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Home My WebLink AboutENGINEERINGB St Lucie LOT 20 DIAMOND DIAMOND S, RECEIVED OCT 12 2010 permitting Papartment St, Lucle 99MY ANDS RESIDENCE IDS, FLORIDA THESE PLANS AND ALL PROPOSED WORK ARE SUBJECT TO ANY CORRECTIONS REQUIRED BY FIELD INSPECTORS THAT AERIAL PRECAST CONC 7 , �� g, O®ga & STRUCTURAL STEEL MDP ENGINEERING State of Florida CA #6918 Registered Engineer #32563 (954) 243-4595 z 00�Itt\i a LOT 20 DIAMOND SANDS RESIDENCE DIAMOND SANDS, FLORIDA INDEX t TITLE...............................................................................................1 INDEX.............................................................................................2 JOISTCALC...................................................................................3 BEAMCALCS...........................................................................................13 I ./ e• GJ'� C% • aP0=0 ."tee ,171. AERIAL PRECAST CONCRETE, LLC LOT 20 DIAMOND SANDS JOIST CALC 1 of 10 � A 3200 BURRIS ROAD RESIDENCE 11/1104 UPDATE AERIAL �,� CO�R DAVIE, FLORIDA 33314 T 954-321.0200 • F 954.321-0093 DI�MOND SANDS, FLORIDA Design: TDY Date: 10/04/18 2N FLOOR Checked: Date: Z%Sh.p ftd. I AMM FLOOR SHOP "INPUT JOIST NO SPAN SLAB WIDTH JOIST DEPTH J1"D17 6.75' 1 Manual input governs—> 6.750 SERVICE DEAD LOAD SERVICE LIVE LOAD WIND LOAD(gross Uplift) TOTAL LOAD=DL+LL TOTAL LOAD=DL-WL( Negative =Net Uplift) Fy (BOTr. ANGLES) F,' DESIGN OF BOTTOM CHORD MAX. MOMENT TENSION AT BOTTOM CHORD A, ,Id= Max(Tu/0.9*FyAND Tu/0.75*Fu ) As ( 2L's ) TOP CHORD DESIGN OF WEB DIAGONALS. REACTION DUE TO UNIFORM LOAD(Gravity) REACTION (DL+Wind) LEFT REACTION due to point load RIGHT REACTION due to point load TOTAL REACTION (Max.) Diagonal Length 4.0 Ft 17" Uniform 65. 78 �sf 40. 64 Psf END DIAGONAL Tension bar a = arctan(d/ 24") = 35.31 F=(R-Vo)/sin a= 0.95 k / 0.578 = As=F/ 12x(0.60 fv11= 568 Pif 312 Plf 50IKsi 3 Ksi On DESIGNPLANET Programmed by: Fuat Omadi, P.E. P1 P2 P3 Qt Q2 Q3 DL+LL 1.92 k x2 = 1.92 k DL+Wind 1.05 k 1.05 k Point Loads Applied at top Dist. From left support PI: P2:. P3: Point Loads ADolied at bolt. Dist. From left support QI: Q2: T. Q3:.. @MIDSPAIV 3234 Ft-Lbs 2283 Lbs 0.051 in2 OK 2L-lxlxl/8 As=0A6 NONE 1.64 k 0.82 / 36.0 = QTY MARK DEPTH MAX BASE J1-D17 6.75'(2nd F). 17 in 6.8 Ft BOTTOM CHORD DOUBLE ANGLES TOP CHORD DOUBLE ANGLESI I END DIAGONAL V1 2L-1x1x1/8 NONE (2) 1/2 1/2" *) Use the same up to the centerine,c/L *) Symmetrical configuration shall apply, after the centerline Abreviation: N/G= Not Good J1 D17 = JOIST NOJ JOIST DEPTH ie: AD1 SP J1 DI = GIRDER JOIST ie: SPJ1 1917 Lbs 1053 Lbs _ 19.04 in F(wind case)= 0.52 k / 0.58 = 0.90 k 0.02 in2 (2) 112 T V2 V3 V4 V5 V6 I REMAING 7 (SP INDICATES SPECIAL JOIST) LOT 20 DIAMOND SANDS JOIST CALL 1 Of 10 /�Y■ AERIAL PRECAST CONCRETE, LLC APIC 3200 BURRIS ROAD RESIDENCE 11/1/04 UPDATE ,aEaunsrcoNCF1EfE ISTRU DAME, FLORIDA 33314 - & ��RA1'�� T 954-321-0200 • F 954-321-0093 DIAMOND SANDS FLORIDA � Design: TDY Date: 10/04118 2N FLOOR Checked: Date: LLShrpD ni1%1AERULL FLOOR SHOP MGSIAF•201S0a120 MMOW(ft1w)%n Cak.Uo'WC*UND FLOGRgM1717.9 INPUT JOIST NO J2-D1717.0' (2nd SPAN Manual input governs—> 17.000 C •SLAB WIDTH JOIST DEPTH Fr - SERVICE DEAD LOAD SERVICE LIVE LOAD WIND LOAD(gross Uplift) TOTAL LOAD=DL+LL TOTAL LOAD=DL-WL( Negative =Net Uplift) Fy (BDTr. ANGLES) Fc' DESIGN OF BOTTOM CHORD MAX. MOMENT TENSION AT BOTTOM CHORD As,egd= Max(Tu/0.9*Fy AND Tu10.75'Fu ) As ( 212s ) TOP CHORD DESIGN OF WEB DIAGONALS REACTION DUE TO UNIFORM LOAD(Gravity) REACTION (DL+Wind) LEFT REACTION due to point load RIGHT REACTION due to point load TOTAL REACTION (Max.) Diagonal Length 65 40 END DIAGONAL Tension bar a = arctan(d/ 24") = 35.31 F=(R-Vo)/sin a= 3.86 k / 0.578 = As=F/ r2x(0.60 fv11= ")*D=ir DESIGNPLANET Programmed by: Fuat Omarli, P.E. P1 P2 P3 Ft Psf 1 1 1 Q1 Q2 Q3 DL+LL 4.83 k x2 T 4.83 k DL+Wind 2.65 k 2.65 k Point Loads Applied at top Dist. From left support P{ 1, < i 4.0 I form, 78 64 Psf P2: -; Plf P3: is Point Loads ADDlied at bott. Dist. From left support 568 31 Plf QI: 50 Ksi Q2: 3 Ks! Q3: 19484 Ft-Lbs 13753 Lbs 0.306 in2 OK 2L-lxixi/8 As=0A6 i M h2 NONE 4828 Lbs 2652 Lbs 4828 Lbs 19.04 in k F(wind case)= / 36.0 = 0.09 in2 QTY MARK DEPTH BASE J2-D1717.0'(2nd F). 17 in 17.0 F) BOTTOM CHORD TOP CHORD END DOUBLE ANGLES DOUBLE ANGLES DIAGONAL 2L-1x1x118 NONE (2) 1/2 ') Use the same up to the centedne,c/L *) Symmetrical configuration shall apply, after the centerline Abreviation: NIG= Not Good J1 D17 = JOIST NO.1-JOIST DEPTH SP J1 D17 = GIRDER JOIST 39' V2 V3 5/8" 1/2" le: J1D17 ie: SPJ1 D1 7 (SP INDICATES SPECIAL JOIST) �r 2.12k /0.58= 3.67k (2) 112 C/L V4 V5 V6 I REMAING V's LOT 20 DIAMOND SANDS JOIST CALC 1 of 10 /� AERIAL PRECAST CONCRETE, LLC / - 3200 BURRIS ROAD RESIDENCE 1111104 UPDATE ^ER'^-PRECASTCON°per DAVIE, FLORIDA 33314 DIAMOND SANDS FLORIDA Design: TDY Date: 10/04118-- & STR1J 'URAL65-5 I T 954-321-0200 - F 954-321-0093 I 2N FLOOR Checked: Dale: Z%ShW O MIVIAERUI FLOOR SHOP DWGSIAF-201EIW20 Di—W(Petm)WPC CeksUoist MUND F1.0ORgJ2-D1719.75(""1Graidy Desim DESIGNPLANET Programmed by:. Fuat Omadi, P.E. . P, P2 P3 INPUT � �,. �, JOIST NO J2-D1719.76 (2nd F . SPAN Manual input governs—> 19.750 19.75 ! ! ''t Q7 Q2 Q3 IV SLAB WIDTH 4.0 Ft DL+LL 5.61 k x2 t 5.61 k JOIST DEPTH 17" DL+Wind 3.08 k 3.08 k Uniform Point Loads Applied at to Dist. From left support SERVICE DEAD LOAD 654 78 �sf PI: t , ix•.. SERVICE LIVE LOAD 40 64 P2: WIND LOAD(gross Uplift) �sf P3: I: TOTAL LOAD=DL+LL 568 Pif Point Loads ADDlied at bolt. Dist. From left support TOTAL LOAD=DL-WL( Negative =Net Uplift) 312 Plf Qj: IKsi (BOTr. ANGLES) 50 Q2: I :! .Fy F,' 3 Ksi Q3: i T: DESIGN OF BOTTOM CHORD MAX. MOMENT 26578 Ft-Lbs TENSION AT BOTTOM CHORD 18761 Lbs ASfegd= Max(Tu/0.9*Fy AND Tu10.75*Fu) 0.417 in2 OK As ( 21-'s) L-WA/8 As=0.46 n2 L TOP CHORD DESIGN OF WEB DIAGONALS REACTION DUE TO UNIFORM LOAD(Gravity) REACTION (DL+Wind) LEFT REACTION due to point load RIGHT REACTION due to point load TOTAL REACTION (Max.) Diagonal Length END DIAGONAL Tension bar a = arctan(d/ 24") = 35.31 F=(R-Vo)/sin a= 4.64 k /0.578 = As=F/ M10.60 full = 8.03' k 4.01 / 36.0 = QTY MARK DEPTH MAX. BASE J2-D17 19.75'(2nd F). 