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Ju0-O6-00 04:06P Cefal'i.nd Assoc
Y r.
752 1111
[ U P.01
CEFALI & ASSOCIATES, INC.
CONSULTING STRUCTURAL ENGINEERS
4344 Laurel Canyon Blvd., Ste. 3
Studio City, CA 91604
(Ph) 818-752-1812
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AT [TN:
Reference:
Taylor & Associates, Inc.
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Fax 949-574-1338
Qty Item
1
10
Transmittal
Calculations
Michael Cunningham
George Solis
Description
Cover page
pile steel check
Hoag Hospital
Engineer's Job # 99297
July 6, 2000
Remarks:
ZA1999 Projects\Mist\99297\Correspondance\297fx10.DOC
/
12/15/99 Cefall & Associates. Inc.
Hoag Hospital Consulting Structural Engineers
3. Results
6
10
12
Q Reference:ZAStandard Calculations\Division 02-Sitework\Subroutines1Full cantilever analysis.mcd(R)
Q Reference:Z:\Standard Calculations\Division 02-Sitework\Subroutines\Section selector.mcd(R)
1
16t.Sb -s J3 22i /./) 1J 29
Loading/bay OJft)
Pressure Diagram
0
10
i
L9190 -10.1 -44 -1.o4
Shear (k)
Shear Diagram
1.31 -4. 6 / of
0
10
12
14>.b2 _Lb 11j1 :d./a ss.24
Moment (ft k)
Moment Diagram
C.:
5 footmcd
O
m
0
0
0
A
O
m
0
-h
a
.J
J.
N
Resultant Overturning Force (Ptataj Required Section Modulus: Required Steel Beam Size: Required Beam Embedment:
and Moment (M):
Ptotal =7^k M=33=ft.k Sx=I6.8gn3 beam ="W8x21" o�
Maximum pressure in front of pile P max = 3183.2=psf �t-IESK
Y.\99 ProjectslMis6992971Calculations\5 foot.mcd 2
D=10ft
S q = 33 622i IZt� g
12/15/99
Hoag Hospital
3. Results
Cefali & Associates, Inc.
Consulting Structural Engineers
❑i Reference:Z:\Standard Calculations\ Division 02-Sitework\Subroutines\ Full cantilever analysis.mcd(R)
Q Reference:Z:\Standard Calculations\Division 02-Sitework\ Subroutines\ Section selector.mcd(R)
10
15
—4.86 5124 11.3.3 1 43
Loading/bay (Ua)
Pressure Diagram
0
1.1
2.2
33
4.4
5.5
66
7.7
8.81
9.91
11.01
12 11
1321
14.31
15.41
16,51
17.61-.,.. -..
�
I
t
I`
i
Shcar(k)
Shear Diagram
0
10
15
! cJ
7 footmcd
O
01
=9 .0
I i
U3 1166 45.14
Moment (Ilk)
Moment Diagram
1_ 22
Resultant Overturning Force (Ptotal) Required Section Modulus: Required Steel Beam Size: Required Beam Embedment:
and Moment (M):
P total = 11.64c M = 72°ft•k S x = 36.5 ain3 beam = "W I2 x 30" D = 12 ft
cVr; Cf
Maximum pressure in front of pile P max = 4129°psf S R — 12 6 2-)
Y:199 Projects\Misc\992971Calcuiations\7 foot.mcd 2 e' �5O u� • + CYh 3 or.,
O
O
12/20/99
Hoag Hospital
3. Results
0
2.21
4.42
6.64
8.85
11.06
13.27
15.49
17.7
19.91
22.11
35
11 4
L
l4 11 2•
Loading/bay (k/ft)
Pressure Diagram
Resultant Overturning Force (Ptopt1
and Moment (M):
.53
Gefali & Associates, Inc.
Consulting Structural Engineers
Reference:Z:\Standard Calculations\ Division 02-Sitework)Subroutines\Full cantilever analysis.mcd(R)
0 Reference:Z:lStandard Calculations\Division 02-Sitework\Subroutines\Section selector.mcd(R)
0
1.38
2.77
4.15
5.53
6.91
8.3
9.68
11.06
12 45
13.83
15.21
16.59
17.98
19.36
20.74
221731.b5-2 L9-
-I .58 - •.
Shear (k)
Shear Diagram
Required Section Modulus:
85
2.2
4.4
6.
88
11.
13.2
15.4
17.
