HomeMy WebLinkAbout3184; Cannon Road West; Cannon Road Bridge over Macario Canyon; 1998-05-01r
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Supplemental Structural
Check Calculations
Cannon Road Bridge over
Macario Canyon
Prepared for
O'Day Consultants
May 1998
TYLININTERNATIONAL
SUPPLEMENTAL
STRUCTURAL CHECK CALCULATIONS
Hi
ii
F
to
FOR
CANNON ROAD BRIDGE
OVER
MACARIO CANYON
PREPARED FOR
O'DAY CONSULTANTS
MAY 1998
SUPPLEMENTAL
STRUCTURAL CHECK CALCULATIONS -m
P
m
FOR .
m
m
CANNON ROAD BRIDGE I
OVER
MACARIO CANYON !
Pit
>M9DANIELENGINEERING
Project
Engineer
lYl • DAN IELENC3INEERINC3 5030 CAWING DE LA SIESTA, SUITE 204, SAN DIEGO, CA 92108 (619) 692-1920
•>Date
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M9DANIELENGINEERING 5030 CAMINO DE LA SIESTA, SUITE 204, SAN DIEGO, CA 92108 (619) 692-1920
Project....
Engineer.,
Date
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"I • DAN H±LcNC3INEcRINC3 S030 CAWING DE LA SIESTA, SUITE 204, SAN DIEGO. CA 92108 (619) 692-1920
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BRIDGE DESIGN PRACTICE JANUARY, 1983 2-8
m
m
(2) For bent cap - 'face of support1 for flared section is
defined in AASHTO Art. 1.5.23(F)(2). The combined depth
of column and cap =1.5 cap depth.
&nd Parabolic Flare
x = 2.75 +2.75 = 4.66
m
M
m
m
mm
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M9DANIELENGINEERING 5030 CAMINO DE LA SIESTA. SUITE 204, SAN DIEGO, CA 92108 (619) 692-1920
Project
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Project ...... !??. ..... <. ..................................................................................... Date .....................................
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KOOCAMINODE LA SIESTA, SUITE 204, SAN DIEGO, CA 92103 (619)592-1920
Date
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Cannon Road over Macario Canyon
Bridge Depth
DeckT
Soffit T
Cap Drop Below Soffit
Drop Cap Width
Drop Cap Length (off CL)
Ave W of Cap:
Uniform Cap Load:
DL/gtrder
Ext Girder:
1st Int. Girder:
A ft
8 in
6 in
125 ft
6 ft
8,5 ft
31 .6 ft
3.86 kips/ft
240.8 kips
15.19 ft
6 ft
Cap Width:
Clr top Reinf:
Top Reinf. Diam.
Clr bot. Reinf:
Bot Reinf. Diam:
fc:
Left EOD
Left Wheel #1
Right Wheel #1
Left Wheel #2
75 ft
4 125 in
326 in
3625 in
163 in
4000 psi
19.875
16.125
10.125
4.125
# of Top bars
Area per bar
a
# of Bott bars
Area per bar
Right EOD 19.875
Right Wheel #2 11.675
Left Wheel #2 5.675
Right Wheel #1 0
Inside Cantilever (P-Load Outside)
Loc
CL Open #1
Edge Open *1
First Int. Girder
Edge of Drop
Edge Open #2
CL Open #2
Edge Open #2
Dist off CL
ft
4
4.79
8
8.6
11.21
12
12.79
Opening
Height
in
~W~
