W912PP19B0005_AMENDMENT_0002.pdf

Offers must acknowledge receipt of this amendment prior to the hour and date specified in the solicitation or as amended, by one of the following methods:

(a) By completing items 8 and 15, and returning or (c) By separate letter or electronic communication which includes a reference to the solicitation and amendment numbers. FAILURE OF YOUR ACKNOWLEDGMENT TO BE RECEIVED AT THE PLACE DESIGNATED FOR THE RECEIPT OF OFFERS PRIOR TO THE HOUR AND DATE SPECIFIED MAY RESULT IN REJECTION OF YOUR OFFER. If by virtue of this amendment you desire to change an offer already submitted, such change may be made by letter or electronic communication, provided each letter or electronic communication makes reference to the solicitation and this amendment, and is received prior to the opening hour and date specified.

E. IMPORTANT: Contractor is not is required to sign this document and return copies to the issuing office.

AMENDMENT OF SOLICITATION/MODIFICATION OF CONTRACT 1. CONTRACT ID CODE

2. AMENDMENT/MODIFICATION NUMBER 3. EFFECTIVE DATE 4. REQUISITION/PURCHASE REQUISITION NUMBER 5. PROJECT NUMBER (If applicable)

7. ADMINISTERED BY (If other than Item 6) CODE

STANDARD FORM 30 (REV. 11/2016)

Prescribed by GSA FAR (48 CFR) 53.243

FACILITY CODE

9A. AMENDMENT OF SOLICITATION NUMBER

9B. DATED (SEE ITEM 11)

10A. MODIFICATION OF CONTRACT/ORDER NUMBER

10B. DATED (SEE ITEM 13)

11. THIS ITEM ONLY APPLIES TO AMENDMENTS OF SOLICITATIONS

The above numbered solicitation is amended as set forth in Item 14. The hour and date specified for receipt of Offers is extended. is not extended.

12. ACCOUNTING AND APPROPRIATION DATA (If required) copies of the amendment; (b) By acknowledging receipt of this amendment on each copy of the offer submitted;

13. THIS ITEM APPLIES ONLY TO MODIFICATIONS OF CONTRACTS/ORDERS.

IT MODIFIES THE CONTRACT/ORDER NUMBER AS DESCRIBED IN ITEM 14.

CHECK ONE A. THIS CHANGE ORDER IS ISSUED PURSUANT TO: (Specify authority) THE CHANGES SET FORTH IN ITEM 14 ARE MADE IN THE CONTRACT ORDER

NUMBER IN ITEM 10A.

B. THE ABOVE NUMBERED CONTRACT/ORDER IS MODIFIED TO REFLECT THE ADMINISTRATIVE CHANGES (such as changes in paying office, appropriation data, etc.) SET FORTH IN ITEM 14, PURSUANT TO THE AUTHORITY OF FAR 43.103(b).

C. THIS SUPPLEMENTAL AGREEMENT IS ENTERED INTO PURSUANT TO AUTHORITY OF:

D. OTHER (Specify type of modification and authority)

Except as provided herein, all terms and conditions of the document referenced in Item 9A or 10A, as heretofore changed, remains unchanged and in full force and effect.

15C. DATE SIGNED

15A. NAME AND TITLE OF SIGNER (Type or print)

16C. DATE SIGNED

16A. NAME AND TITLE OF CONTRACTING OFFICER (Type or print)

14. DESCRIPTION OF AMENDMENT/MODIFICATION (Organized by UCF section headings, including solicitation/contract subject matter where feasible.)

PAGE OF PAGES

6. ISSUED BY CODE

8. NAME AND ADDRESS OF CONTRACTOR (Number, street, county, State and ZIP Code) (X)

CODE

15B. CONTRACTOR/OFFEROR

(Signature of person authorized to sign)

16B. UNITED STATES OF AMERICA

(Signature of Contracting Officer)

Previous edition unusable

PROJECT: Alamogordo Flood Control Project, McKinley Channel Phase VIII, Otero County, New Mexico.

1. This is Amendment No. 0002 to Solicitation No. W912PP19B0005. The following revisions shall be incorporated into the solicitation. All other provisions shall remain unchanged.

U.S. ARMY ENGINEER DISTRICT, ALBUQUERQUE

CORPS OF ENGINEERS

6200 JEFFERSON STREET N.E.

ALBUQUERQUE, NEW MEXICO 87109-3435

J

W912PP19B0005

11/30/2018

11/09/2018

W912PP19B0005

AMENDMENT No. 0002

2. DRAWING CHANGES: Delete the following listed pages and substitute the pages attached hereto. All portions of the revised (or new) pages shall apply whether or not changes have been indicated.

