36C25619R0073-010.pdf

A. GENERAL

1. ALL WORK SHALL CONFORM TO THE MINIMUM STANDARDS OF THE FOLLOWING CODES. THE

CODES LISTED SHALL INCLUDE ALL AMENDMENTS AND ADDENDA IN FORCE AT THE DATE OF THE

CONTRACT DOCUMENTS.

2012 EDITION OF THE INTERNATIONAL BUILDING CODE

2. WHERE CONFLICT EXISTS AMONG THE VARIOUS PARTS OF THE STRUCTURAL AND

ARCHITECTURAL CONTRACT DOCUMENTS THE STRICTEST REQUIREMENTS SHALL GOVERN.

3. CONTRACTOR SHALL FIELD VERIFY ALL DIMENSIONS AND EXISTING CONDITIONS AT THE JOB SITE

AND REPORT ANY DISCREPANCIES OR INCONSISTENCIES FROM ASSUMED CONDITIONS TO THE

ARCHITECT PRIOR TO FABRICATION AND CONSTRUCTION.

4. DETAILS LABELED “TYPICAL DETAILS” ON THE DRAWINGS SHALL APPLY TO ALL SITUATIONS

OCCURRING ON THE PROJECT THAT ARE THE SAME OR SIMILAR TO THOSE SPECIFICALLY

DETAILED. SUCH DETAILS APPLY WHETHER OR NOT THEY ARE CUT AT EACH LOCATION.

QUESTIONS REGARDING APPLICABILITY OF TYPICAL DETAILS SHALL BE DETERMINED BY THE

ENGINEER.

5. DO NOT SCALE THE DRAWINGS.

6. THE GENERAL CONTRACTOR SHALL COMPARE THE ARCHITECTURAL AND STRUCTURAL

DRAWINGS AND REPORT ANY DISCREPANCY BETWEEN EACH SET OF DRAWINGS AND WITHIN EACH

SET OF DRAWINGS TO THE ARCHITECT AND ENGINEER PRIOR TO THE FABRICATION AND

INSTALLATION OF ANY STRUCTURAL MEMBERS.

7. IT IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR TO OBTAIN ALL CONTRACT

DOCUMENTS AND LATEST ADDENDA AND TO SUBMIT SUCH DOCUMENTS TO ALL SUBCONTRACTORS

AND MATERIAL SUPPLIERS PRIOR TO THE SUBMITTAL OF SHOP DRAWINGS, FABRICATION OF ANY

STRUCTURAL MEMBERS, AND ERECTION IN THE FIELD.

8. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO PROVIDE ALL MEASURES NECESSARY TO

PROTECT THE STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE, BUT ARE

NOT LIMITED TO, BRACING AND SHORING FOR LOADS DUE TO HYDROSTATIC, EARTH, WIND OR

SEISMIC FORCES, AND CONSTRUCTION EQUIPMENT. OBSERVATION VISITS TO THE SITE BY THE

ENGINEER SHALL NOT INCLUDE INSPECTION OF THE ABOVE ITEMS.

9. THE CONTRACT STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED

STRUCTURE. THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL

SUPERVISE AND DIRECT THE WORK AND SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION

MEANS, METHODS, PROCEDURES, TECHNIQUES, AND SEQUENCE.

10. PERIODIC SITE OBSERVATION BY THE ENGINEER IS SOLELY FOR THE PURPOSE OF

DETERMINING IF THE WORK OF THE CONTRACTOR IS PROCEDING IN GENERAL ACCORDANCE WITH

THE STRUCTURAL CONTRACT DOCUMENTS. THIS LIMITED SITE OBSERVATION SHOULD NOT BE

CONSTRUED AS EXHAUSTIVE OR CONTINUOUS TO CHECK THE QUALITY OF THE WORK, BUT

RATHER PERIODIC IN AN EFFORT TO GUARD THE OWNER AGAINST DEFECTS OR DEFICIENCIES IN

THE WORK OF THE CONTRACTOR.

11. NOTIFY THE STRUCTURAL ENGINEER WHEN DRAWINGS BY OTHERS SHOW OPENINGS,

POCKETS, ETC., NOT SHOWN ON THE STRUCTURAL DRAWINGS, BUT WHICH ARE LOCATED IN THE

STRUCTURAL MEMBERS.

12. SEE THE ARCHITECTURAL DRAWINGS FOR THE FOLLOWING:

SIZE AND LOCATION OF DOOR AND WINDOW OPENINGS,

SIZE AND LOCATION OF INTERIOR AND EXTERIOR NON-LOAD BEARING PARTITIONS,

SIZE AND LOCATION OF CONCRETE CURBS, FLOOR DRAINS, SLOPES, DEPRESSED AREAS,

CHAMFERS, GROOVES, INSERTS, ETC.,

SIZE AND LOCATION OF FLOOR AND ROOF OPENINGS,

FLOOR AND ROOF FINISHES,

STAIR FRAMING AND DETAILS,

DIMENSIONS NOT SHOWN ON THE STRUCTURAL DRAWINGS,

CEILING AND EXTERIOR WALL ASSEMBLIES.

13. SEE THE MECHANICAL, PLUMBING, AND ELECTRICAL DRAWINGS FOR THE FOLLOWING:

PIPES, SLEEVES, HANGERS, TRENCHES, WALL FLOOR AND ROOF OPENINGS,

DUCT PENETRATIONS, ETC., EXCEPT AS SHOWN OR NOTED OTHERWISE

ELECTRICAL CONDUIT RUNS, BOXES, OUTLETS IN WALLS AND SLABS,

CONCRETE INSERTS FOR ELECTRICAL, MECHANICAL, OR PLUMBING FIXTURES,

SIZE AND LOCATION OF MACHINE OR EQUIPMENT BASES AND ANCHOR BOLTS FOR MOUNTS.

B. DESIGN CRITERIA

1. DEAD LOAD MATERIALS ASSUMED IN THE DESIGN ARE SHOWN ON THE ARCHITECTURAL AND

STRUCTURAL DRAWINGS.

2. AN ALLOWANCE OF 15 PSF HAS BEEN MADE FOR PARTITIONS AS A UNIFORMLY DISTRIBUTED LIVE LOAD, WHEREVER PARTITIONS ARE USED AND LOCATION SUBJECT TO CHANGE EXCLUDING PUBLIC

LOBBIES, CORRIDORS, RESTROOMS, AND PLACES OF PUBLIC ASSEMBLY.

3. LIVE LOADS

LOCATION UNIFORM LOAD CONCENTRATED LOAD

ROOF 20 PSF REDUCIBLE 300 LBS

TYPICAL FLOOR 40 PSF REDUCIBLE

CORRIDORS 100 PSF REDUCIBLE

STORAGE 125 PSF

4. WIND LOADS

ULTIMATE WIND SPEED, VULT 146 MPH (3-SEC GUST)

NOMINAL WIND SPEED, VASD 113 MPH (3-SEC GUST)

RISK CATEGORY III

EXPOSURE CATEGORY B

INTERNAL PRESSURE COEFF. +/- 0.18

COMPONENTS & CLADDING SEE PLAN

C. FOUNDATION

1. SLAB ON GRADE CONSTRUCTION SHALL FOLLOW THE RECOMMENDATIONS OF GUIDE FOR

CONCRETE FLOOR AND SLAB CONSTRUCTION ACI 302.1R. PROVIDE (2) #3 X 4’-0” TOP AND BOTTOM

AT ALL SLAB ON GRADE RE-ENTRANT CORNERS.

2. SUBGRADE PREPARATION SHALL CONFORM TO THE SOILS REPORT NOTED ABOVE. IF REPORT

DOES NOT SPECIFY THE AMOUNT OF SELECT FILL, PROVIDE FILL AS REQUIRED ABOVE TO REDUCE

PVR TO 1 INCH.

3. VAPOR RETARDER SHALL HAVE NO MORE THAN 0.01 PERMS AS TESTED BEFORE AND AFTER

MANDATORY CONDITIONING (ASTM E 1745 SECTION 7.1 AND SUB-PARAGRAPHS 7.1.2-5), MEET OR EXCEED THE REQUIREMENTS OF ASTM E 1745 CLASS A AND BE NO LESS THAN 15 MILS THICK.

4. ALL VAPOR RETARDER SEAMS SHALL BE OVERLAPPED A MINIMUM OF 6 INCHES AND TAPED WITH

MANUFACTURER'S TAPE. ALL PENETRATIONS, BLOCK-OUTS, AND OPENINGS SHALL BE SEALED

USING A COMBINATION OF THE VAPOR RETARDER,

D. CONCRETE

1. ALL ASPECTS OF WORK RELATING TO THE CONCRETE CONSTRUCTION SHALL CONFORM TO

THE FOLLOWING CODES AND SPECIFICATIONS:

ACI 318-11 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE

ACI 301-11 SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS

CRSI MANUAL OF STANDARD PRACTICE

2. STRUCTURAL CONCRETE 28-DAY COMPRESSIVE STRENGTHS AND TYPES ARE AS FOLLOWS:

LOCATION STRENGTH TYPE MAXIMUM AGGREGATE SIZE

GRADE BEAMS 3000 PSI NORMAL WT 1”

SLAB-ON-GRADE 3000 PSI NORMAL WT 1”

METAL DECK SLAB 3000 PSI LIGHTWEIGHT 3/4"

TOPPING SLAB 3000 PSI LIGHTWEIGHT 3/4"

3. THERE SHALL BE NO HORIZONTAL COLD JOINT IN ANY CONCRETE POUR.

4. ADMIXTURES USED SHALL BE COMPATIBLE WITH FLOOR TREATMENTS. FINISH APPLICATOR

SHALL APPROVE ADMIXTURES AND CURING COMPOUNDS PRIOR TO USE.

5. CONCRETE FOR SLAB-ON-GRADE SHALL HAVE A MAXIMUM WATER-CEMENT RATIO OF 0.45. ALL

OTHER CONCRETE SHALL HAVE A MAXIMUM WATER-CEMENT RATIO OF 0.50. ADJUST CONCRETE

STRENGTH BEYOND MINIMUM SPECIFIED ABOVE TO MAINTAIN MAXIMUM WATER-CEMENT RATIO.

