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IIC Pair &PAUL J, FORD COM PANY Washington Square RECEIVED Bath & Body Works JUN 2 2 2011 UGOPortland, OR BS DIVISIONPJF Comm. Number A65717-0010 May 26, 2017 Structural Calculations for REV. 2 Shelving Support 06(15/2017 Prepared by Paul Cavote Email: pcavote@pjfweb.com oto PR 0415, City of Tigard r f - ::�...,.` �r App •ved Plans / By,.. ..� Date I:-7 , I REGON q6�)- GJ voS''N• 23 2 Ge;• �cc-�� S� O.Q 5FpH P. JP REVISION 1EXPRAT10N DATE: 1/2-3b-13 1 OFFICE COPY JUN 1 5 2011 Columbus Orlando 250 E Broad St,Suite 600 J5491801 Lee Rd,Suite 230 Columbus, OH 43215 Winter Park, FL 32789 Phone 614.221.6679 1965`2015 Phone 407.898.9039 Founded in 1965 www.PauliFord.com 100%Employee Owned PAUL J . FORD AND COMPANYalli Page A® F' I Of STRUCTURAL ENG I N EERS By Date www . pjfweb . com Project ; Client Comm.No. 1-* - -----1-- - ---- --- -- --- --- - I-- -- . 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FORD & COMPANY PAGE A - OF STRUCTURAL ENGINEERS BY DATE 250 E. BROAD ST. SUITE 1500 PROJECT COLUMBUS, OH 43215 CLIENT PROJ# • • :, ,*- ' - .,,,' 47 /c ,, i 6,4 G:;:ictlic' ..,4TN4::- ,,,, , 54 L?4-47- /1/I et 1-6.1,e- . /(i / .(Dil, / fiiA .3.-i-- -th---- R.......3 . ,._ . __ _ •_ _ • • • • -' - - • • • • : i • • 7 : • I . Page Of -\ PAUL J. FORD and Company 4.7 ' .' -----c --------- STRUCTUR A L ENGINEERS BY 1/4-' Date CI Project , . Client Comm. Na • . . . . ;pf"Al ---1/d.Li Sr-4S ALL''k1F-124/0 44 g%I A L. LI I.' .k . -1 i __ cidy 7 lii- 44- t- 1 : . --,- . , . . ... .t-1- ,,, ..A ,F, • : • • • ! , - T2.'E-4.2.---r e.,,„147 ! ' ...! ',. _..j ; • /i • • /L I •iCi-42 -- t W,-_,i'L''' ! ! 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Ili ; 1 • 13 13 A4 Ps N Diagonal Brace Information - rh c_iode, -/ 5 Ps4:71- ' Loading Condition Diagonal Spacing Maximum Diag Loads Maximum Single Diag Length_ J 3.625" x 20 GA L Non-Sales Shelving - W 5 03.E SDC A & B 6'-0" 153 lbs R3 14ft � Q SDC C - 5'-0" 191 lbs 12 ft 'N v ° SDC D, E & F 2'-8" 408 lbs 10 ft Ilk In BBW Unit 5 Cabinet C SDC A & B 6'-0" 109 lbs 14 ft 1 .0) SDC C 5'-0" 106 lbs 14 ft 0 SDCD, E & F 4'-0" 331 lbs 10ft 4. VS Beauty Cabinct -GI ` (4,_ -'g'®'C C. 5I---- _--9-0 1 b9 1-4-4- v? S IDC PrE-&- --me4•'-9 - , Maximum Horizontal Reactions - Topp ca-r J4i/ Loading Condition Wall Height Horiztonal Reaction (TABLE 3) Non-Sales Shelving - SDC A & B 18'-0" 26 lbs SDC C 18'-0" 39 lbs SDC D, E & F 18'-0" 155 lbs (TABLE 1) Std Int Partitions SDC A, B & C 38'-0" 127 lbs SDCD, E & F 30'-0156lbs ' U hl Pii (' c> tom.e'S v 0.5 rd hti - 5 7 t' U G l~v r g G /C.. '/ ..li co,\45 Pcej - y - 1 a) L TABLE 1 (?( STUD SIZE MATRIX FOR ALL INTERIOR PARTITIONS EXCEPT AS NOTED IN TABLES 2 & 3 cs) C: SEISMIC DESIGN CATEGORIES D. E & F '•§ STUD STUD FLANGE STUD STUD MAXIMUM WALL HEIGHT DESIGNATION DEPTH WIDTH GAUGE SPACING SPANNING FROM FLOOR TO DECK Is 3625162-33 3 5/5" 1 5/5" 20 16" 17'-6" 3625162-43 3 5/5" 1 5/5" 15 16" 19'-0" m 3625162-5.4 3 5/5" 1 5/5" 16 16" 20'-6" 6005162-33 6" 1. 5/5" 20 16" 25'-6" 6005162-43 6" 1 5/5" 15 16" 25'-6" n1 6005162-54 6" 1 5/5". 16 16" 30'-0" c0 C: 4) L TABLE 2 STUD SIZE MATRIX FOR UNIT 1 & UNIT 5 CABINET WALLS SEISMIC DESIGN CATEGORIES D. E & F FULL HEIGHT VERTICAL STUDS SHALL BE 3 5/8", 20 GA STUDS CO (WITH 1 5/8" FLANGE) @ 18" O.C. MAX. INSTALL DIAGONAL BRACING AT CO APPROXIMATELY 11'-6" A.F.F. AS SHOWN IN THESE SECTIONS r-I O M TABLE 3 STUD SIZE MATRIX FOR PARTITIONS THAT LATERALLY • SUPPORT FLOOR MOUNTED STOCKROOM SHELVING N ct3 O Z SEE DRAWING S03.2 0 0 2 NOTE: FOR ALL THREE TABLES ABOVE, AT LOCATIONS WHERE SHELVING OCCURS ON EACH SIDE OF A SINGLE STUD WALL, REDUCE THE STUD SPACING SHOWN IN THE TABLES ABOVE BY ONE-HALF, AND REDUCE THE v DIAGONAL SPACING SHOWN IN DETAIL A/S03.1 BY ONE-HALF. a NOTES: - 0 I. DESIGN BASED ON ALLOWABLE DEFLECTION OF L/200. E 2. DESIGN BASED ON Fy - 33 KSI FOR 3 5/5" * 6" STUDS LESS THAN 16 GAUGE. Fy : 50 KSI FOR 3 5/5", 16 GAUGE. 3. PROVIDE HORIZONTAL BRIDGING @ 5'-0" O.C. MAX. INSTALL PER MANUFACTURER'S RECOMMENDATIONS. 4. DESIGN BASED ON MINIMUM 5 PSF LATERAL LOAD, OR LATERAL SEISMIC LOAD, WHICHEVER N CONTROLS. +, 5. TABLE IS VALID FOR UP TO (2) LAYERS OF 5/5" THK GYPSUM BOARD ON EACH SIDE OF METAL STUDS. L a Q i c L V N SEISMIC DESIGN CATEGORIES D. E & F STUD SIZE MATRIX NONE 42DA121NOMATX N MH16.1: 2008P� (a revision of MH16.1: 2004) American Nationarsa s tyi en e..-Vd-s p� 'r ` Y4l � / 1 05,n - 6 �/ I o,_ ca/, J (q. e he) IP cc • Speci 'cation or the Design, Testing and Utilization of Industrial Steel Storage Racks h c4' 11. , II 5 h.? V44-1 s vioio c3r $ 5c;/c 6 t cinSi J 4.,0,5 I) akd " 74// c.tto j r, 14 S 1 ra rz lcia 4 r 'e.. 1ct.c ii / /moi / An Affiliated Trade Association of Material Handling Industry of America .5 C. e ie. MHIA is a Division of Material Handling Industry 8720 Red Oak Blvd.,Suite 201 Charlotte, NC 28217-3992 standards o7mhia.orq , 2008 by Material Handling Industry All rights reserved. Courtesy copy provided by RMI in recognition of RMI's 50th anniversary i fF 2.6.2 Minimum Seismic Forces The storage rack shall be designed for the total minimum lateral force as determined using the following considerations or, alternatively the seismic design evaluation may be performed using a displacement-based method, such as the method described in Section 6.5.1 of FEMA 460[4]. At-Grade Elevation*: Storage rack installed at or below grade elevation shall be designed,fabricated and installed in accordance with the following requirements: The seismic design forces shall not be less than that required by the following equation for the determination of seismic base shear: V = Cs!PWs where: Cs= the seismic response coefficient determined in Section 2.6.3. 1p= system importance factor: Ip= 1.5 if the system is an essential facility; Ip= 1.5 if the system contains material that would be significantly hazardous if released; Ip= 1.0 for all other structures; For storage rack in areas open to the public, (e.g., in warehouse retail stores), 1p= 1.5. If a displacement based evaluation of the rack structure is performed in either of the two principle directions of the rack, Ip may be taken as 1.0 in that direction. W5= (0.67xPLRFXPL)+DL+0.25xLL where: PLRF= Product Load Reduction Factor • Seismic Force Direction PLRF Cross-Aisle 1.0 Down-Aisle PLA„ P Maximum PI-Average For warehouse retail stores, open to the general public, PLA„erage shall be taken as PLMaximum• For all other types of warehousing PLA„Braga is the maximum total weight of product expected on all the beam levels in any row divided by the number of • beam levels in that row. PLM.mum Maximum weight of product that will be placed on any one beam level in that row. • 7 Courtesy copy provided by RMI in recognition of RMI's 50th anniversary P9 Above-Grade Elevation: Storage rack installed at elevations above grade shall be designed, fabricated and installed in accordance with the following requirements: Storage racks shall meet,the force and displacement requirements required of 11 nonbuilding structures supported by other structures, including the force and displacement effects caused by amplifications of upper-story motions. As above, Ws= (0.67xPLRFxPL)+DL+0.25xLL 2.6.3 Calculation of Seismic Response Coefficient When the fundamental period of the rack structure is computed, the seismic response coefficient, C5, shall be determined in accordance with the following equation: C _ Sm TR where: So, = Design earthquake spectral response acceleration at a 1 second period, as described in Section 2.6.3.1. R= Response modification factor R=4.0 in the braced direction and R=6.0 in the unbraced direction. Higher values may be used if substantiated by tests. w T= Fundamental period of the rack structure in each direction under consideration established using the structural properties and deformation characteristics of the resisting elements in a properly substantiated analysis. For the unbraced direction (moment frame), the period shall be determined using a connection stiffness, F not less than the value from Section 9.4.2.3 or Section 9.6. Alternatively, the seismic response coefficient need not be greater than the.following: CS = -E where: R is as above Sos = Design earthquake spectral response acceleration at short periods, as described in Section 2.6.3.1. The seismic response coefficient, Cs, shall not be taken as less than 0.044Sos Additionally, in locations for which the 1-second spectral response, S1, is equal to or greater than 0.6, the value of the seismic response coefficient, C$ shall not be taken as less than: C _ 0.55, s R 8 Courtesy copy provided by RMI in recognition of RMI's 50th anniversary ,-_ RfrGo err?#r f` Commentary to MH16.1-2008 Commentary on the Specification for the Design,Testing And Utilization of Industrial Steel Storage Racks o I O , seismic event; and those installations located in warehouse retail stores where the rack system is located in an area open to the general public. In such a warehouse retail store, unlike a sparsely populated typical warehouse and distribution center, large numbers of the shopping public can be expected to be within the rack system during business hours. The consequences of a rack failure, in this environment, dictate a higher level of performance for such systems. The 1,factor of 1.5 for warehouse retail stores is equivalent to having the racks being designed for maximum considered event performance,which is consistent with the stated performance goals of FEMA 460. To properly account for the fact that the product loads placed on shelves are often less than the capacity for which the shelves are designed, the product load reduction factor (PERF)is introduced. Thus, in the longitudinal (or down-aisle)direction, where there are numerous repetitious pallet positions, PLaverage is defined as the maximum total weight of product expected on the shelves in any row divided by the number of shelves in that row. t PI-maximum is defined as the maximum weight of product that will be placed on any one shelf in that row, this being usually the design capacity for the pallet positions. With PLaverage and PLmaximum,the Product Load Reduction Factor(PL,f) becomes simply the quotient of the two. This reduction is not permitted in the cross-aisle direction. The factor of 0.67 applies to the loading considerations under seismic events. It does not apply to vertical load.under any load combination nor to the fraction of vertical load used for restoring moment in the evaluation of seismic stability. Research has shown that there is some friction inducing, energy dissipating, relative movement between the rack and the stored product during seismic motions. The 0.67 factor represents the fraction of I the dynamically active load on a fully-loaded system that is likely to be felt by a structure in a normal application, and that needs to be taken into account in the determination of lateral loads under seismic events. If the designer knows that for a particular installation - the dynamic portion of the load is likely to be greater than 67 percent,then such a higher magnitude should be used in the determination of lateral forces. 2.6.3 Calculation of Seismic Response Coefficient The seismic response coefficient is intended to be a site-specific value;the magnitude of this coefficient is affected by the characteristics of the structural system through the values of R and T, and also by the characteristics of the soil underlying the building on whose floors the rack system is founded, through the values assigned to the various soil profile types. T is the fundamental period of the rack structure. The factor R is an empirical response reduction factor intended to account for both damping and the ductility inherent in the structural system at displacements great enough to surpass initial yield and approach the ultimate load displacement of the structural system. Magnitudes of the spectral response acceleration Ss and S1 are to be taken from the accompanying - contour maps or USGS Open-File Report 01-437"Earthquake Spectral Response Acceleration Maps"Version 3.10 as specified by the building code authority. Period computations must employ rational methods. The empirical equations for buildings are not applicable to storage racks, and cannot be used. There is no restriction on the period thus computed (ASCE 7 15.4.4). In the down-aisle direction storage racks, typically, have much higher drifts than buildings, resulting in much longer periods than a building. 