fbra structural drawing list - certificate programs · concrete shall be placed in the presence of...

GENERAL

G1. THE GENERAL NOTES APPLY UNLESS NOTED OTHERWISE ON THE DRAWINGS OR IN THE SPECIFICATIONS.

G2. STRUCTURAL WORK SHALL CONFORM TO REQUIREMENTS OF THE INTERNATIONAL BUILDING CODE, 2009 EDITION AND ALL NEWHAMPSHIRE AMENDMENTS.

G3. THE INTENT OF THE STRUCTURAL DRAWINGS IS TO SHOW THE MAIN STRUCTURAL FEATURES AND DESIGN FOR THE COMPLETEDPROJECT. ARCHITECTURAL DETAILS AND OTHER COMPONENTS THAT MAY BE NECESSARY TO CONSTRUCT THE PROJECT ARESHOWN INCIDENTALLY ONLY AND NOT COMPLETELY.

G4. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH THE ARCHITECTURAL, SITE, MECHANICAL, ELECTRICAL,PLUMBING, AND FIRE PROTECTION DRAWINGS, APPROVED SHOP DRAWINGS, AND SPECIFICATIONS.

G5. REFER TO ARCHITECTURAL, SITE, MECHANICAL, ELECTRICAL, PLUMBING, AND FIRE PROTECTION DRAWINGS FOR VERIFICATIONOF LOCATIONS AND DIMENSIONS OF ALL SHAFTS, INSERTS, CURBS, OPENINGS, SLEEVES, ANCHOR BOLTS, FLOOR PITCHES,ANGLE FRAMES, AND OTHER PROJECT REQUIREMENTS NOT SHOWN ON STRUCTURAL DRAWINGS.

G6. THE CONTRACTOR SHALL INFORM THE ARCHITECT OF ALL DISCREPANCIES BETWEEN DRAWINGS OF DIFFERENT TRADES PRIORTO INITIATION OF ANY WORK.

G7. THE CONTRACTOR SHALL PROVIDE ALL THE NECESSARY ENGINEERED TEMPORARY BRACING AND SHORING TO SAFELYSUPPORT THE NEW AND EXISTING WORK AND THE APPLIED LOADS UNTIL THE PERMANENT STRUCTURE IS FULLY INSTALLED ANDAT FULL STRENGTH.

G8. SHOP DRAWINGS FOR REINFORCING STEEL, STRUCTURAL STEEL, STEEL JOISTS AND STEEL DECK SHALL BE SUBMITTED TO THEARCHITECT AND A STAMPED APPROVAL RECEIVED BEFORE FABRICATION MAY PROCEED.

G9. NOTES AND DETAILS SHOWN ON ANY STRUCTURAL DRAWINGS SHALL BE CONSIDERED TYPICAL FOR ALL SIMILAR CONDITIONS,UNLESS NOTED.

G10. REFER TO ARCHITECTURAL DRAWINGS FOR DIMENSIONS NOT SHOWN.

STRUCTURAL LOADS - INTERNATIONAL BUILDING CODE - 2009 EDITION(WITH NEW HAMPSHIRE AMENDMENTS)

L1. DEAD LOADSA. WEIGHT OF BUILDING COMPONENTS

1. GROUND FLOOR (5-1/2" COMPOSITE SLAB) 75 PSF (INCLUDES 13 PSF COLATERAL)2. UPPER FLOOR (3" NON-COMPOSITE SLAB) 50 PSF (INCLUDES 10 PSF COLATERAL)3. BUILDING ROOFS 20 PSF (INCLUDES 15 PSF COLATERAL)4. ROOFS OF INTERIOR LABS 15 PSF

B. TYPICAL PARTITIONS ALLOWANCE - (I.B.C. - SECTION 1607.5) 15 PSF

L2. SNOW LOADSA. GROUND SNOW LOAD - (ERDC/CRREL TR-02-6) P(g) = 70 PSFB. FLAT ROOF SNOW LOAD - (ASCE 7-05 - SECTION 7.3) P(f) = 50 PSFC. SNOW EXPOSURE FACTOR - (ASCE 7-05 - TABLE 7-2) C(e) = 1.0D. SNOW IMPORTANCE FACTOR - (ASCE 7-05 - TABLE 7-4) I(s) = 1.0E. ROOF THERMAL FACTOR - (ASCE 7-05 - TABLE 7-3) C(t) = 1.0F. ROOF SLOPE FACTOR - (ASCE 7-05 - FIGURE 7-2) C(s) = 1.0G. SNOW DRIFT - (ASCE 7-05 - FIGURES 7-7, 7-8 & 7-9)

L3. LIVE LOADSA. LOADS (I.B.C. - TABLE 1607.1)

1. STEEL FRAMED FLOORS 100 PSF (INCLUDING PARTITION ALLOWANCE)2. WOOD FRAMED FLOORS 80 PSF (INCLUDING PARTITION ALLOWANCE)3. WOOD FRAMED STORAGE AREA 125 PSF4. CORRIDORS ABOVE THE FIRST FLOOR 80 PSF5. LOBBIES, FIRST FLOOR CORRIDORS, OPEN AREAS 100 PSF6. STAIRS 100 PSF7. MECHANICAL EQUIPMENT ROOMS 150 PSF (100PSF+50PSF EQUIPMENT PADS)8. EXTERIOR PLAZAS 100 PSF9. ROOFS OF INTERIOR LABS 20 PSF

FOUNDATION

F1. FOUNDATION WORK SHALL BE IN ACCORDANCE WITH THE GEOTECHNICAL REPORT BY GEOTECHNICAL SERVICES INC., FILE # 21593,DATED DECEMBER 17, 2015.

F2. THE OWNER AND ARCHITECT ASSUME NO RESPONSIBILITY FOR THE VALIDITY OF THE SUBSURFACE CONDITIONS DESCRIBED ONTHE DRAWINGS, SPECIFICATIONS, BORING LOGS, OR TEST PITS. THIS DATA IS INCLUDED ONLY TO ASSIST THE CONTRACTORDURING BIDDING AND SUBSEQUENT CONSTRUCTION AND REPRESENT CONDITIONS ONLY OF THOSE SPECIFIED LOCATIONS ATTHE PARTICULAR TIME THEY WERE MADE.

F3. THE CONTRACTOR SHALL INFORM THE ARCHITECT AND RELOCATE, AS REQUIRED, ANY EXISTING UTILITY LINES THAT MAYINTERFERE WITH NEW FOUNDATIONS. THE CONTRACTOR SHALL REMOVE ANY EXISTING UTILITY LINES THAT ARE BEINGABANDONED IN THE VICINITY OF THE NEW FOUNDATION AND BACKFILL THE AREA WITH COMPACTED STRUCTURAL FILL.

F4. THE BOTTOM SURFACE OF ALL SPREAD FOOTINGS SHALL REST ON A 12" MIN. THICK LAYER OF COMPACTED STRUCTURAL FILLOVER UNDISTURBED APPROVED SOIL WITH A MINIMUM ALLOWABLE BEARING PRESSURE OF 2.0 TONS PER SQUARE FOOT.REMOVE ALL ORGANICS, CLAYS, SILTS, OR UNSUITABLE OR UNCOMPACTED FILL MATERIALS FROM BENEATH NEW FOOTINGSAND REPLACE WITH COMPACTED STRUCTURAL FILL.

F5. THE ESTIMATED BOTTOM ELEVATION OF EACH FOOTING IS INDICATED THUS [X'-X"] ON PLAN. THE BOTTOM OF EACH EXTERIORFOOTING SHALL BE A MINIMUM OF 4'-0" BELOW ADJACENT EXTERIOR FINISH GRADE.

F6. PROVIDE 2" RIGID INSULATION (WITHIN 4'-0" FROM PERIMETER OF BUILDING) AND A VAPOR BARRIER UNDER INTERIOR CONCRETESLABS ON GRADE. PROVIDE 6" MINIMUM OF COMPACTED BASE COURSE UNDER GROUND FLOOR SLABS ON GRADE. SEE GEOTECH.REPORT FOR BASE COURSE SPECIFICATION.

F7. BACKFILL UNDER STRUCTURAL SLABS, MATS, AND FOOTINGS SHALL BE ENGINEERED BACKFILL COMPACTED IN SPECIFIED LIFTSTO 95 PERCENT OF MAXIMUM DENSITY, UNLESS OTHERWISE INDICATED OR SPECIFIED. REFER TO GEOTECHNICAL REPORT ANDEARTHWORK SPECIFICATION FOR ADDITIONAL REQUIREMENTS.

F8. VERIFY LOCATIONS AND REQUIREMENTS FOR INSERTS, SLEEVES, CONDUITS, EMBEDMENTS, AND PENETRATIONS WITHRESPECTIVE TRADES BEFORE PLACING CONCRETE.

F9. FOUNDATIONS SHALL BE CENTERED UNDER SUPPORTED MEMBERS, UNLESS NOTED OTHERWISE.

F10. DOWELS FROM FOUNDATIONS INTO PIERS, COLUMNS, BUTTRESSES, OR WALLS SHALL BE THE SAME SIZE AND NUMBER ASREINFORCEMENT IN PIERS, COLUMNS, AND BUTTRESSES, OR WALLS ABOVE, UNLESS NOTED OTHERWISE.

F11. NO CONCRETE SHALL BE PLACED UNDER WATER OR ON FROZEN SUBGRADE. PROTECT IN-PLACE FOUNDATIONS AND SLABSFROM FROST PENETRATION UNTIL PROJECT IS COMPLETED.

F12. DO NOT BACK FILL FOUNDATION WALLS UNTIL WALLS HAVE REACHED THEIR 28 DAY STRENGTHS.

CAST-IN-PLACE CONCRETE

C1. CONCRETE WORK SHALL CONFORM TO "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE (ACI 318 - 2008/318R - 2008)".

C2. CONCRETE SHALL BE PLACED IN THE PRESENCE OF THE APPROVED TESTING AGENCY.

C3. CONCRETE QUALITY IN ACCORDANCE WITH THE REQUIREMENTS OF THESE DRAWINGS AND SPECIFICATIONS IS ESSENTIAL TOTHE STRUCTURAL PERFORMANCE OF THE BUILDING. CONCRETE THAT IS NOT IN ACCORDANCE WITH THE DRAWINGS ANDSPECIFICATIONS WILL NOT BE ACCEPTED.

C4. CONCRETE EXPOSED TO WEATHER SHALL CONTAIN AN AIR ENTRAINMENT ADMIXTURE.

C5. NORMAL WEIGHT CONCRETE SHALL HAVE AN AIR-DRY UNIT WEIGHT OF 145 PCF.

C6. CONCRETE MINIMUM 28-DAY STRENGTH, UNLESS NOTED OTHERWISE, SHALL CONFORM TO FOLLOWING:A. FOOTINGS, PIERS, FOUNDATION WALLS, GRADE BEAMS: 3000 PSI (NORMAL WEIGHT)B. SLABS ON GRADE + STRUCTURAL SLABS: 4000 PSI (NORMAL WEIGHT)C. SITE PAVING: 4500 PSI (NORMAL WEIGHT)

C7. REINFORCING STEEL SHALL CONFORM TO ASTM A615, GRADE 60, DEFORMED BARS. LAP ALL CONTINUOUS BARS A MINIMUM OF40 DIAMETERS, UNLESS NOTED. PROVIDE MATCHING CORNER AND INTERSECTION BARS.

C8. PROVIDE A MINIMUM OF #4 AT 12" EACH WAY, EACH FACE, FOR ALL WALLS, FOOTINGS, PITS, OR PADS, UNLESS NOTEDOTHERWISE.

C9. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185 IN FLAT SHEETS. LAP ONE AND ONE-HALF SQUARES AT ALL JOINTS ANDTIE AT 3'-0" o.c. AT SLAB ON GRADE, PLACE WELDED WIRE FABRIC ON SLAB BOLSTERS WITH SOIL PLATES SPACED AT 3'-0" o.c.EACH WAY.

C10. PROVIDE REINFORCING STEEL DETAILING, LAP SPLICES, EMBEDMENTS, BAR SUPPORTS, SPACERS, AND ACCESSORIES ASRECOMMENDED IN THE "ACI DETAILING MANUAL 2004". ACCESSORIES, SUCH AS SLAB BOLSTERS AND BEAM AND SLAB CHAIRS INCONTACT WITH EXPOSED SURFACES, SHALL BE ZINC COATED AND PLASTIC TIPPED.

C11. REINFORCING STEEL DETAILS NOT SHOWN ON THE DRAWINGS SHALL BE IN ACCORDANCE WITH THE "ACI DETAILING MANUAL 2004".

C12. CLEAR CONCRETE COVER FOR REINFORCING BARS OR WELDED WIRE FABRIC SHALL CONFORM TO THE FOLLOWING, UNLESS NOTED:A. FOOTINGS: 3"B. FOUNDATION WALLS: 1-1/2"C. PILASTERS/PIERS: 1-1/2" TO TIESD. SLABS ON GRADE: 1/3 THICKNESS FROM TOPE. TOPPINGS ON METAL DECK: 1" FROM TOP

STRUCTURAL STEEL FRAMING

S1. STRUCTURAL STEEL WORK SHALL CONFORM TO THE AISC "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS - 360-05" ANDAISC "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES - 2005", AS MODIFIED BY THE SPECIFICATIONS.

S2. WELDING SHALL BE IN ACCORDANCE WITH AWS "D1.1 2006-STRUCTURAL WELDING CODE-STEEL".

S3. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING, UNLESS NOTED:A. PLATES ASTM A36 Fy = 36KSIB. STRUCTURAL TUBING ASTM A500 GRADE B Fy = 46KSI (SQUARE & RECTANGULAR TUBING),

Fy = 42KSI (ROUND TUBING)C. ALL OTHER SHAPES ASTM A992 OR A588 GRADE B Fy = 50KSI

S4. CONNECTIONS MAY BE BOLTED OR WELDED, UNLESS SPECIFICALLY NOTED OTHERWISE. CONNECTIONS SHALL BE DESIGNEDAND DETAILED IN ACCORDANCE WITH AISC STANDARDS, USING THE ASD METHOD.

S5. CONNECTIONS SHALL BE WELDED TO CONFORM TO ASTM A233, E70 SERIES, OR BOLTED TO CONFORM TO ASTM A325, TYPE NBOLTS.

S6. PROVIDE 3/4" DIAMETER MINIMUM HEADED TYPE ANCHOR RODS AT COLUMNS AND POSTS, UNLESS NOTED OTHERWISE.

S7. FURNISH AND INSTALL ONE WASHER AND ONE HEAVY HEX NUT WITH ALL ANCHOR RODS, UNLESS NOTED.

S8. SIMPLY SUPPORTED BEAM-TO-BEAM CONNECTIONS SHALL BE DOUBLE ANGLE TYPE IN CONFORMANCE WITH THE AISC "MANUALOF STEEL CONSTRUCTION", UNLESS SPECIFICALLY NOTED OTHERWISE ON THE STRUCTURAL DRAWINGS.

S9. PROVIDE A 1/4" THICK LEVELING PLATE UNDER EACH COLUMN BASE PLATE FOR USE IN ALIGNING ANCHOR RODS AND BASEPLATES. LEVELING PLATE SHALL BE SET AND GROUTED WITH AN APPROVED NON-SHRINK, NON-METALLIC GROUT. GROUT SHALLHAVE ATTAINED DESIGN STRENGTH BEFORE ERECTION OF COLUMN.

S10. PROVIDE A 1/4" THICK MINIMUM CAP PLATE WELDED AT TOP OF HSS COLUMNS, UNLESS NOTED.

S11. SPLICING STRUCTURAL MEMBERS WHERE NOT DETAILED ON DRAWINGS IS PROHIBITED WITHOUT PRIOR APPROVAL OFARCHITECT.

S12. STRUCTURAL STEEL EXPOSED TO THE WEATHER IN THE FINISHED PROJECT SHALL BE HOT DIP GALVANIZED TO CONFORM TOASTM A123.

S13. ALL STRUCTURAL STEEL SHALL BE PRIMED. SEE SPECIFICATION.

S14. REFER TO THE SPECIFICATION FOR PAINTING AND SURFACE PREPARATION REQUIREMENTS.

S15. THE CONTRACTOR SHALL PROVIDE ALL NECESSARY TEMPORARY GUYING AND BRACING REQUIRED TO ERECT AND HOLD THENEW STRUCTURE FOR WIND AND CONSTRUCTION LOADS. TEMPORARY SUPPORTS SHALL REMAIN IN PLACE UNTIL ALL ELEMENTSREQUIRED FOR STABILITY OF THE STEEL FRAME ARE COMPLETED.

SHEAR CONNECTORS

SC1. SHEAR CONNECTORS SHALL BE HEADED STUDS CONFORMING TO ASTM A108, GRADES 1010, 1015, OR 1020.

SC2. SHEAR CONNECTORS SHALL BE 3/4" DIAMETER WITH A LENGTH EQUAL TO TOTAL SLAB THICKNESS MINUS 1 1/2 INCHES. THENUMBER OF SHEAR CONNECTORS REQUIRED PER BEAM IS INDICATED THUS [X] ON THE DRAWINGS. INSTALL CONNECTORSUNIFORMLY ALONG THE LENGTH OF THE BEAM UNLESS NOTED. INSTALL AT LEAST ONE CONNECTOR PER FOOT OF BEAM LENGTHON ALL BEAMS SUPPORTING CONCRETE SLABS.

STEEL JOIST FRAMING

J1. STEEL JOIST WORK SHALL CONFORM TO THE LATEST EDITION OF SJI "STANDARD SPECIFICATIONS, LOAD TABLES, AND WEIGHTTABLES FOR STEEL JOISTS AND JOIST GIRDERS".

J2. PROVIDE BOTTOM CHORD EXTENSIONS WITH SLIP CONNECTIONS AT COLUMNS FOR LATERAL STABILITY.

J3. PROVIDE TOP AND BOTTOM CHORD EXTENSIONS AND CEILING EXTENSIONS AS INDICATED ON THE DRAWINGS.

J4. SUSPENDED LOADS SHALL BE LOCATED AT THE TOP CHORD PANEL POINT OF JOIST. SUBMIT MANUFACTURER'S WEIGHT DATAAND UNIT LOCATION FOR APPROVAL OF THE ARCHITECT PRIOR TO PROCEEDING.

J5. OPEN WEB STEEL JOISTS (K-SERIES) SHALL BE WELDED TO SUPPORTING STRUCTURAL STEEL WITH A 3/16" MINIMUM FILLETWELD, 2 1/2" MINIMUM LENGTH, EACH SIDE OF JOIST SEAT.

