general structural notes -...

ALL CONCRETE EXPOSED TO FREEZE/THAW CYCLES OR DEICING CHEMICALSSHALL CONFORM TO ACI 318, SECTION 19.3.2.1, EXPOSURE CLASS "F1".

THICKNESS: SPAN RATING EDGE NAILING:FIELDNAILING:

3/8" 24/0 8d AT 6" o.c. 8d AT 12" o.c.

7/16" 24/16 8d AT 6" o.c. 8d AT 12" o.c.

15/32" 32/16 8d AT 6" o.c. 8d AT 12" o.c.

19/32" 40/20 10d AT 6" o.c. 10d AT 12" o.c.

3/4" 48/24 10d AT 6" o.c. 10d AT 12" o.c.

1" 60/48 10d AT 6" o.c. 10d AT 12" o.c.

1 1/8" 60/48 10d AT 6" o.c. 10d AT 12" o.c.

ALL PLYWOOD SHALL BE LAID WITH FACE GRAIN PERPENDICULAR TO SUPPORTS,SHALL BE C-D OR C-C SHEATHING CONFORMING TO IBC 2303.1.4 AND SHALLCONFORM TO THE FOLLOWING NOMINAL THICKNESS, SPAN RATING AND NAILINGPATTERN U.N.O.:

A.P.A. PERFORMANCE RATED SHEATHING (OSB) MAY BE USED AS AN ALTERNATETO PLYWOOD. RATED SHEATHING SHALL COMPLY WITH PRP-108 OR USDOC-PS2,EXPOSURE 1, AND SHALL HAVE A SPAN RATING EQUIVALENT TO OR BETTER THANTHE PLYWOOD IT REPLACES. ATTACHMENT AND THICKNESS SHALL BE THE SAMEAS THE PLYWOOD IT REPLACES. INSTALL PER MFR.'S RECOMMENDATIONS.

A. GENERAL

B. BASIS FOR DESIGN

C. FOUNDATION

D. CONCRETE

D. CONCRETE (CONT'D.)

E. MASONRY

E. MASONRY (CONT'D.)

F. REINFORCING STEEL

G. COLD-FORMED STEEL

I. STRUCTURAL STEEL

H. WOOD

GENERAL STRUCTURAL NOTES

LOCATION IN STRUCTURE: STRENGTH (PSI): LARGEST AGGREGATE SIZE:

FOOTING/FOUNDATION WALLS 3000 3/4" MIN. 1 1/2" MAX.

SLABS ON GRADE 3000 1 1/2" MIN. 1 3/4" MAX.LIGHT WEIGHT CONCRETEOVER STEEL DECK

3500 3/4" MIN. 1" MAX.

f'm: BLOCK: GROUT: MORTAR: MORTAR TYPE:

1500 PSI 1900 PSI 2000 PSI 1800 PSI TYPE S

2500 PSI 3750 PSI 3750 PSI 2500 PSI TYPE M

EXPOSURE CONDITION: COVER:

CAST AGAINST AND PERMANENTLY 3"

EXPOSED TO EARTH

EXPOSED TO EARTH OR WEATHER(INCLUDING SLABS ON GRADE)

NO. 5 AND SMALLER 1 1/2"

NO. 6 AND LARGER 2"

NOT EXPOSED TO WEATHER OR IN

CONTACT WITH GROUNDSTRUCTURAL SLABS, WALLS, JOISTS

NO. 11 AND SMALLER 3/4"

NO. 14 AND LARGER 1 1/2"

BEAMS, COLUMNS (PRIMARY REINFORCEMENT, 1 1/2"

TIES, STIRRUPS, SPIRALS)

SHAPE: STANDARD: Fy:

ROLLED WIDE FLANGE SECTIONS ASTM A992 50 KSI

OTHER STANDARD STEEL SHAPES ASTM A36 36 KSI

AND ROLLED SECTIONS

BARS AND PLATES ASTM A36 36 KSI

OR

ASTM A572, GRADE 50 (WHERENOTED)

50 KSI

PIPES ASTM A53, GRADE B 36 KSIHOLLOW STRUT. SECTIONS (RECT.) ASTM A500, GRADE B 46 KSIHOLLOW STRUCT. SECTIONS(ROUND) ASTM A500, GRADE B 42 KSI

THESE DRAWINGS HAVE BEEN PREPARED USING STANDARDS OF PROFESSIONALCARE AND COMPLETENESS NORMALLY EXERCISED UNDER SIMILARCIRCUMSTANCES BY REPUTABLE STRUCTURAL ENGINEERS IN THIS OR SIMILARLOCALITIES. THEY ASSUME THAT THE WORK DEPICTED WILL BE PERFORMED BYAN EXPERIENCED CONTRACTOR AND/OR WORKMEN WHO HAVE A WORKINGKNOWLEDGE OF THE APPLICABLE CODE STANDARDS AND REQUIREMENTS AND OFINDUSTRY ACCEPTED STANDARD GOOD PRACTICE. AS NOT EVERY CONDITION ORELEMENT IS (OR CAN BE) EXPLICITLY SHOWN ON THESE DRAWINGS, THECONTRACTOR SHALL USE INDUSTRY ACCEPTED STANDARD GOOD PRACTICE FORMISCELLANEOUS WORK NOT EXPLICITLY SHOWN.

1.

THESE DRAWINGS REPRESENT THE FINISHED STRUCTURE. THEY DO NOTINDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL BE SOLELYRESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES,PROCEDURES, LAGGING, SHORING, BRACING, FORM-WORK, ETC. AS REQUIREDFOR THE PROTECTION OF LIFE AND PROPERTY DURING CONSTRUCTION.CONSTRUCTION MATERIALS SHALL BE UNIFORMLY SPREAD OUT SUCH THATDESIGN LIVE LOAD PER SQUARE FOOT AS NOTED HEREIN IS NOT EXCEEDED.

2.

DESIGN OF ITEMS NOT PART OF THE PRIMARY STRUCTURAL SYSTEM (SUCH ASSTAIRS, RAILINGS, NON-STRUCTURAL WALLS) AND PREFABRICATED STRUCTURALITEMS (SUCH AS FLOOR, ROOF TRUSSES) SHALL BE PROVIDED BY OTHERS UNLESSSPECIFICALLY NOTED ON THESE DRAWINGS. REFER TO SUBMITTALS SECTION FORITEMS THAT MUST BE SUBMITTED FOR REVIEW AND FOR SUBMITTALREQUIREMENTS.

3.

THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, CONDITIONS AND ELEVATIONSWITH ARCH'L. DRAWINGS AND RESOLVE ANY DISCREPANCIES WITH THEARCHITECT PRIOR TO START OF CONSTRUCTION. CONTRACTOR SHALL ESTABLISHAND VERIFY ALL OPENINGS AND INSERTS FOR ARCH'L., MECH., PLUMBING ANDELECTRICAL WITH APPROPRIATE TRADES, DRAWINGS AND SUBCONTRACTORSPRIOR TO CONSTRUCTION.

4.

TYPICAL DETAILS AND NOTES SHALL APPLY, THOUGH NOT NECESSARILYINDICATED AT A SPECIFIC LOCATION ON PLANS. WHERE NO DETAILS ARE SHOWN,CONSTRUCTION SHALL CONFORM TO SIMILAR WORK ON THE PROJECT. DETAILSMAY SHOW ONLY ONE SIDE OF CONNECTION OR MAY OMIT INFORMATION FORCLARITY.

5.

NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER GENERALSTRUCTURAL NOTES AND TYPICAL DETAILS.

6.

STANDARDS AND CODE REFERENCES NOTED IN THESE CONSTRUCTIONDOCUMENTS REFER TO THE EDITIONS ADOPTED BY THE BUILDING CODESPECIFIED IN THE BASIS FOR DESIGN. REFERENCES NOT SPECIFICALLY ADOPTEDBY SAID BUILDING CODE REFER TO THE LATEST EDITION.

7.

ALL INSPECTIONS REQUIRED BY THE BUILDING CODES, JURISDICTION, OR THESEPLANS SHALL BE PROVIDED BY AN INDEPENDENT INSPECTION COMPANY OR THEBUILDING DEPARTMENT. SITE VISITS BY THE ENGINEER DO NOT CONSTITUTE ANINSPECTION.

8.

1.

2.

3.

4.

5.

6.

7.

FOUNDATIONS DESIGNED PER RECOMMENDATIONS BY EARTHTEC ENGINEERING,REPORT NO. 169001, DATED OCTOBER 17, 2016. SITE PREPARATION, GRADING,TESTS, INSPECTIONS, FIELD OBSERVATIONS, OR APPROVAL FROM THEGEOTECHNICAL ENGINEER RECOMMENDED BY THE GEOTECHNICAL REPORT ANDANY ADDENDA SHALL BE COMPLETED PRIOR TO CONSTRUCTION OF FOUNDATIONS.

1.

ALLOWABLE DEAD PLUS LIVE LOAD SOIL PRESSURE = 2000 PSF (OVERSTRUCTURAL FILL PER GEOTECHNICAL REPORT).

2.

TRENCHES AND EXCAVATIONS UNDER OR ADJACENT TO FOUNDATIONS SHALL BEPROPERLY BACKFILLED AND COMPACTED.

3.

WATER PROOFING AS MAY BE REQUIRED AT SOIL FACE OF WALLS BELOWGRADE SHALL BE BY OTHERS.

4.

ALL CONCRETE CONSTRUCTION SHALL BE PERFORMED IN ACCORDANCE WITH ACI318 AND ACI 301, EXCEPT AS MODIFIED BY THE CONSTRUCTION DOCUMENTS.

1.

MIN. 28 DAY COMPRESSIVE STRENGTH, f'c, AND LARGEST NOMINAL AGGREGATESIZE SHALL BE AS NOTED BELOW. MAX. WATER/CEMENT RATIO FOR CONCRETE INCONTACT WITH SOIL SHALL BE 0.45.

2.

CONCRETE MIXES SHALL BE DESIGNED BY A CERTIFIED LABORATORY, STAMPEDBY AN APPROPRIATELY LICENSED SPECIALTY ENGINEER, AND APPROVED BY THEENGINEER OF RECORD. MIX DESIGNS SHALL INCLUDE THE PROJECT NAME ANDINDICATE THEIR USE WITHIN THE STRUCTURE. MIX DESIGNS SHALL BEPROPORTIONED TO MINIMIZE SHRINKAGE AND HAVE PROVEN SHRINKAGECHARACTERISTICS OF 0. 05% OR LESS BASED ON TESTING PER ASTM C157.

3.

IF USED, EARLY STRENGTH CONCRETE SHALL BE PROPORTIONED TO DEVELOPTHE 28 DAY COMPRESSIVE STRENGTH AT THE AGE REQUIRED BY THECONTRACTOR. CONTRACTOR SHALL SUBMIT TEST DATA FOR REVIEW BY THESTRUCTURAL ENGINEER TO SUBSTANTIATE THE CONCRETE STRENGTH AT THEREQUIRED AGE.

4.

ALL CONCRETE SHALL BE NORMAL WEIGHT OF 145 POUNDS PER CUBIC FOOTUSING HARD ROCK AGGREGATES CONFORMING TO ASTM C33 U.N.O. WHERELIGHTWEIGHT CONCRETE IS SPECIFIED, CONCRETE SHALL BE 110 POUNDS PERCUBIC FOOT USING AGGREGATES CONFORMING TO ASTM C330.

5.

MAX. SLUMP SHALL BE 5 INCHES (EXCEPTION: WHERE ADMIXTURES/PLASTICIZERSHAVE BEEN INCLUDED IN MIX DESIGN TO IMPROVE WORKABILITY, SLUMP LIMITSHALL BE BASED ON ADMIXTURE MFR.'S RECOMMENDATIONS). MIX WATER SHALLBE CLEAN AND POTABLE.

6.

PORTLAND CEMENT SHALL CONFORM TO ASTM C150. TYPE II CEMENT MAY BEUSED. CEMENT SHALL BE TYPE V WITH POZZOLAN WHERE CONCRETE IS INCONTACT WITH SOIL CONTAINING VERY SEVERE SULFATE EXPOSURE.

7.

FLY ASH MAY BE USED IN CONCRETE, SUBJECT TO APPROVAL BY THE ARCHITECT,PROVIDED THE FOLLOWING CONDITIONS ARE MET:

8.

FLY ASH SHALL COMPLY WITH ASTM C618.8.1.

CEMENT CONTENT SHALL BE REDUCED A MINIMUM OF 15 PERCENT UP TO AMAXIMUM OF 25 PERCENT WHEN COMPARED TO AN EQUIVALENT CONCRETE MIXDESIGN WITHOUT FLY ASH. FLY ASH CONTENT SHALL NOT COMPRISE MORE THAN35 PERCENT OF THE TOTAL CEMENTITIOUS CONTENT. THE WATER-CEMENT RATIOSHALL BE CALCULATED BASED ON THE TOTAL CEMENTITIOUS MATERIAL IN THE MIX.

8.2.

CLASS F FLY ASH SHALL BE USED IN SULFATE RESISTANT CONCRETE WITH f'cEQUAL TO OR GREATER THAN 4000 PSI. CLASS C FLY ASH MAY BE USEDELSEWHERE.

8.3.

WATER SOLUBLE CHLORIDE ION CONCENTRATIONS IN CONCRETE SHALL BELIMITED PER ACI 318, SECTION 4.3, EXPOSURE CLASS "C1".

9.

TIME BETWEEN CONCRETE BATCHING AND PLACEMENT SHALL BE IN ACCORDANCEWITH ASTM C94.

10.

CONCRETE MIXING, PLACEMENT AND QUALITY SHALL BE PER ACI 318.MECHANICALLY VIBRATE ALL CONCRETE WHEN PLACED. SLABS ON GRADE NEEDBE VIBRATED ONLY AROUND AND UNDER FLOOR DUCTS OR SIMILAR ELEMENTS.REMOVE ALL DEBRIS FROM FORMS BEFORE PLACING CONCRETE. CONCRETESHALL NOT BE DROPPED THROUGH REINFORCING STEEL SO AS TO CAUSESEGREGATION OF AGGREGATES. UNCONFINED FALL OF CONCRETE SHALL NOTEXCEED 5 FEET.

11.

PROTECT CONCRETE FROM DAMAGE OR REDUCED STRENGTH DUE TO COLD ORHOT WEATHER IN ACCORDANCE WITH ACI 305 AND 306. CONTRACTOR SHALL TAKESPECIAL CURING PRECAUTIONS TO MINIMIZE SHRINKAGE CRACKING OF CONCRETESLABS.

13.

ALL ITEMS TO BE CAST IN CONCRETE SUCH AS REINFORCEMENT, DOWELS, BOLTS,ANCHORS, SLEEVES, ETC., SHALL BE SECURELY POSITIONED IN THE FORMS.

14.

CONSTRUCTION JOINTS OR POUR JOINTS IN STRUCTURAL ELEMENTS (BEAMS,COLUMNS, ELEVATED SLABS, ETC.) NOT SPECIFICALLY SHOWN OR NOTED ON THEDRAWINGS REQUIRE PRIOR APPROVAL OF THE ENGINEER. CONTRACTOR SHALLSUBMIT SHOP DRAWINGS SHOWING PROPOSED JOINTS TO ENGINEER FORAPPROVAL.

15.

CONSTRUCTION JOINT SURFACES SHALL BE CLEANED AND LAITANCE REMOVED.HORIZONTAL JOINT SURFACES SHALL BE ROUGHENED TO 1/4" AMPLITUDE.THOROUGHLY WET ALL JOINT SURFACES AND REMOVE STANDING WATERIMMEDIATELY PRIOR TO NEW CONCRETE PLACEMENT.

16.

CONCRETE SHALL BE CURED IN ACCORDANCE WITH ACI 318, SECTIONS 5.11.1 OR5.11.2, WHICHEVER IS APPLICABLE, UNLESS ALTERNATE METHODS HAVE BEENAPPROVED BY THE ARCHITECT AND ENGINEER. WHERE CURING COMPOUNDSHAVE BEEN APPROVED FOR SLAB CURING, CONTRACTOR SHALL BE RESPONSIBLEFOR VERIFYING COMPATIBILITY OF COMPOUNDS WITH ANTICIPATED FLOOR FINISH(e.g., RESILIENT TILE) PRIOR TO CURING COMPOUND APPLICATION.

17.

GROUT BENEATH COLUMN BASES OR BEARING PLATES SHALL BE 5000 PSI (MIN.)NON-SHRINK FLOWABLE GROUT OR DRYPACK. INSTALL GROUT BENEATH BEARINGPLATES BEFORE FRAMING MEMBER IS INSTALLED. AT COLUMNS, INSTALL GROUTBENEATH BASE PLATES AFTER COLUMN HAS BEEN PLUMBED. FRAMING (NOTINCLUDING CONCRETE OVER STEEL DECK OR CONCRETE TOPPING AS OCCURS)MAY BE INSTALLED ONE LEVEL ABOVE BASE PLATE PRIOR TO PLACING GROUTBENEATH BASE PLATES. GROUT SHALL BE PLACED BENEATH BASE PLATES PRIORTO INSTALLATION OF ANY FRAMING TWO OR MORE LEVELS ABOVE BASE PLATE.GROUT DEPTH SHALL BE 1 1/2" TYPICAL, OR SHALL BE SUFFICIENT TO ALLOWGROUT OR DRYPACK TO BE PLACED BENEATH PLATE WITHOUT VOIDS.

18.

ALL MASONRY CONSTRUCTION SHALL BE PERFORMED IN ACCORDANCE WITH IBC2104 AND ACI 530.1.

1.

MASONRY COMPRESSIVE STRENGTH, f'm, SHALL BE 1500 PSI U.N.O. AND SHALL BEVERIFIED BY THE PRISM TEST METHOD OUTLINED IN IBC 2105.2.2.2. AS A MINIMUM,28 DAY COMPRESSIVE STRENGTHS OF INDIVIDUAL COMPONENTS (i.e., BLOCK,GROUT, AND MORTAR) SHALL BE AS NOTED BELOW. GREATER STRENGTHS SHALLBE USED AS REQUIRED FOR COMBINED SYSTEM TO ACHIEVE SPECIFIED VALUE OFf'm. MIN. BLOCK STRENGTH SPECIFIED IS ON NET AREA.

2.

STRUCTURAL MASONRY SHALL BE HOLLOW, MEDIUM WEIGHT (115 PCF),LOAD-BEARING CONCRETE MASONRY UNITS CONFORMING TO ASTM C90. BLOCKTEST DATA BY A CERTIFIED LABORATORY SHALL BE SUBMITTED FOR REVIEW. ALLBLOCKS SHALL BE PLACED IN RUNNING BOND CONSTRUCTION U.N.O. WITH ALLVERTICAL CELLS IN ALIGNMENT.

3.

GROUT SHALL CONFORM TO REQUIREMENTS OF IBC 2103.13. USE SUFFICIENTWATER FOR GROUT TO FLOW INTO ALL JOINTS OF THE MASONRY WITHOUTSEGREGATION. FLY ASH IS NOT PERMITTED IN GROUT. ONLY SOLID GROUT CELLSWITH REINFORCING UNLESS REQUIREMENT TO SOLID GROUT ENTIRE WALL ISSPECIFICALLY NOTED ON PLANS OR SCHEDULE. HOLD GROUT DOWN 1-1/2" BELOWTOP OF BLOCK AT GROUT LIFT JOINTS.

