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Home My WebLink AboutPermit Structural Calculations 2019-01-18225F]fTtl STREET . SPRINGffiLD,OR97477 tPH:(541)726-3753 r FAX: (541)726-3689 Develooment Services Supplemental Submittal Form Date: To Staff From:awY \n Contact Phone Number:-T1w Permit Num ber/Journal Number:tE- l17"l-g{@ Descriotion of Submittal Material: ? ,up ' n I & ryh ,?}Wt 5orS1 0rrf c'.\nhovrs -(r, \ It Vtte L.f f, $errre,vcr"\ uzr' irrvt?ruv{ rn onfs e+ l\^ e Wt*ri o"fy \"d'/,^e,n+ T l,otnt ' . SkLl dats+ {-ru*n^l fi^ wutuq) brn ;ft") h0A^) Instructions for Citv Staff: T lnus, vtvwn) Accepted by: CITY OF SPRINGHELD, OREGON b I =: Eugene Water & Electric Board P.O. Box 10148 Eugene, OR 97440 Phone/Fax: 54'1 -685-7435EWEB SUBMITTAL REVIEW COMMENTS Date: December 10,2018 Project Name: Hayden Bridge Disinfection System Submittal No: 36-1 Steel Joist Calculations - Rev. 1 Specification Section/Drawing: 05 50 00 Reviewer: CH2M Project No. 1605873 Comments: 1. See attached CH2M comments SUBMITTAL REVIEW ACTION REVIEW IS FOR GENERAL COMPLIANCE WITH CONTRACT DOCUMENTS. NO RESPONSIBILITY IS ASSUMED FOR CORRECTNESS OF DIMENSIONS OR DETAILS. THE CONTRACTOR SHALL ASSUME FULL RESPONSIBILITY FOR DEVIATIONS FROM CONTRACT REQUIREMENTS NOT SPECIFICALLY INDICATED ON THIS SUBMITTAL. X nppnovgo E uor ACCEPTABLE - RESUBMTT Date: 1211012018 I conorroNALLY APPRovED E nEvrrw Nor REQUIRED By: Wally McCullough EWEB Sub 36-l Steel Joist Calcs Rev. I Comments Page I of I SU BM ITTAL REV I EW COM M ENTS eltzntfi- t) \ I l._ !il. ( l..l \'l.ll): st lt\lI I I \1. \o.: st,t..(' s1,l( l'lo\ (s): I)lrs('RlP I lO\: r_r_!l,ll .r(, Iil \ I t,l{(),tI..( |I \\ I ll Sotlrrrru I lr rrocltlot itc ( )ttSilt (icturttitttt l'lt(l,ll.( l \O.: ()()-ll()li 05 50 0(r lltxrl .loirl ('rlcs stili\ll'!''l \l.l \ l,l,l Esltol, I)lt \\\ I\(;s \\ll,l.l..lNt.'()ttlt,\ l'lo\ 1. APPROVED 5. REVISE & RESUBMIT -Resubmittal required n 2. APPRovED As NorED n 6. NorsuBJEcrroREVIEW 3. PARTIAL APPROVAL - RESUBMIT A5 NOT€D Resubmittal required As the primary reviewer of this su[:rnrttal, I have coordinated my review comments with the comments of the following secondary reviewer(s): Jarerl Baurlcr CH2M ll l0 l8 Date NO COMMENT RELATED SPEC PARA./ DRAWING # 1. none 2. lJ 4 aJ 1 U SUBMITTAL FOR APPROVAL 1831. - EWEB-Onsite Hypo Generation $ae*lr DATE: 1210712018 SUBMITTAL #: 36 SPEC #: 05 50 00 REV #: 1 To: Laura Farthing EUGENE WATER & ELECTRIC BOARD P.O. BOX 10148 EUGENE, OR 97440 From: Beau Solesbee Pacific Excavation 79 N Danebo Ave Eugene, OR97402 We are transmitting the following Submittal Package: 36 - Roof Joist Calcs; Rev 1 item(s) for your review in accordance with the contract specification # 05 50 00. Please review and respond to Beau Solesbee by 1211112018 in accordance with the contract documents. Additional Notes: Priority Level High Submittal ltem Status Activity Date Copies Remarks 1 : Roof Joist Calcs P 1 Sincerely, Beau Solesbee CONTRACTOR (Authorized Signature) G 6a-t.: IE 357A Warner Milne Rd Oregon City, OR 97045 (s031722-2904 [Voice] (503) 722-2928 [Faxl Su bm itta I Subject : Joist Calculations - Revised lssued for Approval1827 - EWEB-Eugene To Beau Solesbee Pacific Excavation, lnc, 79 N Danebo Ave Eugene, OR 97402 Phone No: (541 | 7 26-7 380 Mobile: (541)619-4196 Fax No: (5411726-7943 bea u@pac ificexc.com Return To Travis Flora Eagle's View Construction ll 357-A Warner Milne Rd Oregon City, OR 97045 Phone No: (503) 722-2904 Mobile: (971) 304-9515 Fax No: (503l 722-2928 travis@evcon lin e.com Gopy To Details none Notes Joist Calculations - Revised lssued for Approval Please return submitted items by 12/14/2018 Number: Spec Section No : Submittal Rev No: Submittal Number: Date : Type : Method Sent : Reason For Sending : Status : 1827 -2 1 2 12t7 t2018 Submittal Revision Email For Approval Pending Signed By:n#Dated: l2l7l20l8 Travis J Flora Project Coordinator GANAlut Joists and Steel Deck STRUCTURAL CALCULATIONS THE STEEL JOISTS DESIGNATED BELOW WERE DESIGNED IN AC(]ORDANCE WITH STANDARD SPECIFICATIONS ESTABLISHED B)'THE STEEL JOIST INSTIT()TE AND TO THE INFORNIATION PROVIDED BY CTISTONIER. JOIST JlNU, J2NU, J3NU h ..{f'u tLl >t/r\t: il /3o//S JOB NO. : U06628 JOB NAME : HAYDEN BRIDGE PLANT LOCATION : SPRINGFIELD,OR CUSTOMER: PROSTEEL,INC. 22253 W. Southern At,e. * Buckeye, AZ 85326 * Phone: (623)386-1900 * Fax: (62J)386-188S @7 &GANAlvl Mark:JINU Projcct: U06628 HAYDEN BzuDGE PLANT (U06628) t l/30/18 14:1252 Project: U06628 HAYDEN BRIDGE PLANT JOIST CALCULATION ACCORDING TO SJI-201s (ASD) (rcv 2017) Mark : JINU (MS2, Symmetrical,, Frcc ends) aligned on J2 ALL RUI."NINGS ARE GIVEN FROM THE LEFT REFERENCE t.2 I.l 1.4 1.5 r.6 1.7 l.r,r 1.9 l.l0 l.l0 1.9 1.8 1.'t 1.6 l.s t.4 l.l CL: 0'-5" EXTL: - 0'-0 1,2" C.iC: .1.1'-0" CR: 0'-5" EXTR: - 0'-0 l'1" ESL: - 0'-0 I l" FISR; - 0'-0 l.l" at .; f ct t al @ N al O l.l l.l l.l c o 1.2 3a @N t.l 23 ll l5 l6 t5 l ,l tl at €{al r N ,a t r r.l n -.-- LOADING CONDITIONS( THE SHOWN VALUES ARE UN-FACTORED ) TOTAL LOAD. . : 325.25 Lb/tL 25K1O LIVE LOAD. . . : 183.08 lb/ft -- UPLIFT Net uplift uniform toad : 131. O0 lblft ---- DEFLECTION Allowed deflection under live load. Calculated deflecLion under service JoisE inertia Required camber Wraped angle at l-eft .: L 2 X Wraped angle at right : L 2 X l:: 156 156 l:i: 29 29 1n 1n 45 29 61 1 1 457 0 in (L/ 360)(L/ 407 ) ^q 1n 1n 1n 00 00 -- TOADING CONDITIONS ---( THE SHOWN VALUES ARE UN_FACTORED ) TOTAL LOAD. . : 188.00 ]rb/ft 25KSP1B8/53 LIVE LOAD. . . : 53.00 lb/ft -i @cANAnn Mark:JlNU Project: U06628 HAYDEN BRIDGE PLANT (U06628) I l/30/18 t4:t2:52 No Span Left ltb/ft2) trb/frl105.00 105.000.00 0.00 PARTIAL LOADS (From Axis) Rj-ghtltb/fL2l tlb/frl0.00 0.00 105.00 105.00 Starttfrl0'0 40'0 Lengthtfrl ',0 4'O Chord Cat. 1 1 1 2 1 1 2 2 UPLIFT Net uplif t unif orm l-oad 131.00 lb/fL A]lowed deflection under live load Calculated deflection under service l-ive load End of multiple loads FoRCES rN MEUBERS [kips1 1-45 1n 0.38 in 360) 1373 ) (L/ (L/ (THE SHOWN FORCES ARE UN-FACTORED)(Fy = 50 Ksi U/N) (Eff. depth =Gap......: 1" Left Reaction =7 .09 / -2 .8s kips Right Reaction = 24.86 in) 7 .09 / -2 .8s kips REQU]RED WELD weld-Ea. side RemarksNo Tension Compres Top Chord 4.85 -L2 4.73 -tL o a, _41 8.82 -2L 11.85 -29 1l-.85 -29 13 .88 -34 13 .88 -34 14.89 -36 14.89 -35 Botstom Chord Ead Diagonal 73.72 -5.53 REQUIRED MATERIAL x = t.ied at mid-length 186 186 203 BR r-sl16 S1end. Util 1.1 L.2 1,.3 L.4 1.5 1.6 r.7 1a 1.9 L . r0 2.1 )a 2.3 2.4 2.6 4.1 4.3 4.4 5.1 tr, 5.3 5.4 5.5 04 74 89 89 43 4f 45 45 96x 96x 295 zBl 245 246 245 246 246 246 zz 30 zz 30 LL2X do do do do do do do do LL2X 0 0 0 0 0 0 0 0 0 0 64 54 3 3,-Lr L/2t Lenglh 4,-4 3/8, z',-5" 2',-tt 3/8il do do 2'-tt 3/8\ -3 do do do do do do 81 83 92 95 98 98 99 0 00 18 97 25 02 )e 0 t7 32 36 37 0 -5 -10 _14 -14 -15 00 46 99 51 01 z LL5 z LLO z 110 z 110 z Llo z LLO 0 .34 0 .54 0.58 0.'72 0.79 0.81 4',-0. do do do LL2X do do do do LL2X 3.1 3.1 r z L69 O."74 223 - 7 L/zil Diagonal Towards 6.'78 -2 4.97 -2 3.16 -1 2.46 -0 End '73 00 27 55 ULxl U1 L2X.t56 1/8 x 0.118 x 0.091 U I x 0.091 z z z z 75 78 '18 78 0.68 0.66 0.42 0.33 118 090 090 090 t'7/e" t 7 /8' do Diagonal Towards Center -7.84 -5.88 -4.O7 -2.46 -2.46 d d U13/8x0.135 V!3/8xLL/4x0.118 U 1x 1 1/8 x 0.11,8 U 1 x 0.091 U 1 x 0.091 50 64 15 '78 78 2 3/8"11 't /s' 3/a" 3. 16 2 .37 L .64 0.91 0.18 0.90 0.84 0.89 0.'76 o,'76 do do do 2'-LL 3/8il 116 - I l-t8 - 1 118 - 1 090 - 1 090 - 1 SGANAltll Mark:J1NU Project: U06628 HAYDEN BRIDGE PLANT I li30l18 14:12:52u06628) FoRCES rN MEMBERS (cont.) [kipsJ REQUIRED MATERIAL x - tied at mid-Ienqth SLend. Uti.1 Length REQUIRED WEI,D Weld-Ea. Side RemarksNo Tension Compres. secondaly Web Member 0.40 o.26 0 .26 o.26 o.25 - 1 . 05 -0.77 -0.81 - 0. 83 -0.84 81 0.29 7'7 0.21 '77 0.22 77 0.22 77 0.23 do do do 091 - IJLx3/4x0.091 do do do VLx3/4x0.091 4L 2 2 -3 2' do do 2', z z z 09i7.t 1) 7.4 7.5 1 Maximum spacing between rows of bridging @ ToP Chord: 15'-1'1,3/8" @ Bottom Chord 24'-8 t/g' 2 Row(s) Minimum 4 Row(s) Minimum @ Bottom Chord 4',-0u 15', -0, 28',-0" 40' _0il Lateral Supports Deck (35" ) Acc. to the code POSITION @ Top Chord 8" 8rt 74',-B 29',-3 t/'t/ Equally Spaced Bridging between Uplift Rows : Yes UpLifts according to sloPe Fabrication code unless noted -LL = 2 angles short legs back tso back -U =lUprofile, PARTIAL LOADS Span: l. = Main Joist, 2 = Left Extension. Chord:1=ToP,2=Botstsom toad Catsegory (Cat.): 1 = Dead, 2 = Live, Designer: v1 - 43 ^ 0 -BL = 2 angles welded in box, -BR = Round bar -UU = 2 U profiles one inside Ehe otsher, -cL = crimPed angle 3 = Right ExEension 3 = wind, 5 = Non-comPositse Dead, 6 = Norr-composiEe Live Ziad At-Khalidi AIi shop: Buckeye Arizona [Production] Area to Paint : 15?.50 ft2 Material Sort : CosEProject no.: 513 u05528 555 223 (241) -223 (241) -25-20ll-L-s13 (5ss) NNN,NNN --- BRIDGING -- fficANAltll Mark:J2NU Project: u06628 HAYDEN BzuDGE PLANT (U06628) I li30l18 14 12:52 Project: U06628 HAYDEN BRIDGE PLANT JOIST CALCULATION ACCORDING TO SJI-201s (ASD) (rev 2017) Mark : J2NU (MS2, Symmetrical,, Free ends) ALL RUNNINGS ARE G]VEN FROM THE LEFT REFERENCE IYY.':^ l^ :- o .r s € - o N * I € o N \t Q @ o -NNalNN-ff666$ l.l l.l 1.4 1.5 1.6 t.7 1.8 1.9 t.lo l.l0 1.9 1.8 t.1 I.6 1.5 1.4 1.3 al rf t al @N (L: 0'-5" EXTL - 0'-0 I l" C C: .1.1'-0" l.l 2.r d Ll 2.1 or€3{-.1€C ('R 0'-5" EYIR -0-0ll' ESL:-0-0ll" ESR:-0-()ll" 1.2 @N l.l 1.1 l6 5 l..l ll :2 $ r el .talr P TOTAL LOAD 32s .25 lb/ tt TOADING CONDITIONS( THE SHOWN VALUES ARE IIN_FACTORED ) 26K70 LIVE LOAD. . . : 183 .08 lb/ft PARTIAL LOADS (From Rxis) No Span Left Ll-b/ ft21 t1blf rl25.00 25.0025.00 25.00 Right [tb/ft2] t1b/frl 25 atr )q, Starttfrl 0'0 38'.0 Lengthtfrl 5',0 6',0 Chord Cat 1 1 1 1 1)00 00 3 3 UPLIFT Net uplift uniform load 128.00 tb/fL = 6'1" * 22.1psf _ .6.1 1.7 plf (self weight) AL]owed deflect.ion under live loadCalculated deflection under serwice live load 'Joist inertia Required camber ========== LOAD NO 2 ( J2NU#02 ) LOADING CONDITTONS 45 42 o2 75 1 1 41,6 0 in