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HomeMy WebLinkAbout2105 RUTHERFORD RD; STRUCT; CB100443; PermitSTRUCTURAL CALCS FOR · .CB100443 2105 RUTHER·FORD RD SEE MORE CALCS IN M'AIN FOLDER 1 PRIME STRUCTURAL ENGINEERS 11858 Bernardo Pl~za Court Suite 105C $an Diego, CaUfornia 9.21Z8 Tel {858)487-0311 , / STRUCTURAL CALCULATIONS Genoptjx Cµstomer Service Center . Tenant Improvement Carlsbad, CA -Sheets 1 thru 253 lOO • . --. r,DCflJ. 6 fv,Af-'I ll-i0~ )f' ft-j&000r7 1-x+e ,;tf' c;,c.,. JL'l0("7 @ 8~o''c.>.t ,Sf,·1 ! ~ia c~ . r. I vt;J ._tJ!4 f; Hc-&e- 1-. ~ f~F I. 5' 0,7 /,0 I ,----' :) / ,.O Z.,I 11. o r1-r &.C? i~-t7r'f 0 ,Ri 11J11·1:: .!oh· e~o...<fo i ¼ t g\ il-... ).I, ~ STRUCTURAL Date:~ H> "' ENGINEERS Sht: ..J__ ~ <PJ;blf-1--16':?-2---. ~Uff:'.?~, Ml~ :? 'b /,~ ( ' I' I j.6 ). S- I . o !· O-k' (..- D.,9_ !.·2 .. v 2...,o .P.:SF 15""" A n:::r-/ • v-r --: • •~ • -. Wf 70~ P$1u~i -(l}\ "tr ~'l--/6<-G -J-oc;-') PR l !Vi E Job: 1-v--i O-Lfl> STRUCTURAL Date:~ ENGINEERS sht: 2;;_ r = , .... t>f("' .s ,-) r i, :, ) c , ;r-:7;!?;,. C,$' f'> F c l)%c 1 ko J,.C... -'5 , £,«,,;. ) f ~ ,.~t~~,,&f) -;._ 4?,7&' ( u~~ 1/JI fl'L-T /'0 ( .... cJ . • -~ t i _jL._ /j l I ,i., \ /v ! ' f +----,46-,-- t/1 =-\,9.:--(i, .. 1 fvr ~"' it, 1 fvf , iw. :_ H~-i½-x& ><¼~ · ·= . · 1 . • ~ Ol1'Tf1l1: friF 7f6f x g. ~ 1~ 5"_,__ ioa* • •~ . PRIME Job: .V.;c-10-4° S1'RUCTURAL Dale: 3-1";,) ENGINEERS sht: 1.-\ . RECTANGULAR/SQUARE HSS -SUBJECT TO FLEXURE AND AXIAL FORCE (ASD DESIGN PER ANSI/AISC 360-05) DESCRIPTION: 2K10-40 HORIZONTAL BM@ ROOF SCREEN DESIGN PROPERTIES: Shape= HSS2-1/2X2-1/2X1/4 E = 29000 ksi Fy= A= d= b= t.design= 46.00 ksi 1.97 in2 2.50 in 2.50 in 0.233 ih WEB CHECK (MAJOR AXIS): b/t = 7.73 Apw = 28.12 J,..rn:;:. 35.15 COMPACT WEB APPLIED LOADS: Loads applied shall be in ASD Axial, Pr= Bending, Mx = Bending, My = CAPACITY: 0.0 k 0.9 k-ft = 11 k-in 0.1 k-ft = 2 k-in k -x-1.00 Ix= ky= 1.00 Zx= Lx= 8.00 ft Sx= Ly= 8.00 ft r = X (KUr)x= 105.73 (KUr)y= 105.73 I= y Z= y Stress Increase= 1.00 s -y- HSS, Qc= 1.67 ry= HSS,Ob= 1.67 WEB CHECK (MINOR AXIS): h/t = 7.73 'Apw = 28.12 Arw= 35 .. 15 COMPACT WEB Add'I Loads: (+ in 3-1 Direction) (+ in 4-2 Direction) P1 = 0.00 k P2= 0.00 k P3= 0.00 k P4 = 0.00 k 1.63 in4 1.63 in3 1.3 0.908 1.63 in4 1.63 in3 1.3 0.908 LL 0.00 k 0.00 k 0.00 k 0.00 k ~ 0.00in 0.00 in 0.00in 0.0Oin Pc= Pn/Oc= Mcie =· Mnx /Ob = Mey = Mny /Ob = 25.6k 3.7 k-ft = 45 k-in 3.7 k-ft = 45 k-in (Interpolate AISC Table 4-3) (See AISC Table 3-12 & 3-1_3) (See AISC Table 3-12 & 3-13) INTERACTION: Pr/2Pc + [Mr/Mc] = 0.27 < 1 HSS2-1/2X2-1/2X1/4 ... OKI •-- ROOF SCREEN POST {SU {slp12vls0b4148TBEAM ~ALYSIS SPAN LENGTH"' LEFT CANT• RIGHT CANT"' 7.50 ft 0.00 ft 1.00·ft POINT LOADS Pd {k & ft} Pl 0.876 0.876 0.000 0.006 X :z.oo. 8.50 REACTIONS (k) LOAD LEFT Dead Live Total 0.526 0.000 0.526 MAXIMUM FORCES V max = 0.876 Vd max= 0.876 M max = 1.os1 Md max= 1,051 M min = -0.876 Md min= -0.876 k @ k @ kft@ kft@ kft@ kft@ M = 0 kft@ 5.00 DEFLECTIONS .LOAD Total Live Dead TOTAL Defl L / 180 L / 240 L / 360 (EI "' kin"2) Def1 (in) 4986/EI 774/EI 0/E:t 0/EI 4313/EI 774/EI Main Span EI 9972 13296 19945 RIGHT 1.226 0.000 1.226 7.50+ft 7.SO+ft 2.00 ft 2.00 ft 7.50 ft 7.50 ft ft X (ft) 2.68 R.C. ·0.00 R.C. midspan R.C. Cant. EI 5803 7737 11605 02/19/10 21(10-40 PROGRAM (slp9vls0b4148T (6.43) (SU (s0p10.00hl2 A._ PRIME JOB: 2K10-40 /rs.-, STRUCTURAL DATE: :HD ~ ENGINEERS SHT: 7 • RECTANGULAR/SQUARE HSS -SUBJECT TO FLEXURE AND AXIAL FORCE (ASD DESIGN PER ANSI/AISC 360-05) . DESCRIPTION: 2K10-40 POST@ ROOF SCREEN DESIGN PROPERTIES: Shape= HSS2-1/2X2-1/2X1/4 E= 29000 ksi kx= 1.00 Fy= 46.00 ksi ky= 1.00 A= 1.97 in2 Lx= 8.50 ft d= 2.50 in L = y 8.50 ft b= 2.50 in {KUr)x= 112.33 t.design= 0.233 in (KUr}y= 112.33 Stress Increase = 1.00 WEB CHECK (MAJOR AXIS): b/t = 7.73 'Apw= 28.12 'Arw = 35.15 COMPACT WEB APPLIED LdADS: Loads applied shall be in ASD Axial, Pr= 0.3 k Bending; Mx = 1.2 k-ft = 14 k-in Bending, My = 0.0 k-ft = 0 k-in CAPACITY: HSS, Qc= 1.67 HSS,.Ob= 1.67 WEB CHECK {MINOR AXIS): hit= 7.73 'Apw = 28.12 'Arw = 35.15 COMPACT WEB (+ in 3-1 Direction) (+ in 4-2 Direction) Add'I Loads: P1 = P2= P3= P4= PRIME Job: ~o-lf-o S1RUCTURAL oate: ~--r~ ENGINEERS Sht: 1<1 Ix= 1.63 in4 Zx= 1.63 in3 Sx= 1.3 rx= 0.908 ly= 1.63 in4 Zy= 1.63 in3 Sy= 1.3 ry= 0.908 • Pa I 93 DL LL ~ O.OOk O.OOk o.oo in O.OOk 0.00 k O.OOin O.OOk 0.00 k O.OOin 0.00 k O.OOk 0.00 in Pc= Pn/Oc= Mex,= Mnx/Qb = Mey = Mny /Qb = 23.2k 3.7 k-ft = 45 k-in 3.7 k-ft = 45 k-in {Interpolate AISC Table 4-3) (See AISC Table 3-12 & 3-1_3} (See AISC Table 3-12 & 3-13) INTERACTION: Pr/2Pc + [Mr/Mc] = 0.32 < 1 HSS2-1/2X2-1/2X1/4 ... OKI • •~ -~- !l 4?1 \ I '-. 1;d~ w f uo C1-1i C1; ~ C+/\ ~ 0~s{!, C,,, )C 1. 6)(1. 6 )(1. ~)(t. o)~4a&-ifn 1-. i1: eM!3E-D ::: 17 & tr- rA5e: < 8 l(l_ . • -.~ • Genoptix Call Center 2105 Rutherford Road, Carlsbad, CA Conterminous 48 States 2005 ASCE 7 Standard Latitude = 33.1316 Longitude= -117.2843 Spectral Response Accelerations Ss and S1 Ss and 51 = Mapped Spectral Acceleration Values Site Class B -Fa = 1.0 ,Fv = 1.0 Data are based on a 0.009999999776482582 deg grid spacing Period Sa (sec) (g) 0.2 1.168 (Ss, Site Class B) 1.0 0.442 (Sl, Site Class B) Conterminous 48 States 2005 ASCE 7 Standard Latitude= 33.1316 Longitude= -117.2843 Spectral Response Accelerations SMs and SMl $Ms = Fa x Ss and SMl = Fv x Sl Site Class D -Fa = 1.033 ,Fv = 1.558 Period Sa (sec) (g) 0.2 1.207 (SMs, Site Class D} 1.0 0.689 (SMl, Site Class D) Conterminous 48 States 2005 ASCE 7 Standard Latitude= 33.1316 Longitude= -117.2843 Design Spectral Response Accelerations SDs and S01 sos= 2/3 x SMs and SDl = 2/3 x SMl Site Class D -Fa = 1.033 ,Fv = 1.558 Period Sa (sec) (g) 0.2 0.805 {SDs, Site Class D) i.O 0.459 {S01, Site Class D) PRIMEJob: -e.¼tu ... 1.fi::i STRUCTURAL Date: ~fD ENGINEERSsht -~..;;;_- Genoptix Call Center Roof AC Unit ROOF MOUNTED MECHANICAL UNITS AS9E 7-05 (13.3,1} llNII \Vp 1 Fp ,,_ y . ~ 7 .,.,., i Y/2 ~ IJ CIJltB IJ T ., i Pe lPe t Pd t Pd ~ X L "1 "1 A PRJ.l\i!E JOB:c~~o"'fv A STRUCTURAL DA'IB:.l:!2_ lif!l£V/i£ ENGINEERS SII'l':-1_ WP = 6290.00 lbs. y = 71.00 in. y = 18.00 in. X "" 90.38 in. Sns 0.805 ap 2.50 Rp = 6.00 Ip = 1.00 z/h = 1.00 • .,......._. SEISMIC DEMANDS ON NONSTRUCTURAL COMPONENTS -ASCE 7-05 13.3.1 • ~ Fp = 0.403 WP Fp,max = l.288Wp Fp,min = 0.242 WP Fp .. . 0.4¢3 WP Fp = 2531. 73 lbs. Fp,v = 0.161 Wp OVERTURNING AND UPLIFT FORCES (ASD} OTM = Fp * (Y/2 + y) RM = (0. 9*Wp-Fp,v) *X/2 UPLIFT= (OTM-RM)/ X Uplift (per bolt) 96.748 kip-in 223. 774 kip-in o. 000 ibs. 0.000 lbs . (ASCE 7-05 13.3-1) (ASCE 7-05 13.3-2) (ASCE 7-05 13.3-3) NO UPLIFT • ,lt p R i 1\,i! ~-= jOi). z._lfJO--l{() J~,~~~iJ7jKI :;:; ~"~:-: ' . r--f cJ ,:,,:_ f' L---/ FT · -~-. • ... ~ PR l !'1ti t.: Joh· 2k.lf)~O "'\. f f V f r_... t.i • ~ STRUCTURAL Date: ~-11:, ENGINEERS Sht _LL uU~ 1~~ cAfl-1?-rr;J ttr t..A--d ~~1~5 (71t/cp CAc.) l µo _ ~er)~ [2-£?& ~) -=--, ;;, 14-1 . "9 ~ IP ,4 ~ [2. ~ f'ft-¥ v-4 3Go '$2-~&~S Wo ~ )[ r~F )<. 'l-1 ~ <2--Z.f.vp tt.J L <: "t<i f1!, F y 2. -:: 40 ff r~lf -1q.~f1-;1 '/ i.i1° .. -;;: 12--so4,-. -e:; · /l t, 'L 5:-t; /i. 1-~/. ¥ ,,_, ~--t I'? . I) /J n .c.. ~I i. 7 S'/' ::,.. 1-0 & . pt,., . ·v~fiif x: ,.-',"fl/,.,, .. -' i, . - t I l fi;,iJrr ) 17 y 'Y w f .. (s3B • • ,,,;3B NEW 4X@ AC (sOB02/19/10 2Kl.0-40 (slpl2vls0b4148TBEAM ANALYSIS SPAN LENGTH= 8.00 £t PROGRAM (slp9vls0b4l48T (6.60) (s0pl0.00hl2v0s0b3T (Simple Span) UNIFORM LOADS wd wl 0.022 0.040 (k/ft &: ft) Xl o.oo X2 8.00 POINT LOADS Pd (k & ft) Pl X 0.113 1.250 0.206 0.000 s.so 4.00 REACTIONS (k) LOAD LEFT 0.748 0.224 0.973 Dead Live Total MAXIMUM FORCES V max = 1.09 k @ Vd max= 0.79 k @ M max = 3.39 kft@ Md max 2.82 kft@ DEFLECTIONS LOAD - Total Live Dead (EI = kin"2) Defl (in) 33555/EI 6799/EI 26766/EI R:tGHT 0.791 0.302 1.092 8 .0.0 ft 8.00 ft 4.00 ft 4.00 ft X (ft) 4.05 4.18 midspan Pos. Moment Lu= 1.00 ft Brace Spacing = 1.00 ft Gov. Deflection: Total= L/240 Required EI= 83888 kin"2 4 x 8 #2 (s0B Actual : 3.5" x 7.25" Design per 1991 NDS Douglas Fir-Larch STRESSES (psi) Shear@ 1d 1 *V = 0.78 k@ 7.40 ft *Fv = 86 fv = 46 54 % Fb' = 1420 fb = 1329 94 % Live ~DF a 1.25, Cf= 1.30, Cl= 1.00 * Governed by Dead LDF • 0.90 DEFLECTIONS (in) (E = 1600 ksi) Total= 0.19 = L / 509 -47 % Live = 0.04 = L /251.1 14 % Dead = 0.15 PR l ME Job: ?:k-4o~tfb STRUCTURAL oate:_~--rn riiGfNrER" -Cl\ Ii C 1\) Sht: -12::_ • --Genoptix Call Center HP Units ROOF MOUN'l'ED MECHANICAL UNITS ASCE 7-05 {13.3.1) lJ1IJl' \Vp t Fp -·--~ y 7 r..-. Y/2 i , , CURB ~ L, T i Pe ip. L Pd tPd L X L "I .., A. PRIIYIE JOB:2Y../2>,./fo N£ STRUCTURAL DATI:: ?,-11> ~ ENGINEERS SHT:..l:L w p = 400.00 lbs. y = 39.25 in. y = 12.00 in. X = 28.75 in. Sns = 0.805 aP = 1.00 Rp = 2.50 Ip = 1.00 z/h = 1.00 • · SEISMIC DEMANDS ON NONSTRUCTURAL COMPONENTS -ASCE 7-05 13.3.1 ,....--... Fp = 0.386 WP Fp,max = 1.288 Wp 0 .3*S05*Ip*Wp = Fp,min = 0.242 WP Fp .. 0 .386 WP Fp • 154.56 lbs. Fp,v = 0.161 Wp OVERTURNING AND UPLIFT FORCES (ASD) OTM = Fp * {Y/2 + y) :LHl kip-in UPLIFT= (OTM-RM)/ X Uplift (per bolt) 4 .527 kip-i:ri 0.000 lbs. 0.000 lbs. (ASCE 7-05 13.3-1) (ASCE 7-05 13.3-2) (ASCE 7-05 13.3-3) NO UPLIFT ·- .-.. ;'6(:; X 3 Le. 2.-,:;-" :=-- 28', 7'> PRIME Joh: -zktu-/.(].) SiRUCTURAL Date:.1-W ENGINEERSsht: . ....:.t...,,~_ {s3B • • \,...:!B •~ NEW 4X@ AC (s0B02/19/l0 2Kl0-40 (s1pl2vls0b4148TBEAM ANALYSIS SPAN LENGTH• 8.00 ft PROGRAM (slp9vls0b4148T (6.60) (s0plO.OOh12v0s0b3T (Simple Span) UN:IFORM wd LOADS wl (k/ft &, ft) X1 X2 0.022. 0.279 0.040 0.000 o.oo o.oo 8.00 s.oo POINT LOADS Pd (k &: ft) Pl X 0.113 0.206 5.50 REACTIONS (k) LO~ LEFt Dead 1.239 Live 0.224 Total 1.464 MAX;tMUM FQRCES V max = Vd max• M max = Md max = DEFLECTIONS LOAD Total Live Dead 1.58 k @ 1.28 k @ 3.14 kft ® 2.55 kft@ (EI= kin ... 2) Defl (in) 36228/EI 6799/EI 29439/E:I BI!,iHT 1.282 0.302 1.583 8.00 ft 8.00 ft 4.29 ft 4.12 ft X (ft) 4.05 4.18 mi~span Pos. Moment Lu= 1.00 ft Brace Spacing = 1.00 ft Gov. Deflection: Total= L/240 Requ~red EI= 90571 kinA2 4 x 8 #2 (s0B Actual: 3.5" x 7.25" Design per 1991 NDS Douglas Fir-Larch S~BESSES (12d l Shear @· 'd' *V = 1.10 k@ 7.40 *Fv = 86 fv = ft 65 76 Fb' • 1420 fb = 1229 87 Live LDF = 1.25, Cf = 1.3·0, * Governed by Dead LDF = 0.90 % % DEFLECTIONS (in} (E = 1600 ksil Cl Total= 0.20 = Live = 0.04 • Dead = 0.17 L / 471 51 % .L /2511 14 % = 1.00 PR1 11l\!lr.:,1ob·t-k10-~u :a: :;,. ! !=,~ .. ,._.,_ • _ __...__,, STRUCTURAL Date:. ~-ii:> ENG1NEERS Sht: ~'fl_ NEW 4X@ HP 02/19/10 2Kl0-40 -(SU (slp12vls0b4148TBEAM ANALYSIS PROGRAM (slp9v1s0b4148T SPAN LENGTH= 8.00 ft · (Simple Span) UNIFORM LOADS wd wl (k/ft & ft) Xl X2 0.022 0.040 o.oo 8.00 POINT LOADS Pd (k & ft) Pl X 0.400 0.000 4.00 REACTIONS (k) LOAD Dead Live Total MAXIMUM FORCES LEFT 0.288 0.160 0.448 V max "' 0.448 k @ M max = 1.296 kft@ Md ntax = O ._976 kft @ DEFLECTIONS .LOAD Total Live D~ad (EI = kin"2) Defl {in) 13087/EI ~.686/EI 9400/EI RIGHT 0.288 0.160 0.448 o.oo ft 4.00 ft 4.00 ft X (ft) 4.00 4.00 :midspan Pos. Moment Lu= 1.00 ft Brace Spacing 1.00 ft Gov. Deflection: Total= L/240 Reqµired EI= 32717 kinA2 4 X 6 #2 Actual : 3.511 x 5.5" Design per 1991 NDS Douglas Fir-Larch STRESSES {:Elsi) Shear @ 'd' V = 0.42 k ~. 7.54 Fv "' 119 fv = Fb' • 1420 fb = Live LDP' • 1.25., Cf ft 33 28 % 881 62 % = 1.30, Cl DEFLECTIONS (in) . (E = 1600 ksi) Total= 0.17 = L / 570 42 \ Live = 0.05 = L /2022 18 % Dead = 0.12 = 1.00 PR H\/l t: Job: zk.to'i'l> STRUCTURAi. Date: '>-tv . !:''G'I\Cf"t)(I \1 A d\i 11\i..r.:.r,vSht: -Yt.--.... (6.43) (SU (s0pl0.00h12 • ~ \j c-i M ,, • () ';::; lb ~x ~ ..---,. '\o u \:I <I ,"C ~ \>-. 'sl 't ' .,, l \(.__ :s ti--¾.... ,. ~ <.lo N .._ 1\ 1i ' Oo '\). r-: ~ ~ IL "I ..._ ~ ----'9 ..___ '- I\ <:I ,, '"l 1--.J ·~- ; " Q 4 :ii- <;) ~ {-') Q \ 4 .J \ I\, 0 ~ cJ Q ,1 ,. ~ J.r- ,.J .)( ' "<l .?< Q 4 l. ~ b..r- 11 i \\5 Q ,. ~ \t. IJ\ \.J' \.I.._ "* t ~ ,, \.\ ~ 0 ln? "' Q "I --... .. u ~~ ol 0 N -.. u :\¼ 1t ),-0 \\,t f:l - 71 ;i; I) \,\ I:, ('\ .! .. ~ \I " Q ,. 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''.,' -. • :-,'.... .. :;:·:": ·_;_. --" i:,::, / ::":k:;:.:?; t ::, ;:/l'ii9~5'I..115-i4t;:,f;::1; ;;:·~;:;;.it:::i,#11iifSi6:t9:JF..;/!-c;;(! t?,:·J~i;5~io56"J,tC·:!~, , 275 ! . 5 19345.134 -227.619 .031 l ; tnt: , .:1: ·. ·_ ; :, -. · ·. ·• --·. -Tt::%tt · :-.:·. -">:' > '?·:.: (,:'<:Zit ,. -~.:.: tt.:1:~~;002ors1i2: ·;ii;;: i"tf'.cc.:J1? :239'r429-fl-~1?{~~" ,· :::;fc.+JJ:oif11c·I1,f/ 277 I 2 16620.842 _ 131.429 -.062 RISA-20 Version 9.0.0 [\\Serv.er\server-cl\dWgs99&2ks'20f 0\21<10-40\JOIST 1 :r2d] Page5 A PRlMEJob: 1,~,,!,/0 STRUCTURAL Date: ~ .-ro Company : Prime Structural Engineers ENGINEERSSht: ¼ Feb 22, 2010 Designer : i:irime4 11 :45 PM • Job Number: 2K10--40 JOIST t Checked By: -.====================================================== _Member.Section Forces (By Combination) (Continued) LC ~~--Mftmber Label S_ I 5 "1 L I ' L 1 TC18 -I i -~ RISA-2D Version 9.0.0 [\\Server\server-d\dWQS$9~2ks'201b~l<10-40\JOISi 1.r2d] Pages SJI STANDARD SPECIFICATIONS FORK-SERIES ('97 UBC) A.PRIME .1oo: :i\cto-'{i) (ASD -ALLOWABLE STRESS DESIGN) SiRUCTURAL Date: ; "'ff) • Description: JOIST 1 (D + L) ENGINEERS Sht: 2-Co /,,..--.... CHORD-PROPERTIES: TOP CHORD: LL 2.00X 2.00X '0.133 Chord Gap = 1.00 in BOT CHORD: LL 1.50X 1.50X 0.125 Fy= 50 ksi E :::;.29000 ksi Area Rxx Ryy Rz . S.top S.bot Q Top Chord 1.029 in' 0.625 1.221 0.397 0.732 0.277 0.865 Bottom Chon;! 0.719 in• 0.465 1.032 0.296 0.144 0.369 PANEL CHECK TC Interior TC Interior TC End TC End BC Interior CHORD DESIGN CRITERIA: Panel Panel L Panel R Panel Panel Lx = length corr. to Rx in plane ofjoist = 40.00 in 24.00 in 24.00 in 24.00 in 48.00 in Ly= Length corr. to Ry of joist = 40.00 in 24.00 in 24.00 in 24.00 in 48.00 in Lz = Length corr. to Rz of joist = 20.00 in 24.00 in 24.00 in 24.00 in 48.00 in Filler= = YES NO NO NO NO Axial Force, P = = -7359 lb 202621b -7813 lb -6551 lb 200701b Panel Pt, M = = 2304 lb-in o lb-in 0 lb-in o lb-in Mid Panel; M = = 1428 lb-in 0 lb-in 0 lb-in 0 lb-in Max-UR= = 63.99 in 60.45 in 60.45in 60.45 in 162.06 in UR Check= = OK OK OK OK OK ALLOWABLE STRESSES: ·Cc= 4[2·rr'·E/(Q·Fy)] = 115 115 115 115 Fa tJR S Cc: Fa= [1-(UR)2/(2·Cc')l·Q·Fy/[5/3+3/8·(UR/Cc)-1/8·(UR/Cc)3] UR> Cc: Fa= 12·TT2:E/(23·(UR)2] = 19730 psi 20207 psi 20207 psi 20207 psi •--MP Axial, Fa = = 19730 psi 20207 psi 18187 psi 18187 psi PP Axial, Fa = 0.6·Fy= 30.000psi 30000 psi 27000 psi 27000 psi Bending, Fb = 0.6·Fy= 30000psi 30000 psi 27000 psi 27000 psi Tension, Ft= 0.6·Fy= 30000 psi PANEL POINT CHECK: Axial Stress, fa = P/A= -7154 psi 19698 psi -7596 psi -6369 psi 27923 psi Axial Check = fa / Fa s 1.0 = OK OK OK OK fb:bot = MIS.bot= -8317 psi 0psi 0 psi 0 psi Bending Check = fb / Fb s 1.0 OK OK OK OK fa +fb= = 15471 psi 19698 psi 7596 psi 6369 psi 27923 psi Panel Pt Chk = (fa+fb)/(0.6·Fy) = 0.516 0.657 0.281 0.236 0.931 (fa+fb)/(0.6·Fy) s 1.0 = OK OK OK OK OK MID-PANEL CHECK: Axial Stress, fa = P/A= -7154 psi 19698 psi -7596 psi -6369 psi 27923 psi fb.top = MIS.top= -1952 psi 0 psi 0 psi 0 psi F'e= 12·rr2·E/[23·(URx)2] = 36468 101293 101293 101293 Cm·== End Panel : 1.-0.30·fa/(F'el = 0.978 0.981 Interior Panel : 1-0.4·fa/[F'e] = 0.922 0.922 Mid Panel Chk = fa/Fa+ Cm·fb/[(1-fa/F'e)·Q·Fb] = 0.449 0.975 0.418 0.350 0.931 Unity Check s 1.0 = OK OK OK OK OK 100215 • SJI STANDARD SPECIFICATIONS FORK-SERIES ('97 UBC & '07 CBC) (ASD -ALLOWABLE STRESS DESIGN) WEB MEMBERS Description: M18 Angle Properties: LL 1.50 X Length = 56.09 in Fy = 36 ksi E = 29000 ksi As = 1.055 in2 x_bar = 0.944 in y_bar = 0.444 in Tension Capacity Calculations: 1.50X 0.188 lxx= 0.220 lyy= 1.159 lz= 0.045 Allow T = 0.6·Fy·As = 22.781 k Compression Capacity Calculations: KUR = = 122.83 Q:;: = 1,.000 2007 CBC 4.'71 ~(E/OFy) = Fe= Fer= AllowC= 1997 UBC (ASD) = 133.68 TT2·E/(KUr)2 = 18.97 ksi Q·[0.658"(Q·Fy/Fe)]·Fy-= 16.27 ksi 0.6·Fcr·As = 10.295 k Cc= ~[2·TT2·E/(Q·Fy)] = 126.10 Kx= 1.00 Ky= 1.00 Kz = 1.00 <200 ... OK! A.PRIME Job: ~ke,o~~ SiRUCTUAAL oate: ~ -Ji) ENGINEERS Sht: ?...-:r Rx= 0.457 in Ry= 1.048 in Rz= 0.587 in [AISC 360-05 Spec. E.7] [AISC 360-05 Spec. E. 7] [AISC 360-05 Spec. E.7] Fa =.1 UR s Cc : Fa = [1,-(UR)2/(2·Cc2}]·Q·Fy/{5/3+3/8·(UR/Cc)-1/8·(UR/Cc)3] UR> Cc: Fa= 12·,r2·E/[23·(UR)2] = 9.87 ksi Allow P = Fa·As = 10.413 k • •~ SJI STANDARD SPECIFICATIONS FORK-SERIES ('97 UBC & '07 CBC) (ASD -ALLOWABLE STRESS DESIGN) WEB MEMBERS Description: M20 Anf)le Properties: L 1.00X Length= 33.14 fn Fy = 36 ksi E = 29000 ksi As = 0.206 in2 x_bar = 0.290 in y_bar = 0.290 in 1.00X 0.109 Ix= 0.019 ly= O.G19 lz= 0.008 Kx = 1.00 Ky= 1.00 Kz= 1.00 Rx= 0.307 in Ry= 0.307in Rz=0.196in Crimped 1st Primary Comp. Me.mber w/o moment-resistant Weld group·= NO Tension Capacity Calculations: Allow T = 0.6·Fy·As = 4.452 k Compression Capacity Calculations: KUR = = 168.93 Q = = 1.000 2007 CBC . 4.7N(E/QFy) = Fe= Fer= AllowC= 1_997 UBC (ASD) = 133.68 TT2·E/(KUr)2 = 10.03 ksi 0.877·Fe = 8.80·ksi 0.6·Fcr·As = 1.088 k Cc= -./[2·TT2·E/{Q·Fy)] = 126.10 < 200 ... OK! Fa =1UR s Cc: Fa·= [1-(UR)2/(2·Cc2)]·Q·Fy/[5/3+3/8·(UR/CcH/8·(UR/Cc)3] UR> Cc: Fa= 12·n2·E/[23·(UR)2] = 5.23 ksi · Allow P = Fa·As = 1.079 k [AISC 360-05 Spec. E.7] [AISC 360-05 Spec. E.7] [AISC 360-05 Spec. E.7] • •• SJI STANDARD SPECIFICATIONS FORK-SERIES ('97 UBC & '07 CBC) (ASQ -ALLOWABLE STRESS DESIGN) WEB MEMBERS Description: W3L Angle Properties: L 2.00.X Length= 37.66 in Fy= 36 ksi E = 29000 ksi As= 0.715 in2 x_bar = 0.569 in y_bar = 0.569 in 2.00X 0.188 Ix= 0.272 ly::: 0.272 lz= 0.11-1 Kx= 1.00 Ky= 1.00 Kz = 1.20 A.PRIME Job: ~'J)dft) STRUCTURAL oate: ~to ENGINEERS Sht: 2.. "\ Rx= 0.617 in Ry= 0.617 in Rz= 0.394 in Crimped 1st Primary Comp. Member w/o moment-resistant ~eld group =· YES' Tension Capacity Calculations: Allow T = 0.6·Fy·As = 15.441 k Compression Capacity Calculations: KUR= = 114.76 Q= 2007 CBC 4.71'.J(E/QFy) = Fe= Fer= AllowC= 1.997 UBC (ASD) = 1.000 = 133:68 TT2·E/(KUr)2 = 21.73 ksi Q·[0.658A(Q·Fy/Fe)]·Fy = 18.00 ksi 0.6·Fcr·As = 7.719 k Cc= ~[2·TT2·E/(Q·Fy)J = 126.10 <200 ... OK! Fa·=1UR s Cc: Fa= [1-(UR)2/(2•Cc2)J·Q:Fy/[5/3+3/8·(UR/Cc)-1/8·(UR/Cc)3] UR> Cc: Fa= 12·TT2·E/[23·(L/R)2] = 1'1.02ksi Allow P = Fa·As = 7.878 k [AISC 360-05 Spec. E.7] [AISC 360-05 Spec. E.7] [AISC 360-05 Spec. E. 7] • SJI STANDARD SPECiFICATIONS FORK-SERIES ('97 UBC & '07 CBC) (ASD -ALLOWABLE STRESS DESIGN) WEB MEMBERS Description: V Angle Properties: L 1.00X Length = 29.03 in Fy= 36 ksi E= 29000ksi 1.00X 0.109 A.PRIME Job: 24=-w~'-to SiRUCTURAL Date: . ~ ,t-o ENGINEERS Sht: '"!:io As = 0.206 in2 x_bar = 0.290 in Ix= 0.019 Kx = 1.00 Rx= 0.307 in y_bar = 0.290 in ly = 0.019 Ky= 1.00 Ry= 0.307 in Iz= 0.008 Kz= 1.00 Rz= 0.196in Crimped 1st Primary Comp. Member w/o moment-resistant w~ld,~roup = NO Tension Capacity Calculations: Allow T = 0.6·Fy·As = 4.452 k Compression Capacity Calculations: KUR= = 147.96 Q = = 1.000 2007 CBC 4.71.,J(E/QFy) = Fe= Fer= Allow·C= 1997 USC (ASD). = 133.68 rr2·E/(KUr)2 = 13.07 ksi 0.877·Fe = 11.47 ksi 0.6·Fcr·As = 1.418 k <200 ... OK! Cc = · .,J[2·rr2·E/(Q·Fy)) = 126.10 . Fa ~1UR s Cc: Fa= [t-(UR)2/(2·Cc2)]·Q·Fy/{5/3+3/8·(UR/Cc)-1/8·(UR/Cc)3] UR> Cc: Fa= 12·rr2·E/[23·(UR)2] = 6.82 ksi Allow P = Fa·As = 1.406 k [AISC 360-05 Spec. E. 7] [AISC 360-05 Spec. E.7] [AISC 360-05 Spec. E.7] • A PRIME Job: zb.1v-'·fr> STRUCTURAL nate: ~ -, v ENGINEERS sht: 3 i SJI STANDARD SPECIFICATIONS FORK-SERIES ('97 UBC & '07' CBC) (ASD -ALLOWABLE STRESS DESIGN) WEB MEMBERS Description: M22 Angle Properties: L 1.25X Length= 37.66 in Fy= 36 ksi E = 29000 ksi As = 0.261 in2 x_bar = 0.353 in y_bar = 0.353 in 1.25X 0.109 Ix= 0.039 ly= 0.039 lz = 0.016 Kx = 1.00 Ky= 1.00 Kz = 1.20 Rx= 0.387 in Ry= 0.387 in Rz= 0.247in Crimped 1st Primary Comp. Member w/o moment-resistant welcl'grbup =. YES Tension Capacity Calculations: Allow T ;:: 0.6·Fy·As = 5.629 k Compression Capacity Calculations: KUR= = 183.30 Q = = 1.000 2007 CBC 4. n.J(E/QFy) = Fe= Fer= AllowC= 1997 UBC (ASD) = 133.68 TT2·E/(KUr)2 = 8.52 ksi 0.877·t=e = 7.47 ksi 0.6-Fcr·As = 1.168 k <200 ... OK! Cc= ~[2·TT2·E/(Q·Fy)] = 126.10 . Fa =IUR s Cc: Fa= [1-(UR)2/{2·Cc2)]-Q·Fy1[5/3+3/8·(UR/Cc)-1/8·(UR/Cc)3] UR> Cc: Fa= 12·,r2·E/[23·(UR)2] = 4.44 ksi Allow P = Fa·As = 1.158 k [AISC 360-05 Spec. E. 7] [AISC 360-05 Spec. E.7] [AISC 360-05 Spec. E.7] • •• ••• A.PRIME Job: ~o-"-to STRUCTURAL Date: 3,.-go ENGINEERS Sht: ~:i- SJI STANDARD SPECIFICATIONS FORK-SERIES ('97 USC & '07 CBC) (ASD -ALLOWABLE STRESS DESIGN) WEB MEMBERS Description: M23 Angle Properties: L 1.50X Length= 37.66 in Fy = 36 ksi E = 29000 ksi As = 0.359 in2 1.50X 0.125 x_bar = 0.421 in y_bar = 0.421 in Ix= 0.078 Kx = 1.00 Rx= 0.465 in ly = 0.078 Ky= 1.00 Ry= 0.465 in lz = 0.032 Kz = 1.00 Rz = 0.296 in Crimped 1st Primary Comp. Member w/o moment-resistant weld group = NO Tension Capacity Calculations: Allow T = 0.6·Fy·As = 7.763 k Compression Capacity Calculations: KUR= = 127.15 < 200 ... OKI Q = = 1.000 2007CBC 4.71~(E/QFy) = = 133.68 Fe= TT2·E/(KUr)2 = 17.70 ksi Fer= Q·[0.658"{Q·Fy/Fe)]·Fy = 15.37 ksi Allow C = 0.6·Fcr·As = 3.314 k 1997 UBC (ASD) Cc= ~[2·rr2·E/(Q·Fy)] = 126.10 Fa =1UR :S Cc: Fa:;: [1-(UR}2/(2·C~)l-Q·Fy/[5/3+3/8·(UR/Cc}-1/8·(UR/Cc)3] UR> Cc: Fa= 12·n2·E/(23·(UR)2] = 9.24 ksi. Allow P = Fa·As = 3.319 k [AISC 360-05 Spec. E. 7] [AISC 360-05 Spec. E.7] {AISC 360-05 Spec. E.7] • ·~ •~- SJI STANDARD SPECIFICATIONS FORK-SERIES ('97 UBC & '07 CBC) (ASD -ALLOWABLE STRESS DESIGN) WEB MEMBERS Description: M25 Angle Properties: L 1.00 X Length = 37.66 in Fy= 36 ksi E = 29000 ksi As = 0.206 in2 x_bar:;: 0.290 in Lbar = 0.290 in 1.00 X 0.109 IX= 0.01~ ly= 0.019 lz= 0.008 Kx = 1.00 Ky= 1.00 Kz= 1.00 Rx= 0.307 in Ry= 0.307 in Rz = 0.196 in Crimped 1st Primary Comp. Member w/o moment-resistant weid,group =--.NO Tension Capacity Calculations: Allow T = 0.6-Fy·As = 4.452 k Compression Capacity Calculations: 2007 CBC KUR= Q= 4:71../(E/QFy) = Fe= Fer= AllowC= 1997 UBC (ASD) = 191.97 = 1.000 = 133.68 TT2·B(KUr)2 = 7.77ksi 0.877·Fe = 6.81 ksi 0.6·Fcr·As = 0.842 k Cc= ~[2·rr2·E/(Q·Fy)]= 126.10 < 200 ... OK! Fa =IUR:. Cc: Fa·= [1-(L/R)2/{2·Cc2)]-Q·Fy/[5/3+3/8·(L/R/Cc)-1/8·(UR/Cc)3J UR> Cc: Fa= 12·TT2·E/[23·(UR)2] = 4.05 ksi Allow P = Fa·As = 0.835 k [AISC 360-05 Spec. E. 7] [AISC 360-05 Spec. E. 7] [AISC 360-05 Spec. E.7] • • •~ SJI STANDARD SPECIFICATIONS FORK-SERIES ('97 UBC & '07 CBC) {ASD -All.,OWABLE STRESS DESIGN) WEB MEMBERS Description: W3R Angle Propertie~: L :2.oox Length = 37 .66 in Fy= 36 ksi E= 29000 ksi As = 0.673 in2 x_bar = 0.565 in y_bar = 0.565 in 2.00X 0.176 Ix= 0.258 ly = 0.258 lz=0.105 Kx= 1.00 Ky= 1.00 Kz = 1.20 A.-PRIME JQb: gl.c..1o-'fo STRUCTIJRAl oate: -:s-io ENGINEERS Sht: -b.:.....:.'-'- Rx= 0.619in Ry= 0.619 in Rz= 0.394 in Crimped 1st Primary Comp. Member w/o moment-resistant weld group :;; YES. Tension Capacity Calculations: Allow T = 0.6·Fy·As = 14.537 k Compression Capacity Calculations: 2007 CBC KUR= Q= 4. 71../(E/QFy) = Fe= Fer= Allow C= 1997 USC (ASD) = 114.59 = 1.000 = 133.68 TT2·E/(KL/r)2 = 21.80 ksi Q·[0.658"(Q·Fy/Fe)]·Fy = 18.03 ksi 0.6·Fcr·As = 7.283 k Cc= ~I2·TT2·E/(Q·Fy)] = 126.1 o < 200 ... OK! Fa =IUR s Cc: Fa= [1-{UR)2/{2·Cc2)]'Q·Fy/[5/3+3/8·(UR/Cc)-1/8·{UR/Cc)3] UR> Cc: Fa= 12·TT2·E/[23·(UR)2] = 11.05 ksi Allow P = Fa·As = 7.434 k [AISC 360-05 Spec. E.7} [AISC 360-05 Spec. E. 7] [AISC 360-05 Spec. E.7] • SJI STANDARD SPECIFICATIONS FORK-SERIES ('97 UBC) (ASD -ALLOWABLE STRESS DESIGN) Description: JOIST 1 (ENVELOPE) _,--... CHORD PROPERTIES: TOP CHORD: LL 2.00X 2.00X 0.133 BOT CHORD: LL 1.50X 1.50X 0.125 Area Rxx Ryy Top Chord 1.029 in2 0.625 1.221 Bottom Chord 0.719 in2 0.465 1.032 CHORD DESIGN CRITERIA: Lx = Length corr. to Rx in plane of joist Ly = Length corr. to Ry of joist· Lz = Length corr. to Rz of joist Filler= Axial Force, P = Panel'Pt, M= Mid. Panel, M = Max UR= UR Check= ALLOWABLE STRESSES: . Rz 0.397 0.296 = = = = = = = = = Cc= ,/[2·TT2·E/(Q·Fy)J = .A.PRIME Job: UJU-4<' STRUCTUAA!. Date: f,-{r> ~ ENGINEERS Sht: 35" Chord Gap = 1.00 in Fy= 50 ksi E = 29000 ksi s:top S.bot Q 0.732 0.277 0.865 0.144 0.369 PANEL CHECK TC Interior TC Interior TC End TC End BC Interior Panel Panel L Panel R Panel Panel 40.00 in 24:00 in 24.0Q in 24.00 in 48.00 in 40.00 in 24.00 in 24.00 in 24.00 in 48.00 in 20.00 in 24.00 in 24.00 in 24.00 In 48.00 in YES NO NO NO NO -130551~ 283281b -13504 lb -12237 lb 283341b 2232 lb-in 0lb-in o lb-in 0 lb-in 1176 lb-in 0 lb-in 0 lb-in 0 lb-in 63.99 in 60.45 in 60.45 in 60.45 in 162.06 in OK OK OK OK OK 115 115 115 115 • Fa =1lJR s Cc: Fa= [1-(lJR)2/(2·Cc2)]·Q·Fy/[5/3+3/8·(L1R/Cc)-1/8·(lJR/Cc)•] LJR >Cc: Fa= 12·TT2·E/(23·(lJR)2] = 19730 psi 20207 psi 20207 psi 20207 psi MP Axial, Fa = = ,,-----... PP Axial, Fa = 0:6·Fy= ·-· Bending, Fb = Tension, Ft= PANEL POINT CHECK: Axial Stress, fa = Axial Check = fa / Fa s 1.0 fb.bot = Bending Check= fb / Fb s 1.0 fa+ fb = Panel Pt Chk = MID-PANEL CHECK: 0.6·Fy= 0.6·Fy= P/A= = MIS.bot= = (fa+fb)/(0.6·Fy) = (fa+fb)/(0.6·Fy) s 1.0 = Axial Stress, fa = P /A= fb.top = M / S.top = F'e = 12·TT2;E/[23·(URx)2] = Cm = Em;! Panel : 1-0.30·fa/(F'e] ::: Interior Panel·: 1-0.4-fal{F'e] = Mid Panel Chk = fa/Fa+ Cm·fb/[(1-fa/F'e)·O·Fb] = Unity Checks 1.0 = 19730 psi 30000 psi 30000 psi ~12692 psi OK -8057 psi OK 20749 psi 0.692 OK -12692 psi -1607 psi 36466 0.861 0.725 OK 20207 psi 30000 psi 30000 psi 27540 psi OK 0·psi OK 27540 psi 0.918 OK 27540psi 0psi 101293 0.891 18187 psi 27000 psi 27000 psi -13128 psi OK Opsi OK 13128 psi 0.486 OK -13128 psi 0psi 101293 0.961 1.363 0.722 NG OK 18187 psi 27000 psi, 27000 psi -11896psi OK 0 psi OK 11896 psi 0.441 OK -11896'psi 0psi 101293 0.965 0.654 OK J p ut,c{t'/) f p-1106 ?r e,:ttt~F- 30000 psi 39421 psi 39421 psi 1.314 NG 39421 psi . 100215 • -I ~ • .----. • .r---. Section:Section1 Section Properties: Number of Shapes Total Width. Total Height Center, Xo Center, Yo X-bar (Right) X-bar (Left) Y-bat (Top) Y-bar (Bot) Equivalent Properties: Area, Ax Inertia, lxx Inertia, lyy Inertia, lxy Torsional, J 'JP ( ,?f-[ollO • f =3 = 5.00 in =2,00 in = 0.054 in =0.02 in = 2.501 in = 2.499 in = 0.529 in = 1.471 in = 1.912 in"2 = 0.4339 in"4 = 2.468 in"4 = 0.00 in"4 = <NoCalc.> p R lrM E Job: 7-4:!P··qO STRUCJURAL Date:~ 4lJlaf/Al'llll1&1A)tNGINEERS Sht: ~ . .y I y X Modulus, Sx(Top) = 0.8198 in"3 Modulus, Sx{Bot) = 0.295 in"3 Section Diagram Modulus, Sy(Left) = 0.9876 in"3 Modulus, Sy(Right) = 0.9865 in"3 Plastic Modulus, ZX = 0.6874 in"3 Plastic Modulus, Zy = 1.9769 in"3 Radius, rx = 0.4763 in Radius, ry = 1.136 in Basic Properties of Shapes in Section: (Local Axis, for n=1) Sh. No. Shape Modular Width Height Xo Yo Ax lxx lyy Ratio(n) in in in in jnA2 in"4 in"4 Equal Double 1.00 5.00 2.00 · 0.055 0.00 1.029 0.4019 1.534 Angle 2 Solid Bar 1.00 0.750 0.750 1.0629 0.0441 0.4418 0.0155 0.0155 3 Solid Bar 1.00 0.750 0.750 -0.9579 Q.0429 0.4418 0.0155 0.0155 Additional Properties of Shapes in Section: (Local Axis, for n=1) Sh. No. Shape J Sx-Top Sy-Right 2x Zy rx ry in"4 in"3 in"3 in"3 in"3 in in Equal Double <No Cale.> 0.277 0.6138 0.4987 1.0867 0.6251 1.2214 Angle 2 Solid Bar <No Cale.> 0.0414 0.0414 0.0691 0.0691 0.1875 0.1875 3 Solid Bar <No Cale.> 0.0414 0.0414 0;0691 0.0691 0.1875 0.1875 '-/1-i-:: 2-4-// 1:r-r,z,-3. c:: ~ /1.C F->/ C -;; ,-I J "t_.. ,,. (),-1:J/'! !.~:: 2!?2~ -;. 11 &' I 0 p-5, f {. C/12... < / tj',ttJCJ P"> I tJk, 1t-v /M-fl <? '134-. <;;'rf?f5 - • ......... • ........... • ,- Section:Sec;:tion1 Section Properties: Number of Shapes =3 Total Width =4.00 Total Height = 1.50 Center, Xo = 0.00 Center, Yo = 0.042 X-bar (Right) =2.00 X-bar (Left) = 2.00 Y-bar (Top) = 1.036 Y-bar (Bot) = 0.464 Equivalent Properties: Area, Ax = 1.602 Inertia, lxx = 0.1889 Inertia, lyy = 1.678 Inertia, lxy = 0.00 Torsional, J = 0.071 Modullls, Sx(Top) = 0.1823 Modulus, Sx(Bot) = 0.4075 Modulus, Sy(Left) = 0.8389 Modulus, Sy(Right) = 0.8389 Plastic Modulus, ZX = 0.4333 Plastic Modulus, Zy = 1.542 Radius, rx = 0.3434 Radius, ry = 1.0233 in in in in in in in in in"2 in"4 in"4 in"4 in"4 in"3 in"3 in"3 in"3 in"3 in"3 in in . .,.PRIMEJob: zl!-t<>-,1.{o <iii STRUCTURAL Date: z:!L ~ ENGINEERSsht: 31-..• y 1o-----4.0'oO ----I---2.000 •I• 2.000 ---i ~~ia X ~-----F'jf ------X l >t . I cp . . I Section Diagram I I y Basic Properties of Shapes in Section: (Local Axis, for n=1) Sh. No. Shape Modular Width Height Xo Yo Ax !xx lyy Ratio(n) in in in in in"2 in"4 in"4 Equal Double 1.00 4.00 1.50 0.00 0.00 0.7188 0.1555 0.7655 Angle 2 Solid Bar 1.00 0.750 0.750 0.9987 0.0769 0.4418 0.0155 0.0155 3 Solid Bijr 1.00 0.750 0.750 -0.9987 0.0769 0.4418 0.0155 0.0155 Additional Properties of Shapes in Section: (Loca/Axfs, for n=1) Sh. No. Shape J Sx-Top Sy-Right zx Zy rx ry in"4 in"3 in"3 in"3 in"3 in in 1 Equal Double 0.0091 0.1442 0.3827 0.2595 0.667 0.4652 1.032 Angle 2 Solid Bar 0.0311 0.0414 0.0414 b.069j 0.0691 0.1875 0.1875 3 Solid Bar 0.0311 0.0414 0.0414 0.0691 0.0691 0.1875 0.1875 -< Ot_?(,o) c=. Jt1ool)rs1 • •~ S-7. C,,{, r tJ_:1,,q-7 Fe. ==-1-i_,,,,_ e ~ 1i t-J--e> ts 1 {t3. (!f-)'J r" PR! ME Job: -=~o~Lfo STRUCTURAL Date:~ ENGmEER.S Sht: 3~ f /-o VI De ! L-J/4.. X: I '4_ )( 1/g-(!? f:-.L-/r-;z;. "' '}1.c,, C '1/ f),J1f: t~ 111<c.1- ,f;.__;;; J'};/{)o fS/ (1 ~ ~ G4-. :SnJ G-. J 'j l{,o o f ::;_ I • ,,--.. • __ ,,.--._ . •~ EXISTING JOIST CHECK -JOIST 1 MEMBER ID W1L W2L V1 W3L W4L V2 W5L W6L V3 W7L W8L V4 W9L (f) W10L 0:: w Cll V5 ::E w W10R ::E CXl W9R w ~ V4R W8R W7R V3R W6R W5R V2R W4R W3R V1R W2R NEW AXIAL LOAD(#) -11489 -1145 941 7.540 -5046 1251 4737 -4146 1251 3730 -1505 1251 987 -561 1251 -282 1706 1251 -2229 4043 1251 -4435 5046 1251 -5300 791-2 1251 -11173 + = COMPRESSION -=TENSION A.PRIME Joo: zJl<>-'f• STRUCTURAL Oate: 5 -f'i:> . ENGINEERS sht: ~ :I NEW STRESS ALLOWT (LBS) · ALLOW C (LBS) RATIO RESULT -22781 10413 0.5043 OK -16965 0.0675 OK -4452 1088 0.8649 OK -15441 7719 0.9768 OK -5629 1158 0.8964 OK -4452 i 1406 0.8898 OK -7763 3314 1.4294 NO GOOD 0' 1-{'2,.1¼,x '.If -4452 835 0.9313 OK -4452 1406 0.8898 OK I' l /,;-< ;.f -Tl63 3314 1.1255 NO GOOD 1-, J .?v.-I -, . " -4452 835 0.3381 OK -4452 1406 0.8898 OK -5629 1158 0.8523 OK -4452 835 0.1260 OK -4452 1406 0.8898 OK -4452 835 0.0633 OK -5629 1158 1.4732 · 4., "' · Yk NO GOOD "Z-"' d ;(1· t~" " -4452 1406 0.8898 OK -4452 835 0.5007 OK -7763 3314 1.2200 \ 1/& NO GOOD ti · Lt'/2.::l ! Pl-i -4452 1406 0.8898 OK -4452 835 0.9962 OK l/4 I /1/• y. 2f -7763 3314 1.5226 NO GOOD '2, -/) 1/1,t v -4452 1406 0.8898 · OK -7763 3314 0.6827 OK 1/2 y. ll -14537 728.3 1.0864 NO GOOD i,...-i,,,<i)( '1-. -4452 1088 1.1498 ~o-fi:-. -16965 0.6586 OK 1J -• ),_ _________ _ lucb: \C 2, D,. 0.75W +0.7SL OtM.:~ Prime Structural Engineers prime4 2K10-40 • L - JOIST 1 -----------~---. -·-...... ) • ~~-0 ~~ ::0 :z: ~, -m~~ ~~m (/) 0 c_. ::r '°' 0 :"'! ~ ~ ~ ltlf -a b,~T~3~010 at !~-~==J PRIME Joo: ft..fo..1!1) SiRUCTURAL Date: 3-i i> Con:ipany : P(ime Structural Engineers ENGINEERS Sht: ~ Feb 23, 201 O Designer : pnme4 . 12:45 AM • ==J=ob=f.lu=in=b=e=r=: =2•K•10=-=40=·=================J=O=IS=T=1 ===========C=h=e=ck=e=d=B=y:====== Envelope Member Section Forces ,------,-,~~M=e=m~be=r S.e_c__ Axlal[lb] LC'--,-_~Shear[lbl LC Moment[!0j] r,,___c_ I 1 I TC1 1 max o I 1 o 1 o -r-1 I'_. :f. 'I: , .. _ . . . . ·_ -~ . ·•· . -::, min't .1 ;:;'.\< c'.'.tL?-.,;-:,;; ;.,;/,;1,:i:fi~~-L.,'.;;;.~,-:,:;,:_.:a-~~-~:::::·.:1,:,J; ,.;}c1:/:.i :'i:~,:i,·;.'~:jtt;,;_, .;,;: ,.. · ~:;: ,.f .t· I 3 r 2 max I o . . 1 ! -15.333 I 3 o I 1 r._::.4.,. :_, .. . . . .-. · __ -. . ,._ .. :-·;.. :·. -··.'--'::: _. ~, ·,.:mi~i.' ·:,::--:.·-:· :',Jfi._..· .f';;:r,:· ,. :"::.-1:;:;1,·i%l,::\/:::::..11!a.:~t:i?:f5f~r:::~:.::;";:;;:ot\ '·.;:·'.of:.:--t: :.::·2:,:/· I 5 1 3 max I . o . , 1 . I -30.667 I 3 .003 i 1 f ;fi, . f".. ·: , : ; : ; :rni'ri.. :; ·;;~t ··> ·· :'0:.: :. ,, ~· 11i;::_:;f;,;:;:'1;:'.·;;i t:~(t:\1);~'.lt·'c,11·::: .: !;i\.'·:::·:';..,t'.lA~ ,'}\. -~· : .. ,~;~(. ; l -~ i . . . .. . ---4 -, :. , .. nih~ :L:.,c .... -~ ,,g:,··:.',. ;~:~t~,~~~~}}:·.'' ::.}:::-,1~~;:~~;:;:f:"!i:,~k .:i·~ ... 1 ''(:, _::,;g~~,., .. :.--·· 1 : . -}: . ., l 9· ; 5 max O I 1 1 -61.333 I 3 .012 I 1 F ·10 · . . ~ :· :; .,miri ·. "-:: "';:: J:L-::.:·_-:, i:d· (,::F' '. 1: '.:.~::'{;-;~7:2:~;;;;);,j ,.;;: t/_._:f .. ··,:,~:·::J. Jdjf:. r/'r : : .. -~:. :·. ; 11 1 · TC2 1 max 12927.818 [ 1 684.199 2 .012 i 1 I ··.f2. _ .. · .. , .-,: . . .tnifr< =~: ,;_·Ma,f:ss2{_"· "~'--Yt-.~/ · -/i:;if5si1t§s~:.,.:.1.:.·::· ;3{/ <::':.J:~ ..... :;o.n,l~ .. :~: .. =· .2· ,:: : 13 I 2 max I' 12927.818 I 1 1 653.533 2 -.065 l 3 ! 1 1:.ii. . . ... _: · -;· ·· ·r min:··t_;:~QM·1':ss·2:·,_;::;;,·~:z:;;;:::~ .. :_,,~;.,2f3a~g2s~·=~::~;::'< .. 3:::,:: ~:;··· .. :',-:·~.;.;~;0k· '-"-i.-',;2,n. ; 15 I I 3 max 12927.818 1 622.866 2 -.136 I 3 ; r .ta,·,_-, · .. ·-· ,. ... · · .!mini/.::::·;:Jilttl:,551<),.'. .::.";2:1:::.'.''.;:t\M0r.'.r3'62·;~;.t;;,:,,.;3:._;:_~;:., -~\:-.:2rra::::·:' ,· ,.,-:,:2: > i 17 i 4 max 12927.818 l 1 592.199 2 -.201 I 3 L ta: . , -t . · . . .mrn.: t -. ~,~Ma~1-so·s2<.,.,. ILi{':t:j; r~,:,::_;;-sts:1ass-':.' ,~::. ~.: -3, .: :':·. ·: · ~~~~,309,;:;::::·x·. 1~";.:2, ·. · : 19 I 5 I max 12927.818 l 1 ! 561.533 2 -.261 3 r20: t .. riiir-i;< ·. ··,::Qf!3$:552-.·~:-:r(:,, '.::zi.,: · · ':-')''3:48;02~fcr: :::'; ·.··::;3.'· ;.,) ,:5;,:j ·:;i:-,:)i0'5":. :\ : ( >2 : i 21 I TC3 1 I max 13503. 781 . . 1 -21.11. 1 -.261 3 l 22 .. · .. , . ~-, .:: ... m'ifr :.,_:: .. 101~1t't:'is .,.:;,i:2·c,:/'.:'/--Jl1.1!:3F.J .. ;:·:::,z': ... , :.-.:·,_.:,,:,;;~05,<:.,. -:,::;.\.~·:_:, e 1t: 1 : · J ?!~ 1 ·~ ,}~H!f; f"+''' ' • '.f :.~~~;: ;;~"('· ;:~~~,~ · · .. i ,,.1 -~-1· :2s . . -·. . :·,.. :' . mfr, : f-' ·;:;tot5s~1;z~f ~::'.;;: :::.:2:;~f.,: ::;::;'..~-~t"9s~3:M:.:·1·~ :_::~~2----;~: c :~:'.:i1;,~:.:_;2ot.~·;, ·. ·,: :;: .-_: ~,,,;:: ! 27 I 4 max 13503.781 I 1 · -298.013 I . 3 -.021 3 · .:2a, : r . : _ .. ·... . . . . . . . . . . . · ·,; mfri :· · ;;:;, 1'.@1ss;··t7;g•~ ,:: ·,:,, ::2· 'r.:i ·\;:i~: \~387:':fi:.:i'/J :; ·:,2. ;,.:_ '.,. : .. ·: ;L;;o35i~ ?:~ ' .. :;("":27: . : -~~:-i, . . . , ~-.. I,· ~7~·1 : ·<· -}~g~~ti~JT-·,: ; ·i:< ::". :2,~~;~~311~-;-,, .... , , .. ,'i·1 ·,1~--,· ::,·J~~~-.. :. ' ' J. ·.'"~-.. .-· I 3Li_ TC4 1 ! max 13055.491 ! 1 360.145 1 .186 ! 2 i f · 32· ... · .· -· · .. :· -· ·.· ,: . .· ..::min;;;:,: ·;;.11,(j3j5\ ~;91:;{j; _:;_ .. ;z:·y\;;f ;.3otval2::J · .:'. ~i!Uf\:'.'. :;::;:_,·./:;~{5l·: ·:>-:-;; _,1::.~ ;·.3 : ... :. ! 33 l 2. I max 13055.491 I· 1 180.145 1 I -.02 i 2 r , 34. . · :· ':· . ~-'.-__ · :i:nlif~,, i\:..:j;i;ii,1.s:Ml1. '· .,:.: .id~ ~';P::3'54Mi7.9~';:T\\:,3£:;.:J ·.i:\//:J}51;:.\·:o~-r .JC!:.::' i 35 3 max , 13055.491 1 : 16.935 I 2 -.098 , 2 . 3EL , . , · .. > ~-, ,. :·;: .. min:~ . ,J . . j'.031~6.:191'':::,_ ;~ .. ih2t::'.~:1 :~ ~:,.'.'::~,:f;:zf45:;-t,t~ ,; .. : i: ·,d:'.-h :\:; ·:sJ,:;;[(',1;21-::i. ·., : · ; ~--::1:: -~;,_' 37 4 max ' 13055.49·1 1 -,136.398 2 -.044 S .':31f~ . ,. · .-. : · :~:< L. :: . .-1 fJm'iK?: :::;~· ?itla'f11ft§f1 < ii:~,;,-;2\:<:f ,t,1i'.!:.~1i-Z9'.'.'B55t.'.:~r, .. ~:,f;ifi~\; 1~\ ~1.~t~;;M2,?:~: ,~'.'_, ,/,:::t~-::- 39 I 5 f max 13055.491 I 1 ' -289.732 2 .173 I 1 :.A'Oi: < .. ,.,:· :·2.. -· · . O': :::~:.-·:1 +:rrl'iii:: :~ .. ;:\f03;f6{.fff1;; ::: ~.; 2t1~::fr·E:i\;;~~!illRfi5"t:,\Z:.;{,f/;:.;t··,.t'., J;;;:~-:t:P::'~~~9Ff\.::.f:~t J;;.~1'1','. '~; -41 l TC19 I 1 max 11930.49 . 1 404.802 I 1 .212 1 :_· 42; 'I: .. .. · · ' . . . : ' · ·r::-T''D ;:-~7mfn).,·,• · '~ ·,.8;fl3!!iK~42L~ :);. ,:::;:~Zf..~:; :;('r'.?;!i~Wtss~r;f;:;~:; \g3;',}:'.i ::~;;;_1W:f~1ilf).(})?.~~-:: ~;i~'3\':'i; ! 43 I i · 2 max 11930.49 1 224.802 · ! 1 i -.043 3 .• 44· · : . _, : · . i ... : : .: . min,:::.> ;-atag;EA-?:·. \:, i::r.02r:J~ if:'-j'J~Y.'fr.'