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Plans UL J. FORD G pie &ICOMPANY Washington Square IV ED Bath & Body Works RETE Portland, OR JUN 2 2 2017 PJF Comm. Number A65717-0010 CITY OFTIGARD April 20, 2017 BUILDING DIVISION Structural Calculations Prepared by Paul Cavote A (ZE,v. 2 Email: pcavote@pjfweb.com o ( ( 20\7 FoP �C ( ,\\2— City of riga d (8,c PROpS A• n o e• Plana � ��GiNFF �� - gY �'"' Date fr %7 e e26697r GcSG4 S �wt �. GD s OREGON REVISION ,„ 23 o�S P J P►C' OFFICE COPY I E?(PIRATION DATE^- JUN 152011 Columbus Orlando 250 E Broad St,Suite 600 • L'"/ 1801 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 Page L Of & COM PA N Y By IRc Date o(4/2,o/211,e7 www.pjfweb.com Project WAS1-1I),1C�ToN) %0 � -BE r�` Client Comm.No.A 6S7 ti �0 SToiQLFgoNT CALCULATIONS • - •— • • r 8-o') CO LuNNJ C„ ANGLE DIAG BRACE ANGLE DIAD BRACE 1��'��S� PER DETAIL D/S03.02 PER DETAIL P1503.02 ANGLE DIAG BRACE \\ ANGLE DIAL BRACE PER DETAIL D1503.02 PER DETAIL D/503.02 erN 22-�i ci € V 0 // 11 I II Box BEAM A�� o ii I o III f, L 11 1 I / 0 Bax BiANA"g4� ° \ `� 502.01' U / 11 _ _ _ 1!11 I :ij ����� sozrnO GRILLE SUPPORTFINGEiGRILLESUPPORT1—= • OsozolGRILLE VENDOR COLUMN BY ROLLING F 01 GRILLE VENDOR —f-4 I r iao r st LFRAsE, 1 S1.6REF(41 T FRAC' N(x PL.* A IF 3/4' FRT PLYWOOD 15 NOT ALLOWED BY PA _ 3 MALL OR BUILDING OFFICIAL, THEN REPLACE PLYWOOD WITH 3/4"VERSAROC STRUCTURAL CEMENT BONDED PARTICAL BOARD BY U.S. ARCHITECTURAL PRODUCTS, INC., OR EQUAL. ///////// BENT PLATE 3/4' FRT PLYWOOD, CONNECT 3/I6x8x4 x0-6' LONG TO SUPPORTS W/08 SCREWS LLH @ EA END.OF @ 8"C/C AROUND PERIMETER HORIZONTAL MULLION 5 I ua: JI ( CONT 3 8", 20 GA , DG3'-0"O.C. MAX N 0� MTL STUD w/tt8 AND OFDECKAT INTERIORATPANEL SUPEPORTS.ES SCREWS 5/AT EA �. I CONNECTION BY � "� VERT<HORIZ STUD , STOREFRONT ,� � MAND AT ANUFACTURER + + + + `' L1 (4)+ + +I :'' (2) ROWOF Stl2 SCREWS 6" HEAVY DUTY .44n BLOCKING PER F/Al2.01 11 11 • CCORD LOCATION w/ (21-14 @ 4a p `� E OO BENT PL LOCATIONS v [y I I' _ ' ��. 26 PL F '.8 3 5/8" DIAG BRACE w"771111� 3 5/8"200A DIAG SEE DETAIL A/503.01 BRACE ALIGN WITH �_ rJ70i I +: DIAG BRACE ABOVE METAL fvoi SCREW, TYP — I, 15� zprj (SEE DETAIL R/501.01 I4 MI Dt (2)-0.157' DIA 1 FOR SCREW SIZE) POWDER ACTUATED 2.9 PT �� _ •, p FASTENERS(HILT! [[��,,���� I � � _ - (`‘Ni, • X-U OR EQUIVALENT) f— Q f1�NU-� 3 5/8", 20GA(MIN) -� it 11.. I6°O.C.@ I6"c/c iYP8 �� p t UNLESS NOTED11111111, Gll+SS wl IIPLFDL • EiAM , IQ BENT PLATE I/4x9x8 x0-6"LONG ` \ �\ 1 \\ HORIZONTAL Z EA END OF °Y� 5' .1 ANDIZONTAL MULLION CONY 3 5/8", 203I GA �. AND AT 3'-0'O.C. TRACK w/(2)-t<I2 MAX SCREWS @ I6"O.C., TYP. B� I� : a ' lII \ S74 � ) (?4 It I \‘‘' \i‘FI\Nfc4f- • 1 III I I I I I L+ 11 447 11 \ S J � 41.1. I' I 1 \ ZT 4: L CE I I I II NOTE: SEE DRAWING 501.01 FOR CODED NOTES STOREFRONT WALLS ARE 3 5/8", 20 GA, STRUCTURAL(I 5/8" FLANGE) METAL STUD FRAMING @ 16"c/c, UNLESS NOTED STOREFRONT SECTION - BBW t ' jIF 3/4"FRT PLYWOOD 15 NOT ALLOWED BY fT'�' kL- / MALL OR BUILDING OFFICIAL, THEN REPLACE °�'j~ PLYWOOD WITH 3/4"VERSAROC STRUCTURAL CEMENT BONDED PARTICAL BOARD BY U.S. d ARCHITECTURAL PRODUCTS, INC., OR EQUAL. BENT PLATE• 3/4" FRT PLYWOOD, CONNECT 3/ISxSz4 x0'-6"LONG '2_ o �.� AXIAL TO SUPPORTS W/tt8 SCREWS LLH @ EA END OF @ 8"C/C AROUND PERIMETER I-IORIZONTAL MULLION r,�� I f g t�,.((0:" CONT 3 5/B", 20 GA OF DECK, AT PANEL EDGES AND AT 3'-0'O.C. MAX w 1Y P`-I iL• MTL STUD w/tt8 ' AND AT INTERIOR SUPPORTS. SCREWS AT EA �. , I CONNECTION BY VERT 4 IORIZ STUD STOREFRONT ��� MANUFACTURER ►7 �i -----4,, 111111 (4) ROWS OF (4) ttl2• S" HEAVY DUTY BLOCKING PER F/AI2.01 COORD LOCATION w/ SENT PL LOCATIONS ' I� 3 5/8"2OGA DIAL 3 5/8" DIAG BRACE '' II BRACE ALIGN WITH 33 P�I` �� 0.0 SEE DETAIL A/503.01 DIAG BRACE ABOVE ELF _ F�(��1'f eJ ld.. (2)'0.157" DIA 1 D {1`� �Id•IS S},- _ POWDER ACTUATED Illi 1 �, 2.44 FASTENERS (HILTI tx) g `t ' d - X-U OR EQUIVALENT) �.�/ ,� I@ 16"O.C. METAL SCREW, TYP i L� �'- \— (SEE DETAIL R/501.01 8 '_ FOR SCREW SIZE) _ , a,u1iil � 33(.5.5./58; 5 LF L P D cd g 22P� DL Sc-IsA tc MASS ERM, wT, fRviiN& 4 FiNls� I. o _ TD 3 5/8", 200A MIN) ��� *""'v @ 16"c/c TTF( ,I 7 CONT 3 5/8", �s.. UNLESS NOTED aEY°" 20 GA TRACK �) 4 I STEEL F *\E az m I 8o ?LF �° a LL NI\ ` SEI Sri!C IMAs ' ToNA‘, RRA CE 3 ad Ci tj q Al p �`g to 1 0.157" DIA POWDER .�- la ACTUATED FASTENERS i (HILT] X-U OR ' EQUIVALENT) �� �I @ 16"O.C. (P EMBED) I I ! 5 • �� .y� I soz.oi NOTE �-----1 1 t SEE DRAWING 501.01 FOR CODED NOTES STOREFRONT WALLS ARE 3 5/8", 20 GA, t) STRUCTURAL (I 5/8"FLANGE)METAL taC z i43, STUD FRAMING @ 16"c/c, UNLESS NOTED 1 (,� '� STOREFRONT SECTION - BBW 1"-1'-0" `p �. sj PA cF 5 #IO SCREWS @ 8" C/C CONT 6", 18GA (MIN) MTL STUD NESTED IN 6" 18 GA TRACK BENT PLATE 3/16x8x4 x0-6" 3/4' FRT PLYWOOD, CONNECT TO LONG LLH @ EA END OF SUPPORTS W/#8 SCREWS @ 8" C/C HORIZONTAL MULLION AND AROUND PERIMETER OF DECK, AT AT 31-0" O.C. MAX PANEL EDGES AND AT INTERIOR SUPPORTS. CONNECTION BY IF 3/4" FRT PLYWOOD IS NOT / STOREFRONT ALLOWED BY MALL OR BUILDING MANUFACTURER OFFICIAL, THEN REPLACE PLYWOOD �<„:_1cp,"«<_, �''m11,- a WITH 3/4" VERSAROC STRUCTURAL i► j (2) ROWS OF CEMENT BONDED PARTICAL BOARD 4 (4) #12 SCREWS BY U.S. ARCHITECTURAL PRODUCTS, , INC., OR EQUAL. v • 3 5/8", 20GA (MIN) CONNECT TO @ 16" c/c TYP VERT STUDS UNLESS NOTED W/(4)-#10 SCREWS, TYP CH\I 11 ri . II t, 1 I STOREFRONT SECTION - BRW „-��-0„ L_ Pa �. STOREFRONT CALCULATIONS(interior) f Controlling Building Code: 24t:O S C G S P>r.CiA cll.) (2012, "8 Determine Storefront Seismic Load: SDS = �,�23 (See Page g ) 0.4 ap Sos Wp --- 4 where: ap = 1.0, Sos = 0,123 R = 2.5 Fp = [1+2 (z/h)] Ip = 1.0, (z/h) O.So for store ( Rp/Ip) location at 0.4(1.0)( 0. 23)Wp level 0 of 0 (2.5/1.0) Fp = 0.231 Wp -� Also check F range limits: Fp < Fp(max) = 1.6 Sos Ip Wp = 1.6(4,123 )(1.0)Wp= I.IS7 Wp (OK) V Fp > Fp(min) = 0.3 Sos Ip Wp = 0.3(°.723+ )(1.0)Wp= 0,21-7 Wp (01<)✓ use Fp = 0,2.3( Wp (factored) Convert factored Fp seismic value into working stress Fp seismic value: , ) Wp = 0,162 wp (working stress) Note: Per code, minimum lateral load = 5 psf co Determine whether seismic Fp value controls over minimum lateral load 5 psf value: / A) Min. lateral load 5 psf value: U e storefront framing height+/ height of ( f A) 4.S0 ft. + I ft.) = 4--S0 ft. ht. (See Page a� ) • ,, 5 psf x 11,.S o ft. ht. = 2.2.5" plf(working stress) B) Seismic value: Wp = I fo5 plf ia -.. , Fp = 0,162 Wp = 0 162 ( 165 plf) = 24.7 plf(working stress) CONTROLS iUse seismic Fp value = 2(0.7 plf(working stress) Continue checking other storefront framing areas to determine whether seismic Fp value controls over minimum lateral load 5 psf value: (see next page) 4 ' N 0 1.' Determine whether seismic Fp value controls over minimum lateral load 5 psf value: A) Min. lateral load 5 psf value: Use storefront framing height+1/2 height of S-1Uf WALL E4-.41- ft. + i (9. 5$ ft.) = 9,Q.( ft. ht. (See Page Li. ) •.., 5 psf x 9,21 ft. ht. = 44.0 plf(working stress) CONTROLS k.o, B) Seismic value: Wp = 17 0 plf 51 , Fp = 0,162 Wp = 0,162 ( 11 p plf) = 2-1, 5 plf(working stress) o oe Use minimum lateral load 5 psf value = TSO•® plf (— Continue checking other storefront framing areas to determine whether seismic Fp value controls over minimum lateral load 5 psf value: (see next page) (NJt ) , Design Maps Summary Report http://ehp2-earthquake.wr.usgs.gov/designma.s/us/summ h ate... , �'PP tat S ''IIA f, • ,-01W USGS Design Maps Summary Report SPct�T�° ( i , I ,C-) g User-Specified Input Report Title R',�O�'11 I-OOIQ Washington Square- Wed November 23, 2016 19:23:50 UTC A Building Code Reference Document 2012/2015 International Building Code � (which utilizes USGS hazard data available in 2008) Site Coordinates 45.45034°N, 122.78083°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III 1 ; 3 %� * ��' ��'�y '�-- - d � 'S fc (jam[ je .imo-7yam' ,. � -aty ` �? x ( � �+ t # c - y 4` - _ k.�' ''' - 7 3 ` li .,€ a maK , Nmss u '� 3 mo- . t $ a a, - e1 ",,"'� £' o, * .+ iga�# n �3' Y' .. z ..,...„4,_,-.:c.i.,„*.,,e. --.4.,v,*:.;.,..,..,. .. ,...._. ,; 0-4iict.t4t:Es:,.. > � ace ' 'r y x ,4 . :_ La� „ w '�• r :� ,r* ` e - a s . � ,r + r..4-1: 1•91"-IP P �f"L �. ns.� s�'.tic�' 11, USGS-Provided Output Ss = 0.978 g SMs = 1.084 g C-------0-7-233)441-!.-= . VA LVE • S1 = 0.425 g SM1 = 0.670 g SDl = 0.4 64 g • For information on how the SS and Si values above have been calculated from probabilistic (risk targeted) and deterministic ground motions direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"buildiinngthe code reference document. MCEEt Response Spectrum Design Response Spectrum 0.02 1.10 0.070 0.99 0.72 0.22 0.64 0.77 0.56 � 0.66 o 0.49 0.55 i 040 0.32 0.4401 o.33 0.24 0.22 0.16 0.11 0.019 0.00 . 