17 in 19.8 Ft1 BOTTOM CHORD TOP CHORD I END DOUBLE ANGLES DOUBLE ANGLES DIAGONAL *) Use the same up to.the centedne,,;/L *) Symmetrical configuration shall apply, after the centerline Abreviation: N/G= Not Good J1 D17 = JOIST N0./ JOIST DEPTH ie: J1 D17 5609 Lbs 3081 Lbs 5609 Lbs 19.04 in F(wind case)= 2.55 k 10.58 = 4.41 k 0.11 in2 (2) 112 V3 V4 V5 V6 TREMAINE SP J1 D17 = GIRDER JOIST ie: SPJ1 D17 (SP INDICATES SPECIAL JOIST) L, SANDS JOIST CALC 1 of 10 /� AERIAL PRECAST CONCRETE, LLC 3200 BURRIS ROAD RESIDENCE 11/1/04 UPDATE AERLALPRECASTCONCRLM DAVIE, FLORIDA 33314 & NMU�� ' T 954-321-0200 • F 954-321-0093 DIAMOND SANDS,FLORIDA Design: TDY Date: 10/04/18 2N FLOOR Checked: Date: ZiMP&.ev ,P%AEWALFLOOR SHOP DWWAF•201SW20 Nwe (Pdm)WC Cek$Uast Cek12ND FLOORQJ3D17210 C20 INPUT JOIST NO J3-1317 24.0' ( SPAN Manual input governs—> 24.000 SLAB WIDTH JOIST DEPTH SERVICE DEAD LOAD SERVICE LIVE LOAD WIND LOAD(gross Uplift) TOTAL LOAD=DL+LL TOTAL LOAD=DL-WL( Negative =Net Uplift) Fy (BOTL ANGLES) Fc' DESIGN OF BOTTOM CHORD MAX. MOMENT TENSION AT BOTTOM CHORD AS, q'd= Max(Tu/0.9'Fy AND Tu/0.75'Fu ) As ( 21-'s ) TOP CHORD DESIGN OF WEB DIAGONALS REACTION DUE TO UNIFORM LOAD(Gravity) REACTION (DL+Wind) LEFT REACTION due to point load RIGHT REACTION due to point load TOTAL REACTION (Max.) Diagonal Length 4.01R 65: 78 40 64 END DIAGONAL , Tension bar (x = arctan(d/ 24") = 35.31 F=(R-Vo)/sin a= 5.85 k / 0.578 = As=F/ f2x(0.60 fv11= 568 312 50 3 DESIGNPLANET Programmed by: Fuat Ornadi, P.E. P1 P2 P3 1 1 1 ♦ Qt Q2 Q3 DL+LL 6.82 k x2 T 6.82 k DL+Wind 3.74 k 3.74 k Point Loads A_ pplied at top Dist. From left support P1: I...: P2: v P3. i. Point Loads Appliedatbolt. Dist. From left support QI: v. Q2: I �. Q3: 39486 Ft-Lbs 27872 Lbs 0.619 in2 OK 2I -11/4 x 11/4 x 3/16 As=0.867 .! in2 10.11 k 5.06 / 36.0 = QTY MARK DEPTH MAX' BASE J3-D17 24.0' (2nd F). 17 in 1 24.0 Ft BOTTOM CHORD TOP CHORD I END DOUBLE ANGLES DOUBLE ANGLESI DIAGONAL 2L-11/401/40/16 A NONE 1 (2) 1/2 ') Use the same up to the centerine,c/L ') Symmetrical configuration shall apply, after the centerline Abreviation: N/G= Not Good J1 D17 = JOIST NO.I JOIST DEPTH SP A D17 = GIRDER JOIST V1 6816 Lbs 3744 Lbs VV IV LUJ 19.04 in V2 F(wind case)= 3.21 k / 0.58 = 5..56 k 0.14 in2 (2) 1/2 ie: JID17 ie: SPJ1D17 (SP INDICATES SPECIAL JOIST) V6 IREMAING V's 'A � AERIAL PRECAST CONCRETE, LLC 3200 BURRIS ROAD AERU%LPRECASMONCREM DAVIE, FLORIDA 33314 s sTRUEURA�STEL T 954-321-0200 • F 954-321-0093 Z%Slxp DmxingsV1ER01LFL00R SHOP DW.VM-201SRa120 D-WA (PI-)M Ca =Wwt CaM2 INPUT JOIST NO SPJ1-D17 6.25' (2n SPAN Manual input governs—> 6.250 16.25 SLAB WIDTH 4.0 JOIST DEPTH i7- 11 ! SERVICE DEAD LOAD SERVICE LIVE LOAD WIND LOAD(gross Uplift) TOTAL LOAD=DL+LL TOTAL LOAD=DL-WL( Negative =Net Uplift) Fy woTr. ANGLES) F.' DESIGN OF BOTTOM CHORD MAX. MOMENT TENSION AT BOTTOM CHORD AS reld = Max(Tu/0.9'Fy AND Tu/0.75'Fu ) AS ( 2L's ) TOP CHORD DESIGN OF WEB DIAGONALS REACTION DUE TO UNIFORM LOAD(Gravity) REACTION (DL+Wind) LEFT REACTION due to point load RIGHT REACTION due to point load TOTAL REACTION (Max.) Diagonal Length 105 126 40 64 760 504 50 3 I UTAIVIVIVU JAIYUO JOIST CALC 1 of 10 RESIDENCE 11/1104 UPDATE ID SANDS, FLORIDA Design: TDY Date: 10/04118 2N FLOOR Checked: Date: DESIGNPLANET Programmed by: Fuat Omarli, P.E. P1 P2 P3 1 1 1 Q1 Q2 Q3 t DL+LL 2.38 k x2 2.38 k DL+Wind 1.58 k 1.58 k Point Loads _Applied at top Dist. From left support P{ C;�> P2:.. P3: I: Point Loads Applied at bolt. Dist. From left support Q1: �.►._ Q2: 1- Q3: 3679 Ft-Lbs 2597 Lbs 0.058 in2 OK 2375 Lbs 1575 Lbs 2375 Lbs 19.04 in As=OA6 END DIAGONAL Tension bar oc = arctan(dl 24") = 35.31 F=(R-Vo)/sin a= 1.08 k / 0.578 = 1.86 k F(wind case)= 0.71 k / 0.58 = 1.24 k As=F/ [2x(0.60 fy)] = 0.93 1136.0 = 0.03 in2 (2) 112 QTY MARK DEPTH MAX' - BASE SPJ1-D17 6.25' (2nd F). 17 in 6.3 Ft BOTTOM CHORD TOP CHORD END V1 V2 V3 V4 V5 V6 REMAING DOUBLE ANGLES DOUBLE ANGLES DIAGONAL V's 2L-1x1x118 NONE 1 (2) 1/2 1/2" ') Use the same up to the centedne;'/L *) Symmetrical configuration shall apply, after the centerline Abreviation: N/G= Not Good J1 D17 = JOIST NOJ JOIST DEPTH ie: A D17 SP J1 D17 = GIRDER JOIST ie: SPJ1 D11(SP INDICATES SPECIAL JOIST) I AERIAL PRECAST CONCRETE, LLC /-PC 3200 BURRIS ROAD T 20 7 DIAMOND SANDS RESIDENCE JOIST CALL 1 Of 11n104 10 UPDATE S� RAL�a DAME, FLORIDA 33314 T 954-321.0200 • F 954-321-0093 DIAMOND SANDS, FLORIDA - - Design: TDY Date: 10/04/18 II 3RD FLOOR Checked: Date: Z'Mhcp Orw:nP%AER1AL FLOOR SHOP OWGSAF•201SUA20 Diamoad(PetM)u1PC C.S.UoistMl=FMMJ1-017 US'(Id F)xhX-i4 Dmsl '' DESIGNPLANET Programmed by: Fuat Omarli, P.E. P1 P2 P3 'INPUT 1 JOIST NO J1-1317 6.75' (3rd F). SPAN Manual input governs—> 6.750 16.75 ;!!; k ♦ Qi Q3 SLAB WIDTH 4.0IFt DL+LL 1.92 k x2 t 1.92 k JOIST DEPTH i7• f DL+Wind 1.05 k 1.05 k Uniform Point Loads A_ pplied at top Dist. From left support SERVICE DEAD LOAD 65 78 �sf P1: SERVICE LIVE LOAD 40 64 Plsf P2: WIND LOAD(gross Uplift) P3: TOTAL LOAD=DL+LL 568 if Point Loads ADDI1ed at bolt. Dist. From left support TOTAL LOAD=DL-WL( Negative =Net Uplift) 312 Ilf Q1: Fy (80Tr. ANGLES) 50 Ksi Q2*. FD 3 Ksi Q3: DESIGN OF BOTTOM CHORD 3=`D:SFAN MAX. MOMENT 3234 Ft-Lbs TENSION AT BOTTOM CHORD 2283 Lbs A,,Id= Max(Tu10.9*Fy AND Tu/0.75'Fu) 0.051 in2 OK As (2L'S) JJ 2L-1xlx1/8 A5=0.46 I , j TOP CHORD NONE i DESIGN OF WEB DIAGONALS REACTION DUE TO UNIFORM LOAD(Gravity) 1917 Lbs REACTION (DL+Wind) 1053 Lbs LEFT REACTION due to point load RIGHT REACTION due to point load TOTAL REACTION (Max.) 1917 Lbs Diagonal Length 19.04 in END DIAGONAL - Tension bar (x = arctan(d/ 24") = 35.31 F"(k-Vo)/sin a= 0.95 k 10.578 = 1.64 k F(wind case)= 0.52 k 10.58 = 0.90 k As=F/ [2x(0.60 fy)] = 0.82 / 36.0 = 0.02 in2 (2) 112 QTY MARK DEPTH MAX. BASE °IL J1-D17 6.75' (3rd F). 