4.

MORTAR MIX SHALL CONFORM TO REQUIREMENTS OF IBC 2103.9. SEE TABLEABOVE FOR MORTAR TYPE.

5.

GROUT AND MORTAR MIXES SHALL BE DESIGNED BY A CERTIFIED LABORATORY,STAMPED BY AN APPROPRIATELY LICENSED SPECIALTY ENGINEER, ANDAPPROVED BY THE ENGINEER OF RECORD. MIX DESIGNS SHALL INCLUDE THEPROJECT NAME AND INDICATE THEIR USE WITHIN THE STRUCTURE.

6.

LAP REINFORCING BARS PER TYPICAL REBAR LAP SCHEDULE (MASONRY) U.N.O.7.

REINFORCING SHALL BE SECURED IN ITS PROPER POSITION WITHIN THE CELL TOPREVENT LATERAL DISPLACEMENT PRIOR TO GROUTING BY WIRE POSITIONERS OROTHER SUITABLE DEVICES AT INTERVALS NOT EXCEEDING 10'-0" o.c. MAX.

8.

MIN. WALL VERT. REINF., U.N.O. ON PLANS OR DETAILS, SHALL BE #5 BAR VERT.FULL HEIGHT IN CENTER OF GROUTED CELL AT ALL WALL INTERSECTIONS,CORNERS, WALL ENDS, JAMBS AT WALL OPENINGS, AND AT EACH SIDE OFCONTROL JOINTS. REFER TO PLAN FOR TYPICAL WALL VERT. REINF. SIZE ANDSPACING. DOWEL ALL VERT. REINF. TO FOUNDATION WITH DOWELS TO MATCH ANDLAP VERT. REINF.

9.

MIN. WALL HORIZ. REINF., U.N.O. ON PLANS OR DETAILS, SHALL BE (2) #5 BARS INCENTER OF 32" DEEP (MIN.) CONTINUOUS GROUTED BOND BEAM AT ELEVATEDFLOOR AND ROOF LINES AND SINGLE #5 BAR IN CENTER OF 16" DEEP CONTINUOUSGROUTED BOND BEAM AT TOP OF PARAPET OR FREE STANDING WALL AND ATINTERVALS NOT TO EXCEED 48" o.c. PLACE BARS AT ELEVATED FLOOR AND ROOFLINES CONTINUOUS THROUGH CONTROL JOINTS. PROVIDE BENT BARS PERTYPICAL DETAILS TO MATCH AND LAP HORIZ. BOND BEAM REINF. AT CORNERS ANDWALL INTERSECTIONS TO MAINTAIN BOND BEAM CONTINUITY. USE BOND BEAMUNITS AT HORIZ. REINF.

10.

MIN. LINTEL, WHERE NOT NOTED ON PLANS, SHALL HAVE A MIN. OF (2) #5CONTINUOUS HORIZ. BARS IN BOTTOM OF BOND BEAM OR LINTEL BLOCK ANDSHALL BE GROUTED SOLID TO A MIN. DEPTH OF 24". SILLS SHALL BE REINFORCEDWITH SINGLE #5 BAR IN BOND BEAM BLOCK GROUTED SOLID TO MIN. DEPTH OF 8".ALL LINTEL OR SILL REINF. AND GROUT SHALL EXTEND 2'-0" MIN. PAST JAMBS U.N.O.ON PLANS OR DETAILS.

11.

MECH., ELECT., AND PLUMBING PENETRATIONS THRU MASONRY SHALL COMPLYWITH THE FOLLOWING:

12.

DO NOT CUT ANY REINF. THAT MAY INTERFERE WITH PENETRATIONS. INSTALL ANYSLEEVES REQUIRED BY MECH., ELECT., OR PLUMBING PRIOR TO GROUTING.

12.1.

PENETRATIONS SHALL NOT BE CORED OR CUT INTO MASONRY WITHOUT PRIORWRITTEN APPROVAL OF ENGINEER THRU THE ARCHITECT.

12.2.

PENETRATIONS THRU LINTELS, PILASTERS, AND JAMBS ARE PERMITTED ONLYWHERE SPECIFICALLY DETAILED.

12.3.

CONDUIT AND PIPING PARALLEL TO PLANE OF WALL SHALL NOT BE EMBEDDED INWALL U.N.O.

12.4.

REINFORCING STEEL SHALL BE DETAILED AND PLACED IN ACCORDANCE WITH ACI318 AND CRSI'S MANUAL OF STANDARD PRACTICE.

1.

REINFORCING STEEL SHALL CONFORM TO ASTM A615 OR ASTM A706 (A706REQUIRED FOR ALL REINFORCING TO BE WELDED) AND SHALL BE GRADE 60 (fy = 60KSI) DEFORMED BARS U.N.O. REINFORCING IN SLABS ON GRADE MAY BE GRADE 40(fy = 40 KSI) DEFORMED BARS FOR ALL BARS #4 AND SMALLER U.N.O. ON PLANS ORDETAILS.

2.

WELDED WIRE FABRIC SHALL CONFORM TO THE REQUIREMENTS OF ASTM A185.LAPS IN WELDED WIRE FABRIC SHALL BE MADE SUCH THAT THE OVERLAP,MEASURED BETWEEN OUTERMOST CROSS WIRE OF EACH FABRIC SHEET, IS NOTLESS THAN THE SPACING OF CROSS WIRES PLUS 2 INCHES.

3.

FIBER REINFORCING MAY BE USED WHERE SPECIFICALLY NOTED ON PLANS ANDSHALL BE FIBERMESH 650 BY PROPEX CONCRETE SYSTEMS OR TUF-STRAND SF BYEUCLID CHEMICAL COMPANY OR APPROVED EQUAL. FIBERS SHALL COMPLY WITHASTM C 1116 TYPE III, SECTION 4.1.3, AND SHALL BE MIXED WITH CONCRETE ANDPLACED PER MFR. RECOMMENDATIONS AT A MINIMUM OF 3.0 LB/CUBIC YARD U.N.O.

4.

RECTANGULAR PLATE DOWELS AND SMOOTH ROUND DOWELS USED AT CONTROLAND CONSTRUCTION JOINTS IN SLABS ON GRADE SHALL CONFORM TO ASTM A36.REFER TO TYPICAL CONTROL JOINTS IN SLAB ON GRADE DETAIL FOR SIZE,PLACEMENT, SPACING, ETC. RECTANGULAR PLATE DOWELS SHALL BE BY PNACONSTRUCTION TECHNOLOGIES (800-542-0214) OR OTHER MFR. APPROVED BYENGINEER. INSTALL ALL PLATE DOWEL BASKET ASSEMBLIES PER MFR.'SRECOMMENDATIONS.

5.

ALL DIMENSIONS SHOWING THE LOCATION OF REINFORCING STEEL NOT NOTED AS"CLEAR" OR "CLR." ARE TO CENTER OF STEEL. CLEAR COVER FORNON-PRESTRESSED CONCRETE REINFORCING SHALL BE AS NOTED BELOW, U.N.O.ON PLANS OR DETAILS. CLEAR COVER FOR PRESTRESSED CONCRETE AND FORPRECAST CONCRETE MANUFACTURED UNDER PLANT CONTROL CONDITIONSSHALL BE PER ACI 318, SECTIONS 7.7.2 AND 7.7.3, RESPECTIVELY.

6.

LAP SPLICES OF REINFORCING STEEL SHALL CONFORM TO TYPICAL REBAR LAPSCHEDULE U.N.O. NO TACK WELDING OF REINFORCING BARS ALLOWED. LATESTACI CODE AND DETAILING MANUAL APPLY. AT WALLS AND FOOTINGS, PROVIDEBENT CORNER BARS TO MATCH AND LAP WITH HORIZ. BARS AT ALL CORNERS ANDINTERSECTIONS U.N.O. VERT. WALL BARS SHALL BE SPLICED AT OR NEAR FLOORLINES. SPLICE TOP BARS AT CENTER LINE OF SPAN AND BOTTOM BARS AT THESUPPORT IN SPANDRELS, BEAMS, GRADE BEAMS, ETC., U.N.O. ON PLANS ORDETAILS.

7.

ROOF LOADS: DEAD LOAD: LIVE LOAD (REDUCIBLE):

18 PSF 20 PSF

BUILDING CODE: INTERNATIONAL BUILDING CODE 2015

FLOOR LOADS: DEAD LOAD: LIVE LOAD (REDUCIBLE):

40 PSF 250 PSF STORAGE

WIND LOADS: 115 MPH BASIC WIND SPEED COMPONENT AND CLADDING

EXPOSURE C WIND PRESSURE PER

ASCE7-10 INTERNAL PRESSURE

COEFFICIENT (GCpi) = 0.18

SEISMIC LOADS:

SNOW LOADS: 43 PSF (GROUND)

RISK RISK CATEGORY II

CATEGORY: SEISMIC IMPORTANCE FACTOR = 1.0

MECHANICAL SPLICE COUPLERS SHALL HAVE CURRENT ICC APPROVAL AND SHALLBE CAPABLE OF DEVELOPING 125% OF THE SPLICED BAR'S YIELD STRENGTH.

8.

ALL REINFORCING SHALL BE BENT COLD. BARS SHALL NOT BE UN-BENT ANDRE-BENT. FIELD BENDING OF REBAR SHALL NOT BE ALLOWED UNLESSSPECIFICALLY NOTED.

9.

WELDING OF REINFORCING BARS, METAL INSERTS, AND CONNECTIONS SHALL BEMADE ONLY AT LOCATIONS SHOWN ON PLANS OR DETAILS. SEE WELDING SECTIONOF G.S.N. FOR ADDITIONAL REQUIREMENTS.

10.

REINFORCING BAR SPACINGS SHOWN ON PLANS ARE MAX. ON CENTERDIMENSIONS. DOWEL ALL VERT. REINFORCING TO FOUNDATION. SECURELY TIEALL BARS IN LOCATION BEFORE PLACING CONCRETE. MIN. CLEAR SPACINGBETWEEN PARALLEL REINFORCEMENT SHALL BE THE LARGER OF 1-1/2 TIMESNOMINAL BAR DIA. OR 1-1/3 TIMES MAX. AGGREGATE SIZE OR 1-1/2". CLEARSPACING LIMITATION APPLIES ALSO TO CLEAR DISTANCE BETWEEN A CONTACTLAP SPLICE AND ADJACENT SPLICES OR BARS.

11.

SHEAR REINFORCEMENT AT SLAB TO COLUMN CONNECTIONS, AS SHOWN ON THEPLANS AND DETAILS, SHALL BE STUDRAILS AS MANUFACTURED BY DECON PER ICCESR-2494.

12.

MIN. REINFORCING AT EDGES OF CONCRETE WALL OPENINGS SHALL BE (2) #5BARS. EXTEND THE GREATER OF THE DEVELOPMENT LENGTH OF THE BAR PERTYPICAL REBAR LAP SCHEDULE OR 24" MIN. PAST EDGES OF OPENING U.N.O.HOOK ENDS AT INTERFERENCE WITH EXTENSION.

13.

MIN. REINFORCING IN CONCRETE SLABS OVER STEEL DECK SHALL BE6x6-W1.4xW1.4 WELDED WIRE FABRIC U.N.O. ON PLANS. PLACE REINFORCING ATTHE APPROXIMATE CENTERLINE OF THE CONCRETE DEPTH OVER THE TOP FLUTEOF THE DECK U.N.O.

14.

ALL COLD-FORMED STEEL SHALL BE FABRICATED AND ERECTED IN ACCORDANCEWITH MFR'S RECOMMENDATIONS AND IN ACCORDANCE WITH THE LATEST EDITIONOF "NORTH AMERICAN SPECIFICATIONS FOR THE DESIGN OF COLD-FORMED STEELSTRUCTURAL MEMBERS" BY AISI.

1.

STRUCTURAL DRAWINGS TYPICALLY SHOW ONLY THE PRIMARY STRUCTURALFRAMING ELEMENTS OF THE SYSTEM. CONTRACTOR SHALL PROVIDE ALLACCESSORIES INCLUDING TRACKS, WEB STIFFENERS, BLOCKING, LINTELS, CLIPANGLES, REINFORCEMENTS, FASTENING DEVICES, BRACING, AND OTHERACCESSORIES AS RECOMMENDED BY THE MFR. TO PROVIDE A COMPLETEFRAMING SYSTEM.

2.

STEEL FOR 54, 68 AND 97 MILS THICK (16, 14 AND 12 GAGE) STUDS AND JOISTSSHALL HAVE A MIN. YIELD STRENGTH OF 50 KSI. STEEL FOR ALL THINNER STUDSAND JOISTS, ALL THICKNESSES OF TRACK, ALL DIAGONAL TENSION STRAPS ANDBRACES, AND BRIDGING SHALL HAVE A MIN. YIELD STRENGTH OF 33 KSI. STEELSHALL BE GALVANIZED OR THOROUGHLY COATED WITH RUST INHIBITIVE PAINT ATALL LOCATIONS.

3.

FASTENING OF COMPONENTS SHALL BE WITH SELF-TAPPING SCREWS OR WELDS.ALL WELDS OF GALVANIZED STEEL SHALL BE TOUCHED UP WITH ZINC-RICH PAINT.ALL WELDS OF CARBON SHEET STEEL SHALL BE TOUCHED UP WITH RUSTINHIBITIVE PAINT.

4.

SCREWS SHALL BE SELF-TAPPING PAN HEAD, HEX HEAD, OR WAFER HEAD SHEETMETAL SCREWS. SCREWS WHICH ARE REMOVED SHALL BE REPLACED BY ASCREW OF A LARGER DIA. WHERE THE REPLACEMENT IS MADE INTO AN EXISTINGHOLE. REPLACE ALL SCREWS WHICH STRIP OUT MATERIAL. SCREWS SHALL BESPACED NO CLOSER THAN 5/8" o.c. AND WITH A MIN. FREE EDGE DISTANCE OF 1/2".CLIP ANGLES OR FLAT CLIPS USED FOR ATTACHMENTS SHALL BE 20 GAGE MIN.,U.N.O. SIZE CLIP ANGLES AND FLAT CLIPS TO MAINTAIN MIN. SCREW SPACING ANDEDGE DISTANCES NOTED ABOVE. ALL SCREWS #8 AND LARGER SHALL HAVE A MIN.HEAD SIZE OF 5/16".

5.

ALL WELDING SHALL BE PERFORMED BY WELDERS EXPERIENCED IN COLD-FORMEDSTEEL FRAMING WORK. ALL WELDING SHALL USE E60 SERIES ELECTRODES (MIN.ROD DIA. = 1/8") AND SHALL CONFORM WITH THE LATEST AMERICAN WELDINGSOCIETY STANDARDS.

6.

ALL STUDS SHALL BE SECURELY SEATED FOR FULL END BEARING ON TOP ANDBOTTOM TRACK. U.N.O., PROVIDE DOUBLE STUDS AT ALL JAMBS, CORNERS,INTERSECTIONS, AND BEAM BEARING.

7.

WALL STUD BRIDGING AS RECOMMENDED BY THE STUD MFR. SHALL BE INSTALLEDTO PREVENT BOTH WEAK AXIS BENDING AND STUD ROTATION AT 4'-0" MAX.INTERVALS. WALLS 8'-0" AND SHORTER SHALL HAVE A SINGLE ROW OF BRIDGINGAT MID-HEIGHT. ADDITIONALLY, BRIDGING SHALL BE PROVIDED AT ROOF LINESAND WHERE NOTED ON THE DRAWINGS. SOLID BLOCKING SHALL BE INSTALLED INLIEU OF BRIDGING WHERE NOTED ON THE DRAWINGS.

8.

STUDS, JAMBS AND TRIMMERS SIZES WHERE NOT SPECIFICALLY NOTED ONDRAWINGS SHALL BE 600S162-43 MIN. TRACK SIZE WHERE NOT SPECIFICALLYNOTED SHALL BE 600T125-43 MIN.

9.

JOISTS, STUDS, TRACK, ETC. SHALL HAVE STEEL THICKNESS AND EFFECTIVESECTION PROPERTIES AS LISTED IN THE STEEL STUD MFR.'S ASSOCIATIONPRODUCT TECHNICAL GUIDE, ICC ESR-3064P, OR EQUIVALENT.

10.

STRUCTURAL STEEL MEMBERS SHALL CONFORM TO THE FOLLOWING STANDARDSAND MATERIAL PROPERTIES U.N.O:

1.

ALL STRUCTURAL AND MISC. STEEL SHALL BE FABRICATED AND ERECTED INACCORDANCE WITH AISC 303 AND SHALL BE COMPLETED BY AN "APPROVED STEELFABRICATOR."

2.

ASTM A6 HOT-ROLLED SHAPES WITH FLANGE THICKNESS EXCEEDING 2" SHALL BESUPPLIED WITH CHARPY V-NOTCH TESTING IN ACCORDANCE WITH ASTM A6,SUPPLEMENTARY REQUIREMENT S30. IMPACT TESTS SHALL MEET A MINIMUMAVERAGE TOUGHNESS OF 20 FT-LB AT 70 °F. SPLICES, WELD ACCESS HOLES,COMPATIBLE WELDING PROCEDURES, WELDING PREHEAT REQUIREMENTS, ANDTHERMAL CUT SURFACE PREPARATION AND INSPECTION SHALL BE MADE INACCORDANCE WITH SECTIONS J1.5, J1.6, J2.7, AND M2.2 OF AISC 360. WELD TABSAND BACKING AT SPLICES SHALL BE REMOVED AND THE SURFACES GROUNDSMOOTH.

3.

SHEAR CONNECTORS (SUCH AS HEADED STEEL STUDS, STEEL BARS, OR STEELLUGS), REINFORCING BARS, DEFORMED ANCHORS, OR THREADED STUDS SHALLNOT BE ATTACHED TO THE TOP FLANGES OF BEAMS, JOISTS, OR BEAMATTACHMENTS SO THAT THEY PROJECT VERTICALLY FROM OR HORIZONTALLYACROSS THE TOP FLANGE OF THE MEMBER UNTIL AFTER THE METAL DECKING, OROTHER WALKING/WORKING SURFACE, HAS BEEN INSTALLED.

4.

SEE CONCRETE SECTION OF G.S.N. FOR GROUTING REQUIREMENTS BENEATHCOLUMN BASES AND BEARING PLATES.

5.

SITE CLASS D

SEISMIC DESIGN CATEGORY D

R = 5.0

SS = 1.186

S1 = 0.436

SDS = 0.811

SD1 = 0.454

SYSTEM: SPECIAL

REINFORCED MASONRY SHEAR

WALLS

ANALYSIS: EQUIVALENT

LATERAL FORCE PROCEDURE

BASE SHEAR, V = CsW = 0.162 W

30 PSF + DRIFT (ROOF)

12.

1.

2.