in fn in (L/ (L/ 4 360) 370) 213.00 lb/fL ( THE SHOWN VALUES ARE IIN_FACTORED ) 25KSP2T3/49 LIVE LOADTOTAL LOAD 4e. oo 1blfr l.l 1.5 &G \NAlvl Mark:J2NU Project: U06628 HAYDEN BRIDGE PLANT I l/30/18 14:12:52(u06628) PARTIAI, LOADS (FTOM AXiS) No Span Startlfrl0'0 40'0 0'0 38',0 LengLh t frl Chord Cat 1 1 1 1 1 2 3 4 Lefttrb/rL2) tlb/frl140.00 140.000.00 0.0025.00 25.0025.00 25.00 RighEt\b/fL21 115/frl0.00 0.00140.00 140.0025.00 25.0025.00 25.00 4',0 4',0 5',0 6',0 2 2 3 3 1 1 1 1 Allowed deflection under live 1oad. Calculated deflection under service Gap......: 1" Left Reaction = Ii-ve load..... End of multiple loads 185 1.45 in (L 0.39 in (L 360) 1337) No Tension Compres FORCES rN MEMBERg lkipsJ (THE SHOWN FORCES ARE UN-FACTORED) (Fy = 50 Ksi U/N) (Eff . depth = 24.87 in) 7 . og / -2 .93 kips Right Reaction = 7 ' 09 / -2 .93 kips REQUIRED MATERTAL REQUIRED WEI,D x = tied at mid-Iength Slend. UtiL LengEh Weld-Ea.Side Remarks 1.1 1.2 1.3 L.4 1.5 1.5 !.7 1.8 1.9 1.10 2.L aa 2-3 2.4 2.5 4.1 4.2 4.3 4.4 5.1 5.3 5.4 4 .93 4.79 8.81 8.81 lr. ?8 11.78 13.75 13.75 L4 .'7 4 1_4 -'74 -12.o4 -11.?3 -21.88 -21.88 -29.41 -29 .4L -34 .43 -34.43 -36 .94 -35.94 95 81 46 46 46 46 46 30 l0 0. ?3 0 .64 0 .64 0.81 0 .83 0.92 0.96 0.98 0.98 0.99 Top Chord Bottom Chord 0.00 0.00 t'l .r7 -6.96 25.96 -!0.42 32.24 -r2.49 36.00 -L4.37 37.26 -14.86 End Dj-agonal 2X do do do do do do do do LL z z z zz zz /2" 0 -3 do do do do do dox x LL 2 X .155 do do do do LL 2 X .L66 1'' SQUARE BAR LL 2 X .185 u 1x 0.091 z 115 0 yy110 0 yylll 0 l1/i11 0 yyll1 0 yy1l1 0 2 3',-Lt L/2' 4',-On do do do Wl44 0.85 n,_n rrr,' .Z5O _ ! 1/gt3.1 L3.72 -5.62 -7.83 d Diagonal Towards End 5.78 4 .97 3.16 2 .46 -2 .67 -t .96 -L.24 - 0 .53 U1x1 U1 1/8 x 0.118 x 0.091 do z 75 0.68 z '78 0.56 z '78 0.42 z 78 0.33 118 - 090 - 090 - 090 - L 't /8' r t /a" L t/2* ,r-11 1/atr do do a,-11 alat Diagonal Towards center tJ L 3/8 x 0.135 ut1/exL!/4x0.118 U1x11/8x0.118 U 1 x 0.091 90 8487 07 46 5 4 2 3.13 2 .31 1.50 0.89 d 2600 2640 z 75 0 z 78 0 89 '76 2'-Lr 3/8' do do do L36 1t I 118 090 L 7 /8' r 3/4" t L/2" -- UPLIFT Net uplift uniform load : L28.00 1b/ft ---- DEFIJECTION &GANAM Mark:J2NU Project: u06628 HAYDEN BRIDGE PLANT (U06628) I l/30/18 14 12:52 FORCES IN MEMBERS (Cont.) tkipsJ No .5 Tension Compres. 0.i8 -2.46 Secondary web Memb€r o.4"7 -t-.05 o -25 -O.77 o.26 -0.81 0.25 -0.83 0.26 -0.84 REQUIRED MATERIAI, x = tied at mid-IengLh U 1x 0.091 rJ 1 x 3/4 x 0.091 do do do Vlx3/4x0.091 sIend. UtiI . z 78 O.76 Length 2, -tr 1 /sn REQUTRED WELD Weld-Ea. Side 090 - ). l/2" Remarks 2', do do 7.L 7.2 7.3 '7 .5 81 7'7 77 '77 77 o.29 0.21 0 .22 0.22 0.23 2'-3 )./4"091 - do do do 2 091 - 1'l BRIDGING Maximum spacing between rows of bridgj-ng @ Top Chord: 16' -2 5/8' @ Bottom Chord: 24'-5 719" POSITION 2 Row(s) Minimum 4 Row (s ) M j-nimum @ BoEcom Chord 4',-0" 16', -0I 28',-0r 40'-0u Lateral Supports Deck (36 " 1Acc. to the code 14'-8 29',-3 @t/8 7 /8 Top Chord lr r Equally Spaced Bri-dging between Uplift. Rows : Yes vL.43 . 0 UpIift. according to slope Fabrication code unless noted -LL = 2 angJ.es shorE legs back to back, -U =LUprofile, PARTIAL LOADS Span3 1 = Main,roist, 2 = Left Extension, Chord:1=Top,2=Bottom Load Category (Cat,) : L = Dead, 2 = Live, -BL = 2 angles welded in box, -UU = 2 u protiles one inside the ot.her, -BR = Round bar -CL = CrimPed angle 3 = Right Extension 3 = Wind, 5 = Non-composite Dead, 5 = Non-composite Live Ploj€ct no.: 481 u05528 Designer: s1t ziad Al-Kha1idi AIi shop: Area to Paint r 157.35 ft2 Buckeye Arizona IProductsion] Material Sort : Coat 209 (222) -209 (222) -25-20/LL-48! (511) NNN,NNN SG \NArtll Mark:J3NU Project: U06628 HAYDEN BRIDGE PLANT (U06628) I l/30/18 l3:4t:00 Project: U06628 HAYDEN BRIDGE PLANT JOIST CALCULATION ACCORDING TO SJI-2015 (ASD) (rev 2017) Mark : J3NU (MS2, Symmetrical,, Frce ends) aligned on J2 ALL RUNNINGS ARE GIVEN FROM TI{E LEFT REFERENCE O.l .t .r al .l .l al .l al ll I.l l.,t 15 1.6 17 l.E le lll) ll() 19 18 1.1 l.() 15 14 1..1 l.l al .14'-0" CR:0-5" EXTR: -0'-0 Il" ESL: -0'-0 Il" ESR: -0-0 l'l at @ N al 0'-5" EX'IL: - 0'-0 I l -+ l6 C $al al € l5 c al c at 1.3 € € at cl +€ € c x CIC a l.ll.l ll @N lt.l ,l 5 f ar 'P rr P r P .t rnr -- LOADING CONDITIONS ( THE SHOWN VALUES ARE UN-FACTORED ) TOTAL LOAD. . : 32s.25 ]]b/fL 26KL0 LrvE LOAD. . . : 183. 08 Lb/ft CONEENTRATED IJOADS (FTOM R:<iS) No sp Side Hole Total Load Live load Net uplift Position Spacing Cat. Chord Incl' Cmp---it rp"i [kipsJ tkips] tftl tftl o-e 7/2 [des] 1 l Both No o.2a o.ob o.oo o'-0" o'-o'r 3 1 90 0 2 l Both No O'25 O.OO 0'OO 0'-0" 0'-0tr 4 I 90 0 PARTIAL LOADS (FTOM AXiS) No Span Left lLb/tt2) 115/ftl 25.00 25.00 Right ltb/tL2) tIb/frl2s.00 25.00 25.00 25.00 Starttfrl 0'0 38',0 LengthIfr] 6',0 6',0 Chord Cat 1 1 1 2 00 0025 3 3 1 1 Allowed deflection under live load Calculated deflection under service Iive load Joist inertia Required camber 1 1 451 0 45 in (L/ 350) 29 rn (L/ 405) 19 in^4 /5 1n :l11 t, lr UPLIFT Net uplift uniform load : 135'00 lblft --- DEFLECTION - &G \NAM Mark:J3NU Project: U06628 HAYDEN BzuDGE PLANT (U06628) I li30l18 13:41:00 I,OADTNG CONDITIONS ( THE SHOWN VALUES ARE UN_FACTORED ) TOTAL LOAD 213.00 l-b/fL 26KSP2a3 / 49 LIVE LOAD 49.00 lb/fL CONCENTRATED LOADS (From axis) No Sp Side Hole Both No Both No Tota1 Load lkipsJ 0 .25 0.25 Live load Net lkipsl 0.00 0.00 7/2 1 1 11 21, up tki ,1ift psl Position Spacj-ng Cat. Chord rncL. Cmp Ideg]90 0 90 0 0.00 0.00 tfrl 0' -0I [fr] o-e 0, _0I 3 0'-0r' 4 No Span Left ttb/f821 ttb/ttl140.00 140.000.00 0.0025.00 25.0025.00 25.00 PARTIAL LOADS (FrOM .EXiS) Right ltb/tL2) tIb/frl0.00 0.00140.00 140.0025.00 25.0025.00 25.00 Starttfrl Length tfrl 4',0 4',0 6',0 6',O Chord Cat 2 2 3 3 1 1 1 1 1 1 1 1 1 2 3 4 0'0 40'0 0'0 38',0 UPLIFT Net uplift uni-form load 13s.00 )-b/ft Allowed deflection under live load Calculated deflection under service Live load. .. . . 1.45 in (L/ 350) 0.35 in (L/ 7469) End of nultiple loads FORCES IN MEMBERS [kipsl (THE SHOWN FORCES ARE UN-FACTORED) Gap......: 1tr (Fy = 50 Ksi U/N) (Eff . depth = 24.85 in) Left ReacEion = '7.59/ -3.09 kips Right Reaction = 7.59/ -3.09 kips REQUIRED MATERIAL REQUIRED WELD No Tension compres. x = tied aE mid-Iength sLend. Util. Length weld-Ea.side Remarks 0 3 z z z Z z z z Z I 2 3 4 5 5 7 I 9 10 I 1 1 1 1 I 1 1 1 1 LL2X do do do do do do do do LL2X Top 5. 19 5.04 9 .29 9.29 !2.42 12 .42 14.50 14.50 15. 54 15.54 chord _1, -23 -23 -31 -31 -36 -36 -39 -39 89 53 44 44 50 50 88 88 57 96 82 46 46 45 46 46 45 46 46 2L6 2r6 ).7 6 z 115 yy110 yy110 yyl10 yyll,0 yy110 o.74 0.55 0.65 0.78 0.80 0.89 0.93 0 .94 0.99 0.99 -3 do do do do do do t/2" 2.1 2.2 ,c 2.6 Bottom chord 0.00 0.00 18.39 -7.33 2'7 .87 -10.98 34.53 -13.59 38.55 -15.15 39.91 -15.68 a at -i1 1 lanL! L/ - 6 2 I 5 9 do do do 4'0 LL2x do do do do LL2x t76 0.4 0.6 0.8 0.8 0.9 0.9 - DEFLECTION - - &G \NAltn Mark:.l3NU Project: U06628 HAYDEN BRIDGE PLANT (U06628) I l/30/18 l3:41:00 FoRCES IN MEUBERS (Cont.) tkipsl 3.1 No Tension Compres REQUIRED MATERIAL x = tied at m1d-length 1' SQUARE BAR U1xll/8x0.118 U I x 0.091 do U 1 x 0.091 V]. 3/8x0.136 ut3/8xtt/4x0.1r.8 U1x11/8x0.118 U 1 x 0.091 U 1 x 0.091 VLx3/4x0.091 do do do urxS/4x0.091 REQUIRED WELD 254 WeId-Ea. Side Remarks End Diagonal !4.69 -5.92 Sl-end. Util WL44 0.90 60 64 75 78 78 81 77 77 '77 77 Length 2 Diagonal TowardE End 4.L 7 .35 -2.8L 4 .2 5 .48 -2 .06 4.3 3.51 -l-.31 4.4 2.64 -0.55 Diagonal Towards Center 75 78 78 t6 0.74 0.'73 0.48 0.35 118 - .090 090 - 090 - 1Z z do do 2'-rt 3/8, 4, -4 3 /s,, 1/a" 2 1 / Ail t/8' 5.1 5.2 5.3 5.4 5.5 3.30 2 .44 I .69 o .94 0.19 44 n) 54 6'7 64 0 .97 0 .92 0.99 0.82 0.81 do do do,' -r, arr,' 136 r18 118 090 090 2 r/8" ! t /a" L r/2,, d d z z z t/8,' -3 2', do do 2', 7.t 7.2 't .3 't.4 '7.5 Secondary web o .49 0.27 o.27 Q.27 0.27 Metnber -1.58 -1.2't - L.32 -t .34 -1.35 0 .44 0.34 0.35 0.36 0.36 091 - 1 do do do 091 - 1 BRTDGING Maximum spaci.ng between rows of bridging @ ToP Chord: 16'-3 314u @ Bottom Chordl. 24'-6 7/2" 2 Row(s) 4 Row (s) Minimum Minimum LaLeral- Supports Deck (36 " )Acc. to the code POS IT ION @ Top Chord 1/ 8', 7 /8" @ Bottom Chord 4',-0r 16 ', - 0 ', 28',-0u 40' -0rr 14',-8 29,-3 Equally Spaced Bridging between Uplift Rows : Yes vl .43 .0 Uplift according to sloPe Fabrication code unless noted -LL = 2 angles short. legs back to back, -U =1Uprofile, PARTIAL LOADS Span: 1 = Maj-n Joist, 2 = LefE Extension, Chord:1=ToP,2=Bottom Load catsegory (Cat.) I l- = Dead, 2 = Live, 2 angles welded in box, -BR = Round bar 2 U profiles one inside the other, -cL = crimped angle -BL = -UU = CoNeENTRATED LoADs (* indicates that the conc. Ioad is not di-rectly on the panel point.) Span: 1 = Main Joist, 2 - IJeft Extension, 3 = Right' Extension side3 Both side6, Near side, Far side Hole: roP chord wiEh Holes ats conc- Loads Definit.ion of the categories (Cat.): 3 = ats any paneL point. along Ehe joist 4 = an)mhere along the joist Chord: 1 = Top, 2 = Bott.om Inclinat.ion(Inct.):90=Vertical,O=HorizontalComposite(Cmp):0=standard,l=non-comPosite 3 = Right ExEension = wind, 5 = Non-composite Dead, 5 = Non-comPosite Live ziad At-Khalidi ALi Shop: Buckeye Arizona [Production]ProJecE no.: U05628 Des igner : ffiGANAnn Projcct: U06628 HAYDEN BRIDGE PLANT (U06628) I l/30/18 l3:41:00 Mark :J3NU / sss Area to Paint : 757.35 fE2 Material Sort: Cost523 227 (240) -227 (240) -25-20/LL-s23 (55s) NNN,NNN EWEB Eugene Water & Electric Board P.O. Box 10148 Eugene, OR 97440 Phone/Fax: 541 -685-7435 SUBMITTAL REVIEW COMMENTS Date: November 20,2018 Project Name: Hayden Bridge Disinfection System Submittal No: 17 Steel Joist Framing Version 2 Specification Section/Drawing. 