J6. LONGSPAN STEEL JOISTS (LH-SERIES) AND DEEP LONGSPAN STEEL JOISTS (DLH-SERIES) SHALL BE WELDED TO SUPPORTINGSTRUCTURAL STEEL WITH A 1/4" MINIMUM FILLET WELD, 3" MINIMUM LENGTH, EACH SIDE OF JOIST SEAT.

J7. INSTALL BOLTED TIE JOISTS ON ALL COLUMN LINES. TIE JOISTS TO BE WELDED WITH THE WELDS MENTIONED ABOVE AFTERBUILDING HAS BEEN PLUMBED.

J8. BRIDGING SHALL BE IN ACCORDANCE WITH THE SJI STANDARD SPECIFICATIONS, UNLESS NOTED OTHERWISE ON THE DRAWINGS.BOTTOM CHORD BRIDGING SHALL BE PROVIDED AT THE FIRST BOTTOM CHORD PANEL OF ROOF STEEL JOISTS.

J9. ROOF STEEL JOISTS SHALL BE DESIGNED FOR A NET UPLIFT OF 10 POUNDS PER SQUARE FOOT AT INTERIOR ROOF ZONES AND15 POUNDS PER SQUARE FOOT AT EXTERIOR ROOF ZONES.

J10. ALL JOISTS SHALL BE CAMBERED WITH A STANDARD CAMBER IN ACCORDANCE WITH THE SJI STANDARD SPECIFICATIONSUNLESS OTHERWISE NOTED ON THE DRAWINGS.

J11. STEEL JOISTS SHALL HAVE PARALLEL CHORDS UNLESS NOTED OTHERWISE ON THE DRAWINGS.

J12. STEEL JOISTS BEARING ON BEAMS SHALL SHALL BE STAGGERED AND EXTEND A MINIMUM OF 1" BEYOND THE CENTER OF THE SUPPORTINGSTRUCTURAL STEEL BEAM, UNLESS NOTED.

J13. JOIST SHALL BE SPACED TO ACCOMODATE STAGGERED BEARING PER NOTE ABOVE WITH JOIST SPACING NOT TO EXCEED:FLOOR JOISTS: 3'-0" o.cROOF JOISTS : 6'-0" o.c.

STEEL DECK

D1. STEEL DECK WORK SHALL CONFORM TO "SPECIFICATION FOR DESIGN OF LIGHT GAUGE COLD-FORMED STEEL STRUCTURALMEMBERS (AISI)"; "STEEL DECK INSTITUTE DESIGN MANUAL FOR COMPOSITE DECKS, FORM DECKS, AND ROOF DECKS";"STRUCTURAL STEEL WELDING CODE - STEEL (AWS D1.1)"; AND "STRUCTURAL WELDING CODE - SHEET STEEL (AWS D1.3)".

D2. COMPOSITE STEEL FLOOR DECK SHALL BE MADE FROM STEEL CONFORMING TO ASTM A653 - MINIMUM GRADE 40 (Fy = 40 KSI)AND GALVANIZED IN ACCORDANCE WITH ASTM A653, COATING CLASS G60. COMPOSITE STEEL FLOOR DECK TYPE, DEPTH, ANDGAUGE SHALL BE AS NOTED ON THE DRAWINGS.

D3. STEEL ROOF DECK SHALL BE MADE FROM STEEL CONFORMING TO ASTM A653 - GRADE 33 (Fy = 33 KSI) AND GALVANIZED INACCORDANCE WITH ASTM A653, COATING CLASS G60. STEEL ROOF DECK TYPE, DEPTH, AND GAUGE SHALL BE AS NOTED ON THEDRAWINGS.

D4. METAL FLOOR FORMS SHALL BE MADE FROM STEEL CONFORMING TO ASTM A653 - GRADE 80 (Fy = 80 KSI) AND GALVANIZED INACCORDANCE WITH ASTM A653, COATING CLASS G60. FORM TYPE, DEPTH, AND GAUGE SHALL BE AS NOTED ON THE DRAWINGS.

D5. PROVIDE CONTINUOUS POUR STOP ANGLES WITH RETURN LIP AT BUILDING PERIMETER AND AT INTERIOR OPENINGS. REFER TOTHE SCHEDULE FOR GAUGE.

D6. METAL FLOOR FORMS SHALL BE ATTACHED TO THE SUPPORTING STRUCTURE WITH THE FOLLOWING MINIMUM REQUIREMENTS:A. PANEL ENDS AND END LAPS 5/8"Ø PUDDLE WELD AT 15" o.c.B. INTERMEDIATE SUPPORTS 5/8"Ø PUDDLE WELD AT 15" o.c.C. LONGITUDINAL EDGES OF SIDE SUPPORTS 5/8"Ø PUDDLE WELD AT 12" o.c.

D7. COMPOSITE STEEL FLOOR DECK SHALL BE ATTACHED TO THE SUPPORTING STRUCTURE WITH THE FOLLOWING MINIMUM REQUIREMENTS:A. PANEL ENDS AND END LAPS 5/8"Ø PUDDLE WELD AT 12"o.c. MAX.B. INTERMEDIATE SUPPORTS 5/8"Ø PUDDLE WELD AT 12"o.c. MAX.C. LONGITUDINAL EDGES AT SIDE SUPPORTS 5/8"Ø PUDDLE WELD AT 12"o.c. MAX.D. SIDE LAPS OF ADJACENT UNITS BUTTON PUNCHED AT 24"o.c. MAX.

D8. STEEL ROOF DECK SHALL BE ATTACHED TO THE SUPPORTING STRUCTURE WITH THE FOLLOWING MINIMUM REQUIREMENTS:A. PANEL ENDS AND END LAPS 5/8"Ø PUDDLE WELD AT EACH RIBB. INTERMEDIATE SUPPORTS 5/8"Ø PUDDLE WELD AT EACH RIBC. LONGITUDINAL EDGES A SIDE SUPPORTS 5/8"Ø PUDDLE WELD AT 12"o.c. MAX.D. SIDE LAPS OF ADJACENT UNITS #12 SCREWS AT 24"o.c. MAX.

L6. SEISMIC LOADSA. OCCUPANCY CATEGORY - ASCE 7-05 - TABLE 1-1 OCCUPANCY CATEGORY IIB. MAPPED SPECTRAL ACCELERATION FOR SHORT PERIODS - ASCE 7-05 FIG. 22-1 S(S) = 0.35gC. DESIGN SPECTRAL RESPONSE ACCELERATION FOR SHORT PERIODS S(DS) = 0.36gD. MAPPED SPECTRAL ACCELERATION FOR 1-SECOND PERIOD - ASCE 7-05 FIG. 22-2 S(1) = 0.079gE. DESIGN SPECTRAL RESPONSE ACCELERATION FOR 1-SECOND PERIOD S(D1) = 0.13gF. SITE CLASS - REFER TO GEOTCHNICAL REPORT SITE CLASS DG. SEISMIC DESIGN CATEGORY - ASCE 7-05 - TABLES 11.6-1 & 11.6-2 CATEGORY CH. BASIC SEISMIC-FORCE-RESISTING SYSTEM - ASCE 7-05 - TABLE 12.2-1 CONCENTRICALLY BRACED FRAMESI. RESPONSE MODIFICATION COEFFICIENT - ASCE 7-05 - TABLE 12.2-1 R = 3.0J. DEFLECTION AMPLIFICATION FACTOR - ASCE 7-05 - TABLE 12.2-1 C(d) = 3.0K. SYSTEM OVERSTRENGTH FACTOR - ASCE 7-05 -TABLE 12.2-1 Ωo = 3.0L. SEISMIC IMPORTANCE FACTOR - ASCE 7-05 - TABLE 11.5-1 I(E) = 1.00M. DESIGN BASE SHEAR V = C(s)W = [S(DS)]/[R/(I(E))]WN. ANALYSIS PROCEDURE USED EQUIVALENT LATERAL FORCE

C13. SET AND TIE ALL REINFORCING STEEL BEFORE PLACING CONCRETE. SETTING DOWELS AND REINFORCING STEEL INTO WETCONCRETE IS PROHIBITED.

C14. NO REINFORCING STEEL SHALL BE CUT OR OMITTED IN THE FIELD BECAUSE OF CONFLICT WITH SLEEVES, DUCT OPENINGS, ORRECESSES. REINFORCING STEEL MAY BE MOVED ASIDE WITHOUT CHANGE IN LEVEL, WITH THE APPROVAL OF THE ARCHITECT.

C15. NO CHASES, RECESS, OPENINGS, OR SLEEVES SHALL BE INSTALLED IN CONCRETE WITHOUT APPROVAL OF THE ARCHITECT.

C16. NO CONDUITS SHALL BE PLACED IN CONCRETE SLABS ON METAL DECK.

C17. KEYS SHALL BE A MINIMUM OF 2" x 4" WITH BEVELED SIDES, UNLESS NOTED OTHERWISE.

C18. DOWELS AND ANCHOR RODS SHALL BE SET BY TEMPLATE. SET EMBEDDED ITEMS FOR CONNECTION OF OTHER WORKACCURATELY.

C19. HORIZONTAL CONSTRUCTION JOINTS SHALL BE AS INDICATED ON THE DRAWINGS. VERTICAL CONSTRUCTION JOINTS SHALL BEAPPROVED BY THE ARCHITECT. CONSTRUCTION JOINTS SHALL BE FORMED WITH A STANDARD KEY AND ALL REINFORCING STEELEXTENDED A MINIMUM OF 40 DIAMETERS, UNLESS NOTED. ALL CONSTRUCTION JOINTS BELOW GRADE SHALL HAVE CONTINUOUSBENTONITE WATERSTOPS.

C20. CONSTRUCTION AND CONTROL JOINT LOCATIONS OTHER THAN THOSE SHOWN ON THE DRAWINGS MAY BE PERMITTED SUBJECTTO THE PRIOR APPROVAL OF THE ARCHITECT. EXPANSION JOINT LOCATIONS ARE MANDATORY AS SHOWN.

C21. SEE ARCHITECTURAL AND SITE DRAWINGS FOR FINISHES, DEPRESSIONS, REGLETS, NOTCHES, AND OTHER ARCHITECTURALFEATURES.

C22. PROVIDE CONCRETE PADS FOR MECHANICAL EQUIPMENT ACCORDING TO THE REQUIREMENTS OF THE MANUFACTURER AND INACCORDANCE WITH THE TYPICAL DETAILS. COORDINATE LOCATIONS WITH M.E.P. WORK.

C23. PROVIDE SEALANT FOR ALL EXPOSED-TO-VIEW CONSTRUCTION JOINTS, CONTROL JOINTS, AND SHEAR KEYS.

C24. EXPOSED EDGES OF CONCRETE ELEMENTS SHALL HAVE A 1-INCH CHAMFER.

C25. NOT ALL OPENINGS THROUGH CONCRETE SLABS AND WALLS ARE SHOWN ON STRUCTURAL DRAWINGS. OPENINGS INDICATED,OR ANY ADDITIONAL OPENINGS OR INSERTS REQUIRED, SHALL BE VERIFIED WITH RESPECTIVE TRADES PRIOR TO PLACINGCONCRETE.

C26. FLOOR SLABS SHALL BE PLACED TO THE REQUIRED ELEVATIONS, INCLUDING TOLERANCES FOR FLATNESS AND LEVELNESS.SLAB THICKNESSES INDICATED ARE MINIMUM. QUANTITY OF CONCRETE USED SHALL TAKE INTO ACCOUNT THE DEFLECTIONS OFSUPPORTING STRUCTURAL MEMBERS AND FORMS.

L4. WIND LOADS - MAIN WIND FORCE RESISTING SYSTEM (MWFRS)A. BASIC WIND SPEED (3-SECOND GUST) - TABLE 1604.10 V(3s) = 95 MPHB. WIND IMPORTANCE FACTOR - ASCE 7-05 - TABLE 6-1 I(w) = 1.0C. WIND EXPOSURE CATEGORY - ASCE 7-05 - TABLE 6.5.6 EXPOSURE BD. DIRECTIONALITY FACTOR - ASCE 7-05 - TABLE 6-4 Kd = 0.85E. TOPOGRAPHIC FACTOR - ASCE 7-05 - SECTION 6.5.7 Kzt = 1.0F. HORIZONTAL WALL PRESSURES:

1. AT NON-SALIENT AREA: 10.0 PSF2. AT SALIENT AREA: 14.4 PSF

L5. WIND LOADS - COMPONENTS AND CLADDINGA. EFFECTIVE WIND AREA ASSUMED: 30 SFB. WIDTH OF EXTERIOR ZONE: 10.0 FTC. HORIZONTAL WALL PRESSURES:

1. INTERIOR ZONE: + 15.2 / - 16.6 PSF2. EXTERIOR ZONE: + 15.2 / - 19.7 PSF

D. ROOF PRESSURES:1. AT INTERIOR ZONE: + 10.0 / - 15.7 PSF2. AT EXTERIOR ZONE: + 10.0 / - 23.1 PSF3. AT CORNER ZONE: + 10.0 / - 30.9 PSF

C. OVERHANG WIND PRESSURES:1. INTERIOR ZONE: - 22.9 PSF2. EXTERIOR ZONE: - 26.7 PSF

ROUGH CARPENTRY

RC1. STRUCTURAL LUMBER SHALL CONFORM TO THE AF&PA, "NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION" ANDSUPPLEMENT, "DESIGN VALUES FOR WOOD CONSTRUCTION" LATEST EDITION. MAXIMUM MOISTURE CONTENT SHALL BE19%.

RC2. SAWN LUMBER SHALL BE SPRUCE-PINE-FIR NO. 2 OR BETTER, INCLUDING JOISTS, RAFTERS, BEAMS, STUDS, POSTS ANDPLATES.

RC3. FOUNDATION SILLS SHALL 2x6 BE PRESERVATIVE PRESSURE TREATED SOUTHERN PINE NO. 2 OR BETTER. ANCHOR BOLTS INPRESERVATIVE PRESSURE TREATED WOOD SHALL BE HOT DIP GALVANIZED. NAILS IN PRESERVATIVE PRESSURE TREATEDWOOD SHALL BE STAINLESS STEEL.

RC4. ANCHOR BOLTS FOR SILLS SHALL BE 1/2" HILTI KWIK BOLTS @ 4'-0" MAX.

RC5. ENGINEERED I - JOISTS SHALL BE TJI JOISTS, AS MANUFACTURED BY WEYERHAEUSER, OR EQUAL. PROVIDE WEBSTIFFENERS/SQUASH BLOCKS PER MANUFACTURER'S RECOMMENDATIONS.

RC6. LAMINATED VENEER LUMBER (LVL) SHALL BE MICROLLAM, AS MANUFACTURED BY WEYERHAEUSER, OR EQUAL.

RC7. FLUSH FRAMED CONNECTIONS SHALL HAVE METAL BEAM OR JOIST HANGERS, MANUFACTURED BY SIMPSON STRONG-TIECO., INC., OR EQUAL.

RC8. ROOF SHEATHING SHALL BE A MINIMUM OF 5/8" EXPOSURE 1, APA RATED SHEATHING WITH 10d NAILS 6" o.c. AT EDGES AND 12" o.c. ATINTERMEDIATE SUPPORTS. PROVIDE METAL "H" CLIPS AT PANEL EDGES.

RC9. WALL SHEATHING SHALL BE A MINIMUM OF 15/32" EXPOSURE 1, APA RATED SHEATHING WITH 8d NAILS 6" o.c. AT EDGES AND 12"O.C. AT INTERMEDIATE SUPPORTS. BLOCK ALL EDGES OF PLYWOOD WALL SHEATHING.

RC10. FLOOR SHEATHING SHALL BE A MINIMUM OF 3/4" EXPOSURE 1 STURD-I-FLOOR APA RATED SHEATHING TONGUE AND GROOVE, GLUED ANDNAILED WITH 10d NAILS AT 6" o.c. AT ENDS AND 12" o.c. AT INTERMEDIATE SUPPORTS.

RC11. SHEATHING SHALL HAVE STAGGERED JOINTS AND NAILS SHALL BE THREADED. ALL SHEATHING SHALL BEINSTALLED WITH THE FACE GRAIN PERPENDICULAR TO THE SUPPORTS.

RC12. NAILING SHALL BE IN ACCORDANCE WITH THE 2009 INTERNATIONAL BUILDING CODE, TABLE 2304.9.1, UNLESS OTHERWISENOTED.

RC13. FLOOR JOISTS SHALL BE BRIDGED AT 8'-0" o.c. MAX.

RC14. WALL STUDS SHALL BE BLOCKED AT 4'-0" o.c. MAX. UNLESS STUDS ARE SHEATHED IN WHICH CASE THE STUDS ARE BLOCKED PER NOTE RC9.

RC15. PROVIDE SOLID BLOCKING BETWEEN JOISTS AND RAFTERS OVER ALL STUD BEARING WALLS OR SUPPORTING BEAMS.

RC16. ALL BUILT-UP POSTS/JAMBS SHALL BE (VERTICALLY) BLOCKED THROUGH FLOOR CONSTRUCTION AT ALL LEVELS, TO THE TOP OFFOUNDATION WALL OR SUPPORTING BEAM.

RC17. PROVIDE MINIMUM HEADERS AS REQUIRED BY TABLE 2308.9.5 OF THE INTERNATIONAL BUILDING CODE 2009 UNLESSOTHERWISE NOTED.

RC18. PROVIDE MINIMUM BUILT-UP WALL STUDS AT JAMBS OF ALL WINDOW AND DOOR OPENINGS AS NOTED BELOW, UNLESSMORE STRINGENT REQUIREMENTS ARE NOTED ON THE DRAWINGS.

OPENING SIZE JACK STUDS KING STUDS TOTAL STUDSUP TO 4'-0" 1 1 24'-0" TO 6'-0" 1 2 36'-0" TO 8'-0" 2 2 48'-0" TO 10'-0" 2 3 5

ALL KING AND JACK STUDS SHALL BE OF THE SAME MATERIAL AS THE TYPICAL WALL STUDS, UNLESSOTHERWISE NOTED ON THE DRAWINGS. ALL KING STUDS SHALL BE FULL HEIGHT, EXTENDING FROM THE SOLE PLATETO THE CAP PLATE. JACK STUDS SHALL TERMINATE BELOW THE HEADER AND BE THOROUGHLY NAILED TO THEKING STUDS. FRAMING SHOWN IN THE TABLE ABOVE IS FOR ONE OPENING - PROVIDE 2X THE NUMBER OF JACKAND KING STUDS FOR MULTIPLE OPENINGS IMMEDIATELY ADJACENT TO EACH OTHER. IN CASES WHERE THEDISTANCE BETWEEN OPENINGS DOES NOT ACCOMMODATE THE TOTAL NUMBER OF JACK AND KING STUDS,ELIMINATE THE JACK STUD(S) AND CONNECT THE HEADER TO THE KING STUDS WITH A STANDARD METAL JOISTHANGER (CONCEALED FLANGES).