CONTINUOUS

AMERICAN NATIONAL STANDARDS INSTITUTE

CENTER LINE

ARCHITECTURAL

DIAMETER

DIAGONAL

CONTROL JOINT

ANCHOR BOLT

REQUIRED

OPPOSITE

ON CENTER

NOT TO SCALE

MISCELLANEOUS

MECHANICAL

INSIDE DIAMETER

HOLLOW STRUCTURAL SECTION

EACH FACE

EACH WAY

KIP (1,000 LBS)

PLYWOOD

KNOCKOUT

ELEVATION

ENGINEER OF RECORD

FINISH FLOOR

INFORMATION

MANUFACTURER

TOP OF DECK

TOP OF FOOTING

TOP OF STEEL

TOP OF WALL

VERTICAL

TOP OF LEDGER

STANDARD

SPECIFICATION

TOP AND BOTTOM

UNLESS NOTED OTHERWISE

TONGUE AND GROOVE

POUNDS PER LINEAR FOOT

POUNDS PER SQUARE INCH

OUTSIDE DIAMETER

KIPS PER SQUARE INCH

AMERICAN SOCIETY FOR TESTING AND MATERIALS

AMERICAN INSTITUTE OF STEEL CONSTRUCTION

COMPLETE JOINT PENETRATION

ALTERNATE


AMERICAN IRON AND STEEL INSTITUTE

ALL COMMON SURFACES

POUNDS PER SQUARE FOOT

AMERICAN CONCRETE INSTITUTE

LONG LEG VERTICAL

LONG LEG HORIZONTAL

REQ'D.

PLYWD.

PSF

PSI

SIM.

T.O.

STD.

WT.

TYP.

w/

w/o

T & G

VERT.

U.N.O.

T.O.W.

T.O.S.

T.O.F.

T.O.D.

T & B

T.O.L.

SPEC.

FTG.

FT.

FLR.

HORIZ.

K

JT.

I.D.

KSI

K.O.

GA.

G.S.N.

HSS

INFO.

MIN.

o.c.

LLV

LLH

MFR.

O.D.

PL.

PLF

MAX.

MECH.

MISC.

N.T.S.

OPP.

SIMILAR

WITH

WEIGHT

WITHOUT

TOP OF

TYPICAL

GAUGE

FLOOR

FOOT

JOINT

HORIZONTAL

PLATE

MINIMUM

MAXIMUM

FOOTING

ANSI

E.O.R.

AISI

ARCH'L.

ALT.

ACI

LC

DIA.

C.J.

BOT.

A.C.S.

C.J.P.

CLR.

COL.

DWG.

AISC

ASTM

CONT.

DIAG.

BRG.

A.B.

E.W.

E.F.

EQ.

EL.

F.F.

CLEAR DIMENSION TO FACE OF REBAR

BOTTOM

DRAWING

COLUMN

BEARING

EQUAL

B.F.F. BELOW FINISH FLOOR

GIRDER TRUSSG.T.

THROUGHTHRU

GLB GLULAM BEAM

LVL LAMINATED VENEER LUMBER

PARALLEL STRAND LUMBERPSL

INTERNATIONAL BUILDING CODEIBC

STANDARD ABBREVIATIONS

LAMINATED STRAND LUMBERLSL

INTERNATIONAL CODE COUNCILICC

SHEAR WALLSW

B.F. BOUNDARY FASTENERS

ELECTRICALELECT.

ANCHOR RODA.R.

AMERICAN WELDING SOCIETYAWS

CONCRETE REINFORCING STEEL INSTITUTECRSI

RESEARCH COUNCIL ON STRUCTURAL CONNECTIONSRCSC

SLRS SEISMIC LOAD RESISTING SYSTEM

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845 South 220 EastOrem, UT 84058

Phone: 801.229.0088 Fax: 801.229.0089www.sandstromarchitecture.com

DRAWN BY

CHECKED BY

DATE

PROJECT NO.

SHEET NUMBER

SHEET DESCRIPTION

DATE REVISION/ISSUE

DA

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No.

5049610

-2203

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CAD

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S001

STRUCTURAL GENERAL NOTES ANDLEGENDS

SHEET TITLE

• S001 STRUCTURAL GENERAL NOTES AND LEGENDS

• S002 STRUCTURAL GENERAL NOTES (CONT'D.)

• S003 TYPICAL DETAILS



• S006 NOTES AND SCHEDULES

• S101 FOUNDATION PLAN

• S201 MEZZANINE FLOOR FRAMING PLAN

• S202 ROOF FRAMING PLAN

• S301 FOUNDATION DETAILS

• S401 FRAMING DETAILS

SHEET INDEX

PLANCHECK SUBMITTAL

CONCRETE CONSTRUCTION SPECIAL INSPECTIONSVERIFICATION AND INSPECTION CONTINUOUS PERIODIC

INSPECTIONS OF HIGH-STRENGTH BOLTINGAISC 360 - TABLE N5.6-1

INSPECTION TASKS PRIOR TO BOLTING

INSPECTION TASKS PRIOR TO BOLTING CONTINUOUS PERIODIC

AISC 360 - TABLE N5.6-2

INSPECTION TASKS PRIOR TO BOLTING

INSPECTION TASKS PRIOR TO BOLTING CONTINUOUS PERIODIC


INSPECTION TASKS AFTER BOLTING

INSPECTION TASKS AFTER BOLTING CONTINUOUS PERIODIC


INSPECTION TASKS PRIOR TO WELDING

INSPECTION TASKS PRIOR TO WELDING CONTINUOUS PERIODIC

INSPECTION OF WELDING


INSPECTION TASKS DURING WELDING

INSPECTION TASKS DURING WELDING CONTINUOUS PERIODIC


INSPECTION TASKS AFTER WELDING

INSPECTION TASKS AFTER WELDING CONTINUOUS PERIODIC

ACI530 TABLE 3.1.2 - LEVEL B

VERIFICATION AND INSPECTION CONTINUOUS PERIODIC

J. STRUCTURAL STEEL WELDING

K. STRUCTURAL STEEL BOLTS, ANCHORS, HEADED STUDS

L. STEEL DECK

L. STEEL DECK (CONT'D)

M. STEEL JOISTS AND JOIST GIRDERS

N. SPECIAL INSPECTION

O. SUBMITTALS

N. SPECIAL INSPECTION (CONT'D) N. SPECIAL INSPECTION (CONT'D) N. SPECIAL INSPECTION (CONT'D)


1. INSPECTION OF REINFORCING STEEL, INCLUDING

PRESTRESSING TENDONS, AND PLACEMENT.- X

5. VERIFYING USE OF REQUIRED DESIGN MIX. - X

6. PRIOR TO CONCRETE PLACEMENT, FABRICATE SPECIMENTS

FOR STRENGTH TESTS, PERFORM SLUMP AND AIR CONTENT

TESTS, AND DETERMINE THE TEMPERATURE OF THE

CONCRETE.

X -

7. INSPECTION OF CONCRETE AND SHOTCRETE PLACEMENT

FOR PROPER APPLICATION TECHNIQUES.X -

8. VERIFY MAINTENANCE OF SPECIFIED CURING

TEMPERATURE AND TECHNIQUES.- X

9. INSPECTION OF PRESTRESSED CONCRETE: - -

A. APPLICATION OF PRESTRESSING FORCES. X -

B. GROUTING OF BONDED PRESTRESSING TENDONS IN

THE SEISMIC-FORCE-RESISTING SYSTEM.X -

10. INSPECT ERECTION OF PRECAST CONCRETE MEMBERS. - X

11. VERIFICATION OF IN-SITU CONCRETE STRENGTH, PRIOR TO

STRESSING OF TENDONS IN POSTTENSIONED CONCRETE

AND PRIOR TO REMOVAL OF SHORES AND FORMS FROMBEAMS AND STRUCTURAL SLABS.

- X

12. INSPECTION OF FORM WORK FOR SHAPE, LOCATION, AND

DIMENSION OF THE CONCRETE MEMBER BEING FORMED.- X

2. REINFORCING BAR WELDING: - -

A. VERIFY WELDABILITY OF REINFORCING BARS OTHER

THAN ASTM A706 B. INSPECT SINGLE-PASS FILLET WELDS, MAXIMUM 5/16"

- X

- X

C. INSPECT ALL OTHER WELDS X -

3. INSPECT ANCHORS CAST IN CONCRETE - X

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

- -

- X

X -

PROPER BOLTING PROCEDURE SELECTED FOR JOINT DETAIL

MANUFACTURER'S CERTIFICATIONS AVAILABLE FOR

FASTENER MATERIALS- X

FASTENERS MARKED IN ACCORDANCE WITH ASTM

REQUIREMENTS- X

PROPER FASTENERS SELECTED FOR THE JOINT DETAIL

(GRADE, TYPE, BOLT LENGTH IF THREADS ARE TO BE

EXCLUDED FROM SHEAR PLANE)

- X

- X

CONNECTING ELEMENTS, INCLUDING THE APPROPRIATE

FAYING SURFACE CONDITION AND HOLE PREPARATION, IFSPECIFIED, MEET APPLICABLE REQUIREMENTS

- X

PRE-INSTALLATION VERIFICATION TESTING BY INSTALLATION

PERSONNEL OBSERVED AND DOCUMENTED FOR FASTENER

ASSEMBLIES AND METHODS USED

X -

PROPER STORAGE PROVIDED FOR BOLTS, NUTS, WASHERS

AND OTHER FASTENER COMPONENTS- X

FASTENERS ASSEMBLIES, OF SUITABLE CONDITION, PLACED IN

ALL HOLES AND WASHERS (IF REQUIRED) ARE POSITIONED

FASTENERS ARE PRETENSIONED IN ACCORDANCE WITH THE

RCSC SPECIFICATION, PROGRESSING SYSTEMATICALLY FROMTHE MOST RIGID POINT TOWARD THE FREE EDGES

- X

- X

AS REQUIRED

JOINT BROUGHT TO THE SNUG-TIGHT CONDITION PRIOR TO THE

PRETENSIONING OPERATION- X

FASTENER COMPONENT NOT TURNED BY THE WRENCH

PREVENTED FROM ROTATING- X

DOCUMENT ACCEPTANCE OR REJECTION OF BOLTED

CONNECTIONS

INSPECTION OF WELDING

- X

- X

WELDING PROCEDURE SPECIFICATIONS (WPSs) AVAILABLE

MANUFACTURER CERTIFICATIONS FOR WELDING CONSUMBALES

AVAILABLEX -

X -

MATERIAL IDENTIFICATION (TYPE/GRADE) - X

WELDER IDENTIFICATION SYSTEM - X1

FIT-UP OF GROOVE WELDS (INCLUDING JOINT GEOMETRY)

JOINT PREPARATION

DIMENSIONS (ALIGNMENT, ROOT OPENING, ROOT FACE,

CLEANLINESS (CONDITION OF STEEL SURFACES)

BEVEL)

TACKING (TACK WELD QUALITY AND LOCATION)

BACKING TYPE AND FIT (IF APPLICABLE)

- X

CONFIGURATION AND FINISH OF ACCESS HOLES - X

FIT-UP OF FILLET WELDS

DIMENSIONS (ALIGNMENT, GAPS AT ROOT)

CLEANLINESS (CONDITION OF STEEL SURFACES)

TACKING (TACK WELD QUALITY AND LOCATION)

- X

CHECKING WELD EQUIPMENT - X

1THE 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.

USE OF QUALIFIED WELDERS

CONTROL AND HANDLING OF WELDING CONSUMBALES

- X

PACKAGING

EXPOSURE CONTROL

- X

NO WELDING OVER CRACKED TACK WELDS - X

ENVIRONMENTAL CONDITIONS

WIND SPEEDS WITHIN LIMITS

PRECIPITATION AND TEMPERATURE

- X

WPS FOLLOWED

SETTINGS ON WELD EQUIPMENT

TRAVEL SPEED

SHIELDING GAS TYPE/FLOW RATE

PREHEAT APPLIED

INTERPASS TEMPERATURE MAINTAINED (MIN./MAX.)

- XSELECTED WELDING MATERIALS

PROPER POSITION (F, V, H, OH)

WELDING TECHNIQUES

INTERPASS AND FINAL CLEANING

EACH PASS WITHIN PROFILE LIMITATIONS

EACH PASS MEETS QUALITY REQUIREMENTS

- X

SINGLE-PASS FILLET WELDS EQUAL OR GREATER THAN 3/8" X -

MULTI-PASS FILLET WELDS X -

COMPLETE AND PARTIAL PENETRATION WELDS X -

WELDS CLEANED

1

WELDS MUST MEET VISUAL ACCEPTANCE CRITERIA

CRACK PROHIBITION

WELD/BASE-METAL FUSION

WELD PROFILES

CRATER CROSS SECTION

WELD SIZE

UNDERCUT

ARC STRIKES X -

DOCUMENT ACCEPTANCE OR REJECTION OF WELDED JOINT

- X

SIZE, LENGTH AND LOCATION OF WELDS X -

POROSITY

X -

k-AREA X -

BACKING REMOVED AND WELD TABS REMOVED (IF REQUIRED) X -

REPAIR ACTIVITIES X -

1

OR MEMBERX -

1WHEN 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.

2. AS MASONRY CONSTRUCTION BEGINS, THE FOLLOWING

SHALL BE VERIFIED TO ENSURE COMPLIANCE:

A. PROPORTIONS OF SITE-PREPARED MORTAR.

B. CONSTRUCTION OF MORTAR JOINTS.

- X

- X

C. GRADE AND SIZE OF PRESTRESSING TENDONS AND

ANCHORAGES.

D. PRESTRESSING TECHNIQUE

E. LOCATION OF REINFORCEMENT, CONNECTORS,

PRESTRESSING TENDONS AND ANCHORAGES.

- X

- X

- X

1. VERIFY COMPLIANCE WITH THE APPROVED SUBMITTALS - X

4. VERIFY DURING CONSTRUCTION:

A. SIZE AND LOCATION OF STRUCTURAL ELEMENTS.

B. TYPE, SIZE AND LOCATION OF ANCHORS, INCLUDING

OTHER DETAILS OF ANCHORAGE OF MASONRY TO

STRUCTURAL MEMBERS, FRAMES OR OTHER

CONSTRUCTION.

C. WELDING OF REINFORCING BARS.

D. PERPERATION, CONSTRUCTION, AND PROTECTION OF

MASONRY DURING COLD WEATHER (TEMPERATURE

BELOW 40^F) OR HOT WEATHER (TEMPERATURE

ABOVE 90^F).

E. APPLICATION AND MEASUREMENT OF PRESTRESSING

FORCE.

3. PRIOR TO GROUTING, THE FOLLOWING SHALL BE VERIFIED

TO ENSURE COMPLIANCE:

A. GROUT SPACE IS CLEAN.

C. PLACEMENT OF REINFORCEMENT AND CONNECTORS

AND PRESTRESSING TENDONS AND ANCHORAGES.

D. PROPORTIONS OF SITE-PREPARED GROUT AND

PRESTRESSING GROUT FOR BONDED TENDONS.

E. CONSTRUCTION OF MORTAR JOINTS.

5. GROUT PLACEMENT SHALL BE VERIFIED TO ENSURE

COMPLIANCE WITH CODE AND CONSTRUCTION DOCUMENT

PROVISIONS.

A. GROUTING OF PRESTRESSING BONDED TENDONS.

6. PREPARATION OF ANY REQUIRED GROUT SPECIMENS,

MORTAR SPECIMENS AND/OR PRISMS SHALL BE

OBSERVED.

- X

X -

- X

- X

- X

- X

- X

- X

- X

X -

X -

- X

B. GRADE TYPE, AND SIZE OF REINFORCEMENT AND

ANCHOR BOLTS, AND PRESTRESSING TENDONS AND

ANCHORAGES

F. PLACEMENT OF GROUT AND PRESTRESSING GROUT

FOR BONEDED TENDONS IS IN COMPLIANCEX -

B. PLACEMENT OF GROUT AND PRESTRESSING GROUT

FOR BONEDED TENDONS IS IN COMPLIANCEX -

COMPONENT: STANDARD: Fy:

BOLTS ASTM A325 ---

OR ASTM A490 WHERE NOTED ---

NUTS ASTM A563 ---

WASHERS ASTM F436 ---

ANCHOR RODS ASTM F1554, GRADE 36 36 KSI

OR GRADE 55 WHERE NOTED 55 KSI

(GRADE 55 RODS SHALL COMPLY

WITH WELD ABILITY SUPPLEMENT S1)WASHERS (AT ANCHOR RODS) ASTM A36 36 KSI

OR ASTM F844 (USS STANDARD) ---

(F844 WASHERS PERMITTED ONLY

FOR 3/4" DIA. RODS AT 1 1/16" MAX.

DIA. HOLES IN BASE PLATE WHERE

NO WELD REQ'D BETWEEN WASHER

AND BASE PLATE)

ALL WELDING OF STRUCTURAL STEEL SHALL CONFORM TO AWS D1.1 AND FOLLOWTHE PREQUALIFIED JOINT DETAILS INCLUDED THEREIN. WELDING OF JOINTS THATINCLUDE REINFORCING STEEL SHALL CONFORM TO AWS D1.4.

1.

WELDING SHALL BE PERFORMED BY WELDERS HOLDING VALID CERTIFICATES ANDHAVING CURRENT EXPERIENCE IN THE TYPE OF WELD SHOWN ON THE DRAWINGS.CONTRACTOR MAY SHOP WELD OR FIELD WELD AT HIS DISCRETION. ALLCOMPLETE JOINT PENETRATION (CJP) WELDS SHALL BE TESTED AND CERTIFIED BYAN INDEPENDENT TESTING LABORATORY.

2.

ALL WELDING SHALL USE PREQUALIFIED MATCHING FILLER METALS PER AWS D1.1,TABLE 3.1, WITH A MIN. TENSILE STRENGTH OF 70 KSI U.N.O. WELDS BETWEENREINFORCING BARS SHALL USE PREQUALIFIED MATCHING FILLER METALS PERAWS D1.4, TABLE 5.1, WITH A MIN. TENSILE STRENGTH OF 90 KSI U.N.O. (MIN.TENSILE STRENGTHS FOR FILLER METALS USED IN WELDS BETWEEN REINFORCINGBARS AND STRUCTURAL STEEL MAY BE 70 KSI).

3.

WELDING SHALL BE PERFORMED IN ACCORDANCE WITH A WELDING PROCEDURESPECIFICATION (WPS) AS REQUIRED IN AWS D1.1. THE WPS VARIABLES SHALL BEWITHIN THE PARAMETERS ESTABLISHED BY THE FILLER METAL MANUFACTURER.THE WPS SHALL BE SUBMITTED TO THE OWNER'S TESTING AGENCY FOR REVIEWPRIOR TO FABRICATION AND ERECTION. COPIES OF THE WPS SHALL BE ON SITEAND AVAILABLE TO ALL WELDERS AND THE SPECIAL INSPECTOR.

4.

WELD LENGTHS CALLED OUT ON PLANS OR DETAILS ARE MINIMUM NET EFFECTIVELENGTHS U.N.O.

5.

