PRECAST SUSPENDED SLABS - Heldenfels...
20
PRECAST SUSPENDED SLABS TECHNICAL DETAILS
Transcript of PRECAST SUSPENDED SLABS - Heldenfels...
PRECAST SUSPENDED SLABS
TECHNICAL DETAILS
Precast Suspended Slabs
Design solutionsIncluded in this booklet, designers and engineers will find a design guide, load tables, and construction details for Heldenfels Enterprises Inc. precast suspended slab foundation systems. Suspended slab foundations are an excellent design solution for poor soil conditions where issues of shifting, uplift, and differential settlement are of concern or for a condition in which the end-user specifically desires a crawlspace for future flexibility and maintenance. A suspended foundation is placed above the existing material atop piers or piles. The loads applied to the foundation are transferred into the subterranean components through a direct bearing connection or pier/pile
caps. This design guide is a resource for designers to assist in meeting these requirements. In addition to these basic design parameters, our precast structural engineers will work with the designer. Sharing our precast design expertise with the Engineer-of-Record not only results in shared
responsibility, but also yields superior performance.
Construction solutionsThe Heldenfels Enterprises Inc. system facilitates speed of construction and minimizes trades and site congestion. By fabricating components during site preparation, our system leverages the inherent schedule advantages of precast construction. The ease of installation and all-weather constructability enhances site flow while minimizing quality issues and wasted time resulting in smoother, faster completion.
Owner solutionsOur system will allow for the design and construction of foundations that demonstrate superior performance. Stringent quality control paired with superior concrete mix design yields a vastly stronger, more durable structure than site cast concrete. Owners prefer our system solutions because they are affordable and reduce schedule risk. Long term owners value the benefits of crawlspace foundations for ease of maintenance and future adaptability.
Section
Str
and L
ocations
20
24
28
32
36
40
44
48
52
26IT
34
10@
2.5
"16,0
54
11,4
54
8,7
54
6,8
54
5,5
34
4,7
34
--
-to
tal serv
ice load (
plf)
8@
4.5
"0.2
60.3
70.4
90.6
10.7
40.8
7-
--
cam
ber
at ere
ction
= 1
8 S
trand
0.2
20.2
90.3
40.3
60.3
30.2
5-
--
cam
ber
after
toppin
g w
eig
ht
0.2
70.3
20.3
20.2
50.1
7-0
.10
--
-final cam
ber
befo
re liv
e load
32IT
34
14@
2.5
"23,6
47
16,7
67
12,4
67
9,8
67
7,9
67
6,6
57
5,6
47
4,8
97
-
12@
4.5
"0.2
70.3
80.5
10.6
40.7
90.9
31.0
71.1
9-
= 2
6 S
trand
0.2
40.3
20.4
00.4
60.4
90.4
80.4
10.2
7-
0.3
10.3
90.4
50.4
60.4
10.3
10.1
3-0
.25
-
36IT
37
16@
2.5
"33,4
77
23,6
77
17,6
77
13,6
77
11,0
77
9,2
77
7,7
77
6,6
57
5,8
57
14@
4.5
"0.2
50.3
60.4
80.6
10.7
50.8
91.0
31.1
71.2
9
4@
4.5
"0.2
30.3
20.4
10.4
90.5
50.6
00.6
00.5
60.4
6
= 3
4 S
trand
0.3
00.4
00.4
90.5
60.5
80.5
50.4
30.3
60.0
7
Nt
LoadTableFoundationInvertedTeeBeams
Span (
feet)
Key
1)
f'c =
6,5
00 p
si, f'c
i =
3,5
00 p
si
2)2"compositetoppingw/f'c=3000psi.
3)Strand=1/2"
,270ksiLolax.
4)DeadLoads(noncomposite)
Beams=600plf,812.5plf,1023plf
Topping=25plf(nooverhangs)
5)SuperimposedDeadLoad(compositesystem)
D
ouble
Tees w
/ 2"
Toppin
g =
72 p
sf
26IT
34
32IT
34
36IT
37
OfficeBldg=15psf
Industrial=25psf
Parking=5psf
6)LiveLoads
OfficeBldg=100psf(reducible)
Industrial=150psf(nonreducible)
Parking=40psf
7)ApproximateDLandLLproportionsare:
OfficeBldg:DL=55%,LL=45%
Industrial:DL=40%,LL=60%
Parking:DL=65%,LL=35%
Parking:DL=65%,LL=35%
Note
s
cKsPROJECTNo.
DATE
P09001
5/10/2010
BY
SHEET
cK
IT-B
eam
s
5700IH35South,SanMarcos,TX78666,phone,512.396.2376,www.heldenfels.com
Held
en
fels
En
terp
ris
es, In
c.
