HomeMy WebLinkAboutAerial Precast Concrete & Structural SteelCHARETTE RESIDENCE
664 SE HIDDEN RIVER DRIVE,
PORT ST LUCIE, FL 34983
AERIAL PRECAST CONCRETE
& STRUCTURAL STEEL
MDP ENGINEERING
State of Florida CA #6918
Registered Engineer #32563
1 (954) 243-4595
i
CHARETTE RESIDENCE
664 SE HIDDEN RIVER DRIVE,
PORT ST LUCIE, FL 34983
INDEX
TITLE...............................................................................................1
INDEX.............................................................................................2
JOISTCALC...................................................................................3
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AERIAL PRECAST CONCRETE, LLC
3200 BURRIS ROAD
AERIAL PRECAST CONCRETE T 964.321-0200AVIEp AF 954 321-0093
--- U�{UgpL STEEL
JOIST CALC=
of X
1111104 UPS
664 SE HIDDEN RIVER DRIVE, Date: 0a103120
IT ST LUCIE, FL 34983 (2ND Design: T.D.Y. Date:
FLOOR) Checked: Fuat Omarli, P.E.
P o rammed by:
& STR
1gEWNL FL000. SHOP OWG5IRF•101mChetatte RnkWc"PCC8MUcWC*q 43"S."' FLOOR)'I"4pn+P
Ll51ap Oraxi"YS
INPUT
JOIST NO
SPAN
SLAB WIDTH
JOIST DEPTH
SERVICE DEAD LOAD
SERVICE LIVE LOAD
1 J1-D17 5.25' (2ND. F_ LOOR)-.-.
Manual input governs-> 5.250 5.25 t
WIND LOAD(grosS Uplift)
TOTAL LOAD=DL+LL
TOTAL LOAD=DL-WL( Negative =Net UPlift)
Fy (BOTr. ANGLES)
F,'
DESIGN OF BOTTOM CHORD
MAX. MOMENT
TENSION AT BOTTOM ACH ND CHORD
)
Ar,,. 'd= Max(Tu10.9'Fy
As ( 2L's )
TOP CHORD
DESIGN OF WEB DIAGONALS Gravity)
REACTION DUE TO UNIFORM LOAD(
REACTION (DL+Wind)
LEFT REACTION due to point load
RIGHT REACTION due to point load
TOTAL REACTION (Max.)
- Diagonal Length
4.0 Ft
j 17"
Uniform
80 96 PSf
50 80 Psf
Tension bar
END DID
- tan(d124") = 35,31
DESIGN r 9
P2 P3
P, I
i 1:=Q3
♦ 0, Q2 t 1.85 k
DL+LL 1.85 k x2 1.01 k
DL+Wind 1.01 k lied at to Dist From left supaoft
Pointe S
P,:
P3:
Pointe S
384 Pit Q1'
50 Ksi Q2'
3 Ksi Q3'
@ MIDSPAN
Applied at bott. Dist From left suppo�
2205 Ft-Lbs
1556 Lbs
0.035 in2 OK-n2
2L-1x1x1/8 ---
`NONE
1848 Lbs
1008 Lbs
19.04 in
p, - arc 1.12k
F=(R Vo)lsin a= 0.65 k 10.578 =
0.56 136.0 =
As=F1 PAO.60 fy)) = MAX,
MARK DEPTH BASE
qTY 17 in 5.3 Ft
1 J1-D17 5.26 2ND FLOOR .
END V1
BOTTOM CHORD TOP CHORD DIAGONAL 112"
nn116LE ANGLES DOUBLE ANGLES (2) V2
2L 1x1x118 —
•) Use the same up to the centedne °IL
•) Symmetrical configuration shall apply, after the centerline
Abre
NIG= Not Good
J1 D17 = JOIST N0.1 JOIST DEPTH
Sp J1 D17 = GIRDER JOIST
0.35 k 10.58 = 0.61 k
F(wind case)- (2) V2
0.02 in2
ie: J1D17
ie: SPJ1D1 i (SP INDICATES SPECIAL JOIST)
REMAI
vs
AERIAL PRECAST CONCRETE, LLC
3200 BURRIS ROAD
AERIAL PRECAST CONCRETE DAVIE, FLORIDA 33314 '
a F RUc ALVTSE , T 954-321-0200 • F 954-321-0093
LlShap DraWnps%AERIAL FLOOR SHOP DWGSL4F-20201Chme"a ResideeroNPC CakslJeislCakl(2'JIOI7r(2ND FLOOR- SALCONY13bIGrariry De Ign
INPUT
JOIST NO 2-J1-D17 8' (2ND FLOOR - BALCONY).
