Post on 24-Apr-2018
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:
XX
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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
COPYRIGHT © 2015 BY LAVALLEE/BRENSINGER PROFESSIONALASSOCIATION. ALL RIGHTS RESERVED.
NO REPRODUCTION WITHOUT PERMISSION.
SCALE:
REVISED:
DRAWN BY:
PROJECT NO:
DATE:
CONTENT:
XX
Project Phase
2 3 4 5 6 7 8 9 10 11 12 13 14
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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
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TYPICAL DETAILS I
BID DOCUMENTS
Advanced HVAC &Electrical Technology
Building
Manchester Community College
1066 Front Street, ManchesterNew Hampshire 03102
NO. DESCRIPTION DATE
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
STEEL CONSTRUCTION S4
BEAM TO BEAM CONNECTION
STEEL CONSTRUCTION S5
BEAM BEARING ON COLUMN CONNECTION
STEEL CONSTRUCTION S6
COLUMN BEARING ON BEAM CONNECTION
STEEL CONSTRUCTION S8
•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
STEEL CONSTRUCTION S1
HSS BEAM TO COLUMN CONNECTION
STEEL CONSTRUCTION S3
FULL PEN
COLUMN THRU PLATESTHICKNESS TO MATCH CONNECTINGBEAM FLANGE
TYP
BEAM TO HSS COLUMN MOMENT CONNECTION
STEEL CONSTRUCTION S9
WELD TO FULLYDEVELOP FLANGE-TYP.
BEAM TO BEAM MOMENT CONNECTION
STEEL CONSTRUCTION S7
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
COPYRIGHT © 2015 BY LAVALLEE/BRENSINGER PROFESSIONALASSOCIATION. ALL RIGHTS RESERVED.
NO REPRODUCTION WITHOUT PERMISSION.
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
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H
I
J
1
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
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Author
TYPICAL DETAILS II
BID DOCUMENTS
Advanced HVAC &Electrical Technology
Building
Manchester Community College
1066 Front Street, ManchesterNew Hampshire 03102
NO. DESCRIPTION DATE
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
STEEL CONSTRUCTION S15
CONCRETE ON FORM DECK
STEEL CONSTRUCTION S14
ADDED REBAR OVER GIRDERS
STEEL CONSTRUCTION S17
DECK EMBEDMENT AT CONCRETE WALLS
STEEL CONSTRUCTION S16
DECK SUPPORT AT EXTERIOR COLUMNS
STEEL CONSTRUCTION S19
POUR STOP SCHEDULE AND DETAILS
STEEL CONSTRUCTION S20
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
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 JOISTS BEYOND(SUPPORTING FLOORSLAB)
(ALSO PROVIDE REBAR AT BRACE BEAM/GIRDER LOCATIONS)
ADDED REBAR OVER GIRDERS
STEEL CONSTRUCTION S12
JOIST CHANGE IN DIRECTION DETAIL
STEEL CONSTRUCTION S13
HSS2-1/2x2-1/2x5/16 DECK SUPPORT INFILLSBETWEEN JOISTS. SHOP WELDED TOSUPPORT BEAM. COORDINATE WITH JOISTLOCATIONS
CONTINUOUS 26 GA.DECK CLOSURE
W.W.F. REINFORCING(OVER REBAR)SEE PLAN
#4 x4'-0" LONGTOP @ 12"o.c.CENTERED ON GIRDER
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
STEEL CONSTRUCTION S11
4'-0"±
COPYRIGHT © 2015 BY LAVALLEE/BRENSINGER PROFESSIONALASSOCIATION. ALL RIGHTS RESERVED.
NO REPRODUCTION WITHOUT PERMISSION.
