48 C9 x 15 2.23 124 -070 1. 71AINIMOR 1.60 362 101.01 C8 x 18.75 0.97:1 a Framed Opening Calculation V3.0 Channels S.R. A_ = L/? Malin -kips CIO x 30 0.41 779 394.65 CIO x 25 '0.58 689 276.11 CIO x 20 0.86 597 188.32 CIO x 15.3 1.24 509 130.29 C9 x 20 0.87 461 184.48 C9 x 15 138 386 116.73 C9 x 13.4 1.60 362 101.01 C8 x 18.75 0.97:1 332 166.25 C8 x 13.75 1.66 1 273 97.04 C8 x 11.5 2.13 246 75.89 139 of 147 5/11/2016 9:59 AM 0 AMERICAN'BUILDINGS COMPANY Right End Wall Girt Design Designer: VDF _ Version Number: Ver. 46.2 Job Number: W16G0108A, Module: 1 Date/Time: 05/11/16 03:17 PM --------------------------------------------------------------------------- Type Width Length Ridge Dist Slope(F) Slope(R) No.BAYS LRF 60.000 ft 80.000 ft 30.000 ft 3.000:12 3.000:12 4 7 -------------------------------------------------------------------- Wall Base Adjustments: FSW RSW LEW REW 0.000 ft 0.000 ft 0.000 ft 0.000ft ----------------------------------------------------------- ---------------- S.Wall Eave Ht. Lean -To Width E.Wall Type Col_Spc. Girt Type Overhang Front: 18.000 ft 0.000 ft Left 1 S B 0.000,ft Rear: 18.000 ft 0.000 ft Right 1 S B 0.000 ft Building Code: 2013 California Building Code --------------------------------------------------------------------------- • Building Use Category: II. All buildings.and other structures except those listed 'in Risk Categories I, III, and IV Wind Velocity = 110.000 mph Open Condition: Enclosed Buildings Wind Exposure Category: C. Open terrain with scattered obstructions having heights generally less than 30 feet & where Exposures B or D do not apply Design Wind Pressure (Cladding and Secondary) = 24.169 psf --------------------------------------------------------------------------- Design Spacing 6.500 ft Mounting Condition at Supports BYPASS Lateral Restraint by Panel Attachment THROUGH -FASTENED End Inset Dimension at Lt End of Line 0.000 ft End Inset Dimension at Rt End of Line 0.000 ft With a 6.000 ft Edge Strip at Lt End and a 6.000 ft Edge Strip at Rt End Wind Suction Coefficient at Interior Region -1.081 Wind Suction Coefficient in Edge Strip at End -1.183 Wind Pressure Coefficient 0.981 DESIGN SUMMARY Right End Wall Girt Design Span Length Mark Left Right Brace End Load Check Controlling ID No. Lap Lap Pts Clips Case Ratio Check --------------------------------------------------------------------------- (ft) (ft) (ft) 1 17.500 80Z16 0.000 2.000 0 No 2 0.779 bending 3 L/1211 deflection 2 25.000 8OZ15 1.000 1.000 0 No 2 0.873 bending 3 L/ 580 deflection 3 17.500 8OZ16 2.000 0.000 0 No 2 0.779 bending 3 L/1211 deflection Total weight (extended) = 198.9 (198.9) lbs. Max check ratio = 0.873 LOAD COMBINATIONS Right End Wall Girt Design No. Load Case Description 1 0.6W- Check By ASD; No Deflection Limit 2 0.6W+ Page 1 of 2 140 of 147 Check By ASD; No Deflection Limit 3 0.42W - No Stress Check; L/90 Deflection Limit 4 0.42W+ No Stress Check; L/90 Deflection Limit APPLIED LOADS Right End Wall Girt Design No. Load Load Span Intensity From Intensity To Type Group Designation # lb/ft(kips) feet lb/ft feet 1 UNIF :' W-:. 1 -185.807 0.000 -185.807 6.000 2 UNIF W- 1 -169.883 6.000 -' -169.883 17.500 3.UNIF W- 2 -169.883 0.000", -169.883 25.000 4 UNIF W- 3 -169.883 0:000 -169.883 11.500 5 UNIF W-' 3 -185.807. 11.500 -185.807 17.500 6 UNIF W+ ALL 154.173 0.000 154.173 0.000 Page 2 of 2 141 of 147 � + s ,n ABC- Design: Cakulations,Pamphlet. PANEL PROFILES (LONGSPAN 111) u - 4`:: 4:: 4„ ` 50t: 3/8" 3/8" ' 7/ 32"+1 17/32" . PANEL PROFILE . PARTIAL CROSS SECTION' ' �. Designated Steel Base Total Pane! Base Top In Bottom In - ..::.:.:.:.:::..: Ga e g Yield Metal Thick } Metal Weight ,Compression ........... •.; Compression. ofKSI Thick Pn) .. Ix Sx Ma Ix Sx: Ma KSI i ; KaN. /;ft 1 00' / ft 3/ ft•)= KWI: ft *. . 80 0.0137- 0.0153 0.66 � 0.030 0.025 0.91 0:026 0.035 1.27 36' i26 C,::.v-' 80 0.0177 0.0193 0.86 0.043- "_ 0.037 1.34 0.035 -.0.046 :'. 1.66 36 ; + ;. 80` 0.0225 1.09. 0.060 0.054 1.95 0.047 0.059 2.14 36 t .0.0241 42 Ga; 50 .0.0300 0.0316 1.45 0.083 0.085. 2.56 " 0.070 0.081 2.44, 30' ..........9.e No _:: Mawmum.Total Uniform Loadiri,P:SMF,..,. ,. i of, i of Type' Span: Lengths, Ft. ; .. + i. _ - '.:.:...300. ... 350., ... 4 00. ,.,:.. 4;50. , .:.:;.500 t t HN H 29 Ga 1 49 POS:•367 ,B,` 6, 38 'e 30 e'' 24 B 17'' a 12 B 11 B :::_• 94 '.6 5 , S 9 , :B3 8 42 e.: 3q B 23 a 17 B 15 e .. Z.:... ,: POS" 46 c 40 C 35 c 31 c 28 c 22 a+s 17 ' es 15 e+s NEG,_ 49 P 42 P 36 B+S 29 Bis . 23 B+S -: 16 B+S 12 B+S 11 B+S 3 POS':: 53 C 45 : C 39 C 35 C :: 32 '. C , 26 B 19 , B 17 e :NEG': -W P -48 - P '42 P :35 B+s -29 . B+s '-20 B+s -15 " B+s -13 B+S 4 PO$ 51 C 43 C 38 c ,34 C 30 C 25 - C 19 ; B+s = 17 B+S NEG;;! 54 P -46 P -40 'P'. 33 B+S -27 ' B+s -19 ^ B+S 14 B+s 12 B+S r1 --ii POS -'99 B 73 B 56 8 44 a 36 a 25 B 18 8 16 ""e NEG. " =123 B -91 e',. 59 e: S5 B �4 '. B 31 B 23 a 20 B t ' t 26 Ga 2 POS 75 . C 64 C .: 56 C '. 50 C 43 B+S 30 ;'B+S 22 B+S .°.: 19 B+s ' NEG . , -64 , P 55 P :: , : =48 P -42 P 35 B+s -24 B+s . ; -18 a+S ., -16 a+s . iiPOS, 85 c 73 c 64 c 57 . c 51 c , 37 . B+s . 28 B+s 24 a+s' ' y _..... __ _NEG:,: '^ -72 P 52 P, 54 P " -48 r P -43 ` P -30, B+S ; -22 ': B s' -20 B+S r .. . + 4 POS;;; 82 c 70 C 61 C 55 C,:. 49 C _ 35 . B+s - 26 B+s 23 B+S NEG::. 70 P S0 P > S2 P �6 P -01 B+S-28,, B+S 21 B+S 18 B+S 1 POS:: '` 145 ' e 106 B 81 B 64 B'. 52 , B 36 a 27 ' e 23 B -158 B -116. B 39 B -70 B 57 8 -40 B .' -29 . B -2R -' 24.Ga ? 117 c 100 C 87 B+S 69 B+s. " 56 .B+S 39 B+S 29 -B+s * '2 NEG- -81 P -69 P 61 P + 54 P ': -26 B+s . �9 „ 'P 36 ''B+s -2POST 133 C 114 . c' 100 C 86 B+S 70 B+s 49 B+s 36 B+s 3.. +: • 92-79 ' P' -69 P ' S1 P 55 P -45 B+S 33, B+s,, 2POS 128 c 110 C ' -96 c 80 B+S " 65 '8+S 46B+S 34 B+S 2NEG::$9 P 76 ",P.' i.'S6P S9 P :53:P �2 B+S .:i1' B+S 2.'' , 1 68 B " 47 e 189 B 139 . , B 107 '• a 84 • e 35 a 30 B 22 Ga HF -102 B : -80 " B .". •65 NEG 180 .' a 133 .g_ B 45 B 33 , • B 29 e - } 2 POS 166 C 130 B+S 100 B+S 79 B+S' 64 e+S 45 B+S 33 B+S 29 'e+s -114 P 58 P.il B6 ' P -76 ' P - '' 67 B+s 47 s+s 35 'B+s 30 : B+s .< 3 _. POS : 1 18 C 161 C. 124 B+S + 99 B+s ' •, 80 B+s • 56 ° B+g .41 B+s 36 B+S NEG.;: -130 R, 111 P,. -98 P $7 'P 78 P 59 ,B+S �3 B+S' 38 B+S ......POS:: 181. C 151 B+S` 116 B+S 92 B+S 75 ;B+S; 52 B+S 38 e+s . 34 B+S -125 P - -107 P -94 P -83 P -75 _ P SS • B+S -40' B+S' 35 B+s ,. 1.:The panels are checked for bending (B); shear (S), combined bending and shear (B+S), deflection (D), web'crippling.(C), and panel pullover. (P).t' The controlling'check is noted in the table. Deflection is limited to span/60, and includis the permitted wind load reduction "factor of 0.7 times the "components and Gadding" loads as noted in footnote f'of IBC Table, 1604.3.: ' = 2. Section Properties are calculated in accordance with the 2012 North American Specification for. the Design of Cold -Formed Steel Structural Members. ` " 3. Minimum yield strength of 29, 26 and 24 gage steel is 80,000 psi. Minimum yield strength of 22 gage'steel is 50;000 psi'.` _ 4. Steel panels are either aluminum -zinc alloy or G-90 coated. The base metal thickness is used in determining section properties. 5. Positiw load (POS) is applied inward toward the, panel supports, and is applied to the outer surface of the full panel cross-section. ' NegatiA load (NEG) is in the. opposite direction. Y' SUBJECT TO CHANGE WITHOUT NOTICE REVISED AUGUST 28,2015 031BC 143 of 147 Section -5 Page.1 0 • W&aa ftmpa iRmffinwoao 2012 NASPEC - North American Specification for the Design of Cold -Formed Steel Structural Members, ASD Project, Analysis Description Engineer W16GO108A - SW INTERIOR Panel AnalysIS, = VDE'i':' User -Defined Criteria Panel Information Allowable Stress Increase Factor = 1.00 Interior Corner Designation = L3P 26 ga L3P 26 ga tBaseMetal (m•)= 0.0177 0.0177 ITo (in.°/ft) = 0.0427 0.0427 IBonom (in.°/ft) = 0.0350 0.0350 IAImp (in. /ft) = 0.0389 0.0389 MnT, (k"/ft) = 1.34 1.34 MaBonom (k"/ft) = 1.66 1.66 Vo (plo = 585 585 Pullover lbs = 239 239 WC (end, plo = 183 183 WC (int., plo = 281 281 User -Defined Criteria 9l, = Allowable Stress Increase Factor = 1.00 Allowable Overstress = 1.00 ASIF*Allowable Overstress = 1.00 Deflection Limit = L / 60 Span Lengths (ft) 9l, = 1 7.50 2 5.50 3 5.00 4 0.00 5 0.00 6 0.00 Component & Cladding Wind Loads 9l, = 14.50 psf GC ,Windwardlnterior= 1.00 1 0.878 GCp,WindwardCorner= 1.00 4 0.000 GCp,Leeward Interior = -1.10 GCp,LeewardCorner= -1.40 GCpi -0.18/0.18 Pwindwardtnlerior = 17.11 psf PwindwardComer = 17.11 psf PLeewwdtn,en.or= -18.56 psf PLeewardComer = -22.91 psf v y'o c Combined Shear and Flexure OK OK OK OK Deflection max. absolute value Span Amar (in.) Ali,r,i, (in.) 1 0.448 1.500 2 0.051 1.100 3 0.095 1.000 4 0.000 0.000 5 0.000 0.000 6 0.000 0.000 Web Crippling Max Stress Ratio = 0.473 OK OK OK OK Span Max. Stress Ratio 1 0.878 2 0.873 3 0.362 4 0.000 5 0.000 6 0.000 Screw Pullover Max. Str. Ratio =0.603 rican Buildings Company 5/11/2016 WallPanelAnalysisV2.0 144 of 147 2012 NASPEC -North American Specification for the Design of Cold -Formed Steel Structural Members, ASD User -Defined Criteria Panel Information Allowable Stress Increase Factor = 1.00 Interior Corner Designation = L3P 26 ga L3P 26 ga tBaseMetal (in•)= 0.0177 0.0177 ITo (in.°/ft) = 0.0427 0.0427 IBonom (in.°/ft) = 0.0350 0.0350 IA,.,f , (in. /ft) = 0.0389 0.0389 McTop (k"/ft) = 1.34 1.34: MaBonom (k"/ft) = 1.66 1.66 V. (plf) = 585 585 Pullover lbs = 239 239 WC end 1 = 183 183 WC (int., plf) = 281 281 User -Defined Criteria % = Allowable Stress Increase Factor = 1.00 Allowable Overstress = 1.00 ASIF*Allowable Overstress = 1.00 Deflection Limit = L / 60 En 'neer VDF., Span Lengths (ft) % = 1 3.75 2 3.75 3 5.50 4 5.00 5 0.00 6 0.00 Component & Cladding Wind Loads % = 14.50 psf GC ,Windwardlnterior= 1.00 1 0.282 GCp,WindwardComer= 1.00 4 0.627 GCp,L ,6wardlnterior = -1.10 GCp,LeewardComer= -1.40 GCpi -0.18/0.18 PWind,wdlnterior = 17.11 psf PWinduwdComer= 17.11 psf PLm%.dWerior= -18.56 psf PLeewwdComer = '-22.91 psf as Combined Shear and Flexure OK OK OK OK OK Deflection max. absolute value Span Om.(in.) Olim,(in.) 1 0.035 0.750 2 0.007 0.750 3 0.069 1.100 4 0.086 1.000 5 0.000 0.000 6 0.000 0.000 Web Crippling I Max Stress Ratio = 0.369 OK OK OK OK OK Span Max. Stress Ratio 1 0.282 2 0.379 3 0.626 4 0.627 5 0.000 6 0.000 Screw Pullover ax. MStr. Ratio = 0.581 Overall: The selected panel is OK rican Buildings Company 5/11/2016 WallPaneLknalysisV2.0 - SW Cor 145 of 147 0 1 W&O0 p&gD@o c&o27,@ag 2012 NASPEC -North American Specification for the Design of Cold -Formed Steel Structural Members, ASD Project, Analysis Description Engineer '" W16G0108A - EW LNI'ER1OR Pauel'Analysi VDF ' User -Defined Criteria Panel Information Allowable Stress Increase Factor = 1.00 Interior Corner Designation = L3P 26 ga L31? 26 ga tBaseMetal (m•)= 0.0177 0.0177 ITo (in °/ft) = 0.0427 0.0427 IBonom (in °/ft) = 0.0350 0.0350 IAwmg1 (in. /ft) = 0.0389 0.0389 MaTop (k"/ft) _ 1.34 1.34 MaBonom (k"/ii.) = 1.66 1.66 Va(plo = 585 585 Pullover lbs = 239 239 WC end, plo = 183 183 WC (int., lf) = 281 281' User -Defined Criteria qh = Allowable Stress Increase Factor = 1.00 Allowable Overstress = 1.00 ASIF•Allowable Overstress = 1.00 Deflection Limit = L / 60 Span Lengths (ft) qh = 1 7.50 2 5.50 3 5.50 4 7.00 5 0.00 6 0.00 Component & Cladding Wind Loads qh = 14.50 psf GC ,Windwardlnterior= 1.00 1 0.908 GCp,WindwardCorner= 1.00 4 0.813 GCp,L.eewardlnterior= -1.10 GCp,LeewardCorner= -1.40 GCpi -0.18/0.18 Pwind%%wdtnterior = 17.11 psf Pwind,wrdComer = 17.11 psf ])Lmardtntedor= -18.56 psf PLe .'udComer = -22.91 psf d 4 e v 4 Combined Shear and Flexure OK OK OK OK OK Deflection max. absolute value Spanj Am. (in.) Armit (in.) 1 0.436 1.500 2 0.038 1.100, 3 0.022 1.100 4 0.324 1.400 5 0.000 0.000 6 0.000 0.000 Web Crippling Max Stress Ratio = 0.486 OK OK OK OK OK Span Max. Stress Ratio 1 0.908 2 0.904 3 0.809 4 0.813 5 0.000 6 0.000 Screw Pullover Max. Str. Ratio = 0.620 rican Buildings Company t 5/11/2016 WallPanelAnalysisV2.0 - SW Int - Copy, 146 of 147 2012 NASPEC -North American Specification for the Design of Cold Formed Steel Struclural Members, ASD Uscr-Defined Criteria Panel Information Allowable Stress Increase Factor = 1.00 Interior Corner Designation = UP 26 ga UP 26 ga tBaseMetal On-)= 0.0177 0.0177 ITo (in °/ft) = 0.0427 0.0427 IBonom (in -4/11) = 0.0350 0.0350 IA,.,1,, (in. /ft) = 0.0389 0.0389 MaTop (k"/ft) = 1.34 1.34 MaBotiom (k"/ft) = 1:66 1.66 Va (plf) = 585 585 Pullover lbs = 239 239 WC (end 1 = 183 183 WC (int., plf) = 281 281 Uscr-Defined Criteria 9n = Allowable Stress Increase Factor = 1.00 Allowable Overstress = 1.00 ASIF*Allowable Overstress = 1.00 Deflection Limit = L / 60 Engineer VDY Span Lengths (ft) 9n = 1 3.75 2 3.75 3 5.50 4 5.50 5 7.00 6 0.00 Component & Cladding Wind Loads 9n = 14.50 psf GC ,Windwardlnterior= 1.00 1 0.268. GCp,WindwardCorner= 1.00 4 0.959 GCp,Leewardlnterior= -1.10 GCp,LeewardCorner= -1.40 GCpi -0.18/0.18 Pwind—dlnterior = 17.11 psf Pwlnd,ardComer= 17.11 psf PLm%vadlntedor= -18.56 psf PLeewwdComer — -22.91 psf 9 - 4 tu 13 Combined Shear and Flexure OK OK OK OK OK OK Deflection max. absolute value Spani Amax (in.) Ali„ri, (in.) 1 0.036 0.750 2 0.011 0.750 3 0.097 1.100 4 0.041 1.100 5 0.413 1.400 6 0.000 0.000 Web Crippling Max Stress Ratio = 0.449 OK OK OK OK OK OK Span Max. Stress Ratio 1 0.268. 2 0.436 3 0.445 4 0.959 5 0.964 6 0.000 Screw Pullover Max. Str. Ratio = 0.707 Overall: The selected panel is OK rican Buildings Company • 5/11/2016 WallPanelAnalysisV2.0 - EW Cor 147 of 147 Department of Development Services Building Division 7 County Center Drive Oroville, CA 95965 (530) 538-7541 (530)538-2140 FAX SPECIAL INSPECTION NOTE For Building permit # B__ L (. - 1 ZZS Assessor's Parcel # 031 ^ b 3 -090 Structural Tests &Special Inspections - 2013;California Building Code Chapter 17: In addition to the inspections required by Division II, Section 110, the owner or the Registered Design Professional acting as the owner's agent shall employ one or more special inspectors who shall provide inspections during construction on the types of work listed under Section 1704. The special inspector shall. be a qualified person who shall demonstrate competence, to the satisfaction of the building official,for inspection of the particular type of construction or operation requiring special inspection Duties and Responsibilities of the Special Inspector: ' A. The -special inspector shall observe the work assigned.for conformance with the approved design, drawings and specifications. 2. The special inspector shall furnish inspection reports to the building official and the engineer or architect of record. All discrepancies shall be brought to the immediate attention of the contractor for correction, then, if uncorrected, to the proper design authority and to the building official'. 3. The special inspector shall submit a final -signed report to the Butte County Building Division stating whether the work requiring special inspection was, to the best of his or her knowledge, in conformance with the approved plans and specifications and the applicable provisions of this code. 4. The special inspector shall advise the: contractor that -Butte County Building Division inspections cannot be delegated to him or her, so inspections must also be made by the Butte County Building Division. 5. Any change in special inspection firms made after.permit issuance shall be approved by the Butte County Building Division prior to the new firm performing any inspections. 6. Special inspections are in addition to:the regular. inspections performed by the Butte County Building Division. Butte County inspection approval and sign off is not to be. construed as authorization to proceed with work which obscures, covers or otherwise prevents proper special inspection. Special Inspection is required -for the following items: ❑ Reinforced Concrete (Taking of test specimens, placement of reinforcing and placing of concrete). ❑ Structural Masonry High Strength Bolting ❑ Welding ❑ Bolts Installed in Concrete ❑ Other: Name of Special Inspection Company: 1 of 1 2 - 383 Rio Lindo Ave, Chico, CA 95926 P. (530) 592-4407 www.summitchico.com Structural Calculations For: Client: Marty Stidham BUTTE COI N- Ty Project: 'JUN 0 7 2016 Stidham 60x80 Metal Building Foundation DEv,S. LOPA1ENT Address: SERVICES Table Mountain Blvd, Oroville, CA e�prtSS/ON * EXP. 06130/ 18 1r # puN� o,rvE� p FO oR sr civ .P PERM BU�E VIEWMP 1PNCE �rFFo�� BY OFCA �l 05/ 3 %/1 ka DA9:TE- Note. These calculations and details are based on permit drawings by American Buildings Company, These calculations apply only to the structure as defined in the reviewed set of drawings. Any changes to either this set of calculations or the reviewed set of drawingsprovided by American Buildings Company without the written consent of this Engineer Is strictly prohibited and shall render these calculations and specifications void. Note: Summit Structural Design (SSD) is not responsible for on-site inspection to assure compliance with the standards, sizes, materials, or workmanship specified herein. SSD is not responsible for any structural element or system not specifically noted in this set of specifications/calculations unless authorized in writing by SSD. Workmanship shall be of the highest quality and in all cases shall follow accepted construction practice, the latest edition of the California Building Code, and local building department standards. Project: Engineer: Design of- Foundations Grid Line Summit Structural Design Page: Date Soil Bearing 1.500 psf Soil capacity to resist uplift T. varies Gravity (kips) Dl I Cl I LL w .�. ._..ns r.tv.y a. �bs�a e•r.c:eksn c..n:4♦ Sqr Ftg for Uplift (kips) Soil Bearing Thickness Wind I Eq Min Size (ft) (ft) CBC2013.Section 1.605:3,1-BasicLoad Combos DL + Ct. t u. Dt CL - AVV OL<CL�.75t6W)+,751.L DL « CL + .75(.7E) + .7511 .6DL +.6W .6DL ..7E OT Resistive Unity Length Width Uplift Factor (ft) (ft) Load (kips) (must be > 1) § - r 1A 0.40 0.10 1.40 -2.10 -0.2 1.13 2 2.00 x 2.00 1.50 1.47 IB 1A0 0.20 5.10 -7..80 -0.20 2.05 2.5 3.25 x 3.25 4:38• 1..07 .' A 1C 1.00 0.20 5.10 -7.80 -.1.90 2.05 2.5 3.25 x 3.25 4.38 1.07 1D 0.40 0.10 1.40 -5.80 -1.90 1.63 2.25 3.00 x 3.00 3.32 1.03- 2-4A 2.30 0.60 7.20 -1.8.20 -2.90 3.04 3 5.00 5.00 11.05 1.16 1-413 2.30 0.60 7,20 -18.20 -2.90 3.04 3 5.00 x 5.00 11,05 1.16 5A 0.40 0.10 1.40 -2.10 -0.20 1.13 2 2.00 x 1.00 1.50 1.47 5B 1.00 0.20 5.10 -7.80 -1.40 2.05 2.5 3.25 x 3.25 4.38 1.07 SC 1.00 0.20 5.10 -7.80 -1.40 2.05 2.5 3.25 x 3.25 438 1.07 - 5D 0.40 0.10 1_40 -2.10 -0.20 1..13 2 2.00 x 2.00 1.50 1-47 v 'r Ii - -----cam All Loads are ULT F -Horizontal Force M1 Summit Structural Design Project: Engineer: la - 1 Date 5/16/2016 Note: All Loads are ULT F -Horizontal Force DL= 1.00 kips CL= 0.30 kips LL= 3.60 , kips W= -7.30 kips EQ= 0.70 kips Angle Use: 1 # 3 bar As= 0.221 Int q= 30 deg Steel Grade fs= 60 ksi Vu= 1.4"DL = 1.820 kips 1.2'01- + 0.5"LL = 3.360 kips 1.2'01- + 1.6`LL + 0.5W = 3.670 kips governs 1.2`DL + 0.541-1- + 1.OW = -3.940 kips 1.2'DL + 1.OEQ = 2.260 kips 0.9DL + 1.OW = -6.130 kips 0.9DL + 1.OEQ = 1,870 kips ACI 318-11 Section 9.2 Load Combinations Vu=0.9'Area'd'(fs)'cos(q) Check this equation Areq'd = Vu/(0,9`(fs)'cos(q)) Areq'd= 0.078 in2 Use: 1 # 3 bar As= 0.221 Int • Anchor Designer Thl Software Version 2,4.5673,30 Customer company,, ' Customer contact name: Customer a -mail: Comment; X. InQUI ua[a S Anchor ri General Design melhod:ACI 318-'11 Units: Imperial units Anchor Information: Anchor type: Cast -in-place Material: AB Diameter (inch): 0.750 Effective Embedment depth, he (inch): 15.000 Anchor category; - Anchor ductility. Yes haw, (inch): 17,25 - Cm„ (inch): 1.50 S„;. (inch): 3.00 Load and Geometry Load factor source: Act 318 Section 0.2 Load combination: U = 0.90 + i.OW . Seismic design: No Anchors subjected to sustained tension: Not applicable Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No <Figure I> Company: Summit Structural Design nate: 5/18/2016 Engineer- Andy Johnson, P.C. I Pa e: 1/5 Project: Address: 383 Rio Undo Ave #200, Chico, CA 95926 Phone: 530.592.4407 E-mail: I andy@sumniitchico.com Project description: Location: Fastening description: Base Material Concrete: Normal -weight Concrete thickness, h (inch): 36.00 State: Untracked Compressive strength, re (psi): 2500 Wav: 1.4 Reinforcement condition: B tension, 8 shoat Supplemental reinforcement: No Reinforcement provided at corners: No Do not evaluate concrete breakout in tension: No Do not evaluate concrete breakout in shear: No Ignore Edo requirement: Yes Build-up grout pad: No Baso Plate Length x Width x Thickness (inch): 11.00 x 6.00 x 0.38 I Input date and results muni be chocked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Stranq'Tta t amdany I.K. 5956 W. Los Positas Boulevard Pleasanton, CA 94586 Phone: 925.560.9000 Pax: 925.847.3871 www.strongtlo.com *-'J"';�--IE3 Anchor OesignerT'" Software Version 2.4.5673.30 ' m Company: Summit Structural Oesign I Date: 5/18/2016 Engineer: Andy Johnson, P.E. Page: 2/5 Project: Address: 383 Rio Undo Ave #200, Chico, CA 95926 Phone: 530.592.4407 E-mail: I apdt@summitchico.com Recommended Anchor Anchor Name: PAB Pre -Assembled Anchor Bolt - PAN (314"0) 4 t i• rd j ti. a m�tr +F � w li Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. :Zrn"ainr. &ta::rin-Tau (ompNlty ins. 6956 W. Les Positos Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847. 