HomeMy WebLinkAboutB06-0196 Structural Column Repair Submittal #16 04/13/10nnmei.k:
Revision Submittals: /* xp �'r / t
1. "Field Set" of approved plans MUST accompany revisions. —, l V
`
2. No further inspections will be performed until the revisions are approved & the permit is re- issued.
3. Fees for reviewing revisions are $55.00 per hour (2 hour minimum), and are due upon issuance.
it #(s) information applies to:� ^Attention:
=Ct e dress: 7
M
t (Number) (Street) ite #)
Building /Complex Name: L .
Contact Inforrpation:
Company:
Com yAddress: CJ A .
City: ��(� St
Zip:
Contact Name: fu 1 40
Contact Phone: - 1—,
Revised ADDITIONAL Valuations (Labor & Materials)
(DO NOT include original valuation)
j Building:
Plumbing:
Electrical:
Mechanical:
Total:
( ) Response to Correction Letter
_attached copy of correction letter
( ) Deferred Submittal
( ) Other
Date Received:
e e
APR 132010
TOWN" L
IL C .
01- Jan -10
Description / List of rhnnnoa-
NISHKIAN MENNINGER
CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919
April 12, 2010
Mr. Eric Pendley, Building Official
SAFEbuilt Colorado, Inc.
1286 Chambers Avenue, #101
Eagle, CO 81631
Re: Four Seasons Hotel
Vail, Colorado
Response to Plan Review of Structural Slab Fixes
NM Job No. 7083.11
Dear Mr. Pendley:
APR 13 2010
TOWN OF VAIL
Following is Nishkian Menninger's response to the Plan Review Comments by James Home
S.E. dated March 18, 2010 on the subject project:
1. Please provide. concrete break data demonstrating conformance with statistical reductions in
average strength, to permit the use of f'c= 5600psi. IBC 1901.2; ACI 318, Ch. 5.
The ACI 318-02 Code Section 5.6 Evaluation and acceptance of concrete, using
the criteria for standard laboratory cured specimens under Section 5.6.3.3, was
used to establish the minimum as -built concrete compressive strength for the
floor slabs of 5600 psi. Please note this is not an alternative analysis. The
results of the 28-day and 56-day compressive strength tests by Ground
Engineering Consultants of concrete cylinders taken during construction of
Levels 2 through 10 floor slabs were reviewed for the criteria in Section 5.6.3.3:
"(a) Every arithmetic average of any three consecutive strength tests
equals or exceeds f c."
"(b) No individual strength test (average of two cylinders) falls below f
by more than 500 psi when f is 5000 psi or less; or by more than 0.10 f
when f is more than 5000 psi.
Please refer to the attached highlighted summary of the laboratory concrete
cylinder tests by Ground Engineering Consultants.
1200 FOLSOM STREET, SAN FRANCISCO, CA
TEL 415 - 541 -9477 FAX 415 -543 -5071
Mr. Eric Pendley, Building Official
Re: Four Seasons Hotel, Vail, Colorado
Response to Plan Review of Structural Slab Fixes
April 12, 2010
Page 2
2. Equation used for concrete shear strength outside of the retrofit drop panel or shear
reinforcing assumes the critical section is located 3.5d away from column face, which may
not apply at all columns. Verify 2.17�fc is accurate for concrete nominal strength given
each column to slab connection geometry. Note that over 4d away from the column face,
the concrete nominal shear strength is 2�fc as proposed by the Dilger report. IBC 1901.2;
ACI 318, 1.4, 11.12.2.2.
2. As a clarification, ACI 318 -02 Equation (11 -36) for concrete shear strength at
columns and edges of drop panels for prestressed two -way slabs was used for
concrete shear strength .outside the retrofit drop panels. Please note this is not
an alternative analysis.
