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RECF1V4:‘ P ' RIF J. FORD & COimA JAN I 0 ?p/ ( !ROT Washington Square Victoria's Secret Portland, OR PJF Comm. Number A78916-0001 January 03, 2017 Structural Calculations Prepared by Paul Cavote Email: pcavote@pjfweb.com City of Tigard PRop = Ape o ed Plans I By 404.1&_ Date t/24(( 7 x-62689pE REGI', OFFICE COPY •23 p JAC`' Expm .ris D JAN 03 2011 Columbus Orlando 250 E Broad St,Suite 600090.29 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.Paul3Ford.com 100%Employee Owned ariPAUL J. FORD & COMPANY PAGE i OF STRUCTURAL ENGINEERS BY PRC DATE 01/03/ 2017 250 E. BROAD ST. SUITE 1500 PROJECT Wps({INc-r Sq,uA2b - VS COLUMBUS, OH 43215 CLIENT PROJ# A-7811(,-6'60l ST-oiF RcitOn C LCULA IoNs 81))C c9101)J An 0 H 0 ®--\ .C7A115261---S)— RA © © 111 © �i i i I O BYLLE GRILLEV ENDOR PORT LUMN °�^B�p,�'t8 N^- GRILLE SUPPORT COLUMN O �I i 'Y l?J\` — — —BY GRILLE VENDOR--�I M 0 s— � _ — i — — — — — — — — ' '� ; I — A ay 503 01 BENT PLATES SHOWN 0 Q;,,`/ nom--- A — O I K AT DISPLAY WINDOW j�U JI fV7AM soz.rn F FOR LOCATING PLATE K P °-'"'�MMM ��1 soz.oi WITH RESPECT TO saz.oi soz.oi P 6X CoLUwa0 °am POST.SEE SECTIONS u ��o OPP ES FOR OTHER PLATES. 5020 Cors) STOREFRONT FRAMING PLAN ( ç - i) I �-`? 1( 14r- NI IIIIIIIIIIII // // 1.77-- HORIZONTAL STUD. _ O SEE B/502 01 AND /r P/502.01 Low �' I H, p LOW w�� — 3 i � © m m © iv__ m 0 4 Da p. /I - SJ 0 110 i p cut) 1 M 5 1/2' 0 5 I/2" 0 503.01 h. — BENT PLATES SHOWN ' — BENT PLATES SHOWN K AT DISPLAY WINDOW OPP HAND F K AT DISPLAY WINDOW 502.01 FOR LOCATING PLATE F K 502.0, FOR LOCATING PLATE WITH RESPECT TO 502.0, 502.01 502.01 1 WITH RESPECT TO POST. SEE SECTIONS POST. SEE SECTIONS FOR OTHER PLATES. STOREFRONT WALLS ARE 3 5/8", 20 GA, FOR OTHER PLATES. STRUCTURAL (I 5/8" FLANGE) METAL STUD FRAMING @ 16"c/c, UNLESS NOTED 6416a � �11��rr p NOTE: SEE DRAWING 501.01 FOR CODED NOTES ST4AN (s_c i'll„. z) Stiff f- A ( / L 01 Lc) 4 I 6', 18 GA METAL STUDS P Ib'O.C. I I P EACH BENT PL r——, I ATTACHMENT OF ROLLING GRILLE POST TO STRUCTURE ABOVE BY ROLLING GRILLE VENDOR 6'HEAVY DUTY BLOCKING PER F/Al2.01 COORD LOCATIONS w/ I STOREFRTONT CLIP CONTINUOUS 3 5/8", 20 GA LOCATIONS STUD w/(2)-0.157"DIA BENT PL 1/13x4x4x0-6"LLV i POWDER ACTUATED w/(2)ROWS OF(4)a12 • FASTENERS(HILTI X-U OR SCREWS @ 3'-0"O.C. EQUIVALENT)P 12'O.C. I SEE R3/902.01 l — 1111 0 1 • I �,,z p " \, ° l METAL SCREWS, TYP I 1 0 3 �F r (SEE DETAIL R/501.01 FOR SCREW SIZE) 3 5/8',20 GA.(MIN) CD 1 :,!. _ METAL TUDS @ I6'O.C., — )j TYP UN ESS NOTED • L\jy� = Q T�I AlirAIA �■ 2 - , ,8 V l� i,b�, g.. I I I _�` 7ri �i O (_(1.4°.TR1L-) I- ._ HORIZONTAL 3 5/8",2d GA.METAL STUD BRACE AT POSTS-SEE PLAN. TYPICAL EACH END OF PORTAL. _ e_ _ _ T j I VI[CTOR� 11 1 SF RE- 1 I L I-- _--1 r——; 11 Il I U I II • J I I I --H-4--- fl-,4,1.,.§.. ,� II n n I H II u I I II 11 11 1 n 1 In u 1 L NOTE: SEE DRAWING 501.01 FOR CODED NOTES STOREFRONT WALLS ARE 3 5/8", 20 GA, STRUCTURAL(I 5/8'FLANGE)METAL STUD FRAMING P I5'c/c, UNLESS NOTED STOREFRONT SECTION ° B � PA ‘e S i 1 i CONTINUOUS 3 5/8", 20 GA STUD w/(2)-0.157"DIA POWDER ACTUATED 1-'1FASTENERS(HILT]X-U OR EQUIVALENT)@ 12'O.C. 61 © I BENT PL II I/4zbx4z0'-6'LLV + + �I Ih 0 d •.f w/(2)ROWS OF + + 8� _.._ ,. Illi, 1 .. (4)-0 SCREWS F_� @3'-0"O.C.SEE 83/502.01 1 \ / 3 5/8', 20 GA.(MIN) METAL SCREWS, TYP METAL STUDS @ I6'D.C., a (SEE DETAIL 8/501.01 1 TYP UNLESS NOTED FOR SCREW SIZE) I ---4-4+ 1 - e s It I 0 • ? it I o r''' CONTINUOUS 3 5/8",20 GA 'T STUD w/(2)-0.157"DIA BENT PL POWDER ACTUATED I I/4"x6 1/2x55,0'-8" FASTENERS(HILT'X-U OR g LLV w/(2)ROWS EQUIVALENT)@ EACH STUD OF(.4)*12 SCREWS @ 3'-0"O.C.SEE 82/502.01 „ I 41)1 Fd h INTERIOR NON-STRUCTURAL WALL FRAMING AND BRACING SEE ARCH DRAWINGS FOR DETAILS. H-—H I IL 1_ 11 1 I LL. - BENT PL I- , 3/86xgz0'-8"LLH L 7w/(2)ROWS OF /r-- A 4 (4)312 SCREWS 0 -- 1-I__ 1 5 3'-0"O.C.MAX. t, SEE PLAN FOR 1 -+ , ' '1 LOCATION OF PLATES WITH RESPECT TO POSTS.SEE RI/502.01 �-3 5/8', 20 GA.(MIN) METAL STUDS S Ib'O .C., I- TYP UNLESS NOTED P e 17-'-- >I T "-i.— � -0.157' DIA POWDER ACTUATED FASTENERS (HILT/X-U OR EQUIVALENT) NOTE @ 16'D.C., TYP(I'EMBED) SEE DRAWING 501.01 FOR CODED NOTES STOREFRONT WALLS ARE 3 5/S", 20 GA, STRUCTURAL(I 5/8'FLANGE)METAL STUD FRAMING S IS'c/c, UNLESS NOTED STOREFRONT SECTION 1 F pACE G MATCH ELEVATION OF HEADER IN SECTION F/502.01. FOR END SUPPORT @ PORTAL END, ADD POST ABOVE HEADER SHOWN IN 5/502.01. jz: :/--CONTINUOUS 3 5/8% 20 GA STUD w/(2)-0.157'DIA POWDER ACTUATED I----- FASTENERS(HILT;X-U OR EQUIVALENT) 12'O.C. + + 0 BENT PL 1/4x6K4x0'-6" LLV u.i/(2) ROWS OF(4) 512 SCREWS @ V-0'O.C. SEE R3/502.01 + + + + + I 3 5/8", 20 GA.