Loading...
HomeMy WebLinkAboutENGINEERING 2-6-19i l "L33 /( OD RECervED FEB 0 61019 Permitti SCANNED St. Luc,,",,urtment BY I ' St Lucie County LOT 20 DIAMOND SANDS RESIDENCE DIAMOND SANDS, FLORIDA AERIAL PRECAST CONCRETE & STRUCTURAL STEEL MDP ENGINEERING State of Florida CA #6918 Registered Engineer #32563 (954) 243-4595 9 o,pQ111 R 0 f f /e�/ d 0 • f ° �� A 1 %� ac�dldl 1� 6 LOT 20 DIAMOND SANDS RESIDENCE DIAMOND SANDS, FLORIDA INDEX TITLE..................................................................1...........................1 INDEX............................................................... .........................2 JOISTCALC...................................................................................3 BEAMCALCS...........................................................................................13 LAERIAL PRECAST CONCRETE, LLC L' V I AU UTAIVIVIVU JANUO JOIST CALC 1 Of 10 /A � 3200 BURRIS ROAD RESIDENCE 1111104 UPDATE AERIAL PRECAST CONCRETE DAVIE, FLORIDA 33314 d STRUC7URAL57EEL T 954.321.0200 • F 954-321.0093 DIAMOND SANDS FLORIDA Design: TDY Date: 10/04118 2N FLOOR Checked: Date: ZW.PMV%t"PUERKFLOORSHOPW AW-2011RM2OMmOM(P,IMIMCWmUcistGeld2NOFLOORgil-017&79CZMF}�IsjGwdjoftim DESIGNPLANET Programmed by: Fuat Omadi, P.E. P1 P2 P3 INPUT 1 �, JOIST NO J1-D17 6.75' (2nd Fl. SPAN Manual input governs—> 6.750 6.75 � ♦ Qi % 1, % SLAB WIDTH 4.1) Ft DL+LL 1.92 k x2 t 1.92 k JOIST DEPTH 17" I, DL+Wind 1.05 k 1.05 k Uniform Point Loads Applied at top Dist. From left support SERVICE DEAD LOAD 65 78 Psf PI: SERVICE LIVE LOAD 40, 64 Psf P2: WIND LOAD(gross Uplift) P3: TOTAL LOAD=DL+LL 568 Plf Point Loads Applied at bott. Dist. From left support TOTAL LOAD=DL-WL( Negative =Net Uplift) 312 Pif Q7:.; Fy(801t.ANGLES) I 50 Ksi Q2: Fr'3 Ksi Q3: DESIGN OF BOTTOM CHORD 's�;(a��MID:SPNN MAX. MOMENT TENSION AT BOTTOM CHORD Asreq'd= 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 END DIAGONAL Tension bar a = arctan(d/ 24") = 35.31 F=(R-Vo)/sin a= 0.95 k / 0.578 = As=F/ 120.60 fv11= 3234 Ft-Lbs 2283 Lbs 0.051 in2 OK 1917 Lbs 1053 Lbs IVI7 LU5 19.04 in 1.64 k 0.82 136.0 = QTY MARK DEPTH MAX. BASE J1-D17 6.75'(2nd F). 17 in 6.8 Ft BOTTOM CHORD TOP CHORD I END DOUBLE ANGLES DOUBLE ANGLESI DIAGONAL 2L-1x1x118 NONE (2) 112 *) Use the same up to the centerine,c/L *) Symmetrical configuration shall apply, after the centerline Abreviation: N/G= Not Good J1 DI = JOIST NO.1 JOIST DEPTH SP J1 D17 = GIRDER JOIST V1 AS=0.46 F(wind case)= 0.52 k / 0.58 = 0.90 k 0.02 1n2 (2) 112 ie: J1D17 le: SPJ1D11, (SP INDICATES SPECIAL JOIST) V4 V5 V6 I REMAING V's L� AERIAL PRECAST CONCRETE, LLC 3200 BURRIS ROAD LOT 20 DIAMOND SANDS RESIDENCE JOIST CALC 1 of 11/1104 10 UPDATE FLORIDA 33314 ^E" s RU - DIAMOND SANDS, FLORIDA Design: TDY Date: 10/04/18 T954-ECASMONCREM T 954.321-0200 • F 954.321-0093 I 2N FLOOR Checked: Date: Z%Sh*DravN WAMFMRSHOPDWGSV1F20161W20Dwwd(PI[MjUPCCeL•1WdCak12NDROORyY!-01717.P(Ld"j&.m Drip, DESIGNPLANET Programmed by: FuatOmarli, P.E. P1 P2 P3 INPUT 1 JOIST NO J2-D17 17.0'(2nd F). SPAN Manual input governs—> 17.000 I 17 i. k ♦ Q1 Q2 Q3 SLAB WIDTH 4.6, Ft DL+LL 4.83 k x2 t 4.83 k JOIST DEPTH v- 7 DL+Wind 2.65 k 2.65 k Uniform Point Loads A_ pplied at top Dist. From left support SERVICE DEAD LOAD 65 78 Psf P1: SERVICE LIVE LOAD 40 64 Psf P2: WIND LOAD(gross Uplift) P3: t. •r. TOTAL LOAD=DL+LL 568 rIf Point Loads Applied at bolt. Dist. From left suppo rt TOTAL LOAD=DL-WL( Negative =Net Uplift) 312 If QI: ; Fy(BOTT.MGLES) 50 I 1Si Q2: I FD1 3 SiK Q3: } DESIGN OF BOTTOM CHORD 1Z- il� ORS —PAN MAX. MOMENT 19484 Ft-Lbs TENSION AT BOTTOM CHORD 13753 Lbs N,regd= Max(Tu/0.9*Fy AND Tu/0.75*Fu) 0.306 1n2 OK As (2L's) L-lxlxl/8 As=OA6 } !►. h2 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= 3.86 k / 0.578 = As=F/ r2x(0.6f) fvll = 4828 Lbs 2652 Lbs 19.04 in 3.341 / 36.0 = QTY MARK DEPTH MAX. BASE J2-D1717.0' (2nd F). 17 in 750771 1 BOTTOM CHORD TOP CHORD END DOUBLE ANGLES DOUBLE ANGLES DIAGONAL 2L-lxlxl/8 NONE 1 (2) 1/2 *) Use the same up to the centedne,c/L *) Symmetrical configuration shall apply, after the centerline Abreviation: N/G= Not Good J1 D17 = JOIST NO./MOIST DEPTH SP J1 D17 = GIRDER JOIST V1 F(wind case)= 2.12 k / 0.58 = 3.67 k 0.09 in2 (2) 112 C/L V3 - V4 V5 [—"EMAING V's 1/211 le: J1D17 ie: SPJ1D1 i (SP INDICATES SPECIAL JOIST) LU ILU UTAMUNU ,ANUS JOIST CALC 1 of 10 AERIAL PRECAST CONCRETE, LLC 'APIC 3200 BURRIS ROAD RESIDENCE 1111104 UPDATE AERIALPRMCASMONCREM DAVIE, FLORIDA 33314 & STRU J""' T 954-321-0200 • F 954321-0093 DIAMOND SANDS, FLORIDA Design: TDY Date: 10/04118 1 2N FLOOR Checked: Dale: L%Sh*Drms IAERIALFLOOR SHOP