The equation.used for nominal concrete shear strength (vn) outside the shear
reinforced zone for prestressed two -way slabs was recommended by Professor
Walter Dilger and is presented as Equations (3.1) and (3.2) in his report prepared
for this project dated March, 2010. The equation is conservative and is
composed of three parts:
The first term represents a straight line decrease of 3(sgrt f c) at d from the
column face to 2(sgrt fc) at 4d from the column face based on research and
testing. The multiplier from 3 to 2(sgrt fc) varies depending on the length of the
shear reinforcement away from the column and the slab depth. As a
clarification, the multiplier is 2.17 for Type A studrails in an 8.6" thick slab,
however, it varied from 2 to 2.51 (sqrt fc) for other studrail lengths and slab
thicknesses.
The second term, 0.133 fc, is the effective concrete compressive stress due to
prestress averaged in two orthogonal directions. A clarification is that the term
0.092 was used without applying phi which is a slight reduction (more
conservative) from the Dilger term of 0.133 before phi is applied (0.133 x 0.75 =
0.10 > 0.092.)
The third term, Vp /(bo *d), is the sum of all vertical components due to effective
prestress in all the tendons that intersect the critical section outside the shear
reinforced zone.
NISHKIAN MENNINGER
Mr. Eric Pendley, Building Official
Re: Four Seasons Hotel, Vail, Colorado
Response to Plan Review of Structural Slab Fixes
April 12, 2010
Page 2
3. Value of vertical prestressing force component Vp is utilized for additional strength. Please
describe how this value was obtained for use in the punching shear calculations.
IBC 1901.2; ACI 318, 1.4, 11.12.1.1.
The vertical prestressing force Vp is calculated using slope of a
conservative straight line tendon profile between the column and mid -span for
the uniform tendon direction, and using the slope of an inverted parabola over
the column fitted to the actual tendon drape from the PT shop drawings for the
banded tendon direction. The actual PT chair heights from the Suncoast shop
drawings were used to establish the drape for the banded tendon at each
column. Then the slope of the parabola at the critical section is calculated using
the studrail type (length) specified, and the vertical component is calculated
based on the tangent slope. The lower of the vertical components calculated on
either side of the column is selected (usually for longer adjacent span), and the
reported Vp value is the lower vertical component multiplied by two for an
interior column banded direction. Of course for edge and corner columns the
free edge does not contribute to the Vp calculation. The attached sample
calculation for the derivation of this force is attached. If all locations are required
for review they will be transmitted.
Please do not hesitate to contact me if you should have questions or comments.
Very truly yours,
NISHKIAN MENNINGER
i
Abe on H
President
- KLM c1Y
Enclosure
7063- KllMv49
NISHKIAN MENNINGER
Four Seasons Vail
Vail, Colorado
NM Job No.7083
April 12, 2010
Plan Check Response on Punching Shear Analysis
Table of Contents
1. Concrete Cylinder Compression Test Reports from Ground Engineering
2. Calculation for Vp Force.
NISHKIAN MENNINGER
4
Concrete Cylinder Compression Test Reports
from Ground Engineering
NISHKIAN MENNINGER
0
J
u
�i
W
Z�
3
tA
S
LA
9 5
L
S
r-
0
,1
M
J
u
�i
W
Z�
'f
i
4
6
ACC
era
iMICEECECCCCCEECIECEECEECEECEECECEICEE
mmicceooaeccccccooccrsa
'f
i
4
6
m
(P
O
u
0
�n
'I
i
Mill
1 10011111111
IIIIENE1111111011
HIM
ME
E
�
L
L
Q
E6Li
LLE
�[L[�L
CCLGL
L'L�
9E�aL�E�
ECE��E�
L�t�t
�f
LL�EQfifi
[�[flli[['
9€�i
€f�G�[
���EE€
€�E[CL[fLlll�ffff�ft[
'I
i
r
N �
r„
0
g
UcLLLLoLLooLLooLinLLLL0000LL000000LoiiUL000`
ln-EIEEEEEEcEEcEEcEccEECEECCCEEECEECEEEEIEIEEECCEE
��e�6�eeeeeeee��ee�ee��e�e�e��e�eeeeeee�e���e�
MM000eoE000ioECoEcEoiflie[iE'G'eEEF.EEEeEEOEEo
eoICoE
0
c
P
� J � ! P
r' •F
E
lilt
EM
EEEEE
�E
c�EEFfEEEGttTE�����
mere
€�
€er�e��e�a�e�
eee
[[FEE
�ucc
cce
oc�oc
ce
E
Calculation for Vp Force.
