M) c )) ccPREPARE SUBGRADE PER THE RECOMMENDATIONS OUTLINED IN SPECIFICATION SECTION 31 00 00, EARTHWORK.FOR 4" THICK SLABS ON GRADE REINFORCE WITH 6 X 6 - W2.9 X W2.9 WELDED WIRE FABRIC CENTERED IN SLAB, U.N.O.FOR 6" THICK SLABS ON GRADE REINFORCE WITH 6 X 6 - W4.0 X W4.0 WELDED WIRE FABRIC PLACED 2" BELOW TOP OF SLAB, U.N.O.CHAIR WIRE FABRIC DURING CONCRETE PLACEMENT TO INSURE PROPER POSITION IN SLAB.USE 10 MIL POLYETHYLENE SHEETING BETWEEN SOIL AND CONCRETE SLABS. COORDINATE REQUIREMENTS WITH SPECIFICATIONS, U.N.O.PLACE CRACK CONTROL JOINTS AS SHOWN ON PLAN OR AT 12FT MAX

(18'- 0" MAX AT 6" SLABS) SO AS TO LIMIT CONCRETE PLACEMENT AREAS TO 144 SQ. FT. MAX. (324 SQ. FT AT 6" SLABS) IN ALL FLOATING SLABS ON GRADE. DO NOT EXCEED A 2 TO 1 WIDTH TO LENGTH RATIO.CONTRACTOR SHALL SUBMIT A CONTROL JOINT LAYOUT FOR ENGINEER'S REVIEW PRIOR TO CONCRETE PLACEMENT. LOCATE CONTROL JOINTS AT COLUMN LINES TYPICAL.RECESS SLABS ON GRADE FOR THICKSET FLOOR TILE FINISHES.PROVIDE 6" CAPILLARY WATER BARRIER UNDER INTERIOR PORTIONS OF SLAB ON GRADE. CAPILLARY WATER BARRIER SHALL CONSIST OF WASHED, NARROWLY GRADED MIXTURE OF CRUSHED STONE, OR CRUSHED OR UNCRUSHED GRAVEL; ASTM D448, COURSE - AGGREGATE GRADING SIZE 57; WITH 100 PERCENT PASSING A 1 1/2" SIEVE AND 0 TO 5 PERCENT PASSING A NO. 8 SIEVE, OR NATURAL SAND WITH A MAXIMUM 10 PERCENT PASSING A NO. 200 SIEVE.

FLORIDA LICENSE NUMBER 05371 901 W Garden St Pensacola, FL 325

P 850-438-0050 F 850-432-8631

- UFC 3-310-04 SEISMIC DESIGN FOR BUILDINGS, 1 JUNE 2013- UFC 4-010-01, DoD MINIMUM ANTITERRORISM STANDARDS FOR BUILDINGS, 9

FEBRUARY 2012, WITH CHANGE 1, 1 OCTOBER 2013- UFC 4-010-02, DOD MINIMUM ANTITERRORISM STANDOFF DISTANCE FOR BLDG.'s,

9 FEBRUARY 2012.2. ALL REFERENCED STANDARDS REFER TO THE EDITION IN FORCE AT THE TIME

THESE PLANS AND SPECIFICATIONS ARE ISSUED.3. REVIEW ALL CONTRACT DOCUMENTS, DIMENSIONS AND SITE CONDITIONS AND

COORDINATE WITH FIELD DIMENSIONS AND PROJECT SHOP DRAWINGS PRIOR TO CONSTRUCTION. REPORT ANY DISCREPANCIES IN WRITING TO CONTRACTING OFFICER. DO NOT CHANGE SIZE OR DIMENSIONS OF STRUCTURAL MEMBERS WITHOUT WRITTEN INSTRUCTIONS FROM THE STRUCTURAL ENGINEER OF RECORD.

4. ANY DISCREPANCIES, OMISSIONS OR VARIATIONS NOTED ON THE DRAWINGS OR IN THE SPECIFICATIONS DISCOVERED DURING THE BIDDING PERIOD SHALL BE IMMEDIATELY COMMUNICATED IN WRITING TO THE CONTRACTING OFFICER.

5. PROTECT EXISTING FACILITIES, STRUCTURES AND UTILITY LINES FROM ALL DAMAGE. THE CONTRACTOR SHALL PROTECT HIS WORK, ADJACENT PROPERTY AND THE PUBLIC. EACH CONTRACTOR IS SOLELY RESPONSIBLE FOR DAMAGE OR INJURY DUE TO HIS ACT OR NEGLECT.

6. CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES, AND SUPERVISION OF THE WORK IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR.

7. DO NOT SCALE DRAWINGS; USE DIMENSIONS.8. SEE ARCHITECTURAL AND MECHANICAL DRAWINGS FOR SIZE AND LOCATION OF

OPENINGS IN STRUCTURE NOT SHOWN ON STRUCTURAL DRAWINGS.9. DETAILS LABELED "TYPICAL DETAILS" ON THE DRAWINGS APPLY TO ALL

SITUATIONS THAT ARE THE SAME OR SIMILAR TO THOSE SPECIFICALLY DETAILED. SUCH DETAILS APPLY WHETHER OR NOT THEY ARE KEYED IN AT EACH LOCATION. QUESTIONS REGARDING APPLICABILITY OF TYPICAL DETAILS SHALL BE RESOLVED BY THE CONTRACTING OFFICER.

10. ALL WIND FORCES SHALL BE DETERMINED ACCORDING TO ASCE 7-2010 FOR THE MINIMUM WIND CRITERIA STATED BELOW, INCLUDE ALL APPROPRIATE SHAPE, HEIGHT, AND GUST FACTORS FOR THE MAIN WIND FORCE RESISTING SYSTEM, COMPONENTS, AND CLADDING. TO CALCULATE THE MAXIMUM NET ROOF UPLIFT, USE A DEAD LOAD OF 5 PSF. FOR ROOF ATTACHMENTS USE THE LOADS DIRECTLY FROM THE CLADDING DIAGRAM.

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PROVIDE CURRENT (MAX 1 YEAR OLD) STATISTICAL DATA FOR EACH CONCRETE MIX DESIGN SUBMITTED.WHERE CONCENTRATION OF REINFORCING STEEL HINDERS PROPER CONSOLIDATION OF CONCRETE USE CONCRETE CONTAINING A SUPERPLASTICIZING (N.R.W.R.)ADMIXTURE, ASTM C494 TYPE F. SLUMP AFTER ADDITION OF SUPERPLASTICIZER SHALL BE 9"±1".IF CONCRETE IS PUMPED, SLUMP MAY BE INCREASED TO 6" AT THE TRUCK, PROVIDED THE SLUMP SPECIFIED IN NOTE 2 IS MAINTAINED AT THE DISCHARGE END.USE A MINIMUM 4- INCH PUMP, UNLESS PRE-APPROVED BY THE ARCHITECT. TAKE CONCRETE SAMPLES FOR SLUMP AT TRUCK AND AT DISCHARGE END. TAKE CONCRETE SAMPLES FOR CYLINDER TESTING AT DISCHARGE END.USE ASTM A-615 GR. 60 FOR ALL REINFORCING STEEL, CONFORM TO ACI-301, ACI-315, ACI-318, AND CRSI "MANUAL OF STANDARD PRACTICE:. ALL REINFORCING SHALL BE ACCURATELY PLACED, RIGIDLY SUPPORTED AND FIRMLY TIED IN PLACE WITH BAR SUPPORTS AND SPACERS IN ACCORDANCE WITH THE ABOVE REQUIREMENTS. PROVIDE CLASS B LAP SPLICE FOR CONTINUOUS BARS, U.N.O. LAP BOTTOM STEEL OVER SUPPORTS AND TOP STEEL AT MIDSPAN UNLESS OTHERWISE SPECIFIED. HOOK DISCONTINUOUS ENDS OF ALL TOP BARS AND ALL BARS IN WALLS, U.N.O. USE 1" COVER OVER REINFORCING EXCEPT AS FOLLOWS:

12. ALL WINDOWS, DOORS, LOUVERS, SKYLIGHTS, ETC. AND THEIR ATTACHMENTS TO THEIR STRUCTURAL FRAME SHALL BE DESIGNED TO RESIST ALL INTERNATIONAL BUILDING CODE 2012 EDITION, ASCE 7-10, AND UFC 4-010-01 LOAD REQUIREMENTS INCLUDING BUT NOT LIMITED TO WIND LOADS, AND BLAST RESISTANCE. ALL WINDOWS, SKYLIGHTS, ETC. SHALL BE DESIGNED BY THEIR SYSTEMS ENGINEER AND PROVIDED AS A SYSTEM INCLUDING ANY REQUIRED INTERMEDIATE SUPPORT AND THEIR ATTACHMENTS TO THE MAIN STRUCTURAL FRAME.

13. ALL PROPRIETARY SYSTEMS OR ACCESSORIES DESIGNATED IN THESE PLANS AS "OR EQUAL" MAY BE SUBSTITUTED WITH ANOTHER SYSTEM THAT HAS LOAD CAPACITY GREATER THAN OR EQUAL, AND DEFLECTION LESS THAN OR EQUAL TO THE SYSTEM DESIGNATED. APPROVAL SHALL BE REQUESTED FOR ANY SUBSTITUTIONS BY THE ENGINEER OF RECORD THROUGH AN RFI. THE CONTRACTOR SHALL BE HELD FINANCIALLY RESPONSIBLE FOR THE REPLACEMENT OF UNAPPROVED SUBSTITUTIONS WHICH ARE NOT EQUIVALENT TO THE DESIGNATED SYSTEM OR ACCESSORY.

14. ALL PROPRIETARY SYSTEMS AND ACCESSORIES SHALL BE INSTALLED WITH STRICT ADHERENCE TO MANUFACTURERS INSTRUCTIONS AND RECOMMENDATIONS.

15. ELEVATIONS ON THE STRUCTURAL DRAWINGS ARE DENOTED AS REFERENCES THE FINISHED FLOOR ELEVATION OF THE FIRST FLOOR. REFER TO THE CIVIL DRAWINGS FOR ACTUAL DATUM ELEVATION.

NOTE: * = 2" FOR #6 BARS AND LARGER. 1-1/2" FOR #5 BARS AND SIMILAR.USE PLAIN, COLD-DRAWN, ELECTRICALLY WELDED, STEEL WIRE FABRIC CONFORMING TO ASTM A-185. SUPPLY IN FLAT SHEETS ONLY. LAP SPLICES SHALL BE MEASURED BETWEEN OUTERMOST CROSS WIRES OF EACH FABRIC SHEET AND SHALL BE NOT LESS THAN TWICE THE SPACING OF THE CROSS WIRES PLUS TWO (2) INCHESTHE GROUND FLOOR SLAB SHALL BE UNDERLAIN BY A MINIMUM 10 MIL.VAPOR RETARDER ON 6" MINIMUM CLEAN SAND CAPILLARY BARRIER.SLEEVE ALL PIPES THRU SLABS ON GRADE INDIVIDUALLY. OPENINGS LARGER THAN 6", NOT SHOWN ON STRUCTURAL DRAWINGS, SHALL REQUIRE SHOP DRAWINGS SHOWING SIZE AND LOCATION FOR COTR APPROVAL. PROVIDE (1)-#5x4'-0" E.W. PLACED DIAGONALLY AT MID DEPTH AROUND ALL OPENINGS LARGER THAN 12" UNLESS OTHERWISE NOTED ON DRAWINGS. NO CONDUIT SHALL BE EMBEDDED IN SLAB WITHOUT PRIOR APPROVAL FROM THE CONTRACTING OFFICER.SUBMIT SHOP DRAWINGS FOR ALL REINFORCING STEEL TO COTR FOR APPROVAL PRIOR TO FABRICATION.

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1. ALL STEEL WORK (INCLUDING FABRICATION AND ERECTION) SHALLCONFORM TO THE AISC MANUAL OF STEEL CONSTRUCTION 14THEDITION AND PROJECT SPECIFICATIONS, USE THE FOLLOWING:

A. ROLLED SHAPES, ASTM A992, GRADE 50. B. PLATES BARS A36. C. COLD-FORMED STEEL TUBING: ASTM A500, GRADE B. D. HOT-FORMED STEEL TUBING: ASTM A501. E. STEEL PIPE: ASTM A53, TYPE E OR S, GRADE B.2. USE STRUCTURAL STEEL THAT IS FULLY WELDABLE WITHIN GRADES

AND FROM ANY GRADE TO ANY OTHER GRADE. WELD ALL SHOPCONNECTIONS, U.N.O.

3. ALL SHOP AND FIELD WELDING SHALL CONFORM TO THESTRUCTURAL WELDING CODE AWS D1.1, LATEST EDITION,PUBLISHED BY THE AMERICAN WELDING SOCIETY (AWS). USEELECTRODES CONFORMING TO AWS D1.1, E70 SERIES, U.N.O.SHOW ALL SHOP WELDS ON THE FABRICATION DRAWINGS AND ALLFIELD WELDS ON THE ERECTION DRAWINGS.

4. ALL SHOP AND FIELD WELDERS, WELDING OPERATORS, ANDTACKERS SHALL BE CERTIFIED ACCORDING TO AWS PROCEDURESFOR THE WELDING PROCESS AND WELDING POSITION USED.

5. ALL JOINT WELDING PROCEDURES TO BE USED SHALL BEPREPARED BY THE FABRICATOR OR CONTRACTOR AS WRITTENPROCEDURE SPECIFICATIONS AND SUBMITTED TO THECONTRACTING OFFICER FOR THEIR RECORD. ALL JOINT WELDINGPROCEDURES SHALL BE QUALIFIED PRIOR TO USE ACCORDING TOAWS PROCEDURES.

6. A325 BOLTS: A. A325 BOLTS SHALL CONFORM TO ASTM A 325 TYPE 1, HIGH STRENGTH BOLTS FOR STRUCTURAL STEEL JOINTS. DO NOT USE TYPE 2 BOLTS. B. PROVIDE HARDENED WASHERS CONFORMING TO ASTM F 436.

PLACE HARDENED WASHERS UNDER PART BEING TURNED. C. LOAD INDICATOR WASHERS OR BOLTS SHALL BE USED ON ALL A325 BOLTS. D. ALL BOLTS SHALL BE NEW AND DOMESTICALLY MANUFACTURED. DO NOT REUSE BOLTS. USE ONLY NON-GALVANIZED NUTS AND BOLTS THAT ARE CLEAN, RUST-FREE, AND WELL LUBRICATED.7. USE F1554 BOLTS FOR ANCHOR BOLTS OR WHEN SPECIFICALLY

CALLED FOR ON THE DRAWINGS.8. CUT, DRILL, OR PUNCH HOLES PERPENDICULAR TO METAL SURFACES.

DO NOT FLAME CUT HOLES OR ENLARGE HOLES BY BURNING.9. SPLICING OF STRUCTURAL STEEL MEMBERS IN THE FIELD OR IN THE

SHOP IS PROHIBITED EXCEPT WHERE INCLUDED ON THE DRAWINGS.10. DO NOT PAINT STEEL SURFACES IN CONTACT WITH CONCRETE. DO

NOT APPLY FINISH COAT AND LIMIT PRIME COAT TO 2 MILS ATFAYING SURFACES OF SLIP CRITICAL BOLTED CONNECTIONS,SURFACES TO BE WELDED AND TOP SURFACES OF BEAMS ANDTRUSSES TO RECEIVE STEEL STUDS AND/OR SUPPORTING METALFLOOR AND ROOF DECKING. USE PRIMER WHICH HAS A MIN. CLASSA SLIP COEFFICIENT (0.33).

11. REFER TO SPECIFICATIONS FOR PAINTING OF STRUCTURAL STEEL12. SUBMIT STRUCTURAL STEEL SHOP DRAWINGS TO COTR

FOR REVIEW BEFORE FABRICATION.13. PROVIDE TEMPORARY BRACING AS NECESSARY TO INSURE A STABLE

STRUCTURE DURING CONSTRUCTION.14. DO NOT REPRODUCE THE STRUCTURAL DRAWINGS FOR USE AS SHOP

DRAWINGS.15. NO CUTTING OF SECTIONS, FLANGES, WEBS OR ANGLES SHALL BE

ALLOWED WITHOUT WRITTEN APPROVAL FROM THE ENGINEER OFRECORD.

16. ALL EXPOSED STEEL MEMBERS & CONNECTIONS SHALL BE HOT DIP GALVANIZED PRIOR TO FABRICATION. ALL CONNECTIONS SHALL BE PRE DRILLED AND/OR WELDED PRIOR TO HOT DIP GALVANIZING.17. SLIP CRITICAL JOINTS SHALL HAVE CLASS A FAYING SURFACES WITH SLIP CHECKED AT THE FACTORED LOAD LEVEL.

1. USE STRUCTURAL CONCRETE AND CONCRETING PRACTICES CONFORMINGTO ACI-301, ACI-318, AND PROPORTION CONCRETE IN ACCORDANCE WITHACI-318 CH. 4 AND MEETING A MINIMUM ULTIMATE COMPRESSIVE STRENGTHIN 28 DAYS AS FOLLOWS:

-FOOTINGS 4000 PSI-SLABS ON GRADE 4000 PSI-ALL OTHER CONCRETE 4000 PSI

PROVIDE CURRENT (MAX 1 YEAR OLD) STATISTICAL DATA FOR EACHCONCRETE MIX DESIGN SUBMITTED.

2. WHERE CONCENTRATION OF REINFORCING STEEL HINDERS PROPERCONSOLIDATION OF CONCRETE USE CONCRETE CONTAINING ASUPERPLASTICIZING (N.R.W.R.)ADMIXTURE, ASTM C494 TYPE F. SLUMPAFTER ADDITION OF SUPERPLASTICIZER SHALL BE 9"±1".

3. IF CONCRETE IS PUMPED, SLUMP MAY BE INCREASED TO 6" AT THE TRUCK,PROVIDED THE SLUMP SPECIFIED IN NOTE 2 IS MAINTAINED AT THEDISCHARGE END.USE A MINIMUM 4- INCH PUMP, UNLESS PRE-APPROVED BYTHE ARCHITECT. TAKE CONCRETE SAMPLES FOR SLUMP AT TRUCK AND ATDISCHARGE END. TAKE CONCRETE SAMPLES FOR CYLINDER TESTING ATDISCHARGE END.

4. USE ASTM A-615 GR. 60 FOR ALL REINFORCING STEEL, CONFORM TO ACI-301, ACI-315, ACI-318, AND CRSI "MANUAL OF STANDARD PRACTICE:. ALLREINFORCING SHALL BE ACCURATELY PLACED, RIGIDLY SUPPORTED ANDFIRMLY TIED IN PLACE WITH BAR SUPPORTS AND SPACERS IN ACCORDANCEWITH THE ABOVE REQUIREMENTS. PROVIDE CLASS B LAP SPLICE FORCONTINUOUS BARS, U.N.O. LAP BOTTOM STEEL OVER SUPPORTS AND TOPSTEEL AT MIDSPAN UNLESS OTHERWISE SPECIFIED. HOOK DISCONTINUOUSENDS OF ALL TOP BARS AND ALL BARS IN WALLS, U.N.O. USE 1" COVER OVERREINFORCING EXCEPT AS FOLLOWS:

BOTTOM TOP SIDESFOOTINGS 3" 2" 3"SLABS ON GRADE 2" 1" 2"POURED WALLS RETAINING FILL - - 2" *POURED WALLS ABOVE GROUND - - 3/4"

NOTE: * = 2" FOR #6 BARS AND LARGER. 1-1/2" FOR #5 BARS AND SIMILAR.5. USE PLAIN, COLD-DRAWN, ELECTRICALLY WELDED, STEEL WIRE FABRIC

CONFORMING TO ASTM A-185. SUPPLY IN FLAT SHEETS ONLY. LAP SPLICESSHALL BE MEASURED BETWEEN OUTERMOST CROSS WIRES OF EACH FABRICSHEET AND SHALL BE NOT LESS THAN TWICE THE SPACING OF THE CROSSWIRES PLUS TWO (2) INCHES

6. THE GROUND FLOOR SLAB SHALL BE UNDERLAIN BY A MINIMUM 10 MIL.VAPOR RETARDER ON 6" MINIMUM CLEAN SAND CAPILLARY BARRIER.

7. SLEEVE ALL PIPES THRU SLABS ON GRADE INDIVIDUALLY. OPENINGS LARGERTHAN 6", NOT SHOWN ON STRUCTURAL DRAWINGS, SHALL REQUIRE SHOP DRAWINGSSHOWING SIZE AND LOCATION FOR COTR APPROVAL. PROVIDE (1)-#5x4'-0" E.W. PLACEDDIAGONALLY AT MID DEPTH AROUND ALL OPENINGS LARGER THAN 12" UNLESSOTHERWISE NOTED ON DRAWINGS. NO CONDUIT SHALL BE EMBEDDED IN SLABWITHOUT PRIOR APPROVAL FROM THE CONTRACTING OFFICER.

8. SUBMIT SHOP DRAWINGS FOR ALL REINFORCING STEEL TO COTR FOR APPROVAL PRIORTO FABRICATION.

1. ALL MASONRY WORK IS TO CONFORM TO ACI 530 AND 530.1.2. CONSTRUCT REINFORCED MASONRY AS NOTED ON THE PLANS AND DETAILS

IN ACCORDANCE WITH THE REQUIREMENTS OF MASONRY SPECIFICATIONSECTIONS. UNREINFORCED MASONRY SHALL NOT BE USED.

3. USE CONCRETE MASONRY UNITS CONFORMING TO ASTM C90. PROVIDE f'mOF 1500 PSI (UNIT STRENGTH 1900 PSI) FOR ALL REINFORCED MASONRYSHEAR WALLS. PERFORM f'm AND C90 COMPLIANCE BY UNIT STRENGTH METHOD.

4. USE TYPE "S" MORTAR IN ACCORDANCE WITH ASTM C270. USE 3/8"FULL-BEDDED JOINTS FOR ALL MASONRY UNITS. REMOVE MORTARPROTRUDING INTO CELL CAVITIES THAT ARE TO BE REINFORCED ANDGROUTED. ALLOW A MIN. OF 24 HOURS FOR MORTAR TO CURE BEFOREPLACING GROUT.

5. USE ALL GROUT CONFORMING TO ASTM C-476 WITH A MIN. COMPRESSIVESTRENGTH OF 3000 PSI IN 28 DAYS, TESTED IN ACCORDANCE WITH ASTMC1019. AGGREGATE TO CONFORM TO ASTM C404 FOR COARSE GROUT ANDSLUMP OF 8" TO 11". TEST SAMPLES FOR COMPRESSIVE STRENGTH. TESTEVERY 30 YARDS OR EACH DAY'S GROUTING.

6. FOR REINFORCED MASONRY USE HEAVY DUTY (3/16" SIDE RODS WITH 9GAUGE CROSS RODS) LADDER TYPE HORIZONTAL JOINT REINFORCING INEVERY OTHER COURSE U.N.O. USE PREFABRICATED CORNERS AND TEES ATWALL INTERSECTIONS. OVERLAP DISCONTINUOUS ENDS A MIN. OF 12".HORIZONTAL REINFORCING SHALL CONFORM TO ASTM A-82.

7. FOR MASONRY CAVITY WALLS, HORIZONTAL JOINT REINFORCING SHALL BEHEAVY DUTY (3/16" SIDE RODS WITH 9 GAUGE CROSS RODS) LADDERTYPE. VERTICAL SPACING OF REINFORCING SHALL BE 16" O.C. MAX. WITH8" O.C. MAX AT BUILDING CORNERS (SEE WIND CLADDING DIAGRAM FORCORNER DIMENSION) TIES SHALL BE LOCATED WITHIN 8" OF WALLDISCONTINUITIES (MCJ, DOORS, WINDOWS, ETC.)

8. USE ASTM A-615 GRADE 60 REINFORCING STEEL.9. IN HIGH-LIFT GROUTING USE A MAX. LIFT OF 5'-0" WITH MIN. HALF HOUR

MAX. ONE HOUR BETWEEN LIFTS. VIBRATE EACH LIFT AND RECONSOLIDATEPREVIOUS LIFT AFTER PLACING NEXT LIFT.

10. WHERE ANCHOR BOLTS ARE SET IN MASONRY WALL, FILL BLOCK CELLSWITH GROUT FOR BOLTED COURSE, ONE COURSE ABOVE AND TWOCOURSES BELOW ANCHOR ELEVATION.

11. CMU CONTROL JOINTS ARE NOT TO EXCEED 24'-0" U.N.O.. THE JOINTSSHALL BE LOCATED A MINIMUM OF 24" FROM DOOR OR WINDOWOPENINGS TO MISS LINTELS U.N.O. THE HORIZONTAL JOINT REINFORCINGSHALL BE TERMINATED 2" FROM EACH SIDE OF JOINT. ALL BOND BEAMREINFORCING SHALL CONTINUE THRU THE JOINT.

12. PROVIDE 8" DEEP BOND BEAMS AT 10'-0" O.C. VERTICALLY REINFORCEDWITH (2)-#5 CONT, U.N.O..

1. PREPARE SUBGRADE PER THE RECOMMENDATIONS OUTLINED INSPECIFICATION SECTION 31 00 00, EARTHWORK.

2. FOR 4" THICK SLABS ON GRADE REINFORCE WITH 6 X 6 - W2.9 X W2.9WELDED WIRE FABRIC CENTERED IN SLAB, U.N.O.

3. FOR 6" THICK SLABS ON GRADE REINFORCE WITH 6 X 6 - W4.0 X W4.0WELDED WIRE FABRIC PLACED 2" BELOW TOP OF SLAB, U.N.O.

4. CHAIR WIRE FABRIC DURING CONCRETE PLACEMENT TO INSUREPROPER POSITION IN SLAB.

5. USE 10 MIL POLYETHYLENE SHEETING BETWEEN SOIL AND CONCRETESLABS. COORDINATE REQUIREMENTS WITH SPECIFICATIONS, U.N.O.

6. PLACE CRACK CONTROL JOINTS AS SHOWN ON PLAN OR AT 12FT MAX (18'- 0" MAX AT 6" SLABS) SO AS TO LIMIT CONCRETE PLACEMENT AREASTO 144 SQ. FT. MAX. (324 SQ. FT AT 6" SLABS) IN ALL FLOATING SLABS ONGRADE. DO NOT EXCEED A 2 TO 1 WIDTH TO LENGTH RATIO.CONTRACTOR SHALL SUBMIT A CONTROL JOINT LAYOUT FOR ENGINEER'SREVIEW PRIOR TO CONCRETE PLACEMENT. LOCATE CONTROL JOINTS ATCOLUMN LINES TYPICAL.