SPAN Manual input governs--> 8.000 58 v t
SLAB WIDTH 4.0 Ft
JOIST DEPTH 117" v
Uniform
SERVICE DEAD LOAD 80 95 Psf
SERVICE LIVE LOAD 100 160 Psf
WIND LOAD(gross Uplift)
TOTAL LOAD=DL+LL 1024 Pif
TOTAL LOAD=DL-WL( Negative =Net Uplift) 384 Plf
Fy (BOTT. ANGLES) 50 Ksi
F,' 3 Ksi
DESIGN OF BOTTOM CHORD
MAX. MOMENT
TENSION AT BOTTOM CHORD
AsmCd= Max(Tu10.9*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
664 SE HIDDEN RIVER DRIVE, JOIST CALC 2 of x
11/1/04 UPDATE
PORT ST LUCIE, FL 34983 (2ND Design: T.D.Y. Date: 08/03120
FLOOR) Checked: Date:
DESIGN PLANET Programmed by: Fuat Omarli, P.E.
P1 P2 P3
1 1 1
QI Q2 Q3
DL+LL 4.10 k x2 f 4.10 k
DL+Wind 1.54 k 1.54 k
Point Loads Applied at top Dist. From left support
Pr' --
P2:
P3: .
Point Loads Applied at bolt. Dist. From left support
Qr' I- -
Q3:
@ MIDSPAN
8018 Ft-Lbs
5660 Lbs
0.126 in2 OK
2L lxlxl/8 As=0.46 i n2
NONE-- — --- — — -
a = arctan(d/ 24") = 35.31
F=(R-Vo)Isin a= 2.35 k If 0.578 = 4.06 k
A.—r=i r mn an f Al - 2.03 / 36.0 =
QTY
- - ...
MARK
DEPTH
MAX.
BASE
2'J1-D178'(2NDFLOOR -BALCONY).'
17in
8.0Ft
4096 Lbs
1536 Lbs
4096 Lbs
19.04 in
F(wind case)= 0.88 k 10.58 = 1.52 k
0.06 in2 (2) 112
C/L
BOTTOM CHORD
TOP CHORD
END
V1
V2
V3
V4
V5
I
V6
I
REMAING
I
DOUBLE ANGLES
DOUBLE ANGLES
DIAGONAL
1
I
Vs
2L-1xlx1/8
NONE
(2) 1/2
1 518"
*) 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 ie: SPJ1D1 i (SP INDICATES SPECIAL JOIST)
AERIAL PRECAST CONCRETE, LLC 664 SE HIDDEN RIVER DRIVE, JOIST CALL 3 of x
% 3200 BURRIS ROAD 11/1/04 UPDATE
CERIALPRECGST CONCRETE I PORT ST LUCIE, FL 34983 (2ND
DAVIE, FLORIDA 33314 Design: T.D.Y. Date: 08/03/20
ME
_ T 954-321-0200 • F 954-321-0093 FLOOR)
Checked: Date:
ZLSt+y DrMngsUERIAL FLOOR SNOP DWGSVIF•202Mxe"a ResidmcelAPC CeksUdst Cekg3J1-0175.75(!NDFLOO1QAs]G *On*
INPUT
JOIST NO 3 J1-D17 8.75' (20.FLOOR)_
SPAN Manual input governs--> 8.750 ; 8.75 V t
SLAB WIDTH 4.0 Ft
r
JOIST DEPTH 17" V
Uniform
SERVICE DEAD LOAD 80 96 Psf
SERVICE LIVE LOAD 50 80 Psf
WIND LOAD(gross Uplift)
TOTAL LOAD=DL+LL
TOTAL LOAD=DL-WL(Negative =Net Uplift)
Fy (1107. ANGLES)
F,
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 )
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
704 Plf
384 Plf
50 Ksi
3 Ksi
UE_0iU11ir LAItlL I 1 IVU. a111111Y. wu• v...... .., .�
P, P2 P3
1 1 1
Qr Q2 Q3
DL+LL 3.08 k x2 t 3.08 k
DL+Wind 1.68 k 1.68 k
Point Loads Applied at top Dist. From left support
PI: I
P2. --
P3: ,
Point Loads Applied at butt. Dist. From left support
Qr: I- --- w
Q2:
Q3:
@ MIDSPAN
6414 Ft-Lbs
4528 Lbs
0.101 in2 OK
12L-1x1x1/8 -- As=0.46 -w n2
NE
a = arctan(d/ 24") = 35.31
F=(R-Vo)/sin a= 1.88 k / 0.578 = 3.25 k
As=F/ f2x10-60 full = 1.62 / 36.0 =
Mom'
