HomeMy WebLinkAboutRevisions (2) BURKE RESIDENCE R LE:
LOT 15, DIAMOND SANDS NOV 2 7 211,111
JENSEN BEACH, FLORIDA PERNHI'THNG
St. Lucie County, FL
AERIAL PRECAST CONCRETE
& STRUCTURAL STEEL
MDP ENGINEERING
State of Florida CA#6918
Registered Engineer#32563
954 243-4595
z
LU
CO 0
F
BURKE RESIDENCE
LOT 15, DIAMOND SANDS
JENSEN BEACH, FLORIDA
INDEX
TITLE..............................................................................................1
INDEX.............................................................................................2
JOIST CALCULATIONS...................................................................5
COLUMNS CALCULATIONS..........................................................4
BEAM CALCULATIONS................................................................28
®STRO
4Q
0
;G��
® „ ti ,
-WIZ,
l
LPC� AERIAL PRECAST CONCRETE,LLC BURKE RESIDENCE JOIST CALL 1 of 4
3200 BURRIS ROAD 11/1/04 UPDATE
E A uu-PRSS0. C NCR`=DAVIE,FLORIDA 33314 Lot 15,Diamond Sands Design: JRP Date: 10/10/17
a SMUG RALSTEa I T 954321-020D•F 954321-0093 Jensen Beach,FL
Checked: Date:
cwutvRr<wm�oa,��R«��ron4 v:i �D« DESIGNPLANET Programmed by:Fuat Ornarli,P.E.
P, IP2 P3
INPUT 1
JOIST NO J1D17 4%
SPAN Manual input governs—> 4.000 4 * Q, Qz Q3
SLAB WIDTH 4.0 Ft DL+LL 1.14 k x 1.14 k
JOIST DEPTH 17" • DL+Wind 0.62 k 0.62 k
'I nlform Point Loads Applied 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:
TOTAL LOAD=DL+LL 568 Plf Point Loads A �Dlied at bolt.Dist.From left support
TOTAL LOAD=DL-WL(Negative=Net Uplift) 312 Pif Q1:
Fy(80Tr.ANGLES)
50 Ksi Q2:
F, 3 Ksi _ %:
DESIGN OF BOTTOM CHORD @ MIDSFAN;
MAX. MOMENT 566 Ft-Lbs
TENSION AT BOTTOM CHORD 400 Lbs
Asredd=Max(Tu/0.9*Fy AND Tu70.75*Fu) 0.009 in2 OK
As( 212s) 2L-100/8 As=0.46 2
TOP CHORD NONE
DESIGN OF WEB DIAGONALS
REACTION DUE TO UNIFORM LOAD(Gravity) 1136 Lbs
REACTION(DL+Wind) 624 Lbs
LEFT REACTION due to point load
RIGHT REACTION due to point load
TOTAL REACTION(Max.) 1136 Lbs
Diagonal Length 19.04 in
END DIAGONAL Tension bar
a=arctan(d/24')=35.31
F=(R-Vo)/sin a= 0.17 k /0.578= 0.29 k F(wind case)= 0.09 k /0.58= 0.16 k
As=F/[2x(0.60 fy)]= 0.14 /36.0= 0.00 in2 (2) 1/2
QTY MARK i cmn-ZLL
DEPTH BASE c/L
J1D174'. 1 17 in 4.0 Ft
BOTTOM CHORD TOP CHORD END V1 I V2 I V3 V4 V5 V6 REMAING
DOUBLE ANGLES DOUBLE ANGLES DIAGONAL V's
2L-1xtx1/8 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:J1D17
SP J1 D17=GIRDER JOIST le:SPJ1Dili(SP INDICATES SPECIAL JOIST)
/ AERIAL PRECAST CONCRETE,LLC BURKE RESIDENCE JOIST CALC 2 Of 4
/— 3200 BURRIS ROAD 11/1/04 UPDATE
AERMLPRECASTCONCRLM DAVIE,FLORIDA33314 Lot 15,Diamond Sands. Design: JRP Date: 10/10/17
smucmR sTFFL 1,T 954321-0200•F 954321-0093 Jensen Beach,FL
Checked: Dale:
cvxersuRdennoa,"emVaca.okeRajnD1714.75,FGr.,tjN V DESIGNPLANET Programmed by:Fuat Omarli,P.E.
P1 P2 P3
INPUT 1
JOIST NO J1D1714.75'.
SPAN Manual input governs—> 14.750 14.75 4 Q, Q2 Q3
SLAB WIDTH 4.0 Ft DL+LL 4.19 k x + 4.19 k
JOIST DEPTH 17" DL+Wind 2.30 k 2.30 k
nl orm Point Loads Applied at top 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 Plf Point Loads lied at bolt.Dist.From left support
TOTAL LOAD=DL-WL(Negative=Net Uplift) 312 Plf Q,:
Fy laorr.nlacLesl
50 Ksi Q2:
F,' 3 Ksi Q3:
DESIGN OF BOTTOM CHORD „@ MIDSPAN
MAX. MOMENT 14618 Ft-Lbs
TENSION AT BOTTOM CHORD 10319 Lbs
AS,. d=Max(Tu/0.9*Fy AND Tu/0.75*Fu) 0.229 in2 OK
As( 212s) 2L-1x1x1/8 As=OA6 2
TOP CHORD NONE
DESIGN OF WEB DIAGONALS
REACTION DUE TO UNIFORM LOAD(Gravity) 4189 Lbs
j REACTION(DL+Wind) _. 2301 Lbs
LEFT REACTION due to point load
RIGHT REACTION due to point load
TOTAL REACTION(Max.) 4189 Lbs
Diagonal Length 19.04 in
END DIAGONAL Tension bar
(x=arctan(d/24")=35.31
F=(R-Vo)/sin a= 3.22 k /0.578= 5.57 k F(wind case)= 1.77 k !0.58= 3.06 k
As=F/[2x(0.60 fy)]= 2.78 136.0= 0.08 in2 (2) 1/2
QTY MARK DEPTH BASE c/L
J1D1714.76. 17 in 14.8 Ft
BOTTOM CHORD TOP CHORD END V1 V2 V3 V4 V5 V6 REMAING
DOUBLE ANGLES DOUBLE ANGLES DIAGONAL V's
2L-1x1x1/8 NONE 1 (2) 1/2 518" 1/2"
*)Use the same up to the centerine%
*)Symmetrical configuration shall apply,after the centerline
Abreviation:
NIG=Not Good
J1 D17=JOIST NOJ JOIST DEPTH ie:J1 D17
SP J1 D17=GIRDER JOIST ie:SPJ1 D1 i(SP INDICATES SPECIAL JOIST)
JOIST CALC 3 of 4
/gyp= AERIAL PRECAST CONCRETE,LLC BURKE RESIDENCE
APC 1 vu04 UPDATE
3200 aURRIS ROAD Lot 15 D'
AF MLMEUSTC NCREfE DAVIE,FLORIDA 33314 ,Diamond Sands
&MTTLRAL'IEEL � T 954321-0200•F 954321-0093 Design: JRP Date: 10/10/17
�i � Jensen Beach,FL Checked: Dale:
C.WsesVemiMDoameNsV7C8.akeRes`�,2J1718.75'aY.GaR�Cesgn DESIGNPLANET Programmed by:Fuat Ornadi,P.E.
P1 P2 P3
INPUT l
JOIST NO J2D1718.75'.
SPAN Manual input governs—> 18.750 is.75 Q1 Q2 1 Q3
SLAB WIDTH 4.0 Ft DL+LL 5.33 k x 5.33 k
JOIST DEPTH DL+Wind 2.93 k 2.93 k
inform Point Loads Applied 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:
TOTAL LOAD=DL+LL 568 Plf Point Loads AAoplied at bolt Dist From left support
TOTAL LOAD=DL-WL(Negative=Net Uplift) 312 Plf Q1:
Fy(BOM ANGLES) 50 Ksi Q2:
F,' 3 Ksi Q3:
DESIGN OF BOTTOM CHORD j„ ,@_MIDSPAN
MAX. MOMENT 23998 Ft-Lbs
TENSION AT BOTTOM CHORD 1694D Lbs
A,,,qd=Max(fu/0.9*Fy AND Tu/0.75*Fu) 0.376 in2 OK
AS( 2L's) AS=0.46 2
TOP CHORD NONE
DESIGN OF WEB DIAGONALS
REACTION DUE TO UNIFORM LOAD(Gravity) 5325 Lbs
REACTION(DL+Wind) 2925 Lbs
LEFT REACTION due to point load
RIGHT REACTION due to point load
TOTAL REACTION(Max.) 5325 Lbs
Diagonal Length 19.04 in
END DIAGONAL Tension bar
a=arctan(d/24")=35.31
F=(R-Vo)/sin a= 4.35 k /0.578= 7.53 k F(Mnd case)= 2.39 k /0.58= 4.14 k
As=F/[2x(0.60 fy)]= 3.77 /36.0= 0.10 in2 (2) 112
QTY MARK DEPTH BASE c/L
J2D1718.75% 17 in 18.8 Ft
BOTTOM CHORD TOP CHORD END V1 V2 V3 V4 V5 V6 REMAING
DOUBLE ANGLES DOUBLE ANGLES DIAGONAL V's
2L-1xlx1/8 NONE (2) 1/2 3/4" 5/8" 1/2"
*)Use the same up to the centerine,o/L
*)Symmetrical configuration shall apply,after the centerline
Abreviation:
N/G=Not Good
J1 D17=JOIST NOJ JOIST DEPTH ie:JID17
SP J1 D17=GIRDER JOIST ie:SPA D11(SP INDICATES SPECIAL JOIST)
AERIAL PRECAST CONCRETE,LLC BURKE RESIDENCE JOIST CALC 4 of 4
/—Erf 3200 BURRIS ROAD 11/1/04 UPDATE
AERMLPREC CONCRETE DAVIE,FLORIDA 33314 Lot 15,Diamond Sands Design: JRS Date: 10/10/17
e.STRN; STEEL i T 954321-0200•F 954321-0093 Jensen Beach,FL
Checked: Date:
CHkersUemleADxumulsV7C8.nkeRes`tND172975'ak,Gmt7Deign DESIGNPLANET Programmed by:Fuat Omarli,P.E.
P1 P2 P3
INPUT ,� 1
JOIST NO J4D17 29.25'.
SPAN Manual input governs—> 29.250 29.25 4' Q1 Q2 1 Q3
SLAB WIDTH 4.0 Ft DL+LL 8.31 k X2 8.31 k
JOIST DEPTH 17" 'w DL+Wind 4.56 k 4.56 k
Uniform Point Loads Applied 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:
TOTAL LOAD=DL+LL 568 Plf Point Loads A lied at bolt Dist.From left support
TOTAL LOAD=DL-WL(Negative=Net Uplift) 312 Plf Q1:
Fy IBM.ANGLES) 50 Ksi Q2: �
F,' 3 Ksi Q3:
DESIGN OF BOTTOM CHORD - _@ MIDSPAN
MAX. MOMENT 58863 Ft-Lbs
TENSION AT BOTTOM CHORD 41550 Lbs
A,,egd=Max(Tu/0.9*Fy AND Tu/0.75*Fu) 0.923 in2 OK
AS( 212s) 21--1 1/2 x 1 1/2 x 3/16 As=1.054 2
TOP CHORD NONE
DESIGN OF WEB DIAGONALS
REACTION DUE TO UNIFORM LOAD(Gravity) 8307 Lbs
REACTION(DL+Wind) 4563 Lbs
LEFT REACTION due to point load
RIGHT REACTION due to point load
TOTAL REACTION(Max.) 8307 Lbs
Diagonal Length 19.04 in
END DIAGONAL Tension bar
a=arctan(d/24")=35.31
F=(R-Vo)/sin a= 7.34 k /0.578= 12.69 k F(1Mnd case)= 4.03 k /0.58= 6.97 k
As=F/[2x(0.60 fy)]= 6.35 136.0= 0.18 in2 (2) 1/2
CITY MARK DEPTH BASE c/�
J4D17 29.26. 17 in 29.3 Ft
BOTTOM CHORD TOP CHORD I END V1 V2 V3 V4 V5 V6 REMAING
DOUBLE ANGLES DOUBLE ANGLES1 DIAGONAL V's
2L-1 1/2 x 1 1/2 x 3/16 NONE 1 (2) 1/2 1 7/8" 3/4" 1 3/4" 5/8" 1/2"
*)Use the same up to the centerine,%
*)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 ie:SPJ1 D1 i(SP INDICATES SPECIAL JOIST)
AERIAL PRECAST CONCRETE,LLC BURKE RESIDENCE JOIST CALC 5 of 7
IAPC 3200 BURRIS ROAD 11/1/04 UPDATE
AERWLPRECA CONCAE DAVIE,FLORIDA33314 Lot 15,Diamond Sands
e STRuMRALMEL 1 T 954321-0200•F 954321-0093 Jensen Beach,FL Design: JRP Date: 10/12/17
Checked: Date:
CL1msUemfWDacuncnsVPL•aake RnISPAD1792iakIC-1,Dmig, DESIGNPLANET Programmed by:Fuat Ornarli,P.E.
