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HomeMy WebLinkAboutB17-0439 027-250-037i DESIGN CALCULATIONS FOR ABC JOB W 17GO031A Jimmy Senna Adjacent to 2968 Craig Avenue Palermo, CA 95968 Elite Steel Building Systems PERMIT k BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANU DATE' 1 BY f�1 DES CHK DATE JH 1/27/16 NO. REVISIONS DES CHK DATE N - Date: January 27, 201, - ABC Job Number. ' ' W17G0031A , AMERICAN In addition to the dead load, D, of the building components, the members are designed to the following design basis: ' B�UILIHN6S• - Builder Name: Elite Steel Building Systems Equivalent Lateral Force Builder Mailing Address: 3275 Heritage Road-' a _arusoosa. coridiwL Builder City, State, 8 Zip: Oroville, CA 959ES Modesto Service Center Builder Telephone Number, (530) 589-9987 2260 Teriaya Drive Seismic Importance Factor, Is ' Modesto, California 95354 Customer Name: Jimmy Senna (209) 236-0580 Job Site City, State, 8 Zip: Palermo, CA 95968 - Building Description: Gable 45'x60'x16' (1 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 inform ation shown below. The metal buildings manufacturers 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 - - . 3.0 PSF Short Period Spectral Response Acceleration, Ss 58.20% , - '1 Sec Period. Spectral Response Acceleration, St 25.90% Seismic Importance Factor, Is 1.00 Seismic Design Category. D • Spectral Response Coefficient, SOS 0.518 ROOF LIVE LOAD, L, 20.0 PSF Reducible Spectral Response Coefficient S01 0.325 (Note: Roof Live Load Is Reducible as Permitted by Code) Basic Transverse Seismic -Force Resisting System ORDINARY MOMENT =RAMES • Basic Longitudinal Seismic -Force Resisting System CONCENTRIC BRACED FRAMES Transverse Seismic Response Coefficient, Cs 0.148 Longitudinal Seismic Response Coefficient, Cs 0.159 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 1.20 Snow Exposure Factor, Ce - 0.90 AODfTIONAL I AUXILIARY DESIGN LOADS, A (None) Snow Importance Factor, Is 1.00 ' WIND VELOCITY, Vux (3 -second gust) 110.0 MPH , WIND VELOCITY, Vasd (3 -second gust) 85.2 MPH Wind Exposure Category C - Enclosure Classification Enclosed Internal Pressure Coefficient -/-0.18 - Design Suction I Pressure for Wall Components -32.63 PSF ' and Cladding Not Designed or Provided By ABC. +24.47 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 memnine (floor) loads have been cansIdered 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 confine 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 b• written notice to the metal building manufacturers assigned Customer Service Representative. The metal building manufacturer will rely upon your acceptance or lack of excepbn 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 designedas an Enclosed Building.- Accessories (doors, windows, etc.) by others must be designed as "components and claddingin accordance with the specific wind provisions of the referenced building code. Please note that unless otherwise specified an your Purchase Order, the metal building, manufacturers Serviceability Standards will be used for design and 6brication of your order. The above design loads and criteria are all applied'in accordance with the 2016 California Building Code. The design is in general -accordance with AISC 360-10 and the 2012 NASPEC. This certification is limited to the structural design of the framing and covering parts manufactured by the metal building manufacturer and as specified inrthe contract. Accessory items ,such as doors, windows, louvers, translucent panels, and ventilators are not included. Also excluded are other parts of the project not provided by 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 o c.V?S rpl - Sincere N. gp�Fcc�yG) �P 2 w C 64877 EXP. 06-30, Wayne R. Adler JH \ S CMM 2:55 PM TqTAfl 19 . IBC 2015 Design Letter of Certification V7.3 ` 0 � �\ \•/� Pamphlet ABC Design Calculations Pamphlet ie 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 k f SECTION 3, Endwalls and Bracing Endwall and Bracing Explanation and Method of Analysis 3.1 Figure 4 — 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 Girts Section Properties .4.1 Pullin and Girt Analysis SECTION 5, Panels v Panel Profiles and Engineering Properties (Longspan III) 5.1 -Panel Profiles and Engineering Properties (Architectural III) 5.2 Panel Profiles and Engineering Properties (Architectural "W Rib AVN) 5.3a Panel Profiles and Engineering Properties (Architectural V' Rib AVI) '5.3b Panel Profiles and Engineering Properties (Standing Seam II) 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 SECTION 6,..Miscellaneous Standard Specifications t 6.1 SUBJECT TO CHANGE WITHOUT NOTICE 6-9-2016 031BC 4/119 SECTION 1 GENERAL 5/119 • I 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 appli;able. The ' stress distributions in all load carrying members are obtained by the most appropriate 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 applicatiois 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. r . + Y 2008SUBJECT TO CHANGE WITHOUT NOTICE REVSED MAY 18, 031BC 61119 Section 1 Page 1 ROor P QIP ABC Design Calculations Pamphlet IV G��U ESD FIGURE 1 I SUBJECT TO CHANGE WITHOUT NOTICE REVISED MAY 18, 2008 Section 0 0 ABC Design Calculations Pamphlet 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: America -1 Institute of Steel Construction, 1948. 5) Metal Building Manufacturers Association. Metal Building Systems Manual. . Cleveland, Ohio: Metal Building Manufacturers Association. SUBJECT -TO CHANGE WITHOUT NOTICE REVSED Ma 00: 0318C 8/119 Section 1 Page 3 Page LOAD -1 Fri Jan 27 12:55:46 2017 Job#: W17G0031A Ver. 47.3 AMERICAN BUILDINGS COMPANY f GENERAL DESIGN LOADING INFORMATION ---------------------------------- ---------------------------------- Building Code: 2016 California Building Code Roof Dead Load: 1.500 psf Collateral Load: 3.000 psf Roof members not supporting ceiling but supporting sprinklers, lighting, or other materials State: Alabama Alaska Arizona Arkansas ■ California Colorado Connecticut Delaware District of Columbia Florida Georgia Hawaii Idaho Illinois Indiana Iowa Kansas Kentucky Louisiana Maine Maryland Massachusetts Michigan Minnesota Mississippi Missouri Montana Nebraska Nevada New Hampshire New Jersey New Mexico New York North Carolina North Dakota Ohio Oklahoma Oregon .Pennsylvania Rhode Island South Carolina South Dakota Tennessee Texas 9/119 Utah Vermont Virginia. Washington West Virginia . Wisconsin Wyoming 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 r 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): 58.200 %g 1.Os Spectral Response Acceleration S(1): 25.900 %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 10/119 Deflection Limits for Roofs: • f 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 CheckRatio: 1.03 Plate/Bar Yield Strength: 55.00 ksi • f DESIGN NOTES W 17G0031 A 1. The frame at left endwall (FL.1) and the frame at the right endwall (FL.4) 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 the ABC purchase order and company standards. ABC is not responsible for verifying that ABC's design and detailing is compatible with materials by others. 5. 3.0 psf collateral load was used in ABC's design as requested. No other special provisions have been made for concentrated point loads on frame. . y 1 t ` r � 1 12/119 ' 1/26/2017 Design Maps Summary Report , • ' Design Maps Summary Report User -Specified Input + Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) ` Site Coordinates 39.434460N, 121.54721'W k , Site Soil Classification* Site Class D - "Stiff Soil" r Risk Category I/II/III �. �X �'�•,�,:..� f4tu>I%'`i+gr J �.,, 4 ,,.7; �---. ,FTwy,.l r1 a ? ` wkr a„C 't { i l �,Yt le t:e" 1 VIE,TS"'P•-f3 -3 #+.., Syy�,°''?r `` < 1 +it s"✓:^ .u' L u'` %' j 3's S ' ''y'? .. t,." -t'` A _ `C [f �., �s'S�, °E'i �`a- h•`k' l � ky. i ,js if.A Y 9'. `ry -fG..•: Y� 3�,f yg '. •i 3: JR.. S4` it _ it.��Y nig &. ,,,' w 7 a�z f t'S 'K ' Fi J( z ,!`i1l t' I S Xi ��fT4• j +,' ��n': `^, k x 'bz F` 8 �;:s. sc ��i,•,Y � "-v.LR + �ye'1. '"ta�,�F .f it `r� s dy�3 '.:Xf i'^it'f' 4?'`7i• y .. A s` i Yy}(r ,e le►R `�'"-;S� t{ ,.. .. 1e:�,F`t•� A;. ;iT a'sr;. 'D'-yk�d-walke�a';4,t�'if b�''i. e�. �t ata..':'Y. „g T-7-utf'r�-, •,, t +nys7 � i, •rFsrx P-..'Y..,atiFe7. yq }Ro°F' Fii6 3,Mlfnlr +""'� *).. P C t «F�.i i��Pv`i::'�+, 9.-t�'`y '�E� mn d`V.',`�..ay'x � 4 �._ -'�r"xn.ss •Mrki74,.a"vif^j�i'`s$�,+�a '1`° Ei �+a�'cv :f4� u9188� r s > a�y�f S " , L'Ci{I) F -di Z iVal4 %yN'fii2,�St•'i \-iYtd� " rk1i'r�a'2R F ± vi S�,r,,�a'B �'r�f r fyl.'y.,$� t �..,?�s,•si ;,F y..� y • �: i+ M�'• r t .r- c !' "'' i; 1iC�y, y.-+•.>Sf l : +1 � v + '"'ty, # "-'f` i s� et !� "}� �� v W �i J fi 1 b F re - -L K FJd .5)nL i' i �" !! '� '� h� },. •.4•� [ ��'� 1 � � �, #p � S> � �S 0 � 1' If - +�°, f y'�i+" J^• �, '� ' a� r F,c�^� Yy-�4 >) 2L r h� � � .� }J�,`,.� X. � � ~a•4 a �. 2;a x�' ';;.� '�;E... 'y'r< x� �'. i " Ys �. rr 'y�' e a � ,, _. y y 4 �:h"�`..i - 1� � •X L:{: '' 7 f `• e +J w,* ', i +. r�t• A`` �.'�'Cf>r �i � •=� .• 4 .. . v x. "g3''<?i}`tiy$ {{((j{(. fT a .it' .. • [ ' 4'Y3ft,,�y(ar+`t"`3 _g I ,y,.. s. '�`` 1f , Es�..i''45 ly. PalEt� i*�F,F { 4 y a s WkL> J s r .',, 7^Li?yt'•. Y,`k :y�Gf J' kx Y`fr�i 3s fi .('!iI +�F i, Y Y K f`k^' 1` 4 1 i i Y 1 g+j" ' c' n f. P':Ai i' '. % f' �f.+.61g'E<a+ a �." �_';�,f•. d- '�x x. $�4.¢%� . : s ' Js d 4 •5 F 4' E'er '•�'�f+� I $ L Y 4 K9?pi IRJ y''A�v�>hkl'+' x M. k 3f 'S 15,�{., 6 0,:M fkd, '*S a•+h '�'. f Y 44 -; [�:E 3+F i Shy P 4`t �K j;,b.D+F', _it,.�,4"k,�. fl' 16;i! • y'•L r"�` F�•"r,.'xFa"Q�w°. Uy,, f• ''`3 v�fF.Q'k'�'{Y �e rf i`1'F' Y t i A St 3 It ': T'� �' �'tF JJ. • i..' F w �`� 'S - '�` , j� AF. l,. �}.'.. a:. ,yE•':yt Y ,. '°'q{' W 'v Y b.'K U t 4 ( '� �• fi't �, 5 I J',Y 5Nr C':j.. il*1�1^,.....R GC `3„ �'- x fE ty ,7 �� t{$ ,.: ,8g 1,u•,u 'h t '+%` * _ . _ Si.."'� a!` r~r ` { &y 3 t ps, :a"f:''Ji- � {`k 1 .��„` t. A+.--• �r� .�. '��kai° (f n Si'� � 'e- ¢ '8 --'t i. 1.. i�,�.t,8,�i .ie '•�� k � ._i�G• Yg '�Y, _ E�.�. �A �,Aqa: h . 'x f J �J S. �y,s� x�tr,* ir'�.ia��.�',u Fi Mkt � 5f f_. ,.y �'l" G ,B.p -S•✓t-5..'�X.'I �''e..; �.�+ �' ,a'r,�r,3''a'K � 1, R11.21 N! }6. V} h."11 L [d�.c�,c bkv �h�,� ss ' ( •g6 u�S+.f v .}i}. ,f 3. `.x.' .F,r,� y� (� ' fq^'h` f� • '. •�� `:d:a,u. ..<rk�FT'F"W vp�' � 1 : � i + Y � {f .. i -.4 F i ;.. ! s+v.r�"l. X' ��.L.�'•i�''x F '4C� �Y�a Y i "USGS-Provided Output Ss - 0.582 g Sws - 0:777 g SOS = 0.518 g r 4; S1 = 0.259 g` •.. SMi = 0.488 g Sol = 0.325 g ." s For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted)fend • R t #a• deterministic ground motions.in the direction of maximum horizontal response, please return to the application and : > select the "2009 NEHRV building code reference document. - MCER Response Spectrum y k Design Response Spectrum • •' ! X0.54, ' • v �• A - 0.72 D.4B 4 0.64 r • D:56 . '0.36 j i, 7 o. ..: x • ,.,;, ., O4 0.48 y y '0.24 .0.32 ' 0.24 0.16 MOP- 0.06 0.00 0.0o 0.00 0.20 0.40 0:6o y 0.90 1. no r.20 1.40 ao 1.90 2.00 ; _- ■ 0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.4D 1.6Q' 1.90 2.00 . Period, T (sec) f, Period, T (sec) • Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for'technical subject -matter knowledge. r•1 - 13/119 http.//earthquake.iugs.gov/desigfmaps/us/summary.php?template= minimal Natitude=39.43446225507388&longitude=-121.54721448927279&siteclass= Uri skc..: 1/1 / 9 -Minimum Seismic And Wind Forces Calculation (CBC2016 ) American Buildings Company Job Number. W17GO031A Engineer. JH - Building Geometry Information Building Width = 1 '45.00 ft. Roof Weight D + C = 8.50 psf Building Length = `:,. 60.00 ' ., ft. Roo 0 % Snow for Seismic = 0.00. psf FSW Eave Height = ` 16.00 . < ft. Weight of Sidewall = ' 3.00 psf Ridge From FSW = : 22.50 ...ft. Ta = 0.16 Weight of Endwall = 3.00 psf Roof Pitch = 1 /12 Longitudinal Partition WT. = . 0.00. _ psf Canopy Width @ FSW = :. 0.00' ' ft. Quantity of Longitudinal Part. = 0 D Canopy Width @ RSW = ` 0.00 ft. Transverse Partition WT. = 0.00 psf Max. Interior Bay Trib. = _ • 20.00. ft. Quantity of Transverse Part. = , - 0 Building End Bay Trib. = 10.30. ft Longitudinal Special Weight = 0.00. kips Transverse Special Weight = - 0.00: kips Regular Structure: Yes(_ Stories Above Grade: I j Flexible Diaphragm: Yes ( ' - Seismic Information _ Risk Category = II , L SS(%) = 58.20% `• S1(%) = _25,90% Site Class = D Transverse Direction(Interior): R=-. 3.50 flo = ` 3.00 Ta = 0.26 Transverse Direction(End): R = 3.25, - Q, = „ : 2.00 , _ Ta = 0.16 Longitudinal Direction: R = 3.25: ; `, Q, = ` ` 2.00. Te = 0.16 Seismic Factor IE = 1.00- Fa = 1.33 F„ = 1.88 SMs = 0.78 Seel = 0.49 Seismic Design Category = D SDs = 0.52 SDI = 0.32 Wind Information qh=0.00256KhKeKdV2= ` 1.22.70". psf Longitudinal GCpf- GCP; = 0.69/1.04 Transverse GCpr- GCP; = 0.96/1.44 t" - r WlndlSeises in Tlransvecse Dlrectlon, . y.. ,.•k� _ :.., .. . Interior Bay Tributary Width = 20 ft End Bay TributaryWidth =10.3 ft 1. Wind Load Total Load = PW* B' H/2 = 3.9 Kips 2. Seismic Load Redundancy Factor p = 1.30 W= 6.61 Kips cs = 0.15 V = QE = 1.27 Kips Eh = P*QE = 1.7 Kips EV - 0.2SD6 D = 0.6 Kips E,,,=flo'QE = 3.6 Kips 1. Wind Load Total Load = PW' B` H/2 = 3.6 Kips 2. Seismic Load Redundancy Factor P = 1.30 W = 4.43 Kips cs = 0.16 V = QE = 0.71 Kips Eh =ffP'QE = 0.9 Kim E,=0.2Spa'D = 0.4 Kips Em =no*QE = 1.4 Kips 1. Wind Load Total Load = PW*B` H/2 = 7.2 Kips 2. Seismic Load (Accidental Torsion Included if not flexible diaphragm) Redundancy Factor p ='x.30,' r ' W = 25.2 Kips cs = 0.16 V = QE = 4.0 Kips Eh =P*QE = 5.2 Kips E„=0.2SD6 D = 2.4 Kips 1 Em =E2o*QE = B.0 Kips Version 6.0 Author. VM f Quality And Service Every Time ... All The Time 1:21 PM1/27/2017 14/119 �4E. xtf a2 by dBa.�' �a�3 :9 S I '�� I. � . r.©C'-�•�ic.ic;�i�,' �ii'r,i:4. (: rla; .. tr'i _ j'. r lf� – b: (.n f ? i � �� : . ' (I . G � t'6�§��''(`'j x I %i , ?i .(' C;. _ .' � G !,`, G ._ ' C5 . � � Z j•''/ � . TA l(1:� ita)-��: ---moi (1JM... �`+.lS' 7.�.. r�•e. � I.Pr'_�'i. 5�i�v y — IIGOC, C?, a, .I American Buildings Company 1/27/2017, 8:15 AM ' Beam -Column Design/Analysis Job No. W17G0031A Description: LEW Weak Axis Bending Designer: JH Design Requirements Loading from Single -Span Beam Analysis Dead weight of column indtded in axial load Strong Axis Bending Moment Mx= 6.05 kip -ft Member Length L = 16.00 ft Weak Axis Bending Moment My= 5.66 kip -ft L. = 16.00 ft Axial Load P = 0.22 kips Ly = 16.00 ft , Shear V = 1.51 kips Lb = 16.00 ft ..................................................................................... End Conditions: Bending Coefficient Kx = 1.00 Cb = 1.00 K„= ................................................................................................................ 1.00 Yield Strength F„ = 55 ksi Tensile Strength F. = 70 ksi Modulus of Elasticity E = 29,000 ksi Selected Member Size . 3 -Plate Built -Up Section Depth, d= 8.50 in Top Flange 0.25 in x 6 in Web 0.1345 in x 8 in Bottom Fange 0.25 in x 6 in Section Properties Area = 4.08, inZ Weight = 13.87 ib/ft I== 56.8 in" Qb= 0.94 (E7-4,5,6) Qa = 1.00 (E7-16) SX= 13.36 in' rz= 3.73 ,n ry = 1.49 n Iv = 9.00 in rt = 1.67 'm Sy= 3.-00 in Calculated Strength (RISC 13th Edition ASD) (Second -Order Analysis P -S Effect Considered) Axial Strength P = 0.2 kips Pnc/Q = 36.7 tips (E3-4) Strong Axis Bending Strength K = 6.0 k -ft M./fIb = 18.5 k -ft (F1 -F5) Weak Axis Bending Strength M„ = 5.7 k -ft K Jnb = 10.3 k -ft (F6) Shear Strength V = 1.5 kips Vo/C4 = 21.5 kips (G2-1-5) Combined Axial and Bending Strength Ratio = 0.88 (H1 -1b) Shear Strength Ratio = 0.07 '+ Deflection Bearing Stiffener Requirement ' Maximum Deflection= -OA 7 in No bearing stiffener is required at Rl. 'Deflection Ratio = L / 1135 Location= 8 ft No bearing stiffener is required at R.2. Web to Flange Welds Standard web to flange weld checks OK. 16/119 BM_COLAS_V3.2 13th AISC Asm, Version 2.0 RISC 13th Edition Page'of of 60 VA Gi L J., ABC Design Calculations Pamphlet 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. M 031BC 19/119 SUBJECT TO CHANGE WITHOUT NOTICE REVISED MAY 18, 2008 Section 2 Page 1 0 ABCDesignCalculationsI RIGID FRAME EXPLANATION AND METHOD OF ANALYSIS FIGURE 2 Typical Configuration of Frame a Support anti 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 distributec loads are considered to be transmitted to the frame by girls and purlins, which are a specified 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. SUBJECT TO CHANGE WITHOUT NOTICE REVISED MAY 18, 2008 03IBC 0 r 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 I 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. SUBJECT TO CHANGE WITHOUT NOTICE REVISED May 18, 2008 I ABC Design Calculations Pamphlet As noted in Section 1.3.4.8 of Metal Building Systems Manual, 2012 Edition: "Many metal building systems are designed with moment-resi-ctant frames aligned in the transverse direction to resist lateral loacing. 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 ',oad 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. AUGUSTSUBJECT TO CHANGE WITHOUT NOTICE REVISED I 031BC 22/119 Section 2 Page 4 AMERICAN BUILDINGS COMPANY A IYUCDR COMPANY _ MSA 47.3 Page 1 of 25 Job:W17G0031A C:\ABCP\FRAMES\W17GO031A.01A 01/30/17 10:43:01 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 - - INTERIOR RF (FL 2-3) W17GO031A FRAME WIDTH BAY SPACING ROOF SLOPES INT. COLUMNS MEMBERS NODES 45.000 ft. 20.000 ft. 2 0 6 •7 LEFT WALL SLOPE W/VERT. GIRT DEPTH GIRT SPACINGS) --------------- •0.000/ 12.0 8.00 in. 1 Q 90.00 in NODE BASE 1 EAVE 2 ROOF SLOPE 1 --------------- NODE LEFT END 2 SPLICE 3 RIGHT END 4 ROOF SLOPE 2 --------------- NODE LEFT END 4 SPLICE 5 RIGHT END 6 RIGHT WALL --------------- NODE EAVE 6 BASE 7 LOCATION 0.000 ft. 16.000 ft. SLOPE W/HORIZ. 