1/2" DRYWALL SHEATHING(SEE ARCH)

IT SHALL BE POSTED THAT THE FLOOR LIVELOAD SHALL NOT EXCEED 50 PSF.

SCALE: N.T.S.DETAIL 2

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CONT. BRIDGING @JOIST BEARINGS

W/ (2)-#10 @ EA. STUD

STIFFCLIP CL-68WITH 4 SCREWS

METAL STUD FRAMING(SEE PLAN)

DRYWALL SHEATHING(SEE ARCH)

SCALE: N.T.S.DETAIL 3

S0.1

STIFFCLIP CL-68WITH 4 SCREWS

SEE PLAN

METAL STUD FRAMING(SEE PLAN)

1/2" DRYWALLSHEATHING(SEE ARCH)

SCALE: N.T.S.DETAIL 1

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(2)-0.177 PAF W/ 3/4" EMBED@ 16" O.C. TYP.&STIFFCLIP CL-118W/ 8 SCREWSAT CORNERS & JAMBS METAL STUD FRAMING

(SEE PLAN)

1/2" APA SHEATHING COVEREDWITH DRYWALL SHEATHING

#12 @ 8" O.C.

#12 @ 4" O.C.

4 DIA.2 DIA

3/16

HSS8x8x1/4 W/1"x16"x1'-4" PLATE& (4)-1" DIA. A.B. W/ HEXHEAD NUTS (12" EMBED,& 5" PROJECTION.)

C.J.P.

9"

1 1/

2"2"

HSS4x4x1/4 W/1"x9"x0'-9" PLATE& (4)-3/4" DIA. A.B. W/HEX HEAD NUTS (8"EMBED, & 5"PROJECTION.)

SCALE: N.T.S.DETAIL 3

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STRUCTURAL STEEL:

1. STRUCTURAL STEEL DETAILING, FABRICATION, AND ERECTION TO BE INACCORDANCE WITH THE LATEST EDITION OF THE "MANUAL OF STEELCONSTRUCTION" OF THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION (ASDMETHOD). SHOW DRAWINGS SHALL GIVE COMPLETE WELDING INFORMATION(FOR BOTH SHOP AND FIELD WELDS) USING AWS SYMBOLS.

2. ALL CONNECTIONS, EXCEPT THOSE INDICATED ON THE DRAWINGS AS WELDEDCONNECTIONS, ARE TO BE MADE USING 3/4" DIAMETER ASTM A 325 BOLTS. BOLTSSHALL BE DESIGNED AS BEARING-TYPE BOLTS, EXCEPT WHERE NOTED AS "SLIPCRITICAL." BEARING CONNECTION BOLTS SHALL BE INSTALLED IN ACCORDANCEWITH THE "SNUG TIGHT" CONDITION AS OUTLINED IN THE "SPECIFICATION FORSTRUCTURAL JOINTS" USING ASTM A 325 OR A 490 BOLTS." BOLTS SHALL HAVE AHARDENED WASHER PLACED UNDER THE ELEMENT TO BE TIGHTENED. BOLTS INBRACING CONNECTIONS, MOMENT CONNECTIONS, OR OTHER CONNECTIONNOTED ON THE DRAWINGS SHALL BE CONSIDERED TO BE "SLIP CRITICAL" BOLTS,AND SHALL BE DESIGNED AS FRICTION BOLTS. "SLIP CRITICAL" TYPE CONNECTIONSSHALL BE TIGHTENED BY USE OF ONE OF THE FOLLOWING PRETENSIONINGMETHODS:

A. TURN-OF-NUT WITH MATCH MARKINGB. TWIST OFF BOLTC. DIRECT TENSION INDICATORD. TURN-OF-NUT WITHOUT MATCH MARKINGE CALIBRATED WRENCH

3. STRUCTURAL STEEL PLATES, BARS, RODS, CHANNELS AND ANGLES SHALL CONFORMTO ASTM A 36. (Fy = 36 KSI)

4. CONNECTIONS FOR BEAMS WHICH CANNOT CONFORM TO THE TYPICALCONNECTION DETAILS SHALL BE IN ACCORDANCE WITH THE FOLLOWINGS:A. WHERE BEAM REACTIONS ARE NOT SHOWN IN THE DRAWINGS, CONNECTIONS

SHALL BE DETAILED FOR THE MAXIMUM UNIFORM LOAD WHICH THE BEAM WILLSUPPORT (AS A SIMPLE BEAM) FOR THE SPAN SHOWN ON THE DRAWINGS PLUS15% (UP TO THE SHEAR CAPACITY OF THE MEMBER.)