13 . Courtesy copy provided by RMI in recognition of RMI's 50th anniversary • L C) TABLE 1 P i t STUD SIZE MATRIX FOR ALL INTERIOR PARTITIONS i EXCEPT AS NOTED IN TABLES 2 & 3 SEISMIC DESIGN CATEGORIES D. E & F STUD STUD FLANGE STUD STUD MAXIMUM WALL HEIGHT 1 DESIGNATION DEPTH WIDTH GAUGE SPACING SPANNING FROM FLOOR TO DECK 0 3625162-33 3 5/5" 1 5/5" 20 16" 17'-6" 3625162-43 3 5/8" 1 5/8" 18 16" lq-0" m 3625162-54 3 5/5" 1 5/5" 16 16" 20'-6" i 6005162-33 6" 1.5/5" 20 16" 25'-6" 6005162-43 6" 1 5/8" 18 16" 28'-6" N 6005162-54 6" 1 5/5" 16 16" 30'-0" Cl_ c0 C C) TABLE 2 STUD SIZE MATRIX FOR UNIT 1 & UNIT 5 CABINET WALLS SEISMIC DESIGN CATEGORIES D. E & F FULL HEIGHT VERTICAL STUDS SHALL BE 3 5/8", 20 GA STUDS (WITH 1 5/8" FLANGE) @ 16" O.C. MAX. INSTALL DIAGONAL BRACING AT pp APPROXIMATELY 11'-6' A.F.F. AS SHOWN IN THESE SECTIONS O r-1 O O , TABLE 3 1-1 LSD STUD SIZE MATRIX FOR PARTITIONS THAT LATERALLY SUPPORT FLOOR MOUNTED STOCKROOM SHELVING N C ca x O Z SEE DRAWING S03.2 0 0 2 NOTE: FOR ALL THREE TABLES ABOVE, AT LOCATIONS WHERE SHELVING OCCURS ON EACH SIDE OF A SINGLE STUD WALL, REDUCE THE STUD SPACING SHOWN IN THE TABLES ABOVE BY ONE-HALF, AND REDUCE THE cu • DIAGONAL SPACING SHOWN IN DETAIL A/S03.1 BY ONE-HALF. Ci tif NOTES: 1. DESIGN BASED ON ALLOWABLE DEFLECTION OF L/200. E 2. DESIGN BASED ON Fy 33 KSI FOR 3 5/8" * 6" STUDS LESS THAN 16 GAUGE. Fy a 50 K51 FOR 3 5/8", 16 GAUGE. 3. PROVIDE HORIZONTAL BRIDGING @ 5'-0" O.G. MAX. INSTALL PER MANUFACTURER'S RECOMMENDATIONS. U 4. DESIGN BASED ON MINIMUM 5 PSF LATERAL LOAD, OR LATERAL SEISMIC LOAD, WHICHEVER CONTROLS. +au/ 5. TABLE IS VALID FOR UP TO (2) LAYERS OF 5/8" TI-IK GYPSUM BOARD ON EACH SIDE OF METAL STUDS. C) O L I Q V C) SEISMIC DESIGN CATEGORIES D, E & F LE STUD SIZE MATRIX NONE N Q - 42DA121NOMATX ;IliPAUL J. 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'--,.* •.t.i-1*,,,,'ir..-"-:-.t,s,t,....i-vro.:71:.:.,.kia.:b2.:c..-:,,i,L3L,y.....1.L.::..,J.:,...,..„.„L„,:z3.,___i„.,..,±..111_..,—....;.._:,,,...,_,..,,,,.1..,.....__.,,,,.... . ._...... ,. 'i. ' Curtain Wall Limiting 9 Hei - p hts Sin le S an 9 SSMA Table Notes P1,4 1. Lateral loads have not been.modified for strength checks: full loads are applied. 2. 15 psf and higher wind pressures have been multiplied by 0.7 for deflection determination, in accordance with footnote "f" of IBC table 1604.3.The 5 psf pressure has not been reduced for deflection checks. 3. For bending, studs are assumed to be adequately braced to develop full allowable moment. 4. Stud distortional buckling based on an assumed Kw=0. 5. Web crippling check based on 1"end bearing.Where limiting heights are followed by"e", web stiffeners are required. 6. Limiting heights are based on steel properties only(non-composite). 7. End shear and web crippling capacity have not been reduced for punchouts. Punchouts are assumed to be in accordance with section C5 of AISI S201. (see punchout notes page 18) 8. Moment of inertia for deflection is optimized based on the maximum moment at service loads for the listed spans; therefore span values may be greater than spans based on an effective moment of inertia listed in section property tables. x; 5 sSec f " 15 psf ` �Pti f h 25 psfa..,._- 30 psf. . 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IT 17e .11're 12 2e.-'122. ir3a 1710e 17170 lOSe 125";.'_14 0"e 14 IC in 17 7'e 17 77 174e r 12 394' 31'2' 27'3' 244' 21'3' 1711' 21'11' 194' 16'4' 198' 1711' IS'? 1711'.16'11' 14'3' 167', 16're 136' 16'6'e 15'4'e 1211' 13'11'e 13'11'e 12 7e 6005162-43 33 16 35 9' 284' 24'9" 21'11' 194' 154' 17 0' 177' 1410' 17'0"e 16're 13'9' 15'6'e 15 4'e 1211' 14'4'e 14'4'e 124'. 13'5'e 13'S'e 11'9"e 12 0"e 12'O'e 10'11'e 24 31'1' 24'9' 21'8' 17'1re 1611' 14'3' 15'6'e 15'4'e 12 11' 13'11'e 13'11"e 12 0"e 12'8'e 12 re 11'4'e 11'9"e 11'9'e 109'. 11'0"e 11'0-e 10'3'e 9'10"e 9'10'e 9'S', 28' 257' F7'.rf7. .1816' 151:11'' I 8'51::17'9', 190' 17 re 16'10'e.14'3': 16'O'e-17774C.-.12,73W 1-4*4"e 14'4'e 7-"e_ 60420043 33• = 7.7.:260 - 22 224. .17 Te-r:17.7 15'7';.; 177'e '71415' 1124e'127.127'e 1410'.14 10"e 12 118 12.10e z 7e 12 7e 11 62 .320 26'0,-;22.9,z.111!6. 17:9 fk,1517,•16.0 16 0 e 137'e. 14 4 e 14 4 e 12.7"e- 1318. 131 e 11 11 e 121,e 121 eji 3 e 114e11 4 e. 177e.AO 10'2'e.,10'S, 12 40'S" 321' 28'0' 251' 21'11' 18' 229' 1911' 16'9' 212' 18'S' 15 7' 1911' 17 4' 14'8' 18'11' 166' 13'11" 18'1' 1519' 134' 169' 14'8' 124' 6006137-54 50 16 359' 29'2' 256' 229' 1911' 16'9' 208' 181' 153' 192' 169' 142' 151' 1519' 134' 17 2' 15' 1218' 16'4' 144' 121' 147' 134' 11'3' 24 321' 25'S' 223' 1911' 174' 14 8' 18'1' 15 9' 134' 169' 148' 12'4' 154' 139'_11B' 143' 13'1' 11,1' 13'4 126' 10'?' 11'11" 118' 910' 12..: 422 39'577' 2217-173 23'9 209 176 22 1 193' 16 2515' 18 1' 157 198 177 147: 12 10 16'6":.:12 11' 17'6" 153 1211.." 6005162-54 50 16: 384 207...122 23 9 20'7 178 21'7' 1217 15 11.7 227 12.0% '14' 16 .13 11 1711. 15 8 , 122.: 7 12 ,1511 1211 11' 24• 336 233.1- i :27 V 11";„,..1p!.a • 18 10 106 ..,1311. 1513 1211, 16'S' .,_14 122'- 11- 12.2'e 163 12 444' 352' 309' 27'6' 24'0' 20'3' 24'11' 21'10' 18'5' 23'2' 203' 17'1' 21'10' 191' 16'1' 20'9' 181' 15 3' 19'10' 17'4' 147' 18'5' 151' 137' 6006200-54 50 16 403' 37 0' 27'11' 24'11' 21'10' 18'S' 27 8' 1010' 168' 21'1' 18'S' 15'6' 1910' 17 4' 14'7' 1810' 16'5- 13'10' 18'0' 1519' 13'3' 16 7' 147 12'4' 24 352' 27'11' 24'5' 21'10' 19'1' 16'1' 1910' 17 4' 14'7' 18'S' 16'1' 13'7' 17 4' 15'1' 12 9' 16'2' ¶44' 12'1' 15're 13'9' 11'7' 136'. 17 9'e 10 9' 12--- 424' 344,TIT 23'-3,779ri•-, 5' 21'4" 18'0' 22 8' 1 T.9' 178'.2 2114"1 12-7" 151 8' 203' 11' 4'...'16.11"! 143' 12 158' -13'3"7 6006137:05 50, '12 394" 31'r 2T3' 245 16 :22'2 1941:- 20 152' 19 16'..11• 3' 185' 161 1' 137 .12 154 '.14 120 24 34 .1 27.7 2217 21 4 18'7 iS 8 19 4 '.1 611r.'14 r 18071:15'S' .13'7: 16'II 9 125 .16 1 0'. 1110 _174'213 5 11 4 .1211' 1215' 10 S 12 45 3' 3511' 31'4' 280' 24'6' 208' 25'6' 223" 189' 23'8' 208' 175' 273' 195' 16'S" 21'2' 18'S' 127" 272' 178' 14'11' 189' 16'5' 1310' 6005162-68 50 16 41'1' 32'?' 28'6' 25'6' 223' 18'9' 23'2' 202' 17'? 21'S' 18'9' 1510' 202' 17'8' 14'11' 192' 16'9' 14'2' 184' 160' 13'S' 17'1' 14'11' 127 24 3511' 28'S' 24 11' 223' 17 5' 16'S' 202' 17 8' 1411' 189' 16'S' 1310' 17'S' 15 5' 130' 169' 148' 12 4' 160' 140' 1110' 1411' 130' 11'0' 12 •: 477 379 •33'7-, 296 259 77.21.v.. 26'9' 277-'19'k 7 24 21'9'• .18.4' 277-27 5" fr 223 fvr' 3.7 -fee. 199 173- • : . 5005200,58.-50 16.r• .42 7 34r 27 it'..26 9 -.22.7 09' 244 21'.7 17.11' 22 r 19 916: . 'r 21.7 itrT. 15'r 27 2 178 14 11 iv 4. 16'17 14 7 17 11 15 r 712 7, 24_ 379 2211 26'2 173. 21 7 .18 177.. 199. 17 3' . 16'7. 138' 178 15.5 130 1610 149 125 . 158" ' 138.:.11'7 12 4711' 38'0' 332' 298' 2511' 21'10' 270' 237' 1910' 250' 21'10' 18'S' 23'T 20'?' 174' 22'S' 197' 16 6' 215' 18'8' 151 9' 19'10' 174" 148' 6005137-97 50 16 436' 346' 30'2' 270' 23'?' 19'10' 24'6' 21'S' 181' 229' 1810' 16'9' 215' 18'8' 159' 204' 17 9' 15 0' 19'S' 170' 144' 181' 15'9' 13 4' 24 38'0' 30 26'4' 23'7' 20'7 17 4' 21'S' 18'8' 15 9' 19'10' 174' 14'8' 158' 16'4' 13'9' 179' 15 6' 131' 17 0' 1410' 12 6' 15'9' 139' 11' •, 12 -• 501' 9"-'j 349'7 272 2211 283 24'r 20 • 262.. 22+• 19'4!, :24 7 21'7: 182' 235"1. 20'7 7' 166. 209" 12 7 '.'1574;-• 6043162-47 50 16 45'.7.Y 362' 31'7 28.3., 24',8' 209 25.tr. 225' 1811. " 2310 289 17'67 275' 197'.• 166' 21'7 187' 158 20'4.: 177• 150 1811' 16,7 1311 • 24 399. 31', 277:-. 24'e:.,21" iv r 225 19'7' 16'S 209' "18'2' 12 4"'" 19'7- 171' 145'- 187 163 13'7.,. 179 156 13 I .16'0' 145' 12 12 52'10' 41'11' 36 7' 32'9' 287' 24'1' 299' 260' 21'11' 2T 24'1' 204' 267 228' 19'2' 24'8' 21'7 18'2' 23'?' 20'7' 17'5' 21'11' 192' 162' 6006200-97 50 16 48'0' 38'? 333' 29'9" 26'0' 21'11' 270' 23'?' 1911' 251' 21'11' 18'6' 23"7" 207' 175'5' 22'5' 19'7' 166' 21'5' 18'9' 1510' 19'11' 17'5' 148' 244111" 333' 291' 260' 228' 17 2' 237' 277' 17'5' 21'11' 192' 162' 277" 180' 15 2' 17 7' 171' 145' 18 9' 164' 1310' 17'S' 152' 1210' 12 • 52 11 420;- 32-; .288 24 27 10,1 26 :if.if 278 724'2 20 0".• NT 229 192 249 21'r 7 143 23.tri.7.277 17'S 2111' 192 -15 600i162118 50 ' 16;7. .48'1'.:382' 334'. - 29'10":1.227. 2111' -27 I'•: 23'8' 19'11' 252''.2111'• 186'. 87' 208' 175' 22'6' 198' 16 2l'6' I 267:::.1510' 1911' 17'5. ' :14'13': -24• 42'O 334' •29'1. 260' 279'. 192''172' 239' •208' ITS' 21'11' -19'7 162' 20'8' 18'1' 153' 198'. 172' .14'S' 18'9' --16'7-'1217' 175' •1513' 1210' "e"web stiffeners required at ends. See Table Notes on page 16. Copyright 0 2011 by the Steel Stud Manufacturers Association - Complies With 2009 International Building Code BC) www.SSMA.com • - 1 • • Curtain Wall LimitingHeights Single Span g - g SSMA • Sect om y Spactn9 5 P ' 75 Esf.� 20 psf �'25ps1¢ ?30 psf�: 3 a 40 psfa��Y 50'psf�': � I b ksi io oc.:L1120 1/240;11360-11240 11360.11600 11240 1/360':1600 11240-.11360%1/600 1/240 L/360,'1/000 1/246.,L/3601;L500 11240:-1360 11600 [1240,11360 11600: 12 5510" 44'4' 38'9 34'7" 30'3' 25'6' 31'5' 27'6' 23'2" 29'2" 25'6' 21'6' 27 6' 24'0' 20'3' 251' 27 10' 19'3" 25 0' 21'10" 18'5' 23'2" 20'3 171" 600S200.118 50 16 50'9' 40 3' 35 2" 31 5' 27 6" 23'2' 28'T 25 0" 21'1" 26'6" 23'2 19'7 25'0' 21'17 18'5" 23'9' 20'9" 17 6' 22'8' 1910" 16'9" 21'1' 18'5' 15 6' _ _ 24 44'4 35 7 30'9 2T 6' 24'0' 20'3 25 0" 21 10 18'5' 23'2' 20 3" 17'1 21'10' 19'1' 16'1" 20'9' 18 1 15'3' 19'10' 17'4' 14'T 18'5" 16'1 13'7' 12 - 4510 37'1:6'.',1-7:2-27-1!•,, 26'6.' 25'10' gt,9 -221:x° 22'11",s19'9 20'6"e 206a 18'4". 18'9'e.18 9"e 17're 17 4"a -17'4 e 16'5"a 16 3 e.-16 3 e 15.7e 14':6'e 14'6 e:14'6'a 8000137-43 33__ 16 39'9 344 c30'0:22'11. 2711'::199 1910'e1917e.)8'0 :17'9'e17'9"e:.16'Be 16'3"e,.16'3'e 15'8e -15.Se.'150e f4'11'a14.1'a 14'1'e 14'1'a 12'7'e 1.2`7C::17 24 _',-32`5' 2911',263 : 18'9'e 189'e-.17'3e 163'e 16'3'e_158e14wre. 146e'_14'6e:13'3'e-'13'3'er.13'3e 12'3'e_123e 12;3'e• 11'6:e 11'6"e 11'6'e 19. 3"e jeze. 12 49'2 39'4' 34'4' 28'6' 26'10" 22 7' 24'9"e 24'4' 20'T 22'1"e 22'1"e 171- 20'2'e 20'2'e 17'11'e 18'8'e 18'8'e 17'1'e 17 6'e 17'6"e 16'4'e 15'8'e 15'8'e 15'2e 8005162-43 33 16 4210' 35'8' 31'2' 24'9'e 24'4' 20'7' 21'5'e 21'S'e 18'8'e 19'2"e 19'2'e 17'4'e IT 6'e 17'6'e 16'4'e 16'2"e 16'2'e 15'6"e 15'2e 15'2'e 14'10'e 13'6'e 13'6'e 13'6'e 24 34'11 31'1' 27'3 20'Te 20'Te 17'11 a 17'Se 17'6"e 16'4'e 15'8'e 15'8"e 15'2'e 14'3'e 14'3'e 14're 13'3'e 13're 13'3"e 12'4"e 12're 12'4'e 11'1'e 11'1 e 11'1'e 71177.41'10 41 1.-.:35'11 .30'.6' 28 1 `-23 8 .26:5"a 29'S•a 21'8.- 23 8'e L-23'876^19'11'e 2.117e 217". 18'9 e 20'O'e 20'S a 17'i fie 18 8 a 14..8". 17-1'e 16 9'. 16 9 a 15:10'a 80052004332 8. :26 S'a 25 6C 21 6 ' 22 11'a 22.11C 17 ie-20'6`e'20 6C 1.1172"e a 18:8"e 7 18 7e-171 a e-_17 4 :17'4 e.16.2"a IS 2"e::16 2's -15'6'e 14 6'4:14'6'. :3T5 328,,786 . 21're 217e._189a 188e. 188e_9T1e 16'9'e-169e 15'17e 153e.153e-14_11a142'e'•-.142e142'e '13'3'e:.133'e'f33'a 1110_e_1V-10C 11,10C 12 51'2' 40'7' 35 6" 31'9' 27 B' 23'4" 28'10" 25 2" 21'3' 26'9' 23'4' 19'9' 25 2" 27 0' 18'T 23'3' 20'11"LL 17'7' 21'9' 20'0' 16'10' 19'6" 187' 15 8' 8005137-54 50 16 46'5' 3511' 32 3' 28'10' 25'2' 21'3' 26'2 2710' 19'3" 23'10' 21'3' 17'11" 21'9' 20'0' 16'10" 20'2 19 5" 16'0' 18'10" 18'2" 15'4" 1610" 1610' 14'3' 24 40'6 373' 28'2' 25 2' 27 0' 18'7' 21'9' 20 0' 1510' 19'6' 18'7' ..15 8" 179' 17'5' _14'9' 16'6'e 16 6'e 14'0' 15 5'e 15'Se 13'4' 13'9'e 13'9 e 12 5"e `53'2 47 3;,3610. 33'0' 28 10:24 3 29 11 -126'2..22'1 27.10'_24 3 0'5 26 2.'2710' -19'9 24 10'21 97:::;0!4,7.23 5 . 20 9 17': 20 11'197 16'3'x- 8005162-54 50 16 1 48`4 38 4 .33'6 29.1i";25'77:221"7 27 3...` 23 9 .20'1 253'.' 22 1 °18'7 23 5:_20'9. ..17 6 21 8 :19 9 .16:8' 20 3 18'10'-:1511" 161 a 117'5C.,-.'14' 293 °'26 2' 22 10_-_,19 3. 23.5.` 20'9 .17_6" 20'11"19 3 16'3 1917 18 2. 3 4 - 178 e,:,1T.3 e,,14.6J 16'_6._:.16 7e 1311'- 14 96 14'9. 1211'e 12 55 8" 44 2' 38'7 34'6' 30'2' 25 5' 31'4" 2T 5" 23'1" 29'1' 25'5" 21'5' 27'5" 23'11' 20'2" 26'0' 22 9' 19'2' 24'10' 21'9' 18'4"' 22'4"M 20'2' 17'0' 8005200-54 50 16 50'7' 40 2 351" 31'4' 27'5" 23'r 28'6" 24'10" 21'0' 26'S 23'1' 19 6' 24'10' 21'9' 18'4' 23'1' 20'8" 17 5' 21'Te 19'9' 16 8' 19'4"e 18'4'e 15 5" 24 44'2 36 1 30 8 27'5' 23 11' 20 2' 24 10" 21 9 18'4' 22'4" 20 2 17'0 20'Se 19'0' 16 0 18'10"e 18'0 e 152' 17'8'e 17'3's 14'7'e 15'9"e 15'9'e 13'6"e 12 54_11 43'T -.36'1 340 299 ..`251 30'11:_222'9 288" 251 21'2 27'5' 237' 19'.11 258 225' 19'.11',•,246` 215 171' 229 :`19'11 8005137-58 50 .-_ 16 49.10 39 T- 34 7 30.11$ TT 0 22* 28 1 14 6!, 20'8" 26 1 22.7' 19'2 24 6'.t 21 S 18'1 23 4 .20 4 17.2 223' 19 6 165'` 1911 1,6,1 15 3 237` 1911. 