HomeMy WebLinkAboutB04-0252 Precast Calculations submittal #1 January 1, 2005 pages 210-440STRESSCON DATA SHEET Z RECTANGULAR BEAMS / COMPOSITE Page: 1 OF 3.R.2.1C
Production Description: 48RO39 BEAMS
Project: Voil Plaza Job #: 0431 Date: 01/04/05
Beam Type: F 1 0 1 Beam Size: 48 RR 39 By: BJG
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EXTEND #3's 3'-0"
PAST POCKET
NOTE:
-SEE 3.R.2 FOR
ALL REINFORCING,
DIMENSIONS ETC.
DROP-IN TIES
TO MATCH MAIN
CAGE SPACING
-NOT SHOWN ON
SIDE VIEW FOR
CLARITY
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- - - - - - - -
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TYP. GROUPED
PER 3.R.2
TRUNCATE MILD
STEEL @ NOTCH
EXTEND #3's 3'-0"
PAST POCKET
NOTE:
-SEE 3.R.2 FOR
ALL REINFORCING,
DIMENSIONS ETC.
DROP-IN TIES
TO MATCH MAIN
CAGE SPACING
-NOT SHOWN ON
SIDE VIEW FOR
CLARITY
STRESSCON DATA SHEET / RECTANGULAR BEAMS Z COMPOSITE
Production Description: 48RB39 BEAMS
Project: Vail Plaza
Beom Type: F q 7
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#5's IN
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DIMENSIONS AS
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NOTE:
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ALL REINFORCING,
DIMENSIONS ET'C'.
DROP-IN TIES
TO MATCH MAIN
CAGE SPACING
-NOT SHOWN ON
SIDE VIEW FOR
CLARITY
Page: 1 OF 3.R.2.11
Job #: 0431
STRESSCON DATA SHEET / RECTANGULAR BEAMS COMPOSITE
Production Description: 48RB39 BEAMS
Pro'ect: Vail Plaza
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SECTION A
NOTE:
—SEE 3.R.2 FOR
ALL REINFORCING,
DIMENSIONS ETC.
DROP—IN TIES
TO MATCH MAIN
CAGE SPACING
—NOT SHOWN ON
SIDE VIEW FOR
CLARITY
Beam Size: 48 RR 39 By
Page: 1 OF 3.R.2.12
Date: 01/10/05
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Production Description: 48RB39 BEAMS
Project: Vail Plaza
Page: 1 OF 3.R.2.12
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DIMENSIONS ETC.
DROP—IN TIES
TO MATCH MAIN
CAGE SPACING
—NOT SHOWN ON
SIDE VIEW FOR
CLARITY
Job #: 0431
STRESSCON
Production Description:
Project: Vail Plaza
Beam Type: F1 41 F-1
DATA SHEET / RECTANGULAR BEAMS / COMPOSITE
48RB39 BEAMS
Page: 1 OF 3.R.2.1
Job #: 0431
Beam Size: 48 RR 39 By
1 1 1 1 6"
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DIMENSIONS ETC.
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TO MATCH MAIN
CAGE SPACING
—NOT SHOWN ON
SIDE VIEW FOR
CLARITY
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TO MATCH MAIN
CAGE SPACING
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SIDE VIEW FOR
CLARITY
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SECTION A
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ALL REINFORCING,
DIMENSIONS ETC.
DROP—IN TIES
TO MATCH MAIN
CAGE SPACING
—NOT SHOWN ON
SIDE VIEW FOR
CLARITY
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DATA SHEET / RECTANGULAR BEAMS / COMPOSITE
48RB39 BEAMS
Job #: 0431
Beam Size: 48 RR 39 By:
SLEEVES FOR
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Page: 1 OF 3.R.2.15 I
NOTE:
—SEE 3.R.2 FOR
ALL REINFORCING,
DIMENSIONS ETC.
DROP—IN TIES
TO MATCH MAIN
CAGE SPACING
—NOT SHOWN ON
SIDE VIEW FOR
CLARITY
Date: 01/04/05
1 4 1 6'
I
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Page: 1 OF 3.R.2.15 I
NOTE:
—SEE 3.R.2 FOR
ALL REINFORCING,
DIMENSIONS ETC.
DROP—IN TIES
TO MATCH MAIN
CAGE SPACING
—NOT SHOWN ON
SIDE VIEW FOR
CLARITY
Date: 01/04/05
1 4 1 6'
STRESSCON DATA SHEET / RECTANGULAR BEAMS / COMPOSITE Page: 1 OF 3.R.2.2
Production Description: 24RB39 BEAMS
Project: Vail Plaza Job #: 0431 Date: 01/04/05
Beam Type: (�)OOOOOOO Beam Size: 24 RR 39 By: BJG —
Span ( (Z to (L ): VARIES
SUPERIMPOSED LOADS: (D.L. of Precast Member .975 — included in program)
"L.L. Reduction"
Area = N.A. SF
0.08(Area
23.1 (1 + DL/LL) %
Use: LL Red. = %
Precast Concrete Unit Weight
Precast Concrete Final Strength
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CALC.
KLF
VARIES
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CALC
TPG
45
PSF
— SEE
CALC
vi 17
S. D. L.
L.L.
VARIES
SEE
CALC
KLF
VARIES
SEE
CALC
V1 C
150 PCF
6000 Psi
2 SIDES x 8 x
1/2 x
1/4 x
Topping Concrete Unit Weight 150 PCIF
Topping Concrete Final Strength 4000 PSI
in. thick + 14 = 85'
BM Spacing =
Design span
b 88"
2'-0"
Concrete: HARDROCK Cambe- @ Release: 1 /4 1 N.
Fc 6000 PSI Comber @ Erection: % IN.
f'ci 4000 PSI Comber after Topping: 1 /4 1 N.
20 — .15' 0 270k LL Strands @ 36 KIPS/EA. = 720 KIPS
U
(4) #9's
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(2) It i s
IN CORNERS
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EA. END
BAL @ 1 Y' O.C.
#4 STIRRUPS
I I
SEE FOLLOWING
SEE NEXT PAGE
PAGES FOR END
rn
CONDITIONS
(2) STRAND
1011
10
(9) STRAND
�61 1 0 0 0
(9) STRAND
C
2'-0"
Concrete: HARDROCK Cambe- @ Release: 1 /4 1 N.
Fc 6000 PSI Comber @ Erection: % IN.
f'ci 4000 PSI Comber after Topping: 1 /4 1 N.
20 — .15' 0 270k LL Strands @ 36 KIPS/EA. = 720 KIPS
STRESSCON DATA SHEET Z RECTANGULAR BEAMS Z COMPOSITE Page: 1 OF 3.R.2.2.1
Production Description: 24RB39 BEAMS
Proiect: Vail
Plaza
Job #: 0431
Date: 01/09/05
Beam Type:
I
F
Beam Size: 48
RR 39 BY: BJG
BAL. @ 127 O.C.
I TYP. GROUPED STIRR.
PER 3.R.2.2
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Production Description:
Project: Vail Plaza
Beam Type: FC21 F-1
DATA SHEET / RECTANGULAR BEAMS / COMPOSITE
24RB39 BEAMS
Page: 1 OF 3.R.2.2.2
Job #: 0431 Date: 01/09/05
Beam Size: 48 RR 39 By: BJG
\-- (6) #7 C—BARS
(2) NESTED
SIDE MEW
------------
COLUMN CAP_/
PLATE
#5 TRIM
IN CORNERS Y11
COLUMN SLEEVE
CONNECTIONS
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------------
COLUMN CAP_/
PLATE
#5 TRIM
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COLUMN SLEEVE
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SECTION A
Raw
NOTE:
—SEE 3.R.2.2 FOR
ALL REINFORCING,
DIMENSIONS ETC.
DROP—IN TIES
TO MATCH MAIN
CAGE SPACING
—NOT SHOWN ON
SIDE VIEW FOR
CLARITY
PER 3.R.2.2
(6) #7 C—BARS
(2) NESTED
J
1v
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LJ
L
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0
9
jp
SECTION A
Raw
NOTE:
—SEE 3.R.2.2 FOR
ALL REINFORCING,
DIMENSIONS ETC.
DROP—IN TIES
TO MATCH MAIN
CAGE SPACING
—NOT SHOWN ON
SIDE VIEW FOR
CLARITY
PER 3.R.2.2
(6) #7 C—BARS
(2) NESTED
STRESSCON DATA SHEET / RECTANGULAR BEAMS / COMPOSITE Page: 1 OF 3.R.2.3
Production Description: 24RB39 BEAMS
Project: Vail Plaza Job #: 0431 Date: 01/04/05
Beam Type: SOOOOOOO Beam Size: 24 RR 39 By: BJG
Span ( � to Q_ ): VARIES
SUPERIMPOSED LOADS: (D.L. of Precast Member .550 --included in program)
"L.L. Reduction"
Area = N.A. SF
0.08(Area - 150) %
23.1 (1 + DL/LL) %
Use: LL Red. = %
Tees+Tpg. TEES
�� 45
PSF
SEE CALC.
KLF
TPG
Pz 45
PSF
SEE CALC
KLF
S. D. L.
L.L.
VARIES - SEE CALC
VARIES - SEE CALC
Precast Concrete Unit Weight 150 PCF
Precast Concrete Final Strength 6000 PSI
FIND COMPOSITE FLANGE WIDTH: 2 SIDES x 8 x
1/2 x (
1/4 x (
M
a-
U')
IN
L;j
C)
CD
In
CD
UJ
6i
Topping Concrete Unit Weight
Topping Concrete Final Strength
in. Nck + 14 = 88"
BM Spacing =
Design span
b 88"
— KLF
— KLF
150 PCF
4000 PSI
IMM
Concrete: HARDROCK Comber @ Release: 1 /8 1 N.
Vc 6000 PSI Camber @ Erection: 1 /t I N.
f'ci 4000 PSI Comber after Topping: 1 /8 1 N.
I I - .6" 0 270k LL Strands @ 36 KIPS/EA. = 396 KIPS
LC
(2) # 5's
(3) #9's
IF
Tw w
IN CORNERS
#4 U-BARS
(1) @ 3
EA. END
BAL @ 12" O.C.
SEE FOLLOWING
PAGES FOR END
#4 STIRRUPS
I I
CONDITIONS
SEE NEXT
PAGE
_�LCN
1101
(2) STRAND
=r-
rNoo (9) STRAND
N
" \
I -
2"
1 4�'
1271
271
2d
ZI
2"
2"
1
r2
IMM
Concrete: HARDROCK Comber @ Release: 1 /8 1 N.
Vc 6000 PSI Camber @ Erection: 1 /t I N.
f'ci 4000 PSI Comber after Topping: 1 /8 1 N.
I I - .6" 0 270k LL Strands @ 36 KIPS/EA. = 396 KIPS
STRESSCON
Production Description:
Project: Vail Plaza
Beam Type:
DATA SHEET Z
24RB39 BEAMS
(1) #4 V BAR
6"
RECTANGULAR BEAMS I COMPOSITE
Job #: 0431
Beam Size: 48 RR 39
#4 STIRRUPS
6" 6" 6 6"
Page: I OF 3.R.2.3.1
Date: 01/10/05
BY: BJG
BAL. @ 12" O.C.
TYP. GROUPED STIRR.
PER 3.R.2.2
6"
9 1 p
I?
l'-0
SEE 8.3.2.4
FOR PLATE
AND LOOSE STEEL
SIDE
VIEW
STRESSCON DATA SHEET / RECTANGULAR BEAMS / COMPOSITE
Production Description: 24RB39 BEAMS
Project: Vail Plaza
Beam Type: FF2]
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Job #: 0431
Beam Size: 48 RR 39 By:
F — K" f� — if - _fff IfH_ - — i - - — - fl — — — - fl — — — - A — — — - fl — — — - fl — — — - fl — —
t= tl rt — — — — — —
I I I U 11 Ul I L L I I t
I
4 - - - 41 -
oil
Page: I OF 3.R.2.3.2
Date: 01/10/05
0 irl
�'2 I'l. 8" 1. 6!' 1. 6" 1 6' 1 6" 1 6" 1 BAL. @ 1 2" O.C.
(4) #7 C—BARS
COLUMN CAP
PLATE
#5 TRIM
IN CORNERS :/1
COLUMN SLEEVE
CONNECTIONS
SIDE VIEW
TYP. GROUPED STIRR.
PER 3.R.2.3
r ------------ i
I I
(4) #7 C—BARS
2'— 0"
SECTION A-
NOTE:
—SEE 3.R.2.2 FOR
ALL REINFORCING,
DIMENSIONS ETC.
DROP—IN TIES
TO MATCH MAIN
CAGE SPACING
—NOT SHOWN ON
SIDE VIEW FOR
CLARITY
_J
_J
U
U
I T
U
U
LJ
U
L_
L
*
*
*=
(4) #7 C—BARS
2'— 0"
SECTION A-
NOTE:
—SEE 3.R.2.2 FOR
ALL REINFORCING,
DIMENSIONS ETC.
DROP—IN TIES
TO MATCH MAIN
CAGE SPACING
—NOT SHOWN ON
SIDE VIEW FOR
CLARITY
STRESSCON DATA SHEET Z RECTANGULAR BEAMS / COMPOSITE Page: 1 OF 3.R.2.6
Production Description: 24RB39 BEAMS
Project: Vail Plaza Job #: 0431 Date: 01/10/05
Beam Type: �F)OOOOOOO Beam Size: 24 RR 39 By: BJG
Span ( �Z to QL ): VARIES
SUPERIMPOSED LOADS: (D.L. of Precast Member .975 — included in program)
"L.L. Reduction"
Area = N.A. SF
0.08(Area — 150) %
23.1 (1 + DL/LL) %
Use: ILL Red. = %
Precast Concrete Unit Weight
Precast Concrete Final Strength
FIND COMPOSITE FLANGE WIDTH:
M
CL
U
IN
0
0
z
co
CD
z
C,4
CD
0
Gj
=J
U_
CD
n
U_
Tees+Tr)a. TEES P z 45 PSF
S.D.L
1_1
TPG �� 45 PSF
VARIES
VARIES
SEE CALC. KLF
SEE CALC KLF
- SEE CALC KLF
SEE CALC KLF
150 PCF Topping Concrete Unit Weight 150 PCIF
6000 Psi Topping Concrete Final Strength 4000 Psi
2 SIDE x 8 x "' + 1 = 88"
1/2 x ( BM Spacing =
1/4 x ( Design span
Ilk b 88" Ilk 1
12M
Concrete: HARDROCK Comber @ Release: 1 /8 1 N.
Vc 6000 PSI Comber @ Erection: 1 /8 IN.
f'ci 4000 PSI Comber after Topping: 0 IN.
20 — .6' o 270k LL Strands @ 36 KIPS/EA. = 720 KIPS
(4) #9's
(2) # 4's
IN CORNERS
#4 U—BARS
SEE NEXT 1"
PAGE
#4 CLOSED STIRR.
-41 1
SEE NEXT PAGE
(3) #9 BARS
(2) STRAND
IC'4
*1 low
(9) STRAND
2�
0. 1.)) -
__(9) STRAND
r,"
C \
12M
Concrete: HARDROCK Comber @ Release: 1 /8 1 N.
Vc 6000 PSI Comber @ Erection: 1 /8 IN.
f'ci 4000 PSI Comber after Topping: 0 IN.
20 — .6' o 270k LL Strands @ 36 KIPS/EA. = 720 KIPS
IS, T R LE S S C 0 N DATA SHEET / RECTANGULAR BEAMS / COMPOSITE
Production Description: 24RB39 BEAMS
Project: Vail Plaza Job #: 0431 Date: 01/10/05
Beam Type: (E)OOOOOOO Beam Size: 24 RR 39 BY: BJG
Span ( (� to �_ ): VARIES
4'— 6"
(2) GROUPED
# 4'S @ 3" 0. C.
M
CL
C
C'4
C5
rl)
Z
6i
C14
C)
It
C)
V)
E
M
2
CD
Of
CD
Z
C'4
0
0
CD
Page: 2 OF 3.R.2.6
BAL. @ 12" O.C.
4 'POKE—INS' @ 3"
O.C. FOR 8'-0"
BAL. @ 12" O.C.
IT- iT�- iT�- T�- T�- T�- 7 T�- T�- 7 7- 7- 7- T� 7- 7-
11 11 11 H 11 11 11 11 11 11 11 11 11 11 11 11 11 11
BEAM END @ COLUMN
STRESSCON DATA SHEET / RECTANGULAR BEAMS Z COMPOSITE Page: 1 OF 3.R.2.7
Production Description: 14RB18 BEAMS
Project: Vail Plaza Job #: 0431 Date: 01/10/05
_� (__� (_� C_� C_� C) C_� Beam Size:—RR 18 By:
Beam Type: 6GY 14 BJG
M
CL
U
CN
C)
C5
t')
z
LJ
(,4
C�
.4
CD
1
C
cy
E
0
0
0
ck�
CD
z
LJ
04
0
V
Span ( QL to QL ): � 24 ft
SUPERIMPOSED LOADS: (D.L. of Precast Member .975 — included in program)
"L.L. Reduction"
Area = N.A. SF
0.08(Area — 150) %
23.1 (1 + DL/LL) %
Use: LL Red. = %
Tees+Tpg - — — — — — —
TPG �� 45 PSF
S. D. L.
L.L.
VARIES
SEE CALC. KLF
SEE CALC KLF
SEE CALC KLF
100 PSF = SEE CALC KLF
Precast Concrete Unit Weight 150 PCF
Precast Concrete Final Strength 6000 PSI
FIND COMPOSITE FLANGE WIDTH: 2 SIDES x 8 x
1/2 x
1/4 x
Topping Concrete Unit Weight 150 PCIF
Topping Concrete Final Strength 4000 PSI
in. thick + 14 = 78"
BM Spacing =
Design span =
b = 78"
1 (2) # 6's
#4 U—BARS
(1) @ 3
EA. END
BAL @ 1 2" 0. C.
4 6" 4!'
1 '— 2"
Concrete: HARDROCK Comber @ Release: 1 /8 IN.
Vc 6000 PSI Comber @ Erection: 1 /8 1 N.
f'ci 4000 PSI Comber after Topping: 1 /8 IN.
2 — .6" o 270k ILL Strands @ 36 KIPS/EA. = 72 KIPS
#4 CLOSED STIRR.
(1) @ 3" EA. END
BAL @ 12" \0'.C.
_+- (2) STRAND
----
Job Title: TVail Plaza Hotel
Sheet 1 of 4.i
Date: 9/20/04 Job No: 0431
Spandrel DESIGN
SECTION 4
By: ???
Spandrel Design Index Submittals
SECT DESCRIPTION DESIGN Pgs Ist I 2nd I 3rd I 4th I 5th
-- I
Column DESIGN
SECTION 5 Sheet I of 5.i
Job Title: Vail Plaza Hotel By: JAT Date: 1110105 Job NO: 0431
Column Design Index Submittals
SECT DESCRIPTION DESIGN Pgs ist 2nd 3rd 4th 5th
5.0.1 Reference Summaries Building "B"
5.0.2 Reference Summaries Building "B" I X
5.1 1 24x24 columns designs I I I I 1 —1
5.1.1 1 One story building "B" Columns C' I X I I 1 1 1
I 5R.1 I Reinforcement Summary I C 1 1 1 X I I I I I
0 01===' ' Ll \�j
Stresscon Corporation Tele: 719/390-5041 SUBJECT: VAIL PLAZA HOTEL DATE:12/28/04
P.O. Box 15129 Fax: 719/390-5564
Colorado Springs, CO 80935 Denver Line: 303/623-1323 BY: JAT SHEET 1 OF 5.0.2
BUILDING "B" COLUMNS 24x24 SQUARE
NO CORBELS ETC.
DESIGN TYPE "Cl"
MAX. LENGTH �� 16 FT
BASE PLATE 8.5.1.1
CAP PLATE 8.3.3.1
CD
2'
01
S
0 013=c==' ' \.j
Stresscon Corporation Tele: 719/390-5041 SUBJECT: VAIL PLAZA HOTEL DATE:12/28/04
P.O. Box 15129 Fax: 719/390-5564
Colorado Springs, CO 80935 Denver 1-ine: 303/623-1323 BY: JAT SHEET 1 OF 5.1.1
MAX. COLUMN DESIGN (Cl)
F',� 6500 PSI
A (4) #9's & (4) #14's = 13 IN
A 24*24 = 576 IN
13/576 = 2.26% STEEL OK
oP,, = .7*.8*(.85*6.5*(576-13)+60*13)
2179 KIPS
CD
_ I
SEE SHEET 2 FOR COMPUTER RUN C4
E
a-
Ln
L�?
cD
cT;
c
uj
�D
Lo
c3
I
uwj
S
o
4) #9 s
k (4) # 1 4's
DOWEL LOCATION
FOR GIRDER
CONNECTION
COLUMN
Pu
CURVE DATA
mu:
00
6892;
24x24 COLUMN
2500.0
T -1, n"' I
2DOO. C
U)
CL 1500.0
0
57< 1000.0
ioi:9:
7393
217.91
7822:
326.8
7937:
435.7
--. 1
8141
544.7
8549
653.6
762.6
89031
9211 1
871.51
9352;
980.41
9237;
1089.41
9107
1198.3
8951:
1307.2
14162
1525.1
87261
8485.
8192
163
7837
-5
- -
7415
rl 1743.0
i-9
1851.9
6918:
1 ;85
960.8
� 6340
')nrw st!
r-nn
2178.71 0
500.0
1 =1
0.0
0 2000 4000 6000 8000 10000
MOMENT (k * in)
11
11-
Il l.
11
11
11
11
11
11
11
11
11
11
11
11
11
11
11
FDG, Inc. SHEET 2 OF 5.1.1
Vail Plaza DATE: 12/29/2004
Compmem, 3.01, (C)2003 BY SALMONS TECHNOLOGIES, INC. PAGE: 1 BY: JAT
DESIGN DATA
-----------
Bbot =
0.00 in
Tbot
0.00
in
Bweb =
24. 00 in
Btop =
0.00 in
Ttop
0.00
in
H =
24. 00 in
Section
Type: Rectangular
2.250
Mild Steel
21.00
2.250
Area
576.00 in-2
Ybot =
12.00
in
Sbot =
2304.0 in-3
1
27648 in-4
Ytop =
12.00
in
Stop =
2304.0 in-3
f
6.500 ksi
Ec
4888
ksi
ecu =
0.0030
fpu
270.00 ksi
Es =
29000
ksi
ese =
0.0055
fy
60.00 ksi
fp,eff
= 154.00
ksi
betal=
0.72
r 6.93 in
Reinforcing Data: Depth
Area
Prestressed Strand
(in)
(in-2)
or Mild Steel
2.75
2.000
Mild Steel
21.25
2.000
Mild Steel
12.00
4.500
Mild Steel
3.00
2.250
Mild Steel
21.00
2.250
Mild Steel
OUTPUT
FACTORED LOADS
-------------- App- App. Mom. Allow.
kLu Cm Bd M1b/M2b PU Mu Magn. Mc MU
(ft) (k) (k-in) (k-in) (k-in)
10.00 1.00 0.80 0.00 2100.0 5250 1.00 5250 5513
In determining the moment magnifier, the flexural stiffness
of the member was determined using ACI Eq. 10-11.
Capacity Reduction Factor, phi:
Balanced condition: Pu = 845.2 kips Mu = 9378 k-in (+Mu)
Pu = 845.2 kips Mu = -9378 k-in (-Mu)
0.1*flc*Area= 374.4 kips
phi
= 0.90 -
0.20*(Applied
Pu)/(
374.4),for
(+Mu)
phi
= 0.90 -
0.20*(Applied
Pu)/(
374.4),for
(-Mu)
but
phi not
less than 0.70
Max design axial load
strength: phi*Pn(max)=
2178.7 kips,
Eq.
10-2
ULTIMATE
LOAD INTERACTION DIAGRAM
---------------------------------
Allow.
Allow.
Ecc.
Allow.
Ecc.
Allow. Allow.
Ecc.
Allow.
PU
+Mu
I
- Mu
-
PU
+MU
+
-MU
W
(k-in)
(in)
(k-in)
(in)
(k)
(k-in)
(in) .
(k-in)
0.0
6892
-6892
1198.3
8951
7.5
-8951
108.9
7393
67.9
-7393
67.9
1307.2
8726
6.7
-8726
217.9
7822
35.9
-7822
35.9
1416.2
8485
6.0
-8485
326.8
7937
24.3
-7937
24.3
1525.1
8192
5A
-8192
435.7
8141
18.7
-8141
18.7
1634.0
7837
4.8
-7837
544.7
8549
15.7
-8549
15.7
1743.0
7415
4.3
-7415
653.6
8903
13.6
-8903
13.6
1851.9
6918
3.7
-6918
762.6
9211
12.1
-9211
12.1
1960.8
6340
3.2
-6340
871.5
9352
10.7
-9352
10.7
2069.8
5699
2.8
-5699
980.4
9237
9.4
-9237
9.4
2178.7
5009
2.3
-5009
1089.4
9107
8.4
-9107
8.4
Ecc.
(in)
7.5
6.7
6.0
5.4
4.8
4.3
3.7
3.2
2.8
2.3
11
0'a=====u \-j
Stresscon Corporation Tele: 719/390-5041 SUBJECT: VAIL PLAZA HOTEL DATE:12/28/04
P.O. Box 15129 Fax: 719/390-5564
Colorado Springs, CO B0935 Denver Line: 303/623-1323 BY: JAT SHEET 1 OF 5.R.1
E
c)
C'4
1 2
M
C>
C)
L�j
I-
S
c�
E
2
0
0-
Lj
ro
..I-
cm)
A—
STRIPPING
& HANDLING
NO RESTRICTIONS.
RECOMMEND
TOP LOOP
& LOOP
NEAR BOTTOM
TO ELIMINATE
PATCHING
F� 6500 PSI
F' 3000 PSI
(4)
#9 DOWELS
UNIT WGT. 150 PCF
x 6'—
F 60 KS1
y
z
2'-0"
c�
.4 z — — —
S4 < 00
C)
u u j
C4
- 11 ----- r
4!' V-4
DOWEL LOCATIONS
C3
X
2 co -------
T
zo
2'-0"
(4) #9's
@ CORNERS
2
CLR
#4 TIES
@ 18" 0. C.
MAX.
n n
(4) # 1 4's
ILL — — — -11A
SIDES
LI:IT — — — - flm
00
N !fi!
REINFORCEMENT SECTION
a ME
qZ - I MM
MIA Wall DESIGN
SECTION 6 Sheet 1 of 6.i
Job Title: Vail Plaza Hotel By: JAT Date: 1/10/05 Job NO: — 0431
Wall Design Index
Submittals
SECT
DESCRIPTION
DESIGN
Pgs
Ist
2nd
3rd
4th
5th
6.0
Reference Summaries
6.0.1
Sheet El
1
X
6.0.2
Sheet E2
1
X
6,0.3
Sheet E3
I
X
6.0.4
Sheet E4
1
X
6.0.5
Sheet E5
I
X
6.0.6
Sheet E6
1
X
6.0.7
Sheet E7
I
X
6.0.8
Sheet E8
6.0.9
Sheet E9
6.0.10
Sheet E 10
1
X
6.0.11
Sheet El 1
1
X
6.0.12
Sheet E12
6.0.13
Sheet E 13
6.0.14
Sheet E 14
6.0.15
Sheet E 15
6.0.16
Sheet E16
6.0.17
Sheet E 17
11
11
I i
11
11
11
I k
Lof Z Lo
w I RMISSMIMM Wall DESIGN
SECTION 6 Sheet 2 of 6.i
Job Title: Vail Plaza Hotel By: JAT Date: 1/10/05 Job No: 0431
Wall Design Index
Submittals
SECT
DESCRIPTION
DESIGN
Pus
Ist
2nd
3rd
4th
5th
6.1
12" Wall Panel Design
6.1.1
Walls on sheet El
WG & WF
X
6.1.1.1
Horizontal Walls Design "WF"
WIF
X
6.1.1.2
Vertical Walls Design "WG"
WG
X
6.1.2
Walls on E2
I
X
6.1.2.1
Vertical Walls WG I
WGI
1
X
6.1.2.2
Vertical Walls WG2
WG2
I
X
6.1.2.3
Vertical Walls WG4
WG4
9
X
6.1.3
Walls on Sheet W3
6.1.4
Walls on Sheet E4
6.1.4.1
Spandrel Wall Design "VTD"
WD
2
X
6.1.4.2
Wall Col. Design "WE"
WE
I
X
6.1.4.3
Wall Beam "WAT'
WA2
2
X
6.1.4.4
Wall Design "WAY Outfigger
WA3
2
X
I I
Wall DESIGN
SECTION 6 Sheet 3 of 6.i
Job Title: Vail Plaza Hotel
By: JAT Date: 1/10/05 Job No: — 0431
Wall Design Index
Submittals
SECT
DESCRIPTION
DESIGN
Pgs
I st
2nd
3rd
4th
5th
6.1.5
Walls on sheet E5
6.1.5.1
Design "WB"
WB
4
X
6.1.5.2
Design "WA V
WAI
I
X
6.1.6
6.1.6 Walls on E6 "WA"
WA
2
X
6.1.7
Walls on Sheet W7
6A.10
Walls on E10
I
X
6.1.10.1
Wall WC I
WC1
I
X
6.1.10.2
Wall YvF6
WEI
I
X
6.1.11
Walls on El I
I
X
6.1.11.1
Wall WC2
I
X
11
Wall DESIGN
SECTION 6 Sheet 4 of 6.i
Job Title: Vail Plaza Hotel
By: AT Date: 1/10/05 Job No: 0431
Wall Design Index
Submittals
SECT
DESCRIPTION
DESIGN
Pgs
Ist
2nd
3rd
4th
5th
6.R. 1
12" Walls Reinforcement Summaries
6R. I �O
Special lift & Handling
I
X
6R. 1. 1
Design "WA"
WA
I
X
6R� 1. 1. 1
Design "WA I"
WAI
1
X
6.R. 1. 1.2
Design "WAT'
WA2
I
X
6R.1.1.3
Design "WAY
WA3
1
X
6.R. 1.2
Design "WB"
WB
I
X
6.R-1.3
Design "WC"
WC
I
X
6.R.1.3.1
Design "WCI"
WC1
I
X
6R. 1. 3.2
Design "WC2"
WC2
I
X
6R.I.3.3
Design "WCY
WC3
1
X
6A. 1.4
Design "VvrD"
WD
I
X
6R.1.5
Design "WE"
WE
I
X
I
6.R. 1.6
Design "Vff"
W
I
X
6.R. 1.6.1
Design "WF I"
WFl
1
X
6RI.6.2
Design "WF2"
WF2
I
6.R.1.6.3
Design "WIFY
VvTF3
I
6.R. 1. 6.4
Design '
WT4
I
6.R.I.6.5
, Design "VvIF5"
WF5
I
. X
Wall DESIGN
SECTION 6 Sheet 5 of 6.i
Job Title: Vail Plaza Hotel By: JAT Date: 1/10/05 Job No: — 0431
Wall Design Index
Submittals
SECT
DESCRIPTION
DESIGN
Pgs
I st
2nd
3rd
4th
5th
6R. 1. 6.6
Design "VY'F6"
WF6
I
I
X
6R. 1. 6.7
Design "VvIF7"
WF7
I
6.R.I.6.8
Design "VvT8"
WF8
I
6A.1.7
Design "WG"
WG
I
X
6R.1.7.1
Design "WGI"
WGI
1
X
6.R.I.7.2
Design "WG2"
WG2
I
I
X
6.R.I.7.3
Design "WGY
WG3
I
6R. 1.7.4
Design "WG4"
WG4
I
X
6R.1.7.5
Design "WG5"
WG5
I
(E�
= 0
Stresscon Corporation Tele: 719/390-5041 SUBJECT: VAIL PLAZA HOTEL DATE:12/6/04
P.O. Box 15129 Fax: 719/390-5564
Colorado Springs, CO 80935 Denver Line: 303/623-1323 BY: JAT/FDG SHEET I OF 6.0.1
L q
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Stresscon Corporation Tele: 719/390-5041 SUBJECT: VA1L PLAZA HOTEL DATE:1/05/05
P.O. Box 15129 Fax: 719/390-5564
Colorado Springs, CO 80935 Denver Line: 303/623-1323 BY: JAT/FDG SHEET 1 OF 6-0.2
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Stresscon Corporation Tele: 719/390-5041 SUBJECT: VAIL PLAZA HOTEL DATE:1/05/05
P,O. Box 15129 Fax: 719/390-5564
Colorado Springs, CO 80935 Denver IAne: 303/623-1323 BY: JAT/FDG SHEET I OF 6.0.3
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Colorado Springs, CO 80935 Denver Line: 303/623-1323 BY: JAT/FDG SHEET 1 OF 6. 1. 1.1
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8" RETURN
SLAB BRACES WALL NOT SHOWN
WALLS
SEE SHEET 3
FOR CALCS
SOIL LEVEL
& NOTES
INTERMEDIATE LANDING
SLAB BRACES WALL NOT SHOWN
INTERMEDIATE LANDING
SLAB BRACES WALL NOT SHOWN
Wr DESIGN
W, = 1.02 KSF W .6 KSF
M,, = 495.72 IN-KIPS/FT,
M, = 292 IN-KIPS/FT
S 2*12*12 = 288 IN3/FT 1
1728 IN4/FT
I cr 678 E = 2878 KSI
k .353 .353*10.5 3.7065' 1 cr
= 12*3.707'/,3
+
1 0*1.2*(l 0.5-3.707) 757.5
USE I, = 900
DELTA EFFECTIVE SECTION = 22.5*.6*18 00/2878
= 0.5471N
F 292 288, = J 0 1 KSI
ANDINGS ACTUAL SPANS MUCH
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Stresscon Corporation Tele: 719/390-5041 SUBJECT: VAIL PLAZA HOTEL DATE:12/6/04
P.O. Box 15129 Fax: 719/390-5564
Colorado Springs, CO 80935 Denver Line: 303/623-1323 BY: JAT/FDG SHEET 1 OF 6. 1. 1.1
CRACK WIDTH & Z CALCULATIONS
Input Values:
Fy = 60
Fc'= 5000
wc, = 115
b = 12
h = 12
d = 10-5
dc = 1.5
M = 292
# of bars 2
As = 1.2
steel strength (ksi)
concrete strength (psi)
unit wt of conc lb/ft^3
width of member (in)
height of member (in)
depth from top of member to centroid of bars (in)
cowr from extreme tension fiber to center of outermost bars (in)
seNce moment (k'in)
number of tension bars
area of tension steel (in^2)
fs = 26.261 Note: fs, should be approx.