871 www.stronglie.com iN7ltrilir�Z�Jt'■ Anchor Designer TM Software r tt - Version 2.4,5673.30 m Company: Summit Structural Design Data: 5/1Si2016 Engineer: Andy Johnson, P.E. Pa e: 315 Project: Vu.. (lb) Address: 383 Rio Lindo Ave #200, Chico, CA 95926 Phone: 530.592.4407 E-mail: andy@summitchico.com I Resulting Anchor Anchor Forces Tension load, Shear load x, Shear load y, Shear load combined, %. (lb) Vu.. (lb) Vu.y (lb) J(V ,.)'*(V .r)' (ib) 1 3897.5 -1532.5 0.0 1532,5 2 3897.5 -1532.5 0.0 1532.5 3 3897.5 --1532.5 0.0 1532.5 4 3897.5 -1532.5 0.0 1532.5 Sum 15590A -6130.0 0.0 6130.0 Maximum concrete compression strain (%o): 0.00 Maximum concrete compression siress (psi: 0 Resultant tension force (lb): 15590 Resultant compression fbrce.(lb): 0 Eccentricity of resultant tension forces in x-axis, e'rn (Inch): 0.00 Eccentricity of resultant tension forces In y-axis, e1,q (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'vr (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00 4 Steel Strength of Anchor In Tensl n( D 5 1) N., (lb) d ON.. (ib) 19370 0.75 14528 <Figure 3> 01 C�2 C 03 5 Concrete Breakout Strength of Anchor in Tension (Sec D 5 21 Nd = 16A.(Eq, 04) Ad rc (psi) he (in) Ne (lb) 1.00 2500 15,000 72986 ON *2 =6 (Arm 1 A*n) P..;ee Y'.d k YaNYw rtNe (Sec, 0.4.1 & Eq. D-4) ' AN. (in) AN. (fit') Y'4,nr Yeas Ypro 4'c�,N Na (lb) p 4Nat. (lb) 2500.00 2025,00 1,000 1.000 1.25 1.000 72986 .0.70 78843 6, Pui(out Strength of Anchor in Tension (Sec. Q 5 31 0. = dY.PN. = dY.n8Aercr. (Sec, DAA, Eq. D-13 & 0-14) rper, Adm (in') rr (psi) q dNm (lb) 1.4 3.56 2500 0.70 69741 9 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checMed for plausibility, tctr}}'W'e ^1fuutr -1 w Comtkny hic 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone 925.560,9000 Fw 925.847.3871 vrwi,strongtia,com •,� Anchor DesignerTm Software Version 2.4.5673.30 I Steel Strength of Anchor In Shear (Sec. 0,6.11 V.. (lb) oq'� 0 OvwfdV.» (lb) 11625 1.0 0.65 7556 Company. Summit Structural Design Dale: 5/18/2016 Engineer: Andy Johnson, RE. Page: .4/5 Project: Design Strength, eN. (lb) Address: 383 Rio Linda Ave #200, Chico, CA 95926 Phone: 530.5914407 E-mail: andy@summitchleo.com 9. Concrete Breakout Strennth of Anchor In Shear (Sec. 0.6..21 Shear perpendicular to edge In x -direction: Va. = (Eq, D-33 8 Eq, D-34) 1. (in) d. (in) d. Yo (psi) c.i (in) Va, (ib) 6.00 0.75 1.00 2500 24.00 52909 mVcby, - d (Ave/Avco) `N»r,vYea'v'Nav NRvVb. (Sec. D.4,1 & Eq. D-31) Avc(in') Avw(in') V'Mv 'Nad.v '/'aV 'IS.v Va: (lb) 61/caq. (lb) 2160.00 2592.00 1.000 0.938 1.400 11000 52909 0.70 40508 Shear. parallel to edge In x•direction. Voy = 9.(.0,c.,'°5i (Eq. 0.33 & Eq. D-34) 1. (in) d. (in) A. / (psi) c.f (in) Vay (lb) 6.00 0.75 1.00 2500 24.00 57.909 CV.od, = 6 f2l(Av<1AVr.)Y:avY:d.yYcvYh.VVoy (Sec. DAA & Eq, D-31) Ara (!it Avsa (iti). 'N»c,v V;d.v '!5v 4h.,v Vby (lb) t3 OVcm.. (Ib) 2160.00 2592.00 1.000 1:000 1,400 1.000 52909 0,70 86418 .10. Concrete Pryout Strength of Anghor In Shear IS= D.6.31 OV,,,y = Okc,N,:ay = gk<a(Axc1 &-w) (Eq. D-41) A, Ah'c (in') ANm (in'') N,sr Yidrr Ye,ro YU, r Na (lb) 0 OVcpy, (lb) 2.0 2500,00 2025,00 1.000 .1.000 1.250 1.000 72986 0.70 157687 (tTtROMM-W Interactlon of Tenslle and Shear ForceA(UA MI Tension Factored Load, Nv. (lb) Design Strength, eN. (lb) Ratio Status Steel 3898 14528 0.27 Pass (Governs) Concrete breakout 15590 78843 0:20 Pass Pullout 3898 69741 0.06 Pass Shear Factored Load. V,,. (lb) Design Strength, oVr (lb) Ratio Status Steel 1533 7556 0.20 Pass (Governs) T Concrete breakout x- 6130 40508 0.15 Pass 11 Concrete breakout y 3065 86418 0.04 Pass Pryout 6130 157687 0.04 Pass Interaction check &.1^ V, /Oy. Combined Ratio Permissible Status Sec. D.7.3 0.27 0.20 47.1 %, 1.2 Pass PABB (314"0) with hof = 15.000 Inch meets the selected design criteria. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for pluusibility, Simpti m $1,orgj7 Tie Comwmy Inc 6950 W. Los Positas Boulevard Pleasanton, CA 94588 Phone: 925.560,9000 Fax: 925.847,387'1 www,airongii(t.corn N i BUTTE " COUNTY JUN 0 7 2016 DEVELOPMENT SERVICES 1 4 s W16GO108A MARTY STIDHAM ELITE STEEL BLDG SYSTEMS AMERICAN BUILDINGS A ryLiCOFM COMPANY ,OUNTy DEVELOPMENT SERVICES ;o k 84MMIcn ANCE 7tt -16---BY BUILDING ERECTION NOTES 1. THE METAL BUILDING SUPPLIER ASSUMES NO RESPONSIBILITY OR LIABILITY FOR FOUNDATION, FLOOR OR SLAB DESIGN OR CONSTRUCTION. 2. THE FOUNDATION DESIGN SHOULD BE DONE WITH DUE REGARD TO THE SPECIFIC SOIL CONDITIONS PRESENT AT THE ACTUAL JOBSITE. 3. FOUNDATION MUST BE DESIGNED FOR THE APPLICABLE REACTIONS AS THEY APPLY TO A PARTICULAR BUILDING AND MUST BE ADEQUATE TO RESIST ALL OF THE CRITICAL COMBINATIONS FOR EACH OF THE VARIOUS LOADING CONDITIONS. THESE REACTIONS AND LOAD COMBINATIONS MUST BE USED TO DETERMINE THE DESIGN LOADS TO BE RESISTED BY THE FOUNDATIONS. 4. REINFORCING BARS, WIRE MESH, ANCHOR ROD SHEAR ANGLES, TIE RODS AND/ OR HAIRPINS (HOOK BARS) SHOULD BE INCORPORATED AS REQUIRED INTO THE FOUNDATION DESIGN. THE HORIZONTAL THRUST AT THE COLUMN BASE ACTING IN CONJUNCTION WITH APPLICABLE VERTICAL REACTIONS, MUST BE SUSTAINED BY HAIRPINS, TIE RODS, BUTTRESSES, OR OTHER DEPENDABLE MEANS. ' S. COLUMN FOOTING SHOULD EXTEND A MINIMUM OF 12 INCHES INTO NATURAL SOIL OR WHERE FILL IS USED, THE FILL MUST BE PROPERLY COMPACTED OR THE FOOTING SHALL EXTEND TO THE NATURAL GRADE. IN ALL CASES THE FOOTING SHALL EXTEND AT LEAST 6 INCHES BELOW THE LOCAL FROST LINE. - 6. EXPANSION OR CONSTRUCTION JOINTS SHALL BE LOCATED AS REQUIRED IN FOUNDATION WALLS AND SLAB, AS SPECIFIED BY THE FOUNDATION DESIGNER. 7. THE TOP OF THE FOUNDATION OR FLOOR SHALL BE SQUARE, LEVEL AND SMOOTH. ANCHOR RODS SHALL BE ACCURATELY SET TO A TOLERANCE +/-1/16 INCH ON DIMENSIONS WITHIN THE GROUP SPACING FOR AN INDIVIDUAL COLUMN. ALL OTHER DIMENSIONS SHALL HAVE A +/-1/B INCH TOLERANCE. B. COLUMN BASE PLATES ARE DESIGNED NOT TO EXCEED THE ALLOWABLE BEARING STRESS OF CONCRETE THAT HAS A MINIMUM COMPRESSIVE STRENGTH OF 2500 P.S.I. AT 28 DAYS. 9. UNLESS EXPLICITLY NOTED OTHERWISE- ALL EMBEDDED STRUCTURAL STEEL (INCLUDING ANCHOR RODS), OTHER MATERIALS, AND LABOR SHALL BE SUPPLIED BY THE FOUNDATION CONTRACTOR. 30. ANCHOR RODS SHOULD BE AS SHOWN AND CALLED FOR, INCLUDING PROJECTION FROM CONCRETE, DIAMETER AND QUANTITY. 11. THE EMBEDMENT OF THE ANCHOR RODS IN THE CONCRETE AND CONFIRMING ADEQUACY OF ANCHOR ROD EDGE DISTANCE IS THE RESPONSIBILITY OF THE FOUNDATION DESIGNER. THE FRAME REACTIONS ARE CONSIDERED THE MINIMUM LOADS TO BE DEVELOPED. 12. ALL ANCHOR RODS SHALL BE ASTM F1554 GRADE 36 OR EQUAL IN ORDER TO CONFORM TO THE METAL BUILDING SUPPLIER'S DESIGN ASSUMPTIONS BASED ON THE ALLOWABLE STRESSES GIVEN IN THE AISC MANUAL OF STEEL CONSTRUCTION. 13. ANCHOR ROD DIAMETERS FOR THE PRIMARY FRAMING AND ENDWALL FRAMING ARE DENOTED AT RESPECTIVE BASE PLATE DETAILS OR ON THE ANCHOR BOLT PLAN. ANCHOR RODS FOR FRAMED OPENINGS SHALL BE 1/2 INCH DIAMETER UNLESS OTHERWISE NOTED. BASIC MATERIAL SPECIFICATIONS PRIMARY FRAMING STEEL STEEL FOR MILL -ROLLED STRUCTURAL SECTIONS SHALL CONFORM TOTHE REQUIREMENTS OF ASTM A 36, ASTM A 572 GRADE 50 OR 55, OR ASTM A 992. STEEL FOR ALL BUILT-UP SECTIONS SHALL CONFORM TO ONE OR MORE OF THE FOLLOWING: A. ASTM A 1011 SS, GRADE 55 B. ASTM A 1011 HSLAS, GRADE 55, CLASS 1 C ASTM A 572 GRADE 55 D. ASTM A 529 GRADE 55 STEEL FOR ENDWALL -C" SECTIONS SHALL CONFORM TO ASTM A 1011 SS, GRADE S5, OR HSLAS, GRADE SS, CLASS 1. STEEL FOR ROUND PIPE SECTIONS SHALL CONFORM TO ASTM A 500 GRADE B, 42 KSI. SECONDARY FRAMING STEEL STEEL USED TO FORM PURUNS, GIRTS, EAVE STRUTS AND "C" SECTIONS SHALL CONFORM TO ASTM A1011 SS, GRADE 55, OR HSLAS GRADE 55, CUSS 1, OR IF GALVANIZED SHALL CONFORM TO ASTM A653 SS, GRADE 55, G90 OR HSLAS, GRADE 55, CLASS 1, G90. ROOF AND WALL PANEL MATERIAL EXTERIOR PANELS SHALL CONFORM TO ONE OF THE FOLLOWING: PANEL MATERIAL SHALL BE ALUMINUM -ZINC ALLOY -COATED STEEL CONFORMING TO THE REQUIREMENTS OF ASTM A 792 SS, GRADE 80. MATERIAL MAY BE EITHER 26 OR 24 GAGE. PANELMATERIAL SHALL BE ALUMINUM -ZINC ALLOY -COATED STEEL CONFORMING TO THE REQUIREMENTS OF ASTM A 792 SS, GRADE 50, CLASS 1. MATERIAL MAY BE EITHER 24 OR 22 GAGE. PANEL MATERIAL SHALL BE ZINC -COATED (GALVANIZED) STEEL COATING DESIGNATION G90, CONFORMING TO THE REQUIREMENTS OF ASTM A 653 55, GRADE 80, CLASS 1 OR CLASS 2, OR HSLAS, GRADE 80. MATERIAL MAY BE EITHER 26 OR 24 GAGE. " PANEL MATERIAL SHALL BE ZINC -COATED (GALVANIZED) STEEL COATING DESIGNATION G90, CONFORMING TO THE REQUIREMENTS OF ASTM A 653 SS, GRADE 50, CLASS 1 OR CLASS 3, MATERIAL MAY BE EITHER 24 OR 22 GAGE. BRACE MATERIALS: BRACE CABLES: ASTM A 475,7 -STRAND EHS WIRE CABLE BC4 = 1/4" DIA.(7mm) BC5 = 5/16" DIA.(8mm) 806 = 3/6" DIA.(10mm) BC8 = 1/2" DIA.(13mm) BRACE RODS: ASTM A 572, 50 KSI (UPSET THREADS) BR5 = 5/8" DIA.(16mm) BR6= 3/4" DIA.(20mm) BR7 = 7/8" DIA.(23mm) BR8 =1" DIA.(26mm) OR ASTM A 529, 50 KSI (CUT THREADS) BR9 =11/8" DIA.(29mm) BRIO = 1114" DIA.(32mm) BR11=13/8" DIA.(35mm) BR12 = 11/2" DIA.(39mm) STRUCTURAL PRIMER NOTE: SHOP COAT PRIMER IS INTENDEDTO PROTECT THE STEEL FRAMING DURING TRANSPORTATION TO THE IOBSITE AND FOR NOT MORE THAN 45 DAYS FROM THE APPLICATION. STORAGE IN EXTREME COLD TEMPERATURES OR WINTER SNOW CONDITIONS, INCLUDING TRANSPORTATION ON SALTED OR CHEMICALLY TREATED ROADS WILL ADVERSELY AFFECT THE DURABILITY AND LONGEVITY OF THE PRIMER. THE COAT OF SHOP PRIMER DOES NOT PROVIDE THE UNIFORMITY OF APPEARANCE, OR THE DURABILITY AND CORROSION RESISTANCE OF A FIELD APPLIED FINISH COAT OF PAINT OVER A SHOP PRIMER. MINOR ABRASIONS TO THE SHOP COAT PRIMER CAUSED BY HANDLING, LOADING, SHIPPING, UNLOADING AND ERECTION ARE UNAVOIDABLE AND ARE NOT THE RESPONSIBILITY OF THE METAL BUILDING SUPPLIER. ABC IS NOT RESPONSIBLE FOR THE DETERIORATION OF THE PRIMER OR CORROSION THAT MAY RESULT FROM NEITHER ATMOSPHERIC AND ENVIRONMENTAL CONDITIONS NOR THE COMPATIBILITY OF THE PRIMER TO ANY FIELD APPLIED COATING." , "AS A MINIMUM AND SECONDARY TO MORE STRENUOUS JOB SPECIFIC REQUIREMENTS, PROJECTS LOCATED IN CANADA MUST BE ERECTED WITHIN TOLERANCES AS DEFINED IN SECTION 29.7 OF SPECIFICATION 516.01 AND PROJECTS IN OTHER LOCATIONS MUST BE ERECTED WITHIN TOLERANCES AS DEFINED IN THE LATEST EDITION OF THE METAL BUILDING SYSTEMS MANUAL PUBLISHED BY THE MBMA." CONSTRUCTION BRACING NOTE: TEMPORARY SUPPORTS, SUCH AS TEMPORARY GUYS, BRACES, FALSEWORK, CRIBBING OR OTHER ELEMENTS REQUIRED FOR THE ERECTION OPERATION IS TO BE DETERMINED, FURNISHED AND INSTALLED BY THE ERECTOR. THESE SUPPORTS MUST SECURE THE STEEL FRAMING, OR ANY PARTLY ASSEMBLED STEEL FRAMING, AGAINST LOADS COMPARABLE IN INTENSITY TO THOSE FOR WHICH THE STRUCTURE WAS DESIGNED RESULTING FROM WIND AND OR SEISMIC ACTIVITY AND AGAINST THE LOADS RESULTING FROM THE ERECTION OPERATION. ERECTOR NOTE FIELD WORK (TRIMMING, DRILLING, WELDING, ETC.) MAY BE REQ'D FOR CERTAIN CONDITIONS. ABC WILL NOT BE LIABLE FOR ADDITIONAL ERECTION COSTS DUE TO THIS WORK. CONDITIONS EFFECTED MAY INCLUDE (BUT ARE NOT LIMITED TO): ALL SHEETING PANELS LESS THAN I'D IN LENGTH WILL HAVE TO BE FIELD CUT FROM PANELS PROVIDED AS NOTED ON ERECTION DWGS, SOME PORTAL FRAME KNEE BRACES REQUIRE FIELD WELDING OR DRILLING FOR CONNECTION AT RAFTER, FLUSH GIRT/PURUN CONDITIONS MAY NEED TO BE SLOTTED TO ACCOMMODATE X -BRACING, "KICKER" BRACES AT OPEN ENDWALLS MAY REQUIRE FIELD DRILLED HOLES AT CONNECTION TO PURUNS, ANGLE X -BRACING MAY REQUIRE FIELD WELDING AT THE COLUMN BASE, ALL JOBS WITH JOISTS WILL LIKELY REQUIRE SOME FIELD WELDING (REGARDLESS OF BOLTED CONNECTIONS) RELEASE/ ABC -ATLANTIC DIVISION 6115 COCA COLA BLVD. COLUMBUS, GA 31909 PHONE: (706) 562-8020 FAX: (706)562-8017 ABC - MIDWEST DIVISION 901 WEST MAIN STREET EL PASO, IL 61738 PHONE: (309) 527-1500 FAX: (309) 527.1522 ABC - SOUTH DIVISION 1150 STATE DOCKS RD. EUFAULA, AL 36027 PHONE: (334) 687-2032 FAX: (334) 688-2200 ABC - WEST DIVISION 2260 TENAYA DRIVE MODESTO, CA 95354 PHONE: (209) 236-0580 FAX: (209) 236-0588 TAKING CARE OF OUR CUSTOMERS FOR FIELD ISSUES CALL GREG SANTUCCI (775)887-2931 Greg.Santucci@,AmericanBuiIdings.com THIS IS TO CERTIFY THAT THE METAL BUILDING COMPONENTS FURNISHED BY AMERICAN BUILDINGS COMPANY FOR THE REFERENCED BUILDING HAVE BEEN DESIGNED IN OUR MODESTO, CA OFFICE FOR FABRICATION IN OUR CARSON CITY, NV PLANT. IN ADDITION TO THE DEAD LOAD (D) OF THE BUILDING COMPONENTS, THE MEMBERS ARE DESIGNED ON THE FOLLOWING DESIGN BASIS: COLLATERAL LOAD (C) 1psi On Roof Members 1 pat On Supporting Frames ROOF LIVE LOAD (Lr) 20 psf on Roof Members With Reduction On Supporting Frames As Permitted By Code SNOW LOAD (S) 0 psi Roof Snow Load Roof Exposure Condition = Fully Exposed Thermal Condition = All structures that do not otherwise qualify as 'Structures kept just above freezing and others", or "Unheated and open air structures, or 'Structures intentionally kept below freezing 0 pat Ground Snow Load _ Thermal Factor = 1.0 Snow Exposure Factor = 0.9 Snow Importance Factor = 1.0 WIND LOAD (W) Exposure (Surface Roughness) Category = C 110 mph Ultimate Design Wind Speed (3 -second gust) 85.21 mph Nominal Design Wind Speed (3 -second gust) 72 mph Serviceability Design Wind Speed (3 -second gust) Enclosure Classification = Enclosed Buildings - Internal Pressure Coefficients = +0.18 and -0.18 Design Pressure for Wall Components and Cladding = +28.52 psf and -38.19 pat SEISMIC LOAD (E) Equivalent Lateral Force Procedure 60.1 %g 0.2s Short Period Spectral Response Acceleration S(s) 26.2 %Rg 1.Os Spectral Response Acceleration S(1) She Classifirabon = D Seismic Impedance Factor = 1.0 Seismic Design Category = D Seismic Design Short Period Acceleration, Sds = 0.529g - Seismic Design 1 Sac Period Acceleration, Sd1 = 0.328g R(Rigid Frames) = 3.50 R(X-Bracing) = 325 County =Butte Risk Category of Building = 11. All buildings and other structures except those listed in Risk Categories I, III, and IV T NOTES: 1. ROOF DESIGN IS BASED ON THE LARGER OF LIVE LOAD OR ROOF SNOW LOAD. 2. ALL WELDING MUST BE PERFORMED BY AWS QUALIFIED WELDERS FOR THE WELDING PROCESSES AND POSITIONS TO BE USED. ALL WELDING AND WELD PREP MUST BE COMPLETED AND VISUALLY INSPECTED TO AWS ACCEPTANCE CRITERIA (TABLE 6.1) IN ACCORDANCE WITH THE APPLICABLE AWS STANDARD. WELD ELECTRODES USED FOR ALL FIELD WELD PROCESSES MUST BE SELECTED FROM TABLE 3.1 IN AWS D1.1 FOR GROUP 11 MATERIAL GREATER THAN OR EQUAL 0.1 25THICK OR TABLE 12 IN AWS 01.3 FOR MATERIAL LESS THAN 0.125" THICK AND ALL FILLER MATERIAL MUST HAVE A Fu OF 70 KSI. AMERICAN BUILDINGS COMPANY SERVICEABILITY STANDARDS (2006 MBMA MANUAL CRITERIA) WILL BE USED FOR DESIGN AND FABRICATION OF YOUR ORDER. THE ABOVE DESIGN LOADS ARE APPLIED IN ACCORDANCE WITH THE 2013 CALIFORNIA BUILDING CODE. THE DESIGN IS IN GENERAL ACCORDANCE WITH 2010 AISC 360-10 SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS AND 2007 AISI NASPEC NORTH AMERICAN COLD -FORMED STEEL SPECIFICATION. THIS CERTIFICATION IS LIMITED TO THE STRUCTURAL DESIGN OF THE FRAMING AND COVERING PARTS MANUFACTURED BY AMERICAN BUILDINGS COMPANY. 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 SHALL BE ERECTED ON A PROPERLY DESIGNED FOUNDATION IN ACCORDANCE WITH AMERICAN BUILDINGS COMPANYS'GENERAL ERECTION GUIDE", THE LATEST EDITION OF THE MBMA MANUAL. AND THE JOB ERECTION DRAWINGS. THE DRAWINGS LISTED ON THIS SHEET SHALL REMAIN WITH AND BECOME PART OF THIS CERTIFICATION. SHEET NUMBER STATUS DATE REV. NO. C-1 FOR CONSTRUCTION 05/16/16 0 C-2 FOR CONSTRUCTION 05/16/16 0 AB -1 - AB -3 FOR CONSTRUCTION 05/16/16 0 E-01 - E-10 FOR CONSTRUCTION 05/16/16 0 SED -000 -SED -01V FOR CONSTRUCTION 05/16/16 0 DESIGN NOTES: 1. The frames at the endwalls (FL 1 & 5) are not designed to accommodate any future additions. 2. New structure by ABC is designed as an enclosed building. 3. It is the responsibility of others, i.e. the engineer of record, to ensure that all structural systems and components not by ABC interact compatibly with ABC structural systems and components. See calculation package for deflection requirements of ABC frames and materials. 4. ABC has provided new structure(s) according to ABC purchase order and company standard. ABC is not responsible for verifying that ABC's design and detailing is compatible with materials by others. 5. 1.0 psf collateral load was used in ABC's design as requested. No other special provisions have been made for concentrated point loads on frames. # EJ6Ct�Ni�NT �E�VICES PERMIT t�NY'( 13Ur- I VM1$DIpiNC,E 0o BY DATE QROF ORI P R/ F THE REG6TERED PROFES901- CIO ENWNEER WHOSE SFAI aPPEAl6 - \ Z ON THESE DRAWING56EMPLOTED L C 71338: M BT THE MPMIFPCIURER uum ooEs Nor sExrE ns OA REPRES F RTND PRUIECT EXP 12-31-20 (� ENGINEER OF EO]RDRND SHREE HOT BE mrbIDEREDAS SUM. MARTY STIDHAM DRAWING STATUS: S- 16 TABLE MTN BLVD FOR CONSTRUCTION C1V1V OROVILLE, CA 95965 SOFTWARE VERSIONS DESIGN: MSA 462 BIM: 202 AMERICAN BUEWINGS 9pF ELITE STEEL BLDG SYSTEMS JOB NUMBER: SHEET: nac_nv mrav C OF CAL, DWN:/CKD:IENGRI DATE W16G0108A C-1 MBMR, >w ROOF PANELS WALK DOORS RECENT PRODUCT REVISIONS TYPE: L3P GAGE: 26 COLOR: SDSTSMP QTY SIZE 'TYPE SWING'' LOCKSET CLOSER COLOR LINER TRIM LINER TRIM COLOR THE FOLLOWING NOTES MAY OR MAY NOT PERTAIN TO THIS SPECIFIC JOB BUT,ARE NOTEWORTHY PRODUCT CHANGES. PAINT WARRANTY: NO - - - 2 _ 3070 S' .. NO HCS NO WHITE NO, R1. THINK SAFETY! - WEATHERTIGHTNESS WARRANTY: "NO - - UL 90 CERTIFICATION: NO' FRAMED OPENINGS - - FACTORY MUTUAL CERTIFICATION: NO' QTY WIDTH HEIGHT SILL HEIGHT FR WRAP TRIM LINER TRIM LINER TRIM COLOR ?' ' 1 16' • 10' NO NO x . WALL PANELS 1 12 10 • NO ' ',� NO TYPE: L3P GAGE: 26 COLOR: SDSTSMP BASE: BA20 PAINT WARRANTY: NO EAVE TREATMENT y SIMPLE PAVE TRIM TRIM COLORS _ RAKE TRIM: SDSTSMP GUTTER OR SAVE: SDSTSMP �, • _ , DOWNSPOUTS: DS FRAMED OPENINGS: SDSTSMP CORNER: SDSTSMP BASE TRIM: BRSL •- MISCELLANEOUS: - PRIMER COLORS PRIMARY: RED SECONDARY: GALV-SL ROOF FASTENERS ' .LONG SPAN III STRUCTURAL: r' •' #12X1 1/4 SURF STITCH: #14X3/4 SURF �. WALL FASTENERS LONG SPAN III - STRUCTURAL: • _ #12X1 1/4 SDHH STITCH: #14X3/4 SDHH . TRIM FASTENERS ' #14X3/4 SDHH _ INSULATION ROOF: NOT BY ABC THICK: '3.0 WIDTH: NA FACE: NA COLOR: NA - - - • WALLS: NOT BY ABC '• �_ _ THICK: 3.0 WIDTH: NA FACE: NA COLOR: NA - - - QROF /pal � EHE REGISfFAEO vaovE55toruu ENGINEER W1105E SFAI AVPEMRS \ . __ �, _ _ • ONINFSEMWWING56EMPLOYFO C 71338 m • • BY THE NWNUEACIURER � rn . t - lWDDOES NDT SERVE AS ORRERRESENTTHEM]M EXP 12-31-201} - ENfdNFER OE REmRD IwDLWE NOT 9E OSKIDERED4S SUO1. `k y 7,E DRAWING STATUS: " MARTY STIDHAM TABLE MTNBLVD CONDSTRUCTION S " • - sl'9 CIV I%- Q \'. OR FTWARE BIM.zo.2 DESIGN , lF • OROVILLE, CA 95965SA JOB NUMBER: SHEET: AMERICAN-BUnDlNG5 OF CAL` ELITE STEEL BLDG SYSTEMS NOI RELEASE / REVISION DWW / CKD: ENGR DATE t!Ol RELEASE / REVISION OWN: / CK D: ENGR DATE W 16G 0108A C-2 M B M R •- 0 1 FOR CONSTRUCTION MLL / I VDF 05/16/2016 >w N N BRACED BAY N N N • BP02-B BP02-B BP02-B BP01-F 1•-0l 1 _ 191-0 I 20'-0 I 20'-0 O CD BO ® c QROFE3��/0 O �! ANCHOR BOLT PLAN PPS ORS c i E REGKTERED PROM90 N \ 4 ENGINEER MDIOSF SFILL APPFNO . OH TNESF DMvnNE36EfnPlOEED � g C 7-1338 m Rr THE wwNDERCIURER . - anm WES nOi SERVE /S EXP 12-31-201} ENGINEER OE RECORD RNDSNALL - NOT BF mEbIDFRED AS SUOf. * ` ���� MARTY STIDHAM DRAWING STATUS: S TABLE MTN BLVD FOR CONSTRUCTION - srcivil- a�Q' _ OROVILLE, CA 95965 SOFTWARE VERSIONS DESIGN: MSA 462 BIM: 20.2 AmEBICAN-BunDiNGs ELITE STEEL BLDG SYSTEMS JOB NUMBER: SHEET: mw„ OF CAOF NOI RELEASE / REVISION I DWN: / CKD: I ENGRI DATE INOI RELEASE / REVISION DWN: / CKD: ENGR DATE W 16G0108A AB -1 McMF1 0 FOR CONSTRUCTION MLL/ VDF 05/16/2016=.c•z°U ANCHOR BOLT TABLE 0 } ERECTION NOTE!!! SIZE QTY m 1. FINISHED FLOOR ELEVATION = 100'-0" 12. CKD a r U co BOTTOM OF BASE PLATE (B.O.B.P.) = 100'-0- EXCEPT AS NOTED. m a 3/4 56 BP01-C m -- ----- L -�-- -- 801-0 11112 O o (D O N o (D - 0 0 ® 0 T -o 1 19'-0 20•-0 20•-0 11 1/2 BP01-D BP01-A N N BP02-A BRACEDBAY N BP02-A N BP02-A N BP01-13 N N BRACED BAY N N N • BP02-B BP02-B BP02-B BP01-F 1•-0l 1 _ 191-0 I 20'-0 I 20'-0 O CD BO ® c QROFE3��/0 O �! ANCHOR BOLT PLAN PPS ORS c i E REGKTERED PROM90 N \ 4 ENGINEER MDIOSF SFILL APPFNO . OH TNESF DMvnNE36EfnPlOEED � g C 7-1338 m Rr THE wwNDERCIURER . - anm WES nOi SERVE /S EXP 12-31-201} ENGINEER OE RECORD RNDSNALL - NOT BF mEbIDFRED AS SUOf. * ` ���� MARTY STIDHAM DRAWING STATUS: S TABLE MTN BLVD FOR CONSTRUCTION - srcivil- a�Q' _ OROVILLE, CA 95965 SOFTWARE VERSIONS DESIGN: MSA 462 BIM: 20.2 AmEBICAN-BunDiNGs ELITE STEEL BLDG SYSTEMS JOB NUMBER: SHEET: mw„ OF CAOF NOI RELEASE / REVISION I DWN: / CKD: I ENGRI DATE INOI RELEASE / REVISION DWN: / CKD: ENGR DATE W 16G0108A AB -1 McMF1 0 FOR CONSTRUCTION MLL/ VDF 05/16/2016=.c•z°U 0 } - m CKD a r U co m a BP01-C m -- ----- L -�-- -- 1- - 11112 O o (D O N o (D BP01-C m 11 1/2 BP01-D BP01-E O N N BRACED BAY N N N • BP02-B BP02-B BP02-B BP01-F 1•-0l 1 _ 191-0 I 20'-0 I 20'-0 O CD BO ® c QROFE3��/0 O �! ANCHOR BOLT PLAN PPS ORS c i E REGKTERED PROM90 N \ 4 ENGINEER MDIOSF SFILL APPFNO . OH TNESF DMvnNE36EfnPlOEED � g C 7-1338 m Rr THE wwNDERCIURER . - anm WES nOi SERVE /S EXP 12-31-201} ENGINEER OE RECORD RNDSNALL - NOT BF mEbIDFRED AS SUOf. * ` ���� MARTY