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SEDGWICK COUNTY, KANSAS
GENERAL NOTES
2
GENERAL NOTES
Project Survey Control & Datum Benchmark
PROJECT BENCHMARKS
is the Contractor's responsibility.
call 1-800-344-7233. Verification of utilities
For actual field locations of underground utilities,
verified in the field at the time of construction.
their lessors, are approximate and should be
Underground locations shown, as furnished by
Visual indications of utilities are as shown.
Utility Notes:
UTILITIES
CA
LL
BEFORE YOU
DI
G
UTILIT
IES
ONECALLS
YSTE
MS
2
Horizontal - Kansas State Plane Coordinates - South Zone - (CAF: 0.999910401)
Sta. 4730+66.85, 72.50' Lt.
ELEV. = 1273.61
Large
BM #103 - Cut "ç" N. Side North Leg
Sta. 4749+39.54 R2, 2.53' Rt.
ELEV. = 1284.45
Arkansas River
BM #7-8 - KTA Brass Mon. West End Bridge Over
REFER TO THE KTA.
APPOINTED REPRESENTATIVE OF THE KTA ON THE SITE. THE TERM "OWNER" WHERE USED IN THE SPECIFICATIONS SHALL
WHERE REFERENCED SHALL REFER TO THE KTA. THE TERM "ENGINEER" WHERE REFERENCED SHALL REFER TO THE
EXCEPT WHERE SUPERCEDED BY THE PROJECT SPECIAL PROVISIONS IN THE BID PACKAGE, OR BY THE PLANS. KDOT
ALL WORK SHALL BE DONE IN ACCORDANCE TO THE 2015 KDOT SPECIFICATIONS AND CURRENT KDOT SPECIAL PROVISIONS,
IS INCLUDED IN THE COMMON EXCAVATION AND COMPACTION OF EARTHWORK QUANTITIES.
REUSED AS THE TOP 6" OF FILL IN THE FINAL BUILD OUT. EXCAVATION REQUIRED FOR PLACING TOPSOIL
EXISTING 6" OF TOPSOIL IN BOTH TEMPORARY AND PERMANENT LOCATIONS SHALL BE REMOVED, STOCKPILED AND
PAVEMENT AND PROPOSED PAVEMENT ARE FROM EXISTING GROUND TO PROPOSED GRADES; AREAS MAY OVERLAP.
THE FILL MAY BE REUSED IN PROPOSED EMBANKMENTS. EARTHWORK QUANTITIES SHOWN FOR TEMPORARY
TEMPORARY PAVEMENT AND GRADING SHALL BE FULLY REMOVED AND REPLACED, EXCEPT IN LOCATIONS WHERE
SLOPES. NO EXTRA PAYMENT WILL BE MADE FOR THIS WORK.
THE CONTRACTOR SHALL ACCOUNT FOR GRADE ADJUSTMENTS OF INLETS TO FIT EXISTING GROUND
THEMSELVES.
TEMPORARY PAVEMENT REQUIRED FOR TEMPORARY BARRIER PLACEMENT SHALL BE SUBSIDIARY TO BARRIERS
KTA MAINTENANCE YARD AT 9401 E. KELLOG AVE., WICHITA, KS.
THE ITEMS THE CONTRACTOR IS TO SALVAGE SHALL BE REMOVED IN SALVAGEABLE CONDITION AND TO THE
BY THE KTA. THE OTHERS SHALL BECOME THE PROPERTY OF THE CONTRACTOR.
THAT SHALL REMAIN THE PROPERTY OF THE KTA AND SHALL BE STOCKPILED ON THE PROJECT SITE FOR REMOVAL
THE CONTRACTOR. THE ENGINEER WILL DESIGNATE WHICH EXISTING SIGNS, DELINEATORS, AND OBJECT MARKERS
EXISTING ROADWAY MATERIALS, PIPE, AND HARDWARE THAT IS REMOVED SHALL BECOME THE PROPERTY OF
IN THE FIELD AT THE TIME OF CONSTRUCTION. VERIFICATION OF UTILITIES IS THE CONTRACTOR'S RESPONSIBILITY.
UNDERGROUND UTILITY LINES. VISUAL INDICATIONS OF THE UTILITIES ARE APPROXIMATE, AND SHOULD BE VERIFIED
UTILITY COMPANIES PRIOR TO EXCAVATION OR WORKING ADJACENT TO UTILITIES, FOR FIELD LOCATION OF ALL
THE CONTRACTOR WILL BE REQUIRED TO PROVIDE A MINIMUM ADVANCE NOTICE OF TWO BUSINESS DAYS TO
THE CONTRACTOR UNLESS OTHERWISE INSTRUCTED BY THE ENGINEER.
PIPES THAT ARE NOT CONFLICTING WITH NEW CONSTRUCTION, SHALL BE REMOVED AND BECOME THE PROPERTY OF
BE PAID FOR DIRECTLY, BUT SHALL BE SUBSIDIARY TO OTHER ITEMS OF THE CONTRACT. EXISTING STORM WATER
ALL LABOR, MATERIALS, AND EQUIPMENT NECESSARY TO MAKE CONNECTIONS TO EXISTING PIPE SHALL NOT
SUBSIDIARY TO OTHER ITEMS OF THE CONTRACT.
ALL SAWCUTS SHALL BE FULL-DEPTH AND SHALL NOT BE PAID FOR DIRECTLY, BUT SHALL BE CONSIDERED
TO OTHER TERMS OF THE CONTRACT.
ACCORDANCE WITH STATE LAWS. THIS WORK WILL NOT BE PAID FOR DIRECTLY, BUT SHALL BE SUBSIDIARY
BY CONSTRUCTION OPERATION. SUCH IRONS SHALL BE RE-ESTABLISHED BY A LICENSED LAND SURVEYOR IN
ON THE PROJECT. THE CONTRACTOR WILL BE REQUIRED TO RE-ESTABLISH ANY PROPERTY IRONS DISTURBED
THE CONTRACTOR SHALL BE RESPONSIBLE FOR PRESERVING ALL PROPERTY IRONS AND SECTION CORNERS
OF UNIFORM TRAFFIC CONTROL DEVICES (LATEST EDITION) SUBJECT TO THE ENGINEERS APPROVAL.
