FOUNDATION: CONVENTIONAL AND MAT FOUNDATION
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CONTINUOUS (3) X EXPANSION ANCHOR PLACEMENT WELDING OF STAIRS/RAILING SYSTEMS STRUCTURAL STEEL HIGH STRENGTH BOLTING FILLET WELDS > 5/16" METAL DECK WELDING SHOP WELDING (2) EMBEDDED PLATES PARTIAL/COMPLETE PENETRATION SINGLE PASS FILLET WELDS < 5/16" WELDING OF ANCHORS AND STUDS X X ANCHOR BOLTS & INSERTS PREPARATION OF TEST SPECIMENS EPOXY ANCHOR PLACEMENT CONCRETE PLACEMENT FINAL FOUNDATION PREPARATION REINFORCING WELDING REINFORCING PLACEMENT CONCRETE GRADING, EXCAVATION & FILL REINFORCING COUPLING SOILS ITEM X X X X REF. SECTION 1704.3.3 REF. NOTE 5 REF. NOTE 5 REF. NOTE 6 X X X X X X BY GEOTECHNICAL ENGINEER BY GEOTECHNICAL ENGINEER REF. NOTE 7 COMMENTS X X X PERIODIC (3) RECORD SLUMP, AIR CONTENT AND TEMPERATURE MATERIAL VERIFICATION X X CURING DETAIL CONFORMANCE X REF. NOTE 4 REF. NOTE 9 REF. NOTE 9 X X GENERAL REQUIREMENTS DESIGN CRITERIA SPECIAL INSPECTION PROGRAM FOOTNOTES: SHOP DRAWINGS/SUBMITTALS VERIFICATION: VERIFY ALL DIMENSIONS, ELEVATIONS AND SITE CONDITIONS BEFORE STARTING WORK. NOTIFY THE CONTRACTING OFFICER IMMEDIATELY OF ANY CONFLICTS: NOTES AND DETAILS ON THE DRAWINGS TAKE PRECEDENCE OVER THE GENERAL NOTES AND TYPICAL DETAILS IN CASE OF CONFLICT. CODES: ALL MATERIALS AND WORK SHALL CONFORM TO THE REQUIREMENTS OF THE IBC 2006 , UFC'S AND ASCE 7-05. SUBSTITUTIONS: PROVIDE MANUFACTURER'S ICC REPORTS AND A LIST OF ALL PROPOSED SUBSTITUTIONS TO THE CONTRACTING OFFICER FOR REVIEW BEFORE FABRICATION. SIMILAR WORK: WHERE CONSTRUCTION DETAILS ARE NOT SHOWN OR NOTED FOR ANY PART OF THE WORK, SUCH DETAILS SHALL BE THE SAME AS FOR SIMILAR WORK SHOWN PIPES, DUCTS, SLEEVES, CHASES, ETC.: SHALL NOT BE PLACED IN SLABS, BEAMS, OR WALLS UNLESS SPECIFICALLY SHOWN OR NOTED NOR SHALL ANY STRUCTURAL MEMBER BE CUT FOR PIPES, DUCTS ETC., UNLESS SPECIFICALLY SHOWN. OBTAIN PRIOR WRITTEN APPROVAL FOR INSTALLATION OF ANY ADDITIONAL PIPES, DUCTS, ETC. EXCAVATIONS: LOCATE AND PROTECT UNDERGROUND OR CONCEALED CONDUIT, PLUMBING OR OTHER UTILITIES WHERE NEW WORK IS BEING PERFORMED. CONSTRUCTION LOADS: MATERIALS SHALL BE EVENLY DISTRIBUTED IF PLACED ON FRAMED FLOORS OR ROOFS. LOADS SHALL NOT EXCEED THE ALLOWABLE LOADING FOR THE SUPPORTING MEMBERS AND THEIR CONNECTIONS. THE STRUCTURAL DRAWINGS ILLUSTRATE THE NEW STRUCTURAL MEMBERS, REFER TO ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR NON-STRUCTURAL ITEMS WHICH REQUIRE SPECIAL PROVISIONS DURING THE CONSTRUCTION OF REFER TO ARCHITECTURAL PLANS FOR FLOOR DEPRESSIONS, SLOPES, DRAINS, CURBS, PADS, EMBEDDED ITEMS, NON-BEARING PARTITIONS, ETC. REFER TO MECHANICAL AND ELECTRICAL PLANS FOR SLEEVE AND HANGERS FOR PIPES, DUCTS AND EQUIPMENT. CONSTRUCTION METHODS AND PROJECT SAFETY: THE CONTRACT DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE AND DO NOT INDICATE METHODS, PROCEDURES OR SEQUENCE OF CONSTRUCTION. THE CONTRACTOR SHALL TAKE NECESSARY PRECAUTIONS TO MAINTAIN AND INSURE THE INTEGRITY OF CONSTRUCT AND MAINTAIN ALL SAFETY DEVICES, INCLUDING SHORING AND BRACING, AND BE SOLELY RESPONSIBLE FOR CONFORMING TO ALL LOCAL, STATE AND FEDERAL ANY DEVIATION FROM THE APPROVED SET OF STRUCTURAL DRAWINGS SHALL ONLY BE MADE AFTER WRITTEN APPROVAL BY THE CONTRACTING OFFICER. STRUCTURAL PLANS INDICATE ONLY THE APPROXIMATE LOCATION OF MECHANICAL, ELECTRICAL AND OTHER EQUIPMENT, AS WELL AS THE RELATED AUXILIARY FRAMING NECESSARY TO SUPPORT SUCH EQUIPMENT. THE FINAL POSITIONING OF THESE ITEMS IS DEPENDENT UPON THE EQUIPMENT PROVIDED BY CONTRACTOR SHALL BE IN THIS REGARD, AND PROVIDING NECESSARY DIMENSIONS IN A TIMELY MANNER TO ALL PARTIES INVOLVED. PROVIDE TEMPORARY BRACING AS REQUIRED DURING THE ROOF AND FLOOR MEMBERS. BRACING MUST BE FULLY EFFECTIVE UNTIL ROOF AND FLOOR DEAD LOADS ARE IN PLACE. SEE SPECIFICATIONS FOR REQUIREMENTS. CONCRETE GRADE WALLS SHALL BE TEMPORARILY BRACED IF BACKFILL IS ONLY ON ONE SIDE OR BACK FILLED ON BOTH SIDES SIMULTANEOUSLY, WHERE REQUIRED, TO PREVENT DEFLECTION, CRACKING OR FAILURE OF CONCRETE GRADE WALLS. IT IS THE CONTRACTORS RESPONSIBILITY TO COMPLY WITH ALL APPLICABLE LOCAL SAFETY REQUIREMENTS, ALL OSHA REQUIREMENTS AND EM385-1-1. EXPANSION ANCHORS CAN ONLY BE USED FOR FIELD REPAIRS AND REQUIRE APPROVAL OF THE CONTRACTING OFFICER. GRAVITY LOADS IN ACCORDANCE WITH UFC 3-310-01, LOAD ASSUMPTIONS FOR BUILDINGS. UFC 4-010-01, DoD MINIMUM ANTITERRORISM STANDARDS FOR BUILDING, 22 JANUARY 2007, LOCATION UNIFORM CONCENTRATED LIVE LOAD LIVE LOAD MECH/ELEC ROOM RESTROOMS/LATRINES ALL OTHER AREAS ROOF OTHER LIVE LOADS NOT SHOWN SHALL BE IN ACCORDANCE WITH ASCE 7-05, MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES. MINIMUM DESIGN ROOF DEAD LOAD EQUALS 25 PSF. LATERAL LOADS: WIND LOADS: IN ACCORDANCE WITH UFC 3-310-01, LOAD ASSUMPTIONS FOR BUILDINGS AND ASCE 7-05, MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES. BASIC WIND SPEED V = 90 MPH WIND IMPORTANCE FACTOR I = 1.15 (CATEGORY II) WIND EXPOSURE CATEGORY C SEISMIC CRITERIA FOR NEW STRUCTURE: DETERMINED IN ACCORDANCE WITH UFC 1-200-01 AND IBC 2006, BY INCORPORATING THE FOLLOWING PARAMETERS: OCCUPANCY CATEGORY III SITE CLASSIFICATION C SHORT PERIOD SPECTRAL ACCELERATION Ss = 0.11g ONE SECOND SPECTRAL ACCELERATION S1 = 0.03g SEISMIC DESIGN CATEGORY A SEISMIC IMPORTANCE FACTOR 1.25 rho = 1 V = .01 W (STRENGTH) V = .007 W (ALLOWABLE STRESS) 1. VERIFY HIS DESIGN CONCEPT. IT IS THE CONTRACTOR'S RESPONSIBILITY TO CHECK 2. CURSORY REVIEW SHOWS MAJOR ERRORS WHICH SHOULD HAVE BEEN FOUND BY 3. REQUIRED FOR SUBMITTAL FOR STRUCTURAL REVIEW IN ADDITION TO THAT A) C) D) E) F) G) H) I) J) 4. BY LOCATION PLAN IDENTIFYING THE MEMBERS INVOLVED AND CLOUDING AROUND ADDED INFORMATION. 5. RESPONSIBILITY OF SUCH ENGINEERING RESTS WITH THE PERSON SEALING THE SPECIAL INSPECTION PROGRAM ESTABLISHED PER * IBC 2006 * SECTION 109 AND CHAPTER 17 1. CHAPTER 17) BY A CERTIFIED SPECIAL INSPECTOR FROM AN ESTABLISHED TESTING AGENCY. FOR MATERIAL SAMPLING AND TESTING REQUIREMENTS, REFER TO THE PROJECT SPECIFICATIONS AND THE SPECIFIC GENERAL NOTES SECTIONS. THE TESTING AGENCY SHALL SEND COPIES OF ALL STRUCTURAL TESTING AND INSPECTION REPORTS DIRECTLY TO THE CONTRACTOR AND CONTRACTING OFFICER. ANY MATERIALS WHICH ATTENTION OF THE CONTRACTING OFFICER. SPECIAL INSPECTION TESTING REQUIREMENTS APPLY EQUALLY TO ALL BIDDER DESIGNED COMPONENTS. 2. FABRICATOR PER IBC SECTION 1704.2.2. 3. SITE AT ALL TIMES OBSERVING THE WORK REQUIRING SPECIAL INSPECTION (IBC SECTION 1702). PERIODIC SPECIAL INSPECTION MEANS THAT THE SPECIAL INSPECTOR IS ON SITE AT TIME INTERVALS NECESSARY TO CONFIRM THAT ALL WORK REQUIRING SPECIAL INSPECTION IS IN COMPLIANCE. 4. SHOWN ON THE APPROVED CONSTRUCTION DOCUMENTS, SUCH AS BRACING, STIFFENING MEMBER LOCATIONS AND PROPER APPLICATION OF JOINT DETAILS AT 5. 6. OF A COMPARABLE APPROVED METHOD. 7. FLEXURAL AND AXIAL FORCES IN INTERMEDIATE AND SPECIAL MOMENT FRAMES, REINFORCING IN BOUNDARY ELEMENTS OF SPECIAL REINFORCED CONCRETE SHEAR WALLS AND SHEAR REINFORCEMENT PERIODIC INSPECTION MAY BE USED FOR OTHER 8. MATERIAL USED IN THE CONSTRUCTION TOOK PLACE ON SITE. CONTINUOUS INSPECTION WILL NOT BE REQUIRED DURING PREFABRICATION IF THE APPROVED AGENCY CERTIFIES THE CONSTRUCTION AND FURNISHES EVIDENCE OF COMPLIANCE. 9. ICC REPORT AND SHALL INCLUDE AS A MINIMUM VERIFICATION OF HOLE DEPTH AND DIAMETER, CLEAN OUT, ALL MATERIALS AND INSTALLATION TORQUE. SPECIAL INSPECTION 1. GOVERNMENTS AGENT (IBC SECTION 1704.1). 2. SUBMITTED TO THE CONTRACTING OFFICER. ALL DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION; THEN, IF NOT CORRECTED, TO THE ARCHITECT/ENGINEER AND THE CONTRACTING OFFICER. 3. THE WORK UNLESS OTHERWISE SPECIFIED. 4. PERFORM THE TYPES OF SPECIAL INSPECTIONS SPECIFIED. A CERTIFICATE OF SATISFACTORY COMPLETION OF WORK REQUIRING SPECIAL INSPECTION SHALL BE COMPLETED AND SUBMITTED TO THE CONTRACTING OFFICER. 5. SUBMIT APPLICATION TO THE CONTRACTING OFFICER FOR APPROVAL PRIOR TO FABRICATION. B) CONTRACTING OFFICER PRIOR TO ERECTION OF PREFABRICATED COMPONENTS. 6. OFFICER. SPECIFICALLY INSPECTED WORK WHICH IS INSTALLED OR COVERED WITHOUT THE APPROVAL OF THE CONTRACTING OFFICER AND THE SPECIAL INSPECTOR IS SUBJECT TO REOPENING OR EXPOSURE. 7. SPECIAL INSPECTOR OR INSPECTION AGENCY AT LEAST ONE WORKING DAY PRIOR TO PERFORMING ANY WORK THAT REQUIRES SPECIAL INSPECTION. FIELD WELDING LIGHT GAUGE METAL FRAMING WELDING FILLET WELDS > 5/16" PARTIAL/COMPLETE PENETRATION SINGLE PASS FILLET WELDS < 5/16" X X REF. NOTE 6 REF. NOTE 5 REF. NOTE 5 X X DECK WELDS X PREFABRICATED CONSTRUCTION REF. NOTE 8 STRUCTURAL MASONRY REF. NOTE 10 1. 2. 3. 4. 5. 6. 7. 8. 9. 10. 11. 12. 13. 14. 15. 18. 19. 20. SPECIAL INSPECTOR: EMPLOYED BY THE CONTRACTOR AND ACTING AS THE REPORTS: PREPARED BY THE INSPECTOR AND SIGNED BY A ENGINEER AND THE SPECIAL INSPECTION IS TO BE CONTINUOUS DURING THE PERFORMANCE OF CERTIFICATION: INSPECTOR SHALL BE CERTIFIED BY THE CONTRACTING OFFICER TO OFF-SITE FABRICATION: SUBMIT A CERTIFICATE OF COMPLIANCE FOR OFF-SITE FABRICATION TO THE SPECIAL INSPECTION IS NOT A SUBSTITUTE FOR INSPECTION BY THE CONTRACTING RESPONSIBILITY: IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO INFORM THE A) ON DRAWINGS. STRUCTURAL MEMBERS. THE STRUCTURE DURING CONSTRUCTION. THE CONTRACTOR SHALL DESIGN, SAFETY AND HEALTH STANDARDS, LAWS AND REGULATIONS. RESPONSIBLE FOR COORDINATING WORK BETWEEN SUBCONTRACTORS AND CRAFTS ERECTION OF THE STRUCTURAL FRAME. THE ITEMS CHECKED WITH AN "X" SHALL BE INSPECTED IN ACCORDANCE WITH (IBC FAIL TO MEET THE PROJECT SPECIFICATIONS SHALL IMMEDIATELY BE BROUGHT TO THE SPECIAL INSPECTION IS NOT REQUIRED FOR WORK PERFORMED BY AN APPROVED CONTINUOUS SPECIAL INSPECTION MEANS THAT THE SPECIAL INSPECTOR IS ON THE THE STEEL FRAME SHALL BE INSPECTED TO VERIFY COMPLIANCE WITH THE DETAILS ALL WELDS SHALL BE VISUALLY INSPECTED. ALL COMPLETE PENETRATION WELDS SHALL BE TESTED ULTRASONICALLY OR BY USE CONTINUOUS INSPECTION IS REQUIRED FOR WELDING OF REINFORCING THAT RESISTS INSPECTION FOR PREFABRICATED CONSTRUCTION SHALL BE THE SAME AS IF THE INSPECTION/TESTING SHALL BE IN CONFORMANCE WITH THE ANCHOR MANUFACTURER'S EACH CONNECTION. WELDED REINFORCING. THE STRUCTURAL SHOP DRAWING REVIEW IS INTENDED TO HELP THE ENGINEER THE STRUCTURAL SHOP DRAWINGS WILL BE RETURNED FOR RESUBMITTAL IF A THE FOLLOWING SHOP DRAWINGS AND CALCULATIONS, WHEN APPLICABLE, ARE ANY SUBMITTAL OF A DETAIL SHEET WITH ADDED INFORMATION SHALL BE ACCOMPANIED ANY ENGINEERING SUBMITTED FOR REVIEW SHALL BE APPROPRIATELY SEALED. FULL CONCRETE MIX DESIGNS. PRE-ENGINEERED STEEL JOIST REINFORCING STEEL. STRUCTURAL STEEL AND DECK. WELDING PROCEDURE SPECIFICATIONS MISCELLANEOUS STRUCTURAL STEEL SHOWN ON STRUCTURAL DRAWINGS. EXTERIOR METAL STUDS. CURTAIN WALLS. CONSTRUCTION JOINT LOCATIONS. POST TENSIONING HIS OWN SHOP DRAWINGS. SHOP DRAWINGS SHALL BE REVIEWED BY THE CONTRACTING THE CONTRACTOR'S CHECKING. DESIGN. 10. MASONRY INSPECTION TO COMPLY WITH IBC TABLE 1709.5.1 LEVEL 1 SPECIAL INSPECTION. "DRILLED CAISSON BELLED PIERS" SOILS INFORMATION BASED ON "FOUNDATION AND PAVEMENT DESIGN ANALYSIS, LACKLAND AIR FORCE BASED, TEXAS, BY CESWF-EC-DG, U.S. ARMY CORPS OF ENGINEERS, DRILLED PIERS FOUNDATIONS ARE DESIGNED BASED ON THE FOLLOWING INFORMATION: CONTRACTOR SHALL PROVIDE FOR DESIGN AND INSTALLATION OF ALL CRIBBING SHEATHING, AND SHORING REQUIRED AND SHALL BE SOLELY RESPONSIBLY FOR ALL EXCAVATION PROCEDURES INCLUDING LAGGING, SHORING AND PROTECTION OF ADJACENT PROPERTY, STRUCTURES, STREETS AND UTILITIES IN ACCORDANCE WITH ALL NATIONAL, STATE, AND LOCAL SAFETY ORDINANCES. 1. 2. 8. 9. ALL EXCAVATIONS SHALL BE PROPERLY BACKFILLED. DO NOT PLACE BACKFILL BEHIND RETAINING WALLS BEFORE CONCRETE OR GROUT HAS ATTAINED FULL DESIGN STRENGTH. CONTRACTOR SHALL BRACE OR PROTECT ALL BUILDING AND PIT WALLS BELOW GRADE FROM LATERAL LOADS UNTIL ATTACHED FLOORS ARE COMPLETELY IN PLACE AND HAVE ATTAINED FULL STRENGTH. CONTRACTOR SHALL PROVIDE FOR DESIGN, PERMITS, AND INSTALLATION OF SUCH BRACING. 10. ALLOWABLE LOAD: * 1/3 INCREASE NOT ALLOWED FOR WIND OR SEISMIC LOADING. = 20 KSF END BEARING ALL DRILLED PIER EXCAVATIONS SHALL BE INSPECTED BY THE CONTRACTOR TO VERIFY THE DEPTH OF THE EXCAVATION AND THAT THE DESIRED PENETRATION INTO NATURAL SOILS IS ACHIEVED. DRILLED PIERS SHALL BE AT +695 FEET (NGVD) AND BEAR AT LEAST PRECAUTIONS SHALL BE TAKEN DURING THE INSTALLATION OF PIERS TO THE POSSIBILITY OF CAVING. CLOSELY SPACED PIERS SHALL BE DRILLED AND FILLED ALTERNATELY, ALLOWING THE CONCRETE TO SET AT LEAST EIGHT HOURS BEFORE DRILLING AN ADJACENT HOLE. PIER EXCAVATIONS SHALL BE FILLED WITH CONCRETE AS SOON AFTER DRILLING AND INSPECTION AS POSSIBLE; THE HOLES SHALL NOT BE LEFT OPEN OVERNIGHT. A DIFFICULTIES DUE TO WATER MAY BE REDUCED IF THE PIERS ARE CAST IMMEDIATELY AFTER INSPECTION. ANY WATER SHOULD BE PUMPED FROM THE EXCAVATIONS AND THE CONCRETE PLACED IN THE DRY. GROUNDWATER SHALL BE ANTICIPATED DURING 3. 4. 5. MINIMUM PIER SHAFT DIAMETER SHALL BE 24". 6. PIERS SHALL HAVE A MINIMUM APPLIED LOAD OF 200 KIPS. 7. FOUNDATION: FORT WORTH DISTRICT", DATED DECEMBER 2008. 3 FEET INTO TRANSITION ZONE PER REPORT. THE CONTRACTOR WILL HIRE A TESTING LAB CLEAR DISTANCE OF AT LEAST 20 FEET ± 6" SHALL BE MAINTAINED BETWEEN INDIVIDUAL PIERS. OPERATIONS, THEREFORE, THE CONTRACTOR SHALL HAVE TEMPORARY STEEL CASINGS AND PUMPS AT THE JOB SITE PRIOR TO CONSTRUCTION OF DRILLING PIERS. STRUCTURALLY SUPPORTED FLOOR SLAB A) A MINIMUM 12 INCH VOID SHALL BE PROVIDED BENEATH THE STRUCTURAL SUPPORTED SLAB SYSTEM, WHERE APPLICABLE. 11. SUBGRADE PREPARATION AND FILL REQUIREMENTS A) SUBGRADE PREPARATIONS SHALL CONSIST OF REMOVING AT LEAST 12 INCHES OF THE EXISTING FOUNDATIONS MATERIALS AND REPLACING WITH COMPACTED SELECT BACKFILL MATERIAL. ANY ADDITIONAL FILL REQUIRED TO REACH THE FINAL SUBGRADE ELEVATION BELOW THE BUILDING FLOOR SLAB SYSTEMS SHALL BE SELECT MATERIAL AS WELL. THE UPPER 6 INCHES OF THE EXISTING SUBGRADE EXPOSED AFTER EXCAVATION OPERATIONS SHALL BE SCARIFIED, MOISTENED, AND RECOMPACTED TO THE SAME DENSITY REQUIRED FOR SELECT FILL. SELECT FILL SHALL BE PLACED IN CONTROLLED LIFTS NOT EXCEEDING 8 INCHES IN LOOSE THICKNESS AND COMPACTED TO AT LEAST 90 PERCENT OF LABORATORY MAXIMUM DENSITY AS DETERMINED IN ACCORDANCE WITH ATSM D 1557. FOR PORTIONS OF THE BUILDING PAD THAT WILL TESTING SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO ENSURE THAT B) FOLLOWING FREQUENCIES OF TESTING SHALL BE INCLUDED IN THE CONTRACT AS THE SUBGRADE, FILL AND BACKFILL MATERIALS ARE PROPERLY COMPACTED. THE A MINIMUM: i IN-PLACE DENSITY OF THE SUBGRADE, FILLS AND BACKFILLS SHALL BE PERFORMED FOR EVERY 2500 SQUARE FEET PER LIFT IN ACCORDANCE WITH ASTM D 1556 OR ASTM D 2922. ii OPTIMUM MOISTURE AND LABORATORY MAXIMUM DENSITY OF NONEXPANSIVE FILL AND BACKFILL SHALL BE PERFORMED FOR EVERY 500 CUBIC YARDS OR WHEN ANY CHANGE IN MATERIAL OCCURS. EXTERIOR GRADING ADJACENT TO THE BUILDING SHALL BE SLOPED AWAY FROM C) THE ROOF SHALL BE ADEQUATELY DISCHARGED AWAY FROM THE FOUNDATION THE STRUCTURE A MINIMUM OF 5 PERCENT FOR THE FIRST 10 FEET. RUNOFF FROM EDGES. IN NO CASE SHALL WATER BE ALLOWED TO POND ADJACENT TO THE BUILDING. FOUNDATIONS SHALL BE PLACED AND ESTIMATED ACCORDING TO DEPTHS SHOWN ON DRAWINGS. SOIL ENCOUNTERED AT THESE DEPTHS SHALL BE APPROVED BY CONTRACTING OFFICER. FOOTING BACKFILL AND UTILITY TRENCH BACKFILL WITHIN BUILDING AREA SHALL BE MECHANICALLY COMPACTED IN LAYERS IN ACCORDANCE WITH THE SOILS REPORT AND APPROVED BY THE CONTRACTING OFFICER. 12. ALL ABANDONED UTILITIES, ETC. SHALL BE REMOVED. NEW FOUNDATIONS MUST EXTEND INTO UNDISTURBED SOILS. 13. 14. 2. 3. 4. SURFACE WATER, GROUND WATER, OR SEEPAGE, IF REQUIRED. 5. SHEATHING, AND SHORING REQUIRED AND SHALL BE SOLELY RESPONSIBLE FOR ALL EXCAVATION PROCEDURES INCLUDING LAGGING, SHORING, AND PROTECTION OF ADJACENT PROPERTY, STRUCTURES, STREETS, AND UTILITIES IN ACCORDANCE WITH ALL NATIONAL, STATE, AND LOCAL SAFETY ORDINANCES. 7. A) REMOVING AT LEAST 6 FOOT OF EXISTING MATERIAL, AND REPLACING WITH COMPACTED NONEXPANSIVE BACKFILL MATERIAL, ANY ADDITIONAL FILL REQUIRED B) THAT THE SUBGRADE, FILL, AND BACKFILL MATERIAL ARE PROPERLY COMPACTED. C) 8. DRAWINGS. SOIL ENCOUNTERED AT THESE DEPTHS SHALL BE APPROVED BY 9. ALL ABANDONED UTILITIES, ETC. SHALL BE REMOVED. NEW FOOTINGS 11. PER THE RECOMMENDATIONS OF THE SOILS REPORT. FOOTINGS ARE DESIGNED BASED ON THE FOLLOWING INFORMATION: FOOTING SHALL BEAR ON FIRM SELECT FILL SOILS. MINIMUM DEPTH OF FOOTINGS CONTRACTOR SHALL PROVIDE FOR DE-WATERING OF EXCAVATIONS FOR EITHER CONTRACTOR SHALL PROVIDE FOR DESIGN AND INSTALLATION OF ALL CRIBBING, SUBGRADE PREPARATION AND FILL REQUIREMENTS SUBGRADE PREPARATION FOR SLAB ON GRADE FLOORS SHALL CONSIST OF TESTING SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR SHALL ENSURE EXTERIOR GRADING ADJACENT TO BUILDING SHALL BE SLOPED AWAY FROM FOUNDATIONS SHALL BE PLACED AND ESTIMATED ACCORDING TO DEPTHS SHOWN ON FOOTING BACKFILL AND UTILITY TRENCH BACKFILL WITHIN BUILDING AREA SHALL BE 10. SLABS ON GRADE SHALL BE SUPPORTED ON NATURAL GRADE OR COMPACTED FILL DISCREPANCIES. 8. TO THESE REQUIREMENTS. SPECIAL INSPECTION SHALL BE REQUIRED AS NOTED IN SPECIFICATIONS IN ADDITION OFFICER. K) MASONRY REQUIRED PER THE SPECIFICATIONS. UFC 4-023-03 TIE FORCE METHOD, ASCE 7-05, MINIMUM DESIGN LOADS FOR BUILDINGS AND PRE-STRESSING STEEL PLACEMENT PRE-STRESSING STEEL STRESSING X X BE A CUT SECTION, SUBGRADE PREPARATION SHOULD CONSIST OF REMOVING ALL EXISTING MATERIALS TO A DEPTH THAT ALLOWS A MINIMUM 12 INCH VOID TO BE FORMED BELOW THE FLOOR SLAB SYSTEM. THE UPPER 6 INCHES OF EXISTING SUBGRADE EXPOSED AFTER CUT AND/OR FILL OPERATIONS SHALL BE SCARIFIED, MOISTENED, AND RECOMPACTED TO THE SAME DENSITY REQUIRED FOR SELECT FILL. "CONVENTIONAL AND MAT FOUNDATION" SOILS INFORMATION BASED ON "FOUNDATION AND PAVEMENT DESIGN ANALYSIS, LACKLAND AIR FORCE BASED, TEXAS, BY CESWF-EC-DG, U.S. ARMY CORPS OF ENGINEERS, 1. FOUNDATION: FORT WORTH DISTRICT", DATED DECEMBER 2008. ALLOWABLE BEARING * = 88 PCF : UNRESTRAINED EXPANSIVE SOIL EQUIVALENT FLUID PRESSURE = 88 PCF : RESTRAINED EXPANSIVE SOIL PASSIVE EARTH PRESSURE = 42 PCF : UNRESTRAINED NONEXPANSIVE SOIL COEFFICIENT OF FRICTION = 70 PCF : RESTRAINED NONEXPANSIVE SOIL = 2000 PSF = 0.3 MODULUS OF HORIZONTAL SUB -GRADE REACTION = 100 PCI * ALLOWABLE BEARING MAY NOT BE INCREASED BY 1/3 FOR WIND AND SEISMIC LOAD CASES. BELOW LOWEST ADJACENT FINAL GRADE SHALL BE 18". MINIMUM WIDTH OF FOOTING SHALL BE 12". 6. BEHIND RETAINING WALLS BEFORE CONCRETE OR GROUT HAS ATTAINED FULL DESIGN STRENGTH. CONTRACTOR SHALL BRACE OR PROTECT ALL BUILDING AND PIT WALLS BELOW GRADE FROM LATERAL LOADS UNTIL ATTACHED FLOORS ARE COMPLETELY IN PLACE AND HAVE ATTAINED FULL STRENGTH. CONTRACTOR SHALL PROVIDE FOR ALL EXCAVATIONS SHALL BE PROPERLY BACKFILLED. DO NOT PLACE BACKFILL DESIGN, PERMITS, AND INSTALLATION OF SUCH BRACING. TO REACH FINAL SUBGRADE ELEVATION BELOW THE BUILDING FLOOR SLAB SYSTEM SHALL BE NONEXPANSIVE MATERIAL AS WELL. THE UPPER 6 INCHES OF EXISTING SUBGRADE EXPOSED AFTER EXCAVATION OPERATIONS SHALL BE SCARIFIED, MOISTENED, AND RECOMPACTED TO THE SAME DENSITY AS REQUIRED FOR NONEXPANSIVE FILL. NONEXPANSIVE FILL SHALL BE PLACED IN CONTROLLED LIFTS NOT EXCEEDING 8 INCHES IN LOOSE THICKNESS AND COMPACTED TO AT LEAST 95 PERCENT OF LABORATORY MAXIMUM DENSITY AS DETERMINED IN ACCORDANCE WITH ASTM D 1557. THE FOLLOWING FREQUENCIES OF TESTING SHALL BE INCLUDED IN THECONTRACT AS A MINIMUM: i IN-PLACE DENSITY OF THE SUBGRADE, FILLS AND BACKFILLS SHALL BE PERFORMED FOR EVERY 2500 SQUARE FEET PER LIFT IN ACCORDANCE WITH ASTM D 1556 OR ASTM D 2922. ii OPTIMUM MOISTURE AND LABORATORY MAXIMUM DENSITY OF NONEXPANSIVE FILL AND BACKFILL SHALL BE PERFORMED FOR EVERY 500 CUBIC YARDS OR WHEN ANY CHANGE IN MATERIAL OCCURS. THE STRUCTURE A MINIMUM OF 5 PERCENT FOR THE FIRST 10 FEET. RUNOFF FROM THE ROOF SHALL BE ADEQUATELY DISCHARGED AWAY FROM THE FOUNDATION EDGES. IN NO CASE SHALL WATER BE ALLOWED TO POND ADJACENT TO THE BUILDING. THE CONTRACTING OFFICER. MECHANICALLY COMPACTED IN LAYERS IN ACCORDANCE WITH THE SOILS REPORT AND APPROVED BY THE INSPECTOR. MUST EXTEND INTO UNDISTURBRD SOILS. GROUND FLOOR UPPER FLOOR 200 PSF 2000 LB 250 PSF 2000 LB ROOF PENTHOUSE 250 PSF 2000 LB CHILLER AND BOILER ROOM 125 PSF 2000 LB REMAINING AREA EXCEPT CORRIDOR 40 PSF 2000 LB PENTHOUSE CORRIDOR PUBLIC AREAS AND CORRIDORS 100 PSF SERVING PUBLIC AREAS 2000 LB 80 PSF 2000 LB 100 PSF 2000 LB PER ASCE 7, MIN. 20 PSF 16. PROCEED WITH BACK FILLING OPERATIONS IN A SAFE AND UNIFORM MANNER. 17. DO NOT SCALE DRAWINGS. OTHER STRUCTURES AND IBC 2006: REF. NOTE 11 11. REINFORCEMENT IN ALL STRUCTURAL MEMBERS SHALL BE VISUALLY INSPECTED AND APPROVED ON THE DAY PRIOR TO ANY SCHEDULED CONCRETE PLACEMENT B) PRECAST WALL PANELS. L) AND A LICENSED ENGINEER FOR THE PURPOSE TO VERIFY THAT THE ANTICIPATED STRATUM HAS BEEN HIT AND TO RECORD VERIFICATION INDEPENDENT OF THE FOUNDATION CONTRACTOR IN A PIER LOG BEARING THE LICENSED ENGINEER'S SIGNATURE. GOVERNMENT MAY ALSO PROVIDE INSPECTION., BUT THIS DOES NOT RELIEVE CONTRACTOR OF RESPONSIBILTY FOR THE INDEPENDENT INSPECTION. S T A T E O F C A L I F O R N I A Y E L R NO. S4594 EXP. 12/31/2010 S A R T T C U R U L R R R E T S I G E T A P P D E F I K C I L N I S S E F O A N O I R N E E E N I G DOCUMENT WAS AUTHORIZED THE SEAL APPEARING ON THIS BY PATRICK I. FINLEY, S4594 ON 9 JULY 2009 Sheet reference number Sheet BUILDING QUALITY SOLUTIONS U.S. ARMY ENGINEER DISTRICT, CORPS OF ENGINEERS FORT WORTH, TEXAS Designed by: Dwn by: Reviewed by: Submitted by: ENGINEER Date: Sol No. Contr No. Rev. Plot scale: Plot date: File name: Contr No. DESIGN FILE: Fort Worth District US Army Corps of Engineers 1:1 DAVID LUKE, PE of LACKLAND AFB, TEXAS AIRMEN TRAINING COMPLEX - NORTH CAMPUS AIRMEN TRAINING COMPLEX 1 (ATC1) 442 W9126G-09-12-0105 W9126G-09-C-0054 Plot Date Here 9 JULY 2009 1 2 3 4 5 E D C B A MPLS083737R1 DRAWING NUMBER: LA 09-0001 W9126G-09-C-0054 LAIB LOWE FINLEY A-S001.a02 116 GENERAL NOTES b 1 b b No. Description D.O.No. Action Date b GENERAL REVISIONS AM 0002 31 JUL 09
Transcript of FOUNDATION: CONVENTIONAL AND MAT FOUNDATION
CONTINUOUS(3)
XEXPANSION ANCHOR PLACEMENT
WELDING OF STAIRS/RAILING SYSTEMS
STRUCTURAL STEELHIGH STRENGTH BOLTING
FILLET WELDS > 5/16"
METAL DECK WELDING
SHOP WELDING (2)
EMBEDDED PLATES
PARTIAL/COMPLETE PENETRATION
SINGLE PASS FILLET WELDS < 5/16"
WELDING OF ANCHORS AND STUDS
XX
ANCHOR BOLTS & INSERTS
PREPARATION OF TEST SPECIMENS
EPOXY ANCHOR PLACEMENTCONCRETE PLACEMENT
FINAL FOUNDATION PREPARATION
REINFORCING WELDINGREINFORCING PLACEMENT
CONCRETE
GRADING, EXCAVATION & FILL
REINFORCING COUPLING
SOILS
ITEM
XX
X
X
REF. SECTION 1704.3.3
REF. NOTE 5REF. NOTE 5REF. NOTE 6
X
X
X
XX
X
BY GEOTECHNICAL ENGINEERBY GEOTECHNICAL ENGINEER
REF. NOTE 7
COMMENTS
X
X
X
PERIODIC(3)
RECORD SLUMP, AIR CONTENTAND TEMPERATURE
MATERIAL VERIFICATION X
XCURING
DETAIL CONFORMANCE X REF. NOTE 4
REF. NOTE 9REF. NOTE 9
XX
GENERAL REQUIREMENTS
DESIGN CRITERIA
SPECIAL INSPECTION PROGRAM FOOTNOTES:
SHOP DRAWINGS/SUBMITTALS
VERIFICATION: VERIFY ALL DIMENSIONS, ELEVATIONS AND SITE CONDITIONS BEFORESTARTING WORK. NOTIFY THE CONTRACTING OFFICER IMMEDIATELY OF ANY
CONFLICTS: NOTES AND DETAILS ON THE DRAWINGS TAKE PRECEDENCE OVER THEGENERAL NOTES AND TYPICAL DETAILS IN CASE OF CONFLICT.
CODES: ALL MATERIALS AND WORK SHALL CONFORM TO THE REQUIREMENTS OF THEIBC 2006 , UFC'S AND ASCE 7-05.
SUBSTITUTIONS: PROVIDE MANUFACTURER'S ICC REPORTS AND A LIST OF ALL PROPOSEDSUBSTITUTIONS TO THE CONTRACTING OFFICER FOR REVIEW BEFORE FABRICATION.
SIMILAR WORK: WHERE CONSTRUCTION DETAILS ARE NOT SHOWN OR NOTED FOR ANYPART OF THE WORK, SUCH DETAILS SHALL BE THE SAME AS FOR SIMILAR WORK SHOWN
PIPES, DUCTS, SLEEVES, CHASES, ETC.: SHALL NOT BE PLACED IN SLABS, BEAMS, ORWALLS UNLESS SPECIFICALLY SHOWN OR NOTED NOR SHALL ANY STRUCTURAL MEMBERBE CUT FOR PIPES, DUCTS ETC., UNLESS SPECIFICALLY SHOWN. OBTAIN PRIOR WRITTENAPPROVAL FOR INSTALLATION OF ANY ADDITIONAL PIPES, DUCTS, ETC.
EXCAVATIONS: LOCATE AND PROTECT UNDERGROUND OR CONCEALED CONDUIT,PLUMBING OR OTHER UTILITIES WHERE NEW WORK IS BEING PERFORMED.
CONSTRUCTION LOADS: MATERIALS SHALL BE EVENLY DISTRIBUTED IF PLACED ONFRAMED FLOORS OR ROOFS. LOADS SHALL NOT EXCEED THE ALLOWABLE LOADINGFOR THE SUPPORTING MEMBERS AND THEIR CONNECTIONS.
THE STRUCTURAL DRAWINGS ILLUSTRATE THE NEW STRUCTURAL MEMBERS, REFERTO ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR NON-STRUCTURALITEMS WHICH REQUIRE SPECIAL PROVISIONS DURING THE CONSTRUCTION OF
REFER TO ARCHITECTURAL PLANS FOR FLOOR DEPRESSIONS, SLOPES, DRAINS,CURBS, PADS, EMBEDDED ITEMS, NON-BEARING PARTITIONS, ETC.
REFER TO MECHANICAL AND ELECTRICAL PLANS FOR SLEEVE AND HANGERS FORPIPES, DUCTS AND EQUIPMENT.
CONSTRUCTION METHODS AND PROJECT SAFETY: THE CONTRACT DRAWINGS ANDSPECIFICATIONS REPRESENT THE FINISHED STRUCTURE AND DO NOT INDICATEMETHODS, PROCEDURES OR SEQUENCE OF CONSTRUCTION. THE CONTRACTORSHALL TAKE NECESSARY PRECAUTIONS TO MAINTAIN AND INSURE THE INTEGRITY OF
CONSTRUCT AND MAINTAIN ALL SAFETY DEVICES, INCLUDING SHORING AND BRACING,AND BE SOLELY RESPONSIBLE FOR CONFORMING TO ALL LOCAL, STATE AND FEDERAL
ANY DEVIATION FROM THE APPROVED SET OF STRUCTURAL DRAWINGS SHALL ONLYBE MADE AFTER WRITTEN APPROVAL BY THE CONTRACTING OFFICER.
STRUCTURAL PLANS INDICATE ONLY THE APPROXIMATE LOCATION OF MECHANICAL,ELECTRICAL AND OTHER EQUIPMENT, AS WELL AS THE RELATED AUXILIARY FRAMINGNECESSARY TO SUPPORT SUCH EQUIPMENT. THE FINAL POSITIONING OF THESEITEMS IS DEPENDENT UPON THE EQUIPMENT PROVIDED BY CONTRACTOR SHALL BE
IN THIS REGARD, AND PROVIDING NECESSARY DIMENSIONS IN A TIMELY MANNER TOALL PARTIES INVOLVED. PROVIDE TEMPORARY BRACING AS REQUIRED DURING THE
ROOF AND FLOOR MEMBERS. BRACING MUST BE FULLY EFFECTIVE UNTIL ROOF ANDFLOOR DEAD LOADS ARE IN PLACE.
SEE SPECIFICATIONS FOR REQUIREMENTS.
CONCRETE GRADE WALLS SHALL BE TEMPORARILY BRACED IF BACKFILL IS ONLY ONONE SIDE OR BACK FILLED ON BOTH SIDES SIMULTANEOUSLY, WHERE REQUIRED, TOPREVENT DEFLECTION, CRACKING OR FAILURE OF CONCRETE GRADE WALLS.
IT IS THE CONTRACTORS RESPONSIBILITY TO COMPLY WITH ALL APPLICABLE LOCALSAFETY REQUIREMENTS, ALL OSHA REQUIREMENTS AND EM385-1-1.
EXPANSION ANCHORS CAN ONLY BE USED FOR FIELD REPAIRS AND REQUIRE APPROVALOF THE CONTRACTING OFFICER.
GRAVITY LOADS IN ACCORDANCE WITH UFC 3-310-01, LOAD ASSUMPTIONS FOR BUILDINGS.UFC 4-010-01, DoD MINIMUM ANTITERRORISM STANDARDS FOR BUILDING, 22 JANUARY 2007,
LOCATION UNIFORM CONCENTRATED LIVE LOAD LIVE LOADMECH/ELEC ROOM
RESTROOMS/LATRINESALL OTHER AREASROOF
OTHER LIVE LOADS NOT SHOWN SHALL BE IN ACCORDANCE WITH ASCE 7-05, MINIMUMDESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES. MINIMUM DESIGN ROOFDEAD LOAD EQUALS 25 PSF.
LATERAL LOADS:WIND LOADS:IN ACCORDANCE WITH UFC 3-310-01, LOAD ASSUMPTIONS FOR BUILDINGS AND ASCE7-05, MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES.BASIC WIND SPEED V = 90 MPHWIND IMPORTANCE FACTOR I = 1.15 (CATEGORY II)WIND EXPOSURE CATEGORY C
SEISMIC CRITERIA FOR NEW STRUCTURE:DETERMINED IN ACCORDANCE WITH UFC 1-200-01 AND IBC 2006, BY INCORPORATINGTHE FOLLOWING PARAMETERS:OCCUPANCY CATEGORY IIISITE CLASSIFICATION CSHORT PERIOD SPECTRAL ACCELERATION Ss = 0.11gONE SECOND SPECTRAL ACCELERATION S1 = 0.03gSEISMIC DESIGN CATEGORY ASEISMIC IMPORTANCE FACTOR 1.25
rho = 1 V = .01 W (STRENGTH) V = .007 W (ALLOWABLE STRESS)
1.VERIFY HIS DESIGN CONCEPT. IT IS THE CONTRACTOR'S RESPONSIBILITY TO CHECK
2.CURSORY REVIEW SHOWS MAJOR ERRORS WHICH SHOULD HAVE BEEN FOUND BY
3.REQUIRED FOR SUBMITTAL FOR STRUCTURAL REVIEW IN ADDITION TO THAT
A)
C)D)E)F)G)H)I)J)
4.BY LOCATION PLAN IDENTIFYING THE MEMBERS INVOLVED AND CLOUDING AROUNDADDED INFORMATION.
5.RESPONSIBILITY OF SUCH ENGINEERING RESTS WITH THE PERSON SEALING THE
SPECIAL INSPECTION PROGRAMESTABLISHED PER * IBC 2006 * SECTION 109 AND CHAPTER 17
1.CHAPTER 17) BY A CERTIFIED SPECIAL INSPECTOR FROM AN ESTABLISHED TESTINGAGENCY. FOR MATERIAL SAMPLING AND TESTING REQUIREMENTS, REFER TO THEPROJECT SPECIFICATIONS AND THE SPECIFIC GENERAL NOTES SECTIONS. THE TESTINGAGENCY SHALL SEND COPIES OF ALL STRUCTURAL TESTING AND INSPECTION REPORTSDIRECTLY TO THE CONTRACTOR AND CONTRACTING OFFICER. ANY MATERIALS WHICH
ATTENTION OF THE CONTRACTING OFFICER. SPECIAL INSPECTION TESTINGREQUIREMENTS APPLY EQUALLY TO ALL BIDDER DESIGNED COMPONENTS.
2.FABRICATOR PER IBC SECTION 1704.2.2.
3.SITE AT ALL TIMES OBSERVING THE WORK REQUIRING SPECIAL INSPECTION (IBCSECTION 1702). PERIODIC SPECIAL INSPECTION MEANS THAT THE SPECIAL INSPECTORIS ON SITE AT TIME INTERVALS NECESSARY TO CONFIRM THAT ALL WORK REQUIRINGSPECIAL INSPECTION IS IN COMPLIANCE.
4.SHOWN ON THE APPROVED CONSTRUCTION DOCUMENTS, SUCH AS BRACING,STIFFENING MEMBER LOCATIONS AND PROPER APPLICATION OF JOINT DETAILS AT
5.
6.OF A COMPARABLE APPROVED METHOD.
7.FLEXURAL AND AXIAL FORCES IN INTERMEDIATE AND SPECIAL MOMENT FRAMES,REINFORCING IN BOUNDARY ELEMENTS OF SPECIAL REINFORCED CONCRETE SHEARWALLS AND SHEAR REINFORCEMENT PERIODIC INSPECTION MAY BE USED FOR OTHER
8.MATERIAL USED IN THE CONSTRUCTION TOOK PLACE ON SITE. CONTINUOUS INSPECTIONWILL NOT BE REQUIRED DURING PREFABRICATION IF THE APPROVED AGENCY CERTIFIESTHE CONSTRUCTION AND FURNISHES EVIDENCE OF COMPLIANCE.
9.ICC REPORT AND SHALL INCLUDE AS A MINIMUM VERIFICATION OF HOLE DEPTH ANDDIAMETER, CLEAN OUT, ALL MATERIALS AND INSTALLATION TORQUE.
SPECIAL INSPECTION1.
GOVERNMENTS AGENT (IBC SECTION 1704.1).
2.SUBMITTED TO THE CONTRACTING OFFICER. ALL DISCREPANCIES SHALL BEBROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FORCORRECTION; THEN, IF NOT CORRECTED, TO THE ARCHITECT/ENGINEER AND THECONTRACTING OFFICER.
3.THE WORK UNLESS OTHERWISE SPECIFIED.
4.PERFORM THE TYPES OF SPECIAL INSPECTIONS SPECIFIED. A CERTIFICATE OFSATISFACTORY COMPLETION OF WORK REQUIRING SPECIAL INSPECTION SHALL BECOMPLETED AND SUBMITTED TO THE CONTRACTING OFFICER.
5.SUBMIT APPLICATION TO THE CONTRACTING OFFICER FOR APPROVAL PRIOR TOFABRICATION.
B)CONTRACTING OFFICER PRIOR TO ERECTION OF PREFABRICATED COMPONENTS.
6.OFFICER. SPECIFICALLY INSPECTED WORK WHICH IS INSTALLED OR COVEREDWITHOUT THE APPROVAL OF THE CONTRACTING OFFICER AND THE SPECIALINSPECTOR IS SUBJECT TO REOPENING OR EXPOSURE.
7.SPECIAL INSPECTOR OR INSPECTION AGENCY AT LEAST ONE WORKING DAYPRIOR TO PERFORMING ANY WORK THAT REQUIRES SPECIAL INSPECTION.
FIELD WELDING
LIGHT GAUGE METAL FRAMING WELDING
FILLET WELDS > 5/16"PARTIAL/COMPLETE PENETRATION
SINGLE PASS FILLET WELDS < 5/16"
XX
REF. NOTE 6REF. NOTE 5REF. NOTE 5
X
X
DECK WELDS X
PREFABRICATED CONSTRUCTION REF. NOTE 8
STRUCTURAL MASONRY REF. NOTE 10
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
12.
13.
14.
15.
18.
19.
20.
SPECIAL INSPECTOR: EMPLOYED BY THE CONTRACTOR AND ACTING AS THE
REPORTS: PREPARED BY THE INSPECTOR AND SIGNED BY A ENGINEER AND
THE SPECIAL INSPECTION IS TO BE CONTINUOUS DURING THE PERFORMANCE OF
CERTIFICATION: INSPECTOR SHALL BE CERTIFIED BY THE CONTRACTING OFFICER TO
OFF-SITE FABRICATION:
SUBMIT A CERTIFICATE OF COMPLIANCE FOR OFF-SITE FABRICATION TO THE
SPECIAL INSPECTION IS NOT A SUBSTITUTE FOR INSPECTION BY THE CONTRACTING
RESPONSIBILITY: IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO INFORM THE
A)
ON DRAWINGS.
STRUCTURAL MEMBERS.
THE STRUCTURE DURING CONSTRUCTION. THE CONTRACTOR SHALL DESIGN,
SAFETY AND HEALTH STANDARDS, LAWS AND REGULATIONS.
RESPONSIBLE FOR COORDINATING WORK BETWEEN SUBCONTRACTORS AND CRAFTS
ERECTION OF THE STRUCTURAL FRAME.
THE ITEMS CHECKED WITH AN "X" SHALL BE INSPECTED IN ACCORDANCE WITH (IBC
FAIL TO MEET THE PROJECT SPECIFICATIONS SHALL IMMEDIATELY BE BROUGHT TO THE
SPECIAL INSPECTION IS NOT REQUIRED FOR WORK PERFORMED BY AN APPROVED
CONTINUOUS SPECIAL INSPECTION MEANS THAT THE SPECIAL INSPECTOR IS ON THE
THE STEEL FRAME SHALL BE INSPECTED TO VERIFY COMPLIANCE WITH THE DETAILS
ALL WELDS SHALL BE VISUALLY INSPECTED.
ALL COMPLETE PENETRATION WELDS SHALL BE TESTED ULTRASONICALLY OR BY USE
CONTINUOUS INSPECTION IS REQUIRED FOR WELDING OF REINFORCING THAT RESISTS
INSPECTION FOR PREFABRICATED CONSTRUCTION SHALL BE THE SAME AS IF THE
INSPECTION/TESTING SHALL BE IN CONFORMANCE WITH THE ANCHOR MANUFACTURER'S
EACH CONNECTION.
WELDED REINFORCING.
THE STRUCTURAL SHOP DRAWING REVIEW IS INTENDED TO HELP THE ENGINEER
THE STRUCTURAL SHOP DRAWINGS WILL BE RETURNED FOR RESUBMITTAL IF A
THE FOLLOWING SHOP DRAWINGS AND CALCULATIONS, WHEN APPLICABLE, ARE
ANY SUBMITTAL OF A DETAIL SHEET WITH ADDED INFORMATION SHALL BE ACCOMPANIED
ANY ENGINEERING SUBMITTED FOR REVIEW SHALL BE APPROPRIATELY SEALED. FULL
CONCRETE MIX DESIGNS.
PRE-ENGINEERED STEEL JOISTREINFORCING STEEL.STRUCTURAL STEEL AND DECK.WELDING PROCEDURE SPECIFICATIONSMISCELLANEOUS STRUCTURAL STEEL SHOWN ON STRUCTURAL DRAWINGS.EXTERIOR METAL STUDS.CURTAIN WALLS.CONSTRUCTION JOINT LOCATIONS.POST TENSIONING
HIS OWN SHOP DRAWINGS. SHOP DRAWINGS SHALL BE REVIEWED BY THE CONTRACTING
THE CONTRACTOR'S CHECKING.
DESIGN.
10. MASONRY INSPECTION TO COMPLY WITH IBC TABLE 1709.5.1 LEVEL 1 SPECIAL INSPECTION.
"DRILLED CAISSON BELLED PIERS"
SOILS INFORMATION BASED ON "FOUNDATION AND PAVEMENT DESIGN ANALYSIS,LACKLAND AIR FORCE BASED, TEXAS, BY CESWF-EC-DG, U.S. ARMY CORPS OF ENGINEERS,
DRILLED PIERS FOUNDATIONS ARE DESIGNED BASED ON THE FOLLOWING INFORMATION:
CONTRACTOR SHALL PROVIDE FOR DESIGN AND INSTALLATION OF ALL CRIBBINGSHEATHING, AND SHORING REQUIRED AND SHALL BE SOLELY RESPONSIBLY FOR ALLEXCAVATION PROCEDURES INCLUDING LAGGING, SHORING AND PROTECTION OFADJACENT PROPERTY, STRUCTURES, STREETS AND UTILITIES IN ACCORDANCE WITHALL NATIONAL, STATE, AND LOCAL SAFETY ORDINANCES.
1.
2.
8.
9. ALL EXCAVATIONS SHALL BE PROPERLY BACKFILLED. DO NOT PLACE BACKFILL BEHINDRETAINING WALLS BEFORE CONCRETE OR GROUT HAS ATTAINED FULL DESIGNSTRENGTH. CONTRACTOR SHALL BRACE OR PROTECT ALL BUILDING AND PIT WALLSBELOW GRADE FROM LATERAL LOADS UNTIL ATTACHED FLOORS ARE COMPLETELY INPLACE AND HAVE ATTAINED FULL STRENGTH. CONTRACTOR SHALL PROVIDE FORDESIGN, PERMITS, AND INSTALLATION OF SUCH BRACING.
10.
ALLOWABLE LOAD:
* 1/3 INCREASE NOT ALLOWED FOR WIND OR SEISMIC LOADING.
= 20 KSF END BEARING
ALL DRILLED PIER EXCAVATIONS SHALL BE INSPECTED BY THE CONTRACTOR TO VERIFYTHE DEPTH OF THE EXCAVATION AND THAT THE DESIRED PENETRATION INTO NATURALSOILS IS ACHIEVED. DRILLED PIERS SHALL BE AT +695 FEET (NGVD) AND BEAR AT LEAST
PRECAUTIONS SHALL BE TAKEN DURING THE INSTALLATION OF PIERS TO THE POSSIBILITYOF CAVING. CLOSELY SPACED PIERS SHALL BE DRILLED AND FILLED ALTERNATELY,ALLOWING THE CONCRETE TO SET AT LEAST EIGHT HOURS BEFORE DRILLING AN ADJACENTHOLE. PIER EXCAVATIONS SHALL BE FILLED WITH CONCRETE AS SOON AFTER DRILLINGAND INSPECTION AS POSSIBLE; THE HOLES SHALL NOT BE LEFT OPEN OVERNIGHT. A
DIFFICULTIES DUE TO WATER MAY BE REDUCED IF THE PIERS ARE CAST IMMEDIATELYAFTER INSPECTION. ANY WATER SHOULD BE PUMPED FROM THE EXCAVATIONS ANDTHE CONCRETE PLACED IN THE DRY. GROUNDWATER SHALL BE ANTICIPATED DURING
3.
4.
5.
MINIMUM PIER SHAFT DIAMETER SHALL BE 24".6.
PIERS SHALL HAVE A MINIMUM APPLIED LOAD OF 200 KIPS.7.
FOUNDATION:
FORT WORTH DISTRICT", DATED DECEMBER 2008.
3 FEET INTO TRANSITION ZONE PER REPORT. THE CONTRACTOR WILL HIRE A TESTING LAB
CLEAR DISTANCE OF AT LEAST 20 FEET ± 6" SHALL BE MAINTAINED BETWEEN INDIVIDUALPIERS.
OPERATIONS, THEREFORE, THE CONTRACTOR SHALL HAVE TEMPORARY STEEL CASINGSAND PUMPS AT THE JOB SITE PRIOR TO CONSTRUCTION OF DRILLING PIERS.
STRUCTURALLY SUPPORTED FLOOR SLABA) A MINIMUM 12 INCH VOID SHALL BE PROVIDED BENEATH THE STRUCTURAL SUPPORTED
SLAB SYSTEM, WHERE APPLICABLE.
11.
SUBGRADE PREPARATION AND FILL REQUIREMENTSA) SUBGRADE PREPARATIONS SHALL CONSIST OF REMOVING AT LEAST 12 INCHES
OF THE EXISTING FOUNDATIONS MATERIALS AND REPLACING WITH COMPACTEDSELECT BACKFILL MATERIAL. ANY ADDITIONAL FILL REQUIRED TO REACH THE FINALSUBGRADE ELEVATION BELOW THE BUILDING FLOOR SLAB SYSTEMS SHALL BE SELECTMATERIAL AS WELL. THE UPPER 6 INCHES OF THE EXISTING SUBGRADE EXPOSED AFTEREXCAVATION OPERATIONS SHALL BE SCARIFIED, MOISTENED, AND RECOMPACTED TOTHE SAME DENSITY REQUIRED FOR SELECT FILL. SELECT FILL SHALL BE PLACEDIN CONTROLLED LIFTS NOT EXCEEDING 8 INCHES IN LOOSE THICKNESS AND COMPACTEDTO AT LEAST 90 PERCENT OF LABORATORY MAXIMUM DENSITY AS DETERMINED INACCORDANCE WITH ATSM D 1557. FOR PORTIONS OF THE BUILDING PAD THAT WILL
TESTING SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO ENSURE THATB)
FOLLOWING FREQUENCIES OF TESTING SHALL BE INCLUDED IN THE CONTRACT ASTHE SUBGRADE, FILL AND BACKFILL MATERIALS ARE PROPERLY COMPACTED. THE
A MINIMUM:i IN-PLACE DENSITY OF THE SUBGRADE, FILLS AND BACKFILLS SHALL BE
PERFORMED FOR EVERY 2500 SQUARE FEET PER LIFT IN ACCORDANCE WITHASTM D 1556 OR ASTM D 2922.
ii OPTIMUM MOISTURE AND LABORATORY MAXIMUM DENSITY OF NONEXPANSIVEFILL AND BACKFILL SHALL BE PERFORMED FOR EVERY 500 CUBIC YARDS ORWHEN ANY CHANGE IN MATERIAL OCCURS.
EXTERIOR GRADING ADJACENT TO THE BUILDING SHALL BE SLOPED AWAY FROMC)
THE ROOF SHALL BE ADEQUATELY DISCHARGED AWAY FROM THE FOUNDATIONTHE STRUCTURE A MINIMUM OF 5 PERCENT FOR THE FIRST 10 FEET. RUNOFF FROM
EDGES. IN NO CASE SHALL WATER BE ALLOWED TO POND ADJACENT TO THE BUILDING.
FOUNDATIONS SHALL BE PLACED AND ESTIMATED ACCORDING TO DEPTHS SHOWN ONDRAWINGS. SOIL ENCOUNTERED AT THESE DEPTHS SHALL BE APPROVED BYCONTRACTING OFFICER.
FOOTING BACKFILL AND UTILITY TRENCH BACKFILL WITHIN BUILDING AREA SHALL BEMECHANICALLY COMPACTED IN LAYERS IN ACCORDANCE WITH THE SOILS REPORT ANDAPPROVED BY THE CONTRACTING OFFICER.
12. ALL ABANDONED UTILITIES, ETC. SHALL BE REMOVED. NEW FOUNDATIONS MUSTEXTEND INTO UNDISTURBED SOILS.
13.
14.
2.
3.
4.SURFACE WATER, GROUND WATER, OR SEEPAGE, IF REQUIRED.
5.SHEATHING, AND SHORING REQUIRED AND SHALL BE SOLELY RESPONSIBLE FOR ALLEXCAVATION PROCEDURES INCLUDING LAGGING, SHORING, AND PROTECTION OFADJACENT PROPERTY, STRUCTURES, STREETS, AND UTILITIES IN ACCORDANCE WITHALL NATIONAL, STATE, AND LOCAL SAFETY ORDINANCES.
7.A)
REMOVING AT LEAST 6 FOOT OF EXISTING MATERIAL, AND REPLACING WITHCOMPACTED NONEXPANSIVE BACKFILL MATERIAL, ANY ADDITIONAL FILL REQUIRED
B)THAT THE SUBGRADE, FILL, AND BACKFILL MATERIAL ARE PROPERLY COMPACTED.
C)
8.DRAWINGS. SOIL ENCOUNTERED AT THESE DEPTHS SHALL BE APPROVED BY
9.
ALL ABANDONED UTILITIES, ETC. SHALL BE REMOVED. NEW FOOTINGS
11.PER THE RECOMMENDATIONS OF THE SOILS REPORT.
FOOTINGS ARE DESIGNED BASED ON THE FOLLOWING INFORMATION:
FOOTING SHALL BEAR ON FIRM SELECT FILL SOILS. MINIMUM DEPTH OF FOOTINGS
CONTRACTOR SHALL PROVIDE FOR DE-WATERING OF EXCAVATIONS FOR EITHER
CONTRACTOR SHALL PROVIDE FOR DESIGN AND INSTALLATION OF ALL CRIBBING,
SUBGRADE PREPARATION AND FILL REQUIREMENTSSUBGRADE PREPARATION FOR SLAB ON GRADE FLOORS SHALL CONSIST OF
TESTING SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR SHALL ENSURE
EXTERIOR GRADING ADJACENT TO BUILDING SHALL BE SLOPED AWAY FROM
FOUNDATIONS SHALL BE PLACED AND ESTIMATED ACCORDING TO DEPTHS SHOWN ON
FOOTING BACKFILL AND UTILITY TRENCH BACKFILL WITHIN BUILDING AREA SHALL BE
10.
SLABS ON GRADE SHALL BE SUPPORTED ON NATURAL GRADE OR COMPACTED FILL
DISCREPANCIES.
8.TO THESE REQUIREMENTS.SPECIAL INSPECTION SHALL BE REQUIRED AS NOTED IN SPECIFICATIONS IN ADDITION
OFFICER.
K)MASONRY
REQUIRED PER THE SPECIFICATIONS.
UFC 4-023-03 TIE FORCE METHOD, ASCE 7-05, MINIMUM DESIGN LOADS FOR BUILDINGS AND
PRE-STRESSING STEEL PLACEMENTPRE-STRESSING STEEL STRESSING X
X
BE A CUT SECTION, SUBGRADE PREPARATION SHOULD CONSIST OF REMOVING ALLEXISTING MATERIALS TO A DEPTH THAT ALLOWS A MINIMUM 12 INCH VOID TO BEFORMED BELOW THE FLOOR SLAB SYSTEM. THE UPPER 6 INCHES OF EXISTINGSUBGRADE EXPOSED AFTER CUT AND/OR FILL OPERATIONS SHALL BE SCARIFIED,MOISTENED, AND RECOMPACTED TO THE SAME DENSITY REQUIRED FOR SELECT FILL.
"CONVENTIONAL AND MAT FOUNDATION"
SOILS INFORMATION BASED ON "FOUNDATION AND PAVEMENT DESIGN ANALYSIS,LACKLAND AIR FORCE BASED, TEXAS, BY CESWF-EC-DG, U.S. ARMY CORPS OF ENGINEERS,
1.
FOUNDATION:
FORT WORTH DISTRICT", DATED DECEMBER 2008.
ALLOWABLE BEARING *= 88 PCF : UNRESTRAINED EXPANSIVE SOILEQUIVALENT FLUID PRESSURE= 88 PCF : RESTRAINED EXPANSIVE SOIL
PASSIVE EARTH PRESSURE = 42 PCF : UNRESTRAINED NONEXPANSIVE SOIL
COEFFICIENT OF FRICTION= 70 PCF : RESTRAINED NONEXPANSIVE SOIL
= 2000 PSF
= 0.3MODULUS OF HORIZONTAL SUB-GRADE REACTION = 100 PCI* ALLOWABLE BEARING MAY NOT BE INCREASED BY 1/3 FOR WIND AND SEISMIC
LOAD CASES.
BELOW LOWEST ADJACENT FINAL GRADE SHALL BE 18". MINIMUM WIDTH OF FOOTINGSHALL BE 12".
6.BEHIND RETAINING WALLS BEFORE CONCRETE OR GROUT HAS ATTAINED FULL DESIGNSTRENGTH. CONTRACTOR SHALL BRACE OR PROTECT ALL BUILDING AND PIT WALLSBELOW GRADE FROM LATERAL LOADS UNTIL ATTACHED FLOORS ARE COMPLETELY INPLACE AND HAVE ATTAINED FULL STRENGTH. CONTRACTOR SHALL PROVIDE FOR
ALL EXCAVATIONS SHALL BE PROPERLY BACKFILLED. DO NOT PLACE BACKFILL
DESIGN, PERMITS, AND INSTALLATION OF SUCH BRACING.
TO REACH FINAL SUBGRADE ELEVATION BELOW THE BUILDING FLOOR SLAB SYSTEMSHALL BE NONEXPANSIVE MATERIAL AS WELL. THE UPPER 6 INCHES OF EXISTINGSUBGRADE EXPOSED AFTER EXCAVATION OPERATIONS SHALL BE SCARIFIED,MOISTENED, AND RECOMPACTED TO THE SAME DENSITY AS REQUIRED FORNONEXPANSIVE FILL. NONEXPANSIVE FILL SHALL BE PLACED IN CONTROLLEDLIFTS NOT EXCEEDING 8 INCHES IN LOOSE THICKNESS AND COMPACTED TO ATLEAST 95 PERCENT OF LABORATORY MAXIMUM DENSITY AS DETERMINED INACCORDANCE WITH ASTM D 1557.
THE FOLLOWING FREQUENCIES OF TESTING SHALL BE INCLUDED IN THECONTRACTAS A MINIMUM:
i IN-PLACE DENSITY OF THE SUBGRADE, FILLS AND BACKFILLS SHALL BEPERFORMED FOR EVERY 2500 SQUARE FEET PER LIFT IN ACCORDANCE WITHASTM D 1556 OR ASTM D 2922.
ii OPTIMUM MOISTURE AND LABORATORY MAXIMUM DENSITY OF NONEXPANSIVEFILL AND BACKFILL SHALL BE PERFORMED FOR EVERY 500 CUBIC YARDS ORWHEN ANY CHANGE IN MATERIAL OCCURS.
THE STRUCTURE A MINIMUM OF 5 PERCENT FOR THE FIRST 10 FEET. RUNOFFFROM THE ROOF SHALL BE ADEQUATELY DISCHARGED AWAY FROM THEFOUNDATION EDGES. IN NO CASE SHALL WATER BE ALLOWED TO POND ADJACENTTO THE BUILDING.
THE CONTRACTING OFFICER.
MECHANICALLY COMPACTED IN LAYERS IN ACCORDANCE WITH THE SOILS REPORTAND APPROVED BY THE INSPECTOR.
MUST EXTEND INTO UNDISTURBRD SOILS.
GROUND FLOORUPPER FLOOR
200 PSF 2000 LB250 PSF 2000 LB
ROOF PENTHOUSE250 PSF 2000 LBCHILLER AND BOILER ROOM
125 PSF 2000 LBREMAINING AREA EXCEPTCORRIDOR
40 PSF 2000 LBPENTHOUSE CORRIDORPUBLIC AREAS AND CORRIDORS
100 PSFSERVING PUBLIC AREAS 2000 LB80 PSF 2000 LB
100 PSF 2000 LBPER ASCE 7, MIN. 20 PSF
16. PROCEED WITH BACK FILLING OPERATIONS IN A SAFE AND UNIFORM MANNER.
17. DO NOT SCALE DRAWINGS.
OTHER STRUCTURES AND IBC 2006:
REF. NOTE 11
11. REINFORCEMENT IN ALL STRUCTURAL MEMBERS SHALL BE VISUALLY INSPECTED ANDAPPROVED ON THE DAY PRIOR TO ANY SCHEDULED CONCRETE PLACEMENT
B) PRECAST WALL PANELS.
L)
AND A LICENSED ENGINEER FOR THE PURPOSE TO VERIFY THAT THE ANTICIPATEDSTRATUM HAS BEEN HIT AND TO RECORD VERIFICATION INDEPENDENT OF THE FOUNDATIONCONTRACTOR IN A PIER LOG BEARING THE LICENSED ENGINEER'S SIGNATURE. GOVERNMENTMAY ALSO PROVIDE INSPECTION., BUT THIS DOES NOT RELIEVE CONTRACTOR OFRESPONSIBILTY FOR THE INDEPENDENT INSPECTION.
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DOCUMENT WAS AUTHORIZEDTHE SEAL APPEARING ON THIS
BY PATRICK I. FINLEY,S4594 ON 9 JULY 2009
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09
POST-TENSIONED CONCRETEP.T. STEEL QUALITY: ONE SAMPLE OF EACH REEL OR HEAT SHALL BE TESTED BY ANAPPROVED LABORATORY. TEST RESULTS SHALL BE SUBMITTED TO THE CONTRACTING
SPECIFICATIONS FOR TENDONS: THE MANUFACTURE, HANDLING AND PLACING OF ALLSINGLE STRAND UNBONDED POST-TENSION TENDONS SHALL CONFORM WITH THE
1.
2.
A)UNTIL CONCRETE "BUBBLES" THROUGH THE REINFORCEMENT AT THE TOP OF THEDROP PANEL.
THE USE OF EXPANSION ANCHORS OR EPOXY ANCHORS SHALL BE APPROVED BY THECONTRACTING OFFICER PRIOR TO USE.
UNLESS NOTED OTHERWISE, EXPANSION BOLTS IN CONCRETE SHALL BE AS A MIN 5/8"DIAMETER x 4" EMBEDMENT HILTI KWIK BOLTS TZ OR APPROVED ALTERNATE WITHALLOWABLE VALUES EQUAL TO OR EXCEEDING THOSE FOR HILTI PER CURRENT ICCRESEARCH REPORT (ESR-1385). UNLESS NOTED OTHERWISE, ALL EPOXY ANCHORS SHALLBE AS A MIN 5/8" DIAMETER WITH 6" EMBEDMENT HILTI HIT SYSTEM OR APPROVEDALTERNATE WITH ALLOWABLE VALUES EQUAL TO OR EXCEEDING THOSE FOR HILTI, PERCURRENT ICC RESEARCH REPORT (ER-5193). INSTALL EXPANSION AND EPOXY ANCHORSPER MANUFACTURER'S RECOMMENDATIONS.
2.
1.
CONSTRUCTION JOINTS
CONCRETE ANCHORS
1.1906.4 AND THE TYPICAL CONSTRUCTION JOINT DETAILS SHOWN ON THE STRUCTURALDRAWINGS.
2.OR OTHER FOREIGN MATTER PRIOR TO PLACING ADJACENT CONCRETE.
3.TO CONTRACTING OFFICER BEFORE STARTIING CONSTRUCTION.INSERT PUMP HOSE INTO COLUMN DROP PANEL BELOW REINFORCEMENT AND FILL
OFFICER BEFORE STRESSING OF TENDONS. POST-TENSIONING TENDONS SHALL BELOW RELAXATION STRANDS AND SHALL CONFORM TO THE FOLLOWING:
SEVEN WIRE STRAND ASTM DESIGNATION1/2" DIAMETER TENDON AREAULTIMATE STRENGTH
JACKING STRESS
ANCHORING STRESS
A4160.153 SQ. IN.270 KSI, 41 KIPS PER TENDON
216 KSI, 33 KIPS PER TENDON
189 KSI, 29 KIPS PER TENDON
EFFECTIVE DESIGN STRESS:LOW RELAXATION 175 KSI, 27 KIPS PER TENDON
POST-TENSIONING INSTITUTE "SPECIFICATIONS FOR UNBONDED SINGLE STRAND TENDONS".
CONTRACTOR SUBMISSIONS: CONTRACTOR SHALL SUBMITT FRICTION CALCULATIONSAND SHOP DRAWINGS OF TENDON LAYOUT. DEAD-END AND STRESSING-END ANCORAGE
3.
DETAILS FOR THE CONTRACTING OFFICER'S APPROVAL. A RECORD OF ALL JACKINGFORCES AND FIELD MEASURED ELONGATIONS SHALL BE SUBMITTED TO THE CONTRACTINGOFFICER.
TWISTING OR ENTWINING OF INDIVIDUAL WIRES OR STRANDS WITHIN A BUNDLE ORBEAM SHALL NOT BE PERMITTED.
4.
ELONGATION: FIELD READINGS OF ELONGATIONS AND/OR STRESSING SHALL NOT VARYBY MORE THAN PLUS OR MINUS 5 FROM CALCULATE REQUIRED VALUES.
5.
TENDON ENDS: DO NOT BURN OFF TENDON ENDS UNTIL THE ENTIRE SLAB HAS BEENSATISFACTORILY STRESSED.
6.
PROFILES: SHALL CONFORM TO CONTROLLING POINTS SHOWN ON THE DRAWINGS ANDSHALL BE IN AN APPROXIMATE PARABOLIC DRAPE BETWEEN SUPPORTS, UNLESS NOTED
7.
OTHERWISE. HARPED TENDONS SHALL BE STRAIGHT BETWEEN CONTROL POINTS.
TENDON ADJUSTMENTS: SLIGHT DEVAITIONS IN THE SPACING OF THE SLAB TENDONSMAY BE PERMITTED WHEN REQUIRED TO AVOID OPENINGS, INSERTS AND DOWELS
8.
WHICH ARE SPECIFICALLY LOCATED. WHERE LOCATIONS OF TENDONS SEEM TO INTERFEREWITH EACH OTHER, ONE TENDON MAY BE MOVED HORIZONTALLY IN ORDER TO AVOIDTHE .INTERFERENCE.
CHLORIDES: GROUT OR CONCRETE CONTAINING CHLORIDES SHALL NOT BE USED.9.
PUMPED CONCRETE: IF CONCRETE IS PLACED BY THE PUMP METHOD, HORSES SHALLBE PROVIDED TO SUPPORT THE HOSE. THE HOSE SHALL NOT BE ALLOWED TO RIDE ON
10.
THE TENDONS. THIS REQUIREMENT IS MANDATORY.
CONCRETE PLACEMENT: WHEN CONCRETE IS PLACED IN POST-TENSIONED SLABS,SPECIAL CARE SHALL BE TAKEN AT ALL COLUMN DROP PANELS AND TENDON ANCHORS.
11.
B)TO SPECIFIED SLAB THICKNESS.AFTER DROP PANEL IS FULL OF CONCRETE, PLACE CONCRETE ON TOP OF REINFORCING
C) VIBRATE ADEQUATELY IN AND AROUND COLUMN DROP PANELS AND TENDON ANCHORS.
CONCRETE CONSOLIDATIONS: CONTRACTOR SHALL TAKE PERCAUTIONS TO ASSURECOMPLETE CONSOLIDATION AND DENSIFICATION OF CONCRETE BEHIND ALL
12.
POST-TENSIONING ANCHORAGES AND IN COLUMN DROP PANELS.
BLOCKOUTS: ALL POPCKETS OR BLOCKOUTS REQUIRED FOR ANCHORAGE SHALL BEADEQUATELY REINFORCED SO AS NOT TO DECREASE THE STRENGHT OF STRUCTURE.
13.
OR WITH PLASTIC CAPS.
DE-SHORING: SLAB OR BEAMS MAY BE DE-SHORED WHEN ALL TENDONS HAVE BEENSTRESSED, UNLESS SHORING IS REQUIRED TO CARRY FLOORS ABOVE.
14.