DMS1AF201910MDiamad(Petm)'AnCaksUnBtCAUNDFLOORQJ2-01719.75(md"I"' Dair DESIGNPLANET Programmed by: Fuat Omadi, P.E. P7 P2 P3 INPUT JOIST NO J2-D1719.75' (2nd F. SPAN Manual input governs—> 19.750 19.75�i Ij► '♦ Q, Q2 Q3 t SLAB WIDTH 4.6 Ft DL+LL 5.61 k x2 5.61 k JOIST DEPTH 17- DL+Wind 3.08 k 3.08 k Uniform Point Loads Applied at top Dist. From left suoport SERVICE DEAD LOAD 65 78 IPsf P7: �. SERVICE LIVE LOAD 40 64IPsf P2: WIND LOAD(gross Uplift) L P3: TOTAL LOAD=DL+LL 568' Pif Point Loads ADDlied at bott. Dist. From left support TOTAL LOAD=DL-WL( Negative =Net Uplift) 312I Pif Qj: I i Fy @07T. ANGLES) 50 Ksi Q2: F,' 3 Ksi Q3: j DESIGN OF BOTTOM CHORD`@iMIDSPAN MAX. MOMENT 26578 Ft-Lbs TENSION AT BOTTOM CHORD 18761 Lbs A,, q'd= Max(Tu/0.9*Fy AND Tu/0.75*Fu) 0.417 in2 OK As ( 21-'s ) 12L-1x1x1/8 As=0.46 !.n2 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)lsin a= 4.64 k / 0.578 = As=F/ r2x(0.60 fv11= 8.03 k 4.011 / 36.0 = QTY MARK DEPTH MAXI BASE J2-D17 19.75'(2nd F). 17 in 19.8 Ftl BOTTOM CHORD TOP CHORD END V1 DOUBLE ANGLES DOUBLE ANGLES DIAGONAL 2L-1xlx1/8 NONE 1 (2) 1/2 1 3/4" *) 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 SP J1 D17 = GIRDER JOIST 5609 Lbs 3081 Lbs 5609 Lbs 19.04 in F(wind case)=— 2.55 k / 0.58 = 4.41 k 0.11 1n2 (2) 1/2 T V2 V3 V4 V5 V6 REMAING V'S 5/8" 1/2" ie: J1D17I ie: SPA D1 i (SP INDICATES SPECIAL JOIST) LOT 20 IS JOIST CALC 1 of 10 APILamC AERIAL PRECAST CONCRETE, LLC 3200 BURRIS ROAD RESIDENCE 11/1/04 UPDATE AERIAL. PRECAST CONCRErE DAVIE, FLORIDA 33314 a srRUCTVFIALSTEEL T 954-321-0200 954-321-0093 DIAMOND SANDS FLORIDA Design: TDY Date: 10/04/18 • F � 2N FLOOR Checked: Date: Z1Sh.pftinP%AERNL FLOOR SHOP DMSIAF•201N.1200iawd(Pet-)IAPC CW.Udri CIMINO FLOORgJ301724.0- ryd F).ds)G.* Daair DESIGNPLANET Programmed by: Fuat Omarli, P.E. P1 P2 P3 INPUT i �. �, JOIST NO J3•D17 24.0' (2nd F)• SPAN Manual input governs—> 24.000 Q1 Q2 Q3 i t SLAB WIDTH 4.11 Ft DL+LL 6.82 k x2 6.82 k JOIST DEPTH 17^ G ,% DL+Wind 3.74 k 3.74 k Uniform Point Loads _Applied at top Dist. From left support SERVICE DEAD LOAD 65. 78 Psf PI: SERVICE LIVE LOAD 40 64 Psf P2: (.! WIND LOAD(gross Uplift) P3: j TOTAL LOAD=DL+LL 568 Plf �Plf Point Loads Applied at bolt. Dist. From left suppo rt TOTAL LOAD=DL-WL( Negative =Net Uplift) 312 Q1: I.!. Fy(BOTLANGLES) I 50 isi Q2: FD' 3 Ksi Q3: DESIGN OF BOTTOM CHORD @MID$FAN. MAX. MOMENT 39486 Ft-Lbs TENSION AT BOTTOM CHORD 27872 Lbs Asregd= Max(Tu/0.9*Fy AND Tu/0.75*Fu) 0.619 in2 OK As ( 2L's) L-11/4 x 11/4 x 3/16 As=0.867 I h 2 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= 5.85 k / 0.578 = As=F/ r2x(0.60 fv)l = 10.11'k 5.06 / 36.0 = QTY MARK DEPTH MAX' BASE J3-D17 24.0' 2nd F . 17 in 1 24.0 Ft 11 6816 Lbs 3744 Lbs 6816 Lbs 19.04 in F(wind case)= 3.21 k / 0.58 = 0.14 in2 BOTTOM CHORD DOUBLE ANGLES TOP CHORD DOUBLE ANGLES I END DIAGONAL V1 V2 V3 V4 V5 V6 REMAING I V's 2L-1 1/4 x 1 1/4 x 3/16 A NONE 1 (2) 1/2 3/4" 3/4" 5/8" 1I2" *) Use the same up to the centerine,` /L *) Symmetrical configuration shall apply, after the centerline Abreviation: N/G= Not Good J1 D17 = JOIST NOJ JOIST DEPTH SP J1 D17 = GIRDER JOIST ie: J1D17 I ie: SPJ1 D1i/ (SP INDICATES SPECIAL JOIST) i AERIAL PRECAST CONAPCRETE, LLC IC 3200 eURRIS ROAD LOT 20 DIAMOND SANDS RESIDENCE JOIST CALC 1 of 11/1/04 10 UPDATE AERIAL PRE:CAS7CON CREZE DAVIE, FLORIDA 33314 & 'TRUC7uRALHIM T 954-321-0200 . F 954-321-0093 DIAMOND SANDS, FLORIDA Design: TDY Date: 10/04118 2N FLOOR Checked: Date: Z%Sh.pft.WXVERRL FLOOR SHOP OYES%AF-20160a120 Dimud(Pe1mMM CaICSWOW CakUND FLDDRgSPJ14)17626 OW F)Aj&e4 D16M DESIGNPLANET Programmed by: Fuat Omadi, P.E. Pt P2 P3 INPUT 1 �, �, JOIST NO SPJ1-D17 6.25' (2nd F. SPAN Manual input governs—> 6.250 6.25 P;:r,„ ♦ Q, Q2 Q3 t SLAB WIDTH 4.0 Ft DL+LL 2.38 k x2 2.38 k JOIST DEPTH 17^ I,, DL+Wind 1.58 k 1.58 k Uniform Point Loads Applied at top Dist. From left support SERVICE DEAD LOAD 105 126 Psf P1:. SERVICE LIVE LOAD 40 64 Psf P2: ;-�► WIND LOAD(gross Uplift) P3: TOTAL LOAD=DL+LL 760 Plf Point Loads A lied at bolt. Dist. From left support TOTAL LOAD=DL-WL(Negative =Net Uplift) 504 Plf QI: FY wo r. ANGLES) 50 si Q2: F,' 3 Ksi Q3: I,! DESIGN OF BOTTOM CHORD u(a7 MIDSP.,AN MAX. MOMENT TENSION AT BOTTOM CHORD A, 4d= Max(Tu/0.9*Fy AND 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(d/ 24") = 35.31 F=(R-Vo)/sin a= 1.08 k / 0.578 = As=F/ r2x(0-60 fv11= 3679 Ft-Lbs 2597 Lbs 0.058 in2 OK 1.86 k 0.93 136.0 = QTY MARK DEPTH MAX. BASE SPJ1-D17 6.25' (2nd F). 