HomeMy WebLinkAboutAERIAL PRECAST CONCRETE & STRUCTURAL STEELLOT 5
LOT
MIRANDA RESIDENCE
5 - DIAMONDS SANDS,
IENSEN BEACH, FL
AERIAL PRECAST CONCRETE
& STRUCTURAL STEEL
MDP ENGINEERING
State of Florida CA #6918
Registered Engineer #32563
(954) 243-4595
�Ovl
LOT 5 MIRANDA RESIDENCE
LOT 5 - DIAMONDS SANDS,
JENSEN BEACH, FL
INDEX
TITLE...............................................................................................1
INDEX.............................................................. ................................ 2
JOISTCALC............................ :...................................................... 3
i
I
BEAMCALCS............................................................................................16
COLUMN CALCS......................... !............................................................ 36
CONNECTION CALCS...................................................................39
O
W , doy.-
/q'� AERIAL PRECAST CONCRETE, LLC
LOT 5 DIAMONDS SANDS,
JOIST CALC 1 of 13
/�I� 3200 BURRIS ROAD
SERIAL PRECAST CONCRETE
JENSEN BEACH FL
11/1104 UPDATI
'
Design: T.D.Y. Date: 08/21/19
DAVIE, FLORIDA 33314
e srRucruwALsrEEL T 954-321-0200 • F 954.321.0093
°
(2ND FLOOR)
Checked: Date:
sea,Ore*%%AERIALFLOOR SHOP DWGSLAF-2oleawe-Mian"Rau—waccaxsuidc�g1A-DI74.orwfl-)A�J r0.0 1 DESIGNPLANET Programmed by: Fuat Omadi, P.E
P, P2 P3
INPUT
1
JOIST NO
1 J1=D17 4.0' (2nd floor);
SPAN Manual input governs—> 4.000 14 t
♦ QI
Q2
103
1
SLAB WIDTH
4.0 Ft
DL+LL 1.14 k
x2 1.14 k
JOIST DEPTH
! 17- .
DL+Wind 0.62 k
0.62 k
Uniform
Point Loads Applied at top_ Dist. From left support
SERVICE DEAD LOAD'
65 78 Psf
Pt:
�.
SERVICE LIVE LOAD
40 64 Psf
P2:.:
WIND LOAD(gross Uplift)
P3:
TOTAL LOAD=DL+LL
568 Plf
Point Loads Applied at bolt. Dist. From left support
TOTAL LOAD=DL-WL( Negative =Net Uplift)
312 Pif
Qt:
r
F y (BOTi. ANGLES)
50 Ksi
Q2:
'
Fc'
3 Ksi
03:
DESIGN OF BOTTOM CHORD
P'tl'Yr
i
i
�MIDSRANI
MAX. MOMENT
566 Ft-Lbs
TENSION AT BOTTOM CHORD
!
400 Lbs
As req'd = Max(Tu/0.9*Fy AND Tu/0.75*Fu)
0.009 in2 OK
As ( 2L'S)
2L-lxlxl/8 —_-- As=0.46 -- 1n2
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
i
a = arctan(d/ 24") = 35.31
F=(R-Vo)/sin a= 0.17 k / 0.578 = 0.29 k
As=F/ r2x(0.60 fvll = 0.14 / 36.0 =
MAX.
QTY
MARK
DEPTH
BASE
1 J1-D17 4.0' (2nd floor).
17 in
1 4.0 Ft
F(wind case)= 0.09 k / 0.58 = 0.16 k
0.00 in2 (2) 112
BOTTOM CHORD
DOUBLE ANGLES
TOP CHORD
DOUBLE ANGLES
END
DIAGONAL
V1
V2
V3
V4
V5
V6
REMAING
V's
2L-1xlx1/8
NONE
1 (2) 1/2
1/2"
*) Use the same up to the centedne,`'/L
*) Symmetrical configuration shall apply, after the centerline
Abreviation:
N/G= Not Good
J1 D17 = JOIST NOJ JOIST DEPTH ie: J1 D17
SP J1 D17 = GIRDER JOIST. ie: SPA D17 (SRINDICATES SPECIAL JOIST)
i
AERIAL PRECAST CONCRETE, LLC
LOT 5 DIAMONDS SANDS 1
JOIST CALC
2 of 13
A�qC 3200 BURRIS ROAD'
4ERIAL PRECAST CONCRETE '
JENSEN BEACH; FL
11/1/04 UPDATE
DAVIE, FLORIDA 33314
s srRucrulv+LsrEEL__. T 954-321-0200 • F 954-321-0093
(2ND FLOOR)
Design:
T.D.Y. Date: 08121/19
Checked:
Date:
ShmD.W-IAERIAL FLOOR SHOP OWGS1AF-201WAS-Mh1A.R.1d—,1APGCMC1U.4t Cak112 J143171/.75Rbd W.YalG+ fty Denim
DFSIGNPI ANFT
Proarammed bv: Fuat Omarli. P.E
INPUT
JOIST NO
SPAN .
SLAB WIDTH
JOIST DEPTH
P, P2 _ P3
1 1 1
2 J1-Di1714.75' (2nd floor).
Manual input governs—'> 14.750 ` 14.75 V t ♦ Q, Q2 Q3
4.0 Ft DL+LL 4.19 k x2 t 4.19 k
17" • DL+Wind 2.30 k 2.30 k
Uniform 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)
TOTAL LOAD=DL+LL
TOTAL LOAD=DL-WL( Negative =Net Uplift)
Fy (80T7. ANGLES)
Fe'
DESIGN OF BOTTOM CHORD
MAX. MOMENT
TENSION AT BOTTOM CHORD
AS reqd = 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
i—
P3- ;
568 Plf Point Loads Applied at bott. Dist. From left support
312 Plf Q{
50 Ksi Q2:
3 Ksi Q3:
14618 Ft-Lbs
10319 Lbs
0.229 in2 OK
r
I2L-lxlxl/8 As=0.46
.NONE
END DIAGONAL Tension bar
a = arctan(d/ 24") = 35.31
F=(R-Vo)/sin a= 3.22 k / 0.578 = 5.57 k
As=F/ 12x(0.60 fv)l = 2.78 / 36.0 =
MAX.
QTY
MARK
DEPTH
BASE
2 J1-D1714.75' 2nd floor .
17 in
1 14.8 Ft
4189 Lbs
2301 Lbs
19.04 in
F(wind case)=
0.08 in2
-w n2
1.77k /0.58= 3.06k
(2) 112
BOTTOM CHORD
DOUBLE ANGLES
TOP CHORD
DOUBLE ANGLES
END
DIAGONAL
V1
V2
V3
V4
V5
V6
REMAIN G
Vs
2L-1xix1/8
NONE
(2) 1/2
5/8"
1/2"
*) Use the same up to the centerine; /L
*) Symmetrical configuration shall`apply, after the centerline
Abreviation: i
N/G= Not Good
J1 D17 = JOIST NOJ JOIST DEPTH ie: J1 D17
SP J1 D17 = GIRDER JOIST ie: SPA D1 7 (SP INDICATES SPECIAL JOIST)
0 A
AERIAL PRECAST CONCRETE, LLC LOT 5 DIAMONDS SANDS, JOIST CALC 3 r of 13
3200 BURRIS ROAD JENSEN BEACH FL 11/1/04 UPDATI
AL \ERIPRECAST CONCRETE DAVIE, FLORIDA 33314 ' Design: T.D.Y. Date: 08/21/19
STRUC7URALSTEEL T 954-321-0200 • F 954-321-0093 (2ND FLOOR) 9
Checked: Date:
L1Shop Dia hplAERIAL FLOOR SHOP DWGSIAF-20151Lo15-Mianda RmW=dAPC CakslJoisl CaMp J4-017 ISISMW fo4gslGr 4Uaip
ULbIUNF'LANtI Nrogrammea by: t-uat umant, r.t.
PI 02 P3
INPUT
i
JOIST NO 3 J2-D1716.75'
(2nd floor), --
SPAN Manual input governs—>
16.750 116.75 w t
♦ Q, Q2 Q3
t
SLAB WIDTH
4.0_Ft
DL+LL 4.76 k
x2 4.76 k
JOIST DEPTH
17" •
DL+Wind 2.61 k
2.61 k
Uniform
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 Applied at bott. Dist. From left support
TOTAL LOAD=DL-WL( Negative =Net Uplift)
312 Plf
QI:
Fy (BOTT. ANGLES)
50 Ksi .
Q2:
Fc'
3 Ks!
Q3:
DESIGN OF BOTTOM CHORD
`@ MIDSPANI
MAX. MOMENT
TENSION AT BOTTOM CHORD
As reld = Max(Tu/0.9*Fy AND Tu/0.75*Fu )
As ( 2L's )
TOP CHORD
DESIGN OF WEB DIAGONALS
REACTION DUE TO UNIFORM LOAD(Gravity)
REACTION (DL+Wind)
LEFT REACTION due to point load
RIGHT REACTION due to point load
TOTAL REACTION (Max.)
Diagonal Length
18839 Ft-Lbs
13298 Lbs
0.296 in2 OK
2L-lxlxl/8 As=OA6 n2
NONE
END DIAGONAL Tension bar
a = arctan(d/ 24") = 35.31
F=(R-Vo)/sin a= 3.79 k / 0.578 = 6.55 k
As=F/ 12x(0.60 full = 3.28 / 36.0 =
MAX.
QTY
MARK
DEPTH
BASE
3 J2-D1716.75' (2nd floor). �
17 in
1 16.8 Ft
4757 Lbs
2613 Lbs
11.1 —
19.04 in
F(wind case)=
0.09 in2
2.08 k / 0.58 = 3.60 k
(2) 112
BOTTOM CHORD
DOUBLE ANGLES
TOP CHORD
DOUBLE ANGLES
END
DIAGONAL
V1
V2
V3
V4
V5
V6
REMAING
VS
2L-lxlxl/8
NONE
1 (2) 1/2
3/4"
5/8"
1/2"
*) Use the same up to the centedne,` /L
*) Symmetrical configuration shall apply, after the centerline
Abreviation:
N/G= Not Good
J1 D17 = JOIST NOJ JOIST DEPTH ie: J1D17
SP J1 D17 = GIRDER JOIST le: SPJ1D1 i (SP INDICATES SPECIAL JOIST)
d
AERIAL PRECAST CONCRETE, LLC
AL 3200 BURRIS ROAD
AERIAL PRECAST CONCRETE DAVIE, FLORIDA 33314
dT sTRucruRALSTEEL� T 954-321-0200 • F 954-321.0093
LOT 5 DIAMONDS SANDS,
JENSEN BEACH, FL
(2ND FLOOR)
JOIST CALC 4 of 13
1111104 UPDATE
T.D.Y. Date: 09/21/19
Checked: : Date:
z%smcoTawk¢,werUnLFLOOR SHOP owcswF•soleuas-mma«wwewrcca<suarcakuaoesip DESIGNPLANET Programmed by: Fuat Omarli, P.E.
P1 P2 P3
INPUT 4
JOIST NO 4 J2-I)17 20.75' (2nd floor).__
SPAN Manual input governs—',,> 20.750 120.75 t * Q1 Q2 103
SLAB WIDTH r. 4.0 Ft DL+LL 5.89 k x2 f 5.89 k
JOIST DEPTH 12" DL+Wind 3.24 k 3.24 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)
TOTAL LOAD=DL+LL
TOTAL LOAD=DL-WL( Negative =Net Uplift)
Fy (901T. ANGLES)
Fc'
DESIGN OF BOTTOM CHORD
MAX. MOMENT
TENSION AT BOTTOM CHORD
A, q'd= Max(Tu/0.9*Fy AND. Tu/0.75*Fu )
As ( 2L s )
Ito] all: IfWAD
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
III Plf Point Loads Applied at bott. Dist. From left support
312 Plf Q1: I
50 Ksi Q2:
i---
3 Ksi Q3:
• I
29157 Ft-Lbs
20582 Lbs
0.457 in2 OK
2L-1x1x1/8 As=0.46 . n2
NONE
i
5893 Lbs
3237 Lbs
END DIAGONAL Tension bar
a = arctan(d/ 24") = 35.31
F=(R-Vo)/sin a= 4.92 k / 0.578 =
As=F/ 12x(0.60 fv11= I
8.52 k
4.26 / 36.0 =
MAX.
QTY
MARK
DEPTH
BASE '
4 J2-D17 20.75'(2nd floor). j
17 in
20.8 Ft
5893 Lbs
19.04 in
7 '
F(wind case)=
0.12 in2
2.70 k 10.58 = 4.68 k
(2) 112
BOTTOM CHORD
DOUBLE ANGLES
TOP CHORD
DOUBLE ANGLES
END
DIAGONAL
V1
V2
V3
V4
V5
V6
REMAING
Vs
2L-1xlx1/8
NONE
(2) 1/2
3/4"
1 5/8"
5/8",
*) 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
le: J1D17
ie: SPJ1 D1 i (SP INDICATES SPECIAL JOIST)
1.
