Vol2_Amendment__0002_Drawings.pdf

FT14_2_G-003.DGN

FT14_2_G-002.DGN

FT14_2_G-001.DGN

G-003

G-002

G-001

BAK 12/14 ALTERATION PHASING NOTES

INDEX OF DRAWINGS

COVER SHEET

FT14_2_S-303.DGN

FT14_2_S-302.DGN

FT14_2_S-301.DGN

FT14_2_S-221.DGN

FT14_2_S-202.DGN

FT14_2_S-201.DGN

FT14_2_S-102.DGN

FT14_2_S-101.DGN

FT14_2_S-001.DGN

S-303

S-302

S-301

S-221

S-202

S-201

S-102

S-101

S-001

FT14_2_C-944.DGN

FT14_2_C-943.DGN

FT14_2_C-942.DGN

FT14_2_C-941.DGN

FT14_2_C-402.DGN

FT14_2_C-401.DGN

FT14_2_C-302.DGN

FT14_2_C-301.DGN

FT14_2_C-222.DGN

FT14_2_C-221.DGN

FT14_2_C-202.DGN

FT14_2_C-201.DGN

FT14_2_C-102.DGN

FT14_2_C-101.DGN

FT14_2_C-002.DGN

FT14_2_C-001.DGN

FT14_2_C-000.DGN

C-944

C-943

C-942

C-941

C-402

C-401

C-302

C-301

C-222

C-221

C-202

C-201

C-102

C-101

C-002

C-001

C-000

MISCELLANEOUS STORM DRAIN DETAILS

HEADWALL DETAILS

TRENCH DRAIN DETAILS

PAVEMENT TYPICAL SECTIONS

STORM DRAIN PLAN - NORTH SITE

STORM DRAIN PLAN - SOUTH SITE

BAK 12/14 SYSTEM LAYOUT - NORTH SITE

BAK 12/14 SYSTEM LAYOUT - SOUTH SITE

BAK 12/14 SPOT ELEVATION PLAN - NORTH SITE

BAK 12/14 SPOT ELEVATION PLAN - SOUTH SITE

GRADING PLAN - NORTH SITE

GRADING PLAN - SOUTH SITE

DIMENSION CONTROL PLAN - NORTH SITE

DIMENSION CONTROL PLAN - SOUTH SITE

BAK 12/14 SYSTEM REMOVAL PLAN - NORTH SITE

BAK 12/14 SYSTEM REMOVAL PLAN - SOUTH SITE

BAK 12/14 OVERALL SITE PLAN

FAIRLEAD TUBE DETAILS

FAIRLEAD BEAM COMPONENT DETAILS

FAIRLEAD BEAM FOUNDATION SECTIONS

BAK 14 AAS SYSTEM LAYOUT

SALVAGED FAIRLEAD BEAM & SPACER BEAM DETAILS

ENLARGED FAIRLEAD BEAM FOUNDATION

STRUCTURAL SECTIONS

STRUCTURAL PLAN AND SECTION

STRUCTURAL GENERAL NOTES

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CIVIL

INDEX OF DRAWINGS

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THE COMPLETION OF PHASE 2, THE RUNWAY WILL BE CLOSED.

AFTER THE COMPLETION OF PHASE 1, OPEN RUNWAY WITH AAS OPERATIONAL. AFTER 33.

RECEIVE INSPECTION AND APPROVAL FOR MARKING AND LIGHTING BY BAAF OPS32.11.

COMPLETE NEW AIRCRAFT ARRESTING SYSTEM RUNWAY MARKINGS32.10.

REMOVE TEMPORARY DISPLACED THRESHOLD AND ARROWHEAD MARKINGS32.9.

UNCOVER FACES OF RDM SIGNS32.8.

RE-ESTABLISH EXISTING PRECISION APPROACH PATH INDICATOR32.7.

RE-ESTABLISH EXISTING APPROACH LIGHTING (NORTH SITE ONLY)32.6.

RE-ESTABLISH EXISTING RUNWAY END IDENTIFIER LIGHTS32.5.

RE-ESTABLISH EXISTING RUNWAY THRESHOLD LIGHTS32.4.

RE-ESTABLISH EXISTING RUNWAY END LIGHTS32.3.

RE-ESTABLISH EXISTING RUNWAY EDGE LIGHTS32.2.