ALL MISC. FILLET WELDS NOT NOTED, INCLUDING THOSE FOR STIFFENERS, MISC.PLATES, ETC., SHALL BE PER AISC 360, TABLE J2.4.

6.

WELDS SHALL BE SEQUENCED TO MINIMIZE RESIDUAL STRESS DUE TO WELDSHRINKAGE.

7.

STRUCTURAL STEEL BOLTS, ANCHORS, ETC., SHALL CONFORM TO THE FOLLOWINGSTANDARDS AND MATERIAL PROPERTIES U.N.O:

1.

ALL BOLTS SHALL BE INSTALLED AS BEARING-TYPE CONNECTIONS WITH THREADSEXCLUDED FROM SHEAR PLANE (TYPE "X" CONNECTION) U.N.O. HIGH-STRENGTHBOLT ASSEMBLIES SHALL BE IN ACCORDANCE WITH THE RCSC "SPECIFICATIONFOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS" AND SHALL BE SNUGTIGHTENED USING ANY AISC APPROVED METHOD U.N.O. ALL BOLTS IN SLOTTEDOR OVERSIZED HOLES AND ALL HIGH-STRENGTH BOLTS SHALL BE INSTALLED WITHHARDENED WASHERS.

2.

BOLTED CONNECTIONS INCLUDED IN THE SEISMIC LOAD RESISTING SYSTEM (SLRS)SHALL MEET THE REQUIREMENTS FOR CLASS "A", SLIP-CRITICAL FAYINGSURFACES IN ACCORDANCE WITH AISC 360, SECTION J3.8 (EXCEPTION: FAYINGSURFACES OF WELDED JOINTS WHOSE PARTS ARE JOINED INITIALLY BY ERECTIONBOLTS NEED ONLY BE PREPARED SUCH THAT THEY ARE FREE FROM DIRT, BURRS,AND OTHER DEFECTS THAT WOULD PREVENT SOLID FIT-UP OF THE PARTS TO BEJOINED). BOLTS SHALL BE INSTALLED IN STANDARD HOLES U.N.O. ANDPRETENSIONED PER ANY AISC APPROVED METHOD.

3.

THE STEEL DETAILER SHALL COORDINATE ALL FIELD-INSTALLED ERECTION BOLTSAT STEEL JOIST BEARING LOCATIONS WITH THE STEEL JOIST SUPPLIER.

4.

ALL ANCHOR RODS AT STEEL COLUMN BASE PLATES SHALL BE RODS WITHTHREADS BOTH ENDS WITH HEAVY HEX NUT FULLY THREADED ONTO EMBEDDEDEND. TACK WELD NUT TO ROD OR SPOIL THREADS TO PREVENT NUT FROMBACKING OFF. ANCHOR RODS SHALL NOT BE REPAIRED, REPLACED ORFIELD-MODIFIED WITHOUT WRITTEN APPROVAL FROM THE ENGINEER.

5.

HEADED STUDS AND AUTOMATIC WELDED DOWELS SHOWN ON PLANS OR DETAILSSHALL BE BY NELSON STUD WELDING, INC., PER ICC ESR-2856 AND ICC ESR-2907,RESPECTIVELY. STUDS SHALL HAVE FLUXED ENDS AND BE AUTOMATICALLYEND-WELDED WITH SUITABLE EQUIPMENT (NO FILLET WELDING OF STUDSPERMITTED U.N.O.) AT SPACINGS INDICATED ON THE PLANS OR DETAILS. WELDINGOF STUDS SHALL CONFORM TO THE REQUIREMENTS OF AWS D1.1 AND AWS C5.4.HEADED STUDS AND AUTOMATIC WELDED DOWELS BY OTHER MANUFACTURERSMAY BE SUBSTITUTED PROVIDED THEY ARE OF EQUIVALENT CAPACITY FOR THEINTENDED APPLICATION AND HAVE CURRENT ICC APPROVAL.

6.

ALL EXPANSION ANCHORS IN CONCRETE SHALL BE HILTI KWIK BOLT TZ (ICCESR-1917), SIMPSON STRONG-BOLT 2 (ICC ESR-3037), OR DEWALT/POWERS-STUD+SD2 (ICC ESR-2502) U.N.O. EXPANSION ANCHORS IN MASONRY SHALL BE SIMPSONSTRONG-BOLT 2 (IAPMO-0240), HILTI KWIK BOLT 3 (ICC ESR-1385) ORDEWALT/POWERS POWER-STUD+ SD1 (ICC ESR-2966). EXPANSION ANCHORSSHALL BE INSTALLED WITH SPECIAL INSPECTION. SUBSTITUTIONS SHALL ONLY BEPERMITTED WITH PRIOR WRITTEN APPROVAL OF THE ENGINEER THROUGH THEARCHITECT.

7.

SCREW ANCHORS SHALL BE DEWALT/POWERS WEDGE BOLTS PER ICC ESR-1678FOR MASONRY AND ICC ESR-2526 FOR CONCRETE, SIMPSON TITEN HD PER ICCESR-1056 FOR MASONRY AND ICC ESR-2713 FOR CONCRETE, HILTI KWIK HUS-EZPER ICC ESR-3056 FOR MASONRY AND ICC ESR-3027 FOR CONCRETE. SCREWANCHORS SHALL BE INSTALLED WITH SPECIAL INSPECTION. SUBSTITUTIONSSHALL ONLY BE PERMITTED WITH PRIOR WRITTEN APPROVAL OF THE ENGINEERTHROUGH THE ARCHITECT.

9.

ALL EPOXY ANCHORS IN CONCRETE (ALL-THREAD, REBAR, ETC.) SHALL USE HILTIHIT-RE 500 V3 (ICC ESR-3814), SIMPSON SET-XP (ICC ESR-2508), ORDEWALT/POWERS PURE 110+ (ICC ESR-3298) U.N.O. ALL EPOXY ANCHORS INMASONRY (ALL-THREAD, REBAR, ETC.) SHALL USE SIMPSON SET-XP (IAPMO-0265),HILTI HY-70 (ICC ESR-2682) OR DEWALT/POWERS AC100+GOLD (ICC ESR-3200) U.N.O. EPOXY ANCHORS SHALL BE INSTALLED WITH SPECIAL INSPECTION.SUBSTITUTIONS SHALL ONLY BE PERMITTED WITH PRIOR WRITTEN APPROVAL OFTHE ENGINEER THROUGH THE ARCHITECT.

10.

STEEL DECK SHALL BE MANUFACTURED BY EITHER VERCO MANUFACTURING, CO.,PER IAMPO ER-0217 OR ASC STEEL DECK PER ICC ESR-2408. STEEL DECK BYOTHER MANUFACTURERS MAY BE USED ONLY WITH PRIOR WRITTEN APPROVAL OFTHE ENGINEER THROUGH THE ARCHITECT. DECK STEEL SHALL BE GALVANIZED IFFIRE PROOFING IS TO BE APPLIED OR IF DECK WILL BE EXPOSED TO WEATHER.OTHERWISE, DECK STEEL MAY BE EITHER GALVANIZED OR PRIME PAINTED.

1.

STEEL DECK TYPE, GAGE, ATTACHMENT TO SUPPORTING MEMBERS, AND SIDESEAM CONNECTIONS SHALL BE AS NOTED ON PLAN. FLOOR DECKS SHALL BECOMPOSITE DECK U.N.O. DECK SHALL BE ERECTED IN ACCORDANCE WITH MFR.'SRECOMMENDATIONS.

2.

DECK WITH CONCRETE TOPPING SHALL BE CONTINUOUS OVER 3 OR MORE SPANSU.N.O. (EXCEPTION: CONDITIONS ALLOWING FOR ONLY 2 CONTINUOUS SPANS ORLESS ARE ACCEPTABLE ONLY IF DECK IS SHORED UNTIL CONCRETE HAS REACHEDDESIGN STRENGTH). DECK WITHOUT CONCRETE TOPPING SHALL BE CONTINUOUSOVER 2 OR MORE SPANS U.N.O. BEARING LENGTH AT SUPPORTS SHALL BE 3" MIN.FOR DECK 3" DEEP OR MORE AND 2" MIN. FOR ALL OTHER DECK. END LAPS ATSUPPORTS SHALL BE 2" MIN. (EXCEPTION: WHERE HEADED SHEAR STUDS ARE TOBE WELDED TO SUPPORTING BEAM, BUTT DECK ENDS TOGETHER OVER SUPPORTIN LIEU OF END LAPPING TO ALLOW FOR SHEAR STUD WELDING THROUGH DECK).

3.

ALL DECK WELDING SHALL COMPLY WITH AWS D1.3. USE E60 OR E70 SERIESELECTRODES (MIN. ROD DIA. = 1/8"). ALL ARC SPOT (PUDDLE) WELDS SHALL HAVEAN EFFECTIVE FUSION AREA NOT LESS THAN 1/2" IN DIA. OR 3/8" x 1". ANY ARCSEAM WELDS SHALL HAVE A FUSION AREA NOT LESS THAN 3/8" x 1 1/2". WELDS INAREAS EXPOSED TO WEATHER SHALL BE DE-SLAGGED, CLEANED, AND PAINTEDWITH A ZINC RICH PRIMER.

4.

STEEL DECK SUPPLIER SHALL PROVIDE ALL NECESSARY ACCESSORIES SUCH ASRIDGE AND VALLEY PLATES, SADDLES, COVER PLATES, MUD STOPS NOTSPECIFICALLY NOTED ON PLANS, ETC., TO MAKE THE JOB COMPLETE.

5.

CONCENTRATED LOADS (i.e., CEILING AND SOFFIT FRAMING, MECH. EQUIPMENT,PLUMBING, ETC.) SHALL NOT BE SUSPENDED FROM STEEL DECK. CONTRACTORSHALL PROVIDE ENGINEERED FRAMING SYSTEM TO DISTRIBUTE CONCENTRATEDLOADS TO STEEL JOISTS OR BEAMS.

6.

PIPING AND ELECTRICAL CONDUITS SHALL NOT BE EMBEDDED IN CONCRETE OVERSTEEL DECK.

7.

ALL JOISTS SHALL BE DESIGNED, FABRICATED, WELDED AND ERECTED INACCORDANCE WITH THE "STANDARD SPECIFICATIONS" OF THE STEEL JOISTINSTITUTE (SJI).

1.

CONTRACTOR SHALL SUBMIT SHOP DRAWINGS ALONG WITH DESIGNCALCULATIONS SEALED BY AN APPROPRIATELY REGISTERED ENGINEER FOR ALLJOISTS AND JOIST GIRDERS INCLUDING DETAILS OF ANY OPTIONAL FIELD SPLICES.CALCULATIONS SHALL INCLUDE DEFLECTION AND CAMBER REQUIREMENTS. ALLJOISTS AND JOIST GIRDERS SHALL BE CAMBERED FOR THE DESIGN DEAD LOAD.MFR. SHALL DESIGN ALL JOISTS AND JOIST GIRDERS FOR LIVE LOAD DEFLECTIONNOT TO EXCEED SPAN/360. MFR. SHALL ADD ADDITIONAL WEB MEMBERS ASREQUIRED AND ADJUST CHORD AND WEB SIZES ACCORDINGLY, BUT SHALL NOTALTER DEPTH OF JOISTS WITHOUT APPROVAL OF THE ARCHITECT. DESIGNCALCULATIONS SHALL INCLUDE SUPERIMPOSED LOADS FROM MECH., ELECT.,PLUMBING, AND OTHER ROOF-SUPPORTED EQUIPMENT. VERIFY SIZE, WEIGHT ANDLOCATION OF EQUIPMENT WITH ARCH'L., MECH., ELECT., AND PLUMBING DRAWINGS.

2.

ALL STEEL JOISTS, GIRDERS OR BEAMS SHALL BEAR AT A PANEL POINT. JOISTS ORBEAMS SHALL BE EQUALLY SPACED BETWEEN COLUMN LINES U.N.O. ON PLANS.MFR. SHALL DESIGN JOIST SHOES WHERE BEARING LENGTH IS LESS THAN 4" AT LHSERIES JOIST AND LESS THAN 2 1/2" AT K SERIES JOIST.

3.

MFR. SHALL PROVIDE BRIDGING AS REQ'D. PER SJI SPEC'S. WHERE BOTTOMCHORD WELD IS INDICATED ON DRAWINGS, DO NOT WELD BOTTOM CHORD TOJOIST SUPPORT UNTIL FULL DEAD LOAD IS IN PLACE. WHERE CROSS BRIDGINGINTERFERES WITH MECHANICAL INSTALLATIONS, REMOVE THE INTERFERINGCROSS BRIDGING ELEMENTS AFTER TOTAL DEAD LOAD IS APPLIED AND REPLACEWITH EQUIVALENT HORIZ. ANGLES (L2x2x3/16 MIN.) AT TOP AND BOTTOM CHORDS.

4.

MFR. SHALL DESIGN JOIST AND JOIST GIRDERS IN ACCORDANCE WITH THE U.L.DESIGN REQUIREMENTS IF SPECIFIED IN ARCH'L. DRAWINGS.

5.

ALL STEEL JOISTS 40'-0" OR MORE IN LENGTH NOT ASSEMBLED INTO PANELS ANDALL STEEL JOISTS BEARING AT COLUMN LOCATIONS SHALL BE DETAILED ONERECTION SHOP DRAWINGS TO INCLUDE PROVISIONS FOR FIELD-INSTALLEDERECTION BOLTS AT BEARING CONNECTIONS IN ACCORDANCE WITH THE LATESTOSHA REQUIREMENTS.

6.

THE SPECIAL INSPECTOR SHALL BE A QUALIFIED PERSON WHO SHALLDEMONSTRATE COMPETENCE, TO THE SATISFACTION OF THE BUILDING OFFICIAL,FOR INSPECTION OF THE PARTICULAR TYPE OF CONSTRUCTION OR OPERATIONREQUIRING SPECIAL INSPECTION.

1.

THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING THE SPECIALINSPECTOR AT LEAST 24 HOURS NOTICE PRIOR TO PERFORMING ANY WORKREQUIRING SPECIAL INSPECTION.

2.

THE SPECIAL INSPECTOR SHALL INSPECT THE WORK ASSIGNED FORCONFORMANCE WITH THE APPROVED CONTRACT DRAWINGS AND SPEC'S. THESPECIAL INSPECTOR SHALL FURNISH INSPECTION REPORTS TO THE BUILDINGOFFICIAL, THE ENGINEER OF RECORD, AND OTHER DESIGNATED PERSONS. ALLDISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THECONTRACTOR FOR CORRECTION, THEN, IF UNCORRECTED, TO THE ENGINEER ANDTHE BUILDING OFFICIAL. THE SPECIAL INSPECTOR SHALL SUBMIT A FINAL SIGNEDREPORT STATING WHETHER THE WORK REQUIRING SPECIAL INSPECTION WAS, TOTHE BEST OF THE INSPECTOR'S KNOWLEDGE, IN CONFORMANCE WITH THEAPPROVED PLANS AND SPEC'S AND THE APPLICABLE CODE PROVISIONS.

3.

INSPECTORS SHALL INSPECT FROM AN APPROVED SET OF CONTRACT DRAWINGS.SHOP DRAWINGS SHALL NOT BE USED IN LIEU OF THE APPROVED CONTRACTDRAWINGS FOR INSPECTION PURPOSES.

4.

TYPES OF WORK TO BE INSPECTED BY THE SPECIAL INSPECTOR ARE AS FOLLOWS:5.

EPOXY ANCHORS IN CONCRETE - INSPECTION OF EPOXY ANCHORS IN CONCRETESHALL BE PERIODIC, U.N.O. INSTALLATIONS SHALL BE PERFORMED BY QUALIFIEDPERSONNEL TRAINED (BY MANUFACTURER) TO INSTALL ADHESIVE ANCHORS ANDTHEY SHALL FOLLOW THE MANUFACTURER'S PRINTED INSTALLATIONINSTRUCTIONS (MPII). AT THE TIME OF INSTALLATION, THE CONCRETE SHALL HAVEACHIEVED A MINIMUM AGE OF 28 DAYS, BE DRY, AND BE BETWEEN 50 DEGREES FAND 104 DEGREES F. THE HOLES SHALL BE DRILLED WITH A HAMMER DRILL TO THEDIMENSIONS LISTED IN THE MPII AND SHALL BE CLEANED USING THEBLOW-BRUSH-BLOW TECHNIQUE REQUIRED IN THE MPII. WHERE ANCHORS AREINSTALLED INTO LIGHTWEIGHT CONCRETE, IT IS ASSUMED THAT THE CONCRETE ISCLASSIFIED AS ALL-LIGHTWEIGHT CONCRETE AS DEFINED IN ACI 318. ANYADHESIVE ANCHORS INSTALLED HORIZONTALLY (EXCEPT FOR ANCHORS IN ASLAB-ON-GRADE) OR UPWARDLY INCLINED SHALL BE INSTALLED BY PERSONNELWITH THE ACI/CRSI ADHESIVE ANCHOR INSTALLER CERTIFICATION PROGRAM, OREQUIVALENT AND SHALL BE INSTALLED WITH CONTINUOUS SPECIAL INSPECTION.

5.1.

EPOXY ANCHORS IN MASONRY - EPOXY ANCHORS IN MASONRY SHALL BEINSTALLED WITH SPECIAL INSPECTION. INSTALLATIONS SHALL BE PERFORMED BYQUALIFIED PERSONNEL TRAINED (BY MANUFACTURER) TO INSTALL ADHESIVEANCHORS AND THEY SHALL FOLLOW THE MANUFACTURER'S PRINTEDINSTALLATION INSTRUCTIONS (MPII).

5.2.

SCREW ANCHORS AND EXPANSION ANCHORS IN CONCRETE OR MASONRY - SCREWANCHORS IN CONCRETE OR MASONRY SHALL BE INSTALLED WITH SPECIALINSPECTION. ANCHORS IN CONCRETE MAY BE PERIODIC. INSTALLATIONS SHALLBE PERFORMED BY QUALIFIED PERSONNEL TRAINED (BY MANUFACTURER) TOINSTALL SCREW/EXPANSION ANCHORS AND THEY SHALL FOLLOW THEMANUFACTURER'S PRINTED INSTALLATION INSTRUCTIONS (MPII).

5.3.

5.4.

5.6.

CERTIFICATE OF APPROVAL REGARDING MATERIALS AND INSPECTION OFPREFABRICATED ITEMS SHALL BE PROVIDED IN ACCORDANCE WITH IBC SECTION1704.

6.

SHOP DRAWINGS OR REPORTS FOR THE FOLLOWING ITEMS SHALL BE SUBMITTED

TO THE STRUCTURAL ENGINEER OF RECORD PRIOR TO FABRICATION OR

CONSTRUCTION (AS APPLICABLE) U.N.O.

CONCRETE CYLINDER TESTS

CONCRETE MODULUS OF ELASTICITY DATA

HIGH STRENGTH GROUT/DRYPACK

LAYOUT DWGS. FOR PENETRATIONS, EMBEDDED CONDUITS AT WALLS/ELEVATED

SLABS

MASONRY BLOCK TEST DATA

MASONRY PRISM TESTS

REINFORCING STEEL

STEEL DECK

STRUCTURAL STEEL

1.

