HomeMy WebLinkAboutREMOVE REUSE BRIDGE FOUNDATION - Filed BC-BRIDGES & CULVERTS - 2009-04-0800
00
/4'(IN) THICK A36 STEEL PLATE, PROTECTIVE
(v 211 � � � 4' �\ BARRIO RR BRIDGE WING STEEL
GALV. BOLT BRIDGE CONNECTION BY OTHER
— (MIN (2) 3/4'4 BOLTS AT EACH ERG LOCATION)
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HELIX PIER AND PIER GAP PER DETAIL
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HELIX PIER AND PIER CAP PER DETAIL
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cv I I iY NOTE: MIDDLE PIER REQUIRED FOR 8 FT
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WIDE BRIDGES ONLY. STIFFENER PLATES
READ EVEN ON 6 FT WIDE BRIDGES.
II
I it STIFFENER PLATE PER DETAIL
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11J I I 11 I I STIFFENER PLATE PER DETAIL
I I HELIX PIER AND PIER GAP PER DETAIL
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�r '/4'0N) THICK A36 STEEL PLATE, PROTECTIVE
BARRIER FOR BRIDGE WEATHERING STEEL
GALV. BOLT BRIDGE CONNECTION BY OTHERS
/ 211 4 (MIN (2) 3j4'0 BOLTS AT EACH BRG LOCATION)
SEE NOTE I -STEEL ABUTMENT DETAIL
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A5UT*'1ENT DET iL - FL V EUJ
NOT TO SCALE
SLOPE PER CIVIL
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FIES GAF DETAIL
NOT TO SGALE
— CRACK CONTROL JOINTS BY OTHERS PER SOILS REPORT
— (bX6 WlAXWL4 UALF BY OTHERS, ALL SIDEWALK WITHIN 6 FT OF BRIDGE
— (2) 04 GR60 HORIZ TOP 4 BOTTOM BY OTHERS
6' T �eE{R-B�piL-RF�ORT` KEN EDGE AS R.EQ'D)
z' (IN) EXPANSION JOINT BETWEEN BRIDGE 4 SIDEWALK
— BRIDGE BY OTHERS
— GALV. BOLT BRIDGE CONNECTION BY OTHERS
(MIN (2) 3j4'0 BOLTS AT EACH BRG LOCATION)
00 1/4'(I11N) THICK A36 STEEL PLATE, PROTECTIVE
o \ BARRIER FOR BRIDGE WEATHERING STEEL
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�� °°a o 0 0 ° ° ° o °° STIFFENER PLATE, SEE DETAIL
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-- STEEL ABUTMENT, SEE_DET
COMPACTED GRAVEL BACKFILL PER GENERAL NOTES
COOT CLASS A GEOTEXTILE FILTER
MANUR PIER CAP PER DETAIL, ATTACH TO
UIF BEAM W/ (4) GALV. 3j4'4, THRU BOLTS, TO
HELIX PIER W/ (1) GALV. T/5' a THRU BOLT
41
IN 4' 'L3' TO SAME BOLT, OPPOSITE
ABUTMENT (VERIFY)
i
HELIX PIER PER SCHEDULE
® (2 PER 6' WIDE ABUTMENT, 3 PER 8' WIDE ABUTMENT)
ABUT�'IENT
=TAIL -
NOT TO SGALE
NUMBER AND 61ZE OF HELIX BLADES AS REQ'D
TO ACHIVE CAPACITY AND TORQUE
iLE VIEW
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114' MIN THICK TUBULAR SLEEVE W/ m
ID. = OD. OF HELIX PIER SHAFT Z
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'/Z' THICK STEEL PIER GAP PLATE I
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PROVIDE ITb' LONG x 13/16' SLOTTED
3 ' A 25 THRU BOLTS IN
/2' THICK STEEL PIER CAP PLATE
W/ SLOTTED HOLES
BOLT PER PROFILE
HOLES FOR /4 0 3
PIER CAP PLATE (BOLTS TO BE TORQUED I/4' MIN THICK TUBULAR SLEEVE W/
PER AASHTO SPECIFICATIONS) D- = O.D. OF HELIX PIER SHAFT
WITHIN A TOLERANCE OF OX (IN)
/3\
PROVIDE CORRESPONDING PERPENDICULAR HELICAL PIER PER PLAN
In/e' LONG x 13/I6' SLOTTED HOLES FOR 3j4'�
A325 THRU BOLTS IN STEEL ABUTMENT
FIES CAA DETAIL
NOT TO SCALE
NOTE: LOCATE UTILITIES PRIOR TO
EXCAVATION AND HELIX PER INSTALLATION.