6. FLY ASH CONFORMING TO ASTM C618, TYPE F, MAY BE USED UNLESS NOTED OTHERWISE. THE MAXIMUM AMOUNT OF FLY ASH SHALL BE 25% OF THE TOTAL CEMENTITIOUS MATERIAL BY WEIGHT.

7. CONCRETE FORMS SHALL BE LAID OUT AND CONSTRUCTED TO PROVIDE THE SPECIFIED

CAMBERS INDICATED ON THE STRUCTURAL DRAWINGS.

9. ROUGHEN CONCRETE SURFACES TO 1/4 INCH AMPLITUDE WHERE MASONRY WALLS INTERSECT

CONCRETE OR WHERE NEW CONCRETE INTERFACES WITH EXISTING CONCRETE.

10. MECHANICAL PIPES AND ELECTRICAL CONDUITS WHICH PASS THROUGH SLAB-ON-GRADE,

CONCRETE ON METAL DECK, FRAMED CONCRETE FLOORS, AND WALLS DO NOT REQUIRE

SLEEVES UNLESS NOTED OTHERWISE ON THE PROJECT SPECIFICATIONS, MECHANICAL OR

ELECTRICAL DRAWINGS. IF SLEEVES ARE REQUIRED, INSTALL SLEEVES BEFORE PLACING

CONCRETE. DO NOT CUT ANY REINFORCING WHICH MAY INTERFERE WITH SLEEVE PLACEMENT.

CORING OPENINGS IN CONCRETE IS NOT PERMITTED. NOTIFY THE ARCHITECT AND ENGINEER IN

ADVANCE OF CONDITIONS NOT SHOWN ON THE STRUCTURAL DRAWINGS. NO PIPES OR

ELECTRICAL CONDUIT SHALL PASS THROUGH CONCRETE BEAMS OR COLUMNS UNLESS

SPECIFICALLY DETAILED.

11. WITH THE EXCEPTION OF SLABS ON GRADE AND CONCRETE ON METAL DECK, THE OUTSIDE

DIAMETER OF MECHANICAL PIPES AND/OR ELECTRICAL CONDUITS (OTHER THAN THOSE PASSING THROUGH) SHALL NOT EXCEED 1/3 OF THE SLAB THICKNESS AND SHALL BE CENTERED BETWEEN THE TOP AND BOTTOM REINFORCING UNLESS SPECIFICALLY DETAILED OTHERWISE. CONCENTRATIONS OF MECHANICAL PIPES AND/OR ELECTRICAL CONDUITS SHALL BE AVOIDED EXCEPT WHERE DETAILED OPENINGS ARE PROVIDED. CONDUIT AND PIPE SHALL BE SPACED AT 3” OR 3 DIAMETERS ON CENTER, WHICHEVER IS GREATER.

12. FOR SLABS ON GRADE AND METAL DECK SLABS NO PIPES OR CONDUITS SHALL BE PLACED

WITHIN THE INDICATED SLAB THICKNESS AND SHALL BE LOCATED BELOW THE SLAB UNLESS

SPECIFICALLY DETAILED OTHERWISE.

13. ALL CONCRETE SHALL BE PROPORTIONED FOR A MAXIMUM ALLOWABLE UNIT SHRINKAGE OF 0.03% AT 28 DAYS AFTER CURING IN LIME WATER AS DETERMINED BY ASTM C157 (USING AIR STORAGE).

14. THE DESIGN, CONSTRUCTION, AND SAFETY OF ALL FORMWORK SHALL BE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR. ALL FORMS, SHORES, BACKSHORES, FALSEWORK, BRACING, AND OTHER TEMPORARY SUPPORTS SHALL BE ENGINEERED TO SUPPORT ALL LOADS IMPOSED INCLUDING THE WET WEIGHT OF CONCRETE, CONSTRUCTION EQUIPMENT, LIVE LOADS, LATERAL LOADS DUE TO WIND AND WET CONCRETE IMBALANCE. THE CONTRACTOR SHALL ALSO BE RESPONSIBLE FOR DETERMINING

WHEN TEMPORARY SUPPORTS, SHORES, BACKSHORES, AND OTHER BRACING MAY BE SAFELY

REMOVED.

15. THE GENERAL CONTRACTOR SHALL SUBMIT FOR OWNER'S RECORD ONLY, FORMWORK SHOP

DRAWINGS INCLUDING CALCULATIONS. FORMWORK SHOP DRAWINGS SHALL BE SEALED BY A

REGISTERED ENGINEER IN THE STATE THAT THE PROJECT IS LOCATED.

E. REINFORCING STEEL

1. ALL ASPECTS OF WORK RELATING TO THE REINFORCING STEEL SHALL CONFORM TO THE

FOLLOWING CODES AND SPECIFICATIONS:

ACI 318-11 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE

CRSI MANUAL OF STANDARD PRACTICE

2. DEFORMED BARS SHALL CONFORM TO THE REQUIREMENTS OF ASTM A615 GRADE 60.

3. WELDED WIRE FABRIC SHALL CONFORM TO THE REQUIREMENTS OF ASTM A185, YIELD STRENGTH 65,000 PSI. WELDED DEFORMED WIRE FABRIC FOR ASTM A497, YIELD STRENGTH 70,000 PSI. ALL

WELDED WIRE FABRIC SHALL BE FURNISHED IN FLAT SHEETS ONLY. WHEREVER WELDED WIRE

FABRIC IS SPECIFIED AS REINFORCEMENT, IT SHALL BE CONTINUOUS ACROSS THE ENTIRE CONCRETE SURFACE AND NOT INTERRUPTED BY BEAMS OR GIRDERS AND PROPERLY LAPPED ONE CROSS WIRE

SPACING PLUS 2 INCHES.

4. MINIMUM LAP OF WELDED WIRE FABRIC SHALL BE 6 INCHES OR ONE FULL MESH AND ONE HALF, WHICHEVER IS GREATER.

5. WELDING OF REINFORCING IS PERMITTED ONLY WHERE SHOWN ON THE DRAWINGS OR WHEN

APPROVED BY THE ENGINEER OF RECORD. WELDING OF REINFORCING BARS SHALL BE WITH LOW

HYDROGEN ELECTRODES IN ACCORDANCE WITH THE RECOMMENDED PRACTICES OF AWS D1.4.

6. ALL REINFORCING BAR BENDS SHALL BE MADE COLD.

7. REINFORCING DOWELS BETWEEN FOOTINGS AND WALLS OR COLUMNS SHALL BE THE SAME

NUMBER, SIZE, SPACING, AND GRADE AS THE SPECIFIED VERTICAL REINFORCING, UNO.

8. IN ADDITION TO ALL OF THE REINFORCING STEEL INDICATED ON THE DRAWINGS, THE CONTRACTOR SHALL PROVIDE FOR AN ALLOWANCE OF A NET (0.5) TONS OF REINFORCING BARS TO BE FURNISHED, FABRICATED, AND PLACED DURING THE PROGRESSION OF WORK AS MAY BE DIRECTED BY THE

ENGINEER OF RECORD.

9. CLEAR COVERAGE OF CONCRETE OVER REINFORCING BARS SHALL BE AS FOLLOWS:

LOCATION OF CONCRETE MINIMUM COVER

CONCRETE NOT EXPOSED TO EARTH OR

WEATHER OR IN CONTACT WITH GROUND

SLABS, WALLS, JOISTS 3/4"

BEAMS, COLUMNS (INCLUDING TIES) 1 1/2"

SLAB ON GRADE 2” CLR FROM TOP

F. STRUCTURAL STEEL

1. ALL ASPECTS OF WORK RELATING TO THE DESIGN, FABRICATION, DETAILING, AND ERECTION OF

STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING CODES AND SPECIFICATIONS:

FOURTEENTH EDITION OF THE AISC STEEL CONSTRUCTION MANUAL

LATEST EDITION OF THE ANSI/AWS D1.1

2. STRUCTURAL STEEL MATERIALS SHALL COMPLY WITH THE FOLLOWING SPECIFICATIONS:

WIDE FLANGE ASTM A992

ANGLES, PLATES, BARS, CHANNELS ASTM A36 U.N.O.

HSS (RECTANGULAR OR SQUARE) ASTM A500 GR B (FY = 46 KSI)

ANCHOR RODS ASTM F1554-36 U.N.O

HIGH STRENGTH BOLTS ASTM A325N TYPE 1

HEADED STUD ANCHORS (HSA) ASTM A108

DEFORMED BAR ANCHORS (DBA) ASTM A496

3. THE DESIGN OF ALL STEEL CONNECTIONS SHALL BE PERFORMED UNDER THE DIRECT SUPERVISION

OF A REGISTERED PROFESSIONAL ENGINEER IN THE STATE WHERE THE PROJECT IS LOCATED,

EMPLOYED BY THE FABRICATOR. CALCULATIONS SEALED BY THE FABRICATOR’S PROFESSIONAL

ENGINEER MUST BE SUBMITTED IF REQUESTED.

4. STRUCTURAL STEEL NOT EXPOSED TO WEATHER SHALL BE LEFT UNPAINTED UNLESS NOTED

OTHERWISE IN THE ARCHITECTURAL DRAWINGS AND/OR SPECIFICATIONS.

5. IT IS THE INTENTION OF THE PLANS AND SPECIFICATIONS THAT SHOP CONNECTIONS BE WELDED

OR BOLTED AND THAT FIELD CONNECTIONS BE BOLTED, UNLESS DETAILED OTHERWISE ON THE

DRAWINGS.

6. ALL TYPICAL BEAM SIMPLE CONNECTIONS SHALL BE STANDARD DOUBLE ANGLE OR SINGLE ANGLE

FRAMED BEAM CONNECTIONS. SHEAR TAB CONNECTIONS MAY BE USED AT LOCATIONS WHERE

DOUBLE ANGLE CONNECTIONS ARE NOT POSSIBLE. SEATED BEAM CONNECTIONS SHALL NOT BE USED UNLESS INDICATED ON THE DRAWINGS. PROVIDE FULL DEPTH SHEAR TAB IF BEAM FRAMES ON ONLY

ONE SIDE OF A GIRDER.