STIDHAM DRAWING STATUS: S TABLE MTN BLVD FOR CONSTRUCTION - srcivil- a�Q' _ OROVILLE, CA 95965 SOFTWARE VERSIONS DESIGN: MSA 462 BIM: 20.2 AmEBICAN-BunDiNGs ELITE STEEL BLDG SYSTEMS JOB NUMBER: SHEET: mw„ OF CAOF NOI RELEASE / REVISION I DWN: / CKD: I ENGRI DATE INOI RELEASE / REVISION DWN: / CKD: ENGR DATE W 16G0108A AB -1 McMF1 0 FOR CONSTRUCTION MLL/ VDF 05/16/2016=.c•z°U 0 BP01-D CKD a �- a m -- ----- L -�-- -- 1- - EL N N BRACED BAY N N N • BP02-B BP02-B BP02-B BP01-F 1•-0l 1 _ 191-0 I 20'-0 I 20'-0 O CD BO ® c QROFE3��/0 O �! ANCHOR BOLT PLAN PPS ORS c i E REGKTERED PROM90 N \ 4 ENGINEER MDIOSF SFILL APPFNO . OH TNESF DMvnNE36EfnPlOEED � g C 7-1338 m Rr THE wwNDERCIURER . - anm WES nOi SERVE /S EXP 12-31-201} ENGINEER OE RECORD RNDSNALL - NOT BF mEbIDFRED AS SUOf. * ` ���� MARTY STIDHAM DRAWING STATUS: S TABLE MTN BLVD FOR CONSTRUCTION - srcivil- a�Q' _ OROVILLE, CA 95965 SOFTWARE VERSIONS DESIGN: MSA 462 BIM: 20.2 AmEBICAN-BunDiNGs ELITE STEEL BLDG SYSTEMS JOB NUMBER: SHEET: mw„ OF CAOF NOI RELEASE / REVISION I DWN: / CKD: I ENGRI DATE INOI RELEASE / REVISION DWN: / CKD: ENGR DATE W 16G0108A AB -1 McMF1 0 FOR CONSTRUCTION MLL/ VDF 05/16/2016=.c•z°U 0 BP01-D CKD ,11/2 �- a m 0 00 EL in N o (D m BP01-D 111/2 � O N N BRACED BAY N N N • BP02-B BP02-B BP02-B BP01-F 1•-0l 1 _ 191-0 I 20'-0 I 20'-0 O CD BO ® c QROFE3��/0 O �! ANCHOR BOLT PLAN PPS ORS c i E REGKTERED PROM90 N \ 4 ENGINEER MDIOSF SFILL APPFNO . OH TNESF DMvnNE36EfnPlOEED � g C 7-1338 m Rr THE wwNDERCIURER . - anm WES nOi SERVE /S EXP 12-31-201} ENGINEER OE RECORD RNDSNALL - NOT BF mEbIDFRED AS SUOf. * ` ���� MARTY STIDHAM DRAWING STATUS: S TABLE MTN BLVD FOR CONSTRUCTION - srcivil- a�Q' _ OROVILLE, CA 95965 SOFTWARE VERSIONS DESIGN: MSA 462 BIM: 20.2 AmEBICAN-BunDiNGs ELITE STEEL BLDG SYSTEMS JOB NUMBER: SHEET: mw„ OF CAOF NOI RELEASE / REVISION I DWN: / CKD: I ENGRI DATE INOI RELEASE / REVISION DWN: / CKD: ENGR DATE W 16G0108A AB -1 McMF1 0 FOR CONSTRUCTION MLL/ VDF 05/16/2016=.c•z°U e • rsrul-ts 3/8 PLATE - 3/4 AB - 3" REQD. PROJECTION Q�OfE /0 BP01-A STEEL LINE' 3/8 PLATE - 3/4 AB - 3" REQD. PROJECTION ExWxEEx wxOSE SFAI aGRA0.5 m STEEL LINE - I i 1'-0 m- N 1 112 W I I Z J N EXP 12-31-201} J r W H m N N 7 D N N sl CIV1\� �Q 'qr F OF CAOFd`� .2 f `I BP02-A J. 3/8 PLATE - 3/4 AB - 3" REQD. PROJECTION STEEL LINE m N I I N N � It 1t I 1 � N 1 1/2 1 11/2 r� e • rsrul-ts 3/8 PLATE - 3/4 AB - 3" REQD. PROJECTION ERECTION NOTEM 1. FINISHED FLOOR ELEVATION = 100'-0" 2. BOTTOM OF BASE PLATE (B.O.B.P.) = 100'-0- EXCEPT AS NOTED ERECTION NOTEM ALL ANCHOR RODS SHALL HAVE A 3 INCH PROJECTION (UNLESS NOTED) ABOVE THE BOTTOM OF THE COLUMN BASE PLATES, EXCEPT 1/2 INCH DIAMETER ANCHOR RODS LOCATED AT DOORS WHICH SHALL HAVE PROJECTION OF 1 INCH. ALL ANCHOR RODS SHALL HAVE A MINIMUM THREAD LENGTH OF 1/4 INCH LESS THAN THE PROJECTION. THE PROJECTIONS SPECIFIED PROVIDE FOR A SINGLE BASE PLATE THICKNESS, AND APPLICATION OF ONE 3/16 INCH WASHER, AND ONE HEAVY HEX NUT. IN THE INSTALLED POSITION, THE TOP OF THE ANCHOR BOLT MUS' BE FLUSH WITH OR ABOVE THE TOP OF THE NUT. ADDITIONAL PROJECTION LENGTH MUST BE CONSIDERED AND PROVIDED FOR ITEMS SUCH AS GROUT, DOUBLE NUTS, PLATE WASHERS, LEVELING PLATES, ETC., THAT MAY BE SPECIFIED BY OTHERS. PROJECTING THREADS SHOULD BE GREASED OR OTHERWISE PROTECTED FROM CORROSION. 10 RELEASE / REVISION I OWN: / CKD: I ENGRI DATE rOl RELEASE D I FOR CONSTRUCTION I MLL / I VDF 05/16/2016 BP01-C 13P01 -D 3/8 PLATE - 3/4 AB - 3" REQD. PROJECTION 3/8 PLATE - 3/4 AB - 3" REQD. PROJECTION . ; r 111/2 E`V 81_ 1/2 _I - 2 3 3 1/2 8 Z 1 J J_ ww It m m T N 1 N N I I U) 8 31/2 3 2 81/2 11 1/2 IDWN:/CKD:IENGRI DATE BP01-E 13P01 -F 3/8 PLATE - 3/4 AB - 3" REQD..PROJECTION 3/8 PLATE - 3/4 AB - 3" REQD. PROJECTION 1/2 1 1/2 1 v2 1 N T 1 Z W T J N r J W m W f H F- 1 vz ry U) In 1 1/2 N 1'-0 m m STEEL LINE 1' 0 STEEL LINE I' 1 MARTY STIDHAM TABLE MTN BLVD OROVILLE, CA 95965 ELITE STEEL BLDG SYSTEMS DRAWING STATUS: FOR CONSTRUCTION SOFTWARE VERSIONS DESIGN: MSA 46.2 BM JOB NUMBER: TSHEET: W16GO108AJAB-2-2 Q�OfE /0 { STEEL LINE' • TXE REGISEFAED nrtox¢voxnE ExWxEEx wxOSE SFAI aGRA0.5 m ON lMESE oaavnxcssEmxorEo BT 1HE MN(UEACfUiiEx 1'-0 aro ooEs xor sEnvE ns N EXP 12-31-201} xOE BE mtdDEREDA55UOl W N sl CIV1\� �Q 'qr F OF CAOFd`� .2 J. N J W W F" N 1 1121 1 1/2. u I- -I BP02-B 3/8 PLATE - 3/4 AB - 3" REQD. PROJECTION i 1 1/2 1 1/2 N • _ � � M N 11/2 m `E r STEEL LINE ERECTION NOTEM 1. FINISHED FLOOR ELEVATION = 100'-0" 2. BOTTOM OF BASE PLATE (B.O.B.P.) = 100'-0- EXCEPT AS NOTED ERECTION NOTEM ALL ANCHOR RODS SHALL HAVE A 3 INCH PROJECTION (UNLESS NOTED) ABOVE THE BOTTOM OF THE COLUMN BASE PLATES, EXCEPT 1/2 INCH DIAMETER ANCHOR RODS LOCATED AT DOORS WHICH SHALL HAVE PROJECTION OF 1 INCH. ALL ANCHOR RODS SHALL HAVE A MINIMUM THREAD LENGTH OF 1/4 INCH LESS THAN THE PROJECTION. THE PROJECTIONS SPECIFIED PROVIDE FOR A SINGLE BASE PLATE THICKNESS, AND APPLICATION OF ONE 3/16 INCH WASHER, AND ONE HEAVY HEX NUT. IN THE INSTALLED POSITION, THE TOP OF THE ANCHOR BOLT MUS' BE FLUSH WITH OR ABOVE THE TOP OF THE NUT. ADDITIONAL PROJECTION LENGTH MUST BE CONSIDERED AND PROVIDED FOR ITEMS SUCH AS GROUT, DOUBLE NUTS, PLATE WASHERS, LEVELING PLATES, ETC., THAT MAY BE SPECIFIED BY OTHERS. PROJECTING THREADS SHOULD BE GREASED OR OTHERWISE PROTECTED FROM CORROSION. 10 RELEASE / REVISION I OWN: / CKD: I ENGRI DATE rOl RELEASE D I FOR CONSTRUCTION I MLL / I VDF 05/16/2016 BP01-C 13P01 -D 3/8 PLATE - 3/4 AB - 3" REQD. PROJECTION 3/8 PLATE - 3/4 AB - 3" REQD. PROJECTION . ; r 111/2 E`V 81_ 1/2 _I - 2 3 3 1/2 8 Z 1 J J_ ww It m m T N 1 N N I I U) 8 31/2 3 2 81/2 11 1/2 IDWN:/CKD:IENGRI DATE BP01-E 13P01 -F 3/8 PLATE - 3/4 AB - 3" REQD..PROJECTION 3/8 PLATE - 3/4 AB - 3" REQD. PROJECTION 1/2 1 1/2 1 v2 1 N T 1 Z W T J N r J W m W f H F- 1 vz ry U) In 1 1/2 N 1'-0 m m STEEL LINE 1' 0 STEEL LINE I' 1 MARTY STIDHAM TABLE MTN BLVD OROVILLE, CA 95965 ELITE STEEL BLDG SYSTEMS DRAWING STATUS: FOR CONSTRUCTION SOFTWARE VERSIONS DESIGN: MSA 46.2 BM JOB NUMBER: TSHEET: W16GO108AJAB-2-2 i Q�OfE /0 O 0R! • TXE REGISEFAED nrtox¢voxnE ExWxEEx wxOSE SFAI aGRA0.5 ` . Q ��i�. {i ON lMESE oaavnxcssEmxorEo BT 1HE MN(UEACfUiiEx UJI C 71338 aro ooEs xor sEnvE ns OA pE"gE$EMTNE VR0IER ExaxEEx a xEmxo axD vau. EXP 12-31-201} xOE BE mtdDEREDA55UOl � I it. AMIMCAN BURDINGS .,..� sl CIV1\� �Q 'qr F OF CAOFd`� .2 i r H1 H2 i A _ B C D LOADING CONDITION FRAME LINE 1 A 8 C 0 V (kips) V (kips) H2 (kips) V (kips) H1 (kips) H2 (lops) V (lops) - H1 (lops) D +0.4 + 1.0 NA t 1.0 . NA NA +0.4 NA C +0.1 +0.2 NA +0.2 NA NA +0.1 NA L ' +1.4 +5.1 NA +5.1 NA NA +1..4 NA • W -2.1-2.1 to +0.2 -7.8 to +0.2 -5.3 to +4.8 -7.8 to +5.8 -3.9 to +39 -5.3 to +4.8 -5.8 to +58 -3..9 to +3.9 -6.7 +0.2 +0.2 N +19 .. o +13 -7.3to 9 1t +.9 3 to +1.3 All Wind reactions shown in the table above are based on Ultimate Design Wino Speed and ore unfactored. •Earthquake reactions do not include any amplifications for " overstrength which may or may not be required in the H1 design of column anchorage and foundation by others. r Ht = horizontal force in the plane of frame r Ar D F H2 horizontal force perpendicular to the plane of frame "H2 V ID: W16GO10BA.01A LOADING E S A All Wind reactions shown in the table above are based on Ultimate Design Wino Speed and ore unfactored. •Earthquake reactions do not include any amplifications for " overstrength which may or may not be required in the H1 design of column anchorage and foundation by others. r Ht = horizontal force in the plane of frame r Ar D F H2 horizontal force perpendicular to the plane of frame "H2 V ID: W16GO10BA.01A LOADING FRAME LINES 2-4 CONDITION A p V H1 H2 V M1 H2 +0.4 ' (kips) (kips) (kips) (kips) (kips) (kips) D +2.3 +1.0 NA +2.3 -1.0 NA C +0.6 +0.3 NA +0.6 -0.3 NA L +7.2 +3.6 NA +7.2 -3.6 NA W -12.6 -7.3 NA -12.6 +7.3 NA - to NA -6.7 +1.4 -6.7 W -18.2 -7.3to -18.2 +7.3 to of X braced bas _ • +6.7 +6.7 0/�� -0.4 -0.7 , -0.4 -0.7 ,(j g E• to to NA to to NA +0.4 +0.7 +0.4 +0.7 -2.9 -0.7 -3.4 -2.9 EXP 12-31-2014 E. to to to to to lo' of X braced bas +2.9 +0.7 +3.4 +2.9 f A All Wind reactions shown in the table above ore based on Ultimate Design wind Speed and ore -factored. 'Earthquake reactions do not include any amplifications for -strength which may or may not be required in the ' - design of column anchorage and foundation by others. H1 = horizontal force in the plane of frame H2 = horizontal force perpendicular to the plane of frame ' H1 H2 I V A • 8 C D' LOADING FRAME LINE 5 CONDITION A.D B,C (kip.) (kips) (kips) (kips) D +0.4 +1.0 NA NA. C +0.1 +0.2 NA NA - L +1.4 +5.1 NA NA -2.1 -7.8 -3.9 -4.8" W la to to to " Hl = horizontal force in the plane of frame +0.2 +4.0 +3.9 +5.3 -1.4 -1.3 E. +0.2 to to NA +1.4 +1.3 k All Wind reactions shown in the table above are based n Ultimate Design Wind Speed and ore unfoctored: b -Earthquake reactions do not include any amplifications for a k All Wind reactions shown in the table above are based n Ultimate Design Wind Speed and ore unfoctored: -Earthquake reactions do not include any amplifications for a overstrength which may or may not be required in the design of column onchoroge and foundation by others. " Hl = horizontal force in the plane of frame _ H2 = horizontal force perpendicular to the plane of frame - - �F^ • a 0/�� - - I , THE REG6TERED RRO MONAt ENGINEER -OSE SM ARRFARS ,(j g v - ON MESE DRAWINGS Is EMPLOYEa. BY THE NIANUFACrURER LU C 71338 ^ AND DOES NOT SERVE AS CC - _ _ , DR pEDRESEM TNF PRWEI] ENGINEER OF REmRO AND Sl A EXP 12-31-2014 f _ NOE BE ODNsrDEREO AS SWI. '* Q DRAWING STATUS: f - MARTY STIDHAM TABLE MTNBLVD FOR CONSTRUCTION - �'l CjvIL " OROVILLE, CA 95965 SOFTWARE VERSIONS DESIGN: MSA 462 BIM: 20.2 AMESICAN,$UIIDINGS - r 4 F OF NO RELEASE / REVISION DWN: / CKD: ENGR DATE RELEASE REVISION ELITE STEEL BLDG SYSTEMS JOB NUMBER: SHEET: >.®mlvav CAO 1�01 / I DWN: / CKD: I ENGRI DATE W 16G0108A AB -3 Menta 0 FOR CONSTRUCTION MLL / I VDF 05/16/2016 rc tri ' f 1 NO F R 0 FOR CONS" i I� 80'-0 I . r -0I I 1s-0 I 20'-0 ` I 20-0 I 19 o I I1' 0 S EC2 RC1 ' RC1 RCI EC1 Or i E12 m E13 o o 5.. o EC1 RCI RC1 RC1 EC1 N 1 s•-0 +h Q FE /p . E12 ` EC1 RCI RC1 RC1 EC1 20•-0 20'-0 1 s•-0 +h Q FE /p . • r O 0R1 l O O O O O r 80-0 -�E 1ME REG6TFIIED VROEFSLONu PfdxEEP WHOSE SEPI PEVEAPS \ v WTITMIEmgtNFq(1UPEPEmGEOYED w C 71338 - m - PRIMARY FRAMING SHAKEOUT PLAN PND DOES MDT SERVE AS w %O DPPERRESE-EPWIM ENfdMEEP OF PEOXIDIWD LWLL EXP 12-31-20�} •. y HOf BE WNSIDFRFD AS SUOI. � ,L �R MARTYSTIDHAM - TABLE MTN BLVD DRAWING STATUS: FOR CONSTRUCTIONS' -. CIVIV P _ OROVILLE, CA 95965 SOFTWARE VERSIONS DESIGN: MSA 462 BIM: 20.2 �ICAN_BUILDINGS C`- C Or • ELITE STEEL BLDG SYSTEMS J+SE /REVISION DWN: / CKD: ENGR DATE O RELEASE / REVISION ENGR DATE JOB NUMBER: SHEET: n�cnn mwav ' - CAO1 DWN: / CKD: W 16G0108A E-01 ' Memo . JCTION MLL / VDF 05/16/2016 ' o SPLICE BOLT TABLE THIS FRAME MUST NOT BE ERECTED WITHOUT THE PIPE ANDOR GIRT STRUT MEMBERS. REFER TO THE r SPLICE BOLTS CLEAR TO F.F. PLATE SIZE ENDWALL ELEVATION AT THIS FRAME LINE FOR ANY REQUIRED GIRTS. /�- G� CjA . r ' - - A- (4) 1/2 X 1 1/4 A325T 16'-11 1/16 5' X 1/4 ONT ESE DRAW NGT6EMROEEU at 1HE mrwuEacluuaEa B (4) 1/2 X 1 1/4 A325T 20'-10 15/16 6"X 3/8 ` C (8) 3/4 X 2 A325T 23'-10 15/16 6"X 3/8 - D (4) 1/2 X 1 1/4 A325T 20'-10 15/16 6"X 3/8 NOE 9E mHL0ERED g553N11 E (4) 1/2 X 1 1/4 A325T 1 16'-111/16 1 57X 1/4 �,���� FOR CONSTRUCTION 12 CIV1\- 1 6 7.6 12_ 3 1 t� JOB NUMBER: 3 - OF CALF 30_111116 30,16 MOMR —r< 6 �29� am /1T6 29•.611116 ' o eROF S,o� 1 oe/ vaoEESlowu /�- G� CjA . r o � {� m ONT ESE DRAW NGT6EMROEEU at 1HE mrwuEacluuaEa • n Lu C 71338 rn ' arm GOES NOT SERVE AS �R REvaESEN THE vaortC ENGINEER OE PEmRD arm9W1 EXP 12-31-20 } • NOE 9E mHL0ERED g553N11 � 1 �. n DRAWING STATUS: �,���� FOR CONSTRUCTION 8 177/8 GD RELEASE / REVISION DWN: / C STRUCTION MLL / 16-21/8 25-0 I 30'-0 I 30'-0 60'-0 COLUMN & BEAM CROSS SECTION AT FL. 1 MARTY STIDHAM TABLE MTN BLVD OROVI LE, CA 95965 ELITE STEEL BLDG SYSTEMS RELEASE / REVISION I DWN: / CKD: ENGRI DATE 77/81 8 16'-2 1/8 l'-3 7/8 0 y eROF S,o� oe/ vaoEESlowu /�- G� CjA . r nIE aEGmEREo FNGINEE0. WHOP SEAL aOPFARS � {� - ONT ESE DRAW NGT6EMROEEU at 1HE mrwuEacluuaEa Lu C 71338 rn ' arm GOES NOT SERVE AS �R REvaESEN THE vaortC ENGINEER OE PEmRD arm9W1 EXP 12-31-20 } • NOE 9E mHL0ERED g553N11 � 1 �. n DRAWING STATUS: �,���� FOR CONSTRUCTION CIV1\- SOFTWARE VERSIONS DESIGN: MSA 462 BIM: 202 AMF.RLCAti-BUUDLNGS 1 t� JOB NUMBER: SHEET: - OF CALF W16G0108A;. E-02 MOMR —r< I i SPLICE BOLT TABLE MEMBER SIZE TABLE PLATE SIZE A (2) 3/4 X 2 3/4 A325T 15'-10 13/16 ASSEMBLY OUTSIDE WEB WEB STARTING ENDING INSIDE NAME FLANGE THICK LENGTH WEB WEB FLANGE 181 1101/2 101/21 8 DEPTH DEPTH 2'-6 12161 RR1 5" X 1/4 X 30'-1 9/16 10GA 10'-1 15/16 1'-10 7/16 10" 5"X 1/4X8'-9 C 10GA 19'-11 5/8 101, 10" 5" X 1/4 X 19'-9 1/16 RCI 5" X 1/4 X 1748/16 10GA 17'-4 9/16 101" V-107/16 5" X 1/4 X 15'-11 1/4 NOTE: MEMBERS LIST FOR EACH ASSEMBLY ARE IN ORDER FROM LOWEST TO HIGHEST ELEVATION. I i SPLICE BOLT TABLE SPLICE BOLTS CLEAR TO F.F. PLATE SIZE A (2) 3/4 X 2 3/4 A325T 15'-10 13/16 5"X 1!2 (6) 3/4 X 2 A325T B (8) 3/4 X 2 A325T 23'-8 1/8 5" X 3/8 C (2) 3/4 X 2 3/4 A325T 15-10 13/16 (6) 3/4 X 2 A325T 5" X 1/2 NOTE: PRETENSIONED BOLTS REQUIRED. REFER TO DETAIL MF91AA ON SED -001 � 12 1'-6 7'-6 . 3 �16 30.11 nn -213116 ..c•A �o , r -e . 4n�. _ 12 � 3 3p:11 1',16 131,. r 181 1101/2 101/21 8 2'-6 12161 54'-10 1/8 2'-6 15/16 C �- 30 30 60'-0 QRpFE /p O '4, ORl F " FRAME ID: W16G0108A.01A 05111/1614:291 ENGINEER WHOSE SFAI APPEARS y 9 RIGID FRAME CROSS SECTION AT FL. 2-4 BETHE— ,RER"""°`° L C 71338 m '• - RHD DD6 NOT SERVE AS + • - ORREPRESEHETHE PROJECT E IHEEROEREOORD AHD SHALL EXP 12-31-201+ ,; - HOT lR mNLDEREDAS SUM. `* � t MAR TBLD�AM MTN DRAWING STATUS: FOR CONSTRUCTIONTABLE �,���� sT C►O�. a�P ' - OROV0IE, CA 95965 SOFTWARE VERSIONS DESIGN: MSA462 BIM: 20.2 AMEBIGAF�. BUaDLNGS OF ELITE STEEL BLDG SYSTEMS JOB NUMBER: SHEET: IE nac_cn mr..v CAL, / REVISION OWN: / CKD: ENGR DATE O RELEASE / REVISION DWN: / CKD: ENGR DATE p W 6GO OOA -03 McMw IN MLL / VDF 05/16/2016 O ED 25'-0 I 16'-2 1/8 77/81 8 T i V SPLICE BOLT TABLE THIS FRAME MUST NOT BE ERECTED WITHOUT THE PIPE AND,OR GIRT STRUT MEMBERS. REFER TO THE is SPLICE BOLTS CLEAR TO F.F. PLATE SIZE ENDWALL ELEVATION AT THIS FRAME LINE FOR ANY REQUIRED GIRTS. ' 30'-0 - A ' (4) 1/2 X 1 1/4 A325T 16'-11 1/16 5"X 1/4 - a f B (4) 1/2 X 1 1/4 A325T 20'-10 15/16 6"X 3/8 C (8) 3/4 X 2 A325T 23'-10 15/16 6'X 3/8 D (4) 1/2 X 1 1/4 A325T 20'-10 15/16 6"X 3/8 E (4) 1/2 X 1 1/4 A325T 16-11 1/16 5" X 1/4 s COLUMN &BEAM CROSS SECTION AT FL. 5 . 12 t 1'b ; 1'-6 12 3 P THE HWYUERERIRER RHD GOES NOi SERVE AS 3 30'-1 30� 1 1 16 - 6 611116 EXP 12-31-20t� 29 6 17/16 ' 29' 4@5 0 �• ri _» 4@5-0 O ED 181 177/8 V-3-3 7�� 16'-2 1/8 I 25'-0 I 16'-2 1/8 77/81 8 T i V o�;5 O © is O I 30'-0' n 30'-0 n 60,-0 f i7 181 177/8 V-3-3 7�� 16'-2 1/8 I 25'-0 I 16'-2 1/8 77/81 8 T i V O © ` © O I 30'-0' k i 30'-0 60,-0 o.QROFE .per - - THE REGSEERED RROFESSIONRL G, COLUMN &BEAM CROSS SECTION AT FL. 5 �H�� �D y ^' C 71338 m. ' P THE HWYUERERIRER RHD GOES NOi SERVE AS - ORREJRESEMTHE PROW ENGINEER DE RFmRD RHD SNRLL EXP 12-31-20t� Nor RE mHLDERED as Sua. �• `-���� TMMTSNe�w AM DRAWING STATUS:MAR FOR CONSTRUCTIONTABLE s sT CIV1\- ' OROVILLE, CA 95965 SOFTWARE VERSIONS DESIGN: MSA 462 BIM: 20.2 p�J�Eti -BUMDLNCS - OF NO RELEASE / REVISION DWN: / CKD: I ENGRI DATE INOI RELEASE / REVISION ELITE STEEL BLDG SYSTEMS DATE JOB NUMBER: SHEET: ,N,�n, CALF I DWN: / CKD: I ENGRI W 16G0108A E-04 Menta. 0 FOR CONSTRUCTION MLL / VDF 05/16/2016 �c<n 'PICAL PURLIN/GIRT BOLTED CONNECTION TO FLANGE USE THIS ROOF SYSTEM DESIGN USED ANTI -ROLL CLIPS INSTALLED AS SHOWN IN SECTION RF50AA 1 1/4 A325T RF50/AAA (downhill) AND RF51BA. LOCATIONS ARE INDICATED ON ROOF FRAMING PLAN. NLESS NOTED! CLIP MARK NUMBERS ARE CL -12, CL -13, OR CL -14. LENGTH TABLE MARK QTY1 LENGTH V-0 i 191-0 20'-0 20'-0 19'-0 1'-0 8OZ15-2 6 21'-0 8OZ15-3 8OZ16-22 12 1 23'-0 (6) REQUIRED LAP TYP U.N. • (6) REQUIRED LAP TYP U.N. (6) REQUIRED LAP TYP U.N. (6) REQUIRED O T EAVE STRUT LINE (SEE S.W.) O 0 0 b N 9 © .. U 0 ` EAVE STRUT LINE (SEE S.W.) 6 h 2. 8OZ16-22 (U.N.) - V-6 - 1'-6 8OZ16-22 (U.N.) V-6 - V-6 80Z15-2 (U.N.) \ 6. (6) REQUIRED LAP TYP U.N. (6) REQUIRED LAP TYP U.N. . (6) REQUIRED LAP TYP U.N. (6) REQUIRED 19'-0 I 5 \6`. 19-0 1-0 CL -12 0�� lSS CL -12 0 ® `. CL -12 CL -12 CL -12 f 80'-0 U U U U PLANE ID: 1005, 1004 CL-12—,'O'eRS CL -12 CL -12 t CL -12 CL -12 . S Ry5 ENWMEEx WHOSE SfALnGGUUlS � � • v . - ' • Y off THESE oxnvnHssrsEMxmeo BT THE MgHUEgCfI1REP W C 71338.9 T wm - . • t � RND W6HOi SEPVE IES M NEFeESExr HE vzo ENGiMEEP Of REWRONfD SNRLL Of EXP 12-31-201} - " - MARTY TABLEMTNBLVD - DRAWING STATUS: FOR CONSTRUCTION - - sem. CIVIV 9 © .. U 0 ` EAVE STRUT LINE (SEE S.W.) 8OZ15-3 (U.N.) V-6 'V-6 8OZ16-22 (U.N.) - V-6 - 1'-6 8OZ16-22 (U.N.) V-6 - V-6 80Z15-2 (U.N.) (6) REQUIRED LAP TYP U.N. (6) REQUIRED LAP TYP U.N. . (6) REQUIRED LAP TYP U.N. (6) REQUIRED 19'-0 I 20'-0 I 20-0 �^ 19-0 1-0 . O( 0 ® O f 80'-0 FE PLANE ID: 1005, 1004 o �IA ROOF FRAMING PLAN ENWMEEx WHOSE SfALnGGUUlS � � • v . - ' • - off THESE oxnvnHssrsEMxmeo BT THE MgHUEgCfI1REP W C 71338.9 T wm - . • t � RND W6HOi SEPVE IES M NEFeESExr HE vzo ENGiMEEP Of REWRONfD SNRLL Of EXP 12-31-201} - " - MARTY TABLEMTNBLVD - DRAWING STATUS: FOR CONSTRUCTION - - sem. CIVIV OROVILLE. CA 95965 SOFTWARE VERSIONS DESIGN: MSA 462 BIM: 20.2 AMSUGAIN-BUnDINGS qlF OF DWN:/CKD: ENGRI DATE O RELEASE REVISION DWN:/CKD: ELITE STEEL BLDG SYSTEMS ENGR DATE JOB NUMBER. SHEET. rnuccdrmnv �pt� I W16GO108A E-05 MBMR MLL / I VDF 05/16/2016 "' lw"+ THIS ENDWALL FRAME MUST NOT BE ERECTED WITHOUT THE CROSS BRACING. REFER TO THE FRAME NOTE: TYPICAL PURLIN/GIRT BOLTED CONNECTION TO FLANGE USE CROSS SECTION AT THIS FRAME LINE FOR THE REQUIRED CROSS BRACING. (1) 1/2 X-1 1/4 A325T, (1)1/2 X 2 3/16 A449 DE BOLTS UNLESS NOTED. LENGTH TABLE MARK QTY LENGTH MARK QTY LENGTH BOC13-1 2 12'-71/2 8OZ16-11 1 1T-9 BOC14-3 1 161-0 8OZ16-12 1 6'-31/4 80C16-1 1 T-11/2 80Z16-13 1 6'-31/4 80C16-2 1 T-11/2 80Z16-14 1 17'-9 80U2 -1X 1 5'-09/16 80Z16-17 1 12'-2 8002-2X 1 51-09/16 8OZ16-18 1 12'-1 15/16 8OZ13-1 1 29'-0 8OZ16-23 2 5'-11/2 80Z14-1 1 17'-9 BR5-2 1 21'-7 80216-10 1 29' -0 .n T in N � o N cp i7 21X g0v m OU - 8 Z 2X 80Z16-10 m CLW -3 i CLV1-3 in 8OZ14-2' SOZ14-1 CL -2 \\ / CL -3 o (TMP) Cl3 CL -3 CL -3 o; (TYP) \T' 80C14-3 80Z16-11 8OZ16-128OZ16-13 M 7 p L)w 8OZ16-14 N. O CL -3 Cl -7 CL -7 80Z14-2 1 17'-9 BR5-3 1 24'-11 � .0 -0 .n T in N � o N cp i7 21X g0v m OU - 8 Z 2X 80Z16-10 m CLW -3 .n T in N � o N cp i7 21X g0v m OU - 8 Z 2X 80Z16-10 m CLW -3 i CLV1-3 in 8OZ14-2' SOZ14-1 CL -2 \\ / CL -3 o (TMP) Cl3 CL -3 CL -3 o; (TYP) \T' 80C14-3 80Z16-11 8OZ16-128OZ16-13 M 7 p L)w 8OZ16-14 N. O CL -3 Cl -7 CL -7 / (TMP) \ � .0 8OZ16-23 o \ u w i 'b 8OZ16 23 ` CD (TYP) I 8OZ16-17 (U.N.) 2'-0 - 1'-0 80Z13-1 (U.N.) 1'-0 - 2'-0 80Z16-18 (U.N.) 1 REQUIRED LAP TYP U.N.. I LAP TYP U.N. () (1)REQUIRED (1)REQUIRED 6-0 Lr 16-0 I 4'-6 , 6-0 6 O LAP TYP U.N. MARK QTY LENGTH MARQTY LENGTH 8OC16-1 1' T-11/2 8OZ16-20 1 17'-9 8OC16-2 1 T-11/2 8OZ16-23 2 5'-11/2 80U2 -1X 1 5'-09/16 BR5-4 2 32'-0 80U2 -2X 1 5'-0 9/16 8OZ15-1 3 29'-0 8OZ16-11 1 17'-9 80Z16-14 1 17'-9 8OZ16-17 1 12'-2 80276-18 1 12'-1 15/16 80216-19 1 17'-9 K m LENGTH TABLE m in o in o; rn 1'-0 - 2'-0 6-0 LAP TYP U.N. 17'-6 I 25'-0 I 17'-6 I r 17'-0 I 25'-0 T 17-6 1 �p 'i©' © 'jAO 0 L 60'-0 E r, 601-0 FRAMED OPENING TABLE MARK WIDTH HEIGHT SILL HEIGHT TYPE PLANE ID: 1002 PLANE ID: 1003 1 16-0 101-0 2 3'-0 T-0 PERSONNEL DOOR ENDWALL FRAMING ELEVATION AT LINE 5 ENDWALL FRAMING ELEVATION AT LINE 1 o Q1�OF ESCO C _ �. TRE REG6EFNED PROFFSLDNK " Y EMiiREER wROSE SE4l nPMARS �f ....E ' • ON TNESE DRAVAH66EMPLOTEO � �� / \`• OWN: / CKD: ENGR DATE MLL / I VDF 05/16/2016 MARTY STIDHAM TABLE MTN BLVD OROVILLE• CA 95965 ELITE STEEL BLDG SYSTEMS RELEASE / REVISION I DWN: / CKD: I ENGRI DATE BT TRE MANUfACR111ER Lu C 71.338 r MD DOES NOT SERVE AS _ - ORREPRESEMTNEPROIFR EXP 12-31-204 FNCJREER OF REm11D nRDSf WLL ROT 8E mndOERED45 SOOT. DRAWING STATUS: t FOR CONSTRUCTION sj CiV1v �P SOFTWARE VERSIONS DESIGN: MSA462 BIM:202 AA4ERICAn4-BUII.DINGS JOB NUMBER: SHEET: OF CAOFO� W16GO108A E-06 Mena APO - m 0 m in o in o; rn 1'-0 - 2'-0 6-0 LAP TYP U.N. 17'-6 I 25'-0 I 17'-6 I r 17'-0 I 25'-0 T 17-6 1 �p 'i©' © 'jAO 0 L 60'-0 E r, 601-0 FRAMED OPENING TABLE MARK WIDTH HEIGHT SILL HEIGHT TYPE PLANE ID: 1002 PLANE ID: 1003 1 16-0 101-0 2 3'-0 T-0 PERSONNEL DOOR ENDWALL FRAMING ELEVATION AT LINE 5 ENDWALL FRAMING ELEVATION AT LINE 1 o Q1�OF ESCO C _ �. TRE REG6EFNED PROFFSLDNK " Y EMiiREER wROSE SE4l nPMARS �f ....E ' • ON TNESE DRAVAH66EMPLOTEO � �� / \`• OWN: / CKD: ENGR DATE MLL / I VDF 05/16/2016 MARTY STIDHAM TABLE MTN BLVD OROVILLE• CA 95965 ELITE STEEL BLDG SYSTEMS RELEASE / REVISION I DWN: / CKD: I ENGRI DATE BT TRE MANUfACR111ER Lu C 71.338 r MD DOES NOT SERVE AS _ - ORREPRESEMTNEPROIFR EXP 12-31-204 FNCJREER OF REm11D nRDSf WLL ROT 8E mndOERED45 SOOT. DRAWING STATUS: t FOR CONSTRUCTION sj CiV1v �P SOFTWARE VERSIONS DESIGN: MSA462 BIM:202 AA4ERICAn4-BUII.DINGS JOB NUMBER: SHEET: OF CAOFO� W16GO108A E-06 Mena APO - LENGTH TABLE MARK QTY LENGTH 3E8OS5-1 2 19'-11 112 3E80S5-2 1 19'-11 1/2 3E8OS5-3 1 19'-11 1/2 80C14-1 2 12'-7 1/2 8OC14-2 1 .12'-0 80C16-1 1 T-11/2 80C16-2 1 T-11/2 8OZ16-1 2 22'-6 SOZ16-2 1 22'-6 8OZ16-6 1 21'-0 80Z16-7 1 21'-0 8OZ16-15 1 4'-9 1/4 .80Z16-16 1 5'-3 1/4 SOZ16-21 2 21'-0 8OZ16-24 1 5-10 1/2 8OZ16-25 1 5'-10 1/2 BR5-1 2 26'-5 LENGTH TABLE • MARK QTY LENGTH 3E8OS5-1 2 19'-11 1/2 3E8OS5-2 1 19'-11 1/2 3E8OS5-3 1 19'-11 1/2 80C16-1 1 T-11/2 80C16-2 1 T-11/2 8OZ16-3 1 21'-0 8OZ16-4 4 22'-0 80Z16-5 1 21'-0 8OZ16-8 1 21'-0 8OZ16-9 1 21'-0 8OZ16-24 1 S'-101/2 8OZ16-25 1 5'-10 1/2 BR5-1 2 26'-5 NOTE: TYPICAL PURLIN/GIRT BOLTED CONNECTION TO FLANGE USE , (1) 1/2 X 1 1/4 A325T, (1) 1/2 X 2 3/16 A449 DE EFB53L-3.107 EFB53R-3.10 BOLTS UNLESS NOTED. EFB53R-3.10 ` 3E80S5-2 / . 