7. RECESS SLABS ON GRADE FOR THICKSET FLOOR TILE FINISHES.8. PROVIDE 6" CAPILLARY WATER BARRIER UNDER INTERIOR PORTIONS OF

SLAB ON GRADE. CAPILLARY WATER BARRIER SHALL CONSIST OF WASHED,NARROWLY GRADED MIXTURE OF CRUSHED STONE, OR CRUSHED ORUNCRUSHED GRAVEL; ASTM D448, COURSE - AGGREGATE GRADING SIZE 57;WITH 100 PERCENT PASSING A 1 1/2" SIEVE AND 0 TO 5 PERCENT PASSING ANO. 8 SIEVE, OR NATURAL SAND WITH A MAXIMUM 10 PERCENT PASSING ANO. 200 SIEVE.

CONSULTING GROUP,INC.

901 W. Garden St. Pensacola, FL 32502P: 850-438-0050 F: 850-432-8631

FLORIDA LICENSE NUMBER 05371

MECHANICAL ELECTRICAL STRUCTURALCOMMUNICATIONS INDUSTRIAL

S C H M I D T.

SCG PROJECT: 2015-176

STUART SMITH P.E.FLORIDA LICENSE NUMBER 49738

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CONCRETE MASONRY SLABS ON GRADE

12. ALL WINDOWS, DOORS, LOUVERS, SKYLIGHTS, ETC. AND THEIR ATTACHMENTSTO THEIR STRUCTURAL FRAME SHALL BE DESIGNED TO RESIST ALLINTERNATIONAL BUILDING CODE 2012 EDITION, ASCE 7-10, AND UFC 4-010-01LOAD REQUIREMENTS INCLUDING BUT NOT LIMITED TO WIND LOADS, AND BLASTRESISTANCE. ALL WINDOWS, SKYLIGHTS, ETC. SHALL BE DESIGNED BY THEIRSYSTEMS ENGINEER AND PROVIDED AS A SYSTEM INCLUDING ANY REQUIREDINTERMEDIATE SUPPORT AND THEIR ATTACHMENTS TO THE MAIN STRUCTURALFRAME.

13. ALL PROPRIETARY SYSTEMS OR ACCESSORIES DESIGNATED IN THESE PLANSAS "OR EQUAL" MAY BE SUBSTITUTED WITH ANOTHER SYSTEM THAT HAS LOADCAPACITY GREATER THAN OR EQUAL, AND DEFLECTION LESS THAN OR EQUALTO THE SYSTEM DESIGNATED. APPROVAL SHALL BE REQUESTED FOR ANYSUBSTITUTIONS BY THE ENGINEER OF RECORD THROUGH AN RFI. THECONTRACTOR SHALL BE HELD FINANCIALLY RESPONSIBLE FOR THEREPLACEMENT OF UNAPPROVED SUBSTITUTIONS WHICH ARE NOT EQUIVALENTTO THE DESIGNATED SYSTEM OR ACCESSORY.

14. ALL PROPRIETARY SYSTEMS AND ACCESSORIES SHALL BE INSTALLED WITHSTRICT ADHERENCE TO MANUFACTURERS INSTRUCTIONS ANDRECOMMENDATIONS.

15. ELEVATIONS ON THE STRUCTURAL DRAWINGS ARE DENOTED AS REFERENCESTHE FINISHED FLOOR ELEVATION OF THE FIRST FLOOR. REFER TO THE CIVILDRAWINGS FOR ACTUAL DATUM ELEVATION.

1. THIS PROJECT IS DESIGNED TO COMPLY WITH THE FOLLOWING CRITERIA:- IBC 2012: INTERNATIONAL BUILDING CODE- ASCE 7-10: MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES- UFC 1-200-01, GENERAL BUILDING REQUIREMENTS, 1 JULY 2013 WITH CHANGE 3,

1 AUGUST 2015- UFC 3-301-01, STRUCTURAL ENGINEERING, 1 JUNE 2013 WITH CHANGE 1, 15 MAY

2014- UFC 3-310-04 SEISMIC DESIGN FOR BUILDINGS, 1 JUNE 2013- UFC 4-010-01, DoD MINIMUM ANTITERRORISM STANDARDS FOR BUILDINGS, 9

FEBRUARY 2012, WITH CHANGE 1, 1 OCTOBER 2013- UFC 4-010-02, DOD MINIMUM ANTITERRORISM STANDOFF DISTANCE FOR BLDG.'s,

9 FEBRUARY 2012.2. ALL REFERENCED STANDARDS REFER TO THE EDITION IN FORCE AT THE TIME

THESE PLANS AND SPECIFICATIONS ARE ISSUED.3. REVIEW ALL CONTRACT DOCUMENTS, DIMENSIONS AND SITE CONDITIONS AND

COORDINATE WITH FIELD DIMENSIONS AND PROJECT SHOP DRAWINGS PRIORTO CONSTRUCTION. REPORT ANY DISCREPANCIES IN WRITING TOCONTRACTING OFFICER. DO NOT CHANGE SIZE OR DIMENSIONS OFSTRUCTURAL MEMBERS WITHOUT WRITTEN INSTRUCTIONS FROM THESTRUCTURAL ENGINEER OF RECORD.

4. ANY DISCREPANCIES, OMISSIONS OR VARIATIONS NOTED ON THE DRAWINGSOR IN THE SPECIFICATIONS DISCOVERED DURING THE BIDDING PERIOD SHALLBE IMMEDIATELY COMMUNICATED IN WRITING TO THE CONTRACTING OFFICER.

5. PROTECT EXISTING FACILITIES, STRUCTURES AND UTILITY LINES FROM ALLDAMAGE. THE CONTRACTOR SHALL PROTECT HIS WORK, ADJACENT PROPERTYAND THE PUBLIC. EACH CONTRACTOR IS SOLELY RESPONSIBLE FOR DAMAGEOR INJURY DUE TO HIS ACT OR NEGLECT.

6. CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES, ANDSUPERVISION OF THE WORK IS THE SOLE RESPONSIBILITY OF THECONTRACTOR.

7. DO NOT SCALE DRAWINGS; USE DIMENSIONS.8. SEE ARCHITECTURAL AND MECHANICAL DRAWINGS FOR SIZE AND LOCATION OF

OPENINGS IN STRUCTURE NOT SHOWN ON STRUCTURAL DRAWINGS.9. DETAILS LABELED "TYPICAL DETAILS" ON THE DRAWINGS APPLY TO ALL

SITUATIONS THAT ARE THE SAME OR SIMILAR TO THOSE SPECIFICALLYDETAILED. SUCH DETAILS APPLY WHETHER OR NOT THEY ARE KEYED IN ATEACH LOCATION. QUESTIONS REGARDING APPLICABILITY OF TYPICAL DETAILSSHALL BE RESOLVED BY THE CONTRACTING OFFICER.

10. ALL WIND FORCES SHALL BE DETERMINED ACCORDING TO ASCE 7-2010 FORTHE MINIMUM WIND CRITERIA STATED BELOW, INCLUDE ALL APPROPRIATESHAPE, HEIGHT, AND GUST FACTORS FOR THE MAIN WIND FORCE RESISTINGSYSTEM, COMPONENTS, AND CLADDING. TO CALCULATE THE MAXIMUM NETROOF UPLIFT, USE A DEAD LOAD OF 5 PSF. FOR ROOF ATTACHMENTS USE THELOADS DIRECTLY FROM THE CLADDING DIAGRAM.

16. DESIGN FOR WIND IN ACCORDANCE WITH ASCE 7-10AND UFC 3-301-01 UNIFIED FACILITIES CRITERIA,STRUCTURAL ENGINEERING, 1 JUNE 2013 WITHCHANGE 1, 15 MAY 2014.FLOOR LIVE LOADS:

CLASS ROOMS (ACCESS FLOOR): 100 PSFCONFERENCE ROOMS: 100 PSFRESTROOMS: 75 PSFCORRIDORS (ABOVE FIRST FLOOR):

80 PSF

WALKWAYS AND STAIRS: 100 PSFOFFICES: 50 PSFPARTITIONS: 15 PSFMECHANICAL ROOM: 125 PSFLIGHT STORAGE: 125 PSFTRAINING ROOM (ACCESS FLOOR): 100 PSF

FLOOR DEAD LOADS:SELF WEIGHT ACTUALSUPERIMPOSED (MEP) 15ACCESS FLOOR 10

ROOF LOADS:LIVE LOAD: 20 PSF (REDUCTION ALLOWED)DEAD LOAD: ACTUALSUPERIMPOSED DEAD LOAD: 15 PSF

WIND DESIGN:DESIGN FOR WIND IN ACCORDANCE WITH ASCE 7-10AND UFC 3-301-01 UNIFIED FACILITIES CRITERIA,STRUCTURAL ENGINEERING, 1 JUNE 2013 WITHCHANGE 1, 15 MAY 2014.

WIND VELOCITY (ULTIMATE): 145 MPHWIND VELOCITY (NORMAL): 113 MPHEXPOSURE CATEGORY : 'C'RISK CATEGORY: IIENCLOSURE: ENCLOSEDINTERNAL PRESSURE COEFFICIENT: +-0.18

SNOW:GROUND SNOW LOAD: 0

SOILS PROPERTY (FROM GEOTECHNICAL REPORT)

DESIGN BEARING PRESSURE = 2000 PSF

SEISMIC DESIGN:DESIGN FOR SEISMIC IN ACCORDANCE WITH IBC2012 AND UFC 3-310-04 SEISMIC DESIGN FORBUILDINGS, 1 JUNE 2013.

Ss: 0.08S1.0: 0.05RISK CATEGORY: IISITE CLASS: DSEISMIC IMPORTANCE FACTOR: 1.00Sds: 0.085Sdi: 0.08SEISMIC DESIGN CATEGORY: BSEISMIC FORCE RESISTING SYSTEM:

STRUCTURAL STEEL SYSTEMS NOT SPECIFICALLYDETAILED FOR SEISMIC RESISTANCE.

SEISMIC DESIGN BASE SHEAR: 0.026WCs: .026R: 3.25ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE

METHOD

GENERAL NOTES

11. ATFP DESIGN CRITERIA PER UFC 4-010-01 DATED 9 FEBRUARY 2012 WITH CHANGE 1, 1OCTOBER 2013:

BUILDING LOCATION: WITHIN CONTROLLED PERIMETERBUILDING OCCUPANCY CATEGORY: INHABITED / PRIMARY GATHERINGWALL TYPE: VENEER AND CMU LOAD BEARINGSTANDOFF:DISTANCE PROVIDED: 49' STANDOFFEXPLOSIVE WEIGHT: TYPE IIBLAST DESIGN: ROOF JOISTS, WINDOWS, WINDOW FRAMES AND

CONNECTIONS, DOORS SHALL BE DESIGNED ANDDETAILED TO CONFORM TO THE REQUIREMENTSOF THE LATEST UFC 4-010-01 STATED ABOVE.

Mc ) Ç TYPICAL COMPOSITE FLOOR DECK ) Ç POWDER ACTUATED FASTENERS ~^) )c

FLORIDA LICENSE NUMBER 05371 901 W Garden St Pensacola, FL 325

P 850-438-0050 F 850-432-8631

c )FOUNDATION DESIGN IS BASED ON AN ALLOWABLE SOIL BEARING PRESSURE OF 2,000 POUNDS PER SQUARE FOOT BY THE GEOTECHNICAL REPORT PREPARED BY THE U.S.ARMY CORPS OF ENGINEERS (USACE) MOBILE DISTRICT APRIL 2016.GENERAL: EXISTING VEGETATED AREAS TO RECEIVE FILL SHALL BE STRIPPED OF ALL SURFACE VEGETATION AND TOPSOIL. TOPSOIL SUITABLE FOR REUSE SHALL BE STOCKPILED FOR REUSE. IF TOPSOIL IS REUSED, IT MAY REQUIRE FURTHER SOIL AMENDMENTS BEFORE IT IS SUITABLE. THE CONTRACTOR SHALL REFER TO RELEVANT SPECIFICATIONS FOR FURTHER GUIDANCE. PROVISIONS SHALL BE MADE TO MAINTAIN ALL EXCAVATIONS FREE OF SURFACE WATER.DEMOLITION: WHERE SURROUNDING PAVEMENTS AND STRUCTURES ARE DEMOLISHED TO MAKE WAY FOR NEW CONSTRUCTION, BURIED COMPONENTS SHALL BE COMPLETELY REMOVED. ANY RESULTING VOIDS SHALL BE BACKFILLED AND COMPACTED WITH SATISFACTORY SOILS. IF THERE ARE ANY UTILITY LINES THAT ARE TO BE REMOVED AND ARE TOO DEEP FOR PROPER EXCAVATION, THEY MAY BE GROUTED IN PLACE AFTER APPROVAL IS RECEIVED FROM BOTH THE CONTRACTING OFFICER AND THE USACE MOBILE DISTRICT OFFICE.DEWATERING: THE WATER TABLE ENCOUNTERED DURING THE SUBSURFACE INVESTIGATIONS IS AT A STATIC DEPTH OF 15 FEET AND MAY AFFECT THE CONSTRUCTION OF THE FOUNDATION SYSTEM. DEWATERING WILL BE NECESSARY FOR UTILITY CONSTRUCTION, UNDERCUTTING, AND RE-COMPACTION FOR STRUCTURAL FOOTINGS. BACKFILL SHALL BE PLACED IMMEDIATELY AS EXCAVATION PROGRESSES.UNDERCUTTING FOR FOUNDATIONS: THE SOIL WITHIN 2.0 FEET OF THE BOTTOM OF ALL FOOTINGS SHALL BE UNDERCUT AND BACKFILLED WITH AN ENGINEERED FILL. IT IS ANTICIPATED THAT THE IN-SITU MATERIAL USED DURING CONSTRUCTION WILL BE CLASSIFIED AS SATISFACTORY AND REQUIRE ONLY DENSIFICATION VIA COMPACTION.THE NEW CONSTRUCTION IS ADJACENT TO THE EXISTING 39TH IOS BUILDING (B90074) AND MAY INFLUENCE THE FOUNDATIONS SYSTEM OF THIS BUILDING. THERE SHALL NOT BE EXTENSIVE UNDERCUTTING NEXT TO THIS BUILDING. ONLY LIMITED UNDERCUTTING AND RE-COMPACTION IS ALLOWED FOR ISOLATED REMOVAL OF UNSATISFACTORY MATERIALS OR FILLING VOIDS DUE TO UTILITY REMOVAL. FILL AND SUBGRADE COMPACTION FOR NEW FOOTINGS ADJACENT TO THE EXISTING BUILDING (WITHIN 5.0 FEET) SHALL BE COMPACTED WITH HAND COMPACTORS IN 4" LOOSE LIFTS. ROLLER COMPACTION MAY NOT BE USED WITHIN 5.0 FEET OF THE EXISTING 39TH IOS BUILDING. LARGE VIBRATORY EQUIPMENT WILL NOT BE USED FOR THIS PROJECT.FOUNDATION RECOMMENDATIONS: THE NATIVE MATERIAL AT THE PROJECT SITE IS ANTICIPATED TO BE SATISFACTORY FOR RE-COMPACTION. WHERE THE SUBGRADE APPEARS TO BE UNSATISFACTORY IT SHALL BE UNDERCUT AND RE-COMPACTED. WHERE THE GRADE REQUIRES ADDITIONAL FILL IT SHALL BE CONSISTENT WITH THE NATIVE, SATISFACTORY MATERIAL; POORLY GRADED FINE-GRAINED SAND. ALL COMPACTED MATERIAL SHALL BE PLACED IN 8" LOOSE LIFTS FOR HEAVY COMPACTION EQUIPMENT. HAND COMPACTION SHALL BE DONE IN 4" LOOSE LIFTS. TWO FEET OF UNDERCUTTING AND RE-COMPACTION IS REQUIRED FOR FOOTINGS 10.0 FEET AWAY FROM THE EXISTING BUILDING. DURING CONSTRUCTION, ALL SOIL IMPROVEMENT WITHIN 5.0 FEET OF THE EXISTING FOOTINGS SHALL BE PERFORMED BY HAND COMPACTION IN 4" LOOSE LIFTS. ALL EXCAVATIONS SHALL BE MADE WITH THE INTENT TO EXECUTE THE REQUIRED CONSTRUCTION AND BACKFILL AS QUICKLY AS POSSIBLE. LARGE EXCAVATIONS SHALL NOT BE OPEN FOR EXTENDED PERIODS OF TIME.REFER TO THE SPECIFICATIONS FOR THE GEOTECHNICAL TESTING REQUIREMENTS.IF SOIL IS DISTURBED DURING FOOTING EXCAVATION RE-COMPACT TO 95% MODIFIED PROCTOR DENSITY IN 8" LIFTS.CENTER ALL FOOTINGS UNDER THEIR RESPECTIVE COLUMNS OR WALLS, U.N.O. ON PLANS.DO NOT EXCAVATE FOR ANY PURPOSE WITHIN ONE FOOT OF THE ANGLE OF REPOSE OF ANY SOIL BEARING FOOTING OR FOUNDATION UNLESS SUCH FOOTING OR FOUNDATION IS FIRST PROPERLY PROTECTED AGAINST SETTLEMENT.THE CONTRACTOR IS RESPONSIBLE FOR THE DISPOSAL OF ALL ACCUMULATED WATER FROM EXCAVATIONS AND DEWATERING OPERATIONS IN SUCH A WAY AS NOT TO CAUSE INCONVENIENCE TO THE WORK AND DAMAGE TO THE STRUCTURAL ELEMENTS.SOIL COMPACTION SHALL BE FIELD CONTROLLED BY A SOILS ENGINEER OR TESTING LABORATORY. A REPORT BEARING THE SIGNATURE AND SEAL OF A REGISTERED PROFESSIONAL ENGINEER WHO CONTROLLED AND TESTED THE SOIL COMPACTION SHALL BE SUBMITTED TO THE CONTRACTING OFFICER AS AN INDICATION THAT THE REQUIREMENTS OF THE CONTRACT DOCUMENTS HAVE BEEN FOLLOWED.SOIL COMPACTION, FILL AND ITS REPLACEMENT SHALL BE FIELD CONTROLLED BY THE TESTING AGENCY OR CONTRACTING OFFICER. THE TESTING AGENCY SHALL SELECT ALL TESTING LOCATIONS.

( ADHESIVE ANCHORING SYSTEMS )USE AN EPOXY OR POLYESTER RESIN ADHESIVE SUCH AS HILTI HIT HY-200 OR APPROVED EQUIVALENT.FOLLOW MANUFACTURER'S SPECIFICATIONS FOR USE AND INSTALLATION. INSTALL AND MAINTAIN A MIN. EMBEDMENT IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS, OR AS SPECIFIED ON DRAWINGS. DIAMETER OF HOLE SHALL BE AS RECOMMENDED BY MANUFACTURER FOR THE PARTICULAR PRODUCT SPECIFIED IN THE DRAWINGS.UNLESS NOTED, ANCHOR SPACING AND ANCHOR EDGE DISTANCE SHALL BE ACCORDING TO THE MANUFACTURER'S MOST CURRENT PUBLICATION IN ORDER TO DEVELOP MAXIMUM WORKING LOADS.DO NOT EXCEED MANUFACTURER'S MAX. RECOMMENDED TIGHTENING TORQUE.ALL ANCHORS SHALL BE INSTALLED AS PER MANUFACTURER'S RECOMMENDATIONS AND UNDER MANUFACTURER'S SUPERVISION IN ORDER TO DEVELOP THE MOST CURRENT PUBLISHED WORKING LOADS.ALL EPOXIED ANCHORING SHALL BE TESTED AFTER INSTALLATION AT CONTRACTOR'S EXPENSE. A MINIMUM OF 10% OF EACH DAY'S APPLICATIONS AND NO LESS THAN 2 SHALL BE TESTED BY APPLYING A TENSING LOAD OF 1000 POUNDS TO THE EMBEDDED ANCHOR. IF A TEST APPLICATION FAILS, ALL APPLICATIONS FOR THAT DAY SHALL BE TESTED. TESTING PROCEDURES AND RESULTS SHALL BE SUBMITTED AND APPROVED BY ENGINEER.

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1. EXTERIOR METAL STUDS AND ATTACHMENTS SHALL BE DESIGNED BY A SPECIALTYENGINEER. THE DESIGN SHALL CONFORM TO UFC 3-301-01, UFC 4-010-01, ANDB.I.A. TECHNICAL NOTE 28B. THE SIZES SHOWN ON THE DRAWINGS ARE A MINIMUMTO BE PROVIDED AND INSTALLED.

2. THE SPECIALTY ENGINEER OR MANUFACTURER SHALL PROVIDE, ANDINSTALL THEIR COMPONENTS, IT IS THE RESPONSIBILITY OF THE SPECIALTYENGINEER TO ENSURE ALL COMPONENTS ARE INSTALLED ACCORDING TO THEAPPROVED SHOP DRAWINGS. THE SPECIALTY ENGINEER SHALL SUBMIT A LETTERTO THE CONTRACTING OFFICER STATING THAT THE SYSTEM HAS BEEN INSTALLEDACCORDING TO THE APPROVED SHOP DRAWINGS.

3. METAL STUD ENGINEER SHALL REVIEW & COORDINATE METAL PANELS / SOFFITSUPPORT ATTACHMENTS PRIOR TO SHOP DRAWING SUBMITTAL.

4. COORDINATE, PROVIDE, AND INSTALL DOUBLE STUDS WITH METAL PANEL / SOFFITSUPPORT JOINTS, ATTACHMENT REQUIREMENTS AND SPACING.

5. PROVIDE STRAP BRACING TO BRACE FLANGES WHERE UNBRACED BY PANELS OR OTHER MEANS. ALL STRAP BRACING SHALL BE ANCHORED TO SOLID BLOCKING.6. COORDINATE UNBRACED FLANGE WITH SHEATHING LOCATIONS. WHERE NO

SHEATHING EXISTS PROVIDE STRAPPING OR BRACING OF UNSUPPORTED FLANGESAS REQUIRED TO RESIST GRAVITY AND WIND LOADS.

7. THE MINIMUM GAGE FOR EXTERIOR STUD FRAMING IS 16 GAGE.8. DESIGN SHALL BE IN ACCORDANCE WITH AISI "SPECIFICATION FOR THE DESIGN OF COLD FORMED STRUCTURAL MEMBERS".9. JOINTS AND CONNECTIONS SHALL BE MADE WITH SCREWS. PROVIDE A

MINIMUM TWO (2) SCREWS PER CONNECTION.10. POWDER ACTUATED FASTENERS (PAF'S) MAY BE USED IN NON-LOAD BEARING

APPLICATIONS.11. ALL COLD-FORMED STEEL FRAMING, CONNECTORS SHALL RECEIVE A G-90

GALVANIZED COATING.12. POWDER ACTUATED FASTENERS (PAF'S) EMBEDDED IN CONCRETE SHALL NOT BE

USED IN TENSION.13. EXTERIOR METAL STUDS AND THEIR CONNECTIONS ARE TO BE DESIGNED FOR

BLAST LOADS ACCORDING TO UFC 4-010-01.

1. USE POWDER ACTUATED FASTENING SYSTEMS SUCH AS HILTI, RED HEAD,RAMSET, OR AN ACCEPTED ALTERNATE HAVING I.C.B.O., OR S.B.C.G.I. APPROVAL.INSTALL IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS, BUT NOTLESS THAN 1 1/4" INTO CONCRETE U.N.O.

2. PROVIDE A MINIMUM ANCHOR SPACING AND EDGE DISTANCE OF 3 INCHES INCONCRETE AND A MINIMUM ANCHOR SPACING OF 1 INCH AND EDGE DISTANCEOF 1/2 INCH IN STEEL.

3. ALLOWABLE WORKING LOADS SHALL NOT EXCEED MANUFACTURER'SRECOMMENDATIONS, BUT NOT MORE THAN ACCEPTED BY APPROVING AGENCY.NO INCREASE FOR WIND OR SEISMIC LOAD IS PERMITTED.

4. PROVIDE A MINIMUM OF TWO (2) FASTENERS PER CONNECTION.

1. USE 2 INCH DEEP, COMPOSITE STEEL DECK UNITS, FORMED OF20 GAUGE STEEL SHEETS CONFORMING TO ASTM A-446, HAVING AMINIMUM YIELD POINT OF 40 KSI, WITH A PROTECTIVE COATING OFZINC CONFORMING TO ASTM A-653 G90, AND HAVING INTEGRALLOCKING LUGS OR EMBOSSMENTS. MIN. HEIGHT OF EMBOSSMENTSOR LUGS SHALL BE .050".

A. Sp= 0.355 in^3/FT B. Sn= 0.360 in^3/FT C. Ip= 0.418 in^4/FT D. In= 0.415 in^4/FT2. THE DECK SHALL BE CAPABLE OF SUPPORTING A UNIFORMLY

DISTRIBUTED CONSTRUCTION LOAD OF 100 PSF AND TOTALSUPERIMPOSED LOADS LISTED UNDER GENERAL NOTES.

3. DESIGN AND MANUFACTURE THE DECK IN ACCORDANCE WITH THE"SPECIFICATIONS FOR DESIGN OF LIGHT-GAUGE COLD-FORMEDSTEEL STRUCTURAL MEMBERS", AND CONFORM TO THE STEELDECK INSTITUTE'S RECOMMENDED SPECIFICATIONS.

4. ERECT AND ANCHOR DECK UNITS IN ACCORDANCE WITH THEMANUFACTURER'S SPECIFICATIONS AND ERECTION DRAWINGS.ATTACH DECK TO SUPPORTS AS INDICATED.

5. USE 4" INCH THICK REGULAR WEIGHT CONCRETE SLAB ABOVETOP OF DECK. MINIMUM COMPRESSIVE STRENGTH OF CONCRETEIS 4000 PSI AT 28 DAYS, TYP U.N.O.

6. REINFORCE SLAB WITH 6x6 - W2.9xW2.9 PLACED 1 1/2 INCHESABOVE TOP OF STEEL DECK CORRUGATIONS.

7. GALVANIZED COMPOSITE FLOOR DECK SHALL BE OF THE DEPTH,GAGE, AND THICKNESS SPECIFIED ON THE DRAWINGS AND SHALLCONFORM TO ASTM A653 SQ GRADE 33 (Fy=33,000 PSI).GALVANIZED COATING SHALL CONFORM TO ASTM A924 WITH COATINGDESIGNATION G90.