0.00 0.00 0.20 0.40 0.60 0.20 1.00 1.20 1.40 1.60 1.20 2.00 0.00 0.20 0.40 0.50 0.80 1.00 1.20 1.40 1.60 1.20 2.00 Period, T(sec) Period, T;sec) Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject matter knowledge. 1 of 1 11/23/2016 2:24 PM P� � q DESIGN STOREFRONT DIAGONAL BRACE Lateral pressure: Use seismic Fp value = 2(0 7 Diagonal brace spacing = fto.cplf(working stress) CONTROLS •x., load in brace = 2‘,'� If (45 diagonal brace) p ( I ft. o.c.)V = 107 lbs 1./T o = S lbs = 0.151 k (working stress) v, See Pag'c 45 for diagonal brace details. Option 1: See Pages LK -41 for analysis of single 3 5/8" deep, 20 ga. diagonal brace w/length up to p Option 2: See Pages-S I for analysis of double 3 5/8"deep,20 ga. back-to-back diagonal bracce w/x S ( lbs = fl _ length up to 18'-0" max. k 5 brace load capacities shown on analyses. .°., BRACES Brace Load Imposed on Box Beams (additional uniform load) Load in brace resolved into vertical component = 15 I lbs/VT= 107 lbs. 10-7 lbs. brace vertical component occurs at Resolve vertical component into uniform load = � ft7 �b race spacing. stress). / ft. o.c. = 26.7 plf(working , apply 100%of 2�.7 plf uniform load on box beams which are directly adjacent to bottom of diagonal brace. Continue checking other storefront framing areas to determine other diagonal brace loading: (see next page) DVAGN4L Au Lt.1\1414 N4 .� ) 1 flI A‘*41, fAcE oPtl,�l s 3 i S N UYS S o � q � N PACa,S 5IATtiS( L PACS``. 10 DESIGN STOREFRONT DIAGONAL BRACE Lateral pressure: Use 5 psf minimum lateral load CONTROLS Diagonal brace spacing = ft. o.c. (45°diagonal brace) Brace supports lateral load for height of light gage framing+/height of STUA WALL = ',41—ft. + 1/2( l$ SR ft.) _ °i.-LI ft. ht. "-, load in brace = 5 psf( 4- ft. o.c.) ( 9,21 ft. ht.) 1-2- = IV+ lbs � 2400 lbs = 0.2C0 k(working stress) See Page)IS for diagonal brace details. Option 1: See Pages ��-I{-$ for analysis of single 3 5/8"deep, 20 ga. diagonal brace w/length up to 101— 04 Option 2: See Pages 4.1 -S � for analysis of double 3 5/8" deep, 20 ga. back-to-back diagonal brace w/ max. length up to I$^ 0max. 2(0 lbs = 0,24a k 5 brace load capacities shown on analyses. - ., BRACES OK ✓ Brace Load Imposed on Box Beams.(additional uniform load) Z Load in brace resolved into vertical component = 2,D 0 lbs/ ri= 1$4 lbs. L $4 lbs. brace vertical component occurs at ft. brace spacing. Resolve vertical component into uniform load = I$ lbs/ 4- ft. o.c. = plf(working stress). ••., apply 100%of 4`C,0 plf uniform load on S Tk11) WALL.which are directly adjacent to bottom of diagonal brace. Continue checking other storefront framing areas to determine other diagonal brace loading: (see next page) Fa btAAMIL LvN 46Z TOS SEE bIAGENAL MACE or3 5 AASIr?'S oN) PA acs SI A To Si L 4 FPA U J•iv Page H Of ) & COMPANY By 11C, Date O f/2 /'2,01 WWW.pjfWeb.COfYI Project WAS-AIN GTbt%1 SQUAD ,,— $/4J Client Comm.No.A6 S-7 I,_0010 CAE- DIA Ill, aQACINGj (a, SET IN) Lwvc1% (/NAL biRECirt4 DETV 'gixi c raml. S' I Shit- MASS FtI L6VA14 DF- ST F24ii To tIii 1s L VI . I ( 5 I'LF DL ( 6� LS/40 ' -I- 1 o Pyr DL x11:-lotji + 1i-to j .ThCFr EIA el AT s tl J d 02.01 AT St 40,1 F/S'bZ.,b( Tml L Sri lc rS_ To DIA 6oNAL c.ES) WP 350 Lir Fr = 0.1C2_\1 6440/6.-5rirs_S9 C s. ?ACE .-- _(O conc., IiiP L c _ 4,162 C$3 So (e_c_) 7:- 70 5 &c (1,40,04-, SSSS -7'0 5 C3.S -gESI S 2 AN cUt DV16 U 11,5‘ CEJ AT YS a 5 9'S° s - ------ uakD liQ P41 . E 70 x 5.7 z, -j0 s as th L 1D sew s ,, Es PAL 52_ r-02-, ANb tir— DIA 41:mu 1 ca ..:ON' it_ AA Atiok, s rafb ct►k- k = AkatES' 4k_ ✓ FQK A W SRA cf (AN WZ. (illi.SI SEE MIIA Si2E c ART o1) PACE; 52 , 1 PAGE- IQ ANGLE DIAG BRACE PER DETAIL D/S03.02 (SEE PLAN A/502.01 FOR LOCATION) p I/4 1( <TFL YP 3/16 1/4prk TYP I/2" TI-1K BASE PLATE w/(2)-1/2" DIA HILTI KW1 O BOLT TZ ANCHORS WITH 4" EMBED /4r 1 O lir t11 K2 502.01/ I n" 5/8 GROUT, K2 SECTION TYP 1 1/2" = t-0" NOTE: REFER TO SECTION ARCHITECTURAL SECTIONS FOR TUBE STEEL HEIGHTS STEEL SUPPORT SECTION = "0" I pjFPA U L J. FORD Page ►3 Of & COMPANY By PRC Date 0 Y121201^7 www.pjfweb.com Project w,01] J(1N.) SaU - PR 0) Client Comm.No. A657 17-x410 STEL FRAM\E � �o� � )\c, SU�PoPi " A Sr pi d L 4, v. l'--------,_ C'''' J Z los P :, � Q __ CFDL �o CANT �-6,JHr r ID x P Z LI S-7 PL 3 3 L °/-e -- . _ : 1 3 eax j 7:- 3$ C-I' -ly 'DL. ("WV-kir 4 (� xkr xs pi, t x1111'' nr = � ------ ter--,-- _ - t- , O - viA s ,t/i Z ,�• XL/C-Ca RAM —~e t x x vx x co yss'Oxgx4 I / . 3 / 2 • v SK-4 Apr 20, 2017 at 1:18 PM A65717-0010 Steel Frame.r3d • s Y Z Cl X ScL �ti - �, IS i P. klii %III'S% %11%%1 I 0. A. SK-6 Apr 20, 2017 at 1:18 PM A65717-0010 Steel Frame:r3d • • PA -.055k/ft 10005k/ft ��Mt 11 - 41111 444101 191 -,.4111101 2 '✓ d ,-/ ' 1ZT'' !Hi ' ' V va✓ T! !!! 1,!11 11I jai ✓✓Jaiy4'11 r 12k/ft -/ �a'41 ► -/ •4:AiiL 038k-ft/ft Mit `.5 12k/ft Loads:BLC 1,Dead Loads SK- 7 Apr 20, 2017 at 1:18 PM A65717-0010 Steel Frame.r3d .Y Z �► x _CTRL r-R w E .034k/ft � C PA G 17 .034k/ft a Loads:BLC 2,Live Loads(5 psf) SK- 8 Apr 20, 2017 at 1:19 PM A65717-0010 Steel Frame.r3d Y lS M' -,3 7 2 IN.5 SK- 5 Apr 20, 2017 at 1:18 PM A65717-0010 Steel Frame.r3d Beam: M1 PA G , Shape: HSS10x4x4 023 at 26.25 ft Mpterial: A500 Gr.B Rect Dy in Length: 26.25 ft 0 at 26.25 ft I Joint: N1 J Joint: N2 Dz 0 at 5.195 ft in LC 2: 1.0D+ 1.0L Code Check: 0.159 (bending) Report Based On 97 Sections -.43 at 13.125 ft 1.255 at.547 ft .156 at 23.242 ft 045 at 19.141 ft A k Vy1111111111 Ih''s11 k Vz ,�°���Illlllli�li�;�,�i r k ��, 1��111�1 -.045 at 7.109 ft -1.255 at 25.703 ft 1.513 at.547 ft .428 at 24.609 ft Mz k-ft .016 at 21.055 ft T k-ft My - - - - k-ft -.428 at.547 ft -.03 at 19.141 ft -6.758 at 13.125 ft 5.448 at 13.125 ft ft ksi .025 at 23.242 ft fa ksi fc ksi -5.448 at 13.125 ft AISC 14th(36O-10):ASD Code Check Direct Analysis Method Max Bending Check 0.159 Max Shear Check 0.036 (y) Location 13.125 ft Location .547 ft Equation H1-lb Max Defl Ratio L/695 Bending Range Compact Compression Flange Non-Slender Qs=1 Bending Web Compact Compression Web Slender Qa=.943 FY 46 ksi y-y z-z Lb 26.25 ft 26.25 ft Pnc/om 26.812 k KUr 185.98 90.53 Pnt/om 169.952 k Mny/om 19.073 k-ft L Comp Flange 26.25 ft Mnz/om 43.613 k-ft L-torque 26.25 ft Vny/om 71.632 k Taub 1 Vnz/om 25.423 k - Tn/om 23.546 k-ft Cb 1.192 LT,4_1L__FSANIF Column: M2 PAS 20 Shape: HSS4x4x4 .096 at 5.729 ft Material: A500 Gr.B Rect Length: 10 ft I Joint: N3 Dz in J Joint: N4 LC 2: 1.0D + 1.0L -.026 at 5.729 ft Code Check: 0.196 (bending) DY in Report Based On 97 Sections 1.284 at 10 ft -.157at0ft .043atOft VY int 1iWmil'IGiiWnlillilrlBlIIIIliiliillP111i1111111111i1! k Vz ° k A k 1.162 at 0 ft 1.565 at 10 ft .428 at 10 ft T k-ft MY k-ft Mz k-ft 6.132 at 10ft 381 at10ft ft ksi 4111111 fa ksi .345 at 0 ft fc ksi -6.132 at10ft A/SC 14th(360-10);ASD Code Check Direct Analysis Method Max Bending Check 0.196 Max Shear Check 0.006 (y) Location 10 ft Location 0 ft Equation H1-1b Max Defl Ratio L/1252 Bending Flange Compact Compression Flange Non-Slender Bending Web Compact Compression Web Non-Slender FY 46 ksi y-y z-z Lb 10 ft 10 ft Pnc/om 61.082 k KUr 78.877 78.877 Pnt/om 92.826 k Mny/om 10.765 k-ft L Comp Flange 10 ft Mnz/om 10.765 k-ft L-torque 10 ft Vny/om 25.423 k Taub 1 Vnz/om 25.423 k Tn/om 9.04 k-ft Cb 1.667 Column: M3A(j 21 Shape: HSS4x4x4 0 at 10 ft Material: A500 Gr.B Rect Dy in Length: 10 ft I Joint: N5 Dz ' in J Joint: N6 LC 2: 1.0D+ 1.OL -.026 at 5.729 ft Code Check: 0.196 (bending) -.096 at 5.729 ft Report Based On 97 Sections 1.284 at 10 ft .156atOft .043atOft Vy tIIIIIIiIIIII I llllllllillllL''iHIlilliltil!IIGIIIIIIM11IIIIIIp M k Vz k A k 1.162 at 0 ft Mz k-ft .428 at 10 ft T k-ft MY k-ft -1.565 at 10 ft 6.129 at 10ft .381 at10ft ft ksi fa ksi .345 at 0 ft fc ksi -6.129 at 10 ft AISC 94th(360-90):ASD Code Check Direct Analysis Method Max Bending Check 0.196 Max Shear Check 0.006 (y) Location 10 ft Location 0 ft Equation H1-lb Max Defl Ratio L/1252 Bending Flange Compact Compression Flange Non-Slender Bending Web Compact Compression Web Non-Slender z-Fy 46 ksi Y Lb 1 10 ft 10 10 ft Pnc/om 61.082 k KL/r 78.877 78.877 Pnt/om 92.826 k Mny/om 10.765 k-ft L Comp Flange 10 ft Mnz/om 10.765 k-ft L-torque 10 ft Vny/om 25.423 k Tau_b 1 Vnz/om 25.423 k Tn/om 9.04 k-ft Cb 1.667 • Company ST&c L F AM . — - . pi F Designer Apr 20,2017 .