3E80S5-1 EFB53L-3.10-7 7 EFB53R-3.10 3E80S5-1 EFB53L-3.10—I 3E8OS5-3 11? 8OZ16-6 (U.N.) 1'-6 - 1'-0 8OZ16-1 (U.N.) 1'-0 - 1'-0 8OZ16-2 (U.N.) 1'-0 - 1'-0 8OZ16-7 (U.N.) 6'-0 (1) REQUIRED LAP TYP U.N. (2) REQUIRED LAP TYP U.N. (1) REQUIRED LAP TYP U.N. (1) REQUIRED 6'-0 . I- 4 I 12'-0 � 4-1 -'-ol- 1 I 19'-0 I 20'-0 20'-0 I '10_ -20i ® 0 Os 80'-0 r FRAMED OPENING TABLE MARK WIDTH HEIGHT SILL HEIGHT TYPE 1 12'-0 10'-0 - - 2 3'-0 T-0 1 PERSONNEL DOOR a EFB53L-3.107 EFB53R-3.10 EFB53L-3.10 EFB53R-3.10 EFB53L-3.10 EFB53R-3.10 3E8OS5-2 / 3E8OS5-1 .7 3E8OS5-1 3E8OS5-3 PLANE ID: 1000 SIDEWALL FRAMING ELEVATION AT LINE A 6-0 I 191-0 1'-0 8OZ16-8 8OZ16-4 8OZ16-4 8OZ16-9 ' 8OZ16-21 n 8OZ16-21 THE UCAM0.ED PROFESSIDwLL ENWNEER VMDSE SEAL g CL -3 CL -3 � C 71338.9 0 1 - T CL -3 8OZ16-3 8OZ16-4 80216-4 8OZ16-5 CL -3 CL -3 MDT RE WNSIpE0.E045 SUOi CL -3 DRAWING STATUS: rr0�h 8OZ16-24 m U + ' `\ 8OC14-2 80Z16-25 civiv. SOFTWARE VERSIONS DESIGN: MSA 462 BIM: 20.2 AINERIGAAt BUII.DLNGS s [• c CL -3 m SHEET: 8OZ16-15 8OZ16-16 W16GO108A E-07 CL -3 ' CL -7 CL -7 (TYP) 0 0 I I N 8OZ16-24 o r ac O r 0 SOZ16-25 CL -3 (TYP) CL -3 (TYP) CL -3 CL -3 I I I 8OZ16-6 (U.N.) 1'-6 - 1'-0 8OZ16-1 (U.N.) 1'-0 - 1'-0 8OZ16-2 (U.N.) 1'-0 - 1'-0 8OZ16-7 (U.N.) 6'-0 (1) REQUIRED LAP TYP U.N. (2) REQUIRED LAP TYP U.N. (1) REQUIRED LAP TYP U.N. (1) REQUIRED 6'-0 . I- 4 I 12'-0 � 4-1 -'-ol- 1 I 19'-0 I 20'-0 20'-0 I '10_ -20i ® 0 Os 80'-0 r FRAMED OPENING TABLE MARK WIDTH HEIGHT SILL HEIGHT TYPE 1 12'-0 10'-0 - - 2 3'-0 T-0 1 PERSONNEL DOOR a EFB53L-3.107 EFB53R-3.10 EFB53L-3.10 EFB53R-3.10 EFB53L-3.10 EFB53R-3.10 3E8OS5-2 / 3E8OS5-1 .7 3E8OS5-1 3E8OS5-3 PLANE ID: 1000 SIDEWALL FRAMING ELEVATION AT LINE A 6'-0 r LAP TYP U.N. LAP TYP U.N. w 1_-0i T 191-0 I 20'-0 I 20'-0GD . 'j®'Oj' I 80'-0 r ` PLANE ID: 1001 SIDEWALL FRAMING ELEVATION AT LINE D MARTY STIDHAM TABLE MTN BLVD I OROVILLE, CA 95965 ` • ELITE STEEL BLDG SYSTEMS DWN: / CKD: I ENGR DATE INOI RELEASE / REVISION DWN: / CKD: ENGR DATE MLL / I VDF105116/20161 1 r LAP TYP U.N. 6-0 I 191-0 1'-0 8OZ16-8 8OZ16-4 8OZ16-4 8OZ16-9 • " .. THE UCAM0.ED PROFESSIDwLL ENWNEER VMDSE SEAL g DN TNESE DRA'AMU EMPLOYED V TME MYINUFARUItFR � C 71338.9 0 1 - T 8OZ16-3 8OZ16-4 80216-4 8OZ16-5 CL -3 MDT RE WNSIpE0.E045 SUOi CL -3 DRAWING STATUS: 8OZ16-24 m U + ' `\ r U 80Z16-25 civiv. SOFTWARE VERSIONS DESIGN: MSA 462 BIM: 20.2 AINERIGAAt BUII.DLNGS [• c CL -3 m SHEET: .�:—..oma, - CL -3 W16GO108A E-07 CL -3 ' 8OC16-2 6'-0 r LAP TYP U.N. LAP TYP U.N. w 1_-0i T 191-0 I 20'-0 I 20'-0GD . 'j®'Oj' I 80'-0 r ` PLANE ID: 1001 SIDEWALL FRAMING ELEVATION AT LINE D MARTY STIDHAM TABLE MTN BLVD I OROVILLE, CA 95965 ` • ELITE STEEL BLDG SYSTEMS DWN: / CKD: I ENGR DATE INOI RELEASE / REVISION DWN: / CKD: ENGR DATE MLL / I VDF105116/20161 1 r LAP TYP U.N. 6-0 I 191-0 1'-0 Oj' O QRpFESS p� • " .. THE UCAM0.ED PROFESSIDwLL ENWNEER VMDSE SEAL g DN TNESE DRA'AMU EMPLOYED V TME MYINUFARUItFR � C 71338.9 r 1 - T AND DOES xOi SERVE AT OR REPRMW TME P=D ENGINEER Of REm0.D AND SIWLL EXP 12-31-20.9? MDT RE WNSIpE0.E045 SUOi t f DRAWING STATUS: FOR CONSTRUCTION civiv. SOFTWARE VERSIONS DESIGN: MSA 462 BIM: 20.2 AINERIGAAt BUII.DLNGS [• c JOB NUMBER: SHEET: .�:—..oma, - - O!- CAL`` W16GO108A E-07 MBNR c _ rirn Al < m oz T GJ rn o m m H s I 30'-11 1/16 A UP26-27. j OP26-27 I I I L3P26.27 I I I I I OP26-27 I I I I OP26-27 I I I � I UP26-27 I i . UP26-27 I OP26-27 - OP26.27. I I I ''L3P26-27 I I I I' I UP26-27. i c I I OP26-27 I UP26-27 I j L3P26-27 I UP26-27 r I r UP26-27 I I I I L3P26-27 I I I OP26-27 I UP26-27 j L3P26-27 UP26-27 I I L3P26-27 I � UP26-27 i OP26-27 I I UP26-27 b L3P26-27 L3P26-27 Ill m r.M. 5;0 N Z 31/16 m 0 m ryO 00 ` _m m T 4 O z N m 0 0 i 0 z Z 1 0 T 2 m �m .� z ' c� A n 1 G) O ' m O F ^ g o m z n m (PD X >J z spa 3 p O 1 m °°=m TI REG/ m 0 D3D 'r �1 T• O m rm-ii m O N Z Ol o b N O m 0 0 _ N a c. _' .. w 0 0 2 N� O T z D O O D �rr-o� �o w, Z m (n m 3 4l U) m Om C T 1D m o rn 1 30'-11 1/16D z .. Ym O a Z C) D v t. w O Z 2 m z 0 -no j O�i _a C 3 z �z . ^^ m UJR m nN < m O� m rn Z m z (n C) rn 0 o y N C: � G) n z UP26-27. j OP26-27 I I I L3P26.27 I I I I I OP26-27 I I I I OP26-27 I I I � I UP26-27 I i . UP26-27 I OP26-27 - OP26.27. 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UP26-27 I UP26-27 UP26-27 UP26-27 I UP26-27 • I :'L3P26-27 _ I UP26-27 I I L3P26.27 I UP26-27 UP26-27 ' I L3P26-27 � I UP26-27 I I I UP26-27 I I I I UP26-27 I I / I I UP26-27 I UP26-27 I I I UP26-27 I b r UP26-27- �1 c 0 X 0 T z o m m m z 1 z m c1 o Gzi A @55 c 0 o rD ' O m z o c X z D A rD ' m D O �-n T• r D D 0 0 a Gz1 O 2 m =CTION NOTEM . WALL PANELS MUST BE FASTENED TO ALL GIRTS (PARTIAL BAY OR FULL BAY) ACCORDING TO ]UIRED FASTENER LAYOUT DETAILS.', NOTE: PANELS ARE BEVEL CUT FOR REPRESENTATION ONLY > CUT PANELS AS NEEDED ON THE FIELD (1)TRCU3-ABC (1)TRCU3-ABC (1)TRPBB3 (1)TRPBB3 (1)TRELSL (* (1)TRELSL 1)TRELSR i. (1)TRELSR .,)F c" (2.2)FR1(0. 21C"' (2.2)FR1 1 TS1C'P 7 l (0.1)F 1'F 10 75)GP 7 (2.) (0 1)F q 7 (1)TRUECL (221 p11FE810.21 FB_102(1.7�q (1)TRUECL E8 211 EB'10.2(17 FR1 ( 5 7(22)FCp1 (1)TRUECR k22)V_gA (0 (2.2)FCPi (1)TRUECR Li `� •`9 rn P_.• _ ao "' a EL O O d IL J J r E' -' N ^ ^ ^ ^ C Q O n r O r r N Q 7 N Q v v ^ N N O �^ inr- N .N.. t7 ,N_, (V i7 < LLD v (V _ V O ^ q ! J J n n V - _- .N.- O M N N O - O a' , Cf N .N.. O _ N NN.. N : a' OI N v v p O� N N N N r .� .� v ' LL ED OD O O n O co I __ I M O O LL O U Oo O r (6 N N N a a N N EU O -_� li m fD O N a I J J N LL_ N N a t7 a a N N I a SD N N D0 v DJ V) a a J J N u) O N N N N a a a m I. I d N O N v N N d d J J J J d d N O N d J J J I I r _, J a N N a t7 J J J J J J a N m J M J J I I I I J J m J J J J I I I I 1 /P 0 (1)FBC-1 J (1.25)BA-20 (0.5)BA-20 (0.75)BA-20 �(1)FBC-1 r /�j (1)FBC-1 (3)BA-20. Z(1)FBC-1 30'-0 I 30'-0 I i r 30'-0 30'-0 60-0 " '1 I 60'-0 r h • - PLANE.ID:1002 SHEETING PACKAGE: SP1 010(SDST) SHEETING DIRECTION FRAMED OPENING TABLE MARK WIDTH HEIGHT TYPE TRIM 1 16'-0 10'-0 I MLL/ I (1.2)FDH2-15.2 05/16/201 • EN KER OF REmRo AND S14UL NOT BE OERED AS SUDI. (2)FJ15-10.4 DRAWING STATUS: FOR CONSTRUCTION (1)DOOR 3070STD 2 3'-0 7'-0 PERSONNEL DOOR (1)FDH2-3.7 0)FRAME 3070STD . W16GO108A (2)FJ15-7.4 ENDWALL SHEETING ELEVATION AT LINE 1 MARTY STIDHAM TABLE MTN BLVD - OROVILLE, CA 95965 ELITE STEEL BLDG SYSTEMS ` PLANE ID: 1003 SHEETING PACKAGE: SP1 011(SDST) SHEETING DIRECTION Q� r ENDWALL SHEETING ELEVATION AT LINE 5 - THE REGISTERED iROFESROD i / REVISION DWN: / CKD: EN DATE )N I MLL/ I VDF 05/16/201 MARTY STIDHAM TABLE MTN BLVD - OROVILLE, CA 95965 ELITE STEEL BLDG SYSTEMS ` PLANE ID: 1003 SHEETING PACKAGE: SP1 011(SDST) SHEETING DIRECTION Q� r ENDWALL SHEETING ELEVATION AT LINE 5 - THE REGISTERED iROFESROD i ENGINEER WHOSE SEAL APPEARS • ON THESE DRAMN 6EMPLOYED RT THE MANUFACTURER ' • AND 006 NOI SERVE AS OR REPRESEM THE PROIECE • EN KER OF REmRo AND S14UL NOT BE OERED AS SUDI. DRAWING STATUS: FOR CONSTRUCTION nNOUCAN-BUlMlNG SOFTWARE VERSIONS DESIGN: MSA 462 BIM: 20.2 JOB NUMBER: SHEET: . W16GO108A E-09 M MR a• O FE 1 OR ,F Lu 7,1338 EXP 12-31-204 qlF OF CAOF�� 0 Eo NO 0 FOR i :CTION NOTELI WALL PANELS MUST BE FASTENED TO ALL GIRTS (PARTIAL BAY OR FULL BAY) ACCORDING TO WIRED FASTENER LAYOUT DETAILS. (5.4)FEC3 T ' ------------------------------------------------------------------------------------------------------------------------------ EF L (2.25)BA-20 80'-0 r PLANE ID: 1000 SHEETING PACKAGE: SP1008(SDST) SHEETING DIRECTION n SIDEWALL SHEETING ELEVATION AT LINE A 0 (0.25)BA-20 (1)BA-20 FRAMED OPENING TABLE MARK WIDTH HEIGHT TYPE TRIM 1 12'-0 101-0 (1)FDH2-12.7 `1 (2)FJ 15.10.4 (4)BA-20 801-0 (1)DOOR 3070STD 2 3'-0 7'-0 PERSONNEL DOOR (1)FDH2-3.7 (1)FRAME 3070STD PLANE ID: 1001 0 0 (2)FJ 15-7.4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 E,WA E R PEmRD AND XDEBEWHS.KDA WM. 0 m m iD m m iD ip eD in i2 fi2 T m io ED BD BD m O m m m W co iA is RELEASE REVISION I DWN:/CKD: I ENGRI DATE m cD m 6 m cD c6 cD cD cD cD cD cD 6 . m m 1 t 1 m cD m m 0cD co m co N a N a N a N a N a N a N a N a N a N a N a N a N a N a N a N a N a N a N a N a N a N a N a N a N a N a N a N N N O O Q- a a cc co O O O O O O O O O O O O O O C J J J N O 17 .... O O O O O t0 CD m O O LD co (D OD iD CD .0 l9 D m — — J t0 N N co co iA aD m I ED fD c0 t0 VD ID ED CD EO f0 f0 ED 6 6 D)1 1 O J J co w O co ,0 Q- a a a a a a a a. a a a a a a 1 a a a a a a J J J J J J J J J m I 1 m J I J J J J J J J J J J J1 I 1 1 1 I I I 1 I 1 i ❑ I 1 I I 1 I 1 I I 1 1 L (2.25)BA-20 80'-0 r PLANE ID: 1000 SHEETING PACKAGE: SP1008(SDST) SHEETING DIRECTION n SIDEWALL SHEETING ELEVATION AT LINE A 0 (0.25)BA-20 (1)BA-20 FRAMED OPENING TABLE MARK WIDTH HEIGHT TYPE TRIM 1 12'-0 101-0 (1)FDH2-12.7 `1 (2)FJ 15.10.4 (4)BA-20 801-0 (1)DOOR 3070STD 2 3'-0 7'-0 PERSONNEL DOOR (1)FDH2-3.7 (1)FRAME 3070STD PLANE ID: 1001 0 0 (2)FJ 15-7.4 (5.4)FEC3 ------------------------------------------------------------------------------------------------------------------------------ C r S/ . `1 (4)BA-20 801-0 PLANE ID: 1001 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 E,WA E R PEmRD AND XDEBEWHS.KDA WM. 0 m m iD m m iD ip eD in i2 fi2 T m io ED BD BD m is m m m W co iA is RELEASE REVISION I DWN:/CKD: I ENGRI DATE m cD m 6 m cD c6 cD cD cD cD cD cD 6 . m m w m m m cD m m 0cD co m co N a N a N a N a N a N a N a N a N a N a N a N a N a N a N a N a N a N a N a N a N a N a N a N a N a N a N a C r S/ . `1 (4)BA-20 801-0 PLANE ID: 1001 iME nEfrsrwn vwEEmmoruu TNESEDMMHG5rtenDMMS unvE ` . Q' y DN 6EMKVEDYFD M BY E THMNHUEAC KR � C 71338 SHEETING PACKAGE: SP1009(SDST) DP NE>RESFNI TeFmVRD,E[f EXP 12-31-201} SHEETING DIRECTION E,WA E R PEmRD AND XDEBEWHS.KDA WM. B SIDEWALL SHEETING ELEVATION AT LINE D MARTY STIDHAM TABLE MTNBLw DRAWING STATUS: FOR CONSTRUCTION cf'J C/v1v SOFTWARE VERSIONS DESIGN: MSA 462 BIM: 20.2 AMMC4.4N-BUILDINGS OROVILLE, CA 95965 ELITE STEEL BLDG SYSTEMS JOB NUMBER: SHEET: .,,,,,� cn,q,; OF CAL`C DWN:/CKD: ENGR DATE t!Ol RELEASE REVISION I DWN:/CKD: I ENGRI DATE W16GO108A E-10 MBMw. MLL / I VDF 05/16/2016 a FOCF_- & FOHF_-_ (VARIES) THSRW_ FSF_ (15'2) (15'2) r SEF1 SEF2 (15'2) (152) TR1 & TRU1 TR1C TRIS (15'2) (152) (15'2) r. STANDARD FLASHING PROFILES ' NOTE: DRAWINGS NOT TO SCALE, DRAWINGS•TO REPRESENT PROFILE ONLY FCI FCIA2 FCP1 FCR_ FCRA2 FDH2- FDH4-10.2 FFC (15'2) (15'2) (15'2) (15'2) (TCAV SIM.) (VARIES) (10'2) (15'2) (15'2) FL3A_ FL3V_ FL6 FL7 FL8 FL13 _ FL17 (15'2) (15'2) (15'2) (15'2) (15'2) (15'2) (15'2) U MARK # BA -20 FC1V_-_ LENGTH (20'2) (VARIES) ' L FL2A_ FL22A_-10.2 FL2V_ (15'2) (10'2) (15'2) FOCF_- & FOHF_-_ (VARIES) THSRW_ FSF_ (15'2) (15'2) r SEF1 SEF2 (15'2) (152) TR1 & TRU1 TR1C TRIS (15'2) (152) (15'2) r. STANDARD FLASHING PROFILES ' NOTE: DRAWINGS NOT TO SCALE, DRAWINGS•TO REPRESENT PROFILE ONLY FCI FCIA2 FCP1 FCR_ FCRA2 FDH2- FDH4-10.2 FFC (15'2) (15'2) (15'2) (15'2) (TCAV SIM.) (VARIES) (10'2) (15'2) (15'2) FL3A_ FL3V_ FL6 FL7 FL8 FL13 _ FL17 (15'2) (15'2) (15'2) (15'2) (15'2) (15'2) (15'2) FSJ1 LARF1 MEC2 PED_ PF95- TRCP_ RJF1 RLF RSF1 (15'2) (15'2) (15'2) (15'2) (VARIES) (15'2) (15'2) (15'2) (15'2) TFSET J r-� TARF1 TFEC_ TFSE TGT1 THC THL THE (15'2) (15'2) (15'2) (152) (15'2) (15'2) (15'2) • r - TRCZ TRW TTEC TTES� TVG1_-10.2 (15'2) (15'2) (15'2) '(15'2) (10'2) TICAV TL1 (15'2) (15'2) w TVG2_-10.2 VFF1 . (10'2) (15'2) STANDARD SCREWS & BOLTS STANDARD CLIPS 0000000 CD.0.D 0 0000000 CD 0 0 — 00 00 CD OD o 0 D CPB -1 D CL -3 1/8 RIVET SRV -1 #10X1 SDPH #10X1 STPH #10X1 1/2 STHHW #12X1 1/4 SDHH 1/2 X2 3/16 DE 1/2 X1 1/4 BHB (5 3/4 X 10 GA X 5) CL -2 (5 X 10 GA X 6 3!B) (WOODMATE) (6 1/4 X 10 GA X 10 1/4) "6w FTT 0 0 0 0 D D O II 0 0 0 C D D' v L OOOo rrn o0 #12X1 1/4 SORF #12X1 1/2 SDHHT5 #14X3/4 SDHH #14X3/4 SDRF #12X1 SOYC NUTBLK FAS 104 5116 DRILL BOLT CLQ C #12X1 1/4 SDHHT4(SIM.) #14X1 SDRF(SIM) (FAB-LOK) . (5 X 10 GA X 7 7/8) (8 3/4 X 1 10 0 GA X 5) CL -15 (4X 10 GA 77/8) VFF7 (15'2) FIXED EAVE & FIXED RAKE FR1 FECO (15,2) (15'2) COLD FORMED ANGLES 6g r R N GA -1 I L GA -2 GA -5 T8 I GA -3 r GAGA -6 m I 2 sg I z 16 GA -4 GA -7 NOTE DUE TO MATERIALIZATION USAGE FLASHING LENGTHS MAY BE SUBSTITUTED WITH LONGER LENGTHS THAN WHAT IS CALLED OUT ON THE BILL OF LADING. NOTE GALVANIZED PIECES SUCH AS TFSE/RJF•1TTRCZ MAY BE PLACED UNDERNEATH THE PLASTIC ON THE BOTTOM SIDE OF THE FLASHING CRATE. 1NE REGISTERED PROFESLONAL ENGINEER WNOY SEAL APPEARS ON THEY DRAMNGS 6 EMPLOYED BT THE MANUFACTURER AND DOES NOT SERVE M ORREP EWTHEPROJEO FNGINFEROFREODRDANDL d � - - Nm RE mNLDEREO AS SUOI " - DRAWING STATUS: MBLEMTNARTY LVD FOR CONSTRUCTION TABLE MTN BLVD OROVILLE, CA 95965 SOFTWARE VERSIONS DESIGN: MSA 462 BIM: 20.2 Ak ICAN..BUILDING S ELITE STEEL BLDG SYSTEMS JOB NUMBER: SHEET: enucnn mover LEASE REVISION I DWN:/CKD: IENGRI DATE —37OF RELEASE REVISION DWN:/CKD: ENGR DATE W16G0108A SED -000 McMA 2UCTION MLL/ VDF 05/16/2016 o.QR°ESS r0'�t y � �C71338m EXP 12-31-200 9rF OfCAL�Frj 0 U FFW FJ15- FJ156- (15'2), (VARIES) (VARIES) L FL18 FPEC1-10.2 (15'2) (10'2) FSJ1 LARF1 MEC2 PED_ PF95- TRCP_ RJF1 RLF RSF1 (15'2) (15'2) (15'2) (15'2) (VARIES) (15'2) (15'2) (15'2) (15'2) TFSET J r-� TARF1 TFEC_ TFSE TGT1 THC THL THE (15'2) (15'2) (15'2) (152) (15'2) (15'2) (15'2) • r - TRCZ TRW TTEC TTES� TVG1_-10.2 (15'2) (15'2) (15'2) '(15'2) (10'2) TICAV TL1 (15'2) (15'2) w TVG2_-10.2 VFF1 . (10'2) (15'2) STANDARD SCREWS & BOLTS STANDARD CLIPS 0000000 CD.0.D 0 0000000 CD 0 0 — 00 00 CD OD o 0 D CPB -1 D CL -3 1/8 RIVET SRV -1 #10X1 SDPH #10X1 STPH #10X1 1/2 STHHW #12X1 1/4 SDHH 1/2 X2 3/16 DE 1/2 X1 1/4 BHB (5 3/4 X 10 GA X 5) CL -2 (5 X 10 GA X 6 3!B) (WOODMATE) (6 1/4 X 10 GA X 10 1/4) "6w FTT 0 0 0 0 D D O II 0 0 0 C D D' v L OOOo rrn o0 #12X1 1/4 SORF #12X1 1/2 SDHHT5 #14X3/4 SDHH #14X3/4 SDRF #12X1 SOYC NUTBLK FAS 104 5116 DRILL BOLT CLQ C #12X1 1/4 SDHHT4(SIM.) #14X1 SDRF(SIM) (FAB-LOK) . (5 X 10 GA X 7 7/8) (8 3/4 X 1 10 0 GA X 5) CL -15 (4X 10 GA 77/8) VFF7 (15'2) FIXED EAVE & FIXED RAKE FR1 FECO (15,2) (15'2) COLD FORMED ANGLES 6g r R N GA -1 I L GA -2 GA -5 T8 I GA -3 r GAGA -6 m I 2 sg I z 16 GA -4 GA -7 NOTE DUE TO MATERIALIZATION USAGE FLASHING LENGTHS MAY BE SUBSTITUTED WITH LONGER LENGTHS THAN WHAT IS CALLED OUT ON THE BILL OF LADING. NOTE GALVANIZED PIECES SUCH AS TFSE/RJF•1TTRCZ MAY BE PLACED UNDERNEATH THE PLASTIC ON THE BOTTOM SIDE OF THE FLASHING CRATE. 1NE REGISTERED PROFESLONAL ENGINEER WNOY SEAL APPEARS ON THEY DRAMNGS 6 EMPLOYED BT THE MANUFACTURER AND DOES NOT SERVE M ORREP EWTHEPROJEO FNGINFEROFREODRDANDL d � - - Nm RE mNLDEREO AS SUOI " - DRAWING STATUS: MBLEMTNARTY LVD FOR CONSTRUCTION TABLE MTN BLVD OROVILLE, CA 95965 SOFTWARE VERSIONS DESIGN: MSA 462 BIM: 20.2 Ak ICAN..BUILDING S ELITE STEEL BLDG SYSTEMS JOB NUMBER: SHEET: enucnn mover LEASE REVISION I DWN:/CKD: IENGRI DATE —37OF RELEASE REVISION DWN:/CKD: ENGR DATE W16G0108A SED -000 McMA 2UCTION MLL/ VDF 05/16/2016 o.QR°ESS r0'�t y � �C71338m EXP 12-31-200 9rF OfCAL�Frj 0 r BASE FASTENER (BY OTHERS) 1/4"0 CONCRETE ANCHOR (min.) ' 3'-0" O.C. BASE ANGLE BA -20 I a • BASE ANGLE DETAILBA01 jI AA BOLTED JOINTS SHALL BE CONNECTED AND INSPECTED IN ACCORDANCE WITH THE 'SPECIFICATION FOR STRUCTURAL JOINTS USING HICH-STRENGTH BOLTS', DECEMBER 31, 1009. APPROVED BY THE RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS COMMITTEE. SNUG -TIGHT JOINS UNLESS NOTED OTHERWISE ON THE METAL BUILDING SUPPLIERS ERECTION DRAWINGS, ALL A325 BOLTS ARE USED IN CONNECTIONS DEFINED AS SNUG -TIGHT JOINTS (ST). FOR INSTALLATION W SNUG -TIGHT JOINTS, ALL BOLT HOLES SHALL BE ALIGNED TO PERMIT BOLT INSERTION WITHOUT UNDUE DAMAGE TO THE THREADS. BOLTS SHALL BE PLACED IN ALL HOLES WITH NUTS THREADED TO COMPLETE THE ASSEMBLY BEFORE COMPACTING THE JOINT 10 THE SNUG -TIGHT POSITION. PROCESSING SYSTEMATICALLY FROM THE MOST RIGID PART OF THE JOINT. SNUG TIGHT IS THE CONDITION TK41 FIRSTS WHEN ALL HAVE BEEN PULLED INTO FIRM CONTACT BY T12 BOLTS IN THE JOINT AND ALL BOLTS IN THE JOINT HAVE BEEN TIGHTENED SUFFICIENTLY TO PREVENT THE REMOVAL OF THE NUTS WITHOUT THE USE OF A WRENCH. MORE THAN ONE CYCLE THROUGH THE BOLT PATTERN MAY BE REOUIRED. . SAFETY NOTES: W W SOUARE THE METAL BUILDING SUPPLIER STRONGLY RECOMMENDS THAT SAFE WORKING CONDITIONS AND a� - SQUARE ACCIDENT PREVENTION PRACTICES BE THE TOP PRIORITY ON ANY JOB SITE. © A325T LOCAL. STATE AND FEDERAL SAFETY AND HEALTH STANDARDS SHOULD ALWAYS BE FOLLOWED TO HELP Roo ENSURE WORKER SAFETY. BRACING MAKE CERTAIN ALL EMPLOYEES KNOW THE SAFEST AND MOST PRODUCTIVE WAY OF ERECTING A RIGID FRAME BUILDING. EMERGENCY TELEPHONE NUMBERS, LOCATIONS OF FIRST AID STATIONS AND EMERGENCY PROCEDURES SHOULD BE KNOWN TO ALL EMPLOYEES. BOLT D DAILY MEETINGS HIGHLIGHTING SAFETY PROCEDURES, THE USE OF HARD HATS, RUBBER SOLE SHOES DVLMETER DIMENSION W FOR ROOF WORK, PROPER EOUIPMENT FOR HANDLING MATERIAL AND SAFETY NETS WHERE POSSIBLE ARE RECOMMENDED ERECTION PRACTICES. NUT Ur 1/8' HEAD THE METAL BUILDING SUPPLIER INTENDS THAT THESE DRAWINGS BE INTERPRETED AND W W ADMINISTERED WITH SOUND JUDGMENT CONSISTENT WITH GOOD SAFETY PRACTICES. 7/e' 17/16 - SAFETY SAFETY PRECAUTIONS, OSHA SAFETY REQUIREMENTS, OR ANY OTHER APPROPRIATE SAFETY 1' IS/B' Sur wEu INCLEAROF ALL LOADS REOUIREMENTS, CUSTOMARY OR STATUTORY, MUST BE ADHERED TO. TO ENSURE MAXIMUM WORKER C==, 2. A325 BEING MOVED BT A TWE OF SAFETY. ` - LIFiING DEVICE. NEEP NAHDB AND FEET -CLEAR OF MWNG LOWS. IF OIL OR OTHER SLIPPERY SUBSTANCES ARE SPILLED ON THE ROOF/DECK PANELS. WIPE THEM OFF IMMEDIATELY TO PREVENT SLIPPING OR FALLING. YOU SHOULD' MAINTAIN A FIRM, SAFEPOSITIONWHEN USING ANY TOOL. O O YOU SHOULD MAINTAIN A CONSTANT AWARENESS OF YOUR LOCATION IN RELATION TO THE ROOF EDGE O WHEN USING TOOLS AND MACHINES OR PERFORMING ANY OTHER FUNCTION ON THE ROOF AREA. THE FIRST STEP IN THE SUCCESSFUL INSTALLATION OF THE ROOF OR WALLS IS TO HAVE THE PRIMARY FRAMING PLUMB AND SOUARE. FOR BEST RESULTS, IT IS RECOMMENDED THAT A TRANSIT DO NOT UNDER ANY CIRCUMSTANCES STEP OR WALK ON THE SURFACE OF ANY FIBERGLASS SKYLIGHT. NUT HEAD BE USED WHEN ERECTING THE STRUCTURAL STEEL. IF FOOT TRAFFIC IS NECESSARY OVER SKYLIGHT, USE WALK BOARDS THAT ARE PROPERLY SUPPORTED BE SURE TO READ THE GENERAL ERECTION GUIDE PRIOR TO COMMENCING ERECTION. BY THE BUILDING PURLINS. BUILDING ALIGNMENT GE01 SAFETY COMMITMENT GE70 ASTM A325 A325T BOLT IDENTIFICATION MF01 t. AA AA AA PRDENSIONEO AND SLIP -CRITICAL JOINTS ASTM MINIMUM BOLT PRETENSION SCHEDULE NOMINAL BOLT SPECIFIED MINIMUM BOLT NUT OR HEAD ROTATION FROM DIAMETER, PRETENSION, T x, KIPS SNUG -TIGHT CONDITION (i ASTM A325 ASTM A490 LI < 4dI 4d LI < Bdl ENGINEER OF RECORD AND SW U. " xOi BE CONLDEREDAS S Wf. AND F1852 AND F2280 I( 1/2" 13 KIPS 16 KIPS IF REQUIRED, HAVE BEEN USED, AND 7HA7 ALL BOLTS IN THE JOINT HAVE BEEN 71CHIEND SUFFICIENTLY - - 3/4" 29 KIPS 37 KIPS SOFTWARE VERSIONS DESIGN: MSA 462 BIM: 20.2 THE SEISMIC PROVISIONS ARE APPLICABLE WHEN THE SEISMIC RESPONSE MODIFICATION COEFFICIENT, R, 7/8" 41 KIPS 51 KIPS 1/3 TURN 1/2 TURN 1" 54 KIPS 67 KIPS .INSPECTION REQUIREMENTS FOR TURN -Of -NUI PRETENSIONWG: 1 1/4- 75 KIPS 107 KIPS W16GO108A JOINS INCLUDE - l PREIURL CALIBRATED WRENCH PRETENSIONINSI JOINTS, THE INSPECTOR SHALL OBSERVE THE PRE-INSIALLATION VERIFICATION TESTING AND MONITOR THE (LI = LENGTH OF BOLT) PRDENSIONEO AND SLIP -CRITICAL JOINTS INSPECTION REOUIREMCNIS PRIOR TO START OF WORK: THE REGISTERED PROFESSIONAL CONNECTIONS WHICH ARE DEFINED AS PRETENSIONED (PT) OR SUP -CRITICAL (SC) JOINTS WILL BE AS NOTED VERIFY ALL FASTENER COMPONENTS CONFORM TO REOUIREMENTS. - ENGINEER WHOSE SFAI APPEARS ONTHESEDRAWINGSISEMPLOTED In THE_I`ACTURER ON THE ERECTION DRAWINGS BY THE METAL BUILDING MANUFACTURER OR BY THE ENGINEER OF RECORD. INSPECTION REOUIREMENTS FOR SNUG -TIGHT JOINTS: AHD DOES ROT SERVE 0.S OR REPRESENT THE PROJECT ALL CONNECTIONS WITH A490 BOLTS ARE EITHER PRDENSIONED (PT) OR SLIP-CRICAL (SC) JOINTS. PRETENSIONED JOINTS ARE TYPICALLY REQUIRED WHEN THE JOINT R SUBJECT TO SIGNIFICANT LOAD VERIFY THAT THE PROPER FASTENER COMPONENTS WERE USED AND THAT THE CONNECTED ELEMENTS WERE ENGINEER OF RECORD AND SW U. " xOi BE CONLDEREDAS S Wf. REVERSAL, THE JOINT 6 SUBJECT TO FATIGUE LOAD WITH NO LOAD REVERSAL, THE BOLTS ARE SUBJECT FABRICATED PROPERLY. AFTER ASSEMBLY, IT SHALL BE VISUALLY ENSURED THAI THE PUES ARE SOLIDLY SEATED AGAINST EACH OTHER, BUT NOT NECESSARILY IN CON11N000S CONTACT, THAT WASHERS, �- - 10 TENSILE FATIGUE THE BUILDING SUPPORTS A CRANE Of OVER 5 -TON CAPACITY, OR THE CONNECTION IF REQUIRED, HAVE BEEN USED, AND 7HA7 ALL BOLTS IN THE JOINT HAVE BEEN 71CHIEND SUFFICIENTLY - - IS PARI OF THE SEISMIC LOAD RESISTING SYSTEM AND NSC SEISMIC PROVISIONS (AISC 341) ARE APPLICABLE. TO PREVENT THE TURNING OF THE NUTS WITHOUT THE USE OF A WRENCH. NO FURTHER EVIDENCE OF SOFTWARE VERSIONS DESIGN: MSA 462 BIM: 20.2 THE SEISMIC PROVISIONS ARE APPLICABLE WHEN THE SEISMIC RESPONSE MODIFICATION COEFFICIENT, R, CONFORMITY 6 REOUIRED. _ • IS TAKEN GREATER THAN 3. LOADINGS FROM WIND OR SNOW ARE NOT CONSIDERED SIGNIFICANT LOAD - REVERSAL OR FATIGUE LOADINGS. SLIP CRITICAL JOINTS ARE REOUIRED WHEN SLIP IS DETERMINED TO BE .INSPECTION REQUIREMENTS FOR TURN -Of -NUI PRETENSIONWG: DETRIMENTAL TO THE PERFORMANCE THE INSTALLATION METHODS PERMITTED FOR FOR TURN -OF -NUI PRETENSIONNG, IN ADDITION TO THE INSPECTION REOUIREMENTS FOR SNUG -TIGHT W16GO108A JOINS INCLUDE - l PREIURL CALIBRATED WRENCH PRETENSIONINSI JOINTS, THE INSPECTOR SHALL OBSERVE THE PRE-INSIALLATION VERIFICATION TESTING AND MONITOR THE TWPRIET-OFF-ED TWISTIOFF-TYPE TENSION CONTROL BOLT OL BOLT PRT NSIONI G, AND AND DIRECT -TENSION -INDICATOR SIONINC. WORK W PROGRESS TO ENSURE THAT THE BOLTING CREW PROPERLY ROTATES THE TURNED ELEMENT BY CURENRE-PRG, HOT DIP GALVANIZED CONNECTIONS MAY REOUINE RC-PRETENSIONINC AFTER 5 DAYS OF SETTLING. LING. THE AMOUNT SPECIFIED IN THE SCHEDULE. ALTERNATIVELY, WHEN THE FASTENERS ARE MATCH -MARKED TURN -OF -NUT PRETENS1ONINC LATER INITIAL FTI -UP (SNUG-TIGNT CONDITION), VISUAL INSPECTION IS PERMITTED. THE SIDE OF NUIS FIRST TIGHTEN ALL BOLTS IN ACCORDANCE WITH THE ABOVE SNUG -TIGHT PROCEWRE. THEN ROTATE TME T AND BOLTS THAT HAVE BEEN IMPACTED SUFFICIENTLY TO INDUCE THE MINIMUM PRETENSION LOADS WILL APPEAR SLIGHTLY PEENED. NO FURTHER EVIDENCE OF CONFORMITY IS REOUIRED. NUT OR HEAD BY THE AMOUNT SPECIFIED IN THE BOLT PRETENSION SCHEDULE, PROGRESSING SYSTEMATICALLY FROM THE FROM ROTATING DURINGRICID PART OF THE THIS OPERATION. IF THENT. THE PART NUT ISITURN DDINBTHE LOOSENNGIIHE WRENCH SHALL BE Po9TION THE BOLTED BOLT INSTALLATION & INSPECTION NOTES F MF91 MUST. BE REMOVED AND REPLACED. PRETENSION VALUES EOUAL TO OR GREATER THAN THE MINIMUM VALUES 1/2'e, 3/4•e, 7/8'e, 1"e d 1 1/4'e STRUCTURAL BDIi$ (A125) AA LISTED IN THE BOLI PRETENSION SCHEDULE ARE REQUIRED. + • � I � r NO 0 FOR DWN: /CKD: ENGR DATE MLL / VDF 05/16/2016 i THE REGISTERED PROFESSIONAL F - y ENGINEER WHOSE SFAI APPEARS ONTHESEDRAWINGSISEMPLOTED In THE_I`ACTURER i • AHD DOES ROT SERVE 0.S OR REPRESENT THE PROJECT . ENGINEER OF RECORD AND SW U. " xOi BE CONLDEREDAS S Wf. DRAWING STATUS: MARTYsrIDHAM FOR CONSTRUCTION - - TABLE MTN BLVD SOFTWARE VERSIONS DESIGN: MSA 462 BIM: 20.2 OROVdLE, CA 95965 AMERICA° IN BUILDING JOB NUMBER: SHEET: ' ELITE STEEL BLDG SYSTEMS W16GO108A SED -001 ME3MR h it QR�F S �p�l 02/ E` CIO u.Jl�C71338�� EXP 12-31-201}' Neill.. sr9T C I V i F OF CA1.