7. DESIGN CONNECTIONS OF NON-COMPOSITE BEAMS TO SUPPORT A REACTION R (UNLESS SPECIFIED OTHERWISE) EQUAL TO ONE HALF THE TOTAL UNIFORM LOAD CAPACITY FROM THE TABLE OF UNIFORM

LOAD CONSTANTS IN THE AISC MANUAL.

8. BEAM CONNECTIONS FOR COMPOSITE BEAMS SHALL BE DESIGNED FOR THE REACTIONS LISTED IN THE TABLE BELOW. ALL VALUES LISTED IN THE TABLE ARE ALLOWABLE STRESS DESIGN (ASD).

BEAM SIZE REACTION BEAM SIZE REACTION

W8 20 KIPS W21 100 KIPS

W10 20 KIPS W24 120 KIPS

W12 35 KIPS W30 180 KIPS

W14 40 KIPS W33 220 KIPS

W16 50 KIPS W36 280 KIPS

W18 65 KIPS

9. ADD TO THE REACTION LISTED ABOVE, ANY LOADS OR REACTIONS OF MEMBERS SUPPORTED BY THE BEAM WITHIN THREE FEET OF BEAM END AND THE VERTICAL COMPONENTS OF FORCES IN BRACE

MEMBERS FRAMING INTO THE BEAMS.

10. ALL WELDING SHALL COMPLY TO THE AMERICAN WELDING SOCIETY STANDARD (AWS D1.1). ALL WELDED JOINTS SHALL BE DETAILED AS INDICATED BY THE PREQUALIFIED JOINT DETAILS IN THE STRUCTURAL WELDING CODE. WELD LENGTHS CALLED FOR ON THE PLANS ARE THE NET EFFECTIVE LENGTH REQUIRED. WELD SIZE SHALL BE AISC MINIMUM UNLESS A LARGER SIZE IS NOTED. ALL

WELDS SHALL USE MINIMUM E70XX ELECTRODES.

11. ALL WELDING SHALL BE PERFORMED BY A WELDER CERTIFIED IN ACCORDANCE WITH THE AWS

STANDARDS.

12. MISCELLANEOUS STEEL CONNECTIONS SHALL BE WELDED ALL AROUND WITH AISC MINIMUM

FILLET WELD UNLESS A LARGER WELD IS SPECIFIED. STEEL MEMBERS CONTINUOUSLY ATTACHED SHALL BE STITCH WELDED TOGETHER WITH AISC MINIMUM 2” LONG FILLET WELD AT 12” O.C. UNLESS

A LARGER WELD OR DIFFERENT GAGE IS SPECIFIED.

13. ALL BOLTS SHALL BE DESIGNED AS BEARING BOLTS WITH THREADS INCLUDED IN THE SHEAR PLANE. ALL BOLTS SHALL BE NEW AND NOT RE-USED. BOLT HOLES IN STEEL SHALL BE 1/16 INCH LARGER THAN NOMINAL SIZE OF BOLT USED, EXCEPT ANCHOR ROD HOLES. MINIMUM BOLT DIAMETER SHALL BE 3/4 INCH. ALL BOLTS SHALL BE TIGHTENED TO A SNUG-TIGHT POSITION, EXCEPT AT BRACES, MOMENT CONNECTIONS AND CONNECTIONS MARKED AS SLIP CRITICAL (SC) SHALL BE TIGHTENED

USING LOAD INDICATING WASHERS OR TENSION BOLTS.

14. SHEAR STUDS AND THEIR INSTALLATION SHALL MEET ALL REQUIREMENTS OF AWS D1.1. STUD DIAMETER AND LENGTH SHALL BE 5/8 INCH DIAMETER X 4-3/8 INCH LONG BEFORE WELDING. STUDS SHALL BE WELDED IN THE FIELD (NOT THE SHOP) USING AUTOMATICALLY TIMED STUD WELDING EQUIPMENT. THE TOP FLANGE OF THE BEAM MUST BE UNPAINTED AND FREE OF HEAVY RUST, MILL

SCALE AND OTHER FOREIGN MATERIALS.

15. ALL STEEL EXPOSED TO WEATHER OR OUTSIDE THE BUILDING'S WATERPROOFING, SUCH AS BRICK SHELF ANGLES, SHALL BE HOT-DIPPED GALVANIZED AFTER FABRICATION AS SPECIFIED BY THE STEEL STRUCTURES PAINTING COUNCIL (SSPC). THE ZINC COATING FOR STEEL SHAPES AND PLATES SHALL AVERAGE NOT LESS THAN 2.3 OZ. WITH NO INDIVIDUAL THICKNESS LESS THAN 2.0 OZ.

16. GALVANIZE ALL NUTS, BOLTS, AND WASHERS USED IN THE CONNECTION OF GALVANIZED STEEL.

17. GALVANIZED MEMBERS SHALL HAVE “Z.R.C. COLD GALVANIZING COMPOUND OR APPROVED

EQUIVALENT APPLIED TO FIELD WELDED CONNECTIONS. SURFACE AREAS TO RECEIVE COLD

GALVANIZING COMPOUND SHALL BE CLEAN OF DIRT AND DEBRIS PRIOR TO COMPOUND APPLICATION.

SEE MANUFACTURER’S LITERATURE FOR ADDITIONAL RECOMMENDATIONS.

18. THE APPLICATION OF THE FIREPROOFING TO THE STEEL MEMBERS AND STEEL DECK IS THE RESPONSIBILITY OF THE CONTRACTOR. THE CONTRACTOR MUST ENFORCE THE REQUIREMENTS OF THE MANUFACTURER AND NOT IMPOSE ADDITIONAL LOADS, INCLUDING CONSTRUCTION LIVE LOADS, DURING THE APPLICATION AND CURING OF THE FIREPROOFING.

19. IN ADDITION TO ALL OF THE STEEL INDICATED ON THE DRAWINGS, THE CONTRACTOR SHALL PROVIDE FOR AN ALLOWANCE OF A NET (1.2) TONS OF STEEL TO BE FURNISHED, FABRICATED, DETAILED, AND ERECTED DURING THE PROGRESSION OF WORK AS MAY BE DIRECTED BY THE

ENGINEER OF RECORD.

24. THE CONTRACTOR SHALL MAKE AN ALLOWANCE FOR THE ADJUSTMENT AND DETAILING OF STEEL

DURING THE SHOP DRAWING REVIEW PROCESS.

G. STEEL ROOF DECK (WITH RIGID INSULATION BOARD)

1. THE STEEL ROOF DECK SHALL BE OF THE TYPE AND GAUGE CALLED FOR ON DRAWINGS. STEEL

DECK SHALL BE MANUFACTURED FROM STEEL CONFORMING TO ASTM A653 STRUCTURAL QUALITY

GRADE 33 OR HIGHER. THE DESIGN, FABRICATION, AND ERECTION OF ALL ROOF DECK SHALL CONFORM

TO THE SDI MANUAL FOR COMPOSITE DECKS, FORM DECKS, AND ROOF DECKS.

2. STEEL DECK SHALL BE GALVANIZED WITH A PROTECTIVE ZINC COATING CONFORMING TO ASTM A653-G90.

3. MINIMUM BEARING OF STEEL DECK ON SUPPORTS SHALL BE 2 INCHES. ALL 3 IN DEEP STEEL DECK SHALL HAVE A MINIMUM BEARING OF 3 INCHES. END LAPS OF SHEETS SHALL BE A MINIMUM OF 2 INCHES AND SHALL OCCUR OVER SUPPORTS. SHEETS SHALL BE ATTACHED TO SUPPORTING STEEL

MEMBERS BY WELDING AS INDICATED ON THE DRAWINGS AND IN ACCORDANCE WITH

MANUFACTURER’S RECOMMENDATIONS. UPON COMPLETION OF ERECTION, ALL WELDS ON STEEL

DECK SHALL BE DE-SLAGGED, CLEANED, AND TOUCHED UP WITH A ZINC RICH PRIMER.

4. PROVIDE ROOF DECK CONSTRUCTION WHICH IS LISTED AND CONFORMS TO THE UL FIRE

RESISTANCE DIRECTORY AND BUILDING MATERIALS DIRECTORY. DECK ATTACHMENT SHALL BE

INCREASED ABOVE THE MINIMUM SPECIFIED HEREIN AS REQUIRED TO ACHIEVE A CLASS 90 UPLIFT

RATING.

5. DECK SUPPORTED ON COLD-FORMED STEEL FRAMING SHALL BE ATTACHED TO EACH SUPPORT

MEMBER USING #12 TEK SCREWS AT ALL RIBS WHERE SIDES LAP AND EACH RIB IN BETWEEN.

6. PROVIDE MINIMUM 20 GAUGE RIDGE AND VALLEY PLATES, MINIMUM 20 GAUGE CANT STRIPS, MINIMUM 14 GAUGE SUMP PANS, MINIMUM 20 GAUGE INSIDE OR OUTSIDE CLOSURE CHANNELS, MINIMUM 20 GAUGE BUTT STRIPS AT CHANGE OF DECK DIRECTIONS, MINIMUM 20 GAUGE FILLER SHEETS, AND

RUBBER CLOSURES AS REQUIRED TO PROVIDE A FINISHED SURFACE FOR THE APPLICATION OF

INSULATION AND ROOFING.

7. DO NOT HANG LOADS FROM METAL DECK. PROVIDE ENGINEERED STRUCTURAL SYSTEM TO HANG ALL LOADS FROM STEEL JOISTS OR BEAMS. THIS INCLUDES BUT IS NOT LIMITED TO METAL STUD

SOFFIT OR CEILING FRAMING, MECHANICAL OR PLUMBING EQUIPMENT, ETC.

8. SEE ARCHITECTURAL, MECHANICAL, ELECTRICAL, ETC., FOR SIZES AND LOCATIONS OF DECK OPENINGS AND FOR DECK OPENINGS SMALLER THAN 10 INCHES NOT SHOWN ON THE STRUCTURAL

DRAWINGS. ROOF OPENINGS LESS THAN 6 INCHES SQUARE OR DIAMETER REQUIRE NO

REINFORCEMENT. OPENINGS 6 INCHES TO 10 INCHES INCLUSIVE SHALL BE REINFORCED WITH A 20 GAUGE GALVANIZED PLATE WELDED TO THE DECK AT EACH CORNER AND 6 INCHES O.C. WITH 5/8 INCH DIAMETER PUDDLE WELDS OR SHEET METAL SCREWS. SEE TYPICAL DETAILS FOR FRAMING REQUIREMENTS AT OPENINGS LARGER THAN 10 INCHES. OPENINGS LARGER THAN 6 FEET SHALL BE

REFERRED TO THE ENGINEER FOR FRAMING.