THE CONTRACTOR SHALL ERECT AND MAINTAIN TRAFFIC CONTROL DEVICES IN ACCORDANCE WITH THE MANUAL
UNLESS DIRECTED BY THE ENGINEER TO BE REMOVED.
BETWEEN THE CONSTRUCTION LIMITS AND THE RIGHT-OF-WAY LINE OR EASEMENT LINE SHALL BE SPARED
ALL TREES, HEDGE ROWS, SHELTER BELTS, AND WOODY SHRUBS NOT SHOWN TO BE REMOVED AND LOCATED
THAT, IN THE OPINION OF THE ENGINEER, WILL LEAVE AN UNSIGHTLY APPEARANCE WILL NOT BE APPROVED.
SITES SHALL BE APPROVED BY THE ENGINEER AS TO SUITABILITY, APPEARANCE, AND SITE LOCATION. LOCATIONS
EXCAVATION SHOWN TO BE WASTED SHALL BE WASTED ON SITES PROVIDED BY THE CONTRACTOR. THESE
IN THE EXCAVATION QUANTITIES.
QUANTITIES ARE SUBSIDIARY TO OTHER EARTHWORK ITEMS. MATERIAL FOR THE EMBANKMENT IS INCLUDED
EMBANKMENT QUANTITIES FOR INITIAL CONSOLIDATION AND SETTLEMENT SHOWN IN THE EARTHWORK
ARE TO BE DAMAGED OR REMOVED EXCEPT THOSE THAT ARE NOTED ON THE PLANS.
A CONDITION AS GOOD OR BETTER THAN EXISTED PRIOR TO CONSTRUCTION. NO TREES OR IMPROVEMENTS
ALL AREAS DISTURBED ARE TO BE RESTORED BY REPLACEMENT OF GRASS OR PAVEMENT TO
316-261-6315 316-706-6702
Wichita, KS 67214
1900 E. Central Ave.
Shane Price
Westar Energy (Distribution)
800-521-0579 404-396-9726
Kansas City, MO 64120
7062 Universal Ave.
McCoy Ingalls
Ericsson/Sprint
620-584-8381
Darren Wesbrooks
Southern Kansas Telephone
316-347-6727
Wichita, KS 67027
9401 E. Kellogg Ave.
Chris Hulett
Kansas Turnpike Authority
Ponca City, OK 74062-1267
3301 Refining Bldg.
P.O. Box 1267
Phillips 66 Company
580-622-3837
73086Sulphur, OK
124 West Vinita Ave.
Cindy Wilson
Indian Nations FIBO,
316-268-2008
Wichita, KS 67202
154 N. Broadway, Rm 210
EdwardsJason
AT&T
VICINITY OF THE LINE AND TO PROTECT THE LINE FROM DAMAGE.
SERVICE. THE CONTRACTOR SHALL EMPLOY CAUTION, PROTECTION AND PROCEDURES REQUIRED TO WORK SAFELY IN THE
CONTRACTOR SHALL COMPLETE THE PROJECT WHILE THE FUEL LINE REMAINS ATTACHED TO THE BRIDGE AND IN
A JET FUEL LINE RESIDES WITHIN THE CONSTRUCTION LIMITS AND IS ATTACHED TO THE NORTHBOUND BRIDGE. THE
UTILITIES UNTIL ALL SUCH UTILITIES HAVE BEEN LOCATED AND IDENTIFIED TO THE SATISFACTION OF ALL PARTIES.
UTILITIES WHETHER INDICATED OR NOT. NO EXCAVATION SHALL BE PERMITTED IN THE AREA OF UNDERGROUND
THE CONTRACTOR'S RESPONSIBILITY TO COORDINATE WITH THE UTILITY OWNER TO LOCATE AND FLAG ALL UNDERGROUND
THE LOCATION OF ALL UNDERGROUND UTILITIES MAY VARY FROM WHAT IS INDICATED IN THESE PLANS. IT SHALL BE 2
2
2
resides..." notes.
of underground utilities..." and "A jet fuel line
11/11/15 Revised General Notes - Added "The location
Revised Plans
2016 113
Sh. No.
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STATE
KANSAS
YEARPROJECT N0.SHEETS
TOTALSHEET NO.
RE
FE
RE
NC
ES
NO
TE
D
RE
FE
RE
NC
ES
CH
EC
KE
D
BY
DA
TE
R.
MO
RT
ON
A.
ME
YE
R
3/2013
3/2013
KANSAS TURNPIKE AUTHORITY
5739
AJD
INDEX OF BRIDGE DRAWINGS
Sheet No.
|tem
Location
Total
(Grade 60)
Reinforcing SteelConcrete
Cu. Yds. Lbs. Lbs.
(Epoxy Coated)
(Grade 60)
Excavation
Cu. Yds. Cu. Yds.
Class | Class ||
(AE)(SA)
(Grade 4.0)
Cu. Yds.
(AE)
(Grade 4.0)
Lbs. Lbs.
(Grade 50)
(A709)
(Grade 50T3)
(M270)
|tem
Location
Total
Lump Sum
System
Drainage
Bridge
Rating Level
Truck
2002 LFD Rating. 17th Edition AASHTO
InventoryOperating
Type HET (110T)
HS-20 (36T)
2011 Manual for Bridge Evaluation
HL-93 Loading
2.099 3.506
LFD & LRFR RATING FACTORS
1.425
1.3261.023
SUMMARY OF QUANTITIES
SUMMARY OF QUANTITIES
Lump Sum
Shoring
Temporary
Each
(Steel)
Bearing
Each
Connectors
Stud Shear
Welded
(48")
Lin. Ft.
(Investigative)
Core Hole
Lump Sum
Inspection
Falsework
REP
34 35
29 32
27 28
25 26
22 23
&
-
&
&
&
-
&
&
&
48 49
52 53
54 56
58 59
Each
(Set Price)
(Drilled Shaft)
Sonic Test
(36")
Cu. Yd.
(Light 18")
(Riprap Stone)
Protection
Slope
Cu. Yds.
Protection
Slope
for
Bedding
Lump Sum
w/Acrylic)
(Organic Zinc
Painting
Bridge
Cu. Yds.
(High Strength)
Flowable Fill
Sq. Yds.
Membrane
Waterproofing
Substructure
Drilled Shaft
Each Each
Lin. Ft. Lin. Ft.