8. THE COMPOSITE STEEL DECK SHOWN ON THE DRAWINGS IS THEMINIMUM REQUIRED FOR UNSHORED CONSTRUCTION FOR THE TYPICALCONDITION OF TWO CONTINUOUS SPANS OR MORE UNLESS SHORING ISSPECIFICALLY NOTED. THE DECK SUPPLIER SHALL INCREASE THE GAGETHICKNESS OR SPECIFY SHORING, IF NECESSARY, FOR SINGLE SPANCONDITIONS THAT CANNOT BE AVOIDED.

9. THE DECK GAGE AND DEPTH HAVE BEEN SELECTED BASED ON THE WETWEIGHT OF CONCRETE AND THE FINAL DESIGN LOADS ONLY.CONSTRUCTION MATERIALS MAY NOT BE PLACED ON THE BARE METALDECK.

10. THE FINAL SLAB THICKNESS SHALL BE NO LESS THAN INDICATED ONTHE PLANS AND THE SLAB SHALL BE FINISHED TO THE SPECIFIEDTHICKNESS. CONTRACTOR SHALL SUBMIT CONSTRUCTION JOINTLOCATIONS TO THE ENGINEER FOR REVIEW AND APPROVAL PRIOR TOCONCRETE PLACEMENT. CONTRACTOR SHALL PROVIDE 10% ADDITIONALCONCRETE THAT MAY BE REQUIRED TO COMPENSATE FOR THEDEFLECTION OF UNSHORED BEAMS AND DECK.

11. SEE DETAILS FOR ATTACHMENT OF DECK TO SUPPORTS AND FOR SIDELAP CONNECTIONS BETWEEN SUPPORTS. PROVIDE DECK ACCESSORIESSUCH AS COLUMN CLOSURES, CELL CLOSURES, AND GIRDER FILLERSTO CONSTRUCT COMPLETE FLOOR DECK.

12. DECK SHALL BE FABRICATED SO THAT DECK RUNS CONTINUOUSLYOVER OPENINGS. THE OPENINGS IN THE DECK SHALL NOT BE CUTUNTIL THE OPENING IS NEEDED (PER OSHA).

13. THE CONTRACTOR SHALL COORDINATE ALL TRADE REQUIREMENTS ANDCONFIRM THE SIZE AND LOCATION OF ALL OPENINGS. OPENINGS LARGERTHAN 12", AND AS DETAILED, SHALL HAVE STEEL FRAMING SUPPORTINGALL EDGES. SEE TYPICAL FRAMING DETAILS.

14. STEEL MEMBERS (I.E. -EDGE ANGLES, PLATES, ETC.) SUPPORTING STEELDECK AT THE PERIMETER OF THE BUILDING SHALL BE CONTINUOUS,BUTT WELD PIECES WHERE SPLICES OCCUR.

15. CONDUIT, PIPING, ETC. SHALL NOT BE EMBEDDED IN COMPOSITE SLABCONSTRUCTION. MODIFICATION TO THE REFERENCED FIRE RATED DESIGNASSEMBLIES FOR ELEVATED COMPOSITE SLABS WILL NOT BE ALLOWED.SUCH MODIFICATIONS INCLUDE, BUT ARE NOT LIMITED TO, EMBEDDEDCONDUIT, PIPING, OR OTHER BUILDING ELEMENT OR SYSTEM NOTINDICATED INT THE REFERENCED ASSEMBLIES. REFER TO THEARCHITECTURAL DRAWINGS FOR THE FIRE RATED DESIGN ASSEMBLIESUSED ON THIS PROJECT.

16. CONSTRUCT COMPOSITE FLOORS TO Ff = 20 (13 MIN) PER ASTM E1155.

1. FOUNDATION DESIGN IS BASED ON AN ALLOWABLE SOIL BEARING PRESSURE OF 2,000POUNDS PER SQUARE FOOT BY THE GEOTECHNICAL REPORT PREPARED BY THE U.S.ARMY CORPS OF ENGINEERS (USACE) MOBILE DISTRICT APRIL 2016.

2. GENERAL: EXISTING VEGETATED AREAS TO RECEIVE FILL SHALL BE STRIPPED OF ALLSURFACE VEGETATION AND TOPSOIL. TOPSOIL SUITABLE FOR REUSE SHALL BESTOCKPILED FOR REUSE. IF TOPSOIL IS REUSED, IT MAY REQUIRE FURTHER SOILAMENDMENTS BEFORE IT IS SUITABLE. THE CONTRACTOR SHALL REFER TO RELEVANTSPECIFICATIONS FOR FURTHER GUIDANCE. PROVISIONS SHALL BE MADE TO MAINTAIN ALLEXCAVATIONS FREE OF SURFACE WATER.

3. DEMOLITION: WHERE SURROUNDING PAVEMENTS AND STRUCTURES AREDEMOLISHED TO MAKE WAY FOR NEW CONSTRUCTION, BURIED COMPONENTSSHALL BE COMPLETELY REMOVED. ANY RESULTING VOIDS SHALL BE BACKFILLEDAND COMPACTED WITH SATISFACTORY SOILS. IF THERE ARE ANY UTILITY LINES THAT ARETO BE REMOVED AND ARE TOO DEEP FOR PROPER EXCAVATION, THEY MAY BE GROUTEDIN PLACE AFTER APPROVAL IS RECEIVED FROM BOTH THE CONTRACTING OFFICER ANDTHE USACE MOBILE DISTRICT OFFICE.

4. DEWATERING: THE WATER TABLE ENCOUNTERED DURING THE SUBSURFACEINVESTIGATIONS IS AT A STATIC DEPTH OF 15 FEET AND MAY AFFECT THE CONSTRUCTIONOF THE FOUNDATION SYSTEM. DEWATERING WILL BE NECESSARY FOR UTILITYCONSTRUCTION, UNDERCUTTING, AND RE-COMPACTION FOR STRUCTURAL FOOTINGS.BACKFILL SHALL BE PLACED IMMEDIATELY AS EXCAVATION PROGRESSES.

5. UNDERCUTTING FOR FOUNDATIONS: THE SOIL WITHIN 2.0 FEET OF THE BOTTOM OF ALLFOOTINGS SHALL BE UNDERCUT AND BACKFILLED WITH AN ENGINEERED FILL. IT ISANTICIPATED THAT THE IN-SITU MATERIAL USED DURING CONSTRUCTION WILL BECLASSIFIED AS SATISFACTORY AND REQUIRE ONLY DENSIFICATION VIA COMPACTION.THE NEW CONSTRUCTION IS ADJACENT TO THE EXISTING 39TH IOS BUILDING (B90074) ANDMAY INFLUENCE THE FOUNDATIONS SYSTEM OF THIS BUILDING. THERE SHALL NOT BEEXTENSIVE UNDERCUTTING NEXT TO THIS BUILDING. ONLY LIMITED UNDERCUTTING ANDRE-COMPACTION IS ALLOWED FOR ISOLATED REMOVAL OF UNSATISFACTORY MATERIALSOR FILLING VOIDS DUE TO UTILITY REMOVAL. FILL AND SUBGRADE COMPACTION FOR NEWFOOTINGS ADJACENT TO THE EXISTING BUILDING (WITHIN 5.0 FEET) SHALL BE COMPACTEDWITH HAND COMPACTORS IN 4" LOOSE LIFTS. ROLLER COMPACTION MAY NOT BE USEDWITHIN 5.0 FEET OF THE EXISTING 39TH IOS BUILDING. LARGE VIBRATORY EQUIPMENT WILLNOT BE USED FOR THIS PROJECT.

6. FOUNDATION RECOMMENDATIONS: THE NATIVE MATERIAL AT THE PROJECT SITE ISANTICIPATED TO BE SATISFACTORY FOR RE-COMPACTION. WHERE THE SUBGRADEAPPEARS TO BE UNSATISFACTORY IT SHALL BE UNDERCUT AND RE-COMPACTED. WHERETHE GRADE REQUIRES ADDITIONAL FILL IT SHALL BE CONSISTENT WITH THE NATIVE,SATISFACTORY MATERIAL; POORLY GRADED FINE-GRAINED SAND. ALL COMPACTEDMATERIAL SHALL BE PLACED IN 8" LOOSE LIFTS FOR HEAVY COMPACTION EQUIPMENT.HAND COMPACTION SHALL BE DONE IN 4" LOOSE LIFTS. TWO FEET OF UNDERCUTTING ANDRE-COMPACTION IS REQUIRED FOR FOOTINGS 10.0 FEET AWAY FROM THE EXISTINGBUILDING. DURING CONSTRUCTION, ALL SOIL IMPROVEMENT WITHIN 5.0 FEET OF THEEXISTING FOOTINGS SHALL BE PERFORMED BY HAND COMPACTION IN 4" LOOSELIFTS. ALL EXCAVATIONS SHALL BE MADE WITH THE INTENT TO EXECUTE THE REQUIREDCONSTRUCTION AND BACKFILL AS QUICKLY AS POSSIBLE. LARGE EXCAVATIONS SHALL NOTBE OPEN FOR EXTENDED PERIODS OF TIME.

7. REFER TO THE SPECIFICATIONS FOR THE GEOTECHNICAL TESTING REQUIREMENTS.8. IF SOIL IS DISTURBED DURING FOOTING EXCAVATION RE-COMPACT TO 95% MODIFIED

PROCTOR DENSITY IN 8" LIFTS.9. CENTER ALL FOOTINGS UNDER THEIR RESPECTIVE COLUMNS OR WALLS, U.N.O. ON

PLANS.10. DO NOT EXCAVATE FOR ANY PURPOSE WITHIN ONE FOOT OF THE ANGLE OF REPOSE OF

ANY SOIL BEARING FOOTING OR FOUNDATION UNLESS SUCH FOOTING OR FOUNDATION ISFIRST PROPERLY PROTECTED AGAINST SETTLEMENT.

11. THE CONTRACTOR IS RESPONSIBLE FOR THE DISPOSAL OF ALL ACCUMULATEDWATER FROM EXCAVATIONS AND DEWATERING OPERATIONS IN SUCH A WAY AS NOT TOCAUSE INCONVENIENCE TO THE WORK AND DAMAGE TO THE STRUCTURAL ELEMENTS.

12. SOIL COMPACTION SHALL BE FIELD CONTROLLED BY A SOILS ENGINEER OR TESTINGLABORATORY. A REPORT BEARING THE SIGNATURE AND SEAL OF A REGISTEREDPROFESSIONAL ENGINEER WHO CONTROLLED AND TESTED THE SOIL COMPACTION SHALLBE SUBMITTED TO THE CONTRACTING OFFICER AS AN INDICATION THAT THEREQUIREMENTS OF THE CONTRACT DOCUMENTS HAVE BEEN FOLLOWED.

13. SOIL COMPACTION, FILL AND ITS REPLACEMENT SHALL BE FIELD CONTROLLED BY THETESTING AGENCY OR CONTRACTING OFFICER. THE TESTING AGENCY SHALL SELECT ALLTESTING LOCATIONS.

1. ALL JOISTS SHALL BE DESIGNED AND FABRICATED BY THE MANUFACTURER, WITH STANDARD CAMBER, AND ERECTED IN ACCORDANCE WITH STEEL JOIST INSTITUTE, LATEST REVISION.2. STEEL JOIST MANUFACTURER SHALL SUBMIT ERECTION AND SHOP DRAWINGS SHOWING JOIST LOCATIONS, BRIDGING, CONNECTIONS AND DETAILS, SPECIAL AND EXTENDED ENDS, SLOPED SEATS AND ACCESSORIES REQUIRED FOR THE INSTALLATION OF JOISTS.3. JOISTS SHALL BE STORED ON WOOD SLEEPERS ON DRY, LEVEL GROUND. PERMANENTLY DEFORMED OR OTHERWISE DAMAGED JOISTS SHALL BE REPLACED AT THE CONTRACTORS'S EXPENSE.4. THE STEEL JOIST FABRICATORS SHALL SUBMIT CERTIFIED LETTERS TO THE

ARCHITECT STATING THAT HE HAS RECEIVED SPRINKLER DRAWINGS. THESTEEL JOIST FABRICATORS SHALL DESIGN THEIR PRODUCTS FOR LOADINGIMPOSED BY SPRINKLER MAIN SUPPLY LINES AND BRANCHES. THE STEELJOIST FABRICATORS SHALL BE SOLELY RESPONSIBLE FOR THE ADEQUACYOF THE JOIST DESIGNS. IF SPRINKLER DRAWINGS ARE NOT AVAILABLE, THEJOIST FABRICATORS SHALL USE A DESIGN LOAD OF 3 PSF APPLIEDAS UNIFORM OR CONCENTRATED LOADS WHICH CAN BE SUPPORTED BYTHEIR SYSTEMS.

5. K-SERIES JOIST STRUCTURAL STEEL SHALL BE ASTM A572, GRADE 50 (Fy = 50 KSI) UNLESS NOTED OTHERWISE.6. ALL JOISTS SHALL RECEIVE A COAT OF GRAY RUST INHIBITIVE PRIMER.7. THE STEEL JOIST MANUFACTURER SHALL INVESTIGATE THE JOISTS FOR A MINIMUM NET UPLIFT IN ACCORDANCE WITH THE STRUCTURAL NOTES AND FURNISH THE BRIDGING AND ATTACHMENTS NECESSARY TO ENSURE PROPER JOIST PERFORMANCE UNDER UPLIFT FORCES AND FORCES DUE TO ERECTION PER SJI SPECIFICATIONS AND OSHA REQUIREMENTS.8. STEEL JOIST BEARING AT EXTERIOR WALLS SHALL BE DESIGNED TO RESIST 1,200 POUNDS LATERAL FORCE PERPENDICULAR TO JOISTS APPLIED AT THE

TOP OF THE JOIST.9. ANY SINGLE PANEL POINT OF THE LOWER CHORD OF ROOF JOISTS MUST BE

CAPABLE OF SAFELY SUPPORTING A SUSPENDED CONCENTRATED LOAD OF200 POUNDS IN ADDITION TO THE DEAD LOADS.

10. UNLESS NOTED, K-SERIES STEEL JOISTS SHALL HAVE BEARING DEPTHS ASNOTED ON PLAN. WHERE STEEL JOIST SLOPE EXCEEDS 1/8" PER FOOT,PROVIDE SLOPED BEARING SEATS.

11. JOIST SEATS SHALL EXTEND A DISTANCE OF NOT LESS THAN 2-1/2" OVER STEEL SUPPORTS WHERE 2-1/2" LONG BEARING FOR K-SERIES JOISTS IS NOT PROVIDED. THE JOIST MANUFACTURER SHALL PROVIDE A SPECIAL JOIST SEAT DESIGN FOR ADEQUATE BEARING.12. JOIST SEATS SHALL EXTEND A DISTANCE OF NOT LESS THAN 4" OVER MASONRY

OR CONCRETE SUPPORTS AND CONNECT TO THE STEEL EMBED PLATES.13. UNLESS NOTED OTHERWISE OR AS REQUIRED BY DESIGN OF JOIST MANUFACTURER, K-SERIES JOISTS SHALL BE CONNECTED TO STEEL BY 1/8"

WELD, 2" LONG EACH SIDE.14. BRIDGING SHALL BE PROVIDED IN ACCORDANCE WITH S.J.I. REQUIREMENTS

WITH ADDITIONAL BRIDGING FOR UPLIFT TYPICAL AT EACH END OF ROOFJOISTS.

15. HORIZONTAL BRIDGING SHALL BE AN ANGLE AT TOP AND BOTTOM, DESIGNEDFOR L/R LESS THAN OR EQUAL TO 300. A SINGLE LINE OF BOTTOM CHORDBRIDGING MUST BE PROVIDED AT THE ENDS OF STEEL ROOF JOIST NEAR THEFIRST BOTTOM CHORD PANEL POINT.

16. DIAGONAL BRIDGING SHALL BE AN ANGLE DESIGNED FOR L/R LESS THAN OREQUAL TO 200.

17. UNLESS NOTED, 2ND AND 3RD JOIST SPACES FROM WALLS AND 1ST AND 2ND JOIST SPACES FROM DISCONTINUITIES SHALL HAVE CROSS BRIDGING (TO BE ALIGNED WITH HORIZONTAL BRIDGING).

18. PROVIDE AND INSTALL ADDITIONAL ROW AT BRIDGING AT THE FIRST PANEL POINTFROM THE ENDS OF THE JOISTS FOR UPLIFT.

19. JOIST BRIDGING SHALL NOT BE USED TO SUPPORT EQUIPMENT, PIPING,CONDUITS, DUCTWORK, ETC.

STEEL JOIST

1. USE AN EPOXY OR POLYESTER RESIN ADHESIVE SUCH AS HILTI HIT HY-200OR APPROVED EQUIVALENT.

2. FOLLOW MANUFACTURER'S SPECIFICATIONS FOR USE AND INSTALLATION.3. INSTALL AND MAINTAIN A MIN. EMBEDMENT IN ACCORDANCE WITH

MANUFACTURER'S SPECIFICATIONS, OR AS SPECIFIED ON DRAWINGS.4. DIAMETER OF HOLE SHALL BE AS RECOMMENDED BY MANUFACTURER

FOR THE PARTICULAR PRODUCT SPECIFIED IN THE DRAWINGS.5. UNLESS NOTED, ANCHOR SPACING AND ANCHOR EDGE DISTANCE SHALL

BE ACCORDING TO THE MANUFACTURER'S MOST CURRENT PUBLICATION INORDER TO DEVELOP MAXIMUM WORKING LOADS.

6. DO NOT EXCEED MANUFACTURER'S MAX. RECOMMENDED TIGHTENINGTORQUE.

7. ALL ANCHORS SHALL BE INSTALLED AS PER MANUFACTURER'SRECOMMENDATIONS AND UNDER MANUFACTURER'S SUPERVISION INORDER TO DEVELOP THE MOST CURRENT PUBLISHED WORKING LOADS.

8. ALL EPOXIED ANCHORING SHALL BE TESTED AFTER INSTALLATION ATCONTRACTOR'S EXPENSE. A MINIMUM OF 10% OF EACH DAY'SAPPLICATIONS AND NO LESS THAN 2 SHALL BE TESTED BY APPLYING ATENSING LOAD OF 1000 POUNDS TO THE EMBEDDED ANCHOR. IF A TESTAPPLICATION FAILS, ALL APPLICATIONS FOR THAT DAY SHALL BE TESTED.TESTING PROCEDURES AND RESULTS SHALL BE SUBMITTED ANDAPPROVED BY ENGINEER.

1. SEE SPECIFICATION SECTION 01 45 35.00 25 FOR SPECIAL STRUCTURALINSPECTION REQUIREMENTS.

2. THE CONTRACTOR SHALL MEET ALL THE REQUIREMENTS FOR SPECIALINSPECTIONS IN ACCORDANCE WITH THE REQUIREMENTS OF CHAPTER 17OF THE INTERNATIONAL BUILDING CODE, 2012 EDITION.

CONSULTING GROUP,INC.

901 W. Garden St. Pensacola, FL 32502P: 850-438-0050 F: 850-432-8631

FLORIDA LICENSE NUMBER 05371

MECHANICAL ELECTRICAL STRUCTURALCOMMUNICATIONS INDUSTRIAL

S C H M I D T.

SCG PROJECT: 2015-176

STUART SMITH P.E.FLORIDA LICENSE NUMBER 49738

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LIGHT GAGE STUDSPOWDER ACTUATED FASTENERSTYPICAL COMPOSITE FLOOR DECK

SHALLOW FOUNDATIONS

1. ROOF DECK SHALL BE 1-1/2", TYPE B, GALVANIZED STEEL WITH THEFOLLOWING PROPERTIES:

- GAUGE = 20GA- Sp = 0.234 in^3/FT- Sn = 0.247 in^3/FT- I = 0.212 in^4/FT- Fy = 33 KSI- GALVANIZING = G90

2. THE DECK SHALL BE CAPABLE OF SUPPORTING A UNIFORMLY DISTRIBUTEDTOTAL SUPERIMPOSED GRAVITY LOAD OF 55 PSF AND WIND UPLIFT ANDSHEAR LOADS LISTED UNDER GENERAL NOTES.

3. DESIGN AND MANUFACTURE THE DECK IN ACCORDANCE WITH THE"SPECIFICATIONS FOR DESIGN OF LIGHT GAGE COLD-FORMED STEELSTRUCTURAL MEMBERS", AND CONFORM TO THE STEEL DECK INSTITUTE'SRECOMMENDED SPECIFICATIONS.

4. ROOF DECK SHALL BE FASTENED TO THE SUPPORTING STRUCTURE WITH0.157"Ø P.A.F.'s IN A 36/7 FASTENER PATTERN AT ALL SUPPORTS WHEREBASE STEEL THICKNESS EXCEEDES 1/8" THICK. FOR APPLICATIONS WHEREBASE STEEL THICKNESS IS LESS THAN OR EQUAL TO 1/8" THICK, PROVIDE#12 BUILDEX TRAXX SCREWS IN A 36/7 FASTENER PATTERN AT ALLSUPPORTS. SIDE LAPS SHALL BE CONNECTED WITH #10 SELF DRILLINGSCREWS @12" O.C. MAX.

5. CEILING, DUCTS, AND LIGHT FIXTURES MAY BE HUNG FROM DECK. DO NOTHANG ANY OTHER ITEMS FROM ROOF DECK. NO SINGLE CONCENTRATEDLOAD SHALL EXCEED 60 POUNDS AND NO UNIFORM LOAD SHALL EXCEED 10PSF.

6. WHERE 4 OR MORE SUPPORTS ARE PROVIDED, STEEL DECK SHALL SPANCONTINUOUSLY OVER A MINIMUM OF 4 SUPPORTS (3-SPAN CONDITION).

STEEL ROOF DECK

ADHESIVE ANCHORING SYSTEMS

CONDITION CONNECTION- STUD TO

TRACK(1)-#10 SELF DRILLING SCREW, EACH FLANGE, STUDSECURELY INTO TRACK.

- TRACK TOCONCRETE

(2)-0.157Ø P.A.F.'s AT EACH STUD. PROVIDE A MINIMUMOF 1-1/2" EMBEDMENT, 2-1/2" EDGE OF DISTANCE, AND1" MINIMUM BETWEEN FASTENERS.

- TRACK TOSTRUCTURALSTEEL

(2)-0.157Ø P.A.F.'s @ 16"O.C. MAXIMUM. PROVIDE 1/2"MINIMUM EDGE DISTANCE AND 1" MINIMUM BETWEENFASTENERS.

SPECIAL STRUCTURAL INSPECTIONS

M) )c cSHOP DRAWINGS REQUIRING INPUT BY A _______ SPECIALTY ENGINEER_______1. THE FOLLOWING REQUIREMENTS IN NO WAY REDUCE OR LIMIT ANY ADDITIONAL

REQUIREMENTS OF SPECIFICATIONS.REVIEW OF SUBMITTALS BY THE STRUCTURAL ENGINEER IS FOR GENERAL CONFORMANCE WITH THE DESIGN CONCEPT AS PRESENTED BY THE CONTRACT DOCUMENTS. NO DETAILED CHECK OF QUANTITIES OR DIMENSIONS WILL BE MADE.ONLY THOSE SHOP DRAWINGS REQUIRED BY THE CONTRACT DOCUMENTS TO BE SUBMITTED WILL BE REVIEWED. ALL OTHERS WILL BE RETURNED WITHOUT COMMENT.IN ACCORDANCE WITH THE SPECIFICATIONS SUBMIT A COPY OF THE SHOP DRAWING SUBMITTAL REGISTER TO THE STRUCTURAL ENGINEER, SHOWING DATES OF SUBMITTAL FOR EACH SPECIFIC STRUCTURAL SECTION OF THE WORK, CONSISTENT WITH THE FOLLOWING CRITERIA:

A. SCHEDULE AND SUBMIT SHOP DRAWINGS FOR SPECIFIC COMPONENTS, SUCH AS COLUMNS, FOOTINGS, ETC., IN THEIR ENTIRETY. SHOP DRAWINGS FOR SIMILAR FLOORS SHALL BE SUBMITTED IN THE SAME PACKAGE.

B. SUBMIT SHOP DRAWINGS IN A TIMELY MANNER, CONSISTENT WITH THE ABOVE REQUIREMENTS.

4. ALL CHANGES AND ADDITIONS MADE ON RESUBMITTALS MUST BE CLEARLY FLAGGED AND NOTED. THE PURPOSE OF THE RESUBMITTALS MUST BE CLEARLY NOTED ON THE LETTER OF TRANSMITTAL. COTR REVIEW WILL BE LIMITED TO THE ITEMS CAUSING THE RESUBMITTAL.

5. DO NOT REPRODUCE THE CONTRACT DOCUMENTS FOR USE AS SHOP DRAWINGS.6. SHOP DRAWINGS NOT MEETING THE ABOVE CRITERIA OR SUBMITTED AFTER

FABRICATION WILL NOT BE REVIEWED.RESPONSIBILITIES OF DETAILERS AND FABRICATORS

A. GENERAL- SUBMIT SHOP DRAWINGS AND ANY OTHER SPECIAL INFORMATION NECESSARY FOR PROPER FABRICATION,ERECTION, AND PLACEMENT OF STRUCTURAL FABRICATIONS.INCLUDE PLANS, ELEVATIONS, AND SECTIONS. CLEARLY SHOW ANCHORAGES, CONNECTIONS, AND ACCESSORY ITEMS. THE DETAILER MUST INTERPRET THE CONTRACT DOCUMENTS AND CLEARLY CONVEY THIS INTERPRETATION TO THE FIELD IN THE FORM OF PLACING OR ERECTION DRAWINGS.

B. CONCRETE REINFORCING DETAILER- PROVIDE PLACING DRAWINGS FOR FABRICATION AND PLACING OF REINFORCING STEEL. THESE DRAWINGS SHALL INCLUDE, BUT ARE NOT LIMITED TO THE FOLLOWING: BAR LISTS, SCHEDULES,BENDING DETAILS, PLACING DETAILS, PLACING PLANS, AND PLACING ELEVATIONS.- CLEARLY SHOW ELEVATIONS OF ALL BEARING AND SHEAR

WALLS. INDICATE OPENINGS, DETAILS OF ALL REINFORCING WITH LOCATIONS OF SPLICES AND HOOKS, CONTROL JOINTS, EXPANSION JOINTS, LINTELS, CONCRETE BOND BEAMS, AND PILASTERS.

- CLEARLY SHOW BEAM ELEVATIONS AND SECTIONS. INDICATE BAR LENGTHS, HOOKS, STIRRUP SPACING, LAP SPLICES,OFFSETS, AND LOCATION OF BARS WITH RESPECT TO ALL SUPPORTS.