QTY
MARK
DEPTH
BASE
3 J1-D17 8.75' (2ND FLOOR).
17 in
1 8.8 Ft
3080 Lbs
1680 Lbs
NVVV -
19.04 in
F(wind case)= 1.02 k 10.58 = 1.77 k
0.05 in2 (2) 112
Y
BOTTOM CHORD
TOP CHORD
END
V1
V2
V3
V4
V5
V6
I REMAING
DOUBLE ANGLES
DOUBLE ANGLES
DIAGONAL
I
I
V's
2L-1x1x118
NONE
(2) 1/2
1 5/8"
*) 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 ie: J1D17
SP J1 D17 = GIRDER JOIST ie: SPJ1D1 i (SP INDICATES SPECIAL JOIST)
• JOIST CALC 4 of X
AERIAL PRECAST CONCRETE, LLC 664 SE HIDDEN RIVER DRIVE, 1111104 UPDATE
% 3200 BURRIS ROAD PORT ST LUCIE, FL 34983 (2ND
PREC/L`.T CONCRET AERIALE DAVIE, FLORIDA 33314 Design: T.D.Y. Date: 08/03120
6 STRUCTURALSTEEL T 954-321-0200 - F 954-321-0093 FLOOR)
Checked: Date:
, e urT n-........,,.......1 L..• G,n1 Il—rli D G
Lm* (k.ApiAERIAL FLOOR SHOP DV&MF•202NChQett, Rest —d4PC Cd.Uoist Cekg4 XW710.5(WO FLOOR)..hjG,,&r Design
INPUT
JOIST NO 4 J1-D1710.5' (2ND, FLOOR), --
SPAN Manual input governs—> j 10.500 1.10.5 V t
SLAB WIDTH _ 4.0 Ft
JOIST DEPTH rl7" V
Uniform
SERVICE DEAD LOAD 80 96 Psf
SERVICE LIVE LOAD 50 80 Psf
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
ASfeQ'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
704 Plf
384 Plf
50 Ksi
3 Ksi
P, P2 P3
1 1 l
♦ Q1 Q2 Q3
DL+LL 3.70 k ( x2 t 3.70 k
DL+Wind 2.02 k 2.02 k
Point Loads Applied at top Dist. From left support
PI: �—
P2: I .
P3: I '
Point Loads Applied at bott. Dist. From left support
Qj:
Q2.
Q3:
@ MIDSPAN
8768 Ft-Lbs
6189 Lbs
0.138 in2 OK
( 2L-lxlxl/8 As=0.46 ^ w n2
ONE
a = arctan(d/ 24") = 35.31
F=(R-Vo)/sin a= 2.49 k / 0.578 = 4.31 k
Aq=Fr r9xrn.sn fvu = 2.16 / 36.0 =
QTY
MARK
DEPTH
MAX.