B. WHERE BEAM REACTIONS ARE SHOWN ON THE DRAWINGS, THE CONNECTIONSSHALL DEVELOP THE REACTIONS SHOWN. WHERE CONNECTIONS ARE SUBJECTTO ECCENTRICITY, SUCH ECCENTRICITY SHALL BE TAKEN INTO ACCOUNT WHENDETAILING THE CONNECTION.

5. ALL WELDING SHALL BE PER AWS D1.1 AND ELECTRODES FOR SHOP AND FIELDWELDS SHALL CONFORM TO AWS 5.1 OR AWS A5.5, CLASS E70XX.

6. ALL HIGH STRENGTH BOLTS FOR STEEL CONNECTIONS SHALL CONFORM TO ASTM A325. HIGH STRENGTH TWIST-OFF BOLTS SHALL CONFORM TO ASTM F 1852.

7. NUTS FOR STEEL CONNECTIONS SHALL CONFORM TO ASTM A 563 .

8. WASHERS FOR STEEL CONNECTIONS SHALL CONFORM TO ASTM F 436.

9. DIRECT TENSION INDICATORS SHALL CONFORM TO ASTM F 959.

10. REMOVE SLAG FROM ALL WELDED CONNECTIONS. PAINT ALL CONNECTIONS TOMATCH PAINT COLOR.

11. STEEL ERECTOR SHALL INSTALL THE STRUCTURAL STEEL, JOISTS, AND DECK PER THESTRUCTURAL DRAWINGS AND ANY MODIFICATIONS MADE TO THE ERECTIONDRAWINGS BY THE STRUCTURAL ENGINEER. ANY CONFLICTS BETWEEN DRAWINGSSHALL BE BROUGHT TO THE ATTENTION OF THE STRUCTURAL ENGINEER FORCLARIFICATION PRIOR TO STEEL ERECTION.

12. FABRICATE AND ASSEMBLE STEEL ASSEMBLIES PER AISC 303 "CODE OF STANDARDPRACTICE FOR STEEL BUILDINGS AND BRIDGES."

STRUCTURAL STEEL QUALITY ASSURANCE:1. WELDER QUALIFICATIONS: QUALIFY WELDING PROCESSES AND WELDING OPERATIONS IN ACCORDANCE WITH AWD D1.1 "STANDARD QUALIFICATION PROCEDURE." OPERATORS SHALL CARRY PROOF OF QUALIFICATIONS ON THEIR PERSONS.

2. TEST REPORTS: 2 COPIES, PLUS THE NUMBER OF ADDITIONAL COPIES REQUIRED BY THE CONTRACTOR, OF STEEL PRODUCER'S REPORT OF MILL ANALYSIS AND TENSILE AND BENDING TESTS FOR STRUCTURAL STEEL MADE NO MORE THAN 60 DAYS BEFORE SHIPMENT.

3. CERTIFICATES: TESTING LABORATORY'S CERTIFICATE THAT: A. STRUCTURAL STEEL HAS BEEN FURNISHED AND INSTALLED IN ACCORDANCE WITH CONTRACT DOCUMENTS. B. THE ON-SITE INSPECTIONS HAVE BEEN CONDUCTED AND COMPLETED IN ACCORDANCE WITH THE FIELD QUALITY CONTROL BELOW.

4. APPROVED SPECIAL INSPECTOR SHALL INSPECT CONNECTIONS INACCORDANCE WITH REFERENCES. INSPECT ALL COMPLETEPENETRATION WELDS AND ALL BUTT JOINTS MADE BY THE FABRICATOR. IFTHE FABRICATOR USES THE FULL VALUE FOR FILLET WELDS, AS SPECIFIED INTHE REFERENCES, INSPECT 15% OF THESE WELDS. INSPECT 100% OF ALLFIELD WELDS.