05 21 19 Reviewer: CH2M Project No: 1605873 Comments:1. Please see the revised CH2M Hill comments. Resubmittal not required unless the new wind speed affects the design.2. See attached CH2M comments. SUBMITTAL REVIEW ACTION REVIEW IS FOR GENERAL COMPLIANCE WITH CONTRACT DOCUMENTS. NO RESPONSIBILITY IS ASSUMED FOR CORRECTNESS OF DIMENSIONS OR DETAILS. THE CONTRACTOR SHALL ASSUME FULL RESPONSIBILITY FOR DEVIATIONS FROM CONTRACT REQUIREMENTS NOT SPECIFICALLY INDICATED ON THIS SUBMITTAL. I nppRoveo I Nor ACcEPTABLE - RESUBMIT Date: I ll20l20l8 X coruorroNALLY APPRovED E nrvrrw Nor REoUTRED By: L. Farthing EWEB Sub l7 V2 Comments Page I of I c c c SUBMITTAL FOR APPROVAL 1831. - EWEB-Onsite Hypo Generation $aeirs DATE: 9/05/2018 SUBMITTAL #: 17 SPEC #: 05 21 19 REV #: 0 To: Laura Farthing EUGENE WATER & ELECTRIC BOARD P.O. BOX 10148 EUGENE, OR 97440 From: Beau Solesbee Pacific Excavation 79 N Danebo Ave Eugene, OR97402 We are transmitting the following Submittal Package:17 - Steel Joist Framing; Rev 0 item(s)for your review in accordance with the contract specification # 05 21 19. Please review and respond to Beau Solesbee by 911412018 in accordance with the contract documents. Additional Notes: Priority Level High Sincerely, Beau Solesbee z1 lLd -t -/''I-\f" j{ tl! CONTRACTOR (Authorized Signature) Submittal ltem Status Activity Date Copies Remarks 1 : SteelJoist Framing-Shop Drawinqs P 1 ccc a ( r0-s- P ffi 1 .e qNtn^L Drsctr cRrtERr^. snucDiAt oasRvaloN, ^N0sEo[ nsPeclil if@riEMtNrs. st m^nf,Gs or-c-m]o rBi&d or-6-@J1. 2. fm *acr[ [gtclN Aio IEsrftG mMftrarlt $a olrfss or-6-m]2finm ot-G-Eas. tr nP€ 2 [I[ ECr, S( .tLL OICX ${rrt A oP^rS Or-C-oo!r. rm9ar $MM. rsTEx TO $m*B [B ^ ]6/. P^itil.P^RAUIT SPPfiTs: ELir X-EN(22 lHo 12 Prf O 9' O.C. UAlyUy9trr^Ps: 'rO TEX *iE6 C 2. 0.C. ____31_E!! q-esl_ @f-'-'-----'----- ]M SNOW DRIFTING DIAGRAM A @t-------- WND LOADING DIACRAM @ A /), ROOF FRAMING PLAN\ / ;;;- '=;- CH2M:10-S-2003 dr2rw,ffiq# lE* 63;rr-1 : EWEB WAfER SYSTEMS HAYDEN BRIDCT FILTRATION PUNT ONSITE HYPOCHLORITT SYSTEM STRUOURAL ROOf FRAMINC PLAN AND DEIAIL D-36635-S9 400f 124 0 a\ '-:j-, -4-'Tll stt NoTt i/ o A trA- 3$7A Warner Milne Rd Oregon Caty, OR 97045 (S031722-2904 [Voice] (s03) 722-2e28 [Fax] Su bm itta ! Subject : Joist Shop Drawings - lssued for Approval To 1827 - EWEB-Eugene Return To Beau Solesbee Pacific Excavation, lnc. 79 N Danebo Ave Eugene, OR 97402 Phone No: (541) 726-7380 Mobile: (541) 619-4196 Fax No: (5411726-7943 beau@pacificexc.com Travis Flora Eagle's View Construction ll 357-A Warner Milne Rd Oregon City, OR 97045 Phone No: (503) 722-2904 Mobile: (971) 304-9515 Fax No: (5031722-2928 travis@evconline.com Number : Spec Section No : Submittal Number: Date : Type : Method Sent : Reason For Sending : Status : 1827-1 1 91512018 Original Submittal Email For Approval Pending CopyTo Details Notes Joist Shop Drawings - lssued for Approval Please return submitted items by 9/11/2018 Line No Item Copies Date Reference No Description 001 Shop Drawings 1 91512018 Joist Shop Drawings - lssued for Approval C Signed By:Dated: 91512018 Travis J Flora Project / Safety Coordinator c c c U l EE(' z( oIiliiEiEEEEiEEiEi Figl!;;iE;5EEslxiiii i,; ! .E E:i E ta E:-iiI :ei3:E!!EE€sg!E fiE EE EE?EET :Ee E! ti EE!:r; EEeiiiE;gEgEEg ta 6E pS ee aZ :5 36 i=i*-;ti:5!:J6i EEEieEi !!E!E$E ;I;Ei*E IEE6EE! b: E E ""::, FiEii;PE 9 * r:;;:; iiE;EEIE ;pE!;E ts:E1 :r')i iE E; i6E!! ri9i3 ;E:;! 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T a=, d & i- a L := &9 9i t." i i.: :1., :' : I6 $ : I6 I t 4 d 919 -lr t"t;3td ql6 Bl6 dld ouFo2 dU o d.cc ii 6 _a t! *, * OF il6 't OLEl 3 #$Fdz^oqOBU9 @l5t;1'al$>]at 3 I :; !; c< IE fil ti zl ia, EI ;; BI TE El il;l ii =l !i =l il Ei IE g! iEiiie E'E' ei:!!er3 i!ag qg;q a2a= I!E}ff:iir i:;: E !tlr= g;Ei i iirii!inf* ri!; E!aFs iti! trll zUo I ir ;l il c ,llx=lXl I tsElEl"lzElslul-Et6tito"algizltt =l llsl llo - "l"li ;l fll'-l-l q UE s9 l :si s =E(' z( or+t 41 J ? 2 33 rl EI ow I-lslo-l ol2lsl<l ul.lal s13 blIOlr*l* i a P I x 3 , e^?E $e 6966rJ Ii zn <-H ;E q,; t- lE E EI HI EI 9+ Eo i6 EI aa 9! 6n- I I I o ;9 i>6; 5 o 9? EE 8 EL6:;Eqs#eg9 ozUoUJ Fa o- o o Fz 5 L Uc 5 I c 2* a= a. F6 ;aF; 4aqi ,.8 357A Warner llilne Rd Oregon City, OR 97045 (5031 722-2904 [Voice] $ast 72,2-2928 [FaxJ Submittal 1827 - EWEB-Eugene Subject : Joist Galculations - lssued for Field Use To Beau Solesbee Pacific Excavation, lnc. 79 N Danebo Ave Eugene, OR 97402 Phone No: (541) 726-7380 Mobile: (541) 619-4196 Fax No: (5411726-7943 beau@pacificexc.com Number : Spec Section No : Submittal Rev No: Submittal Number: Date : TYPe : Method Sent : Reason For Sending : Status : 1827-5 3 5 12t7 t2018 Submittal Revision Email For Release Pending Return To Travis Flora Eagle's View Construction l! 357-A Warner Milne Rd Oregon City, OR 97045 Phone No: (503) 722-2904 Mobile: (971) 304-9515 Fax No: (5031722-2928 travis@evconline.com CopyTo Details none Notes Joist Calculations - lssued for Field Use Signed By:/fr,fr Dated: l2l7l20l8 Travis J Flora Project Coordinator s GANAM *ffi^ wws @ THE STEEL JOISTS DESIGNATED BELOW WERE DESIGNED IN ACCORDANCE WITH STANDARD SPECIPICATIONS ESTABLISHED BY THE STEEL JOIST INSTITUTE AND TO THE INFORMATION PROVIDED BY CUSTOMER. JOIST JINU, J2NU, J3NU OPfr.B1N S Joiste and Steel Deck u06628 HAYDEN BRIDGE PLANT SPRINGFIELD, OR PRO STEEL,INC. STRUCTURAL CALCULATIONS I r7i91PE u b t I A. tt /3o/ts JOB NO. : JOB NAME : LOCATION: CUSTOMER: EXP lf'lL$: lz 22253 W. Southern Ave. * Buckeye, LZ 85326 * Phone: (623) 386-1900 * Fax: (623) 386-1888 Ar /-- 1( #GANAnn Mark : JINU Project: U06628 HAYDEN BRIDGE PLANT (U06628) 1 l/30/18 14:12:52 Project: U06628 HAYDEN BRIDGE PLANT JOIST CALCULATION ACCORDING TO SJI-2015 (ASD) (rev 2017) Mark : JINU (MS2, Symmetrical,, Free ends) aligned on J2 ALL RUNNINGS ARE GIVEN FROM THE LEFT REFERENCE IY;loL=] o t.2 1.3 1.4 t.5 CL: 0'-5" EXTL: - 0'-0 l/2" CIC: 44'-0" CR: 0'-5" EXTR: - 0'-0 l/2" ESL: - 0'-0 l/2" ESR: - 0'-0 l/2" d t N \t N O @N q t 1.6 1.7 a 1.8 O N o t.9 ON O NN l.l0 l.l0 1.9 1.8 1.7 2.6 O tN N NN 2.4 N 1.6 N \t 1.5 € o 1.4 2.2 * t.l 2.1 1.1 2.1 o o o N o o 1.3 t.2 @N 2.2 2.3 2.5 2.5 2.3 N N ..Jr ..)r r r r .'l r .1rnr - - - - i -;;;- ;"*$TiI3,:"HI'JiIi";;;;;;- i - - - TOTAL LOAD..: 325.25 l-b/tt 26KL0 LrVE LOAD...: 183.08 ta/ft -- UPLIFT Net uplift uniform load : 131.00 1b/ft ---- DEFLECTION Allowed deflection under live load CalcuLated deflection under service live load.. . . . Joist inertia. . Required camber 1 .45 in 1.29 in 457.61- !n^ 0.75 ln L/ 360)L/ 407) ( ( 4 Wraped angle at left .: L 2 X .156 29.00 in Wraped angle at right : L 2 X .155 29.00 in ========== LOA"D NO 2 ( iIINU#o2 ) TOTAL LOAD l-88.00 lb/ft-25KSP188/s3 L]VE LOAD s3. oo lb/tt (c C \\ &G \NArul Mark:JINU Project: U06628 HAYDEN BRIDGE PLANT (U06628) I l/30/18 14:12:52 No Span Start tf rl 0'0 40' 0 Chord CatLeft ltb/ fL2) t1b/f rl10s.00 105.000.00 0.00 PARTIAL LOADS (From A,<is) Right ltb/ft2) tlb/frl0.00 0.0010s.00 105.00 Length 1 1 1 2 Ift 4', 4',2 1 1 l 0 0 Net uplift uniform load 131.00 lb/tr. FORCES IN MEMBERS tKips] Gap......: 1n Left Reaction = (THE SHOWN FORCES ARE UN-FACTORED)(Fy = s0 Ksi U/N) (Eff depth = 24.86 in) 7 .09/ -2.8s kips Right Reaction = Allowed deflection under live load Calculated deffection under service five foad Tension Compres Top chord REQUTRED I,IATERIAL x = Eied at mid-Iength 1 .45 in 0.38 in Length (L/ 360)(L/ 1373) No SIend. Ut.iI 7 .09/ -2.85 kips REQUIRED WEI,D WeId-Ea.Side Remarks 1.1 1.2 1.3 L.4 1.5 1.6 L.7 1.8 1.9 1. t0 2.1 2.2 2.3 2.4 2.5 2.6 4.1 4.2 4.3 4.4 4.85 Botstom Chord 0.00 0.00 17.1,8 -5.92 25.97 -10.45 32.25 -L2.99 35.02 -14.51 37 .28 -15.01 End Diagonal L3.72 -5.53 -t2 -11 -2L -11 -?q -29 -34 -34 -35 -36 04 74 89 89 43 43 45 45 95x 96x 295 281 246 245 246 246 246 246 zz 30 zz 30 73LL2X do do do do do do do do 185 LL 2 X .186 0 0 0 0 0 0 0 0 0 0 3 -3 2', do do do do do do /2I 82 82 85 85 88 88 89 89 4 I I 11 11 13 13 t4 T4 64 54 81 83 0 96 98 98 99 0 LL2X do do do do LL2X 203 203 z LL6 z LLO z !I0 z 1].0 2 LLO z LLO 0.34 0 .54 0.58 0 .72 o.'79 0.81 do do do 3,-Lt r/2n 2',-Lt 3.1 3.1 r BR 15/15 z 159 O.'74 4,-4 3/8" .223 - r L/zil L2X.155 Diagonal Tovrards 6.78 -2 4.97 -2 3.16 -1 2.46 -0 uLx1r/8x0.1-18 U I x 0.091 do U l- x 0-091 End 73 nn 27 55 z 75 z 78 z 78 z 78 0.58 0.65 o .42 0.33 L 7 /8il t 7/8, t t/2" t L/2" 3/s' do do 2'-Lt 3/8il Diagonal Towards Center d x 0.135 L/4 x 0.LL9 /B x o.l-18 0.09r 0.091 4 2 2 2 I 1 1 1 1 1 2 3 4 5 -7 -5 -4 -2 2'-LL 3/8il do do do 2'-11 3/8il '7/ 3/ 7/ r/ t/ 3. L5 2.37 7 .54 0. 18 84 88 o7 46 45 d v \ 3/8 u 1 3/8 x r U1x11 U1x Ul-x 60 64 t5 78 78 0 .90 0.84 0.89 o.76 o.75 136 - 118 - 118 - 090 - 090 - .118 - .090 - .090 - .090 - #caNAru Mark:JINU Project: U06628 HAYDEN BRIDGE PLANT (U06628) I 1/30/18 14:t2:52 No Tension Compres S€condary Web Member 7.t 0.40 -1.05 '7.2 0.26 -0.77 7 .3 0.26 -0.81 7 .4 0.26 -0.83 7.5 0.26 -0.84 FORCES IN MEMBERS REQUIRED MATERIAL x - tied at mid-l-ength Slend. Util- rJLx3/4x0.091 do do do ULx3/4x0.091 8t 77 '77 77 77 o.29 0.2t 0 .22 0.22 0 .23 do do do 091 - 1n (Cont. ) [kips] Length REQUTRED WELD Weld-Ea. Side Remarks ), -a 1/ail 2 2 2t do do Maximum spacing between rows of bridging @ Top Chord: 15'-al 3/8" @ Bottom Chord: 24'-B l/8, POSIT]ON @ Top Chord 7/8u 7/8u 2 Row(s) Minimum 4 Row(s) Minimum @ Bottom Chord 4',-0t 15', -0[ 28',-O" 40'-0n Lateral Supports Deck (35"; Acc. to the code L4'-8 29',-3 Equally Spaced Bridging between Uplift Rows : Yes vL.43 .0 Uplifts according to slope Fabrication code unless noted -LL = 2 angles short legs back to back, -U =1Uprofile, -BL = 2 angles welded in box, -IIU = 2 U profil,es one inside th€ other, -BR = Round bar -CL = Crimped angle PARTIAL LOADS Span: 1 = Main Joigt, 2 = Left Extension, 3 = Right Extension Chord:1=Top,2=Bottom LoadCategory(Cat.):1=Dead,2=Live,3=Wind,5=Non-CompositeDead,S=Non-CompoEit.eLive Prolect no.: 513 u05 52 8 55s Designer: Ziad Al-Khalidi AIi Shop: Area to Paint : 157.50 fE2 Buckeye Arizona [Production] Material Sort : Cost 223 (241,) -223 (24L) -2s-20l11-s13 (ss5) NNN,NNN ( &G \NArtn Mark : J2NU Project: U06628 HAYDEN BRIDGE PLANT (U06628) I l/30/18 14:12:52 Project: U06628 HAYDEN BRIDGE PLANT JOIST CALCULATION ACCORDING TO SJI-2015 (ASD) (rev 2017) Mark : J2NU (MS2, Symmetrical,, Free ends) ALL RUNNINGS ARE GIVEN FROM THE LEFT REFERENCE +ab++?++?