INPUT P1 P2 P3
JOIST NO SPJ1D17 9.25'.
1 1 1
SPAN Manual input governs—> 9.250 9.25 * Q, Q2 Q3
SLAB WIDTH — 4.0 Ft DL+LL 2.87 k x 2.89 k
JOIST DEPTH 17" DL+Wind 1.68 k 1.70 k
Uniform— Point Loads Applied at top Dist.From left supDort
SERVICE DEAD LOAD 65 78 Psf P1: 0.25 K Node 3 3.42 Ft
SERVICE LIVE LOAD 40 64 PSI P2: 0.25 K Node 5 6.25 Ft
WIND LOAD(gross Uplift) P3:
TOTAL LOAD=DL+LL 568 Plf Point Loads Applied at bott Dist.From left supDort
TOTAL LOAD=DL-WL(Negative=Net Uplift) 312 Plf Q1:
Fy(BOTT.ANGLES) 50 Ksi Q2:
F,' 3 Ksi _ Q3:
DESIGN OF BOTTOM CHORD @�MIDSPAIJ'
MAX. MOMENT 6476 Ft-Lbs 5660 Ft-Lbs
TENSION AT BOTTOM CHORD 4571 Lbs
A, #=Max(Tu/0.9'Fy AND Tu/0.75'Fu) 0.102 in2 OK
As( 2L's) 2L-1x1x1/8 As=0A6 f12
TOP CHORD NONE
DESIGN OF WEB DIAGONALS
REACTION DUE TO UNIFORM LOAD(Gravity) 2627 Lbs
REACTION(DL+Wind) 1443 Lbs
LEFT REACTION due to point load 239 Lbs
RIGHT REACTION due to point load 261 Lbs 261 Lbs<—Max.shear,controls
TOTAL REACTION(Max.) 2888 Lbs
Diagonal Length 19.04 in
END DIAGONAL Tension bar
a=arctan(d/24")= 35.31
F=(R-Vo)/sin a= 1.90 k /0.578= 3.28 k F(wind case)= 1.15 k /0.58= 1.99 k
As=F/[2x(0.60 fy)]= 1.64 /36.0= 0.05 in2 (2) 1/2
QTY MARK DEPTH BASE c/
L
SPJ1D17 9.25'. 17 in 9.3 Ft
BOTTOM CHORD TOP CHORD END V1 V2 V3 V4 V5 V6 REMAING
DOUBLE ANGLES DOUBLE ANGLES DIAGONAL Vs
2L4xlx1/8 NONE (2) 1/2 5/8"
*)Use the same up to the centerine,o/L
*)Symmetrical configuration shall apply,after the centerline
Abreviation:
N/G=Not Good
A D17=JOIST NOJ JOIST DEPTH ie:J1D17
SP J1 D17=GIRDER JOIST ie:SPJ1 D1 i(SP INDICATES SPECIAL JOIST)
AERIAL PRECAST CONCRETE,LLC BURKE RESIDENCE JOIST CALC 6 of 7
/ 3200 BURRIS ROAD Lot 15 D' 11/1104 UPDATE
AMMLMECASTCONCRETE DAVIE,FLORIDA33314 Diamond Sands
&STAUCTURALSTEEL Design
T 954-321-020D•F 954-321-0D93 Jensen Beach,FL JRS Date: 10/12/17
Checked: Date:
DESIGNPLANET Programmed by:Fuat Ornarli,P.E.
P1 P2 P3
INPUT I
JOIST NO SPJ4D17 28.78'. i
SPAN Manual input governs—> 28.780 z8.76 • * Q1 Q Q3
SLAB WIDTH 4.0 Ft DL+LL 8.22 k x2 8.38 k
JOIST DEPTH 17" . DL+Wind 4.54 k 4.69 k
Uniform Point Loads Applied at top Dist.From left support
SERVICE DEAD LOAD 65 78 Psf P1: 0.25 K 23.25 Ft
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 Plf Q1:
Fy(BOTT.ANGLEs) 50 Ksi Q2:
Fo 3 Ksi Q3:
DESIGN OF BOTTOM CHORD `@;MIDSPAN
MAX. MOMENT 57603 Ft-Lbs 36515 Ft-Lbs
TENSION AT BOTTOM CHORD 40661 Lbs
ASf. d=Max(Tu/0.9*Fy AND Tu/0.75*Fu) 0.904 in2 OK
As( 2L's) 2L-1 1/2 x 1 1/2 x 3/16 As=1.054 w 2
TOP CHORD
NONE
DESIGN OF WEB DIAGONALS
REACTION DUE TO UNIFORM LOAD(Gravity) 8174 Lbs
REACTION(DL+Wind) 4490 Lbs
LEFT REACTION due to point load 48 Lbs
RIGHT REACTION due to point load 202 Lbs 202 Lbs<—Max.shear,controls
TOTAL REACTION(Max.) 8375 Lbs
Diagonal Length 19.04 in -
END DIAGONAL Tension bar
a=arctan(d/24")=35.31
F=(R-Vo)/sin a= 7.25 k /0.578= 12.54 k F(wind case)= 4.00 k /0.58= 6.93 k
As=F/[2x(0.60 fy)]= 6.27 /36.0= 0.17 in2 (2) 112
QTY MARK DEPTH BASE c/
L
SPJ4D17 28.78'. 17 in 28.8 Ft
BOTTOM CHORD TOP CHORD END V1 V2 V3 V4 V5 V6 REMAING
DOUBLE ANGLES DOUBLE ANGLES DIAGONAL V's
2L-11/2x11/2x3/16 NONE (2) 1/2 7/8" 3/4" 3/4" 5/8" 1/2"
*)Use the same up to the centerine,o/L
*)Symmetrical configuration shall apply,after the centerline
Abreviation:
N/G=Not Good
J1 D17=JOIST NOJ JOIST DEPTH ie:J1 D17
SP J1 D17=GIRDER JOIST ie:SPJ1D1 i(SP INDICATES SPECIAL JOIST)
i
AERIAL PRECAST CONCRETE,LLC BURKE RESIDENCE JOIST CALC 7 of 7
3200 BURRIS ROAD 11/1104 UPDATE
AERIALMEC CONCR=DAVIE,FLORIDA 33314 Lot 15,Diamond Sands
L STRUCRIRA sm T 954321-0200•F 954321-0093 Jensen Beach,FL Design: JRS Date: 10/12/17
Checked: Date:
C.41seaVeMeMoamertsV?Cauke Res�SPJID172B95'..h;GMjCesigl DESIGNPLANET Programmed by:Fuat Ornarli,P.E.
P1 P2 P3
INPUT
JOIST NO SPJ4D17 28.89'.
SPAN Manual input governs—> 28.890 2a.a9 * Q1 Q2 Q3
SLAB WIDTH 4.0 Ft DL+LL 8.62 k x ? 8.29 k
JOIST DEPTH 17" DL+Wind 4.92 k 4.59 k
Uniform Point Loads Applied at top Dist From left support
SERVICE DEAD LOAD 65 78 Psf P1: 0.25 K Node 3 3.42 Ft
SERVICE LIVE LOAD 40 64 Psf P2: 0.25 K Node 5 6.25 Ft
WIND LOAD(gross Uplift) P3:
TOTAL LOAD=DL+LL 568 Plf Point Loads ADplied at bolt.Dist.From left support
TOTAL LOAD=DL-WL(Negative=Net Uplift) 312 Plf Q1:
Fy(BOTT.ANGLES) 50 Ksi Q2:
Fc' 3 Ksi Q3:
DESIGN OF BOTTOM CHORD _ '-' _MIDSPANi
MAX. MOMENT 58538 Ft-Lbs 24718 Ft-Lbs
TENSION AT BOTTOM CHORD 41321 Lbs
AS,qd=Max(Tu/0.9*Fy AND Tu/0.75*Fu) 0.918 in2 OK
AS( 2L's) 2L-1 1/2 x 1 1/2 x 3/16 As=1.054 � 2
TOP CHORD
NONE
DESIGN OF WEB DIAGONALS
REACTION DUE TO UNIFORM LOAD(Gravity) 8205 Lbs
REACTION(DL+Wind) 4507 Lbs
LEFT REACTION due to point load 416 Lbs 416 Lbs<—Max.shear,controls
RIGHT REACTION due to point load 84 Lbs
TOTAL REACTION(Max.) 8621 Lbs
Diagonal Length 19.04 in
END DIAGONAL Tension bar
a=arctan(d/24")=35.31
F=(R-Vo)/sin a= 7.65 k /0.578= 13.24 k F(wind case)= 4.39 k /0.58= 7.60 k
As=F/[2x(0.60 fy)]= 6.62 /36.0= 0.18 in2 (2) 112
QTY MARK DEPTH BASE c/
L
SPJ4D17 28.89'. 17 in 28.9 Ft
BOTTOM CHORD TOP CHORD END V1 V2 V3 V4 V5 V6 REMAING
DOUBLE ANGLES DOUBLE ANGLES DIAGONAL VS
2L-11/2x11/20M NONE 1 (2) 1/2 718" 3/4" 3/4" 5/8" 1/2"
*)Use the same up to the centerine,o/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 ie:SPJ1D1 i(SP INDICATES SPECIAL JOIST)
I.Steel Column
Description: SC1
Code References
Calculations per AISC 360-10, IBC 2015,CBC 2016,ASCE 7-10
Load Combinations Used:ASCE 7-10
General Information
Steel Section Name : HSS3-1/2x3-112x5/16 Overall Column Height -13.5 ft
Analysis Method: Allowable Strength Top&Bottom Fixity Top&Bottom Pinned
Steel Stress Grade Brace condition for deflection(buckling)along columns
Fy:Steel Yield 36.0 ksi X-X(width)axis:
E:Elastic Bending Modulus 19,000.0 ksi Fully braced against buckling along X-X Axis
Y-Y(depth)axis: -
Fully braced against buckling along Y-Y Axis
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Column self weight included: 171.450 Ibs*Dead Load Factor
AXIAL LOADS...
Axial Load at 13.50 ft, D=39.734,L=24.486 k
DESIGN SUMMARY
Bending&Shear Check Results
PASS Max.Axial+Bending Stress Ratio = 0.8486 :1 Maximum Load Reactions..
Load Combination +D+L+H Top along X-X 0.0 k
Location of max.above base 0.0 ft Bottom along X-X 0.0 k
At maximum location values are... Top along Y-Y 0.0 k
Pa:Axial 64.391 k Bottom along Y Y 0.0 k
Pn/Omega:Allowabl( 75.880 k
Ma-x:Applied 0.0 k-ft Maximum Load Deflections...
Mn-x/Omega:Allowable 7.437 k-ft Along Y-Y 0.0 in at 0.0ft above base
Ma-y:Applied 0.0 k-ft for load combination:
Mn-y/Omega:Allowable 7.437 k-ft Along X X 0.0 in at 0.0ft above base
for load combination
PASS Maximum Shear Stress Ratio 0.0 :1
Load Combination
Location of max.above base 0.0 ft
At maximum location values are...
Va:Applied 0.0 k
Vn/Omega:Allowable 0.0 k
Load Combination Results
Maximum Axial+Bending Stress Ratios Maximum Shear Ratios
Load Combination Stress Ratio Status Location Stress Ratio Status Location
+D+H 0.526 PASS 0.00 ft 0.000 PASS 0.00 ft
+D+L+H 0.849 PASS 0.00 ft 0.000 PASS 0.00 ft
+D+Lr+H 0.526 PASS 0.00 ft 0.000 PASS 0.00 ft
+D+S+H 0.526 PASS 0.00 ft 0.000 PASS 0.00 ft
+D+0.750Lr+0.750L+H 0.768 PASS 0.00 ft 0.000 PASS 0.00 ft
+D+0.750L+0.750S+H 0.768 PASS 0.00 ft 0.000 PASS 0.00 ft
+D+0.60W+H 0.526 PASS 0.00 ft 0.000 PASS 0.00 ft
+D+0.70E+H 0.526. PASS 0.00 ft 0.000 PASS 0.00 ft
+D+0.750Lr+0.750L+0.450W+H 0.768 PASS 0.00 ft 0.000 PASS 0.00 ft
+D+0.750L+0.750S+0.450W+H 0.768 PASS 0.00 ft 0.000 PASS 0.00 ft
+D+0.750L+0.750S+0.5250E+H 0.768 PASS 0.00 ft 0.000 PASS 0.00 ft
+0.60D+0.60W+0.60H 0.316 PASS 0.00 ft 0.000 PASS 0.00 ft
+0.60D+0.70E+0.60H 0.316 PASS 0.00 ft 0.000 PASS 0.00 ft
Maximum Reactions Note:Only non-zero reactions are listed.