- CLEARLY SHOW COLUMN ELEVATIONS AND SECTIONS.INDICATE DOWELS, OFFSETS, LAP SPLICES, AND TIES.PLAN SECTIONS OF ALL COLUMNS MUST CLEARLY BE SHOWN.

- CLEARLY SHOW ELEVATION, SECTIONS, AND DETAILS OF ALL BEAM TO COLUMN CONNECTIONS.

- CLEARLY SHOW FOUNDATION REINFORCING. INDICATE BAR LENGTHS, LOCATION AND SPLICES OF CONTINUOUS BARS,AND BAR SUPPORTS. CLEARLY SHOW LOCATIONS OF ALL DOWELS ON PLAN. INDICATE FOOTING STEP LOCATIONS AND PROVIDE DETAILS.

8. FOR ADDITIONAL CRITERIA APPLICABLE TO SHOP DRAWINGS REQUIRING ENGINEERING INPUT BY A SPECIALTY ENGINEER, SEE NOTE HEADING "SHOP DRAWINGS REQUIRING INPUT BY A SPECIALTY ENGINEER"

FLORIDA LICENSE NUMBER 05371 901 W Garden St Pensacola, FL 325

P 850-438-0050 F 850-432-86311. AN EMPLOYEE OR OFFICER OF A FABRICATOR.2. AN EMPLOYEE OR OFFICER OF AN ENTITY SUPPLYING

COMPONENTS TO A FABRICATOR.3. AN INDEPENDENT CONSULTANT RETAINED BY THE

FABRICATOR OR HIS SUPPLIER.THE FOLLOWING SYSTEMS AND COMPONENTS AS A MINIMUM REQUIRE FABRICATION AND ERECTION DRAWINGS WITH INPUT BY A SPECIALTY ENGINEER, BUT ARE NOT LIMITED TO: STEEL JOISTS, PRE-ENGINEERED STAIR, WINDOW SYSTEMS, STOREFRONT SYSTEMS, ROOF SYSTEMS,LOUVERS, DOORS, AND CONNECTIONS TO THE STRUCTURE, LIGHT GAUGE METAL STUD FRAMING, AND ANY EXTERIOR ANCILLARY STRUCTURES.THE SPECIALTY ENGINEER OR MANUFACTURER SHALL DESIGN, PROVIDE, AND INSTALL THEIR COMPONENTS AND THE COMPONENT CONNECTIONS TO THE PRIMARY STRUCTURE PER THE WIND CRITERIA STATED IN THESE NOTES, THE REQUIREMENTS OF UFC 4-010-01, OR THE CURRENT GOVERNING BUILDING CODES, WHICHEVER IS MORE STRINGENT.SUBMITTALS SHALL CLEARLY IDENTIFY THE SPECIFIC PROJECT AND APPLICABLE CODES, LIST THE DESIGN CRITERIA, AND SHOW ALL DETAILS AND PLANS NECESSARY FOR PROPER FABRICATION AND INSTALLATION. CALCULATIONS AND SHOP DRAWINGS SHALL IDENTIFY SPECIFIC PRODUCT UTILIZED. GENERIC PRODUCTS WILL NOT BE ACCEPTED.SHOP DRAWINGS AND CALCULATIONS MUST BE PREPARED UNDER THE DIRECT SUPERVISION AND CONTROL OF THE SPECIALTY ENGINEER.SHOP DRAWINGS AND CALCULATIONS REQUIRE THE SEAL, DATE AND SIGNATURE OF THE SPECIALTY ENGINEER. COMPUTER PRINTOUTS ARE AN ACCEPTABLE SUBSTITUTE FOR MANUAL COMPUTATIONS PROVIDED THEY ARE ACCOMPANIED BY SUFFICIENT DESCRIPTIVE INFORMATION TO PERMIT THEIR PROPER EVALUATION. SUCHDESCRIPTIVE INFORMATION SHALL BEAR THE SEAL AND SIGNATURE OF THE SPECIALTY ENGINEER AS AN INDICATION THAT HE HAS ACCEPTED RESPONSIBILITY FOR THE RESULTS.REVIEW BY THE STRUCTURAL ENGINEER OF SUBMITTALS LIMITED TO VERIFYING THE FOLLOWING:

A. THAT THE SPECIALTY ENGINEER HAS UNDERSTOOD THE DESIGN INTENT AND HAS USED THE SPECIFIED STRUCTURAL CRITERIA. (NO DETAILED CHECK OF CALCULATIONS WILL BE MADE.)

B. THAT THE CONFIGURATION SET FORTH IN THE STRUCTURAL SUBMITTALS IS CONSISTENT WITH THE CONTRACT DOCUMENTS. (NO DETAILED CHECK OF DIMENSIONS OR QUANTITIES WILL BE MADE.)

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1. THE FOLLOWING REQUIREMENTS IN NO WAY REDUCE OR LIMIT ANY ADDITIONALREQUIREMENTS OF SPECIFICATIONS.

2. REVIEW OF SUBMITTALS BY THE STRUCTURAL ENGINEER IS FOR GENERALCONFORMANCE WITH THE DESIGN CONCEPT AS PRESENTED BY THE CONTRACTDOCUMENTS. NO DETAILED CHECK OF QUANTITIES OR DIMENSIONS WILL BE MADE.ONLY THOSE SHOP DRAWINGS REQUIRED BY THE CONTRACT DOCUMENTS TO BESUBMITTED WILL BE REVIEWED. ALL OTHERS WILL BE RETURNED WITHOUTCOMMENT.

3. IN ACCORDANCE WITH THE SPECIFICATIONS SUBMIT A COPY OF THE SHOP DRAWINGSUBMITTAL REGISTER TO THE STRUCTURAL ENGINEER, SHOWING DATES OF SUBMITTALFOR EACH SPECIFIC STRUCTURAL SECTION OF THE WORK, CONSISTENT WITH THEFOLLOWING CRITERIA:

A. SCHEDULE AND SUBMIT SHOP DRAWINGS FOR SPECIFICCOMPONENTS, SUCH AS COLUMNS, FOOTINGS, ETC., INTHEIR ENTIRETY. SHOP DRAWINGS FOR SIMILAR FLOORS SHALLBE SUBMITTED IN THE SAME PACKAGE.

B. SUBMIT SHOP DRAWINGS IN A TIMELY MANNER, CONSISTENTWITH THE ABOVE REQUIREMENTS.

4. ALL CHANGES AND ADDITIONS MADE ON RESUBMITTALS MUST BE CLEARLY FLAGGEDAND NOTED. THE PURPOSE OF THE RESUBMITTALS MUST BE CLEARLY NOTED ON THELETTER OF TRANSMITTAL. COTR REVIEW WILL BE LIMITED TO THE ITEMS CAUSINGTHE RESUBMITTAL.

5. DO NOT REPRODUCE THE CONTRACT DOCUMENTS FOR USE AS SHOP DRAWINGS.6. SHOP DRAWINGS NOT MEETING THE ABOVE CRITERIA OR SUBMITTED AFTER

FABRICATION WILL NOT BE REVIEWED.7. RESPONSIBILITIES OF DETAILERS AND FABRICATORS A. GENERAL- SUBMIT SHOP DRAWINGS AND ANY OTHER SPECIAL

INFORMATION NECESSARY FOR PROPER FABRICATION,ERECTION, AND PLACEMENT OF STRUCTURAL FABRICATIONS.INCLUDE PLANS, ELEVATIONS, AND SECTIONS. CLEARLY SHOWANCHORAGES, CONNECTIONS, AND ACCESSORY ITEMS. THEDETAILER MUST INTERPRET THE CONTRACT DOCUMENTSAND CLEARLY CONVEY THIS INTERPRETATION TO THE FIELDIN THE FORM OF PLACING OR ERECTION DRAWINGS.

B. CONCRETE REINFORCING DETAILER- PROVIDE PLACINGDRAWINGS FOR FABRICATION AND PLACING OF REINFORCINGSTEEL. THESE DRAWINGS SHALL INCLUDE, BUT ARE NOTLIMITED TO THE FOLLOWING: BAR LISTS, SCHEDULES,BENDING DETAILS, PLACING DETAILS, PLACING PLANS, ANDPLACING ELEVATIONS.

- CLEARLY SHOW ELEVATIONS OF ALL BEARING AND SHEARWALLS. INDICATE OPENINGS, DETAILS OF ALL REINFORCINGWITH LOCATIONS OF SPLICES AND HOOKS, CONTROLJOINTS, EXPANSION JOINTS, LINTELS, CONCRETE BONDBEAMS, AND PILASTERS.

- CLEARLY SHOW BEAM ELEVATIONS AND SECTIONS. INDICATEBAR LENGTHS, HOOKS, STIRRUP SPACING, LAP SPLICES,OFFSETS, AND LOCATION OF BARS WITH RESPECT TO ALLSUPPORTS.

- CLEARLY SHOW COLUMN ELEVATIONS AND SECTIONS.INDICATE DOWELS, OFFSETS, LAP SPLICES, AND TIES.PLAN SECTIONS OF ALL COLUMNS MUST CLEARLY BESHOWN.

- CLEARLY SHOW ELEVATION, SECTIONS, AND DETAILS OF ALLBEAM TO COLUMN CONNECTIONS.

- CLEARLY SHOW FOUNDATION REINFORCING. INDICATE BARLENGTHS, LOCATION AND SPLICES OF CONTINUOUS BARS,AND BAR SUPPORTS. CLEARLY SHOW LOCATIONS OF ALLDOWELS ON PLAN. INDICATE FOOTING STEP LOCATIONSAND PROVIDE DETAILS.

8. FOR ADDITIONAL CRITERIA APPLICABLE TO SHOP DRAWINGS REQUIRING ENGINEERINGINPUT BY A SPECIALTY ENGINEER, SEE NOTE HEADING "SHOP DRAWINGS REQUIRINGINPUT BY A SPECIALTY ENGINEER"

1. SPECIALTY ENGINEER: A. DEFINITION - A FLORIDA REGISTERED PROFESSIONAL ENGINEER WHO

SPECIALIZES IN AND WHO UNDERTAKES THE DESIGN OF STRUCTURAL COMPONENTS OR STRUCTURAL SYSTEMS INCLUDED IN A SPECIFIC SUBMITTAL PREPARED FOR THIS PROJECT.

B. SHALL BE: 1. AN EMPLOYEE OR OFFICER OF A FABRICATOR. 2. AN EMPLOYEE OR OFFICER OF AN ENTITY SUPPLYING

COMPONENTS TO A FABRICATOR. 3. AN INDEPENDENT CONSULTANT RETAINED BY THE

FABRICATOR OR HIS SUPPLIER.2. THE FOLLOWING SYSTEMS AND COMPONENTS AS A MINIMUM REQUIRE

FABRICATION AND ERECTION DRAWINGS WITH INPUT BY A SPECIALTYENGINEER, BUT ARE NOT LIMITED TO: STEEL JOISTS, PRE-ENGINEEREDSTAIR, WINDOW SYSTEMS, STOREFRONT SYSTEMS, ROOF SYSTEMS,LOUVERS, DOORS, AND CONNECTIONS TO THE STRUCTURE, LIGHT GAUGE METALSTUD FRAMING, AND ANY EXTERIOR ANCILLARY STRUCTURES.

3. THE SPECIALTY ENGINEER OR MANUFACTURER SHALL DESIGN, PROVIDE, AND INSTALL THEIR COMPONENTS AND THE COMPONENT CONNECTIONS TO THEPRIMARY STRUCTURE PER THE WIND CRITERIA STATED IN THESE NOTES, THEREQUIREMENTS OF UFC 4-010-01, OR THE CURRENT GOVERNING BUILDING CODES,WHICHEVER IS MORE STRINGENT.

4. SUBMITTALS SHALL CLEARLY IDENTIFY THE SPECIFIC PROJECT AND APPLICABLECODES, LIST THE DESIGN CRITERIA, AND SHOW ALL DETAILS AND PLANSNECESSARY FOR PROPER FABRICATION AND INSTALLATION. CALCULATIONS ANDSHOP DRAWINGS SHALL IDENTIFY SPECIFIC PRODUCT UTILIZED. GENERICPRODUCTS WILL NOT BE ACCEPTED.

5. SHOP DRAWINGS AND CALCULATIONS MUST BE PREPARED UNDER THE DIRECTSUPERVISION AND CONTROL OF THE SPECIALTY ENGINEER.

6. SHOP DRAWINGS AND CALCULATIONS REQUIRE THE SEAL, DATE AND SIGNATUREOF THE SPECIALTY ENGINEER. COMPUTER PRINTOUTS ARE AN ACCEPTABLESUBSTITUTE FOR MANUAL COMPUTATIONS PROVIDED THEY ARE ACCOMPANIEDBY SUFFICIENT DESCRIPTIVE INFORMATION TO PERMIT THEIR PROPEREVALUATION. SUCHDESCRIPTIVE INFORMATION SHALL BEAR THE SEAL ANDSIGNATURE OF THE SPECIALTY ENGINEER AS AN INDICATION THAT HE HASACCEPTED RESPONSIBILITY FOR THE RESULTS.

7. REVIEW BY THE STRUCTURAL ENGINEER OF SUBMITTALS LIMITED TO VERIFYINGTHE FOLLOWING:

A. THAT THE SPECIALTY ENGINEER HAS UNDERSTOOD THEDESIGN INTENT AND HAS USED THE SPECIFIED STRUCTURALCRITERIA. (NO DETAILED CHECK OF CALCULATIONS WILL BE MADE.)

B. THAT THE CONFIGURATION SET FORTH IN THE STRUCTURAL SUBMITTALS IS CONSISTENT WITH THE CONTRACT DOCUMENTS. (NODETAILED CHECK OF DIMENSIONS OR QUANTITIES WILL BE MADE.)

5 5 5

5

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WIND LOAD ZONE WALL DIAGRAM"a" = 8'-10"

"a"

1

NEGATIVE ZONE 1AREA

-48 -4510 SF 50 SF

WIND PRESSURE DIAGRAMCLADDING PRESSURES ROOF

-84 -68-44-62

100 SF

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AREA-52 -45

10 SF 100 SF

CLADDING PRESSURES WALLS

-64 -50-40-40

500 SF

48 41 36ALL POSITIVE ZONES

NEGATIVE ZONE 4NEGATIVE ZONE 5

MWFRS = 45 PSF

PRESSURES ARE ULTIMATE

OVERHANG ZONE 1&2OVERHANG ZONE 3

-98 -98 -98-165 -128 -112

OVERHANG SOFFIT OR UNDERSIDE OF CANOPYPRESSURE EQUALS ADJ WALL PRESSURE(WHICH INCLUDES INTERNAL PRESSURE OF 8 PSF) 3

3

3

3

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CANOPY

CANOPY

OVERHANG

OVERHANG

CONSULTING GROUP,INC.

901 W. Garden St. Pensacola, FL 32502P: 850-438-0050 F: 850-432-8631

FLORIDA LICENSE NUMBER 05371

MECHANICAL ELECTRICAL STRUCTURALCOMMUNICATIONS INDUSTRIAL

S C H M I D T.

SCG PROJECT: 2015-176

STUART SMITH P.E.FLORIDA LICENSE NUMBER 49738

1

A

SHEETIDENTIFICATION

US Army Corps ofEngineers ®Mobile District

U.S

. AR

MY

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RPS

OF

ENG

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SHOP DRAWING SUBMITTALS SHOP DRAWINGS REQUIRING INPUT BY ASPECIALTY ENGINEER KSI KIPS PER SQUARE INCH

LB POUNDLL LIVE LOADLLV LONG LEG VERTICALLONG LONGITUDINALLW LIGHTWEIGHTMAX. MAXIMUMMECH MECHANIC(AL)MFR MANUFACTURE(R, ING)MIN. MINIMUMMISC. MISCELLANEOUSN.T.S. NOT TO SCALENW NORMAL WEIGHTO.C. ON CENTERPL PLATEPROJ. PROJECTIONPSF POUNDS PER SQUARE FOOTPSI POUNDS PER SQUARE INCHQTY QUANTITYREBAR REINFORCING BARREINF REINFORCE(D, ING)REQD. REQUIREDREV REVISION(S), REVISEDS.F. STEP FOOTINGSIM. SIMILARSJI STEEL JOIST INSTITUTESLV SHORT LEG VERTICALSPEC SPECIFICATION(S)SSMA STEEL STUD MANUFACTURER'S ASSOCIATIONT&B TOP AND BOTTOMTEMP TEMPERATURET.O. TOP OFT.O.C. TOP OF CONCRETET.O.F. TOP OF FOOTINGT.O.S. TOP OF STEELT.O.W. TOP OF WALLTRANS TRANSVERSET.S. THICKENDED SLABTYP. TYPICALU.N.O. UNLESS NOTED OTHERWISEVERT. VERTICALW/ WITHW/ O WITHOUTW.P. WORK POINTWWR WELDED WIRE REINFORCEMENT<<X/S-XXX>>

SECTION OR DETAIL REFERENCE

ACI AMERICAN CONCRETE INSTITUTEAISC AMERICAN INSTITUTE FOR STEEL

CONSTRUCTIONAISI AMERICAN IRON STEEL INSTITUTEALT ALTERNATEANSI AMERICAN NATIONAL STANDARDS INSTITUTEAPPROX APPROXIMATEARCH ARCHITECT(URAL)ASCE AMERICAN SOCIETY OF CIVIL ENGINEERSASTM AMERICAN SOCIETY FOR TESTING AND

MATERIALSAWS AMERICAN WELDING SOCIETYBLDG. BUILDINGBOT BOTTOMBRG BEARINGCJ CONSTRUCTION JOINT / CONTROL JOINTCL CENTER LINECLR CLEAR, CLEARANCECMU CONCRETE MASONRY UNITCOL. COLUMNCONN CONNECTIONCONT CONTINUOUS, CONTINUEDIA, Ø DIAMETERDL DEAD LOADDWG. DRAWINGEA EACHEF EACH FACEEL. ELEVATIONE.J. EXPANSION JOINTE.W. EACH WAYE.O.S. EDGE OF SLABEQ EQUALEQUIP EQUIPMENTEXIST EXISTINGEXP EXPANSIONFF FINISHED FLOORF.O. FACE OFFS FOOTING STEPFT FOOT, FEETGA GAGE, GAUGEGALV. GALVANIZEDHDG HOT DIP GALVANIZEDHORIZ. HORIZONTALHSS HOLLOW STRUCTURAL STEELIN INCHJT. JOINTKSF KIPS PER SQUARE FOOT

STRUCTURAL LEGEND

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COMMU NICATIONS INDUSTRIAL

FLORIDA LICENSE NUMBER OS371 901 W. Garden It Pensacola. EL 32502

-----R. OCO-430-O^fe- F: 893432-8631

STUAF r SMITH P.E.LO j»fSE NUMBER 49738

SC G PROJECT: 201S-176

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I id: lij i M-R FOOTING-. ' | STEP1

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SHEET NOTES: 13'-6" 3'- 10"r-

12'-10"T.O.F. T.O.F.SLAB, SEE -4'-0" -4'-0"2' - 0"- ^-r-o" 1. SEE S001 FOR GENERAL STRUCTURAL NOTES.

CENTERLINE OF COLUMNS ARE CENTERED ON GRID, TYP., U.N.O.4" SLAB = 4" CONCRETE SLAB ON GRADE REINFORCED VW 6X6 W2.9XW2.9 W.W.R.ON 10 MIL VAPOR BARRIER ON 6" OF FREE DRAINING GRANULATE BASE, TYP., U.N.O.6" SLAB = 6" CONCRETE SLAB ON GRADE REINFORCED VW 6X6 W4.0XW4.0 W.W.R.ON 10 MIL VAPOR BARRIER ON 6" OF FREE DRAINING GRANULATE BASE.T/PICAL FINISH FLOOR ELEVATION = O'-O", U.N.O.T/PICAL TOP OF FOOTING ELEVATION = -(2'-8") FROM FINISH FLOOR ELEVATION, U.N.O. SEE BUILDING ELEVATIONS FOR STRUCTURAL STEEL FRAMING AROUND WINDOWS AND DOORS.CONTRACTOR TO COORDINATE RECESSED SLAB DIMENSIONS AND THICKNESS WITH EXACT EQUIPMENT PROVIDED PRIOR TO CONSTRUCTION. AFTER EQUIPMENT RAILS ARE INSTALLED, FILL RECESSED AREA WITH CONCRETE TO ELEVATION O'-O".USE TOO #4 REBAR AT REENTRANT CORNERS AS SHOWN.ALL CONTINUOUS FOOTING STEEL WILL BE CONTINUOUS THROUGH SPREAD FOOTINGS.

PRE-ENGINEERED STEEL STAIR INCLUDING UPPER AND INTERMEDIATE LANDINGS. SEE SPEC SECTION 05 51 00.PRIVIDE 8"X16" CMU BOND BEAM W/ 2 #5 T&B @ INTERMEDIATE LANDING STAIR SUPPORT.

10'-0"CIVIL T.O.F. T.O.F.2.2' - 0"- FOUNDATION SCHEDULE20' - 0" 3. 3' - 4" 7' - 4" 3' - 4" 18' - 0">

PLANLEGEND: r/PE DIMENSIONS REINFORCING4. NORTH

3X5) FOUNDATION PLANF4.0W 4'-0"Xr-3" CONT. 5 #5 CONT. BOTTOM & #5 @ 10" O.C. TRANS., BOTTOM6" SLABC.J. (CONTROL JOINT) / / / 7\ =A 5. F5.0W 5'-0"Xr-3" CONT. 6 #5 CONT. BOTTOM & #5 @ 10" O.C. TRANS., BOTTOM 1/8" = T-0"6.J/2" =

\\\\S1/2" RECESSED SLAB

///// STEP DOWN F4 4'-0"X4'-0"Xr-3" 5 #5 EACH WAY, BOTTOM7.F6 6'-0"X6'-0"Xr-6" 7 #6 EACH WAY, BOTTOMTD TURN DOWN4 FILLED CELLS UNDER GIRDERS

/RIDGE, SEE DETAIL 7/S-5050 4' 8' 16'8. F7 7'-0"X7'-0"Xr-6" 8 #6 EACH WAY, BOTTOM

© COLUMNS SUPPORT 1 HOUR FIRE RATED OCCUPANCY SEPARATION TO BE PROTECTED WITH 1 HOUR RATED 9- GYPSUM WALLBOARD ASSEMBLY UL 1 °- NO. X52B (UNRESTRAINED), REFER n TO ARCHITECTURAL DRAWINGS FOR ADDITIONAL INFORMATION.

F8 8,-0"X8'-0"Xr-6" 9 #6 EACH WAY, BOTTOMn8E£> MASONRY CONTROL JOINT

LOCATE @ EDGE OF BRICK PIASTER, SEE ARCH. FOR DIM.

F9 9'-0"X9'-0"Xr-6" 10 #6 EACH WAY, BOTTOM SCALE: 1/8"= 1'-0"F10 10'-0"X10'-0"XT-6" 11 #6 EACH WAY, BOTTOM

A.

CMU FULL HEIGHTWALL B.

SHEETIDENTIFICATION

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HSS7X7X1/4

HSS7X7X1/4

HSS7X7X1/4

HSS7X7X1/4

HSS7X7X1/4

HSS7X7X1/4

HSS7X7X3/8

HSS7X7X3/8

HSS7X7X3/8

HSS7X7X3/8

HSS7X7X3/8

HSS7X7X3/8

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F8

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F8

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1'-5 1/2" F.F.E.-1'-6"

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F6

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E.O.S.8"

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T.O.F.-4'-0"

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11' - 4"

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HSS7X7X1/4

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HSS7X7X1/4

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F8 F8 F8 F8 F9

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F4.0W

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SLAB, SEECIVIL

6' -

8"

20' - 0"

19' - 4"

6' -

8"

TS

F5.0W

F5.0W

F5.0W

T.O.F.-2'-8"

T.O.F.-2'-8"

T.O.F.-2'-8"

T.O.F.-4'-0"

T.O.F.-4'-0"

30' -

10"

12' -

2"

T.O.F.-2'-8"

T.O.F.-2'-8"

F4.0W

1/2"

HSS8X2X3/8EMBED

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1S301

4S301

6S300

1S210

FS

2S210

4S300

1S301

4S300

2S300

MCJ

MCJ

MCJ

MCJ

MCJ

MCJ

MCJ

MCJ

MCJ

MCJ

MCJ

F4.0W

15' - 4" 1' - 0"

63' - 4" 76' - 7 5/8" 31' - 11 5/8" 9' - 5 1/8" 26' - 0"

9' -

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8' - 8"

2' - 7 5/8"

11' - 3 5/8"

24' -

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2' -

2"12

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"

4 FILLED CELLSUNDER RIDGE

BEAM

1/2"

FOOTINGSTEP, SEE 6/S301

T.O.F.-2'-8"

3' - 4"

2' -

0"

F6

F6

2' - 0"

F6

F6

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S4012

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8" 10' - 0" 8"

11"

23' -

4 1

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FS

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10' -

8"

8"X16" BOND BEAM3 SIDES OF INTERMEDIATELEVEL W/ 2 #5 TOP & BOTTOM

8"X16" BOND BEAM3 SIDES OF INTERMEDIATELEVEL W/ 2 #5 TOP& BOTTOM

T.O.F.-4'-0"

MCJ

MCJ

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6' -

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6"

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9' -

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18' -

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6' -

0"

4' - 8 1/8"

8S300

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0"

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2S301

7' - 8"1' - 0"

10' - 0" 2' - 0" 3' - 4" 1' - 0"

9' - 10" 3' - 4"

13' - 6" 3' - 10" 12' - 10" 6' - 4"

3' - 4" 7' - 4" 3' - 4" 18' - 0"

T.O.F.-2'-8"

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3' - 4"1' - 9"

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6' - 4" 6' - 10 3/8"

3' -

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F10 10'-0"X10'-0"X1'-6" 11 #6 EACH WAY, BOTTOM

F5.0W 5'-0"X1'-3" CONT. 6 #5 CONT. BOTTOM & #5 @ 10" O.C. TRANS., BOTTOM

F6 6'-0"X6'-0"X1'-6" 7 #6 EACH WAY, BOTTOMF7 7'-0"X7'-0"X1'-6" 8 #6 EACH WAY, BOTTOMF8 8'-0"X8'-0"X1'-6" 9 #6 EACH WAY, BOTTOMF9 9'-0"X9'-0"X1'-6" 10 #6 EACH WAY, BOTTOM

TYPE DIMENSIONS REINFORCINGFOUNDATION SCHEDULE

F4 4'-0"X4'-0"X1'-3" 5 #5 EACH WAY, BOTTOM

CONSULTING GROUP,INC.