19.9
22.1:
I
r
I
AS
-I .0 14.04 S .1
Lit
Moment (ft k)
Moment Diagram
.16
o foot.mcd C
0
1n
0
0
0
01
t
n
-b
Iu
J
11
N
0
Required Steel Beam Size: Required Beam Embedment:
Ptotal =17.8'k M=136°ft•k Sx=68.8-in3 beam = "W16 x 45"
Maximum pressure in front of pile p max = 5129.4'psf
Y:\99 Projects1Misc\992971.Calculationst9 foot.mcd 2
C (-EEC>r
Sire Q =
D= 15 ft
Iac0(ta)
�(sO� = 4�-v S-rf5 GC
0
0
12/20/99
Hoag Hospital
3. Results
261
521
7.82
10.42
13.03
15 63
18.24
20.84
23.45
260iy.a8
-1.4a 4Lr U.4 A .82
Loading/bay (klft)
Pressure Diagram
Resultant Overturning Force (Ptotad
and Moment (M):
P total = 22.7dt
Cefali & Associates, Inc.
Consulting Structural Engineers
Q Reference:Z:\Standard Calculations\Division 02-Sitework\Subroutines\Fu1I cantilever analysis.mcd(R)
Q Reference:Z:\Standard Calculations\ Division 02-Sitework\Subroutines\Section selector.mcd(R)
0
2.61
5.21
7.82
10.42
Shear(k)
Shear Diagram
Required Section Modulus:
M=210eft•k Sx=106^in3
0
2.61
5.21
7.82
10.42
13.03
15.63
18.24
20.84
23.45
26.21
417".........9
14.94
-2b 2i 5&.47 13
.1I Vd
Moment (ft k)
Moment Diagram
88
L
1 footmcd
O
01
0
0
0
Required Steel Beam Size: Required Beam Embedment:
beam = "7" 1.N 1 b D = 17 ft
Maximum pressure in front of pile p max = 5897.6•psf
Y:199 Projects\MIsc\992971Calculations111 foot.mcd 2
CHECK!
O
01
U
(7
fi
a
J
J.
3
a
D
N
(0
0
n
V
(n
sao
9ptq c 21o�(z) c 7C-�. 3C 30
in
So-) (h O� iJ
12/20/99
Hoag Hospital
3. Results
0
3
6
9
12
15
18 01
21.01
24.01
27.01
30 0tt3 to
-o.,-
Loading/bay (k/ft)
Pressure Diagram
89
Cefali & Assuciates, Inc.
Consulting Structural Engineers
Reference:Z:\Standard Calculations\Division 02-Sitework\Subroutines\Full cantilever analysis.mcd(R)
Q Reference:Z:\Standard Calculations\ Division 02-Sitework\Subroutines\Section selector.mcd(R)
0
3
6
9
12
15
18.01
21.01
24.01
27.01
30.0I5
1
/1 16.0 2
Shear(k)
Shear Diagram
53
0
3
6
9
12
15
1801
21.01
24.01
27.01
30.011
2.9 -3 2S /6.43 19 15
Moment (ft k)
Moment Diagram
t
5.8
,o footmcd
Resultant Overturning Force (Pwpij Required Section Modulus: Required Steel Beam Size: Required Beam Embedment:
and Moment (M):
P total = 28.54k M = 306•ft•k S x = 154.6'in3 beam = "?" V, \ it X al D = 19 ft
Maximum pressure in front of pile p max = 6681.6apsf C HEGIc
c 3ofO�it) c ///- 27 3 �}
Y:\99 ProjectsWlisc19929TCalcula0ons113 foot.mcd 2 �( `y b%L
O
O
O
a
D
N
N
0
0
1
3. Results
0
3.23
6.45
9.68
12.91
16.13
19.36
22.59
25.81
29.04
32.21
1 .31 121 .23
Loading/bay (klft)
Pressure Diagram
Resultant Overturning Force (Pentad
and Moment (M):
P total = 35.44k
M = 410H1•k
Cefali & Associates, Inc.
Consulting Structural Engineers
Q Reference:Z:\Standard Calculations\ Division 02-Sitework\Subroutines\Full cantilever analysis.mcd(R)
Q Reference:ZAStandard Calculations\ Division 02-Sitework) Subroutines \Section selector.mcd(R)
0
323
6.45
9.68
12.91
16.13
19.36
22.59
25.81
29 04
32.2
Shear (k)
Shear Diagram
Required Section Modulus:
0
3.23
6.45
9 68
12 91
16.13
19.36
22.59
25.81
29.04
32.Z7104./ 18 1
f
17J foot.mcd
0
In
288 as 419.4
Moment (ft k)
Moment Diagram
Required Steel Beam Size: Required Beam Embedment:
S x = 206.84n3 beam = " ?"