17 in 6.8 Ft BOTTOM CHORD TOP CHORD END V1 V2 V3 V4 V5 V6 REMAING DOUBLE ANGLES DOUBLE ANGLES1 DIAGONAL V'S 2L-1xlx1/8 NONE 1 (2) 1/2 -1/2" *) Use the same up to the centerine, ;/L *) Symmetrical configuration shall apply, after the centerline Abreviation: N/G= Not Good J1 D17 = JOIST NO./ JOIST DEPTH ie: J1 D17 SP J1 D17 = GIRDER JOIST ie: SPJ1 D17 (SP INDICATES SPECIAL JOIST) i /� AERIAL PRECAST CONCRETE, LLC /— 3200 BURRIS ROAD LOT 20 DIAMOND SANDS RESIDENCE JOIST CALC 1 of 10 11/1/04 UPDATE AERIALPRW1 'TCONCR= DAVIE, FLORIDA 33314 T 954-321-0200 - F 954-321-OD93 & s7R1, m,RAI a DI�QMOND SANDS FLORIDA Design: TDY Date: 10104118 3RD FLOOR Checked: Date: L1SInPDUWJWIMMFL.00RSHOPDWMW-2016Rd20Diamad(Petm)wccak$UOWCekUR n=RgJ2-DI717.0'C"n.bl&.A/ DESIGNPLANET Programmed by: Fuat Omarli, P.E. _ P1 P2 P3 INPUT JOIST NO J2-D1717.0' (3rd F. SPAN Manual input governs—> 17.000 117 k * Q, Q2 Q3 SLAB WIDTH 4.0 �'t DL+LL 4.83 k x2 t 4.83 k JOIST DEPTH 17" i;! DL+Wind'2.65 k 2.65 k Uniform Point Loads Applied at top Dist. From left support SERVICE DEAD LOAD 65 78 Psf P1: •r, SERVICE LIVE LOAD 40 64 Psf P2: WIND LOAD(gross Uplift) P3: TOTAL LOAD=DL+LL 568 Plif Paint Loads Applied at bolt. Dist. From left support TOTAL LOAD=DL-WL(Negative =Net Uplift) 312 Plf Q1: j Fy(somANGLES) 50 Ksi Q2: P I FD 3 Ksi Q3: DESIGN OF BOTTOM CHORD f@ MIDSPAN MAX. MOMENT 19484 Ft-Lbs TENSION AT BOTTOM CHORD 13753 Lbs AS,qd= Max(Tu/0.9*Fy AND Tu/0.75*Fu) 0.306 in2 OK As (2L'S) 2 lxixl/8 As=0A6 ! n2 TOP CHORD NONE DESIGN OF WEB DIAGONALS REACTION DUE TO UNIFORM LOAD(Gravity) 4828 Lbs REACTION (DL+Wind) 2652 Lbs LEFT REACTION due to point load RIGHT REACTION due to point load TOTAL REACTION (Max.) 4828 Lbs Diagonal Length 19.04 in END DIAGONAL ' Tension bar a = arctan(d/ 24") = 35.31 F=(R-Vo)/sin a= 3.86 k / 0.578 = 6.67 k F(wind case)= 2.12 k / 0.58 = 3.67 k As=F/ [2x(0.60 fy)] = 3.34 / 36.0 = 0.09 in2 (2) 1/2 C/L QTY MARK DEPTH MAX. BASE J2-D17 17.0'(3rd F). 17 in 17.0 Ft BOTTOM CHORD TOP CHORD I END V1 V2 V3 V4 V5 V6 REMAING DOUBLE ANGLES DOUBLE ANGLES1 DIAGONAL V's 2L-1x1x1/8 NONE 1 (2) 1/2 3/4" 5/8" 1/2" *) Use the same up to the centerine,c/L *) Symmetrical configuration shall apply, after the centerline Abreviation: N/G= Not Good J1 D17 = JOIST NOJ JOIST DEPTH ie: J1D17 SP J1 D17 = GIRDER JOIST le: SPJ1 D17 (SP INDICATES SPECIAL JOIST) El AERIAL PRECAST CONCRETE, LLC /� U I AU UTAIYIUIYU OANUO JOIST CALL 1 of 10 /� 3200 BURRIS ROAD RESIDENCE 11/11/04 UPDATE AMALMWASTCONCREM DAVIE, FLORIDA 33314 $ STRU '"' a T 954-321-0200 - F 954-321-0093 DIAMOND SANDS FLORIDA Design: TDY Dale: 10104/18 I 3RD FLOOR Checked: Date: LlSh.p ft f.9 AERUALFLOORSHOP MSAF401VLLd 20 D'w wd(ft[M)MC Cakeuoi tC kUflDR.00H1(n-0f7 te.rr(IN n..bjQ v Dip DESIGNPLANET Programmed by: Fuat Omarli, P.E. P7 P2 P3 INPUT i 1 JOIST NO J2-D1718.75' (3rd F SPAN Manual input governs—> 18.750 118.75 7 ♦ Qt Q2 1 Q3 SLAB WIDTH 4.0)=t DL+LL 5.33 k k x2 t 5.33 k JOIST DEPTH 17^ j , ._ . DL+Wind 2.93 k 2.93 k Uniform Point Loads Applied at top Dist. From left support SERVICE DEAD LOAD 65 87 Psf P1: C.rX SERVICE LIVE LOAD 40 64 Psf P2: i !a WIND LOAD(gross Uplift) P3. TOTAL LOAD=DL+LL 568 Plf Point Loads Armlled at bolt. Dist. From left support TOTAL LOAD=DL-WL(Negative =Net Uplift) 312 Plf QI: !: FY (sorr. MGLES) 50 Ksi Q2: {!! Fo 3 Ksi Q3: I;!; DESIGN OF BOTTOM CHORD E@ MI SPAN MAX. MOMENT TENSION AT BOTTOM CHORD Asreq'd= Max(Tu/0.9*FyAND Tu/0.75*Fu ) As ( 212s ) TOP CHORD DESIGN OF WEB DIAGONALS REACTION DUE TO UNIFORM LOAD(Gravity) REACTION (DL+Wind) LEFT REACTION due to point load RIGHT REACTION due to point load TOTAL REACTION (Max.) Diagonal Length END DIAGONAL Tension bar a = arctan(dl 24") = 35.31 F=(R-Vo)/sin a= 4.35 k / 0.578 = As=F/ f2x10.60 fv11= 23998 Ft-Lbs 16940 Lbs 0.376 in2 OK 5325 Lbs 2925 Lbs 5325 Lbs 19.04 in 7.53 k 3.77 / 06.0 = QTY MARK DEPTH Mom' BASE J2-D1718.75' (3rd F). 17 in 18.8 Ft BOTTOM CHORD TOP CHORD I END DOUBLE ANGLES DOUBLE ANGLES DIAGONAL 2L-1x1x1/8 NONE (2) 1/2 *) Use the same up to the centerine,c/L *) Symmetrical configuration shall apply, after the centerline Abreviation: N/G= Not Good J1 D17 = JOIST NOJ JOIST DEPTH SP J1 D17 = GIRDER JOIST V1 As=0.46 F(wind case)= 2.39 k / 0.58 = 4.14 k 0.10 in2 (2) 112 V3 V4 V5 V6 REMAING V's 112" ie: J1D17 ie: SPA DI I (PP INDICATES SPECIAL JOIST) � / AERIAL PRECAST CONCRETE, LLC 3200 BURRIS ROAD neF1u1 PREC0.STcoacat� $ STRU D-VIE,FLORIDA 33314 T 954-321-0200-0200 • F 954-321-0093 LU I AU UTAIVIUNU SANDS RESIDENCE DI MOND SANDS, FLORIDA JOIST CALC 1 of ' 11/1104 10 UPDATE Design: TDY Date: 10/04/18 I 3RD FLOOR Checked: Date: 2:MV ftW q,%ERIAL FLOOR SHOP M WM-201lILd 20 DWOW(Pet-)IAPC CdaVdstCaM= FLOORIM1722 WOd n-*1 .4 Dip DESIGNPLANET Programmed by: Fuat Omarli, P.E. PI P2 P3 INPUT IF JOIST NO J3•D17 23.50' (3rd F)• SPAN Manual input governs-> 23.500 23.55 * QI Q2 Q3 SLAB WIDTH 4.0 Vt DL+LL 6.67 k x2 t 6.67 k JOIST DEPTH 17• I DL+Wind 3.67 k 3.67 k Uniform Point Loads Applied at top Dist. From left support SERVICE DEAD LOAD 65 78 Psf PI: l.�. SERVICE LIVE LOAD 40 64 Psf P2: WIND LOAD(gross Uplift) P3: �- TOTAL LOAD=DL+LL 568 P'f Point Loads ADDlied at bolt. Dist. From left support TOTAL LOAD=DL-WL( Negative =Net Uplift) 312 Pf f Qj: ;.. Fy (BOTT. ANGLES) 50 KsI i Q2: F.'3 Ksi Q3: DESIGN OF BOTTOM CHORD @ M DI SPAN MAX. MOMENT 37794 Ft-Lbs TENSION AT BOTTOM CHORD 26678 Lbs As,ejd= Max(Tu10.9*Fy AND Tu10.75*Fu) 0.593 1n2 OK AS (2L'S) 2L� 11/4 x 11/4 x 3/16 As=0.867 �, h2 TOP CHORD NONE DESIGN OF WEB DIAGONALS REACTION DUE TO UNIFORM LOAD(Gravity) 6674 Lbs REACTION (DL+Wind) 3666 Lbs LEFT REACTION due to point load RIGHT REACTION due to point load TOTAL REACTION (Max.) 6674 Lbs Diagonal Length I 19.04 in END DIAGONAL Tension bar a = arctan(d/ 24") = 35.31 F=(R-Vo)/sin a= 5.70 k / 0.578 = 9.87 k As=F/ M10.60 fv11= 4.93 / QTY MARK DEPTH MAX. BASE J3-D17 23.50' F3rd F). 17 in 1 23.5 Ft BOTTOM CHORD TOP CHORD END DOUBLE ANGLES DOUBLE ANGLES DIAGONAL ~- 2L-11/4x11/4x3/16 A NONE (2) 1/2 *) Use the same up to the centerine,c/L *) Symmetrical configuration shall apply, after the centerline Abreviation: N/G= Not Good J1 D17 = JOIST NOJ JOIST DEPTH SP J1 D17 = GIRDER JOIST V1 F(wind case)= 3.13 k 10.58 = 5.42 k 0.14 in2 (2) 112 T- V3— V4 V5 V6 I REMAING V's " 5/8" 112" le: J1D17 i le: SPA D17 (SP INDICATES SPECIAL JOIST) AERIAL PRECAST CONCRETE, LLC LUI LU UTAMUNU SANDS JOIST CALC 1 of 10 A� 3200 BURRIS ROAD I RESIDENCE 11/1104 UPDATE AERMLPREr-4 TCONCRL-M DAVIE, FLORIDA 33314 $ STRUCTUR"t-'� T 954-321.0200 - F 954-321-0093 DIAMOND SANDS, FLORIDA Design: TDY Date: 10/04/18 1 3RD FLOOR Checked: Date: ZIStAPDOWMI4ERIALFLOORSROPDWGSAF-2DlKd2OD'=wd(Petm) PCC*dJobtCakL1RDFlA0RgSPJSD17D.2S(kdF)3bI I Dmir DESIGNPLANET Programmed by: Fuat Omarli, P.E. P1 P2 P3 INPUT i 1 JOIST NO SPJ3-D17 23.25' 3rd F . SPAN Manual input governs—> 23.250 23.25 LI> Qt Q2 Q3 SLAB WIDTH 4.0 Ft DL+LL 8.84 k x2 1 8.84 k JOIST DEPTH 17- DL+Wind 5.86 k 5.86 k Uniform I Point Loads Applied at top Dist. From left support SERVICE DEAD LOAD 105 126 Psf PI: SERVICE LIVE LOAD 40 64 Psf P2: WIND LOAD(gross Uplift) P3:,,� TOTAL LOAD=DL+LL 760 Plf Point Loads ADvIied at bolt. Dist. From left support TOTAL LOAD=DL-WL( Negative =Net Uplift) 504 Plf Q1: Fy (BOTr. ANGLES) 50 Ksi Q2: Fo 3 Ksi Q3: DESIGN OF BOTTOM CHORD@)MIQSPAN MAX. MOMENT TENSION AT BOTTOM CHORD AS Fegd = Max(Tu/0.9*Fy AND Tu10.75*Fu ) As ( 2L's ) TOP CHORD DESIGN OF WEB DIAGONALS REACTION DUE TO UNIFORM LOAD(Gravity) REACTION (DL+Wind) LEFT REACTION due to point load RIGHT REACTION due to point load TOTAL REACTION (Max.) Diagonal Length END DIAGONAL Tension bar a = arctan(d/ 24") = 35.31 F=(R-Vo)/sin a= 7.54 k / 0.578 = 13.04 k As=F/ 12x(0.60 fv)1= 6.52 I CITY MARK DEPTH;23.3jFRt] - SPJ3-D17 23.25' (3rd F). 