CONTRACTOR SHALL REVIEW AND STAMP SHOP DRAWINGS PRIOR TO SUBMITTING. CONTRACTOR'S REVIEW SHALL CHECK FOR COMPLETENESS/COMPLIANCE WITHCONTRACT DOCUMENTS.

2.

SHOP DRAWINGS ARE REVIEWED BY ENGINEER ONLY FOR GENERAL COMPLIANCEWITH THE STRUCTURAL DRAWINGS. RESPONSIBILITY FOR CORRECTNESS SHALLREST WITH THE CONTRACTOR. SHOP DRAWINGS DO NOT SUPERSEDE ORREPLACE THE CONTRACT DRAWINGS OR SPECIFICATIONS. CHANGES,SUBSTITUTIONS, OR DEVIATIONS FROM CONTRACT DRAWINGS AND/ORSPECIFICATIONS WILL NOT BE ACCEPTED VIA SHOP DRAWING REVIEW. ALL SUCHMODIFICATIONS SHALL BE SUBMITTED SEPARATELY FOR ENGINEER'S REVIEW.

3.

PREFABRICATED COMPONENTS, SPECIALTY ITEMS, OR DESIGN-BUILD ELEMENTS

NOTED ON THE STRUCTURAL DRAWINGS, BUT WHICH REQUIRE THE MFR. OR

SUPPLIER TO PROVIDE THE DESIGN, SHALL BE SUBMITTED BY THE CONTRACTOR

TO THE ARCHITECT AND/OR ENGINEER FOR REVIEW AS A DEFERRED SUBMITTAL.

DEFERRED SUBMITTALS REQ'D. BY THE STRUCTURAL ENGINEER OF RECORD

SHALL INCLUDE, BUT NOT BE LIMITED TO, THE FOLLOWING:

CONCRETE FORMWORK, SHORING, AND RESHORING

CONCRETE MIX DESIGNS

MASONRY GROUT AND MORTAR MIX DESIGNS

STEEL JOISTS AND JOIST GIRDERS

4.

DEFERRED SUBMITTALS SHALL INCLUDE CALCULATIONS AND DRAWINGSPREPARED AND STAMPED BY AN APPROPRIATELY LICENSED ENGINEER(SPECIALTY ENGINEER) SHOWING LOCATION AND MAGNITUDE OF LOADS,CONFIGURATION AND SIZE OF MEMBERS, AND COMPATIBILITY OF SUBMITTAL ITEMWITH THE PRIMARY STRUCTURAL SYSTEM.

5.

THE PURPOSE OF THE STRUCTURAL ENGINEER'S REVIEW OF DEFERREDSUBMITTALS SHALL BE LIMITED TO DETERMINING THAT THE DRAWINGS ANDCALCULATIONS HAVE BEEN PROPERLY SEALED, THAT THE LOAD CRITERIA IS INGENERAL CONFORMANCE WITH THE CONTRACT DOCUMENTS AND WITH THEREFERENCED BUILDING CODE, THAT CONNECTIONS TO THE PRIMARY STRUCTUREARE COMPATIBLE WITH THE PRIMARY DESIGN, AND THAT THE PRIMARYSTRUCTURE IS CAPABLE OF SUPPORTING THE IMPOSED LOADS.

6.

THE STRUCTURAL ENGINEER WILL RELY UPON THE SPECIALTY ENGINEER'S SEALAS CERTIFICATION THAT THE ITEMS DESIGNED BY THE SPECIALTY ENGINEERCOMPLY WITH THE CRITERIA SET FORTH IN THE CONTRACT DOCUMENTS ANDAPPLICABLE CODES AND STANDARDS. THE STRUCTURAL ENGINEER SHALL NOT BERESPONSIBLE FOR THE ADEQUACY OF DESIGNS PROVIDED BY OTHERS.

7.

FOR ALL SUBMITTALS, ANY CORRECTIONS NOTED WILL BE MARKED ON ONE (1)COPY SET ONLY AND RETURNED. ADDITIONAL COPIES OF ANY SUBMITTAL WILL BERETURNED UNMARKED. CONTRACTOR SHALL BE RESPONSIBLE FORREPRODUCING ENGINEER'S CORRECTIONS ON ADDITIONAL COPIES REQ'D. ONECOPY SET MAY BE RETAINED FOR THE ENGINEER'S RECORDS. ALLOW FIVE (5) TOTEN (10) WORKING DAYS FOR THE ENGINEER'S REVIEW.

8.

REFER TO APPLICABLE G.S.N. SECTIONS FOR FURTHER REQUIREMENTS SPECIFICTO INDIVIDUAL SUBMITTALS.

9.

CONCRETE CONSTRUCTION PER IBC SECTION 1705.3 AND TABLE 1705.3.

STEEL CONSTRUCTION AND WELDING PER IBC SECTION 1705.2 AND AISC 360

CHAPTER N AND AISC 341 CHAPTER J

6.5.

MASONRY CONSTRUCTION PER IBC 1705.4, ACI 530 3.1.2 AND TABLE 3.1.2 - LEVEL B

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STRUCTURAL GENERAL NOTES(CONT'D.)

A

8"

MIN

18" MIN

SECTIONA

PIPE/CONDUIT AT FOOTINGF01-01 080512

1

1 1/2

PIPE/CONDUIT

LEAN CONCRETE FILL. MATCHWIDTH OF FOOTING

CLEARANCE EQUAL TO SLEEVEDIA. (6" MIN.)

NO TRENCH EXCAVATIONALLOWED BELOW THIS LINE

SLEEVE. SIZE TO PROVIDE 1/2"MIN. CLEARANCE AROUNDUTILITY PIPE/CONDUIT

NO SCALE

5

4

3

2

1

4

4

4

2

1

2

3

1

5

3

12

2

1

(4) "d"

(12)

"d"

135°

"d"

"d"

(6) "d"

STANDARD REBAR BEND DETAILSC01-01 091104

(2 1/2" MIN.)

1

6

STIRRUP AND TIE HOOK OFFSET BAR

ALL OTHER REINFORCING

MINIMUM FINISHED BEND DIA.FOR STIRRUPS AND TIES ONLY(4) "d" FOR #5 BAR AND SMALLER,(6) "d" FOR #6 THRU #8. TYPICAL

(6) "d" FOR #5 AND SMALLER (12)"d" FOR #6 THRU #8

MINIMUM FINISHED BEND DIA.FOR ALL REINFORCING EXCEPTSTIRRUPS AND TIES (6) "d" UP TO #8 BAR, (8) "d" FOR #9 THRU #11,(12) "d" FOR #14 AND #18.

REINFORCING PARTIALLYEMBEDDED IN CONCRETE SHALLNOT BE FIELD BENT UNLESSSPECIFICALLY NOTED ON PLANS OR DETAILS

NO SCALE

"d" = BAR DIA.A.

ALL REINFORCEMENT SHALL BEBENT COLD UNLESS NOTEDOTHERWISE ON PLANS ORDETAILS

B.

C.

1

2

3

3

2

1

CONCRETE MASONRY

f'c = 2500 PSI

CASE1

CASE2

OTHER

BARS

TOP

BARS

MIN. CLR.

SPACING

MIN. CLR.

COVER

BAR

SIZE

REBAR LAP

LENGTH REBAR LAP

LENGTH

#3 3/4 1 1/2 19 16 27 18

#4 1 2 25 19 36 24

#5 1 1/4 2 1/2 31 24 45 30

#6 1 1/2 3 37 29 54 36

#7 1 3/4 3 1/2 54 41 63 42

#8 2 4 61 47 72 48

#9 2 1/2 4 3/4 69 53 82 55

1

6 7

TYPICAL LAP SPLICESA

TYPICAL REBAR LAP SCHEDULE04-080353 NO SCALE

TOP BARS ARE HORIZ. BARSPLACED SUCH THAT MORE THAN12" OF FRESH CONCRETE ISCAST IN MEMBER BELOW SPLICE

1

FOR NON-CONTACT LAPSPLICES, MIN. CLR. DISTANCEBETWEEN SPLICED BARS SHALLBE PER G.S.N. MAX. CLR.DISTANCE SHALL BE 1/5 THETABULATED LAP LENGTH OR (6" -"db"), WHICHEVER IS LESS,WHERE "db" = BAR DIA.

5

LAP SPLICE LENGTH PERSCHEDULE

2

CLR. DISTANCE BETWEENADJACENT BARS OR SPLICES

3

OPTIONAL OFFSET. SEESTANDARD REBAR BENDDETAILS FOR OFFSETREQUIREMENTS

4

ALL TABULATED VALUES ARE INUNITS OF INCHES U.N.O.

A.

2

5

3

CONCRETE STRENGTH AND MIN.CLR. COVER / CLR. SPACINGDISTANCES SHOWN ARE FORSCHEDULING PURPOSES ONLY.SEE G.S.N. FOR ACTUALCONCRETE SPECIFICATIONSAND MIN. CLR. COVER / CLR.SPACING REQUIREMENTS

B.

CONTACT LAP SPLICE

NON-CONTACT LAP SPLICE

4

HORIZ. REINF. IN LINTELS, BONDBEAMS AT FLOOR AND ROOFLEVELS, AND ALL WALL VERT.REINF.

ALL OTHER MASONRY REINF.

6

7

BAR DEVELOPMENT LENGTH,WHERE NOTED ON PLANS ORDETAILS, SHALL BE EQUAL TOTABULATED LAP LENGTH

D.

AT CONTACTOR'S OPTION,MECHANICAL SPLICE COUPLERSPER G.S.N. MAY BE USED IN LIEUOF LAP SPLICES FOR #9 BARSAND SMALLER

C.

SCHEDULE VALUES ARE BASEDON UNCOATED REINF. FOREPOXY COATED REBAR,MULTIPLY TABULATED VALUESBY 1. 5

E.

TYP

TYP

TYP

TYP

BALT

BALT

JOINT SPACING SCHEDULESLAB

THICKNESSMAX. SPACING

DOWEL SCHEDULE

SLABTHICKNESS

DOWEL DIMENSIONS MAX. o.c. SPACING

RECT. ROUND RECT. ROUND

A

A

A

A

"L"

"W"

4" 11'

5" 13'

6" 14'

7" 16'

8" 17'

9" 18'

10" 20'

11" 21'

4" TO 6" 3/8" x 2" x 12" 3/4" DIA. x 14" 24" 24"

7" TO 8" 1/2" x 2 1/2" x 12" 1" DIA. x 16" 24" 24"

9" TO 11" 3/4" x 2 1/2" x 12" 1 1/4" DIA. x 18" 24" 24"

TYPICAL CONTROL JOINTS IN SLAB ON GRADE04-150644 NO SCALE

COLUMN LINES / CONSTRUCTION JOINTSA

SAW-CUT CONTROL JOINTB

DOWELED CONTROL JOINT AT

JOINTS TO BE EQUALLY SPACEDBETWEEN COLUMN LINES EACHDIRECTION NOT TO EXCEEDMAX. SPACING PER SCHEDULE

TOOLED JOINT OF EQUIVALENTDEPTH MAY BE USED IN LIEU OFSAW-CUT JOINT

ALIGN CONTROL JOINT IN EACHDIRECTION w/ COLUMN, TYP. ATINTERIOR COLUMNS. AT EDGECOLUMNS, ALIGN CONTROLJOINT IN DIRECTIONPERPENDICULAR TO SLAB EDGE

DEPTH EQUAL TO 1/4 SLABTHICKNESS

PLACE (2) #4 x 48" BARS ATMID-HEIGHT OF SLAB ADJACENTTO ALL DISCONTINUOUS JOINTLOCATIONS. CENTER ON JOINT

WHERE CONTROL JOINTSECTIONS ARE RECTANGULAR,WIDTH "W" SHALL NOT EXCEED1. 5 TIMES LENGTH "L"

TYPICAL CONTROL JOINT LAYOUT

STOP SLAB REINF. (AS OCCURS)EACH SIDE OF JOINT. SUPPORTOF TYP. SLAB REINF. SHALL BEINDEPENDENT FROM DOWELS

WHERE COLUMN LINES ARE NOTPRESENT, SPACING OFDOWELED CONTROL JOINTS ASSHOWN IN SECTION "A" SHALLNOT EXCEED 120 x SLABTHICKNESS OR 50', WHICHEVERIS LESS. BAY LENGTH TO WIDTHRATIO SHALL NOT EXCEED 1. 5.PROVIDE SAW-CUT CONTROLJOINTS BETWEEN DOWELEDJOINTS AT MAX. SPACINGNOTED IN SCHEDULE

RECTANGULAR PLATE DOWEL(PREFERRED) OR SMOOTHROUND DOWEL (PERMITTEDALTERNATE) PER G.S.N. w/ SIZEAND SPACING PER SCHEDULE.CENTER ACROSS JOINT ATMID-HEIGHT OF SLAB. FORPLATE DOWELS, INSTALLDOWELS AND CLIPS PER MFR.'SRECOMMENDATIONS. FORROUND DOWELS, APPLY THINBOND BREAKER COATING FULLLENGTH OF DOWEL

7

10

9

5

5

6

1

1

6

5

3

2

1

A.

C.

3

3

2

11

910

9

10

COLUMN ISOLATION JOINT PERTYPICAL DETAIL

4

DOWELS SHALL BEPERPENDICULAR TO CONTROLJOINT AND PLACED 6" CLR. MIN.(PLATE DOWELS) OR 12" CLR.MIN. (ROUND DOWELS) FROMJOINT INTERSECTIONS. DOWELBASKETS SHALL BE USED TOMAINTAIN ALIGNMENT OFDOWELS WHILE CONCRETE ISPOURED (USE DOWEL ALIGNERSAT CONSTRUCTION JOINTS)

8

WHERE SLAB IS UNREINFORCEDOR CONTAINS ONLY FIBERREINF. PER G.S.N., ALLCONTROL JOINTS SHALL BEMADE PER SECTION "A"

D.

AS AN ALTERNATE TORECTANGULAR PLATE DOWELSSPECIFIED ABOVE, USE PNA'SPD3 TAPERED PLATE DOWELSOF EQUIVALENT SIZE SPACEDAT 27" o.c. MAX. INSTALLBASKET ASSEMBLIES PERMFR.'S RECOMMENDATIONS

B.

11

4

78

4

2 2

6

CONSTRUCTION JOINT NEED

ONLY OCCUR AT EXPOSED

EDGES OF DISCONTINUOUS SLAB

PLACEMENT U.N.O. APPLY BOND

BREAKER TO JOINT PRIOR TO

SECOND POUR (DO NOT

ROUGHEN JOINT). IF

CONSTRUCTION JOINT IS TO BE

FILLED, TOOL TOP EDGE TO 1/8"

MAX. RADIUS AND SAW CUT

JOINT TO A DEPTH OF 1"

SAW-CUT JOINT. SAW CUT SHALL

BE MADE w/ EARLY ENTRY SAW

SOON ENOUGH TO PREVENT

SHRINKAGE CRACKING, BUT NOT

SO SOON AS TO CAUSE

SPALLING

TYPICAL STEPPED FOOTING05-150644

WIDTH EQUAL TO FOOTINGTHICKNESS OR 18", WHICHEVERIS GREATER

WHERE STEP EXCEEDS 48", USEMULTIPLE STEPS

SLOPED REINFORCING AT STEP

TO MATCH AND LAP WITH

LONGITUDINAL BARS

WALL ABOVE AS OCCURS NOTSHOWN FOR CLARITY

LAP PER TYPICAL REBAR LAPSCHEDULE (WHERE PRESENT)

NO SCALE

1

5

4

3

25

2

5

1

4

3

TYPICAL HORIZONTAL REINFORCING07-150644

PARAPET WALL NON-PARAPET WALL

HORIZONTAL REINFORCING PERPLAN OR G.S.N.

GROUT DEPTH PER PLAN ORG.S.N. CENTER REINFORCINGAT APPROXIMATE CENTER OFGROUT

GROUT 8" MIN. ABOVEELEVATED FLOOR OR ROOF LINE

ELEVATED FLOOR OR ROOF LINE

TOP OF PARAPET

NO SCALE

2

22

3

2

4

5

1

2

3

4

5

1

1

1

1

"H"

TYPICAL STEP IN HORIZONTAL BOND BEAM08-150644 NO SCALE

SHADED AREA INDICATESEXTENT OF BOND BEAM GROUT

A.

VERTICAL REINFORCING ANDADDITIONAL GROUTED CELLS AS OCCURS NOT SHOWN FORCLARITY

B.

BOND BEAM DEPTH ANDREINFORCING PER PLAN OR GSN

1

STEP IN BOND BEAM "H" ASOCCURS. 24" MAX. PER STEP

2

SPECIAL LAP LENGTH EQUAL TOLAP LENGTH PER SCHEDULEPLUS "H"

33

1

2

16"16"

TYPICAL MASONRY CONTROL JOINT (MCJ)M01-01 080304

FILLER MATERIAL PER ARCH'L

VERTICAL REINFORCING EACHSIDE OF C.J.

1/2" DIA. x 32" LONG SMOOTHROD AT EACH HORIZONTALREINFORCING BAR. GREASEBOTH ENDS

STOP TYPICAL HORIZONTALREINFORCING AT CONTROLJOINTS. ONLY HORIZONTALREINFORCING AT THE FLOORLINE, ROOF LINE AND TOP OFWALL TO RUN THROUGH THECONTROL JOINT

NO SCALE

OPEN END BLOCK BACK TO BACK

PLAN VIEW AT LINTEL

PLAN VIEW AT WALL

4

1

2

3

4

5

LOCATE CONTROL JOINTSWHERE SHOWN ON PLAN.WHERE NOT SPECIFICALLYNOTED ON PLAN, LOCATE AT40'-0" MAX. o.c. VERIFYLOCATION COMPATIBILITY WITHARCH'L. PRIOR TO PLACEMENT

A.

CONTROL JOINTS IN LINTELSSHALL BE LOCATED ATMID-SPAN U.N.O. LINTELREINFORCING AT BOTTOM OFLINTEL TO BE CONTINUOUSTHROUGH CONTROL JOINT

B.

1 2

25

3

2

TYPX

90°TYP.

90°

90°

AT INTERIOR COLUMNA

AT EDGE COLUMNB

AT CORNER COLUMNC AT THICKENED PILASTERD

SECTIONX

TYPICAL COLUMN ISOLATION JOINTS - PLANF01-29 080508 NO SCALE

EDGE OF STEEL BASE PLATE ORFACE OF CONCRETE COLUMNAS OCCURS, TYP.

1

COLUMN ISOLATION JOINT w/PREFORMED JOINT FILLER. FILLTOP OF JOINT w/ ELASTOMERICJOINT SEALANT AS REQ'D. PERARCH'L.

2

ISOLATION JOINT MAY BECIRCULAR IN LIEU OF DIAMONDAND RECTANGULAR SHAPESSHOWN, TYP. AT INTERIOR,EDGE, AND CORNER COLUMNS

3

4" MIN. CLR., TYP.4

CONSTRUCTION JOINT ORCONTROL JOINT PER "TYPICALCONTROL JOINTS IN SLAB ONGRADE" DETAIL, TYP.