- Job Number : 1:17 PM Poi G. , 22 Model Name Checked By: Envelope Joint Reactions Joint X fkl LC Y fkl LC Z fkl LC MX fk-ftl LC MY jk-ftl LC MZ[k-ft] LC 1 N3 max .157 1 1.162 1 .043 _ 1 0 1 0 1 0 1 2 _ min .157 1 1.162 1 :043 1 0 1 0 1 0 1 3 N5 max -.156 . 1 1.162 1 .043 1 0 1 0 _ 1 0 1 4. min -:156 1 _ 1.162 1 .043 1: , 0 1 0 1 0 1 5 N7 max 0 1 0 1 .084 2 _ 0 1 0 _ 1 0 1 6 min_ 0 1 0 1 0 1 0 1 0 1 0 1 7 N8 max 0 1 0 1 .09 2 0 1 0 _ 1 0 1 8 min 0 1 0 1 .. 0 1: 0 1 0 1 0 1 9 N9 max 0 1 0 1 .088 2 0 1 0 1 0 1 10 min 0 1 0 1 0 , 1 0 1 0 1 0 1 11 N10 _max 0 1 0 1 .088 2 0 1 0 1 0 1 12 min 0 1 , 0 1 0 1 0 1 0 1 0 1 13 N11 max 0 _ 1 0 1 .09 2 0 1 01 0 1 14 man 0 _ 1 0 1 0 1, 0 1 0 1 0 1 15 N12 max 0 1 0 1 .084 2 0 1 0 1 0 1 16 min 0 1 0 1 0 _ 1 0 1 0 1 0 1 17 N6 _max 0 1 0 1 .007 2 0 1 0 1 0 1 18 min 0 1 0 1 -.043 1 0 1 0 1 0 1 ;. 19 N4 max 0 1 0 1 .007 2 0 1 01 0 1 20 min 0 1 0 1 -.043 1 0 1 0 1 0 1 21 Totals: max 0 1 2.325 1 .622 2 22 min 0 1 2.325 1 0 1 RISA-3D Version 15.0.2 [G:\...\...\...\...\Calcs\A65717-0010 Steel Frame.r3d] Page 3 Des finer `' c A- Apr 20,2017 3 . paiF Job Number 1:17 PM t Model Name Checked By: Envelope Joint Displacements Joint X finl LC Y fin] LC Z tint LC X Rotation... LC Y Rotation... LC Z Rotation ... LC 1 Ni max 0 1 .023 1 0 2 1.136e-03 1 2.929e-06 2 -4.161e-03 1 2 min _ 0 1 .023. 1 0 1 1.136e-03 1 0 1 -4`161e-03 1 3 N2 max 0 1 .023 1 0 2 1.136e-03 1 0 1 4.161e-03 1 4 min 0 1 .023 1 0 1 1.136e-03 1 -2.929e-06J, 2 4.161e-03 1 5 N3 max 0 1 0 1 0 1 -5.646e-04 1 3.178e-06 2 2.067e-03 1 6 mm - 0 1 0 1 0 1 5.646e-04 -1 0 1 2:.067e-03 1 7 N4 max 0 1 -.002 1 0 1 1.136e-03. 1 3.178e-06 2 -4.161e-03 1 8 min 0 1 -.002 1 0 2 1.136e-03 11 0 _" 1 -4_161e-03 1 9 N5 max 0 1 0 1 0 1 -5.646e-04 1 0 1 -2.063e-03 1 10 man 0 1 0 1 0 1 -5.646e-04 1 -3.178e-06 2 2.063e-03' 1 11 N6 max 0 1 _ -.002 1 0 1 1.136e-03 1 0 1 4.161e-03 1 12 min 0 1 -.002 ° 1 0 2` 1.136e-03 1 -3.178e-06 -2 4.161e-03 1 13 N7 max 0 1 -.135 1 0 1 1.434e-03 1 1.755e-06 2 -4.159e-03 1 14 min 0 1 -.135 1 0 2 1.434e-03 1 0 1 -4159e-03 1 15 N8 max 0 1 -.314 1 0 1 1.765e-03 1 0 1 -3.055e-03 1 16 min 0 1 -.314 1 0 2 1.765e-03 1 -4.159e-07 2 -3.055e-03 1 17 N9 max 0 1 -.417 1 0 1 1.931e-03 1 1.186e-07 2 -1.111e-03 1 18 min 0 1 .417 1 0 2 1.931e-03 1 0 1 -1.111e-03 1 19 N10 max 0 1 -.417 1 0 1 1.931e-03 1 0 1 1.111e-03 1 20 min 0 1 -.417 1 0 2 1.931e-03 1 -4.186e-07 2 1.111e-03 1 21 N11 max 0 1 -.314 1 0 1 1.765e-03 1 4.159e-07 2 3.054e-03 1 22 ,min 0 1 -.314 1 0 2 1.765e-03 1 0 1 3.054e-03 1 23 N12 max 0 1 -.135 1 0 1 1.434e-03 1 0 1 4.159e-03 1 24 mine 0 1 -.135 1 0 2 1.434e-03. 1 -1.755e-06 2 4.159e-03 1 • RISA-3D Version 15.0.2 [G:\...\...\...\...\Calcs\A65717-0010 Steel Frame.r3dj Page 4 NOTE: FORLSEE OCATIONS STOREFRONTWHERE FRAMINGBEAMISCONTINUOUS PLAN A/502.01 ACROSS TOP OF COLUMN PA 24 _\ �� --i 21 NOTE: SEE CODED NOTES --- - L/501.01 FOR BEAMS - / REQUIRING WEB STIFFENERS I AT BEARING POINTS • , I r---------sss-----7-- SEE PLAN V # SECTIONS FOR 1 / — BUILT-UP BOX T' BEAM 18 GA TOP TRACK (TRACK DEPTH SHALL MATCH STUD DEPTH). 18 GA. PLATE EACH SIDE WITH (8)-#8 PAN HEAD STOP FULL LENGTH SCREWS. TRACKS OF BUILT-UP COLUMN SHORT OF TOP TRACK , 3 5/8 OR 6" DEEP STUDS / 3 5/8 OR 6 DEEP TRACK AS REQUIRED BY OTHER AS REQUIRED BY OTHER SECTIONS AND DETAILS SECTIONS AND DETAILS LIGHTGAGE BOX BEAM TO COLUMN CONNECTION (TYP UNLESS NOTED) 'I I � STOP FULL LENGTH TRACKS OF a-----j lia--a--a. BUILTUP COLUMN SNORT OF B TRACK 18 GA BASE TRACK (2) PAN HEAD ASE (TRACK DEPTH SCREWS EACH SIDE 1-_, 101111° SHALL MATCH STUD DEPTH). LIGHTGAGE BOX COLUMN BASE CONNECTION (TYP UNLESS NOTED) (4)-I/4" DIA HILTI KKK HUS-EZ CONC ANCHORS w/I 5/8" EMBED LIGHTGAGE BOX COLUMN DETAIL 3„-1'-0" C OODS031COOCOLM 10.26.10 rim* ' ' 0 JfAUJ . L FORD AND COMPANY Page CS Of TRUCTURAL ENGINEERS By PRC Date Otil 2.�f20i7 ww . p j f w e b . c o m Project III AS IJIN(irt &GAUA I -B-RW , f Client Comm.No.A“-)11-1°1) r SEE ?AES 27 -32, Foi ANA)'SIS (sEE PAGE 1.__) VERTICAL coMPoN ENT OF LAVAL SEISMIC (AV SCgAxM nA' – ok ✓ REsISTs=D BY 45° 81 ., 6RAc Lo AD SAD & ti 26,-] P� EL FT, 0.c. QoNV&TED Iwo EQutVALENIT 1+ k 1� f UN(FoRt! LOAD) 1 SPCS, W W r 2 METTA L SCR£W S + 1; c if &c. ^- 440 PLF DL guILT-UP SOX BEAM: 22� CD BgANI SPAM I 4 DBL. 12" DE€.F) 9a. ®.�I'Sb k PL 0 �5(0 BEAM w/ — k bL 3%8' Wtb . I 3q, + + 0 30`� k EL a 3° k TRgck 'roP 8TM EL RA/4 L.AT AL LARDS 0.304 k EL Rohl LAVAL Lo,DS FRaM LA kAL up, S BEAM ( -I- „A„ RE-Am-101J• 0,4-S6 k DL. FRart BEAM --$E.E. PA&rES 21-ii-3 Fort ANALYSISir "--A CTiat I39X CoLWAN "C.' pk * 8 MErAL SCREWS f— . ITE : ALL t oAo S NoviN- 0eI2 0,c, ( A S Cr— ARE KT WoKKI041. STRESS BUILT-.V? BOK COLUMN 14` DEL, SS/s ''Dee) I$ y1/4. th- STUDS .W/ 35fk " w,DE, 18 3d" TRACk EACH S1DE z 3 0 v 4 O.4,SCkbt_ + c)=k EL FRot LATIN L L0A-bS PAUL J . FORD AND COMPANYlailli Page 2‘ of STRUCTURAL ENGINEERS By Pic Of ?,020(7 www . pjfweb . com Project WAS4IT01N1 54UNQE W Client Comm.No.A65711-600 _ L_ SEE QACxES 33 -38 Fak ANAu'Sis (SEE PA6,E(141A\ ) 80( `" VFRTI cA L c oMPory f T oF CAIPr L NA BEAM ''13 - ok ✓ / RusISTm EY 4S° 1)1A4 BRAC (SRAcE LOAD & ti (Njit) PLF 011A.) FT, O.C. Coh(V TED INTa EQUIVALENT 0W 41 4 4 4' UNIFrokri LOAD) r*R° 8 P`S" i MCIAL ScR£W S + @ 12 o.c. "' 20 PLF bL 1 BUILT-UP BoX BEAM; 221- (o'J Lir-Ail SPAM 4 DBL. 8 1A53) 18 10,. Bi.A1v1Wy 0.228 k DL 0,228 k bL 3 SfI meg. IS ga, + + IL/Lk TRAck -Tor 61-1A . (NIA.) k F. o i LATOAL loins (N(A) k Rom LATgAL Logos FRAM L. I.DAD.S SEAM I + j REAcriOJJ 0.22$ k DL FRoM REAM SEF. PAGrES .39 -4.3 Folk ANALYSIS 8 gcil®11 Bo)( counAN ',G: - olc ✓ 101 14- pc-S, f ,l- 8 Fi ThL s ws4 �`� No j ALL LoAds SNawN ... @12 0,c, _ r ARE Ki WOKKk z STRESS $uILT- UP box col.UMhl: "I DEL, 3 S/g ",AE .P) 18 r. = STUDS 'W/ 3S/8 " wlb, .1.3_ 30k, TO* EACH SIDE E -J 0 (.J 0.228kbL NIA) k Roy L-ATR L LDA-DS CFS Version 9.0.0 Page 1 Section: Section 1.cfss Paul Cavote Box Beam "A" Paul J Ford and Company PA 6E- 2-7 A65717-0010 Washington Square-BBW Rev. Date: 4/20/2017 By: Paul Cavote QD u ,�l A Printed: 4/20/2017 )�{ • 0 I CFS Version 9.0.0 Page 1 Section: Section 1.cfss Paul Cavote Box Beam "A" Paul J Ford and Company A65717-0010 Washington Square-BBW Pit E 2 g Rev. Date: 4/20/2017 By: Paul Cavote 'rox BEAM 'Al Printed:4/20/2017 4 Section Inputs Material: A653 SS Grade 50/1 No strength increase from cold work of forming. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 50 ksi Tensile Strength, Fu 65 ksi Warping Constant Override, Cw 0 inA6 Torsion Constant Override, J 0 inA4 Connector Spacing 12 in Part 2, Thickness 0.0713 in (14 Gage) Placement of Part from Origin: X to center of gravity -1.5971 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 0.500 270.000 0.10700 None 0.000 0.000 0.250 2 1.625 180.000 0.10700 Single 0.000 0.000 0.813 3 12.000 90.000 0.10700 Cee 0.000 1.500 6.000 4 1.625 0.000 0.10700 Single 0.000 0.000 0.813 5 0.500 -90.000 0.10700 None 0.000 0.000 0.250 • Stud, Thickness 0.0713 in (14 Gage) Placement of Part from Origin: X to center of gravity 1.5971 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 0.500 90.000 0.10700 None 0.000 0.000 0.250 2 1.625 360.000 0.10700 Single 0.000 0.000 0.813 3 12.000 270.000 0.10700 Cee 0.000 1.500 6.000 4 1.625 180.000 0.10700 Single 0.000 0.000 0.813 5 0.500 90.000 0.10700 None 0.000 0.000 0.250 Part 4, Thickness 0.0713 in (14 Gage) Placement of Part from Origin: X to center of gravity 0 in Y to center of gravity 5.7939 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 1.2500 90.000 0.10700 Single 0.000 0.0000 0.6250 2 3.8746 0.000 0.10700 Cee 0.000 0.0000 1.9373 3 1.2500 -90.000 0.10700 Single 0.000 0.0000 0.6250 Track, Thickness 0.0713 in (14 Gage) Placement of Part from Origin: X to center of gravity 0 in Y to center of gravity -5.794 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 1.2500 270.000 0.10700 Single 0.000 0.0000 0.6250 2 3.8746 180.000 0.10700 Cee 0.000 0.0000 1.9373 3 1.2500 90.000 0.10700 Single 0.000 0.0000 0.6250 • CFS Version 9.0.0 Page 2 Section: Section 1.cfss Paul Cavote Box Beam "A" Paul J Ford and Company A65717-0010 Washington Square-BBW PACE 21 Rev. Date: 4/20/2017 By: Paul Cavote Printed: 4/20/2017 Ba � ; Full Section Properties Area 3.1129 inA2 Wt. 0.010584 k/ft Width 43.659 in Ix 68.405 inA4 rx 4.6877 in Ixy 0.000 inA4 Sx(t) 11.267 inA3 y(t) 6.0713 in a 0.000 deg Sx(b) 11.267 in'3 y(b) 6.0713 in Height 12.1426 in Iy 8.072 inA4 ry 1.6103 in Xo 0.0000 in Sy(1) 4.167 inA3 x(1) 1.9373 in Yo 0.0000 in Sy(r) 4.167 inA3 x(r) 1.9373 in jx 0.0000 in Width 3 .8746 in jy 0.0000 in I1 68.405 in'4 rl 4.6877 in I2 8.072 inA4 r2 1.6103 in Ic 76.477 inA4 rc 4.9566 in Cw 14.838 inA6 Io 76.477 inA4 ro 