17 in BOTTOM CHORD TOP CHORD I END DOUBLE ANGLES DOUBLE ANGLES1 DIAGONAL 2L-1 1/4 x 1 1/4 x 1/4 A NONE 1 (2) 1/2 *) Use the same up to the centerine,clL ') Symmetrical configuration shall apply, after the centerline Abreviation: N/G= Not Good J1 DI = JOIST NOJ JOIST DEPTH SP J1 DI = GIRDER JOIST V1 49437 Ft-Lbs 34897 Lbs 0.775 in2 OK 11/4 x 11/4 x 1/4 As=1.126 T 8835 Lbs 5859 Lbs 8835 Lbs 19.04 in F(wind case)= 5.00 k / 0.58 = 8.65 k = 0.18 in2 (2) 112 T V2 V3 V4 V5 V6 REMAING V's 3/4" 5/8" 1/2" ie: J1 D17 ie: SPJ1 D1 i (SP INDICATES SPECIAL JOIST) Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 1 -10 Load Combination Set: ASCE 7-10 Material Properties Fy : Steel Yield 50.0 ksi Analysis MethoiAllowable Strength Design I Beam Bracing Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(0.12) L(0.07) D(0.78) L(0.48) .37) d B` u�.s•ya_ s 'J`�vxR.�r�.� # :b`a��+�.0 �A. m'�,�.7"� it -_,,{Y ri �.�� Y s+r• w-c'� �fi�ct�,"b.�m .i �r � �,F '�� €�'�� ,e�"g >r �� R� tom,., �i.�,, �.S' ��C.'`-2,k'c,�`I r-c �--�.�' is W 14x53 Span = 21.250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load: D = 0.60, L = 0.370 k/ft, Tributary Wi th = 1.0 ft Uniform Load: D = 0.780, L = 0.480 k/ft, Extent = 0.0 L> 14.0 ft, Tributary Width =1.0 ft Uniform Load: D = 0.120, L = 0.070 k/ft, Extent = 14.0 ->> 21.250 ft, Tributary Width = 1.0 ft DESIGN SUMMARY • • Maximum Bending Stress Ratio = 0.516: 1 Maximum Shear Stress Ratio = 0.217 : 1 Section used for this span W14x53 Section used for this span W14x53 Ma : Applied 112.205 k-ft Va : Applied 22.370 k Mn / Omega: Allowable 217.315 k-ft Vn/Omega : Allowable 102.860 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 10.018ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.219 in Ratio = 1,165>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.574 in Ratio = 444 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations .............. ............._...... ............ .... __._....__.__.._.____.._..____...___.._....___.._.._....._._...._......._._......_......__.._.. Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega TUrrl Dsgn. L = 21.25 ft 1 0.320 0.135 69.46 69.46 362.92 217.32 1.00 1.00 13.85 154.29 102.86 +D+L+H Dsgn. L = 21.25 ft 1 0.516 0.217 112.21 112.21 362.92 217.32 1.00 1.00 22.37 154.29 102.86 +D+Lr+H Dsgn. L = 21.25 It 1 0.320 0.135 69.46 69.46 362.92 217.32 1.00 1.00 13.85 154.29 102.86 +D+S+H Dsgn. L = 21.25 ft 1 0.320 0.135 69.46 69.46 362.92 217.32 1.00 1.00 13.85 154.29 102.86 +D+0.750Lr+0.750L+H Dsgn. L = 21.25 ft 1 0.467 0.197 101.52 101.52 362.92 217.32 1.00 1.00 20.24 154.29 102.86 +D+0.750L+0.750S+H Dsgn. L = 21.25 ft 1 0.467 0.197 101.52 101.52 362.92 217.32 1.00 1.00 20.24 154.29 102.86 +D+0.60W+H " Dsgn. L = 21.25 ft 1 0.320 0.135 69.46 69.46 362.92 217.32 1.00 1.00 13.85 154.29 102.86 +D+0.70E+H Dsgn. L = 21.25 ft 1 0.320 0.135 69.46 69.46 362.92 217.32 1.00 1.00 13.85 154.29 102.86 +D+0.750Lr+0.750L+0.450W+H Dsgn. L = 21.25 ft 1 0.467 0.197 101.52 101.52 362.92 217.32 1.00 1.00 20.24 154.29 102.86 LSteel Beam Description : B-1 Load Combination Max Stress Ratios I Summary of Moment Values .Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx1( +D+0.750L+0.750S+0.450W+H Dsgn. L = 21.25 It 1 0.467 0.197 fd1.52 101.52 362.92 217.32 1.00 1.00 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 21.25 ft 1 0.467 0.197 101.52 101.52 362.92 217.32 1.00 1.00 +0.60D+0.60W+0.60H Dsgn. L = 21.25 ft 1 0.192 0.081 41.68 41.68 362.92 217.32 1.00 1.00 +0.60D+0.70E+0.60H Dsgn. L = 21.25 ft 1 0.192 0.081 41.68 41.68 362.92 217.32 1.00 1.00 Overall Maximum Deflections Load Combination Span Max. '-' Defl Location in Span Load Combination +D+L+H 1 Vertical Reactions Load Combination Support 1 0.574: Support 2 Overall MAXimum 22.370 17.260 Overall MINimum 8.308 6.416 +D+H 13.846 10.694 +D+L+H 22.370 17.260 +D+Lr+H 13.846 10.694 +D+S+H 13.846 10.694 +D+0.750Lr+0.750L+H 2O.239 15.618 +D+0.750L+0.750S+H 2O.239 15.618 +D+0.60W+H 13.846 10.694 +D+0.70E+H 13.846 10.694 +D+0.750Lr+0.750L+0.450W+H 2O.239 15.618 +D+0.750L+0.750S+0.450W+H 2O.239 15.618 +D+0.750L+0.7503+0.5250E+H 2O.239 15.618 +0.60D+0.60W+0.60H 8.308 6.416 +0.60D+0.70E+0.60H 8.308 6.416 D Only 13.846 10.694 Lr Only L Only 8.524 6.566 S Only W Only - E Only H Only s Summary of Shear Values Va Max VnxVnx1Omega 20.24 154.29 102.86 20.24 154.29 102.86 8.31 154.29 102.86 8.31 154.29 102.86 Max. "+" Defl Location in Span notation : Far left is #' Values in KIPS Steel Beam Description: B-2 CODE REFERENCES Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Fy : Steel Yield 50.0 ksi Analysis MethodUlowable Strength Design I Beam Bracing Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(0.48) L(0.43) D(0.2) L(o.12) i s�.,..r1si'" 'r��tr.^^ar..rrF.�C: -1 ti-�i-� ;'�x F P. :t W 14x30 Spain = 16.750 ft _.._.._.--....------ -- --- -------_ ._....__.....-._- Applied Loads I ..... - ... _..... -------._........_..-- .-...._ .._. ..-__.__..-._-_...-..... Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load: D = 0.20, L = 0.120 k/ft, Tributary Width = 1.0 ft Uniform Load : D = 0.480, L = 0.430 k/ft, Extent = 0.0 ->> 4.250 ft, Tributary Width = 1.0 ft DESIGN SUMMARY _ Maximum Bending Stress Ratio 0.133: 1 1 Maximum Shear Stress Ratio = 0.081 :1 Section used for this span W14x30 Section used for this span W14x30 Ma : Applied 15.708 k-ft Va : Applied 6.057 k Mn / Omega: Allowable 118.014 k-ft Vn/Omega : Allowable 74.520 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 6.844ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.039 in Ratio = 5,177>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.096 in Ratio = 2093 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations I Summary of Moment Values Summary of Shear Values Load Combination Max Stress Ratios Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega TLi/ n Dsgn. L = 16.75 ft 1 0.079 0.046 9.35 19.35 197.08 118.01 1.00 1.00 3.46 111.78 74.52 +D+L+H Dsgn. L = 16.75 ft 1 0.133 0.081 15.71 15.71 197.08 118.01 1.00 1.00 6.06 111.78 74.52 +D+Lr+H Dsgn. L = 16.75 ft 1 0.079 0.046 9.35 9.35 197.08 118.01 1.00 1.00 3.46 111.78 74.52 - +D+S+H Dsgn. L = 16.75 ft 1 0.079 0.046 9.35 9.35 197.08 118.01 1.00 1.00 3.46 