.23:fiJ? .'.'.':':IEit3'/f! f£:'.~,i~I!~(4~05Z'.::~/2 / 1; ::1°::.i 1 45 I 3 max · 11930.49 · 1 44.802 I 1 -.138 3 :·;,n, .. , : : · ·. . ·· :miniL{,:i:.:·,; '78'iS9'.'54?> ··:·:--'·'.Y2'';:;~, ··xc:··;\'.~1789,~~-:;::,,·,; "t.?3'/\1\):"::.;.,,,:'.;)"rt.63·,--~.:c,.,ii: ""'"1' · ·,'.'.. l ~7. . . . . ... <. .. 1-1,:T.~~~ i .. tte1P~~£---~ .. J, .. ,.o,-, .... ~~.~.~:l?.~ ....... ..? ... ,., ....... ,,:·.10.6, .. ""··. ~,. b4'8'. ~, ... ,·· · . :,·. ·.:.'..:-·; .... ..-:-..... ' :: · .... ;.· ~ . ·1::·:-;-li-ilnii'3 l i~ ·· .' 81·,,...,.;,,,~.,.1, .. i(:i;·\ / .,,f,.,.:,;;:,.-; · f ;.;:,i,;.,,Ji:3:::i,1~,98G:f~,:,A;.;l,::1t;::,;-:; ~::.:t:;f,,.,;,;,t,,{1~fi'1c~;-.:·.,; 1;.~' ~~'/:.-1~ :;;·. :::~g{, ~ :·-:·, ; ._· .:>: :· .. ·, :,. ~ _: _, : ...... ·" _·, :1·:;,_.'.': ;_.[R;1;:j >.-,;~~¾~gps:~1;~~.::1~~¥>~~:01 ~¥t~.:i~~~JJ~~1~t.~;1u::!~?~;~~~~ r.~~;~,;~::·i~ ~~~\~l! _,51 I . TC20 . 1 max ! 12237.26 I 1 241.322 1 .063 . I 1 1:.51'.:t ) ·=·: · ., r '.: · · ,; : . -~·: :,;~ , .. ,·· i:· ·,; ::i ·: ·:mTh'~,:: :':.~ . .?9M~:::ta1r~ ~, •. ::r:.211.':'.:1 t·;i(,1.11ro1to22'.'.:~'r::;:: z·-2~·:~~'.: '.':':t?f.;_:~o'3aE--:'~~:~:~'.l~I.2>: ... · .'""' j;:, ~~,J ., . -:· .. ~. ::·i:: ·,.:: :~-: .. ~ . : . ; , :.~~ rrf ·; • .r; : •'-'~7~::J 1r,.~; ::;_il~~~,~~~~;':'~:~~c~r~;:;_s't i:;r1~·~0J~:~~~~~;t,1 ~:;;; ~.~~i~~~[1.~ :;;~~%!'..~~~~i.!gi~~'.:Ji,i.14~>1g:}j~ /:;;~t ,i. .-: :. : : ... i ' ~ .. ::; '. »:J:;:,,::;·r.} ~·i.' <'t}r11fi.1,~1 :,~i::}J~;~~~~{:{tL,;:;J;~:i:J 0~fZ~i\l(*~~;-:}i1r-~J\?.J '::1.ud,::r:r ;~1;J~t.;~;J*11;,::/;;:?1;t,;:~i.:r, RiSA-2D Version 9. o. o [\\Server\server-d\dwgs99&2ks\2010'4K10-40\JOIST 1.r2dJ Page7 PRIME Job: ?:lt-lo--~O STRUCTURAL Date:.}-ID Company : Pr_ime Structural Engineers . ENGINEERS Sht: Yi--Feb 23, 201 O • Designer : pnme4 12:45AM Job l'Jumber : 2K10-40 JOIST 1 Checked By: ===============-========================::;::::::==========~ Envelope Member Section Forces (Continued} RISA-2D Version 9.0:0 [\\$erver\server-d\dwgs99&2ks\2010\2K10-40\JOfST 1.r2dJ Page8 PRHv1EJob: ..fl"-1v-l{1) STRUCTURAL oate: :Hv Company : Prime Structural Engineers ENGINEERS Sht: '-t~ Feb 23, 2010 Designer : prime4 · 12:45 AM • ==Jo=b=l'J=u=m=b=e=r =: =2=K1=0=-4=0=================J=O=IS=T=1===================C=h=ec=k=e=d =By======= RISA-2D Version 9.0.0 [\\Server\server~d\dwgs99&2ks\2010'2K10-40\JOIST 1.r2d] Page9 • Company Prime Structural Engineers Designer prime4 Job l'Jumber 2K10-40 PRIME Job: _iJ;J,Q:..'10 STRUCTURAL Date: ~-t1' .. ENGINEERS SM: .±L... JOIST 1 Envelope Member Section Forces (Continued) RISA-2O Version 9.0.0 . [\\Server\server-d\dwgs99&2ks\2010\2K10-40\JOIST 1.r2d] Feb 23, 2010 12:45AM Checked By: Page 10 • Company : Prime Structural Engineers Designer : prime4 Jqb l\lumber: 2K10-40 JOIST 1 PR I ME Job: bk./o-tf& STRUCTURAL Date:~ ENGINEERSsht: '-'l5' RISA-2D Version 9.0.b [\\S·ervet\server-d\dwgs99&2ks\2o1b\2K10-40\JOfST 1.r2dj Feb 23, 2010 12:45AM Checked By: Page 11 • Company : Prime St.ructural Engineers Designer : prime4 . Job l'Jumber: 2K10--40 A.p RIME Job: Z[c..(~'-/o STRUCTURAL Date:.l:;E._ ~ ENGINEERS Sht: t.fb JOIST 1 RISA-2D Version 9.0.0 f\\Server\server-(!\dwgs,99&2ks\2010\2K10-40\JOIST 1.r2d] Feb 23, 2010 12:45AM Checked By: __ P~ge 12 • Company ; Prime Structural Engineers Designer : prime4 Job l'iluml;>er : 2K10-40 JOIST t p R l ME Job: '-1'-tv-:zu STRUC1URP1 Date: 'b-t 0 ENGINEERS Sht: 4:r RISA-2D Version 9.0.0 [\\Server\server-ci\dwgs99.&2Ks\2010\2K10-4-0\JOIST 1.rid] Feb 23, 2010 12:45AM Checked By: Page 13 • Company Prime Structural Engineers Designer prime4 Job l'J1,1mber 2K10-40 JOIST 1 p R l l\/1 E ,Job: 2r,!O.:~!o SiRUCTURAL Date: ~-rD ENGINEERSsht: 41; Feb 23, 2010 12:45AM Checked By: ,.,---Envelope Member Section Forces (Continued) ~ ---.--M®lQ~L . t. 55· -: ~~r:·:;T,:.,'~g~i~iL.:l.:.:::i.:,1>~:,~:;f'.1 ~ 1 ~.~::,,i)J .. ~1::::::·:,.:.~i~~lg~t~~-m-,;:~:i:·.~}~ 1401 W4R ! 1 max ,..3535.966 i 3 O 1 1 o 1 L4b2 · .min .... ~s2·Qi:1_57g-. ;-r_ ·::2',, ;:?:.:.. : :.o:;:::.:. ..i -.t· : : :c:: ' .. .': _ 0: .. · 'f .'t. ' 403 ' 2 max -3535.966 I 3 ' 0 : 1 O , 1 I 14b4-. .,. ·'min "~: :.Afi1AA:'5V:9t,;·~:..r:::1;,:,1:.\:'~ :·-:,--.. :0-: .. ,)< ':_;'.,\ ,:f:;::;J, -:., '":.: 'tJ . ;·: ,: :-: .t· ... i 405 3 max , -3535~966 I 3 0 1 I o i 1 L.4M . . , ·:, , . .:miif :-::.·.,_.:i52'99,:579;'::/T2,:~t.1::~L;;(::~;:-:.,:;,0\,:i::·: -·~~"· :· .:1;~; .\'? ··".·-Jo·. · :~::·-:.. [. ·:,~1; .. : , ;.:~~,:. · ... ·,. · , 4 · _ .. ,. ;r~~r.-.-·::i~~~~,:~~~1~\;;b'yi~::·.7~:~::. -~-:·-:;:g::·":-/;:·i.l;'::,:h:-)t·:· ~_,:~:·t:--:i' . .-~::.l·1.. L,_ I 409 1 5 max -3535.966 3 , o i 1 O i 1 1410. · .· -.. ·--· "·. <-min-.. ,;·-;;,5z9·9;51,9;;, ,h .. :.2:,,:::;\:, .; __ ;/,OL/·;·:-'-h .: ... r.-:<. ~:::.::01:.·:,;::.-:;-,·: .. 1.-: 411 I V2R 1 max 235.492 1 0 I 1 O ! 1 41;2' : . I.·· , . )min. ,; ~" ,.i19.7':254>:-: >:, ,si2;, f)v::i-.t"·,;.:iO.:,;, , .. :-:-:.;;·,:_: :,•,;1> : : ,:, ·.:lfiQ'.lfi~~-::;.;--i::-,:, 1'; ·, l~,~ 1 , 1 . ? · .. :-,~~;~t-::-:: .. ·:.t~~~~~~~--",::·~·~dIT~b~:·-;_.::_::g_,T?~--~.l-<:~i <'.'-~f;,;+:,::g~:r:::·.'·';··L: --~---.- ~ . /... : 3 ;: . / ;}~~~: J: ;:~~i·:i=~,t;~:; ,J,:c;:_.~:;;/l .::>:~c.. :::g,.,,.:·.: :,·,:-. ,' ,J,: ::::: Z7/! \::::;::~g~;·.,;~," { :l' :·: ~s:.:. I :l~ 1 ._ I . 4 -L. ~f~. :,J: ·: -j:~~~~~~-.i · ;;J,.·:::J,.,,:.,;b_,:l,,: <~n;:-~~s:l::'·:: ., . :·: ~:.:: ·~--·. g_:i~: ,.:~: _t-.-}: : lJ6: i . . 5 ~ , .... -:-f~~-;~~~:_:::, ":;;;,.;1:·,~t;:r.,.~'f./\·;~g,,.~ -::·-"'···/-. .-::::~::·· ..-:,·:· r .:.g1: :·., :, .. J.,"~f,~. 421 l W3R 1 i max 7912 2 O 1 O i 1 • i 4221 ·. · .. , rriin•·::,_;.:~--;;f755:}ao'sl·;::_:; .:;·,:'3(?}t{,~~ -:~;.:r,t:,: .~:.': .. :_,.:i.f ::.:;,~_y;,~;,·:.,tJ-. ·: · L .·F·"· l 423 I i 2 I max I 7912 2 I o I 1 o l 1 i 424 i . I L:mii(:,.:L;,, .,,'415'5)i98:,:, .. · .. ::,3~:;';f ;,,,.,,·::·:'.(),'·" -~>.: · . -1'>.~ ':_· •:·:::-: .o:.~>:.:'.' ,J: :1 ·.• ,---... : 425 · 3 ! max I 7912 2 i O 1 O i 1 426 ·: mirF.::J: : .. :'41ss;4sa'..·~ :: . ~-3:, ·::'.'.':. · :':.,, ci::-.:::-· ·:·,I'· ·>r ·='.::.::_,f.,,;;,:': ·o:_.,, .. -,:-~ .. :' ,.k.,.L · 427 4 l max I . 7912 I 2 l O · 1 o ! 1 .428 J . . riiih :r-. · .. 4755A-98:;,';-, . ji:·:::t':.,-··::·>1F/:·', ;>t··-:,F< :.:.·_,.:·i:: ::;@\_;· .. ::-l·: t·-:=- 429 ! 5 I max t 7912 I 2 I o 1· I o I 1 i 1430. · . r:: ''.~.irrfm. ·.; X Jt1~fi:498\~G!l:Zat~"?;:t\~:o:;,._:;::-;-:.r-··I ;_·~.:f.:-":-};f-~,:~ ,··-.:n-:,r: :.:.,;·::if-· ·r ·~:: 431 I V1R 1 f max 635.47 ! 1 . O 1 I o I 1 . 432~ . .. ·. ,.: .. ~-·. ,:::~ rr1fn~·-n.:~-:;;,~·fi'.?51I41'f;i: .~··:.t'.f';::2:-}--:1 :'.:_F::·: ~;'.J:tL\::.tt·' r;::t:.2{:;:;· ::,) ·?-'g;5,::; ,::,;r~\ if ·. 433 2 . I max 635.47 L~ 1 o I 1 I o I 1 434 . . . : .. r ~-' ·,, .. : ~: m'in ·:~' <:" ',),525?4W~~;'.i:·,i~~i::s~~J2'?'1:?~, ~~:1\~-:~:!a:if',?::<~7~:,:~v~ ~1,;~:<1 ;/f/~;1~·:f.,tiOf':f;_;) ~:.,;_J,, ;Lt.':'·. 435 l 3 max 635.47 1 I · o I 1 o : 1 l::436·, . :: .. ·· · .,. t~tiiffP~tf;.?.:1·;::5~5Jft':i:.:;:;~: i:/!2/t:J ,;t·;:_·_:":'.tf'::; /·:c:: 1:·.·.:,,t•:lf't:''.'f:~,,t.~tf:.,'.:;.,:.,: .. :iE{/'!ft;:-''; 437 I 4 max. 635A7 1 o ! 1 o : 1 .:,f3lf -~ , : -~:. :•: ·; :l : : ·: ,. , ,mins/.,;: ,;;,: ::;/50:i=i:.'411 ·:;: ·,,;:-=11/6'."2/t.Jr.:.i-.~?~JGto;,1;rr;;,~:.ti,~_~1?-:~H:.i~ '.-'ft.::':~_\Jf2~-:::: -.-:::1·.:,-:.·.,:r ;:·' -~~: 1 : · , · ... · --:· 5_ " .. ; /-~/ri,1;,~:" 1~,;;, t-• .,:~~~~:J~J"·:~·111 ,;?~J~;,;~'i' ;,\0· · ,:·::~::;f~gn :.;~:o\:,':_:tci>{, >;: -~~'.\'.iC'.:!:I~::.rrr;J~~:¾7. 1441 l W2R · 1 max -7054.163 . 3 0 1 0 ! 1 L4.ltl:. I· .. .. •-. . . _· .· /;:' ·,, ,., : .: ' :. :, i'. :nilin~;~::! ,;·:~ ~tff:t3:244;i-'_:: ?:{:.~~1\-tyqjt:'t;\f~·~ ,;,:,,_ .tf1n·'.d fr .. ,;,:.;~::s'.0;;?: t~::.::."-l:::C.,:1\:~,- 443 l 2 max -7054.163 ·3 L o 1 o r 1 ':A'i4'41 ;_ ~ .. · · :_. " :~ ·: :: ~ .. : ::) :_· ~.-: ·'. t:·:,n\ir:Ctl;~· .:~~Lffta:24'4.::i:l !:'J'JZ~1t:IBJ:;t:1i:,:1;.;_,'.:'ot·:::'::J.t-:iJ t:,;31m'2:,:t,~t'·:'·:-::,oR;-.:f::::::::,.J;_:~~:1i;:< 445I 3 max -7054.163 3 O 1 1 o ! 1 C4'46\, ... · ; .. ·. . -. · -·. .' · ,, · i,' er·: :_ :j :F::rhliV14 i'Jt;.~1}~;f,7.3~24,ft;~ :~::.:·2~:}:J~i,,,i:c· :;,::::~ch;-;~:::"· .: :. 1 : r.:':;1:.·, :" ~~'..~t':~1f.'':if.it;:,~;: J; :;:,J:~/'4\;'"'. J1l~:} :. , .... _1 · \ .. .:.. ,.; : .. /,-_ ·::,. ic . ..1 · ~r~ ·.: 1), :,;;~i~:1~t~f1,;, ::7.':,,tt:! •:tt~~::.i.,.i~!~:i:'1:1;_; :~ > :,:,~::ri:: ::E;:~J;~i, i~:gi : :· .:_-h~ • 1'.~!t ... •·: ~9~, : : :, 1':.t 1,';~:::B:;;t:~1~1!:~::bt:::lt;,::~',t:: ,.,--.,, 1453· ! 2 max · 18809.121 · 1 21·6~ 167 -.--L.,,-'<-.038 I 1 :i4'5t! ; ·, ·-'. · . : , · -~. . .... ,}· ~ •. ,,··· :::.:,. -.:1. , · · .. [. :mtn;'A": r1'.:";~,jrsi1tlOaJt5~, t:it. ,J;;;if,li),.1 rf,;;,;;~1-rtsr5g2;-:r.~J i;;'.·~-2·1 t;;s 1::-:.:::;;:,:,zt;;o1.1Jt~Jx~:,Jl~i~2f.ii/ 455 3 max 18809.121 1 108.167 1 -.037 ! 3 RISA-20 Version 9'.0.0 [\\Serv~r\server-d\dWgs99&2ks\2010\2K10,-40\JOIST 1.r2d] Page 14 • Company : Prime Structural Engineers Designer : prime4 Job .l'Jumber: 2K10-40 _ JOIST 1 PR! ME Job: z·ff.1o .... yo STRUCTURAL Date: ~---to,.,,. ENGINEERS Sht: • '-\~ ef Feb 23. 2010 12:45AM Checked By: _ ,,...... Envelope Member Section Forces (Continued}. l.45& ~--: -_ JA~~r_ · . ·: C~8~9 · : < mih: : :. 1'·s;i:~~-~,:J2L~+.7T;;~~~l,:~ :. · .: I'· :.,~~~~~~~~{t~~7 )~;-_: . \ ... -. \-: 1 ~ -~~J~,: f:':.=d~~~&~~~-~~;~t,;~i,:·::J~~I:, '',~5~~68ii';--, .. ;:· 1 =:~,~:,' ,; ': ·:.·cc,.~~~~9:-· .·;;··,: .. :-_~,} 459 I 5 ____ _I max 18809.121 I 1 I -·--92.902 3 -.036 3 450.:' . ·. · .. ·,,, ,. , -·: --< :-_, ·; rnfrF:::~;:' ·:1~51.3Q;·81:i5:·:_-:}',,:.,,:3"'.',:;j:iF}~;-._.ii_lfQ7:;B33·,::. ~:·-:~-:~1"':l::C ::_,::.:·::o4zi.,,·::-.: ---2: :.~. 461 · TQ6_ 1 · max l 18809.121 _I 1 157.859 1 l -.036 3 l 462 . -,~ · :---/rtiin.; .-: ;c' '=f57-30k8:7.5::.,'..'.l.:''.:·:3':';::-,F-'.'-~·.=t:3"5\699,-: .,·_·.·~;:-.$'. 0·:t. .:.~: ':..d44--'. ·, :, ,-~,,: ... 2. ·. · ·,4631 ··f 2 __ -~-~~-:-: 1,~-~_q9,.:_-12\, ! .. ).,J':.;,, .. _4:9:_-13-§.9>""":',·'.1,_,,_. .. ;.:,;9~-1-:. ·-::-,~--,464 . _ .-,.-_mm·._.-· .. 15:-730,8:Z5.-.L~·,3·;'L.,· .. ···43'.699., __ .. -.3 ... ·,:··.-,;095, ... -. .1·: I 465 i i 3 I max 18809.121 1 -43.331 ! 2 I -.079 3 1 · 466, · . : : ~min·. : , ._,. : 1'5-7.30:875':~'.: ·: r :"a-,~··+_::.,;:_ ,.:sit;f4·1f..'..'.: , .~t:" · .1 ·~~-· -.'/: ··::~;.093:~:··:; : .. -:--~'1,'·: ,•. 1 467 I 4 max l.1.8809.121 I 1 . -1.35.331 I 2 -.032 __ 3 r:468 mii'f .. -1 c. : 'l57~d::atsi }''l : ':@i.-...: l.--t-;;~:;:166Ft4t.L :,,·); .. 1 \,. ·'·"'.-,;.:.;:: :oiifB-.: -:,: . -:. 1: =~ I 469 ! 5 max 18809.121 1 -227.331 1 2 .073 i 1 i · 470 _· -.-mu;; ·. · · · ":r!,13~;81.oi·?-~1; .. :·~i:J:. ',;:-\· ::.21,:1.::141;-:::">.: ·ft-=-··:·-<:: .:mt3":-::.: .-._-.. : .:2 .-J 471 · TC7 1 1 max 23997.399 l 2 271.334 1 .073 I 1 472 ··-i ··mlhl--~,. 1s2-771ts4:,i,:;;_:r·: .a:: ,r:r· :2,2af5.16' · ~,-,-2-,i-= ·::· -'·,-·: ~043\:::/":. r.: 2: .. 473 1 2 max 23997.399 i · 2 . 163.334 ! 1 -.031 3 .4741. ·_: :·mln··: ,::: t9'2-tt64f.:?_: : .. ,·zi.1>:::~': '1'3~:'5'76' ·r-I-.\2,.t,-:::-. .: .. .-,:. :.(olifg,.,,., ,;,,, ,-,2:-~ · 475 3 max 23997.399 l 2 55.334 1 l -.077 3 475· · · · ·; ·: · ··· .: .. ·miri· ·· f-.::-:1·1:io7·f}tA.'-f~~;'1;:_·:t3:,· t: /~.-':,li.'iW5':t6'-Fr:'t·~:[:-:.'2-·'~;;.· ',:·. :/t~:"094c"· ·" p:,:::,::c2,-,, .. 477 ! -4 I max 23997.399 ·2 I -45.974 I 3 i -.077 I 3 1 478 . .. . :: :miii .. : -~ ·.::;'fgtt;~,i64f;i;' . :,:'.: :3"' .. ·;ft/' :'.:~52f666-:I:;,,:"":.:j;: ... :~l/~'!:'·:r::;~,:;;;;t)g$,;;'.;,;: '": t ·,_ ,;2 :. ·: • ~-5 · _ 1 •· ri,~~~-~ 1 ,j~~~~~~~~;i'S:J~~?}::.,:-~';:~\·£;J.~~!~~~~ ··,~::L"::t-:1t:>,41; ti;:&~J-.: __ :· -:J .. _..~-:;: · 481 TC8 r 1 I m1;1x I 24005.055 I 2 184.542 I 1 -.025 I 3 _......... 482 I ,··:, .... ,. '. min,. .1: .. ·:.,·n~·21tr:rn:,:····" · ,s;·,--·,·1··.>--\tsrro.M'~-._.., :'_ ·:3:-:-·: :,:,1:;,; · .:o-a:i:,: ··; ... · -2·.-. '483 l 2 I max 24005.055 · 2 l 91.731 2 -.082 I 3 c494: :: _ ·: -". · : _; · ·. '?':friin, ::. :, (::>f9276~i:t93;~ E 1.ifa!s?:r--.:,i::i:'iiL''·.'61f2831;~; ~:;-i\[.;·:· a··.'/ ::,'·,if;:,, .. ~di05·,."i::f::.;sr ·,) -2,:\,: 485 ! l 3 I max J 24005.055 2 I --.269 2 I -.093 I 3 4/m ; ''. •-• . I ''. .~:1. :· .. , ·. '" .. jn"jfi(:';;~t· :-:'i,92·1ifif93:/:;:-,,:(;:t3:-iJ,;;J;:f;::,:·;i31(:458if>:i;•j/:i.:Ef::•1,::;,,.:;::;; __ '.1:1a:·« .. ,;,.::; . .':~.:-2,:~ .. , :}:~:' ' I 4 .... !!.)~~-... , ,_?,490.~:P~~' .. , L .3. ,., :, · :~2---t~-~,"">,;," .,,_,,2,,,.,,/>.",o·.~ ,7~,'.~?7:; --· -L , 3. .. ....: . , i . _ : .. · .. .-: : -. .--mini ,. , .. ,.: ·· !1'92iZ6 ·:f93··,·:· + · .. B · -. ,., ... ,~1-a9,45s_,,.,,~ .. ·" , 1-.. ~,-....... ,., ... ,,_,10s --_., 1-. -2· .. I 489 I "s'" 1" ina~-_, ·1 '"''24065:055" " "'·2: ""("" ~184:269 .. i'" 2" " ._ ... ,. .. :032 ,. "· 1' .. i 4'90. , . . . ,I: ·. '. · ., . , ,. , .Jri'fn,;:; ; ,:_ i :J9276I493; ;:1:,. ::: . .3:>IJ;:-~,;r;.247Jt,58~f::~:-• f;'V,F .; \~! · '•,c,.-_JJas: :'; \:.':':r::-2-"' . l 491 TC9 i 1 max 27341.653 2. I 238.122 I 1 .032 1 L 492 ' ·, , -. .. : · : ::'ii:iirf ; , . : 2il3ti'8;1,29:;::j_::':'-·: :~{ ~, .;,::;i A'.8"9~315lf?:::1:,Jr,;::;2:;:_;,-.J,:~.,;;,,"'' .-i036E~?;:q,;,;c:~~-: ! 493 l : 2 max · 27341.653 2 · 130.122 ! 1 -.053 3 ! 494 ·: · · · : ; ·. :0 .: •• '·:r:ffiirf,>; -.::, ' :~t1as~m21'.fL., ;_ f iSi· .;".-; ?,;,:~-:i1-;3a4s;,;;'.,-~ ~k·T2~':'.?,~'';, :t,-,:i-1J~8i;:::#l-;, ::-;"'-z,;, _, l l~~-i 3 _ . ~r:1:~-~ , .:2!31\~:5~---_I ,-,~,.,-~-2f·1T·?... . I __ .L. 1 .. ,.. ___ -pa_~ .... , __ 3 __ 1 -·: .. , . . .. ... , · -.:.•--, .. ·min .. -.:,·;, ·21-358,: ,29:: k:-:.,,:--,:1,;,;. .. -.u -~·1-4,: 36_:_r;,,_,; ,,..-..2 ... :..: ·, ·f;<;~i'.'").:i:t:,13<, '. -:~_r,:-._;.2--: .. , 497 I I .4 I max 27M1.653 2 I -75.511 I 3 -.07 I 3 .498>· _ -\:··, -· · -· --,---< ::,;mifl;:1:t'.: ·:.21:assrz~·g:;'" ·· f 0a::t'..:f::,-t,;::,:;j_0EN,a"Ef::;i,,_-:y~_,;2,,_iJ:1<:::;:·;j~;:~::-,08tl::,."'='~:>·-;2:: =,· 499 5 I max -I 27M1.653 -2 -167.511 I 3 -.007 I 2 ·.5'00,: ---· .:. " · ,_ : , _ _. .. ,-, ·: --. , '':min,_:;}::~ ;::·,2_~_:.~,c;a?.1.19;:;; ,_; ·.; ".,:-3?1':. ,y_:·::-~1"9Rfi::r:16:t.~1;\ :r.,-2 2:. C':'-:'~~-,i~m1t2~;;·, :_;--,,:: ; .. :-:1~;;'..: 501 I TC1.0 I 1 n:l~Y 27341.653 . 2 204.269 i 1 -.007 2 ::502: . . . , .. ,a· -. -------,.· :_: -· :::_ : : ;:: '.''. ~-/fu'in'.':/. ,t·_·:~2;f,'35a~1.29i?'.l't{~3'?-rt~r;_::;;t\,'ta';J35tf'B',"i~~?j:i}ff, ;1·;;iltf2:il:'d;f2·'.{i·, \ · :F0::.'1~ :\, 503 2 max , 27341.653 2 109.93 ! 2 -.074 3 ( Sh~'· .: · _ .-::~-. =· :. ~ , __ ·· ·::' • ~: =~ . ,: . ,_,mm~~;' ,,,:~~1li358~°iQ9;;e,:;,.,,; ,~·:,ftl_.,; ... ,,,,;-,.\s;-~8¥i~50:,::· :.,d1t:~ £3,,,;.-~ .; 1,:,;ir.:i.:~£;;;087.:::~~:;,.:t:~ ;'.,,,;,::j\,.,:,1 505 I I 3 max I 27341.653 2 17.93 2 I -.093 3 I '50"6'.I; _: .: -~--'j : . ::-:. · : -' .... !, ·.. -·',;,:n11n ;. : ,, · ';~1>3581V.Q9,{~H-;\~S,,'.:-:,,~;;.,'.3., . .;1ef1i.:73.1~:.r-:,::V,;:'~rrtdr~-e,f·;'!<'~i;.:';iii':4:i1fif.,''~~h-:··.~ ~~-21;,;;-.~; 507 i 4 max . 27341:653 . 2 I -74.07 2 -.066 . 3 • I~~,., . ·~ ' ,-: ; . ; __ .;-: c·.' _: ",: ,·: ~ ··, ~: : ... "tf;!~{:~ ," ''{~i~~~~~;'~f'"it'i~t:l;.y,:::c::_;~~~~'!i·S~:,e1:'I)";,~~ ·::-~:~~'.:'."~:-~~:r:i~':2.'v~~~~i -~-. ';5.fro: ':: _,-./ " .. 'f-,..::-i:_ \ . ·. +.'~-. ; · .. , ;,_ ;,.Tmln::.:. t_,-,,_,.;?if'~-n;a\]29,:.::· :1;<, -3,<\1:c, ;,:.--2;,;;;~17'.W"'\,,i ,-'i::,•f '.J.'> :''·/·v',:";043:..r:--;---"1 ,,-'2'"' :i 5111 TC11 I 1 . --max---··-28328.25i---:i'~'2··-· ...... 224:·s2· ....... ,, .. , ·1··---,,., ........ :011 -~-,,-, ......... 1 .. _,,., ;;51;2'; ;" "'..: '-· j.. / >, :· .·.: . -,, ::: ::1: J::J:_: .'.'.. i ;"'mint}if tt 'r::::,2i1:~fl2iS37?2it\ ":1irra?:?i:ti{'.I::l'if62I~611½;:0i':~ ''\tl'.2:;:;!t i:J,i;'if:~[043'.S:'.:f{fi JJ;fQM;i RlSA-2D Version· 9.0.'0 [\\$erver\server-d\dwgs99&2ks\201d'4K1-0-40\JdlST 1.r2dJ Page 15 PR I ME Job: Z/<:-.lo.-tf1.> STRUCTURAL Date: 3-ro ....... Feb 23, 2010 g~~g;~f \ ~{l:~:ltructurat Engineers ENGINEERSsht: so-·~·-12:45AM • =::;Jo=b=I\J==u=m=b=e=r =: =2=K1=0=--4=0===========::=il:==J=O=IS=T=1==============C=ti=ec=k=e=d =By=:===== RISA-20 Version 9.0.0 [\\Serv.er\server-d\dwgs99&2ks\2010\2K10--40\JOIST 1.r2d] Page 16 . I I ,p-r:J , i\ ,i z-lnb· Z-,rc./D~LfO r .. ~ i1.t11::. ·~ ~•! · -......- (·-r:;: !(' Tl j';JM f,Ai•;;· :;r(i> U i ~1t)~ it ht~t.. .,.,ctt-...... --g~~g~~f \ ~il~:ltructural Engineers ENGINEERS Sht: ~L f~~~}~010 • =~Jo=b=l'.J=u=m=b=e==r =: ==2K=1==0•-4=0====;::==========J=O=IS=T=1===================C=h=ec=k=ed=By=:===== ..-. Envelope Member Section Forces (Continued) 579; t 5 I max _ 17978.314 : 1 I -129.586 l. 3 I -.042 I 3 ! 581 l . TC18 I 1 max 17918.314 1 l 84.644 I 1 -.042 3 i ·sa2 : . _. ··. :? · · .·· .:·rrnr:r:. :;:;:-.:..rsom,t:2")?,:,1:_0~·-. '.:0:··:r/-!:I· ;·:::.:~aat1:45~"';-,L/::t>, ~:i: ::.:054·· .. ··. -1J:; :2·, . i 583 i 2 I max l 17978.314 .1 -19.298 3 -.056 3 i 587 4 1 max 17978.314 I 1 -203.298 1 3 I .065 I 1 i • RISA-2D Version 9.0.0 [\\$erver\server-d\dwgs99&iks\2010\2K10-40\JOIS11.r2d] Page 17 •• ~ \U -z: ~ e \I ~ ~ ,,......___ ~ -L ll ~ Ul ~ -;--- l:-~ ~ \) t \.;\ \11 'J -'iS' et l.1-,.,I. "1,_ \\ -....). ~ <) '-.....I ~ '-.,,· ~ <xi Vl ll:) ~ ·\\:, ~ * ~ +1 ~ t-\ l\ JI ,, I\ ~ 1 ~ 1 ~ 'v ~ ~ ~ 11--.\':... ~ ~ t .£' ./'-. ~ ~-0() "* ~ ~ ,1 •l ll .\ --., % «J (:o-"l:t-- ~ )( -x 'K tt l.l- L. ~ e-= ~ ~~ 'I\ -" ,\ D. ~ ~-:I" i1 GRID ~ "'J'.. ~ \) ~ "----1 -J), ~ ~ C) n ~ g ct ~ -...:..,, ~ ,;:; ti ::. Q .:. ! Q " El " '? ::. Q .• ... Q -· .. El .. ~ ::. .:. Q .:. .. ,., ..... ,.,? l'-1 . . !: H -\!: ~ -<ooJ.. __ <:-! .. '\I~ --· H· H ,:,I i:,,,-, (j -ct\ -ol --!£ H ~.),, *~ -.-, -I .. p . ":::: .-..,o\: Clo~: .. : ...I a \ii 1 :;;-.!! ._l -·- -= '\i ~:e. ~.,.,. .. -?-l .. .• 4 Q 4 0) &- d) -0 ~ PR l ME Job: 2lt..1o-~o STRUCTURAL Date: i-ro ENGINEERS Sht: s~ • ) cg-···-· I - Rr.ialll&ll:itLCT,D .. L """'lbMAal;il~c•;.tl)J }~10! ~ r1~}J,~ ...... -·;·~--... ----t lbW....!..__._,.~~. -tE,W;.I ..... ~? iZ-elt'-if-/Z1<;-Q\J I lll20 . Prime Structural Engineers prime4 2K1O-40 -------~--- ,}1."f,".,!t. -~-~¾4 -~L __ ~~-· • ) ) • -~1~:i. f.t~: .... --· ' ?~}fl_ ! ?~~! 1iJ!;~.C .... -t_f~::. . -· "t t~~l .~ -:_:.;sf,7 ..... _____ L.:ii.,--,.-., ----- JOIST3 .. j •1611111!1° ----~ •• ~ t;,:j t'-l 1-,,,1 z;sv 80~ z c.:, 1-4 l:tj >-3 !;;iii t;,:j c:::~ ~~ttj u., t::,I &.< ~:; taJ I~~ Feb 28, 2010 at 8:10 PM ......... --.... 1 JOIST3,r2d • __ ,,_,I••-• ., ____________ ,_,. ___ ------·-·---•• ~ ' Rcui~t.C2,0•0.HW•t.?61. !.wn\llr~f'OICH(lt) -----------------------·-... -·-·- 1~i1',1;1. ·1'3311~ Prime Structural Engineers prime4 2K10-40 • ) ~J11 -~~;i.O -20010.i ... --:m.ou JOIST 3 ·----·------~-~-----. -~ -·· -~-, !):'),~ 1·· .. ~,ara.o 1-1o;1u· Feb 28, 2010 at 8:12 PM • ~ t=j ~1-tj z ::t,1-,,4 Sc~ zni-c t=j ~ 1.:,1 t:z.:l~i:;::,., &3~tzj tr.I,:; .... ;:g e:;; 0 :ii !'52~ ,, ·-----------·-· JOIST3.r2d el. bi. ------ PRIMEJob: ~fo~ SfR-llG-TURA~te:.tfQ._ 1 ENGINEERSsht: \i;-t' I I . I , l I I ' ! i l I l I~ ! 0.. I - ~ (I) Q) C: '6> C: w ~ ~ fj !i ~ 0 oj Q) l "1 gt E E 0 ii ,.... ·;;: ·;;: ~ 0.. 0. N • -~ ···--·-·-·----------------·-r-n- i W--,,,'~~---t~ A._ p RIME JOB: 2K10-40 ff£ STRUCTURAL DATE: -~.-i,o l!!IJf& ENGINEERS SHT: 5~ ~ Cl. (I') ..-c:o ro 0 ....... 0 N -0 c:o ~ ('") N I-I .0 r/J ! Q) 6 LL. -, • SJI STANDARD SPECIFICATIONS FORK-SERIES ('97 UBC) (ASD -ALLOWABLE STRESS DESIGN) Description: .JOIST 3 {ENVELOPE) ..,.,PRIME Job: "",o-'-t'J STRUCTURAL oate: s-rv ENGINEERS Sht: s~ --._ CHORD PROPERTIES: • • TOP CHORD: LL 2.00 X BOT CHORD: LL 1.50 X Area Top Chord 1.029 in2 Bottom Chord 0.719 in2 2.00X 1.50 X Rxx 0.625 0.465 0.133 0.125 Ryy 1.221 1.032 Rz 0.397 0.296 Chord Gap= 1.00.in Fy = !iO ksi E = 29000 ksi S.top S.bot Q 0.732 0.277 0.865 0.144 0.369 PAN!;LCHECK CHORD DESIGN CRITERIA: . Lx = Length corr. to Rx in plane of joist Ly = Length-corr. to Ry of joist Lz = Length corr. to Rz of joist Filler= Axial Force, P = Panel Pt, M= Mid Panel, M = Max UR= UR Check= ALLOWABLE STRESSES: Cc= = = = = = = = = = .J[2·TT2·E/(Q·Fy)] = tc Interior Panel 40.00in 40.00in 20.00 in YES -105231b 2292·1b-in 1404 lb-in 63.99 in OK 115 Fa =1UR s Cc: Fa= [1-(UR}2/(2·Cc2)]·Q·Fy/[5/3+3/8·(UR/Cc)-1/8'.(L/R/Cc)3] UR> Cc: Fa = 12·TT2·E/[23·(UR)2) = 19730 psi MP Axial, Fa = = 19730·psi PP Axial, Fa = 0.6·Fy= 30000 psi Bending, Fb = 0.6·Fy= 30000 psi Tension, Ft = 0.6·Fy= PANEL POINT CHECK: Axial Stress, fa = PIA= -10230psi Axial Check = fa/ Fa s 1.0 = OK fb.bot = Ml $.bot= -8273 psi Bending Check = fb i Fb s 1.0 OK fa+ fb = = .18504 psi Panel Pt Chk = (fa+fb)/{0.6·Fy) = .0.617 (fa+fb)/(0.6·Fy) s 1.0 = OK MID-PANEL CHECK: Axial Stress, fa = P/A= -10230 psi fb.top = Ml S:top = -1919 psi F'e= 12·TT2·E/[23•(L/Rx)2J = 36466 Cm =1Eod Panel, 1--0.30·1,/[Pe] = Interior Panel : 1-0,4·fa/[F'e) = 0.888 Mid Panel Chk = fa/Fa + Cm·fb/[(1-fa/F'e)·O·Fbl = 0.610 Unify Check ~ 1.0·= OK TC Interior TC End· Panel L Panel 24.00 in 24.00 in 24.00·in 24.00 in 24.00 in 24.00 in NO NO -25076 lb -10911 lb 0 lb-in O lb-in 0 lb-in O lb-in 60.45 in 60.45 in OK OK 115 115 20207 psi 20207 psi 20207 psi 18187 psi 30000 psi 27000 psi 30000 psi 27000 psi -24378 psi -10607 psi OK OK 0 psi 0 psi OK OK 24378 psi 10607 psi 0.813 0.393 OK OK -24378 psi -10607 psi Opsi Opsi 101293 101293 0.969 0.904 1.206 0.583 NG OK ) f'Ri)l]IJ)(, ~1a~. TC End R Panel 24.00 in 24.00 in 24.00 in NO -10648 lb 0 lb-in o lb-in 60.45 in OK 115 20207 psi 18187 psi 27000 psi 27000 psi -10352 psi OK Opsi OK 10352 psi 0.383 OK -10352 psi Opsi 101293 0.969 0.569 OK BC Interior Panel 48.00 in 48.00 in 48.00 in NO 23250 lb 162.06 in OK 30000 psi 32348 psi 32348 psi 1.078 NG 32348 psi 1.078 NG ) P{<i)if 1{';6 iZ:01 rf. 100215 • ,.,---..., •• • EXISTING JOIST CHECK -JOIST 3 MEMBERID W1L W2L V1 W3L W4L V2 W5L W6L V3 W7L W8L V4 en W9L a::: W10L w CD ~ VS w ~ W10R CD w ~ W9R V4R W8R W7R V3R W6R W5R V2R W4R W3R V1R W2R NEW AXIAL LOAD (#) -8752 -792 . 943 5506 ·4659 2eo 4380 -3767 355 3410 -2844 395 2453 • -1614 370 930 2416 337 ·2726 3692 380 -4137 4740 245 -4985 6132 1180 .9449 + = COMPRESSION ·=TENSION ALLOW T(LBS) -22781 -16965, -4452 -14537 -5629 -4452 -7763 -4452 -4452 -7763 -4452 -4452 -5629 -4452 -4452 -4452 -5629 -4452 -4452 -7763 -4452 -4452 -7763 -4452 -5629 -14537 -4452 -16965 ~PRIME,,., 21<-{V-'tl> STRUCTURAL Date: $-t-> ENGINEERS Sht 5'5 NEW STRESS AkLOW C (LBS) RATIO RESULT 10414 0.3842 OK 0 0.0467 OK 1079 0.8740 OK 7434 0.7407 OK 1668 0.8277 OK 1406 0.1991 OK 3319 1.3197 NO GOOD Z-W Y.vq 1~ !<. t,g- 835 0.8461 OK 1'406 0.2525 OK 3319 1.0274 1½. ~ '\? NO GOOD 2-I.-x. { '2-X, 835 0.6388 OK 1406 0.2809 OK 1668 1.4706 NO GOOD 2-1...--'.0 )<. I½ xlr"r 835 0.3625 OK 1406 0.2632 OK ~a-(V8e>r-:.1'<- 835 1.1138 NO GOOD \ '.{ \ ,.-:z_ y. 1/p 1668 1.4484 NO GOOD -z.-1..'· '.<. , 1406 0.2397 OK 835 0.6123 OK 3319 1.1124 NO GOOD '2. -U:1-2-"l{ 1 .,,'?-"' If$- 1406 0.2703 OK 835 0.9292 OK 1 I/ '< \ \ti, 1, 1/~ 3319 1.4281 NO GOOD "2. -v '2--, 1406 0.1743 OK 1668 0.8856 OK- 7434 0.8249 OK 1079 1.0936 NO GOOD -'if B r..ef?:;A-f?-- 0 0,5570 OK \¼:,17 '2..-l-\ ½.. 'A \ 1/-z. 1-!/g- 0:F?n,\ ~o;C.t$tvtF0! • • • SJI STANDARD SPECIFICATIONS FORK-SERIES {'97 UBC & '07 CBC) (ASD -ALLOWABLE STRESS DESIGN) WEB fi!1EMBER~ Description: W1L ,Angle Properties: l:l 1.50 X Length = 56.09 in Fy= 36 ksi E = 29000 ksi As= 1.055 in2 x_bar = 0.944 in y_bar = 0.444 in Tension Capacity Calc(datlons: 1.50X 0.188 lxx= 0.220 lyy= 1.159 lz= 0.045 Allow T = 0.6·Fy·As =-22.781 k Compression Capacity Calculations: 2007CBC KUR= Q= = 122.82 = 1.000 4.71~(E/QFy) = = 133.68 Fe= 1r2·E/{Kllr)" = 18.97 ksi Fer= Q·[0:658"(Q·Fy/Fe)]·Fy = 16.27 ksi Allow C = 0.6·Fcr·As·= 10.296 k 1997 UBC (ASD) Kx= 1.00, Ky= 1.00 Kz'= 1.00 <200 ... OK! Cc= ~[2·TT2·E/(Q:Fy)] = 126.10 Fa =1UR s Cc: Fa= [1-{L/R)2/(2·Cc2)]·Q·Fy/[5/3+3/8·(L/R/Cc)-1/8·(L/R/Cc)"] L/R >Cc: Fa= 12·TT2·E/[23·(L1R)2] = 9.87 ksi Allow P;: Fa·As = 1Q.414-k PRIME Job: ~.h:-lD""'.-J,;, SiRUCTURAL Date: 1-v> ENGINEERS Sht: _,~.q-'--_ Rx= 0.457 in Ry= 1.048 in Rz= 0.587 in [AISC 360-05 Spec. E.7] (AISC 360-05 Spec. E.7] [AISC 360-05 Spec. E.7] • • • SJI STANDARD SPECIFICATIONS FORK-SERIES ('97 UBC & '07 CBC) (ASD -ALLOWABLE STRESS DESIGN) WEB MEMBERS Description: \/1 Angle Properties: L 1.00X Length=-33.14 in Fy= 36ksi E"" 29000 ksi As ;:: 0.206 in• 1.00X 0.109 PRIME Job: Ut...io"~ STRUCTURAL Date: "'5 ·( 0 ENGINEERS Sht: l,o x_bar = 0.290 in y_bar = 0.290 in IX= 0.019 Kx = 1.00 Rx= 0.307 in ly = 0.019 Ky= 1.00 Ry= 0.307 in lz=0.008 Kz=1.00 Rz=0.196in Crimped 1st Primary Comp. Member w/o moment-resistant weld.group= NO· . Tension Capacity Calculations: Allow T = 0.6·Fy·As = 4.452 k Compression Capacity Calculations: 2007CBC KUR= Q= 4.7N(E/QFy) = Fe= Fer= Allow·C= 1997 use {ASD) = 168.93 = 1.000 = 133.68 rr2·E/(KUr)2 = 10;03 ksi 0.877·Fe = 8.80.ksi 0.6·Fcr·As = 1.088 k <200 .•. OK! Cc= ~[2·TT2·E/(Q·Fy)] = 126.10 Fa =IUR s Cc: Fa= [1-(UR)2/(2·Cc2)]'Q•Fy/[5/3+3/8·(UR/Cc)-1/8·(UR/Cc)~] UR> Cc: Fa = 12·rr2·E/[23·(UR)2] = 5.23 ksi Allow P = Fa·As = 1.079 k [AISC 360-05 Spec. E.7] [AISC 360-05 Spec. E.7] [AISC 360-05 Spec. E.7] • • • SJI STANDARD SPECIFICATIONS FORK-SERIES ('97 UBC & '07 CBC) (ASD -ALLOWABLE STRESS DESIGN) WEB MEMBERS Description: W3L Angle. Properties: L 2.00X Length = 37.66 in Fy= 36ksi E= 29000 ksi As= 0.673 in2 x_bar = 0.565 in y_bar = 0.565 in 2.00X 0.176 IX= 0.258 ly= 0.258 lz=0.105 Kx= 1.00 Ky= 1.00 Kz= 1.20 A.PRIME Job: 'l/4b~'-!o SiRUCTURAl Date· ~ .-fo_ ENGINEERS Sht: -~-' \.,___ Rx= 0.619 in Ry= 0.619 in Rz= 0.394in Crimped 1st Primary Comp. Member w/o moment-resistant weld group = YES Tenslon Capacity Calculations: Allow T = 0.6·Fy·As = 14.537 k Compression Capacity Calculations: 2007CBC KUR= Q= 4:71 ~(E/QFy) = Fe= Fer= AllowC= 1997 UBC (ASD) = 114.59 = 1.000 = 133.68 n2·E/(KUr)2 = 21.80 ksi Q·[0.658"(Q·Fy/Fe)]·Fy = 18.03 ksi 0.6·Fcr·As = 7.283 k <200 ... OKI Cc= ../[2·lT2·E/(Q·Fy)J = 126.10 Fa =Jl:./R :S Cc: Fa= [1-(UR)2/(2·Cc2)J·Q·Fy/{5/3+3/8·(UR/Cc)-1/8·(UR/Cc)3] UR > Cc : Fa = 12·n2·E/[23•(L/R)2] = 11.05 ksi Allow P = Fa·As = 7.434 k [AISC 360-05 Spec. E.7] [AISC 360-05 Spec. E.7] [AISC 360-05 Spec. E.7] • • - • SJI STANDARD SPECIFICATIONS FORK-SERIES ('97 UBC & '07 CBC) (ASD • ALLOWABLE STRESS DESIGN) WEB MEMBERS Description: W4L Angle Properties: L 1.25 X Length= 37.66 in Fy= 36 ksi E= 29000 ksi As = 0.261 in• 1.25X 0.109 A.PRIME Job: .2..¼)0-at-> SiRUCTUAAL Date: !HO ENGINEERS Sht: ~t,... x_bar = 0.353 in y_bar = 0.353 in Ix= 0.039 Kx = 1.00 Rx= 0.387 in ly = 0:039 Ky= 1.00 Ry= 0.387 in lz = 0.016 Kz = 1.00 Rz = 0.247 in Crimped 1st Primary Comp. Member w/o moment-resistant W!'ll<l grqup =:NO Tension Capacity Calculatfons: Allow T = 0.6·Fy·As = 5.629 k Compression Capacity Calculations: 2007CBC KUR= Q= 4.7'1~(E/QFy) = Fe= Fer= AllowC= 1997 use (ASD) = 152.75 = 1.000 = 133.68 rr2·E/(KUr)2 = 12.2Tksi 0.877·Fe = 10.76 ksi 0.6·Fcr·As = 1.682 k <200 ... OK! Cc= ..J[2·rr2·E/(Q·Fy)]= 126.10 Fa =1UR S Cc: Fa= [1-(UR)2/(2·Cc2)]-Q·Fy/[5/3+3/8·(UR/Cc)-1l8'(UR/Cc)"] L/R > Cc : Fa = 12·1T2·E/(23·(UR)2] = 6.40ksi Allow P = Fa·As = 1,668 k [AISC 360-05 Spec. E.7] [AISC 360-05 Spec. E.7] [AISC 360-05 Spec. E.7] • • SJI STANDARD SPECIFICATlONS FORK-SERIES ('97 UBC & '07 CBC) (ASD -ALLOWABLE STRESS DESIGN) WEB MEMBERS Description: VERTICAL MEMBERS Angle Properties: L 1.00X Length = 29.03 in Fy-= 36ksi E = 29000 ksi As = 0:206 in2 x_bar = 0.290 in y_bar = 0.290 in '1.00X 0.109 Ix= 0.019 ly= 0.019 lz= 0.008 Kx='1.oo Ky= 1.00 Kz= 1.00 A.PRIME Job: ,::Jd};l-yt.,_, STRUCTURAL Date: ~-fc:. ENGINEERS Sht: b°5 Rx= 0.307 in Ry= 0.307in Rz= 0.196in Crimped 1st Primary Comp. Member w/o moment-resistant weld group .;:-NO Tension Capacity Calculations: Allow T = 0.6·Fy·As = 4.452 k Compression Capacity Calculations: KUR= - Q= 2007CBC 4.7N{E/QFy)"' Fe= Fer= AllowC= 1997 use (ASD) = t47.98 = 1.000 = 133.68 ,r2•E/(KUr)2 = 13.07 ksi 0.877-Fe = 11.46 ksi 0.6·Fcr·As = 1.418 k <200 ... OK! Cc= --.'[2·,r"-E/(Q·Fy)] = 126.10 Fa =1UR s Cc: Fa= [1-{l/R)2/{2·Cc2)]·Q·Fy/[5/3+3/8·(UR/Cc)-1/8·(UR/Cc)3] UR> Cc: F? = 12·TT2·E/[23·(UR)2] = 6.82ksi Allow P = Fa·As = 1.406 k [AISC 360-05 Spec. E.7] [AISC 360-05 Spec. E.7] (AISC 360-05 Spec. E. 7J • ,r--. • • ' SJI STANDARD SPECIFICATIONS FORK.SERIES ('97 UBC & '07 CBC) (ASD -ALLOWABLE STRESS DESIGN) WEB MEMBERS Description: W5L Angle Properties: L 1.50X Length = 37.66 in Fy= 36 ksi E= 29000ksi As = 0.359 in2 x_bar = 0.421 in y_bar = 0.421 in 1.50X 0.125 Ix= 0.078 ly= 0.07!! lz= 0.032 Kx= 1.00 Ky= 1.00 Kz= 1.00 A.PRIME Job: zklt> ~·¥1> SJRUCTIJRAL Date: '>-tu . ENGINEERS Sht: {o Y Rx= 0.465 in Ry= 0.465 in Rz= 0.296in Crimped 1st Primary Comp. Member w/o moment-resistant weld group= NO Tension Capacity Calculations: AllowT = 0.6·Fy·As = 7.763 k Compression Capacity <;alculations~ KUR= Q= 2007GBC = 127.15 = 1.000 4:71~(E/QFy) = = 133:68 Fe= 1r2·E/(KUr}2 = 17.70 ksi Fer= Q·[0.658"(Q·Fy/Fe)]·Fy = 15.37 ksi Allow C = 0.6·Fcr·As = 3.314·k < 200 .•. OKI 1997 UBC {ASD} Cc= ~[2·TT2·E/(Q·Fy}) = 126.10 . Fa =1UR s Cc: Fa= [1-(L/R)2/(2·Cc2)]·Q·Fy/[5/3+3/8·(UR/Cc)-1/8·(L/R/Cc)3] UR> Cc: Fa = 12·TT2·E/[23·(UR)2} = 9.24 ks! Allow P = Fa·As = 3.319 k [A!SC 360-05 Spec. E.7) [AISC 360-05 Spec. E.7] [AISC 360-05 Spec. E.7) • • SJI STANDARD SPECIFICATIONS FORK-SERIES ('97 UBC & '07 CBC} . (ASD -ALLOWABLE STRESS DESIGN) WEB MEMBERS Description: W6L Angle Properties: L 1.00X Length= 37.66 in Fy = 36 ksi E= 20000 ksi As = 0.206 in• X..:.bar = 0.290 in 1.00X 0.109 Ix= 0.019 Kx= 1.00 A.PRIME Joo: e.J;:.10-'-f"c> SIBUCTURAL D<i!te: 5 -t o ENGINEERS Sh1: fu~ Rx= 0.307 in y_bar = 0.290 in ly = O.Q19 Ky= 1.00 Ry= 0.307 in lz=0.008 Kz=1.00 Rz=0.196in Crimped 1st Primary Comp. Member w/o moment-resistant weld group = NO Tension Capacity Calculations: Allow T = 0.6·Fy·As = 4.452 k Compression Capacity Calculations: 2007CBC KUR= . Q= 4_.71q(E/QFy) = Fe·= Fer= AllowC= 1997 UBC (ASD) . = 191.97 = 1.000 = 133.68 n2·E/(KL/r)2 = 7.77 ksi 0.877·Fe = 6.81 ksi 0.6·Fcr-As = 0.842 k <200 ... OK! Cc= ~[2·TT2·E/(Q·Fy)J = · 126.10 Fa =1L/R sec: Fa= [1-(L/R)2/(2·C~)]·Q·Fy/[5/3+3/8·(L/R/Cc)-1/8·(L/R/Cc)3] UR> Cc : Fa= 12·TT2·E/[23·{L/R)2J = 4.05ksi Allow P = Fa·As = 0.835 k [AISC 360-05 Spec. E.7] [AJSC 360-05 Spec. E. 7] [AISC 360-05 Spec. E. 7] • • _ . ..,,___ • Company P~ime Structural Engineers Designer pnme4 A,. PRtMEJob: ?fa"-1ro &_ STRUCTURALDate: ?-It> .Ba.ENGINE.~R~§ht; ~~ Feb 23, 2010 8:15 PM Checked By: Job ~umber 2K10-40 JOIST3 Joint Defle.ctions (By Combination) LC 1 5 :t 5 .. 3 5 4 I .5 5 5 6 5 ' 7 5 ' 1 8 5' .I ! N7 .063 -.337 i -2.493e-3 '"' ··:NS .. -:, :. ·J.,.· -·:·.: .... : ; .. ~ .. '.::059-; :;_:-;;: .. :;·:·:'.,)1,; .. '.,;'\\_;,;_;394 ' .. /'. ';,1t~::::· ~-0~~2;:1ialfe'.:3.: .. :· ' 9 ' 5 ! ! I i 1:d. 5' -f , .. I~ ' N9 I .055 I -.441 I -1.'822e-3 : N10 ·_ ,:_:.,. ,, -~. -,: .,:·~:?i!-!0·s11,,~::\'./0~d:: · .. · ·.·· :.~Aa1:,: .:<7,:; ;·, ,._, ":~'.i.:,1;;.3"aa·ei.::1·, .. _ ... , 1 11 l 5 I 1,2· .j 5 I -•. 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[\\Server\server-d\dwgs99&2ks\2010\2K10-40\JOIST 3.r2d] Page 1 • •- •• Company Prime Structural Engineers Designer prime4 Job Number 2K10-40 JOIST3 Envelope Member Section Forces _&,. PRIME JOB: 2K10-40 n£ STRUCTURAL DATE: 3. ... JfJ J1IZi1 ENGINEERS SHT: ~r- Feb 28, 2010 8:16 PM Checked By: ~ .___Memb_e.r §_~c Axicll[LbJ LC ShearrJbL LC MQID..ent[k-ft] -,-LC , 1 , M1 i 1 I m~~ I o 1 _ o 1 o .. -·· 1 1 ·- 2 . -·. 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L ·. ·l:', :':.;::~::,<<%0\~,:" :/:.-(.+.-:: I 141 I W4L I 1 I max I -1368.848 I 5 0 I 1 I. 0 I 1 i ·-142 [· : . f ;-, .:miif .,i;; ·-,47-5if463:f t!/:i3'f ,_--:,:~::· ·;i,(tt:)t~·:·; ·.~. ·;JHf:/:j':;:·>;·"<0,_--;; ·:,:r; · -:.1 .. / i 143 i 1 . 2 I max I -1368..848 I 5 I o 1 o I 1 ! 1M ; · r ·min-,_: ·_; ·. ,4:753)f63.;: .. ,_: :.-',,.3,J.~:l;J;;~?t:te:o: ?·-·:,:::;: ·_-A./.'.,. i:,.:,:::·/t:;(f, .. , ::;:, ,,; ·" ':,1;;:. : 145 i I 3 I max -1368.848 5 I o 1 I o I 1 ··146.i '. 'J ; .. · .. : mlr{ ,,,·. ·-;;4j§:l46~~::, ;-:,::t.';:-;:-';,,:~· \;Z;;'iO?:'ift'.:it'~-:1,1/--:: ·=,:: .. · .. :--.~!(jf'.. ::_.,:;,::··:·"::· :f-·. :· I 147 L I 4 I max . -1368.848 5 o 1 I o 1 I :1.ABJ.·,:-_ ·. ,--C.:: ' .. ·:_.: ;_-.'. :min. :_,; .. '_7,;,;;4_753r4'i3'3~:\·:i"'-->ff~t ,Y:i.'~1;.i~ :::(ii:,.:.,;,';:~:.;Fi ·:.:"':t::t. :: :{..'.t:-;'.\:10.£/::::~_::;;i :=f: ·:: 149 l 5 I max -1368.848 I 5 0 I 1 0 1 l . 1'50;. :· · -. _, , :,: :/, ,,._.: :i···,.; ;, ::min,:!-' i:;'~,\4ii'.53li463'.;i::·,f~ ;~;·:,S:.i.ji! ~·(;~:::i:.?id'.;.t.1,:~:;~:.:·•: :_, .. :;:;f, ;~_ i-::X0':;;J;t"fir.:; 't:",:;..;;, :,: '.i::· J:: · · .151 I W5L I 1 ! ma11: I 4477.942 . I .3 I o 1 n · 1 152,J: · ·,. , · : .. _ .. ·.r ... :, J ' · ; · .. ·· .1 :·· ;:m1r.ET1r:~·,.:,-1a9if1s.1r:-;;: :,~; Ft$?? ··~l ~;?:.:',~;o,J :;!;-:,:; f)::;;f;.~ r(:;;,;.;,;;:,;>''to~;~. ;,i;;;;_; '.' f: :.1..-::,~: ~! , : , :: " .. . . _ _ ~. · :··\ :%ifuL1: ::· ~'\7~Ta~3,~.: :i, ft· h; sz;;;_ i{gr:·.-::::; r;1f;:,~fti:1~:?rRg'!..:}':?\:;;.; t:i ):t,\ 155 I 3 ! max l 4477.942 I 3 o I 1 I o 1 : -15&. ': .. ,·.: , .. :.' · ' " , ·.' .: : ,: ',:-:,. ~,. ~;mih :;:, ·_:,7 ··:·'11"i:i:ifrM~F'· :''. i'.'.~_"5\'.S: o!;~":r·';{':;d:·-'f;."7• £,::,·:r:c,·:Y,.::~r-·::.:fn".::,f'':~ .. \ .,·~:·,.;,·_-:~· -:r-:: 1157 J 4 I m~'II 4477.942 . I 3 I o I 1 o 1 · : .158: : . : . ' ':: ::. ; ·i. ,: ·, :t .. · ·: :: .' •. ; • ." · 't :=· ,''.." i:, ''.miiif.; '~;\.,."::139ii~61f.1i: .~::1 >.i0:51;,fi: :i,i~Hti?::·n;d;t ~--~-' ::..f:, \:1;J1:r: it:;!/l:::l'.~'h/t)(z.:-t}t '~L.f .:: ... I 159 l ·5 mi:1x 44775142 ::i O 1 0 1 l':t'BoI ·::f.\.\ -·· :s: _ .. · <, -, ·is·.: -;. : ·:. -r. : , :·.·.-i:nir:i :;.;:, v.~,1·:: ~i!:fcra;s11-;~-;~'.~ rir:~;:r~t ::,:.~ti~~;l::rtf.itr:~J]; 1n~1t?,~: ·-~,;:1J1?~1J!d;~t~~r,;;:; t-.:~1~:J;'.. 161 I V2 ! 1 I max 279.89 1 I O 1 0 1 : 1.6'2 I:':. -~ , . , , · ·. · .. ·: , . -.: :::t . .:, . : ·; · : ,· .. ~11:n Jr:i, .. L t::r~.;Jt.a?ir::i:fA,;!t.':iJ E;;i:;~1st ii~:::¥:1?1:.,;m:'.:~!llJo,,;;; :fr~~~1 ~3; :;,;;,::~\''~.i·ot:7-:,.;;::sg~ ::,>.11c 1-:~:• 163 I l 2 max 27-9.89 1 0 I 1. 0 1 . __ :f64:~ :~: ~ "~~-~--_:_· . -~----~~ ~: ---~-· ~.~ ·:: :·~ I ;,_·.·:r ·:.: ~-. :; ~,,~~ iITliflJ.\ ~};~~t{~~19f6613~-:~~l;~ ~;.~~f5f~j ~~51~l~K!f,~Of,¾f;:lf1~r{~ ~.~~:d~½t Ci\!· {11fi:*t0~~2)~J:t~ti£ 112"Jj~;.;~\ 1 .-J ~~; ! ," ·: )-, .: '. ·, :·.:'· ·:: :?:.· ; ' } \ :':::~7i-c·;, :;!?/~: 1r.::(2i1t ;fa),:;:;;:·~ft~gj~,(;' e:it)}t 1\/::1lfl/: f::f.'.'.ii¼'fii!lgn~i7tll.it1 :~::.'}::"i'.i l 167 . . 4 I max 279.89 I 1 . o I 1 I o 1 1:,1'68, i: . .: . .. 'c , _. .. , . : ;:'..\;, · =' .. • ' [ .. ·-;;-~: :"..::':: 1 ':-:lm'in;: .! ;·,, : ;:,,1;a;;~aa,·, .. _;_i:nir;:}fl: ~k ;:;·1J;;;.~1,;f tfr:'.,i11,:.'I~:l,~i-'i;t,-:';:,t: \iti::4iH~ot,~; '.!ri'~i ~-tf."h:t l 1'69 5 l max 279.89 I 1 o I 1 I o I 1 ::;t10~; ~~.{:·-~. -·::-~~·:.\·::· ,:~. -·-::.::::··::.'::· f _,,.,~;_ ,~~!::_ .. _ :~~! ·~ ~~rff-nw·~}r :~ ?~~;}~~~a~~~Rs:tttt:::,f~ -~~.~~~h~~1~~ ~1~!\ttk'.t:l~nt~~j~~~';{:~~~~t:t~:~!:f~ t~it:~t~;:~~~01~~{t~:i~1r·: ~::~::~rt\· RISA-2D Version 9.0.0 ~\Server\server-d\dwgs99&2ks\2010\2K1'0-40\.JOIST 3.r2d1 Page3 • •• Company Prime Structural Engineers Designer prime4 Job Number 2K10-40 JOIST3 Envelope Member Section Forces (Continued) A_ PRIME JOB: 2K10-40 N1 STRUCTURAL DATE: g.-.1.9 ~ ENGINEERS SHT: ;2c) Feb 28, 2010 8:16 PM Checked By: ,---......--.eM._..,em,.,,ber I s 1 ec Axial[lb] . Lr. Shear[lbJ LC Moment[k·ftl LC I 1711 W6L ; max I -1365.31 I 5 · 0 · I 1 · O --,-17 1112:, , 1· .:: . r·:m,ri~·'t.),.;;.a·a64i51'2';:·:~·c~-ir,-,:.·: •. :·:<.·:·qjf: z; ·: ·::~ .. ;~rAt:·:_,,.:. ·:,;:::.··~.er,:r ·,>:._:·._ ·-:r :· · 173 : I 2 / max I -1365.31 I 5 / 0 1 o 1 1 :174d· ,.·.T' .. : .. J mfri-.l!.'ii .• j85:.f512.:::~·it,.3'':-~:" ... :-.:..-/0:: .. 0 '. ::_:--: .'~;.:.,T' ,···?,CJ'..:::··,~:·_.; ,4 · 1175 l I 3 I. max ! -1365.31 5 I O I 1 1 o I 1 · I . 