BASE
4 J1-D17 10.5'(2ND FLOOR).
I 17 in
10.5 Ft
3696 Lbs
2016 Lbs
OWL) LU.7
19.04 in
F(wind case)= 1.36 k / 0.58 = 2.35 k
0.06 in2 (2) 112
BOTTOM CHORD
TOP CHORD
END
V1
V2
V3
V4
V5
V6
REMAING
DOUBLE ANGLES
DOUBLE ANGLES
DIAGONAL
�s
2LAAA18
NONE
(2) 1/2
1 5/8"
1/2"
*) Use the same up to the centedne, /L
*) Symmetrical configuration shall apply, after the centerline
Abreviation:
NIG= Not Good
J1 D17 = JOIST NOJ JOIST DEPTH ie: J1D17
SP J1 D17 = GIRDER JOIST ie: SPJ1D11(SP INDICATES SPECIAL JOIST)
L AERIAL PRECAST CONCRETE, LLC 664 SE HIDDEN RIVER DRIVE, JOIST CALL 5 Of X 11/1/04 UPDATE
PC 3200 BURRIS ROAD I
kERIAL PRECAST CONCRETE DAVIE, FLORIDA 33314 PORT ST LUCIE, FL 34983 Design: T.D.Y. Dale: 08/03/20
STRUCMRALSTEEL • T 954-321-0200 • F 954-321-0093 (BALCONY)
Checked: Date:
Z%Shop Ora.*IAERIAL FLOOR SHOP M WF-20201Charetle RmidemIAPC Cek%Uuisl Cek115-A-D179.6(BALCONY)YBIC *Design
INPUT
JOIST NO 5—J1-D17 9.5' (BALCONY)..--_
SPAN Manual input governs—> 9.500 9-5 'w I
SLAB WIDTH 4.0 Ft
JOIST DEPTH
17" v
Uniform
SERVICE DEAD LOAD
80 96 Psf
SERVICE LIVE LOAD
100 160 Psf
WIND LOAD(gross Uplift)
TOTAL LOAD=DL+LL
1024 Plf
TOTAL LOAD=DL-WL( Negative =Net Uplift)
384 Plf
Fy (BOTT. ANGLES)
50 Ksi
Fc'
3 Ksi
DESIGN OF BOTTOM CHORD
Lj IYr L/1114LI 1 Ivy. v1.. �.... ..........., .-
P1 P2 P3
1 1 1
4 QI Q2 Q3
DL+LL 4.86 k x2 4.86 k
DL+Wind 1.82 k 1.82 k
Point Loads 43plied at top Dist. From left support
PI:
P3. i -- -
Point Loads Applied at bott. Dist. From left support
Q1' (--
Q2:
Q V
3• �
@ MIDSPAN
MAX. MOMENT 10642 Ft-Lbs
TENSION AT BOTTOM CHORD 7512 Lbs
ASrgd= Max(Tu/0.9'Fy AND Tu/0.75'Fu) 0.167 in2 OK
As (2L's) 2L ixixi/8— -- As=0.46 .r n2
TOP CHORD I NONE
DESIGN OF WEB DIAGONALS
REACTION DUE TO UNIFORM LOAD(Gravity) 4864 Lbs
REACTION (DL+Wind) 1824 Lbs
LEFT REACTION due to point load
" RIGHT REACTION due to point load
TOTAL REACTION (Max.) 4864 Lbs
Diagonal Length 19.04 in
END DIAGONAL Tension bar
a = arctan(d/ 24") = 35.31
F=(R-Vo)/sin a= 3.11 k / 0.578 = 5.39 k F(wind case)= 1.17 k 10.58 = 2.02 k
As=Fi 0XIO Rn full = 2.69 / 36.0 = 0.07 in2 (2) 112
MAX.
QTY
MARK
DEPTH
BASE
5—J1-D17 9.5' BALCONY .
17 in
9.5 Ft
BOTTOM CHORD
TOP CHORD
END
V1
V2
V3
V4
V5
V6
REMAING
DOUBLE ANGLES
DOUBLE ANGLES
DIAGONAL
V'S
21-AxW/8
NONE
(2) 112
1 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 ie: A D17
SP J1 D17 = GIRDER JOIST le: SPA D1 i (SP INDICATES SPECIAL JOIST)
AERIAL PRECAST CONCRETE, LLC 664 SE HIDDEN RIVER DRIVE, JOIST CALL s or x tvvoa UPDATE /A
3200 BURROAD PORT ST LUCIE
'aERIALPRECAST CONCRETE DAME, FLORIDAR , FL 34983 33314 , Design: T.D.Y. Date: 08/03/20
a STf7uGRJRALSTEEL_ T954-321-0200 • F 954-321-0093 (BALCONY)
Checked: Date:
7%Shop Oreab9MAERIAL FLOOR SHOP OWGSNF-202BIChweUe Resid=e%APCCeksVdstC*gS-J1-017125(BALCONYP15113r AY Oe$0
INPUT
JOIST NO 6—J1-D1712.5' (BALr CONY)_-
SPAN Manual input governs--> 12.500 112.5 'q' t
SLAB WIDTH 4.0 Ft
JOIST DEPTH
17"
Uniform
SERVICE DEAD LOAD
80 96 Psf
SERVICE LIVE LOAD
100 160 Psf
WIND LOAD(gross Uplift)
TOTAL LOAD=DL+LL
1024 Plf
TOTAL LOAD=DL-WL( Negative =Net Uplift)
384 Plf
Fy (eOTr. ANGLES)
50 Ks!
FG'
3 Ksi
DESIGN OF BOTTOM CHORD
MAX. MOMENT
TENSION AT BOTTOM CHORD
AS f,,'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= 4.65 k / 0.578 =
As=F/ r2wo.6o full =
LICJR7141-1J11VC I r I U91 C.11111 ICU Uy. 1 UGIL V111011111 .1..