1.000/ 12.0 LOCATION -0.000 ft. 7.552 ft. 22.500 ft. SLOPE W/HORIZ. -1.000/ 12.0 LOCATION 22.500 ft. 37.448 ft. 45.000 ft. SLOPE W/VERT. -0.000/ 12.0 LOCATION 16.000 ft. 0.000 ft. WEB DEPTH 12.000 in. 12.000 in. PURLIN DEPTH 8.00 in. WEB DEPTH 15.000 in. 15.000 in. 15.000 in. PURLIN DEPTH 8.00 in. WEB DEPTH 15.000 in. 15.000 in. 15.000 in. GIRT DEPTH 8.00 in. WEB DEPTH 12.000 in. 12.000 in. 1 @ 54.00 in. 1 Q 48.00 in. CONNECTION PINNED RIGID TYP. PURLIN SPACE 37.01 in. CONNECTION RIGID RIGID RIGID TYP. PURLIN SPACE 37.01 in. CONNECTION RIGID RIGID RIGID GIRT SPACINGS) 1 ® 90.00 in. 1 Q 54.00 in. 1 Q 48.00 in. CONNECTION RIGID PINNED 23/119 0 24/119 MSA 47.3 Page 2 of 25 Job:W17G0031A C:\ABCP\FRAMES\W17G0031A.0lA 01/30/17 10:43:01 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 6.00 X 0.2500 0.1644 6.00 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 6.00'X 0.2500 0.1644 6.00 X 0.2500 0.1250 N3 55.0 55.0 FRAME SELF -WEIGHT AS APPLIED DEAD LOAD MEMBER MEMBER WEIGHT CONNECTION WEIGHT (lbs) (lbs) 1 251.2 62.8 2 100.7 3 230.9 51.2 4 230.9 5 100.7 62.8 6 251.2 Total: 1165.5 176.8 24/119 MSA 47.3 Job:W17G0031A C:\ABCP\FRAMES\W17G0031A.01A NODE COORDINATES NODE X Y X OUT OF PLUMB (in.) (in.) (0.003xY) (in.) 1 14.50 0.00 +/- 0.0000 2 14.50 177.15 +/- 0.5315 3 91.25 183.55 +/- 0.5506 4 270.00 198.44 +/- 0.5953 5 448.75 183.55 +/- 0.5506 6 525.50 177.15 +/- 0.5315 7 525.50 0.00 +/- 0.0000 Page 3 of 25 01/30/17 10:43:01 25/119 MSA 47.3 Page 4 of 25 Job:W17G0031A C:\ABCP\FRAMES\W17G0031A.0lA 01/30/1710:43:01 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 = 5.50 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/26 Horizontal Deflection Limit; L/77 Vertical Deflection Limit WIND LOAD = 22.66 psf C1= -0.63; C2= -0.87; C3= -0.87; C4= -0.63 ------------------------------------------------------------------------------------- LOAD CASE 5 WLX+" No Stress Check; H/26 Horizontal Deflection Limit; L/77 Vertical Deflection Limit WIND LOAD = 22.66 psf C1.= -0.63; C2= -0.87; C3= -0.87; C4= -C.63 CONCENTRATED LOADS * * LOAD COMPONENTS LOAD NO. LINE NO. * LOCATION FLG SIDE * HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip -ft) 1 1 15.83 Neutral Axis 0.00 -2.70 0.00 -3.65 (out -of -plane) 2 4 15.83 Neutral Axis 0.00 -2.70 0.00 -3.65 (out -of -plane) ---------------------------------------.-------------------------------------------- LOAD CASE 6 : WLX-^ No Stress.Check; H/26 Horizontal Deflection Limit; L/77 Vertical Eeflection Limit WIND LOAD = 22.66 psf C1= -0.63; C2= -0.87; C3= -0.87; C4= -a.63 CONCENTRATED LOADS * * LOAD COMPONENTS LOAD NO. LINE NO. * LOCATION FLG SIDE * HORIZONTAL VERTICAL MOMENT * (ft.) * (kips) (kips) (kip -ft) 1 T 0.50 Neutral Axis 0.00 2.70 0.00 -3.65 (out -of -plane) 2 4 0.50 Neutral Axis 0.00 2.70 0.00 -3.65 (out -of -plane) ------------------------------------------------------------------------------------ LOAD CASE 7 : W1-> No Stress Check; H/26 Horizontal Deflection Limit; L/77 Vertical Deflection Limit WIND LOAD = 22.66 psf C1= 0.58; C2= -0.51; C3= -0.19; C4= -0.11 ----------------------------------------------------------------------------------- LOAD CASE 8 : W1< - No Stress Check; H/26 Horizontal Deflection Limit; L/77 Vertical De -flection Limit WIND LOAD = 22.66 psf C1= -0.11; C2= -0.19; C3= -0.51; C4= 0.58 ------------------------- --------------------------------------------------------- LOAD CASE 9 : W2-> 26/119 MSA 47.3 Page 5 of 25 Job:W17G0031A C:\ABCP\FRAMES\W17G0O31A.0lA 01/30/17 10:43:01 No Stress Check; H/26 Horizontal Deflection Limit; L/77 Vertical Deflection Limit WIND LOAD = 22.66 psf C1= -0.27; C2= -0.51; C3= -0.19; C4= -0.27 ----------------------------------------------------------------------------------- LOAD CASE 10 : W2< - No Stress Check; H/26 Horizontal Deflection Limit; L/77 Vertical Deflection Limit WIND LOAD = 22.66 psf C1= -0.27; C2= -0.19; C3= -0.51; C4= -0.27 ----------------------------------------------------------------------------------- LOAD CASE 11 : W3-> No Stress Check; H/26 Horizontal Deflection Limit; L/77 Vertical Deflection Limit WIND LOAD = 22.66 psf C1= 0.22; C2= -0.87; C3= -0.55; C4= -0.47 • ----------------------------------------------------------------------------------- LOAD CASE 12 : W3< - No Stress Check; H/26 Horizontal Deflection Limit; L/77 Vertical Deflection Limit WIND LOAD = 22.66 psf C1= -0.47; C2= -0.55; C3= -0.87; C4= 0.22 ----------------------------------------------------------------------------------- LOAD CASE 13 : W4-> No Stress Check; H/26 Horizontal Deflection Limit; L/77 Vertical Deflection Limit WIND LOAD = 22.66 psf C1= -0.63; C2= -0.87; C3= -0.55; C4= -0.63 ----------------------------------------------------------------------------------- LOAD CASE 14 : W4< - No Stress Check; H/26 Horizontal Deflection Limit; L/77 Vertical Deflection Limit WIND LOAD = 22.66 psf C1= -0.63; C2= -0.55; C3= -0.87; C4= -0.63 ----------------------------------------------------------------------------------- LOAD CASE 15 : E-> No Stress Check; H/26 Horizontal Deflection Limit CONCENTRATED LOADS * * LOAD COMPONENTS LOAD NO. LINE NO. * LOCATION FLG SIDE * HORIZONTAL VERTICAL MOMENT * (ft.) * (kips) (kips) (kip -ft) 1 1 16.00 Neutral Axis 0.85 0.00 0.00 2 ----------------------------------------------------------------------------------- 4 16.00 Neutral Axis 0.85 0.00 0.00 LOAD CASE 16 : E< - No Stress Check; H/26 Horizontal Deflection Limit CONCENTRATED LOADS * * LOAD COMPONENTS LOAD NO. LINE NO. * LOCATION FLG SIDE * HORIZONTAL VERTICAL MOMENT * (ft.) * (kips) (kips) (kip -ft) 1 1 16.00 Neutral Axis -0.85 0.00 0.00 2 4 16.00 Neutral Axis -0.85 0.00 0.00 ----------------------------------------------------------------------------------- LOAD CASE 17 : ELX+" No Stress Check; H/26 Horizontal Deflection Limit CONCENTRATED LOADS * * LOAD COMPONENTS LOAD NO. LINE NO. * LOCATION FLG SIDE * HORIZONTAL VERTICAL MOMENT * (ft.) * (kips) (kips) (kip -ft) 1 1 15.83 Neutral Axis 0.00 -1.97 0.00 -2.66 (out -of -plane) 2 4 15.83 Neutral Axis 0.00 -1.97 0.00 ----------------------------------------------------------------------------------- -2.66 (out-of-plane) 27/119 MSA 47.3 Page 6 of 25 Job:W17GO031A C:\ABCP\FRAMES\W17G0031A.01A 01/30/17 10:43:01 LOAD CASE 18 : ELX No Stress Check; H/26 Horizontal Deflection Limit CONCENTRATED LOADS * * LOAD COMPONENTS LOAD NO. LINE NO. * LOCATION FLG SIDE * HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip -ft) 1 1 0.50 Neutral Axis 0.00 1.97 0.00 -2.66 (out -of -plane) 2 4 0.50 Neutral Axis. 0.00 1.97 0.00 ` -2.66 (out -of -plane) ------------------------------------------------------------------------------------ LOAD CASE 19 : CIE-> • 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 16.00 Neutral Axis 1.90 0.00 0.00 2 4 16.00 Neutral Axis 1.90 0.00 0.00 - --=-------------------------------------------------------------------------------- LOAD CASE 20 : QE< - 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 16.00 Neutral Axis. -1.90 0.00 0.00 2 4 16.00 Neutral Axis -1.90 0.00 0.00 ----------------------------------------------------------------------------------- LOAD CASE 21 : QELX+" 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 15.83 Neutral Axis 0.00 -3.03 0.00 -4.09 (out -of -plane) 2 4 15.83 Neutral Axis 0.00 -3.03 0.00 -4.09 (out -of -plane) ----------------------------------------------------------------------------------- LOAD CASE 22 : QELX-" 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 3.03 0.00 -4.09 (out -of -plane) 2 4 0.50 Neutral Axis 0.00 3.03 0.00 -4.09 (out -of -plane) --------------------------------------------------- LOAD CASE 23`: D+C + L nL -------------------------- ------ ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.945 ---------------------------------=------------------------------------------------- LOAD CASE 24 : D+C + L nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.945 28/119 MSA 47.3 Page 7.of 25 Job:W17G0031A C:\ABCP\FRAMES\W17G0031A.01A 01/30/17 10:43:01 ----------------------------------------------------------------------------------- LOAD CASE 25 : 1.07D+C + 0.70E-> nL ASD; No Deflection Limits . Highest check ratio achieved in this load ----------------------------------------------------------------------------------- case = 0.530 LOAD CASE 26 :• 1.07D+C + 0.70E-> nR ASD; No Deflection Limits Highest check ratio achieved in this load ----------------------------------=------------------------------------------------ case = 0.536 LOAD CASE 27 : 1.07D+C + 0.70E<- nL ASD; No Deflection Limits Highest check ratio achieved in this load ----------------------------------------------------------------------------------- case = 0.536 LOAD CASE 28 : 1.07D+C + 0.70E<- nR ASD; No Deflection Limits Highest check ratio achieved in this load ----------------------------------------------------------------------------------- case = 0.530 LOAD CASE 29 1.07D+C + 0.70ELX+" nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.365 ----------------------------------------------------------------------------------- LOAD CASE 30 : 1.07D+C + 0.70ELX+' nR ASD; No Deflection Limits Highest check ratio achieved in this load ----------------------------------------------------------------------------------- case = 0.365 - LOAD CASE 31 : 1.07D+C + 0.70ELX-' nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.347 ------------------------=---------------------------------------------------------- LOAD CASE 32 1.07D+C + 0.70ELX-A nR ASD; No Deflection Limits Highest check ratio achieved in this load ----------------------------------------------------------------------------------- case = 0.347 LOAD CASE 33 : 0.89D+C + 0.5852E=> 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 + 0.5812E<- nR ASD Special Seismic; No Deflection Limits ----------------------------------------------------------- LOAD CASE 37 0.89D+C + 0.581QELX+A nL ------------------------ ASD Special Seismic; No Deflection Limits ----------------------------------------------------------------------------------- LOAD CASE 38 : 0.89D+C + 0.5852ELX+A nR ASD Special Seismic; No Deflection Limits -.---------------------------------------------------------------------------------- LOAD CASE 39 : 0.89D+C + 0.58nELX-A nL ASD Special Seismic; No Deflection Limits ------------7------------------=--------------------------------------------------- LOAD CASE 40 0.89D+C + 0.5852ELX-A nR ASD Special Seismic; No Deflection Limits LOAD CASE 41 : D+C + 0.45WL' + 0.75L nL 29/119 0 MSA 47.3 Page 8 of 25 Job:W17G0031A C:\ABCP\FRAMES\W17G0031A.01A 01/30/17 10:43:01 ASD; No Deflection Limits Highest check ratio achieved in : this load case = 0.418 ----------------- CASE 42 : D+C + 0.45WL' + 0.75L nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.418 ----------------------------------------------------------------------------------- LOAD CASE 43 : D+C + 0.45WLX+' + 0.75L nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.433 ----------------------------------------------------------------------------7------ LOAD CASE 44 : D+C + 0.45WLX+^ + 0.75L nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.433 ----------------------------------------------------------------------------------- LOAD CASE 45 : D+C + 0.45WLX-^ + 0.75L nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.418 ----------------------------------------------------------------------------------- LOAD CASE 46 : D+C + 0.45WLX-' + 0.75L nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.418 ----------------------------------------------------------------------------------- LOAD CASE 47 : D+C + 0.45W1-> + 0.75L nL ASD; No.Deflection Limits Highest check ratio achieved in this load case = 0.791 ----------------------------------------------------------------------------------- LOAD CASE 48 : D+C + 0.45W1-> + 0.75L nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.801 LOAD CASE 49 D+C + 0.45W1<- + 0.75E nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.801 ----------------------------------------------------------------------------------- LOAD CASE 50 : D+C + 0.45W1<- + 0.75L nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.791 ------------------------------------------------------------------------------=---- LOAD CASE 51 : D+C + 0.45W2-> + 0.75L nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.658 ----------------------------------------------------------------------------------- LOAD CASE 52 : D+C + 0.45W2-> + 0.75L nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.647 ----------------------------------------------------------------------------------- LOAD CASE 53 : D+C + 0.45W2<- + 0.75L nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.647 ----------------------------------------------------------------------------------- LOAD CASE 54 : D+C + 0.45W2<- + 0.75L nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.658 ----------------------------------------------------------------------------------- LOAD CASE 55 : D+C + 0.45W3-> + 0.75L nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.649 30/119 MSA 47.3 1 Page 9 of 25 Job:W17G0031A C:\ABCP\FRAMES\W17G0031A.01A 01/30/17 10:43:01 ----------------------------------------------------------------------------------- LOAD CASE 56 : D+C + 0.45W3-> + 0.75L nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.657 ----------------------------------------------------------------------------------- LOAD CASE 57 : D+C + 0.45W3<- + 0.75L nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.657 ----------------------------------------------------------------------------------- LOAD CASE 58 : D+C + 0.45W3<- + 0.75L nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.649 ----------------------------------------------------------------------------------- LOAD CASE 59 : D+C + 0.45W4-> + 0.75L nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.517 ---------------------------------------------------------------------------------- LOAD CASE 60 : D+C + 0.45W4-> + 0.75L nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.509 ----------------------------------------------------------------------------------- LOAD CASE 61 : D+C + 0.45W4<- + 0.75L nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.509 ----------------------------------------------------------------------------------- LOAD CASE 62 : D+C + 0.45W4<- + 0.75L nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.517 ----------------------------------------------------------------------------------- LOAD CASE 63 : 0.60D + 0.60WL' nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.383 ----------------------------------------------------------------------------------- LOAD CASE 64 : 0.60D + 0.60WL^ nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.383 ----------------------------------------------------------------------------------- LOAD CASE 65 : 0.60D + 0.60WLX+' nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.382 ----------------------------------------------------------------------------------- LOAD CASE 66 : 0.60D + 0.60WLX+" nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.382 ----------------------------------------------------------------------------------- LOAD CASE 67 : 0.60D + 0.60WLX-^ nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.383 ----------------------------------------------------------------------------------- LOAD CASE 68 : 0.60D + 0.60WLX-" nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.383 ----------------------------------------------------------------------------------- LOAD CASE 69 : 0.60D + 0.60Wl-> nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.310 LOAD CASE 70 : 0.60D + 0.60Wl-> nR 311119 0 0 MSA 47.3 Page 10 of 25 Job:W17G0031A C:\ABCP\FRAMES\W17G0031A.01A 01/30/17 10:43:01 ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.309 ------------------------------------------------------------------------------------ LOAD CASE 71 : 0.60D + 0.60W1<- nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.309 ----------------------------------------------------------------------------------- LOAD CASE 72 : 0.60D + 0.60W1<- nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.310 LOAD CASE 73 : 0.60D + 0.60W2-> nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.115 ----------------------------------------------------------------------------------- .LOAD CASE 74 : 0.60D + 0.60W2-> nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.116 ------------------------------------------------------------------------------------ LOAD CASE 75 : 0.60D + 0.60W2<-.nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.116 ----------------------------------------------------------------------------------- LOAD CASE 76 : 0.60D + 0:60W2<- nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.115 ------------------------------------------------------------------------------------ LOAD CASE 77 : 0.60D + 0.60W3-> nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0'.503 ----------------------------------------------------------------------------------- LOAD CASE 78 : 0.60D + 0.60W3-> nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.498 ------- --------------------------------------------------------------------------- LOAD CASE 79 : 0.60D + 0.60W3<- nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.498 ------------------------------------------.----------------------------------------- LOAD CASE 80 : 0.60D + 0.60W3<- nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.503 ----------------------------------------------------------------------------------- LOAD CASE 81 : 0.60D + 0.60W4-> nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.308 ----------------------------------------------------------------------------------- LOAD CASE 82 : 0.60D + 0.60W4-> nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.313 ----------------------------------------------------------------------------------- LOAD CASE 83 : 0.60D + 0.60W4<- nL ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.313 ----------------------------------------------------------------------------------- LOAD CASE 84 : 0.60D + 0.60W4<- nR ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.308 32/119 MSA 47.3 Page 11 of 25 Job:W17G0031A C:\ABCP\FRAMES\W17G0031A.01A 01/30/17 10:43:01 ---------------------------------------------------------- LOAD CASE 85 : 0.53D + 0.70E-> nL ------------------------- ASD; No Deflection Limits Highest check ratio achieved in this load ----------------------------------------------------------------------------------- case = 0.295 LOAD CASE 86 : 0.53D + 0.70E-> nR ASD; No Deflection Limits Highest check ratio achieved in this load ----------------------------------------------------------------------------------- case = 0.297 LOAD CASE 87 : 0.53D + 0.70E<- nL ASD; No Deflection Limits Highest check ratio achieved in this load ----------------------------------------------------------------------------------- case = 0.297 LOAD CASE 88 0.53D + 0.70E<- nR ASD; No Deflection Limits Highest check ratio achieved in this load ----------------------------------------------------------------------------------- case = 0.295 LOAD CASE 89 0.53D + 0.70ELX+' nL ASD; No Deflection Limits Highest check ratio achieved in this load ----------------------------------------------------------------------------------- case = 0.130 LOAD CASE 90 : 0.53D + 0.70ELX+' nR ASD; No Deflection Limits Highest check ratio achieved in this load ----------------------------------------------------------------------------------- case = 0.130 LOAD CASE 91 : 0.53D + 0.70ELX-^ nL ASD; No Deflection Limits Highest check ratio achieved in this load -.