REMOVE TEMPORARY CO-LOCATED THRESHOLD/END OF RUNWAY LIGHTS32.1.

WITHIN PHASE 1.

RE-ESTABLISH THRESHOLD TO PERMANENT LOCATION AT THE COMPLETION OF ALL WORK 32.

PERFORM PUNCH LIST ITEMS31.

PERFORM PRE-FINAL INSPECTION30.

CONSTRUCT FINAL GRADING AROUND THE SITE29.

CONSTRUCT HMA ACCESS ROADS28.

INCLUDING BAK-14 LIFTING PROCEDUREPERFORM TESTING OF ALL COMPONENTS27.

CONSTRUCT DUCTBANKS AND FOUNDATIONS FOR AGM26.

POUR CONCRETE FOR FAIRLEAD BEAM RAMPS25.

BACKFILL AND COMPACT AROUND FOUNDATIONS24.

AND SUMP DRAINS FOR FAIRLEAD BEAM AND ABSORBER HUT

COMPLETE CONSTRUCTION OF DRAIN PIPE OUTLETS FOR TRENCH DRAIN, HANDHOLES, 23.

MAKE ADJUSTMENTS AS NEEDED22.

PERFORM PULLOUT TESTS TO CONFIRM PROPER ALIGNMENT OF TUBES AND BEAMS21.

CONNECT PENDANT CABLE TO TAPES20.

THREAD TAPES THROUGH FAIRLEAD TUBES AND BEAMS19.

INSTALL NEW CAM IN ENERGY ABSORBER.18.

INSTALL FAIRLEAD BEAM ON FOUNDATIONS17.

CONSTRUCT TRENCH DRAIN AT WEST SIDE FAIRLEAD BEAM FOUNDATION16.

POUR CONCRETE FOR FAIRLEAD BEAM FOUNDATIONS15.

FABRICATE AND INSTALL FAIRLEAD TUBES14.

POUR CONCRETE FOR FAIRLEAD TUBE FOUNDATIONS13.

AND ABSORBER FOUNDATIONS

CHECK ALIGNMENT OF FAIRLEAD TUBE FOUNDATIONS, FAIRLEAD BEAM FOUNDATIONS 12.

TIE RE-BAR IN FAIRLEAD TUBE FOUNDATIONS11.

TIE RE-BAR IN FAIRLEAD BEAM FOUNDATIONS10.

INSTALL SUMP DRAIN PIPES IN FAIRLEAD BEAM FOUNDATIONS AND ABSORBER HUTS9.

EXCAVATE FOR FOUNDATIONS FOR FAIRLEAD TUBES8.

EXCAVATE FOR FOUNDATIONS FOR TWO FAIRLEAD BEAMS7.

SAWCUT AND DEMO EXISTING RUNWAY PAVEMENT6.

MARK EXISTING UTILITIES IN CONSTRUCTION AREA5.

STORAGE AREA

TRANSFER GFCI EQUIPMENT FROM HOLLOMAN AFB TO BIGGS AAF CONTRACTOR 4.

OPEN RUNWAY WITH TEMPORARY DISPLACED THRESHOLD3.

RECEIVE INSPECTION AND APPROVAL FOR MARKING AND LIGHTING BY BAAF OPS2.7.

PLACE LOW PROFILE BARRICADES ACROSS CLOSED TAXIWAYS 2.6.

COVER FACES OF RDM SIGNS2.5.

IDENTIFIER LIGHTS, APPROACH LIGHTING AND PRECISION APPROACH PATH INDICATOR

DISABLE EXISTING RUNWAY THRESHOLD LIGHTS, RUNWAY END LIGHTS, RUNWAY END 2.4.

ADJUST EXISTING RUNWAY EDGE LIGHTS2.3.

INSTALL NEW TEMPORARY CO-LOCATED THRESHOLD/END OF RUNWAY LIGHTS2.2.

PAINT NEW TEMPORARY DISPLACED THRESHOLD AND ARROWHEAD MARKINGS2.1.

RELOCATE THRESHOLD TO TEMPORARY LOCATION2.

BUILD HAUL ROUTE TO SITE1.