RC19. PROVIDE A MINIMUM OF 3 - 2X CORNER POSTS AT ALL CORNERS AND WALL INTERSECTIONS.

RC20. PROVIDE DOUBLE JOISTS BELOW ALL PARTITIONS PARALLEL TO JOISTS.

RC21. PROVIDE METAL HURRICANE ANCHORS AT ALL ROOF RAFTERS TO PLATE CONNECTIONS.

RC22. FRAME ALL OPENINGS IN FLOOR AND ROOF CONSTRUCTION WITH MINIMUM OF 2 - 2X HEADERS AND TRIMMERS (DEPTH TOMATCH THE ADJACENT FRAMING) WITH METAL JOIST/BEAM HANGERS, UNLESS OTHERWISE NOTED.

RC23. NOTCHING OF JOISTS, BEAMS, STUDS OR PLATES SHALL NOT BE PERMITTED.

COPYRIGHT © 2015 BY LAVALLEE/BRENSINGER PROFESSIONALASSOCIATION. ALL RIGHTS RESERVED.

NO REPRODUCTION WITHOUT PERMISSION.

SCALE:

REVISED:

DRAWN BY:

PROJECT NO:

DATE:

CONTENT:

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155 Dow Street, Suite 400, Manchester, NH 0310192 Montvale Ave., Suite 2150, Stoneham, MA 02180NH: 603.622.5450 MA: 781.462.7283 www.LBPA.com

500 Commerical StreetManchester, NH 03101tel 603-622-4578fax 603-622-4593web FBRA.com

1" = 1'-0"

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GENERAL NOTES

BID DOCUMENTS

Advanced HVAC &Electrical Technology

Building

Manchester Community College

1066 Front Street, ManchesterNew Hampshire 03102

FBRA STRUCTURAL DRAWING LIST

Drawing Number Drawing Name

S0.1 GENERAL NOTES

S0.2 TYPICAL DETAILS I

S0.3 TYPICAL DETAILS II

S0.4 TYPICAL DETAILS III

S0.5 TYPICAL DETAILS IV

S0.6 PILASTER AND BASE PLATE DETAILS

S1.1 FOUNDATION PLAN

S1.2 GROUND FLOOR FOUNDATION AND FRAMING PLAN

S1.3 LOW ROOF AND UPPER FLOOR FRAMING PLAN

S1.4 HIGH ROOF FRAMING PLAN

S2.1 BUILDING ELEVATIONS & SECTIONS

S2.2 BUILDING ELEVATIONS & SECTIONS

S2.3 BRACE ELEVATIONS

S2.4 BRACING DETAILS

S3.1 FOUNDATION DETAILS

S4.1 FRAMING DETAILS

NO. DESCRIPTION DATE

3D SCHEMATIC VIEW

LAP

40 DIA.

1'-0"

CORNER BARSTO MATCHHORIZ. REINF.

LAP40 D

IA.

1'-0

"

DOWELS TO MATCHHORIZ. REINF.

LA

P

40 D

IA.

1'-0" 1'-0"

(2)-#5

LAP

40 DIA.

END BARSTO MATCHHORIZ. REINF.

LAP

40 DIA.

EXTEND HORIZ. WALLREINFORCING THRU JOINTFOR LAP SHOWN

CONT. 2"x4" KEYWITH BEVELED SIDES

LAP

40 DIA

LAP

40 DIA.

STOP HORIZ. REINF.AT CONTROL JOINTS

1" DEEP REGLETS AT TOPAND SIDES OF WALL

SINGLE ROW OFDOWELS AT CENTEROF WALL, SIZE & SPACINGTO MATCH HORIZ. WALLREINFORCING

CONTROL JOINTS SHALL BE AT 30'-0" o.c. MAX.COORDINATE LOCATIONS WITH ARCHITECTURALAND LANDSCAPE DRAWINGS.

40 D

IA.

(2)-#5(1 EA. FACE)EACH SIDE OFOPENING

(2)-#5(1 EA. FACE)EACH SIDE OFOPENING

LOCATE PENETRATIONS3 DIAMETERS (MIN.)APART TO WITHREBAR BETWEEN

CL CL

DO NOT LOCATEPENETRATIONS BELOWPIER OR COLUMNBEARING LOCATIONS

CORNER

CONCRETE WALLS CW1

INTERSECTION

CONCRETE WALLS CW2

END

CONCRETE WALLS CW5

CONSTRUCTION JOINT

CONCRETE WALLS CW6

CONTROL JOINT

CONCRETE WALLS CW7

PENETRATIONS

CONCRETE WALLS CW8

RIGID INSULATIONSEE ARCH DWGS

COMPACTED SUBGRADEREFER TO THE GENERAL NOTESAND GEOTECH REPORT

VAPORBARRIER

CONTINUOUS SLAB BOLSTERSWITH BEARING PLATES @ 3'-0" o.c.

SE

E P

LA

N

PROVIDE CONTROL JOINTS ONCOLUMN GRID LINE CENTERS OR

AS INDICATED ON THE PLANS

SAW CUT CONTROL JOINT(DEPTH EQUAL TO 1/4 OFTHE SLAB THICKNESS),FILL JOINT WITH JOINT FILLER

CONTINUOUS KEYTOOLED JOINT TO MATCHCONTROL JOINTFILL WITH JOINT FILLER

CONTINUE REINFORCING THRUCONSTRUCTION JOINT AND LAP IN

ACCORDANCE WITH GENERAL NOTES

6"

SEE PLANS

DEPRESSION

T

SEE PLAN

T

TT

SEE PLAN

(2)-#5 CONT.

STAIR STRINGER& ANCHORANGEBY OTHERS

EQ EQ

2'-0"

NOTE: USE SIMILAR DETAIL AT STAIR POST

(SE

E P

LA

N)

T

#4@12"o.c.BOTTOM ADD'LWHEN D < 12"

2'-0" MIN 2'-0" MIN

DIAMETER > 12"

SEE MEP DRAWINGSFOR SIZE AND LOCATION

T

SEE PLAN

PLACE CONDUIT BELOW SLABON GRADE THICKNESS ANDHAUNCH CONCRETE DOWNTO ENCASE CONDUIT

CLEAR3" MIN.

CLE

AR

3"

MIN

.

(COORDINATE WITH EQUIPMENT)

SEE MEP DRAWINGSFOR SIZE AND LOCATION

6x6-W2.9xW2.9 WWF

4"

ROUGHENSURFACEOF SLAB

1/2" DIA. EXPANSION BOLTS @ 2'-0"o.c.AT PAD PERIMETER. SIZE AND BOLT LENGTHTO BE 1-1/2" CLEAR AT TOP OF PAD ANDBOTTOM OF SLAB. PROVIDE ADDITIONAL NUTFLUSH WITH TOP OF ANCHOR BOLT.

NOTE: CONDITION AT FRAMED SLAB SIMILAR

2'-0" MIN. COMPACTEDGRANULAR FILL

SEE MEP DRAWINGS

MIN.

1'-0"

1'-0"

MEP ANCHORBY MEPCONTRACTOR FINAL

EXTERIORGRADE

#4@12"o.c. EACHWAY T&B

SEE MEP DRAWINGS

GENERAL CONSTRUCTION

SLAB ON GRADE CS1

CONTROL JOINT

SLAB ON GRADE CS2

CONSTRUCTION JOINT

SLAB ON GRADE CS3

DEPRESSION

SLAB ON GRADE CS4

STAIR BEARING

SLAB ON GRADE CS7

OVER BURIED M.E.P.

SLAB ON GRADE CS8

EMBEDDED CONDUIT

SLAB ON GRADE CS9

HOUSEKEEPING PAD

SLAB ON GRADE CS11

EQUIPMENT PAD

SLAB ON GRADE CS15

COLUMN FOOTING(REINFORCING NOTSHOWN FOR CLARITY)

COLUMN FOOTING(REINFORCING NOTSHOWN FOR CLARITY)

CONTINUE REINFORCING 40 DIA.INTO ADJACENT FOOTING

MIN.

1'-0" T

T

1

2

MAXIMUMSLOPE

1

2

LAP

40 DIA.

T

CONTINUOUSREINFORCING INWALL FOOTING

MIN.

1'-0"

T T

T

(MAX.)

2'-0" T

-TYP.

2'-0"

(2)-#5ADD'L

FOUNDATION WALL CONTINUESOVER GAP (WALL REINFORCINGNOT SHOWN FOR CLARITY)

CONTINUOUS REINFORCINGIN WALL FOOTING

FOUNDATIONWALL FOOTING

1

2

ALIGN BOTTOM OF FOOTINGWITH BOTTOM OF PIPE

NOTE:REFER TO PLUMBING ANDSITE UTILITY DRAWINGS FORPIPE LOCATION AND INVERT.

STEPPED WALL FOOTING

FOUNDATION CONSTRUCTION CF1

CONCRETE WALL FOOTING AT PIPE

FOUNDATION CONSTRUCTION CF2

MASONRY SHELFABOVE WHEREAPPLICABLE

WALL REINF.REFER TOSECTIONS

REFER TO PILASTERDETAILS FOR SIZEAND REINFORCING

MASONRY SHELFABOVE WHEREAPPLICABLE

WALL REINF.REFER TOSECTIONS

REFER TO PILASTERDETAILS FOR SIZEAND REINFORCING

EDGE PILASTER

CONCRETE WALLS CW3

CORNER PILASTER

CONCRETE WALLS CW4

T

1/3

T

1/4

T

1/3

T

T

SLAB REINFORCEMENT(SEE PLANS)

SLABREINFORCEMENT(SEE PLANS)

8"D

3'-0"

MA

X

PLAN VIEW

(2)-#4 x 4'-0" LONGDIAGONAL BARAT CORNER

SLAB ON METAL DECKOR SLAB ON GRADE(BEAM AND DECK CORRUGATIONSNOT SHOWN FOR CLARITY)

SLAB OPENING OR INSIDECORNER OF BUILDING

ADDED REBAR AT INSIDE CORNERS

CONCRETE SLABS CS19

6" M

IN.

#4@12"o.c. MIDDLEEACH WAY WITHFIELD BENT DOWELS

8" FROST WALL (SEE SECTIONS OR DETAIL CS13)

REFER TO ARCH.DWGS. FOR STAIRDIMENSIONSAND DETAILS

STAIR

SLAB ON GRADE CS14

8"

SLAB SUPPORT FROSTWALL (SEE SECTIONS)

#4@12" DOWELS(TYP.)

BEND IN FIELD

LOCATE DOOROVER SLAB JOINT

JOINT WITH RIGID INSUL.& FLEXIBLE JOINT FILLER

#4@12"o.c. DOWELSEACH SIDE (TYP.)

SLOPE

4" APPROACHSLAB WITH 6x6W2.0xW2.0 WWF

COMPACTEDGRANULAR FILL

APPROACH SLAB W/ FROST PROTECTION

SLAB ON GRADE CS13

3" MIN. BEARING (TYP.)

INTERIOR CONC.SLAB (SEE PLANS)

FR

OS

T P

RO

TE

CT

ION

4'-0"

MIN

.

3-#4 HORIZ.

#4 @ 16"VERT.

8"

8"

CONC. SITEPAVING SLAB(BY SITE)

SEE PLANS

BUILDINGFOUNDATION WALL(SEE PLANS)

@ D

OO

RS

8"

DR

OP

C8x11.5 EA. SIDE W/ 3/4" x 6-5/8" EMBED. EPOXYINJECTION ANCHORS SPACED AS SHOWN

SAW CUTOPENING

STRUCTURAL ENGINEER TOREVIEW ALL OPENINGSMARKED OUT ON WALLSPRIOR TO CUTTING

CORE CORNERSOF OPENING PRIORTO SAW CUTTINGTO PREVENT OVERCUTTING WITH CIRCULARSAW BLADE

WALL PENETRATION CUTTING

EXISTING CONCRETE WALLS CW9

TOP OF CONCRETE WALL

R

2R

MIN

.

OR R

6" WHICHEVER ISGREATER

CORE CIRULAR HOLES INEXISTING CONCRETE WALL



SCALE:

REVISED:

DRAWN BY:

PROJECT NO:

DATE:

CONTENT:

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TYPICAL DETAILS I

BID DOCUMENTS


Building




EMBEDDED WELD PLATE SCHEDULE

8" 8"

CL

3/4" WELD PLATE

3/4"Ø x 6" LONG HEADEDSHEAR STUD -TYP.

PROVIDE FORM NAILERHOLES AS REQUIRED

3"

--

3"

SC

HE

DU

LE

"H"

SE

E

4" 8" 4"

W SHAPEMIN. NO. OFSTUD ROWS

MIN. DIMENSIONSB x T x H

W14 OR SMALLER

W16 TO W18

W21 TO W24

HSS10 OR SMALLER

3

4

5

3

16"x3/4"x1'-4"

16"x3/4"x1'-9"

16"x3/4"x2'-2"

16"x3/4"x1'-4"

ALIGN TOP OF PLATEWITH TOP OF WALL

SEE SCHEDULEFOR NUMBER OFROWS OF SHEARSTUDS

W BEAM WITH DOUBLE ANGLE CONNECTION,PROVIDE HORIZONTAL SLOTTED HOLES,FIELD WELD ONE ANGLE TO EMBED. PLATEFOR ERECTION, FIELD WELD SECOND ANGLETO PLATE AFTER ERECTION

FINISH FLOOR

EL. SEE PLAN

W STEEL BEAM

HSS COLUMN

DOUBLE ANGLE CONNECTION.TRIM AS REQUIRED FOR SMALLERHSS COLUMNS. REFER TO ALTERNATETHRU PLATE CONNECTION DETAILAT ALL BRACE BEAMS

MINIMUMNUMBEROF BOLT

ROWS

CONNECTIONS SHALL BE DESIGNED USINGTHE ALLOWABLE STRESS DESIGN METHOD-REFER TO SPECIFICATIONS

W8 - 2W10 - 2W12 - 3W14 - 3W16 - 4W18 - 5W21 - 6W24 - 7W27 - 8W30 - 9

MINIMUMNUMBEROF BOLT

ROWS

W8 - 2W10 - 2W12 - 3W14 - 3W16 - 4W18 - 5W21 - 6W24 - 7W27 - 8W30 - 9

DOUBLE ANGLECONNECTION.

CONNECTIONS SHALL BE DESIGNED USINGTHE ALLOWABLE STRESS DESIGN METHOD-REFER TO SPECIFICATIONS

W STEEL BEAM

PROVIDE OSHA SAFETY PROVISIONSAT SHARED BOLTED CONNECTIONS.

3/8" MINIMUM STIFFENERPLATE, EACH SIDE OF WEB

HSS COLUMN

1/2" MINIMUM CAP PLATE

(2) - 3/4"Ø BOLTSEACH SIDE OF WEB

W BEAM

TYP

TYP

AT HSS COLUMNAT NARROW BEAM

HSS COLUMN

1/2" MINIMUM BASE PLATE-TYP.

(2)-3/4"Ø BOLTSEACH SIDE OF WEB

1/2" MINIMUM STIFFENER PLATEEACH SIDE OF WEB

W BEAM

TYP

W COLUMN

1/2" MINIMUM BASE PLATE-TYP.

TYP

(2)-3/4"Ø BOLTSEACH SIDE OF WEB

1/2" FULL DEPTH STIFF./CONN.PLATE -TYP.

BEAM STUB SIZE TOMATCH OPPOSINGBEAM SIZE -TYP.

TYP

USE WHERE COLUMN OVERHANGSBEAM BY MORE THAN 1" EACH SIDE

EMBEDDED WELD PLATE BEAM CONNECTION

STEEL CONSTRUCTION S2

BEAM TO HSS COLUMN CONNECTION


BEAM TO BEAM CONNECTION


BEAM BEARING ON COLUMN CONNECTION


COLUMN BEARING ON BEAM CONNECTION


•TYP. EMBEDMENTAT ANCHOR RODS "AB-1"

BASE PLATEREFER TODETAILS

HSS COLUMN

1/2" WIDE COMPRESSIBLE FILLERISOLATION JOINT AROUNDCOLUMN

•• MASTIC COAT STEEL

1/4" LEVELING PLATE ON3/4 NON-SHRINK GROUT

EMBEDMENT FORANCHOR RODS ATBRACE COLUMNS -TYP.

DOUBLE NUT WITHPLATE WASHER BETWEEN

TYP

WELD WASHERS TOBASE PLATES ATOVERSIZED HOLES INBRACE COLUMN BASEPLATES

COLUMN

1/4" END PLATE

SEAT ANGLE WITHSTIFFENER PLATE

HSS GIRT/BEAM

ROLL CLIP

1/4

GRIND SMOOTH AND REMOVETOP & BOTTOM CLIPS ATEXPOSED AREAS SEE DRAWINGS

HSS COLUMN BASE DETAIL


HSS BEAM TO COLUMN CONNECTION


FULL PEN

COLUMN THRU PLATESTHICKNESS TO MATCH CONNECTINGBEAM FLANGE

TYP

BEAM TO HSS COLUMN MOMENT CONNECTION


WELD TO FULLYDEVELOP FLANGE-TYP.

BEAM TO BEAM MOMENT CONNECTION


WELD TO FULLYDEVELOP FLANGE-TYP.

NOTE: IF WELD PLATE IS TO BE ATTACHED TO AN EXISTING CONCRETE WALL PROVIDEHOLES IN THE PLATE AND SUBSTITUTE 3/4"ø x 6" EMBED. CONCRETE ADHESIVEANCHORS FOR THE SHEAR STUDS.

SHEAR PLATE CONNECTIONWITH SLIP CRITICAL BOLTEDCONNECTION TO BEAMSSEE NOTES -TYP.

SHEAR PLATE CONNECTIONWITH SLIP CRITICAL BOLTEDCONNECTION TO BEAMSSEE NOTES -TYP.

TYPICAL RIM BOARD DETAIL

WOOD CONSTRUCTION W1

FLOOR SHEATHING

2x EXTERIOR WALL STUDS

1 1/4" LVL RIM BOARD

TJI PLYWOOD WEBFLOOR JOISTS

2x SQUASH BLOCKS EA.SIDE OF JOISTS (TYP.)