1-.rtn ·.-·.-·_· · r.: ··.,:·:~; ·~mih'., , .. · ::-:i.aa4I5'.1.2:;,~;;: <:tt'.~1:::-;,·"' ,,~·/o//::-'.-,~;.·. ;.:A: :,,;-:~,-:.:.i·2-:;o:,.::,, ;-7.• ·:: ;./·f= ., l 177 i I. 4 · max -1365.31 5 o I 1 l o i 1 1 · 1.1-a· 1 .,.· .J .. ·. ::, ,.' · ···:-rnin't 1, ,:, ::~3Bo4':5f2; · ·.·: :.:-. ::a\i~:lf-·'.~,:s.:0• ~:;,o;) ·c:·. ~,.,~'.t·., t:t. :, .. ;: ... ·< ·. :··0::1,,.,<·;·;; :.,::-.JLJ: i 179 J I 5 I -1365.31 5 o I 1 o I 1 . 1'8b,I : . ;-:f · . ·.·, . ~ :·· :;3Mif151;2::: ::l:.·,3>_:· ··,, ,,.,,,,.',.o::,·,.;:_;-.~ i::-. i· ··T .. ''.} .. :.-. -.~o< ·, ,. :. • p· ::rn 1 181i W7L ·1· 1 max;·· 3498 .. 179 ___ 1_ 3-·,-., __ 0, ............ 1 ·1 .. ,· .. O.,·-· --·r·1···"1 . 182"1 ,-I: · ··,mirf '.·· •, .'1393,.S'Z:7'.L ·:. :: :·:s-: ., :::.t ':. · :,o,:,:-··t':C~;·:. ::::·f:':~. ;::.,'. ,.. .cv.: ':·: :·:s,c;. ·:·1·\. I 183 l I . 2 I max l 3498.179 I 3 I -. o I 1 o I 1 184, 1 ... I .min ; , -., J393':a27.~;.; ,.,;"5:;;J{_,,,-::~•::.:~':c::rni.. !::~:-::·.;.;. :, .. ·1~., .. ' .~ . :X, ·.·JO.:::.::=:.:::,,: .. · · 1 ·.: I 185 i I 3 max l . 3498.179 I 3 I . o 1 o 1 · 1861· · .-· ·. t · ·: · .. · . -. ,mjfr .. '.· .. : : 1393J327;,.. ·:: .· .. io _ _,.,::; ::~:· ·=:· -:~,· ~thT,·t··::::i::·;..; r'_: :: :' ,; · ,. ,~o~>:;·t: . .. , 't · ,\ 187 I I 4 max I 3498.179 3 l O I 1 O 1 ·taaJ<--··,···-· ·· J, .. 1 ., •• ·,'>min' r::. ·;~1-393,,a2z~.~;-;·,,,,s-,;::,r,:_:,,,:;;.' .-::.~o'.:.,; ~:.r.: 1 ':f;:,..t,,:,~:; i~; · .,·' · .:; ·;o ::· ·:\:,·.1. :_..,.f/::: I 1 a9· I I 5 l max 3498.179 3 I o I 1 o 1 19tH . . !. ... : C, ,: .,: I ,, •. : : •: ;· :. /miff;'.·,::: :C:1393§80-TL·~'.· ;::crf5J;~;; it;:.:; '~~i:\io:~=:::c:·:\;:·r: .f :., < .··/·i, -~o;·_:;~~:-', .:·" .::·~:1 ):."' I J.i~:;· v3 . : I 1 : . Hl~r k:··31:=:¥::: ··:·:~·.~:;;/~ ;.r-:,:; ;~;'::;§;:.-=:,,":-~:-:/:-. }:-lr:---:;:·,;:::J ~.',L.' ··,·, r:· 1.:::~. I 193 : . I 2 i max ! . 356.352 I 1 I o I 1 ! o I 1 11,94 1· _ 1 J :"min:··-::1··-·>~22q51·9.::~~~A.,:·B: :i::--;, ~.0,, -: : ·: J;·~::1: ·.~·!;;},··;<: •"'.o·<:·: ·:·.:.~.:·I:· .:_·1" .. :· I i 195 i I 3 i max I 356.352 I 1 o I 1 i o i 1 I .. 1961 ·i-tmin <, .·. ~22Ist9:.:-:,,; ;·:s::·: ·;~:,:;.;•-i:,.00 ··': ·<>i:::· t-·:-.1:-, ~-/. ~.:o; ::::.:>>.: ·i/·1~~.: 197 l 4 I max 356.352 1. 0 I 1 ! 0 ! 1 I ·198'·f· :I·. . ; .. ·. · .:-:min •:1,::. ·.;~'::;22:fff9t·. :; , ::'t 5L\ r,\,:>':i ·,:,-;:-iO :it"::? ,·=.A/ :-t · :'.: t:' ,:;(,'.':l;tf "··: ·, ·,,: ·.-, :' -ii,.·.;. I 199 I . I 5 I max 356.352 I · 1 · . 0 1 I O ' 1 I :idoil_. .··· · :· -.f. ~miff ,:,I?,:, •. a:2~;519\?_•\1:h:,5c,;:,:;;:;c:;;,·.-:1(f.i:,::·::;;: .. ;,;-,r>t c ,:.,.iL -~ o-:~.: ... -.,· ·.· ·::: 1.~·=,·.· 201 I W8L 1 I max I -1378.421 I 5 I . o 1 O 1 :202::1 · -. :·: . · .. :, ·: . ·· :'I • ;. .. ..:-:: 1.~·., min:-:.::; .;;I/:·~1sB0~50a.,J,;-.;;:·:;:3· ~·;,.. :.::/!:i.i;::;:.:~-o. !x·1,.,,,:·, i\:,f! .: .. :-->',:.~:--::itcP::"·· .;.:.,,_ · ·,: ·:··:t::.: .r 2031 2 I max I -1378.421 I 5 ! 0 . 1 0 . 1 , 20:.1i:,+., · -., ·,. , :. .-:.: · ... , : .:·'::;:·' ::;;min~:_;; t-, :~~2950~soa:·F: ,.:<~3'.'::i'n ~y.-~;~J;;t¥0?,,~:::~:.;1J1:1i-'r'~;::;c?.-,.,~,,. "I:;: .. :.t:r:;t:.c .:(.:· : .. ~:-r;;;·!:. 205 I I 3 I max , -1378.421 I 5 O 1 o 1 · 20&+::,.: · ··-. , . ~ .. , . · · ·~· : ''.min:.,;:,. :~29M:5b6ttrE;::;::3.::;.r:·':::"t·::, ~o'i-r: Jif:·:'l;~J'i::'.:·1::0:-·= ,-,;--,::;tf:;;;r;-,;\: .'\:r.·t· 207 ! 4 l max -1378.421 l 5 l o I 1 i o 1 -20RI. .. . ' : .·:. l'.:'.:mfii ,\t·;·~2960f!i06~f::i:i;c·r:;·3t";/, f.,i~.bt:l.d:1~:;;J . .:,rt:J"'·i:1~i,'t ,;:·.,,0.,tt'Ot,~:i:1~, .: ' .. 'c: ;;ft::·· 209 i 5 max -1378.421 l 5. I O I 1 o I 1 ::z1.0J : 'f ;:m,r:k]i ~:~._,;2sso;505., <, '1f J,{{;~.~c:, \/F-.;'itfiO(,' .. :·, :. :JtYC:": i;: :~;,.1(:'.}fi' ~;:<;: :''.i:· :-· : , .. 1>. : · 211 l W9L 1 I max 2433.417 I 3 0 1 I o 1 ! e.M~·.-1: ·~ · · · · :: / -~ -.. : "~<.··: .... : , ·:' : ! _. .• · : : ':· ·,mhir··{: :~:, :~'1Jis~mnuI~:1;:Z:.21;.1.,:. ;i~Wi~/iiJ@1:r=1t,:;ir,;1r"·'i1~'/"l;;;::~;;,>iitJt.0trJ:..;,t,;: ,,,'._'., it> 213 I I 2 I max I 2433.417 I 3 o 1 I o I 1 '.2'1:4" I ·; . · .• :' ;< ,; . _ ::· · .. ::·: · ·: .,. -:If'.' ' ·,,: :. ,:, , . : .,fiiiri: · J · . ; frM;t:i!:lfi:t;~,: :hr2::: ~{: ;'.Z:1:f,~',;jQ\: ~:~"::{/Ir': j;:i;:.·~· ~3~;1::': ;·t0,/:t-;;Etf;. \ Fj{ =.-'· 215 ! I 3 I max 2433.417 I 3 . o 1 i o I 1 :·,2~ sn · :.:-'· ;. ',-::-: ·. ·:: · ·:.·.: . :'. :,> :·~~-: ::, · .:: ~·;:m"Wi, i' :;.:~'Jftr-1€iJl'9R:: :\.f-';Hr021:';:;;, ~tT.i~Fit'.,:{;;:o::-Y2~ni;~;; .. ,) ::--'?'~11 ill,i:-':,;;;:;1s~1t~;r,:,_0.\;; ... ~:,::,;"' : .. 217 i I 4 max 2433.417 I 3 o 1 i O I 1 1,21:a.:1: -: · -· ·. · · : , . : -·n ' :.. ·.,>! :~\i'rii!it,; "if 0.':;'~J3o';096;"t::Lt2fii~: :~1:1l¥:rr.:,Q?:;g/;:!~tr1. ;J.;t1?:i/· rt:'.:].::O:i :·ro.:~'J[.':,1;,: i: iiA{:,::: 219 i I 5 I max L 24::\::! 417 i 3 n 1 ! o I 1 .220, r: :: . . :· ·:-· :·-'. ·.::·:· ·.. · · · · ··• , · · .· :. ·.: ::min::-~ t: ·,:21FrasJQ9si~;l?Jl{',z:~~ ,i-i;.~xt.J:,;g,.~-_;:?::.::::.i~:7\,~r:: 1;1 0?~~ -.. ~~o~;~~:c.::;,,1;1..:: :1;:·t:~0 221 l V4 1 max. I: 447.115 I 1 I 0 1 0 1 ~222.'.f_:: ·,_ -, .. : .. '..::. -.. ;: :, :·.::>. -,; .o::,;,,·/n/.-:, i!'.!'.iJ:i1'9'\i,f22°L1:,,t'.,'.;l:,:;;:S::;;;~~~0t¥1-~~;;;:f?0:i'!~f;J.~t"r':l-::11F'N~!;<f.§1!r"ifOli'.1,'i~:fr,~-';,:_-?i . .t;:i:\ '~~xfi'~' _·· .. ·:, ,.: .. _.. . ·, ·_ · .', ·: . ·.· 11:', .? 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Li2J I 4 m.:iv _ 447.115 l 1 0 1 0 1 RISA-2D Version 9.0.0 [\\Server\serier·d~cfwgs~9&2ks\2010\2K1040\JOIST 3.r2d] Page4 • .r- Company Prime Structural Engineers Designer prime4 Job Number 2K10-40 JOIST3 Envelope Member Section Forces /Continued} & PRIME JOB:2K10-40 ~ STRUCTURAL »An:: ;.~,o ~ ENGINEERS SHT· +-' Feb 28, 2010 8:16 PM Checked By: Member ~ .. c Axialnbl LC Shearflbl LC Momentrk-ftl LC , 228 I' ,J. · · :.: , .:'Jnin J,,.: :_-:1;s,42·:rt .:' · C::s:?:: J.· ::_: .. ;--1'.o: :·:: :. , -;;,=i::: :1;: ::_;;:-,\-:.:·;;_:_,tr::·: : .:: ::f_::·. : 2291 l 5 max 447.115 1 0 ! 1 I o 1 ! ,-230..I-. . --: i: -. ; :mln ;.__ .. ___ ~ :1,Miit;2;;~,p,:,.: :,ff'::.~ 1_L:'.,C7_,.,.:0i'-~,.: . .-.':.~~i;,-·::t, · > ·c:-, ,: , .. 'O:· .: ;--'?;__·• ·: : t .-· 1 1231) W10L 1 ; max 1488.758 I .3 0 I 1 ! o l 1 ! '-232--1. --_ ----·1: _; '. ' ·. 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'. ·. ·_. ,. _:-, ;/~ J.s .k :~;: 1 i-;:· mfr.,; ·1:~ -:·;/L'.~fi{-.:tgf~'i;g· ... f ,:<,i:;;,.t}: 1'-2~,2 :d.@6;:i:Si,-;:· t~\i~?tf.'~/\'\I,\[tOl-,t~,;;-\\:'. -':"i:.fi_,;: l 329 ! 5 I max 4737.365 2 I o 1 o I 1 I ::'3j0} ·. · 0.:.0·::-_ • -•• : , -~: ·,, :.:: ·; .):' 1, --· -•::,~ mtn'.':::'; ;µ.;~-?.1,fi~·Q1;:ti:;a;(/,,i; :::;:R-.;.;P/111t;1;r_p.:-,,rr011r,.;;,;;.ti1 ;Er;.;~f!,_ ·_.:; c .. ~;;:;·,:,~~;,r::bf.F;~;:c·:~;:; ': -~:4~ ,} 331 I W4R 1 I max -1497.857 5. 0 1 0 I 1 ~-332\ }'~' ::.:: ,. --: __ ._ · .-· --_,__,_:. -.. '.: .. , . , :,\ :;;_ .. ;i:. :,:m,n/:: :r-f;,:;irs-ts.ttoa1,;;;i'.~i :~ii:(;tf,t ;J1.rrZ2rro,.JJ-Li\.: tf;;t1:~t J;E.:\~;;;~\-Jnlllt5X"f11i; ti;!rt?~,:·. 333 I 2 ! max I -1497.A&:7 I !i O 1 0 1 -:3-34;: '.'..' , · · . · , . . _. ; ' :.· :;_, .·:. it-. ~-: . ; •• ;,, min,/3 -r. f. ;-497~\f'fA~~/'.; :J:.:,..2:;;; ii 1--;;;-:: ;;~)1.l'.0(i~J;ff··:_f;,.t ;';';~1{,~t, ~.~f)/J,,r.:S:O~'E"l:i-,; I:./ F;'-1t'.: . I 335 3 m<>v -1.i1.a7_857 -I . 5 I o 1 o 1 ~ 336* ~ ~-~.:. > ::: • •• ~_:·. -~-: •• --:~~ ~---_:~~-·., : _ _. •• L~7• v.:'. '.:~, Jr.ilR:~ :~! '.!1J.~:-~ 49,7r~:·1:o'a~~,:~~: ~:::~~iiiJ:f_~::~-:~~fJ;~tO~ :2·~.:~;~~:.j~ :,:::·1~.:~:-~ ~ · J.·:5d~:~dUI~zt.:~:·tv: :.~J·:;1:~;~:~ 337 I 4 ! max I· -1497.857 • 5 0 1 0 1 ;,.3~A~~1~-'.-~~/_r: ·:~ -:-~~~ -·~· 1:: ~~~:tr:~ -~>.'f~~:~f ~-~.::t;il;~~::\: t~>:rii·1r,;·;~/;~ ~;1:1~,r;;ra!l~;jf(()Jr1<15j :~:§.~~·.:J!tj ~J{i_~~i:J::~TOttT:~f~~i2tl~it i,:{t1t,:~:; tii1i~~i~~fit~~~x;i_i:~~~~ ~l11'f~1t~~i1 339 I I :5 max -1497.857 . 5-0 I 1 ! 0 1 fg4fi'.-: : J. ;::;/'.·. :, · -._:; t,:'.· -":,i/i)f ·:!.: :!}/':'::'.' f?'.:mlrf'.?½ tlf~;.'((qc7i:i(SfAW,~::i:t r%:':1·:;!tl! t¾~Fi~-%~trl'A~¼f!"J\;:s:.i\fa!~'.;fili,t(, 1"ji'J.1~?.fi,~O}itm~'!!1j;;; :::l~l~t.v, 341 V2R 1 max 243.141 1 · O 1 O 1 RISA-2D Version 9.o;o [\\Server\serve·r-d\dwgs9$&21<s\2010\2K10-40\JOIST 3.r2d] Page6 • ..---.. •• Company Prime Structural Engineers Designer prime4 Job !'lumber 2K10-40 _JOIST3 Envelope Member Section Forces (Continued) A, PRIME JOB: 2K10-40 l'r£ STRUCTURAL DATE: ~-,o ~ ENGINEERS SHT: 73 Feb 28, 2010 . 8:16 PM Checked By: .Member Sec Axlalllbl LC ShearRbl LC Mnmentfk-ftl LC 1345 I I ·3 I max 243.141 1 0 i 1 o : 1 ··3ii6, .:. . 1, :: 1 : .. mrn, .=~ ~:.~-,-: :;3;1,;842;~~--ii ,,~:,:;5:; ,: ?Y--;:';: :..&J:; -." _:_ \.::. ~-\it· , _._: , , , : :O:": ., .::-' ~ -.1r·· . l 347 i I 4 max I 243.141 I 1 l O 1 i o 1 i .~a: -. . ..-. . , , .. : .. < · _:; :' .:· · '":mir:i1:.1·'i.:' .:;a-11:ai.2~;::?;; ;: __ ,;;g,,:::ift:T··:::~'.t,b:i-tt~:f _ :.,r:.:,.-.:M--J':~·., :;· ::~ .''.(f -,= :-:_--."-· >i. :'l ·:. l 3491 I 5 l max 243.141 I 1 o I 1 I o I 1 351:f : ·: =·' . J -C' -·. ' ·m,i:i > .t .ti3tf:8'4'2': :;1-:.;:, :.J:5i·:::,i;'.~;;::~-:tf.:':if:. r:.' -. ·q/. ,;;t:''~· -: .. ·: ~;::-·, ·:cir :'. :: ·_. _,. ~-.; j · .· 351 ! W3R 1 max l 6084.749 · 1 0 i 1 I O i 1 352.J . ·. J ·: " : ; min,:(;,;_. ~-f8HH{t7:"t_::r1;::5·'·i:·r=~;~:;:: .. :O:J.'::·;; ·. ''FTt,-.' ':: '.'''-;:~:o:.::. 'i ';:'.;,•,.' 't .'- i 353-l .1 2 . I max 6084.749 1 · · 0 i 1 l O : 1 : . ~i:;4: . . -. ~J, . : .. ; imini ,E ;_ ~-~~-1888:1'.l•:::;"'. .;cf ''.'1~:(·., ;:f,;' ;:;-;~ iJ)":~ :~:·· :·._c-, .'.-'.iF -,;,:;, ,, ·, '.?{Q,!':. ": '/L f-_,,:f ·,._I : 3551 3 max .6084.749 I 1 0 1 o 1 I ·3·55 : ' -' . :--,;r:..;,, ' : ... ici'mit.E:•!··: ·:·,1:ssa'A,:z:E·y:1~:-:5,':;:: 2;;. _ _;::,:r;".O",,::. ;-,~.::::: ;'":'.;frt(L:-·~;:':·,·.:<ot/?'·<.f' /f1i :.: ; 357 ! l 4 . max I 6084.749 1 I · 0 1 I o 1 i:35·8 c .. :·· ::.:: · _, ,:.-.: > .-. -1 :_ :_ .. :· .. , ( ,m1r=r,_·:w:, . .-~-1·saa:,l1·1·.::· 1i,:Js.:f'~;·:::-:~· .. ,.:~:ot:ri:·~·:Jli1, :;0·ltt.::,::·.;,;:o:E<,," .. , .. :·:. · i··:.iL:> : 359 I 5 max I 6084.749 I 1 o 1 I o 1 . Met · __ · -,-.. ,· --· ., -·,~.' . ;.i_=,: : .\ i. ·,mirff, ,f <,JRM{fl~; /:; 't'i5c\~J ~;:;-~~; .:~'i',(g, :. ·:.\;;:L{j,i,~--E~~:: .. :"'.'-tf:/ :}::{F ;: .. ,jf:-> 1361-I V1R 1 max I 11i:ll1.696 2 o 1 1 I o I 1 -:3'6:Z·'.. ;• ,· .. min°~'.:.~r·:269~o29,~:·';.:; .. ;!f::'{):l·_~·:c· :tfY:.-'.:,t-<F-.,1_ ;~L"'·::.J:t·:1::'.::--;·:_~--1-. :· 363.1 2 , max 1180.696 2 0 1 o 1 364 . · .J. · . =: 'crnin<··,; ·, '.2a·91-s2s: ~~:',:: .:5: : : :· .. ,:..-.,,,r:-"ot ::?::-; ,.·;;;11=; .. J·/· :<: · ;.-,.,;,.-;~~;o. ,... ,:,-·:;;,~_ ,,.A< : i 365 , 3 I max I 1180.696 I 2 I o I 1 o 1 · BML · · · ·· · '. :min:'. i:1 .. ; >2a91s19:.-·.:_,_, ~-\ts.~-::-.. r :iifi i-'i Jj:;.:;-.·. :.,.:. :' .. •r::-,:.:ti~:.:: ::_;_cv;' .;,-,1.tf:" :·:::· : .:....; :. }i.f ~~:; ! 367 ! I 4 max i 1180.696 I 2 ! o 1 o 1 .3M· . ; 1 : _ rniit--·.;i··. :.zs9;s29r :::.\=.;:s.,:-, ;;~; .. ~:,·.,:::,o~;;c'.-.:.~~::::.-.:-1,,· ,,ili--:··::,::;;o::t· ·::.:-:· ,, "::·1 '_., I 369 i I 5 I max I 1180.696 2 I o I 1 o ! 1 ; 31d. ; :· · · . · .... r. .. -: · .: ; --~min\ .-Fi·~,. 'c2E>9t529J: i~:., . '. :C::i,;·;;:: :,:f?:<:~":.~Oi st: ·: ,.: '-:Ti'.'f'.: 11 · ;, • :,;;: ·;:-:: : .. :of? ... ,T.: 1;.:.:·~f:< I 371 I W2R 1 I max I -2881.24 5 0 I 1 I o l 1 ,,312 .. -.. _ ; _ , ... , . , .. , ---·• · :·1 ... · _ -·_::min::·:::'?>· ·.;9·3sa:8971:': :; L: !1. :,,:': i--:; ::· ~t:·01:~::=:c~t:;;;:::v_ -.,.11 >. ,_:-.; ..,· i-:::.-·:o.r:::\·'. :•· .. : ;:.;;_A'.:,:_· I 373 I 2 · max I .-2881.24 5 I o I 1 o I 1 . 314iF-,·:·;_ · .... : ,:,m,nk'·<:' _293ssJ397::,;:.-·1\lJ:~;~: ''Z~i.r.~i~'lf.'~.::;::::.'.:_i!:-",.ft·'\' .. ~s-.. ;".f,it)-;j:;:;:,.>:' t-,;.:·,1C.:' i 375. ! I 3 I max I -2881.24 I 5 I o 1 o ! 1 I ;37a . · . · ' -T ·:-:< :":m1f.i·,:,:,>:;9a8ai:'a·97,_ :;l:_:r\;;1t·,.tf::J:,,--~·\.-ck?.:_;~ ·.:.f~ :1::: ;.-:.::.e:r··,atJ,, './ :. · .. r:'..'· 1377 I I 4 max I . -2881.24 5 I 0. I 1 I o l 1 :3ta;_. : . , : .~----~-'.; ·:·· :· _.-: < t .. '.'mrffr-;1r.~ stg3aa:J's:lqf ,:1\ c·:.1f:,:~JJ>t;f:.\O'. :;.:· :,t;1,,,-:;t~;f if?1~: .. ,~,;o//·;;__,:..,:; ... ;,:f::,,, ! 379 i I 5 I max I -2881.24 5 o l 1 o . . I 1 l ''380-. :::-·. ,· .. _;:,i.-:, C : :; ei.~'.'.j'. ;.fmir:l'~'.'1 [: .'(;:~938818-S:t:~:::. 1t·:,:tt>:; ;?;;'.--~~''J;,:01r:,<: ii:.~;c·::f(;::;, r:;:-;,1::;:;,·.0-t::::;.:t_: .i\' ;?A:; ; 381 i TC1 I 1 I max L_3750 4 o 1 o 1 i 0:3g2 .. , ·· · ..... _ . ·· · · .. ,: ~, .. ·. , .:i,"' .,:C-,:' ·._, ; ,, mm,,5[;(f,\,:e~.:-OF,,;:;:,!',:;~ ~ 1::j" .~; .• ~,;::t.1~.,;::'.;;0:;_::; ";,·,,y;;"':,c·i1L'.x. :· .. ,,::-. ,r ... :,.;-,Q,;,,. ·:::';/ ,c:~A::, .. 383 l 2 l max I 3750 I 4 I O 5 O 1 AR4' :-.... ,; _,, ;,.,(, _·.,. ··:.·~·: ·',··,·,.:'·"};.:·,: , ,--~rr1,n';t1ttft,:~;;'.'.;'''O:;;'.\~;,;;·,,.;/[ta1rtt; ,;J?.:tt:t:?flft\f-;:2.: ,,,,,.::,11;,~f !f'.:::f););: JtE,~.:::(i,:t-h i.'.:,s .. ,;:;· 385 i I 3 max l 3750 I 4 l O. 5 .003 1 i ::386-i; •. _ . -. -·.· .: _ .,.-~:. ;::.; ~~ . :.. :-r: t?,i: ~ :.:-;·mint; r.t,?''.f'."lto·,f.:;-"?=t'-": 1~'.tnt'.':f.il: !'"f{:iiff;t,~a&~:=. :: ::1~i tcil~--~T q::;:,:i,:·it)o.G/•}··;. -·,.:;·.-'st::. 3871 . . 4 max I' 3750 4 0 5 .007 l 1 ' 3ia"SJ : ' > :··:· ' ,' : ' ,::: ~ }: .-._: ; :?{:;':,~,!. :,drl'in~':? t:{~~%'?fo0t'-::,:_i'?!:;; rt21! 1;;-1%f:f.i''t:~t:'-~51fili0;~:.--f::ttrfi\f '.ff iJF;:1M~l;jiit':~~' it;,,5, ~-;,. 389 l 5 max 3750 4 I 0 5 .012 1 ·1Mrl't. ·; ., .. · ·-·. ,. ,_. '-: ::-:'!,; ;_.:: f::+ · ·:· :':. , , ; , i ·:· mla::,3 i,Ls:'. :'.· ·::•.OS ':-·.;;,-: '·!: ''.?]:~!':·:1 ~;;;:~:,:~::;,iifc2t~t-,t;et 1;,, .. :;;;:r:0--:;-;:;,:ii';~i(~~cf~\:-2;;,;l: ~-,:r,~~~5;;,:·, 1 391 I TC2 1 max I 10429.515 4 I 544.268 1 .012 I 1 0f3'92 -· .'' : · . '"'.:.·. :::: : ,,· . ':_"c' ;._ · 7 ;: '·.,. · -. '·. i l:!1mii-v;i~ \~t"::.:fl59~a5a". ,J t;,5iz'.t&Jf'!'.i11:'~1·@';'.1l5f/t',~-m;t.~:5'.,r~; f:fTlfr~ll'::m~':' :f:}.·:s-.. : t:is:;:t 393 2 max 10429.515 4 508.268 I 1 ~.017 5 ·~3'94:-• ~ :,; ' < C(,,:, '';:,, ., ,;· r· ',•. · i I_.',' J A '\ }[i:,'mir.i;l;i:, i'21"59~fl356?tH\ ;}~~f ;fi' !2?flf,'fo'eti51f-°fii«J; :(~; [51.W~ j,i;,,V[/4~i0:t~lK~::-'>f :~:,:-:zr:t 395· 3 max ' 104?A.515 4 472.365 I 2 -.034 5 :-:io~:; ;:::;.• ::; .;, ; ::-,,f,,. r,.,. ,:: ·.c1,,,: ; .~x :_:,_;,.-,.;,, :::'imln:,:c:, ~~\'.-'(1:5'91?:i:i:;s:'i!'.\it i~:.-~srri~; ,t1:J:~t1'.02:~'S~iE,1f!: :'?~&J)j;~' :t!\:J\1~f51ff~fb i'£f:2E:,., 397 4 max ' 10429.515 I .4 441.698 I 2 -.051 5 I i'>.\aj:f i ::: ,:;X :t ,::---:·:: · -~, .. ,." .::::.:.: .-1 i:::;:,. t...:', ::.:Jff,it'f:'-: riff:..';fi::n~"'·:fi;:ii:1;,;v :~,;m,:;,i:1;: #i1.-~J:ia~J~;fi1t-1.~~f~, ;tf.5:nr I::tt.f)t';.\"23"4\i§;sH: ~: i2·1,!,~ RISA-2O Version 9.0~0 [\\Server\server-'cl\dwgs99&2ks\2010\2K10-40\JOIST 3.r2d] Page 7 • Company Prime Structural Engineers Designer prime4 Job !'lumber 2K10-40 JOIST3 Envelope Member Section Forces (Continued). A P:RIME JOB: 2K10;40 N£ STRUCTURAL DATE: ~-ltD J!l3a., ENGINEERS SHT: -l'r' Feb 28, 2010 :8:16 PM .Ch~cked By: Member SAC Axial[lbJ LC $.!J~ac{lbJ LC Mornent[k-ft] LC ; 399 i I s max 10429.515 4 I 4n.os1 I 2 I -.00a I 5 I . 400 .. ''.· · ' ·: ,-: :·'-.'. ,, IY : ':'':. , ;. ,;niii:t:i jf';~:::'i:t:'59a):35'6?":'; ,r:15.~::::' ,s;;.:;;;:~i1'd2Ff5§~·j;'t:~·;:'&:.;'_:' -'\i(:~:.':3€JS'.-I,, , ...•. '.: ::2"·" ; 401 I TC3 I 1 max I 10977.829 4 -10.176 3. 1 ·.. ·-.068. . . 5 :40:2; • . : _ . . . . . . : .,.,; J: .i : ~-\; C 'fnin:c ~-. :::.::. i,tit861!7-:ii4':: .t ii+i5iX~ ~:·::.::::,~55~'264.:."'.,c·"':F'~_.t2i./ .':/: ·:.:·L;;.39'5;;;.iii-:': ;_::,J~i. · .. = 403 l I 2 max I 10977.829 · 4 -37.434 l 5 l -.049 I 5 · 4b4 L <,. . :; . /. . ',, ,rriin::t:: <-.:,.1;r,Rf.\}$f4~::f ii';i5}i:H,t-'.~~:f4'7,'0?Rit;:_:·' i/l<:2,:·,.~'<:t::C :i: ::;.: ?o:':·· ·.:·; ,·:1 ;_: ;:,1?~: 1 405 . I 3 max I 10977.829 4 I -37.434 . I s I -.031 i s 4o'ff: · . . . . . •· '. ... ; :·:····.' :-.;rfiifi;.:i '., ·: :''1v'tStva-.1~;;, .:·, :, ·,;/s:':;: ·; ~/-,:::'.::24-·~t03if::rt· :0:·,:1;0,.,;:: ;·}:. ··:;,;ft64': ~,./ ; .;. ::4, .. , --; l 407 I 4 I max 10977.829 4 I -37.434 s -.012 I 3 . 408. . . . . · . .-· . 1 •. ·' . m'in}:/, .:~·. . f1ialt\tf4;: L:, .3 \ ··,5 ,,·-: :'.,~: ·t:~u55i©31 · i'LL:: ~1::c;;;; :_r ~-;:;:;;;:;024-i-: . ,;, ·: ::. ,::4 · · l 4091 I 5 I max 10977.829 4 -37.434 5 I .191 i 1 4-to · · ·r ·· • . · ' Hiin,:;. '." :1,'?laa".1i:ir:~2,:·,::-.:.;5:,i:,:;:JF·:;:1f63':0a·1:.:;;i, Y '1:<T;-.o·,;, :· :·:ocrt·:·,:·'."~· .. ·::.'.'Ei'-' 14111 TC4 I 1 I max I 10589.546 4 I 364.559 I 1 .191 I 1 : 4.f2 1· ~ '. ' ... :.'.: :,mii:i, :l.~c. j,7,65'?503:t:'; >ifr,,.,'. h;·.:.~· .. ~:;;~~'t)4'.6~f,·,;,·.-.::J,::25':·:.-, · 1-t·:·::"001'·, t"c' ;·:· '!5:. ·_ i 413 I l 2 max I 10589.546 4 l 184.559 1 .006 I 5 I ·41·4 ·... . .. , ·.. . : l J ··. :·· : , mTn>~.:.~·,11ss·:so3: :·'.:: :\~:.5"~i,: 'i::.-;:::::td'Alfr:.:,:,1·;;_ ,.-5:::·;;. t; .. l),;'\0-1.039y-:~-~:·.' ::; :c,4.:: · 14151 I 3 I max I 10589.546 I 4 I 13.014 I 2 .005 5 At6-· .. _ · '. ·:. -~: :irriiri, :::: ·:-.>1.,'i65'i503':° ::·:;, \/:':X5H1li!'.•,_:: ::".;;ik895~;··0 .::. '. /3;·:::;, ,;J:·::::,I~:'f~BL: :-_· .: :~: t .. _, ! 417 I 4 max I 10fiR'!a!.546 4 I 1.046 5 .004 5 4ta:r · . . . -:· · : . r: , ... , ·:.:rnin ·::,. z ~::,::<ft65'.sb3t':f r: 5, ,'..;, 5:::i:Mizsi4'ii:.f'<';,::1:: .. 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'. l: · --·, 2::i:11;::: , -· .. _-., t, .. , '5171 I 4 i max ?1209179 4 51.404 I 3 I -.02 1 5 l -stat _ · t -, ,min.-, ·;::· .::t~292;:-ecYa:.-:"J :-~~·s-·:'. ·\t·:::-{:~1st:0atf..·:~: ,-;: .'.·2-:.: ;_'_.·:'· ·\;099( ·, ::_ 1· . 2 :, 1 519 I I s I max 21209.179 4 I 47.939 5 I -.037 2 I ,s20 i _ i-: :· .mfrt ;;"'.. ·.6·299/~r.t:f .,.-\ ! l'i5'.:::;~\ ,::;:,;:;-1,10:oaa~ :: . .-:T z ,,-'.!:,:,.:,r:'·.;:064:·,:--::-'-:L·.A>·;: I 521 i TC17 1 max l 21209.179 I 4 154.104 I 1 I -.037 2 ,.s22.1 . · : .. ·min= .. ;; ~~ii,i:e2s2,:00,r: r ~----,5~.:·:-'.. ?-}:r1221,552 :·"7-:'.T:-,,:s~ · · f;-;, ··'· ·_:;: ~~totia-_:,,-; · .. :,:i:. :·.4L l 523 I 2 m~x 21209 179 4 46.104 I 1 I -.033 I 5 I · 52l:l i: -, . -.· .-:·,min' -~ ::'!:..:·e2'92'!ah~r.c:;';.:r,:;i:;;(""' ::,:r::'.:::~!°2¾1'i.i:;,?';~X '::·:fr' -;.: .... : .. ··,;;,~;099;~{,; ::., .,-. Ar.·: 525 I I 3 max I 21209.179 I 4 I -22.552 I 5 I -.021 I 5 i . : 526.1 . . _ · : .: r, \: .-. · · ·. 'rliin./'C:· ::· '': \Rdiil?'.i803::j.~ i'.frJy«'.;',1 :J •.. (t;r-;::66'.M~:::\: :+-li ·4·:' " .:,~ .:ft::~{dg·5::;:"; -;_:.;., -: ::.:rL:· .;~~~-l,. ·:·· I·: .. ~: ... !;)~,ft~:":l :;;t1i~1iiJJoo;,J·,~;t,,,,);::J:'.itJ!1{tli?f/ ~}:J,,s;., '--,:,.:-~;-~~J3;;~ ::h''.c , ... t·,_. l 529 I I 5 max I 21209.179 4 -22.552 I 5 .075 1 i '-530 t · 0::.:1: :.: .. · -. ,,.diliiEU: ':i /6192'.:803:1._::,;-:.-:\5'.1:;-)\•::~il7'?°89E,?;,"{·'!:: ·;cf:;;.>: ·;,~,, .... ,fO'O"lt·.-·.:::·.-:":''· 5:':: 531 i TC18 I 1 m~x I 16441.817 4 I 274.481 l 1 I .075 l 1 I 532,1: .. · ... ,.., : ·.--, '-' : .. :_. , ·: ·.:-mi'i:i''.:r-,:,,:;:43§!'.1~52··:~J-:·.<i]ri:··.J?~·,::;1r2'rifs4f~~r1-tt:»:"5·;1'..:?·\·::-::obt'-.:, ,:1.·13·,.-: : 533: 2 max I 16441.817 I 4 I 166.481 / 1 -.005 ; 5 1 1£341 , .. :: -'0;: ·: .;:_,·,:·mfn:';r,::._ /4'35!f!5!t-:" .. ;:,:;:;:,5?,,e:,;:''.~1Q~454(',,i~;, J: :5,Ti:.i;,. :'_ .,;;;i}$5'·, :':0• ::'''·.~1;;·: .. 1 l 5351 I. 3 ! max I 16441.817 I 4 . 61.542 I 4 I -.011 ! 5 i ·.s3sJ· _ . · -r · ---:F. :::m;r:t·:: ,, ... :,-435g~52,.,.,,:-~', :~:)5.7;:-:: ~_.: .. , ,i;a2-14/i4. -.2, ::: . .,1;,·,:,5,; /-t:. _;L;:_,:;:@sl>:;;:;:.: 1 . :~ t<, ! 5371 I 4 I max I 16441.817 4 i 12.454 I 5 l -.018 5 538-L -· ''.:! ', . . •. i, min{::,·_; :_:.·4.35l:J/52:: __ 7':<: ~:./'ST·-'[C;;,":~49{5i\i9,t·;;;:,:t \:1·~:/· (·':·-:,~·-:;,09'4':t'..:;::: ·.,,~,1./ · ! 539 I I 5. 1 max I 16441.817 4. 12.454 I 5 -.024 5 540.1 · : . . .. . . . .1. .; -.. ~ -. i ·::mr11c~.J;: ·;:":4:3'59;521.:/::·-:rt'!J:.:,.; ,,Y::::::1;57;51:g;~·.: ::1 f.~1~;;:;:: :,: ?;';r;.05a:.: .,·:·: .. ·, ":-:'4-.::: : , 541 I TC19 I 1 . max 16441.817 4 . . 85.622 1 1 -.024 5 542· 1--. · : : · · ·rriii{ : "=··--.'43'5!:l'J:;2; __ -. ,/-'. i':'0·!i1'''"' .(1,t;:t:,;~:~1388f\t J:.tjfi'f:\ -f·.~ :·:.1;::;,..,053~:'1' .. · · ' , · :·, :iFt I 54-31 2 I max 16441.817 4 -10 395 I 3 -.014 I 5 54'.4 t· . . · T ' . : . · · : .. ''. miri;-·: ,:~ .. l.:,:43,:;dt52i.?. ~-\o:·:;;5:~ -5:: t:-:-:::,; i:3M2fR: j.i"? n.:2::'? '::..:,::,c-~f061i ·,;,;: .. ' -.i.' :4r- j -545 I 3 I max 16441.817 i 4 -19.388 I 5 -nnl 5 I : 546 · L --· -. 't · -: . :, ,-_i;_-:,n,;nf/ . ,,_;: '. :4:g59-;52:,:::-:i' · :~-;:,5:.~-.-:,i, ~di:, i~1-30ta-;za,liD~-r:: 4:·:.:l--: · ,{,;, , a:,A'>~i.'.i:~~-: ~ f ·:.-:, 4 :·-: 547 I I · 4 I max I 16441.817 I 4 I -19.388 I 5 I .073 I 1 I , 5~8· ,r, . . · .: .-· . . •,:,:: . i-: ; ' ; :s.:mfnit/ :',/,a.MQ~52i !.\:j/ ;;;;~!,,i;;i:1: ~: ·:·,;;J238(,~'ttt\s~:;" nA;~y; i:'l:IY'.JlMi:;,<:: X .:. ;·: '·5; s: . . ! 549 I · 5 I max 16441.817 4 -19.388 5 .219 1 l .55'0,L" ,_: : .. ·:~ .·. -,:·· ·: '. -: ... :-.:::: .. :;J?Wi'fi:t:::r.:;~,:i~~ams1t~?t:E--!'.'~>.;Ri''0 t~2J~346i37:8''11?:'J::;''12~-r::i':"f''.-':{'-?::0':f5;-s.::::.::-t<· 'fi:> i 55.1 I TC20 I 1 I max 10196.335 I 4 ! .AQ§._935 I 1 .219 1 '.552' 1·. . .. <~ ----'· · · =. :,: . ·,': ': · ::' ;5'.'· mlri:·" ::;; :~ :.22a1;rs~t:~:1:: •it:'.~5:;~:~l '.~i,,,if.~1'6f~i;,p·, ,\':J{:s··i:; 1![~~~'(f:~O.-l$:;:1}~>~f <5:·-;;: 553 i · l 2 max ~ . l 4 226.935 1 .003 5 ! i 55~f-j" _. -,.· · -· -, -··. ~--.. · --f +·-·~ ... ;:, ~;::mir.i'-''-:i :::_ ;?~):i-i ;;_ i,;5:.:;,s;, "Si Zi::i'¥~ff6'·i';;: · ::l':-~r,5,:,: V,i.C;;<·-"'045:,;,,;::: :i< :-'f · ·,-· l555l · · . ··1 ·3 ·Ima~.,. 1 10196.335····:'~4 1 ·"M"52:395, .... ., .. 2 ................ ~:009·'······---, .... 5. ·1 .556d:.--;_ ·. -_: .... _. r. : ... _;_ ... ·· 1. ;-,' -':·:,; I',, minr) :;·;;_'.'?201(R47':1/: ~,·.,,fi:";,:4<'',"'"1441!6';.:•':·_:':'. ''.~'--5•3· K,~., .. i_,:'_j{M~t:,;:;::, ,;., ~<1 /.'_ i 557 i 4 I max 10196.335 · I 4 14.416 5 -.021 5 I ·,g~s(l,,'c .. , , ., , · -:~-·~.-· ·.--. ·· ... i ;_' .-__ ", •'--':1n1,;:;; ,,_.;;7??Qi1YA'4;'t;~' 4-·-;,,,,,-,5;~:,;· '~'''21f1'33]J6'5··,·::--· :·253:~~--,-~·ti:':~>f24};;~ '· :. "":£:.· I 559 l I : 5 ma-II' 1010~.~'=II; · 4. 14.416 5 .067 3 ;-560'l ';-; ... :-:..: '· ·:., ,' :/,. ·' '. ·:r ':"-~ ;:"·_·-· \min"""; '':{~32201':84%,\f r·~l:'5h::::.: '/{~4;;:{1'{.·HT65:C->'v' ,,, :,·zt, N· ,,,,,J'.,1'>'U33~,;,,::,_,,! \; :.,,,:-5. ...... , I 561 I TC21 I 1 f m:tY. 105Q.d,856 . 4 · 241.17 1 .067 3 ; 562:t:' . , -.. · ·,,. '"~_,: .,,, ... :·;. --··1 ', .-~ • :,:-: ,:c''minW ··._---;:::,2.1jn':9"iif<T ~:,-·5 ~-::c '11· .. ::; ·1w~,1;4:f;, ,,·"t :·'F."i:;-1'.~ '. :c,-:r,:;0'3t<:/,t,\: .. : ;~.': 5', ·: 563 I 2 ·niaY . . 10594.856 4 133.17 I 1 -.016 3 : 564'·f:; ·: : : ::::'.''~ . ~-:f, ''. :·_ . , : ··::: :· .. ~:; ·-':i\)'rilf;{:;~i~ t.'i2?J~:-:t'ff1:~:ii:tfftl:1 t.~15/i?'.~1 i~:.r~!i#.1i6?ir4,1i:c:?.;:;,, tit&'t{+:i ft:t;t;:1,_;~f045!:: .. U,: '=l ;;.~;'.i~c;, I 565 I . -I . 3 max 10594.856 . I 4 28.336 3 I ~.017 5 I 1:ii~:-1:··;: _-''::,.: :;:-~·:.;:;-._~,·,·,:::\:~J:,: 1 ~.i"::::, ;::~f ~~:?:;::tii:i~:::i:,:'.i~:;: ::;;;:: '.:;:i::;1::,:::;::.:iit;~::::'.1~,::i;;:. 5691 I 5 -m,ax · 10594.856 4 ..;16.541 5 I · .012 1 RISA-20 Version 9.o:o [\\Server\server.,d\dwgs99&2ks\2010\2K10-40\JOIST 3.r2d} Page 10 • •~ Company Prime Structural Engineers Designer prime4 Job Number 2K10-40 JOIST3 Envelope Member Section Forces (Continued) A PRIME JOB: 2K10-40 Ir£ STRUCTURAL DATK: 3..-10. ~ ENGINEERS SHT: ~~ Feb 28, 2010 8:16 PM Checked By: Member Sec AY~lnbl Lr. Shearflhl LC Momentfk-ftl LC I 573 I I 2 I max o I 1 54 I 1 I .007 1 575 l 3 I max o I . 1 I 36 1 I .003 I 1 I 577 I 4 l max · 0 I. 1 I 18 1 , 0 I 1 I i 579 i I 5 I . max o I 1 I o 1 o I 1 i J 5$1 l TC15 I 1 1 max 24286.138 · I 4 I 473.887 3 I .078 l 3 583 l 2 l max 24286.138 4 434.22 I 3 i -.033 l 5 I . 585 ! 3 max 24286.138 [ 4 394.554 I 3 i -.073 I 5 I l 5871 l 4 I max I 24286.138 I 4 I 354.887 I 3 i -.113 5 ! 589 5 I max I 24286.138 . 4 I 315.22 I 3 -.141 2 l ! 591 TC15A ! 1 max ?4.545.089 l 4 -81.573 2 -.141 I 2 5931 l 2 · max i 24545.089 I 4 I -119.907 I 2 -.102 ! 5 1 i 5951 I 3 I max I 24545.089 I 4 -158.24 I 2 I -.05 I 5 ! 601 l M62 1 I max l 1089.643 · 2 o ! 1 l o 1 1 603 I I 2 I max I 1089.643 2 I o 1 o 1 I 605' 3 ffil'IY 1089.643 I 2 ! 0 1 I O 1 I 1607 l 4 I max l 1089.643 I 2 I o 1 o 1 RISA,2D Version 9.0.0 [\~Server\seiver.:d\dwgs99&2ks\2010\2K 10-40\JOIST. 3.r2d] Page 11 • ---· ~ a;: \Ji ~ i..... "' " .... :::-'> '-,Q. 0<> ....__, ., ' ~ :s cs--~ t-1\ l' \-<:( .-~ - ~ -<. .._ w:.. <a><.~ -~ ~ >t )• ----';:i. -::--. ...__, e,. L,,.. .__, '\<:> I>--~ c:, ' ..D -,. ,. A -" 3 ~- GRID-.,,-,. i,.-,.-- Q .• ... Q -· ... .... ·' .. II Q' ,.. .:!.,~ .,, ti' i~ .... +\ ~~ .... ~d· --..... ~O: ii- % ~ -· A PRIMEJob: ~k.io-~;;,. ~ I 1' I ,Y V TRUC ,UR~L Date: s~ro ENGINEERSsht: ~i . . ----. ,,-- • ),\ 1 ···s_-1· I .x !--·---- ) • " (, A -:= osz t;u.( -n, f,llt,"Ci{Mfc-.1\1, 1.!t.ltf:? J\1,otJ() Prime Structural Engineers JOIST 11.1.f prime4 2K10-4O JOIST LAYOUT --------------- ) Feb 23, 2010 at 8:34 AM • ~ 1 ~ .._,J -u G) ;:a ;o z! ?J --rn --;;, rn -!'::,;. ~::i: m en C <-::::r 0) 0 N ~ t . ----···--- I JOIST BET C-B 4.r2d ----·-··· .. -----.--· • ---.., Company : Prime Structural Engineers Designer : prime4 Job ~umber : 2K10-40 Envelope Member Section Forces JOIST4 A PRIME JOB:Zl4o·4'o .Ir£ . STRUCTURAL DATE: 3-tQ ~ ENGINEERS SHT: ctO . Checked By: · - . Member Sec Axialnbl LC Shearflbl LC Moment[k-ft] LC 3 2 max b :1 0 11 0 1: 4 mir\' 1 • , 0., : . y .'1 · "' .. :b, . . .. ,I 1 . ' 0 1· 5 3 max O 1 I O 1 0 1 __ L~ .. ---~---~--·~m~=in~--+---'-o~·· __ ._. --~f--f-__ -~0·_·_·--t-~1--;---~o ___ _,1~···~ _l_L------+'_4_,__-+-:~m=a=x-+-_ _,o"----+--~1'-,,-~·-c-=o:'----+--1-'-:--+.----"-0 __ +1_,_1-1l 8 l min O· ·1, ... ' · .. o: 1. o ·1 1 9 1 5 max. O 1 o 1 I o ! 1 i 10 I • min .. .o· .:. · .f.· ··, O 1· o.···' ! 1 ; 11 I BC01 1 max -2811.0002 6 3.9519 2 0 I 1 rl2r-· min -111.-34·.24l1, ... 2 . ..-·:.. .6923-e: ·o 1 i 17 i 4 max I -2811.0002 6 3.9519 2 -.0021 i 6 1w .. 1----------+-~-1-_,_m~i=n"'-.. +-1 -.-.-=11=1"'-'34~_=24=:1~1-1-~2-. -.. ~--~:=e9=2"""3"---+-=e----,.-=.0"""·1=-19,__--+1---"'2'-. _, I 19 ' 5 max I -2811.0002 6 3.9519 ! . 2 -.0028 I 6 i 20 i min i -111'34.2471· 1· ·2 ·,6923 · · 6· ;.:0f58 2 ! 21 i BC02 1 max -4681. 7672 l 6 2.9466 3 -.0028 6 22 min -1'6156.4937 -1· "' ·· .asst · ·· .-2 ..... 0·1sa .. 2 · • !-2=3=--+--------+--~2--!-c'm"""a=x~_-4=6=-81,..,,.7,....,6=·7-;=.2-i--=-6--+ _ _,,2=.9,....,4~66=---~ .. --=3--+ __ -...,,,,.0=0=37.,_____,____,6'--I 24 min. .·-16156~493,7 1-. . . .8581-2.' : ... -.0f67 2 ,i,-2=-5"---+-I -------1--3--+-m=ax"-'-+-'--"_4=6'-"81= .. """75=1=2---+---'-6--+"-"-'--2=.9=4"'-'66'---'--'-t--=«3-----f--''-'--'-__ o"-'o=4-"-5--+-_ --"L"--1 ,,.~-i,_2=6:,.-+-----------=m=iri~. --_,,1=61~·5=6,_,_.4=93"""1..""-; -,---...... 1--+~-' ·=.8=5'8~1~: ·_._··-f---. ~·2-----f __ · ·--'-'· .0=1=·8=-2'--+--1'---1 ! 27 I 4 max -4681.7672 i 6 2.9466 3 -.0055 6 29 i 5 max -4681.7672 6 2.9466 3 -.0064 6 30· I .... min,.: ·~1EH56.493r .. ~' 1 .. :.858:f.: .. -.-·,. · --,._0223 .... . 1 31 1 BC03 1 max -6552.0854 6 .748 2 I -.0064 6 32 miEL, -20097:2736'' 1 ·· · :._52,74: .: -3; .·. ' .. · • ... ;0223 .1. 33 2 1· max -6552.0854 6 .748 2 -.0063 6 34 min , .-20091:2736. '1 . . ~.62,7.4-.~.: ·· · 3' · ' ·-.0124 1. _g_§_~----:--:---t----'3"'--+-~m~a~x-.-~-~65~5~2~.0~85~4'c-!___,,6;-,-1---''~74~8~-+--'2~+----~·0~06~3~·-+l-=6--J 36 .. tniir. l .-20097-;2736· 1 · ·,-.6274. .. -3;,• ..... ·.,.,-:(:)225. .. ·1 l 37 4 I max -6552.0854 6 .748 I 2 -.0062 6 ! 39 5 max -6552.0854 6 i .748 1 2 -.0061 6 41 BC04 1 ! max -8440.7134 6 I 5.2149 3 -.0061 6 42 =.:'min .. ,..226~6-:0751. , .. ~r-.:;·: ... ,· :~.1618 ·-~ · ' 2' :--· : . ..::0221;-, .. · · 1 · 43 2 i max -8440.7134 6 5.2149 · 3 -.0083 6 44 • min .. :· ,. -22-Effs,015:1,. ... :·. :t . .. .. ;.,?tsia~ .-· , ·, 2· , · ...• jJ248 1. 45 3 1 max -8440.7134 6 I 5.2149 i 3. -.0106 6 47 4 max -8440.7134 6 5.2149 I 3 -.0128 6 49 I 5 max -8440.7134 6 I 5.2149 3: -.015 6 51 BC05 1 max 1 -8620.5747 6 1.9098 2· -.015 6 • 53 2 max r -8620.5747 · 6 1.9098 2 -.0134 6 55 .3 max -8620.5747 I 6 1.9098 2 -.0117 6 RISA-20 Version 9.o:o [\\Server\server-cil\dwgs99&2ks\2010\2K10-40\JOfST BET C-l:f4.r2dj Page 1 • Company : Prime Structur:al Engineers Designer : prime4 Job Number: 2K10-40 JOIST4 & PRIME JOB: iJJr,i•,f!tJ A STRUCTURAL DATE: >-, 0 EfT!~Viiiff> ENGINEERS SHT: .31 · Checked By:___,_ . -...__.,...:E:.:.:n~v:~el~o:c:P:.:::e~M::,;e~m~b~er~S=-e~c~t::.:io:::.n.:..Fi:..o~r,:.:c~e::=s.J.~.=C::::o~n~tin:.:.u=-e::..:d:.1):.-___________________ _ ~---,---..!.!!M""'em,.,,,b"""er'----,--'S"""e.,,.c_,.---,----'-Ax=ial~'lb,1"-1 --,--L..,,C'--r _ ___,,S=he,.,,,,_arl!!;lL..__,.. _LC Momentrk-ftl_ __ r·!,_G__ 1 57 : 4 I max -8620.5747 6 1.9098 I 2 -.01 1 6 I 58' min -222-93'.Zl56··' ·_ .1 ·· -6-:2939--· :. 3' , . .,.,0249_ · 2 1 59 i 5 I max -8620.5747 6 1.9098 I 2 -.0084 ! 6 l 60 i I .:ini'n : .::22293.2756::. I 1· ·-6.2939 r '3 -.026'8. 2 , 61 ! BC06 1 .max -8408.5993 6 1.1511 3 i -.0084 6 l 62-··.--i. --~F--"'----min -21'678:9854 2 .781'3... a: ·I -.0268 2 ! 63 1 2 max l -8408.5993 6 I 1.1511 3 I -.0091 6 i 64 I mi'n. -2·1678.98'54 2 '. l .7813. · 6 -:0277 I 2 65 l 3 max I -8408.5993 6 1.1511 3 -.0099 I 6 66 t min .,.2re1a.9a5'4, 2 . :1a13,_ a, --.02M 2 ; 67 I 4 I max -8408.5993 6 1.1511 3 -.0107 6 i 68 I ------+---+-=m,.,_,iri'-+_-..._21.,_,,6"""7.,,,_,8·:=98=5=4'-. +-=2,,,_.'·-f-·. ~-'---'.':"'-78=1,.,.,3c.._-+-=6·_, -1--·..,_,.0=2=95=· --'--"2'--1 1 69 :· 5 max. -8408.5993 6 1.1511 3 -.0115 I 6 I 70 min-. -21678.9854'. · __ · '2 .. .781-3. ·6, ·-.0304 2· i 71 ' BC07 1 max -6142.3292 6 I :.1.5631 3 -.0115 I 6 .72. ! mi'n... -'16752.9697 , .. 2· . · < ;·. ;4_:n26· · ·· -· 2 -.0304 2 , 73 ; 2 max -6142.3292 6 -1.5631 3 -.0095. 6 [ 74 I min, ''-16152.9697 " 2 4/7726 ,. ·z -:.0256 2 : 75 3 max -6j42.3292 6 -1.5631 .. 3 -.0074 6 l 76 min:: ," ,al6752.9697: !, ·:2·· ·' .:-4'.-7726 ', 2 · ..-.0209 .. 2 77 4 max -6142.3292 l 6 I -1.5631 3 -.0054 6 78 f .ri,ir,-. -16752.9697:.. : 2 · .. · .. -4.7726. I -2 -.0:17 4·. 79 5 max -6142.3292 .6 I -1.5631 I 3 -.0033 6 80 r min -16752]~69'7 . ' 2 .. :' ·: .,4.7726,.: .2. -.0139 · 4 • 81 ; BC08 1 max -3865.5403 6 .... 8342 6 1 -.0033 6 , 82 i -min · :..rnaa·Lo478: 1 .-·· .-314822· .. 4. .. . -.Ot39 4 .,,-. 83 l l 2 max -3865.5403 . 6 I -.8342 6 -.0025 I 6 I I 84 I t .min.. -1'088l·0478· l· .i -3:4822 4 ::..0104, '4- I 85 l 3 max -3865.5403 6 -.8342 6 i -.0017 6 l i 86 min ' . .,.10'88'1.0478-1 • , ·· · -3)r8~!"2 ·4: -;007 4 i 87 4 max I -3865.5403 I 6 I -.8342 I 6 -.0008 6 1 88 mini.·' ..-1oasH>41a~·-.. 1,. -3:4812.. 4'··. ·:: •. 0035 4 : 89 l 5 max -3865.5403 I 6 -.8342 I 6 O I 1 i 90. niin: .'. .:.10881·.0478 ·: . 1 -3-.4822'. 4'. 0 , 1 l 91 I M10 l 1 .max o 1 O I 1 O i 1 1 92 · .min: · · -.o: 1; · .. o: . 1: 1 1· · · ~----... -----+----::-~f---"-'-"-'-'--+-'-~~--t-'---'---t'----'-'"-'-'-----t--'-"--+----"-"' --+-..1......._J 1 93 2 max o 1 O 1 O 1 ! 94 · min· a: . , t' _ I.: · , ·-0 0 . 1'· -·o 1 l 95 3 max O 1 0 1 0 1 96 min t ·O .. 1.: , . ·' ·· ,o · ··.. : ·· f ., .o. 1 97 I 4 max O 1 O 1 O 1 98,1. 1 ... :mihii; .. o: 1.· ...... _ o-.. ·: .. -10 .:· ·o·:'·--1. 99f 5 max O 1 0 1 o 1 101 W1 1 max -1979.575 6 o 1 o 1 103 2 max -1979.575 6 O 1 o 1 105 3 max -1'979.575 6 I O 1 : O 1 107 4 max -1-979.575 6 O 1 O 1 109 5 max 1 -t979.575.. 6 O 1 0 I 1 113. 2 max : -252.5093 I 6 o 1 I O 1 RISA-2D Version 9.0.0 . [\\ServeF\server-~\dwgs99&.2ks\2010\2K10-40\JOIST"BET C-8 4.r2d] Page2 ·I ' I I Company : Prime Structura! Engineers • Designer : priine4 Job I\Jumber; 2K10-40 I JOl;ST 4 A PRIME JOB:t.ho--vo £ STRUCTURAL DATE: 3-tD .la/£Via:, ENGINEERS SHT: -z5;2--Checked By_: ,-.:;.::.. • • ; I .----..-=E~n .... ve_l_o,._p_e_M_e:-m...,b._e_r_S __ e_c_t_io __ n_F,_o_r_c_e~s ... (C=on_t_in_u_e_d_.}-i-'!----.----------------- Member Sec Axiatnb1 LC Shearllbl LC Moment[k-ftl LC ' 115 : l 3 max -252.5093 6 O 1 O 1 1 1 1-16 min -784:6528. ._: 2. ' 0 . ' 1 · o·. 1 1 117 4 max -252:5093 6 O 1 O 1 i 118 -min~· -.784\6528 . :' 2·. -.. Q,. 1 " : .o ·. 1 1 119 5 1 max -252.5093 6 L O 1 O 1 1 120. min :·: . .:ta4:652a:· .. 2· _. -, .o. · · t · ·· · o 1 ) 121 V1 1 max 939.9238 I 1 0 1 I O 1 r 122 -·-· min 46.67.9;, 6.... . .0 1 -1· o,· 1 I 123 i 2 max 939.9238 1 ! 0 1 l O 1 l 124· l min· ·46.S:79· -6 -·[. O-1 -·o-1- : 125 ! -------------~3--m-a,_,_x'--+-~9""'3-9.=92=38 1 O 1 0 1 l 126 I .mtn: 46.S:79. :.1· 6 0 ·1.. O 1- U27 l ·1 4 max 939.9238 1 I O 1 O 1 i 12a.1 mih. 46,679-· ,e --n , .·1-· · o 1 / 12~ ! 5 max 939 .9238 1 l O 1 o 1 130 min' .4it6.79 6 · ,·-o· ·r ·b · 1 131 I W3 1 max 5459.74'.53 2 O 1 o 1 ~1 2 max I 5459.74153 I 2 O 1 o 1 . 134 I mi'it · :t467.6j1-3 e o . :if ·-o:-1- ; 1351' 3 max 5459.74153 2 O 1 o 1 11-36 min 1467.6313. 6 -o' 1' b·-:. · 1 0 t37 ! ... ---_____ 4.,__ __ _,_,_m=a=x--1-_~54-59=·.:.-7 4!-',-":5=3---+1_2'-,-f,---~O,.____-l-_1,___ ___ o:..__--+-____,_1 --1 .~ min 1461:637-3 $, o· ,. 1, o 1 ml__ _ 5 max 5459.7453 2 I O 1 O 1 ~ 140 ! min 1467:tt~73. '6 ·:: .O' 1: ·. 0 1 f-'1,,...,_4..,__1 +-i ___ __,_W~4,.____--,.;--,-_,1_-+-m=ax0, ..... ,+--1~4~54-'-'._,_41-'--'. 1~1--+-___,,..6_1 _ __,.=o--,--~-i---_,1 ___ _,0=--------+--1-'----"'l t42 milt..:· -4512:99:tt a·· , 1· . · o t i .o. 1 143 2 max -1454.4111 6 I O 1 l O 1 145 3 max· -1454.4111 ! 6 O 1 O 1 i 146 min -4612.99!11' I.. ,3: . :o.-. .. .t ·o:. 1 ·· ; 147 ! 4 max -1454 41-11 6 O 1 O 1 I 148 min, ·.1: .-4Bt2;99}f 3. ·:o--. I · .. 1.-~->·. · · .. --0 1 149 5 max -1454.4111 6 O 1 O 1 150 min· . · .. ,4a,1-2:;99:1:t ·a: ... ,,a,··· . t --,-·o----1- 1-51 W5 1 max 4333.7857 3 O 1 o 1 153 ~ max : .4333.7857. 3 O 1 o ! 1 · 154' I · ·: -min, "1-,1:4a1,:.-s~54'· ---s<-·:, ·. · .. ,o-. ·.r .-I·, ·: · :: .o: .. _ t 155 ; 3 max 4333. 7857 3 1 0 1 I O 1 1 157 4 max 4333.7857 3 0 1 o 1 159 5 max . 4333.7857 3 0 1 O 1 I 163 l 2 max 282,0889 1 0 1 O 1 RISA-2D Version 9.o.o· l\\Server\server~d\dwgs99&2 1 ks~010\2K10~40\JOiST BE:T C-B 4.r2d] I I Page3 • Company Prime Structural Engineers Designer prime4 Job f\lumber 2K10-40 JOIST4 &. PRIME JOB:~o-Yo R'1 STRUCTURAL DATE: 3.; 0 ~ ENGINEERS SHT:,-""1£.3_ Checked By: __ ,.--Envelope Member Section Forces (Continued} _,M=e=m=be=.r __ ~__,,S=er.~-,-----,-~Axial[lb] LC Shear(lbl LC Momentrk-ftl LG_ · 171 i _.. W6 1 max -1449.55 6 l o I 1 o 1 112 I rnrn J :.3122'.31r7'J. 3: -. \.-" -.. -O> .. _.,__ t. o · .. 1 173 ! 2 max -1449.55 6 I O 1 0 1 174 min -3722:31r73'.. .3 .0 1 . :o: 1 175 I 3 max -1449.55 I 6 o 1 0 1 1176 mfn -3722i'31i73· I ·3· 0~ 1 -0· 1 ; 177 ! 4 max -1449.55 6 0 1 O 1 1 !" 178 min,· :.3722.3173 3. '0 ·j ,. o... 1 1791 5 max -1449.55 I 6 O 1 I O 1 180 min, -37-22:·s:t.73'· . : · 3 o ·1, ·.· , ,. --0. 1- 181 W7 1 max 3363.4.486 3 O 1 O 1 I 1 a2 min 1485:5321 ·6· .·0 1i o ' 1 1 183; 2 max 3363.4486 3 0 1 0 1 184 min . _· -1485.o3Q:1 f ·.·6' ' 0 ' f o: 1 185 3 max · 3363.4486 3 0 1 1 O 1 186 min . i 1485:5S:21 . 6 .. 0 t . '.Q-1 1187 i 4 max 3363.4486 3 I O 1 O 1 r1a8 1 . min 1485.5321 .. ,, . s ... · · ·o· ·1c. ·o-1 ; 189 ) 5 max 3363.4486 I 3 O 1 O 1 '190 min 1485;5321 •'• 6 . o· .rt, Q: 1 191 V3 1 max 357.2185 1 d 1 o 1 t92 min. -26.7306 6 .. .. ., : 0. 1, (J: ·-· 1 193 l 2 max 357.2185 1 o 1 o 1 • 1194 I min. .:26.7.306 '~6 ---'· O -,~t · o: · 1 I 195 l 3 max 357.2185 1 O 1 0 1 197 4 max 357.2185 l 1 O 1 0 1 199 5 max 357.2185 1 I 0 1 0 1 1200 min.. .-26.7·306... : . :6, :,1 • •. ";.Cf· ... · 1 -,. ·.b. 1 , 201. WB 1 max -1450.4437 6 0 1 i 0 1 i 202 min, 1· . -21'98:.5498-3~ ... .-· .. ,.:.o . 1 · .. ·o 1 : 203 2 max J -1450.4437 6 0 1 I O 1 l 204 . min· t .,.2198."5.498· 3; · .' . . o: .1 -·o: · 1 I 205 I 3 max I -1450.4437 6. o 1 I o 1 i 206· ·. min, 1 -27S8.5498. 3-· .