WVA B120 - COMBINED DRAWING - RTA part 2.pdf

STRUCTURAL GENERAL NOTES

1. WORK SHALL COMPLY WITH THE UNITED FACILITIES CRITERIA (UFC) 1-200-01 DOD BUILDING CODE, WITH

CHANGE 2 AND BY REFERENCE, UFC 3-301-01 STRUCTURAL ENGINEERING, WITH CHANGE 1.

2. THE CONTRACTOR SHALL COORDINATE SPECIAL INSPECTIONS WITH OWNER. SPECIAL INSPECTIONS TO

BE PERFORMED IN ACCORDANCE WITH SPECIFICATIONS "01 45 35 SPECIAL INSPECTIONS".

3. SECTIONS AND DETAILS SHOWN ON DRAWINGS ARE TYPICAL. USE SIMILAR CONSTRUCTION AT

LOCATIONS NOT SPECIFICALLY DETAILED. DO NOT SCALE DRAWINGS.

4. EXAMINE AND COMPARE STRUCTURAL DRAWINGS WITH ARCHITECTURAL, MECHANICAL, PLUMBING, SITE, ELECTRICAL, AND PROCESS DRAWINGS. VERIFY LOCATIONS AND DIMENSIONS OF CHASES, INSERTS, OPENINGS, SLEEVES, DEPRESSIONS, AND OTHER PROJECT REQUIREMENTS NOT SHOWN ON THE

STRUCTURAL DRAWINGS.

5. VERIFY LOCATION OF EXISTING UNDERGROUND SITE UTILITIES PRIOR TO THE START OF WORK AND COORDINATE LOCATION WITH STRUCTURAL DRAWINGS. NOTIFY THE ENGINEER OF ANY CONFLICTS IN

WRITING. DO NOT PROCEED WITH AFFECTED WORK UNTIL CONFLICTS HAVE BEEN RESOLVED.

6. ADEQUATE TEMPORARY BRACING OF CONSTRUCTION ELEMENTS SHALL BE PROVIDED FOR

FOUNDATIONS, ABOVE GRADE WALLS, STRUCTURAL STEEL, AND OTHER STRUCTURAL SYSTEMS FOR

WIND AND/OR CONSTRUCTION LOADS. BRACING SHALL BE MAINTAINED AT ALL TIMES DURING

CONSTRUCTION OPERATIONS PRIOR TO STRUCTURAL ELEMENTS REACHING THEIR SPECIFIED DESIGN

STRENGTH AND/OR REACHING THEIR COMPLETED FORM AS SHOWN ON THE CONTRACT DRAWINGS.

DESIGN AND MAINTENANCE OF SAID BRACING SHALL BE THE SOLE RESPONSIBILITY OF THE

CONTRACTOR.

7. VERIFY IN FIELD EXISTING CONDITIONS AND DIMENSIONS PRIOR TO THE START OF WORK. NOTIFY THE ENGINEER OF RECORD OF ANY DISCREPANCIES IN WRITING. DO NOT PROCEED WITH AFFECTED WORK

UNTIL DISCREPANCIES HAVE BEEN RESOLVED.

8. PRIOR TO EXCAVATION ADJACENT TO EXISTING TO OR WITHIN STRUCTURES, DOCUMENT THE CONDITION OF THE EXISTING STRUCTURES INCLUDING PHOTOGRAPHS, LOCATIONS, AND DETAILED DESCRIPTIONS OF NOTED EXISTING STRUCTURAL DISTRESS OR OTHER STRUCTURAL IRREGULARITIES.

SUBMIT DOCUMENTATION OF EXISTING DISTRESS, FOR RECORD PURPOSES, PRIOR TO PROCEEDING

WITH EXCAVATION WORK.

9. DIMENSIONS DEPENDENT ON EQUIPMENT SELECTION AND APPROVAL SHALL BE COORDINATED BY THE

CONTRACTOR PRIOR TO SUBMITTING STRUCTURAL SHOP DRAWINGS FOR REVIEW.

STRUCTURAL FOUNDATION NOTES

1. FOUNDATION DESIGN IS BASED ON WATERVLIET ARSENAL WAREHOUSE FOUNDATION PLAN (PLAN NUMBER 6529-162), DATED APRIL 8, 1941 AND ON GEOTECHNICAL ENGINEERING REPORT, DATED SEPTEMBER 10, 2019, BY TERRACON CONSULTANTS-NY, INC. REFER TO STRUCTURAL DESIGN CRITERIA

FOR ADDITIONAL INFORMATION.

2. GROUND WATER LEVELS SHALL BE LOWERED TO A MINIMUM OF 3 FEET BELOW MAXIMUM EXCAVATION DEPTH. LOWERING OF GROUND WATER SHALL BE CONTINUOUS DURING CONSTRUCTION AND SHALL BE MAINTAINED UNTIL BACKFILL IS PLACED TO AT LEAST 2 FEET ABOVE THE HIGHEST GROUND WATER ELEVATION. DESIGN AND MAINTENANCE OF SYSTEM TO LOWER GROUND WATER SHALL BE THE SOLE

RESPONSIBILITY OF THE CONTRACTOR.

3. FOUNDATIONS OR SLABS SHALL NOT BE PLACED IN WATER, OR SATURATED SUBGRADES, NOR ON

FROZEN SUBGRADES. IN-PLACE FOUNDATIONS AND SLABS SHALL BE PROTECTED FROM FROST

PENETRATION UNTIL FOUNDATIONS ARE BACKFILLED AND/OR PROJECT IS COMPLETE.

4. PLACE FOUNDATIONS AND SLABS-ON-GRADE ON A MINIMUM 6 INCH THICKNESS OF ASTM NO. 57 CRUSHED STONE SUBBASE, UNLESS OTHERWISE NOTED. COMPACT EXISTING SUBGRADE PRIOR TO

PLACEMENT OF FOUNDATIONS.

5. COMPACTED STRUCTURAL BACKFILL: STRUCTURAL BACKFILL SHALL BE USED FOR BACKFILL BEHIND

PERMANENT WALLS AND WHEREVER LOAD-BEARING CAPABILITY IS REQUIRED INCLUDING UNDER

STRUCTURES. STRUCTURAL FILL SHALL CONSIST OF WELL-GRADED SAND, GRAVEL, CRUSHED ROCK, RECYCLED CONCRETE AGGREGATE, OR A MIXTURE OF THESE CONTAINING NO ORGANIC MATTER OR DELETERIOUS MATERIALS, WITH LIMITING MAXIMUM PARTICLE SIZE TO 1 INCH, AND LIMITING FINES CONTENT TO LESS THAN 5% PASSING THE NO. 200 SIEVE. STRUCTURAL BACKFILL SHALL BE COMPACTED TO NOT LESS THAN 95% OF MAXIMUM DENSITY ACCORDING TO ASTM D1557. PLACE BACKFILL AND FILL

MATERIALS IN LAYERS NOT MORE THAN 8 INCHES IN LOOSE DEPTH.

6. DO NOT BACKFILL AGAINST BELOW-GRADE BASEMENT WALLS UNTIL FLOOR SLAB SUPPORTING TOP OF WALL IS COMPLETED OR PROVIDE TEMPORARY SUPPORT FOR TOP OF WALL UNTIL FLOOR SLAB IS IN

PLACE AND HAS REACHED DESIGN STRENGTH.

7. TOPSOIL, ORGANIC MATERIAL, AND ANY NATURAL OR MAN-MADE DEBRIS SHALL BE STRIPPED FROM THE SITE TO THE DEPTHS REQUIRED OR NOTED. THESE AND OTHER DELETERIOUS MATERIAL SHALL NOT BE

USED AS BACKFILL UNDER ANY STRUCTURAL AREA AND SHALL BE REMOVED FROM THE SITE.

8. UNSUITABLE SUBGRADE, IF ENCOUNTERED, WILL BE UNDERCUT AND REPLACED WITH LEAN CONCRETE, CONTROLLED LOW-STRENGTH MATERIAL, OR SELECT GRANULAR MATERIAL AS ORDERED BY THE

GEOTECHNICAL ENGINEER.

9. THE CONTRACTOR SHALL PROVIDE STABLE SIDES AND BOTTOM OF EXCAVATION DURING

CONSTRUCTION BY SHORES, SLOPES, OR BENCHED SIDES. THE DESIGN AND INSTALLATION OF THE EXCAVATION BRACING SHALL BE IN ACCORDANCE WITH OSHA SHORING PRACTICES AND BE THE SOLE

RESPONSIBILITY OF THE CONTRACTOR.

10. REPLACE VAPOR BARRIERS BENEATH SLABS-ON-GRADE WHERE DEMOLITION CAUSES EXISTING VAPOR

BARRIERS TO BE PUNCTURED OR REMOVED. SEAMS IN THE VAPOR BARRIER SHALL BE SEALED.

LOCATIONS WHERE THE VAPOR BARRIER COMES INTO CONTACT WITH FOUNDATIONS, CAISSONS, OR OTHER PIPE/CONDUIT PENETRATIONS SHALL BE SEALED. EXTERIOR EDGES OF VAPOR BARRIER SHALL

OVERLAP VERTICAL FACE OF CONCRETE FOUNDATION ELEMENTS A MINIMUM OF 6 INCHES. AT

LOCATIONS WHERE VAPOR BARRIER IS PROVIDED, COMPACT UNDERLYING SUBBASE WITH A MINIMUM

OF FOUR PASSES OF LOW-GROUND PRESSURE OR HAND-OPERATED VIBRATORY COMPACTION

EQUIPMENT TO PROTECT UNDERLYING VAPOR BARRIER FROM DAMAGE. INSTALL VAPOR BARRIER

ABOVE THE UNDERLYING SUBBASE AND PROVIDE 2" MINIMUM BLOTTER LAYER OF SAND OR STONE DUST

ABOVE VAPOR BARRIER.

STRUCTURAL CONCRETE NOTES

1. CONCRETE WORK SHALL CONFORM TO REQUIREMENTS OF UFC 3-301-01 AND BY REFERENCE, ACI 301, "SPECIFICATIONS FOR STRUCTURAL CONCRETE" AND ACI 318, "BUILDING CODE REQUIREMENTS FOR

REINFORCED CONCRETE."

2. THE CONCRETE MANUFACTURER SHALL FURNISH A BATCH DELIVERY TICKET TO THE PURCHASER AND ENGINEER OF RECORD FOR EACH BATCH DELIVERED TO THE SITE IN ACCORDANCE WITH ASTM C94.

3. CONTRACTOR SHALL SUBMIT REQUIRED SUBMITTALS TO THE ENGINEER OF RECORD AS OUTLINED IN

ACI 301 PRIOR TO CONCRETE MANUFACTURING.

4. PORTLAND CEMENT USED FOR CONCRETE WORK SHALL COMPLY WITH ASTM C-150 FOR TYPE I/II

CEMENT.

5. NORMAL WEIGHT CONCRETE SHALL CONTAIN FINE AND COARSE AGGREGATES COMPLYING WITH ASTM C-33. THE MAXIMUM SIZE OF COARSE AGGREGATES SHALL BE OF SIZES SUITABLE FOR PLACEMENT IN

STRUCTURAL ELEMENTS CONSIDERING THEIR SIZE AND REINFORCEMENT CONFIGURATION.