901 W. Garden St. Pensacola, FL 32502P: 850-438-0050 F: 850-432-8631

FLORIDA LICENSE NUMBER 05371

MECHANICAL ELECTRICAL STRUCTURALCOMMUNICATIONS INDUSTRIAL

S C H M I D T.

SCG PROJECT: 2015-176

STUART SMITH P.E.FLORIDA LICENSE NUMBER 49738

1

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1/8" = 1'-0"S1001 FOUNDATION PLAN

PLANNORTH

SCALE: 1/8" = 1'-0"

0 4' 8' 16'

SHEET NOTES:1. SEE S001 FOR GENERAL STRUCTURAL NOTES.2. CENTERLINE OF COLUMNS ARE CENTERED ON GRID, TYP., U.N.O.3. 4" SLAB = 4" CONCRETE SLAB ON GRADE REINFORCED W/ 6X6 W2.9XW2.9 W.W.R.

ON 10 MIL VAPOR BARRIER ON 6" OF FREE DRAINING GRANULATE BASE, TYP., U.N.O.4. 6" SLAB = 6" CONCRETE SLAB ON GRADE REINFORCED W/ 6X6 W4.0XW4.0 W.W.R.

ON 10 MIL VAPOR BARRIER ON 6" OF FREE DRAINING GRANULATE BASE.5. TYPICAL FINISH FLOOR ELEVATION = 0'-0", U.N.O.6. TYPICAL TOP OF FOOTING ELEVATION = -(2'-8") FROM FINISH FLOOR ELEVATION, U.N.O.7. SEE BUILDING ELEVATIONS FOR STRUCTURAL STEEL FRAMING AROUND WINDOWS

AND DOORS.8. CONTRACTOR TO COORDINATE RECESSED SLAB DIMENSIONS AND THICKNESS WITH

EXACT EQUIPMENT PROVIDED PRIOR TO CONSTRUCTION. AFTER EQUIPMENT RAILSARE INSTALLED, FILL RECESSED AREA WITH CONCRETE TO ELEVATION 0'-0".

9. USE TWO #4 REBAR AT REENTRANT CORNERS AS SHOWN.10. ALL CONTINUOUS FOOTING STEEL WILL BE CONTINUOUS THROUGH SPREAD FOOTINGS.11. A. PRE-ENGINEERED STEEL STAIR INCLUDING UPPER AND INTERMEDIATE LANDINGS.

SEE SPEC SECTION 05 51 00.B. PRIVIDE 8"X16" CMU BOND BEAM W/ 2 #5 T&B @ INTERMEDIATE LANDING

STAIR SUPPORT.

= 6" SLAB

= 1/2" RECESSED SLAB

TD = TURN DOWN

= COLUMNS SUPPORT 1 HOUR FIRE RATED OCCUPANCY SEPARATION TOBE PROTECTED WITH 1 HOUR RATEDGYPSUM WALLBOARD ASSEMBLY ULNO. X52B (UNRESTRAINED), REFER TO ARCHITECTURAL DRAWINGS FORADDITIONAL INFORMATION.

LEGEND:= C.J. (CONTROL JOINT)

= STEP DOWN

= 4 FILLED CELLS UNDER GIRDERS/RIDGE, SEE DETAIL 7/S-505

= MASONRY CONTROL JOINTLOCATE @ EDGE OF BRICK PILASTER, SEE ARCH. FOR DIM.

= CMU FULL HEIGHT WALL

STEP 8"X16"BOND W_____BEAM@ ELP.QR_7=7^W18X35 [16] c=3/4"

W18X35 [16] c=3/4"

W16X26 [12]

3

W16X26 [12]

5

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BP2t

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r-O" -W18X35 [16] c=3/4" W18X35 [16] c=3/4" W16X26 [12] c=3/4" W18X35 [16] c=3/4" W18X40 [14] c=3/4"

3 3W18X35 [16] c=3/4" W18X35 [16] c=3/4"

W18X35 16 c=3/4

W18X35 [16] c=3/4

W18X35 [16] c=3/4"

W18X35 [16] c=3/4"

W18X35 [16] c=3/4"

W18X35 [16] c=3/4"

W16X31 [14]

W16X26 [12] c=3/4"

~D-1~~---- 3g=g: W16X26 [12]

__ CMels,,____§=-=

^ 1=8—ILO

535 £

? 5 5 W16X26 [12]5S502L4X4X1/4

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LO X—CO COX X gX

2' - 7 5/8"- ? r— £§ 5 s 58' - 8"

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■-C. 3

W16X26 [10] W16X31 [14]OPEN

BP2

W18X40 [14] c=3/4" v. : BP23

W16X31 [14] c=3/4"

W18X35 [16] c=3/4 3

W18X35 [16] c=3/4"

W18X35 [16] c=3/4" 3

3W18X35 [16] c=3/4'L

3D-1r—5W18X35 [16] c=3/4"

3

W18X35 [16] c=3/4"

15-8"

F.F.E. 3W18X35 [16] c=3/4"

3r—5W18X35 [16] c=3/4"

W18X40 [10] W16X26 [12] c=3/4"

W16X31 [14]3W12X19 [10]

1W16X26 [12]W12X19 [10]

3

W16X26 [12]W12X19 [10] LOCO'

CO Q5

W16X26 [12]W12X19 [10]

STEP 8"X16" BOND BEAM @ FLOOR

16-8 fM3F.F.E.W16X31 [14] c=3/4" ôW18X35 [16] c=3/4" W16X26 [17] W18X35 [16] c=3/4"W18X35 [16] c=3/4"

g3 3 3 8"X16" BOND BEAM 3 SIDES OF INTERMEDIATE LEVEL W/2 #5 TOP & BOTTOM

3

W18X35 [16] c=3/4" W18X35 [16] c=3/4" W16X26 [17] W18X35 [16] c=3/4" W16X31 [14] c=3/4"LOCO' LOCO' LOCO'LOCO'3D-1CO 3 co 3 co 3 co 3 oo nS<3>

W10X195 5 5 L4X4X1/45

AA.S505/: >r

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s3 3 3 3 coW8X13ISS501 OPEN(3) <A> 5= >-< <3)BP1 BP3 BP3 BP3 CM

mCO3'- 1"' n 26' - 0"

SHEET NOTES: PLANNORTH

SECOND FLOOR FRAMING PLAN601. SEE S001 FOR GENERAL STRUCTURAL NOTES.CENTERLINE OF COLUMNS ARE CENTERED ON GRID, TYP., U.N.O.TTPiCAL FLOOR CONSTRUCTION = 2" 20 GAGE GALVANIZED COMPOSITE DECKING (D-1). 4" NW CONCRETE TOPPING REINFORCED WITH 6X6 W2.9XW2.9 W.W.F., TOTAL SU\B THICKNESS = 6" TYP., U.N.O.TTPiCAL FINISH FLOOR ELEVATION = 16'-8" /15'-8".TTPiCAL TOP OF STEEL ELEVATION = 16'-2"/15,-2".SEE BUILDING ELEVATIONS FOR STRUCTURAL STEEL FRAMING AROUND WINDOWS AND DOORS.CONTRACTOR TO COORDINATE RECESSED SLAB DIMENSIONS AND THICKNESS WITH EXACT EQUIPMENT PROVIDED PRIOR TO CONSTRUCTION. AFTER EQUIPMENT RAILS ARE INSTALLED, FILL RECESSED AREA WITH CONCRETE TO ELEVATION 0‘-0".

8. REFER TO DETAIL 9/S505 FOR CONCRETE POUR OVER DETAIL AT RAISED FLOOR AREAS.

9. [X] = QUANTITY OF 3/4"0x4" HEADED STUDS ON COMPOSITE BEAM.10. c = AMOUNT OF CAMBER AT BEAM MIDPOINT.11. BP = BEAM BEARING PLATE, SEE SCHEDULE FOR SIZES, 8/S506.12. SEE LINTEL DESIGNATION 1/S401.13. 8"x16" CMU BOND BEAM W/ 2 #5 CONT. T&B @ FLOOR LINE, TYP. ALL ELEVATOR14. A. PRE-ENGINEERED STEEL STAIR INCLUDING UPPER AND INTERMEDIATE LANDINGS.

SEE SPEC SECTION 05 51 00.B. PROVIDE 8"X16" CMU BOND BEAM W/2 #5 @ INTERMEDIATE LANDING FOR

STAIR SUPPORT.

PORTION OF STRUCTURAL FLOOR 2.ASSEMBLY (SLAB, STEEL DECK AND 3.BEAMS) SHALL BE PROTECTED WITH SPRAY APPLIED FIRE PROOFING MATERIAL TO PROVIDE A 1 HOUR FIRE 4. RATING, UL NO. D779 (UNRESTRAINED), 5. REFER TO ARCHITECTURAL DRAWINGS 6. FOR ADDITIONAL INFORMATION.

1/8" = 1'-0"0 4' 8' 16'

SCALE: 1/8"= 1'-0"

7.

W18X40 [18] c=3/4

W18X40 [18] c=3/4"

W18X40 [18] c=3/4"

W18X40 [18] c=3/4"

W18X35 [16] c=3/4"

W18X35 [16] c=3/4"

W18X40 [18] c=3/4"

W16X31 [14]

W16X31 [14]

W16X31 [14]

W16X31 [14]

W16X26 [12] c=3/4"

W16X26 [12] c=3/4"

W16X31 [14]

PRE-ENGINEEREDCANOPY

LEGEND:27221

/7777" ®STEP DOWN

4 FILLED CELLS, SEE DETAIL 7/S-505

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S C H M I cnr7 CONSULTING-GROUP,INC

MECHANICAL ELECTRICAL STRUCTURAL , COMMUNICATIONS INDUSTRIAL

8P: 833-438-0093 F: 80)432-863110' - 4" 02

STUART SMITH P.E. FLORIDA LICENSE NUMBER 49738EXISTING

BUILDING4' - 8" /5‘ - 8"

V. SC G PROJECT: 2015-176

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W18

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W12X19 [10]

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W16X31 [14]

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W18X35 [16] c=3/4"

W18X35 [16] c=3/4"

W16X31 [14] W18X40 [18] c=3/4"

W18X40 [18] c=3/4"

W16X31 [14]

W16X31 [14] W18X35 [16] c=3/4"

W18X35 [16] c=3/4"

W18X35 [16] c=3/4"

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W16X26 [12]

W16X26 [12] W18X35 [16] c=3/4"

W18X35 [16] c=3/4"

W18X35 [16] c=3/4"

W16X26 [17] W18X35 [16] c=3/4"

W18X35 [16] c=3/4"

W16X31 [14] c=3/4"

W10X19

W18X35 [16] c=3/4"

W16X31 [14]

W18X35 [16] c=3/4"

W16X26 [17]

OPEN

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W16X31 [14]4 FILLED CELLSUNDER RIDGEBEAM

D-1

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PRE-ENGINEEREDCANOPY

PRE-ENGINEEREDCANOPY

SLOPE 2/12

6 3 4 4 3 3

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10' - 4"

4' - 8" 5' - 8"

X

1S501

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W12X19 [10]

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W16X26 [12] c=3/4" W18X35 [16] c=3/4" W16X26 [12] c=3/4" W18X35 [16] c=3/4" W18X40 [14] c=3/4"

W16X26 [12] W18X35 [16] c=3/4" W16X26 [17] W18X35 [16] c=3/4" W16X31 [14] c=3/4"W18X35 [16] c=3/4"

D

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W16X26 [12] c=3/4" W18X35 [16] c=3/4" W18X35 [16] c=3/4" W16X26 [12] c=3/4" W18X35 [16] c=3/4"

1' -

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W18

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W18

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1S501

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T.O.W.11'-2 3/4"

T.O.J.11'-6 3/4"

T.O.W.9'-9 3/8"

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6S506

6S506

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10' - 8" 9' - 8 3/8"

8' - 8"

2' - 7 5/8"

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24' -

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A

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CONSULTING GROUP,INC.

901 W. Garden St. Pensacola, FL 32502P: 850-438-0050 F: 850-432-8631

FLORIDA LICENSE NUMBER 05371

MECHANICAL ELECTRICAL STRUCTURALCOMMUNICATIONS INDUSTRIAL

S C H M I D T.

SCG PROJECT: 2015-176

STUART SMITH P.E.FLORIDA LICENSE NUMBER 49738

1

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US Army Corps ofEngineers ®Mobile District

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PLANNORTH

SCALE: 1/8" = 1'-0"

0 4' 8' 16'

SHEET NOTES:1. SEE S001 FOR GENERAL STRUCTURAL NOTES.2. CENTERLINE OF COLUMNS ARE CENTERED ON GRID, TYP., U.N.O.3. TYPICAL FLOOR CONSTRUCTION = 2" 20 GAGE GALVANIZED

COMPOSITE DECKING (D-1). 4" NW CONCRETE TOPPING REINFORCEDWITH 6X6 W2.9XW2.9 W.W.F., TOTAL SLAB THICKNESS = 6" TYP., U.N.O.

4. TYPICAL FINISH FLOOR ELEVATION = 16'-8" / 15'-8".5. TYPICAL TOP OF STEEL ELEVATION = 16'-2" / 15'-2".6. SEE BUILDING ELEVATIONS FOR STRUCTURAL STEEL FRAMING AROUND

WINDOWS AND DOORS.7. CONTRACTOR TO COORDINATE RECESSED SLAB DIMENSIONS AND THICKNESS

WITH EXACT EQUIPMENT PROVIDED PRIOR TO CONSTRUCTION. AFTER EQUIPMENTRAILS ARE INSTALLED, FILL RECESSED AREA WITH CONCRETE TO ELEVATION 0'-0".

LEGEND:= STEP DOWN

= 4 FILLED CELLS,SEE DETAIL 7/S-505

= CMU

= MOMENT FRAME

= LINTELS, SEE 1/S401

1/8" = 1'-0"1 SECOND FLOOR FRAMING PLAN8. REFER TO DETAIL 9/S505 FOR CONCRETE POUR OVER DETAIL AT RAISED FLOORAREAS.

9. [X] = QUANTITY OF 3/4"Øx4" HEADED STUDS ON COMPOSITE BEAM.10. c = AMOUNT OF CAMBER AT BEAM MIDPOINT.11. BP = BEAM BEARING PLATE, SEE SCHEDULE FOR SIZES, 8/S506.12. SEE LINTEL DESIGNATION 1/S401.13. 8"x16" CMU BOND BEAM W/ 2 #5 CONT. T&B @ FLOOR LINE, TYP. ALL ELEVATOR14. A. PRE-ENGINEERED STEEL STAIR INCLUDING UPPER AND INTERMEDIATE LANDINGS.

SEE SPEC SECTION 05 51 00.B. PROVIDE 8"X16" CMU BOND BEAM W/ 2 #5 @ INTERMEDIATE LANDING FOR

STAIR SUPPORT.

= PORTION OF STRUCTURAL FLOOR ASSEMBLY (SLAB, STEEL DECK AND BEAMS) SHALL BE PROTECTED WITHSPRAY APPLIED FIRE PROOFING MATERIAL TO PROVIDE A 1 HOUR FIRERATING, UL NO. D779 (UNRESTRAINED),REFER TO ARCHITECTURAL DRAWINGSFOR ADDITIONAL INFORMATION.

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LEGEND: SHEET NOTES:1. SEE S001 FOR GENERAL STRUCTURAL NOTES.

CENTERLINE OF COLUMNS ARE CENTERED ON GRID, TYP., U.N.O.1-1/2" DEEP, 20 GA. TYPE B GALVANIZED METAL ROOF DECK CONFORMING TO THE STEEL DECK INSTITUTE (SDI) RECOMMENDED PRACTICE. FASTEN WITH A 36/7 FASTENER LAYOUT USING #12 SCREW AT ALL JOIST SUPPORTS AND PERIMETER ANGLES, AND O.157"0 P.A.F. FASTENERS AT ALL BEAMS, PRE DRILL AS REQUIRED. SIDE LAPS SHALL HAVE (6) #10 SCREW BETOEEN SUPPORTS. ALL SCREWS SHALL BE SELF DRILLING W/ HEX HEAD WASHER OR APPROVED EQUIVALENT, TYP., U.N.O., SCREWS SHALL HAVE A MINIMUM PULLOUT VALUE OF 400 LB (ULT.) AND A MINIMUM SHEAR VALUE OF 965 LB (ULT.).

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SCHMIDTCONSULTING-GROUP,INC.

MECHANICAL ELECTRICAL STRUCTURAL COMMU NICATIONS INDUSTRIAL

P: 893-4380093 F: 8934 32-863102

STUART SMITH P.E. FLORIDA LICENSE NUMBER 49738

SC G PROJECT: 2015-176

5 6 7 8208' - 0"

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SCALE: 1/8"= 1'-0"

28' - 6" 33' - 6" 33' - 6" 28' - 6" 33'- 11"

SHEETIDENTIFICATION

S102

MUS Army Corps of Engineers ® Mobile District

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8" 21' - 0" 28' - 6" 33' - 6" 33' - 6" 28' - 6" 33' - 11" 29' - 1" 8"

208' - 0"

24K10 @ 5'-0" O.C.

24K10 @ 5'-0" O.C.

T.O.S.37'-10"

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32'-3 1/2"T.O. END WALL

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3

3

3

X

T.O.W.30'-8"

T.O.J.38'-0"

T.O.J.31'-0"

5S505

5S505

CONSULTING GROUP,INC.

901 W. Garden St. Pensacola, FL 32502P: 850-438-0050 F: 850-432-8631

FLORIDA LICENSE NUMBER 05371

MECHANICAL ELECTRICAL STRUCTURALCOMMUNICATIONS INDUSTRIAL

S C H M I D T.

SCG PROJECT: 2015-176

STUART SMITH P.E.FLORIDA LICENSE NUMBER 49738

1

A

SHEETIDENTIFICATION

US Army Corps ofEngineers ®Mobile District

U.S

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OF

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1/8" = 1'-0"S1021 ROOF FRAMING PLAN

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SHEET NOTES:1. SEE S001 FOR GENERAL STRUCTURAL NOTES.2. CENTERLINE OF COLUMNS ARE CENTERED ON GRID, TYP., U.N.O.3. 1-1/2" DEEP, 20 GA. TYPE B GALVANIZED METAL ROOF DECK

CONFORMING TO THE STEEL DECK INSTITUTE (SDI) RECOMMENDEDPRACTICE. FASTEN WITH A 36/7 FASTENER LAYOUT USING #12 SCREWAT ALL JOIST SUPPORTS AND PERIMETER ANGLES, AND 0.157"Ø P.A.F.FASTENERS AT ALL BEAMS, PRE DRILL AS REQUIRED. SIDE LAPS SHALL

HAVE (6) #10 SCREW BETWEEN SUPPORTS. ALL SCREWS SHALL BESELF DRILLING W/ HEX HEAD WASHER OR APPROVEDEQUIVALENT, TYP., U.N.O., SCREWS SHALL HAVE A MINIMUM PULLOUT VALUEOF 400 LB (ULT.) AND A MINIMUM SHEAR VALUE OF 965 LB (ULT.).

LEGEND:= CMU

= LINTELS, SEE 1/S401

1 2 3 4 5

7 cB 711 ' - 4"

-8" 8"

© SCHMIDT10'-O' ;t

CONSULTING-GROUP,INC.5'-4 1/8" 5' - 4"I

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X\S302/

P: 833-438-0093 F: 80)432-8631-9 3/8"I -At*- 02

/ 482CO

STUART SMITH P.E. FLORIDA LICENSE NUMBER 49738EXISTING

BUILDINGLIGHT GAGE METAL FRAMING @ 2-0" O.C.OVER NEW ROOF FRAMING

D r ML SC G PROJECT: 2015-176

©_qi _xxxxx XXX XX

a |l ROOF OVERHANGF4 = T-0" THICK W/6 #5 E.W., BOTTOM

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NOTE:VERIFY DIMENSIONS FOR EXISTING STRUCTURE PRIOR TO CONSTRUCTION.

DEMOLISH EXISTING [

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ENSURE EXISTING 6" BRICK LEDGE OF BUILDING FOUNDATION TO REMAIN

LE £ £^_£

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FRAMING ABOVE 8'-8" TO BELOW ROOF RAFTER TO BE REMOVED. SHORE

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REMOVE EXISTING4" CONCRETE SLAB

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DEMOLISH EXISTINGBRICK VENEER

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FRAMING ABOVE 8'-8" TO BELOW ROOFRAFTER TO BE REMOVED. SHORE

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ENSURE EXISTING6" BRICK LEDGE OFBUILDING FOUNDATIONTO REMAIN

BRICK LEDGE6" EXIST.

EXISTING STEELCOLUMN TO REMAIN

CONSULTING GROUP,INC.

901 W. Garden St. Pensacola, FL 32502P: 850-438-0050 F: 850-432-8631

FLORIDA LICENSE NUMBER 05371

MECHANICAL ELECTRICAL STRUCTURALCOMMUNICATIONS INDUSTRIAL

S C H M I D T.

SCG PROJECT: 2015-176

STUART SMITH P.E.FLORIDA LICENSE NUMBER 49738

1

A

SHEETIDENTIFICATION

US Army Corps ofEngineers ®Mobile District

U.S

. AR

MY

CO

RPS

OF

ENG

INEE

RS

DES

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SCALE: 1/4" = 1'-0"

0 2' 4' 8'

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NOTE:VERIFY DIMENSIONS FOR EXISTINGSTRUCTURE PRIOR TO CONSTRUCTION.

1 2 3 4 5

EQUIPMENT29' - 4"

GALVANIZED ANCHOR BOLT AS REQUIRED BY EQUIPMENT MANUFACTURER SET VW EPOXY, EMBED 3" INTO SLAB, TYP

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SEE CIVIL P: 8S3-43S-OOK) F: 833432-863110"X12" CONCRETE CURBTYP 02

_____ _ 1STUART SMITH P.E.

FLORIDA LICENSE NUMBER 49738■«'.-•••'■'.•‘.A --•* *D it

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SHEETIDENTIFICATION

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29' - 4"

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GRAVEL,SEE CIVIL

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CONSULTING GROUP,INC.

901 W. Garden St. Pensacola, FL 32502P: 850-438-0050 F: 850-432-8631

FLORIDA LICENSE NUMBER 05371

MECHANICAL ELECTRICAL STRUCTURALCOMMUNICATIONS INDUSTRIAL

S C H M I D T.

SCG PROJECT: 2015-176

STUART SMITH P.E.FLORIDA LICENSE NUMBER 49738

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MECHANICAL ELECTRICAL STRUCTURAL COMMU NICATIONS I INDUSTRIAL

P: 893-4380093 F: 8934 32-863T02

STUART SMITH P.E. FLORIDA LICENSE NUMBER 49738

SC G PROJECT: 2015-176

1T - 4"CAP, SEE ARCH.

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CONSULTING GROUP,INC.

901 W. Garden St. Pensacola, FL 32502P: 850-438-0050 F: 850-432-8631

FLORIDA LICENSE NUMBER 05371

MECHANICAL ELECTRICAL STRUCTURALCOMMUNICATIONS INDUSTRIAL

S C H M I D T.

SCG PROJECT: 2015-176

STUART SMITH P.E.FLORIDA LICENSE NUMBER 49738

1

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SHEETIDENTIFICATION

US Army Corps ofEngineers ®Mobile District

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MECHANICAL ELECTRICAL STRUCTURAL COMMU NICATIONS I INDUSTRIAL

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STUART SMITH P.E. FLORIDA LICENSE NUMBER 49738D

SC G PROJECT: 2015-176

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FLORIDA LICENSE NUMBER 05371

MECHANICAL ELECTRICAL STRUCTURALCOMMUNICATIONS INDUSTRIAL

S C H M I D T.

SCG PROJECT: 2015-176

STUART SMITH P.E.FLORIDA LICENSE NUMBER 49738

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MECHANICAL ELECTRICAL STRUCTURALCOMMUNICATIONS INDUSTRIAL

S C H M I D T.

SCG PROJECT: 2015-176

STUART SMITH P.E.FLORIDA LICENSE NUMBER 49738

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901 W. Garden St. Pensacola, FL 32502P: 850-438-0050 F: 850-432-8631

FLORIDA LICENSE NUMBER 05371

MECHANICAL ELECTRICAL STRUCTURALCOMMUNICATIONS INDUSTRIAL

S C H M I D T.

SCG PROJECT: 2015-176

STUART SMITH P.E.FLORIDA LICENSE NUMBER 49738

1

A

SHEETIDENTIFICATION

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PLAN AND SCHEDULE FOR REINFORCING

#5 @12" O.C. E.W. CENTERED

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V S301J V S301JFOOTING STEP DETAIL

V S301JTYPICAL ELEVATOR PIT DETAIL SCALE: 3/4"= 1'-0"

3/4" = 1'-0" 3/4" = T-O" 3/4" = T-O"

SHEETIDENTIFICATION

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LAP 48 BAR DIAMETERS

1/2" EXPANSION JOINT

2 #5 CONT.

VAPORRETARDER

SEE CMU WALLREINFORCINGNOTES FOR SIZE& SPACING

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SEE

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SEE

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(3) #5 CONT.

5/8"Øx4" HEADEDSTUDS @ 12" O.C. MAX

#6 DOWELS@ 12" O.C.

SLAB

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EQ EQSEE SCHEDULE FORSIZE AND REINFORCING

SEE

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(2) #5 CONT

CMU WALL BEYOND

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1/2" EXPANSIONJOINT

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1/2"

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3/4" BENTONITEWATERSTOP, TYP.3/4" BENTONITE

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#6 @ 12" O.C., E.W., T&B

#5 @ 12" O.C. E.W.CENTERED

8" CONCRETE WALL REINFORCEDW/ #5 @ 12" O.C., E.W. CENTEREDIN WALL,90º HOOK BOTTOM OFVERTICALS

#6@12" O.C., E.W., T&B

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.

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LAP 48 BAR DIAMETERS,TYP.

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MATCH TYPICAL FOOTINGTOP REINFORCING OR MIN.3#5 EQ SPACED IN TOP

TYPICAL BOTTOMREINFORCING

COORDINATE TOP OFFOOTING W/ ARCH

NOTES:FOOTING STEP SHALL BE PLACED 24" FROM CENTERON BOTH SIDES OF PIPES OR CONDUITS. SEE PLANFOR LOCATIONS.

1

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VAPORRETARDER

SEE SCHEDULE FORSIZE AND REINFORCING

F.F.E.SEE PLAN

VAPORRETARDER

WINDOW SYSTEM,SEE ARCH

HDG HSS8X2X1/4, PROVIDE1/4" END CAPS EACH ENDUNDER WINDOWS. T.O.S.FLUSH WITH F.F.E.