AERIAL PRECAST CONCRETE, LLC
LOT 5 DIAMONDS SANDS,
JOIST CALC
5 of 13
OF
.rwel3200 BURRIS ROAD
AERIAL PRECAST CONCRETE
JENSEN BEACH FL
11/1/04 UPDATE
DAVIE, FLORIDA 33314
e srRucruRALsrEEL T 954-321-0200 • F 954-321-0093
(2ND FLOOR
Design:
T.D.Y. Dale: 08121l19
Checked:
Date:
Z%ShapDr—plAERIAL FLOOR SHOP OWGSIAFQ0191 05•Mud. R.id—.IAPC Cal.W.sl Qa If5 SPXD1711.R(2M rw).&IG-4 Dag"
nFSIGNPI ANFT
Pmarammed bv: Fuat Omadi. P.E.
P1 P2 P3
INPUT
JOIST NO 5 SPJ1-D1711.0'
(2nd floor
SPAN Manual input governs—>
11.000 Ill t
♦ Q1 Q2 Q3
t
SLAB WIDTH
4.0 Ft
DL+LL 4.18 k
x2 4.18 k
JOIST DEPTH
17- .
DL+Wind 2.77 k
2.77 k
Uniform
Point Loads A_p_plie_d_ 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 Pif
Point Loads Applied at bott. Dist. From left support
TOTAL LOAD=DL-WL( Negative =Net Uplift) !
504 Plf
01:
.:
F Y (BOTi. ANGLES)
50 Ksi
Q2:
--.----�
FG'
3 Ksi
Q3:
;
DESIGN OF BOTTOM CHORD
;.'
'@ MIDSPAN
MAX. MOMENT
10653 Ft-Lbs
TENSION AT BOTTOM CHORD
7520 Lbs
A,,�q.d = Max(Tu/0.9*Fy AND Tu/0.75*Fu)
- 0.167 in2 OK
As ( 21-'s ) (
I zL-iXixi/s---As=G.46 — -- � n2
TOP CHORD
I NONE
----------
---
DESIGN OF WEB DIAGONALS
REACTION DUE TO UNIFORM LOAD(Gravity)
4180 Lbs
REACTION (DL+Wind)
2772 Lbs
LEFT REACTION due to point load
RIGHT REACTION due to point load
TOTAL REACTION (Max.)
4180 Lbs
Diagonal Length
19.04 in
END DIAGONAL Tension bar
a = arctan(d/ 24") = 35.31
F=(R-Vo)/sin a= 2.88 k / 0.578 = 4.99 k
As=F/ 120.60 fv11= 2.49 / 36.0 =
MAX'
QTY
MARK
DEPTH
BASE
5 SPJ1-D1711.0' 29d floor).
17 in
I 11.0 Ft
F(wind case)= 1.91 k / 0.58 = 3.31 k
0.07 in2 (2) 112
BOTTOM CHORD
DOUBLE ANGLES
TOP CHORD
DOUBLE ANGLES
END
DIAGONAL
V1
V2
V3
V4
V5
V6
REMAING
Vs
2L-1xlx118
NONE
1 (2); 1/2
5l8"
1/2"
*) Use the same up to the centedne,"/L
*) Symmetrical configuration shall apply, after the centerline
Abreviation:
N/G= Not Good
J1 D17 = JOIST NOJ JOIST DEPTH ie: J1D17
SP J1 DI = GIRDER JOIST ie: SPJ1 D1 i (SP INDICATES SPECIAL JOIST)
0
AERIAL PRECAST CONCRETE
AERIAL PRECAST CONCRETE, LLC
3200 BURRIS ROAD
DAVIE, FLORIDA 33314
!
LOT 5 DIAMONDS SANDS,
JENSEN BEACH, FL
JOIST CALC 6 of
1111104
13
UPDATE
Design: T.D.Y. Date:
08/21/19
T954-321-0200 • F 954-321-0093
(2ND FLOOR)
Checked: Date:
Z%Sh0P DrabpIAERIAL FLOOR SHOP OWGS%F-20101L0t5-wanda Raid—e'APC CaksU0kl Cakg6 SPJ2-D17 WS'(2W Dore AslGraviy Design
DESIGNPLANET Programmed by: Fuat
Omadi, P.E.
P, P2 P3
INPUT
i
JOIST NO
6 SPJ2-D1716.75' (2nd-floor).
SPAN
Manual input governs—> 16.750 ' 16.75 'rt
♦ Q, Q2 Q3
t
SLAB WIDTH
4.0 Ft DL+LL 6.37 k
x2
6.37 k
JOIST DEPTH
17" • DL+Wind 4.22.k
4.22 k
Uniform Point Loads Applied at top Dist. From left support
r—
SERVICE DEAD LOAD
105 126 Psf
Pj:
SERVICE LIVE LOAD
40 64 Psf
P2:
WIND LOAD(gross Uplift)
P3:
;
TOTAL LOAD=DL+LL
760 Plf
Point Loads
Applied at bott. Dist. From left support
TOTAL LOAD=DL-WL( Negative =Net Uplift)
504 Plf
Qj:
;
F y (BOTi. ANGLES)
50 Ksi
Q2:
FC
3 Ks!
Q3:
'
DESIGN OF BOTTOM CHORD
Y' ,, @ MIDSPAN
MAX. MOMENT
25207 Ft-Lbs
TENSION AT BOTTOM CHORD
17793 Lbs
As,.q•d= Max(Tu/0.9*FyAND Tu/0.75*Fu)
0.395 in2 OK
As ( 21-'s)
zL-lxlxl/s — — — As=o.46
=_n2
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= 5.07 k / 0.578 = 8.77 k
As=F/ (20.60 f0I = 4.38 / 36.0 =
MAX.
QTY
MARK
DEPTH
BASE
6 SPJ2-D1716.75' 2nd floor).,
17 in
1 16.8 Ft
6365 Lbs
4221 Lbs
VV LYV
19.04 in
F(wind case)= 3.36 k / 0.58 = 5.81 k
0.12 in2 (2) 112
T
BOTTOM CHORD
DOUBLE ANGLES
TOP CHORD
DOUBLE ANGLES
END
DIAGONAL
V1
V2
V3
V4
V5
V6
REMAING
V's
2L-1xlx1/8
NONE 1
(2) 1/2
3/4"
5/8"
1/2"
*) Use the same up to the centerine,"/L
*) Symmetrical configuration shall apply, after the centerline
Abreviation:
N/G= Not Good
J1 D17 = JOIST NO./ JOIST DEPTH ie: J1 D17
SP J1 D17 = GIRDER JOIST ie: SPJ1 D11(SP INDICATES SPECIAL JOIST)
AERIAL PRECAST CONCRETE, LLC
/-PC
LOT 5 DIAMONDS SANDS,
JOIST CALL 7 Of
13
3200 BURRIS ROAD
AERIAL PRECAST CONCRETE
JENSEN BEACH, FL
11/1/04
UPDATE
DAVIE, FLORIDA 33314
Design: T.D.Y. Date:
08/21119
a STRUCTURALSTEEL A T 954-321-0200 • F 954-321-0093
(2ND FLOOR)
I
�
Checked: Date:
z1snaFN—plAERIALFLOOR SHOP oWWff-zmeuas-M:1"mR aaacc�sUastMWSw:-0n20.75'thAH,M.Asp yD«i
DESIGNPLANET Programmed by: Fuat Omadi, P.E.
P1 P2 P3
INPUT
i
JOIST NO 7 SPJ2-D17
20.75' (grid floor .
SPAN Manual input governs-,>
20.750 20.75 7 t
'� Q1
Q2
Q3
1
SLAB WIDTH
4.0 Ft DL+LL 7.89 k
x2
7.89 k
JOIST DEPTH
_
17" DL+Wind 5.23 k
5.23 k
Uniform Point Loads Applied at top Dist. From left support
SERVICE DEAD LOAD
105 126 Psf Pj:
SERVICE LIVE LOAD
40 64 Psf P2:
WIND LOAD(gross Uplift)
TOTAL LOAD=DL+LL
TOTAL LOAD=DL-WL( Negative =Net Uplift)
Fy (BOTT. ANGLES)
F' J
DESIGN, OF BOTTOM CHORD
i
MAX. MOMENT
TENSION AT BOTTOM CHORD
AS req'd = Max(Tu/0.9*Fy AND Tu/0.75*Fu )
As ( 2L's )
760 Pif Point Loads Applied at bott. Dist. From left support
504 Plf Qj:_
50 Ksi Q2:
3 Ksi Q3:
a :�@ MIDSPAN
/
39013 Ft-Lbs
27539 Lbs
0.612 1n2 OK
2L-1.5 X 1.5 X 1/8 As=0.71 -- — T n2
TOP CHORD I NONE
DESIGN OF WEB DIAGONALS
REACTION DUE TO UNIFORM LOAD(Gravity) 7885 Lbs
REACTION (DL+Wind) 5229 Lbs
LEFT REACTION due to point load
RIGHT REACTION due to point load
TOTAL REACTION (Max.) 7885 Lbs
Diagonal Length 19.04 in
END DIAGONAL Tension bar
a = arctan(d/ 24") = 35.31
F=(R-Vo)/sin a= 6.59 k / 0.578 = 11.40 k F(wind case)=
As=F/ f2x(0.60 fv)) = 5.70 / 36.0 = 0.16 in2
QTY
MARK
DEPTH
MAX.
BASE
7 SPJ2-D17 20.75' 2nd floor).,
17 in
1 20.8 Ft
IV
4.37 k 10.58 = 7.56 k
(2) 112
- cIL
BOTTOM CHORD
DOUBLE ANGLES
TOP CHORD
DOUBLE ANGLES
END
DIAGONAL
V1
V2
V3
V4
V5
V6
REMAING
VS
2L-•L5 x 1.5 x 1/8 '
NONE
(2)', 1/2
3/4"
3l4"
5/8"
*) Use the same up to the centedne,'/L
*) Symmetrical configuration shall apply, after the centerline
Abreviation:
N/G= Not Good
J1 DI = JOIST NOJ JOIST DEPTH
SP J1 D17 = GIRDER JOIST
ie: J1D17
le: SPJ1D11 (SP INDICATES SPECIAL JOIST)
AERIAL PRECAST CONCRETE, LLC LOT 5 DIAMONDS SANDS, JOIST CALC 6 of 13
/-PC 3200 BURRIS ROAD 1 11/1/04 UPDATE
kERIA.L PRECAST CONCRETE JENSEN BEACH FL
e srRucruFuu STEEL DAVIE, FLORIDA 33314 ' Design: T.D.Y. Date: 08/21/19
T 954-321.0200 • F 954-321-0093 (3RD FLOOR)
Checked: Date:
'ZAShap Drax XAERIAL FL00R SH0P DWGSIAF-2019LLa15-MhWa RmWmce1APC CeksUdst CekipA-DI78.26 ryd ffw).dsroaw yDes n
DESIGNPLANET Programmed by: Fuat Omadi, P.E.
P7 P2 P3
INPUT
JOIST NO 8 J1 -DI 7 6.25' (3rd floor►___..,
SPAN Manual input governs-->
6.250 6.25 'W It
♦ Q, Q2 Q3
t
SLAB WIDTH
4.0 Ft
DL+LL 1.78 k
x2 1.78 k
JOIST DEPTH
17- -
DL+Wind 0.98 k
0.98 k
Uniform
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 Applied at bolt. Dist. From left support
TOTAL LOAD=DL-WL( Negative =Net Uplift)
312 Plf
Qj:
Fy IBM. ANGLES)
50 KSI
Q2:
DESIGN OF BOTTOM CHORD
MAX. MOMENT
2749 Ft-Lbs
TENSION AT BOTTOM CHORD
1941 Lbs ,
ASfe,fd= Max(Tu/0.9*Fy AND Tu/0.75*Fu)
0.043 in2 OK
As ( 2L'S)
2L-lxlxl/8 As=0.46 --- n2
TOP CHORD I NONE
DESIGN OF WEB DIAGONALS
REACTION DUE TO UNIFORM LOAD(Gravity) _ 1775 Lbs
REACTION (DL+Wind) 975 Lbs
LEFT REACTION due to point load
RIGHT REACTION due to point load
TOTAL REACTION (Max.) 1775 Lbs
P
Diagonal Length 19.04 in
END DIAGONAL Tension bar
a = arctan(d/ 24") = 35.31
F=(R-Vo)/sin a= 0.80 k / 0.578 = 1.39 k
As=F/ [2x(0.60 f0l = 0.70 / 36.0 =
QTY
MARK
DEPTH
MAX.