Axial Reaction X X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments
Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top
+D+H 39.905
Steel Column
Description: SC1
Maximum Reactions Note:Only non-zero reactions are listed.
Axial Reaction X X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments
Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top
+D+L+H 64.391
+D+Lr+H 39.905
+D+S+H 39.905
+D+0.750Lr+0.750L+H 58.270
+D+0.750L+0.750S+H 58.270
+D+0.60W+H 39.905
+D+0.70E+H 39.905
+D+0.750Lr+0.750L+0.450W+H 58.270
+D+0.750L+0.750S+0.450W+H 58.270
+D+0.750L+0.750S+0.5250E+H 58.270
+0.60D+0.60W+0.60H 23.943
+0.60D+0.70E+0.60H 23.943
D Only 39.905
Lr Only
L Only 24A86
S Only
W Only
E Only
H Only
Extreme Reactions
Axial Reaction X X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments
Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @Base @Top
Axial @ Base Maximum 64.391
" Minimum
Reaction, X-X Axis Base Maximum 39.905
Minimum 39.905
Reaction, Y-Y Axis Base Maximum 39.905
Minimum 39.905
Reaction, X-X Axis Top Maximum 39.905
Minimum 39.905
Reaction, Y-Y Axis Top Maximum 39.905
1. Minimum 39.905
Moment, X-X Axis Base Maximum 39.905
Minimum 39.905
Moment, Y-Y Axis Base Maximum 39.905
I. Minimum 39.905
Moment, X-X Axis Top Maximum 39.905
Minimum 39.905
Moment, Y-Y Axis Top Maximum 39.905
Minimum 39.905
Maximum Deflections for Load Combinations
Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance
+D+H 0.0000 in 0.000 It 0.000 in 0.000 It
+D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft
+D+Lr+H 0.0000 in 0.000 It 0.000 in 0.000 It
+D+S+H 0.0000 in 0.000 It 0.000 in 0.000 It
+D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 It
+D+0.750L+0.750S+H 0.0000 in 0.000 It 0.000 in 0.000 ft
+D+0.60W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft
+D+0.70E+H 0.0000 in 0.000 It 0.000 in 0.000 It
+D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 It
+D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 It 0.000 in 0.000 It
+D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 It 0.000 in 0.000 It
+0.60D+0.60W+0.60H 0.0000 in 0.000 It 0.000 in 0.000 ft
+0.60D+0.70E+0.60H 0.0000 in 0.000 It 0.000 in 0.000 It
D Only 0.0000 in 0.000 It 0.000 in 0.000 It
Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 It
Steel Column
011UNI j
Description: SC1
Maximum Deflections for Load Combinations
Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance
L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft
S Only 0.0000 in 0.000 ft 0.000 in 0.000 It
W Only 0.0000 in 0.000 ft 0.000 in 0.000 ft
E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft
H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft
+D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft
+D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 It
+D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft
+D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft
+D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft
+D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft
+D+0.60W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft
+D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft
+D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft
+D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 It 0.000 in 0.000 ft
+D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft
+O.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft
+0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft
D Only - 0.0000 in 0.000 ft 0.000 in 0.000 ft
Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft
L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft
S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft
W Only 0.0000 in - 0.000 ft 0.000 in 0.000 ft
E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft
H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft
Steel Section Properties : HSS3-1/2x3-1/2x5/16
Depth = 3.500 in I xx = 5.84 in^4 J = 9.890 in14
Design Thick = 0.291 in S xx = 3.34 in13
Width = 3.500 in R xx = 1.290 in
Wall Thick = 0.313 in Zx = 4.140 in^3
Area = 3.520 1n^2 Iyy = - 5.840 in14 C = 5.900in13
Weight = 12.700 plf S yy = 3.340 in^3
R yy = 1.290 in
Ycg = 0.000 in
[steel column .
m.
Description: ` . . : ., . e . . . . . . . .
Sketches
| x
| ' z �od1 } .
2 - -
w
. �
�
� u
i .
[ 3�on
Steel Beam
Description: B-1
CODE REFERENCES
Calculations per AISC 360-10,IBC 2015,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 0.838 L 0.75
° .7p3
77 6 a e
a a 372�
a .
W14z43
Span=6.333 ft
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Uniform Load: D=0.4720, L=0.290 k/ft, Tributary Width=1.0 ft
Uniform Load: D=0.550 k/ft, Tributary Width=1.0 ft
Uniform Load : D=0.3230, L=0.2250 k/ft, Tributary Width=1.0 ft
Uniform Load: D=0.6380. L=0.750 k/ft, Tributary Width=1.0 ft
Uniform Load : D=0.6380, L=0.750 k/ft, Tributary Width=1.0 ft
DESIGN SUMMARY .- o
_.... _._...__.._...__..-......_...._.._............__.-.._.....---....._....._........_..__..._...................._...._...._-.-__._...._.__._...._...._-_ ...._.....---_ --._.._........--.... --.__.. _-
Maximum Bending Stress Ratio = 0.134:1 Maximum Shear Stress Ratio= 0.176:1
Section used for this span W14x43 Section used for this span W14x43
Ma:Applied 23.242 k-ft Va:Applied 14.680 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 3.167ft 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 0.006 in Ratio= 12,875>=360
Max Upward Transient Deflection 0.006 in Ratio= 12,875>=360
Max Downward Total Deflection 0.014 in Ratio= 5596>=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
+D+H
Dsgn.L= 6.33 ft 1 0.076 0.099 13.14 13.14 290.00 173.65 1.00 1.00 8.30 125.36 83.57
+D+L+H
Dsgn.L= 6.33 ft 1 0.134 0.176 23.24 23.24 290.00 173.65 1.00 1.00 14.68 125.36 83.57
+D+Lr+H
Dsgn.L= 6.33 ft 1 0.076 0.099 13.14 13.14 290.00 173.65 1.00 1.00 8.30 125.36 83.57
+D+S+H
Dsgn.L= 6.33 ft 1 0.076 0.099 13.14 13.14-- 290.00 173.65 1.00 1.00 8.30 125.36 83.57
+D+0.750Lr+0.750L+H
Dsgn.L= 6.33 ft 1 0.119 0.157 20.72 20.72 290.00 173.65 1.00 1.00 13.08 125.36 83.57
+D+0.750L+0.750S+H
Dsgn.L= 6.33 It 1 0.119 0.157 20.72 20.72 290.00 173.65 1.00 1.00 13.08 125.36 83.57
+D+0.60W+H
Steel Beam
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 Mnx1Omega Cb Rm Va Max Vnxvnxiomega
Dsgn.L= 6.33 ft 1 0.076 0.099 13.14 13.14 290.00 173.65 1.00 1.00 8.30 125.36 83.57
+D+0.70E+H
Dsgn.L= 6.33 ft 1 0.076 0.099 13.14 13.14 290.00 173.65 1.00 1.00 8.30 125.36 83.57
+D+0.750Lr+0.750L+0.450W+H
Dsgn.L= 6.33 ft 1 0.119 0.157 20.72 20.72 290.00 173.65 1.00 1.00 13.08 125.36 83.57
+D+0.750L+0.750S+0.450W+H
Dsgn.L= 6.33 ft 1 0.119 0.157 20.72 20.72 290.00 173.65 1.00 1.00 13.08 125.36 83.57
+D+0.750L+0.750S+0.5250E+H
Dsgn.L= 6.33 ft 1 0.119 0.157 20.72 20.72 290.00 173.65 1.00 1.00 13.08 125.36 83.57
+0.60D+0.60W+0.60H
Dsgn.L= 6.33 ft 1 0.045 0.060 7.88 7.88 290.00 173.65 1.00 1.00 4.98 125.36 83.57
+0.60D+0.70E+0.60H
Dsgn.L= 6.33 ft 1 0.045 0.060 7.88 7.88 290.00 173.65 1.00 1.00 4.98 125.36 83.57
Overall Maximum Deflections
Load Combination Span Max.'V'Defl Location in Span Load Combination Max.'Y'Defl Location in Span
+D+L+H 1 0.0136 3.185 0.0000 0.000
Vertical Reactions Support notation:Far left is#' Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 14.680 14.680
Overall MINimum 4.980 4.980
+D+H 8.299 8.299
+D+L+H 14.680 14.680
+D+Lr+H 8.299 8.299
+D+S+H 8.299 8.299
+D+0.750Lr+0.750L+H 13.085 13.085
+D+0.750L+0.750S+H 13.085 13.085
+D+0.60W+H 8.299 8.299
+D+0.70E+H 8.299 8.299
+D+0.750Lr+0.750L+0.450W+H 13.085 13.085
+D+0.750L+0.750S+0.450W+H 13.085 13.085
+D+0.750L+0.750S+0.5250E+H 13.085 13.085
+0.60D+0.60W+0.60H 4.980 4.980
+0.60D+0.70E+0.60H 4.980 4.980
D Only 8.299 8.299
Lr Only
L Only 6.380 6.380
S Only
W Only
E Only
H Only
Steel Beam
Description: B-2
CODE REFERENCES
Calculations per AISC 360-10,IBC 2015,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
DL8451 L(0.45
D(0.0657 Lf0.04)
Diu
.428 L O.5 'a
D 0.2971 V0.35)
Q9�'ut���)
• D 0.1 L 0.08
W14x99 CA
Span=28.333 It
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Load(s)for Span Number 1
Point Load: D=9.091, L=6.380 k @ 14.0 ft,(B-1)
Uniform Load : D=0.130, L=0.080 k/ft, Tributary Width=1.0 ft, (SLAB 2)
Uniform Load: D=0.2970, L=0.350 k/ft,Extent=0.0->>14.0 ft, Tributary Width=1.0 ft,(2ND FLR BAL)
Uniform Load: D=0.550 k/ft, Extent=0.0->>14.0 ft, Tributary Width=1.0 ft,(2ND FLR WALL)
Uniform Load: D=0.4250, L=0.50 k/ft,Extent=0.0->>14.0 ft, Tributary Width=1.0 ft,(3RD FLR BAL)
Uniform Load: D=0.0650, L=0.040 k/ft,Extent=0.0->> 14.0 ft, Tributary Width=1.0 ft,(SLAB 18)
Uniform Load: D=0.550 k/ft, Extent=0.0->>14.0 ft, Tributary Width=1.0 ft,(3RD FLR WALL)
Uniform Load: D=0.6450, L=0.450 k/ft,Extent=0.0->>14.0 ft, Tributary Width=1.0 ft,(ROOF)
Point Load: D=7.026, L=5.347 k @ 14.0 ft,(B-8)
DESIGN SUMMARY
.......... -.;- ..__._........._..._._. .....-:--............._................_........_.-_-_..._.................._..---_....._....._.............._..--.----.....__..._........._...._._.__....____.........._.........._........._...._.._..._._.._....__ ------...-_............._-_:
Maximum BendingStress Ratio 0.955: 1 Maximum Shear Stress Ratio= 0.420 : 1
Section used for this span W14x99 Section used for this span W14x99
Ma:Applied 410.159 k-ft Va:Applied 57.876 k
Mn/Omega:Allowable 429.450 k-ft Vn/Omega:Allowable 137.740 k
Load Combination +D+L+H Load Combination +D+L+H
Location of maximum on span 13.924ft 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 0.634 in Ratio= 535>=360
Max Upward Transient Deflection 0.634 in Ratio= 535>=360
Max Downward Total Deflection 1.670 in Ratio= 204>=180
Max Upward Total Deflection 0.000 in Ratio= 0<180
.... __.__...........................___._....._................__._........-...................___.._.__._...........................__......._....._...._................_....___ --......._._.__....................................