6. CONCRETE PLACED UNDER COLD WEATHER CONDITIONS SHALL CONFORM WITH ALL REQUIREMENTS OF ACI 306, "STANDARD SPECIFICATION FOR COLD WEATHER CONCRETING". CONCRETE THAT MAY BE

EXPOSED TO SUBSEQUENT MOISTURE AND FREEZING CONDITIONS PRIOR TO REACHING DESIGN

COMPRESSIVE STRENGTH OR EXTERIOR CONCRETE WORK EXPOSED TO FREEZE / THAW CYCLING SHALL BE AIR-ENTRAINED TO 6% AIR CONTENT. HOWEVER, SLAB FLATWORK TO RECEIVE A HARD-TROWEL

FINISH SHALL NOT BE AIR ENTRAINED.

7. CONCRETE PLACED UNDER HOT WEATHER CONDITIONS SHALL CONFORM TO ALL REQUIREMENTS OF ACI

305.1, "SPECIFICATION FOR HOT WEATHER CONCRETING."

8. CONSTRUCTION / CONTRACTION JOINTS SHOWN ON THE DRAWINGS ARE MANDATORY. OMISSIONS, ADDITIONS, OR CHANGES SHALL NOT BE MADE EXCEPT WITH THE SUBMITTAL OF A WRITTEN REQUEST, TOGETHER WITH DRAWINGS SHOWING PROPOSED LOCATION OF CONSTRUCTION AND CONTRACTION

JOINTS AND CONCRETE PLACEMENT SEQUENCING, FOR APPROVAL BY THE ENGINEER OF RECORD

PRIOR TO THE PREPARATION OF THE REINFORCEMENT SHOP DRAWINGS AND PLACEMENT OF

CONCRETE.

9. PLACE CONCRETE WITHOUT HORIZONTAL CONSTRUCTION JOINTS EXCEPT WHERE SHOWN OR NOTED.

FOLLOW TYPICAL DETAIL GUIDANCE FOR LOCATING VERTICAL CONSTRUCTION JOINTS.

10. AT CONSTRUCTION JOINTS, PROVIDE DOWELS AND 1/4" ROUGHENED SURFACE WITH BONDING AGENT.

ALSO PROVIDE A TENSION CLASS "B" LAP OF REINFORCING. USE ROUGHENED JOINT WHERE INDICATED

ON THE DRAWING.

11. CONCRETE SLABS-ON-GRADE AND CONCRETE PLACED ON STEEL DECK, SHALL BE PLACED SO THAT THE SLAB THICKNESS IS AT NO POINT LESS THAN THAT INDICATED ON THE CONTRACT DRAWINGS. ADJUST

SUBGRADE ELEVATIONS TO ACCOUNT FOR SLOPED SLAB-ON-GRADE SURFACES.

12. CHAMFER EXPOSED CORNERS OF CONCRETE 3/4 INCH.

13. CAST INTO CONCRETE ACCESSORIES REQUIRED BY ARCHITECTURAL FINISHES, MECHANICAL

EQUIPMENT, AND ELEVATOR EQUIPMENT. COORDINATE LOCATION AND QUANTITY WITH

ARCHITECTURAL, MECHANICAL, AND ELEVATOR DRAWINGS.

14. ADHESIVE ANCHORS SHALL NOT BE INSTALLED PRIOR TO CONCRETE HAVING REACHED A MINIMUM AGE OF 21 DAYS AND fc' = 2,500 PSI, VERIFIED THROUGH COMPRESSIVE STRENGTH TESTING.

15. POST-INSTALLED ADHESIVE ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH THE

MANUFACTURER'S PRINTED INSTALLATION INSTRUCTIONS AND THE APPLICABLE ICC-ES REPORT FOR

THE ANCHOR SYSTEM.

A. ANCHORS SHALL BE INSTALLED BY QUALIFIED PERSONNEL THAT ARE TRAINED TO INSTALL ADHESIVE ANCHORS. INSTALLERS SHALL BE CERTIFIED BY AN APPLICABLE CERTIFICATION PROGRAM WITHIN THE PAST FIVE YEARS. CERTIFICATION SHALL INCLUDE WRITTEN AND PERFORMANCE TESTS IN

ACCORDANCE WITH THE ACI/CRSI ADHESIVE ANCHOR INSTALLER CERTIFICATION PROGRAM, OR

EQUIVALENT.

B. CONTINUOUS MONITORING OF INSTALLATION SHALL BE PERFORMED AS PART OF SPECIAL

INSPECTIONS.

16. CURING OF CONCRETE SHALL COMMENCE AS SOON AS FREE WATER HAS DISAPPEARED FROM

CONCRETE SURFACE AFTER PLACING AND FINISHING. CURING MATERIALS AND PROCEDURES ARE AS

FOLLOWS:

A. SLABS/MATS: COVER CONCRETE SURFACES WITH MOISTURE-RETAINING COVER MEETING ASTM C171, EITHER POLYETHYLENE FILM OR WHITE BURLAP-POLYETHYLENE SHEET. PLACE IN WIDEST

PRACTICAL WIDTH WITH SIDES AND ENDS LAPPED A MINIMUM OF 3 INCHES AND SEALED BY

WATERPROOF TAPE OR ADHESIVE. IMMEDIATELY REPAIR ANY HOLES OR TEARS DURING CURING

PERIOD USING COVER MATERIAL AND WATERPROOF TAPE. KEEP CONTINUOUSLY WET FOR NOT LESS

THAN 7 DAYS.

17. CONCRETE SHALL BE NORMAL WEIGHT CONCRETE WITH MIXES DESIGNED TO MEET THE FOLLOWING

CRITERIA:

MIN STRENGTH MAX TOTAL

@28 DAYS W/Cm AIR CONTENT MAX EXPOSURE

ITEM (fc') (PSI) RATIO (+ / - 1%) SLUMP CLASSES

A. INTERIOR CONCRETE,

INCLUDING WALLS & PIERS 4500 .45 1% 4" F0,S0,W1,C0

UON

B. EXTERIOR CONCRETE,

UON 5000 .40 6% 4" F3,S0,W1,C2

STRUCTURAL REINFORCING NOTES

1. REINFORCEMENT WORK OF DETAILING, FABRICATION, AND ERECTION SHALL CONFORM TO ACI 318, "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE," ACI SP-66 "ACI DETAILING MANUAL," "CRSI MANUAL OF STANDARD PRACTICE," AND AWS D1.4 "STRUCTURAL WELDING CODE - REINFORCING

STEEL."

2. STEEL REINFORCEMENT, UNLESS NOTED OTHERWISE, SHALL CONFORM TO THE FOLLOWING:

A. BARS, TIES AND STIRRUPS: ASTM A615 GRADE 60 (fy = 60 KSI) B. REINFORCING TO BE WELDED SHALL CONFORM TO ASTM A706 (fy = 60 KSI) OR MILL TEST REPORTS

SHALL BE SUBMITTED SHOWING CARBON EQUIVALENT.

3. MINIMUM CONCRETE PROTECTIVE COVER FOR REINFORCEMENT OF NON-ENVIRONMENTAL

ENGINEERING CONCRETE SHALL BE AS FOLLOWS, UNLESS OTHERWISE NOTED:

A. CONCRETE CAST AGAINST AND PERMANENTLY IN CONTACT WITH GROUND: 3.0"

B. CONCRETE EXPOSED TO WEATHER OR IN CONTACT WITH GROUND:

• #6 THROUGH #18 BARS: 2.0"

• #5 BARS AND SMALLER: 1.5"

C. CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND:

a. SLABS, JOISTS, AND WALLS:

• #14 AND #18 BARS: 1.5"

• #11 BARS AND SMALLER: 0.75"

b. BEAMS, COLUMNS, PEDESTALS, AND TENSION TIES:

• PRIMARY REINFORCEMENT, STIRRUPS, TIES, SPIRALS, AND HOOPS: 1.5"

4. WHERE CONTINUOUS REINFORCEMENT IS CALLED FOR, REINFORCEMENT SHALL BE EXTENDED

CONTINUOUSLY AROUND CORNERS AND LAPPED AT NECESSARY SPLICES OR HOOKED AT

DISCONTINUOUS ENDS.

5. LAPS SHALL BE CLASS "B" TENSION LAP SPLICES, UNLESS NOTED OTHERWISE.

6. EXTEND DOWELS TO THE 1/4-POINT OF SLAB SPAN, UNLESS OTHERWISE NOTED.

7. WHERE REINFORCEMENT IS SHOWN IN SECTION, REINFORCEMENT IS CONSIDERED TYPICAL WHEREVER

THE SECTION APPLIES.

8. WHERE THERE IS A CONFLICT BETWEEN LOCATION OF COLUMN VERTICAL BARS AND BEAM HORIZONTAL

BARS, THE COLUMN BARS SHALL REMAIN IN THEIR DESIGNATED POSITIONS AND BEAM BAR LOCATIONS

SHALL BE ADJUSTED.

9. REINFORCEMENT SHALL BE CONTINUOUS THROUGH CONSTRUCTION JOINTS UNLESS OTHERWISE

SHOWN.

10. COLUMN DOWELS SHALL BE SET AND POSITIONED SO AS TO BE ENCLOSED BY THE COLUMN TIES.

11. PROVIDE DOWELS FOR FOUNDATION TO MATCH BAR SIZE AND NUMBER OF REINFORCEMENT IN THE

SUPPORTED ELEMENT, UNLESS OTHERWISE NOTED. PROVIDE A CLASS "B" TENSION LAP SPLICE

BETWEEN THE DOWEL AND MAIN REINFORCEMENT OF SUPPORTED ELEMENT, UNLESS OTHERWISE

NOTED.

12. REINFORCEMENT SHALL NOT BE TACK WELDED OR HEATED FOR BENDING.

13. INSTALLATION OF REINFORCEMENT SHALL BE COMPLETED AT LEAST 24 HOURS PRIOR TO THE

SCHEDULED CONCRETE PLACEMENT. NOTIFY ENGINEER OF RECORD AND INSPECTOR OF COMPLETION

AT LEAST 24 HOURS PRIOR TO THE SCHEDULED COMPLETION OF THE INSTALLATION OF

REINFORCEMENT.

STRUCTURAL STEEL NOTES

1. FABRICATE AND ERECT STRUCTURAL STEEL IN ACCORDANCE WITH AISC 360, "SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS," AND AISC 303, "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS

AND BRIDGES."

2. STEEL MEMBERS HAVE BEEN DESIGNED UTILIZING ALLOWABLE STRESS DESIGN (ASD) METHODS AS

PRESCRIBED BY AISC.

3. STRUCTURAL STEEL SHALL BE DETAILED IN ACCORDANCE WITH "DETAILING FOR STEEL CONSTRUCTION

(AISC)" AND WHERE REQUIRED, DESIGNED IN ACCORDANCE WITH CITED REFERENCES.