+++++++++ '-^ :^ : O N sf A @ O N $ I € O N $ I 6 -NNNNNO66oo o 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 l.l0 t.t0 1.9 0'-0 1/2' ESL: - 0'-0 1/2" ESR: - 0'-0 1/2" N $ N N @N N O CL: 0L5" EXTL; - 0'-0 l/2" C/C: zl4'-0" CR: 0' @ t 1.1 2.1 1.1 2.t alalalNd 1.8 t.7 l.6 1.5 1.4 1.3 t.2 o o o @N 2.6 2.5 2.3 2.22.2 2.3 2.1 2.5 N N N N IN€ .lr r r 9r ..1r I,OADING COIIDITIONS ( THE SHOWN VALUES ARE UN-FACTORED ) TOTAL LOAD..: 325.25 lb/ft 26K10 LrvE LOAD -- PARTIAIJ LOADS (From Axis) 183.08 tb/fL No Span 11 21, Left ltb/fL2l tlb/frl25.00 25.0025.00 25.00 Right ttb/tL2l 115/ftJ25.00 25.0025.00 25.00 I ive 1oad. Start t frl 0'0 38',0 in (L/ 360)in (L/ 370) an4 in Length tf rl 5',0 6',0 Chord Cat 3 3 1 1 -- UPLIFT Net uplift uniform load. : 1.28.00 \blft = 6'1u * 22.1psf -.6*11.7 plf (Self Weight) ---- DEFI,ECTION Allowed deflection under five 1oad. Calculated defl-ection under service .Toist inertia Required camber 45 42 02 t5 1 t_ 41_6 0 -- I.OADING CONDITIONS --- ( THE SHOWN VALUES ARE UN.FACTORED ) TOTAL LOAD. . : 2L3.00 \b/ft 25K5P2]-3/49 LIVE LOAD. . . : 49.00 \b/fL c \ \: \ SGANAM Mark:J2NU Project: U06628 HAYDEN BRIDGE PLANT (U06628) I l/30/18 14 12:52 No Span Start tf rl 0'0 40,0 0'0 38',0 6',0 6',0 1) 3 4 Left llb/fL2) tlb/frlt-40.00 140.000.00 0.0025.00 25.0025.00 25.00 PARTIAL LOADS (From Axis) Right ltb/fL2) tlb/frl0.00 0.00140.00 140.0025.00 25.0025.00 25.00 Length t frl 4',O Chord Cat 1 1 1 1 2 2 3 3 1 l_ 1 1 UPI,IFT Net uplift uniform load z a28.00 lblft. Allowed deflection under live load Calculated deflection under service liwe load..... 1,.45 in (r,/ 350) 0.39 in (L/ 1.337) ==================================== End Of mu1t,iple loadS FORCES IN MEMBERS tkipsl (THE SHOWN FORCES ARE UN_FACTORED) Gap 1rl (ry = s0 Ksi u/N)(Eff . depth = 24.87 in) Lefr Reaction = 7.09/ -2.93 kips Right Reaction = 7.09/ -2.93 kips REQUIRED MATERIAL REOUIRED WELD No Tension Compres. x = Eied aE mid-length Slend. UtiI. Length Weld-Ea.Side Remarks Top Chord 186 /27301 2 3 4 5 5 I 9 10 1 1 1 t 1 1 1 t I 1 zLL )r11 1 yyl1 wtt )1r1 1 ylr11 4.93 4.79 8.81 8.81- 1r.78 1,1 .7 I 13 .75 13 .75 L4.74 t4.'74 -].2.04 -l-1.73 -2), .88 -21.88 -29 .4L -29 .4L -3 4 .43 -34.43 -35.94 -35.94 95 8l- 46 46 46 46 46 46 0 .64 o .64 0.81 0.83 0.92 0.96 0.98 0.98 0.99 LL2X do do do do do do do do LL2X -3 2', 2' do do do do do do 2', do do do LL2X do do do do LL2X 1 8 0 a zz 30 zz 30 0 2.r 2.2 2.3 2.4 2.5 2.6 BoEtom chord 0.00 0.00 L7 .17 -5.96 25.95 -70.42 32.24 -12.89 36.00 -1,4.37 37.26 -14.86 Bnd Diagonal L3.72 -5.62 Diagonal Towards End Diagonal Towards Ceoter 3.13 -? .A3 d 2.31 -5.87 d 1.50 -4.0'7 0.89 -2.46 185 L66 766 I'I SQUARE BAR 5 0.42 0 0.66 1 0.83 l, 0.87 1 0.95 1 0.98 3'-LL L/2" 4' -4 3/8r .250 - 1, '7 /8" 2 0 0 3.1 WL44 0.86 50 75 4.r 4.2 4.3 4.4 5.1 5.2 5.3 5.4 '18 97 L5 46 6 4 3 2 -1.95 -L.24 -0.53 z 75 z 78 z 78 z 78 0.58 0.66 0 .42 0.33 118 090 090 090 /8" /s, 3/8.11VLxrt/ Ulx 8 x 0.l-18 0.091 do U 1x 0.091 77 l7 11 11 do do 2,-LL 3/sn uL r) L 3/g Ulx U 3/8 x 0.136 xLt/4x0.118 1 1/8 x 0.118 1 x 0.091 z z z z 0.90 0.84 0.89 0.76 2'-Lt 3/8' do do do 136 - 118 - 118 - 090 - 1 '7/e" L 3/4" L 1,/2t c c SGANAM Mark : J2NU Project: U06628 HAYDEN BRIDGE PLANT (U06628) lll30l18 14:12:52 FORCES IN MEMBERS (Cont.) [kipsJ No Tension compres. 0.18 -2.465.5 Secondary Web Menber 0.4'7 -1.05 o.25 -0.77 0.26 -0.81 0.26 -0.83 0.26 -0.84 REQUIRED IIATERIAL x = Eled at mid-length U 1x 0.091 ULx3/4x0.091 do do do rJ L x 3/4 x 0.091 slend. UtiI. z 78 0.76 LengEh 2,-tL 3/s" REQUIRED WELD Weld-Ea. Side 090 - t L/2' Remarks 7.1 7.2 7.3 '7.4 7.5 1 1 z z z z z 81 77 77 77 77 0 .29 0 .2L 0 .22 0 .22 0.23 091 - do do do 091 - 2'-3 !/4" do do Maximum spacing between rows of bridglng @ Top Chord: 15'-2 sfgu @ Bottom Chord: 24'-5 Tfgu z Row(s) Minimum4 Row(s) Minimum @ Bottom Chord 4'-0u 16' - 0 "29, -0t 40, -0il Lateral Supports Deck (36 " )Acc. to the code POSITION @ Top Chord 1,4',-8 29',-3 a/8' 7 /8" Equally Spaced Bridging between Uplift Rows : Yes v1,,43.0 UpIift according t.o slope Fabrication code unless noted -LL = 2 angles short l€ga back to back, -U =1Uprofile, -BL = 2 angles welded in box, -W = 2 U profiles one inside the other -BR = Round bar -cL = crimped angle PARTIAL LOADS Span: 1 = Main ifoist, 2 = Left Extension, Chord:1=Top,2=Bottom Load category (cat.) : 1 = Dead, 2 = Live, 3 = Right Extension 3 = Wind, 5 = Non-Composite Dead, 6 = Non-CompoEit.e Live Ziad A1-Kha1idi AIi Shop: Buckeye Arizona [Production] Area !o Paint : 157.35 ft2 lrlaterial sort : cost Project no.: 481 u05528 Des igner: / sLL 209 (222) -209 (222) -25-20/tt-48L (511) NNN,NNN c #G \NArtn Mark:J3NU Project: U06628 HAYDEN BRIDGE PLANT (U06628) l1/30/18 l3:41:00 Project: U06628 HAYDEN BRIDGE PLANT JOIST CALCULATION ACCORDING TO SJI-2015 (ASD) (rev 2017) Mark : J3NU (MS2, Symmetrical,, Free ends) aligned on J2 ALL RUNNINGS ARE GIVEN FROM THE LEFT REFERENCE N \t N €N NN +N N N N @ N \t 1.1 o N c o o o o o t.2 l.l1.2 1.3 1.4 1.5 t.6 1.7 1.8 t.9 l.l0 l.l0 1.9 1.8 1.7 1.6 1.5 1.4 1.3 @N oN 2.t 2.2 2.3 2.4 2.5 2.6 2.5 2.4 2.3 2.2.2.r N O N € d tN @ N N d CL: 0'-5" EXTL: - 0'-0 1/2" CIC: 44'-0" CR: 0'-5" EXTR: - 0'-0 l/2" ESL: - 0'-0 l/2" ESR: - 0'-0 l/2" nr .lrr LOADING CONDITIONS( THE SHOWN VALUES ARE UN_FACTORED ) TOTAL LOAD 325 .2s lb/ tL 26K!0 LIVE LOAD. . . : 183 .08 lb/fL - CONCENTRATED I,OADS (FrOM .A,<ig) No sp Side Hole Total Load Live l-oad Net uplift Position Spacing Cat. lkipsl [kips] [kips] tftl tftl o-e l- l Both No 0.25 0.00 0.00 0'-0n 0'-0rr 3 2 l Both No 0.25 0.00 0.00 0'-0n 0'-0rr 4 .- PARTIAL LOADS (F'rom axis) Chord I ncI. Cmp Ideg]90 090 0 1/2 1 1 No Span 11 21, LeftI t1b/frl 25.00 25.00 Starttfrl0'0 38',0 Lengthtfrl 6',0 6',0 Chord Cat ltb / fL2 25.00 25.00 Right ltb/fL2) tlb/frl25.00 25.0025.00 25.00 3 3 UPLTFT Net uplift uniform load Allowed deflection under l-ive load Calculated deflection under service live load .Toist inertia Required camber 13s. oo Lb/tL DEFI,ECTION 45 29 t9 75 1 1 457 U in(in( in^+ 1n L/ 350)L/ 406) c r \ r \Y \= \ \: \ 1 l- #cnNArtn Mark:J3NU Project: U06628 HAYDEN BRIDGE PLANT (U06628) I l/30/18 l3:41:00 TOTAL LOAD..:213.00 lb/fL No Sp Side Hole LOADTNG CONDITIONS( THE SHOWN VALUES ARE UN_FACTORED ) 26Ksp2t3/49 LTVE LoAD. . . : 49.00 l-b/tL CONCENTRATED I,OADS (From Axie) Live load Net uplift Position Spacing Cat. Chord Inc1. Cmp 11 2L Both No Both No lkipsl 0.00 0.00 lkipsl 0.00 0.00 t frl 0' -0I 0' :0 tt Ides190 090 0 ToLal Load IkipsJ 0.25 0.25 tfrl o-9 0, _0[ 3 0, _0I 4 a/2 1 1 No Span Chord Cat Net uplift uniform load : 135.00 \blft ---- DEFIIECTION Allowed deflection under 1i-ve load = 1.45 in (L/ 360) Cafculated deffection under service live 1oad..... = 0.35 in (L/ 1,469) FoRCES IN MEMBERS [kips] Left ltb/ft'z) I1b/frl140.00 140.000.00 0.0025.00 25.0025.00 25.00 PARTIAL LOADS (From Axis) Right ltb/tt2) tlb/frl0.00 0.00140.00 140.0025.00 25.0025.00 25.00 Starttfrl0'0 40'0 0'0 38',0 Length 2 2 3 3 1 1 1 1 1 1 1 1 1 2 3 4 tfrl 4',0 4',0 6',0 5',0 Gap Left Reaction = No Tension Compres Top Chord :1 (THE SHOWN FORCES ARE UN-FACTORED)(Fy = s0 Ksi u/N) (Eff . depth = 2s.86 in\ 7-59/ -3.09 kips Right Reaction = 7.59/ -3.09 REQUIRED MATER]AL REQUTRED WELD x = t.ied at mid-Iength Slend. UEi1. Length Weld-Ea.Side kips Remarks 3z z z z z z z z z z L 2 3 4 5 6 7 I 9 10 1 1 1 1 1 1 1 1 L 1 LL2X do do do do do do do do LL2X 12 .42 14.50 14.50 15.54 r5.54 5.19 5.04 q ?q 9 .29 -12 -12 -)1 -23 -31 -31 -36 -36 -39 -39 89 53 44 44 50 50 88 88 57 96 6Z 45 46 46 45 46 45 45 46 0.74 0.65 0 .65 0.78 0.80 0.89 0.93 o.94 0.99 0.99 216 2]-6 LL 2 x .176 do do do do LL 2 x .176 t/2" 0,1 -3 do do do do do do 2'0 2 2 2 2 2 2 z 115 !]1'110 }11'l10 yyl10 )ry110 fy110 3',-LL 7/2n Bottom chord 0.00 0.00 18.39 -7.33 27 .8L -10.98 34.53 -13.59 38.55 -15.15 39.91 -15.68 o .42 0.55 o.82 0.88 0.95 o .99 do do do #GANAnn Mark:J3NU Project: U06628 HAYDEN BRIDGE PLANT (U06628) 11/30/18 13:41:00 No Tension Compres. End Diagonal L4.69 -5.92 Diagonal Towards End 7 .35 -2.81 5.48 -2.06 3.51 -1.31 2.54 -0.55 Diagonal Towarda Center d d Secondary Web Mernber FORCES IN MEMBERS REQUIRED }I,ATERIAL x = tied at mid-Iength Slend. Util 1I' SQUARE BAR Wl44 0 .90 1/8 x 0.118 x 0.091 do 75 78 78 78 0.74 0.73 0.48 0.35 rl"8 - 2 . UYU - 090- I 090 - 1 (Cont. ) tkipsJ LengEh REQUIRED WEI.D weld-Ea. slde Remarks 3.1 4,-4 3/8" 2,-r7 3/a" 2,-tt 3/ail do do 2,-tt 3/ail do do do 250- 2 1 091 - 1 4.1 4.2 4.3 4.4 5.1 5.3 5.4 5.5 U1x1 U1 z z z L/ 8u 2il r/2" L/2uU 1 x 0.091 7.t 7.2 7.3 14 7.5 o .49 o.27 0.27 o.2't 0.27 -1.58 -1.27 -7.32 - 1 . 34 -1.35 U t 3/8 x 0.136 U13/8xLt/4x0.118 u 1x 1 l-l8 x 0.118 U t x 0.091 U 1 x 0.091 V]- x3/4x0.091 do do do V]-x3/4x0.091 zBL z 77 z 77 z '77 277 0.44 0.34 0.35 0.35 0.35 do do 3.30 2 .44 1.59 0. 94 0.19 -8.44 -6.42 -4.54 -2.67 -2 .64 250 264 z 75 z 78 z 78 0 .97 o.92 0.99 0.s2 0.8r 136 - 118 - 118 - 090 - 090 - /a" /8' 2', -Lt 3/8',a1 l7 11 l-L l-1 2,-3 r/4.09 1- do do do Maximum spacing between rows of bridging @ Top Chord: 16'-3 3/4' @ Bottom Chord; 24'-6 1/2" 2 Row(s) Minimum 4 Row(s) Minimum @ Bott.om Chord4'-0" 16',-0n 28',-0' 40'-0t Lateral Supports Deck (35") Acc. to the code POSITION @ Top Chord 1/ 8', 7/8' 1,4',-8 29',-3 Equally Spaced Bridging between Uplift Rows : Yes vL.43 . 