(3) #5 CONT.

5/8"Øx4" HEADEDSTUDS @ 12" O.C.

MAX

#6 DOWELS@ 12" O.C.

SLAB

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SEE

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FILL W/ GROUT

VENEER, SEE ARCH.

CONSULTING GROUP,INC.

901 W. Garden St. Pensacola, FL 32502P: 850-438-0050 F: 850-432-8631

FLORIDA LICENSE NUMBER 05371

MECHANICAL ELECTRICAL STRUCTURALCOMMUNICATIONS INDUSTRIAL

S C H M I D T.

SCG PROJECT: 2015-176

STUART SMITH P.E.FLORIDA LICENSE NUMBER 49738

1

A

SHEETIDENTIFICATION

US Army Corps ofEngineers ®Mobile District

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3/4" = 1'-0"S3013 TYPICAL DETAIL @ WINDOW SYSTEM

3/4" = 1'-0"S3011 TYP SLAB @ EXTERIOR WALL OPENING

3/4" = 1'-0"S3017 TYPICAL ELEVATOR PIT DETAIL SCALE: 3/4" = 1'-0"

0 8" 1'-4" 2'-8"

3/4" = 1'-0"S3016 FOOTING STEP DETAIL

3/4" = 1'-0"S3015

TYPICAL INTERIOR HSSCOLUMN FOOTING DETAIL

3/4" = 1'-0"S3014 TYPICAL DETAIL @ WINDOW SYSTEM

1 2 3 4 5

± 6” ± 6”

EXISTING VENEER TO BE REMOVEDAt

SCHMIDTEXISTING STUD WALL TO REMAIN

SXEXISTING VENEER

TO BE REMOVED

CONSULTING-GROUP,INC.1/2" EXPANSION JOINT MTL

POUR SLAB ON EXISTING BRICK LEDGE

X X\X MECHANICAL ELECTRICAL STRUCTURAL COMMU NICATIONS I INDUSTRIAL2 #5 CONT. X\

X\P: 8S3-43S-OOK) F: 853-432-8631POUR SLAB ON

EXISTING BRICK LEDGE X 02\X EXISTING MTL STUD WALL TO REMAIN

\ STUART SMITH P.E. FLORIDA LICENSE NUMBER 497382 #5 CONT.HSS4X4X1/4 \D 1/2" EXPANSION

JOINT MTL EXISTING SLAB

\ SC G PROJECT: 2015-1764" SLAB ON

GRADE \4" SLAB ON GRADE M XO'-O" O'-O"

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C

V S302JNEW SLAB TO EXISTING DETAIL

V S302JNEW SLAB TO EXISTING DETAIL

3/4" = 1'-0" 3/4" = r-0"

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JOINT MTL4'-0"

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2 #5 CONT.

DRILL & EPOXY 3 #6X3'-0"8" EMBEDMENT, CENTERIN FOOTING

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EXISTING MTLSTUD WALLTO REMAIN

EXISTING VENEERTO BE REMOVED

SEE SCHEDULE FORSIZE AND REINFORCING

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* = VERIFY W/ CONTRACTOR AND MANUFACTURER OF OHC DOORPRIOR TO INSTALLATION.

CONSULTING GROUP,INC.

901 W. Garden St. Pensacola, FL 32502P: 850-438-0050 F: 850-432-8631

FLORIDA LICENSE NUMBER 05371

MECHANICAL ELECTRICAL STRUCTURALCOMMUNICATIONS INDUSTRIAL

S C H M I D T.

SCG PROJECT: 2015-176

STUART SMITH P.E.FLORIDA LICENSE NUMBER 49738

1

A

SHEETIDENTIFICATION

US Army Corps ofEngineers ®Mobile District

U.S

. AR

MY

CO

RPS

OF

ENG

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RS

DES

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3/4" = 1'-0"S3021 NEW SLAB TO EXISTING DETAIL

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1SEE WALL SCHEDULE, MIN. 1,#5 BAR, TYP.

SEE LINTEL SCHED. ON S401

CASE 2 :APPLIES TO STRUCTURAL AND EXTERIOR WALLS WHEN- OPENING EXCEEDS 24 INCHES BUT NOT MORE THAN 48 INCHES IN EITHER DIRECTION.

OPENING

MIN. 1, #5 BAR (TYP.) —z

2 CELLS, MATCH TYPICAL WALL REINFORCING,SEE WALL SCHED.

SEE LINTEL SCHED

MUS Amy Corps of Engineers ® Mobile DistrictSCHMIDT

CONSULTING-GROUP,INC.MECHANICAL ELECTRICAL STRUCTURAL

COMMU NICATIONS I INDUSTRIAL

1P: 8334380093 F: 8334 32-863T

02CASE 1 :(1) OPENINGS IN NON-STRUCTURAL PARTITIONS OVER 100 SQ. INCHES(2) ANY OPENING 24" OR LESS,BOTH SIDES, ANDOVER100 SQ. INCHES IN STRUCTURAL OR EXTERIOR WALLS.

STUART SMITH P.E. FLORIDA LICENSE NUMBER 49738 S

SC G PROJECT: 2015-176

MIN.1,#5 BAR,TYP.

I

IOPENING

>\48 BAR DIA. OR 3'-0" MIN."

Il!

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STRUCTURAL BOND BEAM REINFORCEMENT CONTINUOUS ACROSS CONTROL JOINT LADDER TYPE JOINT

REINF., TYP.ALL BOND BEAM

REINFORCING SHALL BE CONTINUOUS

ACROSS MASONRY CONTROL JOINTS

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PQ DQ PQ-EXTEND DOWEL

REINFORCING INTO UPPERMOST BOND BEAM

WITH 90° HOOKS

H—H l l l l i|i S l i lD

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CONTROL JOINT KEY STOP LONGITUDINAL WIRES AT ALL C.J.'S INTERIOR FACE OF CMU WALL

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gACMU CONTROL JOINTS ARE NOT TO EXCEED 24‘, TYP U.N.O THE JOINTS SHALL BE LOCATED A MINIMUM OF 24" FROM DOOR OR WINDOW OPENINGS TO MISS LINTELS. THE HORIZONTAL JOINT REINFORCING SHALL BE TERMINATED 2" FROM EACH SIDE OF JOINT. ALL BOND BEAM REINFORCING SHALL CONTINUE THRU THE JOINT.

TRANSVERSEFOOTING

REINFORCEMENT

UNDISTURBED OR COMPACTED SUB-GRADE, TYP.

CONTINUOUSFOOTINGREINFORCEMENT

A

TYP CONTROL JOINT DETAIL w/ RUBBER KEYVS400 7

ISOMETRIC VIEWVS400 V \S400J

WALL REINFORCEMENT @ OPENINGNTS NTS NTS

SHEETIDENTIFICATION

S400

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STRUCTURAL BOND BEAMREINFORCEMENTCONTINUOUSACROSS CONTROL JOINT

STRUCTURAL BOND BEAMREINFORCEMENT

CONTINUOUSACROSS CONTROL JOINT

LAP 48 BAR DIAMETERS,TYP. U.N.O.

FINISHED FLOOR

COMPACTED FILL

6" CAPILLARY WATERBARRIER, TYP.

VAPORBARRIER, TYP.

ALL BOND BEAMREINFORCING SHALL

BE CONTINUOUSACROSS MASONRY

CONTROL JOINTS

MATCH TYPICAL WALLREINFORCING EACH SIDE OF

CONTROL JOINT, TYP.

EXTEND DOWELREINFORCING INTO

UPPERMOST BOND BEAMWITH 90° HOOKS

OPENING

CASE 1 :(1) OPENINGS IN NON-STRUCTURALPARTITIONS OVER 100 SQ. INCHES(2) ANY OPENING 24" OR LESS,BOTH SIDES, AND OVER100 SQ. INCHES IN STRUCTURALOR EXTERIOR WALLS. MIN. 1,#5 BAR,

TYP.

OR 3'-0" MIN.48 BAR DIA.

OR 3'

-0" M

IN.

48 B

AR D

IA.

MIN. 1, #5 BAR (TYP.)

OPENING

CASE 2 :APPLIES TO STRUCTURAL.AND EXTERIOR WALLS WHENOPENING EXCEEDS 24 INCHESBUT NOT MORE THAN48 INCHES IN EITHERDIRECTION.

SEE WALL SCHEDULE,MIN. 1,#5 BAR, TYP.

SEE LINTEL SCHED. ON S401

OR 3'

-0" M

IN.

48 B

AR D

IA.

OR 3'

-0" M

IN.

48 B

AR D

IA.

OR 3'-0" MIN48 BAR DIA.

SEE LINTEL SCHED

OPENING

CASE 3APPLIES TO STRUCTURAL.AND EXTERIOR WALLS WHENOPENING EXCEEDS 48 INCHESBUT NOT MORE THAN 72"IN EITHER DIRECTION

2 CELLS, MATCHTYPICAL WALLREINFORCING,SEE WALL SCHED.

OR 3'

-0" M

IN.

48 B

AR D

IA.

OR 3'-0" MIN48 BAR DIA.

B

DETAIL

DETAIL A

A

DETAIL B

DETAIL

CMU CONTROL JOINTS ARE NOT TO EXCEED 24', TYPU.N.O THE JOINTS SHALL BE LOCATED A MINIMUM OF24" FROM DOOR OR WINDOW OPENINGS TO MISSLINTELS. THE HORIZONTAL JOINT REINFORCING SHALLBE TERMINATED 2" FROM EACH SIDE OF JOINT. ALLBOND BEAM REINFORCING SHALL CONTINUE THRU THEJOINT.

INTERIOR FACE

RAKE 1/4"

STOP LONGITUDINALWIRES AT ALL C.J.'SINTERIOR FACEOF CMU WALL

RAKE JOINT 1/4" AT INTERIORFACE OF EXPOSED WALLS.

CONTROL JOINT KEYSAME BAR SIZE AS

VERTICAL WALLREINFORCING

RAKE 3/4"

EXTERIOR FACE BACKER RODAND SEALANT

W = 3/8"

W/2,

(1/4"

MIN

.)

3/8".

EXTERIOR VENEER

LADDER TYPE JOINTREINF., TYP.

EXTERIOR VENEER

LADDER TYPE JOINTREINF., TYP.

INTERIOR CMU WALL

REINFORCED CELLS EACHSIDE OF JOINT, TYP.(STOP LONGITUDINAL WIRES@ EACH SIDE OF MCJ, TYP.)

MCJ

DETAIL

SECTION

CONSULTING GROUP,INC.

901 W. Garden St. Pensacola, FL 32502P: 850-438-0050 F: 850-432-8631

FLORIDA LICENSE NUMBER 05371

MECHANICAL ELECTRICAL STRUCTURALCOMMUNICATIONS INDUSTRIAL

S C H M I D T.

SCG PROJECT: 2015-176

STUART SMITH P.E.FLORIDA LICENSE NUMBER 49738

1

A

SHEETIDENTIFICATION

US Army Corps ofEngineers ®Mobile District

U.S

. AR

MY

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OF

ENG

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NTSS4001 ISOMETRIC VIEW

NTSS4003 WALL REINFORCEMENT AT OPENINGS

NTSS4004 WALL REINFORCEMENT AT OPENING

NTSS4006 WALL REINFORCEMENT @ OPENING

NTSS4005 TYP CONTROL JOINT DETAIL w/ RUBBER KEY

NTSS4002 DOUBLE WYTHE WALL REINFORCEMENT

FILL W/5000 PSI GROUT

T

3' - O' MIN. 2' - O'

TYP. MAX.

I! ! J__ L 1i: IUU4—I—-|

/8" MIN BOND BEAM W/2-#5 BARS ABOVE

& BELOW OPENING

I—I OPENINGI IIII

X

~Fi i i i i

i ii

1/4" BENT PLATE

li i I I II I2-BARS EACH SIDE OF OPENING

IN GROUTED CELL FULL HEIGHT OF WALL. BAR SIZE TO MATCH

WALL REINFORCING.I I

HORIZONTAL JOINT REINFORCING SEE REINFORCING NOTES,TYP.

1

T

V S401JLINTEL DETAILSNTS

1/8"X11/2" STRAP @ 16" O.C., VERT., HDG ASSEMBLY 3 SIDES OPENING MITER CORNERS

TYtenrVENEER, SEE ARCH. XX8" CMU WALL

5" XSEE 1/S401\/ 2@12 X2" J1/8

ROOF DECK 1/2" EXP. JOINT 8"X16" CMU BOND

BEAM W/ 2 #5 CONT.isVARIES STEPLO

iT CO

I L4X4X1/4

JOIST, SEE PLAN

FACE OF CMU BEYONDVENEER,

SEE ARCH.1/8

1/8

4" TO JOIST

TRIANGLE BRICKANCHORS @16" O.C., WELD T01/4" PU\TE

83' - 4"

8"8" 2' - 0"

xJOOÔCIDp;Eb4 #5 VERT. Y-

IN PILASTER----- • (f.Yb

s3 \ \ N. Lia> •

E2 ST

I

HORIZONTAL JOINT REINFORCING SEE REINFORCING NOTES,

OPENING SEE 3' - 0" MIN. 2' - 0"

ARCHITECHURAL TYP. TYP. MAX.Il! ! J_ _ _ _ _ L 1i: I

i i i 25 B1-4------- 1--------- 1I 4•3® PEA GRAVEL

CONCRETE, TYP.USE PREFABRICATED "T" AND "L" JOINT REINFORCING SHAPES AT CORNERS AND INTERSECTIONS. PROVIDE MINIMUM LENGTHS AS INDICATED.

3 /8" MIN BOND BEAM W/2-#5 BARS ABOVE

& BELOW OPENING

OPENI I

mm.VERTICAL REINFORCING TYP. Ill

my HORIZONTAL JOINT REINFORCING, SEE

REINFORCING NOTES, TYP.EEEEEEEEEHEE

ii i i l r2-BARS EACH SIDE OF OPENING IN GROUTED CELL FULL HEIGHT

OF WALL. BAR SIZE TO MATCH WALL REINFORCING.

I I

tSEEPLANTYP.

WIDTH

TOP STEELwXf -

2 "Z" BAR

BOTTOMSTEEL.iX

WIDTH^/C 7

WIDTH^C 7 1/4" GUSSET PLATE

@ Z-0" O.C. #3 TIESTOP STEEL

1 "Z" BARHI':rXj»M

nBOTTOM STEEL

P ;1

\

HDG 7 1/2"x6"x3/8" SLV BENT PU\TE W/ 5/8"0x5" EPOXY ANCHORS @24" O.C. MAX & 3/8" GUSSET PLATES @24" O.C. STAGGER GUSSET PLATES W/ BOLT LOCATIONS. EXTEND 8" PAST OPENING, HOT DIP GALVANIZE AFTER FABRICATION. 0" PROJECTION BOLT FLUSH W/NUT

HDG 7 1/2"x6"x3/8" SLV BENT PU\TE W/ 5/8"0x5" EPOXY ANCHORS @24" O.C. MAX & 3/8"

GUSSET PLATES @24" O.C. STAGGER GUSSET PLATES W/ BOLT LOCATIONS. EXTEND 8" PAST OPENING, HOT DIP GALVANIZE AFTER FABRICATION. 0" PROJECTION, BOLT FLUSH W/NUT

VS401JCORNER PILASTER DETAIL Çî\

\sS401JROLL UP DOORJAMB DETAIL

VS401JSECTION @ CONNECTOR

3/4" = r-0" 11/2" = r-0" 3/4" = r-0"

CONCRETE MASONRY UNIT CMU CONCRETE INTERIOR CMU LINTEL

VS401JTYPICAL WALL REINFORCING

VS401JCIRCULAR OPENING IN MASONRY WALL

VS401JSQUARE OPENING IN MASONRY WALL

NTS NTS NTS

T

SCHMIDTCONSULTING-GROUP,INC.

MECHANICAL ELECTRICAL STRUCTURAL COMMU NICATIONS I INDUSTRIAL

P: 893-4380093 F: 8934 32-863T02

STUART SMITH P.E. FLORIDA LICENSE NUMBER 49738

SC G PROJECT: 2015-176

CMU WALL NOTES:

1. DOWEL ALL CMU REINFORCING IN FOOTINGS AND EXTEND INTO UPPERMOST BOND BEAM WITH 90° HOOKS WITH A MINIMUM T-O" LEG.

2. CELLS AROUND REINFORCING ARE TO BE FILLED WITH 3000 PSI GROUT.3. PROVIDE FOUR (4) FILLED CELLS OF TYPICAL WALL REINFORCING AT

INTERSECTIONS. PROVIDE THREE (3) FILLED CELLS OF TYPICAL WALL REINFORCING AT ALL WALL CORNERS. PROVIDE TOO (2) FILLED CELLS AT EACH SIDE OF WALL OPENINGS AND AT DISCONTINUOUS ENDS.

4. ALL CONCRETE MASONRY UNITS SHALL BE PU\CED IN RUNNING BOND.5. TYPICAL WALL REINFORCING UNLESS OTHERWISE NOTED WITH ADDITIONAL

REINFORCING IN NOTE 3:A. EXTERIOR WALLS:

(1) VERTICAL REINF. IN 8" BLOCK SHALL BE #5 @ 32" O.C. w/ ADDITIONAL INDICATED IN NOTE 3.

B. INTERIOR WALLS:(1) VERTICAL REINFORCING IN 8" BLOCK SHALL BE #5 @ 48", WITH

ADDITIONAL REINFORCING AS INDICATED IN NOTE 3. HORIZONTAL REINFORCING IN ALL BLOCK WALLS SHALL BE HEAVY DUTY (3/16 SIDE RODS WITH 9 GAUGE CROSS RODS) LADDER TYPE WALL REINFORCING AT 16" U.N.O. ALL WALLS PERPENDICUU\R TO EXTERIOR WALLS SHALL HAVE ADDITIONAL PREFABRICATED "T" OR "L" JOINT REINFORCING IN ALTERNATE BLOCK AS INDICATED IN TYPICAL CMU DETAILS.HORIZONTAL JOINT REINFORCING IN MASONRY CAVITY WALLS SHALL BE HEAVY DUTY (3/16 SIDE RODS W/ 9 GAUGE CROSS RODS) LADDER TYPE WALL REINFORCING W/ ADJUSTABLE U-SHAPED PINTLE EYE VENEER TIES FABRICATED OF 3/16 INCH DIAMETER HOT DIPPED GALV STEEL WIRE SPACED @ 16" O.C. MAXIMUM ECCENTRICITY BETOEEN EACH ELEMENT OF THE TIE IS 1/2 INCH. JOINT REINFORCING SHALL BE AT 16" O.C. VERTICALLY W/ 8" O.C. VERTICALLY AT BUILDING CORNERS (SEE WIND CLADDING DIAGRAM FOR CORNER DIMENSIONS.) TIES SHALL BE WITHIN 8" OF WALL DISCONTINUITIES (MCJ, DOORS, WINDOWS, ETC.)PROVIDE HORIZONTAL BOND BEAMS AT 10‘-0" O.C. MAXIMUM VERTICALLY:8" CMU BOND BEAM SHALL BE REINFORCED WITH 2#5 CONT.GROUT STOP IS A FIBERGLASS MESH CONFORMING TO ASTM STANDARD D1668-73, TYPE 207.PROVIDE MINIMUM 8" DEEP CONCRETE CAP BEAM AT TOP OF ALL BEARING WALLS OR WALLS TO ROOF DECK, MINIMUM REINFORCING AS FOLLOWS:

C.

D.

E.

F,

G.

(1) 8" WALLS SHALL HAVE 2-#5 CONT.H. PROVIDE MINIMUM 8" CMU CAP BEAM AT TOP OF ALL NON-BEARING

WALLS WITH 2 #5 CONT., TOP.(1) 8" WALLS SHALL HAVE 2-#5 CONT.

I. SPLICE ALL BARS 48 BAR DIAMETERS UNLESS NOTED OTHERWISE. 6. IN WALL PILASTERS SHALL BE 4 FILLED CELLS WITH #5 EACH CELL, TYP.

UNDER GIRDERS.

I I Iii 'l}■

S;m=STANDARD= II HOOK .O V,

BOND Bl AM X?;X

•V STANDARD HOOK |

2- FILLED CELLS W/ 1- #5 EACH CELL

VS401 JCHANGES IN BOND BEAM HEIGHT3/4" = r-0"

0 4" 8" 1 ’-4"

SCALE: 1 1/2"= 1'-0"0 8" 1 '-4" 2'-8"

SCALE: 3/4"= 1'~0"

LINTEL SCHEDULESIZE REINFORCING

DESIGNATION(WIDTH x DEPTH) TOP BOTTOM SHEAR

© 2#58x8 CMU

© 8x16 CMU 2#5 2#5

T© 8x24 CMU 2#5 2#5 #3@8"

0© 8x16 CONCRETE 2#5 2#5 #3@6"

0© 8x24 CONCRETE 2#5 2#5 #3@6"

0© 8x24 CONCRETE 2#6 2#6 #3@6"

SHEETIDENTIFICATION

S401

MUS Army Corps of Engineers ® Mobile District

1 2 3 4 5

D

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SID

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0"

DEPTH

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LINTEL SCHEDULE

8x24 CONCRETE

8x16 CONCRETE

6

5

4

3

2

1

8x24 CMU

8x16 CMU

(WIDTH x DEPTH)SIZE

2#5

2#5

2#5

2#5

#3@6"

#3@6"

SHEAR

2#5

2#5

2#5

-2#5

2#5

--

#3@8"-

-

--

BOTTOMREINFORCING

TOP

8x8 CMU

DESIGNATION

8x24 CONCRETE 2#62#6 #3@6"

CMU WALL NOTES:

1. DOWEL ALL CMU REINFORCING IN FOOTINGS AND EXTEND INTO UPPERMOSTBOND BEAM WITH 90º HOOKS WITH A MINIMUM 1'-0" LEG.

2. CELLS AROUND REINFORCING ARE TO BE FILLED WITH 3000 PSI GROUT.3. PROVIDE FOUR (4) FILLED CELLS OF TYPICAL WALL REINFORCING AT

INTERSECTIONS. PROVIDE THREE (3) FILLED CELLS OF TYPICAL WALLREINFORCING AT ALL WALL CORNERS. PROVIDE TWO (2) FILLED CELLS ATEACH SIDE OF WALL OPENINGS AND AT DISCONTINUOUS ENDS.

4. ALL CONCRETE MASONRY UNITS SHALL BE PLACED IN RUNNING BOND.5. TYPICAL WALL REINFORCING UNLESS OTHERWISE NOTED WITH ADDITIONAL

REINFORCING IN NOTE 3:A. EXTERIOR WALLS:

(1) VERTICAL REINF. IN 8" BLOCK SHALL BE #5 @ 32" O.C. w/ ADDITIONAL INDICATED IN NOTE 3.

B. INTERIOR WALLS: (1) VERTICAL REINFORCING IN 8" BLOCK SHALL BE #5 @ 48", WITH ADDITIONAL REINFORCING AS INDICATED IN NOTE 3.

C. HORIZONTAL REINFORCING IN ALL BLOCK WALLS SHALL BE HEAVY DUTY (3/16 SIDE RODS WITH 9 GAUGE CROSS RODS) LADDER TYPE WALL REINFORCING AT 16" U.N.O. ALL WALLS PERPENDICULAR TO EXTERIOR WALLS SHALL HAVE ADDITIONAL PREFABRICATED "T" OR "L" JOINT REINFORCING IN ALTERNATE BLOCK AS INDICATED IN TYPICAL CMU DETAILS.

D. HORIZONTAL JOINT REINFORCING IN MASONRY CAVITY WALLS SHALL BE HEAVY DUTY (3/16 SIDE RODS W/ 9 GAUGE CROSS RODS) LADDER TYPE WALL REINFORCING W/ ADJUSTABLE U-SHAPED PINTLE EYE VENEER TIES FABRICATED OF 3/16 INCH DIAMETER HOT DIPPED GALV STEEL WIRE SPACED @ 16" O.C. MAXIMUM ECCENTRICITY BETWEEN EACH ELEMENT OF THE TIE IS 1/2 INCH. JOINT REINFORCING SHALL BE AT 16" O.C. VERTICALLY W/ 8" O.C. VERTICALLY AT BUILDING CORNERS (SEE WIND CLADDING DIAGRAM FOR CORNER DIMENSIONS.) TIES SHALL BE WITHIN 8" OF WALL DISCONTINUITIES

(MCJ, DOORS, WINDOWS, ETC.)E. PROVIDE HORIZONTAL BOND BEAMS AT 10'-0" O.C. MAXIMUM

VERTICALLY:8" CMU BOND BEAM SHALL BE REINFORCED WITH 2#5 CONT.

F. GROUT STOP IS A FIBERGLASS MESH CONFORMING TO ASTM STANDARD D1668-73, TYPE 207.

G. PROVIDE MINIMUM 8" DEEP CONCRETE CAP BEAM AT TOP OF ALL BEARING WALLS OR WALLS TO ROOF DECK, MINIMUM REINFORCING AS FOLLOWS:

(1) 8" WALLS SHALL HAVE 2-#5 CONT.H. PROVIDE MINIMUM 8" CMU CAP BEAM AT TOP OF ALL NON-BEARING

WALLS WITH 2 #5 CONT., TOP.(1) 8" WALLS SHALL HAVE 2-#5 CONT.

I. SPLICE ALL BARS 48 BAR DIAMETERS UNLESS NOTED OTHERWISE.6. IN WALL PILASTERS SHALL BE 4 FILLED CELLS WITH #5 EACH CELL, TYP.

UNDER GIRDERS.

USE PREFABRICATED "T" AND "L"JOINT REINFORCING SHAPES ATCORNERS AND INTERSECTIONS.PROVIDE MINIMUM LENGTHS ASINDICATED.

HORIZONTAL JOINTREINFORCING, SEE

REINFORCING NOTES, TYP.

HORIZONTAL JOINTREINFORCING SEEREINFORCING NOTES,TYP.

VERTICAL REINFORCING TYP.

PEA GRAVELCONCRETE, TYP.