P1 P2 P3
1 1 l
* Q, Q2 Q3
DL+LL 6.40 k x2 t 6.40 k
DL+Wind 2.40 k 2.40 k
Point Loads Applied at top Dist. From left support
Pj: ,
I
P3: v
Point Loads (Applied at bolt. Dist. From left support
Qj:
Q2: _
Q3:
@ MIDSPAN
19154 Ft-Lbs
13520 Lbs
0.300 in2 OK
j 2L-lxlxl/8 As=0.46 7 n2
NONE
6400 Lbs
2400 Lbs
.1..
19.04 in
8.05 k F(wind case)= 1.74 k 10.58 = 3.02 k
4.02 / 36.0 = 0.11 in2 (2) 112
MAX.
QTY
MARK
DEPTH
BASE
6—J1-D1712.5' (BALCONY).
17 in
12.5 Ft
BOTTOM CHORD
DOUBLE ANGLES
TOP CHORD
DOUBLE ANGLES
END
DIAGONAL
V1
V2
V3
V4
V5
V6
REMAING
V's
2L-txtxt/8
ONE
(2) 1/2
1 3/4"
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 le: SPJ1 D1 i (SP INDICATES SPECIAL JOIST)
AERIAL PRECAST CONCRETE, LLC 664 SE HIDDEN RIVER DRIVE, JOIST CALL 7 of X
APIC 3200 BURRIS ROAD 1 1111/04 UPDATI
4ERIAL PRECAST CONCRETE DAVIE, FLORIDA 33314 ! PORT ST LUCIE, FL 34983 (2ND Design: T.D.Y. Date: 08/03/20
L.a s�tuca RALsTEEL .,_ T 954-321-0200 • F 954.321-0093 FLOOR)
Checked: Date:
MhoP ftwinp%AERIAL FLOOR SHOP OWGSIAF402MCh—He Rftld rc lAPC CaksUdst r.*VJ2-0t720.75(2ND FLOOR).rislG+evfty DesiT
INPUT
JOIST NO 7 J2-D17 20.75' (2ND FLOOR).
SPAN Manual input governs—> 20.750 ; Z�_ 0.75 w t
SLAB WIDTH _ 4.0 Ft
JOIST DEPTH 1 17"
Uniform
SERVICE DEAD LOAD 80 96 Psf
SERVICE LIVE LOAD 50 80 Psf
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
ASf.q'd= Max(Tu10.9*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
704 Plf
384 Plf
50 Ksi
3 Ks!
ur-oiG NrL.ANEI rIU91d111111CU Uy. FUCIL WHICH III r.L
PI P2 P3
1 1 1
* Q, Q2 Q3
DL+LL 7.30 k x2 t 7.30 k
DL+Wind 3.98 k 3.98 k
Point Loads Applied at top Dist. From left support
Pj:
P2. r.-_ .►
Point Loads Applied at bolt. Dist. From left support
Q1:
Q2: _
Q3:
@ MIDSPAN
36139 Ft-Lbs
25510 Lbs
0.567 in2 OK
21--1.5 X 1.5 X 1/8
;NONE
END DIAGONAL Tension bar
a = arctan(d/ 24") = 35.31
F=(R-Vo)/sin a= 6.10 k / 0.578 = 10.56 k
As=F/ 12xf0.60 fv11= 5.28 / 36.0 =
MAX.