BLOCK-OUTS FOR TEMPORARY SLIP OF WALL DOWELS SHALL BE CORRUGATED SHEETMETAL WITH PLASTIC CAPS.
ALL POCKETS SHALL BE WATERPROOFED SO AS TO ELIMINATE WATER LEAKAGE THROUGH
PT HARDWARE QUALITY: ALL ENCAPSULATED ANCHORAGE, COUPLERS AND MISCELLANEOUSHARDWARE SHALL BE STANDARD AND APPROVED BY THE CONTRACTING OFFICER.
15.
ANCHOR BARS: PLACE (2) #4 BARS BEHIND ALL ANCHORAGES. #4 TO BE CONTINUOUS,UNLESS NOTED OTHERWISE. SPLICES SHALL BE 24 INCHES MINIMUM AND STAGGERED.
16.
MINIMUM CHAIRING: TENDONS SHALL BE SECURED TO A SUFFICIENT NUMBER OFPOSITIONING DEVICES TO ENSURE CORRECT LOCATION DURING AND AFTER THE PLACING
17.
CHAIRS GREATER THAN ONE INCH IN SIZE SHALL BE STAPLED TO FORM.OF CONCRETE AND SHALL BE SUPPORTED AT A MAXIMUM OF 3 FEET 6 INCHES ON CENTER.
18.
19.
ANCHOR PAINTING: THE STRESSING END ANCHORS AND WEDGES SHALL BE SPRAYPAINTED WITH RUST-OLEUM OR SIMILAR BEFORE THE RECESS IS GROUTED.
20.
POST-TENSIONED ALLOWANCE: THE CONTRACTOR SHALL PROVIDE 5,000 POUNDSOF POST-TENSIONING REINFORCEMENT (INCLUDING LABOR) FOR THE CONTRACTING
21.
OFFICER TO USE AT HIS DISCRETION DURING CONSTRUCTION.
CONCRETE STRENGTH AT STRESSING: AT TRANSFER OF PRESTRESS, CONCRETESTRENGTH SHALL BE 3500 PSI MIN..
22.
STRESSING SEQUENCE: UNIFORMLY DISTRIBUTED TENDONS SHALL BE STRESSEDBEFORE BEAM TENDONS.
24.
CALIBRATION: THE RAM AND ATTENDANT GAUGE TO BE USED SHALL HAVE BEEN23.CALIBRATED WITHIN (30) DAYS OF THEIR USE.
PIPES: SEE CONCRETE NOTES SECTION ON THIS DRAWING FOR RESTRCTIONS ONPIPE PLACEMENT.
25.
PRESTRESS COVER: ALL DIMENSIONS SHOWING THE LOCATION OF REIINFORCINGSTEEL NOT NOTED AS "CLEAR", ARE TO CENTER OF STEEL. MINIMUM REBAR AND TENDON
26.
COVER IN POST-TENSIONED BEAMS AND SLABS SHALL BE AS FOLLOWS:
MINIMUMCOVER
SLABS 1" 1/16"BEAM PRIMARY REINFORCEMENT 1 1/2" 3/8"
TOLERANCES+ OR -
BEAM TIES 1 1/2" 3/8"
NOT EXPOSED TO WEATHER OR IN CONTACTWITH THE GROUND:
SLABS 3/4" 1/16"BEAM PRIMARY REINFORCEMENT 1 1/2" 3/8"BEAM TIES 1" 1/4"
FIELD FOREMAN: THE FIELD FOREMAN RESPONSIBLE FOR THE PLACEMENT OF ALLPOST-TENSIONING SHALL HAVE A MINIMUM OF (3) YEARS EXPERIENCE IN THIS CAPACITY
27.
FOR THIS TYPE OF CONSTRUCTION.
INSPECTION:28.A)
CONCRETE, THE SPECIAL INPECTION SHALL INCLUDE RECORDING OF FIELDDURING ALL STRESSING AND GROUTING OF PRESTRESSED AND POST-TENSIONED
MEASURED ELONGATION FOR EACH TENDON AND A JACKING FORCE EVERY 10THTENDON.
B)FOR ALL STRUCTURAL CONCRETE. TENDON PLACEMENT AND INTEGRITY OF THEDURING THE PLACING OF REINFORCING STEEL, TENDONS AND PRESTRESSING STEEL
PROTECTIVE WRAPPING FOR POST-TENSION TENDONS SHALL BE INSPECTED PRIORTO PLACEMENT OF CONCRETE.
C) DURING PLACING OF ALL INSERTS.
SHRINKAGE TESTS:29.
CONSTRUCTION TO ENSURE CONTINUED COMPLIANCE WITH THESE SPECIFICATIONS.DRYING SHRINKAGE TESTS WILL BE MADE FROM THE TRIAL BATCH AND DURING
ONE SET OF THREE SPECIMENS SHALL BE TAKEN FROM THE FIRST POUR OFCONCRETE, AND ADDITIONAL SETS OF THREE SPECIMENS SHALL BE TAKEN DURINGCONSTRUCTION AS DIRECTED BY THE CONTRACTING OFFICER. DRYING SHRINKAGESPECIMENS SHALL BE 4 IN. BY 11 IN. PRISMS WITH AN EFFECTIVE GAGE LENGTH OF10 IN. FABRICATED, CURED, DRIED AND MEASURED IN THE MANNER SPECIFIED INASTM C 157 MODIFIED AS FOLLOWS: SPECIMENS SHALL BE REMOVED FROM MOLDSAT AN AGE OF 23 ± 1 HOURS AFTER TRIAL BATCHING, SHALL BE PLACED IMMEDIATELYIN WATER AT 73"F ± 3" FOR AT LEAST 30 MINUTES AND SHALL BE MEASURED WITHIN 30MINUTES THEREAFTER TO DETERMINE ORIGINAL LENGTH AND THE SUBMERGED INSATURATED LIME WATER AT 73" ± 3". MEASUREMENT TO DETERMINE EXPANSIONEXPRESSED AS A PERCENTAGE OF ORIGINAL LENGTH SHALL BE MADE AT AGE 7 DAYS.THIS LENGTH AT AGE 7 DAYS SHALL BE THE BASE LENGTH FOR DRYING SHRINKAGECALCULATIONS ("0" DAYS DRYING AGE). SPECIMENS THEN SHALL BE STOREDIMMEDIATELY IN A HUMIDITY CONTROL ROOM MAINTAINED AT 73" ± 3" AND 50 PERCENT± 4 RELATIVE HUMIDITY FOR THE REMAINDER OF THE TEST MEASUREMENTS TODETERMINE SHRINKAGE EXPRESSED AS A PERCENTAGE OF BASE LENGTH SHALL BEMADE AND REPORTED. SHRINKAGE SHALL BE LIMITED TO 0.04 OF BASE LENGTH AT28 DAYS DRYING AGE (35 DAYS TOTAL AGE).
ALL CONSTRUCTION JOINTS SHALL BE CONSTRUCTED IN ACCORDANCE WITH IBC SECTION
ALL SURFACES OF CONSTRUCTION JOINTS SHALL BE CLEANED TO REMOVE DUST, CHIPS,
THE CONTRACTOR SHALL SUBMIT THE PROPOSED LOCATIONS OF CONSTRUCTION JOINTS
METAL DECKING1.
EQUAL. ALL DECKS SHALL BE IN CONFORMANCE WITH ASTM A653 SS GRADE 33.
2.A)
DECK INSTITUTE (SDI) "DESIGN MANUAL FOR COMPOSITE DECKS, FORM DECKS,ROOF DECKS, AND CELLULAR METAL FLOOR DECK WITH ELECTRICAL DISTRIBUTION",LATEST EDITION, AND "DIAPHRAGM DESIGN MANUAL", LATEST EDITION, AND PROVIDEDECKING AND CLOSURE ANGLES COMPLYING WITH ASTM A653 SS GRADE 33.
B)SUSPENDED ACOUSTICAL CEILINGS WITH INTEGRALLY SUPPORTED LIGHT FIXTURESFIXTURES FROM ROOF DECKING.
3.INCHES AND CENTER LAPS OVER SUPPORTS. CENTER LAPS OVER ONE TOP CHORDANGLE AT OPEN-WEB STEEL JOISTS.
4.ELECTRODES. WELDERS SHALL BE CERTIFIED AS REQUIRED BY THE GOVERNING CODEAUTHORITY.
5.FOR REVIEW. SHOP DRAWINGS SHALL INDICATE ICC REPORT NUMBER, IF APPLICABLE,LOAD/SPAN CAPACITIES AND DIAPHRAGM CAPACITY.
6.OTHERWISE ON THE DRAWINGS.
7.EQUIVALENT BENT PLATE AS NECESSARY TO SUPPORT DECK EDGES.
8.
ALL PERIMETER LOCATIONS REQUIRING CONCRETE.
3.WIDE FLANGE.......................................ASTM A-992 GRADE 50CHANNELS............................................ASTM A-572 GRADE 50ANGLES, PLATES AND RODS.............ASTM A-36 GRADE 36HSS SHAPES (TUBES).........................ASTM A-500 GRADE B FY=46 KSIMACHINE BOLTS..................................ASTM A-307NUTS.....................................................ASTM A-563 HEX, GRADE AHIGH STRENGTH BOLTS....................ASTM A-325NUTS.....................................................ASTM A-563 HEAVY HEX, GRADE CLNON-SHRINK GROUT..........................ASTM C-1107 7,000 PSI(NON-METALIC)ANCHOR BOLTS...................................ASTM F-1554 GRADE 36
4.A)
NOTCH TOUGHNESS OF 20 FT/LBS AT MINUS20 DEGREES FAHRENHEIT.
B)C)D)
STRUCTURAL WELDS. INCREASE ASREQUIRED BY ASD TABLE J2.4.
E)CONSTRUCTION.
F)WHEREVER PRACTICABLE, SHALL BERETURNED CONTINUOUSLY AROUNDCORNERS A DISTANCE 2 TIMES THENORMAL SIZE OF THE WELD PER ASDSECTION J2.2B.
G)SHALL BE THE FULL LENGTH OF THEJOINT.
5.DEVELOPED BY THE FABRICATOR, IN CONFORMANCE WITH AWS D1.1 FOR REVIEWBY THE CONTRACTING OFFICER. ALL WELDS SHALL BE PRE-QUALIFIED PER AWSD1.1 THE WPS SHALL INCLUDE THE WELDING PARAMETERS RECOMMENDED BYTHE ELECTRODE MANUFACTURER.
6.
7.TYPICAL....................................................DIAMETER + 1/16 INCHANCHOR...................................................DIAMETER + 3/16 INCHSLOTTED..................................................DIAMETER + 1/16 INCH BY 2.5 TIMES DIAMETERSHEAR FRAME BASE PLATES...............DIAMETER + 3/16 INCH
8.
9.WALLS AND COLUMNS, MASONRY WALLS AND COLUMNS, WOOD FRAMING, ANDPLYWOOD WALL, ROOF, FLOOR SHEATHING ARE EMPLOYED TO INTERACT WITH THESTEEL FRAMING TO PROVIDE STABILITY AND BRACING TO THE OVERALL STRUCTURE.THE STEEL ERECTOR SHALL FURNISH AND INSTALL ALL NECESSARY TEMPORARYSUPPORTS AND BRACING REQUIRED FOR THE STRUCTURAL STEEL FRAMING INACCORDANCE WITH SECTION 7.10 OF THE AISC CODE OF STANDARD PRACTICE FORSTEEL BUILDINGS AND BRIDGES. ALL TEMPORARY SUPPORTS AND BRACING SHALLNOT BE REMOVED OR MODIFIED UNTIL THE SUPPORTING STEEL DECK, CONCRETESLABS, WALLS AND COLUMNS, MASONRY WALLS AND COLUMNS, WOOD FRAMING ANDPLYWOOD WALLS, ROOF, AND FLOOR SHEATHING ARE COMPLETELY INSTALLED ANDHAVE ACHIEVED THEIR DESIGN STRENGTH.
PROVIDE METAL DECKING BY MANUFACTURER INDICATED ON DRAWINGS OR APPROVED
ROOF DECKING:
BEAR DECKING AT LEAST 2 INCHES AT SUPPORTS. LAP DECKING AT ENDS AT LEAST 2
WELD METAL DECKING IN COMPLIANCE WITH ANSI/AWS D1.3 USING A MINIMUM OF E60XX
SUBMIT COMPLETE METAL DECKING SHOP DRAWINGS TO THE CONTRACTING OFFICER
ALL STEEL DECK SHALL BE CONTINUOUS OVER AT LEAST THREE SPANS UNLESS NOTED
WHERE NO SPECIFIC SUPPORT IS INDICATED, PROVIDE CONTINUOUS L3x3x1/4 OR
METAL DECK SHALL BE GALVANIZED PER: G90 = COMMERCIAL HEAVY OR LEFT PERMANENTLY
PROVIDE METAL ROOF DECKING AND CLOSURE ANGLES COMPLYING WITH STEEL
DO NOT SUSPEND PIPING, DUCTS, WORK UTILITIES OR OTHER LOADS INCLUDING
STRUCTURAL STEEL1.
STRUCTURAL STEEL FOR BUILDINGS; STEEL CONSTRUCTION MANUAL (THIRTEENTHEDITION); STRUCTURAL WELDING CODE AWS D1.1, D1.3 AND D1.4.
2.IN CONFORMANCE WITH REQUIRED ASTM.
CODES: AISC SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION FOR
IDENTIFICATION: STEEL SHAPES SHALL BE IDENTIFIED WITH IDENTIFICATION MARKS
MATERIALS: STRUCTURAL SHAPES
WELDING: ALL WELDING SHALL BE IN CONFORMANCE WITH AWS D1.1
THE CONTRACTOR SHALL SUBMIT A WELDING PROCEDURE SPECIFICATION (WPS),
SHOP DRAWINGS: REVIEWED BY THE CONTRACTING OFFICER BEFORE FABRICATION
BOLT HOLES:.
EXPOSED STEEL: HOT DIP GALVANIZED.
NON-STRUCTURAL STEEL ELEMENTS INCLUDING STEEL DECK, CONCRETE SLABS,
ELECTRODES.......................................CLASS E-70 XX SERIES, LOW HYDROGEN,
WELDERS..............................................CERTIFIED.GROOVE & BUTT WELDS....................COMPLETE PENETRATION (CP) U.N.O.FILLET WELDS......................................SIZES SPECIFIED ARE MINIMUM
FIELD WELDING....................................MAY BE REQUIRED TO FACILITATE
TERMINATION.......................................WELDS TERMINATING AT ENDS OR SIDES,
LENGTHS...............................................WHERE LENGTH IS NOT SPECIFIED, IT
PROVIDE FLASHING AND CLOSURE PLATES AT ENDS OF ALL UNITS, AROUND COLUMNS AND9.
EXPOSED TO WEATHER.
EXPOSED TO WEATHER OR IN CONTACTWITH THE GROUND:
SHOTPINS IN POST-TENSIONED SLABS: LOW VELOCITY, POWDER DRIVEN FASTENERSWITH A MAXIMUM EMBEDMENT OF 3/4" MAY BE USED. APPROVAL REQUIRED BY THE.
3.
CONTRACTING OFFICER PRIOR TO USE.
MASONRY
SUPPORT BARS: MIN. CONCRETE COVER SHALL BE PROVIDED. ALL CONFLICTSBETWEEN CONVENTIONAL CONCRETE REINF. AND POST-TENSION TENDONS SHALL BENOTED ON THE SHOP DWGS BY THE CONTRACTOR AND SUBMITTED TO THECONTRACTING OFFICER FOR RESOLUTION PRIOR TO ANY REINF. PLACEMENT. THECONTRACTOR SHALL RE-ADJUST REINF. LOCATIONS AS DEEMED NECESSARY BY THEE.O.R. AND RE-SUBMIT THE SHOP DWGS TO THE CONTRACTING OFFICER FOR APPROVALAT NO ADDITIONAL COST TO THE GOVERNMENT.
INSERTS: ALL INSERTS AND SLEEVES SHALL BE CAST-IN-PLACE WHENEVER POSSIBLE.DRILLED AND POWER-DRIVEN FASTENERS WILL BE PERMITTED FOR FIELD FIXES ONLYWHEN IT CAN BE SHOWN THAT THE INSERTS WILL NOT SPALL THE CONCRETE AND ARELOCATED SO AS TO AVOID THE TENDONS AND ANCHORAGES. PRE-OPPROVALREQUIRED BY THE CONTRACTING OFFICER. PRE-APPROVAL OF THE CONTRACTINGOFFICER IS REQUIRED.
REINFORCED HOLLOW UNIT MASONRY (SPECIAL INSPECTION REQUIRED).
1.CONCRETE BLOCK ASTM C 90 TYPE 1, LOAD BEARING 1900
PSI BLOCK WITH BOND BEAM UNITS AT HORIZONTAL REINFORCING, DRY UNITS, YARD CURE 28 DAYS.
MORTAR ASTM C270, ASTM C 780, TYPE S (DO NOT USE MASONRY CEMENT).
GROUT ASTM C 476, ASTM C 1019, USE 2000 PSI MIN AT 28 DAYS OR EQUIVALENT TO BLOCK STRENGTH WHICHEVER IS GREATER WITH SIKA GROUTED OR EQUAL, 8-10 INCH SLUMP
REINFORCEMENT ASTM A-615, GRADE 60 TYPICALREINFORCEMENT ASTM A-706, GRADE 60 FOR WELDED
REINFORCEMENT.ANCHOR BOLTS ASTM A-36, HOOKED ANCHOR BOLTS.ANCHOR BOLTS ASTM A-307, HEADED MACHINE BOLTSEXPANSION ANCHORS ICC ES APPROVED FOR GROUT FILLED CONCRETE
MASONRY.
BLOCK LAYUP: RUNNING BOND, CONCAVE COMPRESSED JOINTS, USE OPEN ENDUNITS AT STACKED BOND PATTERN.
3. REINFORCEMENT:A) VERTICAL: ONE PIECE, NO SPLICES, CENTERED IN THE WALL UNLESS
SPECIFICALLY DETAILED OTHERWISE. VERTICAL SUPPORT SPACERS AT 200REINFORCEMENT DIAMETERS MAXIMUM. DOWEL REINFORCEMENT TOSUPPORT MEMBERS WITH SAME SIZE AND SPACING OF REINFORCEMENT ASSHOWN ON THE DRAWINGS. THE CONTRACTOR HAS THE OPTION TO USEADDITIONAL LAP SPLICES FOR THE PLACEMENT OF THE VERTICALREINFORCING. IT IS THE CONTRACTORS RESPONSIBILITY TO PROVIDE SHOPDRAWINGS FOR REVIEW SHOWING LOCATION OF ALL REINFORCING STEEL,LAP SPLICE LENGTHS AND LOCATIONS. THE SPECIAL INSPECTOR SHALLPERFORM CONTINUOUS AND PERIODIC SPECIAL INSPECTIONS PER THECODE.
B) SPLICE (LAPS): SEE TABLE BELOW OR 24 INCHES, WHICHEVER IS GREATER.EPOXY COATED BARS SHALL HAVE THEIR LAP LENGTHS 50 GREATER THANTHOSE SPECIFIED ABOVE.
C) WELDED REINFORCEMENT: ASTM A-706, CERTIFIED WELDERS. WELD PERAWS D1.4 WITH E90XX ELECTRODES.
MATERIALS: (F'm = 1500 PSI)
2.
BAR DIA.(in)
REINFORCING LAP SPLICE LENGTH
112"
79"
57"
31"
25"
24"12" CMU8" CMU
186"186"75"1#8
133"133"61"7/8#7
98"98"52"3/4#6
48"48"31"5/8#5
31"31"25"1/2#4
24"24"24"3/8#3
12" CMU8" CMU
2 BAR CELL1 BAR CELLBARSIZE
MASONRY F'm = 1500 psi
NOTES:1. TYPICAL UNLESS OTHERWISE NOTED.2. FOR F'm=2000psi, REDUCE LAP LENGTHS BY 15 PERCENT. MIN. LENGTH MUST BE > 24".
4. GROUTING:A) ALL CELLS W/ REINFORCING SHALL BE FILLED W / GROUT OR AS INDICATED
ON THE DRAWINGS.B) CONSOLIDATED: AT TIME OF PLACEMENT BY MECHANICAL VIBRATION AND
THEN RECONSOLIDATED BEFORE PLASTICITY IS LOST.C) POURS OVER 5 FEET: PROVIDE CLEANOUTS IN BOTTOM COURSE AT
VERTICAL REINFORCEMENT. SPECIAL INSPECTION REQUIRED.D) HORIZONTAL CONSTRUCTION JOINTS: FORMED BY STOPPING THE GROUT
POUR NOT LESS THAN 1/2 INCH BELOW THE TOP OF THE UPPERMOST UNITSGROUTED. HORIZONTAL REINFORCING SHALL BE FULLY EMBEDDED INGROUT.
E) GROUT SHALL BE PLACED IN CONTINUOUS POUR IN GROUT LIFTS NOTEXCEEDING 5 FEET.
5. PROVED A MINIMUM OF 1/2 INCH CLEAR BETWEEN MAIN REINFORCING ANDMASONRY UNITS.
6. DETERMINE COMPLIANCE WITH COMPRESSIVE STRENGTH USING EITHER THEUNIT STRENGTH METHOD PER CODE SECTION 2105.3.4 OR PRISM TESTING PERCODE SECTION 2105.3.2 OR 2105.3.3.
7. REINFORCING CONGESTION: KNOCK OUT BLOCKS TO BE USED TO FACILITATECONSTRUCTION.
1.CEMENT.......................... ASTM C - 150 TYPE I I OR IAGGREGATE................... ASTM C - 33 CRUSHED ROCKREINFORCEMENT.......... ASTM A - 615 GRADE 60 TYPICALREINFORCEMENT.......... ASTM A - 706 GRADE 60 WELDEDANCHOR BOLTS.............. ASTM A - 36 HOOKED ANCHOR BOLTSANCHOR BOLTS............. ASTM A - 1554 HEADED MACHINE BOLTS
2.THE CONCRETE STRENGTHS SHOWN IN THE FOLLOWING TABLE ARE THE MINIMUMCOMPRESSIVE STRENGTHS AT 28 DAYS AND THE WATER/CEMENT RATIO IS THEMAXIMUM. THE SPECIFIED SLUMP IS THE MAXIMUM PRIOR TO THE ADDITION OFADMIXTURES. CONCRETE SHALL BE STANDARD WEIGHT CONCRETE (145 PCF).
ITEM OF STRENGTH AGG SLUMP WATER/CEMENTCONSTRUCTION (PSI) (IN) (IN) (LB/LB)
DRILLED PIERS...............................3,000 3/4 4 0.57BEAMS AND COLUMNS..................5,000 1 3 0.40STRUCTURAL SLAB........................5,000 1 3 0.50CONCRETE WALLS.........................4,000 1 3 0.50POST TENSION SLAB......................5,000 1 3 0.40
3.
4.OF SEVENTY PERCENT OF THE SPECIFIED 28 DAY STRENGTH FOR ANY CONCRETECONSTRUCTION REQUIRING SHORING, BRACING OR TO RECEIVE CONSTRUCTION LOADS.
5.ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS, MAY BE INCORPORATEDIN THE CONCRETE DESIGN MIXES. A HIGH-RANGE WATER-REDUCING (HRWR) ADMIXTURECONFORMING ASTM C494, TYPE F OR G, MAY BE USED IN CONCRETE MIXES PROVIDINGTHAT SLUMP DOES NOT EXCEED 9". AN AIR-ENTRAINING AGENT CONFORMING TO ASTMC260 SHALL BE USED IN CONCRETE MIXES FOR THE EXTERIOR HORIZONTAL SURFACESEXPOSED TO COLD WEATHER. THE AMOUNT OF ENTRAINED AIR SHALL BE 6 ± 1 BY
6.A)
315 AND ACI 318. SHOP DRAWINGS REVIEWED BY THE CONTRACTINGOFFICER BEFORE FABRICATION.
B)MINIMUM CONCRETE COVER SHALL BE PROVIDED FOR REINFORCEMENT:
MIN. COVER, INCHES
CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH 3CONCRETE EXPOSED TO EARTH OR WEATHER:
NO. 6 THROUGH NO. 18 BAR 2NO. 5 BAR, W31 OR D31 WIRE AND SMALLER 1 1/2
CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITHGROUND:
SLABS, WALLS, JOISTS:NO. 14 AND NO. 18 BAR 1 1/2NO. 11 BAR AND SMALLER 3/4
BEAMS, COLUMNS:PRIMARY REINFORCEMENT TIES;
C)
D)THE SAME SIZE AND SPACING OF REINFORCMENT AS SHOWN ON THE DRAWINGS AND IN THE GENERAL NOTES U.O.N.
E)BEAM SHALL EXTEND TO WITHIN 2" OF THE FACE AND HAVE A 90 DEGREE HOOKUNLESS OTHERWISE SHOWN.
F)REINFORCING BARS BUNDLED IN CONTACT TO ACT AS A UNIT IN A LAYER SHALLNOT BE LESS THAN 1-1/2 TIMES THE NOMINAL DIAMETER OF THE REINFORCEMENTOR 1-1/3 TIMES MAXIMUM SIZE AGGREGATE, NOR LESS THAN 1-1/2". NORMALDIAMETER FOR A UNIT OF BUNDLED BARS SHALL BE THE EQUIVALENT DIAMETEROF THE COMBINED AREAS OF THE BARS BUNDLED.
G)
H)OF RECTANGULAR HOLES IN SLABS. PLACE BARS DIAGONALLY U.O.N.
I)i)ii)iii)
SPLICES IN OTHER BOTTOM REINFORCEMENT; STAGGER SPLICES FOR TOPREINFORCEMENT SIMILARLY.
iv)87 EQUIVALENT BAR DIAMETERS FOR BOTTOM BUNDLES AND 113 EQUIVALENTBAR DIAMETERS FOR TOP BUNDLES, WHERE THE EQUIVALENT DIAMETER ISBASED UPON THE COMBINED AREAS OF THE BARS BUNDLED. LAP LENGTHSFOR BARS IN BUNDLES OF 4 OR MORE BARS SHALL BE INCREASES ANADDITIONAL 11 PERCENT.
v)
J)WITH E90XX ELECTRODES.
7.TO FOUNDATION INSPECTION BY THE SPECIAL INSPECTOR AND OBSERVATION BYTHE CONTRACTING OFFICER.
8.FOOTING OR COLUMNS UNLESS SPECIFICALLY DETAILED.
9.
ADMIXTURES: REVIEWED BY CONTRACTING OFFICER, NO CALCIUM CHLORIDE.
11.THOROUGHLY CLEAN ALL CONCRETE SURFACES TO RECEIVE NEW CONCRETE. LOCATIONOF JOINTS TO BE REVIEWED BY THE CONTRACTING OFFICER. WAIT 48 HOURS BETWEEN POURS.
ACTUAL DIMENSIONS: SLAB, WALL, BEAM AND COLUMN DIMENSIONS SHOWN AREACTUAL DIMENSIONS NOT NOMINAL DIMENSIONS (i.e. A 4 INCH SLAB IS 4 INCHESTHICK, NOT 3-1/2 INCHES.)
CONCRETE CURING: SEE SPECIFICATIONS.
BOLTS IN CONCRETE: MINIMUM EMBEDMENT SHALL BE PER IBC TABLE 1911.2, BUT NOTLESS THAN 7-INCHES UNLESS NOTED OTHERWISE.
REINFORCED CONCRETEMATERIALS:
CONCRETE STRENGTHS:
CONTINUOUS SPECIAL INSPECTION IS REQUIRED.
CONCRETE SHALL BE PROPORTIONED SUCH THAT 7 DAY STRENGTHS ARE A MINIMUM OF
A WATER-REDUCING ADMIXTURE CONFORMING TO ASTM C494, USED IN STRICT
REINFORCEMENT:SHOP DRAWINGS, FABRICATION AND PLACING: SHALL CONFORM TO ACI
CAST-IN-PLACE CONCRETE (NON-PRESTRESSED). THE FOLLOWING
STIRRUPS, SPIRALS 1 1/2
CHAIRS, SPACERS AND SAND PLATES: AS REQUIRED TO MAINTAIN CONCRETE COVER.
VERTICAL REINFORCEMENT: SHALL BE DOWELED TO SUPPORTING MEMBERS WITH
HORIZONTAL REINFORCEMENT: ALL BARS ENDING AT THE FACE OF A WALL, COLUMN
SPACING: CLEAR DISTANCE BETWEEN PARALLEL REINFORCEMENT OR PARALLEL
TACK WELDING, WELDING, HEATING OR CUTTING OF BARS: NOT PERMITTED U.N.O.
SLAB CORNERS: PROVIDE 2-#4 X 4'-0" AT RE-ENTRANT CORNERS AND EACH CORNER
SPLICES (LAPS) U.N.O.SEE TABLE A, CONCRETE LAP SPLICE PER 2/A-S501, FOR TENSION LAP SPLICE LENGTHS.IN NO CASE SHALL LAPS BE LESS THAN 24 INCHES LONG.STAGGER CONTINUOUS FOOTING BOTTOM SPLICES AT LEAST 6'-0" FROM
INDIVIDUAL SPLICES OF BARS IN A BUNDLE SHALL BE STAGGERED AT LEAST
ALL LAP SPLICES ARE CLASS B UNLESS OTHERWISE NOTED ON PLANS.
WELDED REINFORCEMENT: ASTM A-706, CERTIFIED WELDERS. WELD PER AWS D1.4
ANCHOR BOLTS, DOWELS AND HOLD-DOWN ANCHORS: SECURELY HELD IN PLACE PRIOR
PIPES, SLEEVES AND DUCTS: NOT TO BE PLACED IN WALLS, BEAMS, SLABS,
CHAMFER: 3/4 INCH ON EXPOSED CORNERS.
10.
CONSTRUCTION JOINTS: HEAVY SANDBLAST (1/4 INCH AMPLITUDE MINIMUM) AND
12.
13.
14.
VOLUME.
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PER NOTE J.
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ABBREVIATIONSAB ANCHOR BOLTABV ABOVEADDL ADDITIONAL
HT HEIGHT
HSH HORIZONTALLY SLOTTEDHSB HIGH STRENGTH BOLTHORIZ HORIZONTALHGR HANGERHDR HEADERHD HOLDOWN(H) HORIZONTALGSN GENERAL STRUCTURAL NOTES
GLB GLUED LAMINATED BEAMGALV GALVANIZEDGA GAUGEFTG FOOTINGFS FAR SIDEFRMG FRAMINGFOS FACE OF STUDFOM FACE OF MASONRYFOC FACE OF CONCRETEFN FIELD NAILFLR FLOORFLG FLANGEFJ FLOOR JOIST
FF FINISHED FLOORFDN FOUNDATIONEW EACH WAYES EACH SIDEEQ EQUAL OR EQUIVALENTEN EDGE NAILEMBEDEMBEDMENTELEV ELEVATORELEC ELECTRICALEL ELEVATION
EF EACH FACEEA EACH(E) EXISTINGDWL DOWELDWG DRAWING
DP DEEPDO DITTO (REPEAT)DN DOWNDIM DIMENSIONDIA DIAMETERDF DOUGLAS FIR/LARCHDBL DOUBLECTRD CENTEREDCSK COUNTER SINKCP COMPLETE PENETRATIONCONT CONTINUOUSCONSTCONSTRUCTIONCONN CONNECTIONCONC CONCRETECOL COLUMNCLR CLEARCL CENTER LINECJ CEILING JOISTCJ CONSTRUCTION JOINTCIP CAST-IN-PLACECB CARRIAGE BOLTSC CAMBERBTWN BETWEENBRG BEARINGBP BASE PLATEBOS BOTTOM OF STEELBOF BOTTOM OF FOOTINGBN BOUNDARY NAILBM BEAMBLW BELOWBLKG BLOCKINGBLK BLOCK(B) BOTTOMAWS AMERICAN WELDING SOCIETY ASSOCIATIONAWPA AMERICAN WOOD PRESERVERS TESTING AND MATERIALSASTM AMERICAN SOCIETY FORASD ALLOWABLE STRESS DESIGNARCH ARCHITECTURAL/ARCHITECT ASSOCIATIONAPA AMERICAN PLYWOODALT ALTERNATE STEEL CONSTRUCTIONAISC AMERICAN INSTITUTE OFADJ ADJACENT
HOLES
WWF WELDED WIRE FABRICWT WEIGHTWPJ WEAKENED PLANE JOINT POINTWP WATER PROOF/WORKWD WOODW/O WITHOUTW/ WITHWL WIND LOAD HOLESVSH VERTICAL SLOTTEDVERT VERTICAL(V) VERTICAL NOTEDUON UNLESS OTHERWISE OTHERWISEUNO UNLESS NOTEDUBC UNIFORM BUILDING CODETYP TYPICALTS TUBE STRUCTURALTOW TOP OF WALLTOT TOTALTOS TOP OF STEELTOP TOP OF PARAPETTOC TOP OF CONCRETETO TOP OFTN TOENAILTHRD THREADEDTHK THICKNESS/THICKTG TAPERED GIRDERT AND B TOP AND BOTTOM(T) TOPSTRUC STRUCTURALSTL STEELSTIFF STIFFENERS
STGR STAGGERSTD STANDARDSQ SQUARESPEC SPECIFICATIONSOG SLAB ON GRADESIM SIMILARSHTHGSHEATHINGSEP SEPARATIONSECT SECTIONSCHEDSCHEDULESC SHEAR CONNECTORRF ROOFREF REFERENCEREQD REQUIREDREINF REINFORCEMENTR RADIUSPT PRESSURE TREATEDPP PARTIAL PENETRATIONPLYWDPLYWOODPLCS PLACESPL PLATEPC PRECASTORIG ORIGINALOPP OPPOSITEOPNG OPENINGOH OPPOSITE HANDOF OUTSIDE FACEOC ON CENTERNTS NOT TO SCALENS NEAR SIDENO NUMBERNIC NOT IN CONTRACTMTL METALMISC MISCELLANEOUSMIN MINIMUMMFR MANUFACTURERMECH MECHANICALMB MACHINE BOLTMAX MAXIMUMMATL MATERIALLT WT LIGHTWEIGHTLOC LOCATIONLDGR LEDGERKP KING POSTJT JOINTJST JOISTIF INSIDE FACE
ICC INTERNATIONAL CODE COUNCIL
COLD FORMED STEEL TRUSSES1.
SHALL CONFORM TO THE REQUIREMENTS OF THE CURRENT EDITION OF THE "ANSI STANDARDTHE DESIGN FABRICATION OF COLD FORMED STEEL TRUSSES, GIRDERS AND INFILL TRUSSES,
FOR COLD FORMED STEEL FRAMING - TRUSS DESIGN".
2.IS INSTALLED AND BEARING CONNECTIONS HAVE BEEN BOLTED OR WELDED PER PLANSTYPICAL.
NO CONSTRUCTION LOADS SHALL BE PLACED ON JOISTS OR GIRDERS UNTIL BRIDGING
3.
APPROVAL OF OR RESPONSIBILITY FOR THE BUILDING SYSTEM OR ANY COMPONENTS
SHOP DRAWING AND TRUSS CALCULATIONS SHALL BE SEALED AND SIGNED BY ALICENSED STUCTURAL ENGINEER. SUCH SEALS SHALL NOT BE CONSTUED AS
OTHER THAN THE COLD FORMED STELL TRUSSES AND OTHER LIGHT GAGE ROOF FRAMINGTHEMSELVES. THE SEAL IS INTENDED TO CONVEY THAT THE TRUSSES HAVE BEEN DESIGNED FOR THE LOADS SHOWN ON THE DRAWINGS.
4.
LIVE LOAD DEFLECTION SHALL NOT EXCEED L/360
DEFLECTION SHALL BE LIMITED TO THE FOLLOWING:TOTAL LOAD DEFLECTION SHALL NOT EXCEED L/240
5.FOR COLD FORM STEEL FRAMING - TRUSS DESIGN" SHALL BE PROVIDED BY THE COLDFORMED JOIST SUPPLIER.
HORIZONTAL AND DIAGONAL BRIDGING MEETING THE REQUIREMENTS OF "AISI STANDARD
LIVE LOAD
6. SUPERIMPOSED DESIGN LOADS:
BOTTOM CHORDTOP CHORD
DEAD LOAD
15 PSF 20 PSF
7. FOR WIND LOADS SEE SHEET A-S601.
8.
GR GRADE
5 PSF
MIN. TRUSS MATERIAL SHALL BE 16 GA FOR ALL TOP CHORDS & 18 GA FOR ALL OTHERTRUSS MEMBERS.
EXTERIOR BEARING AND NON-BEARINGMETAL STUDS:
ALL LIGHTGAGE METAL FRAMING SHALL BE MILL CERTIFIED TO CONFORM WITH THEFOLLOWING:
12, 14 OR 16 GAUGE: GALVANIZED ASTM A653 SQ GRADE 50 18 GAUGE: GALVANIZED ASTM A653 SQ GRADE 33 TRACK, END ENCLOSURES, BRIDGING AND ACCESSORIES: GALVANIZED ASTM A653 SQ GRADE 33
DOUBLE VERTICAL STUDS OR HORIZONTAL JOISTS SHALL BE STITCH WELDED TOGETHERON BOTH FLANGES WITH 1/16" GROOVE WELDS x 1" LONG AT 12" ON CENTER. WELDINGPER AWS D1.3 TYPE E-6012, E-6013 OR E-7014 ROD, SMAW PROCESS.
ALL SHEET METAL SCREWS SHALL PROTRUDE THE LARGER OF 1/4" OR 3 THREADSTHROUGH METAL FRAMING.
ALL METAL STUDS SHALL HAVE STIFFENED FLANGES.
MINIMUM STUD & JOIST PROPERTIES SHALL BE PER "METAL STUD MANUFACTURER'SASSOCIATION" SPECIFICATIONS, ICBO ER NO 4943.
EXTERIOR STUDS THICKNESS PER CONTRACT DRAWINGS.
ALL EXTERIOR LIGHTGAGE METAL FRAMING SHALL BE AS NOTED BELOW.
ALL LIGHTGAGE METAL FRAMING CONSTRUCTION SHALL BE IN ACCORDANCE WITH AISI"SPECIFICATIONS FOR DESIGN OF COLD FORMED STEEL STRUCTURAL MEMBERS" ANDUFC 3-310-07A
1.
2.
3.
4.
5.
7.
8.
ADDITIONAL
APPLY AN ADDITIONAL250# POINT LOAD ANYWHERE ALONG TRUSS
EF EDGE FASTENER
FF FIELD FASTENER
FOR WIND LOAD SEE SHEET A-S601.9.
BOTTOM CHORD
LIVE LOAD
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1
2
4
5
9
11
12
D F H K L N P QBA M
23' -
0"
23' -
0"
35' -
4"
32' -
6"
26' -
2"
26' -
2"
31' - 1" 31' - 1" 19' - 6" 26' - 8" 19' - 6" 26' - 2" 26' - 2" 26' - 2" 26' - 2" 19' - 6"
G J
6
8
A-S301 5 A-S301
A-S301
8
A-S301
6
7
A-S302 1 A-S3022
A-S302
A-S302
4
3
E
10
7
3
C
13
23' -
0"
26' - 8" 19' - 6" 31' - 1" 31' - 1"
26' -
2"
26' -
2"
32' -
6"
35' -
4"
23' -
0"
ST
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FOU
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PLAN
A-S1011FOUNDATION OVERALL PLAN
0'8'
SCALE: 1/16" = 1'-0"
16' 16'
N
PLANNORTH
N
SITENORTH
SITE NORTH IS ROTATED90 DEGREES CLOCKWISEON THIS SHEET FROM THENORTH ARROW ON CIVILPLANS
NOTES:PROVIDE DRAIN AROUND ENTIRE BUILDING PER 6/A-S502, COORDINATEWITH CIVIL DRAWINGS.
1.
No.
Des
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D.O
.No.
Act
ion
Dat
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1
2
4
5
D F HBA
I II
II
31' - 1"
II
II
II
VII II IV
IV
VII
II
VII
VI VI
VI
VIII
V
IV
IV
III
IVIII III
I
VIII I
IVIII IV IVIII I
23' -
0"
32' -
6"
26' - 2"
-1' - 7 1/4"
III
G
6
26' - 2"
1' - 8"
1' - 8"
1' -
8"
1' -
8"
26' -
2"
MATCH LINE - AREA D
MAT
CH
LIN
E - A
REA
BSH
E ET
A-S 1
03
SHEET A-S105
E26' - 8" 19' - 6"
4
A-S505
9
A-S505
10
A-S505
-5' - 0"
7
3
C
-5' - 0" -5' - 0" -5' - 0"
-5' - 0" -10"
-5' - 0"
-5' - 0"
-10"
-1' - 3 1/2"
-1' - 3 1/2"
-5' - 0"
-4' - 0" -1' - 3 1/2"
-1' - 3 1/2"
-4' - 0"
-4' - 0"
-1' - 3 1/2"
-1' - 3 1/2"
-5' - 0"
-5' - 0"
-5' - 0"-5' - 0"-5' - 0"
-5' - 0" -1' - 7 1/4" -1' - 3 1/2" -1' - 3 1/2" -1' - 3 1/2" -4' - 0"
-5' - 0" -1' - 7 1/2" -1' - 6 1/2" -1' - 10 1/4" -1' - 3 1/2" -4' - 0"
-4' - 0"
-4' - 0"
31' - 1" 19' - 6"
26' -
2"
35' -
4"
23' -
0"
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S4013
-5' - 0"
IV
1"
5' -
3 5/
8"8'
- 4
1/2"
10' - 3" 1' - 5"
3' - 0" 3' - 0"
9"3'
- 0
5/8"
1' -
6"1'
- 6"
9"3' -
0"
1' - 8"
1' -
8"
TYP.1' - 0"
-1' - 6"I
4
A-S505
4
A-S505
14' - 1"
7' -
0"
9
A-S502
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BY PATRICK I. FINLEY,S4594 ON 9 JULY 2009
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Fort Worth District
US Army Corpsof Engineers
1:1
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, PE
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LAC
KLA
ND
AFB
, TE
XA
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AIR
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A-S102120
FOU
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N P
LAN
- AR
EA A
A-S1021FOUNDATION PLAN - AREA A
0'4' 8'
SCALE: 1/8" = 1'-0"
8'
11
LEGEND:
NOTES:
A-S501
CONTRACTOR SHALL VERIFY AND COODRINATE TOP OF PIER ELEVATIONS.
FOR TYPICAL DETAILS NOT REFERENCED, SEE SHEET A-S501, AND A-S502.
PILASTER SIZE AND REINFORCING PER SCHEDULE, SEE SHEET A-S603.
PIER TYPE
FOR DRILLED PIER DETAIL AND TYPE, SEE DETAIL1.
2.
3.
4.
II
-10'-8"
TOP OF PIER ELVATIONFROM DATUM 0'-0"
N
PLANNORTH
N
SITENORTH
SITE NORTH IS ROTATED90 DEGREES CLOCKWISEON THIS SHEET FROM THENORTH ARROW ON CIVILPLANS
BOTTOM OF WALL ELEVATION IS -5'-0" U.N.O.5.
No.
Des
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tion
D.O
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Act
ion
Dat
e
1
2
4
5
H K L N P QM19' - 6" 26' - 8" 19' - 6" 31' - 1"31' - 1"
II
I
II
II
IV
IV II IV VI I
VI
VI VI
VIIVII II
IV
IV III V IV II II I
I
I III III III V II
I I IV III III II
26' - 2" 26' - 2"
1' -
0"
1' - 0"
II
II
-13' - 10" -8' - 10"
I IV
J
6
A-S301 5 A-S301
A-S301
8
7
3' -
0"
3' - 0"3' - 0"
1' - 8"
1' -
8"
1' -
8"
1' - 8"
1' - 8"
MAT
CH
LIN
E - A
REA
ASH
E ET
A-S 1
02
MATCH LINE - AREA CSHEET A-S104
V
14
A-S501
15
A-S501
18
A-S501
17
A-S501
7
3
-5' - 0"
-10"
-10"
-5' - 0" -5' - 0"
-5' - 0"
-8' - 10"-1' - 3 1/2"
-1' - 3 1/2"
-1' - 3 1/2"
-1' - 3 1/2"
-4' - 0"
-4' - 0"
-1' - 3 1/2"
-1' - 3 1/2" -1' - 3 1/2"
-1' - 3 1/2"
-13' - 10"-13' - 10"
-13' - 10"
-5' - 0"
-1' - 3 1/2" -1' - 3 1/2" -5' - 0" -5' - 0" -5' - 0"
-5' - 0"-1' - 3 1/2"-1' - 3 1/2"-1' - 3 1/2"-1' - 3 1/2"-4' - 0"
-4' - 0" -10" -10" -1' - 3 1/2" -1' - 3 1/2" -5' - 0"
23' -
0"
23' -
0"
35' -
4"
32' -
6"
26' -
2"
26' -
2"
19
A-S501
8"
14' - 2"
WAL
L AT
-5'-0
"
BOTT
OM
OF
4
A-S505
WAL
L AT
-5'-0
"
BOTT
OM
OF
BOTTOM OF WALL AT -8'-10"
PER (19/A-S501)
WALL REINF.
PER (19/A-S501)
WALL REINF.
8"
#10 AT 4 1/2" O.C. BOT. EA.WAY AND #9 AT 8" O.C. EA.WAY TOP USE 180 DEG.HOOKS EA. END OF BARSTOP AND BOT.
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S4014
3' -
0"
1' -
8"
TYP .
1' -
0"
4
A-S505
3' -
4"1'
- 4"
16
A-S502
A-S301
6
151
INDICATES WALL ELEVATIONS.
ST
A
TE
O F CA L I FOR
NIA
YE
L
R NO. S4594
EXP. 12/31/2010
S ARTTCUR U
L
R
R
RETSIGE
TAP
PDE FIKCI LNI
SSEFO ANOI
RNE
EE
NIG
DOCUMENT WAS AUTHORIZEDTHE SEAL APPEARING ON THIS
BY PATRICK I. FINLEY,S4594 ON 9 JULY 2009
Sheetreferencenumber
Sheet
BU
ILD
ING
Q
UA
LIT
Y S
OLU
TIO
NS
U.S
. AR
MY
EN
GIN
EE
R D
ISTR
ICT,
CO
RP
S O
F E
NG
INE
ER
SFO
RT
WO
RTH
, TE
XA
S
Des
igne
d by
:
Dw
n by
:
Rev
iew
ed b
y:
Sub
mitt
ed b
y:
EN
GIN
EE
R
Dat
e:
Sol
No.
Con
tr N
o.
Rev
.
Plo
t sca
le:
Plo
t dat
e:
File
nam
e:
Con
tr N
o.
DE
SIG
N F
ILE
:
Fort Worth District
US Army Corpsof Engineers
1:1
DA
VID
LU
KE
, PE
of
LAC
KLA
ND
AFB
, TE
XA
S
AIR
ME
N T
RA
ININ
G C
OM
PLE
X -
NO
RTH
CA
MP
US
AIR
ME
N T
RA
ININ
G C
OM
PLE
X 1
(ATC
1)
442
W91
26G
-09
-12-
0105
W91
26G
-09-
C-0
054 Plo
t Dat
e H
ere
9 J
ULY
200
9
1 2 3 4 5
E
D
C
B
A
KEY PLAN
A B
D C
MP
LS08
3737
R1
DR
AW
ING
NU
MB
ER
: LA
09 -
0001
W91
26G
-09-
C-0
054
LA
IB
LOW
E
FIN
L EY
A-S103121
FOU
ND
ATIO
N P
LAN
- AR
EA B
A-S1031FOUNDATION PLAN - AREA B
0'4' 8'
SCALE: 1/8" = 1'-0"
8'
LEGEND:PIER TYPEII
-10'-8"
TOP OF PIER ELVATIONFROM DATUM 0'-0"
N
PLANNORTH
N
SITENORTH
SITE NORTH IS ROTATED90 DEGREES CLOCKWISEON THIS SHEET FROM THENORTH ARROW ON CIVILPLANS
11
NOTES:
A-S501
CONTRACTOR SHALL VERIFY AND COODRINATE TOP OF PIER ELEVATIONS.
FOR TYPICAL DETAILS NOT REFERENCED, SEE SHEET A-S501, AND A-S502.
PILASTER SIZE AND REINFORCING PER SCHEDULE, SEE SHEET A-S603.
FOR DRILLED PIER DETAIL AND TYPE, SEE DETAIL1.
2.
3.
4.
BOTTOM OF WALL ELEVATION IS -5'-0" U.N.O.5.
No.
Des
crip
tion
D.O
.No.
Act
ion
Dat
e
9
11
12
H K L N P QM
I IIIIII III II
IV III V IV II II I
VIVII
II
IV II IV VI I
II II
II I
VII
I
IV
VIVI
IV
II
II
J
8
1' - 8"
1' -
8"1'
- 8"
1' - 8" 1' - 8"
MATCH LINE - AREA BSHEET A-S103
MAT
CH
LIN
E - A
REA
D
SHE E
T A-
S 105
26' - 2" 26' - 2" 19' - 6" 26' - 8" 19' - 6" 31' - 1" 31' - 1"
V
10
35' -
4"
23' -
0"
26' -
2"
32' -
6"
7
-4' - 0"
-4' - 0"
-1' - 3 1/2"
-1' - 3 1/2"-1' - 3 1/2"
-1' - 3 1/2" -1' - 3 1/2" -1' - 3 1/2"
-1' - 3 1/2" -5' - 0"
-1' - 3 1/2"
-5' - 0"
-10"
-10"
-10"
-5' - 0" -5' - 0"
-5' - 0"
-5' - 0" -5' - 0" -5' - 0" -5' - 0"
-5' - 0"
-5' - 0"
-1' - 3 1/2" -5' - 0" -5' - 0" -5' - 0"
-5' - 0"-1' - 3 1/2"-10" -1' - 3 1/2"-4' - 0" -1' - 3 1/2"
26' -
2"
13
23' -
0"
1' -
8"
TYP.1' - 0"
9
A-S505
10
A-S505
4
A-S505
4
A-S505
4
A-S505
151
ST
A
TE
O F CA L I FOR
NIA
YE
L
R NO. S4594
EXP. 12/31/2010
S ARTTCUR U
L
R
R
RETSIGE
TAP
PDE FIKCI LNI
SSEFO ANOI
RNE
EE
NIG
DOCUMENT WAS AUTHORIZEDTHE SEAL APPEARING ON THIS
BY PATRICK I. FINLEY,S4594 ON 9 JULY 2009
Sheetreferencenumber
Sheet
BU
ILD
ING
Q
UA
LIT
Y S
OLU
TIO
NS
U.S
. AR
MY
EN
GIN
EE
R D
ISTR
ICT,
CO
RP
S O
F E
NG
INE
ER
SFO
RT
WO
RTH
, TE
XA
S
Des
igne
d by
:
Dw
n by
:
Rev
iew
ed b
y:
Sub
mitt
ed b
y:
EN
GIN
EE
R
Dat
e:
Sol
No.
Con
tr N
o.
Rev
.
Plo
t sca
le:
Plo
t dat
e:
File
nam
e:
Con
tr N
o.
DE
SIG
N F
ILE
:
Fort Worth District
US Army Corpsof Engineers
1:1
DA
VID
LU
KE
, PE
of
LAC
KLA
ND
AFB
, TE
XA
S
AIR
ME
N T
RA
ININ
G C
OM
PLE
X -
NO
RTH
CA
MP
US
AIR
ME
N T
RA
ININ
G C
OM
PLE
X 1
(ATC
1)
442
W91
26G
-09
-12-
0105
W91
26G
-09-
C-0
054 Plo
t Dat
e H
ere
9 J
ULY
200
9
1 2 3 4 5
E
D
C
B
A
KEY PLAN
A B
D C
MP
LS08
3737
R1
DR
AW
ING
NU
MB
ER
: LA
09 -
0001
W91
26G
-09-
C-0
054
LA
IB
LOW
E
FIN
L EY
A-S104122
FOU
ND
ATIO
N P
LAN
- AR
EA C
A-S1041FOUNDATION PLAN - AREA C
0'4' 8'
SCALE: 1/8" = 1'-0"
8'
LEGEND:PIER TYPEII
-10'-8"
TOP OF PIER ELVATIONFROM DATUM 0'-0"
N
PLANNORTH
N
SITENORTH
SITE NORTH IS ROTATED90 DEGREES CLOCKWISEON THIS SHEET FROM THENORTH ARROW ON CIVILPLANS
11
NOTES:
A-S501
CONTRACTOR SHALL VERIFY AND COODRINATE TOP OF PIER ELEVATIONS.
FOR TYPICAL DETAILS NOT REFERENCED, SEE SHEET A-S501, AND A-S502.
PILASTER SIZE AND REINFORCING PER SCHEDULE, SEE SHEET A-S603.
FOR DRILLED PIER DETAIL AND TYPE, SEE DETAIL1.
2.
3.
4.
BOTTOM OF WALL ELEVATION IS -5'-0" U.N.O.5.
No.
Des
crip
tion
D.O
.No.
Act
ion
Dat
e
9
11
12
D F HBA
IVIII IV IVIII I
IVIII IIIVIII I
V
III VI IVI III
VIIVI
VI
VIIII
VI
I
IV II IV
II
II
I II
I
IV
VI
IV
II
II
-8' - 10"
G
8
3' - 0"
1' - 0"
1' -
8"
1' -
8"
1' - 8"
1' - 8"
-5' - 0"
MAT
CH
LIN
E - A
REA
DSH
E ET
A-S 1
04
MATCH LINE - AREA ASHEET A-S102
II
E
10
26' -
2"
32' -
6"
35' -
4"
23' -
0"
7
C
-5' - 0" -1' - 7 1/2" -1' - 6 1/2" -1' - 10 1/4" -1' - 3 1/2" -4' - 0" -4' - 0"
-5' - 0" -1' - 10 1/4" -1' - 3 1/2"
-5' - 0" -5' - 0"
-1' - 3 1/2"
-1' - 3 1/2" -1' - 3 1/2"
-1' - 3 1/2" -1' - 3 1/2" -4' - 0"
-4' - 0"
-1' - 3 1/2"
-1' - 3 1/2"
-5' - 0"-13' - 10"
-13' - 10" -1' - 3 1/2"-1' - 3 1/2"
-1' - 3 1/2"
-8' - 10"
-13' - 10" -13' - 10" -1' - 3 1/2" -1' - 3 1/2"
-5' - 0"
-10"
-5' - 0" -5' - 0"
-5' - 0"
-10"
31' - 1" 31' - 1" 19' - 6" 26' - 8" 19' - 6" 26' - 2" 26' - 2"
14
A-S50119
A-S501
15
A-S501
18
A-S501
17
A-S501
13
26' -
2"
14' - 2"
8"
8"
8"
WAL
L AT
-5'-0
"
BOTT
OM
OF
1' - 8"
BOTTOM OF WALL AT -8'-10"
WAL
L AT
-5'-0
"
BOTT
OM
OF
#10 AT 4 1/2" O.C. BOT. EA. WAYAND #9 AT 8" O.C. EA. WAY TOPUSE 180 DEG. HOOKS EA.END OF BARS TOP AND BOT.
3' -
0"
TYP.
1' -
0"
-1' - 6"I
1' -
10"
3' -
4"
PER (19/A-S501)
WALL REINF.
PER (19/A-S501)
WALL REINF.
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S4014
4
A-S505
4
A-S505
14' - 1"
7' -
0"
16
A-S502
SIM.
A-S302
3
A-S302 1 A-S3022
A-S302
43' - 0"
INDICATES WALL ELEVATIONS.
ST
A
TE
O F CA L I FOR
NIA
YE
L
R NO. S4594
EXP. 12/31/2010
S ARTTCUR U
L
R
R
RETSIGE
TAP
PDE FIKCI LNI
SSEFO ANOI
RNE
EE
NIG
DOCUMENT WAS AUTHORIZEDTHE SEAL APPEARING ON THIS
BY PATRICK I. FINLEY,S4594 ON 9 JULY 2009
Sheetreferencenumber
Sheet
BU
ILD
ING
Q
UA
LIT
Y S
OLU
TIO
NS
U.S
. AR
MY
EN
GIN
EE
R D
ISTR
ICT,
CO
RP
S O
F E
NG
INE
ER
SFO
RT
WO
RTH
, TE
XA
S
Des
igne
d by
:
Dw
n by
:
Rev
iew
ed b
y:
Sub
mitt
ed b
y:
EN
GIN
EE
R
Dat
e:
Sol
No.
Con
tr N
o.
Rev
.
Plo
t sca
le:
Plo
t dat
e:
File
nam
e:
Con
tr N
o.
DE
SIG
N F
ILE
:
Fort Worth District
US Army Corpsof Engineers
1:1
DA
VID
LU
KE
, PE
of
LAC
KLA
ND
AFB
, TE
XA
S
AIR
ME
N T
RA
ININ
G C
OM
PLE
X -
NO
RTH
CA
MP
US
AIR
ME
N T
RA
ININ
G C
OM
PLE
X 1
(ATC
1)
442
W91
26G
-09
-12-
0105
W91
26G
-09-
C-0
054 Plo
t Dat
e H
ere
9 J
ULY
200
9
1 2 3 4 5
E
D
C
B
A
KEY PLAN
A B
D C
MP
LS08
3737
R1
DR
AW
ING
NU
MB
ER
: LA
09 -
0001
W91
26G
-09-
C-0
054
LA
IB
LOW
E
FIN
L EY
A-S105123
FOU
ND
ATIO
N P
LAN
- AR
EA D
A-S1051FOUNDATION PLAN - AREA D
0'4' 8'
SCALE: 1/8" = 1'-0"
8'
LEGEND:PIER TYPEII
-10'-8"
TOP OF PIER ELVATIONFROM DATUM 0'-0"
N
PLANNORTH
N
SITENORTH
SITE NORTH IS ROTATED90 DEGREES CLOCKWISEON THIS SHEET FROM THENORTH ARROW ON CIVILPLANS
11
NOTES:
A-S501
CONTRACTOR SHALL VERIFY AND COODRINATE TOP OF PIER ELEVATIONS.
FOR TYPICAL DETAILS NOT REFERENCED, SEE SHEET A-S501, AND A-S502.
PILASTER SIZE AND REINFORCING PER SCHEDULE, SEE SHEET A-S603.
FOR DRILLED PIER DETAIL AND TYPE, SEE DETAIL1.
2.
3.
4.
BOTTOM OF WALL ELEVATION IS -5'-0" U.N.O.5.
No.
Des
crip
tion
D.O
.No.
Act
ion
Dat
e
1
2
4
5
9
11
12
D F H K L N P QBA MG J
6
8
A-S301 1
A-S301
A-S301
A-S301
4
2
3
A-S301 5 A-S301
A-S301
8
A-S301
6
7
A-S302 1 A-S3022
A-S302
A-S302
4
3
A-S302 5 A-S3027
A-S302
8
A-S302
6
E
10
7
3
C
13
151
ST
A
TE
O F CA L I FOR
NIA
YE
L
R NO. S4594
EXP. 12/31/2010
S ARTTCUR U
L
R
R
RETSIGE
TAP
PDE FIKCI LNI
SSEFO ANOI
RNE
EE
NIG
DOCUMENT WAS AUTHORIZEDTHE SEAL APPEARING ON THIS
BY PATRICK I. FINLEY,S4594 ON 9 JULY 2009
Sheetreferencenumber
Sheet
BU
ILD
ING
Q
UA
LIT
Y S
OLU
TIO
NS
U.S
. AR
MY
EN
GIN
EE
R D
ISTR
ICT,
CO
RP
S O
F E
NG
INE
ER
SFO
RT
WO
RTH
, TE
XA
S
Des
igne
d by
:
Dw
n by
:
Rev
iew
ed b
y:
Sub
mitt
ed b
y:
EN
GIN
EE
R
Dat
e:
Sol
No.
Con
tr N
o.
Rev
.
Plo
t sca
le:
Plo
t dat
e:
File
nam
e:
Con
tr N
o.
DE
SIG
N F
ILE
:
Fort Worth District
US Army Corpsof Engineers
1:1
DA
VID
LU
KE
, PE
of
LAC
KLA
ND
AFB
, TE
XA
S
AIR
ME
N T
RA
ININ
G C
OM
PLE
X -
NO
RTH
CA
MP
US
AIR
ME
N T
RA
ININ
G C
OM
PLE
X 1
(ATC
1)
442
W91
26G
-09
-12-
0105
W91
26G
-09-
C-0
054 Plo
t Dat
e H
ere
9 J
ULY
200
9
1 2 3 4 5
E
D
C
B
A
KEY PLAN
A B
D C
MP
LS08
3737
R1
DR
AW
ING
NU
MB
ER
: LA
09 -
0001
W91
26G
-09-
C-0
054
Che
cker
Aut
hor
Des
igne
r
A-S106124
GR
OU
ND
FLO
OR
OVE
RAL
L SL
AB P
LAN
A-S1061GROUND FLOOR OVERALL SLAB PLAN
0'8'
SCALE: 1/16" = 1'-0"
16' 16'
N
PLANNORTH
N
SITENORTH
SITE NORTH IS ROTATED90 DEGREES CLOCKWISEON THIS SHEET FROM THENORTH ARROW ON CIVILPLANS
NOTES:COORDINATE CRAWL SPACE GRADING WITH CIVIL.1.
ENTIRE GROUND FLOOR HAS A CRAWL SPACE.2.
No.
Des
crip
tion
D.O
.No.
Act
ion
Dat
e
1
2
4
5
D F HBA31' - 1"
32' -
6"
23' -
0"
26' -
1 7
/8"
26' - 2" 26' - 2"G
6
A-S301 1
A-S301
3
DROP PANELREINF. PERTYP. U.N.O.
3
A-S505
3/4" SLAB RECESS
3/4" SLAB RECESS
3" SLAB RECESS
3" SLAB RECESS
MATCH LINE - AREA D
MAT
CH
LIN
E - A
REA
B
SHEET A-S110
SHEE
T A-
S 108
4' - 6" 4' - 6" 4' - 6" 4' - 6"
3' -
0"
3' - 0"
14' - 2"
25' -
8"
4"
4" 13' - 10"
25' -
4"
1' -
4"3'
- 4"
10' - 3"
3' - 6" 4' - 6"
5' -
6"4'
- 6"
3" SLAB RECESS
7' - 8" 7' - 11 5/8" 10"
9"6'
- 3"
6' -
11 1
/8"
1' - 0" 11' - 4"
5' -
3 5/
8"
3' - 6" 10' - 9 1/2" 9' - 2 1/2"
A-1 A-1
E26' - 8" 19' - 6"
10" STRUCTURALSLAB UON
60" STRUCTURALSLAB
12
A-S505
4
A-S505
9
A-S505
10
A-S505
7
3
C31' - 1" 19' - 6"
35' -
4"
23' -
0"
26' -
2 1
/8"
7
A-S505
18
A-S501
SCJ
CJ
CJ
CJ
8
A-S505
5
A-S505
17
A-S505
18' -
4 1
/8"
2' -
3 7/
8"
16' - 4"1' - 8"
36' - 0"
7' -
9 3/
4"
29' -
1 3
/4"
13
A-S505
CONC. WALLS8" TYP. AT
GB-1
GB-1
4' - 6" 3' - 6"
4' -
6"4'
- 6"
GB-2
GB-
3
GB-
3
GB-4
GB-2
BMBM
BM
BM
BM
BMBMBM
BM
GB-4
4' -
0"6'
- 0"
BM
12" WALL TYP. U.N.O.
HSS3X3X
1/4
HSS3X3X
3/16
TYP.1' - 6"
CJ
WPJ
WPJ
6" SLAB ON GRADE w/ #5 AT12" O.C. EA. WAY CENTEROF SLAB
3' - 0"
6"17
' - 8
"
#5 AT 10" O.C. TOPAND BOT. EA. WAY w/STD. HOOK
4
A-S502
CORBEL
CORBEL
CORBEL
5
A-S502
10
A-S502
14
A-S502
10' -
10
1/2"
4' -
6"4'
- 6"
6' -
0"5'
- 6"
SHRINKAGE CONTROLJOINT PER 19/A-S504
13' - 5"
8' -
0"8'
- 0"
3' - 0"
6' -
11 1
/8"
8' -
4 1/
2"5'
- 3
5/8"
10' - 3" 1' - 5"
4' -
6"4'
- 6"
5' - 6" 5' - 6"
1
1
13' - 4"
8' -
9 7/
8"
6' -
4 1/
4"
2' - 8 5/8"
1' -
7 5/
8"19
' - 1
3/4
"9'
- 4
3/8"
5' -
0 7/
8"
1
1
13" SLAB
6' - 8"
4' - 6" 4' - 6"5' - 6" 3' - 6"
5' -
6"4'
- 6"
6' -
0"5'
- 6"
4' -
0"6'
- 0"
TYP.
11
A-S507
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S4015
SIM.
2' -
4"
1' -
6"
A-S3012
1' -
11 3
/8"
7' -
8 5/
8"
10"
SIM.
A-S301
4
RECESS1"x10"
RECESS1"x10"
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S50415
9
A-S502
A-1STUD RAILS PER 1/A-S505
WALL ELEVATION
8" CONCRETE WALL SEE ELEVATIONSAND WALL SCHEDULE FOR REINFORCINGSHEET A-S301 AND A-S302.
BM INDICATES BENCH MARK PER 5/A-S501
INDICATES 8" CMU w/ #5 BARS AT 40" O.C.(V) AND 9 GA. JOINT REINF. AT 16" O.C. (H)
INDICATES SLAB DEPRESSION
1 USE 9 1/4" THICK DROP PANEL PER3A/A-S505
GB1INDICATES GROUND FLOOR BM RE:SCHEDULE 16/A-S604
CJ CONSTRUCTION JOINT PER 17/A-S504
INDICATES STRUCTURAL PRECASTPANEL.
ST
A
TE
O F CA L I FOR
NIA
YE
L
R NO. S4594
EXP. 12/31/2010
S ARTTCUR U
L
R
R
RETSIGE
TAP
PDE FIKCI LNI
SSEFO ANOI
RNE
EE
NIG
DOCUMENT WAS AUTHORIZEDTHE SEAL APPEARING ON THIS
BY PATRICK I. FINLEY,S4594 ON 9 JULY 2009
Sheetreferencenumber
Sheet
BU
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Dw
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Rev
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Sub
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ed b
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EN
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R
Dat
e:
Sol
No.
Con
tr N
o.
Rev
.
Plo
t sca
le:
Plo
t dat
e:
File
nam
e:
Con
tr N
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DE
SIG
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Fort Worth District
US Army Corpsof Engineers
1:1
DA
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LU
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, PE
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LAC
KLA
ND
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, TE
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AIR
ME
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RA
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NO
RTH
CA
MP
US
AIR
ME
N T
RA
ININ
G C
OM
PLE
X 1
(ATC
1)
442
W91
26G
-09
-12-
0105
W91
26G
-09-
C-0
054 Plo
t Dat
e H
ere
9 J
ULY
200
9
1 2 3 4 5
E
D
C
B
A
KEY PLAN
A B
D C
MP
LS08
3737
R1
DR
AW
ING
NU
MB
ER
: LA
09 -
0001
W91
26G
-09-
C-0
054
LA
IB
LOW
E
FIN
L EY
A-S107125
GR
OU
ND
FLO
OR
SLA
B PL
AN -
AREA
A
0'4' 8'
SCALE: 1/8" = 1'-0"
8'A-S107
1GROUND FLOOR SLAB PLAN - AREA A
LEGEND:
NOTES:
CONTRACTOR IS RESPONSIBLE FOR TEMPORARY SHORING REQUIREDFOR THE SUPPORT OF GRADE BEAMS AND CONCRETE WALLSDURING BACKFILLING.
COORDINATE LIGHTNING PROTECTION CONDUIT INSTALLATION,PLUMBING AND MECHANICAL PENETRATIONS w/ ELECTRICALPLUMBING AND MECHANICAL DRAWINGS.
FOR TYPICAL DETAILS NOT REFERENCED SEE SHEET A-S501,A-S504, A-S505 AND A-S507.
TOP OF CONCRETE ELEVATION 0'-0" FOR FINISHED FLOOR =CIVIL ELEVATION 764.0 FT.
1.
2.
3.
4.
B.M. = APPROXIMATE BENCH MARK LOCATION SEE 5/A-S501.5.
COORDINATE SLAB DEPRESSIONS WITH ARCHITECTURAL DRAWINGS.6.
COORDINATE WITH ELECTRICAL, MECHANICAL, PLUMBING ANDARCHITECTURAL DRAWINGS.
7.
HOUSEKEEPING PADS PER 11/A-S502. COORDINATELOCATION AND SIZE WITH MECHANICAL, ELECTRICAL PLUMBINGAND ARCHITECTURAL DRAWINGS.
8.
N
PLANNORTH
N
SITENORTH
SITE NORTH IS ROTATED90 DEGREES CLOCKWISEON THIS SHEET FROM THENORTH ARROW ON CIVILPLANS
MAINTAIN FLOOR CONSTRUCTION SHORING UNTIL ALL FLOORSABOVE HAVE BEEN POURED AND ALL POUR STRIPS HAVE BEENINSTALLED PER PLAN.
9.
CONTRACTOR CAN PROPOSE ALTERNATE CONSTRUCTION ANDSHRINKAGE CONTROL JOINTS IF DESIRED.
10.
SEE SHEET 16/A-S604 FOR GROUND FLOOR BM SCHEDULE.11.
SEE SHEET 6/A-S603 FOR COLUMN SCHEDULE.12.
FOR ELEVATOR GUIDE RAIL SUPPORT SEE 16/A-S508.13.
FOR EXTENTS OF SLOPED SLAB SEE A-A102.14.
No.
Des
crip
tion
D.O
.No.
Act
ion
Dat
e
1
2
4
5
H K L N P QM
32' -
6"
23' -
0"
19' - 6" 26' - 8" 19' - 6" 31' - 1" 31' - 1"26' - 2" 26' - 2"
J
6
A-S3017
DROP PANELREINF. PERTYP.
3
A-S505
26' -
2"
MAT
CH
LIN
E - A
REA
A
MATCH LINE - AREA C
4' - 6" 4' - 6" 4' - 6" 4' - 6"
3' - 6" 4' - 6"
A-1 A-1
A-1
A-1A-1
10" STRUCTURALSLAB UON
10" STRUCTURALSLAB UON
7
3
19
A-S501
26' -
2"
35' -
4"
23' -
0"CJ
CJ
CJ
16
A-S505
BM
BM
BMBMBM
BM
BMBM
BM
BM
8"
GB-1
GB-1
4
A-S505
BM
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S50415
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S4015
SHEE
T A-
S 107
SHEET A-S109
4' -
6"4'
- 6"
4' -
6"4'
- 6"
SHRINKAGE CONTROLJOINT PER 19/A-S504
4' - 6" 3' - 6"
5' -
6"4'
- 6"
6' -
0"5'
- 6"
4' -
0"6'
- 0"
3' - 6" 5' - 6" 5' - 6" 5' - 6"
25' -
4"
4"4"
15' -
5 5
/8"
14' - 2 5/8"
2' - 1" 3' - 4"
13' - 10"
11
A-S507
TYP.
4 5/8"
A-S301 5
A-S301
8
A-S301
6
RECESS1"x10"
9
A-S502
151
A-1STUD RAILS PER 1/A-S505
WALL ELEVATION
8" CONCRETE WALL SEE ELEVATIONSAND WALL SCHEDULE FOR REINFORCINGSHEET A-S301 AND A-S302.
BM INDICATES BENCH MARK PER 5/A-S501
INDICATES 8" CMU w/ #5 BARS AT 40" O.C.(V) AND 9 GA. JOINT REINF. AT 16" O.C. (H)
INDICATES SLAB DEPRESSION
1 USE 9 1/4" THICK DROP PANEL PER3A/A-S505
GB1INDICATES GROUND FLOOR BM RE:SCHEDULE 16/A-S604
CJ CONSTRUCTION JOINT PER 17/A-S504
ST
A
TE
O F CA L I FOR
NIA
YE
L
R NO. S4594
EXP. 12/31/2010
S ARTTCUR U
L
R
R
RETSIGE
TAP
PDE FIKCI LNI
SSEFO ANOI
RNE
EE
NIG
DOCUMENT WAS AUTHORIZEDTHE SEAL APPEARING ON THIS
BY PATRICK I. FINLEY,S4594 ON 9 JULY 2009
Sheetreferencenumber
Sheet
BU
ILD
ING
Q
UA
LIT
Y S
OLU
TIO
NS
U.S
. AR
MY
EN
GIN
EE
R D
ISTR
ICT,
CO
RP
S O
F E
NG
INE
ER
SFO
RT
WO
RTH
, TE
XA
S
Des
igne
d by
:
Dw
n by
:
Rev
iew
ed b
y:
Sub
mitt
ed b
y:
EN
GIN
EE
R
Dat
e:
Sol
No.
Con
tr N
o.
Rev
.
Plo
t sca
le:
Plo
t dat
e:
File
nam
e:
Con
tr N
o.
DE
SIG
N F
ILE
:
Fort Worth District
US Army Corpsof Engineers
1:1
DA
VID
LU
KE
, PE
of
LAC
KLA
ND
AFB
, TE
XA
S
AIR
ME
N T
RA
ININ
G C
OM
PLE
X -
NO
RTH
CA
MP
US
AIR
ME
N T
RA
ININ
G C
OM
PLE
X 1
(ATC
1)
442
W91
26G
-09
-12-
0105
W91
26G
-09-
C-0
054 Plo
t Dat
e H
ere
9 J
ULY
200
9
1 2 3 4 5
E
D
C
B
A
KEY PLAN
A B
D C
MP
LS08
3737
R1
DR
AW
ING
NU
MB
ER
: LA
09 -
0001
W91
26G
-09-
C-0
054
LA
IB
LOW
E
FIN
L EY
A-S108126
GR
OU
ND
FLO
OR
SLA
B PL
AN -
AREA
B
A-S1081GROUND FLOOR SLAB PLAN - AREA B
0'4' 8'
SCALE: 1/8" = 1'-0"
8'
N
PLANNORTH
N
SITENORTH
SITE NORTH IS ROTATED90 DEGREES CLOCKWISEON THIS SHEET FROM THENORTH ARROW ON CIVILPLANS
LEGEND:
NOTES:
CONTRACTOR IS RESPONSIBLE FOR TEMPORARY SHORING REQUIREDFOR THE SUPPORT OF GRADE BEAMS AND CONCRETE WALLSDURING BACKFILLING.
COORDINATE LIGHTNING PROTECTION CONDUIT INSTALLATION,PLUMBING AND MECHANICAL PENETRATIONS w/ ELECTRICALPLUMBING AND MECHANICAL DRAWINGS.
FOR TYPICAL DETAILS NOT REFERENCED SEE SHEET A-S501,A-S504, A-S505 AND A-S507.
TOP OF CONCRETE ELEVATION 0'-0" FOR FINISHED FLOOR =CIVIL ELEVATION 764.0 FT.
1.
2.
3.
4.
B.M. = APPROXIMATE BENCH MARK LOCATION SEE 5/A-S501.5.
COORDINATE SLAB DEPRESSIONS WITH ARCHITECTURAL DRAWINGS.6.
COORDINATE WITH ELECTRICAL, MECHANICAL, PLUMBING ANDARCHITECTURAL DRAWINGS.
7.
HOUSEKEEPING PADS PER 11/A-S502. COORDINATELOCATION AND SIZE WITH MECHANICAL, ELECTRICAL PLUMBINGAND ARCHITECTURAL DRAWINGS.
8.
MAINTAIN FLOOR CONSTRUCTION SHORING UNTIL ALL FLOORSABOVE HAVE BEEN POURED AND ALL POUR STRIPS HAVE BEENINSTALLED PER PLAN.