(MIN) METAL STUDS 6 le"0.C., TIP UNLESS NOTED CONTINUOUS 3 5/8', 20 GA STUD.u/(2)-0.157.DIA POWDER ACTUATED FASTENERLTI X-U OR EQUIVALENEACH SMDSTU + + + + + + + SFt'C't\ b INTERIOR NON-STRUCTURAL WALL FRAMING AND BRACING SEE ARCH DRAWINGS FOR DETAILS. CANTRz • 7 JD I IL. 0.157"DIA POWDER ACTUATED FASTENERS NOTE. (HILTI X-U OR EQUIVALENT) SEE DRAWING 501 01 FOR CODED NOTES @ IU O.C. TTP(IEMBED) STOREFRONT WALLS ARE 3 5/8", 20 GA, STRUCTURAL(I 5/8'FLANGE)METAL STUD FRAMING 6,lec/c, UNLESS NOTED 1" 1'43" STOREFRONT SECTION PJM7 STOREFRONT CALCULATIONS(interior) Controlling Building Code: 2-(1" of Cx01J STRI1/41CT(&t L Sf&A GTV ODLE (2o2. 18C Determine Storefront Seismic Load: SEs = O,-123 (See Page ) 0.4 ap SEs Wp 4 where: ap = 1.0, SEs = 0.723 , Rp = 2.5, Fp = [ 1 +2 (z/h)] Ip = 1.0, (z/h) a,5o for store ( Rp/Ip) location at level I of I 0.4(1.0)( (3,123) Wp Fp = [ 1+2 ( O,50 ) ] (2.5/1.0) Fp = 0,23 I Wp 4 Also check Fp range limits: Fp < Fp(max) = 1.6 SEs Ip Wp = 1.6( 0;123 )(1.0)Wp= 1.157 Wp (OK) ✓ Fp > Fp(min) = 0.3 5D5 Ip Wp = 0.3(0,123 )(1.0)Wp= 04'217 Wp (oky use Fp = 0-31 Wp (factored) Convert factored Fp seismic value into working stress Fp seismic value: Fp = (0.70) 0,23 I Wp = 0,16'2 Wp (working stress) Note: Per code, minimum lateral load = 5 psf 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 IsllA rh3 4.54- ft. + %2 ( (NIA, ft.) = S ft. ht. (See Page ) Z , 5 psf x 4-,St ft. ht. = Z2.1 plf(working stress) CONTROLS B) Seismic value: Wp = 120 plf , Fp = 0.142 Wp = 0,162. ( 120 plf) = 19,4 plf(working stress) p u • aS Use minimum lateral load 5 psf value = 22.7 plf –� µ` dot . 3-27(8"/(1, 6 Vi:' ` 'II,3° "Th (-P" Continue checking other storefront framing areas to determine whether seismic Fp value controls over 1?. minimum lateral load 5 psf value: (see next page) PAE. 8 Determine whether seismic Fp value controls over minimum lateral load 5 psf value: A) Min. lateral load 5 psf value: Use storefront framing height+%z height of 3-0-114M RAS ft. + % ( I,51 ft.) = 1'3 If ft. ht. (See Page S) . ., 5 psf x 13,14= ft. ht. = ` 8.'] plf(working stress) CONTROLS B) Seismic value: Wp = 24$ plf 1-1 � , Fp = o,l 62 WP = o,162 ( 2.05 plf) = 33.Q- plf(working stress) e Use minimum lateral load 5 psf value = 8.7 plf Continue checking other storefront framing areas to determine whethe seismic Fp value controls over minimum lateral load 5 psf value: (see next page) (NIA) ` o �2 1R� X S PSI` z 10,2 P I,F To ung, "1 6- S NI TSS 2 PT' -it) aSe 5 231 tie x Ssfr Z6 I Pu -a BEA Tt 66,-3 P DesignMaps Summary Report http://ehp2-earthquake.wr.usgs.gov/designma's/us/summary.php?te... 2a t *LAW` sire)Jcr u L musGS Design Maps Summary Report SP�c CW C i User-Specified Input Report Title A78916-0001 Washington Square-VS Wed November 23,2016 19:23:50 UTC �� Building Code Reference Document 2012/2015International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.45034°N, 122.78083°W Sitr.e Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III "'- � kms' 111-$�. '�` ��� 3 " ,� "#+ '�� r -� %r�',�"t�_ f � -. a a,Fs. 4 '�. ^� ,3€3,i !;'?t.:-:::13114C.:"7::::.4 t"# d- 3 f*a+ r y - 4 :3 -,F>i3. �: .y --y Csg .. iv waver '* r£ Y., . Y 3 � S � � ��.� � S�'a'- ;.� r �i" ,w rP ""-_.� �' rt _ .k 1 rte,t� "�� �, :iitift::,,,iiivott?471 �.� � :a ��zti,1 �' � ' �`a 3�r.�+.�YY,yds � rR �' 's '9t <-.,y' . � � i � , L '. " � e zi #fir ; h � h ar' z u,'�- '^�' x s-Ei �` ter l '�-- �` � �'�, .1 . �- . = �' .�' ` ,� � '� :t '�. -rte :44_ .,€:� fid'*,-' _ 1,::,..4, tis.c " - -,�,„ tk _ €uIr '�'„ sl E USGS-Provided Output SS = 0.978 g SMS = 1.084 g Sns = 0.723 g - `//�lel) S1 = 0.425 g SM1 = 0.670 g S0 = 0.446 g For information on how the SS and 51 values above have been calculated from probabilistic (risk targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. MCEA Response Spectrum Design Response Spectrum III 1.10 0.20 0.911 0.72 0.as 0.64 0.77 0.52 0.66 Cm 0.4$ 0.55 i. ro 0.50 If S. 0.54 0.32 0.33 0.24 0.22 0.12 0.11 0.02 0.00 . 0.00 0.00 0.30 0.40 0.60 0.60 1.00 1.20 1.40 1.60 1.80 2.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 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 PAUL J . FORD AND COMPANY STRUCTURAL1211 ENGINEERS Page I o Of By PIC Date 01103 !r 2.17 www . pjfweb . com Project WAS M4 Girt*) SQ — VS Client Comm.No.A0 811 —oo01, SEE ?AES 11 -22 Ftp ANALYSIS SEE PACE C. vERT1cAL FONENT OI LM"G AL (NIAj EtX /-- 7- f✓sISTEA BY � ° D I Lo AD�� t - ok I R 4,S' A4 ERAcE (BRACE L AD & ' .,( N IA) pis Oil_ FT, 0.C., coNVEreTED INTO EQUIVALENT UNtFvM LbAD.) 0 g PCS, 40 4 I + 4, 4 v Y w r-11=10 MCTAL ScR£W S -Z1 @ 12" ac. 6,S. PLF DL 1i 4- v V v 1 v v Pa'UP BOX 3E41: 19. l- 1112 ,. a gAtli SPAMi?' 