QTY
MARK
DEPTH
BASE
7 J2-D17 20.75' 2ND FLOOR).
17 in
20.8 Ft
7304 Lbs
3984 Lbs
7304 Lbs
19.04 in
As=0.71 w
F(wind case)= 3.33 k / 0.58 = 5.76 k
0.15 in2 (2) 1/2
BOTTOM CHORD
DOUBLE ANGLES
TOP CHORD
DOUBLE ANGLES
END
DIAGONAL
V1
V2
V3
V4
V5
V6
I REMAING
V's
21--1.5 X 1.5 X 1/8
NONE
(2) 1/2
1 3/4"
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 NOJ JOIST DEPTH ie: J1 D17
SP J1 D17 = GIRDER JOIST ie: SPJ1 D1 i (SP INDICATES SPECIAL JOIST)
AERIAL PRECAST CONCRETE, LLCM 664 SE HIDDEN RIVER DRIVE, JOIST CALC 8 of X
3200 BURRIS ROAD PORT ST LUCIE 11/1104 UPDATE
4ERIAL PREC/lST CONCRETE DAVIE, FLORIDA 33314 , FL 34983 (2ND
& STRUCTURALSTEEL i FLOOR) Design: T.D.Y. Dale: 08103120
— A T 954-321-0200 - F 954-321-0093
Checked: Date:
21Shcp @"ningMERNL FLOOR SHOP MSM-202010mefte ResidmelAPC CaksUoist Ce1cg8 J3-D17 23.25 (2ND FLOOR)..Is)Gw'ty DOO
INPUT
JOIST NO 8 J3-D17 23.25' (2ND FLOOR).
SPAN Manual input governs—> 23.250 123.25 w t
SLAB WIDTH 4.0 Ft
JOIST DEPTH 17 —w
Uniform
SERVICE DEAD LOAD 80 96 Psf
SERVICE LIVE LOAD 50 80 Psf
WIND LOAD(gross Uplift)
TOTAL LOAD=DL+LL 704 Plf
TOTAL LOAD=DL-WL( Negative =Net Uplift) 384 Plf
Fy (BOTT. ANGLES) 50 Ksi
F,' 3 Ksi
DESIGN OF BOTTOM CHORD
MAX. MOMENT
TENSION AT BOTTOM CHORD
As rey'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
utbi(jNyLANtI rrogrammea Dy: ruaL Vindiii, I-X.
P, P2 P3
1 1 1
Qj Q2 Q3
DL+LL 8.18 k x2 T 8.18 k
DL+Wind 4.46 k 4.46 k
Point Loads Applied at top Dist. From left support
Pj:
P2: �► .
Point Loads Applied at bolt. Dist. From left support
r
QI: V .
Q2. —
Q3:
@ MIDSPAN
45794 Ft-Lbs
32325 Lbs
0.718 in2 OK
j 2L- 11/2 x 11/2 x 3/16 As=1.054
;NONE
8184 Lbs
4464 Lbs
8184 Lbs
19.04 in
a = arctan(d/ 24") = 35.31
F=(R-Vo)/sin a= 6.98 k 10.578 = 12.08 k
A-z=F/ r9xfa9n fvu = 6.04 / 36.0 =
MAX'
QTY
MARK
DEPTH
BASE
8 J3-D17 23.25' 2ND FLOOR).
17 in
23.3 Ft
w n2
F(wind case)= 3.81 k / 0.58 = 6.59 k
0.17 in2 (2) 112
Y
BOTTOM CHORD
DOUBLE ANGLES
TOP CHORD
DOUBLE ANGLES
END
DIAGONAL
V1
V2
V3
V4
V5
V6
REMAING
V's
2L-1 1/2 x 1 1/2 x /16 A
NONE
(2) 1/2
1 7/8"
3/4"
518"
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 ie: SPJ1 D17 (SP INDICATES SPECIAL JOIST)
AERIAL PRECAST CONCRETE, LLC 664 SE HIDDEN RIVER DRIVE,. JOIST CALC 9 of XAX NCRETEn/oa UPDATE
3200 BURROAD PORT ST LUCIE FL 34983 (2ND
AERIAL PRECAST OODAVIE, FLORIDAFLOROR IDA 33314 ' Design: T.D.Y. Date: 08103120
& STRUC:TURALSTEEL7 T 954-321-0200 • F 954-321-0093 FLOOR)
Checked: Date:
MShap WWw p IAERIRL FLOOR SHOP DWGSAF-20201Chsrt1e R.1d..*APC CaIc UcW C*qg SPJ1.015 E' (2ND FLOORI.)ds1G*�2 Desigl
INPUT
JOIST NO 9 SPJ1•1315 8' (2ND, FLOOR)__-.