0 CONCENTRATED LOADS (t indicat.es that the conc. load is not directly orr the panet point.) Span: 1 = Main \foist, 2 = LafE Exten6ion, 3 = Right Bxtension Side: Both Side6. Near Side, Far Side Holei Top Chord with IIoIeE aE Conc. Loads Definition of the categorieB (Cat.): 3 = at any panel poine along the joi6t 4 = anlmhere along the Joiet. Chord:1=Top,2=Botstom Inclination(Incl.):90=Vertical,0=HorizontatComposite(Crp):0=standard,l=non-compoaite UpIift according to slope Fabrication code unleEE noted -LL = 2 angles short legs back to back -U =1Uprofile, PARTIAL LOADS Span: 1 = Main aIoisE, 2 = Left Extension, Chord:1=Top,2=Bottom toad Category (Cat.) : 1 = Dead, 2 = Live, -BL = 2 angles welded in box, -BR = Round bar -W = 2 U profiles one inside the other, -CL = g1ia1r.d angle 3 = Right Exten6ion 3 = Wind, 5 = Non-CoEposite Dead, 5 = Non-CoDposite Live Ziad Al-Khalidi AIi Shop: Buckeye Arizona lProduct.ionlProject no.: Ir05528 Desigmer: C c ffiGANAnn Mark : J3NU Project: U06628 HAYDEN BRIDGE PLANT (U06628) I l/30/18 l3:41:00 523 227 (240) -227 (240) -2s-20/LL-s23 (sss) NNN,NNN / sss Area to Paint : L57.35 ft2 Material Sort : cosE c c EWEB Eugene Water & Electric Board P.O. Box 10148 Eugene, OR 97440 Phone/Fax: 541 -685-7 435 SUBMITTAL REVIEW COMMENTS Date: December 10,2018 Project Name: Hayden Bridge Disinfection System Submittal No: 36-1 Steel Joist Calculations - Rev. 1 Specification Section/Drawing: 05 50 00 Reviewer: CH2M Project No: 1605873 Comments: 1. See attached CH2M comments SUBMITTAL REVIEW ACTION REVIEW IS FOR GENERAL COMPLIANCE WITH CONTRACT DOCUMENTS. NO RESPONSIBILITY IS ASSUMED FOR CORRECTNESS OF DIMENSIONS OR DETAILS. THE CONTRACTOR SHALL ASSUME FULL RESPONSIBILITY FOR DEVIATIONS FROM CONTRACT REQUIREMENTS NOT SPECIFICALLY INDICATED ON THIS SUBMITTAL. X nppnovEo E ruOT ACCEPTABLE - RESUBMIT Date:1211012018 E coltotloNALLY APPRovED E nrvrrw Nor REQUTRED By: Wally McCullough EWEB Sub 36-l Steel Joist Calcs Rev. I Comments Page I of I ccC SU BM ITTAL REVI EW COMM ENTS c*tzyyt D,\I'U ltI-('LIVUD: 12, l()'18 Pll,OJL('-l': LW[:B Sodiunr lhpochlorite OnSite (]encration PRO.Il.(''l- N0.: 693 168SUB\rI',l'-t'{L N0.:.l(r IIF.V I SPI-C St_('TIO\ (S):05 50 0() DESCRIPTlON: Roof .Ioist (lalcs SI-IBNI IT-t,\I, '[YPE DRAWIN(;NitPl,ll INI.-ORNTAl-I0N 1. APPROVED 5. REVISE & RESUBMIT - Resubmittal required n 2. APPRovED As NorED tr 6. NorsuBJEcrroREVIEW tr 3. PARTIAL APPROVAT _ RESUBMIT A5 NOTED Resubmittal required As the primary reviewer of this submittal, I have coordinated my review comments with the comments of the following secondary reviewer(s): Jared Bauder ll,t0 l8 CH2M Date NO COMMENT RELATED SPEC PARA./ DRAWING # none 2. 3 4. 5. L c 1. c SUBMITTAL FOR APPROVAL 1831. - EWEB-Onsite Hypo GenerationPacifiic DATE: 1210712018 SUBMITTAL #: 36 SPEC #: 05 50 00 REV#:1 To: Laura Farthing EUGENE WATER & ELECTRIC BOARD P.O. BOX 10148 EUGENE, OR 97440 From: Beau Solesbee Pacific Excavation 79 N Danebo Ave Eugene, OR 97402 We are transmifting the following Submittal Package: 36 - Roof Joist Calcs; Rev 1 item(s) for your review in accordance with the contract specification # 05 50 00. Please review and respond to Beau Solesbee by 1211112018 in accordance with the contract documents. Additional Notes: Priority Level High Submitta! ltem Status Activity Date Copies Remarks 1 : Roof Joist Calcs P 1 Sincerely, Beau Solesbee CONTRACTOR (Authorized Signature) 35?A Warner Milne Rd Oregon City, OR 97045 (5031722-2904 [Voicel (503) 722-2928 [FaxJ Su bm itta I Subject : Joist Calculations - Revised lssued for Approval To 1827 - EWEB-Eugene Beau Solesbee Pacific Excavation, Inc. 79 N Danebo Ave Eugene, OR 97402 Phone No: (541) 726-7380 Mobile: (541) 519-4196 Fax No: (5411726-7943 beau@pacificexc.com Return To Travis Flora Eagle's View Construction ll 357-A Warner Milne Rd Oregon City, OR 97045 Phone No: (503) 722-2904 Mobile: (971) 304-9515 Fax No: (5031722-2928 travis@evconline.com Copy To Details none Notes Joist Calculations - Revised lssued for Approval Please return submitted items by 12/14/2018- Number: Spec Section No : Submittal Rev No: Submittal Number: Date : Type : Method Sent : Reason For Sending : Status : 1827-2 1 2 12t7 t2018 Submittal Revision Email For Approval Pending Signed By:n#Dated: l2l7l20l8 Travis J Flora Project Coordinator c T GANAlul @ffi THE STEEL JOISTS DESIGNATED BELOW WERE DESIGNED IN ACCORDANCE WITH STANDARD SPECIFICATIONS ESTABLISHED BY THE STEEL JOIST INSTITUTE AND TO THE INFORMATION PROVIDED BY CUSTOMER. JOIST JlNU, J2NU, J3NU rti .GIN Ev l/19lPE I t,i?, Joists and Steel Deck u06628 HAYDEN BRIDGE PLANT SPRINGFIELD, OR PRO STEEL,INC. STRUCTURAL CALCULATIONS I FSKE tthol/s JOB NO. : JOB NAME : LOCATION: CUSTOMER: , : lll 22253 W. SouthernAve. * Buckeye, AZ 85326 * Phone: (623)3S6-f900 * Fax: (623)336-13SS &G \NAltn Mark:JINU Project: U06628 HAYDEN BRIDGE PLANT (u06628)I l/30/18 14:12:52 Project: U06628 HAYDEN BRIDGE PLANT JOIST CALCULATION ACCORDING TO SJI-2015 (ASD) (rev 2017) Mark : J1NU (MS2, Symmetrical,, Free ends) aligned on J2 ALL RUNNINGS ARE GIVEN FROM THE LEFT REFERENCE :-:^iooooooooooooooovu-.1 t.2 r.3 t.4 1.5 1.6 1.7 1.8 1.9 l.l0 t.lo 1.9 1.8 t.7 t.6 0'-0 l/2" ESR: - 0'-0 l/2" N sf d d @N N 0'-5" EXTL: - 0'-0 I/2" C/C: 44'-0" CR: 0'-5" l.l 2,I l.l 2.1 o ooo NNN 1.5 |.4 1.3 2.3 1.2 O * o c o o o @N 2.5 2.4 2.22.2 2.3 2.4 2.5 2.6 <i' N O N N aNIN<f O Rr r .lr I,OADING CONDITIONS ( THE SHOWN VAI,UES ARE UN_FACTORED ) TOTAL LOAD..: 325.25 lblft 26K1,0 LTVE LOAD...: 183.08 lb/fL -- UPLIFT Net uplift uniform load : 131.00 \b/ft - - - DEF'LECTION Allowed deflection under live load Calculated deflection under service live load.. - ,foisL inertia.... Wraped angle at 1eft. . Wraped angle at right. 45)a 6t 75 1 1 457 0 1n 1n 1n (L/ (1, / 4 360) 407 \ 1n tL2 X.155 29.00 ;L2 X.155 29.00 1n IN TOADING CONDITIONS( THE SHOWN VALUES ARE UN_FACTORED ) TOTAL LOAD.188.00 l-b/fL 25KSP188/53 LIVE LOAD s3. oo lb/fL N \\ rn \ \: \\ &G \NAltn Mark : JINU Project: U06628 HAYDEN BRIDGE PLANT (U06628) I l/30/18 14:12:52 No Span SLarttfrl0'0 40'0 Length I fr] 4',0 4',0 Chord Cat a a 1 1 1 2 t- 1 Left tl-b/ ft2l tlb/f rl105.00 105.000.00 0.00 PARTIAL LOADS (From AxiS) Right ltb/f.L21 tlb/f rl0.00 0.00t-os.00 105.00 UPLIFT Net uplift uniform load Al-lowed deflection under live load. Calculated deflection under service Gap......: 1rr Left Reaction = No Tension Compres l-ive load..... End of multiple loads 13r-. oo \b/fL ---- DEFI,ECTION 1.45 in 0.38 i-n (L/ 360)(L/ 1.373) FORCES IN MEMBERS lKips] (THE SHOWN FORCES ARE I'N-FACTORED)(Fy = s0 Ksi U/N) (Ef f . depth = 24.86 in) 7 .09/ -2.85 kips Right Reaction = 7 .09/ -2.85 REQUIRED MATERIAL REQUIRED WELD x = tied at mid-Iength Slend. Util. Length weld-Ea'Side kips Remarks L 2 3 4 5 6 7 8 9 10 1 1 1 I l- I 1 1 1 1 Top Chord 4.85 -t2.04 Bottom Chord 0.00 0.00 17.18 -5.92 25.97 -10.46 32.25 -L2.99 36.02 -14.51 3't .28 - 15 . 01 Bnd Diagonal t3.72 -5.53 Diagonal Torarda End 6.78 -2.73 4.97 -2.00 3.15 -]-.27 2.46 -0.55 Diagonal Towards Conter 185 186 LL 203 LL 203 BR rsl1G L 2 X.156 l-l8 x 0.118 x 0.091 do LL2X do do do do do do do do LL2X 4 I I 11 11 13 13 t4 L4 73 -11 82 -2L 82 -2t 85 -29 85 -29 88 -34 88 -34 89 -36 89 -35 74 89 89 43 43 45 45 95x 95x 295 zgL 246 246 246 246 246 246 zz 30 zz 30 o.73 o.54 0 .64 0.81- 0.83 0.95 0.98 0.98 0.99 z 169 0.'74 2',-8" do do do do do do 3'-LL L/2il 4'-01 do do do 4', -0" 4,-4 3/8il 2,-5 3',-3 L/2" 2'-11, 223 - t L/2" 2.1 2.2 2.3 2.4 2.6 4.t 4.2 4.3 4.4 5.1 5.2 5.3 5.5 72 '79 81 2X do do do do 2X zLL6 0 zLLQ 0 zLLo 0 z].L0 0 zILo 0 z!L0 0 34 54 58 3.1 3.1 r Ulxl U1 z 75 z 78 z 78 z 78 0.58 0 .56 0 .42 0 .33 118 090 090 090 3/8' 7 /a" 1 1 I IU I x 0.091 do do 2',-).L 3/8' 2'-LL 3/8n do do do 2'-rL 3/8t 3 2 1 0 0 t6 64 Ut3/8x0.135 v L 3/B x 1, 1"/4 x 0.11e U1x11/8x0.rr8 U 1 x 0.091 U 1 x 0.09118 -7.A4 d -5.88 d -4.07 -2.46 -2 .46 z60 264 z 75 z 78 z 78 0.90 0.84 0.89 0.76 u - 16 136 - 118 - 118 - 090 - 090 - r 7/8" t 3/4" L L/2" L 7/2" L r/2' #GANAnn Mark:JINU Project: U06628 HAYDEN BRIDGE PLANT (U06628) I 1/30/18 14 12:52 FORCES IN MEMBERS (Conts.) [Kips] No Tension Compres. Secondary Web Member 0.40 REQUIRED MATERIAL x = tied at mid-Iength Sfend. Util Lengt.h REQUIRED WELD Weld-Ea. Side Remarks 26 26 25 26 7.t 7.2 7.3 '7.4 7.5 - 1 . 05 -0.77 -0.81 -0.83 - 0 . 84 81 0.29 7'7 0.21, 77 0.22 77 0.22 77 0.23 do do do uLx3/4x0.091 do do do urx3/4x0.091 z z z z z 2'-3 L/4" 2', do do 2', 2 2 Maximum spacing between rows of bridging @ Top Chord: 15'-L]. 3/8n @ Bottom Chord: 24'-8 1, 19" 2 Row (s ) Mi-nimum 4 Row(s) Minimum @ Bottom Chord 4',-1il 16', -0[ 28'-0il 40' -0,, Lateral Supports Deck (36" ) Acc. to the code POSITION @ Top Chord 1/ 8u 7/8u 1,4',-B 29'-3 Equally Spaced Bridging between Uplifc Rows : Yes v1.43 .0 uplift according to EIope Fabrication code unless noEed -LL = 2 angles shorE legs back to back -U =1Uprofile, PARTIAL LOADS spans 1 = Main,foist, 2 = Left Extengion, Chord:1=Top,2=Boltom Load Category (cat.) : 1 = Dead, 2 = Live, Project no.: u05528 s13 / Designer: s55 223 (24L) -223 (24L) -2s-20/LL-sL3 (sss) NNN,NNN -BL = 2 angles welded in box, -Iru = 2 U profiles one inside the other -BR = Round bar -CL = CrimPed angle 3 = Right. ExEension 3 =wind, 5 =Non-compositeDead, 5 =Non-composite Live ziad A1-Khalidi Ali Shop: Area to Paints : L57.50 ft2 Buckeye Arizona [Production] Material sort : cost &GANAM Mark:J2NU Project: U06628 HAYDEN BRIDGE PLANT (U06628) I 1/30/18 14:12:52 Project: 1J06628 HAYDEN BRIDGE PLANT JOIST CALCULATION ACCORDING TO SJI-201s (ASD) (rev 2017) Mark : J2NU (MS2, Symmetrical,, Free ends) ALL RUNNINGS ARE GIVEN FROM THE LEFT REFERENCE O N t.2 t.3 1.4 1.5 1.6 t.'l 1.8 1.9 l.l0 l.l0 1.9 1.8 1.1 1.6 1.5 1.4 1.3 N 44'-0" CR; 0 -5" N \t N d @N N O O 2.3 O 2.4 I EXTR:-0-0 l/1" 2.5 N O N NN 2.6 ESL: - 0'-0 l/2" ESR: - 0'-0 1/2" sN *N IN 2.5 N N N 2.3 O I C 2.2. \f€ 2.2 l.l 2.t N l.l 2.1 o o o o c o o o N d t.2 o o @N <f r nr..1r ar r ..]