17 in 6.3 Ft BOTTOM CHORD TOP CHORD I ' END V1 DOUBLE ANGLES DOUBLE ANGLESI DIAGONAL 21--1x1x1/8 NONE 1 (2) 1/2 1 1/2 *) Use the same up to the centerine °IL *) Symmetrical configuration shall apply, after the centerline Abreviation: N/G= Not Good J1 D17 = JOIST NO.1 JOIST DEPTH SP J1 D17 = GIRDER JOIST A5=0.46 2375 Lbs 1575 Lbs - V L 0 19.04 in F(wind case)= 0.71 k / 0.58 = 1.24 k 0.03 in2 (2) 112 V2 V3 V4 V5 V6 I REMAING Vs ie: A D17 I ie: SPJ1 D 1 7 (SP INDICATES SPECIAL JOIST) LAERIAL PRECAST CONCRETE, LLC L' U I LU UTAMUNU ,ANUS JOIST CALC 1 of 10 � 3200 BURRIS ROAD RESIDENCE 11n/04 UPDATE AM ALPRECA.—NeFl6TE DAVIE, FLORIDA 33314 $ r3JOi1J'"� a T 954 321-0200 • F 954-321-0093 DIAMOND SANDS, FLORIDA Design: TDY Date: 10/04/18 3RD FLOOR Checked: Date: LlShcp DrcrhFIAERDIL FLOOR SHOP D 31AF•201OW20 D!=OW(Pe1M)NPCCek:uohtCek%3RO FLOORq 1-0v SIT(W F}Wj"D.Op DESIGNPLANET Programmed by: Fuat Omarli, P.E. P, P2 P3 INPUT JOIST NO J1-D17 6.75' (3rd F1. SPAN Manual input governs—> 6.750 16.75 ; Q, Q2 Q3 f SLAB WIDTH 4.6 Ft DL+LL 1.92 k x2 1.92 k JOIST DEPTH 17- DL+Wind 1.05 k 1.05 k Uniform Point Loads Applied at ton Dist. From left support SERVICE DEAD LOAD 65 78 Psf Pj: .; SERVICE LIVE LOAD 40 64 Psf P2: WIND LOAD(gross Uplift) P3: TOTAL LOAD=DL+LL 568 Pif Point Loads A lied at bolt. Dist. From left support TOTAL LOAD=DL-WL( Negative =Net Uplift) 312 bif Qj: y..: FY (BOTr. ANGLES) 50 Ks! Q2: FDr 3 Ksi Q3: DESIGN OF BOTTOM CHORD IN MAX. MOMENT TENSION AT BOTTOM CHORD Asreq'd= Max(Tu/0.9*Fy AND 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= 0.95 k / 0.578 = As=F/ 12x(0.60 fv11= 3234 Ft-Lbs 2283 Lbs 0.051 1n2 OK 1.64 k 0.82 / 36.0 = CITY MARK DEPTH MAX. BASE J1-D17 6.75'(3rd F). 17 in 1 6.8 Ft BOTTOM CHORD TOP CHORD I END DOUBLE ANGLES DOUBLE ANGLES1 DIAGONAL 2L-1xlxl/8 NONE 1 (2) 1/2 *) Use the same up to the centedne,c/L *) Symmetrical configuration shall apply, after the centerline Abreviation: N/G= Not Good J1 D17 = JOIST NOJ JOIST DEPTH SP A D17 = GIRDER JOIST V1 1917 Lbs 1053 Lbs 19.04 in V2 As=0A6 F(wind case)= 0.02 in2 ie: J1D17 ie: SPJ1D1-� (SP INDICATES SPECIAL JOIST) 0.52k /0.58= 0.90k (2) 112 T V6 REMAING V's LU I LU UTAIIIIUNU bANU, JOIST CALC 1 of 10 AERIAL PRECAST CONCRETE, LLC � OZ 3200 BURRIS ROAD RESIDENCE _ 11/1104 UPDATE AERIALPRECASTCONCREM DAVIE, FLORIDA 33314 & sTRucruRALs7Ea T 954-32"200 • F 964.321-0093 DIAMOND SANDS FLORIDA 1 Design: TDY Date: 10104/18 1 3RD FLOOR Checked: Date: ZAShop Dr.&WWAMLOOR SHOP DY StAF20181W20 Diamad(Pet=)M CeksVohlMURD FLOORgJ2431717.0- rldFjbsI&MY O.Sig, DESIGNPLANET Programmed by: Fuat Omarli, P.E. P1 P2 P3 INPUT �, JOIST NO J2-D1717.0' (3rd� SPAN Manual input governs—> 17.000 17 * Q1 Q2 Q3 SLAB WIDTH 4.0 Ft DL+LL 4.83 k x2 t 4.83 k JOIST DEPTH 17- 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 Plf Point Loads ADDlied at bolt. Dist. From left support TOTAL LOAD=DL-WL( Negative =Net Uplift) 312 Pif QI: ! ; Fy (BOTr. ANGLES) 50 KSI Q2: Fc' 3 Q3: DESIGN OF BOTTOM CHORD �si ,°tt(a7€MID.SPAN MAX. MOMENT TENSION AT BOTTOM CHORD As req.d = 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 END DIAGONAL — Tension bar a = arctan(d/ 24") = 35.31 F=(R-Vo)/sin a= 3.86 k / 0.578 = As=F/ f2x(0.60 fv)I = 19484 Ft-Lbs 13753 Lbs 0.306 in2 OK As=0A6 4828 Lbs 2652 Lbs 4828 Lbs 19.04 in k F(wind case)= 136.0 = 0.09 in2 QTY MARK DEPTH MAX. BASE J2-D17 17.0'(3rd F). 17 in 1 17.0 Ft BOTTOM CHORD TOP CHORD I END DOUBLE ANGLES DOUBLE ANGLES1 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 V2 I V3 3/4" ie: J1D17 ie: SPA D1 7 (SP INDICATES SPECIAL JOIST) 2.12k /0.58= 3.67k (2) 112 F/L V4 V5 V6 I REMAING V's i !� AERIAL PRECAST CONCRETE, LLc 3200 BURRIS ROAD LOT 20 DIAMOND SANDS RESIDENCE JOIST CALC 1 of 11/1104 10 UPDATE $ ECAW CONS DAME, 33314 T 954.32"20027-0200 - F 954-327-0093 DIAMOND SANDS, FLORIDA Design: TDY Date: 10/04/18 3RD FLOOR Checked: Date: Z%StbPft nF%ERWLFLOORSHOPDW AF.201ftd20D'mord(Pet=)WPCCaksUobtC*MRWRgJ2-0171L.7S(!NF)adsjGi�Desgi DESIGNPLANET Programmed by: Fuat Omadi, P.E. P, P2 P3 INPUT JOIST NO J2-D1718.75' (3rd F1• i SPAN Manual input governs-> 18.750 18.7s Q, Q2 I Q3 ♦ SLAB WIDTH 4.6 Ft DL+LL 5.33 k x2 t 5.33 k JOIST DEPTH 17- % _ DL+Wind 2.93 k 2.93 k Uniform Point Loads Applied at top Dist. From left support SERVICE DEAD LOAD 65 78'rsf P{ ! �• SERVICE LIVE LOAD 40 64 Psf P2: WIND LOAD(gross Uplift) P3:; TOTAL LOAD=DL+LL TOTAL LOAD=DL-WL( Negative =Net Uplift) 568 Plf 312 Plf. Point Loads ADDlied at bolt. Dist. From left support Qj: FY (BOTr. ANGLES) 50 �sl Q2: k F.' 3 Ksi Q3: DESIGN OF BOTTOM CHORD W-11 MI©.SPAN MAX. MOMENT 23998 Ft-Lbs TENSION AT BOTTOM CHORD 16940 Lbs A,7eq'd = Max(Tu/0.9*Fy AND Tu10.75*Fu) 0.376 in2 OK A 2L's s �L-lxlxl/e As=oa6 (! n2 TOP CHORD i —1 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= 4.35 k / 0.578 = As=F/ r2xfo_60 full = 7.531 k 3.77 136.0 = QTY MARK DEPTH MAX. BASE J2-D17 18.75'(3rd F). 