Lump Sum
Lump Sum
--
--
--
--
--
--
--
Drawing
Standards
Superstr. Total
Substr. Total
Abutment No. 2
Pier No. 4
Pier No. 3
Pier No. 2
Pier No. 1
Abutment No. 1
Superstr. Total
Substr. Total
Abutment No. 2
Pier No. 4
Pier No. 3
Pier No. 2
Pier No. 1
Abutment No. 1
Structural Steel
(Grade 50T3)
(A709)
Lbs.
Sq. Yds.
Overlay
Concrete
Polymer
Multi-Layer
Lump Sum
Lump Sum
---
---
---
---
---
---
---
Lump Sum
Lump Sum
---
---
---
---
---
---
---
Total
Superstr. Total
Substr. Total
Abutment No. 2
Pier No. 4
Pier No. 3
Pier No. 2
Pier No. 1
Abutment No. 1
Total
Superstr. Total
Substr. Total
Abutment No. 2
Pier No. 4
Pier No. 3
Pier No. 2
Pier No. 1
Abutment No. 1
SO
UT
HB
OU
ND
NO
RT
HB
OU
ND
SO
UT
HB
OU
ND
NO
RT
HB
OU
ND
468
---
468.0
228.5
13.2
---
---
13.8
212.5
188
---
187.8
---
30.6
110.5
16.2
30.6
---
301.5
---
301.5
32.8
30.9
147.8
31.8
29.3
28.9
764.6
764.6
---
---
---
---
---
---
---
39,140
---
39,140.5
---
4786
24855
4988
4512
---
267,550
259,861
---
4061
---
---
---
---
3630
27,536
27,536
---
---
---
---
---
---
---
136,106
136,106
---
---
---
---
---
---
---
193,641
193,641
---
---
---
---
---
---
---
2866
2866
---
---
---
---
---
---
---
117
---
117
---
22
30
30
35
---
44
---
44.0
---
---
---
---
44.0
---
20
---
20
6
2
2
2
2
6
45
44.5
---
---
---
---
---
---
---
45
44.5
---
---
---
---
---
---
---
8
---
8.0
---
2.0
2.0
2.0
2.0
---
2787
2787.2
---
---
---
---
---
---
---
236.7
---
236.7
120.4
---
---
---
---
116.3
Lump Sum
Lump Sum
---
---
---
---
---
---
---
468
---
468.0
228.5
13.2
---
---
13.8
212.5
188
---
187.8
---
30.6
110.5
16.2
30.6
---
301.5
---
301.5
32.8
30.9
147.8
31.8
29.3
28.9
764.7
764.7
---
---
---
---
---
---
---
39,140
---
39,140.5
---
4786
24855
4988
4512
---
267,550
259,861
---
4061
---
---
---
---
3630
27,536
27,536
---
---
---
---
---
---
---
136,106
136,106
---
---
---
---
---
---
---
193,641
193,641
---
---
---
---
---
---
---
2866
2866
---
---
---
---
---
---
---
117
---
117
---
22
30
30
35
---
31
---
31.0
---
31.0
---
---
---
---
20
---
20
6
2
2
2
2
6
Lump Sum
Lump Sum
--
--
--
--
--
--
--
Lump Sum
Lump Sum
---
---
---
---
---
---
---
Lump Sum
Lump Sum
---
---
---
---
---
---
---
45
44.5
---
---
---
---
---
---
---
45
44.5
---
---
---
---
---
---
---
8
---
8.0
---
2.0
2.0
2.0
2.0
---
2787
2787.2
---
---
---
---
---
---
---
236.7
---
236.7
120.4
---
---
---
---
116.3
Lump Sum
Lump Sum
---
---
---
---
---
---
---
INDEX OF DRAWINGS
BRIDGE QUANTITIES &
Sq. Yds.
Drain
Strip
Abutment
Sq. Yds.
System
Protection
Backwall
Bridge
777
---
776.6
---
---
---
---
---
---
777
---
776.6
---
---
---
---
---
---Slope Protection
Supports and Spacers for Reinforcing Steel
Standard Pile Details
Bridge Excavation
Bill of Reinforcing
Deck Drain Details
Abutment No. 2 Sliding Plate Details
Abutment No. 1 Strip Seal Details
51" Barrier Rail Details
32" Barrier Rail Details
Dead Load Camber
Roadway Surface Elevations
Slab Pouring Sequence
Slab Details
Steel Erection, Fit-up and Bolting Procedure
Field Splice and Miscellaneous Steel Details
Miscellaneous Steel Details
Cross Frame and Diaphragm Details
Girder Details
Framing Plan
Bearing Device Details
Pier No. 3 Footing Protection
Pier No. 2 Footing Protection Removal
Pier Details
Abutment Strip Drain
Abutment Details
Engineering Geology
Construction Layout
Contour Map
General Notes
Bridge Quantities & Index of Drawings
63
62
61
60
57
51
50
47
46
45
44
43
42
41
40
39
38
37
36
33
24
21
102
---
102
56
---
---
---
---
46
102
---
102
56
---
---
---
---
46
104
---
104
52
---
---
---
---
52
104
---
104
52
---
---
---
---
52
130
---
130
65
---
---
---
---
65
130
---
130
65
---
---
---
---
65
194
---
194.2
---
---
---
---
---
---
194
---
194.2
---
---
---
---
---
---
1
---
1
---
---
---
---
---
---
1
---
1
---
---
---
---
---
---
Plate)
(Sliding
Device
Expansion
Assembly)
(Strip Seal
Joint
Expansion
Lump Sum
Shielding
Fuel Line
Lump Sum
Lump Sum
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
---
2
2 2
21
21
11/5/15 Revised Concrete and Reinforcing Steel Quantities.
Revised Plans
2
2
2
11/5/15 Added Fuel Line Shielding Bid Item & Quantity.
KANSAS
STATE PROJECT NO. YEAR SHEET NO.SHEETS
TOTAL
NO.
1
2
3
DATE REVISIONS BY APP'D
DESIGNED
DESIGN CK. DETAIL CK.
DETAILED
SCALE APP'D
QUANTITIES
QUAN.CK.
SHEET NO. OF
CADD
CADD CK.
SEDGWICK CO.
113Plotte
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By:
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younie
Plot
Locatio
n:
File:
Plot
Date:
11/19/2015
Sh. No.
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KANSAS TURNPIKE AUTHORITYSTA. 4752+32.50BR. NO. 44.325
KTA (I-35) OVER THE ARKANSAS RIVER
PROJ. NO. 5739
5739 2016
AJD
GENERAL NOTES
the girder.