SPAN Manual input governs—> 8.000 8 'w t
SLAB WIDTH 4.0 Ft
JOIST DEPTH I5" w
Uniform
SERVICE DEAD LOAD 105 126 Psf
SERVICE LIVE LOAD 50 80 Psf
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,,,q,d= Max(Tu10.9*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") = 32.01
F=(R-Vo)/sin a= 1.96 k 10.530 =
Ac=F/ r2wo-Rn fv11=
824 Plf
504 Plf
50 Ksi
3 Ks!
DESIGNPLANET Programmed by: Fuat Ornadi, P.E.
Pt P2 P3
1 b l
Qt Q2 Q3
DL+LL 3.30 k x2 f 3.30 k
DL+Wind 2.02 k 2.02 k
Point Loads Applied at top Dist. From left support
Pt: .
r
P3: w
Point Loads Applied at bolt. Dist. From left support
Q7:
Q2: _
Q3:
@ MIDSPAN
6360 Ft-Lbs
5088 Lbs
0.113 in2 OK
2L-lxlxl/8 --- - As=0.46 - w n2
NONE
3296 Lbs
2016 Lbs
3296 Lbs
16.50 in
3.69 k F(wind case)= 1.20 k 10.53 = 2.26 k
1.85 136.0 = 0.05 in2 (2) 112
MAX.
QTY
MARK
DEPTH
BASE
9 SPJ1-D15 8' (2ND FLOOR).
15 in
8.0 Ft
BOTTOM CHORD
DOUBLE ANGLES
TOP CHORD
DOUBLE ANGLES
END
DIAGONAL
V1
V2
V3
V4
V5
V6
REMAING
V's
2L-txtxl/8
NONE
(2) 112
5/8"
*) Use the same up to the centedne,"/L
*) Symmetrical configuration shall apply, after the centerline
Abreviation:
NIG= Not Good
J1 D17 = JOIST NOJ JOIST DEPTH le: J1D17
SP J1 D17 = GIRDER JOIST ie: SPJ1D11(SP INDICATES SPECIAL JOIST)
AERIAL PRECAST CONCRETE, LLC
APIC 3200 BURRIS ROAD
AERIAL PRECAST CONCRETE DAVIE, FLORIDA 33314
2: STRUGTUFIALEEL .� T 954-321-0200 F 954-321-0093
ST
JOIST CALC 10 of X
664 SE HIDDEN RIVER DRIVE, 1111104 UPDATE
PORT ST LUCIE, FL 34983 (2ND Design: T.D.Y. Date: 08103120
FLOOR) Checked: Date:
nshcp Om h,'AERIAL FLOOR SHOP OWOSIAF-20201ChereRe RaMe— ARC Cekslldsl CekgI0 SPJ1A1710.W (2ND FLOOR)AN01 4 DO
INPUT
JOIST NO 10 SPJ1-D1710.50' (2ND FLOOR).
SPAN Manual input governs—> 10.500 10.5 v t
SLAB WIDTH _ 4.0 Ft
JOIST DEPTH 117
Uniform
SERVICE DEAD LOAD 80 96 Psf
SERVICE LIVE LOAD 50 80 Psf
WIND LOAD(gross Uplift)
TOTAL LOAD=DL+LL
TOTAL LOAD=DL-WL( Negative =Net Uplift)
Fy IBM. ANGLES)
Fr
DESIGN OF BOTTOM CHORD
MAX. MOMENT
TENSION AT BOTTOM CHORD
A,,ad= Max(Tu10.9*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
704 Plf
384 Plf
50 Ksi
3 Ks!
DESIGNPLANET Programmed by: Fuat Omadi, P.E.
P1 P2 P3
1 1 l ,
Qt Q2 Q3
DL+LL 4.23 k
x2 4.k
DL+Wind 2.55 k
2.81 k
Point Loads Applied at top Dist From left support
P1:
1.33KINode 5 wl 6.25Ft
3•
i
Point Loads ott• Dist From left support
Q{
jApplie�
Qr
I -----
Q3:
I �•
j
@ MIDSPAN
12130 Ft-Lbs 9350 Ft-Lbs
8563 Lbs
0.190 in2 OK
1 2L-lxlxl/8 J As=0.46 --- n2
NONE
3696 Lbs
2016 Lbs
538 Lbs
�
791 Lbs Lbs <—Max. shear, controls
4487 Lbs
19.04 in
END DIAGONAL Tension bar
a = arctan(dl 24") = 35.31
F=(R-Vo)Isin a= 3.03 k 10.578 = 5.24 k
As=FI (20.60 Ml = 2.62 1 36.0 =
MAX.