9. METAL DECK SPANS SHALL NOT EXCEED THE MAXIMUM CENTER TO CENTER SPANS AS REQUIRED BY SDI. WHERE POSSIBLE, ALL METAL DECK SHALL EXTEND OVER THREE OR MORE SUPPORTS. TWO

SPAN DECK SHALL BE USED ONLY WHERE DECK LAYOUT DOES NOT PERMIT THE USE OF THREE

SPANS. SINGLE SPAN DECK IS NOT PERMITTED.

H. COLD-FORMED STEEL

1. ALL ASPECTS OF WORK RELATING TO COLD-FORMED (LIGHT GAGE) STEEL CONSTRUCTION SHALL

CONFORM TO THE FOLLOWING CODES AND SPECIFICATIONS:

2010 EDITION OF THE AISI SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL

MEMBERS, INCLUDING THE 2010 SUPPLEMENT

2. COLD-FORMED STEEL MEMBERS SHALL BE OF THE SIZE, GAUGE, AND SPACING SHOWN ON THE DRAWINGS. FLANGE WIDTHS SHALL BE 1 5/8” WITH 1/2" RETURNS UNLESS SPECIFIED OTHERWISE.

3. ALL FRAMING MEMBERS SHALL BE MANUFACTURED FROM CORROSION RESISTANT STEEL

CONFORMING TO ASTM A653 (G60). 25 GAUGE THROUGH 18 GAUGE MEMBERS SHALL BE FORMED FROM STEEL HAVING A MINIMUM 33 KSI YIELD POINT PER ASTM A653 GRADE 33. 16 GAUGE THROUGH 12 GAUGE MEMBERS SHALL BE FORMED FROM STEEL HAVING A MINIMUM 50 KSI YIELD POINT PER ASTM

A446 GRADE 50.

4. SPLICES IN FRAMING COMPONENTS EXCEPT RUNNERS AND TRACKS SHALL NOT BE PERMITTED.

5. AT LOAD BEARING WALLS SUPPORTING FLOOR OR ROOF JOISTS, LOCATE STUDS DIRECTLY UNDER

THE JOISTS OR PROVIDE LOAD DISTRIBUTING MEMBER BETWEEN STUDS TO SUPPORT JOISTS.

6. FASTENING OF COMPONENTS SHALL BE WITH SELF-DRILLING SCREWS OR WELDING. WELDING SHALL BE DONE USING FILLET, PLUG, BUTT OR SEAM WELDS WITH A MINIMUM 3/32 IN. AWS TYPE 6013 WELDING RODS. WELD AREAS SHOULD BE RE-TOUCHED WITH THE APPROPRIATE PAINT OR COLD- GALVANIZING TO RETAIN CORROSION RESISTANCE. ALL WORK SHALL BE COMPLETED BY QUALIFIED

WELDERS IN ACCORDANCE WITH AWS D1.3 STANDARDS.

7. PROVIDE HORIZONTAL BRIDGING IN ALL STUD SYSTEMS AT 4’-0” O.C. VERTICALLY FOR AXIALLY

LOADED STUDS AND AT 6’-0” O.C. FOR NON-LOAD BEARING STUDS. WELD AT EACH STUD

INTERSECTION.

8. SCREWS SHALL BE SELF-DRILLING AND OF TYPE S-12, ASTM C-954, EXCEPT THAT TYPE S, ASTM C- 1002 MAY BE USED FOR 20 GAUGE OR 22 GAUGE MATERIAL ONLY. SCREWS SHALL BE 3/8” TO 1/2"

LONGER THAT TOTAL MATERTIAL THICKNESS.

9. SHEATHING MATERIALS FOR SHEARWALLS MUST EXTEND AND BE CONNECTED TO THE TOP AND

BOTTOM TRACKS.

10. STEEL STRUCTURAL STUD TRACK OF THE SAME GAUGE AS THE STUDS SHALL BE USED AT THE TOP AND BOTTOM OF ALL STUD WALLS UNLESS NOTED OTHERWISE. STUDS SHALL SIT FLAT AGAINST THE WEB OF THE STUD TRACK AND BE ATTACHED WITH 1-#8 X 5/8” SCREW EACH SIDE OF EACH STUD.

11. WEB PUNCH-OUTS SHOULD BE COORDINATED WITH BRACING AND UTILITY REQUIREMENTS. WEB PUNCH-OUTS OR WEB OPENINGS SHALL BE LOCATED A MINIMUM OF 6” OR MEMBER DEPTH, WHICHEVER

IS GREATER, FROM STUD OR JOIST BEARING POINTS.

12. ALL FRAMING COMPONENTS SHALL BE CUT SQUARELY FOR ATTACHMENT TO PERPENDICULAR

MEMBERS, OR AS REQUIRED FOR AN ANGULAR FIT AGAINST ABUTTING MEMBERS.

13. FOR NON-LOAD BEARING STUDS, CONNECTIONS SHALL ACCOUNT FOR THE DEFLECTION OF THE STRUCTURAL MEMBERS TO WHICH THE STUDS ARE ATTACHED (1/2” MINIMUM). PROVIDE SLIDING CLIPS

AND/OR SLIP TRACKS.

14. JACK STUDS OR CRIPPLES SHALL BE INSTALLED BELOW WINDOW SILLS, ABOVE WINDOW AND

DOOR HEADS, AND ELSEWHERE TO FURNISH SUPPORT, AND SHALL BE SECURELY ATTACHED TO

CONNECTING MEMBERS.

15. PRIOR TO FABRICATION, THE CONTRACTOR SHALL SUBMIT ERECTION DRAWINGS TO THE

ARCHITECT AND ENGINEER OF RECORD FOR REVIEW AND APPROVAL.

16. TRACK SHALL BE SECURELY ANCHORED TO THE SUPPORTING STRUCTURE. ABUTTING PIECES OF

TRACK SHALL BE SECURELY SPLICED TOGETHER.

17. THE DESIGN OF ALL COLD-FORMED STEEL SHALL BE PERFORMED BY THE COLD-FORMED METAL CONTRACTOR. THE DESIGN SHALL INCLUDE MEMBER SIZES AND CONNECTION. THE DESIGN SHALL CONSIDER MEMBER DIMENSIONS NOTED ON THE DRAWINGS. THE COLD-FORMED CONTRACTOR SHALL SUPPLY DRAWINGS SEALED BY AN ENGINEER REGISTERED IN THE STATE WHERE THE PROJECT IS LOCATED. THE OUT-OF-PLANE DEFLECTION OF STUDS SHALL BE LIMITED TO H/600 (H = UNSUPPORTED

HEIGHT OF STUDS) IF USED FOR MASONRY OR STONE BACKUP. FOR OTHER CONDITIONS THE

DEFLECTION SHALL BE LIMITED TO H/360.

K. SUBMITTALS

1. THE GENERAL CONTRACTOR SHALL SUBMIT FOR ENGINEER REVIEW SHOP DRAWINGS FOR THE

FOLLOWING ITEMS:

CONCRETE MIX DESIGNS

REINFORCING STEEL

STRUCTURAL STEEL (*)

METAL DECK

MISCELLANEOUS STEEL

ITEMS MARKED (*) SHALL HAVE SHOP DRAWINGS SEALED BY A REGISTERED ENGINEER IN THE STATE WHERE THE PROJECT IS LOCATED. ITEMS MARKED (#) SHALL BE SUBMITTED TO ENGINEER FOR

OWNER'S RECORD ONLY AND WILL NOT HAVE ENGINEER'S SHOP DRAWING STAMP.

2. ALL SHOP DRAWINGS MUST BE REVIEWED AND SEALED BY THE GENERAL CONTRACTOR PRIOR TO

SUBMITTAL.

3. CONTRACTOR SHALL SUBMIT ELECTRONIC COPIES (E.G. PDFS) OF ALL SHOP DRAWINGS SPECIFIED

TO BE RETURNED BY THE ENGINEER.

4. THE OMISSION FROM THE SHOP DRAWINGS OF ANY MATERIAL REQUIRED BY THE CONTRACT

DOCUMENTS TO BE FURNISHED SHALL NOT RELIEVE THE CONTRACTOR OF THE RESPONSIBILITY OF FURNISHING AND INSTALLING SUCH MATERIALS, REGARDLESS OF WHETHER THE SHOP DRAWINGS

HAVE BEEN REVIEWED AND APPROVED.

5. SUBMIT TWO COPIES OF MANUFACTURER'S LITERATURE FOR ALL MATERIALS AND PRODUCTS USED

IN CONSTRUCTION ON THE PROJECT.

6. THE USE OF REPRODUCTIONS OF THESE CONTRACT DOCUMENTS BY ANY CONTRACTOR,

SUBCONTRACTOR, ERECTOR, FABRICATOR, OR MATERIAL SUPPLIER IN LIEU OF PREPARATION OF SHOP DRAWINGS SIGNIFIES HIS ACCEPTANCE OF ALL INFORMATION SHOWN HEREIN AS CORRECT, AND OBLIGATES HIMSELF TO ANY JOB EXPENSE, REAL OR IMPLIED, ARISING DUE TO ANY ERRORS THAT

MAY OCCUR HEREIN.

L. SPECIAL INSPECTION

1. ALL ASPECTS OF WORK RELATING TO SPECIAL INSPECTION SHALL CONFORM TO THE

FOLLOWING CODES AND SPECIFICATIONS:

2012 INTERNATIONAL BUILDING CODE (CHAPTER 17).

2. THE SPECIAL INSPECTOR SHALL BE A QUALIFIED PERSON WHO SHALL DEMONSTRATE

COMPETENCE, TO THE SATISFACTION OF THE BUILDING OFFICIAL, FOR INSPECTION OF THE

PARTICULAR TYPE OF CONSTRUCTION OR OPERATION REQUIRING SPECIAL INSPECTION.