Delete Page Insert Page

Index of Drawings, sheet G‐002 Sequence No. 2 Index of Drawings, sheet G‐002 Sequence No. 2.1 Sheet S‐005 Sequence No. 74 Sheet S‐005 Sequence No. 74.1

GENERAL

G-002 2 11 a l1 g -0

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S E

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LEGEND

CIVIL

TITLESHTSEQ TITLESHTSEQ

INDEX OF DRAWINGS

McKINLEY CHANNEL PHASE VIII

GEOTECH

S-003

S-002

S-001

65 B-101

B-701

B-702

SUBSURFACE INVESTIGATION PLAN

STRUCTURAL

B-70368

STRUCTURAL - CONTINUED

TITLESHTSEQ

CE

R/W

C-101

DRILLING LOGS I

WATER MANHOLE

GAS METER

ELECTRICAL MANHOLE

TREE

PULL BOX

COMMUNICATION MANHOLE

FIRE HYDRANT

LIGHT POLE

SIGN

SANITARY CLEANOUT

SANITARY MANHOLE

CATCH BASIN

STORM MANHOLE

CONTROL POINT

CULVERT END

TRANSFORMER

GAS VAULT/VALVE

GUY WIRE

WATER VAULT/VALVE

EXISTING MINOR CONTOUR

EXISTING MAJOR CONTOUR

CONSTRUCTION EASEMENT

RIGHT-OF-WAY

3' HANDRAIL, HANDICAP

3'-6" CHAINLINK HANDRAIL

6' CHAINLINK FENCE

EFFLUENT LINE

GAS LINE

UNDERGROUND ELECTRIC

WATER LINE

UNDERGROUND COMMUNICATIONS

OVERHEAD ELECTRIC

SANITARY SEWER LINE

CULVERT PIPE

STORM DRAIN LINE

MISC FEATURE (AS LABELED)