4. STRUCTURAL STEEL AND ACCESSORIES SHALL BE NEW AND CONFORM TO:

A. UNLESS OTHERWISE NOTED: ASTM A992 (Fy = 50 KSI)

B. HOLLOW STRUCTURAL SECTIONS:

• ROUND: ASTM A500 GRADE C (Fy = 46 KSI)

• SQUARE OR RECTANGULAR: ASTM A500 GRADE C (Fy = 50 KSI)

C. MISC STRUCTURAL SHAPES AND CONNECTIONS: ASTM A36 (Fy = 36 KSI) D. ANCHOR BOLTS: ASTM F1554 GRADE 55 (Fy = 55 KSI) E. HIGH STRENGTH BOLTS: ASTM F3125 GRADE A325-N (Fy = 120 KSI)

5. WELDING SHALL CONFORM TO THE REQUIREMENTS OF AWS D1.1, AND SHALL BE PERFORMED BY

APPROVED, CERTIFIED PERSONS.

6. WELDED CONNECTIONS SHALL UTILIZE E70XX ELECTRODES.

7. WELDS SHALL DEVELOP FULL STRENGTH OF THE MATERIALS BEING WELDED, UNLESS OTHERWISE

NOTED, EXCEPT THAT FILLET WELDS SHALL BE A MINIMUM OF 1/4", UNLESS OTHERWISE NOTED.

8. ANCHOR BOLTS, LEVELING PLATES, OR BEARING PLATES SHALL BE LOCATED AND BUILT INTO

CONNECTING WORK, PRESET BY TEMPLATES, AND SET IN FULL BEDS OF NON-SHRINK GROUT.

9. PRINCIPAL STRUCTURAL BOLTED CONNECTIONS (BEAM-BEAM, BEAM-GIRDER, BEAM OR GIRDER TO

COLUMN) SHALL BE MADE USING MINIMUM 3/4" DIAMETER ASTM F3125 GRADE A325 BOLTS IN BEARING

CONNECTIONS.

10. A MINIMUM OF TWO (2) BOLTS SHALL BE UTILIZED AT CONNECTIONS.

11. BOLTS SHALL BE INSTALLED SNUG TIGHT AND PRETENSIONED BY TURN-OF-NUT PRETENSIONING IN

ACCORDANCE WITH RCSC.

12. ENDS OF COLUMNS AT SPLICES AND AT OTHER BEARING CONNECTIONS SHALL BE "FINISHED TO BEAR"

TO COMPLETE TRUE BEARING.

13. PROVIDE STIFFENERS "FINISHED TO BEAR" UNDER LOAD CONCENTRATIONS ON SUPPORTING MEMBERS, OVER COLUMNS, AND WHERE SHOWN ON DRAWINGS.

14. PROVIDE TEMPORARY ERECTION BRACING AND SUPPORTS TO HOLD STRUCTURAL STEEL FRAMING

SECURELY IN POSITION. SUCH TEMPORARY BRACING AND SUPPORTS SHALL NOT BE REMOVED UNTIL

PERMANENT BRACING HAS BEEN INSTALLED AND CONCRETE HAS ATTAINED 75% OF SPECIFIED

CONCRETE COMPRESSIVE STRENGTH.

15. STRUCTURAL FRAMING SHALL BE TRUE AND PLUMB BEFORE CONNECTIONS ARE FINALLY BOLTED OR WELDED. WHERE STEEL SHELF ANGLES FOR FACADE SUPPORT ARE PRESENT, TOP OF SHELF ANGLE ON

SUCCESSIVE FLOORS WILL BE SET IN SAME VERTICAL PLANE.

16. FIELD CUTTING OF STRUCTURAL FRAMING AND / OR FIELD MODIFICATIONS OF STRUCTURAL FRAMING

SHALL NOT BE MADE WITHOUT PRIOR WRITTEN APPROVAL BY ENGINEER OF RECORD FOR EACH

SPECIFIC CASE.

17. UNLESS OTHERWISE SHOWN, COLUMNS SHALL BE EXTENDED TO TOPS OF BEAMS AND FRAMED

CONNECTIONS.

18. THE CONTRACTOR SHALL FURNISH AND INSTALL ALL PLATES, CLIP ANGLES, CONNECTION MATERIALS, ETC. AS REQUIRED FOR COMPLETION OF THE STRUCTURE, EVEN IF SUCH ITEMS ARE NOT SPECIFICALLY

SHOWN ON THE STRUCTURAL DRAWINGS.

19. THE CONTRACTOR SHALL FURNISH AND / OR INSTALL STRUCTURAL FRAMING OR MISCELLANEOUS LINTELS INDICATED BY ARCHITECTURAL, HVAC, ELECTRICAL, OR PLUMBING DOCUMENTS, PROVIDED:

A. NO CORRESPONDING MEMBER APPEARS ON STRUCTURAL DOCUMENTS, AND

B. NO OTHER TRADES ARE NOTED TO PROVIDE AND INSTALL SUCH COMPONENTS.

STEEL GRATING NOTES

1. STEEL GRATING SHALL BE 19W4 BAR GRATING AS FOLLOWS:

A. BEARING BAR SPACING: 1 3/16" OC

B. BEARING BAR DEPTH: 1 1/2"

C. BEARING BAR THICKNESS: 3/16"

D. CROSS BAR SPACING: 4" OC

E. TYPE: GALVANIZED STEEL

F. FINISH: PLAIN

2. FABRICATION OF GRATING SHALL COMPLY WITH NAAMM MBG 531, "METAL BAR GRATING MANUAL FOR STEEL, STAINLESS STEEL, AND ALUMINUM GRATINGS AND STAIR TREADS" OR NAAM MBG 532, "HEAVY

DUTY METAL BAR GRATING MANUAL FOR STRUCTURAL CARBON STEEL AND STAINLESS STEEL,"

WHICHEVER IS APPLICABLE.

3. THE FOLLOWING ITEMS SHALL BE SUBMITTED FOR APPROVAL:

A. PRODUCT DATA FOR METAL BAR GRATING, CLIPS, AND ANCHORAGE DEVICES FOR GRATING.

B. SHOP DRAWINGS DETAILING FABRICATION AND ERECTION OF GRATING, WITH PLANS, SECTIONS, AND

DETAILS OF CONNECTIONS.

4. EDGE BAND ALL SECTIONS OF GRATING WITH BARS OF THE SAME SIZE AND MATERIAL AS THE BEARING

BARS.

5. GRATING SHALL BE REMOVABLE

6. GRATING SHALL BE PLACED SUCH THAT CROSS BARS AND BEARING BARS ALIGN.

7. UTILIZE STANDARD PANEL WIDTHS WHEREVER POSSIBLE.

METAL DECK:

1. COMPOSITE FLOOR DECK SHALL CONFORM TO THE FOLLOWING:

A. THE REQUIREMENTS OF THE STEEL DECK INSTITUTE.

B. CONTINUOUS OVER THREE OR MORE SPANS.

C. MANUFACTURED FROM STEEL CONFORMING TO ASTM A653 GRADE 33, OR EQUAL, WITH A MINIMUM

YIELD STRENGTH OF 33 KSI.

D. FINISH SHALL BE MANUFACTURER'S GALVANIZED FINISH.

E. STEEL DECK SHALL BE ATTACHED TO SUPPORTING STEEL WITH A 36/7 PATTERN PUDDLE WELD IN

ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS WITH (4) #10 TEK SCREW SIDELAP

FASTENERS PER SPAN AT INTERVALS NOT EXCEEDING 30 INCHES, UNLESS OTHERWISE NOTED.

F. DECK ENDS SHALL BE BUTTED OVER A SUPPORT WITH MAXIMUM GAP WIDTH OF 1/2 INCH.

G. DECK GAGE AND DEPTH HAVE BEEN SELECTED BASED ON THE WET WEIGHT OF CONCRETE AND THE

FINAL DESIGN LOADS ONLY. CONSTRUCTION MATERIALS SHALL NOT BE PLACED ON THE BARE METAL

DECK.

H. THE FINAL SLAB THICKNESS SHALL BE NO LESS THAN INDICATED AND SHALL BE FINISHED TO A LEVEL

SURFACE. CONTRACTOR SHALL PROVIDE ADDITIONAL CONCRETE REQUIRED TO COMPENSATE FOR

THE DEFLECTION OF UNSHORED BEAMS AND DECK.

2. PUDDLE WELDS SHALL BE 5/8 INCH DIAMETER FULL FUSION (MINIMUM). ALL WELDS SHALL BE MADE WITH AWS E70 ELECTRODES AND METAL AROUND WELDS SHALL BE COMPLETELY INTACT AFTER WELDING.

3. METAL DECK FINISH SHALL BE RETOUCHED IF DAMAGED DUE TO PLACING, HANDLING, AND/OR WELDING.

4. SEAL ALL BLOW HOLES AND LAPPED EDGES BEFORE INSTALLATION.

5. DECK SHALL BE FABRICATED SO THAT THE DECK RUNS CONTINUOUSLY OVER OPENINGS. THE OPENINGS

IN THE DECK SHALL NOT BE CUT UNTIL THE OPENING IS NEEDED. ALL SKEW CUTTING SHALL BE DONE IN

THE FIELD.

6. CONTRACTOR SHALL COORDINATE ALL TRADE REQUIREMENTS AND CONFIRM THE SIZE AND LOCATION OF ALL OPENINGS. OPENINGS LARGER THAN 12 INCHES, AND AS DETAILED, SHALL HAVE STEEL FRAMING

SUPPORTING ALL EDGES. SEE TYPICAL DETAILS FOR DECK OPENING FRAMING DETAILS.

STRUCTURAL MASONRY NOTES:

1. MASONRY CONSTRUCTION SHALL CONFORM TO REQUIREMENTS OF UFC 3-310-05A AND BY REFERENCE

THE SPECIFICATION FOR MASONRY STRUCTURES (TMS 402/602), UNLESS OTHERWISE NOTED.

2. STRENGTH OF MASONRY MATERIALS SHALL BE AS FOLLOWS:

A. CONCRETE MASONRY UNITS SHALL BE NORMAL WEIGHT OR LIGHT WEIGHT, GRADE N, TYPE 1, CONFORMING TO ASTM C90 AND HAVE A MINIMUM COMPRESSIVE STRENGTH OF 2,000 PSI ON THE

NET AREA.

B. MORTAR SHALL CONFORM TO ASTM C270 TYPE M OR S.

C. SELF-CONSOLIDATING GROUT SHALL CONFORM TO ASTM C476 WITH A MAXIMUM AGGREGATE SIZE

OF 3/8 INCH AND A MINIMUM COMPRESSIVE STRENGTH OF 3,000 PSI GROUT. TESTS SHALL BE

CONDUCTED IN ACCORDANCE WITH TMS 402/602.

D. REINFORCED MASONRY SHALL HAVE A COMPRESSIVE STRENGTH AT 28 DAYS, fm' = 2,000 PSI, AS

DETERMINED BY THE UNIT STRENGTH METHOD.

3. VERTICAL REINFORCEMENT FOR CONCRETE MASONRY SHALL BE ASTM A-615, GRADE 60. SPLICES SHALL

BE LAPPED 48 BAR DIAMETERS MINIMUM.