17 in 18.8 Ft BOTTOM CHORD TOP CHORD I END DOUBLE ANGLES DOUBLE ANGLES DIAGONAL 2L-1x1x118 NONE (2) 1/2 *) Use the same up to the centedne,clL *) Symmetrical configuration shall apply, after the centerline Abreviation: N/G= Not Good J1 D17 = JOIST NOJ JOIST DEPTH SP J1 D17 = GIRDER JOIST V1 3/4" 5325 Lbs 2925 Lbs 5325 Lbs 19.04 in F(wind case)= 2.39 k / 0.58 = 4.14 k 0.10 in2 (2) 112 T- V2 V3 V4 V5 V6 REMAING V's 5/8" 1/2" ie: J1D17 ie: SPA D1-1 (SP INDICATES SPECIAL JOIST) i LOT 20 DIAMOND SANDS JOIST CALC 1 of 10 /PC AERIAL PRECAST CONCRETE, LLC 3200 BURRIS ROAD RESIDENCE 11/1104 UPDATE J1ER1A1.PORPCASreolJea DAVIE, FLORIDA 33314 $ ����� T 954-321-0200 - F 954-321-0093 DIAMOND SANDS, FLORIDA Design: TDY Date: 10104/18 3RD FLOOR Checked: Date: ZLShcpftAi, MRIALFL00RSROPOWGS'AF201RW20Diamad(P,4-JIAPOCaksW oWCekURDFLOOMIJMII SPryd"jCO*Daig3 DESIGNPLANET Programmed by: Fuat Ornadi, P.E. P1 P2 P3 INPUT 1 �, JOIST NO J3-D17 23.50' (3rd F). SPAN Manual input governs—> 23.500 23.5 ' ♦ Q1 Q2 i Q3 t SLAB WIDTH 4.0 Ft DL+LL 6.67 k x2 6.67 k JOIST DEPTH 17" ;DL+Wind 3.67 k 3.67 k Uniform Point Loads Applied at top Dist. From left support SERVICE DEAD LOAD 65 78Psf PI: j SERVICE LIVE LOAD 40 64 Psf P2: WIND LOAD(gross Uplift) P3: TOTAL LOAD=DL+LL 568 Plf Point Loads A lied at bolt. Dist. From left support TOTAL LOAD=DL-WL( Negative =Net Uplift) 312 blf Qj: �. Fy (BOM ANGLES) 50 1 si Q2: F� 3 Ksi Q3: DESIGN OF BOTTOM CHORD MAX. MOMENT 37794 Ft-Lbs TENSION AT BOTTOM CHORD 26678 Lbs Asm1d= Max(Tu/0.9*FyAND Tu/0.75*Fu) 0.593 in2 OK As ( 212s) l L-11/4 x 12/4 x 3/16 AS=0.867 4 v! h2 TOP CHORD NONE 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= 5.70 k / 0.578 = As=F/ f2x(0.60 fv11= 9.87Ik 4.93 / 36.0 = QTY MARK DEPTH MAX. BASE J3-D17 23.50' (3rd F). 17 in 1 23.5 Ft BOTTOM CHORD TOP CHORD END _- DOUBLE ANGLES DOUBLE ANGLES DIAGONAL 2L-1 1/4 x 1 1/4 x 3/16 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 6674 Lbs 3666 Lbs 6674 Lbs 19.04 in V2 3/4" 1 1 314" F(wind case)= 3.13 k / 0.58 = 5.42 k 0.14 in2 (2) 112 T 1 3 _ V4 V5 V6 I REMAING 5/8" 1 112" ie: J1D17 ie: SPJ1D17 (SP INDICATES SPECIAL JOIST) LOT 20 DIAMOND SANDS JOIST CALL 1 of 10 AERIAL PRECAST CONCRETE, LLC OZPC 3200 BURRIS ROAD RESIDENCE 11/1/04 UPDAT AERIALPftECL� AS7CONcnDAVIE, FLORIDA 33314 6 s�nUeruFu�Lsrea T 954-321-0200 - F 954-321-0093 DIAMOND SANDS FLORIDA Design: TDY Date: 10/04/18 I 3RD FLOOR Checked: Date: ZISbW Nntr VERX FMR SHOP OVYWN-20IERd 20 INPUT JOIST NO SPJ3-D17 23.25' SPAN Manual input governs—> 23.250 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 (BOTT. ANGLES) Fc' DESIGN OF BOTTOM CHORD MAX. MOMENT TENSION AT BOTTOM CHORD A,,qd = 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 END DIAGONAL Tension bar 105 126 40 64 a = arctan(d/ 24") = 35.31 F=(R-Vo)/sin a= 7.54 k / 0.578 = AS=F/ r9Xro_Fn feu = 760 504 50 3 DESIGNPLANET Programmed by: Fuat Omarli, P.E. P1 P2 P3 1 1 1 Q1 Q2 Q3 t Ft DL+LL 8.84 k x2 8.84 k DL+Wind 5.86 k 5.86 k Point Loads A_pDlied at ton _Dist. From left support ,sf PI: (, ; sf P2: I P3:: 'If Point Loads ADDlied at bolt. Dist. From left support 'If Q1: si Q2: SI 03: ��. i1111DSPAIV 49437 Ft-Lbs 34897 Lbs 0.775 in2 OK 11/4 x 11/4 x 1/4 As=1.126 8835 Lbs 5859 Lbs UUJJ LUJ 19.04 in 13.04 k 6.52 / 36.0 = QTY MARK DEPTH Mom' BASE SPJ3-D17 23.25' (3rd F). 17 in 23.3 Ft BOTTOM CHORD TOP CHORD I END DOUBLE ANGLES DOUBLE ANGLES1 DIAGONAL 2L-11/401/40/4 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 V2 718" F(wind case)= 5.00 k / 0.58 = 8.65 k 0.18 in2 (2) 112 V3 V4 V5 V6 REMAING V's 5/8" 1/2" le: J1D17 le: SPJ1D',7(SP INDICATES SPECIAL JOIST) Steel Beam Description: B-7 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 Methoa411owable Strength Design 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) UTtsM ° i R : W 14x53 L Span = 21.250 ft I Loads Beam self weight NOT internally calculated and added Uniform Load: D = 0.60, L = 0.370 k/ft, Tributary Width = 1.0 ft Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.780, L = 0.480 k/ft, Extent = 010 ->> 14.0 ft, Tributary Width = 1.0 ft Uniform Load : D = 0.120, L = 0.070 k/ft, Extent = 1,,4.0 ->> 21.250 ft, Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.516: 1 Section used for this span W14x53 Ma : Applied 112.205 k- Mn / Omega: Allowable 217.315 k- Load Combination +D+L+H Location of maximum on span 10.018ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.219 in Max Upward Transient Deflection 0.000 in Max Downward Total Deflection 0.574 in Max Upward Total Deflection 0.000 in _..._.._..._._._..._...._._...._-....._..-----....