DOUBLE TOP PLATE

EXTERIOR SHEATHING



SCALE:

REVISED:

DRAWN BY:

PROJECT NO:

DATE:

CONTENT:

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Project Phase

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TYPICAL DETAILS II

BID DOCUMENTS


Building




SE

E P

LA

N

W.W.F. REINFORCINGSEE PLAN

1"

CLE

AR

KEY CONSTRUCTION JOINT

CONTINUOUS SLABBOLSTERS @ 3'-0"o.c.MAXIMUM

SE

E P

LA

N

W.W.F. REINFORCINGSEE PLAN

KEY CONSTRUCTION JOINT

CONTINUOUS SLABBOLSTERS OVERSUPPORTS(@ 3'-0"o.c.MAXIMUM)

LAP W.W.F. 1-1/2 SQUARES

EQ

EQ

CL GIRDER

W.W.F. REINFORCING(OVER REBAR)SEE PLAN

#4 x4'-0" LONGTOP @ 12"o.c.CENTERED ON GIRDER

CONTINUOUS SLABBOLSTERS FOR #4 REBAR(1 EACH SIDE)

STEEL BEAMS BEYOND(SUPPORTING FLOORSLABS)

(ALSO PROVIDE REBAR AT BRACE BEAM/GIRDER LOCATIONS)

#4 x 4'-0" LONGDIAGONAL BARSAT COLUMNS

PLAN VIEW

AT CORNER

AT EDGE

WELD SUPPORTL4x4x5/16 TO COLUMNEXTEND 2" PAST COL. EDGE

CONCRETE ON COMPOSITE DECK


CONCRETE ON FORM DECK


ADDED REBAR OVER GIRDERS


DECK EMBEDMENT AT CONCRETE WALLS


DECK SUPPORT AT EXTERIOR COLUMNS


POUR STOP SCHEDULE AND DETAILS


ADDED REBAR AT INTERIOR COLUMNS

SLAB ON METAL DECK S18

#4@12"o.c. (MIN.)FIELD BENT DOWELS

CONT. L3x3x5/16 w/ 5/8"Ø x 6" LONGHEADED SHEAR STUDS AT 18"o.c.,PROVIDE FORM NAILER HOLES INL3x3 AS REQUIRED

#4 @12"o.c. x 4'-0" LONGw/ #4 CONTINUOUSFOR OVERHANG > 10"

AN

D S

CH

ED

.

SE

E P

LA

NS

2" WELD @ 12"o.c.POUR STOP w/RETURN LIP

NOTES:

1. POUR STOP SCHEDULE INDICATES MINIMUM POUR STOP REQUIREMENTS.REFER TO SECTIONS AND DETAILS FOR FURTHER REQUIREMENTS.

2. IN THE CASE OF CONFLICT BETWEEN THE SCHEDULE AND DETAIL, THEDETAIL SHALL GOVERN.

3. IN CASES WHERE DECK RIBS ARE PERPENDICULAR TO AND CANTILEVERFROM SUPPORTING BEAMS, PROVIDE CONTINUOUS 18 GA. CELL CLOSUREPLUS 18. GA. POUR STOP ANGLE.

OVERHANG

POUR STOP SCHEDULE

5-1/2" SLAB

SLAB OVERHANGBEYOND EDGE

OF BEAM FLANGE

POUR STOPGAUGE

<2"

2"+ TO 4"

4"+ TO 6"

>11"

6"+ TO 9"

18 GA.

16 GA.

14 GA.

12 GA.

16 GA. +TEMP. SUPPORT

9"+ TO 11" 10 GA.

OF POUR STOP2" MIN. TO EDGE

SLAB ON METAL DECK(BEAM AND DECK CORRUGATIONSNOT SHOWN FOR CLARITY)

CL GIRDER



CONTINUOUS SLABBOLSTERS FOR #4 REBAR(1 EACH SIDE)

STEEL JOISTS BEYOND(SUPPORTING FLOORSLAB)

(ALSO PROVIDE REBAR AT BRACE BEAM/GIRDER LOCATIONS)

ADDED REBAR OVER GIRDERS


JOIST CHANGE IN DIRECTION DETAIL


HSS2-1/2x2-1/2x5/16 DECK SUPPORT INFILLSBETWEEN JOISTS. SHOP WELDED TOSUPPORT BEAM. COORDINATE WITH JOISTLOCATIONS

CONTINUOUS 26 GA.DECK CLOSURE



CONSTRUCTION JOINT LAYOUT

CONCRETE ON METAL DECK S10

1ST POUR 2ND POUR

KEYED CONSTRUCTIONJOINT MID-WAYBETWEEN BEAMS (SEETYPICAL DETAIL)

1S

T P

OU

R

KEYED CONSTRUCTIONJOINT (SEE TYPICALDETAIL)

2N

D P

OU

R

PARALLEL TO BEAMS

PARALLEL TO GIRDERS

GIRDER

BE

AM

GIRDER

BE

AM

40%N 20%N 40%N

L/3 L/3 L/3

SPAN = L

NOTES:

1. N = TOTAL NUMBER OF SHEAR STUDSINDICATED ON PLAN

2. SHEAR STUDS SHALL TYPICALLY BE SPACEDEQUALLY ALONG THE BEAM UNLESS NOTEDTHUS [N]* ON THE PLAN THEN SEE ABOVEDIAGRAM FOR DISTRIBUTION.

SHEAR STUD DISTRIBUTION


4'-0"±



SCALE:

REVISED:

DRAWN BY:

PROJECT NO:

DATE:

CONTENT:

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Project Phase

2 3 4 5 6 7 8 9 10 11 12 13 14

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TYPICAL DETAILS III

BID DOCUMENTS


Building




JOIST ON INTERIOR BEAM DETAIL

STEEL CONSTRUCTION J1

DIAPHRAGM CLEATS BETWEEN JOISTS DETAIL


JOIST REINFORCING AT LOAD DETAIL


JOIST BRIDGING DETAIL


STAGGER ENDS OF JOISTSAND EXTEND 1" (MIN.) PASTTHE BEAM CENTER

NOTE:

PROVIDE CONTINOUS HORIZONTAL TOP AND BOTTOM BRIDGING ANDCROSS BRACING AT SECOND JOIST BAYS TO BEAMS FOR K SERIES JOISTS.

EDGE BEAM INTERIOR BEAM

1/4"x2"x2" (MIN.) PLATESBY STR. STEEL

1/4"x2"x2" (MIN.) PLATESBY STR. STEEL

NOTE:

USE ANGLE BRACES WHERE CONCENTRATED LOADS DONOT OCCUR AT JOIST TOP CHORD PANEL POINTS.

P

P

JOIST ELEVATION

JOIST BOTTOM CHORD

JOIST TOP CHORD

L1-1/2x1-1/2x1/4 BY JOISTCONTRACTOR FIELD WELDEDBETWEEN JOIST CHORDSAS SHOWN

T&B

T&B

JOIST PANEL POINT

PERIMETER BEAM, BRACE BEAM ORDIAPHRAGM COLLECTOR BEAM

HSS2-1/2x2-1/2x5/16 INFILL CLEATS BETWEENJOISTS BY STR. STEEL SHOP WELDED TO SUPPORTBEAM. COORDINATE WITH JOIST LOCATIONS.

DECK SUPPORT AT INTERIOR COLUMNS


SMALL FLOOR OPENINGS (LESS THAN 18")


LARGE FLOOR OPENINGS (LARGER THAN 18")


FLOOR BOX EMBEDMENT


"L"

TOP FLUSH-TYP.

COLUMN

C6x8.2"L" DIMENSION = 5'-0" MAX.

PIPE OR OTHERDECK OBSTRUCTION

NOTE:

THIS DETAIL IS TO BE USED AT CONDITIONS WHERE DECK IS OBSTRUCTEDBY OPENINGS, MOMENT CONNECTIONS, OR OTHER SIMILAR CONDITIONS.

PLAN VIEW

•

M.E.P. SHAFTREFER TO M.E.P.& ARCH DWGS.

(2)-#4 ON ALL SIDES OF OPENING,EXTEND 3'-0" PAST EDGE OF OPENINGS

NOTE:

REFER TO ARCH. AND M.E.P. DRAWINGS FOR SHAFT LOCATIONS AND SIZES.OPENINGS ARE NOT SHOWN ON STRUCTURAL PLANS.

AND ARCH DWGS.

M.E.P. SHAFTREFER TO M.E.P.

NOTE:

REFER TO ARCH. AND M.E.P. DRAWINGS FOR SHAFT LOCATIONS AND SIZES.OPENINGS ARE NOT SHOWN ON STRUCTURAL PLANS.

C6x8.2 BEAMS ON ALLSIDES OF SHAFTS UNLESSNOTED OTHERWISE ON PLANS

3/8" CONNECTIONPLATE -TYP.

NOTE:

REFER TO ARCH. AND ELECTRICAL DRAWINGS FOR FLOOR BOX LOCATIONS.

CONDUIT TO EXIT OUT OFBASE OF FLOOR BOXDO NOT RUN CONDUITWITHIN CONCRETE TOPPINGON METAL DECK

GROUT AS REQUIRED

#4 x 4'-0" LONGPLACED DIAGONALLYAT EACH CORNER

RECESSED FLOOR BOX

OPENINGS SHALL BE LOCATEDPRIOR TO PLACING CONCRETE.OPENINGS SHALL NOT BE COREDAFTER CONCRETE IS PLACED.

LARGE ROOF OPENINGS (LARGER THAN 18")


NOTES:

1. DETAIL ABOVE APPLIES TO OPENINGS IN ROOF STRUCTURE TO BEPROVIDED FOR ROOF DRAINS, FANS, M.E.P. SHAFTS, ETC.

2. SEE ARCHITECTURAL AND M.E.P. DRAWINGS FOR SIZE AND LOCATIONOF OPENINGS. COORDINATE WITH EQUIPMENT REQUIREMENTS.

3. FRAMING SHOWN ON THE PLANS GOVERN OVER THAT WHICH ISINDICATED ON THE DETAIL ABOVE.

•

SEE ARCH AND M.E.P.DWGS. FOR OPENINGSIZE AND LOCATION

METAL ROOF DECK

C6x8.2 BEAMS ON ALLSIDES OF SHAFTS UNLESSNOTED OTHERWISE ON PLANS

3/8" CONNECTIONPLATE -TYP.


BEAM

BEAM

DE

CK

SP

AN 8" DIA. MAX. PENETRATION

(CORE OR SLEEVE) WITH AMIN. DIM. OF 12" CLEARBETWEEN HOLES

NO ADDITIONAL REINFORCING REQUIRED.MAY BE WITHIN 1" OF BEAM EDGE.MUST BE ONE SIDE OF BEAM ONLY OTHERWISE STANDARDWT. STEEL SLEEVES ARE REQ'D.IF MORE THAN 2 CONSECUTIVE PENETRATIONS AREREQUIRED THEN THE TYPICAL FLOOR OPENINGFRAME IS REQ'D.

CONDITION 1 - HOLES PARALLEL TO BEAM

STANDARD WEIGHT STEELPIPE SLEEVES REQ'D.(8" DIA. MAX.) WITH A MIN. OF6" CLEAR BETWEEN SLEEVES

MAY BE WITHIN 1" OF BEAM EDGE.

CONDITION 2- HOLES PERPENDICULAR TO BEAM

BE

AM

GIRDER

BE

AMDECK

SPAN

8" DIA. MAX. PENETRATION(CORE OR SLEEVE) WITH AMIN. DIM. OF 12" CLEARBETWEEN HOLES

NO ADDITIONAL REINFORCING REQUIRED.MAY BE WITHIN 1" OF BEAM & GIRDER EDGES.MUST BE ONE SIDE OF BEAM ONLY OTHERWISE STANDARDWT. STEEL SLEEVES ARE REQ'D.IF MORE THAN 2 CONSECUTIVE PENETRATIONS AREREQUIRED THEN THE TYPICAL FLOOR OPENINGFRAME IS REQ'D.

CONDITION 3 - HOLES PARALLEL TO GIRDER

BE

AM

GIRDER

BE

AMDECK

SPAN

STANDARD WEIGHT STEELPIPE SLEEVES REQ'D.(8" DIA. MAX.) WITH A MIN. OF6" CLEAR BETWEEN SLEEVES

MAY BE WITHIN 1" OF BEAM & GIRDER EDGES.

IF MORE THAN 2 CONSECUTIVE PENETRATIONS AREREQUIRED THEN THE TYPICAL FLOOR OPENINGFRAME IS REQ'D.

CONDITION 4 - HOLES PERPENDICULAR TO GIRDER

DECK PENETRATION GUIDELINES

BEAM

BEAM

DE

CK

SP

AN

COMPOSITEBEAM

1'-0" MIN.

SMALL ROOF OPENINGS (LESS THAN 18")


SEE PLANS FOR BEAM/JOISTSIZE AND SPACING.FOR BEAM/JOIST SPACINGGREATER THAN 7'-0", USE"LARGE ROOF OPENING" DETAIL

L3x3x5/16 -TYP.ALL 4 SIDES

L3-1/2x3-1/2x3/8x6" LONG-TYP. EACH END

•

SEE ARCH AND M.E.P.DWGS. FOR OPENINGSIZE AND LOCATION

METAL ROOF DECK

NOTES:

1. DETAIL ABOVE APPLIES TO OPENINGS IN ROOF STRUCTURE TO BEPROVIDED FOR ROOF DRAINS, FANS, M.E.P. SHAFTS, ETC.

2. SEE ARCHITECTURAL AND M.E.P. DRAWINGS FOR SIZE AND LOCATIONOF OPENINGS. COORDINATE WITH EQUIPMENT REQUIREMENTS.

3. FRAMING SHOWN ON THE PLANS GOVERN OVER THAT WHICH ISINDICATED ON THE DETAIL ABOVE.

4. WHERE ADDED LOAD TO JOISTS OCCURS BETWEEN TOPCHORD PANEL POINTS, ADD L1-1/2x1-1/2x1/4 TO BOTTOM CHORDPANEL POINT.

JOIST ON EXTERIOR BEAM DETAIL


KICKER BRACES BY STR. STEELWHERE REQUIRED -REFER TO SECTIONS

SECTIONSREFER TO

FULL DEPTH JOISTSEAT EXTENSION

REINFORCE JOIST IF KICKERDOES NOT CONNECT TO APANEL POINT

HSS SPACER BETWEEN JOISTSEATS. SEE SECTIONS FOR SIZE.LOCATE ON BEAM SO METAL DECKCAN BE WELDED TO SPACER.

2@12

3/8" TAB

REQUIRED AT PERIMETER OF ALL ROOFAND FLOOR DIAPHRAGMS, ALONG ALL

GRID LINES WITH BRACED FRAMES ANDALL DIAPHRAGM COLLECTOR BEAMS

WHERE NOTED ON THE PLANS.

ROOF TOP UNITCURB (BY OTHERS)

6x6 P.T. WOODSLEEPER (CONT.)

ROOF TOPMECHANICAL UNIT

NEW METALROOF DECK

NEW STRUCTURAL ROOFFRAMING (SEE PLANS)

REINFORCING FOR WEB OFROOF JOISTS (SEE TYPICALDETAIL ON S0.5)

NEW ROOF

NEW INSULATION

TYPICAL ROOF CURB SUPPORT


MOVABLE PARTITIONTRACK ASSEMBLY ANDSUSPENSION RODS (BYOTHERS)

FLOOR OR ROOFDECK

W12

CEILING (SEEARCH. DWGS.)



SCALE:

REVISED:

DRAWN BY:

PROJECT NO:

DATE:

CONTENT:

XX

Project Phase

2 3 4 5 6 7 8 9 10 11 12 13 14

F

E

D

C

B

A

G

H

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As indicated

8/12

/201

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S0.5

15-039-00

AUGUST 11, 2016

Author

TYPICAL DETAILS IV

BID DOCUMENTS


Building




3/4" = 1'-0"

S29 MOVEABLE PARTITION

6" 6"

6"

6"

1/2" WEEP HOLE-TYP.

HSS6x6

BP-B

5 1/2"5 1/2"

5 1

/2"

5 1

/2"

1/2" WEEP HOLE-TYP.

HSS4x4, HSS5x5

BP-A

1 1/2" -TYP. 1 1/2" -TYP.

7" 7"

7"

7"

1/2" WEEP HOLE-TYP.

HSS5x5, HSS6x6, HSS7x7(PROVIDE "AB-2" ANCHOR RODS)

BP-C-BR

2" -TYP.

8 1/2" 8 1/2"

2 1

/2"

2 1

/2"

1/2" WEEP HOLE-TYP.

HSS4x4

BP-D

3"1 1/2" -TYP.

1/2" WEEP HOLE-TYP.

HSS4x4

BP-E

2 1/2"8 1/2"

8 1

/2"

2 1

/2"

THRU PLATE-TYP. WHEREREQUIRED FORBRACE

1 1/2" -TYP.

3"

-TY

P.

3/4" DIAMETER F1554 GRADE 36(AB-1)

4"

PR

OJ.

EM

B.

9"

5"

PR

OJ.

EM

BE

DM

EN

T

1'-6"

1" DIAMETER F1554 GRADE 55(AB-2)

TOP OF CONCRETE

1'-1"

1'-11"

TOP OF CONCRETE

HEAVY HEX NUT TACKWELDED TO ROD -TYP.

ANCHOR ROD DETAILS

NOTES:

1. PROVIDE "AB-1" ANCHOR RODS AT ALL BASE PLATESUNLESS NOTED OTHERWISE.

2. PROVIDE "AB-2" ANCHOR RODS WITH PLATEWASHERS UNDER NUTS ON TOP OF COLUMN BASEPLATES AT ALL BRACED COLUMNS (BASE PLATESNOTED WITH "BR" SUFFIX) UNLESS NOTED OTHERWISE.

3. PROVIDE 1/4" LEVELING PLATE AND 3/4" NON-SHRINKGROUT UNDER ALL BASE PLATES.

4. ANY OVERSIZED HOLES IN TYPE "BR" BASE PLATES TOBE GROUTED SOLID PRIOR TO INSTALLING NUTS ANDPLATE WASHERS.

5. WELD PLATE WASHERS ALL AROUND TO BASE PLATESAT BRACED BAYS.

6. BASE PLATE TYPE NOTED ON PLAN AS BP-"X".

PL3/4" PL3/4" PL1 1/4"

PL3/4"

PL3/4"

5/16

5 1/2"5 1/2"

5 1

/2"

5 1

/2"

HSS4x4(PROVIDE "AB-2" ANCHOR RODS)

BP-F-BR

2" -TYP.

PL3/4"

THRU PLATE-TYP.

NOTES:

1. AT THE TOP OF PIERS/PILASTERS, PROVIDE TIES WITH 4SPACES @ 3"o.c. AND THE BALANCE AS INDICATED ABOVE(SEE SECTIONS) -TYPICAL.