4. REINFORCED MASONRY WALLS SHALL HAVE BOND BEAMS AT EACH FLOOR LEVEL, ROOF LEVEL, TOP OF

WALLS, AT MAXIMUM SPACING OF 10 FEET AND AS INDICATED IN THE DRAWINGS. BOND BEAM

REINFORCING SHALL EXTEND INTO AND BE CONTINUOUS WITH INTERSECTING BOND BEAMS. FILL BOND

BEAMS WITH COARSE GROUT.

5. CONCRETE MASONRY WALLS, UNLESS OTHERWISE INDICATED, SHALL HAVE LADDER-TYPE HORIZONTAL JOINT REINFORCEMENT MADE OF 9 GAUGE SIDE AND INTERMEDIATE BARS OF COLD DRAWN STEEL WIRE MEETING THE REQUIREMENTS OF ASTM A-82. HORIZONTAL JOINT REINFORCEMENT SHALL BE PLACED AT

16 INCHES ON CENTER VERTICALLY UNLESS OTHERWISE NOTED AND SHALL HAVE A HOT DIP

GALVANIZED FINISH IN ACCORDANCE WITH ASTM A153 CLASS B-2. INTERMEDIATE BAR SPACING SHALL BE

16 INCHES ON CENTER.

6. FILL BLOCK CORES CONTAINING REINFORCEMENT FULL WITH GROUT. CROSS WEBS OF CORES

CONTAINING REINFORCEMENT ARE TO BE MORTAR BEDDED.

7. THE BASE OF EACH CELL IN WHICH A VERTICAL BAR IS PLACED SHALL HAVE A CLEAN-OUT HOLE

MEASURING A MINIMUM OF 2 INCHES BY 3 INCHES.

8. DO NOT GROUT CELLS UNTIL INSPECTION AND REINFORCEMENT OF CELLS IS COMPLETE.

9. THE BEARING BLOCK BENEATH BEAMS OR OTHER CONCENTRATED LOADS SHALL BE GROUTED SOLID

FOR A WIDTH OF AT LEAST 2' - 0" AND A DEPTH OF AT LEAST 3 COURSES (2' - 0") MINIMUM.

10. AT MASONRY WALLS: PROVIDE ONE (1) #5 VERTICAL REINFORCING BAR AS FOLLOWS:

A. AT CORNERS.

B. WITHIN 16 INCHES OF EACH SIDE OF WALL OPENINGS.

C. WITHIN 8 INCHES OF EACH SIDE OF CONTROL JOINTS.

D. WITHIN 8 INCHES OF ENDS OF WALLS.

PROVIDE TWO (2) #5 REINFORCING BARS AS FOLLOWS:

E. HORIZONTAL IN BOND BEAMS

11. AT MASONRY WALLS PROVIDE MINIMUM VERTICAL REINFORCEMENT OF #5@4' - 0", UNLESS OTHERWISE

NOTED.

12. REINFORCED MASONRY PIERS / PILASTERS SHALL HAVE 3/16 INCH DIAMETER, MILL-GALVANIZED, CLOSED

WIRE TIES AT 8 INCHES ON CENTER VERTICALLY, UNLESS OTHERWISE NOTED.

13. BONDING METHODS, TIES, LINTELS AND ACCESSORIES SHALL BE APPROVED BY THE ENGINEER OF

RECORD.

14. MASONRY OPENINGS MORE THAN 16 INCHES WIDE IN NON-BEARING WALLS IN NEW OR EXISTING

CONSTRUCTION REQUIRE LINTELS IN ACCORDANCE WITH THE FOLLOWING SCHEDULE UNLESS

OTHERWISE INDICATED:

MAX. OPENING 4" THICK 8" THICK 10" THICK 12" THICK

3' - 0" (1) L3 1/2X3 1/2X1/4 (2) L3 1/2X3 1/2X5/16 (2) L4X4X5/16 (2) L5X5X5/16 4' - 0" (1) L4X3 1/2X1/4 (2) L4X3 1/2X5/16 (2) L4X4X5/16 (2) L5X5X5/16 5' - 0" (1) L4X3 1/2X5/16 (2) L4X3 1/2X5/16 (2) L4X4X5/16 (2) L5X5X5/16 6' - 0" (1) L5X3 1/2X5/16 (2) L5X3 1/2X5/16 W8X24 W/ 5/16" B PL W8X31 W/ 5/16 B PL

7' - 0" (1) L6X3 1/2X3/8 (2) L6X3 1/2X3/8 W8X24 W/ 5/16" B PL W8X31 W/ 5/16 B PL

COORDINATE WITH THE LINTEL SCHEDULE FOR WALLS LARGER THAN THE ABOVE THICKNESSES, USE MULTIPLES OF THE ABOVE PIECES. LINTEL SHALL BE 1' - 4" LONGER THAN MASONRY OPENINGS. LONG LEGS OF ANGLE STEEL SHALL BE VERTICAL. WHERE LINTEL ABUTS COLUMNS OR WALLS, PROVIDE

CONNECTION TO SUCH. SUBMIT SHOP DRAWINGS OF CONNECTION DETAIL FOR APPROVAL.

15. WHERE MASONRY PARTITION WALLS EXTEND TO DECK / FLOOR / ROOF OR AROUND STRUCTURAL MEMBERS AN APPROPRIATE CLEARANCE (1 INCH MINIMUM - 2 INCH MAXIMUM) SHALL BE PROVIDED TO

PREVENT TRANSFER OF GRAVITY LOADS INTO PARTITIONS. GAPS SHALL BE SEALED FOR FIRE

SEPARATION AND / OR SOUND TRANSMISSION AS INDICATED ON ARCHITECTURAL DRAWINGS. LATERAL

BRACING OF TOP OF PARTITION SHALL BE AS SHOWN ON DRAWINGS.

16. ADEQUATE TEMPORARY BRACING FOR WIND AND CONSTRUCTION LOADS SHALL BE PROVIDED AT ALL TIMES DURING INSTALLATION OF MASONRY UNTIL SUCH TIME AS THE MASONRY HAS REACHED ITS

DESIGN STRENGTH AND THE STRUCTURE IS IN ITS COMPLETED FORM. DESIGN, STAGING, AND

INSTALLATION OF TEMPORARY BRACING SHALL BE THE SOLE RESPONSIBILITY OF THE CONTRACTOR.

17. ANCHORAGE TO MASONRY SHALL BE AS FOLLOWS, OR ENGINEER OF RECORD APPROVED EQUIVALENT:

A. SOLID GROUTED MASONRY

1. ADHESIVE ANCHORS SHALL USE AN EPOXY ADHESIVE ANCHORING SYSTEM WITH CONTINUOUSLY

THREADED ROD OR CONTINUOUSLY DEFORMED STEEL REBAR.

2. MECHANICAL ANCHORS SHALL BE EXPANSION ANCHORS.

B. HOLLOW / MULTI-WYTHE MASONRY

1. ADHESIVE ANCHORS SHALL USE AN EPOXY ADHESIVE ANCHORING SYSTEM WITH CONTINUOUSLY

THREADED ROD OR CONTINUOUSLY DEFORMED STEEL REBAR.

2. THE APPROPRIATE SIZE SCREEN TUBE SHALL BE USED PER ADHESIVE MANUFACTURER'S

RECOMMENDATION.

CONTROLLED LOW-STRENGTH MATERIAL:

1. CONTROLLED LOW-STRENGTH MATERIAL (FLOWABLE FILL) SHALL CONFORM TO ACI SP-150,

"CONTROLLED LOW-STRENGTH MATERIALS," AND NATIONAL READY MIXED CONCRETE ASSOCIATION'S

"GUIDE SPECIFICATION FOR CONTROLLED LOW STRENGTH MATERIALS."

2. CONTROLLED LOW-STRENGTH MATERIAL SHALL MEET THE FOLLOWING SPECIFICATIONS MEASURED IN

ACCORDANCE WITH ASTM C 495:

A. AIR DRY DENSITY: 70 - 145 POUNDS PER CUBIC FOOT

B. COMPRESSIVE STRENGTH: MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 140 PSI

C. BEARING CAPACITY: MINIMUM 28 DAY BEARING CAPACITY OF 10 TONS PER SQUARE FOOT

ALUMINUM

BOARD INSULATION

BRICK

COMPACTED GRANULAR

BASE

COMPACTED STONE FILL

CONCRETE

CONCRETE MASONRY

UNITS

DECK SPAN

FINAL GRADE

GRATING

GROUT

REINFORCING STEEL IN

CONCRETE

SLOPES

STEEL

UNDISTURBED EARTH

UNDISTURBED ROCK

SAND

DEMOLITION

AT

THE ALUMINUM ASSOCIATION

ANCHOR BOLT

AGGREGATE BASE COURSE

AMERICAN CONCRETE INSTITUTE

ADDITIONAL

ABOVE FINISHED FLOOR

ABOVE FINISHED GRADE

ABOVE FINISHED SLAB

AGGREGATE

AMERICAN INSTITUTE OF STEEL CONSTRUCTION

AMERICAN INSTITUTE OF TIMBER CONSTRUCTION

ALUMINUM

ALTERNATE

AMERICAN NATIONAL STANDARD INSTITUTE

APPROVED

APPROXIMATE

AS REQUIRED

ARCHITECT, ARCHITECTURAL

AMERICAN SOCIETY OF CIVIL ENGINEERS

ALLOWABLE STRESS DESIGN

AMERICAN SOCIETY FOR TESTING AND MATERIALS

AMERICAN WOOD COUNCIL

AMERICAN WELDING SOCIETY

BASE PLATE

BOTTOM ELEVATION

BOTH FACES

BELOW FINISHED FLOOR

BUILDING

BEAM

BOTTOM OF STEEL

BOTTOM

BRACING

BEARING

BASEMENT

BOTH WAYS

COMPRESSION

CHANNEL

COLD FORMED METAL FRAMING

CHEMICAL

CHAMFER

CAST-IN-PLACE

CONTROL JOINT, CONSTRUCTION JOINT

CENTER LINE

COLUMN LINE

CEILING

CLEAR

CONTROLLED LOW-STRENGTH MATERIAL

CONCRETE MASONRY UNIT

COLUMN

CONCRETE

CONNECTION

CONSTRUCTION

CONTINUE, CONTINUOUS

CONTRACTOR

COORDINATE

CONCRETE REINFORCING STEEL INSTITUTE

CUBIC YARDS

PENNY (NAIL SIZE)

DEMOLISH, DEMOLITION

DETAIL

DRY FILM THICKNESS

DIAMETER

DIAGONAL

DIMENSION

DEAD LOAD

DEPARTMENT OF TRANSPORTATION

DRAWING

DOWEL

EAST

EACH

EACH FACE

EXPANSION JOINT

ELEVATION

ELECTRIC, ELECTRICAL

EMBEDMENT

ENGINEER

ENGINEER OF RECORD

EDGE OF SLAB

EQUAL

EQUIPMENT

EQUIVALENT

EACH WAY

EXISTING

EXPANSION

EXTERIOR

SPECIFIED COMPRESSIVE STRENGTH

OF CONCRETE

FLOOR DRAIN

FINISH

SPECIFIED COMPRESSIVE STRENGTH

OF CONCRETE MASONRY

FIBER REINFORCED CONCRETE

FIBERGLASS REINFORCED PLASTIC

FAR SIDE

FEET

FOOTING

MINIMUM YIELD STRESS

GAGE

GALVANIZED

GRADE BEAM

GRATING

HIGH DENSITY POLYETHYLENE

HORIZONTAL

HIGH POINT

HIGH STRENGTH

HEATING, VENTILATING AND AIR CONDITIONING

INTERNATIONAL BUILDING CODE

INTERNATIONAL CODE COUNCIL EVALUATING

SERVICE

INSIDE DIAMETER

INSIDE FACE

INCHES

INFORMATION

INSULATION

INTERIOR

INVERT

JT

K OR KIP

KB

KD

K/FT

KIP FT

KLF

KSF

LBS

LL

LLH

LLO

LLV

LONG

LPT

LRFD

LW

MATL

MAX

MECH

MEZZ

MFR

MD

MH

MIL

MIN

MISC

ML

MTL

MO

MPII

N

NF

NIC

NO

No.