___..__.._...__-__...._.___........__._...._._.._.............. Maximum Forces & Stresses for Load Combinatic Load Combination Max Stress Ratios Segment Length Span # M V Mmax + Im Shear Stress Ratio = 0.217 : 1 Section used for this span W14x53 Va : Applied 22.370 k Vn/Omega : Allowable 102.860 k Load Combination +D+L+H Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 1,165 >=360 = 0 <360 = 444 >=180 0 <180 - Ma Max Mnx Mnx/Omega Cb Rm Va Max +D+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+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 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+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 1 101.52 362.92 217.32 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 Steel Beam - 0.0 0.0 Description : B-1 - 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 +D+0.750L+0.750S+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 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 21.25 ft 1 0.467 0.197 101.52 101.62 362.92 217.32 1.00 1.00 20.24 154.29 102.86 +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 8.31 154.29 102.86 +0.60D+0.70E+0.60H Dsgn. L = 21.25 ft 1 0.192 0.081 41.68 41.68 362.92 217.32 1.001.00 8.31 154.29 102.86 Overall Maximum Deflections Load Combination Span Max. "--" Defl Location in Span Load Combination Max. "+" Dell Location in Span L/ L 11 Vertical Reactions 1 V.Jl7. Load Combination Support 1 Support 2 Overall MAXimum 22.370 17.250 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 20.239 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+0.750S+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 r VV7 V.VVVI Support 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 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(0.48) L(0.43) D(0.2) L(0.12) j - o i d-'.'c+"' „+t,""Y•F.,r1F. E "_`.. t'=^�pu,7l. �� S'IY� f' 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 Combinatiohs 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 +D+H Dsgr% 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 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 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 Steel Beam 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 Locatio +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 3A56 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 - Ma Max Mnx MnxlOmega Cb Rm Va Max VnxVnx/Omega 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 in Span Load Combination Max. "+" Defl Location in Span 8.088 0.0000 0.000 Support notation: Far left is #' Values in KIPS Steel Beam 0.0KW-06011297 Description : e-3 CODE REFERENCES Calculations per AISC 360-10, IBC 2015, CBC 2016, ASC 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(1.934) L(1.237) D 0.13 L 0.08 ' i 4r-[`y+st ^dw.V'�}-'^ky •^'.N n+'G'Avi ,, �T-Fr+!`''•-i �, 7�,y,�,."s''� xT^a'fi.5'n'.gTz°."" j•'u".s; j W14x22 I_ Span = 18.0 ft I � Applied Loads 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 ft Vn/Omega : Allowable 63.020 k Load Combination +D+L+H k Load Combination +D+L+H Location of maximum on span 12.703 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 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 Dsgn. L = 18.00 ft 1 0.139 0.040 11.54 +D+L+H Dsgn. L = 18.00 ft 1 0.227 0.066 18.81 +D+Lr+H Dsgn. L = 18.00 ft 1 0.139 0.040 11.54 +D+S+H Dsgn. L = 18.00 ft 1 0.139 0.040 11.54 +D+0.750Lr+0.750L+H Dsgn. L = 18.00 ft 1 0.205 0.059 17.00 +D+0.750L+0.750S+H Dsgn. L = 18.00 ft 1 0.205 0.059 17.00 +D+0.60W+H Dsgn. L = 18.00 ft 1 0.139 0.040 11.54 +D+0.70E+H Dsgn. L = 18.00 ft 1 0.139 0.040 11.54 +D+0.750Lr+0.750L+0.450W+H Dsgn. L = 18.00 ft 1 0.205 0.059 17.00 +D+0.750L+0.750S+0.450W+H Dsgn. L = 18.00 ft 1 0.205 0.059 17.00 +D+0.750L+0.750S+0.5250E+H 11.54 138.33 82.83 1.00 1.00 2.54 94.53 63.02 18.81 138.33 82.831.001.00 4.14 94.53 63.02 11.54 138.33 82.831.001.00 2.54 94.53 63.02 11.54 138.33 82.831.001.00 2.54 94.53 63.02 17.00 138.33 82.831.001.00 3.74 94.53 63.02 17.00 138.33 82.831.001.00 3.74 94.53 63.02 11.54 138.33 82.831.001.00 2.54 94.53 63.02 11.54 138.33 82.831.001.00 2.54 94.53 63.02 17.00 138.33 82.831.001.00 3.74 94.53 63.02 17.00 138.33 82.831.001.00 3.74 94.53 63.02 i Steel Beam �.� �.� Description : B-3 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + I Mmax - Ma Max Mnx Mnx(Omega Cb Rm Va Max VnxVnx1Omega 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. "I Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L+H 1 0.1768 9.514 0.0000 0.000 Vertical Reactions Support notation : Far left is #' J 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 1.596 S Only W Only E Only H Only i I I I I . Steel Beam 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 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(1.21) L(0.74) w o i 'y ^ T Y�y ...t�'•-"�. M4 T �i u''";' 2t .'