111.78 74.52 +D+0.750Lr+0.750L+H Dsgn. L = 16.75 ft 1 0.120 0.073 14.12 14.12 197.08 118.01 1.00 1.00 5.41 111.78 74.52 +D+0.750L+0.750S+H Dsgn. L = 16.75 ft 1 0.120 0.073 14.12 14.12 197.08 118.01 1.00 1.00 5.41 111.78 74.52 +D+0.60W+H Dsgn. L = 16.75 ft 1 0.079 0.046 9.35 9.35 197.08 118.01 1.00 1.00 3.46 111.78 74.52 +D+0.70E+H Dsgn. L = 16.75 ft 1 0.079 0.046 9.35 9.35 197.08 118.01 1.00 1.00 3.46 111.78 74.52 +D+0.750Lr+0.750L+0.450W+H Dsgn. L = 16.75 it 1 0.120 0.073 14.12 14.12 197.08 118.01 1.00 1.00 5.41 111.78 74.52 +D+0.750L+0.750S+0.450W+H Dsgn. L = 16.75 ft 1 0.120 0.073 14.12 14.12 197.08 118.01 1.00 1.00 5.41 111.78 74.52 +D+0.750L+0.750S+0.5250E+H Steel Beam r #:.KW-06011297 Description: B-2 . Load Combination Max Stress Ratios Segment Length Span # M V Mmax + Dsgn. L = 16.75 ft 1 0.120 0.073 14.12 +0.60D+0.60W+0.60H Dsgn. L = 16.75 ft 1 0.048 0.028 5.61 +0.60D+0.70E+0.60H Dsgn. L = 16.75 ft 1 0.048 0.028 5.61 Overall Maximum Deflections immary of Moment Values Summary of Shear Values Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx1Omega 5.61 197.08 118.01 1.001.00 2.07 111.78 74.52 5.61 197.08 118.01 1.001.00 2.07 111.78 74.52 Load Combination Span Max. "--" Defl Location in Span Load Combination +D+L+H 1 0.0960 8.088 Vertical Reactions Support notation : Far left is # Load Combination Support 1 Support 2 • Overall MAXimum 6.057 3.171 Overall MINimum 2.074 1.160 +D+H 3.456 1.934 +D+L+H 6.057 3.171 +D+Lr+H 3.456 1.934 +D+S+H 3.456 1.934 +D+0.750Lr+0.750L+H 5.407 2.861 +D+0.750L+0.750S+H 5.407 2.861 +D+0.60W+H 3.456 1.934 +D+0.70E+H 3.456 1.934 +D+0.750Lr+0.750L+0.450W+H 5.407 2.861 +D+0.750L+0.750S+0.450W+H 5.407 2.861 +D+0.750L+0.750S+0.5250E+H 5.407 2.861 +0.60D+0.60W+0.60H 2.074 1.160 +0.60D+0.70E+0.60H 2.074 1.160 D Only 3.456 1.934 Lr Only L Only 2.601 1.237 S Only W Only E Only H Only Max. "+" Defl Location in Span 0.0000 0.000 Values in KIPS Steel Beam Description : B-3 CODE REFERENCES Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE -10 Load Combination Set: ASCE 7-10 Material Properties Analysis MethoAllowable Strength Design I Fy : Steel Yield 50.0 ksi Beam Bracing Beam is Fully Braced against lateral-torsio al buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending I D(1.934) L(1.237) D 0.13 L 0.08 - s wv'C Gh:ty„ ?. F�t <?t •'�- '.�`. }.".'0`rfb tt'tl�,--y`-tt�+r��".,.Ly)'•�i�kfil• y } i eC 3"r`F`..F*.-.u•e�..+`t'ri��. ...'1':t '� i-f• n W 14x22 Span = 18.0 ft _._..__.-..__._..._...___.._........._._._...----......__._...__..._.__......._...._.........._........ ...... _...______._ Applied Loads I _ _ I Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load: D = 0.130, L = 0.080 k/ft, Tributary Width = 1.0 ft Point Load: D = 1.934, L = 1.237 k @ 12.750 ft DESIGN SUMMARY . - Maximum Bending Stress Ratio = 0.227: 1 Maximum Shear Stress Ratio = 0.066 :1 Section used for this span W14x22 Section used for this span W14x22 Ma : Applied 18.814 k-ft Va : Applied 4.'136 k Mn / Omega: Allowable 82.834 k-ft Vn/Omega : Allowable 63.020 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 12.703ft Location of maximum on span 18.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.068 in Ratio = 3,168 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection - 0.177 in Ratio = 1222 >=180 4_ ^Max Upward Total Deflection 0.000 in Ratio = 0 <180 maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios , Summary of Moment Values Segment Length Span # . M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Summary of Shear Values Va Max VnxVnx/Omega +D+H Dsgn. L = 18.00 ft 1 0.139 0.040 11.54 I 11.54 138.33 82.83 1.00 1.00 2.54 94.53 63.02 +D+L+H Dsgn. L = 18.00 ft 1 0.227 0.066 18.81 18.81 138.33 82.83 1.00 1.00 4.14 94.53 63.02 +D+Lr+H Dsgn. L = 18.00 ft 1 0.139 0.040 11.54 11.54 138.33 82.83 1.00 1.00 2.54 94.53 63.02 +D+S+H Dsgn. L = 18.00 ft 1 0.139 0.040 11.54 11.54 138.33 82.83 1.00 1.00 2.54 94.53 63.02 +D+0.750Lr+0.750L+H Dsgn. L = 18.00 ft 1 0.205 0.059 17.00 17.00 138.33 82.83 1.00 1.00 3.74 94.53 63.02 +D+0.750L+0.750S+H Dsgn. L = 18.00 ft 1 0.205 0.059 17.00 1 17.00 138.33 82.83 1.00 1.00 3.74 94.53 63.02 +D+0.60W+H Dsgn. L = 18.00 ft 1 0.139 0.040 11.54 1 11.54 138.33 82.83 1.001.00 2.54 94.53 63.02 +D+0.70E+H Dsgn. L = 18.00 ft 1 0.139 0.040 11.54 11.54 138.33 82.83 1.00 1.00 2.54 94.53 63.02 +D+0.750Lr+0.750L+0.450W+H i Dsgn. L = 18.00 ft 1 0.205 0.059 17.00 17.00 138.33 82.83 1.00 1.00 3.74 94.53 63.02 +D+0.750L+0.750S+0.450W+H Dsgn. L = 18.00 ft 1 0.205 0.059 17.00 17.00 138.33 82.83 1.00 1.00 3.74 94.53 63.02 +D+0.750L+0.750S+0.5250E+H Steel Beam I.I . �.� Description: B-3 Load Combination Max Stress Ratios I Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega Dsgn. L = 18.00 ft 1 0.205 0.059 17.00 17.00 138.33 82.83 1.00 1.00 3.74 94.53 63.0 +0.60D+0.60W+0.60H Dsgn. L = 18.00 ft 1 0.084 0.024 6.92 6.92 138.33 82.83 1.00 1.00 1.52 94.53 63.0 +0.60D+0.70E+0.60H Dsgn. L = 18.00 ft 1 0.084 0.024 6.92 6.92 138.33 82.83 1.00 1.00 1.52 94.53 63.0 Overall Maximum Deflections Load Combination Span Max.'!-" Defl Location iri Span Load Combination Max. "+" Defl Location in Span +D+L+H 1 0.1768 91514 0.0000 0.000 Vertical Reactions Support notation : Far left is #* Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.815 4.136 Overall MINimum 1.040 1.524 +D+H 1.734 2.540 +D+L+H 2.815 4.136 ` +D+Lr+H 1.734 2.540 +D+S+H 1.734 2.540 +D+0.750Lr+0.750L+H 2.545 3.737 +D+0.750L+0.750S+H 2.545 3.737 +D+0.60W+H 1.734 2.540 +D+0.70E+H 1.734 2.540 +D+0.750Lr+0.750L+0.450W+H 2.545 3.737 +D+0.750L+0.750S+0.450W+H 2.545 3.737 +D+0.750L+0.750S+0.5250E+H 2.545 3.737 +0.60D+0.60W+0.60H 1.040 1.524 +0.60D+0.70E+0.60H 1.040 1.524 D Only 1.734 2.540 Lr Only L Only 1.081 1.696 S Only W Only E Only H Only Steel Beam �.� is �.� Description : B-4 CODE REFERENCES Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis MethoAllowable Strength Design I Fy : Steel Yield 50.0 ksi Beam Bracing Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(t1.21) L(O 74) o i 3"1ry. tC••",.