2. WALL REINFORCING NOT SHOWN FOR CLARITY, CONTINUETHROUGH PILASTER.

2. REFER TO SECTIONS FOR WALL THICKNESS, REINFORCING,AND LOCATION FROM COLUMN GRID.

W/2 W/2

W/2

W/2

PIER

4-#8 VERT.#4 TIES @ 12"o.c.

PILASTER

4-#8 VERT.#4 TIES @ 12"o.c.

W/2 W/2

W/2

SE

CT

ION

SE

E

COLUMN BOXOUT

P3

6-#8 VERT.#4 TIES @ 12"o.c.

1'-6"

1'-0"

SE

CT

ION

SE

E

BOXOUT FOREMBEDDED PLATE

4-#8 VERT.#4 TIES @ 12"o.c.

W/2

SECTION

SEE

W/2

SE

CT

ION

SE

E

WALL SHELFABOVE ORCOLUMN BOXOUT

CORNER PILASTER

1' - 6"

W

W

TYPE WIDTH (W)

P1 20"

P2 24"

P4 18"

SCHEDULE

4" MIN.

TY

P.

4"

MIN



SCALE:

REVISED:

DRAWN BY:

PROJECT NO:

DATE:

CONTENT:

XX

Project Phase

2 3 4 5 6 7 8 9 10 11 12 13 14

F

E

D

C

B

A

G

H

I

J

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As indicated

8/12

/201

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S0.6

15-039-00

AUGUST 11, 2016

Author

PILASTER AND BASE PLATE DETAILS

BID DOCUMENTS


Building




3/4" = 1'-0"

BASE PLATE DETAILS

1/2" = 1'-0"

PIER AND PILASTER DETAILS

FOUNDATION NOTES:

1. FOR GENERAL NOTES AND TYPICAL DETAILS REFER TO DRAWINGSS0.1 THROUGH S0.6.

2. FINISHED GROUND FLOOR ELEVATION (EL. 229'-4 1/4") IS REFERENCEDAS THE DATUM. ALL BOTTOM OF FOOTING ELEVATIONS GIVEN ON THEPLANS ARE RELATIVE TO THIS FLOOR.

3. BOTTOM OF FOOTING ELEVATION FOR ALL EXTERIOR WALLS ANDFOOTINGS IS 4'-0" MINIMUM BELOW EXTERIOR FINISHED GRADE.UNLESS NOTED OTHERWISE THUS [±X'-X"] IN PLANS OR INSECTIONS.

4. THE NOTATION "F3" INDICATES THE SPREAD FOOTING TYPE. SEESCHEDULE ON THIS SHEET FOR FOOTING SIZE AND REINFORCING.

5. THE NOTATION "P1" INDICATES THE PIER/PILASTER TYPE. TOP OFALL PILASTERS SHALL BE 1" BELOW THE BASE PLATE ELEVATIONGIVEN FOR THE SUPPORTED COLUMN. SEE PILASTER DETAILS ONS0.6.

6. THE NOTATION "BP-A" INDICATES THE BASE PLATE TYPE. THE BOTTOM OF BASE PLATE ELEVATION IS 11" BELOW THE FINISH FLOORELEVATION UNLESS NOTED OTHERWISE AS: B.P. EL. -X'-X". SEE BASEPLATE DETAILS ON SHEET S0.6.

7. THE NOTATION "AB-2" INDICATES ANCHOR ROD TYPE. SEE TYPICALDETAILS ON SHEET S0.6.

8. LOCATE CONTROL JOINTS MARKED "C.J." IN SLABS ON GRADEALONG COLUMN LINES AND WHERE NOTED ON PLANS.

9. CONTRACTOR SHALL PROVIDE HOUSEKEEPING PADS UNDERMECHANICAL EQUIPMENT. SEE THE MECHANICAL DRAWINGS FORPAD SIZES AND LOCATIONS. HOUSEKEEPING PADS SHALL BECONSTRUCTED IN ACCORDANCE WITH TYPICAL DETAILS ON DRAWINGS0.2.

1

S2.1

G G

6

6

1

1

F F

E E

C C

5

5

2

2

4

4

3

3

D D

3

S2.2

S2.3

S2.3

BR

AC

E 1

-N

1'-1 1/2"

1'-1 1

/2"

1'-1 1/2"

21'-0" 27'-0" 26'-0" 22'-11" 24'-1"

1

S3.1

2.4

14'-0"

20'-6"

11'-10"

25'-8"

3.4

S2.3

BR

AC

E 5

BR

AC

E 1

-S

S2.3

BRACE E-W

S2.3

BRACE E-E

S2.3

BRACE G-W

S2.3

BRACE G-E

S2.3

BR

AC

E 6

ELEV.

HSS5X5X5/16BP-C-BR

HSS5X5X3/8BP-C-BR

HSS5X5X1/2BP-A

HSS5X5X1/2BP-A

HSS5X5X3/8BP-C-BR

HSS5X5X5/16BP-C-BR

HSS5X5X5/16BP-C-BR

HSS6X6X3/8BP-B

HSS6X6X1/2BP-B

HSS6X6X3/8BP-B

HSS6X6X3/8BP-B

HSS5X5X5/16BP-C-BR

HSS6X6X1/2BP-C-BR

HSS6X6X1/2BP-B

HSS6X6X3/8BP-B

F6[-15' - 4"]

F6[-18' - 4"]

F7[-15' - 6"]

F7[-15' - 6"]

F7[-15' - 6"]

F6[-15' - 4"]

F6[-16' - 10"]

F6[-16' - 10"]

F5[-16' - 10"]

4" SLAB ON GRADEWITH 6x6 W2.0xW2.0 WWF

T.O.C. ELEV. 216' 4 1/4"

28'-8" 30'-10" 14'-6" 22'-11" 24'-1"

P2P2 P2 P2 P2 P2

P1

P3

P2P2

P3

P2

P2

P2

P2

P2P2P2 2

S3.1

3

S3.1

2

S3.1

Sim

2

S2.1

[ -18' - 0" ]

[ -18' - 0" ]

[ -24' - 10" ]

[ -22' - 4" ]

[ -24' - 10" ] [ -23' - 8" ]

STEP FOOTING

STEPFOOTING

[ -17' - 2" ]

STEP FOOTING

[ -18' - 8" ]

[ -20' - 8" ]

[ -24' - 0" ]

DEPRESSED 4" SLABON GRADE (T.O.C.ELEV. 213'-4 1/4")

10 1

/2"

10'-9 1

/2"

2"

P2

EXTENDFOUNDATIONWALL TO PIER

[ -19' - 4" ]

5'-9"

1'-0 1

/2"

1'-1 1

/2"

1'-1 1/2"

1'-1 1

/2"

2'-0"x2'-0"x2'-0"ELEVATOR SUMP PIT(COORD. LOCATIONWITH ELEV. MANUF.)

HSS5X5X1/2BP-DBP EL. +1"

F5[-15' - 10"]

PERFORATED DRAIN BEHINDRETAINING WALLS (TYP.)

STEPFOOTING

14'-6"

[ -21' - 8" ]

[ -17' - 2" ]

2

S3.1

Sim

17'-3"

6

S3.1

1A

S3.1

1

S3.1

Sim

3 1

/2"

P2 F6[-19' - 4"]

STEP FOOTING

2'-8 1/2"

2

S3.1

Sim

5

S3.1

Sim

7'-4"

1'-6"

C.J. C.J.

C.J

.

ADDITIONAL BARS INSLAB AT CORNERPER DETAIL ON S0.2

C.J

.C

.J.

C.J.

C.J

.C

.J.

C.J. C.J.

C.J

.

C.J

.

VERIFY SIZE OFELEVATOR PIT WITHMANUFACTURER

C.J

.

C.J.

12'-4"

1'-6 1

/2"

1'-2"

HSS5X5X1/2BP-DBP EL. +1"

4"

PERIMETER DRAIN ONEXTERIOR DELETED



N

SCALE:

REVISED:

DRAWN BY:

PROJECT NO:

DATE:

CONTENT:

XX

Project Phase

2 3 4 5 6 7 8 9 10 11 12 13 14

F

E

D

C

B

A

G

H

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As indicated

8/12

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S1.1

15-039-00

AUGUST 11, 2016

Author

FOUNDATION PLAN

BID DOCUMENTS


Building



NO. DESCRIPTION DATE2 Addendum 5 7-01-2016

1/8" = 1'-0"

LOWER LEVEL FOUNDATION PLAN

SPREAD FOOTING SCHEDULE

TYPE

DIMENSIONS

REINFORCINGWIDTH LENGTH DEPTHF4 4' - 0" 4' - 0" 1' - 0" (5) #5 EACH WAY BOTTOM

F5 5' - 0" 5' - 0" 1' - 4" (6) #5 EACH WAY BOTTOM

F6 6' - 0" 6' - 0" 1' - 4" (7) #5 EACH WAY BOTTOM, (7) #4 EACH WAY TOP


FLOOR FRAMING NOTES:

1. FOR GENERAL NOTES AND TYPICAL DETAILS REFER TODRAWINGS S0.1 THROUGH S0.6.

2. "F-1" FLOOR CONSTRUCTION REFERS TO 3-1/2" MINIMUM NORMALWEIGHT CONCRETE (145 PCF) ON 2", 20 GAUGE, GALVANIZED,COMPOSITE STEEL FLOOR DECK (5-1/2" TOTAL SLAB THICKNESS).REINFORCE SLAB WITH 6x6-W2.9xW2.9 WELDED WIRE FABRIC.

3. "F-2" FLOOR CONSTRUCTION REFERS TO 2-7/16" MINIMUMNORMAL WEIGHT CONCRETE (145 PCF) ON 9/16", 26 GAUGE,GALVANIZED, STEEL FORM DECK (3" TOTAL SLAB THICKNESS).REINFORCE SLAB WITH 6x6-W2.9xW2.9 WELDED WIRE FABRIC.

4. SPAN ARROW INDICATES DIRECTION OF DECK SPAN OFTHE METAL DECK.

5. "P-1" FLOOR CONSTRUCTION REFERS TO 3/4" PLYWOOD EXPOSURE 1GRADE SHEATHING ON 2x WOOD FLOOR JOISTS.

6. [NN] INDICATES THE NUMBER OF EQUALLY SPACED 3/4" DIA. x 4"LONG HEADED SHEAR CONNECTOR STUDS WELDED TO THECENTER OF THE TOP FLANGE OF THE BEAM OR GIRDER.

7. TOP OF STEEL ELEVATIONS FOR BEAMS IS INDICATED INELEVATIONS AND SECTIONS.VARIATIONS FROM THIS ELEVATION ARESHOWN IN PARENTHESIS THUS (±X'-X") OR IN THE SECTIONS.

8. "BRACE-A" INDICATES THE LOCATION OF A BRACED FRAME INTHE LATERAL LOAD RESISTING SYSTEM. FOR ELEVATIONS ANDDETAILS REFER TO DRAWING S2.3.

9. INDICATES A FULL CAPACITY MOMENT CONNECTION.REFER TO TYPICAL DETAILS ON S0.3.

10. * INDICATES ARCHITECTURALLY EXPOSED STRUCTURAL STEEL(A.E.S.S.). REFER TO THE SPECIFICATIONS FOR SURFACEPREPARATION AND FINISH REQUIREMENTS. COORDINATELOCATIONS OF A.E.S.S. WITH ARCHITECTURAL DRAWINGS.

11. ALL EXTERIOR EXPOSED STRUCTURAL STEEL SHALL BE HOT DIPGALVANIZED.

12. BEAMS AND GIRDERS THAT SUPPORT K-SERIES JOISTS SHALLBE 2-1/2" LOWER IN ELEVATION TO ACCOUNT FOR STEEL JOISTSEAT DIMENSION.

13. ALL OPEN WEB STEEL JOISTS SHALL BE BRIDGED IN ACCORDANCEWITH THE REQUIREMENTS OF THE STEEL JOIST INSTITUTE (SJI).

14. COORDINATE AND VERIFY THE SIZE OF ALL SLAB PENTRATIONSAND OPENINGS FOR STAIRS, ELEVATORS AND LIFTS WITHARCHITECTURAL AND M.E.P. DRAWINGS.

15. RESIDENTIAL LAB WOOD BEARING WALLS (SHOWN ON PLANS) SHALLBE PARTIALLY SHEATHED FULL HEIGHT WITH 1/2" PLYWOOD WALLSHEATHING AS SPECIFIED ON S0.1. EACH WALL ON EACH LEVELSHALL BE SHEATHED FOR A TOTAL LENGTH OF 8'-0" WHICH CAN BEBROKEN INTO MUTLIPLE SECTIONS NO SHORTER THAN 4'-0" INLENGTH EACH.

16. COMMERCIAL LAB LGMF BEARING WALLS (SHOWN ON PLANS) SHALLBE PARTIALLY SHEATHED FULL HEIGHT WITH 1/2" PLYWOOD WALLSHEATHING AS SPECIFIED ON S0.1. THE PERIMETER WALLS (ASINDICATED ON THE LAB ROOF FRAMING PLAN) OF THE UPPER LEVELONLY SHALL BE SHEATHED FOR A TOTAL LENGTH OF 8'-0" WHICH CANBE BROKEN INTO MUTLIPLE SECTIONS NO SHORTER THAN 4'-0" INLENGTH EACH.

1

S2.1

G G

6

6

A A

1

1

F F

E E

C C

B B

5

5

2

2

4

4

3

3

D D

3

S2.2

1'-1 1/2"

1'-1 1

/2"

28'-8" 30'-10" 14'-6" 22'-11" 24'-1"

25'-8"

11'-10"

20'-6"

14'-0"

36'-0"

19'-0"

W12X

16 [20]

W16X

31 [26]

W18X35 [21] * W18X35 [27] W18X35 [27] W16X26 [23] W21X44 [24]

W16X

26 [23]

W12X

16 [10]

W14X

22 [26]

W18X

46 [20]

W12X

16 [10]

W14X

22 [26]

W18X

50 [10]

W14X

22 [26]

W12X

16 [10]

W14X

22 [26]

W16X26 [21] * W18X40 [32] W18X40 [32] W16X31 [23] W16X31 [30]

W16X31 [21] * W18X35 [36] W18X35 [26]

F-1

W12X

16 [10]

W12X

16 [10]

W14X

30 [26]

W14X

30 [26]

W14X

22 [26]

W14X

22 [26]

W14X

22 [26]

W14X

22 [26]

W14X

22 [26]

W14X

22 [26]

W14X

22 [26]

W14X

22 [26]

W14X

22 [26]

W14X

22 [26]

W14X

22 [26]

W12X

16 [10]

W12X

16 [10]

W12X

16 [10]

W12X

16 [10]

W12X

16 [10]

W12X

16 [10]

W12X

16 [10]

W12X

16 [10]

W12X

16 [10]

W12X

19 [20]

W12X

16 [10]

W12X

19 [20]

A.1 A.1

3'-4"

15'-8"

S2.3

BRACE A

S2.3

S2.3

BR

AC

E 1

-N

1'-1 1/2"

1'-1 1

/2"

1'-1 1/2"

1'-1 1/2"

1'-1 1

/2"

1'-1 1

/2"

1'-1 1/2"

2.4

14'-0"

20'-6"

11'-10"

25'-8"

21'-0" 7'-8" 19'-4" 11'-6"

3.4

S2.3

BRACE B

S2.3

BR

AC

E 5

BR

AC

E 1

-S

S2.3

BRACE E-W

S2.3

BRACE E-E

S2.3

BRACE G-W

S2.3

BRACE G-E

S2.3

BR

AC

E 6

21'-0" 27'-0" 26'-0" 22'-11" 24'-1"

121'-0"

W12X

19 [20]

HSS6X6X3/8BP-C-BRBP EL. -4 1/2"

HSS5X5X3/8BP-C-BRBP EL. +1'-1"

HSS5X5X5/16BP-C-BRBP EL. -4 1/2"

HSS6X6X1/2BP-C-BR

HSS6X6X5/16BP-B

HSS6X6X1/2BP-B

HSS6X6X5/8BP-B

HSS6X6X1/2BP-C-BR (Sim.)

HSS6X6X1/2BP-C-BR (Sim.)

HSS5X5X3/8BP-A

HSS5X5X3/8BP-C-BR

HSS5X5X3/8BP-C-BR

HSS5X5X3/8BP-A

HSS6X6X3/8BP-B

HSS6X6X1/2BP-B

HSS6X6X1/2BP-B

HSS6X6X3/8BP-C-BR

HSS6X6X5/16BP-C-BR

W14X

22 [26]

STAIR B

STAIR A

ELEVATOR

W12X

19 [20]

W12X

19 [20]

W12X

19 [20]

10'-0"

F5[-5' - 4"]

F5[-2' - 4"] F5

[-2' - 4"]

F5[-5' - 4"]

F5[-5' - 4"]

F6[-5' - 4"]

F4[-6' - 0"]

HSS5X5X3/8(GALV.) BP-ABP EL. +3'-7"

F-1

F-1

F-1

F-1

F-1

W14X

22 [13]

WOOD STUD BEARING WALLS2x6 SPF No. 2 @ 16" (TYP.) REFERTO ARCHITECTURAL DRAWINGSFOR LOCATION OF WALLS. SEEWALL SHEATHING NOTES.

P2

P2P2

P2

P4

P2

P2P2P2

F6[-5' - 4"]

2

S3.1

3

S3.1

4

S3.1

1

S3.1

Sim

4

S3.1

Sim

4

S3.1

Sim

4

S3.1

Sim

FOOTINGSTEP

W12X

26

W12X

26

FOLDING PARTITIONSUPPORT BEAM (NOSHEAR STUDS - SEETYPICAL DETAIL)

W12X

19 [20]

W12X

19 [20]

W10X15 [5]

W10X15 [5]

2A

S3.1

3

S4.1

D.4D.4

2B

S3.1

F5[-9' - 4"]P2

P2

4

S3.1

Sim

4

S3.1

Sim

STEPFOOTINGS

[ -5' - 0" ]

[ -5' - 0" ]

[ -5' - 0" ]

EMBEDDED WELD PLATES(SEE TYP. DETAIL ON S0.3)

T.O.W. EL. 1' - 0"

6

S4.1

7

S4.1

3

S4.1

Sim

3

S4.1

Sim

8'-11"

11'-7"

W10X15 [5] W10X15 [5] W10X15 [5] W10X15 [5]

W10X

15 [7]

W10X

15 [7]

6

S3.1

HSS4X4X3/8( -2" )

HSS7X7X1/2BP-C, AB-1

W18X35 [22]

W12X

19 [20]

W10X15 [10]

W10X

15 [7]

W12X

19 [20]

W12X

19 [20]

W12X

19 [20]

2'-3"

2'-8"

FOUNDATION WALLPROJECTIONS(REINFORCE SIM. TO P3PILASTER EXCEPT USE #6VERT. DOWELS)

2'-8"

1'-8 1

/2"

1'-1 1

/2"

2B

S3.1

Sim

1'-8"

E.O

.C.