Reference blocking diagrams on the shop details to a level line running the entire length of
SHOP DETAILS:
shop laydown.
Prepare joints for the field splices in accordance with KDOT Specifications. Use Type "B"
FABRICATION OF FIELD SPLICES:
pre-qualified weld procedure.
drawings, show a code or symbol in the tail of the weld symbol that refers to an approved,
Material, Fabrication and Construction shall conform to KDOT Specifications. On the shop
WELDING:
Magnetic particle inspection is required.
MAGNETIC PARTICLE INSPECTION:
KDOT Specifications. A Licensed Professional Engineer is not required.
This is a Category A Structure. Submit detailed Erection Plans to the Field Engineer per
ERECTION PLANS:
Sheet .
erection of structural steel. For steel erection, fit-up and bolting procedure information, see
layout and use of falsework bents. The Engineer shall approve such information prior to
girder splice connections are completed. Submit information which clearly shows the proposed
necessary to maintain the correct line and elevation. Leave the falsework bents in place until all
secure in place prior to connection of the girder field splices. Provide falsework bents as
Bring each line of girders to the correct line, grade (or relative grade) and camber, and
ERECTION:
STRUCTURAL STEEL NOTES
that are blocked on the ground, fully tighten the bolted connections prior to erection.)
the elevations (á •") in the plans before any connection is fully tightened. (For steel girders
(á ‚"). Present verification to the Engineer that the elevations at all field splice locations match
present verification to the Engineer that the elevations at the bearings match plan elevation
After the abutment and pier concrete has cured and before setting any structural steel,
ERECTION ELEVATION CHECKS:
the nut. See KDOT Specifications.
protrusions on the DTI to the underside of the bolt head. Place a hardened flat washer under
head and turn the nut to tighten. This method is preferred whenever possible. Face the
Use Direct Tension Indicators (DTIs) on all high strength bolts. Place the DTI under the bolt
All bolted connections are slip critical unless noted otherwise.
of the connected parts.
prior to any required field reaming that will remove more than ‚inch of material from one ply
may require additional standard hardened washers or plate washers. Report to the Engineer
connected and must be shown in the approved shop drawings. Oversized and/or slotted holes
holes, as specified in the KDOT Specifications, may be used in only one of the two members
secondary member connections. Use •inch diameter bolt holes. Oversized and/or slotted
Secondary Member Connections: Use ‡inch diameter heavy hex structural bolts for the
remaining holes in each plate. See KDOT Specifications.
align all connections by driving •inch diameter drift pins in all corners and in ‚of the
connections. Use •inch diameter bolt holes. Do not ream during field erection. Accurately
Girder Connections: Use ‡inch diameter heavy hex structural bolts for the main member
BOLTED CONNECTIONS:
(1 ydä or less), requiring touch up, with an approved organic zinc primer.
Touch Up: Prepare and paint all bolts, nuts, studs, and other small areas of damaged paint
coat of inorganic zinc primer.
Blast clean the contact surfaces of the field splices to SSPC-SP10 and apply a 3 mil prime
will match Federal Standard #34102.
primer with a waterborne acrylic finish coat. The finish coat will be Kansas Green; this color
The shop and field coats applied to Structural Steel shall conform to an inorganic zinc
PAINTING:
suitable power source. All stud welding shall conform to KDOT Specifications.
Weld Stud Shear connectors with automatically timed stud welding equipment connected to a
WELDED STUD SHEAR CONNECTORS:
coat will be Kansas Green; Federal #34102.
steel shall conform to an organic zinc primer with a waterborne acrylic finish coat. The finish
SSPC-SP6 Specifications (latest revision). The new paint system applied to existing structural
KDOT Specifications. Blast clean all surfaces of all structural steel and bearing devices to meet
Paint all structural steel and bearing devices in the existing structure in conformance with
PAINTING EXISTING STRUCTURAL STEEL:
zinc primer to a minimum dry film thickness of 3 mils.
top flanges and the studs to SSPC-SP6 Specifications and paint with an approved organic
Revision) before the studs are applied. After the studs are applied, blast clean the tops of the
Field Work Blast clean the tops of the top flanges to SSPC-SP6 Specifications (latest
zinc primer to the tops of the top flanges.
SSPC-SP10 Specifications (latest Revision). Apply a minimum 1.5 mil prime coat of inorganic
(Studs applied in the field) Shop Work Blast clean the tops of the top flanges to
flanges and to the studs.
Apply a 3 mil primer coat of an approved inorganic zinc primer to the tops of the top
PAINTING TOP FLANGES: (Studs applied in the shop)
the water-borne acrylic finish coat to all exposed surfaces.
Paint the ANSI 125 finished surfaces with an approved dry film lubricant. After erection, apply
bridge bearings with an Inorganic Zinc Primer except for the ANSI 125 finished surfaces.
Blast clean the bearings, in the shop, except for the ANSI 125 finished surfaces. Paint the
PAINTING BEARINGS:
REP
44
shown for the convenience of the Contractor.
to the bid item, "Structural Steel". The number of bolts is subsidiaryconnections. This work is
F959. No allowance will be made for high strength bolts used for permanent or temporary
Tension Indicators (DTIs) are to comply with the requirements of the latest edition of ASTM
requirements of ASTM A325, Type 1, and KDOT Specifications unless otherwise noted. Direct
All bolts, nuts and hardened flat washers shall conform to the heavy hex structural
BOLTS:
3, respectively.