POWER POLE

G-008

G-007

G-006

G-005

G-004

G-003

G-002

G-001 COVER SHEET

INDEX OF DRAWINGS AND LEGEND

C-125

C-124

C-123

C-122

C-120

C-119

C-116

C-115

C-126

C-12738

32 C-121

C-145

C-144

C-137

C-136

C-135

C-134

C-133

C-132

C-131

C-130

C-128

C-102

C-103

C-104

C-105

C-110

C-111

C-112

C-113

C-114

52 C-141

C-140

C-139

C-138

54 C-143

C-142

C-146

BASE BID, BID OPTION 1 AND 2 - KEY PLAN AND GENERAL NOTES

BASE BID - HORIZONTAL CONTROL PLAN I

BASE BID - RIGHT-OF-WAY PLAN I

BASE BID - DEMOLITION PLAN I

BASE BID - DEMOLITION PLAN II

BASE BID - PLAN AND PROFILE - STA. 4+00 TO STA. 12+00

BASE BID - PLAN AND PROFILE - STA. 12+00 TO STA. 26+00

BASE BID - PLAN AND PROFILE - STA. 26+00 TO STA. 3+00M

BASE BID - McKINLEY BASIN - ENLARGED PLAN

BASE BID - McKINLEY BASIN - PROFILE EMBANKMENT

G-010

G-009

C-106

C-107

C-10819

BASE BID - DEMOLITION PLAN III

BASE BID - DEMOLITION PLAN IV

BASE BID - DEMOLITION PLAN V

BASE BID - DEMOLITION PLAN VI

BASE BID - DEMOLITION PLAN VII

C-10920 BID OPTION 1 AND 2 - DEMOLITION PLAN IX

BASE BID AND BID OPTION 1 - DEMOLITION PLAN VIII

29 C-118

C-11728

BID OPTION 1 AND 2 - PLAN AND PROFILE - STA. 110+00 TO 124+00

BASE BID - PLAN AND PROFILE - STA. 68+00 TO STA. 82+00

BASE BID - PLAN AND PROFILE - STA. 82+00 TO STA. 96+00

58 C-147

11 G-011

BID OPTION 1 AND 2 - HORIZONTAL CONTROL PLAN III

BASE BID - HORIZONTAL CONTROL PLAN II

BASE BID - McKINLEY BASIN - SECTIONS

C-129

CIVIL - CONTINUED

ACCESS ROUTE

BASE BID, BID OPTION 1 AND 2 - GENERAL PLAN, VICINITY MAP AND

STA. 110+00

BASE BID AND BID OPTION 1 - PLAN AND PROFILE - STA. 96+00 TO

SECTIONS

BASE BID - McKINLEY CHANNEL RUNDOWN - STA. 33+50 PLAN AND

BASE BID - RIGHT-OF-WAY PLAN II

BASE BID - RIGHT-OF-WAY PLAN III

BASE BID - McKINLEY BASIN - BASIN SECTIONS

BASE BID - McKINLEY BASIN - BASIN INLET DITCHES B & C

BASE BID - McKINLEY BASIN - BASIN INLET D, E & F

BASE BID - McKINLEY BASIN - NORTH AND SOUTH DITCH

BASE BID - McKINLEY BASIN - NORTH DITCH PROFILE AND SECTIONS

BASE BID - McKINLEY BASIN - SOUTH DITCH PROFILE AND SECTIONS

BASE BID - McKINLEY BASIN SOUTH DITCH SECTIONS

- PLAN AND SECTIONS

BASE BID - STORM DRAIN INLET AND PEDESTRAIN BRIDGES

BASE BID - PEDESTRIAN BRIDGES - SECTIONS

BASE BID - ABBOTT INLET - PLAN AND PROFILE

BASE BID - ABBOTT INLET CONFLUENCE - PLAN AND SECTIONS

BASE BID - ABBOTT INLET CONFLUENCE - SECTIONS

SECTIONS

BASE BID - ABBOTT INLET RUNDOWN - STA. 3+69.48A PLAN AND

PLAN AND SECTIONS

BASE BID - ABBOTT INLET RUNDOWN - STA. 15+09.88M AND STA. 15+25.00M

BASE BID - McKINLEY CHANNEL RUNDOWN STA. 15+25.00M SECTIONS

BASE BID - McKINLEY CHANNEL RUNDOWN STA. 74+00 PLAN AND SECTIONS

BID OPTION 1 - WASHINGTON INLET - PLAN AND PROFILE

BID OPTION 1 - WASHINGTON INLET CONFLUENCE - SECTIONS

BASE BID, BID OPTION 1 AND 2 - TYPICAL DETAILS

BID OPTION 2 - PLAN AT HIGH SCHOOL PARKING LOT - SECTION

BASE BID - WASHINGTON PEDESTRIAN BRIDGE, PLAN AND SECTIONS

BASE BID - WASHINGTON PEDESTRIAN BRIDGE - SECTIONS

SECTIONS

BID OPTION 1 - McKINLEY CHANNEL INLET - STA. 109+08.66 PLAN AND59 C-148

60 C-149

61 C-150

62 C-151

63 C-152

64 C-153

BASE BID - PLAN AND PROFILE - STA. 3+00M TO STA. 16+89.37M = STA. 54+00

BASE BID - PLAN AND PROFILE - STA. 16+89.37M = STA. 54+00 TO STA. 68+00

C-142A BASE BID - NEW STORM DRAIN - STA. 104+62.38 PLAN AND PROFILE53A

GENERAL STRUCTURAL NOTES

TYPICAL SECTIONS AND DETAILS

SYMBOLS AND ABBREVIATIONS AND STRUCTURAL QUALITY ASSURANCE PROGRAM

S-004

S-006 PEDESTRIAN / BICYCLE BRIDGE NOTES75

S-10176

S-10277

S-10378

S-104

PLAN AND PROFILE McKINNLEY BASIN STA. 9+14.90 TO 11+41.18

AND STA. 65+13.00 TO 66+38.00

PLAN AND PROFILE - TRANSITION STRUCTURE STA. 63+19.00 TO 64+49.00