1'-3"

1'-3"

E.O

.C.

10'-7" ± 19'-6" ±

ALIGN ROUGHLY WITHWOOD FRAMED BEARINGWALLS ABOVE

[ -9' - 8 1/2" ][ -12' - 2 1/2" ][ -4' - 6 1/2" ]

FOOTINGSTEP

5'-5"

6'-1"

8'-10"

[ -1

4' -

2 1

/2"

][ -1

7' -

2 1

/2"

][ -2

0' -

2 1

/2"

]

FOOTINGSTEP

FOOTINGSTEP

P3

EXTERIOR PAVING SLAB(BY OTHERS)

EXTEND EXTERIORPAVING SLAB (BYOTHERS) OVER WALLAT DOORS (SIM. TOCS13 ON S0.2)

C.J.C.J.C.J.

C.J

.

C.J

.

C.J

.

C.J

.C

.J.

C.J.C.J.

C.J. C.J.

C.J.

C.J

.C

.J.

C.J

.C

.J.

C.J

.

C.J.

D.3

6'-3"

2'-8" W10X15 [5]

7'-4 3

/8"

DASHED LINES INDICATEAPPROXIMATE LOCATION OFFULL HEIGHT WALL SHEATHING(SEE FLOOR FRAMING NOTE 15)

3'-4"

DROP WALL AT DOOR ANDPROVIDE FROST WALLS(PER APPROACH SLABDETAIL CS13 ON S0.2)

1'-8 1

/2"

PROVIDE CHANNELFRAMES AROUNDSLAB OPENINGS(PER TYP. DETAILS)

APPROACH SLAB WITHFROST PROTECTION (SEETYP. DETAIL CS13 ON S0.2)

5'-0" ±

5'-0"

±

6" SLAB ON GRADEWITH 6x6 W2.9xW2.9 WWF

T.O.C. ELEV. 229'-4 1/4"

PERFORATED DRAINBEHIND RETAININGWALLS (MATCH INTODRAIN FOR WALL ONLINE D)

APPROXIMATE LOCATION OFFULL HEIGHT WALL SHEATHING(TYP. - SEE FLOOR FRAMINGNOTE 16)

PERIMETER DRAIN ONEXTERIOR DELETED

6'-0"

W12X

16 [20]

3'-4"

FOUNDATION NOTES:

1. FOR GENERAL NOTES AND TYPICAL DETAILS REFER TO DRAWINGSS0.1 THROUGH S0.6.

2. FINISHED GROUND FLOOR ELEVATION (EL. 229'-4 1/4") IS REFERENCEDAS THE DATUM. ALL BOTTOM OF FOOTING ELEVATIONS GIVEN ON THEPLANS ARE RELATIVE TO THIS FLOOR.

3. BOTTOM OF FOOTING ELEVATION FOR ALL EXTERIOR WALLS ANDFOOTINGS IS 4'-0" MINIMUM BELOW EXTERIOR FINISHED GRADE.UNLESS NOTED OTHERWISE THUS [±X'-X"] IN PLANS OR INSECTIONS.

4. THE NOTATION "F3" INDICATES THE SPREAD FOOTING TYPE. SEESCHEDULE ON THIS SHEET FOR FOOTING SIZE AND REINFORCING.

5. THE NOTATION "P1" INDICATES THE PIER/PILASTER TYPE. TOP OFALL PILASTERS SHALL BE 1" BELOW THE BASE PLATE ELEVATIONGIVEN FOR THE SUPPORTED COLUMN. SEE PILASTER DETAILS ONS0.6.

6. THE NOTATION "BP-A" INDICATES THE BASE PLATE TYPE. THE BOTTOM OF BASE PLATE ELEVATION IS 11" BELOW THE FINISH FLOORELEVATION UNLESS NOTED OTHERWISE AS: B.P. EL. -X'-X". SEE BASEPLATE DETAILS ON SHEET S0.6.

7. THE NOTATION "AB-2" INDICATES ANCHOR ROD TYPE. SEE TYPICALDETAILS ON SHEET S0.6.

8. LOCATE CONTROL JOINTS MARKED "C.J." IN SLABS ON GRADEALONG COLUMN LINES AND WHERE NOTED ON PLANS.

9. CONTRACTOR SHALL PROVIDE HOUSEKEEPING PADS UNDERMECHANICAL EQUIPMENT. SEE THE MECHANICAL DRAWINGS FORPAD SIZES AND LOCATIONS. HOUSEKEEPING PADS SHALL BECONSTRUCTED IN ACCORDANCE WITH TYPICAL DETAILS ON DRAWINGS0.2.



N

SCALE:

REVISED:

DRAWN BY:

PROJECT NO:

DATE:

CONTENT:

XX

Project Phase

2 3 4 5 6 7 8 9 10 11 12 13 14

F

E

D

C

B

A

G

H

I

J

1



As indicated

8/12

/201

6 9:

28:5

4 A

MG

:\201

5131

MC

C E

Tec

h H

VA

C\d

wg\

LOW

ER

RO

OF

\MC

C T

ech

Str

uctu

ral L

R.r

vt

S1.2

15-039-00

AUGUST 11, 2016

KGM

GROUND FLOOR FOUNDATION ANDFRAMING PLAN

BID DOCUMENTS


Building



1/8" = 1'-0"

GROUND FLOOR FRAMING PLAN


SPREAD FOOTING SCHEDULE

TYPE

DIMENSIONS

REINFORCINGWIDTH LENGTH DEPTHF4 4' - 0" 4' - 0" 1' - 0" (5) #5 EACH WAY BOTTOM

F5 5' - 0" 5' - 0" 1' - 4" (6) #5 EACH WAY BOTTOM



RDRD

RDRDRD

ROOF FRAMING NOTES:

1. FOR GENERAL NOTES AND TYPICAL DETAILS REFER TODRAWINGS S0.1 THRU S0.6.

2. "R-1" INDICATES SPAN DIRECTION OF ROOF CONSTRUCTIONCONSISTING OF 1-1/2" DEEP x 20 GAUGE GALVANIZED WIDE RIBMETAL ROOF DECK.

3. SPAN ARROW INDICATES DIRECTION OF DECK SPANOF THE METAL DECK.

4. ROOF TOP OF STRUCTURAL STEEL/UNDERSIDE OF METALDECK VARIES, REFER TO SECTIONS FOR ELEVATIONS.

5. TOP OF STEEL ELEVATIONS FOR BEAMS IS INDICATED INELEVATIONS AND SECTIONS. VARIATIONS FROM THISELEVATION ARE SHOWN IN PARENTHESIS THUS (±X'-X") OR INTHE SECTIONS.

6. "BRACE-A" INDICATES THE LOCATION OF A BRACED FRAME INTHE LATERAL LOAD RESISTING SYSTEM. FOR ELEVATIONS ANDDETAILS REFER TO DRAWING S2.3

7. INDICATES A FULL CAPACITY MOMENT CONNECTION.REFER TO TYPICAL DETAILS ON S0.3

8. * INDICATES ARCHITECTURALLY EXPOSED STRUCTURALSTEEL (A.E.S.S.). REFER TO THE SPECIFICATIONS FORSURFACE PREPARATION AND FINISH REQUIREMENTS. COORDINATE LOCATIONS OF A.E.S.S. WITH ARCHITECTURALDRAWINGS.

9. ALL EXTERIOR EXPOSED STRUCTURAL STEEL SHALL BE HOTDIP GALVANIZED.

10. BEAMS AND GIRDERS THAT SUPPORT K-SERIES JOISTS SHALLBE 2-1/2" LOWER IN ELEVATION TO ACCOUNT FOR STEEL JOISTSEAT DIMENSION. WHERE K SERIES JOISTS AND LHSERIES JOISTS BEAR ON THE SAME FRAMING FABRICATE KSERIES SEATS TO MATCH LH.

11. BEAMS AND GIRDERS THAT SUPPORT LH-SERIES JOISTSSHALL BE 5" LOWER IN ELEVATION TO ACCOUNT FOR STEELJOIST SEAT DIMENSION.

12. ALL OPEN WEB STEEL JOISTS SHALL BE BRIDGED INACCORDANCE WITH THE REQUIREMENTS OF THE STEEL JOISTINSTITUTE (SJI). ROOF JOISTS SHALL HAVE A LINE OF "UPLIFT"BRIDGING AT THE FIRST INTERIOR BOTTOM CHORD PANELPOINT AT EACH END.

13. THE SYMBOL RD (-1'-0") INDICATES THE APPROXIMATELOCATION OF A ROOF DRAIN AND THE OFFSET IN ELEVATIONFOR THE TOP STEEL AT THAT DRAIN. ALL STEEL FRAMINGSHALL SLOPE TO THESE LOCATIONS IN ACCORDANCE WITHTHE ARCHITECTURAL ROOF PLAN.

14. PROVIDE STEEL ANGLE FRAMES AROUND EACH ROOFPENETRATION (SEE TYPICAL DETAILS). COORDINATEDIMENSIONS AND LOCATIONS OF ALL ROOF DRAINS,SKYLIGHTS, VENTS, AND DUCT PENETRATIONS WITHARCHITECTURAL AN M.E.P. DRAWINGS.1

S2.1

G G

6

6

1

1

F F

E E

C C

5

5

2

2

4

4

3

3

D D

3

S2.2

W14X

22

W14X

22

R-1

25'-8"

11'-10"

20'-6"

14'-0"

S2.3

S2.3

BR

AC

E 1

-N

22K

CS

2

22K

CS

2

22K

CS

2

22K

CS

2

22K

CS

2

22K

CS

2

22K

CS

2

22K

CS

2

22K

CS

2

22K

CS

2

22K

CS

2

22K

CS

2

22K

CS

2

22K

CS

2

22K

CS

2

22K

CS

2

22K

CS

2

22K

CS

2

22K

CS

2

2.4

21'-0" 27'-0" 26'-0" 22'-11" 24'-1"

3.4

S2.3

BR

AC

E 5

BR

AC

E 1

-S

S2.3

BRACE E-W

S2.3

BRACE E-E

S2.3

BRACE G-W

S2.3

BRACE G-E

S2.3

BR

AC

E 6

@2x8

2' - 0

"

@2x8

2' - 0

"

@2x8

2' - 0

"

14'-0"

20'-6"

7'-8" 19'-4" 26'-0" 22'-11"

ELEVATOR

P-1

P-1

P-1

R-1

R-1

W12X

26

W12X

26

FOLDING PARITIONSUPPORT BEAM (SEETYPICAL DETAIL)

( -2 1/2" ) W18X35 ( -9" ) W18X60 ( -9" ) W18X55 ( -9" ) W18X46 ( -9" ) ( -9" ) W18X40 ( -2 1/2" )

1/4

" /

1'-0"

1/4

" /

1'-0"

W18X35

( -2 1/2" )

W18X35

( -2 1/2" )

W18X40

( -2 1/2" )

W18X40

( -2 1/2" )

W18X35

( -2 1/2" )

11

S4.1

TOP OF STEEL ELEV. = 241'-8 3/4" U.N.O.

D.4D.4

6" LGMF BEARING WALLS(TYP.) SEE ARCH. DWGSFOR LOCATION. DESIGN BYOTHERS.DESIGN BEARING WALLSFOR MIN. LOADS:DL = 180 PLF; LL = 600 PLF

9

S4.1

Sim

9

S4.1

Sim

Opp.Hand

(3) 2

x8

11'-7"

D.3

A

S1.3

WOOD STUD BEARING WALLS2x6 SPF No. 2 @ 16" (TYP.) REFERTO ARCHITECTURAL DRAWINGSFOR LOCATION OF WALLS. SEEWALL SHEATHING NOTES.

DASHED LINES INDICATEAPPROXIMATE LOCATION OFFULL HEIGHT WALL SHEATHING(SEE FLOOR FRAMING NOTE 15)

LGMF HEADER OVEROPENINGS (BY OTHERS)

PROVIDE ROOF SHEATHINGPER ROUGH CARPENTRYNOTES ON S0.1 APPROXIMATE LOCATION OF

FULL HEIGHT WALL SHEATHING(TYP. - SEE FLOOR FRAMINGNOTE 16)LGMF NOTE: DESIGN OF LGMF

WALLS, AND HEADERS BY OTHERS.SIZES SHOWN ARE MINIMUMS. NOTETHAT WALLS ARE NOT FULLYSHEATHED EXCEPT WHERE NOTEDHERE.

@14K

12' - 0

"

W10X

15

W10X

15

W10X

15

W10X

15

W10X

15

W10X

15

W10X

15

W10X

15

W10X

15

( +0" )

W16X26

( -9 1/2" ) ( -9 1/2" )

W18X35

( +0" )

W18X40

( -9 1/2" )

W18X40

( -9 1/2" )

W18X35

( -9 1/2" )

W10X

15

W10X

15

W10X

15

W10X

15

W10X

15

W10X

15

W10X

15

W10X

15

W10X

15

W10X

15

W10X

15

W10X

15

R-1R-1

( -6

1/2

" )

W14X

22

( -6

1/2

" )

W14X

22

( -9

1/2

" )W

10X

15

( -6

1/2

" )

( -9

1/2

" )W

10X

15

( -6

1/2

" )

( -6

1/2

" )

W14X

22

( -6

1/2

" )

W14X

22

( -9

1/2

" )W

10X

15

( -6

1/2

" )

( -9

1/2

" )W

10X

15

( -6

1/2

" )

UPLIFT JOIST BRIDGING ATEACH. END OF JOIST SPAN(TYP.)

TYP. JOIST BRIDING PER SJI

HS

S3-1

/2X

3-1

/2X

1/4H

SS

3-1

/2X

3-1

/2X

1/4

HS

S3-1

/2X

3-1

/2X

1/4

HS

S3-1

/2X

3-1

/2X

1/4

8K1

P-1

P-1

PROVIDE HSS3-1/2x3-1/2x1/4 CONT.BEARING PLATE ON TOP OF LOADBEARING WALLS (TYP.)

LGMF PARTITIONWALLS (TYP.)

FLOOR FRAMING NOTES:

1. FOR GENERAL NOTES AND TYPICAL DETAILS REFER TODRAWINGS S0.1 THROUGH S0.6.

2. "F-1" FLOOR CONSTRUCTION REFERS TO 3-1/2" MINIMUM NORMALWEIGHT CONCRETE (145 PCF) ON 2", 20 GAUGE, GALVANIZED,COMPOSITE STEEL FLOOR DECK (5-1/2" TOTAL SLAB THICKNESS).REINFORCE SLAB WITH 6x6-W2.9xW2.9 WELDED WIRE FABRIC.

3. "F-2" FLOOR CONSTRUCTION REFERS TO 2-7/16" MINIMUMNORMAL WEIGHT CONCRETE (145 PCF) ON 9/16", 26 GAUGE,GALVANIZED, STEEL FORM DECK (3" TOTAL SLAB THICKNESS).REINFORCE SLAB WITH 6x6-W2.9xW2.9 WELDED WIRE FABRIC.

4. SPAN ARROW INDICATES DIRECTION OF DECK SPAN OFTHE METAL DECK.

5. "P-1" FLOOR CONSTRUCTION REFERS TO 3/4" PLYWOOD EXPOSURE 1GRADE SHEATHING ON 2x WOOD FLOOR JOISTS.

6. [NN] INDICATES THE NUMBER OF EQUALLY SPACED 3/4" DIA. x 4"LONG HEADED SHEAR CONNECTOR STUDS WELDED TO THECENTER OF THE TOP FLANGE OF THE BEAM OR GIRDER.

7. TOP OF STEEL ELEVATIONS FOR BEAMS IS INDICATED INELEVATIONS AND SECTIONS.VARIATIONS FROM THIS ELEVATION ARESHOWN IN PARENTHESIS THUS (±X'-X") OR IN THE SECTIONS.

8. "BRACE-A" INDICATES THE LOCATION OF A BRACED FRAME INTHE LATERAL LOAD RESISTING SYSTEM. FOR ELEVATIONS ANDDETAILS REFER TO DRAWING S2.3.

9. INDICATES A FULL CAPACITY MOMENT CONNECTION.REFER TO TYPICAL DETAILS ON S0.3.

10. * INDICATES ARCHITECTURALLY EXPOSED STRUCTURAL STEEL(A.E.S.S.). REFER TO THE SPECIFICATIONS FOR SURFACEPREPARATION AND FINISH REQUIREMENTS. COORDINATELOCATIONS OF A.E.S.S. WITH ARCHITECTURAL DRAWINGS.

11. ALL EXTERIOR EXPOSED STRUCTURAL STEEL SHALL BE HOT DIPGALVANIZED.

12. BEAMS AND GIRDERS THAT SUPPORT K-SERIES JOISTS SHALLBE 2-1/2" LOWER IN ELEVATION TO ACCOUNT FOR STEEL JOISTSEAT DIMENSION.

13. ALL OPEN WEB STEEL JOISTS SHALL BE BRIDGED IN ACCORDANCEWITH THE REQUIREMENTS OF THE STEEL JOIST INSTITUTE (SJI).

14. COORDINATE AND VERIFY THE SIZE OF ALL SLAB PENTRATIONSAND OPENINGS FOR STAIRS, ELEVATORS AND LIFTS WITHARCHITECTURAL AND M.E.P. DRAWINGS.

15. RESIDENTIAL LAB WOOD BEARING WALLS (SHOWN ON PLANS) SHALLBE PARTIALLY SHEATHED FULL HEIGHT WITH 1/2" PLYWOOD WALLSHEATHING AS SPECIFIED ON S0.1. EACH WALL ON EACH LEVELSHALL BE SHEATHED FOR A TOTAL LENGTH OF 8'-0" WHICH CAN BEBROKEN INTO MUTLIPLE SECTIONS NO SHORTER THAN 4'-0" INLENGTH EACH.

16. COMMERCIAL LAB LGMF BEARING WALLS (SHOWN ON PLANS) SHALLBE PARTIALLY SHEATHED FULL HEIGHT WITH 1/2" PLYWOOD WALLSHEATHING AS SPECIFIED ON S0.1. THE PERIMETER WALLS (ASINDICATED ON THE LAB ROOF FRAMING PLAN) OF THE UPPER LEVELONLY SHALL BE SHEATHED FOR A TOTAL LENGTH OF 8'-0" WHICH CANBE BROKEN INTO MUTLIPLE SECTIONS NO SHORTER THAN 4'-0" INLENGTH EACH.