ASTM A709 (Grade 50T3) shall conform to mandatory supplemental impact properties for Zone
any "splice" may be requested. Steel in members designated AASHTO M270 (Grade 50T3) or
only where shown on the Contract Plans as a "splice" or as an "optional splice." Elimination of
A709 (Grade 50) requirements, unless noted otherwise. Shop and Field Splices shall be made
overhang brackets and intermediate stiffeners and all other structural steel shall meet ASTM
splice plates shall meet ASTM A709 (Grade 50T3 requirements. Diaphragms crossframes,
stiffeners shall meet AASHTO M270 (Grade 50T3) requirements. Girder web plates and web
Girder flange plates, flange splice plates, connection bars, intermediate stiffeners and bearing
STRUCTURAL STEEL:
.subsidiaryconstruct the fillets will be
concrete is included in the Summary of Quantities. Any additional concrete required to
The theoretical amount of concrete required for the fillets is 27.6 C.Y. This amount of
10ƒ" less thickness of the top flange.
constructed to the theoretical grade. The minimum depth of the slab over the girder shall be
varying the depth of the concrete fillets over the girders so that the finished floor is
variation between the actual camber and the concrete dead load deflection shown in the plans by
removed, measure the camber in the field by taking a profile of each girder. Correct any
floor forms. After the structural steel is completely erected and the falsework bents are
camber that should be in the girders after they are erected and bolted but prior to placing the
necessary. The ordinates shown for concrete dead load deflection represent the amount of
Camber the steel girders for the total dead load deflection and the vertical curvature, if
FILLETS:
compensation for all labor, materials and incidentals required to complete the work.
details for approved by the Engineer. The bid item, "Fuel Line Shielding" shall be full
bridge as shown in the plans or the Contractor can propose alternative methods and submit
The Contractor will provide shielding for the existing fuel line located on the Northbound
FUEL LINE SHIELDING:
11/2/15 Added Fuel Line Shielding general note.
23
23
Revised Plans
2
2
KANSAS
STATE PROJECT NO. YEAR SHEET NO.SHEETS
TOTAL
NO.
1
2
3
DATE REVISIONS BY APP'D
DESIGNED
DESIGN CK. DETAIL CK.
DETAILED
SCALE APP'D
QUANTITIES
QUAN.CK.
SHEET NO. OF
CADD
CADD CK.
SEDGWICK CO.
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KANSAS TURNPIKE AUTHORITYSTA. 4752+32.50BR. NO. 44.325
KTA (I-35) OVER THE ARKANSAS RIVER
PROJ. NO. 5739
5739 2016
Proposed Crossframe
Existing Connection Stiffener
Existing Crossframe
Existing Crossframe
{ Existing Girder
Existing Crossframe
Proposed Crossframe
Bar 7x•, Typ.
Proposed Bearing Stiffener
{ Existing Girder
Bar 7x•, Typ.
Proposed Bearing Stiffener
{ Stiffener
{ Existing Girder
{ Piers No. 1, 2, 3 & 4 { Piers No. 1, 2, 3 & 4
Existing Bearing Stiffener Existing Bearing Stiffener
7•"
7•"7•"
7•"
Proposed Connection Stiffener Bar 7x•
ƒ" Plywood
8'-0"ì Existing Girderì Existing Girder
Spa. @ 4'-0" Max.
4"x4" Lumber Framing
10" á
Existing Fuel Line
Existing Fuel Line Hanger
KANSAS
STATE PROJECT NO. YEAR SHEET NO.SHEETS
TOTAL
NO.
1
2
3
DATE REVISIONS BY APP'D
DESIGNED
DESIGN CK. DETAIL CK.
DETAILED
SCALE APP'D
QUANTITIES
QUAN.CK.
SHEET NO. OF
CADD
CADD CK.
SEDGWICK CO.
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gn
KANSAS TURNPIKE AUTHORITYSTA. 4752+32.50BR. NO. 44.325
KTA (I-35) OVER THE ARKANSAS RIVER
PROJ. NO. 5739
5739 2016
MISCELLANEOUS STEEL DETAILS
PMY
CEV
42
42
DETAIL C
DETAIL BDETAIL A
43
41
39
TT
EO
FUEL LINE SHIELDING DETAIL
2'-
8" á
11/5/15 Added Fuel Line Shielding Detail.
For Fuel Line Shielding Note, see Sheet .
For Girder Notes, see Sheet .
For Crossframe Details, see Sheet .
For Stiffener Details, see Sheet .
Notes:
23
Revised Plans
2
2
Roughened Const. Jt.
(1'-9" Min. Lap)
1 Line of 16-#4R5
9†" 9†"
576'-6†"
(2'-7" Min. Lap)
1 Line of 10-#6R4
14'-7" End to End of Barrier
14'-11"
End of Wingwall
576'-1‚" End to End of Barrier
14'-5…"
14'-4" End to End of Barrier
5"ƒ" í Groove
1'-
7"
ƒ" í Groove
1'-
10"
7"
2'-
8"
1'-
0"
1'-3"
7•"5"
9•
"
1'-3"
7•"5"
1'-
7"
1'-
10"
7"
1'-
0"
2'-
8"
1-#6SR13
1-#4SR14
ì Exp. Jt. Abut. No. 1 ì Exp. Jt. Abut. No. 2
End of Wingwall
1…" @ 60°F1…" @ 60°F
3"
2•"
(Contractor's Option)
2" (Max.)
2•"
3"
4" @ 60°F 4" @ 60°F
#5R3
#5R2
Clr.
1•"
Clr.
2‚
"
Clr.
2‚
"
Clr.
1•"
#4R5, Typ.
#5R6
#5R2
#6R4
Groove
ƒ"í
583-#5R3 Spa. w/#5R2
1-#5R17
@ 6"
7-#5R2
3" 7-#5R2 @ 12"
@ 6"
7-#5R2
3"
@ 6"
7-#5R2
2 Lines of 15-#4R5 (1-9" Min. Lap)
3"
3"
@ 6"
7-#5R2
@ 6"
7-#5R2 7-#5R2 @ 12"
9"
Roughened Const. Jt.
5'-0"5'-0"5'-0"5'-0"
{ Pier
í Grooves
Limits of ƒ"
í Grooves
Limits of ƒ"
569-#5SR2 @ 12"
Grooves, Typ.
{ ƒ" í
#5R6
1"x8•" Blockout
#5R16, Typ.
#5R15
9"
1-#5R16
1-#6R18 (NB)
1-#6R11 (SB)
1-#4R19 (NB)
1-#4R12 (SB)
2-#4R19 (NB)
2-#4R12 (SB)
23-#5R6 Spa. w/#5R2 & #5R15
10•" (NB)
11" (SB)10•" (NB)
11" (SB)
Spa. as shown
9-#5R15
2-#4R14
#6R13 (R11 & R28 similar)
#4R14 (R12 & R19 similar)
KANSAS
STATE PROJECT NO. YEAR SHEET NO.SHEETS
TOTAL
NO.
1
2
3
DATE REVISIONS BY APP'D
DESIGNED
DESIGN CK. DETAIL CK.
DETAILED
SCALE APP'D
QUANTITIES
QUAN.CK.