WV MO l
Maximum pressure in front of pile p max= 6840.8^psf
Y:\99 Projects\Mise 9929TCalcuiafions\15 foot.mcd 2
D=19ft
tattle-
Sgeq = 41o(u-) 3
• 6(0("X))
O
O
0
0
V
17
n
tD
-
"t)
J
v
,
W O
V
Juil-06-O0 04:07P Cefali.ncl Assoc 752 1 9 P.08
12/15/99 Cefali & Associates, Inc. 21 ft.mcd
Hoag Hospital Consulting Structural Engineers
2.5 Analysis
Define restraint reactions
Ra := 62 kip
Rb:=0 kip
a := 7.6 ft
b:=0 ft
diam a :=16 in
diam b := 0 in
Rc:=0 kip
Rd:=0 kip
c :=9 ft
d:=11 ft
diam:=0 in
diam d := 0 in
Reference:Z:\Standard Calculations\Division 02-Sitework\Subroutines\Tieback equations.mcd(R)
Estimate restraint magnitude (kips)
RI=60Skip
0
5
10
15
20
25
Shear Diagram
au
Shear (kips)
3. Results
Determine Beam Size:
0
0
Max moments (kip-ft)
Mp0S=74•ft•k 5
M neg = 79.104•ft •k
Passive earth resistance
Re = 8 skip
Moment subgrade = "OK"
10
15
20
25
Moment Diagram
Design moment: M = 79Sft•kip
Reference:Z:\Standard Calculations\Division 02-Sitework\Subroutines\Section selector.mcd(R)
Momen (kip-ft)
0o
S x = 40•in3 beam = "W14 x 30" C w6Lt< ..
1°t(it) %
Determine Pile Embedment: Spc ..- L 0�� 2$'12tn 'O�
Required embedment due down tot =0Skip Required embedment due Re=�89.\i•°dcipl
to vertical tieback loads: to lateral loads (Re):
Dtie=O•ft Dlat=3.7•ft D=3.7•ft
Tieback Loads:(kips) Bonded Lengths: (ft) Tieback:
Ta = 66•kip La = 32 ft A row: 3 - O. 6 11# 5T=14Nf)S
Tb=()Skip Lb=oft Bmw
Tc=0skip Lc=oft Crow:
Td=0•kip Ld=0ft D row:
Y:199 2
Jul-06-O0 04:07P Cefali and Assoc 752 1819 P.09
• • Zg
12/15/99 Cefali & Associates, Inc. 23 ft.mcd
Hoag Hospital Consulting Structural Engineers
2.5 Analysis
Define restraint reactions
Ra:=80 kip
Rb := 0, kip
a:=9.0ft
b :=0 ft
diam a := 16 in
diam b := 0 in
Rc:=0 kip
Rd:=0 kip
c:=9ft diama:=0in
d:=Ilft diamd:=0in
Q Reference:Z:1Standard Calculations\Division 02•Sitework\Subroutines\Tieback equations.mcd(R)
Estimate restraint magnitude (kips)
RI =70•kip
Shear Diagram 0
Max moments (kip-ft)
10
1
15
20
25_
Su
0
Mpos=123°ft•k 5
M neg=126.826.14c
Passive earth resistance
Re=2•kip
Shear(kips)
3. Results Moment subgrade = "OK"
Determine Beam Size:
10
15
20
25
Moment Diagram
uu 0
Momen (kip-ft)
Design moment: M = 127°ft•kip
Reference:Z:\Standard Calculations\Division 02-Sitework\Subroutines\Section selector.mcd(R)
Sx=64.I•ina beam = "W16 x 40" C,146tt=
'RE9 = t 21 C
.(((5 (0)
Determine Pile Embedment:
Required embedment due
to vertical tieback loads:
down tot = 0 ^kip
Dtie=O°ft
00
4KG.1S,13
Required embedment due Re=2.5•kip
to lateral loads (Re):
Dlat=2•ft D=2Mt
Tieback Loads:(klps) Bonded-Lenciths: (ft) Tieback:
Ta = 85 •kip La = 4I ft A row: 4' et 6 `T` 57igmuo
Tb=O•kip Lb=oft Brow:
.... • Tc = 0•kip Lc = 0 ft C row:
Td=O•kip Ld=Oft Drow:
Y:\99 2
Jul-O6-OO O4:O8P Cefali and Assoc 752 1819 P.1O
"•
• • 30
12/15/99 Cefali & Associates, Inc. 25 ft.mcd
Hoag Hospital Consulting Structural Engineers
2.5 Analysis
Define restraint reactions
Ra ;= 84 kip
Rb :=0 kip
a := 9.0 ft
b :=0 ft
diam a ;= 16 in
diam b := 0 in
Rc:=O kip
Rd:=O kip
c:=9ft diamc:=0in
d :=11 ft diam d :=0 in
0 Reference:Z:\Standard Calculations\Division 02-Sitework\Subroutines\Tieback equations.mcd(R)
Estimate restraint magnitude (kips)
RI = 82'kip
11
5
10
15
20
25
Shear Diagram
SV
Shenr(kips)
3. Results
Determine Beam Size:
0
0
Max moments (kip-ft)
M pos=126.ft•k s
M neg=129.933 =fbk
10
15
20
Passive earth resistance
Re=12•Irip 25
Moment subgrade = "OK"
Design moment: M = I30eft•kip
0 Reference:Z:\Standard Calculations\Division 02-Sitework\Subroutines\Section setector.mcd(R)
Moment Diagram
0e
00 .1
S x=65.6ryn3 beam = "W16 x 45"
Determine Pile Embedment:
Required embedment due down tot = 0°kip Required embedment due
to vertical tieback loads: to lateral loads (Re):
Dtie=O'R
Ct1EC lc-!