HeldenfelsEnterprises
PrecastFoundations
Client
PROJECT
Section
Str
and L
ocations
20
24
28
32
36
40
44
48
52
26LB
34
12@
2.5
"26,7
87
18,7
87
13,9
87
10,6
87
8,3
87
6,3
87
5,4
37
4,6
37
-to
tal serv
ice load (
plf)
10@
4.5
"0.2
90.4
10.5
40.6
90.8
51.0
21.1
81.3
4-
cam
ber
at ere
ction
6@
4.5
"0.1
60.2
20.2
60.3
40.4
50.7
80.8
40.8
5-
cam
ber
after
toppin
g w
eig
ht
= 2
8 S
trand
0.1
40.1
90.2
00.2
50.3
50.8
50.8
30.7
1-
final cam
ber
befo
re liv
e load
32LB
34
14@
2.5
"43,3
00
23,6
00
17,4
50
13,5
50
10,8
00
8,9
00
7,4
20
5,9
40
5,1
50
12@
4.5
"0.2
80.4
00.5
30.6
70.8
30.9
91.1
41.2
91.4
3
8@
4.5
"0.1
60.2
50.3
30.3
90.4
50.4
60.5
20.9
10.9
1
= 3
4 S
trand
0.1
50.2
60.3
20.3
60.3
80.2
90.2
80.8
90.7
5
36LB
37
16@
2.5
"47,0
32
33,4
32
24,6
32
18,8
32
15,0
32
12,2
32
10,2
32
8,6
32
7,4
32
14@
4.5
"0.2
60.3
60.4
90.6
20.7
60.9
11.0
61.2
11.3
4
10@
4.5
"0.1
40.1
80.2
40.3
10.3
50.3
90.4
30.4
50.4
2
= 4
0 S
trand
0.1
30.1
40.1
90.2
40.2
40.2
20.2
00.1
3-0
.04
Nt
LoadTableFoundationLBeams
Span (
feet)
Key
1)
f'c =
6,5
00 p
si, f'c
i =
3,5
00 p
si
2)2"compositetoppingw/f'c=3000psi.
3)Strand=1/2"
,270ksiLolax.
4)DeadLoads(noncomposite)
Beams=760plf,973plf,1205plf
Topping=25plf(nooverhangs)
5)SuperimposedDeadLoad(compositesystem)
D
ouble
Tees w
/ 2"
Toppin
g =
72 p
sf
26LB
34
32LB
34
36LB
37
OfficeBldg=15psf
Industrial=25psf
Parking=5psf
6)LiveLoads
OfficeBldg=100psf(reducible)
Industrial=150psf(nonreducible)
Parking=40psf
7)ApproximateDLandLLproportionsare:
OfficeBldg:DL=55%,LL=45%
Industrial:DL=40%,LL=60%
Parking:DL=65%,LL=35%
Parking:DL=65%,LL=35%
Note
s
cKsPROJECTNo.
DATE
P09001
5/10/2010
BY
SHEET
cK
L-B
eam
s
5700IH35South,SanMarcos,TX78666,phone,512.396.2376,www.heldenfels.com
Held
en
fels
En
terp
ris
es, In
c.
HeldenfelsEnterprises
PrecastFoundations
Client
PROJECT
Section
Str
and L
ocations
20
24
28
32
36
40
44
48
52
18R
B31
8@
2.5
"19,8
70
14,2
70
10,8
20
8,5
70
7,0
20
5,8
70
--
-to
tal serv
ice load (
plf)
8@
4.5
"0.3
20.4
60.6
20.7
90.9
81.1
8-
--
cam
ber
at ere
ction
6@
4.5
"0.2
70.3
50.4
20.4
50.4
40.3
5-
--
cam
ber
after
toppin
g w
eig
ht
= 2
0 S
trand
0.3
30.3
80.3
80.2
80.0
5-0
.36
--
-final cam
ber
befo
re liv
e load
22R
B31
10@
2.5
"24,3
99
17,3
49
13,0
49
10,2
50
8,3
49
7,0
29
6,0
00
--
10@
4.5
"0.3
30.4
60.6
20.8
00.9
91.1
91.3
9-
-
8@
4.5
"0.2
80.3
80.4
60.4
70.5
40.5
10.4
0-
-
= 2
8 S
trand
0.3
50.4
30.4
70.4
40.3
00.0
1-0
.47
--
26R
B31
12@
2.5
"28,2
29
20,0
29
15,0
29
11,7
79
9,5
29
8,0
49
6,7
59
5,9
29
-
12@
4.5
"0.3
20.4
60.6
10.7
90.9
71.1
71.3
61.5
6-
8@
4.5
"0.2
90.3
80.4
70.5
50.5
90.5
90.5
20.3
6-
= 3
2 S
trand
0.3
60.4
60.5
20.5
20.4
40.2
3-0
.14
-0.7
2-
32R
B37
14@
2.5
"42,9
22
30,3
22
22,7
22
17,7
22
14,2
72
11,8
22
10,0
22
8,6
22
7,5
52
14@
4.5
"0.2
60.3
70.5
00.6
40.7
90.9
51.1
11.2
71.4
2
12@
4.5
"0.2
40.3
40.4
30.5
20.5
70.6
70.7
00.6
80.6
2
= 4
0 S
trand
0.3
20.4
30.5
30.6
10.6
60.6
40.5
50.3
60.0
4
LoadTableFoundationRBeams
Span (
feet)
Key
1)
f'c =
6,5
00 p
si, f'c
i =
3,5
00 p
si
2)2"compositetoppingw/f'c=3000psi.