SHEET NO. OF
CADD
CADD CK.
SEDGWICK CO.
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R-01.d
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KANSAS TURNPIKE AUTHORITYSTA. 4752+32.50BR. NO. 44.325
KTA (I-35) OVER THE ARKANSAS RIVER
PROJ. NO. 5739
5739 2016
A
A
B
B
(subsidiary)
SECTION A-ASECTION B-B
32" BARRIER RAIL DETAILS
(Looking at Traffic Face, Southbound, Northbound similar)
32" BARRIER ELEVATION
ABB
AJD
50
50
VERTICAL GROOVES AT PIERS
SECTION D-D
D
D
(32" barrier shown, 51" barrier similar)
56
11•"
4ƒ
"3"
Cl.
3
Eq.
Spa.
1"
11"
5•
"
(Blockout)
1'-3"
3•"
2‚
"
2'-
8"
1'-
9"
1'-
7"
= 1'-
10‡
"
1•" Cl.
2'-
0‚
"
Groove
ññ
ƒ" í
SECTION C-C
(Exit Type End)
7†
"7†
"
7‰
"7†
"
11"
4ƒ
"3"
4•"
4'-0"
Taper1„" ô Holes
2'-10‡"
1'-9ƒ"
3…
"1'-7" 8" 8•
1'-
9"
2'-
0‚
"
2'-
8"
8"
ELEVATION OF EXIT TYPE END
1
4
1"
7•
"
4'-0"
4•"8•"
3"
8•
"
Direction of traffic
EWS
1„" ô holes
1'-
3"
2•
"
1'-9ƒ"
2'-10‡"
8" 8"
3•
"
5"
PLAN OF EXIT TYPE END
C
C
Northbound Entrance End & Exit End)
(3 Req'd., Southbound Entrance End,
4"
ƒ"
1"
6"3 @
5"
4 @
4"
9"
For steel cover plate details at the expansion joints, see Sheet .
All barrier concrete is included with superstructure quantities for payment.
All longitudinal dimensions are measured horizontally along the gutterline.
(NB) denotes Northbound.
(SB) denotes Southbound.
Notes:
11/2/15 Added guard fence attachment details.
23-#5R6 Spa. w/#5R2 & #5R15 (NB)
21-#5R6 Spa. w/#5R2 (SB)
3" Clr.
Revised Plans
2
2
2
2
2
a ññ
c (Pin ô)
c
c
c
a
b
b
a
a
b
3" Pin
5•" Pin
í
1•" Pin
b
ca
ac
a
c
3•"ô
a
c
b
a
d e
ab b
a b
3"ô Pin
a
c
b
d
e
e
a e
b
c
d
f f
e
ññ
ññ
d
e
c
3" Pin
a
b
f
f
ñ
e
d e
a
c
e
a
b
a
b
cd
í
KANSAS
STATE PROJECT NO. YEAR SHEET NO.SHEETS
TOTAL
NO.
1
2
3
DATE REVISIONS BY APP'D
DESIGNED
DESIGN CK. DETAIL CK.
DETAILED
SCALE APP'D
QUANTITIES
QUAN.CK.
SHEET NO. OF
CADD
CADD CK.
SEDGWICK CO.
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KANSAS TURNPIKE AUTHORITYSTA. 4752+32.50BR. NO. 44.325
KTA (I-35) OVER THE ARKANSAS RIVER
PROJ. NO. 5739
5739 2016
PMY
REP
58
58
BILL OF REINFORCING
LO
CA
TIO
N
BE
ND
SIZ
E
DIMENSIONS
LA
BE
L
BA
R
RE
QUIR
ED
NO.
LE
NG
TH
TO
TA
L
a b c d e
f
LO
CA
TIO
N
BE
ND
SIZ
E
DIMENSIONS
LA
BE
L
BA
R
RE
QUIR
ED
NO.
LE
NG
TH
TO
TA
L
a b c d e
f
PIE
R
NO. 1
PIE
R
NO. 2
11
b
151
b
2.5
1
b c
BENDING DIAGRAMS
d each length.
increments. Cut
a to b by c
ññIncrease from
C2
G2
FF
EECC
P
H
C F
G1
B
A2A1A
ADS2
ADS1
AF6
AF5
AF4
AF3
AF2
AF1
AC15
AC14
AC13
AC12
AC11
AC10
AC9
AC8
AC7
AC6
AC5
AC4
AC3
AC2
AC1
2
40
15
15
48
32
11
15
2
12
24
14
15
4
16
4
6
18
14
8
4
24
40
L
A
A2
A
A
F
A2
A2
L
B
A
CC
CC
CC
C
C
C1
C
A
A
A
AA
A
3
10
7
7
8
9
11
11
3
4
4
3
3
3
4
4
4
4
6
9
9
9
9
6'-6"
1'-4"
5"
3'-0"
10"
13'-1"
1'-7"
1'-7"
3'-0"
3'-2"
4"
4"
4"
6'-6"
6'-6"
4'-7"
6'-6"
8'-10"
6'-6"
1'-4"
BDS2
BDS1
BF6
BF5
BF4
BF3
BF2
BF1
BC15
BC14
BC13
BC12
BC11
BC10
BC9
BC8
BC7
BC6
BC5
BC4
BC3
BC2
BC1
2
40
15
15
48
32
11
15
2
12
24
14
15
4
16
4
6
19
14
8
4
24
40
L
A
A2
A
A
F
A2
A2
L
B
A
CC
CC
CC
C
C
C1
C
A
A
A
AA
A
3
10
7
7
8
9
11
11
3
4
4
3
3
3
4
4
4
4
6
9
9
9
9
3'-0"
10"
13'-1"
1'-7"
1'-7"
3'-0"
3'-2"
4"
4"
4"
6'-6"
6'-6"
4'-6"
6'-6"
9'-7"
5"
6'-6"
1'-4"
5"
CC15
CC14
CC13
CC12
CC11
CC10
CC9
CC8
CC7
CC6
CC5
CC4
CC3
CC2
CC1
2
12
24
14
15
4
16
4
6
20
14
8
4
24
40
L
B
A
CC
CC
CC
C
C
C1
C
A
A
A
AA
A
3
4
4
3
3
3
4
4
4
4
6
9
9
9
9
18'-6"
3'-2"
4'-10"
3'-0"
6'-6"
5'-0"
6"
5'-0"
3'-0"
3'-0"
1'-8"
14'-11"
8'-6"
3'-7"
18'-10"
3'-0"
3'-2"
4"
4"
4"
6'-6"
6'-6"
4'-5"
6'-6"
10'-1"
6"
4'-0"
4"
4"
4"
5"
5"
3…"
5"
2'-9"
W5
W4
W3
W2
W1
H6
H5
H4
H3
H2
H1
CDS2
CDS1
CF6
CF5
CF4
CF3
CF2
CF1
52
222
222
50
100
16
80
252
96
44
96
2
40
15
15
48
32
11
15
F
F
F
A
A
A
F
A
A
A
A
L
A
A2
A
A
F
A2
A2
6
6
6
6
6
6
6
6
6
6
6
3
10
7
7
8
9
11
11
4'-0"
12'-11"
12'-6"
33'-6"
55'-10"
7'-0"
7'-11"
11'-6"
33'-6"
23'-6"
55'-10"
Spiral
35'-1"
11'-2"
14'-0"
2'-6"
14'-4"
17'-2"
12'-8"
2'-0"
11'-5"
11'-0"
6'-5"
3'-0"
10"
13'-1"
1'-7"
1'-7"
PIE
R
NO. 3
CO
NT'D.