�Fd`� SAEEiI' PREF ION: - i- ER EACH WORKSHOULD BE TRANED BR40A WCTY PRECAUTION: EACH WORKER SHOULD BE TRAINED WCiT Vd1 YNRNER SYOWD B[ iPMQD A TO USC THE WEST AND MOST PRODUCTNE ERECTION TECHNIOUES. AA TO USE THE SAFEST -0 MOST - 1 1/4'I 11' 10 V4 LIQ WCSI Rx0 YOSI PRDODCIM C1dC1lON IEOIHOLCS PRODUCTNE ERECTION TECHNIOUES STRUCTURAL FASTENERS) _ - SPICE PLATE EAVE STRUT ,(6) PER EAVE FRAMEX BRACE + EAVE STRUT r,. •-. IN PRE -PUNCHED HOLES JSP. - 9/16'e HOLES" .t 31� STRUCTURAL FASTENER(S) + + #12X1 1/4 (6) PER EAVE FRAME BRACE IN PRE -PUNCHED HOLES - `UT O O ENDWALL RAPIER - O O ,A• SHLUMN DWN FOR . • CLARITY. SAVE STRUT BRACKET jj (SHOP WELDED) 1/2)m NUI 9 • •EAVE FRAME BRACE 'RAFTER SPLICE .PLATE CORNER COLUMN Q OF COLUMN • EFB--_ -L �j T • CONNECT AT SPLICE PLATE BOLT PAVE FRAMEBRACE LENGTH WILL VARY BASED UPON CONNECTION THICKNESS VIEW 'A CLOSEST TO INSIDE KNEE EFB= - CONNECT AT - • ENDWALL RAFTER SPLICE R LAT LICE PLATE BOLT COLUMN p CLOSEST TOIINS DE KNEE ENDWALL RAFTER NOTE: FRAME BRACE TABS TO BE _y NOTE: Suitt' � SAY WELL w ITfi BEAR 1FWG 3/4 AW/ • FRAME BRACE TABS TO BE LONGER BOLT SUPPLIED IF REOUIRED FOR SPLICE PLATE BENT IN FIELD AS REO. LONGER BOLT SUPPLIED IF E awc Am.ID ar ANT Trct UTav BVKX BE SUS 10 KEEP H.M OTM/4�R D SCR BENT IN FIELD AS REO. TO EFB= _ CONNECTION f REQUIRED FOR SPLICE PLATE No TET BEAR OF MWX LOM , TO EFBED _CONNECTION EAVE FRAME BRACE CONNECTION BYPASS BR40 EAVE FRAME BRACE CONNECTION DETAIL BR40A CORNER COLUMN CONNECTION DETAIL AT BLDG. EAVE EF12 ENDWALL RAFTER RIDGE DETAIL (HOT ROLLED AND BUILT-UP) EF23 DIAGONAL HAUNCH CONNECTION FROM EAVE STRUT TO SPLICE PLATE - AA DIAGONAL HAUNCH CONNECTION FROM EAVE STRUT TO SPLICE PLATE AALUMN CONN CII N - - AA RAFTER W/RIDGE SPLICE PLATE AA 1� HVH% NN STRUT PURLIN (2) 1/2 A3251/ 1/2 H@IX NUI MAY VARY TRT SAFETY PRECAUTION: STAY WELLIN THE CLEAR OF LOADS WRH (2) WASHERS SEE B501AA BY ANY MBE (1) EACH SIDE STRUT FRAME BEING SURE 10 KED EP HANDS A325T BOLTS (TYP.) AND FEET CLEAR OF MOVING LOADS. PURLIN RAFTER FLANGE THICKNESS PURLIN BRACE (SEE CROSS SECTION FOR \ — — — — — — — — — GREATER THAN i/2' (TYPICAL) SIZE AND OUANlM WITH SHOP WELDED CLIP EF3t SEE DETAIL RF54AAA F3 FRAME BRACE �® \ \ ( 11/2 AT29/ 1/1 HJHX NUT (n 1/2 A1251/ 1 2 HY1M NUI (/) 1/2 AZT/ 6' MAY VARY SEE BSOIAA ,1 Z FIWLK NUI / - - SEE SECTION 5, PAGE 1.40 STRUT CHANNEL I STRUT CHANNEL - ENDWAII RAFTER 80012- (Q 1/2 .251/ I' 80012- 1/2 H14B NUI STIFFENER (1 I/2 A7251/ • I/1 Ai25f/ - 1/)2 HVHI( NUI - 1/2 M NUI ENDWALL INTERIOR COLUMN . I RIGID FRAME COLUMN COLD -FORMED. BUILT-UP OR - - ENDWALL INTERIM COLUMN RIGID FRAME RAFTER HOT ROLLED 1 I//' I i//' 13/ - ' BUILT-UP OR (BUILT-UP OR HOT ROLLED SHOWN) svcn NSCVIION: ENDWALL INTERIOR COLUMN 0T ROLLED NOFKD5 Sa BE TMKD w ra PROPER ERECION iNOBBIRES COLD -FORMED, BUILT-UP OR HOT ROLLED (BUILT-UP OR HOT ROLLED SHOWN) �+ NE .10�. ' (BURT -UP OR NOT BOLTED SHOWN) ENDWALL INTERIOR COLUMN CONNECTION DETAIL _ EF26W SECTION AT COLUMN w STRUT CHANNEL. EF31 TYPE 'C'• EF33 DIAGONAL HAUNCH CONNECTION AT BLDG. EAVE MF11 _ COLUMN TO RAFTER CONNECTION AA ENDWALL RAFTER AA ENDWALL' RAFTER AA RIGID FRAME AA A325T BOLTS, ((11TTpp)) R.F. RAFTER BOLT GAGE (SEE CROSS SECT16N FOR - �. SIZE AND OUM'1lIY) •' SPLICE PLATE RIGID FRAME RAFTER RIGID FRAME RAFTER HAUNCH SPLICE PLATE (RAPIER) E A325T •- 9 CAL) (1 n YPICAL) ` JJJ _ . 4 - / II ✓•• SAFETY PRECAUTION: �i?yi✓• KPRROOPERR�ERECTION PROCEDURES II ,. Q 1' MIN. c C T 1 1 > I/8' TOR . 'QPif FOR ALL JOBS. (BOTH SIDES) ! _ .. HAUNCH SPLICE i I 16 , PLATE (COLUMN) >,• _- r ' MW. - • - F�rtr.A 2" R.F. COLUMN - .. • MIN. TYPICAL CONNECTION AT GAPS _ 2, - 1. SILLS REOUBIED AT GAPS > 1/8•. R YAWS c 1 R W VARIES - 2. PLACE NON-TAPERED SHIMS BETWEEN BOLT PAIRS AS REOLARED W GAPS IN COMPKS90N AREA GREATER THAN 1/8' AND TAD( WELD. E__IIII�� E SAFETY PRECAUTION: WORKER PERSONAL PROTECTION EOUIPMENT A325T BOLTS (IYP.) (SEE CROSS SECTION FOR -- cc _ FES O Q 3. BETWEEN EN 2NON-TAPERED -TAP I' MN: R E T 1 BOTH SIDES BtIW'EEN 2' z T . NNDN-TAPERED 9W TO MED A6C "FINGER" ttt""''-----�--II SHOULD ALWAYS MEET OSHA STANDARDS., SIZE AND OWWIffY) O STYLE. -. 4. SECTION 'A' - 'A' �. R ALL SIIMM MATERIAL MSD STEEL SECTION THROUGH GAP THE REGmEREO PRDEEsvowu MI S. RIDGE SHIMMING DETAILS SINILIAR ENGINEER WHOSE SEAL APPFMS . TYPICAL DIAGONAL HAUNCH SHIMMING MF19 RIDGE RAFTER CONNECTION DETAIL MF22 ONTHESEDRAMNGSLSEMPLBTED 0g C 71338: y RIGID FRAME AAs RIGID FRAME RAFTER A A !V1 BY THE NVUNFACRVE A ' AND DOES NOT SERVE AT • . • ONREPR6EMINEPRDIER EXP 12-31-204 ENGINEER Of REmI1D ANDSWILL - , ` - DRAWING STATUS: _ • MARTYSTIDHAM TABLE MTN BLVD FOR CONSTRUCTIONJ' C `'IL P l ' Y SOFTWARE VERSIONS DESIGN: MSA 462 BIM: 20.2 pMEFICAAlX_BUliDINGS ��L� �•� OROVILLE, CA 95965 OF _ ' JOB NUMBER: SHEET: a„I T,,,,�; CAO N01 RELEASE / REVISION DW / CKD: ENGR DATE RELEASE / REVISION DATE ELITE STEEL BLDG SYSTEMS I t!ol I DWN: / CKD: I ENGRI W 16G 0108A SED -002 M e M R ' 0 FOR CONSTRUCTION MLL / VDF 05/16/2016 c:�i i t - - '� .. PROP RLY INST i I D 0 IP IN • NUT: " R00 ASSEMBLY. ROD,ENDS BUR TOGETHER AT CENTERUNE RAFTER " UPPER ROD CUT WASHER ROD BRACING - LOWER ROD BR_- TYPICALLR �' HVHX NUTBR_- HVHX NUT WEB OF RAFTER COLUMN 1. ASSEMBLE THE COUPLING NUT ONTO THE LOWERHVHX NUT.. CUT WASHER ROD UNTIL THE ROD EXTENDS TO THE CENTER WASHER QYP)CUT HVHX N� TYPICAL BRACER . OF THE COUPLING NUT (1/2 THE LENGTH OF BWP_ THE COUPLING NUT, PER TABLE BELOW). ROD BRACING ASSEMBLY CUT WASHER ROD- A325M ROLL/ (TYP) DIAMETER COUPLING NUT - FNNXM I BRACER ROD BRACE HVHX NUT 5/8" (BRS) CPNS BRACER BWp- EYE BOLT - - - BRACER 1,4;; (BR6 CPN6 UPPER (�) RACE CUT WASHER BWP_7/8" (BR7) CPN7 ROD i BRS CPN8 BR-- ` BRACER BWP_ ROD a ROD BRACING BRACER CUT WASHER HVHX NUT TYPICAL BR5- BWPI 5/8 CUT WASHER CABLE GRIP 3/4" r BWP2 3/4 CUT WASHER CABLE 7/8", BR7- • COLUMN/RAFTER FLANGES OMITTED 7/8 CUT WASHER 7/8 HVHX NUT 1" FOR CLARITY. - BWP3 1 CUT WASHER 1 HVHX NUT ` REOUIREO FOR ROD ASSEMBLY ROD a ROD BRACING BRACER CUT WASHER HVHX NUT 5/8" BR5- BWPI 5/8 CUT WASHER •5/8 HVHX NUT 3/4" BR6- BWP2 3/4 CUT WASHER 3/4 HVHX NUT 7/8", BR7- BWP2 7/8 CUT WASHER 7/8 HVHX NUT 1" BR8- BWP3 1 CUT WASHER 1 HVHX NUT 1 1/8". BR9- BWP3 1 1/8 CUT WASHER 1 1/8 HVHX NUT 1 1/4". EIR 10- BWP3 1 1/4 CUT WASHER 1 1/4 HVHX NUT 1 3/8" BRIT- BWP4 1 3/8 CUT WASHER 1 3/8 HVHX NUT 1 1/2" BR12- BWP4 1 1/2 CUT WASHER 1 1/2 HVHX NUT 1 1/8" (BR9) CPN9 COUPLING 1 1/4" BRIG CPN1D NUT CABLE ROD BRACE DETAIL BR01 1 3/8" (BR17) CPN11 LOWER - 1 7/2" (8R12) CPN12 BIL CUP (SHOP WELDED) 2. ATTACH THE UPPER ROD TO _ THE LOWER ROD ASSEMBLY, , BR20 UNTIL THE ROD IS FULLY AA SEATED IN THE REMAINING - .. 1HE REGISTEAFD PROFESSIONAL 1/2 OF THE COUPLING NUT. RAFTER REFER TO DIMENSIONS ABOVE. WEB COLUMN / " • . • •. '� 3. INSTALL THE ROD ASSEMBLY - AA AT COLUMN/RAFTER WEB. CORNER COLUMN ° IMERIOR COLUMN CABLE ROD BRACE DETAIL BR01 ROD BRACING ASSEMBLY BR01W 40' OR GREATER ROD ASSEMBLY DETAIL W/COUPLING NUT F -8 R-0-2 ENDWALL ROD CONNECTION TO CORNER -COLUMN BR20 �� AA 1HE REGISTEAFD PROFESSIONAL WEB TO WEB ROD ASSEMBLY AA . • •. '� ' •- - AA • .• • ' - • • ON TIIESEE DRAWIM6 M EMPLOYED' THE-1AC,,RER REF. DETAIL BR20WAA BOLT § HVHX NUT _ �"• - - . , • ' . FOR HELD CONNECTION BY ANDDOESNOTSERVEAS TO COLUMN , - • '- OD BRACING (SEE NOTC) OR REPRESENT THEPROIEQ FNl'dNEERa REO]IID ANDSNALL • HVHx N tWASHER=�� - ` ERACING ROD PLATE Nmazm161DERE0 As 5UO1. - BRCP_R •*. - MAfzTYST)oHaM • TABLE MTN BLVD (v/ COUPLING NUT) .. CU " • OROVILLE, CA 95965 ARE VERSIONS DESIGN: MSA 46.2 BIM- 20.2 N REOUIRED FOR ROD ASSEMBLY BRAONG ROD PIATE CONNECTION OF - ELITE STEEL BLDG SYSTEMS NO RELEASE / REVISION DWN: /CKD: ENGR DATE O RELEASE /REVISION DATE ROD a ROD gRACER CUT WASHER • HVHX NUT B INC ROD PIA E BOLT MMX NUi BRACING w COUPUNC NUT - , - - C~` CAL 5/8' RRS- BWPI 5/8 CUI WASHER 5/8 RMX NUT BRCP5R (./ CPN5) W 16G0108A SED -003 McMR' 3/02 3/4 A325T 3/4 Hft NO 3/4' BR6- 3/4 CUT WASHER 3/4 MMX NUI BRCP6R (./ CPN6) MLLVDF 105/16/2016 0 1 FOR CONSTRUCTION v " -- 1r, BR7- BWP2 7/8 CUT WASHER 7/8 HIM NUI BRCP7R (w/ CRM IX3 I/4 A3251 1 HVHX NUT i• BR8- 1 CLT WASHER 1 HVHX NUT BRCP8R (w/ CPN8) I I/E 816- BWP3 1 1/8 CN WASHER 1 1/8 HYHX NUI BRCP9R (./ CPN9) 1 1/4X3 A325 /NUT 1 1/4 CUI WASHER 1 1/4 FM NUT BRCP1OR (./ CPNIO) •' - N T - PROPERLY INSTALLED COUPLING NUT: ROD AT BRACING ROD PLATE (BRCP_R) AND ROD BRACING (BR--) ENDS BUR TOGETHER AT THE CENTERLINE OF COUPLING Na -_ •. SINGLE PADDLE, ROD BRACING ASSEMBLY BR20W AA _ ` .. 4 Q�pFESS �� + ` 1HE REGISTEAFD PROFESSIONAL � . • •. '� ' •- - ` • .• • ' - • • ON TIIESEE DRAWIM6 M EMPLOYED' THE-1AC,,RER lA C 71338' r" - - . , • BY ANDDOESNOTSERVEAS , - • '- _ . - OR REPRESENT THEPROIEQ FNl'dNEERa REO]IID ANDSNALL EXP 12-31-201� ` - Nmazm161DERE0 As 5UO1. * •*. - MAfzTYST)oHaM • TABLE MTN BLVD DRAWING STATUS: FOR CONSTRUCTION .. �-�/y II VaY C 1\- P CIVI\- . • OROVILLE, CA 95965 ARE VERSIONS DESIGN: MSA 46.2 BIM- 20.2 N AMMICA N BUILDINGS OF - ELITE STEEL BLDG SYSTEMS NO RELEASE / REVISION DWN: /CKD: ENGR DATE O RELEASE /REVISION DATE JOB BER: SHEET: C~` CAL . OWN: /CKD: ENGR W 16G0108A SED -003 McMR' MLLVDF 105/16/2016 0 1 FOR CONSTRUCTION -- RAF FLANOGEUMN THICKNESS SMC MBE I/7 X 2036686E M49ENNS faUDED) GAUGE A UIIR ATGilPURLINS VclOIRES RED FOR REOUAPPEDI 2EMBBERS HMX REOUIRED FOR ERS (RCOUBENON �S 1/2 HVHPED XNIR ( 7 I- I 12X2 16 A449 12XI 1/4 5 1 1 1/4 2 OSHA APPROVED HARD HATS. 15 1/2X2 I6 M49D 12XI 1/4 12XI I/ Z PREGUTON: 1 1 2X2 16 MI 12XI 1/4A3251 AI 1 4 2 WORKERS SHOULD ALWEAR GLOVES WHEN HA HANDLI C NG PETAL 14 12X1 16 M49 12XI 11 A4 1 2XI 1 3�• 1 12X2 16 M49 11X1 I/ 1 I 1 1 1 A325T I XIII 12 1 2X2 3 16 M49 D 2 25111 I 1 X III X45 RF51 to the slope of the roof. Use wood blocking to assist with purlin alignment if adjustment is 1 2X1 I6 M/9 ENDWALL RAFTER LONG SPAN III PANEL needed. Start with one row of temporary blocking in the center of the bay. Use additional rows I6 1 ZXZ 3 15 M/9 2 A3251 15 I IXI 16 M11 DE 2 A325T1n.14116M/ 41111111 Move blocking to next boy as the erection progresses. ' BYPASS SECONDARY FRAMING CONNECTION, BOLT REQUIREMENTS BSO1 AA 1 12X1 3 16 M49 2 25112 SAFETY PRECAUTION: SAFETY PRECAUTION: , 1 2X2 3 16 M19 DE 2 A3251 1 2X1 A325T THE FOLLOWING FLANGE THICKNESS CONNECTIONS REOUIRE THE USE OF SHOP WELDED CLIPS. (SEE CONNECTION DETAILS.) RIGID FRAME " BUTTON HEAD BOLT RAIE80LUMN SECONDARY AT WALL ZEE GIRTS ONLY F CE MEMBER 1/7 HEAD DOLT (NUI INCLUDED) I/7' A3251 80.1 REOUIRED FOR AMI -ROLL CLIP--' CL -12 = 8" PURLINS SAFETY PRECAU11ON DONT ALLOW 8LOCKWG TO BE A • 2 x 6 FALLING HAZARD 10 THOSE BENEATH THE ROOF- WORKERS SHOULD WEAR 2"� ` OSHA APPROVED HARD HATS. and spacing. Wood blocking is recommended as one method to accomplish this. . . T__ 2., NOTCH PREGUTON: I I 2" NOTCH " BUTTON HEAD BOLT RAIE80LUMN SECONDARY AT WALL ZEE GIRTS ONLY F CE MEMBER 1/7 HEAD DOLT (NUI INCLUDED) I/7' A3251 80.1 REOUIRED FOR AMI -ROLL CLIP--' CL -12 = 8" PURLINS Straight purlins ore o necessity. Zee sections hove o natural tendency to roll out of plane 1 GIRTTTON THICKNESS GAUGE FIRST GIRT TO SHOP WELDED CLIP appEp AND NON LAPPED ME BERS I/2 HVH% NIR BYPASS CONDITION and deflect horizontal) This must be corrected b forcing the purlins into proper lane y y g purl p p p (IIP 17 ROUGH ISI GIRT AND SHOP WELDED 0.P) (REQUIRES and spacing. Wood blocking is recommended as one method to accomplish this. . 1 11 1 X 1 1/4 A307 B® ( X 1 4/4 MI5 PREGUTON: ENDWALL RAFTER lb 1 X II 1 WORKERS SHOULD ALWEAR GLOVES WHEN HA HANDLI C NG PETAL 1 11 X 1 1 4 A307 B® 1 X 1 1 1 SURFACES WITH SHARP EDCES. Purfin Blockino >I/7 11X111 11 XIII Ij 1 1 X 1 1 4 AD ff I XIII Before installing the roof panels and insulation, be certain that the purlins ore straight and of 90' I 1 t X 1 1 I MN B8 I 1 X III X45 RF51 to the slope of the roof. Use wood blocking to assist with purlin alignment if adjustment is I % I 1 114 ENDWALL RAFTER LONG SPAN III PANEL needed. Start with one row of temporary blocking in the center of the bay. Use additional rows BA of blocking if needed to maintain straight purlins. As sheeting progresses to within one panel width of the blocking it should hold the purlins in olignment allowing the blocking to be removed. Move blocking to next boy as the erection progresses. ' BYPASS SECONDARY FRAMING CONNECTION, BOLT REQUIREMENTS BSO1 AA SAFETY PRECAUTION: SAFETY PRECAUTION: , VARIES EACH WORKER SHOIAO BE TRIWED 10 IAT THE SAFEST AND MOST WORKER PERSONAL PROTECTION EQUIPMENT SHOULD ALWAYS HEEL 091A STANDARDS. ' PRODUCTIVE ERECTION TCCHNIOUES. PURLIN ING CLIP PURLIN SPACING Typical construction of wood blocking is shown above. A 2 x 6 minimum board size should be used. Refer to the cross section froming drawings that accompanied the building to determine the purlin size and spacing. Measure the purlin flange and cut notch in board accordingly. 1/2X1 1/4 A N/ I/1 WHX NUI FOR ANTI -ROLL CLIP ORS 1 WEB REINFORCEMENT CLIP SARIY PRECAUTION: PUT WORKER SAFETY FIRST. PURLIN (2) 1/2X1 1/4 kW/ RAFTER FLANGE 1/2 NVHX NUT OR AS AN OPTION THICKNESS GREATER (I) 1/270 1/4 AM/ 1/2 NVNX NN INAN WITH CLIPS AND (I) 1/1X1 3/16 M49 0. - (ITP) MAY VARY SEE DETAIL RF54AAA SEE BSOIAA PURLIN BLOCKING GE02 STANDARD PURLIN LAP AMI -ROLL CLIP--' CL -12 = 8" PURLINS RFO1 RF50A A4 'M BYPASS CONDITION CL -13 = 9 1 " PURLINS 2 AA INTERMEDIATE BAY EAVE STRUT - - PREGUTON: ENDWALL RAFTER sAFEIY PRECAUTION:SAFFTT' WORKERS SHOULD ALWAYS wEpR CLOVES WHEN HANDLING METAL END DAY EAVE STRUT WORKERS SHOULD ALWEAR GLOVES WHEN HA HANDLI C NG PETAL SURFACES WITH SHARP EDCES. SURrACES WITH SHARP EDGES. 1/2X1 AT T/ 1/2 HVHXHX NUT (2) REOUIRED PER EAVE STRUT END CONNECTION 1/4 A325T/ VHX NUT :OUIRED PER 6TRUT END CONNECTION 1/1X1 1/4 A45I �` '2 ` -1 I 1/2 H11U NO OR AS AN OPTION ' (111) 1/2X7 1/4 A325T/ 1/2 164M NUf a, AND (1) 1/2X2 3/16 M49 DE - EAVE STRUT BRACKET MAY VARY STRUCTURAL FASTENERS) TYP (SHOP WELDED) SAVE STRUT BRACKET SEE BSOIAA (2) �12Xt 1/4 (SHOP WELDED) RAFTER FLANGE THICKNESS - ENDWALL RAFTER (BEATER THAN 1/2- COLUMN WITH SHOP WELDED CLIP (TYPE MAY VARY) . CORNER COLUMN SEE DETAIL RF54AAA (TYPE MAY VARY) PURLIN CONNECTION DETAIL AT ENDWALL FRAME RF03R RIDGE BRIDGING CLIP CONNECTION DETAIL RF05 LOW/HIGH SIDE EAVE STRUT CONNECTION (BYPASS GIRTS) RF31 R LOW/HIGH SIDE EAVE STRUT CONNECTION (BYPASS GIRTS) RF32R BYPASS, INSET &.RUSH CONDITION AA AA ALL RAFTER/COLUMN FLANGE WIDTHS AA ALL RAFTER/COLUMN FLANGE WIDTHS AA PURLIN INSTALL ADDITIONAL ROOF FASTENER(S) ROOF PANEL 1/2X1 1/4 A325T/ AT ANTI -ROLL CLIPS, IF REO'D BY DESIGN - - ANTI2ROLL CLIP 7/2 HVHX NUT RAFTER Y'— — -y' — —.1 — --V PURLIN ROOF MAIN FA2T�ENERS O FOR DWN: / C MLL / MARTY STIDHAM TABLE MTN BLVD OROVILLE, CA 95965 ELITE STEEL BLDG SYSTEMS • Q�OFE •/p� OR THE REGISTERED PROFESSIONAL V' [NGINFER WHOSE SEAL APPEARS DN TREY OPAYnNGS 6EMROYED LU C 71338 rn -W BY THE ACTURER W AND ODES NOi YRVE AS ORREPRESEWTTHEPROIECT EXP 12-31-20��- FNWNEER OF REmPO aNDLULLt 1 NOT YCONSIOFREDAS LXII. �it-1BA<< 1R DRAWING STATUS: 6 FOR CONSTRUCTION Xsp Cjv1\- �P SOFTWARE VERSIONS DESIGN: MSA 46.2 BIM: 20.2 AMMCAN BUILDINGS r JOB NUMBER: SHEET: ArNAAcnc mwav O CAL`` W16GO108A SED -004 M MA ' t AMI -ROLL CLIP--' CL -12 = 8" PURLINS RF50A A4 CL -13 = 9 1 " PURLINS 2 (2) 1/2 A325T/ 1/2 HVHX NUT CL -14 = 12" PURLIN (FAR SIDE) RF50 SIMILIAR AA - ENDWALL RAFTER - —ETY PRECAUTION: ALWAYS WEAR OSHA APPROVED EYE PROTECTION WHEN OPETNTIHG DRILLS SAFETY PRECAVIION: PUT WORKER SAFETY FPST. OR ELECTRIC SCREW GUNS. ANTI -ROLL DETAIL DOWNHILL RF50A ANTI -ROLL DETAIL RF51 RIGID FRAME RAFTER AA ENDWALL RAFTER LONG SPAN III PANEL BA FOR DWN: / C MLL / MARTY STIDHAM TABLE MTN BLVD OROVILLE, CA 95965 ELITE STEEL BLDG SYSTEMS • Q�OFE •/p� OR THE REGISTERED PROFESSIONAL V' [NGINFER WHOSE SEAL APPEARS DN TREY OPAYnNGS 6EMROYED LU C 71338 rn -W BY THE ACTURER W AND ODES NOi YRVE AS ORREPRESEWTTHEPROIECT EXP 12-31-20��- FNWNEER OF REmPO aNDLULLt 1 NOT YCONSIOFREDAS LXII. �it-1BA<< 1R DRAWING STATUS: 6 FOR CONSTRUCTION Xsp Cjv1\- �P SOFTWARE VERSIONS DESIGN: MSA 46.2 BIM: 20.2 AMMCAN BUILDINGS r JOB NUMBER: SHEET: ArNAAcnc mwav O CAL`` W16GO108A SED -004 M MA ' t SAFETY PRECAUDON: (1) 1/7X1 1/4 A3251/ 1/2 HVHX NUIL-l-lF COLUMN COLUMN SECONDARY DOUBLE ENDED BOLT 1/2" A325T BOLT I/2" A3257 BOLT REOUIRED FOR REQUIRED FOR FLANGE FRAMING REQUIRED THICKNESS GAUGE LAPPED MEMBER NON LAPPED MEMBERS SAVE STRUT R IS RECOMMENDED TINT ALL WORKER$ ANO (Q 1/1A1 3/I6` (SUPPLIED WITH (2) 1/2 HVHX NUT) (REOUIRES I/2 HVHX NUT) (REQUIRES 1/2 HVHX NUT) WEAR STEEL 10C SHOES WIIM 4E70TAR6Al GUARD. EYE PROTECTION. AND HARD HATS. . 2 X 6 WOOD BLOCKING SAT NO PREP, SIT (BY OTHERS) DO NOT STEP. SD S. CLIMB ON WALL 70 OR GK S11TU19. FAAURC TO AOHCRC _ i 10 TM6 PRECAU110N MAY RESULT W A SEROUS INJURY. " GIRT SPACING RIGID FRAME COLUMN TYPICAL CONSTRUCTION OF THE WOOD BLOCKING IS SHOWN ABOVE. A 2 X 6 MINIMUM BOARD MAY VARY SEE BSOIAA " COLUMN FIANCE THICKNESSn ' GREATER THAN 1/2'1/2X1 1/4 AR51/ NUT WITH STOP WELDED CLIPI/ LAP BQ7$ SEE DETAIL WFI2RAA( ) < 3/8-- 11 - i6 1 2X2 3/11 A999 OE 1 2x1 1/4 A325T '1 2X1 1 a A325T- 16 1 2z2 3 I6 A449 DE 1 2X1 1 4 A325T 1 2%1 1 4 A3257 15 12%2 3/16 A449 OE 1/2X1 1/4 A325T - 1/2X1 1/4 A325T 14 1/2X2 3/16 A449 DE 1 1%1 1 4 A325T 1 2X1 1 9 A325T 13 7 262 3 16 A449 DE 1 2X1 1 4 A325T 1 2X1 t a A325T 12 1Wd 2X2 3 16 A449 DE 1 2x2 A325T 1 2X1 1 a A3257 IT 1/2X2 3/16 A449 DE 1 2X2 A325T 1 2%i 1 4 A325T _ � 21/7 I �u 3- 3 0 �U AS REO'D AS REO'D 16 1/2X2 3/16 A449 D 1/2X2 A325T 1/2X1 1/4 A325T 15 1 2x2 3 16 A449 DE t 2x2 A325T 1 2X2 A725T 11 1 2X2 ] 16 M99 DE 1 2X2 A325T 1 2%2 A325T 1/7' 13 1 2x2 3 16 A449 OE 1 2X2 A325T i 2% A325T 12 1 2%2 3 16 A449 DE I 2X2 A325T 1 2%2 A325T 11 1 2%3 1'8 A307 DE 1 2X2 A325T 1 2X2 A325T 5/8" 11 - 16 1/2x3 5/B A307 DE 1/2%2 A325T 1/2X2 A325T 3/4" 11 - 16 1/2X3 5/8 A307 DE 1/2X2 A325T 1/2X2 A325T 1" li - 16 1 2%3 5 8 A307 DE 1/2 A325T 112- A325T 1 1 2" 11 - 16 1 2%3 5 B A307 DE SPECNL ORDER SPECNL ORDER WOOD BLOCKING SIZE SHOULD BE USED. REFER TO THE CROSS SECTION FRAMING DRAWINGS TO DETERMINE THE GIRT (BY OTHERS) GIRT SIZE AND SPACINGS. BASE ANGLE ' INSTALLATION OF THE BUILDING WALLS IS GENERALLY DONE BEFORE THE ROOF. BEFORE STARTING " THE WALL SHEETING OR INSULATION, CHECK 10 BE SURE THAI 'THE EAVE SIRUI AND GIRTS ARE BOLT REQUIREMENTS FOR SECONDARY FRAMING CONNECTIONS BS02 ANDWOOD TO rTHETPROPERLLENGTH ALINDGNSTALLTHEGBETWEENTTHE LNESTEMPOROF GRITS. TOHIISING BLOCKING CAN BE GIRT BLOCKING GE03 " MOVED FROM I3AY TO BAY WHICH WILL REDUCE THE NUMBER OF PIECES REQUIRED. NORMALLY, AA BYPASS LAPPED ZEE GIRT CONNECTION WF02R AT COLUMNS IAA I COLUMN FLANGE THICKNESS LESS THAN OR EQUAL TO I/2' AA " ONE LINE OF BLOCKING PER BAY WILL BE SUFFICIENT. ENDWALL CTR, —{I PREGUIION: DO NOT STEP, SR OR QIMB ON WNL GIRT I CORNER COLUMN GRITSSAIE GRITS OR FACE T PUS. FAILURE ULT 70 ADHERE COLUMN FLANGE SE 1X6 PRECAUTION MAY RESULT N A SERgUS INJURY. GIRT y (1) IT 1/4 AM/ ' I/7X1 1/4 AI251/ 1/2 HVHX NUT I 1/2 IMO( NN AND (1) I/2X2 3/16 A449 Q MAY VARY SECTION A GIRT o GIRT p GIRT SECTION B (SEE STEP ONE) SECTION A SEE BSOIAA p GIRT COLUMN FLANGE THICKNESS o GREATER THAN 1/7' WITH SHOP WELDED CLIP SEE DETAIL WF58RAA — — — — 9 — � � .