AND STA. 33+23.00 TO 34+20.00

PLAN AND PROFILE - TRANSITION STRUCTURE STA. 31+40.99 TO 32+28.00

PLAN AND PROFILE - TRANSITION STRUCTURE STA. 7+00M TO 9+28.52M

S-105

AND STA. 78+08.45 TO 79+38.45

PLAN AND PROFILE - TRANSITION STRUCTURE STA. 76+38.00 TO 77+68.0080

S-106

AND STA. 91+78.25 TO 92+96.49

PLAN AND PROFILE - TRANSITION STRUCTURE STA. 89+61.00 TO 90+18.0081

S-107 PLAN - INTERSECTION OF ABBOTT AND WASHINGTON INLETS82

S-108

AND STA. 105+25.42 TO 106+06.24

PLAN AND PROFILE - TRANSITION STRUCTURE STA. 103+57.26 TO 104+66.5383

S-109

115+61.95 AND 121+55.87

PLAN AND PROFILE - CONNECTION TO EXISTING STRUCTURE STA. 114+03.08, 84

S-110 PEDESTRIAN BRIDGE PLAN AND SECTION AT STA. 26+19.7685

S-111 PEDESTRIAN BRIDGE PLAN AND SECTION AT STA. 27+42.0086

S-112

S-113 RUNDOWN PLANS AND SECTIONS AT STA. 16+00.00 AND 30+98.96

S-114

RUNDOWN PLANS AND SECTIONS AT STA. 32+10.44 AND 33+40.00

S-115

RUNDOWN PLANS AND SECTIONS AT STA. 15+09.88M AND 15+25.00M

S-116

RUNDOWN PLANS AND SECTIONS AT STA. 74+00.00 AND 109+08.66

S-501

RECTANGULAR CHANNEL SECTIONS

S-501A

RECTANGULAR CHANNEL SECTIONS

S-502

CHANNEL SECTIONS AND DETAILS

S-503

CHANNEL SECTIONS AND DETAILS

S-504

TYPICAL TRAPEZOIDAL CHANNEL ACCESS RAMP PLAN AND SECTION

S-505

TYPICAL RECTANGULAR CHANNEL ACCESS RAMP PLAN AND SECTION

S-506

PEDESTRIAN BRIDGE SECTIONS

S-507

PIPE PENETRATION SECTIONS AND DETAILS

PEDESTRIAN BRIDGE PLAN AND SECTION AT STA. 102+25.00

B-703

DRILLING LOGS II

DRILLING LOGS III

DRILLING LOGS IV69

BASE BID, BID OPTION 1 AND 2 - RIGHT-OF-WAY PLAN IV

PLAN AND SECTIONS

BASE BID - McKINLEY CHANNEL RUNDOWN - STA. 30+98.96 AND STA. 32+10.44

BASE BID- SWALE - PLAN AND CROSS SECTIONS STA. 0+50M TO 6+00M

BASE BID-SWALE - PLAN AND CROSS SECTIONS STA. 6+00M TO 11+00M

BASE BID-SWALE - PLAN AND CROSS SECTIONS STA. 11+00M TO 15+09M

SECTIONS

BID OPTION 1 - WASHINGTON INLET CONFLUENCE - PLAN AND

CHANNEL SCHEDULE

BASE BID, BID OPTION 1 AND 2 - TYPICAL CHANNEL SECTIONS AND

SCHEDULE AND TYPICAL GATE DETAIL

BASE BID, BID OPTION 1 AND 2 - TYPICAL RAMP PLAN, SECTIONS,

BASE BID AND BID OPTION 1 AND 2 - DETAILS

S-508

GENERAL SCHEDULE

HANDRAIL DETAILS

2.1

S-005 PEDESTRIAN / BICYCLE BRIDGE NOTES74.1

AM0002

2.1

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US Army Corps of Engineers

Albuquerque District

SEQUENCE NO.

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BID SET - NOT FOR CONSTRUCTION

N O

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M B

E R

1.

2.

3.

AT DECK LEVEL.

BRIDGE WIDTH SHALL BE 6'-0" AND SHALL BE AS MEASURED FROM THE INSIDE FACE OF STRUCTURAL ELEMENTS

4.

5.

6.

FLOOR BEAMS ARE PLACED UP INSIDE THE TRUSSES AND ATTACHED TO THE TRUSS VERTICALS.

BOTTOM OF THE BOTTOM CHORD) OR BE DESIGNED UTILIZING AN H-SECTION CONFIGURATION WHERE THE

BRIDGES SHALL BE DESIGNED UTILIZING AN UNDERHUNG FLOOR BEAM (TOP OF FLOOR BEAM WELDED TO THE

HIGH POINT OF THE RIDING SURFACE) ON BIKE PATH STRUCTURES.

THE TOP OF THE TOP CHORD SHALL NOT BE LESS THAN 54 INCHES ABOVE THE DECK (MEASURED FROM THE

7.

STRUCTURAL STEEL TUBING.

AND BRACING SHALL BE FABRICATED FROM STRUCTURAL STEEL SHAPES OR SQUARE AND RECTANGULAR

FABRICATED FROM SQUARE AND/OR RECTANGULAR STRUCTURAL STEEL TUBING. OTHER STRUCTURAL MEMBERS

ALL MEMBERS OF THE VERTICAL TRUSSES (TOP AND BOTTOM CHORDS, VERTICALS, AND DIAGONALS) SHALL BE

8.

SHALL BE PROVIDED IN EACH STRINGER AT EVERY FLOOR BEAM LOCATION.

TO THE TOP FLANGE OF OPEN SHAPE STRINGERS (W-SHAPES OR CHANNELS), A MINIMUM OF ONE STIFFENER

UNLESS THE FLOOR AND FASTENINGS ARE SPECIFICALLY DESIGNED TO PROVIDE ADEQUATE LATERAL SUPPORT

9.

SQUARE FOOT AREA AT ANY POINT IN THE SYSTEM.