9.
CONTRACTOR CAN PROPOSE ALTERNATE CONSTRUCTION ANDSHRINKAGE CONTROL JOINTS IF DESIRED.
10.
SEE SHEET 16/A-S604 FOR GROUND FLOOR BM SCHEDULE.11.
SEE SHEET 6/A-S603 FOR COLUMN SCHEDULE.12.
FOR EXTENTS OF SLOPED SLAB SEE A-A102.13.
No.
Des
crip
tion
D.O
.No.
Act
ion
Dat
e
9
11
12
H K L N P QM
26' -
2"
19' - 6" 26' - 8" 19' - 6" 31' - 1" 31' - 1"26' - 2" 26' - 2"
23' -
0"
J
8
A-S3027
A-S302
8
DROP PANELREINF. PERTYP.
3
A-S505
MATCH LINE - AREA BM
ATC
H L
INE
- AR
EA D
SHEET A-S108SH
EET
A-S 1
10
5' -
6"4'
- 6"
4' - 6" 3' - 6" 3' - 6" 4' - 6" 5' - 6" 5' - 6"
A-1
A-1
A-1A-1
A-1
10
32' -
6"
35' -
4"
10" STRUCTURALSLAB UON
60" STRUCTURALSLAB
7
26' -
2"
18
A-S501
10
A-S505
CJ
CJ
CJ
9
A-S505
13
23' -
0"
BM
GB-1
BMBM
BM
BM
6' -
3"3'
- 9"
5' -
6"6'
- 0"
8"
BMBM
BM
BMBM BM
GB-1
3' - 6" 5' - 6"
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S50415
4' -
6"4'
- 6"
4' -
6"4'
- 6"
SHRINKAGE CONTROLJOINT PER 19/A-S504
13' - 10" 4"
4"25
' - 4
"
3' - 0" 3' - 0"
3' -
0"
4' - 6" 4' - 6"
6' - 4 3/8"
3"
2' - 1"
3' - 4"
11
A-S507
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S4015
SIM.
4' - 6" 4' - 6"
4' - 6" 3' - 6"
A-S302 5
A-S302
6
SIM.
RECESS1"x10"
9
A-S502
4
A-S505
TYP.
TYP.
151
A-1STUD RAILS PER 1/A-S505
WALL ELEVATION
8" CONCRETE WALL SEE ELEVATIONSAND WALL SCHEDULE FOR REINFORCINGSHEET A-S301 AND A-S302.
BM INDICATES BENCH MARK PER 5/A-S501
INDICATES 8" CMU w/ #5 BARS AT 40" O.C.(V) AND 9 GA. JOINT REINF. AT 16" O.C. (H)
INDICATES SLAB DEPRESSION
1 USE 9 1/4" THICK DROP PANEL PER3A/A-S505
GB1INDICATES GROUND FLOOR BM RE:SCHEDULE 16/A-S604
CJ CONSTRUCTION JOINT PER 17/A-S504
ST
A
TE
O F CA L I FOR
NIA
YE
L
R NO. S4594
EXP. 12/31/2010
S ARTTCUR U
L
R
R
RETSIGE
TAP
PDE FIKCI LNI
SSEFO ANOI
RNE
EE
NIG
DOCUMENT WAS AUTHORIZEDTHE SEAL APPEARING ON THIS
BY PATRICK I. FINLEY,S4594 ON 9 JULY 2009
Sheetreferencenumber
Sheet
BU
ILD
ING
Q
UA
LIT
Y S
OLU
TIO
NS
U.S
. AR
MY
EN
GIN
EE
R D
ISTR
ICT,
CO
RP
S O
F E
NG
INE
ER
SFO
RT
WO
RTH
, TE
XA
S
Des
igne
d by
:
Dw
n by
:
Rev
iew
ed b
y:
Sub
mitt
ed b
y:
EN
GIN
EE
R
Dat
e:
Sol
No.
Con
tr N
o.
Rev
.
Plo
t sca
le:
Plo
t dat
e:
File
nam
e:
Con
tr N
o.
DE
SIG
N F
ILE
:
Fort Worth District
US Army Corpsof Engineers
1:1
DA
VID
LU
KE
, PE
of
LAC
KLA
ND
AFB
, TE
XA
S
AIR
ME
N T
RA
ININ
G C
OM
PLE
X -
NO
RTH
CA
MP
US
AIR
ME
N T
RA
ININ
G C
OM
PLE
X 1
(ATC
1)
442
W91
26G
-09
-12-
0105
W91
26G
-09-
C-0
054 Plo
t Dat
e H
ere
9 J
ULY
200
9
1 2 3 4 5
E
D
C
B
A
KEY PLAN
A B
D C
MP
LS08
3737
R1
DR
AW
ING
NU
MB
ER
: LA
09 -
0001
W91
26G
-09-
C-0
054
LA
IB
LOW
E
FIN
L EY
A-S109127
GR
OU
ND
FLO
OR
SLA
B PL
AN -
AREA
C
A-S1091GROUND FLOOR SLAB PLAN - AREA C
0'4' 8'
SCALE: 1/8" = 1'-0"
8'
N
PLANNORTH
N
SITENORTH
SITE NORTH IS ROTATED90 DEGREES CLOCKWISEON THIS SHEET FROM THENORTH ARROW ON CIVILPLANS
LEGEND:
NOTES:
CONTRACTOR IS RESPONSIBLE FOR TEMPORARY SHORING REQUIREDFOR THE SUPPORT OF GRADE BEAMS AND CONCRETE WALLSDURING BACKFILLING.
COORDINATE LIGHTNING PROTECTION CONDUIT INSTALLATION,PLUMBING AND MECHANICAL PENETRATIONS w/ ELECTRICALPLUMBING AND MECHANICAL DRAWINGS.
FOR TYPICAL DETAILS NOT REFERENCED SEE SHEET A-S501,A-S504, A-S505 AND A-S507.
TOP OF CONCRETE ELEVATION 0'-0" FOR FINISHED FLOOR =CIVIL ELEVATION 764.0 FT.
1.
2.
3.
4.
B.M. = APPROXIMATE BENCH MARK LOCATION SEE 5/A-S501.5.
COORDINATE SLAB DEPRESSIONS WITH ARCHITECTURAL DRAWINGS.6.
COORDINATE WITH ELECTRICAL, MECHANICAL, PLUMBING ANDARCHITECTURAL DRAWINGS.
7.
HOUSEKEEPING PADS PER 11/A-S502. COORDINATELOCATION AND SIZE WITH MECHANICAL, ELECTRICAL PLUMBINGAND ARCHITECTURAL DRAWINGS.
8.
MAINTAIN FLOOR CONSTRUCTION SHORING UNTIL ALL FLOORSABOVE HAVE BEEN POURED AND ALL POUR STRIPS HAVE BEENINSTALLED PER PLAN.
9.
CONTRACTOR CAN PROPOSE ALTERNATE CONSTRUCTION ANDSHRINKAGE CONTROL JOINTS IF DESIRED.
10.
SEE SHEET 16/A-S604 FOR GROUND FLOOR BM SCHEDULE.11.
SEE SHEET 6/A-S603 FOR COLUMN SCHEDULE.12.
FOR EXTENTS OF SLOPED SLAB SEE A-A102.13.
No.
Des
crip
tion
D.O
.No.
Act
ion
Dat
e
9
11
12
D F HBA
31' - 1" 26' - 2"26' - 2"
26' -
2"
23' -
0"
G
8
A-S3022
DROP PANELREINF. PERTYP.
3
A-S505
3" SLAB RECESS
3" SLAB RECESS
3" SLAB RECESS
3/4" SLAB RECESS
MAT
CH
LIN
E - A
REA
CSH
E ET
A-S 1
09
3' - 6" 4' - 6"
6' -
11 1
/8"
1' - 0" 11' - 4"
3' - 6"
8"44
' - 1
0 3/
8"
8' - 10 3/4" 14' - 6 7/8"
5' -
3 3/
8"
3' - 6" 10' - 9 1/2" 9' - 2 1/2"
3" SLAB RECESS
8' - 1 5/8" 10"
7' -
8 3/
8"7'
- 0
1/4"
7' - 8"
5' -
6"4'
- 6"
A-1A-1
E
10
32' -
6"
35' -
4"
26' - 8" 19' - 6"
10" STRUCTURALSLAB UON
7
C
26' -
2"
31' - 1" 19' - 6"
19
A-S501
SCJ
CJ
CJ
CJ
16
A-S505
13
23
' - 0
"
GB-1
4' - 6" 3' - 6"
BMBM
BM
BM
GB-1
4' - 6" 4' - 6"
BMBM
BM
BMBMBM
4' -
6"4'
- 6"
6' -
3"3'
- 9"
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S50415
A-1
18" STRUCTURALSLAB
CORBEL
CORBEL
5
A-S502
4' -
6"4'
- 6"
8' -
0"MATCH LINE - AREA A
SHEET A-S107
1
1
4' - 6" 4' - 6"5' - 6" 3' - 6"
SHRINKAGE CONTROLJOINT PER 19/A-S504
5' -
6"6'
- 0"
6' - 8"
10' -
10
1/2"
1' -
7 5/
8"
10"
4"25
' - 4
"
4"
2' - 5 5/8"
1' -
7 5/
8"21
' - 1
3/8
"
6' - 10"
10' -
0 1
/8"
11
A-S507
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S4015
SIM.
13' - 10"
3' - 4" 2' - 1"
4
A-S505TYP.
4' - 6"
14' - 2 5/8"
A-S302
4
A-S302 1
A-S302
3
6' -
3 1/
8"
10"
15
A-S502
RECESS1"x10"
RECESS1"x10"
9
A-S502
TYP.
A-1STUD RAILS PER 1/A-S505
WALL ELEVATION
8" CONCRETE WALL SEE ELEVATIONSAND WALL SCHEDULE FOR REINFORCINGSHEET A-S301 AND A-S302.
BM INDICATES BENCH MARK PER 5/A-S501
INDICATES 8" CMU w/ #5 BARS AT 40" O.C.(V) AND 9 GA. JOINT REINF. AT 16" O.C. (H)
INDICATES SLAB DEPRESSION
1 USE 9 1/4" THICK DROP PANEL PER3A/A-S505
GB1INDICATES GROUND FLOOR BM RE:SCHEDULE 16/A-S604
CJ CONSTRUCTION JOINT PER 17/A-S504
ST
A
TE
O F CA L I FOR
NIA
YE
L
R NO. S4594
EXP. 12/31/2010
S ARTTCUR U
L
R
R
RETSIGE
TAP
PDE FIKCI LNI
SSEFO ANOI
RNE
EE
NIG
DOCUMENT WAS AUTHORIZEDTHE SEAL APPEARING ON THIS
BY PATRICK I. FINLEY,S4594 ON 9 JULY 2009
Sheetreferencenumber
Sheet
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EN
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e:
Sol
No.
Con
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Rev
.
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Plo
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442
W91
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-09
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0105
W91
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-09-
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054 Plo
t Dat
e H
ere
9 J
ULY
200
9
1 2 3 4 5
E
D
C
B
A
KEY PLAN
A B
D C
MP
LS08
3737
R1
DR
AW
ING
NU
MB
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: LA
09 -
0001
W91
26G
-09-
C-0
054
LA
IB
LOW
E
FIN
L EY
A-S110128
GR
OU
ND
FLO
OR
SLA
B PL
AN -
AREA
D
A-S1101GROUND FLOOR SLAB PLAN - AREA D
0'4' 8'
SCALE: 1/8" = 1'-0"
8'
N
PLANNORTH
N
SITENORTH
SITE NORTH IS ROTATED90 DEGREES CLOCKWISEON THIS SHEET FROM THENORTH ARROW ON CIVILPLANS
LEGEND:
NOTES:
CONTRACTOR IS RESPONSIBLE FOR TEMPORARY SHORING REQUIREDFOR THE SUPPORT OF GRADE BEAMS AND CONCRETE WALLSDURING BACKFILLING.
COORDINATE LIGHTNING PROTECTION CONDUIT INSTALLATION,PLUMBING AND MECHANICAL PENETRATIONS w/ ELECTRICALPLUMBING AND MECHANICAL DRAWINGS.
FOR TYPICAL DETAILS NOT REFERENCED SEE SHEET A-S501,A-S504, A-S505 AND A-S507.
TOP OF CONCRETE ELEVATION 0'-0" FOR FINISHED FLOOR =CIVIL ELEVATION 764.0 FT.
1.
2.
3.
4.
B.M. = APPROXIMATE BENCH MARK LOCATION SEE 5/A-S501.5.
COORDINATE SLAB DEPRESSIONS WITH ARCHITECTURAL DRAWINGS.6.
COORDINATE WITH ELECTRICAL, MECHANICAL, PLUMBING ANDARCHITECTURAL DRAWINGS.
7.
HOUSEKEEPING PADS PER 11/A-S502. COORDINATELOCATION AND SIZE WITH MECHANICAL, ELECTRICAL PLUMBINGAND ARCHITECTURAL DRAWINGS.
8.
MAINTAIN FLOOR CONSTRUCTION SHORING UNTIL ALL FLOORSABOVE HAVE BEEN POURED AND ALL POUR STRIPS HAVE BEENINSTALLED PER PLAN.
9.
CONTRACTOR CAN PROPOSE ALTERNATE CONSTRUCTION ANDSHRINKAGE CONTROL JOINTS IF DESIRED.
10.
SEE SHEET 16/A-S604 FOR GROUND FLOOR BM SCHEDULE.11.
SEE SHEET 6/A-S603 FOR COLUMN SCHEDULE.12.
FOR EXTENTS OF SLOPED SLAB SEE A-A102.13.
No.
Des
crip
tion
D.O
.No.
Act
ion
Dat
e
1
2
4
5
D F HBA31' - 1"
18' - 1"6' - 6" 6' - 6" 6' - 6"
MS CS MS
18' - 1"
MS CS
9' - 10" 4' - 10" 6' - 6" 13' - 8" 9' - 10" 3' - 2"
MS CS MS
CS
MS CS MS CS
5' - 9" 14' - 8" 5' - 9" 5' - 9" 14' - 8" 5' - 9"23
' - 0
"32
' - 6
"
MS
CS
MS
MS
CS
MS
MS
CS
MS
5' -
9"11
' - 6
"11
' - 6
"23
' - 1
0"21
' - 0
"5'
- 9"
5' -
9"14
' - 8
"14
' - 8
"5'
- 9"
5' -
9"5'
- 9"
5' -
9"5'
- 9"
5' -
9"
CS
5B6
8B6
4B6
CW
10B6
CW
8B6
CW
14B6CW
7B6C
W
5B6CW
16B6CW
10B6CW
9B610
B6
10B6
10B6
CW
4B6C
W
9B6
9B6
8B6
5B6
10B6
10B6
8B6
11B6 8B6
14B6 7B6 8B6
9B6
18B6CW18B6CW
14B6
26B6
12B6
13B6
13B6 6B6
9B6C
W
12B6
5B6
11B6CW 11B6CW
16B6 14B6
8B6
8B6
12B6
15B6
7B6
6B6
14B614B6
8B68B6
7B6C
W
15B6
CW
15B6
CW
13B6
7B6
10B6
8B6
7B6
8B6CW 8B6
10B6
10B6
8B6
7B6
10B6
8B6
5B6C
W
8B6 8B6
10B6
10B6
10B6CW
10B6
8B6
19B6
18B6
20B6
17B6
12B6
13B6
13B6
14B6
8B6 16B6
10B6 16B6
11B6
7B6
10B6
8B6 10B6
10B6CW 10B610B67B
6
8B6
9B6
8B6
8B6
G
6
26' -
2"
26' - 2" 26' - 2"
ESES
ES
ES ES ES
1' - 8"
1' - 8"
1' -
8"
1' -
8"
MAT
CH
LIN
E - A
REA
B
MATCH LINE - AREA D
14B6
13B6
5B6C
W5B
6CW
4B6
CW
4B6
CW
2B6
7B6
6B6
3B6
OPEN
5B6
5B6
3B6C
W
5B6C
W4B
6 C
W
4B6CW
8B6
5B6 5B6 5B6
3B6CW
8B6CW 8B6CW 9B6 8B6
10B6CW
E26' - 8" 19' - 6"
7
3
C
10B6
6' -
6"
8B6
#10 @ 4 1/2" O.C. EA. WAY BOTT.& #9 @ 8" O.C. EA. WAY TOP USE180 DEGREE HOOKS EA. END OFBARS TOP & BOTT.
31' - 1" 19' - 6"
23' -
0"
35' -
4"
26' -
2"
CS
4' - 10"
1' - 8"
4' - 10"
CS
1' -
8"
5' -
9"
CS
6' - 6" 4' - 10"
SHEE
T A-
S112
SHEET A-S114
ST
A
TE
O F CA L I FOR
NIA
YE
L
R NO. S4594
EXP. 12/31/2010
S ARTTCUR U
L
R
R
RETSIGE
TAP
PDE FIKCI LNI
SSEFO ANOI
RNE
EE
NIG
DOCUMENT WAS AUTHORIZEDTHE SEAL APPEARING ON THIS
BY PATRICK I. FINLEY,S4594 ON 9 JULY 2009
Sheetreferencenumber
Sheet
BU
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ING
Q
UA
LIT
Y S
OLU
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NS
U.S
. AR
MY
EN
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R D
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S O
F E
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SFO
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Des
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:
Dw
n by
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Rev
iew
ed b
y:
Sub
mitt
ed b
y:
EN
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EE
R
Dat
e:
Sol
No.
Con
tr N
o.
Rev
.
Plo
t sca
le:
Plo
t dat
e:
File
nam
e:
Con
tr N
o.
DE
SIG
N F
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:
Fort Worth District
US Army Corpsof Engineers
1:1
DA
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LU
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of
LAC
KLA
ND
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, TE
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X -
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RTH
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US
AIR
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RA
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X 1
(ATC
1)
442
W91
26G
-09
-12-
0105
W91
26G
-09-
C-0
054 Plo
t Dat
e H
ere
9 J
ULY
200
9
1 2 3 4 5
E
D
C
B
A
KEY PLAN
A B
D C
MP
LS08
3737
R1
DR
AW
ING
NU
MB
ER
: LA
09 -
0001
W91
26G
-09-
C-0
054
LA
IB
LOW
E
FIN
L EY
A-S111129
GR
OU
ND
FLO
OR
TWO
-WAY
SLA
B BO
TTO
M R
EIN
FOR
CIN
G P
LAN
- AR
EA A
A-S1111
GROUND FLOOR TWO-WAY SLAB BOTTOMREINFORCING PLAN - AREA A
0'4' 8'
SCALE: 1/8" = 1'-0"
8'
NOTES:SEE DETAIL SHEETS A-S504 AND A-S505 FOR TYPICAL TWOWAY STRUCTURAL SLAB DETAILS AND NOTES.
1.
N
PLANNORTH
N
SITENORTH
SITE NORTH IS ROTATED90 DEGREES CLOCKWISEON THIS SHEET FROM THENORTH ARROW ON CIVILPLANS
FOR BAR PLACING LAYOUT SEE 9/A-S504.2.
No.
Des
crip
tion
D.O
.No.
Act
ion
Dat
e
1
2
4
5
H K L N P QM19' - 6" 26' - 8" 19' - 6" 31' - 1" 31' - 1"
5' - 9" 14' - 8" 5' - 9" 5' - 9" 14' - 8" 5' - 9" 4' - 10" 9' - 10" 4' - 10" 6' - 6" 4' - 10" 9' - 10" 4' - 10" 6' - 6" 18' - 1" 6' - 6" 6' - 6" 18' - 1" 6' - 6"
CS MS CS MS MS CS MS MS MSCS
23' -
0"
32' -
6"
4' - 10" 6' - 6"
CS CS
5' -
9"11
' - 6
"5'
- 9"
5' -
9"
MS
CS
MS
CS
MS
MS
CS
MS
11' -
6"
23' -
10"
5' -
9"5'
- 9"
MS
21' -
0"
5' -
9"5'
- 9"
5' -
9"
14' -
8"
5' -
9"5'
- 9"
14' -
8"
CS
4B6CW
16B6CW 16B6CW
8B6
5B6
9B6
14B6 10B6CW 10B6CW
8B6
10B6CW
7B6CW
15B6
4B6
10B6
10B6
8B6
9B6 8B
6 8B6
4B6
4B6
11B6
10B6
6B6C
W
9B6
8B6
5B6 5B6
8B6 9B6
8B6
10B6
8B6
8B6
9B6
8B6
10B6
CW
10B6
CW
5B6C
W5B
6CW
9B6
11B6
8B6 8B6
4B6CW
14B614B6
7B6C
W
8B6
4B6C
W
12B6
14B6
8B6
7B6C
W
10B6
12B6
14B6
12B6
8B6 8B6
4B67B6CW
4B6
14B6
11B6
8B6
15B6
8B6 8B68B68B6CW 6B6
15B611B6
6B6C
W
12B6
CW
12B6
CW
12B6
9B6
12B6
16B611B6
14B610B6
10B6
8B6
8B6
3B67B
67B
6
8B6
9B6
8B6C
W
8B6
7B6
10B6
8B6
8B610
B6
7B6
8B6
12B610B6
10B610B6
10B67B6
10B6
8B6
10B6
8B6
10B6
8B6
8B6
10B6
10B6CW
8B6
8B6CW
10B6CW
J
6
26' -
2"
26' - 2" 26' - 2"
ES ES ES
ESES
ES
1' - 8" 1' - 8"
1' - 8"
1' -
8"
1' -
8"
MATCH LINE - AREA C
5B6
CW 7B6
8B6
7B6C
W
7B6C
W
8B6C
W
4B6
26B6CW
11B6CW
7B6CW7B6CW
16B6CW 16B6
7
3
6' -
6"
13B6
26' -
2"
23' -
0"
35' -
4"
MAT
CH
LIN
E - A
REA
A6' - 6"13' - 8"
MS CS
5' -
9"
CS
1' -
8"
5' -
9"5'
- 9"
CS
SHE E
T A-
S 111
SHEET A-S113
151
ST
A
TE
O F CA L I FOR
NIA
YE
L
R NO. S4594
EXP. 12/31/2010
S ARTTCUR U
L
R
R
RETSIGE
TAP
PDE FIKCI LNI
SSEFO ANOI
RNE
EE
NIG
DOCUMENT WAS AUTHORIZEDTHE SEAL APPEARING ON THIS
BY PATRICK I. FINLEY,S4594 ON 9 JULY 2009
Sheetreferencenumber
Sheet
BU
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ING
Q
UA
LIT
Y S
OLU
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U.S
. AR
MY
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R D
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CO
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S O
F E
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SFO
RT
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, TE
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Des
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d by
:
Dw
n by
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Rev
iew
ed b
y:
Sub
mitt
ed b
y:
EN
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R
Dat
e:
Sol
No.
Con
tr N
o.
Rev
.
Plo
t sca
le:
Plo
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e:
File
nam
e:
Con
tr N
o.
DE
SIG
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Fort Worth District
US Army Corpsof Engineers
1:1
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of
LAC
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, TE
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X 1
(ATC
1)
442
W91
26G
-09
-12-
0105
W91
26G
-09-
C-0
054 Plo
t Dat
e H
ere
9 J
ULY
200
9
1 2 3 4 5
E
D
C
B
A
KEY PLAN
A B
D C
MP
LS08
3737
R1
DR
AW
ING
NU
MB
ER
: LA
09 -
0001
W91
26G
-09-
C-0
054
LA
IB
LOW
E
FIN
L EY
A-S112130
GR
OU
ND
FLO
OR
TWO
-WAY
SLA
B BO
TTO
M R
EIN
FOR
CIN
G P
LAN
- AR
EA B
A-S1121
GROUND FLOOR TWO-WAY SLAB BOTTOMREINFORCING PLAN - AREA B
0'4' 8'
SCALE: 1/8" = 1'-0"
8'
N
PLANNORTH
N
SITENORTH
SITE NORTH IS ROTATED90 DEGREES CLOCKWISEON THIS SHEET FROM THENORTH ARROW ON CIVILPLANS
NOTES:1.
FOR BAR PLACING LAYOUT SEE 9/A-S504.2.
SEE DETAIL SHEETS A-S504 AND A-S505 FOR TYPICAL TWOWAY STRUCTURAL SLAB DETAILS AND NOTES.
No.
Des
crip
tion
D.O
.No.
Act
ion
Dat
e
9
11
12
H K L N P QM
23' -
0"
MS
CS
MS
MS
CS
MS
CS
MS
14' -
8"
5' -
9"5'
- 9"
14' -
8"
5' -
9"5'
- 9"
5' -
9"
5' -
9"
21' -
0"
23' -
10"
5' -
9"5'
- 9"
11' -
6"
5' -
9"5'
- 9"
11' -
6"
6' - 6"
6' - 6"
18' - 1"6' - 6"6' - 6"18' - 1"6' - 6"4' - 10"9' - 10"4' - 10"6' - 6"4' - 10"9' - 10"4' - 10"5' - 9"14' - 8"5' - 9"5' - 9"14' - 8"5' - 9"
MS
MS
CSMSMSCSMS
4' - 10"
MSCSMSCS
CS CS
CS
CS
8B6
5B6C
W5B
6CW
5B6CW
16B6CW
17T6
8B6
10B6
7B6
10B6
10B6
33T6
7B6
6B6C
W6B
6CW
9B6
12B6
16B611B6
11B6
12B6
15B611B6
14B610B6
14B610B6
6B6
4B6C
W4B
6
7B6
7B6
8B6
8B6
8B6
10B6
8B6
4B6C
W
10B6
7B6
14B6 CW
11B6
6B6CW
7B6
8B6
9B6
7B6
10B6
10B6
14B6
8B6
12B6
16B6CW
14B6
9B68B6
10B6
CW
10B6
CW
9B6
10B6
10B6
11B6CW
8B6
8B6
5B6CW
6B6CW
12B6
14B6
9B6
10B6
8B68B6
9B6
8B6
10B6
10B6CW
8B6
10B6
8B6
10B6 8B6
7B6
8B6
11B6
10B6
CW
8B6
8B6 11B6
10B6
CW
10B6 12B6
7B6
8B6
8B6CW
10B6
10B6CW
10B6
10B6
8B6
8B6
8B6
12B68B6
8B6
J
8
26' -
2"
26' - 2" 26' - 2" 19' - 6" 26' - 8" 19' - 6" 31' - 1" 31' - 1"
ESES
ES
ESESES
1' - 8" 1' - 8"
1' - 8"
1' -
8"1'
- 8"
MATCH LINE - AREA BM
ATC
H L
INE
- AR
EA D
12B6
CW
12B6
CW
4B6
6B6
5B6C
W
6B6CW 6B6
14B6
14B6
16B6CW 26B6
14B6
9B6
11B6
9B6
5B6CW5B6CW
10
32' -
6"
35' -
4"
78B6CW 8B6
4B6C
W
4B64B6CW
14B6
#10 AT 4 1/2" O.C. EA. WAY BOTT.AND #9 AT 8" O.C. EA. WAY TOP USE180 DEGREE HOOKS EA. END OFBAR TOP AND BOTT. BARS
5' -
9"5'
- 9"
13
26' -
2"
23' -
0"
5' -
9"
CS
6' - 6"13' - 8"
CSMS
SHEET A-S112SH
EET
A-S 1
14
151
ST
A
TE
O F CA L I FOR
NIA
YE
L
R NO. S4594
EXP. 12/31/2010
S ARTTCUR U
L
R
R
RETSIGE
TAP
PDE FIKCI LNI
SSEFO ANOI
RNE
EE
NIG
DOCUMENT WAS AUTHORIZEDTHE SEAL APPEARING ON THIS
BY PATRICK I. FINLEY,S4594 ON 9 JULY 2009
Sheetreferencenumber
Sheet
BU
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ING
Q
UA
LIT
Y S
OLU
TIO
NS
U.S
. AR
MY
EN
GIN
EE
R D
ISTR
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CO
RP
S O
F E
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INE
ER
SFO
RT
WO
RTH
, TE
XA
S
Des
igne
d by
:
Dw
n by
:
Rev
iew
ed b
y:
Sub
mitt
ed b
y:
EN
GIN
EE
R
Dat
e:
Sol
No.
Con
tr N
o.
Rev
.
Plo
t sca
le:
Plo
t dat
e:
File
nam
e:
Con
tr N
o.
DE
SIG
N F
ILE
:
Fort Worth District
US Army Corpsof Engineers
1:1
DA
VID
LU
KE
, PE
of
LAC
KLA
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, TE
XA
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ME
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CA
MP
US
AIR
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RA
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OM
PLE
X 1
(ATC
1)
442
W91
26G
-09
-12-
0105
W91
26G
-09-
C-0
054 Plo
t Dat
e H
ere
9 J
ULY
200
9
1 2 3 4 5
E
D
C
B
A
KEY PLAN
A B
D C
MP
LS08
3737
R1
DR
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ING
NU
MB
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: LA
09 -
0001
W91
26G
-09-
C-0
054
LA
IB
LOW
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FIN
L EY
A-S113131
GR
OU
ND
FLO
OR
TWO
-WAY
SLA
B BO
TTO
M R
EIN
FOR
CIN
G P
LAN
- AR
EA C
A-S1131
GROUND FLOOR TWO-WAY SLAB BOTTOMREINFORCING - AREA C
0'4' 8'
SCALE: 1/8" = 1'-0"
8'
N
PLANNORTH
N
SITENORTH
SITE NORTH IS ROTATED90 DEGREES CLOCKWISEON THIS SHEET FROM THENORTH ARROW ON CIVILPLANS
NOTES:1.
FOR BAR PLACING LAYOUT SEE 9/A-S504.2.
SEE DETAIL SHEETS A-S504 AND A-S505 FOR TYPICAL TWOWAY STRUCTURAL SLAB DETAILS AND NOTES.
No.
Des
crip
tion
D.O
.No.
Act
ion
Dat
e
9
11
12
D F HBA
5' - 9"14' - 8"5' - 9"5' - 9"14' - 8"5' - 9"4' - 10"9' - 10"13' - 8"6' - 6"4' - 10"9' - 10"18' - 1"6' - 6"6' - 6"18' - 1"6' - 6"
CSMSCSMS
4' - 10"
MSCSMSCSMSMSCSMS
23' -
0"
MS
CS
MS
MS
CS
MS
MS
CS
MS
14' -
8"
14' -
8"
5' -
9"5'
- 9"
21' -
0"
23' -
10"
5' -
9"5'
- 9"
11' -
6"
11' -
6"
5' -
9"5'
- 9"
5' -
9"5'
- 9"
5' -
9"
5' -
9"
CS
CS
CS
7B6C
W
15B6
CW
7B6C
W
5B6C
W
8B6
4B6
5B6
CW
6B6CW 6B6CW
8B6
10B610B6
9B6CW 8B6
14B6CW
8B6
9B6
10B6
10B6
11B6
8B6
8B6
10B6
CW
10B6
CW
8B6
9B6
5B6
CW
11B6CW
9B6
5B6CW5B6CW
4B6
10B6
15B6
12B6
12B6
14B6
8B68B68B6
7B6
4B6C
W
7B6
8B6
14B6
8B6CW
6B6
16B6
10B6
8B6
9B6
10B6
14B6 14B6
8B68B69B6 8B69B6
7B6C
W
14B6
14B6
13B6
15B6
CW
19B6 15B6
18B6CW
20B6
9B6
7B6
12B6
CW 13B6
7B6
10B6
13B6
10B6
10B6
8B6
10B6
16B6
8B6
8B6
7B6
7B6
10B6
8B6
8B6
8B6
10B6 10B6CW
8B6
10B6
8B6
10B6
10B6
8B6
10B6
10B6
10B6CW
10B6
8B6
8B68B6CW 8B617B6 8B6 16B6
16B6CW16B6CW16B6CW16B6CW
8B6C
W
G
8
26' -
2"
ESESES
ESES
ES 1' -
8"1'
- 8"
1' - 8"
1' - 8" MAT
CH
LIN
E - A
REA
C
5B6C
W5B
6CW
4B6
CW
4B6
CW
5B6C
W
7B6
6B6C
W6B
6
10B6
9B6
14B6CW
3B6 4B6
6B6CW 6B6CW
5B6CW 5B6CW 4B6
9B6
5B6CW5B6CW
E
10
32' -
6"
35' -
4"
31' - 1" 50' - 7" 26' - 8" 19' - 6" 26' - 2" 26' - 2"
7
C
6B6CW
8B6
8B6
8B6CW 8B6CW
13
26' -
2"
MATCH LINE - AREA A
CS
23' -
0"
CS
1' - 8"
6' - 6" 4' - 10"
SHEE
T A-
S 113
SHEET A-S111S
TA
TE
O F CA L I FOR
NIA
YE
L
R NO. S4594
EXP. 12/31/2010
S ARTTCUR U
L
R
R
RETSIGE
TAP
PDE FIKCI LNI
SSEFO ANOI
RNE
EE
NIG
DOCUMENT WAS AUTHORIZEDTHE SEAL APPEARING ON THIS
BY PATRICK I. FINLEY,S4594 ON 9 JULY 2009
Sheetreferencenumber
Sheet
BU
ILD
ING
Q
UA
LIT
Y S
OLU
TIO
NS
U.S
. AR
MY
EN
GIN
EE
R D
ISTR
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CO
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S O
F E
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SFO
RT
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, TE
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Des
igne
d by
:
Dw
n by
:
Rev
iew
ed b
y:
Sub
mitt
ed b
y:
EN
GIN
EE
R
Dat
e:
Sol
No.
Con
tr N
o.
Rev
.
Plo
t sca
le:
Plo
t dat
e:
File
nam
e:
Con
tr N
o.
DE
SIG
N F
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:
Fort Worth District
US Army Corpsof Engineers
1:1
DA
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of
LAC
KLA
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, TE
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S
AIR
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RTH
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MP
US
AIR
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RA
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X 1
(ATC
1)
442
W91
26G
-09
-12-
0105
W91
26G
-09-
C-0
054 Plo
t Dat
e H
ere
9 J
ULY
200
9
1 2 3 4 5
E
D
C
B
A
KEY PLAN
A B
D C
MP
LS08
3737
R1
DR
AW
ING
NU
MB
ER
: LA
09 -
0001
W91
26G
-09-
C-0
054
LA
IB
LOW
E
FIN
L EY
A-S114132
GR
OU
ND
FLO
OR
TWO
-WAY
SLA
B BO
TTO
M R
EIN
FOR
CIN
G P
LAN
- AR
EA D
A-S1141
GROUND FLOOR TWO-WAY SLAB BOTTOMREINFORCING PLAN - AREA D
0'4' 8'
SCALE: 1/8" = 1'-0"
8'
N
PLANNORTH
N
SITENORTH
SITE NORTH IS ROTATED90 DEGREES CLOCKWISEON THIS SHEET FROM THENORTH ARROW ON CIVILPLANS
NOTES:1.
FOR BAR PLACING LAYOUT SEE 9/A-S504.2.
SEE DETAIL SHEETS A-S504 AND A-S505 FOR TYPICAL TWOWAY STRUCTURAL SLAB DETAILS AND NOTES.
No.
Des
crip
tion
D.O
.No.
Act
ion
Dat
e
1
2
4
5
D F HBA31' - 1"
18' - 1"6' - 6" 6' - 6" 6' - 6"
MS CS MS
18' - 1"
MS CS
9' - 10" 4' - 10" 6' - 6" 13' - 8" 9' - 10" 4' - 10"
MS CS MS
4' - 10"
MS CS MS CS
CS
5' - 9" 14' - 8" 5' - 9" 5' - 9" 14' - 8" 5' - 9"
23' -
0"
32' -
6"
MS
CS
MS
MS
CS
MS
MS
CS
MS
5' -
9"11
' - 6
"11
' - 6
"23
' - 1
0"21
' - 0
"5'
- 9"
5' -
9"14
' - 8
"14
' - 8
"5'
- 9"
5' -
9"5'
- 9"
5' -
9"5'
- 9"
5' -
9"
CS
8T6
8T6 8T6
15T6 26T6
8T6 8T6
12T6
5T6
19T6
29T6
10T6
10T6
10T6
32T6
13T6
20T6
5T6
7T6
10T6
10T6
10T6
9T6
18T6
13T6
8T6 CW 19T9CW
11T6
5T6
15T6
9T6
40T6
41T6
10T6
20T6
23T6
7T6
8T6
7T6
13T6
12T6
12T6
12T6
20T6
40T6
12T6
12T6
23T6
26T6
7T6
22T6
10T6
7T6
21T6
12T6
30T6
12T6
22T6
7T6
26T6
10T6
7T6
22T6
31T6
28T6 CW
19T6CW 22T6 27T6
4T6 6T6CW 6T6 CW6T6 CW 4T6
3T6
26T6 16T6 16T6
25T6
15T6CW
6T6
12T6 12T6CW
9T6 19T6 21T6 28T6 24T6 CW
12T6 12T6
23T6 21T6
36T6
11T6
11T6
20T6
28T6
10T6
10T6
10T6CW10T6CW10T6 CW14T610T6
27T6 48T6 30T6CW 12T6CW20T6 CW
15T6
11T6
10T6
14T6
17T6
12T6
11T6
17T6
12T6CW
10T6CW16T610T6
10T6CW
10T6CW10T6 10T6CW
G
6
1' - 8"
ES ES
1' - 8"
ES
ESES
ES
1' -
8"
1' -
8"
6T6
44T6
E
19T6
9T6
29T6
12T6
26' - 8" 19' - 6"
26' -
2"
26' - 2" 26' - 2"
7
3
C
10T6CW
30T6CW 20T6 CW 20T6
10T6
6' -
6"
22T6
8T6
22T6
8T6
8T6
34T6
#10 @ 4 1/2" O.C. EA. WAY BOTT.& #9 @ 8" O.C. EA. WAY TOP USE180 DEGREE HOOKS EA. END OFBARS TOP & BOTT.
19' - 6"31' - 1"
26' -
2"
23' -
0"
35' -
4"
CS
5' -
9"5'
- 9" 1' -
8"
CS
6' - 6" 4' - 10"
1' - 8"
MAT
CH
LIN
E - A
REA
B
MATCH LINE - AREA D
SHEE
T A-
S 116
SHEET A-S118
CS
ST
A
TE
O F CA L I FOR
NIA
YE
L
R NO. S4594
EXP. 12/31/2010
S ARTTCUR U
L
R
R
RETSIGE
TAP
PDE FIKCI LNI
SSEFO ANOI
RNE
EE
NIG
DOCUMENT WAS AUTHORIZEDTHE SEAL APPEARING ON THIS
BY PATRICK I. FINLEY,S4594 ON 9 JULY 2009
Sheetreferencenumber
Sheet
BU
ILD
ING
Q
UA
LIT
Y S
OLU
TIO
NS
U.S
. AR
MY
EN
GIN
EE
R D
ISTR
ICT,
CO
RP
S O
F E
NG
INE
ER
SFO
RT
WO
RTH
, TE
XA
S
Des
igne
d by
:
Dw
n by
:
Rev
iew
ed b
y:
Sub
mitt
ed b
y:
EN
GIN
EE
R
Dat
e:
Sol
No.
Con
tr N
o.
Rev
.
Plo
t sca
le:
Plo
t dat
e:
File
nam
e:
Con
tr N
o.
DE
SIG
N F
ILE
:
Fort Worth District
US Army Corpsof Engineers
1:1
DA
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LU
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, PE
of
LAC
KLA
ND
AFB
, TE
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AIR
ME
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NO
RTH
CA
MP
US
AIR
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RA
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OM
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X 1
(ATC
1)
442
W91
26G
-09
-12-
0105
W91
26G
-09-
C-0
054 Plo
t Dat
e H
ere
9 J
ULY
200
9
1 2 3 4 5
E
D
C
B
A
KEY PLAN
A B
D C
MP
LS08
3737
R1
DR
AW
ING
NU
MB
ER
: LA
09 -
0001
W91
26G
-09-
C-0
054
LA
IB
LOW
E
FIN
L EY
A-S115133
GR
OU
ND
FLO
OR
TWO
-WAY
SLA
B TO
P R
EIN
FOR
CIN
G P
LAN
- AR
EA A
A-S1151
GROUND FLOOR TWO-WAY SLAB TOPREINFORCING PLAN - AREA A
N
PLANNORTH
N
SITENORTH
SITE NORTH IS ROTATED90 DEGREES CLOCKWISEON THIS SHEET FROM THENORTH ARROW ON CIVILPLANS
0'4' 8'
SCALE: 1/8" = 1'-0"
8'
NOTES:1.
FOR BAR PLACING LAYOUT SEE 9/A-S504.2.
SEE DETAIL SHEETS A-S504 AND A-S505 FOR TYPICAL TWOWAY STRUCTURAL SLAB DETAILS AND NOTES.
No.
Des
crip
tion
D.O
.No.
Act
ion
Dat
e
1
2
4
5
H K L N P QM19' - 6" 26' - 8" 19' - 6" 31' - 1" 31' - 1"
5' - 9" 14' - 8" 5' - 9" 5' - 9" 14' - 8" 5' - 9" 4' - 10" 9' - 10" 4' - 10" 6' - 6" 13' - 8" 6' - 6" 4' - 10" 9' - 10" 4' - 10" 6' - 6" 18' - 1" 6' - 6" 6' - 6" 18' - 1" 6' - 6"
CS MS CS MS MS CS MS CS MS MS MSCS
23' -
0"
32' -
6"
CS CS
5' -
9"11
' - 6
"5'
- 9"
5' -
9"
MS
CS
MS
CS
MS
MS
CS
MS
11' -
6"
23' -
10"
5' -
9"5'
- 9"
MS
21' -
0"
5' -
9"5'
- 9"
CS
14' -
8"
5' -
9"5'
- 9"
14' -
8"
8T6 8T69T6
8T68T68T6
15T626T623T6
8T68T68T6
5T6
10T6
13T6
10T6
10T6
9T6
6T6
8T6
20T6
10T6
32T6
9T6
8T6
16T6 16T6
20T6
36T6 16T6
15T6 6T6
7T6
26T6
4T6CW
21T6CW
10T6 10T6
4T6
11T6
19T6
9T6
12T6 12T6 12T6
24T6 18T6
12T6 12T6
8T6 13T6
8T6CW
34T6 36
T6
11T6
12T6
35T6
8T6
10T6
10T6
26T6
28T6
22T6
10T6
7T6
10T6
7T6
23T6
26T6
13T6
4T6
4T6 15
T6C
W
9T6
7T6
7T6
23T6
23T6
14T6
11T6
12T6
11T6
17T6
10T6
12T6
7T6
7T6
16T6
20T6CW
19T6
20T6
10T6 10T6CW
10T6 10T6CW 10T6 10T6CW
18T6
19T6
34T6
19T6
23T6CW
10T6
21T6
10T6
7T6
7T6
8T6
12T6
12T6
16T6
20T6
12T6
12T6
31T6
10T6
37T6
10T6CW10T6
21T6
10T613T6
18T6
12T6
12T6
25T6
10T6
9T6
J
6
ES
1' - 8" 1' - 8"
ES ES
1' - 8"
1' -
8"
1' -
8"
ESES
ES
10T6
CW
15T6
CW
6T6
9T6
10T6
5T6
21T628T622T6
16T6
9T6 3T6
24T625T6
16T6
4T64T6 4T64T6
12T6
21T6
21T6 24T6 14T6
10T6CW
10T6CW
12T6CW
26' -
2"
26' - 2" 26' - 2"
7
3
6' -
6"
8T6CW 8T6CW
10T6
18T6
10T610T6
23T6
23' -
0"
35' -
4"
26' -
2"
MAT
CH
LIN
E - A
REA
B
MATCH LINE - AREA C
MAT
CH
LIN
E - A
REA
A
5' -
9"
CS
CS
5' -
9"5'
- 9"
1' -
8"
SHE E
T A-
S 115
SHEET A-S117
ST
A
TE
O F CA L I FOR
NIA
YE
L
R NO. S4594
EXP. 12/31/2010
S ARTTCUR U
L
R
R
RETSIGE
TAP
PDE FIKCI LNI
SSEFO ANOI
RNE
EE
NIG
DOCUMENT WAS AUTHORIZEDTHE SEAL APPEARING ON THIS
BY PATRICK I. FINLEY,S4594 ON 9 JULY 2009
Sheetreferencenumber
Sheet
BU
ILD
ING
Q
UA
LIT
Y S
OLU
TIO
NS
U.S
. AR
MY
EN
GIN
EE
R D
ISTR
ICT,
CO
RP
S O
F E
NG
INE
ER
SFO
RT
WO
RTH
, TE
XA
S
Des
igne
d by
:
Dw
n by
:
Rev
iew
ed b
y:
Sub
mitt
ed b
y:
EN
GIN
EE
R
Dat
e:
Sol
No.
Con
tr N
o.
Rev
.
Plo
t sca
le:
Plo
t dat
e:
File
nam
e:
Con
tr N
o.
DE
SIG
N F
ILE
:
Fort Worth District
US Army Corpsof Engineers
1:1
DA
VID
LU
KE
, PE
of
LAC
KLA
ND
AFB
, TE
XA
S
AIR
ME
N T
RA
ININ
G C
OM
PLE
X -
NO
RTH
CA
MP
US
AIR
ME
N T
RA
ININ
G C
OM
PLE
X 1
(ATC
1)
442
W91
26G
-09
-12-
0105
W91
26G
-09-
C-0
054 Plo
t Dat
e H
ere
9 J
ULY
200
9
1 2 3 4 5
E
D
C
B
A
KEY PLAN
A B
D C
MP
LS08
3737
R1
DR
AW
ING
NU
MB
ER
: LA
09 -
0001
W91
26G
-09-
C-0
054
LA
IB
LOW
E
FIN
L EY
A-S116134
GR
OU
ND
FLO
OR
TWO
-WAY
SLA
B TO
P R
EIN
FOR
CIN
G P
LAN
- AR
EA B
A-S1161
GROUND FLOOR TWO-WAY SLAB TOPREINFORCING PLAN - AREA B
0'4' 8'
SCALE: 1/8" = 1'-0"
8'
N
PLANNORTH
N
SITENORTH
SITE NORTH IS ROTATED90 DEGREES CLOCKWISEON THIS SHEET FROM THENORTH ARROW ON CIVILPLANS
NOTES:1.
FOR BAR PLACING LAYOUT SEE 9/A-S504.2.
SEE DETAIL SHEETS A-S504 AND A-S505 FOR TYPICAL TWOWAY STRUCTURAL SLAB DETAILS AND NOTES.
No.
Des
crip
tion
D.O
.No.
Act
ion
Dat
e
9
11
12
H K L N P QM
23' -
0"
MS
CS
MS
MS
CS
MS
CS
MS
14' -
8"
5' -
9"5'
- 9"
14' -
8"
5' -
9"5'
- 9"
CS
CS
21' -
0"
5' -
9"11
' - 6
"5'
- 9"
5' -
9"11
' - 6
"
6' - 6"
CS
18' - 1"6' - 6"6' - 6"18' - 1"6' - 6"4' - 10"9' - 10"4' - 10"6' - 6"13' - 8"6' - 6"4' - 10"9' - 10"4' - 10"5' - 9"14' - 8"5' - 9"5' - 9"14' - 8"5' - 9"
MSCSMSMSCSMSCSMS
CS
MSCSMSCS
8T6 8T6 8T6
10T6CW 10T6CW
12T6
10T6
13T6
10T6
23T618T6CW 18T6CW 4T6
23T6
8T6
10T6
19T6
20T6
10T6
5T6
10T6
6T6
7T6
26T6 15T6
8T6 8T6
29T6
29T6
10T6
32T6
10T6 20
T6
13T6
7T6
5T6
7T6
16T6 16T6 27T6CW
23T6
11T6
18T617
T6
12T6
7T6
10T6CW 10T6 10T6CW 10T6CW
10T6CW 10T6 10T6CW 10T6CW
18T6
23T6CW
19T6
23T6
11T6
13T6
14T6
10T6
7T6
16T6
21T6CW
20T6
21T6
25T6CW
10T6
20T6
24T6CW
10T6
25T6
28T6
25T6
10T6
10T6
7T6
21T6
23T6CW
34T6
36T6
29T6
12T6
11T6
9T623T6CW
23T6
14T6 14T6 14T6
23T6
41T6
7T6
CW
7T6 12
T67T
6
10T6
27T6
26T6CW
7T6
7T6
7T6
14T6 14T6
35T9 CW
15T6CW
15T6CW
18T6
12T6
12T6
25T6
34T6
21T6
12T6 12
T6
31T6
37T6
13T6
10T6
10T6
12T6
13T6 12T6
16T6 6T
6
7T6
10T6
10T6
21T6
10T6
20T6
9T6
J
8
ES1' -
8"1'
- 8"
ES
ESESES
1' - 8"
1' - 8"1' - 8"
1026
T6
5T6
35' -
4"
32' -
6"
26' - 2" 26' - 2" 19' - 6" 26' - 8" 19' - 6" 31' - 1" 31' - 1"
26' -
2"
18T6CW
13T6CW
22T6
14T6CW
26T6
15T6
27T6CW 27T6
13T6CW
7
#10 AT 4 1/2" O.C. EA. WAY BOTT.AND #9 AT 8" O.C. EA. WAY TOP USE180 DEGREE HOOKS EA. END OFBAR TOP AND BOTT. BARS
29T6
24T621T6
10T6
25T6CW23T6
13
26' -
2"
23' -
0"
MATCH LINE - AREA B
MAT
CH
LIN
E - A
REA
D
5' -
9"
CS
CS
5' -
9"5'
- 9"
5' -
9"23
' - 1
0"5'
- 9"
MS
ES
SHEET A-S116
SHEE
T A-
S 118
ST
A
TE
O F CA L I FOR
NIA
YE
L
R NO. S4594
EXP. 12/31/2010
S ARTTCUR U
L
R
R
RETSIGE
TAP
PDE FIKCI LNI
SSEFO ANOI
RNE
EE
NIG
DOCUMENT WAS AUTHORIZEDTHE SEAL APPEARING ON THIS
BY PATRICK I. FINLEY,S4594 ON 9 JULY 2009
Sheetreferencenumber
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e:
File
nam
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Con
tr N
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DE
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ILE
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Fort Worth District
US Army Corpsof Engineers
1:1
DA
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KLA
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1)
442
W91
26G
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0105
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054 Plo
t Dat
e H
ere
9 J
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200
9
1 2 3 4 5
E
D
C
B
A
KEY PLAN
A B
D C
MP
LS08
3737
R1
DR
AW
ING
NU
MB
ER
: LA
09 -
0001
W91
26G
-09-
C-0
054
LA
IB
LOW
E
FIN
L EY
A-S117135
GR
OU
ND
FLO
OR
TWO
-WAY
SLA
B TO
P R
EIN
FOR
CIN
G P
LAN
- AR
EA C
A-S1171
GROUND FLOOR TWO-WAY SLAB TOPREINFORCING PLAN - AREA C
0'4' 8'
SCALE: 1/8" = 1'-0"
8'
N
PLANNORTH
N
SITENORTH
SITE NORTH IS ROTATED90 DEGREES CLOCKWISEON THIS SHEET FROM THENORTH ARROW ON CIVILPLANS
NOTES:1.
FOR BAR PLACING LAYOUT SEE 9/A-S504.2.
SEE DETAIL SHEETS A-S504 AND A-S505 FOR TYPICAL TWOWAY STRUCTURAL SLAB DETAILS AND NOTES.
No.
Des
crip
tion
D.O
.No.
Act
ion
Dat
e
9
11
12
D F HBA
5' - 9"14' - 8"5' - 9"5' - 9"14' - 8"5' - 9"4' - 10"9' - 10"13' - 8"6' - 6"4' - 10"9' - 10"18' - 1"6' - 6"6' - 6"18' - 1"6' - 6"
CSMSCSMS
CS
MSCSMSCSMSMSCSMS
23' -
0"
MS
CS
MS
MS
CS
MS
CS
MS
14' -
8"
14' -
8"
5' -
9"5'
- 9"
21' -
0"
5' -
9"11
' - 6
"11
' - 6
"5'
- 9"
5' -
9"5'
- 9"
5' -
9"
CS
CS
19T6
25T6
13T6
7T6
12T6
41T6
12T6
27T6
7T6
23T6
10T6
7T6
12T6
21T6
12T6 12
T6
8T6
14T6
7T6
10T6
6T6
5T6
8T6
11T6
CW
11T6
CW 13
T6
31T6
6T6
10T6
CW
10T6
CW
4T6
CW
4T6
CW
13T6
22T6
10T6CW
8T6
15T6
8T6
13T6CW
10T6CW
8T6
26T6
8T6
18T6
6T6 CW
6T6
5T6
8T6
7T6
18T6
10T6
10T6 13
T6
10T6
12T6
20T6
10T6
19T6
9T6
32T6
10T6
29T6
29T6
10T6
7T6CW 7T6CW 7T6CW 18T6CW
21T629T6 16T616T6
28T6CW33T633T6CW43T625T6
10T6CW10T610T6CW14T68T6
20T6CW30T630T6CW48T626T6
10T6CW10T610T6CW14T610T6
9T6 19T6 10T6
8T6 26T6 22T6CW
18T6CW 18T6CW28T6
10T6CW10T6
10T6CW10T6
16T6
10T6
9T6
14T6
13T6CW 13T6CW20T6
7T6
22T6
10T6
28T6
12T6
25T6 22T6122T6
10T6
35T6
12T6
36T6
11T6
28T6 26T626T6
14T6 14T6 14T6 14T614T6 14T6
12T6
G
8
ESESES
ESES
1' - 8"
1' - 8"
1' -
8"1'
- 8"
E
10
26' -
2"
32' -
6"
35' -
4"
31' - 1" 50' - 7" 26' - 8" 19' - 6" 26' - 2" 26' - 2"
10T6
14T6 7T6 16T6
6T6 7T6
6T6
16T6
23T6
8T6
23T6
8T6
10T6CW
7
C
13T6
10T6CW
12T6
29T6 12
T6
22T6
7T6 26T6
10T6
21T6
7T6
17T6
12T6 11T6
17T6
13
26' -
2"
23' -
0"
11' - 4"
1' - 8"
CS
MAT
CH
LIN
E - A
REA
C
MATCH LINE - AREA A
23' -
10"
5' -
9"5'
- 9"
5' -
9"
MS
ESSHEET A-S115
SHEE
T A-
S 117
CS
ST
A
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O F CA L I FOR
NIA
YE
L
R NO. S4594
EXP. 12/31/2010
S ARTTCUR U
L
R
R
RETSIGE
TAP
PDE FIKCI LNI
SSEFO ANOI
RNE
EE
NIG
DOCUMENT WAS AUTHORIZEDTHE SEAL APPEARING ON THIS
BY PATRICK I. FINLEY,S4594 ON 9 JULY 2009
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t sca
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t dat
e:
File
nam
e:
Con
tr N
o.
DE
SIG
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ILE
:
Fort Worth District
US Army Corpsof Engineers
1:1
DA
VID
LU
KE
, PE
of
LAC
KLA
ND
AFB
, TE
XA
S
AIR
ME
N T
RA
ININ
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OM
PLE
X -
NO
RTH
CA
MP
US
AIR
ME
N T
RA
ININ
G C
OM
PLE
X 1
(ATC
1)
442
W91
26G
-09
-12-
0105
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-09-
C-0
054 Plo
t Dat
e H
ere
9 J
ULY
200
9
1 2 3 4 5
E
D
C
B
A
KEY PLAN
A B
D C
MP
LS08
3737
R1
DR
AW
ING
NU
MB
ER
: LA
09 -
0001
W91
26G
-09-
C-0
054
LA
IB
LOW
E
FIN
L EY
A-S118136
GR
OU
ND
FLO
OR
TWO
-WAY
SLA
B TO
P R
EIN
FOR
CIN
G P
LAN
- AR
EA D
A-S1181
GROUND FLOOR TWO-WAY SLAB TOPREINFORCING PLAN - AREA D
0'4' 8'
SCALE: 1/8" = 1'-0"
8'
N
PLANNORTH
N
SITENORTH
SITE NORTH IS ROTATED90 DEGREES CLOCKWISEON THIS SHEET FROM THENORTH ARROW ON CIVILPLANS
NOTES:1.
FOR BAR PLACING LAYOUT SEE 9/A-S504.2.
SEE DETAIL SHEETS A-S504 AND A-S505 FOR TYPICAL TWOWAY STRUCTURAL SLAB DETAILS AND NOTES.
No.
Des
crip
tion
D.O
.No.
Act
ion
Dat
e
1
2
4
5
9
11
12
D F H K L N P QBA MG J
6
8
E
10
7
3
C
13
151
ST
A
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O F CA L I FOR
NIA
YE
L
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EXP. 12/31/2010
S ARTTCUR U
L
R
R
RETSIGE
TAP
PDE FIKCI LNI
SSEFO ANOI
RNE
EE
NIG
DOCUMENT WAS AUTHORIZEDTHE SEAL APPEARING ON THIS
BY PATRICK I. FINLEY,S4594 ON 9 JULY 2009
Sheetreferencenumber
Sheet
BU
ILD
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Q
UA
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U.S
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EN
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ISTR
ICT,
CO
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S O
F E
NG
INE
ER
SFO
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WO
RTH
, TE
XA
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Des
igne
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le:
Plo
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File
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tr N
o.
DE
SIG
N F
ILE
:
Fort Worth District
US Army Corpsof Engineers
1:1
DA
VID
LU
KE
, PE
of
LAC
KLA
ND
AFB
, TE
XA
S
AIR
ME
N T
RA
ININ
G C
OM
PLE
X -
NO
RTH
CA
MP
US
AIR
ME
N T
RA
ININ
G C
OM
PLE
X 1
(ATC
1)
442
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-09
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0105
W91
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-09-
C-0
054 Plo
t Dat
e H
ere
9 J
ULY
200
9
1 2 3 4 5
E
D
C
B
A
KEY PLAN
A B
D C
MP
LS08
3737
R1
DR
AW
ING
NU
MB
ER
: LA
09 -
0001
W91
26G
-09-
C-0
054
LA
IB
LOW
E
FIN
L EY
A-S119137
2ND
, 3R
D A
ND
4TH
FLO
OR
OVE
RAL
L SL
AB P
LAN
A-S1191
2ND, 3RD AND 4TH FLOOR OVERALLSLAB PLAN
0'8'
SCALE: 1/16" = 1'-0"
16' 16'
N
PLANNORTH
N
SITENORTH
SITE NORTH IS ROTATED90 DEGREES CLOCKWISEON THIS SHEET FROM THENORTH ARROW ON CIVILPLANS
No.
Des
crip
tion
D.O
.No.
Act
ion
Dat
e
1
2
4
5
D F HBA
15.0
KLF 10" SLAB
15.0
KLF
25' - 1" 25' - 1"
13.5
KLF
13.5
KLF
C.J.
25' - 1"3' - 0"3' - 0" 3' - 0" 20' - 8"3' - 0" 25' - 1"
3' - 0"
3'-0" POUR STRIPSEE DETAIL7/A-S506
31' - 1"
27
' - 6
"2
9' -
4"
17
' - 2
"
10" SLAB
3' -
0"3'
- 0"
27' -
6"
2' -
0"17
' - 0
"3'
- 0"
3' -
0"17
' - 2
"2'
- 10
"
15 KLF
15 KLF
15 KLF
15 KLF
17
' - 2
"
3' -
0"29
' - 4
"
29
' - 4
"
8' - 8"
17
' - 0
"
G
6
26' - 2" 26' - 2"
10' - 6" 10' - 2"
9' - 6"
OPEN
SHEET A-S122.a03
SHEE
T A-
S 121
.a03
MATCH LINE - AREA D
8" SLAB
12" SLAB
MAT
CH
LIN
E - A
REA
B
15" SLAB
6' -
3"
E
B1 B2
B3 B4
B8 B9
B11 B12
B16 B17
B10
B5 B6 B7
B15B14B13
B18
B19
B20
B21
B22
B23
B26
B27
B24
B25
B28
B32
B33
B30
B31
B34
B35
B36
B37
26' - 8" 19' - 6"
W10X22
W10X22
W10
X22
W10X22
W10X22
W10X22W10X22
7
3
C
31' - 1" 19' - 6"23
' - 0
"23
' - 0
"35
' - 4
"32
' - 6
"26
' - 2
"26
' - 2
"
14
A-S508
B38
B38
11" SLAB
11' - 8"
B29
11' - 8"
15
A-S512
6' - 0 7/8" 10' - 9 5/8" 9' - 3 1/2"14' - 2 1/4"
8 3/
8"1'
- 8"
4' -
0 1/
8"
13
A-S512
14
A-S512
12
A-S512
PRECAST WALLS
14' - 2 1/4" 12' - 0 1/2" 14' - 1 1/2"
6' -
2 7/
8"
5' -
1 5/
8"
7' - 1"
1' - 0"
1' - 8"
12' -
0 1
/2"
4' - 10" 1' - 8"
6 1/8"3' - 2 3/4"
9' -
3 1/
2"
10"
10"
EQEQ
20
A-S508
3' - 0" 3' - 0" 13' - 6" 3' - 0" 3' - 0"
12
A-S507
24' -
0"
10' -
4"
1' - 0" 12' - 6"
7' - 10" 10' - 3" 8' -
2"5'
- 3
5/8"
4' - 2"10"
6' -
0"10
' - 0
"
13
A-S507
20
A-S508
1' -
1 1/
4"
3' -
0"3'
- 0"
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S4016
20" 4"
4" 5"
4"
(FE=268K) (FE=278K)
4"
(FE=348K)
16"
(FE=228K)
5"17.5"
4"
5"
5"
29"
4"
23"
3"10"
4"4" 23"27"5"5" 15.75"14.75"
(FE=214K) (FE=276K)
(FE=187K)
3" 3"
5"21"
3"
21"
21"
3"
5" 21"
5"5"
6"
21"
6"
21" 5"
3"
18"
18"
4" 4" 18" 5"
3"
18"
-3"
5"5"
5"
3"
(FE=214K)
4"
4 1/
2" 5"23"
4" 4"
3"
4"
-3"4"
23" 5'
5" 5" 5"
5" 5"5"
13" 21" 3" 21" 3" 21"
14.75" 25" 3"
(FE=375K)
24" 3" 22"
13" 21" 3" 21" 3" 21"
5"
5" 5" 5"
13"3" 17" 3" 17"
(FE=252K)
5" 5" 5"
14.5"3" 21" 3" 21"
3"
O.H.
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S4017
SIM.
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S4016
9' -
3 5/
8"
PROVIDE CHAIN LINKFENCE COVER PER10/A-S401
12
A-S507
13
A-S50517
A-S502
17
A-S502
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S4022
16
A-S505
TYP.
18
A-S502
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S4023
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S4026
INDICATES 3" DEPRESSED SLAB.
BX INDICATES POST-TENSION BEAM.RE: A-S604 FOR POST-TENSION BEAM SCHEDULE.
INDICATES CONCRETE WALLS.
15.0 KLFTENDON EFFECTIVE FORCE IN KIPS/FOOT. TENDONS SPREAD UNIFORMLY.
-1" INDICATES STEP IN TOP OF SLAB ELEVATION.
INDICATES POST-TENSIONED STRESSING END.
INDICATES INTERMEDIATE STRESSING ANCHORAGE. LOCATE ATCONTROL JOINT
INDICATES POST-TENSIONED DEAD END. REFER TO DETAIL 4/A-S506 FORADD TENDON
INDICATES DISTANCE FROM BOTTOM OF SLAB TO CENTER LINE OF POST-TENSIONED TENDONS LOCATED AT MID SPAN AND CENTER LINE SUPPORT
X"
INDICATES LOCATION OF POUR STRIP. CAST POURSTRIPS 60 DAYS MINIMUM AFTER POST-TENSIOING OFTHE SLAB.
INDICATES 6" CANTILEVERED CMU WALL w/ #4 AT 32" 0.C. (V)CENTERED AND 9 GA. JOINT REINF. AT 16" 0.C. (H).
INDICATES 8" CMU WALL w/ #4 AT 40" O.C. (V) CENTEREDAND 9 GA. JOINT REINF. AT 16" O.C. (H), TYP. U.N.O.
INDICATES DISTANCE FROM BOTTOM OF BEAM TO CENTER LINE OF TENDON.LOCATE AT MID SPAN AND CENTER LINE OF SUPPORT.
FE = 150K INDICATES TENDON EFFECTIVE FORCE IN BEAM
X"
INDICATES CONSTANT TENDON PROFILE,MEASURED FROM BOTTOM OF SLAB.
X"
CONSTRUCTION JOINT PER 8/A-S506.CJ
ST
A
TE
O F CA L I FOR
NIA
YE
L
R NO. S4594
EXP. 12/31/2010
S ARTTCUR U
L
R
R
RETSIGE
TAP
PDE FIKCI LNI
SSEFO ANOI
RNE
EE
NIG
DOCUMENT WAS AUTHORIZEDTHE SEAL APPEARING ON THIS
BY PATRICK I. FINLEY,S4594 ON 9 JULY 2009
Sheetreferencenumber
Sheet
BU
ILD
ING
Q
UA
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U.S
. AR
MY
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EE
R D
ISTR
ICT,
CO
RP
S O
F E
NG
INE
ER
SFO
RT
WO
RTH
, TE
XA
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Des
igne
d by
:
Dw
n by
:
Rev
iew
ed b
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Sub
mitt
ed b
y:
EN
GIN
EE
R
Dat
e:
Sol
No.
Con
tr N
o.
Rev
.
Plo
t sca
le:
Plo
t dat
e:
File
nam
e:
Con
tr N
o.
DE
SIG
N F
ILE
:
Fort Worth District
US Army Corpsof Engineers
1:1
DA
VID
LU
KE
, PE
of
LAC
KLA
ND
AFB
, TE
XA
S
AIR
ME
N T
RA
ININ
G C
OM
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X -
NO
RTH
CA
MP
US
AIR
ME
N T
RA
ININ
G C
OM
PLE
X 1
(ATC
1)
442
W91
26G
-09
-12-
0105
W91
26G
-09-
C-0
054 Plo
t Dat
e H
ere
9 J
ULY
200
9
1 2 3 4 5
E
D
C
B
A
KEY PLAN
A B
D C
MP
LS08
3737
R1
DR
AW
ING
NU
MB
ER
: LA
09 -
0001
W91
26G
-09-
C-0
054
LA
IB
LOW
E
FIN
L EY
A-S120.a03138
2ND
, 3R
D A
ND
4TH
FLO
OR
POST
TEN
SIO
NED
SLA
B PL
AN -
AREA
A
A-S120.a031
2ND, 3RD AND 4TH FLOORPOST TENSIONED SLAB PLAN - AREA A
LEGEND:
NOTES:
REF. SHEET A-S603 FOR COLUMN SCHEDULE.
REF. SHEET A-S507 FOR TYPICAL BM DETAILSAND SHEET A-S503 FOR TYPICAL COLUMNDETAILS
REF. SHEET A-S506 FOR TYPICAL P/T DETAILS.1.
2.
3.
N
PLANNORTH
N
SITENORTH
SITE NORTH IS ROTATED90 DEGREES CLOCKWISEON THIS SHEET FROM THENORTH ARROW ON CIVILPLANS
0'4' 8'
SCALE: 1/8" = 1'-0"
8'
REF. ARCHITECTURAL, MECHANICAL, AND ELECTRICAL DRAWINGSFOR SLEEVES, BLOCKOUTS AND OTHER ITEMS TO BECOORDINATED w/ THE STRUCTURAL DRAWINGS.
4.
TOP OF SLAB ELEVATION IS 15' FOR 2ND FLOOR, 29' FOR 3RD FLOORAND 43' FOR 4TH FLOOR.
5.
FOR STAIR FRAMING SEE SHEET A-S401.6.
MECHANICAL PADS PER 11/A-S502 COORDINATE W/ MECHANICAL ANDELECTRICAL DWGS. FOR SIZE AND LOCATION.
7.
SEE SHEETS A-S124 THRU A-S127 FOR ADDITIONAL POSTTENSIONED SLAB REINFORCING.
8.
FOR ELEVATOR GUIDE RAIL SUPPORT SEE 16/A-S508.9.
FOR HANGING TOILET PARTITION SUPPORT SEE SHEET A-S402.10.
cc
2
c c
cc
No.
Des
crip
tion
D.O
.No.
Act
ion
Dat
e
cS
LAB
TH
ICK
NE
SS
AM
000
33 1
JU
L 09
1
2
4
5
H K L N P QM
19' - 6" 26' - 8" 19' - 6" 31' - 1" 31' - 1"
10" SLAB
27
' - 6
"2
9' -
4"
17
' - 2
"
2' -
0"27
' - 6
"3'
- 0"
3' -
0"29
' - 4
"3'
- 0"
3' -
0"17
' - 0
"3'
- 0"
15 KLF
15 KLF
15 KLF
15 KLF
17
' - 2
"1
7' -
0"
C.J.
8" SLAB 10" SLAB
13' - 6" 25' - 1"
15.0
KLF
15.0
KLF
3' - 0"
7' - 1" 3' - 0" 20' - 8" 3' - 0" 3' - 0" 13' - 6" 3' - 0"
3'-0" POUR STRIPSEE DETAIL 7/A-S506
25' - 1"
9' - 5"
3' - 0" 25' - 1" 3' - 0" 3' - 0" 25' - 1" 3' - 0"
J
6
26' - 2" 26' - 2"
23' -
0"
35' -
4"
32' -
6"
26' -
2"
MAT
CH
LIN
E - A
REA
A
SHE E
T A-
S 120
.a03
MATCH LINE - AREA C
SHEET A-S122.a03
12" SLAB
OPEN
10' - 2" 10' - 6"
15" SLAB
B1B2
B3B4
B8B9
B11B12
B16B17
B10
B5B6B7
B15 B14 B13
B19
B20
B21
B22
B23
B26
B27
B24
B25
B28
B29
B32
B33
B30
B31
B34
B35
B36
B37
7
3
26' -
2"
20' - 8"
4"
15 K
LF
15 K
LF
15 K
LF
11" SLAB
B38
B38
B18
4' -
0 1/
8"
5' -
1 5/
8"
23' -
0"
9' -
3"
8 3/
8"1'
- 8"
9' - 3 1/2" 10' - 9 5/8" 6' - 0 7/8" 14' - 2 1/4"
14' - 1 1/2" 12' - 0 1/2" 14' - 2 1/4"
8' - 11" 6' - 11 3/4"
8' -
6"5'
- 1
5/8"
1' - 0"
1' - 8"
23' - 4" 1' - 8"
6 1/8" 3' - 2 3/4"
14' -
0 1
/4"
12' -
0 1
/2"
14' -
1 1
/2"
10" 3' - 10"
9' -
8"6'
- 0"
24' -
0"
10' -
4"
13' - 2" 12' - 6"
13
A-S507
12
A-S507
20
A-S508
20
A-S508
2' -
10"
17' -
2"
3' -
0"
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S4017
5"
5"
21"
22"
21"
5"
17"
5"
21"
5" 5"
3" 21" 3" 14.5"
(FE=187K)
13"3"17"3"
5" 5"
17.5"13"21"3"21"3" 5"
5"5"
20"
5"
(FE=268K)(FE=278K)
4"
(FE=348K)
16"
(FE=228K)
14.75"25"3"24"3"
-3"
5"
3"21"3" 21"
5"
13"
(FE=214K)
(FE=375K)
5"5"
5"5"
5"5"
4"5"
4"
5"
5" 4"4" 29"
5"5"
23"23"
10"5"
3"
23"
4" 4"
4" 4"
3"
23"
3"
4" 4"-3"
3"
(FE=348K)
18"
18"
(FE=278K)
3" 3"
18" 18"4" 4" 5"5"
5"21" 21"
3"
5"
6"
21" 21"
3"6"
5"27" 15.75"
(FE=268K)
(FE=276K) (FE=214K)
5" 14.75"
21"
3"
5"
3"
5" 21"
14
A-S508
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S4016
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S4016
12
A-S507
13
A-S505
17
A-S502
17
A-S502
O.H.
18
A-S50216
A-S505
151
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S4024
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S4026
INDICATES 3" DEPRESSED SLAB.
BX INDICATES POST-TENSION BEAM.RE: A-S604 FOR POST-TENSION BEAM SCHEDULE.
INDICATES CONCRETE WALLS.
15.0 KLFTENDON EFFECTIVE FORCE IN KIPS/FOOT. TENDONS SPREAD UNIFORMLY.
-1" INDICATES STEP IN TOP OF SLAB ELEVATION.
INDICATES POST-TENSIONED STRESSING END.
INDICATES INTERMEDIATE STRESSING ANCHORAGE. LOCATE ATCONTROL JOINT
INDICATES POST-TENSIONED DEAD END. REFER TO DETAIL 4/A-S506 FORADD TENDON
INDICATES DISTANCE FROM BOTTOM OF SLAB TO CENTER LINE OF POST-TENSIONED TENDONS LOCATED AT MID SPAN AND CENTER LINE SUPPORT
X"
INDICATES LOCATION OF POUR STRIP. CAST POURSTRIPS 60 DAYS MINIMUM AFTER POST-TENSIOING OFTHE SLAB.
INDICATES 6" CANTILEVERED CMU WALL w/ #4 AT 32" 0.C. (V)CENTERED AND 9 GA. JOINT REINF. AT 16" 0.C. (H).
INDICATES 8" CMU WALL w/ #4 AT 40" O.C. (V) CENTEREDAND 9 GA. JOINT REINF. AT 16" O.C. (H), TYP. U.N.O.
INDICATES DISTANCE FROM BOTTOM OF BEAM TO CENTER LINE OF TENDON.LOCATE AT MID SPAN AND CENTER LINE OF SUPPORT.
FE = 150K INDICATES TENDON EFFECTIVE FORCE IN BEAM
X"
INDICATES CONSTANT TENDON PROFILE,MEASURED FROM BOTTOM OF SLAB.
X"
CONSTRUCTION JOINT PER 8/A-S506.CJ
ST
A
TE
O F CA L I FOR
NIA
YE
L
R NO. S4594
EXP. 12/31/2010
S ARTTCUR U
L
R
R
RETSIGE
TAP
PDE FIKCI LNI
SSEFO ANOI
RNE
EE
NIG
DOCUMENT WAS AUTHORIZEDTHE SEAL APPEARING ON THIS
BY PATRICK I. FINLEY,S4594 ON 9 JULY 2009
Sheetreferencenumber
Sheet
BU
ILD
ING
Q
UA
LIT
Y S
OLU
TIO
NS
U.S
. AR
MY
EN
GIN
EE
R D
ISTR
ICT,
CO
RP
S O
F E
NG
INE
ER
SFO
RT
WO
RTH
, TE
XA
S
Des
igne
d by
:
Dw
n by
:
Rev
iew
ed b
y:
Sub
mitt
ed b
y:
EN
GIN
EE
R
Dat
e:
Sol
No.
Con
tr N
o.
Rev
.
Plo
t sca
le:
Plo
t dat
e:
File
nam
e:
Con
tr N
o.