5. COPIES OF TEST RESULTS AND INSPECTION REPORTS SHALL BE SENTDIRECTLY TO THE CHIEF BUILDING OFFICIAL (OR HIS DESIGNATEDCONTACT), THE STRUCTURAL ENGINEER, AND THE ARCHITECT.

SPECIAL INSPECTION PROGRAM

1. SEE THE SPECIFICATIONS FOR THE STATEMENT OF SPECIALINSPECTIONS FOR THE PROJECT FOR DETAILS CONCERNING THESPECIAL INSPECTIONS PROGRAM.

2. SEE THE SPECIFICATIONS FOR THE ITEMIZED SCHEDULE OF SPECIALINSPECTIONS FOR CONCRETE, STEEL, MASONRY, SOILS, ETC. ALONGWITH REQUIRED FREQUENCY OF SPECIAL INSPECTIONS.

3. SPECIAL INSPECTIONS ARE TO BE PERFORMED AND REPORTED PER THEREQUIREMENTS OF CHAPTER 17 IN THE INTERNATIONAL BUILDINGCODE AND FORMS AVAILABLE FROM THE LOCAL CODE OFFICIAL.

GENERAL:1. THESE NOTES SUPPLY APPLY UNLESS OTHERWISE INDICATED BY DRAWINGS OR SPECIFICATIONS.

2. STRUCTURAL DRAWINGS INDICATE TYPICAL AND CERTAIN SPECIFIC CONDITIONS ONLY. SHOP DRAWINGS SHALL DETAIL ALL CONDITIONS IN ACCORDANCE WITH THE SPECIFIED STANDARDS AND THE SPECIFIC REQUIREMENTS OF THIS PROJECT AS INDICATED ON THE DRAWINGS.

3. THE STRUCTURAL TENANT IMPROVEMENTS ARE DESIGNED TO THE 2009 INTERNATIONAL BUILDING CODE, REFERENCED MATERIAL CODES, AND ALABAMA AMENDMENTS.

4. THE STRUCTURE SHOWN IN THESE DRAWINGS IS STRUCTURALLY SOUND ONLY IN ITS COMPLETED FORM. THE CONTRACTOR SHALL TEMPORARILY BRACE ALL EARTH, FORMS, CONCRETE, STEEL, WOOD, MASONRY, ETC. TO RESIST GRAVITY, EARTH, WIND, SEISMIC, AND CONSTRUCTION LOADS DURING THE CONSTRUCTION PERIOD.

EXISTING CONDITIONS:1. THE CONTRACTOR SHALL SURVEY THE EXISTING SITE TO DETERMINE THAT ALL STRUCTURES AS INDICATED IN THE DRAWINGS CAN BE CONSTRUCTED AS SHOWN AND SHALL REPORT ANY DISCREPANCIES OR UNUSUAL CONDITIONS, SUCH AS EXISTING STRUCTURES AND UTILITIES, TO THE ENGINEER.

2. FIELD MEASUREMENTS SHALL BE TAKEN AS REQUIRED TO DIMENSION ALL STRUCTURAL ELEMENTS PRIOR TO THE SUBMISSION OF SHOP DRAWINGS.

STRUCTURAL OBSERVATIONS:1. THE CONTRACTOR SHALL PROVIDE THE STRUCTURAL ENGINEER 48 HOURS NOTICE PRIOR TO ALL OF THE FOLLOWING CONSTRUCTION ACTIVITIES SO THAT THE APPROPRIATE STRUCTURAL OBSERVATION MAY BE PERFORMED:

INSTALLATION OF STRUCTURAL STEEL AND METAL STUDS PRIOR TO SHEATHING

2. IF ANY FIELD CONDITION FOR LAYOUT OR CONNECTIONS VARIES FROM THESE DRAWINGS, CONTACT THE SPECIALTY ENGINEER FOR REVIEW AND SUBMITTAL TO THE STRUCTURAL ENGINEER OF RECORD.