� .y4i'�}�. Y Lam• i.T' h ^^� yYi. }'�T 1 '>�,'L 17} �, i�. '.'fir Pr y i , ,n,'�---; /'.:._.:; ,F. -..VS' .E }L ,a?i.f,. U W 14x53 Span = 22.0 ft Applied Loads I Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 1.210, L = 0.740 k/ft, Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.543: 1 Maximum Shear Stress Ratio = 0.209 :1 Section used for this span W14x53 Section used for this span W14x53 Ma : Applied 117.975 k-ft Va : Applied 21.450 k Mn / Omega: Allowable 217.315 k-ft Vn/Omega : Allowable 102.860 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 11.000ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.250 in Ratio = 1,057>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.658 in Ratio = 401 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios I Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega Dsgn. L = 22.00 ft 1 0.337 0.129 73.21 73.21 362.92 217.32 1.00 1.00 13.31 154.29 102.86 +D+L+H Dsgn. L = 22.00 ft 1 0.543 0.209 117.98 117.98 362.92 217.32 1.00 1.00 21.45 154.29 102.86 +D+Lr+H Dsgn. L = 22.00 ft 1 0.337 0.129 73.21 73.21 362.92 217.32 1.00 1.00 13.31 154.29 102.86 +D+S+H Dsgn. L = 22.00 ft 1 0.337 0.129 73.21 73.21 362.92 217.32 1.00 1.00 13.31 154.29 102.86 +D+0.750Lr+0.750L+H Dsgn. L = 22.00 ft 1 0.491 0.189 106.78 106.78 362.92 217.32 1.00 1.00 19.42 154.29 • 102.86 +D+0.750L+0.750S+H Dsgn. L = 22.00 ft 1 0.491 0.189 106.78 106.78 362.92 217.32 1.00 1.00 19.42 154.29 102.86 +D+0.60W+H Dsgn. L = 22.00 ft 1 0.337 0.129 73.21 73.21 362.92 217.32 1.00 1.00 13.31 154.29 102.86 +D+0.70E+H I Dsgn. L = 22.00 ft 1 0.337 0.129 73.21 73.21 362.92 217.32 1.00 1.00 13.31 154.29 102.86 +D+0.750Lr+0.750L+0.450W+H Dsgn. L = 22.00 ft 1 0.491 0.189 106.78 106.78 362.92 217.32 1.00 1.00 19.42 154.29 102.86 +D+0.750L+0.750S+0.450W+H Dsgn. L = 22.00 ft 1 0.491 0.189 106.78 106.78 362.92 217.32 1.00 1.00 19.42 154.29 102.86 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 22.00 ft 1 0.491 0.189 106.78 106.78 362.92 217.32 1.00 1.00 19.42 154.29 102.86 +0.60D+0.60W+0.60H Dsgn. L = 22.00 ft 1 0.202 0.078 43.92 43.92 362.92 217.32 1.00 1.00 7.99 154.29 102.86 eel Beam t wim 1.11 I derlej Description: B-4 Load Combination Max Stress Ratios I Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega +0.60D+0.70E+0.60H -F Dsgn. L = 22.00 ft 1 0.202 0.078 43.92 43.92 362.92 217.32 1.00 1.00 7.99 154.29 102.8 Overall Maximum Deflections Load Combination Span Max. 'Q' Defi Location ir+ Span Load Combination Max. 'Y' Defl Location in Span +D+L+H 1 0.6581 11�063 0.0000 0.000 Vertical Reactions Support notation : Far left is #' Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 21.450 21.450 Overall MINimum 7:986 7.986 +D+H 13.310 13.310 +D+L+H 21.450 21.450 +D+Lr+H 13.310 13.310 +D+S+H 13.310 13.310 +D+0.750Lr+0.750L+H 19.415 19.415 +D+0.750L+0.750S+H 19.415 19.415 +D+0.60W+H 13.310 13.310 +D+0.70E+H 13.310 13.310 +D+0.750Lr+0.750L+0.450W+H 19.415 19.415 +D+0.750L+0.750S+0.450W+H 19.415 19.415 +D+0.750L+0.750S+0.5250E+H 19.415 19.415 +0.60D+0.60W+0.60H 7.986 7.986 +0.60D+0.70E+0.60H 7.986 7.986 D Only 13.310 13.310 Lr Only L Only 8.140 8.140 S Only W Only E Only H Only Project Title: Engineer. Project ID: Project Descr: Steel Beam.* Software copyright_ENERCALC, INC.1983-2018, Build:16.18.9.29 . Description: B-5 & B-6 CODE REFERENCES Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE -10 Load Combination Set: IBC 2018 Material Properties Analysis MethoAllowable Strength Design Fy : Steel Yield 50.0 ksi Beam Bracing Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D 0.20 L 0.120 D 0.6170 L 0.380 L 0.470 5.4: W 14x43 W 14x43 Span = 16.750 ft Span = 21.750 ft Applied Loads - ` Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Loads on all spans... Uniform Load on ALL spans: D = 0.7630, L = 0.470 ft Partial Length Uniform Load: D = 0.20, L = 0.120 k/ft, Extent = 0.0 ->> 18.750 ft Partial Length Uniform Load: D = 0.6170, L = 0.380 dft, Extent = 18.750 ->> 38.50 ft Load(s) for Span Number 1 Point Load : D = 2.535, L =1.593 k @ 16.750 ft Load(s) for Span Number 2 Point Load: D=6.0, L = 7.0 k @ 17.0 ft DESIGN SUMMARY NZZHKOJ Maximum Bending Stress Ratio = 0.690: 1 Maximum Shear Stress Ratio = 0.371 : 1 Section used for this span W14x43 Section used for this span W14x43 Ma : Applied 119.895 k-ft Va : Applied 31.045 k Mn / Omega: Allowable 173.653 k-ft Vn/Omega : Allowable 83.570 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 14.529ft Location of maximum on span 16.750 ft Span # where maximum occurs Span # 2 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.289 in Ratio = 903>=360 Max Upward Transient Deflection -0.039 in Ratio = 5,179 >=360 Max Downward Total Deflection 0.684 in Ratio = 382 >=180 Max Upward Total Deflection -0.086 in Ratio = 2335 >=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios I Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega +D+H Dsgn. L = 16.75 ft 1 0.392 0.223 8.32 -68.03 68.03 290.00 173.65 1.00 1.00 18.65 125.36 83.57 Dsgn. L = 21.75 ft 2 0.396 0.223 68.68 -68.03 68.68 290.00 173.65 1.00 1.00 18.65 125.36 83.57 +D+L+H Dsgn. L = 16.75 ft 1 0.657 0.374 12.35-�-14.11 114.11 290.00 , 173.65 1.00 1.00 31.04 125.36 83.57 Dsgn. L = 21.75 ft 2 0.690 0.371 119.90-114.11 119.90 290.00 173.65 1.00 1.00 31.04 125.36 83.57 +D+Lr+H Dsgn. L = 16.75 ft 1 0.392 0.223 8.32 -68.03 68.03 290.00 173.65 1.00 1.00 18.65 125.36 83.57 Dsgn. L = 21.75 ft 2 0.396 0.223 68.68 68.03 68.68 290.00 173.65 1.00 1.00 18.65 125.36 83.57 It Steel Beam I1.1 Description: B-5 & B-6 Load Combination Max Stress Ratios Segment Length Span # M V Mmax + ILJ O'rl Dsgn. L = 16.75 ft 1 0.392 Dsgn. L = 21.75 ft 2 0.396 +D+0.750Lr+0.750L+H Dsgn. L = 16.75 ft 1 0.591 Dsgn. L = 21.75 ft 2 0.617 +D+0.750L+0.750S+H Dsgn. L = 16.75 ft 1 0.591 Dsgn. L = 21.75 ft 2 0.617 +D+0.60W+H Dsgn. L = 16.75 ft 1 0.392 Dsgn. L = 21.75 ft 2 0.396 +D+0.70E+H Dsgn. L = 16.75 ft 1 0.392 Dsgn. L = 21.75 ft 2 0.396 +D+0.750Lr+0.750L+0.450W+H Dsgn. L = 16.75 ft 1 0.591 Dsgn. L = 21.75 ft 2 0.617 +D+0.750L+0.750S+0.450W+H Dsgn. L = 16.75 ft 1 0.591 Dsgn. L = 21.75 ft 2 0.617 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 16.75 ft 1 0.591 Dsgn. L = 21.75 ft 2 0.617 +0.60D+0.60W+0.60H Dsgn. L = 16.75 ft 1 0.235 Dsgn. L = 21.75 ft 2 0.237 +0.60D+0.70E+0.60H Dsgn. L = 16.75 ft 1 0.235 Dsgn. L = 21.75 ft 2 0.237 Overall Maximum Deflections Project Title: Engineer: Project ID: Project Descr: ENERCALC, INC.1983-2018, Build:10.18.9.29 . Summary of Moment Values Summary of Shear Values Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx(Omega 0.223 8.32 -68.03 68.03 290.00 173.651.001.00 18.65 125.36 83.57 0.223 68.68 -68.03 68.68 290.00 173.651.001.00 18.65 125.36 83.57 0.334 11.34 -102.59 102.59 290.00 173.651.001.00 27.95 125.36 83.57 0.334 107.07 -102.59 107.07 290.00 173.651.001.00 27.95 125.36 83.57 0.334 11.34 -102.59 102.59 290.00 173.651.001.00 27.95 125.36 83.57 0.334 107.07 -102.59 107.07 290.00 173.651.001.00 27.95 125.36 83.57 0.223 8.32 -68.03 68.03 290.00 173.651.001.00 18.65 125.36 83.57 0.223 68.68 -68.03 68.68 290.00 173.651.001.00 18.65 125.36 83.57 0.223 8.32 -68.03 68.03 290.00 173.651.001.00 18.65 125.36 83.57 0.223 68.68 -68.03 68.68 290.00 173.651.001.00 18.65 125.36 83.57 0.334 11.34 102.59 102.59 290.00 173.651.001.00 27.95 125.36 83.57 0.334 107.07 j102.69 107.07 290.00 173.651.001.00 27.95 125.36 83.57 0.334 11.34 102.59 102.59 290.00 173.651.001.00 27.95 125.36 83.57 0.334 107.07 1102.59 107.07 290.00 173.651.001.00 27.95 125.36 83.57 0.334 11.34 102.59 102.59 290.00 173.651.001.00 27.95 125.36 83.57 0.334 107.07 1102.59 107.07 290.00 173.651.001.00 27.95 125.36 83.57 0.134 4.99 -40.82 40.82 290.00 173.651.001.00 11.19 125.36 83.57 0.134 41.21 -40.82 41.21 290.00 173.65 1.00 1.00 11.19 -125.36 83.57 0.134 4.99 -40.82 40.82 290.00 173.651.001.00 11.19 125.36 83.57 0.134 41.21 -40.82 41.21 290.00 173.651.001.00 11.19 125.36 83.57 Load Combination Span Max.'