NS

NTS

OC

OD

OF

OH

OPNG

OPP

OSHA

P/C OR PCP

PCC

PCI

PH

PL

PREFAB

PSF

PSI

PVC

R

RD

REBAR

REF

REINF

REQD

REV

RM

S

SCG

SCHED

SE

SECT

SF

SIM

SJI

SQ

SS

SSR

SST

STD

STIFF

STIR

STL

STRUCT

SYMM

(T) T T&B T&G

TE

TEMP

TFF

TO

TOB

TOC

TOF

TOS

TOW

TPER

TPI

TYP

UN

UNO

UON

VERT

VIF

VRFY

W W/

WF

WF BM

W/O

WP

WS

XBRA

AA

AB

ABC

ACI

ADDL

AFF

AFG

AFS

AGGR

AISC

AITC

ALUM

ALT

ANSI

APPD

APPROX

AR

ARCH

ASCE

ASD

ASTM

AWC

AWS

B PL

BE

BF

BFF

BLDG

BM

BOS

BOT

BRCG

BRG

BSMT

BW

(C) C

CFMF

CHEM

CHFR

CIP

CJ

CL

CLL

CLG

CLR

CLSM

CMU

COL

CONC

CONN

CONSTR

CONT

CONTR

COORD

CRSI

CY

D

DEMO.

DET

DFT

DIA OR Ø

DIAG

DIM

DL

DOT

DWG

DWL

E

EA

EF

EJ

EL

ELEC

EMBED

ENGR

EOR

EOS

EQ

EQUIP

EQUIV

EW

EX

EXP

EXT

fc'

FD

FIN

fm'

FRC

FRP

FS

FT

FTG

fy

GA

GALV

GR BM

GRTG

HDPE

HORIZ

HP

HS

HVAC

IBC

ICC-ES

ID

IF

IN

INFO

INSUL

INT

INV

JOINT

THOUSAND POUNDS (1 K = 1000 LBS)

KNEE BRACE

KILN DRIED

KIPS PER FOOT

THOUSAND FOOT/POUNDS

KIPS PER LINEAR FOOT

KIPS PER SQUARE FOOT

POUNDS

LIVE LOAD

LONG LEG HORIZONTAL

LONG LEG OUTSTANDING

LONG LEG VERTICAL

LONGITUDINAL

LOW POINT

LOAD AND RESISTANCE FACTOR DESIGN

LIGHTWEIGHT

MATERIAL

MAXIMUM

MECHANICAL

MEZZANINE

MANUFACTURER

METAL DECK

MANHOLE

ONE THOUSANDTH OF AN INCH

MINIMUM

MISCELLANEOUS

MASONRY LINTEL (STEEL)

METAL

MASONRY OPENING

MANUFACTURER'S PRINTED

INSTALLATION INSTRUCTIONS

NORTH

NEAR FACE

NOT IN CONTRACT

NUMBER

NUMBER SYMBOL FOR REBAR SIZE

NUMBER SYMBOL FOR WOOD GRADE

NEAR SIDE

NOT TO SCALE

ON CENTER

OUTSIDE DIAMETER

OUTSIDE FACE

OPPOSITE HAND

OPENING

OPPOSITE

OCCUPATIONAL SAFETY AND HEALTH

ADIMINISTRATION

PRECAST PLANK

PRECAST CONCRETE

PRECAST / PRESTRESSED CONCRETE

INSTITUTE

PENTHOUSE

PLATE

PREFABRICATED

POUNDS PER SQUARE FOOT

POUNDS PER SQUARE INCH

POLYVINYL CHLORINE

RADIUS OR RISER

ROOF DRAIN

REINFORCING STEEL BAR

REFERENCE

REINFORCED

REQUIRED

REVISION

ROOM

SOUTH

SELF-CONSOLIDATING GROUT

SCHEDULE

STRUCTURAL ENGINEER

SECTION

SQUARE FEET

SIMILAR

STEEL JOIST INSTITUTE

SQUARE

STANDING SEAM (ROOF)

STANDING SEAM ROOFING

STAINLESS STEEL

STANDARD

STIFFENER

STIRRUP

STEEL

STRUCTURAL

SYMMETRICAL

TENSION

TREAD, TOP

TOP AND BOTTOM

TONGUE & GROOVE

TOP ELEVATION

TEMPERATURE, TEMPORARY

TOP OF FINISH FLOOR

TOP OF _____

TOP OF BEAM

TOP OF CONCRETE

TOP OF FOOTING

TOP OF SLAB, TOP OF STEEL

TOP OF WALL

THERMOPLASTIC ELASTOMERIC RUBBER

TRUSS PLATE INSTITUTE

TYPICAL

UNLESS NOTED

UNLESS NOTED OTHERWISE

UNLESS OTHERWISE NOTED

VERTICAL

VERIFY IN FIELD

VERIFY

WEST

WITH

WIDE FLANGE

WIDE FLANGE BEAM

WITHOUT

WORKING POINT

WATERSTOP

CROSSBRACING

STRUCTURAL DESIGN CRITERIA

1ST FLOOR WAREHOUSE: 250 (PSF)

2ND FLOOR LABORATORY: 125 (PSF)

SAFECHROME 336 GALLON TANK: 380 (PSF)

WASTEWATER 850 GALLON TANK: 580 (PSF)

45° CONE 300 GALLON TANK: 335 (PSF)

STAIRWAYS, LANDINGS, & GRATED WALKWAYS: 100 (PSF)

BRIDGE CRANE: 1 (TON)

FLOOR LIVE LOADS:

ROOF LIVE LOADS:

ROOF SNOW LOADS:

WIND DESIGN DATA:

EARTHQUAKE DESIGN DATA:

MINIMUM ROOF LIVE LOAD: 20 (PSF)

ROOF DEAD LOADS:

ROOFING DEAD LOADS: 65 (PSF)

COLLATERAL LOADS: 10 (PSF)

HVAC EQUIPMENT: SEE PLANS

GROUND SNOW LOAD, Pg: 40 (PSF) FLAT-ROOF SNOW LOAD, Pf: 28 (PSF) SNOW EXPOSURE FACTOR, Ce: 1.0 SNOW LOAD IMPORTANCE FACTOR, Is: 1.0 THERMAL FACTOR, Ct: 1.0

DRIFT SURCHARGE LOADS: VARIES PER LOCATION

ULTIMATE DESIGN WIND SPEED, Vult (3s): 110 (MPH)

RISK CATEGORY: II

WIND EXPOSURE: C

INTERNAL PRESSURE COEFFICIENTS: +/- 0.18

DESIGN WIND PRESSURE USED FOR

COMPONENTS AND CLADDING: VARIES PER COMPONENT AND

LOCATION ON STRUCTURE

SITE LATITUDE: 42.7206 N

SITE LONGITUDE: -73.7094 E

SESIMIC IMPORTANCE FACTOR, Ie: 1.0

RISK CATEGORY: II

MAPPED SPECTRAL RESPONSE ACCELERATIONS:

Ss = 0.197g S1 = 0.060g

SITE CLASS: D

DESIGN SPECTRAL RESPONSE ACCELERATIONS:

SDS = 0.210g SD1 = 0.097g

SEISMIC DESIGN CATEGORY: B

BASIC SEISMIC FORCE-RESISTING SYSTEM: ORDINARY REINFORCED

CONCRETE MOMENT FRAMES

DESIGN BASE SHEAR, V: 810 (KIP)

SEISMIC RESPONSE COEFFICIENT(S), CS: 0.07

RESPONSE MODIFICATION COEFFICIENT(S), R: 3

ANALYSIS PROCEDURE: EQUIVELANT LATERAL FORCE

GEOTECHNICAL INFORMATION:

NET ALLOWABLE BEDROCK BEARING PRESSURE: 15,000 (PSF)

NET ALLOWABLE SOIL BEARING PRESSURE: 4,000 (PSF)

FROST DEPTH: 6' - 10" BELOW FINISH GRADE

FLOOD DESIGN DATA:

FLOOD DESIGN CLASS: N/A

LOWEST FLOOR ELEVATION: 66 (FT)

DRY FLOODPROOF ELEVATION: 25 (FT)

BOTTOM OF LOWEST HORIZONTAL

STRUCTURAL MEMBER: 61 (FT)

7" CONCRETE SLAB: 88 (PSF)

COLLATERAL LOADS: 10 (PSF)

FLOOR DEAD LOADS:

US Army Corps of Engineers ®

SHEET ID

U S

A R

M Y

C O

R P

S O

F E

N G

IN

E

E R

S D

R A

W N

B Y

D E

S

IG

N E

D B

Y

S U

B M

IT

T

E D

B Y

S

IZ

E

C H

E C

K E

D B

Y x

IS

S

U E

D A

T E

C O

N T

R A

C T

N O

S O

L

IC

IT

A

T

IO

N N

O

A

D A

T E

M A

R K

D E

S C

R

IP

T

IO

N

F ile

P a th

P lo t D a te

2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20

B

C

D

E

F

G

H

J

K

L

M

N

P

WVA B120

R T

A S

U B

M

IS

S

IO

N /0

/2

IS

S

U E

F O

R C

O N

S T

R U

C T

IO

N

A u to d e s k D o cs

/A

U S

-0 -U

S A

C E

N

Y W

V A

B ld g R e c a p /S

-W V

A R

.r v t

/2

/2

:2

:2

P

M

S-001

G E

N E

R A

L N

O T

E S

W A

T E

R V

L

IE

T A

R S

E N

A L N

Y

N Y

D

IS

T R

IC

T

A R

C A

D

IS

U .S

I N

C

R

O U

T E

S

U

IT

E

C L

IF

T O

N P

A R

K N

Y

C C

A L K

IN

S

D W

A S

H

IN

G T

O N

C C

A L K

IN

S

L B

O W

E

/0

/2

W D

S F

W D

S F

I D

C -M

R E

C A

P

IT

A L

IZ

A T

IO

N

O F

B U

IL

D

IN

G

B

P R

O J E

C T

N O

W

D

S F

SOILS AND FOUNDATIONS

REQUIRED VERIFICATION AND INSPECTION OF SOILS

1705.6 SOILS. SPECIAL INSPECTIONS AND TESTS OF EXISTING SITE SOIL CONDITIONS, FILL PLACEMENT AND LOAD-BEARING REQUIREMENTS SHALL BE PERFORMED IN ACCORDANCE WITH THIS SECTION AND TABLE 1705.6. THE APPROVED GEOTECHNICAL REPORT AND THE CONSTRUCTION DOCUMENTS PREPARED BY THE REGISTERED DESIGN PROFESSIONALS SHALL BE USED TO DETERMINE COMPLIANCE. DURING FILL PLACEMENT, THE SPECIAL INSPECTOR SHALL VERIFY THAT PROPER MATERIALS AND PROCEDURES ARE USED IN ACCORDANCE WITH THE PROVISIONS OF THE APPROVED

GEOTECHNICAL REPORT.