3. PRIOR TO THE BEGINNING OF CONSTRUCTION, THE ARCHITECT (OR ENGINEER) SHALL

CALL A PRE-CONSTRUCTION MEETING WITH THE ARCHITECT, ENGINEER, BUILDING OFFICIAL,

CONTRACTOR AND SPECIAL INSPECTORS TO REVIEW THE SPECIAL INSPECTION

REQUIREMENTS.

4. DUTIES OF THE SPECIAL INSPECTOR INCLUDE (BUT ARE NOT LIMITED TO):

(A) ACKNOWLEDGE THE SPECIAL INSPECTION AND TESTING AGREEMENT PROVIDED BY THE

LOCAL JURISDICTION.

(B) THE SPECIAL INSPECTOR SHALL OBSERVE THE WORK FOR CONFORMANCE WITH

THE APPROVED CONSTRUCTION DOCUMENTS. ALL DISCREPANCIES SHALL BE BROUGHT TO

THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION, THEN, IF

UNCORRECTED TO THE ENGINEER AND TO THE BUILDING OFFICIAL.

(C) THE SPECIAL INSPECTOR SHALL FURNISH INSPECTION REPORTS FOR EACH

INSPECTION TO THE BUILDING OFFICIAL, ARCHITECT, ENGINEER, CONTRACTOR AND (OTHER

DESIGNATED PARTIES), IN A TIMELY MANNER, AS ESTABLISHED AT THE PRE-CONSTRUCTION

MEETING.

(D) THE SPECIAL INSPECTOR SHALL SUBMIT A FINAL REPORT STATING WHETHER THE

WORK REQUIRING SPECIAL INSPECTION WAS, TO THE BEST OF THE SPECIAL INSPECTOR’S

KNOWLEDGE, IN CONFORMANCE WITH THE APPROVED CONSTRUCTION DOCUMENTS AND THE

APPLICABLE WORKMANSHIP PROVISIONS OF THE INTERNATIONAL BUILDING CODE.

5. DUTIES OF THE CONTRACTOR INCLUDE (BUT ARE NOT LIMITED TO):

(A) NOTIFY THE SPECIAL INSPECTOR THAT THE WORK IS READY FOR INSPECTION AT

LEAST 24 HOURS BEFORE SUCH INSPECTION.

(B) ALL WORK REQUIRING SPECIAL INSPECTION SHALL REMAIN ACCESSIBLE AND

EXPOSED UNTIL IT HAS BEEN OBSERVED AND INDICATED TO BE IN CONFORMANCE BY THE

SPECIAL INSPECTOR AND APPROVED BY THE BUILDING OFFICIAL.

(C) PROVIDE THE SPECIAL INSPECTOR WITH ACCESS TO APPROVED CONSTRUCTION

DOCUMENTS AT JOBSITE.

(D) MAINTAIN AT THE JOBSITE COPIES OF ALL REPORTS SUBMITTED BY THE SPECIAL

INSPECTOR.

6. CONTINUOUS INSPECTION MEANS THAT THE SPECIAL INSPECTOR IS ON SITE AT ALL

TIMES OBSERVING THE WORK REQUIRING SPECIAL INSPECTION.

7. PERIODIC INSPECTION MEANS THAT THE SPECIAL INSPECTOR IS ON SITE AT TIME

INTERVALS NECESSARY TO CONFIRM THAT THE WORK REQUIRING SPECIAL INSPECTION IS IN

CONFORMANCE WITH APPROVED CONSTRUCTION DOCUMENTS.

8. TYPES OF WORK THAT REQUIRE SPECIAL INSPECTION

CONCRETE

PLACING OF REINFORCED CONCRETE CONTINUOUS

TAKING OF SPECIMENS CONTINUOUS

BOLTS CAST IN CONCRETE PERIODIC

PLACEMENT OF REINFORCING STEEL PERIODIC

STRUCTURAL WELDING AND HIGH STRENGTH

BOLTING FILLET WELDS EXCEEDING 5/16 INCH CONTINUOUS

GROOVE WELDS CONTINUOUS

SINGLE PASS FILLET WELDS NOT PERIODIC

EXCEEDING 5/16 INCH

FLOOR AND DECK WELDING PERIODIC

WELDED STUDS PERIODIC

WELDED COLD-FORMED FRAMING PERIODIC

WELDED STAIR AND RAILING PERIODIC

HIGH STRENGTH BOLTING PERIODIC

OTHER

SPRAY-APPPLIED FIREPROOFING PERIODIC

EXPANSION BOLT INSTALLATION PER ICBO EVALUATION REPORT

M. LIGHT-GAGE TRUSSES

1. ALL STRUCTURAL MEMBERS AND CONNECTIONS SHALL BE DESIGNED AND ERECTED PER

THE AMERICAN IRON AND STEEL INSTITUTE (AISI) SPECIFICATIONS NOTED ABOVE.

2. ALL TRUSSES SHALL BE FORMED FROM CORROSION RESISTANT STEEL CONFORMING TO

ASTM A 446 WITH A MINIMUM YIELD STRENGTH OF 50 KSI. BRIDGING MEMBERS SHALL HAVE

A MINIMUM YIELD STRENGTH OF 33 KSI.

3. PRIOR TO FABRICATION, THE CONTRACTOR SHALL SUBMIT ERECTION DRAWINGS TO

STRUCTURAL ENGINEER FOR REVIEW AND APPROVAL.

4. TRUSS MANUFACTURER SHALL PROVIDE TRUSS SUBMITTALS REQUIRED BY THE ENTITY

WITH JURISDICTION.

5. PROPOSED CONNECTION TO STRUCTURAL SHALL BE SUBMITTED FOR APPROVAL UNLESS

SPECIFIED OTHERWISE ON DRAWINGS.

6. SUBMIT TRUSS SHOP DRAWINGS TO A/E FOR REVIEW PRIOR TO FABRICATION.

7. TRUSSES ARE TO BE DESIGNED BY THE MANUFACTURER FOR LOADS DEFINED IN THE

GENERAL NOTES. TRUSS DRAWINGS SHALL BE SIGNED AND SEALED BY A PROFESSIONAL

ENGINEER IN THE STATE WHERE THE PROJECT IS LOCATED.

8. TRUSSES SHALL FOLLOW ROOF PROFILE EXCEPT AT OVERLAY CONDITIONS.

9. PROVIDE BRIDGING BETWEEN TRUSSES AS REQUIRED.

10. SEE ARCHITECTURAL DRAWINGS FOR ROOF SLOPES.

11. AT LOCATIONS WHERE ROOF OPENING WIDTHS EXCEED RAFTER OR TRUSS SPACING,

DOUBLE MEMBERS AT SIDES OF OPENINGS AND PROVIDE DOUBLE MEMBER HEADERS.

MAXIMUM SPACINGS INDICATED SHALL BE MAINTAINED.

12. SEE ARCHITECTURAL AND MECHANICAL FOR LOCATION OF MECHANICAL UNITS AND

ATTIC ACCESS LOCATION. ADJUST TRUSS LOCATIONS AND PROFILES AS REQUIRED.

13. COORDINATE TRUSS PROFILES WITH CEILING AND PLATE HEIGHTS. SEE

ARCHITECTURAL FOR MORE INFORMATION.

14. AT THE LOAD BEARING WALLS SUPPORTING FLOOR OR ROOF TRUSSES, LOCATE STUDS

DIRECTLY UNDER THE JOISTS OR PROVIDE LOAD DISTRIBUTING MEMBER BETWEEN STUDS

TO SUPPORT JOISTS.

15. TRUSS DESIGN SHALL CONSIDER LOAD FROM HVAC UNITS, FURR DOWNS, AND FOLDING

PARTITIONS.

16. DESIGN TRUSSES FOR A MAXIMUM DEFLECTION OF L/360 FOR LIVE LOAD AND L/240 FOR

TOTAL LOAD.

17. AT SCISSOR TRUSSES, LIMIT HORIZONTAL LIVE LOAD DEFLECTION TO THE WALL HEIGHT

DIVIDED BY 360 WITH A MAXIMUM OF 1/2”. THE CONNECTION TO THE WALL SHALL

ACCOMMODATE LATERAL MOVEMENT UNDER DEAD LOADS.

18. ERECT FRAMING AND TRUSSES PLUMB, LEVEL AND SQUARE IN STRICT ACCORDANCE TO

APPROVED SHOP DRAWINGS.

19. FASTENING OF COMPONENTS SHALL BE WITH SELF-DRILLING SCREWS OR WELDING OF

SUFFICIENT SIZE TO ENSURE THE STRENGTH OF THE CONNECTION.

20. FASTEN EACH TRUSS TO TOP PLATE WITH SIMPSON CONNECTIONS WITH ADEQUATE

CAPACITY FOR UPLIFT. TRUSS SUPPLIER SHALL SELECT AND FURNISH CONNECTORS.

MINIMUM CONNECTOR SHALL BE SIMPSON H7.

21. JACK STUDS OR CRIPPLES SHALL BE INSTALLED AS REQUIRED.

22. PROVIDE STUD BRACING DURING CONSTRUCTION AS REQUIRED FOR STUDS TO CARRY

UPLIFT LOADS.

23. ALL FRAMING COMPONENTS SHALL BE CUT SQUARELY FOR ATTACHMENT TO

PERPENDICULAR MEMBERS, OR AS REQUIRED FOR AN ANGULAR FIT AGAINST ABUTTING

MEMBERS.

24. PROVIDE TRUSS HANGERS AT ALL NON-BEARING TRUSS-TRUSS CONNECTIONS.

25 COORDINATE BEARING CONNECTIONS OF TRUSSES WITH CEILING.

26. BLOCK BETWEEN TRUSSES AT RIDGE.

P. STEEL COMPOSITE DECK (FLOORS)

1. SCHEDULED FLOOR DECK SHALL BE 2VLI (18 GAUGE) AS MANUFACTURED BY VULCRAFT OR

EQUIVALENT.

2. THE DESIGN, FABRICATION, AND ERECTION OF ALL FLOOR DECK SHALL CONFORM TO THE STEEL

DECK INSTITUTE DESIGN MANUAL FOR COMPOSITE DECKS, FORM DECKS, AND ROOF DECKS AS

PUBLISHED BY THE STEEL DECK INSTITUTE (SDI).