60% of Fy or less
Calculated Values:
k = 0.353
jd = 9.266
A = 18
n = 10.07749
fi = 0.010
,6 = 1.2206
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z = fs*(dc*A)A(1/3)
z(k/in) = 78.78
w =.000076*g* fs'(dc'A)A(1/3) Not exposed to
w(in) = 0.0073 lCritical appeara
Rectangular section assumed In calculating p
When bars are of different size then set - # of bare' to As/db,--
t Values have been changed to 80 and 0.007 in PCII 5th Edition
CHECK CRACK WIDTHS AND APPEARANCE FOR MAX. WORKING MOMENTS OF 292 IN—KIPS/FT
STEEL = (2) #7/FT (6" 0,C)
CRACK WIDTHS OF .0073" ARE VERY SMALL FOR STRUCTURAL ELEMENTS.
Recommended Z values
I Interior
Exterior
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nce
5
145
15
1 53t
Recommended w values
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Stresscon Corporation Tele: 719/390-5041 SUBJECT: VAIL PLAZA HOTEL DATE:12/6/04
P.O. Box 15129 Fax: 719/390-5564
Colorado Springs, CO 80935 Denver Line: 303/623-1323 BY: JAT/FDG SHEET 3 OF 6.1.1.1
.6*9 = 5.4 KLF
WORKING
W = 1.7*5.4
= 9.18 KLF
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= 96.4 KIPS
SLAB BEARING
10" SLAB OK
CHECK 5' WALL x 5'-5" DEEP TO SPAN 21 FT WITH N = 9.18 KLF
M, =1.5*21 18 = 6073 IN—KIPS
SAY d—o/2 = 60�'
A, ,-- 6073/.9/60/60 = 1.87 IN2
CHECK (2) #9's d = 65"—S' = 627
Required Reinforcing w/
(Mu=6073.0,b=8.0,d=63.00,f'c=5.0,fy=60)
As,calc = 1.8321 sq.in
3/4 Asb 12.6771
As,min 1.7819
As,req'd= 1.8321 CHECKS
190' J�
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R, AT 170
SAY
96.4 KIPS
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170'
FLOOR
SLAB
REACTION
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= 96.4 KIPS
SLAB BEARING
10" SLAB OK
CHECK 5' WALL x 5'-5" DEEP TO SPAN 21 FT WITH N = 9.18 KLF
M, =1.5*21 18 = 6073 IN—KIPS
SAY d—o/2 = 60�'
A, ,-- 6073/.9/60/60 = 1.87 IN2
CHECK (2) #9's d = 65"—S' = 627
Required Reinforcing w/
(Mu=6073.0,b=8.0,d=63.00,f'c=5.0,fy=60)
As,calc = 1.8321 sq.in
3/4 Asb 12.6771
As,min 1.7819
As,req'd= 1.8321 CHECKS
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Stresscon Corporation Tele: 719/390-5041 SUBJECT: VAIL PLAZA HOTEL DATE:12/6/04
P.O. Box 15129 Fax: 719/390-5564
Colorado Springs, CO 80935 Denver Line: 303/623-1323 BY: JAT/FDG SHEET 1 OF 6.1.1.2
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FIRST DESIGN PARAMETERS MAX WGT ;�; 57*7.25*.115
CHECK HANDLING, ERECTION, 47.5 KIPS
AND OPENING COORDINATION.
7 SEE SHEET 3 FOR
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4 PRESTRESSING DETAILS
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Stresscon Corporation Tele: 719/390-5041 SUBJECT: VAIL PLAZA HOTEL DATE:12/6/04
P.O. Box 15129 Fax: 719/390-5564
Colorado Springs, CO 80935 Denver Line: 303/623-1323 BY: JAT/FDG SHEET 2 OF 6.1.1.2
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CHECK ERECTION STRESS ETC. PIECE WGT = 7*.115 = 0.805
1.25 OLF = 1.00 KLF
TOTAL = 56.83*1 = 56.83 KIPS
Rtop = 56.83*(56.83/2-22.21)/34.63 = 9.75 KIPS
56.83-9.75 = 47.08 KIPS/2 = 23.54 KIPS AT EA. POINT
AS A CONSERVATIVE MOMENT AT THE OPENING SAY 12 FT DOWN
12*9.75—(12-3.33)*6.67*1 = 59.2 FF. KIPS
SECTION IS 24x12 S = 4*144 = 576 IN
F b = 59.2*12/576 = 1.233 KSI
(12) STRANDS P @ 27 KIPS/EA 12*27 = 324 KIPS
P/A = 324/288 = 1.125 KS1
NET TENSION 1.125-1.233 = —0.108 KSI (TENSION) OK
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Stresscon Corporation Tele: 719/390-5041 SUBJECT: VAIL PLAZA HOTEL DATE:12/6/04
P.O. Box 15129 Fax: 719/390-5564
Colorado Springs, CO 80935 Denver Line: 303/623-1323 BY: JAT/FDO SHEET 3 OF 6.1-1.2
F' = 5000 PSI
F' = 3500 PSI
UNIT WGT. 115 PCF
#5'@ 12" OC. EA. FACE
(20) 1 /2"o 270 K STRAND
TENSION TO 30 KIPS EA.
— — — — — — — — — — T-
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ADDITIONAL VERTICAL STEEL ADDED AS REQ'D FOR STRENGTH DESIGN
SEE FOLLOWING SHEETS FOR PRESTRESSED RUN FOR STRIPPING STRESSES
ADD 50% DEAD LOAD FOR SUCTION ETC.
11
FDG, Inc.
SHEET 4 OF 6.1.1.2
VAIL PLAZA
DATE: 1/7/2005
Beam, 3.04, (C)2003 BY JACQUES & ASWAD, INC.
PAGE: 1 BY: JAT
DESIGN DATA
-----------
Left Cant. = 12.00 ft Simple Span = 32.83 ft
Right Cant. =
12.00 ft
Beam Length = 56.83 ft Loop @ Left = 12.00 ft
Loop @ Right=
12.00 ft
Design Bearing Lengths: @ Left = 0.000 ft
@ Right=
0.000 ft
Bot, width = 0.000 in Bot, thick = 0.000 in
Web width =
87,000 in
Top width = 0.000 in Flange thick= 0.000 in
Tpg. thick =
0.000 in
Stem Height = 12.000 in Haunch thick= 0.000 in
Section Type=RECT
BEAM
Non : (Based on above section dimensions)
Height
12.000 in
Area 1044.000 in-2 Sb = 2088.00 in-3
St
2088.00 in-3
1 12528.00 in-4 Yb = 6.0000 in
Yt
6.0000 in
Miscellaneous :
Beam type =LIGHTWEIGHT,, Topping type=NORMAL WT.
Beam weight = 115.00 pc f Topping wt. 150.00 pcf
Cu = 2.350 eds 0 E-06
eshu
1000 E-06
Vol/Surf = 5.273 in Rel. humid 60.00t
Strain Curve=PCI
Handbook
Beam f = 3.500 ksi Beam f 5.000 ksi
Topping f =
3.000 ksi
Eci modifier= 1.000 Ec modifier 1.000
Camber Mult.=
1.000
phi Factors Flexure 0.900
Shear =
0.850
Load Factors Dead Load 1.400
Live Load =
1.700
Shear Options Depth used =NON-COMP
f used =BEAM
Allow, Concrete Stress: At Release =0.600flci
At Final �12,000sqrt
f
Stress Block=PARABOLIC
Prestressing Strands (Strand Type = LOW RELAXATION)
--------------------
Eff. Pull = 0.726Xfpu Strand diam.= 0.5000 in
Estrand =28322.44
ksi
Strand fpu =270.00 ksi Area ea.str.= 0.1531 in-2
LtMult
1.000
# Str. lev. = 2 # of Strand = 20.00
LdMult
1.000
Losses: PCI Comm. Report (RATIONAL) Strand Transformed
-> NO
Strand Level 1 2
Left end patt. 1.50 9.00
Right end patt.: 1.50 9.00
No. of Strand 10.00 10.00
Harping Profile: X(ft) From
Hstr Eccent.
Area of
Description Left End
(in) (in)
P/S (in-2)
Left End of Beam--7 -------------------- 0.00
6.00 0.00
3.0620
Right End of Beam --------------------- 56.83
6.00 0.00
3.0620
Mild Steel
Shear fyv = 60.00 ksi fyh = 60.00 ksi
fyl = 60.00
ksi
Emild = 29000 ksi LdMult = 1.000
Distributed Loads (non-factored)
-----------------
Magnitude of Load Distance
From Left
Beginning Ending Beginning Ending
Eccent.
Load Type (k/ft) (k/ft) (ft)
(ft)
(in)
P/C Self Weight 0.834 0.834 0.00
56.83
0.000
Non-comp. Dead Load 0.420 0.420 0.00
56.83
0.000
Composite Dead Load 0.000 0.000 0.00
56.83
0.000
Live Load 0.000 0.000 0.00
56.83
0.000
At Release Only: Suction = 0.000 k/ft Core Material = 0.000 k/ft
NOTE: 0.001 of all distributed and concentrated live
loads are
sustained.
Bearing Plates
Nu 0.20*Pu Height= 0.00 in Bearing Pad
Thickness = 0.250
in
I:\Jobs\0431\Engrg\06-walls Design\0431E-06-01-01-02-A.bem
11
I:\Jobs\0431\Engrg\06-Walls Design\0431E-06-01-01-02-A.bem
FDG, Inc,
SHEET 5 OF 6.1.1.2
VAIL PLAZA
DATE: 1/7/2005
Beam, 3.04,
(C)2003 BY JACQUES & ASWAD, INC.
PAGE: 2 BY: JAT
Eff. Brg.
Surface: Width
= 0.00
in Length = 0.000 in
Plate Rebar: Angle
= 10.00
deg fy = 60.00 ksi
C onfinement for non-debonded prestressing
strand assumed NO
OUTPUT
INITIAL STRESSES (psi, at
release)
AM beam +
core material
(if any)
+ suction (if any)
Be
at 12.00
ft from
LEFT end and 12.00
ft from RIGHT end
X(ft) From
initial
P/S
Init.P/S + BM
Aux. steel area
Left End
Top
Bot.
Top Bot.
(ACI 18.4.1)
2.08
551
551
541 562
0.00
12.00
551
551
206 896
0.00
15.28
551
551
439 664
0.00
18.57
551
551
620 483
0.00
21.85
551
551
749 354
0.00
25.13
551
551
826 277
0.00
28.42
551
551
852 251
0.00
NOTE: Required f'ci =
L beam + core material
3500 psi
(if any)
based on assigned minimum.
+ suction (if any)
m is
supported at 0.00
ft from LEFT end and 12.00 ft from RIGHT 5pd
X(ft) om
Initial
P/S
Init.P/S + BM
Aux. steel are
Left En
Top
Bot.
Top Bot.
(ACI 18.4.
2.08
551
551
749 354
0.0
4.48
51
551
950 153
. 0 NOT CONCERNED
8.97
13.45
5
551
551
551
1253 -150
1459 -356
0.00 WITH THIS CONDITION
1.22 BOT< ---
17.93
551
51
1569 -
1.86 BOT< ---
22.42
551
5
1583 -480
1.94 BOT< ---
NOTE: This is a temporary
c ition
th may occur
during stripping.
D)DL beam +
core material
(if any)
uction (if any)
Beam is
supported at 12.00
ft
om end and 0.00 ft from RIGHT end
X(ft) From
Initial
P/S
Ini /S + BM
Aux. steel area
Left End
2.08
Top
55
B
551
Top Bot.
541 56
(ACI 18.4.1)
0.00
12.00
1
551
206 896
0.00
16.48
551
551
674 429
.00
20.97
551
551
1046 57
25.45
551
551
1321 -218
.54 OT<---
29.
551
551
1500 -397
.45 B
.42
551
551
1583 -480
1.94 BOT<
NOTE: This is a temporary
STRAND STRESSES (Based
condition
flci=3.500
that may occur
ksi,
during strippin
on
---------------
f ksi, by PCI Committee)
at
at
DL and
X(ft) from
Tensioning
Release
Sust. LL Final*
P/S Loss P/S Loss
Left End
ksi
ksi
ksi ksi
ksi %-
0.00
196.0
188.0
0.0 0.0
196.02 100.00
6.00
12.00
196.0
196.0
188.0
188.0
173.7 173.7
173.7 173.7
22.33 11.39
22.33 11.39
15.28
196.0
188.0
173.7 173.7
22.33 11.39
18.57
196.0
188.0
173.7 173.7
22.33 11.39
21.85
196.0
188.0
173.7 173.7
22.33 11.39
25.13
196.0
188.0
173.7 173.7
22.33 11.39
28.42
196.0
188.0
173.7 173.7
22.33 11.39
*NOTE: Final
strand stresses
include
elastic regain
for Live Load.
FINAL STRESSES (psi)
I:\Jobs\0431\Engrg\06-Walls Design\0431E-06-01-01-02-A.bem
FDG, Inc.
VAIL PLAZA
Beam, 3.04, (C)2003 BY JACQUES & ASWAD, INC.
SHEET 6 OF 6.1.1.2
DATE: 1/7/2005
PAGE: 3 BY: JAT
--------------
X(ft) From FP + BM FP + DL + Sustained LL FP
+ DL +
All LL
Left End
Top Bot Tpg
Top
Bot Tpg
Top
Bot
0.00
0 0 ---
0
0 ---
0
0
3.00
488 531 ---
477
542 ---
477
542
6.00
423 596 ---
380
639 ---
380
639
STRESSES ARE
9.00
12.00
315 703 ---
164 854 ---
218
-9
801 ---
1028 ---
218
-9
801
1028
NOT A PROBLEM
13.64
287 732 ---
175
844 ---
175
844
FOR THE FULL
15.28
397 622 ---
340
679 ---
340
679
WIDTH PANELS
16.92
494 525 ---
486
533 ---
486
533
18.57
578 441 ---
612
407 ---
612
407
20.21
649 370 ---
719
300 ---
719
300
21.85
707 312 ---
806
213 ---
806
213
23,49
25.13
752 267 ---
784 235 ---
1174
923
145 ---
96 ---
874
923
145
96
26.77
804 215 ---
952
67 ---
952
67
28.42
810 209 ---
961
57 ---
961
57
NOTE:
Allowable bottom tension
stress
12.00*sqrt(flc)
-849
psi
P/A
(810+210)/2 510
ULTIMATE
---------------
MOMENT (k-in)
PSI
Required Mu
Provided phi*Mn
--------------------
by by
-----------------------------------
by
Dev.Length
if Over-
X(ft) From Fact'd 1.2*Mcr
Strain-
Limits
Reinforced
Left End
Loads (ACI 18.8.3)
compat.
(ACI Ch.12)
(ACI 18.8.1)
0.00
0 0
0
3.00
-95
-2931 (1)
6.00
-379
-3659 (1)
9.00
-853
-3668
12.00
-1517 -2406*
-3668
13.64
-977
-3668
15.28
-495
-3668
16.92
-69
-3668
18.57
300
3668
20.21
612
3668
21.85
867
3668
23.49
1066
3668
25*13
1208
3668
26.77
1293
3668
28.42
1321 2406*
3668
(1):
Development length controlled by
strand.
*NOTE:
Provided Mu > 2*Reqd. Mu,
ACI 18.8.3
requirements
can be
ignored.
VERTICAL
SHEAR REINFORCING
--------------------------
Required
Reinforcing --
for
for
for
X(ft) From D Vu TU
Vci Vcw AvCi
Avcw
Avmin
Left End
in. kips k-in
kips kips
in-2/ft in-2/ft
in-2/ft
11.50
9.60 -20.19 0.0
85
303 0.000
0.000
0.000
12.50
9.60 27.93 0.0
85
303 0.000
0.000
0.000
13.64
9.60 25.93 0.0
85
303 0.000
0.000
0.000
15.28
9.60 23.05 0.0
115
303 0.000
0.000
0.000
16.92
9.60 20.17 0.0
559
303 0.000
0.000
0.000
18.57
9.60 17.29 0.0
135
303 0.000
0.000
0.000
20.21
9.60 14.41 0.0
85
303 0.000
0.000
0.000
21.85
9.60 11.52 0.0
85
303 0.000
0.000
0.000
23.49
9.60 8.64 0.0
85
303 0.000
0.000
0.000
25.13
9.60 5.76 0.0
85
303 0.000
0.000
0.000
26.77
9.60 2.88 0.0
85
303 0.000
0.000
0.000
28.42
9.60 0.00 0.0
85
303 0.000
0.000
0.000
I:lJobs10431'Engrg'06-Walls
Design,043111-06-01-01-02-A,bem
11
11
FDG, Inc.
VAIL PLAZA
I I Beam, 3.04, (C)2003 BY JACQUES & ASWAD, INC.
SHEET 7 OF 6.1.1.2
DATE: 1/7/2005
PAGE: 4 BY: JAT
(2): Minimum based on ACI Eq. 11-14.
NOTE: Avmin not required for phi*Vc > Vu > phi*Vc/2 (ACI 11.5.5.1(c)).
NOTE: Reqd. reinf. does not include suspension steel for ledges & pockets.
NOTE: Reqd. reinf. is based on a total web width =87.000 in.
NOTE: No significant torsion was found (ACI 11.6.1).
NOTE: Design assumes web reinforcing is carried as close to compression
and tension surfaces as possible per ACI 12.13.1.
SUMMARY OF MINIMUM VERTICAL AND LONGITUDINAL WEB REINFORCEMENT REQUIREMENTS
---------------------------------------------------------------------------
NOTE: The specified section type does not have a bottom ledge.
For Vertical Reinf, select from columns (1), (2), (3) or (4) : (in-2/ft)
For Longitudinal select from columns (A) or (B) : (in-2)
X(ft) From Ph (1) (2) (3) (4) (A) (B)
Left End in Ash Av/2+At Av/2+Ash Av/2+Awv Al/2 Awl
11.500 0.0 <3> 0.000 <3> 0.000
12.500 0.0 <3> 0.000 <3> 0.000
13.642 0.0 <3> 0.000 <3> 0.000
15.283 0.0 <3> 0.000 <3> 0.000
16.924 0.0 <3> 0.000 <3> 0.000
18.566 0.0 <3> 0.000 <3> 0.000
20.208 0.0 <3> 0.000 <3> 0.000
21.849 0.0 <3> 0.000 <3> 0.000
23.491 0.0 <3> 0.000 <3> 0.000
25.132 0.0 <3> 0.000 <3> 0.000
26.774 0.0 <3> 0.000 <3> 0.000
28.415 0.0 <3> 0.000 <3> 0.000
Awv=Awl= 0.000(left), 0.000(right)=Vertical and longitudinal web reinf. for
bending due to torsional equil. reactions (ledge face,in-2), based on:
Tu = 0.0 k-in at Left End, = 0.0 k-in at Right End
ds = 43.250 in Hs = 9.600 in
Ash=Hanger reinforcement (ledge face only).
NOTE: The above values for steel are for one face only. Columns (2) & (A)
should be applied to both faces. All other columns need only be
applied to the ledge face.
<3>NOTE: Section does not have a ledge, or is defined as a General Section.
PREDICTED DEFLECTIONS
---------------------
Based on Rational approach and PCI Committee Recommendations for losses.
f = 3.500 ksi, f = 5.000 ksi and ACI-209
Eci = 2408 ksi, Ec = 2878 ksi, Camber Mult.= 1.000
Modified Cu = 1.449 eshu = 510 E-06
NOTE: Negative values indicate camber.
Left End Midspan Right End
Position Position Position
(in) (in) (in)
Release : PS+BM DL -0.04 0.26 -0.04 DUNNAGE STORING FLAT AT
Creep Before Erection -0.03 0.16 -0.03
Erection: PS+BM DL -0.07 0.42 -0.07 1/5 PTS. SHOWS A DELTA OF.5
4 weeks) INCHES
Change Due to Non-Comp.DL -0.02 0.11 -0.02
: PS+BM DL+Non-Comp.DL -0.09 0.53 -0.09
Change Due to Comp.DL+SustLL 0.00 0.00 0.00 MIGHT WANT TO STORE USING
: PS+All DL+Sust.LL -0.09 0.53 -0.09 AT LEAST 3 POINTS
Long Term Creep -0.06 0.34 -0.06 -
Final PS+All DL+Sust.LL -0.15 0.87 -0.15
PS+All DL+LL -0.15 0.87 -0.15
Final cantilever deflection with live load on cantilever only
At Left end = -0.15 (in)
At Right end= -0.15 (in)
I:\Jobs\0431\Engrg\06-WallS Design\0431E-06-01-01-02-A.bem
11
I I
FDG, Inc
VAIL PLAZA
Beam, 3.04, (C)2003 BY JACQUES & AswAD, INC.
MISC. PRODUCTION INFORMATION
SHEET 7 OF 6.1.1.2
DATE: 1/7/2005
PAGE: 5 BY: JAT
Initial prestress force = 600 kips Final prestress force = 532 kips
Concrete strengths used in design:
Release strength flci= 3500 psi Final strength f 5000 psi
Beam is LIGHTWEIGHT concrete. Piece weight = 47.38 kips.
Estimated shortening between supports at erection time
Curvature
at C.G. Effect Total
Top 0.21 0.02 0.23 <<<Length correction not to exceed this value
C.G 0.21 0.00 0.21
Bot 0.21 -0.02 0.18
HORIZONTAL ANCHOR REINFORCEMENT & BEARING STRESS ON BEARING PAD
---------------------------------------------------------------
Confinement for prestressing strand assumed NO
Factored Reaction: Pu 49.9 kips Pw 35.6 kips at LEFT support
React. Components: Pdl,nc= 35.6 kips Pdl,c= 0.0 kips Pll= 0.0 kips
NOTE: LEFT end is a cantilever, therefore bearing plate not designed.
I:\Jobs\0431\Engrg\06-Walls Design\0431E-06-01-01-02-A.bem
E�
= 0 01a=c====0 \j
Stresscon Corporation Tele: 719/390-5041 SUBJECT: VAIL PLAZA HOTEL DATE:1/06/05
P.O. Box 15129 Fax: 719/390-5564
Colorado Springs, Co 80935 Denver Line: 303/623-1323 BY: JAT/FDG SHEET I OF 6.1.2
E
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Stresscon Corporation Tele: 719/390-5041 SUBJECT: VAIL PLAZA HOTEL DATE:12/6/04
P.O. Box 15129 Fax: 719/390-5564
Colorado Springs, CO 80935 Denver line: 303/623-1323 BY: JAT/FDG SHEET 1 OF 6.1.2.1
�D
4'-
LOWER PORTION MUST SPAN 8 FT HORIZONTAL
WITH 820 PSF SOIL PRESSURE
E
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W = 1.7*.820 = 1.394
M = 1.5* 1.394*82 = 133.8
d—a/2 = 9.5"
A� �� 134/.9/60/9.5= 0.261
#5's @ 12" O.C. OK
KB 10 FT. CANTILEVER AT NARROW SECTION
.115*11.5 = 1.45245 KLF WITH SUCTION LOAD
6* 1.453* 1 02 = 871.5 IN—KIPS
4'-4!' NET SECTION
').A - 47.11)2 3
I 4t / 114
F b 872/1247 0.700 KSI
P/A ;�:; 12*26/12/52 = 0.5 KS1
NET TENSION .200 KS1 OK
7
8 4A
0 0===' ' u \-j
Stresscon Corporation Tele- 719/390-5041 SUBJECT: VAIL PLAZA HOTEL DATE:12/6/04
P.O. Box 15129 Fax: 719/390-5564
Colorado Springs, CO 80935 Denver Line: 303/623-1323 BY: JAT/FDG SHEET 1 OF 6.1.2.2
300 KIPS P, �9
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DESIGN AS SIMPLE SPAN OF 5'—U'
M. = 3*5*300 = 4500 IN—KIPS
d—a/2 P z 72 IN
A �, 4500/.9/60/72 = 1.157
USE (3) #7's A = 1.8 IN2
V, SAY 200 KIPS
\� = .85*2*5000 12*77/1000 = 111 KIPS
V #4 STIRRUPS AT 4!' O.C. = 1.2 IN2/FT
= 1.2*60*77/12 = 462 KIPS
.85*(111+462) = 487 KIPS �! 200 OK
CHECK VERTICAL CAPACITY NET AT BOTTOM 24x12"
ADD THREE FLOORS @ 14*.1*7 = 9�8 SAY 12 KIPS EA. I
ILL AT .125*14*7 = 12.25 USE 15 KIPS
ADDITIONAL P,, = 1.4*3*12+1.7*3*15 = 127 KIPS
PANEL WGT 7*.115*56 = 45 KIPS * 1.4 = 63 KIPS
TOTAL 300+127+63 = 490 KIPS SAY 500 KIPS
QUICK CHECK 500/12/24 = 1.74 KSI OK BY INSPECTION
01=====0 \_j
Stresscon Corporation Tele: 719/390-5041 SUBJECT: VAIL PLAZA HOTEL DATE:12/6/04
P.O. Box 15129 Fax: 719/390-5564
Colorado Springs, CO 80935 Deaver Line: 303/623-1323 BY: JAT/FDG SHEET 1 OF 6.1.2-3
�s
P IDL � 9 0PSF* 14'/1000 + lK /6.5' = 1.4 K/1-1
M IDL = 1.4*9" = 12.6
P ILL = 1 OOPSF* 14'/1000 = 1.4
MILL = 1.4*9" = 12.6
E
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12*50 600 PSF
- CD
600 PSF
P
CD
820 PSF
C'4
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CD
34*24 816 PSF
SAY 820 PSF
CD
1j
FDG, Inc
VAIL PLAZA (WALLON GRID W)
Bcan, 3.01, (C)2001 BY JACQUES & ASWAD, INC.
----------
INPUT DATA
----------
E= 2878 ksi
No. of
Jts.= 4
No. of Elements= 3
Element Data
------------
Joint
Data
Element I
----------
Joint
x
Joint
# (in^4)
#
(ft)
Restraint
1 1728
1
0.00
PINNED
2 1728
2
9.17
FREE
3 1728
3
11.00
PINNED
4
34.00
PINNED
Load Case Description
---------------------
Load
Case Description
1 SOIL
2 DL
3 LL
Joint Loads
-----------
Load Joint
Px
Py
Mz
Case
(k)
(k)
(k-in)
2 2
-1.40
0.00
-13
3 2
-1.40
0.00
-13
Distributed Loads
-----------------
Load Wl
W2
xi
X2
Case (k/ft)
(k/ft)
(ft)
(ft)
1 -0.820
-0.820
0.00
22.00
1 -0.820
0.000
22.00
34.00
1 -0.100
-0.100
0.00
34.00
SHEET 2 OF 6.1.2.3
DATE: 1/10/2005
PAGE: 1 BY: KRB
I:\Jobs\0431\Engrg\06-WallS Design\0431E- 06-01-01 Wall on grid W.bcn
FDG, Inc
VAIL PLAZA (WALLON GRID W)
Bcan, 3.01, (C)2001 BY JACQUES & ASWAD, INC.
-------------------
LOAD COMBINATION I SERVICE
Combined Loads = 1.000 * LC 1 + 1.000 * LC 2 + 1.000 * LC 3
Joint Reactions and Displacements
Joint
X
Rx
Ry
Mz
Y-disp.
Rotat.
#
(ft)
(k)
(k)
(k-in)
(in)
(rad)
1
0.00
2.80
1.31
0 0.0000
0.000704
2
9.17
0.00
0.00
0 0.0417
-0.001127
3
11.00
0.00
20.24
0 0.0000
-0.002803
4
34.00
0.00
4.81
0 0.0000
0.006319
Element
Forces
and Displacements
--------------------------------
Ele.
X
Axial
#
(ft)
Force
Shear
Force
Moment
Y-displ.
(k)
(k)
(k-in)
(in)
1
0.00
2.80
1.31
0
0.0000
1
1.42
2.80
-0.00
11
0.0122
1
1.83
2.80
-0.38
10
0.0158
1
3.67
2.80
-2.07
-17
0.0323
1
5.50
2.80
-3.75
-81
0.0469
1
7.34
2.80
-5.44
-182
0.0533
1
9.17
2.80
-7.13
-320
0.0417
2
9.17
0.00
-295
0.0417
2
9.54
0.00
-7.47
-327
0.0362
2
9.90
0.00
-7.80
-361
0.0294
2
10.27
0.00
-8.14
-396
0.0212
2
10.63
0.00
-8.48
-432
0.0114
2
11.00
0.00
-8.81
-470
0.0000
3
11.00
0.00
11.43
-470
0.0000
3
15.60
0.00
7.20
44
-0.2403
3
20.20
0.00
2.96
324
-0.4655
3
23.51
0.00
0.00
382
-0.5164
3
24.80
0.00
-1.00
374
-0.5040
3
29.40
0.00
-3.63
240
-0.3227
3
34.00
0.00
-4.81
-0
0.0000
SHEET 3 OF 6.1.2.3
DATE: 1/10/2005
PAGE: 2 BY: KRB
I:\Jobs\0431\Engrg\06-Walls Design\0431E- 06-01-01 Wall on grid W.bcn
FDG, Inc
VAIL PLAZA (WALLON GRID W)
Bcan, 3.01, (C)2001 BY JACQUES & ASWAD, INC.
-------------------
LOAD COMBINATION 2 ULTIMATE
-------------------
Combined Loads
= 1.700
* LC 1 + 1.400 *
LC 2 + 1.700
* LC 3
Joint Reactions
---------------------------------
and Displacements
Joint
X
Rx
Ry Mz
Y-disp.
Rotat.
#
(ft)
(k)
(k) (k-in)
(in)
(rad)
1
0.00
4.34
2.25 0
0.0000
0.001185
2
9.17
0.00
0.00 0
0.0706
-0.001899
3
11.00
0.00
34.39 0
0.0000
-0.004752
4
34.00
0.00
8.18 0
0.0000
0.010736
Element
--------------------------------
Forces
and Displacements
Ele.
X
Axial
I
(ft)
Force
Shear Force
Moment
Y-displ.
(k)
(k)
(k-in)
(in)
1
0.00
4.34
2.25
-0
0.0000
1
1.44
4.34
0.00
19
0.0207
1
1.83
4.34
-0.62
18
0.0266
1
3.67
4.34
-3.49
-27
0.0545
1
5.50
4.34
-6.36
-136
0.0792
1
7.34
4.34
-9.23
-307
0.0901
1
9.17
�4.34
-12.09
-542
0.0706
2
9.17
0.00
-12.09
-503
0.0706
2
9.54
0.00
-12.67
-557
0.0613
2
9.90
0.00
-13.24
-614
0.0498
2
10.27
0.00
-13.81
-673
0.0359
2
10.63
0.00
-14.38
-735
0.0194
2
11.00
0.00
-14.96
-800
0.0000
3
11.00
0.00
19.43
-800
0.0000
3
15.60
0.00
12.23
74
-0.4080
3
20.20
0.00
5.04
551
-0.7908
3
23.51
0.00
0.00
649
-0.8773
3
24.80
0.00
-1.70
636
-0.8563
3
29.40
0.00
-6.17
407
-0.5483
3
34.00
0.00
-8.18
-0
0.0000
SHEET 4 OF 6.1.2.3
DATE: 1/10/2005
PAGE: 3 BY: KRB
I:\Jobs\0431\Engrg\06-Walls Design\0431E- 06-01-01 Wall on grid W.bcn
FDG, Inc
VAIL PLAZA (WALLON GRID W)
Bcan, 3.01, (C)2001 BY JACQUES & ASWAD, INC.
-------------------
LOAD COMBINATION 3 SERVICE
-------------------
Combined Loads = 1.000 * LC I + 1.000 * LC 2
Joint Reactions and Displacements
Joint
X
Rx
Ry
Mz
Y-disp.
Rotat.
#
(ft)
(k)
(k)
(k-in)
(in)
(rad)
1
0.00
1.40
1.39
0 0.0000
0.000663
2
9.17
0.00
0.00
0 0.0407
-0.001072
3
11.00
0.00
20.17
0 0.0000
-0.002762
4
34.00
0.00
4.80
0 0.0000
0.006299
Element
Forces
and Displacements
--------------------------------
Ele.
X
Axial
#
(ft)
Force
Shear
Force
Moment
Y-displ.
(k)
(k)
(k-in)
(in)
1
0.00
1.40
1.39
-0
0.0000
1
1.51
1.40
-0.00
13
0.0122
1
1.83
1.40
-0.30
12
0.0149
1
3.67
1.40
-1.99
-13
0.0307
1
5.50
1.40
-3.68
-76
0.0449
1
7.34
1.40
-5.36
-175
0.0515
1
9.17
1.40
-7.05
-312
0.0407
2
9.17
0.00
-7.05,
-299
0.0407
2
9.54
0.00
-7.39
-331
0.0354
2
9.90
0.00
-7.72
-364
0.0288
2
10.27
0.00
-8.06
-399
0.0208
2
10.63
0.00
-8.40
-435
0.0112
2
11.00
0.00
-8.73
-472
0.0000
3
11.00
0.00
11.44
-472
0.0000
3
15.60
0.00
7.20
42
-0.2386
3
20.20
0.00
2.97
323
-0.4634
3
23.52
0.00
-0.00
381
-0.5144
3
24.80
0.00
-0.99
373
-0.5021
3
29.40
0.00
-3.62
239
-0.3217
3
34.00
0.00
-4.80
-0
0.0000
SHEET 5 OF 6.1.2.3
DATE: 1/10/2005
PAGE: 4 BY: KRB
1:\Jobs\0431\Engrg\06-Walls Design\0431E- 06-01-01 Wall on grid W.bcn
11
if.,
11
11
11
11
it
11
11
11
11
11
if
11
11
FDG, Inc
VAIL PLAZA (WALLON GRID W)
Bcan, 3.01, (C)2001 BY JACQUES & ASWAD, INC.