EXCEPTION: WHERE SECTION 1803 DOES NOT REQUIRE REPORTING OF MATERIALS AND PROCEDURES FOR FILL PLACEMENT, THE SPECIAL INSPECTOR SHALL VERIFY THAT THE IN-PLACE DRY DENSITY OF THE COMPACTED FILL IS NOT LESS THAN 90 PERCENT OF THE MAXIMUM DRY DENSITY AT OPTIMUM MOISTURE CONTENT DETERMINED IN

ACCORDANCE WITH ASTM D 1557.

1705.7 DRIVEN DEEP FOUNDATIONS. SPECIAL INSPECTIONS AND TESTS SHALL BE PERFORMED DURING INSTALLATION OF DRIVEN DEEP FOUNDATION ELEMENTS AS SPECIFIED IN TABLE 1705.7. THE APPROVED GEOTECHNICAL REPORT AND THE CONSTRUCTION DOCUMENTS PREPARED BY THE REGISTERED DESIGN PROFESSIONALS SHALL BE USED TO DETERMINE

COMPLIANCE.

1705.8 CAST-IN-PLACE DEEP FOUNDATIONS. SPECIAL INSPECTIONS AND TESTS SHALL BE PERFORMED DURING INSTALLATION OF CAST-IN-PLACE DEEP FOUNDATION ELEMENTS AS SPECIFIED IN TABLE 1705.8. THE APPROVED GEOTECHNICAL REPORT AND THE CONSTRUCTION DOCUMENTS PREPARED BY THE REGISTERED DESIGN PROFESSIONALS

SHALL BE USED TO DETERMINE COMPLIANCE.

1705.9 HELICAL PILE FOUNDATIONS. CONTINUOUS SPECIAL INSPECTIONS SHALL BE PERFORMED DURING INSTALLATION OF HELICAL PILE FOUNDATIONS. THE INFORMATION RECORDED SHALL INCLUDE INSTALLATION EQUIPMENT USED, PILE DIMENSIONS, TIP ELEVATIONS, FINAL DEPTH, FINAL INSTALLATION TORQUE AND OTHER PERTINENT INSTALLATION DATA AS REQUIRED BY THE REGISTERED DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE. THE APPROVED GEOTECHNICAL REPORT AND THE CONSTRUCTION DOCUMENTS PREPARED BY THE REGISTERED DESIGN PROFESSIONAL SHALL BE USED TO

DETERMINE COMPLIANCE.

SCHEDULE OF TESTING AND INSPECTION AGENCIES

1. SPECIAL INSPECTION COORDINATOR

TBA

2. SUPPLEMENTAL INSPECTOR

TBA

SPECIAL INSPECTION AGENCIES FIRM ADDRESS, TELEPHONE, E-MAIL

3. TESTING AGENCY

TBA

TBA

TBA

TBA

TBA

TBA

TBA

TABLE 1705.6 – REQUIRED SPECIAL INSPECTIONS AND TESTS OF SOILS

1. VERIFY MATERIALS BELOW SHALLOW FOUNDATION ARE ADEQUATE TO ACHIEVE THE

DESIGN BEARING CAPACITY.

2. VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE REACHED

PROPER MATERIAL.

3. PERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL MATERIALS.

4. VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT THICKNESSES DURING

PLACEMENT AND COMPACTION OF COMPACTED FILL.

5. PRIOR TO PLACEMENT OF COMPACTED FILL, INSPECT SUBGRADE AND VERIFY THAT

SITE HAS BEEN PREPARED PROPERLY.

TYPE CONTINUOUS PERIODIC

- X

- X

- X

X -

- X

CAST-IN-PLACE CONCRETE

REQUIRED SPECIAL INSPECTIONS AND TESTS OF CONCRETE CONSTRUCTION

SECTION 1705.3 & TABLE 1705.3 FROM IBC 2018

(CAST-IN-PLACE CONCRETE PORTIONS ONLY)

1705.3 CONCRETE CONSTRUCTION. SPECIAL INSPECTIONS AND TESTS OF CONCRETE CONSTRUCTION SHALL BE

PERFORMED IN ACCORDANCE WITH THIS SECTION AND TABLE 1705.3.

EXCEPTION: SPECIAL INSPECTIONS SHALL NOT BE REQUIRED FOR:

1. ISOLATED SPREAD CONCRETE FOOTINGS OF BUILDINGS THREE STORIES OR LESS ABOVE GRADE PLANE THAT

ARE FULLY SUPPORTED ON EARTH OR ROCK.

2. CONTINUOUS CONCRETE FOOTINGS SUPPORTING WALLS OF BUILDINGS THREE STORIES OR LESS ABOVE GRADE

PLANE THAT ARE FULLY SUPPORTED ON EARTH OR ROCK WHERE:

1. THE FOOTINGS SUPPORT WALLS OF LIGHT FRAME CONSTRUCTION.

2. THE FOOTINGS ARE DESIGNED IN ACCORDANCE WITH TABLE 1809.7.

3. THE STRUCTURAL DESIGN OF THE FOOTING IS BASED ON A SPECIFIED COMPRESSIVE STRENGTH, F'C, NO MORE THAN 2,500 POUNDS PER SQUARE INCH, REGARDLESS OF THE COMPRESSIVE STRENGTH

SPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS OR USED IN THE FOOTING

CONSTRUCTION.

3. NONSTRUCTURAL CONCRETE SLABS SUPPORTED DIRECTLY ON THE GROUND, INCLUDING PRESTRESSED SLABS ON GRADE, WHERE THE EFFECTIVE PRESTRESS IN THE CONCRETE IS LESS THAN 150 POUNDS PER SQUARE INCH.

4. CONCRETE FOUNDATION WALLS CONSTRUCTED IN ACCORDANCE WITH TABLES 1807.1.6.2.

5. CONCRETE PATIOS, DRIVEWAYS AND SIDEWALKS, ON GRADE.

1705.3.1 WELDING OF REINFORCING BARS. SPECIAL INSPECTIONS OF WELDING AND QUALIFICATION OF SPECIAL INSPECTORS FOR REINFORCING BARS SHALL BE IN ACCORDANCE WITH THE REQUIREMENTS OF AWS D1.4 FOR SPECIAL

INSPECTION AND OF AWS D1.4 FOR SPECIAL INSPECTOR QUALIFICATION.

TABLE 1705.3 – REQUIRED SPECIAL INSPECTIONS AND TESTS OF

CONCRETE CONSTRUCTION

1. INSPECT REINFORCEMENT, INCLUDING

PRESTRESSING TENDONS, AND VERIFY

PLACEMENT

2. REINFORCING BAR WELDING:

a. VERIFY WELDABILITY OF REINFORCING BARS

OTHER THAN ASTM A 706;

b. INSPECT SINGLE-PASS FILLET WELDS, MAXIMUM 5/16"; AND

c. INSPECT ALL OTHER WELDS.

3. INSPECT ANCHORS CAST IN CONCRETE.

4. INSPECT ANCHORS POST-INSTALLED IN

HARDENED CONCRETE MEMBERS.

a. ADHESIVE ANCHORS INSTALLED IN

HORIZONTALLY OR UPWARDLY INCLINED

ORIENTATIONS TO RESIST SUSTAINED

TENSION LOADS.

b. MECHANICAL ANCHORS AND ADHESIVE

ANCHORS NOT DEFINED IN 4.A.

5. VERIFYING USE OF REQUIRED DESIGN MIX.

6. PRIOR TO CONCRETE PLACEMENT, FABRICATE

SPECIMENS FOR STRENGTH TESTS, PERFORM

SLUMP AND AIR CONTENT TESTS, AND DETERMINE

THE TEMPERATURE OF THE CONCRETE.

7. INSPECT CONCRETE AND SHOTCRETE

PLACEMENT FOR PROPER APPLICATION

TECHNIQUES.

8. VERIFY MAINTENANCE OF SPECIFIED CURING

TEMPERATURE AND TECHNIQUES.

9. VERIFICATION OF IN-SITU CONCRETE STRENGTH

PRIOR TO REMOVAL OF SHORES AND FORMS

FROM BEAMS AND STRUCTURAL SLABS.

10. INSPECT FORMWORK FOR SHAPE, LOCATION AND

DIMENSIONS OF THE CONCRETE MEMBER BEING

FORMED.

REFERENCED

STANDARD

IBC

REFERENCE

ACI 318 CH. 20,

25.2, 25.3, 26.6.1-26.6.3 1908.4

TYPE PERIODICCONTINUOUS

- X

AWS D1.4

ACI 318: 26.6.4

X

X

X

ACI 318: 17.8.2 -- X

ACI 318: 17.8.2.4

ACI 318: 17.8.2

X

X

ACI 318: CH. 19,

26.4.3, 26.4.4

1904.1, 1904.2, 1908.2, 1908.3

- X

ASTM C 172

ASTM C 31

ACI 318: 26.5,

26.12

1908.10X -

ACI 318: 26.5

1908.6, 1908.7,

1908.8 X -

ACI 318: 26.11.2 -- X

ACI 318:

26.11.1.2(b)

-- X

ACI 318:

26.5.3-26.5.5

1908.9- X

MASONRY

REQUIRED SPECIAL INSPECTIONS AND TESTS OF MASONRY CONSTRUCTION

TMS 402-16 / TMS 602-16 - QUALITY ASSURANCE PROVISIONS

1705.4 MASONRY CONSTRUCTION. SPECIAL INSPECTIONS AND TESTS OF MASONRY CONSTRUCTION SHALL BE PERFORMED IN ACCORDANCE WITH THE QUALITY ASSURANCE PROGRAM REQUIREMENTS OF TMS 402 AND TMS 602.

EXCEPTION: SPECIAL INSPECTIONS AND TESTS SHALL NOT BE REQUIRED FOR:

1. EMPIRICALLY DESIGNED MASONRY, GLASS UNIT MASONRY OR MASONRY VENEER DESIGNED IN ACCORDANCE WITH SECTION 2109, 2110 OR CHAPTER 14, RESPECTIVELY, WHERE THEY ARE PART OF A STRUCTURE CLASSIFIED

AS RISK CATEGORY I, II OR III.

