HomeMy WebLinkAboutPrestress Hollow Core Plank DesignI"
PRESTRESS HOLLOW CORE PLANK DESIGN
for
MONTES LOT 58 WATERSONG
FORT PIERCE, FLORIDA
P-16-6147
Pre -Cast Specialties, LLC.
1380 Northwest 48th Street
Pompano Beach, Florida 33064
lioal
hrn P. McGrew, P.E.
Fl. Lic. # 26641
April 5, 2016
Sheets 1 thru 14
SUBJ R
JOB#
1I11-yo n9re- D�lw,7
JOHN McGREW & ASSOCIATES FROJEC DATE
q1 {� r
CONSULTING ENGINEER Cj L J5/ � Y Y� Son I! to
Load
4
T5l h s 3 Ffoovs
P �
C", %8 r►
�03 a,
as k -, Lo &A c, � 3 r /- l oo n
a 4 s
OLL v Op
SpL = 267pST
( P/
Jess 2 % D
r rr
Se e u dep-,.j56
14 11
5 4-/Y2
to
P�-
e s 11 11 6/� �— 01
JOHN McGREW & ASSOCIATES
CONSULTING ENGINEER
DATE
y Is1 cL
SHT OF
2 I L\
p
SSA-56A-, 5`746/9 8LA13-039
ze Lao,� 0— 37
?u 5,5- A
Uu,�
Ml� 5- A '7'-�"
Xb•C. Y, 5.'3YCj )c l2
2-3-
N4,A- 2.-i� v.(- 5.31
to
3/% y- � -
J'SB/04-04-2016
JOB:
i' ONTES LOT 58 WATERSONG
6147 MEMBER: SUS
SHT!3 DF I-
—^I
jyj
t�^{J1'ti't
1��Ll�,Y"Lb�— Associates
PMD a PRESTRESSED MEMBER
DESIGN, F-CI 318-08
DESIGN
CRITERIA
Copyright
(C=) 2010 by Presoft4
Inc.
STANDARD
SECTION v GUS
GEOMETRIC
DESCRIPTION OF SECTION
DEPTH
------------------------------------
OF SECTION
WIDTH
OF SECTION
H (1)
2.000 in
COMPOSITE
D i 1)
48.000 in
H (2)
1.000 ic1
B (c_)
47.000 ire
H(u)
4.00E in
B(3)
14.750 iti
H(4)
1.310 in
B K)
10.480 in
H(5)
1.000 In
B(5)
47.00 in
H (6)
1.110 in
B (G)
10.480 in
B
4.00 ft
PER
108.00 in
HT
8.000 in
MEMBER
DATA
LOADING
SUSTAINED LOADS
s pan
= 7. 33 ft /
SW 180.5
p 1 f
100 %
No Shoring
WC
24.0
psf
100 r
SDLP
0.0
psf
100 .
SDL.0
20.0
psf
100
SLL
60.0
psf
50 r
WIND
0.0
psf
CONCRETE
DATA OF PRECAST
CDt*POSITE
CONCRETE DATA
f" r
6000 psi
f" c
3000 psi
f" c i
4000 psi
Ec:
2623600 psi
fr
581 psi
We
144 pcf
Ec
3710330 p s i
Ec i
3029472 p s i
We
144 pe f
STRAND DATA
Grade
270
ksi
Relaxation
Low relax
Diameter
.4375
in
Area
0.115
ins:
Number
__
Pull
21770
1bs
Depress
0
YSE
1.75
in
YSM 1. 75 in
frB/04-05-2 16
Tel: (863) 533-1054
JOB g MONTES LOT 58
---------------------------------------------------------------------------
WATERSONG
6147 MEMBER: 6US
SHT 4.
OFI`A
GROSS
AND TRANSFORMED
SECTION
PROPERTIES
PRECAST
COMPOSITE
AREA
I YB
YT
AREA
I
YB
YT
YTT
GROSS 180.46
744 3.00
3.00
248.34
1556
4.09
1.91
3.91
END 182.72
747 5.98
3.02
250.60
1568
4.07
1.93
3.93
. 4L 182.72
747 2.98
3.02
250.60
1568
4.07
1.93
3.93
. 5L 182.72
747 2.98
3.02
250.60
1568
4.07
1.93
3.93
SERV. LOAD MOMENTS (k- i n)
LOADS
(p 1 f) REACTIONS (k )
AT O. 4L
AT 0. cL_
R
SELF WGT. OF
P/C
14.0
14.5
180
0.7
WEIGHT OF COMPOS�.
7.4
7.._
96
0.4
SUPERIMPOSED
DLP
0.0
0.0
0
0.0
SUPERIMPOSED
DLC
6.2
6.4
so
0.3
TOTAL DEAD
LOAD
27.6
28.7
356
1.3
SUPERIMPOSED
LL
18.6
19.3
240
0.9
WIND LOAD
0.0
0.0
0
0.0
CONCRETE STRESSES
AT TRANSFER
(psi)
RELEASE STRENGTH REQUIRED
(psi)
AT
END
AT 0. 4L AT
0. 5L
AT
END
AT 0. 4L
AT 0. 5L
TOP
31
87
90
44,
146
1450
BOTTOM TOM
659
604
601
942
1006
1002
SOVERNING Mu FOR a U-1. 2D+I. GL
AT 0.4L
AT 0.5L
Mu
(k-in)
-
62.8
---
65.4 �
. 82M11
( k- i n)
ji'�. 2. 9
432.9
a
(in)
l i n i
0.73
0.73
3
f p 5
(psi)
259567
259567
CRACKING MOMENT (k-in)
-----------------------------------
AT 0.4L AT 0.51_
Mc-r- 4335. 8 435.3
522.9
1.2 Mc•;- 522.3
JSB/04-05•-2016
JOB: MONTES LOT 58 WATERSONG 6147
MEMBER: GUS
SHTS OF
---------------------------------------------------------------------------
STRESS HISTORY AT CRITICAL LOCATION e
AT 0. 5L (-):Tension
(+) :Compre
ssion
---------------------------------------------------------------------------
STRESSES DUE TO
FB(psi) FT(psi) FTT(psi.)
LOSSES(/)
INITIAL PRESTRESS PI
675.
32.
0.0
PRESTRESS AT TRANSFER PT
659.
31.
3.0
PRESTRESS AT ERECTION P30
628.
30.
7.6
PRESTRESS AT END O. S.L. PE
581.
27.
14.5
SELF WEIGHT ON PRECAST- SW
-58.
59.
-
SELF WEIGHT ON COMPOSITE SW
-
--.
-
WEIGHT OF COMPOSITE WC
--31.
31.
0.
SUPERIMPOSED D.L.P. SDLP
0.
0.
.-
SUPERIMPOSED D.L.C. SDLC
--1 7.