-" Defl Location in +D+L+H Vertical Reactions Load Combination I U.000U 2, 0.6839 support 1 vv=1011 WIl1/U1110111 0. 1W-+ Overall MINimum 2.191 +D+H 4.004 +D+L+H 6.194 +D+Lr+H 4.004 +D+S+H 4.004 +D+0.750Lr+0.750L+H 5.646 +D+0.750L+0.750S+H 5.646 +D+0.60W+H 4.004 +D+0.70E+H 4.004 +D+0.750Lr+0.750L+0.450W+H 5.646 +D+0.750L+0.750S+0.450W+H 5.646 +D+0.750L+0.750S+0.5250E+H 5.646 +0.60D+0.60W+0.60H 2.402 +0.60D+0.70E+0.60H 2.402 D Only 4.004 Lr Only L Only 2.191 S Only W Only E Only H Only support 2 support 3 54.991 29.104 19.987 9.919 33.312 16.531 54.991 29.104 33.312 16.531 33.312 16.531 49.572 25.960 49.572 25.960 33.312 16.531 33.312 16.531 49.572 25.960 49.572 25.960 49.572 25.960 19.987 9.919 19.987 9.919 33.312 16.531 21.680 12.573 Load Combination Max. 'Y' Defl Location in Span I JrL-rrl-V.V00-I "I1.3y0 0.0000 12.395 notation : Far left is #* Values in KIPS Steel Beam Description : B-7 CODE REFERENCES Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE -10 Load Combination Set: ASCE 7-10 Material Properties Fy : Steel Yield 50.0 ksi Analysis MethoAllowable Strength Design I Beam Bracing Beam is Fully Braced against lateral-torsio a[ buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(0.48) L(0.43) D(0.2) L(0.12) 't'^i• �z"5"7 •'t'^ `.d' h ru N i�. .: , z� t' -'+a. t r 8u 4 =t" W14x30 Span = 16.750 ft Applied Loads I Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.20, L = 0.120 k/ft, Tributary Width = 1.0 ft Uniform Load : D = 0.480, L = 0.430 k/ft, Extent = 0.0 ->> 4.250 ft, Tributary Width = 1.0 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.133: 1 Maximum Shear Stress Ratio = 0.081 : 1 Section used for this span W14x30 Section used for this span W14x30 Ma: Applied 15.708 k-ft Va : Applied 6.057 k Mn / Omega: Allowable 118.014 k-ft Vn/Omega : Allowable 74.520 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 6.844ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.039 in Ratio = 5,177>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.096 in Ratio = 2093 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega *v-*n Dsgn. L = 16.75 ft 1 0.079 0.046 9.35 9.35 197.08 118.01 1.00 1.00 3.46 111.78 74.52 +D+L+H Dsgn. L = 16.75 ft 1 0.133 0.081 15.71 15.71 197.08 118.01 1.00 1.00 6.06 111.78 74.52 +D+Lr+H Dsgn. L = 16.75 ft 1 0.079 0.046 9.35 9.35 197.08 118.01 1.00 1.00 3.46 111.78 74.52 +D+S+H - Dsgn. L = 16.75 ft 1 0.079 0.046 9.35 9.35 197.08 118.01 1.00 1.00 3.46 111.78 74.52 +D+0.750Lr+0.750L+H Dsgn. L = 16.75 ft 1 0.120 0.073 14.12 14.12 197.08 118.01 1.00 1.00 5.41 111.78 74.52 +D+0.750L+0.750S+H Dsgn. L = 16.75 ft 1 0.120 0.073 14.12 14.12 197.08 118.01 1.00 1.00 5.41 111.78 74.52 +D+0.60W+H Dsgn. L = 16.75 It 1 0.079 0.046 9.35 9.35 197.08 118.01 1.00 1.00 3.46 111.78 74.52 +D+0.70E+H Dsgn. L = 16.75 ft 1 0.079 0.046 9.35 9.35 197.08 118.01 1.00 1.00 3.46 111.78 74.52 +D+0.750Lr+0.750L+0.450W+H Dsgn. L = 16.75 ft 1 0.120 0.073 14.12 14.12 197.08 118.01 1.00 1.00 5.41 111.78 74.52 +D+0.750L+0.750S+0.450W+H Dsgn. L = 16.75 ft 1 0.120 0.073 14.12 14.12 197.08 118.01 1.00 1.00 5.41 111.78 74.52 +D+0.750L+0.750S+0.5250E+H LSteel Beam-... 70. Description: B-7 Load Combination Max Stress Ratios Segment Length Span # M V Mmax + Dsgn. L = 16.75 ft 1 0.120 0.073 14.12 +0.60D+0.60W+0.60H Dsgn. L = 16.75 ft 1 0.048 0.028 5.61 +0.60D+0.70E+0.60H Dsgn. L = 16.75 ft 1 0.048 0.028 5.61 Overall Maximum Deflections Load Combination Span Max. '=" Defl Location +D+L+H 1 0.0960 Vertical Reactions Load Combination Support 1 Support 2 Overall MAXimum 6.057 3.171 Overall MINimum 2.074 1.160 +D+H 3.456 1.934 +D+L+H 6.057 3.171 +D+Lr+H 3.456 1.934 +D+S+H 3.456 1.934 +D+0.750Lr+0.750L+H 5.407 2.861 +D+0.750L+0.750S+H 5.407 2.861 +D+0.60W+H 3.456 1.934 +D+0.70E+H 3.456 1.934 +D+0.750Lr+0.750L+0.450W+H 5.407 2.861 +D+0.750L+0.750S+0.450W+H 5.407 2.861 +D+0.750L+0.750S+0.5250E+H 5.407 2.861 .+0.60D+0.60W+0.60H 2.074 1.160 +0.60D+0.70E+0.60H 2.074 1.160 D Only 3.456 1.934 Lr Only L Only 2.601 1.237 S Only W Only E Only H Only Summary of Moment Values Summary of Shear Values c- Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega 14.12 197.08 118.01 1.001.00 5.41 111.78 74.52 5.61 197.08 118.01 1.001.00 2.07 111.78 74.52 5.61 197.08 118.01 1.001.00 2.07 111.78 74.52 3n Load Combination Max. "+" Defl Location in Span i 0.0000 0.000 )oort notation : Far left is #' Values in KIPS Steel Beam Description: B-8 CODE REFERENCES Calculations perAISC 360-10, IBC 2015, CBC 2016, ASCE 1-10 Load Combination Set: ASCE 7-10 Material Properties - Analysis MethoAllowable Strength Design I Fy : Steel Yield 50.0 ksi Beam Bracing Beam. is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(1.934) L(1.237) D 0.13 L O.OB "�"� r; �-`'�-.�.,rsn'�`�yi°�'�y �'+F` ��x:`�',�`.:,�4��.�-1�4'�s!E:"y�'�"�^�°'�'r�..i�{�+��r,.^�c'3 s "�`ir��r�' ..�•9"""'�-t�`o`�til� W14x22 span = 18.50 ft died Loads I Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load: D = 0.130, L = 0.080 k/ft, Tributary Point Load: D = 1.934, L = 1.237 k @ 12.750 ft = 1.0 ft DESIGN SUMMARY . • Maximum Bending Stress Ratio = 0.245: 1 Maximum Shear Stress Ratio --= _ - 0.066 :1 Section used for this span W14x22 Section used for this span W14x22 Ma: Applied 20.261 k-ft Va : Applied 4.128 k Mn / Omega : Allowable 82.834 k-ft Vn/Omega : Allowable 63.020 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 12.739ft Location of maximum on span 18.500 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.077 in Ra io = 2,891 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.199 in Ratio = 1115 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 I _._ _ ___ .