2. MASONRY FOUNDATION WALLS CONSTRUCTED IN ACCORDANCE WITH TABLE 1807.1.6.3(1), 1807.1.6.3(2), 1807.1.6.3(3) OR 1807.1.6.3(4).

3. MASONRY FIREPLACES, MASONRY HEATERS OR MASONRY CHIMNEYS INSTALLED OR CONSTRUCTED IN

ACCORDANCE WITH SECTION 2111, 2112 OR 2113, RESPECTIVELY.

1705.4.1 EMPIRICALLY DESIGNED MASONRY, GLASS UNIT MASONRY AND MASONRY VENEER IN RISK CATEGORY IV. SPECIAL INSPECTIONS AND TESTS FOR EMPIRICALLY DESIGNED MASONRY, GLASS UNIT MASONRY OR MASONRY VENEER DESIGNED IN ACCORDANCE WITH SECTION 2109, 2110 OR CHAPTER 14, RESPECTIVELY, WHERE THEY ARE PART OF A STRUCTURE CLASSIFIED AS RISK CATEGORY IV SHALL BE PERFORMED IN ACCORDANCE WITH TMS 402, LEVEL B QUALITY ASSURANCE.

1705.4.2 VERTICAL MASONRY FOUNDATION ELEMENTS. SPECIAL INSPECTIONS AND TESTS OF VERTICAL MASONRY

FOUNDATION ELEMENTS SHALL BE PERFORMED IN ACCORDANCE WITH SECTION 1705.4.

TMS 402 TABLE 3.1 – MINIMUM QUALITY ASSURANCE LEVEL

PART 3 OR APPENDIX B OR APPENDIX C

PART 4

APPENDIX A

DESIGNED IN ACCORDANCE WITH RISK CATEGORY

I, II, OR III

RISK CATEGORY

IV

LEVEL 2 LEVEL 3

LEVEL 2LEVEL 1

LEVEL 1 NOT PERMITTED

TMS 602 TABLE 3 – MINIMUM VERIFICATION REQUIREMENTS

1. PRIOR TO CONSTRUCTION, VERIFICATION OF

COMPLIANCE OF SUBMITTALS

2. PRIOR TO CONSTRUCTION, VERIFICATION OF

f’m AND f’AAC, EXCEPT WHERE SPECIFICALLY

EXEMPTED BY THE CODE.

3. DURING CONSTRUCTION, VERIFICATION OF

SLUMP FLOW AND VISUAL STABILITY INDEX

(VSI) WHEN SELF-CONSOLIDATING GROUT IS

DELIVERED TO THE PROJECT SITE.

4. DURING CONSTRUCTION, VERIFICATION OF f’m AND f’AAC FOR EVERY 5,000 SQ. FT.

5. DURING CONSTRUCTION, VERIFICTION OF

PROPORTIONS OF MATERIALS AS DELIVERED

TO THE PROJECT SITE FOR PREMIXED OR

PREBLENDED MORTAR, PRESTRESSING

GROUT, AND GROUT OTHER THAN SELF-

CONSOLIDATING GROUT.

REQUIRED FOR QUALITY ASSURANCE

REFERENCE

FOR CRITERIA

MINIMUM VERIFICATION

REQUIRED ART. 1.4BREQUIRED

REQUIRED ART. 1.5 & 1.6.3

NOT

REQUIRED

REQUIRED

LEVEL 2 LEVEL 3 TMS 602LEVEL 1

REQUIRED ART. 1.5REQUIRED

REQUIRED ART. 1.4B

NOT

REQUIRED

NOT

REQUIRED

REQUIRED ART. 1.4B

NOT

REQUIRED

NOT

REQUIRED

TMS 602 TABLE 4 – MINIMUM SPECIAL INSPECTION REQUIREMENTS

1. AS MASONRY CONSTRUCTION BEGINS, VERIFY

THAT THE FOLLOWING ARE IN COMPLIANCE:

a. PROPORTIONS OF SITE-PREPARED MORTAR

b. GRADE AND SIZE OF PRESTRESSING

TENDONS AND ANCHORAGES

c. GRADE, TYPE AND SIZE OF REINFORCEMENT, CONNECTORS, ANCHOR BOLTS, AND

PRESTRESSING TENDONS AND ANCHORAGES

d. PRESTRESSING TECHNIQUE

e. PROPERTIES OF THIN-BED MORTAR FOR AAC MASONRY(a)

f. SAMPLE PANEL CONSTRUCTION

2. PRIOR TO GROUTING, VERIFY THAT THE

FOLLOWING ARE IN COMPLIANCE:

a. GROUT SPACE

b. PLACEMENT OF PRESTRESSING TENDONS

AND ANCHORAGES

c. PLACEMENT OF REINFORCEMENT, CONNECTORS, AND ANCHOR BOLTS

d. PROPORTIONS OF SITE-PREPARED GROUT

AND PRESTRESSING GROUT FOR BONDED

TENDONS

3. VERIFY COMPLIANCE OF THE FOLLOWING DURING

CONSTRUCTION:

a. MATERIALS AND PROCEDURES WITH THE

APPROVED SUBMITTALS

b. PLACEMENT OF MASONRY UNITS AND MORTAR

JOINT CONSTRUCTION

c. SIZE AND LOCATION OF STRUCTURAL

MEMBERS

d. TYPE, SIZE, AND LOCATION OF ANCHORS, INCLUDING OTHER DETAILS OF ANCHORAGE

OF MASONRY TO STRUCTURAL MEMBERS,

FRAMES, OR OTHER CONSTRUCTION

e. WELDING OF REINFORCEMENT

f. PREPARATION, CONSTRUCTION, AND

PROTECTION OF MASONRY DURING COLD

WEATHER (TEMPERATURE BELOW 40˚F) OR

HOT WEATHER (TEMPERATURE ABOVE 90˚F)

g. APPLICATION AND MEASUREMENT OF

PRESTRESSING FORCE

h. PLACEMENT OF GROUT AND PRESTRESSING

GROUT FOR BONDED TENDONS IS IN

COMPLIANCE

i. PLACEMENT OF AAC MASONRY UNITS AND

CONSTRUCTION OF THIN-BED MORTAR

JOINTS(a)

4. OBSERVE PREPARATION OF GROUT SPECIMENS,

MORTAR SPECIMENS, AND/OR PRISMS

FREQUENCY

REFERENCE FOR

CRITERIA

MINIMUM VERIFICATION

PERIODIC

ART. 2.1,

2.6A, 2.6C

NOT

REQUIRED

PERIODIC

LEVEL 2 LEVEL 3 TMS 602LEVEL 1 TMS 402

PERIODIC

ART. 2.4B,

2.4H

NOT

REQUIRED

PERIODIC

REQUIRED

NOT

REQUIRED

PERIODIC

ART. 3.4,

3.6A

NOT

REQUIRED

PERIODIC

PERIODIC ART. 3.6B

NOT

REQUIRED

PERIODIC

CONTINUOUS ART. 2.1 C.1

NOT

REQUIRED

CONTINUOUS

CONTINUOUS ART. 1.6D

NOT

REQUIRED

PERIODIC

CONTINUOUS

ART. 3.2D,

3.2F

NOT

REQUIRED

PERIODIC

PERIODIC ART. 2.4, 3.6

NOT

REQUIRED

PERIODIC

SEC. 10.8,

10.9

CONTINUOUS

ART. 3.2E,

3.4

NOT

REQUIRED

PERIODIC

SEC. 6.1, 6.3.1,

6.3.6, 6.3.7

PERIODIC

ART. 2.6B,

2.4 G.1.b

NOT

REQUIRED

PERIODIC

PERIODIC ART. 1.5

NOT

REQUIRED

PERIODIC

PERIODIC ART. 3.3B

NOT

REQUIRED

PERIODIC

PERIODIC ART. 3.3F

NOT

REQUIRED

PERIODIC

PERIODIC

NOT

REQUIRED

PERIODIC

SEC. 1.2.1(e), 6.2.1, 6.3.1

CONTINUOUS

NOT

REQUIRED

CONTINUOUS SEC. 6.1.6.1.2

PERIODIC

NOT

REQUIRED

PERIODIC

ART. 1.8C,

1.8D

CONTINUOUS

NOT

REQUIRED

CONTINUOUS ART. 3.6B

CONTINUOUS

ART. 3.5,

3.6C

NOT

REQUIRED

CONTINUOUS

CONTINUOUS

ART. 3.3B.9,

3.3F.1.b

NOT

REQUIRED

CONTINUOUS

PERIODIC

NOT

REQUIRED

PERIODIC

ART.

1.4B.2.a.3, 1.4B.2.b.3, 1.4B.2.c.3, 1.4B.3, 1.4B.4

a. LEVEL 2: CONTINUOUS FREQUENCY FOR THE FIRST 5,000 SQUARE FEET OF AAC MASONRY, PERIODIC FREQUENCY

AFTER THE FIRST 5,000 SQUARE FEET OF AAC MASONRY.

STRUCTURAL STEEL (INCLUDING JOISTS)

REQUIREMENTS FOR INSPECTION OF STRUCTURAL STEEL

AISC 360-16: CHAPTER N5 (QUALITY ASSURANCE PROVISIONS)

1705.2 STEEL CONSTRUCTION. THE SPECIAL INSPECTIONS AND NON-DESTRUCTIVE TESTING OF STEEL CONSTRUCTION IN BUILDINGS, STRUCTURES, AND PORTIONS THEREOF SHALL BE IN ACCORDANCE WITH THIS SECTION.

EXCEPTION: SPECIAL INSPECTIONS OF THE STEEL FABRICATION PROCESS SHALL NOT BE REQUIRED WHERE THE FABRICATION PROCESS FOR THE ENTIRE BUILDING OR STRUCTURE DOES NOT INCLUDE ANY WELDING, THERMAL CUTTING OR HEATING OPERATION OF ANY KIND. IN SUCH CASES, THE FABRICATOR SHALL BE REQUIRED TO SUBMIT A DETAILED PROCEDURE FOR MATERIAL CONTROL THAT DEMONSTRATES THE FABRICATOR’S ABILITY TO MAINTAIN SUITABLE RECORDS AND PROCEDURES SUCH THAT, AT ANY TIME DURING THE FABRICATION PROCESS, THE MATERIAL SPECIFICATION AND GRADE FOR THE MAIN STRESS-CARRYING ELEMENTS ARE CAPABLE OF BEING DETERMINED. MILL TEST REPORTS SHALL BE IDENTIFIABLE TO THE MAIN STRESS-CARRYING ELEMENTS WHERE REQUIRED BY THE

APPROVED CONSTRUCTION DOCUMENTS.

1705.2.1 STRUCTURAL STEEL. SPECIAL INSPECTIONS AND NONDESTRUCTIVE TESTING OF STRUCTURAL STEEL ELEMENTS IN BUILDINGS, STRUCTURES AND PORTIONS THEREOF SHALL BE IN ACCORDANCE WITH THE QUALITY ASSURANCE INSPECTION

REQUIREMENTS OF AISC 360.