S.
16.
SUPERIMPOSED LIVE LOAD SLL
- a0.
24.
48.
WIND DOWNWARD PRESSURE WIND
0.
0.
0.
PT + SW
601.
90.
P30 + SW •+ WC + SDLP
539.
1 L0.
0.
PE + SW + WC .+ SDLP' + SDLC + SLL
425.
149.
65.
PE + SW + WC + SDLP + SDLC + WIND
475.
125.
16.
PE+SW+WC+SDLP+SDLC+. / 5*WIND+. 75 *SLL
437.
143.
52.
ALLOW. TENSILE STRESSES a 12 SDR(f"c) = - S,.0 psi
7.5 SQR(f'c)=
- 581 psi.
ALLOW. COMPRESSIVE STRESSES e 0.45 f'
c = 2700 psi
0.60 f' c
= 3600 psi
CAMBER AND DEFLECTIONS AT MIDSPAN (in) (0 0amber
(-) :Downward
deflection
P/S •+ SW = CAMBER
WC SDLP
SDLC
SLL
NET DI SPL.
AT TRANSFER 0.03 -0.01 0.03
0.03
AT ERECTION 0.07 --0. 01 0.06
-0. 00 0.00
--0. 00
-0. 00
0.05
AT END S. LIFE 0.08 -0. 01 0.06
--0. 00 0.00
-0. 00
-0. 01
0.05 �
PERMISSIBLE DEFLECTIONS (in) . L/180=0.5 L/2/40=0.4 L/360=0.2
L/480++=0.2
VERTICAL_ SHEAR REQUIREMENTS (G-60)
X
Vu/. 75
Vc
Vs
AV
i- vMIN
ft
kip_
kips
kips
in`/ft
in2 ft
HT / 2
7
27
0
0.000
0.024
0.4
7
27
0
0.000
0.024
0.7
6
28
0
0.000 00
0.024
1.1
6
29
0
lei. 000
0.024
1.5
5
31
0
0.000
0.024
1.8
4
29
0
0.000
0.024
0.024
2.6
2
17
0
0.000
0.024
2.9
2
1 5
0
0.000
0.024
3.3
1
15
0
0.000
0.0E4
.3.7
0
15
0
0.000
0.024
HORIZONTAL SHEAR REQUIREMENTS (G-60)
Vuh/. 5
Vnhl
V'nh2
Avf
AvhMIN
kips
kips
kips
inL/ft
inE/ft
4
24
78
0.133
0.148
4
24
76
0.132
0.148
4
24
78
0.117
0.148
3
24
78
0.103
0.148
3
24
78
0.088
0.148
c
24
78
0.073
0.148
2
24
78
0.059
0.148
1
24
78
0.044
0.148
1
E4
78
0.029
0.148
0
24
78
0.015
0.148
0
24
78
0.000
0.148
NOTE o Required shear- capacity
with ACI 318-06 Section
HORIZONTAL SHEAR NOTE o Roughen
V u/0. 7 5 has been doubled, in order to comply
18.8.2.
contact surface or provide minimum
JSB/04--05•-2016
JOB A MONTES LOT 58 WATERSONG
6147 MEMBER g BUS
SHT 0 OF 4
=:w:==
M K
5�-
1 J c� s F__ __
� „
M r�• L:;r' t"} trs €� Associates = C� c i ;l+ � s
1
pMD n
PRESTRESSED MEMBER DESIGN, ACI 18-00
DESIGN
CRITERIA
Copyright
(Ca) 2010 by Pr esoft.,
Inc.
STANDARD SECTION e BUS
GEOMETRIC
DESCR I PT I ON OF SECTION
DEPTH OF SECTION
WIDTH
OF SECTION
-----------------
HQ) 2.000 *00
in
o
COMPOSITE
P (1)
48.000 00 in
H (2) 1.210
in
B (2)
47.800 in
HQ) 5.580
in
B (S)
12.940 ? n
H(4) 1.750
in
BQ)
10. B00 in
H(5) 1.210
in
B(5)
47.800 in
HQ) 1.750
in
B (6)
10.800 in
i 4.00
ft
PER
112.00 in
HT 10.000
in
MEMBER DATA
LOADING
SUSTAINED
LOADS
span =— 27. 00—f
t
SW 225.7
p l f
100 %
No Shoring
WC
E4.0
psf
100 %
SDLP
0.0
psf
100 %
S'7L.0
25.0
psf
1007�
SLL
40.0
psf
50 %
WIND
0.0
psf
CONCRETE DATA
OF PRECAST
COMPOSITE CONCRETE
DATA
f' c
6 000
psi
f' c
� �000 p s i
f 7 c i
4000
psi.
Ec
2623600 psi.
fr
521
psi
WC
144 pt_•f
Ec 3710330
psi.
Ec i 3029472
p s i
We
144
pcf
STRAND DATA
Grade
270
k s i
Relaxation
Low relax
Diameter
.5000
in
Area
0.153
K2
Number
5
�
Pull
28900
l b s
Depress
0
YSE
1.75
in
Y SM
1.75
in
JSBf04-05—E016
Tel: (863) 533-1054
JOB: MONTES LOT 58 WATERSONG 6147 MEMBER: BUS SHT7 OFy4
___________________________________________________________________________
GROSS AND TRANSFORMED SECTION PROPERTIES
----------------------------------------
PRECAST COMPOSITE
___________________________ __________________________________
AREA I YB YT AREA I YB YT YTT
GROSS 225.68 1725 4.00 4.00 293.56 3053 5.16 2.84 4.84
END 230.69 1750 3.95 4.05 298.57 3110 5.10 2.90 4.90
.4L 230.69 1750 3.95 4.05 298.57 3110 5.10 2.90 4.90
.5L 230.69 1750 3.95 4.05 298.57 3110 5.10 2.90 4.90
SERV. LOAD MOMENTS (k-in) LOADS (plf) REACTIONS (k)
AT 0.4L AT 0.5L Q R
SELF WGT. OF P/C 236.9 246.8 226 3.0
WEIGHT OF COMPOS. 100.8 105.0 96 1.3
SUPERIMPOSED DLP 0.0 0.0 0 0.0
SUPERIMPOSED DLC 105.0 109.3 100 1.4
_______ --------
TOTAL DEAD LOAD 442.7 461.1 422 5.7
_______ --------
SUPERIMPOSED LL 168.0 175.0 160 2.2
WIND LOAD 0.0 0.0 0 0.0
CONCRETE STRESSES AT TRANSFER (psi) RELEASE STRENGTH REQUIRED (psi)
----------------------------------- -------------------------------
AT END AT 0.4L AT 0.5L AT END AT 0.4L AT 0.5L
_______ _______ --------
TOP -105 443 466 308 738 776
BOTTOM 1292 757 735 1846 1262 1225
GOVERNING Mu FOR : U=1.2D+1.6L CRACKING MOMENT (k-in)
----------
AT 0.4L AT 0.5L AT 0.4L AT 0.5L
Mu (k-in) 799.9 833.3^~ Mor 923.7 918.4
.90Mn (k-in) 1296.9 1296.9 ~-1.2 Mcr 1108.4 1102.1
a (in) 1.58 1.58
fps (psi) 252475 252475
JSB / 04-05•-E0 1 t
JOB: MONTES LOT 58 WATERSONG 6147 MEMBER: BUS SHT C'OFN
STRESS HISTORY AT CRITICAL LOCATION :
AT 0.5L (-):Tension (4):Compression
ession
STRESSES DUE TO
FB (psi) FT
(psi.)