246 215 1181 22'9_`._1911 16'9 210' 189 15_9 195 al'9 150: 182 ;170' 144 12 57'1' 45 4' 397" 35 4" 30:11' 26'1" 32'2" 28'1' 23'8' 29'10' 261' 22'0' 28'1' 24'S 20'8' 26'`8" 23'4' 19 8" 256' 22'3" 18'10' 23'8" 20'8" 17'S 800S162-68 50 16 51'10' 41'7 3511' 32 2" 28'1' 23'8' 29'2 25'6' 21'6' 271' 23'8" 20'0' 25 6 22 3' 1610" 24'3' 21'2 1710 23'2' 20'3' 171' 21'3' 1610' 15'10' 24 45 4 3511 31 5' 28 1' 24 6 20 8 25 6' 27 3 18'10" 23'8' 20 8 17 S 22 3' 19 6" 16'5' 20 9 18 6' 1ST 19 S 17 8 14'11' 17 4' 16'5' 13'10' 7-777.77,7.,-,7173-2"".7 59 9 4T S Z41 S 37 0.: 37 4 27'4 33 8 _29 57.: 2r1F 31 3 't2T 4 23 0 -2777, 8. 21'87 2711 -24 S- 207' 26 9 .23 4 19 8--24'717;21'8 18 3 8000200-68 50 16 54 4 43 1 '3T 8 .33 8.: 29 5 .24 10 30 7'"26 9 27 S 28',5" :24 10 ..2711".. 26 7 r:23 4 19'.B 25 4'-•.:'.2.2.2q718'8 24r377..; :21.'2." 1711'_: 22 6' 19''8 16 7'~' 4T5�-378'':3211 29'5. 258'218. 269= 234X198 :24117..121'8, 18,35 274-L20 - 17'2" 22'2 :194164.` 212 ;18'6 157 191e_172" 6'_ 12 60'10" 48'4" 42 2" 3T 9' 3211" 2710' 34'3' 2911" 25 3' 31'10' 2710' 23'5' 29'11' 26'2' 22'l' 28'S 24'10' 2011' 27 2" 23'9' 20'1" 25 3' 221' 18'7' 8005137-97 50 16 55 4' 43'11' 36 4' 34'3' 29'11' 25'3' X11'2' 2T 2' 2711' 28'11" 25 3' 21'4" 272' 23'9' 20'1" 2510' 277' 19 0' 24'9' 21'T 16 3' 2711' 201" 16'11' 24 48'4 38'4 33 6 29 11' 26 2' 221 27'2 23 9 20'1 25 3' 271 18'T 23 9" 20 9 17'6 277' 19 9 16 8' 21 T 18'10 1511' 201 17'6' 14 9 12 - 63'3 50 4 .:43 11.39 3'. 34 4..2811 35 8 31 2 r 26';4 33 2' --28 11 :..24'5 "i1.72F 27 3. .23'0 000516107 50 16 577' 459'..3911 35 8.- 37 2 -26 4 32 5.- 26 4 23'11 301 .26 4 2212'1,27.r.7-,,24 9 2010 26 11';'..::27 5.19 10' 25 9 :27 6 19 0" -7.711". .2710.71...j7 ;:.7' ' 2492_20,10 26.4-_ 23.0 :.]9�S _24!97, 236..'206,_- 1T-4: 276'- 188 167' 201018;3 15 5'_ 12 66'6' 52 9' 46'1' 41'2' 36'S" 30 4' 37-5" 32 8" 2T T 34'9' 30'4' 2S 7' 32 8" 28'7' 24'1' 31'1' 27 2' 22 11" 29'9' 2511' 21'11' 2T 7' 24'1' 20 4' 8005200-97 50 16 60'S 47'11" 41'11' 37'S 32 8' 27'P 34'0' 29'9' 25'1" 31'7' 2T 7' 23'3' 29 9" 2511' 21'11' 28'3" 24'8" 2010 27'0 23'T 19'11" 251" 21'11' 18'6' 24 57 9 41 11 367' 32 8" 28 7' 24'1' 279' 2511' 21'11 2T 7" _24 1 20 4 2511' 22 8' 19'1" 24 8" 21 6 18'2' 23'7' 20'7' 17 S 21'11' 19'1" 16'2 ,-77.,..:777727.7,72i1;:. 6T;1 53'3' -`46 6 - 41-T.. 36 4- 30'8 . 37' .F777- 3 D :. 327.10• 35 1. 30 8'25,10 33 0' :.28.10' 2'4 ,314 -PTS '231'.-:30'0' 26 2-221'�27'10•.:24'4 8000162118 50 16 60`111 48 4 ;42 3 37.9._ 33 D'::2710 34!4":: 30'0 -2S 3 31 10-i 2T 10'" 276 30`0' 26'2 22 17 277_ ,24 10'..11.0 27.3' 23.9. 201', 25 3''221 18 8.ti 2810„24'4 30.0':6262 -27'1 2717244 1276 262"1.2211.: 19'4 2417.:,_21!.9"..;.-11k-4' 23.9'. 20.9 176'z 271 12 70'5' 5511' 48 10' 43'8' 38'2" 37 2 39'8' 34'8" 29'3' 3610' 37 2' 27'1' 34'8' 30 3' 25 6' 32'11' 28'9' 24'3' 31'6" 21'6 272' 29 3' 25'5' 21'6' 800S200.118 50 16 64'0' 50 9' 44'4' 39'8' 34'8" 29'3' 36 0" 31'6' 267' 33'S 29'3' 24'8' 31'6" 2T 5 23'2 29'11' 26 1' 22 0' 28'T 25'0' 21'1' 277' 23'2' 19'7' ' 24 5511' 44'4' 38 9' 34'8' 30 3' 25'6' 31'6" 27'6" 23'2' 29'3' 25 6" 21'6' 27 6' 24'0' 20'3' 26'1' 22'10' 19 3" 25'0 21'10' 18'5' 23'2 273' 171' "e"web stiffeners required at ends. See Table Notes on page 16. • - Punchout Notes The following requirements are listed in section C5 of the AISI Standard for Cold-Formed Steel Framing -Product Data (AISI S201). Note that other punchout configurations and locations are permitted by code, but members with these punchout configurations are considered"standard products." Values in this catalog are based on these punchout configurations" 1. Punchouts shall be spaced along the centerline of the web of the framing member. 2. .Punchouts shall have a center-to-center spacing of not less than 24" (600 mm). 3. Punchouts shall have a width not greater than half the member depth or 2-1/2" (63.5 mm),whichever is less. 4. Punchouts shall have a length not exceeding 4-1/2" (114 mm). 5. The distance from the center of the last punchout to the end of the member shall not be less than 12"(305 mm), unless otherwise specified. Any configuration or combination of holes that fits within the punchout width and length limitations shall be permitted. C.L C.L _ 24"Min 0 4 12"Min • 1.5'Tyµ - - --- E- )Centerline of Web 4"Typ. Copyright 02011 by the Steel Stud Manufacturers Association • 18 z�. w +v.SSMA.com Complies With 2009 International Building Code (IBC) - -F. . • PAUL J. FORD & COMPANY PAGE P.ri OF ,,. STRUCTURAL ENGINEERS BY ______, DATE 250 E. BROAD ST. SUITE 1500 PROJECT __7___________. COLUMBUS, OH 43215 CLIENT PROJ# F 11111111H111111111111111 11111 [ I 1 I I I ! 1 1 • 1 1 ; 1' I ill / ' MI III , 11111 • I . 1111111 - 1 11 ' II • 1 I H1111 • 11 111111111' 11 __. 111 , 11111i f F 11 1. 111111i11111 • 111 It 11 . 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'1 a.1 R-2 9'-5 1/2" A F:: F 4.1g r ��.f/' r TO.CABINET TRIM � �I}�+ 0 5 L Wv F N 1)5 .v I 0. 4'-4" A.F F.�l L r. S 1 A /�C� N 3 O J B.O. GYP. BD. SOFFIT I-I I/4" 3 5/B' MTL STUDS /... GTP BD. I 2 . 1 U' HOLD AT I6. D.C. J� A j PAINT BACK WALL t CEILING� PT-1 J N O ;I DUPLEX OUTLET IN WALL, L1 LTJsl L�/1L. ON MOUNT HORIZONTALLY 1, '� .q n N • � 2' NOTCH AT INTERMEDIATE GABLES. 4.C. TO µ/ ✓i r{/1��'.,,(- CREATE IN FIELD IF NOT DELIVERED THIS WAY U .I . _ GABLE ATTACHMENT TO WALL /•n'7 . A 8 LY 2 I/2' z 2 I/2° x 12GA x I3/4° FRAMING CLIP K ! / / Lj A C. INSTAL_xi ED W/tt10 x I I/2" METAL SCREWS, INTO :I 1 WALL.AND 3/IG' THROUGH BOLT INTO CABLE. SPl G ll. ) L^ USE SUPPLIED THRU BOLT IN GABLE. CONNECT 1 7 C `•� V� L i� ', CII END GABLES TO WALL PER A/AI0.1. I�I 1. • '\ 7'-0' A.F.F.jj�� B.O. ILLUMINATED SWELFY � LIGHT STRIP rI • r. FIXED ILLUMINATED SHELF. GC TO - U INSTALL LIGHT FIXTURE, PLUG INTO DUPLEX OUTLET BEHIND SHELF l MTL STUDS. REFER TO N/Al2.1 FOR REO'D STUD SIZE, GA AND SPACING C4RL . 14-26 7----: ls/ _ W SHELF TALKERS. SUPPLIED BY OWNER, ,I 74'C Q INSTALLED • /r ZS ° /•o 1/2" THICK MDF SHELVES CQ 34 " I i �� METAL BACKING PLATE G �� D TYP AT 2 LOCATIONS ,`J\ m� z •� o F?C 'I ' U GABLE ATTACHMENT�TO WgLL LL Q • 2 1/2" z 2 I/2' x 12GA x 4''FRAMING CLIP INSTALLED W/3IO x-I I/2' METAL SCREWS N \ INTO WALL AND ttI0 x 3/4" LONG-WOOD SCREWS INTO GABLE.USE SUPPLIED SCREWS IN GABLE, CONNECT END GABLES Q � TO WALL PER A/A10.1. oo DRAWER BUNK FASTENED INTO m GABLES AT SIDES t FASTENED TO ;I • / STRAPPING AT WALL rr' `[f LINE OF GABLE BEYOND, • Q SHOWN DASHED • W • P-LAM COUNTERTOP • 17— .I � I 2' A.F,F,hh A COUNTERTOP r4[�J��s/ ^— g INSTALL IN SCREWS THROUGH �� CABINET INTO GABLES (2-SCREWS PER SIDE) G 4,nC? : BASE CABINET PrGdJ(� i—-' Cj4 - I/ / ATTACH BASE TO BLOCKING 1 CCCC��i"���4 r111 ° I W/tt10 x I V2' LG WOOD SCREW �/l J J P 2'-0' O.C. S N* I� Alr. ATTACH BLOCKING TO EACH t, oi ��� VTL STUD �N/ttl0 x 13/4' LG vn MTL SCREW le, .,./ 5LOOSE BASE. G.C. TO SCRIBE t SHIM TO / FIT t ALIGN WITH FACE OF GABLE • \ _ _ I 8-3 lIORI 5-2 II(REFER TO INT. ELEV.) l 1 O'-0" HFLOAFORY Fhh I. 1'-3 1/4' 'i 1 FINISRUN FLOORING UP TO I/2' FROM CABINET • BASE, TYP. U.O.N. SHIM PLATFORM AS REO'D• SECTION AT "UNIT 1" 1 1/2"_1'-O" - 42SA101FOUNT1 • NOTE: G.0 TO PROVIDE NOTE: . . IN-WALL BLOCKING AND AT ENANGLED AT GABLESONE ,SIDE INSTALLONLYP b , DRILL PILOT HOLES FOR . ALL SCREW ATTACHMENTS INTO MDF PANELS CONT IS GA. TRACK • / ` DIAGONAL BRACE. SEE / STRUCTURAL DETAIL A/S03.I FOR SIZE r • CONT 3 5/5" DP, • L - 20 GA METAL STUD 1 I - ... ... : 48 12 REFER TO RCP Zi k/ V (�F� ' 5.0. CEILING' pp 11) 2 1/2" 20 GA DIAG AT Ib' O.C. A 8//14 -7- Pr vcPve.i/{/' 4 3 5 MTL SC b.(' �� —. . 4T Ib/B'•0O.G. STUDS 771 N _././ 9'-5 1/2• A.F.F. T.O. TRIM `//�� r� L aGcQ o l I s �'ro���� 10. 9'-4• A F Fh ))) 4 to I B.O. GYP. BD. �� /14,., 3'` II LOOSE TRIM. G.C. J !`•' "' c\t, l� '-7 I/4" / TO CUT TO FIT L I,.ID_3 II I GTF. BD. HOLD —J /!,5 l J t.: C EDGE OF CABINET BEYOND' WD-3 11 _' �I �• Z `F 5/5" GTP. BD. OVER MTL. STUD V Ai L� s��GGG+� J�;r "iv E C� A FRAMING. PAINT BACK WALL t l v a -.N?0. CEILING11PT-I II I ll • DUPLEX OUTLET BY G.C. MOUNT HORIZONTALLY j SHELF LIGHTING. SUPPLIED BY OWNER, INSTALLED BY G.C. • " C - j4r1 7'0 3/4" - A F F.0 B.O. ILLUMINATED SHELF • - GABLE ATTACHMENT TO WALL 7. Q Q • 3" x 3" z I2GA x I I/4' FRAMING CLIP INSTALLED W/ 1410 z I 1/2" METAL SCREWS G :Y cu • INTO WALL AND ot10 x I I/2" WOOD SCREWS �;[ �4 ., �� INTO GABLE. U$E SUPPLIED SCREWS IN • IV tj /5 GABLE CONNECT END GABLES TO WALL PER _T/• �r l!� , t, NOTE: CABINETRY SHOWN FOR REFERENCE TPS • 1, 'v . I r',h � m ONLY. REFER TO FIXTURE SHOP DRAWINGS I • a FOR DETAILS �1I11�� N _ /JO /V S O . m . P 2 - • c >-±,, ),// 3/4" THICK CLEAR • •T a - mO =Ur REMOVABLE GLASS B 4ELF • N • Q J m ^ \\ _ C Gv,a L L 41.G — < . . . Is MTL STUDS. REFER TO N/AI2.1 FOR 3,cc 1 , `Q REO'D STUD SIZE, 6A AND SPACING 1C (,a7 GA :LG S�in P • METAL BACKING PLATE T" /� -�Tt. . TYP AT 2 LOCATIONS ,/✓ GABLE ATTACHMENT TO WALL • `,� r S 3" x 3" x I2GA x 4" FRAMING CLIP INSTALLED w • W/ *10 z I V2" METAL SCREWS INTO WALL = AND*10 x I I/2" WOOD SCREWS INTO GABLE. V USE SUPPLIED SCREWS IN GABLE. CONNECT END GABLES TO WALL PER A/A10.2 tui C TO. COUNTERTOP �i - INSTALL tt10 SCREWS THROUGH CABINET INTO GABLES (2-SCREWS PER SIDE) ( DRAWERS WITH CUT- FIER L �.+ c {/, HEAVY DUTY METAL OUT SLIDES NGON BOTPUHL SIDES.ON �G���u C� u I h... • - 1 -- TO STRAPP NG AST`HALL SIDES AND FASTEN t/ _ ATTACH BASE TO BLOCKING W/ 'T G CPti f'f S G/� ; ( • q AT x 11(C" LG WOOD SCREW 1 ' AT 16" O.C. v �-ATTACH BLOCKING TO''....7 EACH �� VERT STUD W/ al0 x 13/4' LG N /QC..J (1).5(1).5t � � MTL SCREW 11 � . 1 ...v_LOOSE BASE. G.C. TO SCRIBE TO FIT I 5-3 II T .... �� 0'-O" A.F F pk 1/2•��IiP\ FINISH FLOOR •I` UN FLOORING UP TO I/2" FROM CABINET ® BASE, TTP. U.O.N. SHIM PLATFORM AS REO'D • SECTION AT "UNIT 5" > >i2^= -o•' 42SA102JOUNT5 I I I I 1 I I I I.. ,,,.....-........,.........-, -„ ..... ...,..... '- 4t "ix.:1---r1.•—:—(—_—_.7,...2:,.._,„ _„_„7 _„, „_4„,„„_. ._,...,..„---7,.._,,_,„„,„.,,,,..,,_..,,,,„..,„. __.......s.„„, _.....„„_...,„._, ..,_ ,.,, I,,,, I ! I. ILI • .- LL < Ce 0 CI a. • .........._ ......_ _ C) -...., t...:11111 ......,...... ._,.......... ,...._,...........„„..___,...................____....„..„..........._ LL .7.K ...... 4.. A01_, - _ -c : 1 .c....: —""-"- -01'-----1--- ,nti 0 0 I I I , , 1 < LI] in ---1' .......,.... __ I , OS W CO 1 0 0 0 . I • i • CC 1 V/ nwo ._.1 4 • Hill . . ...... ....... ,. CL CO N 0 v3 1..-.,..,-,......—....-_....---...... . I I . • - . V) * •-.... •.3., ..... ` NOTE: G.0 TO PROVIDE -- IN-WALL BLOCKING AND NOTE: I) ' DRILL PILOT HOLES FOR AT END GABLES, INSTALL ALL SCREW ATTACHMENTS • INTO MDF PANELS ANGLE AT ONE SIDE ONLY. �` CONT IS GA.. TRACK 1 DIAGONAL @ • E STRUCTURAL DCETAIL A%03.1 FOR SIZE CONT 3 5/3" DP, 20 GA METAL STUD • REFER TO R P B.O, CEILING �'!� 2 1/2" 20 GA DIAD AT 16' O.C, 3 5/8" C C. STUDS All AT 16" 0.C. ®MI 9.- I/ ' A F F T.O. TRIM •®G •10, unim ______ _.•_• 9r.% tt�) q�-4• A F �• B4O, GYP, BD. LOOSE TRIM, G4. TO CUT TO FIT BD, HOLD �J I� ® .EDGE OF CABINET BEYOND —�= IPM5/8" GYP. BD. OVER rrm. STUD DIING. PAINT BACK WALL *v CEILING i I DUPLEX OUTLET BY G.C. MOUNT HORIZONTALLY • SHELF LIGHTING. SUPPLIED BY OWNER, r INSTALLED BY G.C. B. A'Nll I.' O, ILLUMINATED SHELF " q ' /4 GABLE ATTACHMENT TO WALL • 3" x 3" x I2GA x 11/4" FRAMING CLIP INSTALLED W/ SIC x I I/2" METAL SCREWS INTO WALL AND 810 x I I/2" WOOD SCREWS INTO GABLE, USE SUPPLIED SCREWS IN • �����"��� GABLE. CONNECT END GABLES TO WALL PER A/A10,2 • NOTE: CABINETRY SHOWN FOR REFERENCE •• i- m ONLY. REFER TO FIXTURE SHOP D : u c FOR DETAILS RA WINGS iii —ce 3/4" THICK CLEAR N• REMOVABLE GLASS SHELF. ls .. • I MTL STUDS, REFER TO N/Al2,1 FOR ' REO'D STUD SIZE, GA AND SPACING I,E I METAL TRACK BLOCKING�� TYP AT 2 LOCATIONSei U ••SE GABLE TO WALL 3 x I2GA x ATTACHMENT CLIP INSTALLED W/SIO x 1 1/2" METAL SCREWS INTO WALL • AND RIO x I 1/2" WOOD SCREWS INTO GABLE. • ,Adn USE SUPPLIED SCREWS IN GABLE. CONNECT END GABLES TO WALL PER A/4.10.2 41Amm '-4 I/2" A F. ���' INSTALL SIC SCREWS THROUGH CABINET �Ilk" �—., INTO GABLES (4-SCREWS PER SIDE) • DRAWERS WITH CUT-OUT FINGER PULL ON -� HEAVY DUTY METAL SLIDES ON BOTH SIDES. • FASTEN INTO GABLES AT SIDES AND FASTEN TO STRAPPING AT WALL IPII --1 ATTACHBASE TO BLOCKING W/ �� ,� SIC z I I/2° LG WOOD SCREW J AT IS" 0C. ATTACH BLOCKING TO EACH =moi Ir MTL SC E{N W/ 810 x 1 3/4" LG fii,"Aw._,--••••••••11 LOOSE BASE. G,C. TO SCRIBE TO 111:11.111 iiiiiiv —=J '-0" A F F A k FINISH FLOOR 7 I/4' GABLE ATTACHMENT TO WALL RUN FLOORING UP TO 3" z 3" x 12GA x 11/4" FRAMING BASE,A" ,FROM CABINET INSTALLED WSI0 x I 1/2" METAL SCREW BTYP. U.O.N./ INTO WALL AND SIC x 1 I/2' HOOD SCREWS SHIM PLATFORM AS REO'D INTO GABLE. USE SUPPLIED SCREWS IN GABLE, CONNECT END GABLES TO WALL PER A/A10.2 - PJF 03-I9-09 SECTION AT "UNIT 5" (HIGH SEISMIC DESIGN CAT D, E & F) 42SA102JOUN75 _ , • PAUL J. FORD & COMPANY PAGE _ ?a OF - - - .. 