-o _ ... '.1 ....... o · 1 207 4 max ! -1450.4437 6 0 1 0 1 2d8' min i -::219'8:549$,_-· · 3. ~. ,·,· .. Q _ ...... : 1 ,._. ·o 1 209 5 max ! -1450.4437 6 I O 1 O 1 211 W9 1 max 2405.589 3 O 1 O 1 ! 213 l 2 max I 2405.589 3 O I 1 O 1 I 214 I mini -L 1·014:'8179 , 2 .. .-, F:: , o . -. 1i ... 0' 1 215 l 3 max 2405.589 3 o 1 o 1 217 4 max 2405.589 3 o 1 o I 1 219 5 max 2405.589 3 0 1 o 1 221 V4 1 max 398.6021 I 1 o 1 o 1 • 224' __ :r . 1 · .. , mh'1c;<_\_:.Jso1s111?T :-:. -:-a=':--'·',/.,:: 1 ·,;/it:. , , :_'; .-', = .. · :r-.. :· ,::.;,,'.:. t~o=~~:. ·_ ·~-_· 1:: ... 1:·,: 225 i ! 3 max I 398.6021 1 0 1 0 I 1 ,,,.--..., i-=2:":2~6,+L---~--,....,,. :1,..._ ,..,..,.='---,--+ .. ,,,.,.: ;,e.;:mF."Tn~·?:-+.-.: ::,-,;<,.,...: ,-~: 5,:;:0:5=8'.~;t]c=c,7,:-c::;,_,_ ~-+: __ 7'"', :,::ca-:,..., .. -.-+:.,,...:=·::·"'.'": .,.,.., .. -=0..,.._-· ,...,,.··""'.'. ", ':'=:,~-t1-::,_"-1 .. r-,. ,.-_ ..,,.,t,='.·:~,...,,·:;o::,.:'·-_·.: -,---:+-_ -_ 1!.... . .,.,,.i 223 i 2 max . 398.6021 1 o i 1 o 1 227 I 4 max 398:6021 1 O 1 0 I 1 RISA-20 Version 9.0.'0 [\\Server\server~i:i\dwgs99&2.ks\2010\2K1.0-40\JOIST ffET C-8' 4.r2d] Page4 • Company Prime Structural Engineers Designer prime4 Job Number 2K10-40 JOtST 4 & PRIME JOB:tc{o-i.fu /Ir~ STRUCTURAL DATE:3>~ ~ ENGINEERS SHT: t>~ Checked By: -----, Envelope Member Section Forces (Continued) Member Sec Axialnbl LC Shearllbl LC Momentrk-ftl LC 228 min i ·· -50:'8f17. . 6-_ -O. . . .1, : . · · 0, "t 229 5 max 398.6021 1 0 1 0 1 2301 ·mtn L r'"50:814it 6 .. _., .0 1-, 0 · 1- : 231 ! W1 o 1 max -606.98 , 2 l 0 1 0 i 1 ;LJ 2~3!..!.2..J----!..L.!..'>!----J>--'----+-~ m'ih"'-. -+--:...1.,....:5=,c,,·a7~:-=ea-'c-,4-:-a-.-l 3: 0 '1. 0 1 . 233 ! 2 max -606.98 2 0 1 0 1 h234 ! min • . ~t567;EiMa· 3. o ·1 o 1 , 235 +'--~~---+-_.;~-----max -606.98 2 O 1 O 1 ! 236. ·mi'ri -1587.6848 . 3· O 1 o 1 ! 237 · 4 max -606.98 i 2 0 1 0 1 : 238 . min: . :.1'567,6848" . 3 · · . · o-1. · I :o. 1-· : 239 5 max -606.98 2 I · 0 1 O 1 l 240 I min· .:1567:6$48. . 3 'O 1 b 1 ; 241 W10R 1 max 874.4687 2 0 1 O 1 1242 min. .-2085:8335 3 0: . -1:--b.' 1 I 243 ! 2 max 87 4.4687 I 2 O 1 O 1 244 i min: . I . _:..2085:8335.. ,... 3 · o·. : ... 1~. . · , o 1 245 ! 3 max 874.4687 I 2 0 1 0 1 24s-1 . mrfr ~-• . .,.2oas·"a·a3'5-· · -3 ·. :o , · · _ t 'O 1 247 . 4 max 874.4687 2 O 1 O 1 248 miii I '-2085.8335: :-. 3:. -0 f . 0 1 [ 249 5 max r 874.4687 2 0 1 0 1 I 1 2s0 _min ,.2oas,a3~s-. · · _3l o .f -· ·-o 1 • i 251 I V5 1 max 280.9177 5 O 1 O 1 252 I . · miri -.145'.52~-9 , 6.: ' .. -0 -1, -. : . o·: 1 253 1 -2 max 280.9177 5 O 1 O 1 .----254 L · -min:·:. · 145·_52-19 ·. -. ::··s. -· ::. ··o• , · t o-. 1 255 I 3 max 280.9177 5 o 1 O 1 256 min . 1 .• 1'45·.52.19 . · ,:5: :. . o ·· t '.Q . 1 l 257 4 max 280.9177 5 O 1 O 1.- l 258 miFl . .. 145.'521'.9 · · -6 0 · · f · · O ·-· · ·.: 1 i 261 i W9R .1 max 2337.41:83 3 o 1 O 1 !.262 . min. ·--.-i34.1'99,. t>< . · __ o .. · 'f o · · 1 1 263 I 2 max 2337.41:83 3 / O 1 0 1 l 264 t 1·. min.. · : -1-.34:1:99 .. : ; __ ·-2> :I: . . o~ --.1: ., o.. . 1. 265 J 3 max 2337.4t83 3 i O 1 · 0 1 267 4 max 2337.41'R3 3 i O 1 0 1 268' . min:· . ~-734;1:99 · .-:2, ~:r:: '.' .· -0 · t:. ' .... : . :o, ---1 I 269 5 max 2337.41;83 3 0 1 ! 0 1 271 I W8R 1 max · 415.548 I 2 ' 0 i 1 ! O 1 273 2 l max · I 415;548 2 . O 1 ! O 1 275 3 max I 415.548 .. 2 O 1 o 1 I 277 l 4 niax I 41,5·.548 2 0 1 O 1 279 I 5 max · 4.15.548 2 o 1 o 1 • 281 V4R 1 max · 246:5822 2 o 1 o 1 2s21 · . ·_::HiirrL" -I~3"t9'1ff2:., :---~:·a .. s_:,.,;;~_:_,, ... o; --:_·::~'.:-X" /·.:,·' .::·' .. ;-o;:· · ... :· 1'-..,--.... ~2;,:,8~3+1---'------'-l--:....,2--'---+-m.ll.!l!.ax.!.4~2~4""5.l:/..,5~82~2:.c_~~2'"""'4=~.::i.o~~~..,;J1~~~..:..lo,!;...;_...=:..-J-c.~1lc.-l · 2a, · minii:· ,~ _ aa1s.11a2: . . ,: : __ lf"··:' :,,;.-. :, · o.: ·' , < i ::· .. t · ... ·, \ ) ·. ,:Q..--: • 1" -R1$A-2D Version 9.0.0 . [\\$erver\servei-~\dwgs99&2~s\2010\2K10:.4()\JOIST Bcf".C-B 4.r2d] Page5 • Company : Prime Structural Engineers Designer : prime4 Job Number: 2K10-40 . . JOIST 4 A. PRIME JOB: tlcla-tf o Ir£ STRUCTURAL DATE: ~-10 ~ ENGINEERS SHT: a~ . Checked By: -~-=E.:.:.n.:.;ve~f.:;oi=.pe=M~e;:..:m.:.::b:-:e_r-=S_e_c_tio_n ____ Fi_or_c:-:e ... s_f_C_o_n_tin_u_e_d..,} _________________ _ Member Sec Axiatrlbl LC Shearflbl LC Moment(k-ftl LC ~285 I 3 246.5822 2 0 1 0 I 1 ' max 1286. min. .33:S:182 --.. --6<;::·. ... 0, .. ,. ·,·. 1 " .. O .. . . 1 \287 i 4 max 246.5822 2 I 0 1 0 I 1 2881 rhiri: , · 33:-9',1'82:-· a~· ·O ,, f .,. 0 I 1 ·" I 289: ! 5 max 246.5822 2 0 1 ! 0 i 1 290: mrn-J .. '33:9'1'82:' ,, .·6 .· 0 1 0 1, ... 291 I W7R I 1 max t 3635.8761 2 0 1 0 1 I 2921 I min ·1t80i6?~4· 6. ',, ·a 1' .. -0 1 ,I. i 293 2 i max 3635.8761 2 0 I 1 0 ! 1 l /294 min· . 1780':6294-·_-.(,> ·-· , .. .-·O· 1: ·, 0 -1 i295 3. ! max ! 3635.8761 2 0 1 l 0 1 l_t96 -niin··f ··rt80JB294'· · ., :.5;· o· ·1' O· 1 i 297 ! 4 I max 3635.8761 2 0 1 0 1 298 I min_:-.i: . t180:629A .6. 0 1' ' 0 1 . '. i 299 i 5 I max I 3635.8761 2 0 1 ' 0 1 300 min:.! .1:180,6294 ·6 1· 0 1' 0 1 I 301 I W6R 1 max I -1775.8183 I 6 0 ' 1 0 I 1 I 1302 I min -4094:49$6· ·2 ,. :o .. t ·o: .· 1 .. ' .. •• l 303 ! 2 max I -1775:8183 6 0 1 ! 0 1 I 304 I min, .t -4094.4986;. '2/ :o __ ;a,_ :1 :, 1,--; 0 --1 .·' [305 I 3 max -1775.8183 6 0 1 0 1 I 306, t. min .. -4094:~4986: 2 O· : t ... a . 1 .. ' .. '. 307 4 max -1775.8183 6 0 l 1 0 1 • l 3d8 min. " -4094.4'98E5 :2 o:· ' -1, 0-1 1309 5 max -1775.8183 6 0 1 0 1 I 310 min -"-4094.4986 2 o,:-1: 0 ,1 ; 311 ! V3R 1 max 395.2274 1 l 0 1 0 1 i 1 312 ! min .,,,888~r: 6· !, . ·o .. f .o, f . ,· 1313 I 2 395.2274 1 I 0 1 0 1 I -max I l 314 min ,;;88'8'4 ;. ._· I 6 : ·1 ,o. " 1' O· 1- '315 3 max 395.2274 ! 1 I 0 1 0 1 316 min ,-;8884:' .j; 6-.'. L 0. ·!: ·1' 0 1 317 4 max 395.2274 l 1 I 0 1 0 1 l I 318 .,··.·· ,.,;.,8884,' :"! ... 6''-J-.• ,(j: "1 " . O· 1· mm··, ' " 319 5 I max 395.2274 1 I 0 1 0 1 320 min.-• · .;.aas4,. ,,.·:6 r '.· 0 ·t ,. o--·_· 1------, ' ,.,. ,. ; 321 W5R. 1 max 4693.7532 2 0 1 0 1 ' i i 322 min-·· ,.18011\754.,t ,'6. w,!" <r 1, 0 ... 1' '' ,:t,:. 0 . : 323 2 max . 4693.7532 2 i 0 1 0 1 1324 ··min1·it· 1·807.7541' ·_,·_ ·-a:·_-.,-_._ .. _. :o. .. .. .. " 1: <o· 1 i 325 3 max 4693.7532 2 1 0 1 ' 0 1 326 min-':1:8&7'. i:541 > , .. ·;a:_ .. i;.:. .. :·o,:_ .. t l· 0 -L. ,•. .. ,_ . " 327 4 max 4693.7532. 2 I 0 1 0 1 328, , .. . ''ii'1ih.::.1:· ·_ ,:18ot:75-4.t·. ,, , 5· .. _.. ··Q._;: . :,, -~:1~·: ,, ' '·•o· .. 1-:·. : ' .. ,, ,•: .... .. l 329 '5 I max 4693.7532 2 0 1 0 1 !330. ,, ; min:.:, :_,. ·1801:tMt: .J .. :er.·,, --·.,,0 >t:, __ , i:·-" '.:0'. : 1. -... " : . ... l 331 W4R ·1 i max -1765.2007 6 0 1. 0 1 1.332 ·mrn, l ,4941':.1"473. <2:. ,. : .. ·o " ' J, ',-''. -~ .:o 1 333 2 max J -1765.2007 . 6 0 1 0 1 33'.4 i rriih , _ ~-494(1:.,1iii7~ .. ,: .:" ;2:, !•' "O: : .,if .. .o. 1 .. .. , . .. 335 ! 3 max I -1765.2007 6 0 1 0 1 .336' : ·:: ·mini ._J· · · 49-.¢fif'4ta:· /_::z~, __ : '·~-. ,·: .·. ;O: .. 1 ~ .}, :.:r. 11,'· .o: '., ·" ' ... t· .. , I ~. • • 337 I 4 max -1765.2007 6 0 1 0 1 338 •. . ·,_; min> ~;\~941~'11473'' !j ;::::.:,2:/J:-:· .. ·' :,: o.·.·. ,·: .. :;,, :.'J·_::.:· ::, ,, :.0:' .. 1··" 1 . /.J.: 339 I .5 I max -1765.2007 6 0 1 0 1 '340·' J i -L :··;··,;;::rninrt 1 :'. :~"9~;[1'.4·'11:t.;: ,_:·,2,~:j "_\' ,,, 'C'' • ·:,c---' ·.··,:·.::;-,:'01.:· .. .. i, ... .. ,;, __ .. '.' 0: , . ,_::,_ -;;·" ,• '. ~ ,1,, ''t",,: 341 V2R I 1 I max 248.7632 1 a 1 0 1 RISA-2D VersiQn 9.0.0 [\\$eiver\server-d\dWgs99&2ks\2010\2K1040\JOIST BET C-B: 4.r2d] Page6 • Company -: Prime Structural Engineers Designer : prime4 . Job Number : 2K10-40 JOIST4 I A_ PRIME JOB:2?'~:Af]l Ir£, STRUCTURAL DATE: n--10 ~ ENCiINRF.R~ SHT: gb Cnecked""By: Envelope Member Section Forces (Continued} . ~ . . i 343 i I 2 max I 248.7632 I 1 o 1 o I 1 I ! 344 l n'iih : -33':9988'' . 6· .,. 0-· · . 1-0° .. 1 1 345. I l 3 ' max 248.7632 1 l d I 1 O 1 1346 l min _ .. .,3'.3:9988 ·. 6'. f .. : ___ .·o ... 1 1 o. 1 347 I i 4 max i 248.7632 1 0 \ 1 ! 0 ; 1 1 : 351 i W3R 1 l max 6000.4841 i 1 l 0 1 0 1 l.352·i I min· -: .. 2160.8722 6··._ .. .a:. 1· o 1 : 353 , l 2 ~Ll'J'\_J:IX 6000.4841 1 I O 1 0 1 l 354·1 -------r-· Tmin 1, '.21.60.812·2 s ,. .. o·. -1 --o 1 : 355 : I 3 l max I 60_00,48_41 -1 I o i 1 ' o 1 l 356 I I min , 21:60,872:2 . ·o -o, 1-O· · 1 · 357,i-ii -------+1-=4-+-'-m.µ,ae:!Cx,._,1------=60"'-;.o""'o""'.4,_,,,8~41..,.._+---1 _1.,__+---=-o __ +-....,1--+ __ _,,_o_,...._-t-_,_1-----; ! 358 l min . , 21'60i87~2 , ... 6 ' :o· 1i O -1 ! 361 ! V1R 1 max 1181.2998 I 2 o 1 a 1 f3a2 miri'. ·2s5J302 · ·r s·· ... --o ··· t o··. 1 363 l 2 max 1181.2998 . 2 O 1· O 1 ! 3641 min -265.802 6: 0 ·1: ... o-· 1 • ; 365 3 max 1181.2998 2 I o : 1-O 1 i ! 366 min 265:802 & .. o· _ -t O: 1 L 367 4 max 1181.2998 2 i O 1 O 1 ,,,---~ 368 I : t ·n1iri, >~-265~·802~ · r 6 -0. 1~ :Q 1 ~=-~-+1-----~-+-----"5'----J-.!.!..:""~;c.. __ -,.-!i-. -_ ~'-1d,,,,.:5...,.1.:a""2g,;,,_ -~~-~----,+I,-.: ,..o:;. ~,,_--,1/,---....,,_ g~--l--'~,,_, -J-. __ ------.cg~_-___ _;_,I -.. 1..!_1 --l : 371 : W2R 1 max -3233.2761 6 I 0 I 1 0 1 1 1 372. _ min-_.,.929·a;-sb38 ·· 2 •· _. ·o. .:1 1 o 1 , 373 I 2 I max -3233.2761 6 0 1 ! 0 1 i 1 37 4 . min, . -9298'.503&, · . 2 · . , . o . ::i · o t 375 I 3 I max -3233.2761 6 O ' 1 o 1 ; 376 min. . . -9298:5038 · 2 . .. ... ·o . 1. --J ·O· 'f ! 377 _______ -fi_....,.4_-+-'m"-'-a""'x"-+__,-3;-;=2=33""".2";,;7'""'6'--'-1-1---"'-6-+-----:=0 __ --;..: ---'-1--:-1 __ ....,,o'-----f.....-1,....._ 378 min , -929'8;5038 2 o i .· 1 .. __ · -0: 1 i 379. : I 5 max I -3233.2761 6 O 1 . O 1 3811 min ."'"9298:·soa8 .. 2-o. 1 o. 1 381 I M39 1 max 0 1 I 0 1 o 1 382 .. mln..·-r. 'O .. .f .,,,.-o· · .·-... 1-, -_· .. ·o·:. ·1-.- 383 I 2 max O . 1 O " 6 : , .0008 1_ 384 l -· :mint;if.: , :o. ~·-~ 1,:.-:, .. -:._,-18< :.,· :r..:., .. ,.-.· . o,,._ 6 385 3 _ max O l 1 O 6 .003 1 i--3----18-;"-6, -t--,-------,-+--, :..--, min' ,' 0' !· ~ .t.·:.=:.:. . .:.:-36·. ·1 _____ 0···. s· l 387 4 max o 1 o 6 .0068 1 389 5 max O 1 O 6 .012 1 391 TC01A l 1 max-10316.4364 4 532.4807 1 .012 1 393 2 I max · 1.0316.4364 4 499.0361 2 -.0181 ' 6 • .394 ,, , ·,· , .. ·: , .l.'.miri;_:·:t169.3r9l28;··::.t: ·.S'-.-./·::t:']'.!:l.8{53'f:. ···'( .6°,'.:: ,:··<::;,,;0755.,. ,_ "2·-- 395 3 I max 10316.4364 4 468.3694 , 2 -.0362 6 397 4 max 10316.4364 4 437.7028 2 -.0543 6 RISA~2D Version 9.0.0 {\\Server:\server-,d\dWg~99&2ks\2010\2K10-40\JOIST BET C-B 4.r2d] Page7 • Company : Prime Str1,Jctural Engineers Designer : primM Job l'lumber: 2K10-40 JOIST 4 A. PRIME JOB:'2/C!r)--MjJ A.: STRUCTURAL DATE: lHv El'~~ ENGINEERS SHT: "it=l--Checked By: ~-Envelope Member Section Forces (Continued} Member Sec Axialrlbl LC Shearllbl LC Momentrk-ftl LC : 399; 5 max l 10316.4364 4 407.0361 2 -.0724 6 i ' 400 I min 1:6"93:942g · ·: ·6 : _., ·· · . ,1:oa~&3J·--.. · · 6 .:.c302·-2 401 TC01B 1 max I 10851.1064 4 I -6.3286 3 -.0724 6 402 I min t898.3138.. s ·· ,' · -53·:8002· .. 2: .,;302 2 : 403 i i 2 l max 10851.1064 ' 4 ~39.7708 6 -.0525 ! 6 I 404 i l rnin 1898.3138. 6 -i145,8002 2'. -.2546 1 405 1 3 max l 10851.1064 4 I -39.7708 6 -.0326 6 i 4061 -min. ·189'lt3t38, a .. 242.711'5' 1 ,.,-:1·eo3· I 1 ! 407 I 4 max 10851.1064 4 -39.7708 I 6 -.0019 i 5 1 408· rriin t898:a1-a8··:.. 6~. · · ~350; 11fs f . ·L ·· -.0231 4 ; 409 1 5 max 10851.1064 1 4 -39.7708 6 i .1904 1 i-4!...!1-=o+----~----1r----·-min· 1'898:3'1'38 e .. -458.7115: · 1 .oon· a : 411 i TC02 1 max 10464.3297 4 364.4368 l 1 .1904 1 4.12 .min.: fa-1s'.1191 _-. e -.· ... r1089, 6 .. ;0012. ·-· a 413 l 2 max 10464.3297 4 184.4368 1 . i .0063 6 414 I· -·min, ·-1'8115,.7,J'.97 -.6. t:1'089 ' 6l I· ·.::0397 4 415 ! 3 max 10464.3297 i 4 12.9735 2 .0053 6 417 4 max 10464.3297 4 1.1089 6 I .0044 i 6 l 418 min· ·t8'75.7.197-6:-.-175:5632 t I .;0505· · ! 2 l 419 5 max 10464.3297 4 1.1089 6 .1756 l 1 420 min, 187:~H797 , 6·. · · ·. ~355.5632: 1i · .0035 I 6 421 I TC03 1 max 16019.8851 4 I 31'7.9757 I 1 .1756 I 1 422 I min: ! ,3737.7925 6 ,, ·n.302' ·6 .0035 I 6 • ,.....:=~=l;-1 --------,---t-~2--t--m=m=:..,_. __ -~_-... ~1;~f 3c...;-1J=;_7=8/='"";~J--+1,-.~:~-"""--t-.,_. .. ~2=· ~=~=:~~~~=;!-,--_-+:· ~~--.-;. ,---_ --. ...,,,~i=i~i2~2 __ I,---,~~ ~ 425 I .. 3 I max 1601'9.8851 l 4 I 101.9971 3 -.0078 6 426 I· min:, :3737.7925 61 -I : '1'1.302· ·6 .,, ·. ,..0376 2 427 I 4 I max 16019.8851 4 i 11.302 6 I -.0135 6 428 min:. 373TZ925 5· :·I.. -16.1-061 2 _: ! -:0616 4 429 I 5 I max .16019.8851 4 I 11.302 6 I -.0142 5 l 1430. I min: . 3737'.7925 .. 6· -11'4;0243 t -.0411 4 431 l TC04 ' 1 l max 16019.8851 4 168.0646 I 1 I -.0142 i 5 I l 432 min ,373-1:'l925 _·s· -::9.7022 ff -.041f 4 ' 433 2 i max 16019.8851 4 60.0646 1 I -.0143 6 434 _________ 1;-'_"""'m=-in~•-1' t.,---_3~-7'~·3·=7:~i9""'·2=5_. -~-6~· ·-1:r--'-· --=i9,=7=02=·2,_ .. _. -'-i-.. ~a"'--·-r-·--."-'. -:=-08=5=3'-· -+---"-1-1 435 3 ! max 16019.8851 4 -9.7022 6 -.0094 6 437 4 l max . 1 1:6019.8851 4 -9.7022 ! 6 -.0046 I 6 439 ! 5 max I 16019.8851 4 -9.7022 6 .0691 3 l 441 TC05 I 1 max 20340.4616 4 261.5617 i .0691 3 ! 442: min = ·.5605.461.9"'·,. :a.-··:·~··· ,'-t4A3249-:',:: ·. "!8 l • ~ ·:oooa-: a ! 443 2 max. 20340.4616 4 153.5617 1 -.0071 6 445 I 3 I max 20340.4616 I 4 51.8119 3 -.0145 6 447 4 max 20340.4616 4 14.8249 6 -.0219 6 ! 449 5 I max· I 20340.4616 4 14.8249 6 -.0114 5 451 I TC06 1 max. 20340.4616 4 186.7802 1 -.0114 5 ~ f-1=~=~·+t---'-----.:...-1--';~2~-+-· :....:· : ..... :inx=\i.:.+: r--'-':.'.:..,,2~~630'5~4=l=~i=·'~=~-'-· ·+-=!"""·----4:; ;"--,: ·_=-;:.'--".·:=::=la=0i=-;"--';'.;_'·· ·-"+. ;_. ··=-~"--;.:.....,. 11-"--'-'-'.',:=::g=· ~=~=~·-· _· '-+-!· --=:;,;...·-l' · 45:41 , mini,;.t' .. s6o5.46-f9.,::.·.a.:·:£.· --~:~t:s051-,.,·,,tr .· .. -.·":_-. .-,.,-09;:• .. 4_. l.§§.l------~~3~~~m=a~x~=2=03~4-0""".4~61~6"~!~4~---1~·1~.9~0~57_~~6-~~-·=-01..,...,7-=5 _ __,__6=---., RISA-20 Version 9.0.0 . [\\Server\server-~\dwgs99&2ks\2010\2K10~4()\JOIST BET C~B:4.r2d] Page8 • Company : Prime Structural Engineers Designer : prime4 Job Number : 2K10-40 JOIST 4 A PRIME 10B:Zbo~D R1 STRUCTURAL DATE: ~-Ii> ~ ENGINEERS sHT: f,<{ _ _ Checked By: --------='=.:.:.n~ve:.::l.;o~p_e_M ... e..;m_b_.e_r_S_e_c_ti_on,.___Fi_o_rc_e_s_.(_C_o_n_tin_u_.e_d_) _________________ _ Member Sec Axiatrlbl LC Shearllbl LC Momentrk-ftl ___ LC __ 456 min. . 5605A$,:t.g,_ : ·C6.· . I .:.jff,9883 4 '''/ -.1023 1 I 457 l 4 max 20340.4616 4 -11.9057 6 -.0115 I 6 . 458· • rriin:· :5805A619: 6:'. ·. :.131;2if98; · .. :·1::·' .. -:0607 1 .. •. ! 459 5 max 20340.4616 I 4 -11.9057" 6 .0375 l 3 ! i 460 min· i 5805.4'6j9 5;· -2;45-.21-98 t -·.0055 6 I .I .. 1461 ! TC07 1 max 23451.3949 4 236.6987 1 .0375 3 ; '.46.2-mih, 7476:3496·· .. -'6 . .. j5_-f35·1: :6 .. -,0055" __6_J --1463 2 max 23451.3949 4 128.6987 1 -.0131 6 ! 1464 ,min: -. ..7.476,3496'. . :·5 .. ··; .'. ·15;.f381i" ·. ·-6· -:··. -:C)565. 1 '465 i l 3 ' max 23451.3949 I 4 31.3103 I 3 -.0207 6 ' 466 ! i min, .7.476.34S6 "] 6 ',9.4881'. 2 ;,0938 1 467 ! 4 .max 23451.3949 4 15.1361 6 -.0283 i 6 l ' 468 min 7476.M96 6 .-.:87.30-.13 -1' · -:.,ff803; 4 !'469 5 max 2345.1.3949 4 15.1361 I 6 .0024 l 5 :470, min, 74:76.3496'._'.. --6 .-.t9'5. 3d13. 'f·· 1--.0358 6 .. : 471 TC08 l 1 max 23451.3949 4 . 203.3008 I 1 .0024 5 ! !472 l min.I. 14"76.3.4g6 i, 6 .. -35.6757: . e· ·-· ~:0358 6 .. : 473 I 2 max µ3451:3~49 4-97.0835 2' -.018 6 i474 'min ·I 7476,3496 .. 6, ... :.35:61-57' ... a:. -'----:0813 4 475 l 3 max 23451.3949 4 I 5.0835 2 -.0001 6 !476 min 7416:34'96 . -8 ". ;:-_ -,,;39.6871' 3\ -.1018 1 i477 I 4. t max I 23451.3949 4 -35.6757 6 .0177 6 478 mln 7476\3496: --e· '· -.1::,t6811· ·-'6' .::0--758' · 2 '• ., • 479_ i 5 max I 23451.3949 4 -35.6757 6 .0543 ) 3 i --( 480 . min ! . 7:476~3496 . f 3" -228/6992 :1 ·I .-.0093 ·2 481_ TC09A l 1 max 25246.4642 4 422.0646 3 .0543 i 3 I ; 482 min 91'80~0254 . l .6~ · 18'1::6806 2· -.0093 ! 2 i 483 2 max 25246.4642 4 385.1688 l 3 -.0119 I 6 I ---484 min.'-9:1180,0254 6 , _ _. :144.7848: . . 2 -.042 2 I 485 3 max 25246.4642 4 348.273 3 -.0593 6 1486 min. 91:8():.0254 · ~~ .. · .• · 107::889 .2 .. -.1002 3 ,, ·5 !487 4 max 25246.4642 4 311.3771 3 -.0853 2 488 mrn . · 91f80,0~5¥, 8, ·-· ::--,70.9931-. ' 'i -:1663 3· 489 5 max 25246.4642 4 I 274.4813 3 -.0958 2 ) 490 min .s:1:ao:02s4 ' -6 ,: I: . -·_ F34.09:Z3 ·. .2: -:2251 3 491 TC09B 1 max 24739.2849 4 -36.5841 2 -.0958 j-L 492 : :min-: '8737:38"48 -6-· . '' •'.: ~:t27.iit44 · ,6-.. ,-.2251 . 3 ,493 I 2 max 24739.2849 4 I -62.9382 2 i -.0809 2 /494 , .. ·nil rt , _; .87'3::Z:3848' 6 j;:, :,.f2-7 ::t1,44: :6· ·i ~.l94 3 . ' I , 495 i 3 max ! 24739.2849 4 -89.2924 2 -.0581 2 496 T -min· i: '873713848', C 5;:,a ; ,: .. .,.,;,1;43,3,1;9j-, "' r,:3-_.-·.· ' .. ,: .. '..1:55. s:· 497 4 max 24739.2849 --4 -115)3466 2 -.0274 2 i 498 ·:·· min .... 87-3:7~384ff . _ .. 6 ·,.,· .. .:.JS9:6132· . :: :'.3" _.: ;__1ifl8-f :3 : ~. '_· 1499 I 5 I max 24739.2849-4 -127.7144 6 .0111 2 5001-.. · ·. mln--.--,,--87r3:1: 3134g: : --. 5;; , -·: .:·1'96·:0274 -;'.-_ ,3. .~.0534·: . _. :3_' 501 TC10 1 max 247~Q.2849 4 1-25.3563 2 .0111 2 502· :min::-. ·8137'.3848-. '. ·6 _·_ ·.:: · .. tt807.6': .. ·_. ·,a • .'6 -,. ·.-/0"534. T ·s-· ... .. ' 503 2 max 24739.2849 4 81.3563 2 I -.0101 6 ·504 -min.: ; , 8131:3848:, . . . €3 . i:· .. :"f7':-807Ef : j :·-,.6--J . :·' ;_~0797 3 !~8~1--~ 3 max 24739.2849 I 4 37.3563 2 I -.019 6 :r'niri'<.:';_ '• ·'8!37.:3848-: _· .1:.:.:e. ,::-~"~ ... :,.1:;3.25JS'i -. '· .-'· 3· .. -,0841' .. 3 .. .. ' .. .. I 507 .4 max 24?39;2849 I 4 17;8076 6 -.0279 6-• sos·._ ir'nin :--'i· ._·&1~t1~s:4a·; • : ·::5;::::: ,,: · .. \.:511{251:st -,"i; ;\-a::.,_: -:07:8; ... ·:: 1 -.. , __ . __ ' 509 I 5 max 247-39.2849 4 17.8076 6 -.0269 3 5f0: ·, .. ' -• 1rifiri::.~,_. . : --)81~1-}l~.d-.Ct. _:;_':6/' ~' .. , ,;;;10:t:Z5:1'8:., .· :. · ::. ·3:;' ·,: ,· .· .,:'°:0636:· 2 '. _, ; ,. . ·. 511 TC-11 1 max. I 2-3841.57 4 4 92.6382 3 -.0269 3 512 .. ,. :,:·_miR'/ :. A~·52~te201: > i :,:. -a:"-J: /, /.:;;/f:3~4,6~5 ~ .. · f:·,,.13:.~-'. ··.: · · --:-~es·aa' · ·::,,2--_' .. . '. \ ~ ·. .. ·-.. RISA-20 Version-9.0:0 · ~\Server\server:.a\dwgs99~2ks\2.010\2K1040\JOIST set· c~B 4.r2d] Page9 Company Prime Structural. Engineers Designer prime4 · Job Number 2K10-40 • JOIST4 A. PRIME JOB:zk=-fo_-fo R1 STRUCTURAL DATE: 5--t 0 ~ ENGINEERS .SHT: $=1 Checked By: ..,. ,----, ~n.velope Member Section Forces (Continued) ----=M=em=b=er ___ ~Sec Axialflbl LC Shear[lb] LC Momenl(!s:.f.tl _ ___.!,,9_ l 513 I I 2 I max 23841.574 4 48.6382 3 -.0301 I 6 l 515 : 3 max 23841.574 4 4.6382 3 -.0233 l 6 ; 516 i min a·52{rs2'01: · I· a: :,.3tl54114 I 2 -.osrn 1 1 517 ! i 4 max 23841.574 4 I -13.4625 I 6 I -.0166 ' 6 ! 518 l I .min· 8529,620,1 6 I:· .74~54·1:4:_ .. , .2: -.0679 4 ; 519: : 5 max 23841.574 4 -13.4625 · 6 -.0025 2 i 520 l i .min 8529:6'2df J,.· .. -'11:8.5414 2 ·>.-:036-1, 3 i 521 l TC12 1 max 23841.574 4 128.0408 2 -.0025 1 2 i 522 I min 85291'6.201 . . 6-.. _ 20:4557-·6 : -.03Ef1 . . 3 ; 523 2 l max 23841.574 I 4 84.0408 I 2 -.0201 6 524 l l min. 8529':'6201 6 . -1:3':91H 3· .. -.0638 4 ! 525: 3 l max i 23841.574 i 4 I 40.0408 2 -.0303 6 1 1 526 1 ! min I'. 8529:620'1 1· 6, ' -30;0889: .. 3 .-..0865 . . 2 l 527 I 4 : max 23841.574 i 4 20.4557 6 -.024 3 I 528 niin j; 8529i'6201 1 ·· 6 ... ·.L· :.:74!0'889 .-3-.. .:.:0956' 2 , 529 5 ! max 23841.574 I 4 20.4557 6 .024 3 l 530 l min:c ··s529:62'()'1: , a: ... ..:.1l1K0889 .. ' : 3 -:0826. · ·2 : 531 TC13 I 1 max I 21236.9403 4 210.0718 1 .024 3 I 533 1 2 max I 21236.9403 4 113.5393 3 i -.045 6 i ! 535 1 3 . max 21236.9403 4 21.5393 3 -.0392 I 6 ! 1536 I , mih 7273.93:.'E4 6 '::31'.1285. . 2 .:'_.,.;1-434· 2 ei ;-' ~=-==~~~+i------_,! _ _,4--i-m'-'-'m=:~1-=2}=f-,""'73~~-9=-9:~1~=-;-+--,'-::--+J-.-_-. _""";~':-':1,.;;;·~~~2~aib.,-. __ -+ __ -_ .-=.~-,--;l-,---_ _,_ :,-,..=:~,,,,·,~c.=:=~---1-,-,~«---I -~-539 i I 5 max 21236.9403 4 I -11.6226 6 -.0056 5 ; 540 l I ,miff 7273'.931:4 :5.. ..;22'1'.9282. 1 .-.0337 · .4.. '541 ·: TC14 1 max 21236.9403 4 173.2992 1 -.0056 5 ; 542 min· 7-213:93:14'. /:· 6 ... -.---.1:2.SH .. 6 --.0337 4 ! 543 2 max 21236.9403 ' 4 I 65.2992 1 -.0213 6 : 544' min { . 7273.93.1!4 • 6 -f2.5.11. '. ·. 6 I -.0782 · 4. , 545 l 3 i max 21236.9403 4 I -12.511 .t 6 -.015 6 : 546 I ... min· t .. 7273i931·A, ,. ·_ .. 6, ..... -49.0618 : :4. T -,081.4 , . 1 547 1 · ! 4 max 21236.94.03 4 -12.511 6 -.0088 6 548 min 7213Jls.14· .a· · .;.1,50~1ooa: 1 ~io331' i 549 5 max 21236.9403 4 -12.51.1 6 .0693 1 550 mfr1-. ., 7tiaWall:f ··5. r.. : -258)7008· :-o. · . ~, . , .. -i002s 6 551 TC15 1 I max 16453.6406 4 270.4517 1 .0693 1 553 l 2 ! max 16453.6406 4 I 162.4517 1 -.0086 6 1 555 l 3 max I. 16453,6406 4 58.2977 4 -.0146 6 556 1 :-rnin :. ., 4990i376Ef .. : ... e: .. ·, ~r2:-1011: ·. · · · · -6· ... : .. -·. ,:.~o'9a2·" , 1 557 4 max 16453.6406 4 12.1011 6 -.0207 6 r 559 5 I. .max 1.6453.6406 4 12.1011 6 I -.0252 5 561 TC16 1. max 16453.6406 4 87.2149 1 -.0252 5 563 2 max 16453~6406 4 -9.9939 3 -.0158 6 565 3' 1 max 16453.6406 4 -2·1.8977 6 I -.0048 6 RISA-2D V~rsion ~.0.0 . [\\Server\server-d\(1wgs99&2ks\2010\2K10-40\JOIS'r Bl;T c-·s 4.r2dJ Page 10 • Company : Prime Structural Engineers Designer : prime4 Job Number: 2K10-40 JOIST4 A. PRIME 10B:Za.~-~ ~ STRUCTURAL DATE: p-tv EZ~~ ENGINEERS SHT:,~~~u- Checked By: .,,,,--.. Envelope Member Section Forces (Continued) ---,----=Me=m=b=er __ ~_,S=e=-c ~--~--..-,..A=xiaj(lbl LC Shearflbl LC Momenlfk-ftl LC i 570 i I min .. '499(1"3766 6 v -3M:785t . ':t .Ot.71. . r.s ! 571 I TC17 1 max 10201 .307 4 406.3527 1 .2179 1 i 572 i min 24£nt5708·. 6 ''.. ,_,16[03'64; . .. :6 .. 0171 . 6 , 573: 2 i max 10201.307 l 4 226.3527 1 .0037 6 i 574 I min 2488:5708 6. . .. 16.0364'. ., 6 -.0457 1 1 Lfil_ ________ -r-----'3~--t-~m-=.a=x~-1-I --::--'10:-=2'=01-=.3=0:-:::7---t----=4----=--r.----'5~2"',:.1',s2'='07':--,,--+:-i _,2;;---t-,---;--·=,0-=09=6'---+1---!<..6----J 1576 min· 2488.57.08, 6: ,:, . 1:6,€>36~'-6--:.1'593 I 1 J 577 --~~-----;'-~4---t--'m=a=x-'--j-~1""'02=-='0~1""".3""'07~+---,"-4--+--,-~1~6.'""'"03=6'--';4 __ --=6---1----=0=23,,__~i___,6<---i ! 578: min 248"8,51€)8 ·. e: ,,. ,., . .::..13·3;5473· 1 . . -.. 123 ·1 579 I 5 max I 10201.307 4 16.0364 6 .0664 3 580. ,. min __ . -2488'.·s108· ··:a ·.:,-~.\-3::1!°3.6'413 -.1 -:0364 .. .. s L581 TC18 1 I max l 10599.8445 4 241.7104 1 .0664 3 582 I min-. !: 2sfa:s·a55, .--6> _;;18Ja47 6 ,.:0364 6 ·- 583 1 I 2 1 max 10599.8445 4 133.7104 1 -.0167 I 3 584 ! min . . 261:6~88'55' .· . 1:r , ··::.:.:1$ .. -1.847· · .. · 6 . .:.:04:45 2 · 585 I I 3 i max 10599.8445 4 28.0722 3 -.0182 I 6 1-'5=8=6-+-------------1,---=----+1-=m=in'-'--, ·26-16'.8855 a .. '-1:fU847 6 -:Ol23 I 2 i 587 I 4 I max I· 10599.8445 4 -18.1847 6 -.0091 6 i ll--' s""'sc.,._s-+------------1-.. ---'~-t-=m=in. r 26.1'.6~8855 .. , ff, .::a2:5.:101 2 . -~0561 1 : 589 I 5 m9x 10599.8445 4 -18.1847 6 .012 1 1-"5=9;=..o+----------+---'"---l--'-'-'-min 261'6.8855 6 -·190:2$96'' · 1· · o· · 6 591 ! M60 1 max b 1 72 1 .012 i 1 592 I min -0' 1· . 0 . 6 '0 ·· · i ·6 • 1-'5=9=3+1 _______ ~2-+---'-m=a"""x~1---o~----t-,-,..,.1.,.---i--,-_~5'="'4 __ -:1--=-1 -;-: ~-·=0=06~8'---,---+~1_1 594 . min ,. : o · 1· , . " ·b · -6 O· -6 • 595 : 3 max O 1 36 1 ' .003 1 i ---1 596 l miri O · 1-O 6 0· ! 6 1 597 1 I 4 max O 1 18 1 .0008 I 1 l 598 l min 1, o-1 o · · : a--· , . · o ! 6 599 i 5 max O 1 O 1 O I 1 i 600 ! min ~ o · 1 · .· O 1 o 1 601 i V6 1 max 2852.7362 3 O 1 0 1 1602 ,_ .min-' · -53:1:3183':.. ,• 2• ...... ,· ,0",. t. -,o 1 I 603 I 2 · max I 2852. 7362 3 . 1 0 1 0 1 1 604 min ,.frJl.3783\ · · _., :·2:· · ' o ·· · · · 1. ·-.. · ,cf 1 : 605 3 max 2852.7362 3. O 1 O 1 i 606 min· -53l.3183 !• --2 • :· o: -1·-· . ·_Jl .. I 1 607 4 max 2852.7362 3 O 1 O 1 ! 609 5 max 2852.7362 a I o I 1 o 1 • RJSA-2O Version 9.0.0 ~\Server\server-d\dwg$99&2ks\2010\2K10-40\JOIST ~ET C-6 4.r2dJ · Page 11 • SJI STANDARD SPECIFICATIONS FORK-SERIES ('97 UBC) (ASD -ALLOWABLE STRESS DESIGN) Description: JOIST 4 A.PRIME Job: 2fio-<.;" STRUCTURAL oat~: s-tu ENGINEERS sr.t: 'ti ...----_ CHQRD PROPERTIES: TOP CHORD: LL 2.00X 2.00X 0.133 BOT CHORD: LL 1.50X 1.50X 0.125 Area Rxx Ryy Top Chord 1.029 in2 0.625 1.221 Bottom Chord 0.719 in2 0.465 1.032 CHORD DESIGN GRITERIA: Lx = Length corr. to Rx in plane of joist Ly = Length corr. to Ry of joist Lz = Length corr. to Rz of joist Filler= Axial Force, P = Panel Pt, M = Mid Panel, M = Max UR= UR Check= ALLOWABLE STRESSES: Rz 0.397 0.296 - = = = = = = = = Cc= ~[2·TT2·E/(Q•Fy)] = Chord Gap = 1.00 in Fy = 50 ksi E = 29000 ksi S.top $.bot 0.732 0.277 0.144 0.369 PANEL CHECK TC Interior TC Interior Panel Panel 40.00 in 24.00 in 40.00 In 24.00 in 20.00 in 24.00 in YES NO -10464 lb -24739Ib 2285 lb-in 'Olb-in 1404 lb.in 0lb-in 63.99 in 60.45 in OK OK 115 115 Fa =1UR s Cc: Fa= [1-(UR)2/(2·Cc2)]·Q·Fy/[5/3+3/8·(UR/Cc)-1/8·(UR/Cc)"] •• L/R >Cc: Fa= 12·rr2·E/[23·(UR)2] = 19730 psi 20207 psi 20207 psi MP Axial, Fa = = PP Axial, Fa = 0.6•Fy= Bending, Fb = 0.6·Fy = Tension, Ft= 0.6·Fy= PANEL POINT CHECK: Axial Stress, fa"' PIA= Axial Check = fa / Fa s 1.0 = fb.bot = MIS.bot= Bending Check = fb / Fb s 1.0 fa+fb= = Panel Pt Chk = (fa+fb)/(0.6·Fy) = (fa+fb)/(0.6·Fy) s 1.0 = MID-PANEL CHECK: Axial Stress, fa = P / A = fb.top = M / S.top = F'e = 12·rr2·E/[23·(URx)2] = Cm =1End Panel : 1-0.30·fa/[F'e] = Interior Panel;: 1-0.4·fa/[F'e]. = Mid Panel Chk = fa/Fa + Cm·fb/((1-fa/F'e)·Q·Fb] = Unity Check :s: 1.0 = 19730 psi 30000 psi 30000 psi -10173 psi OK -8248 psi OK 18421 psi 0.614 OK -10173 p~i -1919 psi 36466 0.888 0.607 OK 30000 psi 30000 psi -24051 psi OK 0 psi OK 24051 psi 0.802 OK -24051 psi 0 psi 101293 0.905 1.190 NG Q 0.865 TC End LPanel 24.00 in 24.00 in 24.00 in NO -10851 lb 0 lb-in 0 lb-in 60.45 in OK 115 20207 psi 18187 psi 27000 psi 27000 psi -10549 psi OK O psi OK 10549 psi 0.391 OK -10549psi 0psl 101293 0.969 0.580 OK TC End R Panel 24.00in 24.00 in 24.00 in NO -10600 lb 0 lb-in o lb-in 60.45 in OK 115 20207 psi 18187 psi 27000 psi 27000 psi -10305 psi OK o psi OK 10305 psi 0.382 OK -10305 psi Opsi 101293 0.969 0.567 OK "' BC Interior Panel 48.00 in 48.00 in 48.00 in NO 22616Ib 162.06 in OK 30000 psi 31466 psi 31466 psi 1.049 NG 31466 psi 1.049 NG 100215 • . .---... ··-. EXISTING JOIST CHECK -JOIST 4 MEMBER ID W1L W2L V1 W3L W4L V2 W5L W6L V3 W7L W8L V4 W9L Cl) 0:: W10L w cc :iE. V5 LlJ :iE W10R cc ~ W9R V4R W8R W7R V3R W6R W5R V2R W4R W3R V1R W2R NEWAXIAL LOAD(#) -8681 -785 940 5460 -4613 282 4334 -3722 357 3363 -2799 399 2406 -Hi68 281 874 2337 247 -2530 3637 395 -4094 4694 249 -4941 6000 1181 -9299 + = COMPRESSION -=TENSION Al.:.LOW T (LBS) -22781 -16965 -4452 -14537 -5629 -4452 -7763 -4452 -4452 -7763 -4452 -4452 -5629 -4452 -4452 -4452 -5629 -4452 -4452 -7763 -4452 -4452 -7763 -4452 -5629 -14537 -4452 -16965 .A.PR) ME Job: Zf<-tU-'.!D STRUCTURAL Date: 3--{;;, ENGINEERS s11t: 4,-z._ NEW STRESS ALLOW C (LBS) RATIO RESULT 10414 0.3811 OK 0 0.0463 OK 1079 0.8712 OK 7434 0:7345 OK 1668 0.8195 OK 1406 0.2006 OK 3319 1.3058 NO GOOD 835 0.8360 OK 1406 0.2539 OK 3319 1.0133 NO GOOD 835 0.6287 OK 1406 0.2838 OK 1668 1.4424 NO GOOD 835 0.3522 OK 1406 0.1999 OK 835 1.0467· NO GOOD 1668 1.4011 NO GOOD 1406 0.1757 OK 835 0.5683 OK 3319 1.0958 NO GOOD 1406 0.2809 OK 835 0.9196 OK 3319 1.4143 NO GOOD 1406 0.1-771 OK 1668 0.8778 OK 7434 0.8071 OK 1079 1.0945 NO GOOD 0 0.5481 OK • • ----- ~ ~D it i: t; ~ • . • . "' ~I 1,-• . ___ _s:.H· H ___ ,::1 S' .:) <'\ ~1} [i-'it t~ ~ s:,~ ;-1 .. cl::r= §§::: . . - --,r--_..,-;!~ ·-ll.-, ~:· ~ -!I. 3:. ,1,: .. uu ... ll·~· ___ ...J -· ; \I;.. ... t :t .. ~~ l. • ·' ... ; ... ~ ., ·' -· ... '.t ... PRIMEJob: -zi~»-<f-0 STRUCTURAL Date: ?-tv ENGINEERS sht: j} .-------,,.-. , ·--.... ~· "·---------). . fu. .• , -1.c7~ -1~ i1." o.c'1 \.N41.:t.C5.UMYSOMLY I flNUtl.itrt.CS.""ll'SOHI.V ···-·-··-··-·-····-···------- Prime Structural ~ngineers JOISTg: $" prime4 2K1Q..40 ------·-~ ... , ) w/ 1,.1\..)'\'\~ 0'1::-iU/ • --,. n, ~ l'U ~~ti,, z~-rn c:= 1"1'1:::;o ~Fm (.f) 0 c:.. ~ ~ g. • • (!) •• ~!ill ~ ! Feb 23~-2-01-0 at 9:46 PM -··--·--\ JOIST 5.r2d . l ---------____ ....J SJI STANDARD SPECIFICATIONS FORK-SERIES ('97 UBC) {ASD -ALLOWABLE STRESS DESIGN) • Description: JOIST 5 (ENVELOPE) ,....--._ A PRIME Job: *-to-\.l.t) STRUCTURAL Date: 3.-(v . ENGINEERS Sht: qs::: •- •• CHORD PROPERTIES: TOP CHORD: LL 2.00 X 2.00 X BOT CHORD: LL 1.50 X 1.50 X Area Rxx Top Chord 1.029 in2 0.625 Bottom Chord 0.719 in2 0.465 C_HORD DESIGN CRITERIA: 0.133 0.125 Ryy 1.221 1.032 Lx = Length corr. to Rx in plane of joist Ly= Length corr. to Ry of joist Lz = Length corr. to Rz of Joist Filler= Axial Force, P = Panel Pt, M= Mid Panel, M = Max UR=· UR Check= ALLOWABLE STRESSES: Rz 0.397 0.296 = = = = = = = = Chord Gap = 1.00 in Fy= 50 ksi E= 29000 ksi S.top S.bot 0.732 0.217 0.144 0.369 PANEL CHECK :re Interior TC Interior Panel Panel 40.00 in 24.00 in 40.00 in 24.00 in 20.00 in 24.00 in YES NO -10792 lb -262531b 2292 lb-in o lb-in 1404 lb-in 0·Ib-in 63.99 in 60.45 in OK OK Cc= "[2·rr2·E/(Q·Fy)].= 115 115 Fa =1 UR s Cc: Fa= {:l-(UR)2/(2·Cc2)]·Q·Fy/(5/3+3/8·{UR/Cc)-1-/8·(UR/Cc)•J UR> Cc: Fa= 12·rr2·E/[23·(UR)2] = 19730 psi 20207 psi MP Axial, Fa = = 19730 psi 20207 psi PP Axial, Fa= 0.6·Fy= 30000 psi 30000 psi Bending, Fb = 0.6,Fy= 30000 psi 30000 psi Tension, Ft= 0.6·Fy= PANEL POINT CHECK: Axial Stress, fa = PIA= -10492 psi -25522 psi Axial Check = fa/ Fa s 1.0 = OK OK fb.bot = M/ S.bot·= -8273 psi 0psi Bending Check = fb / Fb s 1.0 OK OK fa+ fb-= = 18765 psi 25522 psi Panel Pt Chk = (fa+fb)/(0,6·Fy) = 0.626 0.851 (fa+fb)/(M·Fy) s 1.0 = OK OK MID-PANEL CHECK: Axial Stress,. fa = P/A= -10492 psi -25522 psi fb.top = MIS.top= -1919 psi 0psi F'e=· 12•TT2•E/[23·(L/Rx)2] = 36466 101293 Cm= End Panel: 1-0.30·fa/fF'eJ = Interior Panel: 1-0.4-fa/[Pe] = 0.885 0.899 Mid Panel Chk = fa/Fa+ Cm·fb/[(1-fa/F'e)·Q·Fb] = 0.624 1.263 Unity Checks 1.0 = OK NG Q 0.865 TC End TC End BC Interior LPanel RPanel Panel 24.00 in 24.00 in 48.00 in 24.00 in 24.00 in 48.00 in 24.00 in 24.00 in 48.00 in NO NO NO -10792 lb -108371b 244601b o lb-in 0 lb-in 0 lb-in o lb-in 60.45 in 60.45 in 162.06 in OK OK OK 115 115 20207psi 20207 psi 18187 psi 18187 psi 27000 psi 27000 psi 27000 psi 27000 psi 30000 psi -10492 psi -10535 psi 34031 psi OK OK 0psi 0psi OK OK 10492 psi 10535 psi 34031 psi 0.389 0.390 1.134 OK OK NG -10492 psi -10535 psi 34031 psi o psi 0psi 101293 101293 0.969 0.969 0.577 0.579 1.134 OK OK NG 100215 • ,,.---..., • .---.. EXISTING JOIST CHECK -JOIST 4 MEMBER ID W1L W2L V1 W3L W4L V2 W5L W6L V3 W7L W8L V4 W9L Cl) 0:: W10L LU al ~ V5 LU :a: W10R al LU W9R :§; V4R W8R W7R V3R W6R W5R V2R W4R W3R V1R W2R NEWAXIAL LOAD(#) -9036· -828 950 5716 -4867 277 4592 -3976 351 3623 -3052 387 2670 -1778 385 715 2633 335 -2941 3874 376 -4314 4921 242 -5162 631~ 1178 -9684 + = COMPRESSION -=TENSION ALLOW T {LBS) -22781 -16965 -4452 -14537 -5629 -4452 -7763 -4452 -4452 -7763 -4452 -4452 -5629 -4452 -4452 -4452 -5629 -4452 -44{)2 -7763 -4452 -4452 -7763 -4452 -5629 -14537 -4452 -16965 .A.PRIME Job: 2~o-'/0 SIBUCTUAAL Oate: :r {v ENGINEERS Sht: 91c NEW STRESS ALLOW C (LBS) RATIO RESULT · 10414 0.3966 OK 0 0.0488 OK 1079 0.8804 OK 7434 0.7689 OK 1668 0.8646 OK 1406 0.1970 OK 3319 1.3835 NO GOOD 835 0.8931 OK 1406 0.2496 OK 3319 1.0916 NO GOOD 835 0.6855 OK 1406 0.2752 OK 1668 1.6007 NO GOOD 835 0.3994 OK 1406 0.2738 OK 835 0.8563 OK 1668 1.5785 NO GOOD 1406 0.2383 OK 835. 0.6606 OK 3319 1.1672 NO GOOD 1406 0.2674 OK 835 0.9690 OK 3319 1.4827 NO GOOD 1406 0.1721 OK 1668 0.9170 OK 7434 0.8492 OK 1079 1.0918 NO GOOD 0 0.5708 OK • Company : Prime Structural Engineers Designer : prime4 Job I\Jumber: 2K10-40 ~nvelope Member Section Forces 1 I 7 , I a 1 I 11 l I 17 I : 1 .... BC1 r' r, llVU ...... uu. ,k.~~I{{.) STRUCTUR,~L Date: ~,p .. . ENGINEERSsht "'''fr Feb 23, 2010 9:43 PM JOIST 3 Checked By: __ RfSA-2D Version s:o.o [\\Server\serv~r-g\i:lwgs99&2ks\2010\2K1040\JOIST s:r2dj Page 1 • Company : Prime Structural Engineers Designer : prime4 Job l'Jumber : 2K10-40 JOIST3 Envelope.Member Section Forces (Continued} i 59 5 rs"-"·oo-,..+-~---_-,,..-.. -,._-, -.. -. -_ 1-_-. ...,.,,._,"'--:·>- : 61 L't52·,: · ... . 63 ' 65 ! PEf ·, .. l 67 ! : 69 ! I 73 I r 14'-l ; 75_ i L 7 . .I.. . : 77: .,.-.., f. 82'.'./. 83 I BC6 •• _! ' ,, •• ' • ,r--,, 2 PR H·Ji E. Job: t.\ .. 10,:lo STRUCTURAL Date: 'J,..,o ENG\NEERS snt: .:l~ RISA-2D VersiQn 9.0.0 (\\Setver\se!"Ver-(J~ytg~9,$&2ks\2010\2K1·o-40\JblST 5.r2d] Feb 23, 2010 9:43 PM Checked By: 0 1 Page2 • ··-· Corl)pany · : P~ime Structural Engineers Designer : pnme4 Job Number : 2Kto:.40 JOIST3 ' . ' Envelope Member Section Forces (Continued) . H~!e.Ji-,. ------ V1 .•,,,t PR !!\ 11·-J'ot· 'Z~O-'-fO ·1l\!1l:::. · ...,,.___,._ STRUCTURAL Date: ~-t1L. ENG!ttEERS Sht: -.1C\_ Feb 23, 2010 9:43 PM Checked By:_ '·I27I i112a __ :_ I 4 •. ,:-,:--;,-,-. ,--~=-,,--;-;,.,.,,.,,~~-s,=,,.,-..,..:-c-l,.,....,.-c',--,-,+.,,,.,,..,.,"'"'""~,....,.,..~-,,-;~-'c--,-±-~-=~~~ ,, -.. 129 5 r t3o:.\ :· -·:,. :-.. ·-"i: _:-:- RISA-2D Version 9.0.0 (\\Server\server-d\~Wgs99&2ks\2010\2K10-40\JOIST 5.r2d] Page3 • ./- Company : Prime. Structural Engineers Designer : prime4 Job Number: 2K10~40 r , . . <...k-to-::ju ~ STRUCTUR,4L Date: 3-1~ ,.,..,,,, .... ,-,ENGINEERS Sht 100 JOIST3 Envelope Member Section Forces (Continued} RISA-2D Version 9.b.o ·· · [\\S~rver\server-d\dwgij~S&~ks\2010\2K10-40\JOIST 5.r2d] Feb 23, 2010 9:43 PM Checked By: Page4 • •~ Company : Pr_ime Structural: Engineers Designer : pnme4 Job Number: 2K10-40 . JOIST 3 Envelope Member Section Forces {Conti~ued) PR I ME Job: 1.kJo,,HfO STRUCTURAL Date: 1,-,o ENGINEERS Sht: .1.£L RISA-2D Version 9.C>:O -[\\$eiver\server--ti\9wgi9.9&2ks\2010\2K1040\JOIST 5. r2d] Feb 23, 2010 9:43 PM Checked By: Page5 • • •~ Company : Prime Structural Engineers Designer : prime4 PR i Mi::. Joo: l}dq, ~ro STRUCTURAL Date: ~-Iv EMGINEERSsht: to2- Job l'-Jumber : 2K10-40 Jo1sr 3 l:nvelope Member Section Forces (Continued) RISA-20 Version 9.0.0 [\\Server\serveH:i~dWg~99.&2ks\20.10\2K10-40\JOIST 5.ridJ · Feb 23, 2010 9:43 PM Checked By: Page6 • Company : Prime Structural Engineers Designer : prime4 Job Number: 2K10-40 . IA p RIME Job: ktlo_:tt0 STRUCTURAL oate:S:::f·-0 '/iS ENGINEERS Sht: . L03> JOlST 3 Envelope Member Section Forces(Continued) RISA-2D Version 9.0.0 . [\\Seiver\serv.er~d\dwgs99&2ks\2010~K10-40\JOIST 5.r2dJ Feb 23, 2010 9:43 PM Checked By: Page? ·~ -~ Company : Prime Structural Engineers Designer : prime4 Job Number : 2K10-40 . PR l \VI c J•)b: ~,-v STRUCTURAL Date: ~-4~T ENGINEERS Sht: ID-~ JOIST 3 Envelope Member Section. Forces (Continued) RISA-2D Version 9.0.d [\\Setver\server.~~\clw~s99&2ks\2010\2K10-40\JOIST' 5.r2dJ Feb 23, 2010 9:43 PM Checked By: Page8 • ·~ ~., Company : Prime Structural Engineers Designer : prime4 Job l'Jumber : 2K10-40 PRJMEJob: Q£:fo:1.ftJ -~ ~!RUCTURAL Date:~ ErlGJNEERS s11t: ..... ! 0~0 JOIST3 RISA-2D· Version 9.0.o· [\\Server\server.-d\9wgs99&2ks\2'010\2Kf0-40\JOfST 5.r2dJ Feb 23, 2010 9:43PM Checked By: -.012 3 I Page9 • •--. Company Prime Structural Engineers Designer prime4 Job l'Jumber 2K10-40 p R l 1\fi l= Joo: Zk:O.J.(O SrRUCTURAL Date: 3-!'1> ENGINEERSsht: to 6 JOIST3 Envelope Member Section Forces (Continued) . RiS.A.-2D Ver$iori 9.b:o [\\Server\server~~Xawg~99_&2ks\201.Q\2K10-40\JOIST 5.r2dj Feb 23, 2010 9:43 PM Checked By: Page 10- Company : Prime Structural Engineers • Designer : prime4 ·_Job Number; 2K10-40 JOIST3 .,,,.-... Jnvelope Member Section Forces (Continued) PRiMEJob: tro--~v STRUCTURAL Date: ~-n> EMGINEERSsht: 10-=r RISA-2D Version 9.0.0 [\\Servet\serveriJ\aw9s99.&2ks\2010\2K10-40\JOiST 5.r2dJ Feb 23, 2010 9:43 PM Checked By: Page 11 • ,-_ ,' •~ 11 .J .J It 'x ),( ~ Cia ·y_ >< \.I_ l.L ~~ :€\. N " u ~~ 1j -s} -t ~ "" --. (\'\ ~ " u > "-~ ~~ A._ PRIME IOB: 2K10-40 114f£ STRUCTURAL DATE: ~ -0 ~ ENGINEERS SHT: /~?; "tJ: ~ ~ l0 ,\ 'If B ~ -\- \t i ~ 1\ 11.:. ~ ~(\ l>l t(\ -\.