BASE
8 J1-D17 6.25' 3rd floor).
17 in
1 6.3 Ft
F(wind case)= 0.44 k / 0.58 = 0.76 k
0.02 in2 (2) 1/2
Y
BOTTOM CHORD
DOUBLE ANGLES
TOP CHORD
DOUBLE ANGLES
END
DIAGONAL
V1
V2
V3
V4
V5
V6
REMAING
V's
2L-lxlxl/8
NONE
(2) 1/2
1/2"
*) Use the same up to the centedne,"/L
*) Symmetrical configuration shall apply, after the centerline
Abreviation:
N/G= Not Good
J1 D17 = JOIST NOJ JOIST DEPTH
SP J1 D17 = GIRDER JOIST
ie: A D17
ie: SPJ1 D1 i (SP INDICATES SPECIAL JOIST)
i
AERIAL PRECAST CONCRETE, LLC
3200 BURRIS ROAD
AERIAL PRECAST CONCRETE DAVIE, FLORIDA 33314
i a STRUCTURAL STEEL— T 954-321-0200 • F 954.321-0093
LOT 5 DIAMONDS SANDS,
JENSEN BEACH, FL
(3RD FLOOR)
JOIST CALC 9 of 13
1111104 UPDATE
Design: T.D.Y. Date: 08/21/19
Checked: Date:
2:IShap DMMngS'AERIAL FLOOR SHOP DWGSIAF.201SU5-MhWa Resides OPC CatsUasl CakgBJIVI 14.15(3rd Aw).xls"ty Design DESIGNPLANET Programmed by: Fuat Omani, P.E.
Pf P2 P3
INPUT
JOIST NO 9 J1-D;1714.75' (3rd floor)_, _,
SPAN Manual input governs—? 14.750 ' 14.75 • t * QI Q2 Q3
SLAB WIDTH _ 4.0 Ft DL+LL 4.19 k x2 f 4.19 k
JOIST DEPTH 17" w DL+Wind 2.30 k 2.30 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)
TOTAL LOAD=DL+LL
TOTAL LOAD=DL-WL( Negative =Net Uplift)
Fy (1307. ANGLES)
Fc;'
DESIGN OF BOTTOM CHORD
MAX. MOMENT
TENSION AT BOTTOM CHORD
AS req'd = Max(Tu/0.9*Fy AN D-Tu/0.75*Fu )
As ( 2L's )
TOP CHORD
DESIGN OF WES 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
P3.
568 Pif Point Loads Applied at bolt. Dist. From left support
312 Plf Qj:
50 Ksi Q2: _
3 Ksi Q3:
' ,y„@rINIDSPAN
14618 Ft-Lbs
10319 Lbs
0.229 in2 OK
2L-lxlxl/8 As=0.46 n2
n
NONE
4189 Lbs
2301 Lbs
4189 Lbs
19.04 in
END DIAGONAL Tension bar
a. = arctan(d/ 24") = 35.31
F=(R-Vo)/sin a= 3.22 k / 0.578 = 5.57 k
As=F/ f2x(0.60 fv)1= 2.78 / 36.0 =
QTY
MARK
DEPTH
MAX.
BASE
9 J1-D1714.75'(3rd floor).
17 in
1 14.8 Ft
F(wind case)= 1.77 k / 0.58 = 3.06 k
0.08 in2 (2) 1/2
T
BOTTOM CHORD
DOUBLE ANGLES
TOP CHORD
DOUBLE ANGLES
END
DIAGONAL
V1
V2
V3
V4
V5
V6
I REMAING
V's
2L-1xlxv8
NONE
1 (2) 1/2
5/8"
1/2"
* } Use the same up to the centerine,"/L
*) Symmetrical configuration shall apply, after the centerline
Abreviation: -
N/G= Not Good
J1 D17 = JOIST NO./ JOIST DEPTH ie: J1 D17
SP J1 D17 = GIRDER JOIST ie: SPJ1 D11(SP INDICATES SPECIAL JOIST)
L AERIAL PRECAST CONCRETE, LLC LOT 5 DIAMONDS SANDS, JOIST CALL 10 of 13
PC 3200 BURRIS ROAD 1111104 UPDATE
AERIAL PRECAST CONCRETE DAVIE, FLORIDA 33314 JENSEN BEACH, FL
Design: T.D.Y. Date: 08/21/19
�e sTRU(TURALSTEEL I T 954-321-0200 • F 954-321.0093 (3RD FLOOR)
Checked: Date:
ZLShcp DmsinpIAERIAL FLOOR SHOP MOAF-20191otS- Miaada Resideme1AP0C*5WoistC*q10 ZD1720.25(9rd 0oar).tlslGrev6y D.n
UESIUNF'LANIL I Nrogrammea Dy: Fuat urnanl, v.t.
P, P2 P3
INPUT
i �, 4
JOIST NO 10 J2•12117
20.25' (3rd floor).
SPAN Manual input governs-->
20.250 2a25 - t
* Q,
Qz
Q3
?
SLAB WIDTH
4.0 Ft
DL+LL 5.75 k
` x2 5.75 k
JOIST DEPTH
17" -
DL+Wind 3.16 k
3.16 k
Uniform
Point Loads Applied at to Dist. From left support
SERVICE DEAD LOAD
65 78 Psf
P{
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
Q{
7
F y (BOTT. ANGLES)
50 Ks!
Q2:
_ '
Fc' j
3 Ksi
Q3:
! '
DESIGN OF BOTTOM CHORD
, @ MIDSPAN
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
27868 Ft-Lbs
19671 Lbs
0.437 in2 OK
2L-1x1x1/8 As=0.46 n2
rNONE ----- �
i
END DIAGONAL Tension bar
a = arctan(d/ 24") = 35.31
F=(R-Vo)/sin a= 4.78 k / 0.578 = 8.27 k
As=F/ 12x(0.60 fv)l = 4.14 / 36.0 =
MAX.
QTY
MARK
DEPTH
BASE
10 J2-D17 20.25' 3rd floor).
17 in
20.3 Ft
5751 Lbs
3159 Lbs
19.04 in
F(wind case)= 2.63 k % 0.58 = 4.54 k
0.11 in2 (2) 112
BOTTOM CHORD
DOUBLE ANGLES
TOP CHORD
DOUBLE ANGLES
END
DIAGONAL
V1
V2
V3 '
V4
V5
V6
REMAING
V's
2L-lxlxl/8
NONE
(2) 1/2
3/4"
5/8"
1/2"
-
*) Use the same up to the centedne,"/L
*) Symmetrical configuration shall apply, after the centerline
Abreviation:
N/G= Not Good
J1 D17 = JOIST NOJ JOIST DEPTH
SP J1 D17 = GIRDER JOIST
ie: J1D17
ie: SPJ1 D1 i (SP INDICATES SPECIAL JOIST)
L AERIAL PRECAST CONCRETE, LLC
LOT 5 DIAMONDS SANDS,
JOIST CALC 11 of 13
!r� 3200 BURRIS ROAD
PRECAST CONCRETE
JENSEN BEACH, FL
11/1/04 UPDATI
.ERIAL
DAVIE, FLORIDA 33314
T 954-321-0200 • F 954.321-0093
(3RD FLOOR)
Design: T.D.Y. Date: 08/21/19
Checked: Date:
t1SheP Dra4V%AER1AL FLOOR SHOP DWG=F-201911ot 5. Wanda RmidmelAPC Cekribisl Ca411 J3-D1721.75(9d ftwodslGreviy Dno
UtSwNrLANtI rrogrammea Dy: r-uat umanl, r.t.
P1 P2 P3
INPUT
i
JOIST NO 11 J3-D17
21.75' (3rd floor)___-.
SPAN Manual input governs—>
21.750 ' 217s V t
* Q, Q2, Q3
t
SLAB WIDTH
4.0 Ft
DL+LL 6.18 k
x2 6.18 k
JOIST DEPTH
17" .
DL+Wind 3.39 k
3.39 k
j
Uniform
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:
I
TOTAL LOAD=DL+LL
568 Plf
Point Loads Applied at bolt. Dist. From left support
TOTAL LOAD=DL-WL( Negative=Net Uplift)
312 Plf
Qj:
Fy (BOTT. ANGLES)
50 Ksi
Q2:
Fc'
3 Ksi
Q3:
DESIGN OF BOTTOM CHORD
:.
'@'MIDSPANs
MAX. MOMENT
31871 Ft-Lbs
TENSION AT BOTTOM CHORD
22497 Lbs
A., Max(Tu/0.9*Fy AND Tu/0.75*Fu)
0.500 in2 OK
As ( 2L's)
2L-1.5
X 1.5 X 1/8 —--As=0.71 -----� n2
TOP CHORD NorvE
DESIGN OF WEB DIAGONALS
REACTION DUE TO UNIFORM LOAD(Gravity) 6177 Lbs
REACTION (DL+Wind) 3393 Lbs
LEFT REACTION due to point load
RIGHT REACTION due to point load
TOTAL REACTION (Max.) i 6177 Lbs
Diagonal Length 19.04 in
END DIAGONAL Tension bar
a = arctan(d/ 24") = 35.31
F=(R-Vo)/sin a= 5.21 k / 0.578 = 9.01 k
As=F/ 120.60 fv)1= 4.50 / 36.0 =
MAX.
QTY
MARK
DEPTH
BASE
11 J3-D17 21.75' 3rd floor).
17 in
1 21.8 Ft
F(wind case)= 2.86 k / 0.58 = 4.95 k
0.13 in2 (2) 112
BOTTOM CHORD
DOUBLE ANGLES
TOP CHORD
DOUBLE ANGLES
END
DIAGONAL
V7
V2
V3
V4
V5
V6
REMAING
VS
21--1.5 X 1.5 X 118
NONE
1 (2) 1/2
3/4"
1 5/8"
5/8"
1/2"
*) Use the same up to the centerine,`'/L
*) Symmetrical configuration shall apply, after the centerline
Abreviation:
N/G= Not Good
J1 D17 = JOIST NO./ JOIST DEPTH ie: A D17
SP J1 D17 = GIRDER JOIST le: SPA D1 i (SP INDICATES SPECIAL JOIST)
JOIST CALC 12 Of 13
AERIAL PRECAST CONCRETE, LLC LOT 5 DIAMONDS SANDS, lvvoa UPDATE
/�PIC 3200 BURROS ROAD JENSEN BEACH FL
AERIAL PRECAST CONCRETE DAME, FLORIDA 33314 a
512ucruRA M'l I T 954-321-0200 • F 954-321-0093 ; (3RD FLOOR) Design: T.D.Y. Date: 08/21/19
Checked: Date:
7 %Shap Dm ig0AERIAL FLOOR SHOP OWGSIAF-20191Lat 5 -Wanda ResidewelAPC CaksUoist Cate
SPAZ1711.0' (3N noa).x6JGrevny Design
NPLANET Programmed by: Fuat Omarli, P.E.
P, P2 P3
INPUT
JOIST NO
12 SPJ1i D1711.0' (3rd, floor). _
SPAN
Manual input governs—> 11.000 ill t
♦ Q, Q2 93
f
SLAB WIDTH
4.0 Ft
DL+LL 4.18 k
x2 4.18 k
JOIST DEPTH
17" -
DL+Wind 2.77 k
2.77 k
Uniform
Point Loads A_Dplied at top Dist. From left support
SERVICE DEAD LOAD
105 126 Psf
PI:
w
SERVICE LIVE LOAD
40 64 Psf
P2:
j—
WIND LOAD(gross Uplift)
TOTAL LOAD=DL+LL
TOTAL LOAD=DL-WL( Negative =Net Uplift)
Fy (9017. ANGLES)
Fc'
DESIGN OF BOTTOM CHORD
MAX. MOMENT
TENSION AT BOTTOM CHORD
Asreq'd= Max(Tu/0.9*FyAND 'Tu/0.75*Fu )
As ( 2L's )
TOP CHORD
DESIGN OF WEB DIAGONALS
REACTION DUE TO UNIFORM LOAD(Gravity)
REACTION (DL+Wind)
LEFT REACTION due to point load
RIGHT REACTION due to point load
TOTAL REACTION (Max.)
Diagonal Length
END DIAGONAL Tension bar
a = arctan(d/ 24")=.35.31
F=(R-Vo)/sin a= . 2.88 k / 0.578 =
As=F/ 12x(0.60 fv)1=
P3: .
760 Plf Point Loads Applied at bolt. Dist. From left support
504 Plf Qj:
50 Ksi Q2: C
3 Ksi Q3:
�- MODS i
10653 Ft-Lbs
7520 Lbs
0.167 in2 OK
r2L-lxlxl/s As=OA6 n2
NONE
4.99 k
2.49 / 36.0 =
,
QTY
MARK
DEPTH
BASE
12 SPA-D1711.0' (3rd floor).!
17 in
11.0 Ft
4180 Lbs
2772 Lbs
19.04 in
F(wind case)=
0.07 in2
1.91 k /0.58= 3.31 k
(2) 112
BOTTOM CHORD
DOUBLE ANGLES
TOP CHORD
DOUBLE ANGLES
END
DIAGONAL
V1
V2
V3
V4
V5
V6
REMAING
VS2L-1x1x1/9
NONE
(2) 1/2 .