A

B

543

3

S2.2

S2.3

BRACE A

3.4

S2.3

BRACE B

19'-0"

11'-6" 14'-6"

C L9 1

/2"

HSS8X6X5/16

(T.O.S. EL. 238' - 11 1/4" )

PROVIDE TOP ANDBOTTOM CLIPANGLECONNECTION TOCOLUMN

THIRD FLOOR T.O.S.239' - 1 1/4"

DOUBLE LVL 1 1/4" x11 7/8" RIM BOARDS

2x6 WOOD LABBEARING WALL

DOUBLE TOP PLATE

WELD JOISTS TOCONT. HSS PLATE

SCREW CFMF TRACKTO HSS PLATE WITH #10TEK SCREWS @ 12" O.C.(STAGGERED)

LGMF BEARING WALL(BY OTHERS)

FASTEN PLYWOODSHEATING TO STEEL JOISTSAND RIM JOIST WITH #10SCREWS @ 12" o.c.

6" LGMF RIM JOIST(CONT.)

PLYWOODSHEATHING

HSS3-1/2x3-1/2 CONT. PLATE

FULL HEIGHT WALLSHEATHING AS REQUIRED(SEE NOTES ON S1.3)



N

SCALE:

REVISED:

DRAWN BY:

PROJECT NO:

DATE:

CONTENT:

XX

Project Phase

2 3 4 5 6 7 8 9 10 11 12 13 14

F

E

D

C

B

A

G

H

I

J

1



As indicated

8/12

/201

6 9:

28:5

5 A

MG

:\201

5131

MC

C E

Tec

h H

VA

C\d

wg\

LOW

ER

RO

OF

\MC

C T

ech

Str

uctu

ral L

R.r

vt

S1.3

15-039-00

AUGUST 11, 2016

KGM

LOW ROOF AND UPPER FLOOR FRAMINGPLAN

BID DOCUMENTS


Building




3 Roof Revisions 8-03-2016

1/8" = 1'-0"

LOW ROOF AND THIRD FLOOR FRAMING PLAN

1/8" = 1'-0"

MECHANICAL FLOOR FRAMING PLAN

3/4" = 1'-0"

A TYPICAL LAB ROOF EDGE

RD RD RD RD RD

1

S2.1

G G

6

6

A A

1

1

F F

E E

C C

B B

5

5

2

2

4

4

3

3

D D

3

S2.2

W10X

15

W18X

35

W16X

31

W14X

22

W16X

26

W10X

22

W10X

15

W18X

35

W18X

40

W24X

55

W21X

50

W18X

40

W18X

35

W21X

44

R-1

W16X

26

W16X

26

W14X

22

101'-4"

A.1 A.1

S2.3

BRACE A

S2.3

12

S4.1

W10X

15

W10X

15

W10X

15

W10X

15

W10X

15

W10X

15

W10X

15

W18X

35

W18X

35

W10X

15

2.4

7'-8" 19'-4"

3.4

W18X

40

S2.3

BRACE B

S2.3

BR

AC

E 5

BR

AC

E 1

-S

S2.3

BRACE E-W

S2.3

BRACE E-E

S2.3

BRACE G-W

S2.3

BRACE G-E

S2.3

BR

AC

E 6

W10X15

15'-8"

EQ EQ EQ

24LH

06

24LH

06

24LH

06

24LH

06

24LH

06

16K

3

16K

3

16K

3

16K

3

16K

3

16K

2

16K

3

16K

3

16K

3

16K

3

16K

2

16K

324LH

07

24LH

06

24LH

06

24LH

06

11'-10"

34'-6"

36'-0"

19'-0"

24LH

08

24LH

08

24LH

06

24LH

06

24LH

06

24LH

06

28'-8" 30'-10" 14'-6" 22'-11" 24'-1"

24LH

07

24LH

07

24LH

07

24LH

08

24LH

08

24LH

08

24LH

08

24LH

08

24LH

07

24LH

07

24LH

07

24LH

07

24LH

07

W8X

10

W8X

10

R-1

R-1

R-1

R-1

R-1

1/4

" /

1'-0"

1/4

" /

1'-0"

1/4

" /

1'-0"

1/4

" /

1'-0"

1/4

" /

1'-0"

1/4

" /

1'-0"

RT

U -

1(1

0000 L

BS

)

RT

U -

2(6

000 L

BS

)

W8X10

W8X10

W10X15

COORDINATE LOCATION OFBEAMS TO ALIGN UNDER CURBSOF RTUs (TYP.)

9

S4.1

8

S4.1

9

S4.1

Sim

10

S4.1

( +1' - 9 7/8" )

W24X62

( +1' - 9 7/8" )

W12X22

( +1' - 8" )

W21X44

( +1' - 8" )

W24X55

( +1' - 0 5/8" )

W14X26

( +1' - 0 5/8" )

W21X44

( +1' - 0 5/8" )

W21X44

( +1' - 0 5/8" )

W24X68

( +3 5/8" )

W18X35

( +3 5/8" )

W21X44

( +3 5/8" )

W18X40

( +3 5/8" )

W18X40

( -5" )

W18X40

( -5" )

W18X35 ( -5" ) W16X31 ( -2 1/2" )W16X31

( -5" )

W16X31

( +1' - 8" )

W24X55

( +3 5/8" )

W21X50

( +1' - 0 5/8" )

D.4 D.4

5'-4" 10" 12'-2" 10" 4'-11"

W12X

16

W12X

16

UPLIFT JOIST BRIDGING ATEACH. END OF JOIST SPAN(TYP.)

TYP. JOIST BRIDING PER SJI

8

S4.1

Sim

10

S4.1

Sim

OPEN

W18X

40

PROVIDE LARGE FRAMEDOPENING FOR ROOFPENETRATIONS PER TYP.DETAILS. COORD. SIZE ANDLOCATION WITH M.E.P.REQUIREMENTS

W21X

50

W10X

15

W10X15

W10X15

W10X15

W10X15

W10X

15

W10X

15

24LH

06

21'-0" 27'-0" 26'-0" 22'-11" 24'-1"

W10X

22

4'-0"

±

HSS5X5X5/16

2'-7 1/2" ±

1/4

" /

1'-0"

PROVIDE 5" JOIST SEATS TOMATCH LH JOISTS ON THIS END

HS

S5X

5X

5/1

6(

-2' -

3"

)H

SS

5X

5X

5/1

6(

-2' -

3"

)

0" OFFSET

COORDINATE JOISTLOCATION WITH ROOFHATCH. PROVIDE FRAMEAT OPENING PER TYP.DETAILS

24LH

06

W6X

9

W14X26

( -3 1/8" )

W6X15

( -7" )

ELEVATORRIGGINGBEAM

C6X

8.2

C6X8.2

C6X8.2

W6X

15

1'-2"

PROVIDE VERTICALLYSLOTTED CONNECTIONTO BEAM

ROOF FRAMING NOTES:

1. FOR GENERAL NOTES AND TYPICAL DETAILS REFER TODRAWINGS S0.1 THRU S0.6.

2. "R-1" INDICATES SPAN DIRECTION OF ROOF CONSTRUCTIONCONSISTING OF 1-1/2" DEEP x 20 GAUGE GALVANIZED WIDE RIBMETAL ROOF DECK.

3. SPAN ARROW INDICATES DIRECTION OF DECK SPANOF THE METAL DECK.

4. ROOF TOP OF STRUCTURAL STEEL/UNDERSIDE OF METALDECK VARIES, REFER TO SECTIONS FOR ELEVATIONS.

5. TOP OF STEEL ELEVATIONS FOR BEAMS IS INDICATED INELEVATIONS AND SECTIONS. VARIATIONS FROM THISELEVATION ARE SHOWN IN PARENTHESIS THUS (±X'-X") OR INTHE SECTIONS.

6. "BRACE-A" INDICATES THE LOCATION OF A BRACED FRAME INTHE LATERAL LOAD RESISTING SYSTEM. FOR ELEVATIONS ANDDETAILS REFER TO DRAWING S2.3

7. INDICATES A FULL CAPACITY MOMENT CONNECTION.REFER TO TYPICAL DETAILS ON S0.3

8. * INDICATES ARCHITECTURALLY EXPOSED STRUCTURALSTEEL (A.E.S.S.). REFER TO THE SPECIFICATIONS FORSURFACE PREPARATION AND FINISH REQUIREMENTS. COORDINATE LOCATIONS OF A.E.S.S. WITH ARCHITECTURALDRAWINGS.

9. ALL EXTERIOR EXPOSED STRUCTURAL STEEL SHALL BE HOTDIP GALVANIZED.

10. BEAMS AND GIRDERS THAT SUPPORT K-SERIES JOISTS SHALLBE 2-1/2" LOWER IN ELEVATION TO ACCOUNT FOR STEEL JOISTSEAT DIMENSION. WHERE K SERIES JOISTS AND LHSERIES JOISTS BEAR ON THE SAME FRAMING FABRICATE KSERIES SEATS TO MATCH LH.

11. BEAMS AND GIRDERS THAT SUPPORT LH-SERIES JOISTSSHALL BE 5" LOWER IN ELEVATION TO ACCOUNT FOR STEELJOIST SEAT DIMENSION.

12. ALL OPEN WEB STEEL JOISTS SHALL BE BRIDGED INACCORDANCE WITH THE REQUIREMENTS OF THE STEEL JOISTINSTITUTE (SJI). ROOF JOISTS SHALL HAVE A LINE OF "UPLIFT"BRIDGING AT THE FIRST INTERIOR BOTTOM CHORD PANELPOINT AT EACH END.

13. THE SYMBOL RD (-1'-0") INDICATES THE APPROXIMATELOCATION OF A ROOF DRAIN AND THE OFFSET IN ELEVATIONFOR THE TOP STEEL AT THAT DRAIN. ALL STEEL FRAMINGSHALL SLOPE TO THESE LOCATIONS IN ACCORDANCE WITHTHE ARCHITECTURAL ROOF PLAN.

14. PROVIDE STEEL ANGLE FRAMES AROUND EACH ROOFPENETRATION (SEE TYPICAL DETAILS). COORDINATEDIMENSIONS AND LOCATIONS OF ALL ROOF DRAINS,SKYLIGHTS, VENTS, AND DUCT PENETRATIONS WITHARCHITECTURAL AN M.E.P. DRAWINGS.



N

SCALE:

REVISED:

DRAWN BY:

PROJECT NO:

DATE:

CONTENT:

XX

Project Phase

2 3 4 5 6 7 8 9 10 11 12 13 14

F

E

D

C

B

A

G

H

I

J

1



As indicated

8/12

/201

6 9:

28:5

7 A

MG

:\201

5131

MC

C E

Tec

h H

VA

C\d

wg\

LOW

ER

RO

OF

\MC

C T

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Str

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R.r

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S1.4

15-039-00

AUGUST 11, 2016

KGM

HIGH ROOF FRAMING PLAN

BID DOCUMENTS


Building





1/8" = 1'-0"

HIGH ROOF FRAMING PLAN

GROUND FLOOR T.O.S.228' - 10 3/4"

LOWER T.O. FTG205' - 10 1/4"

LOWER FLOOR216' - 4 1/4"

ROOF B T.O.S.241' - 8 3/4"

GROUND FLOOR229' - 4 1/4"

6 15 24 3

3

S2.2

1

S3.1

3.4

9'-4"

10'-6"

APPROXIMATE PROPOSED GRADE

1'-2"

11

S4.1

3

S4.1


ROOF A T.O.S.246' - 1 3/4"



61 52 43

3

S2.2

GROUND T.O. FTG225' - 4 1/4"

2.4 3.4

APPROX. PROPOSEDGRADE

4

S3.1

4'-10"

2'-6"

8

S4.110

S4.1

1

S3.1

Sim

14'-11" ± 16'-11" ±

CONSTRUCT WALL SIMILAR TO 1/S3.1BUT PROVIDE 1'-0" CURB AT TOP OFWALL SIMILAR TO SECTION 4/S3.1WHERE GRADE IS HIGH

MECH. T.O.S.240' - 10 3/4"


ROOF A T.O.S.246' - 1 3/4"

LOWER T.O. FTG205' - 10 1/4"




61 52 43

3

S2.2

2.4 3.4

2B

S3.1

S4.16

6

S3.1

S3.11A

LOWER T.O. FTG205' - 10 1/4"


1 2

3'-0"

8"13'-8" ±

REINFORCESIM. TO1/S3.1

S3.15

21'-0"

DRILL AND GROUTFOOTING AND WALLHORIZ. BARS INTOEXTERIOR FOUNDATIONWALL



SCALE:

REVISED:

DRAWN BY:

PROJECT NO:

DATE:

CONTENT:

XX

Project Phase

2 3 4 5 6 7 8 9 10 11 12 13 14

F

E

D

C

B

A

G

H

I

J

1



As indicated

8/12

/201

6 9:

28:5

8 A

MG

:\201

5131

MC

C E

Tec

h H

VA

C\d

wg\

LOW

ER

RO

OF

\MC

C T

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Str

uctu

ral L

R.r

vt

S2.1

15-039-00

AUGUST 11, 2016

KGM

BUILDING ELEVATIONS & SECTIONS

BID DOCUMENTS


Building





1/8" = 1'-0"

NORTH

1/8" = 1'-0"

SOUTH

1/8" = 1'-0"

1 BUILDING SECTION E-W

1/8" = 1'-0"

2 STAIR B SECTION


ROOF A T.O.S.246' - 1 3/4"

LOWER T.O. FTG205' - 10 1/4"


1

S2.1

ROOF B T.O.S.241' - 8 3/4"


GA FECB D

GROUND T.O. FTG225' - 4 1/4"

A.1

12

S4.1


2'-0"

2'-4"

2A

S3.1

D.4

7'-7" 5'-10 1/2"

4'-2"

2'-6"

1'-8 1/2"11'-7 1/2"

D.3

1'-0

" M

IN.

4'-9"


ROOF A T.O.S.246' - 1 3/4"

LOWER T.O. FTG205' - 10 1/4"


1

S2.1

ROOF B T.O.S.241' - 8 3/4"


G AF E C BD A.1


3

S3.12

S2.1

2'-0"

2'-6"

1'-8"

3'-0"

3'-0"

9

S4.1

D.4

1A

S3.1

D.3

4'-2"

1'-6 1/2"

1A

S3.1

Sim

DEPTH OF INTERIOR SLABSHELF ON WALL (TYP.)

3'-6"


ROOF A T.O.S.246' - 1 3/4"

LOWER T.O. FTG205' - 10 1/4"


1

S2.1

ROOF B T.O.S.241' - 8 3/4"



G AF E C BD

GROUND T.O. FTG225' - 4 1/4"


ROOF A T.O. STEEL246' - 7 1/4"


ROOF B T.O. STEEL242' - 4 1/4"

G E C BDF A.1A.1

9'-9"

25'-8" 11'-10" 20'-6" 14'-0" 36'-0" 19'-0"

D.4

MECH. T.O.S.240' - 10 3/4"

11'-6 1

/2"



SCALE:

REVISED:

DRAWN BY:

PROJECT NO:

DATE:

CONTENT:

XX

Project Phase

2 3 4 5 6 7 8 9 10 11 12 13 14

F

E

D

C

B

A

G

H

I

J

1



As indicated

8/12

/201

6 9:

29:0

1 A

MG

:\201

5131

MC

C E

Tec

h H

VA

C\d

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LOW

ER

RO

OF

\MC

C T

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Str

uctu

ral L

R.r

vt

S2.2

15-039-00

AUGUST 11, 2016

KGM

BUILDING ELEVATIONS & SECTIONS

BID DOCUMENTS


Building





1/8" = 1'-0"

EAST

1/8" = 1'-0"

WEST

1/8" = 1'-0"

3 BUILDING SECTION N-S

LATERAL LOAD RESISTING SYSTEM NOTES:

1. BRACING ELEVATIONS AND DETAILS ARE SCHEMATIC ONLYAND ARE INTENDED TO SHOW BRACING CONFIGURATIONSAND CONNECTIONS DESIGN REQUIREMENTS.

2. BRACE FORCE (KIPS) TO BE USED FOR CONNECTIONDESIGN IS INDICATED THUS (±0.0 K). ONE THIRD INCREASEIN ALLOWABLE STRESS IS NOT PERMITTED IN BRACINGCONNECTIONS. CONNECTIONS ARE TO BE DESIGNEDUSING THE ALLOWABLE STRESS DESIGN (A.S.D.) METHOD.