10" a. ) R. 9 DBL. w � Db.0+8 k DL 0,48 k DL + 4- 2S/8" WIDE. 16 9a„ TRW= 're �` 8TM , (N IA) 1( (NIA j 1 k F-t i L T-0AL LWS (NIA) k FoM L. cJAL Lo/\ s RSM LAT62AL t�S Bs:Am r- „A ►. PEAcflo13 0, 6q-,8 k DL FRAM REAM SFE PAGES 29 -33 FnR ANALrSiS CTt1st4 c�x i utANI "c" - ok ✓ C P cS, 4,,--4 8 METAL SCREWS r WC% : ALL L0AdS SNo\N 12" o,C� ® ARE Al- WoK104 STRESS UILK.T-UP 50coLUtAN: it $ DEL, 35i "I E P, 20 y1/4. Lq- STubs 'w/ 3S_s „ WADE, ° 9a. J z TRAck EACH SIDE z 0 c ' ?. 0, 0L8kbL + (wCa� k FRoM LATS L LaADS 1:11PAUL J . FORD AND COMPANY Page 1 ! Of STRUCTURAL ENGINEERS By PRC' Date 01(03/2017 www . pjfweb . com Project WAS1 & 0 S44Li -- VSA Client Comm.No.1''1$0 I C—0°0 I cSEE AGES 23 -Z% Folk ANALYSIS SEE PAGE. j____)VERTICAL comPoNI'NT or L TEMAL ( lA� BOO 11;" - ok ✓ i REgisTEt EY 4s° DIAq ERAcE (BRACE LOAD & ti (iIA ( JAj FT, O.C. coNVELTED INTo EQuIVALO r tI.nF-°RM LOAD) g PCS, v V Y Z -g8 McTAL Sce£w S -I" I. @ I2" o,c. 30 PLF bL N 4 v v v Y W y goLT-UP Box 8E4 1; 19 I -- 4-I12+.. BgANI SPAM 4?' DBL. $ tae) 18 50,, 0 29S k D� x,295 k DL BEAM W7 — 3513wibE� IS 9a, ` + TR Ac)c Tor �' 6TM . I AJ k (w�Al k FeM LAWAL LOADS NiAL k Ron LAT A L Lo/Ds OziAllisP.,AL LOS BEAM + "�� f E.AcTIo1 • 0,295 k DL Roil BEAM .,r- pp 5EE PAGES 3 -38 FbR ANALYSIS .D cT1o1.4 CoLE31u 1N `,p" - oK ✓ 6 0 � Pu = -- j--4V 8 METAL SCREWS �- N°TE, : ALL LoAOS S KowN 0 @ 12" o,C, M ARE AT WoK1 4(1, STRESS Bute.r u? Box. coLUTAN: 0 DEL, 3518 ''D .&P) ?° 9A. STUDS 'v/ 3 35/8 " WIDE, 2® ga. z TRAck EACH &IDE O 0.295 k DL + A44.k flM LA-Tr L LboS NOTE: SEE STOREFRONT FRAMING PLAN - - A/S02.01 FOR LOCATIONS CONTINUOS CRB S TOP OF C IS COLUMN {A� E 12, NOTE: SEE CODED NOTES L/SO1.01 FOR BEAMS REQUIRING WEB STIFFENERS AT BEARING POINTS I I I I I I _ I I SEE PLAN I SECTIONS FOR ���T -�' BUILT-UP BOX BEAM 18 GA TOP TRACK 18 GA. PLATE EACH SIDE WITH • (TRACK DEPTH SHALL MATCH STUD DEPTH). • (8)-#8 PAN HEAD SCREWS. STOP FULL LENGTH TRACKS OF BUILT-UP COLUMN SHORT OF TOP TRACK 3 5/8' OR 6' DEEP TRACK AS REQUIRED BY OTHER SECTIONS AND DETAILS 4 3 5/8" OR 6' DEEP STUDS AS REQUIRED BY OTHER SECTIONS AND DETAILS LIGHTGAGE BOX BEAM TO COLUMN CONNECTION (TYP, UNLESS NOTED) 4P1 STOP FULL LENGTH TRACKS OF BUILT UP COLUMN 18 GA BASE TRACK SHORT OF BASE TRACK (TRACK DEPTH SHALL MATCH STUD DEPTH). (2) #8 PAN HEAD SCREWS EACH SIDE L ,00 LIGHTGAGE BOX COLUMN BASE CONNECTION (TYP, UNLESS NOTED) (4)-3/16" DIA CONCRETE SCREWS 3" - 1'-0" LIGHTGAGE BOX COLUMN I)ETAIL OOD-S031-COO-COLM 08.15.11 PRS 13 I I I I 1 1 1 BENT PLATE 12 GA x 1 1 I 3"x 3"x 1'-0" LONG 1 I WITN (8) #I2 SCREWS • 1 I (EAC1-1 LEG) © 1 1 1 i 11EMIR 0 BELOW I1 3" - 1'-0" BOX ;_lEADER CONkECT1ON 00D-S031-M00-HEAD 12.09.16 • ?ME 4- SEE PLAN FOR FRAMING PLYWOOD SHIM AS SIZE CALLOUTS REQ'D 3 5/8", 20 GA MTL STUD BRACE @ ji POSTS, SEE B/S02.01 FOR ELEVATION '� " OF BRACE (TOP OF MALL SIDE POST) GRILLE SUPPORT COLUMN BY GRILLE VENDOR PLYWOOD SHIM AS REQ'D (2) ROWS OF (2) #10 SCREWS INTO POSTS. TYP @ (2) INTERIOR POSTS 11' LIxIx12GAx0'-9" w/ (4) #10 SCREWS • II INTO STUD $ (4) #10 SCREWS INTO BOX COLUMN, TYP TOP AND e • BOTTOM OF STUD P, 111I IiN SO2.01r ;'..'i'� I YI �I J L2 I/2x2 I/2x12GAx 0'-4" CLIP w/ SA 'll (2) ROWS OF (2)#10 SCREWS INTO LEG OF STUD $ (2) ROWS OF (3)#10 SCREWS INTO BOX COLUMN TRIM HORIZONTAL LEG OF ANGLE. _ SECTION r J � SEE P/S02.01 + + COLD FORMED + + METAL POST L- -1 rE).:� SECTION_ 211=11-0" 1" - 1'-O" ET ML VP • PAGEIS 8" /1" 3 EQ SP I"/ /I" 3 EQ SP I"/ PILOT POLES FOR #12 SCREWS smommommommion . v co Ln • PILOT POLES FOR #I2 SCREWS Ri ELEVATION / 6 / ' ELEVATION V� tl /1" EQ S 1"/ MINIMMONE . . • . • PILOT POLES FOR #12 SCREWS R3 ELEVATION 3"-1'-0" ELATE ELEVATIONS IO.Iq.16 11A41 , 1(a CONNECT BUILT-UP BEAM 3 5/8", 18 GA TRACK (MATCH1111TO TRACK w/(4)-#12 SS � DEPTH OF BUILT-UP BEAM). 502.01 r 1 I SCREWS (TIP EA FLANGE ATTACH TO HSS w/(8)-0.157" OF TRACK) DIA POWDER ACTUATED © _ FASTENERS (HILTI X-U OR EQUIVALENT) NW © SECTION C 1 1/2" = 1,-0„ 0 H 1/2' THK BASE I 1 TYP PLATE w/(2)-I/2" DIA HILTI KWIK BOLT III ANCHORS TYP. 3/16r TYP WITH 4" EMBED TOP, BOTTOM TYP. AND BOTH SIDES 4 SIDES 3/16 0 0 [1 111C11 \ v •0 611 5/8" GROUT, 9" S2 TIP / FINISH 14,602.01 r IF FLOOR `I TOP/ EXIST SECTION CONCRETE S 2 1 1/2" = 1'-0" _ ��-U NOTE: REFER TO ARCHITECTURAL Si SECTION SECTIONS FOR STEEL HEIGHTS. 