DE
SIG
N F
ILE
:
Fort Worth District
US Army Corpsof Engineers
1:1
DA
VID
LU
KE
, PE
of
LAC
KLA
ND
AFB
, TE
XA
S
AIR
ME
N T
RA
ININ
G C
OM
PLE
X -
NO
RTH
CA
MP
US
AIR
ME
N T
RA
ININ
G C
OM
PLE
X 1
(ATC
1)
442
W91
26G
-09
-12-
0105
W91
26G
-09-
C-0
054 Plo
t Dat
e H
ere
9 J
ULY
200
9
1 2 3 4 5
E
D
C
B
A
KEY PLAN
A B
D C
MP
LS08
3737
R1
DR
AW
ING
NU
MB
ER
: LA
09 -
0001
W91
26G
-09-
C-0
054
LA
IB
LOW
E
FIN
L EY
A-S121.a03139
2ND
, 3R
D A
ND
4TH
FLO
OR
POST
TEN
SIO
NED
SLA
B PL
AN -
AREA
B
A-S121.a031
2ND, 3RD AND 4TH FLOORPOST TENSIONED SLAB PLAN - AREA B
0'4' 8'
SCALE: 1/8" = 1'-0"
8'
LEGEND:
N
PLANNORTH
N
SITENORTH
SITE NORTH IS ROTATED90 DEGREES CLOCKWISEON THIS SHEET FROM THENORTH ARROW ON CIVILPLANS
NOTES:
REF. SHEET A-S603 FOR COLUMN SCHEDULE.
REF. SHEET A-S507 FOR TYPICAL BM DETAILSAND SHEET A-S503 FOR TYPICAL COLUMNDETAILS
REF. SHEET A-S506 FOR TYPICAL P/T DETAILS.1.
2.
3.
REF. ARCHITECTURAL, MECHANICAL, AND ELECTRICAL DRAWINGSFOR SLEEVES, BLOCKOUTS AND OTHER ITEMS TO BECOORDINATED w/ THE STRUCTURAL DRAWINGS.
4.
TOP OF SLAB ELEVATION IS 15' FOR 2ND FLOOR, 29' FOR 3RD FLOORAND 43' FOR 4TH FLOOR.
5.
FOR STAIR FRAMING SEE SHEET A-S401.6.
MECHANICAL PADS PER 11/A-S502 COORDINATE W/ MECHANICAL ANDELECTRICAL DWGS. FOR SIZE AND LOCATION.
7.
SEE SHEETS A-S124 THRU A-S127 FOR ADDITIONAL POSTTENSIONED SLAB REINFORCING.
8.
FOR HANGING TOILET PARTITION SUPPORT SEE SHEET A-S402.9.
c c
2
c c
cc
No.
Des
crip
tion
D.O
.No.
Act
ion
Dat
e
cS
LAB
TH
ICK
NE
SS
AM
000
33 1
JU
L 09
9
11
12
H K L N P QM
3' - 0"
25' - 1" 3' - 0" 3' - 0"
3' - 0" 20' - 8" 3' - 0" 3' - 0" 13' - 6" 3' - 0"
8" SLAB
10" SLAB25' - 1"13' - 6"
15.0
KLF
15.0
KLF
15.0
KLF
12.0
KLF
13.5
KLF
10' - 2" 10' - 6"
7' - 1"3' - 0"
3'-0" POUR STRIPSEE DETAIL 7/A-S506
25' - 1"
25' - 1"
10" SLAB
27
' - 6
"2
9' -
4"
17
' - 0
"
15.0 KLF
15.0 KLF
15.0 KLF
15.0 KLF
9' - 5"
3' - 0"
J
8
12" SLAB
OPEN
15" SLAB
MATCH LINE - AREA B
SHEET A-S121.a03
MAT
CH
LIN
E - A
REA
D
SHEE
T A-
S123
.a03
10
B1B2
B3B4
B8B9
B11B12
B16B17
B10
B5B6B7
B15 B14 B13
B18
B19
B20
B21
B22
B23
B26
B27
B24
B25
B28
B29
B32
B33
B30
B31
B34
B35
B36
B37
7
13
26' - 2" 26' - 2" 19' - 6" 26' - 8" 19' - 6" 31' - 1" 31' - 1"
15.0
KLF
15.0
KLF
15.0
KLF
15.0
KLF
B38
B38
11" SLAB
26' -
2"
26' -
2"
32' -
6"
35' -
4"
23' -
0"
23' -
0"
2' -
0"27
' - 6
"3'
- 0"
3' -
0"29
' - 4
"3'
- 0"
3' -
0"17
' - 0
"3'
- 0"
3' -
0"17
' - 2
"2'
- 10
"
13
A-S507
12
A-S507
9' -
3 1/
2"10
' - 1
5/8
"6'
- 8
7/8"
1' - 0"
1' - 8"
23' - 4" 1' - 8" 6 1/8"
14' -
1 1
/2"
12' -
0 1
/2"
14' -
0 1
/4"
5' -
0"9'
- 8"
12' - 6" 1' - 0"
8' - 11" 6' - 9 5/8"
5' -
1 5/
8"8'
- 4"
14' - 1 1/2" 12' - 0 1/2" 14' - 2 1/4"
9' - 3 1/2" 10' - 9 5/8" 6' - 0 7/8" 14' - 2 1/4"
5' -
1 5/
8"
1' -
1 1/
4"
24' -
7"
8 3/
8"3'
- 3
3/4"
20
A-S508
20
A-S508
5"
5"5"21" 21"
3" 3"
5"5"
14.75" 14.75"
3" 3"
(FE=276K) (FE=214K)
5"5"
5"5"
21"
6"
27"
3"
5"
3"
4" 4"
3"
18" 18"
5"5"
5"
-3"
3"
3"
5"5"23"4" 4"
5" 23"
5"4" 4"
3"3" 10"
5"
23"23" 29"
5"4"
4"
5"5" 4"
5"
4"
5"5"
16"17.5" 20"
5"4"5"
(FE=268K)(FE=278K)(FE=348K)
(FE=252K)
(FE=187K)
(FE=228K)
13"21"
5"
5"
3"21"3"21"
5"5"
13"
3"17"3"17"
5"5"5"
17
' - 2
"
3"3" 21"21" 14.5"
5"5"
14.25"25"
(FE=375K)
3"24"
5"
3"22"
5"5"
-3"
(FE=214K)
13"
21"3"21"3"21"
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S4016
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S4017
SIM.
14
A-S508
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S4016
12
A-S507
13
A-S50517
A-S502
O.H.
O.H.18
A-S502
16
A-S505
151
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S4024
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S4025
INDICATES 3" DEPRESSED SLAB.
BX INDICATES POST-TENSION BEAM.RE: A-S604 FOR POST-TENSION BEAM SCHEDULE.
INDICATES CONCRETE WALLS.
15.0 KLFTENDON EFFECTIVE FORCE IN KIPS/FOOT. TENDONS SPREAD UNIFORMLY.
-1" INDICATES STEP IN TOP OF SLAB ELEVATION.
INDICATES POST-TENSIONED STRESSING END.
INDICATES INTERMEDIATE STRESSING ANCHORAGE. LOCATE ATCONTROL JOINT
INDICATES POST-TENSIONED DEAD END. REFER TO DETAIL 4/A-S506 FORADD TENDON
INDICATES DISTANCE FROM BOTTOM OF SLAB TO CENTER LINE OF POST-TENSIONED TENDONS LOCATED AT MID SPAN AND CENTER LINE SUPPORT
X"
INDICATES LOCATION OF POUR STRIP. CAST POURSTRIPS 60 DAYS MINIMUM AFTER POST-TENSIOING OFTHE SLAB.
INDICATES 6" CANTILEVERED CMU WALL w/ #4 AT 32" 0.C. (V)CENTERED AND 9 GA. JOINT REINF. AT 16" 0.C. (H).
INDICATES 8" CMU WALL w/ #4 AT 40" O.C. (V) CENTEREDAND 9 GA. JOINT REINF. AT 16" O.C. (H), TYP. U.N.O.
INDICATES DISTANCE FROM BOTTOM OF BEAM TO CENTER LINE OF TENDON.LOCATE AT MID SPAN AND CENTER LINE OF SUPPORT.
FE = 150K INDICATES TENDON EFFECTIVE FORCE IN BEAM
X"
INDICATES CONSTANT TENDON PROFILE,MEASURED FROM BOTTOM OF SLAB.
X"
CONSTRUCTION JOINT PER 8/A-S506.CJ
ST
A
TE
O F CA L I FOR
NIA
YE
L
R NO. S4594
EXP. 12/31/2010
S ARTTCUR U
L
R
R
RETSIGE
TAP
PDE FIKCI LNI
SSEFO ANOI
RNE
EE
NIG
DOCUMENT WAS AUTHORIZEDTHE SEAL APPEARING ON THIS
BY PATRICK I. FINLEY,S4594 ON 9 JULY 2009
Sheetreferencenumber
Sheet
BU
ILD
ING
Q
UA
LIT
Y S
OLU
TIO
NS
U.S
. AR
MY
EN
GIN
EE
R D
ISTR
ICT,
CO
RP
S O
F E
NG
INE
ER
SFO
RT
WO
RTH
, TE
XA
S
Des
igne
d by
:
Dw
n by
:
Rev
iew
ed b
y:
Sub
mitt
ed b
y:
EN
GIN
EE
R
Dat
e:
Sol
No.
Con
tr N
o.
Rev
.
Plo
t sca
le:
Plo
t dat
e:
File
nam
e:
Con
tr N
o.
DE
SIG
N F
ILE
:
Fort Worth District
US Army Corpsof Engineers
1:1
DA
VID
LU
KE
, PE
of
LAC
KLA
ND
AFB
, TE
XA
S
AIR
ME
N T
RA
ININ
G C
OM
PLE
X -
NO
RTH
CA
MP
US
AIR
ME
N T
RA
ININ
G C
OM
PLE
X 1
(ATC
1)
442
W91
26G
-09
-12-
0105
W91
26G
-09-
C-0
054 Plo
t Dat
e H
ere
9 J
ULY
200
9
1 2 3 4 5
E
D
C
B
A
KEY PLAN
A B
D C
MP
LS08
3737
R1
DR
AW
ING
NU
MB
ER
: LA
09 -
0001
W91
26G
-09-
C-0
054
LA
IB
LOW
E
FIN
L EY
A-S122.a03140
2ND
, 3R
D A
ND
4TH
FO
OR
POST
TEN
SIO
NED
SLA
B PL
AN -
AREA
C
A-S122.a031
2ND, 3RD AND 4TH FLOORPOST TENSIONED SLAB PLAN - AREA C
LEGEND:
N
PLANNORTH
N
SITENORTH
SITE NORTH IS ROTATED90 DEGREES CLOCKWISEON THIS SHEET FROM THENORTH ARROW ON CIVILPLANS
0'4' 8'
SCALE: 1/8" = 1'-0"
8'
NOTES:
REF. SHEET A-S603 FOR COLUMN SCHEDULE.
REF. SHEET A-S507 FOR TYPICAL BM DETAILSAND SHEET A-S503 FOR TYPICAL COLUMNDETAILS
REF. SHEET A-S506 FOR TYPICAL P/T DETAILS.1.
2.
3.
REF. ARCHITECTURAL, MECHANICAL, AND ELECTRICAL DRAWINGSFOR SLEEVES, BLOCKOUTS AND OTHER ITEMS TO BECOORDINATED w/ THE STRUCTURAL DRAWINGS.
4.
TOP OF SLAB ELEVATION IS 15' FOR 2ND FLOOR, 29' FOR 3RD FLOORAND 43' FOR 4TH FLOOR.
5.
FOR STAIR FRAMING SEE SHEET A-S401.6.
MECHANICAL PADS PER 11/A-S502 COORDINATE W/ MECHANICAL ANDELECTRICAL DWGS. FOR SIZE AND LOCATION.
7.
SEE SHEETS A-S124 THRU A-S127 FOR ADDITIONAL POSTTENSIONED SLAB REINFORCING.
8.
FOR HANGING TOILET PARTITION SUPPORT SEE SHEET A-S402.9.
c
c
c
2
c
c
c
No.
Des
crip
tion
D.O
.No.
Act
ion
Dat
e
cS
LAB
TH
ICK
NE
SS
AM
000
33 1
JU
L 09
9
11
12
D F HBA
15.0
KLF
(FE=120K)
10" SLAB
15.0
KLF
25' - 1"25' - 1"
(FE=120K)
(FE=
500K
)
15.0
KLF
15.0
KLF
15 K
LF
25' - 1"3' - 0"3' - 0"
3' - 0" 25' - 1" 3' - 0" 3' - 0" 25' - 1"
3' - 0" 20' - 8"
3' - 0" 20' - 8"3' - 0" 25' - 1"
3' - 0"
3'-0" POUR STRIPSEE DETAIL 7/A-S506
10" SLAB
15.0 KLF
15.0 KLF
15.0 KLF
15.0 KLF
15.0 KLF
29
' - 4
"2
7' -
6"
17
' - 0
"
9' - 5"
G
8
31' - 1" 50' - 7" 46' - 2" 26' - 2" 26' - 2"
8" SLAB
12" SLAB
OPEN
MATCH LINE - AREA A
SHEET A-S120.a03
15" SLAB
MAT
CH
LIN
E - A
REA
C
10' - 2"10' - 6"
9' - 6"
E
10
B1 B2
B3 B4
B8 B9
B11 B12
B16 B17
B10
B5 B6 B7
B15B14B13
B18
B19
B20
B21
B22
B23
B26
B27
B24
B25
B28
B29
B32
B33
B30
B31
B35
B36
B37
3' - 0" 7' - 1"
7
C
13
26' -
2"
26' -
2"
32' -
6"
35' -
4"
23' -
0"
23' -
0"
B38
B38
20
A-S508
B34
13' - 6"
11" SLAB
3' - 0" 13' - 6" 3' - 0"
3' - 0" 3' - 0" 13' - 6" 3' - 0" 3' - 0"
20
A-S508
20' - 2 7/8" 10' - 9 5/8" 9' - 3 1/2"
14' - 2" 12' - 1" 14' - 1"
5' -
1 5/
8"8'
- 6"6' - 11 3/8" 8' - 11"
9' -
8"8'
- 6"
10' -
4"
1' - 0" 12' - 6"
5' -
1 5/
8"
1' -
1 1/
4"
24' -
7"
1' -
8"8
3/8"
3' -
3 3/
4"
22"
21"
17"
21"
5"
5"
5"
5"
3"3"
14.5"
(FE=187K)
3"3"13"
(FE=252K)
3"3"21"13"
(FE=228K)(FE=348K)(FE=278K)
5"17.5"4"16"5"
(FE=268K)
20"
4"
5"
5"
4"
5"
4"
5"5"
3"3" 24"24"
(FE=375K)
14.75"5"
4"4"
23"
23"29" 5"
4"4"5"
10" 3" 3"
5"
5"5"
3"3" 21"21"
-3"
5"
13"(FE=214K)
23"
4"4"23"5"27"
5"5" 15.75"19.75"
3" 3" 6" 3"
-3"
3"
5"5"
21" 21" 21"
5" 5"
3" 3" 6"
5"
18' 18'5"
5"3"3"
4"
4"
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S4016
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S4016
14
A-S508
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S4017
SIM.
17
' - 2
"
13
A-S507
12
A-S507
12
A-S507
13
A-S50517
A-S502
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S4021
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S4022
16
A-S50518
A-S502
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S4025
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S4023
INDICATES 3" DEPRESSED SLAB.
BX INDICATES POST-TENSION BEAM.RE: A-S604 FOR POST-TENSION BEAM SCHEDULE.
INDICATES CONCRETE WALLS.
15.0 KLFTENDON EFFECTIVE FORCE IN KIPS/FOOT. TENDONS SPREAD UNIFORMLY.
-1" INDICATES STEP IN TOP OF SLAB ELEVATION.
INDICATES POST-TENSIONED STRESSING END.
INDICATES INTERMEDIATE STRESSING ANCHORAGE. LOCATE ATCONTROL JOINT
INDICATES POST-TENSIONED DEAD END. REFER TO DETAIL 4/A-S506 FORADD TENDON
INDICATES DISTANCE FROM BOTTOM OF SLAB TO CENTER LINE OF POST-TENSIONED TENDONS LOCATED AT MID SPAN AND CENTER LINE SUPPORT
X"
INDICATES LOCATION OF POUR STRIP. CAST POURSTRIPS 60 DAYS MINIMUM AFTER POST-TENSIOING OFTHE SLAB.
INDICATES 6" CANTILEVERED CMU WALL w/ #4 AT 32" 0.C. (V)CENTERED AND 9 GA. JOINT REINF. AT 16" 0.C. (H).
INDICATES 8" CMU WALL w/ #4 AT 40" O.C. (V) CENTEREDAND 9 GA. JOINT REINF. AT 16" O.C. (H), TYP. U.N.O.
INDICATES DISTANCE FROM BOTTOM OF BEAM TO CENTER LINE OF TENDON.LOCATE AT MID SPAN AND CENTER LINE OF SUPPORT.
FE = 150K INDICATES TENDON EFFECTIVE FORCE IN BEAM
X"
INDICATES CONSTANT TENDON PROFILE,MEASURED FROM BOTTOM OF SLAB.
X"
CONSTRUCTION JOINT PER 8/A-S506.CJ
ST
A
TE
O F CA L I FOR
NIA
YE
L
R NO. S4594
EXP. 12/31/2010
S ARTTCUR U
L
R
R
RETSIGE
TAP
PDE FIKCI LNI
SSEFO ANOI
RNE
EE
NIG
DOCUMENT WAS AUTHORIZEDTHE SEAL APPEARING ON THIS
BY PATRICK I. FINLEY,S4594 ON 9 JULY 2009
Sheetreferencenumber
Sheet
BU
ILD
ING
Q
UA
LIT
Y S
OLU
TIO
NS
U.S
. AR
MY
EN
GIN
EE
R D
ISTR
ICT,
CO
RP
S O
F E
NG
INE
ER
SFO
RT
WO
RTH
, TE
XA
S
Des
igne
d by
:
Dw
n by
:
Rev
iew
ed b
y:
Sub
mitt
ed b
y:
EN
GIN
EE
R
Dat
e:
Sol
No.
Con
tr N
o.
Rev
.
Plo
t sca
le:
Plo
t dat
e:
File
nam
e:
Con
tr N
o.
DE
SIG
N F
ILE
:
Fort Worth District
US Army Corpsof Engineers
1:1
DA
VID
LU
KE
, PE
of
LAC
KLA
ND
AFB
, TE
XA
S
AIR
ME
N T
RA
ININ
G C
OM
PLE
X -
NO
RTH
CA
MP
US
AIR
ME
N T
RA
ININ
G C
OM
PLE
X 1
(ATC
1)
442
W91
26G
-09
-12-
0105
W91
26G
-09-
C-0
054 Plo
t Dat
e H
ere
9 J
ULY
200
9
1 2 3 4 5
E
D
C
B
A
KEY PLAN
A B
D C
MP
LS08
3737
R1
DR
AW
ING
NU
MB
ER
: LA
09 -
0001
W91
26G
-09-
C-0
054
LA
IB
LOW
E
FIN
L EY
A-S123.a03141
2ND
, 3R
D A
ND
4TH
FLO
OR
POST
TEN
SIO
NED
SLA
B PL
AN -
AREA
D
A-S123.a031
2ND, 3RD AND 4TH FLOORPOST TENSIONED SLAB PLAN - AREA D
0'4' 8'
SCALE: 1/8" = 1'-0"
8'
LEGEND:
N
PLANNORTH
N
SITENORTH
SITE NORTH IS ROTATED90 DEGREES CLOCKWISEON THIS SHEET FROM THENORTH ARROW ON CIVILPLANS
NOTES:
REF. SHEET A-S603 FOR COLUMN SCHEDULE.
REF. SHEET A-S507 FOR TYPICAL BM DETAILSAND SHEET A-S503 FOR TYPICAL COLUMNDETAILS
REF. SHEET A-S506 FOR TYPICAL P/T DETAILS.1.
2.
3.
REF. ARCHITECTURAL, MECHANICAL, AND ELECTRICAL DRAWINGSFOR SLEEVES, BLOCKOUTS AND OTHER ITEMS TO BECOORDINATED w/ THE STRUCTURAL DRAWINGS.
4.
TOP OF SLAB ELEVATION IS 15' FOR 2ND FLOOR, 29' FOR 3RD FLOORAND 43' FOR 4TH FLOOR.
5.
FOR STAIR FRAMING SEE SHEET A-S401.6.
MECHANICAL PADS PER 11/A-S502 COORDINATE W/ MECHANICAL ANDELECTRICAL DWGS. FOR SIZE AND LOCATION.
7.
SEE SHEETS A-S124 THRU A-S127 FOR ADDITIONAL POSTTENSIONED SLAB REINFORCING.
8.
FOR HANGING TOILET PARTITION SUPPORT SEE SHEET A-S402.9.
c
c
c
2
c c
c c
No.
Des
crip
tion
D.O
.No.
Act
ion
Dat
e
cS
LAB
TH
ICK
NE
SS
AM
000
33 1
JU
L 09
1
2
4
5
D F HBA
10" SLAB
5"
31' - 1"32
' - 6
"23
' - 0
"
C.J.
10" SLAB
G
6
26' - 2" 26' - 2"26
' - 2
"
MATCH LINE - AREA D
MAT
CH
LIN
E - A
REA
B
E
26' - 8" 19' - 6"
8" SLAB
12" SLAB
15" SLAB
7
3
C
31' - 1" 19' - 6"35
' - 4
"23
' - 0
"26
' - 2
"
11" SLAB
10"
10"
10"
OPEN
#4 AT 6" O.C. E.W.T AND B TYP.
#4 AT 6" O.C. E.W.T AND B TYP.
SHEE
T A-
S125
SHEET A-S127
#4 TOP BARS x 16'-0"AT 18" O.C.ADDITIONAL STEEL
#4 TOP BARS AT18" O.C.ADDITIONAL STEEL
1 3/4"5"
5"
8' -
10
"
1 3/4"
8 1/4"6"
8' -
4"
5"1 3/4"
5"1 3/4"
5"
5"6"5"
5"
5"1 3/4"
5"
5"
6' -
0"
24
' - 1
0"
7' -
10
"3
2' -
6"
5"
1 3/4"
1 3/4"8 1/4"
1 3/
4"
20 KLF
5"
1 3/
4"
20 KLF
5"
8' - 5"
7"
5"
7 1/
2"
7 1/
2"
3"
5"
3" 3"1
3/4"
9' - 3"23' - 8"
7 1/
2"
8 1/
4"
8 1/
4"
8 1/
4"
(FE=161K)
12"
7"
17"
1 3/
4"
1 3/
4"
1 3/
4"
1 3/
4"
13 1
/4"
13 1
/4"
8 1/
4"
(FE=93.7K)17"
8"
1 3/
4"
1 3/
4"
1 3/
4"
5"
1 3/
4"7"
5"
40' - 4"
1 3/
4"
7" 7" 7" 7"7"
13 1
/4"
10 1
/4"
10 1
/4"
4"
21"
4"
5"3 1/2""
5"1 3/4"
1 3/4" 1 3/4"
1 3/4"
1 3/4"
7"
20 KLF
ADD TENDONS
8 1/4" 8 1/4"
8 1/4"
8 1/4"8 1/4"
22"
12"4"6"
14"
12"
13.5"
22.25"
1 3/4" 1 3/4"5"
8 1/4" 8 1/4"
17"17" 4"4"
1 3/4"5" 6"27.0
KLF
30.0
KLF
8' -
5"
23
' - 8
"
8 1/4"
16"
(FE=161K)
20.0
KLF
5 1/2"
1 3/4"5 1/2"
1 3/4"
1 3/4"
3 1/2" 1 3/4"
3 1/2" 1 3/4"5"
9' -
3" 8 1/4"
8 1/4"
8 1/4"
6 1/4"
6 1/4"
6 1/4"
6 1/4"
14"
17" 15"
27.0 KLF
ADD TENDONS
10
' - 2
"
1 3/4"5 1/2"
1 3/4" 3 1/2" 1 3/4"5"
8 1/4" 8 1/4" 6 1/4" 6 1/4"6"
10' - 2"
5"7
1/2"
3"1
3/4"
8 1/
4"1
3/4"
1 3/
4"7"
10 1
/4"
7"
18
A-S502
12' - 0"
INDICATES 3" DEPRESSED SLAB.
BX INDICATES POST-TENSION BEAM.RE: A-S604 FOR POST-TENSION BEAM SCHEDULE.
INDICATES CONCRETE WALLS.
INDICATES LOCATION OF POUR STRIP. CAST POURSTRIPS 60 DAYS MINIMUM AFTER POST-TENSIOING OFTHE SLAB.
INDICATES 6" CANTILEVERED CMU WALL w/ #4 AT 32" 0.C. (V)CENTERED AND 9 GA. JOINT REINF. AT 16" 0.C. (H).
INDICATES 8" CMU EXTERIOR CLADDING WALL w/ #4 AT 40" O.C. (V)CENTERED AND 9 GA. JOINT REINF. AT 16" O.C. (H), TYP. U.N.O.
ST
A
TE
O F CA L I FOR
NIA
YE
L
R NO. S4594
EXP. 12/31/2010
S ARTTCUR U
L
R
R
RETSIGE
TAP
PDE FIKCI LNI
SSEFO ANOI
RNE
EE
NIG
DOCUMENT WAS AUTHORIZEDTHE SEAL APPEARING ON THIS
BY PATRICK I. FINLEY,S4594 ON 9 JULY 2009
Sheetreferencenumber
Sheet
BU
ILD
ING
Q
UA
LIT
Y S
OLU
TIO
NS
U.S
. AR
MY
EN
GIN
EE
R D
ISTR
ICT,
CO
RP
S O
F E
NG
INE
ER
SFO
RT
WO
RTH
, TE
XA
S
Des
igne
d by
:
Dw
n by
:
Rev
iew
ed b
y:
Sub
mitt
ed b
y:
EN
GIN
EE
R
Dat
e:
Sol
No.
Con
tr N
o.
Rev
.
Plo
t sca
le:
Plo
t dat
e:
File
nam
e:
Con
tr N
o.
DE
SIG
N F
ILE
:
Fort Worth District
US Army Corpsof Engineers
1:1
DA
VID
LU
KE
, PE
of
LAC
KLA
ND
AFB
, TE
XA
S
AIR
ME
N T
RA
ININ
G C
OM
PLE
X -
NO
RTH
CA
MP
US
AIR
ME
N T
RA
ININ
G C
OM
PLE
X 1
(ATC
1)
442
W91
26G
-09
-12-
0105
W91
26G
-09-
C-0
054 Plo
t Dat
e H
ere
9 J
ULY
200
9
1 2 3 4 5
E
D
C
B
A
KEY PLAN
A B
D C
MP
LS08
3737
R1
DR
AW
ING
NU
MB
ER
: LA
09 -
0001
W91
26G
-09-
C-0
054
LA
IB
LOW
E
FIN
L EY
A-S124142
2ND
, 3R
D A
ND
4TH
FLO
OR
SLAB
PO
ST T
ENSI
ON
ING
PLA
N -
AREA
A
A-S1241
2ND, 3RD AND 4TH FLOOR SLABPOST TENSIONING PLAN - AREA A
0'4' 8'
SCALE: 1/8" = 1'-0"
8'
LEGEND:
N
PLANNORTH
N
SITENORTH
SITE NORTH IS ROTATED90 DEGREES CLOCKWISEON THIS SHEET FROM THENORTH ARROW ON CIVILPLANS
NOTES:
PLACE #4 E-W SLAB TOP BARS LAST
PLACE #4 E-W SLAB BOTTOM BARS FIRST
PLACE #4 N-S SLAB TOP BARS LAST
PLACE #4 N-S SLAB BOTTOM BARS FIRST
REF. SHEET A-S603 FOR COLUMN SCHEDULE.
REF. SHEET A-S507 FOR TYPICAL BM DETAILSAND SHEET A-S503 FOR TYPICAL COLUMNDETAILS
1.
2.
REF. ARCHITECTURAL, MECHANICAL, AND ELECTRICAL DRAWINGSFOR SLEEVES, BLOCKOUTS AND OTHER ITEMS TO BECOORDINATED w/ THE STRUCTURAL DRAWINGS.
3.
TOP OF SLAB ELEVATION IS 15' FOR 2ND FLOOR, 29' FOR 3RD FLOORAND 43' FOR 4TH FLOOR.
4.
FOR STAIR FRAMING SEE SHEET A-S401.5.
MECHANICAL PADS PER 11/A-S502 COORDINATE W/ MECHANICAL ANDELECTRICAL DWGS. FOR SIZE AND LOCATION.
6.
FOR ELEVATOR GUIDE RAIL SUPPORT SEE 16/A-S508.7.
No.
Des
crip
tion
D.O
.No.
Act
ion
Dat
e
1
2
4
5
H K L N P QM
19' - 6" 26' - 8" 19' - 6" 31' - 1" 31' - 1"
32' -
6"
23' -
0"
10" SLAB
C.J.
10" SLAB
J
6
MAT
CH
LIN
E - A
REA
A
MATCH LINE - AREA C
26' -
2"
26' - 2" 26' - 2"
8" SLAB
12" SLAB
15" SLAB
7
3
26' -
2"
35' -
4"
23' -
0"
11" SLABOPEN
#4 AT 6" O.C.E.W. T AND BTYP.
#4 AT 6" O.C.E.W. T AND B.TYP.
SHEE
T A-
S124
SHEET A-S126
#4 TOP BARS x16'-0" AT 18" O.C.ADDITIONALSTEEL
#4 TOP BARS AT18" O.C.ADDITIONAL STEEL
1 3/
4"7"
3"1
3/4"
1 3/
4"
9' - 3"
7" 7"
1 3/
4"
5"7
1/2"
8 1/
4"
10 1
/4"
10 1
/4"
5"1
3/4"
20.0 KLF
23' - 8"
3"1
3/4"
7"1
3/4"
7"7
1/2"
20 KLF
8 1/
4"13
1/4
"
5"
40' - 4" 12' - 0"
7" 7"
20 KLF
ADD TENDONS
1 3/
4"
5"
5"
5"
5"1
3/4"
5"
24
' - 1
0"
1 3/4"
1 3/
4"
1 3/
4"
1 3/
4"7"
8 1/
4"
1 3/4"
6"
8 1/4"
13 1
/4"
13 1
/4"
1 3/
4"
5"
3"
8' - 5"
5"7
1/2"
6"
8' -
10
"1
8' -
10
"3
2' -
6" 5"
1 3/4"
1 3/4"
1 3/4"
5"
5"1 3/4"
1 3/4"5"
8 1/4"
5"
8 1/4"
5"6' -
0"
8 1/4"
1 3/4"1 3/4"1 3/4" 3 1/2"5"
1 3/4" 1 3/4"
8 1/4"8 1/4"8 1/4"
8 1/4"
5"
1 3/4"1 3/4"
1 3/4"1 3/4"
5"3 1/2"
3 1/2"
23
' - 8
"9
' - 3
"
8 1/4"
8 1/4"
8 1/4"
8 1/4"
6"5 1/2"
5 1/2"1 3/4"
1 3/4" 6 1/4"
6 1/4"
6 1/4"
6 1/4"
20.0
KLF
27.0
KLF
30.0
KLF
1 3/4"
(FE=161K)
16"
7"
17"
8"
17" 12" 15" 4" 17" 6" 14"
4"
(FE=93.7K)
21" 14"
22"
4"
8 1/
4"
13.5"
12" 22.5" 17" 4" 17" 4"
(FE=161K)
16"
5"
5"
10
' - 2
"
1 3/4"1 3/4"5"
3 1/2"
8 1/4"8 1/4"5 1/2"
1 3/4"
6 1/4"6 1/4" 6"
6 1/4"
5"
27.0 KLF
ADD TENDONS
10' - 2"
3"1
3/4"
1 3/
4"
7"
1 3/
4"
5"7
1/2"
8 1/
4"10
1/4
"
151
INDICATES 3" DEPRESSED SLAB.
BX INDICATES POST-TENSION BEAM.RE: A-S604 FOR POST-TENSION BEAM SCHEDULE.
INDICATES CONCRETE WALLS.
INDICATES LOCATION OF POUR STRIP. CAST POURSTRIPS 60 DAYS MINIMUM AFTER POST-TENSIOING OFTHE SLAB.
INDICATES 6" CANTILEVERED CMU WALL w/ #4 AT 32" 0.C. (V)CENTERED AND 9 GA. JOINT REINF. AT 16" 0.C. (H).
INDICATES 8" CMU EXTERIOR CLADDING WALL w/ #4 AT 40" O.C. (V)CENTERED AND 9 GA. JOINT REINF. AT 16" O.C. (H), TYP. U.N.O.
ST
A
TE
O F CA L I FOR
NIA
YE
L
R NO. S4594
EXP. 12/31/2010
S ARTTCUR U
L
R
R
RETSIGE
TAP
PDE FIKCI LNI
SSEFO ANOI
RNE
EE
NIG
DOCUMENT WAS AUTHORIZEDTHE SEAL APPEARING ON THIS
BY PATRICK I. FINLEY,S4594 ON 9 JULY 2009
Sheetreferencenumber
Sheet
BU
ILD
ING
Q
UA
LIT
Y S
OLU
TIO
NS
U.S
. AR
MY
EN
GIN
EE
R D
ISTR
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CO
RP
S O
F E
NG
INE
ER
SFO
RT
WO
RTH
, TE
XA
S
Des
igne
d by
:
Dw
n by
:
Rev
iew
ed b
y:
Sub
mitt
ed b
y:
EN
GIN
EE
R
Dat
e:
Sol
No.
Con
tr N
o.
Rev
.
Plo
t sca
le:
Plo
t dat
e:
File
nam
e:
Con
tr N
o.
DE
SIG
N F
ILE
:
Fort Worth District
US Army Corpsof Engineers
1:1
DA
VID
LU
KE
, PE
of
LAC
KLA
ND
AFB
, TE
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S
AIR
ME
N T
RA
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G C
OM
PLE
X -
NO
RTH
CA
MP
US
AIR
ME
N T
RA
ININ
G C
OM
PLE
X 1
(ATC
1)
442
W91
26G
-09
-12-
0105
W91
26G
-09-
C-0
054 Plo
t Dat
e H
ere
9 J
ULY
200
9
1 2 3 4 5
E
D
C
B
A
KEY PLAN
A B
D C
MP
LS08
3737
R1
DR
AW
ING
NU
MB
ER
: LA
09 -
0001
W91
26G
-09-
C-0
054
LA
IB
LOW
E
FIN
L EY
A-S125143
2ND
, 3R
D A
ND
4TH
FLO
OR
SLAB
PO
ST T
ENSI
ON
ING
PLA
N -
AREA
B
A-S1251
2ND, 3RD AND 4TH FLOOR SLABPOST TENSIONING PLAN - AREA B
0'4' 8'
SCALE: 1/8" = 1'-0"
8'
LEGEND:
N
PLANNORTH
N
SITENORTH
SITE NORTH IS ROTATED90 DEGREES CLOCKWISEON THIS SHEET FROM THENORTH ARROW ON CIVILPLANS
NOTES:
PLACE #4 E-W SLAB TOP BARS LAST
PLACE #4 E-W- SLAB BOTTOM BARS FIRST
PLACE #4 N-S SLAB TOP BARS LAST
PLACE #4 N-S SLAB BOTTOM BARS FIRST
REF. SHEET A-S603 FOR COLUMN SCHEDULE.
REF. SHEET A-S507 FOR TYPICAL BM DETAILSAND SHEET A-S503 FOR TYPICAL COLUMNDETAILS
1.
2.
REF. ARCHITECTURAL, MECHANICAL, AND ELECTRICAL DRAWINGSFOR SLEEVES, BLOCKOUTS AND OTHER ITEMS TO BECOORDINATED w/ THE STRUCTURAL DRAWINGS.
3.
TOP OF SLAB ELEVATION IS 15' FOR 2ND FLOOR, 29' FOR 3RD FLOORAND 43' FOR 4TH FLOOR.
4.
FOR STAIR FRAMING SEE SHEET A-S401.5.
MECHANICAL PADS PER 11/A-S502 COORDINATE W/ MECHANICAL ANDELECTRICAL DWGS. FOR SIZE AND LOCATION.
6.
No.
Des
crip
tion
D.O
.No.
Act
ion
Dat
e
9
11
12
H K L N P QM
23' -
0"
20.0
KLF
26' - 2" 19' - 6" 26' - 8" 19' - 6" 31' - 1" 31' - 1"
10" SLAB
10" SLAB
J
8
MATCH LINE - AREA B
10
26' -
2"
32' -
6"
35' -
4"
8" SLAB
12" SLAB
15" SLAB
7
13
23' -
0"
26' -
2"
11" SLABOPEN
26' - 2"
#4 AT 6" O.C.E.W. T AND BTYP.
SHEET A-S125M
ATC
H L
INE
- AR
EA D
SHE E
T A-
S 127
#4 TOP BARS x16'-0" AT 18" O.C.ADDITIONALSTEEL
#4 TOP BARS AT18" O.C.ADDITIONAL STEEL
1 3/4"1 3/4"
5 1/2" 5"3 1/2" 3"
5 1/2"6 1/4"
5" 1 3/4"
1 3/4"1 3/4"1 3/4"
1 3/4"1 3/4"1 3/4"
3 1/2"
3 1/2"
27.0
KLF
30.0
KLF
8' -
5"
23
' - 8
"9
' - 3
"
5"
5"
8 1/4"
8 1/4"
8 1/4"
8 1/4"
8 1/4"8 1/4"
6 1/4"
8 1/4"
6 1/4"
6 1/4"
8 1/4"8 1/4"5"5"
1 3/4"1 3/4"
1 3/4"1 3/4" 8 1/4"
18
' - 6
"3
2' -
6"
16"
(FE=161K)
4"17"4"17"22.25"12"
20.0 KLF
5"
7"
40' - 4"
1 3/
4"1
3/4"
3"1
3/4"
1 3/
4"1
3/4"
3"1
3/4"
1 3/
4"1
3/4"
3"1
3/4"
5" 5"
1 3/
4"
7" 7"
7"1
3/4"
12' - 0"
1 3/
4"
9' - 3" 10' - 2" 8' - 5"
7" 7" 7"
20 KLF
7 1/
2"
7 1/
2"
7 1/
2"
8 1/
4"
8 1/
4"
8 1/
4"
13 1
/4"
10 1
/4"
10 1
/4"
13 1
/4"
13 1
/4"
20 KLF
ADD TENDONS
5"
5"1 3/4"6"5"
5"
1 3/4"5"
24
' - 1
0"
1 3/
4"1
3/4"
1 3/4"
1 3/4"5"
8 1/
4"5"
5"8 1/4" 7
' - 6
"
5"5"
5"
1 3/4"5"
1 3/4" 8 1/4"
6"
22"14"
21"
(FE=93.7K)
4"
21" 12" 15" 4" 17" 6"
14"
13.5"
8"
17"
7"
12"
(FE=161K)
23' - 8"
27.0 KLF
ADD TENDONS
1 3/
4"1
3/4"
3"1
3/4"
5"7"
7 1/
2"8
1/4"
10 1
/4"
7" 7"
10
' - 2
"
1 3/4"1 3/4"
1 3/4"
3 1/2"5"
8 1/4"8 1/4"8 1/4"5 1/2"
6 1/4"
#4 AT 6" O.C.E.W. T AND BTYP.
5' -
0"
151
INDICATES 3" DEPRESSED SLAB.
BX INDICATES POST-TENSION BEAM.RE: A-S604 FOR POST-TENSION BEAM SCHEDULE.
INDICATES CONCRETE WALLS.
INDICATES LOCATION OF POUR STRIP. CAST POURSTRIPS 60 DAYS MINIMUM AFTER POST-TENSIOING OFTHE SLAB.
INDICATES 6" CANTILEVERED CMU WALL w/ #4 AT 32" 0.C. (V)CENTERED AND 9 GA. JOINT REINF. AT 16" 0.C. (H).
INDICATES 8" CMU EXTERIOR CLADDING WALL w/ #4 AT 40" O.C. (V)CENTERED AND 9 GA. JOINT REINF. AT 16" O.C. (H), TYP. U.N.O.
ST
A
TE
O F CA L I FOR
NIA
YE
L
R NO. S4594
EXP. 12/31/2010
S ARTTCUR U
L
R
R
RETSIGE
TAP
PDE FIKCI LNI
SSEFO ANOI
RNE
EE
NIG
DOCUMENT WAS AUTHORIZEDTHE SEAL APPEARING ON THIS
BY PATRICK I. FINLEY,S4594 ON 9 JULY 2009
Sheetreferencenumber
Sheet
BU
ILD
ING
Q
UA
LIT
Y S
OLU
TIO
NS
U.S
. AR
MY
EN
GIN
EE
R D
ISTR
ICT,
CO
RP
S O
F E
NG
INE
ER
SFO
RT
WO
RTH
, TE
XA
S
Des
igne
d by
:
Dw
n by
:
Rev
iew
ed b
y:
Sub
mitt
ed b
y:
EN
GIN
EE
R
Dat
e:
Sol
No.
Con
tr N
o.
Rev
.
Plo
t sca
le:
Plo
t dat
e:
File
nam
e:
Con
tr N
o.
DE
SIG
N F
ILE
:
Fort Worth District
US Army Corpsof Engineers
1:1
DA
VID
LU
KE
, PE
of
LAC
KLA
ND
AFB
, TE
XA
S
AIR
ME
N T
RA
ININ
G C
OM
PLE
X -
NO
RTH
CA
MP
US
AIR
ME
N T
RA
ININ
G C
OM
PLE
X 1
(ATC
1)
442
W91
26G
-09
-12-
0105
W91
26G
-09-
C-0
054 Plo
t Dat
e H
ere
9 J
ULY
200
9
1 2 3 4 5
E
D
C
B
A
KEY PLAN
A B
D C
MP
LS08
3737
R1
DR
AW
ING
NU
MB
ER
: LA
09 -
0001
W91
26G
-09-
C-0
054
LA
IB
LOW
E
FIN
L EY
A-S126144
2ND
, 3R
D A
ND
4TH
FLO
OR
SLAB
PO
ST T
ENSI
ON
ING
PLA
N -
AREA
C
A-S1261
2ND, 3RD AND 4TH FLOOR SLABPOST TENSIONING PLAN - AREA C
0'4' 8'
SCALE: 1/8" = 1'-0"
8'
LEGEND:
N
PLANNORTH
N
SITENORTH
SITE NORTH IS ROTATED90 DEGREES CLOCKWISEON THIS SHEET FROM THENORTH ARROW ON CIVILPLANS
NOTES:
PLACE #4 E-W SLAB TOP BARS LAST
PLACE #4 E-W- SLAB BOTTOM BARS FIRST
PLACE #4 N-S SLAB TOP BARS LAST
PLACE #4 N-S SLAB BOTTOM BARS FIRSTREF. SHEET A-S603 FOR COLUMN SCHEDULE.
REF. SHEET A-S507 FOR TYPICAL BM DETAILSAND SHEET A-S503 FOR TYPICAL COLUMNDETAILS
1.
2.
REF. ARCHITECTURAL, MECHANICAL, AND ELECTRICAL DRAWINGSFOR SLEEVES, BLOCKOUTS AND OTHER ITEMS TO BECOORDINATED w/ THE STRUCTURAL DRAWINGS.
3.
TOP OF SLAB ELEVATION IS 15' FOR 2ND FLOOR, 29' FOR 3RD FLOORAND 43' FOR 4TH FLOOR.
4.
FOR STAIR FRAMING SEE SHEET A-S401.5.
MECHANICAL PADS PER 11/A-S502 COORDINATE W/ MECHANICAL ANDELECTRICAL DWGS. FOR SIZE AND LOCATION.
6.
No.
Des
crip
tion
D.O
.No.
Act
ion
Dat
e
9
11
12
D F HBA
31' - 1"
23' -
0"
10" SLAB
10" SLAB
G
8
MATCH LINE - AREA A
E
10
26' -
2"
32' -
6"
35' -
4"
26' - 8" 19' - 6" 26' - 2" 26' - 2"
8" SLAB
12" SLAB
15" SLAB
7
C
13
26' -
2"
23' -
0"
31' - 1" 19' - 6"
11" SLAB OPEN
20 KLF
ADD TENDONS
#4 AT 6" O.C. E.W.T AND B TYP.
#4 AT 6" O.C. E.W.T AND B TYP.
SHEET A-S124
#4 TOP BARS x16'-0" AT 18" O.C.ADDITIONALSTEEL
#4 TOP BARSAT 18" O.C.ADDITIONALSTEEL
MAT
CH
LIN
E - A
REA
CSH
E ET
A-S 1
26
20.0
KLF
1 3/4" 1 3/4"5 1/2"
3 1/2" 1 3/4"5"
27.0
KLF
30.0
KLF
23
' - 8
"9
' - 3
"
8 1/4" 8 1/4" 6 1/4" 6 1/4"
1 3/4" 1 3/4"
1 3/4" 1 3/4"5"
3 1/2" 1 3/4"
3 1/2" 1 3/4"5 1/2"
5"
6"
5"
1 3/4"
1 3/4"
8' -
5" 8 1/4"
8 1/4"
8 1/4"
8 1/4"
8 1/4"
6 1/4"
8 1/4"
6 1/4"
8 1/4"
5"1 3/4" 5"
1 3/4"
1 3/4"
1 3/4" 5"
1 3/
4"
5"
9' - 5"
1 3/4"
5"
5"
5"
5"
5"1 3/4"
1 3/4"5" 1 3/4"8 1/4"
5"
8 1/4"
6"
6"
8 1/
4"
8 1/4"8 1/4"
32
' - 6
"7
' - 6
"
8' -
6"
5"
20.0 KLF
40' - 4"
5"
7"
1 3/
4"
5"
1 3/
4"
1 3/
4"
7"
12' - 0"
1 3/
4"3"
1 3/
4"
7"1
3/4"
1 3/
4"3"
1 3/
4"
1 3/
4"1
3/4"
3"1
3/4"
5"
1 3/
4"
8' - 5" 23' - 8" 9' - 3"
20 KLF
5"7
1/2"
7 1/
2"
7 1/
2"
8 1/
4"
8 1/
4"
8 1/
4"
10 1
/4"
10 1
/4"
13 1
/4"
13 1
/4"
27.0 KLF
ADD TENDONS
7"7"7"7"7"
24
' - 1
0"
(FE=161K)
12"
7"
17"
8"
17"
4"
12"15"4"17"6"14"
(FE=93.7K)
21"
4"
14"22"
12"22.25"
17"
4"17"4"
(FE=161K)
16"13.5"
5"
13 1
/4"
10' - 2"
1 3/
4"1
3/4"
1 3/
4"5"
7 1/
2"8
1/4"
10 1
/4"
7"3"
7"
10
' - 2
"
1 3/4" 1 3/4"5 1/2"
3 1/2" 1 3/4"5"
8 1/4" 8 1/4" 6 1/4" 6 1/4"6"
INDICATES 3" DEPRESSED SLAB.
BX INDICATES POST-TENSION BEAM.RE: A-S604 FOR POST-TENSION BEAM SCHEDULE.
INDICATES CONCRETE WALLS.
INDICATES LOCATION OF POUR STRIP. CAST POURSTRIPS 60 DAYS MINIMUM AFTER POST-TENSIOING OFTHE SLAB.
INDICATES 6" CANTILEVERED CMU WALL w/ #4 AT 32" 0.C. (V)CENTERED AND 9 GA. JOINT REINF. AT 16" 0.C. (H).
INDICATES 8" CMU EXTERIOR CLADDING WALL w/ #4 AT 40" O.C. (V)CENTERED AND 9 GA. JOINT REINF. AT 16" O.C. (H), TYP. U.N.O.
ST
A
TE
O F CA L I FOR
NIA
YE
L
R NO. S4594
EXP. 12/31/2010
S ARTTCUR U
L
R
R
RETSIGE
TAP
PDE FIKCI LNI
SSEFO ANOI
RNE
EE
NIG
DOCUMENT WAS AUTHORIZEDTHE SEAL APPEARING ON THIS
BY PATRICK I. FINLEY,S4594 ON 9 JULY 2009
Sheetreferencenumber
Sheet
BU
ILD
ING
Q
UA
LIT
Y S
OLU
TIO
NS
U.S
. AR
MY
EN
GIN
EE
R D
ISTR
ICT,
CO
RP
S O
F E
NG
INE
ER
SFO
RT
WO
RTH
, TE
XA
S
Des
igne
d by
:
Dw
n by
:
Rev
iew
ed b
y:
Sub
mitt
ed b
y:
EN
GIN
EE
R
Dat
e:
Sol
No.
Con
tr N
o.
Rev
.
Plo
t sca
le:
Plo
t dat
e:
File
nam
e:
Con
tr N
o.
DE
SIG
N F
ILE
:
Fort Worth District
US Army Corpsof Engineers
1:1
DA
VID
LU
KE
, PE
of
LAC
KLA
ND
AFB
, TE
XA
S
AIR
ME
N T
RA
ININ
G C
OM
PLE
X -
NO
RTH
CA
MP
US
AIR
ME
N T
RA
ININ
G C
OM
PLE
X 1
(ATC
1)
442
W91
26G
-09
-12-
0105
W91
26G
-09-
C-0
054 Plo
t Dat
e H
ere
9 J
ULY
200
9
1 2 3 4 5
E
D
C
B
A
KEY PLAN
A B
D C
MP
LS08
3737
R1
DR
AW
ING
NU
MB
ER
: LA
09 -
0001
W91
26G
-09-
C-0
054
LA
IB
LOW
E
FIN
L EY
A-S127145
2ND
, 3R
D A
ND
4TH
FLO
OR
SLAB
PO
ST T
ENSI
ON
ING
PLA
N -
AREA
D
A-S1271
2ND, 3RD AND 4TH FLOOR SLABPOST TENSIONING PLAN - AREA D
0'4' 8'
SCALE: 1/8" = 1'-0"
8'
LEGEND:
N
PLANNORTH
N
SITENORTH
SITE NORTH IS ROTATED90 DEGREES CLOCKWISEON THIS SHEET FROM THENORTH ARROW ON CIVILPLANS
NOTES:REF. SHEET A-S603 FOR COLUMN SCHEDULE.
REF. SHEET A-S507 FOR TYPICAL BM DETAILSAND SHEET A-S503 FOR TYPICAL COLUMNDETAILS
1.
2.
REF. ARCHITECTURAL, MECHANICAL, AND ELECTRICAL DRAWINGSFOR SLEEVES, BLOCKOUTS AND OTHER ITEMS TO BECOORDINATED w/ THE STRUCTURAL DRAWINGS.
3.
TOP OF SLAB ELEVATION IS 15' FOR 2ND FLOOR, 29' FOR 3RD FLOORAND 43' FOR 4TH FLOOR.
4.
FOR STAIR FRAMING SEE SHEET A-S401.5.
MECHANICAL PADS PER 11/A-S502 COORDINATE W/ MECHANICAL ANDELECTRICAL DWGS. FOR SIZE AND LOCATION.
6.
PLACE #4 E-W SLAB BOTTOM BARS FIRST
PLACE #4 E-W SLAB TOP BARS LAST
PLACE #4 N-S SLAB BOTTOM BARS FIRST
PLACE #4 N-S SLAB TOP BARS LAST
No.
Des
crip
tion
D.O
.No.
Act
ion
Dat
e
1
2
4
5
9
11
12
D F H K L N P QBA MG J
6
8
E
10
7
3
C
13
151
ST
A
TE
O F CA L I FOR
NIA
YE
L
R NO. S4594
EXP. 12/31/2010
S ARTTCUR U
L
R
R
RETSIGE
TAP
PDE FIKCI LNI
SSEFO ANOI
RNE
EE
NIG
DOCUMENT WAS AUTHORIZEDTHE SEAL APPEARING ON THIS
BY PATRICK I. FINLEY,S4594 ON 9 JULY 2009
Sheetreferencenumber
Sheet
BU
ILD
ING
Q
UA
LIT
Y S
OLU
TIO
NS
U.S
. AR
MY
EN
GIN
EE
R D
ISTR
ICT,
CO
RP
S O
F E
NG
INE
ER
SFO
RT
WO
RTH
, TE
XA
S
Des
igne
d by
:
Dw
n by
:
Rev
iew
ed b
y:
Sub
mitt
ed b
y:
EN
GIN
EE
R
Dat
e:
Sol
No.
Con
tr N
o.
Rev
.
Plo
t sca
le:
Plo
t dat
e:
File
nam
e:
Con
tr N
o.
DE
SIG
N F
ILE
:
Fort Worth District
US Army Corpsof Engineers
1:1
DA
VID
LU
KE
, PE
of
LAC
KLA
ND
AFB
, TE
XA
S
AIR
ME
N T
RA
ININ
G C
OM
PLE
X -
NO
RTH
CA
MP
US
AIR
ME
N T
RA
ININ
G C
OM
PLE
X 1
(ATC
1)
442
W91
26G
-09
-12-
0105
W91
26G
-09-
C-0
054 Plo
t Dat
e H
ere
9 J
ULY
200
9
1 2 3 4 5
E
D
C
B
A
KEY PLAN
A B
D C
MP
LS08
3737
R1
DR
AW
ING
NU
MB
ER
: LA
09 -
0001
W91
26G
-09-
C-0
054
Che
cker
Aut
hor
Des
igne
r
A-S128146
MEC
H P
ENTH
OU
SE O
VER
ALL
SLAB
PLA
N
A-S1281MECH PENTHOUSE OVERALL SLAB PLAN
0'8'
SCALE: 1/16" = 1'-0"
16' 16'
N
PLANNORTH
N
SITENORTH
SITE NORTH IS ROTATED90 DEGREES CLOCKWISEON THIS SHEET FROM THENORTH ARROW ON CIVILPLANS
No.
Des
crip
tion
D.O
.No.
Act
ion
Dat
e
1
2
4
5
D F HBA
12" SLAB
12.0KLF
12.0KLF
12.0KLF
12.0KLF
17
' - 2
"1
7' -
0"
29
' - 4
"2
7' -
6"
31' - 1" 52' - 4"
3' -
0"17
' - 0
"2'
- 10
"3'
- 0"
17' -
2"
3' -
0"3'
- 0"
29' -
4"
27' -
6"
2' -
0"
12.0
KLF
12.0
KLF
12.0
KLF
8" SLAB
25' - 1" 25' - 1" 13' - 6"
3' - 0" 25' - 1" 3' - 0" 3' - 0" 25' - 1" 13' - 6" 3' - 0"
CJ
12" SLAB
10"
10"23
' - 0
"23
' - 0
"35
' - 4
"32
' - 6
"
G
6
MATCH LINE - AREA D
MAT
CH
LIN
E - A
REA
B
E
26' -
2"
26' - 8" 19' - 6"
OPEN
600S200-54STUDS AT24" O.C., TYP.
SHEE
T A-
S 130
SHEET A-S132
12" CMUWALL, TYP.
10"
10"
10"
7
3
C31' - 1" 19' - 6"
26' -
2"
8" SLAB
3' -
0"3'
- 0"
3' - 0" 3' - 0"
20' - 8"
12.0
KLF
4"
7' - 1"
3' - 0" 20' - 8" 3' - 0"
RB1 RB2
RB3 RB4
RB8 RB9
RB11 RB12
RB16 RB17
RB5 RB6 RB7
RB15
RB14RB13
RB18
RB19
RB21
RB22
RB23
RB26
RB27
RB24
RB25
RB28
RB32
B33
RB30
RB31
RB35
RB36
RB37
RB38
RB38
RB28
RB20
RB34
RB10
TO EDGEOF SLAB
8' - 8"
10' - 3"7' - 10"
E.O.S.
8' -
2"
OPN
G.
SEE 15/A-S507FOR ELEVATORLIFT BEAM ANDSHAFT LID.
7
7
10"
10"
STEEL FRAME PER20/A-S508 SIM.
STEEL FRAMEPER 20/A-S508SIM.
7' - 10"3' - 0"
3'-0" POUR STRIPSEE DETAIL7/AS506
6' -
0"
4' - 2"
10"
1' -
0"TO
ED
GE
OF
SLAB
(FE=134K)
12"3" 17" 3" 17"
3" 17" 3" 17"13"
(FE=214K)
4"4" 4"
4"4" 4"
3" 17" 3" 17"13"
4" 4" 4"4"
10"
(FE=228K)(FE=348K)
(FE=321K)
(FE=278K)
19"
4"11"
4"
11"
4"4"
(FE=268K)
13"
7"6"
4"4" 25"21"17"16" 21" 29"9" 3" 29"
4" 4" 4"4"4"4"4" 3"9"
4"4"
17"
25" 25"10" 5"17"14"25"
4"
(FE=402K)
4"4"
(FE=276K)(FE=214K)
12.5"12.5"
4" 3" 6" 8" 8"
21" 25"17"
4"4"
4"
17"
4"
17"
17"17" 4"4"
3"6" 4"
21" 25"17"
9" 7"
21"
17
A-S502
17
A-S502
SIM.
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S4016
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S4016
RBX INDICATES POST-TENSION BEAM.RE: A-S605 FOR POST-TENSION BEAM SCHEDULE.
15.0 KLFTENDON EFFECTIVE FORCE IN KIPS/FOOT. TENDONS SPREADUNIFORMLY. FORCES INDICATED APPLY ACROSS ENTIRE PLAN, U.N.O.
INDICATES POST-TENSIONED STRESSING END.
INDICATES INTERMEDIATE STRESSING ANCHORAGE. LOCATE AT
INDICATES POST-TENSIONED DEAD END. REFER TO DETAIL 2/A-S506FOR ADD TENDON
INDICATES DISTANCE FROM BOTTOM OF SLAB TO CENTER LINE OF POST-TENSIONED TENDONS LOCATED AT MID SPAN AND CENTER LINE SUPPORT
X"
INDICATES LOCATION OF POUR STRIP. CAST POURSTRIPS 60 DAYS MINIMUM AFTER POST-TENSIOING OFTHE SLAB. SEE 7/A-S506.
INDICATES 8" CMU WALL w/ #4 AT 40" O.C. (V) CENTERED AND9 GA. JOINT REINF. AT 16" O.C. (H), TYP. U.N.O.
INDICATES DISTANCE FROM BOTTOM OF BEAM TO CENTER LINE OF TENDON.LOCATE AT MID SPAN AND CENTER LINE OF SUPPORT.
FE = 150K INDICATES TENDON EFFECTIVE FORCE IN BEAM
X"
INDICATES CONSTANT TENDON PROFILE,MEASURED FROM BOTTOM OF SLAB.
X"
7 INDICATES LIGHT GAUGE SHEAR WALL PER 8/A-S606.
INDICATES 12" CMU WALL w/ #5 AT 40" O.C. EA. FACE (V) AND 9GA. JOINT REINF. AT 16" O.C. (H).
CJ CONSTRUCTION JOINT PER 8/A-S506.
ST
A
TE
O F CA L I FOR
NIA
YE
L
R NO. S4594
EXP. 12/31/2010
S ARTTCUR U
L
R
R
RETSIGE
TAP
PDE FIKCI LNI
SSEFO ANOI
RNE
EE
NIG
DOCUMENT WAS AUTHORIZEDTHE SEAL APPEARING ON THIS
BY PATRICK I. FINLEY,S4594 ON 9 JULY 2009
Sheetreferencenumber
Sheet
BU
ILD
ING
Q
UA
LIT
Y S
OLU
TIO
NS
U.S
. AR
MY
EN
GIN
EE
R D
ISTR
ICT,
CO
RP
S O
F E
NG
INE
ER
SFO
RT
WO
RTH
, TE
XA
S
Des
igne
d by
:
Dw
n by
:
Rev
iew
ed b
y:
Sub
mitt
ed b
y:
EN
GIN
EE
R
Dat
e:
Sol
No.
Con
tr N
o.
Rev
.
Plo
t sca
le:
Plo
t dat
e:
File
nam
e:
Con
tr N
o.
DE
SIG
N F
ILE
:
Fort Worth District
US Army Corpsof Engineers
1:1
DA
VID
LU
KE
, PE
of
LAC
KLA
ND
AFB
, TE
XA
S
AIR
ME
N T
RA
ININ
G C
OM
PLE
X -
NO
RTH
CA
MP
US
AIR
ME
N T
RA
ININ
G C
OM
PLE
X 1
(ATC
1)
442
W91
26G
-09
-12-
0105
W91
26G
-09-
C-0
054 Plo
t Dat
e H
ere
9 J
ULY
200
9
1 2 3 4 5
E
D
C
B
A
KEY PLAN
A B
D C
MP
LS08
3737
R1
DR
AW
ING
NU
MB
ER
: LA
09 -
0001
W91
26G
-09-
C-0
054
Che
cker
Aut
hor
Des
igne
r
A-S129147
MEC
HAN
ICAL
PEN
THO
USE
POST
TEN
SIO
NED
SLA
B PL
AN -
AREA
A
A-S1291
MECHANICAL PENTHOUSEPOST TENSIONED SLAB PLAN - AREA A
0'4' 8'
SCALE: 1/8" = 1'-0"
8'
LEGEND:
NOTES:
REF. ARCHITECTURAL, MECHANICAL, AND ELECTRICAL DRAWINGSFOR SLEEVES, BLOCKOUTS AND OTHER ITEMS TO BECOORDINATED w/ THE STRUCTURAL DRAWINGS.
REF. SHEET A-S506 FOR TYPICAL P/T DETAILS.1.
2.
3.
N
PLANNORTH
N
SITENORTH
SITE NORTH IS ROTATED90 DEGREES CLOCKWISEON THIS SHEET FROM THENORTH ARROW ON CIVILPLANS
TOP OF SLAB ELEVATION IS 58'-0".
4. FOR TYPICAL DETAILS NOT REFERENCED SEE A-S501, A-S503, A-S506,A-S507, A-S508 AND A-S606.
FOR ELEVATOR GUIDE RAIL SUPPORT SEE 16/A-S508.5.
FOR HANGING TOILET PARTITION SUPPORT SEE SHEET A-S402.6.
SEE SHEETS A-S133 THRU A-S136 FOR ADDITIONAL POSTTENSIONED SLAB REINFORCING.
7.
No.
Des
crip
tion
D.O
.No.
Act
ion
Dat
e
1
2
4
5
H K L N P QM
12" SLAB
12.0KLF
12.0KLF
12.0KLF
12.0KLF
17
' - 2
"1
7' -
0"
29
' - 4
"2
7' -
6"
19' - 6" 26' - 8" 19' - 6" 31' - 1" 31' - 1"
2' -
10"
17' -
2"
3' -
0"3'
- 0"
17' -
0"
29' -
4"
3' -
0"3'
- 0"
27' -
6"
2' -
0"
23' -
0"
32' -
6"
CJ
12" SLAB8" SLAB
12.0
KLF
12.0
KLF
12.0
KLF
13' - 6" 25' - 1" 25' - 1"
3' - 0" 13' - 6" 3' - 0" 3' - 0" 25' - 1" 3' - 0" 3' - 0" 25' - 1" 3' - 0"
10"
J
6
MAT
CH
LIN
E - A
REA
A
MATCH LINE - AREA C
26' -
2"
26' - 2" 26' - 2"
OPEN
600S200-54 STUDSAT 24" O.C., TYP.
SHEE
T A-
S129
12" CMUWALL, TYP.
SHEET A-S131
10"
10"
10"
10" 10"
7
3
23' -
0"
35' -
4"
26' -
2"
8" SLAB
12.0
KLF
7' - 1" 3' - 0"3' - 0"
20' - 8"
600S200-54STUDSAT 24" O.C.,TYP.
20' - 8"
RB1RB2
RB3RB4
RB8RB9
RB11RB12
RB16RB17
RB5RB6RB7
RB15
RB14 RB13
RB19
RB20
RB21
B22
RB23
RB26
RB27
RB24
RB25
RB28
RB29
RB32
RB33
RB30
RB31
RB34
RB35
RB36
RB37
RB38
RB38
RB18
7
7
STEEL FRAME PER20/A-S508 SIM.
3' -
0"3'
- 0"
HSS5x5x1/4POST
E.O.S.
6' -
0"
3' - 10"12' - 8"
24' -
0"
8' -
6"
8' - 8 7/8"
STEEL FRAME PER20/A-S508 SIM.
10"
10"
7' - 1"3' - 0"
3'-0" POUR STRIPSEE DETAIL 7/A-S506
9' - 5"
1' -
0"TO
ED
GE
OF
SLAB
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S4018
17"
17"
4"
4"
17"
4"
29"
4"
25"
(FE=134K)
12"3"17"3"
4"4"
3"17"3"
(FE=214K)
13"
4"4"
3"17"3" 13"
10"
(FE=228K) (FE=348K) (FE=278K) (FE=268K)
19" 11"
13"4" 4"4"
6"7"
4"
11"4"4"4"
3" 29" 29"9"
(FE=321K)16"
25" 21"
4"
17"
9"3" 4"4"4" 4"4"4"
25"5" 10" 17" 25"14"
17"21"
4"
4" 4"12.5" 12.5"(FE=402K)
(FE=276K) (FE=214K)
4"3"6"8"8" 4"
25" 21" 17"
4"
4"
4"
17"
4" 17"
25" 21" 17" 17" 17"
6"3"4"
4" 4"
9"7"
4"
17
A-S502
17
A-S502
SIM.
O.H.
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S4016
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S4016
151
RBX INDICATES POST-TENSION BEAM.RE: A-S605 FOR POST-TENSION BEAM SCHEDULE.
15.0 KLFTENDON EFFECTIVE FORCE IN KIPS/FOOT. TENDONS SPREADUNIFORMLY. FORCES INDICATED APPLY ACROSS ENTIRE PLAN, U.N.O.
INDICATES POST-TENSIONED STRESSING END.
INDICATES INTERMEDIATE STRESSING ANCHORAGE. LOCATE AT
INDICATES POST-TENSIONED DEAD END. REFER TO DETAIL 2/A-S506FOR ADD TENDON
INDICATES DISTANCE FROM BOTTOM OF SLAB TO CENTER LINE OF POST-TENSIONED TENDONS LOCATED AT MID SPAN AND CENTER LINE SUPPORT
X"
INDICATES LOCATION OF POUR STRIP. CAST POURSTRIPS 60 DAYS MINIMUM AFTER POST-TENSIOING OFTHE SLAB. SEE 7/A-S506.
INDICATES 8" CMU WALL w/ #4 AT 40" O.C. (V) CENTERED AND9 GA. JOINT REINF. AT 16" O.C. (H), TYP. U.N.O.
INDICATES DISTANCE FROM BOTTOM OF BEAM TO CENTER LINE OF TENDON.LOCATE AT MID SPAN AND CENTER LINE OF SUPPORT.
FE = 150K INDICATES TENDON EFFECTIVE FORCE IN BEAM
X"
INDICATES CONSTANT TENDON PROFILE,MEASURED FROM BOTTOM OF SLAB.
X"
7 INDICATES LIGHT GAUGE SHEAR WALL PER 8/A-S606.
INDICATES 12" CMU WALL w/ #5 AT 40" O.C. EA. FACE (V) AND 9GA. JOINT REINF. AT 16" O.C. (H).
CJ CONSTRUCTION JOINT PER 8/A-S506.
ST
A
TE
O F CA L I FOR
NIA
YE
L
R NO. S4594
EXP. 12/31/2010
S ARTTCUR U
L
R
R
RETSIGE
TAP
PDE FIKCI LNI
SSEFO ANOI
RNE
EE
NIG
DOCUMENT WAS AUTHORIZEDTHE SEAL APPEARING ON THIS
BY PATRICK I. FINLEY,S4594 ON 9 JULY 2009
Sheetreferencenumber
Sheet
BU
ILD
ING
Q
UA
LIT
Y S
OLU
TIO
NS
U.S
. AR
MY
EN
GIN
EE
R D
ISTR
ICT,
CO
RP
S O
F E
NG
INE
ER
SFO
RT
WO
RTH
, TE
XA
S
Des
igne
d by
:
Dw
n by
:
Rev
iew
ed b
y:
Sub
mitt
ed b
y:
EN
GIN
EE
R
Dat
e:
Sol
No.
Con
tr N
o.
Rev
.
Plo
t sca
le:
Plo
t dat
e:
File
nam
e:
Con
tr N
o.
DE
SIG
N F
ILE
:
Fort Worth District
US Army Corpsof Engineers
1:1
DA
VID
LU
KE
, PE
of
LAC
KLA
ND
AFB
, TE
XA
S
AIR
ME
N T
RA
ININ
G C
OM
PLE
X -
NO
RTH
CA
MP
US
AIR
ME
N T
RA
ININ
G C
OM
PLE
X 1
(ATC
1)
442
W91
26G
-09
-12-
0105
W91
26G
-09-
C-0
054 Plo
t Dat
e H
ere
9 J
ULY
200
9
1 2 3 4 5
E
D
C
B
A
KEY PLAN
A B
D C
MP
LS08
3737
R1
DR
AW
ING
NU
MB
ER
: LA
09 -
0001
W91
26G
-09-
C-0
054
Che
cker
Aut
hor
Des
igne
r
A-S130148
MEC
HAN
ICAL
PEN
THO
USE
POST
TEN
SIO
NED
SLA
B PL
AN -
AREA
B
A-S1301
MECHANICAL PENTHOUSEPOST TENSIONED SLAB PLAN - AREA B
0'4' 8'
SCALE: 1/8" = 1'-0"
8'
LEGEND:
N
PLANNORTH
N
SITENORTH
SITE NORTH IS ROTATED90 DEGREES CLOCKWISEON THIS SHEET FROM THENORTH ARROW ON CIVILPLANS
NOTES:
REF. ARCHITECTURAL, MECHANICAL, AND ELECTRICAL DRAWINGSFOR SLEEVES, BLOCKOUTS AND OTHER ITEMS TO BECOORDINATED w/ THE STRUCTURAL DRAWINGS.
REF. SHEET A-S506 FOR TYPICAL P/T DETAILS.1.
2.
3. TOP OF SLAB ELEVATION IS 57'-0".
4. FOR TYPICAL DETAILS NOT REFERENCED SEE A-S501, A-S503, A-S506,A-S507, A-S508 AND A-S606.
FOR HANGING TOILET PARTITION SUPPORT SEE SHEET A-S402.5.
SEE SHEETS A-S133 THRU A-S136 FOR ADDITIONAL POSTTENSIONED SLAB REINFORCING.
6.
No.
Des
crip
tion
D.O
.No.
Act
ion
Dat
e
9
11
12
H K L N P QM
23' -
0"
12.0KLF
27
' - 6
"
12.0KLF
12.0KLF
12.0KLF
29
' - 4
"1
7' -
0"
17
' - 2
"
12" SLAB
8" SLAB
12" SLAB
12.0
KLF
12.0
KLF
12.0
KLF
13' - 6" 25' - 1" 25' - 1"
31' - 1" 31' - 1"
3' - 0" 13' - 6" 3' - 0" 3' - 0" 25' - 1" 3' - 0" 3' - 0" 25' - 1" 3' - 0"
19' - 6"26' - 8"19' - 6"
10"
10"
10"
2' -
10"
17' -
2"
3' -
0"3'
- 0"
17' -
0"
3' -
0"3'
- 0"
29' -
4"
3' -
0"3'
- 0"
27' -
6"
2' -
0"J
8
MATCH LINE - AREA BM
ATC
H L
INE
- AR
EA D
10
26' -
2"
32' -
6"
35' -
4"
26' - 2" 26' - 2"
OPEN
600S200-54 STUDSAT 24" O.C., TYP.
12" CMUWALL, TYP.
SHEE
T A-
S 132
SHEET A-S130
10"
10"
7
26' -
2"
13
23
' - 0
"
8" SLAB
7' - 1"
12.0
KLF
20' - 8"
RB1RB2
RB3RB4
RB8RB9
RB11RB12
RB16RB17
RB10
RB5RB6RB7
RB15 RB14 RB13
RB18
RB19
RB20
RB21
RB22
RB23
RB26
RB27
RB24
RB25
RB28
RB29
RB32
RB33
RB30
RB31
RB34
RB36
RB37
RB38
RB38
RB35
20' - 8" 3' - 0"
7
7
STEEL FRAME PER20/A-S508 SIM.
STEEL FRAME PER20/A-S508 SIM.
8' -
6"
8' - 11"
E.O.S.3' - 0"
10"
10"
7' - 1"3' - 0"
3'-0" POUR STRIPSEE DETAIL 7/A-S506
5' -
0"
3' - 4"
9' - 5"
10"
1' -
0"TO
ED
GE
OF
SLAB
17" 4" 4"12.5" 12.5"
(FE=276K) (FE=214K)
4"
17" 17"
3" 6"
3" 4"
17"
6"
4"
6"
4"
4"4"
21"
21"
8"
9"
4"4"
25"
25"
8"
4"4"
7"
4"4"
(FE=402K)
17" 14"10"25"5"
4"
4" 4"4" 4" 3" 9"
17"4"
21"25" 4"(FE=321K)
16"
29"29" 9"3"
4" 4"4"
3" 3"17" 13"
4"
11" 7" 6"
4"4"4"
13"
(FE=268K)(FE=278K)(FE=348K)(FE=228K)
11"19"
10"
4"4"
3" 3"17"13"
4"4"
(FE=214K)
3" 3"17" (FE=134K)
12"
17
A-S502
17
A-S502
SIM.
O.H.
O.H.
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S4016
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S4016
151
RBX INDICATES POST-TENSION BEAM.RE: A-S605 FOR POST-TENSION BEAM SCHEDULE.
15.0 KLFTENDON EFFECTIVE FORCE IN KIPS/FOOT. TENDONS SPREADUNIFORMLY. FORCES INDICATED APPLY ACROSS ENTIRE PLAN, U.N.O.
INDICATES POST-TENSIONED STRESSING END.
INDICATES INTERMEDIATE STRESSING ANCHORAGE. LOCATE AT
INDICATES POST-TENSIONED DEAD END. REFER TO DETAIL 2/A-S506FOR ADD TENDON
INDICATES DISTANCE FROM BOTTOM OF SLAB TO CENTER LINE OF POST-TENSIONED TENDONS LOCATED AT MID SPAN AND CENTER LINE SUPPORT
X"
INDICATES LOCATION OF POUR STRIP. CAST POURSTRIPS 60 DAYS MINIMUM AFTER POST-TENSIOING OFTHE SLAB. SEE 7/A-S506.
INDICATES 8" CMU WALL w/ #4 AT 40" O.C. (V) CENTERED AND9 GA. JOINT REINF. AT 16" O.C. (H), TYP. U.N.O.
INDICATES DISTANCE FROM BOTTOM OF BEAM TO CENTER LINE OF TENDON.LOCATE AT MID SPAN AND CENTER LINE OF SUPPORT.
FE = 150K INDICATES TENDON EFFECTIVE FORCE IN BEAM
X"
INDICATES CONSTANT TENDON PROFILE,MEASURED FROM BOTTOM OF SLAB.
X"
7 INDICATES LIGHT GAUGE SHEAR WALL PER 8/A-S606.
INDICATES 12" CMU WALL w/ #5 AT 40" O.C. EA. FACE (V) AND 9GA. JOINT REINF. AT 16" O.C. (H).
CJ CONSTRUCTION JOINT PER 8/A-S506.
ST
A
TE
O F CA L I FOR
NIA
YE
L
R NO. S4594
EXP. 12/31/2010
S ARTTCUR U
L
R
R
RETSIGE
TAP
PDE FIKCI LNI
SSEFO ANOI
RNE
EE
NIG
DOCUMENT WAS AUTHORIZEDTHE SEAL APPEARING ON THIS
BY PATRICK I. FINLEY,S4594 ON 9 JULY 2009
Sheetreferencenumber
Sheet
BU
ILD
ING
Q
UA
LIT
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U.S
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EN
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RP
S O
F E
NG
INE
ER
SFO
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WO
RTH
, TE
XA
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Des
igne
d by
:
Dw
n by
:
Rev
iew
ed b
y:
Sub
mitt
ed b
y:
EN
GIN
EE
R
Dat
e:
Sol
No.
Con
tr N
o.
Rev
.
Plo
t sca
le:
Plo
t dat
e:
File
nam
e:
Con
tr N
o.