..1 TOTAL LOAD 325.2s l,b/tL LOADING CONDITIONS( THE SHOWN VALUES ARE UN-FACTORED ) 26K1,0 LIVE i.OAD...: l-83.08 l.b/tL PARTIAL LOADS (From .U<is) No Span Leftltb/tL21 t1b/frl25.00 25.0025.00 2s.00 Righttl-b/tL2l trb/frl25.00 25.00 25.OO 25.OO Start I frl 0'0 38',0 ngthlfrl 5',0 6',O Chord CatLe 1 1 1 1 1 2 3 3 Net uplift uniform load 128.00 lb/ft = 6'1" * 22.1psf - .6*1 1.1 plf (self weight) Al]owed deflection under live load Calculated deflect.ion under service l-ive 1oad.. Joist inertia Requj-red camber ==================================== LOAD NO 2 ( .l2NU#02 ) I,OADING COIIDITIONS( THE SHOWN VALUES ARE UN_FACTORED ) 45 42 02 75 l" 1 4L6 0 in in 1n in (L/ (L/ 4 350) 370) TOTAL LOAD. . : 213.00 l-b/ft 25K5P21,3 /49 LIVE LOAD 4e. oo lb/fE c \-, \ \: \ \. &G \NAlul Mark:J2NU Project: U06628 HAYDEN BRIDGE PLANT (U06628) I 1/30/18 t4:12:52 No Span Starttfrl0'0 40' 0 0'0 38',0 Length t frl Chord Cat 1 1 1 1 1 2 3 4 Left llb/tL2) t1b/frl140.00 l_40.000.00 0.0025.O0 25.0025.00 25.00 PARTIAL LOADS (Frour Axis) Right ltb/ft2l tlb/frl0.00 0.00140.00 140.0025.00 25.0025.00 25.00 4',0 4',0 5'.0 6',0 ) 3 3 1 1 1 1 UPLIFT Net uplift unj-form load 128.00 l.b/ft Allowed deflection under l-ive load Calculated deflection under service five foad 185 185 Bottom Ctrord 0.00 0.00 t7 .t7 -6.96 25.96 -t0.42 32.24 -12.89 35.00 -L4.37 37 .26 -14.86 L66 155 3.1 End Diagonal L3.'72 -5.62 1N SQUARE BAR Diagonal Towards End U 1x I 1,/8 x 0.118 U 1 x 0.091 do U L x 0.091" ToP 4 .93 4.79 8.81 8.8r- 11.78 11.78 13.75 L3.75 ]-4.74 L4.74 chord -L2 -11 -2]. -29 -29 -34 -34 -35 -36 04 88 88 4L 4L 43 94x 94x 295 z 81- 245 246 246 245 246 246 zz 30 zz 30 0.73 0 .64 0 .64 0.81 0.83 0.92 0 .96 0.98 0.98 o .99 do do do do do do 2', 1.45 in ( 0.39 in ( L/ 360) L/ 1.331) End of multiple loads FORCES IN MEMBERS [Kips] (THE SHOWN FORCES ARE UN-FACTORED) Gap......: 1" (Fy = 50 Ksi U/N) (Eff . depth = 24.87 tn) Left Reaction = 7 .09/ -2.93 ki-ps Right Reaction = 7 .09/ -2.93 kips REQUIRED MATERIAI, REQUTRED WELD No Tension Compres. x = Eied at mid-length S1end. Ut.j.t. Length Weld-Ea.Side Remarks 0 1 3 4 5 5 7 8 9 l0 1 1 1 t- I I I I 1 1 LL2X do do do do do do do do LL2X LL2X do do do do LL2X at i 1lan 8', z-r 2.2 2.5 2.6 4.1 4.2 4.3 4.4 5.1 5.2 5.3 5.4 z LL5 )ryl1 0 yyI11 ).y11 1 yy111 yy111 0 .42 0.56 0.83 0.87 0.95 0.98 3'-!L ),/2r :r.y744 0.85 n, -n ,rr,' 4',-O' do do do 4',-0" 2'-Lt 3/8n do do do 25O - r 7/8" 6.78 4 .97 3.16 2 .46 z z z 2 I I 0 6'7 95 24 53 75 78 7A 78 0.58 0.66 0 .42 0.33 -11 do do 118 - 090 - 090 - 090 - r t /a" L 7 /s" L 1/2n 2 2'-LL 3/8" 3/8', Diagonal Towardg center 3.13 -7.83 d 2.31 -5.87 d 1.50 -4.07 0.89 -2.46 rJL3/8x0.136 u!3/8xL1,/4x0.118 u 1 x l- 1/8 x 0.118 U l" x 0.091 1 1 1 I z z z z 50 64 75 78 0.90 0.84 0.89 0.76 L36 LtI 118 090 7 /a" 3/4', L/2" SGANAM Project: U06628 HAYDEN BRIDGE PLANT (U06628) I l/30/18 14 12:52 FORCES IN MEMBERS (Cont.) IKiPSJ No .5 Tension compres 0.18 -2.46 0 .47 REQUIRED Ii'ATERIAL x = tied at mid-length U 1x 0.091 rJLx3/4x0.091 do do do vLx3/4x0.091 Slend. Uti1. z 78 O.76 Length 2,-tt 3/s" 2,-3 L/4" do do REQUIRED WEIJD Weld-Ea. Side 090 - 7 L/2" Remarks secondary web Member 7.L 7.2 '1 .3 '1.4 7.5 -1.05 -0.77 -0.81 -0.83 -0.84 81 77 77 77 77 o.2l u - 22 o.23 10 1 091- 1 O" do do 26 26 26 26 0 0 0 0 BRIDGING Maximum spacing between rows of bridging @ Top Chord: 15'-2 5fg' @ Bottom Chord: 24'-5 Tfgu 2 Row(s) Minimum 4 Row(s) Minimum @ Bottom Chord 4',-0f 16'-0u 29, -0n 40, _0, Lateral Supports Deck (35") Acc. Lo Lhe code POSITION @ Top Chord a/8' 7/8' 1,4',-B 29',-3 Equally Spaced Bridging between Uplift Rows : Yes Uptift according to 6lope Fabricat.ion code unless noted -LL = 2 angles short legs back to back, -U =l.Uprofile, PARTIAL LOADS span: l, = Main aloist, 2 = Left. ExEenEion, Chord:1=Top,2=Bottom Load Category (Cat..) : 1 = Dead, 2 = Live, 3 = Wind, Project no.: U05528 481 / Designer: -BL = 2 angles welded in box, -BR = Round bar -IrU = 2 U profiles one inside the other, -CL = Crimped angle 3 = Right Extension 5 = Non-composite Dead, 5 = Non-composite Live s11 Ziad A1-Khalidi AIi Shop: Area to Paint t 157.35 ft2 vl.43.0 Buckeye Arizona [Production] Material Sort : Cost 209 (222) -209 (222) -25-20/tl-48t (511) lu$r,r\rlrN Mark: J2NU &G \NArul Mark:J3NU Project: U06628 HAYDEN BRIDGE PLANT (U06628) I 1/30/18 13:41:00 Project: U06628 HAYDEN BRIDGE PLANT JOIST CALCULATION ACCORDING TO SJI-2015 (ASD) (rev 2017) Mark : J3NU (MS2, Symmetrical,, Free ends) aligned on J2 ALL RUNNINGS ARE GIVEN FROM TIIE LEFT REFERENCE : :^ : o N :f I @ o N s I @ o N <f a € oNNNNNO666-* 1 .2 1 .3 L4 1.5 1.6 1.7 N t N N C @N N CL: 0'-5" EXTL; - 0'-0 l/2" C/C; 44'-0" l.l 2.1 N l.l 2..t o c EXTR: - 0'-0 l/2" ESL: - 0'-0 l/2" ESR: - 0'-0 l/2" ccocoooocoo6 N al al d al d cl ol ot ct at .t 1.8 1.9 Lto 1.10 t.9 1.8 1.7 1.6 1.5 1.4 r.3 1.2 2.5 @il 2.6 2.5 2.3 2.22.2 2.3 c N N ol d aN r .t r .lr 1r .1rrr I,OADING CONDITIONS ( UTP SHOWN VALUES ARE UN-FACTORED ) TOTAL LOAD..: 325.25 lb/fL 26K1-O LIVE LOAD...: 183.08 l-b/ft CONCENTRATED I,OADS (FTOM A,<ig) No Sp Side Hole Total Load Live load Net uplift Position Spacing Cat. Chold Inc1. Cmp- - -Jr.ip"t [kips] ikipsl tf rl [f t] o-e a/2 [deg] L L Both No o.zi o.ob o.oo o'-otr o'-ot' 3 1 90 0 2 l Both No 0.25 O.OO 0'OO 0'-Orr O'-Oil 4 1- 90 0 PARTIAL LOADS (From A"is) Chord CatLengthNo Span 11 21 Left ltb/fL21 t1b/f rl 25.00 25.00 25.00 25.00 Right ttb/ft2) tIb/f rl 2s.00 25.00 25.00 25.00 Starttfrl 0'0 38',0 I fr] OU 6',0 3 3 1 1 - - - UPI'IFT Net uplift uniform load : l-35 ' 00 lblft --- DEFLECTION - Allowed deflection under live load Cal-cul-ated. deffection under service live load" ' ,Ioist inertia Required camber 1.45 L.29 457.79 0.75 (L/ (L/ 4 inin 1nin 350) 405) c \\\ &G \NAlta Mark :J3NU Project: U06628 HAYDEN BRIDGE PLANT (U06628) I l/30/18 l3:41:00 TOTAL LOAD 213 . oo lb/ fL No Sp Side Hofe I,OADING CONDITIONS ( THE SHOWN VALUES ARE UN-FACTORED ) 2GK9P21,3 / 49 LIVE LOAD...: 49.00 lb/tl CONCENTRATED LOADS (From AxiS) Total Load lkipsJ 0.25 0.25 Live load Net uplift Position [kipsJ [kips] tftl0.00 0.00 0'-0r,0.00 0.00 0'-0' PARTIAL LOADS (From Axis) Rj-ght ltb/tL2) tlb/frl0.00 0.00140.00 140.0025.00 25.0025.00 25.00 Cat. Chord fncl-. Cmp ldegl90 090 0 Spacinglfrl 1/2 1 1 11 21, Both No Both No 0' -0I 0' -0[ 0-9 3 4 No Span Start tfrl 0'0 40' o 0'0 38',0 Chord Cat. 1 1 1 1 1 1 1 1 1 2 3 4 Left ltb/tL2) tlb/frl140.00 140.000.00 0.0025.00 25.0025.00 25.00 Length I fr] 4',0 4',0 6',0 5',0 3 3 Top chord 5.19 -12.A9 5.04 -12.53 9.29 -23.44 9.29 -23.44 L2.42 -31.50 L2.42 -31 . 50 LL 2L6 1.45 in (L/ 360) 0.35 in (L/ 7469) ========== ====== End of multiple loads FORCES IN MEMBERS [kips] (THE SHOWN FORCES ARE UN_FACTORED) ^^- : 1r' (Fy = 50 Ksi U/N) (Eff . depth = 24.85 in)udP.. Left Reaction = 7 .59/ -3.09 kips Right Reaction = 7 .59/ -3.09 kips REQUIRED MATERIAL REQUTRED WELDNo Tension Compres. x = Eied at mid-length Sl-end. Util. Length weld-Ea.Side Remarks t- 2 3 4 5 6 7 I 9 10 1 t 1 1 l- 1 1 I 1 1 1 2 3 4 5 2X do do do do do do do do 2X 296 282 246 246 245 246 246 246 246 0.74 0.65 0.55 0.78 0.80 0.89 0.93 0 .94 0.99 0.99 3,-3 r/2' 14.50 14.50 15.54 00 39 81 53 55 9r 0 18 27 34 38 39 -36.88 -36.88 -39.57 -39.57 LL 2t6 LL2x do do do do LL2x z lLs yyl10 yy110 yy110 }1/110 yyI10 ]',-tt L/2n do do do do do do 4',-0r do do do 4'-0r Bot,tom Chord 1750.00 -10.98 -13.59 -15.15 -15.68 t75 0 .42 0.65 o.82 0.88 0.95 0.99 -- UPLIFT Net uplift uniform load : 135.00 1b/ft AIlowed deflection under liwe load Calculated deflection under service live 1oad..... &GANAnn Mark:J3NU Project: U06628 HAYDEN BRIDGE PLANT (U06628) I l/30/18 l3:41:00 Tension Compres. Bnd Diagonal 14.69 -5 .92 Diagonal Tovrards Bnd Diagonal Towards CenEer PORCES IN MEMBERS REQUIRED MATERIAL x = tied at mid-length Slend. ULit 1il SQUARE BAR Wt44 0.90 (Conc. ) [kipsJ Length REQUIRED WELD Wel-d-Ea. Side RemarksNo 3.1 a,-a z1s"250- 2 4.1 4.3 4.4 5.1 5.2 5.3 5.5 7.L 7.2 7.3 7.4 '7.5 7 .35 5.48 3 .6L -2 .81 -2.O6 -1.31 -0.55 0.118 91 z 75 z 78 z 78 z 78 o.74 0 .73 0.48 0.35 2' -L1, 3/8il do do 2'-LL 3/8il Ulxl-l/8x U I x 0,0 do U u 13, U1 U 1x 0.091 118 - 2 r/8, 090 - L 7/2" 090 - 1 t/2" 3.30 2 .44 1.69 0.94 0.19 -8 .44 -6.42 -4.54 -2 .64 d d 1 3/B x 0.13G /B x r 1/4 x o.r-1e x11/8x0.118 U 1 x 0.091 50 64 75 78 78 o .97 0.92 0.99 0.82 0.81 136 118 118 090 090 2 1 I I tU 1 x 0.091 do do 2,-LL 3/8" do do do 2,-LL 3/st t/e" 7 /a' L/2" t/2' Secondary Web l.{ember 0.49 -1.58 o.27 -t.27 0.27 -),.32 0.2'1 -r.34 0.27 -1.36 VLx3/4x0.091 do do do urx3/4x0.091 81 '77 77 77 77 0.44 0.34 0.35 0.35 0.36 do do do 2',-3 L/4'091 1 2 2 Maximum spacing between rows of bridging @ Top Chord: 15'-3 3/+' @ BoLtom Chordz 24'-5 I12" 2 Row(s) Minimum + Row(s) Minimum @ Bottom Chord 4'_0, 16',-0" 28', -0[40'-0, Lateral Supports Deck (36") Acc. to the code POSITION @ Top Chorda/8' 7/8u 1_4',-8 29,-3 Equally Spaced Bridging between Uplift Rows : Yes v1.43 .0 CoNCENTRATBD LOADS (* indicates that the conc. 10ad is noE direcEly on the panel point.) Spans 1 = Main Joist, 2 = Left Extension, 3 = Rights Extenaion Side: Both sideE, Near Side, Far side HoIe: Top Chord with Eoles at conc. Loads Definition of the categories (Cat.): 3 = at any panel point, along the joist 4 = anlruhere along the joist Chord:1=Top,2=Bottom Inclination(Inc1.):90=Vertical,0=HorizontalComposite(Cmp):0=sta:rdard,1=non-comPosite uplift according to 6loPe Fabricat,ion code unless noted -LL = 2 angles short legs back to back -U =1Uprofile, PARTIAL LOADS Span: 1 = Main .foisE, 2 = teft ExEension, Chord:1=Top,2=Botlom Load Category (Cat.): 1 = Dead', 2 = Live, -BL = 2 angles welded in box, -BR = Round bar -W = 2 U profiles one inEide the other, -CL = Crimped angle 3 = RighE Exten6ion 3 = wind, 5 = Non-comPosite Dead, 5 = Non-comPosite Live ziad Al-Khalidi AIi shoP: Buckeye Arizona [Productioa]Projects no.: u05528 Designer: z z z z z z z z z ScANAM Mark:J3NU Project: U06628 HAYDEN BRIDGE PLANT (U06628) I l/30/18 l3:41:00 523 / sss Area to Paint : 157.35 ft2 Material Sort : Cost 227 (2401 -227 (240) -25-20/LL-523 (s55) NNN,NNN ccc Eugene Water & Electric Board P.O. Box 10148 Eugene, OR 97440 Phone/Fax: 541 -685-7435 SUBMITTAL REVIEW COMMENTS Date: November 20,2018 Project Name: Hayden Bridge Disinfection System Submittal No: 17 Steel Joist Framing Version 2 Specification Section/Drawing: 05 21 19 Reviewer: CH2M Project No: 1605873 Comments:1. Please see the revised CH2M Hill comments. Resubmittal not required unless the new wind speed affects the design. 2. See attached CH2M comments. SUBMITTAL REVIEW ACTION REVIEW IS FOR GENERAL COMPLIANCE WITH CONTRACT DOCUMENTS. N o RESPONSIBILITY IS ASSUMED FOR CORRECTNESS OF DIMENSIONS OR DETAILS. THE CONTRACTOR SHALL ASSUME FULL RESPONSIBILITY FOR DEVIATIONS FROM CONTRACT REQ UIREMENTS NOT SPECIFICALLY INDICATED ON THIS SUBMITTAL E nppnovro X couotloNALLY APPRovED E nevrEw Nor REQUIRED By: L. Farthing I ruOT ACCEPTABLE - RESUBMIT Date: 1112012018 EWEB Sub l7 V2 Comments Page I of I SUBMITTAL FOR APPROVAL 1831. - EWEB-Onsite Hypo Generation $r"elfls DATE: 9/05/2018 SUBMITTAL #: 17 SPEC #: 0521 19 REV #: 0 To: Laura Farthing EUGENE WATER & ELECTRIC BOARD P.O. BOX 10148 EUGENE, OR 97440 From: Beau Solesbee Pacific Excavation 79 N Danebo Ave Eugene, OR 97402 We are transmitting the following Submittal Package'. 