5

SLAB EDGE6

PLACE CLOSURE POUR AFTERCOMPLETION OF STRUCTURALFRAMING ABOVE (i.e., ELEVATEDFLOOR/ ROOF FRAMING,ELEVATED SLABS AND DECKS,ETC.)

7

WHERE SLAB ON GRADE IS TOBE EXPOSED, PROVIDE TOOLEDOR SAW-CUT JOINT IN CLOSUREPOUR AT CORNERS OF COLUMNWHERE SHOWN. JOINT DEPTHSHALL BE 1/4 TYP. SLABTHICKNESS

8

SEE APPLICABLE FOUNDATIONDETAILS FOR COLUMN TOFOOTING CONNECTIONS

A.

STEEL COLUMN SHOWN ISSCHEMATIC ONLY. SEE PLANAND APPLICABLE COLUMNSCHEDULE FOR ACTUALCOLUMN MATERIAL, SECTION,ETC.

B.

CONCRETE OR MASONRY WALL9

23

1

8

4

5

1

2

8

5

4

6

4

1

2

8

6

6

1

2

8

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4

9

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02

03

04

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DRAWN BY

CHECKED BY

DATE

PROJECT NO.

SHEET NUMBER

SHEET DESCRIPTION

DATE REVISION/ISSUE

DA

VID

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N

No.

5049610

-2203

ST

AT

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PROFESSIONA

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2/2

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CAD

JAB/DW

S003

TYPICAL DETAILS

1 1

/2"

MIN

.

TYPICAL FIELD INSTALLED WEB MEMBERS01-01 080430

TYP

L2 1/2x2 1/2x3/16 EACH SIDE OFJOIST TO NEAREST OPPOSITECHORD PANEL POINT

LOAD APPLIED AT TOP ORBOTTOM CHORD AWAY FROMJOIST PANEL POINT

NO SCALE

1

1

2

1

3/16

3/16

DETAIL NOT REQUIRED FORLOAD LESS THAN 250 LBS.NOTIFY ENGINEER OF ANY LOADNOT NOTED ON STRUCTURALDRAWINGS THAT EXCEEDS 500LBS.

A.

DETAIL NOT REQUIRED FORLOADS APPLIED AT PANEL POINTOR FOR WHICH THE JOIST HASBEEN SPECIFICALLY DESIGNEDTO SUPPORT

B.

2

2

A

B

1/2"

MAX

A B

B ALT.

TYPICAL FRAMING BENEATH MECHANICAL UNITS01-02 070914

VERIFY MECH. UNIT LOCATIONWEIGHT, DIMENSIONS, ETC.WITH ARCH'L. AND MECH.DRAWINGS

LINE OF MECH. UNIT PER PLAN

SCHEMATIC FRAMING PLAN

STEEL JOIST PER PLAN

OPENING AS OCCURS FORMECH. PENETRATIONS. TRIMPER TYPICAL DETAILS

L3x3x3/16 VERTICAL ADDED WEBMEMBER

ADDED WEB MEMBER EACHSIDE OF JOIST PER TYPICALFIELD INSTALLED WEB MEMBERDETAIL

L3 1/2x3 1/2x1/4 x 0'-6" w/ (2) 3/4"3/4" DIA. THRUBOLTS. 3/16"FILLET WELD (3) SIDES MAY BEUSED LIEU OF BOLTS

NO SCALE

1/4" x 4" BENT PLATETYP. T. &

B.CHORDS

8

7

6

5

4

3

2

1

3/163 SIDES

3/16

3/16

3/16

3/16

3/16 A.

1

2

4

3

2

8

3

6

3 7

3

2

3 5

6

C8 x 11.5 TYP. ALIGN BENEATH

SUPPORTING EDGE CURB OF MECH.

UNIT ALL SIDES

ANGLELENGTH

ANGLE SIZE

VA

RIE

S (

8'-0

" M

AX

)

9'-0" MAX

VARIES

1" +/-

TYPICAL OPENING IN ROOFS01-03 070914

VERIFY LOCATION AND SIZE OFOPENING w/ ARCH'L. AND MECH.

STEEL JOIST PER PLAN

OPEN

STEEL ANGLE PER SCHEDULEBELOW. COPE VERTICAL LEG ATSTEEL JOIST

FOR SMALL OPENINGS, SEETYPICAL SMALL OPENING INROOF DECK DETAIL

NO SCALE

STEEL ANGLES MAY BE OMITTEDWHEN SPECIALTY ENGINEERPROVIDES STRUCTURAL CURBCALCULATIONS AND DETAILS ASDEFFERED SUBMITTAL PERG.S.N.

2

2

2

2

2

1

3/16

3/163/16

3/16

3SIDES

UP TO 6'-0" L3x3x1/4

6'-1" TO 8'-0" L4x3x1/4 (L.L.V.)

8'-1" TO 9'-4" L5x3x1/4 (L.L.V.)

A.

B.

C.

1

1

A

18"

MA

X.

ANGLE AT EDGE OF OPENINGA

TYPICAL SMALL OPENING IN ROOF DECKS01-04 070914

OPEN

L2x2x3/16 TRIM ANGLE AT EDGEOF OPENING. ORIENTPERPENDICULAR TO RIBS.EXTEND (2) FULL RIBS MIN. PASTEDGES OF OPENING TYP.

RIB

EACH RIB. ALTERNATE: 1/8" DIAPUDDLE WELD EACH RIB

OPENINGS THAT CUT ONLY (1)RIB REQUIRE NO TRIM ANGLE

OPENING THAT CUT MORE THAN(3) RIBS REQUIRE FRAMING PERTYPICAL OPENING IN ROOFFRAMING DETAIL

NO SCALE

3

2

3

2

1

3/16 2

3/16 2

A.

B.

1

1

TRIM ANGLE MAY BE PLACED ONTOP OF DECK WITH PRIORAPPROVAL OF ARCHITECT

C.

NOMINALBEAM DEPTH

"D"

NUMBEROF BOLTS

BOLTDIA.

SHEARPLATE

THICKNESSWELD SIZE

"D"

3" MAX.

1"1/2"

MAX.

"D"

3" MAX.

1"

UP TO 7" 2 3/4" 1/4" 3/16"

8" TO 10" 2 3/4" 1/4" 3/16"

12" TO 14" 3 3/4" 3/8" 1/4"

16" 4 3/4" 3/8" 1/4"

18" 5 3/4" 3/8" 1/4"

21" 6 3/4" 3/8" 1/4"

24" 6 1" 1/2" 5/16"

27" 7 1" 1/2" 5/16"

30" 8 1" 9/16" 3/8"

33" 9 1" 9/16" 3/8"

36" 10 1" 9/16" 3/8"

40" 11 1" 9/16" 3/8"

TYPICAL SHEAR PLATE CONNECTION SCHEDULESCH02-01 080226 NO SCALE

SHEAR PLATE THICKNESS ANDBOLTS PER SCHEDULE

WELD SIZE PER SCHEDULE

2 x BOLT DIA.

HORIZ. SHORT-SLOTTED HOLESPER AISC 360 AT 3" o.c. MIN. INEITHER BEAM OR SHEAR PLATEU.N.O. ON DETAILS. STANDARDROUND HOLES IN MATING PIECE

SEE G.S.N. FOR BOLT SPECS.A.

AISC MIN. EDGE DISTANCE

DO NOT RETURN FILLET WELDSACROSS TOP AND BOTTOMEDGES OF SHEAR PLATE

56

55

4 4

4 4

3

5

6

4

2

1

65

32

2

32

2

1

1

1/2" MAX.

TYP

WIDE FLANGE COLUMNA

HSS OR PIPE COLUMNB

TYPICAL COLUMN CAP PLATENO SCALES01-16 070914

1/2" MIN. CAP PLATE U.N.O.

MIN. WELD SIZE PER AISC 360,TABLE J2.4

CAP PLATE TO COLUMNFLANGE, TYP. BOTH FLANGESAT BOTH SIDES OF COLUMNWEB

CAP PLATE THICKNESS SHALLBE EQUAL TO COLUMN WALLTHICKNESS OR 1/4",WHICHEVER IS GREATER,U.N.O.

CAP PLATE TO COLUMN WEB

ADJOINING FRAMING ASOCCURS NOT SHOWN FORCLARITY

A.

3

5

4

2

1

34 MIN.

4 MIN.

2

2

2 MIN.24

2

1

5

A

A PLAN VIEW

TYPICAL BUILT-UP HEADER AT METAL STUD WALLSD01-13 080512 NO SCALE

9

8

7

6

5

4

3

2

1

4

3

3

5

3

5

8

6

1

2

9

5

2

51

7

TRIM FLANGES OF VERT. TRACK

SECTION TO ALLOW FULL

BEARING CONTACT OF WEB TO

BOTTOM TRACK

#10 SCREW EACH SIDE EACH

STUD, TYP.

#10 SCREW 3" o.c. STAGGERED

#10 SCREW AT 1 1/2" o.c. EACH

SIDE

#10 SCREW AT 6" o.c. TYP.

CRIPPLE STUD

BUILT-UP HEADER PER PLAN OR

G.S.N.

TRIMMER STUD PER PLAN OR

G.S.N. TRIMMER STUDS SHALL

HAVE FULL BEARING CONTACT

AGAINST TRACK WEBS TOP AND

BOTTOM

KINGSTUD(S) PER PLAN OR G.S.N.

CONNECTION MINIMUM ATTACHMENT, U.N.O. ON PLANS OR DETAILS

TOP TRACK TO STUD #8 SCREWS

TOP AND BOTTOM TRACK TO POST #8 SCREWS, EACH MEMBER

STUD TO BOTTOM TRACK #8 SCREWS

TOP TRACK, LAPS AND INTERSECTIONS COPE INTERSECTING TRACK AND FASTEN w/ (2) #8 SCREWS

JAMB STUD TO HEADER SEE TYPICAL DETAIL 19

TYPICAL METAL STUD FASTENER SCHEDULE18-110865 NO SCALE

X

TYPICAL JOINT IN TOP TRACK SECTION22-100157 NO SCALE

SECTIONX

EDGE FASTENERS1

(TRACK WIDTH) x 68 MIL (14 GA.)x 1'-8" STRAP w/ (2) #10 SCREWSAT 1" o.c. EACH SIDE OF SPLICE((20) TOTAL SCREWS)

2

(2) #10 SCREWS AT 6" o.c. ORMATCH SHEAR WALL EDGEFASTENER SPACING(WHICHEVER IS MORESTRINGENT)

3

2

3

1

TYPICAL MASONRY WALL REINFORCING11-072009

AT INTERSECTION

AT CORNER

AT END OF WALL/ CONTROL JOINT

WHERE WALL HORIZ. REINF. AREAT DIFFERENT ELEVATIONSFROM EACH OTHER PROVIDEBENT BAR IN SOLID-GROUTEDCELLS AT EACH HORIZ. BAR SIM.TO THIS DETAIL.

LENGTH PER TYPICAL REBARLAP SCHEDULE

BENT REBAR SIZE TO MATCHHORIZ. WALL REINF.

1

1

1

A.

1

2

1

BENT REBAR SIZE TO MATCHHORIZ. WALL REINF. ALTERNATEDIRECTIONS

3

VERTICAL REINF. PER GSN4

1

4

NO SCALE

2

3

180^ BEND PER STANDARDREBAR BEND DETAILS

5

5

4

REFER TO TYP. MASONRYCONTROL JOINT (MCJ) DETAILFOR MORE INFO.

B.

5

5

4

5

EQ.

TYP

EQ.

TYP

EQ

.

TY

P

EQ

.

TY

P

1/2"

TYPICAL COLUMN BASE PLATE11-150644 NO SCALE

1

1

SEE TABLE 14-2 OF AISC STEELCONSTRUCTION MANUAL FORMAX. ANCHOR ROD HOLE DIA. INBASE PLATE AND MIN. WASHERSIZE/THICKNESS. HOLE DIA. INWASHERS SHALL BE 1/16"GREATER THAN ANCHOR RODDIA.

B.

1/4" OR MIN. WELD SIZE PERAISC 360, TABLE J2.4,WHICHEVER IS GREATER

SEE STEEL COLUMN SCHEDULEFOR BASE PLATE DIMENSIONSAND SIZE/QUANTITY OF ANCHORRODS U.N.O. ON PLAN

A.

1

TYPE "A"

TYPE "B"

TYPICAL OPENING IN MASONRY WALLM01-04 080304

OPEN

NO SCALE

BEND HORIZONTAL BARS ATINTERFERENCE AT CORNERS AS OCCURS

A.

LINTEL PER PLAN, SCHEDULE,OR G.S.N. EXTEND 24" MIN.PAST EDGE OF OPENING

1

JAMB PER PLAN, SCHEDULE, ORG.S.N.

2

SILL PER G.S.N. EXTEND 24" MIN. PAST EDGE OF OPENING

31

2

2

3

13

14

15

16

17

18

19

20

21

11

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DRAWN BY

CHECKED BY

DATE

PROJECT NO.

SHEET NUMBER

SHEET DESCRIPTION

DATE REVISION/ISSUE

DA

VID

WIN

N

No.

5049610

-2203

ST

AT

EO

FU

TA

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PROFESSIONA

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2/2

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CAD

JAB/DW

S004

TYPICAL DETAILS

TYPICAL STEEL STUD WALL ELEVATION18-120391 NO SCALE

BRIDGING PER TYPICAL DETAILU.N.O.

1

HEADER PER PLAN ORSCHEDULE

2

ALTERNATE TO HEADERLOCATION WHERE NOTED ONPLAN OR DETAIL

3

BOTTOM TRACK PER PLAN4

TOP TRACK PER PLAN5

REFER TO TYPICAL HEADER TOJAMB CONNECTION DETAIL FORATTACHMENT

6

OPEN

OPEN

3

2

7

2

1

1

4

6

5

8

TRIMMER AND KING STUDS PERPLAN OR SCHEDULE (2)600S162-43 (18 GA.) KS MIN.REQUIRED AT DOOR JAMBS ATEACH SIDE OF OPENING. STUDSSHALL EXTEND FROM FINISHFLOOR TO STRUCTURE ABOVE.

7

(2) #10 SCREWS TOP ANDBOTTOM TRACK TO STUD, TYP.

8

1 1/2" x 1 1/2" x 54 MIL (16 GA.) x 3 1/2 LONG CLIP w' (2) #10SCREWS TO SILL TRACK ANDSTUD

9

(2) #8 SCREWS SILL TRACK TOSTUD

10

10

9

6'-0

" M

AX

.

2'-3" MIN.

EQ.EQ.

EQ. EQ.

1/2

"

TYPICAL TRASH ENCLOSURE103-120773 NO SCALE

12" MIN. THICKNESS

#4 VERT. AT 32" o.c. ALTERNATEBENDS IN FOOTING

ADJACENT FINISH GRADE ORSLAB ON GRADE AS OCCURS

(2) #4 CONT.

SEE PLAN OR G.S.N. FORMINIMUM EMBEDMENT

8" C.M.U.

#4 CONT. 2" FROM TOP AND ATMID-HEIGHT

GROUT MASONRY WALL SOLIDA.

ALL REBAR LAP LENGTHS PERSCHEDULE, U.N.O.

B.

26

5

1

2

3

4

6

7

3

4

1

7

5

5

23-162118 NO SCALE

BOTTOM TRACK ANCHORAGE

1

BASE TRACK PER G.S.N.2

3 ANCHOR BOLTS PERFOUNDATION PLAN NOTES

STUDS PER G.S.N.

1

2

3

USE ONLY FOR FRAMEMAX JOBS (PATENT PENDING)

TYPICAL STEEL STUD WALL BRIDGING08-150356 NO SCALE

1 1/2" x 2 1/2" x CONT. COLDROLLED CHANNEL (CRC)AT 4'-0" o.c.

1

1 3/4" x 3 PUNCH. IN STUD WEB.BEND FLAP TO ATTACH TO CRC

2

(2) #10 SCREWS AT EACH STUDWEB

3

1

3

2

22

25

2324

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DRAWN BY

CHECKED BY

DATE

PROJECT NO.

SHEET NUMBER

SHEET DESCRIPTION

DATE REVISION/ISSUE

DA

VID

WIN

N

No.

5049610

-2203

ST

AT

EO

FU

TA

H

PROFESSIONA

LS

TR

UC

TU

RA

L

ENG INEER

2/2

7/2

01

7

2/2

7/2

01

7 4

:39:0

9 P

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:\U

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S005

TYPICAL DETAILS

VERIFY ALL DIMENSIONS, ELEVATIONS, SLOPES, ETC., w/ ARCH'L. AND/OR CIVIL PRIORTO CONSTRUCTION. RESOLVE DISCREPANCIES WITH ARCHITECT.

VERIFY LOCATION AND SIZE OF ALL INSERTS AND OPENINGS IN SLAB WITH ARCH'L.,MECH., PLUMBING, AND ELECT. PRIOR TO CONSTRUCTION.

F1, F2, F3, . . . DENOTES FOOTING PER SCHEDULE THIS SHEET. TYPICAL FOOTINGSHALL BE MARK "F1" U.N.O. ON PLAN.

SEE G.S.N., PLANS, AND DETAILS FOR SPECIAL REINF. REQUIRED AT MASONRYCORNERS, JAMBS, WALL OPENINGS, TOP OF WALL, AND FOR REQUIRED LOCATION OFVERT. BARS WITHIN THE CELL. SEE FRAMING PLAN NOTES FOR HORIZ. REINF.PLACED IN CONT. GROUTED BOND BEAMS AT ELEVATED FLOOR AND ROOF LEVELS.

PLACE SLAB(S) ON GRADE OVER SUBGRADE AND VAPOR BARRIER (AS REQ'D.) PERTHE GEOTECHNICAL REPORT REFERENCED ON G.S.N.

SEE ARCH'L. AND/OR CIVIL DWGS. FOR EXTERIOR SLABS, WALLS, ETC.

PROFILE 8

2"

CLR

.

2"

CLR

.

5

4

2

2"

CLR

.

2"

CLR

.

4

25

5

2"

CLR

.

2"

CLR

.

64 7

2 7

SO

LID

GR

OU

T D

EP

TH

PE

R S

CH

ED

ULE

6"

MA

X.

VERT. WALLREINFORCING HOOK

BOTTOM END.

REINFORCEMENT PER SCHEDULE

SHORE LINTEL UNTILGROUT REACHES DESIGN

STRENGTH

VERIFY ALL DIMENSIONS, ELEVATIONS, SLOPES, ETC., w/ ARCH'L. PRIOR TOCONSTRUCTION. RESOLVE DISCREPANCIES WITH ARCHITECT.

MISC. ITEMS SUCH AS STAIRS, LANDINGS, RAILINGS, MECH. EQUIPMENT ATTACHMENTTO PRIMARY STRUCTURAL FRAMING, ETC., SHALL BE DESIGNED BY OTHERS ANDSUBMITTED FOR REVIEW AS DEFERRED SUBMITTALS PRIOR TO CONSTRUCTION. SEEG.S.N. FOR DEFERRED SUBMITTAL REQUIREMENTS.