1 STRUCTURAL ENGINEERS 250 E. BROAD ST. SUITE 1500 CLIENT COLUMBUS, OH 43215 BY PROJECT DATE___________ J PROJ# • • 1 I I i_j I ,[_' 1 I 1 I . i I I i 1 I . 1 I I 1 S a.±,5- irn i'rI Pr51,1',11_ CI 4e P I1--- I Fr O.4 6 4._t I t HI• I I I I Ii 1 301c 1 r tin 1 0 C.. VIC X III IjI I f 1 r 1 1 1 1 • 1 III It , • . 4A11 r z 1 ? ) 4 3 plc 1 fir . : . I . : . • I HH 3- 1,. HThIi . .G- >. , • HHI L..7....1E - ) 1> 1 a _ 1 <--- 1 1 Fr 7 0.,v6 51. x I 3 l't 1 lb, i . i 1 1 I - •L 7------Tr l 0 t e • • - I )1 1 1 .., _ .: Lp . _ • a r- aitc Hsi .3 - 5 ILI I u-----1 •. 1, 0 t`t- i -L . ), — P. , 1 I >, . 11 1 • i I 1 I r : 1 ,,D • 1 1 I 1 .). • 1 I I I 1 ! ! ..., <_____ • ; __ 0 - 1 1 1 . ,, , 1 _„....., _ , _____ ...., _ , ., • ...„...._____..... ., 1.17 • 31 1 MO 1 1 I 1 • ,! „a i > :1.171 f 1 1 • 111 I I i I , 1 • I t t i ; 1 ; \ . . 1 I i 1 ; 1 1 1 1-------1- : 1 • ------ . 1 , • 1 1 1 I i 1 F---r—T---t--------•t--- — 1 II 1 I I 1 I f ; t ; ; ! ! ....,.........t___ : , : 7-1--- , ---M 1 1 ! I , . e 177 7 1 t 1 • I 1 1 , , , 1 , : : ' AlIlj PAUL J. FORD,& COMPANY PAGE P OF STRUCTURAL ENGINEERS BY DATE 250 E. BROAD ST. SUITE 1500 PROJECT COLUMBUS, OH 43215 CLIENT . PROJ# f f } IIII1 II II : II1iII II I 1 I_2z ��_!..n. ..,_ 1 S vel1 keae+«,s Ie ,1G Ic/c1 I 1 I � II11I1 I I 1 ) 1 I i • € (i I I I I I I I I I I I I I ------I-----------I--------1 �.. ` I� I R�GC EGOS tp u.t Tr r� •c -. 'I 1 I ( + t E l I I I 1 c I I 1 ■ 1 I ■ I • , I VIII II I . 1111 1G��l� A+ 1,44,E 11 I I 1 I _I I R. liliL__,1 I I I I I I 3 � I �f ! 1 R, II Ib� 34 lbs t 35 Ibs1 » ' 35; lbs =1611 £, 1 I.-9�, .. 35 's11 iI I 1 I 1II 1 1 I—� 1 I R3 3 t .=a (65 165 I i .. I I 1I`n I I I k > ; 9 Ids I gal = I �7 3 P� 1 1 I a i _ r - R1 13S bs Ra c 7 i5 9 9 lbs 1 `I ib, . 4`' I4s 1 I -` a .11 = 38..,5 ,Qt' Ill 111 Ill 1 _.. � � I I , III � 351pas l.1,' I I I I .' I. _ . - ikR. El It• (= 7'1 Its, I I I 11. I I I I A I R3 �i �r.i7' I t I . 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'7r 11 /Ilc', x (.y . 6,.., 1 _ IX31 f I. i 1 = I i t I I 1 Imm x i 0,130 Mill n 1 1 I � • • 0 : I f 1 i I I ` i —1.______;( —I-- n i I 1 I i ! i f --- �� ---- ' i • I Cecicl Pi-f a10 (r1 6I,dI ( ' 1 �..__' I I j I I .--_.RS f see oma, vfer, a 4P i i I ` I I . __ I I _��,cz. = a9 Ids X -,/a __331lbs l . . 1 1 1 I 1 16'11 I I 1 1 E I_ Paul J Ford and Company Pi�`L 250 E.Broad Street Title: Job# <'[ Dsgnr: Date: ;r.--- Suite 1500 Description: Columbus, Ohio 43215 614.221.6679 Scope r Rev: 580001 User.K-2003 E 0$CALL n 1 Engineering 03 Single Span Beam Analysis User: VV-03 E 08,Ver .Engineering Software Description Stud Analysis for Seismic Design Category D, E, & F • General Information • Center Span 11.50 ft Moment of Inertia 1,000.000 in4 Left Cantilever �-' ft Elastic Modulus 29,000 ksi Right Cantilever ft Beam End Fixity Pin-Pin Uniform Loads On Center Span... On Left Cantilever... ,`._ #1 0.003 k/ft #1 On Right t Cantilever... k/ft #1 k/ft Point Loads Magnitude 0.074 k 0.051 k 0.036 k Location 4.250 ft 9.250 ft k ft 10.333ft ft ft Query Values. Center Location 0.000 ft Left Cant 0.000 ft Moment 0.00 k-ft Right Cant 0.000 ft Shear 0.00 k-ft 0.00 k-ft 0.08 k 0.00 k Deflection 0.00000 in 0.00 k 0:00000 in 0.00000 in • Summary - Moments... Max+ Shears... Reactions... @ Center 0.30 k-ft at 4.26 ft @ Left 0.08 k @ Left 0.08 k - Max-@Center 0.00 k-ft at 0.00 ft @ Right 0.12 k @ Right 0.12 k @ Left Cant 0.00 k-ft Maximum 0.12 k • @ Right Cant 0.00 k-ft Deflections... Maximum = 0.30 k-ft @ Center • -0.000 in at 5.74 ft @ Left Cant. . 0.000 in at 0.00 ft @ Right Cant 0.000 in at 0.00 ft r CFS Version 6.0.0 Page 1 P�5 Section: Section 1.sct Channel 3.625x1.625x0.5-20 Gage Rev. Date: 10/16/2009 3:34:33 PM - Member Check - 2007 North American Specification - US (ASD) Material Type: A653 SS Grade 33, Fy=33 ksi Design Parameters: Lx11.500 ft Ly . 5.000 ft Lt 5.000 ft Kx x 1.0000 Ky 1.0000 Kt 1.0000 Cb1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey Braced Flange: None Red. Factor, R: 0 Stiffness, O4: 0 k.0000 n Loads: P Mx Vy My Vx (k) (k-in) (k) (k-in) (k) Entered 0.2340 3.6000 0.0000 0.0000 0.0000 Applied 0.2340 3.6000 0.0000 0.0000 . 0.0000 Strength 1.7478 5.2347 1.0236 1.6603 1.1717 Effective section properties at applied loads: Ae 0.26109 inA2 Ixe 0.54780 inA4 Iye 0.09857 inA4 Sxe(t) 0.30224 in^3 Sye(1) 0.18395 inA3 Sxe(b) 0.30224 inA3 Sye(r) 0. 09051 in"3 Interaction Equations � .. NAS Eq. C5.2.1-1 (P, Mx, My) 0.134 + 0.724 + 0.000 =0.858 <= 1.0 NAS Eq. C5.2.1-2 (P,- Mx, My) 0.066 + 0.688 + 0. 000 =10.754 <= 1.0 ✓ ak NAS Eq. C3.3.1-1 (Mx, Vy) Sqrt(0.399 + 0.000)= 0.631 <= 1.0 NAS Eq. C3.3.1-1 (My, Vx) Sgrt(0. 000 + 0.000)='0.000 <= 1.0 i . . pijriF PAU L J. FORD Page P2sA Of & COMPANY By ~^ Date www.pjfweb.com vvia, p1UIN (, S4 PTJect Ni —SA(fE'g ient r' (SA t 6 ?ix- a�� If I� 'c i .! _O}� 1�1'v"1 , {h U ► _ O ,r _ ;3 b (Mr) ,N u, CP-- PPIA7), ' 3 a ° I . , !,-&...----i 31 r(f7 ‘Z /i '3---–P.tf-- ir,Cr– — 1 -t-- 0.,,! ' (____ ! . A; r (1F-; It' ,,G) ilL_re. , ' -1- '-1°P, I II ©^ ;j 6 _ (3J tau , R�� ck_ - 111C 4 ilit 4 1 ? I'''''t \....... 1 °c , 1 k I 1 r a E—�— _ , ,),,t-T„ , ; -,-- ---- - 7`f t's (T.-t-t7±)- ‘,-• z.§.17) us__ _t_tik,s, _____________ Ik____,'-?.., 1 1 � ,,,,,, _ . _„ , 1 (tF-J,‘ 0 cj _Lf-- la I It.-----7 r____cam. cr ,. 5 ;S - i .� (4/ , 13.3 ia 4C) l t2Vac 1- � d . 1 L Jr i " t 1 ) – trt-S–L+A • I : ' ' l�Z ---- 36 b,�6 w. , ir PP elliiiiiiingl " - � \51 i!t9t1 0 f �..�\ •I � G �� ��� 1 ! 1 ,,,,,, i. I • �� I 1- 6N r)i,,, „ 6ic, ..: i' ; , , , __ ' 1 ; G, Y' 6 P r i I f t I 1 1 • [Y P2S C) M N l!) O O (O & PA Z SK- 10 June 14, 2017 at 4:22 PM Sales&Non-Sales Divide Wall-S... .Y � P25c Z,. .x 1 11 11 f 1 1, .3 H y, 3.i NSW PSG. , A SK- 12 June 14, 2017 at 4:23 PM Sales&Non-Sales Divide Wall-S... Y • ZX .------ 71b F -96. -81br N& PA G\& Alii. is LoLC 1,Dead Loads SK- 14 June 14, 2017 at 4:24 PM Sales&Non-Sales Divide Wall-S... .Y Pts : z •x -33.31b LAN '25.71b !.6 k\-17.71b .51b _NN NEW -1.31b/ft Loads:BLC z Seismic Loads(working) SK- 13 June 14, 2017 at 4:24 PM Sales&Non-Sales Divide Wall-S... PZS 4 Z' 'X NEW PA A SK- 11 June 14, 2017 at 4:23 PM Sales&Non-Sales Divide Wall-S... • Column: Ml Shape: 6005162-33 .169 at 8.266 ft Material: A653 SS Gr33 Length: 17.25 ft I Joint: N1 Dz in J Joint: N2 LC 2: 1.OD+ 1.OL Code Check: 0.779 (bending) Dy in Report Based On 97 Sections 268 at 0 ft 25.168 at 17.25 ft ���,���.unmmnin o o ,�IC Vy �UIIDI� ®�,,�-A. lb Vz lb A Ib -53.157 at O ft 130 at 17.25 ft 185.835 at 7.187 ft T lb-ft My lb-ft Mz lb-ft 3.737 at 7.187 ft .779 at O ft ft ksi fa ksi .378 at 17.25 ft fc ksi -3.737 at 7.187 ft AISI S1OO-12:ASD Code Check NEW Max Bending Check 0.779 Max Shear Check 0.083 (y) Location 2.336 ft Location 0 ft PA Equation C5.2.1-1 Max Defl Ratio L/1226 R (D6.1.1) Not Used y-y z-z Fy 33 ksi Cm .6 .85 A eff. (Fy) .198 in^2 Pn/sz 375.299 lb Lb 17.25 ft 4 ft A eff. (Fn) .336 in"2 Tn/o 6797.605 lb KL/r 356.468 21.042 ly eff. .116 inA4 Mny/sz 157.881 lb-ft Sy eff. (L) .281 inA3 Mnzb 776.98 lb-ft L Comp Flange 4 ft Sy eff. (R) .096 inA3 Vny/sz 637.949 lb L-torque 17.25 ft Iz eff. 1.79 inA4 Vnz/c 1201.288 lb Sz eff. (T) .597 inA3 Cb 1 Sz eff. (B) .597 inA3 . . • . rl Company June 14,2017F___—.— Designer 4:21 PM Job Number : Checked By: Model Name Envelope Joint Reactions Joint X flbl LC Y flbl LC Ilb] LC MX flb-ftl LC MY flb ftl LC MZ flb ft) LC 1 N1 max 53.157 2 268 2 101NCNC 012min01234.71 _ 101NCNC013N225168201 1 0 1 NC NC 0 1 4 min_ 0 1 0 1 0 1 0 1 NC NC 0 1 5 Totals: max 78.325 2 268 2 0 1 6 min 0 1 234.7 1 0 1 PA RISA-3D Version 15.0.2 [G:\...\...\...\...\RISA\Sales & Non-Sales Divide Wall-SDC D LL.r3d] Page 2 r2,5 I p Z� X O (n O O CO N v v P A A�� SK-5 June 14, 2017 at 4:11 PM untitled.r3d . Y >Z5 T w4 z x . � /, 1 ? \\ itj .t , 4 !2 ,y 11 � 1 | |\ 1 !� ƒ � 1 I � \{ |\` . FA% SK- 3 June 14, 2017 at 4:11 PM un»d.r • • 'y rack ""4 Z X -96.71b _e i / s \ -81b/ PA E A oads:BLC 1,Dead Loads SK-2 June 14, 2017 at 4:11 PM untitled.r3d .Y PSL Z X -100.31b 6.71b/ft PAS4/A Loads:BLC 2,Live Loads(5 psf) SK- 1 June 14, 2017 at 4:11 PM untitled.r3d z x • PIEW PAc.E A SK-4 June 14, 2017 at 4:11 PM untitled.r3d Column: M7 Shape: 6005162-33 .253 at 8.625 ft Material: A653 SS Gr33 Length: 17.25 ft I Joint: N1 Dz J Joint: N2 in LC2: 1.OD + 1.OL Code Check: 1.007 (bending) Dy in Report Based On 97 Sections 335 at 0 ft 57.787 at 17.25 ft y ,�w ��ou,�ualllftllll�I�V( lb Vz lb V �II�IOIWni ,,._ A lim Ib -57.787 at 0 ft 197 at 17.25 ft 249.209 at 8.625 ft T Ib-ftMy lb-ft Mz lb-ft 5.012 at 8.625 ft .974 at 0 ft ft ksi fa �` ksi .573 at 17.25 ft fc ksi -5.012 at 8.625 ft AISI S100-12:ASD Code Check N Max Bending Check 1.007 Max Shear Check 0.091 (y) Location 5.57 ft Location 0 ft PA QE Equation C5.2.1-1 Max Defl Ratio L/819 R (D6.1.1) Not Used y-y z-z Fy 33 ksi Cm .6 .85 A eff. (Fy) .198 in"2 Pn/n 375.299 lb Lb 17.25 ft 4 ft A eff. (Fn) .336 in"2 Tn/n 6797.605 lb KL/r 356.468 21.042 ly eff. .116 in"4 Mny/12 157.881 lb-ft Sy*eff. (L) .281 in"3 Mnz/K) 798.078 lb-ft L Comp Flange 4 ft Sy eff. (R) .096 in"3 Vny/n 637.949 lb L-torque 17.25 ft lz eff. 1.79 in"4 Vnz/n 1201.288 lb Sz eff. (T) .597 in"3 Cb 1 Sz eff. (B) .597 in"3 . • Company =250 Designer : June 14,2017--- -' Job Number 4:10 ke Model Name Checked By: Envelope Joint Reactions Joint X flbi LC Y rib] LC Z[Ibl LC MX fib-ftl LC MY[Ib-ftl LC MZ fib-ftl LC 1 N1 max 57.788 2 335 2 0 1 0 1 NC NC 0 1 2 min 0 1 234.7 1 0 1 _ 0 1 NC NC 0 1 3 N2 max 57.787 2 0 1 0 1 0 1 NC NC 0 1 4 min 0 1 0 1 _ 0 1 0 _ 1 NC NC 0 1 5 Totals: max_ 115.575 2 335 2 0 1 6 min 0 1 234.7 _ 1 0 1 PA 6k, A. RISA-3D Version 15.0.2 [C:\Users\pcavote\Documents\RISA\Model Files\untitled.r3d] Page 1 .1 PAUL J. FORD & COMPANY ;11 STRUCTURAL ENGINEERS BY DATE 250 E. BROAD ST. SUITE 1500 PROJECT COLUMBUS, OH 43215 PAGE CLIENT 2{' (.. 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I !- I I li j I i t i '� k ! ' i ; I I t I 4 1 I i 1 I I 1 I 1 F f i 1 f ; l I I ; ( 1 ` 1 1 I 1 1 1 1 t I 1 • ; ( • 11 ; ; 111 I I7 , 1 = { € ? 1 I i i i ! 1 R.3` a.9 Beam: M1 rS Shape: 362S162-33 5 at 6.38 ft Material: A570 33 Length: 12.5 ft I Joint: N1 Dz in J Joint: N2 LC 2: 8" O.C. Code Check: 0.691 (bending) Dy in Report Based On 97 Sections 77.043 at 12.5 ft 96.313 at 0 ft ;`.'fir pLualio Vy lb Vz lb A lb • -73.372 at 0 ft 293.769 at 7.943 ft F 1i 3 p Ill', �R��I alp R �' T lb-ft iill ' Ili : I llMy lb-ftld�l 1 '1` I ;Elk Mz „��l���llili��,���9��.1{�I���_!1,' �'.� ,�1 �.li�3' Ib-ft 11.663 at 7.943 ft .369at0ft ft �I ksi fa ksi fc ksi -11.663 at 7.943 ft AISI 1999 ASD Code Check Max Bending Check 0.691 / °K Max Shear Check 0.074(y) Location 7.682 ft Location 12.5 ft Equation C5.2.1-3 Max Defl Ratio L/300 R (c3.1.3) Not Used Fy 33 ksi Y-Y Z-Z Pn 3874.049 lb Cm .6 .85 Tn 8615.963 lb Lb 5 ft 5 ft Mny 236.542 lb-ft KL/r 97.669 41.421 Mnz 727.731 lb-ft Sway No No Vny 1746.911 Ib L Comp Flange 5 ft Vnz 1874.791b Cb 30 Beam: M9 P3 Shape: 362S162-33 .746 at 6.38 ft Material: A570_33 Length: 12.5 ft I Joint: N1 Dz in J Joint: N2 LC 1: 12" O.C. Code Check: 1.031 (bending) Dy in Report Based On 97 Sections 114.99 at 12.5 ft 143.75 at 0 ft !ILIY N lb Vz lb A lb -109.51 at 0 ft 438.461 at 7.943 ft "/,11111;' N ;,i ',i I Ib-ft E�I�i� i. I MY lb-ft 'I Mz .11111111114� � �ti E � Ilb'. Ib-ft • .551 at0ft 17.408 at 7.943 ft ft ksi fa ksi fc ksi -17.408 at 7.943 ft AISI 1999 ASD Code Check Max Bending Check 1.031 x N.G. Max Shear Check 0.110 (y) Location 7.682 ft Location 12.5 ft Equation C5.2.1-1 Max Defl Ratio L/201 R (c3.1.3) Not Used Fy 33 ksi Y-Y Z-Z Pn 3874.049 lb Cm .6 .85 Tn 8615.963 lb Lb 5 ft 5 ft Mny 236.542 lb-ft KL/r 97.669 41.421 Mnz 727.731 lb-ft Sway No No Vny 1746.911 Ib L Comp Flange 5 ft Vnz 1874.79 lb Cb 31 • P37 Beam: Ml Shape: 362S162-33 .745 at 7 ft Material: A570_33 L6ngth_ 14 ft I Joint: N1 Dz in JCL Joint: N2 LC2: 8' O.C. D Code Check: 0.853 (bending) y in Report Based On 97 Sections . 