1".1'-0" STEEL SUPPORT SECTION - PACKAGE 1 10.19.16 CFS Version 9.0.0 Page 1 Section: Section 1.cfss Paul Cavote Box Beam "A" Paul J Ford and Company PA 17 A78916-0001 Washington Square-VS Rev. Date: 1/3/2017 s; By: Paul Cavote 1 Printed: 1/3/2017 X BEV • 0 • CFS Version 9.0.0 Page 1 Section: Section 1.cfss Paul Cavote _ Box Beam "A" Paul J Ford and Company P� � A78916-0001 Washington Square-VS I a Rev. Date: 1/3/2017 01 p By: Paul Cavote Bbx B A Printed: 1/3/2017 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 0.0566 in (16 Gage) Placement of Part from Origin: X to center of gravity -1.5528 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 0.084900 None 0.000 0.000 0.250 2 1.625 180.000 0.084900 Single 0.000 0.000 0.813 3 10.000 90.000 0.084900 Cee 0.000 1.500 5.000 4 1.625 0.000 0.084900 Single 0.000 0.000 0.813 5 0.500 -90.000 0.084900 None 0.000 0.000 0.250 Stud, Thickness 0.0566 in (16 Gage) Placement of Part from Origin: X to center of gravity 1.5528 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 0.084900 None 0.000 0.000 0.250 2 1.625 360.000 0.084900 Single 0.000 0.000 0.813 3 10.000 270.000 0.084900 Cee 0.000 1.500 5.000 4 1.625 180.000 0.084900 Single 0.000 0.000 0.813 5 0.500 90.000 0.084900 None 0.000 0.000 0.250 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 4.7839 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 Track, Thickness 0.0566 in (16 Gage) Placement of Part from Origin: X to center of gravity 0 in Y to center of gravity -4.7839 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 0.000 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 A78916-0001 Washington Square-VS F4 11 Rev. Date: 1/3/2017 By: Paul Cavote pp u Printed: 1/3/2017 U4X raw Full Section Properties Area 2.2574 inA2 Wt. 0.0076753 k/ft Width 39.884 in Ix 35.834 inA4 rx 3.9842 in Ixy 0.000 inA4 Sx(t) 7.0866 inA3 y(t) 5.0566 in a 0.000 deg Sx(b) 7.0866 inA3 y(b) 5.0566 in Height 10.1132 in Iy 5.629 inA4 ry 1.5792 in Xo 0.0000 in Sy(1) 2.9450 inA3 x(1) 1.9116 in Yo 0.0000 in Sy(r) 2.9450 inA3 x(r) 1.9116 in jx 0.0000 in Width 3.8231 in jy 0.0000 in Ii 35.834 in''4 rl 3.9842 in I2 5.629 inA4 r2 1.5792 in Ic 41.463 inA4 rc 4.2857 in Cw 8.2372 inA6 Io 41.463 inA4 ro 4.2857 in J 0.0024106 inA4 Net Section Properties Ix 35.802 inA4 rx 4.1412 in Area 2.0876 in"2 Sx(t) 7.0803 inA3 y(t) 5.0566 in Ixy 0.000 inA4 Sx(b) 7.0803 inA3 y(b) 5.0566 in Ic 40.865 inA4 Iy 5.063 inA4 ry 1.5573 in Sy(1) 2.6486 inA3 x(1) 1.9116 in Sy(r) 2.6486 inA3 x(r) 1.9116 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 22.207 k Maxo 115.19 k-in Mayo 29.80 k-in Ae 1.2113 in"2 Ixe 32.371 inA4 Iye 3.499 inA4 Sxe(t) 5.8292 inA3 Sye(1) 2.3289 inA3 Tension Sxe(b) 7.0991 inA3 Sye(r) 1.5081 inA3 Ta 44.608 k Negative Moment Negative Moment Maxo 115.19 k-in Mayo 29.80 k-in Shear Ixe 32.371 inA4 Iye 3.499 inA4 Vay 6.427 k Sxe(t) 7.0991 inA3 Sye(1) 1.5081 inA3 Vax 8.719 k Sxe(b) 5.8292 inA3 Sye(r) 2.3289 inA3 CFS Version 9.0.0 Page 1 Analysis: Analysis 1.cfsa Paul Cavote 19.625 ft Span Simple Beam- Box Bm. "A" Paul J Ford and Company A78916-0001 Washington Square-VS PKE 2,0 Rev. Date: 1/3/2017 By: Paul Cavote Printed: 1/3/2017 4 u RtY BEm, Analysis Inputs Members Section File Revision Date and Time 1 Section l.cfss 1/3/2017 1:01:19 PM Start Loc. End Loc. Braced R k(1) Lm (ft) (ft) Flange (k) (ft) 1 0.000 19.625 Top 0.4000 0.0000 19.625 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 19.625 2.00 No 1.0000 rots Loading: Dead Load Type Angle Start Loc. End Loc. i Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 19.625 -0.065000 -0.065000 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 9.813 ft: Lx 19.625 ft Ly 19.625 ft Lt 19.625 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 CFS Version 9.0.0 Page 2 Analysis: Analysis 1.cfsa Paul Cavote 19.625 ft Span Simple Beam- Box Bm. "A" Paul J Ford and Company A78916-0001 Washington Square-VS r'A E 21 Rev. Date: 1/3/2017 ,1t ii By: Paul Cavote 8°o)C B� A Printed: 1/3/2017 Section: Section 1.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: Top k4 0 k Red. Factor, R: 0.4 Lm 19.625 ft Loads: P Mx Vy My Vx (k) (k-in) (k) (k-in) (k) Total 0.000 37.55 0.000 0.00 0.000 Applied 0.000 37.55 0.000 0.00 0.000 Strength 12.380 111.07 6.427 29.68 8.719 Effective section properties at applied loads: Ae 2.2574 inA2 Ixe 35.834 inA4 Iye 5.629 inA4 Sxe(t) 7.0866 inA3 Sye(1) 2.9450 inA3 ' Sxe(b) 7.0866 inA3 Sye(r) 2.9450 inA3 Interaction Equations NAS Eq. C5.2.1-1 (P, Mx, My) 0.000 + 0.338 + 0.000 = 0. 