ALL STEEL TO BE HOT -DIP GALVANIZED.
NOTE 1: INTENT OF ERIPGE BOLT PLACEMENT IS
SUCH THAT THE EFFECTIVE BRIDGE BEARING POINT
IS 2' (IN) BEYOND THE ABUTMENT WEB. BRIDGE
SUPPLIER TO VERIFY.
All
R STIFFNER, SEE DI
STE
/2' ASTM A36 STEEL e STIFFNER
u� 11 -53 STEEL BEAM
1IDE tie' P HOLES TO ACCOMODATE 3j4' 0
5 AT EACH BRG LOCATION (TYP 4 PLACES)
6' ASTM A36 STEEL B, BOTH SIDES
FFNER, SEE DETAIL
ADE 2' LONG x s/s' n SLOTS TO MATCH PIER
PLATE DETAIL AT EACH PIER LOCATION
4 SLOTS PER PIER)
AE3UT„IENT DETAi
NOT TO SCALE
93/4
2" 13/4r
ASTM A36 STEEL P 5TIFFNER 1211 33/4'
STIFFENER FLAT
AT�4Ei,iNC-z ST
NOT TO SCALE
UJ=AS REQV
W/2 W/2
N
OTECTIN
TAI
,ATE DETAI
Genera Notes:
1. Codes:
This plan was prepared based on AASHTO I-O'D Bridge Design Specifications, 3rd Edltion with GDOT t
local amendments and portions of the most recent versions of ACI 318,
This plan is based upon the following load parameters:
Bridge Reactions. Loads based on those by Continental Bridge for Ha1F-Through Pony System Bridges
Recommended maximum allowable loads per abutment:
6 FT WIDE BRIDGE STRUCTURES 8 FT WIDE BRIDGE STRICTURES
Max Vertical Load = 30 Kips Max Vertical Load = 45 Kips
Max Lateral Load = 6 Kips Max Lateral Load 9 Kips
x Lo itudi Loa 6 Kipe� Lon Itudinal Load I s
Note: Lateral wind loads assume 35 pef wind pressure on a bridge profile not to exceed bb' (in) tall with
at least 29% openings In the side panels/railings.
1
stl r wort cr wort b< CTL THOMPSON IFC-3009, IFC-3010, and 4FC-3011, DATED 02-25-04
Recommended foundation design parameters:
LAPORTE AYE BRIDGES
Recommended Foundation Option = Helix Flare
Depth to Bedrock = 20 - 25 FT
Minimum Helix Pier Length = 12 FT
At -Rest Earth PreBaure (Equivalent Fluid Density) = 55 PCP
MULBERRY BRIDGE
Recommended Foundation Option = Helix Piers
Depth to Bedrock = B FT ./-
Minimum Helix Pier Length = 12 FT
At -Rest Earth Pressure (Equivalent Fluid Deneity) = 55 PGF
COLLEGE AVE BRIDGES
Recommended Foundation Option = Helix Piers
Depth to Bedrock - 23 FT Minimum Helix Pier Length = 12 FT
At -Rent Earth Pressure (Equivalent Fluid Density) = 55 PGF
3. Material le:
This plan is based upon the following material properties:
Stool: All steel (helix piers, beams, plates, stlFfenere, connectors, etc.) shall be protected from
corrosion by hot -dip galvanizing per ASTM AI53, Structural Steel Beams shall conform to A5TM
A992 (fy=50 ksi). Helix piers shall be per Note 4. Other miac plates shall be ASTM A36 or
O(18tterZM
Bolts: All bolts shall conform to ASTM A301 or SAE Grade 5 U.N.O.
Welds: All welding shell be In accordance with the Bridge Welding Code, AWS DI5. Welding of
galvanized steel can produce toxic gases and should be done In adequate ventilation and
with adequate gas detection, breathing gear, and other safety equipment, All welds shown are
�to be ETOXX, minimum.
4. Helix Piero:
Locate all utilities prior to excavat an allat on of helix piers. All helix piers and pier cape shall be as
manufactured by Magnum Plering, Inc, or equivalent, Helix pier Installation should be observed by a representative from
Secure Foundations, LLC (510) 412-6255 or other geotecMtcal engineer to verlfy installation torque and minimum depths.
Provide a minimum of 24 hours notice prior to Installation work The loads shown on the plan are design allowable loads.