76.208 at 14 ft 107.87atOft Vy lb Vz lb A lb -82.046 at 0 ft 362.243 at 8.021 ft ,,1 0, 1, Pi'IF T lb-ft , ik1i3a�iIII ilI ,' Il ji ' , My lb-ft E ' I Mz il V i 400''� .I il��r e l a 14 3!kill li I': - 14.382 at 8.021 ft ft • ksi .413 at O ft fa ksi , fc ksi -14.382 at 8.021 ft A/SI 1999 ASD Code Check Max Bending Check 0.853 'f °k Max Shear Check 0.078 (y) Location 7.875 ft Location 0 ft Equation C5.2.1-3 Max Defl Ratio L/226 R (c3.1.3) Not Used Fy 33 ksi Y-Y Z-Z Pn 3874.049 lb Cm .6 .85 Tn 8615.963 lb Lb 5 ft 5 ft Mny 236.542 lb-ft KL/r 97.669 41.421 Mnz 727.731 lb-ft Sway No No Vny 1746.911 Ib L Comp Flange 5 ft Vnz 1874.79 lb Cb Beam: Ml 3 Shape: 3625162-33 .94 at 7.5 ft Material: A570_33 Length: 15 ft I Joint: N1 Dz J Joint: N2 in LC 2: 8"O.C. Code Check: 0.954 (bending) Dy in Report Based On 97 Sections 115.575at0ft 76.179 at 15 ft Vy ' ib Vz lb 1111111kA lb -87.301 at 0 ft 404.776 at 7.969 ft T � rl i 0 '4 °�� �el9i Ib-ft i�5 '1;1,1 11,111 M s F t Y lb-ft '1,101li.i� IEI 1�p 010 Mz <101!1111'�,I1u�l ��i ,!JF ,i ,'�0i/11111i�1lit,. Ib-1t 16.07 at 7.969 ft ft ksi .443atOft fa ksi fc ksi -16.07 at 7.969 ft A/SI 1999 ASD Code Check Max Bending Check 0.954 / ok Max Shear Check 0.083 (y) Location 7.969 ft Location 0 ft Equation C5.2.1-3 Max Defl Ratio L/191 R (c3.1.3) Not Used FY 33 ksi Y-Y Z-Z Pn 3874.049 lb Cm .6 .85 Tn 8615.963 lb Lb 5 ft 5 ft Mny 236.542 lb-ft KL/r 97.669 41.421 Mnz 727.731 lb-ft Sway No No Vny 1746.9111b Vnz 1874.79 Ib L Comp Flange 5 ft Cb . 3p3 Beam: Ml 13 9 Shape: 3625162-43 1.326 at 8.625 ft Material: A570_33 Length: 18 ft I Joint: N1 J Joint: N2 77 Dz in LC 2: 8" O.C. Code Check: 0.926 (bending) Dy in Report Based On 97 Sections 138.69atOft 77.854at18ft ill' l Vy lb ,. „ p 11 Vz lb A lb - -101.304 at 0 ft 515.63 at 8.063 ft • ti,� SII 11 III 1 �!li T lb-ft , III=Ii �i l,c .ill'i��ili lllillii , My lb-ft Mz .li;illi'l 1 ,14111111111 I ��iill IBS i�p�fG��. Ib-ft 15.928 at 8.063 ft • 41 atOft ftIv, ksi fa ksi fc ksi -15.928 at 8.063 ft AISI 1999 ASD Code Check Max Bending Check 0.926 / ok Max Shear Check 0.057 (y) Location 8.063 ft Location 0 ft - Equation C5.2.1-3 Max Defl Ratio U163 R (c3.1.3) Not Used Fy 33 ksi Y-Y Z-Z Pn 5473.105 lb Cm .6 .85 Tn 11154.711 lb Lb 5ft 5ft Mny 302.778 lb-ft KUr 98.469 41.572 Mnz 955.833 lb-ft Sway No No Vny 2968.053 lb Vnz 2406.224 Ib L Comp Flange 5 ft Cb . 31 Beam: MI P l+t Shape: 362S162-43 .865 at 7 ft Material: A570_33 Length: 14 ft I Joint N1 /7--\\ Dz J Joint: N2 in LC 1: 12" O.C. Code Check: 0.967 (bending) Dy in Report Based On 97 Sections . 161 atOft 113.743 at 14 ft Vy , 1 lb Vz - A lb Ib -122.457 at 0 ft 540.661 at 8.021 ft ,3,11!li'��1I IBI El, l�id 11 il; k T lb-ft i'fl!ali, '1111 My lb-ft ggl I �i+ 1110 ill riIF i' lt MZ ,1di 111 1'1' �i� ;i1 l�li r,�w o ilii6oil?L l�� (b-ft — 16.701 at 8.021 ft " ft ksi .476 at O ft fa ksi ,1 fc ksi ,, -16.701 at 8.021 ft A/SI 1999 ASD Code Check Max Bending Check 0.967 / °K Max Shear Check 0.069 (y) Location 7.875 ft Location 0 ft Equation C5.2.1-3 Max Defl Ratio L/194. R (c3.1.3) Not Used Fy 33 ksi Y-Y Z-Z Pn 5473.105 lb Cm .6 .85 Tn 11154.711 lb Lb 5ft 5 ft Mny 302.778 lb-ft KL/r 98.469 41.572 Mnz 955.833 lb-ft Sway No No Vny 2968.053 Ib L CompFlange 5 ft Vnz 2406.224 lb g Cb 3s Beam: ' Ilmm M1 __ Shape: 3625162-54 1.079 at 8.625 ft Material: A570_33 Length: 18 ft I Joint: N1 Dz in J Joint: N2 LC 2: 8" O.C. Code Check: 0.749 (bending) Dy in Report Based On 97 Sections 138.69atOft 77.854at18ft vy : , 1j 11113111111111 1ilDlll lb vz lb A Ib � -101.304 at 0 ft 515.63 at 8.063 ft 111 T o '111:111 Ib-ft ;; 1; 11,1 111 ;; � 111'1 My lb-ft ! 11 I;�;II€ iii �1 l l�� Mz �I!1 4��i�i�911 �ilii1,1i i��,�IE I' Il�i�lali:'. Ib-ft 12.959 at 8.063 ft ftvpr ksi .33atOft fa --- ksi fc ksi -12.959 at 8.063 ft AISI 1999 ASD Code Check Max Bending Check 0.749 / GK Max Shear Check 0.041 (y) Location 8.063 ft Location 0 ft - Equation C5.2.1-3 Max Defl Ratio L/200 R (c3.1.3) Not Used Fy 33 ksi Y-Y Z-Z Pn 7401.658 lb Cm .6 .85 Tn 13848.986 lb Lb 5 ft 5 ft Mny 370.221 lb-ft KL/r 99.537 41.782- Mnz 1178.233 lb-ft Sway No No Vny 3693.537 Ib L Comp Flange 5 ft Vnz 2904.354 lb Cb 34 "Beam: M9 T...� Shape: 362S162-54 1.1 at 7.833 ft Mterial: A570_33 Length: 16 ft I Joint: N1 Dz in J Joint: N2 LC 1: 12" O.C. D Code Check: 0.963 (bending) y in Report Based On 97 Sections 184atOft 114.15at16ft I Vy �' lb V L-3°' z lb A IIIIIIIIIIlb -137.65 at 0 ft 663.6 at 8 ft TI'll ,� I11111, � , i',,1. �Ei,,, My lb-ft Mz °illlIi�l'rt;lIlil!l�!�;iifll1IIli':,If �11,1ii�i�i'I,:11ili1ia. Ib-ft 16.678at8ft ftksi .438at0ft , _- fa ksi ' 1 ' 'r'- - - Wr fc ksi -16.678 at 8 ft AIS/ 1999 ASD Code Check Max Bending Check 0.963 / OK Max Shear Check 0.056 (y) Location 8 ft Location 0 ft .. Equation C5.2.1-3 Max Defl Ratio L/175 R (c3.1.3) Not Used Fy 33 ksi Y-Y Z-Z Pn 7401.658 lb Cm .6 .85 Tn 13848.986 lb Lb 5 ft 5 ft Mny 370.221 lb-ft KL/r 99.537 41.782 Mnz 1178.233 lb-ft Sway No No Vny 3693.537 Ib L Comp Flange 5 ft Vnz 2904.354 lb Cb • 37 Beam: ISH P Shape: 362S162-54 .825 at 6.75 ft Material: A570_33 Ldngth: 13.5 ft I Joint: N1 Dz J Joint: N2 in LC 3: 16"O.C. Code Check: 0.978 (bending) Dy in Report Based On 97 Sections 206.483at0ft 151.598 at 13.5 ft VI Y ,_ lb Vz lb A Ib -157.361 at 0 ft 675.403 at 8.016 ft t 3 ii, I it T Ib-ft l��i" I�;Ifi11,jl,;, € � J' 31 , � '13 i, My lb-ft f 1, I9 ��I I� s , 1111 X11 '' I '�� l I!��{�I3��3 III,Mz Ib-ft 16.974 at 8.016 ft ft ksi .492 at 0 ft fa ksi fc ksi -16.974 at 8.016 ft AISI 1999 ASD Code Check Max Bending Check 0.978 •' ax Max Shear Check 0.064 (y) Location 7.875 ft Location o ft Equation C5.2.1-3 Max Defl Ratio L/196 R (c3.1.3) Not Used FY 33 ksi Y-Y Z-Z Pn 7401.658 lb Cm .6 .85 Tn 13848.986 Ib Lb 5 ft 5 ft Mny 370.221 lb-ft KL/r 99.537 41.782 Mnz 1178.233 lb-ft Sway No No Vny 3693.537 lb Vnz 2904.354 lb L Comp Flange 5 ft Cb • 3$ Beam: Ml P4- ' Shape: 6005162-43 .8 at 8.625 ft Material: A570_33 Length: 18 ft I Joint: N1 Dz J Joint: N2 in LC 3: 16" O.C. Code Check: 0.968 (bending) Dy in Report Based On 97 Sections 275.31 at 0 ft 154.546 at 18 ft V riN'm '` Y lb Vz lb 4 A IIIIIIIIIIhhi.. lb -201.096 at 0 ft 1023.564 at 8.063 ft liliilll,i1 sI !s i 1 .° g 'III 1!1Mz ,lkil Iiiil . 110 ,li,ii ,1,1,1,11,, lb-ft 15.91 at8.063ft .616 at 0 ft ft ksi fa ksi fc ` ksi `,_ -15.91 at 8.063 ft A/SI 1999 ASD Code Check Max Bending Check 0.968 ✓ Ok Max Shear Check 0.148 (y) Location 8.063 ft Location 0 ft Equation C5.2.1-3 Max Defl Ratio L/270 R (c3.1.3) Not Used FY 33 ksi Y-Y Z-Z Pn 6256.948 lb Cm .6 .85 Tn 14751 lb Lb 5 ft 5 ft Mny 335.358 lb-ft KL/r 104.274 26.359. Mnz 1849.501 lb-ft Sway No No Vny 2267.574 Ib L Comp Flange 5 ft Vnz 2477.841 lb Cb PAUL J. FORD & COMPANY PAGE 39 e4-5 OF 411 7STRUCTURAL EBY -DATE ______________.------ 250 E. BROAD ST.ENGINSUITE ERS 1500 PROJECT ii COLUMBUS, OH 43215 CLIENT PROD# ' ! I I I I 1 . 1 I I I I I I I I LI I I I I I lIH • I II I . 1II IIIIIII ` ( III a)J \i,ih I PL�o Li [ (¢/tit : a.$)I i Fp I. 4. 4 w 11 1 I I I I I 1 1 1 I • I I l l i I I I �1 i i I I r • I [ - IA5LeI Ci_ Lfd 1 1 I I ,-- 1 I I I ,/,J//'// r,/�,, 1 1 1 I . . Li 11 II1 ( I � 1 iE 1 ; : f I i 1 P. I° 11.5 I sfI II I II o I I I ; I III • I P, 1115 f x la 14'I- I b IIF, ! I D,,,0„�II0 " I w = ITIS Pad' ' C. 4Gz15:3 4' I I N LiiI , a - I I I ' Ra,j 11 V, - .Ian me/0.18 1= sy .A I I I I 1 1 I I II a I 1 V, = LIP )P ' ( .4c/0. 6) I3a IF I 1 I I I I I , I , 1 1 11 • I VI I 1 I P ! ' I 1 11 h I •I I ( 1 I I � I � I ► + � ; I , 11 . R, -= 7 ? s ( 1 I I •1I IIII t E i 1 1 1 ► Ra 7 ,Q tl _3 !fx dI/ ; j I p r ; �� 1 I I I I IG pFF z IVer.1cG, Glcpa_ f I IR ( 3 s c d ..Ia.) - a � ' I� [ �� ; I �. IPe I [ ! I I f I Ca��� n1 I ; 0 1 I I I I I 1 • I I I . �� 7. T I I 1 1 E I�G VI G. L� ` - I0 - i i j � � �i I ad � �—� x i a.G�{'t I - ��;s Itrrs � �f I 'a I i I I I I E ` 1 1 _ 40,4, I k I � ► III It i7 I I I 11 1 11 • • I 1 • 1 1 1 1 1 1 • [ �; iI [ I I I I I I I i 1 I i''' I, 11 1I 1 ! I ' , � ,,f 11 1 I [ I I I 1 € � � � 1 I II III � i � I I -- ------ I ' III I 11 � I I { I 11 t i i c/7 ter cIrk , a O A 11 " �/c oy1 I I I ! ► ! �� i I I 1 i i t I 1 �; C;I/� x j i 1 1 I I I l i i r Ill 1 I 1 ! I I ( — 111 , 11 II 1 II ! It1t ; ; ; i. 1 j . i ! 1 i ; ; 'I i 1 j I f i ? 4 1 { I ! { I I I 1 I j IEiiiIiilf I 111 ( � I � � ` 1 •f f 1 1 1 , I � � I I I I III 1I 1 ! I MO P4-C Beam: M1 Shape: 362S162-33 .582 at 6.5 ft Material: A570_33 Length: 13 ft I Joint: N1 Dz in J Joint: N2 LC 1: 12" O.C. Code Check: 0.935 (bending) Dy in Report Based On 97 Sections 719.5 at 0 ft 77.527 at 13 ft Vy ammumimiumui Ib Vz Ib A lb -77.373 at 0 ft 570 at 13 ft 3.856 at 7.99 ft E a di lig' Ii11l,k T k-in 111�I ill ;1Id ,i, �[i,il t.,, My k-in Mz ,��111 I��I i i ii k�a' ild �E1II�I11,i,11;01111141 11111 ; HILI, k-in 12.758 at 7.99 ft 2.756 at 0 ft : : ft ksi fa ksi t -' = I, wir 2.183 at 13 ft fc = ksi -12.758 at 7.99 ft A/SI 1999 ASD Code Check Max Bending Check 0.935 / Ok Max Shear Check 0.074 (y) _ Location 7.99 ft Location 13 ft Equation C5.2.1-1 Max Defl Ratio L/268 R (c3.1.3) Not Used Fy 33 ksi Y-Y Z-Z Pn 3874.049 lb Cm .6 .85 Tn 8615.963 lb Lb 5 ft 5 ft Mny 2.839 k-in KLJr 97.669 41.421- Mnz 8.733 k-in Sway No No Vny 1746.911 Ib L Comp Flange 5 ft Vnz 1874.79 lb Cb Beam: Shape: 3625162-33 .774 at 6.5 ft Material: A570_33 Length: 13 ft I Joint: N1 Dz in J Joint: N2 LC 3: 16" O.C. Code Check: 1.179 (bending) Dy in Report Based On 97 Sections 814.375 at 0 ft 103.111 at13ft VY imiuir���ne — m, In III lid lb Vz lb A lb -102.906at0ft 615.54 at 13 ft 5.129 at 7.99 ft III� f -r k-in ��� � slpb����i�'����, lily I hyE��������� � 11 11111 1 MY k-in Mz <���Ilyif���i�� . �i�51! � �llli. k-i n 16.969 at 7.99 ft 3.119 at 0 ft ft ksi fa ksi 2.358 at 13 ft fc ksi -16.969 at 7.99 ft AISI 1999 ASD Code Check Max Bending Check 1.179 x 'N G Max Shear Check 0.099 (y) Location 7.99 ft Location 13 ft Equation C5.2.1-1 Max Defl Ratio L/202 R (c3.1.3) Not Used Fy 33 ksi Y-Y Z-Z Pn 3874.049 lb Cm .6 .85 Tn 8615.963 lb Lb 5 ft 5 ft Mny 2.839 k-in KL/r 97.669 41.421 Mnz 8.733 k-in Sway No No Vny 1746.911 Ib L Comp Flange 5 ft Vnz 1874.791b Cb 4Z m: M1 P1+8 Shape:Bea3625162-43 .602 at 6.5 ft Material: A570_33 Length: 13 ft I Dz J Joint:Joint: N2N1 in LC 3: 16"O.C. 7*--% Code Check: 0.880 (bending) Dy in Report Based On 97 Sections 814.375 at 0 ft 103.111 at13ft VY llanumpi aormiinnii lb Vz lb A Ib -102.906 at 0 ft 615.54 at 13 ft 5.129 at 7.99 ft �M jl i B F T k-in II,,11;,11111,,; g1; i. MyMz �� � !EI��I„.i1'1'1 F�Id�lll! l';!I1II �1II! , k-in 13.202 at 7.99 ft 2.409at0ft ft ksi fa fffigigNilligiaa ksi � - 1.821 at 13 ft fc „ E ksi -13.202 at 7.99 ft AISI 1999 ASD Code Check Max Bending Check 0.880 V ON Max Shear Check 0.058 (y) Location 7.99 ft Location 13 ft Equation C5.2.1-2 Max Defl Ratio L/259 R (c3.1.3) Not Used FY 33 ksi Y-Y Z-Z Pn 9345.435 lb Cm .6 .85 Tn 11154.711 lb Lb 5 ft 5 ft Mny 3.633 k-in KL/r 98.469 41.572 Mnz 11.47 k-in Sway No No Vny 2968.053 Ib Vnz 2406.224 Ib L Comp Flange 5 ft Cb OliPAUL J. FORD & COMPANY STRUCTURAL ENGINEERS BY DATE 250 E. BROAD ST. SUITE 1500 COLUMBUS, OH 43215 CLIENT pRcLM---T---' HIHHI1 II 1 .1 i 1 • 1 , , 1 i 1 i I ill 1 1 1 I 1 I 111 • , 1 I I I 1 I HI M i --7,----1----r--1—',-- , 1 1 1 i ,1 F,r1„d I PJ,h.11 ,. 1 hi { )r{ 1 J .d1 li (Nan • 2 +,1) 1 1 1 HH0 011 , Cyr a ne ,51_ c 06 / : - . e,... 1 _ i• Iiii ! Hir • ! Iiii "--1---,---- 11 [ 1 13)4.1 r 1( y I ' ) I If 1 i 1 I ird_s__, _ 7 I, T O. x. 0."I 44/0 J 1 1 1 H II 111 i r i I I I i 'j I 1 I 1 I l' I 1 f I. i I i 1 I I 1 1 I 1 7 ji , I I. ' ' I , I . HIHI i 1 1 1- 1M111 I I 1 I . ' '1 I 1 • 1 1 1, I mu -4 - i , , i . ir • dr L./A r—j•3. i I I 14 1 1 I i 1 MEN 1111E111 . I I I .s+1,d se 4' Le.‘,14 1 11 cl 1 1 I . 1 i • 1 1 .1 1 , , , i , i , , ! , , , I .1 1 I I.CV iiir.4 XIQLL 3 lig- 1-.5f1 1 ' P t 11 I 4: H .1 I IV I 1 I . tl IY3 40 1p,t-r L J 1 1 d I . x- i0.4 ,/G, 8-) z 54 i 1 I 1 i -12 i 1 I I 1 i 1 1 1 I V, r LIP / 1 31 i g d I - i 1 0. 1 I. re I I I I 1 1 IYI LI I • 1 , ii I I 1 I I to6, ,i _ k. _1 i , , , i rt i e il r't p ,. _ t v / Ica, ,p90„D 1 cep,po.nrof 1 ,I I •, ,,5 1 I 1 1 10 6a1 If 1 I VI l ' i I le ',. .4,54 1 MI 1 I 1 ' I I I CI I I 1 i I • , i ; i ', • J'" ,. ••' ;--_. IIIIINI . H. t r il ! ill ' ' ' ll ' a. ' , 15. 31 6.,•,,, /ft ! 1 , 1 i , I 1 [ ri.lc P',....),,.1 LII. 6-cri iiP . 1114 I 1 ccl y 4.,. 1/ 0 •.! _ HIM 11111111M1 . ;7 id 451 . 1 , 1 1 1 1 1 7 H 1IIIIII i 1 1 .1.39b ii i _ 3 , . 1 1 1 1 1 I I I 1 ! ---- l• II 1 I ! I III 1 I E ' I 1 I 1 j , j • jre ;or, ,uteg 0 v't tif .* + g. i axl I 1 1 i i 1 1 I I ' I t I 1 I. [ ir I Pi . 14 GA 11. -1 ,,1 i 1 i 1 , , , ! . . . 1 I I I 1 i . i I h I t,1 CAI ' 1G " (flair 1 . 1 1 I ', ! i 1 i Pt— I it , ' 1 1 I - I 1 . 1 1 . i 1 f I i 1 , 1 t ; 1 I , it i 1 I - I . ; ; 1 : I . ,_...____,....._; ! ; ; ; . / I t ! ; 1 "—M1-1-----T 1 i • ii • i • jii ! ! ! : 1 f t r 1 j 1 ! ] ! I I T I t i I i 1 . . , • „ . [ i j I i 1 1 -----7—H-7-1----1.---1— ! f 1 1 I I I , ; i . 1 i I [ t I i 1 ! i I I _______I 1 j H 1 1 if I 1 1 LT— . 1 I 1 i 1 1 I 1 I i I I 1 I ! i I i I 1 1 1 1 I 1 , , : 1 Iiii •Beam: Ml PS Shape: 362S162-33 .584 at 6.635 ft Material: A570_33 Length: 13 ft I Joint: NI Dz in J Joint: N2 LC3: 16"O.C. D Code Check: 0.909 (bending) y �n Report Based On 97 Sections . 