FTT (psi)
LOSSE? K )
INITIAL. PRESTRESS
PI
1344.
--109.
0.0
PRESTRESS AT TRANSFER.
PT
1292.
-105.
3.9
PRESTRESS AT ERECTION
P30
1226.
--100.
8.8
PRESTRESS AT END O.S.L.
PE
1142.
-93:.
15.0
SELF WEIGHT ON PRECAST
SW
-557.
571.
-
SELF WEIGHT ON COMPOSITE
SW
--
--
-
WEIGHT OF COMPOSITE
WC
-E37.
243.
0.
SUPERIMPOSED Do L. P.
SDLP
0.
0.
-.
SUPERIMPOSED D.L.C.
SDLC
-179 .
102.
172.
SUPERIMPOSED LIVE LOAD
SLL
-287.
163.
276.
WIND DOWNWARD PRESSURE
WIND
.
0.
0.
PT + SW
735.
466.
P30 + SW + WC + SDLP
432.
714.
0.
PE + SW + WC •+ SDLP +
SDLC + SLL
-1 18.
986.
448.
FEE + SW + WC + SDLP +
SDLC + WIND
169.
823.
172.
PE+SW+WC+SDLP+SDLC+. 75*W
I ND+. 7 5*SLL
--46.
945.
379.
ALLOW. TENSILE STRESSES
o 12 SQR(f"c)
= - 930 psi
7.5
SUR(f'c)=
- 581 psi
ALLOW. COMPRESSIVE STRESSES
o 0.45 f' c
= 2700 psi
0.60
f" c =
3600 psi
CAMBER AND DEFLECTIONS
---------------------------------------------------------------------------
AT MIDSPAN (in)
(+):Camber-•
(-):Downward
deflection
P/S +
SW = CAMBER
WC SDLP
SDLC
SLL-
NET DISPL.
AT TRANSFER 0.76
--0. 0.25
0.25
AT ERECTION 1.57
�5}��1
-- 1 . {i9 0.48 .-.0.
ff-y�
1 8 0. 00
-0. 1 0
1'
�'-0. 1 f�
0.03
AT END S. LIFE 1.73
-1. `3 0.50 -0.
3::8 0.00
-G. 31
-0. 33
-G. `2 `
PERMISSIBLE DEFLECTIONS
(in) L/180==1.8
L/E40=1.4
L/360=0.9
L/480=0.7
VERTICAL SHEAR REQUIREMENTS (G--GO)
K
Vu/.75
Vc
Vs
Av
AvMIN
ft
kips
?Kips
kips
inE/ft
ins:/ft
HT/E
13
32
0
0.000
0.051
1.4
12
37
0
0.000
0.051
2.7
11
22
0
0.000
0.051
4.1
10
17
0
0.000
0. 05 1
5.4
8
17
0
0.000
0.051
6.8
7
17
0
0.000
0.051
8.1
5
17
W
0.000
0.051
9.5
4
17
0
0.000
0.051
10.8
3
17
0
0.000
0. 05 1
12.E
1
17
G
0.000 0
0.051
13.5
0
17
0
0.000
0.051
HORIZONTAL SHEAR REQUIREMENTS (G-60 )
Vuh/.75
Vnhi
Vnh2
Avf
AvhMIN
kips
dips
kips
in2/ ft
i.ni_/ft
7
3E
103
0.159
0.129
6
3E
103
0.148
0.129
5
32
103
0.131
0.129
5
32
103
0.115
0.129
4
32
103;
0.098
0.129
3
3E
103
0.082
0.129
._
32
103
0.066
0.129
u
32
103
0.049
0.129
1
32
103
0.033
0.129
1
32
103
0.016
0.129
0
32
103
0.000
0. 129
HORIZONTAL SHEAF NOTE e Roughen contact surface or provide minimum
reinforcement AvhMIN.
TSB/ 04-05.- 2016
JOB:
MONTES LOT 58 WATERSONG
614.7 MEMBER: BUS
SHT S OF I�
I.�-John
—,`..�Associates 1
051`451?r!
McGrew
i=MD o
PRESTRESSED
MEMBER DESIGN, ACI 3 18--08 DESIGN
CRITERIA
Copyright
(C) 2010 by pressoft,
Inc.
STANDARD SECTION : BUS
GEOMETRIC
DESCRIPTION OF SECTION
DEPTH
----------------
OF SECTION
------------------------------------
WIDTH OF SECTION
HQ)
2.000
in r
COMPOSITE
B Q) 48.000 in
H (`)
1.210
in
B (2) 47.800 i1n
H(3)
5.580
in
B (.7) 12.940 in
H (4)
1.750
in
B (4) 10.800 in
H(5)
1.210
in
B(5) 47.800 in
H (G)
1.750
in
B (G) 10.800 in
B
4.00
ft
PER 112.00 in
HT
10.000
in
MEMBER DATA
-----------------
LOADING
SUSTAINED LOADS
span
= 26.33
ft
SW 225.7
p l f 100 r.
No Shoring
WC
24.0
psf 100
SDLP
0.0
psf 100 %
SDLC
25.0
psf 100
SLL
40.0
�
psf 50 e,
WIND
0 kry
psf
CONCRETE DATA
-------------------------
OF PRECAST
COMPOSITE
CONCRETE DATA
f4 c
6000
psi
f1 c
3000 psi
f' ci
4000
psi
Ec.