Mamen (kip• t)
_oo
req= 1$0 (la) 7. 47.27115
, (16 (,moo)
U�-
Re =12=kip
D1at=4.5*ft D=4.5eft
Tieback Loads:(kips) Bonded. Lengths: (ft) Tieback: /
Ta = 89'kip La = 43 ft A row: 4 " 41`140MA
Tb=O°kip Lb=oft Brow:
Tc=0^kip Lc=Oft Crow:
Td=0okip Ld=Oft Drow:
Y:\99 2
Jul-06-O0 04:08P Cefali and Assoc 752 1819 P.11
5/15/00 • Cefali & Associates, Inc. • Sheet No. 3I. V
Hoag Hospital Consulting Structural Engineers Job No. go —WIT
v
2.5 Analysis
Define restraint reactions
Ra:=105kip a := 10.0ft diama:=l6in Rc:=Okip c:=Oft diame:=0in
Rb:=0kip b:=Oft diamb:=Din Rd:=0kip d:=llft diamd:=I6in
Q Rcference:Z:/Standard-Calculations\Division 02-Sitework\SubroutineATieback equations.mcd(R)
Estimate restraint magnitude (kips)
RI = I01 kip
0
to
a
20
30-2
Shear Diagram
-1 0 1
Shear (kips)
3. Results
Determine Beam Size:
2
Max moments (kip-ft)
Mpos = 210 ft•k
Mneg = 174.173 ft•k
Passive earth resistance
Re = 13 kip
Momentsubgrode =
0
10
20
30 10
Moment Diagram
J
-s 5
(Armen (kip -It)
Design moment: M = 210 ft•kip
E Reference:Z:/Standard-Calculations\Division 02-Sitework\Subroutines\Section seiector.mcd(R)
Sa = 106 in3 beam ='i?" 018460 f,H EC K.
Determine Pile Embedment:
Required embedment due downtol= 0 kip Required embedment due Re = t3.4 kip
to vertical tieback loads: to lateral loads (Re):
Dtie=oft That =4.7ft D=4.7ft
Tieback Loads:(kips) Bonded Lengths: (ft) Tieback:
Ta = 112 kip La = 53 ft A row:
Tb = 0 kip Lb = Oft B row:
Tc=0kip Lc=Oft Crow:
Td=0kip Ld=Oft Drow:
Z:\1999 Projects\Misc\99297\Calculations1May Revisiods\H =28 feet.mcd
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Jul-06-O0 03:19P Cefaliind Assoc
752 / r U P.O1
July 6, 2000
Lagging Design
-97 UBC
-8 foot spacing
I.\
2511 or "000.s.f. r^cx.
i_�r ram_% �_�
6.3 fret
.. ... �...�� feel__..