� p COLUMN FLANGE o / �O COLUMN FLANGE ` p SECTION -j SECTION A E o GIRT LAPS OVER GIRT AT COLUMN FLANGE WITH 1/2 DE BOLT IN PLACE, N� p ATTACH 10 I/2 DE BOLT WITH 1/2 NN AND OUTER ZEE GIRT CAN BE ATTACHED SECTION A o INSTALL 1/2 A325T BOLT AT REMAINING WITH 1/2 A325T BOLT AND ADDITIONAL THROUGH BOTH GIRTS AT NUT ON 1/2 DE BOLT. ' CUP ATTACH FIRST GIRT TO COLUMN FIANCE WITH 1/2 BE BOLT AND (1) 1/2 NUI COLUMN FIANCE. COLUMN CL-2 1'-6• AT RUSH ENDWALL GIRTS 1/2X2 3/16 M49 DE BOLT IRT 1/2X1 1/4 A3251/ SEE STEP ONE) 1/2 HVHX NUI (IYP.) 1/2X1 1/4 A325T/ 1'-71 AT INSET ENDWALL GIRTS NOTE 2 NUTS ARE SUPPLIED WITH OL BOLT, RESERVE + () - COLUMN FLANGE MAY VAT' SEE BSOIAA 1/2 HVHX NUT SEE BS02AA - NP. 7-7 AT B' BYPASS ENDWALL REMAINING NUT SUPPLIED FOR ATTACHMENT OF NEXT GIRT AT UP. 7-J 17 AT 9 1/2" BYPASS ENDWALL ^ 1/2X2 3/16 A449 DE BOLT - TYP STEP ONE _ STEP Two SEE BS02AA • NOT REOUIRED IF OPEN ENDWALL CORNER GIRT CONNECTION iRIGID FRAME CORNER COLUMN WF04 BYPASS ZEE GIRT CONNECTION TO COLUMN AT INTERIOR COLUMN WF10R BYPASS GIRT TO COLUMN CONNECTION (LAPPED GIRTS ONLY) JWF1ORA BYPASS SIDEWALL / BYPASS, INSET OR FLUSH ENDNA-L AA COLUMN FIANCE THICKNESS LESS THAN OR EOUAL TO 1/2" AA STEP TWO AA NOTE: •' FRAME BRACES ARE REOUIRED AT FIRST PURLIN ABOVE �, AND FIRST PURLIN BELOW CLVI-_ CONNECTION I COLUMN PURLIN OUTSIDE STRUCTURAL FASTENERS)I I (1) 1/1XI 1/4 A1251/ (6) #12XI 1/4 1/2 WHA NUT PER PURLIN CONNECTION (1) 1/212 3/15 M49IX - (Tt'P.) STAGGER SPACING FLUSH WITH UPHILL PURLIN 8OU2- MAY VARY I SEE BSD1M SHOP MARKED: 'TOP" COLUMN FLANGE THICKNESS GIRT GREATER THAN 1/2•PURLIN GABLE GIRT MTH SHOP WELDED CLIP SEE DETAIL NF1 F31" wFs3 CLVtGIRT CLIPCLV7- L. GABLE GIRT)/2X1 1/4 A325T/ WF536 1 2 HVHX NUT ..UO112 CHANNEL (TYP•ON) .n♦�pF E$ /0 k9 " '� �� 1HE REG6iERFD ('ROFESSIONAL ENGENFER wNO3E SFAL APRUIRS \.. GABLE GIRT OFF PURLIN CONNECTION WF53 GABLE GIRT CONNECTION AT CLV1-- WF538 BYPASS NON—LAPPED GIRT CONNECTION TO COLUMN WF61R oN1H3EDRAWN36FMROYEO V' W C %"1 338 m BYPASS GIRTS AA AA AT COLUMN PAGE THICKNESS LESS THAN OR EOM TO 1/2' AA 9T THE-FAm,RER � 011 REPR6FN1 TNF PRDIER EXP 12-31-2011- FNfdNEEA a REmRDAND LNLL NOT BE �eN3lOERED AS SLIJI. � 1 /��� n DRAWING STATUS: (D/ �.� MARTY TABLEMTNBLVD FOR CONSTRUCTION dJ CIV 11- �Q OROVILLE, CA 95965 - SOFTWARE VERSIONS DESIGN: MSA 462 BIM: 20.2 AMERICAN -BunDLNGS OF JOB NUMBER: SHEET: CAL NO REEFSE / REVISION OWN: / CKD: ENGR DATE O ELFFE STEEL BLDG SYSTEMS RELEASE / REVISION DWN: ENGR DATE / CKD: W 16G 0108A SED-005 M8 M R.' 0 FOR CONSTRUCTION MLL / VDF 05/16/2016 f �, ' II SECTI - SAFELY PRECAUTION: WORKERS SHOULD BE TRARIN HE PROPER ERECT PROCEDURES ' FOR ALL JOBS. .w COLUMN f ' 1/2X1 1/1 A325T/ IXI 1/4 AZT/ HYHX NUI - e! WITH (2) I%2 H WASHERS + - • .'1 1) 1/2X2.3/16 M/9 OE - (IYP.) SECTION B CLIP PURLW /(ARI ' VARY _ (2) I/2XI 1/1 A1251/ - Cl -IS - (ONE UNDER NDE BOLT HEAD I/2 FMO( NUI (SHOP WELDED) (2) I/2XT 1/1 AZT/ ONE UNDER THE NUT) BSDIAA - 1/1 HVHX NUE. — — — — — — — — O ® O O ♦ - O ® — OEf- I O � J - FRAME BRACE SECTION A SECTION B GIRT ATTACHES BELOW CLIP AS SHOWN. 1/7 1 1p A125i/ FRAME BRACE FB-_ BOTH SIDES IF REOUREO BY DESIGN AS NOTED ON 1/2 MW / THE BUILDING ERECTION DRAWINGS GIRT CONNECTION TO GIRT CONNECTION TO (NO WASHERS REOUIRED) COLUMN FLANGE CLIP SHOP WELDED TO COLUMN FLANGE - RAFTER OR COLUMN NON -LAPPED BYPASS GIRT WF58R FRAME BRACE BR17 TYP. AT CORNER ODLUMN OR ANY SINGLE BYPASS ZEE TO COLUMN AA FOR BYPASS PURLINS / ORIS AA Y I t 4 _ f t e,, a► e QROFES k9� iNOI RELEASE / REVISION DWN: / CKD: I ENGRI DATE 0 1 FOR CONSTRUCTION IALL / I VDF 05/16/2016 t e,, a► e QROFES k9� � 1 pR - . + ' , - THE REGLSTERED PROFES90Y- ENWHEER VMOSE SFAI RPPFARS CIO � v - , ESEDRRWING56EMPDYED BY THE MANUFRCTURER BY W L C 71338. r _ � • RND ODES HOT SERVE AS DRREPRESEMTHEP EFR OF REWRDANDSWILL ENWNANO EXP 12-31-2011' ` - NDT RE fDFdDERIDAS $Up1. `k �`�e� `k > DRAWING STATUS: MARTYHAM FOR CONSTRUCTION M 6' �� CMVTABLE OROVILLE, CA 95965 SOFTWARE VERSIONS DESIGN: MSA 462 BIM: 20.2 AMEMAIN. BUII:1 INGS C OF ELITE STEEL BLDG SYSTEMS JOB NUMBER: SHEET: E/REVISION DWN:/CKD: ENGR DATE ,,,moo DRniY ' CALF W16GO108A SED -006 MBMR. USE WOOD BLOCKING TO ELEVATE AND SLOPE THE PANELS IN A MANNER USE WOOD BLOCKING TO ELEVATE AND SLOPE THE PANELS IN A MANNER THAT WILL ALLOW MOISTURE TO DRAIN. WOOD BLOCKING PLACED BETWEEN THAT WILL ALLOW MOISTURE TO DRAIN. WOOD BLOCKING PLACED BETWEEN PANEL BUNDLES WILL PROVIDE ADDITIONAL AIR CIRCULATION. COVER THE PANEL BUNDLES WILL PROVIDE ADDITIONAL AIR CIRCULATION. COVER THE - STACKED BUNDLES WITH A TARP OR PLASTIC COVER LEAVING ENOUGH STACKED BUNDLES WITH A TARP OR PLASTIC COVER LEAVING ENOUGH OPENING AT THE BOTTOM FOR AIR TO CIRCULATE. OPENING AT THE BOTTOM FOR AIR. TO CIRCULATE. THE REGKIFRED PROFESLOwW ENGIKEER WHOSE YAL APPEARS SAFEIY PRE -101: S.eEEtt PRECAUEION: Q WORKERS SHOULD ALWAYS WEAR WORKERS SHOULD ALWAYS WEAR ' CLOVES WHEN HANDLING PANELS. CLOVES WHEN HANDLING PANELS. Lu LONGSPAN III PANELS SHOWN, - LONG SPAN III PANELS ARCHITECTURAL III AND (MULTI RIB SIMILAR) y MULTI RIB SIMILAR. y TARP OR PLASTIC COVER TARP OR PLASTIC COVER USE SPACERS BETWEEN BUNDLES USE SPACERS BETWEEN BUNDLES Z y BLOCK ABOVE GROUND BLOCK ABOVE GROUND _TIE DOWN TIE DOWN - PANEL STORAGE GE51 PANEL STORAGE RC51 LONG SPAN III, ARCHITECTURAL III, AND MULTI -RIB PANELS AA LONG SPAN III (MULTI RIB SIMILAR) BB NOF RELE 0 1 FOR CONSTRI. DWN: / CKD: ENGR DATE MLL / I VDF 05/16/2016 MARTY STIDHAM TABLE MTN BLVD OROVILLE, CA 95965 ELITE STEEL BLDG SYSTEMS OWN: / CKD: I ENGRI DATE QROFE /p THE REGKIFRED PROFESLOwW ENGIKEER WHOSE YAL APPEARS \ Q /A {� DH THEY OMYRNGS6EMPlOTED THF ANINUFARURFR Lu C 71338. D DOES HOi YRVE AS OR REPREYNT THE PRDIECF EHWNEEK OF RECORD AND SHALL EXP 12-31-20 HOT BE OONLDFREDAS SUOI � /), �� �E DRAWING STATUS: � ,1 SKI ' FOR CONSTRUCTION sl C jv IL SOFTWARE VERSIONS DESIGN: MSA 462 BIM: 20.2 AME$iCt\Eti-BUII.Dl1VGS r JOB NUMBER: SHEET: AF+urnAi FrlrAv pr CAO -�F W16GO108A SED -007 MBMA BASE ANGLE (ENDWALL) TAPE MASTIC URETHANE CAULK GTS " BA-20 BASE FASTENER (BY OTHERS) 3/4 TM OUTSIDE CORNER FLASHING WALL PANEL 1/4"e CONCRETE ANCHOR (Min) FCR I` Y-O' O.C. (Mm) EAVE CLOSURE BASE ANGLE (SIDEWALL) EAVE CLOSURE FLASHING FLASHING �P •Z' BA-20 I • WALL MAIN FASTENER(S (12X7 1I1 EAVE SUPPORT FLASHING _ I INSIDE CLOSURE y (OPTIONAL) h • BASE ANGLE7 1/2't OVERHANG & -20 \ \ .ti \ EAVE STRUT-1 • . GRADE BLIND RI t RIVET � (3) PER LAP OUTSIDE CLOSURE CORNER BASE ANGLE LORI FBC-1 BLIND RIVET 1/8 RIVET _ (6) PER LAP (TMP.) LONG SPAN 111 PANEL BASE ANGLE DETAIL BA01 SECTION AT BASE ANGLE BA02 OUTSIDE CLOSURE INSTALLATION AT EAVE EA37 OUTSIDE CORNER FLASHING FLOE AB ARCHITECTURAL 11, ARDIITECIURAL'V' RB OR LONG SPAN III WALLS AB LONG SPAN III WALLS AB LONG'SPAN III WALLS AB THINGS TO REMEMBER - — — — — — — 1. THINK SAFETY. sn ETr PREC n.ON: WORKERS SNORED BE=E'IN 2. CARE FOR PANELS IN ACCORDANCE THE PROPER ERECTION PROCEDRRCS FOR RLL JOBS. W17H ERECTION GUIDE. INSULATION ANGLE. 3. ALIGN GIRT. - EAVEGIRT,BASESTRUT EAVE STRUT OR LONG SPAN III PANEL (TMP.) GABLE ANGLE 4. PLUMB FIRST AND EVERY PANEL. 5. CHECK COVERAGE ON EVERY PANEL. CAP FLASHING I WALL STITCH FASTENERS) WALL MAIN FAS7ENER(S) (TYP. AT SIDELAPS, SEE NOTE 2) P. SEE NOTE 1) 6. FOLLOW SCREW ATTACHMENT SEQUENCE: TRAILING 70 LEADING. II�1I II II TRIM INSULATION AND FCP1 /�I SEE NOTE 2 ( ) H 14X3/4 DETAIL "A" #12X7 1/4 2'-0" O.C. VE ICALLY 1'-01 O.C. "A" TOP 70 BOTTOM. 7. DO NOT EXCEED INSULATION THICKNESS TURN VINYL BACK. INSULATION- MUST NOT BE EXPOSED TO II II / DETAIL (4" MAX.). "RATCHET" II WEATHER. WALL PANEL 8. DO NOT OR OVERTIGHTEN WALL "DIMPLING". SII II WALLT WALL TRIM FASTENER(S) PANEL SCREWS. THIS WILL CAUSE 9. USE THE FLAT OF THE LONGSPAN PANEL TO APPLY PRESSURE WHEN INSTALLING. (SEE EXAMPLE) 1 \\ _ II II II — II II II ° 1'-0' D.C. NOTE: 1. OUTSIDE CLOSURE, AOLI AVPO LON 10. DO NOT USE ABRASIVE SAWS OR OTHER CUTTING TOOLS WHICH PRODUCE HOT METAL IL_ _3 II e d REQUIRED FOR BUNTING SLOPES 1 1/2 : 12 OR LESS PARTICLES OR BURNED EDGES. BASE ANGLE — j '' NOTE: 1. WALL FASTENERS) REOUIRED AT SIDEWALL THESE METHODS WILL DAMAGE THE 2. CAP FLASHING, FCP1 REOUIREO FOR BUILDING SLOPES OUTSIDE CLOSURE (SEE NOTE 1) AND ENDWALL GIRTS, BASE ANGLE, EAVE PAINTED AND GALVALUME FINISH AND WILL VOID GREATER THAN 1 1/2 : 12 STRUT AND GABLE ANGLE. FASTENER LAYOUT ANY WARRANTIES. USE DOUBLE CUT SHEARS, SHOWN ALSO APPLIES FOR LINER AND PARTITION NIBBLERS OTHER CUTTING DEVICES WHICH PANELS. RO DO NOT PRODUCE HOT METAL PARTICLES OR 2. PANEL STITCH FASTENER(S) AS SHOWN REO'D. BURNED EDGES ONLY AT PANEL SIDELAPS OR AT FLASHING , LAPS AND FLASHING TO PANEL CONNECTIONS. PANEL INSTALLATION NOTES GE04 SUGGESTED INSULATION DETAIL AT WALL PANEL BASE IN02 PANEL CLOSURE DETAIL AT RAKE RAO1 FASTENER LAYOUT WC05 LONG SPAN 111 WALL PANELS AB ` ARCHITECTURAL M. ARCHITECTURAL 'Y' RIB OR LONG SPAN III WALLS AB LONG SPAN 111 WALLS AB GOOD ALIGNMENT OF THE FASTENERS WILL GIVE A PROFESSIONAL APPEARANCE OF SHEET INSTALLATION. THIS CAN BE ACCOMPLISHED BY PRE-DRILLING HOLES IN THE SHEETS AT IDENTICAL LOCATIONS. UP TO 15 SHEETS CAN BE STACKED TOGETHER AND DRILLED WALL MAIN FASTENER(S) (TYP) #12X1 1/4 BACKLAPPING THE PANELS V OR 2' IS ROUTINELY DONE TO MATCH PANEL COVERAGE WITH THE BUILDING WIDTH AND LENGTH. ON THE SIDEWALL THIS IS DONE WITH THE LAST PANEL INSTALLED. " USING A TEMPLATE SHEET. USE 1/8" OR 5/32" DIAMETER DRILL BR FOR SHEET TO 1'-O" O.C. STRUCTURAL FASTENERS. AND A 1/4" DIAMETER BIT FOR THE SIDELAP CLEARANCE HOLES. LONG SPAN III PANEL ON THE ENDWALL THIS IS DONE AT THE RIDGE AND WILL BE MARKED ON THE ERECTION DRAWINGS. CLEAN METAL FILINGS OFF PANEL SURFACES AFTER DRILLING TO AVOID RUST STAINS. THE TEMPLATE SHEET SHOULD BE LAID OUT IN ACCORDANCE WITH THE BUILDING ERECTION DRAWINGS. SINCE PRE-DRILLING WILL "HAND" THE SHEETS IT IS NECESSARY TO SELECT THE END OF THE BUILDING FROM WHICH THE SHEETING IS TO BEGIN. PRIOR TO DRILLING THE I GIRT LINE OR STRUCTURAL LINE RIO�E RIp�E TEMPLATE SHEET 1T SHOULD BE CHECKED FOR PROPER HOLE LOCATIONS AGAINST THE BUILDING FRAMEWORK. BE SURE THERE IS NO SAG IN THE PURLINS OR GIRTS. PRE-DRILLED TEMPLATE SHEET I WALL TRIM FASTENER(S) #14X3/4 \ Ir/I \ SIFM PREOAI/TION: ALWAYS WEAR OSHA RPPRMEO EYE PROTECTION WHEN OPERATING DRILLS O OR ELECTRIC SCREW GUNS. 2'-0" D.C. NOTE: — — — — s SEE FASTENER LAYOUT WCOSAB \ - T } `STACKED SHEETS TO BE DRILLED - - ' BLIND RIVET TYPICAL CORNER FLASHING1/181/8 RNET (6) PER FLASHING LAP `P Q { 1 A f NOTE: / KEEP ENDS OF PANELS ALIGNED ENDWALL PANELS SHOWN, SIDEWALLS PANELS SIMILAR/ 'N" LONG SPAN III SHOWN, ARHITECTURAL III & ARCHITECTURAL RIB SIMILAR. THE REG6TFRFD PROEEssIonRE Z ENGINEER WHOSE SEAL APPEARS /v/� PRE-DRILLING FOR FASTENER LOCATIONS WC08 CORNER FLASHING DETAIL (OUTSIDE) WC21 PANEL BACKLAPPING WC75 0. THESE M.ISEMPLDYED w C 71338 LONG SPAN III WALL PANELSI AB LONG SPAN III WALLS I AB ARCHITECTURAL III, ARCHITECTURAL "V" RIB OR LONG SPAN III WALLS I AB BYTHE MANUEADIURER axD oofs Nor SERVE as � OR REPRESENT THE PROIECT EXP 12-31-20( - ENwNEER oc aEwRD arm aalL nOr BE OONSIOERED ASSWT. `k ��/��� MARTY DRAWING STATUS: FOR CONSTRUCTION ' TABLEMTN BLVD � - C'q(V�•I L. P OROVILLE,CA95965 SOFTWARE VERSIONS DESIGN: MSA462BIM:202 AMERICAN-BUMDIYGS NO RELEASE / REVISION OWN: / CKD: ENGR DATE O RELEASE / REVISION DATE ELITE STEEL BLDG SYSTEMS JOB NUMBER: SHEET: OWN: / CKD: EN W 16G0108A SED-008 M6MR 0 FOR CONSTRUCTION MLL / VDF 05/16/2016 Hari ,t • WALL FASTENERS MISCELLANEOUS FASTENERS SPECIAL CONDITION FASTENERS • WOOD BLOCKING1 ' ��j 6" !! DESCRIPTION DESCRIPTION DESCRIPTION (BY OTHERS) • 1 /12 X 1 1/1 - 1/8" BUND RNE1 112 % 1 1/e TEK4 /D" / j SELF DRILLING CARBON STEEL HEX HEAD MARK NO. 1/8 RIVET SELF DRILLING CARBON STEEL HEX HEAD 2 FASTENER WITHOUT WASHER FASTENER WITHOUT WASHER EAVE STRUT '- T -RAKE FLASHING J MARK NO. 112%1 1/4 SDHH MARK No. /12xt t/a sDHHrR e 1 PPl if 110N EAVE CLOSURE FLASHING APPIICAnoN 0 PANE LAPS AND FLASHING APPIIG.(STE CLIPS AT OVERHEAD DOORS. 10 PANEL CONNECTIONS ANDEUP 1HICKNESSES GREAT INCLUDING I/4") 12 GA WICK DOORS. ETC. ,. . FIELD STRUCTURAL ATTACHMCMS WALL TRIM FASTENER(S) y 14X3/4 DFu'PoPTON DESCRIPTION • 1'-0" O.C. AT PANEL RIBS /12 X 1 1/4 3/16 DIAM ER RIVET WITH WASHER DESCRIPTION SAVE SUPPORT WALL TRIM FASTENER(S) LONG SPMA OUTSIDE CLOSURE SED DRILLING COLOR MATCHING HEX HEAD MARK NO. SRV -1 B12 % 1 1/2 TENS • FLASHING #14X3/4 LOAN TASTE ER WITHOUT WASHER �� SED DRILLING CARBON STEEL HEX HEAD 1'-0" O.C. AT PANEL RIBS MARK NO. /12X1 1/1 SOHH FASTENER WITHOUT WASHER OUTSIDE CLOSURE MARK No. /1221 1/2 SOMM9 (SEE SECTION AT EAVE) ` tb" �t I N • A I, '/ :I I APPLIGS TO STRUCTURAL CONNECTIONS 1 SOELICHI SIDELAP CONNECTIONS ppPLIGTIDN RAOI ,I'j IIyY{A (�E & GABLE ANGLE GIRTS. EAVE (STEEL THICKNESSES GREATER THAN AB x/(11. SRMS. ETC.) AND UP TO AND INCWDING 11/2•) 1/e'• • GABLE MEMBER 3„0 FIELD S1RUCTUNAt ARACHMEMS •RIC_ PNON OESCRIPIIOH /1A x 3/4 /10 X1/2 GIRT RT1 SELF DWNG COLOR MATCHING HEX HEAD SED TASTE E CARBON STEEL HEX E WIT Q DESCRIPTION • FASTENER WITHOUT WASHER MEAD FASTENER WITHOUT WASHER/ID % 11/2 . � (SEE NOTE 5) TMARK N0. #140/4 SDHH � MARK NO. /10%f /2 SINM � SED TAPPING CARBON STEEL HEX MEAD 4 PPPIICATION eepll ei1pN FgSTENER WITH WASHER BARK NO. /10%1 1/2 STHMW PANEL CONNE ONS AND OT FLASHING TO WINDOW ,W.IB MULLIONS WALL TRIM FASTENER(S) PANEL CONNECTIONS AND OTHER SHEET TO .PPI •TION #14.X 3/4 SHEET CONNECTIONS PANELS TO WOOD STRUCTURE. 2'-0” O.C. AT PANEL SIDELAPS (1/4" HEX HEAD SOCKET REQUIRED) Lonc SPAN ,UIDE aosuRc NOTE: ALL HEX HEAD SIZES SHALL REQUIRE A 5/16" HEX SOCKET UNLESS NOTED. BASIC PARTS AND PIECES WC61 III Hill I - i ?^ - LONGSPAN WALLS i AB WAIL MAIN FASTENER(S) X1 1/4 1'--0 O.C. BASE ANGLE BA -20 SAFETY PRECAUTION: GENERAL NOTES: DO NOT STEP, SR OR CLUB ON WALL To OR GK S11M5. MAFAIY RE TO AIN A I. CROWD OR STRETCH PANELS SLIGHTLY AS GI THIS PRECAUTION MAY RESULT IN A SERIOUS INJURr. NECESSARY TO MAINTAIN 3'-0" COVERAGE PER PANEL. 2. PANELS MUST BE INSTALLED SQUARE WITH BUILDING FRAME. 3. PANEL SIDELAPS STITCHED 2'-0^ ON CENTER WITH • #14 WALL FASTENERS. LONG SPAN III PANELS 4. USE TOUCH UP PAINT WITH AN ARTIST TYPE BRUSH. DO NOT USE AEROSOL TYPE PAINT FOR TOUCH UP. 5. GIRTS ARE TO BE BLOCKED TO .MAINTAIN VERTICAL CORNER FLASHING BASE ANGLECORNERGIRT FLANGES. FAILURE TO MAINTAIN VERTICAL GIRT FCR FBC-1 FLANGES WILL CAUSE DIMPLING OF PANELS AT ` SCREW LOCATIONS. TYPICAL CORNER DETAIL AT PANELS WC20 LONG SPAN III WALL PANELS AB CLAMP AND WOOD BLOCKING BUILDING STRUCTURAL BUILDING STRUCTURAL' BUILDING STRUCTURAL PRIOR TO WALL SHEETING ALIGN WALL GIRTS AS SHOWN IN GEO3/AA. BY OTHERS (SUGGESTED) LIVE (GIRT LINE) LINE (GIRT LINE) LINE (GIRT UNE) • 1/4" 1/2" 1/2' PANEL INSTALLATION AND CONTTION (BY OTHERS) IF INUED N THE USAME LD BE MANNERL AS SHEEED RING TO THE - 1 17/32" WALL MAIN FASTENER(S) ARCHITECTURAL PROGRESSES ALONG THE WALL. - WOOD BLOCKINGAl2X1 1/4 "w RIB PANEL 1'-0" O.C. - INSTALL THE FIRST WALL PANEL AT THE BUILDING CORNER AND ALIGN THE - - ' PANEL RIB WITH THE STRUCTURAL OR GIRT LINE AS SHOWN. R IS EXTREMELY 3 IMPORTANT THAT THE FIRST WALL PANEL BE INSTALLED PLUMB. USE A SPIRIT . LEVEL OR TRANSIT ON EACH PANEL. IT IS RECOMMENDED THAT A SMALL 2 I• LONG SPAN III WALL MAIN FASTENER(S) .ARCHITECTURAL III" WEDGE/SPACER BE PLACED UNDER THE PANEL AT THE BASE ANGLE. APPLY PANEL' FASTENER 1 IJG PANEL #12X1 1/4 _ WALL MAIN FASTENER(S) _ THE WALL PANEL OVER THE INSULATION AND INSTALL WALL FASTENERS AT ALLSEQUE- INSTALLATIONOFI VIREGj10N CE MAJOR RIB (OVERLAPPING RIB) t'-0" O.C. 11-0 OC. STRUCTURAL DOWNWARD WALL MEMBERS (SEE SUINNING GGESTEDITH THE UMERICALPMOST ATTACHMENT FATENER SEQUENCE). ND FASTENER SEQUENCE REMOVE THE WEDGE/SPACER BEFORE ATTACHING PANEL AT BASE ANGLE. DO CRITICAL IN REDUCING MAINTAIN EQUAL SPACING NOT ERECT PANEL BY ATTACHING AT BOTH ENDS WORKING TO THE MIDDLE OF AND MINIMIZING UP THE ENTIRE PANEL LAP. ARCH. 'V' RIB PANEL OIL CANNING. DO NO PSTEP. IT THE PANEL. THIS PROCEDURE PROMOTES "OIL CANNING. DO NOT STEP. SR OR CLIMB (TYP. U.N.) I ON WALE GIRTS OR FADE 6 SiR1TT5. FULIRt[ TO ADHERE LONG SPAN ICA PANEL BEARING RIB BEARING INSTALL THE NEXT PANEL BY SIDELAPPING THE RIB WITH THE FART PANEL (AS TO 1HrSPRECAUTON WY (TYP, U.N.) SHOWN). CHECK FOR PLUMBNESS AND FASTEN THIS PANEL IN THE SAME S RESULT IN A SEROUS INJURY. ARCH. III PANEL OVERLAPPING MANNER AS THE FIRST PANEL. CONTINUE TO SHEET THE WALL USING THIS 4 I RIB PROCEDURE. CUT PANELS AT DOORS, WINDOWS, LOUVERS AND OTHER WALL BEARINrG--� OVERLAPPING RIB (TYP. U.N.) �I RIE{ OVERLAPPING RIB OPENINGS AS REQUIRED. I I E0. EO. E0. E0. E0. E0. SHEETING CAN USUALLY BE STARTED FROM EITHER END OF THE BUILDING AND C CL CONTINUED EITHER IN THE DIRECTION OF LEFT TO RIGHT OR RIGHT TO LEFT FESS i 1/8"D HOLE 1/8"D HOLE 1/8"p HOLE AS SHOWN. HOWEVER BY APPLYING THE SHEETS TOWARD THE DIRECTION OF 1 - THE PREVAILING VIEW, THE OVERLAP LINE AT THE SIDELAP OF EVERY PANEL , I 'I BLANKET INSULATION LONG SPAN III PANEL LAP AND ARCHITECTURAL III PANEL LAP AND ARCHITECTURAL 'Y" RIB PANEL LAP WILL BE LESS VISIBLE. THE SAME PRINCIPLE CAN BE APPLIED WHERE HEAVY R/ (BY OTHERS) PRE -DRILLED HOLE DETAIL PRE -DRILLED HOLE DETAIL AND PRE -DRILLED HOLE DETAIL PREVAILING WINDS OCCUR BY PLACING THE LAPPED EDGE ON THE LEEWARD LONG SPAN III PANEL SHOWN, SIDE (DOWNWARD SIDE) OF THE PANEL RIB. THE REGISTERED PROFES ONM ARCHITECTURAL III PANEL SHOWN, MULTI RIB SIMILAR PRF-DRILI ING OVERLAPPING RIB FOR STITCH SCREWS ENGINEER YINoSF SEAL ADFFAg6 9 LONG SPAN III & ARCHITECTURAL 'ti" RIB AS SHOWN WILL INSURE ALL SCREWS ARE ALIGNED. DIMPLING DO NOT OVER TOROOM THESE DAA_NGS a EMPLOYED NOTEI TO AVOID INNUE WALL PANEL INSTALLATION WC64 N.1 C 71338 PANELS SIMILAR RT THE MAnuFALTUaEa r- 7 7,$(;$)`l $N , - LONG SPAN III, ARCHITECTURAL 111 OR ARCHITECTURAL "V" RIB WALL PANELS AB Mm pDEs rrorsEmErs � � - OR REPRESENT THEPROIECI EXP 12-31-20(f . - - ENGINEER OF RECORD AND SHALL .. ' llpf BF CONSIOEREo 45 51101. � r Q MARTY STIDHAM DRAWING STATUS: I -/f IL TABLERTYS IDH FOR CONSTRUCTION tjJ. CIVIC- r�Q LVD OROVILLE, CA 95965 ` SOFTWARE VERSIONS DESIGN: MSA 462 BIM: 20.2 AMERICAN BUILDINGS ATFQ� ELITE STEEL BLDG SYSTEMS JOB NUMBER: p SHEET: AFKucav — OF CALF NO RELEASE / REVISION DWN: / CKD: ENGR DATE O RELEASE / REVISION DWN: / CKD: ENGR DATE y y 6GO OCJA SED -009 M9Mia4197.0- 0 FOR CONSTRUCTION MILL/ VDF 05/16/2016 A : , «an " J • ROOF AND WALL PANELS ROOF PANEL BUNDLE SPREADER BAR (LOCATE OVER RIGID FRAME) ' ROOF AND WALL PANELS INCLUDING COLOR COATED, ALUMINUM COATED AND GALVANIZED. PROVIDE r - EXCELLENT SERVICE UNDER WIDELY VARIED CONDITIONS. ALL UNLOADING AND ERECTION PERSONNEL _ -. SHOULD FULLY UNDERSTAND THAT THESE PANELS ARE DUALITY MERCHANDISE WHICH MERIT CAUTIOUS — — — _ SYEEY PRECA001: CARE IN HANDLING. _ nMO IN THE CLEAR oI Laos _ _ _ — — — BESTAYING AM — — RLWG -uoBEo u UNDER NO CIRCUMSTANCES SHOULD PANELS BE HANDLED ROUGHLY. PACKAGES OF SHEETS SHOULD U D BE SURE 70 KEEP LOADS - KEEP BE LIFTED OFF THE TRUCK WITH EXTREME CARE TAKEN TO INSURE THAT NO DAMAGE OCCURS TO -.. . AND Aro FEET CLEAR. of HaAHc Eons. ENDS OF THE SHEETS OR TO SIDE RIBS. THE PACKAGES SHOULD BE STORED OFF THE GROUND ` SUFFICIENTLY HIGH ENOUGH TO ALLOW AIR CIRCULATION UNDERNEATH THE PACKAGES. THIS AVOIDS - DETAIL "A" GROUND MOISTURE AND DETERS PEOPLE FROM WALKING ON THE PACKAGES. ONE END OF THE PACKAGE - - PURLINS - SHOULD ALWAYS BE ELEVATED ABOVE THE LOWER END TO ENCOURAGE DRAINAGE IN CASE OF RAN. RIGID FRAME - BLOCKING - (TO PREVENT PURLINS ALL METAL PANELS ARE SUBJECT TO SOME DEGREE TO LOCALIZED DISCOLORATION OR STAIN WHEN y - l PACKAGE FROM ROLLING OVER WATER IS TRAPPED BETWEEN THEIR CLOSELY FITTED SURFACES. PANEL MANUFACTURER EXERCISES EXTREME CAUTION DURING FABRICATING AND SHIPPING OPERATIONS TO INSURE THAT ALL PANEL UNDER WEIGHT OF STOCK IS KEPT DRY. HOWEVER, DUE TO CLIMATIC CONDITIONS, WATER FORMED BY CONDENSATION • PANEL PACKAGE.) OF HUMID AIR CAN BECOME TRAPPED BETWEEN STACKED SHEETS. WATER CAN ALSO BE TRAPPED r E BETWEEN THE STACKED SHEETS WHEN EXPOSED TO RAM. THIS DISCOLORATION CAUSED BY TRAPPED ' PURLIN MOISTURE IS OFTEN CALLED WET STORAGE STAIN. .y ate, THE STAIN IS USUALLY SUPERFICIAL AND HAS LITTLE EFFECT ON THE APPEARANCE OR SERVICE LIFE OF THE PANELS AS LONG AS R IS NOT PERMITTED TO REMAIN ON THE PANELS. HOWEVER, MOISTURE - ' DETAIL "A•. RAFTER IN CONTACT WITH THE SURFACE OF THE PANELS OVER AN EXTENDED PERIOD CAN SEVERELY ATTACK - a THEIR FINISH AND REDUCE THEIR EFFECTIVE SERVICE LIFE. THEREFORE, IT IS IMPERATIVE THAT ALL TO FACILITATE THE HANDLING OF THE. ROOF PANELS. PANEL BUNDLES CAN BE LIFTED PANELS BE INSPECTED FOR MOISTURE UPON RECEIPT OF THE ORDER. IF MOISTURE IS PRESENT, DRY _ AND PLACED ON THE ROOF IF LOCATED AT A RIGID FRAME AND WITH BLOCKING IN PLACE TO THE PANELS AT ONCE AND STORE IN A DRY. WARM PLACE, IF POSSIBLE. PREVENT THE PURLINS FROM ROLLING OVER. DO NOT SLIDE BUNDLEDPANELSALONG ROOF WHEN HANDLING OR UNCRATING THE PANELS. LIFT. RATHER THAN SLIDE, THEM APART. BURRING - FRAMING. WHEN LIFTING BUNDLED SHEETS, MAKE CERTAIN THAT THE BUNDLE IS ADEOUATELY EDGES MAY SCRATCH THE COATED SURFACES WHEN SHEETS ARE SLID OVER ONE ANOTHER. NEVER - SUPPORTED. AS A RULE WHEN LIFTING, NO MORE THAN 1/3 OF THE LENGTH OF THE PANEL ALLOW PANELS TO BE WALKED ON WHILE ON THE GROUND. - - SHOULD BE LEFT UNSUPPORTED. REFER TO ERECTION DRAWINGS FOR THE ROOF PANEL MARKINGS AND STAGE ROUGH AND IMPROPER HANDLING OF PANELS IS INEXCUSABLE AND A PRIME EXAMPLE OF POOR JOB - BUNDLES ACCORDINGLY. THIS WILL MINIMIZE PANEL HANDLING AND SPEED THE ERECTION SUPERVISION. PROCEDURE. CAUTION: PANELS ARE SLIPPERY. OIL OR WAX THAT HAS BEEN USED ON THE ROOF AND WALL PANELS FOR PROTECTION AGAINST WEATHER DAMAGE WILL MAKE THEM A VERY SLIPPERY WALKING SURFACE. WIPE DRY ANY OIL THAT HAS PUDDLED FROM BUNDLES STORED ON A SLOPE. DEW, FROST - " - OR OTHER FORMS OF MOISTURE GREATLY INCREASE THE SLIPPERINESS OF THE PANELS. - PANEL'STORAGE ON ROOF RC54 PANEL STORAGE NOTES RC95 AA AA Q/WOFESS- RFG6iEp� - •. TAE RFD PRGEFSLOAK � A • ENGINEER WHOSE SEAL APEEA0.S {� DA THESEDMWINGT6EMRDEED g C 71338. • 9 rn ' - •, er THE HumiEACIURER W 1'n AHD ODES NOi SERVE AS • DR REPRESENT THE PROIFR EXP 121) 1 + ENGIAFF0.0F RFm11D AAD 5luLL1 � , ' • ADE BE fDNLDERED 455UO1. � s-�!"