345.16 at 0 ft 73.007 at 13 ft .. 111111 illEll91�!IIi !'ll�l� lb Vy )II�j�V1ll'1!I)!�111�I11' "' lb Vz A lb -71.165atOft 276 at 13 ft 4.02 at 7.99 ft T k-in lid i1116 ' y k-in {�� Ild�l� lg r1 i1 al t Mz ,,'JI�li19�I I�j,, lii�l��111:611k,. k-in 13.3 at 7.99 ft ft ksi 1.322 at O ft fa ksi i 1.057 at13ft fcAlilithksi -13.3 at 7.99 ft AISI 1999 ASD Code Check Max Bending Check 0.909 I OK Max Shear Check 0.070 (y) Location 7.99 ft Location 13 ft Equation C5.2.1-3 Max Defl Ratio U267 R (c3.1.3) Not Used Fy 33 ksi Y-Y Z-Z Pn 3874.049 lb Cm .6 .85 Tn 8615.963 lb Lb 5 ft 5 ft Mny 2.839 k-in KLlr 97.669 41.421- Mnz 8.733 k-in Sway No No Vny 1746.911 Ib L Comp Flange 5 ft Vnz 1874.79 lb Cb • PAUL J. FORD & COMPANY PAGE �s PSI OF 1111.1 STRUCTURAL ENGINEERS BY DATE 250 E. BROAD ST. SUITE 1500 PROJECT COLUMBUS, OH 43215 CLIENT PROJ # 11 1 i I I I 1 I_ I I —, I l 4 1 I I 11 l I 1 i HI H1 1 1 I ` 1 I t ' 1 I t t , -�--• * '--- 1 I 11I tIi I I j I-- I 11 .1LGIerk .t iDr ��cl'� E I Si eI tir F10! t I lir lir ! ! ! j f I IIi , I � � ( I1iIsII IF _�I T' H � � �, [ I 1 1 r_i ill • 11 I r71111 ll ' illi i -..-.,—!--.1— I1 I 11) Nc! D ' c /� E �l : caw i 1 t IF f} , --- t ■ _ 1 I -_.�._._,I 1 I I I 1_ I I i I _. 11 ,...____„__ ___Ii/J , 1 1 - 1 JD ! 1 1 }.I r • I a L0 rsjoin, dl,.,,b11 = a tx Djs rsIT 7 � Sipsi 7 _I ' I I I >�wI t I 5}'d e14 I. I+ I 1_i•5 4r .f I I ! I i • E 1 1 ,) 1 1 i I Il ii j.P=-I G. S os l' I 1 I I I� I E I i j `s� 1 . I ! I 1 `` ' v, 1 I r , 1w j GEIS 1st' I ,016 1 = I4. lc , c 1 cam, if! ! rL i I _ I N\..1 I i Iv, �' r 1 I I_ I t I t 1 i i .- �. j I Nd 1 . ..-3. 1 . _II__. i kid. 1 / I ; I I 1 I t / t 1 •i"."—E 1 • 11-'1-7- 1 T1 -11E—I j 1 I T-7-17-1 i 1 ? i{ i I It 1W f i±iIIrI ' 1_4. • ! _ I i I--I- - _ 1 ._._ ,_ � 1 1 __.4 ... i. .! I. _ i I 1 I _ t �� H / /-- :cibi iiii1 7—r111-1-11 Illii1 ; 1 p . , [ , , ! I 111177[ LILL-Til ! : i r` I 1. 1 i ! i , 7i1 . , !. )ts, i .1.. ! t . . I .i.' lc ' a-leirii fl, 1 . , c, • r---Lic I___I , _ 1 i 1 t _ ( t�f i k I 11ll I • I i 1 , i 1 i 'in r /*/, ‘p .• f ____! ‹.,,: .,' :_ ( ' -•______J e... . , .. ""'"="b ' .".4.1.4..... I ....C.t.1.:4-J....d.:f::.... ;...........,...... .........;_,..•;.......... ! T"'"FM : 1_ ; 47 1 t r 1 I 1 , -,..------ ...-,•---- ----7"---.------- I 1 ' i"-1-1-\.- 1s4 r'l- e 4---' .1 I - r -50'( / d' ' ' ,s . ,. . :, , , ., , . ____, r:t. . , , . _ _,, . .. ,...7 _:_q3-.„, r----,--.-, , : ; , , , „ - , 1 -r , ,, ,, . , , } , , , : 1 ; i ; q„1.57.;42.w41., ,.-.. . _t___ , ri 4!-2`---94-1-L--4-1 1, -7----Z-1/q*AC . ° 'C') ' : I - ' l I I 1 1 I I I 1 _! _ 1 1 1 i ( I. t 9 I • • Li G Beam: M1PS2. Shape: 362S162-33 1.372 at 8.625 ft Material: A570_33 Length: 18 ft I Joint: N1 Dz J Joint: N2 in LC 2: 8" O.C. Code Check: 0.994 (bending) Dy in Report Based On 97 Sections 57.352 at18ft 78.39atOft vy , � �`. � - Ib vz A Ib Ib -80.802at0ft 5.092 at 8.063 ft T k-in 'i M I i� 3:i�'�ii ��I��i, k-in Mz k-in s 16.848 at 8.063 ft " ftksksi .3atOft IIIVV. fa ksi fc = i -16.848 at 8.063 ft AISI 1999 ASD Code Check Max Bending Check 0.994 ✓a K Max Shear Check 0.077 (y) Location 8.063 ft Location 0 ft Equation C5.2.1-3 Max Defl Ratio L/157 R (c3.1.3) Not Used FY 33 ksi Y-Y Z-Z Pn 3874.049 lb Cm .6 .85 Tn 8615.963 lb Lb 5 ft 5 ft Mny 2.839 k-in KL/r 97.669 41.421- Mnz 8.733 k-in Sway No No Vny 1746.911 Ib Vnz 1874.79 Ib L Comp Flange 5 ft Cb '17• Beam: M7 P 53 Shape: 362S162-33 .723 at 6.5 ft Material: A570_33 Length: 13 ft I Joint: N1 Dz J Joint: N2 in LC 1: 12" O.C. Code Check: 0.948 (bending) Dy in Report Based On 97 Sections 92.292 at 13 ft 84.5 at 0 ft VY itmE�Q�ti� IIS lb Vz A lb : lb -91.908 4.876 at 7.99 ft tt1s� T t, k-in ,i FF ,I, 11141114 k-in MZ .. ,."V� , Li,E9, k-in • 16.133 at 7.99 ft ft ksi .324 at O ft fa ksi fc ksi -16.133 at 7.99 ft AISI 1999 ASD Code Check Max Bending Check 0.948 ✓ 0 K Max Shear Check 0.088 (y) Location 7.99 ft Location 13 ft Equation C5.2.1-3 Max Defl Ratio U216 R (c3.1.3) Not Used FY 33 ksi Y-Y Z-Z Pn 3874.049 lb Cm .6 .85 Tn 8615.963 lb Lb 5 ft 5 ft Mny 2.839 k-in KL/r 97.669 41.421 Mnz 8.733 k-in Sway No No Vny 1746.911 Ib L Comp Flange 5 ft Vnz 1874.79 lb Cb 93 Beam: Ml P5 Shape: 362S162-43 1.068 at 8.625 ft Material: A570_33 Length: 18 ft I Joint: N1 Dz in J Joint N2 LC 2: 8" O.C. Dy Code Check: 0.756 (bending) in Report Based On 97 Sections 57.352 at 18 ft 78.39 at 0 ft 1 ;J VY �, ,� '�.`,I 1' Ib Vz lb A Ib r -80.802 at 0 ft 5.092 at 8.063 ft k {fl II 1i T k-in I'i6i I�Il' II i �.I li My k-in Mz ,�Il lliaill li'ilf, I I'11114,1 bile: k-in 13.109 at 8.063 ft ft ksi .232at0ft fa ksi fc ksi -13.109 at 8.063 ft AISI 1999 ASD Code Check Max Bending Check 0.756 ✓ D K Max Shear Check 0.045 (y) Location 8.063 ft Location 0 ft .. Equation C5.2.1-3 Max Defl Ratio L/202 R (c3.1.3) Not Used Fy 33 ksi Y-Y Z-Z Pn 5473.105 lb Cm .6 .85 . Tn 11154.711 lb Lb 5 ft 5 ft Mny 3.633 k-in KL/r 98.469 41.572 Mnz 11.47 k-in Sway No No Vny 2968.053 Ib L Comp Flange 5 ft Vnz 2406.224 lb Cb 41• Beam: MlP S 5 Shape: 362S162-43 1.11 at 7.833 ft Material: A570_33 Length: 16 ft I Joint: N1 Dz J Joint: N2 in LC 1: 12"O.C. Code Check: 0.986 (bending) Dy in Report Based On 97 Sections 86.95 at 16 ft 104 at 0 ft 1 I 1 VYiii < III, . lb A Ib 1Vz lb -110.45 at 0 ft 6.658 at 8 ft - Illi k-in � $� I 111;;, ilili My k-in ,111, ill! i l ;Ii i' `lb;! d#I ill iili � EhiMz . k-in 17.138 at 8 ft - ft Ivry ksi .308 at 0 ft fa ksi fc ksi -17.138 at 8 ft AIS/ 1999 ASD Code Check Max Bending Check 0.986 / 0( Max Shear Check 0.062 (y) Location 8 ft Location 0 ft Equation C5.2.1-3 Max Defl Ratio L/173 R (c3.1.3) Not Used Fy 33 ksi Y-Y Z-Z Pn 5473.105 lb Cm .6 .85 Tn 11154.711 lb Lb 5ft 5 ft Mny 3.633 k-in KL/r 98.469 41.572. Mnz 11.47 k-in Sway No No Vny 2968.053 lb L Comp Flange 5 ft Vnz 2406.224 lb Cb . go• Pga Beam: Ml Shape: 3625162-43 .748 at 6.5 ft Material: A570_33 Length: 13 ft I Joint: N1 Dz in J Joint: N2 LC 3: 16" O.C. Code Check: 0.959 (bending) Dy in Report Based On 97 Sections 122.749 at 13 ft 112.385at0ft VY '3 , T 7--- lb Vz A Ib • lb h^1 ,, , -122.237 at 0 ft 6.486 at 7.99 ft � ����� 13 131 J���1 T k-in l �I���'�a�k I�!�!S;�j MY k-in III 1Mz .gill !��I 1 ,1 irillI I I1[1IIIIiili'I11f4. k-in 16.695 at 7.99 ft - .332at0ft r ft ksi fa ---- ksi , J fc ksi -16.695 at 7.99 ft A/SI 1999 ASD Code Check Max Bending Check 0.959 ✓ GK Max Shear Check 0.069 (y) Location 7.99 ft Location 13 ft Equation C5.2.1-3 Max Defl Ratio U2.08 R (c3.1.3) Not Used Fy 33 ksi Y-Y Z-Z Pn 5473.105 lb Cm .6 .85 Tn 11154.711 lb Lb 5ft 5ft Mny 3.633 k-in KUr 98.469 41.572. Mnz 11.47 k-in Sway No No Vny 2968.053 Ib L Comp Flange 5 ft Vnz 2406.224 lb Cb 5L • • PS7 Beam: M1 Shape: 362S162-54 1.297 at 8.625 ft Material: A570_33 Length: 18 ft I Joint: N1 Dz in J Joint: N2 LC 1: 12" O.C. Code Check: 0.913 (bending) Dy in Report Based On 97 Sections 85.6 at 18 ft 117 at Oft Vy II 1, lb Vz lb A lb ; -120.6 at 0 ft 7.601 at 8.063 ft T 1 TIIe III6lEl ,, lri FI� k-in , I� ,� l�i,I��,r�';y I� �� MY k-in jj Mz :141111'16,11.111,liI ilt1,:,,l1I!1,[1,,OIt,lII. k-in 15.918 at 8.063 ft .279atOft ft , ksi fa ---- ksi 9 t ' fc ksi _: -15.918 at 8.063 ft AISI 1999 ASD Code Check Max Bending Check 0.913 f °k Max Shear Check 0.049 (y) Location 8.063 ft Location 0 ft .. Equation C5.2.1-3 Max Defl Ratio L/167 R (c3.1.3) Not Used Fy 33 ksi Y-Y Z-Z Pn 7401.658 lb Cm .6 .85 Tn 13848.986 lb Lb 5 ft 5 ft Mny 4.443 k-in KL/r 99.537 41.782 Mnz 14.139 k-in Sway No No Vny 3693.537 Ib L Comp Flange 5 ft Vnz 2904.354 lb Cb s . • P S8 Beam: A/// ------ Shape: 362S162-54 .98 at 7.344 ft Material: A570_33 Length: 15 ft I Joint: N1 Dz J Joint: N2 in LC 3: 16"O.C. Code Check: 0.974 (bending) Dy in Report Based On 97 Sections 117.306 at 15 ft 129.675 at 0 ft Vy 1111 lb Vz A Ib hlb .rte 139.384 at 0 ft 8.122 at 7.969 ft I. ul : a ii ,lE T k-in 1I i11[;1 � ��" My k-in �iVlIli:III 41 i 1tll 11llp. k-iMz n 17.01 at7.969ft .309at0ft ft ksi fa ------ ksi { • fc ksi -17.01 at 7.969 ft A/SI 1999 ASD Code Check Max'Bending Check 0.974 " °k Max Shear Check 0.057 (y) Location 7.969 ft Location 0 ft Equation C5.2.1-3 Max Defl Ratio L/184 R (c3.1.3) Not Used Fy 33 ksi Y-Y Z-Z Pn 7401.658 lb Cm .6 .85 Tn 13848.986 lb Lb 5 ft 5 ft Mny 4.443 k-in KL/r 99.537 41.782 Mnz 14.139 k-in Sway No No Vny 3693.537 Ib L Comp Flange 5 ft Vnz 2904.354 lb Cb • 53 • 'Beam: /�1 P Si Shape: 600S162-43 .644 at 8.625 ft Material: A570_33 Length: 18 ft I Joint N1 Dz J Joint N2 in LC 3:16" O.C. Code Check: 0.785 (bending) Dy in Report Based On 97 Sections 113.848 at18ft 155.61 atOft ' _ inr VY lb A [1J}lJJfhhTT Vz lb Ib -160.398 at 0 ft 10.109 at 8.063 ft T I�I1i1,11 k-in Pi:�I, IIii�1;'i lit My1111`,1111 11111 , k-in II t Id 11IIII i I qt i�,111'II r ��'�i f 1I1Ii1ilil MZ k-in 13.094 at 8.063 ft ft ksi .348 at O ft fa ksi fc ksi -13.094 at 8.063 ft A/SI 1999 ASD Code Check Max Bending Check 0.785 'f °/ Max Shear Check 0.118 (y) Location 8.063 ft Location 0 ft Equation C5.2.1-3 Max Defl Ratio L/335 R (c3.1.3) Not Used Fy 33 ksi Y-Y Z-Z Pn 6256.948 lb Cm .6 .85 Tn 14751 lb Lb 5 ft 5 f Mny 4.024 k-in KL/r 104.274 26.359 Mnz 22.194 k-in Sway No No Vny 2267.5741b Vnz 2477.841 Ib L Comp Flange 5 ft Cb , MMM.M.......(bi Mi? PAGE S I , OF 41 , sPTARUuL cJT. FORDuL E&NCGOI NM EP EA RN SY ---- BY DATE , 250 E. BROAD ST. SUITE 1500 PROJECT COLUMBUS, OH 43215 CLIENT PROJ# f I 1 1 I [ [ I 1 1 1 t I 1 I I 1 1-1— ___ At D. I .1 1 —T- IT1 -1-1.- 1 ---I ----"----7 1 f i ...1,... ...r.... 4. ! 1 1 I 1 . I . • 1 A55',,,-, di. 140 1 1 I 4-; / 1 - .1 I i 1 i rj ' I /4//// ///4///AI/,, I 1 _ I I I ! 1 "--- I 1 71 ni - -1--- T------ ----.7 . . ; 1 p, - - ----- , t- ! .' ; 1 Pls• ' ! 1 Pa d. 6 lc 1 ;a - 751 ic I i 1 .)., f f I • ; 5 x , t - p ; -re- - 1 ! '; ; 1 I I I ( 0 Ili ii . ,/ I • I ,w =1 C. • L1C = 3 I ' 'L/(1, p• I ; Iii• - ' MI I . I 1 \ tf !kJ: lona' @ i -0 t i, . , : i —1—t— Vi , : D.PC, . l(o. c/0.6a1) . , Sq: DIf _, 1 L I i _ 1 , , . ' i . • - Ival. 417 f)if[x (a-96/0 ce) r13.)1 p ;' • 1,______ , • ;--,-- 1 1 1 ! Ili -....-,---.. ,--......„-.... i...............,...----, 1 1 1 1 1 1 1 1 pi...........7___1(........ ..........i_r,...........H.._.f..._, „_. –r... 1 v, , • , i III I—- ^—.--- I i I I [r i Ii 4_ _I .4_ .......1 ..6...--4.._. ._-.................__...____..._.1.._.d.......4.........[...- \/ IL:— -,... 1...................-7,...i......-......---.> i i , H. : --r . I I 1 . 1 • 1 , • I I , ! ---i— • ! I 1 i ,. -— I I 1 i '' ri . 1 1 ; 1 ; --17,7— --1 1—1- !' 1 : ; I 7— .;— • it 1 fit, /,/71,././ • t ,•• l ' ' '' ',".:"1 / I " i i• • • ; 1 JI . , ' I • i • i--- :' • + - - - 1 : z : z : ; ,• : ; . i r 7 7 1 . ; _ • ; ' ; f. ; 1 ' • f . '.,.,,, ,,,.__.... i • j . ; • • . I : I • . 7 ! : i I i 1 . . ! . ; ; : : " . , • ; • i -7--- : • • . , • • . I , I ' : ' , ; I 1 : : - 1` •----', : : : : ' ±- i ..-L..--. ....r. : i : _ ._ ..._. I . 1 ' ; : i ; •I I 1 ; ' i ! . *-----* . ... -,. I1 ! • 1 : ! ' i --4.- ^ .---- --.4- ...--...÷-H- :.--.-.: • -....1 4.....-......! : . ! , ,,._.: __ 1 1 ./ ! r , , ; 1 • ! 1 ' 1 ! I . . • : 1 I I 1 • . . • . . , . i . 5S Beam: Ml P�' Shape: 362S162-33 .329 at 6.5 ft Material: A570_33 Length: 13 ft I Joint: N1 Dz in J Joint: N2 LC 2: 8" O.C. Code Check: 0.551 (bending) Dy in Report Based On 97 Sections 432.875 at 0 ft 1111 41.927 at13ft VY ilUrnD I lIlHJF— INl@11 Ib VZ Ib -41.823at0ft A lb 376.26 at 13 ft 2.214 at7.99ft , l k-in 1u�I1A 11,111, ;'� I1I111.1 is � iMY k-in Mz ,illli1�. i�ili r� �•��.�,I ,If.�n'l��h,inlel.���•i�ll, k-in • 7.324 at 7.99 ft 1.658 at 0 ft ft ksi fa , �; ksii t 1.441 at13ft :' fc = ksi -7.324 at 7.99 ft AISI 1999 ASD Code Check Max Bending Check 0.551 ✓ vk Max Shear Check 0.040 (y) Location 7.99 ft Location 13 ft Equation C5.2.1-1 Max Defl Ratio L1475 R (c3.1.3) Not Used Fy 33 ksi Y-Y Z-Z Pn 3874.049 lb Cm .6 .85 Tn 8615.963 lb Lb 5 ft 5 ft Mny 2.839 k-in KLJr 97.669 41.421 Mnz 8.733 k-in Sway No No Vny 1746.911 Ib L Comp Flange 5 ft Vnz 1874.79 lb Cb • sc • Beam: Ml ,v--_ Shape: 362S162-33 .49 at 6.5 ft Material: A570_33 Length: 13 ft I Joint: N1 Dz in J Joint: N2 LC 1: 12" O.C. Code Check: 0.755 (bending) Dy in Report Based On 97 Sections 486.5 at 0 ft 62.577at13ft - INN Vy , �9imro-,u 11M lb Vz lb A ib -62.423at0ft 402 at 13 ft 3.304 at 7.99 ft T k-in 11111111{ ` 1' ii1,, rr My k-in .1111 1,I l i l 6�,'I.1 i� 61 11I l 'Mit' cilli' Mz k-in 10.931 at 7.99 ft 1.863 at 0 ft ft = -- r - ksi Y; fa - c - ksi - F 1.54at13ft Iti t Fr F , fc ksi - -10.931 at 7.99 ft A/SI 1999 ASD Code Check Max Bending Check 0.755 ✓ 6'x Max Shear Check 03 ft.060 (y) Location 7.99 ft Location Equation C5.2.1-2 Max Defl Ratio L/318 R (c3.1.3) Not Used Fy 33 ksi Y-Y Z-Z Pn 6355.296 lb Cm .6 .85 Tn 8615.963 lb Lb 5 ft 5 ft Mny 2.839 k-in KL/r 97.669 41.421 Mnz 8.733 k-in Sway No No Vny 1746.9111b Vnz 1874.79 Ib L Comp Flange 5 ft Cb s7 .I . PC,3 Beam: Ml Shape: 362S162-33 .652 at 6.5 ft Material: A570_33 Length: 13 ft I Joint: N1 Dz in J Joint: N2 LC 3: 16" O.C. Code Check: 0.974 (bending) Dy in Report Based On 97 Sections 540.125 at 0 ft 83.227 at 13 ft Vy fl l i 1�!iIIII�IIilllvlll�l!!I' Ib Vz . Ib A lb -83.023 at O ft 427.74 at 13 ft 4.394 at7.99ft i�l i"I� u. ;1111 1 1 f IV1'1,i T k-in , .I,I1,)1 I�'I!'