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ESCO PART NO: CUSTOMER PART NO: PART DESCRIPTION: QUANTITY:

68C37215-13 8C37215-13 TAPE ASSY 1500 X 8 1/2 2

68C37215-13 8C37215-13 TAPE ASSY 1500 X 8 1/2 2

BAK-12 GOVERNMENT FURNISHED EQUIPMENT

2152A1442-1

1-

2152A1442-1

1-

HYDRAULIC CONTROL CAM FOR BAK-12 ENERGY ABSORBER

HYDRAULIC CONTROL CAM FOR BAK-12 ENERGY ABSORBER

PENDANT/HOOK CABLE4

1190' 1

PENDANT/HOOK CABLE4

1190' 1

152A1442-1

152A1442-1

515053-190-0

515053-190-0

HAUL ROUTES, STAGING AREAS AND ADDITIONAL RUNWAY PHASING REQUIREMENTS.

SOUTH AND NORTH AAS SITE. SEE VOLUME 1 FOR CONSTRUCTION PHASING & SAFETY PLANS,

SOUTH AAS SITE, DURING PHASE 2. THE CONSTRUCTION SEQUENCE IS TYPICAL FOR BOTH THE

THE NORTH AAS SITE SHALL BE CONSTRUCTED FIRST, DURING PHASE 1, FOLLOWED BY THE

BAK 12 / 14 CONSTRUCTION PHASING NOTE:

SEQUENCE OF CONSTRUCTION

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8(915)-726-2412

MICHAEL.REZA@PRIDEINDUSTRIES.COM

2. THE POINT OF CONTACT FOR THE GOVERNMENT FURNISHED EQUIPMENT IS MIKE REZA:

ACTUAL EQUIPMENT DELIVERED MAY DIFFER SLIGHTLY FROM THIS LIST.

THE LIST OF EQUIPMENT SHOWN IS THE BEST AVAILABLE LIST OF EQUIPMENT TO BE SUPPLIED. THE 1.

GOVERNMENT FURNISHED EQUIPMENT NOTES:

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NOTE DESCRIPTION

DESCRIPTIONNOTE

DESIGN CRITERIA

SUBGRADE AND FOUNDATION PREP

NOTE DESCRIPTION

STRUCTURAL STEEL

DESCRIPTIONNOTE

CONCRETE

NOTE DESCRIPTION

POST INSTALLED ANCHORS

DESCRIPTIONNOTE

DESCRIPTIONNOTE

GENERAL NOTES

BEAM FOUNDATION", AND "SLOPED CONCRETE FAIRLEAD BEAM RAMPS"

NOTES FOR "BAK-12 ABSORBER FOUNDATION", "FAIRLEAD TUBE ANCHORS", "FAIRLEAD

µ = 0.45COEFFICIENT OF FRICTION TO RESIST SLIDING---------------------

2.0 ksf (net)ALLOWABLE BEARING CAPACITY------------------------------------------

C = 100 psfCOHESION--------------------------------------------------------------------------

110 pcfMOIST UNIT WIEGHT------------------------------------------------------------

ANGLE OF INTERNAL FRITION ----------------------------------------------

= 3.00pKPASSIVE EARTH PRESSURE------------------------------------------------

= 0.33aKACTIVE EARTH PRESSURE COEFFICIENT------------------------------

= 0.550KAT-REST LATERAL EARTH PRESSURE COEFFICIENT -------------

SOIL PARAMETERS 6.

TEMPORARY CONSTRUCTION BRACING REQUIRED.

CONNECTED. THE CONTRACTOR IS RESPONSIBLE FOR ALL

DURING CONSTRUCTION UNTIL ALL ELEMENTS ARE IN PLACE AND

THE STRUCTURE SHOULD NOT BE CONSIDERED TO BE STABLE 5.