4.9566 in J 0.0052750 in'4 Net Section Properties Ix 68.365 inA4 rx 4.8562 in Area 2.8990 inA2 Sx(t) 11.260 inA3 y(t) 6.0713 in Ixy 0.000 inA4 Sx(b) 11.260 inA3 y(b) 6.0713 in Ic 75.720 inA4 0 Iy 7.355 inA4 ry 1.5929 in Sy(1) 3 .797 inA3 x(1) 1.9373 in Sy(r) 3.797 in'3 x(r) 1.9373 in Fully Braced Strength - 2012 North American Specification - US (ASD) Material Type: A653 SS Grade 50/1, Fy=50 ksi Compression Positive Moment Positive Moment Pao 43.088 k Maxo 269.66 k-in Mayo 59.09 k-in Ae 1.5512 inA2 Ixe 60.918 inA4 Iye 4.779 inA4 Sxe(t) 9.007 in'3 Sye(1) 3.289 in'3 Tension Sxe(b) 11.325 inA3 Sye(r) 1.973 inA3 Ta 93.200 k Negative Moment Negative Moment Maxo 269.66 k-in Mayo 59.09 k-in Shear Ixe 60.918 inA4 Iye 4.779 inA4 Vay 11.271 k Sxe(t) 11.325 inA3 Sye(1) 1.973 inA3 Vax 16.189 k Sxe(b) 9.007 inA3 Sye(r) 3.289 inA3 CFS Version 9.0.0 Page 1 Analysis: Analysis 1.cfsa Paul Cavote 22.5 ft Span Simple Beam - Box Beam "A" Paul J Ford and Company A65717-0010 Washington Square-BBW Rev. Date: 4/20/2017 PA E 3o By: Paul Cavote Printed: 4/20/2017 "` 0 N Analysis Inputs Members Section File Revision Date and Time 1 Section 1.cfss 4/20/2017 10:12:45 AM Start Loc. End Loc. Braced R k0 Lm (ft) (ft) Flange (k) (ft) 1 0.000 22.500 Top 0.4000 0.0000 22.500 ex ey (in) (in) 1 0.000 0.000 Supports Type Location Bearing Fastened K (ft) (in) 1 XYT 0.000 2.00 No 1.0000 2 XYT 22.500 2.00 No 1.0000 • Loading: Dead Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude INC1.1164 1 Distributed 90.000 0.000 22.500 -0.040000 -0.040000 k/ft '� Loading: Earthquake Load I ..ttr. r Type Angle Start Loc. End Loc. Start End �"�•� (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 22.500 -0.038100 -0.038100 k/ft Load Combination: D Specification: 2012 North American Specification - US (ASD) Inflection Point Bracing: No � Loading Factor 2.6, 13F L. - ' '3.°2° k44 EL {/WoRku4\S SS 1 Dead Load 1.000 Load Combination: D+0.7E 0.7 04L `" 61-6g Specification: 2012 North American Specification - US (ASD) Inflection Point Bracing: No Loading FactorfK/c �.L c1 (FnC.MRE.b) 1 Dead Load 1.000 = o'o3 ( 2 Earthquake Load 0.700 CFS Version 9.0.0 Page 2 Analysis:Analysis 1.cfsa Paul Cavote 22.5 ft Span Simple Beam - Box Beam "A" Paul J Ford and Company A65717-0010 Washington Square-BBW ! A GE. 3 I Rev. Date: 4/20/2017 „ 1 By: Paul Cavote BO< BEAm A Printed: 4/20/2017 Member Check - 2012 North American Specification - US (ASD) Load Combination: D+0.7E Design Parameters at 11.250 ft: Lx 22.500 ft Ly 22.500 ft Lt 22.500 ft Kx 1.0000 Ky , 1.0000 Kt 1.0000 Section: Section 1.cfss Material Type: A653 SS Grade 50/1, Fy=50 ksi Cbx 1.1364 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: Top k(I) 0 k Red. Factor, R: 0.4 Lm 22.500 ft Loads: P Mx Vy My Vx (k) (k-in) (k) (k-in) (k) Total 0.000 50.63 0.000 0.00 0.000 Applied 0.000 50.63 0.000 0.00 0.000 Strength 11.944 229.63 11.271 53.43 16.189 Effective section properties at applied loads: Ae 3.1129 inA2 Ixe 68.405 in'4 Iye 8.072 inA4 Sxe(t) 11.267 in^3 Sye(1) 4.167 inA3 Sxe(b) 11.267 inA3 Sye(r) 4.167 inA3 Interaction Equations NAS Eq. C5.2.1-1 (P, Mx, My) 0.000 + 0.220 + 0.000 = 0.220 <= 1.0 NAS Eq. C5.2.1-2 (P, Mx, My) 0.000 + 0.220 + 0.000 = 0.220 <= 1.0 NAS Eq. C3.3.1-1 (Mx, Vy) Sqrt(0.035 + 0.000)= 0.188 <= 1.0 NAS Eq. C3.3.1-1 (My, Vx) Sqrt(0.000 + 0.000)= 0.000 <= 1.0f • CFS Version 9.0.0 Page 1 Analysis: Analysis 1.cfsa Paul Cavote 22.5 ft Span Simple Beam - Box Beam "A" Paul J Ford and Company ' P 32 A65717-0010 Washington Square-BBW Rev. Date: 4/20/2017 n 4., By: Paul Cavote Dai Rema A Printed: 4/20/2017 "l Load Combination: D+0.7E, Y Direction Reaction (k) 0.75004 0.75004 0.75004 Shear (k) -0.75004 50.628 Moment (k-in) stfM"A - ak Deflection (in) T - 0�o-764' ° L/ K EL 3iSIto -0.19052 tom= 0. 111" = L/ 4.17 0 f • CFS Version 9.0.0 Page 1 Section: Section 2.cfss Paul Cavote Box Beam "B" Paul J Ford and Company A65717-0010 Washington Square-BBW PA q. 33 Rev. Date: 4/20/2017 By: Paul Cavote 11 Printed: 4/20/2017 B' EfAM gra • 0 • CFS Version 9.0.0 Page 1 Section: Section 2.cfss Paul Cavote Box Beam "B" Paul J Ford and Company A65717-0010 Washington Square-BBW PAGC, 3L1- 4 Rev. Date:4/20/2017 it w By: Paul Cavote Printed: 4/20/2017 00 X B��Bry\ 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 Connector Spacing 12 in Part 2, Thickness 0.0451 in (18 Gage) Placement of Part from Origin: X to center of gravity -1.4999 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 8.0000 90.000 0.071200 Cee 0.000 1.5000 4.0000 4 1.6250 0.000 0.071200 Single 0.000 0.0000 0.8125 5 0.5000 -90.000 0.071200 None 0.000 0.0000 0.2500 v Stud, Thickness 0.0451 in (18 Gage) Placement of Part from Origin: X to center of gravity 1.4999 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 8.0000 270.000 0.071200 Cee 0.000 1.5000 4.0000 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 4, Thickness 0.0451 in (18 Gage) Placement of Part from Origin: X to center of gravity 0 in Y to center of gravity 3.776 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 0.000 0.071200 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 -3.776 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 Page 2 Section: Section 2.cfss Paul Cavote Box Beam "B" Paul J Ford and Company A65717-0010 Washington Square-BBW Rev. Date:4/20/2017 4* APA(x 25 By: Paul Cavote gb X asAm B Printed: 4/20/2017 Full Section Properties Area 1.6258 inA2 Wt. 0.0055277 k/ft Width 36.049 in Ix 17.211 inA4 rx 3.2536 in Ixy 0.000 inA4 Sx(t) 4.2547 inA3 y(t)' 4.0451 in a 0 .000 deg Sx(b) 4.2547 inA3 y(b) 4.0451 in Height 8.0901 in iy 3.879 inA4 ry 1.5447 in Xo 0.0000 in Sy(1) 2.0491 inA3 x(1) 1.8932 in Yo 0.0000 in Sy(r) 2.0491 inA3 x(r) 1.8932 in jx 0.0000 in Width 3.7864 in jy 0.0000 in Ii 17.211 inA4 rl 3 .2536 in I2 3.879 in'4 r2 1.5447 in Ic 21.090 inA4 rc 3.6017 in Cw 4.1790 inA6 Io 21.090 inA4 ro 3.6017 in J 0.0011023 inA4 Net Section Properties Ix 17.185 inA4 rx 3.3956 in Area 1.4905 inA2 Sx(t) 4.2484 inA3 y(t) 4.0451 in Ixy 0.000 inA4 Sx(b) 4.2484 inA3 y(b) 4.0451 in Ic 20.614 inA4 d Iy 3.428 inA4 ry 1.5166 in Sy(1) 1.8109 inA3 x(1) 1.8932 in Sy(r) 1.8109 inA3 x(r) 1.8932 in Fully Braced Strength - 2012 North American Specification - US (ASD) Material Type: A653 SS Grade 33, Fy=33 ksi Compression Positive Moment Positive Moment Pao 15.844 k Maxo 65.391 k-in Mayo 21.201 k-in Ae 0.86422 inA2 Ixe 15.046 in'4 Iye 2 .425 inA4 Sxe(t) 3.3092 inA3 Sye(1) 1.5893 inA3 Tension Sxe(b) 4.2465 inA3 Sye(r) 1.0729 inA3 Ta 32.127 k Negative Moment Negative Moment Maxo 65.391 k-in Mayo 21.201 k-in Shear Ixe 15.046 inA4 Iye 2.425 inA4 Vay 4.633 k Sxe(t) 4.2465 inA3 Sye(1) 1.0729 inA3 Vax 6.587 k Sxe(b) 3.3092 inA3 Sye(r) 1.5893 inA3 CFS Version 9.0.0 Page 1 Analysis:Analysis 4.cfsa Paul Cavote 22.5 ft Span Simple Beam - Box Beam "B" Paul J Ford and Company A65717-0010 Washington Square-BBW A � Rev. Date:4/20/2017 I P3C By: Paul Cavote Printed: 4/20/2017X $r'AA.a Analysis Inputs Members Section File Revision Date and Time 1 Section 2.cfss 4/20/2017 10:25:19 AM Start Loc. End Loc. Braced R Lm (ft) (ft) Flange (k) (ft) 1 0.000 22.500 Bottom 0.6500 0.0000 22.500 ex ey (in) (in) 1 0.000 0.000 Supports .Type Location Bearing Fastened _ K (ft) (in) 1 XYT 0.000 2.00 No 1.0000 2 XYT 22.500 2.00 No 1.0000 INCU.)pS Loading: Dead Load ALL Type Angle Start Loc. End Loc. Start End (�A8 (deg) (ft) (ft) Magnitude Magnitude �`�' S 1 Distributed 90.000 0.000 22.500 -0.020000 -0.020000 k/ft �--✓' Load Combination: D Specification: 2012 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Dead Load 1.000 • Member Check - 2012 North American Specification - US (ASD) Load Combination: D Design Parameters at 11.250 ft: Lx 22.500 ft Ly 22.500 ft Lt 22.500 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 CFS Version 9.0.0 Page 2 Analysis: Analysis 4.cfsa Paul Cavote 22.5 ft Span Simple Beam - Box Beam "B" Paul J Ford and Company A65717-0010 Washington Square-BBW PA 37 Rev. Date: 4/20/2017 By: Paul Cavote 8ov BW 8" Printed: 4/20/2017 Section: Section 2.cfss Material Type: A653 SS Grade 33, Fy=33 ksi Cbx 1.1364 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: Bottom 10 0 k Red. Factor, R: 0.65 Lm , 22.500 ft Loads: P Mx Vy My Vx (k) (k-in) (k) (k-in) (k) Total 0.000 15.188 0.000 0.000 0.000 Applied 0.000 15.188 0.000 0.000 0.000 Strength 11.539 42.504 4.633 16.763 6.587 Effective section properties at applied loads: Ae 1.62580 inA2 Ixe 17.211 in'4 Iye 3.879 in'4 Sxe(t) 4.2547 in'3 Sye(1) 2.0491 inA3 Sxe(b) 4.2547 inA3 Sye(r) 2.0491 inA3 Interaction Equations NAS Eq. C5.2.1-1 (P, Mx, My) 0.000 + 0.357 + 0.000 = 0.357 <= 1.0 NAS Eq. C5.2.1-2 (P, Mx, My) 0.000 + 0.357 + 0.000 = 0.357 <= 1.0 NAS Eq. C3.3.1-1 (Mx, Vy) Sqrt(0.054 + 0.000)= 0.232 <= 1.0 NAS Eq. C3.3.1-1 (My, Vx) Sqrt(0.000 + 0.000)= 0.000 <= 1.0 Ro)C B 4M "(�u— or CFS Version 9.0.0 Page 1 Analysis: Analysis 4.cfsa Paul Cavote 22.5 ft Span Simple Beam - Box Beam "B" Paul J Ford and Company _ --..