338 <= 1.0 NAS Eq. C5.2.1-2 (P, Mx, My) 0.000 + 0.338 + 0.000 = 0.338 <= 1.0 NAS Eq. C3.3.1-1 (Mx, Vy) Sgrt(0.106 + 0.000) = 0.326 <= 1.0 NAS Eq. C3.3.1-1 (My, Vx) Sqrt(0.000 + 0.000) =' 0.000 <= 1.0 ebxeEhA _ bk I • CFS Version 9.0.0 Page 1 Analysis: Analysis 1.cfsa Paul Cavote 19.625 ft Span Simple Beam - Box Bm. "A" Paul J Ford and Company Z2 A78916-0001 Washington Square-VS Rev. Date: 1/3/2017 � El By: Paul Cavote &X BEAM L� Printed: 1/3/2017 �l Load Combination: D, Y Direction Reaction (k) 0.63781 0.63781 0.63781 Shear (k) -0.63781 37.551 Moment (k-in) Deflection (in) A - 0.205 I� -0.20522 CFS Version 9.0.0 Page 1 Section: Section 3.cfss Paul Cavote Box Beam "B" Paul J Ford and Company A78916-0001 Washington Square-VS PA , Rev. Date: 1/3/2017 A By: Paul Cavote Printed: 1/3/2017 Q'0V f3 • • 0 . J JJ CFS Version 9.0.0 Page 1 Section: Section 3.cfss Paul Cavote Box Beam "B" Paul J Ford and Company PAZ 2!, A78916-0001 Washington Square-VS `� Rev. Date: 1/3/2017 A il By: Paul Cavote 2-6x "afro R. Printed: 1/3/2017 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 -1.4999 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 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 3.cfss Paul Cavote - Box Beam "B" Paul J Ford and Company 25 A78916-0001 Washington Square-VS Rev. Date: 1/3/2017 tt p,, By: Paul Cavote .BIX 8EM' B Printed: 1/3/2017 ,.... 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 in'4 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 ix 0.0000 in Width 3.7864 in jy 0.0000 in I1 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 in'4 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 inA4 Iye 2.425 inA4 Sxe(t) 3.3092 inA3 Sye(1) 1.5893 inA3 Tension Sxe(b) 4.2465 in'3 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 in'3 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 3.cfsa Paul Cavote 19.375 ft Span Simple Beam - Box Bm. "B" Paul J Ford and Company A78916-0001 Washington Square-VS PAC E. 2. Rev. Date: 1/3/2017 By: Paul Cavote Printed: 1/3/2017 Bo( Rem B�' Analysis Inputs. Members Section File Revision Date and Time 1 Section 3.cfss 1/3/2017 1:23:18 PM Start Loc. End Loc. Braced R k4 Lm (ft) (ft) Flange (k) (ft) 1 0.000 19.375 Top 0.6500 0.0000 19.375 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 19.375 2.00 No 1.0000 INwjaz Loading: Dead Load 411 (deg) Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 19.375 -0.030000 -0.030000 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 9.688 ft: Lx 19.375 ft Ly 19.375 ft Lt 19.375 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 CFS Version 9.0.0 Page 2 Analysis: Analysis 3.cfsa Paul Cavote 19.375 ft Span Simple Beam -Box Bm. "B" Paul J Ford and Company `" A78916-0001 Washington Square-VS f'N 2-7 Rev. Date: 1/3/2017 •+ %\ By: Paul Cavote J3v\/ BFAM B Printed: 1/3/2017 Section: Section 3.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: Top k4 0 k Red. Factor, R: 0.65 Lm 19.375 ft Loads: P Mx Vy My Vx (k) (k-in) (k) (k-in) (k) Total 0.000 16.893 0.000 0.000 0.000 Applied 0.000 16.893 0.000 0.000 0.000 Strength 11.539 65.391 4.633 18.801 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 inA3 Sye(l) 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 + 0.258 + 0.000 = 0.258 <= 1.0 NAS Eq. C5.2.1-2 (P, Mx, My) 0.000 + 0.258 + 0.000 = 0.258 <= 1.0 NAS Eq. C3.3.1-1 (Mx, Vy) Sqrt(0.067 + 0.000)= 0.258 <= 1.0 NAS Eq. C3.3.1-1 (My, Vx) Sqrt(0.000 + 0.000)= 0.000 <= 1.0 a CFS Version 9.0.0 Page 1 Analysis: Analysis 3.cfsa Paul Cavote 19.375 ft Span Simple Beam- Box Bm. "B" Paul J Ford and Company A78916-0001 Washington Square-VS PSE 28 Rev. Date: 1/3/2017 By: Paul Cavote ��DD �� Printed: 1/3/2017 Du B /�,h1 D Load Combination: D, Y Direction Reaction (k) 0.29062 0.29063 0.29063 Shear (k) -0.29062 16.893 Moment (k-in) Bbd Qrg� ` a J Deflection (in) 0. I27 Lf 2.tO -0.18735 CFS Version 9.0.0 Page 1 Section: Section 2.cfss Paul Cavote Box Column"C" Paul J Ford and Company A78916-0001 Washington Square-VS 'Pi\ 2_9 Rev. Date: 1/3/2017 By: Paul Cavote Printed: 1/3/2017 C.AUJKI C • 0 CFS Version 9.0.0 Page 1 Section: Section 2.cfss Paul Cavote Box Column"C" Paul J Ford and Company ACE0 A78916-0001 Washington Square-VS 3 Rev. Date: 1/3/2017 By: Paul Cavote ,,`t f C ' Printed: 1/3/2017 8t� VM • 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 in'4 Connector Spacing 12 in Part 2, Thickness 0.0346 in (20 Gage) Placement of Part from Origin: X to center of gravity -1.3138 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 Stud, Thickness 0.0346 in (20 Gage) 1 Placement of Part from Origin: X to center of gravity 1.3138 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 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 2.cfss Paul Cavote Box Column "C" Paul J Ford and Company r A78916-0001 Washington Square-VS i- 31 Rev. Date: 1/3/2017 q By: Paul Cavote 0 x C�LUN1 N C. Printed: 1/3/2017 -------,_ Full Section Properties Area 0.94780 in"2 Wt. 0.0032225 k/ft Width 27.393 in 1 Ix 2.2220 inA4 rx 1.5311 in Ixy 0.0000 inA4 Sx(t) 1.2030 in'3 y(t) 1.8471 in a 0.000 deg Sx(b) 1.2030 inA3 y(b) 1.8471 in Height 3.6942 in