3. STEEL DECK SHALL BE MANUFACTURED FROM STEEL CONFORMING TO ASTM A 653-94, STRUCTURAL QUALITY GRADE 33 OR HIGHER. SHEET METAL ACCESSORIES SHALL CONFORM TO ASTM A653-94, STRUCTURAL QUALITY.

4. STEEL DECK SHALL BE GALVANIZED WITH A PROTECTIVE ZINC COATING CONFORMING TO ASTM A 653-

94 G60 CLASS..

5. MINIMUM BEARING OF STEEL DECK ON SUPPORTS SHALL BE 2 INCHES. SHEETS SHALL BE ATTACHED

TO ALL SUPPORTING STEEL MEMBERS BY WELDING AS INDICATED ON THE DRAWINGS AND IN

ACCORDANCE WITH MANUFACTURER’S RECOMMENDATIONS. UPON COMPLETION OF ERECTION, ALL

WELDS ON STEEL DECK AREAS EXPOSED TO WEATHER SHALL BE DE-SLAGGED, CLEANED AND

TOUCHED-UP WITH A ZINC RICH PRIMER.

6. DECK ENDS SHALL BE BUTTED OVER SUPPORTS..

7. METAL DECK SPANS SHALL NOT EXCEED THE MAXIMUM CENTER TO CENTER SPANS AS REQUIRED BY SDI CRITERIA. WHERE POSSIBLE, ALL METAL DECK SHALL EXTEND OVER THREE OR MORE SUPPORTS.

TWO SPAN DECK SHALL BE USED ONLY WHERE DECK LAYOUT DOES NOT PERMIT THE USE OF THREE

SPANS. SINGLE SPAN DECK IS NOT PERMITTED. ALL DECK SHALL BE DESIGNED AS UNSHORED

CONSTRUCTION UNLESS NOTED OTHERWISE.

8. THE USE OF ADMIXTURES IN CONCRETE CONTAINING CHLORIDE SALTS SHALL NOT BE PERMITTED FOR

METAL DECK CONCRETE.

9. THE GENERAL CONTRACTOR SHALL INCLUDE IN THEIR BID ADDITIONAL CONCRETE REQUIRED FOR

METAL DECK SLABS TO ACCOUNT FOR DECK DEFLECTION.

10. WELDING WASHERS SHALL BE USED ON ALL DECK UNITS WITH METAL THICKNESS LESS THAN 0.028 INCHES THICK. WELDING WASHERS SHALL BE A MINIMUM THICKNESS OF 0.0568 INCHES AND HAVE A NOMINAL 3/8 INCH DIAMETER HOLE. WHERE WELDING WASHERS ARE NOT REQUIRED A NOMINAL 5/8 INCH DIAMETER PUDDLE WELD SHALL BE USED. WELD METAL SHALL PENETRATE ALL LAYERS OF DECK MATERIAL AT END LAPS AND SIDE JOINTS AND SHALL HAVE GOOD FUSION TO THE SUPPORTING

MEMBERS.

11. OPENINGS LESS THAN 6 INCHES SQUARE OR DIAMETER REQUIRE NO REINFORCEMENT. OPENINGS 6 INCHES TO 10 INCHES INCLUSIVE SHALL BE REINFORCED WITH A 20 GAUGE GALVANIZED PLATE WELDED TO THE DECK AT EACH CORNER AND 6 INCH MAXIMUM CENTERS WITH 5/8 INCH DIAMETER PUDDLE WELD OR SHEET METAL SCREWS. OPENINGS OVER 10 INCHES WIDE OR DIAMETER SHALL BE REINFORCED WITH AN ANGLE 2 1/2 X 2 1/2 X 1/4 FRAMING EACH SIDE OF THE OPENING AND SPANNING BETWEEN SUPPORTS FOR SPANS 4 FEET BUT LESS THAN 6 FEET. LARGER OPENINGS SHALL BE REFERRED TO

THE ENGINEER OF RECORD FOR FRAMING.

12. METAL DECK MANUFACTURER SHALL FURNISH SHEET METAL CLOSURES AT ALL SLAB EDGES, COLUMNS, WALLS, AND OPENINGS UNLESS STEEL ANGLES OR PLATES ARE SPECIFIED IN DETAILS ON THE DRAWINGS. SUCH CLOSURES SHALL BE MINIMUM 14 GAGE COLD FORMED STEEL WELDED TO EDGE SUPPORTS WITH 1 INCH LONG WELD AT 12" MAXIMUM CENTERS. PROVIDE 2" MINIMUM BEARING OVER

STEEL SUPPORT. CLOSURES AND SUPPORT WELDS SHALL BE DESIGNED TO SUPPORT THE WET

CONCRETE WEIGHT AND A 150 POUND CONCENTRATED LOAD ACTING AT THE SLAB EDGE WITHOUT EXCEEDING A STRESS OF 0.8 FY; AND THE WET CONCRETE WEIGHT ALONE WITHOUT EXCEEDING A STRESS OF 0.6 FY AND A DEFLECTION OF 3/4" MAXIMUM. PROVIDE SHEET METAL CLOSURES FOR OPEN

ENDS OF PANELS WHERE DECK STOPS OR CHANGES DIRECTION.

13. METAL DECK UNITS SHALL BE WELDED TO EACH STRUCTURAL STEEL SUPPORT AT EACH SIDE LAP AND AT RIBS IN BETWEEN WITH SPACING BETWEEN WELDS NOT TO EXCEED 12 INCHES ON CENTER (FOUR FASTENERS PER SHEET MINIMUM). SIDE LAP OF ADJACENT UNITS SHALL BE FASTENED BY SHEET

METAL SCREWS, SO THAT SPACING BETWEEN SUPPORTS AND FASTENERS DOES NOT EXCEED 36

INCHES.

66260

JAYNOOL A. KHAYRATTEE

R E

E

O R

P

D

EE

R

S A

XETFOET

A

T S

NI

GNELANOIS

S E

F

RETSI

G

Matrix Structural Engineers TBPE Firm Registration No. F-2640

E N G I N E E R S

S T R U C T U R A L

M A T R I X

5177 RICHMOND AVE.

SUITE 670

HOUSTON, TEXAS 77056

PHONE: (713) 664-0130

FAX: (713) 664-1370

6565 West Loop South, Suite 560, Bellaire, TX 77401

713.432.1422 - Fax 713.432.1253 www.garnerfritsche.com th re e i n c h e s o n e f o o t o n e a n d o n e -h a lf i n c h e s o n e f o o t o n e i n c h o n e f o o t th re e -q u a rt e rs i n c h o n e f o o t o n e -h a lf i n c h o n e f o o t th re e -e ig h ts i n c h o n e f o o t o n e -q u a rt e r in c h o n e f o o t o n e -e ig h t in c h o n e f o o t

0 Revisions:

Drawing Number

DrawnChecked

Dwg. of 212 Date:

CONSULTANTS: ARCHITECT/ENGINEERS:

VA FORM 08-6231

Atriax, pllc 102 3rd Avenue, NE PO Box 1629, Hickory, NC 28603 T: 828.315.9962 F: 828.315.9964 www.atriaxgroup.com NC Engineering License No.: P-0214 NC Architectural License No.: 51254

Drawing Title

Approved: Project Director

Project Title

Location

Date

1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

Building Number

B100

Project Number

Office of

Construction and Facilities

Management

MSE 14199

IS

S

U E

D F

O R

B

ID

D

IN

G

C O

N S

TR

U

C

TI

O N

06.08.2018

SHJK06/08/18

S-001

GENERAL NOTES CONSTRUCT SPINAL CORD

INJURY BED EXPANSION

2002 HOLCOMBE BLVD, HOUSTON TX 77030

#580-320

36Issued for Bidding & Construction 06/08/2018

PLAN NOTES:

1. LOCATIONS SHOWN THUS: T.O.S. INDICATES TOP OF STEEL (T.O.S.) ELEVATION

(TOP OF STEEL = TOP OF JOIST OR BOTTOM OF DECK).

2. FIELD VERIFY ALL EXISTING CONDITONS AND DIMENSIONS PRIOR TO

FABRICATION / CONSTRUCTION.

3. SPACE BEAMS EQUALLY, U.N.O.

4. PROVIDE 3/16" CLOSURE PLATES AT ALL TUBE BEAMS.

5. REFER TO ARCHITECTURAL DRAWINGS / MEP FOR LOCATIONS OF ROOF DRAINS,

OVERFLOW DRAINS AND TAPERED INSULATION.

6. OR MC = MOMENT CONNECTION

LSH = LONG SIDE HORIZONTAL

LSV = LONG SIDE VERTICAL

L.P. = LOW POINT

LL

L.1L.1

MM

M.9M.9

NN

11 10 911.4

24' - 6" 12' - 0" 36' - 6" 33' - 6" 3' - 0"

9.1

W12X19 W14X22 W14X22

W14X22 C = 1/2"

W14X22 C = 1/2"

W14X22 C = 1/2"W8X10

W8X10

W8X10

W8X10

W8X10

W X

W X

C

/4

W14X22 C = 1/2"

W14X22 C = 1/2"

W14X22 C = 1/2"

W14X22 C = 1/2"W14X22 C = 1/2"

W X

C

/4

W14X22 C = 1/2" W14X22 C = 1/2"

(BENT BM.)