MASONRY CONTROL JOINTS (MCJ) SHALL BE PLACED IN MASONRY WALLS. SEEFOUNDATION PLAN NOTES FOR ADDITIONAL INFO.

JOIST MFR. SHALL DESIGN ALL JOISTS TO MEET OR EXCEED THE DEFLECTIONCRITERIA SPECIFIED IN THE G.S.N.

STEEL JOIST GIRDER DESIGN SHALL CONFORM TO THE FOLLOWING REQUIREMENTS:

STEEL JOIST GIRDER DESIGNATIONS SHOWN INDICATE GIRDER DEPTH, NUMBEROF JOIST SPACES, AND PANEL POINT D.L. + L.L. REACTION.

GIRDER MFR. SHALL DESIGN ALL GIRDERS FOR AN ADDITIONAL 2. 0 K VERT.POINT LOAD AT ANY PANEL POINT LOCATION ALONG THE LENGTH OF THEGIRDER, OR ACTUAL MECH. UNIT LOAD, WHICHEVER IS GREATER. VERIFY WT.AND LOCATION OF ROOF-MOUNTED MECH. UNITS w/ ARCH'L. OR MECH. PLANS.

GIRDER MFR. SHALL DESIGN ALL GIRDERS TO MEET OR EXCEED THEDEFLECTION CRITERIA SPECIFIED IN THE G.S.N.

"D =" DENOTES AXIAL FORCE DUE TO WIND OR SEISMIC FORCES (WORKINGSTRESS LEVEL, TENSION OR COMPRESSION) TO BE INCLUDED IN APPROPRIATELOAD COMBINATIONS BY GIRDER MFR.

"D =" DENOTES AXIAL FORCE DUE TO WIND OR SEISMIC FORCES (WORKINGSTRESS LEVEL, TENSION OR COMPRESSION) TO BE INCLUDED IN APPROPRIATELOAD COMBINATIONS BY GIRDER MFR.

3" CLR.3"

CL

R.

3"

CL

R.

3" CLR.

EQ.EQ. 2" CLR.2" CLR.2" CLR.

MARK WIDTH LENGTH THICKNESS FOOTING REBAR NOTES

MARK SIZE BASE PLATE NOTES

MARKNOMINAL

THICKNESSVERT. REINFORCINGFULL WALL HEIGHT

HORIZ. REINFORCING NOTES

MARK

MARK GROUT DEPTH REINFORCING VERTICAL REINFORCING NOTES

MARKHEADER STUDS

AND TRACKSKINGSTDS OR

POSTTRIMMERS NOTES

THICKENED SLAB FOOTING

ISOLATED / CONTINUOUS FOOTING

MASONRY LINTEL (ML) SCHEDULE

COLD FORMED STEEL HEADER SCHEDULE

FOUNDATION PLAN NOTES

A.

B.

C.

D.

F.

G.

H.

I.

K.

L.

M.

N.

O.

Q.

R.

S.

MASONRY WALL (MW) SCHEDULE

VERTICAL BARS CENTERED VERTICAL BARS EACH FACEVERTICAL BARS "INSIDE" FACE

VERT. REINFORCING

HORIZ. REINFORCING

BACKFILL AT "SOIL" FACE ASOCCURS

"INSIDE" FACE

3 1

2 1

2

1

2

1

2

3

EXAMPLE DESIGNATION: MJ1

MASONRY JAMB (MJ) SCHEDULE

SOLID GROUT DISTANCE AS NOTED ON PLAN. MASONRY JAMB TYPE "MJ2" SHALL BESOLID GROUTED BETWEEN OPENINGS.

MASONRY JAMB TYPE PER SCHEDULE BELOW

EDGE OF WALL OPENING

CENTER JAMB REINFORCING AND SOLID GROUT ON BEAM OR GIRDER BEARINGLOCATION

CENTER OF BEAM OR GIRDER BEARING LOCATION

PROFILES SHOWN IN SCHEDULE BELOW ARE FOR ILLUSTRATION PURPOSES ONLY.ACTUAL BAR QUANTITY, SIZE, AND GROUT DISTANCE SHALL CONFORM TO ACTUALPLAN DESIGNATIONS.

TOTAL NUMBER OF JAMB BARS AS NOTED ON PLAN. ACTUAL NUMBER OF BARSSPECIFIED ON PLAN MAY BE MORE OR LESS THAN SHOWN IN EXAMPLE PROFILESBELOW

JAMB BAR SIZE AS NOTED ON PLAN (EX: #4, #5, #6, ETC.)

1 2 3 4

1

2

3

4

5

6

7

8

FRAMING PLAN NOTES

A.

SEE TYPICAL DETAILS FOR FRAMING REQUIREMENTS AT OPENINGS IN ROOF. ALLOPENINGS MAY NOT NECESSARILY BE SHOWN ON PLANS.

B.

C.

MW1, MW2, MW3, . . . DENOTES MASONRY WALL PER SCHEDULE ON THIS SHEET. ALLMASONRY WALLS SHALL BE MARK "MW1" U.N.O. ON PLAN.

D.

ML1, ML2, ML3, . . . DENOTES MASONRY LINTEL PER SCHEDULE THIS SHEET.E.

F.

PLACE (2) #5 CONT. IN 24" DEEP (MIN.) GROUTED BOND BEAM AT ELEVATED FLOORAND ROOF

G.

ROOF FRAMING AS SHOWN ON PLAN INDICATES PREFABRICATED STEEL BAR JOISTSSPACED AT 6'-0" o.c. MAX. U.N.O. JOIST DESIGN SHALL CONFORM TO THEREQUIREMENTS SHOWN BELOW.

H.

JOIST SIZES SHALL BE INDICATED ON PLAN1.

2.

3.

JOIST MFR. SHALL DESIGN ALL JOISTS FOR 3100# AXIAL LOAD (WIND/SEISMICFORCES AT WORKING STRESS LEVEL, TENSION OR COMPRESSION) AT TOPCHORD IN APPROPRIATE LOAD COMBINATIONS U.N.O.

4.

JOIST MFR. SHALL DESIGN ALL ROOF JOISTS FOR 15.1 PSF NET UPLIFT (WIND)AND SHALL PROVIDE ADDITIONAL BRIDGING AS REQ'D.

6.

I.

1.

2.

3.

4.

GIRDER MFR. SHALL DESIGN ALL GIRDERS FOR 15.1 PSF NET UPLIFT (WIND) ANDSHALL PROVIDE ADDITIONAL BRACING AS REQ'D.

5.

PROVIDE FIELD-INSTALLED WEB MEMBERS AS REQ'D. AT POINT LOADS PER TYPICALDETAIL 13/S004.

J.

K.

TYPICAL LEDGER AT MASONRY WALL SHALL BE L3x3x1/4 w/ EMBED PLATES AT 24" o.c.U.N.O. ALL LEDGERS SHALL HAVE MINIMUM OF (2) EMBED PLATES. EMBED PLATESSHALL BE LOCATED NOT LESS THAN 6" NOR MORE THAN 1'-0" FROM END OF LEDGEROR EACH SIDE OF LEDGER SPLICE

N.

SC1, SC2, SC3, . . . DENOTES STEEL COLUMN PER SCHEDULE ON THIS SHEET.O.

TYPICAL ROOF DECK SHALL BE 1 1/2" x 18 GA. B-36 DECK PER G.S.N. U.N.O. DECK

ATTACHMENT TO ROOF FRAMING, INCLUDING EDGES OF OPENINGS AND

DRAG/COLLECTOR ELEMENTS NOTED ON PLAN, SHALL BE AS FOLLOWS U.N.O. :

SUPPORTS PERPEND. TO DECK SPAN: (5) PUDDLE WELDS PER SHEET

SUPPORTS PARALLEL TO DECK SPAN: PUDDLE WELDS AT 12" o.c.

SIDE SEAM CONNECTIONS: BUTTON PUNCHES AT 12" o.c.,

PUNCHLOK (VERCO DECK ONLY) AT 24" o.c.,

OR DELTAGRIP (ASC DECK ONLY) AT 24" o.c.

JOIST MFR. SHALL DESIGN ALL JOISTS FOR AN ADDITIONAL 1000# (MIN.) VERT.

POINT LOAD AT ANY PANEL POINT LOCATION (TOP AND BOTTOM) ALONG THE

LENGTH OF THE JOIST, OR ACTUAL MECH. UNIT / SPRINKLER PIPING LOAD,

WHICHEVER IS GREATER. MIN. SPRINKLER MAIN LOADS SHALL BE AS FOLLOWS

U.N.O. BY OTHERS. VERIFY WT. AND LOCATION OF SPRINKLER PIPING AND

ROOF-MOUNTED MECH. UNITS w/ ARCH'L, MECH., PLUMBING, AND/OR FIRE

PROTECTION PLANS.

4" MAIN: 17 PLF

6" MAIN: 32 PLF

8" MAIN: 51 PLF

ALL FOOTINGS SHALL EXTEND 30 INCHES MIN. BELOW PAD GRADE. ALL INTERIORFOOTING SHALL EXTEND 18 INCHES MIN. BELOW PAD GRADE U.N.O. PAD GRADE ISDEFINED AS TOP OF SLAB FOR INTERIOR FOOTINGS, LOWEST ADJACENT COMPACTEDSUBGRADE (PAD GRADE BEFORE LANDSCAPING) OR NATURAL GRADE WITHIN 5 FEETOF BUILDING FOR PERIMETER FOOTINGS, OR TOP OF EXTERIOR PAVING ORCONCRETE WHERE EXTERIOR PAVING OR CONCRETE IS PERMANENTLY LOCATEDDIRECTLY ADJACENT TO BUILDING AND EXTENDS AT LEAST 5 FEET FROM BUILDING.FOOTING EXCAVATIONS SHALL BE CLEAN AND FREE FROM LOOSE DEBRIS, STANDINGWATER, OR UNCOMPACTED MATERIAL AT TIME OF CONCRETE PLACEMENT.CONTRACTOR SHALL COORDINATE FOOTING EMBEDMENT WITH CIVIL GRADINGPLANS TO ENSURE THAT MINIMUM EMBEDMENT SPECIFIED ABOVE IS MAINTAINED.

DENOTES FOOTING STEP PER TYPICAL DETAIL 05/S002.S S

MW1, MW2, MW3, . . . DENOTES MASONRY WALL PER SCHEDULE ON THIS SHEET. ALLMASONRY WALLS SHALL BE MARK "MW1" U.N.O. ON PLAN.

MJX (X) #X-XX" INDICATES MASONRY JAMB PER MASONRY JAMB SCHEDULE THISSHEET. TYPICAL JAMB SHALL BE MJ1 (2) #5-24" U.N.O.

SC1, SC2, SC3, . . . DENOTES STEEL COLUMN PER SCHEDULE ON THIS SHEET.

INTERIOR CONCRETE SLAB ON GRADE SHALL BE 6" THICK w/ #3 AT 18" o.c. EACH WAY.PLACE REINF. 2 1/4" CLR. FROM TOP OF SLAB. AS AN ALTERNATE, REINFORCE SLAB w/POLYPROPYLENE FIBERS PER G.S.N.

INSTALL SLAB CONTROL JOINTS PER DETAIL 04/S002. MATCH CLOSURE POUR(WHERE PRESENT) CONTROL JOINTS WITH SLAB CONTROL JOINTS.

SEE DETAIL 01 FOR PIPES/CONDUIT AT FTGS. PIPES/CONDUIT SHALL NOT PASS THRUNOR BE LOCATED BENEATH ISOLATED PAD FOOTINGS.

SEE DETAIL 25/S005 FOR TYPICAL TRASH ENCLOSURE WALLS.

J.

P.

32"(6) #5 -

5.

SUPPORTS PERPEND. TO DECK SPAN: (4) PUDDLE WELDS PER SHEET

SUPPORTS PARALLEL TO DECK SPAN: PUDDLE WELDS AT 12" o.c.

SIDE SEAM CONNECTIONS: BUTTON PUNCHES AT 36" o.c.,

PUNCHLOK (VERCO DECK ONLY) AT 36" o.c.,

OR DELTAGRIP (ASC DECK ONLY) AT 36" o.c.

M.

DENOTES SNOW DRIFT LOAD TO BE ADDED TO ROOFSNOW LOAD

X PSF

0 PSF

X'-X"

L. TYPICAL FLOOR DECK SHALL BE 2" LIGHT WT. CONCRETE OVER 1 1/2" x 22 GA.

COMPOSITE B DECK (3 1/2" TOTAL THICKNESS) PER G.S.N. U.N.O. REINFORCE

CONCRETE w/ 6x6-W2.9xW2.9 WELDED WIRE FABRIC. PLACE REINF. AT THE

APPROXIMATE CENTERLINE OF THE CONCRETE DEPTH OVER THE TOP FLUTE OF THE

DECK U.N.O. DECK ATTACHMENT TO FRAMING, INCLUDING EDGES OF OPENINGS AND

DRAG/COLLECTOR ELEMENTS NOTED ON PLAN, SHALL BE AS FOLLOWS U.N.O. :

MASONRY CONTROL JOINTS (MCJ) PER TYPICAL DETAIL 07/S002 SHALL BE PLACEDWHERE SPECIFICALLY SHOWN ON PLANS AND, AS A MINIMUM, AT INTERVALS NOT TOEXCEED 20'-0" o.c. COORDINATE EXACT LOCATION OF CONTROL JOINTS WITH ARCH'L.

"SOIL"

FACE

FINISH FLOOR REFERENCE ELEVATION = 100'-0"

T.O.F. ELEVATION AT STEEL COLUMNS = -1'-0" BELOW F.F., U.N.O.E.

ANCHOR BOTTOM TRACK AT CONCRETE PER DETAIL 23/S005 w/ 1/2" MIN. DIA. "J" BOLTw/ ROUND CUT WASHER AND NUT w/ 7" MIN. EMBEDMENT. PROVIDE MIN. (2) A.B. PERBOTTOM PLATE PIECE. LOCATE A.B. WITHIN 12" OF EACH END OF EACH PIECE. A.B.SPACING SHALL NOT EXCEED 24" o.c. AT LOAD-BEARING WALLS AND 48" o.c. ATINTERIOR NONLOAD-BEARING WALLS. HOLDOWN ANCHORS DO NOT COUNT ASREPLACING ANCHOR BOLTS. SEE SHEAR WALL SCHEDULE ON FRAMING PLAN FORADD'L. ANCHORAGE REQUIREMENTS AT SHEAR WALLS.

F1 3'-0" CONT. 18" (4) #5 CONT. AT BOTTOM .

F2 2'-6" CONT. 18" (4) #5 CONT. AT BOTTOM .

F3 7'-0" 7'-0" 18" (9) #5 E. W., BOTTOM .

F4 5'-0" 5'-0" 18" (7) #5 E. W., BOTTOM .

F5 3'-6" CONT. 18" (5) #5 CONT. BOTTOM .

F6 2'-0" CONT. 12" (2) #5 CONT. BOTTOM .

SC1 HSS6x6x1/2TYPE A

3/4" x 12" x 1'-6" w/ (4) 3/4" DIA. A.R..

SC2 HSS6x6x3/8TYPE A

3/4" x 12" x 1'-0" w/ (4) 3/4" DIA. A.R..

SC3 HSS5x5x3/8TYPEA

3/4" x 12" x 1'-0" w/ (4) 3/4" DIA. A.R..

SC4 HSS4x4x1/4TYPEA

3/4" x 10" x 0'-10" w/ (4) 3/4" DIA. A.R..

MW1 8"#5 AT 32" o.c. EACH

FACE#5 AT 48" o.c. -

MW2 8" #5 AT 32" o.c. #5 AT 48" o.c. -

MW3 8" #5 AT 32" o.c. #5 AT 48" o.c. -

MW4 8" #5 AT 8" o.c. EACH FACE #5 AT 16" o.c. f'm = 2500 PSI

MW5 8" #5 AT 24" o.c. #5 AT 24" o.c. -

MJ1

MJ2

MJ3

ML1 24" (2) #5 AT BOTTOM - .

ML2 32" (2) #5 AT BOTTOM - .

ML3 56" (2) #5 AT BOTTOM #5 AT 16" o.c. .

ML4 40" (2) #5 AT BOTTOM - .

ML5 32" (2) #5 AT BOTTOM #5 AT 16" o.c. .

MB1(2) 1200S200-68

w/ (2) 600T125-686000S162-43

w/ 600T125-436000S162-43

w/ 600T125-43

REFER TODETAIL19/S004

MB2(2) 800S162-68

w/ (2) 600T125-686000S162-43

W/ 600T125-436000S162-43

w/ 600T125-43


MB3(2) 1000S162-68

w/ (2) 600T125-686000S162-43

W/ 600T125-436000S162-43

w/ 600T125-43


FOOTING (F) SCHEDULE

SEE PLAN AND DETAILSFOR EMBEDDED ITEMSAND CONSTRUCTIONABOVE FOOTING

REBAR

WIDTH / LENGTH

THICKNESS PERSCHEDULE OR EMBEDDEPTH PER G.S.N.

THICKNESS

1

2

3

4

5

STEEL COLUMN (SC) SCHEDULE

FOR BASE PLATE CONFIGURATION, A.R. PATTERN, AND COLUMN-TO-BASE PLATECONNECTION, SEE TYPICAL COLUMN BASE PLATE SCHEDULE OR DETAIL.

STANDARD EFFECTIVE ANCHOR ROD EMBEDMENT = 7 1/2" U.N.O. EFFECTIVEEMBEDMENT SPECIFIED DENOTES MIN. DISTANCE REQ'D. BETWEEN T.O. CONCRETEAND T.O. EMBEDDED NUT U.N.O.

ORIENT LONG DIMENSION OF BASE PLATE PARALLEL TO WEB OF WIDE FLANGECOLUMN U.N.O.

A.

B.

C.

3

2

4

1

1

2

3

5

4

EXTEND GROUT, OPEN END MASONRY UNITS AND REINFORCING 2'-0" MIN. PAST EACHEDGE OF OPENING WHERE POSSIBLE. AT WALL CORNERS OR OTHER INTERFERENCE,EXTEND REINFORCEMENT AS FAR AS POSSIBLE INTO ADJACENT MASONRY ANDHOOK ENDS WITH STANDARD 90 DEGREE HOOK.

A.

ENDS OF LINTEL TO BE BUILT INTO ADJACENT WALL OR PILASTER WITH RUNNINGBOND JOINT.

B.

HEADERS SHALL BE UNPUNCHEDA.

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JAB/DW

S006

NOTES AND SCHEDULES

101

101

101TYP.