- A65717-0010 Washington Square-BBW PA .E 38 F Rev. Date: 4/20/2017 By: Paul Cavote Q�� Q� '`n►� Printed: 4/20/2017 U t� 6 Load Combination: D, Y Direction Reaction (k) 0.225 0.225 0.225 Shear (k) 4122515.188 Moment (k-in) Deflection (in) A z 0,21-7. L/� 11,189 4( -0.22716 CFS Version 9.0.0 Page 1 Section: Section 3.cfss Paul Cavote Box Column "C" Paul J Ford and Company A65717-0010 Washington Square-BBW PA E., 31 i Rev. Date:4/20/2017 By: Paul Cavote Printed: 4/20/2017 , 4 Qb CoLUtA0 C, • 0 • • CFS Version 9.0.0 Page 1 Section: Section 3.cfss Paul Cavote Box Column "C' Paul J Ford and Company A65717-0010 Washington Square-BBW PAS , ifo Rev. Date: 4/20/2017 ,: By: Paul Cavote 13IiX ALO * C" Printed: 4/20/2017 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 Connector Spacing 12 in Part 2, Thickness 0.0451 in (18 Gage) Placement of Part from Origin: X to center of gravity -1.3108 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 5 0.5000 -90.000 0.071200 None 0.000 0.0000 0.2500 j Stud, Thickness 0.0451 in (18 Gage) Placement of Part from Origin: X to center of gravity 1.3108 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 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 0.000 0.071200 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 Page 2 Section: Section 3.cfss Paul Cavote Box Column "C" Paul J Ford and Company A65717-0010 Washington Square-BBW PA E. 4,1 Rev. Date:4/20/2017 l By: Paul Cavote 130X CALUM "C, Printed: 4/20/2017 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 0.000 deg Sx(b) 1.5556 inA3 y(b) 1.8576 in Height 3.7151 in Iy 2.5642 inA4 ry 1.4432 in Xo 0.0000 in Sy(1) 1.3544 inA3 x(1) 1.8932 in Yo 0.0000 in Sy(r) 1.3544 inA3 x(r) 1.8932 in jx 0.0000 in Width 3.7864 in jy 0.0000 in I1 2.8896 inA4 rl 1.5320 in I2 2.5642 inA4 r2 1.4432 in Ic 5.4538 inA4 rc 2.1047 in Cw 0.90990 inA6 Io 5.4538 inA4 ro 2.1047 in J 0.0008347 inA4 Net Section Properties Ix 2.8642 inA4 rx 1.6167 in Area 1.0959 inA2 Sx(t) 1.5419 inA3 y(t) 1.8576 in Ixy 0.0000 inA4 Sx(b) 1.5419 inA3 y(b) 1.8576 in Ic 4.9775 inA4 t Iy 2.1133 inA4 ry 1.3887 in Sy(1) 1.1163 inA3 x(1) 1.8932 in Sy(r) 1.1163 inA3 x(r) 1.8932 in 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 18.604 k-in Ae 0.84354 inA2 Ixe 2.6166 inA4 Iye 1.8872 inA4 Sxe(t) 1.3112 inA3 Sye(1) 1.0591 inA3 Tension Sxe(b) 1.5217 inA3 Sye(r) 0.9415 inA3 Ta 24.329 k Negative Moment Negative Moment Maxo 25.909 k-in Mayo 18.604 k-in Shear Ixe 2.6166 inA4 Iye 1.8872 inA4 Vay 3.882 k Sxe(t) 1.5217 inA3 Sye(1) 0.9415 inA3 Vox 6.587 k Sxe(b) 1.3112 inA3 Sye(r) 1.0591 inA3 CFS Version 9.0.0 Page 1 Analysis: Analysis 5.cfsa Paul Cavote 9.625 ft Tall Beam-Column -Box Col. "C" Paul J Ford and Company A65717-0010 Washington Square-BBW FA6cE ,t2- 't Rev. Date:4/20/2017 6 By: Paul Cavote a Printed: 4/20/2017 CAU)14\ C 4 Analysis Inputs Members Section File Revision Date and Time 1 Section 3.cfss 4/20/2017 10:37:57 AM Start Loc. End Loc. Braced R k0 Lm (ft) (ft) Flange (k) (ft) 1 0.0000 9.6250 None 0.0000 0.0000 9.6250 ex ey (in) (in) 1 0.000 0.000 Supports Type Location Bearing Fastened K (ft) (in) 1 XYT 0.0000 2.00 No 1.0000 2 XYT 9.6250 2.00 No 1.0000 Loading: Dead Load Type Angle Start Loc. End Loc. (Znitudeid "\ tart Ed ; GLS ! 1 Axial (deg) (ft) (ft) e NA 0.0000 9Aud .6250 0.45600 0.45600 k ' L I CFS Version 9.0.0 Page 2 Analysis: Analysis 5.cfsa Paul Cavote 9.625 ft Tall Beam-Column- Box Col. "C" Paul J Ford and Company • PA -C,.- l-3 A65717-0010 Washington Square-BBW f Rev. Date:4/20/2017 R�� � ,\ "�� By: Paul Cavote N nklklaS Printed: 4/20/2017 ALL Loading: Earthquake Load "*4S Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.0000 9.6250 0.43400 0.43400 k Load Combination: D Specification: 2012 North'American Specification - US (ASD) Inflection Point Bracing: No (. rk€L )Loading FactorEL, 0,W1-O, k it1 Dead Load 1.000 0,-7 O - F CTS' Load Combination: D+0.7E Specification: 2012 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Dead Load 1.000 �� �� TAcropa) 2 Earthquake Load 0.700 ' ._. Member Check - 2012 North American Specification - US (ASD) Load Combination: D+0.7E Design Parameters at 0.0000 ft, Right side: Lx 9.6250 ft Ly 9.6250 ft Lt 9.6250 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Section: Section 3.cfss Material Type: A653 SS Grade 33, Fy=33 ksi Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None k(1) 0 k Red. Factor, R: 0 Lm 9.6250 ft Loads: P Mx Vy My Vx (k) (k-in) (k) (k-in) (k) Total 0.7598 0.000 0.0000 0.000 0.0000 Applied 0.7598 0.000 0.0000 0.000 0.0000 Strength 2.8677 19.882 3.8823 17.641 6.5867 Effective section properties at applied loads: Ae 1.23117 inA2 Ixe 2.8896 inA4 Iye 2.5642 inA4 Sxe(t) 1.5556 inA3 Sye(1) 1.3544 inA3 Sxe(b) 1.5556 in'3 Sye(r) 1.3544 in'3 Interaction Equations NAS Eq. C5.2.1-1 (P, Mx, My) 0.265 + 0.000 + 0.000 - 0.265 <= 1.0 NAS Eq. C5.2.1-2 (P, Mx, My) 0.049 + 0.000 + 0.000 0.049 <= 1.0 NAS Eq. 03.3.1-1 (Mx, Vy) Sqrt(0.000 + 0.000) 0.000 <= 1.0 NAS Eq. C3.3.1-1 (My, Vx) Sqrt(0.000 + 0.000) 0.000 <= 1.0 13'04 cALUMI UGC- ofr- 1 i PA 44 2"x2"x0'-6" LG, 12 W/(3)-GA #6 SCREWSFRAMINGCLIP EA LEG CENTER DIAGONAL\• � CONTINUOUS TRACK OVER VERTICAL (GAGE TCH STUD / HALL STUD, EXCEPT USE 20 GAGETOMAMIN AT DIAGONAL, III TRACK) ATTACH TRACK TO WALL STUD w/(2)-#8 SCREWS EACH SIDE. HALLS NKERE DIAGONAL IS ATTACKED TO TOP OF NALL CONNECT TO � EXISTING STRUCTURE PER DETAIL E/503.01 ti OF 4 I II_ �j,,9 1 *lc # * CONTINUOUS TRACK (GAGE TO i MATCH WALL STUD, EXCEPT USE VIEWS AA=A S 88=B 20 GAGE MIN TRACK) NOTE: FOR DOUBLE STUD 1 DIAGONALS, "SECOND" STUD II I SHALL END AS CLOSE AS CONNECT TRACK TO VERT STUDS POSSIBLE TO END W/(I)-#8 SCREW IN EACH FLANGE CONNECTION, TOP 4 BOTTOM. ( OF EACH STUD, EXCEPT INSTALL (2)-#8 SCREWS IN EACH FLANGE AT VERT STUDS WITH DIAGONALS II (4)-#8 SCREWS WALL OR STOREFRONT STUD. 20 GA. DIAGONAL BRACING 'OPTIONS 1)U,, AL �'rt1 DIAGONAL LENGTH- DIAGONAL LENGTH- / UP TO 10'-0" 10'-I" TO I8'-0" + (8i—la TO 2,51//� DEL 3 5/8", 20 GA. STUDS b SINGLE 3 5/8", WITH 15/8" WIDE FLANGES 20 GA. DIAGONAL '`,� p /C 15/8\" 1 5/8'� S l'IV°l 1 1 A19+� 4( #E SCREWS —�fL}�II16-dr— DAG(r IP- FA c/c 1 ry c. Al. VIEW A-A VIEW B-B SPACING OF DIAGONAL BRACING *CONTAC TRUCTURAL ENGINEER FOR LENGTHS INTERIOR PARTITIONS - 48" O.C. MAX LONGER THAN 25"_ (o" STOREFRONT FRAMING - 48" O.G. MAX TYPICAL DIAGONAL BRACING — 1" = r-o" STRUCTURAL STUDS — SDC D, E & F 05D-S031-A01-BRAC 02.01.16 ! comp� • FORD PJF Page a. '4- A Of ANY By px.c. Date 0 Cif 513'017 www.pjfweb.com Project LVA SAINCNA) 1/4141/4)/W — eg-W Client Comm.No.A65117-6010 I D 1 A 6Dl l?�- ERA div . w� ,_ , 1 :, `A$E.ttiC i 20 :+; iii 1i.a 0' A I*u l a® s J d 8 Psi--s l® s : 1IIO I _ btAG1414 11i �1' btA s I L i I 18(. 35( Si- ITP 137.. •_i, NAV I 3 /04:1j TAA S >, t� 1 I 1 t — — I I � I , , _ 1 . 1 1 � 1 I I �__ 1 1- I t I 1 1 1 1 1 I , 1 r ' I f I . _ I 1 j I , I II I I I I. i_ t .I I I . 1 I I 1 I I I I , I 1 1._ I I • /_ _\ 1 Mii,AIDAKii� i BEFORE INSTALLING ANCHORS, �- IMI IIIMENNW CONTRACTOR SHALL VERIFY WITH MALL . I MANAGEMENT THAT ATTACHMENT i j I SHOWN 15 ACCEPTABLE. • 1 ! I ^CONNECTION AT EXIST JOIST CHORD OR EXIST BEAM M EXIST MTL DECK OR BEAM FLG I ATTACHOD EXIST STL EXIST MTL DECK OR COMP ATTACH OD EXIST STL ATTACHMENT WS AT EACH COMP CONC SLAB W/(3)-U12 SCREWS CONC SLAB 7 ' f \ W/(3)-uI2 SCREWS r ,i iiiiiimmitimmain ,L I ___111 y I iiiiMivailiiiIM DIAG BRACE / / / \ MIN \— —---—/ 2 O / / 1 2 1 / // 0 EXIST JOIST 0 \ DIAG BRACE // __J1 MAX CHORD OR BEAM CONTINUOUS \\ I FLG \ © DIAG BRACE © \\ I MAX L` B VIEW A-A VIEW B-B VIEW C-C I CONTACT STRUCTURAL ENGINEER FOR DIAGONAL PERPENDICULAR TO EXIST BAR JOISTS OR EXIST BAR JOISTS OR REVISED DETAILS IF JOIST OR BEAM EXIST BAR JOISTS OR STEEL STEEL BEAMS @ 6'-0' STEEL BEAMS @ b'-0' SPACING EXCEEDS b'-8'. BEAMS O.C. MAX _ 512 SCREWS(TIP) D.C. Max D r -. (2)2x2x0'-3', 12 GA FRAMING CLIPS • A 0 1 —� r UI 512 SCREWS, TYP I �ISEE VIEW B-B FORit 1 ,J CONNECTION1 _ DIAGONAL B —B BRACING illor i DIAGONAL SEE VIEW B-B FOR BRACING DIAGONAL PARALLEL TO VIEW D-D EXIST BAR JOISTS OR CONNECTION • STEEL BEAMS EXISTING x JOIST PARTIAL PLAN VIEW I < -- /� DIAGONALS PARALLEL TO / . EXIST BAR JOISTS OR STEEL BEAMS1111 1 D A. OI CONTINUOUS II- CODED NOTES: `a ALTERNATE DIAGONAL BRACING ATTACHMENT TO 0 6',14-GA MTL STUD WITH VA-GA DEEP LEG\ SEE VIEW B-B FOR EXISTING STRUCTURE DIAGONAL PERPENDICULAR TRACK, N CONNECTION TO JOIST PARTIAL PLAN VIEW DIAGONALS PERPENDICULAR TO EXIST BAR JOISTS OR STEEL BEAMS 512 SCREWS P 6'O.C.MAX AND 2' FROM EACH END 0 2 x 2 x 12GAx6' LG FRAMING CLIP, ONE SIDE OF DIAG, W/(5)-512 SCREWS EACH `.7 . LEG. ��pry DIAGONAL BRACING ATTACHMENT TO EXISTING BAR JOISTS OR STEEL BEAMS TYPICAL DIAGONAL BRACE CONNECTION N.T.S. E OODSO31EOOBRAC 08.14.09 • 5'-0" TRACK TOPE BOTTOM 2 A 2'-0" / STUD / 2'-0" / / 6'-0" LAP OF SIDE TRACKS / L / 2.