NISHKIAN MENNINGER
Raths, Raths $ Johnson, Inc. Four Seasons Vail
635 Midway Drive Vertical Component of Prestress, Vp 09096
Willowbrook, IL 60527 Calculations Job Number
(630) 325-6160
By: CWG I Date: I Chkd: Sheet
Input
Height,
in
ADAPT Default Inflection Locations
Level
6th
x1/1- = 0.1
Column
62 -1313
x2/L = 0.5
Lr =
16 in
x3 /L = 0.1
Ls =
24 in
10.500
.Tendon Span H to
Lr
Critical Section Location
4.75
X, ft
Studrail Type
A
18.29 4
Distance to last stud =
21 in
18.29 8
d =
7.125 in
23.71 4
a =
23.71 8
Span 1 (South) - Banded Tendon Profile per Shop Drawings Supports
L = 21.000 ft
0.0726 *Fse
Column
Una
Height,
in
X, ft
BC.2
8.50
0.000
X1 = 2.100 ft
7.00
3.500
x2 = 10.500 ft
4.25
7.000
x3 = 18.900 ft
2.00
10.500
2.75
14.000
4.75
17.500
BB
7.00
21.000
a = 0.009
a = -0.031
Slope at Critical Section =
0.0728
a =
0.0727 red
BA
Vp =
0.0726 *Fse
Using Straight Line Slope
ADAPT Inflection
Parabola 1
Parabola 2
Locations
(x -h) = 4p(y -k)
(x -h) = 4p(y -k)
X1 = 2.100 ft
h = 10.500 ft
h = 21.000 ft
x2 = 10.500 ft
k = 2 in
k= 7 in
x3 = 18.900 ft
x = 17.500 ft
x = 17500 ft
y = 4.75 in
y = 4.75 in
p = 53.45
p = -16.33
slope = a(x -h)
slope = a(x -h)
a = 0.009
a = -0.031
Slope at Critical Section =
0.0728
a =
0.0727 red
BA
Vp =
0.0726 *Fse
Using Straight Line Slope
Slope =
0.0397
Vp =
0.0397 *Fse
Span 2 (North) - Banded Tendon Profile per Shop Drawings Supports
L = 32.500 ft
Column
Line
Height,
In
x, ft
BB
7.00
21.000
x1 = 24.250 ft
5.50
24.250
x2 = 37.250 ft
3.50
27.500
x3 = 50.250 ft
2.25
30.750
1.25
34.000
1.00
37.250
1.25
40.500
2.25
43.750
3.50
47.000
5.50
50.250
BA
7.00
53.500
VerbealPrestressForce (2).){s 1 of 3
Parabola 3
Parabola 4
ADAPT Inflection Locations
(x -h) = 4p(y -k)
(x -h) = 4p(y -k)
x1 = 24.250 ft
h = 21 ft
h = 37.250 ft
x2 = 37.250 ft
k = 7 in
k= 1 in
x3 = 50.250 ft
x = 24.25 ft
x = 24.25 ft
Y = 5.50 in
y = 5.50 in
p = -21.13
p = 112.67
slope = a(x -h)
slope = a(x -h)
a = -0.024
a = 0.004
Slope at Critical Section =
- 0.0642
a =
- 0.0641 red
Vp =
- 0.0641 *Fse
Using Straight Line Slope
Slope =
0.0308
Vp =
0.0308 *Fse
VerbealPrestressForce (2).){s 1 of 3
Reths, Raths & Johnson, Inc. Four Seasons Vail
835 Midway Drive Vertical Component of Prestress, Vp 09096
Willowbrook, IL 60527 Calculations Job Number
(630) 3256160
By. CWG I Date: I Chkd: Sheet