PIE
R
NO. 3
5"6'-6"
1'-4"
3
10
7
7
8
9
11
11
3
4
4
3
3
3
4
4
4
4
6
9
9
9
9
L
A
A2
A
A
F
A2
A2
L
B
A
CC
CC
CC
C
C
C1
C
A
A
A
AA
A
2
40
15
15
48
32
11
15
2
12
24
14
15
4
16
4
6
22
14
8
4
24
40
DDS2
DDS1
DF6
DF5
DF4
DF3
DF2
DF1
DC15
DC14
DC13
DC12
DC11
DC10
DC9
DC8
DC7
DC6
DC5
DC4
DC3
DC2
DC1
3'-0"
10"
13'-1"
1'-7"
1'-7"
3'-0"
3'-2"
4"
4"
4"
6'-6"
6'-6"
4'-8"
6'-6"
10'-9"
PIE
R
NO. 4
Spiral
40'-1"
11'-2"
14'-0"
2'-6"
14'-4"
17'-2"
12'-8"
Spiral
10'-4"
4'-10"
3'-8"
7'-2"
5'-8"
7'-5"
11'-11"
Varies
19'-10"
1'-8"
13'-8"
8'-6"
17'-3"
12'-4"
34'-6"
40'-1"
9'-6"
14'-0"
2'-6"
1'-3"
14'-0"
9'-6"
12'-0"
3'-2"
4'-10"
3'-0"
6'-6"
5'-0"
6"
5'-0"
3'-2"
3'-0"
1'-8"
13'-8"
8'-6"
3'-7"
12'-4"
1
4'-10"
1'-0"
5‚"
1'-0"
1'-0"
6"
4'-0"
4"
4"
4"
5"
5"
3…"
5"
2'-5"
Spiral
35'-1"
11'-2"
14'-0"
2'-6"
14'-4"
17'-2"
12'-8"
Spiral
10'-4"
4'-10"
3'-8"
7'-2"
5'-8"
7'-5"
11'-11"
Varies
19'-10"
1'-8"
14'-5"
8'-6"
18'-0"
18'-4"
29'-6"
35'-1"
9'-6"
14'-0"
2'-6"
1'-3"
14'-0"
9'-6"
18'-0"
3'-2"
4'-10"
3'-0"
6'-6"
5'-0"
6"
5'-0"
3'-1"
3'-0"
1'-8"
14'-5"
8'-6"
3'-7"
18'-4"
1
4'-10"
1'-0"
5‚"
1'-0"
1'-0"
6"
4'-0"
4"
4"
4"
5"
5"
3…"
5"
2'-7"
Spiral
10'-4"
4'-10"
3'-8"
7'-2"
5'-8"
7'-5"
11'-11"
Varies
19'-10"
1'-8"
14'-11"
8'-6"
18'-6"
18'-10"
1
4'-10"
2'-0"
1'-6"
1'-6"
33'-6"
55'-10"
7'-0"
1'-6"
11'-6"
33'-6"
23'-6"
55'-10"
29'-6"
35'-1"
9'-6"
14'-0"
2'-6"
1'-3"
14'-0"
9'-6"
1'-0"
5‚"
1'-0"
1'-0"
Spiral
27'-1"
11'-2"
14'-0"
2'-6"
14'-4"
17'-2"
12'-8"
Spiral
10'-4"
4'-10"
3'-8"
7'-2"
5'-8"
7'-5"
11'-11"
Varies
19'-10"
1'-8"
15'-7"
8'-6"
19'-2"
14'-4"
21'-6"
27'-1"
9'-6"
14'-0"
2'-6"
1'-3"
14'-0"
9'-6"
14'-0"
3'-2"
4'-10"
3'-0"
6'-6"
5'-0"
6"
5'-0"
3'-3"
3'-0"
1'-8"
15'-7"
8'-6"
3'-7"
14'-4"
1
4'-10"
1'-0"
5‚"
1'-0"
1'-0"
6"
4'-0"
4"
4"
4"
5"
5"
3…"
5"
2'-11"
GRADE 60
BILL OF REINFORCING STEEL
are listed here for information only.
with the weight of the reinforcing steel for payment. They
Bars with "DS" included in the bar label are not included
for standard hook and radii in excess of the same.
No allowance for bend curvature is to be made except
unless noted otherwise
denotes bending mark. Dimensions are out to out
Notes:
2.5
1
M
C1
d each length.
increments. Cut
a to b by c
ñ Increase from
J
a
b
1•
Co
mplete
Turns
C "Pit
ch"
or ASTM A82.
A615-96 (Gr. 60 or Gr. 40)
requirements of either ASTM
reinforcing shall meet the
of reinforcing steel. Spiral
bars are included in the weight
Note: Weight of spiral spacer
L
AA
b
d
D
N
í = Traffic Side
11/6/15 Added Barrier Rail Bends.
Revised Plans
2
2
2
A
KANSAS
STATE PROJECT NO. YEAR SHEET NO.SHEETS
TOTAL
NO.
1
2
3
DATE REVISIONS BY APP'D
DESIGNED
DESIGN CK. DETAIL CK.