BE DESIGNED FOR AN INFILL LOADING OF 200 POUNDS, APPLIED HORIZONTALLY AT RIGHT ANGLES, TO A ONE

ENDS SEALED AND GROUND SMOOTH SO AS TO PRODUCE NO SHARP EDGES. THE SAFETY RAIL SYSTEM SHALL

THE BRIDGE FABRICATOR'S OPTION. SAFETY RAILS PLACED ON THE INSIDE OF THE TRUSS SHALL HAVE THEIR

THROUGH THE TRUSS. SAFETY RAILS SHALL BE PLACED ON THE INSIDE OR OUTSIDE OF THE STRUCTURE AT

THE DECK SURFACE. SAFETY RAILS SHALL BE PLACED SO AS TO PREVENT A 4" SPHERE FROM PASSING

HORIZONTAL SAFETY RAILS SHALL BE PLACED ON THE STRUCTURE UP TO A MINIMUM HEIGHT OF 3'-6" ABOVE

10.

11.

12.

DEFLECTION PLUS 1% OF THE FULL LENGTH OF THE BRIDGE.

THE BRIDGE SHALL HAVE A VERTICAL CAMBER DIMENSION AT MIDSPAN EQUAL TO 100% OF THE FULL DEAD LOAD

13.

ENGINEERING PRACTICES AND PRINCIPLES. THE ENGINEER SHALL BE LICENSED TO PRACTICE IN NEW MEXICO.

SUPERVISION OF A LICENSED PROFESSIONAL ENGINEER AND DONE IN ACCORDANCE WITH RECOGNIZED

STRUCTURAL DESIGN OF THE BRIDGE STRUCTURE(S) SHALL BE PERFORMED BY OR UNDER THE DIRECT

14.

FOR DYNAMICALLY LOADED STRUCTURES BE CONSIDERED FOR THIS BRIDGE.

LOADED. NO DYNAMIC ANALYSIS SHALL BE REQUIRED NOR SHALL FABRICATION ISSUES TYPICALLY CONSIDERED

IN CONSIDERING DESIGN AND FABRICATION ISSUES, THIS STRUCTURE SHALL BE ASSUMED TO BE STATICALLY

15.

16.

ORIGINAL DECKING) ONLY. NO ADDITIONAL DEAD LOADING NEED BE CONSIDERED.

THE BRIDGE STRUCTURE SHALL BE DESIGNED CONSIDERING ITS OWN DEAD LOAD (SUPERSTRUCTURE AND

17.

SQUARE FOOT, WITH NO REDUCTION ALLOWED.

CONNECTIONS TO MAIN SUPPORTING MEMBERS SHALL BE DESIGNED FOR A LIVE LOAD OF 85 POUNDS PER

BRIDGE DECKS AND SUPPORTING FLOOR SYSTEMS, INCLUDING SECONDARY STRINGERS, FLOOR BEAMS AND THEIR

MEMBERS, FLOOR BEAMS AND THEIR CONNECTIONS.

BOTH IN THE DESIGN OF THE LATERAL LOAD BRACING SYSTEM AND IN THE DESIGN OF THE TRUSS VERTICAL

AT RIGHT ANGLES TO THE LONGITUDINAL AXIS OF THE STRUCTURE. THE WIND LOADING SHALL BE CONSIDERED

VERTICAL PROJECTED AREA OF THE BRIDGE AS IF ENCLOSED. THE WIND LOAD SHALL BE APPLIED HORIZONTALLY

THE BRIDGES SHALL BE DESIGNED FOR A WIND LOAD OF 35 POUNDS PER SQUARE FOOT ON THE FULL

-WELDER QUALIFICATIONS

-AISC SHOP CERTIFICATION

-INSPECTION AND MAINTENANCE PROCEDURES

-WARRANTY INFORMATION

-SPLICING AND ERECTION PROCEDURES

-REPRESENTATIVE DRAWINGS

-REPRESENTATIVE DESIGN CALCULATIONS

-PRODUCT LITERATURE

DOCUMENTATION FOR ANY PROPOSED SUPPLIER OTHER THAN LISTED ABOVE:

THE PROPOSED SUPPLIER AND APPROVES THE SUPPLIER. THE CONTRACTOR MUST PROVIDE THE FOLLOWING

SUPPLIERS OTHER THAN LISTED ABOVE MAY BE USED PROVIDED THE ENGINEER OR OWNER'S AGENT EVALUATES

QUALIFIED SUPPLIERS MUST HAVE AT LEAST 5 YEARS EXPERIENCE FABRICATING THESE TYPE STRUCTURES.