5/8"
1/2"
*) Use the same up to the centedne,' /L
*) Symmetrical configuration shall apply, after the centerline
Abreviation:
N/G= Not Good
AD17 = JOIST NOJ JOIST DEPTH
SP AD17 = GIRDER JOIST
ie: J1D17
ie: SPJ1 D1 i (SP INDICATES SPECIAL JOIST)
AERIAL PRECAST CONCRETE, LLC LOT 5 DIAMONDS SANDS
JOIST CALC 13 of 13
/-P 3200 BURRIS ROAD 11/1/04 UPDATE
AERIAL PRECAST CONCRETE DAVIE, FLORIDA 33314 JENSEN_BEACH, FL
_STRUCTURALSTEEL T 954.321-0200 • F 954-321-0093 (3RD FLOOR) Design: T.D.Y. Date: 08/21/19
&
Checked• Date:
71ShaP DrrI&WIAERIAL FLOOR SHOP DYM%F-2019%d5-Miinda ResidencelAPC CeksVoisl Cekg13 SPJ2-D1720.75' (3rd IWor).ilsj raft Design
INPUT
JOIST NO 13 SPJ2-D17 20.75' (3rd flo_ o),._
SPAN Manual input govems--> 20.750 20.75 'w t
SLAB WIDTH _ 4.0 Ft
JOIST DEPTH 17" V
Uniform
SERVICE DEAD LOAD 105 126 Psf
SERVICE LIVE LOAD 40 64 Psf
WIND LOAD(gross Uplift)
DESIGNPLANET Programmed by: Fuat Omadi, P.E.
P1 P2 P3
l 1 l
Q1 Q2 Q3
DL+LL 7.89 k x2 t 7.89 k
DL+Wind 5.23 k 5.23 k
Point Loads Applied at top Dist. From left support
P2:
P3:
TOTAL LOAD=DL+LL 760 Plf, Point Loads Applied at bolt. Dist. From left support
TOTAL LOAD=DL-WL( Negative =Net Uplift) 504 Plf Q1:
Fy (607. ANGLES) 50 KSI Q2: r
Fc- 3 Ksi' Q3:
DESIGN OF BOTTOM CHORD @ MIDSPAN
I -
MAX. MOMENT
TENSION AT BOTTOM CHORD
As req'd = Max(Tu/0.9*Fy AND Tu10.75*Fu )
As ( 2L's )
TOP CHORD
DESIGN OF WEB DIAGONALS
REACTION DUE TO UNIFORM LOAD(Gravity)
REACTION (DL+Wind)
LEFT REACTION due to point load
RIGHT REACTION due to point load
TOTAL REACTION (Max.)
Diagonal Length
END DIAGONAL Tension bar
39013 Ft-Lbs
27539 Lbs
0.612 in2 OK
zL-is x is x its AS=o.n — n2
NONE T
a = arctan(d/ 24") = 35.31
F=(R-Vo)/sin a= 6.59 k / 0.578 = 11.40 k
As=F/ 12x(0.60 fv)1= 5.70 / 36.0 =
MAX.
QTY
MARK
DEPTH
BASE
13 SPJ2-D17 20.75' (3rd floor).
17 in
20.8 Ft
7885 Lbs
5229 Lbs
I OOU LU.J
19.04 in
F(wind case)= 4.37 k / 0.58 = 7.56 k
0.16 in2 (2) 1/2
C/L
BOTTOM CHORD
DOUBLE ANGLES
TOP CHORD
DOUBLE ANGLES
END
DIAGONAL
V1
V2
V3
V4
V5
V6
REMAING
Vs
2L-1.5 X 1.5 X 1/8
NONE
(2) 1/2
314"
3/4"
5/8"
*) Use the same up to the centedne,"/L
*) Symmetrical configuration shall apply, after the centerline
Abreviation:
N/G= Not Good
J1 D17 = JOIST N0./ JOIST DEPTH
SP J1 D17 = GIRDER JOIST
ie: J1D17
ie: SPA D1 i (SP INDICATES SPECIAL JOIST)
Project Title:
Engineer: MARIO DI PRIETO
Project ID: APC19-097
Project Descr: MIRANDA RESIDENCE (LOT 5)
Steel Beam Software copvdght ENERCALC. INC. 1983-2019, Build: 10.19.1.27' . 1
DESCRIPTIO B-1
CODE REFERENCES
Calculations perAISC 360-10, IBC 2015; CBC 2016, ASCE 7-10
Load Combination Set: ASCE 7716
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
0(39.287) L(22.156)
D(0.1 ..-D(0.65�_IJOA)
a- ---a
3) L(0.08)
W 14x82
Span = 14.50 ft
[� I
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.670, L = 0.410 k/ft, Tributary Width = 1.0 ft
Uniform Load : D = 0.130, L = 0.080 k/ft, Extent = 0.0 --» 8.50 ft, Tributary,Width = 1.0 ft
Uniform Load : D = 0.650, L = 0.40 k/ft, Extent = 8.50 --» 14.50 ft, Tributary Width = 1.0 ft
Point Load : D = 39.287, L = 22.156 k @ 7.750 ft
DESIGN SUMMARY
°
.. _.__...__ ..
Maximum Bending Stress Ratio -
0.766: 1 Maximum
Shear Stress Ratio =
_. _... ....... - - ...
0.321 : 1
........
Section used for this span
W14x82
Section used for this span
W14x82
Ma: Applied
265.557 k-ft
Va : Applied
46.784 k
Mn / Omega : Allowable
346.806 k-ft
Vn/Omega,: Allowable
145.860 k
Load Combination
+D+L+H
Load Combination
+D+L+H
Location of maximum on span
7.747ft
Location of maximum on span .
14.500 ft
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.119 in Ratio =
1,465 >=360
Max Upward Transient Deflection
0.000 in Ratio =
0 <360
Max Downward Total Deflection
0.329 in Ratio =
529 >=180
Max Upward Total Deflection
0.000 in Ratio =
0 <180
__.... ........ ...
._....... ... .... _._.._..
_
_............... .... ...c.. -. ..._._.._...
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 = 14.50 ft 1 0.489
0.205 169.76
169.76 579.17 346.81 1.00 1.00
29.87 218.79
145.86
+D+L+H
Dsgn. L = 14.50 ft 1 0.766
0.321 265.56
265.56 579.17 346.81 1.00 1.00
46.78 218.79
145.86
+D+Lr+H
Dsgn. L = 14.50 ft 1 0.489
0.205 169.76
169.76 579.17 346.81 1'.00 1.00
29.87 218.79
145.86
+D+S+H
Dsgn. L = 14.50 ft 1 : 0.489
0.205 169.76
169.76 579.17 346.81 1.00 1.00
29.87 218.79
145.86
+D+0.750Lr+0.750L+H
Dsgn. L = 14.50 ft 1 0.697
0.292 241.61
241.61 579.17 346.81 1.00 1.00
42.56 218.79
145.86
+D+0.750L+0:750S+H
Dsgn. L = 14.50 ft 1 0.697
0.292 , •241.61
;241.61 579.17 . 346.81 1.00 1.00
42.56 218.79
145.86
+D+0.60W+H
Dsgn. L = 14.50 ft 1 0.489
0.205 169.76
169.76 579.17 346.81 1.00 1.00
29.87 218.79
145.86
+D+0.750Lr+0.450W+H
Project Title:
Engineer: MARIO DI PRIETO•
Project ID: APC19-097
Project Descr: MIRANDA RESIDENCE (LOT 5)
Steel Beam Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.27 .
DESCRIPTIO 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
Dsgn. L = 14.50 ft 1
0.489
0.205
169.76
169.76 579.17
346.81 1.00 1.00
29.87
218.79 145.86
+D+0.750S+0.450W+H
Dsgn. L = 14.50 ft 1
0.489
0.205
169.76
169.76 579.17
346.81 1.00 1.00
29.87
218.79 145.86
+0.60D+0.60W+0.60H
Dsgn. L = 14.50 ft 1
0.294
0.123
101.85
101.85 579.17
346.81 1.00 1.00
17.92
218.79 145.86
+D+0.70E+0.60H
Dsgn. L = 14.50 ft 1
0.489
0.205
169.76
169.76 579.17
346.81 1.00 1.00
29.87
218.79 145.86
+D+0. 750 L+0. 750 S+0. 5250 E+H
Dsgn. L = 14.50 ft 1
0.697
0.292
241.61
241.61 579.17
346.81 1.00 1.00
42.56
218.79 145.86
+0.60D+0.70E+H
Dsgn. L = 14.50 ft 1
0.2941
0.123
101.85
101.85 579.17
346.81 1.00 1.00
17.92
218.79 145.86
Overall Maximum Deflections
Load Combination
Span Max. "-" Defl
Location
in Span Load Combination
Max.
"+" Defl Location in Span
+D+L+H
1
0.3290
7.416
0.0000
0.000
Vertical Reactions
Support notation : Far left is #'
Values
in KIPS
Load Combination Support 1 Support 2
Overall MAXimum
39.593
46.784
Overall MINimum
14.264
16.917
+D+H
25.329
29.867
+D+L+H
39.593
46.784
+D+Lr+H
25.329
29.867
+D+S+H
25.329
29.867
+D+0.750Lr+0.750L+H
36.027
42.555
+D+0.750L+0.750S+H
36.027
42.555
+D+0.60W+H
25.329
29.867
+D+0.750Lr+0.450W+H
25.329
29.867
+D+0.750S+0.450W+H
25.329
29.867
+0.60D+0.60W+0.60H
15.197
17.920
+D+0.70E+0.60H
25.329
29.867
+D+0.750L+0.750S+0.5250E+H
36.027
42.555
+0.60D+0.70E+H
15.197
17.920
D Only
25.329
29.867
Lr Only
L Only
14.264
16.917
S Only
W Only
E Only
H Only
• f
Project Title:
Engineer: MARIO DI PRIETO
Project ID: APC19-097
Project Descr: MIRANDA RESIDENCE (LOT 5)
Steel Beare Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.27 .
DESCRIPTIO 13-2
CODE REFERENCES
Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: ASCE 7-16
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
I�„ -,•. , ,,, fly.
W 14x34
Span = 20.750 ft
)plied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 1.340, L = 0820 k/ft, Tributary Width = 1.0 It
DESIGN SUMMARY
Maximum Bending Stress Ratio =
Section used for this span
Ma: Applied
Mn / Omega: Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
.... _..... _ ...._..
Maximum Forces & Stresses for L
0.867: 1
Maximum Shear Stress Ratio =
W14x34
Section used for this span
118.082 k-ft
Va : Applied
136.228 k-ft
Vn/Omega : Allowable
+D+L+H
Load Combination
10.375ft
Location of maximum on span
Span # 1
Span # where maximum occurs
0.348 in Ratio=
714>=360.
0.000 in Ratio =
0 <360
0.932 in Ratio =
267 >=180
0.000 in Ratio =
0 <180
0.286 : 1
W14x34
22.763 k
79.80 k
+D+L+H
0.000 ft
Span # 1
Load Combination
Segment Length
Span #
Max Stress Ratios
M V
Mmax +
Summary oT moment values
Mmax - Ma Max Mnx Mnx/Omega Cb Rm
oummary of oncdi odium,
Va Max VnxVnx/Omega
+D+H
Dsgn. L = 20.75 ft
1
0.543
0.179
73.95
73.95
227.50
136.23 1.00 1.00
14.26
119.70
79.80
+D+L+H
Dsgn. L = 20.75 ft
1
0.867
0.285
118.08
118.08
227.50
136.23 1.00 1.00
22.76
119.70
79.80
+D+Lr+H
Dsgn. L = 20.7&.ft
1
0.543
0.179
73.95
73.95
227.50
136.23 1.00 1.00
14.26
119.70
79.80
+D+S+H
Dsgn. L = 20.75 ft
1
0.543
0.179
73.95
73.95
227.50
136.23 1.00 1.00
14.26
119.70
79.80
+D+0.75OLr+0.750L+H
Dsgn. L = 20.75 ft
1
0.786
0.259
107.05
107.05
227.50
136.23 1.00 1.00
20.64
119.70
79.80
+D+0.750L+0.750S+H
Dsgn. L = 20.75 ft
1
0.786,
0.259
107.05
107.05
227.50
136.23 1.00 1.00
20.64
119.70
79.80
+D+0.60W+H
Dsgn. L = 20.75 ft
1
0.543
0.179
73.95
73.95
227.50
136.23 1.00 1.00
14.26
119.70
79.80
+D+0.75OLr+0.450W+H
Dsgn. L = 20.75 ft
1
0.543
0.179
73.95
73.95
227.50
136.23 1.00 1.00
14.26
119.70
79.80
+D+0.750S+0.450W+H
Dsgn. L = 20.75 ft
1
0.543
0.179
73.95
73.95
227.50
136.23 1.00 1.00
14.26
119.70
79.80
+0.60D+0.60W+0.60H
Dsgn. L = 2015 ft
1
0.326,
0.107
44.37
44.37
227.50
136.23 1.00 1.00
8.55
119.70
79.80
+D+0.70E+0.60H
Dsgn. L = 20.75 ft
1
0.543'
0.179
73.95
•73.95
227.50
136.23 1.00 1.00
14.26
119.70
79.80
+D+0.750L+0.750S+0.5250E+H
Dsgn. L = 20.75 ft
1
0.786'
I
0.259
107.05
107.05
227.50 ,
136.23 1.00 1.00
20.64
119.70
79.80
Project Title:
Engineer: MARIO DI PRIETO
Project ID: APC19-097
Project Descr: MIRANDA RESIDENCE (LOT 5)
Steel Beam
Software copyright ENERCALC,
INC. 1983-2019, Build: 10.19.1.27 .