Maximum Forces &Stresses for Load Combinations
Steel Beam
Description: B-2
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
Dsgn.L= 28.33 ft 1 0.589 0.266 252.78 252.78 717.18 429.45 1.00 1.00 36.69 206.61 137.74
+D+L+H
Dsgn.L= 28.33 ft 1 0.955 0.420 410.16 410.16 717.18 429.45 1.00 1.00 57.88 206.61 137.74
+D+Lr+H
Dsgn.L= 28.33 ft 1 0.589 0.266 _252.78 252.78 717.18 429.45 1.00 1.00 36.69 206.61 137.74
+D+S+H
Dsgn.L= 28.33 ft 1 0.589 0.266 252.78 252.78 717.18 429.45 1.00 1.00 36.69 206.61 137.74
+D+0.750Lr+0.750L+H
Dsgn.L=- 28.33 ft 1 0.863 0.382 370.81 370.81 717.18 429.45 1.00 1.00 52.58 206.61 137.74
+D+0.750L+0.750S+H
Dsgn.L= 28.33 ft 1 0.863 0.382 370.81 370.81 717.1 B 429.45 1.00 1.00 52.58 206.61 137.74
+D+0.60W+H
Dsgn.L= 28.33 ft 1 0.589 0.266 252.78 252.78 717.18 429.45 1.00 1.00 36.69 206.61 137.74
+D+0.70E+H
Dsgn.L= 28.33 ft 1 0.589 0.266 252.78 252.78 717.18 429.45 1.00 1.00 36.69 206.61 137.74
+D+0.750Lr+0.750L+0.450W+H
Dsgn.L= 28.33 ft 1 0.863 0.382 370.81 370.81 717.18 429.45 1.00 1.00 52.58 206.61 137.74
+D+0.750L+0.750S+0.450W+H
Dsgn.L= 28.33 ft 1 0.863 0.382 370.81 370.81 717.18 429.45 1.00 1.00 52.58 206.61 137.74
+D+0.750L+0.750S+0.5250E+H
Dsgn.L= 28.33 ft 1 0.863 0.382 370.81 370.81 717.18 429.45 1.00 1.00 52.58 206.61 137.74
+0.60D+0.60W+0.60H
Dsgn.L= 28.33 ft 1 0.353 0.160 151.67 151.67 717.18 429.45 1.00 1.00 22.01 206.61 137.74
+0.60D+0.70E+0.60H
Dsgn.L= 28.33 ft 1 0.353 0.160 151.67 151.67 717.18 429.45 1.00 1.00 22.01 206.61 137.74
Overall Maximum Deflections
Load Combination Span Max.""Deti Location in Span Load Combination Max."+"Defl Location in Span
+D+L+H 1 1.6700 13.600 0.0000 0.000
Vertical Reactions Support notation:Far left is#' Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 57.876 30.126
Overall MINimum 21.191 11.138
+D+H 36.685 18.563
+D+L+H 57.876 30.126
+D+Lr+H 36.685 18.563
+D+S+H 36.685 18.563
+D+0.750Lr+0.750L+H 52.578 27.235
+D+0.750L+0.750S+H 52.578 27.235
+D+0.60W+H 36.685 18.563
+D+0.70E+H 36.685 18.563
+D+0.750Lr+0.750L+0.450W+H 52.578 27.235
+D+0.750L+0.750S+0.450W+H 52.578 27.235
+D+0.750L+0.750S+0.5250E+H 52.578 27.235
+0.60D+0.60W+0.60H 22.011 11.138
+0.60D+0.70E+0.60H 22.011 11.138
D Only 36.685 18.563
Lr Only
L Only 21.191 11.563
S Only
W Only
E Only
H Only
Steel Beam
;7W k
Description: B-3
CODE REFERENCES
Calculations per AISC 360-10,IBC 2015,ASCE 7-10
Load Combination Set:ASCE 7-10
Material Properties
Analysis Method%liowable 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
D0.902)L(1.243)
D 1.885 L 1.16 i
D 1.089 L 0.67
W 14x30
-Span=18.0 ft
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Load for Span Number 1
Uniform Load : D=1.089, L=0.670 k/ft, Extent=0.0-»13.667 ft, Tributary Width=1.0 ft
Uniform Load : D=1.885, L=1.160 k/ft, Extent=13.667->>18.0 ft, Tributary Width=1.0 ft
Point Load: D=1.902, L=1.243 k @ 13.667 ft, (B-7)
DESIGN SUMMARY _
Maximum Bending Stress Ratio 0.717:1 Maximum Shear Stress Ftatio= 0.310 :1
Section used for this span W14x30 Section used for this span W14x30
Ma:Applied 84.669 k-ft Va:Applied 23.120 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 9.823ft 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 0.227 in Ratio= 949>=360
Max Upward Transient Deflection 0.227 in Ratio= 949>=360
Max Downward Total Deflection 0.596 in Ratio= 363>=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
+D+H
Dsgn.L= 18.00 ft 1 0.443 0.192 52.31 52.31 197.08 118.01 1.00 1.00 14.28 111.78 74.52
+D+L+H
Dsgn.L= 18.00 ft 1 0.717 0.310 84.67 64.67 197.08 118.01 1.00 1.00 23.12 111.78 74.52
+D+Lr+H
Dsgn.L= 18.00 ft 1 0.443 0.192 52.31 52.31 197.08 118.01 1.00 1.00 14.28 111.78 74.52
+D+S+H
Dsgn.L= 18.00 ft 1 0.443 0.192 52.31 52.31 197.08 118.01 1.00 1.00 14.28 111.78 74.52
+D+0.750Lr+0.750L+H
Dsgn.L= 18.00 ft 1 0.649 0.281 76.58 76.58 197.08 118.01 1.00 1.00 20.91 111.78 74.52
+D+0.750L+0.750S+H
Dsgn.L= 18.00 ft 1 0.649 0.281 76.58 76.58 197.08 118.01 1.00 1.00 20.91 111.78 74.52
+D+0.60W+H -
Dsgn.L= 18.00 ft 1 0.443 0.192 52.31 52.31 197.08 118.01 1.00 1.00 14.28 111.78 74.52
+D+0.70E+H
Dsgn.L= 18.00 ft 1 0.443 0.192 52.31 52.31 197.08 118.01 1.00 1.00 14.28 111.78 74.52
+D+0.750Lr+0.750L+0.450W+H
Steel Beam
Description: B-3
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= 18.00 It 1 0.649 0.281 76.58 76.58 197.08 118.01 1.00 1.00 20.91 111.78 74.52
+D+0.750L+0.750S+0.450W+H
Dsgn.L= 18.00 ft 1 0.649 0.281 76.58 76.58 197.08 118.01 1.00-1.00 20.91 111.78 74.52
+D+0.750L+0.750S+0.5250E+H
Dsgn.L= 18.00 ft 1 0.649 0.281 76.58 76.58 197.08 118.01 1.00 1.00 20.91 111.78 74.52
+0.60D+0.60W+0.60H
Dsgn.L= 18.00 ft 1 0.266 0.115 31.39 31.39 197.08 118.01 1.00 1.00 8.57 111.78 74.52
+0.60D+0.70E+0.60H
Dsgn.L= 18.00 ft 1 0.266 0.115 31.39 31.39 197.08 118.01 1.00 1.00 8.57 111.78 74.52
Overall Maximum Deflections
Load Combination Span Max.'!-"Dell Location in Span Load Combination Max."+"Dell Location in Span
+D+L+H 1 0.5955 9.206 0.0000 0.000
Vertical Reactions Support notation:Far left is#' Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 17.259 23.120
Overall MINimum 6.404 8.567
+D+H 10.674 14.279
+D+L+H 17.259 23.120
+D+Lr+H 10.674 14.279
+D+S+H 10.674 14.279
+D+0.750Lr+0.750L+H 15.613 20.910
+D+0.750L+0.750S+H 15.613 20.910
+D+0.60W+H 10.674 14.279
+D+0.70E+H 10.674 14.279
+D+0.750Lr+0.750L+0.450W+H 15.613 20.910
+D+0.750L+0.750S+0.450W+H 15.613 20.910
+D+0.750L+0.750S+0.5250E+H 15.613 20.910
+0.60D+0.60W+0.60H 6.404 8.567
+0.60D+0.70E+0.60H 6.404 8.567
D Only 10.674 14.279
Lr Only
L Only 6.585 8.841
S Only
W Only
E Only
H Only
Steel Beam
Description: B-4
CODE REFERENCES
Calculations per AISC 360-10,IBC 2015,ASCE 7-10
Load Combination Set:ASCE 7-10
Material Properties
Analysis MethoiAllowable 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(1.885a L 1.16
13(1.43)1_(0.88) b b b e
CSC W14x30
Span=11.50 R
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Load for Span Number 1
Uniform Load : D=1.430, L=0.880 k/ft, Extent=0.0->>5.50 ft, Tributary Width=1.0 ft
Uniform Load : D=1.885, L=1.160 k/ft, Extent=5.50-» 11.50 ft, Tributary Width=1.0 ft
DESIGN SUMMARY •
- ._..._-_.:._ ........._...................._.._.._..._...__....._....._....._.........-
Maximum Bending
_......_Stress Ratio 0.381:1 Maximum Shear Stress Ratio= 0.222: 1
Section used for this span W14x30 Section used for this span W14x30
Ma:Applied 44.932 k-ft Va:Applied 16.542 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 6.079ft Location of maximum on span 11.500 ft
Span#where maximum occurs Span#1 Span#where maximum occurs Span#1
Maximum Deflection
Max Downward Transient Deflection 0.048 in Ratio= 2,860>=360
Max Upward Transient Deflection 0.048 in Ratio= 2,860>=360
Max Downward Total Deflection 0.127 in Ratio= 1090>=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
+D+H
Dsgn.L= 11.50 ft 1 0.236 0.137 27.82 27.82 197.08 118.01 1.00 1.00 10.24 111.78 74.52
+D+L+H
Dsgn.L= 11.50 ft 1 0.381 0.222 44.93 44.93 197.08 118.01 1.00 1.00 16.54 111.78 74.52
+D+Lr+H
Dsgn.L= 11.50 ft 1 0.236 0.137 27.82 27.82 197.08 118.01 1.00 1.00 10.24 111.78 74.52
+D+S+H
Dsgn.L= 11.50 ft 1 0.236 0.137 27.82 27.82 197.08 118.01 1.00 1.00 10.24 111.78 74.52
+D+0.750Lr+0.750L+H
Dsgn.L= 11.50 It 1 0.344 0.201 40.65 40.65 197.08 118.01 1.00 1.00 14.97 111.78 74.52
+D+0.750L+0.750S+H
Dsgn.L= 11.50 ft 1 0.344 0.201 40.65 40.65 197.08 118.01 1.00 1.00 14.97 111.78 74.52
+D+0.60W+H
Dsgn.L= 11.50 ft 1 0.236 0.137 27.82 27.82 197.08 118.01 1.00 1.00 10.24 111.78 74.52
+D+0.70E+H
Dsgn.L= 11.50 ft 1 0.236 0.137 27.82 27.82 197.08 118.01 1.00 1.00 10.24 111.78 74.52
+D+0.750Lr+0.750L+0.450W+H
Dsgn.L= 11.50 ft 1 0.344 0.201 40.65 40.65 197.08 118.01 1.00 1.00 14.97 111.78 74.52
+D+0.750L+0.750S+0.450W+H
Dsgn.L= 11.50 ft 1 0.344 0.201 40.65 40.65 197.08 118.01 1.00 1.00 14.97 111.78 74.52
Steel Beam
Description: B-4
Load Combination
Max Stress Ratios Summaryof Moment Values Summary of Shear Values
ry
Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega
+D+0.750L+0.750S+0.5250E+H
Dsgn.L= 11.50 ft 1 0.344 0.201 40.65 40.65 197.08 118.01 1.00 1.00 14.97 111.78 74.52
+0.60D+0.60W+0.60H
Dsgn.L= 11.50 ft 1 0.141 0.082 16.69 16.69 197.08 118.01 1.00 1.00 6.14 111.78 74.52
+0.60D+0.70E+0.60H
Dsgn.L= 11.50 It 1 0.141 0.082 16.69 16.69 197.08 118.01 1.00 1.00 6.14 111.78 74.52
Overall Maximum Deflections
Load Combination Span Max."--"Dell Location in Span Load Combination Max."+"Defl Location in Span
+D+L+H 1 0.1266 5.816 0.0000 0.000
Vertical Reactions Support notation:Far left is#' Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 14.433 16.542
Overall MINimum 5.361 6.144
+D+H 8.935 10.240
+D+L+H 14.433 16.542
+D+Lr+H 8.935 10.240
+D+S+H 8.935 10.240
+D+0.750Lr+0.750L+H 13.058 14.967
+D+0.750L+0.750S+H 13.058 14.967
+D+0.60W+H 8.935 10.240
+D+0.70E+H 8.935 10.240
+D+0.750Lr+0.750L+0.450W+H 13.058 14.967
+D+0.750L+0.750S+0.450W+H 13.058 14.967
+D+0.750L+0.750S+0.5250E+H 13.058 14.967
+0.60D+0.60W+0.60H 5.361 6.144
+0.60D+0.70E+0.60H 5.361 6.144
D Only 8.935 10.240
Lr Only
L Only 5.498 6.302
S Only
W Only
E Only
H Only
I
I
Steel Beam
Description: B-5 s
CODE REFERENCES
Calculations per AISC 360-10,IBC 2015,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(1.885)L(1.16)
E!Ei
W14x30
rrrrrrrrmrrrr��� •'�-
Span=11.50 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=1.885, L=1.160 k/ft, Tributary Width=1.0 ft
DESIGN SUMMARY
..........- _,._...._-............._1....................--_...............__......_....._..............................-.___-__................._...----_..........................._.......--- _........__....__..........