3. POSITIVE BRACE FORCE INDICATES COMPRESSION,NEGATIVE INDICATES TENSION.

4. BRACE OFFSET DIMENSIONS ARE MEASURED FROMINTERSECTION OF CENTER OF BEAMS AND BRACES TOGRID LINES.

5. COORDINATE SIZE AND LOCATION OF BRACING WITH WALLOPENINGS SHOWN ON ARCHITECTURAL DRAWINGS.

6. REFER TO PLANS FOR BEAM SIZES, COLUMN SIZES, ANDBRACING LOCATIONS.

7. TOP CONNECTION OF EACH BRACING MEMBER SHALLREMAIN LOOSE AND ACCESSIBLE UNTIL THE BUILDING HASBEEN PLUMBED.

8. BOLTED BRACE CONNECTIONS SHALL BE SLIP-CRITICAL(SC) TYPE.

9. ALL WELDS IN BRACING CONNECTIONS SHALL HAVE AMINIMUM LENGTH OF THREE INCHES.


ROOF A T.O.S.246' - 1 3/4"


CB

18'-0" 18'-0"

HSS6X

6X3/8 ±45 K

HSS

6X6X

3/8

±45

K

3

S3.1

36'-0"

S2.4BF2


LOWER T.O. FTG205' - 10 1/4"


ROOF B T.O.S.241' - 8 3/4"

G F25'-8"

HSS

5X5X1/4 ±20 K HSS

5X5X

1/4

±20

K

HSS

5X5X

1/4 ±25 KHSS5X

5X1/

4 ±2

5 K

S2.4BF4

S2.4BF3

S2.4BF1


ROOF A T.O.S.246' - 1 3/4"


1

S2.1

E CD

EQ EQ

HSS6X6X3/8 ±60 K H

SS6X

6X3/

8 ±6

0 K

D.4

34'-6"

S2.4BF2

S2.4BF3

D.3


LOWER T.O. FTG205' - 10 1/4"


ROOF B T.O.S.241' - 8 3/4"

GF

25'-8"

HSS5X

5X1/4 ±20 K H

SS5X5X

1/4

±20

K

11'-10" 13'-10"

2A

S3.1

S2.4BF2

S2.4BF3

ROOF A T.O.S.246' - 1 3/4"


433

S2.22.4 3.4

HSS5X5X5/16 -30 K

HSS5X5X5/16 -30 K

14'-6"30'-10"

4

S3.1

8

S4.1

MECH. T.O.S.240' - 10 3/4"

PROVIDE SPACER TUBESBETWEEN JOIST SEATS

SHOP CONNECTOUTRIGGER TOCOLUMN TOP

S2.4BF3

S2.4BF3

ROOF A T.O.S.246' - 1 3/4"


65

GROUND T.O. FTG225' - 4 1/4"

HSS5X5X5/16 -30 K

HSS5X5X5/16 -3

0 K

24'-1"


S2.4BF3


ROOF A T.O.S.246' - 1 3/4"



65

HSS5X5X1/4 ±30 K

HSS5X5X1/4 ±35 K

HSS

5X5X

1/4

±35

K

HSS5X5X1/4 ±30 K

24'-1"

2B

S3.1


S2.4BF4


ROOF A T.O.S.246' - 1 3/4"



1 2

21'-0"HSS5X

5X1/4 ±35 KH

SS5X

5X1/

4 ±3

5 K

HSS5X5X5/16 ±35 K

HSS5X5X1/4 ±25 K HSS5X5X1/4 ±25 K


S2.4BF4

S2.4BF3



ROOF B T.O.S.241' - 8 3/4"

6 5

24'-1"

HSS5X

5X1/4 ±20 K

HSS5X

5X1/

4 ±2

0 K

HSS5X

5X1/4 ±35 K

HSS5X

5X1/

4 ±3

5 K

S2.4BF4

S2.4BF3 PROVIDE SPACER TUBES

BETWEEN JOIST SEATS



ROOF B T.O.S.241' - 8 3/4"

12

HSS5X

5X1/4 ±20 K

HSS5X

5X1/

4 ±2

0 K

HSS5X

5X1/4 ±30 K

HSS5X

5X1/

4 ±3

0 K

21'-0"

S2.4BF4

S2.4BF1




SCALE:

REVISED:

DRAWN BY:

PROJECT NO:

DATE:

CONTENT:

XX

Project Phase

2 3 4 5 6 7 8 9 10 11 12 13 14

F

E

D

C

B

A

G

H

I

J

1



As indicated

8/12

/201

6 9:

29:0

3 A

MG

:\201

5131

MC

C E

Tec

h H

VA

C\d

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LOW

ER

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\MC

C T

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S2.3

15-039-00

AUGUST 11, 2016

KGM

BRACE ELEVATIONS

BID DOCUMENTS


Building





1/8" = 1'-0"

BRACE 1-S 1/8" = 1'-0"

BRACE 1-N 1/8" = 1'-0"

BRACE 5 1/8" = 1'-0"

BRACE 6

1/8" = 1'-0"

BRACE A 1/8" = 1'-0"

BRACE B

1/8" = 1'-0"

BRACE E-E 1/8" = 1'-0"

BRACE E-W

1/8" = 1'-0"

BRACE G-E 1/8" = 1'-0"

BRACE G-W

DETAIL NOTES:

WELD A: WELD SIZE TO FULLY DEVELOP THE HORIZONTAL COMPONENT OF THE BRACE FORCE SHOWN.

WELD B: WELD SIZE TO FULLY DEVELOP THE VERTICAL COMPONENT OF THE BRACE FORCE SHOWN.

WELD C: WELD SIZE TO FULLY DEVELOP THE BRACE FORCE SHOWN.

BRACE FRAME DETAILS

WELD B

WORKING POINT

1/2" (MIN.) GUSSET THRU PLATE

WELD A

ERECTION BOLT

WELD C

CL

HSS COLUMN BASE AT BRACE DETAIL

STEEL BRACE CONSTRUCTION BF1

ABOVE

MATCH

ALIGN TOP OF GUSSETWITH ADJACENT GUSSETPLATES (TYP.)


WORKING POINT 1/2" (MIN.) THRU PLATE

WELD A

ERECTION BOLT

CL

WELD C

CL

HSS COLUMN TO W BEAM BRACE DETAIL


ALIGN TOP OF GUSSETWITH ADJACENT GUSSETPLATES (TYP.)

ABOVE & BELOWMATCH GUSSETS

CL

CLCL

WORKING POINT

ERECTION BOLT

1/2" (MIN.) GUSSET THRU PLATE3/8" (MIN.) STIFFENER PLATES EACH SIDEWITH CONNECTING BRACE BEAM(NOT SHOWN -SEE PLAN)

WELD C

WELD C

W BEAM BRACE DETAIL


EQ EQ

MATCH GUSSET ABOVE & BELOW

ALIGN BOTTOM OF GUSSETWITH ADJACENT GUSSETPLATES (TYP.)

CL

CLCL

WORKING POINT

ERECTION BOLT

1/2" (MIN.) GUSSET THRU PLATE3/8" (MIN.) STIFFENER PLATES EACH SIDEWITH CONNECTING BRACE BEAM(NOT SHOWN -SEE PLAN)

WELD C

WELD C

HSS2-1/2x2-1/2x3/16 INFILLSBETWEEN JOIST SEATS

W ROOF BEAM BRACE DETAIL


ALIGN BOTTOM OF GUSSETWITH ADJACENT GUSSETPLATES (TYP.)

EQ EQ

MATCH GUSSETS ABOVE & BELOW

CL

3/8" (MIN.) CIRCULARGUSSET THRU PLATE

WELD C

HSS X BRACE DETAIL


CL

MIN. LAP

4' - 0"

MIN. EMBEDDMENT

4' - 0"

90° HOOK (TYP.)

SEE PLANS FOR FOOTING SIZE ANDREINFORCING

SEE PLANS FOR PILASTERSIZE AND REINFORCING

SEE PLANS FORCOLUMN SIZE AND BASEPLATE DETAILS

SEE GRADE BEAMSECTIONS FOR BARSIZE AND STIRRUPS

2' - 0"

1' -

4"

GB24x16

#3 TIES @ 12"8-#5

SEE PLANS FOR LOCATION OF GRADE BEAMS

CL CL

WORKING POINT

3/8" (MIN.) STIFFENERPLATE EACH SIDE WELD C


WELD A

ERECTION BOLT

HSS BRACE BASE DETAIL


8" 4" 4" 8"

8-1"ø ANCHOR BOLTS TYPE AB2(8" PITCH)

1"x12"x2'-8" PLATE

1/4" LEVELING PLATEON 3/4" GROUT BED

EQ EQALIGN TOP OF GUSSETWITH ADJACENT GUSSETPLATES (TYP.)

(TYP.)

MATCH GUSSETS ABOVE



SCALE:

REVISED:

DRAWN BY:

PROJECT NO:

DATE:

CONTENT:

XX

Project Phase

2 3 4 5 6 7 8 9 10 11 12 13 14

F

E

D

C

B

A

G

H

I

J

1



As indicated

8/12

/201

6 9:

29:0

5 A

MG

:\201

5131

MC

C E

Tec

h H

VA

C\d

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LOW

ER

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OF

\MC

C T

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Str

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R.r

vt

S2.4

15-039-00

AUGUST 11, 2016

KGM

BRACING DETAILS

BID DOCUMENTS


Building




1/4" = 1'-0"

GRADE BEAM ELEVATION

1/2" = 1'-0"

GRADE BEAM SECTIONS

LOWER T.O. FTG205' - 10 1/4"


G

4'-0"

MIN

.

1'-1 1/2"

6" 8"

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

1'-4"

6'-6"

4'-0"

#6@12" V.I.F. FOOTINGDOWELS

#4@12" V.O.F.FOOTING DOWELS

#4@12" V.E.F.

#4@12" H.E.F.

#5@12" EA. WAY TOP &BOTTOM

SLAB ON GRADE

2"

3"

BOLT CFMF TRACK THROUGHPERINSUL BLOCK INTOFOUNDATION WALL WITHHILTI HY-200 HAS 3/4"øx9"EMBED. RODS AT 24" o.c.

CFMF TRACK (BYOTHERS)

4" PERINSUL BLOCK(SEE ARCH. DWGS.)

6"

2'-0" THICK CHIMNEYDRAIN (TYP. - SEEGEOTECH. REPORT)

APPROX. FINISH GRADE

BENTONITEWATERSTOP(CONT.)

PERFORATED INTERIOR DRAIN WRAPPED INCRUSHED STONE AND FILTER FABRIC (SEEGEOTECHNICAL REPORT AND SITE DWGS.)




D

2'-6" 1'-4" 7'-2"

1'-8"

2'-6"

11'-0"

3 1/2" 1'-4"



#6@8" V.E.F.

#4@12" H.E.F.

#6@8" TRANS. TOP

6" SLAB ON GRADE

6'-0"

#5@16 V.O.F.

SLAB ON GRADE

COMPOSITE CONCRETESLAB ON METAL DECK

#4@12" SLAB DOWELS (ALT.DIRECTION OF HORIZONTAL LEG)

CONT. EMBEDDED DECKSUPPORT ANGLE (SEE TYP.DETAILS)

#5@8" TRANS. BOTTOM

#5@12" LONG. TOP &BOTTOM

INTERIORDRAIN

2'-0" THICK CHIMNEYDRAIN (SEEGEOTECH. REPORT)





1

1'-1 1/2"

4'-0"

MIN

.

VA

RIE

S

3'-0" 1'-6" 7'-6"

12'-0"

1'-8"



#6@8" V.E.F.

#4@12" H.E.F.

#7@8" TRANS. TOP

6" SLAB ON GRADE

#5@16 V.O.F.

#5@8" TRANS. BOTTOM

#5@12" LONG. TOP &BOTTOM

7'-0"

4"

8" 10"

8"

PERFORATED INTERIORFOUNDATION DRAIN

2'-0" THICK CHIMNEYDRAIN (TYP. - SEEGEOTECH. REPORT)



A

GROUND T.O. FTG225' - 4 1/4"

4'-0"

MIN

.

1'-1 1/2"

2'-0"

6" 1'-0" 6"

#5 @ 12"EA. WAY

3-#5CONT.

1'-0"

8"

1'-0"

8"4"

SEE ARCH. DWGS. FOREXTERIOR WALL DETAILS

CFMF WALL TRACK (BYOTHERS)

HILTI HY-200 HAS 3/4"ø x 9"EMBED. @ 24" o.c.


3'-0"

1'-0"

1'-0"

8" 8" 1'-8"

3'-0"

SLAB ONGRADE

SLAB ONGRADE

8"

#4@12" VERT. MID-DEPTH

#4@12" TRANS.BOTTOM

#4@12" SLAB DOWELS

4-#4 CONT.BOTTOM

3-#4 HORIZONTAL



6

REFER TO SECTION 2/S3.1FOR REINFORCING ANDADDITIONAL INFORMATION

APPROX. FINISH GRADE

COMPOSITE CONCRETEFLOOR SLAB

CFMF WALL STUDS

1'-1 1/2"

7 3/4"



E

SITE PAVING SLAB (SEESITE DWGS.)

SEE SECTION 2/S3.1FOR REINFORCINGAND ADDITIONALINFORMATION

COMPOSITE CONCRETESLAB ON METAL DECK


CFMF WALL TRACK (BYOTHERS)

HILTI HY-200 HAS 3/4"ø x 9"EMBED. @ 24" o.c.

1'-1 1/2"

1'-0"

8" 8"

EMBEDD WELD PLATE



1

S2.1


E

#4@12" EA. WAY(TYP.)

#4@12" EA. WAYTOP AND BOTTOM

INTERIOR SLABON GRADE

BENTONITE WATERSTOP ALL AROUND

SEE ARCH. DRWGS.FOR WATERPROOFING

#4@12" EA. UNDER SUMP PITBEYOND (COORDINATE SIZEAND LOCATION WITHELEVATOR MANUFACTURER

SU

MP

PIT

2'-0"

8"

ELEVATOR SILL ANGLE (SEEMANUFACTURE FOR SIZE)BOLTED TO CONC.FOUNDATION WITH 5/8"øEXPANSION BOLTS @ 16" o.c.

#4 SLAB DOWELS @12" o.c. (TYP.)

8"

5'-0"

1'-4"

1'-0"

ELEVATOR SHAFT WALL(SEE ARCH. DWGS.)

VERTICAL SLOTTEDCLIP ANGLEATTACHED TO TOPOF STEEL BEAM WEB

HSS4x4 GIRT FOR SHAFTWALL SUPPORT

7 1

/2"

SUMP PIT

2'-0"

COORD. EDGE OFSLAB DISTANCE ANDELEVATOR SILLANGLE ATTACHMENTWITH ELEVATORMANUF. (TYP.)

PROVIDE 5/16" BENTPLATE POURSTOP ATELEVATOR ENTRANCE(TYP. EA. STOP)


1


8" CFMF WALL TRACK(BY OTHERS)

SEE SECTION 1 FORADDITIONAL INFORMATION

4'-2"

6"

8"

SEE SECTION 1 FORWALL REINFORCINGAND ADDITIONALINFORMATION

1'-1 1/2"

1'-2"

2'-0"

#4@12" V.I.F.



SCALE:

REVISED:

DRAWN BY:

PROJECT NO:

DATE:

CONTENT:

XX

Project Phase

2 3 4 5 6 7 8 9 10 11 12 13 14

F

E

D

C

B

A

G

H

I

J

1



As indicated

8/12

/201

6 9:

29:0

8 A

MG

:\201

5131

MC

C E

Tec

h H

VA

C\d

wg\

LOW

ER

RO

OF

\MC

C T

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Str

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R.r

vt

S3.1

15-039-00

AUGUST 11, 2016

KGM

FOUNDATION DETAILS

BID DOCUMENTS


Building



1/2" = 1'-0"

1 EXTERIOR RETAINING WALL

1/2" = 1'-0"

2 TYPICAL INTERIOR RETAINING WALL

1/2" = 1'-0"

3 WEST RETAINING WALL

1/2" = 1'-0"

4 TYPICAL FROST WALL 1/2" = 1'-0"

5 STAIR B SECTION - CALLOUT

1/2" = 1'-0"

2A TOP OF WALL SECTION A

1/2" = 1'-0"

2B TOP OF WALL SECTION B

1/2" = 1'-0"

6 ELEVATOR FOUNDATION SECTION

1/2" = 1'-0"

1A TOP OF WALL WEST SIDE


ROOF A T.O.S.246' - 1 3/4"

A

VERTICAL SLOTTEDCLIP ANGLE ATTACHEDTO TOP OF EXTERIORSTEEL BEAM WEB

METAL ROOFDECK

CFMF WALL STUDS (SEEARCH. DWGS.)

MA

X.

4"

BOTTOM CHORDUPLIFT BRIDGING(TYP. AT ROOFJOISTS)

1'-8"

4"

EDGE OF DECK ANDJOIST TOP CHORDEXTENSION

HSS INFILL CLEATSEE J5/S0.5 (TYP) ROOF A T.O.S.

246' - 1 3/4"

1

1'-1 1/2"

5 1/2"VERTICAL SLOTTEDCLIP ANGLE ATTACHEDTO TOP OF EXTERIORSTEEL BEAM WEB

METAL ROOFDECK

CFMF WALL STUDS (SEEARCH. DWGS.)

5"

EDGE OF DECK

ROOF A T.O.S.246' - 1 3/4"

A.1

1'-9 7

/8"

W24

CFMF BRACING (BYOTHERS)

CFMF SOFFIT

CFMF CLIPS TOSTRUCTURAL STEEL

ROOF B T.O.S.241' - 8 3/4"

G


METAL ROOFDECK

6" CFMF WALL STUDS(SEE ARCH. DWGS.)

2x BLOCKING BOLTED TOBEAM WITH 1/2"ø BOLTS@ 4'-0" o.c.



G


CFMF WALL STUDS(SEE ARCH. DWGS.)

COMPOSITE CONCRETEFLOOR SLAB

E.O.S.

7"



FULL HEIGHT WALLSHEATHING FASTENEDTO SILL AND TOPPLATES (SEE NOTESON PLANS)

LGMF WALL STUDS(SEE ARCH. DWGS.)

ROOF A T.O.S.246' - 1 3/4"

6

2'-3"

HSS5x5x5/16 LOWER GIRT.(MOMENT CONNECTEDTHROUGH COLUMNBEYOND)

CFMF (BY OTHERS)SUSPENDED FROMSTEEL FRAMING.EXPANSION HEADTRACKS NOTREQUIRED

METAL ROOF DECK

S4.12

6

LOWER SECTION OFCOLUMN TO BEGALVANIZED

HSS GIRT SHOP WELDEDTHROUGH UPPER SECTION OFCOLUMN

1/2"x6"x11" CAP PLATE (GALV.)

1/2"x6"x11" BASE PLATE WITHMATCHING 3/8" THERMALISOLATION PAD

4-3/4"ø BOLTS WITHINSULATIONWASHERS



3/8" FULL HEIGHTCONNECTION PLATE(TYP.)

3/8" TAB WITH LONGVERT. SLOTTED HOLES(DO NOT WELD TOCONNECTION PLATE -TYP.)

L1-1/2x1-1/2x1/4 KICKERAT RAIL SUPPORTCOLUMNS (SEE TYP.DETAIL)

RAIL BRACK SUPPORTCOLUMNS (SEE PLAN)

COMPOSITECONCRETE SLAB ONMETAL DECK

L3x3x1/4 CLIPBOLTED TO SLABWITH 2-1/2"ø KWIKBOLTS 3/4" BOLTS SNUG TIGHT



SCALE:

REVISED:

DRAWN BY:

PROJECT NO:

DATE:

CONTENT:

XX

Project Phase

2 3 4 5 6 7 8 9 10 11 12 13 14

F

E

D

C

B

A

G

H

I

J

1



As indicated

8/12

/201

6 9:

29:1

0 A

MG

:\201

5131

MC

C E

Tec

h H

VA

C\d

wg\

LOW

ER

RO

OF

\MC

C T

ech

Str

uctu

ral L

R.r

vt

S4.1

15-039-00

AUGUST 11, 2016

KGM

FRAMING DETAILS

BID DOCUMENTS


Building



3/4" = 1'-0"

8 TYPICAL ROOF EDGE PERPENDICULAR 3/4" = 1'-0"

9 TYPICAL ROOF EDGE PARALLEL 3/4" = 1'-0"

10 ROOF EDGE AT CANOPY 3/4" = 1'-0"

11 ROOF EDGE AT CLASSROOMS

3/4" = 1'-0"

3 TYPICAL FLOOR EDGE

3/4" = 1'-0"

7 WOOD FLOOR EDGE

3/4" = 1'-0"

12 CANOPY EDGE

1 1/2" = 1'-0"

2 THERMAL BREAK COLUMN SPLICE


3/4" = 1'-0"

6 ELEVATOR RAIL SUPPORT COLUMN

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