�.�
DESCRIPTIO B-2
�.�
Load Combination
Max Stress Ratios
Summary of Moment Values
Summary of Shear Values
Segment Length Span #
M
I V Mmax +
Mmax - Ma Max Mnx Mnx/Omega Cb
Rm Va Max VnxVnx/Omega
+0.60D+0.70E+H
I
-
Dsgn. L = 20.75 ft 1
0.326 •0.107 44.37
44.37 227.50 136.23 1.00 1.00 8.55 119.70 79.80
Overall Maximum Deflections
Load Combination
Span
Max. "-" Defl Location in Span Load Combination
Max. "+" Defl Location in Span
+D+L+H
1
0.9324
10.434
0.0000 0.000
Vertical Reactions
Support notation : Far left is #,
Values in KIPS
Load Combination Support 1
Support 2
Overall MAXimum
22.763
22.763
Overall MINimum
8.508
8.508
+D+H
14.255
14.255
+D+L+H
22.763
22.763
+D+Lr+H
14.255
14.255
+D+S+H
14.255
14.255
+D+0.750Lr+0.750L+H .
20.636
20.636
+D+0.750L+0.750S+H
2O.636
20.636
+D+0.60W+H
14.255
14.255
+D+0.750Lr+0.450W+H
14.255
14.255
+D+0.750S+0.450W+H
14.255
14.255
+0.60D+0.60W+0.60H
8.553
8.553
+D+0.70E+0.60H
14.255
14.255
+D+0.750L+0.750S+0.5250E+H
2O.636
20.636
+0.60D+0.70E+H
8.553
8.553
D Only
14.255
14.255
Lr Only
L Only
8.508
8.508
S Only
W Only
E Only
H Only
I
Project Title:
Engineer: MARIO DI PRIETO
Project ID: APC19-097
Project Descr: MIRANDA RESIDENCE (LOT 5)
Steel Beare Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.27 .
DESCRIPTIO B-3
CODE REFERENCES
Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: ASCE 7-16
Material Properties
Analysis MethoQN11owable 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 0.22 L 0.13
_DL0.65� L 0(_.4L-
4
W 14x30
1�5
Span =16.0ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Load for Span Number 1
Uniform Load : D = 0.480, L = 0.290 k/ft, Extent = 0.0 --» 7.750 ft, Tributary Width = 1.0 ft
Uniform Load : D = 0.220, L = 0.130 k/ft, Tributary Width = 1.0 ft
Uniform Load : D = 0.650, L = 0.40 k/ft, Extent = 7.750 - > 16.0 ft, Tributary Width = 1.0 ft
DESIGN SUMMARY
' ' •
Maximum Bending Stress Ratio =
0.353: 1 Maximum
Shear Stress Ratio =
0.146 : 1
Section used for this span
W14x30
Section used for this span
W14x30
Ma: Applied
41.652 k-ft
Va : Applied
10.914 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
8.366ft
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
0.084 in Ratio =
2,289> 360
Max Upward Transient Deflection
0.000 in Ratio =
0 <360
Max Downward Total Deflection
0.228 in Ratio =
843 >=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 = 16.00 ft 1 0.223
0.092 26.30
26.30 197.08 118.01 1.00 1.00
6.88 111.78
74.52
+D+L+H
Dsgn. L = 16.00 ft 1 0.353
0.146 41.65
41.65 197.08 118.01 1.00 1.00
10.91 111.78
74.52
+D+Lr+H
Dsgn. L = 16.00 ft 1 0.223
0.092 26.30
26.30 197.08" 118.01 1.00 1.00
6.88 111.78
74.52
+D+S+H
Dsgn. L = 16.00 ft 1 0.223,
0.092 26.30
26.30 197.08 118.01 1.00 1.00
6.88 111.78
74.52
+D+0.750Lr+0.750L+H
Dsgn. L = 16.00 ft 1 0.320
0.133 37.82
37.82 197.08 118.01 1.00 1.00
9.91 111.78
74.52
+D+0.750L+0.750S+H
Dsgn. L = 16.00 ft 1 0.320
0.133 37.82
37.82 197.08 118.01 1.00 1.00
9.91 111.78
74.52
+D+0.60W+H
-
Dsgn. L = 16.00 It 1 0.223
0.092 26.30
26.30 197.08 118.01 1.00 1.00
6.88 111.78
74.52
+D+0.750Lr+0.450W+H
Dsgn. L = 16.00 ft 1 0.223
0.092 26.30
26.30 197.08 118.01 1.00 1.00
6.88 111.78
74.52
+D+0.750S+0.450W+H
Project Title:
Engineer: MARIO DI PRIETO
Project ID: APC19-097
Project Descr: MIRANDA RESIDENCE (LOT 5)
Steel Beam Software copvdght ENERCALC. INC. 1983-2019, Build: 10. 19.1.27 .
DESCRIPTIO 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 = 16.00 ft 1
0.223
0.092
26.30
26.30
197.08
118.01 1.00 1.00
6.88
111.78 74.52
+0.60D+0.60W+0.60H
Dsgn. L = 16.00 ft 1
0.134
0.055
15.78
15.78
197.08
118.01 1.00 1.00
4.13
111.78 74.52
+D+0.70E+0.60H
Dsgn. L = 16.00 ft 1
0.223
' 0.092
26.30
26.30
197.08
118.01 1.00 1.00
6.88
111.78 74.52
+D+0.750L+0.750S+0.5250E+H
Dsgn. L = 16.00 ft 1
0.320
0.133
37.82
37.82
197.08
118.01 1.00 1.00
9.91
111.78 74.52
+0.60D+0.70E+H
Dsgn. L = 16.00 It 1
0.134
0.055
15.78
15.78
197.08
118.01 1.00 1.00
4.13
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
0.2277
8.091
0.0000
0.000
Vertical Reactions
Support notation : Far left is #,
Values in KIPS
Load Combination
Support 1
Support 2
Overall MAXimum
9.796
10.914
Overall MINimum
3.594
4.034
+D+H
6.202
6.881
+D+L+H
9.796
10.914
+D+Lr+H
6.202
6.881
+D+S+H
6.202
6.881
+D+0.750Lr+0.750L+H
8.897
9.906
+D+0.750L+0.750S+H
8.897
9.906
+D+0.60W+H
6.202
6.881
+D+0.750Lr+0.450W+H
6.202
6.881
+D+0.750S+0.450W+H
6.202
6.881
+0.60D+0.60W+0.60H
3.721
4.129
+D+0.70E+0.60H
6.202
6.881
+D+0.750L+0.750S+0.5250E+H 8.897
9.906
+0.60D+0.70E+H
3.721
4.129
D Only
6.202
6.881
Lr Only
L Only
3.594
4.034
S Only
W Only
E Only
H Only
LSteel Beam
DESCRIPTIO B-4
.I
CnDF RFFFRFNr-F-R
Project Title:
Engineer: MARIO DI PRIETO
Project ID: APC19-097
Project Descr: MIRANDA RESIDENCE (LOT 5)
Software copyright ENERCALC, INC. 1983-2019, Build: 10.19.1.27 .
Calculations per
AISC 360-10, IBC 2015,! CBC 2016, ASCE 7-10
Load Combinatio
SSet : ASCE 7-16
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
I D(0.12) L(0.07)
D(13 (8:q L
-951 D(0.65 L 0.4 D(13.18jC(r38b�
rrm�
W 14x90
rrm�
Span = 27.750 ft
Applied Loads
__............ ..... ...... _....... -......_
Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.670, L = 0.410 k/ft, Tributary Width = 1.0 ft
Uniform Load : D = 0.650, L = 0.40 k/ft, Extent = 0.0 --» 20.750 ft, Tributary Width = 1.0 ft
Uniform Load : D = 0.120, L = 0.070 k/ft, Extent = 20.750 -» 27.750 ft, Tributary Width = 1.0 ft
Point Load : D = 4.167, L = 2.295 k @ 1.750 ft
Point Load : D = 13.180, L = 1.386 k @ 21.0 ft
Point Load : D = 13.20, L = 8.80 k @ 0.250 ft
DESIGN SUMMARY
•
- . _..._.._..
Maximum Bending Stress Ratio =
.............. .... ..... _ _ ......._..--- ..................
0.686: 1 Maximum Shear Stress Ratio =
0.499 :1
Section used for this span
W14x90
Section used for this span
W14x90
Mai: Applied
261.789 k-ft
Va : Applied
61.443 k
Mnl/ Omega - Allowable
381.642 k-ft
Vn/Omega.: Allowable
123.20 k
Load Combination
+D+L+H
Load Combination
+D+L+H
Location of maximum on span
14.826ft
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
0.395 in Ratio =
842 >=360
Max Upward Transient Deflection
0.000 in Ratio =
0 <360
Max Downward Total Deflection
1.279 in Ratio =
260 >=180
Max Upward Total Deflection
0.000 in Ratio =
0 <180
Maximum Forces & Stresses for Load Combinations
Load Combination I 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 = 27.75
ft 1 0.474
0.319 180.98
180.98 637.34 381.64 1.00 1.00
39.29 184.80 123.20
+D+L+H
Dsgn. L = 27.7
Ti 1 0.686
0.499 261.79
261.79 637.34 381.64 1.00 1.00
61.44 184.80 123.20
+D+Lr+H i
Dsgn. L = 27.75
ft 1 0.474
0.319 180.98
180.98 637.34 381.64 1.00 1.00
39.29 184.80 123.20
+D+S+H
1
Dsgn. L = 27.75
ft 1 0.474
0.319 180.98
180.98 637.34 381.64 1.00 1.00
39.29 184.80 123.20
+D+0.750Lr+0.750L+H
Dsgn. L = 27.75
ft 1 0.633
0.454 241.52
241.52 .637.34 381.64 1.00 1.00
55.90 184.80 123.20
Project Title:
Engineer: MARIO DI PRIETO
Project ID: APC19-097
Project Descr:MIRANDA RESIDENCE (LOT 5)
Steel Beam Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.27 .
DESCRIPTIO 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
+D+0.750L+0.750S+H
Dsgn. L = 27.75 ft 1
0.633
0.454
241.52
241.52
637.34
381.64 1.00 1.00
55.90
184.80 123.20
+D+0.60W+H
Dsgn. L = 27.75 ft 1
0.474
0.319
180.98
180.98
637.34
381.64 1.00 1.00
39.29
184.80 123.20
+D+0.750Lr+0.450W+H
Dsgn. L = 27.75 ft 1
0.474
0.319
180.98
180.98
637.34
381.64 1.00 1.00
39.29
184.80 123.20
+D+0.750S+0.450W+H
Dsgn. L = 27.75 ft 1
0.474
0.319
180.98
180.98
637.34
381.64 1.00 1.00
39.29
184.80 123.20
+0.60D+0.60W+0.60H
Dsgn. L =; 27.75 ft 1
0.285
0.191
108.59
108.59
637.34
381.64 1.00 1.00
23.57
184.80 123.20
+D+0.70E+0.60H
-
Dsgn. L = 27.75 ft 1
0.474
0.319
180.98
180.98
637.34
381.64 1.00 1.00
39.29
184.80 123.20
+D+0.750L+0.750S+0.5250E+H
Dsgn. L = 27.75 ft 1
0.633
0.454
241.52
241.52
637.34
381.64 1.00 1.00
55.90
184.80 123.20
+0.60D+0.70E+H
Dsgn. L = 27.75 It 1
0.285
0.191
108.59
108.59
637.34
381.64 1.00 1.00
23.57
184.80 123.20
Overall Maximum Deflections
Load Combination
Span Max. "-" Defl
Location in Span Load Combination
Max.
"+° Defl Location in Span
+D+L+H
1
1.2786
14.113
0.0000
0.000
Vertical Reactions
Support notation : Far left is #,
Values in KIPS
Load Combination Support 1
Support 2
Overall MAXimum
61.443
37.170
Overall MINimum
22.156
10.493
+D+H
39.287
26.677
+D+L+H
61.443
37.170
+D+Lr+H
39.287
26,677
+D+S+H
39.287
26.677
+D+0.750Lr+0.750L+H
55.904
34.547
+D+0.750L+0.750S+H
55.904
34.547
+D+0.60W+H
39.287
26.677
+D+0.750Lr+0.450W+H
39.287
1 26.677
+D+0.750S+0.450W+H
39.287
26.677
+0.60D+0.60W+0,60H
23.572
16.006
+D+0.70E+0.60H
39.287
26.677
+D+0.750L+0.750S+0.5250E+H
55.904
34.547
+0.60D+0.70E+H
23.572
16.006
D Only
39.287
26.677
Lr Only
L Only
22.156
10.493
S Only
W Only
E Only
H Only
Project Title:
Engineer: MARIO DI PRIETO
Project ID: APC19-097
Project Descr: MIRANDA RESIDENCE (LOT 5)
Steel Beam I Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.27 . 11
DESCRIPTIO B-5
CODE REFERENCES
Calculations per AISC 360-10, IBC 2015„ CBC 2016, ASCE 7-10
Load Combination Set: ASCE 7-16
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 I
D(0.48) L(0.43)
W 14x22
Span = 17.50 ft
Applied Loads Service loads enteredj. Load Factors will be applied for calculations.