SHALLOW FOUNDATIONS:1. THE DESIGN ALLOWABLE SOIL BEARING PRESSURE IS ASSUMED TO BE

2000 PSF AND AND SHALL IN ACCORDANCE WITH THERECOMMNEDATIONS OF A QUALIFIED GEOTECHNICAL ENGINEERREGISTERED IN ALABAMA.

2. ALL FOOTINGS SHALL BEAR ON ENGINEERED BACKFILL PER THERECOMMENDATION OF THE SOIL REPORT. IF FURTHER REMEDIATION ISREQUIRED, IT SHALL BE PREPARED BASED ON THERECOMMENDATIONS OF A QUALIFIED GEOTECHNICAL ENGINEERREGISTERED IN ALABAMA.

3. ANY FILL PLACED WITHIN 10'-0" OF THE BUILDING PERIMETER SHALL BE COMPACTED BASED ON THE RECOMMENDATIONS OF A QUALIFIED GEOTECHNICAL ENGINEER REGISTERED IN ALABAMA.

4. ALL EXTERIOR FOOTINGS SHALL BEAR A MINIMUM OF 18" BELOW OR AS DIRECTED BY THE RECOMMENDATIONS OF A QUALIFIED

GEOTECHNICAL ENIGNEER REGISTERED IN ALABAMA.

SHOP DRAWINGS:

1. WRITTEN PERMISSIONS MUST BE OBTAINED FROM D. ERIC SMITH, P.E. PRIOR TO THE REPRODUCTIVE USE OF THE STRUCTURAL CONTRACT DOCUMENTS IN ANY FASHION AS STRUCTURAL SHOP DRAWING DOCUMENTS.

2. THE FOLLOW SHOP DRAWINGS AND MATERIAL DATA SHALL BE SUBMITTED TO THE ARCHITECT FOR REVIEW PER THE KROGER SPECS. - CONCRETE MIX DESIGNS WITH TEST DATA (PER SPECS AND ACI 318)

AND MATERIAL CERTIFICATES FOR EACH TYPE OF CONCRETE - REINFORCING STEEL (SHALLOW FOUNDATIONS, RETAINING WALLS, CMU WALLS & SLAB ON GRADE.) - STRUCTURAL STEEL & MISCELLANEOUS STRUCTURAL STEEL

3. COMPLETE SHOP DRAWINGS FOR CONSTRUCTION OF ALL APPLICABLE SPECIALTY ITEMS INCLUDING, BUT NOT LIMITED TO, PRECAST CONCRETE, CURTAIN WALL GLAZING SYSTEMS, LIGHT GAGE METAL FRAMING, ORNAMENTAL GUARD RAILS, SKYLIGHTS, AND STAIRS SHALL BE SIGNED AND SEALED BY A REGISTERED PROFESSIONAL ENGINEER IN ALABAMA AND SHALL BE AVAILABLE AT THE JOB SITE DURING TIMES OF INSPECTION.

4. DO NOT BEGIN FABRICATION OF MATERIALS WITHOUT FIRSTSUBMITTING SHOP SUBMITTALS AND RECEIVING COMMENTS FROMTHE ENGINEER OF RECORD.

STRUCTURAL TESTS & SPECIAL INSPECTIONS

1. THE PROJECT OWNER SHALL EMPLOY ONE OR MORE SPECIALINSPECTORS TO PERFORM INSPECTIONS AND TESTING DURINGCONSTRUCTION OF EACH STRUCTURE FOR THE TYPES OF WORKINDICATED BY IBC SECTIONS 1704, 1705 AND 1707. DOCUMENTATIONTHAT SUMMARIZES THE QUALIFICATIONS AND CREDENTIALS OF EACHSPECIAL INSPECTOR AND DEMONSTRATES COMPETENCE FOR THETYPES OF WORK INDICATED SHALL BE SUBMITTED TO THE CHIEFCOMMERCIAL BUILDING INSPECTOR OR HIS DESIGNEE FOR REVIEWAND APPROVAL PRIOR TO CONSTRUCTION.

2. APPROVED SPECIAL INSPECTORS SHALL FURNISH INSPECTION ANDTESTING REPORTS TO THE CHIEF COMMERCIAL BUILDING INSPECTOROR HIS DESIGNEE, THE ARCHITECT OF RECORD, THE STRUCTURALENGINEER OF RECORD, AND THE PROJECT OWNER WHICH INDICATESTHAT THE WORK INSPECTED WAS DONE IN CONFORMANCE WITHAPPROVED CONSTRUCTION DOCUMENTS. A FINAL REPORT WHICHDOCUMENTS THE RESULTS OF THE SPECIAL INSPECTIONS SHALL BESUBMITTED PERIODICALLY AT A FREQUENCY APPROVED BY THE CHIEFCOMMERCIAL BUILDING INSPECTOR PRIOR TO CONSTRUCTION.