W14X22 C = 1/2" W14X22 C = 1/2"

W X

C

/4

W X

C

/4

W14X22 C = 1/2"W14X22 C = 1/2"W8X10

W12X19

W X

W8X10 W14X22 C = 1/2" W14X22 C = 1/2"

W14X22 C = 1/2"W14X22 C = 1/2"W8X10

W8X10 W14X22 C = 1/2" W14X22 C = 1/2"

W14X22 C = 1/2"W14X22 C = 1/2"W8X10

W12X19 W14X22 C = 1/2" W14X22 C = 1/2"

W X

C

/4

W X

C

/4

72' - 4 1/4"

SPLICE

EXISTING COLUMN

ROOF DECK:

1.5B (22 GAGE)

GALV. (G90)

SEE GEN. NOTES

72' - 4 1/4"72' - 4 1/4"

71' - 7 1/2"

72' - 4 1/4"72' - 4 1/4"

72' - 4 1/4"72' - 4 1/4"

72' - 4 1/4"

72' - 4 1/4" 72' - 4 1/4"

1' - 6"

/2

E .J

1' - 6"

1" EXP.JT. (TYP. ALL AROUND)

/2

E .J

OUTLINE OF

BUILDING LINE

S-402

S-402

S-402

S-402

71' - 7 1/2"

11' - 0"

EXISTING

BUILDING

(LEVEL 2)

EXISTING

BUILDING

(LEVEL 2)

EXISTING

BUILDING

(LEVEL 2)

EXISTING

BUILDING

(LEVEL 2)

EXISTING

COURT

BELOW

/2

1' - 6" 1' - 6"

SLOPESLOPE

71' - 11 5/8"

S L O

P E

S L O

P E

LL

L.1L.1

M

M.9

N

11 10 911.4 9.1

W8X40

W8X24W8X40 W8X40

W8X40 W8X40

W8X40 W8X24 W8X24

W8X24 W8X24

W12X16 (20) C = 3/4"

W12X14 (10)

W10X12 (4SL)

W10X12 (2)

W10X12 (4)

W12X16 (10)

W12X16 (26) C = 1 1/4"

W16X26 (24) C = 1"

W16X31 (52) C = 1 3/4"

S-301

S-301

S-301

6A

S-301

S-301

S-301

SIM.

W8X24

2" COMPOSITE

METAL DECK, SEE

GENERAL NOTES

S-301

1' - 4"

/2

/8

S-301

2" COMPOSITE

METAL DECK, SEE

GENERAL NOTES

S-301

SIM.

1' - 4"

24' - 6" 12' - 0" 36' - 6" 33' - 6" 3' - 0"

/2

/2

DETERMINE

FIELD

CONCRETE TOPPING SLAB

OVER RIGID FOAM REINF.

WITH WWF 6x6-W2.1xW2.1

PAVERS

SIM.

7' - 11 1/2"

DETERMINE

FIELD

OUTLINE OF EXISTING

PLANTER WALLS (TYP.) -

FIELD VERIFY LOCATION

/2

/4 "4

/4

S-301

4' - 2 1/2"

66260

JAYNOOL A. KHAYRATTEE

R E

E

O R

P

D

EE

R

S A

XETFOET

A

T S

NI

GNELANOIS

S E

F

RETSI

G

Matrix Structural Engineers TBPE Firm Registration No. F-2640

E N G I N E E R S

S T R U C T U R A L

M A T R I X

5177 RICHMOND AVE.

SUITE 670

HOUSTON, TEXAS 77056

PHONE: (713) 664-0130

FAX: (713) 664-1370

6565 West Loop South, Suite 560, Bellaire, TX 77401

713.432.1422 - Fax 713.432.1253 www.garnerfritsche.com th re e i n c h e s o n e f o o t o n e a n d o n e -h a lf i n c h e s o n e f o o t o n e i n c h o n e f o o t th re e -q u a rt e rs i n c h o n e f o o t o n e -h a lf i n c h o n e f o o t th re e -e ig h ts i n c h o n e f o o t o n e -q u a rt e r in c h o n e f o o t o n e -e ig h t in c h o n e f o o t

0 Revisions:

Drawing Number

DrawnChecked

Dwg. of 212 Date:

CONSULTANTS: ARCHITECT/ENGINEERS:

VA FORM 08-6231

Atriax, pllc 102 3rd Avenue, NE PO Box 1629, Hickory, NC 28603 T: 828.315.9962 F: 828.315.9964 www.atriaxgroup.com NC Engineering License No.: P-0214 NC Architectural License No.: 51254

Drawing Title

Approved: Project Director

Project Title

Location

Date

1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

Building Number

B100

Project Number

Office of

Construction and Facilities

Management

MSE 14199

IS

S

U E

D F

O R

B

ID

D

IN

G

C O

N S

TR

U

C

TI

O N

06.08.2018

SHJK06/08/18

S-201

ADDITIONAL FRAMING PLAN CONSTRUCT SPINAL CORD

INJURY BED EXPANSION

2002 HOLCOMBE BLVD, HOUSTON TX 77030

#580-320

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

ROOF FRAMING PLAN

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

LEVEL 1 FLOOR FRAMING PLAN

Issued for Bidding & Construction 06/08/2018

56' - 0"

55' - 4"

REMOVE

RIGID FOAM

REMOVE SOIL

E X

IS

IT

N G

CONC. SLAB, SEE PLAN

1/4" STIFF. PLATE

W6 x 6 - W2.1 x W2.1

REMOVE

RIGID FOAM

REMOVE SOIL

56' - 0"

(MAX.)

5' - 0" (TYP.)

CONC. SLAB,

SEE PLAN

W6 x 6 - W2.1 x W2.1

6"3" MIN.

REMOVE

RIGID FOAM

REMOVE SOIL

56' - 0"

CONC. SLAB,

SEE PLAN 6"

W6 x 6 - W2.1 x W2.1

1NO SCALE

2NO SCALE

3NO SCALE

4NO SCALE

6, 6A (NOTED)NO SCALE

7NO SCALE

8NO SCALE

9NO SCALE

10SCALE: 3/4" = 1'-0"

11NO SCALE

12NO SCALE

13SCALE: 3/4" = 1'-0"

14NO SCALE

15NO SCALE

EXT. FINISH &

STUD WALL,

RE: ARCH.

ROUGHEN

SURFACE

(1)-#4 CONT.

NEW CONC. SLAB

ON RIGID FOAM

#3 @ 12" (DRILL

2" INTO EXISTING

CONC. & EPOXY)

EXISTING CONCRETE

SLAB-ON METAL DECK

SEE PLAN

6" 6"

PAVERS

(RE: ARCH.)

1' - 0" 1' - 0"

(RE: ARCH.)

DEPRESSED SLAB

R E

A

R C

H

RE: ARCH.

4" 4"

8"

#3 @ 15" DOWELS x1'-2"

LONG, DRILL 4" INTO

EXISTING & SET WITH

EPOXY, BEND BARS

AFTER INSTALLATION

8"

TYPICAL DETAIL

DEPRESSION AT SLAB-ON-GRADE

15MIL VAPOR

RETARDER

#3 @ 15" O.C.

EA. WAY

REMOVE

W6 x 6 - W2.1 x W2.1

/2

CONC. SLAB,

SEE PLAN.

TOP OF SLAB TO

MATCH EXIST.

REMOVE SOIL

1/4" STIFF. PLATE

55' - 4" (V.I.F.)

VARIES

PAVERS (RE: ARCH.)

6" 6"

SEE DETAIL 10

FOR REINF.

REMOVE

56' - 0"

CONC. SLAB,

SEE PLAN

/2

55' - 4" (V.I.F.)

L4x4x3/8 (CONT.) TO

SUPPORT DECK IN

BETWEEN BEAM/WALL

SUPPORT (TYP.)

DECK DIRECTION

CHANGES AT 6A

55' - 4" (V.I.F.)

REMOVE

E X

IS

IT

N G

RIGID FOAM

CONC. SLAB,

SEE PLAN.

L4x4x3/8 (CONT.) TO SUPPORT

DECK IN BETWEEN BEAM/WALL

SUPPORT (TYP.)

6" 6" PAVERS

(RE: ARCH.)

(1)-#4 CONT.

VARIES

#3 @ 12"

6"

NEW CONC. SLAB

ON RIGID FOAM

REMOVE

REMOVE SOIL

CONC. SLAB,

SEE PLAN

/2

55' - 4" (V.I.F.)

L4x4x3/8 (CONT.) TO

SUPPORT DECK ALONG

EDGE OF WALL

66260

JAYNOOL A. KHAYRATTEE

R E

E

O R

P

D

EE

R

S A

XETFOET

A

T S

NI

GNELANOIS

S E

F

RETSI

G

Matrix Structural Engineers TBPE Firm Registration No. F-2640

E N G I N E E R S

S T R U C T U R A L

M A T R I X

5177 RICHMOND AVE.

SUITE 670

HOUSTON, TEXAS 77056

PHONE: (713) 664-0130

FAX: (713) 664-1370

6565 West Loop South, Suite 560, Bellaire, TX 77401

713.432.1422 - Fax 713.432.1253 www.garnerfritsche.com th re e i n c h e s o n e f o o t o n e a n d o n e -h a lf i n c h e s o n e f o o t o n e i n c h o n e f o o t th re e -q u a rt e rs i n c h o n e f o o t o n e -h a lf i n c h o n e f o o t th re e -e ig h ts i n c h o n e f o o t o n e -q u a rt e r in c h o n e f o o t o n e -e ig h t in c h o n e f o o t

0 Revisions:

Drawing Number

DrawnChecked

Dwg. of 212 Date:

CONSULTANTS: ARCHITECT/ENGINEERS:

VA FORM 08-6231

Atriax, pllc 102 3rd Avenue, NE PO Box 1629, Hickory, NC 28603 T: 828.315.9962 F: 828.315.9964 www.atriaxgroup.com NC Engineering License No.: P-0214 NC Architectural License No.: 51254

Drawing Title

Approved: Project Director

Project Title

Location

Date

1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

Building Number

B100

Project Number

Office of

Construction and Facilities

Management

MSE 14199

IS

S

U E

D F

O R

B

ID

D

IN

G

C O

N S

TR

U

C

TI

O N

06.08.2018 AuthorChecker06/08/18

S-301

CONCRETE DETAILS CONSTRUCT SPINAL CORD

INJURY BED EXPANSION

2002 HOLCOMBE BLVD, HOUSTON TX 77030

38Issued for Bidding & Construction 06/08/2018

1NO SCALE

2NO SCALE

3NO SCALE

4NO SCALE

5NO SCALE

6NO SCALE

7NO SCALE

8NO SCALE

9NO SCALE

10NO SCALE

11NO SCALE

12NO SCALE

13NO SCALE

14NO SCALE

15NO SCALE

TYPICAL DETAIL

STEEL BEAM TO COLUMN WEB

MOMENT CONNECTION

BACKING BAR

HIGH STRENGTH FRICTION

BOLTS TO DEVELOP

BEAM REACTION

SHOP WELD

TO DEVELOP

REACTION

SINGLE PLATE

FRAMING CONN.