Beam, self weight calculated and added to loading
Uniform Load : D = 0.220, L = 0.130 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 Rafio =
...
0.225: 1 Maximum ShearStress Ratio =
.._ _._-.
0.106 :1
Section used for this span
W14x22
Section used for this span
W14x22
Ma: Applied
18.646 k-ft
Va : Applied
6.653 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
7.500ft
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
0.069 in Ratio =
3,025-360
Max Upward Transient Deflection
0.000 in Ratio =
0 <360
Max Downward Total Deflection
0.182 in Ratio =
1151 >=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 = 17.50 ft 1 0.140
0.062 11.56
11.56 138.33 82.83 1.00 1.00
3.91 94.53
63.02
+D+L+H
Dsgn. L = 17.50 ft 1 0.225
0.106 18.65
18.65 138.33 82.83 1.00 1.00
6.65 94.53
63.02
+D+Lr+H
Dsgn. L = 17.50 ft 1 0.140
0.062 11.56
11.56 138.33 82.83 1.00 1.00
3.91 94.53
63.02
+D+S+H
Dsgn. L = 17.50 ft 1 0.140
0.062 11.56
11.56 138.33 82.83 1.00 "1.00
3.91 94.53
63.02
+D+0.750Lr+0.750L+H
Dsgn. L = 17.50 ft 1 0.204
0.095 16.87
16.87 138.33 82.83 1.00 1.00
5.97 94.53
63.02
+D+0.750L+0.750S+H
Dsgn. L = 17.50 ft 1 0.204
0.095 16.87
16.87 138.33 82.83 1.00 1.00
5.97 94.53
63.02
+D+0.60W+H
Dsgn. L = 17.50 ft 1 0.140'
0.062 11.56
11.56 138.33 82.83 1.00 1.00
3.91 94.53
63.02
+D+0.750Lr+0.450W+H
Dsgn. L = 17.50 ft 1 0.140
0.062 11.56
11.56 138.33 82.83 1.00 1.00
3.91 94.53
63.02
+D+0.750S+0.450W+H
Dsgn. L = 17.50 ft 1 0.140
0.062 11.56
11.56 138.33 82.83 1.00 1.00
3.91 94.53
63.02
+0.60D+0.60W+0.60H
Dsgn. L = 17.50 ft 1 0.084
0.037 6.93
6.93 138.33 .82.83 1.00 1.00
2.35 94.53
63.02
+D+0.70E+0.60H
I '
• Project Title:
Engineer:. MARIO DI PRIETO
Project ID: APC19-097 ,
Project Descr: MIRANDA RESIDENCE (LOT 5)
Steel Bearn Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.27 .
DESCRIPTIO 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 Mnx/Omega Cb Rm
Va Max VnxVnx/Omega
Dsgn. L = 17.50 ft 1
0.140
0.062 11.56
11.56 138.33
82.83 1.00 1.00
3.91 94.53 63.02
+D+0.750L+0.750S+0.5250E+H
Dsgn. L = 17.50 ft 1
0.204
0.095 16.87
16.87 138.33
8.2.83 1.00 1.00
5.97 94.53 63.02
+0.60D+0.70E+H
Dsgn. L = 17.50 ft 1
0.084
0.037 6.93
6.93 138.33
82.83 1.00 1.00
2.35 94.53 63.02
Overall Maximum Deflections
Load Combination
Span Max. "" Defl Location
in Span Load Combination
Max.
'Y' Defl Location in Span
+D+L+H
1
0.1824
8.500
0.0000 0.000
Vertical Reactions
Support notation : Far left is #'
Values in KIPS
Load Combination Support 1
2
VVCldll IVIAAMIUIII
U.UJJ
J.f"
Overall MINimum
2.346
1.359
+D+H
3.910
2.365
+D+L+H
6.653
I 3.725
+D+Lr+H
3.910
2.365
+D+S+H
3.910
! 2.365
+D+0.750Lr+0.750L+H
5.967
3.385
+D+0.750L+0.750S+H
5.967:
3.385
+D+0.60W+H
3.910
2.365
+D+0.750Lr+0.450W+H
3.910
2.365
+D+0.750S+0.450W+H
3.910
2.365
+0.60D+6.60W+0.60H
2.346
1.419
+D+0.70E+0.60H
3.910
2.365
+D+0.750L+0.750S+0.5250E+H
5.967
3.385
+0.60D+0.70E+H
2.346
1.419
D Only
3.910
2.365
Lr Only
L Only
2.743
1.359
S Only
W Only
E Only
H Only
I
Steel Beam
DESCRIPTIO B-6
Project Title:
Engineer: MARIO DI PRIETO
Project ID: APC19-097
Project Descr: MIRANDA RESIDENCE'(LOT 5)
ENERCALC, INC. 1983-2019, Build:10.19.1.27 .
CODE REFERENCES
Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: ASCE 7-16
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
L0.359 )
W 14x30
'Span = 21.750 ft
... _.. ...... ....
)plied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0,130, L = 0.080 k/ft, Tributary Width = 1.0 ft
Uniform Load : D = 0.130, L = 0.080 k/ft, Extent = 15.0 -->> 21.750 ft, Tributary Width = 1.0 ft
Point Load : D = 2.365, L = 1.359 k @ 15.50 ft
DESIGN SUMMARY
•
Maximum Bending Stress Ratio =
0.268: 1 Maximum Shear Stress Ratio =
_•
0.087 :1
Section used for this span
W14x30
Section used for this span
W14x30
Ma: Applied
31.593 k-ft
Va : Applied
6.461 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
15.474ft
Location of maximum on span
21.750 ft
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.105 in Ratio =
2,493>=360
Max Upward Transient Deflection
0.000 in Ratio =
0 <360
Max Downward Total Deflection
0.298 in Ratio =
876 >=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 = 21.75 ft 1 0.173
0.056 20.38
20.38 197.08 118.01 1.00 1.00
4.17 111.78
74.52
+D+L+H
Dsgn. L = 21.75 ft 1 0.268
0.087 31.59
31.59 197.08 118.01 1.00 1.00
6.46 111.78
74.52
+D+Lr+H
Dsgn. L = 21.75 ft 1 0.173
0.056 20.38
20.38 197.08 118.01 1.00 1.00
4.17 111.78
74.52
+D+S+H
Dsgn. L =. 21.75 ft 1 0.173
0.056 20.38
20.38 197.08 118.01 1.00 1.00
4.17 111.78
74.52
+D+0.750Lr+0.750L+H
Dsgn. L = 21.75 ft 1 0.244
0.079 28.79
28.79 197.08 118.01 1.00 1.00
5.89 111.78
74.52
+D+0.750L+0.750S+H
Dsgn. L = 21.75 ft 1 0.244
0.079 28.79
28.79 197.08 118.01 1.00 1.00
5.89 111.78
74.52
+D+0.60W+H
Dsgn. L = 21.75 ft 1 0.173
0.056 20.38
20.38 . 197.08 118.01 1.00 1.00
4.17 111.78
74.52
+D+0.750Lr+0.450W+H
Dsgn. L = 21.75 ft 1 0.173
0.056 20.38
20.38 197.08 118.01 1.00 1.00
4.17 111.78
74.52
+D+0.750S+0.450W+H
Dsgn. L = 21.75 ft 1 0.173 ,
0.056 20.38
20.38 197.08 118.01 1.00 1.00
4.17 111.78
74.52
Project Title:
Engineer: MARIO DI PRIETO
Project ID: APC19-097
Project Descr: MIRANDA RESIDENCE (LOT 5)
Steel Beam Software copyright ENERCALC, INC. 1983-2019, Build: 10.19.1.27 .
DESCRIPTIO B-6
Load Combination
Max Stres's 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+0.60W+0.60H
Dsgn. L = 21.75 ft 1
0.104
0.034 12.23
12.23 197.08 118.01 1.00 1.00
2.50
111.78 74.52
+D+0.70E+0.60H
Dsgn. L = 21.75 ft 1
; 0.173
0.056 20.38
20.38 197.08 118.01 1.00 1.00
4.17
111.78 74.52
+D+0.750L+0.7508+0.5250E+H
Dsgn. L = 21.75 ft 1
0.244
0.079 28.79
28.79 197.08 118.01 1.00 1.00,
5.89
111.78 74.52
+0.60D+0.70E+H
Dsgn. L = 21.75 ft 1
0.104
0.034 12.23
12.23 197.08 118.01 1.00 1.00
2.50
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
0.2981
11.496
0.0000
0.000
Vertical Reactions
Support notation : Far left is #, Values in KIPS
Load Combination Support 1 Support
2
Overall MAXimi m
3.900
6.461
Overall MINimum
1.344
2.295
+D+H
2.556
4.167
+D+L+H
3.900
6.461
+D+Lr+H
2.556
4.167
+D+S+H
2.556
4.167
+D+0.750Lr+0.750L+H
3.564
5.888
+D+0.750L+0.750S+H
3.564
5.888
+D+0.60W+H
2.556
4.167
+D+0.750Lr+0.450W+H
2.556
4.167
+D+0.750S+0.450W+H
2.556
4.167
+0.60D+0.60W+0.60H
1.533
2.500
+D+0.70E+0.60H
2.556
4.167
+D+0.750L+0.750S+0.5250E+H
3.564
5.888
+0.60D+0.70E+H
1.533
2.500
D Only
2.556
4.167
Lr Only
j
L Only
1.344
2.295
S only
W Only
E Only
H Only
d �
Project Title:
Engineer: MARIO DI PRIETO
Project ID: APC19-097
Project Descr: MIRANDA RESIDENCE (LOT 5)
Steel Beam
DESCRIPTIO B-7
CODE REFERENCES
Software
INC. 1983-2019, Build:10.19.1.27 .
Calculations per AISC 360-10, IBC 2015, ,CBC 2016, ASCE 7-10
Load Combination Set: ASCE 7-16
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(0.08)(3.371) L(0.35) D(3.426 tqO.2
11 D(0.13) L(0.08)
W14x53
Span = 20.0 ft
... .......
)plied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.740 k/ft, Tributary Width = 1.0 ft
Uniform Load : D = 0.130, L = 0.080 k/ft, Tributary Width = 1.0 ft
Uniform Load : D = 0.130, L = 0.080 k/ft, Extent = 0.0 - > 5.250 ft, Tributary Width = 1.0 ft
Uniform Load : D = 0.130, L = 0.080 k/ft, Extent = 16.250 --» 20.0 ft, Tributary Width = 1.0 ft
Point Load : D = 3.126, L = 0.210 k @ 16.750 ft
Point Load: D=3.371, L = 0.350 k @ 4.750 ft
DESIGN SUMMARY
■
....
Maximum Bending Stress Ratio =
. ....-..
0.307: 1 Maximum Shear Stress Ratio =
0.142 : 1
Section used for this span
W14x53
Section used for this span
W14x53
Ma: Applied
66.678 k-ft
Va : Applied
14.566 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
9.600ft
Location of maximumon span
20.000 ft
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.029 in Ratio =
8,287>=360-
Max Upward Transient Deflection
0.000 in Ratio =
0 <360
Max Downward Total Deflection
0.317 in Ratio =
757->=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 = 20.00 ft 1 0.279
0.128 60.65
60.65 362.92 217.32 1.00 1.00
13.18 154.29 102.86
+D+L+H
Dsgn. L = 20.00 ft 1 0.307,
0.142 66.68
66.68 362:92 217.32 1.00 1.00
14.57 154.29 102.86
+D+Lr+H
Dsgn. L = 20.00 ft 1 0.279
0.128 60.65
60.65 362.92 217.32 1.00 1.00
13.18 154.29 102.86
+D+S+H
Dsgn. L = 20.00 ft 1 0.279
0.128 60.65
60.65 362.92 217.32 1.00 1.00
13.18 154.29 102.86
+D+0.750Lr+0.750L+H
Dsgn. L = 20.00 ft 1 0.3001
0.138 65.17
65.17 362.92 217.32 1.00 1.00
14.22 154.29 102.86
Project Title:
Engineer: MARIO DI PRIETO
Project ID: APC19-097
Project Descr:MIRANDA RESIDENCE (LOT5)
Steel Beam Software copyright ENERCALC, INC. 1983-2019, Build: 10.19.1.27 .