EACH BIDDER IS REQUIRED TO IDENTIFY THEIR INTENDED BRIDGE SUPPLIER AS PART OF THE BID SUBMITTAL.

THE PEDESTRIAN BRIDGES SHALL BE SUPPLIED BY CONTECH BRIDGE SOLUTIONS INC. OR APPROVED EQUAL.

THIS FORCE SHALL BE 20 POUNDS PER SQUARE FOOT OF DECK.

FORCE SHALL BE APPLIED AT THE WINDWARD QUARTER POINT OF THE TRANSVERSE SUPERSTRUCTURE WIDTH.

WIND DIRECTION IS AT RIGHT ANGLES TO THE LONGITUDINAL AXIS OF THE STRUCTURE. IN ADDITION, AN UPWARD

THE EFFECT OF FORCES TENDING TO OVERTURN STRUCTURES SHALL BE CALCULATED ASSUMING THAT THE

GREATER STRESSES, APPLIED IN ANY DIRECTION AT ANY POINT ALONG THE TOP CHORD.

THE LOAD BE LESS THAN 50 POUNDS PER LINEAL FOOT OR A 200 POUND POINT LOAD, WHICHEVER PRODUCES

ANY LOADS REQUIRED TO PROVIDE TOP CHORD STABILITY AS SPECIFIED ABOVE. HOWEVER, IN NO CASE SHALL

THE TOP CHORD, TRUSS VERTICALS, AND FLOOR BEAMS SHALL BE DESIGNED FOR LATERAL WIND LOADS AND FOR

TO SERVICE PEDESTRIAN LIVE LOAD SHALL NOT EXCEED 1/360 OF THEIR RESPECTIVE SPANS.

1/500 OF THE SPAN. THE DEFLECTION OF THE FLOOR SYSTEM MEMBERS (FLOOR BEAMS AND STRINGERS) DUE

THE VERTICAL DEFLECTION OF THE MAIN TRUSSES DUE TO SERVICE PEDESTRIAN LIVE LOAD SHALL NOT EXCEED

OF THE SPAN UNDER AN 85 MPH (25 PSF) WIND LOAD.

THE HORIZONTAL DEFLECTION OF THE STRUCTURE DUE TO LATERAL WIND LOADS SHALL NOT EXCEED 1/500

SPECIFICATIONS FOR HIGHWAY BRIDGES" LATEST EDITION (AASHTO).

STRUCTURAL STEEL ALLOWABLE DESIGN STRESSES SHALL BE IN ACCORDANCE WITH THE "STANDARD

ACCORDANCE WITH AWS D1.1, SECTION 3.7.3.

APPLICATIONS OF CORROSION RESISTANT STEELS (I.E. ASTM A588 AND A847), THE FILLER METAL SHALL BE IN

AWS FILLER METAL SPECIFICATION (I.E. AWS A 5.28 FOR THE GMAW PROCESS). FOR EXPOSED, BARE, UNPAINTED

"STRUCTURAL WELDING CODE", 1996 EDITION. FILLER METAL SHALL BE IN ACCORDANCE WITH THE APPLICABLE

WELDING AND WELD PROCEDURE QUALIFICATION TESTS SHALL CONFORM TO THE PROVISIONS OF ANSI/AWS D1.1

DEMONSTRATED THE ABILITY TO MAKE UNIFORM SOUND WELDS OF THE TYPE REQUIRED.

OF BASE METAL, HAVE A MINIMUM OF 6 MONTHS EXPERIENCE IN WELDING TUBULAR STRUCTURES AND HAVE

SATISFACTORILY PASSING AWS STANDARD QUALIFICATION TESTS FOR ALL POSITIONS WITH UNLIMITED THICKNESS

WELDERS SHALL BE PROPERLY ACCREDITED OPERATORS, EACH OF WHOM SHALL SUBMIT CERTIFICATION OF

ACCORDANCE WITH NOTE 13.

NUMBERS. ALL DRAWINGS SHALL BE SIGNED AND SEALED BY A PROFESSIONAL ENGINEER WHO IS LICENSED IN

CLEARLY SPECIFIED ON THE DRAWINGS. DRAWINGS SHALL HAVE CROSS REFERENCED DETAILS AND SHEET

RELATIVE DESIGN INFORMATION SUCH AS MEMBER SIZES, BRIDGE REACTIONS, AND GENERAL NOTES SHALL BE

SHALL BE UNIQUE DRAWINGS, PREPARED TO ILLUSTRATE THE SPECIFIC PORTION OF THE WORK TO BE DONE. ALL

SCHEMATIC DRAWINGS AND DIAGRAMS SHALL BE SUBMITTED FOR REVIEW AND APPROVAL. SUBMITTAL DRAWINGS

ECCENTRICITY MUST BE CONSIDERED.