-------------------
LOAD COMBINATION 4 ULTIMATE
-------------------
Combined Loads
= 1.700
* LC 1 + 1.400
*
LC 2
Joint Reactions
and Displacements
---------------------------------
Joint
X
Rx
Ry Mz
Y-disp.
Rotat.
#
(ft)
(k)
(k) (k-in)
(in)
(rad)
1
0.00
1.96
2.38
0
0.0000
O.OD1115
2
9.17
0.00
0.00
0
0.0689
-0.001807
3
11.00
0.00
34.27
0
0.0000
-0.004683
4
34.00
0.00
8.17
0
0.0000
0.010702
Element
Forces
and Displacements
--------------------------------
Ele.
X
Axial
#
(ft)
Force
Shear Force
Moment
Y-displ.
(k)
(k)
(k-in)
(in)
1
0.00
1.96
2.38
-0
0.0000
1
1.52
1.96
0.00
22
0.0207
1
1.83
1.96
-0.49
21
0.0251
1
3.67
1.96
-3.36
�21
0.0518
1
5.50
1.96
-6.22
-127
0.0758
1
7.34
1.96
-9.09
-295
0.0870
1
9.17
1.96
-11.96
-527
0.0689
2
9.17
0.00
-11.96
-509
0.0689
2
9.54
0.00
-12.53
-563
0.0599
2
9.90
0.00
-13.11
-620
0.0488
2
10.27
0.00
-13.68
-678
0.0352
2
10.63
0.00
-14.25
-740
0.0190
2
11.00
0.00
-14.82
-804
0.0000
3
11.00
0.00
19.44
-804
0.0000
3
15.60
0.00
12.25
71
-0.4052-
3
20.20
0.00
5.05
549
-0.7871
3
23.52
0.00
0.00
647
-0.8738
3
24.80
0.00
-1.68
634
-0.8530
3
29.40
0.00
-6.15
407
-0.5465
3
34.00
0.00
-8.17
-0
0.0000
I:\Jobs\0431\Engrg\06-Walls Design\0431E- 06-01-01 Wall on grid W.bcn
SHEET 6 OF 6.1.2.3
DATE: 1/10/2005
PAGE: 5 BY: KRB
0 DZ=C==' ' u
Stresscon Corporation Tele: 719/390-5041 SUBJECT: VAIL PLAZA HOTEL DATE:12/6/04
P.O. Box 15129 Fax: 719/390-5564
Colorado Springs, CO 80935 Denver line: 303/623-1323 BY: JAT/FDG SHEET 7 OF 6.1.2.3
F', = 5000 PSI
F" = 3500 PSI
-i
UNIT WGT. 115 PCF
(9) # 6's EA. FAC E
#5'@ 127 OC. EA. FACE
(20) 1 /2" o 270 K STRAND
TENSION TO 30 KIPS EA.
a
E
CT
c;
0
c I
ID
c I
C)
— — el-- = = --= --a = -- ='= — = = --k = a- =-�- — — -0
- T — — — — — — — — — —
— — — — — — — — — — — — — — — — — — — — — — — — — —
3 2 2 1 87 2 1 3.
8
8 5'-0" 8
6'-11 "
4
ADDITIONAL VERTICAL STEEL ADDED AS REQ'D FOR STRENGTH DESIGN
SEE FOLLOWING SHEETS FOR PRESTRESSED RUN FOR STRIPPING STRESSES
ADD 50% DEAD LOAD FOR SUCTION ETC.
11
11
11
11
if
it
it
11
11
11
ii
11
If
11
11
FDG, Inc. SHEET 8 OF 6.2.1.3
Vail Plaza DATE: 1/10/2005
Compmem, 3.01, (C)2003 BY SALMONS TECHNOLOGIES, INC. PAGE: 1 BY: JAT
DESIGN DATA
-----------
Bbot = 0.00 in Tbot 0.00 in Bweb = 84.00 in
Btop = 0.00 in Ttop 0.00 in H = 12.00 in
Section Type: Rectangular
Area 1008.00 in-2 Ybot 6.00 in Sbot = 2016.0 in-3
1 12096 in-4 Ytop 6.00 in Stop = 2016.0 in-3
f 5.000 ksi Ec 4287 ksi ecu = 0.0030
fpu 270.00 ksi Es = 29000 ksi ese = 0.0061
fy 60.00 ksi fp,eff = 170.00 ksi betal= 0.80
r 3.46 in
Reinforcing Data: Depth Area Prestressed Strand
(in) (in-2) or Mild Steel
1.50 1.531 10.00-0.500 in. Strand
10.50 1.531 10.00-0.500 in. Strand
1.25 3.960 Mild Steel
10.75 3.960 Mild Steel
OUTPUT
ULTIMATE LOAD INTERACTION DIAGRAM
---------------------------------
Allow. Allow. Ecc. Allow. Ecc. Allow. Allow. Ecc. Allow. Ecc.
Pu +MU + -Mu PU +MU + -Mu -
(k) (k-in) (in) (k-in) (in) W (k-in) (in) (k-in) (in)
0.0 5619 -5619 1368.7 6011 4.4 -6011 4.4
124.4 5771 46.4 -5771 46.4 1493.1 5831 3.9 -5831 3.9
248.8 5893 23.7 -5893 23.7 1617.5 5620 3.5 -5620 3.5
373.3 5971 16.0 -5971 16.0 1741.9 5373 3.1 -5373 3.1
497.7 5963 12.0 -5963 12.0 1866.3 5088 2.7 -5088 2.7
622.1 6173 9.9 -6173 9.9 1990.8 4762 2.4 -4762 2.4
746.5 6335 8.5 -6335 8.5 2115.2 4393 2.1 -4393 2.1
871.0 6441 7.4 -6441 7.4 2239.6 3979 1.8 -3979 1.8
995.4 6392 6.4 -6392 6.4 2364.0 3510 1.5 -3510 1.5
1119.8 6288 5.6 -6288 5.6 2488.5 3002 1.2 -3002 1.2
1244.2 6163 5.0 -6163 5.0
11
GE�UF
0 DZ=== -4
Lj '\ j
Stresscon Corporation Tele: 719/390-5041 SUBJECT: VAIL PLAZA HOTEL DATE:12/6/04
P.O. Box 15129 Fax: 719/390-5564
Colorado Springs, CO 80935 Denver Line: 303/623-1323 BY: JAT/FDG SHEET 9 OF 6.1.2.3
E
C,
L0
S
c
C)
I
lo
C.
I
Lj
"I-
C)
uj
C�
o
Lij
—j
L�
CD
COLUMN
INTERACTION CURVE DATA
— Vu
mu;
0.0
-- T24.4
5619
300 0.0
2500.0
2000.0
.2
C) 1500.0
X
1C)OO.0
5771;
248.8
58931
373.3
5971
497.7
-- — ------------ - -
5963
622.1
-- T46.5
6173
6335
871.0
6441
995.4
6392
1119.8
28
1244..2
61631
1368.7
6011
1493.1
. . ....... .
5831:
1617.5
5620!
1741.9
5373
1866.3
5088:
19908
4762
2
2239.6
3
3979
2364.0
3510.
2488.5
3002
2488.5
1 0 !::::A
ic ion pts I
u mu
500.0
14
Of 0.
0.0
0
7 FT x 12" PRESTRESSED WALL
1000 2000 3000 4000 5000 6000 7000
MOMENT (k * in)
C= 0 O'cl=== ' 'j \ ' j
Stresscon Corporation Tele: 719/390-5041 SUBJECT: VAIL PLA7A HOTEL DATE:12/16/04
P.O. Box 15129 Fax: 719/390-5564
Colorado Springs, CO 80935 Denver Line: 303/623-1323 BY: JAT/FDG SHEET I OF 6.14.1
w
4' 0" 1 4'-0"
1 4'— 0"
20 KIPS 20 KIPS — 35
35 KIPS
WORKING WORKING WORKING
WORKING
K
6'— 9 6'-2 6'— 4
4 4
�)E
19'— 5"
Tr Tr Tr
DESIGN "WD" FOR 19.42 FT SPAN
INCLUDE APPROX. 10 FT. OF STONE VENEER ETC.
@. 15 KSF = 1.5 KLF PLUS SPANDREL AT .115*6.46 0.75
TOTAL = 2.25*1.4 = 3.15 KLF
SAY POINT LOADS FACTORED AT 40 KIPS = 80 K TOTAL
ASSUME W, DISTRIBUTED AT 80/20 = 4 KLF
TOTAL = 7.15 KLF
M,, = 1.5*7.15*19.42 2 = 4045 IN—K
d P� 73" cl—a/2P:� 70 A �� 4045/.9/60/70 = 1.07 (2) #7's
1.2 IN 2
V. 10*7.15 = 71.5 KIPS V. = 2*.85*5000
= 103.9
KIPS OK
USE MIN STIRRUPS #4's AT 12" OC,
MCr � 76 2*( 12/6)*.85*7.5*5000 .5/1000 = 5207 IN—KIPS OK
CHECK 13 FT SPAN WITH 70 KIPS AT MIDSPAN 2*70/13 = 10.8
+ 3.15
13.95 USE 14 KLF
1.5*14*13 = 3549 IN—KIPS OK
E
C)
CD,
04
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0
4)
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C.
c
C)
01
C>
I
-0
0
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\-j
Stresscon Corporation Tele: 719/390-5041 SUBJECT: VAIL PLAZA HOTEL DATE:12/16/04
P.O. Box 15129 Fax: 719/390-5564
Colorado Springs, CO 80935 Denver Line: 303/623-1323 BY: JAT/FDG SHEET 2 OF 6.1.4.1
(4) #4 STIRRUPS
AT EA. PLATE FOR
STEEL BEAM FRAMING
E
c�
Li
M
F--
cl;
u
W
C�'
Li
c I :>
to
CD
C,
CD
0
Li
u-
u-
I T T I
70 KIPS
MAX FACTORED
PUNCHING SHEAR PLANES
CHECK (4) #4 STIRRUPS FOR HANGING STEEL
T = 8*.2*60*.9 = 86.4 K �� 70 KIPS OK
(�j�EF
0 OZ=== A-u
Lj \j
Stresscon Corporation Tele: 719/390-5041 SUBJECT: VAIL PLAZA HOTEL DATE:12/16/04
P.O. Box 15129 Fax: 719/390-5564
Colorado Springs, CO 80935 Denver Line: 303/623-1323 BY: JAT/FDG SHEET 1 OF 6.1.4.2
w o
1 4'-0" 1 4'_O/
t _ �L
KIPS
IPS
-_X
35 KIPS
WORKING
"ING
WORKING
WORKING
(! )D
6'-9
8
6'-2
4
6'-4 4
WOE
19'-5"
E
C1
C)
C)
C4
C
C,
(D
C,
Lij
I TE
C,
CD
- .11 -
c I D
C3
c)
C,
CD
0
CD
L�
Tr Tr TT rr
gong
DESIGN "WE" FOR MAX. P. = 150 KIPS
BY INSPECTION COL. SECTION 28%1Z'
SUPPORTS OP, MAX .85*.7*.8*5*28*12 = 800 KIPS
STEEL = .01*28*12 3.36 IN' (8) BARS 3.36/8 = 0.42 IN2 #6
.44 IN2
U S E (8) # 6's
CHECK M,, SEISMIC AT 75.7 FT—KIPS = 908.4 IN—KIPS
NEGLECT ADDED CAPACITY FROM DEAD LOADS
CHECK (2) #6's d P4 28-3 = 25" SAY d—a/2 = 2S'
oM,, = .9*2*.44*60*23 = 1093 IN—KIPS !'� 908.4 OK
H�T= SM M
Stresscon Corporation Tele: 19/390-5041 SUBJECT: VAIL PLAZA HOTEL
P.O. Box 15129 Fax: 719/390-5564
Colorado Springs, CO 80935 Denver Line: 303/623-1323 BY: JAT/FDG
E
M
u')
8
(D
Lj
cm)
c)
DATE:1/06/05
SHEET 1 OF 6.1.4.3
20 K — 20 K 20 20 20 K 20 KIPS
F WORKING
=1 E �_ 1=
3 6=m m :ri 0
2 9'— 8"
(D
60
25 KIPS 25 KIPS
WORKING WORKING
38'-611, Ll
2
6*20 120 KIPS WORKING PLUS 50 = 170 KIPS
OVER SAY 32 FT = 5.32 KLF S.F. USE 1.55 = 8.246 KLF
USE W,, 8.5 KLF
1Y' SLAB ON .833*.15 = 0.125 KLF*O = 1.0 KLF
SAY LIVE LOAD THE SAME 1.0 KLF
W,, = 1.4*1.0+1.7*1.0 = 3.1 USE 3.25 KLF
PRECAST WGT. APPROX 20 FT. OF PANEL @ .115*20 = 2.3 Wu 1.4*2.3 3.22 USE 3.25
TOTAL W, = 8.5 + 3.25 + 3.25 = 15.0 KLF
SPAN = 36 FT
M,, 1.5*15*36 2 = 29160 IN—KIPS SAY d = 126" d—a/2 gt; 120"
A, 29160/.9/60/120 = 4.5 IN2
CHECK SHEAR V = 2*.85*5000 = 181.7 KIPS
SEE DETAILED CA'LCS ON SHEET 2
CHECK BRG. R,, = 15*38/2 = 285 KIPS CHECK 12x12 AREA .7*.85*5*144 = 428.4 KIPS OK
' \ � j
Stresscon Corporation Tele: 719/390-5041 SUBJECT: VAIL PLAZA HOTEL DATE:1/06/05
P.O. Box 15129 Fax: 719/390-5564
Colorado Springs, CO 80935 Denver Line: 303/623-1323 BY: JAT/FDG SHEET 2 OF 6.1.4.3
#5's @ 6" O.C. VERTICAL
1 2 —KN
t o
#5's @ 12" O.C.
(5) #9's 5 IN2
M, = 1.5*15*36 29160 IN—KIPS
V = 18*15 270 KIPS
d= 135 A� 5 IN2 a/2 = 5*60/.85/5/12/2 2.94
M, = .9*60*5*(135-3) = 35640 IN—KIPS OK
CHECK SHEAR
V = 2 *. 85 * 500 0 --5 *12*135/1000 = 194.7 KIPS
V, = (.62/6*(1+36*12/135)/12 +.62/12*(11-36*12/135)/12)*60*135
565 KIPS
o\� = .85*(195+565) = 646 KIPS �; 270 OK
E
Li
8
C)
CD
C3
I
c I >
(0
C)
I
U-i
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0
3 1 z
1.0
C.
Er
CD
0
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0 01=== Lj \-j
Stresscon Corporation Tele: 719/390-5041 SUBJECT: VAIL PLAZA HOTEL DATE:1/06/05
P.O. Box 15129 Fax: 719/390-5564
Colorado Springs, CO 80935 Denver Line: 303/623-1323 BY: JAT/FDG SHEET I OF 6.1.4.4
1 4'— 0" 1 4'— 0" DESIGN OUTRIGGER FOR
l k 1 4 FT TRIB LENGTH
SEE SECTION
6,1.5.2 FOR LOADS
E
1 2
,0)
LLi
U-)
04
r-:
CD
I ZE
C)
C)
Li
10
Zr
C)
co
0
0
CD
Er
01
cm
I-j
C)
Lij
u-
��Ww"
�4 CLOSED TIES
SEE NEXT SHEET FOR CORBEL RUN
AS CONSERVATIVE DESIGN
USED 20% DIRECT TENSION
CONSERVATIVE & 1.15 EXTRA LOAD
FACTOR
2
C'4
P 70 W[Pq AT 1 A FT TPIP
Sheet 2 of 6.1.4.4
6250 52nd ave. Suite 201
INCORPORATED- Arvada, CO 80002
Fax 303-940-9717 Phone 303-940-9715
Program: Concrete Corbel Design BEARING LEN,"
(C)Copyright FDG, Inc. V.,
Based on PCI Design Handbook, Fifth Edition
Chapter 6, Section 6.8 (modified)
Date : 1/7/2005
Project Engr: John Tanner
Project No : 0431
Project Name: Vail Plaza
Description : Outrigger
Precast-Roughened Corbel
Sand Lt. Wgt. Concrete
--- STEEL SUMMARY -----------------------------------------------------------------
Main Tension Steel (As) REQUIRED . . . . . . . . . (Gr 60) = 1.188 In'2
6) # 4 Bars Provides . . . . . . . . . . . . . . 1.200 In A 2
4) # 5 Bars Provides . . . . . . . . . . . . . . 1.240 In'2
3) # 6 Bars Provides . . . . . . . . . . . . . . 1.320 In
2) # 7 Bars Provides . . . . . . . . . . . . . . 1.200 In2
2) # 8 Bars Provides . . . . . . . . . . . . . . 1.580 In
2) # 9 Bars Provides . . . . . . . . . . . * ' ' 2.000 In A 2
Provide Horizontal stirrup Reinforcing Ah (Gr 60) .419 InA 2
Locate Stirrups within the top 18.7 In. of the Corbel
INPUTDATA ----------------------------------------------------------------------
Shear Span (a) = 16.000 In
Vert. Load (Vu) =
70.0
Kips
Bearing Length (Lb) = 8.000 In
Norm. Load (Nu) =
14.0
Kips
Corbel Width (w) = 12.000 In
Load Ratio (Nu/Vu) =
.20
Corbel Height (h) = 30.000 In
Shear Coefficient
.85
d to Tens Steel (d) = 28.000 In
Concrete (F'c) =
5,000
PSI
OverLoad Factor (OLF) = 1.150
Tensile Steel (Fy) =
60
KSI
Lambda .850
Stirrup Steel (Fy) =
60
KSI
--- OUTPUT DATA -------------------------------------------------------------------------
Design Vu = OF*Vu = 80.5 Kips
Design Nu
16.1
Kips
Nominal Design Bearing Capacity
(Eq. 6.8.1) (Phi*Vn) =
285.6
Kips
Nominal Design Shear Capacity . . .
. (Tbl. 4.3.1) (Phi*Vn) =
260.1
Kips
Ult. Moment Acting at Column Face . . .
. . . . . . . (Mu) =
1320.2
In-K
Effective Shear Friction Coefficient . .
. . . . (Greek 'Mue') =
2.465
REINFORCEMENT CALCULATIONS -----------------------------------------------------
By ACI 11.9.3.5 . . . .
. . . . . As=Af+An =
1.188
In A 2
By 6.11.2.4 or ACI 11.9.3.5 . . . .
. . . . As=2Avf/3+An =
.743
In A 2
By ACI 10.5.2 . . . .
. . . . 4/3*As(reqld)=
1.584
In A 2
By Eq 6.11.5 or ACI 10.3 . . . . .
. . . . . . As(min)=
1.120
In
By ACI 10.2 and 10.3 . . . . . . .
. . . . . . As(max)=
8.451
In A 2
By Eq 6.11.6 or ACI 11.9.4 . . . .
. . . . . Ah (Gr 60)
.419
In A 2
--- STEEL SUMMARY -----------------------------------------------------------------
Main Tension Steel (As) REQUIRED . . . . . . . . . (Gr 60) = 1.188 In'2
6) # 4 Bars Provides . . . . . . . . . . . . . . 1.200 In A 2
4) # 5 Bars Provides . . . . . . . . . . . . . . 1.240 In'2
3) # 6 Bars Provides . . . . . . . . . . . . . . 1.320 In
2) # 7 Bars Provides . . . . . . . . . . . . . . 1.200 In2
2) # 8 Bars Provides . . . . . . . . . . . . . . 1.580 In
2) # 9 Bars Provides . . . . . . . . . . . * ' ' 2.000 In A 2
Provide Horizontal stirrup Reinforcing Ah (Gr 60) .419 InA 2
Locate Stirrups within the top 18.7 In. of the Corbel
GR97'SLE'E�E�G=9DIM
= 0 0=c====0 1'j
Stresscon Corporation Tele: 719/390-5041 SUBJECT: VAIL PLAZA HOTEL DATE:1/06/05
P.O. Box 15129 Fax: 719/390-5564
Colorado Springs, CO 80935 Denver Line: 303/623-1323 BY: JAT/FDG SHEET 1 OF 6.1.5.1
STEEL BRG.
CD
STEEL BRG. C)
12*50 600 PSF
Ild
600 PSF
TT BRG. -
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820 PSF
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P.O. Box 15129 Fax: 719/390-5564
Colorado Springs, CO 80935 Denver Line: 303/623-1323 BY: JAT/FDG SHEET 2 OF 6.1.5.1
9 ii
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LT. WGT. CONCRETE AT 115 PCF
10*32.58*.115 = 37.5 USE 38 KIPS TYP. PANEL
CHECK SIMPLE SPAN OF 11 FT. FOR MAX. MOMENT DO TO THE SOIL PRESSURE
W,, 1.7*.82 = 1.394 SAY 1.4 KLF
M = 1.5*1.4*11 = 254.1 IN—KIPS/FT
M. 254/1.7 = 149.4 IN—KIPS/FT
S 2*12 = 288 IN3/FT F� = 149/288 = 0.517 KSI EXTERIOR FACE REASONABLE
VERTICAL COMPRESSION REDUCES NET EFFECT.
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Stresscon Corporation Tele: 719/390-5041 SUBJECT: VAIL PLAZA HOTEL DATE:1/06/05
P.O. Box 15129 Fax: 719/390-5564
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VERTICAL STEEL
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Mu max = 1.5*1,4*1 = 254.1 IN-KIPS/FT
SAY d-a/2 = 9.5 INCHES
A� -- 254/.9/60/9.5 = 0.495
#5's AT 6" O.C. = .62 IN2/FT.
CHECK MAX VERTICAL LOAD
SAY DL = .1*14+.06*14*.15*14
= 4.34 KLF
SAY LL = .125*3*14 = 5.25 KLF
WALL WGT .115*32 = 3.68 SAY 3.7 KLF
MAX DIL = 8.04 SAY 8.5
MAX LL = 5.25
P,, = 1.4*8.5+1.7*5.25 = 20.825 KLF
COLUMN INTERACTION CURVE DATA
Pu:
mu
off
19.1
350;
422'
CL
0
X
450.0
400.0
350.0
300.0
250.0
200.0
150.0
38.1: 491
57.2 - 555:
76.3 614:
95.4 684:
114.4 744:
133.51 7921
152.6 829:
171.67
- 8,551
190.7: 856
209.8; 843
228.9! 826
247.91 803!
267.0 7761
286. 1 7421
305.11 702
324.2: 655:
. . . ..........
34 3.3 600
362.4: 537
381.41 4641
381.41 0i
100.0
50.0
0.0
0
CHECKING STRIPPING & HANDLING
UNIT WGT. =.1 15 KLF
SAY 1/5 PTS .2*32= 6.4 CHECK 7 F CANTILEVER
M = 6*.115*7 = 33.81 IN-KIPS/Fr
USE S.F. OF 1.5 = 1.5*33.81 = 50.715 IN-KIPS/FT
F, = 50.7/288 = 0.176 KSI
LIMIT TO .85*.85*7.5*3000- = 0.297 KSI OK
12x12 wall panel section
200 400 600 800 1000
MOMENT (k * in)
FDG, Inc.
Vail Plaza
Compmem, 3.01, (C)2003 BY SALMONS TECHNOLOGIES, INC.
DESIGN DATA
-----------
SHEET 4 OF 6.1.5.1
DATE: 1/6/2005
PAGE: 1 BY: JAT
Bbot = 0.00 in Tbot 0.00 in Bweb = 12. 00 in
Btop = 0.00 in Ttop 0.00 in H = 12.00 in
Section Type: Rectangular
Area 144.00 in-2 Ybot 6.00 in Sbot = 288.0 in-3
1728 in-4 Ytop 6.00 in Stop = 288.0 in-3
f 5.000 ksi Ec 4287 ksi ecu = 0.0030
fpu 270.00 ksi Es = 29000 ksi ese = 0.0055
fy 60.00 ksi fp,eff = 154.00 ksi betal= 0.80
r 3.46 in
Reinforcing Data: Depth Area Prestressed Strand
(in) (in-2) or Mild Steel
1.30 0.620 Mild Steel
10.70 0.620 Mild Steel
OUTPUT
ULTIMATE LOAD INTERACTION DIAGRAM
---------------------------------
Allow. Allow. Ecc. Allow. Ecc. Allow. Allow. Ecc. Allow. Ecc.
PU +Mu + -Mu - Pu +MU + -MU -
(k) (k-in) (in) (k-in) (in) W (k-in) (in) (k-in) (in)
0.0 350 -350 209.8 843 4.0 -843 4.0
19.1 422 22.1 -422 22.1 228.9 826 3.6 -826 3.6.
38.1 491 12.9 -491 12.9 247.9 803 3.2 -803 3.2
57.2 555 9.7 -555 9.7 267.0 776 2.9 -776 2.9
76.3 614 8.1 -614 8.1 286.1 742 2.6 -742 2.6
95.4 684 7.2 -684 7.2 305.1 702 2.3 -702 2.3
114.4 744 6.5 -744 6.5 324.2 655 2.0 -655 2.0
133.5 792 5.9 -792 5.9 343.3 600 1.7 -600 1.7
152.6 829 5.4 -829 5.4 362.4 537 1.5 -537 1.5
171.6 855 5.0 -855 5.0 381.4 464 1.2 -464 1.2
190.7 856 4.5 -856 4.5
0 01a====c_=)0 lc�_
Stresscon Corporation Tele: 719/390-5041 SUBJECT: VAIL PLAZA HOTEL DATE: 12/6/04
P.O. Box 15129 Fax: 719/390-5564
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10 FT OF 8" WALL 1.0 KLF
2*2.5*. 15 0.75 KLF
6�' SLAB ETC. 6 FT TRIB = .075*6 0.45 KLF
TOTAL = 2.2 KLF USE 2.5 KLF
PLUS LL AT .75 KLF W. = 1.4*2.5+1.7*.75 = 4,775 SAY 5 KLF
5*7 = 35 KIPS
OR 70 KIPS AT 14 FT. TRIB
r 25 K 25 K
WORKING WORKING
11 WA I I I I V/A 11 1 1
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(3) #4 U-BARS
8"
RA A 0 m
(2) # 6's
COVERED BY EXTRA TOP TENSION STEEL & (3) #4 U BARS
1 0" SLAB
SAY TRIB WIDTH 5 FF.
DL = .125*5 0.625 KLF
LL = .1*5 .5 KLF
35 KIPS *16 =
560 IN-KIPS
WALL WGT .115*12 1.38
SAY 1.5 KLF
&4 27' d-c/2
�- 25"
560/.9/60/25
= 0.415 USE (3) #5's
W, 1.4(1.5+.65) + 1.7*.5
= 3.86 KLF
CHECK SHEAR V = .85*5000. *2*1 2*27/1000
c
SAY BEAMS AT P. =1.55*25
= 38.75 USE 40 KIPS
38.9 KIPS
2*40/13 = 6.15 + 3.86
= 10.01 KLF
oV,, = .85*38.9
= 33.1 KIPS �� 35 OK
USE 12 KLF
USE NOM. STEEL
SHEAR FRICTION
12*1.5*132 = 3042 IN-K
USE M = 1.0
A = 35/.85/60 = 0.686 IN2
A, ;z�; 3042/.9/60/120 =
0.4694 IN USE (2) #6's
COVERED BY EXTRA TOP TENSION STEEL & (3) #4 U BARS
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Stresscon Corporation Tele: 719/390-5041 SUBJECT: VAIL PLAZA HOTEL DATE:12/6/04
P.O. Box 15129 Fax: 719/390-5564
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DESIGN WALL TO SPAN VERTICALLY WITH 820 PSF PRESSURE
SAY SPAN 11 FT. M. 1.7*.820*1.5*11 = 253 IN—KIPS/FT
ASSUME d .12-2.5 = 9.5" d—a/2 �-- 9"
A 2� 253/.9/60/9 = 0.52 IN 2/FT #5's AT 6" O.C. ft— 1 '— 4!'
TYP.
PILASTERS
24x16
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PLUS 1.4*310 + 1.7*155 = 698 KIPS
OR .75*(1.4*300+1.7*145) + 305 = 805 KIPS GOVERNS
.75*70+805 = 857.5 SAY 860 KIPS GROSS COL SECTION 28 x 24 OK BY
INSPECTION
USE MIN. STEEL AT .01*24*28 = 6.72 SAY (6) #10's 6*11.27 = 7.62 IN 2
OK
MIN. STEEL VERTICAL .002*12*12 = 0.288 IN2/FT
MIN. STEEL HORIZONTAL .0025*12*12 = 0.36 IN2/Fr USE #5's @ 12" O.C. EA. FACE
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Stresscon Corporation Tele: 719/390-5041 SUBJECT: VAIL PLAZA HOTEL DATE:12/6/04
P.O. Box 15129 Fax: 719/390-5564
Colorado Springs, CO 80935 Denver Line: 303/623-1323 BY: JAT/FDG SHEET 2 OF 6.1.6
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12*28.5*.115 = 39.33 USE 40 KIPS
PLUS (2) PILASTERS 2*1.33*20*.115 = 6.14 KIPS
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Stresscon Corporation Tele: 719/390-5041 SUBJECT: VAIL PLAZA HOTEL DATE:1/08/05
P.O. Box 15129 Fax: 719/390-5564
Colorado Springs, CO 80935 Denver Line: 303/623-1323 BY: JAT/FDG SHEET 1 OF 6. 1.10
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P.O. Box 15129 Fax: 719/390-5564
Colorado Springs, CO 80935 Denver Line: 303/623-1323 BY: JAT/FDG SHEET 1 OF 6. 1.10.1
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TOP OF PANEL SUPPORTS PORTION OF
PATIO DECK SAY 8*8 AREA
SLAB SAY 100 PSF
LL 100 PSF
3'— 11 1"
t 2 =64*.1 = 6.4 KIPS USE 10
DL + LL = 20 KIPS
SAY PANEL WGT AT
8*22*.115 = 20.24
USE 25 KIPS
P,, = 1.4*35 + 1.7*10 = 66 KIPS
USE 80 KIPS CONSERVATIVE
R,, AT NOTCHES = 40 KIPS
BEARING PLATE SECTION 8.6.3.4 HAS (3) #5's
CHECK NOM. SHEAR FOR 4T SECTION
V, .85*2*5000 = 67.8 KIPS
ADD (3) #4 HAIR PINS
CHECK WC 2 TO SPAN 9 FT. WITH 1010 PSF SOIL PRESSURE
W,, =
1.7*1.01 =
1.717 KSF
M,, =
1.5*1.717*9
208.6
IN—KIPS FT
A� -'�;
210/.9/60/9
0.432
IN2/FT.
#5's
@ 6' O.C. =
.31*12/8
0.465 IN2/FT OK
TRIB
AREA CONNX.
= 5*5.5
27.5 SF
27.5*1.717 = 47.2
KIPS
DIRECT COMPRESSION RATED
AT 48 KIPS GOOD
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Stresscon Corporation Tele: 719/390-5041 SUBJECT: VAIL PLAZA HOTEL DATE:1/06/05
P.O. Box 15129 Fax: 719/390-5564
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CHECK CANTILVER
SAY W,, 1.4*. 115* 13 2.093 KLIF
USE 4 KLF
M,, = 6*4*11.15 + 12*40*11.15 8335.74 IN—KIPS
d—a/2 �� 150 IN A, �z 8336/.9/60/150 = 1.029 IN2
USE (2) #8's T&B
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Stresscon Corporation Tele: 719/390-5041 SUBJECT: VAIL PLAZA HOTEL DATE:1/05/05
P.O. Box 15129 Fax: 719/390-5564
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P.O. Box 15129 Fax: 719/390-5564
Colorado Springs, CO 80935 Denver Line: 303/623-1323 BY: JAT/FDG SHEET 1 OF 6.111.1
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2*5.5 = 11 SF
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CORNER CONNECTION
8.6.3.3 RATED AT 21
KIPS OK
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CHECK WC 2 TO SPAN 9 FT. WITH 1010 PSF SOIL PRESSURE
W,, = 1.7*1.01 = 1.717 KSF
M,, = 1.5*1.717*9 208.6 IN—KIPS FT
A� ��; 210/.9/60/9 0.432 IN2/Fr.
#5's @ 8" O.C. = .31*12/8 0.465 IN2/FT OK
TRIB AREA CONNX. = 5*5.5 27.5 SF
27.5*1.717 = 47.2 KIPS
DIRECT COMPRESSION RATED AT 48 KIPS GOOD
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P.O. Box 15129 Fax: 719/390-5564
Colorado Springs, CO 80935 Denver line: 303/623-1323 BY: JAT/FDG SHEET I OF 6.R. 1.0
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P.O. Box 15129 Fax: 719/390 -5564
Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: JAT /FDG SHEET 1 OF 6.R.1.1
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P.O. Box 15129 Fax: 719/390 -5564
Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: JAT/FDG SHEET 1 OF 6.R.1.1.1
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P.O. Box 15129 Fax: 719/390 -5564
Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: JAT/FDG SHEET 1 OF 6.R.1.1.2
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Stresscon Corporation Tele: 719/390 -5041 SUBJECT VAIL PLAZA HOTEL DATE: 1 /06/05
P.O. Box 15129 Fax: 719/390 -5564
Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: JAT/FDG SHEET 1 OF 6.R.1.7.1
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P.O. Box 15129 Fax: 719/390 -5564
Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: JAT /FDG SHEET 1 OF 6.R.1.7.
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Stresscon Corporation Tele: 719/390 -5041 SUBJECT VAIL PLAZA HOTEL DATE: 1 06/05
P.O. Box 15129 Fax: 719/390 -5564
Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: JA / SHEET 1 OF 6.R.1.7.4
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Job Title: TVail Plaza Hotel
Sheet 1 of 7.i
Date: 9/20/04 Job No: 0431
Slab/Misc. DESIGN
SECTION 7
Y:
??