2C 23600 p s i
f'r~
581
psi
We
144 pcf
Ec
3710330
psi '
Ec i
3029472
p s i
We
144
pcf
STRAND DATA
Grade
270
k .s i
Relaxation
Low relax
Diameter
- . 5000
in
Area
0.153
inc2'
Number
4
Pull
28900
l bss
Depress
0
YSE
1.75
i n
YSM
1.75
in
KFumui ug 1HW. LCtMClCtllup I lul mutt
Tel: (863) 533-1054
""". P 1 a� Y I w. a. w L Ill, w 1 C. L! 1 V
JOBe MONTES LOT 58 WATERSONG 6147 MEMBERi BUS SHTfU OFIA
GROSS AND TRANSFORMED SECTION PROPERTIES
----------------------------------------
PRECAST COMPOSITE
AREA I YB YT AREA I YB YT YTT
GROSS 225.68 1725 4.00 4.00 293.56 3053 5.16 2.84 4.84
END 229.69 1745 3.96 ' 4.04 297.57 3098 5. 1 1 2.89 4.89
. 4L 229.69 ti.. � 57 5 - r r 8
1745 aka -�. 04 :�97. �.�r 3�'�'aq �. 11 �'. � -t�. u9
.5L 229.69 1745 3.9S 4.04 297.57 3098 5.11 2.89 4.89
SERV. LOAD MOMENTS (k-in) LOADS (plf) REACTIONS (k)
AT 0.4L AT 0.5L O R
SELF WGT. OF P/C 225.3. 234.7 E26 3.0
WEIGHT OF COMBOS. 95.8 99.8 96 1.3
SUPERIMPOSED DLP 0.0 0.0 0 0.0
SUPERIMPOSED DLC 99.8 104.0 100 1.3
TOTAL DEAD LOAD 421.0 438.5 4E2 5.6
--------
SUPERIMPOSED LL 159.7 166.4 160 2.1
WIND LOAD 0.0 0.0 0 0.0
CONCRETE STRESSES AT TRANSFER (psi) RELEASE STRENGTH REQUIRED (psi)
AT END AT 0.4L AT 0.5L AT END AT 0.4L AT 0.51_
► OP -85 43F, 458 203 727 763
BOTTOM 1050 539 517 1500 892 86E
GOVERNING Mu FOR e U=1.2D+I.6L CRACKING MOMENT (k-in)
AT 0.4L AT 0. 5L AT 0.4L AT O. 5L
Mu (k--1n t - - _--- 760. / f92. 4 � M�:r� 799. E 794.6
. 9OMn (k-in) 1073.0 1073.0 � 1..E Met, 959.5 953.5
a (in) 1.28 1.28
fps (psi) 255980 255980
TSB/04-•05-2 16
JOB: MONTES LOT 58 WATERSONG 6147
---------------------------------------------------------------------------
MEMBER: BUS
SHT J OF S
STRESS HISTORY AT CRITICAL LOCATION
----------------------------------------------------------------------------
: AT 0.5L (-) :Tension (0
0ompression
STRESSES DUE TO
FB(psi) FT(psi) FTT(p;i)
LOSSES(;)
INITIAL PRESTRESS PI
1083.
--88.
0.0
PRESTRESS AT TRANSFER E �T
1050.
-85.
3.1
PRESTRESS AT ERECTION P30
1000.
-81.
7.7
PRESTRESS AT END O.S.L. PE
937.
-76.
13.5
SELF WEIGHT ON PRECAST SW
--533.
543. -
SELF WEIGHT ON COMPOSITE SW
-
- -
WEIGHT OF COMPOSITE WC
-EE7.
231. 0.
SUPERIMPOSED D.L.P. SDLP
0.
0. -
SUPERIMPOSED D.L.C. SDLC
-17E.
97. 164.
SUPERIMPOSED LIVE LOAD SLL
-274.
155. 263.
WIND DOWNWARD PRESSURE WIND
0.
0. 0.
PIT + SW
517.
458.
P30 + .SW + WC + SDLC'
241.
693. 0.
PE + SW + WC + SDLP + SDLC -+- SLL
-268.
950. 427.
PE -+- SW + WC + SDLP -+- SDLC -+- WIND
G.
795. 164.
PE+SW+WC+SDLP+SDLC+. 75*W I ND+. 75*SLL
-E00.
911. 361.
ALLOW. TENSILE: STRESSES : 12 SUR (f' c) = - 930 psi
7.5 SQR (f' c)
= - 581 psi
ALLOW. COMPRESSIVE STRESSES : 0.45 f' c = 2700 psi
O. EO f" c
= 3600 psi
CAMBER AND DEFLECTIONS AT MIDSPAN (in) (+):Camber
(-):Downward
deflection
---------------------------------------------------------------------------
P/S + SW = CAMBER
WC SDLP
SDLC SLL
NET DISPL.
AT TRANSFER 0.58 -0.46 0.12
0.12
AT ERECTION 1.2 -0.99 0.23
--0.16 0.00
-0.09 -0. 15
--0. 1 8
AT END S. LIFE 1.34 --1. 12 0.22
--0. 34 0.00
-0. 28 -0. 30
-0. 70 r-
PERMISSIBLE DEFLECTIONS (in) . L/180=1.8 L3'240=1.3 L/360=0.9
L;480=0.7
VERTICAL SHEAR REQUIREMENTS (G-60 )
K
Vu/.75
Vc
V_
Av
AvMIN
ft
kips
kips
kips
ins:/ft
inc/ft
H T/ E
13
31
0
0.000
0.041
1.3
12
36
0
0.000 00
0.041
2.6
11
22
0
0.000
0.041
3.9
9
17
O
0.000
0.041
5.3
8
17
O
0.000
0.041
6.6
7
17
O
0.000
0.041
7.9
5
17
0
0.000 0
0.041
9.2
4
17
0
0.000
0.041
10.5
3
17
O
0.000
0.041
11.8
1
17
O
0.000
0.041
13.E
O
17
0
0.000
0.041
HORIZONTAL SHEAR REQUIREMENTS (G-60)
Vuh/. 75
Vnhl
Virh2
Avf
AvhMIN
kips
kips
kips
i 2/ft
in`/ft
6
3E
103
0.155
0.129
6
32
103
0.144
0.129
5
32
103
0.128
0.129
5
32
103
0.112
0.129
4
32
103
0.096
0.129
3
32
103
0.080
0.129
3
32
103
0.064
0.129
2
32
103
0.048
0.129
1
32
103
0.032
0.129
1
Jc
103
0. 01 6
0.129
0
3E
103
0.000
0.129
HORIZONTAL SHEAR NOTE : Roughen contact surface or provide minimum
reinforcement AvhMIN.
JSBi04-05—E016
JOB: MONTES LOT 58 WATERSONG E147 MEMBERe BUS SHT12 O0`i
_ __.._.=_.__M===____.__:_____ ____ __ ___.-__ _ _= M is 40- 55A,
I John McGrew & Associates I
PMD a PRESTRESSED MEMBER DESIGN, ACI 318--08 DESIGN CRITERIA
Copyright (C) E010 by Presoft, Inc.