TYP.SEE PLAN

ARCHITECHURAL

OPENING SEE

CONCRETE MASONRY UNIT (CMU)

TOP STEEL

2 "Z" BAR

BOTTOMSTEEL

HDG 7 1/2"x6"x3/8" SLV BENT PLATE W/ 5/8"Øx5"EPOXY ANCHORS @24" O.C. MAX & 3/8"GUSSET PLATES @24" O.C. STAGGER GUSSETPLATES W/ BOLT LOCATIONS. EXTEND 8" PASTOPENING, HOT DIP GALVANIZE AFTERFABRICATION. 0" PROJECTION BOLT FLUSHW/ NUT

TOP STEEL

1 "Z" BAR

BOTTOM STEEL

#3 TIES

4"

WIDTH

WIDTH WIDTH

DEPT

H

DEPT

H

1/4" GUSSET PLATE@ 2'-0" O.C.

3/16

3/16

CONCRETE

HDG 7 1/2"x6"x3/8" SLV BENT PLATE W/ 5/8"Øx5" EPOXY ANCHORS @24" O.C. MAX & 3/8"GUSSET PLATES @24" O.C. STAGGER GUSSETPLATES W/ BOLT LOCATIONS. EXTEND 8" PASTOPENING, HOT DIP GALVANIZE AFTERFABRICATION. 0" PROJECTION, BOLT FLUSHW/ NUT

INTERIOR CMU LINTEL

2-BARS EACH SIDE OF OPENINGIN GROUTED CELL FULL HEIGHT

OF WALL. BAR SIZE TO MATCHWALL REINFORCING.

8" MIN BOND BEAMW/2-#5 BARS ABOVE& BELOW OPENING

MAX.

2' - 0"

TYP.

3' - 0" MIN.

OPEN

ALL S

IDES

8" M

IN.

FILL W/ 5000 PSIGROUT

2-BARS EACH SIDE OF OPENINGIN GROUTED CELL FULL HEIGHT

OF WALL. BAR SIZE TO MATCHWALL REINFORCING.

8" MIN BOND BEAMW/2-#5 BARS ABOVE& BELOW OPENING

MAX.

2' - 0"

TYP.

3' - 0" MIN.

OPENING

2- FILLED CELLS W/1- #5 EACH CELL

STANDARDHOOK

BONDBEAM

STANDARDHOOK

8

8"

3' - 4"

1' -

3 5/

8"

A

TO M

CJ

4' -

0"4 #5 VERT.

IN PILASTER

8"

8" 2' - 0"

2' -

0"

HORIZONTAL JOINTREINFORCING SEEREINFORCING NOTES,TYP.

1/8"X1 1/2" STRAP @ 16" O.C.,VERT., HDG ASSEMBLY3 SIDES OPENING MITERCORNERS 5"

2"1/4" BENT PLATE

8" CMU WALL

1/8

1/8

1' -

3 5/

8"

VENEER,SEE ARCH.

TRIANGLE BRICK ANCHORS@ 16" O.C., WELD TO 1/4" PLATE JOIST

4" TO

JOINT1/2" EXP.

FACE OFCMU BEYOND

JOIST,SEE PLAN

VARIES

ROOF DECK8"X16" CMU BONDBEAM W/ 2 #5 CONT.STEP

L4X4X1/4

VENEER,SEE ARCH.

SEE 1/S4011/8 2@12

CONSULTING GROUP,INC.

901 W. Garden St. Pensacola, FL 32502P: 850-438-0050 F: 850-432-8631

FLORIDA LICENSE NUMBER 05371

MECHANICAL ELECTRICAL STRUCTURALCOMMUNICATIONS INDUSTRIAL

S C H M I D T.

SCG PROJECT: 2015-176

STUART SMITH P.E.FLORIDA LICENSE NUMBER 49738

1

A

SHEETIDENTIFICATION

US Army Corps ofEngineers ®Mobile District

U.S

. AR

MY

CO

RPS

OF

ENG

INEE

RS

DES

IGN

ED B

Y:

BULL

OCK

TIC

E AS

SOCI

ATES

909

E. C

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NTES

STR

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SUI

TE B

.PE

NSAC

OLA

, FLO

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2 3 4 5

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BY:

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SIZE

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NTSS4015 TYPICAL WALL REINFORCING

NTSS4011 LINTEL DETAILS

NTSS4016 CIRCULAR OPENING IN MASONRY WALL

NTSS4017 SQUARE OPENING IN MASONRY WALL

3/4" = 1'-0"S4018 CHANGES IN BOND BEAM HEIGHT

3/4" = 1'-0"S4012 CORNER PILASTER DETAIL

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FLORIDA LICENSE NUMBER 05371

MECHANICAL ELECTRICAL STRUCTURALCOMMUNICATIONS INDUSTRIAL

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STUART SMITH P.E.FLORIDA LICENSE NUMBER 49738

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2. CONSTRUCTION JOINTS PERPENDICULAR TO DECK FLUTES SHALL BE LOCATED

AT THE CENTER LINE OF THE METAL DECK SPAN.

3. AT THE CONTRACTOR’S OPTION. PREFORMED METAL SHEAR KEY FOLLOWING

CONTOUR OF METAL DECK FLUTES MAY BE USED WITH SLAB REINFORCING STOPPING EACH SIDE AND #3 DOWELS x2'-0"(C ENTE RED ON JOINT) AT 18" O.C.

BEAM, SEE PLAN

CONT. GIRDER, SEE PLANCOMPOSITE STUD NOTES:

1. TYPICAL HEADED STUDS USED FOR COMPOSITE STEEL CONSTRUCTION SHALL BE 3/4"0x4", UNLESS NOTED OTHERWISE BY SPECIFIC FRAMING CONDITION AND/OR SECTIONS & DETAILS.+WELD STUDS TO STEEL BEAMS AND GIRDERS UNDER DRY CONDITIONS IN ACCORDANCE WITH AWS D-1.1 AND THE LATEST OSHA REQUIREMENTS. STUDS MAY BE WELDED THROUGH BOTTOM RIBS OF COMPOSITE STEEL DECK ATTACHED AND IN DIRECT CONTACT WITH SUPPORTING STEEL BEAMS OR GIRDERS.DO NOT WELD STUDS TO CONTINUOUS EDGE PLATES OR FILLER PLATES UNLESS SPECIFICALLY DETAILED ON THE CONSTRUCTION DOCUMENTS. STUD INSTALLATION SHALL PROVIDE A MINIMUM OF 1" CONCRETE CLEAR COVER ABOVE THE TOP OF STUD; AND 1" LATERAL CONCRETE CLEAR COVER EACH SIDE OF STUD UNLESS THE STUD IS INSTALLED IN THE DECK RIBS.REFER TO THE TYPICAL COMPOSITE STEEL CONSTRUCTION DETAIL FOR ADDITIONAL STUD INSTALLATION REQUIREMENTS.

COMPOSITE SLAB STEEL REINFORCING INSTALLATION NOTES:

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1. SEE PLAN FOR SIZE AND GAUGE OF GALVANIZED COMPOSITE STEEL DECK. THE DECK SHALL BE FASTENED TO SUPPORT FRAMING BY 5/8"0 PUDDLE WELDS OR APPROVED MECHANICAL FASTENERS AT THE FOLLOWING LOCATIONS: -AT SHEET ENDS, FASTEN BETOEEN EACH RIB AND EACH SIDE OF SIDE U\PS -AT INTERMEDIATE STRUCTURAL SUPPORTS, FASTEN BETOEEN ALTERNATE RIBS OR AT 12" O.C. (WHICHEVER RESULTS IN THE SMALLEST SPACING) AND EACH SIDE OF SIDE LAPS. -AT SIDE SUPPORTS, FASTEN AT 12" O.C.OVERLAPPED SIDE LAPS BETOEEN STRUCTURAL SUPPORTS SHALL BE FASTENED BY #10 SELF DRILLING SCREWS SPACED MIDWAY BETOEEN THE STRUCTURAL SUPPORTS BUT NOT MORE THAN 3'-0" O.C.PROVIDE ADDITIONAL DECK ACCESSORIES SUCH AS COLUMN CLOSURES, CELL CLOSURES, AND GIRDER FILLERS AS REQUIRED TO COMPLETE THE FLOOR DECK ASSEMBLY. THE THICKNESS OF SUCH ADDITIONAL ACCESSORIES SHALL NOT BE LESS THAN THE SPECIFIED DECK GAUGE.

INSTALLATION NOTES:2. INSTALLATION NOTES:

1. OBTAIN APPROVAL FROM ENGINEER FOR PROPOSED LOCATIONS, PRIOR TO CONSTRUCTION.

2.1. LOCATE CONSTRUCTION JOINTS PARALLEL WITH FLOOR

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4. DO NOT WELD STUDS TO CONTINUOUS EDGE PLATES OR FILLER PLATESUNLESS SPECIFICALLY DETAILED ON THE CONSTRUCTION DOCUMENTS.

5. STUD INSTALLATION SHALL PROVIDE A MINIMUM OF 1" CONCRETE CLEARCOVER ABOVE THE TOP OF STUD; AND 1" LATERAL CONCRETE CLEARCOVER EACH SIDE OF STUD UNLESS THE STUD IS INSTALLED IN THEDECK RIBS.

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SEE PLAN

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REMOVABLE VERTICAL FORMEDBULKHEAD SET IN LOWER FLUTE.

BULKHEAD MUST EXTEND FULL DEPTHOF SLAB WITH SLAB REINFORCING

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METAL DECK FLUTE PROFILE.

1" C

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SEE PLAN

F.F.E.

CONSULTING GROUP,INC.

901 W. Garden St. Pensacola, FL 32502P: 850-438-0050 F: 850-432-8631

FLORIDA LICENSE NUMBER 05371

MECHANICAL ELECTRICAL STRUCTURALCOMMUNICATIONS INDUSTRIAL

S C H M I D T.

SCG PROJECT: 2015-176

STUART SMITH P.E.FLORIDA LICENSE NUMBER 49738

1

A

SHEETIDENTIFICATION

US Army Corps ofEngineers ®Mobile District

U.S

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NTSS5003

TYPICAL COMPOSITESTUD DETAIL

NTSS5002

TYPICAL COMPOSITESLAB AT GIRDER

NTSS5007

COMPOSITE SLAB CONSTRUCTIONJOINT PARALLEL W/ GIRDERS

NTSS5006

COMPOSITE SLAB CONSTRUCTIONJOINT PARALLEL W/ BEAMS

NTSS5004

COMPOSITEDECK INSTALLATION

NTSS5005

TYPICAL COMPOSITESLAB AT BEAM

3/4" = 1'-0"1 TYP. ELEVATED SLAB CONST. JT DETAIL

2-6" TO 4'-0"

W8x24 BEAM

6"^E.O.ST

W8x24 BEAM

/-

2‘-6‘‘ TO 4‘-0‘‘

-#4x3'-0", 1TP 4 PLACES

ftV S501J

SLAB EDGE AT WALL3/4" = T-0"

ftV S501J

TYP. ELEVATED SLAB @ OPENING DETAIL3/4" = 1'-0"

ftV S501J

SLAB EDGE @ BEAM3/4" = T-0"

TYP.

ft K

t=[

V —n li=PROVIDE POUR STOP DECK ACCESSORY AT OPENING PERIMETERZs

?z r-o"Y

BAR 1/8"x3"x3'-0" WELD TO TOP OF DECK RIBS

MAX.

U Kl

ftPARTIAL PLAN

INSTALLATION NOTES:

1. DETAIL APPLIES TO TYPICAL SMALL DECK OPENINGS NOT EXCEEDING T- 0" MEASURED PERPENDICULAR TO DECK SPAN (TRANSVERSE TO DECK FLUTES) UNLESS NOTED OTHERWISE.DECK OPENINGS ARE TO BE FABRICATED SO THAT DECKING RUNS CONTINUOUSLY OVER OPENING BEFORE AND AFTER CONCRETE PLACEMENT. THE OPENINGS IN THEDECK ARE NOT TO BE CUT UNTIL OPENING IS NEEDED (PER OSHA). PROVIDE DECK SHORING AT MIDSPAN OR PERIMETER FRAME IF ANY VERTICAL FLUTES ARE CUT PRIOR TO CONCRETE PLACEMENT. CONCRETE FILL NOT SHOWN FOR CLARITY.TAKE CARE TO NOT BURN THROUGH DECK WHEN WELDING PLATE TO DECK. WELDING SHOULD ONLY BE DONE BY A WELDER EXPERIENCED IN WELDING LIGHT GAUGE STEEL

2.

3.

4.5.

x<r-o11

TYP. REINFORCING AT SMALL OPENINGS IN COMPOSITE SLABft

V S501J NTS

0 8" r-4" 2'-8"

SCALE: 3/4"= 1'-0"

D

C

MIN. OF 1 STUD PER SIDE FOR RECTANGULAR OPENING

3/16" BENT PLATE (SEE NOTES 2 & 3) W/ 5/8"0xO'-6" STUDS @ 24" O.C. TYP.

/ ?—*—*-i

HILTI 0.1450 X-EDNI FASTENERS @6" O.C. MAX., TYP.2-#4 BOTTOM EACH SIDE OF

OPENING, EXTEND 24"MIN. BEYOND OPENING AND TO

ADJACENT FL. BEAMS1'-0"~2'~6" MAX.B

SEE NOTES

Jf———x' ^x^-x- X;ftftHILTI 0.1450 X-EDNI

FASTENERS @6" O.C.MAX., TYP.

NOTES:

1. SEE OTHER DETAILS FOR ADDITIONAL REQUIREMENTS AT LARGE OPENINGS IN SLABS.2. BEND 3/16" PU\TE TO RADIUS AROUND CIRCULAR OPENINGS.3. ALTERNATE TO 3/16" PLATE; USE PREFORMED 14 GAGE MIN. SLEEVES PROVIDING ANCHORAGE TO CONCRETE AT TOP AND BOTTOM OF SLAB.

3" 3"

1/8I/

r-011 TO 2'-6"

ftV S501J

TYP ELEVATED SLAB @ OPENING DETAIL3/4" = T-0"

A

MUS Amy Corps of Engineers ® Mobile DistrictSCHMIDT

CONSULTING-GROUP,INC.MECHANICAL ELECTRICAL STRUCTURAL

COMMU NICATIONS I INDUSTRIALBEAM 1„ îL£RL“s?;is:.™;,ERfî5sP: 8334380093 F: 8334 32-8631

02

STUART SMITH P.E. FLORIDA LICENSE NUMBER 49738FLOOR SLAB ON

STEEL DECKSSLABSEE PLAN

L4" ft 2@123/16 REINF. SC G PROJECT: 2015-17616" BOND BEAM W/(2) #5 TOP & BOTTOM

F.F.E.16-8" jj ---W-X-----XX------ X—^-X^^SEE PLAN

15-8" SIM. =qT.O.S.

L6x4x5/16 CONT. IJ (LLH)

IL4x4x5/16 CONT W/ 5/8"0x6" EPOXY ANCHORS @24" O.C.

BEAM, SEE PLAN

1

SHEETIDENTIFICATION

S501

1 2 3 4 5

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NOTES:1. SEE OTHER DETAILS FOR ADDITIONAL REQUIREMENTS AT LARGE OPENINGS IN SLABS.2. BEND 3/16" PLATE TO RADIUS AROUND CIRCULAR OPENINGS.3. ALTERNATE TO 3/16" PLATE; USE PREFORMED 14 GAGE MIN. SLEEVES PROVIDING ANCHORAGE TO CONCRETE AT TOP AND BOTTOM OF SLAB.

2-#4 BOTTOM EACH SIDE OFOPENING, EXTEND 24"MIN.BEYOND OPENING AND TO

ADJACENT FL. BEAMS

MIN. OF 1 STUD PER SIDEFOR RECTANGULAROPENING

3/16" BENT PLATE (SEE NOTES2 & 3) W/ 5/8"Øx0'-6" STUDS@ 24" O.C. TYP.

HILTI 0.145Ø X-EDNIFASTENERS @ 6" O.C.MAX., TYP.

HILTI 0.145Ø X-EDNIFASTENERS @6" O.C.

MAX., TYP.3" 3"

SEE NOTES

1'-0" - 2'-6" MAX.

TYP

1" C

L

1/8

1'-0" TO 2'-6"

BEAM

, SEE

PLA

N

BEAM

, SEE

PLA

N

W8x24 BEAM

W8x24 BEAM

W8X

24 B

EAM

W8X

24 B

EAM

(2)-#4x3'-0", TYP 4 PLACES

E.O.S.6"

2'-6" TO 4'-0"

2'-6" TO 4'-0"

16" BOND BEAM W/(2) #5 TOP & BOTTOM

FLOOR SLAB ONSTEEL DECK

16'-8"15'-8" SIM.

L4x4x5/16 CONT W/ 5/8"Øx6"EPOXY ANCHORS @ 24" O.C.

6"

BEAM,SEE PLAN

3/16 2@12SLABREINF.F.F.E.

SEE PLAN

T.O.S.SEE PLAN

C BEAML

L6x4x5/16 CONT.(LLH)

4"

MAX.

1' - 0"

1/8 TYP.

PROVIDE POUR STOPDECK ACCESSORY ATOPENING PERIMETER

BAR 1/8"x3"x3'-0"WELD TO TOPOF DECK RIBS

INSTALLATION NOTES:

1. DETAIL APPLIES TO TYPICAL SMALL DECK OPENINGS NOT EXCEEDING 1'-0" MEASURED PERPENDICULAR TO DECK SPAN (TRANSVERSE TODECK FLUTES) UNLESS NOTED OTHERWISE.

2. DECK OPENINGS ARE TO BE FABRICATED SO THAT DECKING RUNSCONTINUOUSLY OVER OPENING BEFORE AND AFTER CONCRETEPLACEMENT. THE OPENINGS IN THEDECK ARE NOT TO BE CUT UNTIL OPENING IS NEEDED (PER OSHA).

3. PROVIDE DECK SHORING AT MIDSPAN OR PERIMETER FRAME IF ANYVERTICAL FLUTES ARE CUT PRIOR TO CONCRETE PLACEMENT.

4. CONCRETE FILL NOT SHOWN FOR CLARITY.5. TAKE CARE TO NOT BURN THROUGH DECK WHEN WELDING PLATE TO

DECK. WELDING SHOULD ONLY BE DONE BY A WELDER EXPERIENCED INWELDING LIGHT GAUGE STEEL

PARTIAL PLAN

X < 1'-0"

CONSULTING GROUP,INC.

901 W. Garden St. Pensacola, FL 32502P: 850-438-0050 F: 850-432-8631

FLORIDA LICENSE NUMBER 05371

MECHANICAL ELECTRICAL STRUCTURALCOMMUNICATIONS INDUSTRIAL

S C H M I D T.

SCG PROJECT: 2015-176

STUART SMITH P.E.FLORIDA LICENSE NUMBER 49738

1

A

SHEETIDENTIFICATION

US Army Corps ofEngineers ®Mobile District

U.S

. AR

MY

CO

RPS

OF

ENG

INEE

RS

DES

IGN

ED B

Y:

BULL

OCK

TIC

E AS

SOCI

ATES

909

E. C

ERVA

NTES

STR

EET,

SUI

TE B

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NSAC

OLA

, FLO

RIDA

2 3 4 5

B

C

D

DW

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SUB

MIT

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BY:

PLO

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ALE:

SIZE

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CK

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DA

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NO

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FILE

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ARK

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DAT

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AN

SI D

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3/4" = 1'-0"S5013 TYP ELEVATED SLAB @ OPENING DETAIL

3/4" = 1'-0"S5014 TYP. ELEVATED SLAB @ OPENING DETAIL

SCALE: 3/4" = 1'-0"

0 8" 1'-4" 2'-8"

3/4" = 1'-0"S5011 SLAB EDGE AT WALL

3/4" = 1'-0"S5012 SLAB EDGE @ BEAM

NTSS5015

TYP. REINFORCING AT SMALL OPENINGS IN COMPOSITE SLAB

1"0 ANCHOR ROD

DOUBLE NUT & WASHERS, TYP.

BASE PLATE

1-1/2" HIGH STRENGTH NON-SHRINK GROUT

GRADE BEAM, CONCRETE BEAM, AND/OR DRILLED SHAFT CAP AS REQUIRED BY COLUMN BEARING LOCATION.

PLATE WASHER

11"

T1/2"

8"

HOLES FOR 1"0 A.B., TYP1

7 1" BASE PLATE

+3 SIDES

1/4

ONE SIDE

KHSS6x6HDG

NOTES:1. PROJECT & THREAD ANCHOR RODS

AS REQ'D TO PROVIDE A MINIMUM ROD PROJECTION ABOVE UPPER NUT OF 1/2", TYP.

2. ANCHOR RODS ARE ASTMF1554 GRADE 55.

V S502JANCHOR ROD DETAILS1 1/2” = T-0”

Çî\VS502J

HSS6x6 BASE PLATE1 1/2” = T-0”

MUS Amy Corps of Engineers ® Mobile DistrictSCHMIDT

CONSULTING-GROUP,INC.MECHANICAL ELECTRICAL STRUCTURAL

COMMU NICATIONS INDUSTRIAL 1P: 8334380093 F: 8334 32-863T

02

STUART SMITH P.E. FLORIDA LICENSE NUMBER 49738 Sr _ 3„

SC G PROJECT: 2015-176

2" 11"ff

r BASE PLATEI1 1 II I

HOLES FOR 1"0 A.B., TYP

CO

CL COLUMN

I-,

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Q

ftV S502 V

HSS7x7 BASE PLATE1 1/2” = T-0”

II;

10"+

-1 1/2"^ 3 1 !T2 1/2'J1 1/2"--.

3/4" BASE PLATE

LiI

HOLES FOR 1" 0 A.B., TYP.-h

CL COLUMN

J U.N.O.

I/1/4

HSS 4x4 CL COLUMN

PROVIDE 3" MINIMUM CONCRETE COVER OR COAT ALL SIDES WITH COAL TAR EPOXY FOR BASE PLATES & COLUMNS BELOW GRADE.

ftV S502 )

HSS 4x4 BASE PLATE1 1/2" = T-0"

COL4"

'E.O.S.r-o"

4" #3 @ 18" O.C.E.O.S

2 #5 CONT.

L6X3X1/4 W/5/8"0x6" HEADED STUDS @24" O.C.

BEAM, SEE PLAN, 1TP.

2" 20 GAGE GALVANIZED COMPOSITE DECKING. 4" NW CONCRETE TOPPING REINFORCED W/ 6X6 W2.9XW2.9 W.W.F. = 6" TOTAL SLAB THICKNESS, TYP., U.N.O.

16’-8"^-.X------X-------X —

SETF.F.E.tub$

T.O.S."1/ 15'-8"

VlBEAM,

SEE PLAN4-5/8"0 THREADED RODS SET W/EPOXY, 5" EMBEDMENT

— X-------X -- • ■' ; . .. • .. F.F.E. 16._2"

$ T.O.S.o:: !o>!o< I ITHIS BEAM CONNECTION SHALL

BE BOLTED TO BEAM WELDED TO GIRDER, SEE 1/S505

!o -1< *

XI 8"X16" BOND BEAM W/ 2 #5 TOP & BOTTOML4X4X5/16 EACH

SIDE WEB14 GAGE CLOSURE PU\TE

4" RETURNS ATTACH W/ #12 SCREWS @6" O.C.

2 #5 CONT.

BEAM, SEE PLAN, 1TP.

I

-ŒP--HSS COLUMN, SEE PLAN COPEAS REQ’D

ftVS502 7

SLAB STEP DETAIL ftVS502 7

BEAM TO CMU WALL DETAIL3/4" = 1'-0" 3/4" = 1'-0"

0 8" r-4" 2‘-8"

SCALE: 3/4"= 1'-0" SHEETIDENTIFICATION

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2" 20 GAGE GALVANIZEDCOMPOSITE DECKING. 4" NWCONCRETE TOPPING REINFORCEDW/ 6X6 W2.9XW2.9 W.W.F. = 6" TOTALSLAB THICKNESS, TYP., U.N.O.

BEAM, SEEPLAN, TYP.

F.F.E.16'-8"

HSS COLUMN,SEE PLAN COPE AS REQ'D

BEAM, SEEPLAN, TYP.

L6X3X1/4 W/ 5/8"Øx6"HEADED STUDS @ 24" O.C.

1' - 0" E.O.S.4"

COL

E.O.S.4" #3 @ 18" O.C.

THIS BEAM CONNECTION SHALLBE BOLTED TO BEAM WELDED

TO GIRDER, SEE 1/S505

2 #5 CONT.

2 #5 CONT.14 GAGE CLOSURE PLATE4" RETURNS ATTACH W/

#12 SCREWS @ 6" O.C.

T.O.S.16'-2"

F.F.E.15'-8"

T.O.S.15'-2"

8"X16" BOND BEAMW/ 2 #5 TOP & BOTTOM

BEAM,SEE PLAN

L4X4X5/16 EACHSIDE WEB

6"

4 - 5/8"Ø THREADED RODSSET W/ EPOXY, 5" EMBEDMENT

T.O.F.

COLUMNBEARING

& TH

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0"

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GRADE BEAM, CONCRETEBEAM, AND/OR DRILLEDSHAFT CAP AS REQUIRED BYCOLUMN BEARING LOCATION.

PLATE WASHER

NOTES:1. PROJECT & THREAD ANCHOR RODS

AS REQ'D TO PROVIDE A MINIMUM RODPROJECTION ABOVE UPPER NUT OF 1/2", TYP.

2. ANCHOR RODS ARE ASTM F1554 GRADE 55.

BASE PLATE

1"Ø ANCHOR ROD

10"

1 1/2" 3 1/2"3 1/2" 1 1/2"

10"

1 1/

2"3

1/2"

3 1/

2"1

1/2"

3/4" BASE PLATE

HOLES FOR1" Ø A.B., TYP.

CL COLUMN

CL COLUMN

1/4U.N.O.

HSS 4x4

PROVIDE 3" MINIMUM CONCRETE COVEROR COAT ALL SIDES WITH COAL TAR EPOXYFOR BASE PLATES & COLUMNS BELOW GRADE.

CL COLUMN

HOLES FOR1"Ø A.B., TYP

1" BASE PLATE

HSS7x7

1' - 3"

1' - 3

"

2"11

"2"

CL COLUMN

2" 11" 2"

HOLES FOR1"Ø A.B., TYP

1" BASE PLATE

HSS6x6HDG

11"

1 1/2"

5"1 1

/2"

8"

1 1/2"8"

1 1/2"

ONE SIDE

1/43 SIDES

FACE

OF

WAL

L

CONSULTING GROUP,INC.

901 W. Garden St. Pensacola, FL 32502P: 850-438-0050 F: 850-432-8631

FLORIDA LICENSE NUMBER 05371

MECHANICAL ELECTRICAL STRUCTURALCOMMUNICATIONS INDUSTRIAL

S C H M I D T.