17 - Steel Joist Framing, Rev 0 item(s) for your review in accordance with the contract specification # 05 21 19. Please review and respond to Beau Solesbee by 911412018 in accordance with the contract documents. Additional Notes: Priority Level High Sincerely, Beau Solesbee CONTRACTOR (Authorized Signature) Submittal ltem Status Activity Date Copies Remarks 1 : SteelJoist Framing-Shop Drawinqs P 1 0 to EE!r!-4ffiw ltvlilc oNV Nrd ,Ntnvul toou rvEnltnEls nrrsls 3ltuottlf odlH l-LrsNo IN\fU NO|IYUI]U ]DOIU8 N]OAYH snl tsls xt I vM ElMl - -?a#.ltwup i*I to0z-s-0r ir{zH3 -O-.r --9rlt NV-12_5My\-VUJ JOOU v ".@@.,"orrtr I50r lttrs -,@ ywE5Vm-cllEVol-oNl,1 ? rf C,l9:wD t-v frV85Vm-5NllliE6-^ ONS n -lt-i tid T- I0 rz c 9*$ rx 0r, serr6l0 .5 a ry! ar oHr a,)Nl-r rlrr srs&G llnvrvdu11r3 r/9C Y Ufr Sl&ddm 01 NSISY' rnnftfi nYdilfvro ro i)rctHs ,110 rYrln ll5 rrn tril z ld^r f l- p.;,o.9 -0 r .r 9 $m-9-lo HwH zcm-9 lo ssrrro l5 srnlnlarcI gMrsl oNr rc{lt6{ !1116 &J , icfi-!-ro Em!{ orm-c-ro !gN(v& l$ srilfflurrc!! rc[]ldsM lYrfld ony io{v^rsEo ranrlnus vrr}rEa m6l0 5tr0N rrunltnes rllnI &i r 3ti6n I LI 81 054 F+t+i+14l-t*,l""tel --+ ,€ rodJ-0,.*ili-0, r@ ,€ r l v I Z',) 1827 - EWEB-Eugene 357A Warner Milne Rd Oregon City, OR 97045 (5031 722-2904 [Voicel (5031 722-2928 [Fax] Submittal Subject : Joist Shop Drawings - lssued for Approval To Beau Solesbee Pacific Excavation, lnc. 79 N Danebo Ave Eugene, OR 97402 Phone No: (541 \ 726-7380 Mobile: (541)619-4196 Fax No: (5411726-7943 beau@pacificexc.com Travis Flora Eagle's View Construction ll 357-A Warner Milne Rd Oregon City, OR 97045 Phone No: (503) 722-2904 Mobile: (971) 304-9515 Fax No: (503)-722-2928 travis@evco n line.com Number: Spec Section No : Submittal Number: Date : Type : Method Sent : Reason For Sending : Status : '1827-1 1 91512018 Original Submittal Email For Approval Pending Return To Copy To Details Notes Joist Shop Drawings - lssued for Approval P/ease return submitted items by 9/11/2018 Line No Item Copies Date Reference No Description 001 Shop Drawings 1 9t5t2018 Joist Shop Drawings - lssued for Approval Signed By:/ft Dated:91512018 Travis J Flora Project / Safetl' Coordinator .:;ii#i';i' lt It,' t J,,,,I i /1drt'b*0t/r+:4 ta TYPICAL HORIZONTAL BRIDGING JE1,O1u06628 H{*"-*-**,*,..* SINGLE JOIST SPACE DISCONTINUOUS BRIDGING PUgEMENT r-=T--l t-qdU' AVAILABLE CONTRACT DRAWlEgQ!!G,' p.4lE DRA\4/ING INDEX JOIST ERECTOR NOTES sHT_ I qRAVJNG NA[1E APPROVER NOTES NOIED ITEMS COMWNl cs!<r c3*3ss5 D5r*5 JE2,O1 NOT USED JE3,O1 R@f JOIST FRNING PLAN0-3€635S7 r3653tsl. r3S3tS9 MY 2013 rs3s10 D!6ats1r ra#r2 MAY201l D.3S35-Sr6 D-16534S17 0-!5635S14 MAY20ra rs3*r9 B3*3!S20 BlS3*21 UY20rl GENERAL NOTES 8 GANATUI L - lf'il I h., , h l TYPICAL UPLIFT BRIDGING ":r:"^"'":. .., . 0illY USI r-Tt- '- ,' ,':-,EDl.\ -. " "I\+ ,iI. HAYDEN BRIDGE PLANT TllR APPROUA1 ltoT toB fltut lotsi cpven a wn #caruAm PLANT u06628 JE3,O1 r-=T--\ L!dU. s JOST SECIO{ 1 JoIST LEGEND 1 AECEURIOENO6TrcENOONPLAN 3 SEOU€f,CE I, uPllFI 6RlOCtN6 (R6FONLY) - h2.rl li4'r1 1/arO.lG SEE JEI.OI FOR SECTIOilS 5 LIVE LOAo DEFLECTION ' l,so L__l l1 6 STAiDARo SJ C&AER - APPROX lr4" UPLIFT DIAGRAM V&UESME SERUCE TEVELAXOM NOT INCIUDESELFMEHT wPrcAL BRTDGTNG SPAEING CIWPLTFD r l. - :..":1]. l,:';. 2 -_4,_ Roor Jorsr Fnrurruc Pulr \ Affi1r tol- o Tolffi;Ebl rldB ts+-r N , i. ".1 .; ,, c Ii i '. i i TllN APPI|IUAI llIIlY IIOI T(lR TIE1D UST .f IE!H' ct-.l': Cons Return To Copy To Details none Notes Joist Calculations - lssued for Field Use Beau Solesbee Pacific Excavation, lnc. 79 N Danebo Ave Eugene, OR 97402 Phone No: (541) 726-7380 Mobile: (541)619-4196 Fax No: (5411726-7943 beau@pacificexc.com Travis Flora Eagle's View Construction ll 357-A Warner Milne Rd Oregon City, OR 97045 Phone No: (503) 722-2904 Mobile: (971) 304-9515 Fax No: (503l,722-2928 travis@evconline.com 357A Warner Milne Rd Oregon City, OR 97045 (503lr722-2904 [Voice] {.503l.722-2928 [Faxl Submittal Subject : Joist Galculations - lssued for Field Use Number: Spec Section No ; Submittal Rev No: Submittal Number: Date : Type : Method Sent : Reason For Sending : Status : 1827-5 Dated: l2l7l20l8 1827 - EWEB-Eugene To Signed By: 3 5 12t7 t2018 Submittal Revision Email For Release Pending /4F Travis J Flora Project Coordinator GANAlul THE STEEL JOISTS DESIGNATED BELOW'WERE DESIGNED IN ACCORDANCE WITH STANDARD SPECIFICATIONS ESTABLISHED B}'THE STEEL JOIST INSTITT]TE AND TO THE INFORNIATION PROVIDED B}'C['STONIER. JOIST JlNU. J2NU" J3NU Joists and Steel Deck I"r06628 HAYDEN BRIDGE PLANT SPRINGFIELD, OR PRO STEEL,INC. STRUCTURAL CALCULATIONS lrE Bil \r:t. ,l/J3 . tr /lo/tB JOB NO. : .IOB NAME : LOCATION: CUSTOMER: 22253W. Southern Ave. * Buckey'e, AZ 85326 * Phone: (623)386-1900 * Fax: (623)386-1888 @ SGANAnn Mark:JINU Project: U06628 HAYDEN BRIDGE PLANT (U06628) I l/30/18 11:12:52 Project: U06628 HAYDEN BRIDGE PLANT JOIST CALCULATION ACCORDING TO SJI-2015 (ASD) (rev 2017) Mark : JINU (MS2, Symmetrical,, Free cnds) aligned on J2 ALL RUNNII.T.GS ARE GIVEN FROM TIIE LEFT REFERENCE +++i:???33:33333i:i;.at=i===RRxsK3sss=3 t.7 t.8 1.9 1.10 Llo 1.9 1.8 1.7 1.6 1.5 1.4 1.3 1.2 ESR: - 0'-0 1,2" .l - d j N O O @N 0'-5" EXTL: - 0'-0 lr'2" CrC: .14' LlLl 2t c c 0'-5" EXTR: - 0'-0 l'1" ESL: o 1.2 l.l l,l 1.5 c 1.6 @N l.,l l.l ll 2.tll2.5 t.5l.l tal C at €al €al -+N r r .t r r.lr r ( THE SHOWN VALUES ARE UN-FACTORED ) TOTAL LOAD. . : 325.25 l-b/fL 26Kto LIVE LOAD. . . : 183.08 lb/ft - - UPI,IFT Net uplj-f t unj.form load : 131.00 1blf t ---- DEFI,ECTION Allowed deflection under live l-oad. Calculated deflection under service Joist inertia Required camber Wraped angle at left .: L 2 X Wraped angle at right : L 2 X ii"; i;;; ;;; ' ;; 156 29 L/ 360) L/ 407 ) OO 00 1n 1n i-n ( in( r-n 4 in 45 29 6t 75 1 1 457 0 T.OAD NO 2 ( J1NU*O2 )---=== LOAD NO 2 ( 'J1Nu#02 ) I.OADING CONDITIONS --- ( THE SHOWN VALUES ARE I]N-FACTORED ) 188.OO Lb/tt 25KSP188/53 T,rvE LoADTOTAL LOAD s3. oo lb/tL \\ #c^NArul Mark:J1NU Project: U06628 HAYDEN BRIDGE PLANT (U06628) I l/30/18 14:12:52 No Span Left ttb/fL2) t1b/frl105.00 10s.000.00 0.00 PARTIAT LOADS (From Axis) Right ltb/ft2) t1b/frl0.00 0.0010s.00 105.00 Starttfrl0'0 40'0 LengthIfr] 4',0 4',0 Chord Cat 2 2 1 1 1 1 1 2 UPLIFT Net uplift uniform foad DEFLECTION Alfowed deflection under l-ive load. Calculated deflection under service 1.45 in (L/ 350) 0.38 in (L/ 1373)I ive End ]oad Gap......: 1rl Left Reaction = FORCES I (THE SHOWN(Fy = 7 .09 / -2 .85 of multiple loads N MEMBERS [kips] FORCES ARE TIN_FACTORED) 50 Ksi U/N) (Eff. depth kips Riqht Reaction = = 24.85 in) 7 .09 / -2 .85 kips REQUIRED WELD l^leld-Ea. Side RemarksNo Tension Compres REQUIRED IVIATERIAL x = tied at mi-d-length SIend. Util z z zz zz z !69 O .'74 x x 1 2 3 4 5 6 7 I 9 10 1 1 1 1 1 1 1 1 1 1 2.t 2.2 2.3 2.4 2.5 2.6 Top Chord Bottom Chord 0.00 0.00 17.18 -5.92 25 .97 - 10 .45 32.25 -12.99 36.02 -14.51 37 .28 -15.01 End Diagonal 13.'72 -5.53 Diagonal Towards End 4.L 6.78 -2.73 4.2 4-9'7 -2.00 4.3 3.15 -1.2'l 4.4 2.46 -0.55 Diagonal Towarda Center 5.1 3.16 -7.A4 d 5.2 2.37 -5.88 d 5.3 L.64 -4.O7 5.4 0.91 -2.46 5.5 0.18 -2.46 LL2X do zu6 z LLO z 110 z 1L0 z 110 z l]-9 0.34 0.54 0.58 0.72 0.79 0.81 4.85 4.73 8.82 8.82 r1.85 I1.85 13.88 13.88 L4 .89 t4 .89 _14 -11 -2L -21 -29 -29 -34 -34 -36 -35 04 74 89 89 43 43 45 45 96 96 do do do do do do LL2X 95 81 46 46 46 46 30 30 0.73 o .64 0 .54 0.81 0.83 0.92 0 .96 0.98 0.98 0.99 LL 2 X .185 185 do do LL2X 203 BR 15li6 L 2 X .155 do do 3 3'-),! L/2" 4 3/8,' 5 Length do do 2'-Lt 3/8il aa1 - 1 i lrn L/2" 0 -3 2' do do do do do do 2' do 0 0 do do do -4 r1 U 3/8'2t 7/ l-x do 1x x U U 8 x 0.118 0.091 z 75 0.58 z 78 0.55 z 78 O.42 z 78 0.33 118 090 090 090 t t /a" t 7/8il t L/2' L r/2"0.091 x 0.136 1/4 x 0.118 /8 x 0.118 0.091 0.091 3/s'au 1 3/e U 1 3/8 x 1 U1x11 U1x U1x z50 264 z 75 z 78 z 78 0.90 0.84 0.89 u. /b o.'76 do do do z',-Lt 3/8" 136 118 118 090 090 L 7/8" L 3/4' : 131.00 1blft #G \NArtn Mark: JINU Project: U06628 HAYDEN BRIDGE PLANT (U06628) I l/30/lU 11:12:52 FORCES rN I{EMBERS (Cont.) [kipsJ No Tension Compres. secondary Web Member 0.40 REQUIRED MATERIAL x = tied at mid-length Vrx3/4x0.091 do do do U1x3/4x0.091 s]end. util Length REQUIRED WEI,D we1d-.La. slde Remarks 7.L 1) 7.3 7.4 '7.5 2 2', do do z z z z -1 -0 -0 -0 -0 05 77 81 83 84 81 '77 '77 77 77 0 .2L o .22 o.23 2,-3 t/4"09 1 091 - 1il 1- do do do 0 0 0 0 25 26 26 26 Maximum spacing between rows of bridging @ ToP Chord: 15'-1'1' 3/8" @ Bottom Chord: 24'-8 I/8" 2 Row(s) Minimum 4 Row(s) Minimum @ Bottom Chord 4',-0t 15',-0r' 28',-0" 40' -0[ Latera] Supports Deck (36") Acc. to the code POSlTION @ Top Chord 7/8" 7/8u 1,4',-8 29',-3 Equally Spaced Bridging between Uplift Rows : Yes v1.43.0 UpIift according to slope Fabrication code unless noEed -LL = 2 angles short legs back t.o back, -U =]'Uprofile, -BL - 2 angles welded in box, -W = 2 u profiles one inside the other, -BR = Round bar -cL = crimped angle PARTIAL LOADS Span: L = Main Joists, 2 = Lefts Extension, 3 = Rights ExEension Chord: 1 = Top, 2 = BotE,oB Load Category (Cat.): 1 = Dead, 2 = Live, 3 = Wind, 5 = Non-ComPosite Dead, 5 = Non-ComPosite Live ProjecE no.: U05528 513 /555 Designer: ziad Al-Khalidi Ali shoP: Area to Paint : 157'50 ft2 Buckeye Arizona [Production] llaterial Sort,: CoEt 223 (24L) -223 (241) -2s-20/LL-s13 (555) NNN,NNN &G \NAltn Mark:J2NU Project: U06628 HAYDEN BRIDGE PLANT I l/30/18 14:12:52(u06628) Project: U06628 HAYDEN BRIDGE PLANT JOIST CALCULATION ACCORDING TO SJI-2015 (ASD) (rev 2017) Mark : .I2NU (MS2, Symmetrical,, Free cnds) ALL RUNNINGS ARE GIVEN FROM THE LEFT REFERENCE iar+?+?++++++++++++ :-'- : o .l d € € o N sl € € c N'+ € € o t.2 1.3 t.4 1.5 1.6 1.7 1.8 1.9 l.l0 l.l0 1.9 1.8 l.'1 1.6 1.5 1.4 1.3 1.2 -0 l1l" CrC: 44'-0" CR: 0 -5" EX[R: - 0'-0 I l" ESL; - 0'-0 12" F-SR: - 0'-0 al al al O c @N 0 -5" tt 6l l.r l.l c @ N 1.2 ltl.