---------------------------------------------------------------------------------- case = 0.113 LOAD CASE 92 : 0.53D + 0.70ELX-A nR ASD; No Deflection Limits Highest check ratio achieved in this load --7 -------------------------------------------------------------------------------- case = 0.113 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 + 0.5852E<- 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 ----------------------------------------------------------------------------------- LOAD CASE 99 : 0.44D + 0.5852ELX-' nL ASD Special Seismic; No Deflection Limits ----------------------------------------------------------------------------------- LOAD CASE 100 : 0.44D + 0.5852ELX-' nR ASD Special Seismic; No Deflection Limits 33/119 MSA 47.3 Page 12 of 25 Job:W17G0031A C:\ABCP\FRAMES\W17G0031A.01A 01/30/17 10:43:01 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 6.00 0.2500 0.1644 6.00 0.2500 0.560 24 0.780 24 0.945 24 2 5.00 0.2500 0.1345 5.00 0.2500 0.545 24 0.526 23 0.620 24 3 5.00 `0.2500 0.1345 5.00 0.2500 0.610 24 0.352 23 0.541 24 4 5.00 0.2500 0.1345 5.00 0.2500 0.610 24 0.352 23 0.541 24 5 5.00 0.2500 0.1345 5.00 0.2500 0.545 24 0.526 23 0.620 24 6 6.00 0.2500 0.1644 6.00 0.2500 0.560 24 0.780 24 0.945 24 • 34/119 MSA 47.3 Page 13 of 25 Job:W17G0031A C:\ABCP\FRAMES\W17G0031A.01A 01/30/17 10:43:01 VERTICAL KNEE PANEL ZONE ANALYSIS NODE 2 ELEMENT MEM DESC RATIO AXIAL SHEAR MOMENT LC kips kips kip -ft CAP PLATE 6.0 x 0.250 0.458 COLUMN MEMBER FORCES -8.6 -2.8 -5.5 23 RAFTER MEMBER FORCES -3.3 7.4 -38.7 23 CAP PLATE END WELD FWD2 0.663 COLUMN MEMBER FORCES -8.6 -2.8 -5.5 23 RAFTER MEMBER FORCES -3.3 7.4 -38.7 23 CAP PLATE WEB WELD FWS3 0.905 COLUMN MEMBER FORCES -8.6 -2.8 -5.5 23 RAFTER MEMBER FORCES -3.3 7.4 -38.7 23 STIFFENER 2.0 x 0.313 0.353 COLUMN MEMBER FORCES -8.6 -2.8 -5.5 23 RAFTER MEMBER FORCES -3.3 7.4 -38.7 23 STIFFENER END WELD FWD3 0.426 COLUMN MEMBER FORCES -8.6 -2.8 -5.5 23 RAFTER MEMBER FORCES -3.3 7.4 -38.7 23 STIFFENER WEB WELD FWS2 0.283 COLUMN MEMBER FORCES -8.6 -2.8 -5.5 23 RAFTER MEMBER FORCES -3.3 7.4 -38.7 23 OUTER FLG WEB WELD FWS2 0.093 COLUMN MEMBER FORCES 5.6 0.8 0.4 68 RAFTER MEMBER FORCES 3.3 -3.6 19.2 68 WEB END WELD FWS2 0.472 COLUMN MEMBER FORCES -8.6 -2.8 -5.5 23 RAFTER MEMBER FORCES -3.3 7.4 -38.7 23 WEB 0.164 0.792 COLUMN MEMBER FORCES -8.6 -2.8 -5.5 23 RAFTER MEMBER FORCES -3.3 7.4 -38.7 23 VERTICAL KNEE PANEL ZONE ANALYSIS NODE 6 ELEMENT MEM DESC RATIO AXIAL SHEAR MOMENT LC kips kips kip -ft CAP PLATE 6.0 x 0.250 0.458 COLUMN MEMBER FORCES -8.6 2.8 -5.5 24 RAFTER MEMBER FORCES -3.3 -7.4 -38.7 24 CAP PLATE END WELD FWD2 0.663 COLUMN MEMBER FORCES -8.6 2.8 -5.5 24 RAFTER MEMBER FORCES -3.3 -7.4 -38.7 24 CAP PLATE WEB WELD FWS3 0.905 COLUMN MEMBER FORCES -8.6 2.8 -5.5 24 RAFTER MEMBER FORCES -3.3 -7.4 -38.7 24 STIFFENER 2.0 x 0.313 0.353 COLUMN MEMBER FORCES -8.6 2.8 -5.5 24 RAFTER MEMBER FORCES -3.3 -7.4 -38.7 24 STIFFENER END WELD FWD3 0.426 COLUMN MEMBER FORCES -8.6 2.8 -5.5 24 RAFTER MEMBER FORCES -3.3 -7.4 -38.7 24 STIFFENER WEB WELD FWS2 0.283 COLUMN MEMBER FORCES -8.6 2.8 -5.5 24 RAFTER MEMBER FORCES -3.3 -7.4 -38.7 24 OUTER FLG WEB WELD FWS2 0.093 COLUMN MEMBER FORCES 5.6 -0.8 0.4 68 RAFTER MEMBER FORCES 3.3 3.6 19.6 68 0 .351119 • MSA 47.3 Page 14 of 25 Job:W17G0031A C:\ABCP\FRAMES\W17G0031A.01A 01/30/17 10:43:01 WEB END WELD FWS2 0.472 COLUMN MEMBER FORCES -8.6 2.8 -5.5 24 RAFTER MEMBER FORCES -3.3 -7.4 -38.7 24 WEB 0.164 0.792 COLUMN MEMBER FORCES -8.6 2.8 -5.5 24 RAFTER MEMBER FORCES -3.3 -7.4 -38.7 24 0 36/119 MSA 47.3 Page 15 of 25 Job:W17G0031A C:\ABCP\FRAMES\W17G0031A.01A 01/30/17 10:43:01 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 OR 6.0 0.375 15.4 0.750 2 3.0 2 2 3.0 23 -38.3 -2.7 -7.7 0.80 2 IR 6.0 0.375 15.4 0.750 2 3.0 2 2 3.0 77 24.8 1.4 3.9 0.56 4 IL 5.0 0.375 15.5 0.750 2 3.0 2 2 3.0 23 37.9 -2.8 -0.1 0.89 4 IR 5.0 0.375 15.5 0.750 2 3.0 2 2 3.0 24 37.9 -2.8 0.1 0.89 4 OL 5.0 0.375 15.5 0.750 2 3.0 2 2 3.0 65 -16.1 3.3 -0.0 0.45 4 OR 5.0 0.375 15.5 0.750 2 3.0 2 2 3.0 66 -16.1 3.3 0.0 0.45 . 6 OL 6.0 0.375 15.4 0.750 2 3.0 2 2 3.0 24 -38.3 -2.7 7.7 0.80 6 IL 6.0 0.375 15.4 0.750 2 3.0 2 2 3.0 80 24.8 1.4 -3.9 0.56 0 37/119 38/119 MSA 47.3 Page 16 of 25 Job:W17G0031A C:\ABCP\FRAMES\W17G0031A.O1A 01/30/17 10:43:01 SPLICE PLATE WELD DESIGN ND 1/0 WELD MOM AX SHR RATIO CSE L/R kip -ft kips kips 2 O/R FWD3 -38.3 2.7 -7.7 1.00 23 2 WEB FWS2 -38.3 2.7 -7.7 1.00 23 2 I/R FWD3 24.8 -1.4 3.9 1.00 77 4 O/L FWD3 -16.1 -3:3 -0.0 1.00 66 4 WEB FWS2 37.9 2.8 -0.1 1.00 23 4 I/L FWD3 37.9 2.8 -0.1 1.00 23 4 O/R FWD3 -16.1 -3.3 0.0 1.00 66 4 WEB FWS2 37.9 2.8 0.0 1.00 23 4 I/R FWD3 37.9 2.8 0.0 1.00 23 6 O/L FWD3 -38.3 2.7 7.7 1.00 24 6 WEB FWS2 -38.3 2.7 7.7 1.00 24 6 I/L FWD3' 24.8 -1.4 -3.9 1.00 80 38/119 MSA 47.3 Job:W17G0031A * * SUP. * NODE 1 1 1 2 7 7 C:\ABCP\FRAMES\W17G0031A.01A FRAME SUPPORTS BASE PLATE THICKNESS WIDTH (in.) (in.) 0.375 6.000 0.375 6.000 * LENGTH * NO 13.000 4 13.000 4 Page 17 of 25 01/30/17 10:43:01 ANCHOR BOLTS DIAMETER AREA (in.) (in2) 0.750 1.767 0.750 1.767 39/119 9 0 •. r MSA 47.3 Job:W17G0031A C:\ABCP\FRAMES\W17G0031A.01A SUPPORT REACTIONS CASE 1 D SUPPORT NODE•HORIZONTAL VERTICAL MOMENT CASE 5 : WLX+' SUPPORT -NODE HORIZONTAL VERTICAL MOMENT (kips) . (kips) (kip -ft) 1 1 -1.95 -,6.17 -0.00 -3.65 (out -of -plane) 2•- 7 1.95 -6.17 0.00 -3.65 (out -of -plane) CASE 7• : Wl-> (kips) (kips) (kip -f t) 1 �1 0.51 1.80 0.00 2 7 -0:51 1.80' 0.00 CASE 3 L -5.25 0.00 2 SUPPORT NODE HORIZONTAL VERTICAL MOMENT CASE 9 : W2-> (kips) (kips) (kip -ft) 1 1' 1.83 5.40 0.00 2 1 -1.83 5.40 0.00 CASE 5 : WLX+' SUPPORT -NODE HORIZONTAL VERTICAL MOMENT (kips) . (kips) (kip -ft) 1 1 -1.95 -,6.17 -0.00 -3.65 (out -of -plane) 2•- 7 1.95 -6.17 0.00 -3.65 (out -of -plane) CASE 7• : Wl-> (kips) (kips) SUPPORT NODE HORIZONTAL VERTICAL MOMENT 0.00 (kips) (kips) (kips) (kip -ft) 1 1 -3.39 -5.25 0.00 2 7 -0.17 -1.89 0.00 CASE 9 : W2-> (kips) (kips) SUPPORT NODE HORIZONTAL VERTICAL MOMENT -5.56. (kips) .(kips) (kips) (kip -ft) 1 1 -0.62 -4.32 0.00 2 7 • 0.89 -2.81 0.00 CASE 11 : W3-> SUPPORT NODE SUPPORT SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kips) (kips) (kip -ft) 1 1. -4.02 -8.92 -0.00 2 7 0.46 -5.56. 0.00 CASE 13 W4-> -11.58 0.00 HORIZONTAL SUPPORT NODE HORIZONTAL VERTICAL MOMENT CASE 8 W1< - (kips) (kips) (kip -ft) 1 1 -1.26.' -7.99 0.00 2 7 1.53 -6.49 0.00 CASE 15 'E-> 0.00 2 7 SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip -ft) 1 1 -0.85 -0.59 0.00 2 7 -0.85 0.59 -0.00 CASE 17 : ELX+' SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip' -ft) 1 1" 0.00 1.97 0.00 -2.66 (out -of -plane) 2 7 -0.00 1.97 0.00 - Page 18 of 25 01/30/17 10:43:01 CASE 2 : D+C (kips) (kips) (kip -ft) SUPPORT NODE HORIZONTAL VERTICAL MOMENT -2.81 0.00 (kips) (kips) (kip -ft) 1 1 0.97 3.15 0.00 2 7 -0.97 3.15 0.00 CASE 4 : WL" (kips) (kips) SUPPORT NODE HORIZONTA- VERTICAL MOMENT -0.46 -5.56. (kips) (kips) (kip -ft) 1 1 -1.95 -8.87 -0.00 2 7 1.95 -8.87 0.00 CASE 6 WLX-^ SUPPORT NODE SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kips) (kips) (kip -ft) 1 1 -1.95 -11.58 -0.00 1.26 -3.65 (out -o= -plane) CASE 16 : E< - 2 7 , 1.95 -11.58 0.00 HORIZONTAL -3.65 (out -of -plane) (kips) CASE 8 W1< - 1 1 0.85 SUPPORT NODE HORIZONTAL VERTICAL MOMENT 7 0.85 (kips) (kips) (kip -ft) 1 1 0.17 -1.89 0.00 2 7 3.39 -5.25 0.00 CASE 10 : W2< - SUPPORT NODE HORIZONTAL VERTICAL MOMENT CASE 18 : ELX-" SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip -ft) 1 1 -0.00 -1.97 0.00 -2.66 (out -of -plane) 2 7 0.00 -1.97 0.00 40/119 (kips) (kips) (kip -ft) 1. 1 -0.89 -2.81 0.00 2 7 0.62 -4.32 0..00 CASE 12 : W3< - SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip -ft) 1 1 -0.46 -5.56. 0.00 2 7 4.02 -8.92 -0.00 CASE 14 W4<= SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip=ft) 1 1 -1.53 -6.49 0.00 2 7 1.26 -7.99 -0.00 CASE 16 : E< - SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip -ft) 1 1 0.85 0.59 -0.00 2 7 0.85 -0.59 0.00 CASE 18 : ELX-" SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip -ft) 1 1 -0.00 -1.97 0.00 -2.66 (out -of -plane) 2 7 0.00 -1.97 0.00 40/119 MSA 47.3 Job:W17G0031A C:\ABCP\FRAMES\W17G0031A.01P_ -2.66 (out -of -plane) CASE 19 : QE-> SUPPORT NODE HORIZONTAL VERTICAL MOMENT 0 Page 19 of 25 01/30/17 10:43:01 -2.66 (out -of -plane) CASE 20 : QE< - SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip -ft) 1 1 -1.90 =1.32 0.00 2 7 -1.90 1.32 0.00 CASE 21 : QELX+' -0.00 SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip -ft) 1 1 0.00 3.03 0.00 (kips) (kips) -4.09 (out -of -plane) 2 7 -0.00 3.03 0.00 -4.09 -4.09 (out -of -plane) 0 Page 19 of 25 01/30/17 10:43:01 -2.66 (out -of -plane) CASE 20 : QE< - SUPPORT NODE HORIZONTAL VERTICAL MOMENT 41/119 (kips) (kips) (kip -f t) 1 1 1.90 1.32 -0.00 2 7. 1.90 -1.32 -0.00 CASE 22 OELX-' SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip -ft) 1 1 -0.00 -3.03 -0.00 -4.09 (out -of -plane) , 2 7 0.00 -3.03 0.00 -4.09 (out -of -plane) 41/119 MSA 47.3 Job:W17G0031A C:\ABCP\FRAMES\W17G0031A.01A NODAL DISPLACEMENTS CASE 1 : D Horizontal Deflection Limit: Vertical Deflection Limit: HORIZONTAL VERTICAL ANGULAR NODE (in.) (in.) (rad.) 1 0.000 0.000 0.001 2 -0.027 -0.002 -0.001 3 -0.017 -0.128 -0.002 4 0.000 -0.336 0.000 5 0.017 -0.128 0.002 6 0.027 -0.002 0.001 7 0.000. 0.000 -0.001 CASE 3 : L Horizontal Deflection Limit: Vertical Deflection Limit: HORIZONTAL VERTICAL ANGULAR NODE (in.) (in.) (rad.) 1 0.000 0:000. 0.003 2 -0.095 -0.007 -0.004 3 -0.059 -0.454 -0.007 4 0.000 -1.190 0.000 5 0.059 -0.454 0.007 6 0.095 -0.007 0.004 7 0.000 0.000 -0.003 CASE 5 : WLX+A Horizontal Deflection Limit: Vertical Deflection Limit: HORIZONTAL VERTICAL ANGULAR NODE (in.) (in.) (rad.) 1 0.000 0.000 -0.004 2 0.133 0.008 0.006 3 0.083 0.654 0.010 4 -0.000 1.746 -0.000 5 -0.083 0.654 -0.010 6 -0.133 0.008 -0.006 7 0.000 0.000 0.004 CASE 7 : W1-> Horizontal Deflection Limit: Vertical Deflection Limit: HORIZONTAL VERTICAL ANGULAR NODE (in.) (in.) (rad.) 1 .0.000 0.000 -0.011 2 1.227 0.006 0.001 3 1.209 0.228 0.004 4 1.157 0.861 0.001 5 1.123 0.437 -0.005 6 1.087 0.002 -0.006 7 0.000 0.000 -0.006 Page 20 of 25 01/30/17 10:43:01 CASE 2 : D+C None Horizontal Deflection Limit: None None Vertical Deflection Limit: None HORIZONTAL VERTICAL ANGULAR NODE (in.) (in.) (rad.) 1 0.000 0.000 0.002 2 -0.050 -0.004 -0.002 3 -0.031 -0.241 -0.003 4 0.000 -0.633 0.000 5 0.031 -0.241 0:003 6 0.050 -0.004 0.002 7 0.000 0.000 -0.002 CASE 4 : WL" None Horizontal Deflection Limit: H/26 L/180 Vertical Deflection Limit: L/77 HORIZONTAL VERTICAL ANGULAR NODE (in.) (in.) (rad.) 1 0.000 0.000 -0.004 2 0.133 0.011 0.006 3 0.083 0.657 0.010 4 -0.000 1.750 -0.000 5 -0.083 0.657 -0.010 6 -0.133 0.011 -0.006 7 0.000 0.000 0.004 CASE .6 : WLX H/26 Horizontal Deflection Limit: H/26 L/77 Vertical Deflection Limit: L/77 HORIZONTAL VERTICAL ANGULAR NODE (in.) (in.) (rad.) 1 0.000 0.000 -0.004 2 0.133 0.011 0.006 3 0.083 0.658 0.010 4 -0.000 1.750 -0.000 5 -0.083 0.658 -0.010 6 -0.133 0.011 -0.006 7 0.000 0.000 0.004 CASE 8 : W1< - H/26 Horizontal Deflection Limit: H/26 L/77 Vertical Deflection Limit: L/77 HORIZONTAL VERTICAL ANGULAR NODE (in.) (in.) (rad.) 1 0.000 0.000 0.006 2 -1.087 0.002 0.006 3 -1.123 0.437 0.005 4 -1.157 0.861 -0.001 5 -1.209 0.228 -0.004 6 -1.227 0.006 -0.001 7 0.000 0.000 0.011 CASE 9 : W2-> Horizontal Deflection Limit: H/26 Vertical Deflection Limit: L/77 HORIZONTAL VERTICAL ANGULAR CASE 10 : W2< - Horizontal Deflection Limit: H/26 Vertical Deflection Limit: L/77 HORIZONTAL VERTICAL ANGULAR 42/119 MSA 47.3 Page 21 of 25 Job:W17G0031A C:\ABCP\FRAMES\W17GO031A.0lA 01/30/17 10:43:01 NODE (in.) (in.) (rad.) NODE (in.) (in.) (rad.) 1 0.000 0.000 0.000 1 0.000 0.000 -0.003 2 -0.217 0.005 0.004 2 0.323 0.003 0.001 3 -0.243 0.331 0.004 3 0.309 0.193 0.003 4 -0.270 0.699 -0.001 4 0.270 0.699 0.001 5 -0.309 0.193 -0.003 5 0.243 0.331 -0.004 6 -0.323 0.003 -0.001 6 0.217 0.005 -0.004 7 0.000 0.000 0.003 7 0.000 0.000 -0.000 CASE 11 : W3-> CASE 12 : W3< - Horizontal Deflection Limit: H/26 Horizontal Deflection Limit: H/26 Vertical Deflection Limit: L/77 Vertical Deflection Limit: L/77 HORIZONTAL VERTICAL ANGULAR HORIZONTAL VERTICAL ANGULAR NODE (in.) (in.) (rad.) NODE (in.) (in.) (rad.) 1 0.000 0.000 -0.012 1 0.000 0.000 0.005 2 1.279 0.011 0.003 2 -1.036 0.007 0.008 3 1.241 0.486 0.008 3 -1.091 0.695 0.009 4 1.157 1.553 0.001 4 -1.157 1.553 -0.001 5 1.091 0.695 -0.009 5 -1.241 0.486 -0.008 6 1.036 0.007 -0.008 6 -1.279 0.011 -0.003 7 0.000 0.000 -0.005 7 0.000 0.000 0.012 CASE 13 : W4-> CASE 14 : W4< - Horizontal Deflection Limit: H/26 Horizontal Deflection Limit: H/26 Vertical Deflection Limit: -L/77 Vertical Deflection Limit: L/77 HORIZONTAL VERTICAL ANGULAR HORIZONTAL VERTICAL ANGULAR NODE (in.) (in.) (rad.) NODE (in.) (in.) (rad.) 1 0.000 0.000 -0.001 1 0.000 0.000 -0.004 2 -0.166 0.010 0.006 2 0.375 0.008 0.003 3 -0.211 0.589 0.008 3 0.341 0.451 0.007 4 -0.270 1.391 -0.001 4 0.270 1.391 0.001 5 -0.341 0.451 -0.007 5 0.211 0.589 -0.008 6 -0.375 0.008 -0.003 6 0.166 0.010 -0.006 7 0.000 0.000 0.004 7 0.000 0.000 0.0.01 CASE 15 : E-> CASE 16 : E< - Horizontal Deflection Limit: H/26 Horizontal Deflection Limit: H/26 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 -0.006 1 0.000 0.000 0.006 2 0.828 0.001 -0.002 2 -0.828 -0.001 0.002 3 0.838 -0.110 -0.001 3 -0.838 0.110 0.001 4 0.828 -0.000 0.001 4 -0.828 0.000 -0.001 5 0.838 0.110 -0.001 5 -0.838 -0.110 0.001 6 0.828 -0.001 -0.002 6 -0.828 0.001 0.002 7 0.000 0.000 -0.006 7 0.000 0.000 0.006 CASE 17 : ELX+" CASE 18 : ELX-' Horizontal Deflection Limit: H/26 Horizontal Deflection Limit: H/26 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 0.000 -0.002 -0.000 2 -0.000 0.000 0.000 3 0.000 -0.002 -0.000 3 -0.000 0.000 -0.000 4 0.000 -0.002 0.000 4 -0.000 0.000 -0.000 5 0.000 -0.002 -0.000 5 -0.000 0.000 0.000 43/119 0 44/119 MSA 47.3 Page 22 of 25 Job:W17G0031A C:\ABCP\FRAMES\W17G0031A.0-lA 01/30/17 10:43:01 6 0.000 -0.002 -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 : 52E-> CASE 20 : LIE< - 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 1.852 0.002 -0.005 2 -1.852 -0.002 0.005 3 1.872 -0.246 -0.001 3 -1.872 0.246 0.001 4 1.852 -0.000 0.003 4 -1.852 0.000 -0.003 5 1.872 0.246 -0.001 5 -1.872 -0.246 0.001 6 1.852 -0.002 -0.005 6 -1.852 0.002 0.005 7 0.000 0.000 -0.013 7 0.000 0.000 0.013 CASE 21 : nELX+" CASE 22 : QELX-" 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 0.000 -0.004 -0.000 2 -0.000 0.000 0.000 3 .0.000 -0.004 -0.000 3 -0.000 0.000 0.000 4 0.000 -0.004 0.000 4 -0.000 0.000 -0.000 5 0.000 -0.004 -0.000 5 -0.000 0.000 0.000 6 0.000 -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 44/119 MSA 47.3 Page 23 of 25 ' Job:W17G0O31A C:\ABCP\FRAMES\W17G0031A.O1A 01/30/17, 10:43:01 WEIGHT OF BUILT-UP MEMBERS = 1155.4 lbs WEIGHT OF W SHAPE MEMBERS = 0.0 lbs WEIGHT OF PIPE MEMBERS = 0.0 lbs ' WEIGHT OF SPLICES = 74.3 lbs -WEIGHT OF BASE PLATES = 16.6 lbs WEIGHT OF STIFFENERS = 8.5 lbs TOTAL WEIGHT = 1254.8 lbs 45/119 46/119 MSA 47.3 Page 24 of 25 Job:W17G0031A C:\A1BCP\FRAMES\W17G0031A.O1A 01/30/17 10:43:01 FLANGE BRACE LOCATIONS SEQ# P/G# REQD? LEFT COLUMN BASE 1 1 No 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 7 4 Yes No 8- 5 Yes 9 6 Yes (Ridge) ROOF SLOPE CHANGE 10 1 Yes (Ridge) 11 2 Yes 12 3 No 13 4 Yes 14 5 No 15 6 Yes (Eave Frame Brace Req'd) RIGHT EAVE 16 1 Yes (Eave Frame Brace Req'd) 17 2 No 18 3 No 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 46/119 SECTION 3 ENDWALLS AND ROD BRACING 47/119 0 0 0 ABC Design Calculations Pamphlet 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 members schematically along with the loadings imposed on them. Endwall framing and tension 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, 2008 FR, ABC Design Calculations Pamphlet LOADING fjHA �17 11_..�HfE RI -2 RLI RL1 RI -2 RLCC mi RVZ RV RVQ RVZ RV, LIVE + DEAD WIND + DEAD WIND +DEAD WIND ON SIDEWALL WIND ON ENDWALL FIGURE 4 COLUMN AND BEAM ENDWALL BRACING SUBJECT TO CHANGE WITHOUT NOTICE REVISED May 18, 2008 Section 3 Page 2 49/119 10 0 ABC Design Calculations Pamphlet BLDG q L V-6" _6.. RWF (3) RWF (2) RWF (2) RWF (3) PLAN RWF — CL _RIGID FRAME CE RIGID FRAME CL RIGID FRAME — CL RIGID FRAME ENDWALL ELEVATION FIGURE 5 COLUMN AND BEAM ENDWALL TENSION BRACING �i3 Q LLJ J W >J L.LJ C) SUBJECT TO CHANGE WITHOUT NOTICE REI/ISED MAY 18, 2008 031BC 50/119 Section 3 Page 3 — XT I — I — , — — ANG �- ANG — L XT —T —T _6.. RWF (3) RWF (2) RWF (2) RWF (3) PLAN RWF — CL _RIGID FRAME CE RIGID FRAME CL RIGID FRAME — CL RIGID FRAME ENDWALL ELEVATION FIGURE 5 COLUMN AND BEAM ENDWALL TENSION BRACING �i3 Q LLJ J W >J L.LJ C) SUBJECT TO CHANGE WITHOUT NOTICE REI/ISED MAY 18, 2008 031BC 50/119 Section 3 Page 3 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 or 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 Beam and Column Endwall Design Ver. 47.3 Page 1 American Buildings Company ; Fri Jan 27 08:19:46 2017 Job Name:-W17G0.031A Job Part: 1 LEW Force to.CBF braced frames = pCsW p=1.30 Cs=Sds/(R/I)=0.159 R=3.25 = 0.207W ' '-Force to CBF braced frame connections = S2CsW Q=2 Cs=Sds/(R/I) R=3.25. 0.319W Force'to CBF collectors = QCsW n=2 Cs=Sds/(R/I) R=3.25 0.319W Force to OMF moment frames = pCsW p=1.30 Cs=Sds/(R/I)=0.148 R=3.5 0.192W i • 52/119 BUILDING TYPE IS SINGLE GABLE ENDWALL TYPE IS POST AND BEAM ti BUILDING WIDTH = 45.000 ft BUILDING LENGTH = 60.000 ft LEFT HEIGHT* = 16.000 ft RIGHT HEIGHT = 1.6.000 ft LEFT SLOPE = 1.000 :12 RIGHT SLOPE = 1.000 :12 BAY SPACING = 20.000 ft. ROOF OVERHANG = 0.000 ft BUILDING CODE:. 2016 California Building Code ,DESIGN SPECIFICATION: 2010 AISC 360-10 Specification for Structural Steel Buildings. COLDFORMED DESIGN SPECIFICATION: 2012 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 gen=rally less than 30 feet&where Exposures B or D•do not apply DESIGN ROOF LIVE LOAD = 20.000 psf COLLATERAL LOAD = 3.000 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 = 58.2 %g Maximum response acceleration at 1 sec periods S1 = 25.9 %g Seismic site soil classification D • Design spectral response acceleration at short periods Sds = 0.518 g Design spectral response acceleration at 1 sec periods Shc = 0.325 g Seismic Design Category D Redundancy factor p = 1.3 Force to.CBF braced frames = pCsW p=1.30 Cs=Sds/(R/I)=0.159 R=3.25 = 0.207W ' '-Force to CBF braced frame connections = S2CsW Q=2 Cs=Sds/(R/I) R=3.25. 