`,�`. r'.::.yy �, ?- ticµ Yt J^ -4'F tea..-. r � .-,-.y '1-vt e�'.�-.S ✓Yg �r 'w.,;ti- .^..y'�°n*'-Nry LT »r^y,3`�,.7 .tea-. ;'a ,.-h' - arc. .-,.,1 S �1-,}� ^5 "�1• L Ye.3 : Cy Y�i Y i� K��s G�'l .�'�4 �y.� .�.L�'�e fi' ..3� `.'4 3r w..•'lha�' �'+1,'�'"�7 s�.�F T�„ �...@ "S .w,[. '..:;•'rz . y .iii KT�.�^'}M. W....... •�5...�� y. �# w- . Y't;.,. Lrv'[�.�� 'M1'r. t ,N ri iS, �'.�'i � .KJ � � .-.7 Z�.,i� i�t 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 = 0.643: 1 Maximum Shear Stress Ratio = 0.209 : 1 Section used for this span W14x53 Section used for this span W1453 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 Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + I Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega T, 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 ff 1 0.491 0.189 106.78 I 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 19A2 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 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 Steel Beam 1 0.0 0.0 Description: B-4 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 +0.60D+0.70E+0.60H Dsgn. L = 22.00 ft 1 0.202 0.078 43.92 43.92 362.92 217.32 1.00 1.00 7.99 154.29 102.8 Overall Maximum Deflections Load Combination Span Max. "--" Defl Locatio'in in Span Load Combination Max. "+" Defi 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:10.18.9.29 . . 0.0LLC,,KW-06011297 Description : B-5 & B-6 CODE REFERENCES Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCt 7-10 Load Combination Set: IBC 2018 Material Properties Fy : Steel Yield 50.0 ksi Analysis MethoAllowable Strength Design 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 L D 0.6170 0.380 L 0.470 t�-i",xr°Rj: ,"'."»"v,�v�„'t.��k. q^`.'r�°w".'3._i'??�L'`c,,,tc ."^-'�rMu..:f +..'J+�Sf:q�?,-1' t"",�•'a.,+e't.t-r-..'1�. �rr, �'� '-r �i'^k''�i"* - ��3t`.. W 14x43 L W 14x43 Span = 16.750 ft Span = 21.750 ft Applied Loads - �- I� 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 = 0.4 0 k/ft Partial Length Uniform Load : D = 0.20, L = 0.120 Wit, Extent = 0.0 ->> 18.750 ft Partial Length Uniform Load: D = 0.6170, L = 0.380 k/ft, 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 • 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 I 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 i� Ratio = 5,179 >=360 Max Downward Total Deflection 0.684 in Ratio = 382 >=180 Max Upward Total Deflection -0.086 In Ratio = 2335 >=180 i 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 TUrll Dsgn. L = 16.75 ft 1 0.392 0.223 Dsgn. L = 21.75 ft 2 0.396 0.223 +D+L+H Dsgn. L = 16.75 ft 1 0.657 0.371 Dsgn. L = 21.75 ft 2 0.690 0.371 +D+Lr+H Dsgn. L = 16.75 ft 1 0.392 0.223 Dsgn. L = 21.75 ft 2 0.396 0.223 8.32 -68.03 68.6 -68.03 12.35-114.11 119.90-114.11 1 8.32 -68.03 68.68 -68.03 68.03 290.00 173.651.001.00 18.65 125.36 83.57 68.68 290.00 173.651.001.00 18.65 125.36 83.57 114.11 290.00 173.651.001.00 31.04 125.36 83.57 119.90 290.00 173.651.001.00 31.04 125.36 83.57 68.03 290.00 173.651.001.00 18.65 125.36 83.57 68.68 290.00 173.651.001.00 18.65 125.36 83.57 Project Title: Engineer: Project ID: Project Descr: - I ' Steel Beam Software copyright ENERCALC, INC. 1983-2018, Build:10.18.9.29 . r.r .F(W-06011297 Description : B-5 & B-6 Load Combination Max Stress Ratios_. I Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + I Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega +D+S+H Dsgn. L = 16.75 ft 1 0.392 0.223 8.3 Dsgn. L = 21.75 ft 2 0.396 0.223 68.6 +D+0.750Lr+0.750L+H Dsgn. L = 16.75 ft 1 0.591 0.334 11.3 Dsgn. L = 21.75 ft 2 0.617 0.334 107.0 +D+0.750L+0.750S+H Dsgn. L = 16.75 ft 1 0.591 0.334 11.3 Dsgn. L = 21.75 ft 2 0.617 0.334 107.0 +D+0.60W+H Dsgn. L = 16.75 ft 1 0.392 0.223 8.3 Dsgn. L = 21.75 ft 2 0.396 0.223 68.6 +D+0.70E+H Dsgn. L = 16.75 ft 1 0.392 0.223 8.3 Dsgn. L = 21.75 ft 2 0.396 0.223 68.6 +D+0.750Lr+0.750L+0.450W+H Dsgn. L = 16.75 ft 1 0.591 0.334 11.3 Dsgn. L = 21.75 ft 2 0.617 0.334 107.0' +D+0.750L+0.750S+0.450W+H Dsgn. L = 16.75 ft 1 0.591 0.334 11.3 Dsgn. L = 21.75 ft 2 0.617 0.334 107.0' +D+0.750L+0.750S+0.5250E+H Dsgn. L = 16.75 ft 1 0.591 0.334 11.3 Dsgn. L = 21.75 ft 2 0.617 0.334 107.0' +0.60D+0.60W+0.60H Dsgn. L = 16.75 ft 1 0.235 0.134 4.9 Dsgn. L = 21.75 ft 2 0.237 0.134 41.2 +0.60D+0.70E+0.60H Dsgn. L = 16.75 ft 1 0.235 0.134 4.9 Dsgn. L = 21.75 ft 2 0.237 0.134 41.2 Overall Maximum Deflections Load Combination Span Max. "-" Defl Locath +D+L+H Vertical Reactions 1 2 0.0000 O.6839 