Iy 1.9799 inA4 ry 1.4453 in Xo 0.0000 in Sy(1) 1.0502 in'3 x(1) 1.8854 in Yo 0.0000 in Sy(r) 1.0502 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 I2 1.9799 inA4 r2 1.4453 in Ic 4.2020 inA4 rc 2.1056 in Cw 0.71572 in'6 Io 4.2020 inA4 ro 2.1056 in J 0.0003782 inA4 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 3.8336 inA4 Iy 1.6310 inA4 ry 1.3901 in Sy(1) 0.8651 inA3 x(1) 1.8854 in Sy(r) 0.8651 inA3 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 13.216 k-in Ae 0.56453 inA2 Ixe 1.8963 inA4 Iye 1.3734 inA4 Sxe(t) 0.9123 in'3 Sye(1) 0.7998 inA3 Tension Sxe(b) 1.1736 inA3 Sye(r) 0.6688 inA3 Ta 18.729 k Negative Moment Negative Moment Maxo 18.028 k-in Mayo 13.216 k-in Shear Ixe 1.8963 inA4 Iye 1.3734 inA4 Vay 2.993 k Sxe(t) 1.1736 inA3 Sye(1) 0.6688 inA3 Vax 4.450 k Sxe(b) 0.9123 in'3 Sye(r) 0.7998 inA3 CFS Version 9.0.0 Page 1 Analysis:Analysis 2.cfsa Paul Cavote 10.625 ft Tall Beam-Column-Box Col. "C" Paul J Ford and Company A78916-0001 Washington Square-VS E 32 Rev. Date: 1/3/2017 n 0 By: Paul Cavote 8'0 V COLUMN C Printed: 1/3/2017 Analysis Inputs Members Section File Revision Date and Time 1 Section 2 .cfss 1/3/2017 1:14:14 PM Start Loc. End Loc. Braced R k4 Lm (ft) (ft) Flange (k) (ft) 1 0.000 10.625 None 0.0000 0.0000 10.625 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 10.625 2.00 No 1.0000 Loading: Dead Load Ir1CL Type Angle Start Loc. End Loc. i Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.000 10.625 0.64800 0.64800 k CFS Version 9.0.0 Page 2 Analysis: Analysis 2.cfsa Paul Cavote -------- 10.625 _ 10.625 ft Tall Beam-Column-Box Col. "C" Paul J Ford and Company �A A78916-0001 Washington Square-VS 33 Rev. Date: 1/3/2017 " o By: Paul Cavote ft px C�CiUMO C. Printed: 1/3/2017 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 0.000 ft, Right side: Lx 10.625 ft Ly 10.625 ft Lt 10.625 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Section: Section 2.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(I) 0 k Red. Factor, R: 0 Lm 10.625 ft Loads: P Mx Vy My Vx (k) (k-in) (k) (k-in) (k) Total 0.6480 0.000 0.0000 0.000 0.0000 Applied 0.6480 0.000 0.0000 0.000 0.0000 Strength 1.6727 12 .580 2.9930 11.277 4.4497 Effective section properties at applied loads: Ae 0.94780 in"2 Ixe 2.2220 inA4 Iye 1.9799 inA4 Sxe(t) 1.2030 inA3 Sye(1) 1.0502 inA3 Sxe(b) 1.2030 inA3 Sye(r) 1.0502 inA3 Interaction Equations NAS Eq. C5.2.1-1 (P, Mx, My) 0.387 + 0.000 + 0.000 = 0.387 <= 1.0 NAS Eq. C5.2.1-2 (P, Mx, My) 0.063 + 0.000 + 0.000 = 0.063 <= 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(0.000 + 0.000)=' 0.000 <= 1.0 il BOX C�A,AVW c., - (*- CFS Version 9.0.0 Page 1 Section: Section 4.cfss Paul Cavote Box Column "D" Paul J Ford and Company A78916-0001 Washington Square-VS PA&&E., 3 Rev. Date: 1/3/2017 By: Paul Cavote '1 hi Printed: 1/3/2017 ,Bo) (,QLlM O • CFS Version 9.0.0 Page 1 Section: Section 4.cfss Paul Cavote Box Column "D" Paul J Ford and Company � � A78916-0001 Washington Square-VS 3s Rev. Date: 1/3/2017 h By: Paul Cavote BO( CLQ\ Printed: 1/3/2017 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 inA4 Connector Spacing 12 in Part 2, Thickness 0.0346 in (20 Gage) Placement of Part from Origin: X to center of gravity -1.3138 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 Stud, Thickness 0.0346 in (20 Gage) Placement of Part from Origin: X to center of gravity 1.3138 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 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 4.cfss Paul Cavote - Box Column "D" Paul J Ford and Company , A78916-0001 Washington Square-VS 6 Rev. Date: 1/3/2017 '4 i1 By: Paul Cavote gtX c Printed: 1/3/2017 -. Full Section Properties Area 0.94780 in2 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 1.9799 inA4 ry 1.4453 in Xo 0.0000 in Sy(1) 1.0502 inA3 x(1) 1.8854 in Yo 0.0000 in Sy(r) 1.0502 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 I2 1.9799 inA4 r2 1.4453 in Ic 4.2020 inA4 rc 2.1056 in Cw 0.71572 inA6 Io 4.2020 inA4 ro 2.1056 in J 0.0003782 inA4 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 inA4 Sx(b) 1.1924 inA3 y(b) 1.8471 in Ic 3.8336 in'4 Iy 1.6310 inA4 ry 1.3901 in Sy(1) 0.8651 inA3 x(1) 1.8854 in Sy(r) 0.8651 inA3 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 13.216 k-in Ae 0.56453 inA2 Ixe 1.8963 in'4 Iye 1.3734 inA4 Sxe(t) 0.9123 inA3 Sye(1) 0.7998 inA3 Tension Sxe(b) 1.1736 inA3 Sye(r) 0.6688 inA3 Ta 18.729 k Negative Moment Negative Moment Maxo 18.028 k-in Mayo 13.216 k-in Shear Ixe 1.8963 inA4 Iye 1.3734 inA4 Vay 2.993 k Sxe(t) 1.1736 in"3 Sye(1) 0.6688 inA3 Vax 4.450 k Sxe(b) 0.9123 inA3 Sye(r) 0.7998 inA3 CFS Version 9.0.0 Page 1 Analysis:Analysis 