STANDARD SECTION < GUS
GEOMETRIC DESCRIPTION OF SECTION
-----------------------------------
DEPTH OF SECTION
HQ)
2.000
in COMPOSITE
H(`)
1.210
in
H (3)
5.580
in
H (4)
1.750
in
H(5)
1.210
in
H (G)
1.750
in
8
4.00
ft
HT
10.000
in
WIDTH OF SECTION
D(1)
48.000
in
B (i_)
47.800
in
8 (3)
12.940
in
B(4)
10.800
in
B (5)
47.800
in
H%)
10.800
in
PER 112.00 in
MEMBER DATA
LOADING
SUSTAINED LOADS
-----------------
span = 19.00 ft
SW
EE5.7
plf
100 `'_
No Shoring
r
WC
E4.0
psf
100 %
SCALP
0.0
psf
100 %
SDLC
25.0
ps f �
100
SLL
40.0
psf
50 %
WINCE
0.0
psf
CONCRETE DATA OF PRECAST
COMPOSITE
CONCRETE
DATA
f' c
6000
psi
f 5 c
3000
p s i
f° c i.
4000
psi
Ec
2623600
psi
fr
581
psi
We
144
pcf
Ec
3710330
psi
Eci
302947E
psi.
We
144
pcf
STRAND DATA
Grade
270
ksi
Relaxation
Low relax
Diameter
.5000
in
Area
0.153
02
Number
3
Pull
28900
l bs
Depress
0
YSE
1.75
in
YSM
1.75
1 n
JSB/04--05•-201 6
Ta 1 a (863) 3 3--1 054
JOB: MONTES LOT 58 WATERSONG 6147 MEMBER: BUS SHT13 OF N
---------------------------------------------------------------------------
GROSS AND TRANSFORMED SECTION PROPERTIES
PRECAST
COMPOSITE
AREA
I
YB
YT
AREA
I
YB
YT
YTT
GROSS 25.68
1725
4.00
4.00
293.56
3053
5.16
2.84
4.84
END 228.69
1740
3.97
4.03
296.57
3087
5.12
2.88
4.88
. 4L 228.69
1740
3.97
4.03
296.57
3087
5.12
2.88
4.88
. •_JL 228.69
1740
3.97
4.03
296.57
3087
5.12
2.88
4.88
SERY.
LOAD MOMENTS (k-in)
LOADS
(plf) REACTIONS (k)
AT
0.4L
AT 0.5L
G!
R
SELF WGT. OF
P/C
117.3
122. 2:
226
2.1
WEIGHT OF COMPOS.
49.9
52.0
96
0.9
SUPERIMPOSED
DLP
0.0
0.0
0
0.0
SUPERIMPOSED
DLC
52.0
54A*2
100
0.9
TOTAL DEAD
LOAD
219.2
228.3
422
4.0
SUPERIMPOSED
LL
83.E
--------
86.6
ISO
1.5
WIND LOAD
0.0
0.0
0
0.0
CONCRETE STRESSES
AT TRANSFER
(psi)
RELEASE STRENGTH REQUIRED
(psi)
AT
END
AT
0.4L AT
0.5L
AT
END
AT 0.4L
AT
0.5L
TOR
-65
207
218
116
345
364
BOTTOM
795
5E7
516
1135
878
860
GOYER,NING Mu FOR o U=1. 2D+I. GL
AT 0.4L AT 0.5L
Mu
0-in)
396. 1
412.6
. 90Mn
(k - i n)
832.2
832.2
a
(in)
0.97
0.97
fps
(psi)
259485
259485
CRACKING MOMENT (k-in)
AT 0.4L AT 0.5L
j cr,--713. 3, -- 710.7
1.2 Mcr 856.0 852.9
_TSB/04--05•--2016
JOB2 MONTES LOT 58 WATERSONG 6147
MEMBERa BUS
SHT1�DF1
----------------------------------------------------------------------------
STRESS HISTORY AT CRITICAL
LOCATION :
AT 0.5L (-)oTension
(+):Compression
STRESSES DUE TO
FB(psi) FT(psi) FTT(psi)
LOSSES(/)
-------------------------
INITIAL. PRESTRESS
PI
818.
-67.
0.0
PRESTRESS AT TRANSFER
PT
795.
•-65.
2.9
PRESTRESS AT ERECTION
P3ili
758.
--62.
7.4
PRESTRESS AT END O.S.L.
PE
707.
-58.
13. 7
SELF WEIGHT ON PRECAST
Sw
-279.
283.
-
SELF WEIGHT ON COMPOSITE
SW
--
-
-
WEIGHT OF COMPOSITE
WC
-1 19.
i 20.
0.
SUPERIMPOSED D.L.P.
SDLP
0. -
0.
-
SUPERIMPOSED D.L.C.
SDLC
--90.
50.
86.
SUPERIMPOSED LIVE LOAD
SLL
--144.
81.
137„
WIND DOWNWARD PRESSURE
WIND
0.
0.
0.
PT + SW
516.
218.
rr �-++
t- 30 +SW + WC + SDLP
360.
342.
0.
PE + SW 4- WC + SDLP +
SbLC + SLL
76.
4.77.
222.
PE+ SW + WC + SDLP +
SDLC + WIND
219.
396.
66.
PE+SW+WC+SDLP+SDLC+. 75*WIND+.
75*SLL
112.
457.
188.
ALLOW. TENSILE STRESSES
a 12 SQR (f' c) = - 930 psi
7.5 SQR
(f' c)
= - 581 psi
ALLOW. COMPRESSIVE STRESSES e 0.45 f1
c = 2700 psi
0.60
fG c
= 3600 psi
CAMBER AND DEFLECTIONS
AT MIDSPAN (in) (+) a Camber
(-):Downward
deflection
---------------------------------------------------------------------------
P/S +
SW = CAMBER".
WC SDLP
SDLC
SLL
NET Di SPL.
AT TRANSFER 0.23
-0. 13 0.10
0.10
AT ERECTION 0.48
--0.27 0.21
•-0.04 0.00
•-0.03
--0.04
0.10--
AT END S. LIFE 0.53
--0. 30 0.22
--0. 09 0.00
-0. 08
--0. 08
-0. 03
PERMISSIBLE DEFLECTIONS
(in) L/180=1.3 L/240=0.9 L/360=0.6
L/480=0.5
VERTICAL SHEAR REQUIREMENTS (0--60) HORIZONTAL SHEAR REQUIREMENTS (G-60 )
X
Vu/.75
Vc
Vs
Ay
AvMIN
ft
kips
kips
kips
in2/ft
in2/ft
HT/2
18
31
0
0.000
0.030
0.9
17
33
0
0.000
0.030
30
1.9
15
36
0
0.000
0.030
2.6
14
35
0
0.000
0.030
3.8
12
25
0
0.000
0.030
4.8
10
19
0
0.000
0.030
5.7
6
17
0
0.000 0
0.030
G.6
6
17
0
0.000
0.030
7.6
4
17
0
0.000
0.030
6.5
2
17
0
0.000
0.030
9.5
0
17
0
0.000
0.030
Vuh/.75
Vnhl
Ynh2
Avf
AvhMIN
kips
kips
hips
in2/ft
in2/ft
9
32
103
0.221
0.129
9
32
103
0.208
0.129
8
32
103
c
k'�. i8�_�
0.129
7
32
103
0.162
0.129
6
32
103
0.139
0.1213
5
32
103
0.115
0.129
4
32
103
0.092
0.129
3
32
103
0.069
0.129
2
2
103
0.046
0.129
1
32
103
3
0. 0`30.129
0
32
103
0.000
0.129
NOTE o Required shear capacity Yu/0.75 has been doubled, in order to comply
with ACT 318-08 Section 18.8.2.