EXCEPTION: SPECIAL INSPECTION OF RAILING SYSTEMS COMPOSED OF STRUCTURAL STEEL ELEMENTS SHALL BE

LIMITED TO WELDING INSPECTION OF WELDS AT THE BASE OF CANTILEVERED RAIL POSTS.

1705.2.2 COLD-FORMED STEEL DECK. SPECIAL INSPECTIONS AND QUALIFICATION OF WELDING SPECIAL INSPECTORS FOR COLD-FORMED STEEL FLOOR AND ROOF DECK SHALL BE IN ACCORDANCE WITH THE QUALITY ASSURANCE INSPECTION

REQUIREMENTS OF SDI QA/QC.

1705.2.3 OPEN-WEB STEEL JOISTS AND JOIST GIRDERS. SPECIAL INSPECTIONS OF OPEN-WEB STEEL JOISTS AND JOIST GIRDERS IN BUILDINGS, STRUCTURES AND PORTIONS THEREOF SHALL BE IN ACCORDANCE WITH TABLE 1705.2.3.

1705.2.4 COLD-FORMED STEEL TRUSSES SPANNING 60 FEET OR GREATER. WHERE A COLD-FORMED STEEL TRUSS CLEAR SPAN IS 60 FEET (18 288 MM) OR GREATER, THE SPECIAL INSPECTOR SHALL VERIFY THAT THE TEMPORARY INSTALLATION RESTRAINT/BRACING AND THE PERMANENT INDIVIDUAL TRUSS MEMBER RESTRAINT/BRACING ARE INSTALLED IN

ACCORDANCE WITH THE APPROVED TRUSS SUBMITTAL PACKAGE.

AISC 360 SECTION N5 SUMMARY TABLE – STEEL INSPECTION REQUIREMENTS

1. REVIEW MATERIAL TEST REPORTS AND CERTIFICATIONS AS LISTED IN SECTION N3.2

FOR COMPLIANCE WITH THE CONSTRUCTION DOCUMENTS.

2. INSPECT THE FABRICATED STEEL TO VERIFY COMPLIANCE WITH THE DETAILS SHOWN

ON THE SHOP DRAWINGS.

3. INSPECT THE ERECTED STEEL FRAME TO VERIFY COMPLIANCE WITH THE FIELD

INSTALLED DETAILS SHOWN ON THE ERECTION DRAWINGS.

4. INSPECTION DURING THE PLACEMENT OF ANCHOR RODS AND OTHER EMBEDMENTS

SUPPORTING STRUCTURAL STEEL FOR COMPLIANCE WITH THE CONSTRUCTION

DOCUMENTS.

5. INSPECT THE FABRICATED STEEL OR ERECTED STEEL FRAME, AS APPLICABLE, TO

VERIFY COMPLIANCE WITH THE DETAILS SHOWN ON THE CONSTRUCTION

DOCUMENTS.

6. EXPOSED CUT SURFACES OF GALVANIZED STRUCTURAL STEEL MAIN MEMBERS AND

EXPOSED CORNERS OF RECTANGULAR HSS SHALL BE VISUALLY INSPECTED FOR

CRACKS SUBSEQUENT TO GALVANIZING. CRACKS SHALL BE REPAIRED OR THE

MEMBER SHALL BE REJECTED.

7. THE ACCEPTANCE OR REJECTION OF JOINT DETAILS AND THE CORRECT APPLICATION

OF JOINT DETAILS SHALL BE DOCUMENTED.

INSPECTION TASK QA QC

a. OBSERVE (O): THE INSPECTOR SHALL OBSERVE THESE ITEMS ON A RANDOM BASIS. OPERATIONS NEED NOT BE DELAYED

PENDING THESE INSPECTIONS.

b. PERFORM (P): THESE TASKS SHALL BE PERFORMED FOR EACH WELDED JOINT OR MEMBER AND EACH BOLTED

CONNECTION.

SECTION N5 - OTHER INSPECTION TASKS

O -

- O

- O

O -

O -

O O

TABLE N5.4-1 INSPECTION TASKS PRIOR TO WELDING

1. WELDER QUALIFICATION RECORDS AND CONTINUITY RECORDS

2. WPS AVAILABLE

3. MANUFACTURER CERTIFICATIONS FOR WELDING CONSUMABLES AVAILABLE

4. MATERIAL IDENTIFICATION (TYPE/GRADE)

5. WELDER IDENTIFICATION SYSTEM[a]

6. FIT-UP OF GROOVE WELDS (INCLUDING JOINT GEOMETRY)

• JOINT PREPARATIONS

• DIMENSIONS (ALIGNMENT, ROOT OPENING, ROOT FACE, BEVEL)

• CLEANLINESS (CONDITION OF STEEL SURFACES)

• TACKING (TACK WELD QUALITY AND LOCATION)

• BACKING TYPE AND FIT (IF APPLICABLE)

7. FIT-UP OF CJP GROOVE WELDS OF HSS T-, Y- AND K-JOINTS WITHOUT BACKING

(INCLUDING JOINT GEOMETRY)

• JOINT PREPARATIONS

• DIMENSIONS (ALIGNMENT, ROOT OPENING, ROOT FACE, BEVEL)

• CLEANLINESS (CONDITION OF STEEL SURFACES)

• TACKING (TACK WELD QUALITY AND LOCATION)

8. CONFIGURATION AND FINISH OF ACCESS HOLES

9. FIT-UP OF FILLET WELDS

• DIMENSIONS (ALIGNMENT, GAPS AT ROOT)

• CLEANLINESS (CONDITION OF STEEL SURFACES) O O

• TACKING (TACK WELD QUALITY AND LOCATION)

10. CHECK WELDING EQUIPMENT

P O

P P

P P

O O

O O

O O

P O

O O

O O

O O

TABLE N5.4-2 INSPECTION TASKS DURING WELDING

1. CONTROL AND HANDLING OF WELDING CONSUMABLES

• PACKAGING

• EXPOSURE CONTROL

2. NO WELDING OVER CRACKED TACK WELDS

3. ENVIRONMENTAL CONDITIONS

• WIND SPEED WITHIN LIMITS

• PRECIPITATION AND TEMPERATURE

4. WPS FOLLOWED

• SETTINGS ON WELDING EQUIPMENT

• TRAVEL SPEED

• SELECTED WELDING MATERIALS

• SHIELDING GAS TYPE/FLOW RATE

• PREHEAT APPLIED

• INTERPASS TEMPERATURE MAINTAINED (MIN./MAX.)

• PROPER POSITION (F, V, H, OH)

5. WELDING TECHNIQUES

• INTERPASS AND FINAL CLEANING O O

• EACH PASS WITHIN PROFILE LIMITATIONS

• EACH PASS MEETS QUALITY REQUIREMENTS

6. PLACEMENT AND INSTALLATION OF STEEL HEADED STUD ANCHORS

O O

O O

O O

O O

O O

P P

TABLE N5.4-3 INSPECTION TASKS AFTER WELDING

1. WELDS CLEANED

2. SIZE, LENGTH AND LOCATION OF WELDS

3. WELDS MEET VISUAL ACCEPTANCE CRITERIA

A. • CRACK PROHIBITION

B. • WELD/BASE-METAL FUSION

C. • CRATER CROSS SECTION

D. • WELD PROFILES

E. • WELD SIZE

F. • UNDERCUT

G. • POROSITY

4. ARC STRIKES

5. k-AREA[a]

6. WELD ACCESS HOLES IN ROLLED HEAVY SHAPES AND BUILT-UP HEAVY SHAPES[b]

7. BACKING REMOVED AND WELD TABS REMOVED (IF REQUIRED)

8. REPAIR ACTIVITIES

9. DOCUMENT ACCEPTANCE OR REJECTION OF WELDED JOINT OR MEMBER

10. NO PROHIBITED WELDS HAVE BEEN ADDED WITHOUT THE APPROVAL OF THE EOR

a. WHEN WELDING OF DOUBLER PLATES, CONTINUITY PLATES OR STIFFENERS HAS BEEN PERFORMED IN THE K-AREA, VISUALLY INSPECT THE WEB K-AREA FOR CRACKS WITHIN 3 IN. (75 MM) OF THE WELD.

b. AFTER ROLLED HEAVY SHAPES (SEE SECTION A3.1C) AND BUILT-UP HEAVY SHAPES (SEE SECTION A3.1D) ARE WELDED, VISUALLY INSPECT THE WELD ACCESS HOLE FOR CRACKS.

a. THE FABRICATOR OR ERECTOR, AS APPLICABLE, SHALL MAINTAIN A SYSTEM BY WHICH A WELDER WHO HAS WELDED A JOINT OR MEMBER CAN BE IDENTIFIED. STAMPS, IF USED, SHALL BE THE LOW-STRESS TYPE.

O O

P P

P P

P P

P P

P P

P P

P P

P P

O O

1. MANUFACTURER’S CERTIFICATIONS AVAILABLE FOR FASTENER MATERIALS

2. FASTENERS MARKED IN ACCORDANCE WITH ASTM REQUIREMENTS

3. CORRECT FASTENERS SELECTED FOR THE JOINT DETAIL (GRADE, TYPE, BOLT LENGTH

IF THREADS ARE TO BE EXCLUDED FROM SHEAR PLANE)

4. CORRECT BOLTING PROCEDURE SELECTED FOR JOINT DETAIL

5. CONNECTING ELEMENTS, INCLUDING THE APPROPRIATE FAYING SURFACE CONDITION

AND HOLE PREPARATION, IF SPECIFIED, MEET APPLICABLE REQUIREMENTS

6. PRE-INSTALLATION VERIFICATION TESTING BY INSTALLATION PERSONNEL OBSERVED

AND DOCUMENTED FOR FASTENER ASSEMBLIES AND METHODS USED

7. PROTECTED STORAGE PROVIDED FOR BOLTS, NUTS, WASHERS AND OTHER FASTENER

COMPONENTS

TABLE N5.6-1 INSPECTION TASKS PRIOR TO BOLTING

TABLE N5.6-2 INSPECTION TASKS DURING BOLTING

1. FASTENER ASSEMBLIES PLACED IN ALL HOLES AND WASHERS AND NUTS ARE

POSITIONED AS REQUIRED

2. JOINT BROUGHT TO THE SNUG-TIGHT CONDITION PRIOR TO THE PRETENSIONING

OPERATION

3. FASTENER COMPONENT NOT TURNED BY THE WRENCH PREVENTED FROM ROTATING

4. FASTENERS ARE PRETENSIONED IN ACCORDANCE WITH THE RCSC SPECIFICATION,

PROGRESSING SYSTEMATICALLY FROM THE MOST RIGID POINT TOWARD THE FREE

EDGES

TABLE N5.6-3 INSPECTION TASKS AFTER BOLTING

1. DOCUMENT ACCEPTANCE OR REJECTION OF BOLTED CONNECTIONS P P

O P

O O

O O

O O

O O

P O

O O

O O

O O

O O

O O

P P

FIRE-RESISTANT MATERIALS

REQUIRED VERIFICATION AND INSPECTION OF FIRE-RESISTANT MATERIALS

1705.14 SPRAYED FIRE-RESISTANT…