4.cfsa Paul Cavote �� 13.625 ft Tall Beam-Column -Box Col. "D" Paul J Ford and Company 3� A78916-0001 Washington Square-VS Rev. Date: 1/3/2017 0 0 By: Paul CavoteLW► b Printed: 1/3/2017 ' C. ---. Analysis Inputs Members Section File Revision Date and Time 1 Section 4.cfss 1/3/2017 2:03:05 PM Start Loc. End Loc. Braced R k!) Lm (ft) (ft) Flange (k) (ft) 1 0.000 13.625 None 0.0000 0.0000 13.625 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 13.625 2.00 No 1.0000 Loading: Dead Load 1154CCU Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.000 13.625 , 0.29500 0.29500 k CFS Version 9.0.0 Page 2 Analysis: Analysis 4.cfsa Paul Cavote 13.625 ft Tall Beam-Column -Box Col. "D" Paul J Ford and Company A78916-0001 Washington Square-VS PA E 38 Rev. Date: 1/3/2017 4e ,! By: Paul Cavote Rp< ,w\) D Printed: 1/3/2017 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 0.000 ft, Right side: Lx 13.625 ft Ly 13.625 ft Lt 13.625 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Section: Section 4.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(I) 0 k Red. Factor, R: 0 Lm 13.625 ft Loads: P Mx Vy My Vx (k) (k-in) (k) (k-in) (k) Total 0.2950 0.0000 0.0000 0.0000 0.0000 Applied 0.2950 0.0000 0.0000 0.0000 0.0000 Strength 1.1811 8.7272 2.9930 8.4265 4.4497 Effective section properties at applied loads: Ae 0.94780 in'2 Ixe 2.2220 in"4 Iye 1.9799 in''4 Sxe(t) 1.2030 inA3 Sye(1) 1.0502 inA3 Sxe(b) 1.2030 inA3 Sye(r) 1.0502 inA3 Interaction Equations NAS Eq. C5.2.1-1 (P, Mx, My) 0.250 + 0.000 + 0.000 =:"...3.........N.\\\0000....200025000090 NAS Eq. C5.2.1-2 (P, Mx, My) 0.029 + 0.000 + 0.000 = NAS Eq. C3 .3.1-1 (Mx, Vy) Sqrt(0.000 + 0.000)= NAS Eq. C3.3.1-1 (My, Vx) Sqrt(0.000 + 0.000)= 9i BbX C0 u I) _ 1 PAUL J. FORD & COMPANY PAGE " <1 OF ;Ili STRUCTURAL ENGINEERS Sb�PA S BY PRC, DATE a l i 03! 2a 17 250 E. BROAD ST. SUITE 1500 4-c.— Et PROJECT WASI.\IIJI-1- S kv —VS COLUMBUS, OH 43215 �J�'"t�- y),, CLIENT PROJ# �78`1 I6—Ooo _ bt? —. 0. irqc ' LI A.trCA 6E tttOVItn L IR cE• SPAS 41 30 at i�, v- 4. ( 4T 0.c- 4(ialV� i�P $�M six t3a \-1, Q? .. *111 ,` P iS-.).Q 7Si �L N / i� r.1 Mair fSS ! Y`^ SPAN R 0 126 L �� l `, t.,, sc 5p ,i/ o x 4-9 PLC- fll. • � wi, x 0108 fT. / 1'1 3S FT bL k.r1 1,) loo e(c x i sfit T col_ . 3 _/' ,--• jj ,,, ;..4.-1-‘, . Morvikr ‘u---- C2 Plf- DL c x I Er ARM -- !► rRs Z140X PAGE 4.0 i4 10 6 8A SK- 1 Jan 3, 2017 at 3:43 PM A78916-0001.r3d STS Fr2AM� hA� Z �) X P�Gf� l k'4 .'iy- a A SK-4 Jan 3, 2017 at 3:44 PM A78916-0001.r3d t it 0�� FRAME, A /. z x PA q, 4-2 C9QOS7"' < X M X M co 2 X M co co 2 hss8x34'1 10. SK- 3 Jan 3, 2017 at 3:43 PM A78916-0001.r3d ,► , FAME.. Ari S-r Z x 1414 4.3 SK-2 Jan 3, 2017 at 3:43 PM A78916-0001.r3d F A /► Z X 4'+ -.072k PIA -.03 !!!‘�! -.075k/ !!!!!r -.064k • 144 44141141 '44441111 441% 4/44111111 410.10111 '11141b ��� ��-.126 441141b 4111h. 4"4,1 1,035k-ft/ft -.1 2i., 2,P ,/'��� lbw -414,1110 111 ,1111 41, 44111101111 :,1,1.111 4.n1111011 a1i1• `�.11i11H1.062k-ft/ft `�a'.1; i° A. Loads:BLC 1,Dead Loads SK- 5 Jan 3, 2017 at 3:44 PM A78916-0001.r3d r FRAME A!� • s Z X PACE 4.5 -.095 11/111 111111/1111 Loads:BLC 2,Live Loads SK- 6 Jan 3, 2017 at 3:44 PM A78916-0001.r3d • __rt F A /► Z X PAq,6 -.017k/ft4t �i it ri -.054k/ft# ♦iiiiiri -. 043k1ft1- cl���fb Loads:BLC 3,5 psf Loads SK- 7 Jan 3, 2017 at 3:44 PM A78916-0001.r3d ,� ►-- �..,_ FR S ��A .. Column: Ml Shape: HSS3x3x4 .074 at 6.699 ft PA -? Material: A500 Gr.B Rect Length: 14.291 ft .002 at 9.378 ft I Joint: N1 Dy - in J Joint: N2 -.003 at 3.722 ft LC 7: 1.0D-0.45W+0.75L Dz 11 in Code Check: 0.100 (bending) Report Based On 97 Sections 1.189 at 0 ft 16 A k Oat13.993ft 095 at11.165ft... Vy iItll1 k VZ unuurn u l k -.195atOft -.184at13.993ft 261 at1.34ft .055at13.993ft Oat1.489ft -r k-ft MY ' k-ft -.07 at 11.165 ft Mz ; '�;"° � -.204 at 11.165 ft -.124 at 11.165 ft 2.079 at 1.34 ft .487 at 0 ft ft ksi ir fa 116.1111.11111111 ksi fc ‘IIIIIiiksi -2.079 at 1.34 ft AISC 14th(360-10):ASD Code Check Direct Analysis Method Max Bending Check 0.100 Max Shear Check 0.020 (z) Location 1.34 ft Location 11.165 ft Equation H1-lb Max Defl Ratio L/2312 Bending Flange Compact Compression Flange Non-Slender Bending Web Compact Compression Web Non-Slender y-y z-z Fy 46 ksi Lb 14.291 ft 14.291 ft Pnc/om 15.435 k KL/r 154.147 154.147 Pnt/om 67.21 k Mny/om 5.693 k-ft L Comp Flange 14.291 ft Mnz/om 5.693 k-ft Torque Length 14.291 ft Vny/om 17.721 k Taub 1 Vnz/om 17.721 k Tn/om 4.846 k-ft Cb 3.38 S-rEEL FRAiltE, A`� Column: M2 Shape: HSS3x3x4 .074 at 6.699 ft PACS 1+2,Material: A500 Gr.B Rect Length: 14.291 ft .003 at 3.722 ft I Joint: N3 Dy in J Joint: N4 -.001 at 9.23 ft LC 7: 