DE
SIG
N F
ILE
:
Fort Worth District
US Army Corpsof Engineers
1:1
DA
VID
LU
KE
, PE
of
LAC
KLA
ND
AFB
, TE
XA
S
AIR
ME
N T
RA
ININ
G C
OM
PLE
X -
NO
RTH
CA
MP
US
AIR
ME
N T
RA
ININ
G C
OM
PLE
X 1
(ATC
1)
442
W91
26G
-09
-12-
0105
W91
26G
-09-
C-0
054 Plo
t Dat
e H
ere
9 J
ULY
200
9
1 2 3 4 5
E
D
C
B
A
KEY PLAN
A B
D C
MP
LS08
3737
R1
DR
AW
ING
NU
MB
ER
: LA
09 -
0001
W91
26G
-09-
C-0
054
Che
cker
Aut
hor
Des
igne
r
A-S131149
MEC
HAN
ICAL
PEN
THO
USE
POST
TEN
SIO
NED
SLA
B PL
AN -
AREA
C
A-S1311
MECHANICAL PENTHOUSEPOST TENSIONED SLAB PLAN - AREA C
0'4' 8'
SCALE: 1/8" = 1'-0"
8'
LEGEND:
N
PLANNORTH
N
SITENORTH
SITE NORTH IS ROTATED90 DEGREES CLOCKWISEON THIS SHEET FROM THENORTH ARROW ON CIVILPLANS
NOTES:
REF. ARCHITECTURAL, MECHANICAL, AND ELECTRICAL DRAWINGSFOR SLEEVES, BLOCKOUTS AND OTHER ITEMS TO BECOORDINATED w/ THE STRUCTURAL DRAWINGS.
REF. SHEET A-S506 FOR TYPICAL P/T DETAILS.1.
2.
3. TOP OF SLAB ELEVATION IS 57'-0".
4. FOR TYPICAL DETAILS NOT REFERENCED SEE A-S501, A-S503, A-S506,A-S507, A-S508 AND A-S606.
FOR HANGING TOILET PARTITION SUPPORT SEE SHEET A-S402.5.
SEE SHEETS A-S133 THRU A-S136 FOR ADDITIONAL POSTTENSIONED SLAB REINFORCING.
6.
No.
Des
crip
tion
D.O
.No.
Act
ion
Dat
e
9
11
12
D F HBA
12.0
KLF
12.0
KLF
12.0
KLF
FE=5
40K
8" SLAB
25' - 1" 25' - 1" 13' - 6"
12.0KLF
27
' - 6
"
12.0KLF
12.0KLF
29
' - 4
"1
7' -
0"
12.0KLF
17
' - 2
"
23' -
0"
31' - 1"
3' - 0" 25' - 1" 3' - 0" 3' - 0" 25' - 1" 13' - 6" 3' - 0"
17' -
2"
3' -
0"3'
- 0"
17' -
0"
3' -
0"3'
- 0"
29' -
4"
27' -
6"
2' -
0"
12" SLAB
12" SLAB
19' - 6" 26' - 8"
10"
10"
G
8
MAT
CH
LIN
E - A
REA
C
MATCH LINE - AREA A
E
10
32' -
6"
35' -
4"
19' - 6" 26' - 2" 26' - 2"
26' -
2"
10"
OPEN
600S200-54 STUDSAT 24"O.C., TYP.
SHEET A-S129
10"
SHEE
T A-
S 131
3' -
0"3'
- 0"
12" CMUWALL, TYP.
7
C
13
8" SLAB
31' - 1"
9' - 6"
12.0
KLF
20' - 8"
23' -
0"
26' -
2"
3' - 0" 3' - 0"
2' -
10"
RB1 RB2
RB3 RB4
RB8 RB9
RB11 RB12
RB16 RB17
RB5 RB6 RB7
RB15RB14RB13
RB18
RB19
RB20
RB21
RB22
RB23
RB26
RB27
RB24
RB25
RB28
B29
RB32
RB33
RB30
RB31
RB35
RB36
RB37
RB38
RB38
RB34
RB10
1' -
0"TO
ED
GE
OF
SLAB
HSS5x5X1/4POST
7' - 1"3' - 0"
3'-0" POUR STRIPSEE DTEAIL 7/A-S506
9' - 5"
7
7
STEEL FRAME PER20/A-S508 SIM.
3' - 0" 20' - 8" 3' - 0" 7' - 1"E.O.S
10"
10"
10"
10"
8' -
6"
8' - 5"
12' - 6"
24' -
0"3' - 4"
8' -
6"
STEEL FRAMEPER 20/A-S508SIM.
7"
25"
21"
4"4"
17"
9"4"
4"
17"
3"
17"4"
6"
4" 3"
4"12.5"(FE=214K) (FE=276K)
12.5" 4"
6"
17"
4"8" 8"
21"25"
4"
4"
17"14" 10" 25" 5"
4"4"4"4"
4"
3"
21"
25"
4"4"
9"
17"
6"
4"
7"
4"
11"4"
4"
16" 29" 9" 29"
4"
3"
3"3" 17"13"10"19"
(FE=375K)
(FE=321K)
(FE=228K)
(FE=348K)(FE=278K)(FE=268K)
4" 11"
13"
4"
(FE=214K)
4"
3"3" 17"13"
4"4"
3"3" 17"
12"
(FE=134K)
25"
29"
17"
4"
4"
17"
17"
4"
4"
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S4018
SIM.4"
17
A-S502
17
A-S502SIM.
O.H.__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S4016
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S4016
RBX INDICATES POST-TENSION BEAM.RE: A-S605 FOR POST-TENSION BEAM SCHEDULE.
15.0 KLFTENDON EFFECTIVE FORCE IN KIPS/FOOT. TENDONS SPREADUNIFORMLY. FORCES INDICATED APPLY ACROSS ENTIRE PLAN, U.N.O.
INDICATES POST-TENSIONED STRESSING END.
INDICATES INTERMEDIATE STRESSING ANCHORAGE. LOCATE AT
INDICATES POST-TENSIONED DEAD END. REFER TO DETAIL 2/A-S506FOR ADD TENDON
INDICATES DISTANCE FROM BOTTOM OF SLAB TO CENTER LINE OF POST-TENSIONED TENDONS LOCATED AT MID SPAN AND CENTER LINE SUPPORT
X"
INDICATES LOCATION OF POUR STRIP. CAST POURSTRIPS 60 DAYS MINIMUM AFTER POST-TENSIOING OFTHE SLAB. SEE 7/A-S506.
INDICATES 8" CMU WALL w/ #4 AT 40" O.C. (V) CENTERED AND9 GA. JOINT REINF. AT 16" O.C. (H), TYP. U.N.O.
INDICATES DISTANCE FROM BOTTOM OF BEAM TO CENTER LINE OF TENDON.LOCATE AT MID SPAN AND CENTER LINE OF SUPPORT.
FE = 150K INDICATES TENDON EFFECTIVE FORCE IN BEAM
X"
INDICATES CONSTANT TENDON PROFILE,MEASURED FROM BOTTOM OF SLAB.
X"
7 INDICATES LIGHT GAUGE SHEAR WALL PER 8/A-S606.
INDICATES 12" CMU WALL w/ #5 AT 40" O.C. EA. FACE (V) AND 9GA. JOINT REINF. AT 16" O.C. (H).
CJ CONSTRUCTION JOINT PER 8/A-S506.
ST
A
TE
O F CA L I FOR
NIA
YE
L
R NO. S4594
EXP. 12/31/2010
S ARTTCUR U
L
R
R
RETSIGE
TAP
PDE FIKCI LNI
SSEFO ANOI
RNE
EE
NIG
DOCUMENT WAS AUTHORIZEDTHE SEAL APPEARING ON THIS
BY PATRICK I. FINLEY,S4594 ON 9 JULY 2009
Sheetreferencenumber
Sheet
BU
ILD
ING
Q
UA
LIT
Y S
OLU
TIO
NS
U.S
. AR
MY
EN
GIN
EE
R D
ISTR
ICT,
CO
RP
S O
F E
NG
INE
ER
SFO
RT
WO
RTH
, TE
XA
S
Des
igne
d by
:
Dw
n by
:
Rev
iew
ed b
y:
Sub
mitt
ed b
y:
EN
GIN
EE
R
Dat
e:
Sol
No.
Con
tr N
o.
Rev
.
Plo
t sca
le:
Plo
t dat
e:
File
nam
e:
Con
tr N
o.
DE
SIG
N F
ILE
:
Fort Worth District
US Army Corpsof Engineers
1:1
DA
VID
LU
KE
, PE
of
LAC
KLA
ND
AFB
, TE
XA
S
AIR
ME
N T
RA
ININ
G C
OM
PLE
X -
NO
RTH
CA
MP
US
AIR
ME
N T
RA
ININ
G C
OM
PLE
X 1
(ATC
1)
442
W91
26G
-09
-12-
0105
W91
26G
-09-
C-0
054 Plo
t Dat
e H
ere
9 J
ULY
200
9
1 2 3 4 5
E
D
C
B
A
KEY PLAN
A B
D C
MP
LS08
3737
R1
DR
AW
ING
NU
MB
ER
: LA
09 -
0001
W91
26G
-09-
C-0
054
Che
cker
Aut
hor
Des
igne
r
A-S132150
MEC
HAN
ICAL
PEN
THO
USE
POST
TEN
SIO
NED
SLA
B PL
AN -
AREA
D
A-S1321
MECHANICAL PENTHOUSEPOST TENSIONED SLAB PLAN - AREA D
0'4' 8'
SCALE: 1/8" = 1'-0"
8'
LEGEND:
N
PLANNORTH
N
SITENORTH
SITE NORTH IS ROTATED90 DEGREES CLOCKWISEON THIS SHEET FROM THENORTH ARROW ON CIVILPLANS
NOTES:
REF. ARCHITECTURAL, MECHANICAL, AND ELECTRICAL DRAWINGSFOR SLEEVES, BLOCKOUTS AND OTHER ITEMS TO BECOORDINATED w/ THE STRUCTURAL DRAWINGS.
REF. SHEET A-S506 FOR TYPICAL P/T DETAILS.1.
2.
3. TOP OF SLAB ELEVATION IS 57'-0".
4. FOR TYPICAL DETAILS NOT REFERENCED SEE A-S501, A-S503, A-S506,A-S507, A-S508 AND A-S606.
FOR HANGING TOILET PARTITION SUPPORT SEE SHEET A-S402.5.
SEE SHEETS A-S133 THRU A-S136 FOR ADDITIONAL POSTTENSIONED SLAB REINFORCING.
6.
No.
Des
crip
tion
D.O
.No.
Act
ion
Dat
e
1
2
4
5
D F HBA
23' -
0"
32' -
6"
31' - 1"
G
6
MATCH LINE - AREA D
MAT
CH
LIN
E - A
REA
B
E
26' -
2"
26' - 8" 19' - 6" 26' - 2" 26' - 2"
SHEE
T A-
S 134
OPEN
8" SLAB
8" SLAB 12" SLAB
7
3
C31' - 1" 19' - 6"
23
' - 0
"
35' -
4"
26
' - 2
"
12" SLAB
#4 AT 6" O.C.E.W. TOPAND BOTTOM
#4 AT 6" O.C. E.W.TOP AND BOTTOM.EXTEND TOP 4'-3"BEYOND GRIDLINE F
SHEET A-S136
#4 TOP BARx 16'-0" AT30" O.C.
9' - 0"
#4 TOP BARAT 12" O.C.
#4 TOP BAR x14'-0" AT 12" O.C.
4' - 6"
#4 TOP AT30" O.C.
#4 TOP BAR x 12'-0"AT 30" O.C.
1 3/
4"6
1/4"
4"
4"
4"
4"
8' - 5" 33' - 10" 9' - 3"
1 3/
4"6
1/4"
1 3/
4"6
1/4"
1 3/
4"
1 3/
4"
1 3/
4"
1 3/
4"4"
9' - 5"
6 1/
4"
6 1/
4"
6 1/
4"
51' - 4"
1 3/
4"
1 3/
4"
1 3/
4"
10 1
/4"
10 1
/4"
10 1
/4"
1 3/
4"10
1/4
"
6" 6" 6"
6"6
1/4"
6"
1 3/
4"
1 3/
4"
1 3/
4"
1 3/
4"
13.4 KLF
ADD TENDONS
4"1 3/4"
6 3/4" 4"
4"4" 8
' - 1
0"
8' -
4"
25
' - 4
"
4"1 3/4"
4"1 3/4"
4"4"
4"
4"
4"
1 3/4" 6 1/4" 1 3/4"
6 3/4"
6' -
0"
8' -
4"
6 3/4" 6"4"
1 3/4" 1 3/4"6"
6 1/4"4"
6 1/4"4" 4" 10 1/4"
9' -
3"
33
' - 1
0"
10
' - 1
"
6 1/4"
20.0
KLF
26.7
5 KL
F26
.75
KLF
30.0
KLF
1 3/4"
1 3/4"
6 1/4"
6 1/4" 1 3/4"
1 3/4"
1 3/4" 1 3/4" 6"6 1/4"
4"6 1/4" 6 1/4"4" 4" 10 1/4"
1 3/4" 1 3/4" 6"6 1/4"4"
6 1/4"4" 4" 10 1/4"
4"
6 1/4"
26' -
2 5
/8"
FOS
4"4"4"
6 3/4"
1 3/4"
4"4"
4"4"4"
6 3/4"
1 3/4"
12"
(FE=161K)
10"
15"
17"
17"10"12"9"17"11"
12"
(FE=93.7K)
9"
21"
3"
11 1/2"16"
6' - 8 5/8"
FOS
25"16"9"16"8"10"(FE=161K)
16.8 KLF 16.8 KLF 16.8 KLF20
KLF
6 1/
4"
4"
4' -
0"
17
A-S508
18
A-S508
#4 AT 6" O.C.E.W. TOPAND BOTTOM17
A-S508
SIM.
RBX INDICATES POST-TENSION BEAM.RE: A-S605 FOR POST-TENSION BEAM SCHEDULE.
15.0 KLFTENDON EFFECTIVE FORCE IN KIPS/FOOT. TENDONS SPREADUNIFORMLY. FORCES INDICATED APPLY ACROSS ENTIRE PLAN, U.N.O.
INDICATES POST-TENSIONED STRESSING END.
INDICATES INTERMEDIATE STRESSING ANCHORAGE. LOCATE AT
INDICATES POST-TENSIONED DEAD END. REFER TO DETAIL 2/A-S506FOR ADD TENDON
INDICATES DISTANCE FROM BOTTOM OF SLAB TO CENTER LINE OF POST-TENSIONED TENDONS LOCATED AT MID SPAN AND CENTER LINE SUPPORT
X"
INDICATES LOCATION OF POUR STRIP. CAST POURSTRIPS 60 DAYS MINIMUM AFTER POST-TENSIOING OFTHE SLAB. SEE 7/A-S506.
INDICATES 8" CMU WALL w/ #4 AT 40" O.C. (V) CENTERED AND9 GA. JOINT REINF. AT 16" O.C. (H), TYP. U.N.O.
INDICATES DISTANCE FROM BOTTOM OF BEAM TO CENTER LINE OF TENDON.LOCATE AT MID SPAN AND CENTER LINE OF SUPPORT.
FE = 150K INDICATES TENDON EFFECTIVE FORCE IN BEAM
X"
INDICATES CONSTANT TENDON PROFILE,MEASURED FROM BOTTOM OF SLAB.
X"
7 INDICATES LIGHT GAUGE SHEAR WALL PER 8/A-S606.
INDICATES 12" CMU WALL w/ #5 AT 40" O.C. EA. FACE (V) AND 9GA. JOINT REINF. AT 16" O.C. (H).
CJ CONSTRUCTION JOINT PER 8/A-S506.
ST
A
TE
O F CA L I FOR
NIA
YE
L
R NO. S4594
EXP. 12/31/2010
S ARTTCUR U
L
R
R
RETSIGE
TAP
PDE FIKCI LNI
SSEFO ANOI
RNE
EE
NIG
DOCUMENT WAS AUTHORIZEDTHE SEAL APPEARING ON THIS
BY PATRICK I. FINLEY,S4594 ON 9 JULY 2009
Sheetreferencenumber
Sheet
BU
ILD
ING
Q
UA
LIT
Y S
OLU
TIO
NS
U.S
. AR
MY
EN
GIN
EE
R D
ISTR
ICT,
CO
RP
S O
F E
NG
INE
ER
SFO
RT
WO
RTH
, TE
XA
S
Des
igne
d by
:
Dw
n by
:
Rev
iew
ed b
y:
Sub
mitt
ed b
y:
EN
GIN
EE
R
Dat
e:
Sol
No.
Con
tr N
o.
Rev
.
Plo
t sca
le:
Plo
t dat
e:
File
nam
e:
Con
tr N
o.
DE
SIG
N F
ILE
:
Fort Worth District
US Army Corpsof Engineers
1:1
DA
VID
LU
KE
, PE
of
LAC
KLA
ND
AFB
, TE
XA
S
AIR
ME
N T
RA
ININ
G C
OM
PLE
X -
NO
RTH
CA
MP
US
AIR
ME
N T
RA
ININ
G C
OM
PLE
X 1
(ATC
1)
442
W91
26G
-09
-12-
0105
W91
26G
-09-
C-0
054 Plo
t Dat
e H
ere
9 J
ULY
200
9
1 2 3 4 5
E
D
C
B
A
KEY PLAN
A B
D C
MP
LS08
3737
R1
DR
AW
ING
NU
MB
ER
: LA
09 -
0001
W91
26G
-09-
C-0
054
LA
IB
LOW
E
QIA
NG
A-S133151
MEC
HAN
ICAL
PEN
THO
USE
DIS
TRIB
UTE
D T
END
ON
AND
SLA
B R
EIN
FOR
CEM
ENT
PLAN
- AR
EA A
A-S1331
MECHANICAL PENTHOUSE DISTRIBUTED TENDONAND SLAB REINFORCEMENT PLAN - AREA A
0'4' 8'
SCALE: 1/8" = 1'-0"
8'
N
PLANNORTH
N
SITENORTH
SITE NORTH IS ROTATED90 DEGREES CLOCKWISEON THIS SHEET FROM THENORTH ARROW ON CIVILPLANS
LEGEND:
NOTES:REF. ARCHITECTURAL, MECHANICAL, AND ELECTRICAL DRAWINGSFOR SLEEVES, BLOCKOUTS AND OTHER ITEMS TO BECOORDINATED w/ THE STRUCTURAL DRAWINGS.
1.
2. TOP OF SLAB ELEVATION IS 57'-0".
3. FOR TYPICAL DETAILS NOT REFERENCED SEE A-S501, A-S503, A-S506,A-S507, A-S508 AND A-S606.
PLACE #4 E-W SLAB TOP BARS LAST
PLACE #4 E-W SLAB BOTTOM BARS FIRST
PLACE #4 N-S SLAB TOP BARS LAST
PLACE #4 N-S SLAB BOTTOM BARS FIRST
FOR ELEVATOR GUIDE RAIL SUPPORT SEE 16/A-S508.4.
No.
Des
crip
tion
D.O
.No.
Act
ion
Dat
e
1
2
4
5
H K L N P QM19' - 6" 26' - 8" 19' - 6" 31' - 1" 31' - 1"
23' -
0"
32' -
6"
J
6
MAT
CH
LIN
E - A
REA
A
MATCH LINE - AREA C
26' -
2"
26' - 2" 26' - 2"
OPEN
12" SLAB8" SLAB
7
3
26
' - 2
"3
5' -
4"
23
' - 0
"
8" SLAB
12" SLAB
#4 AT 6" O.C.E.W. TOP ANDBOTTOM
#4 AT 6" O.C.E.W. TOP.EXTEND 4'-3"BEYONDGRIDLINE K
SHEET A-S135SHEET A-S135
SHEE
T A-
S 133
#4 TOP BAR x 12'-0"AT 30" O.C.#4 TOP BAR
x 14'-0" AT12" O.C.
#4 TOP AT30" O.C.
#4 TOP BARAT 12" O.C.
9' - 0"
#4 TOP BAR x 16'-0"AT 30" O.C.
4"
4"4"1
3/4"
9' - 3" 33' - 10" 8' - 5"
1 3/
4"
1 3/
4"
6 1/
4"
6 1/
4"
6 1/
4"
16.8 KLF 16.8 KLF 16.8 KLF
4"
4"28
.0KL
F
9' - 4 1/2"
6 1/
4"
6 1/
4"
6 1/
4"
1 3/
4"
1 3/
4"
1 3/
4"
10 1
/4"
51' - 4"
1 3/
4"
1 3/
4"
1 3/
4"
1 3/
4"
1 3/
4"
10 1
/4"
10 1
/4"
6" 6"6"
6"
6"1
3/4"
10 1
/4"
6 1/
4"
1 3/
4"
1 3/
4"
1 3/
4"
13.4 KLF
ADD TENDONS
26' -
2 5
/8"
FOS
4"
6"4"
4"1 3/4"6 1/4"1 3/4"
6 3/4"
4"1 3/4"
6 3/4"4" 4"1 3/4"
4"4"
4"
4"
31
' - 1
0"
6 3/4" 1 3/4"
6 1/4"
1 3/4"
18
' - 0
"
6' -
0"
8' -
4"
6"
6" 4"
6" 4"
4"
(FE=161K)
1 3/4"6 1/4"1 3/4"
1 3/4"1 3/4" 6 1/4"6 1/4" 4"4"10 1/4"
1 3/4"1 3/4" 6 1/4"6 1/4"6 1/4" 4"4"10 1/4" 4"
6 1/4"
1 3/4"1 3/4" 6 1/4"6 1/4" 4"4"10 1/4" 6 1/4"
20.0
KLF
20.0
KLF
26.7
5 KL
F26
.75
KLF
30 K
LF
8' -
5"
33
' - 1
0"
9' -
3"
(FE=161K)
12"
10"
17"
15"
17" 10" 12" 9" 17"
12"
11" (FE=93.7K)
9"
21"
3"
25"
16"11 1/2"
16" 9" 16" 8" 10"
6' - 8 5/8"
FOS
25
' - 4
"
6 1/
4"4"
17
A-S508
18
A-S508
#4 AT 6" O.C.E.W. TOPAND BOTTOM
4' - 6"
17
A-S508
SIM.
4' -
0"
151
RBX INDICATES POST-TENSION BEAM.RE: A-S605 FOR POST-TENSION BEAM SCHEDULE.
15.0 KLFTENDON EFFECTIVE FORCE IN KIPS/FOOT. TENDONS SPREADUNIFORMLY. FORCES INDICATED APPLY ACROSS ENTIRE PLAN, U.N.O.
INDICATES POST-TENSIONED STRESSING END.
INDICATES INTERMEDIATE STRESSING ANCHORAGE. LOCATE AT
INDICATES POST-TENSIONED DEAD END. REFER TO DETAIL 2/A-S506FOR ADD TENDON
INDICATES DISTANCE FROM BOTTOM OF SLAB TO CENTER LINE OF POST-TENSIONED TENDONS LOCATED AT MID SPAN AND CENTER LINE SUPPORT
X"
INDICATES LOCATION OF POUR STRIP. CAST POURSTRIPS 60 DAYS MINIMUM AFTER POST-TENSIOING OFTHE SLAB. SEE 7/A-S506.
INDICATES 8" CMU WALL w/ #4 AT 40" O.C. (V) CENTERED AND9 GA. JOINT REINF. AT 16" O.C. (H), TYP. U.N.O.
INDICATES DISTANCE FROM BOTTOM OF BEAM TO CENTER LINE OF TENDON.LOCATE AT MID SPAN AND CENTER LINE OF SUPPORT.
FE = 150K INDICATES TENDON EFFECTIVE FORCE IN BEAM
X"
INDICATES CONSTANT TENDON PROFILE,MEASURED FROM BOTTOM OF SLAB.
X"
7 INDICATES LIGHT GAUGE SHEAR WALL PER 8/A-S606.
INDICATES 12" CMU WALL w/ #5 AT 40" O.C. EA. FACE (V) AND 9GA. JOINT REINF. AT 16" O.C. (H).
CJ CONSTRUCTION JOINT PER 8/A-S506.
ST
A
TE
O F CA L I FOR
NIA
YE
L
R NO. S4594
EXP. 12/31/2010
S ARTTCUR U
L
R
R
RETSIGE
TAP
PDE FIKCI LNI
SSEFO ANOI
RNE
EE
NIG
DOCUMENT WAS AUTHORIZEDTHE SEAL APPEARING ON THIS
BY PATRICK I. FINLEY,S4594 ON 9 JULY 2009
Sheetreferencenumber
Sheet
BU
ILD
ING
Q
UA
LIT
Y S
OLU
TIO
NS
U.S
. AR
MY
EN
GIN
EE
R D
ISTR
ICT,
CO
RP
S O
F E
NG
INE
ER
SFO
RT
WO
RTH
, TE
XA
S
Des
igne
d by
:
Dw
n by
:
Rev
iew
ed b
y:
Sub
mitt
ed b
y:
EN
GIN
EE
R
Dat
e:
Sol
No.
Con
tr N
o.
Rev
.
Plo
t sca
le:
Plo
t dat
e:
File
nam
e:
Con
tr N
o.
DE
SIG
N F
ILE
:
Fort Worth District
US Army Corpsof Engineers
1:1
DA
VID
LU
KE
, PE
of
LAC
KLA
ND
AFB
, TE
XA
S
AIR
ME
N T
RA
ININ
G C
OM
PLE
X -
NO
RTH
CA
MP
US
AIR
ME
N T
RA
ININ
G C
OM
PLE
X 1
(ATC
1)
442
W91
26G
-09
-12-
0105
W91
26G
-09-
C-0
054 Plo
t Dat
e H
ere
9 J
ULY
200
9
1 2 3 4 5
E
D
C
B
A
KEY PLAN
A B
D C
MP
LS08
3737
R1
DR
AW
ING
NU
MB
ER
: LA
09 -
0001
W91
26G
-09-
C-0
054
LA
IB
LOW
E
QIA
NG
A-S134152
MEC
HAN
ICAL
PEN
THO
USE
DIS
TRIB
UTE
D T
END
ON
AND
SLA
B R
EIN
FOR
CEM
ENT
PLAN
- AR
EA B
A-S1341
MECHANICAL PENTHOUSE DISTRIBUTED TENDONAND SLAB REINFORCEMENT PLAN - AREA B
0'4' 8'
SCALE: 1/8" = 1'-0"
8'
N
PLANNORTH
N
SITENORTH
SITE NORTH IS ROTATED90 DEGREES CLOCKWISEON THIS SHEET FROM THENORTH ARROW ON CIVILPLANS
LEGEND:
NOTES:REF. ARCHITECTURAL, MECHANICAL, AND ELECTRICAL DRAWINGSFOR SLEEVES, BLOCKOUTS AND OTHER ITEMS TO BECOORDINATED w/ THE STRUCTURAL DRAWINGS.
1.
2. TOP OF SLAB ELEVATION IS 57'-0".
3. FOR TYPICAL DETAILS NOT REFERENCED SEE A-S501, A-S503, A-S506,A-S507, A-S508 AND A-S606.
PLACE #4 E-W SLAB TOP BARS LAST
PLACE #4 E-W SLAB BOTTOM BARS FIRST
PLACE #4 N-S SLAB TOP BARS LAST
PLACE #4 N-S SLAB BOTTOM BARS FIRST
No.
Des
crip
tion
D.O
.No.
Act
ion
Dat
e
9
11
12
H K L N P QM
23' -
0"
19' - 6" 26' - 8" 19' - 6" 31' - 1" 31' - 1"
J
8
MATCH LINE - AREA BM
ATC
H L
INE
- AR
EA D
10
26' - 2" 26' - 2"
26' -
2"
32' -
6"
35' -
4"
SHE E
T A-
S 136
SHEET A-S134
OPEN
8" SLAB
12" SLAB
7
13
23
' - 0
"2
6' -
2"
8" SLAB
12" SLAB
30.0
KLF
26.7
5 KL
F26
.75
KLF
20.0
KLF
20.0
KLF
#4 AT 6" O.C. E.W.TOP AND BOTTOM.EXTEND TOP 4'-3"BEYOND GRIDLINE K
#4 AT 6" O.C.E.W. TOP ANDBOTTOM
#4 TOP BAR x 16'-0"AT 30" O.C.
#4 TOP BARAT 12" O.C.
9' - 0"
#4 TOP BAR x14'-0" AT 12" O.C.
#4 TOP AT30" O.C.
4' - 6"#4 TOP BAR x 12'-0"AT 30" O.C.
6" 4"
6"
4"
4"
6"4"
6 3/4" 1 3/4"6 1/4"
1 3/4"
1 3/4"6 1/4"1 3/4"
1 3/4"1 3/4" 6 1/4"6 1/4" 4"4"10 1/4" 6 1/4"
1 3/4"1 3/4" 6 1/4"6 1/4"6 1/4" 4"4"
10 1/4" 4"
1 3/4"1 3/4" 6 1/4"6 1/4" 4"4"10 1/4" 6 1/4"
8' -
5"
33
' - 1
0"
9' -
3"
30.0
KLF
26.7
5 KL
F26
.75
KLF
20.0
KLF
20.0
KLF
6"4"
4"
4"
25
' - 4
"
7' -
6"
19
' - 0
"
9' - 4 1/2"
1 3/
4"
1 3/
4"
1 3/
4"
6 1/
4"
6 1/
4"
6 1/
4"
1 3/
4"
1 3/
4"
1 3/
4"
4"
9' - 3" 33' - 10" 8' - 5"
4"
6" 6"6"
6 1/
4"
6 1/
4"
6 1/
4"
4"10
1/4
"6"
1 3/
4"
1 3/
4"1 3/
4"
1 3/
4"
1 3/
4"
1 3/
4"
10 1
/4"
10 1
/4"
10 1
/4"
6 1/
4"
1 3/
4"
1 3/
4"
1 3/
4"
4"4"
1 3/4"6 1/4"1 3/4"
6 3/4"
4"1 3/4"
6 3/4"4"4"
4"
4"
5' -
0"
16.8 KLF 16.8 KLF 16.8 KLF
13.4 KLF
ADD TENDONS
6"
10"(FE=161K)
8"16"9"16"25"16"
11 1/2"
3"
21"
9"
6' - 8 5/8"
FOS
17" 10" 12" 9" 11"
12"
(FE=93.7K)
(FE=161K)
15"
17"
10"
12"
26' -
2 5
/8"
FOS
6 1/
4"
4' -
0"
4"
17
A-S508
18
A-S508
4"4"
1 3/4"6 1/4"1 3/4"
6 3/4"
#4 AT 6" O.C.E.W. TOP ANDBOTTOM
17
A-S508
SIM.
151
RBX INDICATES POST-TENSION BEAM.RE: A-S605 FOR POST-TENSION BEAM SCHEDULE.
15.0 KLFTENDON EFFECTIVE FORCE IN KIPS/FOOT. TENDONS SPREADUNIFORMLY. FORCES INDICATED APPLY ACROSS ENTIRE PLAN, U.N.O.
INDICATES POST-TENSIONED STRESSING END.
INDICATES INTERMEDIATE STRESSING ANCHORAGE. LOCATE AT
INDICATES POST-TENSIONED DEAD END. REFER TO DETAIL 2/A-S506FOR ADD TENDON
INDICATES DISTANCE FROM BOTTOM OF SLAB TO CENTER LINE OF POST-TENSIONED TENDONS LOCATED AT MID SPAN AND CENTER LINE SUPPORT
X"
INDICATES LOCATION OF POUR STRIP. CAST POURSTRIPS 60 DAYS MINIMUM AFTER POST-TENSIOING OFTHE SLAB. SEE 7/A-S506.
INDICATES 8" CMU WALL w/ #4 AT 40" O.C. (V) CENTERED AND9 GA. JOINT REINF. AT 16" O.C. (H), TYP. U.N.O.
INDICATES DISTANCE FROM BOTTOM OF BEAM TO CENTER LINE OF TENDON.LOCATE AT MID SPAN AND CENTER LINE OF SUPPORT.
FE = 150K INDICATES TENDON EFFECTIVE FORCE IN BEAM
X"
INDICATES CONSTANT TENDON PROFILE,MEASURED FROM BOTTOM OF SLAB.
X"
7 INDICATES LIGHT GAUGE SHEAR WALL PER 8/A-S606.
INDICATES 12" CMU WALL w/ #5 AT 40" O.C. EA. FACE (V) AND 9GA. JOINT REINF. AT 16" O.C. (H).
CJ CONSTRUCTION JOINT PER 8/A-S506.
ST
A
TE
O F CA L I FOR
NIA
YE
L
R NO. S4594
EXP. 12/31/2010
S ARTTCUR U
L
R
R
RETSIGE
TAP
PDE FIKCI LNI
SSEFO ANOI
RNE
EE
NIG
DOCUMENT WAS AUTHORIZEDTHE SEAL APPEARING ON THIS
BY PATRICK I. FINLEY,S4594 ON 9 JULY 2009
Sheetreferencenumber
Sheet
BU
ILD
ING
Q
UA
LIT
Y S
OLU
TIO
NS
U.S
. AR
MY
EN
GIN
EE
R D
ISTR
ICT,
CO
RP
S O
F E
NG
INE
ER
SFO
RT
WO
RTH
, TE
XA
S
Des
igne
d by
:
Dw
n by
:
Rev
iew
ed b
y:
Sub
mitt
ed b
y:
EN
GIN
EE
R
Dat
e:
Sol
No.
Con
tr N
o.
Rev
.
Plo
t sca
le:
Plo
t dat
e:
File
nam
e:
Con
tr N
o.
DE
SIG
N F
ILE
:
Fort Worth District
US Army Corpsof Engineers
1:1
DA
VID
LU
KE
, PE
of
LAC
KLA
ND
AFB
, TE
XA
S
AIR
ME
N T
RA
ININ
G C
OM
PLE
X -
NO
RTH
CA
MP
US
AIR
ME
N T
RA
ININ
G C
OM
PLE
X 1
(ATC
1)
442
W91
26G
-09
-12-
0105
W91
26G
-09-
C-0
054 Plo
t Dat
e H
ere
9 J
ULY
200
9
1 2 3 4 5
E
D
C
B
A
KEY PLAN
A B
D C
MP
LS08
3737
R1
DR
AW
ING
NU
MB
ER
: LA
09 -
0001
W91
26G
-09-
C-0
054
LA
IB
LOW
E
QIA
NG
A-S135153
MEC
HAN
ICAL
PEN
THO
USE
DIS
TRIB
UTE
D T
END
ON
AND
SLA
B R
EIN
FOR
CEM
ENT
PLAN
- AR
EA C
A-S1351
MECHANICAL PENTHOUSE DISTRIBUTED TENDONAND SLAB REINFORCEMENT PLAN - AREA C
N
PLANNORTH
N
SITENORTH
SITE NORTH IS ROTATED90 DEGREES CLOCKWISEON THIS SHEET FROM THENORTH ARROW ON CIVILPLANS
0'4' 8'
SCALE: 1/8" = 1'-0"
8'
LEGEND:
NOTES:REF. ARCHITECTURAL, MECHANICAL, AND ELECTRICAL DRAWINGSFOR SLEEVES, BLOCKOUTS AND OTHER ITEMS TO BECOORDINATED w/ THE STRUCTURAL DRAWINGS.
1.
2. TOP OF SLAB ELEVATION IS 57'-0".
3. FOR TYPICAL DETAILS NOT REFERENCED SEE A-S501, A-S503, A-S506,A-S507, A-S508 AND A-S606.
PLACE #4 N-S SLAB TOP BARS LAST
PLACE #4 N-S SLAB BOTTOM BARS FIRST
PLACE #4 E-W SLAB TOP BARS LAST
PLACE #4 E-W SLAB BOTTOM BARS FIRST
No.
Des
crip
tion
D.O
.No.
Act
ion
Dat
e
9
11
12
D F HBA
23' -
0"
31' - 1"
G
8
MAT
CH
LIN
E - A
REA
C
MATCH LINE - AREA A
E
10
26' -
2"
32' -
6"
35' -
4"
26' - 8" 19' - 6" 26' - 2" 26' - 2"
SHEET A-S133
OPEN
8" SLAB 12" SLAB
7
C
13
26
' - 2
"2
3' -
0"
31' - 1" 19' - 6"
8" SLAB
12" SLAB
#4 AT 6" O.C.E.W. TOPAND BOTTOM
#4 TOP BAR x 16'-0"AT 30" O.C.
#4 TOP BARAT 12" O.C.
9' - 0"
#4 AT 6" O.C. E.W.TOP AND BOTTOM.EXTEND TOP 4'-3"BEYOND GRIDLINE F
#4 TOP BARx 14'-0" AT12" O.C.
#4 TOP AT30" O.C.#4 TOP BAR x 12'-0"
AT 30" O.C.
6"4"
6"4"
6"4"
8' -
5"
33
' - 1
0"
9' -
3"
1 3/4" 1 3/4"6 1/4" 6 1/4"4" 4" 10 1/4"
1 3/4" 1 3/4"6 1/4" 6 1/4" 6 1/4"4" 4" 10 1/4"
1 3/4" 1 3/4"6 1/4" 6 1/4"4" 4" 10 1/4"
4"
6 1/4"
6 1/4"
1 3/4" 6 1/4" 1 3/4"
30.0
KLF
26.7
5 KL
F26
.75
KLF
20.0
KLF
20.0
KLF
6 3/4" 6"4"
1 3/4"6 1/4"
1 3/4"
13.4 KLF
ADD TENDONS
4"
4"
4"
4"
7' -
6"
9' - 5"
1 3/
4"
1 3/
4"6
1/4"
1 3/
4"6
1/4"
1 3/
4"
1 3/
4"
1 3/
4"
4"
8' - 5" 33' - 10" 9' - 3"
16.8 KLF 16.8 KLF 16.8 KLF
4"1 3/4"
6 3/4" 4"
4"4"
4"1 3/4"
4"4"
4"
4"
1 3/4" 6 1/4" 1 3/4"
6 3/4"
15
' - 1
0"
6" 6" 6"
1 3/
4"6"
6 1/
4"
6 1/
4"
6 1/
4"
4"
1 3/
4"
1 3/
4"
1 3/
4"
10 1
/4"
10 1
/4"
10 1
/4"
6 1/
4"
1 3/
4"10
1/4
"6"
1 3/
4"
1 3/
4"
1 3/
4"
1 3/
4"
51' - 4"
8' -
6"
6 1/
4"
SHE E
T A-
S 135
(FE=161K) 10" 8" 16" 9" 16" 25"16"
11 1/2"
3"
21"
9"
(FE=93.7K)
(FE=161K)
11"
12"
17" 9" 12" 10" 17"
15"
17"
10"
12"
26' -
2 5
/8"
FOS
6' - 8 5/8"
FOS
6 1/
4"
6 1/
4"
4"
4' -
0"
17
A-S508
18
A-S508
4' - 6"
#4 AT 6" O.C.E.W. TOPAND BOTTOM
17
A-S508
SIM.
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S4016
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S4016
MECH. LOUVER SEE SHT.A-S508 FOR TYP. REINF.COORD. w/ ARCH. DWGS.
RBX INDICATES POST-TENSION BEAM.RE: A-S605 FOR POST-TENSION BEAM SCHEDULE.
15.0 KLFTENDON EFFECTIVE FORCE IN KIPS/FOOT. TENDONS SPREADUNIFORMLY. FORCES INDICATED APPLY ACROSS ENTIRE PLAN, U.N.O.
INDICATES POST-TENSIONED STRESSING END.
INDICATES INTERMEDIATE STRESSING ANCHORAGE. LOCATE AT
INDICATES POST-TENSIONED DEAD END. REFER TO DETAIL 2/A-S506FOR ADD TENDON
INDICATES DISTANCE FROM BOTTOM OF SLAB TO CENTER LINE OF POST-TENSIONED TENDONS LOCATED AT MID SPAN AND CENTER LINE SUPPORT
X"
INDICATES LOCATION OF POUR STRIP. CAST POURSTRIPS 60 DAYS MINIMUM AFTER POST-TENSIOING OFTHE SLAB. SEE 7/A-S506.
INDICATES 8" CMU WALL w/ #4 AT 40" O.C. (V) CENTERED AND9 GA. JOINT REINF. AT 16" O.C. (H), TYP. U.N.O.
INDICATES DISTANCE FROM BOTTOM OF BEAM TO CENTER LINE OF TENDON.LOCATE AT MID SPAN AND CENTER LINE OF SUPPORT.
FE = 150K INDICATES TENDON EFFECTIVE FORCE IN BEAM
X"
INDICATES CONSTANT TENDON PROFILE,MEASURED FROM BOTTOM OF SLAB.
X"
7 INDICATES LIGHT GAUGE SHEAR WALL PER 8/A-S606.
INDICATES 12" CMU WALL w/ #5 AT 40" O.C. EA. FACE (V) AND 9GA. JOINT REINF. AT 16" O.C. (H).
CJ CONSTRUCTION JOINT PER 8/A-S506.
ST
A
TE
O F CA L I FOR
NIA
YE
L
R NO. S4594
EXP. 12/31/2010
S ARTTCUR U
L
R
R
RETSIGE
TAP
PDE FIKCI LNI
SSEFO ANOI
RNE
EE
NIG
DOCUMENT WAS AUTHORIZEDTHE SEAL APPEARING ON THIS
BY PATRICK I. FINLEY,S4594 ON 9 JULY 2009
Sheetreferencenumber
Sheet
BU
ILD
ING
Q
UA
LIT
Y S
OLU
TIO
NS
U.S
. AR
MY
EN
GIN
EE
R D
ISTR
ICT,
CO
RP
S O
F E
NG
INE
ER
SFO
RT
WO
RTH
, TE
XA
S
Des
igne
d by
:
Dw
n by
:
Rev
iew
ed b
y:
Sub
mitt
ed b
y:
EN
GIN
EE
R
Dat
e:
Sol
No.
Con
tr N
o.
Rev
.
Plo
t sca
le:
Plo
t dat
e:
File
nam
e:
Con
tr N
o.
DE
SIG
N F
ILE
:
Fort Worth District
US Army Corpsof Engineers
1:1
DA
VID
LU
KE
, PE
of
LAC
KLA
ND
AFB
, TE
XA
S
AIR
ME
N T
RA
ININ
G C
OM
PLE
X -
NO
RTH
CA
MP
US
AIR
ME
N T
RA
ININ
G C
OM
PLE
X 1
(ATC
1)
442
W91
26G
-09
-12-
0105
W91
26G
-09-
C-0
054 Plo
t Dat
e H
ere
9 J
ULY
200
9
1 2 3 4 5
E
D
C
B
A
KEY PLAN
A B
D C
MP
LS08
3737
R1
DR
AW
ING
NU
MB
ER
: LA
09 -
0001
W91
26G
-09-
C-0
054
LA
IB
LOW
E
QIA
NG
A-S136154
MEC
HAN
ICAL
PEN
THO
USE
DIS
TRIB
UTE
D T
END
ON
AND
SLA
B R
EIN
FOR
CEM
ENT
PLAN
- AR
EA D
A-S1361
MECHANICAL PENTHOUSE DISTRIBUTED TENDONAND SLAB REINFORCEMENT PLAN - AREA D
0'4' 8'
SCALE: 1/8" = 1'-0"
8'
N
PLANNORTH
N
SITENORTH
SITE NORTH IS ROTATED90 DEGREES CLOCKWISEON THIS SHEET FROM THENORTH ARROW ON CIVILPLANS
LEGEND:
NOTES:REF. ARCHITECTURAL, MECHANICAL, AND ELECTRICAL DRAWINGSFOR SLEEVES, BLOCKOUTS AND OTHER ITEMS TO BECOORDINATED w/ THE STRUCTURAL DRAWINGS.
1.
2. TOP OF SLAB ELEVATION IS 57'-0".
3. FOR TYPICAL DETAILS NOT REFERENCED SEE A-S501, A-S503, A-S506,A-S507, A-S508 AND A-S606.
PLACE #4 E-W SLAB TOP BARS LAST
PLACE #4 E-W SLAB BOTTOM BARS FIRST
PLACE #4 N-S SLAB TOP BARS LAST
PLACE #4 N-S SLAB BOTTOM BARS FIRST
No.
Des
crip
tion
D.O
.No.
Act
ion
Dat
e
1
2
4
5
9
11
12
D F H K L N P QBA MG J
6
8
E
10
7
3
C
13
151
ST
A
TE
O F CA L I FOR
NIA
YE
L
R NO. S4594
EXP. 12/31/2010
S ARTTCUR U
L
R
R
RETSIGE
TAP
PDE FIKCI LNI
SSEFO ANOI
RNE
EE
NIG
DOCUMENT WAS AUTHORIZEDTHE SEAL APPEARING ON THIS
BY PATRICK I. FINLEY,S4594 ON 9 JULY 2009
Sheetreferencenumber
Sheet
BU
ILD
ING
Q
UA
LIT
Y S
OLU
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NS
U.S
. AR
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EN
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R D
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CO
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S O
F E
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INE
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SFO
RT
WO
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, TE
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S
Des
igne
d by
:
Dw
n by
:
Rev
iew
ed b
y:
Sub
mitt
ed b
y:
EN
GIN
EE
R
Dat
e:
Sol
No.
Con
tr N
o.
Rev
.
Plo
t sca
le:
Plo
t dat
e:
File
nam
e:
Con
tr N
o.
DE
SIG
N F
ILE
:
Fort Worth District
US Army Corpsof Engineers
1:1
DA
VID
LU
KE
, PE
of
LAC
KLA
ND
AFB
, TE
XA
S
AIR
ME
N T
RA
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OM
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X -
NO
RTH
CA
MP
US
AIR
ME
N T
RA
ININ
G C
OM
PLE
X 1
(ATC
1)
442
W91
26G
-09
-12-
0105
W91
26G
-09-
C-0
054 Plo
t Dat
e H
ere
9 J
ULY
200
9
1 2 3 4 5
E
D
C
B
A
KEY PLAN
A B
D C
MP
LS08
3737
R1
DR
AW
ING
NU
MB
ER
: LA
09 -
0001
W91
26G
-09-
C-0
054
LA
IB
LOW
E
FIN
L EY
A-S137155
RO
OF
OVE
RAL
L FR
AMIN
G P
LAN
A-S1371ROOF OVERALL FRAMING PLAN
0'8'
SCALE: 1/16" = 1'-0"
16' 16'
N
PLANNORTH
N
SITENORTH
SITE NORTH IS ROTATED90 DEGREES CLOCKWISEON THIS SHEET FROM THENORTH ARROW ON CIVILPLANS
No.
Des
crip
tion
D.O
.No.
Act
ion
Dat
e
1
2
4
5
D F HBA
31' - 1"
23' -
0"
32' -
6"
SLO
PE
SLO
PE
SLOPE
LIGHT GAUGE TRUSSES AT4'-0" O.C. TYP. SUPPORTEDBY CONCRETE BELOW
INFILL TRUSSESAT 4'-0" O.C. TYP.
12" CMU WALL
METAL STUDSHEAR WALL
LIGHT GAUGETRUSSES AT2'-0" O.C. TYP.ALIGN w/ WALLSTUDS BELOW
1 1/2" B DECK20 GA. TYP.PER 1/A-S509
HIP TRUSS, TYP.SUPPORTED BYCONCRETE DECKBELOW PER 16/A-511SIM.
SLOPE
SLOPE
SLOPE
SLOPE
SLO
PE
SLO
PE
SLO
PE
4" DEEP OUTRIGGERSAT 2'-0" O.C. TYP. PERTRUSS MANUFACTURERROOF EDGE
G
6
MATCH LINE - AREA D
MAT
CH
LIN
E - A
REA
B
46' - 2" 26' - 2" 26' - 2"
E
OPEN
RIDGE
VALLEY
VALLEY
VALLEY
VALL
EY
SHEET A-S141
SHEE
T A-
S 139
26' -
2"
RID
GE
7
3
C
31' - 1" 19' - 6"
26' -
2"
35' -
4"
23' -
0"
7' -
11
1/2
"
16
A-S511
17
A-S50918
A-S509
16
A-S509
19
A-S509
15
A-S509
12
A-S509
11
A-S509
14
A-S509 9
A-S51110
A-S509
20
A-S509
SLOPE SLOPE
3' - 4"
7' -
4"
3' - 4"
3' -
4"
7' - 4"
3' -
4"
DRAG TRUSSPER 18/A-S511
DRAG TRUSSPER 18/A-S511
ROOF TRUSSES MUSTACCOMMODATE DUCT,PIPING AND MECHANICALCHASE FROM MECHANICALPENTHOUSE. COORDINATEw/ MECHANICAL, PLUMBINGAND ARCHITECTURAL DWGS.
GIRDERTRUSS
SLO
PESL
OPE
TRUSSES BELOW, TYP.
TYP.TYP.
TYP.TYP.
TYP.
METAL STUDSHEAR WALL
TYP.
8
A-S511TYP.
TYP.
ROOF TRUSSES MUST ACCOMMODATEDUCT, PIPING AND MECHANICAL CHASEFROM MECHANICAL PENTHOUSE.COORDINATE w/ MECHANICAL, PLUMBINGAND ARCHITECTURAL DWGS.
14
A-S513
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S4019
16
A-S513
2
2
TYP. TYP.
3' -
9 3/
8"
3' -
4"
3' - 4"
3' - 9 3/8"
16
A-S513
O.H.
18
A-S510
TYP.
18
A-S510
TYP.
MCJ
MCJMCJ
MCJ
MCJ
12' -
0"
24' -
0"
12' - 0" 12' - 0" 24' - 0" 18' - 0"
ST
A
TE
O F CA L I FOR
NIA
YE
L
R NO. S4594
EXP. 12/31/2010
S ARTTCUR U
L
R
R
RETSIGE
TAP
PDE FIKCI LNI
SSEFO ANOI
RNE
EE
NIG
DOCUMENT WAS AUTHORIZEDTHE SEAL APPEARING ON THIS
BY PATRICK I. FINLEY,S4594 ON 9 JULY 2009
Sheetreferencenumber
Sheet
BU
ILD
ING
Q
UA
LIT
Y S
OLU
TIO
NS
U.S
. AR
MY
EN
GIN
EE
R D
ISTR
ICT,
CO
RP
S O
F E
NG
INE
ER
SFO
RT
WO
RTH
, TE
XA
S
Des
igne
d by
:
Dw
n by
:
Rev
iew
ed b
y:
Sub
mitt
ed b
y:
EN
GIN
EE
R
Dat
e:
Sol
No.
Con
tr N
o.
Rev
.
Plo
t sca
le:
Plo
t dat
e:
File
nam
e:
Con
tr N
o.
DE
SIG
N F
ILE
:
Fort Worth District
US Army Corpsof Engineers
1:1
DA
VID
LU
KE
, PE
of
LAC
KLA
ND
AFB
, TE
XA
S
AIR
ME
N T
RA
ININ
G C
OM
PLE
X -
NO
RTH
CA
MP
US
AIR
ME
N T
RA
ININ
G C
OM
PLE
X 1
(ATC
1)
442
W91
26G
-09
-12-
0105
W91
26G
-09-
C-0
054 Plo
t Dat
e H
ere
9 J
ULY
200
9
1 2 3 4 5
E
D
C
B
A
KEY PLAN
A B
D C
MP
LS08
3737
R1
DR
AW
ING
NU
MB
ER
: LA
09 -
0001
W91
26G
-09-
C-0
054
LA
IB
LOW
E
FIN
L EY
A-S138156
LOW
RO
OF
FRAM
ING
PLA
N -
AREA
A
A-S1381LOW ROOF FRAMING PLAN - AREA A
0'4' 8'
SCALE: 1/8" = 1'-0"
8'
N
PLANNORTH
N
SITENORTH
SITE NORTH IS ROTATED90 DEGREES CLOCKWISEON THIS SHEET FROM THENORTH ARROW ON CIVILPLANS
LEGEND:
NOTES:1. SEE GENERAL NOTES FOR LIGHT GAUGE TRUSS
LOADING.
2. SEE A-S509 FOR TYPICAL DETAILS NOTREFERENCED.
3. ROOF SLOPE PER ARCHITECTURAL DRAWINGS. SEESHEET A-A148.
4. COORDINATED ARCHITECTURAL AND MECHANICALDRAWINGS FOR ROOF PENETRATIONS.
5. SEE SHEET A-S601 FOR WIND LOADS.
6. MCJ INDICATES MASONRY CONTROL JOINT SEESHEET A-S508.
INDICATES METAL DECK SPAN DIRECTION.
2 OUTRIGGER SUPPORT BEAM PER 16/A-S513.
No.
Des
crip
tion
D.O
.No.
Act
ion
Dat
e
1
2
4
5
H K L N P QM
19' - 6" 26' - 8" 19' - 6" 31' - 1" 31' - 1"
23' -
0"
32' -
6"
SLOPE
LIGHT GAUGETRUSSES AT2'-0" O.C. TYP.ALIGN w/ WALLSTUDS BELOW.
SLOPE
METAL STUDSHEAR WALL
LIGHT GAUGETRUSSES AT4'-0" O.C. TYP.
1 1/2" B DECK20 GA. TYP.
12" CMU WALL
INFILL TRUSSESAT 4'-0" O.C. TYP.
SLO
PE
SLO
PE
SLOPE
SLOPE
SLOPE
SLO
PE
SLO
PE
SLO
PE
4" DEEP OUTRIGGERSAT 2'-0" O.C. TYP. PERTRUSS MANUFACTURER
ROOF EDGE
BUILDING STRUCTURALOUTLINE
HIP TRUSS, TYP.SUPPORTED BYCONCRETE DECKBELOW PER 16/A-S511
SLOPE
J
6
MAT
CH
LIN
E - A
REA
A
MATCH LINE - AREA C
VALLEY
VALLEY
VALLEY
26' - 2" 26' - 2"
OPEN
RID
GE
RIDGE
26' -
2"
SHE E
T A-
S 138
SHEET A-S140
7
3
23' -
0"
35' -
4"
26' -
2"
TRUSSES BELOW, TYP.
SLO
PESL
OPE
DRAG TRUSSPER 1/A-S511
DRAG TRUSSPER 1/A-S511
GIRDERTRUSS
SLOPE SLOPE
16
A-S511
16
A-S509
9
A-S511
14
A-S509 11
A-S509
18
A-S509
17
A-S509
O.H.
20
A-S509
19
A-S509
15
A-S509
12
A-S509
10
A-S509
TYP.
TYP.TYP.
TYP.TYP.
TYP.
TYP.
TYP.
METAL STUDSHEAR WALL
TYP.
8
A-S511
ROOF TRUSSES MUST ACCOMMODATEDUCT, PIPING AND MECHANICAL CHASEFROM MECHANICAL PENTHOUSE. TRUSSESMUST ALSO ACCOMMODATE PENTHOUSESTAIR COORDINATE w/ MECHANICAL,PLUMBING AND ARCHITECTURAL DWGS.
ROOF TRUSSES MUST ACCOMMODATEDUCT, PIPING AND MECHANICAL CHASEFROM MECHANICAL PENTHOUSE.COORDINATE w/ MECHANICAL,PLUMBING AND ARCHITECTURAL DWGS.
STUD WALL PERARCH. DWGS.
14
A-S513
7
A-S513
HSS12x6x3/8
8
A-S513
13
A-S513
3' - 4"
3' - 4"
3' -
4"
3' -
4"
2
2
3' -
9 3/
8"
7' -
4"
3' -
4"
3' - 4"
7' - 4"
3' - 9 3/8"
16
A-S513O.H.
16
A-S513
18
A-S510
TYP.
18
A-S510
TYP.
MCJ
MCJ MCJ
MCJ
MCJ
24' - 0" 12' - 0" 12' - 0"
MCJ
12' -
0"
24' -
0"
ST
A
TE
O F CA L I FOR
NIA
YE
L
R NO. S4594
EXP. 12/31/2010
S ARTTCUR U
L
R
R
RETSIGE
TAP
PDE FIKCI LNI
SSEFO ANOI
RNE
EE
NIG
DOCUMENT WAS AUTHORIZEDTHE SEAL APPEARING ON THIS
BY PATRICK I. FINLEY,S4594 ON 9 JULY 2009
Sheetreferencenumber
Sheet
BU
ILD
ING
Q
UA
LIT
Y S
OLU
TIO
NS
U.S
. AR
MY
EN
GIN
EE
R D
ISTR
ICT,
CO
RP
S O
F E
NG
INE
ER
SFO
RT
WO
RTH
, TE
XA
S
Des
igne
d by
:
Dw
n by
:
Rev
iew
ed b
y:
Sub
mitt
ed b
y:
EN
GIN
EE
R
Dat
e:
Sol
No.
Con
tr N
o.
Rev
.
Plo
t sca
le:
Plo
t dat
e:
File
nam
e:
Con
tr N
o.
DE
SIG
N F
ILE
:
Fort Worth District
US Army Corpsof Engineers
1:1
DA
VID
LU
KE
, PE
of
LAC
KLA
ND
AFB
, TE
XA
S
AIR
ME
N T
RA
ININ
G C
OM
PLE
X -
NO
RTH
CA
MP
US
AIR
ME
N T
RA
ININ
G C
OM
PLE
X 1
(ATC
1)
442
W91
26G
-09
-12-
0105
W91
26G
-09-
C-0
054 Plo
t Dat
e H
ere
9 J
ULY
200
9
1 2 3 4 5
E
D
C
B
A
KEY PLAN
A B
D C
MP
LS08
3737
R1
DR
AW
ING
NU
MB
ER
: LA
09 -
0001
W91
26G
-09-
C-0
054
LA
IB
LOW
E
FIN
L EY
A-S139157
LOW
RO
OF
FRAM
ING
PLA
N -
AREA
B
A-S1391LOW ROOF FRAMING PLAN - AREA B
0'4' 8'
SCALE: 1/8" = 1'-0"
8'
N
PLANNORTH
N
SITENORTH
SITE NORTH IS ROTATED90 DEGREES CLOCKWISEON THIS SHEET FROM THENORTH ARROW ON CIVILPLANS
LEGEND:
NOTES:
INDICATES METAL DECK SPAN DIRECTION.
2 OUTRIGGER SUPPORT BEAM PER 16/A-S513.
1. SEE GENERAL NOTES FOR LIGHT GAUGE TRUSSLOADING.
2. SEE A-S509 FOR TYPICAL DETAILS NOTREFERENCED.
3. ROOF SLOPE PER ARCHITECTURAL DRAWINGS. SEESHEET A-A148.
4. COORDINATED ARCHITECTURAL AND MECHANICALDRAWINGS FOR ROOF PENETRATIONS.
5. SEE SHEET A-S601 FOR WIND LOADS.
6. MCJ INDICATES MASONRY CONTROL JOINT SEESHEET A-S508.
No.
Des
crip
tion
D.O
.No.
Act
ion
Dat
e
9
11
12
H K L N P QM
23' -
0"
19' - 6" 26' - 8" 19' - 6" 31' - 1" 31' - 1"
SLOPE
SLOPE
SLOPE
SLO
PE
SLO
PE
BUILDING STRUCTURALOUTLINE
SLOPE
LIGHT GAUGETRUSSES AT2'-0" O.C. TYP.
1 1/2" B DECK20 GA. TYP.
12" CMU WALL
OUTRIGGERSAT 2'-0" O.C.
ROOF EDGE
LIGHT GAUGETRUSSES AT4'-0" O.C. TYP.
INFILL TRUSSESAT 4'-0" O.C. TYP.
SLO
PE
SLO
PE
SLOPE
SLO
PE
J
8
MATCH LINE - AREA BM
ATC
H L
INE
- AR
EA D
10
VALL
EY
VALLEY
VALLEY
32' -
6"
35' -
4"
RIDGER
IDG
E
26' -
2"
26' - 2" 26' - 2"
OPEN
SHEET A-S139SH
EET
A-S 1
417
26' -
2"
13
16
A-S511
16
A-S509
9
A-S51114
A-S509
11
A-S509
18
A-S509
17
A-S509
20
A-S509
19
A-S509
15
A-S509
12
A-S509
10
A-S509
TYP.
TYP.
TYP.
TYP.
TYP.
TYP.
TYP.
SLO
PESL
OPE
SLOPE SLOPE
TYP.
8
A-S511
METAL STUDSHEAR WALL
METAL STUDSHEAR WALL
ROOF TRUSSES MUST ACCOMMODATEDUCT, PIPING AND MECHANICAL CHASEFROM MECHANICAL PENTHOUSE. TRUSSESMUST ALSO ACCOMMODATE PENTHOUSESTAIR COORDINATE w/ MECHANICAL,PLUMBING AND ARCHITECTURAL DWGS.
ROOF TRUSSES MUST ACCOMMODATEDUCT, PIPING AND MECHANICAL CHASEFROM MECHANICAL PENTHOUSE.COORDINATE w/ MECHANICAL,PLUMBING AND ARCHITECTURAL DWGS.
14
A-S513
3' - 4"
3' - 4"
3' -
4"
3' -
4"
2
2
HIP TRUSS, TYP.SUPPORTED BYCONCRETE DECKBELOW PER 16/A-S511
3' - 9 3/8"
3' - 4"
7' - 4"
3' -
4"
7' -
4"
3' -
9 3/
8"
16
A-S513
O.H.
16
A-S513
18
A-S510
TYP.
18
A-S510
TYP.
23' -
0"
MCJ
MCJ MCJ
MCJ
MCJ
MCJ
24' -
0"
12' -
0"
ST
A
TE
O F CA L I FOR
NIA
YE
L
R NO. S4594
EXP. 12/31/2010
S ARTTCUR U
L
R
R
RETSIGE
TAP
PDE FIKCI LNI
SSEFO ANOI
RNE
EE
NIG
DOCUMENT WAS AUTHORIZEDTHE SEAL APPEARING ON THIS
BY PATRICK I. FINLEY,S4594 ON 9 JULY 2009
Sheetreferencenumber
Sheet
BU
ILD
ING
Q
UA
LIT
Y S
OLU
TIO
NS
U.S
. AR
MY
EN
GIN
EE
R D
ISTR
ICT,
CO
RP
S O
F E
NG
INE
ER
SFO
RT
WO
RTH
, TE
XA
S
Des
igne
d by
:
Dw
n by
:
Rev
iew
ed b
y:
Sub
mitt
ed b
y:
EN
GIN
EE
R
Dat
e:
Sol
No.
Con
tr N
o.
Rev
.
Plo
t sca
le:
Plo
t dat
e:
File
nam
e:
Con
tr N
o.
DE
SIG
N F
ILE
:
Fort Worth District
US Army Corpsof Engineers
1:1
DA
VID
LU
KE
, PE
of
LAC
KLA
ND
AFB
, TE
XA
S
AIR
ME
N T
RA
ININ
G C
OM
PLE
X -
NO
RTH
CA
MP
US
AIR
ME
N T
RA
ININ
G C
OM
PLE
X 1
(ATC
1)
442
W91
26G
-09
-12-
0105
W91
26G
-09-
C-0
054 Plo
t Dat
e H
ere
9 J
ULY
200
9
1 2 3 4 5
E
D
C
B
A
KEY PLAN
A B
D C
MP
LS08
3737
R1
DR
AW
ING
NU
MB
ER
: LA
09 -
0001
W91
26G
-09-
C-0
054
LA
IB
LOW
E
FIN
L EY
A-S140158
LOW
RO
OF
FRAM
ING
PLA
N -
AREA
C
A-S1401LOW ROOF FRAMING PLAN - AREA C
0'4' 8'
SCALE: 1/8" = 1'-0"
8'
N
PLANNORTH
N
SITENORTH
SITE NORTH IS ROTATED90 DEGREES CLOCKWISEON THIS SHEET FROM THENORTH ARROW ON CIVILPLANS
LEGEND:
NOTES:
INDICATES METAL DECK SPAN DIRECTION.
2 OUTRIGGER SUPPORT BEAM PER 16/A-S513.
1. SEE GENERAL NOTES FOR LIGHT GAUGE TRUSSLOADING.
2. SEE A-S509 FOR TYPICAL DETAILS NOTREFERENCED.
3. ROOF SLOPE PER ARCHITECTURAL DRAWINGS. SEESHEET A-A148.
4. COORDINATED ARCHITECTURAL AND MECHANICALDRAWINGS FOR ROOF PENETRATIONS.
5. SEE SHEET A-S601 FOR WIND LOADS.
6. MCJ INDICATES MASONRY CONTROL JOINT SEESHEET A-S508.
No.
Des
crip
tion
D.O
.No.
Act
ion
Dat
e
9
11
12
D F HBA
23' -
0"
31' - 1"
SLO
PE
SLO
PE
SLOPE
LIGHT GAUGETRUSSES AT2'-0" O.C. TYP.
12" CMU WALL
1 1/2" B DECK20 GA. TYP.
LIGHT GAUGETRUSSES AT4'-0" O.C. TYP.
INFILL TRUSSESAT 4'-0" O.C. TYP.
SLOPE
SLOPE
BUILDING STRUCTURALOUTLINE
SLOPE
SLOPE
SLO
PE
SLO
PE
OUTRIGGERSAT 2'-0" O.C. TYP.
ROOF EDGE
SLO
PE
G
8
MAT
CH
LIN
E - A
REA
C
MATCH LINE - AREA A
E
10
VALLEY
VALLEY
VALLEY
26' - 8" 19' - 6"
32' -
6"
35' -
4"
RIDGE
RID
GE
26' - 2" 26' - 2"
26' -
2"
OPEN
SHEET A-S138 7
C
31' - 1" 19' - 6"
26' -
2"
13
SHEE
T A-
S 140
16
A-S511
16
A-S509
9
A-S511
14
A-S509
11
A-S509
18
A-S509
17
A-S509
20
A-S509
19
A-S509
15
A-S509
12
A-S509
10
A-S509
TYP.
TYP.
TYP.
TYP.
TYP.
TYP.
TYP.
TYP.
8
A-S511
METAL STUDSHEAR WALL
METAL STUDSHEAR WALL
ROOF TRUSSES MUST ACCOMMODATEDUCT, PIPING AND MECHANICAL CHASEFROM MECHANICAL PENTHOUSE. TRUSSESMUST ALSO ACCOMMODATE PENTHOUSESTAIR COORDINATE w/ MECHANICAL,PLUMBING AND ARCHITECTURAL DWGS.
ROOF TRUSSES MUST ACCOMMODATEDUCT, PIPING AND MECHANICAL CHASEFROM MECHANICAL PENTHOUSE.COORDINATE w/ MECHANICAL,PLUMBING AND ARCHITECTURAL DWGS.
STUD WALL PERARCH. DWGS.
14
A-S513
7
A-S513
8
A-S513
HSS12x6x3/8
3' - 4"
3' - 4"
3' -
4"
3' -
4"
2
2
3' -
9 3/
8"
3' - 9 3/8"
3' - 4"
7' - 4"
HIP TRUSS, TYP.SUPPORTED BYCONCRETE DECKBELOW PER 16/A-S511
16
A-S513
3' -
4"
7' -
4"
16
A-S513
O.H.
13
A-S513
18
A-S510
18
A-S510TYP.
23' -
0"
MCJ
MCJMCJ
MCJ
MCJ
24' -
0"
12' -
0"
12' - 0" 12' - 0" 24' - 0"
MCJ
ST
A
TE
O F CA L I FOR
NIA
YE
L
R NO. S4594
EXP. 12/31/2010
S ARTTCUR U
L
R
R
RETSIGE
TAP
PDE FIKCI LNI
SSEFO ANOI
RNE
EE
NIG
DOCUMENT WAS AUTHORIZEDTHE SEAL APPEARING ON THIS
BY PATRICK I. FINLEY,S4594 ON 9 JULY 2009
Sheetreferencenumber
Sheet
BU
ILD
ING
Q
UA
LIT
Y S
OLU
TIO
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MY
EN
GIN
EE
R D
ISTR
ICT,
CO
RP
S O
F E
NG
INE
ER
SFO
RT
WO
RTH
, TE
XA
S
Des
igne
d by
:
Dw
n by
:
Rev
iew
ed b
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Sub
mitt
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y:
EN
GIN
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R
Dat
e:
Sol
No.
Con
tr N
o.
Rev
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Plo
t sca
le:
Plo
t dat
e:
File
nam
e:
Con
tr N
o.
DE
SIG
N F
ILE
:
Fort Worth District
US Army Corpsof Engineers
1:1
DA
VID
LU
KE
, PE
of
LAC
KLA
ND
AFB
, TE
XA
S
AIR
ME
N T
RA
ININ
G C
OM
PLE
X -
NO
RTH
CA
MP
US
AIR
ME
N T
RA
ININ
G C
OM
PLE
X 1
(ATC
1)
442
W91
26G
-09
-12-
0105
W91
26G
-09-
C-0
054 Plo
t Dat
e H
ere
9 J
ULY
200
9
1 2 3 4 5
E
D
C
B
A
KEY PLAN
A B
D C
MP
LS08
3737
R1
DR
AW
ING
NU
MB
ER
: LA
09 -
0001
W91
26G
-09-
C-0
054
LA
IB
LOW
E
FIN
L EY
A-S141159
LOW
RO
OF
FRAM
ING
PLA
N -
AREA
D
A-S1411LOW ROOF FRAMING PLAN - AREA D
0'4' 8'
SCALE: 1/8" = 1'-0"
8'
N
PLANNORTH
N
SITENORTH
SITE NORTH IS ROTATED90 DEGREES CLOCKWISEON THIS SHEET FROM THENORTH ARROW ON CIVILPLANS
LEGEND:
NOTES:
INDICATES METAL DECK SPAN DIRECTION.
2 OUTRIGGER SUPPORT BEAM PER 16/A-S513.
1. SEE GENERAL NOTES FOR LIGHT GAUGE TRUSSLOADING.
2. SEE A-S509 FOR TYPICAL DETAILS NOTREFERENCED.
3. ROOF SLOPE PER ARCHITECTURAL DRAWINGS. SEESHEET A-A148.
4. COORDINATED ARCHITECTURAL AND MECHANICALDRAWINGS FOR ROOF PENETRATIONS.
5. SEE SHEET A-S601 FOR WIND LOADS.
6. MCJ INDICATES MASONRY CONTROL JOINT SEESHEET A-S508.
No.
Des
crip
tion
D.O
.No.
Act
ion
Dat
e
5
9
F H K LG J
6
8
HIP TRUSS T2
TRUSS T3 TRUSS T3
TRU
SS T
1
TRU
SS T
1
HIP TRUSS T2
HIP TRUSS T2
HIP TRUSS T2
E
SLOPESLOPE
SLO
PESL
OPE
1 1/2" B DECK18 GA. TYP.PER 1/A-508
HSS12x12x5/16
HSS12x12x5/16 HSS12x12x5/16HSS12x12x5/16
HSS12x12x5/16
HSS12x12x5/16HSS12x12x5/16
HSS
12x1
2x5/
16H
SS12
x12x
5/16
HSS
12x1
2x5/
16
HSS
12x1
2x5/
16
HSS12x4x3/16
HSS12x6x3/16
HSS12x6x3/16
HSS12x4x3/16
HSS12x6x3/16
HSS
12x4
x3/1
6
HSS
12x6
x3/1
6
HSS
12x4
x3/1
6
HSS12x6x3/16
HSS12x6x3/16
HSS12x4x3/16
HSS12x6x3/16
HSS12x6x3/16
HSS12x4x3/16
HSS12x6x3/16
HSS12x6x3/16 HSS12x6x3/16
HSS
12x6
x3/1
6
HSS
12x6
x3/1
6
HSS
12x6
x3/1
6H
SS12
x6x3
/16
HSS12x4x3/16
HSS12x6x3/16
HSS12x4x3/16
HSS12x6x3/16
HSS12x6x3/16
HSS12x4x3/16
HSS12x6x3/16
HSS12x4x3/16
HSS12x6x3/16
HSS12x6x3/16
HSS12x6x3/16
HSS12x6x3/16
HSS12x6x3/16
HSS12x6x3/16
HSS
12x4
x3/1
6
HSS
12x6
x3/1
6
HSS
12x4
x3/1
6
HSS
12x6
x3/1
6H
SS12
x6x3
/16
HSS
12x6
x3/1
6H
SS12
x6x3
/16
HSS
12x4
x3/1
6
HSS
12x6
x3/1
6
HSS
12x4
x3/1
6
HSS
12x6
x3/1
6H
SS12
x6x3
/16
HSS
12x6
x3/1
6
HSS
12x6
x3/1
6
HSS
12x4
x3/1
6
HSS
12x6
x3/1
6
HSS
12x4
x3/1
6
HSS12x6x3/16
HSS
12x6
x3/1
6
HSS
12x6
x3/1
6H
SS12
x6x3
/16
HSS
12x6
x3/1
6
HSS
12x6
x3/1
6H
SS12
x6x3
/16
HSS
12x6
x3/1
6H
SS12
x6x3
/16
HSS
12x6
x3/1
6H
SS12
x6x3
/16
HSS
12x6
x3/1
6
A-S201 1A-S2011A-S201
3
A-S201
3
A-S201
2
A-S201
2
A-S201
2
A-S201
2
7
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S51011
13
A-S511
2
A-S511
TYP.
10
A-S511
11
A-S511
TYP.
9
A-S511
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S51114
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S5116
8
A-S511
TYP.
12
A-S511
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S5117
12
A-S511
HSS10x3x3/16
HSS5x5x3/16
HSS5x5x3/16
HSS10x3
x3/16
6005162-54 JOISTAT 24" O.C. TYP.
HSS10x3x3/16
HSS10x3x3/16
HSS5x5x3/16
HSS5x5x3/16
HSS10x3x3/16
6005162-54 JOISTAT 24" O.C. TYP.
HSS10x3
x3/16
SEE 1/A-S512 FORFRAMING ELEVATION
SEE 1/A-S512 FORFRAMING ELEVATION
5
A-S512
8
A-S512
9
A-S512
10
A-S512
11
A-S512
6
A-S512
6
A-S512
7
A-S512
8' - 8 5/8" 8' - 8 5/8" 8' - 8 5/8" 8' - 8 5/8" 8' - 8 5/8" 8' - 8 5/8" 13' - 5" 13' - 5" 8' - 8 5/8" 8' - 8 5/8" 8' - 8 5/8" 8' - 8 5/8" 8' - 8 5/8" 8' - 8 5/8"
4' - 5 3/4"4' - 5 3/4"
8' -
8 5/
8"8'
- 8
5/8"
8' -
8 5/
8"8'
- 8
5/8"
8' -
8 5/
8"8'
- 8
5/8"
8' -
8 5/
8"8'
- 8
5/8"
8' -
8 5/
8"8'
- 8
5/8"
8' -
8 5/
8"8'
- 8
5/8"
16' - 11 1/2" 16' - 11 1/2"
16' -
11
1/2"
FOM
FOM
FOM
FOM
6' - 1 3/8"
3/8"
10
A-S511
SIM ATKALWALL,TYP.
15
A-S511
SIM.
3 33
3
3
33
33
3 3 3
3 3 3
3
3
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S51220
3
20
A-S511
LEGEND:
INDICATES SKYLIGHT PER ARCHITECTS.
INDICATES METAL DECK SPAN DIRECTION.
TRUSS ELEVATIONS, SEE SHEET A-S201.TRUSS T-3
3 INDICATES HSS10x4x3/16.
ST
A
TE
O F CA L I FOR
NIA
YE
L
R NO. S4594
EXP. 12/31/2010
S ARTTCUR U
L
R
R
RETSIGE
TAP
PDE FIKCI LNI
SSEFO ANOI
RNE
EE
NIG
DOCUMENT WAS AUTHORIZEDTHE SEAL APPEARING ON THIS
BY PATRICK I. FINLEY,S4594 ON 9 JULY 2009
Sheetreferencenumber
Sheet
BU
ILD
ING
Q
UA
LIT
Y S
OLU
TIO
NS
U.S
. AR
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EE
R D
ISTR
ICT,
CO
RP
S O
F E
NG
INE
ER
SFO
RT
WO
RTH
, TE
XA
S
Des
igne
d by
:
Dw
n by
:
Rev
iew
ed b
y:
Sub
mitt
ed b
y:
EN
GIN
EE
R
Dat
e:
Sol
No.