MEMBERS DUE TO JOINT FIXITY WHERE APPLICABLE. MOMENTS DUE TO BOTH TRUSS DEFLECTION AND JOINT

NOTE: THE ANALYSIS AND DESIGN OF TRIANGULATED TRUSS BRIDGES SHALL ACCOUNT FOR MOMENTS INDUCED IN

-DECK DESIGN.

CHORD) FOR ALL HALF THROUGH OR "PONY" TRUSS BRIDGES.

-U-FRAME STIFFNESS CHECKS (USED TO DETERMINE K FACTORS FOR OUT-OF-PLANE BUCKLING OF THE TOP

-MAIN TRUSS DEFLECTION CHECKS.

DIAGONAL, FLOOR BEAM, ETC.). SPECIAL ATTENTION SHALL BE GIVEN TO ALL WELDED TUBE ON TUBE CONNECTIONS.

-CHECKS FOR THE CRITICAL CONNECTION FAILURE MODES FOR EACH TRUSS MEMBER TYPE (I.E. VERTICAL, EACH TRUSS MEMBER TYPE (I.E. TOP CHORD, BOTTOM CHORD, FLOOR BEAM, VERTICAL, ETC.).

-ALL AASHTO ALLOWABLE STRESS CHECKS FOR AXIAL, BENDING AND SHEAR FORCES IN THE CRITICAL MEMBER OF

CALCULATIONS SHALL INCLUDE THE FOLLOWING:

INCLUDE ALL DESIGN INFORMATION NECESSARY TO DETERMINE THE STRUCTURAL ADEQUACY OF THE BRIDGE. THE

BY A PROFESSIONAL ENGINEER WHO IS LICENSED IN ACCORDANCE WITH NOTE 13. THE CALCULATIONS SHALL

MANUFACTURER AND REVIEWED BY THE APPROVING ENGINEER. ALL CALCULATIONS SHALL BE SIGNED AND SEALED

STRUCTURAL CALCULATIONS FOR THE BRIDGE SUPERSTRUCTURE SHALL BE SUBMITTED BY THE BRIDGE

NOTES CONT'D ON SHEET S-002

NOTES FOR PEDESTRIAN / BICYCLE BRIDGES:

FOR THE EFFECTS OF TOP AND BOTTOM CHORD CURVATURE BETWEEN PANEL POINTS.

SPAN LENGTH BUT NEED NOT BE MORE THAN SHIPPING REGULATIONS WILL ALLOW. THE DESIGN SHALL ACCOUNT

A CIRCULAR ARCH WITH AN END VERTICAL. THE CENTER TRUSS DEPTH SHALL BE APPROXIMATELY 10% OF THE

BY THE BRIDGE MANUFACTURER. THE BRIDGE SHALL BE FABRICATED WITH THE TOP CHORD CAMBERED ALONG

CHORD FACES. DIAGONAL MEMBERS SHALL BE WELDED TO THE CHORDS AND/OR VERTICALS AS DETERMINED

HAS ONE (1) DIAGONAL PER PANEL. INTERIOR VERTICAL MEMBERS MAY BE PLUMB OR PERPENDICULAR TO THE

BRIDGES SHALL BE DESIGNED AS A CONTINENTAL CAPSTONE PEDESTRIAN TRUSS OR APPROVED EQUAL, THAT

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32.

WELDING CODE.

WHEN WITHIN APPLICABLE LIMITS, FOR THE LIMITING FAILURE MODES OUTLINED IN THE ANSI/AWS D1.1 STRUCTURAL

INSTITUTE/AMERICAN WELDING SOCIETY (ANSI/AWS).ALL WELDED TUBULAR CONNECTIONS SHALL BE CHECKED, SHALL BE IN ACCORDANCE WITH THE AMERICAN NATIONAL STANDARDS WELDED TUBULAR CONNECTIONS

G101, SHALL BE 6.0.

CORROSION INDEX OF ATMOSPHERIC CORROSION RESISTANT STEEL, AS DETERMINED IN ACCORDANCE WITH ASTM

A588, OR ASTM A242, ASTM A606 PLATE AND STRUCTURAL STEEL SHAPES (FY = 50,000 PSI). THE MINIMUM

CORROSION RESISTANT ASTM A847 COLDFORMED WELDED SQUARE AND RECTANGULAR TUBING AND/OR ASTM

UNPAINTED WEATHERING STEEL BRIDGES SHALL BE FABRICATED FROM HIGH STRENGTH, LOW ALLOY, ATMOSPHERIC

F A

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IL

IT

IE

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IG

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L F

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L F

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E R

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S-005

OF THE BRIDGE STRUCTURE.