Maximum BendingStress Ratio 0.427:1 Maximum Shear Stress Ratio= 0.235:1
Section used for this span W14x30 Section used for this span W14x30
Ma:Applied 50.338 k-ft Va:Applied 17.509 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 5.750ft 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 0.054-in Ratio= 2,539>=360
Max Upward Transient Deflection 0.054 in Ratio= 2,539>=360
Max Downward Total Deflection 0.143 in Ratio= 967>=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
+D+H
Dsgn.L= 11.50 ft 1 0.264 0.145 31.16 31.16 197.08 118.01 1.00 1.00 10.84 111.78 74.52
+D+L+H
Dsgn.L= 11.50 ft 1 0.427 0.235 50.34 50.34 197.08 118.01 1.00 1.00 17.51 111.78 74.52
+D+Lr+H
Dsgn.L= 11.50 ft 1 0.264 0.145 31.16 31.16 197.08 118.01 1.00 1.00 10.84 111.78 74.52
+D+S+H
Dsgn.L= 11.50 ft 1 0.264 0.145 31.16 31.16 197.08 118.01 1.00 1.00 10.84 111.78 74.52
+D+0.750Lr+0.750L+H
Dsgn.L= 11.50 ft 1 0.386 0.213 45.54 45.54 197.08 118.01 1.00 1.00 15.84 111.78 74.52
+D+0.750L+0.750S+H
Dsgn.L= 11.50 ft 1 0.386 0.213 45.54 45.54 197.08 118.01 1.00 1.00 15.84 111.78 74.52
i +D+0.60W+H
Dsgn.L= 11.50 ft 1 0.264 0.145 31.16 31.16 197.08 118.01 1.00 1.00 10.84 111.78 74.52
+D+0.70E+H
Dsgn.L= 11.50 ft 1 0.264 0.145 31.16 31.16 197.08 118.01 1.00 1.00 10.84 111.78 74.52
+D+0.750Lr+0.750L+0.450W+H
Dsgn.L= 11.50 It 1 0.386 0.213 45.54 45.54 197.08 118.01 1.00 1.00 15.84 111.78 74.52
+D+0.750L+0.750S+0.450W+H
Dsgn.L= 11.50 It 1 0.386 0.213 45.54 45.54 197.08 118.01 1.00 1.00 15.84 111.78 74.52
+D+0.750L+0.750S+0.5250E+H
Dsgn.L= 11.50 ft 1 0.386 0.213 45.54 45.54 197.08 118.01 1.00 1.00 15.84 111.78 74.52
+0.60D+0.60W+0.60H
Dsgn.L= 11.50 It 1 0.158 0.087 18.70 18.70 197.08 118.01 1.00 1.00 6.50 111.78 74.52
i
Steel Beam
Description: B-5
Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values
Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx1Omega Cb Rm Va Max VnxVnx/Omega
+0.60D+0.70E+0.60H
Dsgn.L= 11.50 ft 1 0.158 0.087 18.70 18.70 197.08 118.01 1.00 1.00 6.50 111.78 74.52
Overall Maximum Deflections
Load Combination Span Max.'-"Defl Location in Span Load Combination Max."+"Defl Location in Span
+D+L+H 1 0.1426 5.783 0.0000 0.000
Vertical Reactions Support notation:Far left is#' Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 17.509 17.509
Overall MINimum 6.503 6.503
+D+H 10.839 10.839
+D+L+H 17.509 17.509
+D+Lr+H 10.839 10.839
+D+S+H 10.839 10.839
+D+0.750Lr+0.750L+H 15.841 15.841
+D+0.750L+0.750S+H 15.841 15.841
+D+0.60W+H 10.839 10.839
+D+0.70E+H 10.839 10.839
+D+0.750Lr+0.750L+0.450W+H 15.841 15.841
+D+0.750L+0.750S+0.450W+H 15.841 15.841
+D+0.750L+0.750S+0.5250E+H 15.841 15.841
+0.60D+0.60W+0.60H 6.503 6.503
+0.60D+0.70E+0.60H 6.503 6.503
D Only 10.839 10.839
Lr Only
L Only 6.670 6.670
S Only
W Only
E Only
H Only
Steel Beam
LLUMM;ITMU!
Description: B-6
CODE REFERENCES
Calculations per AISC 360-10, IBC 2015,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(0.13)L(0.06)
0
W14x22
Span=12.667 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
DESIGN SUMMARY
_... -- ---.-........-......_...._..._.....__....._.........................._._._..............._.....-._._----____.................
Maximum Bending Stress Ratio = 0.051:1 Maximum Shear Stress Ratio_.= 0.021 : 1
Section used for this span W14x22 Section used for this span W14x22
Ma:Applied 4.212 k-ft Va:Applied 1.330 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 6.334ft 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 0.008 in Ratio= 18,843>=360
Max Upward Transient Deflection 0.008 in Ratio= 18,843>=360
Max Downward Total Deflection 0.021 in Ratio= 7178>=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
+D+H
Dsgn.L= 12.67 ft 1 0.031 0.013 2.61 2.61 138.33 82.83 1.00 1.00 0.82 94.53 63.02
+D+L+H
Dsgn.L= 12.67 ft 1 0.051 0.021 4.21 4.21 138.33 82.83 1.00 1.00 1.33 94.53 63.02
+D+Lr+H
Dsgn.L= 12.67 ft 1 0.031 0.013 2.61 2.61 138.33 82.83 1.00 1.00 0.82 94.53 63.02
+D+S+H
Dsgn.L= 12.67 ft 1 0.031 0.013 2.61 2.61 138.33 82.83 1.00 1.00 0.82 94.53 63.02
+D+0.750Lr+0.750L+H
Dsgn.L= 12.67 ft 1 0.046 0.019 3.81 3.81 138.33 82.83 1.00 1.00 1.20 94.53 63.02
+D+0.750L+0.750S+H
Dsgn.L= 12.67 ft 1 0.046 0.019 3.81 3.81 138.33 82.83 1.00 1.00 1.20 94.53 63.02
+D+0.60W+H
Dsgn:L= 12.67 ft 1 0.031 0.013 2.61 2.61 138.33 82.83 1.00 1.00 0.82 94.53 63.02
+D+0.70E+H
Dsgn.L= 12.67 ft 1 0.031 0.013 2.61 2.61 138.33 82.83 1.00 1.00 0.82 94.53 63.02
+D+0.750Lr+0.750L+0.450W+H
Dsgn.L= 12.67 ft 1 0.046 0.019 3.81 3.81 138.33 82.83 1.00 1.00 1.20 94.53 63.02
+D+0.750L+0.750S+0.450W+H
Dsgn.L= 12.67 ft 1 0.046 0.019 3.81 3.81 138.33 82.83 1.00 1.00 1.20 94.53 63.02
+D+0.750L+0.750S+0.5250E+H
Dsgn.L= 12.67 ft 1 0.046 0.019 3.81 3.81 138.33 82.83 1.00 1.00 1.20 94.53 63.02
+0.60D+0.60W+0.60H
Dsgn.L= 12.67 ft 1 0.019 0.008 1.56 1.56 138.33 82.83 1.00 1.00 0.49 94.53 63.02
Steel Beam y
• INN
Description: B-6
Load Combination Max Stress Ratios Summary Summa of Moment Values Summary of Shear Values
Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx1Omega Cb Rm Va Max VnxVnx/Omega
+0.60D+0.70E+0.60H
Dsgn.L= 12.67 ft 1 0.019 0.008 1.56 1.56 138.33 82.83 1.00 1.00 0.49 94.53 63.02
Overall Maximum Deflections
Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span
+D+L+H 1 0.0212 6.370 - 0.0000 0.000
Vertical Reactions Support notation:Far left is#' Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 1.330 1.330
Overall MINimum 0.494 0.494
+D+H 0.823 0.823
+D+L+H 1.330 1.330
+D+Lr+H 0.823 0.823
+D+S+H 0.823 0.823
+D+0.750Lr+0.750L+H 1.203 1.203
+D+0.750L+0.750S+H 1.203 1.203
+D+0.60W+H 0.823 0.823
+D+0.70E+H 0.823 0.823
+D+0.750Lr+0.750L+0.450W+H 1.203 1.203
+D+0.750L+0.750S+0.450W+H 1.203 1.203
+D+0.750L+0.750S+0.5250E+H 1.203 1.203
+0.60D+0.60W+0.60H 0.494 0.494
+0.60D+0.70E+0.60H 0.494 0.494
D Only 0.823 0.823
Lr Only
L Only 0.507 0.507
S Only
W Only-
E Only
H Only
it
Steel Beam
Description: B-7
CODE REFERENCES
Calculations per AISC 360-10, IBC 2015,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(0.823)L(0.507)
�-a 138
D 0.065 L 0.04
D 0.065 L 0.04
W14x22
i
Span=15.0 ft
v Applied Loads --� ^� Service loads entered.Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Uniform Load : D=0.0650, L=0.040 k/ft, Tributary Width=1.0 ft,(SLAB 13)
Uniform Load : D=0.0650, L=0.040 k/ft,Extent= 11.0- > 15.0 ft, Tributary Width=1.0 ft,(SLAB 10)
Point Load: D=0.8230, L=0.5070 k @ 11.167 ft, (B-6)
Uniform Load : D=1.080, L=0.80 k/ft,Extent=0.0-->>4.0 ft, Tributary Width=1.0 ft, (STAIRS UP)
DESIGN SUMMARY '
-_---•--•__-.-- ._._____._...._.._.............__...._..__.._.._..................__._...._.__-_.............._._.._._..._.__..__._......________..__._.___.._.__.....-----.__...____..._. _
Maximum BendingStress Ratio 0.180:1 Maximum Shear Stress Ratio= 0.122:1
Section used for this span W14x22 Section used for this span W14x22
Ma:Applied 14.937 k-ft Va:Applied 7.701 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 3.900ft 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 0.043 in Ratio= 4,215>=360
Max Upward Transient Deflection 0.043 in Ratio= 4,215>=360
Max Downward Total Deflection 0.105 in Ratio= 1716>=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
+D+H
Dsgn.L= 15.00 ft 1 0.106 0.071 8.75 8.75 138.33 82.83 1.00 1.00 4.48 94.53 63.02
+D+L+H
Dsgn.L= 15.00 ft 1 0.180 0.122 14.94 14.94 138.33 82.83 1.00 1.00 7.70 94.53 63.02
+D+Lr+H
Dsgn.L= 15.00 ft 1 0.106 0.071 8.75 8.75 138.33 82.83 1.00 1.00 4A8 94.53 63.02
+D+S+H
Dsgn.L= 15.00 ft 1 0.106 0.071 8.75 8.75 138.33 82.83 1.00 1.00 4.48 94.53 63.02
+D+0.750Lr+0.750L+H
Dsgn.L= 15.00 ft 1 0.162 0.109 13.39 13.39 138.33 82.83 1.00 1.00 6.89 94.53 63.02
+D+0.750L+0.750S+H
Dsgn.L= 15.00 ft 1 0.162 0.109 13.39 13.39 138.33 82.83 1.00 1.00 6.89 94.53 63.02
+D+0.60W+H
Dsgn.L= 15.00 ft 1 0.106 0.071 8.75 8.75 138.33 82.83 1.00 1.00 4.48 94.53 63.02
+D+0.70E+H
Steel Beam
Description: B-7
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= 15.00 ft 1 0.106 0.071 8.75 8.75 138.33 •82.83 1.00 1.00 4.48 94.53 63.02
+D+0.750Lr+0.750L+0.450W+H
Dsgn.L= 15.00 ft 1 0.162 0.109 13.39 13.39 138.33 82.83 1.00 1.00 6.89 94.53 63.02
+D+0.750L+0.750S+0.450W+H
Dsgn.L= 15.00 ft 1 0.162 0.109 13.39 13.39 138.33 82.83 1.00 1.00 6.89 94.53 63.02
+D+0.750L+0.750S+0.5250E+H
Dsgn.L= 15.00 ft 1 0.162 0.109 13.39 13.39 138.33 82.83 1.00 1.00 6.89 94.53 63.02
+0.60D+0.60W+0.60H
Dsgn.L= 15.00 ft 1 0.063 0.043 5.25 5.25 138.33 82.83 1.00 1.00 2.69 94.53 63.02
+0.60D+0.70E+0.60H
Dsgn.L= 15.00 ft 1 0.063 0.043 5.25 5.25 138.33 82.83 1.00 1.00 2.69 94.53 63.02
Overall Maximum Deflections
Load Combination Span Max.'!-"Defl Location in Span Load Combination Max."+"Defl Location in Span
+D+L+H 1 0.1049 7.114 0.0000 0.000
Vertical Reactions Support notation:Far left is P Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 7.701 3.144
Overall MINimum 2.686 1.141
+D+H 4.476 1.902
+D+L+H 7.701 3.144
+D+Lr+H 4.476 1.902
+D+S+H 4.476 1.902
+D+0.750Lr+0.750L+H 6.895 2.834
+D+0.750L+0.750S+H 6.895 2.834
+D+0.60W+H 4.476 1.902
+D+0.70E+H 4.476 1.902
+D+0.750Lr+0.750L+0.450W+H 6.895 2.834
+D+0.750L+0.750S+0.450W+H 6.895 2.834
+D+0.750L+0.750S+0.5250E+H 6.895 2.834
+0.60D+0.60W+0.60H 2.686 1.141
+0.60D+0.70E+0.60H 2.686 1.141
D Only 4.476 1.902
Lr Only
L Only 3.224 1.243
S Only
W Only
E Only
H Only
Steel Beam
Description: B-8 ~
CODE REFERENCES
Calculations per AISC 360-10,IBC 2015,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
___.._._ _.__._-.__...................._......--.....................
L 0.51
t7o�7LT�s)�
W14x43
Span=10.333 ft
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Uniform Load : D=0.4875, L=0.30 k/ft, Tributary Width=1.0 ft, (3RD FLR)
Uniform Load : D=0.3225, L=0.2250 k/ft, Tributary Width=1.0 ft, (LOW ROOF)
Uniform Load : D=0.550 k/ft, Tributary Width=1.0 ft, (3RD FLR WALL)
Uniform Load : L=0.510 k/ft, Tributary Width=1.0 ft, (ROOF)
DESIGN SUMMARY -
...._........_...-----..__.._..._....._..__._. ....._..._......................_..__......_.._..._..__...._._......__....__._.._....._---..__.................._.....-_-..--- ..._._._.._._..........._.........................._.__.......