3)Strand=1/2"
,270ksiLolax.
4)DeadLoads(noncomposite)
Beams=581plf,710plf,840plf,1233plf
Topping=25plf(nooverhangs)
5)SuperimposedDeadLoad(compositesystem)
8
" H
ollow
core
w/ 2"
Toppin
g =
82 p
sf
18R
B31
22R
B31
32R
B37
OfficeBldg=15psf
Industrial=25psf
Parking=5psf
6)LiveLoads
OfficeBldg=100psf(reducible)
Industrial=150psf(nonreducible)
Parking=40psf
7)ApproximateDLandLLproportionsare:
OfficeBldg:DL=55%,LL=45%
Industrial:DL=40%,LL=60%
Parking:DL=65%,LL=35%
Parking:DL=65%,LL=35%
26R
B31
Note
s
cKsPROJECTNo.
DATE
P09001
5/19/2010
BY
SHEET
cK
R-B
eam
s
5700IH35South,SanMarcos,TX78666,phone,512.396.2376,www.heldenfels.com
Held
en
fels
En
terp
ris
es, In
c.
HeldenfelsEnterprises
PrecastFoundations
Client
PROJECT
# o
f S
trand
Str
and L
ocations
28
32
36
40
44
48
52
56
60
62@
2"
279
219
177
147
125
109
92
82
-
2@
4"
0.5
70.6
90.8
00.8
90.9
30.9
20.8
40.6
7-
2@
6"
0.5
40.6
40.7
20.7
60.7
40.6
50.4
6-0
.17
-
0.6
70.7
60.7
90.7
50.5
90.2
80.2
1-0
.35
-
82@
2337
262
212
177
150
130
114
101
-
2@
4"
0.6
30.7
80.9
21.0
41.1
31.1
71.1
61.0
7-
2@
6"
0.6
00.7
30.8
30.9
10.9
40.9
10.7
90.5
7-
2@
10"
0.7
60.8
80.9
60.9
70.8
80.6
50.2
60.3
3-
10
2@
2"
392
305
245
202
171
147
129
114
102
tota
l serv
ice load (
psf)
2@
4",
2@
6"
0.6
70.8
30.9
91.1
31.2
51.3
21.3
51.3
11.1
9cam
ber
at ere
ction
2@
10"
0.6
40.7
80.9
01.0
01.0
61.0
60.9
80.8
10.5
3cam
ber
after
toppin
g w
eig
ht
2@
12"
0.8
10.9
61.0
61.1
01.0
50.8
70.5
40.0
2-0
.73
final cam
ber
befo
re liv
e load
12
2@
2",
2@
4",
459
355
284
235
199
170
148
130
117
2@
6",
2@
8"
0.7
20.9
11.0
91.2
71.4
31.5
51.6
41.6
71.6
7
2@
10"
0.6
90.8
61.0
11.1
41.2
41.2
91.2
71.1
80.9
8
2@
12"
0.8
91.0
71.2
11.3
01.3
11.2
10.9
60.5
5-0
.06
LoadTable10DT24FoundationDoubleTee
Span (
feet)
Key
1)
f'c =
6,0
00 p
si, f'c
i =
3,5
00 p
si
2)2"compositetoppingw/f'c=3000psi.
3)Strand=1/2"
,270ksiLolax.
4)DeadLoads(noncomposite)
DoubleTee=47psf
2"Topping=25psf
5)SuperimposedDeadLoad(compositesystem)
OfficeBldg=15psf
Industrial=25psf
Parking=5psf
DT
Cro
ss-S
ectional A
rea =
452 in
26)LiveLoads
OfficeBldg=100psf(reducible)
Industrial=150psf(nonreducible)
Parking=40psf
7)ApproximateDLandLLproportionsare:
OfficeBldg:DL=55%,LL=45%
Industrial:DL=40%,LL=60%
Parking:DL=65%,LL=35%
Note
s
cKsPROJECTNo.