Con
tr N
o.
Rev
.
Plo
t sca
le:
Plo
t dat
e:
File
nam
e:
Con
tr N
o.
DE
SIG
N F
ILE
:
Fort Worth District
US Army Corpsof Engineers
1:1
DA
VID
LU
KE
, PE
of
LAC
KLA
ND
AFB
, TE
XA
S
AIR
ME
N T
RA
ININ
G C
OM
PLE
X -
NO
RTH
CA
MP
US
AIR
ME
N T
RA
ININ
G C
OM
PLE
X 1
(ATC
1)
442
W91
26G
-09
-12-
0105
W91
26G
-09-
C-0
054 Plo
t Dat
e H
ere
9 J
ULY
200
9
1 2 3 4 5
E
D
C
B
A
KEY PLAN
A B
D C
MP
LS08
3737
R1
DR
AW
ING
NU
MB
ER
: LA
09 -
0001
W91
26G
-09-
C-0
054
LA
IB
LOW
E
LAN
GU
M
A-S142160
HIG
H R
OO
F FR
AMIN
G P
LAN
A-S1421HIGH ROOF FRAMING PLAN
0'4' 8'
SCALE: 1/8" = 1'-0"
8'
N
PLANNORTH
N
SITENORTH
SITE NORTH IS ROTATED90 DEGREES CLOCKWISEON THIS SHEET FROM THENORTH ARROW ON CIVILPLANS
NOTES:REF. SHEET A-S201 FOR TRUSS ELEVATIONS.
SEE SHEET A-S508 FOR TYPICAL DETAILS NOT REFERENCED.
ROOF SLOPE PER ARCHITECTURAL DRAWINGS.
COORDINATE WITH ARCHITECTURAL AND MECHANICALDRAWINGS FOR ROOF OPENINGS.
SEE SHEET A-S601 FOR WIND LOADS.
1.
2.
3.
4.
5.
No.
Des
crip
tion
D.O
.No.
Act
ion
Dat
e
HSS 6x
4x1/4
HSS 12x12x3/8
103' - 6"
51' - 9" 51' - 9"
22' -
0 7
/8"
2' -
8"
HSS
12x
12x3
/8HSS 6x4x1/4
HSS 6x3x1/4 HSS
6x3x
1/4
HSS 6x3x1/4
HSS
6x3x
1/4
HSS 6x4x1/4FLAT
HSS 12x12x3/8
HSS 12x6x3/8FLAT
HSS 6x4x1/4
HSS 12x12x3/8
HSS 6x
4x1/4
HSS
6x3x
1/4
HSS 6x3x1/4
HSS 6x3x
1/4
HSS 6x3x1/4
HSS 6x4x1/4FLAT
HSS 12x6x3/8FLAT
2' - 11"2' - 11"
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S5101
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S5101
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S5101
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S5101SIM
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S5101SIM__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S5101SIM
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S5101SIM
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S5103
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S5102
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S5101
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S5101
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S5101
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S5101 SIM
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S5101 SIM __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S5101 SIM
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ _ _ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S5101 SIM
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S5103
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S5102
2' -
2 3/
4"2'
- 11
3/8
"4'
- 5"
9' -
9 3/
4"
FLAT
FLAT
FLAT
FLAT
FLAT FLAT
FLATFL
AT
FLAT
FLAT
FLAT
FLAT
10A-S510
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S51012
14A-S510
3' - 0 1/2" 4' - 1 5/8" 3' - 8 3/4" 5' - 3 3/8" 6' - 6" 9' - 10" 16' - 4" 16' - 4" 9' - 10" 6' - 6" 5' - 3 3/8" 3' - 8 3/4" 4' - 1 5/8" 3' - 0 1/2"
O.H.
O.H.
O.H.
O.H.
NOTE:
ALL DIMS ARE TO WORK POINTS
13A-S510
11A-S510
HSS
12x
12
HSS 12x8x3/8
HSS 12x8x3/8
HSS
8x4x
3/8
HSS 6x4x
1/4
HSS 6x4x1/4
HSS 6x4x1/4
HSS 6x4x1/4 HSS 6x4x1/4FLAT
HSS 6x4x1/4
HSS 8x6x3/8FLAT 2'
- 6
5/8"
21' -
11
1/2"
HSS
6x4
x1/4
HSS
6x4
x1/4
12' - 4" 12' - 4" 12' - 4" 12' - 4" 12' - 4" 5' - 4" 3' - 8" 2' - 6 1/4"
73' - 2 1/4"
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ _ _ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S5106
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S5107
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S5101 SIM
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S5101
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S5101
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S5109
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S5101
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S5101
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S5109
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S5104
O.H.
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S5105 O.H.
FLAT FLAT FLAT
FLAT
FLAT FLAT
FLAT FLAT
1' -
0"1'
- 0"
8"2'
- 4
5/8"
3' -
3 1/
4"3'
- 3
1/4"
3' -
3 1/
4"3'
- 3
1/4"
3' -
3 1/
4"
10A-S510
14A-S510
13A-S510
FRO
M T
1
O.H.
O.H.
O.H.
O.H.
11A-S510
HSS
12x
12
HSS 12x8x3/8
HSS 8x6x5/16
HSS 12x8x3/8
HSS 6x4x
1/4
HSS 6x4x1/4
HSS 6x4x1/4
HSS 6x4x1/4FLAT
HSS 8x6x3/8FLAT
51' - 9"
2' -
8"
13' - 1" 13' - 1" 9' - 1 7/8" 8' - 7 5/8" 4' - 4 1/2" 3' - 5"
22' -
0 7
/8"
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S5101
O.H.
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S5101
O.H.
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S5101 SIM. __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S5101 SIM.
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ _ _ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S5101 SIM.
O.H.
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ _ _ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S5108
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S5103 O.H.
10A-S510
FLAT
FLAT
FLAT
FLAT
1' - 0
"
1' -
0"
2' -
11 1
/8"
6' -
8 1/
8"
14A-S510
13A-S510
FRO
M T
1
11A-S510
ST
A
TE
O F CA L I FOR
NIA
YE
L
R NO. S4594
EXP. 12/31/2010
S ARTTCUR U
L
R
R
RETSIGE
TAP
PDE FIKCI LNI
SSEFO ANOI
RNE
EE
NIG
DOCUMENT WAS AUTHORIZEDTHE SEAL APPEARING ON THIS
BY PATRICK I. FINLEY,S4594 ON 9 JULY 2009
Sheetreferencenumber
Sheet
BU
ILD
ING
Q
UA
LIT
Y S
OLU
TIO
NS
U.S
. AR
MY
EN
GIN
EE
R D
ISTR
ICT,
CO
RP
S O
F E
NG
INE
ER
SFO
RT
WO
RTH
, TE
XA
S
Des
igne
d by
:
Dw
n by
:
Rev
iew
ed b
y:
Sub
mitt
ed b
y:
EN
GIN
EE
R
Dat
e:
Sol
No.
Con
tr N
o.
Rev
.
Plo
t sca
le:
Plo
t dat
e:
File
nam
e:
Con
tr N
o.
DE
SIG
N F
ILE
:
Fort Worth District
US Army Corpsof Engineers
1:1
DA
VID
LU
KE
, PE
of
LAC
KLA
ND
AFB
, TE
XA
S
AIR
ME
N T
RA
ININ
G C
OM
PLE
X -
NO
RTH
CA
MP
US
AIR
ME
N T
RA
ININ
G C
OM
PLE
X 1
(ATC
1)
442
W91
26G
-09
-12-
0105
W91
26G
-09-
C-0
054 Plo
t Dat
e H
ere
9 J
ULY
200
9
1 2 3 4 5
E
D
C
B
A
MP
LS08
3737
R1
DR
AW
ING
NU
MB
ER
: LA
09 -
0001
W91
26G
-09-
C-0
054
LA
IB
LOW
E
LAN
GU
M
A-S201161
TRU
SS E
LEVA
TIO
NS
A-S2011T1 GABLE TRUSS
0'2' 4'
SCALE: 1/4" = 1'-0"
4'
A-S2012T2 HIP TRUSS
A-S2013T3 MONO TRUSS
0'2' 4'
SCALE: 1/4" = 1'-0"
4' 0'2' 4'
SCALE: 1/4" = 1'-0"
4'
NOTES:
LOCATE MEMBER SPLICES AS REQUIRED BY FABRICATOR. SEE DETAIL 17/A-S510FOR SPLICE DETAIL.
ALL DIMENSIONS ARE FROM WORK POINTS.1.
2.
No.
Des
crip
tion
D.O
.No.
Act
ion
Dat
e
GROUND FLOOR0"
SECOND FLOOR15' - 0"
4
THIRD FLOOR29' - 0"
FOURTH FLOOR43' - 0"
MECH PENTHOUSEFLOOR57' - 0"
CRAWL SPACE-8' - 10"
I
I
I
III
25' - 8"
18
A-S502
GROUND FLOOR0"
SECOND FLOOR15' - 0"
4
THIRD FLOOR29' - 0"
FOURTH FLOOR43' - 0"
MECH PENTHOUSEFLOOR57' - 0"
CRAWL SPACE-8' - 10"
I
I
I
II
IV
IV
IV
V
1' - 8" 3' - 4" 20' - 8"
1' - 4"
7' -
4"7'
- 4"
7' -
4"7'
- 4"
1' - 0"
1' - 0"
1' - 0"
GROUND FLOOR0"
SECOND FLOOR15' - 0"
D
THIRD FLOOR29' - 0"
FOURTH FLOOR43' - 0"
MECH PENTHOUSEFLOOR57' - 0"
CRAWL SPACE-8' - 10"
I
I
I
III
14' - 2"
GROUND FLOOR0"
SECOND FLOOR15' - 0"
D
THIRD FLOOR29' - 0"
FOURTH FLOOR43' - 0"
MECH PENTHOUSEFLOOR57' - 0"
CRAWL SPACE-8' - 10"
I
I
I
III
4"13' - 10"
GROUND FLOOR0"
SECOND FLOOR15' - 0"
4
THIRD FLOOR29' - 0"
FOURTH FLOOR43' - 0"
MECH PENTHOUSEFLOOR57' - 0"
CRAWL SPACE-8' - 10"
I
I
I
I
IV
I
IV
IV
IV
9
A-S507
7' -
4"7'
- 4"
7' -
4"7'
- 4"
TYP.
1' - 0"
1' - 0"
1' - 0"
1' - 0"
3' - 4" 1' - 4"21' - 0"
GROUND FLOOR0"
SECOND FLOOR15' - 0"
THIRD FLOOR29' - 0"
FOURTH FLOOR43' - 0"
MECH PENTHOUSEFLOOR57' - 0"
M
CRAWL SPACE-8' - 10"
I
I
I
III
III
13' - 10"4"
GROUND FLOOR0"
SECOND FLOOR15' - 0"
4
THIRD FLOOR29' - 0"
FOURTH FLOOR43' - 0"
MECH PENTHOUSEFLOOR57' - 0"
CRAWL SPACE-8' - 10"
I
I
I
I
I
25' - 8"
GROUND FLOOR0"
SECOND FLOOR15' - 0"
THIRD FLOOR29' - 0"
FOURTH FLOOR43' - 0"
MECH PENTHOUSEFLOOR57' - 0"
M
CRAWL SPACE-8' - 10"
I
I
I
III
III
VII
2' - 1" 3' - 4"
14' - 2"
7' -
4"
ST
A
TE
O F CA L I FOR
NIA
YE
L
R NO. S4594
EXP. 12/31/2010
S ARTTCUR U
L
R
R
RETSIGE
TAP
PDE FIKCI LNI
SSEFO ANOI
RNE
EE
NIG
DOCUMENT WAS AUTHORIZEDTHE SEAL APPEARING ON THIS
BY PATRICK I. FINLEY,S4594 ON 9 JULY 2009
Sheetreferencenumber
Sheet
BU
ILD
ING
Q
UA
LIT
Y S
OLU
TIO
NS
U.S
. AR
MY
EN
GIN
EE
R D
ISTR
ICT,
CO
RP
S O
F E
NG
INE
ER
SFO
RT
WO
RTH
, TE
XA
S
Des
igne
d by
:
Dw
n by
:
Rev
iew
ed b
y:
Sub
mitt
ed b
y:
EN
GIN
EE
R
Dat
e:
Sol
No.
Con
tr N
o.
Rev
.
Plo
t sca
le:
Plo
t dat
e:
File
nam
e:
Con
tr N
o.
DE
SIG
N F
ILE
:
Fort Worth District
US Army Corpsof Engineers
1:1
DA
VID
LU
KE
, PE
of
LAC
KLA
ND
AFB
, TE
XA
S
AIR
ME
N T
RA
ININ
G C
OM
PLE
X -
NO
RTH
CA
MP
US
AIR
ME
N T
RA
ININ
G C
OM
PLE
X 1
(ATC
1)
442
W91
26G
-09
-12-
0105
W91
26G
-09-
C-0
054 Plo
t Dat
e H
ere
9 J
ULY
200
9
1 2 3 4 5
E
D
C
B
A
MP
LS08
3737
R1
DR
AW
ING
NU
MB
ER
: LA
09 -
0001
W91
26G
-09-
C-0
054
LA
IB
LOW
E
FIN
L EY
A-S301162
SHEA
R W
ALL
ELEV
ATIO
NS
A-S3011CONCRETE SHEAR WALL ELEVATION
A-S3012CONCRETE SHEAR WALL ELEVATION
A-S3013CONCRETE SHEAR WALL ELEVATION
A-S3014CONCRETE SHEAR WALL ELEVATION
A-S3015CONCRETE SHEAR WALL ELEVATION
A-S3016CONCRETE SHEAR WALL ELEVATION
A-S3017CONCRETE SHEAR WALL ELEVATION
A-S3018CONCRETE SHEAR WALL ELEVATION
INDICATES CONCRETE WALL TYP. SEE SCHEDULE, SHEET A-S603.I
LEGEND:
NOTES:1. COORDINATE WITH ARCHITECTURAL PLANS FOR
OPENING DIMENSIONS, TYP.
2. ALL CORE WALLS ARE 8" THICK.
0'4' 8'
SCALE: 1/8" = 1'-0"
8' 0'4' 8'
SCALE: 1/8" = 1'-0"
8' 0'4' 8'
SCALE: 1/8" = 1'-0"
8' 0'4' 8'
SCALE: 1/8" = 1'-0"
8'
0'4' 8'
SCALE: 1/8" = 1'-0"
8' 0'4' 8'
SCALE: 1/8" = 1'-0"
8' 0'4' 8'
SCALE: 1/8" = 1'-0"
8' 0'4' 8'
SCALE: 1/8" = 1'-0"
8'
No.
Des
crip
tion
D.O
.No.
Act
ion
Dat
e
GROUND FLOOR0"
SECOND FLOOR15' - 0"
THIRD FLOOR29' - 0"
FOURTH FLOOR43' - 0"
MECH PENTHOUSEFLOOR57' - 0"
CRAWL SPACE-8' - 10"
I
I
I
I
I
10
25' - 8"
GROUND FLOOR0"
SECOND FLOOR15' - 0"
THIRD FLOOR29' - 0"
FOURTH FLOOR43' - 0"
MECH PENTHOUSEFLOOR57' - 0"
CRAWL SPACE-8' - 10"
I
I
I
I
I
IV
IV
IV
10
IV
9
A-S507
20' - 6" 3' - 4" 1' - 10"
7' -
4"
1' - 6"
1' - 0"
7' -
4"
1' - 0"
7' -
4"
TYP.
1' - 0"
7' -
4"
GROUND FLOOR0"
SECOND FLOOR15' - 0"
D
THIRD FLOOR29' - 0"
FOURTH FLOOR43' - 0"
MECH PENTHOUSEFLOOR57' - 0"
CRAWL SPACE-8' - 10"
I
I
I
II
II
14' - 2"
GROUND FLOOR0"
SECOND FLOOR15' - 0"
D
THIRD FLOOR29' - 0"
FOURTH FLOOR43' - 0"
MECH PENTHOUSEFLOOR57' - 0"
CRAWL SPACE-8' - 10"
I
I
I
III
III
VII
8' - 9"3' - 4"2' - 1"
7' -
4"
GROUND FLOOR0"
SECOND FLOOR15' - 0"
THIRD FLOOR29' - 0"
FOURTH FLOOR43' - 0"
MECH PENTHOUSEFLOOR57' - 0"
CRAWL SPACE-8' - 10"
I
I
I
I
IV
IV
IV
10
1' - 4" 3' - 4" 21' - 0"
1' - 0"
7' -
4"
1' - 0"
7' -
4"
1' - 0"
7' -
4"
GROUND FLOOR0"
SECOND FLOOR15' - 0"
THIRD FLOOR29' - 0"
FOURTH FLOOR43' - 0"
MECH PENTHOUSEFLOOR57' - 0"
M
CRAWL SPACE-8' - 10"
I
I
I
III
14' - 2"
GROUND FLOOR0"
SECOND FLOOR15' - 0"
11
THIRD FLOOR29' - 0"
FOURTH FLOOR43' - 0"
MECH PENTHOUSEFLOOR57' - 0"
CRAWL SPACE-8' - 10"
I
I
I
III
10' - 4" 24' - 0"
GROUND FLOOR0"
SECOND FLOOR15' - 0"
THIRD FLOOR29' - 0"
FOURTH FLOOR43' - 0"
MECH PENTHOUSEFLOOR57' - 0"
M
I
I
I
III
VII
2' - 1"3' - 4"8' - 9"
7' -
4"
ST
A
TE
O F CA L I FOR
NIA
YE
L
R NO. S4594
EXP. 12/31/2010
S ARTTCUR U
L
R
R
RETSIGE
TAP
PDE FIKCI LNI
SSEFO ANOI
RNE
EE
NIG
DOCUMENT WAS AUTHORIZEDTHE SEAL APPEARING ON THIS
BY PATRICK I. FINLEY,S4594 ON 9 JULY 2009
Sheetreferencenumber
Sheet
BU
ILD
ING
Q
UA
LIT
Y S
OLU
TIO
NS
U.S
. AR
MY
EN
GIN
EE
R D
ISTR
ICT,
CO
RP
S O
F E
NG
INE
ER
SFO
RT
WO
RTH
, TE
XA
S
Des
igne
d by
:
Dw
n by
:
Rev
iew
ed b
y:
Sub
mitt
ed b
y:
EN
GIN
EE
R
Dat
e:
Sol
No.
Con
tr N
o.
Rev
.
Plo
t sca
le:
Plo
t dat
e:
File
nam
e:
Con
tr N
o.
DE
SIG
N F
ILE
:
Fort Worth District
US Army Corpsof Engineers
1:1
DA
VID
LU
KE
, PE
of
LAC
KLA
ND
AFB
, TE
XA
S
AIR
ME
N T
RA
ININ
G C
OM
PLE
X -
NO
RTH
CA
MP
US
AIR
ME
N T
RA
ININ
G C
OM
PLE
X 1
(ATC
1)
442
W91
26G
-09
-12-
0105
W91
26G
-09-
C-0
054 Plo
t Dat
e H
ere
9 J
ULY
200
9
1 2 3 4 5
E
D
C
B
A
MP
LS08
3737
R1
DR
AW
ING
NU
MB
ER
: LA
09 -
0001
W91
26G
-09-
C-0
054
LA
IB
LOW
E
FIN
L EY
A-S302163
SHEA
R W
ALL
ELEV
ATIO
NS
A-S3021CONCRETE SHEAR WALL ELEVATION
A-S3022CONCRETE SHEAR WALL ELEVATION
A-S3023CONCRETE SHEAR WALL ELEVATION
A-S3024CONCRETE SHEAR WALL ELEVATION
A-S3025CONCRETE SHEAR WALL ELEVATION
A-S3026CONCRETE SHEAR WALL ELEVATION
A-S3027CONCRETE SHEAR WALL ELEVATION
A-S3028CONCRETE SHEAR WALL ELEVATION
INDICATES CONCRETE WALL TYP. SEE SCHEDULE, SHEET A-S603.I
LEGEND:
NOTES:1. COORDINATE WITH ARCHITECTURAL PLANS FOR
OPENING DIMENSIONS, TYP.
2. ALL CORE WALLS ARE 8" THICK.
0'4' 8'
SCALE: 1/8" = 1'-0"
8' 0'4' 8'
SCALE: 1/8" = 1'-0"
8' 0'4' 8'
SCALE: 1/8" = 1'-0"
8' 0'4' 8'
SCALE: 1/8" = 1'-0"
8'
0'4' 8'
SCALE: 1/8" = 1'-0"
8' 0'4' 8'
SCALE: 1/8" = 1'-0"
8' 0'4' 8'
SCALE: 1/8" = 1'-0"
8' 0'4' 8'
SCALE: 1/8" = 1'-0"
8'
No.
Des
crip
tion
D.O
.No.
Act
ion
Dat
e
1
A51
' - 0
"20
' - 2
"
62' - 0" 8' - 9"
23' - 0" 16' - 0" 23' - 0"
51
' - 0
"
62' - 0"#6 AT 18" O.C.TOP AND BOTTOM CONT.PLACE BOTTOM 2ND ANDTOP BAR 3RD
#6 A
T 15
" O.C
.TO
P AN
D B
OTT
OM
CO
NT.
PLAC
E BO
TTO
M 1
ST A
ND
TOP
BAR
LAS
T
ASSUMED 12" PRECAST CANTILEVEREDPANELS, OR AS REQUIRED PER DESIGN
18" THICKMAT SLAB
MECHANICAL PADSPER 11/A-S502
13
A-S502
TOP OF WALLEL. =16'-0"
F
20
A-S505
18
A-S5055' -
8 1/
4"5'
- 8
1/4"
11' -
4 1
/2"
EQ EQ
13' - 2" 1"
2' - 0" 2' - 0"
2' -
0"2'
- 0"
(4) #6 TOP AND BOTOVER 24" WIDTH w/#3 TIES AT 9" O.C.
L OPENINGC
L O
PEN
ING
C
30" x 30" OPENINGCOORDINATE w/ELEVATOR SUPPLIER
22" SLAB w/ #5 BARS AT18" O.C. TOP AND BOTT.EA. WAY TYP. OMIT AT#6 BARS. USE 180°HOOK EA. END OF BAR.
1' - 6"
TYP.
4
M
HSS
10x3
x3/1
6
HSS
10x3
x3/1
6
HSS
10x3
x3/1
6
HSS
10x3
x3/1
6
HSS10x3x3/16
HSS10x3x3/16
HSS12x4x3/16
2" METAL GRATINGPER ARCH.
1
A-S513OPP.HAND
2
A-S513OPP.HAND
3
A-S513
OPP.HAND
4
A-S513
5
A-S513
12' - 6"
6' -
2"
EQEQ
EQ
HSS
10x3
x3/1
6
1 1/2" 2' - 10 1/2" 2' - 10 1/2" 9" 2' - 10 1/2" 2' - 10 1/2" 1 1/2"
HSS10x3x3/16
18
A-S513
4
M
HSS12x4x3/16
HSS10x3x3/16
HSS10x3x3/16
HSS
10x3
x3/1
6
HSS
10x3
x3/1
6
HSS
10x3
x3/1
6
HSS
10x3
x3/1
6
2" METAL GRATINGPER ARCH.
1
A-S513 3
A-S513
4
A-S513
5
A-S5136
A-S513
6' -
7 1/
2"
1 1/2" 2' - 10 1/2" 2' - 10 1/2" 9" 2' - 10 1/2" 2' - 10 1/2" 1 1/2"
EQEQ
EQ
HSS
10x3
x3/1
6
HSS10x3x3/16
OPP.HAND
1
G
1' - 9 7/8" 4' - 3 5/8" 4' - 3 5/8" 4' - 3 3/4" 2' - 2" 2' - 2" 4' - 3 3/4" 4' - 3 5/8" 4' - 3 5/8" 1' - 9 7/8"
2' -
7"8"
1' -
1 3/
4"
6 3/
4"
2"
SYMMETRIC ABOUT LC
3' -
11 1
/4"
MASONRY WALLS NOT SHOWNFOR CLARITY
6' - 8 3/4" 6' - 8 3/4"
4
M
HSS
10x3
x3/1
6
HSS
10x3
x3/1
6
HSS10x3x3/16
HSS10x3x3/16
HSS12x4x3/16
2" METAL GRATINGPER ARCH.
HSS
10x3
x3/1
6
HSS
10x3
x3/1
6
HSS12x4x3/16
HSS10x3x3/16
HSS10x3x3/16
HSS
10x3
x3/1
6
HSS
10x3
x3/1
6
HSS
10x3
x3/1
6
HSS
10x3
x3/1
6
1
A-S513
2
A-S513
3
A-S513
4
A-S513
5
A-S513
6
A-S513
6' -
0"
EQEQ
EQ
6' -
7"
EQEQ
EQ
HSS
10x3
x3/1
6
1 1/2" 2' - 10 1/2" 2' - 10 1/2" 9" 2' - 10 1/2" 2' - 10 1/2" 1 1/2"
HSS
10x3
x3/1
6
HSS10x3x3/16
HSS10x3x3/16
4
M
HSS
10x3
x3/1
6
HSS
10x3
x3/1
6
HSS10x3x3/16
HSS10x3x3/16
HSS12x4x3/16
2" METAL GRATINGPER ARCH.
HSS
10x3
x3/1
6
HSS
10x3
x3/1
6
HSS12x4x3/16
HSS10x3x3/16
HSS10x3x3/16
HSS
10x3
x3/1
6
HSS
10x3
x3/1
6
1
A-S513
2
A-S513
3
A-S513
4
A-S513
5
A-S513
HSS
10x3
x3/1
6
HSS
10x3
x3/1
6
6' -
7"
EQEQ
EQ
6' -
0"
EQEQ
EQ
1 1/2" 2' - 10 1/2" 2' - 10 1/2" 9" 2' - 10 1/2" 2' - 10 1/2" 1 1/2"
F
W10
X19
15
A-S507
10' - 3" 1' - 5"
HO
IST
BEAM
LEDGER ANGLERE: 19/A-S508
18 GA. B DECKPER 1/A-S509
FOR GUIDE RAILSUPPORT SEE 16/A-S508
2
D
3
C
8' -
0"8'
- 0"
8' -
0"4'
- 0"
17' - 0" 17' - 0"
15
A-S512
15
A-S512
EQ EQ EQ EQ EQ EQ EQ EQ
2" DIA. STD.WT. GALV. PIPE
9 GA. CHAIN LINKMESH
TYP.
TYP.
ST
A
TE
O F CA L I FOR
NIA
YE
L
R NO. S4594
EXP. 12/31/2010
S ARTTCUR U
L
R
R
RETSIGE
TAP
PDE FIKCI LNI
SSEFO ANOI
RNE
EE
NIG
DOCUMENT WAS AUTHORIZEDTHE SEAL APPEARING ON THIS
BY PATRICK I. FINLEY,S4594 ON 9 JULY 2009
Sheetreferencenumber
Sheet
BU
ILD
ING
Q
UA
LIT
Y S
OLU
TIO
NS
U.S
. AR
MY
EN
GIN
EE
R D
ISTR
ICT,
CO
RP
S O
F E
NG
INE
ER
SFO
RT
WO
RTH
, TE
XA
S
Des
igne
d by
:
Dw
n by
:
Rev
iew
ed b
y:
Sub
mitt
ed b
y:
EN
GIN
EE
R
Dat
e:
Sol
No.
Con
tr N
o.
Rev
.
Plo
t sca
le:
Plo
t dat
e:
File
nam
e:
Con
tr N
o.
DE
SIG
N F
ILE
:
Fort Worth District
US Army Corpsof Engineers
1:1
DA
VID
LU
KE
, PE
of
LAC
KLA
ND
AFB
, TE
XA
S
AIR
ME
N T
RA
ININ
G C
OM
PLE
X -
NO
RTH
CA
MP
US
AIR
ME
N T
RA
ININ
G C
OM
PLE
X 1
(ATC
1)
442
W91
26G
-09
-12-
0105
W91
26G
-09-
C-0
054 Plo
t Dat
e H
ere
9 J
ULY
200
9
1 2 3 4 5
E
D
C
B
A
MP
LS08
3737
R1
DR
AW
ING
NU
MB
ER
: LA
09 -
0001
W91
26G
-09-
C-0
054
LA
IB
LOW
E
FIN
L EY
A-S401164
MEC
HAN
ICAL
YAR
D P
LAN
A-S4012MECHANICAL YARD PLAN
0'4' 8'
SCALE: 1/8" = 1'-0"
8'
A-S4013ELEVATOR PIT SLAB
A-S4014CRAWL SPACE STAIR
A-S4015GROUND FLOOR STAIR
A-S4016ENLARGED TYPICAL SLAB AT DORM WINDOW
A-S40172ND TO 4TH FLOOR STAIR
A-S4018MECHANICAL PENTHOUSE STAIR
A-S4019ELEVATOR PLAN
A-S40110ELECTRICAL YARD COVER
0'2' 4'
SCALE: 1/4" = 1'-0"
4' 0'2' 4'
SCALE: 1/4" = 1'-0"
4' 0'2' 4'
SCALE: 1/4" = 1'-0"
4'
0'2' 4'
SCALE: 1/4" = 1'-0"
4' 0'2' 4'
SCALE: 1/4" = 1'-0"
4' 0'2' 4'
SCALE: 1/4" = 1'-0"
4' 0'2' 4'
SCALE: 1/4" = 1'-0"
4'
0'4' 8'
SCALE: 1/8" = 1'-0"
8'
No.
Des
crip
tion
D.O
.No.
Act
ion
Dat
e
B
8
6' - 7 1/8" 6' - 7 1/8"
7' -
1 1/
8"7'
- 1
1/8"
17
A-S512
HSS 3x3 POST, TYP.
1
1
D
7
3' - 7 7/8" 4' - 2" 7' - 9 7/8" 7' - 9 7/8"
7' -
5 1/
4"7'
- 5
1/4"
HSS 3x3 POST, TYP. 1
1
17
A-S512
6
1
HSS 3x3 POST, TYP.
11' - 2 1/4" 7' - 8 7/8"
5' -
8 1/
4"4'
- 4
3/8"
1' -
4"5'
- 8
1/4"
17
A-S512
G
17
A-S512
8' -
4 3/
8"11
' - 2
1/4
"
1
5' - 8 1/4" 4' - 4 1/8" 1' - 4" 5' - 8 1/4"
HSS 3x3 POST, TYP.
J
8' -
4 3/
8"11
' - 2
1/4
"
5' - 8 1/4" 1' - 4" 4' - 4 1/4" 5' - 8 1/4"
2
HSS 3x3 POST, TYP.
17
A-S512
8
5' -
8 1/
4"1'
- 4"
4' -
4 3/
8"5'
- 8
1/4"
11' - 2 1/4" 7' - 8 7/8"
1
HSS 3x3 POST, TYP.
17
A-S512
ST
A
TE
O F CA L I FOR
NIA
YE
L
R NO. S4594
EXP. 12/31/2010
S ARTTCUR U
L
R
R
RETSIGE
TAP
PDE FIKCI LNI
SSEFO ANOI
RNE
EE
NIG
DOCUMENT WAS AUTHORIZEDTHE SEAL APPEARING ON THIS
BY PATRICK I. FINLEY,S4594 ON 9 JULY 2009
Sheetreferencenumber
Sheet
BU
ILD
ING
Q
UA
LIT
Y S
OLU
TIO
NS
U.S
. AR
MY
EN
GIN
EE
R D
ISTR
ICT,
CO
RP
S O
F E
NG
INE
ER
SFO
RT
WO
RTH
, TE
XA
S
Des
igne
d by
:
Dw
n by
:
Rev
iew
ed b
y:
Sub
mitt
ed b
y:
EN
GIN
EE
R
Dat
e:
Sol
No.
Con
tr N
o.
Rev
.
Plo
t sca
le:
Plo
t dat
e:
File
nam
e:
Con
tr N
o.
DE
SIG
N F
ILE
:
Fort Worth District
US Army Corpsof Engineers
1:1
DA
VID
LU
KE
, PE
of
LAC
KLA
ND
AFB
, TE
XA
S
AIR
ME
N T
RA
ININ
G C
OM
PLE
X -
NO
RTH
CA
MP
US
AIR
ME
N T
RA
ININ
G C
OM
PLE
X 1
(ATC
1)
442
W91
26G
-09
-12-
0105
W91
26G
-09-
C-0
054 Plo
t Dat
e H
ere
9 J
ULY
200
9
1 2 3 4 5
E
D
C
B
A
MP
LS08
3737
R1
DR
AW
ING
NU
MB
ER
: LA
09 -
0001
W91
26G
-09-
C-0
054
LA
IB
LOW
E
FIN
L EY
A-S402165
ENLA
RG
EDH
ANG
ING
TO
ILET
PAR
TITI
ON
SU
PPO
RT
A-S4021
ENLARGED GROUND FLOOR TOILETPARTITION SUPPORT PLAN
0'2' 4'
SCALE: 1/4" = 1'-0"
4'
LEGEND:1
A-S4022
ENLARGED GROUND FLOOR TOILETPARTITION SUPPORT PLAN
AT O.H.
4 10
AT O.H.
E
L
0'2' 4'
SCALE: 1/4" = 1'-0"
4'
0'2' 4'
SCALE: 1/4" = 1'-0"
4'
0'2' 4'
SCALE: 1/4" = 1'-0"
4' 0'2' 4'
SCALE: 1/4" = 1'-0"
4'
4 10
AT O.H.
AT O.H.
E
L
HANGING TOILET PARTITION SUPPORT BEAM.SEE SHEET A-S512 FOR DETAILS.
0'2' 4'
SCALE: 1/4" = 1'-0"
4' A-S4026
ENLARGED 2ND, 3RD AND 4TH FLOORTOILET PARTITION SUPPORT PLAN
A-S4023
ENLARGED 2ND, 3RD AND 4TH FLOORTOILET PARTITION SUPPORT PLAN
A-S4024
ENLARGED 2ND, 3RD AND 4TH FLOORTOILET PARTITION SUPPORT PLAN
A-S4025
ENLARGED 2ND, 3RD AND 4TH FLOORTOILET PARTITION SUPPORT PLAN
No.
Des
crip
tion
D.O
.No.
Act
ion
Dat
e
2'-0" MIN. U.N.O.40 DIA IN MASONRY30 DIA IN CONCRETE
3" MINOR
4db MIN.OR 2 1/2"
*
6db D'
U.N
.O.
12db
D
6db
db db
D
db
db
D
WALL BOUNDARY MEMBERS.GIRDERS, SHEAR WALLS AND SHEAROF 6db AT ALL FRAME COLUMNS,PROVIDE 10db EXTENSIONS IN LIEU
TIES & STIRRUPS HOOKS ONLY
STANDARD HOOKS
TYP. COMPRESSION LAP SPLICE
12
180° HOOK
2
D'
2"
135° HOOK
2 1/2"
1 1/2"#3
#5
#4
BAR SIZE *
#14 THRU #18
# 9 THRU #11
# 3 THRU # 8
BAR SIZE
FOR TENSION SPLICE
90° HOOK
NOTE:
BAR OFFSETTYPICAL COLUMN
90° HOOK 12
2
SEE 2/A-S501
10d
8d
6d
D1.
OR S.S. BOLT1" DIA x3" BRASS
NOTE:
5/8
BRICK VENEEROR CONC. FNDWALL
INSTALL BENCH MARK IN BRICK VENEER ORCONCRETE FND WALL APPROX. 0'-6" ABOVEFINISHED GRADE, WHERE SHOWN ON PLAN.OBTAIN ELEVATIONS AND FURNISH THEM TO THECONTRACTING OFFICER, TO THE NEAREST 1/8 OFAN INCH AS SOON AS THE FORMS ARE STRIPPEDAND SHALL BE SURVEYED MONTHLYTHROUGHOUT THE REMAINDER OF THECONSTRUCTION CONTRACT. SURVEYS SHALL BESUBMITTED TO THE CONTRACTING OFFICERWITHIN SEVEN DAYS OF COMPLETING THE SURVEY.
II 2 FT-6 IN
PIER TYPE SCHEDULE
60 M
IN.
3"
PROVIDE HOOK IF REQUIRED
PIER
SH
AFT
LEN
GTH
PIER TYPE
I 2 FT
DIAMETER
BELL
6" M
IN.
UNDERREAM
CLR
.
PIER
3"
#3 @ 12"
TIESSHAFT REINFORCING
(12) #10
VERT.UNDERREAM
DIAMETER
CLR3"
CIRCULAR TIES
T.O. PIER CONC. EL.(SEE PLANS)
SHAFT DIAMETER
3" CLEAR
III 2 FT-6 IN
5 FT
(STAGGER ADJACENT LAPSPLICES 180 DEGREES)
SHAFT
DIAMETER
CLR
.
T.O. CONC. GRADE BEAMOR PILASTER, SEE SECTIONS
GRADE BEAM ORPILASTER, SEE PLANS
REF
ER T
O F
OU
ND
ATIO
N N
OTE
S O
N D
WG
. A-S
001
TO FULLY DEVELOP DOWELS
SHAFT
(6) #9 DOWELS, TYP.
IN GRADE BEAM OR PILASTER
VERT. REINFORCING
SEE
2/A-
S501
IV 3 FT
V 3 FT
VI 3 FT-6 IN
VII 3 FT-6 IN
#3 @ 12"(16) #10
#3 @ 12"(16) #10
#3 @ 12"(19) #10
#3 @ 12"(19) #10
#3 @ 12"(25) #10
#3 @ 12"(25) #10
6 FT - 6 IN
7 FT
7 FT - 6 IN
8 FT
9 FT
9 FT - 6 IN
LAP
SPLI
CE
8" M
IN.
LINE OF BOTTOM OFGRADE BEAM WHENPIPE IS TO CLOSETO PIER
TYP. GRADE BEAMBOTTOM BAR
PIER, REBARNOT SHOWN
1" SPONGE RUBBER
"D"
MIN
.
"D"
MIN
.
"D"MIN.
TYP. BOTTOM BAR32 DIA
TYP
6x6-W1.4xW1.4 W.W.F.
BOTTOM OF GRADEBEAM SHALL BEFORMED W/ PLYWOOD
AT JOINTS OF SIDE
REST ON EARTH)
SPACERS AT 3'-0" O.C.
RETAINERS (PLYWOOD FORMSBETWEEN SPACERS SHALL
2"x PRECAST CONC.
GROUT
(TYP.)SURFACEFORMED
VOID
CONT. RETAINERSPRECAST CONC.1 3/4"x1'-0"
1'-0
"
1'-6
"
3"3"
CLASS A LAP2'-0" MIN.
CLA
SS A
LAP
2'-0
" MIN
.
CLA
SS A
LAP
2'-0
" MIN
.
STD HOOK
STD HOOKSTD HOOK TYP
CORNER BARS SAME SIZEAND SPACING AS HORIZ REINF
DOUBLE CURTAIN
SINGLE CURTAIN
CLA
SS A
LAP
2'-0
" MIN
.
CLA
SS A
LAP
2'-0
" MIN
.
CLASS A LAP2'-0" MIN.
STD HOOK
STD HOOKSTD HOOK TYP
(1) #5(1) #5
CORNER BARS SAME SIZEAND SPACING AS HORIZ REINF
(2) #5BARS
(2) #5VERTICAL
FLOOR OR ROOF LINE
FLOOR LINE
OPENING REINF. SEE WALL REINFORCINGSCHEDULE FOR SIZE OF BARS AROUNDOPENING EXCEPT WHERE SHOWN OTHERWISE
32 DIA. TYP., OR EXTENDTO END OF WALL AND HOOK,WHICH EVER IS SHORTER.
(2) #5 x 3'-0" @ SINGLECURTAIN WALLS.(1) #5 x 3'-0" EA. FACE ATDBL. CURTAIN WALLS, TYP.
1.
2.
3.
WHERE ONE OPENING OCCURS ABOVE ANOTHER, EXTEND SILL ANDLINTEL BARS 32 DIA. BEYOND FURTHEST OPNG. IN EA. DIRECTION.WHERE OPENINGS IN HORIZ. LINE ARE CLOSER TOGETHER THANTHE WIDTH OF MAX. ADJACENT OPNG., RUN LINTEL AND SILL REINF.CONTINUOUS BETWEEN OPENINGS.EXTEND VERT. REINF. BARS FLOOR TO FLOOR OR FLOOR TO OPNG.WHERE OPENING INTERSECTS. BARS.
NOTE:
PER PLAN
PER
PLA
N
11/2"
TYP.
11 / 2"
TYP.
1/4
7"1 1/
2"TY
P.
LEVELING NUT
GROUT
HEAVY HEX NUT
STANDARD WASHER
PROJECTION5"
COLUMN BASEPLATE
NOTE:FULLY THREADED RODSARE NOT PERMITTED
PER PLAN
T.O.C.EL.=RE: PLAN
TACK WELD(3) PLACES TYP.
ANCHOR BOLTRE: SCHEDULE
B.O. BASEPLATESEE FND. PLANS
3"3"3"3"1'-0"TYP.
1 1/2"
D
CONTRACTOR TO SUBMIT LOCATIONS OF CONSTRUCTION JOINTS TO THE
#6 AT 12" EA WAY FOR MEMBERS WIDER THAN 40"(4) #6 EA WAY FOR MEMBERS 20" TO 40" WIDE(2) #6 EA WAY FOR MEMBERS 8" TO 20" WIDE(1) #6 EA WAY FOR MEMBERS UP TO 7" WIDE
CONTRACTING OFFICER FOR APPROVAL.
FIRST POUR
CONTINUE UNINTERRUPTEDALL REINFORCING SHALL
JOINT SHALL BE WITHINMIDDLE 1/3 OF SPAN
ADDITIONAL TIES TYP.
SEE NOTESECOND POUR
PERKEYS
NOTE:
5A-S507
2 1/2"
3"40
"
1'-0
"
FORMED SURFACE (TYP)
GROUT
1
12
2 1/2"x55"x40"PRECAST CONCRETE
CONTINUOUS RETAINERSW/ 6"x6"-W12"xW12"
WELDED WIRE FABRIC
12
FORMED SOFFIT
DEPTHTO 15'
3000
BAR SIZE
STRUCTUREAND LOCATION INBAR DESCRIPTION
psiTOP
LAP CLASS
CONCRETESTRENGTH
A B
#3
A B
#4
A B
#5
A B
#6
A B
#7
A B
#8
A B
#9
A B
#10
BOTTOM4000 TOP
BOTTOM
3000 TOP
BOTTOM4000 TOP
BOTTOMOTHER CASES
BAR WITHSPACING > 2 x db
CLEAR COVER > dbOR BEAM & COLUMN
BARS WITHSPACING >db
CLEAR COVER > db
1'-10"
1'-5"1'-7"
1'-3"
2'-9"
2'-1"2'-4"
1'-10"
2'-4"
1'-10"2'-1"
1'-7"
3'-6"
2'-9"3'-1"
2'-4"
2'-5"
1'-10"2'-1"
1'-7"
3'-7"
2'-9"3'-1"
2'-5"
3'-2"
2'-5"2'-9"
2'-1"
4'-8"
3'-7"4'-1"
3'-1"
3'-0"
2'-4"2'-7"
2'-0"
4'-6"
3'-6"3'-11"
3'-0"
3'-11"
3'-0"3'-5"
2'-7"
5'-10"
4'-6"5'-1"
3'-11"
3'-7"
2'-9"3'-1"
2'-5"
5'-5"
4'-2"4'-8"
3'-7"
4'-8"
3'-7"4'-1"
3'-1"
7'-0"
5'-5"6'-1"
4'-8"
5'-3"
4'-0"4'-6"
3'-6"
7'-10"
6'-0"6'-9"
5'-3"
6'-9"
5'-3"5'-11"
4'-6"
10'-2"
7'-10"8'-10"
6'-9"
6'-0"
4'-7"5'-2"
4'-0"
8'-11"
6'-11"7'-9"
6'-0"
7'-9"
6'-0"6'-9"
5'-2"
11'-7"
8'-11"10'-1"
7'-9"
6'-9"
5'-2"5'-10"
4'-6"
10'-1"
7'-9"8'-9"
6'-9"
8'-9"
6'-9"7'-7"
5'-10"
13'-1"
10'-1"11'-4"
8'-9"
7'-7"
5'-10"6'-7"
5'-1"
11'-4"
8'-9"9'-10"
7'-7"
9'-10"
7'-7"8'-6"
6'-7"
14'-9"
11'-4"12'-9"
9'-10"
3. FOR TENSION DEVELOPMENT LENGTHS "L ", USE CLASS "B" SPLICE LENGTHS.d4. ALL SPLICES SHALL BE CLASS "B" UNLESS NOTED OTHERWISE ON PLANS.5. TOP BARS ARE HORIZONTAL REINFORCEMENT WITH MORE THAN 12" OF CONCRETE CAST BELOW BAR.
6. BOTTOM BARS ARE ALL VERTICAL BARS, ALL HORIZONTAL WALL REINFORCEMENT, AND HORIZONTAL REINFORCEMENT WITH LESS THAN 12" OF CONCRETE CAST BELOW BAR.
1. USE THIS TABLE FOR BAR SPLICES UNLESS SPECIFICALLY DETAILED AND DIMENSIONED ON PLANS.2. THIS SCHEDULE IS NOT APPLICABLE TO DUCTILE MOMENT FRAME MEMBERS RESISTING SEISMIC FORCES.
7. COVER DESIGNATES CLEAR CONCRETE COVER FROM SPLICED BAR TO FACE OF MEMBER, SPACING DESIGNATES CLEAR DIMENSION BETWEEN SPLICED BARS.
8. SHEARWALLS WITH TWO CURTAINS OF REINFORCING SHALL NOT HAVE EACH CURTAIN OF HORIZONTAL BARS SPLICED AT THE SAME LOCATION.
5000 TOP
BOTTOM
1'-5"
1'-1"
1'-10"
1'-5"
1'-11"
1'-5"
2'-5"
1'-11"
2'-4"
1'-10"
3'-0"
2'-4"
2'-10"
2'-2"
3'-8"
2'-10"
4'-1"
3'-2"
5'-3"
4'-1"
4'-8"
3'-7"
6'-0"
4'-8"
5'-3"
4'-0"
6'-9"
5'-3"
5'-11"
4'-6"
7'-8"
5'-11"
5000 TOP
BOTTOM
2'-1"
1'-8"
2'-9"
2'-1"
2'-10"
2'-2"
3'-8"
2'-10"
3'-6"
2'-8"
4'-6"
3'-6"
4'-2"
3'-3"
5'-5"
4'-2"
6'-1"
4'-8"
7'-11"
6'-1"
6'-11"
5'-4"
9'-0"
6'-11"
7'-10"
6'-0"
10'-2"
7'-10"
8'-10"
6'-9"
11'-5"
8'-10"
NOTES:
DOUBLE CURTAIN
SINGLE CURTAIN
2" C
LR.
2" C
LR.
B.O.C. = -13'-10"
2" CLR.
TYP.
PRECAST RETAINERPER DETAIL 20/A-S501
PEIR CAP RE: PLANBOTTOM OF CAP SHALLBE FORMED w/ PLYWOOD
12" VOID FORMAS REQUIRED
#4 AT 10"O.C.
#7 AT 10" O.C.#7 AT 10" O.C. (H)
(4) #9 BARS
1 1/
2" C
LR. 2"
CLR
.
11
3
STRUCTURAL FILL PERSOILS REPORT SEE 6/A-S502 FOR BACKFILL DETAIL
-8' - 10"
CRAWLSPACE
WATER STOP
L
1
2
1' - 0"
6"
B.O.C. = -13'-10"
2" C
LR.
2" C
LR.
EPIER CAPPER PLAN
REINFORCINGRE: PLAN
FOR INFO.NOT SHOWNSEE 14/A-S501
-8' - 10"
CRAWLSPACE
RETAINER PER 12/A-S501
4
12
1' - 0"
6"
PIER RE: PLAN
(6) #9 DOWELS
(6) #9 DOWELS OR CONTRACTORSOPTION TO EXTEND REINF.THROUGH PIER CAP
CRAWL SPACE PILASTERPER PLAN
REINFORCINGRE: PLAN
FOR INFO NOT SHOWNSEE 14/A-S501
6
1
RETAINER PER 12/A-S502
CLA
SS B
TEN
SIO
N S
PLIC
E
DOWELS TO MATCHWALL REINFORCINGSIZE AND SPACING
2" C
LR.
ROUGH SURFACETO 1/4" AMPLITUDE
CONCRETE WALLRE: PLAN
.
CLR
.2"
RE: PLAN
.
PROVIDE ADDITIONAL#5 AT 6" O.C.
GROUND FLOOR0"
(4) #9 BARS CONT.TOP AND BOTT
1' - 0"
#7 AT 10" O.C. (V)
#7 AT 10" O.C. (H)EA. FACE
#4 AT 10" O.C.
#4 AT 10" O.C.TOP AND BOTT. LAPSPLICE PER 2/A-S502
SLAB PER PLANGRID
-8' - 10"
RETAINER PER20/A-S501
DOWELS TO MATCHWALL REINF. SIZEAND SPACING.
4' - 0"
2'-0"
ST
A
TE
O F CA L I FOR
NIA
YE
L
R NO. S4594
EXP. 12/31/2010
S ARTTCUR U
L
R
R
RETSIGE
TAP
PDE FIKCI LNI
SSEFO ANOI
RNE
EE
NIG
DOCUMENT WAS AUTHORIZEDTHE SEAL APPEARING ON THIS
BY PATRICK I. FINLEY,S4594 ON 9 JULY 2009
Sheetreferencenumber
Sheet
BU
ILD
ING
Q
UA
LIT
Y S
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TIO
NS
U.S
. AR
MY
EN
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EE
R D
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CO
RP
S O
F E
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SFO
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, TE
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Des
igne
d by
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Dw
n by
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Rev
iew
ed b
y:
Sub
mitt
ed b
y:
EN
GIN
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R
Dat
e:
Sol
No.
Con
tr N
o.
Rev
.
Plo
t sca
le:
Plo
t dat
e:
File
nam
e:
Con
tr N
o.
DE
SIG
N F
ILE
:
Fort Worth District
US Army Corpsof Engineers
1:1
DA
VID
LU
KE
, PE
of
LAC
KLA
ND
AFB
, TE
XA
S
AIR
ME
N T
RA
ININ
G C
OM
PLE
X -
NO
RTH
CA
MP
US
AIR
ME
N T
RA
ININ
G C
OM
PLE
X 1
(ATC
1)
442
W91
26G
-09
-12-
0105
W91
26G
-09-
C-0
054 Plo
t Dat
e H
ere
9 J
ULY
200
9
1 2 3 4 5
E
D
C
B
A
MP
LS08
3737
R1
DR
AW
ING
NU
MB
ER
: LA
09 -
0001
W91
26G
-09-
C-0
054
LA
IB
LOW
E
FIN
L EY
A-S501166
TYPI
CAL
CO
NC
RET
E D
ETAI
LS
SCALE: N.T.S. A-S5011TYPICAL REINFORCING BAR BENDS
SCALE: N.T.S. A-S5015BENCH MARK DETAIL
SCALE: N.T.S. A-S50111TYPICAL PIER DETAIL
A-S5017TOP BARS UNINTERRUPTED
A-S5019TYPICAL GRADE BEAM VOID
SCALE: N.T.S. A-S50110
TYPICAL REINFORCING AT INTERSECTIONS OFFOOTING AND BEAMS
A-S50112INTERSECTION OF WALLS
A-S50113
TYPICAL REINFORCING LAYOUT AT MISC.OPNG. IN CONC. WALL
A-S50116BASE PLATE
TYPICAL PIPE THRU GRADE BEAM
TYPICAL ANCHOR BOLT AND
TYPICAL REINFORCING AT
A-S50114WALL AT PIER CAP
A-S50115PIER CAP
A-S50117PIER TO PIER CAP CONNECTION
A-S50118CONCRETE WALL AT PIER CAP
0'1' 2'
SCALE: 1/2" = 1'-0"
2'0'1' 2'
SCALE: 1/2" = 1'-0"
2'
0'1' 2'
SCALE: 1/2" = 1'-0"
2' 0'1'
SCALE: 3/4" = 1'-0"
6" 1'
A-S501198'-10" WALL NO BOTT SUPPORT
A-S5018TYPICAL CONC. BEAM CONSTRUCTION JOINT
A-S50120PRE CAST RETAINER > 6' TO < 15 FT DEPTH
SCALE: N.T.S. A-S5012SPLICE TABLE - GENERAL
0'1' 2'
SCALE: 1/2" = 1'-0"
2'0' 1' 2'
SCALE: 1" = 1'-0"
1' 0'1' 2'
SCALE: 1/2" = 1'-0"
2'
0'1' 2'
SCALE: 1/2" = 1'-0"
2'0' 1' 2'
SCALE: 1" = 1'-0"
1'
0'1'
SCALE: 1 1/2" = 1'-0"
6" 1'0' 1' 2'
SCALE: 1" = 1'-0"
1'0' 1' 2'
SCALE: 1" = 1'-0"
1'
No.
Des
crip
tion
D.O
.No.
Act
ion
Dat
e
BASEMENT WALL BACKFILL DETAILNOT TO SCALE
SONOTUBE FORMING AND CLAY CAP DETAILSNOT TO SCALE
10' MIN
5' MIN
12"
5' M
IN
1'-0"
MIN.
3'-0" MIN.
4'-0
" MIN
.
3'-0"
GRADE BEAM
DRAINAGE MATERIAL
NON-EXPANSIVE FILL
FILTER CLOTH
2' SELECT CLAY CAPFINISHED GRADE
21
11
PERFORATEDDRAIN PIPE12" MIN VOID
CRAWL SPACE(IF REQUIRED)
VOID RETAINER
SELECT CLAY CAP
CRAWL SPACE (IF REQUIRED)
PIER CAP GRADE BEAM
21
SONOTUBE
DRILLED PIER
MIN 5%
NOTES:
1. NONEXPANSIVE FILL SHALL BE PLACED IN CONTROLLED LIFTS NOT EXCEEDING 8INCHES IN LOOSE THICKNESS AND COMPACTED TO AT LEAST 95 PERCENT OFLABORATORY MAXIMUM DENSITY AS DETERMINED IN ACCORDANCE WITH ASTM D 1557.
2. SELECT FILL AND SELECT CLAY FILL SHALL BE PLACED IN CONTROLLED LIFTS NOTEXCEEDING 8 INCHES IN LOOSE THICKNESS AND COMPACTED TO AT LEAST 90PERCENT OF LABORATORY MAXIMUM DENSITY AS DETERMINED IN ACCORDANCEWITH ASTM D 1557.
3. REFER TO THE GOVERNMENT GEOTECHNICAL REPORT FOR NONEXPANSIVE FILL.SELECT FILL, AND SELECT CLAY FILL MATERIAL DEFINITIONS AND REQUIREMENTS,AND FOR COMPLETE FILL AND SUBGRADE PREPARATION MINIMUM REQUIREMENTS.
4. PROVIDE CLAY CAP AT ELEVATOR RAM SIMILAR TO WHAT IS REQUIRED AT DRILLED PIER.
LIMITS OF EXCAVATION
SATISFACTORY FILL
ELEVATIONASREQUIRED
SELECT CLAYBACKFILL
T/4
TT
T/4
(SAWED OR FORMED)
DETAIL "A"
1/8" RADIUSTOOLED JT.
9/16" - 3/4" SEALED1/8" - 1/4" UNSEALED
(IF REQUIRED)SEALANT
(WHEN FORMED)
DETAIL "B"
SEALANT, SEE DETAIL "B"TOOLED JOINT WITH
1" DIA x 1'-2" SMOOTH ROUNDDWL AT 12" COAT w/ GREASETO PREVENT BOND
(T=
SLAB
TH
ICKN
ESS)
1/8" RADIUSTOOLED JT.
9/16" - 3/4" SEALED1/8" - 1/4" UNSEALED
(IF REQUIRED)SEALANT
(WHEN FORMED)
(T=
SLAB
TH
ICKN
ESS)
CENTERREINFORCEMENT
IN SLAB
CENTERREINFORCEMENT
IN SLAB
1 1/2"x 3 1/2" CONT
TOOLED JOINTWITH SEALANT,SEE DETAIL "A"
(CONTROL JOINT)
1 3/4"
3"1'
-4"
1'-0
"
FORMED SURFACE (TYP)
GROUT
1
12
1 3/4"x29"x40"PRECAST CONCRETE
CONTINUOUS RETAINERSW/ 6"x6"-W2"xW2"
WELDED WIRE FABRIC
12
DEPTHTO 6'
FORMED SOFFIT
2" C
LR
3" C
LR1'-0"
3" M
IN1'
-6"
3" C
LR
1'-6
"
MAT FOUNDATIONRE: PLAN
12
1-#6 REBARCONTINUOUS ATTAPERED SECTION
PRECAST CANTILEVEREDPANEL PER PRECASTER
GROUT TUBES PER PRECASTER,ALTERNATIVE CONNECTION MAYBE PROPOSED BY PRECASTER
SHIM AND GROUTAS REQUIRED
DOWELS TO MATCH PRECAST WALLREINFORCEMENT SIZE AND SPACING.
COORDINATE W/ PRECASTER
30-MIL POLYETHYLENEGEOMEMBRANE
6' OF COMPACTEDFILL PER SOILSREPORT
T.O.C.EL. = RE: PLAN
CONC. PAD, SEE PLUMBINGMECHANICAL AND ELECTRICALDRAWINGS FOR SIZE ANDLOCATION
#4 AT 18" O.C.
ROUGHEN SURFACE OF SLABBEFORE POURING PAD
CO
OR
DIN
A TE
W/ A
RC
H D
RW
GS
4" A
T H
OU
SEKE
EPIN
G P
AD
CLR
.2"
6" MIN.
#4 AT 18" O.C.BENT DOWELS
#4x24" DOWELS AT12" O.C.
18" STRUCT. SLABRE: PLAN
CLR
.2"
6"8"
CLR.2"
6"
12" VOID FORM
CLR
.2"
STD. HOOK EA.END OF REINF.
9"
(4) #3 TIES AT 2" O.C.DISTRIBUTED OVER9"
(3) 12" WIDECORBEL RE: PLANFOR LOCATION
(3) #6 BARS. EA. BARIS ONE CONT. PIECE
20"
#6 NOSING BAR
CLR
.2"
FND. WALLRE: PLAN
GROUND FLOOR0"
CLR
.2"
PRECAST CONC.RETAINER PER9/A-S501
CLR
.2"
STD. HOOKEA. END
C
.
SLOPE PERARCH. DWG.
12" VOID FORM
CLR
.2"
8"
CLR
.2"
1' -
6"
#4 AT 12" O.C. EA.WAY TOP AND BOT.
(2) #4 CONT.
RETAINERPER 9/A-S501
1"
1' - 8"
11"
CLR
.1
1/2"
1' -
6"
3"
FOR INFO NOTSHOWN SEE 10/A-S502
RETAINER PER 9/A-S501
(2) #4 CONT.
N-3 C-11 AT SIM.
B.O.W. = -5'-0"
T.O.W. = 0'-0"
TO GRID M
TO GRID D
AT SIM.
TO GRID 4TO GRID 10AT SIM.
B.O.W. = -8'-10"
3/4"
DROP PANEL RE: PLAN
COL. RE: PLAN
COL. RE: PLAN
CLR
.1
1/2"
CLR
.1
1/2"
PER 2/A-S501
LAP SPLICE CLR
.1
1/2"
LAP
SPLI
CE
PER
GSN
CLA
SS B
TEN
SIO
N
LAP
SPLI
CE
PER
GSN
CLA
SS B
TEN
SIO
N
ROUGHEN SURFACETO 1/4" AMPLITUDE
CONCRETE SHEARWALLS RE: PLAN
BM. RE: PLANREINF. NOTSHOWN FORCLARITY
PROVIDE ADDITIONAL#5 BARS AT 6" O.C.
GROUND FLOOR0"GROUND FLOOR
0"
C
5' -
0"1'
- 0"
1' -
0"
PRECAST PANEL WHEREOCCURS. COORD. w/ ARCH. DWGFOR LOCATIONS AND 5/A-S505.COORD. w/ PRECASTMANUFACTURER FOR LOCATIONOF PRECAST ANCHORAGE.
1 1/
2" C
LR.
2" CLR.TYP.
12 CRAWL SPACE
FOR FND. BACKFILLSEE DETAIL
GRID
RECESS SLAB 1" MAX. ATPANELS COORD w/ ARCH. DWGS.EXTEND RECESS AS REQUIREDFOR EMBED PLATE FILL RECESSw/ NON-SHRINK GROUT
FOR CURB REINF.RE: 15/A-S505
FOR INFO NOT SHOWNRE: 4/A-S505
ST
A
TE
O F CA L I FOR
NIA
YE
L
R NO. S4594
EXP. 12/31/2010
S ARTTCUR U
L
R
R
RETSIGE
TAP
PDE FIKCI LNI
SSEFO ANOI
RNE
EE
NIG
DOCUMENT WAS AUTHORIZEDTHE SEAL APPEARING ON THIS
BY PATRICK I. FINLEY,S4594 ON 9 JULY 2009
Sheetreferencenumber
Sheet
BU
ILD
ING
Q
UA
LIT
Y S
OLU
TIO
NS
U.S
. AR
MY
EN
GIN
EE
R D
ISTR
ICT,
CO
RP
S O
F E
NG
INE
ER
SFO
RT
WO
RTH
, TE
XA
S
Des
igne
d by
:
Dw
n by
:
Rev
iew
ed b
y:
Sub
mitt
ed b
y:
EN
GIN
EE
R
Dat
e:
Sol
No.
Con
tr N
o.
Rev
.
Plo
t sca
le:
Plo
t dat
e:
File
nam
e:
Con
tr N
o.
DE
SIG
N F
ILE
:
Fort Worth District
US Army Corpsof Engineers
1:1
DA
VID
LU
KE
, PE
of
LAC
KLA
ND
AFB
, TE
XA
S
AIR
ME
N T
RA
ININ
G C
OM
PLE
X -
NO
RTH
CA
MP
US
AIR
ME
N T
RA
ININ
G C
OM
PLE
X 1
(ATC
1)
442
W91
26G
-09
-12-
0105
W91
26G
-09-
C-0
054 Plo
t Dat
e H
ere
9 J
ULY
200
9
1 2 3 4 5
E
D
C
B
A
MP
LS08
3737
R1
DR
AW
ING
NU
MB
ER
: LA
09 -
0001
W91
26G
-09-
C-0
054
LA
IB
LOW
E
FIN
L EY
A-S502167
CO
NC
RET
E D
ETAI
LS
A-S5026TYPICAL BACKFILL DETAIL
A-S5028TYPICAL SLAB ON GRADE JOINTS
A-S50212PRECAST RETAINER TO 6' DEPTH
A-S50213TAPPERED EDGE AT MAT FND
A-S50211TYPICAL HOUSEKEEPING PAD
A-S5024CORBEL
A-S5025ENTRY SLAB
A-S50210STOOP
A-S50214STOOP BEAM
A-S50216SECTION
A-S50215DROP PANEL AT 3/4" SLAB DEPRESSION
0'1' 2'
SCALE: 1/2" = 1'-0"
2'
A-S50217SECTION
0'1'
SCALE: 3/4" = 1'-0"
6" 1' 0' 1' 2'
SCALE: 1" = 1'-0"
1'
0'1' 2'
SCALE: 1/2" = 1'-0"
2' 0' 1' 2'
SCALE: 1" = 1'-0"
1'
0' 1' 2'
SCALE: 1" = 1'-0"
1'0' 1' 2'
SCALE: 1" = 1'-0"
1'0'1' 2'
SCALE: 1/2" = 1'-0"
2'0'1'
SCALE: 3/4" = 1'-0"
6" 1'
0' 1' 2'
SCALE: 1" = 1'-0"
1'
0'1' 2'
SCALE: 1/2" = 1'-0"
2' 0' 1' 2'
SCALE: 1" = 1'-0"
1'
A-S50218CONCRETE WALL AT BEAM
0' 1' 2'
SCALE: 1" = 1'-0"
1'
A-S5029SECTION
0'1' 2'
SCALE: 1/2" = 1'-0"
2'
No.
Des
crip
tion
D.O
.No.
Act
ion
Dat
e
WALLREINF.NOTSHOWN
DOWEL CAST
FOR LAP OPTIONIN COLUMN
WALL HORIZ BARSRUN CONTINUOUS
COLUMN PER SCHEDULE
THROUGH COLUMNOR LAP AS SHOWN
WAL
LSL
AB
2'-0"
VOID
2" C
LRDOWELS PERSCHEDULE
INDICATES VERTS. ABOVE
INDICATES VERTS. BELOW(OFFSET BENT w/ AMAX. SLOPE OF 1:6)
NOTE:TIES NOT SHOWNFOR CLARITY.
COLUMNCONCRETE
REF. PLAN
REF. PLANFLOOR SLAB
1
6 (M
IN.)
LESSTHAN
3"
LAP
AT T
.O. C
OL
BEAM WHEREOCCURS
DOWELS TO MATCHVERTICAL (ELIMINATEDOWELS IF VERTICALREINF. IS HOOKED 90°)
BEAM
OC
CU
RS
FOR COLUMNSIZE & REINF.SEE COLUMNSCHEDULE
1 1/2" CLEARTO TIES
2 TIES AT BEND
SLAB
PIER DOWELSPER 11/A-S501
VOID FORMPIER PER PLAN
CLA
SS B
WH
ERE
(WH
ERE
BEAM
OR
DR
OP
OC
CUR
S)
H (C
LEAR
CO
LUM
N H
EIG
HT)
2/A-
S501
LAP
SPLI
CE
PER
(WH
ERE
BEAM
OR
DR
OPS
OC
CU
R)
H (C
LEAR
CO
LUM
N H
EIG
HT)
2/A-
S501
LAP
SPLI
CE
PER
9 1
/2"
PRO
VID
EC
OLU
MN
SPL
ICE
IN M
IDD
LE 1
/3 O
FC
OLU
MN
HEI
GH
T
1 1/2"
CLR. TYP.1 1/2"
CLR. TYP.
1 1/2"
CLR. TYP.
CLR. TYP.
1 1/2"
1 1/2"
CLR. TYP.
CLR. TYP.
1 1/2"
1 1/2"
CLR. TYP.
8"
PER ELEVATION
REINFORCEMENTPER SCHEDULE
8"
PER ELEVATION
REINFORCEMENTPER SCHEDULE
PILASTER RE:SCHEDULE 16/A-S603
#3 HAIR PINS TO MATCHTIE REINF. RE: SPACINGSCHEDULE
CLR
.2"
GRID
GRID
1' - 0"
1' -
0"
1' -
8"1'
- 0"
2' - 0"
1' - 8" 1' - 0"
2' -
0"
GRID
GRIDEXTEND WALL REINF. INTOPILASTER, USE STD. HOOK
3-#4 BARS
#3 TIES @ 4" O.C.
#3 TIES @ 4" O.C.
3-#4 BARS
PLACE PILASTERREINF. IN THIS AREARE: SCHEDULE
#3 HAIR PINS MATCHTIES SPACINGRE: SCHEDULE 16/A-S603
1' -
0"1'
- 0"
CLR
. TYP
.2"
#3 HAIRPIN TO MATCHTIE REINFORCING SPACINGRE: SCHEDULEALTERNATE HOOK
GRID
GRID
TIES RE: SCHEDULE
1' - 0"
COLUMN REINF.RE: SCHEDULE
#4 CORNERBARS
#3 TIES TOMATCH COLUMNTIE SPACING
PILASTER REINFORCINGRE: SCHEDULE 16/A-S603
COL. REINF. C9" TO
L
1' -
0"1'
- 0"
CLR
. TYP
.2"
#3 HAIRPIN TO MATCHTIE REINFORCING SPACINGRE: SCHEDULEALTERNATE HOOK
GRID
GRID
TIES RE: SCHEDULE
1' - 0"
COLUMN REINF.RE: SCHEDULE
#4 CORNERBARS
#3 TIES TOMATCH COLUMNTIE SPACING
PILASTER REINFORCINGRE: SCHEDULE 16/A-S603
COL. REINF. C9" TO
L
#4 CORNER BARS
#3 TIESMATCH TIESPACINGRE: SCHEDULE
#3 HAIR PINSMATCH TIE SPACINGRE: SCHEDULEALTERNATE HOOK
# 4 CORNER BARS
# 3 TIES @ 12" O.C.
CONTINUE WALL REINF.INTO PILASTER. REINF.NOT SHOWN FORCLARITY TIES RE: SCHEDULE
CLR
.2"
GRID
GRIDRE: PLAN
1' - 0"
COL. REINF. CL9" TO
1' -
0"
REI
NF.
CL
9" T
O C
OL.
PILASTER REINFORCINGRE: SCHEDULE 16/A-S603
PER ELEVATION
8"
TYP.
1 1/
2" C
LR.
REINFORCEMENTPER SCHEDULE
HAIRPINSALTERNATE
CLR. TYP.
1 1/2"
ST
A
TE
O F CA L I FOR
NIA
YE
L
R NO. S4594
EXP. 12/31/2010
S ARTTCUR U
L
R
R
RETSIGE
TAP
PDE FIKCI LNI
SSEFO ANOI
RNE
EE
NIG
DOCUMENT WAS AUTHORIZEDTHE SEAL APPEARING ON THIS
BY PATRICK I. FINLEY,S4594 ON 9 JULY 2009
Sheetreferencenumber
Sheet
BU
ILD
ING
Q
UA
LIT
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U.S
. AR
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SFO
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Des
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Dw
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Rev
iew
ed b
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Sub
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y:
EN
GIN
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R
Dat
e:
Sol
No.
Con
tr N
o.
Rev
.
Plo
t sca
le:
Plo
t dat
e:
File
nam
e:
Con
tr N
o.
DE
SIG
N F
ILE
:
Fort Worth District
US Army Corpsof Engineers
1:1
DA
VID
LU
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, PE
of
LAC
KLA
ND
AFB
, TE
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AIR
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NO
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MP
US
AIR
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(ATC
1)
442
W91
26G
-09
-12-
0105
W91
26G
-09-
C-0
054 Plo
t Dat
e H
ere
9 J
ULY
200
9
1 2 3 4 5
E
D
C
B
A
MP
LS08
3737
R1
DR
AW
ING
NU
MB
ER
: LA
09 -
0001
W91
26G
-09-
C-0
054
LA
IB
LOW
E
FIN
L EY
A-S503168
TYPI
CAL
CO
LUM
N D
ETAI
LS
A-S5036TYPICAL COLUMN
A-S5037PILASTER AT WALL
0' 1' 2'
SCALE: 1" = 1'-0"
1'0' 1' 2'
SCALE: 1" = 1'-0"
1'
0'1'
SCALE: 1 1/2" = 1'-0"
6" 1' 0'1'
SCALE: 1 1/2" = 1'-0"
6" 1'A-S50311TOP OF COLUMN
A-S50312TYP. COLUMN VERT. OFFSET AT LAP SPLICE
A-S5033COLUMN TYPE P - 20 x 20
0'1'
SCALE: 1 1/2" = 1'-0"
6" 1'
A-S5038COLUMN TYPE Q - 24 x 24
0'1'
SCALE: 1 1/2" = 1'-0"
6" 1'
P1 P2 P3
Q1 Q2
P4 P5
SCALE: N.T.S. A-S5039COLUMN STEP
A-S50315WALL PILASTER
A-S50313WALL PILASTER
A-S50316PILASTER TYPE W
W1 W2 W3 W4 W5
A-S50314WALL PILASTER
0'1'
SCALE: 1 1/2" = 1'-0"
6" 1' 0'1'
SCALE: 1 1/2" = 1'-0"
6" 1' 0'1'
SCALE: 1 1/2" = 1'-0"
6" 1'
Q3
0'1'
SCALE: 3/4" = 1'-0"
6" 1'
No.
Des
crip
tion
D.O
.No.
Act
ion
Dat
e
0.33 L1
0.22 L1
2. SEE 9/- FOR REINFORCEMENT PLACING ORDER.3. INDICATES USE LARGER VALUE OF ADJACENT SPANS (L1 OR L2).
1. TYPICAL BAR LENGTHS SHOWN UNLESS NOTED OTHERWISE ON PLANS.
MIDDLE STRIP
COLUMN STRIP
0.22 L1
0.2 L1
A B
L EXTERIOR SUPPORT
CONT.SPLICE OR MAKEPROVIDE CLASS "A"
L2
L2'
0.15 L1'
-
C
0.15 L2' 0.22 L
-
D
0.2 L
E
0.22 L
0.33 L
F
DD
50% OF BARS
12" MIN
DROPWHEREOCCURS
50% OFBAR AREA
L1'
4. TRANSVERSE BARS NOT SHOWN.5. SEE 1/A-S501 AND 2/A-S501 FOR BAR DETAILS.
TYP BARSPROVIDE MIN. 2CONTINUOUS TOPBARS AT COLUMN STRIP& MIDDLE STRIP w/
PER SCHED
CLASS A SPLICE
@ MIDDLE STRIP
C L INTERIOR SUPPORTC L INTERIOR SUPPORTC
TWO BARSOVERCOL.HOOKEDMIN.
NOTES:
1 1/
2" C
LR.B
A
F F
E
0" T
YP.
1 1/
2" C
LR
24 DIA.
L1
C
PROVIDE # 3 @ 18" O.C.TEMP BARS WHERE TOPREINF. IS NOT CONTINUOUS
BARS PERPENDICULAR TO EDGE BARS PARALLEL TO EDGE
NOTES:
1. T - DENOTES SLABTHICKNESS.
2. W - DENOTES WIDTHOF COLUMN.
3. SEE 1/- FORDETAILS NOT SHOWN.
4. STUDRAIL REINF. NOTSHOWN.
5. AT COLUMN,
IN A WIDTH = W + 3T. (E.G.FROM A GROUP OF 12 BARS,12x.6=7.2, USE 8 BARS)
W 1.5T
80% 20%
50% COL. STRIP WIDTH
COLUMN ZONE
NO. OF TOP BARSPER SCHEDULE(THUS "CS" BARS)
TRANSVERSEBARS NOT SHOWN
TRANSVERSEBARS NOT SHOWN
GRID GRID
GRID
GRID
CONCENTRATE 60% OF REINF.
W1.
5T1.
5T
CO
LUM
N S
TRIP
PER
PLA
N
20% OF
COL S
TRIP
STEE
LAD
D BAR
S TO M
AINTA
IN18
" SPA
CING
20% OF
COL S
TRIP
STEE
LAD
D BAR
S TO M
AINTA
IN18
" SPA
CING
CO
NC
ENTR
ATE
60%
OF
CO
LST
RIP
STE
EL IN
TH
IS W
IDTH
CO
LUM
N Z
ON
E
SECOND POUR
NOTE:
TO BE LOCATED IN MIDDLE1/3 OF SPAN, AS CLOSE TOMID-SPAN AS POSSIBLE.LOCATION SUBJECT TOAPPROVAL OF THE CONTRACTING
#5 x 3'-0" AT 36",CENTER AT JOINT.
FIRST POUR
CONTINUE SLAB REINF.THRU JOINT.
SLAB REINFORCINGWHERE APPLICABLE.
OFFICER.