-_.__._......._
Maximum Bending Stress Ratio = 0.184:1 Maximum Shear Stress Ratio= 0.148 : 1
Section used for this span W14x43 Section used for this span W14x43
Ma:Applied 31.965 k-ft Va:Applied 12.374 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 5.167ft 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 0.021 in Ratio= 5,770>=360
Max Upward Transient Deflection 0.021 in Ratio= 5,770>=360
Max Downward Total Deflection 0.050 In Ratio= 2494>=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
+D+H
Dsgn.L= 10.30 ft 1 0.105 0.084 18.15 18.15 290.00 173.65 1.00 1.00 7.03 125.36 83.57
Dsgn.L= 0.03 ft 1 0.001 0.084 0.21 0.21 290.00 173.65 1.00 1.00 7.03 125.36 83.57
+D+L+H
Dsgn.L= 10.30 ft 1 0.184 0.148 31.96 31.96 290.00 173.65 1.00 1.00 12.37 125.36 83.57
Dsgn.L= 0.03 ft 1 0.002 0.148 0.36 0.36 290.00 173.65 1.00 1.00 12.37 125.36 83.57
+D+Lr+H
Dsgn.L= 10.30 ft 1 0.105 0.084 18.15 18.15 290.00 173.65 1.00 1.00 7.03 125.36 83.57
Dsgn.L= 0.03 ft 1 0.001 0.084 0.21 0.21 290.00 173.65 1.00 1.00 7.03 125.36 83.57
+D+S+H
Dsgn.L= 10.30 ft 1 0.105 0.084 18.15 18.15 290.00 173.65 1.00 1.00 7.03 125.36 83.57
Dsgn.L= 0.03 ft 1 0.001 0.084 0.21 0.21 290.00 173.65 1.00 1.00 7.03 125.36 83.57
+D+0.750Lr+0.750L+H
Dsgn.L= 10.30 ft 1 0.164 0.132 28.51 28.51 290.00 173.65 1.00 1.00 11.04 125.36 83.57
Dsgn.L= 0.03 ft 1 0.002 0.132 0.32 0.32 290.00 173.65 1.00 1.00 11.04 125.36 83.57
Steel Beam
Description: B-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
+D+0.750L+0.750S+H
Dsgn.L= 10.30 ft 1 0.164 0.132 28.51 28.51 290.00 173.65 1.00 1.00 11.04 125.36 83.57
Dsgn.L= 0.03 ft 1 0.002 0.132 9 0.32 0.32 290.00 173.651.001.00 11.04 125.36 83.57
+D+0.60W+H
Dsgn.L= 10.30 ft 1 0.105 0.084 18.15 18.15 290.00 173.65 1.00 1.00 7.03 125.36 83.57
Dsgn.L= 0.03 ft 1 0.001 0.084 0.21 0.21 290.00 173.65 1.00 1.00 7.03 125.36 83.57
+D+0.70E+H
Dsgn.L= 10.30 ft 1 0.105 0.084 18.15 18.15 290.00 173.65 1.00 1.00 7.03 125.36 83.57
Dsgn.L= 0.03 ft 1 0.001 0.084 0.21 0.21 290.00 173.65 1.00 1.00 7.03 125.36 83.57
+D+0.750Lr+0.750L+0.450W+H
Dsgn.L= 10.30 ft 1 0.164 0.132 28.51 28.51 290.00 173.65 1.00 1.00 11.04 125.36 83.57
Dsgn.L= 0.03 ft 1 0.002 0.132 0.32 0.32 290.00 173.65 1.00 1.00 11.04 125.36 83.57
+D+0.750L+0.750S+0.450W+H
Dsgn.L= 10.30 ft 1 0.164 0.132 28.51 28.51 290.00 173.65 1.00 1.00 11.04 125.36 83.57
Dsgn.L= 0.03 ft 1 0.002 0.132 0.32 0.32 290.00 173.65 1.00 1.00 11.04 125.36 83.57
+D+0.750L+0.750S+0.5250E+H
Dsgn.L= 10.30 ft 1 0.164 0.132 28.51 28.51 290.00 173.65 1.00 1.00 11.04 125.36 83.57
Dsgn.L= 0.03 ft 1 0.002 0.132 0.32 0.32 290.00 173.65 1.00 1.00 11.04 125.36 83.57
+0.60D+0.60W+0.60H
Dsgn.L= 10.30 ft 1 0.063 0.050 10.89 10.89 290.00 173.65 1.00 1.00 4.22 125.36 83.57
Dsgn.L= 0.03 ft 1 0.001 0.050 0.12 0.12 290.00 173.65 1.00 1.00 4.22 125.36 83.57
+0.60D+0.70E+0.60H
Dsgn.L= 10.30 ft 1 0.063 0.050 10.89 10.89 290.00 173.65 1.00 1.00 4.22 125.36 83.57
Dsgn.L= 0.03 ft 1 0.001 0.050 0.12 0.12 290.00 173.65 1.00 1.00 4.22 125.36 83.57
Overall Maximum Deflections
Load Combination Span Max.""Dell Location in Span Load Combination Max."+"Defl Location in Span
+D+L+H 1 0.0497 5.196 0.0000 0.000
Vertical Reactions Support notation:Far left is#' Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 12.374 12.374
Overall MINimum 4.216 4.216
+D+H 7.026 7.026
+D+L+H 12.374 12.374
+D+Lr+H 7.026 7.026
+D+S+H 7.026 7.026
+D+0.750Lr+0.750L+H 11.037 11.037
+D+0.750L+0.750S+H 11.037 11.037
+D+0.60W+H 7.026 7.026
+D+0.70E+H 7.026 7.026
+D+0.750Lr+0.750L+0.450W+H 11.037 11.037
+D+0.750L+0.750S+0.450W+H 11.037 11.037
+D+0.750L+0.750S+0.5250E+H 11.037 11.037
+0.60D+0.60W+0.60H 4.216 4.216
+0.60D+0.70E+0.60H 4.216 4.216
D Only 7.026 7.026
Lr Only
L Only 5.347 5.347
S Only
W Only
E Only
H Only
Steel Beam
Description: B-9
CODE REFERENCES
Calculations per AISC 360-10, IBC 2015,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(0.516 L(0.36
D(7.026)T(5.-347)--a-----D(0 55� r a
D 0.13
W14x48
Span=29.0 ft
Applied Loads �--�- Service loads entered.Load Factors will be applied for calculations.-
Beam self weight NOT internally calculated and added
Load(s)for Span Number 1
Point Load: D=7.026, L=5.347 k @ 14.667 ft, (B-8)
Uniform Load : D=0.130, L=0.080 k/ft, Tributary Width=1.0 ft, (SLAB 19)
Uniform Load : D=0.550 k/ft, Extent=14.333->>29.0 ft, Tributary Width=1.0 ft,(3RD FLR WALL)
Uniform Load : D=0.5160, L=0.360 k/ft,Extent=14.333->>29.0 ft, Tributary Width=1.0 ft,(ROOF)
DESIGN SUMMARY .- •
__- ------- - -.._-- -..._ _ _-
Maximum Bending Stress Ratio = 0.967:1._._.__._-_Maximum_--- Shear._..---Stress--..._Ratio--._-=--.-- 0.266 :1
Section used for this span W14x48 Section used for this span W14x48
Ma:Applied 189.246 k-ft Va:Applied 24.929 k
Mn/Omega:Allowable 195.609 k-ft Vn/Omega:Allowable 93.840 k
Load Combination +D+L+H Load Combination +D+L+H
Location of maximum on span 14.666ft Location of maximum on span 29.000 ft
Span#where maximum occurs Span#1 Span#where maximum occurs Span#1
Maximum Deflection
Max Downward Transient Deflection 0.636 in Ratio= 546>=360
Max Upward Transient Deflection 0.636 in Ratio= 546>=360
Max Downward Total Deflection 1.846 in Ratio= 189>=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 MnxlOmega Cb Rm Va Max VnxVnx/Omega
+D+H
Dsgn.L= 29.00 ft 1 0.626 0.182 122.52 122.52 326.67 195.61 1.00 1.00 17.12 140.76 93.84
+D+L+H
Dsgn.L= 29.00 ft 1 0.967 0.266 189.25 189.25 326.67 195.61 1.00 1.00 24.93 140.76 93.84
+D+Lr+H
Dsgn.L= 29.00 ft 1 0.626 0.182 122.52 122.52 326.67 195.61 1.00 1.00 17.12 140.76 93.84
+D+S+H
Dsgn.L= 29.00 ft 1 0.626 0.182 122.52 122.52 326.67 195.61 1.00 1.00 17.12 140.76 93.84
+D+0.750Lr+0.750L+H
Dsgn.L= 29.00 ft 1 0.882 0.245 172.56 172.56 326.67 195.61 1.00 1.00 22.98 140.76 93.84
+D+0.750L+0.750S+H
Dsgn.L= 29.00 ft 1 0.882 0.245 172.56 172.56 326.67 195.61 1.00 1.00 22.98 140.76 93.84
+D+0.60W+H
Dsgn.L= 29.00 ft 1 0.626 0.182 122.52 122.52 326.67 195.61 1.00 1.00 17.12 140.76 93.84
1
Steel Beam
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 Mnx/Omega Cb Rm Va Max VnxVnx/Omega
+D+0.70E+H
Dsgn.L= 29.00 ft 1 0.626 0.182 122.52 122.52 326.67 195.61 1.00 1.00 17.12 140.76 93.84
+D+0.750Lr+0.750L+0.450W+H
Dsgn.L= 29.00 ft 1 0.882 0.245 172.56 172.56 326.67 195.61 1.00 1.00 22.98 140.76 93.84
+D+0.750L+0.750S+0.450W+H
Dsgn.L= 29.00 ft 1 0.882 0.245 172.56 172.56 326.67 195.61 1.00 1.00 22.98 140.76 93.84
+D+0.750L+0.750S+0.5250E+H
Dsgn.L= 29.00 ft 1 0.882 0.245 172.56 172.56 326.67 195.61 1.00 1.00 22.98 140.76 93.84
+0.60D+0.60W+0.60H
Dsgn.L= 29.00 ft 1 0.376 0.109 73.51 73.51 326.67 195.61 1.00 1.00 10.27 140.76 93.84
+0.60D+0.70E+0.60H
Dsgn.L= 29.00 ft 1 0.376 0.109 73.51 73.51 326.67 195.61 1.00 1.00 10.27 140.76 93.84
Overall Maximum Deflections
Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span
+D+L+H 1 1.8459 15.080 0.0000 0.000
Vertical Reactions Support notation:Far left is#' Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 14.449 24.929
Overall MINimum 5.138 7.809
+D+H 9.311 17.120
+D+L+H 14.449 24.929 -
+D+Lr+H 9.311 17.120
+D+S+H 9.311 17.120
+D+0.750Lr+0.750L+H 13.165 22.977
+D+0.750L+0.750S+H 13.165 22.977
+D+0.60W+H 9.311 17.120
+D+0.70E+H 9.311 17.120
+D+0.750Lr+0.750L+0.450W+H 13.165 22.977
+D+0.750L+0.750S+0.450W+H 13.165 22.977
+D+0.750L+0.750S+0.5250E+H 13.165 22.977
+0.60D+0.60W+0.60H 5.587 10.272
+0.60D+0.70E+0.60H 5.587 10.272
D Only 9.311 17.120
Lr Only
L Only 5.138 7.809
S Only
W Only
E Only
H Only
Steel Beam
Lic.#-:KW.06011297 Licensee:-Aerial Precast Concrete LLCj KW-06011297-
Description : B-10A
CODE REFERENCES
Calculations per A]SC 360-10, IBC 2015,ASCE 7-10
Load Combination Set:ASCE 7-10
Material Properties
Analysis Methodallowable 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(0.6075)L(0.45) 6(9 3$ '-(5.138) -----Df4-W) (3 778)D 0.5038 L 0.31
0.975
� 0.4875 L 0.3 I
I
W14x48
Span=18.667 ft
........................... ........... .-..........._... - ....... - -._.............................................--------------------------------------- ----------------------------------.-------------------------------------- - .....................