0.319W Force'to CBF collectors = QCsW n=2 Cs=Sds/(R/I) R=3.25 0.319W Force to OMF moment frames = pCsW p=1.30 Cs=Sds/(R/I)=0.148 R=3.5 0.192W i • 52/119 Beam and Column Endwall Design Ver. 47.3 Page 2 American Buildings Company Fri Jan 27 08:19:46 2017 Job Name: W17GO031A Job Part: 1 LEW Force to OMF moment frame connections = -QCsW 52=3 Cs=Sds/(R/I) R=3.5 = 0.444W Force to OMF collectors = S2CsW Q=3 Cs=Sds/(R/I) R=3.5 0.444W Force to roof diaphragm = Sds/(R/I)W R=3.25 = 0.159W *** 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+C 1.000 LPAFNI-- 3 1.000 D+C 1.000 LPAFN2- 4 1.000 D+C 1.000 LPDFNI- 5 1.000 D 0.600 W+ 6 1.000 D 0.600 W- 7 1.000 D 0.600 WTX+ 8 1.000 D 0.600 WTX- 9 1.072 D+C 0.700 ETX+ 10 1.072 D+C 0.700 ETX- 11 1.072 D+C 0.700 ELX 12 1.000 D+C 0.450 W+ 0.750 L 13 1.000 D+C 0.450 W- 0.750 L 14 0.600 D 0.600 W+ 15 0.600 D 0.600 W- 16 0.600•D -0.00. 0.600 WTX+ 17 0.600 D 0.600 WTX- 18 0.528 D+C 0.700 ETX+ 19 0.528 D+C 0.700 ETX- 20 0.528 D+C 0.700 ELX * * * LOADS 53/119 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 -6.00 ---- 0.00 ----- 45.00 ----- 0.00 ---- -6.00 D UNIF R 0 0 0 0.00 0.00 -3.00 0.00 45.00 0.00 -3.00 •L UNIF R 0 0 0 0.00 0.00 -19.50 0.00 45.00 0.00 -19.50 LPAFNI- UNIF R 0 0 0 0.00 0.00 -0.00. 0.00 22.50 0.00 -0.00 LPAFNI- UNIF R 0 0 0 22.50 0.00 -19.50 0.00 45.00 0.00 -19.50 LPAFN2- UNIF R 0 0 0 0.00 0.00 -19.50 0.00 22.50 0.00 -19.50 •LPAFN2- UNIF R 0 0 0 22.50 0.00 -0.00 0.00 45.00 0.00 -0.00 LPDFNI- UNIF R 0 0 0 0.00 0.00 -19_.50 0.00 45.00 0.00 -19.50 W+ UNIF R 0 0 0 0.00 0.00 29.00 0.00 45.00 0.00 29.00 W- UNIF R 0 0 0 0.00 0.00 29.00 0.00 45.00 0.00 29.00 W+ UNIF C 1 1 0 0.00 19.95 0.00 0.00 0.00 19.95 0.00 W- UNIF C 1 1 0 0.00 -23.59 ' 0.00 0.00 0.00 -23.59 0.00 W+. UNIF C 2 2 0 0.00 18.69 0.00 0.00 0.00 18.69 0.00 W= 'UNIF C 2 2 0 0.00 -20.73 0.00 0.00 0.00 -20.73 0.00 53/119 Beam and Column Endwall Design Ver. 47.3 Page 3 American Buildings Company Fri Jan 27 08:19:46 2017 Job Name: W17GO031A Job Part: 1 LEW *** LOADS (continued), *** ENDWALL RAFTERS VERT psf/ HORIZ GROUP TYPE M FM TO FL START psf/ psf 0.00 0.00 O.OD 19.95 ft kips W+ UNIF C 3 3 0 0.00 19.95 W- UNIF C 3 3 0 0.00 -23.59 WTX+ UNIF T 0 0 0 0.00 33.70 WTX- UNIF T 0 0 0 0.00 -33.70 ETX+ CONC T• 0 0 0 16.00 0.68 ETX- CONC T 0 0 0. 16.00 -0.68 ELX RUNF R 0 0 0 0.00 7.25 FY COLD FORMED = 55.0 ksi FY HOT ROLLED = 50.0 ksi FY BUILT UP = 55.0 ksi *** ENDWALL RAFTERS VERT psf/ MOMT ENI] HORIZ VERT kips kip -ft ft psf psf 0.00 0.00 O.OD 19.95 0.00 0.00 0.00 0.00 -23.59 0.00 0.00 0.00 0.00 23.56 0.00 0.00 0.00 0.00 -23.56 0.00 0.00 0.00 0.00 0.00 0.00 0.00 MEM DESCRIPTION LOCATION SPLICE PLATES SP BLT ROW BEND:RT SHR RT ft in in in in -------------- ----------------------------------------- ------ 1 BUILT-UP 0.000 6 0.250 11.63 2 0.50 O.E93 0.128 5.0 X 0.250 in FLG, 0.134 in WEB 10.000 in 0/0 WEB 2 BUILT-UP 22.500 5 0.250 10.50 2 0.50 O.E93 0.128 5.0 X 0.250 in FLG, 0.134 in WEB 10.000 in 0/0 WEB *** ENDWALL COLUMNS MEM DESCRIPTION LOCATION BASE PLATES A BLT ROW BEND RT SHR RT CT ft in in in in --------------------------------------------------------- ------ -- 1 BUILT-UP . 0.000 6 0.375 9.00 2 0.75 O.C34 0.000 6.0 X 0.250 in FLG, 0.134 in WEB 8.000 in 0/0 WEB 2 BUILT-UP 22.500 6 0.375 9.00 2 0.75 0.214 0.104 N 5.0 X 0.250 in FLG, 0.134 in WEB 8.000 in 0/0 WEB 3 BUILT-UP 45.000 6 0.375 9.00 2 0.75 0.034 0.000 6.0 X 0.250 in FLG, 0.134 in WEB 8.000 in 0/0 WEB *** FRAME BRACE SUMMARY LOCATION IN FT FROM REF PT COLUMN REF PT IS FROM THE COLUMN BASE. RAFTERS ARE AS NOTED CORNER COLUMN - Q RSW 7.500 12.000 CORNER COLUMN - Q FSW 7.500 12.000 54/119 Beam and Column Endwall Design Ver. 47.3 Page 4 American Buildings Company Fri Jan 27 08:19:46 2017 Job Name: W17G0031A Job Part: 1 LEW RAFTER - REF PT FSW UPSLOPE 21.078 RAFTER - REF PT RIDGE DOWNSLOPE 1.500 - 55/119 Beam and Column Endwall Design Ver. 47.3 Page 5 American Buildings Company Fri Jan 27 08:19:46 2017 Job Name: W17GO031A Job Part: 1 LEW *** MINIMUM PURLIN STRUT SIZE BASED ON ENDWALL COLUMN LOADS 56/119 COL LINE FPLAN SECTION DN CASE HORIZ ALLOWABLE kips kips ----- --------- --- ---- 2 1 ----- RF01 ------- 80Z16 -- ---- 1 6 2.32 5.64 3 1 RF01 .80Z16 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 5.9 ------- 0.0 1.000 D+C 1.000 L 2 3.7 0.0 1.000 D+C 1.000 LPAFNI- 3. 3.7 0.0 1.000 D+C 1.000 LPAFN2- .4 5.9 0.0 1.000 D+C 1.000 LPDFNI- 5 -3.0 -2.1 1.000 D 0.600 W+ 6 -3.0 2.3 1.000 D 0.600 W- 7 2.3 0.0 1.000 D 0.600 WTX+ 8 -0.9 0.0 1.000 D 0.600 WTX- 9 2.3 0.0 1.072 D+C 0.700 ETX+ 10 1.0 0.0 1.072 D+C 0.700 ETX- 11 '1.6 0.0 1.072 D+C 0.700 ELX 12 1.9 -1.6 1.000 D+C 0.450 W+ 0.750L 13 1.9 1.7 1.000 D+C 0.450 W- 0.750 L 14 -3.3 -2.1 0.600 D 0.600 W+ 15 -3.3 2.3 0.600 D 0.600 W- 16 1.8 0.0 0.600 D 0.600 WTX+ 17 -0.8 0.0 0.600 D 0.600 WTX- 18 1.6 0.0 0.528 D+C 0.700 ETX+ 19 0.6 0.0 0.528 D+C 0.700 ETX- 20 0.9 0.0 0.528 D+C 0.700 ELX 21 1.5 0.0 1.000 D+C 22 4.6 0.0 1.000 L 23 2.4 0.0 1.000 LPAFNI- 24 2.4 0.0 1.000 LPAFN2- 25 4.6 0.0 1.000 LPDFNI- 26 -6.2 -3.5 1.000 W+ 27 -6.2 .3.9 1.000 W- 28 2.6 0.0 1.000 WTX+ 29 -2.2 0.0 1.000 WTX- 30 1.2 0.0 1.000 ETX+ ' 31 -0.8 0.0 1.000 ETX- 32 0.0 0.0 1.000 ELX 33 0.9 0.0 1.000 D 56/119 Beam and Column Endwall Design Ver. 47.3 Page 6 American Buildings Company Fri Jan 27 08:19:46 2017 Job Name: W17GO031A Job Part: 1 LEW *** WIND BRACING DESIGN *** WALL BRACING LOCATIONS BY BAY NUMBER/TYPE *** LEW => 1 BR5- CASE NO: 7 LOAD FACT / GROUP => 1.000 D 0.600 WTX+ LOADS *** CASE NO: 8 LOAD FACT / GROUP => 1.000 D 0.600 WTX- LOADS *** HORIZ VERT VERT GROUP TYPE START psf/ psf/ MOMT END HORIZ VERT ft kips kips kip -ft ft psf psf WTX+ UNIF 0.000 33.70 0.00 0.00 0.00 23.56 0.'00 *** LEFT ENDWALL BRACING DESIGN BRACED BAY 22.500 ft *** LEFT ENDWALL BRACING ENDWALL BRACING LOAD = 20.2 psf 22.500 ft ENDWALL BRACING LOAD = NO T TIER HT BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN ft ft -- -------- ------ --- ft ---- ------ kips ------ kips ------ kips kips 1 117.875 22.500 1 BR 5 28.736 1.807 2.308. ------ NA ----- ----11 7.345 --=----------------------------------------------------------------- 1 1 17.875 22.500 1 BR 5 28.736 1.807 2.308 CASE NO: 8 LOAD FACT / GROUP => 1.000 D 0.600 WTX- LOADS *** CASE NO: 9 LOAD FACT / GROUP => 1.072 D+C 0.700 ETX+ 57/119 HORIZ VERT GROUP TYPE START psf/ psf/ MOMT END HORIZ VERT ft kips kips kip -ft ft psf psf WTX- UNIF 0.000 -33.70 0.00 0.00 0.00 -23.56 0.00 *** LEFT ENDWALL BRACING DESIGN BRACED BAY 22.500 ft ENDWALL BRACING LOAD = 20.2 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 17.875 22.500 1 BR 5 28.736 1.807 2.308 ------ NA ----- 7.345 CASE NO: 9 LOAD FACT / GROUP => 1.072 D+C 0.700 ETX+ 57/119 Beam and Column Endwall Design Ver. 47.3 Page 7 American Buildings Company Fri Jan 27 08 19:46 2017 Job Name: W17GO031A Job Part: 1 LEW 11 58/119 LOADS *** HORIZ VERT GROUP TYPE START psf/ psf/ MOMT END HORIZ VERT ft kips kips kip -ft ft psf psf ETX+ CONC 16.000 0.68 0.00 0.00 *** LEFT ENDWALL BRACING DESIGN BRACED BAY 22.500 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 k=ps kips 1 1 17.875 22.500 1 BR 5 28.736 0.866 1.106 Ne 7.345 -------------------------------------------------------------------------- CASE NO:10 LOAD FACT / GROUP => 1.072 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 16.000 -0.68 0.00 0.00 *** LEFT ENDWALL BRACING DESIGN BRACED BAY 22.500 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 ------ k_ps ------ kips ----- -- -------- ------ --- 1 1 17.875 22.500 1 ---- ------ BR 5 28.736 ------ 0.866 1.106 NA 7.345 -------------------------------------------------------------------------- CASE NO:16 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 33.70 0.00 0.00 0.00 23.56 0.00 *** LEFT ENDWALL BRACING DESIGN BRACED BAY 22.500 f: ENDWALL BRACING LOAD = 20.2 psf 58/119 Beam and Column Endwall Design Ver. 47.3 American Buildings Company Job Name: W17G0031A Job Part: 1 LEW Page 8 Fri Jan 27 08:19:46 2017 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 17.875 22.500 1 BR 5 28.736 1.807 ------ 2.308 ------ NA ----- 7.345 ----------------------------------------------------------------------=--- CASE NO:17 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 -33.70 0.00 0.00 0.00 -23.56 0.00 **# LEFT ENDWALL BRACING DESIGN BRACED BAY 22.500 ft ENDWALL BRACING LOAD = 20.2 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 17.875 22.500 1 BR 5 28.736 1.807 2.308 NA 7.345 -------------------------------------------------------------------------- CASE NO:18 LOAD FACT / GROUP => 0.528 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+j CONC 16.000 0.68 0.00 0.00 *** LEFT ENDWALL BRACING DESIGN BRACED BAY 22.500 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 17.875 22.500 1 BR 5 28.736 0.866 1.106 NA 7.345 -------------------------------------------------------------------------- CASE NO:19 LOAD FACT / GROUP => 0.528 D+C 0.700 ETX- 0 591119 0 :am and Column Endwall Design Ver. 47.3 Page .terican Buildings Company Fri Jan 27 08:19:46 203 )b Name:; W17G0031A 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 16.000 -0.68 0.00 0.00 *** LEFT ENDWALL BRACING DESIGN BRACED BAY 22.500 ft ENDWALL BRACING LOAD = 0.9kips NO T TIER HT BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN ft ft 4 ft kips kips kips kips 1 1 1.7.875 22.500 1 BR 5 28.736 0.866 1.106 NA 7.345 0 60/119 1 Beam and Column Endwall Design Ver. 47.3 Page 10 American Buildings Company Fri Jan 27 08:19:46 2017 Job Name: W17G0031A Job Part: 1 LEW *** MAXIMUM BRACING REACTIONS AND DESIGN LOAD COMBINATIONS CASE ---- M LEW VERT ---------- M LEW HORZ LOAD FACTOR / LOAD GROUP => 28 2.4kips ---------- 3.Okips ----------- 1.000 ---------- WTX+ 29 2.4kips 3.Okips 1.000 WTX- 30 1.Okips 1.2kips 1.000 ETX+ 31 1.Okips 1.2kips 1.000 ETX- 61/119' 01 0 0 am and Column Endwall Design Ver. 47.3 Page erican Buildings Company Fri Jan 27 08 19:46 2C b Name: W17G0031A Job Part: 1 LEW *** SUMMARY MEMBER STRESS REPORT ENDWALL COLUMNS COL NO MEMBER DESC L CASE S RATIO --------------------------------------------- 1 6x0.250x 8x0.134 1 0.03 2 5x0.250x 8x0.134 15 0.31 3 6x0.250x 8x0.134 1 0.03 ENDWALL RAFTERS RAF NO MEMBER DESC L CASE S RATIO --------------------- ------------------------- -----------------------1 5x0.250x10x0.134 I 14 0.69 2 5x0.250x10x0.134 14 0.69 WALL X BRACING WALL BAY TR 'TYPE X -BRACE L CASE S RATIO --------------------------------------------- LEW 1 01 RD BRS- 7 0.31 62/119 Beam and Column Endwall Design Ver. 47.3 Page 1 American Buildings Company Thu Jan 26 16:54:16 2017 Job Name: W17GO031A Job Part: 1 REW BUILDING TYPE IS SINGLE GABLE ENDWALL TYPE IS POST AND BEAM BUILDING WIDTH = 45.000 ft BUILDING LENGTH = 60.000 ft LEFT HEIGHT = 16.000 ft RIGHT HEIGHT = 16.000 ft LEFT SLOPE = 1.000 :12 RIGHT SLOPE = 1.000 :12 BAY SPACING = 20.000 ft ROOF OVERHANG = 0.000 ft BUILDING CODE: 2016 California Building Code DESIGN SPECIFICATION: 2010 AISC 360-10 Specification for Structural Steel Buildings COLDFORMED DESIGN SPECIFICATION: 2012 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 = 3.000 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 = 58.2 %g Maximum response acceleration at 1 sec periods S1 = 25.9 %g Seismic site soil classification D Design spectral response acceleration at short periods Sds = 0.518 g Design spectral response acceleration at 1 sec periods Shc = 0.325 g Seismic Design Category D Redundancy factor p = 1.3 Force to CBF braced frames = pCsW p=1.30 Cs=Sds/(R/I)=0.159 R=3.25 = 0.207W Force to CBF braced frame connections = S2CsW 52=2 Cs=Sds/(R/I) R=3.25 = 0.319W Force to CBF collectors = QCsW 0=2 Cs=Sds/(R/I) R=3.25 = 0.319W Force to OMF moment frames = pCsW p=1.30 Cs=Sds/(R/I)=0.148 R=3.5 = 0.192W 63/119 0) • Beam and Column Endwall Design Ver. 47.3 Page 2 American Buildings Company Thu.Jan 26 16:54:16 2017 Job Name: W17G0031A Job Part: 1 REW Force to OMF moment frame connections = f1CsW Q=3 Cs=Sds/(R/I) E=3.5 0.444W Force to OMF collectors = QCsW n=3 Cs=Sds/(R/I) R=3.5 0.444W Force to roof diaphragm = Sds/(R/I)W R=3.25 0.159W *** LOADS HORIZ VERT GROUP TYPE M FM TO FL START psf/ psf/ ft kips kips D+C UNIF R 0 0 0 0.00 0.00 -6.00 D UNIF R 0' 0 0 0.00 0.00 -3.00 L UNIF R 0 0 0 0.00 0.00 -19.50 LPAFNI UNIF R 0 0 0 0.00 0.00 -0.00 LPAFNI UNIF R 0 0 0 22.50 0.00 -19.50 LPAFN2- UNIF R 0 0 0 0.00 0.00 -19.50 LPAFN2- UNIF R 0 0 0 22.50 0.00 --0.00 LPDFNI UNIF R 0 0 0 0.00 0.00 -19.50 W+ UNIF R 0 0 0 0.00 0.00 29.00 W- UNIF R 0 0 0 0.00 0.00 29.00 W+ UNIF C 1 1 0 0.00 19.95 0.00 W UNIF C 1 1 0 0.00 -23.59 0.00 W+ UNIF C 2 2 0 0.00 18.69 0.00 W- UNIF. C 2 2 0 0.00 -20.73 0.00 MOMT END HORIZ VERT kip -ft ft psf psf 0.00 45.00 0.00 -6.00 0.00 .45.00 0.00 -3.00 0.00 45.00 0.00 -19.50 0.00 22.50 0.00 -0.00 0..00 45.00 0.00 -19.50' 0.00 22.50 0.00 -19.50 0.00 45.00 0.00 -0.00 0.00 45.00 0.00 -19.50 0.00 45.00 0.00 29:00 0.00 45.00 0.00 29.00 0.00 0.00 19.95 0.00 01.00 0.00 -23.59 0.00 0.00 0.00 18.69 b.00 0.00 0.00 -20.73 *0.00 64/119 *** COLUMN BASE ELEVATIONS - ALL COLUMN BASES ARE LOCATED AT FIt1ISHED 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+C 1.000 LPAFNI- 3 1.000 D+C 1.000 LPAFN2- 4 1.000 D+C 1.000 LPDFNI- 5 1.000 D 0.600 W+ 6 1.000 D 0.600 W- 7 1.000 D 0.600 WTX+ 8 1.000 D 0.600 WTX- 9 1.072 D+C 0.700 ETX+ 10 1.072 D+C 0.700 ETX- 11 1.072 D+C 0.700 ELX 12 1.000 D+C 0.450 W+ 0.750 L . 13 1.000,D+C 0.450 W- 0.750 L 14 0.600 D• 0.600 W+ 15 0.600 D 0.600 W- 16 0.600 D 0.600 WTX+ 17 0.600.D 0.600 WTX- 18 0.528 D+C 0.700 ETX+ 19 0.528 D+C 0.700 ETX- 20 0.52,8 D+C 0.700 ELX *** LOADS HORIZ VERT GROUP TYPE M FM TO FL START psf/ psf/ ft kips kips D+C UNIF R 0 0 0 0.00 0.00 -6.00 D UNIF R 0' 0 0 0.00 0.00 -3.00 L UNIF R 0 0 0 0.00 0.00 -19.50 LPAFNI UNIF R 0 0 0 0.00 0.00 -0.00 LPAFNI UNIF R 0 0 0 22.50 0.00 -19.50 LPAFN2- UNIF R 0 0 0 0.00 0.00 -19.50 LPAFN2- UNIF R 0 0 0 22.50 0.00 --0.00 LPDFNI UNIF R 0 0 0 0.00 0.00 -19.50 W+ UNIF R 0 0 0 0.00 0.00 29.00 W- UNIF R 0 0 0 0.00 0.00 29.00 W+ UNIF C 1 1 0 0.00 19.95 0.00 W UNIF C 1 1 0 0.00 -23.59 0.00 W+ UNIF C 2 2 0 0.00 18.69 0.00 W- UNIF. C 2 2 0 0.00 -20.73 0.00 MOMT END HORIZ VERT kip -ft ft psf psf 0.00 45.00 0.00 -6.00 0.00 .45.00 0.00 -3.00 0.00 45.00 0.00 -19.50 0.00 22.50 0.00 -0.00 0..00 45.00 0.00 -19.50' 0.00 22.50 0.00 -19.50 0.00 45.00 0.00 -0.00 0.00 45.00 0.00 -19.50 0.00 45.00 0.00 29:00 0.00 45.00 0.00 29.00 0.00 0.00 19.95 0.00 01.00 0.00 -23.59 0.00 0.00 0.00 18.69 b.00 0.00 0.00 -20.73 *0.00 64/119 Beam and Column Endwall Design Ver. 47.3 Page 3 11 American Buildings Company Thu Jan 26 16:54:16 2017 Job Name: W17G0031A Job Part: l REW *** LOADS (continued) ** FRAME BRACE SUMMARY LOCATION IN FT FROM REF PT COLUMN REF PT IS FROM THE COLUMN BASE. RAFTERS ARE AS NOTED CORNER COLUMN - @ FSW 7.500 12.000 CORNER COLUMN - @ RSW 7.500 12.000 65/119 HORIZ VERT GROUP TYPE M FM TO FL START psf/ psf/ MOMT END HORIZ VERT -------- ---- - -- -- -- ft kips ----- ----- kips ---- kip -ft ft psf psf W+ UNIF C 3 3 0 0.00 19.95 0.00 ---- 0.00 ----- 0.00 ----- 19.95 ---- 0.00 W- UNIF C 3 3 0 0.00 -23.59 0.00 0.00 0.00 -23.59 0.00 WTX+ UNIF T 0 0 0 0.00 33.70 0.00 0.00 0.00 23.56 0.00 WTX- UNIF T 0 0 0 0.00 -33.70 0.00 0.00 0.00 -23.56 0.00 ETX+ CONC T 0 0 0 16.00 0.68 0.00 0.00 ETX- CONC T 0 0 0 16.00 -0.68 0.00 0.00 ELX RUNF R 0 0 0 0.00 7.25 0.00 0.00 FY COLD FORMED = 55.0 ksi FY HOT ROLLED = 50.O 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 BUILT-UP 0.000 ------------------ 5 0.250 11.63 ---------- 2 0.50 ------- 0.693 ------ 0.128 5.0 X 0.250 in FLG, 0.134 in WEB 10.000 in 0/0 WEB 2 BUILT-UP 22.500 5 0.250 10.50 2 0.50 0.693 0.128 5.0 X 0.250 in FLG, 0.134 in WEB 10.000 in 0/0 WEB *** ENDWALL COLUMNS MEM DESCRIPTION LOCATION BASE PLATES A BLT ROW BEND RT SHR RT CT ft in in in in 1 BUILT-UP 0.000 6 0.375 9.00 2 0.75 0.042 0.000 5.0 X 0.250 in FLG, 0.134 in WEB 8.000 in 0/0 WEB 2 BUILT-UP 22.500 6 0.375' 9.00 2 0.75 0.314 0.104 N 5.0 X 0.250 in FLG, 0.134 in WEB 8.000 in 0/0 WEB 3 BUILT-UP 45.000 6 0.375 9.00 2 0.75 0.042 0.000 5.0 X 0.250 in FLG, 0.134 in WEB 8.000 in 0/0 WEB ** FRAME BRACE SUMMARY LOCATION IN FT FROM REF PT COLUMN REF PT IS FROM THE COLUMN BASE. RAFTERS ARE AS NOTED CORNER COLUMN - @ FSW 7.500 12.000 CORNER COLUMN - @ RSW 7.500 12.000 65/119 Beam and Column Endwall Design Ver. 47.3 Page 4 American Buildings Company ' Thu Jan 26 16:54:16 2017, Job Name: W17G0031A ' Job Part: 1 REW RAFTER - REF PT FSW UPSLOPE 21.078 RAFTER -'REF PT RIDGE DOWNSLOPE 1.500 r0 Beam and Column Endwall Design Ver. 47.3 Page 5 ,American Buildings Company Thu Jan 26 16:54:16 2017 Job Name: W17G0031A Job Part: 1 REW *** MINIMUM PURLIN STRUT SIZE BASED ON ENDWALL COLUMN LOADS COL LINE FPLAN SECTION DN CASE HORIZ ALLOWABLE kips kips --- ---- ------------ -- ---- ----- --------- 2 1 RF02 80Z16 1 6 2.32 5.64 3 1 RF02 80Z16 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 5.9 0.0 ----------- 1.000 ---------- D+C 1.000 L 2 3.7 0.0 1.000 D+C 1.000 LPAFNI- 3 3.7 0.0 1.000 D+C 1.000 LPAFN2-- 4 5.9 0.0 1.000 D+C 1.000 LPDFNI- 5 -3.0 -211 1.000 D 0.600 W+ 6 -3.0 2.3 1.000 D 0.600 W- 7 2.3 0.0 1.000 D 0.600 WTX+ 8 -0.9 0.0 1.000 D 0.600 WTX- 9 2.3 0.0 1.072 D+C 0.700 ETX+ 10 1.0 0.0 1.072 D+C 0.700 ETX- 11 1.6 0.0 1.072 D+C 0.700 ELX 12 1.9 -1.6 1.000 D+C 0.450 W+ 0.750 L 13 1.9 1.7 1.000 D+C 0.450 W- 0.750 L 14 -3.3 -2.1 0.600 D 0.600 W+ 15 -3.3 2.3 0.600 D 0.600 W- 16 2.0 0.0 0.600 D 0.600 WTX+ 17 -1.0 0.0 0.600 D 0.600 WTX- 18 1.6 0.0 0.528 D+C 0.700 ETX+ 19 0.5 0.0 0.528 D+C 0.700 ETX- 20 0.9 0.0 0.528 D+C 0.700 ELX 21 1.5 0.0 1.000 D+C 22 '4.6 0.0 1.000 L 23 2.4 0.0 1.000 LPAFNI- 24 2.4 0.0 1.000 LPAFN2- 25 4.6 0.0 1.000 LPDFNI- 26 -6.2 -3.5 1.000 W+ 27 -6.2 3.9 1.000 W- 28 2.6 0.0 1.000 WTX+ 29 -2.2 0.0 1.000 WTX- 30 1.2 0.0 1.000 ETX+ 31 -0.8 0.0 1.000 ETX- 32 0.0 0.0 1.000 ELX 33 0.9 0.0 1.000 D 67/119 0 48 Beam and Column Endwall Design Ver. 47.3 Page 6 American Buildings Company Thu Jan 26 16 54:16 2017 Job Name: W17GO031A Job Part: 1 REW *** WIND BRACING DESIGN *** WALL BRACING LOCATIONS BY BAY NUMBER/TYPE *** REW => 1 BR5- --------------------------------------------------- • CASE N0: 7 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 33.70 0.00 0.00 0.00 23.56 0.00 *** RIGHT ENDWALL BRACING DESIGN BRACED BAY 22.500 ft ENDWALL BRACING LOAD = 20.2 psf NO T TIER HT BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN ft ft ft kips kips k_ps kips 1 1 17.875 22.500 1 BR 5 28.736 1.807 2.308 NA 7.345 -------------------------------------------------------------------------- CASE NO: 8 LOAD FACT / GROUP => 1.000 D 0.600 WTX- LOADS *** HORIZ VERT GROUP, 'TYPE START psf/ psf/ MOMT END HOEIZ VERT ft kips kips kip -ft ft Psf psf WTX- UNIF 0.000 -33.70 0.00 0.00 0.00 -23.56 0.00 *** RIGHT ENDWALL BRACING DESIGN BRACED BAY 22.500 ft ENDWALL BRACING LOAD = 20.2 psf NO T TIER HT BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN ft ft ft kips kips Mips kips 1 1 17.875 22.500 1 BR 5 28.736 1.807 2.308 NA 7.345 CASE NO: 9 LOAD FACT / GROUP => 1.072 D+C 0.700 ETX+ 68/119 Beam and Column Endwall Design Ver. 47.3 Page 7 American Buildings Company Thu Jan 26 16:54:16 2017 Job Name: W17G0031A 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 16.000 0.68 0.00 0.00 *** RIGHT ENDWALL BRACING DESIGN BRACED BAY 22.500 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 17.875 22.500 1 -------------------------------------------------------------------------- BR 5 28.736 0.866 ------ 1.106 ------ NA ----- 7.345 CASE NO:10 LOAD FACT / 'GROUP => 1.072 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 16.000 -0.68 0.00 0.00 *** RIGHT ENDWALL BRACING DESIGN BRACED BAY 22.500 ft t 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 17.875 22.500 1 -------------------------------------------------------------------------- BR 5 28.736 0.866 ------ 1.106 ------ NA ----- 7.345 CASE NO:16 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 33.70 0.00 0.00 0.00 23.56 0.00 *** RIGHT ENDWALL BRACING DESIGN BRACED BAY 22.500 ft ' ENDWALL BRACING LOAD = 20.2 psf 69/119 Beam and Column Endwall Design Ver. 47.3 Page 8 American Buildings Company Thu Jan 26 16::54:16 2017 Job Name: W17GO031A Job Part: 1 REW 70/119 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 17.875 22.500 1 ---- ------ BR 5 28.736 ------ 1.807 2.308 NA 7.345 ------------------------------------------------------------------ CASE NO:17 LOAD FACT / GROUP => 0.600 D 0.600 WTX- -------- LOADS HORIZ VERT • GROUP . TYPE START psf/ psf/ MOMT END H03IZ VERT ' ft kips kips kip -ft ft -Dsf psf WTX- UNIF 0.000 -33.70 0.00 0.00 0.00 -23.56 0.00 *** RIGHT ENDWALL BRACING DESIGN BRACED BAY 22.500 =t ENDWALL BRACING LOAD = 20.2 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 17.875 22.500 1 BR 5 28.736 1.807 2.308 VA 7.345 ---------------------------------------- CASE NO:18 LOAD FACT / GROUP ---------------------------------- => 0.528 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 16.000 0.68 0.00 0.00 - *** RIGHT'ENDWALL BRACING DESIGN BRACED BAY 22.500 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 k_ps kips -- -------- ------ --- 1 1 17.875 22.500 1 ---- ------ BR 5 28.736 ------ 0.866 ------ 1.106 ------ NA ----- 7.345 } -------------------------- ----------------------------------------------- CASE NO:19 LOAD FACT / GROUP => 0.528 D+C 0.700 ETX- 70/119 Beam and Column Endwall Design Ver. 47.3 Page 9 American Buildings Company Thu Jan 26 16:54:16 2017 Job Name: W17G0031A 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 16.000 -0.68 0.00 0.00 *** RIGHT ENDWALL BRACING DESIGN BRACED BAY 22.500 ft ENDWALL BRACING LOAD = 0.9kips NO T TIER HT BAY QTY SIZE LENGTH HZ FOR TN FOR ft ft ft kips kips -- -------- ------ --- ---- ------ ------ ------ 1 1 17.875 22.500 1 BR -S 28.736 0.866 1.106 ST FOR kips NA A TEN kips 7.345 71/119 • Beam and Column Endwall Design Ver. 47.3 Page 10 American Buildings Company Thu Jan 26 16:54:16 2017 ..Job Name: W17G0031A Job Part: 1 REW *** MAXIMUM BRACING REACTIONS AND DESIGN LOAD COMBINATIONS CASE M REW VERT M REW HORZ LOAD FACTOR / LOAD GROUP => ---- ---------- ---------- ----------- ---------- 28 2.4kips 3.Okips 1.00O.WTX+ 29 2.4kips 3.Okips 1.000 WTX- 30 1.Okips 1.2kips 1.000 EtX+ 31 1.Okips 1.2kips 1.000 ETX= Beam and Column Endwall Design Ver. 47.3 Page 11 American Buildings Company Thu Jan 26 16:54:16 2017 Job Name: W17G0031A Job Part: 1 REW *** SUMMARY MEMBER STRESS REPORT ENDWALL COLUMNS COL NO --------------------------------------------- MEMBER DESC L CASE S RATIO 1 5x0.250x 8x0.134 1 0.04 2 5x0.250x 8x0.134 15 0.31 3 5x0.250x 8x0.134 1 0.04 ENDWALL RAFTERS RAF NO --------------------------------------------- MEMBER DESC L CASE S RATIO 1 5x0.250x10x0.134 14 0.69 2 5x0.250x10x0.134 14 0.69 WALL X BRACING WALL BAY TR TYPE X -BRACE L CASE S RATIO --------------------------------------------- REW 1 1 RD BR5- 7 0.31 73/119 0 L_J 0 Longitudinal Bracing Design Ver. 47.3 Page 1 American Buildings Company Thu Jan 26 15:56:45 2017 Job Name: W17GO031A Job Part: 1 BXW BUILDING TYPE IS SINGLE GABLE BUILDING WIDTH = 45.000 ft BUILDING LENGTH = 6D.000 ft LEFT HEIGHT - 16.000 ft RIGHT HEIGHT = 15.000 ft LEFT SLOPE = 1.000 :12 RIGHT SLOPE = 1.000 :12. BAY SPACING = 20.000 ft ROOF OVERHANG = 0.000 ft BUILDING CODE: 2016 California Building Code DESIGN SPECIFICATION: 2010 AISC 360-10 Specification for Structural Steel Buildings , COLDFORMED DESIGN SPECIFICATION: 2012 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' 3.000 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 = 58.2 %g Maximum response acceleration at 1 sec periods S1 = 25.9 %g ; Seismic site soil classification D Design spectral response acceleration at short periods Sds = C.518 g Design spectral response acceleration at 1 sec periods Shc = C.325 g Seismic Design Category D Redundancy factor p = 1.3 Force to'CBF braced frames = pCsW p=1.30 Cs=Sds/(R/I)=0.159 R=3.25 0.207W Force to CBF braced frame connections = QCsW D=2 Cs=Sds/(R/I) R=3.25 = 0.319W Force to CBF collectors = QCsW .0=2 Cs=Sds/(R/I) R=3.25 = 0.319W Force to roof diaphragm = Sds/(R/I)W R=3.25 0.159W *** COLUMN BASE ELEVATIONS - ALL COLUMN BASES ARE LOCATED AT F--NISHED,FLOOR. 74/119 Longitudinal Bracing Design Ver. 47.3 Page 2 11 American Buildings Company Thu Jan 26 15:56:45 2017 Job Name: W17GO031A Job Part: 1 BXW 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 nR 2 1.000 D+C 1.000 L nL 3 1.000 D 0.600 WPIP-> nR 4 1.000 D 0.600 WPIP<- nL 5 1.000 D 0.600 WHIP-> nR 6 1.000 D 0.600 WNIP<- nL 7 1.072 D+C 0.700 E-> nR 8 1.072 D+C 0.700 E<- nL 9 0.894 D+C 0.583 QE-> nR 10 0.894 D+C 0.583 f2E<- nL 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 16 0.600 D 0.600, WPIP<- nL 17 0.600 D 0.600 WNIP-> nR 18 0.600 D 0.600 WNIP<- nL 19 0.528 D+C 0.700 E-> nR 20 0.528 D+C 0.700 E<- nL 21 0.440 D+C 0.583 QE-> nR 22 0.440 D+C 0.583 f2E<- nL *** LOADS 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 -6.00 ---- 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 -19.50 0.00 WPIP-> UNIF B 1 3 1 0.00 6.99 0.00 0.00 WPIP-> UNIF R 0 0 0 0.00 0.00 20.18 0.00 WPIP-> UNIF B 1 3 4 0.00 12.16 0.00 0.00 WPIP<- UNIF B 1 3 1 0.00 -12.16 0.00 0.00 WPIP<- UNIF R 0 0 0 0.00 0.00 20.18 0.00 WPIP<- UNIF B 1 3 4 0.00 -6.99 0.00 0..00 WIN! P-> uNIF B 1 3 1 0.00 15.33 0.00 0.00 WNIP-> UNIF R 0 0 0 0.00 0.00 11.83 0.00 WNIP-> UNIF B 1 3 4 0.00 3.81 0.00 0.00 WNIP<- UNIF B 1 3 1 0.00 -3.81 0.00 0.00 WNIP<- UNIF R 0 0 0 0.00 0.00 11.83 0.00 WNIP<- UNIF B 1 3 4 0.00 -15.33 0.00 0.00 E-> RUNF R 0 0 0 0.00 9.50 0.00 0.00 .QE-> RUNF R 0 0 0 0.00 9.50 0.00 0.00 E<- RUNF R 0 0 0 0.00 -9.50 0.00 0.00 QE<- RUNF R 0 0 0 0.00 -9.50 0.00 0.00 END HORIZ VERT ft psf psf 45.00 0.00 -6.00 45.00 0.00 -3.00 45.00 0.00 -19.50 0.00 6.99 0.00 45.00 0.00 20.18 0.00 12.16 0.00 0..00 -12.16 0.00 45.00 0.00 20.18 0.00 -6.99 0.00 0.00 15.33 0.00 45.00 0.00 11.83 0.00 3.81 0.00 0.00 -3.81 0.00 45.00 0.00 11.83 0.00 -15.33 0.00 75/119 • i U jongitudinal Bracing Design Ver. 47.3 Page American Buildings Company Thu Jan 26 15:56:45 201' Tob Name: W17GO031A Job Part: 1 BXW #3 0.034 APPLIED4 AXIAL: 0.011 0.057 0.069 0.069 CARRIED4, X: 0.069 *** BRACING STRUT DESIGN ST PG LOCATION BN BAY SPA STRUT FORCE STRUT PIPE ' ft ft kips RATIO CONN 76%119 5 FY COLD FORMED = 55.0 ksi FY HOT ROLLED = 50.0 ksi ' FY BUILT UP = 55.0 ksi ***'WIND.BRACING DESIGN • *** WALL BRACING LOCATIONS BY BAY NUMBER/TYPE *** FSW => 3 BR5- ' *** RSW _> 1. 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 #1 0.034 APPLIED- 'AXIAL: 0.011 0.057 -0.011 0.034 CARRIEDT X. 0.034 #2 0.069 APPLIED4 AXIAL: 0.02 0.046 -0.023 3 0.034 CARRIED4,X:. 0.034 #3 0.034 APPLIED4 AXIAL: 0.011 0.057 0.069 WALL FORCE.DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER STRUT BAY: 1 2 3 #1 0.034 APPLIED4 AXIAL: 0.011 0.057 -0.011 0.069 CARRIED4,, X: 0.069 , WALL FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER STRUT BAY: 1 2 3 , #3 0.034 APPLIED4 AXIAL: 0.011 0.057 0.069 0.069 CARRIED4, X: 0.069 *** BRACING STRUT DESIGN ST PG LOCATION BN BAY SPA STRUT FORCE STRUT PIPE ' ft ft kips RATIO CONN 76%119 5 Longitudinal Bracing Design Ver. 47.3 Page 4 American Buildings Company Thu Jan 26 15:56:46 2017 Job Name: W17GO031A Job Part: 1 BXW 1 6 0.000 1 19.542 BOSS EAVE STRUT 2 20.000 BOSS EAVE STRUT 3 19.542 BOSS EAVE STRUT 2 1 22.500 1 19.542 80Z16 SINGLE ZEE 2 20.000 80Z16 SINGLE ZEE 3 19.542 80Z16 SINGLE ZEE 3 6 45.000 1 19.542 BOSS EAVE STRUT 2 20.000 8055 EAVE STRUT 3 19.542 BOSS EAVE STRUT 0.000 0.438 0.048 0.673 -0.012 0.438 0.000 0.715 0.024 0.774 -0.024 0.715 0.000 0.438 0.048 0.672 0.059 0.673 77/119 • 0 *** RSW WALL BRACING LOCATION 0.000 ft DESIGN BRACED BAY 20.000 ft FORCES SHOWN ARE 2ND ORDER = (1ST ORDER FORCES) X (B2), B2 = 1.035 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 14.833 20.000 1 BR 5 24.900 0.071 0.089 ------ NA ----- 7.345 *** ROOF BRACING DESIGN BRACED BAY 20.000 ft FORCES SHOWN ARE 2ND ORDER = (1ST ORDER FORCES) X (B2), B2 = 1.035 NO BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN ft -- ------ --- ft ---- ------ kips, ------ kips kips kips 1 22.500 1 BR 5 30.162 0.036 ------ 0.054 ------ NA ----- 7.345 2 22.500 1 BR 5 30.162 0.036 0.054 NP. 7.345 *** FSW WALL BRACING•LOCATION 45.000 ft DESIGN BRACED BAY 20.000 ft FORCES SHOWN ARE 2ND ORDER = (1ST ORDER FORCES) X (B2), B2 = 1.035 NO T TIER HT BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN ft ft ft kips kips kips kips 3 1 14.833 20.000 ------------------------------------------------------------------------- 1 BR 5 24.900 0.071 0.089 NA 7.345 7 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 #1 0.034 APPLIED(- AXIAL: -0.011 0.057 0.011 0.034 CARRIEDT X: 0.034 #2 0.069 APPLIED(- AXIAL: -0.023 0.046 0.023 0.034 CARRIEDJ, X: 0.034 #3 0.034 APPLIED(- AXIAL,:. -0.011 -0.023 0.011 WALL FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER STRUT BAY: 1 2 3 #1 0.034 APPLIED(- AXIAL: -0.011 0.057 0.011 0.069 CARRIED4, X: 0.069 77/119 • 0 'Longitudinal Bracing Design Ver. 47.3 Page 5 American Buildings Company Thu Jan 26 15:56:46 2017 Job Name: W17GO031A - Job Part: 1 BXW WALL FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER STRUT BAY: 1 2 3 #3 0.034 APPLIED<- AXIAL: -0.011 -0.023 0.011 0.069 CARRIED4, X: 0.069 *** BRACING STRUT DESIGN ST PG LOCATION BN BAY SPA STRUT ft ft 1 6 0.000 "1 19.542 8055 EAVE STRUT 2 20.000 80S5 EAVE STRUT 3 19.542 80S5 EAVE STRUT 2 1 22.500 1 19.542 8OZ16 SINGLE ZEE 2 20.000 8OZ16 SINGLE ZEE 3 19.542 80Z16 SINGLE ZEE 3 6 45.000 1 19.542 80S5 EAVE STRUT 2 20.000 80S5 EAVE STRUT FORCE STRUT PIPE kips RATIO CONN 0.00D 0.438 0.059 0.673 0.012 0.438 0.000 0.715 0.047 0.774 0.024 0.715 0.00D 0.438 -0.012 0.672 3 19.542 80S5 EAVE STRUT 0.012 0.673 *** RSW WALL BRACING LOCATION 0.000 ft DESIGN BRACED BAY 20.000 ft FORCES SHOWN ARE 2ND ORDER = (1ST ORDER FORCES) X (B2), B2 = 1.035 NO T TIER HT BAY QTY SIZE LENGTH HZ FOR TN FOR ST =0R A TEN ft ft ft kips kips kips kips ----- 1,1 14.833 20.000 1 BR 5 24.900 0.071 0.089 NA 7.345 *** ROOF BRACING DESIGN BRACED BAY 20.000 f -- FORCES =FORCES, SHOWN ARE 2ND ORDER (1ST ORDER FORCES) X (B2), B2 = 1.035 NO BAY QTY SIZE LENGTH HZ FOR TN FOR ST ?OR A TEN ft ft kips kips k=ps kips 1 22.500 1 BR 5 30.162 0.036 0.054 NA 7.345 2 22.500 1 BR 5 30.162 0.036 0.054 Nis 7.345 *** FSW WALL BRACING LOCATION 45.000 ft DESIGN BRACED BAY 20.000 ft FORCES SHOWN ARE 2ND ORDER = (1ST ORDER FORCES) X (B2), B2 = 1.035 NO T TIER HT BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN ft ft ft kips kips k_ps kips 3 1, 14.833 20.000 1 BR 5 24.900 0.071 0.089 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 78/119 Longitudinal Bracing Design Ver. 47.3 Page 6 American Buildings Company Thu Jan 26 15:56:46 2017 Job Name: W17GO031A Job Part: 1 BXW #1 1.038 APPLIED-) AXIAL: 0.3.79 1.539 -0.658 1.159 CARRIEDT X: 1.159 #2 2.318 APPLIED4 AXIAL: 0.846 0.848 -1.469 1.159 CARRIED4, X: 1.159 #3 1.038 APPLIED4 AXIAL: 0.379 1.539 1.540 WALL FORCE DISTRIBUTION: FORCES SHOWN ARE IST ORDER STRUT BAY: 1 2 3 #1. 1.038 APPLIED4 AXIAL: 0.379 1.539 -0.658 2.196 CARRIED4, X: 2.196 WALL FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER STRUT BAY: 1 2 3 #3 1.038 APPLIED4 AXIAL: 0.379 1.539 1.540 2.196 CARRIED4, X: 2.196 *** BRACING STRUT DESIGN ST PG LOCATION BN BAY SPA STRUT FORCE . STRUT PIPE ft ft kips RATIO CONN -- --- -------- ------------------------------------ ----- ---- 1 6 0.000 1 19.542 80S5 EAVE STRUT 0.377 0.438 .2 20.000 80S5 EAVE STRUT 1.537 0.673 3 19.542 8055 EAVE STRUT -0.658 0.438 2 1 22.500 1 19.542 8OZ16 SINGLE ZEE 0.843 0.715 2 20.000 8OZ16 SINGLE ZEE 0.846 0.774 3 19.542 80Z16 SINGLE ZEE -1.469 0.715 3 6 45.000 1 19.542 BOSS EAVE STRUT 0.377 0.438 2 20.000 8055 EAVE STRUT 1.537 0.672 3 19.542 8055 EAVE STRUT 1.539 0.673 *** 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 14.833 20.000 1 BR 5 24.900 2.196 2.735 NA 7.345 *** ROOF BRACING DESIGN BRACED BAY 20.000 ft FORCES SHOWN ARE 2ND ORDER = (IST ORDER FORCES) X (^n2), B2 = 1.000 NO BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN ft ft kips kips kips kips 1 22.500 1 BR 5 30.162 1.159 1.748 NA 7.345 2 22.500 1 BR 5 30.162 1.159 1.748 NA 7.345 *** FSW WALL BRACING LOCATION 45.000 ft DESIGN BRACED BAY 20.000 ft FORCES SHOWN ARE 2ND ORDER = (1ST ORDER FORCES) X (B2), B2 = 1.000 79/119 C� Ll Longitudinal Bracing Design Ver. 47.3 Page 7 American Buildings Company .Thu Jan 26 15 56:46 2017 Job Name: W17GO031A Job Part: 1 BXW 80/119 NO T TIER HT BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN ft ft ft kips kips k-ps kips 3 1 14.833 20.000 1 BR 5 24.900 2.196 2.735 NA 7.345 CASE NO: 4 LOAD FACT / GROUP => 1.000 D 0.600 WPIP<- nL • ROOF FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER STRUT BAY: 1 2 3 #1 .1.038"APPLIEDF AXIAL: -0.658 1.539 0.379 1.159 CARRIEDT X: 1.159 #2' 2.318 APPLIEDF AXIAL: -1.469 0.848 0.846 1.159 CARRIED4, X: 1.159 #3 1.038 APPLIEDF AXIAL: -0.658 -0.659 0.379 WALL FORCE DISTRIBUTION: FORCES SHOWN ARE IST ORDER STRUT BAY: 1 2 3 #1 1.038 APPLIEDF AXIAL: -0.658 1.539 0.379 2.196 CARRIED4, X: 2.196 WALL FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER STRUT BAY: 1 2 3 #3 1.038 APPLIEDF AXIAL: -0.658 -0.659 0.379 2.196 CARRIED -L X: 2.196 *** BRACING STRUT DESIGN ST PG LOCATION BN BAY SPA STRUT FORCE STRUT PIPE ft ft -------- kips RATIO CONN ------ ---- -- ----------- -- 1 6 0.000 1 ------- 19.542 ------------------- 8055 EAVE STRUT -0.656 0.438 2 20.000 80S5 EAVE STRUT 1.539 0.673 3 19.542 80S5 EAVE STRUT 0.379 0.438 2 1 22.500 1 19.542 80Z16 SINGLE ZEE -1.467' 0.715 2 20.000 8OZ16 SINGLE ZEE 0.848 0.774 3 19.542 8OZ16 SINGLE ZEE 0.846 0.715 3 6 45.000 1 19.542 80S5 EAVE STRUT -0.656 0.438 2 20.000 8055 EAVE STRUT -0.658 0.672 3 19.542 8055 EAVE STRUT 0.379 0.673 *** 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 14.833 20.000 1 BR 5 24.900 2.196 . 2..735 KA 7.345 80/119 Longitudinal Bracing Design Ver. 47.3 Page 8 American Buildings Company Thu Jan 26 15:56:46 2017 Job Name: W17G0031A Job Part: 1 BXW *** 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 22.500 1 BR 5 30.162 1.159 1.748 NA 7.345 2 22.500 1 BR 5 30.162 1.159 1.748 NA 7.345 *** FSW WALL BRACING LOCATION 45.000 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 -- -------- ------ --- ---- ------ ------ ------ ------ ----- 3 1 14.833 20.000 1 BR 5 24.900 2.196 2.735 NA 7.345 -------------------------------------------------------------------------- r i CASE NO: 5 LOAD FACT / GROUP => 1.000 D 0.600 WNIP-> nR ROOF FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER STRUT BAY: 1 2 3 #1 1.038 APPLIED- AXIAL: 0.829 1.990 -0.207 1.159 CARRIEDT X: 1.159 #2 2.318 APPLIED4 AXIAL: 1.853 1.856 -0.462 1.159 CARRIED4, X: 1.159 #3 1.038 APPLIED4 AXIAL: 0.829 1.990 1.991 WALL FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER STRUT. BAY: 1 2 3 #1 1.038 APPLIED4 AXIAL: .0.829 1.990 -0.207 2.196 CARRIED4, X: 2.196 WALL FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER STRUT BAY: 1 2 3 #3 1.038 APPLIED4 AXIAL: 0.829 1.990 1.991 2.196 CARRIED41 X: 2.196 -_„ BRACING STRUT DESIGN ST PG LOCATION BN BAY SPA STRUT ft ft -- --- -------- --------- ------------------- 1 6 0.000 1 19.542 BOSS EAVE STRUT 2 20.000 BOSS EAVE STRUT 3 19.542 BOSS EAVE STRUT 2 1 22.500 1 19.542 8OZ16 SINGLE ZEE 2 20.000 80Z16 SINGLE ZEE 3 19.542 80Z16 SINGLE ZEE FORCE STRUT PIPE kips RATIO CONN -------- ----- ---- 0.828 0.438 1.988 0.673 -0.207 0.438 1.850 0.715 1.853 0.774 -0.462 0.715 81/119 • • T (B2), .r • j a. NO; T:,TIER,HT BAYQTY SIZE LENGTH HZ FOR TN FOR ST FOR -A TEN 3• 6 4; ;4.5. 000 1 '19.542 80S5 EAVE STRUT 0.828 0..438 ' 2 20.000 80S5 EAVE STRUT 1.988 0.672 T `T ` 3 19.542 8055 (AVE STRUT 1.990 0.673 ' :w•-.'- FORCES -SHOWN ARE.2ND ORDER = (1ST ORDER FORCES) (B2), .r • j a. 3• 6 4; ;4.5. 000 1 '19.542 80S5 EAVE STRUT 0.828 0..438 ' 2 20.000 80S5 EAVE STRUT 1.988 0.672 T `T ` 3 19.542 8055 (AVE STRUT 1.990 0.673 ' :w•-.'- FORCES -SHOWN ARE.2ND ORDER = (1ST ORDER FORCES) (B2), B2 =: 1.000 .X NO; T:,TIER,HT BAYQTY SIZE LENGTH HZ FOR TN FOR ST FOR -A TEN • + *'ft' ft f ft kips kips kips kips ll A_ _p - �___ ____ ______ __•_-_- ___--- - - - -__ _____ • ..1 :1.-14.833 y20.000 1 BR 5 24`. 900 - 2.196 2.735 r . ' NA 7.345' , +• *** ROOF;, BRACING - DESIGN BRACED BAY 20.000 ft • FORCES SHOWN ARE }2ND ORDER = (1ST ORDER FORCES) X (B2), B2 = 1.000- ; 4NO w `..': BAY '" QTY SIZE LENGTH- HZ FOR TN FOR ST FOR A TEN r ft. ft kips kips kips kips , F22.500 • a 1r ` ',` 1 BR 5 30.162 1.159' 1.748 NA 7.345 -i y• 22.500 1 BR 5 30.162 • 1.159 1.748 NA 7.345, *,^. .*** FSW WALL BRACING'LOCATION 45.000 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 F •ft.' ft, ft. kips kips kips '' kips y r -- -- - - - - -- - - - - -- ---- - --- -3 1 14 833 20.000 1 BR 5 24.900 2.196 2.735 NA '7.345 _ _ - _ - - _ _ _ _ - _ - _ _ _ _ _ _- _ _ _ _ - _ _ _ - - - _ _ _ - - - _ _ _ _ - - - - - - 1 CASE'NO': 6 LOAD FACT'/ GROUP => 1.000 D 0.600 WNIP<- nL `• +1ST T' ' ROOF' FORCE, DISTRIBUTION: FORCES SHOWN ARE ORDER " "? STRUT v '_ BAY: 1 2 3 , #1 "�,,1`.03,8� APPLIED(- AXIAL:, -0.207 1•.990 0:.829 y f 1.159-CARRIEDT X: 1.159 k#2 -2:318-APPLIED(-'- •AXIAL: -0.462 1.856-1.853 1. 159 •CARRIED4, X: 1.159 s ' -#3 1.038 APPLIED(- AXIAL: =0.207 -0.208 0.829 •.' ; WALL FOR CE':DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER =� STRUT" BAY: 1 2 3 • .'-#I . 