SCG PROJECT: 2015-176

STUART SMITH P.E.FLORIDA LICENSE NUMBER 49738

1

A

SHEETIDENTIFICATION

US Army Corps ofEngineers ®Mobile District

U.S

. AR

MY

CO

RPS

OF

ENG

INEE

RS

DES

IGN

ED B

Y:

BULL

OCK

TIC

E AS

SOCI

ATES

909

E. C

ERVA

NTES

STR

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SUI

TE B

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NSAC

OLA

, FLO

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2 3 4 5

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FILE

NA

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MAR

KD

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7

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3/4" = 1'-0"S5025 SLAB STEP DETAIL

SCALE: 3/4" = 1'-0"

0 8" 1'-4" 2'-8"

3/4" = 1'-0"S5026 BEAM TO CMU WALL DETAIL

1 1/2" = 1'-0"S5021 ANCHOR ROD DETAILS

1 1/2" = 1'-0"S5022 HSS 4x4 BASE PLATE

1 1/2" = 1'-0"S5024 HSS7x7 BASE PLATE

1 1/2" = 1'-0"S5023 HSS6x6 BASE PLATE

t

SHEARCONNECTION, SEE SCHEDULE,

GIRDER

TYP.

SEE PLAN FOR SLAB & DECK (NOT SHOWN)

CAMBERED BEAM PROFILE

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SCHMIDTCONSULTING-GROUP,INC.

MECHANICAL ELECTRICAL STRUCTURAL COMMU NICATIONS I INDUSTRIAL

P: 8S3-43S-0093 F: 853-432-863102

STUART SMITH P.E. FLORIDA LICENSE NUMBER 49738

SC G PROJECT: 2015-176

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1. THE CONTRACTOR SHALL SUBMIT SU\B CONSTRUCTION JOINT LOCATIONS TO THE ENGINEER FOR REVIEW AND APPROVAL PRIOR TO CONCRETE PLACEMENT.CONCRETE SHALL BE PLACED OVER COMPOSITE DECK. TO THE SPECIFIED MIN. THICKNESS REQUIRED ON PLANS. BEAMS AND GIRDERS HAVE BEEN SIZED TO ACCOMMODATE UP TO 10% ADDITIONAL CONCRETE SLAB THICKNESS (MEASURED AT MIDSPAN) IF NECESSARY TO PROVIDE A LEVEL FINISH FLOOR SURFACE.

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1. THE CONTRACTOR SHALL SUBMIT SLAB CONSTRUCTIONJOINT LOCATIONS TO THE ENGINEER FOR REVIEW ANDAPPROVAL PRIOR TO CONCRETE PLACEMENT.

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COMPOSITE GIRDER ELEVATION

COMPOSITE GIRDER STUD INSTALLATION NOTES:

1. INSTALL STUDS NO LESS THAN 1" FROM EDGES OF GIRDER FLANGES ANDENDS.

2. STUD INSTALLATION FOR STEEL GIRDERS MAY BE EITHER UNIFORM ORSEGMENTED AS SHOWN ON THE FRAMING PLANS. [#] AFTER THE GIRDERSIZE DESIGNATION INDICATED THE NUMBER OF STUDS REQUIRED FOR AUNIFORM STUD INSTALLATION. REFER TO COMPOSITE BEAM STUDINSTALLATION DETAIL ILLUSTRATED.

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2. [#] INDICATES TOTAL NUMBER OF STUDS REQUIRED PERBEAM AS SHOWN ON THE FRAMING PLANS.

3. STUD DISTRIBUTION ALONG THE BEAM LENGTH SHALL BE1, 2, OR 3 STUDS PLACED IN THE LOW RIBS OF COMPOSITEDECK CENTERED ON THE BEAM FLANGE WIDTH TOACHIEVE THE REQUIRED STUD QUANTITY.

4. FOR BEAMS SUPPORTING COMPOSITE FLOOR DECK THATDO NOT SHOW THE [#] OF STUDS REQUIRED, INSTALLSTUDS AT 3'-0" O.C. MAXIMUM SPACING.*

5. FOR CANTILEVERED BEAMS, INSTALL STUDS ONLY ON THEBACKSPAN.

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[9] 1 1 1 1 1 0 1* 0 1 1 1 1[11] 1 1 1 1 1 1 1 1 1 1 1 1[17] 2 2 2 1 1 1 1 1 1 2 2 2[28] 3 3 2 2 2 2 2 2 2 2 3 3

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CONSULTING GROUP,INC.

901 W. Garden St. Pensacola, FL 32502P: 850-438-0050 F: 850-432-8631

FLORIDA LICENSE NUMBER 05371

MECHANICAL ELECTRICAL STRUCTURALCOMMUNICATIONS INDUSTRIAL

S C H M I D T.

SCG PROJECT: 2015-176

STUART SMITH P.E.FLORIDA LICENSE NUMBER 49738

1

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SHEETIDENTIFICATION

S504

MUS Army Corps of Engineers ® Mobile District

1 2 3 4 5

SCHMIDTCONSULTING-GROUP,INC.

MECHANICAL ELECTRICAL STRUCTURAL COMMU NICATIONS I INDUSTRIAL

P: 8S3-43S-OOK) F: 853-432-863102

STUART SMITH P.E. FLORIDA LICENSE NUMBER 49738D

SC G PROJECT: 2015-176

HSS COLUMN, SEE PLAN

L4x3 DOUBLE ANGLE CONNECTION, TRIM LEG AS

REQUIRED, 1TP FOR 6", 7", & 8" HSS COLUMNS. PROVIDE

L4X4 FOR 10" HSS COLUMNS

Af'.CL>

4"< 3/4"0 A325-N

BOLTS. SEE TABLE BELOW FOR QUANTITY

3/4"0 A325-N BOLTS, SEE TABLE BELOW FOR QUANTITY

C TYP RETURNI 2W 1 1/2" 1/2"->HSS COLUMN, SEE PLAN

3" I 4" 4 TYP3/4"0 A325-N BOLTS. SEE TABLE

BELOW FOR QUANTITY

*TYp\--------

/ W 1/2'H b!I/ BEAM, SEE PLAN£3 LBEAM, SEE PLANS3 t £_h.

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7", & 8" HSS COLUMNS. PROVIDE L4X4 FOR 10" HSS COLUMNS

bb T> ?<r b bb b o -itI L4x3-1/2 DOUBLE ANGLE

CONNECTION, SEE TABLE BELOW FOR THICKNESS

S3 hi£3 S33/4"0 A325-N BOLTS, SEE TABLE BELOW

FOR QUANTITY

f f 1 1/2"- L4x3-1/2 DOUBLE ANGLE CONNECTION. SEE TABLE BELOW FOR THICKNESS

L4x3 DOUBLE ANGLE CONNECTION^-1 1/2"HSS COLUMN,

SEE PLAN ■7^BEAM, SEE PLAN I.

FIELD BOLTED SHOP BOLTEDFIELD WELDED SHOP BOLTED

ALL BOLTED DOUBLE ANGLE CONNECTION SCHEDULE

B BOLTED / WELDED DOUBLE ANGLE CONNECTION SCHEDULE

DOUBLE ANGLE MINIMUM THICKNESS

QUANTITY OF 3/4"0 A325-N BOLTS

DOUBLE ANGLE MINIMUM THICKNESS

1TPICAL BEAM SIZEQUANTITY OF BOLTS

FILLETWELD SIZE (W)

CAPACITY(KIPS)

TYPICAL BEAM SIZE

W10, W12 31/4"W10,W12 5/16 3 1/4 48

5/16"W14 35/16" 1/4 48W14 3

5/16"W16 45/16" 1/4 80W16 4

5/16"W18 55/16" 1/4W18 5 115

5/16"W21 65/16" 1/4 150W21 6

3/8"W24, W27 73/8" 5/16 223W24, W27 7

NOTES:NOTES: 1. CONNECTIONS MAY BE FIELD BOLTED OR SHOP BOLTED TO BEAM WEB AT

SUPPLIER’S OPTION.ALL DOUBLE ANGLE CONNECTIONS MUST COMPLY WITH OSHA REGULATIONS. DOUBLE ANGLE CONNECTION OPPOSITE SIDE OF BEAM WEB SHALL HAVE SHORTENED ANGLE AND ONE LESS BOLT. OPPOSITE SIDE WEBS.

1. CONNECTIONS SHALL BE FIELD BOLTED TO BEAM & SHOP WELDED TO HSS COLUMNS.WHEN CONNECTING MEMBER TO PLATE EMBEDS IN CONCRETE, PROVIDE SHORT HORIZONTAL SLOTTED HOLES IN BEAM WEB AND USE L6x3 1/2 DOUBLE ANGLE CONNECTION WITH LONG LEGS OUT.

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HORIZONTAL SLOTTED HOLES IN BEAM WEB AND USE L6x3 1/2 DOUBLE ANGLE CONNECTIONWITH LONG LEGS OUT.

TYPICAL BEAM SIZEDOUBLE ANGLE MINIMUM

THICKNESSQUANTITY OF

BOLTS

L4x3 DOUBLE ANGLE CONNECTION,TRIM LEG AS REQUIRED, TYP FOR 6",

7", & 8" HSS COLUMNS. PROVIDEL4X4 FOR 10" HSS COLUMNS

FIELD WELDED SHOP BOLTED

L4x3 DOUBLE ANGLECONNECTION

3/4"Ø A325-N BOLTS,SEE TABLE BELOWFOR QUANTITY

BEAM, SEE PLAN

4"

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FOR QUANTITY 1 1/2"

WTYP

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CAPACITY(KIPS)

1 1/

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TYP.4"

HSS COLUMN,SEE PLAN

L4x3 DOUBLE ANGLECONNECTION, TRIM LEG AS

REQUIRED, TYP FOR 6", 7", &8" HSS COLUMNS. PROVIDE

L4X4 FOR 10" HSS COLUMNS

HSS COLUMN,SEE PLAN

HSS COLUMN,SEE PLAN

BEAM, SEE PLAN

W10,W12 35/16 1/4 48

W16 4

W18 5

W21 6

W24, W27 7

5/16"

5/16"

5/16"

3/8"

1/4

1/4

1/4

5/16

80

115

150

223

W14 35/16" 1/4 48

ALL BOLTED DOUBLEANGLE CONNECTION SCHEDULE

L4x3-1/2 DOUBLE ANGLECONNECTION, SEE TABLE

BELOW FOR THICKNESS

FIELD BOLTED SHOP BOLTED

L4x3-1/2 DOUBLE ANGLECONNECTION. SEE TABLEBELOW FOR THICKNESS

3/4"Ø A325-NBOLTS. SEE TABLEBELOW FOR QUANTITY

BEAM, SEE PLAN

NOTES:1. CONNECTIONS MAY BE FIELD BOLTED OR SHOP BOLTED TO BEAM WEB AT

SUPPLIER'S OPTION.2. ALL DOUBLE ANGLE CONNECTIONS MUST COMPLY WITH OSHA REGULATIONS.3. DOUBLE ANGLE CONNECTION OPPOSITE SIDE OF BEAM WEB SHALL HAVE

SHORTENED ANGLE AND ONE LESS BOLT. OPPOSITE SIDE WEBS.

TYPICAL BEAM SIZEDOUBLE ANGLE MINIMUM

THICKNESSQUANTITY OF 3/4"Ø

A325-N BOLTS

4"

1/2"

1 1/

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3"1

1/2"

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3/4"Ø A325-NBOLTS. SEE TABLE

BELOW FOR QUANTITY

W10, W12 31/4"

W16 4

W18 5

W21 6

W24, W27 7

5/16"

5/16"

5/16"

3/8"

W14 35/16"

CONSULTING GROUP,INC.

901 W. Garden St. Pensacola, FL 32502P: 850-438-0050 F: 850-432-8631

FLORIDA LICENSE NUMBER 05371

MECHANICAL ELECTRICAL STRUCTURALCOMMUNICATIONS INDUSTRIAL

S C H M I D T.

SCG PROJECT: 2015-176

STUART SMITH P.E.FLORIDA LICENSE NUMBER 49738

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NTSS5042 TYPICAL BEAM TO BEAM CONNECTION

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A325N DOUBLE ANGLE6" EMBEDPLAIEBEAM SIZE WELD SIZENo. 3/4"0

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SEE PLAN TYPENOTE:EMBEDDED PLATE IS TYPICALLY CENTERED ON BEAM. OFFSET EMBEDDED PLATE AS REQUIRED WHERE EDGE OF CONCRETE IS CLOSER TO CENTER OF BEAM THAN 1/2 PLATE WIDTH.

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JOIST PENETRATION THRU CMU WALL DETAIL

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3/4"ØX6" HEADED STUDS, SEETYPE FOR LAYOUT

EMBED PLATE PERSCHEDULE

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CONSULTING GROUP,INC.

901 W. Garden St. Pensacola, FL 32502P: 850-438-0050 F: 850-432-8631

FLORIDA LICENSE NUMBER 05371

MECHANICAL ELECTRICAL STRUCTURALCOMMUNICATIONS INDUSTRIAL

S C H M I D T.

SCG PROJECT: 2015-176

STUART SMITH P.E.FLORIDA LICENSE NUMBER 49738

1

A

SHEETIDENTIFICATION

US Army Corps ofEngineers ®Mobile District

U.S

. AR

MY

CO

RPS

OF

ENG

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RS

DES

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3/4" = 1'-0"S5054 TYP BEAM SPLICE DETAIL

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3/4" = 1'-0"S5055

JOIST PENETRATION THRUCMU WALL DETAIL

3/4" = 1'-0"S5051

BEAM TO TUBECONNECTION DETAIL

3/4" = 1'-0"S5052

BEAM TO TUBECONNECTION DETAIL

3/4" = 1'-0"S5053 TYPICAL ROOF BEAM OVER COLUMN DETAIL

3/4" = 1'-0"S5058 BEAM TO CONCRETE CAP BEAM DETAIL

3/4" = 1'-0"S5059 BEAM TO CONCRETE CAP BEAM SCHEDULE

3/4" = 1'-0"S50510 EMBED PLATES

NOTE: SEE DETAIL 10/S-505 FOR EMBED PLATE SCHEDULE

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SEE PLAN 12 STUART SMITH P.E. FLORIDA LICENSE NUMBER 49738SEE PLAN ^ ^12 122 rD T.O.J. ^12T.O.J. 1 2Q 2 rM SC G PROJECT: 2015-176T.O.J. 1 23 zSEE PLAN

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SHEETIDENTIFICATION

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JOIST, SEEPLAN

4"

8" CMU,SEE PLAN

A

6"x6"x1/4" CONT.BENT PLATE

1/4

28'-1 5/8"

BOTTOM OFSTUD

400S162-43 @2'-0" STUD, TYP.

1' - 5 3/4"2"

8" BOND BEAMW/ 2 #5 CONT.

1' - 7 3/4"

1/4" BENTPLATE

14 GAGE CLIP ANGLEW/ 3 #12 SCREWS,EACH LEG

4"X4" CONT. 16GAGE BENT PLATE

#12 SCREWS,EACH FLANGE1/4" TAPCONSCREW @ 16" O.C.STAGGERED

W.P.

1 1/2" 16 GAGEGALV. HATCHANNELS

7/8" 16 GAGE GALV.HAT CHANNELS

BEAM, SEE PLAN

JOIST, SEEPLAN, TYP.

122

1-1/2" ROOF DECK

1/8 2

1/8 2MIN

PLATE 14 GA.x12" CONT

122T.O.J.

SEE PLAN

SEE PLAN

T.O.G.

COL.

U.N.

O.4"

HSS COLUMN,SEE PLAN

L2-1/2x2-1/2x1/4" BRACE@ EACH SIDE OF COL. +

@10'-0" O.C. MAX.

PLATE 3/16"X4"X3"

3/16 3

3/16 3

3/16

3/16

VARIES

2' - 3"

4 #12 SCREWS

2 #12 SCREWS@ 24" O.C. TOJOIST

600S162-54@ 2'-0" O.C.

14 GAGE CLIP W/4 #12 SCREWS TO

OUTRIGGER @ 3'-0"

8" MIN. CONC. CAPW/ 2 #5 CONT., TOP

P 3/8"x6" CONT. w/5/8"X6" H.S. @16" O.C.

L

5" 3" 2"

8"

VARIES

3 - #12 SCREWSEACH OUTRIGGER

6"1 1/2"

14 GAGE BENTPLATE, TYP.

8"X16" BOND BEAMW/ 2 #5 CONT., T&B,STEP W/ ROOF SLOPE

L4X4X1/4 W/ 5/8"ØEXPANSION BOLTS@ 2'-0"

1-1/2" TYPE B20 GAGE METALROOF DECK

1 1/

2"1'

- 9

1/2"

1 1/

2"

1

TO CL JOIST3" FROM STUD

2' - 6"

1/4" PER FOOT SLOPE3/8"X4"X4" PLATEW/ HOLE FOR 7/8"ØBOLTS, TYP.

8"X16" CMU BOND BEAMW/ 2 #5 TOP & BOTTOM

7/8"Ø BOLTS, HDG,TYP.

PRE-ENGINEEREDCANOPY

HSS2X2X3/16

1/8TYP.

PROVIDE BOND BREAK ORMASTIC @ ALL ALUMINUM

TO GALVANIZED CONNECTIONS

NOTE:HOT DIP GALVANIZE ASSEMBLYAFTER FABRICATION.2 ATTACHMENTS PER CANOPY FRAME.

HSS6X6X1/42 - 5/8"Ø BOLTS@ HSS 6" GAGE@ COLUMN

1/4

3/8"X5"XCONT. EMBEDDED PLATEW/ 5/8"ØX6" HEADED STUDS@ 12" O.C.

2 CONNECTIONSPER FRAME, TYP.

A

3"

HSS6X6

CONSULTING GROUP,INC.

901 W. Garden St. Pensacola, FL 32502P: 850-438-0050 F: 850-432-8631

FLORIDA LICENSE NUMBER 05371

MECHANICAL ELECTRICAL STRUCTURALCOMMUNICATIONS INDUSTRIAL

S C H M I D T.

SCG PROJECT: 2015-176

STUART SMITH P.E.FLORIDA LICENSE NUMBER 49738

1

A

SHEETIDENTIFICATION

US Army Corps ofEngineers ®Mobile District

U.S

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3/4" = 1'-0"S5061 JOIST AT RIDGE BEAM DETAIL

3/4" = 1'-0"S5065 TYPICAL CMU WALL TO ROOF DECK DETAIL

3/4" = 1'-0"S5063 TYP. OVERHANG DETAIL @ 8" CMU WALL

3/4" = 1'-0"S5062 JOIST AT RIDGE COLUMN DETAIL

1 1/2" = 1'-0"S5064 END WALL @ PARAPET DETAIL

1 1/2" = 1'-0"S5066 CANOPY CONNECTION DETAIL SCALE: 3/4" = 1'-0"

0 8" 1'-4" 2'-8"SCALE: 1 1/2" = 1'-0"

0 4" 8" 1'-4"

SHEETIDENTIFICATION

S507

MUS Army Corps of Engineers ® Mobile District

1 2 3 4 5

3'~4" V.I.F.

SCHMIDT400S162-54 @16" O.C. CONSULTING-GROUP,INC.

-3/4" MECHANICAL ELECTRICAL STRUCTURAL COMMU NICATIONS I INDUSTRIAL3 3/4"

EXISTING LIGHT -U<- GAGE FRAMING TO REMAIN, SHORE & PROTECT

P: 8S3-43S-OOK) F: 853-432-8631600S162-54 FRAMING, @16" O.C., ATTACH VW #12 SCREWS, TYP.

4 #12 SCREWS, EACH END

02

600S162-54 @16" O.C.

STUART SMITH P.E. FLORIDA LICENSE NUMBER 49738D 3 #12 SCREWS,

EACH END 'V SC G PROJECT: 2015-176\ EXISTING LIGHT

GAGE FRAMINGSCAB NEW VERTICALFRAMING TO EXISTINGSUPPORT ON NEW ROOFSTRUCTURE

CUT VERTICAL FRAMINGTO ALLOW ROOFCONSTRUCTION

600S162-54 @16" O.C. \±

\\16 GAGE HAT CHANNEL W/ 2 #12 SCREWS EACH

16 GAGE HAT CHANNEL W/ 2 #12 SCREWS EACH

\X ■\ \XSTUD STUD-? ^ ^ ^2

- -r

14 GAGE CLIPS W/ 4 SCREWS EACH LEG

4"X6"Xl/4" BENT PLATE

XX 1-h-\ XXEXISTING ROOF4"X4"X1/4" BENT PLATE X 0

IX1/81/8 Sc-- \ i \ i \ i \ i \ i1/8

x x !'|1/8

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1 1/2" STEEL ROOF DECK

II14 GAGE CLIPS

W/ 4 SCREWS, EACH LEG, TYP.

C6X10.5 1-1/2" STEEL ROOF DECK

11'-8" IXX 1/8 2IXX T.O.J.

1/8 2 IE\ 11'-4"1". LÜ- 7W

EXISTING FRAMING J|_ TORE REMOVEDT.O.S.

I ICUT EXISTING FRAMING

CI, I JOIST, SEE PLAN

'V1C6X10.5

EXISTING FRAMING TO REMAIN\\ L21/2X2 1/2X3/16

BRACE TO PANEL POINT

II

W8X10II JOIST, SEE PU\NI NOTES:

1. SHORE EXISTING ROOF FRAMING AND ROOF.2. CUT EXISTING VERTICAL SUPPORT AND FOUNDATION.3. REATTACH AND SUPPORT EXISTING ROOF

ON NEW BAR JOIST FRAMING.

'Vx

NOTES:1. SHORE EXISTING ROOF FRAMING AND ROOF.2. CUT EXISTING VERTICAL SUPPORT AND FOUNDATION.3. REATTACH AND SUPPORT EXISTING ROOF

ON NEW BAR JOIST FRAMING.

V S507JEXISTING PARAPET TO NEW ROOF DETAIL

V S507JEXISTING PARAPET TO NEW ROOF DETAIL

1 1/2” = T-0” 1 1/2” = T-0”

B

5' - 0"

BEAM BEARING1/2"X7-1/2"X8" PLATE W/2 - #5 X 0'-18"X3 INFILLED CELLS, TYP.

>x>BEAM TO PLATE

W8X10 JOIST, SEE 1/4r BEAM TO PLATE BEAM, SEE PLANPLAN

OP1/4

a 8" cmu w/#5 @ 24", r/P.7 Ëo/

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PLATECOPE BEAM PLATE TO MATCH BEAM FLANGE

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PLATES, T/P. P-

(7\V S507J

BEAM ON CMU @ CORRIDOR (7\V S507J

BEAM TO PLATE DETAIL 0 4" 8" 1 '-4"

3/4" = T-0" 3/4" = T-0"SCALE: 1 1/2"= 1'-0"

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JOIST, SEE PLAN

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C6X10.5

W8X10

1 1/2" STEELROOF DECK

16 GAGE HAT CHANNELW/ 2 #12 SCREWS EACH

STUD

3 #12 SCREWS,EACH END

4"X4"X1/4"BENT PLATE

4 #12 SCREWS,EACH END

EXISTING LIGHTGAGE FRAMINGTO REMAIN, SHORE& PROTECT

400S162-54@ 16" O.C.

EXISTING ROOF

4"X6"X1/4"BENT PLATE

600S162-54@ 16" O.C.

600S162-54@ 16" O.C.

14 GAGE CLIPS W/4 SCREWS EACH LEG

1/8 2

1/8 2

1/8

1/8

NOTES:1. SHORE EXISTING ROOF FRAMING AND ROOF.2. CUT EXISTING VERTICAL SUPPORT AND FOUNDATION.3. REATTACH AND SUPPORT EXISTING ROOF

ON NEW BAR JOIST FRAMING.

1/8

1/8

3'-4" V.I.F.

3 3/4"3/4"

T.O.S.11'-4"T.O.J.11'-8"

EXISTING FRAMINGTO REMAIN

CUT VERTICAL FRAMINGTO ALLOW ROOFCONSTRUCTION

SCAB NEW VERTICALFRAMING TO EXISTINGSUPPORT ON NEW ROOFSTRUCTURE

CUT EXISTINGFRAMING JOIST, SEE PLAN

C6X10.5 1-1/2" STEELROOF DECK

NOTES:1. SHORE EXISTING ROOF FRAMING AND ROOF.2. CUT EXISTING VERTICAL SUPPORT AND FOUNDATION.3. REATTACH AND SUPPORT EXISTING ROOF

ON NEW BAR JOIST FRAMING.

16 GAGE HAT CHANNELW/ 2 #12 SCREWS EACHSTUD

EXISTING LIGHTGAGE FRAMING

600S162-54 FRAMING,@ 16" O.C., ATTACH W/#12 SCREWS, TYP.

14 GAGE CLIPSW/ 4 SCREWS,

EACH LEG, TYP.EXISTING FRAMINGTO BE REMOVED

BEAM BEARING

5' - 0"

JOIST, SEEPLAN

W8X10

2 #5 @ WELDPLATES, TYP.

1/2"X7-1/2"X8" PLATEW/ 2 - #5 X 0'-18"X3INFILLED CELLS, TYP.

8" CMU W/#5 @ 24", TYP.

1/4

1/4BEAM TOPLATE

1/4BAR TOPLATE

8"

8" CMU WALL

SEE 6/S505 SIM.

COPE BEAM PLATETO MATCH BEAMFLANGE

1/4

1/4BEAM TOPLATE BEAM, SEE PLAN

CONSULTING GROUP,INC.

901 W. Garden St. Pensacola, FL 32502P: 850-438-0050 F: 850-432-8631

FLORIDA LICENSE NUMBER 05371

MECHANICAL ELECTRICAL STRUCTURALCOMMUNICATIONS INDUSTRIAL

S C H M I D T.

SCG PROJECT: 2015-176

STUART SMITH P.E.FLORIDA LICENSE NUMBER 49738

1

A

SHEETIDENTIFICATION

US Army Corps ofEngineers ®Mobile District

U.S

. AR

MY

CO

RPS

OF

ENG

INEE

RS

DES

IGN

ED B

Y:

BULL

OCK

TIC

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SOCI

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AN

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S.SM

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FEB

RU

AR

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201

7

S507

ES13

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G

1 1/2" = 1'-0"S5071 EXISTING PARAPET TO NEW ROOF DETAIL

SCALE: 1 1/2" = 1'-0"

0 4" 8" 1'-4"

1 1/2" = 1'-0"S5072 EXISTING PARAPET TO NEW ROOF DETAIL

3/4" = 1'-0"S5073 BEAM ON CMU @ CORRIDOR

3/4" = 1'-0"S5074 BEAM TO PLATE DETAIL