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Load for Span Number 1
Uniform Load : D=0.4875, L=0.30 k/ft, Extent=0.0-->> 10.333 ft, Tributary Width= 1.0 ft
Uniform Load : D=0.9750, L=0.60 k/ft, Extent= 10.333-->> 18.667 ft, Tributary Width= 1.0 ft
Uniform Load : D=0.5038, L=0.310 k/ft, Extent= 13.333- > 18.667 ft, Tributary Width= 1.0 ft
Uniform Load: D=0.6075, L=0.450 k/ft, Extent=0.0--» 13.333 ft, Tributary Width= 1.0 ft, (STAIRS)
Point Load : D=9.311, L=5.138 k @ 10.333 ft B-9
Point Load : D=4.320, L=3.778 k @ 13.667 ft, (B-11)
DESIGN SUMMARY . •
Maximum Bending Stress Ratio = 0.929: 1 Maximum Shear Stress Ratio= 0.374 : 1 I
Section used for this span W14x48 Section used for this span W14x48
Ma:Applied 181.641 k-ft Va:Applied 35.131 k I
Mn/Omega:Allowable 195.609 k-ft Vn/Omega:Allowable 93.840 k
Load Combination +D+L+H Load Combination +D+L+H
Location of maximum on span 10.347ft Location of maximum on span 18.667 ft
Span#where maximum occurs Span# 1 Span#where maximum occurs Span#1
Maximum Deflection
Max Downward Transient Deflection 0.297 in Ratio= 754> 360
Max Upward Transient Deflection 0.297 in Ratio= 754>=360
Max Downward Total Deflection 0.753 in Ratio= 297>=1 80
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
+D+H
Dsgn.L= 18.67 ft 1 0.565 0.226 110.55 110.55 326.67 195.61 1.00 1.00 21.22 140.76 93.84
+D+L+H
Dsgn.L= 18.67 ft 1 0.929 0.374 181.64 181.64 326.67 195.61 1.00 1.00 35.13 140.76 93.84
+D+Lr+H
Dsgn.L= 18.67 ft 1 0.565 0.226 110.55 110.55 326.67 195.61 1.00 1.00 21.22 140.76 93.84
+D+S+H
Dsgn.L= 18.67 ft 1 0.565 0.226 110.55 110.55 326.67 195.61 1.00 1.00 21.22 140.76 93.84
+D+0.750Lr+0.750L+H
L
Steel Beam
Lic.#:.KW-06011297 Licensee:Aerial'Precast Concrete LL-C,KW-06011,29J
Description : B-10A
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= 18.67 ft 1 0.838 0.337 163.87 163.87 326.67 195.61 1.00 1.00 31.65 140.76 93.84
+D+0.750L+0.750S+H
Dsgn.L= 18.67 ft 1 0.838 0.337 163.87 163.87 326.67 195.61 1.00 1.00 31.65 140.76 93.84
+D+0.60W+H
Dsgn.L= 18.67 ft 1 0.565 0.226 110.55 110.55 326.67 195.61 1.00 1.00 21.22 140.76 93.84
+D+0.70E+H
Dsgn.L= 18.67 ft 1 0.565 0.226 110.55 110.55 326.67 195.61 1.00 1.00 21.22 140.76 93.84
+D+0.750Lr+0.750L+0.450 W+H
Dsgn.L= 18.67 ft 1 0.838 0.337 163.87 163.87 326.67 195.61 1.00 1.00 31.65 140.76 93.84
+D+0.750L+0.750S+0.450W+H
Dsgn.L= 18.67 ft 1 0.838 0.337 163.87 163.87 326.67 195.61 1.00 1.00 31.65 140.76 93.84
+D+0.750 L+0.750 S+0.5250 E+H
Dsgn.L= 18.67 ft 1 0.838 0.337 163.87 163.87 326.67 195.61 1.00 1.00 31.65 140.76 93.84
+0.60D+0.60W+0.60H
Dsgn.L= 18.67 ft 1 0.339 0.136 66.33 66.33 326.67 195.61 1.00 1.00 12.73 140.76 93.84
+0.60D+0.70E+0.60H
Dsgn.L= 18.67 ft 1 0.339 0.136 66.33 66.33 326.67 195.61 1.00 1.00 12.73 140.76 93.84
Overall Maximum Deflections
Load Combination Span Max.""Defl Location in Span Load Combination Max.'Y'Defl Location in Span
+D+L+H 1 0.7533 9.654 0.0000 0.000
Vertical Reactions Support notation:Far left is#' Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 27.120 35.131
Overall MlNimum 9.817 12.731
+D+H 16.362 21.219
+D+L+H 27.120 35.131
+D+Lr+H 16.362 21.219
+D+S+H 16.362 21.219
+D+0.750Lr+0.750L+H 24.430 31.653
+D+0.750L+0.750S+H 24.430 31.653
+D+0.60W+H 16.362 21.219
+D+0.70E+H 16.362 21.219
+D+0.750Lr+0.750L+0.450W+H 24.430 31.653
+D+0.750L+0.750S+0.450W+H 24.430 31.653
+D+0.750L+0.750S+0.5250E+H 24.430 31.653
+0.60D+0.60W+0.60H 9.817 12.731
+0.60D+0.70E+0.60H 9.817 12.731
D Only 16.362 21.219
Lr Only
L Only 10.757 13.912
S Only
W Only
E Only
H Only
Steel Beam
1.1 _ r '�i. •i ft �t 1.1
Description: B-10B ~
CODE REFERENCES
Calculations per AISC 360-10, IBC 2015,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
D0.88N L(1.16)
D(1.43)L(0.88)
W14x61
1 Span=24.833 tt
i
-Applied Loads V - Service loads entered.Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Load for Span Number 1
Uniform Load: D=1.430, L=0.880 k/ft, Extent=0.0-»6.167 ft, Tributary Width=1.0 ft
Uniform Load: D=1.885. L=1.160 k/ft, Extent=6.167-»24.833 ft, Tributary Width=1.0 ft
DESIGN SUMMARY e
Maximum Bending Stress Ratio = 0.895:1 Maximum Shear Stress Ratio 0.357 0.357 :1
Section used for this span W14x61 Section used for this span W14x61
Ma:Applied 227.785 k-ft Va:Applied 37.245 k
Mn/Omega:Allowable 254.491 k-ft Vn/Omega:Allowable 104.250 k
Load Combination +D+L+H Load Combination +D+L+H
Location of maximum on span 12.629ft Location of maximum on span 24.833 ft
Span#where maximum occurs Span#1 Span#where maximum occurs Span#1
Maximum Deflection
Max Downward Transient Deflection 0.518 in Ratio= 574>=360
Max Upward Transient Deflection 0.518 in Ratio= 574>=360
Max Downward Total Deflection 1.362 in Ratio= 219-180
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
+D+H
Dsgn.L= 24.83 it 1 0.554 0.221 141.01 141.01 425.00 254.49 1.00 1.00 23.06 156.38 104.25
+D+L+H
Dsgn.L= 24.83 ft 1 0.895 0.357 227.79 227.79 425.00 254.49 1.00 1.00 37.25 156.38 104.25
+D+Lr+H
Dsgn.L= 24.83 ft 1 0.554 0.221 141.01 141.01 425.00 254.49 1.001.00 23.06 156.38 104.25
+D+S+H
Dsgn.L= 24.83 it 1 0.554 0.221 141.01 141.01 425.00 254A9 1.00 1.00 23.06 156.38 104.25
+D+0.750Lr+0.750L+H
Dsgn.L= 24.83 ft 1 0.810 0.323 206.09 206.09 425.00 254.49 1.00 1.00 33.70 156.38 104.25
+D+0.750L+0.750S+H
Dsgn.L= 24.83 ft 1 0.810 0.323 206.09 206.09 425.00 254.49 1.00 1.00 33.70 156.38 104.25
+D+0.60W+H
Dsgn.L= 24.83 ft 1 0.554 0.221 141.01 141.01 425.00 254.49 1.00 1.00 23.06 156.38 104.25
+D+0.70E+H
Dsgn.L= 24.83 ft 1 0.554 0.221 141.01 141.01 425.00 254.49 1.00 1.00 23.06 156.38 104.25
+D+0.750 Lr+0.750L+0.450 W+H
Dsgn.L= 24.83 it 1 0.810 0.323 206.09 206.09 425.00 254.49 1.00 1.00 33.70 156.38 104.25
+D+0.750L+0.750S+0.450W+H
6L Dsgn.L= 24.83 ft 1 0.810 0.323 206.09 206.09 425.00 254.49 1.00 1.00 33.70 156.38 104.25
Steel Beam
Description: B-10B
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 VnxVnx10mega
+D+0.750L+0.750S+0.5250E+H
Dsgn.L= 24.83 ft 1 0.810 0.323 206.09 206.09 425.00 254.49 1.00 1.00 33.70 156.38 104.25
+0.60D+0.60W+0.60H
Dsgn.L= 24.83 ft 1 0.332 0.133 84.61 84.61 425.00 254.49 1.00 1.00 13.83 156.38 104.25
+0.60D+0.70E+0.60H
Dsgn.L= 24.83 ft 1 0.332 0.133 84.61 84.61 425.00 254.49 1.00 1.00 13.83 156.38 104.25
Overall Maximum Deflections
Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defi Location in Span
+D+L+H 1 1.3619 12.487 0.0000 0.000
Vertical Reactions Support notation:Far left is#' Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 33.838 37.245
Overall MINimum 12.569 13.834
+D+H 2O.948 23.057
+D+L+H 33.838 37.245
+D+Lr+H 2O.948 23.057
+D+S+H 2O.948 23.057
+D+0.750Lr+0.750L+H 30.616 33.698
+D+0.750L+0.750S+H 30.616 33.698
+D+0.60W+H 2O.948 23.057
+D+0.70E+H 2O.948 23.057
+D+0.750Lr+0.750L+0.450W+H 30.616 33.698
+D+0.750L+0.750S+0.450W+H 30.616 33.698
+D+0.750L+0.750S+0.5250E+H 30.616 33.698
+0.60D+0.60W+0.60H 12.569 13.834
+0.60D+0.70E+0.60H 12.569 13.834
D Only 20.948 23.057
Lr Only
L Only 12.891 14.189
S Only
W Only
E Only
H Only
Steel Beam
a
Description: B-11
CODE REFERENCES
Calculations per AISC 360-10, IBC 2015,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
a D(0.13)U0.08) b
W14x22
Span=15.333 ft f
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
DESIGN SUMMARY '" '
;...... _.__....._.._ ._._._:.. ..__-......._........................_.._......._.......__..._..._..........__._.._...__...__......_._............_..._..._.._...._..._...__........__........_....._....................._............�.- -._..._.. _.._...... _. ..........._........_
Maximum BendingStress Ratio 0.075: 1 Maximum Shear Stress Ratio= 0.026 : 1
Section used for this span W14x22 Section used for this span W14x22
Ma:Applied 6.171 k-ft Va:Applied 1.610 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 7.667ft 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 0.017 in Ratio= 10,624>=360
Max Upward Transient Deflection 0.017 in Ratio= 10,624>=360
Max Downward Total Deflection 0.045 in Ratio= 4047>=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
+D+H
Dsgn.L= 15.33 f. - 1 0.046 0.016 3.82 3.82 138.33 82.83 1.001.00 1.00 94.53 63.02
+D+L+H
Dsgn.L= 15.33 ft 1 0.075 0.026 6.17 6.17 138.33 82.83 1.00 1.00 1.61 94.53 63.02
+D+Lr+H
Dsgn.L= 15.33 ft 1 0.046 0.016 3.82 3.82 138.33 82.83 1.00 1.00 1.00 94.53 63.02
+D+S+H
Dsgn.L= 15.33 ft 1 0.046 0.016 3.82 3.82 138.33 82.83 1.00 1.00 1.00 94.53 63.02
+D+0.750Lr+0.750L+H
Dsgn.L= 15.33 ft 1 0.067 0.023 5.58 5.58 138.33 82.83 1.00 1.00 1.46 94.53 63.02
+D+0.750L+0.750S+H
Dsgn.L= 15.33 ft 1 0.067 0.023 5.58 5.58 138.33 82.83 1.00 1.00 1.46 94.53 63.02
+D+0.60W+H
Dsgn.L= 15.33 ft 1 0.046 0.016 3.82 3.82 138.33 82.83 1.00 1.00 1.00 94.53 63.02
+D+0.70E+H
Dsgn.L= 15.33 ft 1 0.046 0.016 3.82 3.82 138.33 82.83 1.00 1.00 1.00 94.53 63.02
+D+0.750Lr+0.750L+0.450W+H
Dsgn.L= 15.33 ft 1 0.057 0.023 5.58 5.58 138.33 82.83 1.001.00 1.46 94.53 63.02
+D+0.750L+0.750S+0.450W+H
Dsgn.L= 15.33 ft 1 0.067 0.023 5.58 5.58 138.33 82.83 1.00 1.00 1.46 94.53 63.02
+D+0.750L+0.750S+0.5250E+H
Dsgn.L= 15.33 ft 1 0.067 0.023 5.58 5.58 138.33 82.83 1.00 1.00 1 A6 94.53 63.02
+0.60D+0.60W+0.60H
iL Dsgn.L= 15.33 ft 1 0.028 0.009 2.29 2.29 138.33 82.83 1.00 1.00 0.60 94.53 63.02
Steel Beam
Description: B-11~
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= 15.33 It 1 0.028 0.009 2.29 2.29 138.33 82.83 1.00 1.00 0.60 94.53 63.02
Overall Maximum Deflections
Load Combination Span Max.='Dell Location in Span Load Combination Max.'W'Dell Location in Span
+D+L+H 1 0.0455 7.710 0.0000 0.000
Vertical Reactions Support notation:Far left is#' Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 1.610 1.610
Overall MINimum 0.598 0.598
+D+H 0.997 0.997
+D+L+H 1.610 1.610
+D+Lr+H 0.997 0.997 '
+D+S+H 0.997 0.997
+D+0.750Lr+0.750L+H 1.457 1.457
+D+0.750L+0.750S+H 1A57 1.457
+D+0.60W+H 0.997 0.997
+D+0.70E+H 0.997 0.997
+D+0.750Lr+0.750L+0.450W+H 1.457 1.457
+D+0.750L+0.750S+0.450W+H 1.457 1.457
+D+0.750L+0.750S+0.5250E+H 1.457 1.457
+0.60D+0.60W+0.60H 0.598 0.598
+0.60D+0.70E+0.60H 0.598 0.598
D Only 0.997 0.997
Lr Only
L Only 0.613 0.613
S Only
W Only
E Only
H Only
1 .