ANALYSIS PROCEDURE USED --------------------------- EQUIVALENT LATERAL FORCE

CSEISMIC DESIGN CATEGORY --------------------------------

1.0SEISMIC IMPORTANCE FACTOR ----------------------------

3.0 Cd ----------------------------------------------------------------------

3.0Ω -----------------------------------------------------------------------

3.0RESPONSE MODIFICATION FACTOR ---------------------

0.16g -------------------------------------------------------------D1S

0.35g -------------------------------------------------------------DSS

DESIGN SPECTRAL ACCELERATIONS

6 SEC------------------------------------------------------------------LT

DSITE CLASS -------------------------------------------------------

IIOCCUPANCY CATEGORY ------------------------------------

0.13g ----------------------------------------------------------------1S

0.35g ----------------------------------------------------------------SS

SEISMIC SPECTRAL ACCELERATIONS

4. SEISMIC DESIGN PARAMETERS - ASCE 7-05

0 INCHESFROST DEPTH ----------------------------------------------------

1.0IMPORTANCE FACTOR ----------------------------------------

5 PSFGROUND SNOW LOAD -----------------------------------------

3. SNOW LOAD - ASCE 7-05, OCCUPANCY CATEGORY II

1.0, HILL/RIDGE EFFECT ------------------------------------ztK

INTERNAL PRESSURE COEFFICIENT ------------------

CEXPOSURE CATEGORY -------------------------------------

1.0 IMPORTANCE FACTOR --------------------------------------

100 MPHBASIC WIND SPEED ------------------------------------------

2. WIND LOAD PARAMETERS - ASCE 7-05, OCCUPANCY CATEGORY II

75 KIPS WHEEL LOAD (250 PSI TIRE PRESSURE) ---------------

250 PSFABSORBER FOUNDATION-------------------------------------

20 PSFROOF ----------------------------------------------------------------

DESIGN LIVE LOADS - ASCE 7-05 AND IBC 20091.

USE GRAY PRIMER PAINT COLOR.18.

STABILITY UNTIL ALL ELEMENTS REQUIRED FOR STRUCTURAL STABILITY ARE IN PLACE.

CONTRACTOR SHALL PROVIDE ALL TEMPORARY BRACING REQUIRED TO MAINTAIN

COLUMN ANCHOR BOLTS ARE DESIGNED FOR A COMPLETE CONDITION ONLY. 17.

STRUCTURAL STABILITY ARE IN PLACE.

STABILITY OF THE STRUCTURAL SYSTEM(S) UNTIL ALL ELEMENTS REQUIRED FOR

CONTRACTOR SHALL PROVIDE ALL TEMPORARY BRACING REQUIRED TO MAINTAIN THE

REQUIRED FOR LATERAL STABILITY OF THE FRAME AGAINST WIND AND SEISMIC FORCES.

STEEL FRAME IS NOT SELF SUPPORTING. ROOF DECK, FLOOR SLAB, AND SHEAR WALLS ARE 16.

GUSSET PLATES SHALL BE 3/8" MINIMUM THICKNESS.15.

ACCORDANCE WITH THE AISC "DETAILING FOR STEEL CONSTRUCTION"

ANCHOR BOLT HOLES IN BASE PLATES AND DETAIL MATERIAL SHALL BE SIZED IN 14.

NO OPENINGS MAY BE CUT IN STRUCTURAL MEMBERS UNLESS SHOWN ON THE DRAWINGS.13.

BEARING ENDS OF ALL COLUMNS SHALL BE FINISHED.12.

BOLTS.

UNLESS NOTED OTHERWISE, ALL FIELD CONNECTIONS SHALL BE MADE WITH HIGH STRENGTH 11.

STRENGTH BOLTS.

UNLESS NOTED OTHERWISE, ALL SHOP CONNECTIONS SHALL BE MADE WITH WELDS OR HIGH 10.

WITH NUTS CONFORMING TO ASTM A563 AND TYPE 1 ASTM F436 WASHERS.

UNLESS NOTED OTHERWISE, ALL ANCHOR RODS SHALL CONFORM TO ASTM F1554 GRADE 105 9.

FOR SLIP-CRITICAL FAYING SURFACES WITH A CLASS "A" SURFACE.

FORCE RESISTING SYSTEM: BOLTS SHALL BE PRE-TENSIONED AND MEET THE REQUIREMENTS

SPECIFICATION FOR STRUCTURAL JOINTS. ADDITIONAL REQUIREMENTS FOR SEISMIC LATERAL

WASHERS SHALL BE INSTALLED UNDER NUTS OF FASTENERS WHEN REQUIRED BY THE

BOLTED CONNECTIONS ARE DESIGNED AS BEARING TYPE WITH THREADS IN SHEAR PLANE,

BOLTS SHALL BE 3/4"� A325 AND HOLES SHALL BE 1/16" LARGER THAN BOLT SIZE.

ALL HIGH STRENGTH BOLTS SHALL CONFORM TO ASTM A325 . UNLESS NOTED OTHERWISE, 8.

GUSSET PLATES FOR LATERAL BRACING CONNECTIONS SHALL BE A572 GRADE 50.7.