Y MARK DEPTH BASE
PQTE
10 SPJ1-D17 10.50'(2ND FLOOR). 17 in 10.5 Ft
CHORD TOP CHORD END
ANGLES IDOUBLE ANGLES DIAGOI
*) Use the same up to the centerine,"IL
*) Symmetrical configuration shall apply, after the centerline
Abreviation:
NIG= Not Good
J1 D17 = JOIST NO.1 JOIST DEPTH
SP J1 D17 = GIRDER JOIST
F(wind case)= 1.90 k 10.58 = 3.28 k
0.07 in2 (2) V2
AIL
V2 V3 V4 V5 V6 REMAING
Vs
ie: J1D17
ie: SPJ1D1 t (SP INDICATES SPECIAL JOIST)
AERIAL PRECAST CONCRETE, LLC
APIC 320013URRIS ROAD
AERIAL PRECAST CONCRETE DAVIE, FLORIDA 33314
RucTURALSTEEI T 954-321-0200 • F 964.321-0093
fzm
JOIST CALC of X
664 SE HIDDEN RIVER DRIVE, 11/1104 UPDATE
PORT ST LUCIE, FL 34983 (2ND Design: T.D.Y. Date: 06103/20
FLOOR) Checked: Date:
E
ZISh.P Om bg,%AER1AL FLOOR SHOP DyJOW40201CI,aeNe Re ideme%APC Cek5Udsl CdcU11 SPJ1017 27.25 (1ND FLOOR).><h)Grovil, Design
INPUT 11 SPJ3-D17 23.25' (2ND FLOOR .
JOIST NO
SPAN Manual input governs—> 23.250 ; 23.25 ' t
4.0 Ft
SLAB WIDTH ---
JOIST DEPTH 117
Uniform
174 209 Psf
SERVICE DEAD LOAD 50 80 Psf
SERVICE LIVE LOAD
WIND LOAD(gross Uplift) 1
TOTAL LOAD=DL+LL 835 Plf
TOTAL LOAD=DL-WL( Negative =Net Uplift) 50 Ksi
Fy (BOTT. ANGLES) 3 Ksi
F�
DESIGN OF BOTTOM CHORD
MAX. MOMENT
TENSION AT BOTTOM CHORD
AS re# = Max(Tu10.9*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
DESIGNPLANET Programmed by: Fuat Ornarfl, P. .
PI P2 P3
QI Q2 Q3
x2 13.43 k
DL+LL 13.43 k 9.71 k
DL+Wind 9.71 k
Point Loads ApplieDist support.
left suort
P1:
P3:
Point Loads
at bolt• Dist From left support
Q{
(Applied
Q2.
L--._.__----
Q3•
@ MIDSPAN
75144 Ft-Lbs
53043 Lbs
1.179 in2 OK _
--- — -------As=1.876 .r n2
I2L-2X2X1/4
— ---- ----- ---- ------ -
INONE
13429 Lbs
9709 Lbs
13429 Lbs
19.04 in
ENDDDITension bar
a = arctan(dl 24") = 35.31
F(wind case)= 8.28 k 10.58 = 14.33 k
F=(R-Vo)/sin a= 11.46 k 10.578 = 19.82 k (2) 518
9.91 1 36.0 = 0.28 in2
As=FI [2x(0.60 fy)) = MAX OIL
QTY MARK DEPTH BASE
11 SPJ3-D17 23.25' (2ND FLOOR). 17 in BA Ft
V2 V3...... .............. i V4 V5 V6 REMAING
30TTOM CHORD TOP CHORD
END V1 V's
DOUBLE ANGLES DOUBLE ANGLES �DIAZONAL82L-2X2X114 NONE
*) Use the same up to the centedne °IL
*) Symmetrical configuration shall apply, after the centerline
Abre=iation'.
NIG= Not Good
J1 D17 = JOIST NO.I JOIST DEPTH
SP J1 D17 = GIRDER JOIST
1"
3/4"
le: J1D17
le: SPJ1D1 i (SP INDICATES SPECIAL JOIST)