Load Combination Support 1 Support 2 Supl Overall im, 5.194 54.991 2 Overall MINimum 2.191 19.987 +D+H 4.004 33.312 1 +D+L+H 6.194 54.991 2 +D+Lr+H 4.004 33.312 1 +D+S+H 4.004 33.312 1 +D+0.750Lr+0.750L+H 5.646 49.572 2 +D+0.750L+0.750S+H 5.646 49.572 2 +D+0.60W+H 4.004 33.312 1 +D+0.70E+H 4.004 33.312 1 +D+0.750Lr+0.750L+0.450W+H 5.646 49.572 2 +D+0.750L+0.750S+0.450W+H 5.646 49.572 2 +D+0.750L+0.750S+0.5250E+H 5.646 49.572 2 +0.60D+0.60W+0.60H 2.402 19.987 +0.60D+0.70E+0.60H 2.402 19.987 D Only 4.004 33.312 1 Lr Only L Only 2.191 21.680 1 S Only W Only E Only H Only -68.03 68.03 290.00 173.651.001.00 18.65 125.36 83.57 -68.03 68.68 290.00 173.651.001.00 18.65 125.36 83.57 -102.59 102.59 290.00 173.651.001.00 27.95 125.36 83.57 -102.59 107.07 290.00 173.651.001.00 27.95 125.36 83.57 -102.59 102.59 290.00 173.651.001.00 27.95 125.36 83.57 -102.59 107.07 290.00 173,651.001.00 27.95 125.36 83.57 -68.03 68.03 290.00 173.651.001.00 18.65 125.36 83.57 -68.03 68.68 290.00 173.651.001.00 18.65 125.36 83.57 -68.03 68.03 290.00 173.65 1.001.00 18.65 125.36 ', 83.57 -68.03 68.68 290.00 173.651.001.00 18.65 125.36 83.57 -102.59 102.59 290.00 173.651.001.00 27.95 125.36 83.57 -102.59 107.07 290.00 173.651.001.00 27.95 125.36 83.57 -102.59 102.59 290.00 173.651.001.00 27.95 125.36 83.57 -102.59 107.07 290.00 173.651.001.00 27.95 125.36 83.57 -102.59 102.59 290.00 173.651.001.00 27.95 125.36 83.57 -102.59 107.07 290.00 173.651.001.00 27.95 125.36 83.57 -40.82 40.82 290.00 173.651.001.00 11.19 125.36 83.57 -40.82 41.21 290.00 173.651.001.00 11.19 125.36 83.57 -40.82 40.82 290.00 173.651.001.00 11.19 125.36 83.57 -40.82 41.21 290.00 173.651.001.00 11.19 125.36 83.57 i in Span Load Combination Max. "+" Defl Location in Span 0.000 +D+L+H -0.0861 12.395 12.267 0.0000 12.395 Support notation : Far left is #' Values in KIPS rt3 04 Steel Beam Description: B-7 CODE REFERENCES Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 MaterialProperties Fy : Steel Yield 50.0 ksi Analysis Methodallowable Strength Design 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) 0(0.2) L(0.12) i '` »k .yu,. �s�*+'x",z"•�' '"�" - c� ,. a-" "s- sk `P �lkrt'"i"✓"'^' c x' ..�,-. ..T6' x' ' $ "''3'2e �-' 3z-^` !; ✓..�2...1. ,. C�^4k.�,..$ a .ot, .a'{-`l aye.--+.y�.1`.��r."�.�. „� r° 1` -y 1 W 14x30 Span = 16.750 ft _..._.._._....... _....... -_.-_........ ...... ..... .... -- -- - ....-_......... Applied Loads ..... --..._.__ .................. _........... .... -....._.._---------------.._.._......... .._...__...._........_..........._-. Service loads entered. Load Factors will be app_lied 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 .... .... .. ........... .. _ _� i 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 I Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + I Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega TLJrn 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 I_ 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 9.3I 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 9.3I 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 I- Dsgn. L = 16.75 ft 1 0.120 0.073 14 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 ft 1 0.120 0.073 14.12 14.12 197.08 118.01 1.00 1.00 5.41 111.78 74.62 +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 KW-06011297 Description : 13-7 - Load Combination Max Stress Ratios Segment Length Span # M - V Mmax + Dsgn. L = 16.75 ft 1 0.120 0.073 14.1 +0.60D+0.60W+0.60H Dsgn. L = 16.75 ft 1 0.048 0.028 5.E +0.60D+0.70E+0.60H Dsgn. L = 16.75 ft 1 0.048 0.028 5.E Overall Maximum Deflections Load Combination Span Max. "" Defl Locati +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 - Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega 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 in Span Load Combination Max. "+" Defl Location in Span 8.088 0.0000 0.000 Support notation : Far left is # Values in KIPS Steel Beam Description : B-8 _ CODE REFERENCES Calculations per AISC 360-10, IBC 2015, CBC 2016, ASQE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis MethoAllowable Strength Design Fy : Steel Yield 50.0 ksi Beam Bracing Beam is Fully Braced against lateral-tor ional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(1.934) L(1.237) D 0.13 L 0.08 i _'. 15 k MINE W 14x22 Span = 18.