Straight Line Slope for Uniform Strands
F
West Uniform Span
�
Parabola 3
•
Reths, Raths & Johnson, Inc. Four Seasons Vail
835 Midway Drive Vertical Component of Prestress, Vp 09096
Willowbrook, IL 60527 Calculations Job Number
(630) 3256160
By. CWG I Date: I Chkd: Sheet
Straight Line Slope for Uniform Strands
Sp an2
West Uniform Span
Parabola 2
Parabola 3
Parabola 4
L. ft Low Pt,
High Pt,
Sloe
p
V p
In
in
ft
Height,
in
25.96 1.00
7.50
0.0417
0.0417
Fast Uniform Span
7.00
24.25
5.50
L, ft Low Pt,
High Pt,
Slope
Vp
in
in
24.80
5.13
31.17 1.00
7.50
0.0348
0.0347
Tanrinn Pmfiir3 eer Parahnlic Fnnatinns
6.92
S n1
Sp an2
Parabola 1
Parabola 2
Parabola 3
Parabola 4
X, ft
Height,
In
X, ft
Height,
in
X, ft
Height,
In
ft
Height,
in
2.10
5.96
17.50
4.75
21.00
7.00
24.25
5.50
2.50
5.59
17.75
5.06
21.25
6.99
24.80
5.13
3.00
5.16
18.00
5.35
21.75
6.92
25.35
4.77
3.50 1
4.75
18.25
5.61
22.25
6.78
25.90
4.43
4.00
4.37
18.50
5.85
22.75
6.57
26.45
4.11
4.50
4.02
18.75
6.07
23.25
6.28
27.00
3.80
5.00
3.70
19.00
627
23.75
5.93
27.55
3.51
5.50
3.40
19.25
6.44
24.25
5.50
28.10
3.23
6.00
3.14
19.50
6.59
1
28.65
2.97
6.50 1
2.90
19.75
6.71
29.20
2.73
7.00
2.69
20.00
6.82
29.75
2.50
7.50
2.51
20.25
6.90
30.30
2.29
8.00
2.35
20.50
6.95
30.85
2.09
8.50
2.22
20.75
6.99
31.40
1.91
9.00
2.13
21.00
7.00
31.95
1.75
9.50
1 2.06
32.50
1.60
10.00
2.01
33.05
1.47
10.50
2.00
33.60
1.35
11.00
2.01
34.15
1.26
11.50
2.06
34.70
1.17
12.00
2.13
35.25
1.11
12.50
2.22
35.80
1.06
13.00
2.35
36.35
1.02
13.50
2.51
36.90
1.00
14.00
2.69
37.45
1.00
14.50
2.90
1
38.00
1.01
15.00
3.14
38.55
1.05
15.50
3.40
39.10
1.09
16.00
3.70
39.65
1.15
16.50
4.02
40.20
1.23
17.00
4.37
40.75
1.33
17.50
4.75
1
41.30
1.44
18.00
5.16
41.85
1.56
18.50
1 5.59
42.40
1.71
42.95
1.87
43.50
2.04
44.05
2.23
44.60
2.44
45.15
2.66
VerticalPrestressForce (2).xis 2 of 3
r a
Raths, Raths & Johnson Inc. Four Seasons Vail
635 Midway Drive Vertical Component of Prestress, Vp 09096
Willowbrook. IL 605211 Calculations Job Number
(630) 325 -6160
By: CMG I Date: I Cftd: Sheet
Vertical Prestress Force (2).xls
3of3
J P IL
J
m
M � M
. W
O
L
CL
C
O
V
c
tm
O
_ O
L7
O
O
R
O
W
W
Q1
O
- o
N
O
o
T
O O O O O O O C
DJ 1�- tp tfi tt M N T
ut `ly6iaH
0
L
Q
U-
in
L "
O
_
O
d
O
U_
C
'C
O O O O O O O C
DJ 1�- tp tfi tt M N T
ut `ly6iaH
r
s
'c
F
0
e
LLe�
C V
9
C
H
e
i
W
¢e �