DESCRIPTIO 13-7
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
VnxVnxtOmega
+D+0.750L+0.750S+H
Dsgn. L = 20.00 ft
1
0.300
0.138
65.17
65.17
362.92
217.32 1.00 1.00
14.22
154.29
102.86
+D+0.60W+H
Dsgn. L = 20.00 ft
1
0.279
0.128
60.65
`60.65
362.92
217.32 1.00 1.00
13.18
154.29
102.86
+D+0.750Lr+0.450W+H
Dsgn. L = 20.00 ft
1
0.279
0.128
60.65
60.65
362.92
217.32 1.00 1.00
13.18
154.29
102.86
+D+0.750S+0.450W+H
Dsgn. L = 20.00 ft
1
0.279
0.128
60.65
60.65
362.92
217.32 1.00 1.00
13.18
154.29
102.86
+0.60D+0.60W+0.60H
Dsgn. L = 20.00 ft
1
0.167
0.077
36.39
36.39
362.92
217.32 1.00 1.00
7.91
154.29
102.86
+D+0.70E+0.60H
Dsgn. L = 20.00 ft
1
0.279
0.128
60.65
60.65
362.92
217.32 1.00 1.00
13.18
154.29
102.86
+D+0.750 L+0.750S+0.5250 E+H
Dsgn. L = 20.00 ft
1
0.300
0.138
65.17
65.17
362.92
217.32 1.00 1.00
14.22
154.29
102.86
+0.60D+0.70E+H
Dsgn. L = 20.00 ft
1
0.167
0.077
36.39
36.39
362.92
217.32 1.00 1.00
7.91
154.29
102.86
Overall Maximum Deflections
Load Combination
Span
Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span
+D+L+H
1
0.3170 9.943 0.0000 0.000
Vertical Reactions
Support notation : Far left is # Values in KIPS
Load Combination
Support 1
Support 2
Overall MAXimum
14.441
- 14.566
Overall MINimum
1.494
1.386
+D+H
12.947
13.180
+D+L+H
14.441
14.566
+D+Lr+H
12.947
13.180
+D+S+H
12.947
13.180
+D+0.750Lr+0.750L+H
14.067
14.220
+D+0.750L+0.750S+H
14.067
14.220
+D+0.60W+H
12.947
13.180
+D+0.750Lr+0.450W+H
12.947
13.180
+D+0.750S+0.450W+H
12.947
13.180
+0.60D+0.60W+0.60H
7.768
7.908
+D+0.70E+0.60H
12.947
13.180
+D+0.750L+0.750S+0.5250E+H 14.067
14.220
+0.60D+0.70E+H
7.768
7.908
D Only
12.947
13.180
Lr Only
L Only
1.494
1.386
S Only
W Only
E Only
H Only
Project Title:
Engineer: MARIO DI PRIETO
Project ID: APC19-097
Project Descr: MIRANDA RESIDENCE (LOT 5)
Steel Beare Software copyright ENERCALC, INC. 1983-2019, Build: 10.19.1.27 .
DESCRIPTIO B-8
CODE REFERENCES
Calculations per.AISC 360-10. IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: ASCE 7-16
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
0
0.75)..
a
W14x43 \ j
Span = 7.0 ft
)plied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.10, L = 0.060 k/ft, Tributary Width = 1.0 ft
Uniform Load: D = 0.750 k/ft, Tributary Width = 1.0 ft
DESIGN SUMMARY
s -
__ _._._....__..---...--.._..
Maximum Bending Stress Ratio =
_...__.._. _._....._. _.__.._......._........
0.034: 1 Maximum Shear Stress Ratio =
- -- - - _............
0.040 :1
,
.
Section used for this span
W14x43
Section used for'this span
W14x43
Ma: Applied
5.837 k-ft
Va : Applied
3.336 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
3.500ft
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
0.000 in Ratio =
0 <360 -
Max Upward Transient Deflection
0.000 in Ratio =
0 <360
Max Downward Total Deflection
0.004 in Ratio =
20159 >=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 = 7.00 ft 1 0.031
0.037 5.47
5.47 290.00 173.65 1.00 1.00
.3.13 125.36
83.57
+D+L+H
Dsgn. L = 7.00 ft 1 0.034
0.040 5.84
5.84 290.00 173.65 1.00 1.00
3.34 125.36
83.57
+D+Lr+H
Dsgn. L = 7.00 ft 1 0.031
0.037 5.47
5.47 290.00 173.65 1.00 1.00
3.13 125.36
83.57
+D+S+H
Dsgn. L = 7.00 ft 1 0.031
0.037 5.47
5.47 290.00 173.65 1.00 1.00
3.13 125.36
83.57
+D+0.750Lr+0.760L+H
Dsgn. L = 7.00 ft 1 0.033
0.039 5.75
5.75 290.00 173.65 1.00 1.00
3.28 125.36
83.57
+D+0.750L+0.750S+H
Dsgn. L = 7.00 ft 1 0.033
0.039 5.75
5.75 290.00 173.65 1.00 1.00
3.28 125.36
83.57
+D+0.60W+H
Dsgn. L = 7.00 ft 1 0.031.
0.037 5.47
5.47 290.00 173.65 1.00 1.00
3.13 125.36
83.57
+D+0.750Lr+0.450W+H
Dsgn. L = 7.00 ft 1 0.031
0.037 5.47
5.47 290.00 173.65 1.00 1.00
3.13 125.36
83.57
+D+0.750S+0.450W+H
Dsgn. L = 7.00 ft 1 0.031
0.037 5.47
5.47 290.00 173.65 1.00 1.00
3.13 125.36
83.57
+0.60D+0.60W+0.60H
Dsgn. L = 7.00 ft 1 0.019
0.022 3.28
3.28 29.0.00 173.65 1.00 1.00
1.88 125.36
83.57
+D+0.70E+0.60H
Project Title:
Engineer: MARIO DI PRIETO
Project ID: APC19-097
Project Descr:MIRANDA RESIDENCE (LOT 5)
Steel Beam Software copyright ENERCALC. INC. 1983-2019, Build:10.19.1.27 .
DESCRIPTIO 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
Dsgn. L = 7.00 ft 1
0.031
0.037
5.47 5.47 290.00
173.65 1.00 1.00
3.13 125.36 83.57
+D+0.750L+0.750S+0.5250E+H
Dsgn. L = 7.00 ft 1
0.033
0.039
5.75 5.75 290.00
173.65 1.00 1.00
3.28 125.36 83.57
+0.60D+0.70E+H
Dsgn. L = 7.00 ft 1
0.019
0.022
3.28 3.28 290.00
173.65 1.00 1.00
1.88 125.36 83.57
Overall Maximum Deflections
Load Combination
Span Max. "" Defl Location in Span Load Combination
Max.
"+" Defl Location in Span
+D+L+H
1
0.0042
3.520
0.0000 0.000
Vertical Reactions
I
Support notation : Far left is #'
Values in KIPS
Load Combination
Support 1
Support 2
Overall MAXimum
3.336
3.336
Overall MINimum
0.210
0.210
+D+H
3.126
3.126
+D+L+H
3.336
3.336
+D+Lr+H
3.126
3.126
+D+S+H
3.126
3.126
+D+0.750Lr+0.750L+H
3.283
3.283
+D+0.750L+0.750S+H
3.283
3.283
+D+0.60W+H
3.126
3.126
+D+0.750Lr+0.450W+H
3.126
3.126
+D+0.750S+0.450W+H
3.126
3.126
+0.60D+0.60W+0.60H
1.875
1.875,
+D+0.70E+0.60H
3.126
3.126
+D+0750L+0.750S+0.5250E+H 3.283
3.283
+0.60D+0.70E+H
1.875
1.875
D Only
3.126
3.126
Lr Only,
L Only
0.210
0.210
S Only
W Only
E Only
H Only
Project Title:
Engineer: MARIO DI PRIETO
Project ID: APC19-097
Project Descr: MIRANDA RESIDENCE (LOT 5)
Steel Seam Software copyright ENERCALC, INC. 1983-2019, Build: 10. 19. 1.27 .
DESCRIPTIO B-9
CODE REFERENCES
Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: ASCE 7-16
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
1 _D(0.75_) .._._._.. ..
s
W 1 4x43 n
Span = 7.0 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beare self weight calculated and added to loading
Uniform Load: D = 0.170, L = 0.10 k/ft, Tributary Width = 1.0 ft
Uniform Load : D = 0.750 k/ft, Tributary Width = 1.0 ft
DESIGN SUMMARY
.... ........ -----..__...__._._..._._.-....._... .-_.--- _.._.._....
Maximum Bending Stress Ratio --
Section used for this span
Ma: Applied
Mn / Omega: Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
Maximum Forces & Stresses for
Load Combination
Segment Length
+D+H
Dsgn. L = 7.00 ft
+D+L+H
Dsgn. L = 7.00 ft
+D+Lr+H
Dsgn. L = 7.00 ft
+D+S+H
Dsgn. L = 7.00 ft
+D+0.750Lr+0.750L+H
Dsgn. L = 7.00 ft
+D+0.750L+0.750S+H
Dsgn. L = 7.00 ft
+D+0.60W+H
, Dsgn. L = 7.00 ft
+D+0.750Lr+0.450W+H
Dsgn. L = 7.00 ft
+D+0.750S+0.450W+H
Dsgn. L = 7.00 ft
+0.60D+0.60W+0.60H
Dsgn. L = 7.00 ft
+D+0.70E+0.60H
0.037: 1
.
Maximum Shear Stress Ratio =
W14x43
Section used for this span
6.511 k-ft
Va : Applied
173.653 k-ft
Vn/Omega : Allowable
+D+L+H
Load Combination
3.500ft
Location of maximum on span
Span # 1
Span # where maximum occurs
0.000 in Ratio =
0 <360
0.000 in Ratio =
0 <360
0.005 in Ratio =
18073 >=180
0.000 in Ratio =
0 <1.80
Combinations
inc Ci imm�ro of Mnmai
]esian C
0.045 :1
W14x43
3.721 k
83.570 k
+D+L+H
0.000 ft
Span # 1
Span #
M
V
Mmax + Mmax -
Ma Max
Mnx Mnx/Omega Cb Rm
Va Max
VnxVnx/Omega
1
0.034
0.040
5.90
5.90
290.00
173.65 1.00 1.00
3.37
125.36
83.57
1
0.037
0.045
6.51
6.51
290.00
173.651.001.00
3.72
125.36
83.57
1
0.034
0.040
5.90
5.90
290.00
173.651.001.00
3.37
125.36
83.57
1
0.034
0.040
5.90
5.90
290.00
173.651.001.00
3.37
125.36
83.57
1
0.037
0.043
6.36
6.36
290.00
173.651.001.00
3.63
125.36
83.57
1
0.037
0.043
6.36
6.36
290.00
173.651.001.00
3.63
125.36
83.57
1
0.034
0.040
5.90
5.90
290.00
1713.651.001.00
3.37
125.36
83.57
1
0.034
0.040
5.90
5.90
290.00
173.651.001.00
3.37
125.36
83.57
1
0.034
0.040
5.90
5.90
290.00
173.651.001.00
3.37
125.36
83.57
1
0.020,
0.024
3.54
3.54
290.00
173.651.001.00
2.02
125.36
83.57
i
Project Title:
Engineer: MARIO DI PRIETO
Project ID: APC19-097
Project Descr: MIRANDA RESIDENCE (LOT 5)
Steel Beam Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.27 .
DESCRIPTIO B-9
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 VnxVnx1Omega
Dsgn. L = 7.00 ft 1
0.034
0.040
5.90 5.90 290.00
173.65 1.00 1.00
3.37 125.36 83.57
+D+0.750L+0.750S+0.5250E+H
Dsgn. L = 7.00 ft 1
0.037
0.043
6.36 6.36 290.00
173.65 1.00 1.00
3.63 125.36 83.57
+0.60D+0.70E+H
Dsgn. L = 7.00 ft 1
0.020
0.024
3.54 3.54 290.00
173.65 1.00 1.00
2.02 125.36 83.57
Overall Maximum Deflections
Load Combination
Span Max.'-" Defl Location in Span Load Combination
Max.