....... 8.0 :oc:
Cefali & Associates, Inc. Sheet No. 6
Consulting Structural Engineers Doc, No. 297c101.DOC
Loading
w = 25 (H), 400 psf max
R1= w (S —2')/2
Mmex = R1 [a + R1; (2 x w)]
Lagging Specifications
Lagging is rough -cut Douglas Fir Larch
Fb'=FbxCoxCruxCrXCFxCI
Fb = 525 psi (DF # 3)
Fb = 900 psi (DF #2)
Co =1.15
CA, = 1.1 (4x)
CA, =1.2 (3x)
CF = 1.1 (4x)
CF = 1.0 (3x)
3" net D.F. #3
1 Consider Upper 6 feet
8124=12inx(2.75in)2/6=15.131n2
w=25pof(6')=150psf
R1=150psf x6'I2=450#/'
M = 450 #/' [8112"/' + 450 #I' + (2 x 150 psf)) = 975.0 #'P
fb=975.9#'/'x127 _ 15.1 in3=774.8psi
Fb=FbxCOxChi XCrXCFXC1
Fb' =525psi x1.15x1.2x1.15x1.0=833.17psi a774.8psi OK
3" D.F. #3 net OK for use in the upper 6 feet
3x D.F. #2
2 Consider Upper 10 feet
w = 25 pcf (10') = 250 psf
R1=250psf x6'/2=750#P
M = 750 #/' [81127 + 750 #/' _ (2 x 250 psf)] = 1625.0#'/'
fb = 1625.0#'/' x 12"! _ 15.1 In' = 1291 psi
Fb = 900 psi x 1.15 x 1.2 x 1.15x 1.0= 1428 psi> 1291 psi OK
3" D.F. #2 net OK for use in the upper 10 feet
Jul-06-O0 03:20P Cefaliond Assoc
752 i 9 P.02
July 6, 2000
4x D.F. #3
Cefali & Associates, Inc. Sheet No. 7
Consulting StructurelEngineers Doc. No. 297c101,DOC
3 Consider Upper 10 feet
Sum = 12 10 x (3.7510)2 / 6 = 28.12 ins
w = 25 pcf (10') = 250 psf
= 250 psf x 6'/2 = 750 #I'
M = 750 #P [8"/12"/' + 750 #/' _ (2 x 250 psf)] = 1628.0 #'/'
fb = 1628.0 #'P x 1211 :-28.1 ins = 695.0 psi
Fb = 525 psi x 1.15 x 1.1 x 1.15 x 1.1= 840 psi > 695.0 psi OK
4" D.F. #3 net OK for use in the upper 12 feet
4x D.F. #2
4 Consider Balance of excavation
w = 400 psf
R� = 400 psf x 6'/2 = 1200 #/'
M = 1200 #/' [8"/12"/' + 1200 #/' (2 x 400 psf)] = 2600.0 #'/'
fb = 2600.0 psi x 12"/' + 28.1 Ins = 1110 psi
Fb=900psi x1.15x1.1x1.15x1.1=1440.psi >1110psi
OK
4" D.F. #2 net OK for use in the balance of the excavation
Jun-14-00 08:33P Cefa1 nd Assoc
752 01.9
P.01
CEFALI & ASSOCIATES, INC.
CONSULTING STRUCTURAL ENGINEERS
4344 Laurel Canyon Blvd., Ste. 3
Studio City, CA 91604
(Ph) 818-752-1812
(Fax) 818-752-1819
Fax Transmittal
I I.rlhnnfled 1 u
I..:
1t1 te it in 1.:
Taylor & Associates, Inc.
2220 North University Drive
Newport Beach, CA 92660-3319
(Ph) 949-574-1325
Fax 949-574-1338
Faisal Gurdi/Yousef Banat
Fax 949-644-3250
Mick Cunningham
David Cefali
Hoag Hospital
Hospital Road, Newport Beach, CA
Engineer's Job # 99297
une 14, 2000
1111 Rent
1
9
Transmittal
Calculadons and Memo
Cover page
Modification responses
Itcnl.ul.,:
Z:\1999 Projects\Misc\99297\Correspondance\297f06.DOC
Jum-14-O0 08:33P Cefalend Assoc
752 •19 P.02
CEFALI S ASSOCIATES, INC
CONSULTING STRUCTURAL ENGINEERS
(616) 752-1612 • FAX (316) 752-1619
PROJECT kOAS 14es?1TPC.
CLENT taCA& DESIGNER
SHEET NO. CC SA
Tam mg" -
DATE 6-fq"06
SIGNATURE IS VAUD ONLY ON PRINT. A SIGNED COPY IS NOT TO BE REPRODUCED.