19
0
0
19
19
19
Soffit to
bott open
in
4
4
4
4
4
Chord Depth
Top
in
19
19
0
0
19
19
19
Bon
in
25
25
0
0
__
10
10
Factored Moments
BC
K-fl
266.6
232.1
116.1
98.8
39.8
ie!9~
DL + ADL
K-ft
3,657.8
3,277.3
1,731.4
1,586.9
958.4
768.2
577.9
K-Load
K-ft
1,921.0
1,742.7
1.071.6
946.1
513.6
431.2
348.6
P-Load
K-ft
3.932.7
3,391.0
3,090.3
1,900.1
1,677.7
911.1
764.7
618.2
Desk Mav
M5pa,ino
U.S- SB,
8.5'' 5.634,8,
4.31,
'•" 24.00
*"1 24.00
'.=' Mnn
4
336.60
336.60
112.20
112.20
112.20
<t>Vs kips
leg spacin
504.90
504.90
168.30
168.30
168.30
* 6 Stirrup
9 (inches)
673.20
673.20
22440
224.40
224.40
s (Bottom C
5
420.75
42075
140.25
140.25
140.25
hord only)
leg spacin
631.13
631.13
210.38
210.38
210.38
| (inches)
841.50
641.50
260.50
280.50
28050
0.44
6
504.90
504.90
168.30
168.30
16830
in2 per bar
leg spacin
757.35
757.35
252.45
252.45
252.45
g (inches)
1,009.80
1 00980
336.60
336.60
336.60
Right Outside Cantilever (P-Load Outside)
Loc
Edge of Open #
CLOp«n#1
Edge Open #1
First Int. Girder
Edge of Drop
Face Open #2
Edge Open #2
Edge Open *2
Dist off CL
ft
3i33
4.67
8
8.6
11.2
11.21
12.79
Opening
Height
in
16
16
16
0
0
0
19
19
Soffit to
bott open
in
4
4
4
4
4
Chord Depth
Top
in
22
22
22
0
0
0
19
19
Bott
in
25
25
25
0
0
0
10
io
Factored Moments
BC
K-ft
2987T
266.8
237.2
116.1
98.8
40.0
39.8
16.9
DL + ADL
K-ft
3.98O4"
3.657.6
3.335.1
1.731.4
1.586.9
960.8
958.4
S77.9
H-Load
K-ft
1,159.4
1.019.3
679.2
405.1
342.4
70.6
69.5
P-Load
K-ft
2.055.9
1,559.0
716.3
607.1
125.1
123.3
Desi£
M
K-
6'2' 24.00
Mi 24.00
8-6' 24,003,3;
2,9*
i,4t ; - -
^ 24.00
7' 24.00
336.60
336.60
336.60
112*0
^112,20
504.ee'
504.90
504.90
168.30
168.30
673.20
673.20
673.20
224.40
22440
420.75
420.75
420.75
140.25
140.25
631.13
631.13
631.13
210.38
210.38
841.50
841.50
841.50
280.50
280.50
504.90
504.90
504.90
168.30
168.30
757.35
757.35
757.35
252.45
252.45
1,009.80
1 009 80
1,009.80
336.60
336.60
Left OuUMe Cantilever IP-Load Outside)
Loc
Edge of Open*
CLOpen«1
Edge Open »1
First Int. Girder
Face Open #2
Edge of Open*
CL Open *2
Edge of Open #
Bott Ext Girder
Dist off CL
ft
2.92
4
5.08
8
10.91
10.92
12
13.08
14
Opening
Height
in
P10
10
10
0
~0
16
16
16
0
Soffit to
bott open
in
4
4
4
4
4
4
Chord Depth
Top
in
28
28
28
0
6
22
22
22
0
Bott
in
25
0
0
10
10
10
0
Factored Moments
BC
K-fl
318.1
266.8
220.0
116.1
45\ 3
45.1
27.2
13.8
DL*ADL
K-ft
4.177.S
3.657.8
3.137.6
1.731.4
1.030.6
1.028.2
7682
508.1
286.6
H-Loed
K-ft
1.245.1
1.019.3
793.5
405.1
100.9
99.6
P-Load j
K-ft
2.207.9
1.807.5
1.407.0
718.3
178.9
177.0
Desic
Mi
K-
rojr^p
7'4i 24.00
«.<f-?iW3.3— —
1.65—
1.6: MiM
'•°S~2700
6> 24.0036
33660
* 336.60
* 336.60
112.20ni»r
11*20
504.90
50410
504.90
f.