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load: D = 0.130, 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 = 0.245: 11 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 Load Combination +D+L+H Location of maximum on span 12.739ft k-ft Vn/Omega : Allowable 63.020 k Load Combination +D+L+H 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 i Max Upward Transient Deflection 0.000 in 1 Ratio = 2,891 >=360 Ratio = 0 <360 Max Downward Total Deflection 0.199 in Ratio = 1115 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces �t Stresses for Load Combinations Load Combination Max Stress Ratios I Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + I Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega rLJTFl 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 1.00 1.00 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 1.00 1.00 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 2.54 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 Steel Beam 0.0 0.0 Description : 13-8 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 Dsgn. L = 18.50 ft 1 0.221 0.059 18.3I 18.30 138.33 82.83 1.00 1.00 3.73 94.53 63.0 +0.60D+0.60W+0.60H Dsgn. L = 18.50 ft 1 0.090 0.024 7.4I 7.46 138.33 82.83 1.00 1.00 1:52 94.53 63.0 +0.60D+0.70E+0.60H Dsgn. L = 18.50 ft 1 0.090 0.024 7.46 7.46 138.33 82.83 1.00 1.00 1.52 94.53 63.0. Overall Maximum Deflections Load Combination Span Max.'-" Defl Location in Span Load Combination Max.'Y' Defl Location in Span +D+L+H 1 0.1991 9.726 0.0000 0.000 Vertical Reactions Support notation : Far left is #, Values in KIPS 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+0.750L+H 2.647 3.730 +D+0.750L+0.750S+H 2.647 3.730 +D+0.60W+H 1.804 2.535 +D+0.70E+H 1.804 2.535 +D+0.750Lr+0.750L+0.450W+H 2.647 3.730 +D+0.750L+0.750S+0.450W+H 2.647 3.730 +D+0.750L+0.750S+0.5250E+H 2.647 3.730 +0.60D+0.60W+0.60H 1.082 1.521 +0.60D+0.70E+0.60H 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 1 Project Title: Engineer: Project ID: Project Descr: Steel Beam Software copyright ENERCALC, INC. 1983-2018, Build:10.18.9.29 . �.� 0.0 Description : B-9 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 MethoAllowable Strength Design Beam Bracing Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending _ D(6) L(7) D 1.19 L 0.73 i -N . 3..i N�. - ...-n'�.S.i�a..�( 1'.rl it 3.: i .s+s1F. .'G4 .1-"r��'.��.v .�..�1. (. s�L�-l-���-aa.[+.�. •'-_L1 .4 rx.�. V'i .4_.i :... G.9�_.�3., i+F_ W 14x43 Span = 18.0 ft Loads Beam self weignt NU I Internally caiculatea ana Uniform Load : D = 1.190, L = 0.730 k/ft, ' Point Load : D = 6.0, L = 7.0 k @ 15.50 ft DESIGN SUMMARY Service loads entered. Load Factors will be applied for calculations. Width = 1.0 ft Maximum Benaing Stress Ratio = 0.373c 1 Maximum Shear Stress Ratio = 0.334 :1 Section used for this span W14x431 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 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 = 0 <360 Max Downward Total Deflection 0.244 in Ratio = 788 >=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 Turn Dsgn. L = 16.00 ft 1 +D+L+H Dsgn. L = 16.00 ft 1 +D+Lr+H Dsgn. L = 16.00 ft 1 +D+S+H Dsgn. L = 16.00 ft 1 +D+0.750Lr+0.750L+H Dsgn. L = 16.00 ft 1 +D+0.750L+0.750S+H Dsgn. L = 16.00 ft 1 +D+0.60W+H Dsgn. L = 16.00 ft 1 +D+0.70E+H Dsgn. L = 16.00 ft 1 +D+0.750Lr+0.750L+0.450W+H Dsgn. L = 16.00 ft 1 +D+0.750L+0.750S+0.450W+H Dsgn. L = 16.00 ft 1 +D+0.750L+0.750S+0.5250E+H 0.228 0.373 0.228 0.228 0.337 0.337 0.228 0.228 0.337 0.337 0.183 0.334 0.183 0.183 0.297 0.297 0.183 0.183 0.297 0.297 64.3 39.59 I 39.59 I 58.45 58.45 39.59 I 39.59 58.45 I 58.45 39.59 290.00 173.65 1.00 1.00 15.33 125.36 83.57 64.73 290.00 173.651.001.00 27.95 125.36 83.57 39.59 290.00 173.651.001.00 15.33 125.36 83.57 39.59 290.00 173.651.001.00 15.33 125.36 83.57 58.45 290.00 173.651.001.00 24.80 125.36 83.57 58.45 290.00 173.651.001.00 24.80 125.36 83.57 39.59 290.00 173.651.001.00 15.33 125.36 83.57 39.59 290.00 173.651.001.00 15.33 125.36 83.57 58.45 290.00 173.651.001.00 24.80 125.36 83.57 58.45 290.00 173.651.001.00 24.80 125.36 83.57 • , Project Title: Engineer: Project ID: Project Descr: Ste@I Beam Software copyright ENERCALC, INC. 1983-2018, Bui0:10.18.9.29 Description: B-9 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Me Max Mnx MnxtOmega Cb Rm Va Max VnxVnx/Omega Dsgn. L = 16.00 ft 1 0.337 0.297 58.I 5 58.45 290.00 173.65 1.00 1.00 24.80 125.36 83.57 +0.60D+0.60W+0.60H Dsgn. L = 16.00 ft 1 0.137 0.110 23.I 6 23.76 290.00 173.65 1.00 1.00 9.20 125.36 83.57 +0.60D+0.70E+0.60H Dsgn. L = 16.00 ft 1 0.137 0.110 23.76 23.76 290.00 173.65 1.00 1.00 9.20 125.36 83.57 Overall Maximum Deflections Load Combination Span Max. "-" Defl +D+L+H 1 0.2437 Vertical Reactions Load Combination Support 1 Support 2 Overall MAXimum 15.765 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 in Span Load Combination 8.091 Support notation : Far left is #, Max. "+° Deli Location in Span 0.0000 0.000 Values in KIPS