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Jun-14-O0 08:33P Cefal*nd Assoc
7529
Shoring Jobs 6/14/00
P.03
cC^5 b
00-112
The Graciela Shoring
6/ 8/00322
N. Pass Avenue
Burbank
CA
00-109
Sprague Hall, UCI
6/ 8/00
UCI
Irvine
CA
00-105
1217 2nd Street
6/ 8/00
1217 2nd Street
Santa Monica
CA
00-102
7 Unit Apartment Shoring
6/ 8/001844
Glendon Avenue
Los Angeles
CA
00-100
Carson Sewage Shoring
6/ 8/00
Figueroa
Carson
CA
00-097
Shadow Hills Road Shoring
6/ 8/001130
Shadow Hills Road
Beverly Hills
CA
00-095
Bartlett Residential Shoring
6/ 8/002705
Paseo Del Mar
Rancho Palos
CA
00-094
Camden Avenue Shoring
6/ 8/00
1648 -1658 Camden Avenu
Los Angeles
CA
00-092
Glendale Fashion Center
6/ 8/00
Glendale
CA
00-090
Rosen Res. Retaining Wall
6/ 8/008575
Franklin Avenue
Los Angeles
CA
00-089
Smith Residence Shoring
6/ 8/00
520 Ocean Avenue
Seal Beach
CA
00-087
McCormick Bldg Shoring
5/ 3i00
McCormick Street
North Hollywoo
CA
00-081
Balboa Theater Underpinning
4/21/00
SAL-SePkSi-U fl
Newport Beach
CA
00-080
Carson Sewarge Shoring
4/20/00
Carson
CA
00-079
Carson Sewage Shoring
4/20/00
Carson
CA
00-077
Soldier Pile Repair
4/20/00
Hollywood
CA
00-071
Hollywood Tanks Shoring Fix
4/20/00
Hollywood
CA
00-070
Brown Residence Shoring
4/20/00
Santa Monica
CA
00-069
Column Underpinning
4/20/00
Los Angeles
CA
00-068
Nexus Technology
4/20/00
Mac Arthur Place
Santa Ana
CA
00-065
1100 RaVoli
4/ 3/001100
Ravoli
Los Angeles
CA
00-064
Las Vegas Convention Center
4/ 1/00
Las Vegas
NV
p0-063
Transformer Pit Shoring/
4/ 3/0012835
Mulholland Dr.
Los Angeles
CA
00-062
Remington Plaza Slot Cutting
4/ 3/00
Los Angeles
CA
00-059
Mission Ave. Sewer Shoring
4/ 3/00
Mission Ave.
Oceanside
CA
00-058
Detroit St. Shoring
4/ 3/001212
Detroit St.
Los Angeles
CA
00-054
Novartis
4/ 3/00
San Diego
CA
00-050
Horizon Lofts
4/ 3/00,126-28
Horizon
Venice
CA
00-049
Cintas/Ontario
4/ 3/001851
S. Wineville Ave.
Ontario
CA
00-048
Pepita Way Res.
4/ 3/007655
Mar Ave.
La Jolla
CA
00-047
Sea Cliff Terrace
4/ 3/00
8500 El Paseo Grande
La Jolla
CA
00-046
Pool & Grotto Structure
4/ 3/00
La Jolla
CA
00-045
Lincoln Heights Post Office
4/ 3/00
Los Angeles
CA
00-044
UCLA Hospital
4/ 3/00
Santa Monica
CA
00-042
Canna Road Stabilization
4/ 3/0012234
Canna Road
Los Angeles
CA
00-040
Nexus Technology Centre
4/ 3/00
San Diego
CA
00-038
Charleston Harbor Drop Shaft
4/ 3/00
San Diego
CA
00-037
3M Bldg. II Tank Pit
4/ 3/00
Northridge
CA
00-036
Speedgate Foundation
4/ 3/00
LAX
Los Angeles
CA
00-031
Slot -cut Shoring
2/10/00154412th
Los Angeles
CA
00-028
V-3 Shaker at Bldg. S2
2/10/00
CA
00-024
Trench Shoring
2/10/00
CA
00-023
Seaward Ave,
2/10/00
Seaward Ave.
Ventura Co.
CA
00-020
LAX Pit Shoring
2/10/00
Los Angeles
CA
00-018
Hope Ranch,Stair
2/10/004185-87
Creciente Dr.
Santa Barbara
CA
00-016
Renaissance
2/10/00
San Deigo
CA
00-014
Gas Tank lnstallation
1/25/00
CA
00-013
Airshaft Shoring
1/25/00
Lincoln/Wilshire
Westwood
CA
00-006
Slope Repair
1/25/0016043 Anoka Dr.
Pacific Palisad
CA
Page 1
1--rpicwiION
or' AWA.n
Jun-14-O0 08:33P Cefalnd Assoc
Shoring Jobs
752 09
P.04
CC -SG
6/14/00
00-005
Earth Stabilization .
1/25/00679
Pearl St.