1/8"3/4"
T/3
TT/3
T/3
1/8"
COLUMN ORWALL
SLAB EDGESEE PLANS
2'-0" OPTIONAL LAP
(10) #4 AT 12"
2'-0" TAILS BOT
(5) #5 AT 6" T AND B
TOP
12'-0"
NOTE: LOCATECOLUMN/WALL REINF.IN OUTER LAYER
(DO NOT EXTENDBARS INTO POURSTRIPS)
NOTE:PROVIDE AT ALL SLABCORNER U.N.O TYP.
24"
MIN.
BAY WILL REQUIRE SHORING TOKEEP ALINGMENT UNTIL CLOSUREPOUR REACHES DESIGN STRENGTH.
CLOSURE CONC.
ADJACENT CONCRETEUNTIL YOUNGEST
IS MIN. 60 DAYS OLD.
* EDGES OF JOINT AND ADJACENT
MINIMUM
CUT AND LAPSPLICE SCHEDULEREINFORCING.
LAP 2'-10".
DO NOT CAST
SLAB REINFORCING WHEREAPPLICABLE. IF NO REIN-FORCING OCCURS THROUGHJOINT, PROVIDE MIN. OF #5AT 12" O.C. EACH SIDE OF JT.
17 / -KEYS PER
#5 CONT.
SLAB REINF.NOT SHOWN
NOTE:
SEE
PLAN
3'-0"3'-0"
MAINTAIN FLOOR SHORINGTROUGHOUT CONSTRUCTION
CONTRACTORS OPTION* FORM SAVERS MAY BE USED AT
SHORESHORE
MAINTAIN FLOOR SHORINGTROUGHOUT CONSTRUCTION
NOTES:
0.33L 0.33L
L = MAX. CENTER TOCENTER SPAN FROM EITHERSIDE OF SUPPORT
WALL PER PLANREINF. NOTSHOWN FORCLARITY
*
**
*
12'-0"
12'-0
"
"A"
"A"
"A"
LINE FOR MEASURING"A" DISTANCES
COLUMN
SUM OF "A" DISTANCES DUE TOOPENINGS IN COLUMN STRIPS
ANY ONE COLUMN, BUT ANY "A"DISTANCE SHALL NOT EXCEED 4"
SHALL NOT EXCEED 6" AT
OPENING
*
NOTE:
6" OR LENGTHOF STUDRAILWHICHEVER ISLARGER
11. SEE DETAIL 6/- FOR COLUMN AND MID-STRIP
10. SEE DETAIL 17/- FOR CONSTRUCTION JOINTS IN SLABS.
ANY SPLICES IN TOP BARS AT MID SPAN AND IN BOTTOM9. WHERE CONTINUOUS BARS ARE CALLED OUT, LOCATE
CONTINUOUS BARS AT EDGE OF SLABS WHERE NO OTHER8. PROVIDE MINIMUM OF (2) #5 TOP AND BOTTOM
TO THE SHORTEST SCHEDULED BAR IF NECESSARYON CENTER. PROVIDE EXTRA #5 BARS EQUAL IN LENGTH
7. TOP BAR SPACING ALONG COLUMN LINES AND BOTTOM
TURN RIGHT ANGLE HOOK VERTICALLY IF POSSIBLE.6. WHERE BARS HOOK AT EDGE OF SLAB OR OPENING,
A MINIMUM OF 50% OF TOP OR BOTTOM BARS AREAND BOTTOM BARS ARE SHOWN AS SHORT AND LONG
5. SEE DETAILS FOR TYPICAL BAR CUTOFFS. WHERE TOP
4. SPACE TOP (T) BARS ACROSS THE WIDTH OF STRIP
3. EXCEPT FOR BARS SPECIFIED TO BE PLACED AT
12T7
8T6EAST-WEST BARS ARE LISTED HORIZONTALLY THUS:
NORTH-SOUTH BARS ARE LISTED VERTICALLY THUS:
LETTERFOLLOWING THETHE NUMBER
(I.E. 10 BOTTOM
(I.E. 18 TOP
INDICATES THETHE LETTERPRECEEDINGTHE NUMBER
2. REINFORCING IN A STRIP OR PART OF A STRIP IS LISTED
AND MID STRIPS (M.S.). THESE STRIPS MAY BE1. FLAT SLABS ARE DIVIDED INTO COLUMN STRIPS (C.S.)
BAR SPACING AT MID SPANS, SHALL NOT EXCEED 18"
CONTINUOUS TO
DIRECTION OF
10B518T7
10B512T5
10B5
18T7
CW
10B5
12T5
12. THE TOP BARS OF THE TOP MAT OF REINF. SHALL RUNNORTH-SOUTH. THE BOTTOM BARS OF THE TOP MAT
OF THE BOTTOM MAT OF REINF. SHALL RUNNORTH-SOUTH. THE TOP BARS OF THE BOTTOM MAT
OPENINGS.
14. SEE DETAIL 14/- FOR SLAB CAMBER REQUIREMENTS.
ON FRAMING PLANS AS FOLLOWS:
NEXT SUPPORT
NUMBER OF BARSIN THE STRIP OR REINFORCING CUT OFF POINTS.
"T" DENOTES TOP BARS "B" DENOTES BOTTOM BARS
WIDTH OR PART OF STRIP THEY REFER TO. SEE 6/-COLUMNS, SPACE BOTTOM (B) BARS EVENLY ACROSS THE
OR PART THEY REFER TO PER 11/-
15. NO OPENINGS ALLOWED IN DROP PANELS.
CONTINUOUS BARS
WHEN SUBDIVIDED, THE REINFORCING IN EACH PARTSUBDIVIDED INTO TWO PARTS AT SOME LOCATIONS.
IS LISTED SEPARATELY.
(NORTH, SOUTH,EAST OR WEST)
PART OF STRIP.SIZE OF BARSINDICATES THE
#7 BARS)
#5 BARS)
BARS IN THE PLACING PATTERN.OTHER FIVE) ALTERNATE THE LONG AND THE SHORT11 X .50 = 5.5, SIX BARS ARE LONGER THAN THELONG RESPECTIVELY, (E.G. FROM A GROUP OF 11T6,
IF SLAB IS TOO THIN, TURN HOOK SIDEWAYS.
TO MAINTAIN THIS MAXIMUM SPACING.
REINFORCING IS CALLED OUT.
BARS AT SUPPORTS. UNLESS NOTED OTHERWISE.
SHALL RUN EAST-WEST. THE BOTTOM BARS
SHALL RUN EAST-WEST.
13. SEE DETAIL 18/- FOR LIMITATIONS ON FLAT SLAB
CS OR MS OR ES
16. COLUMN STRIP CENTERED ON GRID LINE U.N.O.
17. SEE 16/- FOR SPECIAL SLAB CORNER REINF. OVER
18. HOOK TOP BARS @ ALL SLAB EDGES, SEE NOTE 6 ABOVE.
THE BASEMENT WALLS.
6 #5x10' REBAR @ 6" O.C.AS SHOWN PER PLANCENTERED IN SLAB
2"
AT TWO WAY SLAB REINF. LAYOUT
MS
CS
(2) CONTINUOUS TOPBARS @ COLUMN &MIDDLE STRIPS TYP.
ALL BARS EXTENDEDINTO CANTILEVEREDSLAB
'MS' TOPREINF. PERSCHED.
'CS' TOP REINF.PER SCHED.
BOTT REINF.PER SCHED.
CS MS CS MS CS
MS
CS
CS
L1 L2
1. FORM WORK DEFLECTIONS ARETO BE ADDED TO CAMBERSSHOWN.
2. NO CAMBER FOR L1, L2, L3, L4LESS THAN 20-0".
3. NO CAMBER FOR OUTSIDEPLAZA SLAB W/ DRAINS.
LA = SMALLER OF L2 OR L4
(INCHES)LC = SHORTEST DIAGONAL
OF PANEL (INCHES)
(INCHES)LB = SMALLER OF L1 OR L3
NOTES:
NOT APPLICABLE TOPOST-TENSIONEDSLAB.
NOTE:
L1
L3
L4 L2
CAMBER =
CAMBER =
CAMBER =LA700
LCX1.4700
LB700
LC
DOWELS TO MATCH WALLREINF. SIZE AND SPACING
REINF. NOTES
SCALE: N.T.S. A-S5046TYPICAL TWO WAY CONCRETE SLAB DETAIL
A-S50411TYPICAL TOP BAR LAYOUT AT COLUMN STRIP
0' 1' 2'
SCALE: 1" = 1'-0"
1'
SCALE: N.T.S. A-S50417TYPICAL CONSTRUCTION JOINT IN SLAB
SCALE: N.T.S. A-S50416
TYPICAL ADDED CORNER REINFORCINGFOR SLABS
SCALE: N.T.S. A-S50419TYPICAL SHRINKAGE CONTROL JOINT IN FLAT SLAB
SCALE: N.T.S. A-S50420TYPICAL SLAB TOP AT WALL
SCALE: N.T.S. A-S50418
TYPICAL TWO WAY SLAB PLAN LIMITATIONS ONFLAT SLAB OPENINGS AT COLUMNS
ST
A
TE
O F CA L I FOR
NIA
YE
L
R NO. S4594
EXP. 12/31/2010
S ARTTCUR U
L
R
R
RETSIGE
TAP
PDE FIKCI LNI
SSEFO ANOI
RNE
EE
NIG
DOCUMENT WAS AUTHORIZEDTHE SEAL APPEARING ON THIS
BY PATRICK I. FINLEY,S4594 ON 9 JULY 2009
Sheetreferencenumber
Sheet
BU
ILD
ING
Q
UA
LIT
Y S
OLU
TIO
NS
U.S
. AR
MY
EN
GIN
EE
R D
ISTR
ICT,
CO
RP
S O
F E
NG
INE
ER
SFO
RT
WO
RTH
, TE
XA
S
Des
igne
d by
:
Dw
n by
:
Rev
iew
ed b
y:
Sub
mitt
ed b
y:
EN
GIN
EE
R
Dat
e:
Sol
No.
Con
tr N
o.
Rev
.
Plo
t sca
le:
Plo
t dat
e:
File
nam
e:
Con
tr N
o.
DE
SIG
N F
ILE
:
Fort Worth District
US Army Corpsof Engineers
1:1
DA
VID
LU
KE
, PE
of
LAC
KLA
ND
AFB
, TE
XA
S
AIR
ME
N T
RA
ININ
G C
OM
PLE
X -
NO
RTH
CA
MP
US
AIR
ME
N T
RA
ININ
G C
OM
PLE
X 1
(ATC
1)
442
W91
26G
-09
-12-
0105
W91
26G
-09-
C-0
054 Plo
t Dat
e H
ere
9 J
ULY
200
9
1 2 3 4 5
E
D
C
B
A
MP
LS08
3737
R1
DR
AW
ING
NU
MB
ER
: LA
09 -
0001
W91
26G
-09-
C-0
054
LA
IB
RO
CH
ELL
E
FIN
L EY
A-S504169
TYPI
CAL
TW
O W
AY S
LAB
DET
AILS
AT G
RO
UN
D F
LOO
R L
EVEL
SCALE: N.T.S. A-S5049TWO WAY SLAB REINF. NOTES
SCALE: N.T.S. A-S50415EDGE REINFORCING
SCALE: N.T.S. A-S5048TYPICAL TWO WAY CONCRETE SLAB DETAIL
SCALE: N.T.S. A-S50414TYPICAL TWO WAY SLAB CAMBER
No.
Des
crip
tion
D.O
.No.
Act
ion
Dat
e
2
INTERIOR CONDITION
SEE
FOR ADD'LDETAILS
NOTE:
TYPE A
S DS
STUDRAIL
A-1 10" 12 1/2" 3" 7"
MARK SLAB NO. OF STUD STUD OVERALLNO. OF
12 1 5/8"
DIST TOTHICK RAILS STUDS DIA. SPAC 1ST STUD HT OF
(IN) PER PER (IN) (S) (SD) RAILCOL RAIL
TOTAL
EQEQ
3'-0"
3'-0"
1
2
3xd
dd
t
t/3 M
AX.
EQEQ
EQ
X
X
EDGE OF STUDRAILS
MINIMIZE CONDUIT CROSSINGKEEP WITHIN MIDDLE 1/3
MIN. CONDUITSPACING =3XLARGER CONDUITDIAMETER
LOCATE CONDUIT WITHINMIDDLE 1/3 OF SLAB
STUDRAILS
CONC. SLAB
NOTE: DO NOT MOVETENDONS OR REBARTO INSTALL CONDUIT
CONDUIT
(REINF. NOT SHOWN)
(REINF. NOT SHOWN)CONC. COL.
COLUMN
STUDRAILS
HAIRPIN
PENETRATION IN SLABMUST BE OUTSIDE OFDASHED LINE (VERIFYSIZE & LOCATION WITHENGINEER) ROW OFPENETRATIONS SHALLNOT BE PARALLEL TOANY COLUMN FACE. SEE18/A-S504 FOR ADDITIONALRESTRICTIONS.
2
WHERE APPLICABLE
WHERE APPLICABLE
FOR DEFINITION OF DASHEDSEE DETAIL 18/A-S504
PLAN
SECTION
DS S
3/4"
CLR
.3/
4" C
LR.
STUD RAIL
DETAILS NOT SHOWN
1/2" DIA. STUDS
SEE 1/- FOR OTHER
NOTE:DECON STUDRAILS APPROVEDBY ICBO REPORT #ES-5078
CONC. COLUMNOR PIER
LAST TIE 2"BELOW BOTTOMOF DROP
#5 BARSAT 12" EA. WAYAT DROP PANEL
SEE PLAN
DROP WIDTH
SEE PLAN
5 1/
2"9
1/4"
@ 3
A
COLUMNS WHERETHEY OCCUR CONC. SLAB
SEE PLANFOR REINFORCING
(6) #9 REBAR W/ STANDARD HOOK DOWELSWHERE COLUMN DOES NOT OCCURS.WHERE COLUMNS DO OCCUR, USE (6)#9 STRAIGHT DOWELS.
8"
10"
LAP
SPLI
CE
PER
2/A
-S50
1LA
P SP
LIC
EPE
R 2
/A-S
501
STRUCTURAL SLABRE: PLAN
CRAWL SPACE
CONCRETE WALLRE: PLAN
COLD JOINTROUGHEN TO1/4" AMPLITUDE
PROVIDE ADDITIONAL#5 AT 6" O.C.
--
1/2" EXP. JOINTMATERIAL
COMPACTED FILL PERGSN AND SOILS REPORT.
3
#5 BARS RE: PLANw/ 180 HOOK EA. ENDCENTER IN SLAB
GROUND FLOOR
1' - 8"
EMBED P 1/2 w/(4) 1/2" DIA.HEADED STUDS W/ 5" EMBED.
L5x3x3/8 LLVx 0'-4" LONG
4" 2"
4"2"
L
NOTE:
2 CONNECTIONS MIN. PER PANEL. COORDINATE w/PRECAST MANUFACTURER FOR # OF EMBEDS ANDLOCATIONS. CONNECTION IS GOOD FOR 4.6K HORIZ.SERVICE LOAD. SEE 4/A-S505 FOR INFO NOT NOTED.
PRECAST PANEL COORD.w/ ARCH. DWG.
PANEL EMBED PER PRECASTMANUFACTURER
SLAB ON GRADERE: PLAN
4"
MAX
.1"
REC
ESS
1/4 3
FOR CURB REINF.RE: 15/A-S505
1/4 3
1/4 3
CLR
.
COMPACTED FILL PERGSN AND SOILS REPORT.
#3 TIESAT 12" O.C.
GROUND FLOOR
1' - 6"
SLAB ON GRADE
(3) #5 TOP AND BOTTCONTINUOUS
#5 BARS w/ 180 HOOKEA. END CENTER INSLAB. RE: PLAN
3"1'
- 9"
RE:
PLA
N
PRECAST CANTILEVERPANEL PERMANUFACTURER
DOWEL TO MATCH WALLREINFORING SIZE ANDSPACING. ONE STD. HOOK
GROUT TUBE PER PRECASTER,ALTERNATIVE CONNECTION MAYBE PROPOSED BY PRECASTER
CLR
.
COMPACTEDFILL PER GSN ANDSOIL REPORT.
(3) #5 EACH WAYBOTTOM
GROUND FLOOR
3' - 0" SQUARE
1 1/2" NON SHRINK GROUT
BASE P 3/4"x9x0'-9"RE: 16/A-S501
HSS RE: PLAN
SLAB ON GRADE
3"
#5 BARS RE: PLANw/ 180 HOOK EA.END CENTER INSLABL
1/2" EXP. JOINTMATERIAL
3" CLR
.
1' - 6"
COMPACTED FILLPER GSN ANDSOILS REPORT.
3
GROUND FLOOR
#5 BARS RE: PLANw/ 180° HOOK EA. ENDCENTER IN SLAB
PRECAST PANEL WHERE OCCURS.COORD. w/ ARCH. DWGS. FORLOCATIONS. COORDINATE w/PRECAST MANUFACTURER FORLOCATION OF PRECAST ANCHORAGE.
2' -
0"
SEE 7/A-S505
FOR INFO NOT NOTEDSEE 5/A-S505
FOR CURB REINF.RE: 15/A-S505
GROUND FLOOR0"
E
2" C
LR.
2" C
LR.
2' - 0"
SLAB RE: PLAN
1 1/
2" C
LR.
1 1/
2" C
LR.
B.O.C. = -5'-0"
CRAWL SPACE
EXTEND TOP AND BOTTBARS INTO PIER CAP 24"ALL SIDES OF PIER CAPGRID
PIER CAPRE: PLAN
RETAINER PER12/A-S502
GROUND FLOOR0"
1 1/
2" C
LR.
1' -
0"
#4 x 6'-0" AT 12" O.C.OMIT AT CONCURRENTSLAB REINFORCING
1 1/
2" C
LR.
#4 AT 12" O.C. (V)
#4 AT 12" O.C. (V)
TYP.
12 CRAWL SPACE
#4 AT 12" O.C.TOP AND BOTTLAP SPLICEPER 2/A-S501, TYP.
(4) #9 BARS CONT.TOP AND BOTT
#4 AT 10" O.C. (H)PRECAST CONC.RETAINER PER12/A-S502
FOR FND. BACKFILLSEE DETAIL
GRID
1' -
0"5'
- 0"
1/8":12 SLOPE
CLR
.2"
NOTE:FOR SLOPE EXTENTSRE: A-A102
GROUND FLOOR0"
B.O.C. = -5'-0"
CLR
.2"
CLR
.2"
PIER CAPRE: PLANGRID
RETAINER PER12/A-S502
GROUND FLOOR0"
CLR
.1
1/2"
16C
LR.
1 1/
2"
CLR
.1
1/2"
3/4"
10"
10"
1' - 0"
CLR
.1
1/2"
CLR
.1
1/2"CLR
.1
1/2"
CLR
.1
1/2"
SPLIT SLAB TOPPINGPER ARCH. DWGS.
(1) #4 CONT.
SLAB RE: PLAN
GROUND FLOOR0"
PER 2/A-S501
LAP SPLICE
PER 2/A-S501
LAP SPLICE
3"
CLR
.1
1/2"
CLR
.1
1/2"
TYPICAL SLABREINF. RE: PLAN
BM. RE: PLANBM. RE: PLAN
BLOCK OUTRE: PLAN
(4) #6 BARS TOPAND BOT. RE: PLAN
NOTE:FOR INFO NOTSHOWN SEE 18/-
4' -
0"1'
- 10
"
CLR. TYP.1 1/2"
CRAWL SPACECRAWL SPACE
1' -
10"
4' -
0"
BM. RE: PLAN
#5 AT 18" O.C. EA. FACE w/ STD.HOOK EA. END MATCHING TYPICALPIT SLAB REINF. USE (4) #6 EA.FACE w/ STD. HOOK AT TIEDBEAMS RE: PLAN
CLR
.1
1/2"
CLR
.1
1/2"
CLR
.1
1/2"
BM. RE: PLAN
(4) #6 RE: PLAN TIES RE: PLAN
ROUGHEN SURFACETO 1/4" AMPLITUDE
10' - 0" TYP.CORNER BARSRE: PLAN
NOTE:REFERENCE PLANSFOR PRIMARY SLABREINF. AT WALLS
CONCRETE COREWALLS RE: PLAN
(8) #4 AT 8" O.C. TOP ANDBOT. TYPICAL EXTEND 10'-0"PAST WALL
3"1"
3"
#4 CONTINUOUS
#3 DOWELS AT 16" O.C. w/ 180 DEG.HOOK ROTATE HOOK TO MAINTAIN3/4" CLR. EA. SIDE
8"
ST
A
TE
O F CA L I FOR
NIA
YE
L
R NO. S4594
EXP. 12/31/2010
S ARTTCUR U
L
R
R
RETSIGE
TAP
PDE FIKCI LNI
SSEFO ANOI
RNE
EE
NIG
DOCUMENT WAS AUTHORIZEDTHE SEAL APPEARING ON THIS
BY PATRICK I. FINLEY,S4594 ON 9 JULY 2009
Sheetreferencenumber
Sheet
BU
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U.S
. AR
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Dw
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EN
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Sol
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Con
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Rev
.
Plo
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Plo
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e:
File
nam
e:
Con
tr N
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DE
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Fort Worth District
US Army Corpsof Engineers
1:1
DA
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, PE
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LAC
KLA
ND
AFB
, TE
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AIR
ME
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US
AIR
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ININ
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(ATC
1)
442
W91
26G
-09
-12-
0105
W91
26G
-09-
C-0
054 Plo
t Dat
e H
ere
9 J
ULY
200
9
1 2 3 4 5
E
D
C
B
A
MP
LS08
3737
R1
DR
AW
ING
NU
MB
ER
: LA
09 -
0001
W91
26G
-09-
C-0
054
LA
IB
LOW
E
FIN
L EY
A-S505170
TYPI
CAL
TW
O W
AY S
LAB
DET
AILS
SCALE: N.T.S. A-S5051STUDRAIL LAYOUT SCHEDULES
SCALE: N.T.S. A-S50511
TYPICAL CONDUIT AND PENETRATIONSLIMITATIONSIN CONCRETE SLAB
SCALE: N.T.S. A-S5052SECTION AT STUDRAIL
SCALE: N.T.S. A-S5053SLAB DROP PANEL AT GROUND FLOOR
A-S5055ELEC YARD SLAB AT BLDG
A-S5058ELEC. YARD FOOTING
A-S5057PAD FOOTING
A-S50517RECT FOOTING AT ELECT. YARD
A-S50510SLAB AT PIER CAP
0' 1' 2'
SCALE: 1" = 1'-0"
1'
0'1'
SCALE: 3/4" = 1'-0"
6" 1'
0' 1' 2'
SCALE: 1" = 1'-0"
1'
0' 1' 2'
SCALE: 1" = 1'-0"
1' 0' 1' 2'
SCALE: 1" = 1'-0"
1'
A-S5054FOUNDATION PERIMETER WALL
0'1' 2'
SCALE: 1/2" = 1'-0"
2'
A-S5059PIER CAP GRADE LEVEL
A-S505123/4" SLAB DEPRESSION
A-S50516SHEAR WALL AT SLAB
A-S50513SLAB AT 3" DEPRESSION
A-S50520ELEVATOR PIT REINFORCING
A-S50518ELEVATOR PIT REINFORCING
0' 1' 2'
SCALE: 1" = 1'-0"
1' 0'1'
SCALE: 3/4" = 1'-0"
6" 1' 0'1'
SCALE: 3/4" = 1'-0"
6" 1'
0' 1' 2'
SCALE: 1" = 1'-0"
1' 0' 1' 2'
SCALE: 1" = 1'-0"
1'
3AA-S505
0'1'
SCALE: 3/4" = 1'-0"
6" 1'
GROUND FLOOR0"
SCALE: N.T.S. A-S50514
TYPICAL ADDITIONAL REINFORCEMENT ATCONCRETE WALLS
A-S50515CURB AT PRECAST PANEL
No.
Des
crip
tion
D.O
.No.
Act
ion
Dat
e
SEE
PLAN
"T"
EQ.
EQ.
2 1/2"
BARS (LAP 30" AS REQ'D,2-#4 CONT. BACK-UP
ENDS HAVE BEEN BURNED OFF.WITH NON-SHRINK GROUT AFTER TENDONSTRESSING POCKETS SHALL BE PACKEDGROMMETS AT STRESSING END ONLY.
TENDON ANCHOR
COVER AT DEADEND ANCHORS
STAGGERED) POST-TENSIONEDTENDON
SLAB EDGE STEEL AS REQ'D.
2-#3 ATEACH TENDON
2'-0"
C L
45°45°
6"MIN
WHEN LOCATED MORE THANTHE 45° BEARING CONE, ORFOR PENETRATIONS OUTSIDESTEEL SLEEVE NOT REQUIRED
4'-0" FROM ANCHOR.
BEARING CONE.PENETRATIONS WITHIN 45°STEEL SLEEVE REQ'D FOR
1/8" THICK SQ OR ROUND
(12" DIA. MAX.) U.N.O.
12" MUST HAVE TRIM REINFORCEMENT AS PER DETAIL 6/-1. ANY SLAB OPENING WITH DIMENSIONS GREATER THAN
CLR
TENDONPOST-TENSIONED
ANCHORSAT DEAD END2 1/2" COVER
ANCHORTENDON
EDGE OF SLAB
2 1/2"BARSPER 6/-
2. OPENINGS WITHIN 5'-0" OF COLUMNS MUST BEAPPROVED BY ENGINEER.
NOTE:
~~
~
~~
~
~ ~
1
6
TENDON TO REMAIN STRAIGHT
12" MIN. PAST OPENING, TYP.
P.T. TENDONS
CURVATURE
WITH DIMENSIONSGREATER THAN 12".
PROVIDE TRIM REINF.FOR SLAB OPENINGS
INSURE SMOOTHTRANSITION3"
CLR
.M
IN
OPEN
MAXIMUM
3" MIN. PERTENDON
SLEEVEOPENINGS
BARS TO MATCHSLAB REINF.PLACE BARS TOPAND BTM. OF SLAB
PLAN
SEE
PLANEQ
.EQ
.
CONTRACTOR TO SUBMIT LOCATIONS OF CONSTRUCTIONJOINTS TO THE STRUCTURAL ENGINEER FOR APPROVAL.
TENDON
TENDON ANCHORS)
2x4x12" LG BEVELEDKEYS AT 24" (KEYSPLACED TO MISS
POST TENSIONED
2ND POUR
REINFORCEMENTRE: PLAN
INTERMEDIATESTRESSING ANCHOR
1ST POUR
U.N.O
NOTE:
HAIRPINS ANDBACK-UP BARS PER 4/--
SPAN/3 OR 5'-0" MIN.
EQ.
EQ.
SEEPLAN
SECTION
PLAN
ADDED TENDON
CONT. TENDONS
2-#4x3'-0" MIN.CENTERED @ ADDEDTENDON (MAY BE CONT.)
L SUPPORT
TENDONANCHOR
(2) #4, (1) EA. SIDEOF ANCHOR, 4'-0" LONGCENTERED ON ANCHOR
C
L2
EQ. EQ.
L1
2
1C1A1
B1
A3 B3 C3
A2B2
C2
TRANSITIONTENDON
SLAB
THE SPAN OF THE TRANSITION TENDON CHANGESFROM L1 AT LINE 1 TO L2 AT LINE 2. PLACETRANSITION TENDON WITH ITS CONTROL POINTS A3,B3 AND C3 EACH VARYING LINEARLY FROM 1 TO 2BETWEEN THEIR RESPECTIVE VALUES AT 1 TO 2.
NOTE:
PROVIDE AT ALL POST TENSIONED
DEPTH OF SLAB
SLAB CORNERS, TYP. U.N.O.
BEAM BELOW
AT 6" o.c. AT MID-(6) # 5x10'-0"
OF SLABAT MID-DEPTHAT 6" o.c.
COL. BELOW
SLAB EDGE
BEAM BELOW
AS OCCURS
AS OCCURS
AS OCCURS
(6) #5x 10'-0"
NOTE:
REF. PLAN
12" MIN.
REF
.PL
AN
18" M
IN.
3'-0" MIN.
1 #5 TOP AND BOTTOMTYP. ADDED REINFORCEMENT UNO
GRID GRID
DEP
THSE
E PL
AN
L1
EQ.
UN
OEQ
.U
NO
3/4"
16
-
-
16
1. WHEN TWO ADJACENT SPANS HAVE DIFFERENT SLAB THICKNESSES
SEE
3/4"
CLR
TYP.
PLANPER(SEE NOTE 1)
TENDONS
BARS
BARS
L2
SEE
THEN BOTTOM DRAPE OF POST-TENSIONED TENDONS AT SUPPORTS
2. SEE 1 AND 2 /A-S501 FOR BAR DETAILS.3. L = GREATER OF L1 OR L2
NOTE:
IS REFERENCED TO THE THINNER SLAB.
MIN. 2 UNIFORMLYDISTRIBUTEDTENDONS AT COLUMN
TOP BARSEE PLAN
BOT.BAR SEEPLAN
BM. ORWALL PERPLAN
TENDON C.G. FORLOCATION SEE PLAN
TOP BARSEE PLAN
BOT.BAR SEEPLAN
POUR STRIPSEE PLAN
SEE PLAN
3'-0" U.N.O.
6" TYP.
SEE
PLANEQ
.EQ
.
TOP AND BOTTOM(3) #4 CONT.
EQUALLY SPACED
BE FREE OF DIRT AND GREASE.TENDON TAILS MAY REMAIN, BUT MUST
REINF. RE: PLAN
TENDON ANCHORS) TYP.PLACED TO MISSKEYS AT 24" (KEYS2x4x12" LG BEVELED
TOP & BOTTOM
BACK-UP BARS
TYP.
TENDON ANCHOR
P.T. TENDON
(2) #4 CONT.
(TYP.)
DO NOT CAST CLOSURECONCRETE UNTIL YOUNGESTADJACENT CONCRETE ISA MINIMUM OF 60 DAYS
SHORE SLAB UNTILPOUR STRIP CURED
(#4x7'-0" AT 12" MIN.)
NOTE:
2 TENDONS
CONCRETE COLUMNWHERE OCCURS
DISTRIBUTED TENDONS(6T OR 48" O.C. MAX.)
SLAB TOP BARS
3/4"
XX
COLUMN
BM. TENDONSPER PLANBM. PER PLAN
UNIFORM TENDONS EACH SIDEOF COLUMN MAY BE LOWEREDTO FIT UNDER TOP BARS X-X
*
10' - 0" TYP.(3) #4x14'-0" BENDAS REQUIRED
NOTE:REFERENCE PLANSFOR PRIMARY SLABREINF. AT WALLS
CONCRETE COREWALLS RE: PLAN
(8) #4 AT 8" O.C. TOP ANDBOT. TYPICAL EXTEND 10'-0"PAST WALL
ST
A
TE
O F CA L I FOR
NIA
YE
L
R NO. S4594
EXP. 12/31/2010
S ARTTCUR U
L
R
R
RETSIGE
TAP
PDE FIKCI LNI
SSEFO ANOI
RNE
EE
NIG
DOCUMENT WAS AUTHORIZEDTHE SEAL APPEARING ON THIS
BY PATRICK I. FINLEY,S4594 ON 9 JULY 2009
Sheetreferencenumber
Sheet
BU
ILD
ING
Q
UA
LIT
Y S
OLU
TIO
NS
U.S
. AR
MY
EN
GIN
EE
R D
ISTR
ICT,
CO
RP
S O
F E
NG
INE
ER
SFO
RT
WO
RTH
, TE
XA
S
Des
igne
d by
:
Dw
n by
:
Rev
iew
ed b
y:
Sub
mitt
ed b
y:
EN
GIN
EE
R
Dat
e:
Sol
No.
Con
tr N
o.
Rev
.
Plo
t sca
le:
Plo
t dat
e:
File
nam
e:
Con
tr N
o.
DE
SIG
N F
ILE
:
Fort Worth District
US Army Corpsof Engineers
1:1
DA
VID
LU
KE
, PE
of
LAC
KLA
ND
AFB
, TE
XA
S
AIR
ME
N T
RA
ININ
G C
OM
PLE
X -
NO
RTH
CA
MP
US
AIR
ME
N T
RA
ININ
G C
OM
PLE
X 1
(ATC
1)
442
W91
26G
-09
-12-
0105
W91
26G
-09-
C-0
054 Plo
t Dat
e H
ere
9 J
ULY
200
9
1 2 3 4 5
E
D
C
B
A
MP
LS08
3737
R1
DR
AW
ING
NU
MB
ER
: LA
09 -
0001
W91
26G
-09-
C-0
054
LA
IB
LOW
E
FIN
L EY
A-S506171
TYPI
CAL
PO
ST T
ENSI
ON
ED S
LAB
DET
AILS
SCALE: N.T.S. A-S5064POST TENSIONED SLAB EDGE DETAIL
SCALE: N.T.S. A-S5065PENETRATIONS AT TENDON ANCHORS
SCALE: N.T.S. A-S5066POST-TENSIONED SLAB OPENING
SCALE: N.T.S. A-S5068POST-TENSIONED SLAB CONSTRUCTION JOINT
SCALE: N.T.S. A-S5069ADDED TENDON DETAIL
SCALE: N.T.S. A-S50610
DISTRIBUTED TENDONS IN SPANS OFVARYING LENGTH
SCALE: N.T.S. A-S50616REINF AT SUPPORTS (P/T SLAB)
SCALE: N.T.S. A-S50612REINF AT SLAB CORNERS
SCALE: N.T.S. A-S50618TRIM BARS AT CANTILEVERED SLAB
SCALE: N.T.S. A-S5061ONE WAY SLAB POST-TENSIONED DETAIL
SCALE: N.T.S. A-S5067POST-TENSIONED SLAB POUR STRIP DETAIL
SCALE: N.T.S. A-S50613
TYPICAL ADDITIONAL REINFORCEMENT ATCONCRETE WALLS
No.
Des
crip
tion
D.O
.No.
Act
ion
Dat
e
L1
1 1/
2"C
LR
SEE SCHEDULESTIRRUPS OR TIES
BOTT. BARSTOP &HOOK AT90° STDPROVIDE
SEE SCHEDULEBOTTOM BARS
TYP.
2" CLR
SEE SCHED.TOP BARS
2" MAX.TYP.
SEE SCHEDULEBOTTOM BARS
1 1/
2"
SEE SCHEDULETOP BARS
L2
PROVIDE CLASS "B" SPLICE OR MAKEBARS CONTINUOUS
SEE SHEET A-S604 FOR BM SCHEDULE
CLR
.
USE 4" TIESPACING AT LAP
LOCATE BMSPLICE IN MIDDLE1/3 OF BM.
2"
PER PLANBEAM
INTO COLUMN ASBEND BEAM BARS
REQ'D
PER PLANCOLUMN
90° HOOK TOP ANDBOLT REINFORCEMENT
3" TYP.
SEE
SEC
TIO
N
L1L1
SEE
SEC
TIO
N
MAX.
INTERSECTINGGRADE BEAMOR PILASTER
PAST FACE
FIRST TIEOR STIRRUP
USE CORNER
AND BOTTOMREINF. TOP
3" TYP.MAX.
L1
FACE OF
NUMBER AS BEAM BOTTOMBARS OF SAME SIZE AND
DEVELOPMENT LENGTHS.REINF. WITH REQUIRED
LAP SPLICE FORBOTTOM BARSAT SUPPORT.
DEVELOPMENT LENGTHS.
LAP SPLICE FOR
CENTER SPANTOP BARS AT
L1
BARS OF SAME SIZE ANDNUMBER AS BEAM BOTTOMREINF. WITH REQUIRED
OR STIRRUP(SEE SECTION)
FIRST TIE
STEP IN TOP OF GRADEBEAM, SEE SECTIONS.
OF DRILLEDPIER(SEE SECTION)
L1 =SEE GRADE BEAM SCHEDULE.LENGTH OVER WHICH END TIES ARE PLACED.
CL CL CL1
1/2"
CLR
.TY
P.
"d"
"d"/2
SPAC
ING
REF
.SC
HED
ULE
"W"REF. SCHED.
1 1/2"CLR.TYP.
"D"
REF
. SC
HED
.SH
EET
A-S6
04
3"W
HER
EO
CC
UR
S
SKIN BAR SCHEDULE
BAR SIZE AND SPACING
REF. TYP. STIRRUPREINFORCEMENT
REF. BEAM
DEPTH "d" OR
FOR REINF.SCHED. A-S604
EACH SIDE OF BEAM
#4 @ 6" o.c.
BEAM TYPE
BELOW FOR
REF. SKIN BAR
36"
SCHEDULE
BEAMS w/ "d"GREATER THAN
SEE SHEET A-S604
36" < d < 48"
3'-0"
1 1/2" MIN
H
H/5
H/5
H/5
H/5
H/5
PER DETAILDELAY CLOSURE POUR
6"±
(OR MORE IF REQUIRED BYENCLOSING BOTTOM BARS,
BEAM REINFORCING INFORMATION
PROVIDE 4-#4 AT 8" O.C.
ELSEWHERE)
BARS #6 AND SMALLER2'-8" MINIMUM LAP AT ALL
CUT & LAP SPLICE SCHED.TOP AND BOTTOM REINF.
LARGER THAN #6MECHANICALLY SPLICE BARS
BEAM SCHED.BARS PER
7 / A-S506
"W"REF. SCHED.
"D"
REF
. SC
HED
.
1 1/
2" C
LR.
BOTT
OM
AT P
/TBE
AMS
1 1/2"
END ANCHORAGE P
FACE OF BEAM
EACH ANCHOR(2) #4
P/T TENDON
(2) #4
SECTION A-A
C.G.
FOR BEAM SIZE
REF. SCHED.
EDGE OF SLAB
FOR REINF.P/T SLAB REF. PLANS
FOR P/T AT C.G.A
A
L OF BEAMC
L
WHERE OCCURS
RE: PLANS
SHEET A-S604
AND REINF.
CLR
.1
1/2"
8"1 1/
2"
CLR
.
1" CLR
.
CLR
.
1 1/2"
CLR. TYP.
#4 DOWELS x 3'-0"AT 6" O.C.
2'-0"
#3 TIES AT10" O.C.
#4 AT 6" O.C.TYPICALHORIZ. WALLREINF.
1"
CLR
.
(4) #5 BARS TOPAND BOT.
#SLAB PER PLAN
1 1/
2"
PRECAST PANEL CONNECTIONPER PRECAST MANUF.
PRECAST PANELWHERE OCCCURSCOORD. w/ ARCH. DWGS.
2"
MAX
.1"
PRECAST PANEL CONNECTIONPER PRECAST MANUF.
PRECAST PANEL CONNECTIONPER PRECAST MANUF.
WHERE OCCCURSCOORD. w/ ARCH. DWGS.
MAX
.1"
PRECAST PANEL CONNECTIONPER PRECAST MANUF. MECH PENTHOUSE
FLOOR57' - 0"
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S50813
W10x19 HOIST BM.
1 1/2"x18 GA. B DECKFOR DECK TO CMUWALL SEE 19/A-S508
(2) #4 CONT.
ELEV. HOIST BM.SUPPORT PER 16/A-S508
DOWELS TO MATCHWALL REINF. SIZEAND SPACING
(2) #4 CONT.
PER
GEN
ERAL
LAP
SPLI
CE
NO
TES
B.O.S.EL. =71'-0"
B.O. DECKEL. =72'-0"
LIGHT GA. TRUSSESRE: PLAN
CMU WALLRE: PLAN
T.O. WALLEL. =72'-4"
8' - 2"
DOWELS TOMATCH WALLREINF. SIZEAND SPACING
ST
A
TE
O F CA L I FOR
NIA
YE
L
R NO. S4594
EXP. 12/31/2010
S ARTTCUR U
L
R
R
RETSIGE
TAP
PDE FIKCI LNI
SSEFO ANOI
RNE
EE
NIG
DOCUMENT WAS AUTHORIZEDTHE SEAL APPEARING ON THIS
BY PATRICK I. FINLEY,S4594 ON 9 JULY 2009
Sheetreferencenumber
Sheet
BU
ILD
ING
Q
UA
LIT
Y S
OLU
TIO
NS
U.S
. AR
MY
EN
GIN
EE
R D
ISTR
ICT,
CO
RP
S O
F E
NG
INE
ER
SFO
RT
WO
RTH
, TE
XA
S
Des
igne
d by
:
Dw
n by
:
Rev
iew
ed b
y:
Sub
mitt
ed b
y:
EN
GIN
EE
R
Dat
e:
Sol
No.
Con
tr N
o.
Rev
.
Plo
t sca
le:
Plo
t dat
e:
File
nam
e:
Con
tr N
o.
DE
SIG
N F
ILE
:
Fort Worth District
US Army Corpsof Engineers
1:1
DA
VID
LU
KE
, PE
of
LAC
KLA
ND
AFB
, TE
XA
S
AIR
ME
N T
RA
ININ
G C
OM
PLE
X -
NO
RTH
CA
MP
US
AIR
ME
N T
RA
ININ
G C
OM
PLE
X 1
(ATC
1)
442
W91
26G
-09
-12-
0105
W91
26G
-09-
C-0
054 Plo
t Dat
e H
ere
9 J
ULY
200
9
1 2 3 4 5
E
D
C
B
A
MP
LS08
3737
R1
DR
AW
ING
NU
MB
ER
: LA
09 -
0001
W91
26G
-09-
C-0
054
LA
IB
LOW
E
FIN
L EY
A-S507172
TYPI
CAL
CO
NC
RET
E BE
AM D
ETAI
LS
SCALE: N.T.S. A-S5071TYPICAL CONCRETE BEAM AND GIRDER DETAIL
SCALE: N.T.S. A-S5077TYPICAL BEAM BARS INTO COL
SCALE: N.T.S. A-S5073TYPICAL GRADE BM REINFORCING
SCALE: N.T.S. A-S50711BEAM SKIN REINF
SCALE: N.T.S. A-S5075
TYPICAL SHRINKAGE CONTROLJOINT IN BEAMS
SCALE: N.T.S. A-S5078TYPICAL P/T BEAM DETAIL
A-S5079TYPICAL SPANDREL BEAM
0'1'
SCALE: 3/4" = 1'-0"
6" 1'
SCALE: N.T.S. A-S50713SECTION
SCALE: N.T.S. A-S50712SECTION
A-S50715ELEVATOR HOIST BEAM AND WALL
0'1'
SCALE: 3/4" = 1'-0"
6" 1'
No.
Des
crip
tion
D.O
.No.
Act
ion
Dat
e
H
4"3"
12" C
MU
8" C
MU
TYP. AT EA. VERT. BAR
VERT. JAMBBARS VERT. JAMB
MASONRYDOWEL (TYP.)
BARS
LOAD BEARING WALL, SEE CMU
OPENINGS IN NON-STRUCTURALLINTEL SCHEDULE) AND ALL
PARTITIONS.
OPENINGS 2'-0" OR LESSIN EITHER DIRECTION FORSTRUCTURAL PARTITIONS ANDEXTERIOR WALLS (EXCEPT
#5 BOTTOMHORIZ. BARS
HORIZ. BARSBOTTOM
LINTEL SCHEDULE FOR REINF.
AND EXTERIOR WALLS INCLUDING
OPENINGS WHICH EXCEED3'-0" IN EITHER DIRECTIONFOR STRUCTURAL PARTITIONS
AND EXTERIOR WALLS (EXCEPT
SEE CMU LINTEL SCHEDULE).LOAD BEARING WALL,
REINFORCMENT AROUND
AND SPACING OF REINFORCING.
NOTE: REFER CMU LINTEL SCHEDULE 5/A-S508 FOR SIZEWALL OPENINGS
HORIZ. BARS#5 BOTTOM
2'-0" BUT NO MORE THANOPENINGS WHICH EXCEED
FOR STRUCTURAL PARTITONS3'-0" IN EITHER DIRECTION
CONTROL JOINT
MASONRY DOWEL (TYP.)
OPENING W/LINTELBOND BEAM COMBINATION
INTERMEDIATEBOND BEAM
THRU C.J.(SEE NOTES)
CONT. REINF.
TYPICAL WALL PIER
"NORMAL" REINF.
TYPICAL CONTROLJOINT
FIN. FLR. LINE
LINTELREINF.
ROOF DIAPHRAGMBOND BEAM 20
"
BEAM WHEREDELETE BOND
THAN 2'-8"PIER IS LESS
IN WIDTH
#5 DOWELS x8"
ADDNL.#5 BARS
BAR#5 LINTEL
INTERSECTIONEXTERIOR WALL
LINTEL
LINTELBARS
#5 TOPHORIZ. BARS
TYPICAL LINTEL DETAIL
CMU ABOVE
REINF. SEE CMU
WALL STEEL, SEE CMU
LINTEL SCHEDULE 5/A-S508.
WALL SCHEDULE ANDWALL ELEVATIONS
SHEAR REINF.
MORTAR JOINTVERTICAL
VERTICALMORTAR JOINT
FACTORY FABRICATED
COURSE, TYP.EVERY OTHERTEE JOINT REINF.CONT. HORIZ.
JOINT REINF.TYP.
FACTORY FABRICATED
HORIZONTAL JOINTREINFORCEMENT
CORNER SECTION OF
REINFORCEMENT
CONCRETEMASONRY
IN GROUTED
VERTICAL
CELLS, TYP.
WALL, TYP.
TYP.
CONT. HORIZ.JOINT REINF,
WHEN LAP IS INGROUTED CELL, TYP.
WH
EN L
AP IS
IN12
"
MO
RTO
R B
ED, T
YP.
EACH SIDE OF OPENING(2) #5 VERTICAL REINF.
MASONRYOPENING
OPENINGMASONRY
U.N.O.
U.N.O.
(1) #5 VERTICAL REINF.EACH SIDE OF OPENING
SASH UNITS SASH UNITS
W/ 2 LAYERS WALL REINF. W/ 1 LAYER WALL REINF.
8"
BREAK SHELL FORFLOW OF GROUT
OPEN ENDBLOCK
BLOCKOPEN END
BREAK SHELL FORFLOW OF GROUTALTERNATE
HOOK ANDSTD 90°
2-#5VERT MIN.
HOOK TYPSTD 90°
VERT MIN.2-#5
2-#5STD 90° VERT MIN.
BLOCKOPEN END
HOOK ANDALTERNATE
OPEN END
VERT MIN.
BLOCK
HOOK TYPSTD 90°
3-#5
WHEN WALL HEIGHT EXCEEDS24' USE 3 JAMB BARS EASIDE OF OPENING
WHEN WALL HEIGHT EXCEEDS24' USE 2 JAMB BARS EASIDE OF OPENING FULL HT
WHEN WALL HEIGHT EXCEEDS24' USE 2 JAMB BARS EASIDE OF OPENING FULL HT
RAKE JOINT 3/4" ATEXTERIOR FACE WITHMJA SEALANT. (TYP., SEECAULKING AND SEALANTSPECS.)
REINFORCED CELLSEACH SIDE OFCONTROL JOINT(STOP LONGITUDINALWIRES)
LADDER TYPE JOINTREINFORCING (TYP.)
RAKE JOINT 3/4" ATEXTERIOR FACE WITHMJA SEALANT. (TYP., SEECAULKING AND SEALANTSPECS.)
LADDER TYPE JOINTREINFORCING (TYP.)
REINFORCED CELLSEACH SIDE OFCONTROL JOINT(STOP LONGITUDINALWIRES)
PLAN - 12" CMU
INTERSECTION
PLAN - 6" OR 8" CMU
CORNER
BARS
LOAD BEARING WALLS, SEE CMU
VERT. WALLREINF. RE:PLAN
TYPICAL REINF. AT ENDS OF WALLS AND AT OPENINGS
TYPICAL CONTROL JOINT TYPE
REMARKS
EXTENDREINFORCING
2'-0"BEYOND
OPENINGS
CMU LINTEL SCHEDULEREINFORCINGLINTEL DEPTH
"H"OPENING WIDTH "L"
W/ #4 SHEAR REINF AT32" OC
2-#6 BOT 2-#6 TOPW/ #4 SHEAR REINF AT
32" OC24"
8"L < 4'-0"
4'-0" < L < 6'-0"
SEE 6/A-S508 FOR TYPICAL LINTEL DETAIL
3"
E
1" G
RO
UT
SPAC
EAR
OU
ND
AB
LEDGER PER PLAN
ANCHOR BOLT (AB)PER DETAIL. USE OFEXPANSION ANCHORSIS A CONTRACTORS OPTIONPER CONTRACTING OFFICERAPPROVAL
ANCHORBOLT
1/2" DIA
5/8" DIA
3/4" DIA
7/8" DIA
EMBED8" BLK
5"
5"
5"
6"
'E' MIN12" BLK
7"
7"
7"
8"
1/2"
t
PARTITION
L2"x2"x3/16" ANGLE BRACE
WT. WITH x 25 VERT.SLOT WITH 2- 1/2" DIA.x6" ANCHORS
2"
SUPPORT SPACING AT 48" O.C.
1/2" DIA. BOLT OR WELD
JOINT SEALANT
PARTITION
BEAM OR SLAB
DOVETAIL ANCHORINTO HEAD JOINTAT 48" O.C.
WITH CONCRETE BEAM OR SLAB
6'-0
"
LAP
PER
GSN
FLOOR SLABRE: PLAN
CMU WALLRE: PLAN
DOWELS TO MATCHWALL REINFORCEMENT
SIZE & SPACING
BOND BM REINF. TOBE CONT. THROUGHCONTROL JOINTS
REINF. ANDGROUT 3 CELLSREINF. AND
GROUT 3 CELLS
REINF. ANDGROUT 3 CELLS
REINF. ANDGROUT 3 CELLS
1/2" DIA. ANCHORBOLT
(2) #4 BARTOP OF WALL
SECOND FLOOR15' - 0"
THIRD FLOOR29' - 0"
A
COLUMN AND CMUWALL BEYOND
WINDOW FRAMEPER 15/A-S510
WINDOW FRAMEPER 15/A-S510
STUD INFILLPER ARCH.
8"
2' -
0"2'
- 0"
2" CLR
.1"
CLR
.
PROVIDE STD.HOOK AT ENDOF SLAB REINF.
#4 TIES AT 6"O.C. w/ 180 DEG.HOOK EA.END
#4 AT 6" O.C.
(2) #7 BARAT BOTT
2" CLR
.
(2) #7 BAR
#4 TIES AT 6"O.C. w/ 180 DEG.HOOK EA.END
PROVIDE STD.HOOK AT ENDOF SLAB REINF.
#4 AT 6" O.C.
1' -
11 1
/4"
CMU WALLPER PLAN
DOWELS TO MATCHWALL REINF. SIZEAND SPACING
10' -
5 1
/2"
1' -
7 1/
4"
5" 5 1/2"
P 1/2"x6"x1'-0" w/ (2)1/2"øx4" HEADEDSTUDS AT 40" O.C.
L
(2) #4 BARS CONT.AT TOP OF WALL
L3x3x3/8x0'-4" ANGLEEA. SIDE AT EA. EMBED
3/16
1"
(2) #4 BARS AT GUIDERAIL SUPPORT BRACKET
GUIDE RAIL PERELEV. SUPPLIER
BRACKET SPACED AS REQ'D.TO SUPPORT ELEV. GUIDERAIL PER ELEV. SUPPLIERS
MECH PENTHOUSEFLOOR57' - 0"
RE:
GEN
ERAL
NO
TES
LAP
SPLI
CE
WALL REINF.PER PLAN
6
1
DOWELS TO MATCHVERT. REINF. SIZEAND SPACING w/ STD.HOOK
PRECAST PANELRE: ARCH. DWGS.
MECH PENTHOUSEFLOOR57' - 0"
RE:
GEN
ERAL
NO
TES
LAP
SPLI
CE
WALL REINF.PER PLAN
6
1
DOWELS TO MATCHVERT. REINF. SIZE ANDSPACING USE STD.
PRECAST PANELRE: ARCH. DWGS.
3/4"ø ANCHOR BOLTAT 24" O.C. PER10/A-S508
L5x3x3/8 CONT.ANGLE (LLV)
(2) #4 TOP OFWALL CONT.
ST
A
TE
O F CA L I FOR
NIA
YE
L
R NO. S4594
EXP. 12/31/2010
S ARTTCUR U
L
R
R
RETSIGE
TAP
PDE FIKCI LNI
SSEFO ANOI
RNE
EE
NIG
DOCUMENT WAS AUTHORIZEDTHE SEAL APPEARING ON THIS
BY PATRICK I. FINLEY,S4594 ON 9 JULY 2009
Sheetreferencenumber
Sheet
BU
ILD
ING
Q
UA
LIT
Y S
OLU
TIO
NS
U.S
. AR
MY
EN
GIN
EE
R D
ISTR
ICT,
CO
RP
S O
F E
NG
INE
ER
SFO
RT
WO
RTH
, TE
XA
S
Des
igne
d by
:
Dw
n by
:
Rev
iew
ed b
y:
Sub
mitt
ed b
y:
EN
GIN
EE
R
Dat
e:
Sol
No.
Con
tr N
o.
Rev
.
Plo
t sca
le:
Plo
t dat
e:
File
nam
e:
Con
tr N
o.
DE
SIG
N F
ILE
:
Fort Worth District
US Army Corpsof Engineers
1:1
DA
VID
LU
KE
, PE
of
LAC
KLA
ND
AFB
, TE
XA
S
AIR
ME
N T
RA
ININ
G C
OM
PLE
X -
NO
RTH
CA
MP
US
AIR
ME
N T
RA
ININ
G C
OM
PLE
X 1
(ATC
1)
442
W91
26G
-09
-12-
0105
W91
26G
-09-
C-0
054 Plo
t Dat
e H
ere
9 J
ULY
200
9
1 2 3 4 5
E
D
C
B
A
MP
LS08
3737
R1
DR
AW
ING
NU
MB
ER
: LA
09 -
0001
W91
26G
-09-
C-0
054
LA
IB
LOW
E
FIN
L EY
A-S508173
TYPI
CAL
MAS
ON
RY
DET
AILS
SCALE: N.T.S. A-S5086TYPICAL CMU WALL REINFORCING
SCALE: N.T.S. A-S5085CMU LINTEL SCHEDULE
A-S50810TYPICAL CAST MASONRY ANCHOR BOLTS
A-S50811INTERIOR CMU PARTITION SUPPORT
A-S50814CANTILEVER CMU WALL
A-S50820SECTION
0'1' 2'
SCALE: 1/2" = 1'-0"
2'
0' 1' 2'
SCALE: 1" = 1'-0"
1' 0' 1' 2'
SCALE: 1" = 1'-0"
1'
0' 1' 2'
SCALE: 1" = 1'-0"
1'
A-S50813
ELEVATOR AND EXTERIOR TOP OFMASONRY WALL SUPPORT
0' 1' 2'
SCALE: 1" = 1'-0"
1'
A-S50816
TYPICAL ELEVATOR GUIDE RAILSUPPORT DETAIL
A-S50817ATRIUM WALL REINFORCING
A-S50818ATRIUM WALL REINFORCING
0'1'
SCALE: 1 1/2" = 1'-0"
6" 1' 0' 1' 2'
SCALE: 1" = 1'-0"
1' 0' 1' 2'
SCALE: 1" = 1'-0"
1' A-S50819LEDGER ANGLE AT ELEVATOR LID
0'1'
SCALE: 1 1/2" = 1'-0"
6" 1'
No.
Des
crip
tion
D.O
.No.
Act
ion
Dat
e
REF. 4/-ANGLE
REF. 4/-ANGLE
ROOF DECKREF. PLAN 3/16
6
--
SPAC
ING
PER
PLA
N
6'-0" MAX.
ROOF JOISTS
DESIGN IS BASED A6'-0" MAX. OPENINGDIMENSION AND A 600lbLOAD OVER OPENING.LARGER OPENINGS ORHEAVIER LOAD SHALL
L4x4x3/8
STRUCTURAL ENGINEERFOR REVIEW.
BE SUBMITTED TO
ROOF JOIST
SPAN DIR.REF. PLAN
L4x4x1/2BETWEEN
ROOF JOIST
ROOF DECK
TYP.
NOTE:
5
--
TYP. 7
--
TYP.6
--
TYP.6
--
1 1/2"Ø MAX. THRUBOTTOM FLUTE
IF OPENINGS ARE CLOSER OR LARGER THAN SHOWNPROVIDE FRAMING AS NOTED IN 7/-
DO NOT CUTDECK WEBS
BUT NO LESS THAN 12"EA.WAY.THRU TOP FLUTE
SECTION C-C
3"Ø MAX.
TYP.SIDE SEAM WELD
1. MINIMUM DECK END SUPPORT SHALL BE 2".
AT 24" O.C.
TYP. EA. FLUTEAND TWO AT SEAM5/8
TYP. AT ALLPARALLEL
5/8SUPPORTS
TYPE 'B'
q = 692 #/FT AT 6'
I = 0.201 IN /FT+S = 0.234 IN³/FT-S = 0.247 IN³/FT
18
1 1/2" x 20 GAGALV METAL DECKING
MIN. ROOF DECK PROPERTIES
4
NOTES:
TYPE 'B'
q = 683 #/FT AT 8'
I = 0.289 IN /FT+S = 0.318 IN³/FT-S = 0.327 IN³/FT
1 1/2" x 18 GAGALV METAL DECKING
4
1 FLUTE 1 FLUTE
1'-4" MIN. 12" MAX. 1'-4" MIN.
1. REINFORCING ANGLES NOT REQUIRED AT OPENING LESS
2. USE AT OPENINGS UP TO 12" WIDE WHEN NO MORE THANTWO DECK FLUTES HAVE BEEN CUT. DECK SHALL BE CONTINUOUSOVER MINIMUM OF ONE ADJACENT SPAN.
THAN 6" OR WHEN ONE DECK FLUTE IS CUT.
3. FOR LARGE OPENINGS IN METAL DECK SEE DETAIL 4/--
%%UNOTES:
REINF. ANGLE1 1/2"x1 1/2"x3/16" w/#14 SCREWS TO EA.FLUTE. EXTENDANGLE FOR TWOFLUTES EA. SIDEOF OPNG. PLACEANGLES BENEATHDECK
WELD ANGLES TO DECKIN LIEU OF SCREW ATCONTRACTORS OPTION.SEE G.S.N. FOR WELDING
REF. PLAN (DECK
TO ANGLE ATSPANS PARALLEL
SOME LOCATIONS)
ROOF DECK
ANGLEREF. 4/-
1/2"MIN.
1/2"
L6x6x3/8x0'-9" (LLV)
C BEAM
ANGLEREF. 4/-
L
1/41/4
HSS BEAM ORLIGHT GAUGETRUSSES
1t
t
tt
t
t
t
t
t
t
"A"
"A"
"A"
"A"
A A
"A" SIDESBOTHTS COLUMN
TS BEAM
TS COLUMN
TS BEAM
TS BEAM
TS COLUMN
TS BEAMPER PLAN
TS BEAMPER PLAN
TS BEAMPER PLAN
T&BGRINDSMOOTH
BOTHSIDES
TOP &BOTTOM
TS BEAMPER PLAN
"A" WELD = SMALLEST TUBETHICKNESS "t" OR "t " U.N.O.
1
1
1
1
UNEQUAL DEPTHS
EQUAL DEPTHS
TS BEAM TO TS BEAM
TS BEAM TO TS COLUMN
SECTION A-A
PLAN
BEAM WIDTH < COLUMN WIDTHPLAN
1
BEAM WIDTH = COLUMN WIDTH
CONNECTIONDESIGN PERTRUSS MANUF.
GIRDER TRUSSRE: PLAN LIGHT GAUGE
TRUSS RE: PLAN
METAL DECKRE: PLAN
ATTACH DECKRE: PLAN
3'-0
" MAX
.
ATTACH DECKTO BLOCKINGRE: PLAN
SHEAR WALLPER PLAN PROVIDE BUILT UP
STUD POST UNDERTRUSS GIRDERSEE DETAIL 13/A-S509
6" STUD BLOCKING
ATTACHMENT PERTRUSS MANUFACTURER
(2) MSTI36 STRAPS ATTRUSS GIRDER TOBUILD UP STUD POST
EF
EF
EF
GIRDER TRUSSRE: PLAN
T.O.S. EL. =74'-1'
T.O.W. EL. =71'-0'
6"5/8" 5/8"
1/81/8
1 1/2 - 241 1/2 - 24 TYP. ALL STUDS
IN BUILT-UPPOST
SHEAR WALLPER PLAN
(4) 600S200-54 STUDSUNDER GIRDER TRUSS
EF PER SHEARWALL SCHEDULE
NOTEPOST HOLD DOWNANCHORAGE PER 16/A-S606
ATTACH DECKRE: PLAN, TYP.
16 GAUGE BENTCLOSURE PLATECONT. BETWEENROOF TRUSSESTYP.
L SYMMETRY (AT RIDGE)C
6"6"
6"6"
6"2"
8"
4"
1/2"
L 1x0'-10" WIDEP
GIRDER ATTACHMENTPER MANUFACTURER
SLOPE PERARCHITECT
GIRDER TRUSSRE: PLAN
(8) 3/4" DIA. ANCHORBOLTS. EMBED 8"
1/4TOP PTO BACK P
LL X
HSS TRUSSPOCKET
P 1/4" STIFFENERSL
X
T.O.S. = 74'-2"
1 1/
2"
BUILT UP TRUSS PERTRUSS MANUFACTURER
TRUSS TO TRUSSCONNECTION PERTRUSS MANUFACTURER
BENT P 1/8" CONT. VALLEYATTACH DECK TO PLATERE: PLAN
DECKRE: PLAN
1/8
L
1/8BENT PTO TRUSS
L
DECK RE: PLAN
VARIES
L
4"M
AX.
TRUSS ANCHORPER MANUF.
ATTACH DECKRE: PLAN
TRUSS ANCHORPER MANUF.
P 16 GA CONTINUOUSATTACH TRUSSES ANDDECK TO PLATE
1/81/8 L3x3x1/4xCONT.
ANGLE TOOUTRIGGER
NOTE:FOR INFO NOT NOTEDSEE DETAIL 18 / A-S509
VARIES
P 8
2
ATTACH DECKRE: PLAN
L3x3x1/4xCONT.
DRAG TRUSSRE: PLAN
14 GA BENT LBETWEENOUTRIGGER
NOTE:FOR INFO NOT NOTEDSEE DETAIL 17 / A-S509
#12 SMSAT 6" O.C.
4"
12"1 1/2"
TYP.
RE: PLAN
BENT P 1/4"CONTINUOUS
L
1/8"1/8"
PLATE TOTRUSS
PRE-CAST PANELRE: ARCH. PLANS
TRUSS ANCHOR EASIDE OF TRUSS PERMANUF. PROVIDE ANCHORSAT 3 LOCATIONS MIN.ALONG BOTTOM CHORDMIN. ONE EA END AND ATMID SPAN. USE MOREAS REQUIRED.
CONCRETE SLABRE: PLANS
TRUSSRE: PLAN
BEAMRE: PLAN
HAL FEN PRE-CAST ANCHOR OREQUIVALENT AS REQUIRED.COORDINATE W/ PRECASTER.PLACE ANCHOR SO AS NOT TOINTERFERE w/ P/T ANCHORS.ANCHOR FOR OUT OF PLANLOADS ONLY.
MECH.PENTHOUSET.O.C. = 57'-0"
NOTE:FOR INFO NOT NOTEDSEE DETAIL 20/A-S509
GRID
P 1/2"x10"x0'-10" w/ (4) 1/2"DIA.x6" HEADED STUDS ATEA. TRUSS ANCHOR
L
1'-0
"
6"
FOR INFO. NOT NOTEDSEE 19/A-S509
NOTE:
BENT P 1/8x 3" BETWEENTRUSSES w/ 3/4" DIA.ANCHOR BOLTS AT 24" O.C.
CONCRETE SLABRE: PLANS
L
ATTACH DECKRE: PLAN
1 1/2" GROUT
6"
MECH.PENTHOUSET.O.C. = 57'-0"
EF ATTACH DECK TOBLOCKING RE: PLAN
HTS16 OR SIMILARUPLIFT ANCHOR EA.TRUSS TO EA STUDBELOW. LOAD NOT TOBE TAKEN THROUGHTOP TRACK.
STUD BLOCKINGBETWEEN TRUSSES
ATTACHMENT PERTRUSS MANUFACTURER
EF PANEL TOBLOCKING
EXTEND 1/2" GYP.FULL HEIGHT. FASTENGYP. TO TRUSSES WIND UPLIFT
LG TRUSSRE: PLAN
BENT P 1/8" xCONTINUOUS
L 3" 3"
EF
6" STUD BLOCKING
EF
ATTACH DECKRE: PLAN
#10 SMS AT 3" O.C.
LG TRUSSBEYOND
SHEAR WALLPER PLAN
STUD TO BE PLACEDDIRECTLY UNDERLG TRUSS
T.O.S. EL. =74'-1'
T.O.W. EL. =71'-0'
1'-0
"
1'-0"
4"
3"
CL WALL
3/16
TYP.
TYPICAL UNREINF. OPENING
SCALE: N.T.S. A-S5097ANGLE TO ANGLE CONNECTION
SCALE: N.T.S. A-S5094TYP FRMG AT ROOF DECK MECH OPNG
SCALE: N.T.S. A-S5092TYP OPNG IN NON-COMPOSITE DECK
SCALE: N.T.S. A-S5091METAL ROOF DECK
SCALE: N.T.S. A-S5093SMALL OPNG IN METAL ROOF DECK
SCALE: N.T.S. A-S5096DECK TO ANGLE CONNECTION
SCALE: N.T.S. A-S5095ANGLE SUPPORT AT BEAM
SCALE: N.T.S. A-S5098TYPICAL HSS TO HSS
ST
A
TE
O F CA L I FOR
NIA
YE
L
R NO. S4594
EXP. 12/31/2010
S ARTTCUR U
L
R
R
RETSIGE
TAP
PDE FIKCI LNI
SSEFO ANOI
RNE
EE
NIG
DOCUMENT WAS AUTHORIZEDTHE SEAL APPEARING ON THIS
BY PATRICK I. FINLEY,S4594 ON 9 JULY 2009
Sheetreferencenumber
Sheet
BU
ILD
ING
Q
UA
LIT
Y S
OLU
TIO
NS
U.S
. AR
MY
EN
GIN
EE
R D
ISTR
ICT,
CO
RP
S O
F E
NG
INE
ER
SFO
RT
WO
RTH
, TE
XA
S
Des
igne
d by
:
Dw
n by
:
Rev
iew
ed b
y:
Sub
mitt
ed b
y:
EN
GIN
EE
R
Dat
e:
Sol
No.
Con
tr N
o.
Rev
.
Plo
t sca
le:
Plo
t dat
e:
File
nam
e:
Con
tr N
o.
DE
SIG
N F
ILE
:
Fort Worth District
US Army Corpsof Engineers
1:1
DA
VID
LU
KE
, PE
of
LAC
KLA
ND
AFB
, TE
XA
S
AIR
ME
N T
RA
ININ
G C
OM
PLE
X -
NO
RTH
CA
MP
US
AIR
ME
N T
RA
ININ
G C
OM
PLE
X 1
(ATC
1)
442
W91
26G
-09
-12-
0105
W91
26G
-09-
C-0
054 Plo
t Dat
e H
ere
9 J
ULY
200
9
1 2 3 4 5
E
D
C
B
A
MP
LS08
3737
R1
DR
AW
ING
NU
MB
ER
: LA
09 -
0001
W91
26G
-09-
C-0
054
LA
IB
LOW
E
FIN
L EY
A-S509174
TYPI
CAL
FR
AMIN
G D
ETAI
LS
A-S50911HIP CONNECTION
A-S50912GIRDER AT STUD WALL
A-S50913BUILT UP POST UNDER TRUSS GIRDER
A-S50915RIDGE PLATE
A-S50914GIRDER SEAT
A-S50916VALLEY DECK PLATE
A-S50917OUTRIGGER
A-S50918SHEAR PLATE AT OUTRIGGER
A-S50919TRUSS AND CLADDING ANCHORS
A-S50920SHEAR PLATE
A-S50910TRUSS AT SHEAR WALL
X-X
0'1'
SCALE: 3/4" = 1'-0"
6" 1'0'1'
SCALE: 3/4" = 1'-0"
6" 1'0' 1' 2'
SCALE: 1" = 1'-0"
1'0' 1' 2'
SCALE: 1" = 1'-0"
1'0'1'
SCALE: 1 1/2" = 1'-0"
6" 1'
0' 1' 2'
SCALE: 1" = 1'-0"
1' 0'1'
SCALE: 3/4" = 1'-0"
6" 1' 0'1'
SCALE: 1 1/2" = 1'-0"
6" 1' 0'1'
SCALE: 3/4" = 1'-0"
6" 1' 0'1'
SCALE: 1 1/2" = 1'-0"
6" 1'
0'1'
SCALE: 3/4" = 1'-0"
6" 1'
No.
Des
crip
tion
D.O
.No.
Act
ion
Dat
e
3/8
WP
5/165/16
G
P 1/2"L
WP
3/8
P 3/8" END CAPL
G
G
WP
3/8
G
P 1/2"L
7/16
WP
3/8
WP
7/16
G
P 1/2"L
7/16
P 3/8x12x1'-0"END CAPL
WP
WP
TYP.
FOR INFO NOT SHOWNSEE 3/A-S510.
G
P 3/8x6x1'-0"END CAP EACHSIDE OF GUSSETPLATE
L P 5/8" KNIFEGUSSETL
TYP.
1/4"
66
1"
3/163/16
5/16
6"
1' - 1 1/4"
7"
1"
G G
G
5/16
5/16
5/165/16
5/165/16
WP
7/16
NOTE:BRANCH MEMBERS BELOW NOTSHOWN FOR CLARITY.
7/16
CJP - ALLAROUND
TYP.
CJP ALLAROUND,TYP. HSSTO PLATE
1/2" PL
7/167/16
TYP.
WP
T1 TOP CHORD
T2 TOP CHORD
T3 TOP CHORD
T2 TOP CHORD
T2 TO T1AND T3
3/83/8
WP
3/8
WP
HSS 6x4
HSS 12x12HSS 12x12
HSS 6x4
7/16
1/2" P TYP.L,
TYP.
WP
HSS 4x4x3/8
HSS 4x4x3/8
HSS
5x3
x1/4
HSS
5x3
x1/4
GRID
8' - 5"
1' -
11 1
/4"
1' -
11 1
/4"
1/4TYP.
3" 3"
6"
1/4
3/16TYP.
4"
P 1/4x6x0'-6" w/(4) 1/2" DIA. x 7"HEADED STUDS
L
CONCRETE SLAB
CONCRETE SLABP 1/4x6x0'-6" w/ (4) 1/2" DIA. x 7"HEADED STUDSL
L8x4x7/16 (LLV)
1' -
8 1
/2"
10'-1
1/2
"
4' - 2" 4' - 3"
TYP.
13'-5 1/2"
6'-8 3/4" 6'-8 3/4"
RE: PLAN
RE: PLAN
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S51016
2 1/
2"3"
1"
(2) L8x4x7/16x 0'-3" LONG (LLV)w/ (2) 3/4" DIA. A325 BOLTSIN 1 1/2" VERT. SLOT
3/16
CP
HSS4x4OUTRIGGER
HSS4x4OUTRIGGER
HSS5x3 COL.
L3x3x1/4
3/16TYP. ANGLE TO HSS
3/16ANGLE TO
OUTRIGGER
ST
A
TE
O F CA L I FOR
NIA
YE
L
R NO. S4594
EXP. 12/31/2010
S ARTTCUR U
L
R
R
RETSIGE
TAP
PDE FIKCI LNI
SSEFO ANOI
RNE
EE
NIG
DOCUMENT WAS AUTHORIZEDTHE SEAL APPEARING ON THIS
BY PATRICK I. FINLEY,S4594 ON 9 JULY 2009
Sheetreferencenumber
Sheet
BU
ILD
ING
Q
UA
LIT
Y S
OLU
TIO
NS
U.S
. AR
MY
EN
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EE
R D
ISTR
ICT,
CO
RP
S O
F E
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INE
ER
SFO
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, TE
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Des
igne
d by
:
Dw
n by
:
Rev
iew
ed b
y:
Sub
mitt
ed b
y:
EN
GIN
EE
R
Dat
e:
Sol
No.
Con
tr N
o.
Rev
.
Plo
t sca
le:
Plo
t dat
e:
File
nam
e:
Con
tr N
o.
DE
SIG
N F
ILE
:
Fort Worth District
US Army Corpsof Engineers
1:1
DA
VID
LU
KE
, PE
of
LAC
KLA
ND
AFB
, TE
XA
S
AIR
ME
N T
RA
ININ
G C
OM
PLE
X -
NO
RTH
CA
MP
US
AIR
ME
N T
RA
ININ
G C
OM
PLE
X 1
(ATC
1)
442
W91
26G
-09
-12-
0105
W91
26G
-09-
C-0
054 Plo
t Dat
e H
ere
9 J
ULY
200
9
1 2 3 4 5
E
D
C
B
A
MP
LS08
3737
R1
DR
AW
ING
NU
MB
ER
: LA
09 -
0001
W91
26G
-09-
C-0
054
LA
IB
LOW
E
FIN
L EY
A-S510175
TRU
SS A
ND
MIS
CEL
LAN
EOU
S D
ETAI
LS
A-S5101DETAIL
0'1'
SCALE: 1 1/2" = 1'-0"
6" 1' 0'1'
SCALE: 1 1/2" = 1'-0"
6" 1'A-S510
3DETAIL0'1'
SCALE: 1 1/2" = 1'-0"
6" 1'A-S510
4DETAIL0'1'
SCALE: 1 1/2" = 1'-0"
6" 1'A-S510
5DETAIL0'1'
SCALE: 1 1/2" = 1'-0"
6" 1'
A-S5106DETAIL
0'1'
SCALE: 1 1/2" = 1'-0"
6" 1' 0' 1' 2'
SCALE: 1" = 1'-0"
1'0'1'
SCALE: 1 1/2" = 1'-0"
6" 1'A-S510
8DETAIL
A-S5102DETAIL
7/167/16
CJP
7/16TYP. @BRANCH
P 3/4x5x0'-5"L
A-S51011GABLE TRUSS PLAN CENTER
0' 1' 2'
SCALE: 1" = 1'-0"
1'
A-S51010DETAIL
7/16
A-S5107DETAIL
A-S5109DETAIL
0' 1' 2'
SCALE: 1" = 1'-0"
1' N.T.S.
A-S51012GABLE TRUSS ELEV TOP CENTER
T3 BOTTOMCHORD
T2 BOTTOMCHORD
T1 HSS12x12x3/8
A-S51015WINDOW FRAME ELEVATION
A-S51016WINDOW FRAME TOP CONN
A-S51014DETAIL
T2 BOTTOMCHORD
T3 BOTTOMCHORD
T2 BOTTOMCHORD
T1 BOTTOMCHORD
7/16TYP.
7/167/16
TYP.
T2 TOP CHORD
T2 TOP CHORD
T3 TOP CHORD
T1 TOP CHORD
7/16TYP.
7/16
7/163 SIDES
A-S51013DETAIL
T1 TOP CHORD
T1 BRANCH
CJPT1 BRANCH
T1 CENTER VERT.
T2 BOTTOMCHORD
T1 BOTTOMCHORD
7/16
7/167/16
TYP.
0' 1' 2'
SCALE: 1" = 1'-0"
1' N.T.S.N.T.S. 0'1' 2'
SCALE: 1/2" = 1'-0"
2'
0'1'
SCALE: 1 1/2" = 1'-0"
6" 1' A-S51017HSS SPLICE
0'1'
SCALE: 3" = 1'-0"
6" 1'
NOTE:COORDINATE w/ ARCH. DWGS.AND WINDOW MANUFACTURER
A-S51018SECTION
0' 1' 2'
SCALE: 1" = 1'-0"
1'
No.
Des
crip
tion
D.O
.No.