-1 1\,- i (Y.) <;·\\ '1 ~ ')< -Oo ~ 1..1.-~ c--\ '~ ~~ ~ \) -~ N ~ ~ L.C ""cJ --=,, ..._ \r l-i.... 's ~ ~ ij 5 ~ ~ ~ ~ # ~ 0 ~ ii-\ I\ "2 c,.__- • •~ -~ A.PRIME Job: ?..\(..lo-t./u S1RIJCTURAL Date: l.=ID ·ENGINEERS Sht: 10'1_ SJI STANDARD SPECIFICATIONS FOR LH.SERIES & DLH-S~RIES {'97 UBC) (ASD • ALLOWABLE STRESS DESIGN) Description: GIRDER 1 CHORD PROPERTIES: TOP CHORD: LL 3.50X 3.50X 0.31'3 Chord Gap = 1.00 in BOT CHORD: LL 3.50X 3.50X 0.313 Fy= 50ksi E= 29000 ksi Area Rxx Ryy Rz s.top S.bot Top Chord 4.180 in• 1.082 1.842 0.690 4.945 1.952 Bottom Chord 4 .. 180 in2 1.082 1.842 0.690 1.952 4.945 Q 0.987 PANEL CHECK TC Interior TC Interior CHORD DESIGN CRITERIA: Panel Panel · Lx = Length corr. to Rx in plane of joist -48.00 in 96.00 in Ly= Fixed at36" per §103.3 = 36.00 in 36.00 in Lz = Length corr. to Rt of joist = 48.00 in 48.00 in Filler= = NO YES Axial Force, P = = -83139 lb -47766 lb Panel Pt, M= = 7362 in-lb 38818in-lb Mid Panel, M = = 7362 in-lb 38818 in-lb Kx = (for Fa see Table 103.3-1) =· 0.00 0.75 Ky= (for Fa see Table 103.3-1) = 0.00 1.00 Kz = (for Fa see Table 103.3-1) = 0.75 1.00 K = (for F'e see Table 103.3-1) = 0.75 0.75 Max KUR= = 52.18 69.57 KUR Check= = OK OK ALLOWABLE STRESSES: Cc= ~[2·rr2·E/(Q·Fy)]= 107.73 107.73 Fa =1KUR S Cc: Fa= [1·(KUR)2/(2·Cc2)]:Q·Fy/[5/3+3/8·(KUR/Cc)-1/8·(KUR/Cc)3] KUR> Cc: Fa= 12·TI2·E/[23·(KUR)"] = .2~740 psi 20820 psi MP Axial, Fa= 23740 psi 20820 psi PP Axial, Fa = 0.6·Fy = 30000 psi 30000 psi Bending, Fb = 0.6·Fy = 30000 psi 30000 psi Ten~ion, Ft= 0.6·Fy = PANEL POINT CHECK: Axial.Stress, fa= P/A-;;. -19891 psi -11428 psi Axial Check= fa / Fa s 1.0 OK OK fb.bot=. M / S.bot = -3772 psi -19891 psi Bending Check= fb / Fb·S 1.0 OK OK fa+fb= = 23664 psi 31319 psi Panel Pt Chk = (fa+fb)/(0,6•Fy) = 0.789 1.044 (fa+fb)/(M,Fy) s·1.o = OK OK MID-PANEL C.HECK: fa= P/A= -19891 psi -11428 psi fb.\op = M/ S;top = -1489 psi -7849 psi F'e= 12iT2·E/[23·(KlJRx)2) = 135017 psi 33754 psi Cm =1 End Panel : 1-0.3·fa/F'e -. Interior Panel : 1 ·0.4·fa/F'e = 0.941 0.865 - Mid-Panel Chk = fa/Fa+ Cm·fb/[(1-fa/F'e}-"Q·Fb] = 0.893 0.896 Unity Check~ 1.0 = OK OK TC End L Panel 30.00 in 36.00 in 30.00 in NO -35588 lb 5025 in-lb 5025 in-lb 0.00 0.00 1.00 1.00 43.48 OK 107.73 25036 psi 22532 psi 27000 psi 27000 psi -8515 psi OK -2575 psi OK 11089 psi 0.411 OK -8515 psi -1016 psi 194425 psi 0.987 0.417 OK TC End R Panel 18.00 in 36.00 in 18.00 in NO -52993 lb 29113 in-lb 38818 in-lb 0.00 0.00 1.00 1.00 26.09 OK 107.73 27272 psi 24545 psi 27000 psi 27000 psi -12679 psi ·oK -14918 psi OK 27597 psi 1.022 OK -12679 psi -7849 psi 540068 psi 0.993 - 0.816 OK BC Interior Panel 96.00 in 96.00 in 96.00 in NO 71274 lb 30000 psi 17052 psi OK 17052 psi 0.568 OK 17052 psi 0.568 OK 100215 • ----~ •~- EXISTING GIRDER CHECK -GIRDER 1 MEMBER ID W2 W3 W4 V1 W5 we V2 W7 W8 V3 W9 W10 V4 (J) a:: W11 w ca ~ W12 w ~ W13 co w W14 ~ NEW AXIAL LOAD(#) -29323 23783 -24285 924 24358 -11705 1249 11732. 1411 1416 1416 12829 1211 -12260 27412 9832 -43635 + = COMPRESS_ION -=TENSION ALLOW T (LBS) . 29075 37764- -25905 -7763 -43850 -14537 -7763 -23667 -23667 -7763 -14537 -29075 -7763 -29700 -43850 -23667 -43850 .A.PRIME Job: ~1-,\f/.{t;i ... ;.,~1$"'-~_IJ.._., 'STRUCTURAL Date: ~ro ENGINEERS Sht: //t) NEW STRESS ALLOW C (LBS) RATIO RESULT 22740 1.0085 NO GOOD 31516 0.7546 OK 18288 0.9375 OK 4367 0.2116 OK 34463 0.7068 OK 6794 0.8052 OK 4367 0.2860 OK 16322 0.7188 OK 16322 0.0864 OK 4367 0.3243 OK 6794 0.2084 OK 20538 0.6246 OK 4367 0.2773 OK 16192 0.4128 OK 34463 0.7954 OK 16322 0.6024 OK 31335 0.9951 OK • _.,,,-..., ·-- A PRI ME .rob: ;;).~l)'-i/lJ S1RUCTURAl oate: g~ / u ENGINEERS sht: ~/~!( __ SJI STANDARD SPECIFICATIONS FOR LH-SERIES & DLH-SERIES ('97 Ul;I.C & '07 CBC) (ASD -ALLOWABLE STRESS DESIGN) WEB MEMBERS Description: W2 Angle Properties: LL 2.00X Length = 51.63 in Fy = 36 ksi E = 29000 ksi As = 1.346 in2 x_bar = 1.065 in y_bar = 0.565 in Tension Capacity Calculations: 2.00X 0.176 lxx= 0.516 lyy= 2.042 lz= 0.105 Allow T = 0.6·Fy·As = 29.075 k Compression Capacity Calculations: KUR= = 65.45 Q = = 1.000 2007.CBC 4.71 ~(E/QFy) = Fe= Fer= AllowC= 1997 UBC (ASD) = 133.68 ·TT2·E/(KUr)2 = 66.81 ksi Q·[0.658"(Q·Fy/Fe)]·Fy = 28.73 ksi 0.6·Fcr·As = 23.204 k Kx= 0.75 Ky= 1.00 Kz= 1.00 <200 ... OK! Cc= ~[2·1T2·E/(Q·Fy)) = 126J 0 . Fa =1UR s Cc: Fa= [1;(UR)2/(2·Cc2)J·Q·Fy/[5/3+3/8·(UR/Cc)-1/8·(UR/Cc)3J UR> Cc: Fa= 12·1r2·E/[23·(UR)2} · = 16.89 ksi Allow P = Fa·As = 22.740 k Rx= 0.619 in Ry= 1.232 in Rz= 0.789 in .. F1!ier =· YES [AISC 360-05 Spec. E.7] [AISC 360-05 Spec. E. 7) [AISC 360-05 Spec. E. 7) • ---- • A PRIME Jon: lJs;,.f.o-t.,/U STR.UCTURAL Oate: t-liJ ENGINEERS Sht: //?,.-- SJI STANDARD SPECIFICATIONS FOR LH-SERIES & DLH-SERIES ('97.UBC & '07 CBC) (ASD -ALLOWABLE STRESS DESiGN) WEB MEMBERS Description: W3 Angl~ Properties: LL 2.00X Length = 42.02 in Fy = 36 ksi E = 29000 ksi As= 1.748 in2 x_bar = 1..085 in y_bar = 0.585 in Tension Capacity Calculations: 2.00X 0:232 lxx= 0.653 lyy= 2.712 lz = 0:134 Allow T = 0.6·Fy·As = 37. 764 k Compression Capacity Calculations: KUR= = 53.63 Q= 2007 CBC 4.71~(E/QFy) = Fe= Fer= AllowC = 1997 use (ASD} = 1.000 = 133.68 1'r2·E/(KUr)2 = 99.53 ksi Q·[0.658"(Q·Fy/Fe)J·Fy = 30.94 ksi 0.6·Fcr·As = 32.459 k Ce-= ~[2·TT2·E/(Q·Fy)] = 126.10 Kx= 0.75 Ky= 1.00 Kz= 1.00 < 200 ... OK! Fa =1UR :s Cc: Fa= [1-(UR)2l(2·Cc2)J·Q·Fy/[5/3+3/8·(UR/Cc)-1/8·(UR/Cc)3] UR> Cc: Fa= 12·rr2·~/[23·(UR)2] = 18~0.3 ksi Allow P = Fa·As = 31.516 k Rx= 0.611 in Ry= 1.246 in Rz = 0.784 in EilJer=-YES [AISC 360-05 Spec. E.7] [AISC 360-05 Spec. E.7] [AISC 360-05 Spec. E. 7] • •~ SJI STANDARD SPECIFICATIONS FOR LH-SERIES & DLH-SERIES ('97 UBC & '07 CBC) (ASD -ALLOWABLE STRESS DESIGN) WEB MEMBERS Description: W4 Angle Properties: LL 2.00X Length = 63 . .79 in Fy = 36 ksi E = 29000 ksi As= 1.199 in2 x_bar = 1.058 in y_bar = 0.558 in 2.00X 0.156 lxx= 0.464 lyy = 1.805 lz= 0.094 Kx= 0.75 Ky= 1.00 Kz = 1.00 PRIME Job: 2.~JtJ-\~;J SlRUCTURAL nate: ~-r o ENGINEERS Sht: I I':; Rx= 0.622 in Ry= 1.227 in Rz = 0.791 in Filler:; YES Tension Capacity Calculations: Allow T = . 0.6·Fy·As = 25.905 k .Compression Capacity Calculations: KUR= = 80.64 Q= = 0.997 2007 CBC . 4.71../{E/QFy) = Fe= Fer= AllowC= 1997 USC (ASD) = 133:90 · .TT2·E/(KUr)2 = 44;02 ksi Q·[0.658"(Q·Fy/Fe)]·Fy = 25.51 ksi 0.6·Fcr·As = 18.356 k < 2,00 ... OK! Cc= ~[2·TT2·E/{Q·Fy)] = 126.31 Fa =1UR ~-Cc: Fa= [1-(UR)2/{2·Cc2)}Q·Fy/[5/3+3/8·(UR/Cc)-1/8·{UR/Cc}3] UR> Cc: Fa= 12·rr2·E/[23·(UR)2] = 15.25 ksi All<>W P = Fa·As = 18:288 k [AISC 360-05 Spec. E.7] [AISC 360-05 Spec. E. 7] [AISC 360-05 Spec. E. 7] _J • ,,,-..., .• ~. A.PRIME Job: <£/4~-~fo, STRUCTURAL oate: 1-=tO ENGINEERS Sht: l t !,,f SJI STANDARD SPECIFICATIONS FOR LH-SERIES & DLH-SERIES ('97 UBC & '07 CBC) (ASD -ALLOWABLE STRESS DESIGN) WEB MEMBERS Description: V1 Angle Properties: L 1.50 X Length = 42.02 in Fy = 36 ksi E= 29000ksi 1.50X 0.1·25 As = 0.3!59 in2 x_bar = 0.421 in Ix = 0.078 Kx = o.oo Rx= 0.465 in y_bar = 0.421 in ly = 0.078 Ky = 0.00 Ry = 0.465 in lz = 0;032 l<z = 0. 75 Rz = 0.296 in Crimped 1st Primary Comp. Memberw/o moment-resistant ~elcJ,g,r9up;=·N0. ' Tension Capacity Calculations: Allow T = 0.6·Fy·As = 7.763 k Compression Capacity Calculations: 2007 CBC KUR= Q= 4.71~(E/QFy) = Fe= Fer= AllowC = 1997 use (ASD) . = 106.40 = 1.000 = 133.68 TT2·E/(KUr)2 = 25.28 ksi Q·[0.658"(Q·Fy/Fe)]·Fy = 19.84 ksi 0.6·Fcr·As = 4.277 k < 200 ... OK! Cc= ~[2·lT2·E/(Q·Fy)] = 126.1 0 . Fa=,UR s Cc: Fa':' [HUR)2/(2·Cc2)}Q;Fy/{5/3+3/8·{UR/Cc)-1/8·(UR/Cc)3] UR> Cc: Fa= 12·TT2·E/[23·(UR}2] = 12.t,5 ksi Allow P = Fa·As = 4.367 k [AISC 360-05 Spec. E. 7] [AISC 360-05 Spec. E.7] [AISC 360-05 Spec. E. 7] • •- SJI STANDARD SPECIFICATIONS FOR LH-SERIES & DLH-SERIES ('97 UBC & '07 CBC) (ASD -ALLOWABLE STRESS DESIGN) WEB MEMBERS Description: W5 Angle Properties: LL 2.50X Length = 63. 79 in Fy= 36 ksi E = 29000 ksi As = 2.030 in2 x_bar = 1.203 in y_bar = 0.703 in 2.50X lxx= 1.219 lyy = 4.158 lz= 0.247 Kx= 0.75 Ky= 1.00 Kz = 1.00 'I ' 1) H~ PRIME Job: <4/;:,ll ~TIJ SlRUCTURAl oate: ';,-I fJ ENGINEERS Sht: ll'5 Rx= 0.775 in Ry= 1.431 in Rz= 0.987 in ·Fmet= YES Tension Capacity Calculations: Allow T = 0.6·Fy·As = 43.850 k Compression Capacity Calculations: KUR= = 64.64 Q= = 1.000 2007 CBC 4.71~(E/QFy) = Fe= Fer= AllowC= = 133.68 TT2·E/(KUr}2 = 68.90 ksi Q·(0.658A(Q·Fy/Fe)]·Fy = 28.89 ksi 0.6·Fcr·As = 35.192 k 1997 UBC (ASD) Cc= ~[2·n2·E/(Q•Fy)] = 126.10 < 200 ... OK! Fa =IUR s Cc: Fa=· [1-(UR)2/(2·Cc2)J-Q·Fy/[5/3+3/8·(UR/Cc)-1/8·(UR/Cc)3] UR> Cc: Fa= 12·TT2·E/[23·(UR)2] = 16.98 ksi Allow P = Fa·As = 34.4~3 k [AISC 360-05 Spec. E.7) [AISC 360-05 Spec. E.7] [AISC 360-05 Spec. E. 7] • ,.,--.. SJI STANDARD SPECIFICATIONS FOR LH-SERIES & OLH-~ERIES ('97 USC & '07 CBC) (ASD-ALLOWABLE srRESS DESIGN) WEB MEMBERS Description: W6 Angle Propertie$: L 2.00X Length= 63:79 in Fy = 36 ksi E= 29000ksi As= 0.673 in2 x_bar = 0.565 in y_bar = 0.565 in 2.00X 0.176 Ix= 0.258 ly= 0.258 lz= 0.105 Kx= 0.00 Ky= 0.00 Kz= 0]5 PRIME Job: t,,lef./i)-qiJ SIBUCTURAL Date: ~~ defJ ENGINEERS Sht: -'-'-'II~"--- Rx= 0.619 in Ry= 0.619 in Rz= 0.394 in Crimped 1st Primary Comp. Memberw/o moment-resistantweld:group,= NO· Tension Capacity Calculations: Allow T = 0.6·Fy·As = 14.537 k Compression Capacity Calculations: KUR= = 121.31 < 200 ... OK! Q = = 1.000 2007 CBC 4.71 ~(E/QFy) = = 133.68 Fe= TT2·E/(KUr)2 = 19.45 ksi Fer= Q·[0.658"(Q·Fy/Fe)]·Fy = 16.59 ksi Allow C = 0.6·Fcr·As = 6.700 k 1997 use (ASD) Cc= ~[2·TI2·E/(Q·Fy)] = 126.10 Fa =1UR s Cc: Fa ='[1-(UR)2/(2·Cc2)]-Q·Fy/[5/3+3/8,(UR/Cc)-1/8·(UR/Cc)3J _ UR> Cc: Fa= 12·tr2·E/[23·(U8)2] = 10.09 ksi Allow P = Fa·As = 6.794 k [AISC 360-05 Spec. E.7] [AISC 360-05 Spec. E.7] [AISC 360-05 Spec. E. 7] • •~ A.PRIME JQb: 2.k10-'--i~ S1RUCTURA!. Oate: ;=,; .0 ENGINEERS Sht: // % SJI STANDARD.SPECIF.ICATIONS FOR LH-SERIES &DLH-SERIES ('97 UB.C & '07 CBC) (ASD -ALLOWABLE STRESS DESIGN) WEB.MEMBERS Description: W7 .A~gle Properties: LL 2.0QX Length = 63.79 in Fy = 36 ksi E = 29000 ksi As= 1.096 in2 x_bar = 1.053 in y_:bar = 0.553 in 2.00X 0.142 lxx= 0.426 lyy = 1.640 lz= 0.086 Kx= 0.75 Ky= 1.00 Kz = 1.00 Rx= 0.624 in Ry= 1.224 in Rz= 0.793 in . F·m_er: = YES ' Tension Capacity Calculations: Allow T = Q.6·Fy·As = 23.667 k Compression Capacity Calculations: KUR= = 80.46 Q = = 0.963 2007 CBC 4.71 ~(E/QFy) = Fe= Fer= AllowC = 1997 use (ASD). = 136.23 TT2·E/(KUr)2 = 44.2:t ksi Q·[0.658"(Q·Fy/Fe)]·Fy = 24.97 ksi 0.6·Fcr·As = 16.413 k Cc= ~[2·rr2·E/(Q·Fy)] = 128.5,1 < 200 ... OK! Fa =1UR !: Cc: Fa= _[1~(UR)2/(2;Cc2)]·0·Fy/[5/3+3/8,(UR/Cc)-1/8·(UR/Cc)3] UR > Cc : Fa = 12·TT2·E/[23·(UR)2] = 14.90 ksi Allow P = Fa·As = 16.322 k [AISC 360-05 Spec. E. 7) [AISC 360-05 Spec. E. 7] [AISC 360-05 Spec. E. 7] • • A.PRIME Job: ~~fi)J-t'iJ STRUCTURAL oate: #1;...; itJ ENGINEERS Sht: ' I ~ SJI STANDARD SPECIFICATIONS FOR LH-SERIES & DLH-SERIES ('97 UBC & '07 CBC) (ASD -ALLOWABLE STRESS DESIGN) WEBIVIEMBERS Description: W10 Angle Properties: LL 2.00X Length = s;3.79 in Fy = 36 ksi E = 29000 ksi As= 1.346 in2 x_bar = 1.065 In y_bar = 0.565 in Tension Capacity Calculations: 2.00X 0;176 !xx= 0.516 lyy= 2.042 lz = 0.105 Allow T = 0.6·Fy·As = 29:075 k Compression Capacity Calculations: KUR= = 80.87 Q = = 1.000 2007 CBC 4. 71..J(E/QFy) = Fe= Fer= AllowC= = 133.68 TT2·E/(KUr)2 = 43.76 ksi Q·[0:658"(Q·Fy/Fe)]·Fy = 25.51 ksi 0.6·Fcr·As = 20.606 k 191:17 UBC (ASD) . Cc= -,,l[2·TT2·E/{Q·Fy)] = 126.10 Kx= 0.75 Ky= 1.00 !Kz = 1,00 < 200 ... pKt Rx= 0.619in Ry= 1.232 in Rz= 0.789 in ... 'Fil.let= YES: [AISC 360-05 Spec. E.7] [AISC 360-05 Spec. E. 7] [AISC 360-05 Spec. E.7] Fa =1UR s Cc: Fa ='[1-(UR)2/{2·Cc2)]·Q·Fy/[5/3+3/8-(I/R/Cc)-1/8·(UR/Cc)3] UR> Cc: Fa= 12·rr2:E/[23·(UR)2] · = 15.26 ksi Allow P = Fa·As = 20:538 k • •~. A ,)I J""' .''\ PRIME Job: ~i L~ :f./v SlRUCTUIW. Date: m""ii 0 ENGINEERS Sht: l l 61 SJI STANDARD SPECIFICATIONS FOR LH-SERIES & DLH-SERIES ('97 uac & '07 CBC) (ASD -ALLOWABLE STRESS DESIGN) WEB MEMBERS Description: W11 Angle Properties: LL 1.50X Length= 63.79 in Fy= 36 ksi E = 29000 ksi As = 1.375 in2 x_bar = 0.966 in y_bar = 0.466 in 1.50X 0.250 !xx= 0.277 · lyy = 1;560 lz= 0.059 l<x = 0.75 Ky= 1.00 Kz = 1.00 Rx= 0.449 in Ry= 1.065 in Rz= 0.584 in Filler=·YES Tension Capacity Calc~lations: Allow T = 0.6·Fy·As = 29.700 k Compression Capacity Calculations: KUR= = 109.23 < 200 ... OK! Q = = 1.000 2007CBC 4.71~(E/QFy) = = 133~68 Fe = TT2·E/(KUr)2 = 23.99 ksi Fer= Q·[0.658"(Q·Fy/Fe)]·Fy = 19.21 ksi Allow C = 0.6·Fcr·As = 15.849 k 1997 USC (ASD) Cc= ..J[2·TT2·E/{Q·Fy)] = 126.10 Fa =1UR S·Cc: Fa= [1-(UR)2/(2·Cc2)]·Q·Fy/[5/3+3/8·(UR/Cc)-1/8·(UR/Cc)3] UR> Cc: Fa= 12·Tt2·E/[23·(UR)2] = 11.78 ksi Allow P= Fa·As = 16.1~2 k [AISC 360-05 Spec. E.7] [AISC 360-05 Spec. E. 7J [AISC 360-05 Spec. E.7] • ,,,-..., • ___., A PRIME Job: ~o·· .. '-17;; STRUCTURAL oate: }% ... , D ENGINEERS Sht: l ;?..~ SJI ST AN DARO SPECIFICATIONS FOR LH-SERlES & DLH-SERIES ('97 U.BC & '07 CBC) (ASD • ALLOWABLE STRESS DESIGN) WEB MEMBERS Description: W14 Angle Properties: LL 2.50X Length = 78.24 in Fy= 36 ksi E = 29000 ksi As = 2.030 in2 x_bar = 1.203 in y_bar = 0.703 in 2.50X 0.2·12 lxx = 1.219 lyy= 4.158 lz= 0.247 Kx= 0.75 Ky= 1.00 Kz = 1.00 Rx= 0.775in Ry= 1.431 in Rz= 0.987 in Filler ;;· YE;S . Tension Capacity Calculations: Allow T = 0.6·Fy·As = 43.850 k Compression Capacity Calculations: KUR= = 79.28 < 200 ... OK! Q= = 1.000 2007 CBC 4.71"(E/QFy) = = 133,68 Fe = lT2·E/(KUr)2 = 45.54 ksi Fer= Q·[0.658"(Q·Fy/Fe)]·Fy = 25.86 ksi Allow C = 0~6·Fcr·As = 31.497 k 1997 UBC (ASD) Cc= ./[2·TT2·E/(Q·Fy)] = 126.10 Fa =1UR s Cc: Fa =·[1-{UR)2/(2·Cc2)fQ·Fy/(5/3+3/8·(UR/Qc)-1/8·(UR/Cc)3] UR> Cc: Fa= 12·Tr2·E/[23·(UR)2J = 15.44 ksi Allow P = Fa·As = 31.335 k [AISC 360-05 Spec. E. 7] [AISC 360-05 Spec. E. 7] [AISC 360-05 Spec. E.7} ' ~ lMck:1.Ci 11D+L ~tofl-1,;1,D•\. ~IW,,lfQICN.~ ' -----~---·--·· . . . ...... . -..,,... I ~-t l4'11t,,\ -. ··-·-r· __ .,_ .. . )~"'::'.-~ ' 191'~; PS >~ IP~ ,~--IIC4 ~ ftC5 ~ fCf "">fl1 .,....-ICZ_ ·m~ iN~-· 77 r4i.1 7'fu ~., 1 1 ,.., li .. ~ _.,.,,..,, .73111.2 ). ~ ~~,:j s~t:o !Z c-::i >-I t>::l t-3 !:,I .t>::t~i:::-. ~e:=;t.rj CJ) ~ ..... r:::c! .... 0 ~ .... i:,;, f-~, Prime Structural Engineers GIRDER 1 i Feb 24, 2010 at2:39 AM -·--= j prime4 2K10-40 GIRDER 1.r2d • .r-- •~- Company Prime Structural Engineers Designer prime4 Job f\Jumber 2K10-40 Basic Load Cases GIRDER 1 &_ PRIME JOB: 2K10-40 ~ STRUCTURAL DA'li: 3:10 .a'"£~ ENGINEERS SHT: / Z.."L- Feb 24, 2010 11:01 PM Checked By: Point Distributed ,--7 ... ~::: 1 5 UNIT Joint Boundarv Conditions Envelope Joint Reactions, -----~J_o=in=t----r-----.--~~X, Ob] LC Y [lb] LC MomenUlb.::in] LC N13 max O I 5 25591.545 I 1 I O 1 l l 1 j I t: 2 I 3 l I N2 A I 5 I I '6, l Joint Loads and Enforced DisplacementsiBLC 1 : DEAD LOAD) ------=Jo=in=t_L=a!lg,I L,D.M Direction Ml¾Jnitude[(lb.lb-in). (in,radk(lb*s"2/in,lb*in"2) i ·-~-.. ,1 :-· .·· .. ,: -:~~, , .: ... · · _: . ..',,,; · .•. :: ; 1-· ... >\~~,,;:~;JE~: ;t;:;·;J. ~::·~,,;;::~-:~~,;~;-.':L·~1'~'#1tj/::-:~;;:.~g;:;:::'~1r,i:· \':,~~:3.~~t~~~;~,,:,,J~ :t:i:;-::~i\;;:7:: ':::_ Joint Loads ahd Enforced Displa.gem,nt§ fBLC 2 : LIVE LOADJ I I. RISA:.20 Version 9.()]0 (\\$erver\s~rver-d\dwgs~.9&2ks\2010\2K10-40\GIRDER 1.r2dJ Page 1 • • ·~ \ Company Prime Structural Engineers Designer prime4 Job Number 2K10--40 GIRDER 1 Joint Loads and Enforced Displacements fSLC 3 : WfND> &_ PRIME JOB: 2K10-40 £ STRUCTURAL DATB: 2-10 ..EJ'£~ ENGINEERS SHT: I:?.') . Feb 24, 2010 11:01 PM Checked By: : 1 : LZ-J Joint Label . LJ);M Di ction -~U::•"','"'':>·· .. ,.j .: ' ·. '.U~ :,;_;_-~·,d·,· .. :.~:c:;~o;: ,'.:t.·' ·!,' .. ""';f ~~-::-:--,-,,,-..,-~~~--~---1 Joint Loads and Enforced Displacements (BLC 4 : SEISMIC) _____ -.Joint Lab_ I ; 1 i 1 ·M L Direcli.9=n __ ~M=agnitude[{lb.lb-in). (in,LaQ~~Wn, lb*in"2)L 27400 i Joint Loads and Enforced D,.splacements fBLC 5 : UNID .---,----~Jolo.LLabel : 1 ; N5 I 2 i .Nil I. Envelope Member Section Forces RISA-20 Version 9.0'.0 [\\$erver\server-d,\dwQ~9~&2ks\201d'2.K10~40\GIRDER 1.r2df Page2 • • Company : Prime Structural Engineers Designer : prime4 Job 1'1u!'l'lber: gK10-40 GIRDER 1 Envelope Member §ection forces /Continued) A_ PRIME JOB: 2K10-40 _&__ STRUCTURAL DATE: 3-J'o 1:1£~ ENGINEERS SHT: 1-z-1.-/ Feb 24, 2010 11:01 PM Checked By: · RISA-20 Version 9.0.0 [\\Server\server-d\~wgs99&2k~\2of0\2K10-40\GIRDER 1.~dj Page3 • Company Prime Structural Engineers Designer prime4 Job Number 21(10-40 GIRDER1 Envelope Member Section Forces (Continued) A._ PRIME JOB: 2K10-40 R°1 STRUCTURAL DATE: 3-10 ~ ENGINEERS SHT: \z,s;- Feb 24, 2010 1-1:01 PM Checked By: 115 I i 3 I max 47104.055 4 I O 5 I 0 l 5 , M 6 . . ~ -mrfr. • . i . ::--),;o;_:_,: ,,. , · .. ,, -:-:·i5:<~: ~:·; ,: :';2~iM~s&1>::,,: : :: .::f .. -.,::--; .-./f94M::o4tt·:· c: l 1. :· . 11171 I 4 ! max 47104.055 · 4 · 0 · 5 ' 0 ! 5 i 121 [ TC13 I 1 1 max O . ! 1 0 1 0 1 I , 123 ! 1 2 I max 0 1 0 I 1 0 i 1 ~ 1-24 : · i : .: · r .:min'. .. ·:-.~-=-.''.'·:,; "(5:·::::y~ ·:: ;~j1,, ,·,, ;; ~-' L.>,:;,tt>/.::'·i,:?-=' ;f'·'+ ':f\::\.,·:·. ,,,:o:-.:. ·,:. : -~ ;-:·:::1:· ,,-_ ! 125 ! 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A_ PRIME JOB: 2K10-40 A STRUCTURAL DATE: ~/i) £Z£VJa, ENGINEERS SHT:, __ l't""'-~ _ Feb 24, 2010 11:01 PM Checked By: RISA-2D Version 9,(),0 [\\~ervec\seiver-~\~gsS9~2~s\2010'2}<1CMQ\G!RDER 1.~d}. PageS • •- •~- Company Prime Structural Engineers Designer . prime4 Job Number 2K10-40 GIRDER 1 Envelope Member Section Forces (Continued) A PRIME JOB: 2K10-40 STRUCTURAL DATE: 2-i o ENGINEERS SHT: fa.=!-- Feb 24, 2010 11:01 PM Checked By: RISA-2D Version 9.0.0 [\\$erver\serv~r-d\c(wgsij,.9.&2ks\2010'2K10-40\GIRDER 1 .i:zdf Page6 • Company Prime Structural Engineers Designer prime4 Job Number 2K10-40 GIRDER 1 Envelope Member Section Forces fy9D((llil(@dl Jt_ PRIME JOB: 2K10-40 /'rii.) STRUCTURAL DATE: 3-Li) ~ENGINEERSSHT· \z.g Feb 24, 2010 11:01-PM Checked By: RISA-2D Version s:o.o [\\Server\server:.d~~Q~99&2k.s\201'0\2K10-40\GiRDER 1.r2d] Page7 •• • Company Prime Structural Engineers Designer prime4 Job Number 2K10-40 GIRDER 1 Envelope Memb·er Section Forces1Continued) A PRIME JOB: 2K10-40 STRUCTUllli, DATR: 3-!D 'JS ENGINEERS SHT: J-Z-4 Feb 24, 2010 · 11:01 PM Checked By: Member Sec Axial[)!!l LC Sh~l LC Mom.ent[lb-in) _LC_ t 327 I 4 l max . O ! 5 4.496 1 o l 5 1 l..3.2Jit · . · , . 'mire · :. :. ;.;;v.1:2.tA;o3-9L~t;; !!.i'l_:·'.i.::Q~.:···-, :,:·:-:: ::~,;,s·1::~,: "':: ·.i.5_QJ.'.5,:4d9'·1: ··. -··1 · · t 329 ; 5 max I . 0 I 5 4.496 1 0 5 · ! j3Q. i . ; . --,r'riih'.: .... ' _:'.,;t);g7~n~9-, .. ·;:: .. '.,f\."'':·: .. __ ,:_'i:O.,:}.,u .. :,~ i:.;5;·., .";· ;:;;&F2313.1'5',., :\I-A:-.:, ! 331 ; BC5 1 max I . 0 l 5. 8.495 2 O 5 I 332 ! .. · _ .. · _;~:.. . " ~: · .· _ :. ·" .·. : ..... · :: ·:· :",'.friih~. ·.: i ::i ~tb22tt1ac(~ '·l<j·!i;;::,;1? ,:/:riif,-;,)atM9~ ;::;,-~(~_':;·3-,;, ·: ·.--. :;.'c&112:s~a:1;5~;,:y :: : ,,t .. :_: ~ RISA-20Version 9;0.0 ~\Server\server-d\gWQS~9&2ks\20·10\2K1'0-40\GIRDER 1.r2d] Page8 • _,.....,_ • ,, ----~ l-a -:--~ ,QL w .Q ~ ~ A._ PRIME JOB: 2K10-40 Ir£ STRUCTURAL DATE: ,3-to J!/l2;r, ENGINEERS SHT: / 3D • • ·~ r ' A.PRIME Job: <~b-,~ STRUCTURAL Oate: '?-ti.) ENGINEERS Sht: _~_3!.____ SJ! STANDARD SPECIFl~ATIONS FOR LH-SERIES & DLH-SERIES ('97 UBC) (ASD -ALLOWABLE STRESS DESIGN} DescrTption: GIRDER2 CHORD PROPERTIES: TOP·CHORD: LL 3.00X 3.00X 0.313 Chord Gap = 1.00 in BOT CHORD: LL 3.QOX 3.00X 0.250 Fy= 50 ksi E = 29000 ksi A(ea Rxx Ryy Rz S.top S.bot Top Chord 3.5~5 in2 0.922 1.647 0.589 3.491 1.414 Bottom Chord 2.87,5 in2 0.930 1.633 0.592 1.153 · 2.954 Q 1.000 EANELCHECK CHORD DESIGN CRITERIA: Lx = Length corr. to Rx in plane of joist Ly= F[xed at 36" per §103.3 Lz = Length corr. to Rz of joist Filler= Axial Force, P = Panel Pt. M= Mid Panel, M = Kx = (for Fa see Table 103.3-1) Ky= (for Fa see Table 103.3-1) Kz = (for Fa see Table 103.3-1) K = (for F'e see Table 103.3-1) Max KUR= KUR Check= ALLOWABLE STRESSES: Cc= = = = = = = = = = = = = = ./[2·1T2·E/(Q·Fy)] = . TC Interior TC Interior Panel Panel 48.00 in 34.00 in 36.00 in 36.00 in 48.00 in 34.00 in NO NO -78541 lb -41735 lb 6882 in-lb 2153 in-lb 5060 in-lb 1291 in-lb 0.00 0.00 O;OO 0.00 0.75 0.75 0.75 0.75 61.10 43.28 OK OK 107.00 107.00 Fa =1KUR S Cc: Fa= [1-(KLJR)Z/(2·Cc2)]-Q·Fy/{5/3+3/8·(KLJR/Cc)-1/8·(KUR/Cc}3] KUR > Cc : Fa = 12·1T2·E/[23·(KLJR)2] = 22528 psi 25363 psi MP Axial, Fa= 22528psi 25363 psi PP Axial, Fa = 0.6-Fy= 30000 psi 30000 psi Bending, Fb = 0.6·Fy= 30000 psi 30000 psi Tension, Ft= 0.6·Fy= PANEL POINT CHECK: Axial Stress, fa = PIA= -22095 psi -11741 psi Axial Check = fa / Fa s 1.0 = OK OK fb.bot= M / S.bot= -4866 psi -1522 psi Bending Check = fb / Fb s 1. o OK OK fa+fb= = 26961 psi 13263 psi Panel Pt Chk = {fa+fb)/(0:6· Fy) = 0.899 0.442 (fa+fb)/(0.6-Fy) s 1.0 = OK OK MID-PANEL CHECK: fa= PIA= -22095 psi -11741 psi fb.top = MIS.top= ·1450 psi -370 psi F'e= 12TT2·E/[23·(KURx)"J= 97884 psi 195090 psi Cm =,End Panel: 1-0.3·fa/F'e -- Interior Panel : 1-0.4·faiF'e = 6.910 0.976 • Mid-Panel Chk = fa/Fa·+ Cm·fb/[{1-fa/F'e)-Q·Fb] = 1,03.8 0.476 µ!'lity Cl:leck s 1.0 = OK OK TC End LPanel 42.00 in 36.00 in 42.00 in NO -41713 lb 2432 in-lb 1216 in-lb 0.00 0.00 1.00 1.00 71.29 OK 107.00 20698 psi 18628 psi 27000 psi 27000 psi -11735 psi OK -1719 psi OK 13454 psi 0.498 OK -11735 psi -348psi 71915 psi 0.951 0.645 OK TC End BC Interior RPanel Panel 44.00 in 96.00 in 36.00 in 96.00 in 44.00 in 96.00 in NO NO -41735 lb 832321b 2153 in-lb 1077 in-lb 0.00 0.00 1.00 1.00 74.68 OK 107.00 20055 psi 18049 psi 27000 psi 27000 psi 30000 psi -11741 psi 28950 psi OK OK -1522 psi OK 13263 psi 28950 psi 0.491 0.965 OK OK -11741 psi ~8950psi -309 psi 65526psi 0.946 - 0.664 0.965 OK OK 100215 • ,,.--.... •~ •~- EXISTING GIRDER CHECK-GIRDER 2 1''/0 ,,f v '\<.'~ '1v' /"' ~ -p0fJ. (/) a: w Ill ~ LU ~ Ill w s: NEWAXIAL MEMBER ID . LOAD(#) W2 -34183 V1 834 .W3 27909 W4 -22233 V2 1197 W5 22367 W6 -7971 .,,---~ .._,... W7 4 WB V4 W9 W10 VS W11 W12 V6 W13 7898 6253 1570 -6376 20710 1240 -20643 29689 835 -33467 + = COMPRES$[0N: -=TENSION ALLOW T (LBS) -37764 -7763 -37764 · -23667 -7763 -37764 -11833 -7763 -23667 -23667 -7763 -11833 -37764 -7763 -23667 -43850 -7763 -40500 A.PRIME Job! ~l<io-<!1:> S'IBUCTURAL Oate; ;rfQ ENGINEERS sht: );I,,_ NEW STRESS ALLOW C (LBS) RATIO RESULT 27602 0.9052 OK 4334 0.1924 OK 30124 0.9265 OK 16296 0.9394 OK 4334 0.2762 OK 26526 0.8432 OK 5517 0.6736 OK 4334 0.3567 OK 16296 0.4847 OK 16296 0.3837 OK 4334 0.3623 OK 5517 0.5388 OK 26526 0.7807 OK 4334 0.2861 OK 16296 0.8722 OK 36343 0:8169 OK 4334 0.1927 OK 29202 0.8263 OK • A.PRIME Job: 'dc!o-~tJ STRUCTURAL oate: 3-{u ENGINEERS Sht: \ ~ 'b SJI STANDARD SPE:C.IFiCATIONS FOR LH-SERIES & DLH-SERll;:S ('97 UBC & '07 CBC) (ASD -ALLOWABLE STRESS DESIGN) WEB MEMBERS Qescription: LL2X2X0.232 Angle Properties: LL :?.00 X Length= 59.60 in Fy = 36ksi E = 29000ksi As= 1.748 in2 x_bar = 1.085 in y_bar = 0.585 in Tension Capacity Calculations: 2.00X 0.232 lxx = 0.f:!53 lyy= 2.712. lz = 0.134 Allow T = 0.6·Fy·As = 37.764 k Compression Capacity Calculations: KUR= = 76.06 Q= 2007 CBC 4: 71 ~(E/QFy) = Fe= Fer= AllowC = 1997 USC (ASD) = 1.000 = 133.68 TT2·E/(KUr)2 = 49.47 ksi Q·[0:65811(Q·Fy/Fe)]·Fy = 26.55 ksi 0.6·Fcr·As = 27.849 k Cc= ~[2·TT2·E/(Q·Fy)] = 126.10 . Kx= 0.75 Ky= 1.00 Kz = 1.00 < 200 ... OK! Fa =1UR s Cc: Fa·= [1-(UR)2/(2'Cc1)]·Q·Fy/[5/3+3/8·(UR/Cc)-1/8:(UR/Cc)3] UR> Cc: Fa= 12·n2·E/[23·(1JR)2] = 1(H9ksi Allow P = Fa·As = 27.6.02 k Rx= 0.611 in Ry= 1.246 in Rz= 0.784 in Ff lier:~ 'v.1:;.$. (AISC 360-05 Spec. E.7] [AISC 360-05 Spec. E.7] [AISC 360-05 Spec. E.7] • SJI STANDARD SPECIFICATIONS FOR LH-SERIES & DLH-SERl!:S ('97 UBC & '07 CBC) (ASD -ALLOWABLE STRESS DESIGN) WEB MEMBERS Description: L 1.5X 1.5X.125 Angle Properties: L 1.50 X Length = 42.29 in Fy = 36 ksi 1.50X 0.125 PRIME Jot>: '<-i&.to~t.tc;, .S1RUCTURAl oate: '3-t o ENGINEERS sht: t?{..f E = 29000 ksi As = 0;359 in2 X...'.bar = 0.421 in Ix= 0.078 Kx = 0.00 Rx= 0.465 in y_bar = 0.421 in ly = 0.078 Ky = 0.00 Ry= 0.465 in lz = 0.032 Kz = .0.75 Rz = 0.296 in Crimped 1st Primary Comp. Member w/o moment-resistant weld gr9u°[> = NC1 · : ' I~ Tension Capacity Calculations: Allow T = 0.6·Fy·As = 7.763 k Compression Capacity Calculations: KUR= = 107.09 Q= 2007 CBC 4.71'4(E/QFy) = Fe= Fer·= AllowC= 1997 use (ASD) = 1.000 = 133.68 TT2·E/(KUr)2 = 24.96 ksi Q·[0.658A(Q·Fy/Fe)]·Fy = 19.68 ksi 0.6·Fcr·As = 4.244 k <200 ... OK! Cc= ~[2·TT2·E/(Q·Fy)] = 126.10 · Fa =1 UR s Cc: Fa·= [1-(UR}2/(2·Cc2')]·Q·Fy/[5/3-F3/8·(UR/Cc)-1/8·(UR/Cc)3) UR> Cc: Fa= 12·rr2·E/[23·(UR)2J = 12.06 ksi Allow P = Fa·As = 4.334 k [AISC 360-05 Spec. E.7] [AISC 360-05 Spec. E.7] [AISC 360-05 Spec. E. 7] • . .....--.. ••• A.PRIME Job: a_o;,.;o-t.e.t.> SIBUGTURAL Date: 3rt ;;.i tNGINEERS Shi: \}T SJI STANDARD SPECIFICATIONS FOR LH-SE~IES & DLH-SERIES ('97 UBC & '07 CBC) (ASD -ALLOWABLE STRESS DESIGN) WEB MEMBERS Description: W3 Angle Properties: LL 2.00X Length = 48.63 in Fy = 36 ksi E = 29000ksi . As= 1.748 in2 x_bar= 1.085 in y_bar = 0.585 in Tension Capacity Cal~ulations: 2.00X 0.232 lxx = 0.653 lyy = 2.712 lz= 0.134 Allow T = 0.6·Fy·As = 37;754 k Compression Capacity Calculations: KUR= = 62:06 Q= = 1.000 2007CBC 4.71-v(E/QFy) = Fe= Fer= AllowC= 1997 UBC (ASD) = 133.68 ,r2·E/(KUr)2= 74.31 ksi Q·[0.658"(Q·Fy/Fe)]·Fy = 29.39 ksi 0.6·Fcr·As = 30.833 k Cc= ~[2·TT2·E/(Q·Fy)] = 126.10 Kx= 0.75 Ky= 1.00 Kz = 1.00 <200 ... OK! Fa =IUR s Cc: Fa= [1~(UR)2/(2·Cc2)]·Q·Fy/[5/3+3/8·{UR/Cc)-1/8·{UR/Cc)3] UR> Cc: Fa= 12·TT2·E/[23·(UR)2] = 17.23 ksi Allow P = Fa·As = 30.124 k Rx= 0.611 in Ry= 1.246 in Rz= 0.784 in ''. Filler= YES . ·.. .. [AISC 360-05 Spec. E. 7] [AISC 360-05 Spec. E. 7] [AISC 360-05 Spec. E.7] • •~ SJI STANDARD SPECiFICATIONS FOR LH-SERIES & DLH-SERIES ('97 UBC & '07 CBC) (ASD -ALLOWABLE STRESS DESIGN) WEB MEMBERS Description: W4 Angle Properties: LL 2.00X Length= 63.97 in Fy = 36 ksi E = 29000 ksi As = 1.096 in2 x_bar = 1.05,3 in y_bar = 0.553 in 2.00X 0.142 lxx= 0.426 lyy = 1.640 lz = 0.086 Kx= 0.75 Ky= 1.00 Kz = 1.00 PRIME Job: 41 o--lkb STRUCTURAL nate: -rr-10_ ENGINEERS sht: r~ Rx= 0.624in Ry= 1.224 in Rz= 0.793 in Fill~r.~ YES Tension Capacity Calculations: Allow T = 0.6·Fy·A~ = 23.667 k Compression Capacity Calculations: . KUR = = 80.69 Q = = 0.963 20Q7CBC 4.71~(E/QFy) = Fe= Fer= AllowC= 1997 UBC (ASD) = 136.23 rr2·E/(KUr)2 = 43.96 ksi Q·[0.658"(Q·Fy/Fe)]-Fy= 24.92 ksi 0.6·Fcr·As = 16.382 k <200 ... OK! Cc= ~[2·tr2·E/(Q·Fy}] = 128.51 Fa =1UR s Cc: Fa,,; [1-(UR)2/(2·Cc2)]·Q·Fy/[5/~+3/8·(UR/Cc)-1/8·(UR/Cc)3] UR> Cc: Fa= 12·u2·E/[23·{UR)2] . = 14.87 ksi Allow P = Fa·As = 16.296 k [AISC 360-05 Spec. E.7] [AISC 360-05 Spec. E. 7] [AISC 360-05 Spec. E. 7] • ·-·- A PRIME Joo: i',::."2/-~ S1RUCTURAL Pate: $-l ·.:> ENGINEERS Sht: f3r SJI STANDARD SPECIFICATIONS FOR LH-SERIES & DLH-SERIES ('97 UBC & '07 CBC} (ASO -ALLOWABLE STRESS DESLGN) WEB MEMBERS Description: W5 Angle Properties: LL 2.00X Length = 63.97 in Fy= 36ksi E= 29000ksi As= 1.748 in2 x_bar = 1.085 in y _bar= 0.585 in 2.00X 0.232 lxx= 0.653 lyy= 2.712 lz = 0.134 Kx= 0;75 Ky= 1.00 l<z= 1.00 Rx= 0.611 in Ry= 1.246 in Rz = 0.784 in Filler= YES, Tension Capacity Calculations: Allow T = 0.6·Fy·As = 37.764 k Compression Capacity Calculations: KUR= = 81.64 Q = = 1.000 2007 CBC 4.71-!(E/QFy) = Fe= Fer= AllowC= 1997 UBC (ASD) = 13,3.68 TT2·E/(KUr)2 = 42.94 ksi Q·[0.658A(Q·Fy/Fe)]·Fy= 25.35 ksi 0.6·Fcr·As = 26.589 k Cc= -![2·rr2·E/(Q·Fy)] = 126.1 0 < 200 ... OK! Fa =JUR :S Cc: Fa= [1-(L/R}1/(2·Cc2}]·Q·Fy/[5/3+3/8·{UR/Cc)-1/8·(UR/Cc)3] UR:;. Cc : Fa = 12·rr2·E/[23·(UR)~ = 15.17ksi Allow P = Fa·As = 26.526 k [AISC 360-05 Spec. E.7] [AISC 360-05 Spec. E. 7] [AISC 360-05 Spec. E.7] • •~- ·- .I.PRIME Job: -al,:.\t>-U.D S'IRUCTURAL Date: ;.. iu ENGINEERS Sht: \ ~B SJI STANDARD SPECIFICATIONS FOR LH.SERIES & DLH.SERIES ('97 UBC & '07 CBC) (ASD -ALLOWABLE STRESS DESIGN) WEB MEMBERS Description: W6 Angle Properties: L 2.00X Length = 63.97 in Fy= 36 ksi E = 29000 ksi As = 0.548 in2 x_bar = 0.553 in y_bar = 0.553 in 2.00X 0.142 Ix= 0.213 ly= 0.213 lz= 0.086 l<x = 0.00 Ky= 0.00 Kz= 0.75 Rx= 0.624 in Ry= 0.624 in Rz = 0.396 in Crimped 1st Primary Comp. Member w/o moment-resistant weld,gr.oup·= NO · Tension Capacity Calculations: Allow T = 0.6-Fy·As = 11,833 k Compression Capacity Calculations: . KUR= = 121.03 Q= = 0.963 2007 CBC 4;71 ~(E/QFy) = Fe.= Fer= AilowC= 1997 UBC (ASD) = 136.23 TT2·E/(KUr)2 = 19.54 ksi Q·[0.658A(Q·Fy/Fe)]·Fy = 16.50 ksi 0.6·Fcr·As = 5.423 k Cc= ~[2·TT2·E/(Q·Fy)] = 128.51 < 200 ... OK! Fa =1UR s Cc: Fa= [1-(UR)2/(2·Cc2)]·Q·Fy/[5/3+3/8·(UR/Cc)-1/8·(UR/Cc)3] UR> Cc: Fa= 12·112·E/[23·(UR)2:I · = 10.07 ksi Allow P = Fa·As =· 5.517 k [AISC 360-05 Spec. E.7] [AISC 360-05 Spec. E. 7] [AISC 360-05 Spec. E. 7) l ···~ i• .---,--------------------------------------------------------------------- ~J.C1.'D1'1 R9\dll.*°LC1.0•L ~/,,,.;I~~ 4"A)b .p~ ,!rt:0(."I:; 1~1~"'---· ---··· · ·--!:~•-···---· · -... f~~----·---~L-. --··---v"!':':'. -...... -· t'!','·· -·i;,.,r.~ T1ni.~ p,u. / """~ ··---1~;U =~~.; --l"J2tz 'Ill 'I ,,..~"" ',"" /' _/ ___ /',9- __ '¾J,/_ ~~-.. ~ # '<-./' "· ·,. -37,,1.:r---·-- iii'"----~-~------·--------::;,: I j ,m.n." .,u.,o, i:;,11r .. ·~ ···-¥ ·-~ .... ----···-~-~---~-..r.~,i Prime Structural Engineers GIRDER2 prime4 2K10-40 -;::mu !iu~·· Feb 28, 2010 at 8:57 PM GIRDER 2.r2d • -1 ~ t:,;:i oo 1-i-1 z...;i·v s~~ zn...,. t:,;:I~~ ~~~ en~._. :,;; 1t;~ • '\ ,--... -::::., £:: "2 ~ -'}-~ ll'.. J <,- '.:, ({'\ ,Ii J'<\ Ol w i :.Q ~ (Y_ -~ -~ ...,. Wgo(!,\P\ 11 A PRIME JOB: 2K10-40 STRUCTURAL DATE: 3-fv ENGINEERS SHT: 1'b/o~· .. ._.""'°'..., -~ L. \ tJJ <"::? r-•· ... "'.;! ti f'w L) 0-· \'.:I ~ \fi~ ~ ~ + G<() ....... , """ ~ 11 ,\ -~ i :;::, ~ L T ..,__'l, <:J )' 'X. ~J ... -Cx.; °'-:) "'"2. ~ ~ i:.:> )I. Js'i.., ~ ~ &: ~ ~ ~ & (\\ ~ ~ ,. ~ 1\ ~ D:: , . u... .2 c::L • ;-_______________ ,, _______ ---·-····· ·-·· -·· -·····---- Ja.x secll -,~ ~-;,·-·~"..c"c:.·7 ___ _ r-·-- •711114 -17Sil,3 • ) -· ---------·-----------------·· ·-----~---· i113SS.5 4ID()b ---. . --1 ·---.. ------~-, WJ13.4 S8al).4 ;--;::;~·-~ ~-~ ·-··-~ --... l . ... .,,._ ------_, tUi' //~ ~t '-. -··-· ----!"'' /, 1• C. rn en,., 2: :;ti V o=;o Z C':> -m~:::::,, rn :.::o :::::., ~:=-m (/) CJ (_ :::, Q.) 0 .... -0- =~~;i.. . ~~·1 ~ I ;;;;;;-s':ructural Engineers I GIRDER 3 I ~ ~ prime4 2K10-40 Feb 28, 2010 at 9:06 PM GIRDER 3.r2d ----------------------'-----------·-----··-·-·-·--· ··-······--· • .-. -•~- • ,....-...\ A.PRIME Job: -ZP-~-'fv Sl'RUCTURAL Date: S-t D ENGINEERS Sht: _1-'-4 ....... 7 _ SJI STANDARD SPECIFICATIONS FOR Lt-I-SERIES & DLH-SERIES ('97UBC) (ASD -ALLOWABLE STRESS DESIGN) Description: GIRDER3 C_HORD PROPERTIES: TOP CHORD: LL 3.00X 3.00X 0.313 Chord Gap= 1.00 in BOT CHORD: LL 3.00X 3.00X 0.250 Fy = 50 ksi E = 29000 ksi Area Rxx Ryy Rz S.top. S.bot Top Chord 3.555 in2 0.922 1.647 0.589 3.491 1.414 Bottom Chord 2.875 in2 0.930 1.633 0.592 1.153 2.954 Q 1.000 PANEL CHECK TC Interior TC Interior TC End CHORD DESIGN CRITERIA: Panel Panel L Panel Lx = Length corr. to Rx in plane of joist = 48.00 in 34.00 in 42.00 in Ly= Fixed at 36" per §.103.3 36.00 in 36.00 in 36.00 in lz = Length corr. to Rz of joist ~~34.00in 42.00 in Filler= ¥E NO NO / Axial Force, P = , = -81913 lb -41665 lb -44386 lb Panel Pt, M = .-,tiv l 7362 in-lb 2199 in-lb 2598 in-lb f\'-'._x; -(1",g~-= Mid Panel, M = ~ ,to!>.. = 5566in-lb 2199 in-lb 2598 in-lb Kx = (for Fa. see Table 103.3-1) r-(G~ "\' 1 = 0.75 0,00 0.00 Ky= (for Fa see Table 103.3-1) = 1.00 0.00 0.00 Kz = (for Fa see Table 103.3-1) = 1.00 0.75 1.00 K= (forF'eseeTable 103.3-1) = 0.75 0.75 1.00 Max KUR= = 40.74 43.28 71.29 KUR Check= OK OK OK ALLOWABLE STRESSES: Cc= ~[2·1T2.E/(Q·Fy)] = . 107.00 107.00 107.00 Fa =1KUR :S Cc: Fa= (1-(KUR)2/(2·Cc2}J·O·Fy/[5/3+3/8·(KUR/Cc)-1/8·(KUR/Cc)"] KUR > Cc: Fa= 1·2·1T2·E/[2S-·(KUR)Z'] = 25728 psi 25363 psi 20698 psi MP Axial, Fa= 25728 psi 25363 psi 18628 psi PP Axial, Fa = 0.6-Fy= 30000 psi 30000 psi 27000 psi Bending, Fb = 0.6·Fy= 30000psi 30000 psi 27000 psi Tension, Ft= 0.6·Fy= PANEL POINT CHECK: Axial Stress, fa= PIA= -23044 psi -11721 psi -12487 psi Axial Check= fa /-Fas: 1.0 =· OK OK OK fb.bot= M / S.bot= -5205 psi -1555 psi -1837 psi Bending Check = fb / Fb,s 1.0 OK OK OK fa+fb= = 28249psi 13276psi 14323 psi Panel Pt Chk = (fa+fb)/(Q.6·Fy) = 0.942 0.443 0.530 (fa-+fb)/(0;6·Fy) s 1.0 = OK OK OK MID-PANEL CHECK: fa= PIA= -23044 psi -11721 psi -12487 psi fb.top= M/.S.top= -1594psi -630 psi -744 psi F'e= 12rr2·E/[23·(KURx)2) = 97884 psi 195090-psi 71915 psi Cm =1End Panel: 1-0.3·fa/F'e --0.948 Interior Pa_nel: 1-0.4·fa/F'e = 0.906 0.976 • Mid.-Paner Chk = fa/Fa+ Cm·fb/[(1-fa/Pe)·Q·FbJ = 0.959 0.484 0.702 l,Jnliy Check s 1.0 = OK OK OK TC End BC Interior RPanel Panel 44.00 in 96.00 in 36.00 in 96.00 in 44.00 in 96.00 in NO NO -44523 lb 87562Ib 2243 in-lb 2243 in-lb 0.00 0.00 1.00 1.00 74.68 OK 107.00 20055 psi 18049 psi 27000 psi 27000 psi 30000psi -12525 psi 30456psi ·OK NG -1586 psi OK 14111psi 30456 psi 0.523 1.015 OK OK -1.2525 psi 30456 psi -643psi 65526psi 0.943 - 0.722 1.015 OK OK Vil'...\J\J\l'I e. ,i:1..-; ~t. e "ct,. ;; 11;12; 100215 • • .~ Company Prime Structural Engineers Designer prime4 J_ob Number 2K10-40 Bgsic Load Cases --~-~BkC Desgiptio,,,_,n'---~--' l 1 , DEAD LOAD i 3 UNIT · -4 -. ·:. SEISMf(f .. ': . :-1. GIRDER3 A_ PRIME JOB: 2K10-40 A STRUCTURAL DATE: > --l--o la'~Viiilf> ENGINEERS SHT: t'tf~ Feb 28, 2010 9:07 PM Checked By: 5 WIND / 5 Joint Boundary Conditions 1 --- 1 I !runtl.a!N 14 b.e,,_l ---.--_,_,X,...[l</""'jn.,.] __ -.----::::-'"Y_..[k/l=n"-'-] __ -r-___,_R,.o.,,t,,,,,at,,,.io"""n[k,.,,_-.,,.W=ra,,.d],_-,-_ ___,F_,,,o,,_,oti"'·ng __ __, Reaction Reaction I I Envelope Joint Reactions 1 1 I Jojnt X fib] LC Y [lb) LC Moment [lb-in] LC N14 I max I 0 ! . 2 23144.318 I 1 0 ! 1 I I 3 I N2 I max I o 1 1 I 26155.682 . I 1 o 1 14 I I 5 I Totals: I max I O 2 49'300 I 1 I I I 6 I Load Combinations .. :2 . D-.+.1;_· w: .. Yes:·· r· _:f -. •· · L':-;-~3k~':1,:;, ;;,5-:·; : .. ·Jt;j:: :;:, :.::.1:'.';1,".\ ':.~-°:.:.-:;,_:~fr' i, L'~ .-:.::,1;,:'"{'.Yi~-i ~;·-,;·;:,.,. :."' '. ,. I 3 I _ D + E __ .IYes! I 1 LLJ_,3,,,__,___,_1__,_...::,4c...· ,__1'----''--=6_.l---'1---'-_..L1 _ _,__L..-__,_ _ _,___.L___L._...; Joint Loads and Enforced Displacements (BLC 1 : DEAD LOAD} JolntLoads and ~nforced Displpcements IBLC 2 : LIVE: LOAD) RISA-20 Version s-:o.o [\\Server\server~d\dwg~99&2ks\2010\2'K10~40\GIRDER 3.r2d] Page 1 • •~ • Company Prime Structural Engineers Designer prime4 Job !'lumber 2K10-40 . . GIRDER3 J&. PRIME JOB: 2K10-40 R1 STRUCTURAL DATE: 3-ro ~ ENGINEERS SHT: f193 Feb 28, 2010 9:07 PM Checked By: Joint Loads and Enforced Displacements (BLC 3 : UNIT) (Continued} ,...-~ ____ J._QinlL=a=be=l ___ -,. __ _,,L..,,,D=,M,,_ _ __,.. _ __,,D=ir.,.,ec,.,,li=on,.___-.--'M=agnit1J..dJl[(!b . ..J.b:in),_Qn.rad}._(!b*s"2/in. lb*in"2~ i 5 l N 12 L . Y I -500 I · Joint Loads and Enforced Displacements (BLC 4 : SE/SM/CJ _ __,. ___ ..... J.oioLL.a.b_eJ L,D~M ____ OJrson _ __,._,Ms1gnltu_d.e[(lb.Jb.:lo)...(ln,111.d.),_(L~s~o.lb~ln~2)L, ~!~1~l ____ ~N~·1~---~l--~L-~~-X ~4Q=O _____ --' I Joint Loads and Enforced Displacements rsLc 5 : WIND) Envelope Member Section Forces I 13 1 :· t4:·. '. 15 l RtSA.:20 Version 9.p,o l,\\$~fyer\server-d\dwgs$9&2ks\2010\2K10-40\G.IRDER. 3.r2d] Page2 • • Company Prim.e Structural Engineers Designer prime4 Job Number 2K10-40 GIRDER3 Envelope Member Section Forces {Continued) A PRIME JOB: 2K10-40 STRUCTURAL DATE: ~;~ ENGINEERS SHT: .