Laguna Beach
CA
00-001
Disney's Cal. Adventure
1/ 3/00
Anaheim
CA
99-342
Topanga Wall
12/31/99
CA
99-340
Tehachapi Truck Scale
12/31/99
Tehachapi
CA
99-339
1221 2nd St. LLC
12/31/99
Santa Monica
CA
99-337
Drop Shaft
12/31/99
Las Vegas
NV
99-336
Watergate Towers
12/20/99
Emeryville
CA
99-334
Del Arno Blvd. Drop Shaft
12/20/99
CA
99-333
Santa Fe/Alameda Shoring
12/20/99
Los Angeles
CA
99-330
Conduit Support
12/20/99
Santa Clarita
CA
99-329
Thompson St. Pumping Plant
12/20/99
Los Angeles
CA
99-325
Cage Rigging
12/20/99
Alameda Corrld
CA
99.323
Granville/Sunset Shoring
12/20/99
Los Angeles
CA
99-321
Drop -Shaft design
12/20/99
Temecula
CA
99-311
General Atomics
11/22/99
La Jolla
CA
99-310
Monrovia Cinema 12
11/22/99
Monrovia
CA
99-309
La Jolla Drop Shaft
11/22/99
CA
99-308
Old Topanga Cyn. Rd.
11/22/9901d
Topanga Cyn. Rd.
CA
99-306
6917 Pacific View Dr.
11/22/99,6917
Pacific View Dr.
CA
99-304
Wilshire Courtyard
11/22/99Sunset
Place
Los Angeles
CA
99-303
Arpeggio of Pasadena
11/22/99
Pasadena
CA
99-302
31833 Sea Level dr.
11/22/9931633
Sea Level dr.
Malibu
CA
99-297
Hoag Hospital
10/27/99
Newport Beach
CA
99-296
Route 101 KP 52.1-57.1
10/27/99
San Luis Obisp
CA
99-295
Univ. City Underpass
10/27/99
Universal City
CA
99-294
Univ. of.Arizona Book Store
10/27/99
Tucson
AZ
99-288
1227 2nd St.
10/27/991227
2nd St.
Santa Monica
CA
99-286
Masonic Homes
10/11/99
Covina
CA
99-285
Morton/Donnelley Res.
10/11/992090
Mandeville Cyn. Rd.
Los Angeles
CA
99-284
Roseville Parkway
10/11/99
Roseville
CA
99-283
Shea Homes Shoring
10/11/99
Simi Valley
CA
99-282
Storm Drain Shoring
10/11/99
Santa Clarita
CA
99-281
Wareham Bldg. Shoring
10/11/99
Emeryville
CA
99-278
Emery Station #3
10/11/99
Emeryville
CA
99-277
The Page Residence
10/11/99314
Loring Ave.
Los Angeles
CA
99-276
Pit shoring, Bldg. #887
10/11/99
Thousand Oak
CA
99-274
Amgen Bldg. #7
10/11/99
Thousand Oak
CA
99-271
LAX West ticketing
9/13/99
Las Angeles
CA
99-270
Catalina Hotel
9/13/99
Avalon
CA
99-269
Home depot
9/13/99
San Pedro
CA
99-267
Alameda Mid -Corridor
9/13/99
Los Angeles
CA
99-265
McKeehan Res.
9/13/9918
Breakers Isle
Dana Point
CA
99-264
1100 Ravoll Dr.
9/13/99
Pacific Palisad
CA
99-263
Muskingum Diversion Sewer
9/13/99
CA
99-261
Getty Prelim.
9/13/99
Malibu
CA
99-260
Montana/Barrington
9/13/99
Los Angeles
CA
99-259
Newberry Park
9/13/99
Newberry Park
CA
99-258
Johson Residence
9/13/99160
Emerald Bay
Laguna Beach
CA
99-256
Getty Prelim
9/13/99
Malibu
CA
Page 2
Jun-14-O0-08:34P Cefalend Assoc
Shoring Jobs
752 4019
99-253
Getty -Prelim,
9/13/99
Malibu
CA
99-252
Gatehouse Capital
9/13/998-Street
San Diego
CA
99-251
Oak Creek Apts.
9/13/99
CA
99-250
Harmen Barranca
9/13/99600
High Point Dr.
Ventura
CA
99-249
Jamboree Road
9/13/99
Jamboree Rd.
CA
99-246
Longden & Van Nuys Reservoir
8/11/99
San Gabriel
CA
99-245
Glendale Fashion Center
8/11/99
Glendale
CA
99-243
Loma Vista Park
8/11/99
CA
99-239
Getty Prelim.
8/11/99
Los Angeles
CA
99-238
Rambia
8/11/99Pacifico
Rd.
Malibu
CA
99-234
Vivian Residence
8/11/99506
Ocean Ave.