�ali��ii Ij",llii IL ' My k-in Mz !il��l 'ih�il41 (.��i � i1il� iRIl'i,-> k-in 14.538 at 7.99 ft ft " ksi 2. 9 at 0 ft 06 fa ksi i 1.638 at13ft fc ksi -14.538 at 7.99 ft A/SI 1999 ASD Code Check Max Bending Check 0.974 / O1< Max Shear Check 0.080 (y) Location 7.99 ft Location 13 ft Equation C5.2.1-2 Max Defl Ratio L1239 R (c3.1.3) Not Used Fy 33 ksi Y-Y Z-Z Pn 6355.296 lb Cm .6 .85 Tn 8615.963 lb Lb 5 ft 5 ft Mny 2.839 k-in KUr 97.669 41.421 Mnz 8.733 k-in Sway No No Vny 1746.911 Ib L Comp Flange 5 ft Vnz 1874.79 lb Cb CFS Version 6.0.0 Page 1 PC. Section: Section 1.sct Channel 3.625x1.25x0.5-20 Gage Rev. Date: 9/17/2010 9:50:06 AM Member Check - 2007 North American Specification - US (ASD) Material Type: A653 SS 'Grade 33, Fy=33 ksi Design Parameters: Lx 7.0000 ft Ly 7.0000 ft Lt 7.0000 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Cbx 1.0000 Cby ' 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None Red. Factor, R: 0 Stiffness, kc: 0 k Loads: P Mx Vy My Vx (k) (k-in) (k) (k-in) (k) Entered 0 .5000 0.0000 0.0000 0.0000 0.0000 Applied 0.5000 0.0000 0.0000 0.0000 0.0000 Strength 0.9984 2.4118 1.0236 0.9539 0.8506 Effective section properties at applied loads: Ae 0.23514 inA2 Ixe 0.46417 inA4 Iye 0.05306 inA4 Sxe(t) 0.25609 inA3 Sye(1) 0.13597 inA3 Sxe(b) 0.25609 inA3 Sye(r) 0.06172 in"3 Interaction Equations NAS Eq. C5.2.1-1 (P, Mx, My) 0.501 + 0.000 + 0.000 = 0.501 <= 1.0 NAS Eq. C5.2.1-2 (P, Mx, My) 0.153 + 0.000 + 0.000 = 0.153 <= 1.0 NAS Eq. C3.3.1-1 (Mx, Vy) Sgrt(0.000. + 0.000)= 0.000 <= 1.0 NAS Eq. C3.3.1-1 (My, Vx) Sgrt(0.000 + 0.000)= 0.000 <= 1.0 i ii STRUCTURALPAUL J . FORD ANDE N COMPANYG1 N E E R s By Page rC5 Of Date www . pjfweb . com Project ,...,,, i . Client •Comm.No. • _ , 1 1 • . . . : ..: D I AGQNIAL iR .AE .1)Fslq-11 . .• . , . . . . . • • . , . . , . . . • • , • . , , • . . . . . , . ; . . I.) ---- - ---- -- - , „........ , • , . , .. _ . .... _: . _ • . i;111/ PAUL J. FORD & COMPANY PAGE P�o�O OF STRUCTURAL ENGINEERS x.---- 250 E. BROAD ST. SUITE 1500 BY DATE COLUMBUS, OH 43215 PROJECT CLIENT PROD# • e• ,rt: tc3n4:,4„ . 1 . • • • • • • • • • 2'x2'x0'-b LG, 12 GA FRAMING CLIP W/(3)-#8 - SCREWS EA LEG CENTER ‘4* CONTINUOUS DIAGONAL OVER TRACK (GAGE VERTICAL STUD TO MATCH WALL STUD, EXCEPT AT DIAGONAL, USE 20 GAGE ATTACH TRACK MIN TRACK) TO WALL STUD w/(2)-128 WALLS NI-IERE SCREWS EACH DIAGONAL I S SIDE. ATTACa-IED TO TOP OF WALL CONNECT TO EXISTING STRUCTURE PER DETAIL E/503.1 o� 9 o' �a •1� ~9f 1 NOTE: FOR DOUBLE STUD DIAGONALS, 'SECOND' STUD ,K SHALL END AS CLOSE AS POSSIBLE TO END Y `� CONNECTION, TOP * BOTTOM. 4 CONTINUOUS TRACK FTAAuGGDEE, TO MATCI-I WALL EXCEPT USE 20 VIEWS A-A PIiN TRAC ) * 13-B 111 I1 il CONNECT TRACK TO VERT STUDS W/(1)-88 SCREW IN EACH FLANGE OF EACH STUD, BCCEPT INSTALL (6)-#8 SCREWS N EACH FLANGE AT VERT STUDS2)4* SCREWS IWITH-I DIAGONALS WALL OR STOREFRONT STUD. DIAGONAL BRACING OPTIONS 20 GA. DIAGONAL BRACE OPTIONS: DIAGONAL LENGTI.1- DIAGONAL LENGTH- (�I/�CzpL 4I UP TO 10'-O' 1O'-I' TO I8'-O"# '' 18�-I" TO 25`-C"'�F SINGLE 3 5/8', DBL 3 5/B', 20 GA. STUDS 20 GA. DIAGONAL WITH i 5/8' WIDE FLANGES i 5/8" I I 1 5/81-\--N.I S ��(T 438 SCREWS PA�� e 12.a, VIEW A-A VIEW B-B �1 ik SPACING OF DIAGONAL BRACING *CONTACT STRUCTURAL ENGINEER FOR V INTERIOR PARTITIONS - 48' O.C. MAX STOREFRONT FRAMING - 48' O.G. MAX LENGTI-15 LONGER TWAN S _ (D SEISMIC DESIGN CATEGORIES D, E & F TYPICAL DIAGONAL BRACING • 1�=1'-0" /� DODS031A11BRAC A PAUL J. FORD Page pc-7 A Of & COMPANY By Date Project -- www.pjfweb.com ' Client Comm.No. 1 i _ , i I DJ A-6� L OAcliv _ OPT! 0N-C1 (.0 i' -� '�� 20 -GA .I DIA( u I 18 GA DIA AL.,DIA GA _DIAC L- BPA cl/- Ort-P`\ ' Z 0' 1'1 N1 BRAcE o91i 7 A+ - 1 1 CL 1 r l ! T1ff'T--_e.' b /L tionA714— 1 1 NAGbNAL Ili 1 - La I — I , 2 L i_ 1 L 1 I 3s�g1e� ST DS WITH I S/ " 1 - 58Is r '1 / ' , , , 1 , . ) E. I1 1 ; I a AAlekJ , 1 I I ' I 1 1 , , I : I , 1 I CFS Version 6.0.4 1 Section:(1)3-625x1.625 in.x0.5 in.20ga (33 mil)stud.sct Page 1 Company Paul J Ford and 3.625x1.625(33mil) Paul J Ford and Company Rev. Date: 10/5/2011 2:01:23 PM By- Paul J Ford And Company l Printed:8/27/2012 1:20:16 PM ,n7/6 z z s4 00, 6 �k6 �' , . C7 4, 4 • Section Inputs CFS Version 6.0.4 PO Section: (1)3.625x1.625 in.x0.5 in.20ga(33 mil)stud.sct Pau2 Company Paull J Ford and 3.625x1.625(33mi1) Paul J Ford and Company Rev. Date: 10/5/2011 2:01:23 PM By: Paul J Ford And Company Printed: 8/27/2012 1:20:16 PM Material: A653 SS -Grade 33 No strength increase from cold work of forming. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 33 ksi Tensile Strength, Fu 45 ksi Warping Constant Override, Cw 0 in^6 Torsion Constant Override, J 0 in^4 Stiffened Channel, Thickness 0.0346 in (20 Gage) - Placement of Part from Origin: X to center of gravity 0 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 0.5000 270.000 0.076400 None 0.000 0.0000 0.2500 • 2 1.6250 • 180.000 0.07640.0 Single 0.000 0.0000 0.8125 3 3.6250 90.000 0.076400 Single 0.000 1.5000 1.8125 4 1.6250 0.00A 0.076400 Single 0.000 0.0000 0.8125 5 0.5000 -90.000 . 0.076400 None 0.000 0.0000 0.2500 Member Check-2007 North American Specification - US (ASD) Material Type: A653 SS Grade 33, Fy=33 ksi • Design Parameters:- Lx 10.0000 ft Ly 10.0000 ft Lt 10.0000 ft Kx 1.0000 Ky 1.0000 Kt. Cbx 1.0000 1.0000 Cmx Cby 1.0000 ex 0.500000 in 1.0000 Cmy 1.0000 ey . 0.000000 in Braced Flange: None Red. Factor, R: 0 Stiffness, k4: 0 k Loads: P Mx Vy My Vx (k) (k-in) (k) (koin) (k) • . Entered 0.4000 0.0000 0.0000 0.0000 $. $000 A.p • -. 0. 40.0 #. n11 . ...00 0.2000 0.0000 trength 0.6064 2.2342 0.5 1 I ... . $15 Effective section properties at applied loads: Ae 0.26212 in^2 Ixe 0.55125 in^4 Iye 0.09936 in^4 Sxe(t) 0.30414 in^3 Sye(1) 0.18504 in^3 Sxe(b) 0.30414 in^3 . Sye(r) 0.09132 in^3 Interaction Equations _ • NAS Eq. C5.2.1-1 (P, Mx, My) 0.660 + 0.000 + 0.322 = 0.982 <= 1.0 • NAS Eq. C5.2.1-2 (P, Mx, My) 0.126 + 0.000 + 0.207 = 0.333 <= 1.0 NAS Eq. C3.3.1-1 (Mx, Vy) Sqrt(0.000 + 0.000)= 0.000 <= 1.0 NAS Eq. C3.3.1-1 (My, Vx) Sgrt(0.014 + 0.000)= 0.119 <= 1.0 rd i1 �&�o�� cello , 6fe, c y / fog J ' 1 �G 67 - o 4. 4 ' k&s c?.71- di4go6G l lGh ,4 /O - O -10 CFS Version 6.0.4 Page 1 P Section: (2) 3.625IN x 1.625 FLANGE STUD 20ga (33 mil) (I-shaped).sct Paul J Ford and Company Double Channel 3.625x1.625x1.625-20 Gage Paul J Ford and Company Rev. Date: 10/14/201011:11:42 AM By: Paul J Ford And Company Printed: 8/27/2012 10:32:22 AM ii cl Do bd, 3Y? za q s �`) -L. ci L t, --P ii birl 1 a, ®, Z 05-ec-, IA e. 4.e...e.(14r) Gi 42 o �� ,L el Go,nSeri7c/.4.ve Section Inputs , < CFS Version 6.0.4 ri Section: (2)3.625IN x 1.625 FLANGE STUD 20 (33 mil I-sha ed .sct Paul 2 a Company g ( p ) Paul J Ford and Double Channel 3.625x1.625x1.625-20 Gage Paul J Ford and Company Rev. Date: 10/14/2010 1111:42 AM By: Paul J Ford And Company Printed: 8/27/2012 10:32:22 AM Material: A653 SS Grade 33 uenElinraiteyf,rm cold work 2f0ring. Yield Strength, Fy 33 ksi Tensile Strength, Fu 45 ksi Warping Constant Override, Cw 0 in^6 Torsion Constant Override, J 0 inA4 Connector Spacing 12 in Right Channel, Thickness 0.0346 in (20 Gage) Placement of Part from Origin: X to left edge 0 in ' Y to center of gravity 0 in Outside dimensions, Open shape • Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 0.6250 270.000. 0.093750 None 0.000 0.0000 0.3125 2 1.6250 180.000 0.093750 Single 0.000 0.0000 0.8125 3 3.6250 901000 0.093750 Double 0.000 1.5000 1.8125 4 1.6250 0.000 0.093750 Single 0.000 0.0000 0.8125 5 0.6250 -90.000 0.093750 None 0.000 0.0000 0.3125 Left Channel, Thickness 0.0346 in (20 Gage) Placement of Part from Origin: X to right edge 0 in Y •to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) 1 0.6250 -90.000 0.093750 None 0.000, 0.0000 0.3125 2 1.6250 0.000 0.093750 Single 0.000 0.0000 0.8125 3 3.6250 90.000 0.093750 Double 0.000 1.5000 1.8125 4 1.6250 180.000 0.093750 Single 0.000 0.0000 0.8125 5 0.6250 270.000 '0.093750 None 0.000 0.0000 0.3125 • CFS Version 6.0.4 P72 Section: (2) 3.6251N x 1.625 FLANGE STUD 20 g a (33 mil I ed Page 3 ------ Company ) (-sha P ).sct Paul J Ford and Double Channel 3.625x1.625x1.625-20 Gage Paul J Ford and Company Rev. Date: 10/14/2010 11:11:42 AM By: Paul J Ford And Company Printed: 8/27/2012 10:32:22 AM Member Check - 2007 North American Specification - US (ASD) Material Type: A653 SS Grade 33, DesignFy=33 ksi Parameters: Lx 18.000 ft Ly 18.000 ft � 1.0000 Lt 18.000 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Cmx 1.0000 Cby 1.0000 ex 0.500000 in Cmy 1.0000 ey 0.000000 in Braced Flange: None Red. Factor, R: 0 Stiffness, k(1): 0 k Loads: - P Mx (k) (k-in) Vy My Vx E ered 0.7300 0.0000 ( 0 (k)0 Applied 0.0000 0 0.0000 0.0000 0.7300 0.0000 0.0000 0.3650 0.0.00 reng • 1 .9438 2. ' - 1.0235 . '84 2.3435 Effective section properties at applied loads: Ae 0.53948 inA2 Ixe 1.1227 inA4 Iye 0.3918 in"4 Sxe(t) 0.61940 inA3 Sye(1) 0.24112 inA3 Sxe(b) 0.61940 inA3 Sye(r) 0.24112 inA3 Interaction Equations - NAS Eq. C5.2.1-1 (P, ,Mx, My) 0.773 + 0.000 + 0.220 = 0.993 <= 1.0 V 4 NAS Eq. C5.2.1-2 (P, Mx, My) 0.111 + 0.000 + 0.102 = 0.213 <= 1.0 NAS Eq. C3.3.1-1 (Mx, Vy) Sgrt(0.000 + 0.000)= 0.000 <= 1.0 NAS Eq. C3.3.1-1 (My, Vx) Sgrt(0.006 + 0.000)= 0.080 <= 1.0 KL/r exceeds 200. ,.. i e 1/41,..44,4 / /dam ' .q q,.c-y7 - 0, / 3 k_ '73o /his c1 11 d9 ono / /en �� LI / g - 0 �J CFS Version 9.0.0 Page 1 P73 Section: Section 1.cfss Paul Cavote Dbl. 20ga 3.625"x1.625" S + (2) 3.625"T Paul J Ford and Company Rev. Date: 6/14/2017 By: Paul Cavote Printed: 6/14/2017 ��U6le 3 5‘/8 20 go,. S+ud W/ 35/2") 2 tr4 de +1 16-1-4,0+i LbAD Locgi t4 • (()sib To Bo cVATIVi, O,So N,8, - NSW CFS Version 9.0.0 Page 1 Section: Section 1.cfss Paul Cavote Dbl. 20ga 3.625"x1.625" S + (2) 3.625" T Paul J Ford and Company Rev. Date:'6/14/2017 By: Paul Cavote Printed: 6/14/2017 Section Inputs Material: A653 SS Grade 33 No strength increase from cold work of forming. Modulus of Elasticity, E 29500 ksi ------- Nev,)Yield Strength, Fy 33 ksi Tensile Strength, Fu 45 ksi Warping Constant Override, Cw 0 in'6 PA Torsion Constant Override, J 0 in�4 Connector Spacing 12 in Stud, Thickness 0.0346 in (20 Gage) Placement of Part from Origin: X to center of gravity -0.537 in Y to center of gravity 0 in GE Ai Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 0.5000 90.000 0.076500 None 0.000 0.0000 0.2500 2 1.6250 360.000 0.076500 Single 0.000 0.0000 0.8125 3 3.6250 270.000 0.076500 Cee 0.000 1.5000 1.8125 4 1.6250 180.000 0.076500 Single 0.000 0.0000 0.8125 5 0.5000 90.000 0.076500 None 0.000 0.0000 0.2500 Part 2, Thickness 0.0346 in (20 Gage) Placement of Part from Origin: X to center of gravity 0.537 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 0.5000 270.000 0.076500 None 0.000 0.0000 0.2500 2 1.6250 180.000 0.076500 Single 0.000 0.0000 0.8125 3 3.6250 90.000 0.076500 Cee 0.000 1.5000 1.8125 4 1.6250 0.000 0.076500 Single 0.000 0.0000 0.8125 5 0.5000 -90.000 0.076500 None 0.000 0.0000 0.2500 Part 4, Thickness 0.0346 in (20 Gage) Placement of Part from Origin: X to center of gravity 0 in Y to center of gravity 1.5814 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 1.2500 90.000 0.076500 Single 0.000 0.0000 0.6250 2 3.7707 0.000 0.076500 Cee 0.000 0.0000 1.8854 3 1.2500 -90.000 0.076500 Single 0.000 0.0000 0.6250 Track, Thickness 0.0346 in (20 Gage) Placement of Part from Origin: X to center of gravity 0 in Y to center of gravity -1.5814 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 1.2500 270.000 0.076500 Single 0.000 0.0000 0.6250 2 3.7707 180.000 0.076500 Cee 0.000 0.0000 1.8854 3 1.2500 90.000 0.076500 Single 0.000 0.0000 0.6250 CFS Version 9.0.0 Page 2 P-7 Section: Section 1.cfss Paul Cavote Dbl. 20ga 3.625"x1.625"S + (2) 3.625"T Paul J Ford and Company Rev. Date: 6/14/2017 By: Paul Cavote Printed: 6/14/2017 Full Section Properties Area 0.94780 in"2 Wt. 0.0032225 k/ft Width 27.393 in Ix 2.2220 inA4 rx 1.5311 in Ixy 0.0000 inA4 Sx(t) 1.2030 inA3 y(t)' 1.8471 in a 0.000 deg Sx(b) 1.2030 inA3 y(b) 1.8471 in