11 168.30
168.30
166.30
673.20
673.20
673.20
224.40
224.40
224.40
420.75
420.75
420.75
140.25
140.25
140.25
631.13
631.13
631.13
210.36
210.38
210.38
841.50
841.50
841.50
280.50
280.50
280.50
504.90
504.90
504.90
168.30
168.30
168.30
757.35
757.35
757.35
252.45
252.45
252.45
1.009.80
1,009.80
1,009.80
336.60
336.60
336.60
Drop Cap 14"
Cap ShearR2.xls 5:17 PM
4/15/98
M9DANIELENGINEERING SOSOCAMNODE LA SIESTA, SU.TE204, SAN DIEGO, CA 92108 (619) 692-1920
Project....
Engineer.
Date..
Sheet of
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M9DANIELENGINEERING 5030 CAMINO DE LA SIESTA, SUITE 204, SAN DIEGO, CA 92108 (619) 692-1920
Engineer.,
Date
Sheet of
-P^4"
m
m
0
n"
ur
10
mm
Project: Cannon Road over Macario Cyn Date: 4/16/98
Engineer: Greg Butler Sheet:of
BEARING PAD DESIGN
Bridge Type (ps/rc): ps
Span Length (ft): 232.69
Percent Contributing: 100%
Contributing Length: 232.69
Temp Range: 30
(designed per Caltrans Memo to Designers Manual 7-1)
Number of Girders: 5
Number of Bearing Pads: 5
# LL Lanes: 3
Impact Factor: 25.1%
BDS3.16 LLL Reduction Factor: 90%m
m
Abutl LOADING (incl. Impact)MOVEMENT
DL:
ADL:
LL (HS)
LL (ALT)
LL (P-truck)
DL+ADL/pad:
LL(HS)/pad:
LL(alt)/pad:
LL(HS+1.15P)/pad:
LL(max)/pad:
274
87
75.5
136.3
72
32.6
0.0
37.1
37.1
Thermal Coef.:
Temperature Movement:
Concrete Shrinkage:
P/S Shortening:
TOTAL MOVEMENT:
Min Bearing Pad Thickness:
6E-06
0.75
0
0.70
1.45
2.90
in
in
in
in
in
•I
mm
Fabric Reinforced Pad
Max compressive stress:
WxL min:
square root:
Trial W:
Trial L:
Area:
Thickness:
304.8 mm
304.8 mm
92903
76.2 mm
Stress with Dead Load Only:
Min Stress with Dead Load Only:
Shape Factor:
Min Shape Factor:
Max Pad Thickness:
Compressive Stress:
Input Compressive Strain from Figure 4A:
Max Compressive Strain:
Initial Thickness:
Final Thickness after Creep:
Fs max allowable:
800 psi
136.7 sq in
11.69 in
12.00 in
12.00 in
144.00
3.00 in
501 psi
200 psi
6.00
5
4.00
759 psi
5.0%
7%
2.85 in
2.81 in
OK
OK
OK
OK
OK
OK
to
Pm
Actual Design Shear Force:
Use this size fabric reinf pad: 304.8 mm W x
Abutl
Bearings.xls
14.4 kips
11.8 kips OK
304.8 mm L x 76.2 mm thick
9:55 AM
4/16/98
m
m
Project: Cannon Road over Macario Cyn Date: 4/16/98
Engineer: Greg Butler
BEARING PAD DESIGN
Bridge Type (ps/rc): ps
Span Length (ft): 221.81
Percent Contributing: 100%
Contributing Length: 221.81
Temp Range: 30
Sheet:of
(designed per Caltrans Memo to Designers Manual 7-1)
Number of Girders:
Number of Bearing Pads:
# LL Lanes:
Impact Factor:
BDS3.16 LLL Reduction Factor:
5
5
3
25.1%
90%
H
AbutS LOADING (incl. Impact)MOVEMENT
DL:
ADL:
LL (HS)
LL (ALT)
LL (P-truck)
DL+ADL/pad:
LL(HS)/pad:
LL(alt)/pad:
LL(HS+1.15P)/pad:
LL(max)/pad:
274
86.7
75.5
136.2
72
32.6
0.0
37.1
37.1
Thermal Coef.:
Temperature Movement:
Concrete Shrinkage:
PIS Shortening:
TOTAL MOVEMENT:
Min Bearing Pad Thickness:
6E-06
0.72
0
0.67
1.38
2.77
in
in
in
in
in
mII
Fabric Reinforced Pad
Max compressive stress: 800 psi
WxLmin: 136.6 sq in