NOTE:

1. BOLTS IN WEB CONNECTION SHALL BE TIGHTENED PRIOR

TO WELDING OF FLANGES.

TYPICAL DETAIL

STEEL BEAM TO COLUMN FLANGE

MOMENT CONNECTION

NOTES:

1. BOLTS IN WEB CONNECTION SHALL BE TIGHTENED PRIOR TO

WELDING OF FLANGES.

WIDTH OF STIFF.

PL. TO MATCH

COL. FLANGE

SHOP WELD

TO DEVELOP

REACTION

SINGLE PLATE

FRAMING CONN.

HIGH STRENGTH FRICTION

BOLTS TO DEVELOP

BEAM REACTION

BACKING BAR

2"

TYPICAL DETAIL

STEEL BEAM TO BEAM

MOMENT CONNECTION

BACKING BAR

HIGH STRENGTH FRICTION

BOLTS TO DEVELOP

BEAM REACTION

DOUBLE ANGLES

NOTES:

1. BOLTS IN WEB CONNECTION SHALL BE TIGHTENED PRIOR TO

WELDING OF FLANGES.

NOTES

1. BOLTS IN WEB CONNECTION SHALL BE TIGHTENED PRIOR TO

WELDING OF FLANGES.

HIGH STRENGTH FRICTION

BOLTS TO DEVELOP

BEAM REACTION

DOUBLE ANGLES

BACKING BAR

TYPICAL DETAIL

STEEL BEAM TO BEAM

MOMENT CONNECTION

TYPICAL DETAIL

STEEL BEAM TO WF COLUMN

DOUBLE ANGLE SHEAR CONNECTION

DOUBLE ANGLES

3/4" COLUMN CAP PLATE

(OMIT IF NO JOIST @ COLUMN LINE)

FIELD BOLTED

CONNECTION TO

DEVELOP BEAM

REACTION

COPE FLANGES IF REQUIRED

FOR ERECTION CLEARANCE

NOTES :

1. REFER TO GENERAL NOTES FOR BEAM REACTION DESIGN CRITERIA.

2. PROVIDE PRE-DESIGNED CONNECTIONS AS SHOWN IN AISC MANUAL

WHERE APPLICABLE.

3. REFER TO GENERAL NOTES FOR BOLT TYPE.

TYPICAL DETAIL

BEAM TO BEAM DOUBLE ANGLE

SHEAR CONNECTION

SHOP WELD CONN.

TO DEVELOP BEAM

REACTION. RE:

GENERAL NOTES

BLOCK AND REINFORCE BEAM

FOR BENDING AND SHEAR AS

REQUIRED TO SUPPORT REACTION

DOUBLE ANGLES

BOLTED CONNECTION

RE: GENERAL NOTES

NOTES :

1. REFER TO GENERAL NOTES FOR BEAM REACTION DESIGN CRITERIA.

2. PROVIDE PRE-DESIGNED CONNECTIONS AS SHOWN IN AISC MANUAL

PART 4 WHERE APPLICABLE.

3. REFER TO GENERAL NOTES FOR BOLT TYPE.

TYPICAL DETAIL

STEEL BEAM TO TUBE/PIPE - COL. CONNECTION

3/4" CAP PL.

3/8" STIFF. PL.

(BOTH SIDES)

PROVIDE FULL DEPTH

IF BM. FRAMING INTO IT.

3/4" CAP PL.

PROVIDE THRU

PLATE AT DIAG.

BRACES OR MOMENT

CONECTION ONLY, U.N.O.

3/8" STIFF. PL. (BOTH SIDES)

PROVIDE FULL DEPTH IF

BM. FRAMING INTO IT.

BEAM CONNECTING AT

BEAM AT ONE SIDE OF COLUMN

BOTH SIDES OF COL. OVER COLUMN

BEAM CANTILEVERING

A

B C

/2

(TYP.)

1 1/2"

(TYP.)

1 1/2"

SEE PLAN

/2

(TYP.)

1 1/2"

(TYP.)

1 1/2"

TYPICAL DETAIL

STUB COLUMN ON STEEL BEAM

3/8" FULL DEPTH

STIFF. PLATE

(BOTH SIDES)

3/16

3/16

1/4

1/4

3/4" BEARING

PL. W/ (4) - 3/4" DIA.

A325 BOLTS

BEAM, SEE PLAN

TS COL.

SEE PLAN

COL.

TYPICAL DETAIL

CANTILEVER BEAM

OVER COLUMN CONNECTION

3/16

3/4" CAP PL.

SEE PLAN

COLUMN,

STIFF. P (BOTH SIDES)

3/8" FULL DEPTH

3/16

3/16

11_

3" (TYP.) 3" (TYP.)

11_

TYP.

TYP.

SEE PLAN

CL. COL.

BOLTED WEB CONN.

DESIGN FOR REACTION

OF DROP IN BEAM

DROP-IN

BEAM

TYP.

L

NOTE:

1. JOISTS, METAL DECK AND BRACES NOT SHOWN FOR CLARITY.

SEE PLAN FOR BRACE LOCATIONS.

CL. COL.

66260

JAYNOOL A. KHAYRATTEE

R E

E

O R

P

D

EE

R

S A

XETFOET

A

T S

NI

GNELANOIS

S E

F

RETSI

G

Matrix Structural Engineers TBPE Firm Registration No. F-2640

E N G I N E E R S

S T R U C T U R A L

M A T R I X

5177 RICHMOND AVE.

SUITE 670

HOUSTON, TEXAS 77056

PHONE: (713) 664-0130

FAX: (713) 664-1370

6565 West Loop South, Suite 560, Bellaire, TX 77401

713.432.1422 - Fax 713.432.1253 www.garnerfritsche.com th re e i n c h e s o n e f o o t o n e a n d o n e -h a lf i n c h e s o n e f o o t o n e i n c h o n e f o o t th re e -q u a rt e rs i n c h o n e f o o t o n e -h a lf i n c h o n e f o o t th re e -e ig h ts i n c h o n e f o o t o n e -q u a rt e r in c h o n e f o o t o n e -e ig h t in c h o n e f o o t

0 Revisions:

Drawing Number

DrawnChecked

Dwg. of 212 Date:

CONSULTANTS: ARCHITECT/ENGINEERS:

VA FORM 08-6231

Atriax, pllc 102 3rd Avenue, NE PO Box 1629, Hickory, NC 28603 T: 828.315.9962 F: 828.315.9964 www.atriaxgroup.com NC Engineering License No.: P-0214 NC Architectural License No.: 51254

Drawing Title

Approved: Project Director

Project Title

Location

Date

1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

Building Number

B100

Project Number

Office of

Construction and Facilities

Management

MSE 14199

IS

S

U E

D F

O R

B

ID

D

IN

G

C O

N S

TR

U

C

TI

O N

06.08.2018

SHJK06/08/18

S-401

FRAMING DETAILS CONSTRUCT SPINAL CORD

INJURY BED EXPANSION

2002 HOLCOMBE BLVD, HOUSTON TX 77030

39Issued for Bidding & Construction 06/08/2018

SEE PLAN

NEW EXISTING

1" EXP. JT.

RE: ARCH. FOR

ROOFING &

FLASHING DETAIL

R E

A

R C

H

/2

R O

O F

D E

C K

T.O.S.

BENT PLATE (1/4" THK.)

SEE PLAN

NEW EXISTING

1" EXP. JT.RE: ARCH. FOR

ROOFING &

FLASHING DETAIL

R E

A

R C

H

/2

R O

O F

D E

C K

T.O.S.

BENT PLATE (1/4" THK.)

SEE PLAN

NEW EXISTING

1" EXP. JT.

RE: ARCH. FOR

ROOFING &

FLASHING DETAIL

R E

A

R C

H

/2

R O

O F

D E

C K

T.O.S.

BENT PLATE (1/4" THK.)

2ND FLR. 74'-10"

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

2SCALE: 3/4" = 1'-0"

3SCALE: 3/4" = 1'-0"5SCALE: 3/4" = 1'-0"

6SCALE: 3/4" = 1'-0"

7SCALE: 3/4" = 1'-0"

8SCALE: 3/4" = 1'-0"

9SCALE: 3/4" = 1'-0"

10SCALE: 3/4" = 1'-0"

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

66260

JAYNOOL A. KHAYRATTEE

R E

E

O R

P

D

EE

R

S A

XETFOET

A

T S

NI

GNELANOIS

S E

F

RETSI

G

Matrix Structural Engineers TBPE Firm Registration No. F-2640

E N G I N E E R S

S T R U C T U R A L

M A T R I X

5177 RICHMOND AVE.

SUITE 670

HOUSTON, TEXAS 77056

PHONE: (713) 664-0130

FAX: (713) 664-1370

6565 West Loop South, Suite 560, Bellaire, TX 77401

713.432.1422 - Fax 713.432.1253 www.garnerfritsche.com th re e i n c h e s o n e f o o t o n e a n d o n e -h a lf i n c h e s o n e f o o t o n e i n c h o n e f o o t th re e -q u a rt e rs i n c h o n e f o o t o n e -h a lf i n c h o n e f o o t th re e -e ig h ts i n c h o n e f o o t o n e -q u a rt e r in c h o n e f o o t o n e -e ig h t in c h o n e f o o t

0 Revisions:

Drawing Number

DrawnChecked

Dwg. of 212 Date:

CONSULTANTS: ARCHITECT/ENGINEERS:

VA FORM 08-6231

Atriax, pllc 102 3rd Avenue, NE PO Box 1629, Hickory, NC 28603 T: 828.315.9962 F: 828.315.9964 www.atriaxgroup.com NC Engineering License No.: P-0214 NC Architectural License No.: 51254

Drawing Title

Approved: Project Director

Project Title

Location

Date

1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

Building Number

B100

Project Number

Office of

Construction and Facilities

Management

MSE 14199

IS

S

U E

D F

O R

B

ID

D

IN

G

C O

N S

TR

U

C

TI

O N

06.08.2018 AuthorChecker06/08/18

S-402

ROOF FRAMING DETAILS CONSTRUCT SPINAL CORD

INJURY BED EXPANSION

2002 HOLCOMBE BLVD, HOUSTON TX 77030

40Issued for Bidding & Construction 06/08/2018