�V A. MARTYSTIDHAM • TABLE MTN BLVD DRAWING STATUS: FOR CONSTRUCTION - ,. r s' C IL P l IV `�. - OROVILLE, CA 95965 SOFTWARE VERSIONS DESIGN: MSA 462 BIM:'202 AM HUCAN BUII:DINCS �• 1 Off. Q!' ELITE STEEL BLDG SYSTEMS DWN:/CKD: ENGR DATE O RELEASE REVISION DWN:/CKD: ENG DATE JOB NUMBER: SHEET: ;�, .:-^oma � CAL` W16GO108A SED -010 MOMR. MLL / I VDF 05/16/2016 SEE APPROPRIATE FASTENER LAYOUT NOTE: AT EAVE (EA26BA) - FOLD INSULATION BACK, IT MUST NOT BE EXPOSED TO THE WEATHER. , EAVE SUPPORT FLASHING STRUCTURAL FASTENER 2 1/2° A. LONG SPAN III PANEL ROOF MAIN FASTENER(S) #12X1 1/4 SDHH 1'-0" O.C. 4 I 3 /A /0 ' J12XI.114 e, 33' I/2" • - . - • SMELT PRE0LO EE Ilf PRD SNOUO H iRFDm w iK PROPCR ERECIWI PAOFFOORCS FOR N1 AM SYoo PRECWION 1 D1 IN THD' a ENo LY TEN I/P IK UK VVIR RELY 4ORKD 3/41 - INSIDE CLOSURE TAPE Mf�S TIC ABU MR FASILNERS 3 3/4 1 1/2- " i/2 IM I CAULK BOTH SIDES OF CLOSURE POP & BOTTOM OF CLOSURE) 33 03 3 2 I/4° ..BUTYL CAULK I4 LONG SPAN III PANEL SSCK-1 - EAVE 'CLOSURE FLASHING 1 1/2" ' .. FEC_ WALL MAIN FASTENER(S) 11X114 EAVE STRUT INSULATION • 1'-P O.C. (BY OTHERS) " - WALL TRIM FASTENERS) ROOF MAIN FASTENER(S) TAPE MASTIC X110/1 11-T D.0 _ �R P 1/4 (9) PER PANEL - + WALL PANEL EAVE CLOSURE FLASHING a � - OUTSIDE CLOSURE' AOU/AVPO/LOAI NOTE: INSIDE CLOSURES OMIT-TED FOR CLARTIY. -UVC STRUT INSIDE CLOSURE CAULKING DETAIL EA01 SECTION Al SIMPLE EAVE WITH SHEETED SIDEWALL EA04 EAVE SUPPORT FLASHING ATTACHMENT EA10 FASTENER INSTALLATION AT EAVE EA26 LONG SPAN III SHOWN - ARCHITECTURAL III & ARCHITECTURAL 'V" RIB SIMILAR BQ LONG SPAN RI ROOF / ARCHITECTURAL 10. ARCHITECTURAL v RIB OR LONG SPAN III WALLS BB ARCHITECTURAL III, ARCHITECTURAL "V" RIB OR LONG SPAN III WALL PANELS AA LONG SPAN III ROOF BA _ ALL ROOF PANELS Su[IT' TAPE MASTIC COMINLOUS . u4 OStu MPRAED IR m xrnwc AT PANEL SID ) . OR iWwc MN NDIMP4 ON ROOF NdAi 1/1 IM ROOF FASTENER(S) ROOF PANEL ` PANEL MAJOR RIB (BEARING RIB) INSULATION (BY OTHERS) \ LONG SPAN III PANEL —_ ---- --------- EAVE CLOSURE FLASHING [ — [ -- — [ —CLOSURE -- — — INSTRUCTIONS — -- \\ WALL _ — �. PANEL 1. PRIOR TO SHEETING THE ROOF OR WALL, THE STRUCTURAL FRAMING MUST BE SQUARE AND PLUMB. MASTIC EXTENSION EAVE CLOSURE FLASHING r EAVE SUPPORT FLASHING WALL FASTENER(S) • 2. BLOCK OR SUPPORT THE GIRTS AND EAVE STRUT TO PREVENT THE #12X1 1/4 SUB FRAMING FROM SAGGING. BLOCKING MUST BE USED BETWEEN INSIDE CLOSURE WALL PANEL WALL FASTENER(Si) ENDWALL COLUMNS AND SIDEWALL COLUMNS AND SHOULD REMAIN #14X 3/4 OUTSIDE CLOSURE IN PLACE UNTIL ALL WALL SHEETS ARE INSTALLED. • BLANKET INSULATION 1'-0" O.C. EAVE MRM EAVE CLOSURE FLASHING ' • - 3. PLACE THE EAVE SUPPORT FLASHING ON THE EAVE STRUT, LEAVING TAPE MASTIC (COMINOUS TOP - AN 1 1/2" OPENING BETWEEN THE OUTSIDE FACE OF THE AND UNDERNEATH INSIDE ' EAVE STRUT AND THE INSIDE OF THE EAVE SUPPORT FLASHING. R (A 2 X 4 WORKS WELL TO OBTAIN THIS SPACE). THE 1 1/2" 1/OIm • ' OPENING WILL ACCOMMODATE THE ARCHITECTURAL III, ARCHITECTURAL 'V" RIB OR LONG SPAN NI WALL PANELS. AN OPENING OF 3 1/8" - MASTIC LOCATION AT THE EAVE IS CRITICAL 10 ENSURE A MUST BE MAINTAINED FOR SHADOW PANELS. SECURE THE EAVE OIRSIDE CLOSURE WEARIER TIGHT SEAL THE SIDELAP MASTIC MUST EXTEND RIB TO THE WN FROM THE TOP OF TMASIC NSPUCE ' SUPPORT FLASHING WITH #12 X 1 1/4" SELF DRILL FASTENERS N MUSTSTIC 1N CLOSURE. HE EXTENSIOHE BLANKET INSULATION • - LOCATED 1'-0' O.C. THESE ARE PERMANENT FASTENERS AND-MUST INTO THE [AVE MASTIC. BE INSTALLED. REMOVE ANY SPACERS USED FROM BEHIND THE • ry EAVE SUPPORT FLASHING. INSTALL EAVE CLOSURE FLASHING EAVE MASTIC DETAIL AT PANEL SIDELAP EAZ9- LONG SPAN III ROOFS BA • (TFEC-). EAVE CLOSURE IS HELD INPLACE BY ROOF FASTENERS ` € _ ,, - r•. AT EAVE AND MUST BE INSTALLED WITH ROOF PANEL. ' ' 4. INSTALL THE ROOF PANELS ACCORDING TO THE APPROPRIATE MANUAL •_ AND/OR ERECTION DRAWINGS. -REMEMBER THE PANEL OVERHANG DIMENSION IS USUALLY FROM THE FACE OF THE EAVE STRUT AND • SHOULD BE MEASURED AS REOUIRED BY THE ERECTION DRAWINGS. 5. WALL PANELS AND INSULATION MAY NOW BE INSTALLED. SECURE THE INSULATION TO THE FACE OF THE EAVE STRUT AND BASE ANGLE ' - ACCORDING TO MANUFACTURERS RECOMMENDATIONS. SLIDE THE WALL F PANEL BETWEEN THE'FAVE STRUT AND EAVE CLOSURE FLASHING, PLUMB THE PANEL AND SECURE WITH THE WALL FASTENERS. FASTENERS MUST BE INSTALLED BELOW THE EAVE TRIM. • - 6. INSTALL THE PANEL CLOSURES AND SECURE THE FAVE CLOSURE ` FLASHING TO THE WALL PANELS. STEP 1. SEE INSTRUCTION NO. 5 STEP 2. SEE INSTRUCTION NO. 5 STEP 3. SEE INSTRUCTION NO. 6 SEE NOTE SEE NOTE SEE NOTE - QRpFES /p r O �l P� ORS 'NOTE:• INE REG6 REO PROFESL° SHADOW PANEL INSTALLATION SHALL VARY FROM THE DETAILS SHOWN. SEE THE SHADOW EN INEERWNOSE AVPEAI6 " �' y PANEL ERECTION DRAWINGS FOR FASTENER AND FLASHING DETAJLS. . ROOF SHEETING PRIOR TO 'WALL SHEETING INSTRUCTIONSfAl l DN THESEDRA-T OEMPEOTED FA uj C 7.1338 `9 A^ AA VTHEN MR AN° OOES NOF SERVE IS � °"REPaESENTTNEPROIER -' ENGINEER Of RE(flRD AND SHALL NOT BE OOFbiDFREDA5 SU01. EXP 12-31-20t} � �R _ - - - DRAWING STATUS: ,� MARTY STIDHAM TABLE MTN BLVD FOR CONSTRUCTION �'j C►V 1\. SOFTWARE VERSIONS DESIGN: MSA 462 BIM: 20.2 BUIIDtNGS OROVILLE, CA 95965 i1MERIGAEv OF ' JOB NUMBER: SHEET: rnucau mwFv CA�``� NO RELEASE / REVISION OWN: / CKD: DATE DATE ELATE STEEL BLDG SYSTEMS ENGR O RELEASE / REVISION DWN: / CKD: ENGR W 16G0108A SED-011 M e M.i " 0 FOR CONSTRUCTION MLL / VDF 05/16/2016 r �n sanr RR[wnwN: .92f06 SHDM.D R[ DLVMD w .NOTE: ERE FwDRLa [�clgN I INSULATION FOR Nr. INSULATION IS TO BE FOLDED (8Y OTHERS) - 1 1/2 INSIDE CLOSURE ,� TAPE MASTIC L/t iY "PIGTAIL" MASTIC TO JOIN CONTINUOUS SEALING RUN OF MASTIC UNDER RAKE FLASHING " - {. BACK AT THE LAVE-DO NOT TAPE MASTIC - ALLOW INSULATION TO BE � (CONTINUOUS TOP k INSULATION UNDERNEATH CLOSURE)- . (BY OTHERS) � � ROOF TRIM FASTENER(S) (CONTINUOUSEXPOSED 10 THE WEATHER: � OPNUOUS OF ALOE - (4) )/14X1 SDRF - ,Ay INSIDE CLOSURE .+ �P EAVE CLOSURE FLASHING _ • - EAVE CLOSURE FLASHING FI FIELD CUT Q �\ SECTION OF MASTIC \\ BACKUP FLASHING - FEB-10.2 . URECAULKTAPE (CONTINUOUS UNDERNEATH \\ GTS CLOSURE) } _ \\ - WALL TRIM FASTENER(S) - \\ TAPE MASTIC - i'-O' O.C. \\ / 3/4 TM - 4T - TAPE MASTIC EAVE .CLOSURE FLASHING WALL PANEL - 3/4 TM - WALL MAW FASTENERS) '' ARCH WALL PANEL � SHOWN, OTHERS UNIVERSAL RAKE FLASHING \ SIMILAR - OUTSIDE CLOSURE TRU1 \ \ BLIND RIVET \ 1/8 RIVET EAVE STRUT / \ \ (3) PER LAP WALL FASTENER PRIOR TO THE INSTALLATION OF THE FIRST ROOF PANEL. THE 9DEWALL AND ENDWALL SHEETING _ - URETHANE \ \ � px SHOULD HAVE BEEN COMPLETED AND TIE ROOF INSULATION STARTED. START A LINE OF CAULK G/5'0 s \ +STRUT • 1/7' X 1/8' TAPE MASTIC DOWN THE EAVES AND ALONG TOP OF CLOSURE AS SHOWN ABOVE. LEAVE THE PAPER BACKING ON THE TAPE ALONG THE TOP OF THE CLOSURE UNTIL THE ROOF PANEL 6 READY TO BE SECURED. EAVE BOND RIVET OUTSIDE CLOSURE 1/8 RIVET � - MASTIC AND INSULATION APPLICATION AT EAVE EA28 UNIVERSAL RAKE FLASHING FL02 EAVE CLOSURE FLASHING FL14 ALL ROOF PANELS WITH UP TO 3" THICK WALL PANELS AA STANDARD FLASHING. LAP AA - LONG SPAN III ROOFS - BA REF. DETAILS FLO6AA, RC35AAA & RC35WAA ROOF FLASHING LAPS AND END TRANSITIONS EXPOSED TO ROOF CONDITIONS - - SUEir Raanmr. FASTENER AND WASHER 1. ROOF FLASHING LAPS SHALL BE SEALED WITH 3/4 X 3/16 TAPE MASTIC (3/4 TM). 4. VALLEY GUTTER LAPS SHALL BE SEALED WITH 2 X 3/16 TAPE MASTIC (2 TM) AND SHALL wawa ma BE VR XD WOR rw KR IRON °A0a0u OTHER MEANS (BY OTHERS) MAY BE USED TO ATTACH NOTE: INSULATION (BEFORE EAVE CLOSURE TOLD INSULATION BACK ONTO BE STITCHED WITH #14 ROOF FASTENERS 2" ON CENTER. OUANTITY WILL VARY WITH FLASHING IS ATTACKED) ITSELF FOR COMPRESSION 2. FIELD CUT FEB-10.2 BACKUP FLASHING TO REINFORCE FLASHING ENDLAPS AND GUTTER SIZE. ROOF PANEL BETWEEN EAVE STRUT AND TERMINATIONS. INSTALL FEB AS SHOWN IN CONNECTION DETAILS (INBOARD) OF _ — ROOF PANEL. R MUST NOT BE MASTIC, CLOSURES AND SUPPORT MEMBERS. 5. PREDRILL 1/4"• HOLES AT UPPER AND LOWER FLASHING FOR //14 FASTENERS. - EXPOSED TO THE WEATHER. = DO NOT PREDRILL FEB BACKUP FLASHING. EXTRA CARE SHOULD BE TAKEN: -- — _ INSUUTIDN DO NOT EXTEND FEB INTO THE MASTIC 6. FOR ROOF FLASHING LAPS NOT SHOWN IN DETAILS, THAT ARE EXPOSED TO ROOF CONDITIONS, USE THE FOLLOWING AS A GUIDE; EAVE _CLOSURE FLASHING DO NOT EXTEND FEB BEYOND THE BUILDING ENVELOPE • REINFORCE THE TOP SIDE OF ALL FLASHING END TRANSITIONS EXPOSED TO FEB EXTENDED BEYOND THE BUILDING ENVELOPE INTERUPTS THE ROOF CONDITIONS USING #14 ROOF FASTENERS, 3" ON CENTER THROUGH GASKET CREATED BY THE CONTINUOUS MASTIC APPLICATION. MASTIC AND FIELD CUT FEB-10.2_ (AS SPACE ALLOWS) I--I ADJUST FIELD CUT FEB LENGTHS AS REQUIRED. I I EAVE BRUT L -FLASHING LAPS NOT SHOWN AND NOT EXPOSED TO ROOF CONDITIONS _ EAVE SUPPORT FLASHING TFSE(T) 3. STANDARD FASTENER SPACING AS SHOWN ON CONNECTION DETAILS WILL NEED TO7 . FOR FLASHING LAPS NOT SHOWN AND NOT EXPOSED TO ROOF CONDITIONS, USE THE NOT REOURED AT I I LONG SPAN III ROOFS DOUBLE SIDED TAPE (BY OTHERS) VARY TO ENSURE A COMPLETE GASKET SEAL AT SOME LOCATIONS. FOLLOWING AS A GUIDE; TO BE USED TO SECURE INSULATION. INCLUDING (BUT NOT LIMITED TO) THE FOLLOWING. WALL PANEL • DECREASE STITCH FASTENER SPACING FROM 6" O.C. TO 3" O.C. AT FLASHING • USE 1/8 INCH BLIND RIVETS 3" ON CENTER. OR \�I'Lr.11' FLASHING TRIM INSULATION AND LAPS AND TRANSITIONS. TURN VINYL BACK. INSULATION MUST NOT BE EXPOSED TO WEATHER. EXAMPLES: RIDGE FLASHING TO RAKE CAP _ GENERAL REQUIREMENTS - - HIP FLASHING TO TRCZ EAVE i E X RIDGE CAP TO PEAK BOX 8, ALL FLASHING UPS SHALL BE TWO INCHES. • - • AT ALL EXPOSED ROOF FLASHINGS ENDLAPS INSTALL A STITCH FASTENER - - THROUGH THE UPPER FLASHING 2 1/2" FROM THE ENDIAP. (SEE DETAIL RC35wta) ' FLASHING LAPS AND TRANSITIONS - GENERAL REQUIREMENTS+• FL06 I SUGGESTED INSULATION ATTACHMENTS AT EAVE IN01 AA . , AA ROOF TRIM FASTENERi�) '64Aa/Ca. ANGLE TAPE MASTIC f16"SINS) 1/1 IN U-4 '• _ TAPE MASTIC }/q" ./ 1 SDAPS OF TAPE MASTIC 3/4' _ 9 G-1 9 1/2' R➢NLINS) i - 3/4" TM BOTH SIDES ALONG TOP OF EACH LONG SPAN III PANEL CA -5 12" PURLINS) + OF RIDGE PLACED ASIDEND OF RAKE CAP AND ALONG BACK LEG .. (4) 1/8" RMl TO HOLD IN PLACE RAKE FLASHING - FOR FASTENER — — — — — — — FR1 ATTACHMENT OF I RODE MAIN FASTENER(S) _ RAKE GAP I I , STRUCTURAL FASTENER(S) IDI1 I�/4 EXTEND RSA WORKING POINT TO PEAK E AT TOP OF STEEL I ROOF PANEL I I 1 1 (2) PER PURUN.- I T WALL MAIN FASTENER(S ' I I 1 t RAKE CAP - 112X1 1>4 TRCU_ ' D.C. RAD1 AB RAKE FLASHING DE FORMED RIDGE 1^ r I STEP 1 L3DFR-- \ WALL FASTENER(S) I \ ROOF TRIM FASTENERS) - /TFJM PURLIN f)-P AG RAKE CAP I -KER PUTS --P INSIDE OF RAKE FlAS1lINC \ (4) REOUIRED BLIND RIVET 1 � E /D WALL PANEL STEP 2- ROOF TRIM FASTENER(/) 1/8 MET (11) REQUIRED 0 Rr�F- ( 2) RE UIREO K 11A�I+RIM FASIENER(S) STEP 3 (3) REQUIRED INE REG6 EKED RROFE59aNA CIO � FIXED RAKE DETAIL\ RA02F UNIVERSAL RAKE CAP INSTALLATION RA03EN By Ew FA UUR AND W6 EFOF SERVE m W m cr-C 71338: � r- .LONG SPAN III ROOF PANEL BA LONG SPAN ID ROOF W/DIE FORMED RIDGE - - BA REF. DETAILS FL02ELA & FLO6AA ORRE➢RES .ERROIKF ENGLNEER OF RCODRD AND SIWL 110i BF CDx510EREDA55UW. EXP 12 2011 `* e *. - .. DRAWING STATUS: 4r+ MARTY STIDHAM TABLE MTN BLVD FOR CONSTRUCTION - s>.A C1VIV - OROVTLLE, CA 95965 SOFTWARE VERSIONS DESIGN: MSA 462 BIM:20.2 AMMI AE\-SUnDINGS 9 C� OF JOB NUMBER: SHEET: en.ic�.mw.v CAL, NO RELEASE / REVISION DWN: / CKD: ENGR DATE - O RELEASE DATE ELATE STEEL BLDG SYSTEMS / REVISION DWN: / CKD: ENGR W 16 G0108A SED-012 M 8 MR 0 FOR CONSTRUCTION MLL / VDF 05/16/2016 ' RAKE SUPPORT ANGLE RSA_1 1 1/4' MML "CRITICAL" BLIND RIVETS 1 /8 RIVET j� ' ROOF STITCH FASTENERS) ROOF MAW FASTENER(S) ROOF PANEL 114X3/4 112XI 1/4 5[E DETAIL •A• ROOF PANEL (TYP) JI UNIVERSAL RAKE TRIM TRUI 1'-6" O.C. (SEE NOTE) 1'-0' D.C. M410R RIB r RAKE FISHING - IH / _. /�T / XX rL RIDGE \ TYPICAL FASTENER LAYOUT AT INTERMEDIATE PURLINS DIE FORMED RIDGE FASTENER(S) ROOF MLPURLIN) APPLY URETHANE CAULK '1ALL AROUND/4BEADNEL L3DFR_ (NOT TO PASS T \ GTSROOF STITCH FASTENERS) MA TIC MA T \ \ f14UL. \ \ \ (SEE NOTE) \ \ LOCATE O-6' O.C. FOR FIRST _ Y-P FROM LAVE FOR ICE AND DETAIL 'A LONG SPAN III \ \ - SNOW CONDITIONS. () JI'9)' PANEL — — — — — — \ ROOF MAIN FATTENER(S) 112X1 I/1 ROOF PANEL - \ SEE DETAIL "A" SLIP ANGLE CLIP CL-21 \ \ �M"AJORB TAPE MASTIC PURLIN (1) PER PURLIN \ \ 1/2 TM \ \ 5 CABLE ZEE TRUEC_ REQUIRED WITH TRUI \ \ RAKE ENDCAP \ 'TRUEC_ (') RAKE FLASHING, AS SHOWN. \ PART A TYPICAL FATTENER LAYOUT AT EAVE. ENDLAPS. RIDGE AND HIGHSIDE STRUCTURAL FASTENERS WALL PANEL NOT SHOWN FOR CLARIFY TRE1_, REQUIRED WDH - RAKE ENDCAP \ (12X1 14 7RA7_ RAKE FLASHING •. TRUEC_ .. - (2) PER G-21 PART ..B.. . RAKE DETAIL RAO 5 UNIVERSAL RAKE ENDCAP INSTALLATION RA70 FASTENER LAYOUT RCOS RIDGE DETAIL RC31 EXPANDED NEW OF RAKE CONNECTION / LONG SPAN III ROOF BA LEFT HAND SHOWN AA LONG SPAN III ROOF BA LONG SPAN III ROOF W/DIE FORMED RIDGE BA TAPE MATTIC LONG SPAN III PANEL ROOF MAIN fASTENER(S) (TYP) 11211 I/1 ROOF MAIN FASTENER(S) (TYP) jixt I/1 t•• ROOF MAIN FASTENER(5) t 112X1 1/4 1/2 1M 1•-0. � - LONG SPAN III PANEL 8" MINIMUM "CRITICAL- CONTINUOUS I ROOF MAIN FASTENER(S) INSULATION OF RB 4 DIE FORMED RIDGE INSTALLATION (9) PER PANEL BEARING (BY OTHERS) t� L3DFR— DIE FORMED RIDGE PANELS ARE BE INSTALLED AS EACH SIDE OF THE ROOF IS SHEETED. 11x11/4 RIB --OVERLAPPING THIS WILL AID IN KEEPING BOTH SIDES OF THE ROOF ALIGNED. AFTER HAVING INSTALLED A RUN OF PANELS ON EACH SIDE OF THE ROOF, APPLY MASTIC TO THE PANELS AS SHOWN — — — — — — — — — — ir RIB AT LEFT. SET DIE FORMED RIDGE PANEL IN PLACE AND INSTALL LAP AND PURLIN FASTENERS. ROOF STITCH FASTENERS) APPLY MASTIC ALONG THE TOP OF THE LEADING RIB TO PREPARE FOR THE NEXT SIDELAP. 114X3/4 DIE FORMED RIDGE SHOULD NOT BE USED ON BUILDINGS WITH ROOF PLANES GREATER THAN 75' WIDE. • TAPE MASTIC 1/2 TM I r e PURLIN J a GABLE ZEE \ - ® ENDWALL RAFTER ® RRKER PRECANION: ® EACH SHO EACH wpRKER SHOULD BE TRaNED -_N DD NOT WALK ON UNSEIXIRED ENDS g THE FIRST RUN OF PANELS IS NOW READY TO BE INSTALLED. BEGIN WITH THE EAVE PANEL INSTALL p USE THE SAFEST AND MOST vRODUCIIVC ERECTION TECHNiouEs. OF PANELS. THE FIRST EAVE PANEL WITH THE CENTER LINE OF THE OVERLAPPING RB EVEN WITH THE END OF I PURLIN THE PURLINS. UNLESS NOTED DIFFERENTLY ON THE BUILDING ERECTION DRAWINGS, EXTEND THE LOWER !, END 3" PAST THE CK OF TH l (A STRING UNE EXTENDED OUT FROM THE LAVE STRUT • WILL HELP KEEP THE ZINC STRAIGHT . LIFE THE LOWER END OF THE PANEL ENOUGH TO REMOVE THE LONG SPAN III PANEL EAVE TRM ." PAPER BACKING FROM APPROXIMATELY 3 FEET OF TIE MASTIC ALONG THE TOP OF THE INSIDE CLOSURE AT TIKE EAVE. PUSH DOWNWARD ON THE PANEL AT THE MASTIC LOCATION TO INSURE THE RIDGE PURLIN • 1F�' CABLE ZEE MASTIC, CLOSURE AND PANEL ADHERE TO EACH OTHER AND FASTEN THE PANEL WITH ROOF SEE BUILDING SEE AAO 6066-20.0 ($' PW31N5) FASTENERS AS SHOWN. TAPE MASTIC ERECTION DRAWINGS NOTE: 9566-20A ((1 1/7'PNGIN$) FIRST PANEL INSTALLATION RC11 1/2 TM FOR DIMENSION DIE FORMED RIDGE INSTALLATION RC30 INSIDE CLOSURE LORI NOT SHOWN FOR EAVE STRUT 1266-20.0 (12' PURLINS) LONG SPAN 01 ROOF PANELSBA LONG SPAN III ROOF PANELS I BA CLARITY. • x ROOF TRIM FASTENER(S) THE LONG SPAN III ROOF PANELS HAVE BEEN DESIGNED SO THAT BOTH SIDES OF A GABLED BUILDING 114X- CAN BE SHEETED SIMULTANEOUSLY. IF THE ROOF OF THE BUILDING IS SYMMETRICAL ABOUT THE 3" O.C. (UNLESS OTHERWISE NOTED) ROOF TRIM FASTENER(S) RIDGE. THE SHEETING CAN BEGIN AT EITHER ENDWALL HOWEVER, IF THE BUILDING IS NOT • - 114X- SYMMETRICAL ABOUT THE RIDGE OR IF THE BUILDING IS SINGLE SLOPED FROM THE EAVE TO SAVE. THE SHEETING MUST BEGIN AT THE ENDWALL INDICATED ON THE BUILDING ERECTION DRAWINGS. 2 1/2 UPPER ROOF FLASHING TAPE MASTIC SIDEWALL PIECE "B•• 3/4 TM A LOWER ROOF FLASHING LOWER ROOF FLASHING UPPER ROOF FLASHING EAVE PANELS PIECE "A" - SHEETING DIRECTION INTERMEDIATE PANELS BACKUP FLASHING I RIDGE PANELS 1k01` RIDGE FEB- i O.2 •FIELD // ENDWALL — CUT TO LENGTH L12" ' *LENGTH REQUIREMENT DETAILS LAP - RIDGE PANELS RIDGE/HIP; RC33__A RAKE/HIGH SIDE SAVE; FLOJA 2„ IAP INTERMEDIATE PANELS HOLES MUST BE DRILLED PRIOR TO APPLYING MASTIC. "B" "A. ALL FLASHING EXPOSED TO ROOF CONDITIONS REQUIRE A FASTENER LOCATED 2 1/2" FROM THE EDGE OF THE UPPER FLASHING, AS SHOWN ABOVE, TO ENSURE A POSITIVE SEAL AT ENDLAPS. EAVE PANELS 0TEMPORARILY LAP PIECE OVER PIECE PRE-DRILL THE REQUIRED NUMBER OF 1/4"e HOLES THROUGH BOTH "A" & 'B" PIECES OF ROOF FLASHING BUT NOT BACKUP FLASHING. STANDARD FASTENER SPACING FOR FLASHING CONNECTION, TYPICALLY 6' O.C.,SLIDE PIECE "B" BACK AND APPLY TAPE MASTIC AND BACKUP FLASHING ON PIECE "A" AS SHOWN. MAY RESULT IN FASTENER SPACING AT ENDLAPS EXCEEDING THE 2 1/2". qr7 PIECE "B" OVER PIECE "A' BEING CAREFUL TO ALIGN HOLES. INSTALL ROOF FASTENERS AS ADD FASTENERS OR REDUCE SPACING AS REQUIRED AT ENDLAPS. SIDEwALLLAP SHOWN- CONTINUE PROCESS. ALONG ROOF CONDITION. THE REGKTEREO VRaEsstowRl coAJREARTZSECTION THROUGH ROOF FLASHING LAP RC35A EXPOSED ROOF FLASHING FASTENER REQUIREMENT RC35W DIRECTION OF ROOF PANEL ERECTION RC64 ON THESE DMWIRGS 6Exl°LOYED VtoAA AA LONG SPAN III ROOFSBA 38 aro DOES xm SERVE As EXP 12-31-20 1 ENWNEER Of REmRD ANDSIULLL 1 y NOT RE fDtbIDERFD AS SUM AE t`ff44 �E DRAWING STATUS: E - MARTY STIDHAM TABLE MIN BLVD FOR CONSTRUCTION C1VIL OROVILLE, CA 95965 SOFTWARE VERSIONS DESIGN: MSA 462 BIM: 20.2 AMERIGAE'd-BUILDINGS qrG - OF JOB NUMBER: SHEET: ,moo mom„ CGL`` NO RELEASE / REVISION _:::DWN:/CKD:jENGRj DATE IN01 RELEASE / REVISION I DATE ELITE STEEL BLDG SYSTEMS I DWN: / CKD: ENGRI W 16 G 0108A SED-013 M e M A 0 FOR CONSTRUCTION MLL / VDF 05/16/2016 u . T ; - r::• i IV ROOF FASTENERS SPECIAL CONDITION FASTENERS t _ ' Z/j6 fF1T Dacm pt. i Ip t` jt r I qi ♦. S.Pm PRECAUUON: —M PRECAuuON: ; LONG SPAN III PANEL IDENTIFICATION MARK NUMBER C$C� SEU DD1NG HEY HUD SEF ORLE G®ON STEEL IGT HM • DO. NOT STEP ON PANELS. FAST IT WITH WASHER FASTENER MTNDN WASHER UNTIL FULLY SECURED WITH DO NOT STEP ON RIB Or �. ... RwE xa 11m 1H SIR + RYB An I'm I/A mm FASTENERS. � rw slmriE:�E. STEP ON � EXAMPLE L3P. 24 - 30.0 _ • } y ,7.