1,:'038.APPLIED(- AXIAL: -0.207 1.990 0.829 _ X: 2.196 �2:196.,CARRIEDI; ' ,WALL FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER T.. BAY: 1 2 3 •` s s _,STRUT ,-#3 '1.038.APPLIED(- AXIAL: -0.207 -0.208 0.829 2.196•CARRIED4, = X: 2.196 r .. y. '�,'' ; � f,:'' s . � •� 82)119 n • �,, . Longitudinal Bracing Design Ver. 47.3 Page 10 American Buildings Company Thu Jan 26 15:56:46 2017 Job Name: W17GO031A Job Part: 1 BXW *** BRACING STRUT DESIGN ST PG LOCATION BN BAY SPA STRUT ft ft 1 6 0.000 1 19.542 8055 EAVE STRUT 2 20.000 8055 EAVE STRUT 3 19.542 8055 EAVE STRUT 2 1 22.500 1 19.542 80Z16 SINGLE ZEE 2 20.000 8OZ16 SINGLE ZEE 3 19.542 80Z16 SINGLE ZEE 3 6 45.000 1 19.542 8055 EAVE STRUT 2 20.000 8055 EAVE STRUT 3 19.542 8055 EAVE STRUT FORCE STRUT PIPE kips RATIO CONN -0.206 0.438 1.990 0.673 0.829 0.438 -0.459 0.715 1.856 0.774 1.853 0.715 -0.206 0.438 -0.207 0.672 0.829 0.673 *** 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 14.833 20.000 1 BR 5 24.900 2.196 2.735 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 22.500 1 BR 5 30.162 1.159 1.748 NA 7.345 2 22.500 1 BR 5 30.162 1.159 1.748 NA 7.345 *** FSW WALL BRACING LOCATION 45.000 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 -- -------- ------ --- ---- ------ ------ ------ ------ ----- 3 1 14.833 20.000 1 BR 5 24.900 2.196 2.735 NA 7.345 CASE NO: 7 LOAD FACT / GROUP => 1.072 D+C 0.700 E-> nR *** SEISMIC SERVICEABILITY BASED ON H/20 STRUT FL: 1 4 DEFL H/XXXX DEFL H/XXXX in in #1 0.125 h/1482 0.119 h/1565 #2 0.240 h/847 0.240 h/848 #3 0.136 h/1362 0.117 h/1591 83/119 c: Longitudinal Bracing Design Ver. 47.3 Page- 11 American Buildings Company Thu Jan 26 15:56:46 2017 Job Name: W17G0031A Job Part: 1 BXW ROOF FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER Force to roof diaphragm = Sds/(R/I)W R=3.25 = 0.159W STRUT BAY: 1 .2 3 #1 0.724 APPLIED4 AXIAL: 0.241 1.206 -0.241 0.724 CARRIEDT X: 0.724 #2 1.448 APPLIED- AXIAL: 0.483 0.965 -0.483 0.724 CARRIEDy X: 0.724 #3 0.724-APPLIED4 AXIAL: 0.241 1.206 1.448 • WALL FORCE DISTRIBUTION: FORCES SHOWN ARE IST ORDER RSW BRACING (Strut 1) = 1 Bays of X -Bracing Force to CBF braced frames = pCsW p=1.30 Cs=Sds/(R/I)=0.159 R=3.25 = 0.207W STRUT BAY: 1 2 3 #1 0.938 APPLIED4 AXIAL: 0.313 1.564 -0.313 1.877 CARRIEDy X: 1.877 WALL FORCE DISTRIBUTION: FORCES SHOWN ARE IST ORDER FSW BRACING (Strut 3) = 1 Bays of X -Bracing Force to CBF braced frames = pCsW p=1.30 Cs=Sds/(R/I)=0.159 R=3_25 = 0.207W STRUT BAY: 1 2 3 #3 0.938 APPLIED4 AXIAL: 0.313 1.564 1.877 1.877 CARRIED4, X: 1.877 *** BRACING STRUT DESIGN ST PG LOCATION BN BAY SPA STRUT FORCE STRUT PIPE ft ft kips RATIO.CONN 1 6 0.000 1 19.542 8055 EAVE STRUT 0.000 0.438 2 20.000 8055 EAVE STRUT 1.2E5 0.673 3 19.542 8055 EAVE STRUT -0.316 0.438 2 .1 22.500 1 19.542 80Z16 SINGLE ZEE O.000 0.715 2 20.000 80Z16 SINGLE ZEE O'.48i 0.774 3 19.542 80Z16 SINGLE ZEE -0.487 0.715 3 6 45.000 1 19.542 8055 EAVE STRUT 0:000 0.438 2 20.000 8055 EAVE STRUT 1.2E5 0.672 3 19.542 8055 EAVE STRUT 1.5E2 0.673 *** RSW WALL BRACING LOCATION 0.000 ft DESIGN BRACED BAY 20.000 ft FORCES SHOWN ARE 2ND ORDER = (1ST ORDER FORCES) X (B2), B2 =,1.009 NO T TIER HT BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN ft ft ft kips kips kips kips F 1 1 14.833 20.000 1 BR 5 24.90.0 1.893 2.357 11A 7.345 *** ROOF BRACING DESIGN BRACED BAY 20.000 -t FORCES SHOWN ARE 2ND ORDER = (1ST ORDER FORCES) X (B2), 132 = 1.009 NO BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR -A TEN Longitudinal Bracing Design Ver. 47.3 Page 12 American Buildings Company Thu Jan 26 15:56:46 201.7 Job Name: W17GO031A Job Part: 1 BXW ft ------ --- ---- ft ------ kips kips ------ kips kips 22.500 1 BR 5 30.162 ------ ------ 0.730 1.101 ----- NA 7.345 2 22.500 1 BR 5 30.162 0.730 1.101 NA 7.345 *** FSW WALL BRACING LOCATION 45.000 ft DESIGN BRACED BAY 20.000 ft FORCES SHOWN ARE 2ND ORDER = (1ST ORDER FORCES) X (B2), B2 = 1.009 NO T TIER HT BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN • ft ft ft kips kips kips kips -------- ------ --- ---- ------ ------ ------ ----- ----- 3 1 14.833 20.000 1 BR 5 24.900 1.893 2.357 NA 7.345 CASE NO: 8 LOAD FACT / GROUP => 1.072 D+C 0.700 E<- nL *** SEISMIC SERVICEABILITY BASED ON H/20 STRUT FL: 1 4 DEFL H/XXXX DEFL H/XXXX in in #1 0.116 h/1594 0.130 h/1432 #2 0.226 h/902 0.243 h/837 #3 0.119 h/1562 0.119 h/1562 ROOF FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER Force to roof diaphragm = Sds/(R/I)W R=3.25 = 0.159W STRUT BAY: 1 2 3 #1 0.724 APPLIEDF AXIAL: -0.241 1.206 0.241 0.724 CARRIEDT X: 0.724 #2 1.448 APPLIEDF AXIAL: -0.483 0.965 0.483 0.724 CARRIED.L X: 0.724 #3 0.724 APPLIED- AXIAL: -0.241 -0.483 0.241 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)=0.159 R=3.25 = 0.207W STRUT BAY: 1 2 3 #1 0.938 APPLIED(- AXIAL: -0.313 1.564 0.313 1.877 CARRIED4• X: 1.877 WALL FORCE DISTRIBUTION: FORCES SHOWN ARE 1ST ORDER FSW BRACING (Strut 3) = 1 Bays of X -Bracing Force to CBF braced frames = pCsW p=1.30 Cs=Sds/(R/I)=0.159 R=3.25 = 0.207W STRUT BAY: 1 i 2 3 #3 0.938 APPLIEDF AXIAL: -0.313 -0.626 0.313 1.877 CARRIED,• X: 1.877 *** BRACING STRUT DESIGN 85/119 E 0 0 t ,ongitudinal Bracing Design Ver. 47.3 Page 1: kmerican Buildings Company Thu Jan 26 15 56:46 201' Job Name: W17GO031A Job Part: 1 BXW ST PG LOCATION BN BAY SPA STRUT FORCE STRUT PIPE ft ft kips RATIO CONN 1 6 0.000 .1 19.542 8055 EAVE STRUT 0.000 0.438 2 20.000 80S5 EAVE STRUT 1.58= 0.673 3 19.542 80S5 EAVE STRUT 0.31E 0.438 2' 1 22.500 1 19.542 8OZ16 SINGLE ZEE 0.000 0.715 2 20.000 8OZ16 SINGLE ZEE 0.973 0.774 3 19.542 80Z16 SINGLE ZEE 0.487 0.715 3. 6 45.000 1 19.542 8055 EAVE STRUT 0.000 0.438 2 20.000 8055 EAVE STRUT -0.31E 0.672 3 19.542 8055 EAVE STRUT 0.31E 0.673 *** RSW WALL BRACING LOCATION 0.000 ft DESIGN BRACED BAY 20.000 ft FORCES SHOWN ARE 2ND ORDER = (1ST ORDER FORCES) X (B2), B2 = 1.008 ' 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 14.833 20.000 1 BR 5 24.900 1.893 2.356 NF 7.345 *** ROOF BRACING DESIGN BRACED BAY 20.000 ft FORCES SHOWN ARE.2ND ORDER = (1ST ORDER FORCES) X (B2), B2 := 1.008 NO BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN ft ft kips kips kips kips -- - ------ --- ---- ------ ------ ------ ------ ----- 1 22.500 1 BR 5 30.162 0.730 1.101 NA 7.345 2 22..500 1 BR 5 30.162 0.730 1.101 NA 7.345 , *** FSW WALL BRACING LOCATION 45.000 ft DESIGN BRACED BAY 20.000 ft FORCES SHOWN ARE 2ND ORDER = (1ST ORDER FORCES) X (B2), B2 = 1.008 NO T TIER HT BAY QTY SIZE LENGTH HZ FOR TN FOR ST FOR A TEN ft ft ft kips kips kips kips' 3 1 14.833 20.000 1 BR 5 24.900 1.893 2.356 NA 7..345 86/119 Longitudinal Bracing Design Ver. 47.3 Page 14 American Buildings Company Thu Jan 26 15:56:46 2017 Job Name: W17GO031A Job Part: 1 BXW *** MAXIMUM BRACING REACTIONS AND DESIGN LOAD COMBINATIONS CASE ---- M RSW VERT ---------- M RSW HORZ LOAD FACTOR / LOAD GROUP => 23 2.7kips ---------- 3.6kips ----------- 1.000 WPIP-> ---------- nR 24 2.7kips 3.6kips 1.000 WPIP<- nL 25 2.7kips 3.6kips 1.000 WNIP-> nR 26 27 2.7kips 2.Okips 3.6kips 2.7kips 1.000 1.000 WNIP<- E-> nL • nR 28 2.0kips 2.7kips 1.000 E<- nL 29 O.Okips O.Okips 1.000 D+C 30 O.Okips O.Okips 1.000 D 31 O.Okips O.lkips 1.000 L O.Okips 1.000 D CASE M FSW VERT M FSW HORZ LOAD FACTOR / LOAD GROUP => 23 2.7kips 3.6kips 1.000 WPIP-> nR 24 2.7kips 3.6kips 1.000 WPIP<- nL 25 2.7kips 3.6kips 1.000 WNIP-> nR 26 2.7kips 3.6kips 1.000 WNIP<- nL 27 2.0kips 2.7kips 1.000 E-> nR 28 2..Okips 2.7kips 1.000 E<- nL 29 O.Okips O.Okips 1.000 D+C 30 O.Okips O.Okips 1.000 D 31 O.Okips O.lkips 1.000 L *** -------- LOAD CASE ------------------------------------------------ SUMMARY B2 • CASE NO: 1 1.000 D+C + 1.000 L nR --- 1.04 CASE NO: 2 1.000 D+C + 1.000 L nL 1.03 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 1.072 D+C + 0.700 E-> nR 1.01 CASE NO: 8 1.072 D+C + 0.700 E<- nL 1.01 CASE NO: 9 0.894 D+C + 0.583 SIE-> nR . 1.01 CASE NO: 10 0.894 D+C + 0.583 SIE<- nL 1.01 CASE NO: 11 1.000 D+C + 0.450 WPIP-> + 0.750 L nR 1.02 CASE NO: 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 1.02 CASE NO: 14 1.000 D+C + 0.450 wNIP<- + 0.750 L nL 1.02 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 0.528 D+C + 0.700 E-> nR 1.00 CASE NO: 20 0.528 D+C + 0.700 E<- nL 1.00 CASE NO: 21 0.440 D+C + 0.583 SIE-> nR 1.00 CASE NO: 22 0.440 D+C + 0.583 SIE<- nL 1.00 87/119 .Longitudinal Bracing Design Ver. 47.3 Page 15 American Buildings Company Thu Jan 26 15':56:46-2017 Job Name: W17GO031A Job Part: 1 BXW BN WALL DESC WEIGHT lbs 3 FSW BR5- 83.3 2 RSW BR5- 83.3 TOTAL 166.6 *** ESTIMATED ROOF BRACING WEIGHT SUMMARY BN DESC WEIGHT lbs -- ---- ------ 1 BR5- 94.2 2 BR5- 94.2 TOTAL 188.3 TOTAL X -BRACING WEIGHT 354.9 TOTAL PIPE STRUT WEIGHT 0.0 TOTAL 354.9 TOTAL CABLE.X-BRACING WEIGHT 0.0 PERCENT CABLE X -BRACING WEIGHT 0 r Longitudinal Bracing Design Ver. 47.3 American Buildings Company Job'Name: W17G0031A Job Part: 1 BXW *** SUMMARY MEMBER STRESS REPORT WALL X BRACING WALL BAY TR TYPE X -BRACE L CASE S RATIO --------------------------------------------- FSW 3 1 RD BR5- 9 0.41 RSW .2 1 RD BR5- 9 0.41 ROOF X BRACING XB NO TYPE X -BRACE L CASE S RATIO ------------------------- 1 RD BR5- 5 0.24 2 RD BR5- .5 0.24 f Page 16 Thu Jan 26 15:56:46 2017 89/119 • SECTION 4 PURLIN AND GIRT ABC Design Calculations Pamphlet AMERICAN BUILDINGS COMPANY'S Standard Purlins and Girls 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: r� 17/8" n �1" 8" T T 7/8" +1 L1/2" 3' DIMENSIONS, PROPERTIES AND CAPACITIES 31 I 1 3116" 12" T 1 3/15' 3 1/8" SECTION THICKNESS T (m') VVMGHT (lbs At.) ARFA (m?) & (m ^) (Full) Sxrx (j..3) (Effective) (m•) Iv (in °) (Full) Sr (m 3) (Mai e) rY (in.) MAX AMW • SHEAR (KIPS) MAX ALLOW * MOMENT (KIP -FT.) 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 0.067 3.20 0.94 8.99 1.97 3.09 1 1.36 0.38 1 1.20 3.63 5.39 8Z 14 0.075 1 3.59 1.05 1 10.02 2.27 3.09 1.51 0.45 1.20 5.11 6.22 8Z 13 0.089 4.26 1.25 1 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 8.46 9.5Z 13 0.089 5.07 1.49 20.09 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 12Z13 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 I l 0.120 8.06 2.37 48.42 7.81 4.54 4.83 1.30 1.43 13.66 21.44 8016 0.060 2.87 0.84 7.94 1.80 3.07 0.71 0.36 0.92 2.60 4.94 8015 0.067 3.20 0.94 8.82 2.05 3.07 0.79 0.40 0.92 3.63 5.62 8014 0.075 3.59 1.05 19.81 2.37 3.06 0.87 0.45 0.91 5.11 6.51 8013 0.089 4.26 1.25 11.53 2.88 3.05 1.01 0.54 0.91 8.57 7.90 SC12 0.099 4.73 1.39 12.73 3.18 3.05 1.11 0.60 0.90 10.82 8.74 9.5015 0.067 3.82 1.12 15.02 2.76 3.66 1.36 0.57 1.10 3.02 1 7.58 9.5C14 0.075 1 4.27 1.26 16.74 1 3.17 3.65 1.51 0.64 1.10 4.24 1 8.71 9.5013 0.089 5.07 1.49 19.69 1 3.91 3.65 1.76 0.76 1.09 7.11 10.73 9.5012 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 1 4.52 2.48 1.00 1.13 7.64 18.23 12011 0.120 8.06 2.37 47.78 7.96 4.51 2.94 1.22 1.12 13.66 21.86 • Stress Increase =1.00 Moments and shears used in selecting "Z" and "C" sections and connections for the Purlin and Girts 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 I is AMERICAN BUILDINGS COMPANY F r o n t R o o f D e s i g n Designer: JH Version Number: Ver. 47.3 Job Number: W17G0031A, Module: 1 Date/Time: 01/26/17 03:55 PM -------------------------------------------------------------------------- Type Width Length Ridge Dist Slope(F) Slope(R) No.BAi'S LRF 45.000 ft 60.000 ft 22.500 ft 1.000:12 1.000:12 3 -------------------------- ------------------------------------------------ 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: 16.000 ft 0.000 ft Left 1 C I 0.000 ft Rear: 16.000 ft 0.000 ft Right 1 C I 0.000 ft • 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 = 3.000 psf Roof Live Load = 20.000 psf Ground Snow Load = 0.000 psf Snow Exposure Category: Fully Exposed (Snow Exposure Factor = 0.500) Thermal Condition: Unheated and open air structures (Thermal Factor = 1.200) 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) =.22..657 psf --------------------------------------------------------------------------- Anti-Roll Region #1 from eave to peak Width: 22.578 ft On Slope: 1:12 Lines(np): 5 W(gravity): 20.1578 psf At Frame Line: 2 Applied Force(PL): 317.115 lbs Qty Clips Needed: 1 Qty Clips Utilized: 1 Resistance: 2000 hs Purlin locations on slope from peak to eave. Line Distance Design Interest Anti=Roll Lt.Edge Rt.Edge Wight No. (feet)*Spacing Line Region Clip Package Package (lbs) ---------------------------------------------------------------------- 1 1.50 4.00 Y 1 Y(Uphill) 195.1 2 6.50 5.00 195,.1 3 11.50 .5.00 Y 195.1 TYP 4 16.50 4.02 195.1 5 19.54 3.04 Y 195.1 6 22.58 1.52 Y 226.9 eave strut LINE WEIGHT TOTAL 1202.2 EXTENDED WEIGHT TOTAL 31202.2 Page 1 of 15 92/119 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 3.039 6.078 11.078 16.078 Applied loads and adjusted loads: 0.940 psf= 0.937 to 0.937 lb/ft 20.000 psf= 19.862 to 19.862 lb/ft -67.516 psf= -67.516 to -67.516 lb/ft 16.000 psf= 16:000 to 16.000 lb/ft -44.860 psf= -44.860 to -44.860 lb/ft 16.000 psf= 16.000 to 16.000 lb/ft -44.860 psf= -44.860 to -44.860 lb/ft 16.000 psf= 16.000 to 16.000 lb/ft -26.735 psf= -26.735 to -26.735 lb/ft 16.000 psf= 16.000 to. 16.000 lb/ft 21.078 D L+ W(at eave corner)- W(at eave corner)+ W(at rake edge)- W(at rake edge)+ W(at eave edge)- W(at eave edge)+ W(typical)- W(typical)+ Load Combination: D + L+ Check By ASD; L/60 Deflection Limit Net uniform load of 20.799 20.799 20.799 20.799 20.799 lb/ft Continuous spans of 3.039 3.039 5.000 5.000 5.000 ft Reaction = 117.042 lb; Capacity = 281.143 lb; Check Ratio = 0.416 Load Combination: D + 0.6W(at eave corner)- Check By ASD; No Deflection Limit Net uniform load of -39.573 -39.573 lb/ft Continuous spans of 3.039 3.039 ft Reaction = -150.328 lb; Capacity = -239.467 lb; Check Ratio = 0.628 Load Combination: D + 0.6W(at eave corner)+ Check By ASD; No Deflection Limit Net uniform load of 10.537 10.537 lb/ft Continuous spans of 3.039 3.039 ft Reaction = 40.026 lb; Capacity = 281.143 lb; Check Ratio = 0.142 Load Combination: D + 0.6W(at rake edge) - Check By ASD; No Deflection Limit Net uniform load of -25.979 -25.979 -25.979 -25.979 lb/ft Continuous spans of 3.039 5.000 5.000 5.000 ft Shear = -78.543 lb + Bending = 67.975 ft -lb; Check Ratio = 0.628 Load Combination: D + 0.6W(at rake edge)+ Check By ASD; No Deflection Limit Net uniform load of 10.537 10.537 10.537 10.537 lb/ft Continuous spans of 3.039 5.000 5.000 5.000 ft Reaction = 59.425 lb; Capacity = 281.143 lb; Check Ratio = 0.211 Load Combination: D + 6.6W(at eave edge) - Check By ASD; No Deflection Limit Net uniform load of -25.979 -25.979 lb/ft Continuous spans of 3.039 3.039 ft Reaction = -98.688 lb; Capacity = -239.467 lb; Check Ratio = 0.412 Page 2 of 15 93/119 • E Load Combination: D + 0.6W(at eave edge)+ Check By ASD; No Deflection Limit Net uniform load of 10.537 10.537 lb/ft Continuous spans of 3.039 3.039 ft Reaction = 40.026 lb; Capacity = 281.143 lb; Check Ratio = 0.142 Load Combination: D + 0.6W(typical)- Check By ASD; No Deflection Limit Net uniform load of -15.104 -15.104 -15.104 -15.104 lb/ft Continuous spans of 3.039 5.000 5.000 5.000 ft Shear = -45.664 lb + Bending = 39.520 ft -lb; Check Ratio = 0.365 Load Combination: D + 0.6W(typical)+ Check By ASD; No Deflection Limit • Net uniform load of 10.537 10.537 10.537 10.537 lb/ft Continuous spans of 3.039 5.000 5.000 5.000 ft Reaction = 59.425 lb; Capacity = 281.143 lb; Check Ratio = 0.211 Load Combination: D + 0.45W(at eave corner)+ + 3/4L+ Check By ASD; No Deflection Limit Net uniform load of 23.033 23.033 lb./ft Continuous spans of 3.039 3.039 ft Reaction = 87.498 lb; Capacity = 281.143 lb; Check Ratio = 0.311 Load Combination: D + 0.45W(at"rake edge)+ + 3/4L+ Check By ASD; No Deflection Limit Net uniform load of 23.033 23.033 23.033 23.033 lb/ft Continuous spans of 3.039 5.000 5.000 5.000 ft Reaction = 129.903 lb; Capacity = 281.143 lb; Check Ratio = 0.462 Load Combination: D + 0.45W(at eave edge)+ + 3/4L+ Check By ASD; No Deflection Limit Net uniform load of 23.033 23.033 lb/ft Continuous spans of 3.039 3.039 ft Reaction = 87.498 lb; Capacity = 281.143 lb; Check Ratio = 0.311 Load Combination: D + 0.45W(typical)+ + 3/4L+ Check By ASD; No Deflection Limit Net uniform load of 23.033 23.033 23.033 23.033 lb/f-- Continuous b/f=Continuous spans of 3.039 5.000 5.000 5.000 ft Reaction = 129.903 lb; Capacity = 281.143 lb; Check Ratio = 0.462 Load Combination: 0.6D + 0.6W(at eave corner) - Check By ASD; No Deflection Limit Net uniform load of -39.948 -39.948 lb/ft Continuous spans of 3.039 3.039 ft Reaction =-151.752"lb; Capacity = -239.467 lb; Check Ratio = 0.534 Load Combination: 0.6D + 0.6W(at eave corner)+ Check By ASD; No Deflection Limit Net uniform load of 10.162 10.162 lb/ft Continuous spans of 3.039 3.039 ft Reaction = 38.603 lb; Capacity = 281.143 lb; Check Ratio = 0.137 Load Combination: 0.6D + 0.6W(at rake edge) - Check By ASD; No Deflection Limit Net uniform load of -26.354 -26.354 -26.354 -26.354 lb/ft Continuous spans of 3.039 5.000 5.000 5.000 ft Shear = -79.676 lb + Bending = 68.955 ft -lb; Check Ratio = 0.63P Page 3 of 15 94/119 Load Combination: 0.6D + 0.6W(at rake edge)+ Check By ASD; No Deflection Limit Net uniform load of 10.162 10.162 10.162 10.162 lb/ft Continuous spans of 3.039 5.000 5.000 5.000 ft Reaction = 57.312 lb; Capacity = 281.143 lb; Check Ratio = 0.204 Load Combination: 0.6D + 0.6W(at eave edge) - Check By ASD; No Deflection Limit Net uniform load of -26.354 -26.354 lb/ft Continuous spans of 3.039 3.039 ft Reaction = -100.112 lb; Capacity = -239.467 lb; Check Ratio = 0.418 Load Combination: 0.6D + 0.6W(at eave edge)+ Check By ASD; No Deflection Limit Net uniform load of 10.162 10.162 lb/ft • Continuous spans of 3.039 3.039 ft Reaction = 38.603 lb; Capacity = 281.143 lb; Check Ratio = 0.137 11 Load Combination: 0.6D + 0.6W(typical)- Check By ASD; No Deflection Limit Net uniform load of -15.479 -15.479 -15.479 -15.479 lb/ft Continuous spans of 3.039 5.000 5.000 5.000 ft Shear = -46.797 lb + Bending = 40.500 ft -lb; Check Ratio = 0.374 Load Combination: 0.6D + 0.6W(typical)+ Check By ASD; No Deflection Limit Net uniform load of 10.162 10.162 10.162 10.162 lb/ft Continuous spans of 3.039 5.000 5.000 5.000 It Reaction = 57.312 lb; Capacity = 281.143 lb; Check Ratio = 0.204 Load Combination: D +. 