Seal Beach
CA
99-231
New Res. Hall
8/11/99
Scripps Coll.
CA
99-227
Villa Sul Mare
7/16/9916
Lagunita
Laguna Beach
CA
99-226
Rte. 110 Widening
7/16/99
Rte 110
CA
99-224
Huntington Library
7/16/99
CA
99-221
Turner Ret. Wall
7/16/99
Los Angeles
CA
99-213
Diemen Filtration
6/18/99
CA
99-210
Shea Homes Prelim.
6/18/99
Simi Valley
CA
99-209
Chatsworth Courthouse
6/18/99
Chatsworth
CA
99-206
Santa Maria Bridge
6/18/99
Santa Maria
CA
99-204
Sumacridge Reservoir
6/18/99
L.A. County
CA
99-202
El Monte Asset
6/18/99
El Segundo
CA
99-201
Road Stabilization
6/18/99
Mt. Wilson
CA
99-199
545 Las Casas
6/ 3/99545
Las Casas
Pacific Palisad
CA
99-198
Membrane Filtration Casing
6/ 3/99
Carmichael
CA
99-197
Defence Finance & Accounting
6/ 3/99
San Bernardino
CA
99-193
Apt. Struct.
6/ 3/99
Little Santa Monica BI.
Los Angeles
CA
99-192
3 Com Shoring
6/ 3/995400'Bayfront
Plaza
CA
99-188
Office Depot
5/14/99
Studio City
CA
99-182
Fullerton Creek
5/14/99
Fullerton
CA
99-181
835 Market Street
5/14/99835
Market,St.
San Francisco
CA
99-180
Filtration plant
5/14/99
CA
99-179
609-613 Broadway
5/14/99609-613
Broadway
Santa Monica
CA
99-178
Disney Calif. Adventure
5/14/99
Anaheim
CA
99-177
American Airlines Minipiles
5/14/99
Los Angeles
CA
99-176
Missle Silo Shaft
5/14/99
So. Pacific
CA
99-174
First Chinese Baptist Church
5/14/99
Yale Street
Los Angeles
CA
99-166
Scott Res.
4/23/99
3854 Ramblia Orients
CA
99-165
Post Shoring
4/23/996505
Wilshie 81.
Los Angeles
CA
99-164
Rudell Res.
4/23/99
Palos Verdes
CA
99-156
Placentia Linda Hospital
4/ 5/99
Placentia
CA
99-151
Bridge 442 Rehab. Ventura Co
4/ 5/99
Ventura Co.
CA
99-148 1445-6th
Street
3/19/991445
6th Street
Santa Monica
CA
99-146
Homestead Redesign
3/19/99
No. Pass Ave.
Burbank
CA
99-145
Echo Park Senior Housing
3/19/991
727 Morton Ave.
Los Angeles
CA
99-144 1457
16th St.
3/ 3/99
Santa Monica
CA
99-143
Marina Interceptor Sewer
3/ 3/99
Los
Angeles CA
99-141 Hollywood
Water Quality Imp.
3/ 3/99
Hollywood CA
99-138 R&R
Shoring, Valencia
3/ 3/99 Valencia
Town Ctr.
Valencia
CA
Page 3
P.05
cc-5d
6/14/00
Jun-14-O0 08:35P Cefalen(1 Assoc
Shoring JOGS
752 •3.9
P.06
6/14/UO CC,-5G
99-137
American Airlines
3/ 3/99
Terminal LAX
Los Angeles
CA
99-136
80' Drop Shaft
3/ 3/99
Huntsville
CA
99-130
Hollywood Tanks Sluny Wall
2/ 3/99
Hollywood
CA
99-123
Tower Crane
1/20/99
Temple Street
Los Angeles
CA
99-122
2323 Noll Drive
1/20/99
Ventura
CA
99-121
4th St. Menorah
1/20/994th
Street
Santa Monica
CA
99-120
4th St. Menorah
1/20/994th
Street
Santa Monica
CA
98-115
La Costa Ave Siege Stabilise
1/20/99
La Costa Ave.
Carlsbad
CA
Page 4
Jun-14-00 08:35P Cefalnd Assoc
752 09
P.07
CEFALI $ ASSOCIATES,;INC.
CONSULTING STRUCTURAL ENO,NEERS
(818) 752.1812 • FAX (818) 752-1819
CLIENT k(oAb
PRCUECT 146 A6
Slur NO. cc -S f
DESIGNER DATE A• (4^OC
SIGNATURE IS VAUD ONLY ON PRINT. A SIGNED COPY IS NOT TO SE REPRODUCED.
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