HORIZONTAL SHEAR NOTE o Roughen contact surface or provide minimum
U. S. GENERAL NOTES
t2" TOPPING t2" TOPPING
(BY G.C.) 1. HOLES: Holes are by others unless otherwise indicated. (BY G.C.)
Fields -cut holes thru the units may not cut prestressed strands without prior written approval from SECONDARY P UR SECONDARY POUR
Pre -Cast Specialties ' Inc. Engineering Department. (BY G.C.) - (BY G.C.)
2. VERTICAL RISERS: The general contractor shall insure that vertical risers, etc., do not interfere with I• r 00
placement of Hollow Core units. `
3. HANDLING: Hollow Core units may not be lifted by inserting hooks, bars or other lifting devices into the 4 BAR CAST IN BEAM AT #41`BAR CAST IN TOPPING `
voids, and may not be inverted. Hallow Core units must be lifted 1'-0' from the end only. 4'-O' O.C., #3 BA 6 U.S. 4 -0" O.C., AND ° 6" U.S.
CONT. 3 BAR CONTINUOUS.
4. DIMENSIONS AND DETAILS: The customer and/or his agent will be responsible for all dimension and AND #4 x 1 -6" L BAR 3 1 2"t 3/4" BRG. #
details taken from the contract drawings and shown hereon. PCSI will not be responsible for any changes GROUTED IN CORE, ONE (BY G.C.) LAP VARIES
made after approval of these drawings. PER PLANK.(BY G.C)
5. ROOF UNITS: Slight vertical movement of precast concrete roof units is anticipated but can be reduced = = 8" MASONRY WALL BEYOND 8" MASONRY WALL
by proper insulation. PCSI recommends a physical separation of the plaster at the intersection of W/REINF. (BY G.C.)
non -bearing walls and ceilings. W/REINF. (BY G.C.)
6. 'CAMBER: Camber is an inherent condition in all prestressed flexural members and the general contractor
shall make allowances for same. If additional thickness of topping is needed for leveling purposes, contact
our engineering department for approval: Highest estimated camber at time of erection: 1/2 �j
7. CONCRETE: Strength of concrete shall be a minimum of 6000 psi at 28 days. Structural topping where 1 SECTION 2 SECTION
specified shall be of 4000 psi 28 day strength concrete, reinforced with 6 x 6 - 10/10 welded wire mesh. SCALE: 3/4" 1'-0" 1 SCALE: 3/4" = 1'-0"
The thickness of such topping shall be a minimum of2inches at the center of the span. and may vary y 1
due to camber or deflection from the center to the supports as required for a level surface. The topping:
pour and all materials required some are by others.
8. GROUTING: All joints between slabs shall be fully packed with a pourable grout consisting of 1 part
Portland Cement to 3 parts clean sand (4000 P.S.I. ® 28 days). The grouted deck shall be allowed to cure
before removing any leveling shores, cutting any holes or applying any further construction loads.
THE OPERATION OF GROUTING THE HOLLOW CORE SLABS KEYWAYS MUST BE PERFORMED REGARDLESS OF t2" TO PING ' f2"TOPPING
ANY TOPPING BEING APPLIED TO HOLLOW CORE SLABS. (BY ; G.C) (BY G.C.)
9. PRESTRESSED STRANDS: Strands to be 7 wire, 7/16" did., tensioned to 21700 lbs. each for 6" planks. I t2" TOPPING t2" TOPPING
(7 wire, 1/2" dia., tensioned to 28900 lbs. for 8 & 10 planks). She number of strands are indicated by the L? (BY G.C.) (BY G.C.) ,
first two digits following the letter HC or US in the designation. s m ' "
10. TOLERANCES: 00 ,, e
Width O O
Full Width Units f 1 4" Length
n
• Saw Cut Units t 1/2� Thickness q t 1 4' II 8° 'U.S^ e � 8° U.S.
y Slit Units t 1/1 2°' Deviation From Square t 1�
6" U.S. 6" U.S. ' p
11. DESIGN Loaos: �'• LAP VARIES
3 1 2" t 3/4" BRG,
LAP VARIES 3 1 2" t 3 4" BRG.
2nd & 3rd FLOOR: 6" U.S. W/80 P.S.F. (L.L.= 60 P.S.F. + D.L.= 20 P.S.F.) STEP DOWN BEAM4" STEP DOWN BEAM 4"
& f2" TOPPING (BALCONY) (BY G.C.) (BY G.C.)
°
2nd & 3rd FLOOR; 8" U.S. W/65 P.S.F. (LL8" MASONRY WALL CONC. BEAM #4 BAR CAST IN BEAM AT= 40 P.S.F. + D.L.= 25 P.S.F.) #4 BAR CAST IN BEAM AT W/REINF. (BY G.C.) W/REINF. (BY G.C.) 4'-0" O.C., #3 BAR CONT.
4 -0 O.C., #3 AR CONT.
& t2" TOPPING AND #4 x 1 -6" LG BAR AND #4 x 1'-6 LG BAR
12. Minor cracking (hairline and tension) will occur in precast/prestressed concrete created by shrinkage GROUTED IN CORE, ONE GROUTED IN CORE, ONE
of concrete and temporary loads during production, transportation or erection without being structurally PER PLANK.(BY G.C.) (BY G.C.) PER PLANK.
detrimental to the units. These cracks have no structural significance and does not affect durability of
these units. Cracking should not be cause for rejection, when properly repaired. 3 SECTION 3A SECTION
13. FIRE RESISTANCE: All Precast/Prestressed concrete products shown on these shop drawings have a SCALE: 3/4" = 1'-0" q SCALE: 3/4" = 1'-0
maximum fire resistance of one 1 hour, unless indicated otherwise 1
14. All Precast/Prestressed concrete products shown on these shop drawings are structural quality,
any rework/finishing necessary for final architectural appearance is by others.
15. TIE BEAMS: Tie beams must be true, level and free of knots. If precast perimeter beams or knockout
—\
blocks are used, they must be COMPLETELY FILLED, t2' TOPPING
(BY G.C.)