1/4W(at eave corner) - Check By ASD; L/60 Deflection Limit Net uniform load of -16.419 -16.419 lb/ft Continuous spans of 3.039 3.039 ft Reaction = -62.371 lb; Capacity = -239.467 lb; Check Ratio = 0.260 Load Combination: D + 1/4W(at eave corner)+ Check By ASD; L/60 Deflection Limit Net uniform load of 5.050 5.050 lb/ft Continuous spans of 3.039 3.039 ft Reaction = 19.182 lb; Capacity = 281.143 lb; Check Ratio = 0.068 Load Combination: D + 1/4W(at rake edge) - Check By ASD; L/60 Deflection Limit Net uniform load of -10.595 -10.595 -10.595 -10.595 lb/ft Continuous spans of 3.039 5.000 5.000 5.000 ft Shear = -32.031 lb + Bending = 27.721 ft -lb; Check Ratio = 0.256 Load Combination: D + 1/4W(at rake edge)+ Check By ASD; L/60 Deflection Limit Net uniform load of 5.050 5.050 5.050 5.050 lb/ft Continuous spans of 3.039 5.000 5.000 5.000 ft Reaction = 28.479 lb; Capacity = 281.143 lb; Check Ratio = 0.101 Load Combination: D + 1/4W(at eave edge) - Check By ASD; L/60 Deflection Limit Net uniform load of -10.595 -10.595 lb/ft Continuous spans of 3.039 3.039 ft Reaction = -40.247 lb; Capacity = -239.467 lb; Check Ratio = 0.168 Page 4 of 15 95/119 Load Combination: D + 1/4W(at eave edge)+ Check By ASD; L/60 Deflection Limit Net uniform load of 5.050 5.050 lb/ft Continuous spans of 3.039 3.039 ft Reaction = 19.182 lb; Capacity = 281.143 lb; Check Ratio = 0.068 Load Combination: D + 1/4W(typical)- Check By ASD; L/60 Deflection Limit Net uniform load of -5.936 -5.936 -5.936 -5.936 lb/ft Continuous spans of 3.039 5.000 5.000 5.000 ft Shear = -17.945 lb + Bending = 15.531 ft -lb; Check Ratio = 0.144 Load Combination: D + 1/4W(typical)+ Check By ASD; L/60 Deflection Limit Net uniform load of 5.050 5.050 5.050 5.050 lb/ft Continuous spans of 3.039 5.000 5.000 5.000 ft Reaction = 28.479 lb; Capacity = 281.143 lb; Check Ratio = 0.101 Load Combination: D + 0.19W(at eave corner)+ + 3/4L+ Check By ASD; L/60 Deflection Limit Net uniform .load. of 18.918 18.918 lb/ft Continuous spans of 3.039 3.039 ft Reaction = 71.865 lb; Capacity = 281.143 lb; Check Ratio = 0.256 6 ^ Load Combination: D + 0.19W(at rake edge)+ + 3/4L+ Check By ASD; L/60 Deflection Limit Net uniform load of 18.918 18.91.8 18.918 18.918 lb/f-- Continuous b/f=Continuous spans of 3.039 5.000 5.000 5.000 ft Reaction = 106.694 lb; Capacity = 281.143 lb; Check Ratio = 0.38D Load Combination: D + 0.19W(at eave edge)+ + 3/4L+ Check By ASD; L/60 Deflection Limit Net uniform load of 18.918 18.918 lb/ft Continuous spans of 3.039 3.039 ft Reaction = 71.865 lb; Capacity = 281.143 lb; Check Ratio = 0.256 Load Combination: D + 0.19W(typical)+ + 3/4L+ Check By ASD; L/60 Deflection Limit Net uniform load of 18.918 18.918 18.918 18.918 lb/ft Continuous spans of 3.039 5.000 5.000 5.000 ft Reaction = 106.694 lb; Capacity = 281.143 lb; Check Ratio 0.380 Load Combination: 0.6D + 1/4W(at eave corner) - Check By ASD; L/60 Deflection Limit Net uniform load of -16.794 -16.794 lb/ft Continuous spans of 3.039 3.039 ft Reaction = -63.795 lb; Capacity = -239.467 lb; Check Ratio = 0.266 Load Combination: 0.6D + 1/4W(at eave corner)+ Check By ASD; L/60 Deflection Limit Net uniform load of 4.675 4.675 lb/ft Continuous spans of 3.039 3.039 ft Reaction = 17.759 lb; Capacity = 281.143 lb; Check Ratio = 0.06--- Load .06= Load Combination: 0.6D + 1/4W(at rake edge) - Check By ASD; L/60 Deflection Limit Net uniform load of -10.970 -10.970 -10.97.0 -10.970 lb/ft Continuous spans of 3.039 5.000 5.000 5.000 ft Shear = -33.164 lb + Bending = 28.702 ft -lb; Check Ratio = 0.26: Page 5 of 15 96/119 Load Combination: 0.6D + 1/4W(at rake edge)+ Check By ASD; L/60 Deflection Limit Net uniform load of 4.675 4.675 4.675 4.675 lb/ft Continuous spans of 3.039 5.000 5.000 5.000 ft Reaction = 26.366 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 -10.970 -10.970 lb/ft Continuous spans of 3.039 3.039 ft Reaction = -41.671 lb; Capacity = -239.467 lb; Check Ratio = 0.174 Load Combination: 0.6D + 1/4W(at eave edge)+ Check By ASD; L/60 Deflection Limit Net uniform load of 4.675 4.675 lb/ft Continuous spans of 3.039 3.039 ft Reaction = 17.759 lb; Capacity = 281.143 lb; Check Ratio = 0.063 Load Combination: 0.6D + 1/4W(typical)- Check By ASD; L/60 Deflection Limit Net uniform load of -6.310 -6.310 -6.310 -6.310 lb/ft Continuous spans of 3.039 5.000 5.000 5.000 ft Shear = -19.078 lb + Bending = 16.511 ft -lb; Check Ratio = 0.153 Load Combination: 0.6D + 1/4W(typical)+ Check By ASD; L/60 Deflection Limit Net uniform load of 4.675 4.675 4.675 4.675 lb/ft Continuous spans of 3.039 5.000 5.000 5.000 ft Reaction = 26.366 lb; Capacity = 281.143 lb; Check Ratio = 0.094 Load Combination: L+ No Stress Design; L/60 Deflection Limit Net uniform load of 19.862 19.862 19.862 19.862 19.862 lb/ft o Continuous spans of 3.039 3.039 5.000 5.000 5.000 ft Deflection = 0.072 inches; Limit = 1.000 inches; Check Ratio = 0.072 --------------------------------------------------------------------------- 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 0.458 ft End Inset Dimension at Rt End of Line 0.458 ft With a 4.500 ft Edge Strip at Lt End and a 4.500 ft Edge Strip at Rt End Wind Suction Coefficient at Interior Region -1.080 Wind Suction Coefficient in Edge Strip at End -1.280 Wind Pressure Coefficient 0.706 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) --------------------------------------------------------------------------- Page 6 of 15 97/119 Page 7 of 15 98/119 1L 0.458 80Z16 0.000" 0.000 0 R. End 29 0.374 bearing at bolt 16 L/ 88 deflection 1 19.542 8OZ16 0.000 2.000 0 L.End 16 0.715 web crippling 35 L/ 448 deflection 2 20.000 80216 2.000 2.000 0 No 16 0.774 compression+bending 35 L/4008 deflection 3 19.542 80Z16 2.000 0.000 0 R.End 16 0.715 web crippling 35 L/ 448 deflection 3R 0.458 8OZ16 0.000 0.000 0 L.End 25 0.374 bearing at bolt 16 L/ 88 deflection Total weight (extended) = 195.1 (195.1) lbs. Max check ratio = 0.774 LOAD COMBINATIONS Roof purlin line 1 (Strut Line) 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 1.01(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 Page 7 of 15 98/119 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<- 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 0.43W - No Stress Check; L/180 Deflection Limit 37 0.43W+ No Stress Check; L/180 Deflection Limit 38 0.43WPIP-> No Stress Check; L/180 Deflection Limit 39 0.43WPIP<- No Stress Check; L/180 Deflection Limit 40 0.43WNIP-> No Stress Check; L/180 Deflection Limit 41 0.43WNIP<- 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 --------------------------------------------------------------------------- 1 UNIF D ALL 5.979 0.000 5.979 0.000 2 TT IF D+C ALL 17.897 0.000 17.897 0.000 3 UNIF L ALL 79.448 0.000 79.448 0.000 4 UNIF W- 1L -116.001 0.000 -116.001 0.458 5 UNIF W- 1 -116.001 0.000 -116.001 4.042 6 UNIF W- 1 -97.876 4.042 -97.876 19.542 7 UNIF W- 2 -97.876 0.000 -91.876 20.000 8 UNIF W- 3 -97.876 0.000 -97.876 15.500 9 UNIF W- 3 -116.001 15.500 -116.001 19.542 10 UNIF W- 3R -116.001 0.000 -116.001 0.458 11 UNIF W+ ALL 64.000 0.000 64.000 0.000 12 UNIF WPIP-> 1L -116.001 0.000 -116.001 0.458 13 UNIF WPIP-> 1 -116.001 0.000 -116.001 4.042 I Page 8 of 15 99/119 9 0 •14 ,. UNIF '•q WPIP-> 1 -97.876 4.042 -97.876 19.542. 15 UNIF . i'• '' 'WPIP=>' 2 -97.876 0.000 -97.876 20.000 , 16 UNIF - ;WPIP-> 3 -97.876 0.000 -97.876 19.542 1.7 UNIF ," WPIP-> 3R -97.876 0.000 -97.876 0.458. 3 .. : •18 UNIF• WPIP<= 1L -97.876 0.000 -97.876 0.458 ' y 19 UNIF. •' ` WPIP- - 1 -97.876 0.000 -97.876 -19.542 • 20 �UNIF , ''" •` WPIP<- 2- -97.876 0.000 -97. 876 ' 20 . 000 ,..• •21 UNIF• ".4. ' `'' WPIP<- 3-97.876 0.000 -97.876 15.500 _ 22 UNIF.:'.`WPIP<- 3 -116.001 ,15.500 .116.001 19.542 23 UNIF' t' WPIP- 3R -116.001 0.000 ,-116.001 0.458 24-UNIF ''',%i WNIP-> 1L -83.376 0.000 -83.376 0.458• ' . 25 UNIFr .'-`' ,: .. WNIP-> 1 -83.376 0.000 -83.376 4.042 26 UNIF:.'' 4 WNIP-> 1• -65.251 4.042 -65.251 19.542 r 27 UNIF i WNIP-> 2 -65.251 0.000 -65.251 20.000 28 UNIF ', WNIP-> 3 =65:251 •0.000 -65.251- 19.542 ` ,29 UNIF =*•., WNIP-> 3R -65.251- 0.000 -65.251 0.458 • 30 UNIF p,.:. WNIP<- 1L -65.251 0.000 -65.251 0.458 31'UNIF WNIP<- 1 -65.251 0.000 -65.251 19.542 32 UNIF WNIP<-' 2' -65.251 0.000 -65.251 20.000 33 UNIF WNIP<- 3 -65.251 0.000 -65.251 .15.500 34 UNIF WNIP<- 3 -83.376 15.500 -83.376 19.542 35 UNIFY`; * '� ` ' :' , �; WNIP.<- 3R -83.376 0.000 =83 . 376 0 .458 ^i 36 AXLD , WPIP-> 1 0.702. 0.000 0.000 0.000' ..' 37•'AXLD' " WPIP->- 2 0.702 0.000 0.000 0.000 ' ` - 38' AXLD - WPIP->. 3 -1.222 0.000 0.000. 0.000 �•• -• 39 AXLD` WPIP<- 1 -1-222 0.000 •0.000. 0.000 ,. 40 AXLD} , WPIP<= 2 0.702 0.000 0.000 0.000 ti - 41 AXLD- WPIP<-- 3 0.702 -0.000 0.000 0.000 42 AXLD . ' WNIP-->i 1 . 1 . 542 0.000 0.000 0.000 * ,+ ­43 AXLD WNIP->, 2 1.542 •0.000 0.000 0.000 1 ' " 44 AXLD , - WNIP-> 3 -0.383. 0.000 0.000 0.00014 45`AXLD WNIP<= 1 -0.383' 0.000 0.000 0.000 " 46AXLD WNIP<- 2 1.542 .0 . 000 0.000 0.000 47 AXLD . WNIP<- ` �3 1.542 0.000 0.000 0.000. �• - 48 AXLD ` ". E-> 2 0 . 341 0.000 0. 000 0 . 000 49'AXLD _E-> - 3 - -0.341 r 0.000 0.000 0.'000 " ,50 AXLD 4�+ ", -E<-, 2 0.681 0.000 0.000 0.000 t' ' S1-AXLD,:- •• E<-' 3 0.341 0.000 0.000 0.000 52 AXLD.. '. 2 0.003 003 0.000 0. 000 0,000 . ,-D+C -, " •53-AXLD .D+C .3 -0.003 0.000 0.000 0.000 , - 1' 1 1 Roof :purlin line 3 ,(Midfield) F ..----------------------------------------------------------------------------- - T• Design Spacing 5.000 ft + Mounting Condition at Supports BYPASS ."x 'Lateral Restraint by Panel Attachment -THROUGH-FASTENED a End.Inset Dimension at Lt End of Line 0.458 ft t .T e• �`* End Inset Dimension at Rt End of Line 0.458 ft -'with a 44500 ft. Edge Strip 'at Lt End and a 4.500 ft Edge Strip at Rt End,'',r #r ° Wind Suction Coefficient at Interior Region -1.080 .r Wind"Suction Coefficient in Edge Strip at End -1.280 , ,° - - ' • _7 ` Wind Pressure Coefficient 0_706 Y "DESIGN' SUMMARY " ! ` 4 a .• , „ ,Roof purlin line 3 (Midfield) :. •.Span Length' ` Mark Left Right Brace End Load' Check;Controlling ' ? " Page 9 of 15 `i00i119 ! �,. .- , ." ••'y 1. , ID Load No. Lap Lap Pts Clips Case Ratio Check ---------------------------------------------------------------------------- (ft) lb/ft(kips) (ft) (ft) feet 1 UNIF D ALL- 1L 0.458 80Z16 ' 0.000 0.000 0 R.End 5 0.034 bolt capacity 22.371 0.000 3 UNIF L ALL 99.310 4 L/ 70 deflection 1 19.542 80Z16 0.000 2.000 0 L.End 4 0.889 web crippling W- 1 -145.002 0.000 -145.002 4.042 6 7 L/ 358 deflection 2 20.000 80Z16 2.000 2.000 0 No 4 0.962 bending -122.345 20.000 8 UNIF W- 3 -122.345 7 L/3207 deflection 3 19.542 80Z16 2.000 0.000 0 R.End 4 0.889 web crippling W- 3R -145.002 0.000 -145.002 0.458 11 7 L/ 358 deflection 3R 0.458 80Z16 0.000 0.000 0 L.End 5 0.034 bolt capacity 4 L/ 70 deflection Total weight (extended) = 195.1 (195.1) lbs. Max check ratio = 0.962 LOAD COMBINATIONS Roof purlin line 3 (Midfield) 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 0.43W- 9 0.43W+ No Stress Check; L/180 Deflection Limit No Stress Check; L/180 Deflection Limit APPLIED LOADS Roof purlin line 3 (Midfield) No. Load Load Span Intensity From Intensity To --------------------------------------------------------------------------- Type Group Designation # lb/ft(kips) feet lb/ft feet 1 UNIF D ALL- 7.474 0.000 7.474 0.000 2 UNIF D+C ALL 22.371 0.000 22.371 0.000 3 UNIF L ALL 99.310 0.000 99.310 0.000 4 UNIF W- 1L -145.002 0.000 -145.002 0.458 5 UNIF W- 1 -145.002 0.000 -145.002 4.042 6 UNIF W- 1 -122.345 4.042 -122.345 19.542 7 UNIF W- 2 -122.345 0.000 -122.345 20.000 8 UNIF W- 3 -122.345 0.000 -122.345 15.500 9 UNIF W- 3 -145.002 15.500 -145.002 19.542 10 UNIF W- 3R -145.002 0.000 -145.002 0.458 11 UNIF W+ ALL 80.000 0.000 80.000 0.000 Page 10 of 15 . 101/119 Roof purlin line 5 (In Eave Edge Strip) --------------------------------------------------------------------------- Design Spacing 3.039 ft Mounting Condition at Supports BYPASS Lateral Restraint by Panel Attachment THROUGH -FASTENED End Inset Dimension at Lt End of Line 0.458 ft End Inset Dimension at Rt End of Line 0.458 ft Line is Contained Within 4.500 ft Edge Strip at Eave With a 4.500 ft Edge Strip at Lt End and a 4.500 ft Edge Strip at Rt End Wind Suction Coefficient -1.280 Wind Pressure Coefficient 0.706 DESIGN SUMMARY Roof purlin.line 5 (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 0.458 8OZ16 0.000 0.000 0 R.End 5 0.022 t•olt capacity 4 L/ 114 reflection 1 19.542 8OZ16 0.000 2.000 0 L.End 4 0.547 web crippling 7 L/ 589 deflection 2 20.000' 80Z16 2.000 2.000 0 No 4 0.593 bending 7 L/5276 deflection 3 19.542 8OZ16 2.000 0.000 0 R.End 4 0.547 web crippling 7 L/ 589 deflection 3R 0.458 80Z16 0.000 0.000 0 L.End 5 0.022 bolt capacity 4 L/ 114 deflection Total weight (extended) = 195.1 (195.1) lbs. Max check ratio = •).593 LOAD COMBINATIONS Roof purlin line 5'(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 0.43W- 9 0.43W+ No Stress Check; L/180 Deflection Limit No Stress Check; L/180 Deflection Limit APPLIED LOADS Roof•purlin line 5 (In Eave Edge Strip) Page 11 of 15 102/119 No. Load Load Span Intensity From Intensity To --------------------------------------------------------------------------- Type Group Designation ## lb/ft(kips) feet lb/ft feet, 1 UNIF D ALL 4.543 0.000 4.543 0.000 2 UNIF D+C ALL 13.597 0.000 13.597 0.000 3 UNIF L ALL 60.361 0.000 60.361 0.000 4 UNIF W- ALL -88.132 0.000 -88.132 0.000 ,5 UNIF W+ ALL 48.624 0.000 48.624 0.000 --------------------------------------------------------------------------- Roof purlin line 6 (Eave Strut) --------------------------------------------------------------------------- Design Spacing 1.519 ft • Mounting Condition at Supports SIMPLE Lateral Restraint by Panel Attachment THROUGH -FASTENED End Inset Dimension at Lt End of Line 0.458 ft End Inset Dimension at Rt End of Line 0.458 ft Line is Contained Within 4.500 ft Edge Strip at Eave With a 4.500 ft Edge Strip at Lt End and a 4.500 ft Edge Strip at Rt End Wind Suction Coefficient -1.280 Wind Pressure Coefficient 0.706 DESIGN SUMMARY Roof purlin line 6 (Eave Strut) Span Length Mark Left Right Brace End Load Check Controlling ID No.. Lap Lap Pts Clips Case Ratio Check --------------------------------------------------------------------------- (ft) (ft) (ft) 1L 0.458 8055 0.000 0.000 0 No 20 0.375 web crippling 20 L/ 178 deflection 1 19.542 BOSS 0.000 0.000 0 No 20 0.438 web crippling 43 L/ 835 deflection 2 20.000 80S5 0.000 0.000 0 No 10 0.672 bearing at bolt 43 L/ 778 deflection 3 19.542 8055 0.000 0.000 0 No 18 0.673 bearing at bolt 43 L/ 835 deflection 3R 0.458 8055 0.000 0.000 0 No 20 0.375 web crippling 20 L/ 178 deflection Total weight (extended) = 226.9 (226.9) lbs. Max check ratio = 0.673 LOAD COMBINATIONS Roof purlin line 6 (Eave Strut) 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<- Page 12 of 15 103/119 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. 83.3333°% x 1.07D + 0.752E-> ASD Special Seismic; No Deflection Limit 17 83.3333% x 1.07D + 0.74E< - ASD Special Seismic; No Deflection Limit 18 83.3333% x 1.07 (D+C) + 0.752E-> ASD Special Seismic; No Deflection Limit 19 83.3333% x 1.07(D+C) + 0.752E<- ASD Special Seismic; No Deflection Limit 20 D+C + 0.45W+ + 3/4L Check By ASD; No Deflection Limit 21 D+C + 0.45WPIP-> + 3/4L Check By ASD; No Deflection Limit 22 D+C + 0.45WPIP<- + 3/4L Check By ASD; No Deflection Limit 23 D+C + 0.45WNIP-> + 3/4L • Check By ASD; No Deflection Limit 24 D+ C + 0.45WNIP<- + 3/4L Check By ASD; No Deflection Limit 25 0.6D + 0.6W - Check By ASD; No Deflection Limit 26 O AD + 0 . 6WPIP-> Check By ASD; No Deflection Limit 27 0.6D + 0.6WPIP<- Check By ASD; No Deflection Limit 28 0.6D'+ 0'.6WNIP-> Check By ASD; No Deflection Limit 29 O AD + 0 . 6WNIP<- Check By ASD; No Deflection Limit 30 0.6(D+C) + 0.6W+ Check By ASD; No Deflection Limit 31 0.6(D+C) + 0.6WPIP-> Check By ASD; No Deflection Limit 32 0.6(D+C) + 0.6WPIP<- Check By ASD; No Deflection Limit 33 0 . 6 (D+C) + O AWNIP-> Check By ASD; No Deflection Limit 34 0.6 (D+C) +, 0.6WNIP<- Check By ASD; No Deflection'Limit 35 0.53D + 0.7E-> Check By ASD; No Deflection Limit 36 0.53D + 0.7E< - Page 13 of 15 104/119 APPLIED LOADS Roof purlir_ line 6 (Eave Strut) No. Load Check By ASD; No Deflection Limit 37 0.53(D+C) + 0.7E-> Intensity To Check By ASD; No Deflection Limit 38 0.53(D+C) + 0.7E< - lb/ft(kips) feet Check By ASD; No Deflection Limit 39 83.3333% x 0.53D + 0.752E-> D ALL ASD Special Seismic; No Deflection Limit 40 83.3333% x 0.53D + 0.7f2E<- 2 UNIF ASD Special Seismic; No Deflection Limit 41 83.3333% x 0.53(D+C) + 0.752E-> 6.798 0.000 ASD Special Seismic; No Deflection Limit 42 83.3333% x 0.53(D+C) + 0.7f2E<- 30.180 0.000 ASD Special Seismic; No Deflection Limit 43 L UNIF W- ALL No Stress Check; L/150 Deflection Limit 44 0.43W - 0.000 5 UNIF No Stress Check; L/180 Deflection Limit 45 .0.43W+ 0.000 24.312 0.000 No Stress Check; L/180 Deflection Limit 46 0.43WPIP-> ALL -44.066 0.000 No Stress Check; L/180 Deflection Limit 47 0.43WPIP<- UNIF WPIP- ALL No Stress Check; L/180 Deflection Limit 48 0.43WNIP-> 0.000 8 UNIF No Stress Check; L/180 Deflection Limit 49 0.43WNIP<- 0.000 -31.672 0.000 No Stress Check; L/180 Deflection Limit APPLIED LOADS Roof purlir_ line 6 (Eave Strut) No. Load Load Span Intensity From Intensity To --------------------------------------------------------------------------- Type Group Designation # lb/ft(kips) feet lb/ft feet 1 UNIF D ALL 2.271 0.000 2.271 0.000 2 UNIF D+C ALL 6.798 0.000 6.798 0.000 3 UNIF L ALL 30.180 0.000 30.180 0.000 4 UNIF W- ALL -44.066 0.000 -44.066 0.000 5 UNIF W+ ALL 24.312 0.000 24.312 0.000 6 UNIF WPIP-> ALL -44.066 0.000 -44.066 0.000 7 UNIF WPIP- ALL -44.066 0.000 -44.066 0.000 8 UNIF WNIP-> ALL -31.672 0.000 -31.672 0.000 9 UNIF WNIP<- ALL -31.672 0.000 -31.672 0.000 10 AXLD WPIP-> 1 0.629 0.000 0.000 0.000 11 AXLD WPIP-> 2 2.553 0.000 0.000 0.000 12 AXLD WPIP-> 3 2.553 0.000 0.000 0.000 13 AXLD WPIP<- 1 -1.094 0.000 0.000 0.000 14 AXLD WPIP- 2 -1.094 0.000 0.000 0.000 15 AXLD WPIP<- 3 0.629 0.000 0.000 0.000 16 AXLD WNIP-> 1 1.380 0.000 0.000 0.000 17 AXLD WNIP-> 2 3.305 0.000 0.000 0.000 18 AXLD WNIP-> 3 3.305 0.000 0.000 0.000 19 AXLD WNIP<- 1 -0.343 0.000 0.000 0.000 20 AXLD WNIP<- 2 -0.343 0.000 0.000 0.000 21 AXLD WNIP<- 3 1.380 0.000 0.000 0.000 22 AXLD E-> 2 1.771 0.000 0.000 0.000 23 AXLD E-> 3 2.213 0.000 0.000 0.000 24 AXLD 52E-> 2 2.724 0.000 0.000 0.000 25 AXLD 52E-> 3 3.405 0.000 0.000 0.000 26 AXLD E<- 2 -0.443 0.000 0.000 0.000 Page 14 of 15 105/119 • 0 27 AXLD 28 AXLD 29 AXLD 30 AXLD 31 AXLD • 0 E<- 3 0.443 0.000 0.000 0.000 S2E<- 2 -0.681 0.000 0.000 0.000 QE<- 3 0.681 0.000 0.000 0.000 D+C 2 0.011 0.000 0.000 0.000 D+C 3 0.014 0.000 0.000 0.000 Page 15 of 15 106/119 AMERICAN BUILDINGS COMPANY Front Side Wall Girt Design (line #1) Designer: JH Version Number: Ver. 47.3 Job Number: W17G0031A, Module: 1 Date/Time: 01/26/17 03:49 PM ----------.