WELDING CODE - STEEL"

ALL WELDS SHALL CONFORM TO THE AMERICAN WELDING SOCIETY'S D1.1 "STRUCTURAL 6.

ALL PIPE SHALL CONFORM TO ASTM A53, TYPE E OR TYPE S, GRADE B, Fy = 35 KSI.5.

REQUIREMENTS OF ASTM A500, GRADE B, Fy = 46 KSI.

ALL HOLLOW STRUCTURAL STEEL (HSS) SHALL CONFORM TO THE 4.

ALL PLATES SHALL BE ASTM A588 GR 50, UNO.

ALL ANGLES AND CHANNELS SHALL CONFORM TO THE REQUIREMENTS OF ASTM A36, UNO.3.

GRADE 50.

ALL W SHAPES SHALL CONFORM TO THE REQIREMENTS OF ASTM A992 OR ASTM A5722.

MORE STRINGENT REQUIREMENT SHALL APPLY.

WITH ALL LOCAL LAWS AND ORDINANCES. WHERE CONFLICTING REQUIREMENTS OCCUR, THE

THE REQUIREMENTS OF THE AISC SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS, AND

ALL DETAILING, FABRICATION, AND ERECTION OF STRUCTURAL STEEL SHALL CONFORM TO1.

STRUCTURAL FILL AS DETAILED IN THE GEOTECHNICAL REPORT.

FOOTINGS SHALL BE PLACED ATOP PROPERLY COMPACTED EXISTING SOIL OR4.

AND ALL OTHER STRUCTURES.

MAXIMUM ALLOWABLE BEARING PRESSURE IS 2000 PSF FOR FOOTINGS, MAT SLABS 3.

MATERIAL IS ACHIEVED PRIOR TO SLAB AND FOUNDATION PLACEMENT.

THAT THE SUBGRADE PREPARTION IS SUITABLE AND THAT APPROPRIATE BEARING

THE CONTRACTOR SHALL PROVIDE A LICENSED GEOTECHNICAL ENGINEER TO VERIFY 2.

DETAILED DESCRIPTION OF SUB-SURFACE SOIL CONDITIONS AND PREPARATION.

FORT WORTH DISTRICT, E&C DIVISION, GEOTECH BRANCH, DATED FEBRUARY 2013 FOR

REFER TO GEOTECHNICAL ENGINEERING STUDY BY U.S. ARMY CORPS OF ENGINEERS, 1.

SAFE SET" (ICC-ES ESR-3187)

(ICC-ES ESR-2508) OR HILTI "HIT-RE 500-SD" (ICC-ES ESR-2322) OR HILTI "HIT-HY 200

PRE-APPROVED ADHESIVE ANCHORS INCLUDE: SIMPSON STRONG-TIE "SET-XP"

WITH ACI 355.4 AND ICC-ES AC308 FOR CRACKED AND UNCRACKED CONCRETE.

ADHESIVE ANCHORS SHALL HAVE BEEN TESTED AND QUALIFIED FOR USE IN ACCORDANCE

CONCRETE ANCHORS:2.

SIMPSON STRONG-TIE AT (800) 999-5099. CALL HILTI AT (866) 445-8827.