-1 ll ti l(,1.5 ll 2.1t.l € c tataln.t C{ 1 P t r .lr TOTAL LOAD 325 .25 lb/ ft ( THE SHOWN VALUES ARE I]N-FACTORED ) 26K7O LIVE LOAD. . . : PARTIAL LOADS (From Axis) Right ltb/ tt2) trb/fLl25.00 25.0025.00 25.00 183.08 tb/fL No Span LefL ltb/ tL2) tlb/frl 25.00 25.00 25.00 25.00 Start tf r.l 0'0 38',0 Lengt.h I frl 6',0 6',0 Chord Cat 1 1 1 1 1 2 3 3 Net uplift uniform load 128.00 Lb/fL = 6'1" . Z2.1psf -.6.1 l.T plf (self weight) Allowed deflection under live load Calculated deflection under servi-ce l-ive load .Toist inertia Required camber ========== LOAD NO 2 ( J2NU#02 ) LOADING CONDITIONS( THE SHOWN VALUES ARE UN.FACTORED ) 1 1 476 0 45 in (L/ 360) 42 in (L/ 370) 02 in^+ /5 1n TOTAL LOAD 213.00 lb/fL 25K5P273 / 49 LIVE LOAD 49.00 lb/fL &G \NAltn Mark:J2NU Project: U06628 HAYDEN BRIDGE PLANT (U06628) I l/30/18 14:12:52 PARTIAL LOADS (From AxiS) No Span Left ltb/fL21 tIb/frl140.00 140.000.00 0.0025.00 25.0025.00 25.00 Ri llb / t L2) 0.00 140.00 25.00 25.00 ght t 1bl fr 0 140 25 25 l 00 00 00 00 Start lfrl0'0 40'0 0'0 38',0 Lengthtfrl 4',0 4',0 6',0 6',O Chord Cat 2 2 3 3 1 1 1 1 1 1 1 1 1 2 3 4 UPLIFT Net uplift uniform load Al]owed deflection under live load Calculated deflection under serwice live load 128.00 lb/ft DEFLECTION 1.45 in (L/ 350) 0.39 in (L/ L337) End of multiple loads FoRCES IN MEMBERS [kipsJ (THE SHOWN FORCES ARE UN.FACTORED) Gap......: 1't (Fy = 50 Ksi U/N) (Eff . depth = 24-87 in) Left Reaction = 7 .09 / -2.93 kips Right Reaction = 7 .09/ -2.93 kips REQUIRED MATERIAL REQUTRED WEI,D No Tension Compres. x = tied aE mid-Iength Slend. UEil. Length Weld-Ea.Side Remarks I 2 3 4 5 6 7 6 9 10 I I t 1 I I I I 1 1 Top 4 .93 4.79 8.81 L81 1l-.78 1r.78 13 .75 ),3.75 L4.74 L4.74 chord _12 -11 -2L -29 -34 -34 -35 -36 04 73 88 88 41 43 43 94x 94x 186 LL 2 X .186 166 L66 1" SQUARE BAR x]-l/8x0.118 U 1 x 0.091 do u 1 x 0.091 u L 3/8 x 0.135 U13/8xLL/4x0.118 U 1 x 1 l,/8 x 0.118 U I x 0.091 LL2X do do do do LL2X o .42 0.65 0.83 0 .87 0.95 0.98 ), 11 1/a,r 4',-47/8" .2s0 - L7/8" LL2X do do do do do do do do z l!5 yyL10 yyl11 yyl1 1 yy111 1T!LL 3'-3 l/zil 2'-O\ do do do do do do 2'-0r 2,-tL 3/eil do do 2'-Lr 3/8" 95 81 46 46 46 45 46 0.73 0 .54 0.64 0.81 0.83 0 .92 0.95 0.98 0.98 0.99 zz 30 zz 30 2.7 2.2 2.3 2.4 2.5 2.6 4.L 4.2 4.3 4.4 5.1 5.2 5.3 5.4 BottoD Chord 0.00 0.00 L7 .77 -5.96 25.96 -]-0.42 32.24 -12.89 35.00 -L4.37 37 .25 -14.86 End Diagonal 4', do do do 4' 0 0 3.1 -5.62 Diagonal fowards End 6.78 -2.5'7 4.97 -1.96 3 . 16 -t.24 2.45 -0.53 Diagonal Tordards Cent€r 3.i3 -7.83 d 2.31 -s.87 d i.60 -4.0"t 0.89 -2.46 75 78 78 78 0.68 0.66 o .42 0.33 118 - 090 - 090 - 090 - L3.72 Wl44 0.85 0.90 U 1 I 1 1 z z z s4 89 75 '?/s, 7 /8', L/2', 0 0 0 z z z 2'-Lr 3/sn do do do 60 64 75 78 135 118 118 090 L 7/s, t 3/a' I L/2n L t/2" &cINAlvt Mark:J2NU Project: U06628 HAYDEN BRIDGE PLANT (U06628) I l/3O/lti 14:12:52 FORCES IN MEMBERS (Cont.) tkiPsJ Tension compres. 0.18 -2.46 secondary web Member a .4'7 - 1 . 05 REQUIRED Ii{,ATERTAI, x = tied at mid-length U 1x 0.09i urx3/4x0.091 do do do utx3/4x0.091 Slend. UEil . z 78 0.'16 LengEh 2,-rt 3/8n REQUIRED WEI,D Weld-Ea. Side 090 - 1 7/2r RemarksNo 5.5 '1 .7 '7.2 7.3 7.4 81 77 77 77 '77 o -29 0.21 0 .22 0.22 0 .23 do do a, -) l 2'-3 L/4t 1- do do do 9 1'l -0 -0 -0 0 0 0 0 26 zb 26 25 -0.77 Maximum spacing between rows of bridging @ ToP Chord: 15'-2 5/gn @ Bottom Chord: 24'-5 7/gt 2 Row(s) Minimum + Row(s) Minimum @ Bottom Chord 4'_0, 15', -0[ 28',-0r 40' -0I Lateral Supports Deck (35 " )Acc. to the code POS IT ION @ Top Chord 8n 8il L4'-8 zJ - ) L/ 1/ Equally Spaced Brj-dging between UpJ-ift Rows : Yes v1 .43 .0 Uplift according to sloPe Fabricatsion code unless noEed -LL = 2 angles shor! Iegs back to back, -U =1UProfile, Proj ect no. : 481 u05628 s11 -Bf = 2 angles welded in box, -W = 2 U profiles one inside the other, -BR = Round bar -cL = crimped angle PARTIAL LOADS Span: 1 = Main Joist, 2 = Left Extension, 3 = Right Extension Chord: 1 = ToP, 2 = Bott.om Load Category (Cat,): 1 = Dead, 2 = Live, 3 = Wind, 5 = Non-ComPosite Dead, 5 = Non-Composite Live Designer: Ziad AI-KhaIidi AIi shop: Area to Paint : 157.35 ft2 Buckeye Arizora lProduction] Material Sort ! cosE 2Og (222) -209 (222) -25-20l11-481 (511) NNN,NNN z z z z z #clNArta Project: U06628 HAYDEN BRIDGE PLANT (U06628) I l/30/18 l3:41:00 Mark:J3NU Project: U06628 HAYDEN BRIDGE PLANT JOIST CALCULATION ACCORDING TO SJI-2015 (ASD) (rev 2017) Mark : J3NU (MS2, Symmetrical.. Free ends) aligned on J2 ALL RUNNINGS ARE GIVEN FROM THE LEFT REFEREIT.CE I al €at atat +al €al +€C$f l.l c l.l Ll1.2 1.3 1.4 1.5 1.6 1.7 l.ti t.9 Llo l.l0 1.9 1.8 1.7 1.6 1.5 1.4 1.3 @N a @N 2.1 t.l t.l 1.5 l6 l5 l.l l.l 2.2 2.t al at C €.l O al al €I at f CL: 0'-5" EXTL: - 0'-0 l/2" CiC: 44'-0" CR: 0'-5"- 0'-0 ESL: - 0'-0 l.'1" ESR: - 0'-0 1,3" .t rr'tr P ratr LOADING CONDITIONS( THE SHOWN VALUES ARE UN-FACTORED ) TOTAL LOAD 325 .25 Lb/ fx 26KL0 LIVE LOAD 183.08 \b/ft CONCENTRATED LOADS (From ExiS) No Sp Side Hole t 0 0 00 00 1 18 2 LB oth No oth No Tot.al- Load Ikipsl 0 .25 0 .25 Live foad Net kips l uplift lkips) 0.00 0.00 Posj.tion Spacing Cat. Chord fnc1. Cmptftl tftl o-e 7/2 [des] 0,_0r 0,_0r 3 1 90 0 0,-0il 0,_0r 4 1, 90 0 No Span Leftltb/tt2) t1b/frl2s.00 25.0025.00 25.00 PARTIAL LOADS (From Rxis) Right llb / ft2) tlblfrl 25 . 00 25 .0025.00 25.00 SLaTL i frl 0'0 38',0 Lengthtfrl 6',0 6',O Chord Cat 1 1 1 2 3 3 1 1 Net uplift uniform load 13s.00 Lb/ft Allowed deflecti-on under l-ive 1oad.Calculated deflection under service,Joist inertia Required camber 45 ,o 19 75 1 1 457 0 in (L/ in (L/ in^4 in 1 ive l-oad 360) 406) #G \NArtn Mark:J3NU Projcct: U06628 HAYDEN BRIDGE PLANT (U0662ti) l1/30/18 li:41:00 ==================================== LOAD NO 2 ( J3NU#02 ) TOTAL LOAD 213.00 lb/fL LOADING CONDITIONS( THE SHOWN VALUES ARE UN_FACTORED ) 2GK9P21,3/49 LrvE LoAD 49.00 lb/fL CONCENTRATED LOADS (From exis) No Sp Side Hole Both No Both No a/2 1 1 112L Total Load Ikips ] u.25 0 .25 Live load Net uplj-ft Position lkipsJ [kips) tft] 0.00 0.00 0'-0'i, 0.00 0.00 0'-0,, PARTIAL LOADS (From Axis) Right ltb/ ft2) t1b/f rl0.00 0.00140.00 140.0025.00 25.0025.00 25.00 Cat. Chord Incl. Cmp Ides]90 090 0 Spacingtfrl 0' -0, 0/ _0I 0-9 3 4 No Span Starttfrl0'0 LengLh Ifr] A',0 4',0 6',0 6',0 Chord Cat 1 1 1 1 1 2 3 4 Left LLb/tL2) trb/frl140.00 140.000.00 0.0025.00 25.0025.00 2s.00 40' 0 2 a 3 3 1 1 1 1 0'0 38',0 UPLIFT Net uplift uniform load 13s. oo lb/tL DEFLECTION Allowed deflection under live load = 1.45 in (L/ 350) Calculat.ed deflection under service five load..... = 0.35 in (L/ 7459) ==================================== End of multiple ]-oads ==================================== FORCES IN MEMBERS IKiPS] (THE SHOWN FORCES ARE I]N-FACTORED) Gap......: 1',r (Fy = 50 Ksi u/N) (Eff . depth = 24'85 in) Left Reaction = 7 .59/ -3. 09 kips Right Reaction = 7 '59/ -3 ' 09 kips REQUIRED MATERIAL REQUIRED WELD No Tension compres. x = Eied at mid-length sIend. utit. Length weld-Ea'side Remarks Top chord -),2 -L2 -23 -23 -31 -31 -36 -36 -39 -39 89 53 44 44 50 50 88 88 57 57 296 246 246 246 246 246 246 246 246 LL 2 X .2l.6 do do do do do do do do LL 2 X .2L6 0.'74 -3 2', do do do do do do ll- .1 r.2 L.3 1.4 1.5 1.6 L.'7 1.8 r.9 1.t0 2.! 2.2 2.3 2.4 2.5 2.5 5.19 0 0 0 0 0 0 0 0 0 5 9 t2 L2 t4 L4 04 29 42 55 65 '78 80 89 93 94 99 99 15.54 15.54 50 50 Bottom chord 0.00 0.00 18.39 -7.33 27.81 -1"0.98 34.53 -13.59 38.56 -r5.15 39.91 -15.68 l'7 6 z Ll5 yy110 yy110 yy110 yyl10 yy110 3'-:.1 L/2' do do do do LL2x 0 .42 0 .66 0.82 0.88 0.95 0.99 4',-0tr do do do 4'-4', 0 #GANArta Mark:J3NU Project: U06628 HAYDEN BRIDGE PLANT (U06628) ll/30/18 l3:41:00 No Tension Compres FORCES IN MEMBERS (Cont.) tkipsJ REQUIRED !,TATERIAI, x = tieci at mid-lenqt.h SLend. Utrl. Length REQUIRED WELD Weld-Ea. Side Remarks 3.1 End Diagonal 14.59 -5.92 itr SQUARE BAR 4',-4 3/8tr Diagonal Towardg End 4.L '7 .35 -2.5t 4.2 5.48 -2.06 4.3 3.61 -1.3r 4.4 2.64 -0.56 Diagonal Toward6 Cent€r 3.30 -A.44 d 2.44 -6.42 d 1.69 -4.54 0.94 -2.67 , 0.19 -2.64 secondary web Member 75 '78 78 78 0.'74 0.73 0.48 0.35 118 - .090 090 - 090 - U1x I1i2 2 U 1/8 x 0.ii8 W!44 0 .90 8i 77 77 77 77 do do LL 3/s, 250- 2 091 - 1 2 t/8,' 7/2" t/2' x0 do 091 091Uix0 1 1 5.1 5.2 5.3 5.4 5.5 7.t '7.2 '7 .3 7.4 7.5 U u13 U1 r 3/B x 0.1.35 /8xL1/4x0.118 xLL/8x0.118 U 1 x 0.091 U 1 x 0.091 60 54 75 '78 78 o .97 o.92 0.99 0.82 0.81 2'-Lt 3/8" do do do 2'-\t 3/8" 135 118 118 090 090 2 1/8" r 7 /8" L L/2, t L/2" L t/2, 0.49 o.27 o.27 0 .27 0 .27 1.58 i.27 t.32 L .34 1.35 0.44 0.34 0 .35 0.36 0.36 2',-3 2', do do vrx3/4x0.091 do do do ULx3/4x0.091 7/4" do Z z do do 091 - 1 BRIDGING Maxj.mum spacing between rows of bridging @ Top Chord: 16'-3 3/4" @ Bottom Chord: 24'-6 l/2" POS I T ION @ Top Chord I KOW tS) 4 Row (s) Minimum Minimum Lateral Supports Deck (36") Acc. to the code 14',-8 29',-3 t/8' 7 /8" Equally Spaced Bridging between Uplift Rows : Yes @ Bottom Chord A, nIa -u 15', -0I 28',-0" 40'-0,, w1.43 .0 CONCENTRATED LOADS (* indicates thaE the conc. load is not directsly on the panel point.) Span: 1 = Main Joist., 2 = LefE ExEension, 3 = Right ExEension Side: Both Sides, Near Side, Far Side HoIe: Top Chord with Ho1es at Conc. Loads Definition of t.he categories (Cats.): 3 = at any panel points along Ehe joist. 4 = an)mhere along the joist Chord:1=top,2=BotEom Inclinalion (Incl.): 90 = Vertical, O = HorizonEal Composite (Cmp): 0 = standard, l, = non-comPogite Uplift according to slope Fabrication code unless noted -LL = 2 angles short legs back to back, -U =lUprofile, PARTIAL LOADS Span; 1 = Main .Toists, 2 = Left. Extension, Chord:1=Top,2=Bottom toad Category (Cat.) : 1 = Dead, 2 = Live, -BL = 2 angles welded in box, -BR = Round bar -UU = 2 U profiles one inside the other, -cL = crimped angle 3 - Right. ExEension 3 = Wind, 5 = Non-compositse Dead, 6 = Non-Compoeite Live Ziad A1-Khalidi Ali ShoP: Buckeye Arizona lProduction]Project no.: U05528 Des igner : &GANArul Mark:J3NU Project: U06628 HAYDEN BRIDGE PLANT 11i30/18 l3:.11:00(u06628) 523 / sss Area to Paint z 157 -35 fL2 Material sort: Cost 227 Q40\ -227 (24O) -25 -20 / aa-523 ( 5 5 5 ) NNN, NNN