--•--_._.. _ Maximum Forces & Stresses for Load Combinations _-. -..T_ .......................................... Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mrw Mnx/Omega Cb Rm Va Max VnxVnx/Omega +D+H Dsgn. L = 18.50 ft 1 0.150 0.040 12.43 12.43 138.33 82.83 1.00 1.00 2.54 94.53 63.02 +D+L+H _ Dsgn. L = 18.50 ft 1 0.245 0.066 20.26 20.26 138.33 82.83 1.00 1.00 4.13 94.53 63.02 +D+Lr+H Dsgn. L = 18.50 ft 1 0.150 0.040 12.43 12.43 138.33 82.83 1.001.00 2.54 94.53 63.02 +D+S+H Dsgn. L = 18.50 ft 1 0.150 0.040 12.43 12.43 138.33 82.83 1.001.00 2.54 94.53 63.02 +D+0.750Lr+0.750L+H Dsgn. L = 18.50 ft 1 0.221 0.059 18.30 18.30 138.33 82.83 1.00 1.00 3.73 94.53 63.02 +D+0.750L+0.750S+H Dsgn. L = 18.50 ft 1 0.221 0.059 18.30 18.30 138.33 82.83 1.00 1.00 3.73 94.53 63.02 +D+0.60W+H Dsgn. L = 18.50 ft 1 0.150 0.040 12.43 12.43 138.33 82.83 1.00 1.00 2.54 94.53 63.02 +D+0.70E+H Dsgn. L = 18.50 ft 1 0.150 0.040 12.43 12.43 138.33 82.83 1.00 1.00 2.64 94.53 63.02 +D+0.750Lr+0.750L+0.450W+H Dsgn. L = 18.50 ft 1 0.221 0.059 18.30 18.30 138.33 82.83 1.00 1.00 3.73 94.53 63.02 +D+0.750L+0.750S+0.450W+H Dsgn. L = 18.50 ft 1 0.221 0.059 18.30 18.30 138.33 82.83 1.00 1.00 3.73 94.53 63.02 +D+0.750L+0.750S+0.5250E+H L LSteel Beam .KW-06011297 Description : B-8 Load Combination Max Stress Ratios Segment Length Span # M V Mmax + Dsgn. L = 18.50 ft 1 0.221 0.059 18.30 +0.60D+0.60W+0.60H Dsgn. L = 18.50 ft 1 0.090 0.024 7.46 +0.60D+0.70E+0.60H Dsgn. L = 18.50 ft 1 0.090 0.024 7.46 Overall Maximum Deflections Load Combination Span Max."-!' Defl Location in +D+L+H 1 0.1991 9. Vertical Reactions Load Combination Support 1 Support 2 Overall MAXimum 2.928 4.128 Overall MINimum 1.082 1.521 +D+H 1.804 2.535 +D+L+H 2.928 4.128 +D+Lr+H 1.804 2.535 +D+S+H 1.804 2.535 +D+0.750Lr+ .750L+H 2.647 3.730 +D+0.750L+0 50S+H 2.647 3.730 +D+0.60W+H 1.804 2.535 +D+0.70E+H 1.804 2.535 +D+0.750Lr+0 50L+0.450W+H 2.647 3.730 +D+0.750L+0. 50S+0.450W+H 2.647 3.730 +D+0.750L+0. OS+0.5250E+H 2.647 3.730 +0.60D+0.60W 0.60H 1.082 1.521 +0.60D+0.70E O.60H 1.082 1.521 D Only 1.804 2.535 Lr Only L Only 1.124 1.593 S Only W Only E Only H Only Summary of Moment Values Summary of Shear Values - Ma Max Mnx Mnx(Omega Cb Rm Va Max VnxVnx/Omega 18.30 138.33 82.83 1.00 1.00 3.73 94.53 63.02 7.46 138.33 82.831.001.00 1.52 94.53 63.02 7.46 138.33 82.831.001.00 1.52 94.53 63.02 an Load Combination Max. "+" Defl Location in Span 5 0.0000 0.000 ipport notation : Far left is #' Values in KIPS i Project Title: Engineer: Project ID: Project Descr: Steel Beam Description : B-9 CODE REFERENCES Calculations perAISC 360-10, IBC 2015, CBC 2016, ASCE M0 Load Combination Set: ASCE 7-10 I Material Properties Analysis MethoAllowable Strength Design Fy : Steel Yield 50.0 ksi Beam Bracing Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis : Major Axis Bending Software copyright ENERCALC, INC. 1983-2018, Build:10.18.9.29 . Applied Loads j Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 1.190, L = 0.730 k/ft, Tributary Width = 1.0 ft Point Load : D = 6.0, L = 7.0 k @ 15.50 ft DESIGN SUMMARY _ - -�0_.373: Maximum Bending Stress Ratio = 1 Maximum Shear Stress Ratio = _ - - 0.334 :1 Section used for this span W14x43 Section used for this span W14x43 Ma : Applied 64.733 k-ft Va : Applied 27.954 k Mn / Omega: Allowable 173.653 k-ft Vn/Omega : Allowable 83.570 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 8.229ft Location of maximum on span 16.000 ft Span # where maximum occurs Span # 1 I Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.095 in Ratio = 2,022>=360 Max Upward Transient Deflection 0.000 in Ratio = I 0 <360 Max Downward Total Deflection 0.244 in Ratio = 788 >=180 Max Upward Total Deflection 0.000 in Ratio = j 0 <180 •..w�...•a.,,• • vva..s aw va, v.a J IV■ VVGY VVIIIYIIIQNVII.7 Load Combination Max Stress Ratios Segment Length Span # M V � Summary of Moment Values Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Summary of Shear Values Va Max VnxVnx/Omega +D+H Dsgn. L = 16.00 ft 1 0.228 0.183 39.59 j 39.59 290.00 173.65 1.00 1.00 15.33 125.36 83.57 +D+L+H Dsgn. L = 16.00 ft 1 0.373 0.334 64.73 64.73 290.00 173.65 1.00 1.00 27.95 125.36 83.57 +D+Lr+H Dsgn. L = 16.00 ft 1 0.228 0.183 39.59 39.59 290.00 173.65 1.00 1.00 15.33 125.36 83.57 +D+S+H Dsgn. L = 16.00 ft 1 0.228 0.183 39.59 � 39.59 290.00 173.65 1.00 1.00 15.33 125.36 83.57 +D+0.750Lr+0.750L+H Dsgn. L = 16.00 ft 1 0.337 0.297 58.45 �58.45 290.00 173.65 1.00 1.00 24.80 125.36 83.57 +D+0.750L+0.750S+H Dsgn. L = 16.00 ft 1 0.337 0.297 58.45 58.45 290.00 173.65 1.00 1.00 24.80 125.36 83.57 +D+0.60W+H j Dsgn. L = 16.00 ft 1 0.228 0.183 39.59 39.59 290.00 173.65 1.00 1.00 15.33 125.36 83.57 +D+0.70E+H Dsgn. L = 16.00 ft 1 0.228 0.183 39.59 39.59 290.00 173.65 1.00 1.00 15.33 125.36 83.57 +D+0.750Lr+0.750L+0.450W+H Dsgn. L = 16.00 ft 1 0.337 0.297 58.45 58.45 290.00 173.65 1.00 1.00 24.80 125.36 83.57 +D+0.750L+0.750S+0.450W+H Dsgn. L = 16.00 ft 1 0.337 0.297 58.45 . 58.45 290.00 173.65 1.00 1.00 24.80 125.36 83.57 +D+0.750L+0.750S+0.5250E+H Vertical Reactions Load Combination Support 1 Support 2 d Overall MAXimum 15.766 27.954 Overall MINimum 5.825 9.200 +D+H 9.708 15.333 +D+L+H 15.766 27.954 +D+Lr+H 9.708 15.333 +D+S+H 9.708 15.333 +D+0.750Lr+0.750L+H 14.252 24.798 +D+0.750L+0.750S+H 14.252 24.798 +D+0.60W+H 9.708 15.333 +D+0.70E+H 9.708 15.333 +D+0.750Lr+0.750L+0.450W+H 14.252 24.798 +D+0.750L+0.750S+0.450W+H 14.252 24.798 +D+0.750L+0.750S+0.5250E+H 14.252 24.798 +0.60D+0.60W+0.60H 5.825 9.200 +0.60D+0.70E+0.60H 5.825 9.200 D Only 9.708 15.333 Lr Only L Only 6.059 12.621 S Only W Only E Only H Only LSteel Beam KW-06011297 Description: B-9 Load Combination Max Stress Ratios Segment Length Span # M V Mmax + Dsgn. L = 16.00 ft 1 0.337 0.297 58.45 +0.60D+0.60W+0.60H Dsgn. L = 16.00 ft 1 0.137 0.110 23.76 +0.60D+0.70E+0.60H Dsgn. L = 16.00 ft 1 0.137 0.110 23.76 Overall Maximum Deflections Project Title: Engineer: Project ID: Project Descr: . Software copyright ENERCALC, INC.1983-2018, Build: 10.18.9.29 . iummary of Moment Values Summary of Shear Values - Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx1Omega 58.45 290.00 173.65 1.00 1.00 24.80 125.36 83.57 23.76 290.00 173.65 1.00 1.00 9.20 125.36 83.57 23.76 290.00 173.65 1.00 1.00 9.20 125.36 83.57 Load Combination Span Max.'U' Dell Location in, Span Load Combination +D+L+H 1 0 243R'nol notation : Far left is #, Max. 'W' Defl Location in Span 0.0000 0.000 Values in KIPS