----------------------------------------------------------------- Type Width Length Ridge Dist Slope(F) Slope(R) No.BAYS LRF 45.000 ft 60.000 ft 22.500 ft 1.000:12 1.000:12 3 --------------------------------------------------------------------------- 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: •16.000 ft 0.000 ft Left 1 C I 0.000 ft Rear: 16.000 ft 0.000 ft Right 1 C I 0.000 ft Building Code: 2016 California Building Code --------------------------------------------------------------------------- Building Use Category: II. All buildings and other structures except those listed in Risk Categories I, III, and IV Wind Veloc_ty = 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) = 22.657 psf --------------------------------------------------------------------------- Design Spacing 6.000 ft Mounting Condition at Supports BYPASS Lateral Restraint by Panel Attachment THROUGH-FASTENED End Inset Dimension at Lt End of Line 0.458 ft End Inset Dimension at Rt End of Line 0.458 ft With a 4.500 ft Edge Strip at Lt End and a 4.500 ft Edge Strip at Rt End . Wind Suction Coefficient at Interior Region -0.991 Wind Suction Coefficient in Edge Strip at End -1.082 Wind Pressure Coefficient 0.901 DESIGN SUMMARY Front Side Wall Girt Design (line #1) Span Lengta Mark Left Right Brace End Load Check Controlling ID No. Lap Lap Pts Clips Case Ratio Check (ft) (ft) (ft) --------------------------------------------------------------------------- 1L 0.458 80Z16 0.000 0.000 0 No 2 0.134 web crippling 0 L/ 999 deflection lA 2.542 80Z16 0.000 0.000 0 No 2 0.134 web crippling 3 L/133388 deflection 1R 3.000 sozi6 0.000 0.250 0 No 2 0.114 web crippling 3 L/81813 deflection 2A 3.000 80Z16 0.250 0.000 0 No 2 0.104 web crippling 3 L/81813 deflection 2B 3.000 80Z14 0.000 0.250 0 No 2 0.068 web crippling 3 L/101401 deflection 3 19.542 80Z14 0.250 0.000 0 No 1 1.004 bending 3 L/ 363 deflection 3R 0.458 8OZ14 0.000 0.000 0 No 2 0.501 web crippling 1 L/ 80 deflection Total weight (extended) = 108.0 (108.0) lbs. Max check ratio = 1.004 Page 1 of 2 107/119 LOAD COMBINATIONS Front Side Wall Girt Design (line #1) No. Load Case Description -------------------------------------------------------------7------------- 1 0.6W - Check By ASD; No Deflection Limit 2 0.6W+ Check By ASD; No Deflection Limit 3 0.43W - No Stress Check; L/90 Deflection Limit 4 0.43W+ No Stress Check; L/90 Deflection Limit APPLIED LOADS Side Girt Design (line #1) Front Wall No. Load Load Span Intensity From Intensity To Type Group Designation # lb/ft(kips) feet lb/ft feet --------------------------------------------------------------------------- 1 UNIF W- 1L -147.147 0.000 -147.147 0.458 2 UNIF W- lA -147.147 0.000 -147.147 2.542 3 UNIF W- 1B -134.746 0.000 -134.746 3.000 4 UNIF W- 2A -134.746 0.000 -134.746 3.000 5 UNIF W- 2B -134.746 0.000 -134.746 3.000 6 UNIF W- 3 -134.746 0.000 -134.746 15.500 7 UNIF W- 3 -147.147 15.500 -147.147 19.542 8 UNIF W- 3R -147.147 0.000 -147.147 0.458 9 UNIF W+ ALL 122.512 0.000 122.512 0.000 Page 2 of 2 108/119 AMERICAN BUILDINGS COMPANY Rear Side Wall Girt Design (line #1) Designer: JH Version Number: Ver. 47.3 Job Number: W17G0031A, Module: 1 Date/Time: 01/26/17 03:52 PM --------------------------------------------------------------------------- Type Width Length Ridge Dist Slope(F) Slope(R) No.BAYS LRF 45.000 ft 60.000 ft 22.500 ft 1.000:12 1.000:12 3 --------------------------------------------------------------------------- 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: 16.000 ft 0.000 ft Left 1 C I 0.000 ft Rear: 16.000 ft 0.000 ft Right 1 C I 0.000 ft Building Code: 2016 Calfornia 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) = 22.657 psf --------------------------------------------------------------------------- Design Spacing 6.000 ft Mounting Condition at Supports BYPASS Lateral Restraint by Panel Attachment THROUGH -FASTENED End Inset Dimension at Lt End of Line 0.458 ft End Inset Dimension at Rt End of Line 0.458 ft With a 4.500 ft Edge Strip at Lt End and a 4.500 ft Edge Strip at Rt End Wind Suction Coefficient at Interior Region -0.991 Wind Suction Coefficient in Edge Strip at End -1.082 Wind Pressure Coefficient 0.901 DESIGN SUMMARY Rear Side Wall Girt Design (line #1) Span Length Mark Left Right Brace End Load Check Controlling ID No. Lap Lap Pts Clips Case Ratio Check --------------------------------------------------------------------------- (ft) (ft) (ft) 3L 0.458 80Z16 0.000 0.000 0 No 2 0.574 web crippling 1 L/.141 deflection 3 19.542 80Z16 0.000 1.000 0 No 2 0.843 bending 3 L/ 789 deflection 2 20.000 80Z16 1.000 0.250 0 No 2 0.839 bending 3 L/ 701 deflection lA 3.000 80Z16 0.250 0.000 0 No 2 0.114 web crippling 3 L/81813 deflection 1B 2.542 80Z16 0.000 0.000 0 No 2 0.134 web crippling 3 L/133388 deflection 1R 0.458 80Z16 0.000 0.000 0 No 2 0.134 web crippling 0 L/ 999 deflection Total weight (extended) = 137.7 (137.7) lbs. Max check ratio = 0.843 LOAD COMBINATIONS Page 1 of 2 109/119 0 Rear Side Wall Girt Design (line #1) No. Load "Case Description --------------------------------------------------------------------------- 1 0.6W - Check By ASD; No Deflection Limit 2 0.6W+ Check By ASD; No Deflection Limit 3 0.43W - No Stress Check; L/90 Deflection Limit 4 0.43W+ No Stress Check; L/90 Deflection Limit APPLIED LOADS Rear Side Wall Girt Design (line #1) • No. Load Load.. Span Intensity From Intensity To Type"Group Designation # lb/ft(kips) feet" lb/ft feet --------------------------------------------------------------------------- 1 UNIF W- 3L -147.147 0.000 -147.147 0.458 2 UNIF W- 3 -147.147 0.000 -147.147 4.042 3 UNIF W- 3 -134.746 4.042 -134.746 19.542 4 UNIF W- 2 -134.746 0.000 -134.746 20.000 5 UNIF W- lA -134.746 0.000 -134.746 3.000 6 UNIF W- 1B -147.147 0.000 -147.147 2.542 7 UNIF W- 1R -147.147 0.000 -147.147 0.458 8 UNIF W+ ALL 122.512 0.000 122.512 0.000 0 Page 2 of 2 110/119 AMERICAN BUILDINGS COMPANY Left End Wall Girt Design Designer: JH Version Number: Ver. 47.3 Job Number: W17G0031A, Module: 1 Date/Time: 01/26/17 03:53 PM --------------------------------------------------------------------------- Type Width Length Ridge Dist Slope(F) Slope(R) No.BAYS LRF -45.000 ft 60.000 ft 22.500 ft 1.000:12 1.000:12 3 --------------------------------------------------------------------------- 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: 16.000 ft 0.000 ft Left 1 C I 0.000 ft Rear: 16.000 ft 0.000 ft Right 1 C I 0.000 ft Building Code: 2016 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) = 22.657 psf --------------------------------------------------------------------------- Design Spacing 6.000 ft Mounting Condition at Supports INSET 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 4.500 ft Edge Strip at Lt End and a 4.500 ft Edge Strip at Rt End Wind Suction Coefficient at Interior Region -0.975 Wind Suction Coefficient in Edge Strip at End -1.050 Wind Pressure Coefficient 0.885 DESIGN SUM14ARY 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 22.500 80Z12 0.000 0.000 0 No 1 0.940 bending 3 L/ 315 deflection 2 22.500 80Z12 0.000 0.000 0 No 1 0.940 bending 3 L/ 315 deflection Total weight (extended) = 211.0 (211.0) lbs. Max check ratio = 0.940 LOAD COMBINATIONS Left End Wall Girt Design No. Load Case Description --------------------------------------------------------------------------- 1 0.6W- Check By ASD; No Deflection Limit 2 0.6W+ Check By ASD; No Deflection Limit 3 0.43W - Page 1 of 2 111/119 Page 2 of 2 112/119, No Stress Check; L/90 Deflection Limit 4 0.43W+, 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 -142.727 0.000 -142.727 4.500 2 UNIF W- 1 -132.536 4.500 -132.536 22.500 3 UNIF W- 2 -132.536 0.000 -132.536 18.000 4 UNIF, W- 2 -142.727 18.000 -142.727 22.500 5 UNIF W+ ALL 120.302 0.000 120.302 0.000 Page 2 of 2 112/119, AMERICAN BUILDINGS COMPANY .Right End Wall Girt Design Designer: JH Version Number: Ver. 47.3 Job Number: W17G0031A, Module: I Date/Time: 01/26/17 03:53 PM 7 -------------------------------------------------------------------- Type Width Length Ridge Dist Slope(F) Slope(R) No.BAYS LRF 45.000 ft 60.000 ft 22.500 ft 1.000:12 1.000:12 3 --------------------------------------------------------------------------- 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: 16.000 ft 0.000 ft Left 1 C I 0.000 ft Rear: 16.000 ft 0.000 ft Right 1 C I 0.000 ft Building Code: 2016 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) = 22.657 psf ----------------------------------------------------------------------= --- Design Spacing 6.000 ft Mounting Condition at Supports INSET 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 4.500 ft Edge Strip at Lt End and a 4.500 ft Edge Strip at Rt End Wind Suction Coefficient at Interior Region -0.975 Wind Suction Coefficient in Edge Strip at End • -1.050 Wind Pressure Coefficient 0.885 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 22.500 80Z12 0.000 0.000 0 No' 1 0.940 bending 3 L,/ 315 deflection 2 •22.500 8OZ12 0.000 0.000 0 No 1 0.940 bending 3 L/ 315 deflection Total weight (extended) = 211.0 (211.0) lbs. Max check ratio = 0.940 LOAD COMBINATIONS Right End Wall Girt.Design No. Load Case Description --------------------------------------------------------------------------- 1 0.6W- Check By ASD; No Deflection Limit 2 0.6W+ Check BY ASD; No Deflection Limit 3 0.43W - Page 1 of 2 113/119 • is I Page 2 of 2 114/119 No Stress Check; L/90 Deflection Limit 4 0.43W+ 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 -142.727 0.000 -142.727 4.500 2 UNIF W- 1 -132.536 4.500 -132.536 22.500 3 UNIF W- 2 -132.536 0.000 -132.536 18.000 4 UNIF W- 2 -142.727 18.000 -142.727 22.500 5 UNIF W+ ALL 120.302 0.000 120.302 0.000 Page 2 of 2 114/119 r - •. f _ Framed Openings Calculation « _ (AISC 360-10 ASD & AIS] i. 5100-2012) r' American Buildings Company Job Number W17GO031A Engineer JH Module ' 1 ❑✓ FSW BAY ❑ RS1Al BAY ❑ LEIN BAY ❑ REW BAY F DIMENSIONS MSA SECONDARY FRAME OUTPUT Span length (column to column)` 20.00 ft Wind pressure (50 yr. wind) 13.62 psf ±'_ . 1 0 Door width (j) 14.00 ft Suction coefficient r -1.08 Door Height ' :14.00 ftPressure coefficient 0.90 Distance from left column to I"jamb ( i) {3.00 ft 1 Suction-14.71.psf f Distance from header to jamb support ; 1.33 ft Pressure 12.26 +' "�* psf • Ht. of the girt/eave above jamb support 16.00 ft Design spacing, jamb Supp. 4.02 -in Deflection (standard is U90 for 50 yr. wind) L / 90 Allowable Stress Ratio 1.03 y. E l f Wall Girt Depth 8" 09.5- 012. - PANEL CONDITTON i Nested (2) Girts ? ❑ No Jamb Support(s) R1.00 = • � 1,1 ��.x s Use Hot -Rolled Channels?, O Yes Q No See comment window for R values ' i zc Header R = ': 0.62 Iambs R = N/A O C$ O C9' O C10 See comment windows for R values `. Use Hot Rolled Jambs? ❑ No Use Different Depth Jamb Support? ❑ No - • ` Use Different Depth Jambs? ❑ No Maximum Girt Spacing = 7.5 ft Recommended Member For Jamb Support (s) SZ16 Stress Ratio= 0.73 �L / 31'6 < - i Recommended Minimum Member Size For Jambs f 8C16 Stress Ratio= 0.90 baa = L / 396 ' 1 Recommended Minimum Member Size For Header 8C16 Stress Ratio= 0 08 Am_ L / 6649 z • V:' kW. h4: t ?",: w 1 S�9+. % y t '' S •[` i "5%M Y % i %.i ._ ASl t ..:. r % i. � .Y.y: � � �:f,�. .,, y • • . L 4. 1!r M1*�N � S � F4 T �`� � j v'i. %S � XI All members are designed as simple span. The reduced sectional properties were used for cold formed 4 Ned Girt I Eave 16.00 s ' Door Header Jamb Support. 15.33 14.00 E 8 0 �4 o U 1 0.00 3.00 17.00 20.00 11 5/119 Fd O Framed Calculation V8.0 • Cll ,. 1f3012017 17 10:50 AM t. r' ,� 0 • Jamb Support Design Number of Girt(s) 1 Yield Stress F, 55 ksi Allowable Stress (ksi) 33 ksi Panel Condition ( R) Both Sides Allowable Stress Ratio 1.03 Hot -rolled section i> not selected Yield Stress F I ��I�����Il�lalllIIII�II���IIII��IIIIIIIIIIII�IIIII�I�IIIIIIIIIII��I��IIIII�II�I�I�IIIIII�IIIDI�I�II�IIII�I�II�IIII�����III�II�II�III0I��IIIIIIIII�I�I��I�II�IIIIII�IIIIIIII�I�IIIIIIIII�I����IIII�IIII�111111111111111111sooI 50 ksi rts mil mill mIIIIIIII III 111i111111111111111111111111111111111111111111111111 JAMB SUPPORT CALCULATIONS c.„= L C10 x 30 Suction Pressure Location 1893 Pi Pz Pl -0.96 kip 0.80 kip 3.00 ft •1575 C10 x 20 Pz -0.96 kip 0.80 kip 17.00 ft wN. Gauge S.R. Distributed load, suction (w) " -0.005 kip/ft I1 �_ `�..;. Distributed load, pressure(w) 0.004 kip/ft 510 0.27 870 0.22 13 0.41 Ri Rz 0.27 Suction Pressure 0.42 666 Total Reaction at left (RI) -1.01 kips 0.84 kips Header Calculatioi Suet Pressure Total Reaction at right (Rz) -1.01 kips 0.84 kips Dist Load (w), plf -9.78 8.15 Zero Shear Location (from left) 10.00 ft 10.00 ft Mom. on Header, k --ft. -0.24 0.20 Total Maximum Moment -3.12 kip -ft 2.60 kip -ft Jamb Calculation Suet Pressure Maximum Shear Force ° -1.01 kips 0.84 kips Max M on Jamb, k -ft -3.67 3.06 Jamb Support Design Number of Girt(s) 1 Yield Stress F, 55 ksi Allowable Stress (ksi) 33 ksi Panel Condition ( R) Both Sides Allowable Stress Ratio 1.03 Framed Opening Calculation V3.0 Dist Load (w), k/ft -0.13 0.10 Shear on Header, 4s -0.07 0.06 Shear on Jamb- kim: -0.96 0.80 Hot -rolled section i> not selected Yield Stress F 50 ksi rts Channels S.R. c.„= L C10 x 30 0.08 3959 1893 C10 x 25 0.12 3501 •1575 C10 x 20 8" girts 9.5" girts 12" Gauge S.R. A._= Lnj S.R. A_= L/7 S.R. I1 �_ `�..;. 0.16 12 0.36 510 0.27 870 0.22 13 0.41 461 0.32 817 0.27 14 0.52 392 0.42 666 0.20 15 0.62 351 0.53 597 0.33 16 0.73 316 "`:.._ .•: a.. - Framed Opening Calculation V3.0 Dist Load (w), k/ft -0.13 0.10 Shear on Header, 4s -0.07 0.06 Shear on Jamb- kim: -0.96 0.80 452.45 318.66 218.40 151.87 212.77 135.31 117.27 191.12 112.03 87.80 M 116/119 1/3012017 10:50 AM Hot -rolled section i> not selected Yield Stress F 50 ksi rts Channels S.R. c.„= L C10 x 30 0.08 3959 1893 C10 x 25 0.12 3501 •1575 C10 x 20 0.17 3032 1422 G10 x 15.3 0.25 2587 C9 x 20 0.18 2341 C9 x 15 0.28 1960 C9 x 13.4 0.32 1837 C8 x 18.75 0.20 1687 C8 x 13.75 0.33 1387 C8 x 11.5 0.43 1249 452.45 318.66 218.40 151.87 212.77 135.31 117.27 191.12 112.03 87.80 M 116/119 1/3012017 10:50 AM SECTION 5 PANELS 117/119 C� 0 ABC Design Calculations Pamphlet PANEL PROFILE +O° PARTIAL CROSS SECTION Gage Of Panel No. of Spans Load Mabmum Total Uniform Load in PSF Type Span Lengths, Ft. 3.00 3.50 4.00 4.50 5.00 6.00 7.00 7.50 1 POS 67 B 49 B 1 381 B 30 B 24 B 171 B 121 B 11 B NEG -94 B 59 B 1 Z31 B -42 B---34 B -23 B -17 B -15 B 2 POS 46 c 40 C 35 C 31 C 28 c 22 B+S 17 B+S 15 B+S NEG -49 P -42 P 36 B+S -29 B+S -23 B+S -16 B+s -12 B+S -11 B+s 29 Ga. 3 POS 53 c 45 c 39 c 35 c 32 c 26 B 19 B 17 B NEG 56 P -48 P -42 P 35 Bas -29 B+S -20 a+s 15 B+5 13 B+s 4 POS 511 C 43 c 38 c 34 C 30 C 25 C 19 B+S 17 B+S NEG .54 P !!6 P -40 P 33 B+S -27 B+s -19 B+s -14 B+S -12 B+S 1 POS 99 B 73 B 56 B 44 8 36 B 25 B 18 B 16 B NEG -123 a -91 B 59 B 55 B -44 B 31 B -23 B -20 B 2 POS 75 C 64 c 56 C 50 c 43 B+s 30 B+S 22 B+S 19 B+s NEG 54 P 55 P -48 P 42 P 35 B+s -24 B+s -18 B+S -16 B+S 26 Ga. 3 POS 85 C 73 C 64 C 57 C 51 C 37 B+s 28 B+s 24 B+s NEG -72 P 52 P 54 P -48 P 43 P 30 B+S -22 B+8 -20 B+s POS 82 c 70 c 61 c 55 c 49 C 35 B+s 26 B+S 23 B+s 4 NEG -70 P -60 P -52 P -46 P 41 B+s -28 B+S -21 B+s -18 B+s 1. POS 145 B 106 B 811 B 64 B 52 B 36 B 27 B 23 B NEG -158 B -116 B -89 B -70 B -57 B -00 B -29 B -25 B POS 117 C 100 C 87 B+S 69 B+5 56 B+s 39 B+s 29 B+s 25 B+s 2 NEG. 1 -81 P -69 P 51 P 54 P -49 P 36 B+s -26 B+s -23 B+s 24 Ga. POS 133 c 114 c 100 c 86 B+s 70 B+s 49 B+s 36 e+s 31 B+s 3'-. NEG -92 P -79 P -69 P 51 P -55 P 45 B+s 33 B+s -29 B+s POS 128 C 110 C 96 c 80 B+S 65 B+5 46 S+S 34 B+s 29 B+S 4 NEG -89 P -76 P 56 P 59 P 53 P 42 B+s 31 B+S 27 a+S POS 189 B 139 B 107 B 84 B 68 B 47 B 35 B 30 B . 1 NEG -180 B -133 B -102 B 30 B -65 B A5 B 33 B -29 B 2 POS 166 C 130 B+S 100 B+S 79 B+S 64 B+s 45 B+S 33 B+S 29 B+8 NEG A14 P -98 P 36 P -76 P 57 B+s -07 B+S 35 B+s 30 B+s 22 Ga.... 3 POS 188 c 161 c 124 B+s 99 B+S 80 B+s 56 B+s 41 B+S 36 B+s NEG -130 P -111 P -98 P $7 P -78 P 59 B+S -43 B+S 38 B+s 4 POS 181 C 151 B+S 116 B+s 92 B+S 75 B+S 52 B+S 38 B+S 34 B+S NEG -125 P -107 P 34 P 1 -831 P 1 -75 P -55 B+S 1 40 B+s F 35 a+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). The controlling check is noted in the table. Deflection is limited to span/60, and includes the permitted wind load reduction factor of 03 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 Strictural 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. Poshi a load (POS) is applied inward toward the panel supports, and is applied to the outer surface of the full panel cross-section. Negati%e load (NEG) is in the opposite direction. SUBJECT TO CHANGE WITHOUT NOTICE REVISED AUGUST 28, 2015 031BC 118/119 Section 5 Page 1 2012 NASPEC -North American Specification for the Design of Cold -Formed Steel Structural Members, ASD Project, Analysis Description En sneer { ka Wi7G(031A User -Defined Criteria Panel Information Allowable Stress Increase Factor = 1.00 Interior Corner Designation = L3P 26 ga L3P 26 ga teaseMetal (m•)= 0.0177 0.0177 1'."(in.4/ft) = 0.0427 0.0427 Isonom (in•4/ft) = 0.0350 0.0350 IA,,e,n,. (in. /ft) = 0.0389 0.0389 M,T, (k"/ft) = 1.34 1.34 M,Bonnm (k"/ft) = 1.66 1.66 V. (plf) = 585 585 Pullover lbs = 239 239 WC end pl 183 183 WC (int., plf) = 281 281 User -Defined Criteria 9n = Allowable Stress Increase Factor = 1.00 Allowable Overstress = 1.00 ASIF"Allowable Overstress = 1.00 Deflection Limit = L / 60 Span Lengths (ft) 9n = 1 7.50 2 4.50 3 5.88 4 0.00 5 0.00 6 0.00 Component & Cladding Wind Loads 9n = 13.62 psf GC ,Windwardlnterior = 0.90 1 0.706 GCp,WindwardComer= 0.90 4 0.000 GCp,Leewardlnterior= -0.99 4 GCp,LeewardComer= -1.26 y° a V GCpi -0.18/0.18 OK OK OK OK PWindwwdtnterior = 14.71 psf PW;ndwerdComa = 14.71 psf Ptr.��•ardmw or = -15.94 psf Pl. uwdComa= -19.61 psf d 0 V Combined Shear and Flexure OK OK OK OK Deflection max. absolute value Span An,,,; (in.) Ot;ndt (in-) 1 0.404 1.500 2 0.068 0.900 3 0.171 1.175 4 0.000 0.000 5 1 0.000 1 0.000 6 0.000 1 0.000 OK OK OK OK Span Max. Stress Ratio 1 0.706 2 0.700 3 0.415 4 0.000 50.000 6 0.000 4 0.000 5 y° a V 6 OK OK OK OK Web Cri lin Max Stress Ratio = 0.376 OK OK OK OK 0.000 5 0.000 0.000 6 0.000 0.000 Screw Pullover Max. Str. Ratio = 0.589 Screw Pullover Max. Str. Ratio = 0.479 Combined Shear and Flexure Span Max. Stress Ratio 1 0.869 2 0.862 3 0.450 4 0.000 5 0.000 6 0.000 Overall: The selected panel is OK Panel Analysis.xls 119/119 rican Buildings Company 1/26/2017 Wall Web -Crippling Max Stress Ratio = 0.376 Deflection max. absolute value Span A.. Cin.) Ol;m;, (in.) 0.498 1.500 2 0.084 0.900 3 0.210 1.175 4 0.000 0.000 5 0.000 0.000 6 0.000 0.000 Overall: The selected panel is OK Panel Analysis.xls 119/119 rican Buildings Company 1/26/2017 Wall