~ Feb 28, 2010 9:07 PM Ch!;!cked By: M,.mhor Sec Axialflhl . LC lhl LC Momentflb-inl LC :A0 . :,:_ · . . . ·'¼ ;._·.·,. 'T ; .:-: . : .. · 0-i;,mln~~~. :::.-::c·401~~13;I,4r·:.: I' '. • .;,.::21:in-I'J:,~ . ';< ~T.lJ: ... "~:Z: '.'· · ! '.·: '&:4"2:'"f8IB4lt':~'J:".·:z · - j,.,!~ i, ___ .:::·TC~ 1 r·1. ,;:,}~lr&t:1 -:~~~ ,,,A·:1l)t:;P2:tia~J·r:t;~·:t0[:?:1:::·;;::!!~it~t?/il,i:··J I 43 I I 2 max I 63720.555 3 i . 3.197 2 -2577.979 I 2 . , 44· . : ' . , · · :·: .· ,,. ... ' 2rrif n'(:·_ ,_'':·?lfo:1;~,:n=i4;-,;:; ;; ;,;;t:?;: ilt};:r:,~53~§67'.Ui;; ·t.\ ~ 7,:3t, ; J::·1: ,;:::3:;.5af233,;;e .. ~;; ;, :,~1~· ; l 45 ! 3 I max 63720:555 I 3 . 3.197 I 2 I -2616.343 I 2 .45· . · .. :: . · ..... ,· ... · ·. •-· ::min? .1 i:i: :·:·'401:.1:3164{~ ::·s ~:::::t~:~ '1};\;5a;9'6v~:·f:~·--:'l!f=,, e1·, 7. :1: i:J.2:.~;1cs9l4'a~~~-:;' f., A · .. 1 47 : l 4 I max 63720.555 3 I . 3.197 I 2 -2275.839 3 i ·':48, J · . · r. :-. , .. r ::mirK ... r :'/4o,;~'.3':s~L'I. ~,;;=-2.:;·,:; ,.·t;~;;5-:,,;91fv;;';; ,~lz:;;:.B"~;;.: i::.;~:;23,1ao-$1asf,fti1""::f;::.· . 49 I 5 max f . 63720.555 I 3 l 3.197 I 2 I -1628.237 I 3 ·5cL :. '·' J:. · ·:. :::ri'firf ;;", :.Jf0;1;1,'3f64' ·~' :::.,r2,J1, ,,.,.:·r-?::,::53,95:2.:. +·rt.:a,s ~·· :·5··::.::a1-6'fi9as;::··r 0:'t·, :. ! 51 l TC6 1 I . max 81913.684 1 50.627 3 -1628.237 I 3 : 52. · l . : .. ~.miifi }:, ···1!'i!'i~~IM4'' i~ (?''2"2':'. ~:/:L'JJ1.:o:1i~£:t,·: :, _; ,·: :,2: :;;~ i,~;;_ i'a7S:Tfga5i:F ~r:.,::,fi .. : 53 l . 2 max 81913.684 1 50.627 I 3 I -2235.76 ! 3 l ., 5:iC . . . . . ·.: -: . P . -~· ··.·: ·_ 'i[ :!'mib:.~\/.;;.,:.o5~541.'8E!~j;,.?i'.: ~;-;-,2,;r.;;~ i{'.·'i.t; J;zi{H:f·,_;c:rii;f/X'2·; ',r V'·'::~311:'f;3-35-.,.. . ~ '. :,5,1; ::: . I 55 I I 3 I max I 81913.684 I . 1 I 50.627 3 I -2524.818 ! 2 : :51f · •. , ·,: /: t:-.:, :: , · ·, ·:·:'·m,n":>J:' .::?~i:;-s~tas--tf·:~·; <::2/::' 1".1,?)'.-:~tto·11,:,.:f;,,; ;:?-2\·,;.: 1;~t:;:t3se0:6s7:'':~::J:·;,p :::· 57 ! . I . 4 . max I 81913.684 1 I 50.627 I 3 I -2440.69 2 I i 58.-. ' -~-~ . -;' .. : :-. ·'.et,:_:· : ':,·: :;'. :mint;, :,;i~5:l.'ag)B54,'t\'. l~"2fi_i, ;,';'?~f{:.:7,f0,1l1"~; ,:::\:,[<2· } !f;,:,\:.~ff~'.()';'()'38:·;~·~J-:r l.: '. 59 I 5 max i 81913.684 ·1 .I 50.627 3 I -2356.563 I 2 · 60 . : · .·. · _,'.; , · ' ~--· ·. :; ':m1n,::, ;j. ,.,:;:5595:f!M<t~:::_ '. :::r;;;·z:::~~ f.:"'."":::;;;-~,1.;01~~;.:;:;:: s'f1: ~t1;z J :,;~h..:,;.2nJ58'f3-g'.·;;: .,.~f·" ·3'.' :' . 61 l TC7 ! 1 . I max : 81913.684 1 1 79.222 I 1 I -2356.563 1 2 1 : 62 l J ': : _ L.<ri'iirf ··1:· • '55954.'.864:,:, :··. '.2.·.·~ ~:~ :';. ~1,025 t:L~t::cs:· ,.~ ::''."..'.':"'4.b58~'33f .. ::,i_;: •"; ::3'.· . i 63 , I 2 1 max ! 8191'3.684 l 1 I 79.222 1 I -3030.195 2 I 64 . . . · . ~-.. , '..'.rnin~ _.\"._'.1-'.5~954!8'64 .. ·.' '··,,.2,: .Jl0 ·,· .,~., ;,;7'[020 v. :~~ /,'.,,1,,3 .. ;,,_ ~; +/4h1'11~055' .. · .: · j,.,., • l 65 I ! 3 max I _ 8191-3.684 .1 I 79.222 1 -3703.827 I 2 I .. 66: I ... : ·, ·:. : : I'.~' · _: '.// mltf;'1 i'.•::::~'55954:'864:f;;;: ;T:::2l;i::, iD;? ;;1~1:at{otsst:;;:,,: :·.:.-:3' ;:-: , f·-:,~s'lit,oit.2°1 ".~-: ::.1,.:s.. i 67 1 I 4 · I max I 819.13.684 1 I 79.222 1 -3~8 I 3 ' , : 68". ·· · · · '' ,, '· ·, ': ~-. · .. ; ' · · .irliiiJ.'· 51 ''.k::55954':864:":,;c: ;-:!"c2';•~::·fi:· ;\(\i::~7'.{025~~:':\:i[(.' k''.'::.;'3;;':;( ?!';Ji}6~5~~'.'.~t"'· .9 :"; '- I 69 I 5 mi:iv B1913.fli:l4 1 I 79.222 1 -3721.14 I 3 ' -7.1:y:I · ~-· · ': ':·; .. · '._ '·':min"· ' ·'" :559541:E364-·::"''. 1. :::-,:2:-:.~"', i/· ,:;,:;;ri-c7f025if,e.(0dlr..:"t'.3'.: ;r. ·. i"J!:-\~73'82~05t ~::::: '._:,. ,L:'=2 i 71 I TC8 1 max l 81355.474 l 1 14.327 I 3 I -3721.14 3 -12·, . -i:: ·: .•, · i? lrfin ]':·'.''.ii;;:d:os:i21,12e~ .. r .. tf.;tt.,~:', ,.: .:;;,·i:4ffia26~.ib/le:i~11J~: irr,.'ft36iid5,\'·:;~; r·:y . 0 I 73. I .. 2 max 81355.474 I 1 ! 14.327. 3 -3893.064 I 3 1 74 . I' .. :· · .·, ·'=·:m,n: 1. · ·,549-e2f.125·,,,.-:<·.J2, ~\< .. , .. ;.·:·74;a2s-:. _.,j--::·:?t.·::' ·--::'s.464~'1:'43 .. ~: ·.::;·r·:· ; 75 i . 3 max I 81355.474 I 1 i 14.327 3 I -3867.101 2 I ·· .76:",:: · .. : ·:. :::: -~~ }. I'.< ; .,., :.:~:-, ,;·,'ffiu,f'.:i:' ,f::::·5'4982\'1~6ii.:(l ff:;i2~iEi :fJ£it)iilit26¥i,~-i,; f 2 rn:tt ~f:!1!5566l~:3"sJ;:t1 ,, .. '."'1;'.'.1~ . ;~/: ::: : .. , .· : , : _.-, : ·· .; ;_ .:· . :. · ... ·: I : : .1 ,:~' i ~~~; ?1/\~~~~~;~t:?Fl 1t;:i,::;;u'3 ;l~?~;~i~\;t:;'.1 "ti:Ji~:;f: f.f7,iJg~iJi~;:\I.: ·:~? l·.· · 79 l -5 I max 81'355.474 1 1 14.327 3 I -2683.11 I 2 .. ao'-.. _· s _ ·,· • .-• • )':': .,':'-:. • • • • • • • • • • , ••• , y·'m'tr(" .. ·' --¾'5'49at>t1>.stm··2~:,"-·"'-';~'-.. tifB2ER'":·--· _,-...,r··, · -'~"83tr-· · ··, 3· ; .· ; ::i · i .: · : · -. _T9~::; ::;: _; ·}.,'.:i: : .. ;:~ :X _i,.,;:~f hb'~.T:;~1 1 ·;,-,;~-,.i~?ii;;;,;iiAf1:~f f,;t{. 't::ci,Jt;t !:~,~~J4~!1°ii6t,f:·1 ,J,:;}._.·,, i 83 i . : I 2 I max . 81355.474 1. I -11.892 1 -. I 2 .)~'a.;,,,. : ., ·, .'. :.:\. '.:.'·· :' ,:--J.,, ,·,:-, .. :. ·,'._}i,,,:!ITIIA~·;;j';j%,~54932,:,1~26»,:<,, ,,:~,J2,,; .. , f2);i;:ii~7-5!4554.~ ·.1;,;',;< ;! ;\':;:~1!-l:'i'C- 85 . · 3 max. I 81355,474 · 1 -11.892 1 · -2292.577 2 1 r · a5/ ',, · ,, .: ·· .:" ' · · _.,,, .,., .. ,: ..... ,. r;?':'.:.i:~·: ;;~:mirft 1.?-:::J,t0"a2t;it26':t!.;~;/;~i;z.~1~ r~i~'"15v4t,;5tf.:,(;':t ,"::3-::1t ;;,ir~~>a4'as'!tii:rv~;ia; ,:.:~iff,~.::1 87 I '4 max 813'55.474 1 I -11.892 1 -1692.445 I 3 : -Rtt :: : . " : :: .. ,.;_ ::;''''!.; ,;,. ·"" .,,,,,,,,.,,,r:';: ':min\2 ~t·,~5'4g'8'2,i.if~sr~~ ~tlr;2~t );;:"f::tr.sv,stA'5~r\t,.:i !;:t1:a;~.;;,1;-lf'f0ljg~W2g,~~~1; ;1L':ll.\::·o;. 89 ~~............... I . 5 max 813'55.474 I f I -11.892 1 -786.981 3 il~0':~1;t::::::j;:~;::.-l;~::tf :::~:, 'JdR;:;J ,, \ -:_ :! .~\: :-::'t-"'f:;. :! .y;;; ::if,.:··,: '1 ;J, ffiji{;l;i) l'?-~~1i?~f;f2;~/i.tif iii;,1/fli~.J.ii i?R-tl1,,~<i)lif'R~@;.~~lif-i ~i~1¥.¥-<r l\$l;1:f'3:;f,2'(:)~5~;i~.:!~!~~liJX: RISA.:20 Version 9.0.0 (\\$erver\server~d\dwgs·ea&2ks~010\2K1040\GfRDER 3.r2dJ Page3 • ·- Company Prime Structural Engineers Designer prime4 Job Numper 2K10-40 GIRDER3. Envelope Member Section Forces {Continued) J&. PRIME JOB:2K10-40 tt£ STRUCTURAL DATE: 2r 10 ~ ENGINEERS SRT:. icto= Feb 28, 2010 9:07 PM Checked By: Member Sec ~ LC Shearnbl LC MomAnt@::ID] LC i 97 i. 4 max 62620.061 3 I 72.187 · , 3 -2377.464 : 2 1 :9K 1' . · ·c -:,r l~' \_,: ; :'.:.:r'riin T, :.:' ;';::392iJ4:!f2\:~.:: ;;·;;}2,:;t;:;i;~i\~/39''.641>;;:'.'.::;._r ::F<:t::~ t·-:;,~3546-:6.37/?·:·r: ·: 1,.:c ; 99 i ! . 5 max 62620.061 3. I 72.187 3 -2535.937 l 2 100: . . . . " l--:_ : · 0 :·: :. ':miii.' 0 :,.:.~; ?;39264~Il 2i:t"-: ~:\:.2:,::-;,; ,;:t, :Ti'.S:i64:;,e_\_.-.\;;:1:'i;or ·.:_;; i;c,;,\4251rn4s;c~~<-il:: ~ a~.:.: . 1011 TC11 l 1 max I 62620.061 3 I -30.905 I 2 -2535.937 I 2 , . 102. , -• -· · : · ----~ 1.,::: · ,_ -: :i:-:·:mfn:".; /.; ;'.)\i:i:?s4:t112:: ::•,: L ":2--,,, ~ 1, ·/ ·-.:JA"1;;:M/5~ti·:;;,~:1,1,:t.s:./i cr:;,:.,-4:is.1394s~---:1 ·. -::i , _ ; i 103 i l 2 max 62620.061 3 I -30.905 i 2 I -2165.078 i 2 l 104 : .. i::! ---~:._, .-:,-,_,min:·~;;-. '~9~6'4'}12~'t::·• -., ::~_-.·:;, i:'. ·,f~85t69fL.-;-:-,-;1 !-'~;:3"-1\ >;:;,{;$~2-3t604;.., :,!:J ._'.3-. ·_ · 105 i 3 l max 62620.061 ·3 I -30.905 I 2 -1794.219 ! 2 i ::res . · ·_ . :-.-. -.!., .. __ .. > ·t . : ... :: }: -:~ m,nr<---'/39:za4:1tt:'-::-·:;r ,-~:2::?J Q :·=,~ss-~t:res-:,;,;: ~-i:-r:~:a:··:-· r:_·;.:":;25g1f11-2:; ·J . :1-. :· =- 1 101 4 l max 62620.061 I 3 -30.905 I 2 I -1166.919 i 3 i ;,1'08, r · -· -· :--: : -.·, .. -p. :;, .:: .. , ·'; :.;mitF--,1::,,,:(:r39tRa~1'2~ :. :\ ,:: ,2·;,,."-. '"~:r"1;;.:85'695-::~· ·, : ', ,;3,-· :.,-:;,: ;:·,:·-2~z1r3-i;g~ft :, · +-'· f· · 1091 · · ., ·· 1·--·--5-----·t·ma; 62620.061,. (.3 ... , .. ···-30:905,,._, __ ., ··2· · 1,,----138.57/,.. , .. i' 3,. l _, t10 -, · -_, · ___ .: : · ::. :, · ~--:r·_ .. -::i_,;-1m,n'?-;;, •::';M2B~~::2~".~. 0.-,12:\:-: ;L,:}::;a-s;eI:i5-;:::=-,7-' t:'.'s;~t~·:,_:-~_:111s-·f222-:·.: ;:ii--.:-r: . I 111 I TC12 1 i max I 41665.961 I 3 60-.621 3 -138.577 i 3 I · n2 -· · · ·' ,, " '·, ::i;:. ·: :--· ':_ · __ ::-! iirl'ir{:''.1 ["_ '.1·5956i~11F~t:· i\~sQ~~!t:; '.'i;'.i?!.:i2i:if415'i'i'.flt:: '.i?:1r·2;-; f ~_;,,;;{;-zs;.11222:::, .; ';I:-:, 01:::: : 11131 2 I max 41'~~5.961 3 I 60.621 . 3 I -653.859 1 3 i 114 r. . . · ,. -r: :: . :--> ;_ ·hiir.t.:::f;, ~:~-B~l561t:fa·::~: ~ :,:::;2:iq,,;,::.:-',,.;te,;47.5,::;:_:.: i :;.--.1:· ):, :;J~;;!lfsi'ratwS9I-,,: t :· f::-,, i 115 L 3 max I 41665.961 3 60.621 3 -810.014 , 2 I . ffff I . : ,.. : ·" >-i ,-~ : ' · : "· . mih' -;.-~.::-f595Ef::1'18'.\~ :;·:::"2-?(t:·;,:, :, '42"6tif15~.T;>,:,: .:.1• ·-·-:;-,:,.;s-!a-Jt28'~f.,,f55;.: ,;:. · ·.1,-· . 111 i _ I· _, t ... , ,: _'11-~,'\:·,1, ___ }.t~~~:_9?\, .:lr,.}""--, Ir:,,: i',69:,~~: -:,,l .. A:·-;;:'.i':-·.-:~?~·l.?\~,-,_/: . .:2, _) 1:1 a: K . -, .... m1A,.--,1,,_ -,1.51156,718 -1:i:~: . .. .-26.4-r.5-. , .. -1, -.. 1. ~ , .... ..-1,684.424 .. . 3 . 1 119 I I 5 max I 41665.961 f 3 I 60.621 I 3 I -567.527 l 2 i 11 w k -,.--· , . ,, -i. 1 .. :;-. --l:,, .. :mih>~t::--: ~1595(%7.1'8:,.= :J;::'~~2 :i;-;:~,,,;:~~'<#2~~'415:,~:: :1·;·-b~~'i,J.: (:.;,.::,;,::,21:99~7!06;::---,J,,_, ,3,--J i 121 ! TC13 I 1 I max I 41665.961 l 3 I -12.898 I 2 -567.527 I 2 i · J2-2· , · -: :_:··_· =·:_ ::.-::. ·min,,.'::;=,-,_'.;15'95it7.t~k-~-:::;:,2l,:1t;.:-+,.'asfMs1£·_t,,; r~::iai./; t"~·~---2-l99'.70tl =· J: .: 3',,·! 1123 l I 2 max I 41665.961 I 3 l -12.898 2 -425.645 I 2 : 124 -· .• : · • · ·.:· · ·, ,. 'mirk'I:''' · ·tsssfil7-1a, 'i./ ih-2L.'; i;~=-1:':!,~lffhg·93;{.,'.:i~~ ~~;:;;,a.'.~.; r:::"':'.;fs.it:9{11:,1~f· -:;-;;,,.,a:· ·" 125 I 3 J max I 41665.961 I 3 l -12.898 2 -283.764 2 1-2s : ---... , :;:-:: · ;, -~ L. ; '_: · . , : :,min:_;,::::: :~1-!'i!Zl!';f;-:,11'~:f~t ;-. ·;;::t~:=-§f'-~t:it'-'4'9,9-.-..:., .. , ... ;.o" 1,:~··a,?J 1;t:;::1:::r@·99;-a:s~::. --···:· 3_.: :- i 127 I 4 max I 41665.961 l 3 l -12.898 2 -141.882 2 1-28· _. _ .. _. _ .. ··_ . ·_ ":F :, /_· .;·_:miii:1-J:·:-~·1-sg55Jrsfa·-:xr·~:2·s:_;;:.,,~,/fi_,49tss3':?1;rt::::,2;3·.f\2::c:Ii549i92'6:·:i:.j:'· ::·3_. __ I ~ ~~ t ,. .. :_ . · . ·. . _c: · •. , _ .·/, _ { ~,. --·:/{-:, .fuTfi ~~r': > ·1 ~~g~,j~~=~,.,~ :~ 1;:r.~-fr/~r~~~,:r;J~~gg~, '!!:~ ':: ~t--.~~·~,·-,1:·0~::i:··~.· ,,g;;:::-,:r:. :·.:. :i : .. :,j:, ;, 1131 I TC14 1 I max I . o I 1 o 1 I 0 1 I '.'132J ·' . ·-__ : · , · .. .-, , --. . .;'.,·' , ; '. ;_: ::: ·:<~.· t;',miri"':•, ·:=-' ,,,,,:,,,;:._"(!),.:: '.;;;(1 '2-,;,;-:f.;;:;:,1f¥L~ r-,0•cl-:;c:.,. c-,Q:;,i ·:.,: .. :, , :: -, !J,1-/.: ;:: ":·,,:,~:J\-i0'".i'·-:~~:,;_:,; ,;l :;_'.1b -,, 1133 I I 2 I max o I 1 I o 1 o 1 : 134-.,. . . ;: : ~ :-, ,\ · _, _ : ~--,, L -:,;_i ·;::· :. : ·: :min-~"i? ,T:-:·_ ,-,, .. :0;2,;;:;:: .. .,-:;;, r,.,f~:rtis f.,-:':i,:>7::2;<ilf.Jit,,;;t::;; ·. ;,;-:;,fat:: ·":.r: -r·:; ,;o,r;,1:r::',:-':: -~ t 0.1,:-,-' 135 I 3 I max 0 1 I O 1 0 1 ~~13ff~ ,:\:·J:_: -:·:~ ·:~:-!: --, -~-.. , ·_~\-:,~ '·_:.0·: ~.~ .. -~-;(~ -~:::: ;~~~~rrfftt{t l~;~~-~l[}~~:~~0:~i!r.:!~.'l/1 ~7i":1~:.1:] !i$i:5'\t~{;ttf7-~~:·-~::f:;:~;~ii1°]f.,;g=~ ~":i'f~:J:~t'.l;;a,r::;~~i~:::J~~ ~::'.:':f-:}~ 1137 l 4 l max 0 I 1 0 1 l 0 1 : .138' ;. -. .· ', ,:·-,-::·., . ; '.: :r ., ~:,,:::~mh:f?i;: '-,:t,f::10.:~:;~~-/t:·,_;/;:'(lf';\~1itF1?·::--?lJf~;i•:,:f:fjf~·;:E1t:i}i~. ~::::f.?!f{YOt;t{';,1;;::,:., ,,;,;1 ·;~t 1139 ! I 5 o I 1 o I 1 0 I 1 :::14CEt ; . ::-:: --~~~::-.-~-~:~, ;·: ~:: ,~~. ;:. r -~::. '. .~:-. i~ : F;/~::~;~t:,~ttr:::~~t.~.;1~;_) ~0JJ~~~-i b~~~~t~l0f:~:;·~r-.~~lf:1:;ttf:t1£~.: t{:H~?rft~O~~r--~\-.'.·,7 1 ':. ·t~'.:~:' 141 l BC1-1 I max -25473.716 3 39.751 1 l o 1 1442,' -·· : • _-:" -?·, . ::.;, · :·' :H'.I\.'~-=--~, .::: , ::·,ifn'im!;c/ :~-:~:::,0-168\'4'3:g~,y<;; ·;ii~ti:i:;'" ;'~fJiii~:tt:637t-tf.0-Jufii'&2fl.il· fJJf:'1~1'f~Of,;;;i:}1:;:1 :.,; si~1'.:ti ',if f ·' ' •·' •• ' C •;; , \ C {;1'. c'!~'',i:\~~~fr!t;,:,,jf ;~ i"J:i½'iif l**+'ll'ffii;' <' C~"'' Ji! , ::~ , , •. ,,\-·,:~:t:: :;;;::i!£:,:!::wi;::::~~~~~~:r: · 149 ! . . I . 5 I max. . -25473.716 l 3 39.751 1 I -1989.439 -2 ~j:mV <·,.· ,:{~ ,·' -\:· ·tc;::,: ,-, ~-::; :_;;:a/ ·'<jt 5-m'in,::tf r:::C·,~iifl7.RR~4~g;y~ }:t':cif~;:'k; ·;;;,:~:{iJ5.,7;?A~~;l-'w;;J:\'~ '.'ifil2\'i;fi! \..~}i:;'?'s'if:i?.\in"A.~{f,fl :rf-fif,::t {~1~--: ;, ,~, ';:c ','' -~,?~ ,;{, ;.:· ,,}:;. ' -,; tt)r::r~~rr:. [J',;},m;~~j t:}.Jrf:~~' ~1(~~:ttJiod~i~~'.tf';l?,~~~lt~,~iJ:-~~-i:~~i',~~; tfrii,\t 153 : · 2 f max ~47360.635 I 3 11.42 1 -2168.347 2 RISA-2D Version; 9;().0 . [\\$~rver\serv.er-d\d~gs99&2ks\20.10\2K10-40\G.IRDER 3.r2dJ Page4 • Company Prime Structural Engineers Designer prime4 Job t'-lumber 2K10-40 GIRDER3 Envelope.Member Section Forces (Continued) I&.. PRIME J0B:2K10-40 A. STRUCTURAL DATE: .J~tt..> Jla/£~ ENGINEERS SHT: 'i If h Feb 28, 2010 9:07 PM Checked By: Member Sec AxialRbl LC ,qhM•11h1 LC-: u~mentnb-inl · LC ·:r54 r. · 1--·. · :min,:.:i.,· :.~,1.e:-Hrn~ea1:~: ·, ::: ·l>L:? ,:i?4:00e1::·:·:\.);l: .: ,_3:_·, ·,:,.:.-i;..3lal5.l52;:.;·· r .· r,, .. ,. lf6t1 l ~ }._· tfn1irri.·· ::::;~i;~~~:-i~;_:+,,I):::;.-.~:,.~:J:~-,,:.i.-,\ ,1:c<. :l.J~;-~~~:0·):_;~~ 1157 l I 4 max -47360.635 3 -11.42 1 -2526.164 2 ,1.i:;~f , .· . · !. . , :,rnin:. :: ·;: . .:.:.1.&t8"S~96~/: :'i/.f'.,::: :;::-·;,,,,.;.::.11i1006i, ~ .. ::::: c: :::i:-.. r,,':i'--aM4;:2s8\'·:_< ;f l 159 I 5 1 m::1x l -47360.635 i 3 11.42 I 1 i -2705.072 2 I , 1·s0, ·:. , :.·· :., . . :··;min, . ..,,.:. :.~1Bifa:,;!:ra1P.:~ ~,ft~i\~~ i,:::;t3f:~<106L',~:i:-:~:;3:J·i :;s9Sa.'f3·55;;:.:ii i:0~::t-. i 161 i . BC3 1 I m::1x I ~ I 3 I -.26 3 I -2705.072 I 2 ·162-":. ·,.'.· · ·_ : .. , : · . _J_.·i··,: ·_ . , _:.mirfj1,;;.,-~--:-.~-:~iK.:;;~::},<.~:5·95{:_.·/::~t:··:,,.t,.'d·'::;-.::~958!;35as:··:~i::_ jf:,;:'. I 163 l i 2 max I -53929.27 3 -.26 l .3 -2694.792 I 2 . 164' l · _ I : •.. _ ; ·, ,m'lr:i . ·' ;;· : -i81:~~2:°q!.il{1};i' ;~:::)! :.-. :;t~;;y:,:; ::_;;595; ,:_-";;" ,-;. :· :tt,,~ .·,. '. ;::-.,,,:3"9'i:f4!7d5:4,:: : .: . ( t'.;; - I 165 i I 3 max I -53929.27 3 I -.26 3 i ~2684.511 2 -·1:aEC. ·. : _,: f: :~ ~ "·.: ;_:.·mil, ,,r.:, ."lR7fi62iji~f·'.:: '.]i·::1::;/y':L.:}}!~a'i3t:::;,'. .;~'i ... ~'-·L :·, :},.)3929';-'Z-!>27 )//:i}L: '. l 1671 I 4 i m::lX I .-5~929.27 3 -.26 3 -2674.231 2 ··1s8 .-. . . _. \I . ~: .. ·: \.;miii-'_:··::·.::;13:1,552,;a4t:"i-J~•,:,l,;J.Y?~;:: ":,:;;595t::;:_,{;·1F,1-1r· ... ::!~·1~::as175t4~.'.:.:.r<;;.:·f/~i I 169 I 5 I max I -53929.27 1 3 i -.26 l 3 -266.3.95 2 , 1,10,r:· ·:.: :· ... : ~: .·:.:., ;.c.: ·'. .:·. ,::1·::mii/iJ.:Y':..rA't6EI2·:!=1'4"t?'·::\:~J':;;;;:d::>.":;,_.MgB, 1~·:r:1)·.'.i'~" ... :.:,.7;:;:390:1.~-48r·.-~·0··:r , 1 1711 BC4 · 1 I max :45284.613 I 3 -6.768 l 3 I -2663.95 1 2 : . ·'t72.T ·. · :'.' .. · · · ' ,,, . : ·' ,. .. · : . ; : _,·, / . · t:··,mirir~~, ,:, ''.:~:z~ria0~3qi3.',:'_~· ~Nzjft;-: ::;,\f ::~~)1f2i24i1I,.;:~t .. ; t-'.fi::J .:\~'3·g·o1c1.iffilt:-l~/F' ;-: i 1:73 I I 2 max I .-45284.613 I 3 I -6.768 3 I -2437.517 I 2 i , '1:74 . · .. , .:;: .... : , ::, :. ~:, ;: : "· ·mir-f:· ~ ,;· · ;:75Q9U~98{;; ~:.;;;1;~f: .. l-:::·1!-:~\2:~2,tf;:i,. _:: ·'' ,;·.l ·:'": :,:::,·:{350.7.35~);'::i. L:T ·'i: ! 1751 3 , max -45284.613 3 -6.768 I 3 -2211.083 2 t76: .. .. 1···,:: ... :-.: J:fi1n~·<: ;:.--71-5(l9M393.:~ .. t::11J ~ii'·':f·_;'g_12,:24il:i:·>: :}i.:t:''.::·: : .. · ... 13a!f~s.1.~r-:: .: .:"~1' ·.: • 1771 ! 4 max. I -45284.61::! I 3 l -6.768 I 3 I -1984.65 I 2 1-78· .··. ,:. fmji:i,:·; :I'. ·~:t50'9'b','.39$:,: , li't1/.~· ;-'':":'.:;;.1'2,24i!f;{::',/:.J,'::'-1:·~;-:' , .. : ..... -6011·9~182,·a::,; < .. !J.:;·; t 179 I 5 max I -45284.613 I 3 i -6.768 3 -1758.216 I 2 · 1·80,f . ... . .. . i_· ·-:: ~-:· ·.rii/i,:~';13-: ·)75d9b:j!!>Rfj; ·: 0 1~ f ,-.;; i,:',.: ;·.,;;f2·.c24f·=~;;t,~ [~.:::J;: '-.. ; _:·.:~.:i2125t99~L ;i: .. n,,· ., I 1811 SC5 I 1 max I -25357.201 I 3 -21.442 2 I -1758.216 I 2 t if.82· .. -· · , . ..; : "'. · :·:: · 'mih. :~. , •i-425;1··e,-a,tf:, t'',·.f::.,]li ,.::· :1(ill3"2~'4z;.,,.,!~, ;-:,:'1t:(;'i,F~:.:-21,25:s·s1f·::t: ;.11 .:'·" 1183 l 1 · · 2 · 1 'max· ·· -253fi7:201" I .. _ 3, ·1 · ~21:442 ... · · 2 · i' .. -1318:662 .... ·1 2· ' ,.184..: ... ~> · . : I' I·';·· : :-, : :.i:'tnin,.· ii i,·,.~4261G;,8,7!1;;' ·, (::::~;,; '~~;. ~J'~>,.33f244-."i}.'t[.-f:.'· t::"'7:: t~,;/l2(J4~'495;_:.:'·: ,. -~-'h:< i 1851 I 3 ma1< -25357.201 3 -21.442 2 I -879.108 I 2 . 11'mL: •. · .. :: ; i'.' i·; < ', ::;, •: :m'frt'~':: i: :. :a.t>"A:t1:ta,1c:i,' i;;;;(1\E::.• ;,;'./,i:i~~3~244·if~~t::.: ':/,-1\-'' ?~_:Jii.36Z99'P: ,.,f · ;:1; . ~ 187 I 4 l max -25357 .201 · I 3 I -21.442 2 ! -439.554 ! 2 1 fS~fJ ' :: : _-_-.. :··,, :-/;,:: ·,.:, .. , ,r· ·.mifr. ·;,,;:-;4?t(t6'.8-'M-" <':·:f•,:: .. ;·':':1 ... 33'244 ·· ,., •, __ '_1,:.:r,.,,;;.,-,·:.iR!:M-.498 .... .':-:, .. l'. ... 189 l · I 5 ! max I .,25357.201 3 -21.442 2 0 1 1190-1-.·· . · ' ... , -. · : F ·:· ' ::" ..':,: foirfa"': :. /i42B,1'6'.~1F<1:~:'i.-; ,r'.l1;-;\t11/ ::::,":;33~544\ii'{ i'.11".-;·j,":1f ?,rc·;,J _;:~·icJi :'!.:::.I·.:?,.'1.;;;, ·1~\;~ t 191 i · W2 1 max -22939.89 3 O 1 o i 1 '192' ,:~·-.. ·, ,_ .. _ .. , .. " .. (':'· ,:··' l ! ... ; ;_:, .Jmiri;.:,)t•'"-:,~g:Rno-:p-.e:;57,:;-fi(fl'~ ·,;:-1: ;~:,,:·."''/()-1'·"'.\•l.:s:,; :··w.-··;t··.:·:;--,:::··'.~tf~0, ''''J'"·:··<''"f~"' !, ,;~~-: r~ 'C::-:: ... ,'.:. ! . :.';· ..i< ; . :_. °." ... :;-,., -l_::.:_ ';_-,:;,m'~:::'~;::£.-:i~~~~~~~t~f ~~~t~t,..-:;;Jk-x~:;:·.t~:1&i!:/i10:;:;t::b~~~:7.;{ B2! f~t~i::·.,~-.. :~:o, .; ~.:~::~c),.:,f 1195 I 3 max ~22939;1~0 3 o l 1 o I 1 . :1:~6~1,;: ;~ ~. -~ : ··:.~: ~L-··~;. ·:~'i~t: ,t' . J? 1 .. Tmir{.:~ Je:,,11i~(j9ft;~i;1,:·~:; r·~:'.lf;i:,; .~:,:~~·:; .. :·:.~z.0z:~.,:;;,;:,}lr:Z: :rl~ '.:.~ ;., ~: :?U!'OT.~:::_,;;;;.~ :,·~~,:. .. : :. 197 4 l max .??939.89 i 3 I O 1 O 1 ,·:1 §s:,: · · .. :.'.:.~. >. >: ~ :~:~ , .. ·:t.::: · · q;:r; .. ·. · . '.: : . :,;-minf!tt:,: ~:saso~P.5Et"·t~ ~"/'l:iji:.::r s,-11 .. ::t~{}~t;1tt~~:f-;:, itiJ~?:;; \!;:,'::\j.JOf:L.::::i·:::t,: :~:'lf±: :: .199 1 5 m~x -229~!:!.89 ! 3 .0 1 O 1 ':-200_1. ~,-••• :'J --_-'._, ____ ,,,· -~ ,2: ··:·-:-7·~··>:bf -· ,_ --.?. .. :Jminr.~1tl:'" .. ,,~3~ggn:a-3557:_r,.~ ::~~j\_~ ,~ :~/->,.:.{:~~i~-1 ~"1:-'"!~t,\~ ~ ~. __ tA.i.:' ~?~t ~)· ,:1i.:{):.iS~hAU1-~FS ,v-•• w;t: .',.,- 2011 V1 I 1 I max -34.? 2 I: o I 1 o 1 ! .202 .I >-,: ., .. -:. · :~. ·_, .: .: ,-, , : . ,·~-': ::~I.', mir.i" : .. ', ____ JfR,1;,'A!(ff;,i,, _._,l,:'.~::.;t,,;': , ..... · : '."ld'~.,:<Xt .. ,. : . .: ,:1;.':: .. 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"VC:fo:::w·z::r .... 1w~·~vP t'?··s:r-::·~o·;s · -~ ., ~ :· .-.::1~1&-: 207 I : 4 max -34.2 I 2 ! 0 1 0 . 1 ~208;~ ft{~::;~;-~: t~:~; -A~l:~ ~-·-~-~-/' ·_w. ~-,t.r:~:-/;·r::~ ;·~;~lrflfiit(!) l:-~t~~:~;tr8f1tQ·tJ;1~r,.1;1 if~\ia~~ l~~~l~~tH?~~:~{~ftJ~~i r~~~1.k:k~ :1ti:~?).~~crYt~:~~~-f:i.~ ~.J;-51.?ti:/ii~ l 200 5 . max I -34'.2 2 o 1 o 1 r:z~,Qi:11~~~~·:rf:;.~ _;.~-;~ .. ~'€~ ·t:f!:?J/!:/{ :i~;;l~) _;~~~:-~ ri ~frriii:f(~: f :~_(t;.bj~R~\~1f5t~!~1l r?3'(~~4?tf~{ftf·~'f~.':~i~1A}t;J~~~~~i ~~~J~tttl1~?ffr~E!~~;Hf*0ii~t:;r~!~;if~ ~f~?.1~~2if~ RISA-20Version lO.O l,\\Server\sE!rver-d\dwgs99&2ks\2010\2K10-40\GIRDER 3.r2d] P~ge5 Company Prime Structural Engineers Designer prime4 · Job tilumber 2K10-40 GIRDER3 Envelope Member Section Forces (Continued) /J1. "PRIME JOB: 2K10-40 IV£ STRUCTURAL DATE: 2-ro ~ ENGINEERS SHT: FC/~ Feb 28, 2010 9:07 PM Checked By: _____ ..,ilM~ro.ber . Si!P . Axial[!b] _ __,.._!..C . ShE!.aI[lbl , LC Momentnb-in] LC .. , 211 ! 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' ,.< ;~·; ;I: ... _, -~, . _·,'; 1,r~i-Jb,! !it'J~,;:i:;, ~: r,·:t;i!i:sl§'i ,;i,~I:;;;,~ig?fi /}/, :L:"'.~~:-'.i;:~ !w;'i.;2'.~::;;;;&:~ "ii;;:-~;;;-: it;iJ-: 3151 · l 3 max ?{M3.894 I 1 I O 1 ! O I 11 ! : j'.i'ffl:'·:: .. : ' · ":. <>< }-:~:. -'d~' t. ;( :J :/~iffi:ih~'i it. ;'it~;i:~®~1,:;!i: ;n;3TC~~ ,,i;;;'l:,ir:~:o~;,.J~i-1::,,1:f;~-_1,:,,..;,: 1ii?i/:.:0r~0i)::';!,:;,,;t: ft( 1:,i "s 317 l I 4 I max 21693.894 1 o I 1 l o l 1 I ;31'8\: . -:· , t' ~ · ;;, ":·. _::; · ~;,;, 1'-1~::..::,-'.£\~inf:.· ~t~:irsii.~:'31s9a::?,1 :;;;;is'-i':,~ f~:ltt;;~{fo,r :<_:::~;1 .;ll;/;.;1-;,;;:s~'.'tt}Ii~ii?,iEJ]~f;)J;;;;,1-s :i.JJ,J.; · ~~~~ ; .. · ... : -.'. .'' ·:. · · ~'.: ./, " .. Y , :: ·--..: :~' .·;c~ :,~::~Th:;: :::;·,:-~;;_;.;:'.: .. ;-.1~:,:i ;::;.r;~;.;·:~;:g:::, ;;;~ .;J;,.:::} ::-: ::;:s :,::.~g?::~-~:: ·;: :.,;;J} .. ~ l 3211 V5 : 1 max -44.111 2 o I 1 n .11 :_~12:~ ~ .. ;-~, --,_ :::_ -~-:i ;: :t::.~t~;-:.~'~£·-.: r.-::\1~-.~-:~;i··~~, ::;:·1m·iHt~t~· =,f1~:;:.;:1:sirfAa2:;rt:rr· ;;1r~~~;;:* i~ti];!1It~ttt>:~~i;12~t~1~ ~f1ti1~tr~; ~:1~1:;rtof:·~:~?~~~·l;rf ~~1t~1fir}; .323 . . I 2 m~v I -44 111 . 2 o 1 o 11 I 1~·~24( ,~-.--:.'1~(-: :' ,_~-~:;~! / .-~---~:::.j1~~ ''.i~·~·~?_;~\?:(i l\f-jrfiri·I:f: [~}ifi1i~?t15.:z;-~2~:!~f; t~;~·3K?! ::1~~~i-~~-1~~tE)~{~tR~~c#~}l( ff*i~1½:tr ~1r;fil~:SGOi}!fi~ii~·,·~:l~ ~jf_:~1t~ :t: · · · I I RISA-2D Version e:o.o [\\Seiver\server-d\dwgs99&2ks\2010\2K10-40\GIRDER 3.r2dJ Page? •~ .~. /&. PRIME JOB: 2KlQ-40 ff£ STRUCTURAL DATE: '=lO Company Prime Structural Engineers Designer prime4 · ~ ENGINEERS SHT· ll-ti Feb 28, 2010 9:07 PM Job [\lumber 2K10-40 GIRDER~ Checked By: Envelope Member Section Forces (Continued) r----:---=Member I 325 I S.ep Axial(!!21 l.C ShfllH[!.b]. __ l,C Moment[l!2::in] __ 0 _J,_C 3 max I -44.111 2 0 I 1--i-. O ! 17 3261 I 3271 '3281· : 329 i 330 r _ I 3311 .332 r I 333 i ,334.!_ I335 l >336 I. 337 l' 338J' 339 l ,340+ .. 341 l :3421 343 l 344 l 345 l 3461 I 347 l l 34a.l' j 349 i ''3501 I 351 i _35z'i. 353 l 354+: ··, I 3551 356 I . -. 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I 1 ! o 1 o I 1 W13 1 I max I -19787.635 I 3 o 1 o I 1 I 2 I max l -19787.635 I 3 I 0 1 I O l 1 1 363 l ,.364/': 365.I -· :,: ... , __ tr:.. -,~-:·.min:!,,f ;,.a3·3t&:s.1J(;·?i·:.;:l~'t\-:J:-l;<~:i_.;::Ji>/\::'.,:;,;;\,;t.W~;; "'~}'/.:\::::~oL:~.1-,,:;:,:1 Lt .. ·: i 3 max l -19787'.635 l 3 0 1 I O I 1 -386',. I 4 max I -19787.635 3 o I 1 o I 1 i 369 I I 5 max . -19787.635 1 3 l 0 1 I 0 1 1 37ti :· RISA~2D Version 9.0.0 [\\Server\server-d\dwgs99&2ks\2010\2K10-40\GIRDER 3.r2d] Page8 ._ rl zt. C 4""- St: )> -:--, ...ii, ..._, ~ .... .,,..._ ""' ......... -::-- t.~ _, -() ~ ,, ~ i ,,g ••• ~ 1,:- " ~ th 'O ~ ::,\ ~ ~ ~ <) ~ ~ "'' ..., ~--i~ U-- "' ~"'-* 0 C) "' _) ~ ~ -,.... ~ ...... ~ ~ }> ..._:s _-:---~'v'-<;,.,--- ~A ,,.-£ ~· 'f~ :!;:I. "* I'.) \:> ..S> -::s:----~ ::r--t"\ .. h --:::-------.. .;.. I) -:;-...._,, .._, ......... -c--~ I,<> __. -....J u.. u.. "' ~ ..... N\ r-} ,, ,, ~ c:2 - PRIMEJob: ';?.~O-t.t.:o STRUCTURAL Date: ~ ... IQ ENGINEERS Sht: l'9u aa;; , . ~ ~-~--~ \-.l -k> -·-1:lo i-l'-~ I\ ,\ --0 ,...__ ~ .:!-.---. ::--- ~~ ~ .L ~ ~ ,\ ,. ~ 1 c,E.>-~ • ·-- ., ( A PRIME Job: J.t:..t{)c-{./o STRUCTURAL Date: ~-1'"2! ENGINEERS Sht: / Sf SJI STANDARD SPECIFICATIONS FOR LH-SERIES & DLH-SERIES ('97 UBC) (ASD -ALLOWABLE STRESS DESIGN) Description: GIRDER4 CHORD PROPERTIES: TOP CHORD: LL 3.50X 3.50X 0.344 Chord Gap.= 1.00 in BOT CHORD: LL 3.00X 3.00X 0.250 Fy= 50 ksi E= 29000ksi Area Rxx Ryy Rz S.top S.bot Top Chord 4.579 in• 1.078 1.849 0.688 5.313 2.131 Bottom Chord 2.875 in• 0.930 1.633 0.592 1.153 2.954 Q 1.000 PANEL CHECK CHORD DESIGN CRITERIA: -- Lx = Length corr. to Rx in plane of joist Ly = Fixed at 36" per §103.3 Lz = Length corr. to Rz of joist Filler= Axial Force, P = Panel Pt, M = Mid Panel, M = Kx = (for Fa see Table 103.3-1) Ky= (for Fa see Table 103.3-1) Kz = (for Fa see Table 103.3-1) K = (for F'e see Table 103.3-1) Max KUR= KUR Check= ALLOWABLE STRESSES: Cc-= = = = = = = = = = :::: = = ~[2·rr·E/(Q·Fy)] = TC Interior TC Interior Panel Panel 48.00 in 96.00 in 36.00in 36.00 in 48.00in 48.00 in NO YES -77897Ib -44719lb 12241 in-lb 29062 in-lb 6738 in-lb 11033 in-lb 0.00 0.75 0.00 1.00 0.75 1.00 0.75 0.75 52.30 69.73 OK OK 107.00 107.00 Fa =IKUR S Cc: Fa= [1-(KUR)2/(2·Cc2)]·Q·Fy/[5/3+3/8·(KUR/Cc)-1/8·(KUR/Cc)"] KUR> Cc: Fa= 12·n2·E/[23·(KUR)2] = 23988 psi 20987 psi MP Axial, Fa = 23988 psi 20987 psi PP Axial, Fa = 0.6·Fy= 30000 psi 30000 psi Bending, Fb = 0.6·Fy:: 30000 psi 30000 psi Tension, Ft= 0.6-Fy.= PANEL POINT CHECK: Axial Stress, fa :: PIA= -17011 psi -9765.psi Axial Check= fa/ Fas 1.0 = OK OK fb.bot= M / S.bot= -5745 psi -1-3640 psi Bending Check = fb / Fb s 1.0 OK OK fa+fb= = 22756 psi 23406 psi Panel Pt Chk = (fa+fb)/(0;6·Fy) = 0.759 0.780 (fa+fb)/(0.6·Fy) _s 1.0 = OK OK MID-PANEL CHECK: fa= PIA= -17011 psi -9765 psi fb.tQp = M/ S.top= -1268 psi -2077 psi F'e= 12ti2·E/[23·(KL/Rx)2] = 133929 psi 33482 psi Cm =1End Panel: 1-0.3·fa/F'e -- Interior Panel: 1-0.4·fa/F'e = 0.949 0.883 - Mid-Panel Chk = f~/Fa + Cm·fb/[(1-fa/F'e)·Q·Fb] = 0.755 0.552 Unity ChQck s 1.0 = OK OK TC End L Panel 96.00 in 36.00 in 48.00 in YES -44719 lb 29062 in-lb 11033 in-lb 1.00 1.00 1.00 1.00 89.04 OK 107.00 17143 psi 15428 psi 27000 psi 27000 psi -9765 psi OK -13640 psi OK 23406 psi 0.867 OK -9-765 psi -2077 psi 18834 psi 0.844 0.768 OK TC End BC Interior R Panel Panel 42.00 in 96.00 in 36.00 in 96.00 in 42.00 in 96.00 in NO NO -40108 lb 77346Ib 4792 in-lb 2400 in-lb 0.00 0.00 1.00 1.00 61.02 OK 107.00 22543 psi 20289 psi 27000 psi 27000 psi 30000psi -8758psi 26903 psi OK OK -2249 psi OK 11008 psi 26903 psi 0.408 0.897 OK OK -8758 psi 26903 psi -452 psi 98397psi 0.973 - 0.450 0.897 OK OK 100215 • ,r- ·- EXISTING GIRDER CHECK -GIRDER 4 MEMBER ID. W2 W3 W4 W5 V1 W6 W7 V2 W8 W9 V3 W10 Cl) W11 0::: V4 w Ill ~ W12 w ~ W13 r:o ~ W14 NEW AXIAL LOAD(#) -39895 3950 33207 -15756 1558 16074 -7990 1558 7990 11980 1558 -12274 24707 1558 -24845 22522 -31856 + = COMPRESSION -=TENSION ALLOW T (LBS) -76781 -25905 -51300 -29700 -7763 -29075 -14537 -7763 -23667 -23667 -TT63 -14537 -43850 -7763 -29700 -29075 -37764 A.PRIME -. >.fetO·'-"> STRUCTURAL oate: '">--t 1:> ENGINEERS snt: 1.52- NEW STRESS ALLOW C (LBS) RATIO RESULT 62588 0.5196 OK 18272 0.2162 OK 40233 0.8254 OK 16162 0.5305 OK 4350 0.3582 OK 19544 0.8225 OK 5857 0.5496 OK 4350 0.3582 OK 15571 0.5131 OK 16296 0.7351 OK 4350 0.3582 OK 5857 0.8443 OK 33398 0.7398 OK 4350 0.3582 OK 16162 0.8365 OK 24286 0.9274 OK 27625 0.8436 OK • Company Prime Structural Engineers Designer prime4 Job Number 2K10-40 GIRDER4 Basic Load Cases /& PRIME JOB: 2~0-40 R1 STRUCTURAL DATE: -to ~ ENGINEERS SHT: 163- Feb 28, 2010 9:44 PM Checked By: ,----,,------=BLC De~.rip![Qn Catego,y_ __ ! 1 I DEAD LOAD I None ~~y~~r.ayJty Joint PQlQ.t Distributed l==-c,-,-,--,-,-.,-,,i 6=-,,--,-i-=---,-=,,+.-,~-----,--,-t l -2--.L --~ :.t:IV.b,{iOAEh-, .· .. ], ; -.:: ~-.:i!f0'Rif ;_,. . : i: '< ':': i 3 i UNIT+SCREEN I None I · \~;~~a:/~~/}t~?~~_t··r·~~1~.t 6 Joint Boundary Conditions .-~---Joint La@_I _ --,---=[klin)________ __ . Y [k/in] RotaliP.o[~-ft/rad] Footing . 1 l N13 Reaction l Reaction I i I Joint Reactions (By Combination) I 5 l 2 ! N13 . -27400 I 12830.409 I o I ! 9 l 3 1 N13 I 27400 / 12830.409 I O I I 11 ! 3 I Totals: 27400 . I 32564 I ! Load Combinations Joint Loads and Enforced Di§D{acements IBLC 1 : DEA[) LOAD) Joint Loads and Enforced Displacements (BLC 2 : LIVE:;LOADJ ~----~J-oi,tlt:JJ!.bel L.QJ,i Olt@.tlon MagoJty_g_e{(lbJb-in), (In.rad_). (lb*sA?iln lh*in"2ll I 1 ! N3 I L Y -3840 I:, :·~--1-~1, . ·.-.. --l '!.~ :_:-,, ~--:.· ;,-N:41 · ·:_ .;· ~, ~ • _., ,,, .;.,. • ·., .: : • :.~ :.·.n.~1 ·::'i' ?E'-(-'·:--e~~)~; .. ·. :-/:-,-.,_:;51~'.JY;JJiyJ~~i#b~P~,··\r& ;t<:~1~:~ ..... ~!~;,::::::1;:-;~i)Jp:~~~¥:'.::3a~0-f~":::&~st·~1·1B';:S't'Mj~~1l!;:: ~:6:,;~]~-:-••~ ,, ·::,~~'.-':z~P7{'7~':)~·'J :. :~ ::~:;;° },'.!;7J;?'k·~:;i,::Jr&'~~;"; ~~:::i1,:,ij_~;;_;t.1~½:§.~1'izJ:;riJ:l t~-~~';t~~;i';.i)fJ;; ~;;i'.~;iJiY:f.~}~~~-iI~U~.m,'f;;~1t:".'f.1}q,1;1i~iii!-t:~ i 5 i . N10 L . Y : I -3840 l~l[Z);:~~~~.: ~:: ·;~_~:~ .>~~:;}~11~~:::· ;: ~··i~~ }.i : .:{? :~~-;~±;~i~'.¥E:-~g~:~f-~.~1:, ~~-~~sh:i~:;~;:~)~~~r~i.;~s ~;:F.1~~~,::s~.~~~~1t~·?:tJ~~tit$2a·a0:~J~:?j~~~(?1:~~1~~2It:~:~);~ ' . RISA-2D Version 9;0.0 [\\Serve~servE!r-d\dwg~99&2ks\2010\2Ki0-40\GiRDER 4:r2d] Page 1 • ·-- -~ Company Prime Structural Engineers Designer prime4 Job. Number 2K10-40 ~IRDER4 A, PRIME JOB: 2K10-40 l'r£ STRUCTURAL DATE: 3-tC\. ~ ENGINEERS SHT:_J.5!:t. Feb 28, 2010 9:44PM Checked By: Joint Loads and Enforced Displacements (BLC 3 : UNIT+SCREEN) 2' ·1 3 : 5 I r s · r N8 I L Y -30< , L 7 J __ _ N,12 I L Y -30( Joint Loads and Enforced Displacements (BLC 4 : SEISMIC} J.Qint_L.~b_el L,Q,M ~ ~1-c-------' N1 "'----~--L ·--......---" X Joint Loads and Enforced Displacements (BLC 5 : ) ! 5 N10 Member Section Forces 3 I A I. I I .i 7 l I .· '.f ,_ Ma nitu<le[O.b.,IP-in),_(in.r.<i~). (lb*s"2lin, lb~in"2)L 27400 ! RISA-2·0 Version~9.0.0 [\\Server\server-d\dwgs99~2ks\2010\2K10-4d\GIRDER 4.r2dl · Page2 •• •~- • Company Prime $tructural Engin!:lers Designer prime4 Job l'ilumber 2K10-40 C31RDER 4 Member Section Forces (Continued) J&.. PRIME JOB: 2K1Q..40 ~ STRUCTURAL DATE: 3-1_0 ~ ENGINEERS SHT: IS-s" Feb 28, 2010 9:44 PM Checked By: 34 1 -... -. '.:--· ·: ·_-~---,1 ·{_.\4':: '~'.;,:''./:''.t't896i8"Si::lf:: ;,,:;?:' . .'f:2-19f~1.;;:·-,,:,.,;i:59-a90l~:'t.'h?1:··-. : 35 , i 5 I 77896.837 i I -12241.998 I · .. 36· . L 1--I · ;, -. ·T:C08,, :· · _-> . : · , · ::1k·:· ,. ~r'.~>f; , -:'f':.::68938',t~2;i.~ ::~:;' \ ~:,::: :·f'.::1.224:,rnga-:-,. ,; : 37 ; l I 2 i 8938.327 ~171.591 I -10182.911 i 43 l l I 3 ! _ 68938.327 I 26.122 I -4632.569 I l 47 l I I 2 I 41151.668. I -69.159 I -4429.585 49 I ! l 4 ! 41151.668 I -69.159 -2769.777 1 51 I 1 I TC11 I 1 I .41151.668 59A06 ! -1939.872 55 L 5 41151.668 I 59.406 I -4791.367 I :5e·. f . ·t· --!' ... TCf2·. :-: . :>·-: ' · -· !.~;, ;.:J<(' 'II; ;:f-,'.:22'483;:1;2;7;;;_:L:··.' :t -}:.:,:_:-,. :,.:t~'ifO'a'::::·,:,;·; · -~ii' :_:,:;'c\~4?i9*;36'"t:::c' :· ,, l 57 ! I 2 I 224R3.727 I -114.08 l -3593.525 58 i· ' ~·:· ''/3,:S\ · 11:,,_:,~·,: .'.2:t483}i2'1(;),~ ,: \J-;_:.~:j;, ;;,;,,,;;~14'io'Ets. :::0:t:}j,-;:-,it-i~2395Y6841i\i, -~ ! 59 I , 4 22483.727 t ~114.08 l -1197.842 I -6CLD .· -T '. :. :, ··_, ··: ... :.:·-~-ii::-. r:·-·;5 :: _:j .. >. ::224gg{,1;:ttif:?½:,·+: .. ·:~; ,c~ "\~1ff.lfr(:)'8: :: ,f·-::_;;1r,:/2:~r;:;,.::t);;:;c,:··:·. ,_.,,. 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If .l 0:- • l I r , ff n- A PRJMEJob: z.l.Lto-L£D STRUCTURAL Date:~ ENGINEERS Sht: ~ ~ 6 • •~ ~'-. tJp ~ ), () ( 1f X. S-of'r /L <;>i'3lj= WT· A' :::-vr· rio ff. ~ '2-s--r '1"'". -= '2 5' 7° l'-f 4t,1.;;r .?el L-ri-.(C.1 MfZ:'.~/ f @-~ . 1'X{;f! -2.4 t 0.__: .. /'"'II :3-e,. • !Jvo =-.P(PA-9 ;; S-:c> f£-F X 3 1 Pf:tq;s / 0et-e = >" t') t t..r jz. -5e1-r AJe/,:::;~:::- :=.: IS-j<'T -= ?~ /'f :. 52-5'" ·-?';(" PRIMEJob: ~l4c::.-'it::i STRUCTURAL Date:~~ ENGINEERS Sht: 1,k::r, • I, g- /. 5" t~ ( ~{;, !3,;, !kl .f.-.,... §o t-tj~. B-1 02/08/10 2K10-40 (BU (s1p12v1s0b4148TBEAM ANALYSIS PROGRAM (slp9v1s0b4148T {6.43) (SU (sOpl0.00 SPAN LENGTH= 45.58 ft (Simple ·span) UNIFORM LOADS (k/ft & ft) .wd . wl. Xl 0.070 0.000 0.00 POINT LOADS (k Pd 0.000 0.000 REACTIONS LOAD Dead Live Total. Pl 0.300 0 .. 300 (k) MAXIMUM FORCES & ~t) X 22.75 30.75 LEFT 1.595 0.248 1.843 X2 45.58 RIGH~ 1.595 0.352 1.948 V max = 1.95 k @ 45.58 ft Vd max= M max = Md max= DEFLECTIONS LOAD Total Live Dead 1.60 k @ 23.82 kft@ 18.18 kft@ (EI = kin"2) Defl (in) 8681064/EI 1884059/EI 6799738/EI o.oo .ft 22.75 ft 22.79 ft X (ft} 22.99 23.65 midspan Pos. Moment Lu = 45. 58 ft Actual: 6.7511 x 1511 24F-V4 Design per 19·91 NDS Douglas Fir-Larch . STRESSES (psi) Shear @ 'cfr *V = 1.5J, k @ 44.33 ft *Fv = 14:9 fv = 22 Fb' = 1946 fb = 1129 15 %· 58 % • Live LDF = 1.25, Cv = 0.88, Cl= 0.70 * Governe~ by Dead LDF = 0.90 DEFLECTIONS (in) (E = 1800 ksi) Total. = 2·.54 = L / 215 , Live = 0.55 = L / 992, Dead = 1.99 A PRIMEJob: ~]itl[ STRUCTURAL Date: 5-,~ ENGINEERS Sht: i 6?:( ·~ -~ B-2 BEAM ANAL YS/S PROGRAM (6.43) SPAN LENGTH= 38.50 ft ( Simple Span) UNIFORM LOADS wd wl o.065 ·o.ooo (k/ft ·& ft) Xl 0.00 POINT LOADS Pd (k & ft) Pl X 0.000 0.000 0.300 0 .3.00 REACTIONS (k) LOAD Dead Live Total MAXIMUM FORCES 19.25 23.25 LEFT 1.251 0·.269 1.520 X2 38.50 RIGHT 1..251 0.331 1.582 V max = 1.58 k @ Vd max= 1.25 k @ M max = 17.22 kft@ 38.50 ft 0.00 ft 19.25 ft DEFLECTIONS LOAD Total Live Dead (EI = kinA2) Defl (in) 440906'9/EI 1196736/EI 3213207/EI Pos. Moment Lu= 38.50 ft Brace Spacing = 38.50 ft X (ft) 19.41 19.78 midspan Actual : 6. 75" x 1511 · 24F-V4 Design per 1991 NDS Dougias Fir-Larch STRESSES (psi) Shear@ 'd1 • V = 1.50 k@ 37.25 ft Fv = 165 fv = 22 13 % Fb1 = 2084 fb = 816 39 % Live LDF = 1.00, Cv = 0.90, Cl= 0.90 DEFLECTIONS {in} (E = 1800 ksi) Tot~l = 1.29 = 1J I 358 Live = 0. 3.5 = L /1319 Dead = 0.94 03/04/10 2Kl0-40 l PRIME Job: 2'?f,, -~u STRUCTURAL Date: s-l -> ENGINEERS Sht: !fd'.f _ • 4-' ~f Wf = P v\vTS, 4' c.t.-P.?l..-,~ f "!7C, r_. b 11 ••• 10 .:iv-/ r Z-5 .. -. -f . i ' -I ' f-l ' ' I f J. t-' .• II.,. - -PRIMEJob: ~~...e);) STRUCTURAL Date: t,.,.~ ENGINEERS sht: J 1-D ... B-3 03/04/10 2K10-40 (BU (s1p12v1s0b4148TBEAM ANALYSIS PROGRAM (s1p9v1s0b4148T (6.43) (BU (s0p10.00 SPAN LENGTH= 36.00 ft (Simple Span) UNIFORM LOADS (k/£t & £t) wd wl X1 X2 0.070 0.000 0.00 36.00 POINT LOAJ?S (k & £t) Pd Pl. X 1. 250 O·. 300 1.250 0.300 0.000 0.300 0.000 0.300 2.33 6.08 18.00 22.0Q REACTIONS (k) LOAD LEFT Dead 3.468 Live 0. 797 Total 4.264 MAXIMUM FORCES V max = 4.26 k @ Vdmax= 3.47k (! M max = 22. 73 k£t @ Md max = 17.21 kft @ DEFLECTIONS LOAD Total Live Dead (EI = kin "2) De£1 (in) 5400386/EI 1316462/EI 4075056/EI RIGHT 1.552 0.403 1.956 0.00 £t 0.00 £t 16. 63 £t 13.83 £t X (£t) 17.32 17.84 midspan Pos. Moment Lu = 36. 00 £t Gov. Defl.ection : Total = L/240· Required EI= 3000215 kin"2 GLB 6. 75 x 15 24F-V4 Design per 1991 NDS Douglas Fir-Larch STRESSES (psi) Shear @ 'd' : V = 4.18 k@ 1.25 £t Fv = 165 £v = 62 38 % Fb' = 21.29 -n, = 1,077 51 % Live LDF = 1.00, Cv = 0.90, Cl= 0.91, DEFLECTIONS· (in) rotal = 1.58 Live = 0.39 = Dead = 1.19 (E = 1800 k~i) LI 273 88 :a- L /1121 32 % A PR IM E Job: -:tl~(J-tr;i STRUCTURAL Date:~ . ENGINEERS Sht: JJ::L •~ •· B-3A 03/08/10 2Kl0-40 (SU (slpl2~1s0b4148TBEAM ANALYSIS PROGRAM (s1p9vls0b4148T SPAN LENGTH = 30. 00 ft · (Si~ple Span) UNIFORM LOADS (k/ft & ft) wd wl Xl X2 0.070 0.000 0.00 30, 00 · POINT LOADS Pd (k Pl 1 .. 250 1.250 0.000 0.000 REACTIONS 0-.300 0.300 0 .• 300 0.300 (k) & ft) X 2.33 6.08 15.00 19.00 LOAD LEFT RIGHT Dead "3.200 Live 0. 776 Total 3.975 MAXIMUM FORCES V max = Vd max= M max = Md max= DEFLECTIONS LOAD Total Live Dead 3.98 k @ 3.20 k @ 18.51 kft @ 14.01 kft @ (EI :.:: kin"2) Defl (in) 3051855/EI 789962/EI 2254832/EI 1.400 0.424 1.825 0.00 ft 0.00 ft 12.51 ft 9.99 ft X (ft) 14.33 '14.83 midspan Pos. Moment Lu = 30. 00 ft Actual: 6.75" x 15" 24F-V4 Design per 1991 NDS Douglas Fir-Larch STRESSES (psi) Sh~ar @ 'd' V = 3.89 k ~ 1.25 ft Fv = 165 fv = 58 35 % Fb' = 2203 fb = 878 40 % Live LDF = 1. QO, Cv = 0. 92, Cl = 0. 94 DEFLECTIONS, (in) (E = i8.00. ksi} Total= 0,89 = L / 403 Live = 0.23 = L /1557 Dead = 0,66 (6.43) (SU (sOpl0.00 / PRJMEJob: 2/r:/y~t..t'l';J ;\ STRUCTURAL Date: ~T-e .9. ENGINEERS Sht j~'Z. • • B-4 03/04/10 2K10-40 (BU (s1p12v1s0b4148TBEAM ANALYSIS PROGRAM (s1p9v1s0b4148T SPAN LENGTH= 36.00 ft (Simple Span) UNIFORM LOADS wd wl (k/£t & £t) X1 X2 0.070 0.000 POINT LOADS (k 0.00 36.00 & ft) Pd Pl. X 0.000 0.300 0.000 0.300 18.00 22.00 REACTIONS (k) LOAD LEFT Dead 1.260 Live 0.267 Total 1.527 MAXIMUM FORCES V max = 1.59 k @ Vd max = 1.26 k @ M max = 16.14 kft @ DEFLECTIONS LOAD Total. Live Dead (EI = kin"'2) Defl. (in) 3618936/EI 974326/EI 2645395/EI RIGHT 1.260 0.333 1.593 36.00 ft 0.00 ft 18.00 ft . X (ft) 18.1.5 18.52 midspan Pos. Moment Lu= 36.00 ft Actua.l : 6. 75" x 15" 24F-V4 Design per 1991 NDS Douglas Fir-Larah STRESSES (psi) Shear @ 'd' : V = 1.51 k@ 34.75 ft Fv = 165 £v = 22 14 % Fb' = 2129 £b = 765 36 % Live LDF =:= 1. 00, Cv = 0.901 C.l = 0. 91 DEFLECTIONS (in) (E = 1800 k.si) Total.= 1.06 = LI 408 Live = 0.29 = L /1515 Dead' = 0.77 (6.43) (BU (s0p10.00 PR t ME Job: ?..