Slab/Misc. Design Index Submittals
SECT I DESCRIPTION I DESIGN I Pus I 1st I 2nd I 3rd I 4th I 5th
II
CONNECTION DESIGN
1 SECTION 8 Sheet 1 of 8.i
Job Title: Vail Plaza Hotel By: JAT Date: 1/10/05 Job No: 0431
Connection Design Index
Submittals
SECT
DESCRIPTION
PAGES
1st
2nd
3rd
4th
5th
8.2
TT connections
8.2.1
Hangers
8.2.1.1
Heavy for 24" TT's
2
X
8.2.1.2
Standard for 18" TT's
2
X
8.2.2
Bearing Plate & Daps
8.2.2.1
Dap for 18 "TT's (5 5/8 ")
2
X
8.2.2.2
TT bearing plate 18 "TT
1
X
8.2.2.3
TT bearing Plate 24 "TT
1
X
8.2.2.4
TT bearing Plate 24 "TT (Heavy)
1
X
8.2.3
Deck Cxns
8.2.3.1
Flange to Flange
1
X
8.2.3.2
TT to RB
1
X
8.2.3.3
8.2.3.4
TT to Wall Panel
3
X
I
Ill
Job Title: Vail Plaza Hotel
CONNECTION DESIGN
SECTION 8
Sheet 2 of 8.i
By: JAT Date: 1/10/05 Job No: 0431
Connection Design Index
Submittals
SECT
DESCRIPTION --7 PAGES
1st
2nd
3rd
4th
5th
8.3
Beam Connections
8.3.1
Brg Plates
8.3.1.1
Notch Plate 48" Notch
3
X
8.3.1.2
Light Notch Plate 48" & 37" Notch
1
X
8.3.1.3
Light Notch Plate (one sided) 24"
1
X
8.3.1.4
Heavy Notch Plate (one sided / middle of bm.) 24"
1
X
8.3.1.5
Heavy Notch Plate (double sided) 24"
1
X
8.3.1.6
Light Notch Plate (two sides) 24"
1
X
8.3.1.7
Heavy Notch 48" brg. on 48" with a 24"
1
X
8.3.1.8
Heavy Double Notch plate w/ 48" & 24"
1
X
83.1.9
Rectangular Beam Brg. Plate
1
X
8.3.1.10
Light Dap w/ upturned bars
1
X
8.3.1.11
Light Notch Plate (bars on short leg)
I
X
8.3.2
Beam to Beam Daps
8.3.2.1
Dap 48" wide beams
3
X
8.3.2.2
Heavy Reverse Dap 48" wide Beams
2
X
8.3.2.3
Heavy Dap 24" Wide Beams
3
X
8.3.2.4
Light Dap 24" Wide Beams
3
X
8.3.2.5
Light reverse Dap 48" Wide Beams w/24" beam
3
X
8.3.2.6
Heavy reverse Dap 48" Wide Beams w/24" beam
3
X
8.3.2.7
Light reverse Dap 48" Wide Beams w/24" or 48" beam
1
X
8.3.2.8
Light Notch Plate 24" wide beam
1
X
CONNECTION DESIGN
SECTION 8 Sheet 3 of 8.i
Job Title: Vail Plaza Hotel By: JAT Date: 1/10/05 Job No: 0431
Connection Design Index
Submittals
SECT
DESCRIPTION
PAGES
1 st
2nd
3rd
4th
5th
8.3.3
Beam to Column or Walls
8.3.3.1
Girder to Top of Column
8
X
8.3.3.2
Girder to Column or Wall
2
X
8.3.4
Beam to Beam
8.3.4.1
Typ. Beam to Beam
2
X
8.5
Column Connections
8.5.1
Column Base Plates
8.5.1.1
Typ. 24x24 column base Plate
3
X
1
1
C
1
I i
I I
I L
1
1
Job Title: Vail Plaza Hotel
CONNECTION DESIGN
SECTION 8
Sheet 4 of 8.i
By: JAT Date: 1/10/05 Job No: 0431
Connection Design Index
Submittals
SECT
DESCRIPTION
PAGES
Ist
2nd
3rd
4th
5th
8.6
Wall Connections
8.6.1
Wall to Foundation
8.6.1.1
Typ. 12" Wall to Foundation
3
X
8.6.2
Wall Corbels
8.6.2.1
Pilaster Cap Plate
1
X
8.6.2.2
Corbel on Pilaster
3
X
8.6.2.3
TT Button Corbel
2
X
8.6.2.4
Brick Ledges
8.6.2.4.1
Precast Weld on 6"
2
X
8.6.2.4.2
6" up in form
2
X
8.6.2.4.3
Embedded Plate for steel weld on by others
1
X
8.6.2.4.4
9" up in form
8.6.2.4.5
21" up in form
8.6.3
Wall to Wall
8.6.3.1
Typ. Vertical Joint
2
X
8.6.3.2
Vertical Joint alignment
1
X
8.6.3.3
Heavy Corner Connection
2
X
r
t
1
1
1
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I I
I I
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ii
G�l�GGG�17lU,�
CONNECTION DESIGN
SECTION 8 Sheet 5 of 8.i
Job Title: Vail Plaza Hotel By: JAT Date: 1/10/05 Job No: 0431
Connection Design Index
Submittals
SECT
DESCRIPTION
PAGES
1st
2nd
3rd
4th
5th
8.6.3.4
12" notch & Bearing
1
X
8.6.3.5
12" to perpendicular 8" panel
3
X
8.63.6
Horizontal Joint 12" Walls
3
X
8.6.3.7
Vertical Joint at Spandrel Walls
2
X
8.6.3.8
Brg. At Spandrel & Wall Column
2
X
8.6.3.9
Horizontal Joint Wall Column to Wall
1
X
8.6.3.10
12" walls to perpendicular 12" Wall w /Jt
1
X
8.6.3.11
12" walls to perpendicular 12" Wall
1
X
8.6.3.12
8" Notch & Bearing
1
X
8.6.3.13
Top of Wall to Perpendicular Wall
1
X
8.6.4
Steel Embeds for WE Beams Etc.
8.6.4.1
12" Beams
2
X
8.6.4.2
18" Beams
2
X
8.6.4.3
24" Beams
2
X
8.6.4.4
18" Beams Heavy Loads
3
X
8.6.4.5
33" Beams Heavy Loads
2
X
8.6.4.6
36" Beams
2
X
8.6.4.7
40" Beams at Notch
I
X
CONNECTION DESIGN
SECTION 8 Sheet 6 of 8.i
Job Title: Vail Plaza Hotel By: JAT Date: 1/10/05 Job No: 0431
Connection Design Index
Submittals
SECT
DESCRIPTION
PAGES
1st
2nd
3rd
4th
5th
8.6.5
Deck to Walls
8.6.5.1
4 ' /z" deck (metal deck & slab)
1
X
8.6.5.2
10" slab on Grade
1
X
8.6.6
Top of Wall Detail
8.6.6.1
TT Flange to Wall
1
X
8.6.6.2
Steel Deck to Wall with Notch
1
X
8.6.6.3
UP Slab to Wall
1
X
8.6.6.4
Steel Deck to Wall
I
X
8.6.6.5
Col. To Top of Wall
1
X
8.6.7
Beams to Walls
8.6.7.1
Beams to Top of Wall w /Col
1
X
8.6.7.2
Beams to Top of Wall
1
X
8.6.7.3
Spandrel to Wall
1
X
1
1
1
FA
1
1
1
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11
1
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Stresscon Corporation Tele: 719/390 -5041 SUBJECT VAIL PLAZA HOTEL DATE: 1 0/19/04
P.O. Box 15129 Fax: 719/390 -5564
Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: JAT /FDG SHEET 1 OF 8.2.
MAX. TOPPING 8"
5" 1' - 72' MIN. TOPPING 4"
6"
Lam
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MASTICORD PAD
1 /2x5x0' -6" I I i START LEG MESH -
I I I I
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(2) #4'
R = 60 KIPS I
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(4) #3 U —BARS
I \— (2) #7's
Ilk 6" 6" 6"
CAZALY DESIGN AT ENTRANCE DRIVE AISLES
HANGER STEEL T = 60 *24.5/19.5 = 75.4 KIPS A ? 75.4/.9/60 1.396 IN
(2) #7's = 1.2 IN AT 80 DEGREE & (2) #4's AT 60 DEGREES
= 1.2 *0.985 + 0.866 *.4 = 1.528 IN
Z OF STEEL ? 60 *5/.9/50 = 6.666 (GRADE 50 STEEL)
Z = t *3 = 2.25 *t t ? 6.666/2.25 = 2.96" USE 3" x 3" PLATE /BAR
CHECK SHEAR .9 *.6 *50 *3 *3 = 243 KIPS OK
CHECK BRG PAD SAY 56 = 25 IN 60/25 = 2.4 KSI F SAY WORKING 2.4/1.55 = 1.55
INCREASE PAD TO 6x5 = 30 IN 25/30 = 0.833 * 1.55 = 1.29 USE MASTICORD PAD l/2x5xO' -6"
CAPACITY BY HANGERS = 1.528 *.9 *60 *19.5/24.5 = 65.7 KIPS
CAPACITY BY PLATE = 6.75 *.9 *50/5 = 60.75 KIPS
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Stresscon Corporation Tele: 719/390 -5041 SUBJECT VAIL PLAZA HOTEL DATE: /19/04
P.O. Box 15129 Fax: 719/390 -5564
Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: JAT/FDG SHEET 2 OF 8.2.
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Stresscon Corporation Tele: 719/390 -5041 SUBJECT VAIL PLAZA HOTEL DATE: 10/19/04
P.O. Box 15129 Fax: 719/390 -5564
Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: JAT/FDG SHEET 1 OF 8.2.1.2
DESIGN CAZALY HANGER FOR 18" TT's
TOPPING THICKNESS AT BRG.
6" 4' 4' MIN. RECOMMENDED
Q
W R, = 28 KIPS 5 1' -32"
MASTICORD , i
BRG PAD
' /2x5xO' -5"
6
(1) #3 U —BAR
(2) #6's
CAZALY DESIGN
HANGER STEEL T = 28 *20.5/15.5 = 37.0 KIPS A ? 37/0.985/.9/60 = 0.696 IN (2) #6's = 0.88 IN
Z OF STEEL ? 28 *5/.9/36 = 4.321 (A36 STEEL)
Z = t *3 = 2.25 *t t ? 4.321/2.25 = 1.92" USE 2 x 3" PLATE
Ru MAX PLATE BENDING = 29.2 KIPS
R MAX HANGER STEEL = 35.4 KIPS
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Stresscon Corporation Tele: 719/390 -5041 SUBJECT VAIL PLAZA HOTEL DATE: /19/04
P.O. Box 15129 Fax: 719/390 -5564
Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: JAT /FDG SHEET 2 OF 8.2.1.2
2' -0"
PL 1 /2x5x0' -5"
7'
5/16 3
PL 3x2x2' -0" (A36 STEEL)
<E
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Stresscon Corporation Tele: 719/390 -5041 SUBJECT VAIL PLAZA HOTEL DATE: 10/27/04
P.O. Box 15129 Fax: 719/390 -5564
Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: JAT SHEET 1 OF 8.2.2.1
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Notes:
The critical development length (Id) of flexural steel is measured from pt
at which a crack from the lower corner crosses the bar.
W, = (1.4 *(.45 +.375) + 1.7 *.375)/2 = .9 KLF
15.00 Kips
0.20
0.90 KLF
1.15
0.85
0.90
12.63 In
11.63 In
5.25 In
6.50 In
4.06 Kips
7.15 kips
6.00 kips
- 0 - .15 - 61 IN
0.377 IN2 Shear
24.90 kips
14.87 in
0.8
DAP ASSEMBLY FOR 1TTT AT PARKING ( FVFI S
1 \ - I L f\Ir J
INCREASE TO
15 KIPS MIN.
TT Dap SpreadSheet
INPUT DATA
Concrete Density
150 PCF
Vu
F'c
5.00 KSI
Nu Ratio
Tee Height
18.00 In
Wu
Stem Width @ Bottom
5.75 In
Overload Factor
Stem Width @ Top
7.25 In
Phi Factor (shear)
Flange Thickness
2.00 In
Phi Factor (Flexure)
Dap Angle
40 deg.
Nib Height
Crack Angle
30 deg.
d
Vc contribution
1.06
Lv
c Depth of N.A.
1.01
a
OUTPUT
Design Vn
20.29 kips
Design Nn
Vc
11.10 kips
Vn less Wn & Vcr
Wn'Length
2.04 kips
Hor. Comp.
Hanger Force
9.3 kips
As Hanger
Flexural Force
22.6 kips
As Flexure
Compression Req'd
24.78 kips
Comp. Available
Wd
6.25 in
Lcrack
Lamba
1
Beta
Wu
Lcrack
Notes:
The critical development length (Id) of flexural steel is measured from pt
at which a crack from the lower corner crosses the bar.
W, = (1.4 *(.45 +.375) + 1.7 *.375)/2 = .9 KLF
15.00 Kips
0.20
0.90 KLF
1.15
0.85
0.90
12.63 In
11.63 In
5.25 In
6.50 In
4.06 Kips
7.15 kips
6.00 kips
- 0 - .15 - 61 IN
0.377 IN2 Shear
24.90 kips
14.87 in
0.8
DAP ASSEMBLY FOR 1TTT AT PARKING ( FVFI S
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Stresscon Corporation Tele: 719/390 -5041 SUBJECT VAIL PLAZA HOTEL DATE: 10/27/04
P.O. Bog 15129 Fax: 719/390 -5564
Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: JAT SHEET 2 OF 8.2.2.
8
PL %x5x0' -8"
4 BENT #4 BAR NOT
"1 SHOWN IN PLAN
VIEW FOR CLARITY
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BARS AS REQ'D
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2 (2) #4's x 2' -6"
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P.O. Box 15129 Fax: 719/390 -5564
Colorado Springs, CO 80935 Denver lane: 303/623 -1323 BY: JAT SHEET 1 OF 8.2.2.2
BRG PLATE FOR 18 "TT
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STANDARD BRG. PAD
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P.O. Box 15129 Fag: 719/390 -5564
Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: JAT SHEET 1 OF 8.2.2.3
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Stresscon Corporation Tele: 719/390 -5041 SUBJECT VAIL PLAZA HOTEL DATE: 12 -03 -04
P.O. Boa 15129 Fax: 719/390 -5564
Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: BJG SHEET 1 OF 8.2.2.
BRG PLATE FOR 24 "TT
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P.O. Box 15129 Fax: 719/390 -5564
Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: JAT /FDG SHEET 1 OF 8.
TYP. FLANGE TO FLANGE CONNECTION
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Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: JAT /FDG SHEET 1 OF 8.2.3.2
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P.O. Box 15129 Fax: 719/390 -5564
Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: JAT /FDG SHEET 1 OF 8.2.3.4
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Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: JAT/FDG SHEET 2 OF 8.2.3.3
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P.O. Box 15129 Fax: 719/390 -5564
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Stresscon Corporation Tele: 719/390 -5041 SUBJECT VAIL PLAZA HOTEL DATE: 10/25/04
P.O. Box 15129 Fax: 719/390 -5564
Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: JAT /FDG SHEET 3 OF 8.2.3.
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Stresscon Corporation Tele: 719/390 -5041 SUBJECT VAIL PLAZA HOTEL DATE: 12/27/04
P.O. Box 15129 Fax: 719/390 -5564
Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: BJG SHEET 1 OF 8.3.1.1
BEAM TO BEAM CONNECTION CAPACITY: 445K
LIGHT NOTCH PLATE
48" WIDE GIRDERS
4' -1"
R = 445K
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P.O. Box 15129 Fax: 719/390 -5564
Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: BJG SHEET 2 OF 8.3.1.
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INCORPORATED
' Program: Concrete Corbel Design
(C)Copyright FDG, Inc.
Based on PCI Design Handbook, Fifth Edition
' Chapter 6, Section 6.8 (modified)
Date : 12/16/2004
Sheet 3 of 8.3.1.1
6250 52nd ave. Suite 201
Arvada, CO 80002
Fax 303 - 940 -9717 Phone 303 - 940 -9715
- -- OUTPUT SATA--------------------------------------------------------------- - - - - --
Design Vu = OF *Vu = 511.8 Kips
I Design Nu
Project Engr:
Kips
Nominal Design Bearing Capacity
-
= 1713.6
Kips
Nominal Design Shear Capacity
(Tbl. 4.3.1) (Phi *Vn)
= 775.2
Kips
Ult. Moment Acting at Column Face .
(Mu)
'
Project No 043 043 1
Effective Shear Friction Coefficient .
(Greek 'Mue')
= 2.121
Project Name: VAIL PLAZA
HOTEL
Description : NOTCH PLATE
LIGHT 48"
'
Monolithic Corbel
Normal Wgt. Concrete
-- -INPUT DATA ----------------------------------------------------------------------
Shear Span (a)
= 8.000
In
Vert. Load
(Vu)
445.0
Kips
Bearing Length (Lb)
= 10.000
In
Norm. Load
(Nu) =
44.5
Kips
Corbel Width (w)
= 48.000
In
Load Ratio
(Nu /Vu) _
.10
Corbel Height (h)
= 19.000
In
Shear Coefficient =
1.40
d to Tens Steel (d)
= 18.000
In
Concrete
(F'c) =
6,000
PSI
OverLoad Factor (OLF)
= 1.150
Tensile Steel
(Fy) =
60
KSI
Lambda
= 1.000
Stirrup Steel
(Fy) =
60
KSI
- -- OUTPUT SATA--------------------------------------------------------------- - - - - --
Design Vu = OF *Vu = 511.8 Kips
I Design Nu
= 51.2
Kips
Nominal Design Bearing Capacity
(Eq. 6.8.1) (Phi *Vn)
= 1713.6
Kips
Nominal Design Shear Capacity
(Tbl. 4.3.1) (Phi *Vn)
= 775.2
Kips
Ult. Moment Acting at Column Face .
(Mu)
= 4145.2
In -K
Effective Shear Friction Coefficient .
(Greek 'Mue')
= 2.121
- -- REINFORCEMENT CALCI
By ACI
By Eq 6.11.2.4 or ACI
By ACI
By Eq 6.11.5 or ACI
By ACI 10.2 and 10.3
By Eq 6.11.6 or ACI
JLATIONS
11.9.3.5
11.9.3.5
10.5.2
10.3
11.9.4
----------------------------
As =Af +An = 5.344 In ^2
As= 2Avf /3 +An = 4.158 In ^2
4 /3 *As(req'd)= 7.125 In ^2
As(min)= 3.456 In ^ 2
As(max)= 24.449 In ^2
Ah (Gr 60) = 1.577 In ^2
-- -STEEL SUMMARY -----------------------------------------
Main Tension Steel (As) REQUIRED .
( 27) # 4 Bars Provides .
( 18) # 5 Bars Provides .
( 13) # 6 Bars Provides .
( 9) # 7 Bars Provides .
( 7) # 8 Bars Provides .
( 6) # 9 Bars Provides .
Provide Horizontal stirrup Reinforcing .
Locate Stirrups within the top 12.0 In. of the Corbel
------------------------
(Gr 60) = 5.344 In ^2
5.400 In ^2
. 5.580 In ^2
. 5.720 In ^2
5.400 In ^2
. 5.530 In ^2
6.000 In ^2
Ah (Gr 60) = 1.577 In ^2
G4�C�C C L�W
D O 0 == d D
Stresscon Corporation Tele: 719/390 -5041 SUBJECT VAIL PLAZA HOTEL DATE: 12/27
P.O. Box 15129 Fax: 719/390 -5564
Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: BJG SHEET 1 OF 8.3.1.2
BEAM TO BEAM CONNECTION
LIGHT NOTCH PLATE
48" & 24" WIDE GIRDERS
FOR CAPACITY
SEE 8.3.1.1
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Stresscon Corporation Tele: 719/390 -5041 SUBJECT VAIL PLAZA HOTEL DATE: 12/27/04
P.O. Box 15129 Fax: 719/390 -5564
Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: BJG SHEET 1 OF 8.3.1.3
BEAM TO BEAM CONNECTION
UGHT NOTCH PLATE (ONE SIDED) 24" WIDE GIRDERS
- 11ft ffl ------- fill -- - - - - -f - -fl {} ---- ft- - - -ft ffl-- - - - - -- - - --
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P.O. Box 15129 Fax: 719/390 -5564
Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: BJG SHEET 1 OF 8.3.1.
FOR CAPACIT SEB.3.2.3
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P.O. Box 15129 Fax: 719/390 -5564
Colorado Springs, CO 80935 Denver line: 303/623 -1323 BY: BJG SHEET 1 OF 8.3.
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Stresscon Corporation Tele: 719/390 -5041 SUBJECT VAIL PLAZA HOTEL DATE: 12/27/04
P.O. Box 15129 Fax: 719/390 -5564
Colorado Springs, CO 80935 Denver line: 303/623 -1323 BY: HJG SHEET 1 OF 8.3.1.6
BEAM TO BEAM CONNECTION
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P.O. Box 15129 Fax: 719/390 -5564
Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: BJG SHEET 1 OF 8.3.1.7
48" BEARING ON A 48"
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P.O. Box 15129 Fax: 719/390 -5564
Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: BJG SHEET 1 OF 8.3.1.9
TYPICAL BEAM BRG. PLATE ON CORBEL
—USE FOR BOTH 24" & 48" BEAMS
PER SHEET (5) OF 3.2.3.1 ASSUMING THAT
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Stresscon Corporation Tele: 719/390 -5041 SUBJECT VAIL PLAZA HOTEL DATE: 12/30/04
P.O. Box 15129 Fax: 719/390 -5564
Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: BJG SHEET 1 OF 8.3. 1.10
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P.O. Box 15129 Fax: 719/390 -5564
Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: BJG SHEET 1 OF 8.3.1.
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Stresscon Corporation Tele: 719/390 -5041 SUBJECT VAIL PLAZA HOTEL DATE: 1 0/12/04
P.O. Box 15129 Fax: 719/390 -5564
Colorado Springs, CO 80935 Denver lane: 303/623 -1323 BY: JAT SHEET 1 OF 8.3.2.1
BEAM TO BEAM CONNECTION
HEAVY DAP 48 WIDE GIRDERS
(3) SETS OF (3) #4 "U" BARS
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II II II
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II II II II
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II II II II
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(16) #7'S
(18) #7 "U" BARS
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USE MASTICORD PAD
( u DLE'Gi� CE G=[ GM 1
= ❑ ❑z== == =U `7
Stresscon Corporation Tele: 719/390 -5041 SUBJECT VAIL PLAZA HOTEL DATE: 10/12/0
P.O. Box 15129 Fax: 719/390 -5564
Colorado Springs, CO 80935 Denver lane: 303/623 -1323 BY: JA SHEET 2 OF 8.3.2.1
8"
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Sheet 3 of 8.3.2.1
6250 52nd ave. Suite 201
Arvada, CO 80002
I N C O R P O RATED Fax 303 - 940 -9717 Phone 303 - 940 -9715
Program: Standard Beam Dap Design
(C)Copyright FDG, Inc.
Based on PCI Design Handbook
Fifth Edition
Chapter 4, Section 4.6.3
(modified)
Date : 10/8/2004
Project Engr: JAT
Project No : 0431
Project Name: Vail. Plaza Hotel
1 Description : 48" wide Beam Dap
if
I i
it
Normal Wgt. Concrete
ld
L PS3
Vc Nominal Concrete Shear is included
-- -INPUT DATA
Clear Span (a)
= 6.000 In
Vert. Load
(Vu)
= 650.0
Kips
Bearing Length (Lb)
= 10.000 In
Norm. Load
(Nu)
= .0
Kips
Width at Dap (w)
= 48.000 In
Dist. Load
(Wu)
= .0
KLF
Height At Dap (h)
= 24.000 In
Load Ratio
(Nu /Vu)
= .00
d to Tens Steel (d)
= 23.000 In
Shear Coefficient
= 1.40
Beam Height (H)
= 44.000 In
Concrete
(F'c)
= 5,000
PSI
d to Tens Steel (D)
= 42.000 In
Tensile Steel
(Fy)
= 60
KSI
OverLoad Factor (OLF)
= 1.150
Stirrup Steel
(FY)
= 60
KSI
Span to Hangar (Lsh)
= 10.000 In
Lambda
= 1.000
- -- OUTPUT DATA
Design Vu = OF *Vu =
747.5 Kips
Design Nu
= .0
Kips
Nominal Design Bearing Capacity
(Eq. 6.8.1) (Phi *Vn)
= 1428.0
Kips
Nominal Design Shear Capacity
(Tbl. 6.7.1) (Phi *V;r)
= 979.2
Kips
Ult. Moment Acting at
Hangar Stl (Ash)
(Mu)
= 10628.5 In -K
Effective Shear Friction Coefficient .
(Greek
'Mue')
= 1.834
Lx2 = 26.4
In Lx3
= 47.9
In
Vc Nominal at Crack 2
156.1 Kips
Ash
12.055 In2
Asl
5.328 In2
As2
9.085 In2
As2 governs
use 9.085 In2
Asa
8.724 In2
As(min.)
3.680 In2
As(max.)
27.769 In2
Ah
2.664 In2
ASH (8) 9 =4.6 IN2 & (18) FS =10.8 TOTAL X2.4 IN2
AS2 416) #'S:9.6 IN2
it
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Stresscon Corporation Tele: 719/390 -5041 SUBJECT VAIL PLAZA HOTEL DATE: 1 2/29/0 4
P.O. Box 15129 Fax: 719/390 -5564
Colorado Springs, CO 80935 Denver lane: 303/623 -1323 BY: JAT SHEET 1 OF 8.3.2.2
BEAM TO BEAM CONNECTION
HEAVY REVERSE DAP
48" WIDE GIRDERS
( #7
" U" BAR
HANGERS
Ln
(16) #7's
ii ii ii II
SEE 8.3.2.1
�i ii ii ii
R� 650 KIPS
_
FOR
PLATE DETAILS
I II II II
II II II II
II II II II
II II 11 II
I II II II
I II II II
II II II II
8„ BRG PAD 10x46 - 0 0
I
II II II II
II II II II
II II II II
II II II II
II II II II
II II II II
�
II II II II
II- _- _- ___ ---� -_ -_µ_ms _
II II II II
II II II II
--
650/10/46 =
1.413
KSI
USE MASTICORD
PAD
(6) #7
(3) SETS OF
BARS
(3) #4 "U" BARS
24x24 COL.
E
M
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- - - -- Sheet 2 of 8.3.2.2
6250 52nd ave. Suite 201
Arvada, CO 80002
I N C 4 R P ORATED Fax 303- 940 -9717 Phone 303 - 940 -9715
----------------
Program: Concrete Corbel Design BEARING LEN,
(C)Copyright FDG, Inc. V
Based on PCI Design Handbook, Fifth Edition
o
Chapter 6, Section 6.8 (modified)
NU
Date : 10/19/2004
n'
h
�
Project Engr: John Tanner
L
V
Project No : 0431
Project Name: Vail Plaza Hotel
Description : Reverse Dap
Monolithic Corbel
A `
Normal Wgt. Concrete
-- -INPUT DATA----------------------------------------------------------------------
Shear Span (a) = 8.000 In
Vert. Load (Vu) =
650.0
Kips
Bearing Length (Lb) = 10.000 In
Norm. Load (Nu) =
65.0
Kips
Corbel Width (w) = 48.000 In
Load Ratio (Nu /Vu) _
.10
Corbel Height (h) = 19.000 In
Shear Coefficient =
1.40
d to Tens Steel (d) = 18.000 In
Concrete (F'c) =
6,000
PSI
OverLoad Factor (OLF) = 1.150
Tensile Steel (Fy) =
60
KSI
Lambda = 1.000
Stirrup Steel (Fy) =
60
KSI
- -- OUTPUT DATA---------------------------------------------------------------------
Design Vu = OF *Vu = 747.5 Kips
Design Nu =
74.8
Kips
Nominal Design Bearing Capacity
(Eq. 6.8.1) (Phi *Vn) =
1713.6
Kips
Nominal Design Shear Capacity
(Tbl. 4.3.1) (Phi *Vn) =
775.2
Kips
Ult. Moment Acting at Column Face .
(Mu) =
6054.8
In -K
Effective Shear Friction Coefficient .
(Greek 'Mue') =
1.452
- -- REINFORCEMENT CALCULATIONS -----------------------------------------------------
By ACI 11.9.3.5 .
As =Af +An =
7.903
In'2
By Eq 6.11.2.4 or ACI 11.9.3.5 .
As= 2Avf /3 +An =.
8.196
In
By ACI 10.5.2
.` 4 /3 *As(req'd)=
10.928
In'2
By Eq 6.11.5 or ACI 10.3
As(min)=
3.456
In
By ACI 10.2 and 10.3
As(max)=
24.449
In"2
By Eq 6.11.6 or ACI 11.9.4
Ah (Gr 60) =
3.365
In
-- -STEEL SUMMARY -----------------------------------------
- - - -------
- -
- ---
Main Tension Steel (As) REQUIRED
(Gr 60) =
8.196
In
( 41) # 4 Bars Provides
8.200
In
( 27) # 5 Bars Provides
8.370
In
( 19) # 6 Bars Provides
8.360
In
( 14) # 7 Bars Provides
8.400
In
( 11) # 8 Bars Provides
8.690
In
( 9) # 9 Bars Provides
9.000
In
Provide Horizontal stirrup Reinforcing
Ah (Gr 60) =
3.365
In
Locate Stirrups within the top 12.0 In. of the
Corbel
use (14) I'S
& Ah 3.411.24 43) sets of ff's
Id
000000000
Stresscon Corporation Tele: 719/390 -5041 SUBJECT VAIL PLAZA HOTEL DATE: 01/10/05
P.O. Boa 15129 Fax: 719/390 -5564
Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: B JG SHEET 1 OF 8.3.2.3
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BEAM TO BEAM CONNECTION CAPACITY: R s 350'
HEAVY DAP 24" WIDE GIRDERS
(2) SETS OF (2) #4 "U" BARS
C14 __ ______ __________________ (9) #7'S
-- - - - - - ------ ------------
0
I
1' 0"
R 350 KIPS
BRG PAD 10x23
(8) #7 "U" BARS
350 23" = 1.52 KSI SIDE VIEW
USE MASTICORD PAD
J EE 'BC' 3.R.2.2
1' -0" OR STIRRUP SPACING
s
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Stresscon Corporation Tele: 719/390 -5041 SUBJECT VAIL PLAZA HOTEL DATE: 12/27/0
P.O. Boa 15129 Fag: 719/390 -5564
Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: BJG SHEET 2 OF 8.3.2.3
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4- 8x4x' /2' X2' -0"
II
INCORPORATED
I Program: Standard Beam Dap Design CRACK'T"
(C)Copyright FDG, Inc.
Ah—
Based on PCI Design Handbook
Fifth Edition
Chapter 4, Section 4.6.3
(modified)
Date : 12/8/2004
Project Engr: BJG
Project No : 0431
Project Name: VAIL PLAZA
Description : 2 -3" HVY. DAP
Sheet 3 of 8.3.2.
6250 52nd ave. Suite 201
Arvada, CO 80002
Fax 303 - 940 -9717 Phone 303 - 940 -9715
Wu Lx3
Lx2
UC
V I
F '2"
s � ld
^J CRACK 7 3°
• K X
Nu !d
Lsh 38 degree
�U , T crack angle
Normal Wgt. Concrete
Ash--J
(d LAS3
Vc Nominal Concrete Shear is included
-- -INPUT DATA
Clear Span (a) = 7.000 In
Vert. Load (Vu)
= 350.0
Kips
Bearing Length (Lb) = 10.000 In
Norm. Load (Nu)
= .0
Kips
Width at Dap (w) = 24.000 In
Dist. Load (Wu)
= 9.7
KLF
Height At Dap (h) = 24.500 In
Load Ratio (Nu /Vu)
= .00
d to Tens Steel (d) = 23.000 In
Shear Coefficient
= 1.40
Beam Height (H) = 44.000 In
Concrete (F'c)
= 6,000
PSI
d to Tens Steel (D) = 42.000 In
Tensile Steel (Fy)
= 60
KSI
OverLoad Factor (OLF) = 1.150
Stirrup Steel (Fy)
= 60
KSI
Span to Hangar (Lsh) = 9.000 In
Lambda
= 1.000
- -- OUTPUT DATA
Design Vu = OF *Vu = 402.5 Kips
Design Nu
= .0
Kips
Nominal Design Bearing Capacity
(Eq. 6.8.1) (Phi *Vn)
= 856.8
Kips
Nominal Design Shear Capacity
(Tbl. 6.7.1) (Phi *Vn)
= 499.8
Kips
Ult. Moment Acting at Hangar Stl (Ash)
(Mu)
= 5880.5
In -K
Effective Shear Friction Coefficient .
(Greek 'Mue')
= 1.738
Lx2 = 27.2 In Lx3
= 48.2
In
Vc Nominal at Crack 2 85.5 Kips
Ash 5.844 In2
Asl 3.027 In2
As2 5.001 In2
As2 governs
use 5.001 In2
As3 4.745 In2
As(min.) 2.208 In2
As(max.) 15.620 In2
Ah 1.513 In2
As2 x.00 /.6:3.33 bars (US49) Vs )
Ah 4.513 in2 48) #'s x.60 in2
As3 =1.75 /.6 48) (Ts) x.80 in2
Ash x.85 -4.80 4.05 in2 (3 #'s =4 *3 =4.20in2)
o ❑ ❑000000u \-j
Stresscon Corporation Tele: 719/390 -5041 SUBJECT VAIL PLAZA HOTEL DATE: /10/05
P.O. Box 15129 Fax: 719/390 -5564
Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: BJG SHEET 1 OF 8.3.2.4
BEAM TO BEAM CONNECTION CAPACITY: R,, 5 150'
LIGHT DAP 24" WIDE GIRDERS
(1) #4 'U' BAR
N — - - - - -- --- - - - - -- - -- ( # S
co
M
1 , O
R, 150 KIPS
BRG PAD 10x23
(4) #7 "U" BARS
150 23" = .652 KSI SIDE VIEW
USE MASTICORD PAD
J EE 'BD' 3.R.2.3
OR STIRRUP SPACING
O
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TOP VIEW
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Stresscon Corporation Tele: 719/390 -5041 SUBJECT VAIL PLAZA HOTEL DATE: 12/27/0
P.O. Box 15129 Fax: 719/390 -5564
Colorado Springs, CO 80935 Denver line: 303/623 -1323 BY: BJG SHEET 2 OF 8.3.2.4
4� 54
0
M
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- 44
—K
7 /16 3' /2
(6) #4's x 1' -0"
(6) #7's x 5' -6"
5 / 6
1- 8x4x'/2x2' -0"
d
d
O
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a
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INCORPORATED
I I
Program: Standard Beam Dap Design CDArll "4��
(C)Copyright FDG, Inc.