OF ANCHORS AND FOR PRODUCT RELATED QUESTIONS AND AVAILABILITY. CALL INSTALLATION

(ICC-ES ESR). CONTACT MANUFACTURER’S REPRESENTATIVE FOR THE INITIAL TRAINING AND

ANCHORS PER THE PRODUCT’S APPLICABLE ICC-ES EVALUATION REPORT MECHANICAL

PROVIDE CONTINUOUS OR PERIODIC SPECIAL INSPECTION FOR ALL ADHESIVE AND

APPROPRIATE DESIGN PROCEDURE AND/OR STANDARD(S) AS REQUIRED BY THE BUILDING

EQUIVALENT PERFORMANCE VALUES (MINIMUM) OF THE SPECIFIED PRODUCT USING THE

DEMONSTRATE THAT THE SUBSTITUTED PRODUCT IS CAPABLE OF ACHIEVING THE PERTINENT

& SEALED BY A REGISTERED PROFESSIONAL ENGINEER. THE CALCULATIONS SHALL

CONTRACTOR TO THE ENGINEER-OF-RECORD ALONG WITH CALCULATIONS THAT ARE PREPARED

FOR PRODUCTS OTHER THAN THOSE SPECIFIED BELOW SHALL BE SUBMITTED BY THE

IN ACCORDANCE WITH THE MANUFACTURER’S WRITTEN INSTRUCTIONS. SUBSTITUTION REQUESTS

TO AVOID CONFLICTS WITH EXISTING REBAR. HOLES SHALL BE DRILLED AND CLEANED

CAST-IN-PLACE ANCHORS. CARE SHALL BE TAKEN IN PLACING POST-INSTALLED ANCHORS

PRIOR TO INSTALLING POST-INSTALLED ANCHORS IN PLACE OF MISSING OR MISPLACED

DOCUMENTS. THE CONTRACTOR SHALL OBTAIN APPROVAL FROM THE ENGINEER–OF-RECORD

POST-INSTALLED ANCHORS SHALL ONLY BE USED WHERE SPECIFIED ON THE CONSTRUCTION1.

ALL ELEVATIONS SHOWN ON CONCRETE DRAWINGS ARE TRUE ELEVATIONS.14.

AND VENDOR DRAWINGS FOR SIZES AND LOCATIONS.

PLACEMENT. SEE ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING, FIRE PROTECTION,

ALL SLOTS, SLEEVES, AND OTHER EMBEDDED ITEMS SHALL BE SET PRIOR TO CONCRETE 13.

CORNERS.

UNLESS NOTED OTHERWISE, PROVIDE A 3/4"x3/4" CHAMFER AT ALL EXPOSED EXTERNAL12.

UNLESS NOTED OTHERWISE, CONCRETE KEYS SHALL BE 2"x4".11.

EMBEDMENT LENGTH 2'-0" MIN. BEYOND EDGE OF OPENING.

#5 BARS ON EACH SIDE AND AT EACH CORNER. BARS SHALL EXTEND THE FULL

ALL OPENINGS IN CONCRETE WHERE GREATEST DIMENSION EXCEEDS 1'-0" SHALL HAVE TWO10.

90° HOOKS.

UNLESS NOTED OTHERWISE, ALL REINFORCING STEEL HOOKS SHALL BE ACI STANDARD 9.

EMBEDDED ANCHORS SHOWN ON THE DRAWINGS WILL NOT BE PERMITTED.

SUBSTITUTION OF EXPANSION OR DRILLED AND GROUTED-IN ANCHORS FOR 8.

WITH #4 @ 12" EW., UNLESS OTHERWISE SHOWN.

MECHANICAL EQUIPMENT PADS ON FLOOR SLABS SHALL BE 4" THICK AND REINFORCED 7.

EXPEDITE CONSTRUCTION AT ONE END OF RUNWAY AT A TIME.

FOUNDATION PLANS. BAK-14 CONCRETE BEAM TO BE PLACED IN A SINGLE PLACEMENT TO

CONTRACTION OR CONSTRUCTION JOINTS (C.J.) SHALL BE PLACED AS SHOWN ON THE 6.

REINFORCEMENT DETAILING AND PLACEMENT SHALL CONFORM TO ACI 318 AND ACI 315.5.

ACI 318.

CONCRETE COVER OVER REINFORCEMENT SHALL CONFORM TO THE MINIMUMS REQUIRED BY 4.

CLASS B REQUIREMENTS.

REINFORCEMENT LAP SPLICES AND EMBEDMENT LENGTHS SHALL CONFORM TO ACI 3183.

NONPRESTRESSED CONCRETE REINFORCEMENT SHALL CONFORM WITH ASTM A 615 GRADE 60.2.

SPECIFIED COMPRESSIVE STRENGTH OF 4,000 PSI.

CAST-IN-PLACE WALLS, MATS, FOOTINGS, AND SLABS ON GRADE SHALL HAVE A 1.

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REINFORCING STEEL AND TO ENSURE THE REBAR DOES NOT MOVE DURING CONCRETE PLACEMENT.

STEEL CHAIRS TO BE SUPPLIED BY GENERAL CONTRACTOR TO ENSURE PROPER COVER OF THE 11.

FOUNDATION.

THE CONCRETE SHALL BE PLACED IN A MONOLITHIC POUR WITH NO COLD JOINTS PERMITTED IN ANY 10.

TO ENSURE CORRECT CONCRETE COVER AS STATED ON THE DRAWINGS.