{t;.[o"l.fO STRUCTURAL Date: "H 9 ENGINEERS Sht: \3:s ." B-4A 03/08/10 2K10-40 (8U (s1p12v1s0b4148~BEAM .ANALYSIS PROGRAM (s1p9v1s0b4148T SPAN LENGTH= 30.00 ft (Simple Span) UNIFORM LOADS (k/ft & ft) wd wl X1 X2 0.070 0.000 0.00 30.00 POINT LOADS Pd (k Pl 0.000 0.000 0.300 0.300 REACTIONS (k) LOAD Dead Live Tot(:1.1 MAXIMUM FORCES & ft) X 15.00 19.00 LEFT 1.050 0.260 1.310 RIGHT 1.050 0.340 1.390 V max = 1.39 k @ Vd max = 1. 05 k @ M max = 11.78 kft@ 30.00 ft 0.00 ft 15.00 ft DEFLECTIONS LOAD (EI = kin"'2) Defl (in) X (ft) Total Live Dead 1830878/EI 555668/E:t 1275751/EI 15.16 15.49 midspan Pos. Moment Lu= 30.00 ft Actual: 6.75" x 1511 24F-V4 Design per 1991 NOS Douglas Fir-Larch STRESSES (psi) Shear@ 1d 1 V = 1.30 k@ 28.75 ft Fv = 165 fv = 19 12 % Fb' = 2203 fb = 558 25 % Live LDF = i.oo, Cv = 0.92, Cl= 0.94 DEFLECTIONS (in) (E = 1800 ksi). Total= 0.54 = L / 672 Live = 0.16 = L /2214 Dead = 0.37 v (6.43) (8U (sOpl0.00 PR f ME Job: ~o-'-t:_o STRUCTURAL Date:~ ENGINEERS Sht: .J.1L • b·' ;) ,.--..._ 1 ~ r V'"' /11.,--:: ~ -- f-ti..,.,, -;;. •~. •• f r Pi ~ PRJMEJob: <!.l.Jt>-L-l~ STRUCTURAL Date: ?-(o ENGINEERSsht: \.~S- ~J j I ,r {f ~ , ,1 J 'I ,,,,, " 1.,,--t 1,..,. I ! ' I. ! • ' H 1~s-o '-~'1b +--! ?-(;- 0,<RF- I, 9/," r-3. Ljt't' (J' 't:i"'-+ rJr~ , I 1 =-- - ,;:., 1,-, {15l<-c C, of;'~ ·/,/ <""-- ~ vJLfY. ?8 4(<.. ~D i,.,_'€}/ . 1>1-::: l'h~-q t;) .S-.1 --viooo {1~) 4-11,. ::-I, oC, 447 . /~ 3-A..j_,;. \.JJ!~){ Sf'O) = ~ :::o o.~/z.r 48'('2-CfDOD) :Cy 'J&J -t>[C, •~ B-5 03/04/10 2K10-40 (BU (s1p12v1s0b414BTBEAM ANALYSIS PROG~ (slp9v1s0b414BT SPAN LENGTH= 45.00 ft (Simple Span) UNIFORM LOADS (k/ft & ft) wd . wl. Xl 0.068 0.000 0.00 POINT LOADS Pd (k Pl 0.000 0.000 2.850 5.060 0.300 0.300 0.600 1.100 REACTIONS {k) LOAD Dead Live Total MAxIMUM FORCES & ft) X 22.50 26.50 37.00 42.50 LEFT 2.318 0.441 2. 75.9 X2 45.00 RIGHT 8.652 1.859 10.511 v max = 10.51 k @ Vd max= 8.65 k @ M max = 48.97 kft@ Md max = 39.50 kft @ 45.00 ft 45.00 ft 31. 75 ft 34.08 ft DEFLECTIONS (EI= kinA2) LOAD Defl {in) X (ft) Total 17447441/EI Live 3551907/EI Dead 13805359/EI 24.19 24.13 midspan Pos. ~oment Lu= 45.00 ft W 14 X 68 Fy = 50 ksi STRESSES (ksi) Fv = 20.00 fv = 1.80 ·g % Fb = 11.44 fb = 5.71 50 % DEFLECTIONS. (in) Total= 0~83 = L / 649 Live = 0.17 = L /3188 Dead = 0.66 (6.43) (BU (sOpl0.00 PRIMEJob: 2lc-t!!-tto STRUCTURAL Date: ..1:.i:=.. ENGINEERS sht: I ':f6 •~ :a-6 03/04/10 2K10-40 .(SU (slpl2vls0b4148TBEAM ANALYSIS PROGRAM (slp9vls0b4148T (6.43) (SU {sOpl0.00 SPAN LENGTH= 40.25 ft (Simple Span) UNIFORM LOADS wd wl 0.068 0.000 POINT LOADS Pd (k Pl 0.000 0.000 2.850 5.060 REACTIONS LOAD De9-d Live Total 0.300 0.300 0.600 1.100 (k) MAXIMUM FORCES {k/ft & ft) Xl & ft) 0.00 X 20.13 24.13 32.25 37.75 LEFT 2.249 0.458 2.707 X2 40.25 RIGHT 8.398 1.842 10.240 V max = 10 .24· k @ 40.25 .ft Vd max= 8.40 k @ 40.25 ft M max = 45.92 kft@ 30.99 ft Md max= 37.18 kft@ 32.25 ft DEFLECTIONS (EI = kin"2) LOAD Defl (in) X (ft) Total 12735375/EI 21.75 Live 2662612/EI 21. 65 Dead 9996702/EI mi<;ispan Pos. Moment Lu= 40.25 ft W 14 X 68 Fy = 50 ksi STRESSES (ksi) Fv = 20.00 fv = 1.76 9 % Fb = 12.79 fb = 5.35 42 % DEFLECT;tONS (in) Total= 0.61 = L / 795 Live = 0.13 = L /3803 Dead = 0.48 PR I i\11 E Job: 2!4 0-i.+J STRUCTURAL Date: ..1.i~ -ENGINEERS Sht: \-=t-::r • •--. PR t ME Job: lb.1°-~o STRUCTURAL Date: s-:, 0 . ENGINEERS Sht: i -=t-~ 'l< Are,"]:. 3 ft ~oir; b. 11, i, I -~t sufi/14 JA.tl'IT.fne-r/ ~tJr9fU.-&:µi·NT ~ cPNf1 rJ f Sit-ftr-Jc.o~1.,"'(.' 1--~ f'\lr-l e. Pk~ €-D~ I<"' ,$'flV~(, f$ov-(. z I /4;1/4 ~FJV$!Aprt,f"Nf 1.Ar,JfrTJ:f; m lt.,-z...,'1..- id ~ 'Z ~ ft f(;, ~ db 5otfr { ~NS6JU',11iv'() --SW~ -fl'!'f w,,M' fJ!,,,kNf;, 'f\-::/.o· t .. ~.r.c A-:: r.o ,J 1 f • Z--D +-f. (; L- ::: 1,i-(1;101,n-) +1.G,(s.tfn) :;; J.., 1 I ~ :. t-oi'Jlfl .. /;"r( Pf.JI ov:1 f:f,v 1;1<.~,;. .. · 1.--#< rM--£~ c.,,,tJfiN€: O,,NC,fffC' ;$/l,CJ!:'r.C... -~•,t,r l y 2--#~ r,-.,l.( J(S>~f:U; "rfel,. y Pf'l~/J,,;,'7>, iJ :c ~ (-60,)-00)(1,0)(1.")(1,.1)(0.Gu-;A) -.c· 11" ~ ':l.'/7,,-1 So { -z,09;? I • -i< M~ r-.1,...A-11J :3 ., 6 Pl (;r-4-rJ (;€" f/4µ, 'T°P <t' (?, <>'['1i)M t'Ai"JC'l .. 6Jl~, CA~ L-{ -"'!/+ ?f1Z-o~<,.-1fovrt vJj he.£ ;, .'/. G-µ;" 5~ 'itMf>~oA Croµ,fe,,f"l?,<_ f/4NTTJur. f:o/J... r,-G'S,1G,JJ .. • •~- •~ Page 1 of2 A PRIMEJob: 2~0 ~~0 Anchor Calculations STRUCTURAL Date: b.:::.._ · ENGINEERSsht: J~ Anchor Designer for ACI 318 (Version 4.2.0.2) Job Name : Genoptix Calculation Summary -ACI 318 Appendix D For Cracked Concrete Anchor Anchor Steel # of Anchors Emb~dment Oepth (in) 5/8" Strong-Bait NIA 4 4.625 Concrete Concrete Cracked f c(psi) · Normal weight · Yes 3000.0 Condition !Thickness (in) !Suppl. Edge Reinforcement B_ tension ilnd shear 17.5 INo Factored Loads qategory 'l'c.v 1.00 I Nua (lb) vuax (lb) vuay (lb) Mux·(lb*ft) Muy (lb*ft) lo 0 -6772 0 0 ex(in) ey(in) Mod/high seismic Apply entire. shear@ front row 0 0 Yes Individual Anchor Tension Loads N N N N ua1 ·ua2 ua3· ua4 (lb) (lb) (lb) (lb) 0.00 0.00 .0.00 0.00 e'~x<in) e'Ny(in) 0.00 0.00 Individual Anchor Shear Loads V ua1 V ua2 V ua3 (lb) (lb) (lb) 1693.00 1693,00 1693;00 e'vxlin) e'Vy(fn) 0.00 0.00 Tension Strengths Steel (<I> = 0.80 ) N~{lb) <llN5a(lb) 20875 16700.00 :Vua4 (lb) 16~3.00 Nu8(Ib) 0.00 No Nua/<l>Nsa 0:0000 Concrete Breakout{<I> = 0.75, <llsels = 0.75) Ncbg(lb) <tiNcbg(lb) ~Nu8(Ib) t Nua /<llNcbg 20769,34 11'682.7~ 0.00 0.0000 ~hnnt·hl::inlc Dateffime: 3/1/2010 11:49:07 AM 'l /1 /")(\ 1 {) • ,Pullout {<I>= 0.75, <l>sefs = 0,75) Npn(ib) cJ;JNpn(lb) Nu8(lb) 5478.40 3081.60 0.00 Side-Face Blowout does not apply Shear·Strengths Steel.(cJ> = 0.75) veq(lb) <l>V8q(lb) vua(lb) 9334 7000.50 1693.00 Nua /cJ;JNpn. 0.0000 vua/rJ>Veq 0.2418 Concrete Breakout has not l'leefl evaluated per user option. Pryout (<J> = 0.75, <l>sefs = 0.75) vcpg(lb) cJ;JVcp90b) t Vuax(lb) t Vuax /<l>Vcpg 41538.67 23365.50 0 0.0000 vcpg(lb) cJ;JVcpg(lb) I Vuay(lb) i: Vuay/lPVcpg 41538.67 23365.50 ·6772 0.2898 Interaction check T.Max(0) <=0.2 and V.Max(0.29) <= 1.0 [Sec D.7.2) Interaction check: PASS : IVu~/<l>Vcpg 0.2898 Use S/8" ·diameter Strong-!3olt anchor(s) wltli 4,625 In. embedment Page 2 of2 PRIMEJob: ~0 ;10 STRUCTURAL Date:~ ENGINEERSsht: l f;o BRITTLE FAILl'.JRE GOVERNS: Governing anchor failure mode is brittle failure. Per 2006 IBC Section 1908.1.16, anchors shall be governed by a duc\ile steel element in structures assigned to.Seismic Design Category C, D, E, or F. Alternatively the minfmum design strength of the anchor(s) shall be at least 2.5 times the factored forces or the anchor attachment to the structure shall undergo ductile yielding at a load level less than the design strength of the anchor(s). Desi9ner must exercise own-judgement to determine if this design is suitable. about:blank 3/1/2010 • ·-· Anchor Calculations Anchor Designer for ACI 318 (Version 4.2.0.2) Page 1 of5 PR IM E Job: Z#=t0 -<-ro STRUCTURAL Date:~ ENGINEERS sht: jM_ Job Name : Genoptix 1) Input Date/Time: 3/1/2010 11:49:07 AM Calculation Method: ACI 318 Appendix D For Cracked Concrete Calculation Type : Analysis a) Layout . Anchor : 5/8" Strong-Bolt Number of Anchors : 4 (;:mbedment Depth : 4.625 in Built-up Grout Pads : No I ,. . .....~~~,,---~............-1 ~-... ~'}~ rzi)ll;Hr ~cren l#'tllo;t ... 1 2 i ~ VuTO--~·Iby2 I t . ~..,,...~ ---1:; 3 Muy ,i 4 N Mux ~Ll "l-B-ey +··--~ ·-.. -~-·-r 1-=-ex ~~---o ~--·-·F>y1 1 ! 2 l ;,_[ n 'bx1' X- 4ANCHORS 'Nu,,,JS ?0$!1T\IE l'Oi{ 'r!!NSION 1\Ntrl'l~GAJ'IVE :rOR . GOMPRl:SSlON. ,. lNi:llCAil!S CeN'fl:ROr fl-OUR CO:l:WIS~ANCHOR!:.. Anchor Layout Dimensions : cx1 : 8 in cx2 : 120 in cy1 : 120 in cy2 : 120 in _J bx1 : 1.5 in bx2: 1.5 in by1 : 2 in by2 : 2 in s.x1 : 6.25 in sy1 : 10 in about:blank 3/1/2010 • .,------. b) Base Material Concrete : Normal weight Cracked Concrete : Yes Condition : B tension and shear Thickness, h : 7.5 in Supplementary edge reinforcement : No c) Fa_ctored Loads Load factor sou'rce: ACI 318 Appendix C Nua: 0 lb V uay : -6772 lb . Muy : 0 lb*fl ex: 0 in ey: 0 in Moderate/high seismic risk or intermediate/high design category: Yes Apply entire shear load at front row for breakout : No .__ d) Anchor Parameters From C-SAS-2009: • Anchor Model = STB62 d0 = 0.625 in Category= 1 hmin = 7.2 in cmin = 5 in Ductile = Yes hef = 4 in cac = 10.02 in smin = 6.25 in 2) Tension Force on Each Individual Anchor Anchor#1 Nua1 = 0.00 lb Anchor #2 Nua2 = 0.00 lb Anchor #3 Nua3 = 0.00 lb Anchor #4 Nua4 = 0.00 lb Sum of Anchor Tension LNua = 0.00 lb ax= 0.00 in ay =-0.00 in e'Nx = 0.00 in e'Ny = 0.00 in about:blank Page 2 of 5 p R l ME Job: -e.t.r..1,} -~o STRUCTURAL Date: s-m ENGINEERS Sht: \~2- f C ; 3000.0 psi 'Ycv:1.00 l $F P: 1657.5 psi vuax: 0 lb Mux: 0 lb*ft 3/1/2010 • 3) Shear Force on Each Individual Anchor ...-... Resultant shear forces in each anchor: Anchor#1 Vuai = 1693.00 lb (Vua1x = 0.00 lb, Vuaiy = -1693.00 lb) Anchor #2 Vua2 = 1693.00 lb (Vua2x = 0.00 lb, Vua2y = -1693.00 lb) Anchor #3 Vu83, = 1693.00 lb (Vua3x = 0.00 lb, Vua3y = -1693.00 lb) Anchor #4 Vua4 = 1693.00 lb (Vua4x = 0.00 lb, Vua4y = -1693.00 lb) Sum of Anchor Shear 1:Vuax = 0.00 lb, 'ZVuay = -6772.00 lb e'vx = 0.00 in e'vy = 0.00 in 4) Steel Strength of Anchor in Tension [Sec. D.5.1] Nsa = nAsiuta [Eq. D-3] Number of anchors acting in tension, n :;:: O N58 = 20875 lb (for each individual anchor) [C-SAS-2009] ~ = 0.80 [D.4.5} ~N58 = 16700.00 lb (for each individual anchor) 5) Concrete Breakout Strength of Anchor Group in Tension [Sec. D.5.2] Ncbg =ANJANcoq,ec,N4'ed,N'¥c,N'¥cp,NNb [Eq. D-5] Number of influencing edges = 0 hef = 4 in ANco = 144.00 in2 [Eq. D-6] ANc = 401.50 in2 'P ec Nx = 1.0000 [Eq. D-9] ' '¥ ec,Ny = 1.0000 [Eq. D-9] '¥ ec·N = 1.0000 (Combination of x-axis & y-axis eccentricity factors.) ' Smallest edge distance, c8 min = 8.00 in I '¥ed,N = 1.0000 [Eq. D-10 or D-11] Note: Cracking shall be controlled per D.5.2.6 '¥ c,N = 1.0000 [Seo. D.5.2.6] '±'cp,N = 1.0000 [Eq. D-12 or D-13] Nb= kc--./ f' c h8/·5 = 7449.03 lb [Eq, D-7] kc= 17 [Sec, D.5.2.6] Ncpg = 20769.34 lb [Eq. D-5] $ = 0.75 [D.4.5] aboutblank Page 3 of 5 PR!MEJob: ~i.:!O STRUCTURAL Date: 1-.tv ENGINEERS Sht: J~ 1/1 /?.010 • <l>seis = o.75 <!>N.cbg = 11682.75 lb (for the anchor group) 6) Pullout Strength of Anchor in Tension [Sec. D.5.3] Neq = 48221b (f /2,500 psi)0·7 = 5478.40 lb <!> = 0.75 <l>seis = o.75 <!>Neq = 3081.60 lb (for each individual anchor) 7) Side Face Blowout of Anchor in Tension [Sec. D.5.4] Page4 of5 I !PRIME Job: z./.:.;o-~0 !STRUCTURAL Date: 3-fi::> !ENGINEERS Sht: l'l rf ! ! -1 Concrete side face blowout strength is only calculated for headed anchors irjl tension close to an edge, c81 < 0.4hef· Not applicable in this case. i 8) Steel Strength of Anchor in Shear [Sec D.6.1] V eq = 9334.00 lb (for each individual anchor) [C-SAS-2009] <!> = 0.75 [D.4.5] <!> Veq = 7000.50 lb (for each individual anchor) ·-9) Concrete Breakout Strength of Anchor Group in Shear [Sec D.6.2] ••• Concrete breakout strength has not been evaluated against applied shear ldad(s) per user option. Refer to Section D.4.2.1 of ACI 318 for conditions where calculation~ of the concrete breakout strength may not be required. i 10) Concrete Pryout Strength of Anchor Group in Shear [Sec. D.6.3] Vcpg = kcpNcbg [Eq. D-30J kcp· = 2 [Sec. D.6.3.1] eNx = 0.00 in (Applied shear load eccentricity relative· to anchor group e.g.) eNy = 0.00 in (Applied shear load eccentricity relative to anchor group e.g.) o/ec,Nx = 1.0000 [Eq. D-9] (Calulated using applied shear load eccentricity) '¥ ec,Ny = 1.0000 [Eq. D-9] (Calulated using applied shear load eccentricity) 'P ec,N' = 1,0000 (Combination of x-axis & y-axis eccentricity factors) N.cbg = (ANciANc)('¥ ec,N'/\P ec,N)Ncpg Ncbg = 20769.34 lb (from Section (5) of calculations) ANc = 4.01.50 in2 (from Section (5) of calpulations) -ANca = 401.50 in2 (considering· all anchors) 'Pec,N = 1.0000 (from Section(5) of c~l'culations) Ncbg = 20769.34 lb {considering all anchors) about:blank 'Vlf"JOlfl • ··-· •~ vcpg = 41538.67 lb <j> = 0.75 [D.4.5] <l>seis = o.75 $Vcpg = 23365.50 lb (for the anchor group) . 11) Check Demand/Capacity Ratio$ [Sec. D. 7] Tension -Steel: 0.0000 -Breakout: 0.0000 -Pullout: 0.0000 -Sidefac'3 Blowout : NIA Shear -Steel : 0.2418 -Breakout: N/A -Pryout: 0.2898 T.Max(O) <= 0.2 and V.Max(0.29) <= 1.0 [Sec D.7.2] Interaction check: PASS Use 5/8" diameter Strong-Bolt anchor(s) with 4.625 in. embedment Page 5 of 5 PRIMEJob: 1.\c.1.v-¥-0 STRUCTURAL Date: s-i 0 ENGINEERS Sht: I '65' BRITTLE FAILURE GOVERNS: Governing anchor failure mode is brittle failure. Per 2006 IBC Section 1908.1.16, anchors shall be governed by a ductile steel element in structures assigned to Seismic Design Category C, D, E, or F. Alternatively the minimum design strength of the anchor(s) shall be at least 2.5 times the factored forces or the anchor attachment to the structure shall undergo ductile yielding at a load level less than the design strength of the anchor(s). Designer must exercise own judgement to determine if this design is suitable. about:blank 3/1/2010 • •~- •~ STRUCTURAL TUBE COLUMN DESIGN (2 .. 2) 2K10-40 COL. AT BOX i,oF = 1.00 UNITS= INCH-KIPS' U.O.N COL.HTS Lx= 15.00 FTS COL.HTS Ly= 15.00 FTS LOAD FROM FLOOR ABOVE l?lD, PlL, el = 0.00 P2D, P2L, e2 8.04 P3D, P3L, e3·= 0.00 P4D, P4L, e4 = o.oo Mx= 6.00 INCH-KIPS My= O.OQ INCH-KIPS Fy = 46.00 KSI Cb =l.00 Kx,Ky 1.00 1.00 Cmx,Cmy = 1.00 1.00 LOAD LOAD CASE 1 CASE PT= 9.92 8.04 Mx= 29.77 24 .11 My= 0.00 0. 00· TS 6.0X 6.0X0.1875 WEIGHT= 1'4.53 LOAD CASE= 1 Fa = 18, 72 fa= 2.32 Fbx= 27.60 fbx= 3. 75 Fby= 27.60 fby= 0.00 O.OOKIPS 0.00 1.89 0.00 0.00 ... LOAD 2 CASE 9.92 29. 77 0.00 lA = 0.27 per AISC 1.6-la 1B = 0.22 per AISC 1,6-lb BASE PL= 0.375 X 12·.000 X12.000 0.00 3.00 o.oo o.oo LOAD· 3 CASE 4 8.04 24 .11 0.00 LOAD CASE 9.92 29.77 0.00 5 PRJMEJob: ~1/b STRUCTURAL Date: 2:.2._ ENGINEERS Sht: I g b • • I I '\I I.VU ... """' .. ·-'V STRUCTURAL Date: ·~A) ENGINEERS Sht: I tr £Afltl ~~ .Ct11,,t,!H~l~ e. fUL,l-, tt~.?iil=t vJkU....-( 'f2-.:;=-/. 5') v }f ! ,: 0 ;i:;-h8 ( 1€')'} )72-t; -::. 3 (2-Ci DDb) _T ,!:... ... f-: ) ,fgz: = (3?,.f}-oS-(J.o_~ 0,73?7 !.s- c~,-t,4,lt .,. "?b: r -.:-0, R-5"°4L_f..O) = /, q f C--r)CL {o.t& ){l,sj '3J?. C>t -=-!:=--c. '2. v:: 1 ?° >< /'2--:= l • o .. r"" ~(:.~ ?;,C. c:i J,r1'5 ?X? K * w/ ;:p-~C' re-\2-{I S'q }(_ i 'iT"(-t!.:_ r.,,d .£1.~ 2:,6 "'A--.o's. l -·i ~ M-:: _ f.s2-'J:::-:-+. o,,'-8 ·1~ c-c;z. oC) _ V:;;, _ O,t;~R,'r::- 1 "{' . .-f I V\bt 6 ~o t1.. ·.5 ....-o <f x..-I ,o 1.1 ,,_y . r e-4-. t,,J,4-, ~!Jr/!. ' ' .. :-. • • RAM BasePlate Vl.S PRIME Job: z{qQ-'io STRUCTURAL Date: ;,-JD ENGINEERS Sht: lt75' Prime Structural Engineers Genoptix Call Center Detailed Design Results 2/18/10 1:36 CRITERIA: Analysis Maintain ·strain Compatibility Use min. effective plate area for axial only compression load on plate. Design Use ASD 9th to check plate bending Max concrete bearing per AISC J9. Anchor Sh.ear Values Only. Anchor 'rension Valu.es Only. INPUT DATA: Column Column Size ............................ . TS6X6X.3750 TW Depth Dim: BfTop TfTop BfBot TfBot (in) 6.00 0.375 6.00 0.375 0.375 6.00 Base Plate Plate Fy (ksi) ...................... . N {Parallel to Web) (in) ............... . B (Perpend'icular to Web) (in) .......... . Plate Thickness (in) ........ , .......••.. 36.000 12.000 12.000 1.000 Anchor Anchor Size .............•................ Anchor Area (in ... 2) .•••••••••••.••..•..•. Anchor Mat.erial ......... , .............. . Anchor Modulus (ksi) ................ . Anchor Strength Fu .(ksi) ............ . 3/4 11 0.442 A307-60 29000.00 60.00 Footing Footing Strength f 'c (ksi) .......... . Concrete Modulus (ksi) ............. . Dimension (Parallel to web) (ft) ....... . Dimension (Perpendicular to web) (ft) .. . 2.50 2859.00 4.00 4.00 Design Load Building Code: -None - Load combination: Single Load Case Axial (kip) ........................... . Vx (kip'} ....•..............••.•.•..... Mx {kip-ft) .......................... . Allowable Stress Increase Factor .... . 1.48 0.80 11.92 1.00 RESULTS: Analysis YBar (in) , ....•......••.•..••..•................... Resultant Angle ( 0 } •••••••••••••••••••••••••••••••• Plate Bending Max bending moment from andho:t/s #1 in tei;,.sion Allowable Stress Increase Factor ........... , ....... . m [N-0. 95dJ /2. 0 (in) ................•................. n [s·-o. '.95b,] /'?.. O (in) ..........•...................... Controlling effective width to resist moment (in) ... . Controlli~g plate bending moment (kip-ft) .......... . fb (ks i) . . . . . . . . . . . . . . . . . ". . . , . . . ~ . . . . . . • . . • . . . . .. Fb (ksi) ........•.••.............................. fb/Fb ..........• , ••.......•. · .............••......... Thickness Required (in) ....•........ , ............... . Thickness 'controlled by c~ntiiever actiqn. ~age 1 3.42 0.00 1.00 3.150 3.150 3.150 1.00 22.81 27.00 0.84 0.919 • • RAM BasePlate Vl.5 PR I ME Job: ~lc{o-cro STRUCTURAL Date: ,g-,u Piime $tructural Engineers ·aenoptix Call Center . ENGINEERS Sht: ! 8'~t--. Detailed Design Results Anchors Anchor 1 2 3 4 X(in) -4.50 4.50 -4.50 4.50 Y{in) 4.50 4.50 -4.50 -4.50 V(kip 0.20 0.20 0.20 0.20 Tfkip 7.26 0.00 7.26 0.00 Bearing Eff Area of Support A2 (inA2) ....................... . Plate Ar·ea Al (in"2) .•...•............................ Sqrt (A2/Al) ....................•..........•.. , ........ . Allowable Bearing Pressure (ksi) ................ . Actual Bearing Stress (ksi) ...................... . DIAGRAM: • 1 • 3 Page 2 • # 1 2 2 3 4 :l6X6X. 3 750 \ \ • 4 \ PL 12.00 X 12.00 X 1.00 (in) 4 -3/4" A307 Anchor Bolts X(in) -4.500 4.500 -4.500 4.500 2/18/10 1:36 576.00 144.00 2.00 1.75 0.78 Y (in) 4.500, 4.500 -4.500 -4. 500: • •• CANT. COLUMN GRADE BEAM ANALYSIS PROGRAM Footing LENGTH = Footing WIDTH Footing DEPTH = Cone Weight = Surcharge Footing+ Surch. ~ POINT LOADS (k & ft) 1 x_ 1.48 2.50 5,09 ft 5.00 ft 1.00 ft 0.15 kcf o.oo ksf 0.75 klf MOMENT LOADS {kft & ft) 1 9.09 2.50 RESULTANTS CASE Pt X Q max Q min (k, 1 5.23 0.76 0.91 0.00 ft & ksf) MAXIMUM FQRCES (k, kft) CASE 1 V max · 3 .66 M max 6.75 M min -2.34 (4.02) 02/18/10 2Kl0-10 PRIM 1::: Job: ?1.~'.)·tt_!) STRUCTURAL Date: s-l"i>., ENGINEERS iht JjE_ CANT. COLUMN ------------• GRADE BEAM DESIGN PROGRAM ,....,....__ Q!:.S I~N DA'.U!, f'c = 2.50 ksi b = fy = 60.00 ksi h = Load Factor = 1.40 d = SHEAR DESIGN Vmax = 3.7 k Ve Vn 6.0 k Vs Av = 0.60 si/ft s max = Vs 0, stirrups are Ql2tiQlls!,l l # 3 Stirrup @ 4.411 2 # 3 Stirrups @ 4.511 l # 4 Stirrup @ 4.511 FLEXQRAL D~l;;lI~N Beta 1 = 0.85 As min 1.80 si As max = 7.22 si M+ max 6.7 kft M-min= Mn+ = 10.5 kft Mn- As str 0.23 si As str = As 0.31 si As = Bottom Steel Top Bar No. Space No. ·--# 4 1.6 27 .0 11 0.5 (4. 02) 60.00 12.00 9.00 54.0 0.0 4.50 -2.3 -3.6 0.08 0.11 Steel Space in in in k k in kft kft si si 02/18/10 2Kl0-l0 PR! ME Job: 2!f?..: 40 STRUCTURAL Date: 3-t,) ENGINEERS Sht: t1 I • • --- vJ'CJ ~ ~~ v~F x ,u;; ?- i,J1_,.;-8'or7.:;f x '24' / 2- I . s-:s-z_ i:.; 6 . -40 ?;> \C.-- T = ~~ ft-.f .:: q00 fLf PRIMEJob: ~-·.,,J . STRUCTURAL Date:~ · ENGINEERS sht: \C\/2- ,,,.--., •-. EXIST W18X40 03/08/10 2K10-40 (SU (slp12v1s0b4148TBEAM ANALYSIS PROGRAM (s1p9v1s0b4148T SPAN LENGTH= 18.33 ft (Simple Span) UNIFORM .LOADS wd wl (k/ft & ft) Xl 0.360 0.960 0.00 POINT LOADS Pd (k & ft) Pl X :)..552 1.260 0.403 0.,333 1. 67 7.17 REACTIONS (k) LOAD LEFT Dead 5.478 Live 9.368 Total 14. 845 MAXIMUM FO~CES X2 18.33 RIGHT 3.933 8.965 12.8~8 V max = 14.85 k @ 0.00 ft Mmax = 63.02 kft@ 8.56 ft DEFLECTIONS LOAD (EI = kin"'2) Defl (in) X (ft) Total Live Dead 3800045/EI 2531480/EI 1268132/EI 9.07 9.14 midspan Pos. Moment Lu= 1.00 ft Brace Spacing = 1.00 ft W 18 X 40 Fy = 36 ksi STRESSES ('ksi) Fv = 14.40 fv = 2.63 18 % Fb = 23.76 fb ~ 11.06 47 % DEFLECTIONS' (in) Total = 0-. 21 = L /1027 Live = Q.14 = L /1542 Dead = 0.07 (6.43) (SU (sOpl0.00 PR i M EJob: c.kli:i-ta1J STRUCTURAL Date:~ 1 ENGINEERS Sht: 113 • -~ ' -z_ ~ ~ i lj ;;: z..... ~ ~:·-:::r;::"' :·~--~~-.,,,.,_~:-:--~-=-~::2:.2.:.~~1r~··:: ;; .... -:2c.-~r . • I .:;,,. ··; 'l !~ l ,, .1 ! ··r=,~>t='=I ;· ~ l! ~; -~.I L . ;. r fl""' r1 ~;-----::::=:==::-:::'------'I-'--_-__ -____ """ .. :,1_,:: . ____ ., ...... -........ -.. ,'J '.r ~---~~---· ... ' } : 11 ' tt 1 I ~ it ,;r ,! -a:=~:::...-,····~ 1:.:: ·~:;,.:-::;, .. :.t:r~Uk:,~.i:,;: . .:.t; .. ~;~-,~-=r.. PR i ME Job: ~,.,-(h) STRUCTURAL Date:.l=-t,:::l.. ENGINEERS Sht: 1.1:f - • I I ~ /( p1.,-ju-Jooo j 01?17 ~~r-cra4i-tc; Hf e- Hl;'c. 1,1 1,e {,g' 4.0 /Jr /D.O f:$"f PRIME.Job: z.::::.)-,.:,1 STRUCTURAL Date:~ ENGINEERS Sht: l ~ u,ve, L.Ofi-D .,: CZ,~..o fGF 4-~-'#-' nLP~.D cwrf tc:J+ ·6:t/B?,-c:;01/c¥-i../SJ i. l01"5f * l f. I L- t \Jl . I l'?'~ o" T L? p ;;: !ff5'j X 1-I ' ;::. <pl) fL-f lJi,::. 0Jpsr X z. -4o·ftf [ . ' I i t3' f--2. §" t> :;r f8 I~'/:; l--DA:: f':> _<? h' ,o 5'f.+N . C:~ )( 2. )( i~. Ci'A- (!) '2-1-\I 0,C... • JOIST #1 Overall Length of Beam: 13 ft. Axial-Load: 0 KIPS 0 Mx (Max) Vx (Max) I Required Magnitude 15.210 K-in 0.390 KIPS 2.0108 ln"4 60 'Location 6.50 ft 0.00 ft 6.50 ft Deflection Limit: 240.0 1 Span I Length (ft) I Load (PLF) Moment K-in I Location ®-I Defl. Fact. (!!!} I Location ill}_ .-1 I 13.oo: 60.o 1s.2101 6.so -1.30701 6.so Su ort 1 2 Location ft Moment K-in 0.00 O.ODcf 1'3.00 0.000 ·---~---~- Reaction lbs 390.000- 390.000 • • ,,--._ ··,_· JOIST#1 PRlfv1EJob: < .. k10-l..fa STRUCTURAL Date: 3-t0 ENGINEERS Sht: J '1 t' Member: C6-2-18 Manufacturer: Generic Yield= 33.0 KSI Configuration: Single Dimensions Gross Pro2erties Depth = 6.0000 in Area = 0.49 in2 Flange = 2.0000 in Ix = 2.65 in4 Lip = 0.5625 in ly = 0.26 in4 Bend = 0.0676 in Rx = 2.33 irJ 't = 0.0451 in Ry = 0.73 in Punch = 1.5000 in Cw = 1.88 in6 Wlip = 0.4498 in Jx10E3 = 0.33 -in4 Wflg = 1.7745 in Xo = -1.43 in Wweb = 5.7745 in Ro = 2.83 in Beta = 0.75 BENDING ANALYSIS Eq. C3.1.2-9 Sigt = (GJ + Pi"2ECw/Lt"2}/ARo"2 = 976.99 KSI Eq. C3.1.2-8 Sigy = Pi"2E/(Ly/Ry)"2 = 1069.87 KSI Eq. C3.1.2-5 Me = RoA(Sigt*Sigy)A.5 = 1408.52 K-in Eq.C3.1.2-3 My= Sf*Fy = 29.18 K-in Loads and Bracing Axial: p = 0.00 KxLx = 156.00 KyLy = 12.00 KtLt = 12.00 Bending: Mx = 15.21 KLx = 156.00 KLy = 12.00 KU= 12.00 Me> 0.5My Therefore, Mc= My(1 -My/4Me) = 29.032 K-in Find effective section at stress f, f = Mc/Sf = 32.83 KSI eFlange = 1.653 in; eLip = 0.302 in; eWeb = 4.274 in; Sc = 0.827 in"3 KIPS in in in K-in in in in Eq. C3.1.2-1 Mn= ScMc/Sf = 27.14 K-in Eq. C3.1-1 Ma = Mn/1.67 = 16.25 K-in With 1/3 stress increase Ma = 21.67 K-in SHEAR ANALYSIS h / t > 1.38 * (5.34 * E / Fy) " .5. Therefore Va = .53 * E * 5.34 * t "3 / h Va = 1.33 KIPS With 1/3 stress increase = 1.77 KIPS • ----- • ,,--., ·- JOIST#1 M b C6 2 18 M f t em er: --anu ac urer: Web Crippling Analysis G enenc 18 = on Ii:1ura I0n: y· Id 33 0 KSI C f' f s· I PRIME Job: ztc.w ._ tfo STRUCTURAL Date:~ ENGINEERS Sht: ~ mge : I Location i Bearing Reaction Equation Pa Mx Combined j Stiffener -I ~Supp~~<ID. l Width (in) · (lbs} Number (lbs) ·--(!S-in) Bend-WC Required? I : 1 I 0,00 1,0 39:0,Q C3.4-1 314.3 0.00 1.49 I Yes . L 2 I 13.00 1.0 390.0 C3.4-1 314.3 0.00 1.49 Yes i Location · Bearing Load Equation, Pa Mx Combined Stiffener . Pt Load l @2 Width QDL (lbs) Number I (lbs) {K-il'!} Bend-WC Required? I ,___ i l ---- . Web Crippling Equations C 3.4-1: Pa= t2kc3c4 (179-0.33h/t) [1 + 0.01(N/t)J Where: Pa = Allowable concentrated load or reaction per Web, lbs c3 = (1 .. 33 -0.33k) 1.000 C4=0.50 <(1.15-0.15R/t)<=1 0:925 Fy = Design yield stress of the web 33 KSI h = Depth of flat portion of web 5.774 inches k = Fyl 33 1.000 m = t / 0.075 0.601 t = Web thickness 0.0451 inches R = Inside bend radius 0.0676 inches N = Bearing width, inches Ma= Allowable bending moment 16.3183 K-in Combined bending and web crippling: 1.2 IP/ Pal + IM / Mal <= 1.5 (Eq. C3.5 -1) • t 1 J,Jl?I'."-!()f75F Y 1-:- ~l"" tltf b r ';{ 1./ ~ l ._jt?1f,T *> • (V .,y . 'f -1,,,o:... !Ir/± Wv7~ IZq,L-p l . f.,:J ~ 40 (11-;; :r v t 1.,t? 4-6 /;;o yvf ''I' ' I Ft -:;.. 4_.r;-z; + L-· "' PRIM t: Job: ~ 21;-10-;tjo STRUCTURAL Date: S-Jv ENG\NEERSsht: L4~ ~ vt 'ltt,. _c~vfr (& :Z---.f :) -C , ~j?I;;, C-jD v_z. x' )&?!A, G2 ~ d)_C-. • • -- JOIST#2 PR J ~A E Job: .li::;Jg,--.t../JJ STRUCTUR,~L Date: .3-t.J. ENGiNEERS Sht: ~ Overall Length of Beam: 10.67 ft. · Axial Load: O KIPS. Deflection Limit: 240.0 .----- [_ _______ 20 -5:S-S-S-· I 250 lo ·0:&7- Magnitude · Location Mx{Max} 11.418 K-in 5.33 ft Vx_{Max) 0.232 KIPS 0.00 ft I Required 1.0653 jnA4 5.33 ft I Support Loe. Moment · Reaction Pt Load Loe. Mag. Moment (ft) (K-in} (lbs) (ft) (lbs) (K-in) : 1 0.00 0.000 231.747 1 5.33 250.0 11.418 2 10.67 0.000 231.653 ·- • JOIST#2 PRJMEJob: ~o STRUCTUi~AL Date· 2>-10 ENGINEERS Sht: -~ Member: C6-2-20 Manufacturer: Generic Yield = 33.0 KSI Configuration: Single Dimensions Gross Pro~erties Loads and Bracing ___ Depth = 6:0000 in Area = 0.38 in2 Flange = 2.0000 in Ix = 2.06 in4 Lip = 0.5625 in ly = 0.20 in4 Bend = 0;0519 in Rx = 2.34 in t 0.0346 in Ry = 0.73 in Punch = 1.5000 in Cw = 1.48 in6 Wlip = 0.4760 in Jx10E3 = 0.15 in4 Wflg = 1.8270 in Xo = -1.43 in Wweb = 5.8270 in Ro = 2.84 in Beta = 0.75 BENDING ANALYSIS Eq. C3.1.2-9 Sigt = (GJ + PiA2ECw/Ltll2)/ARoA2 :;: 984.92 KSI Eq. C3.1.2-8 Sigy = PiA2E/(Ly/Ry)A2 = 1088.33 KSI Eq. C3.1.2-5 Me = RoA(Sigt*Sigy)A.5 = 1106.84 K-in Eq .. C3.1.2-3 My = Sf*Fy = 22.70 K-in Me> 0.5My Therefore, Mc= My(1 -My/4Me) = 22.584 K-in Find effective section at stress f, f = Mc/Sf = 32.83 KSI Axial: p = 0.00 KxLx = 128.04 KyLy = 12.00 KtLt = 12.00 Bending: Mx = 11.42 KLx = 128.04 KLy = 12.00 KU = 12.00 eflange = 1.465 in; eLip = 0.457 in; eWeb = 4.130 in; Sc = 0.601 in"3 Eq. C3.1.2-1 Mn :;: ScMc/Sf = 19.75 K-in KIPS in In in K-in in in in Eq.C3.1-1 Ma= Mn/1.67 = 11.82 K-in With1i3stressincreaseMa = 15.77 K-in SHEAR ANALYSIS h / t > 1.38 * (5.34 * E / Fy) A .5. Therefore Va = .53 * E * 5.34 * t" 3 / h Va = 0.59 KIPS With 1/3 stress increase= 0.79 KIPS • ·~ JOIST#2 Web Crippling Analysis PRIMEJob: ?.4ro-'l.f-o STRUCTURAL Date: le.!!:__ ENGINEERS Sht: ~ Member: C6'-2-20 Manufacturer: Generic Yield = 33.0 KSI Configuration: Single I Location Bearing Reaction Equation Pa I Mx Suooort / {ft) Width(!!l) (lbs} Number {lbs) i (K-in) 1 l 0.00 1.0 231..7 C3.4-1 176.2 0.00 I . 2 l 10.67 1.0 231.7 C3.4-t 176.2 0.00 ' ; Location Bearing Load i Equation Pa Mx ~£1Load ; {ft) Width (in) -· (lbs) l Number libs) (K-in) 1 i 5.33 1.0 250.0 ; _C3.4-4 ~12.2 l 11.42 Web Crippling Equations C 3.4 -1: Pa= t2kC3C4 (179 -0.33h/t) [1 + 0.01 (N/t)] C 3.4 -4: Pa = t2kC1 C2 (291 -0.40h/t} [1 + 0.007(N/t)] Combined Bend-WC 1.58 1.58 Combined Bend-WC 1.92 When N/t > 60, the factor [1 + 0.007(N/t)} may be increased to [0. 75 + 0.11 (N/t)J Where: Pa = Allowable concentrated load or reaction per web, lbs C1 = (1.22 -0.22k) 1.000 C2 = (1.06 -0.06R/t) <= 1 0.970 C3 = (1 .. 33 -0.33k) 1.000 C4 = 0.50 < (1.15-0.15R/t) <= 1 0.925 Fy = Design yield stress of the web 33 KSI h = Depth of flat portion of web 5.827 inches k = Fyf 33 1.000 m = t / 0.075 0.461 t = Web thickness 0.0346 inches R = Inside bend radius 0.0519 inches N = Bearing width, inches Ma= Allowable bendinQ moment 11.8517 K-in Combined .bending and web crippling: 1.2 IP/ Pal+ IM/ Mal <= 1.5 (Eq. C3.5 -1) Stiffener Required? Yes Yes Stiffener Required? Yes • ·~ JOIST#3 Overall Length of Beam: 20.91667 ft. Axial Load: O KIPS !-60 PRiMEjob: 1Jci'-?.:,_,lfo STRUCTURAL Date:~ ENGINEERS Sht: ~ Deflection Limit: 240.0 --------------20:91·66:+7---------------' Mx (Max) Vx(Max) I Required · Magnitude 39.376 K-in 0.628 KIPS 8.3757 jnA4 location 10.46 ft 0.00ft 10.46 ft I seanr Length ft [ Load PLF Moment K~in I Location (ft) ' Defl. Fact. in Location (!!L r--1 { 20,92' 60.0 39.376 I 10.46 I -8.7596 10.46. Sue_ ort I Location ft Moment K-in · Reaction lbs 1 0.00 0.000 627.500 2 20.92 O.OQO 627.500 • ·- JOIST#3 PR f ME Job: z!c,io-1..11:) STRUCTURAL Date: .}-F::. ENGINEERS Sht: 2ot Member: C10-2-16 Manufacturer: Generic 97 Yield= 50.9KSI Configuration: Single Dimensions Gross Pro~erties Leads and Bracing __ Depth = 10.0000 in Area = 0.84 in2 Flange = 2.0000 in Ix = 11.21 in4 Lip = 0.6250 in ly = 0.37 in4 Bend = 0.1132 in Rx ... 3.66 in t = 0.0566 in Ry 0.67 in Punch = 1.5000 in Cw 7.58 in6 Wlip = 0.4552 in Jx10E3 = 0.89 in4 Wflg = 1.6604 in Xo = -1.16 in Wweb = 9.6604 in Ro = 3.90 in Beta 0.91 BENDING ANALYSIS Eq. C3.1.2-9 Sigt = (GJ + Pi/\2ECw/Lt/\2)/ARo"2 = 1206.63 KSI Eq. C3.1.2-8 Sigy = Pi"2E/(Ly/Ry)"2 = 903.85 KSI Eq. C3.1.2-5 Me = RoA(Sigt*Sigy)".5 = 3404.39 K-in Eq. C3.1.2-3 My = Sf*Fy = 112.12 K-in Axial: p = 0.00 KxLx = 251.00 Kyly = 12.00 KtLt = 12.00 Bending: Mx = 39.38 KLx = 251.00 Kly = 12.00 KLt = 12.00 Me> 0.5My Therefore, Mc= My(1 -My/4Me) = 111.195 K-in Find effective section at stress f, f = Mc/Sf = 49.59 KSI eFlange = 1.498 in; eLip = 0.218 in; eWeb = 6.691 in; Sc = 1.789 in"3 KIPS in in in K-in in in in Eq. C3.1.2-1 Mn = ScMc/Sf = 88.69 K-in Eq. C3.1-1 Ma = Mn/1.67 = 53.11 K-in With 1/3 stress increase Ma = 70.81 K-in SHEAR ANALYSIS h / t > 1.38 * (5.34 * E / Fy) " .5. Therefore \la = .53 * E * 5.34 * t " 3 / h Va = 1.57 KIPS · With 1/3 stress increase= 2.09 KIPS • •~ JOIST#3 . Web Crippling Analysis PR i ME Job: ~--?.tt STRUCTUR;\l Date: ;?-;v ENGINEERS Sht: 2.o~ Member: C10-2'-16 Manufacturer: Generic 97 Yield= 50.0 KSI Configuration: Single f Suooort Location Bearing Reaction Equation Pa (ID Width~ (lbs) Number (lbs) : 1 0.00 1.0 627.5 C3.4-1 494.3 ' 2 20.92 1.0 627.5 I C3.4-1 494.3 I Location Bearing Load Equation Pa I Pt Load (ft) Width (!Q) (lbs} Number (lbs) I l ! I j . Web Crippling Equations C3.4-1: Pa=t2kC3C4(179-0.33h/t)[1 +0.01(N/t)] Where: Pa = Allowable concentrated load or reaction per web, lbs C3 = (1 .. 33 -0.33k) 0.830 C4;:::0.50 <(1.15-0.15R/t)<=1 0.850 F y = Design yield stress of the web 50 KSI h = Depth of flat portion of web 9.660 inches k=Fy/33 1.515 m = t I 0.075 0.755 t = Web thickness R = Inside bend radius N = Bearing width, inches 0.0566 inches 0.1132 inches Ma = Allowable bending moment 53.2245 K-in Mx Combined (K-in) Bend-WC 0.00 1.52 0.00 1.52 Mx Combined (K-in)_ Bend-WC Combined bending and web crippling: 1.2 IP/ Pal + IM / Ma.I <= 1.5 (Eq. C3.5 -1} Stiffener Required? Yes Yes Stiffener Required? • 1 .I -1 ,J. I I v:> f I l 1 i t;;'--o '" = /o o.....,p. / I p~ 0-A-t...L :;: ior~"" y l 5 / X '2---' . ~ t..t:l l-l rJ,Cz ,:: /o fS'F" ':( 3-i', ')" I X tz,' r_ ?- c:!--, 'ff y_ I 'V,?-K. '7.-Z> C:: ,"- (2__ t~ u' lY • C, , c:P-'?- [, ! ! • ,,,---... •~ PR l ivi E Job: tl'-to _~D STRUCTURAL oate:.2:..2. ENGINEERS Sht: 30 "t.-- Member: C358-158-20 Manufacturer: Generic 97 Yield = 33.0 KSI Configuration: Single Dimensions Gross Properties Depth = 3.6250 in Area = 0.26 in2 Flange = 1.6250 in Ix = 0.55 in4 Lip = 0.5000 in ly. = 0.10 in4 Bend· = 0.0938 in Rx = 1.45 in t = 0.0346 in Ry = 0.61 in Punch = 1.5000 in. Cw = 0.29 in6 Wlip = 0.3717 in Jx10E3 = 0.10 in4 Wflg = 1.3683 in Xo ---1.34 in Wweb = 3.3683 in Ro = 2.07 in Beta = 0.58 Va = 1.03 KIPS AXIAL ANALYSIS Eq. C4.1-1 Fex = Pi"2E/(KLx/Rx)"2 = 18.85 KSI Eq. C4.1-.1 Fey = Pi"2E/(KLy/Ry)"2 = 47.69 KSI Eq. C3.1.2-9 Sigt = (GJ + Pi"2ECw/KLt"2)/ARo"2 = 34.17 KS! Loads and Bracing Axial: p = 0.63 KxLx = 180.00 Kyly = 48.00 KtLt = 48.00 Bending: Mx = 3.38 KLx = 180.00 KLy = 48.00 KLt = 48.00 Eq. C4.2.1 Fet = (Sigt + Fex -((Sigt + Fex)""2 -4Beta*Sigt*Fex)".5/2Beta = 14.43 KSI Fe = 14.43 KSI Fe < Fy/2. Therefore Fn = Fe = 14.43 KSI Find Ae at stress Fn: eFlange = 1.368 in; eLip = 0.372 in; eWeb = 1.502 in; Ae = 0.197 in Eq. C4-2 Pn = AeFn = 2.84 KIPS KIPS in in in K-in in in in Eq. G4-1 Pa = Pn/1.92 = 1.48 KIPS With 1/3 stress increase Pa = 1.97 KIPS BENDING ANALYSIS Eq. C3.1.2-9 Sigt= (GJ + Pi"2ECw/Lt"2)/ARo"2 = 34.17 KSI Eq. C3.1.2-8 Sigy = Pi"2E/(Ly/Ry)"2 = 47.69 KSI Eq. C3.1.2-5 Me = RoA(Sigt*Sigy)".5 = 21.77 K-ih Eq. C3.1.2-3 My = Sf*Fy = 9.97 K-in Me> 0.5MyTherefore, Mc= My(1 -My/4Me). ;: 8.831 K-in Find effective section at stress f, f = Mc/Sf = 29.22 KSI eFlange = 1.329 in; eLip = 0.363 in; eWeb = 1.868 in; Sc = 0.292 in"3 Eq. C3.1.2-1 Mn = ScMc/Sf = 8.53 K-in Eq. C3.1-1 Ma = Mn/1.~7 = 5.11 K-in With 1/3 stress increase Ma = 6.81 K-in COMBINED AXIAL AND BENDING Eq. C5-5 Per = Pi"2Elx/Lx"2 = 4.92 KIPS Eq. CS-4 Omegax = 1-1..92P/Pcr = 0.752 Interaction Equations: Eq. C5-1 P/Pa + MX/MaOmegax = 1.308 Eq. C5-2 P/Pao + Mx/Ma = 0.849 INTERIOR STUDS (DL + SEISMIC) With 1/3 stress increase = 6.56 KIPS With 1/3 stress increase = 0.814 With 1/3 stress increase = 0.931 / With 1/3 stress increase = 0.637 l • ,.,-.-.. ·--- ·l\. i·A' 1~1 i iVi t.:. .iui'" <':'.~/.Jlr£, \-.,1. ~ -~ STRUCTURAL Date:3-rn_ ENGINEERS Sht: zoo Member: C358-158-20 Manufacturer: Generic 97 Yield = 33.0 KSI Configuration: Single ~ Dimensions Gross Properties Loads and Bracing Depth = 3.6250 in . Area = 0.26 in2 Axial: Flange = 1.6250 in Ix = 0.55 in4 p = 1.30 KIPS Lip = 0.5000 in ly = Bend = 0.0938 in Rx = t = 0.0346 in Ry = Punch = 1.5000 in Cw = Wlip = 0.3717 in Jx10E3 = Wflg 1.3683 in Xo = Wweb = 3.3683 in Ro = Beta = Va = AXIAL ANALYSIS Eq. C4.1-1 Fex-= Pi"2E/(KLx/Rx)"2 = 18.85 KSI Eq. C4.1-1 Fey = Pi"2E/(KLy/Ry)"2 = 47.69 KSI 0.10 in4 1.45 in 0.61 in 0.29 in6 0.10 in4 -1.34 in 2.07 in 0.58 1.03 KIPS Eq. C3.1.2-9 Sigt = (GJ + Pi"2ECw/Klt"2)/AR0"4 = 34.17 KSI KxLx = 180.00 KyLy = 48 .. 00 KtLt = 48.00 Bending: Mx = 0.00 KLx = 180.00 KLy = 48.00 KU= 48.00 Eq. C4.2.1 Fet = (Sig~+ Fex-((Sigt + Fex)"2.,. 4Beta*Sigt*Fex)".5/2Beta = 14.43 KSI Fe = 14.43 KSI Fe < Fy/2. Therefore Fn = Fe = 14.43 KSI Find Ae at stress Fn: in in in K-in in in in eFiange = 1.368 in; eLip = 0:372 in; eWeb = 1.502 in; Ae = 0.197 in Eq. C4-2 Pn = AeFn = 2.84 KIPS Eq. C4-1 Pa = Pn/1.92 = 1.48 KIPS ./ With 1/3 stress increase Pa = 1.97 KIPS INTERIOR STUDS (DL + LL) .. • . rLJ~ rh214rl-r :;;lr,10 t-JAlJ.... <.? ~-.; -~--.. . . ~- ! • • r---. PRIM~ Job: 2'Ro-l/ b ~ . STRUCiURAL Date: s-irJ ENGINBl:RS Sht: -Z-Oi 0"'· 5 f<Gf X lb I 12--:. C,. c:,7 f \.,f . f =-1or?r x tz-7 s' x 1& I 12. -= ?~ ,* • • .--. .. • ,,.,.-...__,_ FULL HEIGH1" STUDS @STORAGE PR!fu1EJob: E:1'-'to~vu STRUCTUfo~l Date: J-1 o ENGINEERS Sht: 2-tV Overall Length of Beam: 27.5 ft. Axial Load: .367 KIPS Deflection Limit: 240.0 6.667 0 ----·--· -----------~2.v--:&----------------' Mx (Max) Vx (Max) I Required Magnitude 7.563 K-in 0.092 KIPS 2,1150 jnA4 Location 13.75 ft 0.00 ft 13.75 ft Load PLF · Moment (K-in Location ft Defl. Fact. in Location ft 6.7;. 7.563 I 13.75 -2.9082 13.75 Location ft Moment K-in Reaction lbs 0.00 0.000 91.671 27.50 0.000 · 91.671 • • •~ FULL HEIGHT STUDS @STORAGE PRlMEJob: 1l4c-';t) STRUCTURAL Date:~ ENGINEERSsht: .w.