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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