square root: 11.69 in
Trial W: 304.8mm 12.00 in
Trial L: 304.8 mm 12.00 in
Area: 92903 144.00
Thickness: 76.2 mm 3.00 in
Stress with Dead Load Only: 501 psi
Min Stress with Dead Load Only: 200 psi
Shape Factor: 6.00
Min Shape Factor: 5
Max Pad Thickness: 4.00
Compressive Stress: 759 psi
Input Compressive Strain from Figure 4A: 5.0%
Max Compressive Strain: 7%
Initial Thickness: 2.85 in
Final Thickness after Creep: 2.81 in
Fs max allowable: 14.4 kips
Actual Design Shear Force: 11.2 kips
OK
OK
OK
OK
OK
OK
Use this size fabric reinf pad: 304.8 mm W x
Abut 6
Bearings.xls
OK
304.8 mm L x 76.2 mm thick
9:55 AM
4/16/98
M9DANIELENGINEERING I
5030 CAMINO DE LA SIESTA, SUITE 204, SAN DIEGO. CA 92108 (619) 692-1920
Project
Engineer
Date
Sheet of
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M9DANIELENGINEERING 5030 CAMINO DE LA SIESTA, SUITE 204, SAN DIEGO, CA 92108 (619) 692-1920
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Project
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Date .1/3&.
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M9DANIELENGINEERING 5030 CAMINO DE LA SIESTA, SUITE 204, SAN DIEGO, CA 92108 (619) 692-1920
Project
Engineer..
Date ...
Sheet of,
M9DANIELENGINEERING 5030 CAMINO DE LA SIESTA. SUITE 204, SAN DIEGO, CA 92108 (619) 692-1920
Project
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M9DANIELENGINEERING 5030 CAMINO DE LA SIESTA, SUITE 204, SAN DIEGO, CA 92108 (619) 692-1920
Project....
Engineer.,
Date
Sheet of.
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B
47'
C4/V5VOV ROAD
47'
I
I
f»
L
a
/'—5'
ELECTRIC
TRANSMISSION
\t
A'H'
8'15'15'
/.75'-*J 7.25'7.25'-1.75'
STEEL
RECLAIMED
WATER u
ELECTRIC
DISTRIBUTION
5'
L
X, ,,
-2T
4
'- \#b' - ffi36
IE
-ri-
r
I
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ft
i
CANNON ROAD
ELECTRIC
DISTRIBUTIONSTEEL
RECLAIMED „
WATER
/5*
MACARIO CANYON BRIDGE SECTIO
NO SCALE
Lruay i_onsu ixants IU
C 0 N. S U L T A'N T S
TRANSMITTAL LETTER
: JOB NO. 96-1011
TO: MC DANIELS ENGINEERING : DATE: 4/9/98 JOB NO.: 97-1032
5030 Camino de la Siesta, Suite 204 PROJECT: CMWD Cannon Road
San Diego, CA 92108 RE:Macario and Agua Hedjonda Bridge
ATTN: Greg Butler :
PHONE: (619)692-1920/FAX(619)692-0634 i
:
VIA: FAX
ENCLOSURE:
As we discussed, CMWD is willing to reduce the size of the water, reclaimed water and
sewer force mains through the iMacario Canyon Bridge, from 16 In to 14 inch.
The outside diameter of the 14 inch 10 gage welded steel lines, with concrete mortar
lining arid coating, is 16.75 inches (±1/8 inch), and the weight per lineal foot is 88 Ibs(empty)-
CHUCK COLLINS
cc: Keith Hansen, O'Day
Randy Kiaahsen, CMWD
232O Camino Vida Roble
Suite B
Carlsbad. California 92009
760-931-7700
Fax: 760-931-8680
Civil Engineering
Planning
Processing
Surveying
E-maU:odayconsul@aol. com
TOTflL P.01
Aiutmnr Boctwoll-
Approach Stob-
•Concrete Trrust Bxx*, see
Tie Rod
rJlr
See Typical Concrete Pipe Support Spacing DetotT., ——— . .