1.0D-0.45W+0.75L Dz in Code Check: 0.099 (bending) Report Based On 97 Sections 1.179 at O ft .194atOft .095 at11.165ft k Vz . r Vy k -.184 at 13.993 ft A 611111" k .123 at 11.165 ft .055 at 13.993 ft .07 at 11.165 ft Myk-ft Mz k-ft ; T k-ft 0 at 1.489 ft -.204 at 11.165 ft -.26 at 1.34 ft 2.076 at 1.34 ft ft rer ksi .483 at 0 ft fa ksi fc ksi -2.076 at 1.34 ft AISC 14th(360-10):ASD Code Check Direct Analysis Method Max Bending Check 0.099 Max Shear Check 0.020 (z) Location 1.34 ft Location 11.165 ft Equation H1-lb Max Defl Ratio L/2312 Bending Flange Compact Compression Flange Non-Slender Bending Web Compact Compression Web Non-Slender y-y z-z Fy 46 ksi Lb 14.291 ft 14.291 ft Pnc/om 15.435 k KL/r 154.147 154.147 Pnt/om 67.21 k Mny/om 5.693 k-ft L Comp Flange 14.291 ft Mnz/om 5.693 k-ft Torque Length 14.291 ft Vny/om 17.721 k Taub 1 Vnz/om 17.721 k Tn/om 4.846 k-ft Cb 3.404 fETER, FRE, K,A Beam: M3 -- Shape: HSS6x3x4 Dz -.073 at 7.167 ft in PA Material: A500 Gr.B Rect Length: 7.167 ft -.001 at 7.167 ft I Joint: N5 Dy in J Joint: N6 -.007 at 3.583 ft LC 4: 1.0D+0.6W Code Check: 0.030 (bending) -.08 at 3.583 ft Report Based On 97 Sections .269 at 0 ft .116 at 0 ft -.067 at 0 ft A k V ���II1 allcl�Illllhu��,:,. till k uz l�I�Ilfllllllll�pl�lu�u������o k y 3° ill 'E��iiI�Jai III Ii''6� II I � -.116 at 7.167 ft -.269 at 7.167 ft .187 at 0 ft .125at7.167ft .118at3.583ft kVA T .e k-ft Mz k-ft• . My k-ft -.125 at O ft -.09 at 7.167 ft -.295 at 3.583 ft .998 at 3.583 ft -.036 at.821 ft ft ksi -.017atOft fa ksi IAA fc ksi .036 at.821 ft -.998 at 3.583 ft AISC 14th(360-10):ASD Code Check Direct Analysis Method Max Bending Check 0.030 Max Shear Check 0.019 (y) Location 3.583 ft Location 0 ft Equation H1-lb Max Defl Ratio L/10000 Bending Flange Compact Compression Flange Non-Slender Bending Web Compact Compression Web Non-Slender y-y z-z Fy 46 ksi Lb 7.167 ft 7.167 ft Pnc/om 75.648 k KUr 70.591 40.875 Pnt/om 105.772 k Mny/om 10.123 k-ft L Comp Flange 7.167 ft Mnz/om 16.504 k-ft Torque Length 7.167 ft Vny/om 40.826 k Taub 1 Vnz/om 17.721 k Tn/om 10.174 k-ft Cb 1.243 Beam: M4 - Shape: HSS8x3x4 -.027 at 7.167 ft PAZ So Material: A500 Gr.B Rect -.005 at 7.167 ft Dz in Length: 7.167 ft Dy in I Joint: N7A J Joint: N8A LC 6: 1.0D+0.45W+0.75L -.013 at 3.583 ft Code Check: 0.044 (bending) -.035 at 3.583 ft Report Based On 97 Sections .614 at 0 ft .142atOft .07atOft A k Vy �1 iill IIk Vz k -.07 at 7.167 ft -.613 at 7.167 ft .291 at 0 ft .222 at 7.167 ft Mz k-ft .153 at 3.583 ft T z k-ft My ,, k-ft -.222 at 0 ft .027 at 0 ft -.81 at 3.583 ft 1.463 at 3.583 ft -.156 at .523 ft ft ksi .03atOft fa ksi AIL fc ksi .156 at .523 ft -1.463 at 3.583 ft AISC 14th(360-10):ASD Code Check Direct Analysis Method Max Bending Check 0.044 Max Shear Check 0.027(y) Location 3.583 ft Location 0 ft Equation H1-lb Max Defl Ratio L/10000 Bending Flange Compact Compression Flange Non-Slender Bending Web Compact Compression Web Non-Slender y-y z-z Fy 46 ksi Lb 7.167 ft 7.167 ft Pnc/om 95.707 k KL/r 68.634 31.526 Pnt/om 131.389 k Mny/om 12.345 k-ft L Comp Flange 7.167 ft Mnz/om 26.397 k-ft Torque Length 7.167 ft Vny/om 56.229 k Taub 1 Vnz/om 17.721 k Tn/om 13.726 k-ft Cb 1.195 FOR OFFICE USE ONLY—SITE ADDRESS: This form is recognized by most building departments in the Tri-County area for transmitting information. Please complete this form when submitting information for plan review responses and revisions. This form and the information it provides helps the review process and response to your project. City of Tigard • COMMUNITY DEVELOPMENT DEPARTMENT Transmittal Letter T I c;n R I-) 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 • www.tigard-or.gov TO: Debbie Adamski DATE DEPT: BUILDING DIVISION „rt JAN 3 .i 201 FROM: Mary Ryan , r_ d COMPANY: Permit Resources in 11N<I` S1Ot PHONE: 949.582.3735 By: RE: 9591 SW Washington Square Rd., Space #B10 BUP2017-00007 (Site Address) (Permit Number) Victoria's Secret (Project name or subdivision name and lot number) ATTACHED ARE THE FOLLOWING ITEMS: Copies: Description: Copies: Description: Additional set(s) of plans. Revisions: Cross section(s) and details. Wall bracing and/or lateral analysis. Floor/roof framing. Basement and retaining walls. Beam calculations. Engineer's calculations. 3 Other(explain): Racking plans and calcs REMARKS: Submitting racking plans as a revision to bldg permit BUP2017-00007. FOR OFFIFE USE ONLY Routed to Permit Technici Date: �` `( Initials j�; Fees Due: ❑ Yes o Fee Description: Amount 1 ue: Special Instructions: Reprint Permit(per PE): ❑ Yes ❑No ❑ Done Applicant Notified: Date: Initials: I:\Building\Forms\TransmittalLetter-Revisions_061316.doc