__ Member: C6-158-18 Manufacturer: Generic 97 Yield= 33.0 KSI Configuration: Single Dimensions Gross ProQerties Depth = 6.0000 in Area = Flange = 1.6250 in Ix = Lip = 0.5000 in ly = Bend = 0.0938 in Rx = t = 0.0450 in Ry = Punch = 1.5000 in : Cw = Wlip = 0.3612 in Jx10E3 = Wflg = 1.3475 in Xo = Wweb = 5.7225 in Ro = Beta = AXIAL ANALYSIS Eq. C4.1-1 Fex = PiA2Ef(KLx/Rx)A2 = 13.82 KSI Eq. C4.1-1 Fey = PiA2E/(KLy/Ry)A2 = 41.72 KSI 0.44 2.30 0.15 2.27 0.57 1.08 0.30 -1.08 2.58 0.82 in2 in4 in4 in in in6 in4 in in Eq. C3.1.2-9 Sigt = (GJ + PiA2ECw/KLt"2)/ARoA2 = 47.06 KSI Loads and Bracing Axial: p = 0.37 KxLx = 330.00 KyLy = 48.00 KtLt = 48.00 Bending: Mx = 7.56 KLx = 330.00 KLy = 48.00 KLt = 48.00 Eq. C4.2.1 Fet = (Sigt + Fex-((Sigt + Fex)"2 -4Beta*Sigt*Fex)".5/2Beta = 12.95 KSI Fe = 12.95 KSI Fe < Fy/2. Therefore Fn = Fe = 12.95 KSI Find Ae at stress Fn: eFlange = 1.347 in; eLip = 0.361 in; eWeb = 2.304 in; Ae = 0.290 in Eq. C4-2 Ph = AeFn = 3.76 KIPS KIPS in in in K-in in in in Eq. C4-1 Pa = Pn/1.92 = 1.96 KIPS With 1/3 stress increase Pa = 2.61 KIPS BENDING ANALYSIS Eq. C3.1.2-9 Sigt= (GJ + Pi"2ECw/LtA2)/ARoA2 = 47.06 KSI Eq. C3.1.2-8 Sfgy = pjA2E/(Ly/Ry)"2 = 41.72 KSI Eq. C3.1.2-5 Me = RoA(Sigt*Sigy)".5 = 50.84 K-in Eq. C3.1.2-3 My = Sf*Fy = 25.25 K-in Me> 0.5My Therefore, Mc= My(1 -My/4Me) = 22.115 K-in Find effective section at stress f, f = Mc/Sf = 28.90 KSI eFlange = 1.347 in; eLip = 0.361 in; eWeb = 4.222 in; Sc = 0.761 inA3 Eq. C3.1.2-1 Mn = ScMc/Sf = 21.99 K-in Eq. C3.1-1 Ma = Mn/1.67 = 13.17 K-in With 1/3 stress increase Ma = 17.56 K-in COMBINED AXIAL AND BENDING Eq. C5-5 Per ::: Pi"2Elx/LxA2 = 6.14 KIPS Eq. C5-4 Omegax = 1 -1.92P/Pcr = 0.885 Interaction Equations: Eq. C5-1 P/Pa + Mx/MaOmegax = 0:836 Eq. C5-2 P/Pao + Mx/Ma = 0.648 SHEAR ANALYSIS With 1 /3 stress increase = 8.18 Kl PS With 1/3 stress increase = 0.914 With 1/3 stress increase = 0.612 With 1/3 stress increase = 0.486 h It > 1.38. * {5,.34 * _E / Fy) A .5. Therefore Va= .53 * E * 5.34 * t A 3 / h Va = 1.33 KIPS With 1/3 stress increase= 1.77 KIPS · 1 • • ,...--.. •~ FULL HEIGHT STUDS @STORAGE: Web Crippling Analysis PR i Ai·i E Job: z.~~o-·~iv STRUCTURAL Date:~ ,.. ENGINEERS Sht: ,f1z. . M b C6 158 18 M f t em er: --anu ac urer: eneric re = .. on Igura ron: rng e G . 97 y· Id 33 0 KSI C fi f s· I --· Location Bearing Reaction Equation Pa Mx Combined Suooort (ft) Width (in) (lbs) Number (lbs) (K-in) Bend-WC 1 0.00 1.0 91.7 C3.4-1 378.7 0.00 0.29 2 27.50 1.0 91.7 C3.4-1 378.7 0.00 0.29 Location Bearing Load Equation Pa Mx Combined Pt Load (ft) Widthffi!L (lbs) Number (lbs) (K-in) Bend-WC l l ,· NOTE: Allowable web crrpphng and bending moment include 1/3 stress increase factor. Web Crippling Equations C 3.4-1: Pa =t2kC3C4 (179 -0.33h/t) [1 + 0.01(N/t)] Where: Pa= Allowable. concentrated load or reaction per web, lb$ C3 = .(1 .. 33-0.33k) 1.000 C4 = 0.50 < (1.15 -0.15R/t) <= 1 0.838 fy = Design yield stress of the web 33 KSI h = Depth of flat portion of web 5.722 inches k=Fy/33 1.000 m = t I 0.075 ·0.600 t = Web thickness R = Inside bend radius N = Bearing'width, inches Ma= Allowable bending moment 0.0450 inches 0.0938 inches 20.0444 K-in Combined bending and web crippling: 1.2 IP/ Pal+ IM/ Mal <= 1.5 (Eq. C3.5 -1) Stiffener Reauired? No No Stiffener Required? • •~ -~ f t r !JJ'tJ ~ tvAI)__,, :. --ur~ X 1f .-::: fro 0--f ·~Mf .,_ !Df7r ,z 1) ~-1/J flf l1JL--iRo!f y 1,i'tt f 1/r '"' lf-b Plf \ @ ~---!. ~:iv Ito r.,r · :z-".,.-1' ):-.,, ::, t:'1...-. I , PRIM1=.Job: Z,1,:.to ... vo STRUCTUR;\L Date: 3~ lil ENGINEERS Sht: ~ c¾-1( 0> X I fo &1A. f;;>ox ~o.s , l' 0 ~x; 1&/ f2-t [,j-' ~ '3J;f --i--bo f cF x 1 'o/l'L--c 1~ + ,1-'o'r ~ < f ~ ,ff.r o<7 'X /4-_g,,, ,_, -2 Go 11' X 1'1--,, jV ,5". tif.t&i< 15/ti-~~It Jl.f!?-... /ilJJ.Y)£z __ • •~ MANAGER BOX-HEADER Overall Length of Beam: 14.8333 ft. ~----~ 0 Magnitude Mx (Max) 46.206 K-in Vx (Max) -1.038 KIPS I Required 6.9700 in"4 Axial Load: 0 KIPS 140 1-4-:-8-S-S-S Location 7.42 ft 14.83 ft 7.42 ft PRJMEJob: ..21:10--1+0 STRUCTURAL Date:~t~_ ENGINEERSsht: 2,f•+_ Deflection Limit: 240.0 ! Span I 1 Load PLF Moment K-in Location {ID. Defl. Fact. in Location (ID_ 140.0 . 46.206 7.42 -5.1694 7.42 I I Sue_'-'-o_rt __ L_o_ca_ti_o_n..,.,ft,-,.+_M...;.o_m_.;:_e...;.nt'-'--K_-in-'-1-_R_e_ac_ti __ o.,,..n_,_l~bs_._1 I 1 0.00 0.000 1038.331 l 2 14.83 0.000 1038.331 • • •~ MANAGER BOX-HEADER . PR f ME Job; zbc:_'ir, STRUCTUR1\L Date: .h;L. ENGINEERSsht: :l::,ts. Member: C6-3-16 Manufacturer: Generic 97 Yield= 50.Q. KSI Configuration: Boxed Dimensions Gross Properties Loads and Bracing Depth = 6.0000 in Area = . 1.53 in2 Axial: Flange = 3.0000 in Ix = 9.00 in4 p = 0.00 KIPS Lip = 1.0000 in ly = 7.80 in4 Bend = 0.1132 in Rx = ~.42 in t = 0.0566 in Ry = 2.26 in Punch = 1.5000 in Cw = 0.00 in6 Wlip = 0.8302 in Jx10E3 = 0.00 in4 Wflg = 2.6604 in Xo = 0.00 in Wweb = 5.6604 in Ro = 0.00 in Beta = 0.00 BENDING ANALYSIS Find effective section at stress Fy = 50.00 KSI eLip = 0.676 in; eWeb = 4.160 in; Sc = 2.507 in"3 Eq. C3.1.1-1 Mn = SeFy = 149.94 K-in Kxlx = 178.00 in Kyly = 12.00 in Ktlt = 12.00 in Bending: Mx = 46.21 K-in KLx = 178.00 in Kly = 12.00 in KLt = 12.00 in Eq. C3.1-1 Ma = Mn/1.67 = 75.Q? K-in With 1/3 stress increase Ma = 100.09 K-in SHEAR ANALYSIS h / t > 1.38 * (5.34 * E / Fy) ".5. -Therefore Va= .53 * E * 5.34 * t" 3 / h Va = 5.35 KIPS With 1/3 stress increase= 7.13 KIPS • MANAGER BOX-HEADER Web Crippling Analysis PR I M E Job: 'd4o ..!.JD STRUCTURAL Date: 3--J!2.. ENGINEERSsht: Z!b b C6 3 16 M f Mem er: --anu acturer: enenc, 1e = on 1i:iuration: G . 97 Y" Id 50 0 KS! C fl ox ,. t Lo,cation Bearing Reaction Equation Pa I i Suooort (ft) Width (in) (lbs) Number (lbs) r 1 0.00 1.0 1038.3 C3.4-1 588.3 i ! 2 14.83 i 1.0 1038.3 C3.4 -1 588:3 Location Load Equation Pa Bearing ! Pt Load 1 @) Width (in) Obs) Number (lbs) i i. i Web Crippling Equations C 3.4 -1: Pa= t2kc3c 4 (179 -0.33h/t) [1 + 0.01 (N/t)] Where: Pc! = Allowable concentrated load or reaction per web, lbs C3 = (1 .. 33 -0.33k) 0.830 C4 = 0.'50 < (1.15-0.15R/t) <= 1 0.850 Fy = Design yield stre,ss of the web 50 KSI h = Depth of flat portion of web 5.660 inches k = Fyf 33 1.515 m = ti 0.075 0.755 t = Web thickness R = Inside bend radius N = Bearing width, inches 0.0566 inches 0.1132 inches Ma = Allowable bending moment 75.0682 K-in Mx Combined (K-in) Bend-WC 0.00 1.06 0.00 1.06 Mx Combined (K-in), Bend-WC - Combined bending and web crippling: 1.2 IP/ Pal+ JM / Mal <= 1.5 (Eq. C3.5-1) Stiffener I ReQuired? No No Stiffener ReQuired?: • ,,,.--.,. .,_ ' PR l M EJob:; 2/c./0$tft STRUCTUR,~l oati ~ ENGINEERS Sht:; .?-1 ~ Member: CB-158-20 Manufacturer: Generic 97 Yield = 33.0 KSI Configuration: Boxed · Dimensions Gross Properties Loads and Bracing Depth = 6.0000 in Area = 0.69 in2 Axial: Flange = 1.6250 in Ix = 3.57 in4 p = 1.50 Lip = 0.5000 in ly = 1.24 in4 KxLx = 168.00 Bend = 0.0938 in Rx = 2.28 in Kyly = 48.00 t = 0.0346 in Ry = 1.34 in KtLt = 48.00 Punch = 0.0000 in Cw = 0.00 in6 Bending: Wlip = 0.3717 in Jx10E3 = 0.00 Wflg = 1.3683 in Xo = 0.00 Wweb = 5.7433 in Ro = 0.00 Beta = 0.00 Va = 1.20 AXIAL ANALYSIS Eq. C4.1-1 Fex = Pi"2E/(KLx/Rx)"'2 = 53.61 KSI Eq. C4.1-1 Fey = Pi"2E/(KLy/Ry)"2 = 228.48 KSI Fe = 53.61 KSI in4 in in KIPS Fe > Fy/2. Therefore Fn =-Fy{1 -Fy/4Fe), Fn = 27.92 KSI Find Ae at stress Fn: Mx = 10.50 KLx = 168.00 KLy = 48.00 KLt = 48.00 eFlange = 1.349 in; eLip = 0.372 in; eWeb = 1.963 in; Ae = 0.422 in Eq. C4-2 Pn = AeFn = 11. 79 KIPS KIPS in in in K-in in in in Eq. C4-1 Pa = Pn/1.92 = 6.14 KIPS With 1/3 stress increase Pa = 8.19 KIPS BENDING ANALYSIS Find effective section at stress Fy = 33.00 KSI eLip = 0.310 in; eWeb = 5.743 in; Sc = 1.141 in"3 Eq. C3.1.1-1 Mn = SeFy = 39.24 K-in Eq. C3.1-1 Ma = Mn/1.67 = 22.54 K-in With 1/3 stress increase Ma = 30.05 K-in COMBINED AXIAL AND BENDING Eq. C5-5 Per =· Pi"2Elx1Lx"2 = 36.80 KIPS Eq. C5-4 Omegax = 1 -1.92P/Pcr = 0.922 Interaction Equations: Eq. C5-1 P/Pa + Mx/MiaOmegax = 0.750 Eq. C5-2 P/Pao + MxlMa = 0.673 JAMB STUDS -MANAGER BOX With 1/3 stress increase = 49.07 KIPS With 1/3 stress increase = 0.941 With 1/3 stress increase = 0.554 With 1/3 stress increase = 0.504 • . ff j--1 t 7 H-fl.A=>ll4 r-l-~ lYz:-'' N. vi. vJ:r t.o~c. o[o,'r "t>:ll}.:iC)o!r'J 0 l , · Y 001-sr bl).9f. c-~lu-~c::; r1 t:;;q/ ~ E;l-c~C. ~fit-!~!~~ f 5 / I.I -o ~qk (17~.k tr ~cf~ 1 f 1 PRlMf.:.Job: 2.k.1a~yo S·TRUCTURJ\L Date: ~ ~ 1~ ENGINEERSsht: 2..13' ,Lo f'S"f t&-i15" (,8' lnJ' /,'? lio \ I , IS- 16 9~,::::. f ! tAJp = ft Ors F '!. d~/12---¥ 17'-f l-,1l,.--I o Of s r X ( c,, ( 11-~ l 3 3 p vf . Jv ::: ~t f .$r ){. 61/'2-"' 7br1..-r -+- &.>i--:.. 10 orG::r )( 2.-. 5 I ~ <i,~O f <b 2~~ ;:=-f/-1-1~ PE"'A:"9 : -.:. . q ,--{i,q -ct v c:?-• : Ut@; ?tvf? to1k ~ P--''1 !){-- . (p y.. \1. ~ l IO D c v/=:. ' I l •• _.,,.--._ JOIST@ STAIR LANDING 03/08/10 2K10-40 (8U (s1p12vls0b4148TBE.AM ANALYSIS PROGRAM (slp9v1s0b4148T SPAN LENGTH= 9.00 ft ( Simple Span) UNIFORM LOADS (k/ft & ft) wd wl Xl X2 0.040 0.133 0.00 9.00 REACTIONS (k) LO.AD LEFT Dead 0.180 Live 0.599 Total 0. 779 MAXIMUM FORCES V max = 0.779 k @ M max = 1.752 kft@ DEFLECTIONS LOAD Total. Live Dead (EI = kin"'2) Defl (in) 25539/EI 19634/EI 5905/EI RIGHT 0,180· 0.599 0.779 0.00 ft 4.50 ft X (ft) 4.50 4.50 midspan Pos. Moment Lu= 1.00 ft Brace Spacing = 1.00 ft Gov. Deflection: Live= L/360 Required EI= 65446 kin"'2 2 X 12 #2 Actual : 1.5" x 11.25" Design per 1991 NDS Douglas Fir-Larch STRESSES (psi) Shear @ 'd' : V = 0.62 k@ 8.06 ft Fv = 95 fv = 55 58 % Fb' = 898 fb = 664 77 % Live LDF = 1.00, Cf= i.oo, Cl= 0.99 DEFLE:CTION$ _ (in) (E = 1600 ksi) Total= 0.09 = L /1204 20 % Live = 0,07 = L /1566 23 % Dead = 0.02 (6.43) (BU (sOpl0.00 PR i ME Job: 1.f::t~:r .J STRUCTURAL Date:~ ENGINEERS Sht .f:.lL HEADER BM @ STAIR LANDING ------------------------- 03/08/10 2K10-40 (8U (slp12v1s0b4148TBEAM ANALYSIS PROGRAM (slp9v1s0b4148T SP.AN LENGTH= 9.00 ft ( Simple Span) UNIFORM LOAPS wd . wl (k/ft & ft) Xl X2 0.175 0.250 0.00 9.00 POINT LOADS Pd (k i?l 1.050 1.400 REACTIONS LOAD Dead Live Total 0.340 0.424 (k) MAXIMUM FORGES & ft) X. 0.50 5.83 LEFT 2.272 1.595 3.868 RIGHT . 1. 753 1.419 3.171 V max = 3.87 k @ 0~00 ft M max = 7 . 92 kft @ 5 . 83 ft DEFLECTIONS LOAD (EI = kin"2) Defl. (in) X (ft) Total Live Dead 111089/EI 48209/EI 62809/EI 4.61 4.56 midspan Pos. Moment Lu= 1.00 ft Brace Spacing = 1. 00 ft Actual : 5.5'" x 11.25" #1 Design per 1991 NDS Oougl.as Fir-Larch STRESSES (psi) Shear @ 'd' : V = 2.77 k@ 8.06 ft Fv = 85 fv = 67 79 % Fbt = 13~9 fb = 819 61 % Live LDF = 1.00, Cf= 1.00 DEFLECTIONS (in) (E = 1600 ksi) Total= 0.11 = L /1015 Live = 0.05 = L /2339· Dead = 0.06 (6.43) (SU (sOpl0.00 PR! ME Job: Z/ttta-if~ STRUCTURAL Date:~ ENGINEERS Sht: .z._2.e ·--~ HEADER BM@ STAIR LANDING 03/08/10 2:Kl0-40 (SU (s1pl2v1s0b4148TBE11M ANALYSIS PROGRAM (s1p9v1s0b4148T SPAN LENGTH= 9.00 ft (Simple Span} UNIFORM LOADS (k/ft & ft)· wd w1 Xl X2 Q.175 0.250 0.00 9.00 POINT LOADS Pd (k PJ. & ft) X 1.050 l. 400 0.340 0.424 0.50 5.83 REAC'rIONS (k) LOAI> LEFT Dead Live To.tal 2.272 1.595 3.868 MAXIMUM FORCES V max ~ 3.87 k @ M max = 7.92 kft@ DEFLECTIQNS LOAD Total Live Dead (EI = kin"2) DefJ. (in) 111089/EI 48209/EI 62809/EI RIGHT 1.753 1.419 3.171 0.00 ft 5.83 ft X (ft) 4.61. 4.56 midspan Pos. Moment Lu= 1.00 ft Brace Spacing = 1.00 ft Gov. DefJ.ection: Total= L/240 Required EI= 246864 kin"2 GLB 5.125 x 7.5 24F-V4 ~esign per 1991 NDS Douglas Fir-Larch STRESSES (psi) Shear@ 'd' V • 2.91 k@ 8.38 ft Fv = 165 fv = 113 69 % Fb' = 2398 fb = 1977 82 % Live LDF = 1.00, Cv = 1,.00 DEFLECTIONS (in) (E = 1800 ksi) TotaJ. -Q.34 = L / 315 76 % Live = 0.15 = L / 727 50 % Dead·= 0.19 (6.43} cau· (s0p10.00 P.R IM E Job: .?:_/,1:JfJo!-f,1.;, STRUCTUR1\l Date: 3,, fi) ENGINEERS Sht: 221 • ·~- 4 ~r?"" '?J&?f~ I I x 24 Ii kl i.,:---'&'Off )<.. ' /.tZ-- ~vl!> ::.-t?<J t'( Gf-" X j.~3 f lJJiv:::-100 [1'Sf )<. ft~J, . ~:; . ~P'~-F )( ,lq ft ft,.,;., /60(1~F A -:.. -;:, -::: :::: 1:JC,,t> 0f q & c> 40 !?? PR I ME Job: ?::fio--4'o ~TRUCTURAL Date: . .zti" . c_NG!NEERSsht: ~ •-~ (E) BM A?! STAIR LANDING 03/08/10 2Kl0-40 (BU (-slpl2vls0b4148TBEAM ANALYSIS PROGRAM (slp9vls0b4148T SPAN LENGTH= 19.50 ft (Simple Span) UNIFORM LOADS wd wl 0.360 0.960 0.040 0.133 (k/ft & ft) Xl 0.00 13.50 POINT LOADS Pd (k & ft) Pl. .x 0.337 1.225 REACTIONS (k) LOAD Dead Live Total MAXIMUM FORCES 13.50 LEFT 3.651 9.860 13.51d X2 19.50 19.50 RIGHT 3. 946 10.883 14.830 V max = 14.8·3 k @ 19.50 ft Mmax = 69.14 kft@ 10.24 ft DEFLECTIONS LOAD (EI. = kin"2) Defl (in) X (ft) Total Live Dead 475100~/EI 3479472/EI 1271437/EI 9.85 9.85 midspan Pos. Moment Lu= 1.00 ft Brace Spacing = 1.00 ft W 18 x 40 Fy = 36 ksi STRESSES (ksi) Fv = 14.40 fv = 2.63 ~8 % Fb = 23.76 fb = 12.13 51 % DEFLECTIONS (in) Total= 0.27 = L / 874 Live = 0.20 = L /1194 Dead = 0'.07 (6.43) (SU (sOpl0.00 PR!MEJob: ~o.:,!./1:1 ~TRUCTURAL Date:1:::Jo ENGINEERS snt: _v3 • •~ PF<lMEjob: 21~10 -¥~ STRUCTURAL Date: "6.--l--o ENGINEERS sht: ?/2-~ • •-- ~•_, -~ --'{-- 1J,1 = tJ,O<P 2-'3,C,, Fzht f;j 1,/.Z ~ ~~<X?27?(cJJ!:;;Jcy(~lJ.J-"2.-/ {=>- .:--IS, 37 fs,r;;: ,. qf:o.2.5'"" -505 ::. -{). So f; Ro?=-2,5 l . +f"'" I,~ fri1-ll~" 0/?'.7-p:ff !f,lf r; D,3(o.&,5''){1.5")1r\>-.C),3G/!JJp ff~ O ·48?(18'f~) / 31.t:,7 fSp--~ ~¥i~tl\\.C-.~£H~~~-- --;.-l l :-; . '/) 1qo{t}&_6tJ __ ~!-4-£?· / 7:?5"66'0('.'.? ?~;-t)OO 'f$1 __ ;-r:; _ -r.01:Fjr, ___ :; ?, 81~ . . ·v; J1_ ;: ·1" --lo~ 'Jr ~~-_C9f%'e.E;,,k_ f¼ex)-i ~It)-~ 04000. /l{~~i) = n,·1i ~ --; -n----\-1¢::. ~1-f-ls-l /y __ .1 ,. ft?.1 -- ~· .-__ nf ~ _-tld-· I< "-!},.?flt ,J" ~tel • J n-f) 7-CJ,2--I \ f • ,,,--.. l -~Ofi~tr t;&&. (p7 l?,?-·2-¥ C ,5.0{!). A~i rtf:; o. o o ~ J-(i812~(ti) v ,:;:, 6 4-4-'1° l .,z /-!+ - ,A..S, .. 0 p:c 76fSF x_ ~,a t'1~ \/""" 1,..:6 t D+ ~/!. 4- 1.,,--c.. 2-' D·91?+e/1.-4 ' I -I ''; '. , • ·--> •, ENCLOSiJRE WALL GRADE BEAM .Al-iALYSIS PROGRAM Footinq LENGTH Footir.•'J 'iiID?E Footi:-,·.; DEPTH 4.00 ft 1. 50 ft 1.00 ft Cone 1·l·::ight Surcha~qe = Foot in~; 2• Surch. = 0.15 kcf 0.00 ksf 0.lt3 klf POINT i..OADS {k & ft) 1 2 3 4 0.9, 0.84 1.12 0.94 MOMEt:T LOADS ( kft & ft) l ? 3 4 2.2~ 2.25 3.15 3.15 RESULTaiTS ( k, ft & ksf) 0.SE 1 2 3 Pt 1. 84 1. 74 2.02 X 0. 77 0.71 0. 4.4 Q ma;" 1.05 1.09-2.03 Q m.i:-: 0.0d 0.00 -e-:-e-e MAXIMUM fORC~S {k, kft) CASS 1 .2 3 V rr..: .. :·: 1.35 1.30 1.74 M ma:-: 1. 80 1. 80 2.70 M m~:-i -0.45 -0.45 -0. 45 V ~:i&;: 1. 74 k M ma:-: 2.70 kf,t M mi:1 "" -0.45 kft (4. 0-2) X 2.00 X 2.00 4 .4 1. 65 2.70 -0.45 10/01/09 ENCLOSURE WALL 10/01/09 • GRADE BEPJ.vl DESIGN PROGRAM (4.02) DESIGN DATA f'·c = 3.00 ksi b = 18.00 in fy 60.00 ksi h = 12 .. 00 in Load :?actor = 1.00 d = 9.00 in SHEAR DESIGN Vmax = 1. 7 k Ve = 17.7 k Vn = 2.0 k Vs 0.0 k · Av 0.18 si/ft s max 4.50 in Vs 0, stirrups are o:etional i ;• 3 Stirrup @ 4 .. 5" l ;: t1 Stirrup @ 4.5" FLEXORAL DESIGN Beta 1 0.85 As min = 0.54 si As max 2 .. 60 si M+ m-,· <=<<> 2.7 kft M-min -0.5 kft Mn+ 3.0 kft Mn--0.5 kft As str 0.07 si As str = 0.01 si As 0.09 si As 0.01 si i3ottom Steel Top Steel • Bar No. Space No. Space " . 0. t; 0.1 ,..,,....._ ~~ 5 0.3 0.0 •~- • •~-- Generator and tank support at Genoptix Call Center -Emergency Generator (Kohler model:275REOZJD vnth 222 gallon sub-based diesel lank and sound enclosure) Site information Site Class Spectral Response, Ss " Specl'81 Response, Sf= Sos=¼S,..= S01 1¾ S,.1 = D 1.168 0.442 0.804 0.459 Seismic-Demands on Nonstructural C~mponents -ASCE 7-0513.3.1 F, =·o.4•a0S05'W,l(R,IJ,J = Fp,rnai; = 1.6'Sos•lp.-Wp = F,,,.. =0.3°5os•1,•w, = F,= F ,,v•±0,2SoaWp• 0.3e2 w, 0.161 w, 0.193 w, 1.930 w, 0.362 w, Sile Coefficient, Fa= • Site Coefficient, F. = R,, = 2,5 a,= 1 1,= 1.5 GENERATOR+ TANK+ ENCLOSURE Slab dim.: Tank dim.: Check slab -short way I~ C L,= l11=- TankCap:= p• 18.167 ft. 10.21 ft 222 gal. ENCLOSURE GENERATOR TANK D L2 < ELEVATION > L, <PLAN> L,= La= C <-V, 1.033 1.558 13 fl 4.10 n. A_ PRIME JOB: 2K10-40 l'if£ STRUCTURAL DATE: '-rl~ ~ ENGINEERS SHT: Z:2.-"\ • Generator and tank support at Genoptix Call Center -Emergency Generator (Kohler model:275REOZJO 'Mlh 222 gallon sub-based diesel tank and sound enclosure) Check slab -short. way (cont.) Haight of Generator, Hg = Haight of Enclosure, Hen= Height ofTank, H, = Langlh of Tank, L,1 = Distance batw. connections, D = Clearance , Ct= 1;,lab length, L2 = CASE A: Generator Wt: (lbs.)-, Enclosure WL (lbs;) : T~nk WI. (lbs,): Fuel WL (lbs.): W-total (lbs.): P._9 = V.'(H,+Hg/2)/0 = P._.., = V.,'(H.,/2)/D = P._1 = V,'(H/2)/0 = f>•,v = F._y"/2 = CASES: GeneratorWL O~-l: Enclosure Wt, (lbs.) : Tank Wt (lbs.): Fuel WL (lbs;): W-lOlal Obs.): P._.=V9(H1+Hgl2)/D r P._., = v.,•(Ha,12)/0 = P.t = v,•(H/2)/0 = P~,..= Fp,v·l2• When tank is empty. 5100 lbs. 1500 lbs, 1292 lbs. 0 lbs. 7892 lbs. P.,,o.s·w= When tank is full. Pe-total= Pd=O.S'W= 5100 lbs. 1500 lbs. 1292 lbs. 1634 lbs. 9526 lbs. 67.71 In. 96.8 in. 18 in. 10.21 ft. 46.06 in. 54.97 in. 13.00 ft. v.= v.,.= v,= v.,= 2078 lbs, 571 lbs. 91 lbs. 635 3375 Ibo. 3946 lbs. 2078 lbs. 571 lbs. 207 lbs. 766 ~lbs. 4763 lbs. 1846 lbs. 543 lbs. 468 lbs. 2857 lbs. 1846 lbs. 543 lbs. 1059 lbs. 3448 lbs. Jk.. PRIME J0B:2K10-40 N£ STRUCTURAL DATE: 1:i-10 ~ ENGINEERS SHT: ·-i,$ • Generator and tank support at Genoptix Call Center -Emergency Generator (Kohler model:275REOZJO \>ith 222 gaKon sub-based diesel tank and sound enclosure) Check slab -long way c, P, c, Height of General«, Hg " Height of Enclosure, H., = Heigt,t of Tan~. H, = Length of Tank, Lu " Distance betw. connections, D = Clearance , C1 = Clearance , Cz • Slab lenglh, L1 = ENClOSURE GENERATOR TANK Lu w. D L, 67.71 in. 96.8 in. 18 in. 10.21 fl. 85.24 in. 47. 75202 in. 66.382 In. 18.167 fl. CASEC: When tank is empty. Generator Wt. (lbs.) : Enclosure WL (lbs.) : Tank WL (lbs.): Fuel Wt [lbs.): W-total (lbs.): P •. 9 = V,(H,+H,/2)/0 = P~.,.=V111"(H;,J2)/D= P~1 = Vt"(H/2)/0 = P,.,=F._."/2= Pe-total= Pds0.5-W,. 5100 1500 1292 0 7892 lbs. lbs. lbs. lbs. lbs. Vg= V,.= v,= 1123 lbs. 571 lbs. 49 lbs. 635 ~lbs. P, 1846 lbs. 543 lbs. 468 lbs. 2857 lbs. A_ PRIME JOB:2K10-40 A STRUCTURAL DATE: 3, !D £Z' ~va:, ENGINEERS SHT:2-3( <-V.., c, ,r • • .,-.. Generator and tank support at Genoptix Call Center -Emergency Generator (Kohler model:275REOZJD .,;th 222 gallon sub-based diesel tank and sound enclosure) Check slab -long wey (cont.) CASED: Generator Wt. (lbs.) : Enclosure WL (lbs,): Tank Wt. {lbs.): Fuel Wl (lbs.): W-total (lbs.):· P ••• = Vi(H,+H,12)10 = P~., = V.,'(H.,/2)/0 = P •. , ~ V,"(H/2)1D = Pe.v= Fp,//2;: When tank Is full 5100 15!)0 1292· 1634 9526 Pe-total= Pd=0.5'W= lb$. lb$. lbs. lbs. lbs. v.= v .. = V,= V.,= 1123 lbs. 571 lbs. 11:tlbs. 766 ~lbs. 4763 lbs. 1846 lbs. 543 lb$. 1059 lbs. 3448 lbs. A PRIMEJOB:2K10-40 STRUCTURALD~t :J-/0 ENGINEERS SHT: Z..3'.2--- • •~ Generator and tank support at Genoplix Call Center -Emergency Generator (Kohler model:275REOZJD v.ilh 222 gallon sub'based dieSel lank. and sound enclosure) Check Anchorage (Allowable Stress Design) CBC 2007: 0.9D + E/1.4 P,=0.9'W/4 P.=0.714'Pe-:o/2 CASE A 1776 lbs. 1205 lbs. Nouphfl Loads for Anc;hor Design (LRFD) CBC 2007: 0.9D + E CASEA 'Tension= 0 1857 lbs. CASES 2143 lbs. 1293 lbs. Nouplifl CASES 0 2241 lbs. CASEC 1776 lbs. 849 lbs. Noupr.fl CASEC 0 1857 lbs. "V =1.3'V1.,.i2 = (due lo oversized holes, 50% of anchor bolt is assumed IQ lake shear) CASED 2143 lbS. 918 lbs. No uplift CASED a 2241 lbs. • ASCE 7-05 Section 13.4.2: Anchors in concrete or masonry shall be proportioned lo carry the least of lhe.folowirQ. a. 1.3 ~mes Iha force in Iha component and its supports due to the prescribed forces. b. The maximum force that can.be transferred lo lhe anchor by the component and it supports. Anchor design Par AC! 318 Appendix D: 5.., Output PRIME JOB: 2K19-40 STRUCTURAL DATE: 3-l\> ENGINEERS SHT:"2.. .. ::> '3- • • .,.-..., Generator and tank support at Genootix Call Center -Emergency Generator (Kohler modet:275REOZJO .,,;lh 222 gallon sut>-based diesel lank and sound enclosure) Check slab -short way EMPTYTANK FULL TANK CASEA CASEB w.=PJLu= 387 pit 467.plr w.ap~,,.n.., = 331 plf 355 pl! P.= P~.,12= 1687 lbs. 1811 lbs. P,.=F0,J2= CASEA CASES Compression I A_; PRIME J0B:2K10-40 Fr£ STRUCTURAL DATE: JJ~,i?J I!!/&, ENGINEERS SHT:"'2...)4 I i I Tension al each anchor boll For lribulary widlh : 2ft. 2 ft. "6"(1hickness or slab) p•:W;(T.W;)= P,0 =W~'(T.W.) = f>u-=-P.= LOCATION lft.l Soll Case 1l OL onlv I Bearing Case 2) DL + E/U Check case 310.9"DL+E/1.4 Case411.4"DL I Slab Case 511.2'DL + E De.sfan Case 6) 0.9'DL + E Check slab -long way Soll Bearing Check Slab Design W• = PJL,.,= P, = P •. u,!2 = LOCATION (ft.) Case 11 DL onlv , case 21 DL + E/1.4 case 31 o.9"DL+E/1.4 Case 4) 1.4'DL I Case 511.2.'DL .. E 1Case 61 0.9'0L + E 773 lbs. 661 lbs. 1687 lbs. CASE A 4.58 773 1245 1168 1082 1589 · 1357 EI\IPTY TANK CaseC 387 1189 Wdrclfl 3.979335 8.42 773 -432 -510. 1082 -760 -992 14:19 387 . 387 387 387 347.8924 348 541.1659 541 463.8565 464 347.11924 348 933 lbs. 710 lbs. 1811 lbs. CASE-8 4.58 933 '1440 1347 1306 1829 1549 FULL TANK CaseD 8.42 933 -360 -454 1306 -691 -971 467 plf 1286 lbs. CASEC Pe-c. Pe-t 5.53 12.64 0 ·O 849 -849 849 .-849 0 0 1189 -1189 1189 -1189 See computer output for soil bearing check-and slab design at each anchor boll CASED : Wd/olt Pe-c: Pe-I . 3.98 14.19 15.531833 12.64 . 467 467 0 i 0 467 467 918.4231 -918 420 420 918.4231 -918 653 653 0 0 560 560' 1286! -1286 420 420 12851 -1286 • Anchor Calculations Anchor Designer .for ACI 318 (V~rsion 4.1.0.0 Page 1 of7 l -~J ,,. "'PD J i\n c Job· ?,-/!)-yo ,,.11vn.;,.. · -- STRUCTURAL oate:~~":,:10 .. ENGF~E·~t-R~ c-ht· "2-3$"" .f '\VV ... .,.., __ Job Name : 2K9-270 GENOPilX 1) Input Dateffime: 10/1/2009 1:06:46 PM • Calculation Method : ACI 318 Appendix D For Cracked Concrete C~lculation Type : Analysis a) Layout Anchor: 5/8" L-Bolt Steel Grade: F1554 GR. 36 Built-up Grout Pads : No Number ·of Anchors : 1 Embedment Depth : 5 in 1: AN.CHOl:l .. •t-1ua IS POSITI\/E FOR;i:Ef:ISIQ"'NiD NE.GATIV,e.FOR . <;QMf>R!;~SIOfti + fNDICAJES,CENTEROFTflE,~GHOR:.· Anchor Layout Dimensions : cx1 : 54.97 in cx2 : 54.97 in Cy1 : 47.75 in Cy2: 47.75 in bx1 : 1.5 in bx2 : 1.5 in b.y1 : 1.5 in • by2 : 1.5 in ~- b) Base Material· about: blank 10/1/?.00Q • Concrete : Normal weight .---., Cracked Concrete : Yes Condition : B tension and shear ThicKn~ss, h : 8 in Supplementary edge reinforcement : No c) Factored Loads Load·factor source: ACI 318 Section 9.2 Nua: 0 lb V uay : 2234 lb Muy: 0 lb*ft ex: 0 in ey: O in ! Page 2 of7 P•1Q !_j\11~ !q,J·· 2/.,...Jv-t.Er• -.: -..i.1:Si,;.._, ........ ,,~_,,,..,,, ~ STRUGTUfl4L Date: _.Y-1 ::_ i::11G·1~'t ;~0.... -.,,.p 3000 o · .. h H~t.l:1\v Sht: .~.s.-: , psi '¥c,v: too ~F P: 1657.5 psi vuax: 0 lb Mux: 0 lb*ft Moderate/high seismic risk or intermecliate/high design category : Yes Apply entire shear load at front row for breakout : No ·~ ••• d} Anchor Parameters Anchor Model = LB62 d0 = 0.625 in Category = N/A hmin = 5.75 in cmin = 3. 75 in Ductile= Yes hef = 4.375 in c80 = 6.5625 in smin = 3.75 in 2) Tension Force on Each Individual Anchor Anchor #1 Nua1 = O.QQ .lb Sum of Anchor Tension :ENua = 0.00 lb ax= 0.00 in ay = 0.00 in e'Nx = 0.00 in e'Ny = 0.00 in 3) Shear Force on Each Individual Anchor Resultant shear forces in each anchor: Anchor #1 V ua1 = 2234.00 lb (V ua1x = 0.00 lb , V ua1y = 2234.00 lb ) Sum of Anchor Shear ·:EV uax = 0.00 lb, "EV uay = 2234.00 lb e'vx = 0.00 in e'vy = o.oo in about:blank 10/1/2009 • • 4) Steel Stren9th of Anchor in Tension [Sec. 0.5.1] Nsa = nAsef uta [Eq. 0-3] Number of anchors acting in tension, n = 0 N5a = 13100 lb (for a single anchor) $ = 0.75 [0.4.4] $N5a = 9825.00 lb (for a single anchor) 5) Concrete Breakout Strength of Anchor in Tension [Sec. D.5.2] Neb= AN/ANco\f'ed,NtJ'c,Nq,cp,NNb [Eq. D-4] Number of influencing edges= 0 ...., . hef = 4.375 in ANco = 172.27 in2 [Eq. D-6] ANc = 172.27 in2 '-Ped,N = 1.0000 [Eq. 0-10 or 0-11] Note: Cracking shall be controlled per 0.5.2.6 '-P c,N = 1.0000 [Sec. D.5.2.6] ':Pcp,N = 1.0000 [Eq. D-12 or D-13] Nb= kc "1 f' c h6f1·5 = 12029.26 lb [Eq. D-7] kc= 24 [Sec. 0.5.2.6] Neb= 12029.26 lb [Eq. D-4) $ = 0.70 [D.4.4] ~seis = o.75 $Neb= 6315.36 lb (for a single anchor} 6) Pullout Strength of Anchor in Tension [Sec. 0.5.3] Np= 0.9f'cehdo [Eq. D-16] eh = 3d0 = 1.8750 in Npn = l.'.flc,pNp [Eq. 0-14] ':P c,p = 1.0 [D.5.3.~] Npn = 3164.06 lb $ = 0.70 [0.4.4] ~sels = o.75 • ,..,_ $ Npn = + Neq = 1,661.13 lb (for a single anchor) 7) Side Face B10,wout of Anchor in Tension [Sec. D.5.4) about:blank Page 3 of7 10/1/2009 Page 4 of7 • Concrete side face blowout strength is only calculated for headed anchors in tension close to • an -ed~e, ca1 < 0.4hef· Not applicable in this case. 8) Steel Strength of Anchor in Shear [Sec D.6.1] V eq = 7865.00 lb (for a single anchor) $ = 0.65 [0.4.4] $ V eq = 511.2.25 lb (for a single anchor) 9) Concrete Breakout Strength of Anchor in Shear [Sec D.6.2) Case 1: Anchor checked against total shear load In x-direction ... V cbx = Avc/Avcox '·:f:' ed,v'f' c,Vvbx [Eq. 0-21] ca1 = 31.83 in (adjusted for edges per 0.6.2.4) . -. 2 Avcx -764.00 in Avcox = 4560.13 in2 [Eq. D-23] 'f'ed;V = 1.0000 [Eq. 0-27 or D-28] 'I' c v = 1.0000 [Sec. 0.6.2.7] ' Vbx = 7(1e1d0)0·2 ·\/ d0 "l f c<ca1) 1·5 (Eq. D-24] 16 = 4.38 in vbx = 80341.78 lb V~bx = 13460.40 lb [Eq. D-21] $ = 0.70 $seis = o.75 $Vcbx = 7066.71 lb (for a single anchor) In y-direction ... Vcby = Avc/Avcoytped,V'I'c,VVby [Eq. D-21] c81 = 36.65 in (adjusted for edges per D.6.2.4) Avey = 879.52 in2 flvcoy = 6043.40 in2 [Eq. 0-23} 'f' ed,V = 1.0000 [Eq. D-27 or 0-28] 'I'c,V = 1.0000 [Sec. D.6.2.7] , •~-Vby = 7(I/d0 )0·2·'1 d0 -,.j f c(c81)1·5 [Eq. D-24] ~ = 4.38 in ab0ltt:b1ank 10/1/2009 • vby = 99236.17 lb. ,-.. Vcby = 14442.23 lb [Eq. D-21] $ = 0.70 (jlseis = o.75 (j>Vcby = 7582.17 lb (for a single anchor) Case 2: This case does not apply to·single anchor layout Case 3: Anchor checked for parallel to edge condition Check anchors at cx1 edge Vcbx = Avc/Avcox'f ed,v'P c,VVbx [Eq. D-21 ] c81 = 31.83 in (adjusted for edges per D . .6.2.4) . -. 2 Avcx -764.00 in Avcox = 4560.13 in 2 [Eq. D-23] '¥8d,V = 1.0000 [Sec. D.6.2.1(c)] 'Pc,V = 1.0000 [Sec. 0.6.2.7] V bx = 7 (le/d0 ) O.Z ,/ d0 "1 f c( ca1) 1 ·5 [Eq. 0-24] • 18 = 4.38 _in ,,,,.-, •~ vbx = 80341.78 lb Vcbx-:;:. 13460.40 ll;J [Eq. 0-21] Vcby = 2 * \/cox [Sec. O.6.2.1(c}] vcby = 26920.81 [b ~ = 0.70 «l>seis = o.75 q> V cby = 14133.42 lb (for a single c;1nchor) Check anchors at cy1 edge Vcby = Avc//\co/1'ed,V4!c,VVby [Eq. D-21] ~a1 = 36.65 in (adjusted for edges per D.6.2.4) Avey = 879.52 in2 Avcoy = 6043.40 in2 [Eq. D-23] 'Ped,V = 1.0000 [$ec. D.6.2.1(c)] 'Pc,V = 1.0000 [S¢c. D.6.2.7] vby = 7(1e/do)°-21 d~ y f c(ca1) 1.5 [Eq. D~24] about:blank Page 5 of7 · 10/1/2009 • Ie=4.38 in ---vby = 99236.17 lb • ,,.,.--. .. Vcby = 14442.23 lb [Eq. D-21] Vcbx = 2 * V cby [Sec. D.6.2.1(c)] vcbx = 28884.46 lb $ = 0.70 ~seis = o.75 ~Vcbx =·15184.34 lb (for a single anchor) Check anchors at cx2 edge Vcbx = Avc/Avcox t_p ed,Vo/ c,VVbx [Eq. D-21] ca1 = 31.83 in (adjusted for edges per D.6.2.4) flvcx = 764.00 in2 Avcox.= 4560.13 in2 [Eq. D-23] ':I' ed,V = 1.0000 [Eq. 0-27 or 0-28] [Sec. 0.6.2.1 (c)] ll'c,V = 1.0000 [Sec. 0.6.2.7] Vbx = 7(Vd0 )0.2~) d0 -y f c<ca1) 1·5.[Eq. 0-24] 18 = 4.38 in vbx = 80341.78 lb Vcbx = 13460.40 lb [Eq.-0-21] Vcby = 2" vcbx [Sec. D.6 .. 2.1(c)] vcby = 26920 .. 81·lb $ = 0.70 ~seis = o.75 ~Vcby = 14133.42. lb (for a single anchor) Check anchors at cy2 edge Vcby = Avc/Avcoy'-l!ed,v'Yc,VVby [Eq. 0-21] ca1 = 36.65 in (ad;justed for edges per D.6.2.4) Avey= 879.52 in 2 . 2 . Avcoy =· 6043A0 tn [Eq. 0-23} '¥ ed,V = 1.0000 [Sec. D.6.2 .. 1(c)] W c v = 1.0000 [Sec. 0.6.2..7] ' abmit:blank Page 6 of7 10/1/2009 • • •• Vby = 7(le1d0)°-2 ~ d0 i f'c(c81 )1·5 [Eq. D-24} le= 4.38 in vby = 99236.17 lb Vcby = 14442.23 lb [Eq. D-21J V cbx = 2 * V cby [Sec. 0.6.2.1 ( c)] V cbx = 28884.46 lb ~ = 0.70 ~seis = O.?S ~Vcbx = 15164.34 lb (for a single anchor) 10) Concrete Pryout Strength of Anchor in Shear [Sec. D.6.3] V cp = kcpNcb [Eq. 0-29] kcp = 2 [Sec. D.6.3.1] Neb= 12029.26 lb (from Section (5) of calculations) vcp = 24058.52 lb <j, = 0.70 [D.4.4} ~seis = o.75 ~Vcp = 12630.72 lb (for a single_anchor) 11) Check. Demand/Capacity Ratios (Sec. 0.7] Tension -Steel: 0.0000 -Breakout: 0.0000 -Pullout: 0.0000 -Sideface Blowout : N/A Shear -Steel : 0.4370 -Breakout (case 1): 0.2946 -Breakout (case 2): N/A -Breakout ( case 3) : 0.1581 -Pryout : 0.1769 T.Max(0) <= 0.2 and V.Max(0.44) <= 1.0 [Sec D.7.2] lnteractioh che(:k: PASS Use 5/8" diameter F1554 GR. 36 L-Bolt anchor(s) with 5 in •. embedment Page 7 of7 10/1/2009 SHORT WAY CASE A 10/01/09 ----------------• GRADE BEA!Yl ANALYSIS PROGRAM ( 4. 02) Footing LENGTH = 13.00 ft Footing WIDTH = 2.00 ft .,--,._ Footing DEPTH -0.50 ft Cone Weight 0.15 kc£ Surcharge = 0.00 ksf Footing+ Surch. 0.15 klf POINT LOADS (k & ft) 1 2 3 4 .5 6 X 0.77 1.24 1.17 1.08 .. 1.59 1.36 4.58 0.77 -0.43 -0.51 1.08 -0.75 -0.99 8.42 RESULTANTS (k, ft & ksf) CASE 1 2 3 4 5 6 Pt 3.50 2.77 2.61 4.11 2.78 2.32 X b.50 5.34 5.27 6.50 4.88 4.56 <,. i , D /c-s F Q max 0.13 0.16 0.16 0.16 0.19 0.17 Q min 0.13 0.05 0.04 0.16 0.03 0.01 MAXIMUM FORCES (k, kft) CASE 1 2 3 4 5 6 V max 0.54 0.63 0.60 0.76 0.82 0.75 M max 1.25 1.57 1. 45 1. 75 1. 95 1.58 M min -0.00 -0.26 -0.38 -0.00 -0.61 -0.98 V max = 0.82 k M max = 1.95 kft • M min = -0.98 kft ---•. .. •~ ' ' • _.,.-.,__ • •-~ SHORT WAY CASE A GRADE BEAM DESIGN PROGRAM DESIGN DATA f'c = 3.00 ksi fy = 60.00 ksi Load Factor = l. 00 SHEAR DESIGN Vmax 0. 8 k · Vn = 1.0 k Av 0.24 si/ft Vs = 0, stirrups are 1 * 3 Stirrup @ 1 .!I. 4 Stirrup @ ,r FLEXURAL DESIGN M+ max = Mn+ As str As = Beta 1 :;c As min As max 2.0 kft 2.2 kft 0.15 si 0.20 si s b h = d = Ve = Vs max oetional 1.5" 1.5" 0.85 0.24 si 1.15 si M-min = Mn- As str As (4. 02) 24.00 in 6.00 in 3.00 in 7.9 k 0.0 k 1.50 in -1.0 kft -1.1 kft 0.07 si 0.10 si Bottom Steel No. Space 1.0 Top Steel Bar # 4 No. 0.5 Space / 10/01/09 SHORT WAY C~SE B ---------------- • GRADE BEAM ANALYSIS PROGRAM Footing LENGTH 13.00 ft -----Footing WIDTH 2.00 ft Footing DEPTR = 0.50 ft Cone Weight = 0.15 kcf Surcharge = 0.00 ksf Footing+ Surch. 0.15 klf POINT LOADS (k & ft) 1 2 3 4 0.93 1. 44 1.35 1. 31 0.93 -0.36 -0.45 1.31 RESULTANTS (k, ft & ksf) CASE 1 2 _3 Pt 3.82 3.03 2.85 X 6.50 5.36 5.29 Q max 0.15 0.18 0.17 Q min 0.15 0.06 0.05 MAXIMUM FORCES (k, kft) CASE 1 2 3 V max 0.66 0.74 0.68 M max 1. 51 1.85 1. 70 M min 0.00 -0.11 -0.26 V max = 0.92 k M max 2.30 kft • M min -0.90 kft {4.02) 5 1.83 -0.69 4 4.56 6.50 0.18 0.18 4 0.92 2.11 -0.00. 6 1.55 -0.96 5 3.09 4.94 0.20 0.03 5 0.92 2.30 -0.45 10/01/09 X 4.58 8.42 6 2.53 4.60 0.18 L t,0 l'.::.Sf-· 0.01 6 0.83 1.,84 -0.90 • • ·~ ' . SH.ORT WAY CASE B GRADE BEAM DESIGN PROGRAM DESIGN DATA f'c = 3.00 ksi b = fy = 60.00 ksi h = Load Factor = 1.00 ·d SHEAR DESIGN Ve Vmax = 0.9 k Vn == 1.1 k Vs = Av 0.24 si/ft S max Vs= 0, stirrups are optional 1 if 3 Stirrup @ 1.5" 1 # 4 Stirrup @ 1.5" FLEXURAL DESIGN Beta 1 0.85 As min = 0.24 si As max 1.15 si M+ max= 2.3 kft M-min = r,,Jn+ = 2.6 kft Mn- As str 0.18 si As str As 0.23 si As = (4.02) 24.00 in 6.00 in 3.00 in 7.9 k o.o k 1.50 in -0.9 kft -1.0 kft 0.07 si 0.09 si Bar # 4 Bottom Steel No. Space 1.2 9.0" 0.8 Top Ste.el No. Space 0.5 / * 5 0.3 10/01/09 LONG WAY CASE C 10/01/09 ---------------µc""'nl ,•m nl i-·t'\1N1i=,!ob· .t~o~'-fb • GRADE BEAM ANALYSIS PROGRAM ( 4. 02) . ~ _._ . ·-"'f---...__. ('~'D" ·,-.. ., . I '3 I 0 i1\UC l Ui·{1\L Date: __ ,.:_£ ;:: t/f>I !.l .-.~ ,,, -·1 2. t./ Footing LENGTH = 18.17 ft f 'l.)!l•l('i·'~)·--·· -6. Footing WIDTH = 2.00 ft -.1-J.'t • '1-.... s~\,.,_ ~nt: ~"-'-~.;. _,.-....,_ Footing DEPTH = 0.67 ft Cone Weight = 0.15 kcf Surcha:cge = 0 .. 00 ksf Footing + Surch. = 0.20 klf UNIFORM LOADS (k/ft & ft) 1 2 3 4 5 6 Xl -X2 0.387 0.387 0.348 0.541 0. 464 0.348 3.98 14.19 POIN'f LOADS (k & ft) 1 2 3 4 5 6 X 0.00 0.85 0.85 0.00 1.18 1.18 5.53 0.00 -0.85 -0.85 0.00 -1.18 -1.18 12.64 RESULTANTS (k, ft & ks£) CASE 1 2 3 4 5 6 Pt 7.60 7.60 7.20 9.18 8.39 7.20 X 9.08 8.29 8.25 9.08 8.08 7.91 Q max 0.21 0.26 0.25 0.25 0.31 0.27 Q min 0.21 0.15 0.14 0.25 0.15 0.12 • Kl\XIMUtvl FORCES (k, kft) CASE 1 2· 3 4 5 6 ,,.--... V max 0.87 1.21 1.12 1.21 1.51 1.25 M max 3.93 4.31 3.96 5.49 5.35 4.44 [vj min 0.00 0.00 -0.00 0.00 -0.00 -0.00 V max 1.51 k M max 5.49 kft M min -0.00 kft • _.,.--..._ • ,,.--, LONG WAY CASE C --------------- GRAD~ BEAM DESIGN PROGRAM ( 4. 02) DESIGN DATA / f'c = 3.00 ksi ,I b = 24.00 in fy 60.00 ksi h .... 8.04 in Load Factor = 1.00 d = 5.04 in DESIGN SHEAR Vmax 1.5 Vn 1.8 k k Ve = 13.3 k Vs 0. 0 k Av Vs O, 1 tf 3 1 ,. ,f 4 0.24 si/ft stirrups S:.:irrup St:irrup S max= 2.52 in are optional @ 2.5" @ 2.5" FLEXURAL DESIGN lYl+ max Mn+ As str As Bar # 4 # 5 J! 6 ,,. Beta 1 = As min As max = 5.5 kft 6.1 kft 0.25 si 0.33 si Bottom Steel No. Space l. 7 9.0"' 1.1 9.·0" 0.8 0.85 0,40 si 1. 94 si M-min= Mn-= As str = As Top No. o.o 0.0 0.0 -0.0 kft -o.o kft 0.00 si 0.00 si Steel Space 10/01/09 / LONG WAY C;i.SE D 10/01/09 • GRADE BEAM ANALYSIS PROGRAM Footing LENGTH = 18.17 ft (4. 02.) Footing WIDTH 2.00 ft Footing DEPTH = 0.67 ft Cone Weight 0.15 kcf Surcharge == 0.00 ksf Footing + Surch. 0.20 klf UNIFORM LOADS (k/ft & ft) 1 2 3 4 5 6 Xl -X2 0.467 0.467 0.420-0.653 0.560 0.420 3.98 14.19 POINT LOADS tk & ft) 1 2 3 4 5 6 X o.oo 0.92 . 0.92 o.oo 1.28 1.28 5-. 53 0.00 -0.92 -0.92 0. 0-0 -1. 28 -1.28 12.64 RESULTANTS (k, ft & ksf) CASE 1 2 3. 4 5 6 Pt 8.42 8.42 7.94 10.32 9.37 7.94 X 9.08 8.31 8 .26 9.08 8.11 7.94 Q max 0.23 0.29 0.28 0 .. 28 0.34 0.30 Q min 0.23 0.17 0.16 0.28 0.18 0.14 • MAXIMUM FORCES (k, kft) CASE l 2 3 4 5 6 ,,,--.._ V max 1.04 1.41 1.31 1.46 1.77 1. 45 M max 4.74 5.11 4.68 6.63 6.29 5.12 M min 0.00 0.00 o.oo -0.00 -0.00 0.00 V max 1. 77 k M max 6.63 kft M min -0.00 kft ,.,.--,.... ' ; LONG WAY CASE D 10/01/09 -------.------- • GRADE BE.l> .. M DESIGN PROGRAM (4 .02) ~ DESIGN DATA f'c = 3.00 ksi b 24.00 in fy 60.00 ksi h = 8.04 in Load Factor = 1.00 d 5.04 in SHEAR D£SIGH Vmax 1. 8 k Ve = 13.3 k Vn = 2.1 k Vs = o·.o k Av 0.24 si/ft S max 2.52 in Vs = 0, stirrups are optional 1 f .r 3 Stirrup @ 2.5" 1 ff 4 Stirrup @ 2.5" FLEXURAL DESIGN Beta 1 0.85 As min = 0.40 si As max 1.9.4 si M+ max = 6.6 kft M-mih = -0.0 kft Mn+ = 7.4 kft Mn--0.0 kft As str 0.30 si As str 0.00 si As 0.40 si As = 0.00 si 3ottom Steel Top Steel • Bar No. Space No. Space 4' 4 2.0 9.0" 0.0 ,r ~-# s l.3 9.0" 0.0 # 6 0 .. 9, 0.0 .r" • ,J ff>!-~· ~vtt? t-1/Jt'1,,tfe'O e,i,~1~ 11/Jt:U...,., .r <f u,<---+!---,,;· V 1 '_,q' ,, ----n I I ,, /\'.t HrtuPf ~ '1:71t1 ,';< 1//~ -::-&~/ -···-}, ft . 1-1' I I ' 'frr.l\-;:; ).;'?5'"0, 0 0 {) e-s i ,n::: ~l/(6 k:; H ;?0/ X/1--;;;: -;, 1::;?J 2 ,.-b~?, I \ Ci I I ':) (,Z, ' 17 2rc"~) { '?--J") ...... ·~ ,::~b zr,.--·;i:n,:El.----, l , i::, I f · -+-·) :;;. _r_ 1?_ I v)\ :::: rfJ n \. r--, -a :J. I .. hf= OJ.>z7-) f:=:.::. e>-I f::1 )-:=-6 /j 3 7 1(}~? o.o~ e" o:OJf'/7; {) . .. /). PJO'?- II . lS' . tJVIU. .W~U-u/ i/-tf{V} r£_ {~ Cf 9 • c--, t • .. '7.!k -· . . ! • ~ • ,........,_ TRASH ENCLOSURE WALL FOOTING ---------------------------- GRADE BEAM ANALYSIS PROGRAM Footing LENGTH Footing WIDTH Footing DEPTH Cone Weight Surcharge Footing+ Surch. 3.25 ft 1. 00 ft 1.00 ft 0.15 kcf 0.00 ksf 0.15 klf POINT LOADS (k & ft) 1 2 3 4 0.62 0.56 0.75 0.56 MOMENT LOADS (kft & ft) 1 2 3 4 1.07 1.07 1.50 1.50 RESULTANTS (k, ft & ksf) CASE 1 2 3 Pt 1.11 1.05 1.24 X 0.66 0.61 0.41 Q max 1.12 1.16 2.ee Q min Q.00 0.00 0. 00 MAXIMUM FORCES ( k, kft) CASE 1 2 3 V max 0.83 0.79 1. 06 M max 0.88 0.87 1.30 M ·min ~0.19 -0.20 -0.20 V max 1.06 k M max = 1. 30 kft M min -0.20 kft (4. 02) X 1.63 X 1. 63 4 1.05 0.20 ~ 3.51·~1 j___ o-:-orr 4 0.96 1.30 -0.20 10/02/09 I .. Otf1C j,J; l j.. .4!1. ~-. ·e PRlMFJob: ~'lo S'l"1"1I ! "l"' .,.,. I ' 'l,. ... 1'"' r:,1;l. u,;;\' o~•e· .,,. '"' ''"·"" 1\1-,!,... at..~ .... """' r-···1Gl"--rR" ,:7 ~ ti~ · lilb:1 i) Sht: ~- ! ,z t.it:-C: y . tl1vl ,,. , • TRASH ENCLOSURE WALL FOOTING GRADE BEAl~ DESIGN PROGRAM (4. 02) DESIGN DATA f'c = 3.00 ksi b = 12.00 in fy = 60.00 ksi h = 12.00 in Load Factor = 1.00 d 9.00 in SHEAR DESIGN Vmax = 1.1 k Vn = 1.2 k Ve = 11. 8 k Vs = 0.0 k Av = 0.12 si/ft $max= Vs O, e;tirrups are optional 1 # 3 Stirrup @ 4.5" 1 # 4 Stirrup @ 4.5" FLEXUIU'I.L DESIGN Beta 1 = 0 .. 85 As min = 0.3b si As max = 1. 73 si M+ max= 1.3 kft M-min Mn+ 1.4 kft Mn-= As str 0.03 si As str = As = 0.04 si As = 4.50 in -0.2 kft -0.2 kft 0.00 si 0.01 si Bottom Steel Top Steel Bar No. Space No. Space # 4 0.2 0.0 # 5 0.1 0.0 if 6 0.1 0.0 if 7 0.1 0.0 # 8 0.1 0.0 if 9 0.0 0.0 10/02/09