103

103

101

101

105102

104

105

104 104

105

102

106 106

103

103

108

101

109

109

103

FOUNDATION PLAN NOTES

REFER TO SHEET S006 FOR NOTES AND SCHEDULES

A

A

C

C E

E

F

F

G

G

1 1

2 2

4

5 5

D

DB

B

3

F5

SC2F4

SC1F3

F3SC1

SC2F4

F4SC3

F1

F6

F2F2

F2

F1

F5

F2

F2

F2

MW

1

MW1

MW

1

MJ1 (4) #5-24"

MJ1 (6) #5-32"

MJ2 (8) #5-48"

MJ1 (5) #5-32"

MJ1 (6) #5-32"

MJ2 (4) #5-24"

MJ1 (4) #5-24"

MJ1 (4) #5-24"

MJ2

(16)

#5-

72"

BUS LIFT PER ARCH'L. FOOTING AND REINFORCEMENT PER DETAIL 106/S301

SC4 SC4

MW3MW2

MJ1

(2) #

5-16

"

MJ1

(2) #

5-16

"

MJ1 (2) #5-16"

MJ1 (2) #5-16"

MJ1

(2) #

5-16

"

MJ1

(2) #

5-16

"

MJ1

(4) #

5-24

"

MJ1

(4) #

5-24

"

MJ1

(10)

#5-

48"

MJ2

(10)

#5-

48"

MJ1

(10)

#5-

48"

MJ2

(10)

#5-

48"

MJ2 (10) #5-48"

MJ2

(10)

#5-

48"

MJ2

(10)

#5-

48"

MJ2

(10)

#5-

48"

MJ2

(10)

#5-

48"

MW

3

MJ1 (4) #5-16"

MJ2 (8) #5-40"

MJ1 (6) #5-32"

MJ1

(6) #

5-24

"

MJ2

(12)

#5-

48"

MJ2

(6) #

5-24

"-12

" THIC

K

MJ2

(16)

#5-

72"

MJ2

(16)

#5-

72"

MJ1 (4) #5-24"

MJ2 (6) #5-24"-12" TH

ICK

MJ2

(4) #

5-24

"

MJ2

(4) #

5-24

"

MJ1

(2) #

5-16

"

MJ1

(2) #

5-16

"

MJ1

(2) #

5-16

"

MJ1

(2) #

5-16

"

MJ1

(2) #

5-16

"

MJ1

(2) #

5-16

"

MJ1

(2) #

5-16

"

MJ1

(2) #

5-16

"

MW5

MJ1

(2) #

5-16

"

MJ1

(2) #

5-16

"

MW

2

MJ1

(2) #

5-16

"M

J1 (2

) #5-

16"

MJ1 (2) #5-16"

MJ1 (2) #5-16"

MJ1 (2) #5-16"

MJ1 (2) #5-16"

AT OPTION

MIN

.2

' -

6"

6' - 3" 6' - 3"

MIN

.

2' -

6"

MIN

.2

' -

6"

MIN

.2

' -

6"

SW_ (12' - 0")

SW_ (15' - 0")SW_ (20' - 10")

SC4

MW4 MW4 MW4

MW4

SW_ (12' - 0")

SW_ (12' - 9")

SW_ (13' - 6") SW_ (12' - 3")

TYP. AT PIERS

AT OPENINGS

BUS LIFT PER ARCH'L. FOOTING AND REINFORCEMENT PER DETAIL 106/S301

F6F

6

F6

MJ1

(4) #

5-24

"

MJ1

(4) #

5-24

"

MW4F2

F2

MJ1

(4) #

5-24

"

MJ1

(4) #

5-24

"

SC4

MW4

MJ2 (6) #5-24"-12" TH

ICK

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S101

FOUNDATION PLAN

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

N

1200S200-97 CFS 30

JOISTS AT 16" o.c.

206 206

207

208

1

209

211

212

212

201

212

211209

212

201

212

209

211

211

MEZZANINE FRAMING PLAN KEYNOTES

FRAME WALL WITH 600S162-43 CFS AT 16" o.c. w/ 600T125-43 TOP AND BOTTOM TRACK1

SHEATHE SHEAR WALL w/ 7/16" PLYWOOD MIN. ATTACH PLYWOOD TO STUDS w/ #8SCREWS AT 6" o.c. EDGE AND 12" o.c. FIELD

2

LEDGER PER FRAMING PLAN NOTES3

FRAMING PLAN NOTES

SEE SHEET S006 FOR NOTES AND SCHEDULES

A

A

C

C E

E

F

F

G

G

1 1

2 2

4

5 5

D

DB

B

3

MB1 MB2 MB2 MB3 MB2 MB3W14x26

ML2

33 3

SW_ (12' - 0")

SW_ (15' - 0")SW_ (20' - 10")2

SW_ (12' - 0")

21

21

SW_ (12' - 0")

21

SW_ (13' - 6")2

SW_ (12' - 3")2

ML2

ML5

ML5

ML5

ML5

ML5

2

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SHEET DESCRIPTION

DATE REVISION/ISSUE

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JAB/DW

S201

MEZZANINE FLOOR FRAMING PLAN

SCALE: 1/8" = 1'-0" 1Mezzanine Framing Plan

N

30K (303/182)

30K (303/182)

26

K (

30

5/1

83

)

20

K (

32

0/1

92

)

20

K (

32

0/1

92

)

20

K (

35

0/2

10

)

20

K (

35

0/2

10

)

30K (334/200)

30K (334/200)

201

201

205

HIGH

201

201

201

201

201

204204205LOW

201

HIGH

201

203

204

TYP.

202

201

TYP.

202

LOW

202

LOW

201

TYP.

202201

210

TYP.

202

210

201

201

TYP.

203

LOW

202

FRAMING PLAN NOTES

SEE SHEET S006 FOR NOTES AND SCHEDULES

A

A

C

C E

E

F

F

G

G

1 1

2 2

4

5 5

D

DB

B

3

36G 5 N 11.95K 36G 6 N 12.44K 36G 6 N 11.39K

(6) EQ. SPACES

36

G 5

N 8

.64

K3

6G

5 N

7.6

8K

(5)

EQ

. S

PA

CE

S(5

) E

Q. S

PA

CE

S

ML1 ML1 ML5 ML5

ML1 ML1 ML5 ML1

ML1

ML1

ML1

ML1

ML5

ML5 ML3

ML2 ML4ML1ML1 ML3 ML3 ML3 ML3

ML2 ML2 ML2 ML2 ML2 ML2 ML2 ML2

ML1

RTU2500#

RTU1200#

RTU8600#

(6) EQ. SPACES(5) EQ. SPACES

TYP.

TYP.

1.4K

0.3K

0.3K

79 PSF

0 PSF

16' - 3"

79 PSF

0 PSF

16' - 3"

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SHEET DESCRIPTION

DATE REVISION/ISSUE

DA

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162118

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CAD

JAB/DW

S202

ROOF FRAMING PLAN

SCALE: 1/8" = 1'-0" 1Roof Framing Plan

N

3" CLR.

3"

CL

R.

STEEL COLUMN AT FOOTINGSF01-19-HSS 080508 NO SCALENO SCALE

2

5

3

4

1

FOOTING SIZE AND REINF. PERFOOTING SCHEDULE U.N.O.

1

SEE PLAN FOR MIN. EMBEDMENTOR T.O.F. ELEVATION

2

BASE PLATE w/ ANCHOR RODSPER STEEL COLUMN SCHEDULEU.N.O.

3

GROUT BELOW BASE PLATE PERG.S.N. AND APPLICABLECOLUMN BASE PLATE DETAIL

4

COLUMN ISOLATION JOINT ANDCLOSURE POUR PER TYPICALDETAIL

5

LINE OF SLAB BEYOND6

6

LAP 12";

6" MIN.6"

MIN

.

TRENCH DRAINF01-03 070914 NO SCALE

OPTIONAL POUR JOINT

GRATING AND EMBEDDEDSTUDS PER ARCH'L.

#4 AT 12" o.c. EACH WAY

SEE ARCH'L FOR DIMENSIONSOF TRENCH

NO SCALE

A.

1

2

3

2

1

3

3"

CL

R.

INTERIOR MASONRY WALL AT FOOTING102-162118 NO SCALENO SCALE

GROUT SOLID BELOW FINISHFLOOR LINE

1

DOWEL TO MATCH AND LAPVERT. REINFORCING.ALTERNATE BENDS

2

SEE PLAN FOR MIN. EMBEDMENT3

3

2

1

ALTERNATE BENDS4

4

3"

CL

R.

TY

P.

EQ. EQ.

8"

TYPICAL DEPRESSED EDGE OF SLAB103-162118 NO SCALE

1

NO SCALE

3

2

2

SEE PLAN NOTE FOR MINIMUMEMBEDMENT

#5 VERT. AT 18" o.c.

1

3

ALTERNATE BENDS

2 FOOTING SIZE ANDREINFORCEMENT PER PLAN

4

#5 CONT. AT TOP, BOTTOM ANDAT 18" o.c.

5

4

7

#4 CONT.6

#4 AT 18" o.c. EXTEND INTOSLAB AND WALL 24"

7

6

5

INTERIOR CFS STUD WALL AT FOOTING107-162118 NO SCALE

MINIMUM EMBEDMENT PERFOUNDATION PLAN NOTES

1

FOOTING SIZE PER PLAN ORSCHEDULE

2

REINFORCING PER PLAN ORSCHEDULE

3

CFS STUD WALL ANDANCHORAGE PER PLAN

4

2

2

1

3

4

12"

3"

3"

6'-3"

3"

3"

BUS LIFT AT FLOOR SLAB106-162118 NO SCALE

CONCRETE SLAB PER PLAN1

BUS LIFT AND ATTACHMENTPER MFR.

2

12" THICK CONCRETEFOUNDATION w/ #5 AT 12" o.c.E.W. SEE PLAN FOR DIMENSIONS

3

BACKFILL PER MFR.SPECIFICATIONS

4

1 1

4 4

3

2

6"

MIN.

18"

MA

X.

CURB AT SLAB-ON-GRADE108-162118 NO SCALE

SLAB PER PLAN NOTES1

1

#4 CONT.2

#4 VERT. AT 24" o.c. w/ STD.HOOK AT BOTTOM

3

OPT. POUR JOINT4

2 3

4

3"

CL

R.

2"

CLR

.

MASONRY WALL AT CONCRETE FOUNDATION AND FOOTING101-162118 NO SCALENO SCALE

SEE PLAN OR G.S.N. FORMINIMUM EMBEDMENT

1

DOWEL TO MATCH AND LAPWITH MASONRY WALLREINFORCING

2

FOOTING AND REINFORCINGPER PLAN

3

1

3

CONCRETE WALL TO MATCHWIDTH OF MASONRY WALL

4

#5 CONT. HORIZ. AT TOP,BOTTOM AND 18" o.c.

5

#5 VERT. AT 18" o.c. w/ STD.HOOK AT BOTTOM

6

NATURAL GRADE ORCOMPACTED SUBGRADE

7

ALTERNATE BENDS8

8

7

3

4

2

65

3"

CL

R.

STEEL COLUMN AT CONCRETE FOOTING105-162118 NO SCALE

A.

BASE PLATE w/ ANCHOR BOLTSPER PLAN

SEE PLAN OR GSN FOR MIN.EMBEDMENT

GROUT BELOW PLATE PER GSN

EDGE OF WALL FOOTINGBEYOND

CLOSURE POUR PER PLAN.PLACE AFTER STRUCTURALDEAD LOAD IS APPLIED

CONTROL JOINT PER TYPICALDETAIL

SEE DETAIL 101 FOR MORE INFO.SHOWN BUT NOT NOTED

NO SCALE

2

6

5

4

3

2

1

1

34

56

CONCRETE WALL w/ #5 VERT. AT18" o.c. AND #5 HORIZ. AT TOP,BOTTOM AND 18" o.c.

7

7

104

109

102

103

107

106

108

101

105

91

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DRAWN BY

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DATE

PROJECT NO.

SHEET NUMBER

SHEET DESCRIPTION

DATE REVISION/ISSUE

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CAD

JAB/DW

S301

FOUNDATION DETAILS

6"

STEEL DECK AT MASONRY WALLSM03-01 080304

CONT. LEDGER PER PLAN. 4"MIN VERT. LEG REQUIRED FORA.B. OPTION

CONCRETE OVER STEEL DECKWHERE OCCURS NOT SHOWNFOR CLARITY

PL3/8x4x9 w/ (2) 1/2" DIA. x 4"NELSON STUDS. GROUT 4" MIN.ABOVE AND BELOW ANCHORS

CONT. GROUTED BOND BEAMPER PLAN OR G.S.N.

3/4" DIA. x.6" EMBED A.B. SPACEAT ONE-HALF SPACING CALLEDFOR EMBED PLATE

OPTIONAL ANCHOR BOLT

EMBED PLATE

STEEL DECK ORIENTATION MAYBE AT 90° TO THAT SHOWN

VERT. REINFORCING NOTSHOWN FOR CLARITY

NO SCALE

3/16

3/16

3/16

3/16

4

3

2

1

1

2

3

13

4

A.

B.

C.

1/4" 1/4"

STEEL JOISTS AT STEEL JOIST GIRDERSS02-03 080508 NO SCALE

2 MIN.1

1

SLOPE BEARING SEAT AS REQ'D.AT SLOPED ROOF

A.

2

1/8 MIN.3

1/8 FOR K-SERIES JOIST1/4 FOR LH-SERIES JOIST

1

1/4" x 3" MIN. x 0'-6" (LONG DIM.PARALLEL TO SUPPORTEDJOISTS) TIE PLATE. CENTERACROSS JOINT

2

(3) SIDES, TYP. EACH JOIST3

BRACE AS OCCURS BY JOISTMFR.

4

STEEL DECK NOT SHOWN FORCLARITY

B.

4

2 MIN.TYP

1/4" 1/4"

1 1/2"TYP.

2 1

/2"

2 1

/2"

3"

MIN

.

TY

P.

9"

MIN

.

3"

TYP.

1/2

" M

IN.

TY

P.

STEEL JOIST GIRDERS AT STEEL COLUMNSS01-03 080508

3/4" CAP PLATE

(2) 3/4" DIA. ERECTION BOLTSEACH GIRDER. SNUG TIGHTEN

STABILIZER PLATE 3/4" x 6" x 0'-6"MIN.

DO NOT WELD BOTTOM CHORDTO STABILIZER PLATE

A.


B.

NO SCALE

41/4

1/4

1/4

3/16

3/16

1/4

5

6

3

2

1

41/4TYP

TYP

4

1

2

3

1 1/2"

2 1

/2"

2 1

/2" 9"

MIN

.

3"

3"

MIN

.

1"

1/2

" M

IN.

TY

P.

STEEL JOIST GIRDER AT STEEL COLUMNSS01-10 080508


A.

(2) 3/4" DIA. ERECTION BOLTS.SNUG TIGHTEN

STABILIZER PLATE 3/4" x 6" x 0'-6"MIN.


B.

NO SCALE

3/16

3/16

1/4

41/4

3

2

3/4" CAP PLATE1

3

41/4

2

1

3" 1"

1 1/2"

STEEL BEAM AT STEEL COLUMNSS06-07 080303

3/4" CAP PLATE

(2) 3/4" DIA. BOLTS ON BEAMGAGE

3/8" (AT W21 BEAMS ANDSMALLER) OR 1/2" (AT W24BEAMS AND LARGER)STIFFENER, TYP. BOTH SIDES OFBEAM WEB U.N.O.

NO SCALE

1

3

1/4

3

2

1

2


A.

STEEL JOIST AT MASONRY WALL202-150644 NO SCALE

EMBED PLATE 3/4" x 10" x 1'-3" w/(4) 3/4" DIA. x 5" NELSON STUDS

1

WALL VERTICAL REINFORCINGNOT SHOWN FOR CLARITY

A.

L4x4x3/4 x 0'-9" BEARING ANGLE2

CONTINUOUS LEDGER PER PLAN3

1/8" AT K-JOIST1/4" AT LH-JOIST

4

4

4

3/16 4"

2"

2"

1

2

5/16

3

8"

1" TYP.

8"

STEEL JOIST GIRDER AT MASONRY WALLSM01-12 080304 NO SCALE

(2) #5 x 4'-0" LONG IN 16" DEEPMIN. x 4'-0" LONG SOLIDGROUTED BOND BEAM

1


A.

PLATE 3/4" x 6" x 0'-9" w/ (2) 3/4"DIA. x 6" NELSON STUDS AT 6" o.c.

2

1" +/- DRYPACK3

1/2" EMBED PLATE w/ (4) 1/2" x 4"NELSON STUDS

4

STABILIZER PLATE 3/4" x 6" x 0'-6"5

FILL VOID WITH GROUT OR DRYPACK

6

1/41/4

1/41/4

6

2

3

1

5

4

STEEL JOISTS AT STUD WALL207-162118 NO SCALE

STEEL STUD PER PLAN1

STEEL JOIST PER PLAN2

1200T125-54 TRACK AT END w/(2) #10 TO EACH JOIST

3

ATTACH JOIST TO TOP TRACK w/(2) #8 SELF-TAPPING SCREWS

4

CONCRETE OVER STEEL DECKPER PLAN

5

CONT. 1/4" BEND PLATE ORCLOSURE ANGLE

6

SHEAR WALL SHEATHING PERPLAN

7

2

3

4

1

5 6

3/16

ANGLETO

EACHJOIST

EDGE FASTENERS8

ATTACH FLOOR END TRACK TOWALL TOP TRACK w/ #8SELF-TAPPING SCREWS AT 12"o.c.

9

7

8

8

LIGHT GAGE STEEL JOIST AT MASONRY WALL208-162118

L3x3x3/16 x 0'-6" AT EACH JOISTw/ (2) 3/4" DIA. x 4" NELSONSTUDS AT 4" o.c.

STEEL LEDGER PER PLAN

NO SCALE

1/8

1

2

1

2

CONCRETE OVER METAL DECKNOT SHOWN FOR CLARITY

A.

PARALLEL JOIST AT STEEL STUD WALL209-162118 NO SCALE

STEEL STUD WALL PER PLAN1

STEEL JOIST PER PLAN2

3

1

CONCRETE OVER STEEL DECKPER PLAN

3

2

2

SHEARWALL SHEATHING PERPLAN

4

4

WELD DECK TO TOP TRACK w/PUDDLE WELDS AT 12" o.c.

5

5

EDGE FASTENERS66

SHEARWALL END STUDS AT MASONRY WALL212-162118 NO SCALE

2

3

1 DOUBLE END STUDS

2 EDGE NAILING

3 3/4" x 4" (MIN.) EMBED TITEN HDSCREW ANCHOR AT 16" o.c. INTOGROUTED CELL

1

SHEARWALL END STUDS AT STEEL COLUMN211-162118 NO SCALE

1

3

2

4

5

STEEL COLUMN PER PLAN1

DOUBLE END STUDS2

EDGE NAILING3

3/4" THREADED WELDED STUDAT 16" o.c. 4" IN LENGTH MIN.

4

SHEATHING PER PLAN5

201

203

204

205

206

202

210

207

208

209

212

211

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DRAWN BY

CHECKED BY

DATE

PROJECT NO.

SHEET NUMBER

SHEET DESCRIPTION

DATE REVISION/ISSUE

DA

VID

WIN

N

No.

5049610

-2203

ST

AT

EO

FU

TA

H

PROFESSIONA

LS

TR

UC

TU

RA

L

ENG INEER

2/2

7/2

01

7

2/2

7/2

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7 4

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MC

:\U

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rs\W

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\162

118

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AC

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162118

11/01/16

CAD

JAB/DW

S401

FRAMING DETAILS

general structural notes -...

Documents