Caslng Pipe. Extort Pipe 5 feet airta
beyond opproocn slab, end of wtnywatlor 20
foot bo/art abutment bactwall. wHctvttr-
Is greater^
Casing Insulator spacing par annufoctirer'srecommendation orjF'IeeTTnaxJiajtn. wticttxer
Is less. First otiflost Insulator stall be
wftrtn lfootfrotn~~ent-cf-coslng.F1ilYcld between
dirt stop and first casing Insulator with foam.
-pipe UK
Set Kate I
•Soffit Access Opcrtn}.see (u-
•Selsalc Expansion Assembly. See N<**
Otoroncft to concrete slatt
Opertnj stall be pipe oKmettf plus f.SeeNottB
Hates to Uectontco! Designers
A. Additional expansion esseaUles trey be
required depending on ae total
mxefnent rating.
B. Tn> Bridge Designer stoJd proride
additional clearance to cccofunodate
transverse seismic
Dirt Stop- 2x8 red*mJ. typical wlttt
coenlnj cut to ft! plot UK.—•
Opening stall te pipe bell diameter plus
-Bridge Sofftt
-Four */Otf Gofironlzed Hall
at each plonk.Typ.
reawood.Typ.
DIRT STOP DETAIL
Kr-rr auxlmjm
rur Release Valve AsseaUyat Mgt> point In pipe line proflle-
2-r jf Uanfole
See Typical Concrete Pipe Support Spacing Petalr
r-or
I ZOVk Ufttt
^—Opening stall be pipe bell dloaeter plus Z"j stall be pipe tell alometer ,
-Pipe Une
•Bridge Soffit
PIPF INSTALLATION AT BENT CAP
OCSKM turorau*
otsoi |"
OCTU.S 1" R.A. Sort*
ouutmcs |"
".'•.'•.''.-•'.;•; VJ>-..•^•.-•J:!' Vf.n Pipe UM stall to Installed
pe stall be tlgtty dofipednearest tfit centertwo pipe supportMatter supports.!!*» brge. e .ctotp stoat* sttaaad with stee/wosttf
''plates to provide '/t charanx between
of pipe One at txfti ends.For ecftiruatton
Stan be pipe diameterUortar In tower tatf of pipe opening
PIPE
STATE OF
CALIFORNIA^
OEPAtmCNT OF TRAKSPORTATIOH
--?•' '~-' T ~
Srtrf/Veftr Boa
wttfi 6~ enoedmtrtPipe Protection SHeH.tolf circle.
Pipe Hanger
Casing Insulator-
2x2x12 yoye
*//•• Fatfi \ •.'- •*. «'»' «t ••» •*. <fi'\ «.*«•*.
FOR NEW BRIDGE
t «• •-. ••.'-. '.v. i' -t 'i^->-. ;•; 4*,.{iv»'..'.
V-1: •V-V-V'V-V-V'V-V-V'V-V'V.V.V-V-V^-V-ViV'V-V*-
OrBfort Install Concrete ExpansionffOor at tattoo of dect. Total 4 ptr pkt*Expansion Aactor size par nonStxrunrsrtooaaenoWon for tt» load Intenkd
FRONT VIEW SECTION VIEW
CONCRETE PIPE SUPPORT
. -
Pipe st*at*ttyfycloa& a* ttetuoptpt
nearest ffia center of ttm trMge, Matter pipe
staff be sHamd wtm steel waster plate to
pro*f4» >/4~ ctoararca txtween pipe and done.
iaferrf restraint stall be Installed at me
first and lost longer art odjocentto fte
casing pipe Joint./°/-<vWe toot tros/a- at both sides
Casing Pit
Pipe Une
Casing PfpfSize Thickness Soffit Access
Opening
Casing Insulator-
FRONT VIEW
FOR EXISTING BRIDGE
PIPE HANGER ASSEMBLY
QjCTHCAL-lCCHAICAL-MTfflCALIFORNIAAN) IASTEIATER DESK*25LWHEHT OF TRANSPORTATION