DATE
P09001
4/26/2010
BY
SHEET
cK
10D
T24
5700IH35South,SanMarcos,TX78666,phone,512.396.2376,www.heldenfels.com
Held
en
fels
En
terp
ris
es, In
c.
HeldenfelsEnterprises
PrecastFoundations
Client
PROJECT
# of
Stra
ndSt
rand
Loc
atio
ns28
3236
4044
4852
56
62@
2"27
921
917
714
712
510
992
82-
2@4"
0.57
0.69
0.80
0.89
0.93
0.92
0.84
0.67
-2@
6"0.
540.
640.
720.
760.
740.
650.
46-0
.17
-0.
670.
760.
790.
750.
590.
280.
21-0
.35
-8
2@2
337
262
212
177
150
130
114
101
-2@
4"0.
630.
780.
921.
041.
131.
171.
161.
07-
2@6"
0.60
0.73
0.83
0.91
0.94
0.91
0.79
0.57
-2@
10"
0.76
0.88
0.96
0.97
0.88
0.65
0.26
0.33
-10
2@2"
392
305
245
202
171
147
129
114
102
to
tal s
ervi
ce lo
ad (p
sf)
2@4"
, 2@
6"0.
670.
830.
991.
131.
251.
321.
351.
311.
19
cam
ber a
t ere
ctio
n2@
10"
0.64
0.78
0.90
1.00
1.06
1.06
0.98
0.81
0.53
ca
mbe
r afte
r top
ping
wei
ght
2@12
"0.
810.
961.
061.
101.
050.
870.
540.
02-0
.73
fin
al c
ambe
r bef
ore
live
load
122@
2", 2
@4"
,45
935
528
423
519
917
014
813
011
7
f'ci >
350
0psi
requ
ired
2@6"
, 2@
8"0.
720.
911.
091.
271.
431.
551.
641.
671.
67
Span
(fee
t)
2@6"
, 2@
8"0.
720.
911.
091.
271.
431.
551.
641.
671.
672@
10"
0.69
0.86
1.01
1.14
1.24
1.29
1.27
1.18
0.98
2@12
"0.
891.
071.
211.
301.
311.
210.
960.
55-0
.06
1) f'
c =
6,00
0 ps
i, f'c
i = 3
,500
psi
DT
Cro
ss-S
ectio
nal A
rea
= 45
2 in
2
To
ppin
g Th
ickn
ess
= 2
in
Not
es
cK
/JT
10D
T24-
2"
Hel
denf
els
Ent
erpr
ises
, Inc
.
cK
/JT
10D
T24-
2"
Hel
denf
els
Ent
erpr
ises
, Inc
.
# of
Stra
ndSt
rand
Loc
atio
ns28
3236
4044
4852
56
62@
2"29
423
118
815
713
411
610
0-
-2@
4"0.
570.
690.
800.
890.
930.
920.
842@
6"0.
520.
610.
670.
690.
640.
510.
270.
620.
690.
690.
600.
380.
00-0
.32
82@
235
928
022
718
816
013
812
010
1-
2@4"
0.63
0.78
0.92
1.04
1.13
1.17
1.16
1.07
2@6"
0.58
0.70
0.79
0.84
0.84
0.77
0.60
0.32
2@10
"0.
710.
810.
850.
820.
670.
37-0
.09
-1.1
410
2@2"
414
323
260
216
182
157
134
112
96
tota
l ser
vice
load
(psf
)2@
4", 2
@6"
0.67
0.83
0.99
1.13
1.25
1.32
1.35
1.31
1.19
ca
mbe
r at e
rect
ion
2@10
"0.
620.
750.
860.
930.
960.
920.
800.
570.
21
cam
ber a
fter t
oppi
ng w
eigh
t2@
12"
0.76
0.88
0.95
0.94
0.83
0.59
0.19
-0.2
6-1
.25
fin
al c
ambe
r bef
ore
live
load
122@
2", 2
@4"
,48
537
730
325
021
118
115
213
011
1 f
'ci >
350
0psi
requ
ired
2@6"
, 2@
8"0.
720.
911.
091.
271.
431.
551.
641.
671.
62
Span
(fee
t)
2@6"
, 2@
8"0.
720.
911.
091.
271.
431.
551.
641.
671.
622@
10"
0.68
0.83
0.97
1.08
1.14
1.16
1.09
0.93
0.66
2@12
"0.
840.
991.
101.
151.
100.
930.
610.
26-0
.20
1) f'
c =
6,00
0 ps
i, f'c
i = 3
,500
psi
DT
Cro
ss-S
ectio
nal A
rea
= 45
2 in
2
To
ppin
g Th
ickn
ess
= 3
in
Not
es
JT
10D
T24-
3"
Hel
denf
els
Ent
erpr
ises
, Inc
.
JT
10D
T24-
3"
Hel
denf
els
Ent
erpr
ises
, Inc
.