3. EACH CONTRACTOR RESPONSIBLE FOR THE CONSTRUCTION OF THESEISMIC-FORCE-RESISTING SYSTEMS OR ANY COMPONENT LISTED INTHE QUALITY ASSURANCE PLAN SHALL SUBMIT PRIOR TOCONSTRUCTION A WRITTEN STATEMENT OF RESPONSIBILITY TO THECHIEF COMMERCIAL BUILDING INSPECTOR OR HIS DESIGNEE AND TOTHE PROJECT OWNER WHICH CONTAINS THE INFORMATION REQUIREDBY IBC SECTION 1705.3.

4. SPECIAL INSPECTION FOR COMPONENTS AND ASSEMBLIES IS NOTREQUIRED FOR ITEMS WHICH ARE PRODUCED ON THE PREMISES OF AFABRICATOR REGISTERED AND APPROVED TO PERFORM SUCH WORKWITHOUT SPECIAL INSPECTION. APPROVAL SHALL BE BASED ON THEFABRICATORS WRITTEN PROCEDURAL AND QUALITY CONTROLMANUALS AND BY PERIODIC AUDITING OF FABRICATION PRACTICESBY AN APPROVED SPECIAL INSPECTION AGENCY. THE APPROVEDFABRICATOR SHALL SUBMIT A CERTIFICATION OF COMPLIANCE TOTHE CHIEF COMMERCIAL BUILDING INSPECTOR OR HIS DESIGNEEWHICH STATES THAT THE WORK WAS PERFORMED IN ACCORDANCEWITH THE APPROVED CONSTRUCTION DOCUMENTS.

CONCRETE:

1. REINFORCING BARS SHALL CONFORM TO ASTM A 615-96a. ALL REBAR SHALL BE GRADE 60. REINFORCING TO BE WELDED SHALL CONFORM TO ASTM A 706 AND ASTM A 496, GRADE 70. WELDING SHALL BE IN ACCORDANCE WITH AWS D1.4 STRUCTURAL WELDING CODE - REINFORCING STEEL BY THE AMERICAN WELDING SOCIETY FOR COMPLIANCE WITH ACI 318-05, SECTION 3.5.

2. CONCRETE MIXES SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR REVIEW. MIXES SHALL CONFORM TO THE REQUIREMENTS IN THE "CONCRETE MIX SCHEDULE."

3. ALL CONCRETE SHALL BE IN ACCORDANCE WITH ACI 318-05/318R-05AND ACI 301.

4. THE DESIGN OF CONCRETE ELEMENTS INCLUDING WALLS, FORMEDSLAB, BEAMS, AND COLUMNS IS IN ACCORDANCE WITH ACI 318-05(BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE.)

5. SLABS WILL BE POURED TO A MINIMUM TOLERANCE OF FF = 30/ FL =20 (OVERALL AVERAGE) AND FF = 20/FL =15 (LOCAL MINIMUM) ASDETERMINED BY ASTM E 1155-87. PROVIDED BURNISHED STEELTROWELED FINISH TO ALL INTERIOR SLABS.

6. A MINIMUM OF 70% OF SAND IN ALL CONCRETE SHALL BE NATURALSAND.

7. THE USE OF SMOOTH GRAVEL SHALL NOT BE PERMITTED IN ANY SLABON GRADE CONCRETE. COARSE AGGREGATE FOR ALL SLABSSHALL CONSIST OF QUARRIED ANGULAR CRUSHED STONE.