Based on PCI Design Handbook
Fifth Edition
Chapter 4, Section 4.6.3
(modified)
Date : 12/8/2004
Normal Wgt. Concrete
Vc Nominal Concrete Shear is inclu
-- -INPUT DATA - - - - --
Sheet 3 of 8.3.2.4
6250 52nd ave. Suite 201
Arvada, CO 80002
Fax 303 - 940 -9717 Phone 303 - 940 -9715
Clear Span (a)
Project Engr:
BJG
(Vu)
Project No :
0431
Bearing Length (Lb)
Project Name:
VAIL PLAZA
(Nu)
Description :
2 -3" HVY. DAP
Normal Wgt. Concrete
Vc Nominal Concrete Shear is inclu
-- -INPUT DATA - - - - --
Sheet 3 of 8.3.2.4
6250 52nd ave. Suite 201
Arvada, CO 80002
Fax 303 - 940 -9717 Phone 303 - 940 -9715
Clear Span (a)
= 7.000 In
Vert. Load
(Vu)
= 150.0
Kips
Bearing Length (Lb)
= 10.000 In
Norm. Load
(Nu)
_ .0
Kips
Width at Dap (w)
= 24.000 In
Dist. Load
(Wu)
= 9.7
KLF
Height At Dap (h)
= 24.500 In
Load Ratio
(Nu /Vu)
_ .00
d to Tens Steel (d)
= 23.000 In
Shear Coefficient
= 1.40
Beam Height (H)
= 44.000 In
Concrete
(F'c)
= 6,000
PSI
d to Tens Steel (D)
= 42.000 In
Tensile Steel
(Fy)
= 60
KSI
OverLoad Factor (OLF)
= 1.150
Stirrup Steel
(Fy)
= 60
KSI
Span to Hangar (Lsh)
= 9.000 In
Lambda
= 1.000
- -- OUTPUT DATA---------------------------------------------------------------------
Design Vu = OF *Vu =
172.5 Kips
Design Nu
= .0
Kips
Nominal Design Bearing
Capacity
(Eq. 6.8.1) (Phi *Vn)
= 856.8
Kips
Nominal Design Shear Capacity
(Tbl. 6.7.1) (Phi *Vn)
= 499.8
Kips
Ult. Moment Acting at
Hangar Stl (Ash)
(Mu)
= 3956.6
In -K
Effective Shear Friction
Coefficient .
(Greek
'Mue')
= 3.400
Lx2 = 28.6
In Lx3
= 51.6
In
Vc Nominal at Crack 2
85.5 Kips
Ash
1.308 In2
Asl
.663 In2
As2
3.302 In2
As2 governs
use 3.302
In2
As3
2.387 In2
As(min.)
2.208 In2
As(max.)
15.620 In2
Ah
.332 In2
As2 x.30 /.6 =5.5 say 6 BARS
Ah =0.33in2 41) Ns x.20 in2
As3 x.39 /.6 44) (Ts) x.40 in2
a a a000000� a
Stresscon Corporation Tele: 719/390 -5041 SUBJECT VAIL PLAZA HOTEL DATE: 12/27
P.O. Box 15129 Fax: 719/390 -5564
Colorado Springs, CO 80935 Denver line: 303/623 -1323 BY: BJG SHEET 1 OF 8.3.2.5
BEAM TO BEAM CONNECTION CAPACITY:-tnlO
LIGHT REVERSE DAP
48" WIDE GIRDERS 297K
1' -0" 6" 3" 2 2 1' -0° # STIRRUPS
( #
"U" BAR
HANGERS
�n
I I I
SEE NEXT i i i R 150 KIPS
PAGE i i i i g' BRG PAD 10x22 ° O
I I I I
I I I I
I I I i
I I I I
I I I
I I I I
I I I I
I I I I
I I I I
I I I I
I I I
I I I
I I I I
I I I I I
I I I I
I I I I
I I I I
I I I I
150 22' = 0.681 KSI
USE MASTICORD PAD
(4) #7 \\ — (2) #4 "U" BARS
"L" BARS
24x24 COL.
>_
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Stresscon Corporation Tele: 719/390 -5041 SUBJECT VAIL PLAZA HOTEL DATE: 12/27
P.O. Box 15129 Fax: 719/390 -5564
Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: BJG SHEET 2 OF 8.3.2.5
� N
i�
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(6) #4's
X
1 /2
17 (6) #7's x 5' -6"
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Sheet 3 of 8.3.2.5
6250 52nd ave. Suite 201
Arvada, CO 80002
1 N C 0 R P 0 R A T E D Fax 303 - 940 -9717 Phone 303 - 940 -9715
Program: Concrete Corbel Design BEARING LEN.
(C)Copyright FDG, Inc.
o
Based on PCI Design Handbook, Fifth Edition N At
Chapter 6, Section 6.8 (modified)
Date : 12/29/2004
Project Engr: BJG
Project No : 0438
Project Name: Vail Plaza
Description : DAP PLATE CONDITION
Monolithic Corbel
Normal Wgt. Concrete
-- -INPUT DATA
Shear Span (a) = 8.000 In
Vert. Load (Vu) =
297.0
Kips
Bearing Length (Lb) = 10.000 In
Norm. Load (Nu) =
29.7
Kips
Corbel Width (w) = 24.000 In
Load Ratio (Nu /Vu) _
.10
Corbel Height (h) = 19.000 In
Shear Coefficient =
1.40
d to Tens Steel (d) = 18.000 In
Concrete (F'c) =
6,000
PSI
OverLoad Factor (OLF) = 1.150
Tensile Steel (Fy) =
60
KSI
Lambda = 1.000
Stirrup Steel (Fy) =
60
KSI
- -- OUTPUT DATA---------------------------------------------------------------------
Design Vu = OF *Vu = 341.6 Kips
Design Nu =
34.2
Kips
Nominal Design Bearing Capacity
(Eq.. 6.8.1) (Phi *Vn) =
856.8
Kips
Nominal Design Shear Capacity
(Tbl. 4.3.1) (Phi *Vn) =
387.6
Kips
Ult. Moment Acting at Column Face .
. (Mu) =
2766.6
In -K
Effective Shear Friction Coefficient .
(Greek 'Mue') =
1.589
- -- REINFORCEMENT CALCULATIONS -----------------------------------------------------
By ACI 11.9.3.5 .
As =Af +An =
3.599
In ^2
By Eq 6.11.2.4 or ACI 11.9.3.5 .
. . As= 2Avf /3 +An =
3.480
In ^2
By ACI 10.5.2
4 /3 *As(req'd)=
4.798
In ^2
By Eq 6.11.5 or ACI 10.3
As(min)=
1.728
In ^2
By ACI 10.2 and 10.3
As(max)=
12.224
In ^2
By Eq 6.11.6 or ACI 11.9.4
Ah (Gr 60) =
1.405
In ^2
-- -STEEL SUMMARY ---------------------------------------------------
Main Tension Steel (As) REQUIRED (Gr 60)
( 181 # 4 Bars Provides .
( 12) # 5 Bars Provides .
( 9) # 6 Bars Provides
( 6) # 7 Bars Provides
( 5 ) # 8 Bars Provides .
( 4) # 9 Bars Provides .
Provide Horizontal stirrup Reinforcing .
Locate Stirrups within the top 12.0 In. of the Corbel
As 14) 1 Ubars 12) # Ubars x.60 in2 X1.78 in2
Ah =53in2 USP) # UBars.....As =4Oin2
it
-------------
3.599 In ^2
3.600 In ^2
3.720 In ^2
3.960 In ^2
3.600 In ^2
3.950 In ^2
4.000 In ^2
Ah (Gr 60) = 1.405 In ^2
a El ❑z=== o a
Stresscon Corporation Tele: 719/390 -5041 SUBJECT VAIL PLAZA HOTEL DATE: 12/27/04
P.O. Bog 15129 Fax: 719/390 -5564
Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: BJG SHEET 1 OF 8.3.2.6
BEAM TO BEAM CONNECTION
HEAVY REVERSE DAP
48" WIDE GIRDERS
( #
" U" BAR
HANGERS
CAPACITY: 337
in
SEE NEXT
II II
i i i i
II
i i i
R
337 KIPS
PAGE
i i i i
II II
II II
II II
I II
I II
11 II
i i i
II II
II II
II II
II II
II II
II II
g° BRIG
PAD 10x22 ° I
II II II II
II II II II
II II II II
II II II II
II II I
II--------- 1I -- - - -1 -1
II IF-- - -1T - 7 T
- - - - - -- -
- - - - - -- --®
11 --------- JL- - -
-u -J
- - - - - -- -�
II---- - - - - -� -- -
II_________
-FF -�
- - - - - --
II II
II II
II II
II II
II II
II II
337 22" = 1.53 KSI
USE MASTICORD PAD
(4) #7
(2)
#4 "U" BARS
BARS
(3)
SETS TOTAL
\ -24x24 COL.
E
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Stresscon Corporation Tele: 719/390 -5041 SUBJECT VAIL PLAZA HOTEL DATE: 12/28/04
P.O. Box 15129 Fax: 719/390 -5564
Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: BJG SHEET 2 OF 8.3.2.6
i7
r-1N B
V'
r V B
d
(D
r'")
rn 0
raid 0
d 0
0
L8x4x'/2x3' -11"
(8) #4's
X 1' -0"
E/2
(10) #7's x T -6"
/ z
rr ,
4 1,. 1
4 4
8"
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INCORPORATED
Sheet 3 of 8.3.2.6
6250 52nd ave. Suite 201
Arvada, CO 80002
Fax 303 - 940 -9717 Phone 303 - 940 -9715
Program: Concrete Corbel Design
(C)Copyright FDG, Inc.
Based on PCI Design Handbook, Fifth Edition
Chapter 6, Section 6.8 (modified)
Date : 12/15/2004
Project Engr: BJG
Project No
am
Project Name: Vail Plaza Hotel
Description : Light Reverse Dap
Monolithic Corbel
Normal Wgt. Concrete
-- -INPUT DATA
Shear Span (a) = 8.000 In
Vert. Load (Vu)
337.0
Kips
Bearing Length (Lb) = 10.000 In
Norm. Load (Nu) =
33.7
Kips
Corbel Width (w) = 24.000 In
Load Ratio (Nu /Vu) =
.10
Corbel Height (h) = 19.000 In
Shear Coefficient =
1.40
d to Tens Steel (d) = 18.000 In
Concrete (F'c) =
6,000
PSI
OverLoad Factor (OLF) = 1.150
Tensile Steel (Fy) =
60
KSI
Lambda = 1.000
Stirrup Steel (Fy) =
60
KSI
- -- OUTPUT DATA
Design Vu = OF *Vu = 387.6 Kips
Design Nu =
38.8
Kips
Nominal Design Bearing Capacity
(Eq. 6.8.1) (Phi *Vn) =
856.8
Kips
Nominal Design Shear Capacity
(Tbl. 4.3.1) (Phi *Vn)
387.6
Kips
Ult. Moment Acting at Column Face .
(Mu) =
3139.2
In -K
Effective Shear Friction Coefficient .
(Greek 'Mue') =
1.400
- -- REINFORCEMENT CALCULATIONS -----------------------------------------------------
By ACI 11.9.3.5 .
As =Af +An =
4.103
In ^2
By Eq 6.11.2.4 or ACI 11.9.3.5 .
As= 2Avf /3 +An =
4.378
In ^2
By ACI 10.5.2
4 /3 *As(req'd)=
5.837
In ^2
By Eq 6.11.5 or ACI 10.3
As(min)=
1.728
In ^2
By ACI 10.2 and 10.3
As(max)=
12.224
In ^2
By Eq 6.11.6 or ACI 11.9.4
Ah (Gr 60) =
1.809
In ^2
-- -STEEL SUMMARY ----------------------------
Main Tension Steel (As) REQUIRED .
(Gr 60) =
4.378
In ^2
( 22) # 4 Bars Provides
4.400
In ^2
( 15) # 5 Bars Provides
4.650
In ^2
( 10) # 6 Bars Provides
4.400
In ^2
( 8) # 7 Bars Provides
4.800
In ^2
( 6) # 8 Bars Provides
4.740
In ^2
( 5) # 9 Bars Provides
5.000
In ^2
Provide Horizontal stirrup Reinforcing
Ah (Gr 60) =
1.809
In ^2
Locate Stirrups within the top 12.0 In.
of the Corbel
As2 410) X's USB As =6.0h2
'
Ah 4.81140:4.5 Ubars ..... USEB
E�4DC'CE�QG='G
= 0 0000 =00 Q
Stresscon Corporation Tele: 719/390 -5041 SUBJECT VAI PLAZA HOTEL DATE: 12/28/0
P.O. Box 15129 Fax: 719/390 -5564
Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: BJG SHEET 1 OF 8.3.2.7
SEE 8.3.2.5
FOR CAPACITY
o
0
0
0
0
o
M
(6) #4's
X
L
(6) #7's x 5' -6'
.4
2�' r
8 n iLS
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0
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Stresscon Corporation Tele: 719/390 -5041 SUBJECT VAIL PLAZA HOTEL DATE: 12/28/04
P.O. Box 15129 Fag: 719/390 -5564
Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: BJG SHEET 1 OF 8.3.2.8
E
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f=
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SEE 8.3.2.5
CAPACITY = 297K
8"
2 1" 5rr
a
CV
0
CV
0
I �
0
CV
0
CV
0
cD
(8) #4 X 1' -0"
5 /16
(6) #7x2' -10"
7� 6
1' -8'
1 2"
CV
L8x4x'/2x1'
-11"
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Stresscon Corporation Tele: 719/390 -5041 SUBJECT VAIL PLAZA HOTEL DATE: 1 1 / 11 /04
P.O. Box 15129 Fax: 719/390 -5564
Colorado Springs, CO 80935 Denver line: 303/623 -1323 BY: JAT SHEET 1 OF 8.3.3.1
E
a
0
0
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BEAM TO COL. CONNECTION
NOTE: THE ONLY PERPENDICULAR
ELEMENTS ALLOWED TO
BE ERECTED ON
BEAM ARE THE TT's PRIOR
TO THE
O
O
GROUT SETTING.
PL 1 /2x4xO' -4"
W/ 1%"o HOLE
O
O
(4) #9's 6' -0" LONG
PROJECT 3' -0" TRIM AS
GROUT SLEEVE
REQUIRED
WITH 6000 PSI
GROUT
I I II
I I II
II II I I II
II II I
I II
I II
II II
II II
1 1 1
II II
II II I I
II II I
II II I I
II II I
I I III '
II II I I
3" CORRUGATED
I
it II
11 I
II II I I
METAL SLEEVE
II II
II II
n II II
11 II II
II II I I
II II I
II II I I �
II II I it I
O
11 II II
II II II
I
II I II
II II I II
II II I II
II I I
II II I II
M
II II
II II I
II
11 " "
II
II
II
II
II
" U II
II
I
II
II
BEAM BRG. & ALIGNMENT PLATE
11
• I I •
II
• • • I t
1
3 2
3 1
. i i•
i i •
1' - 4"
2
II
I II
I it
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Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: JAT SHEET 2 OF 8.3.3.1
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Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: JAT SHEET 3 OF 8.3.3.1
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P.O. Box 15129 Fax: 719/390 -5564
Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: JAT SHEET 4 OF 8.3.3.1
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P.O. Box 15129 Fag: 719/390 -5564
Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: JAT SHEET 5 OF 8.3.3.1
CAPRALON BRG PAD
SEE SECTION 0.3.1 ULTIMATE BEARING CAPACITY EXCEEDS 10,000 PSI
THEREFORE, THE DIRECT BEARING ON THE COLUMN GOVERNS.
ASSUME FULL BRG. AT
.7 *.85 *6 *24 *24 = 2056 KIPS AT 6 KSI CONCRETE
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T, #9 = 60 KIPS
a/2 = 120/.85/6/24/2 = 0.49 IN
M, = 120 *(20 -.49) = 2341.2 K -IN
BRG ON 4"x24" = 96 IN
= .85 *6 *96 = 489.6 KIPS
T,, = 2 *60 = 108KIPS
R,, = 489.6 - 120 = 369.6 KIPS
M,, = 120 *8 +489.6 *10 = 5856 K -IN
P. = 0
M� = .9 *2341.2 = 2107 K -IN
P, _ .75 *369.6 = 277 KIPS
.75 *5856 = 4392 K -IN
BRG ON 8x24 .85 *6 *8x24 = 979.2 KIPS
R,, = 979.2 -120 = 859.2 KIPS P = .7 *859.2 = 601 KIPS
M,, = 120 *8 +979.2 *8 = 7941.6 K -IN M,, = .7 *8793.6 = 6156 K -IN
BRG ON 12x24 .85 *6 *12x24 = 1468.8 KIPS
R,, = 1468.8 -120= 1348.8 KIPS
M,, = 120 *8 +1468.8 *6 = 9772.8 K -IN
P, _ .7 *1348.8 = 944 KIPS
M� _ .7 *9772.8 = 6841 K -IN
BRG ON 16x24 .85 *6 *16x24 = 1958.4 KIPS
R,, = 1958.4 -108 = 1838.4 KIPS
M,, = 120 *8 +1958.4 *4 = 8793.6 K -IN
BRG ON 20x24 .85 *6 *20x24 = 2328 KIPS
R� = 2448 -120 = 2340 KIPS
M,, = 120 *8 +2448 *2 = 5856 K -IN
BRG ON 24x24 .85 *6 *24 *24 = 2937.6
8" , 12 -a /2
7"1
T, "a
P,, = .7 *1838.4 = 1287 KIPS
M,, = .7 *8793.6 = 6156 K -IN
P. = .7 *2328 = 1630 KIPS
M. = .7 *5856 = 4099 K -IN
P,, = .7 *2937.6 = 2056 KIPS
I
FDG, Inc.
Vail Plaza
Compmem, 3.01, (C)2003 BY SALMONS TECHNOLOGIES, INC.
DESIGN DATA
SHEET 6 OF 8.3.3.1
DATE: 12/27/2004
PAGE: 1 BY: JAT
Bbot = 0.00 in Tbot = 0.00 in Bweb = 24.00 in
Btop = 0.00 in Ttop = 0.00 in H = 24.00 in
Section Type: Rectangular
Area = 576.00 in -2 Ybot = 12.00 in Sbot = 2304.0 in -3
I = 27648 in -4 Ytop = 12.00 in Stop = 2304.0 in -3
f'c = 6.000 ksi Ec = 4696 ksi ecu = 0.0030
fpu = 270.00 ksi Es = 29000 ksi ese = 0.0055
fy = 60.00 ksi fp,eff = 154.00 ksi betal= 0.75
r = 6.93 in
Reinforcing Data: Depth Area Prestressed Strand
(in) (in -2) or Mild Steel
4.00 2.000 Mild Steel
20.00 2.000 Mild Steel
*** * * * * * * * * * * * * * * * * * * * * * * * * * *r * * ** OUTPUT *► *t * * * * * * * * * * * * * * * r * * * * * * * *rr * **
ULTIMATE LOAD INTERACTION DIAGRAM
---------------------------------
Allow. Allow. Ecc. Allow. Ecc. Allow. Allow. Ecc. Allow. Ecc.
Pu +Mu + -Mu - Pu +Mu + -Mu -
(k) (k -in) (in) (k -in) (in) (k) (k -in) (in) (k -in) (in)
0.0 2356 -2356 972.4 7096 7.3 -7096 7.3
88.4 3015 34.1 -3015 34.1 1060.8 7041 6.6 -7041 6.6
176.8 3664 20.7 -3664 20.7 1149.2 6929 6.0 -6929 6.0
265.2 4280 16.1 -4280 16.1 1237.6 6756 5.5 -6756 5.5
353.6 4838 13.7 -4838 13.7 1326.0 6516 4.9 -6516 4.9
442.0 5460 12.4 -5460 12.4 1414.4 6206 4.4 -6206 4.4
530.4 6007 11.3 -6007 11.3 1502.8 5822 3.9 -5822 3.9
618.8 6474 10.5 -6474 10.5 1591.2 5362 3.4 -5362 3.4
707.2 6856 9.7 -6856 9.7 1679.6 4818 2.9 -4818 2.9
795.6 7055 8.9 -7055 8.9 1768.0 4198 2.4 -4198 2.4
884.0 7102 8.0 -7102 8.0
11
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COLUMN INTERACTION CURVE DATA
Pu mu
0.0. 2356
3015
176.8 3664
Bearing Rotation
265.2; 4280
MTN"
um
353.6 4838
442.0 5460
530.4 6007
618.8' 6474
795.61 7055
884.0. 7102
972.4 7096
L1 1500.0
X 1000.0
'c
1149.2 6929
1237.6 6756
1326.0: 6516
1414.4 6206
1502.8' 5822
1591.2' 5362
1679.6 4818
2056.0 0
4271 3051
800 4000
1200 2100
0 1000 2000 3000 4000 5000 6000 7000 8000
MOMENT (k in)
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' P.O. Box 15129 Fax: 719/390 -5564
Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: JAT SHEET 8 OF 8.3.3.1
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: DEVELOPMENT
LENGTHS (AC131 &99 Ch 12) I
Ch. 122In
fc (psi)
-- .... -
uts
- - -
= 6000
-
--
- -.... -
Ch 12.2.3 Inputs
° - - . - --
-
c
a 1.3,1.0
. --._
= 1.0
--
Ktr !_ '0.2000
(1.7 max)
i
(1 {1512,1
a Ls1.0
,1.0
- - - - -. )
1.0_
Atr f= :0.12
n
- - i - --
-_-
_
---
a z - - - -12
-
- -;
Bundling no of bars (1.33,1.2,1.0 ) =1
1
fyt (psi) -
60000
I
Excess Reinf As(regdyAs(pmv) =1
Compression
Tension Method 1
Tension Method 2
Results
;
ACI Ch/sect.
12.3.2
12.3 -2
12.2.2
12.2.2
12.2.3
12.2.3
12.23
Tension
Tension ICompre
Bar size
db
Idb
Idbmin
ideal
other
(c +Ktr) /db
(c +Ktr) /dbused
Idb
Idb(min)
Idb(max) I
Idb
_
#3
0.375 0.8
5.81
6.75
11.62
17.43
8.53
2.50
6.97
12.0
17.4
8.0
#4
0.500 0 -8
7.75
9.00
15.49
2124
6.40
2.50
9 -30
12.0
23.2
8.0
-
#5
0.625 0.8
9.68
11.25
19.36
29.05
5.12
2.50
11.62
1 12.0
29.0
9.7
I
#6
0.750 0.8
11.62
13.50
23.24
34.86
4.27
2.50
13.94
13.9
34.9
11.6
- -�
#7
0.875 1
13.56
15.75
33.89
50.83
3.66
2.50
20.33
20.3
50.8
13.6
_
#8
1.000 1
15.49
18.00
38.73
1 58.09
3.20
1 2.50
23.24
ZU
1 58.1
15.5
#9
1.128 1
17.47
20.30
43.69
65.53
2.84
2.50
26.21
Q 6.2
65.5
17.5
#10
1.270 1
19.67
22.86
49.19
73.78
2.52
2.50
29.51
2 .
73.8
19.7
#11
1.410 1
21.84
25.38
54.61
81.91
2.27
2.27
36.09
36.1
81.9
11.8
#14
1.693 1
26.23
30.47
65.57
98.35
1.89
1.89
52.04
52.0
98.4
26.2
#18
2.257 1
34.97
40.63
87.41
131.12
1.42
1.42
92.48
87.4
131.1
35.0
__..._..
..........
-
--
f
_
o = Reinfomemnt location Factor
... - -- _..
Ktr =
Tranverse reinforcement index (computed)
1
1.3 :Horizontal Rein with More than 12 in.
�-
of fresh concrete belo m
-- - -
1.0 OtherRemomemnt -
- - --
c =
-- -
Atr -,Tota
smallest side cover over the bar or wire
( _.- -
- -_ -- >_ -. _ ... .. ___�.
area of Transvers r
-- --
t_. -. -�
---- -----
---=----.._.._.
- Coating Factor
.._.... _..._...------ --- :. -.... - -- - - -- -
1.5 :Epoxy coaled bars or wires with cover less than 3 db
or clear spacin les than 6db
--- ._.._....._._...._..
wn spacing s which crosses potential plane#
-- - _.... -- _ - - -.. . --
lofsplhting
_.
-- - -- -
- -...__
- -J
I
- �
-
1.2 All oth epoxy coaled bars or wires
m =
specified yield strength of transverse reinforcement
-
- -..
1.0 ; b ars or wires
- ---- ...._...... _.- : ...... ----------
...._.._ ----------- _ --------- ;.._.._....---- ..- _...._
- Reinforcement size factor
s=
_- ........ _._...._.._.,
...... - - -- -= - - -- -- - --
maximum spacing of transverse reinforcement
..._.. -- ...._..- _..... _......._._....- - --
w Id, center to center, in.
-
0.8 # 6 and smaller bars or deformed wires
1.0 # 7 a larger bars (
__...
n =
number of bars or wires being developed across
_.
............... _.___ - _
X _ ;Lightweight Aggregate Concrete Factor
1.3 'Lightweight aggregate concrete used
1.0 Normalweight aggregate concrete used
- -._
.. ._._.............__.
--
._........__.. ___ ___.._..__.____. .._..._.__
the plane of splitting .. - - ............ - - --
#bundled bars factor
....._...... _ .... .__ -- -. -. - _ - - - - --
2 1.00
3 1.20
4
-
r
f l
-
CHECK #9 DEVELOPMENT IN GROUT TUBE.
SEE CIRCLED DEVELOPMENT LENGTH OF 26.2 INCHES
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Stresscon Corporation Tele: 719/390 -5041 SUBJECT VAIL PLAZA HOTEL DATE: 126/04
P.O. Bog 15129 Fax: 719/390 -5564
Colorado Springs, CO 80935 Denver line: 303/623 -1323 BY: JAT /FDG SHEET 1 OF 8.3.3.2
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COMPOSITE
TOPPING
DR GIRDER
DR DETAILS
NOM. CONNX. KEEPS BEAM FROM nvLLING
DIRECT TENSION LIMITED BY ANGLE WITH PLATE BENDING.
ASSUME H. INTO PAPER IS GOVERN BY THE 1 /4 LINE WELD WITH 1 ECCENTRICITY.
USE H. S 18 KIPS
1 /4
WELD GROUP PROPERTIES
Fret size
1/8 in
DO k(n
2.78
Mn wekl sizes
d inch = 6.00 b inch =
0
d --vert dimension Nlbc=
0.00
Win '
3/16 in
4.18
PL Thick
nrn fillet
b= horiz dimension i My=
0.00
k in
1/4 in
5.57
< =1/4 in
118 in
Px kips = 0 Py kips =
18.50
Pz bps =
0.00 Mtz=l
27.75
'k -in
5116 in
6.96
1/4 to 1/2
3/16 in
ex inch = 1.50 i ey inch 1 0.00
e = perp. dist from cg of group to force
-- .._._.....— _... —.
ez inch =
0.00 Bec rode
70
_—
ksi
318 in
7116 in
8.35
9.74
112 to 314
over 314
114 in
5/16 in
Points 1,2,3,4 are measured from bottom left counterclockw Ise
AO w ek1 groups are in X -Y plane FF =
,tension is +ive -0.75
O
- - - -..
1/2 in
11.14
--
I
---=
9/16 in
12.53
5/8 n
13.92
I
Type
in X•Y
Len. S
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Polar.
fr
fr
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Iy/Xt
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- --
6.0 6.000
0.000
8.00
1
5.559
6.0 6.000
0.000
'6.00
4
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P.O. Box 15129 Fax: 719/390 -5564
Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: JAT /FDG SHEET 2 OF 8.3.3.2
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P.O. Box 15129 Fax: 719/390 -5564
Colorado Springs, CO 80935 Denver line: 303/623 -1323 BY: JAT/FDG SHEET 1 OF 8.3.
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P.O. Bog 15129 Fag: 719/390 -5564
Colorado Springs, CO 80935 Denver lane: 303/623 -1323 BY: JAT /FDG SHEET 2 OF 8.3.4.1
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P.O. Box 15129 Fax: 719/390 -5564
Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: JAT /FDG SHEET 1 OF 8.5. 1.1
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GROUT FULL
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Stresscon Corporation Tele: 719/390 -5041 SUBJECT VAIL PLAZA HOTEL DATE: 1
P.O. Box 15129 Fag: 719/390 -5564
Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: JAT/FDG SHEET 2 OF 8.5.
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Stresscon Corporation Tele: 719/390 -5041 SUBJECT VAIL PLAZA HOTEL DATE: 12/27/0
P.O. Box 15129 Fax: 719/390 -5564
Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: JAT /FDG SHEET 3 OF 8.5.1.1
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TENSION PER ANCHOR BOLT, T /AB = 0.20 X 24 = 28.8 KIPS
1"o A36 OR A307 AB MIN T = 25.6/35 = 34.13 ? 28.8 OK
PLATE BENDING M = 36 *1 *10.61/4 = 95.49 IN —KIPS
T 5 95.49/2.47 = 38.7 KIPS ? 28.8 OK
ANCHOR BOLT BOND= (0.250 KSI)(3.14159 X 1 IN)(15 IN) = 11.78 K
ANCHOR BOLT BEARING = .85 *2 *(4 KSI)(1 IN)(3 IN) = 20.4 K
AB DEVELOPMENT T = 32.18 KIPS OK
n
T (2) #6's = 60 *.44 *2 = 52.8 KIPS
C �DC�C'C C�W
D D 0 = =00 D
Stresscon Corporation Tele: 719/390 -5041 SUBJECT VAIL PLAZA HOTEL DATE: 12/5/0
P.O. Bog 15129 Fag: 719/390 -5564
Colorado Springs, CO 80935 Denver lane: 303/623 -1323 BY: JAT /FDG SHEET 1 OF 8.6. 1.1
TYPICAL PANEL TO FOUNDATION JOINTS.
CAPACITY V,, 31 KIPS PARALLEL TO PANEL
H,, USE 6 KIPS WITH TOLERANCE
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T�
8"
T,, = V *4/8
#5 T,, = .9 *60 *.31
= 16.74 KIPS
V,, s 16.74 *8 /4
= 33.5KIPS
V. CAPACITY
\— V
(6) 1 /2"0 H.A.S
= 31.6 KIPS
DOES NOT GOVERN
4" 4"
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Stresscon Corporation Tele: 719/390 -5041 SUBJECT VAIL PLAZA HOTEL DATE: 12/5/04
P.O. Box 15129 Fag: 719/390 -5564
Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: JAT/FDG SHEET 2 OF 8.6.1.1
WELD CAPACITY 31.5 KIPS GOVERNS
USE RATED CAAPCITY AT 31 KIPS
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H,, = P,,*4/7.5
=17.36 *4/7.5
= 9.26 KIPS OUTWARD
PUSHING AGAINST SOIL.
H. INWARD
= 17.36 *4/3.5 = 19.8 KIPS
DUE TO SOIL PRESSURE
INWARD
CASE 2 Stud Design per PCI
[W GROUP PROPERT
do CONFINED (Y /N)
Y
Fillet size
E70 Min
i
0.5000
Unit Weight (pcf)
115
Nom. Length la, (in)
6.00
h (panel thickness inches)
1/8 in
2.78
Mn weld sizes
d inch =
4.00
i inch = 6.0
d dimension
Ivtx
0.00
€k -in
3/161n
4.18
R Thick
min fillet
Px kips =
ex inch =
31.50
0.00
Py kips
ey inch
horiz damns on
= 0.00 Pz kips - 0.00
=I 4.00 ez inch = 0.
--
My =i
Nltz=
El ectrode
0.00
12126.00
70
k -in _
k -in _
ksi
114 in
5/16 in
3/8 in
5.57
6.96
8.35
< -1/4 in
1/4 to 1/2
112 to 3/4
1/8 in
3/16 in
1/4 in
e = perp dist from cg of gr oup to force f
Vu
7/16 in
9.74
over 3/4
5/16 n
P oints 1,2,3,4 are me asured fr bottom lef counterclockw is e
1.029762
1/2 in
11.14
All w eld groups are n X -Y plane
Y
I_
I
(�F
9/16 in
12.53
Cc =
1
tension s +ive
- C1 - - - -4 ;NCDRPORa
-FO de
=0.75
5/8 in
13.92
(
I
Type
in X -Y
Len.
I S
I S EPolar.
fr
fr
plane
in.
Ix/yt
ly/xt I M.1 - 1P
Pts.
kin
max
8.0
5.333
24.000
8267
1
8.349
g
......-
-
8.0
5.333
24.000
82.67
2
8.349
8.0
5.333
24 000
82.67
3
4.658
8.0
5.333
24.000
82.67
4
4.658
�
H
H,, = P,,*4/7.5
=17.36 *4/7.5
= 9.26 KIPS OUTWARD
PUSHING AGAINST SOIL.
H. INWARD
= 17.36 *4/3.5 = 19.8 KIPS
DUE TO SOIL PRESSURE
INWARD
CASE 2 Stud Design per PCI
do CONFINED (Y /N)
Y
Concrete Strength (ksi)
5.000
Stud Size (d. in.)