Height 3.6942 in Iy 1.2263 inA4 ry 1.1375 in Xo 0.0000 in Sy(1) 0.6504 inA3 x(1) 1.8854 in Yo 0.0000 in Sy(r) 0.6504 inA3 x(r) 1.8854 in jx 0.0000 in Width 3.7707 in jy 0.0000 in I1 2.2220 in'4 rl 1.5311 in I2 1.2263 inA4 r2 1.1375 in Ic 3.4483 inA4 rc 1.9074 in Cw 0.71572 in"6 Io 3.4483 inA4 ro 1.9074 in J 0.0003782 in�4 Net Section Properties Ix 2.2026 inA4 rx 1.6155 in Area 0.84400 inA2 Sx(t) 1.1924 inA3 y(t) 1.8471 in Ixy 0.0000 in�4 Sx(b) 1.1924 inA3 y(b) 1.8471 in Ic 3.4288 in�4 j Iy 1.2262 inA4 ry 1.2053 in `A ) Sy(1) 0.6504 inA3 x(1) 1.8854 in N�Vv Sy(r) 0.6504 inA3 x(r) 1.8854 in PA� Fully Braced Strength - 2012 North American Specification - US (ASD) Material Type: A653 SS Grade 33, Fy=33 ksi Compression Positive Moment Positive Moment Pao 10.350 k Maxo 18.028 k-in Mayo 10.787 k-in Ae 0.56453 inA2 Ixe 1.8963 inA4 Iye 1.0802 in�4 Sxe(t) 0.9123 inA3 Sye(1) 0.6028 in�3 Tension Sxe(b) 1.1736 inA3 Sye(r) 0.5459 in3 Ta 18.729 k Negative Moment Negative Moment Maxo 18.028 k-in Mayo 10.787 k-in Shear Ixe 1.8963 in'4 Iye 1.0802 inA4 Vay 2.993 k Sxe(t) 1.1736 inA3 Sye(1) 0.5459 inA3 Vax 4.450 k Sxe(b) 0.9123 inA3 Sye(r) 0.6028 inA3 Member Check - 2012 North American Specification - US (ASD) Material Type: A653 SS Grade 33, Fy=33 ksi Design Parameters: Lx 20.000 ft Ly 20.000 ft Lt 20.000 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Cbx 1.0000 Cby 1.0000 ex 0.500000 in Cmx 1.0000 Cmy 1.0000 ey 0.000000 in Braced Flange: None k� 0 k Red. Factor, R: 0 Lm 20.000 ft Page 3 �� SectioCFSn: SectionVersion9.0.0 1.cfss Paul Cavote Dbl. 20ga 3.625"x1.625" S + (2) 3.625"T Paul J Ford and Company Rev. Date: 6/14/2017 By: Paul Cavote Printed: 6/14/2017 Loads: P Mx Vy My Vx (k) (k-in) (k) (k-in) (k) Entered 0.4220 1.9335 0.0000 0.0000 0.0000 Ap•lied 0.4220 1.9335 0.0000 0.2110 0.0000 Strength 0.9411 4.1086 2.9930 5.1128 4.4497 Effective section properties at applied loads: Ae 0 .94780 inA2 Ixe 2.2220 inA4 Iye 1.2263 inA4 Sxe(t) 1.2030 in''3 Sye(1) 0.6504 inA3 Sxe(b) 1.2030 in''3 Sye(r) 0.6504 inA3 Interaction Equations NAS Eq. C5.2.1-1 (P, Mx, My) 0.448 + 0.505 + 0.047 = 1.000 <= 1.0 --JD' �J NAS Eq. C5.2.1-2 (P, Mx, My) 0.041 + 0.471 + 0.041 = 0.553 <= 1.0 NAS Eq. C3 .3.1-1 (Mx, Vy) Sqrt(0.012 + 0.000)= 0.107 <= 1.0 NAS Eq. C3.3.1-1 (My, Vx) Sqrt(0.000 + 0.000) = 0.020 <= 1.0 KL/r exceeds 200. LavA nere'c°.c2 atlowa t qxl a,' C0�p aG1I � d, 422 1 of 0( 3 0 leh --k = 20'-o N/J CFS Version 9.0.0 Section: Section 3.cfss Page 1 f 77 Dbl. 18ga 3.625"x1.625"S + (2) " Paul Cavote ✓� 3.625 T Paul J Ford and Company Rev. Date: 6/14/2017 By: Paul Cavote Printed: 6/14/2017 poLlIt 3s/$ ) Ig ja SI-(Ac, w' 3Sk) IS a Irac1t to? Lim\ 7. t-00 LocA?lvrl ® (Us'EP lii e,c4-rr�7Ri ct ' To ,BE oNSIgvA-11 f < „ > JJ o,so `,1I l . . n \ - i Nfi"J &.... PAGE t CFS Version 9.0.0 Page 1 F 7 Section: Section 3.cfss Paul Cavote Dbl. 18ga 3.625"x1.625" S + (2) 3.625"TPaul J Ford and Company Rev. Date:`6/14/2017 By: Paul Cavote Printed: 6/14/2017 Section Inputs Material: A653 SS Grade 33 No strength increase from cold work of forming. Modulus of Elasticity, E 29500 ksi ►LIQ 1,�1 Yield Strength, Fy 33 ksi2\ fvvv`i Tensile Strength, Fu 45 ksi ((( Warping Constant Override, Cw 0 in^6 SAP- Constant Override, J 0 inA4 Connector Spacing 12 in Stud, Thickness 0.0451 in (18 Gage) Placement of Part from Origin: X to center of gravity -0.53725 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 0.5000 90.000 0.071200 None 0.000 0.0000 0.2500 2 1.6250 360.000 0.071200 Single 0.000 0.0000 0.8125 3 3.6250 270.000 0.071200 Cee 0.000 1.5000 1.8125 4 1.6250 180.000 0.071200 Single 0.000 0.0000 0.8125 5 0.5000 90.000 0.071200 None 0.000 0.0000 0.2500 Part 2, Thickness 0.0451 in (18 Gage) Placement of Part from Origin: X to center of gravity 0.53725 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 0.5000 270.000 0.071200 None 0.000 0.0000 0.2500 2 1.6250 180.000 0.071200 Single 0.000 0.0000 0.8125 3 3.6250 90.000 0.071200 Cee 0.000 1.5000 1.8125 4 1.6250 0.000 0.071200 Single 0.000 0.0000 0.8125 50.5000 -90.000 0.071200 None 0.000 0.0000 0.2500 Part 4, Thickness 0.0451 in (18 Gage) Placement of Part from Origin: X to center of gravity 0 in Y to center of gravity 1.5885 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 1.2500 90.000 0.071200 Single 0.000 0.0000 0.6250 2 3 .7864 0.0000.071200 Cee 0.000 0.0000 1.8932 3 1.2500 -90.000 0.071200 Single 0.000 0.0000 0.6250 Track, Thickness 0.0451 in (18 Gage) Placement of Part from Origin: X to center of gravity 0 in Y to center of gravity -1.5885 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 1.2500 270.000 0.071200 Single 0.000 0.0000 0.6250 2 3.7864 180.000 0.071200 Cee 0.000 0.0000 1.8932 3 1.2500 90.000 0.071200 Single 0.000 0.0000 0.6250 CFS Version 9.0.0 Section: Section 3.cfss Page 2 1)-7() Dbl. 18ga 3.625"x1.625"S + (2) 3.625"T Paul J Ford Paul J Ford and Company Rev. Date: 6/14/2017 By: Paul Cavote Printed: 6/14/2017 Full Section Properties Area 1.2312 inA2 Wt. 0.0041860 k/ft Width 27.299 in Ix 2.8896 inA4 rx 1.5320 in Ixy 0.0000 inA4 Sx(t) 1.5556 inA3 y(t)- 1.8576 in a Sx(b) 1.5556 inA30.000 deg Y(b) 1.8576 in Height 3.7151 in IY 1.5928 inA4 ry 1.1374 in Xo Sy(1) 0.8413 inA3 x(1) 1.8932 in Yo 0.0000 in Sy(r) 0.8413 inA3 x(r) 1.8932 in0.0000 in Width ix 0.0000 in I1 3.7864 in jy 0.0000 in 2.8896 inA4 rl 1.5320 in I2 1.5928 inA4 r2 1.1374 in Ic 4.4824 inA4 rc 1.9081 in Cw Io 4.4824 inA4 ro 0.90990 in 1.9081 in J 0.0008347 inA4 Net Section Properties Ix 2.8642 inA4 rx 1.6167 in Area 1.0959 in Sx(t) 1.5419 inA3 A4 Sx(b) 1.5419 inA3 y(t) 1.8576 in Ixy 0.0000 inA4 Y(b) 1.8576 in Ic 4.4569 inA4 IY 1.5927 inA4 ry 1.2055 in NE Sy(1) 0.8413 inA3 x(1) 1.8932 in Sy(r) 0.8413 inA3 x(r) 1.8932 in SIE//- Fully Braced Strength - 2012 North American Specification - US (ASD) Material Type: A653 SS Grade 33, Fy=33 ksi Compression Positive Moment Positive Moment Pao 15.465 k Maxo 25.909 k-in Mayo 14.639 k-in Ae 0.84354 inA2 Ixe 2.6166 inA4 Iye 1.4530 inA4 Sxe(t) 1.3112 inA3 Sye(1) 0.7961 inA3 Tension Sxe(b) 1.5217 inA3 Sye(r) 0.7408 inA3 Ta 24.329 k Negative Moment Negative Moment Maxo 25.909 k-in Mayo 14.639 k-in Shear Ixe 2.6166 inA4 Iye 1.4530 inA4 Vay 3.882 k Sxe(t) 1.5217 inA3 Sye(1) 0.7408 inA3 Vax 6.587 k Sxe(b) 1.3112 inA3 Sye(r) 0.7961 inA3 Member Check - 2012 North American Specification - US (ASD) Material Type: A653 SS Grade 33, Fy=33 ksi Design Parameters: Lx 23.000 ft Ly 23.000 ft Lt 23.000 ft Kx 1.0000 K�' 1.0000 Kt 1.0000 Cbx 1.0000 Cby 1.0000 ex 0.500000 in Cmx 1.0000 Cmy 1.0000 ey 0. 000000 in Braced Flange: None kg 0 k Red. Factor, R: 0 Lm 23 .000 ft CFS Version 9.0.0 Page 3 �0 Section: Section 3.cfss Paul Cavote Dbl. 18ga 3.625"x1.625" S + 2 " � ) 3.625 T Paul J Ford and Company Rev. Date: 6/14/2017 By: Paul Cavote Printed: 6/14/2017 Loads: P Mx Vy My Vx (k) (k-in) (k) (k-in) (k) Entered 0.4430 3.3216 6 .0000 0.0000 0.0000 A..lied 0.4430 3.3216 0.0000 0.2215 0.0000 Strength 1.5379 5.3086 3 .8823 6.8271 6.5867 Effective section properties at applied loads: Ae 1.23117 inA2 Ixe 2.8896 inA4 Iye 1.5928 in'4 Sxe(t) 1.5556 inA3 Sye(1) 0.8413 inA3 Sxe(b) 1.5556 inA3 Sye(r) 0.8413 inA3 Interaction Equations NAS Eq. C5.2.1-1 (P, Mx, My) 0.288 + 0.674 + 0.037 = 1.000 <= 1.0 NAS Eq. C5.2.1-2 (P, Mx, My) 0.029 + 0.626 + 0.032 = 0.687 <= 1.0 NAS Eq. C3.3.1-1 (Mx, Vy) Sqrt(0.016 + 0.000)= 0.128 <= 1.0 NAS Eq. C3.3.1-1 (My, Vx) Sqrt(0.000 + 0.000)= 0.015 <= 1.0 KL/r exceeds 200. cditw:a6l2 axial load CapAci y = O. 49,3 I . a� diQ�ahal (eng�� 23- © NB SIS ; r CFS Version 9.0.0 Page 1 P8l Section: Section 4.cfss Paul Cavote Dbl. 16ga 3.625'x1.625" S + (2) 3.625" T Paul J Ford and Company Rev. Date: 6/14/2017 By: Paul Cavote Printed: 6/14/2017 ou)le 3ST8 16 q Siu d W/ ask j 16 j a tra o1 . `top 4 1Alert Lsg AD L CA-nwJ -rt) Vf TIvE) O,So .T. . J / J/ rr N, )1\) S NW72\., CFS Version 9.0.0 Section: Section 4.cfss Page 1 Dbl. 16ga 3.625"x1.625" S+ (2) J Ford Paul Ford 3.625"T Paul P$2 and Company ---- Rev. Date: 6/14/2017 By: Paul Cavote Printed: 6/14/2017 Section Inputs Material: A653 SS Grade 33 No strength increase from cold work of forming. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 33 ksi Tensile Strength, Fu 45 ksi Warping Constant Override, Cw 0 inA6 Torsion Constant Override, J 0 inA4 A ��A. I Connector Spacing 12 in Iv�W Stud, Thickness 0.0566 in (16 Gage) 5W Placement of Part from Origin: X to center of gravity -0.53635 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) 1 0.5000 90.000 0.084900 None 0.000 (in) 0.00000.2500 g 2 1.6250 360.000 0.084900 Single 0.000 2 5 3 3.6250 270.000 0.084900 Cee0.000 1.5000 1.8125 4 1.6250 180.000 0.084900 Single 0.000 0.0000 0.8125 5 0.5000 90.000 0.084900 None 0.000 0.0000 0.2500 ' Part 2, Thickness 0.0566 in (16 Gage) Placement of Part from Origin: X to center of gravity 0.53635 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 0.5000 270.000 0.084900 None 0.000 0.0000 0.2500 2 1.6250 180.000 0.084900 Single 0.000 0.0000 0.8125 3 3.6250 90.000 0.084900 Cee 0.000 1.5000 1.8125 4 1.6250 0.000 0.084900 Single 0. 000 0.0000 0.8125 5 0.5000 -90.000 0.084900 None 0.000 0.0000 0.2500 Track, Thickness 0.0566 in (16 Gage) Placement of Part from Origin: X to center of gravity 0 in Y to center of gravity -1.5964 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) 1 1.2500 270.000 0.084900 Single 0.000 0.0000 0.6250 2 3.8231 180.000 0.084900 Cee 0.000 0.0000 1.9116 3 1.2500 90.000 0.084900 Single 0.000 0.0000 0.6250 Part 4, Thickness 0.0566 in (16 Gage) Placement of Part from Origin: X to center of gravity 0 in Y to center of gravity 1.5964 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 1.2500 90.000 0.084900 Single 0.000 0.0000 0.6250 2 3.8231 0.000 0.084900 Cee 0.000 0.0000 1.9116 3 1.2500 -90.000 0.084900 Single 0.000 0.0000 0.6250 CFS 9.0.0 Page 2 Section: Section 4.cfss P83 Dbl. 16gaVersion 3.625"x1.625"S + (2) 3.625"T PaulPaul J Cavote Ford and Company Rev. Date: 6/14/2017 By: Paul Cavote Printed: 6/14/2017 Full Section Properties Area 1.5358 in''2 Wt. 0.0052217 k/ft Width 27.134 in Ix 3.6059 inA4 rx Sx(t) 1.9292 inA3 1.5323 in Ixy 0.0000 inA4 Y(t) 1.8691 in a 0.000 deg Sx(b) 1.9292 inA3 y(b) 1.8691 in Height 3.7382 in IY 1.9970 inA4 ry 1.1403 in Xo 0.0000 in Sy(1) 1.0447 inA3 x(1) 1.9116 in Yo 0.0000 in Sy(r) 1.0447 inA3 x(r) 1.9116 in jx 0.0000 in Width n jy 0.0000 in I1 3.6059 inA4rl 1.5323 3.8231 iin I2 1.9970 inA4 r2 1.1403 in Ic 5.6029 inA4 rc 1.9100 in Cw A6 Io 5.6029 inA4 ro 1.1030 in 1.9100 in J 0.0016400 inA4 Net Section Properties Ix 3.5741 inA4 rx 1.6176 in Area Sx(t) 1.9122 inA3 1.3660 in Y(t) 1.8691 in Ixy 0.0000 inA4 Sx(b) 1.9122 inA3 y(b) 1.8691 in Ic 5.5709 inA4 IY 1.9968 inA4 ry 1.2090 in Sy(1) 1.0446 inA3 x(1) 1.9116 in Sy(r) 1.0446 inA3 x(r) 1.9116 in [I -T Fully Braced Strength - 2012 North American Specification - US (AS 1) Material Type: A653 SS Grade 33, Fy=33 ksi Compression Positive Moment Positive Moment Pao 21.187 k Maxo 34.285 k-in Mayo 19.065 k-in Ae 1.1556 inA2 Ixe 3.3805 inA4 Iye 1.8859 inA4 Sxe(t) 1.7350 inA3 Sye(1) 1.0093 inA3 Tension Sxe(b) 1.8887 inA3 Sye(r) 0.9648 inA3 Ta 30.348 k Negative Moment Negative Moment Maxo 34.285 k-in Mayo 19.065 k-in VaySheIxe 3.3805 inA4 Iye 1.8859 inA4 ar 4.516 k Sxe(t) 1.8887 inA3 Sye(1) 0.9648 inA3 Vax 8.719 k Sxe(b) 1.7350 inA3 Sye(r) 1.0093 inA3 Member Check - 2012 North American Specification - US (ASD) Material Type: A653 SS Grade 33, Fy=33 ksi Design Parameters: Lx 25.500 ft Ly 25.500 ft Lt 25.500 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Cbx 1.0000 Cby 1.0000 ex 0.500000 in Cmx 1.0000 Cmy 1.0000 ey 0.000000 in Braced Flange: None k4 0 k Red. Factor, R: 0 Lm 25.500 ft r, CFS Version 9.0.0 Page 3 (3-p t1 o �I_ Section: Section 4.cfss Paul Cavote Dbl. 16ga 3.625"x1.625" S + (2) 3.625"T Paul J Ford and Company Rev. Date: 6/14/2017 By: Paul Cavote Printed: 6/14/2017 Loads: P Mx Vy My Vx (k) (k-in) (k) (k-in) (k) Entered 0.4750 5.0931 0.0000 0.0000 0.0000 Applied 0.4750 5.0931 0.0000 0.2375 0.0000 trength 2.6087 6.9926 4.5164 9.3302 8.7190 Effective section properties at applied loads: Ae 1.5358 inA2 Ixe 3 .6059 inA4 Iye 1.9970 inA4 Sxe(t) 1.9292 inA3 Sye(1) 1.0447 inA3 Sxe(b) 1.9292 inA3 Sye(r) 1.0447 inA3 Interaction Equations NAS Eq. C5.2.1-1 (P, Mx, My) 0.182 + 0.788 + 0.030 = 1.000 <= 1.0 NAS Eq. C5.2.1-2 (P, Mx, My) 0.022 + 0.728 + 0.025 = 0.776 <= 1.0 NAS Eq. C3.3.1-i (Mx, Vy) Sqrt(0.022 + 0.000) = 0.149 <= 1.0 NAS Eq. C3.3.1-1 (My, Vx) Sgrt(0.000 + 0.000)= 0.012 ,<= 1.0 KL/r exceeds 200. II? TL,1-�-"corms ) aiioUlaOle, Vial lead coiDeiciicy = o.105 k : 4-7S of d o 4 opal I gjh = zs i-6� Nicr)v)