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
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
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15-039-00
AUGUST 11, 2016
Author
TYPICAL DETAILS III
BID DOCUMENTS
Advanced HVAC &Electrical Technology
Building
Manchester Community College
1066 Front Street, ManchesterNew Hampshire 03102
NO. DESCRIPTION DATE
JOIST ON INTERIOR BEAM DETAIL
STEEL CONSTRUCTION J1
DIAPHRAGM CLEATS BETWEEN JOISTS DETAIL
STEEL CONSTRUCTION J5
JOIST REINFORCING AT LOAD DETAIL
STEEL CONSTRUCTION J4
JOIST BRIDGING DETAIL
STEEL CONSTRUCTION J3
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
STEEL CONSTRUCTION S21
SMALL FLOOR OPENINGS (LESS THAN 18")
STEEL CONSTRUCTION S25
LARGE FLOOR OPENINGS (LARGER THAN 18")
STEEL CONSTRUCTION S24
FLOOR BOX EMBEDMENT
STEEL CONSTRUCTION S23
"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")
STEEL CONSTRUCTION S28
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.
STEEL CONSTRUCTION S22
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")
STEEL CONSTRUCTION S26
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
STEEL CONSTRUCTION J2
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
STEEL CONSTRUCTION S27
MOVABLE PARTITIONTRACK ASSEMBLY ANDSUSPENSION RODS (BYOTHERS)
FLOOR OR ROOFDECK
W12
CEILING (SEEARCH. DWGS.)
COPYRIGHT © 2015 BY LAVALLEE/BRENSINGER PROFESSIONALASSOCIATION. ALL RIGHTS RESERVED.
NO REPRODUCTION WITHOUT PERMISSION.
SCALE:
REVISED:
DRAWN BY:
PROJECT NO:
DATE:
CONTENT:
XX
Project Phase
2 3 4 5 6 7 8 9 10 11 12 13 14
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1
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
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15-039-00
AUGUST 11, 2016
Author
TYPICAL DETAILS IV
BID DOCUMENTS
Advanced HVAC &Electrical Technology
Building
Manchester Community College
1066 Front Street, ManchesterNew Hampshire 03102
NO. DESCRIPTION DATE
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
COPYRIGHT © 2015 BY LAVALLEE/BRENSINGER PROFESSIONALASSOCIATION. ALL RIGHTS RESERVED.
NO REPRODUCTION WITHOUT PERMISSION.
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
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
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15-039-00
AUGUST 11, 2016
Author
PILASTER AND BASE PLATE DETAILS
BID DOCUMENTS
Advanced HVAC &Electrical Technology
Building
Manchester Community College
1066 Front Street, ManchesterNew Hampshire 03102
NO. DESCRIPTION DATE
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
COPYRIGHT © 2015 BY LAVALLEE/BRENSINGER PROFESSIONALASSOCIATION. ALL RIGHTS RESERVED.
NO REPRODUCTION WITHOUT PERMISSION.
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
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
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15-039-00
AUGUST 11, 2016
Author
FOUNDATION PLAN
BID DOCUMENTS
Advanced HVAC &Electrical Technology
Building
Manchester Community College
1066 Front Street, ManchesterNew Hampshire 03102
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
F7 7' - 0" 7' - 0" 1' - 6" (9) #5 EACH WAY BOTTOM, (9) #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.
COPYRIGHT © 2015 BY LAVALLEE/BRENSINGER PROFESSIONALASSOCIATION. ALL RIGHTS RESERVED.
NO REPRODUCTION WITHOUT PERMISSION.
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
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
As indicated
8/12
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15-039-00
AUGUST 11, 2016
KGM
GROUND FLOOR FOUNDATION ANDFRAMING PLAN
BID DOCUMENTS
Advanced HVAC &Electrical Technology
Building
Manchester Community College
1066 Front Street, ManchesterNew Hampshire 03102
1/8" = 1'-0"
GROUND FLOOR FRAMING PLAN
NO. DESCRIPTION DATE2 Addendum 5 7-01-2016
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
F7 7' - 0" 7' - 0" 1' - 6" (9) #5 EACH WAY BOTTOM, (9) #4 EACH WAY TOP
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)
COPYRIGHT © 2015 BY LAVALLEE/BRENSINGER PROFESSIONALASSOCIATION. ALL RIGHTS RESERVED.