MIX LOCATION CLASSWEIGHT

(PCF)

MIN. 28 DAYCOMPRESSIVESTRENGTH (PSI)

STANDARDSLUMP

(INCHES)PERCENT

AIR

FLY ASHOR SLAG

PERMITTEDSHALLOW FTGS A 145 4000 3-5 ENTRAPPED YES

CONCRETE MIX DESIGN SCHEDULE

DESIGN LOADS:1. DEAD LOADS: (NON-BALLASTED ROOF) - CANOPY DEAD LOAD: 10 PSF - MEZZANINE DEAD LOAD: 15 PSF2. LIVE LOADS: - ROOF LIVE LOAD: 20 PSF

- MEZZANINE LIVE LOAD: 50 PSF - REDUCED AS ALLOWED BY THE BUILDING CODE 3. SNOW LOADS: - GROUND SNOW LOAD (pg): 5 PSF - ROOF SNOW LOAD (pf): 8.5 PSF - SNOW IMPORTANCE FACTOR (Is): 1.0

- SNOW THERMAL FACTOR (st): 1.0 - SNOW EXPOSURE FACTOR (ce): 0.9 4. WIND LOAD: - BASE WIND SPEED: V = 90 MPH (SERVICE LOAD) - IMPORTANCE FACTOR: I = 1.0 - BUILDING CATEGORY: II - INTERNAL PRESSURE COEFFICIENT: 0.18 - EXPOSURE CATEGORY: B 5. EARTHQUAKE: - SEISMIC IMPORTANCE FACTOR: I = 1.0 - MAPPED SPECTRAL RESPONSE ACCELERATIONS - SS = 0.256

- S1 = 0.103 - SITE CLASS IS ASSUMED TO BE "D" - SPECTRAL RESPONSE COEFFICIENTS - Sds = 0.273 - Sd1 = 0.164 - SEISMIC FORCE RESISTING SYSTEMS - STEEL NOT SPECIFICALLY DETAILED FOR SEISMIC - SEISMIC RESPONSE COEFFICIENT: Cs = 0.09 - RESPONSE MODIFICATION FACTOR: R = 3.0 - SEISMIC DESIGN CATEGORY: C - ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE (IBC 1617.1, ASCE 7-05 SECTION 9.5.5)

NOTES:

1. IN STRUCTURAL CONCRETE ASTM C618 TYPE F OR C FLY ASH MUST BE WITHIN 15-25% OFTOTAL CEMENTITOUS MATERIAL.2. IN STRUCTURAL CONCRETE ASTM C989 SLAG MUST NOT EXCEED 30% OF TOTALCEMENTITOUS MATERAL.3. SAMPLE CONCRETE AT EACH MIX &/OR EVERY 50 CUBIC YARDS PLACED, MINIMUM WITHONE 7-DAY, TWO 28-DAY, AND ONE RESERVE SAMPLE FOR TESTING.

LIGHT GAUGE METAL STUD FRAMING:

1. STANDARD CONNECTORS ARE AS FOLLOWS (U.N.O.): METAL STUD TO METAL STUD: #10 -18 SELF-TAPPING METAL SCREW METAL STUD TO CONCRETE: 0.177" DIA. PAF W/ 3/4" EMBED. METAL STUD TO STRUCTURAL STEEL: 0.177" DIA. PAF W/ 3/16" EMBED.

2. TYPICAL CONNECTIONS ARE AS FOLLOWS (UNLESS NOTED OTHERWISE): METAL STUD TRACKS: FASTENERS AT EACH METAL STUD METAL STUD TO METAL STUD (FACE TO FACE): FOUR FASTENERS MIN. METAL STUD TO METAL STUD (FACE TO SIDE): TWO FASTENERS MINIMUM METAL STUD TO CONCRETE: TWO FASTENERS @ EA. STUD MINIMUM METAL STUD TO STRUCTURAL STEEL: TWO FASTENERS MINIMUM

3. THE CONTRACTOR SHALL TAKE CARE NOT TO OVER-TIGHTEN THE SCREWS. IFSCREWS ARE STRIPPED OUT DURING INSTALLATION, NEW SCREWS SHOULD BEINSTALLED WITH THE ADEQUATE EDGE DISTANCES ALLOWED BY THE STEEL STUDMANUFACTURERS ASSOCIATION, THE METAL STUD MANUFACTURER, ANDFASTENER MANUFACTURER. IF ADDITIONAL CONNECTION IS NOT POSSIBLE,CONTACT THE ENGINEER.