DEWATERING AND DEMUDDING OF THE UNPROTECTED EXCAVATION WILL BE ADJUSTED AND RESET

ALL REBAR MATS, CAGES AND CONDUITS THAT WERE REMOVED FROM THE EXCAVATION TO PERMIT 9.

REMOVED TO PERMIT RECOVERY OF THE EXCAVATION TO UNDISTURBED SOIL.

WERE POSITIONED IN THE EXCAVATION PRIOR TO THE ACCUMULATION OF WATER THEY MUST BE

BEFORE ANY CONCRETE IS PLACED IN THE EXCAVATION. IF REBAR MATS, CAGES, AND CONDUITS

HAVE ALL MUD (MUCK) REMOVED (SCRAPED) BACK TO A SOLID, UNDISTURBED EARTH SURFACE

ANY EXCAVATION CONTAINING STANDING WATER MUST BE DEWATERED. THE EXCAVATION MUST 8.

SIDE FOUNDATION AND HUT IS 16'-0" LONG AND EAST SIDE IS 24'-0" LONG.

EAST AND WEST SIDE BAK-12 ABSORBER FOUNDATIONS AND HUTS ARE IDENTICAL EXCEPT WEST7.

CONCRETE FOUNDATION.

ANCHOR BOLT HOLES IN FAIRLEAD BEAM SHALL NOT BE CUT OVERSIZE TO MATCH ANCHORS CAST IN 6.

CONSTRUCTION START.

CONCRETE IS POURED. FAIRLEAD BEAMS AND ABSORBERS SHALL BE ON BASE PRIOR TO

EQUIPMENT ITEM. USE A TEMPLATE THAT CAN BE USED TO SECURE THE ANCHORS IN PLACE WHILE

THE EXACT LOCATION OF FAIRLEAD BEAM ANCHORS SHALL BE TEMPLATED FROM THE BASE OF EACH 5.

THEY SHALL BE CORRECTED BY THE CONTRACTOR AT THE CONTRACTOR'S EXPENSE.

PROPERLY ON THE ABSORBER AND FAIRLEAD BEAM SHEAVES. SHOULD TRACKING PROBLEMS OCCUR, USAF WILL ACCOMPLISH ONE AIRCRAFT CERTIFICATION ENGAGEMENT. THE TAPES MUST TRACK

OF THE TAPES IN EACH DIRECTION WITH 50 PSI PRESSURE APPLIED TO THE BAK-12 BRAKES. THE

PRIOR TO ACCEPTANCE, THE CONTRACTOR SHALL PERFORM THREE SUCCESSFUL 800-FT PULL OUTS 4.

PRIOR TO INSTALLING THE COUPLINGS.

TOGETHER. ENSURE THAT SHARP EDGES ARE REMOVED FROM THE INNER SURFACE OF TUBING ENDS

OFFSET OF THE INNER SURFACE OF THE TUBE ENDS. DO NOT WELD THE BUTT ENDS OF THE TUBING

MAKE SURE THAT TUBE ENDS ARE CENTERED IN THE COUPLING TO ENSURE THERE IS NOT A 1/8"

THE FAIRLEAD TUBE IS 11 3/4" ID x 12 3/4" OD STEEL PIPE AND COUPLINGS ARE 12.876" ID x 14" OD, 3.

RUNWAY END OF BEAM.

BED MAY VARY FROM "0"-INCH AT OUTBOARD END OF FAIRLEAD BEAM TO 2-INCH MAXIMUM AT

NOT HAVE TO INTERSECT AT SAME ELEVATION ABOVE RUNWAY HIGH POINT. THICKNESS OF GROUT

POINT PLANE, ONE TO FOUR FEET ABOVE THE RUNWAY ELEVATION. PROJECTED CENTERLINES DO

PROJECTED HORIZONTAL � OF THE FAIRLEAD BEAM PASSES THROUGH THE RUNWAY VERTICAL HIGH ADJUST SLOPE OF FAIRLEAD BEAM AS REQUIRED WITH SHIMS AND GROUT TO ENSURE THAT THE 2.

CONTRACTOR SHALL INSTALL PULL ROPE THROUGH FAIRLEAD TUBE.

FAIRLEAD TUBE � SHALL NOT DEVIATE MORE THAN ± 1/8" OVER THE LENGTH OF THE TUBE. 1.

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SEE SHEET G-003 FOR A LIST OF GOVERNMENT FURNISHED EQUIPMENT (GFE).1.