0.5000
Unit Weight (pcf)
115
Nom. Length la, (in)
6.00
h (panel thickness inches)
12.00
Fy (ksi)
50
Pu (kips)
17.36
VU (kips)
0.00
nt (no. of studs in tension)
2
nv (no. of studs in shear)
2
Pattern (x)
1.50
de (inches)
48.00
Pattern (y)
5.00
do (inches)
2.50
Lamba
0.85
b (inches)
5.00
Case 2(near one free edge)
Vu
Cw =
1.029762
Y
I_
I
Cc =
1
-
- C1 - - - -4 ;NCDRPORa
-FO de
m
IX I
VPs per group =
coPc per group =
(pPc as sum of single =
Steel Interaction
(Pu /cpPs) ^2 + (Vu/coVsr2 =
I j
I
do ! b
17.67 Kips coVs per group
17.37 Kips cpVc per group =
46.22 Kips cpVc as sum of single =
Concrete Interaction
0.97 <= 1 OK (Pu /(pPc) + (Vu /cpVcr2 =
15.90 Kips
218.69 Kips
16.04 Kips
1.00 <= 1 OK
' S�ouoouCoryoraUoo Tcle: 719/390-5041 SUBJECT: VA|L PLAZA HOTEL DATE: /
P.O. Box /u�oo ---�----
' ' Ra�� r�o/uyo—ooa«
cvlvruuo anr/uoo. CO u000s 000rer une: oou/onn—zoau BY: JAT/FDG soDDT J OF OG 1.1
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MELD GROUP PROPERTIES
Filet si7e
1/8 in
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2.78
Mn w eld sizes
d inch 4.00 b inch 6.0 d- dimension KU
-38 00
'k-in
3/16 in
4.18
PL Thick
mn filet
horiz dimension
ex inch
Points 1,2,3,4 are measured from bottom left counterclockw ise
4=0
'V8 in
13.92
8.0 5.333
8.0 5.333
1 24000
1 82.67
4
8-313
CHECK PLATE BENDING
Z = 0*.5 4 = 0.315
OMo = .9*36*.375 = 12.15
S 12]6/2 = 8.075 KIPS
AT 2" GAP USE 6 KIPS RATING
INWARD PRESSURE ON THE
WALL IS TAKEN BY THE SLAB
ON GRADE IN COMPRESSION.
(� Lit �C G'C Lr G7
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Stresscon Corporation Tele: 719/390 -5041 SUBJECT VAIL PLAZA HOTEL DATE: 12 /6/04
P.O. Box 15129 Fax: 719/390 -5564
Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: JAT /FDG SHEET 1 OF 8.6.2.1
16x24 PILASTER CAP PLATE
0
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9, P� = 1.4 «250 +
1.7* 125 = 562.5 d
SAY 575 KIPS &,
zz
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O 0 O a
4
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I PILASTER
N
B B �
d Ll
O 8 m
-0" l' -4"
DIRECT BRG ASSUME 12x12 = 144 IN
575/144 = 3.993 KSI
(12) #6's .9 *12.44 *60 = 285.12
SAY 285 KIPS PLUS DIRECT BEARING
AT .85 *.7 *5 *144 = 428.4
TOTAL 285 +428 = 713 OK
-4"
d
to
LO
II —IIElI
III — III — III ° 4 d
III -III
III —III —I I �
— III —III a
°
PL /2xl6x2' -0"
d
1' -4"
°
3" 5" 5" ZY a a
0 0 00===0=0 a
Stresscon Corporation Tele: 719/390 -5041 SUBJECT VAIL PLAZA HOTEL DATE:
P.O. Box 15129 Fag: 719/390 -5564
Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: JAT/FDG SHEET 1 OF 8.6.2.2
16x24 PILASTER W /CORBEL
RATED AT 155 KIPS
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Stresscon Corporation Tele: 719/390 -5041 SUBJECT VAIL PLAZA HOTEL DATE: 12/6/04
P.O. Box 15129 Fax: 719/390 -5564
Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: JAT/FDG SHEET 2 OF 8.6.2.2
2' -1" 8"
5 /i s
NOTE: ROTATE #4'S
TO MISS VERTICAL
STEEL IN COL.
N
V7
t\
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-KN
N
t 111"
c2
M
(2) #4's x
% 3
-- - - - - -- - -- --- - - - - -- --
11
(2) #4 TIES
L 8x4xt/2x2' -O"
(4) #6 BARS x
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Sheet 3 of 8.6.2.2
6250 52nd ave. Suite 201
Arvada, CO 80002
I N C O R P O R A T E D _ Fax 303 - 940 -9717 Phone 303 - 940 -9715
Program: Concrete Corbel Design
(C)Copyright FDG, Inc.
Based on PCI Design Handbook, Fifth Edition
Chapter 6, Section 6.8 (modified)
Date : 12/8/2004
Project Engr: John Tanner
Project No : 0431
Project Name: Vail Plaza
Description : Corbel on Wall Pilaster
Monolithic Corbel
Sand Lt. Wgt. Concrete
-- -INPUT DATA
Shear Span (a) = 6.000 In
Vert. Load (Vu)
= 155.0
Kips
Bearing Length (Lb) = 8.000 In
Norm. Load (Nu)
= 31.0
Kips
Corbel Width (w) = 24.000 In
Load Ratio (Nu /Vu)
= .20
Corbel Height (h) = 20.000 In
Shear Coefficient
= 1.19
1.705.In"2
d to Tens Steel (d) = 19.000 In
Concrete (F'c)
= 5,000
PSI
OverLoad Factor (OLF) = 1.150
Tensile Steel (Fy)
= 60
KSI
Lambda = .850
Stirrup Steel (Fy)
= 60
KSI
- -- OUTPUT DATA
'
Design Vu = OF *Vu = 178.3 Kips
Design Nu
= 35.7
Kips
Nominal Design Bearing Capacity
(Eq. 6.8.1) (Phi *Vn)
= 571.2
Kips
Nominal Design Shear Capacity
(Tbl. 4.3.1) (Phi *Vn)
= 346.8
Kips
Ult. Moment Acting at Column Face .
(Mu)
= 1105.2
In -K
Effective Shear Friction Coefficient .
(Greek 'Mue')
= 2.315
1.756
use (4) O's
(2) 4 ties
- -- REINFORCEMENT CALCULATIONS ---------------------------------------_------------
'
By ACI 11.9.3.5 .
As =Af +An
1.756
In�2
By Eq 6.11.2.4 or ACI 11.9.3.5..
As= 2Avf /3 +An =
1.705.In"2
By ACI 10.5.2
4 /3 *As(req'd)=
2.341
In"2
By Eq 6.11.5 or ACI 10.3
As(min)=
1.520
In"2
'
By ACI 10.2 and 10.3
As(max)=
11.470
In ^ 2
By Eq 6.11.6 or ACI 11.9.4
Ah (Gr 60) _
.503
In
-- -STEEL SUMMARY
--------
- -
- - --
'
Main Tension Steel (As) REQUIRED
(Gr 60) =
1.756
In
( 9) # 4 Bars Provides
1.800
In'2
( 6) # 5 Bars Provides
1.860
In
( 4) # 6 Bars Provides
1.760
In
'
( 3) # 7 Bars Provides
1.800
In
( 3) # 8 Bars Provides
2.370
In
( 2) # 9 Bars Provides . . . . . . . . .
. . . . .
2.000
In'�2
Provide Horizontal stirrup Reinforcing
Ah r 0) _
.503
In'2
'
Locate Stirrups within the top 12.7 In. of the Corbel
use (4) O's
(2) 4 ties
= O ❑SOD =DDU `7
Stresscon Corporation Tele: 719/390 -5041 SUBJECT Vail Plaza DATE: 12/8/04
P.O. Box 15129 Fax: 719/390 -5564
Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: JAT/FDG SHEET 1 OF 8.6.3.2
TYPICAL DT BUTTON CORBEL
P s 54 KIPS
L 6x4x x 0' -10" 1" 1
2 3 ll
2 2 10
1/ 2
KN N N ' -- ----
_ _
I
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i
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N (V ' ROUGH SURFACE
6" 1-0"
Y 2
P
4" 1.. (3) #5's x
2 13 1 /2 "
�—— TIE 131/2"
M 1
I
5" #4x 1' -6"
$ I S CTR'D ON
i I CORBEL
14'
� 8 ..
#4 x
6"
4"
(2) #4 s x
r71�
1" 1"
44 72
m
CL
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�F Sheet 2 of 8.6.2.3
- 6250 52nd ave. Suite 201
Arvada, CO 80002
I N C O R P O R A T E D - Fax 303 - 940 -9717 Phone 303 - 940 -9715
Program: Concrete Corbel Design BEARING LEN.
(C)Copyright FDG, Inc. Y.
Based on PCI Design Handbook, Fifth Edition
Chapter 6, Section 6.8 (modified)
Date : 12/8/2004
Project Engr: John Tanner
Project No : 0431
Project Name: Vail Plaza
Description : Button Corbel
Precast - Roughened Corbel
Sand Lt. Wgt. Concrete
-- -INPUT DATA----------------------------------------------------------- - --- --
Shear Span
(a)
= 4.000
In
Vert. Load
(Vu) -
Kips
Bearing Length
(Lb)
= 6.000
In
Norm. Load
(Nu) =
10.8
Kips
Corbel Width
(w)
= 10.000
In
Load Ratio
(Nu /Vu) =
.20
Corbel Height
(h)
= 12.000
In
Shear Coefficient
=
.85
d to Tens Steel
(d)
= 11.000
In
Concrete
(F'c) =
5,000
PSI
OverLoad Factor
(OLF)
= 1.150
As= 2Avf /3 +An =
Tensile Steel
(Fy) =
60
KSI
Lambda
1.237
= .850
Stirrup Steel
(Fy) =
60
KSI
'
- -- OUTPUT DATA---------------------------------------------------------------------
Design Vu = OF *Vu = 62.1 Kips
Design Nu =
12.4
Kips
Nominal Design Bearing Capacity
(Eq. 6.8:1) (Phi *Vn) =
178.5
Kips
Nominal Design Shear Capacity
(Tbl. 4.3.1) (Phi *Vn) =
86.7
Kips
'
Ult. Moment Acting at Column Face
(Mu) =
260.8
In -K
Effective Shear Friction Coefficient .
(Greek 'Mue') =
1.187
- -- REINFORCEMENT CALCULATIONS -----------------------------------------------------
'
By ACI 11.9.3.5 .
As =Af +An =
.682
In
By Eq 6.11.2.4 or ACI 11.9.3.5 . ...
As= 2Avf /3 +An =
.928
In
By ACI 10.5.2
4 /3 *As(req'd)=
1.237
In'2
By Eq 6.11.5 or ACI 10.3
As(min)=
.367
In'2
'
By ACI 10.2 and 10.3
As(max)=
2.767
In"2
By Eq 6.11.6 or ACI 11.9.4
Ah (Gr 60) =
.342
In
-- -STEEL SUMMARY -----------------------------------------------------_-----------
'
Main Tension Steel (As) REQUIRED
(Gr 60)
.928
In
( 5) # 4 Bars Provides
1.000
In"2
( 3) # 5 Bars Provides
.930
In"2
( 3) # 6 Bars Provides
1.320
In
t
( 2) # 7 Bars Provides
1.200
In
( 2) # 8 Bars Provides
1.580
In
( 1) # 9 Bars Provides
1.000
In'2
Provide Horizontal stirrup Reinforcing
Ah (Gr 60) _
.342
In
'
Locate Stirrups within the top 7.3 In.
of the Corbel
0 O ❑�OC���O❑ Q
Stresscon Corporation Tele: 719/390 -5041 SUBJECT Vail Plaza DATE: 12/28/04
P.O. Bog 15129 Fax: 719/390 -5564
Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: JAT /FDG SHEET 1 OF 8.6.2.4.1
PRECAST UNITS
AS REQ'D
WELD IN FIELD
OR SHOP
a
Lil
C)
0
0
N
0
m
w
CJ
0
3
a�
0
U
0
a
U
.
�T
N
O
I
M
O
1
0
I
CD
0
w
Do
M
M
O
/
0
0
0
• V
W
O
U
oo
O
U
c
co
w
/
M
M
O
y
0
O
lJ
J
Li
0
C)
Li
3 /16 V 5
MAX LEDGE LOAD
SAY 50 FT OF .06
KSF MASONRY
50 *.06 = 3 KLF
3 *1.4 = 4.2 KLF
USE P = 5 KLF
CONNX. AT 4' O.C.
MAX
#4 CONT.
CLAUK AS REQ'D AT
THIS JOINT.
3/
CHECK ANGLE TOP FLANGE BENDING
MJFT = 5 *3.5 =
17.5 IN
—KIPS
Z? 17.5/.9/36 =
0.540
Z = 12 *t t
it 0.180
t ? 0.424" OK
CHECK SIMPLE SPAN OF 4
FT
M,, = 1.5 *4 *5 =
120 IN —KIPS
USE Z OF 8" LEG
ONLY
Z =.5 *8 8 IN3
oM, = .9 *36 *8 =
259.2 IN —KIPS OK
V,, =5 *4 = 20 KIPS
4
2
3
L 6x8x
W/ #4's ® 12" O.C.
2" CONT. RECESS
.01 o
PL %x6xO' -10'
W /(4) 1/2„ ox6"
H.A.S.
6"
1" 4" 1"
00
O
a ❑ ❑000000❑
Stresscon Corporation Tele: 719/390 -5041 SUBJECT Vail Plaza DATE: 12/28/04
P.O. Bog 15129 Fag: 719/390 -5564
Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: JAT /FDG SHEET 2 OF 8.6.2.4.1
CHECK STUDS ON PLATE
a
Li
C)
0
0
N
0
M
Li
a
0
3
v
a�
a
U
0
m
0
T
H
N
O
M
O
I
0
I
0
I
w
2
0
0
0
U
C
U
w
0
Q ,
c
rn
M
C)
O
J
0
a
CASE 1 Stud Design per PCI
Concrete Strength (ksi)
5.000
Unit Weight (pcf)
115
h (panel thickness inches)
12.00
Pu (kips)
11.3
nt (no. of studs in tension)
2
Pattern (x)
4.00
Pattern (y)
0.00
Lamba
0.85
Case 1(not near free edge)
4.00
I I
Vu
Y m 1 I
b =horiz dimension
_I_
-.- & - -- F INC0 RFO RAT =a
I X I
7fi
Mn
do CONFINED (Y /N)
Y
Stud Size (d. in.)
0.5000
Nom. Length le (in)
6.00
Fy (ksi)
50
VU (kips)
20.0
nv (no. of studs in shear)
4
de (inches)
30.00
do (inches)
20.00
b (inches)
4.00
Vu
b =horiz dimension
Mty=
Cw = 1.038095
Mn
-
- -
- - - - -c
Ct =
1
Py kips =
ey inc
27.
. 80
80
0 .00
Pz kips =
.__..__.- ___._....._..._...
ez inch =
Cc =
1
de
Mn
- -- -...
k
I
m
j
1/4 to 1/2
1/2 to 3/4
I
do I b
e = perp. dist f cg of group to fo rce
coPs per group = 17.67 Kips cpVs per group =
cpPc per group = 26.16 Kips cpVc per group =
VPc as sum of single = 46.22 Kips cpVc as sum of single =
Steel Interaction Concrete Interaction
(Pu /coPs) ^2 + (Vu/coVs)A2 = 0.80 <= 1 OK (Pu /VPcr2 + (Vu /coVc) ^2 =
CHECK `MELDS
31.81 Kips
108.93 Kips
32.08 Kips
0.57 <= 1 OK
�'WELD GROUP PROPERTIES
Fillet size
1/8 in
E70 k/in
2.78
J
Ivan weld sizes
d inch = 8.00
b inch =
5.0
d- dimension
Mtx=
125.10
k -in
3/16 in
4.18
R Thick
nin fillet
b =horiz dimension
Mty=
0.00
Mn
1/4 in
5.57
-1/4 in
1/8 in
Px kips = 0.00
- - - = -- 0.._.0
ex inch = 0.00 1
Py kips =
ey inc
27.
. 80
80
0 .00
Pz kips =
.__..__.- ___._....._..._...
ez inch =
0 .00
- ....... --
€ 4.50
Mtz=
- - - -- --
Bectrode
0.00
- -- - --
70
Mn
- -- -...
k
5/16 in
3/8 in
6.96
8.35
1/4 to 1/2
1/2 to 3/4
3/16 in
1/4 in
e = perp. dist f cg of group to fo rce
7/16 in
9.74
over 3/4
5/16 in
-
Points 1,2,3,4 a re measu from bott left counterclockwise
_.
All w eld groups are 1n XX -Y plane _
C�.6q w su
1/2 in
9/16 in
11.14
12.53
tension
( =0.75
5!8 in
13.92
I
Type
in X -Y
I
Len. S
S
Polar.
fir
fr
plane
in. Ixfyt
Iy/Xt
M.I.Ip
Pts.
Win
max
10.0 40.000
8333
130.83
1
4.184
10.0 40.000
8.333
1B0.83
2
4.184
X18
0.0 40.000
8.333
180.83
3
4.184
10.0 40.000
8.333
1130.83
4
4.184
(
C54�CC� C�Q�G�
D ❑ 00=00 =00
Stresscon Corporation Tele: 719/390 -5041 SUBJECT Vail Plaza DATE: 1228/04
P.O. Box 15129 Fax: 719/390 -5564
Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: JAT /FDG SHEET 1 OF 8.6.2.4.2
a
w
C)
0
0
N
O
m
W
W
lal
H
Q
3
cu
a
U
r
m
6
V
.
T
F-
N
0
M
O
1
0
I
0
W
m
M
M
O
/
C
V�
.
N
C
O
U
d
C
C
O
U
a0
O
Q'
c
W
I-
00
M
M
O
N
0
O
w
J
Li
V, =5 KLF
PRECAST UNITS
AS REQ'D 4'
CAST WITH PIECE W/ #4's ® 12" 0. C.
5
MAX LEDGE LOAD
SAY 50 FT OF .06
KSF MASONRY M1�
50 *.06 = 3 KLF
3 *1.4 = 4.2 KLF
USE P, = 5 KLF °O 00
# CONT.
#4's AT 12" O.C.
2" CONT. RECESS
1 3-
4
6"
SEE SHEET 2 FOR COMPUTER
RUN
Am
ds
M
Sheet 2 of 8.6.2.4.2
6250 52nd ave. Suite 201
Arvada, CO 80002
INC Fax 303 - 940 -9717 Phone 303 - 940 -9715
Program: Concrete Corbel Design BEARING LEN.
(C)Copyright FDG, Inc. �u
Based on PCI Design Handbook, Fifth Edition
Chapter 6, Section 6.8 (modified)
WE Date
Project Engr:
we Project No .
Project Name:
Description :
Precast -Rough
Sand Lt. Wgt.
12/29/2004
John Tanner
0431
Vail Plaza
6 cont. Ledge
ened Corbel
Concrete
combine Avf & Ah =123:047 x.17 in2
M #'s at 12 "oc ok
i r.
-- -INPUT DATA----------------------------------------------------------------------
Shear Span (a) = 4.000 In
Vert. Load (Vu) =
5.0
Kips
Bearing Length (Lb) = 6.000 In
Norm. Load (Nu) =
1.0
Kips
Corbel Width (w) = 12.000 In
Load Ratio (Nu /Vu) =
.20
Corbel Height (h) = 8.000 In
Shear Coefficient =
.85
d to Tens Steel (d) = 6.500 In
Concrete (F'c) =
5,000
PSI
OverLoad Factor (OLF) = 1.150
Tensile Steel (Fy) =
60
KSI
Lambda = .850
Stirrup Steel (Fy) =
60
KSI
- -- OUTPUT DATA---------------------------------------------------------------------
Design Vu = OF *Vu = 5.8 Kips
Design Nu =
1.2
Kips
Nominal Design Bearing Capacity_
(Eq. 6.8.1) (Phi *Vn) =
214.2
Kips
Nominal Design Shear Capacity
(Tbl. 4.3.1) (Phi *Vn) =
69.4
Kips
Ult. Moment Acting at Column Face .
(Mu) =
24.7
In -K
•
Effective Shear Friction Coefficient .
(Greek 'Mue') =
2.465
- -- REINFORCEMENT CALCULATIONS -----------------------------------------------------
By ACI 11.9.3.5 .
By
As =Af +An =
.092
In"2
do
Eq 6.11.2.4 or ACI 11.9.3.5 .
As= 2Avf /3 +An =
.053
In ^ 2
By ACI 10.5.2
4 /3 *As(req'd)=
.123
In'2
By Eq 6.11.5 or ACI 10.3
As(min)=
.260
In
By ACI 10.2 and 10.3
As(max)=
1.962
In'2
'
By Eq 6.11.6 or ACI 11.9.4
Ah (Gr 60) =
.047
In
-- -STEEL SUMMARY -----------------------------------------------------------------
Main Tension Steel (As) REQUIRED
(Gr 60) _
.123
In
m
( 1) # 4 Bars Provides
.
.200
In"2
( 1) # 5 Bars Provides
.310
In"2
0
( 1) # 6 Bars Provides
.440
In
( 1) # 7 Bars Provides
.600
In
( 1) # 8 Bars Provides
.790
In
( 1) # 9 Bars Provides
1.000
In
Provide Horizontal stirrup Reinforcing
Ah (Gr 60) _
.047
In"2
Locate Stirrups within the top 4.3 In.
of the Corbel
combine Avf & Ah =123:047 x.17 in2
M #'s at 12 "oc ok
i r.
s4�C� CCs C'�W
o a on00000 a
Stresscon Corporation Tele: 719/390 -5041 SUBJECT Vail Plaza DATE: 12/28/04
P.O. Box 15129 Fax: 719/390 -5564
Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: JAT /FDG SHEET 1 OF 8.6.2.4.3
4"
M
CD
0
0
N
cD
O
CD
Li
Li
a
in
o+
3
a�
d
O
U
C
O
M
0
U
n
r T
0
i
M
O
i
O
i
CD
0
i
Co
M
M
0
/
.
0
0
U
a�
U
i
O
0
Er
Co
Co
M
M
O
t^
0
J
L�
CD
0
SAY 6" OF STONE
10 FT. TALL
TOTAL AT .06 *10
USE V ,, =2KLF
SAY MAX SPACIN(
P,, = 6 KIPS
PULLOUT TOP ST(
6 *3.75/7 = 3
P,, = 6 KIPS
ANGLE AS RE
BY OTH1„1
CASE 2 Stud Design per PCI
Concrete Strength (ksi)
5.000
Unit Weight (pcf)
115
h (panel thickness inches)
12.00
Pu (kips)
8.80
nt (no. of studs in tension)
1
Pattern (x)
7.00
Pattern (y)
0.00
Lamba
0.85
Case 2(near one free edge)
I I
Y
— — —�.— — � .0 PP.PonA
?r0
IX I
de
� I
do I b
I ;
(pVs per group =
cpVc per group =
cpVc as sum of single =
Concrete Interaction
(Pu /cpPc) ^2 + (Vu /yoVc) ^2 =
8.84 Kips
11.99 Kips
10.27 Kips
0.99 — 1 OK
DIRECT TENSION
TAKEN BY
(2) #4's OK
BY INSPECTION
8x4xt/2xO' -6"
V/ ( #
c (2) '/2 ox4'
I.A.S.
4 .'
1" 1
y4 2
i
COL
�3
do CONFINED (Y /N)
Stud Size (d. in.)
Nom. Length le (in)
Fy (ksi)
VU (kips)
nv (no. of studs in shear)
de (inches)
do (inches)
b (inches)
Vu
I CW
Cc =
Y
I i
Y
0.5000
4.00
50
0.00
1
7.00
200.00
12.00
1
1
1
7.95 Kips
11.83 Kips
8.02 Kips
0.73 — 1 OK
cpPs per group =
coPc per group =
cpPc as sum of single =
Steel Interaction
(Pu /roPs)A2 + (Vu /CVs) ^2 =
C54DL5 CSC [�W
Q O 0 ==QQ❑ Q
Stresscon Corporation Tele: 719/390 -5041 SUBJECT VAIL PLAZA HOTEL DATE: 12/3/04
P.O. Box 15129 Fax: 719/390 -5564
Colorado Springs, CO 80935 Denver lane: 303/623 -1323 BY: JAT/FDG SHEET 1 OF 8.6.3.1
TYPICAL PANEL TO PANEL VERTICAL JOINTS.
CAPACITY V,, 40 KIPS
PL %x5xO' -8 "--\ TOP VIEW
(6) #5's SAY
E
a
w
C)
0
0
N
M
O
0
w
0
3
v
O
M
Cl
I
0
23
0
I
W
CD
CD
N
N
C
O
V
N
C
C
O
U
I
0
v +
rn
c
r%>
CD
0
in
N
0
W
J
L�
U'
L,-
ill
Y2
(3) 3 /4 ' 0x6"
H
I
PL 1 /2x5x1' -0"
W/ (6) #5's % (2) #5's x 2' -6"
x 2' -6"
SIN
t�
3
8 >,
5 /i s 15
3 y2 „
I
s V 7
O
T —
= V. *4/10
T� = .9 *60 *.31 = 16.74 KIPS
s 16.74 *10/4 = 41.85 KIPS
/ERNS USE 40 KIPS AS RATED
CAPACITY
T" Z — 1/ n ,, n
E�QEEKC H�G='UD 1
O O ❑O =OCR =O❑ Q
Stresscon Corporation Tele: 719/390 -5041 SUBJECT VAIL PLAZA HOTEL DATE: 12/304
P.O. Box 15129 Fax: 719/390 -5564
Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: JAT/FDG SHEET 2 OF 8.6.3.1
E
0
u7
0
H
CD
O
O
N
r7
U
N
W
Q
3
c
. 2
0
0
0
I
M
O
I
LID
0
Co
O
I
w
M
CD
0
N
0
U
C
0
I
m
0
rn
o+
i
M
d'
O
N
/
W
J
W
t7
M
w
WELD CAPACITY 43 KIPS DOES NOT GOVERN
i I
do CONFINED (Y /N)
r
l
Stud Size (d. in.)
--
Filet size
----------- _ .
E70 klun
_... --
I
WELD GROUP PROPERTIES
h (panel thickness inches) 12.00
Fy (ksi)
50
Pu (kips) 0.00
VU (kips)
53.50 53.5 KIPS DOES NOT GOVERN
nt (no. of studs in tension) 1
nv (no. of studs in shear)
118 in
2.78
Mn wekt sizes
d inc = 8.00
b inch =
3.5
d esert dimens Mx=
0.00
k -in
3/16 in
4.18
FL Thick
min fillet
I
- - -'
I Cw =
1.029762
b= horiz dmens ion My=
0.00
k -n
1/4 in
5.57
< =1/4 in
118 in
Px kips = 0.00
Py kips = 43.00
Pz kips -
0.00 W ='
177.29
k -in �
5116 in
6.96
1/4 to 1/2
3/16 in
ex inch = 4.
ey inch 1 0.
ez inch =
0.00 Bectrode
70
ksi
318 in
8.35
112 to 3/4
1/4 in
e = perp. dst from c o f group to force
}
7/16 in
9.74
over 3/4
5/16 in
- � -�
Poknts 3, are measu from bottom left counterclockwise se
112 in
.14
AN w eki groups are in X -Y plane
_
_
t _ (0 60�(aW�(F - �
9/16 in
.53
P13
_
tension is +ive
=0.75
5/8 in
.92
-
Type
i X -Y
-r
L
S_
_S
_�._
- ly/Xt
P olar.
_
fir
fr
plane
in.
lXNt
t
M.I.lp
Pts.
Win
max
5.0
38.667
22.750
0325
1
4.569
5 0
38M7
6.924
0325
2
6,947
0.93
--
_
g-
0.817
5.0
38.667
6.924
0325
3
6.947
5.0
38.667
22.750
1 0325
4
4.569
CASE 2 Stud Design per PCI
do CONFINED (Y /N)
Y
Concrete Strength (ksi) 5.000
Stud Size (d. in.)
0.7500
Unit Weight (pcf) 115
Nom. Length le (in)
6.00 STUD SHEAR CAPACITY
h (panel thickness inches) 12.00
Fy (ksi)
50
Pu (kips) 0.00
VU (kips)
53.50 53.5 KIPS DOES NOT GOVERN
nt (no. of studs in tension) 1
nv (no. of studs in shear)
3
Pattern (x) 5.00
de (inches)
48.00
Pattern (y) 0.00
do (inches)
2.50
Lamba 0.85
b (inches)
5.00
Case 2(near one free edge)
Vu
I
- - -'
I Cw =
1.029762
4) -4 y ,,. _ r`- -
- - - -• - - Ct =
0.820513
Y I I
j j Cc =
1
�X I
co Ps per group =
cpPc per group =
(pPc as sum of single =
Steel Interaction
(Pu/;oPs)A2+ (Vu /(Vs) ^2 =
i I
I
do b
19.88 Kips �oVs per group
17.98 Kips cWc per group =
23.11 Kips yoVc as sum of single =
Concrete Interaction
0.99 - 1 OK (PulcoPcr2 + (Vu /rpVc) ^2 =
53.68 Kips
179.44 Kips
54.14 Kips
0.98 - 1 OK
a ❑ ❑=c====❑ \-j
Stresscon Corporation Tele: 719/390 -5041 SUBJECT VAIL PLAZA HOTEL DATE: 126/04
P.O. Box 15129 Fax: 719/390 -5564
Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: JAT /FDG SHEET 1 OF 8.6.3.2
ALIGNMENT PANEL TO PANEL CONNECTION - FLEXIBLE
3-
V /8'x4'x0' -8" W/
(2) #4's X 1' -6"
o x 6' LG.
o ROUND ROD A36�
r 00
4"
31" Y4 5
3 4
4
CV
co `v
(V
5 /16
PL %" x4' x0' -8"
w/ (2) #4 x 1' -6"
E
0
t\
M
01
Lil
H
0
0
N
C,
O
U
N
0
W
Q
D
O
.
.o
0
r
E
c
rn
a
N
O
M
O
I
cD
0
I
W
O
W
O
c
v+
0
c
0
V
N
C
C
O
U
I
ro
O
P
O
w
M
V'
O
y
0
O
Li
J
W
CD
0
GREI E EKEKE' ='UD
= ❑ ❑000000u v
Stresscon Corporation Tele: 719/390 -5041 SUBJECT VAIL PLAZA HOTEL DATE: 12 /10/04
P.O. Box 15129 Fax: 719/390 -5564
Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: JAT /FDG SHEET 1 OF 8.6.3.3
0
w
0
0
N
M
0
0
w
Q
0
3
c
�o
E
`o
U
O
L
O
M
O
I
0
0
I
w
M
C)
0
0
0
.
0
U
I
O
rn
c
w
v
0
i
a
0
w
J
U
0
w
TYPICAL PANEL TO PANEL AT BUTT JOINTS. ; ; H
CAPACITY H� 21 KIPS
I
CAPACITY H DIRECT COMPRESSION
GOVERNED BY (2) #5'S TOP VIEW
SAY .9 *2 *.31 *60 = 33.48
USE 32 KIPS
BY INSPECTION THE
VERTICAL CAPCITY V IS P r) LZ
GREATER THAN 40 KIPS
SEE 8.6.3.1
P + H *2/5 =
.4* H
PL 3 /8:
W /(6) 1/ o x
3/
STD VERTICAL
CONNX. PLATE
SEE 8.6.3.1
4
L 6x4x1/2x0' -8"
10"
2
2 1„
2
SIN
N
I /4
O r')
I
O
O
SIN
r�
SIN
N
3/
STD VERTICAL
CONNX. PLATE
SEE 8.6.3.1
4
L 6x4x1/2x0' -8"
G4EDE'G=, aGDG:D Cg
Stresscon Corporation Tele: 719/390 -5041 SUBJECT VAIL PLAZA HOTEL DATE: 12/10/04
P.O. Box 15129 Fag: 719/390 -5564
Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: JAT /FDG SHEET 2 OF 8.6.3.3
WELD CAPACITY 21.1 KIPS GOVERNS
E
0
M
t`
W
H
07
O
O
N
M
O
c
0
i:i
0
3
c
'o
a�
E
O
U
s
0
r-1
0
I
C)
0
I
C)
0
I
w
0
0
rn
0
0
V
a�
0
0
U
1
00
i
rn
a�
w
i
CD
0
i
0
0
0
0
1
STUD SHEAR CAPACITY
38.7 KIPS DOES NOT GOVERN
CASE 1 Stud Design per PC]
Concrete Strength (ksi)
I
Unit Weight (pcf)
115
h (panel thickness inches)
12.00
Pu (kips)
15.5
WELD GROUP PROPERTIES
3
Pattern (x)
Fillet size
E70k1iin
0.00
i
0.85
Case 1(not near free edge)
I I
-
- 1
118 in
2.78
w e sizes
d inch = 4.00
b inch
= 8.0 Id
d imension
Mtx=
42.20
k -in
3/16 in
418
- Mn
PL Thick
min fillet
1
b= horiz dime -- nsionM
y-1
0.00
k -in
114 in
5.57
< =1/4 in
1/8 in
kips = 0.00
Py kips
= 21.10
Pz kips =
0.00
Mtz�
0.00
k -in
5/16 in
6.96
114 to 112
3/16 in
ex nch = 0.00
ey inch
0.00
ez inch =
2.00
Bectrodel
70
ksi
3/8 in
8.35
1/2 to 3/4
114 in
e = perp. dirt from cg of group to f orce
j
7/16 in
9.74
over 3/4
5/16 in
Points 1 ,2,3,4 are meas fro bottom left counterclockw ise
1 - weld groups are in X -Y plane
tension a ry
+e _
�-
_
- 0- 35�I
t _
� w
� sW
- --
1/2 in
9116 in
5/8 in
11.14
12.53
t 13.92
Type
in X -Y
Len.
S
S
Pol
fr
it
plane
in.
Ix/Yt
1 ly/Xt
M.I.lp
Pts.
k /in
max
8.0
5.333
32.000
1.18.67
1
8341
2
8.0
5.333
32.000
138.67
2
8.341
8.3d
8.0
5.333
32.000
98.67
3
8.341
8.0
5.333
32.000
138.67
4
8.341
w �-
1
STUD SHEAR CAPACITY
38.7 KIPS DOES NOT GOVERN
CASE 1 Stud Design per PC]
Concrete Strength (ksi)
5.000
Unit Weight (pcf)
115
h (panel thickness inches)
12.00
Pu (kips)
15.5
nt (no. of studs in tension)
3
Pattern (x)
7.00
Pattern (y)
0.00
Lamba
0.85
Case 1(not near free edge)
I I
Y
SoPs per group =
rpPc per group =
(p Pc as sum of single =
Steel Interaction
(Pu/cpPsr2 + (Vu /rpVs) =
do CONFINED (Y /N)
Stud Size (d. in.)