Act
ion
Dat
e
32"WRAP TRUSS IN 1"COMPRESSIBLEMATERIAL
FILL POCKET W/NON-SHRINKGROUT
(2) #5 EA. FACE EA.SIDE SIDE OF TRUSSPOCKET
(2) #5 CONTINUOUSRUN BARS CONTINUOUSTHROUGH MCJ
(2) #5 TOP OF WALL, TYP.
T.O. MASONRYEL. = 77'-0"
32"
1"
1/8"
1/8"1"
2"
1/8" 3/4"
2"
P 1"x6"x1'-1 3/4"LL
TYP.
6"
P 2"x10"x2'-4"LTEFLON COATPLATE SURFACES
P TO HSSL
P 1"x7"LONG
2"
1/2"
SPA
CE
1"
1/2"
SPA
CE
1/8"SPACE
P 1/2TYP.L
1/4
TRUSS BOTT CHORD
AT ADDITIONAL PWHERE REQ'D.
L END P 1/2" WHERE OCCURS.WHERE END P EXIST EXTEND POUT INSTEAD OF ADDINGADD'L. 1/2" P
LL L
L1
A-S511
(2) #5 CONT.
TRUSS BOTTOMCHORD
LP 2"x10"x2'-4" w/ (4)7/8" DIA. ON 1 1/2" NON-SHRINKGROUT w/ 36" EMBEDMENTA36 ANCHOR BOLTS
PROVIDE 180 DEGREEHOOK AT VERT. REINF.AT TRUSS
(5) #3 TIESAT 4" O.C.CHIP WEBS JUSTENOUGH FOR TIECLEARANCE
3"5"
1/2" 1/2"
2 1/
8"
3
A-S511
4
A-S511
5
A-S511
AT 8
" O.C
. AT
ANC
HO
R B
OLT
S
PRO
VID
E JO
INT
REI
NF.
C OF TRUSS BEARINGL
OUTLINE OFTRUSS BEARINGPLATE ABOVE
(4) #5 EA. FACE UNDER TRUSSUSE 180 DEGREE HOOK ATTOP OF REINFORCING
ANCHORBOLTS
#5 EA. FACE EA. SIDE OFBEAM POCKET FULL HEIGHTOF WALL. USE 180 DEGREEAT TOP OF REINFORCING
TO R
EIN
F.1
3/4"
CLR
.TO
REI
NF.
1 3/
4" C
LR.
8" O.C. AT ANCHOR BOLTS
PROVIDE JOINT REINF. AT
AA
1"1"
2"2"
P 1/2"L
A-A
2' -
0 1
/2"
#5 E
A. F
ACE
ATTR
USS
PO
CKE
TU
SE 1
80 D
EGR
EE H
OO
KAT
TO
P O
F BA
R
2' - 3"
#5 EA. FACE ATTRUSS POCKET
USE 180 DEGREE HOOKAT TOP OF BAR
FOR INFO NOT SHOWNSEE 1/A-S511 AND 2/A-S511SIM.
(2) #5 EA. FACE EA. SIDEOF TRUSS POCKET. USE180 DEGREE HOOK ATTOP OF BAR
ANCHOR BOLTS
#3 TIES AROUND ANCHORBOLTS PER 2/A-S511
NOTE:PROVIVE CONT. BONDBEAM AT TRUSS BEARING
(6) 5/8" DIA. w/ 36"EMBEDMENT A36ANCHOR BOLTS
FOR INFO NOT SHOWNSEE SECTION 2/A-S511,4/A-S511 AND 5/A-S511
2"5"
3"
3" 5" 2"
2" 1' - 3" 2" 2"
1' -
3"2"
2"
1/2" CLR.
TYP.
4 - 12
1/4
w/ 1/2" LENGTHOF RETURN TOPOF ANGLE
1/43/163/16
3 SIDES
P 1/4" BENT HATP CONTINUOUSLL
L 3x3x5/16x0'-8"ANGLE CLIP EA.SIDE OF BEAM
3/16 4 - 123/16
HSS10x4x3/16
KALWALLPER ARCH.
P 1/4" BENT HAT PLATE
P 5/16 BENT EA.SIDE OF BEAML
TYP.1/2" CLR.
FOR INFO NOT SHOWNSEE SECTION 10/A-S511
3/163 SIDES TYP.
1/4TYP.3"
L
1/2" CLR.
TYP.1/2"
FOR INFO NOT SHOWNSEE SECTION 10/A-S511
METALDECK
BEAM RE:PLAN
KALWALL PANEL PERMANUFACTURER1/4
L3x3x3/8 x CONT.
TYP.
L 3x3x5/16
L 3x3x5/16
BENT P 5/16"L
1/2"1/2" CLR.TYP.
8
FOR INFO NOT SHOWNSEE 10/A-S511 AND11/A-S511
5
T.O. MASONRYEL.= 77'-0"
8"
1/8 1"
TYP. TO TRUSSESAND ATRIUM HSSMEMBERS
BENT P 1/4" CONT.CLOSURE w/ 3/4" DIA.ACHOR BOLTS AT 16" 0.C.AROUND ENTIRE ATRIUMROOF
L 6"
6"
ATTACH DECK TOBENT P RE: PLANL
(2) #5 TOP OFWALL, TYP.
BENT CLOSURE P 16 GA.CONT. AROUND ENTIREATRIUM ROOF
METAL DECKPER PLAN
TRUSS PER PLANNOT SHOWN FORCLARITY
L
1 1/2" GROUT
GRID
T.O. MASONRYEL.= 77'-0"
(2) #5 TOP OFWALL, TYP.
METAL DECKPER PLAN
LIGHT GAUGEROOF TRUSSPER PLAN
6"
FOR INFO. NOT SHOWNSEE SECTION 8/A-S511
HSS PER PLAN
4"
3"
3/16 4"
P 3/4x8x1'-2" w/(2) 3/4" DIA. x 12"ANCHOR BOLT
L
BENT P 3/8" xCONT. w/ 3/4" DIAANCHOR BOLT AT16" O.C.
L4"
6"
MASONRY WALLPER PLAN
2"
2"
TRUSS TO BENT PATTACHMENT PERTRUSS SUPPLIER,CONNECTION SHALLBE DESIGNED FORWIND UPLIFT.
L
FILL POCKET w/NON-SHRINK GROUTT.O.S. EL. =77'-4"
GRID
PROPRIETARY ANCHORAT TRUSS MID SPANPER 19/A-S509
INFILL TRUSSES
PROPRIETARY ANCHORPER 19/A-S509
NOTE:PROVIDE MORE ANCHORS ASREQUIRED BY TRUSS MANUFACTURER
EMBED PLATE ATANCHORS RE: 19/A-S509
= 260 #/FT TOP CHORD WIND LATERALWORKING STRESS LOAD
LIGHT GAUGE TRUSS MANUFACTURER TOPROVIDE CONNECTION AT BOTTOM CHORDPER 19/A-S509 AND 16/A-S511 AS REQUIRED.
GRID GRID GRID GRID GRID
.
1' - 0"
P 1/4 x 6" x1'-0"EA SIDE OF BEAML
1/2"
3/163 SIDES
1"
1 7/8"
2 1/
8"
7/8" 1"
ST
A
TE
O F CA L I FOR
NIA
YE
L
R NO. S4594
EXP. 12/31/2010
S ARTTCUR U
L
R
R
RETSIGE
TAP
PDE FIKCI LNI
SSEFO ANOI
RNE
EE
NIG
DOCUMENT WAS AUTHORIZEDTHE SEAL APPEARING ON THIS
BY PATRICK I. FINLEY,S4594 ON 9 JULY 2009
Sheetreferencenumber
Sheet
BU
ILD
ING
Q
UA
LIT
Y S
OLU
TIO
NS
U.S
. AR
MY
EN
GIN
EE
R D
ISTR
ICT,
CO
RP
S O
F E
NG
INE
ER
SFO
RT
WO
RTH
, TE
XA
S
Des
igne
d by
:
Dw
n by
:
Rev
iew
ed b
y:
Sub
mitt
ed b
y:
EN
GIN
EE
R
Dat
e:
Sol
No.
Con
tr N
o.
Rev
.
Plo
t sca
le:
Plo
t dat
e:
File
nam
e:
Con
tr N
o.
DE
SIG
N F
ILE
:
Fort Worth District
US Army Corpsof Engineers
1:1
DA
VID
LU
KE
, PE
of
LAC
KLA
ND
AFB
, TE
XA
S
AIR
ME
N T
RA
ININ
G C
OM
PLE
X -
NO
RTH
CA
MP
US
AIR
ME
N T
RA
ININ
G C
OM
PLE
X 1
(ATC
1)
442
W91
26G
-09
-12-
0105
W91
26G
-09-
C-0
054 Plo
t Dat
e H
ere
9 J
ULY
200
9
1 2 3 4 5
E
D
C
B
A
MP
LS08
3737
R1
DR
AW
ING
NU
MB
ER
: LA
09 -
0001
W91
26G
-09-
C-0
054
LA
IB
LOW
E
FIN
L EY
A-S511176
HIG
H R
OO
F D
ETAI
LS
A-S5111TRUSS POCKET
0'1'
SCALE: 3/4" = 1'-0"
6" 1' A-S5112TRUSS TO CMU WALL
0' 1' 2'
SCALE: 1" = 1'-0"
1' A-S5113TRUSS BEARING REINF
0' 1' 2'
SCALE: 1" = 1'-0"
1' A-S5114SLIP CONNECTION
0'1'
SCALE: 1 1/2" = 1'-0"
6" 1' A-S5115SLIP CONNECTION
0'1'
SCALE: 1 1/2" = 1'-0"
6" 1'
A-S5117HIP TRUSS BEARING REINF
A-S5116HIP TRUSS BEARING PLATE
A-S51110RIDGE CONNECTION
0' 1' 2'
SCALE: 1" = 1'-0"
1'0'1'
SCALE: 1 1/2" = 1'-0"
6" 1' 0'1'
SCALE: 1 1/2" = 1'-0"
6" 1'
A-S51111HIP CONNECTION
A-S51112ANGLE CLIP CONNECTION
0'1'
SCALE: 1 1/2" = 1'-0"
6" 1' A-S51113SKYLIGHT SUPPORT
A-S51114CONNECTION AT INTERSECTION
0'1'
SCALE: 1 1/2" = 1'-0"
6" 1' 0'1'
SCALE: 1 1/2" = 1'-0"
6" 1' 0'1'
SCALE: 1 1/2" = 1'-0"
6" 1'
A-S5118CLOSURE PLATE
A-S5119BEARING CONNECTION
0' 1' 2'
SCALE: 1" = 1'-0"
1' 0'1'
SCALE: 3/4" = 1'-0"
6" 1'
A-S51116TRUSS ANCHORS
0'1'
SCALE: 3/4" = 1'-0"
6" 1' A-S51118DRAG TRUSS
0'4' 8'
SCALE: 1/8" = 1'-0"
8'
A-S51115HSS TO TOP OF HSS
0'1'
SCALE: 1 1/2" = 1'-0"
6" 1'
A-S51120HSS BEAM SPLICE
0'1'
SCALE: 1 1/2" = 1'-0"
6" 1'
No.
Des
crip
tion
D.O
.No.
Act
ion
Dat
e
1 1/2" CLRTYP
HSS 3x3x3/16 COLUMNRE: PLAN
BEAMRE: PLAN
CAP L 3/4x6x0'-9"w/ (4) 3/4" DIA. A325BOLTS
P
T.O.S. EL. =9'-9"
STIFFENERPL
3/16
3"
5"
6" M
IN
1 1/
2"TY
P
1/2"
2"
2"
1 1/
2"TY
P
L 1/2"x12"x1'-0"w/ (4) 1/2" DIA. HEADED STUDSP
W10x22 BEAMRE: PLAN
SHEAR TAB L 5/16"w/ (2) 3/4" DIA. A325 BOLTSIN SHORT SLOTTED HOLESPRECAST PANEL
P
3/163/16
T.O.S. EL.=9'-9"
3"
1/2"
2"
1 1/2"
1" MINCLR
1 3/8"
2" W10x22 BEAM (TYP)
HSS 3x3x3/16 COLUMNRE: PLAN
3/163/16
3 SIDES
L 1/4" EA SIDE OF BEAMw/ (2) 3/4" DIA. A325 BOLTSP
CAP L 3/4x6x0'-9"w/ (4) 3/4" DIA. A325 BOLTS
P
3/16
6" M
IN
2 1/2"
3"
L5x3x3/8 CONTINUOUSANGLE w/ 3/4" DIA.ANCHOR BOLTS AT 24" O.C.
2" DIA. PIPE
ELECTRIC YARD COVERPER CONTRACTOR
PRECAST CANTILEVEREDWALL
T.O.S.EL.= 9'-9"
TOP OF PARAPET77' - 4"
HSS10X5X3/16HSS10X5X3/16
HSS5X5X1/4HSS5X5X1/4
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S5124
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S5123
16
A-S512
5' -
1 1/
4"
8' -
5 1/
2"
77' - 0"T.O.M.
HSS RE:ELEVATION
HSS5X5 POST
P 1/2"x6 1/2"x1'-0"L
.
C POSTL
3/8.
BENT P 1/8"x3 1/2"x3 1/2"x CONT.
L
3/8
.
12
4 1/2
NOTE:INTERSECTING BEAMSNOT SHOWN FOR CLARITY
CP 1' - 5"
HSS10X3 RE: PLAN
HSS10X5 RE: ELEVATION
HSS10X3 RE: PLAN
BENT RIDGE PL
3/16
3/16TYP..
DECK RE: PLAN
1/4" BENT PLWELD DECKTO BENT PL
BEAM RE: PLAN
3/16 2-6
3/16 2-6 BENT P TOBM.
.
124 1/2
124 1/2
L50 CLIPOR EQUAL
16 GA BENT P BETWEENJOIST w/ #10 SMS SCREWSAT 12" O.C. (PLATE TO HSS)
L
DORMER JOISTRE: PLAN
600T125-43 TOP TRACKw/ (2) #10 TEK SCREWSAT EA. STUD
GYP. BOARD EA. SIDE OFWALL STUDS PER ARCH.
ROOF DECKRE: PLAN
FULL DEPTH JOISTSTIFFENER PER 19/A-S606
ATTACH DECKPER 1\A-S509
600T125-43 CONT. RIM TRACKw/ (2) #10 TEK SCREWS ATEA. DORMER JOIST
ATTACH BENT P TOHSS w/ (2) #10 SMS
L
MST12 AT JOISTTO HSS
(2) #10 SCREWS TRACKTO HSS AT EA. STUD
600S162-43 STUDSAT 24" O.C.
GYP. BOARD EA. SIDEOF STUDS PER ARCH.
600T125-43 CONT.TRACK w/ (2) #10SMS TO EA. STUD
ANGLE TOHSS
.
1/4 3-12ANGLE TOHSS
.
1/8" BENT P w/ (4) #10 TEKSMS AT EA. STUD AND (4)#10 TEK SMS P TO HSS
L
L
L3X3X3/8 CONT. ANGLE
HSS BM. RE: PLAN
L50 CLIP OR EQUAL
1/8P TO JOIST AND HSSBM.
.
L
DECK RE: PLAN
BENT P 1/4"CONT.
L
2 1/2"1 1/
2"
3/16 12".
1/4.
TOP OF PARAPET77' - 4"
MASONRY RE: PLAN
.
1/4
NOTE:SEE 9/A-S511 FORINFO NOT NOTED
6"
9"
3" 1 1/2"
1 1/
2"1
1/2"
T.O.S. EL. =9'-9"
POST RE: PLAN
L3x3x1/4 BRACE ATEA. VERT. POST
FOR INFO NOTSHOWN SEE 17/A-S512
2
1
HSS3x3
L2 1/2x2 1/2x3/8x0'-4" ATBOLTS REQ'D. FORCEILING HUNG TOILETPARTITIONS FIELD LOCATE
3/16
9'-2" ABOVEFINISH FLOORALL LEVELS
CEILING PER ARCH.
STEEL SPACERAS REQ'D.
18
A-S512
9'-2 1/2" ABOVEFINISH FLOORALL LEVELS
19
A-S512
NOTE:FIELD VERIFY TOILET PARTITIONLOCATION, IF FIELD CONDITIONSVARY CONTACT CONTRACTINGOFFICER
POST RE: PLAN
21
P 1/2"x8"x0'-8" w/ (4) 1/2"DIA.x4" HEADED STUDSTYP. AT ALL POST
TYP.1"
TYP.1"
HSS3x3x1/4PARTITIONSUPPORT BM.
P 1/4x3"x0'-6"L
L
HSS3x3x1/4 SPACED AT8'-0" O.C. MAX. ALONGPARTITION SUPPORTBM.
3/16TYP.
L3x3x1/4
3/16TYP.
TYP. ATEA. POST
HSS10x4RE: PLAN
HSS10x4 RE: PLAN
HIP TRUSS RE: PLAN
TYP.
ST
A
TE
O F CA L I FOR
NIA
YE
L
R NO. S4594
EXP. 12/31/2010
S ARTTCUR U
L
R
R
RETSIGE
TAP
PDE FIKCI LNI
SSEFO ANOI
RNE
EE
NIG
DOCUMENT WAS AUTHORIZEDTHE SEAL APPEARING ON THIS
BY PATRICK I. FINLEY,S4594 ON 9 JULY 2009
Sheetreferencenumber
Sheet
BU
ILD
ING
Q
UA
LIT
Y S
OLU
TIO
NS
U.S
. AR
MY
EN
GIN
EE
R D
ISTR
ICT,
CO
RP
S O
F E
NG
INE
ER
SFO
RT
WO
RTH
, TE
XA
S
Des
igne
d by
:
Dw
n by
:
Rev
iew
ed b
y:
Sub
mitt
ed b
y:
EN
GIN
EE
R
Dat
e:
Sol
No.
Con
tr N
o.
Rev
.
Plo
t sca
le:
Plo
t dat
e:
File
nam
e:
Con
tr N
o.
DE
SIG
N F
ILE
:
Fort Worth District
US Army Corpsof Engineers
1:1
DA
VID
LU
KE
, PE
of
LAC
KLA
ND
AFB
, TE
XA
S
AIR
ME
N T
RA
ININ
G C
OM
PLE
X -
NO
RTH
CA
MP
US
AIR
ME
N T
RA
ININ
G C
OM
PLE
X 1
(ATC
1)
442
W91
26G
-09
-12-
0105
W91
26G
-09-
C-0
054 Plo
t Dat
e H
ere
9 J
ULY
200
9
1 2 3 4 5
E
D
C
B
A
MP
LS08
3737
R1
DR
AW
ING
NU
MB
ER
: LA
09 -
0001
W91
26G
-09-
C-0
054
LA
IB
LOW
E
FIN
L EY
A-S512177
FRAM
ING
DET
AILS
A-S5121FRAME ELEVATION
A-S5123SECTION
A-S5124SECTION
A-S5125SECTION
A-S5128SECTION
A-S5129SECTION
A-S51210SECTION
A-S51211DORMER VALLY BEAM
A-S5126DORMER RIDGE TO TRUSS
A-S5127VALLEY BEAM CONNECTION
A-S51216DORMER POST TO BEAM
A-S51212DETAIL
A-S51213DETAIL
A-S51214DETAIL
A-S51215DETAIL
0'1'
SCALE: 1 1/2" = 1'-0"
6" 1' 0'1'
SCALE: 1 1/2" = 1'-0"
6" 1' 0'1'
SCALE: 1 1/2" = 1'-0"
6" 1' 0'1'
SCALE: 1 1/2" = 1'-0"
6" 1'
0'2' 4'
SCALE: 1/4" = 1'-0"
4' 0'1'
SCALE: 1 1/2" = 1'-0"
6" 1' 0'1'
SCALE: 1 1/2" = 1'-0"
6" 1' 0' 1' 2'
SCALE: 1" = 1'-0"
1'
0'1'
SCALE: 1 1/2" = 1'-0"
6" 1' 0'1'
SCALE: 1 1/2" = 1'-0"
6" 1' 0' 1' 2'
SCALE: 1" = 1'-0"
1' 0' 1' 2'
SCALE: 1" = 1'-0"
1' 0' 1' 2'
SCALE: 1" = 1'-0"
1'
0'1'
SCALE: 1 1/2" = 1'-0"
6" 1'
0' 1' 2'
SCALE: 1" = 1'-0"
1' SCALE: N.T.S. A-S51219HANGING TOILET PARTITION SUPPORT
SCALE: N.T.S. A-S51218HANGING TOILET PARTITION SUPPORT
SCALE: N.T.S. A-S51217HANGING TOILET PARTITION SUPPORT
A-S51220SECTION
0' 1' 2'
SCALE: 1" = 1'-0"
1'
No.
Des
crip
tion
D.O
.No.
Act
ion
Dat
e
1/43 SIDES
L3X3X3/8x0'-4" CLIPEA.SIDE OF STRINGER
1/4
1/2" WELDRETURN TOPOF CLIP
FOR INFO NOT SHOWNSEE 2/A-S513
1/4
1/4
L4X4X3/8x0'-5"
1/4TYP. P TOSTRINGER
STRINGER RE: PLAN
L
1/4
P 5/8"x3" WIDEL
STAIR TREAD PER ARCH.
L5X3X3/8 LLVx6" ANGLE AT EASTRINGER w/ (2) 3/8" DIA. HILTIKWIK BOLT TZ OR EQUAL w/ 6"GA. AND 2" EMBED
CONCRETE WALL RE: PLAN
CLR.1/2"
3"
L5X3X3/8 LLV CONTINUOUSANGLE w/ 3/8" DIA. HILTI KWIKBOLT TZ AT 24" O.C., EMBED 2"
PER PLAN
L3X3X3/8x1'-6" w/ 1/2x5x0'-6"EMBED PL w/ (2) 5/8" DIA. HASAT ANGLE w/ 3 1/2"EMBEDMENT EA. SIDE OFBEAM
BM RE: PLAN
1/4
2" WELDRETURN TOPOF ANGLE
PER PLAN
5"4"
1 1/
2"
6"
BM RE: PLAN
BM. RE: PLAN
BENT BM
CLIP PER 1/A-S513
MECH PENTHOUSEFLOOR57' - 0"
LIGHT GUAGE TRUSSESRE: PLAN COORDINATETRUSSES AT PENTHOUSESTAIRS AND MECHANICALDUCT AND PIPING
STUD PARTITIONWALL PER ARCH.
GRID GRID
MECH PENTHOUSEFLOOR57' - 0"
STUD WALLRE: PLAN
HSS12x6x3/8
LIGHT GUAGETRUSSES RE: PLAN
MSTI36 HSS TOTOP TRACK
HSS5x5 POSTRE: PLAN
PROVIDE (1) MSTI36STRAP TRUSS TO HSSBM. PER 12/A-S509 SIM.
STUD INFILL BLOCKINGPANEL TO MATCH STUDWALL FRAMING RE: PLAN
6' - 10 3/8" 10' - 0"
GRID
2' - 10"
B.O. HEADEREL. =66'-0"
T.O.S.EL. =71'-0"
HSS5x5x3/16HANGER
LIGHT GUAGEHEADERPER11/A-S606
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S5139
TYP.
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S51310
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S51311
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S51312
5"
3/16
P 3/4"x8"x0'-8" EMBED w/(4) 1/2"ø HEADED STUDS
5"
P 3/4"x8"x0'-8"
L
L
3/16
COL. RE: PLAN
P 1/2"x5 1/2"x0'-6"L
COL. RE: PLANLIGHT GAUGE HEADERRE: 11/A-S606
L50 CLIP TOP ANDBOT. OR EQ.
L50 CLIP TOPAND BOT. OR EQ.
LIGHT GAUGEHEADER RE: 11/A-S606
HSS5x5 HANGER
MECH PENTHOUSEFLOOR57' - 0"
__ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ __ _ __ __ __ _
A-S51312
14
A-S513
HSS5x5x3/16HANGER
LIGHT GAUGE HEADERPER 11/A-S606
6" STUDS AT2'-0"O.C.
GRID
JAMB STUDS PERSHEET A-S606
B.O. HEADEREL. =66'-0"
15
A-S513
HSS12x6
ATTACH DECKRE: PLAN
#12 SMSAT 6' O.C.
P 16 GA. xCONTINUOUSL
3"
3"
HSS RE: PLAN
STUD BLOCKING
S1MST27 STRAP TO HSSAND SUD BLOCKING
MECH PENTHOUSEFLOOR57' - 0"
HSS4x4x1/4
CP
3"
17
A-S513
LIGHT GUAGETRUSS BEYOND
GRID
GRID
6"
TYP .
1 1/
2"
LIGHT GAUGE TRUSSDASHED FOR CLARITY
1' - 7"TYP.1 1/2"
TYP.
1 1/
2"
P 1/2"x10"x1'-3" w/ (6)1/2"øx6" HEADED STUDSL
P 1/2"x3"x0'-8" w/(2) 1/2"øx4"HEADED STUDS
L
6"
3"
L3x3x1/4x0'-5" w/ (2) 1/2"DIA. ANCHOR BOLTS ATEA. STRINGER
3/16
ST
A
TE
O F CA L I FOR
NIA
YE
L
R NO. S4594
EXP. 12/31/2010
S ARTTCUR U
L
R
R
RETSIGE
TAP
PDE FIKCI LNI
SSEFO ANOI
RNE
EE
NIG
DOCUMENT WAS AUTHORIZEDTHE SEAL APPEARING ON THIS
BY PATRICK I. FINLEY,S4594 ON 9 JULY 2009
Sheetreferencenumber
Sheet
BU
ILD
ING
Q
UA
LIT
Y S
OLU
TIO
NS
U.S
. AR
MY
EN
GIN
EE
R D
ISTR
ICT,
CO
RP
S O
F E
NG
INE
ER
SFO
RT
WO
RTH
, TE
XA
S
Des
igne
d by
:
Dw
n by
:
Rev
iew
ed b
y:
Sub
mitt
ed b
y:
EN
GIN
EE
R
Dat
e:
Sol
No.
Con
tr N
o.
Rev
.
Plo
t sca
le:
Plo
t dat
e:
File
nam
e:
Con
tr N
o.
DE
SIG
N F
ILE
:
Fort Worth District
US Army Corpsof Engineers
1:1
DA
VID
LU
KE
, PE
of
LAC
KLA
ND
AFB
, TE
XA
S
AIR
ME
N T
RA
ININ
G C
OM
PLE
X -
NO
RTH
CA
MP
US
AIR
ME
N T
RA
ININ
G C
OM
PLE
X 1
(ATC
1)
442
W91
26G
-09
-12-
0105
W91
26G
-09-
C-0
054 Plo
t Dat
e H
ere
9 J
ULY
200
9
1 2 3 4 5
E
D
C
B
A
MP
LS08
3737
R1
DR
AW
ING
NU
MB
ER
: LA
09 -
0001
W91
26G
-09-
C-0
054
Che
cker
Aut
hor
Des
igne
r
A-S513178
FRAM
ING
DET
AILS
A-S5131STAIR CONNECTION
0' 1' 2'
SCALE: 1" = 1'-0"
1' A-S5132STAIR CONNECTION
0' 1' 2'
SCALE: 1" = 1'-0"
1' A-S5133STRINGER AT WALL
0'1'
SCALE: 1 1/2" = 1'-0"
6" 1' A-S5134LANDING TO WALL
0'1'
SCALE: 1 1/2" = 1'-0"
6" 1' A-S5135BEAM SUPPORT EMBED
0'1'
SCALE: 1 1/2" = 1'-0"
6" 1'
A-S5136BENT BEAM
0'1'
SCALE: 1 1/2" = 1'-0"
6" 1' A-S5137LIGHT GAUGE TRUSSES AT STAIR
A-S5138SECTION
0'2' 4'
SCALE: 1/4" = 1'-0"
4' 0'2' 4'
SCALE: 1/4" = 1'-0"
4' A-S5139SECTION
0'1'
SCALE: 1 1/2" = 1'-0"
6" 1'
A-S51310SECTION
0'1'
SCALE: 1 1/2" = 1'-0"
6" 1' A-S51311SECTION
0'1'
SCALE: 1 1/2" = 1'-0"
6" 1' A-S51312SECTION
0'1'
SCALE: 1 1/2" = 1'-0"
6" 1' A-S51313SECTION
0'2' 4'
SCALE: 1/4" = 1'-0"
4' A-S51314SECTION
0'1'
SCALE: 1 1/2" = 1'-0"
6" 1'
A-S51315SECTION
0'1'
SCALE: 1 1/2" = 1'-0"
6" 1' A-S51316SECTION
0' 1' 2'
SCALE: 1" = 1'-0"
1' A-S51317SECTION
0' 1' 2'
SCALE: 1" = 1'-0"
1' A-S51318SECTION
0'1'
SCALE: 1 1/2" = 1'-0"
6" 1'
No.
Des
crip
tion
D.O
.No.
Act
ion
Dat
e
MECH./ROOF LEVELH = 57'
4TH FLOORH = 43'
3RD FLOORH = 29'
2ND FLOORH = 15'
60'
50'
40'
30'
25'
20'
15'
POSITIVE PRESSURENEGATIVE PRESSURE
ELEVATION
0-15'
15'-20'
20'-25'
25'-30'
30'-40'
40'-50'
50'-60'
AREA (SQUARE FEET)
20' ≤= 50'= 100'20' ≤= 50'= 100'20' ≤= 50'= 100'20' ≤= 50'= 100'20' ≤= 50'= 100'20' ≤= 50'= 100'L20' ≤= 50'= 100'
ZONE 4 & 5 POSITIVEPRESSURE (PSF)
2018.317.420.919.118.221.719.818.822.420.419.423.521.420.324.422.221.125.122.821.7
ZONE 4 NEGATIVEPRESSURE (PSF)
-27.1-25.9-24.6-27.1-25.9-24.6-27.1-25.9-24.6-27.1-25.9-24.6-27.1-25.9-24.6
ZONE 5 NEGATIVEPRESSURE (PSF)
-49.8-44.2-39.7-49.8-44.2-39.7-49.8-44.2-39.7-49.8-44.2-39.7-49.8-44.2-39.7
COMPONENTS & CLADDING WIND PRESSURES
-27.1-25.9-24.6
-49.8-44.2-39.7
-27.1-25.9-24.6
-49.8-44.2-39.7
1. ZONE WIDTH a = 34'2. INTERPOLATION IS ALLOWED FOR VALUES SHOWN ON TABLE3. VALUES SHOWN ABOVE CAN BE REDUCED BY 30%%% FOR DEFLECTION CALCULATIONS
NOTES:
WINDOW. COORDIANTE W/ARCH. DRAWINGS FORLOCATION AND SIZE
PRECAST PANEL
WINDOW BLAST PRESSUREPER TABLE
WINDOWDIMENSIONS
1'-8"x5'-0"
2'-8"x4'-8"
2'-8"x5'-4"
ULTIMATELOAD
2849 PSF
1897 PSF
1662 PSF
1.PRESSURES LISTED ABOVE ARE PER UFC 4-010-01 DATEDJAN. 22 2007.
2.PRESSURES LISTED ABOVE ARE APPLIED TO THE WINDOWAREA ONLY WHEN DESIGNING THE PRECAST PANEL FOR BLAST.
3.PRECAST PANEL DESIGN SHALL BE BASED ON THE WORSTCASE LOADING FROM WIND LOADS AND ATFP WINDOW LOAD.
3
3
1
3
3
3 3
3
3
3
3
3
3
33
3
3
1
1
1
1
1 1
2
1
34' -
0"
34' - 0" 34' - 0"
34' -
0"
34' - 0"
TYP. TYP.
TYP.
TYP.
TYP.
4 4
5 5
TYP. ATWALL U.N.O.
TYP. ATWALL U.N.O.
TYP. AT WALLCORNERS
TYP. AT WALLCORNERS
a a
T.O.W. = 10'
PRECAST CANTILEVERED PANEL
q = ±44.4 PSFSERVICELOAD
q = ±44.4 PSFSERVICELOAD
T.O.W. = 16'
PRECAST CANTILEVERED PANEL
STA
T EO F CA L I FORN
IA
YE
L
R NO. S4594EXP. 12/31/2010
S ARTTCUR U
L
R
R
RETSIGE
TAP
PDE FIKCI LNI
SSEFO ANOI
RNE
EENI
G
DOCUMENT WAS AUTHORIZEDTHE SEAL APPEARING ON THIS
BY PATRICK I. FINLEY,S4594 ON 9 JULY 2009
Sheetreferencenumber
Sheet
BU
ILD
ING
Q
UA
LIT
Y S
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TIO
NS
U.S.
ARM
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DIST
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ENG
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ORT
H, T
EXAS
Desig
ned
by:
Dwn
by:
Revie
wed
by:
Subm
itted
by:
ENG
INEE
R
Date
:
Sol N
o.
Cont
r No.
Rev.
Plot
sca
le:
Plot
dat
e:
File
nam
e:
Cont
r No.
DESI
GN
FILE
:
Fort Worth District
US Army Corpsof Engineers
1:1
DAVI
D LU
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E
of
LACK
LAND
AFB
, TEX
ASAI
RMEN
TRA
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PUS
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EX 1
(ATC
1)
442
W91
26G
-09-
12-0
105
W91
26G
-09-
C-0
054 Plot
Dat
e He
re
9 JU
LY 2
009
1 2 3 4 5
E
D
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A
MPL
S083
737R
1
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W91
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54
VO
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FIN
L EY
A-S601179
WIN
D LO
AD D
IAGR
AM
SCALE: N.T.S. A-S60111ROOF WIND LOAD DIAGRAM
COMPONENTS AND CLADDING SERVICE WIND PRESSUREAREAS < = 10 SQ. FT. AREAS > = 100 SQ. FT.
ZONE DOWNWARD NET UPLIFT1 17.1 PSF -27.1 PSF
2 17.1 PSF -47.2 PSF
3 17.1 PSF -70.0 PSF
DOWNWARD NET UPLIFT12.1 PSF -24.6 PSF
12.1 PSF -34.7 PSF
12.1 PSF -54.8 PSF
1. UPLIFT PRESSURES ARE NET PRESSURES.
2. 1/3 INCREASE IN ALLOWABLE STRESS IS NOT PERMITTED
3. ZONE WIDTH a = 34 FT.
N
PLANNORTH
N
SITENORTH
SITE NORTH IS ROTATED90 DEGREES CLOCKWISEON THIS SHEET FROM THENORTH ARROW ON CIVILPLANS
SCALE: N.T.S. A-S60116EXTERIOR CLADDING WIND LOAD ELEC YARD
SCALE: N.T.S. A-S60117EXTERIOR CLADDING WIND LOAD MECH YARD
SCALE: N.T.S. A-S60115EXTERIOR CLADDING SERVICE WIND PRESSURES
SCALE: N.T.S. A-S60120WINDOW BLAST PRESSURE DIAG
No.
Des
crip
tion
D.O
.No.
Actio
nD
ate
(4) #
9
(4) #
9
(4) #
9
(4) #
9
(4) #
9
(4) #
9
(4) #
9
(4) #
9
(6) #
9
(6) #
9
(6) #
9
(6) #
9
(8) #
9
(8) #
9
(8) #
9
(8) #
9
(12)
#9
(8) #
9
(8) #
9
(8) #
9
(8) #
9
(8) #
9
(8) #
9
(8) #
9
(10)
#9
(10)
#9
(10)
#9
(10)
#9
FOURTH FLOOR
MECH PENTHOUSEFLOOR
EL. = 43'-0"
FLOOR
COLUMNLOCATION
EL. = 57'-0"
THIRD FLOOR EL. = 29'-0"
SECOND FLOOR EL. = 15'-0"
GROUND FLOOR EL. = 0'-0"
COLUMN SIZE
COLUMN TYPE
TIES
f 'c (psi)
COLUMN SIZE
COLUMN TYPE
TIES
f 'c (psi)
COLUMN SIZE
COLUMN TYPE
TIES
f 'c (psi)
COLUMN SIZE
COLUMN TYPE
TIES
f 'c (psi)
20 x 20
P1
#3 AT 18"
5000
20 x 20
P1
#3 AT 12"
5000
20 x 20
P1
#3 AT 18"
5000
20 x 20
P1
#3 AT 18"
5000
20 x 20
P1
#3 AT 18"
5000
20 x 20
P1
#3 AT 12"
5000
20 x 20
P1
#3 AT 18"
5000
20 x 20
P1
#3 AT 18"
5000
C3, C4, C5, C6, C7, C8,C9, C10, C11, D3, D4,D10, D11, F1, F2, F3,
F11, F12, F13, G1, G2,G12, G13, H1, H2, H12,H13, J1, J2, J12, J13,K1, K2, K3, K11, K12,
K13, M3, M4, M10, M11,N3, N4, N5, N6, N7, N8,
N9, N10, N11
D5, D7, D9, E4,E10, G3, G11, H3,H11, J3, J11, L4,L10, M5, M7, M9
20 x 20
P4
#3 AT 18"
5000
20 x 20
P4
#3 AT 18"
5000
20 x 20
P4
#3 AT 18"
5000
20 x 20
P4
#3 AT 18"
5000
B6, B7, B8, D6, D8,G5, G9, J5, J9, M6,
M8, P6, P7, P8
20 x 20
P2
#3 AT 18"
5000
20 x 20
P2
#3 AT 12"
5000
20 x 20
P2
#3 AT 18"
5000
20 x 20
P2
#3 AT 18"
5000
F4, F10, H5, H9, K4, K10
20 x 20
P2
#3 AT 18"
5000
20 x 20
P2
#3 AT 18"
5000
20 x 20
P2
#3 AT 18"
5000
20 x 20
P3
#3 AT 18"
5000
24 x 24
Q1
#3 AT 18"
5000
G4, G10, J4, J10
24 x 24
Q1
#3 AT 18"
5000
20 x 20
Q1
#3 AT 18"
5000
20 x 20
Q1
#3 AT 18"
5000
H4, H10
24 x 24
Q2
#3 AT 18"
5000
20 x 20
P5
#3 AT 18"
5000
20 x 20
P5
#3 AT 18"
5000
24 x 24
Q2
#3 AT 18"
5000
A5, A6, A7, A8, A9, B5,B9, E3, E11, F5, F9,K5, K9, L3, L11, P5,P9, Q5, Q6, Q7, Q8,
Q9
NOTES:1. ALL LAP SPLICES SHALL BE TENSION LAP
SPLICES PER NOTE #3 IN DETAIL 2/A-S501
2. FOR COLUMN TYPE SEE SHEET A-S503
(12)
#9
(12)
#9
(12)
#9
(12)
#9
E5, E6, E7, E8, E9, L5,L6, L7, L8
20 x 20
P3
#3 AT 18"
5000
20 x 20
P3
#3 AT 18"
5000
20 x 20
P3
#3 AT 18"
5000
24 x 24
Q3
#3 AT 18"
5000
MARK VERTICAL REINFORCING
SHEAR WALL SCHEDULE
I
II
III
IV
V
VII
#4 AT 10" OCCENTERED IN WALL
HORIZONTAL REINFORCING DETAIL
13/A-S503
15/A-S503
14/A-S503
#4 AT 10" OCCENTERED IN WALL
#5 AT 5" OC CENTEREDIN WALL
#4 AT 10" OCCENTERED IN WALL
#5 AT 10" OCCENTERED IN WALL
#4 AT 10" OCCENTERED IN WALL
(4) #5 BARSFULL HEIGHT OF WALL
#3 TIES AT 10" OC
(6) #5 BARSFULL HEIGHT OF WALL
#3 TIES AT 10" OC
(8) #5 BARSFULL HEIGHT OF WALL
#3 TIES AT 10" OC w/#3 HAIRPINS AT 10" OC
-
-
-
NOTES
1. FOR TYPICAL FRAMING AROUNDOPENINGS SEE 13/A-S501
PIER ELEVATION VARIESSEE PLAN
GROUND FLOOR
PILASTERLOCATION
EL. = 0'-0"
PILASTER SIZE
PILASTER TYPE
f 'c (psi)
24 x 24
W1
#3 AT 12
4000 psi
DOWELS PIERTO PILASTER (6)#9 BARS
A5, A9, C3, C11, F1,F13, K1, K13, N3,
N11, Q5, Q9
D11, E11, L3, M3 C5, C9, F3, F5, F11,K3, K11, N5, N9
D10, E10, L4, M4A6, A7, A8, B5, B9,C4, C10, D3, E3, F2,F12, G1, G13, H1,
H13, J1, J13, K2, K12,L11, M11 N4, N10, P5,
P9, Q6, Q7, Q8
TIES
(8) #
9
24 x 24
W2
#3 AT 12
4000 psi
DOWELS PIERTO PILASTER (6)#9 BARS
(8) #
9
24 x 24
W3
#3 AT 12
4000 psi
DOWELS PIERTO PILASTER (6)#9 BARS
(12)
#9
24 x 24
W4
#3 AT 12
4000 psi
DOWELS PIERTO PILASTER (6)#9 BARS
(8) #
9
24 x 24
W5
#3 AT 12
4000 psi
DOWELS PIERTO PILASTER (6)#9 BARS
(12)
#9
NOTES:FOR PILSTER TYPES SEE SHEET A-S503
ST
A
TE
O F CA L I FOR
NIA
YE
L
R NO. S4594
EXP. 12/31/2010
S ARTTCUR U
L
R
R
RETSIGE
TAP
PDE FIKCI LNI
SSEFO ANOI
RNE
EE
NIG
DOCUMENT WAS AUTHORIZEDTHE SEAL APPEARING ON THIS
BY PATRICK I. FINLEY,S4594 ON 9 JULY 2009
Sheetreferencenumber
Sheet
BU
ILD
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UA
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, TE
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Sol
No.
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tr N
o.
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.
Plo
t sca
le:
Plo
t dat
e:
File
nam
e:
Con
tr N
o.
DE
SIG
N F
ILE
:
Fort Worth District
US Army Corpsof Engineers
1:1
DA
VID
LU
KE
, PE
of
LAC
KLA
ND
AFB
, TE
XA
S
AIR
ME
N T
RA
ININ
G C
OM
PLE
X -
NO
RTH
CA
MP
US
AIR
ME
N T
RA
ININ
G C
OM
PLE
X 1
(ATC
1)
442
W91
26G
-09
-12-
0105
W91
26G
-09-
C-0
054 Plo
t Dat
e H
ere
9 J
ULY
200
9
1 2 3 4 5
E
D
C
B
A
MP
LS08
3737
R1
DR
AW
ING
NU
MB
ER
: LA
09 -
0001
W91
26G
-09-
C-0
054
LA
IB
LOW
E
FIN
L EY
A-S603180
CO
NC
RET
E C
OLU
MN
/ SH
EAR
WAL
L SC
HED
ULE
S
A-S6036CONCRETE COLUMN SCHEDULE
A-S6032SHEAR WALL SCHEDULE
A-S60316PILASTER SCHEDULE
No.
Des
crip
tion
D.O
.No.
Act
ion
Dat
e
PT-CONCRETE BEAM SCHEDULEPT-CONCRETE BEAM SCHEDULE PT-CONCRETE BEAM SCHEDULEREMARKSCONCRETE
WMARK
B1
D
STIRRUPS
SIZE SPACING (TYPE)
BAR DIAGRAM
FACE OF SUPPORT
REMARKSCONCRETE
WMARK D
STIRRUPS
SIZE SPACING (TYPE)
BAR DIAGRAM
FACE OF SUPPORT
20 24 # 4
B2 20 24 # 4
B3 20 20 # 4
B4 20 20 # 4
B5 20 20 # 4
B6 20 20 # 4
B7 20 24 # 4
B8 20 24 # 4
B9 20 24 # 4
B10 20 28 # 4
B11 20 28 # 4
B12 20 25 # 4
B13 20 20 # 4
B2
B2B1
B4
B4B3
B6
B7B5
B8B6
B9B7
B9B8
B11
B12B10
B12B11
B14
20 20 # 4
22 24 # 4
22 24 # 4
22 24 # 4
20 24 # 4
20 24 # 4
20 24 # 4
20 24 # 4
20 24 # 4
20 24 # 4
20 32 # 4
20 32 # 4
20 21 # 4
B13
B16
B17B15
B17B16
B19B18
B21B20
B23B22
B24B22
B25B23
B14
B15
B16
B17
B18
B19
B20
B21
B22
B23
B24
B25
B26
B27B26
11 #4 AT 9" - END#4 AT 14" - REMAINDER
#4 AT 8" - FULL SPAN
5 #4 AT 5" - END#4 AT 14" - REMAINDER
5 #4 AT 5" - END#4 AT 14" - REMAINDER
4 #4 AT 8" - END#4 AT 15" - REMAINDER
12 #4 AT 8" - END#4 AT 15" - REMAINDER
#4 AT 6" - FULL SPAN
10 #4 AT 4" - END9 #4 AT 9"#4 AT 14" - REMAINDER
#4 AT 5" - FULL SPAN
19 #4 AT 6" - END#4 AT 10" - REMAINDER
6 #4 AT 6" - END#4 AT 9" - REMAINDER
20 #4 AT 8" - END#4 AT 15" - REMAINDER
USE 3 LEGS
USE 3 LEGS
USE 3 LEGS
7 #4 AT 4" - END#4 AT 8" - REMAINDER
9 #4 AT 4" - END#4 AT 9" - REMAINDER
9 #4 AT 4" - END3 #4 AT 9"#4 AT 18" - REMAINDER
5 #4 AT 5" - END11 #4 AT 9"#4 AT 16" - REMAINDER
5 #4 AT 5"' - END15 #4 AT 7"#4 AT 18" - REMAINDER
#4 AT 11" - FULL SPAN
5 #4 AT 5" - END#4 AT 11" - REMAINDER
7 #4 AT 4" - END#4 AT 8" - REMAINDER
10 #4 AT 8" - END#4 AT 15" - REMAINDER
#4 AT 5" - FULL SPAN
10 #4 AT 4" - END#4 AT 7" - REMAINDER
11 #4 AT 4" - END#4 AT 10" - REMAINDER
(4) #7 X CONT.
B18
B20
B24
REMARKSCONCRETE
WMARK D
STIRRUPS
SIZE SPACING (TYPE)
BAR DIAGRAM
FACE OF SUPPORT
20 24 # 4
20 26 # 4
20 26 # 4
20 21 # 4
20 24 # 4
20 26 # 4
20 26 # 4
24 24 # 4
24 24 # 4
B27
B28
B29
B30
B31
B32
B33
B34
B35
B36
B37
20 20 # 4
20 20 # 4
6 #4 AT 4" - END12 #4 AT 7"#4 AT 11" - REMAINDER
6 #4 AT 4" - END13 #4 AT 6"#4 AT 7" - REMAINDER
6 #4 AT 4" - END15 #4 AT 6"#4 AT 13" - REMAINDER
9 #4 AT 6" - END10 #4 AT 10"#4 AT 14" - REMAINDER
13 #4 AT 4" - END#4 AT 7" - REMAINDER
13 #4 AT 4" - END6 #4 AT 6"#4 AT 7" - REMAINDER
#4 AT 8" - FULL SPAN
11 #4 AT 8" - END#4 AT 15" - REMAINDER
7 #4 AT 4" - END12 #4 AT 7"#4 AT 9" - REMAINDER
5 #4 AT 6" - END10 #4 AT 10"#4 AT 17" - REMAINDER
12 #4 AT 10" - END#4 AT 17" - REMAINDER
B29
B31
B32
B33
B36
B28
B37
B26
B27
B28
B30
B30
B31
B32
B34
B35
B35
B36
USE 3 LEGS
USE 3 LEGS
USE 3 LEGS
USE 3 LEGS
USE 3 LEGS
USE 3 LEGS
USE 3 LEGS
USE 3 LEGS
USE 3 LEGS
USE 3 LEGS
10 #4 AT 4" - END9 #4 AT 9"#4 AT 14" - REMAINDER
(2) #7 X CONT.
(4) #7 X CONT.
(2) #7 X CONT.
(3) #7 X CONT.
(2) #7 X CONT.
(3) #7 X 5.0'
(3) #7 X CONT.
(2) #7 X CONT.
(2) #7 X CONT.
(2) #7 X CONT.
(2) #7 X CONT.
(2) #7 X CONT.
(7) #7 X CONT.
(2) #7 X CONT.
(2) #7 TO MIDSPAN
(7) #7 X CONT.
(2) #7 X CONT.
(7) #7 X CONT.
(2) #7 X CONT.
(6) #7 X CONT.
(3) #7 X CONT.
(6) #7 X CONT.
(3) #7 - LAP AT MIDSPAN(5) #7 - LAP AT MIDSPAN
(6) #7 X CONT.
(5) #7 X CONT.
(3) #7 X CONT.
(2) #7 X CONT.
USE 3 LEGS
USE 3 LEGS
USE 3 LEGS
USE 3 LEGS
USE 4 LEGS
USE 3 LEGS
USE 3 LEGS
USE 3 LEGS
USE 3 LEGS
USE 3 LEGS
USE 3 LEGS
USE 3 LEGS
USE 4 LEGS
8 #4 AT 4" - END#4 AT 9" - REMAINDER
(3) #7 X CONT.
(2) #7 X CONT.
(7) #7 X CONT.
(4) #7 X CONT.
(4) #7 X CONT.
(4) #7 X CONT.
(3) #7 TO MIDSPAN
(4) #7 X CONT.
(4) #7 X CONT.
(4) #7 X CONT.
(2) #7 X CONT.
(4) #7 X CONT.
(2) #7 X CONT.
(3) #7 X CONT.
(2) #7 X CONT.
(3) #7 X CONT.
(2) #7 X CONT.
(4) #7 X CONT.
(2) #7 X CONT.
(4) #7 X CONT.
(2) #7 X CONT.
(6) #7 X CONT.
(2) #7 X CONT.
(4) #7 TO MIDSPAN
(6) #7 X CONT.
(2) #7 X CONT.
(5) #7 X CONT.
(4) #7 X CONT.
USE 3 LEGS
USE 3 LEGS
USE 3 LEGS
USE 3 LEGS
USE 3 LEGS
USE 3 LEGS
USE 3 LEGS
USE 3 LEGS
USE 3 LEGS
USE 3 LEGS
USE 4 LEGS
USE 4 LEGS
B38 16 20 # 4
22 #4 AT 4" - END#4 AT 8" - REMAINDER
(5) #7 X CONT.
(4) #7 - LAP AT MIDSPAN(2) #7 - LAP AT MIDSPAN
(5) #7 X CONT.
(2) #7 X CONT.
(5) #7 X CONT.
(2) #7 X CONT.
(8) #7 X CONT.
(4) #7 X CONT.
(8) #7 X CONT.
(3) #7 - LAP AT MIDSPAN(4) #7 - LAP AT MIDSPAN
(4) #7 X CONT.
(3) #7 X CONT.
(8) #7 TO MIDSPAN
(4) #7 X CONT.
(3) #7 X CONT.
(5) #7 X CONT.
(2) #7 X CONT.
(5) #7 X CONT.
(2) #7 X CONT.
(2) #7 X CONT.
(2) #7 X CONT.
(5) #7 TO MIDSPAN(BEND BAR AT 6:1 FORLAP)
(2) #7 X CONT.
(2) #7 X CONT.
(4) #7 X CONT.
(2) #7 X CONT.
GROUND FLOOR CONCRETE BEAM SCHEDULEREMARKSCONCRETE
WMARK D
STIRRUPS
SIZE SPACING (TYPE)
BAR DIAGRAM
FACE OF SUPPORT
24 48 # 3
18 48 # 3
18 48 # 3
18 48 # 3
GB1
GB2
GB3
GB4
#3 AT 14" O.C.
12 - #3 AT 5"
#3 AT 14" O.C.
#3 AT 14" O.C.
(2) #9
GB1
USE 3 LEGS
EA END
17 - #3 AT 5"
6 - #3 AT 11"
USE 2 LEGS
USE 2 LEGS
(2) #9
(4) #9
(4) #9
(3) #9
(3) #9
(7) #9
(8) #9
(8) #9
(6) #9
ST
A
TE
O F CA L I FOR
NIA
YE
L
R NO. S4594
EXP. 12/31/2010
S ARTTCUR U
L
R
R
RETSIGE
TAP
PDE FIKCI LNI
SSEFO ANOI
RNE
EE
NIG
DOCUMENT WAS AUTHORIZEDTHE SEAL APPEARING ON THIS
BY PATRICK I. FINLEY,S4594 ON 9 JULY 2009
Sheetreferencenumber
Sheet
BU
ILD
ING
Q
UA
LIT
Y S
OLU
TIO
NS
U.S
. AR
MY
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GIN
EE
R D
ISTR
ICT,
CO
RP
S O
F E
NG
INE
ER
SFO
RT
WO
RTH
, TE
XA
S
Des
igne
d by
:
Dw
n by
:
Rev
iew
ed b
y:
Sub
mitt
ed b
y:
EN
GIN
EE
R
Dat
e:
Sol
No.
Con
tr N
o.
Rev
.
Plo
t sca
le:
Plo
t dat
e:
File
nam
e:
Con
tr N
o.
DE
SIG
N F
ILE
:
Fort Worth District
US Army Corpsof Engineers
1:1
DA
VID
LU
KE
, PE
of
LAC
KLA
ND
AFB
, TE
XA
S
AIR
ME
N T
RA
ININ
G C
OM
PLE
X -
NO
RTH
CA
MP
US
AIR
ME
N T
RA
ININ
G C
OM
PLE
X 1
(ATC
1)
442
W91
26G
-09
-12-
0105
W91
26G
-09-
C-0
054 Plo
t Dat
e H
ere
9 J
ULY
200
9
1 2 3 4 5
E
D
C
B
A
MP
LS08
3737
R1
DR
AW
ING
NU
MB
ER
: LA
09 -
0001
W91
26G
-09-
C-0
054
LA
IB
LOW
E
FIN
L EY
A-S604181
CO
NC
RET
E BE
AM S
CH
EDU
LES
A-S60411UPPER FLOOR BEAM SCHEDULE
A-S60416FIRST FLOOR BEAM SCHEDULE
No.
Des
crip
tion
D.O
.No.
Act
ion
Dat
e
PT-CONCRETE BEAM SCHEDULEPT-CONCRETE BEAM SCHEDULE PT-CONCRETE BEAM SCHEDULEREMARKSCONCRETE
WMARK
RB1
D
STIRRUPS
SIZE SPACING (TYPE)
BAR DIAGRAM
FACE OF SUPPORT
REMARKSCONCRETE
WMARK D
STIRRUPS
SIZE SPACING (TYPE)
BAR DIAGRAM
FACE OF SUPPORT
20 24 # 4
RB2 20 24 # 4
RB3 20 20 # 4
RB4 20 20 # 4
RB5 20 20 # 4
RB6 20 20 # 4
RB7 20 24 # 4
RB8 20 24 # 4
RB9 20 24 # 4
RB10 20 28 # 4
RB11 20 28 # 4
RB12 20 25 # 4
RB13 20 20 # 4
RB2
RB2RB1
RB4
RB4RB3
RB6
RB7RB5
RB8RB6
RB9RB7
RB9RB8
RB11
RB12RB10
RB12RB11
RB14
20 20 # 4
22 24 # 4
22 24 # 4
22 24 # 4
20 24 # 4
20 24 # 4
20 24 # 4
20 24 # 4
20 24 # 4
20 24 # 4
20 32 # 4
20 32 # 4
20 21 # 4
RB13
RB16
RB17RB15
RB17RB16
RB19RB18
RB21RB20
RB23RB22
RB24RB22
RB25RB23
RB14
RB15
RB16
RB17
RB18
RB19
RB20
RB21
RB22
RB23
RB24
RB25
RB26
RB27RB26
17 #4 AT 7" - END#4 AT 15" - REMAINDER
12 #4 AT 5" - END#4 AT 15" - REMAINDER
6 #4 AT 8" - END#4 AT 15" - REMAINDER
6 #4 AT 8" - END#4 AT 15" - REMAINDER
12 #4 AT 5" - END#4 AT 7" - REMAINDER
#4 AT 6" - FULL SPAN
11 #4 AT 4" - END#4 AT 8" - REMAINDER
16 #4 AT 4" - END#4 AT 7" - REMAINDER
USE 3 LEGS
USE 3 LEGS
USE 3 LEGS
17 #4 AT 6" - END#4 AT 15" - REMAINDER
18 #4 AT 4" - END#4 AT 15" - REMAINDER
8 #4 AT 4" - END#4 AT 8" - REMAINDER
14 #4 AT 6" - END#4 AT 11" - REMAINDER
5 #4 AT 5"' - END14 #4 AT 8"#4 AT 11" - REMAINDER
#4 AT 8" - FULL SPAN
6 #4 AT 5" - END6 #4 AT 9"#4 AT 15" - REMAINDER
6 #4 AT 8" - END#4 AT 15" - REMAINDER
#4 AT 6" - FULL SPAN
5 #4 AT 5" - END#4 AT 8" - REMAINDER
5 #4 AT 4" - END5 #4 AT 6"#4 AT 11" - REMAINDER
(2) #7 X CONT.
RB18
RB20
RB24
REMARKSCONCRETE
WMARK D
STIRRUPS
SIZE SPACING (TYPE)
BAR DIAGRAM
FACE OF SUPPORT
20 24 # 4
20 26 # 4
20 26 # 4
20 21 # 4
20 24 # 4
20 26 # 4
20 26 # 4
24 24 # 4
24 24 # 4
RB27
RB28
RB29
RB30
RB31
RB32
RB33
RB34
RB35
RB36
RB37
20 20 # 4
20 20 # 4
6 #4 AT 5" - END11 #4 AT 7"#4 AT 16" - REMAINDER
13 #4 AT 4" - END6 #4 AT 6"#4 AT 15" - REMAINDER
20 #4 AT 4" - END9 #4 AT 7"#4 AT 9" - REMAINDER
10 #4 AT 6" - END#4 AT 17" - REMAINDER
9 #4 AT 6" - END#4 AT 10" - REMAINDER
14 #4 AT 4" - END15 #4 AT 8"#4 AT 18" - REMAINDER
4 #4 AT 8" - END#4 AT 15" - REMAINDER
7 #4 AT 5" - END#4 AT 12" - REMAINDER
11 #4 AT 5" - END6 #4 AT 9"#4 AT 14" - REMAINDER
RB29
RB31
RB32
RB33
RB36
RB28
RB37
RB26
RB27
RB28
RB30
RB30
RB31
RB32
RB34
RB35
RB35
RB36
USE 2 LEGS
USE 2 LEGS
USE 2 LEGS
USE 2 LEGS
USE 2 LEGS
USE 2 LEGS
USE 3 LEGS
USE 3 LEGS
USE 5 LEGS
USE 2 LEGS
22 #4 AT 5" - END#4 AT 8" - REMAINDER
(2) #7 X CONT.
(2) #7 X CONT.
(2) #7 X CONT.
(3) #7 X CONT.
(2) #7 X CONT.
(3) #7 X CONT.
(2) #7 X CONT.
(3) #7 X CONT.
(2) #7 X CONT.
(2) #7 X CONT.
(2) #7 X CONT.
(5) #7 X CONT.
(6) #7 X CONT.
(3) #7 X CONT.
(2) #7 X CONT.
(3) #7 X CONT.
(2) #7 X CONT.
(7) #7 X CONT.
(4) #7 X CONT.
(7) #7 X CONT.
(7) #7 X CONT.
(4) #7 X CONT.
(2) #7 X CONT.
(2) #7 X CONT.
USE 3 LEGS
USE 3 LEGS
USE 2 LEGS
USE 2 LEGS
USE 3 LEGS
USE 3 LEGS
USE 2 LEGS
USE 2 LEGS
USE 3 LEGS
USE 3 LEGS
USE 2 LEGS
USE 2 LEGS
USE 5 LEGS
15 #4 AT 6" - END#4 AT 7" - REMAINDER
(2) #7 X CONT.
(2) #7 X CONT.
(11) #7 X CONT.
(5) #7 X CONT.
(6) #7 X CONT.
(5) #7 X CONT.
(5) #7 X CONT.
(6) #7 X CONT.
(5) #7 X CONT.
(3) #7 X CONT.
(2) #7 X CONT.
(3) #7 X CONT.
(2) #7 X CONT.
(3) #7 X CONT.
(2) #7 X CONT.
(3) #7 X CONT.
(2) #7 X CONT.
(3) #7 X CONT.
(2) #7 X CONT.
(3) #7 X CONT.
(2) #7 X CONT.
(3) #7 X CONT.
(2) #7 X CONT.
(1) #7
(4) #7 X CONT.
(2) #7 X CONT.
(3) #7 X CONT.
(2) #7 X CONT.
USE 3 LEGS
USE 2 LEGS
USE 2 LEGS
USE 3 LEGS
USE 2 LEGS
USE 4 LEGS
USE 3 LEGS
USE 3 LEGS
USE 3 LEGS
USE 2 LEGS
USE 3 LEGS
RB38 16 20 # 4
25 #4 AT 4" - END#4 AT 8" - REMAINDER
(3) #7 X CONT.
(3) #7 X CONT.
(2) #7 X CONT.
(3) #7 X CONT.
(2) #7 X CONT.
(7) #7 X CONT.
(2) #7 X CONT.
(6) #7 X CONT.
(6) #7 X CONT.
(2) #7 X CONT.
(6) #7 X CONT.
(2) #7 X CONT.
(5) #7 X CONT.
(5) #7 X CONT.
(5) #7 X CONT.
(5) #7 X CONT.
(2) #7 X CONT.
(5) #7 X CONT.
(2) #7 X CONT.
(5) #7 X CONT.
(2) #7 X CONT.
(2) #7 X CONT.
16 #4 AT 7" - END#4 AT 15" - REMAINDER
6 #4 AT 7" - END13 #4 AT 8"#4 AT 15" - REMAINDER
(4) #7(2) #7
6 #4 AT 8" - END#4 AT 15" - REMAINDER
(4) #7(2) #7
(4) #7 X CONT.
#4 AT 15" - FULL SPAN
#4 AT 8" - FULL SPAN
(2) #7 X CONT.
#4 AT 9" - FULL SPAN
USE 3 LEGS
(1) #7
(2) #7 X CONT.
(2) #7
4 #4 AT 7" - END#4 AT 15" - REMAINDER
USE 3 LEGS
RB39 20 32 # 4
#4 AT 18" - FULL SPAN(INCLUDINGCANTILEVER)
(4) #7 X CONT.
(2) #7 X CONT.
RB30RB26
ST
A
TE
O F CA L I FOR
NIA
YE
L
R NO. S4594
EXP. 12/31/2010
S ARTTCUR U
L
R
R
RETSIGE
TAP
PDE FIKCI LNI
SSEFO ANOI
RNE
EE
NIG
DOCUMENT WAS AUTHORIZEDTHE SEAL APPEARING ON THIS
BY PATRICK I. FINLEY,S4594 ON 9 JULY 2009
Sheetreferencenumber
Sheet
BU
ILD
ING
Q
UA
LIT
Y S
OLU
TIO
NS
U.S
. AR
MY
EN
GIN
EE
R D
ISTR
ICT,
CO
RP
S O
F E
NG
INE
ER
SFO
RT
WO
RTH
, TE
XA
S
Des
igne
d by
:
Dw
n by
:
Rev
iew
ed b
y:
Sub
mitt
ed b
y:
EN
GIN
EE
R
Dat
e:
Sol
No.
Con
tr N
o.
Rev
.
Plo
t sca
le:
Plo
t dat
e:
File
nam
e:
Con
tr N
o.
DE
SIG
N F
ILE
:
Fort Worth District
US Army Corpsof Engineers
1:1
DA
VID
LU
KE
, PE
of
LAC
KLA
ND
AFB
, TE
XA
S
AIR
ME
N T
RA
ININ
G C
OM
PLE
X -
NO
RTH
CA
MP
US
AIR
ME
N T
RA
ININ
G C
OM
PLE
X 1
(ATC
1)
442
W91
26G
-09
-12-
0105
W91
26G
-09-
C-0
054 Plo
t Dat
e H
ere
9 J
ULY
200
9
1 2 3 4 5
E
D
C
B
A
MP
LS08
3737
R1
DR
AW
ING
NU
MB
ER
: LA
09 -
0001
W91
26G
-09-
C-0
054
LA
IB
LOW
E
FIN
L EY
A-S605182
CO
NC
RET
E BE
AM S
CH
EDU
LES
A-S60516ROOF BEAM SCHEDULE
No.
Des
crip
tion
D.O
.No.
Act
ion
Dat
e
B
A
C
B CA
SPANLENGTH
SPANLENGTH
F1
D
LL
F1
D
HEADER CONNECTIONSILL CONNECTION BOX HEADER
METAL STUD WALL FRAMING SCHEDULE
ELEVATION
METAL JOISTS FRAMING SCHEDULE
STUD TRACK
METAL TO METAL FASTENER SIZE
- -
METAL STUDPER PLAN
#8 SMS EA SIDEOF STUD
TRACK PER FRAMINGSCHEDULE
#8 SMS @ 12" TYP
#8 SMS @ 12" TYP
DBL JST PERFRMG SCHEDULE
JAMB STUDS
CUT FLANGE
#10 SMS SEEFRAMINGSCHEDULEFOR NUMBER
6" LONG PIECEOF STUD W/(2) #8 SMS
#10 SMS ATEA SIDE
BOXHEADER
STUDS
#10 SMS
SILL TRACK
(2) #10 SMS
TYPICAL
TRIMMER
600T125-54 16 0.0566 6.000" 1.250"- 2.294 0.685 A446 33
INCH THK
TRACKS
600S162-54 16 0.0566
METAL STUDS
MARK GAMIN
6.000"0.500" 1.625"
D
DIMENSIONS IN INCHES
L F1
2.860 .953 A446 50
EFFECTIVE
PROPERTIESMIN SECTION
Ix in 4 S in 3
SPECASTM Fy
(ksl)
MTL STUDS AT 24"
JAMB STUDS PERFRMG SCHEDULE
BOX HEADER PERFRMG SCHEDULE
SILL TRACK PERNOTE 6
DBL JST
2 - 600S162-546" STUDS
LENGTHTYPE
0" TO 6'-0"
SPANWALL
2 - 600T125-54
TRACK
BOX HEADER
STUDS
2 - 600S200-54
JAMB
JST TO EA
3
JAMB STUD
NO. #10SMS AT EA
# 10 W/ # 2 POINT
# 10 W/ # 3 POINT
# 10 W/ # 5 POINT
METAL THICKNESS 'T'
T < 12 GA
12 GA < T < 1/4"
1/4" < T < 1/2"
SCREW TYPE
ALL SECTIONS SHALL BE MANUFACTURED IN ACCORDANCE WITH THE
NOTES:
1.LATEST AISI SPECIFICATIONS.
2. BENT, KINKED, DISTORTED OR DAMAGED SECTIONS SHALL NOT BE USED.
3. STUDS MAY HAVE 1 1/2" x 4" WEB CUTOUTS @ 24". CUTOUTS SHALL NOTBE CLOSER THAN 12" FROM SECTION ENDS.
SECTION PROPERTIES ARE BASED UPON THE "STEEL STUD MANUFACTURER'SASSOCIATION" (SSMA) CATALOG OF PARTICIPATING PRODUCERS.
FASTENERS SHALL BE HILTI BRAND AS MANUFACTURED BY HILTI, INC.,(OR APPROVED EQUAL) 5400 SOUTH 122 NORTH EAST AVENUE, TULSA,OKLAHOMA 74146. SEE NOTE NO. 6 BELOW.
USE: 600T125-54 WHERE 6" BOT AND TOP TRACKS ARE SPECIFIED UON
4.
5.
6.
1/8 1 1/2-24
METAL STUD WALL FRAMING MEMBERS SHALLBE IN ACCORDANCE WITH ICC #4943P
NOTE:
SL600 EA END
L50 EA. END OFHEADER TOP & BOTT.
600S162-43 18 0.0451 10.000"0.500" 1.625"
600S200-54 16 0.0566 6.000"0.625 2.000
2.316 .767 A446 33
3.319 1.002 A446 50
USE: 600T125-54 SILL AT 6" WALLS UON
16
JAMB
OF SILL
TOP TRACK SPLICE PER 5/-
15
SIM.
3/8"
MIN
.
FIELDFASTENER (FF)
EDGE FASTENER (EF)STGR AT JOINTS
TOP TRACK EDGEFASTENER (EF)
DOUBLE STUD ATEND OF WALLS
EDGE FASTENER (EF)
MTL STRAP BLKGW/ MTL STUD BLKBTWN FIRST TWOEND STUDS
BOT TRACK
EDGE FASTENER (EF)
NOTES:
1. FOR ITEMS NOT NOTED, SEE SHEAR WALLSCHEDULE BELOW.
2. MINIMUM SHEET DIMENSIONS IS 1'-0".
3. MAINTAIN 1/8" CLEAR SPACE BETWEEN PANELS ASREQUIRED.
4. HOLES FOR ANCHOR BOLTS ARE TO BE DRILLED 0RPUNCHED TO NOT MORE THAN 1/16" OVERSIZED.
5. SHEATHING APPLIED PERPENDICULAR TO FRAMINGw/ STRAP BLOCKING BEHIND THE HORIZONTAL JOINTAND WITH SOLID BLOCKING BETWEEN THE FIRST TWOEND STUDS. SEE DETAIL 13/-.
LIGHT GAUGE SHEAR WALL SCHEDULE
WALL
7
WALLSHEATHING
1/2" GYP. EA.SIDE OF WALL
#10x1" MODIFIEDTRUSS HEAD
SCREWS AT 7" O.C.
EDGEFASTENER (EF)
#10x1" MODIFIEDTRUSS HEAD
SCREWS AT 7" O.C.
FIELDFASTENER (FF)
6. MINIMUM SCREW HEAD DIAMETER = .292"
7. TOP TRACK SPLICE PER 5/-.
8. FOR WALL FRAMING INFORMATION SEE 11/-.
PROVIDE EDGEFASTENERS TO EACHHOLD DOWN STUDFULL HEIGHT.
ANCHORS REQ'D AT EVERYWALL STUD, SEE 15/-
EDG
E D
IST.
SHEATHING BOTHSIDES PER SCHEDULE
PER 13/-
PLACED PERP. TOSTUDS
SHEATHING JOINTON ONE SIDE OFFRAMING MUST BEOFFSET FROM THOSEON OTHER SIDE
STAGGER JOINTS
ELEVATION
PLAN
1/4"
MAXTOP OR BOTTRACK
(3) #10 SMS ATFLANGE AT EASIDE OF SPLICE
MTL STUDAT 24"
METAL STUDNESTED INTOTRACK (MATCHGAGE AND SIZEOF T AND B TRACK)
(3) #10 SMS ATSTUD TO TRACK
X
X
8'-0" MAX
1 1/4"
(4) #10 SMSTO BLKG
#10 SMS ATEA JST/STUD
(2) #10 SMS TOJST/STUD T&B ATEA END TO JST/STUD FLANGES
CUT FLANGE& BEND WEB
LAP SPLICE STRAPAT C OF BLK
18 GA x 1 1/2" CONT STRAP
FROM TRACK SECTIONSAME DEPTH & GAUGEAS JST/STUD
PROVIDE SOLID BLKG AT END BAYS ADJACENTTO OPNG & AT 8'-0". SEE DETAIL
L
PLAN VIEW
PLAN VIEW
TYP METAL STUD
EDGEFASTENERTYP
PER PLAN#10 SMS AT 30" MTLSTUD TO MTL STUD
TRACK
TYP TRACK
TYP MTL STUD
#10 SMS AT 30" MTLSTUD TO MTL STUD
EGDEFASTENER
EDGE FASTENER
TYP MTL STUD
TYP TRACK
600S162-54
w/ (4) #10 SMS
TO JOIST AND (2) #10
SMS TO TRACK
L 3x3x14 GA. w/
JOIST AND (3) #10
SMS TO TRACK(4) #10 SMS TO
TRACK
TRACK TO JOIST AND (2) #10
SMS TO TRACKw/ (6
) #10 SMS
600S162-54
TO JOIST AND (2) #10
SMS TO TRACKw/ (4
) #10 SMS
600S162-54
15
-
TYP.
15
-
MECHANICAL PENTHOUSEEL.= 57'-0"
1/2" DIA. ANCHOR BOLTAT EACH CLIP. ANCHORSMUST BE IN PLACE BEFORECONCRETE PLACEMENT.
STIFF CLIP CL600-68 w/ (6) #12SCREWS, PATTERN 3 AT EACHSTUD, OR EQUIVALENT ANCHOR.USE CL600-118 (H) w/ (10) #12SCREWS, PATTERN 4 AT SIM.
6"
MECHANICAL PENTHOUSEEL.= 57'-0"
6"
CL600-118 (H) OR EQUALw/ (10) #12 SCREWS,PATTERN 4 EACH SIDEOF GIRDER SUPPORTPOST.
SLABRE: PLAN
TRACK PER PLANNOT SHOWN FORCLARITY.
FOR INFO NOT SHOWNSEE 15/A-S606
ST
A
TE
O F CA L I FOR
NIA
YE
L
R NO. S4594
EXP. 12/31/2010
S ARTTCUR U
L
R
R
RETSIGE
TAP
PDE FIKCI LNI
SSEFO ANOI
RNE
EE
NIG
DOCUMENT WAS AUTHORIZEDTHE SEAL APPEARING ON THIS
BY PATRICK I. FINLEY,S4594 ON 9 JULY 2009
Sheetreferencenumber
Sheet
BU
ILD
ING
Q
UA
LIT
Y S
OLU
TIO
NS
U.S
. AR
MY
EN
GIN
EE
R D
ISTR
ICT,
CO
RP
S O
F E
NG
INE
ER
SFO
RT
WO
RTH
, TE
XA
S
Des
igne
d by
:
Dw
n by
:
Rev
iew
ed b
y:
Sub
mitt
ed b
y:
EN
GIN
EE
R
Dat
e:
Sol
No.
Con
tr N
o.
Rev
.
Plo
t sca
le:
Plo
t dat
e:
File
nam
e:
Con
tr N
o.
DE
SIG
N F
ILE
:
Fort Worth District
US Army Corpsof Engineers
1:1
DA
VID
LU
KE
, PE
of
LAC
KLA
ND
AFB
, TE
XA
S
AIR
ME
N T
RA
ININ
G C
OM
PLE
X -
NO
RTH
CA
MP
US
AIR
ME
N T
RA
ININ
G C
OM
PLE
X 1
(ATC
1)
442
W91
26G
-09
-12-
0105
W91
26G
-09-
C-0
054 Plo
t Dat
e H
ere
9 J
ULY
200
9
1 2 3 4 5
E
D
C
B
A
MP
LS08
3737
R1
DR
AW
ING
NU
MB
ER
: LA
09 -
0001
W91
26G
-09-
C-0
054
LA
IB
LOW
E
FIN
L EY
A-S606183
TYPI
CAL
LIG
HT
GAG
E ST
EEL
SEC
TIO
NS,
DET
AILS
AN
D S
CH
EDU
LES
SCALE: N.T.S. A-S60611LIGHT GAUGE SCHEDULE
SCALE: N.T.S. A-S6068SHEAR WALL SCHEDULE AND WALL ELEVATION
SCALE: N.T.S. A-S6065TRACK SPLICE
SCALE: N.T.S. A-S60613BLOCKING/BRIDGING
SCALE: N.T.S. A-S60610TYPICAL STUD INTERSECTION
A-S60615STUD ANCHOR
0'1'
SCALE: 1 1/2" = 1'-0"
6" 1'SCALE: N.T.S. A-S60614STUD STIFFENERS
A-S60616GIRDER SUPPORT POST TO SLAB
0'1'
SCALE: 1 1/2" = 1'-0"
6" 1'
No.
Des
crip
tion
D.O
.No.
Act
ion
Dat
e