16. ACCESS t2' T PPING General Contractor agrees to provide and maintain for the duration of precast installation, 8" U.S.
stabilized access, acceptable to PCSI so trucks and cranes can move under their own power to (BY G.C.)
variouspoints of erection with no overhead obstruction. Customer accepts all liability for deliveries beyond t2" TOPPING - the curb line, including all underground utilities and cost for loss of time. PCSI reserves the right to stop .,, (BY G.C.)
deliveries and/or erection in the event such conditions are not provided. O
A THIS SYMBOL INDICATES SAWCUT OR SPLIT EDGE OF HOLLOW CORE PLANKS, e
- WHERE STRUCTURAL TOPPING IS TO BE APPLIED, PLANKS ARE TO BE THOROUGHLY CLEANED AND PREPARED Or3l
T
a.
BY G.C. PRIOR TO TOPPING TO INSURE ADEQUATE BOND STRENGTH.
- TIE BEAMS MUST BE TRUE, LEVEL AND FREE OF KNOTS. IF PRECAST PERIMETER BEAMS OR KNOCKOUT BLOCKS $" UI•S•3 1 2"f 3 4" BRG. LAP VARIES
ARE USED, THEY MUST BE COMPLETELY FILLED. 1 0
- ALL NON BEARING WALLS SHOULD BE HELD DOWN 1" UNTIL SLABS ARE SET AND GROUTED AND ALL DEAD LAp VARIES. N N a. #4 BAR CAST IN BEAM AT
LOADS ARE APPLIED TO THE SLABS BEFORE DRY PACKING THE GAP BETWEEN THE NON BEARING WALL AND
THE SLAB. < a. 4 -0" O.C., #3 BAR CONT.
STEP DOWN BEAM 3" •'!'• AND #4 x 1 -6" LG BAR
- Dowels must be placed in the beams in a manner to allow the proper,° heoring of our productas-� (BY G.C.) GROUTED IN CORE, ONE
in our different sections. Non compliance with this -item mop -delay -the erection of these product with PER PLANK. (BY G.C.)
#4BAR CAST IN BEAM ATadditional cost to the General Contractor. )
4'-0" O.C., #3 BAR CONT. 16'
SAFETY REQUIREMENTS: AND #4 x 1 -6" LG BAR
ALL SAFETY RAILING AND HOLE PROTECTION VIA SECURED PLYWOOD ARE BY G.C. IMMEDIATELY AFTER PRECAST/ GROUTED IN CORE, ONE
PRESTRESSED MATERIALS ARE INSTALLED. GROUTING WILL NOT TAKE PLACE UNTIL ALL HOLES &'RAILING ARE IN PER PLANK.(BY G.C.)
PLACE BY G.C. 3B SECTION 4 SECTION
MINIMUM BEARING: 2" BEARING IS STRUCTURALLY ACCEPTABLE, GENERAL CONTRACTOR MUST ADD 2 #5 REBAR
03'-0" LONG WITH 6" HOOK AT EDGE POUR PER SLAB. BEARING LESS THAN 2" MUST BE APPROVED 1 SCALE: 3/4" _ 1'-O" 1 SCALE: 3/41'
BY PCSI ENGINEER.
SPLIT SLABS (NARROW DOWN): DUE TO MANUFACTURING & CONSTRUCTION TOLERANCES THERE MAY BE A GAPS
BETWEEN SLABS AND OR WALLS. FIELD SPLIT SLABS WILL HAVE A ROUGH EDGE GAP, ALL GAPS SHALL BE FORMED
r. AND POURED BY CONTRACTOR.CUTOUTS/NOTCHOUTS: TOLERANCE GAPS MAY OCCUR AROUND COLUMNS, BEAMS REBAR,
PIPES, ETC. THESE GAPS SHALL BE FORMED AND POURED BY CONTRACTOR.
GROUTING BUTT JOINTS GROUTING BUTT JOINTS
t2" TOPPING f2" TOPPING (BY G.C.) (BY G.C.)
t2 TOPPING < t2" TOPPING
(BY G.C.) (BY G.C.) tt" GYPCRETE (BY G.C.) (BY G.C.)
SECONDARY POUR SECONDARY POUR (BY G.C.) z:
(BY G.C) (BY G.C.)
i'
TO 0, 0
0 ro 0,
#4 BAR CAST IN BEAM AT #4 BAR CAST IN TOPPING
8' _U.S. 4'-0 O.C., AND
4 -0" O.C:, #3 BAR CONT. " #3 BAR CONTINUOUS. ` ' ' 8' U.S. 8" U.S. 8" U.S. 8" U.S. :,a 8" U.S.
AND #4 x 1 -6" LG BAR 3 1/2"t 3/4 BRG, (BY G.C.)
GROUTED IN CORE, ONE LAP VARIES LAP VARIES LAP VARIES 3"t 1 2" BRG. :._' .: 3"t 1 2" BRG.
PER PLANK. (BY GC.)
8" MASONRY WALL
#4 HOOKED BAR CAST IN
W/REINF. (BY G.C.)
8" MASONRY WALL 8" MASONRY WALL 8" MASONRY WALL AND #44 BAR
BEAM OHORI &
IV AR IZONTAL IN
W/REINF. (G.C.) W/REINF. (G.C.) W/REINF. (BY G.C.) CORE, ONE PER PLANK.
(BY G.C.)
ALLOWABLE
LOADS
with no
Topp. Topp. REV.
80 0
I H 11
HOLLOW CORE (US) SCHEDULE
MARK
UNIT
No Required
2nd. FLOOR 3rd. FLOOR
LENGTH °
WIDTH
REMARKS
D
6"US-037
2
2
4'-10 1/2"
4'-0"
-
O
6"US-037
6
2
7'-7"
4'-0"
-
2A
6"US-037
1
-
7'-7$1
2'-3"
SAWCUT
2B
O
6"US=037
-
2
,_ „
7 7
_ „
2,7
SAWCUT
4A
6"US-057
1
1
4'-10 1/2"
1'-10"
SAWCUT
49A
8"US-�048
1
-
19'-3"
1'-8"
SAWCUT
50
8"USr038
4
2
19'-3"
4'-0"
-
50
8"US-'038
1
19'-3"
4'-0"
W/C.O.
50B
8"US-038
1
-
19'-3"
4'-0"
W/C.O.
50C ,
8"US-038
-
2
19'-3"
2'-2"
SAWCUT
50D
8"US-038
-
2
19'-3"
2'-7"
SAWCUT
51
8"US-038
1
-
7'-6 1/2"
4'-0"
-
51
-8"US-038
1
-
7'-6 1/2"
S-4"
S
WCUT
52
8"US-038
1
-
9'-1 1/2"
4'-0"
II
-
53
8"US-038
1
-
7'-11"
2'-9"
SAWCUT
54
8"USI 058
3
3
27'-3"
4'-0"
-
54A
8"US-058
1
-
27'-3"
4'-0"
W/C.O.