BRIDGE SPANS SHALL BE 52'-0" (STRAIGHT LINE DIMENSION) AND SHALL BE AS MEASURED FROM EACH END

TOE PLATING (FROM CENTER TO CENTER OF SUPPORTS) SHALL NOT EXCEED 5"-8".

OF THE DECK OR THE TOP OF THE BOTTOM CHORD, WHICHEVER IS HIGHER. THE SPAN OF UNSTIFFENED FLAT

MEMBERS AT A HEIGHT ADEQUATE TO PROVIDE A 2" GAP BETWEEN THE BOTTOM OF THE PLATE AND THE TOP

THE TOE PLATE SHALL BE A MINIMUM OF 4 INCHES HIGH. TOE PLATING WILL BE WELDED TO THE TRUSS

THE BRIDGE SHALL BE SUPPLIED WITH A STEEL TOE PLATE MOUNTED TO THE INSIDE FACE OF BOTH TRUSSES.

APPLIED TO THOSE AREAS OF THE WALKWAY SO AS TO PRODUCE MAXIMUM STRESS IN THE MEMBER BEING DESIGNED.

LIVE LOAD OF 85 POUNDS PER SQUARE FOOT OF BRIDGE WALKWAY AREA. THE PEDESTRIAN LIVE LOAD SHALL BE

MAIN SUPPORTING MEMBERS, INCLUDING GIRDERS, TRUSSES AND ARCHES SHALL BE DESIGNED FOR A PEDESTRIAN

OR STRUCTURAL MEMBER.

LATEST EDITION, WHICHEVER PRODUCES THE MOST UNFAVORABLE EFFECTS ON THE BRIDGE SUPERSTRUCTURE

THE LOAD COMBINATIONS SHALL FOLLOW AASHTO LRFD “STANDARD SPECIFICATIONS FOR HIGHWAY BRIDGES”

5 31

THE DECK (MEASURED AT THE OUTSIDE EDGE OF THE DECK).

TO CENTERLINE OF SUPPORT SHALL NOT EXCEED 6'-6". THE TOP OF THE RUBRAIL SHALL BE 3'-6" ABOVE THE TOP OF

FASTENED WITH TWO CARRIAGE BOLTS AT EACH SUPPORT LOCATION. THE SPAN OF THE RUBRAIL FROM CENTERLINE

LUMBER RUBRAIL. RUBRAILS SHALL BE ATTACHED FLUSH TO THE INSIDE FACE OF THE BRIDGE TRUSS VERTICALS AND

THE BRIDGE WILL BE SUPPLIED WITH A 1"X 5-1/2" (ACTUAL SIZE) HDPE PLASTIC OR FIBER REINFORCED POLYMER (FRP)

.024 - .027LBS/ CU INASTM D6111DENSITY

ASTM D6341 COEFFICIENT OF THERMAL EXPANSION

LESS THAN 0.1%ASTM D570 WATER ABSORPTION, 11 WEEKS

90 LBSASTM D6117 7 SCREW WITHDRAWAL #10, 1 1/2"

1,740 PSIASTM D6108 ENDWISE COMPRESSIVE STRESS (@ 3% STRAIN)

1,200 PSIASTM D6109 ALLOWABLE FLEXURAL STRESS

2,300 PSIASTM D6109 ULTIMATE FLEXURAL STRESS (@ 3% STRAIN)

114,000 PSIASTM D6109 MODULUS OF ELASTICITY (@ 1% STRAIN)

DECKING SHALL BE HDPE PLASTIC OR FIBER REINFORCED POLYMER (FRP) LUMBER. ALL PLANKS SHALL MEET OR EXCEED

NOT BE ALLOWED.

TO BE USED AS INTERIOR CONNECTION FASTENERS WHEN REQUIRED. POWER ACTUATED FASTENERS WILL

HOLDDOWN, ARE TO BE USED AT THE ENDS OF PLANKS. SELF- TAPPING SCREWS OR CARRIAGE BOLTS ARE

-ALL FASTENERS TO BE ZINC PLATED. SELF- TAPPING SCREWS OR HEX- HEAD BOLTS, WITH A STEEL PLANK

-EVERY PLANK MUST BE ATTACHED WITH AT LEAST ONE FASTENER AT EACH END.

-AT TIME OF INSTALLATION, PLANKS ARE TO BE PLACED TIGHT TOGETHER WITH NO GAPS.

HDPE PLASTIC OR FIBER REINFORCED POLYMER (FRP) LUMBER DECKING SHALL BE ATTACHED AS FOLLOWS:

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US Army Corps of Engineers

Albuquerque District

SEQUENCE NO.

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