Steel Beam
Description: B-12
CODE REFERENCES
Calculations per AISC 360-10, IBC 2015,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(0.43)L(0.3) D(J(8,g97 l$0�13)
0 o 0(0.9425)L 0.58
i
D 0.55
W14X43
Span=17.167 ft
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Load for Span Number 1
Uniform Load: D=0.550 k/ft, Extent=0.0->> 12.833 ft, Tributary Width=1.0 ft,(3RD FLR WALL)
Uniform Load : D=0.9425, L=0.580 k/ft, Extent=12.50- >17.167 ft, Tributary Width=1-0 ft,(3RD FLR)
Uniform Load : D=0.430, L=0.30 k/ft, Extent=0.0- > 12.833 ft, Tributary Width=1.0 ft,(ROOF)
Point Load: D=7.540, L=2.667 k @ 12.50 ft,(B-13)
Point Load: D=0.9970, L=0.6130 k @ 12.833 ft,(B-11)
DESIGN SUMMARY -
;..........__.........u _........._...;....9..........._........_..._........:.........__.......__........._...............................---,---..._...-_...................-..---._....._.._......_.........._._.._....-•--•_.-_.._..__........._........... .
_•---•-_..._.........._.....;
Maximum Bending Stress Ratio 0.469:1 Maximum Shear Stress Ratio- 0.250 :1
Section used for this span W14x43 Section used for this span W14x43
Ma:Applied 81.381 k-ft Va:Applied 20.915 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 11.281 ft Location of maximum on span 17.167 ft
Span#where maximum occurs Span#1 Span#where maximum occurs Span#1
Maximum Deflection
Max Downward Transient Deflection 0.091 in Ratio= 2,253>=360
Max Upward Transient Deflection 0.091 in Ratio= 2,253>=360
Max Downward Total Deflection 0.341 in Ratio= 604>=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
+D+H
Dsgn.L= 17.17 ft 1 0.341 0.176 59.24 59.24 290.00 173.65 1.00 1.00 14.74 125.36 83.57
+D+L+H
Dsgn.L= 17.17 ft 1 OA69 0.250 81.38 81.38 290.00 173.65 1.00 1.00 20.91 125.36 83.57
+D+Lr+H
Dsgn.L= 17.17 ft 1 0.341 0.176 59.24 59.24 290.00 173.65 1.00 1.00 14.74 125.36 83.57
+D+S+H
Dsgn.L= 17.17 ft 1 0.341 0.176 59.24 59.24 290.00 173.65 1.00 1.00 14.74 125.36 83.57
+D+0.750Lr+0.750L+H
Dsgn.L= 17.17 ft 1 0.437 0.232 75.84 75.84 290.00 173.65 1.00 1.00 19.37 125.36 83.57
+D+0.750L+0.750S+H
o •
Steel Beam
Description: B-12
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= 17.17 ft 1 0.437 0.232 75.84 75.84 290.00 173.65 1.00 1.00 19.37 125.36 83.57
+D+0.60W+H
Dsgn.L= 17.17 ft 1 0.341 0.176 59.24 59.24 290.00 173.65 1.00 1.00 14.74 125.36 83.57
+D+0.70E+H
Dsgn.L= 17.17 ft 1 0.341 0.176 59.24 59.24 290.00 173.65 1.00 1.00 14.74 125.36 83.57
+D+0.750Lr+0.750L+0.450W+H
Dsgn.L= 17.17 ft 1 0.437 0.232 75.84 75.84 290.00 173.65 1.00 1.00 19.37 125.36 83.57
+D+0.750L+0.750S+0.450W+H
Dsgn.L= 17.17 ft 1 0.437 0.232 75.84 75.84 290.00 173.65 1.00 1.00 19.37 125.36 83.57
+D+0.750L+0.750S+0.5250E+H
Dsgn.L= 17.17 ft 1 0.437 0.232 75.84 75.84 290.00 173.65 1.00 1.00 19.37 125.36 83.57
+0.60D+0.60W+0.60H
Dsgn.L= 17.17 ft 1 0.205 0.106 35.54 35.54 290.00 173.65 1.00 1.00 8.84 125.36 83.57
+0.60D+0.70E+0.60H
Dsgn.L= 17.17 ft 1 0.205 0.106 35.54 35.54 290.00 173.65 1.00 1.00 8.84 125.36 83.57
Overall Maximum Deflections
Load Combination Span Max."--"Deft Location in Span Load Combination Max."+"Defl Location in Span
+D+L+H 1 0.3412 8.976 0.0000 0.000
Vertical Reactions Support notation:Far left is#' Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 14.434 20.915
Overall MINimum 3.659 6.178
+D+H 10.775 14.737
+D+L+H 14.434 20.915
+D+Lr+H 10.775 14.737
+D+S+H 10.775 14.737
+D+0.750Lr+0.750L+H 13.519 19.370
+D+0.750L+0.750S+H 13.519 19.370
+D+0.60W+H 10.775 14.737
+D+0.70E+H 10.775 14.737
+D+0.750Lr+0.750L+0.450W+H 13.519 19.370
+D+0.750L+0.750S+0.450W+H 13.519 19.370
+D+0.750L+0.750S+0.5250E+H 13.519 19.370
+0.60D+0.60W+0.60H 6.465 8.842
+0.60D+0.70E+0.60H 6.465 8.842
D Only 10.775 14.737
Lr Only
L Only 3.659 6.178
S Only
W Only -
E Only
H Only
Steel Beam
Description: B-13
CODE REFERENCES
Calculations per AISC 360-10,IBC 2015,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: Minor Axis Bending
D 0.516 L 0.36
(0-Ofi59 (0=0 r
W14x43
Span=13.333 ft
Applied Loads - v - Service loads entered.Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Uniform Load: D=0.0650, L=0.040 k/ft, Tributary Width=1.0 ft,(3RD FLR)
Uniform Load: D=0.550 k/ft, Tributary Width=1.0 ft,(3RD FLR WALL)
Uniform Load: D=0.5160, L=0.360 k/ft, Tributary Width=1.0 ft,(ROOF)
DESIGN SUMMARY FRAW• •
Maximum Bending Stress Ratio = 0.788: 1 Maximum Shear Stress Ratio= 0.060 :1
Section used for this span W14x43 Section used for this span W14x43
Ma:Applied 34.021 k-ft Va:Applied 10.206 k
Mn/Omega:Allowable 43.164 k-ft Vn/Omega:Allowable 169.60 k
Load Combination +D+L+H Load Combination +D+L+H
Location of maximum on span 6.667ft 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 0.218 in Ratio= 734>=360
Max Upward Transient Deflection 0.218 in Ratio= 734>=360
Max Downward Total Deflection 0.834 in Ratio= 192>=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- Me Max Mny Mny/Omega Cb Rm Va Max VnyVny/Omega
+D+H
Dsgn.L= 13.33 ft 1 0.582 0.044 25.13 25.13 72.08 43.16 1.00 1.00 7.54 254.40 169.60
+D+L+H
Dsgn.L= 13.33 ft 1 0.788 0.060 34.02 34.02 72.08 43.16 1.00 1.00 10.21 254.40 169.60
+D+Lr+H
Dsgn.L= 13.33 ft 1 0.582 0.044 25.13 25.13 72.08 43.16 1.00 1.00 7.54 254.40 169.60
+D+S+H
Dsgn.L= 13.33 ft 1 0.582 , 0.044 25.13 25.13 72.08 43.16 1.00 1.00 7.54 254.40 169.60
+D+0.750Lr+0.750L+H
Dsgn.L= 13.33 ft 1 0.737 0.056 31.80 31.80 72.08 43.16 1.00 1.00 9.54 254.40 169.60
+D+0.750L+0.750S+H
Dsgn.L= 13.33 ft 1 0.737 0.056 31.80 31.80 72.08 43.16 1.00 1.00 9.54 254.40 169.60
+D+0.60W+H
Dsgn.L= 13.33 ft 1 0.582 0.044 25.13 25.13 72.08 43.16 1.00 1.00 7.54 254AO 169.60
+D+0.70E+H
Dsgn.L= 13.33 ft 1 0.582 0.044 25.13 25.13 72.08 43.16 1.00 1.00 7.54 254.40 169.60
+D+0.750Lr+0.750L+0.450W+H
Dsgn.L= 13.33 ft 1 0.737 0.056 31.80 31.80 72.08 43.16 1.00 1.00 9.54 254AO 169.60
Steel Seam
Description: B-13
Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values
j Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx1Omega
+D+0.750L+0.750S+0.450W+H
Dsgn.L= 13.33 ft 1 0.737 0.056 31.80 31.80 72.08 43.16 1.00 1.00 9.54 254.40 169.60
+D+0.750L+0.750S+0.5250E+H
Dsgn.L= 13.33 ft 1 0.737 0.056 31.80 31.80 72.08 43.16 1.00 1.00 9.54 254.40 169.60
+0.60D+0.60W+0.60H
Dsgn.L= 13.33 ft 1 0.349 0.027 15.08 15.08 72.08 43.16 1.00 1.00 4.52 254.40 169.60
+0.60D+0.70E+0.60H
Dsgn.L= 13.33 ft 1 0.349 0.027 15.08 15.08 72.08 43.16 1.00 1.00 4.52 254.40 169.60
Overall Maximum Deflections
Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span
+D+L+H 1 0.8343 6.705 0.0000 0.000
Vertical Reactions Support notation:Far left is#' Values in KIPS
Load Combination Support 1 Support 2
Overall MAximum 10.206 10.206
Overall MINimum 2.667 2.667
+D+H 7.540 7.540
+D+L+H 10.206 10.206
+D+Lr+H 7.540 7.540
+D+S+H 7.540 7.540
+D+0.750Lr+0.750L+H 9.540 9.540
+D+0.750L+0.750S+H 9.540 9.540
+D+0.60W+H 7.540 7.540
+D+0.70E+H 7.540 7.540
+D+0.750Lr+0.750L+0.450W+H 9.540 9.540
+D+0.750L+0.750S+0.450W+H 9.540 9.540
+D+0.750L+0.750S+0.5250E+H 9.540 9.540
+0.60D+0.60W+0.60H 4.524 4.524
+0.60D+0.70E+0.60H 4.524 4.524
D Only 7.540 7.540
Lr Only
L Only 2.667 2.667
S Only
W Only
E Only
H Only