-0" / 2'-0" / 2'-0" / LAP OF STUDS B.I _ B C . . . . . --- 93== �—_ - - - -- - --- 448 SCREWS @ 6" O.0 MAX _.1 -�. 3 5/5", TRACK 5.1 g TOPE BOTTOM AND @ I" MAX FROM END OF (SEE DETAIL C • ANY INDIVIDUAL MEMBER A/503.01) (SEE DETAIL TOP VIEW A/so3.o1) 3 5/8" TRACK #8 SCREWS @ 6" O.0 MAX CONT STUDS AT CONT TRACKS ON TOPE BOTTOM AND @ I" MAX FROM END OF CENTER OF DIAGONAL SIDES OF DIAGONAL i�I "' l (AT SPLICE) ANY INDIVIDUAL MEMBER BRACE (SEE VIEW BRACE (SEE VIEW ALL STUD GAUGES E SCREW C-C OF A/503.01) C-C OF A/503.01) SIZES TO MATCH DIAGONAL ALL STUD GAUGES E SCREW BRACE STUD GAUGE E 3 5/8" DIAGONAL SIZES TO MATCH DIAGONAL TOP VIEW SCREW SIZE, SEE A/503.01 IL�IL V EWCIBGB Of BRACE STUD GAUGE E Jf DETAIL A/503.01 SCREW SIZE, SEE A/503.01 SECTION B.I-B.1 OPTIONAL SPLICE OF DIAGONAL BRACE OPTIONAL SPLICE OF DIAGONAL BRACE SHOWN IN VIEW B-B OF DETAIL A/S03.01 SHOWN IN VIEW C-C OF DETAIL A/S03.01 • OPTIONAL SPLICE FOR DIAGONAL BRACING --F u CFS Version 8.0.1 Page 1 Section: SgI 3625 20ga Brace 10 ft Max Span.sct Paul Cavote Paul J Ford and Company Rev. Date: 12/10/2013 2:08:36 PM --,----....--- By: —— — By: Paul Cavote PA�6 4e Printed: 12/10/2013 2:08:43 PM 0 PT1 oN I - .6RA� t SIhrut'LE 35/8, be, 2.09a, STUB i 5 LoAh C ,r2 l,o c-4T6btJ i4_ e JI I 0,50 / N.T. g. Section Inputs CFS Version 8.0.1 Page 2 Section: Sgl 3625 20ga Brace 10 ft Max Span.sct Paul Cavote Paul J Ford and Company f Rev. Date: 12/10/2013 2:08:36 PM en*J I - BRA CE [' By: Paul Cavote �A.(x T� Printed: 12/10/2013 2:08:43 PM S4 1, ' Sfg" DIV Zo 3a_ SROf 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 Stud, 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 0.076500 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 CFS Version 8.0.1 Page 1 Section: Sgl 3625 20ga Brace 10 ft Max Span.sct Paul Cavote Paul J Ford and Company , i Rev. Date: 12/10/2013 2:01:58 PM By: Paul Cavote OPTION I - 81ZA cE PAGE If g Printed: 12/10/2013 2:08:43 PM - Full Section Properties SUJ 'U' 3% D , 5a. STUD Area 0.26211 inA2 Wt. 0.00089119 k/ft Width 7.5756 in Ix 0.5512 inA4 rx 1.4502 in Ixy 0.0000 inA4 Sx(t) 0.30413 inA3 y'(t) 1.8125 in a 0.000 deg Sx(b) 0.30413 inA3 y(b) 1.8125 in Height 3.6250 in Iy 0.0994 inA4 ry 0.6157 in Xo -1.3066 in Sy(1) 0.18503 in''3 x(1) 0.5370 in Yo 0.0000 in Sy(r) 0.09131 inA3 x(r) 1.0880 in jx 2.07.32 in Width 1.6250 in jy 0.0000 in . I1 0.5512 inA4 rl 1.4502 in 12 0.0994 inA4 r2 0.6157 in Ic 0.6506 inA4 rc 1.5754 in Cw 0.28427 inA6 Io 1.0981 inA4 ro 2.0468 in J 0.00010460 inA4 Net Section Properties Ix 0.5415 inA4 rx 1.6050 in Area 0.21021 inA2 Sx(t) 0.29876 inA3 y(t) 1.8125 in Ixy 0.0000 inA4 :Sx(b) 0.29876 inA3 y(b) 1.8125 in Ic 0.6234 inA4 1 Iy 0.0819 inA4 ry 0.6241 in Sy(1) - 0.12307 inA3 x(1) 0.6653 in Sy(r) 0.08531 inA3 x(r) 0.9597 in 'Member Check- 2012 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 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(1:0 0 k Red. Factor, R: 0 Lm 10.0000 ft Loads: P Mx Vy My Vx (k) (k-in) (k) (k-in) (k) Entered 0.4060 0.0000 0.0000 0.0000 0.0000 .2 Applies 0.4060 0.0000 0.0000 6030 0.000 Streng 0.6064 2.2341 0.5212 0.9669 1.2013 Effective section properties at applied loads: Ae 0.26211 inA2 Ixe 0.55123 inA4 Iye 0.09935 inA4 Sxe(t) 0.30413 inA3 Sye(1) 0.18503 inA3 Sxe(b) 0.30413 inA3 Sye(r) 0.09131 inA3 Interaction Equations 'r.--- NAS Eq. C5.2.1-1 (P, Mx, My) 0.670 -+ 0.000 + 0.330 = 1.000 <= 1.0 00(gbi'DVT NAS Eq. C5.2.1-2 (P, Mx, My) 0.128 + 0.000 + 0.210 = 0.338 <= 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) Sqrt(0.015 + 0.000) = 0.120 <= 1.0 ••i ALU3W2LE AX IAt, CAPAcrt i = O.4-0 6 k = 4.0 6 ILs. kr D A6*AL Ri4D_ RRAcK, cAAAcI"lYSRA cE .3F-7 = 0_ k = 26° (6 I z� = l o-o , Cs ' PA Gr e I 0. FSR RC-C1, MRA tE c_,DADy • • CFS Version 8.0.1 Page 1 Section: Dbl 3625 20ga Brace Back-to-Back 18 ft Max Span.sct Paul Cavote Paul J Ford and Company r Rev. Date: 12/10/2013 2:22:48 PM By: Paul Cavote Printed: 12/10/2013 2:23:00 PM Orr* Lf9 2_ 801 DEL.. 3T2'4 inEPj 2oia, s-n4 Mcl(-71- 3Acg. LoAD Cr1N L o cATIoi • iED • • (u- F.b 'I ecceTRlca1-Y �J 0,Eou4, -t-1) Bo cPNS'JA-r`vE J N • Section Inputs CFS Version 8.0.1 Page 2 Section: Dbl 3625 20ga Brace Back-to-Back 18 ft Max Span.sct Paul Cavote Paul J Ford and Company Rev. Date: 12/10/2013 2:22:48 PM By: Paul Cavote oPT�ncJ 2' BPS Pq �n Printed: 12/10/2013 2:23:00 PM4 paL. 3/g av?) 2.D 3*.. grub gikeK-1-4 -etAcK 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 inA4 Connector Spacing 12 in Stud, Thickness 0.0346 in (20 Gage) Placement of Part from Origin: X to center of gravity -0.53695 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 0.076500 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 0.53695 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 CFS Version 8.0.1 Page 1 Section: Dbl 3625 20ga Brace Back-to-Back 18 ft Max Span.sct Paul Cavote Paul J Ford and Company j Rev. Date: 12/10/2013 2:19:53 PM By: Paul Cavote °P1N 2-(Acid PAgs 5 I Printed: 12/10/2013 2:23:00 PM Full Section Properties DAL' 3Sie La? 20 ga STUD BAcK-"ib-BACK Area 0.52423 inA2 Wt. 0.0017824 k/ft Width 15.151 in Ix 1.1025 inA4 rx 1.4502 in Ixy 0.0000 inA4 Sx(t) 0.60825 inA3 yy(t) 1.8125 in a 0.000 deg Sx(b) 0.60825 inA3 y(b) 1.8125 in Height 3.6250 in Iy 0.3498 inA4 ry 0.8169 in Xo 0.0000 in Sy(1) 0.21529 inA3 x(1) 1.6250 in Yo 0.0000 in Sy(r) 0.21529 inA3 x(r) 1.6250 in jx 0.0000 in Width 3.2500 in jy 0.0000 in Il 1.1025 inA4 r1 1.4502 in 12 0.3498 inA4 r2 0.8169 in Ic 1.4523 inA4 rc 1.6644 in Cw 0.56854 inA6 Io 1.4523 inA4 ro 1.6644 in J 0.0002092 inA4 Net Section Properties Ix 1.0830 inA4 rx 1.6050 in Area. 0.42043 inA2 Sx(t) 0.59751 inA3 y(t) 1.8125 in Ixy 0.0000 inA4 Sx(b) 0.59751 inA3 y(b) 1.8125 in Ic 1.4328 inA4 Iy 0.3498 inA4 ry 0.9122 in Sy(1) 0.21527 inA3 x(1) 1.6250 in Sy(r) 0.21527 inA3 x(r) 1.6250 in Member Check - 2012 North American Specification - US (ASD) Material Type: A653 SS Grade 33, Fy=33 ksi Design Parameters: Lx 18.000 ft Ly 18.000 ft Lt 18.000 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 k4 0 k Red. Factor, R: 0 Lm 18.000 ft Loads: P Mx Vy My Vx (k) (k-in) (k) (k-in) (k) Entered 0.6530 0.0000 0.0000 0.0000 0. 000 lied 0.6530 0.0000 0.0000 0.3265 0.0000 Strength 0.8338 2.1513 1.0424 3 .2642 2.4026 Effective section properties at applied loads: Ae 0.52423 inA2 Ixe 1.1025 inA4 Iye 0.3498 inA4 Sxe(t) 0.60825 inA3 'Sye(1) 0.21529 inA3 Sxe(b) 0.60825 inA3 . Sye(r) 0.21529 inA3 Interaction Equations NAS Eq. C5.2.1-1 (P, Mx, My) 0.783 + 0.000 + 0.217 = 1.000 <= 1.0 NV (FA OUT NAS Eq. C5.2.1-2 (P, Mx, My) 0.103 + 0.000 + 0.100 = 0.203 <= 1.0 NAS Eq. C3.3.1-1 (Mx, Vy) Sqrt(0.000 + 0.000)= 0.000 <= 1.0 NAS Eq. 03.3.1-1 (My, Vx) Sgrt(0.006 + 0.000) = 0.079 <= 1.0 aLtuwA6t1, A �q1_ L-04-5 CAPAc�` 0,653 k ,' �- _ -J '�J KL/r exceeds 200. (�S� AT " Io`D• &AcE lA CAP/Act-1'Y ` 0,26 0 k 2.-‘0 i5 D ora� lat T� 18 -o (s€E PA G E to F-41 Rsaa, BAA E _ _t°N 8RA(� o 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 PAG , St A Rev. Date: 6/14/2017 By: Paul Cavote Printed: 6/14/2017 boUdo ie, 3 5/8. '?A s'hAd w/ 3 5f21 2e, < +4,b E D oivyyN • LdAD LbcAa� 41I1 CUSS '12 Ec J1R)clTI' pTo gr, DaN sOvATM" ;:} 0,So Nc 4'A GE, • CFS Version 9.0.0 Page 1 Section: Section 1.cfss Paul Cavote Pfl G , SIB Dbl. 20ga 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 J Yield Strength, Fy 33 ksi ��1nV.