�N r IN LENGTH PORN NB DE -FORTED GATE AIW ATIAOSM To KRUNS, 24 GAGE (22, 24, 26, & 29 GAGE AVAILABLE) URE. RD¢ CORNEmDRS AND DMD SHEET Q & 90 UW FLSG. ATIACI60fl. TO SIRUCTURu CONNECTORS �.. NWunn_2wC Aum-ODUm RODS AND DESCROX)R. - LONG SPAN IN All PRE-TwL9QD RODS - IIt L 1 1/1 Ga , SELF MING a78DH STEEL LEI HEW - DESCINPIION FAST HER WIIHOUI WASHER pA arta W& n. IIm VA mNOA SLFORLLNG AP$X'AiON 1 LONG SIMDIISDC QOSURF � FAST[NER WTIH WA9GR - IGD (situ TNOO>CgF.S fRUIIR THW 12 W • - LOU HNc IO. 114a/4 Ew M UP TD MD wumc 1141 DETAIL "A" DETAIL "B" - ERECTION OF THE LONG SPAN PANEL REOUIRES THAT THE PROPER DIRECTION OF ITS APPLICATION dCYIAFGDDD BRE ANGLE ATUCHWDT To RAR JDM BE MADE. THE DESIGN OF THE PANEL INCORPORATES A BEARING LEG INTO ITS LEADING EDGE p/&. nBA1I'N WHICH PROVIDES SUPPORT FOR PROPER NESTING OF THE OVERLAPPING RIB OF THE NEXT PANEL. PANELQfARAWCESO HOU RE DESDA 112 LONG SPAN III PANEL THE INSTALLATION OF THE PANELS SHOWN AT LEFT PROCEEDS FROM LEFT TO RIGHT. HOWEVER, 1/I6 PALL SUDOR EORM AND HARING 1171 I 1 lm ' ( ) 10 PANEL mB+[mala AND mx[R Emaao gv Dlliw cVBt]x sIm IG LEAD UNLESS FIELD CIRCUMSTANCES DICTATE OTHERWISE, INSTALLATION OF PANELS CAN PROCEED FROM SIM To 9Em CONECTIola FASTENER MW WASHER EITHER LEFT TO RIGHT OR RIGHT TO LEFT AS LONG AS THE OVERLAPPING RIB IS LAPPED OVER NUvmD-w'C Aum-MTED ROOTS NO y n m 11DI 1/7 Rahn THE BEARING RIB. Au Pa-rlxslm ROOFS APPLICAT y OUTSIDE (ME,m Dw[sgs rwI,ATTR THAW I/I- OVERLAPPING RIB MISCELLANEOUS FASTENERS - AAm UR TD AAB Nnlmc I?) (THIS RIB OVERLAPS �— —� - GABLE ANGLE ATIAN" 10 RAW .OTs PRECEEDING PANEL) - NOTE: - DESCRIll 1/3 aw WO Ii-�• � \ ALUMINUM -COATED PANELS ARE SUBJECT TO STAINING DUE TO RESIDUE FROM BARE HANDS. • • Iunc Ia I/R RWI G� poll y z ALUMINUM -COATED PANELS THAT INCLUDE AN ACRYLIC FINISH DO HAVE ADDITIONAL PROTECTION, . SEA TAPPDG CARBO' STEEL HG IGD _ BUT R 15 LIMITED AND DETERIORATES IN A RELATIVELY SHORT TIME MAKING THAT PANEL ALSO ARTUAIDN WeFAST0.R mN WASHER 2sTm — SUBJECT TO STAINING FROM BARE HANDS. IT IS RECOMMENDED THAT GLOVES BE USED FOR RAsHm LAPS AND ilA9O& R'a w. I'm In aln BEARING LEG -'� LEC TO PANEL CMKCIKM .PPI «',>PN ALL HANDLING OF BOTH PRODUCTS AND THAT APPLICATION OF THESE PRODUCTS BE LIMITED g (yr 10WOODxETmo (BEARING LEG GIVES TO AREAS NOT EXPOSED TO TOUCH. - // LOB BAH RaDr nosNE V .. (VIS Hu 1G�n saOGT R[DImGD) . SUPPORT TO SIDELAP) AW NOTE: ALL HEY HEAD SIZES SHALL REONRC A 5/16" HEX SOCKET UNLESS NOTED. -. DETAIL "A" DETAIL "B^ BASIC PARTS AND PIECES RC61 PANEL MARKING AND SIDELAP DETAILS RC63 LONG SPAN III ROOF B SIOELAP DETAIL _ LONG SPAN III BB DWW / CKD: I ENGRI DATE MLL / I VDF 1 05/16/2016 MARTY STIDHAM TABLE MTN BLVD OROVILLE, CA 95965 ELITE STEEL BLDG SYSTEMS _EASE / REVISION OWN: /CKD: ENGR DATE A b ` �o FES SAFETY PRECAUTION: w USC OSHA APPROVED TIEOFFS, NCTDNG � I • ' THE REGBTERED lROFM3Z7 ENGINEER WHOSESFALAPPEARS0 OR RAEING WHEN WM.HC ON ROOF MAS. � 'J 17 fZ{� ON TNEM DRAWINGS IS EMPLOYED- MACN - BY THE ANUFRER 1 0•' .. • - ERECTION NOTES: r of ' ♦ ENGINEER OF REOMDAND SNALL NOT RE nkdDERED 45 SUM 1. ALL AREAS WHERE MASTIC 15 TO BE APPLIED SHOULD BE WIPED CLEAN WITH A MILD EXP 12-31-20�� S `,e, it. ,* STATUS: DETERGENT OR AN ALL PURPOSE CLEANER BEFORE MASTIC APPLICATION. THIS WILL FOR CONSTRUCTION LONG SPAN III CIV1%_ ENSURE A GOOD SEALING SURFACE AND IMPROVE WEATHER TIGHTNESS. ._ PANEL TAPE MASTIC JOB NUMBER: SHEET: AAracvarLllAVN 1/2 TM2. THE BLANKET INSULATION MANUFACTURER RECOMMENDS THAT DOUBLE SIDED TAPE TAPE MASTIC SED -014 (TOP & BOTTOM BE USED TO SECURE THE INSULATION TO THE SAVE. THE METAL BUILDING SUPPLIER 1/2 TM I OF CLOSURE) ISNOT RESPONSIBLE FOR( THE ATTACHMENT. OF THE INSULATION. (CONTINUOUS AT RIB OF OTHERSLAMAY BER AND ACROSS PANSIDEEL PANEL WIDTH BE \ 3. ALL EXPOSED FASTENERS SHOULD PENETRATE THE SEALANT FOR THE MOST D \\\\\ BACKLAPPED) WEATHER TIGHT CONNECTION IN ROOF AND WALL AREAS WHERE APPLICABLE.. - - . Z 4. WHEN FIELD CUTTING PANELS OR TRIM DO NOT USE ABRASIVE SAWS OR OTHER CUTTING METHODS WHICH PRODUCE HOT METAL PARTICLES OR BURN THE CUT EDGES.' - INSIDE CLOSURE THESE METHODS WILL DAMAGE THE PAINTED AND GALVALUME FINISH AND VOID ANY ' WARRANTIES. USE DOUBLE CUT SHEARS, NIBBLERS OR OTHER CUTTING DEVICES WHICH DO NOT PRODUCE HOT METAL PARTICLES OR BURNED EDGES. EAVE FLASHING BACKLAPPING THE PANELS IS ROUTINELY DONE TO MATCH PANEL COVERAGE WITH THE BUILDING LENGTH. THIS IS DONE WITH THE EAST ROOF PANEL INSTALLED. THE PANEL MAY BE BACKEAPPED VOR 2' AS REOUIRED ' TO COMPLETE PANEL COVERAGE. WHEN BACKLAPPING PANELS. MASTIC MUST BE APPLIED BETWEEN THE TWO PANELS AT THE EAVE AND AT PANEL ENDLAPS AS SHOWN ABOVE. - PANEL BACKLAPPING RC75 ERECTION NOTES RC91 LONG SPAN III ROOFS BA9' LONG SPAN III BA r L . DWW / CKD: I ENGRI DATE MLL / I VDF 1 05/16/2016 MARTY STIDHAM TABLE MTN BLVD OROVILLE, CA 95965 ELITE STEEL BLDG SYSTEMS _EASE / REVISION OWN: /CKD: ENGR DATE A b ` �o FES I • ' THE REGBTERED lROFM3Z7 ENGINEER WHOSESFALAPPEARS0 co � 'J 17 fZ{� ON TNEM DRAWINGS IS EMPLOYED- MACN - BY THE ANUFRER C 7`1338 r. .. • - ANDOOESNOTSERVEAS OR REPRESENT THE PROJECT` of ' ♦ ENGINEER OF REOMDAND SNALL NOT RE nkdDERED 45 SUM EXP 12-31-20�� S `,e, it. ,* STATUS: FOR CONSTRUCTION CIV1%_ SOFTWARE VERSIONS DESIGN: MSA 462 BIM: 20.2�LW AMatICAE\ BUfI.DINGS JC JOB NUMBER: SHEET: AAracvarLllAVN /E OF CA�`� W16GO108A SED -014 McMR lilkw, SAFETY PRECAUTION: - STRUCTURAL FASTENER(S) t GI NOT STEP, 9f OR CLIMB ON WALL D N OR EP. STRUTS FAILURE AL ADHERE ' 12X1 14 (6) PER CLIP JAMB - F TO THIS PRECAUTION MAY RESULT W A SERIOUS INJURY. CLIP C -J " CLIP +' .• - CIO (12' AM) I I • JAMB - GIRT C-4 (FOR 12' JAMBS k - .I (%2 BVXI 1/4 AW/ H BUTTON HEAD BOLT ' STRUCTURAL JAMBS) .. - HEADER i (Q I/Z✓<1 I/4 B$ GIRT I. AT EXPOSED HOLE LOCATION JAMB SOUEEZE CUP - ' - W/ 12` JAMBS Y 1/2`e ANCHOR BOLTS (BY OTHERS) CL -7 8" JAMBS) - C-8 �9 1/1' ABR) — — — — — - - { - CLIP C-3 p C-9 2 ED BACK (i PLM 6) TO BACK FOR 1?- JAMBS) - . I I ' BUTTON HEAD BOLTS - (2) 1/2X1 1/4 60 BASE ANGLE O o _ 1/1X1 1/4 A725I/ (FIELD NOTCH) 1/2 WHX NUT _ - I. BIfRON HEAD BOLTS . " 1/2X1 1/4 A3251/.' , .. I I I I/2XI 1/4 BNB I/2 HVHX NUI - STRUCTURAL FASTENER(S) ' 112X11/4 ' (4) PER CLIP - - JAMB JAMB • • " JAMB JAMB SWEE2E CUP CL -7 8" JAMBS) ' CL -8 9 I//Y J4MB5) �2 ' BUTTON HEAD 80LTS REQUIRED AT STRIP WINDOW - - - FIELD CUT AND FIELD DRILL GIRT C-9 PLPLED BACK TO BACK FOR 12" JAMBS) " . _ AT FIELD LOCATED FRAMED OPENINGS - JAMB TO GIRT CONNECTION OFO Ll JAMB BASE CONNECTION OF11 GIRT TO JAMB CONNECTION OF16 HEADER TO JAMB CONNECTION OF21 • - AA .- AA I AA SIMILAR AT SILL AA A ' DIM `A` = 1'-4' SID. (WY VARY) GIRT EE OF GENERAL NOTES FOR FIELD LOCATED FRAMED OPENINGS — 3 — 21/2 — — 1. OVERHEAD DOORS ARE FIELD LOCATED. CUT STANDARD PANELS AND ORIS AS REOUIRED. FIELD NOTCH AND INSTALL 2. MAXD/UM NEIpO OF DOOR 6 2'-0' LESS THAN SAVE HERO. 3. ALL STRUCTURAL CONNECTIONS 10 BE MADE AS SHOWN ON APPROPRIATE DETAILS. - BEHIND HEAD TRIM n 13/2 A DOOR WIDTH 13 " DOOR WIDTH 1 2 3/4' 4. JAMBS MUST BE LOCATED A MIMMDM OF 1'-0' FROM CENTER UNE OF COLUMNS. GIRT GIRT DOOR HEADER TYPICAL ANCHOR ROD LAYOUT ' 8 .. HEADER FLASHING - ." tio DOOR JAMB FIELD CUT GIRTS - 2_!p FOR FIELD LOCATED GENERAL NOTES FOR SHOP LOCATED FRAMED OPENINGS : FRAMED OPENINGS 1 FINISH FLOOR /• BASE ANGLE (VARIES) ." V 1. OVERHEAD DDORS ARE SHOP LOCATED. SOME PANELS MAY REQUIRE FIELD CUTTING. BASE ANGLE (vAraEs) FINISH GRADE • 2. ALL STRUCTURAL CONNECTIONS 10 BE MADE AS SHOWN ON APPROPRIATE DETAILS. • +1 _ HEADER FLASHING - 1/2 a ANCHOR RODS BY OTHERS) . • I DOOR WIDTH JAMB FLASHING , SECTION "A -A" - JAMB FLASHING FRAMED OPENING ANCHOR ROD DETAIL OF61 FIELD AND SHOP LOCATED FRAMED OPENING NOTES OF91 I FRAMED OPENING KEY OFOA SECTION AT HEADER AND JAMB TRIM OT01 " AA AA JAMB TO GIRT CONDITION AA ARCHITECTURAL III, ARCHITECTURAL 'V" RIB and LONG SPAN III WALLS - AA WEIY PRECAIDON: WORKERS SHOULD ALWAYS WEAR CLOVES WHEN WINDLINC METAL ' SURFACES WITH SHARP EDGES. } • OT21 AB I COVER FLASHING (OPTIONAL) HEAD FLASHING WALL MAIN FASTENER(S) I FOCF_ _ JAMB _ _ SEE NOTE # 2X1 1/4 I I HEADER COLD FORMED SHOWN 1'-0" O.C. COLD FORMED SHOWN - STRUCTURAL SIMILAR OTOI AA I JAMB FLASHING - I STRUCTURAL SIMILAR HEAD AND JAMB TRIM m INSIDE CLOSURE AOLI/AVPI/COAT WALL MAIN FASTENER($) INSTALLATION = OAB6 OAC6 r - I I n2%, ,/4 AV ]/ 1'-0" O.C.' NOTCH PANEL AS REOUIRED z JAMB FLASHING Z a . - FJ15-_ 0 SILL FLASHING (IF REQUIRED) SEE NOTE - - HEAD FLASHING I COVER FLASHING (OPTIONAL) - FOH2-_ . FOCI--- I WALL PANEL FINISHED FLOOR JAMB WALL PANELS BELOW SILL --NOT SHOWN FOR CLARITY ! _ ' WALL PANEL _I OPENING WIDTH I OR NOTE: - - FIELD SLR PANELS AND SLIDE HEAD OR FLASHING BEHIND PANELS - � NE r_ _J SILL WHOSE SEFESSiOWL ENGINEER WHOSE ssAL nvPFnRS � e 9 gVWUFAETURER Z SECTION AT HEADER AND COVER FLASHING OT21 SECTION AT FRAMED OPENING JAMB OT26 SHEETING AND FLASHING ELEVATION OTOA81 DN,HESEDRAWnNGSOENPDYE° C `" -AB LONG SPAN III WALLS AB ARCHITECTURAL III, ARCHITECTURAL 'V•' RIB. LONG SPAN III AND MULTI -RIB PANEL WALLS AB AND .. ANDDooEOEs nm SERVE as Of 71338 , � OR REPRFSEMTNEPRp1ECf .. ENGINEER Of RECORDnND SWILL EXP 12-31-20[} . NOTREODNSIaEREDASSMN. ' DRAWING STATUS: " MARTYBLD�AM MTN FOR CONSTRUCTIONTABLE �'� ClV1� �R 4 SOFTWARE VERSIONS DESIGN: MSA 462 BIM: 20.2 AMERICAN BUILDINGS • OROVILLE, CA 95965 OF JOB NUMBER: SHEET: ,o mlv,r CAI. NO RELEASE / REVISION DWN: / CKD: ENGR DATE O RELEASE REVISION DATE ELITE STEEL BLDG SYSTEMS _ / DWN: / CKD: ENGR W 16 G 0108A SED -015 M B M A 0 FOR CONSTRUCTION WILL / VDF 05/16/2016 . s : � c:n ' i ti INSTALLATION PROCEDURES: INSTALLATION PROCEDURES ' 1. UPON INSTALLATION OF FRAMED OPENING MEMBERS. PRE -INSTALL 'JAMB AND HEAD,TRIM 1. PRIOR TO INSTALLING PANELS NOTCH AS REOUIREO TO FR AROUND HEAD TRIM. USING WALL MAIN FASTENERS, (/12X1 1/4 AS REQUIRED. ..' 2. WHEN FIELD CURING PANELS OR TRIM DO. NOT USE ABRASIVE SAWS OR OTHER CUTTING METHODS WHICH PRODUCE HOT METAL PARTICLES OR BURN THE CUT EDGES. THESE METHODS WILL DAMAGE THE PAINTED AND GALVALUME FINISH AND VOID ANY WARRANTIES. } USE DOUBLE CUT SHEARS, NIBBLERS OR OTHER CUTTING DEVICES WHICH DO NOT PRODUCE HOT METAL PARTICLES OR BURNED EDGES. BASE ANGLE �RE$H0� BASE ANGLE 3'-2" ® 3070 4'-2'• ® 4070• J / } 6'-2" 49 6070 *PRE -ASSEMBLED ONLY • -_ K FRAMED OPENING TRIM ELEVATION - OTO—AA PERSONNEL DOOR PANEL AND TRIM ELEVATION WD09B PERSONNEL DOOR THRESHOLD DETAIL WD68 LONG SPAN III WALL PANELS AND R-19 INSULATION REQUIREMENTS AA LONG SPAN III WALL PANELS and R-19 INSULATION REOUIREMENTS I AB ALL WALL PANELS AA N DRAWING STATUS: FOR CONSTRUCTION DOOR JAMB WALL PANEL - TABLEMTNBL°DAM OROVILLE, CA 95965 , AMERICAN BUnDI:NGS SUB -JAMB "- ' SHEET: O�il� rT4i+ixv riTlPiv M e.MR a", ,.• ' :n • R-19 INSULATION / REVISION - ENGR DATE O RELEASE / REVISION DWN: / CKD: ENGR DATE GIRT THE REWTERED PROF ONAE ENGINEER WHOSE SFAI APTEARS I VDF 05/16/2016 • INSIDE CLOSURE v orED g • WALL MAIN FASTENER(S) 112X1 1/4 • Lu I_ 1'-0" O.C. NCf AS .. HEADER FLASHING - DOOR HEADER ` NON -DIMPLING WALL FASTENERS) AND 006 SERVE OR REPRESENT THE PROJECT FDH2- EXP 12-31-20(1' 117X1 7/16 SDHHND • - ENGINEER OT RECORD AND SHALL 1'-0" O.C. 9 - ` NOTRECDN90ERED4SS . WALL MAIN FASTENER(S) ' 112X1 1/4 P - 1'-0" D.C. LONG SPAN III PANEL JAMB TRIM FIELD CUT AS REQUIRED NDFJ15- _ y SECTION THROUGH PERSONNEL DOOR JAMB WD10A SECTION THROUGH PERSONNEL DOOR HEADER WD11 LONG SPAN III WALL PANELS and R-19 INSULATION REQUIREMENTS I AB ARCHITECTURAL III, ARCHITECTURAL "V' RIB and LONG SPAN III WALL PANELS AB NOTE: APPLY TAPE SEALER UNDERNEATH PERIMETER OF THRESHOLD, AS SHOWN. AFTER INSTALLATION, APPLY CAULK (BY OTHERS) ALONG TOP EDGE OF THE THRESHOLD, PERPENDICULAR TO DOOR JAMBS, TO FORM WEATHER SEAL. ' (IFFS pgTE U TqP /) .MAS NB BASE ANGLE �RE$H0� BASE ANGLE 3'-2" ® 3070 4'-2'• ® 4070• J / } 6'-2" 49 6070 *PRE -ASSEMBLED ONLY • -_ K FRAMED OPENING TRIM ELEVATION - OTO—AA PERSONNEL DOOR PANEL AND TRIM ELEVATION WD09B PERSONNEL DOOR THRESHOLD DETAIL WD68 LONG SPAN III WALL PANELS AND R-19 INSULATION REQUIREMENTS AA LONG SPAN III WALL PANELS and R-19 INSULATION REOUIREMENTS I AB ALL WALL PANELS AA N DRAWING STATUS: FOR CONSTRUCTION civiv - TABLEMTNBL°DAM OROVILLE, CA 95965 , AMERICAN BUnDI:NGS qr4��• c Of SOFTWARE VERSIONS DESIGN: MSA 462 BIM: 20.2 ' SHEET: O�il� rT4i+ixv riTlPiv M e.MR a", ,.• ' :n CJ�L.\ / REVISION DWN: / CKD: ENGR DATE O RELEASE / REVISION DWN: / CKD: ENGR DATE IN THE REWTERED PROF ONAE ENGINEER WHOSE SFAI APTEARS I VDF 05/16/2016 v orED g oN THESE ORAvn wsaEAP BY THE N—FACTURER Lu C 71338 ' - NCf AS r 4 - - AND 006 SERVE OR REPRESENT THE PROJECT EXP 12-31-20(1' • - ENGINEER OT RECORD AND SHALL 9 - ` NOTRECDN90ERED4SS . DRAWING STATUS: FOR CONSTRUCTION civiv - TABLEMTNBL°DAM OROVILLE, CA 95965 , AMERICAN BUnDI:NGS qr4��• c Of SOFTWARE VERSIONS DESIGN: MSA 462 BIM: 20.2 JOB NUMBER: W 16 G 0108ASED-016 SHEET: ELITE STEEL BLDG SYSTEMS rT4i+ixv riTlPiv M e.MR a", ,.• ' :n CJ�L.\ / REVISION DWN: / CKD: ENGR DATE O RELEASE / REVISION DWN: / CKD: ENGR DATE IN I MLL / I VDF 05/16/2016 50# CAPACITY WITHOUT 2"x2" ANGLE, ROOF SLOPE 1:12 MAX PURLIN 1 SEEAL50 (SH75AA) 50(/ CAPACITY WITHOUT 2"x2" ANGLE, -' SEE ALSO (SH15AA) ' 200a CAPACITY WITH 2"x2" ANGLE,. •� - • PURLIN SEE ALSO (SH15AA) 250# CAPACITY WITHOUT 2'0" ANGLE, ROOF SLOPE LESS THAN SEE ALSO (SH14AA) (SH15AA) (WITHOUT BEVEL WASHER) ,_ ` (WITHOUT BEVEL ROOF SLOPE 1:1ADRILL) 1/2" ROOF SLOPE 7:12 MAX (WITHOUT BEVEL WASHER) OR EQUAL TO 4:12 PURLIN MAX. 500#' CAPACITY WITH 2"x2" ANGLE, WITH 2"x2" ANGLE, - ROOF SLOPE LESS THAN ROOFCAPACITY ROOF SLOPE 1:12 MAX PURLIN OR EQUAL TO 4:12 (WITHOUT BEVEL WASHER) 1/2' 1 1/2" 250#' CAPACITY WITH 2"x2" ANGLE, 1 MAX MAX, (2) STRUCTURAL FASTENER(S) `1/4 ROOF SLOPE GREATER THAN 1 1/2" " . #12X1 TEK 4:12. BUT LESS THAN 8:12 MAX. WITHOUT ANGLE (2) STRUCTURAL FASTENER(S) CADDY PURLIN CLAMP - (2) STRUCTURAL FASTENER(5) SH01A #12X1 1/4 TEK - NUT MODEL 315 1/4 WITH ANGLE (WITH ANGLE) SH02A (WITH ANGLE) " WITHOUT ANGLE AA " _ WASHER • OPTIONAL WITH ANGLE SH02A ANGLE OPTIONAL ' 7/16" HOLE (L2x2x1/8x6" LONG) 7/ANGLE 1 (FIELD DRILL) (FIE3/8"e ROD HANGER _ ANGLE L2x2x1/8x 6" LONG) 3/8"e ROD HANGER (2'x2"xI/8"x 6" LONG) 3/8"e ROD HANGER NOTE: • ANGLE MAY BE OMITTED WITH �" 7/16". HOLE .3/B"o ROD HANGER USE OF THIS DETAIL WILL REQUIRE THE HANGER TO BE SENT AFTER INSTALLATION ANGLE MAY BE OMITTED WITH HANGER LOADS 50 LBS. NOTE: NOTE: (FIELD DRILL)ROD SO THAT IT HANGS VERTICALLY. RANGER LOADS 250 LBS. OR LESS OR LESS. USE OF THIS DETAIL WILL REQUIRE THE USE OF THIS DETAIL WILL REQUIRE THE ROD HANGER TO BE BENT AFTER INSTALLATION NOTE: USE OF THIS DETAIL WILL REQUIRE THE THE METAL BUILDING SUPPLIER IS NOT RESPONSIBLE FOR ,THE DESIGN OR ADEQUACY EXCEPT THAT ANGLE IS REQUIRED WITH SLOPE GREATER THAN 4:12, NOTE: ROD HANGER TO BE BENT AFTER INSTALLATION SO THAT IT HANGS VERTICALLY. NOTE: SO THAT IT HANGS VERTICALLY. NOTE: ROD HANGER TO BE BENT AFTER INSTALLATION OF THE BENT ROD HANGER. BUT LESS THAN 8:12. . PURLIN LIP MUST NOT THE METAL BUILDING SUPPLIER IS NOT PURLIN LIP MUST NOT BE DISTORTED. THE METAL BUILDING SUPPLIER IS NOT RESPONSIBLE FOR THE DESIGN OR ADEQUACY PURLIN LIP MUST NOT SO THAT IT HANGS VERTICALLY. THE METAL BUILDING SUPPLIER IS NOT NOTE: BE DISTORTED. RESPONSIBLE FOR THE DESIGN OR ADEQUACY OF THE BEM ROD HANGER. OF THE BEM ROD HANGER. '! BE DISTORTED. - RESPONSIBLE FOR THE DESIGN OR ADEQUACY PURLIN LIP MUST NOT - OF THE BENT ROD HANGER. BE DISTORTED.- HANGER DETAIL AT PURLINS SHO 1 HANGER DETAIL AT PURLINS SH01A HANGER DETAIL AT PURLINS SH01 B HANGER DETAIL AT PURLINS SH02 • AA ROD HANGER WITHOUT REINFORCING ANGLE AA ROD HANGER WITH REINFORCING ANGLE AA PURLIN CLAMP - AA 250fl CAPACITY WITHOUT 2"x2" ANGLE, SEE ALSO (SH14AA) 500# CAPACITY WITH 2"x2" ANGLE, SEE ALSO (SH 14AA) 400// CAPACITY PROVIDED ROD HANGER IS WITHINROOF SLOPE LESS THAN OR EQUAL TO 4:12 (SH' ROOF SLOPE LESS THAN OR EQUAL TO 4:12 PURLIN (SH 15M) CENTER ONE-THIRD OF 3"z3"ANGLE SPAN SEE ALSO (SH15AA) ' (200# CAPACITY OTHERWISE) 1 1 /2" 250// CAPACITY WITH 2"z2" ANGLE, MAX. ROOF SLOPE GREATER THAN 4:12, BUT LESS THAN 8:12 1 1 / 2" STRUCTURAL FASTENER(5) ANGLE (TYR) (L2X2X3" LONG) M X. (2) 12X1 1/4 TEK PURLIN PURLIN TYP. CADDY PURLIN CLAMP CADDY PURUN CLAMP (2) STRUCTURAL FASTENER(S) 1/B MODEL 315 MODEL 315 12X1 1/4 TEK ANGLE • 7/16". HOLE ANGLE ' (FIELD DRILL) (L3X3X3/16X LENGTH) BENT LIP OF PURLIN NOTE: (L2x2x1/8x 6" LONG) Cep USE THIS DETAIL WILL REQUIRE THE ' ANGLE MAY BE OMITTED WITH 3/8"o ROD HANGER • NOT ALLOWED " H ROD HANGER TO BE BENT AFTER INSTALLATION 3/8". ROD HANGER HANGER LOADS 250 LBS. OR LESS SO THAI IT HANGS VERTICALLY. EXCEPT THAT ANGLE IS REQUIRED 3/8". ROD HANGER .NOTE: THE METAL BUILDING SUPPLIER IS NOT RESPONSIBLE FOR THE DESIGN OR ADEQUACY WITH SLOPE GREATER THAN 4:12. BUT LESS THAN 8:12. NOTE: USE OF THIS DETAIL WILL REQUIRE THE ' OF THE BENT ROD HANGER. USE OF THIS DETAIL WILL REQUIRE THE ROD HANGER TO BE BENT AFTER INSTALLATION SO THAT IT VERTICALLY. NOTE: �" NOTE: ROD HANGER TO BE BENT AFTER INSTALLATION GSUPPLIER IS NOT THE METAL BUILDING PURLIN LIP MUST NOT PURLIN LIP MUST NOT SO. THAT a HANGS VERTICALLY. THE METAL BUILDING SUPPLIER IS NOT NOTE: FIELD WELDING REQUIRED, RESPONSIBLE FOR THE DESIGN OR ADEQUACY ' BE DISTORTED. BE DISTORTED. RESPONSIBLE FOR THE DESIGN OR ADEQUACY SEE DETAIL ENFWA-. OF THE BENT ROD HANGER. " HANGER DETAIL AT PURLINS A SH02A HANGER DETAIL AT PURLINS ." OF THE BENT ROD HANGERSH02B 'HANGER DETAIL BETWEEN PURLINS SH03 CLAMP INSTALLATION "NOT ALLOWED" SH06 PURLIN CLAMP WITHOUT REINFORCING ANGLE AA PURLIN CLAMP WITH REINFORCING .ANGLE - • AA AA CLAMP CAUSING BENT PURLIN LIP AA 500® CAPACITY 5000 CAPACITY PURLIN 375/( CAPACITY SEE ALSO (SH14AA) ROOF SLOPE LESS THAN SEE ALSO (SH ROOF SLOPE LESS THAN - SEE ALSO (SH14AA) ROOF SLOPE LESS THAN (SH15AA) OR EQUAL TO 1:12 PURLIN (SHIT_) OR EQUAL TO 1:12 (SH 15AA) OR EQUAL TO 4:12 RLIN 2509 CAPACITY " 25/64". HOLE ROOF SLOPE GREATER THAN 4:12• BUT LESS THAN 8:12 SAMMY X -PRESS - (FIELD DRILL) SIDEWINDER PIPE HANGER MODEL SWXP 35 AA 25/64". HOLE(FIELD DRILL)3�4" 435(FIELD 3/4" WASHER MIN.LOCK MIN. NUT SAMMY X -PRESS SIDEWINDER PIPE HANGER. MODEL SWXP 35 NOT TO EXCEED OF PURLIN 3/8". ROD HANGER NOT TO EXCEED 3/8". ROD HANGER SAMMMID-DEPTH SWIVEL PI25/64". HOLE MID -DEPTH OF PURLIN - MOD DRILL) k NOTE:NOTE: USE OF THIS DETAIL WILL REQUIRE THE USE OF THIS DETAIL WILL REQUIRE THE• 3/8". ROHANGE .. .QROF ES /o� ROD HANGER TO BE BENT AFTER INSTALLATION ROD HANGER TO BE BENT AFTER INSTALLATION • NOTE: O C SO THAT R HANGS VERTICALLY. THE METAL BUILDING SUPPLIER IS NOT SO THAT IT HANGS VERTICALLY. - PURLIN LIP MUST NOT t OR _' RESPONSIBLE THE METAL BUILDING SUPPLIER IS NOT BE DISTORTED. \C .0 FOR THE DESIGN OR ADEQUACY OF THE BENT ROD HANGER. RESPONSIBLE FOR THE DESIGN OR ADEQUACY OF THE SENT ROD MANGER.co A TME aEcmEnE. vxoEEmowu ENGIIVEEN WHOSE SEAL AOOEARS A \ v g HANGER DETAIL AT PURLINS SH11 HANGER DETAIL AT PURLINS SH11A ' HANGER DETAIL AT PURLINS . SH12 ON THESEDPAWINGS6EMMDYED W 71338: '' ROOF SLOPES LESS THAN OR EQUAL TO 1:12 AA SIDEWINDER PIPE HANGER FOR SLOPES LESS THAN OR EQUAL TO 1:12 AA ROOF SLOPES LESS THAN 8:12 AA ar rHE MnnuEnnuxEx nHDooESHaluxVEM ORRUo E EM*a Pn C " - ENWHEEP OF REmgD AND SHRLL HDr eE coretDEUDAs woE EXP 12-31-20( '* ' DRAW WG STATUS: �' �� �� - ABL �BLVDDA"" FOR CONSTRUCTION s� CIVIL �Q OROVILLE, SOFTWARE VERSIONS DESIGN: MSA 462 BIM: 20.2 AMERMGAN BURDLNGS CA 95965 JOB NUMBER: SHEET: . Eu.can mn,.v OF CAI - NO RELEASE / REVISION DWN: / CKD: ENGR DATE ELITE STEEL BLDG SYSTEMS DATE t!Ol RELEASE / REVISION DWN: / CKD: ENGR W 16 G 0108A SED -017 M R. '' 0 FOR CONSTRUCTION MLL / VDF 05/16/2016 3751 CAPACITY - - 250# CAPACITY -. ROOF SLOPE LESS THAN SH13 ENGRI SEE ALSO (SH74M) ROOF SLOPE GREATER THAN OR EQUAL TO 4:12 HANGER CAPACITIES WARNING I VDF (SH75AA, OR EOVAL TO 6:12 . 1 1 /2�„ ROOF SLOPES GREATER THAN OR EQUAL TO 8:12 AA 2509 CAPACITY MAX. AA ROOF SLOPE GREATER THAN . 4:12. BUT LESS THAN 8:12 SAMMY X -PRESS SWIVEL PIPE HANGER PURLIN , MODEL SXP 35 - 25/64"0 HOLE ' (FIELD DRILL) 4 SAMMY X -PRESS SWIVEL PIPE HANGER - MODEL SXP 35 25/64"0 HOLE ' (FIELD DRILL) - 3/8"0 ROD HANGER 3/8"0 ROD HANGER- NOTE: PURLIN LIP MUST NOT BE DISTORTED. j SEE ALSO (SH14AA) WARNING I N G (sH,sra)� CADDY .PURLIN CLAMP MODEL 315 IS AVAILABLE VIA THE PURLIN i MANUFACTURERS WEBSITE: ` WWW.erICO.COm THE HANGER CAPACITIES SHOWN ON THE AMERICAN BUILDINGS COMPANY DETAILS REPRESENT THE MAXIMUM ALLOWABLE SINGLE HANGING LOAD THAT A TYPICAL PURLIN CAN SAFELY SUPPORT UNDER THE BEST OF CIRCUMSTANCES USING THE PARTICULAR HANGER DEVICE SHOWN IN THE DETAIL. MANY FACTORS BEYOND THE CONTROL OF THE METAL BUILDING SUPPLIER AFFECT THE ABILITY OF A PURLIN TO FO LOADS. DUE TO THE E VARIABAFELY LES INVOLVED NLOADSPORT HANGING COMBINED HE HANGI GLOADS AND ATTACHMENTS HMENTS R REQUIRED 7F 0 I V C�• C �• - THE PURLINS. THE METAL BUILDING SUPPLIER CANNOT ASSURE THAT THE PURLINS FOR A \ SAMMY X -PRESS SWIVEL PIPE HANGER MODEL SXP 35 PARTICULAR BUILDING PROJECT CAN SAFELY SUPPORT THE MAXIMUM ALLOWABLE HANGING LOADS \/\ IN COMBINATION WITH OTHER ROOF LOADS. SAMMY X—PRESS SIDEWINDER PIPE HANGER MODEL SWXP 35 IT IS THE RESPONSIBILITY OF THE HANGER SYSTEM INSTALLER TO COORDINATE WITH THE ENGINEER AND INSTALLATION TOOLS ARE AVAILABLE VIA THE OF RECORD FOR THE OVERALL PROJECT TO ENSURE A SAFE HANGING LOAD INSTALLATION. THE METAL BUILDING ENGINEER IS NOT THE ENGINEER OF RECORD FOR THE OVERALL PROJECT. MANUFACTURERS WEB SITE. WITHOUT SPECIFIC CERTIFICATION FOR INDIVIDUAL HANGING LOADS, THE NET EFFECTS OF APPLIED HANGER LOADS INSTALLED ON A PARTICULAR PURLIN SHALL NOT EXCEED THE NET EFFECTS OF THE CERTIFIED UNIFORMLY APPLIED DESIGN COLLATERAL LOAD. SEE SHEET ABC -1. www.sommysuperscrew.com/sommyxpress.htm k HANGER DETAIL AT PURLINS ISH12A HANGER DETAIL AT PURLINS / REVISION SH13 ENGRI WEBSITES`FOR PREAPPROVED HANGER DEVICES _ SH14 HANGER CAPACITIES WARNING I VDF SH16 SWIVEL PIPE HANGER FOR SLOPES LESS THAN 8:12 AA ROOF SLOPES GREATER THAN OR EQUAL TO 8:12 AA AA AA NOTE: OTHER METHODS OF ATTACHING HANGING LOADS, NOT DEPICTED ON DETAILS SH01 , SH02, SH03,- SH 1 1 , SH 12, AND SH 13, ARE GENERALLY PERMITTED. _ HOWEVER, THE HANGER LOAD MUST NOT EXCEED 50 POUNDS PER HANGER LOCATION (WITHOUT SPECIFIC PRIOR APPROVAL FROM A QUALIFIED DESIGN PROFESSIONAL FOR A PARTICULAR LOAD). e 4 GENERAL HANGER NOTES SH15 AA r 11 r m MARTY STIDHAM TABLE MTN BLVD OROVILLE, CA 95965 ELITE STEEL BLDG SYSTEMS QROFES TME REG6TERW RROFFZLO1uLL _ `/ ENGINEER YIHOSE SEru AVEURS ON TNESE DMWINGS 5 EMROTFD VE C 71338 9 END UFACWWR LIJ m ' AND DOES NOT SERVE AS OR RERR�M TME MJF EXP 12-31-20 ENWNEER OE REm11D AMDSNAIl NOT eE ODNLpERED 45 SUO1. * ���� DRAWING STATUS: FOR CONSTRUCTION sjCIV1\- _ SOFTWARE VERSIONS DESIGN: MSA 462 BIM: 20.2"T%�L• �. AMERICARti BUILDINGS CC JOB NUMBER: SHEET: E.a®n mwr OF CALF W16GO108A SED -018 ,MeMR i f / REVISION I DWN: / CKD: ENGRI DATE t!0I RELEASE / REVISION DWN: IN I MLL/ I VDF 05/16/2016 r 11 r m MARTY STIDHAM TABLE MTN BLVD OROVILLE, CA 95965 ELITE STEEL BLDG SYSTEMS QROFES TME REG6TERW RROFFZLO1uLL _ `/ ENGINEER YIHOSE SEru AVEURS ON TNESE DMWINGS 5 EMROTFD VE C 71338 9 END UFACWWR LIJ m ' AND DOES NOT SERVE AS OR RERR�M TME MJF EXP 12-31-20 ENWNEER OE REm11D AMDSNAIl NOT eE ODNLpERED 45 SUO1. * ���� DRAWING STATUS: FOR CONSTRUCTION sjCIV1\- _ SOFTWARE VERSIONS DESIGN: MSA 462 BIM: 20.2"T%�L• �. AMERICARti BUILDINGS CC JOB NUMBER: SHEET: E.a®n mwr OF CALF W16GO108A SED -018 ,MeMR i f