4. LIGHT GAUGE STEEL TRACKS SHOULD MATCH THE GAUGE OF THECONNECTING METAL STUD OR BE 43 MIL, MINIMUM. METAL STUDS SHOULD BECONNECTED TO THE TRACK AT EACH SIDE,EXCEPT WHERE A SLIPCONNECTION IS USED. SEE REFERENCING DETAIL FOR SLIP CONNECTIONCONDITIONS.

5. FABRICATION AND ERECTION SHALL CONFORM TO "SPECIFICATIONS FOR THEDESIGN OF COLD FORMED STEEL STRUCTURAL MEMBERS" BY AISI, LATESTEDITION.

6. ALL METAL STUDS SHALL HAVE A MINIMUM YIELD STRENGTH OF 33,000 PSI.

7. ALL MATERIAL AND ACCESSORIES SHALL BE GALVANIZED MEETING THE G-60CRITERIA IN ASTM A 653, LATEST EDITION.

8. ALL SCREWS AND PINS SHOULD BE NON-CORROSIVE. NO FASTENERS SHOULDBE STAINLESS STEEL OR COPPER-COATED.

9. STRUCTURE IS ONLY STABLE IN ITS COMPLETED FORM. CONTRACTOR SHALLEMPLOY ADEQUATE TEMPORARY BRACING AND SHORING UNTIL THE FRAMINGIS COMPLETE.

10. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS WITH THE ARCHITECTURALDRAWINGS AND FIELD CONDITIONS. IF THERE ARE ANY DISCREPANCIES,CONTACT THE ENGINEER.

11. THE CONTRACTOR IS RESPONSIBLE FOR ALL MEANS, METHODS, TECHNIQUES,SEQUENCES, AND PROCEDURES TO COMPLY WITH THE DRAWINGS ANDNOTES.

12. NO PROVISIONS HAVE BEEN MADE TO SUSPEND OR SUPPORT ANY PIPING,DUCTWORK, OR OTHER SYSTEMS NOT SHOWN IN THE DETAILS.

13. BOX BEAMS SHALL BE SCREWED TOGETHER WITH A #8-18 SELF TAPPINGSCREW CONNECTING EACH SIDE OF THE TRACKS TO THE CONTINUOUS METALSTUDS. THIS WILL PROVIDE FOR A MINIMUM OF FOUR FASTENERS EVERY FOOTOF BOX BEAM.

14. WHERE MORE STRINGENT REQUIREMENTS ARE MADE BY A MANUFACTURER,THE STEEL STUD MANUFACTURERS ASSOCIATION, AISI, AISC, OR ACI 318, THEMORE CONSERVATIVE REQUIREMENTS WILL GOVERN.

15. METAL STUD HEADERS AND SILLS SHALL BE A CONTINUOUS 54 MIL TRACK W/L3x3x68 MIL CLIP W/ (3) -TEK SCREWS @ EACH END. A JACK STUD SHALL BEINSTALLED AT THE ENDS OF HEADERS/SILLS NEXT TO A FULL-HEIGHT STUD.

16. ADDITIONAL FULL-HEIGHT STUDS SHALL BE INSTALLED NEXT TO EACH OPENINGAS FOLLOWS:

- HALF OF THE STUDS INTERRUPTED BY THE OPENING - TWO STUDS MINIMUM (TWO DOUBLE STUDS WHERE STUDS ARE DOUBLED)

FINISHED OPENING LINTEL BEAMS

LOAD-BEARING MTLSTUD HEADERS

8'-0" MAX (2)-1000S162-54

NOTES:1. USE 18 GAUGE TRACK T&B OF HEADER FASTENED WITH #8

TEK SCREWS AT 16" O.C. INTO LINTEL BEAMS. ADD WEBSTIFFENERS AT HEADER BEARINGS.

2. HEADERS SHALL BEAR ON A KING STUDS ANDCONTINUOUS STUDS AS NOTED. 18 GAUGE PLATE SHALLBE SCREWED TO EACH SIDE OF THE END CONNECTIONINTO THE HEADER AND CONTINUOUS STUD(S) WITH #8 TEKSCREWS AT 2" O.C.

Light Gauge FramingVerify materials,fasteners, andspacings for framing& sheathing.

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General Notes,Schedules & Details

S0.1