`�E Tensile Strength, Fu 45 ksi Warping Constant Override, Cw 0 inA6 f /` 6E, A 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 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 Section: Section 1.cfss Paul Cavote Dbl. 20ga 3.625"x1.625"S+ (2) 3.625"T Paul J Ford and Company PAS SI C Rev. Date: 6/14/2017 By: Paul Cavote Printed: 6/14/2017 Full Section Properties Area 0.94780 inA2 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 inA4 rl 1.5311 in 12 1.2263 inA4 r2 1.1375 in Ic 3.4483 inA4 rc 1.9074 in Cw 0.71572 inA6 Io 3.4483 inA4 ro 1.9074 in J 0.0003782 inA4 Net Section Properties Ix 2.2026 inA4 rx 1.6155 in Area 0.84400 in"2 Sx(t) 1.1924 inA3 y(t) 1.8471 in Ixy 0.0000 inA4 Sx(b) 1.1924 inA3 y(b) 1.8471 in Ic 3.4288 inA4 Iy 1.2262 inA4 ry 1.2053 in I Evv Sy(1) 0.6504 inA3 x(1) 1.8854 in r'AE A Sy(r) 0.6504 in 3 x(r) 1.8854 in 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 in"2 Ixe 1.8963 inA4 Iye 1.0802 inA4 Sxe(t) 0.9123 inA3 Sye(1) 0.6028 inA3 Tension Sxe(b) 1.1736 inA3 Sye(r) 0.5459 inA3 Ta 18.729 k Negative Moment Negative Moment Maxo 18.028 k-in Mayo 10.787 k-in VayShe963 inA4 Iye 1.0802 inA4 ar 2.993 k Sxe(t) 1.Ixe 8736 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 k4 0 k Red. Factor, R: 0 Lm 20.000 ft CFS Version 9.0.0 Page 3 Section: Section 1.cfss Paul Cavote --`� Dbl. 20ga 3.625"x1.625"S+ (2) 3.625"T Paul J Ford and Company Pq651D i 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 A..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 inA3 Sye(1) 0.6504 inA3 Sxe(b) 1.2030 inA3 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 --4 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) Sgrt(0.012 + 0.000)= 0.107 <= 1.0 NAS Eq. C3.3.1-1 (My, Vx) Sgrt(0.000 + 0.000) = 0.020 <= 1.0 KL/r exceeds 200. Tert--cci-R, allow 4 k, aXI c i I o 4,c\ ca a G)1 ` 0, 4- 2 k _ it22 L p 1 Cd- OtJ la q ahAI i2h +� 2 = ,0`-ON R EAkb, BRA cE (444 C4pgc1Ti) z- 0, 260 k 260 ILK , orn oN°N 3- Act 0 -.- (S€EPC. 10 roR b, 2 A off. (SAO N t PA GE AIL CFS Version 9.0.0 Page 1 Section: Section 3.cfss Paul Cavote Dbl. 18ga 3.625"x1.625" S + (2) 3.625" T Paul J Ford and Company clAa 51E'Rev. Date: 6/14/2017 By: Paul Cavote Printed: 6/14/2017 Dou\1e 35f ) 18 ga S+U d ' 3 5/f'> 12 9 q tracic 1-01) fit} a� LAD LocA1Lbr III ® ()S ec 4-eQTRI ct To ,BE CANS�VAl1V, &SO . NEW Att, A -6 CFS Version 9.0.0 Page 1 Section: Section 3.cfss Paul Cavote Dbl. 18ga 3.625"x1.625" S + (2) 3.625"T Paul J Ford and Company ?Ag, S I F F 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 AIeiA) Yield Strength, Fy 33 ksi ,v( "" Tensile Strength, Fu 45 ksi T Warping Constant Override, Cw 0 in'�6 5Ad- i Torsion Constant Override, J 0 in'4 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 5 0.5000 -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 0.000 0.071200 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 Page 2 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 PAGtE 14 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 1.53.20 ...11-11 n Ixy 0.0000 inA4 Sx(t) 1.5556 inA3 y(t) 1.8576 in a Sx(b) 1.5556 in�3 0.000 deg Y(b) 1.8576 in Height 3.7151 in IY 1.5928 inA4 ry 1.1374 in Xo 0.0000 in Sy(1) 0.8413 inA3 x(1) 1.8932 in Yo Sy(r) 0.8413 inA3 x(r) 1.8932 in 0.0000 in Width 3.7864 in Jx 0.0000 in 3Y 0.0000 in Il 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 Y(t) 1.8576 in Ixy 0.0000 inA4 Sx(b) 1.5419 inA3 y(b) 1.8576 in Ic 4.4569 inA4 IY 1.5927 inA4 ry 1.2055 in Sy(1) 0.8413 inA3 x(1) 1.8932 in Sy(r) 0.8413 inA3 x(r) 1.8932 in cPV Fully Braced Strength - 2012 North American Specification - US (ASD) Material Type: A653 SS Grade 33, Fy=33 ksi Allik 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 in"4 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 1. 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 4 0 k Red. Factor, R: 0 Lm 23.000 ft i CFS Version 9.0.0 Page 3 Section: Section 3.cfss Dbl. 18ga 3.625"x1.625"S +(2) 3.625"T PPaul l J Ford and Company �� PA�� S i N 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 0.0000 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 in"2 Ixe 2.8896 inA4 Iye 1.5928 in'�4 Sxe(t) 1.5556 inA3 Sye(1) 0.8413 inA3 Sxe(b) 1.5556 in''3 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 te 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) Sgrt(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. TlItr2-c reg 411Dwa\tk coo al " CaP4ci - = 0. ti2 k ` 4943 1ts. ck cl I Q c(D h al I enq 4 = 22 ©'J REQ(0. 6.gA( ,, (zial) c rAc111i 0,2 C-0 k 24 0 its. P�"iori 4- - BRAE ok 4 (5% PW, 10 PQR 12�.A1)Da BRA( (AN)) N \J SWC CFS Version 9.0.0 Page 1 Section: Section 4.cfss Paul Cavote Dbl. 16ga 3.625"x1.625'S + (2) 3.625"T Paul J Ford and Company PA6c., S t Y Rev. Date: 6/14/2017 By: Paul Cavote Printed: 6/14/2017 ouIle. 35/8 6 °' S'�u d W/ 3S/i 16 a trq -i-nr1 4 bo-ow\ LAD LvCA1 (UV 'fa Eccfhir'lcATY GaysiAvATIv9 O,So N.T,�• S NQS" A CFS Version 9.0.0 Page 1 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 PAGE SZ. 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 in^6 Torsion Constant Override, J 0 in"4 AICA. ' Connector Spacing 12 in w�W Stud, Thickness 0.0566 in (16 Gage) SW- 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 90.000 0.084900 None 0.000 0.0000 0.2500 2 1.6250 360.000 0.084900 Single 0.000 0.0000 0.8125 3 3.6250 270.000 0.084900 Cee 0.000 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) (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 0.00.0 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 Version 9.0.0 Page 2 Section: Section 4.cfss Paul Cavote Dbl. 16ga 3.625"x1.625"S + (2) 3.625"T Paul J Ford and Company P Rev. Date: 6/14/2017 I A��' s By: Paul Cavote Printed: 6/14/2017 Full Section Properties Area 1.5358 inA2 Wt. 0.0052217 k/ft Width 27.134 in Ix 3.6059 inA4 rx 1.5323 in Ixy 0.0000 inA4 Sx(t) 1.9292 inA3 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 in'3 x(1) 1.9116 in Yo 0.0000 in Sy(r) 1.0447 inA3 x(r) 1.9116 in jx 0.0000 in Width 3.8231 in jy 0.0000 in I1 3.6059 inA4 rl 1.5323 in I2 1.9970 inA4 r2 1.1403 in Ic 5.6029 inA4 rc 1.9100 in Cw 1.1030 inA6 Io 5.6029 inA4 ro 1.9100 in J 0.0016400 inA4 Net Section Properties Ix 3.5741 inA4 rx 1.6176 in Area 1.3660 inA2 Sx(t) 1.9122 inA3 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 in"3 x(1) 1.9116 inlid Sy(r) 1.0446 inA3 x(r) 1.9116 in 11/56-T A Fully Braced Strength - 2012 North American Specification - US (AS 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 in'3 Sye(r) 0.9648 inA3 Ta 30.348 k Negative Moment Negative Moment Maxo 34.285 k-in Mayo 19.065 k-in Shear Ixe 3.3805 inA4 Iye 1.8859 inA4 Vay 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 k� 0 k Red. Factor, R: 0 Lm 25.500 ft CFS Version 9.0.0 Section: Section 4.cfss Page 3 Dbl. 16ga 3.625"x1.625"S+ (2) 3.625" Paul Cavote T II- Paul J Ford and Company PAS( - S t L Rev. Date: 6/14/2017 By: Paul Cavote Printed: 6/14/2017 Loads: P Vy My Vx (k) (k-in) n) (k) Entered 0.4750 5.0931 0.0000 0.0000 0.0000 Applied 0.4750 5.0931 0.0000 0.2375 0.0000 Strength 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 in^3 Sye(1) 1.0447 in''3 Sxe(b) 1.9292 in^3 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 W/ NAS Eq. C5.2.1-2 (P, Mx, My) 0.022 + 0.728 + 0.025 = 0.776 <= 1.0 NAS Eq. C3.3.1-1 (Mx, Vy) Sqrt(0.022 + 0.000)= 0.149 <= 1.0 NAS Eq. C3.3 .1-1 (My, Vx) Sqrt(0. 000 + 0.000)= 0.012 <= 1.0 KL/r exceeds 200. TLtr ore, 03 eWaIe CO‹ia � = l VIA ��paG�' .�� o.�+�s k 4-7s Its. al d ►9E ora! {'en 4h � c �� _C� 0_45, eta Lou - - 0 4D C4PAc l _ 0,260 k = 26 0 `�s J -° PTIo - N 5 aRAcE ok (,cCi, PA cE (0 R RE.a'0• efAcJ 1-0A6) 1\lc,\A) SIJUT • A DIAGONAL ANGLE BRACING SIZE MAXIMUM LENGTH L 2 I/2 x 2 I/2 x 3/I6 8'-6' L 3 x 3 x 3/16 10_0' 0 L 3 1/2 x 3 1/2 x 1/4 12'_O' 3/16 \ \ - ° L 4 x 4 x I/4 13'76u A i CONCRETE SLAB _. 1/4 r4 3/161 x , X (i 0:0 , ,___1' N DIAGONALR L2 1/2 x 2 1/2 • (SIZE PE \ N x 3/I6 EACH CHART) \ SIDE \\\\\ CONT N N L6X4X3/8 LLV N • \II Z _ DIAGONAL (SIZE N. PER CHART) 2 N N. DIAGONAL (SIZE PER CHART) FIELD WELD L2x2zl/4 FROM EXISTING BAR JOIST 11116Ni \ LOAD LOCATION TO NEAREST \ BOTTOM CHORD PANEL POINT. N\ N (TTP, BOTH SIDES) TTP / \\NN - A V� 3/16 EXIST. JOIST N rYP V VIEW A-A 3/16 I/2 DIAG CONNECTION PARALLEL TO J•IST DIAG CONNECTION PERPENDICULAR TO JOIST ANGLE BRACE CONNECTION TO STRUCTURE ABOVE 1/2" = 1'-0" D• • T N Page S 3 Of pj F PAUL J• FORD & COMPANY By PKc Date ©41242017 www.pjfweb.com Project WAS1LN CTt4 ScisklkieE /�� Client Comm.No.Ab ��-0b(0 • • • CALCY1ATloNS F13X EUProoT • sQc P A8 PlacHAN1cAL ()NI ITS • • • • • • , PA qe, ROOF FZA"I \G \OTES: I. CONTROLLING BUILDING CODE: 2014 OREGON STRUCTURAL SPECIALTY CODE (2012 IBC) SEISMIC DESIGN CATEGORY = D GROUND SNOW LOAD = 10 PSF DESIGN ROOF LIVE(SNOW) LOAD = 35 PSF (SPECIFIED PER EXISTING STRUCTURAL MALL DRAWINGS) NOMINAL DESIGN WIND SPEED = 93 MPH (3-SEC GUST) [ULTIMATE DESIGN WIND SPEED = 120 MPH] (PER OREGON STRUCTURAL CODE) 2. EXISTING ROOF CONSTRUCTION: METAL DECK ON STEEL BAR JOISTS ON STEEL BEAMS 3. IT IS THE CONTRACTOR'S SOLE RESPONSIBILITY TO DETERMINE ERECTION PROCEDURE AND SEQUENCE TO INSURE THE SAFETY OF THE BUILDING AND ITS COMPONENT PARTS DURING ERECTION. THIS INCLUDES, BUT IS NOT LIMITED TO, THE ADDITION OF WHATEVER TEMPORARY BRACING, GUYS OR TIE-DOWNS THAT MAY BE NECESSARY. SUCH MATERIAL SHALL BE REMOVED AND SHALL REMAIN THE PROPERTY OF THE CONTRACTOR AFTER COMPLETION OF THE PROJECT. 