54B
8"US--058
1
-
= 27'-3"
2'-1 1/2"
SAWCUT
54C
8"US-058
-
1
27'-3"
4'-0"
W/C.O.
54D
8"US-058
-
2
27'-3"
2'-3 1/2"
SAWCUT
54
8"USi-058
-
3
,- „
27 3
2'-7"
SdWGUT
54
8"US-�058
-
1
27'-3"
4'-0"
W/C.O.
54G
811US-058
-
1
27'-3"
4'-0"
W/C.O.
55
8"US=D38
1
-
5'-6"
2'-2"
SAWCUT
56
8"U5-038
2
-
4'-10 1/2"
1
4'-O"
56
'US=038
1
-
4'-10 1/2"
2'73 1/2"
SAWCUT
57A
8"US-048
2
-
22'-2 1/2"I
2'-3"
SAWCUT
58
8"US-048
1
-
26'-7"
4'-0"
-
58
8"US-048
1
-
26'41
2'-8 1/2"
SAWCUT
59A
8"US-038
-
1
T-11„
2'-4"
SA
WC
59B
8"US-038
-
1
7'-11"
2'-10°
SAWCUT
60A
8"US-038
-
1
14'-2"
2'-4"
S
WCUT
&OB
8"US-038
-
1'
14'-2"
2'-10"
I
SAWCUT
61
8"US-038
-
2
7'-7"
4'-0"
-
61A
O
8"US-038
-
1
7'-7"
-
2'2"
I
SAWCUT
61B
8"US-038
-
1
7'-7"
2'-8"
SAWCUT
5 SECTION 6 SECTION- 7 SECTION 8 SECTION THESE
PLANS
-ict%T TOANYCORREC ION08K
SCALE: 3/4" = 1'-0" SCALE: 3/4" = 1'-0" / 1 �7 11 T�TT�T(�IMPLY
QIUIRED BY FIELD EN C S YAINSPECTORS
R E TtHAT ViF\ D ZO Tti��`rntt
1 1 1 SCALE: 3 4" = 1'-0' SCALE: 3/4" = 1 '-0" APPROVED D RA d tl I V l T ST. LLIG .
WITH A I A'PPLI�ABLE CM,': R . LITC ' s
t2" TOPPING DATE
IPLANS"::' P@. \11 Nn S. CIF
(BY G.C.) POUR IN PLACE t2" TOPPING
t2' TOPPING (BY G.(BY G.C.) 4 /5 F1 ORhO L\S ECIiO\ \:ILL 131 vilL.
(BY G. a < .
ua F
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8 U.S. PRE-CAST/PRESTRESS ENGR.
6" U.S. 4 BAR CAST IN TOPPING SCHEDULE SECTIONS & GENERAL NOTES JOHN P. MaGREW, P.E.
31 2"t 3 4" BRG .'. LAP VARIES 4'-0 O.C., AND LAP VARIES
STEP DOWN BEAM 4 1 #3 BAR CONTINUOUS. FLORIDA P.E. N0: 26641
8" MASONRY WALL-J(BY G.C.) (BY G.C.) ENGR. DATE SEAL
PROJECT; APPROVED DATE SHEET N0. W
W/REINF. (BY G.C.) O#:
P-16-6147
8" MASONRY WALL 8" MASONRY WALL #4 BAR CAST IN BEAM AT W/REINF. 3/28/lti 1.0
4-0 O.C., #3 BAR CONT. (G.C.) ��/�(\jONTEtJ LOT 58 WATERr7ONG
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AND #4 x 1'-6" LG BAR 4920 WATERSON GROUTED IN CORE, ONE CHECKEd DATE `�
(BY c.G:)PER PLANK. SECTION C TI0 N 0 _ a.c. 4/5/16 �I C
� WAY FORT PIERCE, FL.SECTION 10 DATE ... ,.
DATE DESCRIPTION BY DRAWN CONTR.: COASTAL CONSTRUCTION & DESIGN Pre -Cast Special,.-- �kl LAC,.' k,
SCALE: 3/4 - 1 -0 1. SCALE. 3/4 1 -0 03"11 16 ittkat/lr SiTesseal _ - 1380 N.E. 48th. St. Pompano Beach, FL. 33064
>_ REVISIONS H.U. / / TEL.. 772 261 8701
PHONE: 954 781-4040 FAX: 954-7 1-11941
I I
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I
9
Ln
i
1/4" SHOP WELD
7" BOTH LEGS OF
5"x5"x3/8" ANGLE
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5"
/Iis`SECTION(
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54A
0
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00
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PLAN
ELEVATION
54F
L9 -
SEE
SECTION
loll
9"xlO"xI/2"x7" Lg.
ANG—EACH END
0
REV.
MK. No.
UNIT
No Required
LENGTH
REMARKS2nd.
FLOOR
H1
MS 902
1
2'-1"
MODIFY
APPROVED DRAWINGS
SCHEDULE J
/ SECTIONS
&"GENERAL
NOTES
PRE—CAST/PRESTRESS ENGR.
/
10HN P. McGREW, P.E.
FIARIDA P.E. NO: 26641
F,
8" 4'-4" 8"
5
I
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P
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1
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N I N
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54C 54 60A 60B
N N
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7S-8"
58'-e
12'-11"
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1
54 54E! 54F 54G
W-10"
I
1
23'-7"
17' 3" 13'-2" 10'-7"
THIRD FLOOR FRAMING PLAN
SCALE: 1 /4"=1 '-O"
it
1'-4" 7'-0" 1'-0
12
3„
13'4" i'-4" 7'-0"
T
OR
0
N
6" U.S. W/80 P.S.F.
&'f2" TOPPING
8 U.S. W/65 P.S.F.
& f2 TOPPING
LPPROVED DRAWING,
SECOND FLOOR FRAMING PLAN PRE-CAST/PRESTRESS ENGR.
S4"=1'-O" JOHN P McGREW P.E.
SCALE: 1
/ FLORIDA P.E. NO: 26641
1
ENGR. DATE S
EAL PROJECT: APPROVED DATE SHEET NO. WO#:
3/28/16 2.0 P-16-6147
MONTES LOT 58 WATERSONG
CHECKED DATE
4920 WATERSONG WAY FORT PIERCE FL.
Q J.C. 4/5/16�12���0
CONTR.: COASTAL CONSTRUCTION & DESIGN P
DATE DESCRIPTION BY DRAWN DATE Pre —Cast S efi
REVISIONS H.U. 03/11/1fi TEL.: 772-261-8701 1380 N.E. 48th. St. Pompano Beach, FL. 33064
PHONE: 954 781-4040 FAX: 954-781,-1194
I