Nom. Length le (in)
Fy (ksi)
VU (kips)
nv (no. of studs in shear)
de (inches)
do (inches)
b (inches)
Vu
I CW
- - - -- - Ct=
Cc =
de m
I j
I
do I b
i
26.51 Kips
WVs per group =
31.06 Kips
roVc per group =
69.34 Kips
coVc as sum of single =
Concrete Interaction
1.00 - 1 OK
(Pu/cpPcr2 + (Vu /(pVc) ^2 =
Y
0.5000
6.00
50
38.7
6
36.00
20.00
7.00
1.055556
1
1
47.71 Kips
145.60 Kips
48.13 Kips
0.90 - 1 OK
a o 00000000 a
Stresscon Corporation Tele: 719/390 -5041 SUBJECT VAIL PLAZA HOTEL DATE: 12/10/04
P.O. Box 15129 Fag: 719/390 -5564
Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: JAT/FDG SHEET 1 OF 8.6.3.
TYPICAL PANEL TO PANEL AT 12" NOTCH
CAPACITY V,, 225 KIPS
E
a
w
0
0
N
N
N
U
U
W
H
Q
U
3
r
V
O
C
L
V
C
CD
0
M
O
I
0
I
00
O
I
W
CD
0
.
0
0
C
C
O
U
co
O
w
0
O
u-
0
I
PL 3 /8x10:
MASTICORD PAD
1 /2 " x 10x O' -10"
AREA 100 IN
SAY WORKING LOAD AT
1.5 KSI = 150 KIPS
P 150 *1.55 = 232.5
USE 225 KIPS
NOTE WALLS ARE DEEP
BEAMS SHEAR IS NOT
AN ISSUE PROVIDE H,
AT 20% OF V�
.2 *225 = 45 KIPS
(3) #5's T� =
.9 *60 *3 *.31 = 50.22 OK
17\ 11, - ,I "I
Stresscon Corporation Tele: 719/390 -5041 SUBJECT VAIL PLAZA HOTEL DATE: 1 X
P.O. Box 15129 Fax: 719/390 -5564
Colorado Springs, CO 80935 Denver line: 303/623 -1323 BY: JAT/FDG SHEET 1 OF 8.6.3.5
BUTT CONNECTION
12" PANELS TO 8"
PANELS
SEE IN THE JOINT
ALIGNMENT DETAILS
SECT. 8.6.3.2
E
0
cb
Li
0
0
0
c
0
w
Q
3
0
c
00
0
I
M
O
c
O
I
co
0
I
w
0
c
rn
.
a�
c
0
U
C
C
O
U
00
0
W
t
n
0
Gj
u-
0
z
L`
N
TOP VIEW
5 /1 6
1 /4
7
(2) L 4x3x%x1' -0"
W/ (6) #5's x 2' -6"
0
2 (6) #5's x
2' —g
5 /1 6 1 \- 21/2 1
"6
2"
(2) #5's x
i
N
1 /4
SIN
N
U
�N
WY
PL 1/2x3x0' -8"
(EEL
D O ❑D000 0 Q
Stresscon Corporation Tele: 719/390 -5041 SUBJECT VAIL PLAZA HOTEL DATE: 12/21
P.O. Box 15129 Fax: 719/390 -5564
Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: J AT /F SHEET 2 OF 8.6.3.5
DIRECT TENSION ONE SIDE GOVERNED BY STUD
PULL OUT AT 23 KIPS
E
v
v
d
0
0
N
N
U
0
Li
a
0
3
N
O
C
00
LO
O
M
O
I
O
I
00
cI
I
w
0
/
o
0
oo c
U
I
0
Er
o +
0
a
c�
0
CASE 2 Stud Design per PCI do CONFINED (Y /N) Y
Concrete Strength (ksi) 5.000 Stud Size (d. in.) 0.5000
Unit Weight (pcf) 115 Nom. Length le (in) 6.00
h (panel thickness inches) 12.00 Fy (ksi) 50
Pu (kips) 23.10 VU (kips) 0.00
nt (no. of studs in tension) 3 nv (no. of studs in shear) 3
Pattern (x) 2.50 de (inches) 48.00
Pattern (y) 8.00 do (inches) 2.50
Lamba 0.85 b (inches) 5.00
Case 2(near one free edge) Vu
Cw = 1.029762
Q - - - - - - -- -� -� Ct = i
Y I j j I Cc= 1
- - - --6 w1 r. - *'., de 0 m
!X ! I j
I
do I b I
VPs per group= 26.51 Kips �oVs per group'= 23.86 Kips
roPc per group = 23.16 Kips roVc per group = 218.69 Kips
�oPc as sum of single = 69.34 Kips �oVc as sum of single = 24.06 Kips
Steel Interaction Concrete Interaction
(Pu/ygPsr2 + (Vu/VVsr2 = 0.76 <= 1 OK (PWy:Pcr2 + (VLdVVcr2 = 0.99 <= 1 OK
DIRECT DIRECTION COMPRESSION GOVERN BY WELD 5/16 x 7
= 7 *6.96 = 48.72 KIPS (3) #5's 3 *.31 *60 *.9 = 50.22
RATE COMPRESSION AT 48 KIPS
VERTICAL SHEAR GOVERN BY STUD CAPACITY AT 23.86
USE RATED CAPACITY AT 23 KIPS PER SIDE OR 46 KIPS TOTAL
CHECK WELD BELOW OK
WELD GROUP PROPERTIES i
Fdlet size
1/8 in
E70 krin
2.78
Mn weld sizes
d inch = 8.00
b nch = 1.5 I d vert dimension
MIX =[ 0.00
k -m
3116 in
4.18
FL Th ck
r in fillet
b= her dimension
My =? 0.00
k -i
1/4 i
5.57
< =114 n
1/8 n
_
Px ki ps = 0.00
P y kips = 39.20 Pz kips = 0.00
tvt7 109.56
'k -i
5116 in
6.96
1/4 to 112
3116 in
ex inch = = 2.80
ey inch = 0.00 ez inch = 0.00
Bectrode 70
ksi
3/8 in
8.35
112 to 314
1/4 in
e = perp, dirt from cg of group to force !
7/16 in
9.74
over 3/4
5/16 in
�Points 1,2,3,4 are measu from bo ttom le ft counterclockw ise
1/2 in
11.14
1All w eld groups are in X -Y plane
_ 1T.6(7J( W SU
9/16 in
12.53
t ens on is +ive
x_0.75 `:.
518 in
13.92
_
E
Type
InX -
Len.
S S
Polar.
fr
fr
plane I
in.
Ix/Yt _ ty/Xt
M.I. Ip
Pts.
Win
max
- -
110
22.667
8.750
92.46
1
5.788
-_
tt0
22.667
1382
92.46
2
6.962
? XCg= 0205
tt0
22.667
1382
92.46
3
6.962
10
22.667
8.750
92.46
4
5.788
Stressmo Corporation Tae: 719/390-5041 SUBJECT: \AIL PLAZA HOTEL DATE:12/21/04
P.O. Box �o�ze ---------
' � nu�' 7�o/oon—uoa«
Colorado nndnon. CO 80935 Denver uuo: 303/623-1323 BY: JAT/FDG SHEET 3 OF 8
_
_
�
�
�
C'4
'
_
°
�
n
WELD GROUP PROPERTIES
Fillet size
E7o krn
1/8 in
2.78
Mn w eld sizes
d inch
'b= horiz dimension
lex inch 2.80 ey inch = 000 lezinch=� 0.00 Bectrode
70
.8 = perp. dis t from cg of group to force
7/16 in
9.74
over 314
5116 in
,Points 1,2,3,4 are measured from bottom left counterclockwise
1/2 in
11.14
All weld groups are in -Tplane
Type
in X-Y
Lon. S
S i Polar.
fir
fir
i
no 22.667
8350 92.46
1
11
1312 92.16
6.955
.66
6.
ii5
1382 92.46
3
6.955
110 22.667
8.750 92.46
4
F75_2
�
�
u
�
_
�
�
m
LAJ
CD
CD
�
�
�
�
F H
GOVERNED BY PLATE BENDING Z = 8*.375 /4 = 0.28125 oM =
.O*3O*28125 = 0.1125 IN—KIPS SAY o = 1.5 IN H u = 6.07 � KIPS
TOTAL AT 3.29+6.08 = 9.37 KIPS RATE CONNECTION AT 9 KIPS
(E
= O 0
Stresscon Corporation Tele: 719/390 -5041 SUBJECT VAIL PLAZA HOTEL DATE: 12/5/04
P.O. Box 15129 Fax: 719/390 -5564
Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: JAT/FDG SHEET 1 OF 8.6
TYPICAL PANEL TO PANEL HORIZONTAL JOINTS.
CAPACITY V, 26.5 KIPS PARALLEL TO PANEL
H,, USE 10 KIPS WITH TOLERANCE
(4) 'A" my F)"
H
>_
CD
a
Li
C)
0
0
N
N
W
Q
3
v
c
:o
0
c
0
N
O
t
c0
O
M
O
1
O
co
O
1
ro
0
/
0
0
U
N
C
C
O
U
I
C)
O
ui v+
rn
M
N
0
i
Li
u-
0
C
T.
8 "
T,, = V. *4/8
#5 T,, = .9 *60 *.31
= 16.74 KIPS
V,, s 16.74 *8 /4
= 33.5KIPS
V CAPACITY
V U
V
V
L 6x4x%x1' -0"
W/ ( #
DOES NOT GOVERN
SECTION VIEW
- --A
= C)
Cn (If
C7
X1' -0"
% V 3
—L 5x3x'/2xO' -6"
1"
5 /16 8
1 rr
2 "
(2) #5's x
i
N
d'
r'L 78XUXU — I U
II
C�4DC5 C�C�C�11, G�0
C= O ODO = =01�❑
Stresscon Corporation Tele: 719/390 -5041 SUBJECT VAIL PLAZA HOTEL DATE: 125/04
P.O. Box 15129 Fax: 719/390 -5564
Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: JAT /FDG SHEET 2 OF 8.6.3.6
WELD CAPACITY 31.5 KIPS GOVERNS
USE RATED CAAPCITY AT 26.5 KIPS
E
n
M
H
dD
O
O
CN
N
V
N
w
0
3
,o
a
0
N
O
O
O
I
M
0
0
I
0
I
C>
0
i
0
0
0
U
I
0
i
w
i
0
i
2
3
w
0
H = P
= 17.36 *4 /7
= 9.92 KIPS OUTWARD PUSHING AGAINST
SOIL.
H INWARD
= 17.36 *4 /3 = 23.15 KIPS
DUE TO SOIL PRESSURE INWARD
CASE 2 Stud Design per PCI
WELD GROUP PROPERTIES
-- - -- - --------
Y
Concrete Strength (ksi)
5.000
Fllet size
E70 k!u
115
Nom. Length le (in)
6.00
118 in
2.78
Mn weld sizes
i d'nch =
3.00
' b Bch = 6.0
_
desert dim ension Ktx =j 0 .00 k -in
31161n
4.18
FL Thick
min fillet
2
Pattern (x)
1.50
b= horiz dimension Mty=7 0.00 k -in
1/4 in
5.57
-1/4 in
1/8 in
He kips =
26.68
Py kips = 0.00
Pc k ips = 0 .00 Ivtz -9 3.38 k - k1
5/16 in
6.96
1/4 to 1!2
3116 in
ex inch -
0.00
ley inch 3.50
e z inch = 0.00 i 70 ksi
3/8 in
8.35
1/2 to 314
1/4 in
e = perp. dirt fr om cg of gr oup to for
Y
7/16 in
9.74
over 3/4
5/16 in
Toints1, 2, 3, 4 are me asured from bottom leftcountercbckwise`
m
112 in
11.14
All w aid groups are n X -Y plar e
_ (� 1( su
9/16 in
12.53
-
Itension is +ive
coVs per group =
15.90 Kips
cpPc per group =
17.37 Kips
-0.75
5/8 in
13.92
46.22 Kips
roVc as sum of single =
16.04 Kips
Steel Interaction
Concrete Interaction
(Pu /y;Ps) ^2 + (Vu /VVsr2 =
0.97 - 1 OK
(Pu /;oPc) 11 2 + (Vu /(pVc) ^2 =
1.00 - 1 OK
Type
in X-
I
Len, I S S Polar.
fr
fr
plane
In. Ix/Yt ly/Xt M.I. to
Pits.
k /in
max
6.0 3.000
8.000
58.50
1
8.351
7
so 1000
8000
5850
2
8.351
6.35 -
- - - - -
6.0 3.000
19.000
1 58.50
3
5210
6.0 3 000
13.000
1 58.50
4
5.211)
H = P
= 17.36 *4 /7
= 9.92 KIPS OUTWARD PUSHING AGAINST
SOIL.
H INWARD
= 17.36 *4 /3 = 23.15 KIPS
DUE TO SOIL PRESSURE INWARD
CASE 2 Stud Design per PCI
do CONFINED (Y /N)
Y
Concrete Strength (ksi)
5.000
Stud Size (d. in.)
0.5000
Unit Weight (pcf)
115
Nom. Length le (in)
6.00
h (panel thickness inches)
12.00
Fy (ksi)
50
Pu (kips)
17.36
VU (kips)
0.00
nt (no. of studs in tension)
2
nv (no. of studs in shear)
2
Pattern (x)
1.50
de (inches)
48.00
Pattern (y)
5.00
do (inches)
2.50
Lamba
0.85
b (inches)
5.00
Case 2(near one free edge)
Vu
Cw = 1.029762
- - -�
_ _ - -
- - - -- Ct=
1
Y
Cc=
1
- -
de
m
X
I
do b
coPs per group =
17.67 Kips
coVs per group =
15.90 Kips
cpPc per group =
17.37 Kips
cpVc per group =
218.69 Kips
<oPc as sum of single =
46.22 Kips
roVc as sum of single =
16.04 Kips
Steel Interaction
Concrete Interaction
(Pu /y;Ps) ^2 + (Vu /VVsr2 =
0.97 - 1 OK
(Pu /;oPc) 11 2 + (Vu /(pVc) ^2 =
1.00 - 1 OK
�� H,
Stresscon Corporation Tele: 719/390 -5041 SUBJECT VAIL PLAZA HOTEL DATE: 12/5/04
P.O. Box 15129 Fag: 719/390 -5564
Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: JAT /FDG SHEET 3 OF 8.6.3.6
E
0
M
Li
Co
Co
O
N
N
0
Q
0
3
v
c
'o
0
0
L
cD
O
M
O
1
0
I
CD
0
I
w
0
/
0
0
U
0
U
I
C)
0
/
U-1
M
C)
O
N
0
3
c�
0
WELD GROUP PROPERTIES
do CONFINED (Y /N)
Fillet size
1/8 in
E70 Min
2.78
Mn w eki sizes
d inc = 4.00 b inc = a 6.0 d me
vert din on ivtx=
-38.0Fk-,
Unit Weight (pcf)
3/16
4.18
PL Thick
rrin fillet
b= hor dime �
0.01/4
60
in
5.57
<=1/4 in
118 in
PK kips = 1_0 Py kips = 0.00 1 Pz kips =T 9.50 Uz
0.05/16
nv (no. of studs in shear)
in
6.96
1/4 to 1/2
3/16 in
ex inc = 0.00 ey in = 4 . ez inch = 0.00 s Ek strode
70
5.00
3/8 in
8.35
1/2 to 3/4
1/4 in
e = perp. dirt from cg of group to force `
I
Case 2(near one free edge)
7/16 in
9.74
over 3/4
5/16 in
Points 1,2 ,3,4 are measured from bottom left counterclockw ise;1/2
Cw =
1.457143
in
11.14
1
Y
Allw groups are n X -Y plane
eld
�„ = �(0.6C1)
1
9116 in
12.53
t ension is +five
4= 5 5/8
I j
in
13.92
I
do b
cpPs per group =
Typo
in X -Y
Len. S
i
s
S
I P olar.
coVc per group =
fr
fr
46.22 Kips
coVc as sum of single =
25.07 Kips
plane
_
in. Ix/Yt
t ly/Xt
M.I.Ip
Pts.
Win
_
max
1.00 - 1 OK
--
8.0 5.333
24.000
82.67
1
5.938
- -?
8.0 5.333
24.000
1 82.67
2
5.938
B.31
_
8.0 1 5.333
1 24.000
82.67
3
8.313
i
---- - - - - --
8.0 5.333
24.000
8267
4
83L�
44
CHECK ANGLE BENDING
Z = 6 *.5 = 0.375
OM = .9 *36 *.375 = 12.15
H,, s 12.16/.75= 16.21 KIPS
AT 1 1 /2 " GAP
SHEAR TOWARDS FREE EDGE
10.4 KIPS
USE 10 KIPS RATING
CASE 2 Stud Design per PCI
do CONFINED (Y /N)
Y
Concrete Strength (ksi)
5.000
Stud Size (d. in.)
0.6250
Unit Weight (pcf)
115
Nom. Length le (in)
6.00
h (panel thickness inches)
12.00
Fy (ksi)
60
Pu (kips)
0.00
VU (kips)
10.40
nt (no. of studs in tension)
2
nv (no. of studs in shear)
2
Pattern (x)
1.50
de (inches)
5.00
Pattern (y)
5.00
do (inches)
2.50
Lamba
0.85
b (inches)
8.00
Case 2(near one free edge)
Vu
Cw =
1.457143
- - -
I
- - - -- - -E Ct =
1
Y
Cc =
1
de
IX I
I j
I
do b
cpPs per group =
33.13 Kips
coVs per group =
29.82 Kips
coPc per group =
17.37 Kips
coVc per group =
10.40 Kips
cpPc as sum of single =
46.22 Kips
coVc as sum of single =
25.07 Kips
Steel Interaction
Concrete Interaction
(Pu /coPs) 11 2 + (Vu /(pVsr2 =
0.12 - 1 OK
(Pu /VPC) ^2 + (Vu /(pVc) ^2 =
1.00 - 1 OK
= 0 0000 = = =0 Q
Stresscon Corporation Tele: 719/390 -5041 SUBJECT VAIL PLAZA HOTEL DATE: 12/22/04
P.O. Box 15129 Fag: 719/390 -5564
Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: JAT /FDG SHEET 1 OF 8.6.3.7
PANEL TO PANEL VERTICAL JOINTS AT SPRANDREL WALLS
CAPACITY V,, 40 KIPS DIRECT TENSION T,, = 19 KIPS
pl
E
v
N
O
W
F-
F-
et
O
O
N
N
N
V
d
W
H
Q
3
0
0
a
co
0
0
O
0
0
I
W
C)
O
/
N
0
0
U
U
c)
O
O
W
M
C,
0
/
0
w
0
(6) 1 /2' o X 4" o
H.A.S.
DOES NOT
GOVERN Tu
_ 4' 4"
0 0 0
M
0 O O
1' -0"
Vu — T. = V. *4/ 10
#5 T,, = .9 *60 *.31 = 16.74 KIPS
V s 16.74 *10/4 = 41.85 KIPS
4"
GOVERNS USE 40 KIPS AS RATED
-V V, CAPACITY
(3) 3 /4' 6x6"
H
y4 PL 1 /2x5x1' -0"
W/ (6) 1 /2 ° 0
x 4 H.A.S.
3 /s (2) #5's x 2' -6"
cR'�?oIEFc� E?G" 4
O O 0000000 D
Stresscon Corporation Tele: 719/390 -5041 SUBJECT VAIL PLAZA HOTEL DATE: 12/22/04
P.O. Bog 15129 Fax: 719/390 -5564
Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: JAT/FDG SHEET 2 OF 8.6.3.7
E
0
l,J
F--
Ct
O
O
N
N
N
v
0
�i
0
3.
-o
0
3
Z
c
0
Q.
N
0
0
I
M
O
I
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0
1
Co
L-1
C)
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a
0
U
c
0
I
00
0
rn
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C)
O
y
O
/
J
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0
CASE 2 Stud Design per PCI
Y
Concrete Strength (ksi)
5.000
Unit Weight (pcf)
115
h (panel thickness inches)
12.00
WELD GROUP PROPERTIES
0.00
Fillet size
E70 Min
i
5.00
Pattern Cy).. - .
0.00
Lamba
0.85
t,-
1/8 in
2.78
Mn well sizes
d i c - h =
88 .00
awch3
.5 'desert din
b= horiz dimension
MtK = 0.00
MtY=i 0 .00
k -in
k -in
3/16 in
1/4 in
4.18
5.57
Ft Thick
< =1/4 in
r in fillet
1/8 in
Px kips =
0.00
.00 Pz kp _ 0.0
Mtz =I 177.29
k -in
5/16 in
6.96
1/4 to 1/2
3/16 in
ex inch = 4.12 .00 iez inch =1 0.00
e = p erp. dirt from cg of group to force I
Bec trode 70
ksi
318 in
7116 in
8.35
9.74
1/2 to 3/4
over 3/4
1/4 in
5/16 in
Points 1,2,3,4 are measured from bottom
112 in
11.14
}
-- left
All w eld groups are in X -Y plane
�c
lmFi �= 4 �0-M W - 5u
9/16 in
12.53
I
tension is +rv e
T
� - 0.75 I
5J8 in
13.92
_ -_
Ty
in X -Y
Len.
S S--
fir
fir
plane
in.
}iPolar. _
-
j Ix/Yt ly/Xt t M.I.lp
_
Pts.
Win
max
5.0
38.667 22.750
9325
1
4.569
5.0
38 667 6.924
17325
2
6.947
Xcg=
0.817
5.0
38.667 6.924
9325
3
6.947
5.0
38.667 22.750
9325
4
4.569
CASE 2 Stud Design per PCI
Y
Concrete Strength (ksi)
5.000
Unit Weight (pcf)
115
h (panel thickness inches)
12.00
Pu (kips)
0.00
nt (no. of studs in tension)
1
Pattern (x)
5.00
Pattern Cy).. - .
0.00
Lamba
0.85
Case 2(near one free edge)
Y I j�
� 5
IX I
do CONFINED (Y /N)
Y
Stud Size (d. in.)
0.7500
Nom. Length le (in)
6.00
Fy (ksi)
50
VU (kips)
53.50
nv (no. of studs in shear)
3
de (inches)
48.00
do (inches)
2.50
b (inches)
5.00
Vu
Cw =
- - - - -+ + Ct =
1.029762
0.820513
j Cc =
1
de 6 m
do I b
VPs per group =
19.88 Kips
rpVs per group =
VPc per group =
17.98 Kips
rpVc per group =
(p Pc as sum of single =
23.11 Kips
VVc as sum of single =
Steel Interaction
Pattern (x)
Concrete Interaction
(Pu/VPs)A2 + (Vu/rpVsr2 =
0.99 <= 1 OK
(Pu/WPc)`2 + (Vu/rpVc) =
CASE 2 Stud Design per PC]
Concrete Strength (ksi)
5.000
Unit Weight (pcf)
115
h (panel thickness inches)
12.00
Pu (kips)
0.00
nt (no. of studs in tension)
6
Pattern (x)
5.00
Pattern (y)
8.00
Lamba
0.85
Case 2(near one free edge)
e
-roue
rRs per group =
53.01 Kips
rpVs per group =
VPc per group =
19.62 Kips
VVc per group =
rpPc as sum of single =
61.63 Kips
VVc as sum of single =
Steel Interaction
Concrete Interaction
(Pu/VPsy2 + (Vu/coVsy2 =
1.00 <= 1 OK
(Pu/rpPcr2 + (VuI(pVc)2 =
do CONFINED (YIN)
Stud Size (d. in.)
Nom. Length le (in)
Fy (ksi)
VU (kips)
nv (no. of studs in shear)
de (inches)
do (inches)
b (inches)
53.68 Kips
179.44 Kips
54.14 Kips
0.98 <= 1 OK
WELD CAPACITY
43 KIPS DOES
NOT GOVERN
STUD SHEAR CAPACITY
53.5 KIPS DOES NOT GOVERN
N
0.5000
4.00
50
47.70
6 STUD SHEAR CAPACITY
48.00 47.7 KIPS DOES NOT GOVERN
2.00
3.00
Vu
Cw = 1.017857
Q -¢ Ct = 1
Cc = 0.429167
de b m
1
47.71 Kips
92.77 Kips
48.13 Kips
0.98 <= 1 OK
T GOVERNS AT 19.6 KIPS USE
19 KIPS
G4DLE' EME G=gD fg
= ❑ ❑ 4
Stresscon Corporation Tele: 719/390 -5041 SUBJECT VAIL PLAZA HOTEL DATE: 12/10/0
P.O. Box 15129 Fax: 719/390 -5564
Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: JAT/FDG SHEET 1 OF 8.6.3.8
E
a
co
66
w
0
0
a;
N
U
N
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00
co
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0
00
O
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0
c
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.
a�
c
0
V
N
C
C
O
U
I
co
rn
a +
c
Li
M
d
O
N
0
O
W
0
TYPICAL PANEL TO PANEL AT 8" NOTCH
CAPACITY V� 135 KIPS
SEE SHEET 2 FOR SINGLE SIDE
MASTICORD PAD
1 /2 ' x6x0' -10"
AREA 60 IN
SAY WORKING LOAD
AT 1.5 KSI = 90 KIPS
P, ti 90* 1.55
= 139.5
USE 135 KIPS
(3) #5's x 1' -8"
C�QDC�CCC�(�W
D ❑ ❑�0000�❑ D
Stresscon Corporation Tele: 719/390 - 5041 SUBJECT VAIL PLAZA HOTEL DATE: 12/10/04
P.O. Box 15129 Fax: 719/390 -5564
Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: JAT/FDG SHEET 2 OF 8.
SINGLE SIDED VERSION
1
PL 3 /6x8x Y' Li
21 4 „
2
0
io
O o
M
0
(3) #5's x 2' -6"
( #4's x 1' -6" 5 /16 2
5 /16 j
E
v
rn
In
00
Li
M
F—
C)
O
O
N
N
U
N
W
H
Q
D
o,
3
L
V
O
C
L
V
C
00
co
O
I
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0
I
00
0
I
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(D
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0
C
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0
0
0
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Stresscon Corporation Tele: 719/390 -5041 SUBJECT VAIL PLAZA HOTEL DATE: 12/28/0
P.O. Box 15129 Fax: 719/390 -5564
Colorado Springs, CO 80935 Denver line: 303/623 -1323 BY: JAT/FDG SHEET 1 OF 8.6.3.9
WALL COL. TO PANEL HORIZONTAL JOINTS.
CAPACITY T, 33.5 KIPS UPLIFT
SEE 8.6.3.6 FOR OTHER CAPACITIES
2' -4
TYP.
E
M
O
H
0
0
N
cD
O
C
O
W
H
Q
O�
3
v
C
E
0
U
0
3
0
0
0
L
O
M
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I
0
I
0
0
Lj
C)
0
c
o,
0
0
U
N
C
C
O
U
00
O
O
W
M
c)
O
N
0
/
J
<L
C?
E
LL
(4) 1 /2' 0x6"
H
VERTICAL CAPACITY GOVERNED BY (2) #5's
T = .9 *2 *.31 *60 = 33.48 KIPS
M
PL 3 /8x6
x0' -10"
HUU lz) ff`t I7/HlmriiV3
WHEN PLATE IS NEAR
THE EDGE OF THE PANEL
� I n
6"
1 ,.
6"
2 2
21 1
d
I
rL 78AUAU - I U
o ❑ ❑000000❑ a
Stresscon Corporation Tele: 719/390 -5041 SUBJECT VAIL PLAZA HOTEL DATE: 1 / 04/05
P.O. Box 15129 Fax: 719/390 -5564
Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: JAT/FDG SHEET 1 OF 8.6.3.
BUTT CONNECTION
12" PANELS TO
12" PANELS
SEE 8.6.3.5 FOR
CALCS.
SEE IN THE JOINT
ALIGNMENT DETAILS
SECT. 8.6.3.2
E
Li
M
Ln
0
0
N
O
0
is i
tTc
0
0
3
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i
0
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0
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w
CD
0
c
.
a>
0
c
0
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c
0
00
0
CD
w
M
CD
O
w
0
I
L`
w
"6
2"
L x
i
N
d'
N
lf�
3" N
TOP VIEW
(2) L 4x3x%x1' -0"
W/ (6) #5's x 2' -6"
Ln
0
/�(6) #5's x
/ 2' -6"
5 /16 1-- 2 I
N
5 /16 V 1 1
PL 1/2x3xO' -8"
C 4E)E�G�CG:=19
= ❑ 000 =00 =0 Q
Stresscon Corporation Tele: 719/390 -5041 SUBJECT: VAIL PLAZA HOTEL DATE: 1 /04/05
P.O. Box 15129 Fax: 719/390 -5564
Colorado Springs, CO 80935 Denver lane: 303/623 -1323 BY: JAT/FDG SHEET 1 OF 8.6.3.11
BUTT CONNECTION
12" PANELS TO
12" PANELS
SEE 8.6.3.5 FOR
CALCS.
5/1 6
E
N
w
0
0
N
d
O
0
Gi
a
0
rn
3
N
M
0
0
0
M
CD
O
c
rn
a�
c
0
V
4J
C
G
U
CD
0
i
M
Cl
Cl
y
0
O
/
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C.7
TOP VIEW
1 /4
V "
(2) L 4x3x%x1' -0"
W/ (6) #5's x 2' -6"
to
0
U
,,-- #5's x
2'
2' -6"
5 /1 6
N
2 1 '
E�
21/2 1
PL
H
i�
PL t/2x3x0' -8"
C ' CG C MF'1 G Q
Stresscon Corporation Tele: 719/390 -5041 SUBJECT VAIL PLAZA HOTEL DATE: 1 /05/0
P.O. Bog 15129 Fag: 719/390 -5564
Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: JAT/FDG SHEET 1 OF 8.6.3.1
TYPICAL PANEL TO PANEL AT 8" NOTCH
CAPACITY V,, 125 KIPS
n
0
w
C)
0
0
N
O
C
W
Q
D
U
3
v+
a
t
V
O
C
L
U
C
00
N
I
M
O
I
0
I
I"
0
I
M
0
/
c
�N
N
C
O
V
d
C
C
O
U
/b
O
Or
O ,
W
M
C,
O
N
0
O
W
li
l�
PL %x8x(
O n
MASTICORD PAD
1 /2'x6x0' -10"
AREA 60 IN
SAY WORKING LOAD AT
1.5 KSI = 90 KIPS
P � 90* 1.55 = 139.5
USE 125 KIPS
/,\ It •. I. -11
O O 0 Q
Stresscon Corporation Tele: 719/390 -5041 SUBJECT VAIL PLAZA HOTEL DATE: 1 05/05
P.O. Box 15129 Fax: 719/390 -5564
Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: JAT /FDG SHEET 1 OF 8.6.3.13
I NOM. TIE BACK SPANDREL WALL TO WALL
OK BY INSPECTION
E
d
�i
0
0
N
O
C
v
r-
0
a�
3
v
0
3
`o
U
C
N
n
(u
Q-
C,
3
0
n
0
I
r7
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0
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aO
0
w
v
0
c
v�
N
N
C
O
U
N
C
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I
co
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U
CT
C
W
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Lam.
R
PL 3 /8x10xl' -0"
W /(6) 1 /2 " o x 6" H.A.S.
0 0 0000000 a
Stresscon Corporation Tele: 719/390 -5041 SUBJECT VAIL PLAZA HOTEL DATE: 11/30/04
P.O. Box 15129 Fax: 719/390 -5564
Colorado Springs, CO 80935 Denver line: 303/623 -1323 BY: JAT/FDG SHEET 1 OF 8.6.
DESIGN PLATE FOR 12" BEAMS WORKING CAPACITY 19.5 KIPS
(USE SAME PLATE FOR 8 & 10 BEAMS)
II II PLAN VIEW
II II
II II
II
II II
SIN I I I I --
r II
if)
18"
II
ADD PLATE IN ADJACENT WALL
IF CENTERLINE OF STEEL BEAM 1
IS WITHIN 4" OF THE PANEL EDGE --- 1
ADD (2) #4 U —BARS
IF PLATE IS EDGE
V IS WITHIN 6" OF
WALL SECTION u VERTICAL JOINT
2
iN P = V,,*2.5/8.5 2
`14 = 0.294
OO
00
PL 3 /8x10x1' -0"
W /(6) 1 /2 1 '0 x 6" H.A.S.
10"
5" 2 1'
•
N
' /4
0
O n
0° O°
SIN
I,
N
E
0
w
F-
0
0
N
U
w
0
3
N
E
0
a�
L
U
C
N
O
O
I
0
I
co
O
ui
0
0
0
c
0
U
I
m
O
v+
`a+
w
r7
v
0
y
O
i:_i
J
lL
L�
IL
C�4�C�C�C�G�G,�
Stresscon Corporation Tele: 719/390 -5041 SUBJECT VA PLAZA HOTEL DATE: 1 1 /30/04
P.O. Box 15129 Fax: 719/390 -5564
Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: JAT/FDG SHEET 2 OF 8.6.
E
r
65
Gi
v
C.
0
N
V
N
0
w
a
0
o,
3
vi
E
0
a
N
0
I
CD
0
I
0
I
0
I
w
0
c
.
0
0
U
N
U
00
0
rn
i
0
0
0
J
li
U'
D
CASE 4 Stud Design per PCI do CONFINED (Y /N) Y CAPACITY AT TOP CORNER
Concrete Strength (ksi) 5.000 Stud Size (d. in.) 0.5000 V. = 35 KIPS
Unit Weight (pcf) 115 Nom. Length le (in) 6.00
h (panel thickness inches) 12.00 Fy (ksi) 50 USE 1.15 SF AND COMBINED
Pu (kips) 10.29 VU (kips) 35.00 LOAD FACTOR OF 1.55
nt (no. of studs in tension) 2 nv (no. of studs in shear) 6
Pattern (x) 7.50 de (inches) 200.00
Pattern (y) 2.50 do (inches) 200.00 V = 35/1.15/1.55 = 19.64
Lamba 0.85 b (inches) 12.00 USE WORKING CAPACITY
Case 4(two adjacent edges) Vu AT 19.5 KIPS
Cw = 1.017143
- - Ct = 1
Y I Cc = 1
de 0 m
I I I j
!X I I
do b
VPs per group = 17.67 Kips �oVs per group 47.71 Kips
VPc per group = 15.63 Kips rpVc per group = 1837.21 Kips
�oPc as sum of single = 46.22 Kips coVc as sum of single = 48.13 Kips
Steel Interaction Concrete Interaction
(Pu/VPsr2 + (VWcpVs)A2 = 0.88 <= 1 OK (Pu /VPcr2 + (Vu/coVcr2 = 0.96 <= 1 OK
CASE 2 Stud Design per PCI
Concrete Strength (ksi)
Unit Weight (pcf)
h (panel thickness inches)
Pu (kips)
nt (no. of studs in tension)
Pattern (x)
Pattern (y)
Lamba
Case 2(near one free edge)
I I
5.000
115
12.00
10.88
2
7.50
0.00
0.85
do CONFINED (Y /N)
Stud Size (d. in.)