All helix pier connector and top plate bolts shall be snug tight. All helix pier connectors shall be In -line, straight, and
rigid. The manufacturer's recommendations should be followed regarding the torque and bearing capacity relationship for
the particular helix pier selected. The ratio of required ultimate helix pier capacity to the total area of the helix blades
shall not exceed the ultimate subsurface material bearing capacity provided by the geoteomilcal engineer.
9 Toleraneee:
The construction tolerances for the abutment piers are as follows:
Angle of helix pler foundation from vertical - t 5'
Location of helix piers - t 34'
Elevation of top of piers - t 1/4'
Minimal disturbance of ground around pier during Installation.
All recommendations contained repo» pertaining to backflll, drainage, etc. should be incorporated Into the
design this �yect.
1. Badcfill:
Backfill around the abutment should consist of CDOT No. 51 coarse aggregate. BadkFill should be tamped In place after
bridge placement except For gravel mat beneath abutment. Backflll should be adequately graded to provide adequate
drainage Away from the foundation. See Solls Report for additional requirements. Construction shall be performed in a
mamer that mirtmizes disturbance to the site. Sea CIVIL plans for additional requirements regarding alit collection and
disturbance/rsotoratlon of Irrigation ditch banks.
8. Drairoae:
The ground surface around the structure, to provide adequate drainage away from the abutments, should be
located such that they are, as far a practical, above normal canal water levels. Surface drainage should be
monitored and maintained throughout the life of the structure. See CIVIL plans for site drainage plans.
�9. Llmltatlone:
Th1e plan le only a foundation and bridge abutment design. br ge s ructures are to be designed by others.
SECURE requests the opportunity to review bridge shop drawings 10 or
der to compare with design assumptions.
Verletions from those asoumptlono may require redesign. It 10 the contractors/owners responolblllty to verify end
coordinate ell dtmensione prior to construction. This foundation plan is based on the contractor/owner fumlehed plans
and the above referenced speciricatlons. Any discrepancies or changes ohould be brought to the attention of
SECURE.
1
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BRIDGE ABUTMENT DIMENSION SCHEDULE
COLLEGE
MULBERRY
LAPORTE
(EAST)
LAPORTE
(WEST)
DIMENSION
LENGTH
LENGTH
LENGTH
LENGTH
LI
8'-0'
B'-0'
6'-0'
6'-0'
L2
g 3'
(VERIFY)
9'-3'
(VERIFY)
T-1'
(VERIFY)
V-1,
(VERIFY)
L3
50'-6'
38'-6'
2B'-6'
43'-6'
L4
0-II'/4'
(VERIFY)
0' 4'
(VERIFY)
0' 4'
(VERIFY)
0'_9/4'
(VERIFY)
L5
10'-2'
10'-2'
8'-0'
NOTE: ALL DIMENSIONS OF BRIDGE DECK (WIDTH 4 DEPTH) SHALL
BE VERIFIED PRIOR TO FABRICATION OF ABUTMENT BEAMS.
NOTIFY SECURE OF ANY DIMENSIONS THAT DIFFER FROM THOSE SHOWN.
HELIX PIER SCHEDULE
PIER
ALLOWABLE
MINIMUM
MIN PIER
REQ D
SECTION
TYPE
LOAD
LENGTH
DIMENSIONS
MODULUS
OTHER NOTES
DA
30 KIPS
12'-0'
H55 3' X'/4' SHAH
130 14
ADJUST ELEVATION OF TOP OF PIER
(STD: DUTYV
PER CIVIL PLANS
INSTALLATION TORQUE SHALL BE MONITORED THROUGHOUT HELIX PIER
ADVANCEMENT. ALL HELIX PIER FOUNDATIONS SHALL BE ADVANCED UNTIL THE
INSTALLATION TORQUE MEETS OR EXCEEDS THAT WHICH CORRESPONDS TO THE
RECOMMENDED ALLOWABLE LOAD TIMES F.5, = 2.0. SEE GENERAL NOTES FOR
MORE INFORMATION.
-HEY.-DUTY HELIX PER CONNECTORS MAl Bt RtOUIRtL)AI 7ULGtKtKT ant IV A4 Htivt
REQUIRED MIN LENGTH
NOTE: BRIDGE IS DESIGNED FOR A MAXIMUM GROSS VEHICLE WEIGHT OF
5000-POUNDS, THIS WEIGHT RESTRICTION SHALL BE POSTED IN PLAIN SIGHT
AT EACH ABUTMENT.
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