DETAILED
SCALE APP'D
QUANTITIES
QUAN.CK.
SHEET NO. OF
CADD
CADD CK.
SEDGWICK CO.
113Plotte
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Plot
Locatio
n:
File:
Plot
Date:
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Sh. No.
G:\
KC12\0021\Brid
ge\Dgn\Revis
ed Pla
ns\B-107-R
S-02.d
gn
KANSAS TURNPIKE AUTHORITYSTA. 4752+32.50BR. NO. 44.325
KTA (I-35) OVER THE ARKANSAS RIVER
PROJ. NO. 5739
5739 2016
PMY
REP
59
59
BILL OF REINFORCING
LO
CA
TIO
N
BE
ND
SIZ
E
DIMENSIONS
LA
BE
L
BA
R
RE
QUIR
ED
NO.
LE
NG
TH
TO
TA
L
a b c d e
f
LO
CA
TIO
N
BE
ND
SIZ
E
DIMENSIONS
LA
BE
L
BA
R
RE
QUIR
ED
NO.
LE
NG
TH
TO
TA
L
a b c d e
f
For Bending Diagrams and reinforcing steel notes, see Sheet .
Note:
58
ADS2
ADS1
AW9
AW8
AW7
AW6
AW5
AW4
AW3
AW2
AW1
A12
A11
A10
A9
A8
A7
A6
A5
A4
A3
A2
A1
4
40
32
24
12
14
28
16
14
16
16
92
18
18
8
28
32
24
8
24
80
42
42
L
A
A
A
A
A
A
A
EE
A
EE
B
C2
C2
A
A
A
A
A
A
A
A
A
3
9
5
5
5
5
5
5
8
8
8
4
5
5
6
6
6
6
6
6
8
8
8
Spiral
26'-0"
6'-11"
12'-8"
7'-9"
6'-6"
3'-8"
14'-0"
9'-0"
11'-1"
7'-6"
2'-9"
20'-5"
21'-5"
7'-0"
8'-11"
9'-8"
8'-3"
44'-10"
6'-11"
2'-6"
6'-11"
6'-11"
21'-6"
26'-0"
6'-11"
12'-8"
7'-9"
6'-6"
3'-8"
14'-0"
7'-0"
11'-1"
5'-6"
11"
5'-5"
6'-0"
7'-0"
8'-11"
9'-8"
8'-3"
44'-10"
6'-11"
2'-6"
6'-11"
6'-11"
2'-6"
2'-0"
2'-0"
11"
5'-1"
5'-1"
5'-8"
6'-3"
6"
6"
1'-0"
5‡"
5‡"
11"
3'-3"
3'-1"
AB
UT
ME
NT
NO. 1
6"
6"
5'-8"
6'-3"
2'-6"
2'-0"
2'-0"
11"
5'-10"
5'-10"
26'-6"
31'-0"
6'-11"
12'-8"
7'-9"
6'-6"
4'-5"
14'-0"
7'-0"
11'-1"
5'-6"
11"
5'-5"
6'-0"
9'-0"
9'-8"
8'-3"
44'-10"
6'-11"
2'-6"
6'-11"
8'-3"
Spiral
31'-0"
6'-11"
12'-8"
7'-9"
6'-6"
4'-5"
14'-0"
9'-0"
11'-1"
7'-6"
2'-9"
21'-11"
22'-11"
9'-0"
9'-8"
8'-3"
44'-10"
6'-11"
2'-6"
6'-11"
8'-3"
3
9
5
8
5
5
5
5
8
8
8
4
5
5
6
6
6
6
6
8
8
8
L
A
A
A
A
A
A
A
EE
A
EE
B
C2
C2
A
A
A
A
A
A
A
A
4
40
32
24
16
14
28
16
14
16
16
92
18
18
36
32
24
8
24
80
44
44
BDS2
BDS1
BW9
BW8
BW7
BW6
BW5
BW4
BW3
BW2
BW1
B11
B10
B9
B8
B7
B6
B5
B4
B3
B2
B1
1'-0"
5‡"
5‡"
11"
4'-0"
3'-10"
AB
UT
ME
NT
NO. 2
3'-2"3'-2"2'-6"
5'-0"
5'-7"
44'-9"
44'-9"
21'-7"
50'-0"
60'-0"
8'-10"
5'-0"
5'-7"
44'-9"
44'-9"
21'-7"
50'-0"
60'-0"
6
6
6
5
5
6
5
5
H
A
A
A
A
A
A
A
40
80
160
2764
2764
576
576
2420
SG3
SG2
SG1
S5
S4
S3
S2
S1
2'-3" 2'-3"
SL
AB
BA
RRIE
R
RAIL
GRADE 60, EPOXY COATED
BILL OF REINFORCING STEEL
WV1
WH2
WH1
W1
R19
R18
R17
R16
R15
R14
R13
R12
R11
R10
R9
R8
R7
R6
R5
R4
R3
R2
R1
48
8
16
8
6
1
3
12
27
12
2
12
2
12
10
12
10
126
384
120
2336
2435
1206
A1
G2
G1
H
A
A
A
D
N
A
A
A
A
A
A
A
A
M
A
A
J
P
FF
5
5
5
5
4
6
5
5
5
4
6
4
6
4
6
4
6
5
4
6
5
5
4
Varies
Varies
11'-1"
6'-5"
12'-0"
12'-2"
3'-9"
7'-5"
7'-6"
12'-3"
12'-5"
14'-0"
14'-0"
4'-5"
4'-5"
4'-2"
4'-2"
5'-9"
37'-8"
59'-11"
6'-0"
6'-6"
6'-8"
3'-2"
2'-2"
10"
4'-5"
12'-0"
12'-2"
3'-9"
3'-7"
2'-4"
12'-3"
12'-5"
14'-0"
14'-0"
4'-5"
4'-5"
4'-2"
4'-2"
2'-6"
37'-8"
59'-11"
1'-10"
2'-4"
3'-1‚"
6'-2"
3'-2"
4'-2"
1'-0"
6•"
8"
5"
5"
1'-6"
5•"
6"
1'-0"
1'-1"
1'-0"
1'-6"
1'-5•"
2'-0"
3'-1…"
11"
10"
8•"
1'-3•"
1'-3"
10"
1
1
4'-2"
8•"
2•"
11‚"
6"
11/6/15 Revised Barrier Rail Bars.
Revised Plans
2
2