Nom. Length le (in)
Fy (ksi)
VU (kips)
nv (no. of studs in shear)
de (inches)
do (inches)
b (inches)
Vu
Cw =
- - - -c + Ct=
Cc =
de m
I j
I
do ! b
Y CAPACITY AT VERTICAL JOINT
0.5000 V = 37 KIPS
6.00 u
50
37.00 USE 1.15 SF AND COMBINED
6 LOAD FACTOR OF 1.55
24.00
2.50 V = 37/1.15/1.55 = 20.76
5.00 USE WORKING CAPACITY
AT 20 KIPS
1.059524
1
1
Y I j
!X I
cpPs per group =
cpPc per group =
soft as sum of single =
Steel Interaction
(Pu/rpPsr2 + (Vu/coVs) =
17.67 Kips
coVs per group =
22.07 Kips
rpVc per group =
46.22 Kips
VVc as sum of single =
Concrete Interaction
0.98 <= 1 OK
(Pu /cpPc) ^2 + (Vu /�oVcr2 =
47.71 Kips
79.55 Kips
48.13 Kips
0.83 <= 1 OK
a El 0o 0 Q
Stresscon Corporation Tele: 719/390 -5041 SUBJECT VAIL PLAZA HOTEL DATE: 1 1 /30/04
P.O. Box 15129 Fax: 719/390 -5564
Colorado Springs, CO 80935 Denver line: 303/623 -1323 BY: JAT/FDG SHEET 1 OF 8.6.
DESIGN PLATE FOR 18" BEAMS WORKING CAPACITY 50 KIPS
(USE SAME PLATE FOR 14 & 16 BEAMS)
PLAN VIEW
II II
II u
II II
II
II �I
� I I
.n
18
II
ADD PLATE IN ADJACENT WALL ii II
IF CENTERLINE OF STEEL BEAM
IS WITHIN 4" OF THE PANEL EDGE 11 11 18"
ADD (2) #4 U —BARS
IF PLATE IS EDGE
WALL SECTION u IS WITHIN 6" OF
2 1- VERTICAL JOINT
P = V. *2.5/12.5 2
= 0.2
O
O
O
O
O
PL 1 /2x10x1' -6"
W /(8) 3/4" 0 x 6" H.A.S.
1 Y
2 -, 5" 2 1'
�f
iD
_ I its
O O
d
O O
= 1N
N
E
v
rn
LP
co
w
M
O
0
N
U
0
w
Q
0
3
�i
E
O
N
a
V
CV
O
I
C>
O
I
0
I
Co
0
I
W
M
CD
O
C
0
0
c
c
0
U
I
00
0
c
w
M
t
O
O
/
W
J
c�
0
n
Stresseon Corporation Tele: 719/390 -5041 SUBJECT VAIL PLAZA HOTEL DATE: 1 1 /30/04
P.O. Bog 15129 Fag: 719/390 -5564
Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: JA SHEET 2 OF 8.6.4.2
CASE 4 Stud Design per PCI
E
LP
0o
Gi
0
0
N
�i
U
0
w
a
0
a+
3
U
vi
E
U
0
v
0
i
to
0
i
co
0
i
w
C,
0
CU
0
0
v
c
U
i
co
0
i
LU
i
v
0
N
0
O
Li
li
O
li
Concrete Strength (ksi)
5.000
Unit Weight (pcf)
115
h (panel thickness inches)
12.00
Pu (kips)
17.92
nt (no. of studs in tension)
4
Pattern (x)
7.50
Pattern (y)
6.50
Lamba
0.85
Case 4(two adjacent edges)
b (inches)
I I
Y i j
I I
!X I
cpPs per group =
VPc per group =
cRc as sum of single =
Steel Interaction
(Pu /cpPs)^2 + (Vu /rpVs) ^2 =
CASE 2 Stud Design per PCI
Concrete Strength (ksi)
Unit Weight (pcf)
h (panel thickness inches)
Pu (kips)
nt (no. of studs in tension)
Pattern (x)
Pattern (y)
Lamba
Case 2(near one free edge)
I
do CONFINED (Y /N)
Stud Size (d. in.)
Nom. Length le (in)
Fy (ksi)
VU (kips)
nv (no. of studs in shear)
de (inches)
do (inches)
b (inches)
Vu
OW =
- -- -- -- -( Ct =
Cc =
de d m
I j
do b
Y
0.7500
6.00
50
89.60
8
42.00
5.00
12.00
1.081633
0.820513
1
79.52 Kips
rpVs per group =
22.89 Kips
cpVc per group =
92.45 Kips
rpVc as sum of single =
12.00
Concrete Interaction
0.44 - 1 OK
(Pu /rpPc)"2 + (Vu/cpVc)A2 =
143.14 Kips
154.27 Kips
144.38 Kips
1.00 - 1 OK
Y
0.7500
6.00
50
96.70
8
36.00
2.50
5.00
Cw = 1.039683
- - - - -� Ct = 0.820513
Cc = 1
de (� m
I IF j
IX I
cRs per group =
cpPc per group =
�Rc as sum of single =
Steel Interaction
(Pu /cpPs)"2 + (Vu/:pVsr2 =
79.52 Kips
29.43 Kips
92.45 Kips
0.50 - 1 OK
I
do b
(pVs per group
�oVc per group =
coVc as sum of single =
Concrete Interaction
(PulyoPcr2 + (Vu /roVcr2 =
143.14 Kips
117.67 Kips
144.38 Kips
1.00 - 1 OK
CAPACITY AT TOP CORNER
V = 89.6 KIPS
u
USE 1.15 SF AND COMBINED
LOAD FACTOR OF 1.55
V = 89.6/1.15/1.55 = 50.
USE WORKING CAPACITY
AT 50 KIPS
CAPACITY AT VERTICAL JOINT
V u = 96.7 KIPS
USE 1.15 SF AND COMBINED
LOAD FACTOR OF 1.55
V = 96.7/1.15/1.55 = 54.25
USE WORKING CAPACITY
AT 54 KIPS
do CONFINED (Y /N)
5.000
Stud Size (d. in.)
115
Nom. Length le (in)
12.00
Fy (ksi)
16.73
VU (kips)
4
nv (no. of studs in shear)
7.50
de (inches)
4.00
do (inches)
0.85
b (inches)
Vu
143.14 Kips
154.27 Kips
144.38 Kips
1.00 - 1 OK
Y
0.7500
6.00
50
96.70
8
36.00
2.50
5.00
Cw = 1.039683
- - - - -� Ct = 0.820513
Cc = 1
de (� m
I IF j
IX I
cRs per group =
cpPc per group =
�Rc as sum of single =
Steel Interaction
(Pu /cpPs)"2 + (Vu/:pVsr2 =
79.52 Kips
29.43 Kips
92.45 Kips
0.50 - 1 OK
I
do b
(pVs per group
�oVc per group =
coVc as sum of single =
Concrete Interaction
(PulyoPcr2 + (Vu /roVcr2 =
143.14 Kips
117.67 Kips
144.38 Kips
1.00 - 1 OK
CAPACITY AT TOP CORNER
V = 89.6 KIPS
u
USE 1.15 SF AND COMBINED
LOAD FACTOR OF 1.55
V = 89.6/1.15/1.55 = 50.
USE WORKING CAPACITY
AT 50 KIPS
CAPACITY AT VERTICAL JOINT
V u = 96.7 KIPS
USE 1.15 SF AND COMBINED
LOAD FACTOR OF 1.55
V = 96.7/1.15/1.55 = 54.25
USE WORKING CAPACITY
AT 54 KIPS
a ❑ 01=== L ❑ a
Stresscon Corporation Tele: 719/390 -5041 SUBJECT VAIL PLAZA HOTEL DATE: 1 1 / 30/04
P.O. Box 15129 Fax: 719/390 -5564
Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: JAT /FDG SHEET 1 OF 8.6.
DESIGN PLATE FOR 24' BEAMS WORKING CAPACITY 70 KIPS
(USE SAME PLATE FOR 21 BEAMS)
PLAN VIEW
II II
II II
II I I
II
�IfV
� II
U)
1 8"
II
ADD PLATE IN ADJACENT WALL ii II
IF CENTERLINE OF STEEL BEAM
IS WITHIN 4" OF THE PANEL EDGE II " 18"
ADD (2) #4 U -BARS
V IF PLATE IS EDGE
WALL SECTION u IS WITHIN 6" OF
22" VERTICAL JOINT
P,, = V. *2.5/18.25
0.137
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10"
2" -- 7 '-4 5" 21"
2 2
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Stresscon Corporation Tele: 719/390 -5041 SUBJECT VAIL PLAZA HOTEL DATE: 11/30/04
P.O. Box 15129 Fax: 719/390 -5564
' . Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: JAT/FDG SHEET 2 OF 8.6.
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CASE 4 Stud Design per PCI
Concrete Strength (ksi) 5.000
Unit Weight (pcf) 115
h (panel thickness inches) 12.00
Pu (kips) 17.10
nt (no. of studs in tension) 4
Pattern (x) 7.50
Pattern (y) 7.00
Lamba 0.85
Case 4(two adjacent edges)
I I
!X I
roPs per group =
cRc per group =
VPc as sum of single =
Steel Interaction
(Pu/�Rs)^2 + (Vu /(pVs) 2 =
CASE 2 Stud Design per PCI
Concrete Strength (ksi)
Unit Weight (pcf)
h (panel thickness inches)
Pu (kips)
nt (no. of studs in tension)
Pattern (x)
Pattern (y)
Lamba
Case 2(near one free edge)
I
do CONFINED (Y /N)
Stud Size (d. in.)
Nom. Length le (in)
Fy (ksi)
VU (kips)
nv (no. of studs in shear)
de (inches)
do (inches)
b (inches)
Vu
- ----- _� t =
j Cc =
de m
I IF j
I
do b
79.52 Kips
coVs per group =
23.71 Kips
coVc per group =
92.45 Kips
SoVc as sum of single =
Concrete Interaction
0.53 - 1 OK
(Pu/coPc)^2 + (VulroVcr2 =
5.000
115
12.00
19.17
4
7.50
4.50
0.85
do CONFINED (Y /N)
Stud Size (d. in.)
Nom. Length le (in)
Fy (ksi)
VU (kips)
nv (no. of studs in shear)
de (inches)
do (inches)
b (inches)
Vu
Cw =
- - - -r -� Ct=
j I Cc =
de ¢ m
I IF j
I
do b
1
Y
0.7500
6.00
50
124.80
10
50.00
2.50
5.00
1.028571
0.820513
1
178.92 Kips
190.55 Kips
180.47 Kips
1.00 - 1 OK
Y
0.7500
6.00
50
139.90
10
50.00
2.50
5.00
1.028571
0.820513
1
X I
<oPs per group =
(pPc per group =
mPc as sum of single =
Steel Interaction
(Pu /cRs)^22 + (Vu/coVs) ^2 =
79.52 Kips pVs per group =
30.35 Kips cpVc per group =
92.45 Kips pVc as sum of single =
Concrete Interaction
0.67 - 1 OK (Pu /cpPc) ^2 + (Vu /VVc)^2 =
178.92 Kips
190.55 Kips
180.47 Kips
1.00 - 1 OK
CAPACITY AT TOP CORNER
V,, = 124.8 KIPS
USE 1.15 SF AND COMBINED
LOAD FACTOR OF 1.55
V = 124.8/1.15/1.55 = 70.0
USE WORKING CAPACITY
AT 70 KIPS
CAPACITY AT VERTICAL JOINT
V = 139.9 KIPS
u
USE 1.15 SF AND COMBINED
LOAD FACTOR OF 1.55
V = 139.9/1.15/1.55 = 78.5
USE WORKING CAPACITY
AT 78 KIPS
0 0 0'a==c= d a
Stresscon Corporation Tele: 719/390 -5041 SUBJECT VAIL PLAZA HOTEL DATE: 1 /03/05
P.O. Box 15129 Fax: 719/390 -5564
Colorado Springs, CO 80935 Denver line: 303/623 -1323 BY: JAT/FDG SHEET 1 OF 8.6.4.4
DESIGN PLATE FOR 18" BEAMS HEAVY LOADS
WORKING CAPACITY 80 KIPS AT TOP CORNER
WORKING CAPACITY 95 KIPS ONE FREE EDGE
PLAN VIEW
II
II
I II
o I a - - - -- - - --
I u f 7-
Ln
q R 18
�� II
I
ADD PLATE IN ADJACENT WALL
IF CENTERLINE OF STEEL BEAM II II
it
IS WITHIN 4" OF THE PANEL EDGE „ 18"
II II ADD (2) #4 U -BARS
V IF PLATE IS EDGE
WALL SECTION u IS WITHIN 6' OF
2 1„ VERTICAL JOINT
P� = V� *2.5/14.5 2
2 = 0.172
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W /(12) 3 /4 "0 x 8" H.A.S.
1' -0"
2„ 4" 4" 2 "
N 3 /8
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Stresscon Corporation Tele: 719/390 -5041 SUBJECT VAIL PLAZA HOTEL DATE: 1 /03/05
P.O. Box 15129 Fax: 719/390 -5564
Colorado Springs, CO 80935 Denver lane: 303/623 -1323 BY: JAT/FDG SHEET 2 OF 8.6.4.4
CASE 4 Stud Design per PCI
E
a
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0
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Concrete Strength (ksi)
5.000
Unit Weight (pcf)
115
h (panel thickness inches)
12.00
Pu (kips)
25.80
nt (no. of studs in tension)
6
Pattern (x)
10.00
Pattern (y)
8.00
Lamba
0.85
Case 4(two adjacent edges)
LOAD FACTOR OF 1.55
I I
' I. -- -V
Y j
I
� I
rRs per group =
soft per group =
soft as sum of single =
Steel Interaction
(Pu/coPsr2 + (Vu /roVsr2 =
CASE 2 Stud Design per PCI
Concrete Strength (ksi)
Unit Weight (pcf)
h (panel thickness inches)
Pu (kips)
nt (no. of studs in tension)
Pattern (x)
Pattern (y)
Lamba
Case 2(near one free edge)
I I
do CONFINED (Y /N)
Y
35.97 Kips
Stud Size (d. in.)
0.7500
CAPACITY AT TOP CORNER
Nom. Length le (in)
8.00
V,, = 150 KIPS
Fy (ksi)
50
VU (kips)
150.00
USE 1.15 SF AND COMBINED
nv (no. of studs in shear)
12
LOAD FACTOR OF 1.55
de (inches)
60.00
do (inches)
5.00
V = 150/1.15/1.55 = 84.15
b (inches)
8.00
USE WORKING CAPACITY
Vu
AT 80 KIPS
Cw =
1.038095
-
-
I
- - -�
-� Ct =
0.820513
j
I Cc =
1
de
d
I IF
m
I
do b
119.28 Kips
cpVs per group =
35.97 Kips
coVc per group =
246.53 Kips
;oVc as sum of single =
Concrete Interaction
0.53 <= 1 OK
(PulcoPc)A2 + (Vu /�pVc)A2 =
5.000
115
12.00
30.10
6
10.00
5.00
0.85
do CONFINED (Y /N)
Stud Size (d. in.)
Nom. Length le (in)
Fy (ksi)
VU (kips)
nv (no. of studs in shear)
de (inches)
do (inches)
b (inches)
Vu
Cw =
- - ----- -- -� Ct =
j Cc =
de b m
Y I I t
IX 1
VPs per group =
rpPc per group =
VPc as sum of single =
Steel Interaction
(Pu /�pPsr2 + (Vu /�oVs)^2 =
do b
i
214.71 Kips
252.80 Kips
216.56 Kips
0.99 <= 1 OK
Y
0.7500
8.00
50
175.00
12
60.00
2.50
8.00
1.038095
0.820513
1
119.28 Kips
coVs per group =
51.50 Kips
coVc per group =
246.53 Kips
cpVc as sum of single =
Concrete Interaction
0.73 <= 1 OK
(Pu /ypft) ^2 + (Vu /coVc)^2 =
214.71 Kips
252.80 Kips
216.56 Kips
0.99 <= 1 OK
CAPACITY AT VERTICAL JOINT
V = 175 KIPS
u
USE 1.15 SF AND COMBINED
LOAD FACTOR OF 1.55
V = 175/1.15/1.55 = 98.18
USE WORKING CAPACITY
AT 95 KIPS
C�4�C�C�C�G'W
D ❑ 0DOC=70000 Q
Stresscon Corporation Tele: 719/390 -5041 SUBJECT VAIL PLAZA HOTEL DATE: /03/05
' P.O. Box 15129 Fax: 719/390 -5564
Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: JAT /FDG SHEET 3 OF 8.6.4.4
CASE 2 Stud Design per PCI
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0
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Concrete Strength (ksi)
5.000
Unit Weight (pcf)
115
h (panel thickness inches)
12.00
Pu (kips)
30.10
nt (no. of studs in tension)
6
Pattern (x)
8.00
Pattern (y)
7.50
Lamba
0.85
Case 2(near one free edge)
USE 1.15 SF AND COMBINED
I ' d ---
j twe
I X I
do CONFINED (Y /N)
Y
CAPACITY AT TOP ALWAY FROM
Stud Size (d. in.)
0.7500
CORNER
Nom. Length le (in)
8.00
V = 175 KIPS
Fy (ksi)
50
(kips)
175.00
nv
nv (no. of studs in shear)
12
USE 1.15 SF AND COMBINED
de (inches)
60.00
LOAD FACTOR OF 1.55
do (inches)
10.00
b (inches)
8.00
V = 175/1.15/1.55 = 98.18
Vu
USE WORKING CAPACITY
Cw =
1.038095
AT 95 KIPS
—
-
- - -�
+ Ct=
0.820513
Cc =
1
de
0
m
do b
119.28 Kips
coVs per group =
51.23 Kips
�oVc per group =
246.53 Kips
�oVc as sum of single =
Concrete Interaction
0.73 — 1 OK
(Pu/rRc)^2 + (VulcoVcr2 =
214.71 Kips
252.80 Kips
216.56 Kips
1.00 -1OK
�oPs per group =
raft per group =
coPc as sum of single =
Steel Interaction
(Pu/�Rsr2 + (VuhpVs) ^2 =
C,�D�C�C�G'W
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Stresscon Corporation Tele: 719/390 -5041 SUBJECT VAIL PLAZA HOTEL DATE: 1 /04/05
P.O. Box 15129 Fax: 719/390 -5564
Colorado Springs, CO 80935 Denver line: 303/623 -1323 BY: JAT/FDG SHEET 1 OF 8.6.
MAX REACTION
DL 130
LL 50
R,, =1.4 *130 + 1.7 *50 = 267 KIPS
V
"„
OLF ® 1.15 = 307.05 USE 310
AS MIN.
P, = V,,*3.5/28
L0 n
op
=0.125
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Stresscon Corporation Tele: 719/390 -5041 SUBJECT VAIL PLAZA HOTEL DATE: 1/04/05
P.O. Box 15129 Fax: 719/390 -5564
Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: JAT/FDG SHEET 2 OF 8.6.4.5
0
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CASE 1 Stud Design per PCI
do CONFINED (Y /N)
Y
CAPACITY AT CENTRAL LOCATION
Concrete Strength (ksi)
5.000
Stud Size (d. in.)
0.7500
Unit Weight (pcf)
115
Nom. Length le (in)
8.00
V = 310 KIPS
h (panel thickness inches)
12.00
Fy (ksi)
50
Pu (kips)
38.8
VU (kips)
310.0
USE 1.15 SF AND COMBINED LOAD
nt (no. of studs in tension)
6
nv(no. of studs in shear)
21
FACTOR OF 1.55
Pattern (x)
8.00
de (inches)
85.00
Pattern (y)
5.00
do (inches)
20.00
Lamba
0.85
b (inches)
8.00
V = 310/1.15/1.55 = 173.9 K
Case 1(not near free edge)
Vu
Cw =
1.026891
USE WORKING CAPACITY
q —
—
— - - -r'
—c- Ct =
0.820513
AT 170 KIPS
— —C>} —
de
d
m
X�
I
I
I
do b
cpPs per group =
119.28 Kips
rOvs per group ;=
375.74 Kips
rpPc per group =
68.66 Kips
rpVc per group =
421.67 Kips
,p Pc as sum of single =
246.53 Kips
rpVc as sum of single =
378.99 Kips
Steel Interaction
Concrete Interaction
(Pu/rpPs)'2 + (Vu /rWsr2 =
0.79 — 1 OK
(Pu/rpPc) ^2 + (Vu /WVcr2 =
0.99 — 1 OK
POTENTIAL
CRACKS AT
45 DEGREES
I � I
Y I
I I
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b
I
I
I
I
I
I
I
I
I
I
I
5' -0"
HANGER STEEL (16) #4 STIRRUPS
T _ .9 *60 *16 *2 *.2 = 345.6 KIPS OK
I I I I I I I I
I I I I I I I I
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Stresscon Corporation Tele: 719/390 -5041 SUBJECT VAIL PLAZA HOTEL DATE: 1 /04/05
P.O. Box 15129 Fax: 719/390 -5564
Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: JAT /FDG SHEET 1 OF 8.6.
MAX REACTION W44 OR W36 BEAMS
DL 210
LL 110
R =1.4 +210 + 1.7 *110 = 481 KIPS
PLATE AS SHOWN R = 545
OLF 545/481 = 1.133 OK
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PL %x12x3' -8"
W /(30) 7 /$' o x 8" H.A.S.
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Stresscon Corporation Tele: 719/390 -5041 SUBJECT VAIL PLAZA HOTEL DATE: 1 /04/05
P.O. Box 15129 Fax: 719/390 -5564
Colorado Springs, CO 80935 Denver line: 303/623 -1323 BY: JAT /FDG SHEET 2 OF 8.6.
CASE 1 Stud Design per PC] do CONFINED (Y /N) y
Concrete Strength (ksi) 5.000 Stud Size (d. in.) 0.8750
Unit Weight (pcf) 115 Nom. Length le (in) 8.00
h (panel thickness inches) 12.00 Fy (ksi) 50
Pu (kips) 52.3 VU (kips) 545.0
nt (no. of studs in tension) 9 nv (no. of studs in shear) 30
Pattern (x) 8.00 de (inches) 180.00
Pattern (y) 8.00 do (inches) 20.00
Lamba 0.85 b (inches) 8.00
Case 1(not near free edge) Vu
I Cw = 1.012698
— -- - -- + Ct = 0.703297
Y I
I - j j Cc = 1
6 y T de
I I
I
do I b
yoPs per group = 243.53 Kips VVs per group ;= 730.60 Kips
cpPc per group = 78.47 Kips VVc per group = 1098.40 Kips
soft as sum of single = 369.79 Kips cpVc as sum of single = 736.92 Kips
Steel Interaction Concrete Interaction
(Pu /(pPs)A2 + (Vu/cpVs) ^2 = 0.60 <= 1 OK (Pu /cpPcr2 + (Vu/VVc)A2 = 0.99 <= 1 OK
2" 4'
C'4 7 /16
O O O
O O O
O O O
"' PL %xl2x3' -8"
@° 0° W /(30) 7 / 8 "0 x 8" H.A.S.
00
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O O O
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Stresscon Corporation Tele: 719/390 -5041 SUBJECT VAIL PLAZA HOTEL DATE: 1 /05/05
P.O. Bog 15129 Fax: 719/390 -5564
Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: JAT /FDG SHEET 1 OF 8.6.
STEEL WE DIRECT BEARING IN NOTCH
E
co
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OTHERS 1" GAP
DIRECT BRG. BY
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Stresscon Corporation Tele: 719/390 -5041 SUBJECT VAIL PLAZA HOTEL DATE: 12/6/04
P.O. Box 15129 Fag: 719/390 -5564
Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: JAT /FDG SHEET 1 OF 8.6.5.1
STEEL DECK TO WALL PANELS
(BRG OR NON -BRG. SIDE)
E
o
0
w
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w
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a
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W/ (4) 1/2" ox4"
H.A.S.
8"
t I
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0 0
i / 1/4
10
FLOOR SLAB SHOWN
SLAB ON 2" DECK
ER ANGLE
AS REQUIRED
BY OTHERS
EMBED CAPACITIES
VERTICAL CAPACITY 20.2 KIPS /PLATE
HORIZONTAL DIRECT SHEAR 31.8 KIPS /PLATE
CASE 1 Stud Design per PCI
do CONFINED (Y /N)
Y
Concrete Strength (ksi)
5.000
Stud Size (d. in.)
0.5000
Unit Weight (pcf)
115
Nom. Length le (in)
4.00
h (panel thickness inches)
12.00
Fy (ksi)
50
Pu (kips)
10.1
VU (kips)
20.2
nt (no. of studs in tension)
2
nv (no. of studs in shear)
4
Pattern (x)
4.00
de (inches)
50.00
Pattern (y)
0.00
do (inches)
20.00
Lamba
0.85
b (inches)
4.00
Case 1(not near free edge)
Vu
Cw =
1.022857
—
—� - -� —
-
- --
Ct=
1
Cc =
1
de
b
m
cpPs per group =
WPc per group =
cpPc as sum of single =
Steel Interaction
(Pu 1cpPs)^2 + (Vu /cpVsr2 =
1 j
I
do I b
17.67 Kips cpVs per group'=
13.08 Kips cpVc per group =
20.54 Kips cpVc as sum of single =
Concrete Interaction
0.73 <= 1 OK (Pu /cpPc) ^2 + (Vu /coVc) ^2 =
31.81 Kips
230.94 Kips
32.08 Kips
0.99 <= 1 OK
E�UFE ?GQGGW M
Stresscon Corporation Tele: 719/390 -5041 SUBJECT V PLAZA HOTEL DATE: 12/6/04
P.O. Box 15129 Fax: 719/390 -5564
Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: JAT/FDG SHEET 1 OF 8.6.5.2
10" SLAB ON GRADE TO WALL PANELS
V�
THIS IS THE SAME PLATE USED FOR
W12 STEEL BEAM CONNX. SEE
8.6.4.1
V. s 36 KIPS
10" SLAB
ON GRADE
PL 3 /8x10x1' —O"
W /(6) 1 h "0 x 6" H.A.S.
3' -0" O.C.
10" \\ \—PERIMETER ANGLE
AS REQUIRED
22" 5" 22' BY OTHERS
�KV
N
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0
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Stresscon Corporation Tele: 719/390 -5041 SUBJECT VAIL PLAZA HOTEL DATE: 12/6/04
P.O. Box 15129 Fax: 719/390 -5564
Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: JAT/FDG SHEET 1 OF 8.6.6.1
TT TO WALL PANELS
(BRG OR NON -BRG. SIDE)
>_
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PROVIDES SUPPORT TO PRECAST
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CIP TOPPING
_
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V/4x4x0' -8"
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Stresscon Corporation Tele: 719/390 -5041 SUBJECT VAIL PLAZA HOTEL DATE: 12/6/04
P.O. Box 15129 Fax: 719/390 -5564
Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: JAT /FDG SHEET 1 OF 8.6.6.2
STEEL TO WALL PANELS
(BRG OR NON -BRG. SIDE)
E
0
N
M
O
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H
O
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N
CD
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-
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a°
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Stresscon Corporation Tele: 719/390 -5041 SUBJECT VAIL PLAZA HOTEL DATE: 12/9/04
P.O. Box 15129 Fax: 719/390 -5564
Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: JAT/FDG SHEET 1 OF 8.6.6
CIP SLAB TO WALL PANELS
z=
0
v
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O
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LOOPED THROUGH
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BY OTHERS AS
0
CIP SLAB
ON GRADE
CIP SLAB OVER
F TT OR METAL DECK
-BAR
�' 0. C.
CHECK NOM. CAPAPCITY REQUIREMENTS
SAY 12 FT. FLOOR TO FLOOR USE 650 PSF LOAD CONSERVATIVE
6 *650 = 3900 PLF * 1.7 = 6.63 KLF H
u
(2) #4's DIRECT TENSION .9 *2 *.2 *60 = 21.6 KIPS
METAL DECK AND OR TT FLANGE IS ALSO CONNECTED TO WALL
SPACE LOOPS AT 24" O.C.
= O OZ =0 = =00
Stresscon Corporation Tele: 719/390 -5041 SUBJECT VAIL PLAZA HOTEL DATE: 12/6/04
P.O. Box 15129 Fax: 719/390 -5564
Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: JAT /FDG SHEET 1 OF 8.6.6.4
STEEL TO WALL PANELS
(BRG OR NON —BRG. SIDE)
E
0
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N
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a
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33
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CONNX. TO WALL BY OTHERS
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Stresscon Corporation Tele: 719/390 -5041 SUBJECT VAIL PLAZA HOTEL DATE: 12/6/0
P.O. Box 15129 Fax: 719/390 -5564
Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: JAT /FDG SHEET 1 OF 8.6.6.5
STEEL COL TO WALL PANELS
STEEL
COL BY
OTHERS CIP SLAB
— 1 1 E d I I ADD (2) #4
— I I — III d HAIRPINS
WHEN NEAR 3" 6„ 3'
11 I =I � E 11 END OF PANEL
F I E l
II_ =III
= 1 I E PL 1 /2x12x1' -4
W/ (6) #5's
' x 2' -0" LO
d
a
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4,
d d
M
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0
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Stresscon Corporation Tele: 719/390 -5041 SUBJECT VAIL PLAZA HOTEL DATE: 12/6/04
P.O. Box 15129 Fax: 719/390 -5564
Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: JAT/F SHEET 1 OF 8.6.
BEAM TO WALL
PL %X6X0' -6" I 2 "
I I
I I
I 6"
I I
1 /4 1
I
I I 2"
I
'/4 5 I
I I
I I
recess the 33
I I
plate to match top
of precast beam
COMPOSITE
II I I I TOPPING
I II II II
1 II II
I II II II
I II II II
I II II II
I II II II
I II 11 II
PL 1 /4x6xO' -6" i ii ii ii SEE PILASTER
II II PLATE 8.6.2.1
I II II II
I II II II
33 I u n u
I II 11 II
I II II II
I II II II
I n II II
I II II II
I II II II
I II II II
I II II II
I II I II
MAX STEEL COL LOAD i ii a ii
DL 310 K
LL 155 K I I II II
P = 697.5 SAY 700 KIPS
BtAM REACTION MAX 11-7 = 77
KIPS
PAD LOAD SAY 800 KIPS MAX
12 "x22" = 264 IN2 BEAM REINFORCEMENT
PLAIN BEARING
800/264 = 3.03 W / #7 U -BARS AND
STIRRUPS SEE
Fb. = .7 *.85 *6 = 3.57 KSI OK BEAM DESIGNS
B SEE PILASTER
BEARING PAD
PLATE 8.6.2.1
'/2x12x22 "�
CAPRALON PAD
16x24
PILASTER
E
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0
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N
CD
0
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1
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0
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0
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Stresscon Corporation Tele: 719/390 -5041 SUBJECT VAIL PLAZA HOTEL DATE: 12/6/04
P.O. Box 15129 Fax: 719/390 -5564
Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: JAT /FDG SHEET 1 OF 8.6.
BEAM TO WALL
PL %X6X0' -6"
1 /4
E
N
Li
C)
0
0
N
0
w
Q
a
3
0
3
0
E
m
N
0
I
0
I
0
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0
I
w
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0
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0
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U
I
m
0
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0
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CD
C,
2
5
1 /4
2"
6"
2"
COMPOSITE
TOPPING
� I
� II
I II
I II
II
I �
PL '/4x6xO' -6"
3
MAX STEEL COL LOAD
DL 310 K
LL 155 K I II II II
P = 697.5 SAY 700 KIPS
BW REACTION MAX 11-7 = 77
KIPS
PAD LOAD SAY 800 KIPS MAX
12 "x22" = 264 IN2 BEAM REINFORCEMENT
PLAIN BEARING
800/264 = 3.03 W / #7 U -BARS AND
STIRRUPS SEE
Fb. = .7 *.85 *6 = 3.57 KSI OK k BEAM DESIGNS
BEARING PAD
1 /2x12x22"
CAPRALON PAD
V
1-0"
1' -4"
SEE PILASTER
PLATE 8.6.2.1
16x24
PILASTER
D O ❑OOC]OC�C---'❑ Q
Stresscon Corporation Tele: 719/390 -5041 SUBJECT VAIL PLAZA HOTEL DATE: 12/6/04
P.O. Bog 15129 Fax: 719/390 -5564
Colorado Springs, CO 80935 Denver lane: 303/623 -1323 BY: JAT/FDG SHEET 2 OF 8.6.7.2
L 5x3x%
X 1' -0"
E
O
N
01
W
M
F-
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W
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V
V
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C
O
U
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O+
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M
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W
C7
L�
L(2)
6"
= O ❑ 1 a00 =000
Stresscon Corporation Tele: 719/390 -5041 SUBJECT VAIL PLAZA HOTEL DATE: 12/6/0
P.O. Box 15129 Fax: 719/390 -5564
Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: JAT/FDG SHEET 1 OF 8.6.7.3
BEAM TO WALL
6"
PL %X6X0' -6"
2"
6 "
1 /4 10
1/4 5 2"
PL 1 /4x6xO' -6"
33
MASTICORD
BRG PAD
1 /2x6xO' -10"
V PL %x8x10"
2 1r, 4"
2
0o °
0 0
0
( # x (3) #4's x 1' -6"
2" ir
5 /16 21 /2
(2) #5's 5 /
x 2' -6"
N
5 /16 2 1 /2
( # x
6" 2' -0
'v-
L6x4x%
X1'-O"
E
a
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0
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Stresscon Corporation Tele: 719/390 -5041 SUBJECT VAIL PLAZA HOTEL DATE: 126/04
P.O. Bog 15129 Fag 719/390 -5564
Colorado Springs, CO 80935 Denver Line: 303/623 -1323 BY: JAT /FDG SHEET 2 OF 8.6.7.3
L 5x3x /a
X 1' -0"
E
n
Ln
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M
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N
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