4. FIELD VERIFY ALL DIMENSIONS PRIOR TO FABRICATION. MECH UNIT DIMENSIONS SHALL BE COORDINATED WITH APPROVED MANUFACTURER DRAWINGS. 5. 'SUPPORT FRAMING SHOWN IS FOR THE MECH UNITS SPECIFIED ON MECHANICAL DRAWING. IF A DIFFERENT UNIT IS TO BE USED, CONTACT ENGINEER BEFORE PROCEEDING. 6. ALL STEEL SHALL BE ASTM A36. 7. STRUCTURAL STEEL SHALL CONFORM TO THE AISC "SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS". (LATEST EDITION) 8. ALL WELDING SHALL BE DONE IN ACCORDANCE WITH "AMERICAN WELDING SOCIETY" SPECIFICATIONS (LATEST EDITION). i. WELDING ELECTRODES SHALL BE E70XX, LOW HYDROGEN. 10. IF EXISTING STRUCTURE IS DIFFERENT THAN SHOWN, CONTACT STRUCTURAL ENGINEER BEFORE PROCEEDING WITH ANY WORK IN THAT AREA. II. SEE 501.01 FOR STRUCTURAL SPECIAL INSPECTION REQUIREMENTS. STRUCTURAL NOTES N.T.S. 001-S051-S01-NOTE OB.15.11 • T FF We' EE 200' • O 2a0 200' BB 0' AA 2a o' 0 20 p O 3 SPA P 5'-0'•15'-0' B SPA P G'-B'•55'-x' G'-1' 3 SPA P 6'-B'•20'- II II II I 0' 3 SPA N i'-B'•20'-0' 3 SPA P 0'-B'•20'-0' O-EXIST'G 5 IL WF BEAM-4———— ——E_EXIST%STI WF BEAM-_I II 1 IIXISTY.STL Wf IEMI- L IXIi T'S STL HF BE i t EXIST'G 5TL I SEMI- + LL EXIST%5TL WF BEAM EXIST'G SI L WE BEAM-—I I / I N T r a '' I �- /LE 26 • L EXISTING NEW nECH UNIT NT•175 LBS. \\ NL DEMISING WALL BELOW SEE MECH OWLS FOR MANUFACTURER/nom A L2 I/2 x 2 I/2 x 3/16N / '46 .-1, OR UNISTRUT BELOW UNIT, • \ // \ I I SEE SECTION,TTP,U.N.O. • _ // \ SEISMIC HANGER L _ /} y / \\ ROD PER /' `\ IXI ,/ \ DETAIL N/505.01,1, // x I // / \ I TTP,U.N.O. -- \\ // I \\ I NEW MCA UNIT WT•100 LBS. I — // • SEE MCA DIGS FOR — / ' • MANUFACTURER 4 MODEL II L •I x®` NEN MECH UNIT HT•125 LBS. - -o C. SEEAMACH OARS FOR / /' \\ MANUFACTURER 4 MODEL V `\\ / STEEL SUPPORT ANGLE \L� \\ // • OR UNISTRUT,SEE SECTION, // 15'015', N SEE MECH NEW rIE 14 SAGS FOR NIT 44T•125 LBS. \ I I TTP,U.N.O. TTP, MANUFACTURER 4 MODEL A tc5 \ // I U.N.O. ` IN DIA AIRCRAFT CABLE I--I 1 x•x - •\\ I W/MIN BREAKING STRENGTH •1,000 lin,TTP U.N.O. 1 r ai I /// I \\ I 1 8 8 8 S 8 /// 8 8' 8 8 8 8 8 8 8 8 8 8 8 8 8 us5 2r N �u EXIST%5TL HF BEAM If: ——'EXIST6 5TL WF BEAM- IXISTG 5TL Wf BEAM EXIST'G 5TL HE BEAM EXIST'G 5TL WE BEAM--—— — J —— r. v ————E%15T'G STL WF RIO/I -. EXIST'S STL WF BEAM I , l l I I I • l 1 1 1 1 I 1 f / fEXISTING DEMISING WALL BELOW 1I r G. S' b� p ` _1 C(TA� Q f7 C itE v (i-1 ��.0 K c..." 2> ?...., la • '^:t.: &(1..i. —A (--, ccr, . ::,. =. q. 4 ,__i_ e v, 4.- (------, i,-,.\--,, .......e. , ... 4- , z. t I c.,-1 c- T. ,,,, -__- �Z p ` (tel L�� --� ` /�� _ c� �� �3i 0 — PARTIAL ROOF FRAMIN e PLAN 2 `�C 'mac a J = — -1 • Z - 3/16" = 1'-0" A 1 P'- c A. 10.15Y.12 � � l 70 CHECK SEISMIC LOADING &SUPPORT OF SUSPENDED MECHANICAL UNIT(S) Controlling Building Code: 201 LJ ST )C7)R.AL S CJAL Co.4E, (22 r&1J Determine Lateral Seismic Load: SDS = 072:2 (See Page_) 0.4 ap SDs Wp 4 where: ap = 2.5, Sps = °:12.3 , Rp = 6.0, Fp = [ 1+2 (z/h)I Ip = 1.0, (z/h) ;; 0,-7S for mech unit(s) ( Rp/Ip) suspended from Roo F oVIR level I of 0.4(2.5)(0123)Wp Fp = [ 1+2 (0,-15)] (6.0/1.0 ) Fp = 0,201 Wp - Also check Fp range limits: Fp < Fp(max) = 1.6 Sas Ip Wp = 1.6(0123 )(1.0)Wp= Ill SI Wp (OK) V Fp > Fp(min) = 0.3 SDS Ip Wp = 0.3(0.12.3 )(1.0)Wp= Q,217 Wp (OIC, use Fp = o2o I Wp (factored) Convert factored Fp seismic value into working stress Fp seismic value: Fp = (0.70) 0,301 Wp = 0,21 I Wp (working stress) Seismic value at each suspended mech unit(_different mech unit weights): Case 1) Wp1 = I1S lbs. -----f 2., F1 = ( 115 ) lbs. = 3‘,9 lbs. (working stress) Case 2) Wp2 = I2S lbs. -----) 2., Fp2 = 0.211 ( 12S ) lbs. = 26,`F lbs. (working stress) Case 3) Wp3 = I o 0 lbs. -----� .:,, Fp3 = 6.2-Il ( 100 ) lbs. = 21. I lbs. (working stress) MAX, TEN CI 'load on 45°diagonal r\siER WI RE( `I DIA, IN/ I,oao B0114 STR.A4TR) Case I = 3G,9 lbs.(r2? 13. $ lbs./2 WIRES each direction = 30) lbs./WIRE. ok by inspection (OK) V MAX, Slbnl Ia.AJZ O)\I VaTtal., HAki . RAS (3r$" DIA, A307 TiIREAW) AQS) base t = 17S- t-As + 3 6,4 s „ (2.2 Las OZ.A\JITy LAVAL ok EY iNcP€c3 k) (oh) ,r(W0C- PACS S7 - I F& rt�IL THIMBLE DBL CLAMP P1843W HINGED• DBL CLAMP PLATE BY UNISTRUT THIMBLE STANDARD NUT HANGER ROD • ,�� PA�E S7 BENT PLATE PER 1�1 DETAIL R2/505.01 DOUBLE NUT $ • 2 PI000 • HANGER LOCK WASHER / �� STANDARD UNISTRUTHASHER PLATE 4.40‘.4, ROD ice. I liii STANDARD UNISTRUT ," J STANDARD row- SPRING WASHER ry�� UNISTRUT MECH UNIT • SPRING HANGER L4x4xl/4 ( WASHER \ I I/2" PI001 UNISTRUT BRACKET HANGER ROD w STANDARD NUT DOUBLE NUT • HANGER ROD NA5 ERRD PLATE LOCK WASHER — 3ROD HANGER eRODN.T.S. HANGER CDROD HANGER �� R.T.S.OD HANGER N.T.S. N.T.S. N NUT, WASHER PLATE $ SPRING NUT, TYP M SEE DETAIL L/505.01 505.01 DOUBLE NUT $ FOR JOIST LOCK WASHER REINFORCEMENT (CUT EXIST ROOF DECK 505.01 AWAY FOR CLARITY) EXIST BAR 71- I JOIST � I u � L4x4x1/4 -- EXIST BAR SUPPORT ANGLE JOIST / CI SEE DETAIL PI001 C2 505.01 M/505.01 FOR UNISTRUT 505.01 JOIST P2786 CLAMP 45°±15° REINFORCEMENT - BY UNISTRUT TYP, EA END SPRING ISOLATOR, TYP (INSTALL PER SPRING ISOLATOR, TYP l MANUFACTURER'S •i RECOMMENDATION) • 0 oPP ALTERNATE C4 I �11� �� 04 CONNECTION FOR 505.°' I� 505 ot SMALL HANGING • UNITS (LESS THAN ALTERNATE CONNECTION 300 LBS), TIP RI GI • FOR SMALL HANGING UNITS 505.01 505.01 (LESS THAN 300 LBS), TYP CONNECTION TO MECH UNIT MECH UNIT EXISTING STEEL. DOUBLE NUT 45°±I5° • AND LOCK 505.01 WASHER, TYP. 1ANGER ROD CONNECT UNIT TO SEE TABLE SUPPORTS PER MANUF. RECOMMENDATIONS SEE PLAN ,I� I 11. � FOR SIZE AND LOCATION • •• DBL CLAMP �� y i THIMBLE • NUT, WASHER PLATE G2 R2 03 $ SPRING NUT, TYP 505.01 505.01 505.01 P1000 UNISTRUT BENT L2 I/2x2 1/2x3/16 PLATE ANGLE SUPPORT OPTION UNISTRUT SUPPORT OPTION ALL UNISTRUT MATERIALS AND CONNECTIONS SHALL BE INSTALLED WITH STRICT CONFORMANCE TO MANUFACTURER'S RECOMMENDATIONS 1" = 1'-O" HANGING UNIT W/ SEISMIC BRACING 00D-S051-G01-RTU 08.15.11 EXISTING BEAM P27% CLAMP BY UNISTRUT TYP, EA SIDE IN j. i-P1001 UNISTRUT PLATE I/8"x 3" LONG POLE MI MIMI Mal135°±15° TYP. n HOLE= ROD SIZE �P + 1/16", TYP. ' \ TI-IIMBLE IOW i DEL CLAMP 3/8"4) BOLT w/UNISTRUT 11/4" / '- SPRING SPRING NUT / / P1843W I-IINGED PLATE BY UNISTRUT .SEISMIC CABLE CONN. BENT PLATE N.T.S. SSEISMIC 3 _ 1'_0,. 3" = T-0" SEISMIC CABLE DETAILS AT EAM �� � FIELD WELD L2x2x1/8 FROM LOAD LOCATION TO NEAREST TOP CHORD PANEL POINT. P AGS S9 (TIP BOTH SIDES OF JOIST) L4x4x1/4 SUPPORT • Z ANGLE 1 3/16 3 \- EXIST. BAR JOIST YP \ I � 3/16 3 • TYP, 1/81/ 11/2 ANGLE OPTION 1" = 1'-0" JOIST REINFORCING w/ ANGLE 00D-S051-M01-RTU 08.15.11 P3000 UNISTRUT, TYP LI SPRING NUT SOS 01 i i, I. 1�1 F 1•' J � IF UNISTRUT SUPPORT STANDARD NUT IS MORE THAN 3" FROM THE BOTTOM CHORD PANEL POINT, 3/8" DIA A36 THEN INSTALL THE THREADED ROD JOIST REINFORCING AS (INSTALL SNUG1A I SHOWN IN VIEW A A. I TIGHT, DO NOT OVER TIGHTEN) EXIST BAR JOIST '.' �r� STANDARD NUT .._,.... .. SII . . • P2786 CLAMP I'I, STANDARD NUT $ BY UNISTRUT EXIST @SECTION WASHER PLATE - TYP, EA END MAXBAR JOIST 1" : 1'-0" PI001 UNISTRUT UNISTRUT OPTION 1" = 1'-0" JOIST REINFORCING w/ UNISTRUT L 00D-S051-L01-RTU 08.15.11 PACE, Ca \ \ FOR REINFORCEMENT, SEE TABLE BELOW • NI • sos.oi PI000T UNISTRUT P3008 NUT o I 3/8"xl" HHCS @ 20" O.C. MAX I� 3/8" DIA A307 THREADED ROD P2485 CRADLE CLIP BY UNISTRUT FOR ROD SIZE, v SEE TABLE BELOW *SECTION \ \ VERTICAL HANGER ROD UNIT WEIGHT, LBS. ROD SIZE. IN I ROD REINFORCMENT UNISTRUT PIOOOT = < 500 3/8" STIFFENER w/P2485 CRADLE CLIP @ 10"c/c (MAX UNBRACED LENGTH I0'-0") UNISTRUT PIOOOT 500 < WT. = < 1000 I/2" STIFFENER w/P2485 CRADLE CLIP @ 14"c/c (MAX UNBRACED LENGTH = 10'-0") UNISTRUT PIOOOT 1000 < WT. = < 1500 5/8" STIFFENER w/P2485 CRADLE CLIP @ 16"c/c (MAX UNBRACED LENGTH = UNISTRUT PI000T 1500 < WT. _ < 2000 3/4" STIFFENER w/P2485 CRADLE CLIP @ 20'c/c (MAX UNBRACED LENGTH = 7'-0") NOTES: I. ROD SHALL MEET THE MIN. SPECIFICATION OF ASTM A575 AND A576 THREADED ROD. ALL UNISTRUT MATERIALS AND CONNECTIONS SHALL BE INSTALLED WITH STRICT CONFORMANCE TO MANUFACTURER'S RECOMMENDATIONS 6„ - 1'-0" SEISMIC HANGER ROD 00D-S051-NOO-RTU 08.15.11 PAGE, G PLATE I/8"x 3"--LONG P/16"0 POLE TYP. 135°±15° HOLE= ROD SIZE + 1/16" TYP. A 0; 11/4' O / 3" / I : SEISMIC BENT PLATE 3 = 1'-0" Al°1 DBL CLAMP (PLACE AT TOP CI-IORD JOIST • PANEL FONTS) AIRCRAFT CABLE EXIST JOIST 110 SEISMIC CABLE CONN. 3" = T-0" 3" - 1'-O" SEISMIC CABLE DETAILS 00D-S051-R01-RTU 08.15.11