'W' Defl Location. in Span
+D+L+H
1
0.0046
3.520
0.0000 0.000
Vertical Reactions
Support notation : Far left is #'
Values
in KIPS
Load Combination
Support 1
Support 2
Overall MAXimum
3.721
3.721
Overall MINimum
0.350
0.350
+D+H
3.371
3.371
+D+L+H
3.721
3.721
+D+Lr+H
3.371
3.371
+D+S+H
3.371
3.371
+D+0.750Lr+0.750L+H
3.633
3.633
+D+0.750L+0.750S+H
3.633
3.633
+D+0.60W+H
3.371
3.371
+D+0.750Lr+0.450W+H
3.371
3.371
+D+0.750S+0.450W+H
3.371
3.371
+0.60D+0.60W+0.60H
2.022
2.022
+D+0.70E+0.60H
3.371
3.371
+D+0.750L+0.750S+0.5250E+H 3.633
3.633
+0.60D+0.70E+H
2.022
2.022
D Only
3.371
3.371
Lr Only
L Only
0.350
0.350
S Only
W Only
E Only
H Only
Project Title:
Engineer: MARIO DI PRIETO
Project ID: APC19-097
Project Descr: MIRANDA RESIDENCE (LOT 5)
Steel Beam Software Lic # : KVI]'06011297; copyright ENERCALC, INC. 1983-2019, Build: 10.19.1.27
"L14eq!"e ; Aerial P.iecast Concretetl•C, KwW0'14R2 'i
DESCRIPTIO B-10
CODE REFERENCES
Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: ASCE 7-16
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
U U. I-q L U. 1
D 0.64 ,L(0.39) `
` W14x43 ��)
7iy-r, 4A
Span = 14.750 ft JJ i
f l
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to -loading
Uniform Load : D = 0.540, L = 0.330 k/ft, Tributary Width = 1.0 ft
Uniform Load : D = 0.640, L = 0.390 k/ft, Extent = 0.0 - > 7.750 ft, Tributary Width = 1.0 ft
Uniform Load : D = 0.170, L = 0.10 k/ft, Extent = 7.750 - > 14.750 ft, Tributary Width = 1.0 ft
Uniform Load D = 0.750 k/ft, Tributary Width = 1.0 ft
Point.Load : D = 12.947, L = 1.494 k @ 7.750 ft
DESIGN SUMMARY
•
Maximum Bending Stress Ratio =
0.670: 1 Maximum Shear Stress Ratio =
0.305 :1
Section used for this span
W14x43
Section used for this span
W14x43
Ma: Applied
116.335 k-ft
Va : Applied
25.452 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
7.754ft
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
0.065 in Ratio =
2,743 >=360
Max Upward Transient Deflection
0.000 in Ratio =
0 <360
Max Downward Total Deflection
0.337 in Ratio =
526 >=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 = 14.75 ft 1 0.547
0.238 95.05
95.05 290.00 173.65 1.00 1.00
19.91 125.36
83.57
+D+L+H
Dsgn. L = 14.75 ft 1 0.670
0.305 116.34
116.34 290.00 173.65 1.00 1.00
25.45 125.36
83.57
+D+Lr+H
Dsgn. L = 14.75 ft 1 0.547
0.238 95.05
95.05 290.00 173.65 1.00 1.00
19.91 125.36
83.57
+D+S+H
Dsgn. L = 14.75 ft 1 0.547
0.238 95.05
95.05 290.00 173.65 1.00 1.00
19.91 125.36
83.57
+D+0.750Lr+0.750L+H
, Dsgn. L = 14.75 ft 1 0.639
0.288 111.01
111.01 290.00 173.65 1.00 1.00
24.07 125.36
83.57
+D+0.750L+0.750S+H
Dsgn. L = 14.75 ft 1 0.639
0.288 111.01
111.01 290.00 173.65 1.00 1.00
24.07 125.36
83.57
+D+0.60W+H
Project Title:
Engineer: MARIO DI PRIETO
Project ID: APC19-097
Project Descr: MIRANDA RESIDENCE (LOT 5)
Steel Beam Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.27 .
DESCRIPTIO B-10
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 = 14.75 ft 1
0.547
0.238
95.05
95.05
290.00
173.65 1.00 1.00
19.91
125.36 83.57
+D+0.750Lr+0.450W+H
Dsgn. L = 14.75 ft 1
0.547
0.238
95.05
95.05
290.00
173.65 1.00 1.00
19.91
125.36 83.57
+D+0.750S+0.450W+H
Dsgn. L = 14.75 ft 1
0.547
0.238
95.05
95.05
290.00
173.65 1.00 1.00
19.91
125.36 .83.57
+0.60D+0.60W+0.60H
Dsgn. L = 14.75 ft 1
0.328
0.143
57.03
57.03
290.00
173.65 1.00 1.00
11.95
125.36 83.57
+D+0.70E+0.60H
Dsgn. L = 14.75 ft 1
0.547
0.238
95.05
95.05
290.00
173.65 1.00 1.00
19.91
125.36 83.57
+D+0.750L+0.750S+0.5250E+H
Dsgn. L = 14.75 ft 1
0.639
0.288
111.01
111.01
290.00
173.65 1.00 1.00
24.07
125.36 83.57
+0.60D+0.70E+H
Dsgn. L = 14.75 ft 1
0.328
0.143
57.03
57.03
290.00
173.65 1.00 1.00
11.95
125.36 83.57
Overall Maximum Deflections
Load Combination
Span , Max. "" Defl
Location in Span Load Combination
Max.
°+° Defl Location in Span
+D+L+H
1
0.3365
7.375
0.0000
0.000
Vertical Reactions
Support notation : Far left is #
Values in KIPS
Load Combination
Support 1
Support 2
Overall MAXimum
25.452
23.391
Overall MINimum
5.537
4.547
+D+FI
19.915
18.844
+D+L+H
25.452
23.391
+D+Lr+H
19.915
18.844
+D+S+H
19.915
18.844
+D+0.750Lr+0.750L+H
24.068
22.254
+D+0.750L+0.750S+H
24.068
22.254
+D+0.60W+H
19.915
18.844
+D+0.750Lr+0.450W+H
19.915
18.844
+D+0.750S+0.450W+H
19.915
18.844
+0.60D+0.60W+0.60H
11.949
11.307
+D+0.70E+0.60H
19.915
18.844
+D+0.750L+0.750S+0.5250E+H 24.068
22.254
+0.60D+0.70E+H
11.949
11.307
D Only
19.915
18.844
Lr Only
L Only
5.537
4.547
S Only
W Only
E Only
H Only
Project Title:
Engineer: MARIO DI PRIETO
Project ID: APC19-097
Project Descr: MIRANDA RESIDENCE (LOT 5)
Steel Column Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.27 . I,
DESCRIPTIO SC1
Code References
Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10
Load Combinations Used: ASCE 7-16
General Information
Steel Section Name: HSS6x4x1/2 Overall Column Height 13.0 ft
Analysis Method : Allowable Strength Top & Bottom Fixity. Top & Bottom Pinned
Steel Stress Grade A500GradeCFy=.50ksiCarbonSteel Brace condition for deflection (buckling) along columns
Fy : Steel Yield n 50.0 ksi X-X (width) axis:
E : Elastic Bending Modulus 29,000.0 ksi Unbraced Length for buckling ABOUT Y-Y Axis = 13.0 ft, K = 1.0
Y-Y (depth) axis :
Unbraced Length for buckling ABOUT X-X Axis = 13.0 ft, K = 1.0
Applied Loads
S6rvice loads entered. Load Factors will be applied for calculations.
AXIAL LOADS...
Axial Load at 13.0 ft, D = 39.287, L = 22.156 k
DESIGN SUMMARY
Bending & Shear Check Results
PASS Max. Axial+Bending Stress Ratio =
0.6743 : 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
61.443 k
Bottom along Y-Y
0.0 k
Pn / Omega: Allowably
106.985 k
Ma-x :Applied ,
0.0 k-ft
Maximum Load Deflections ...
Mn-x / Omega: Allowable
36.427 k-ft
Along Y-Y 0.0 in at
for load 'combination
O.Oft above base
Ma-y : Applied
0.0 k-ft
Mn-y / Omega: Allowable
27.445 k-ft
Along X-X 0.0 in at
O.Oft above base
for load combination
PASS Maximum Shear Stress Ratii
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 + Bendino
Stress Ratios
Maximum Shear Ratios
Load Combination
Stress RatioStatus
Location
Cbx
Cby
<xLx/Rx <yLy/Ry
Stress RatidStatus Location
+D+H
0.367
PASS
0.00 ft
1.00
1.00
75.00
104.00
0.000
PASS
0.00 ft
+D+L+H
0.574
PASS
0.00 ft
1.00
1.00
75.00
104.00
0.000
PASS
0.00 ft
+D+Lr+H
0.367
PASS
0.00 ft
1.00
1.00
75.00
104.00
0.000
PASS
0.00 ft
+D+S+H
0.367
PASS
0.00 ft
1.00
1.00
75.00
104.00
0.000
PASS
0.00 ft
+D+0.750Lr+0.750L+H
0.523
PASS
0.00 ft
1.00
1.00
75.00
104.00
0.000
PASS
0.00 ft
+D+0.750L+0.750S+H
0.523
PASS
0.00 ft
1.00
1.00
75.00
104.00
0.000
PASS
0.00 ft
+D+0.60W+H
0.367
PASS
0.00 ft
1.00
1.00
75.00
104.00
0.000
PASS
0.00 ft
+D+0.750Lr+0.450W+H
0.367
PASS
0.00 ft
1.00
1.00
75.00
104.00
0.000
PASS
0.00 ft
+D+0.750S+0.450W+H
0.367
PASS
0.00 ft
1.00
1.00
75.00
104.00
0.000
PASS
0.00 ft
+0.60D+0.60W+0.60H
0.220
PASS
0.00 ft
1.00
1.00
75.00
104.00
0.000
PASS
0.00 ft
+D+0.70E+0.60H
0.367
PASS
0.00 ft
1.00
1.00
75.00
104.00
0.000
PASS
0.00 ft
+D+0.750L+0.750S+0.525
0.523
PASS
0.00 ft
1.00
1.00
75.00
104.00
0.000
PASS
0.00 ft
+0.60D+0.70E+H
0.220
PASS
0.00 ft
1.00
1.00
75.00
,104.00
0.000
PASS
0.00 ft
Maximum Reactions
I
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
39.287
+D+L+H
61.443
+D+Lr+H
39.287
A- ,
Project Title:
Engineer: MARIO 01 PRIETO
Project ID: APC19-097
Project Descr: MIRANDA RESIDENCE (LOT 5)
Steel Column Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.27 .
DESCRIPTIO 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+0.750Lr+0.750L+H
55.904
+D+0.750L+0.750S+H
55.904
+D+0.60W+H
39.287
+D+0.750Lr+0.450W+H
39.287
+D+0.750S+0.450W+H.
39.287
+0.60D+0.60W+0.60H
23.572
+D+0.70E+0.60H
39.287
+D+0.750L+0.750S+0.5250E+H
55.904 „
+0.60D+0.70E+H
23.572
D Only
39.287
Lr Only
i
L Only
22.156
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
61.443
Minimum
Reaction, X-X Axis Base Maximum
39.287
" Minimum
39.287
Reaction, Y-Y Axis Base Maximum
39.287
" Minimum
39.287
Reaction, X-X Axis Top Maximum
39.287
" Minimum
39.287
Reaction, Y-Y Axis Top Maximum
39.287
" Minimum
39.287
Moment, X-X Axis Base Maximum
39.287
" `.Minimum
39.287
Moment, Y-Y Axis Base ' Maximum
39.287
Minimum
30.287
Moment, X-X Axis Top Maximum
39.287
" Minimum
39.287
Moment, Y-Y Axis Top Maximum
39.287
" Minimum
39.287
I _
Maximum Deflections for Load Combinations
Load Combination
Max. X-X Deflection
Distance
Max. Y-Y Deflection
+D+H
0.0000 in
0.000 ft
0.000 in
+D+L+H
0.0000 in
0.000 ft
0.000 in
+D+Lr+H
0.0000 in
0.000 ft
0.000 in
+D+S+H
0.0000 in
0.000 ft
0.000 in
+D+0.750Lr+0.750L+H
0.0000 in
0.000 ft
0.000 in
+D+0.750L+0.750S+H
0.0000 in
0.000 ft
0:000 in
+D+0.60W+H
0.0000 in
0.000 ft
0.000 in
+D+0.750Lr+0.450W+H
0.0000 in
0.000 ft
0.000 in '
+D+0.750S+0.450W+H
0.0000 in
0.000 ft
0.000 in
+0.60D+0.60W+0.60H
0.0000 in
0.000 ft
0.000 in
+D+0.70E+0.60H
0.0000 in
0.000 ft
0.000 in
+D+0.750L+0.750S+0.5250E+H
0.0000 in
0.000 ft
0.000 in
+0.60D+0.70E+H
0.0000 in
0.000 ft
0.000 in
D Only
0.0000 in
0.000 ft
0.000. in
Lr Only
0.0000 in
0.000 ft
0.000 in
L Only
0.0000 in
0.000 ft
0.000 in
S Only
0.0000 in
0.000 ft
0.000 in
Distance
0.000 ft
0.000 ft
0.000 ft
0.000 ft
0.000 ft
0.000 ft
0.000 ft
0.000 ft
0.000 ft
0.000 ft
0.000 ft
0.000 ft
0.000 ft
0.000 A
0.000 ft
0.000 ft
. p
Project Title:
Engineer: MARIO DI PRIETO
Project ID: APC19-097
Project Descr: MIRANDA RESIDENCE (LOT 5)
LSteel Column
Software copyright ENERCALC,INC. 1983-2019,Build:10.19.1.27 .
DESCRIPTIO SC1
Maximum Deflections for Load Combinations
Load Combination Max. X-X Deflection
Distance
Max. Y-Y Deflection
Distance
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 : HSS6z4xl/2
Depth = 6.000 in I xx
=
34.00 in^4
J = 40.300 in^4
Design Thick = 0.465 in S xx
=
11.30 in"3
Cw = 17.80 inA6
Width = 4.000 in R xx
=
2.080 in
Wall Thick = 0.500 in Zx
=
14.600 inA3
Area = 7.880 inA2 1 yy
=
17.800 inA4
C = 17.800 in^3
Weight = 28.430 plf S yy
=
8.890 inA3
R yy
=
1.500 in
Zy
=
11.000 in^3
Ycg = 0.000 in
Sketches
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