NO REPRODUCTION WITHOUT PERMISSION.
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
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
As indicated
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vt
S1.3
15-039-00
AUGUST 11, 2016
KGM
LOW ROOF AND UPPER FLOOR FRAMINGPLAN
BID DOCUMENTS
Advanced HVAC &Electrical Technology
Building
Manchester Community College
1066 Front Street, ManchesterNew Hampshire 03102
NO. DESCRIPTION DATE2 Addendum 5 7-01-2016
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.
COPYRIGHT © 2015 BY LAVALLEE/BRENSINGER PROFESSIONALASSOCIATION. ALL RIGHTS RESERVED.
NO REPRODUCTION WITHOUT PERMISSION.
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
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
As indicated
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vt
S1.4
15-039-00
AUGUST 11, 2016
KGM
HIGH ROOF FRAMING PLAN
BID DOCUMENTS
Advanced HVAC &Electrical Technology
Building
Manchester Community College
1066 Front Street, ManchesterNew Hampshire 03102
NO. DESCRIPTION DATE2 Addendum 5 7-01-2016
3 Roof Revisions 8-03-2016
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
GROUND FLOOR T.O.S.228' - 10 3/4"
ROOF A T.O.S.246' - 1 3/4"
LOWER FLOOR216' - 4 1/4"
GROUND FLOOR229' - 4 1/4"
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"
GROUND FLOOR T.O.S.228' - 10 3/4"
ROOF A T.O.S.246' - 1 3/4"
LOWER T.O. FTG205' - 10 1/4"
LOWER FLOOR216' - 4 1/4"
THIRD FLOOR T.O.S.239' - 1 1/4"
GROUND FLOOR229' - 4 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"
LOWER FLOOR216' - 4 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
COPYRIGHT © 2015 BY LAVALLEE/BRENSINGER PROFESSIONALASSOCIATION. ALL RIGHTS RESERVED.
NO REPRODUCTION WITHOUT PERMISSION.
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
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
As indicated
8/12
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6 9:
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R.r
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S2.1
15-039-00
AUGUST 11, 2016
KGM
BUILDING ELEVATIONS & SECTIONS
BID DOCUMENTS
Advanced HVAC &Electrical Technology
Building
Manchester Community College
1066 Front Street, ManchesterNew Hampshire 03102
NO. DESCRIPTION DATE2 Addendum 5 7-01-2016
3 Roof Revisions 8-03-2016
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
GROUND FLOOR T.O.S.228' - 10 3/4"
ROOF A T.O.S.246' - 1 3/4"
LOWER T.O. FTG205' - 10 1/4"
LOWER FLOOR216' - 4 1/4"
1
S2.1
ROOF B T.O.S.241' - 8 3/4"
GROUND FLOOR229' - 4 1/4"
GA FECB D
GROUND T.O. FTG225' - 4 1/4"
A.1
12
S4.1
APPROX. PROPOSEDGRADE
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"
GROUND FLOOR T.O.S.228' - 10 3/4"
ROOF A T.O.S.246' - 1 3/4"
LOWER T.O. FTG205' - 10 1/4"
LOWER FLOOR216' - 4 1/4"
1
S2.1
ROOF B T.O.S.241' - 8 3/4"
GROUND FLOOR229' - 4 1/4"
G AF E C BD A.1
APPROX. PROPOSEDGRADE
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"
GROUND FLOOR T.O.S.228' - 10 3/4"
ROOF A T.O.S.246' - 1 3/4"
LOWER T.O. FTG205' - 10 1/4"
LOWER FLOOR216' - 4 1/4"
1
S2.1
ROOF B T.O.S.241' - 8 3/4"
THIRD FLOOR T.O.S.239' - 1 1/4"
GROUND FLOOR229' - 4 1/4"
G AF E C BD
GROUND T.O. FTG225' - 4 1/4"
GROUND FLOOR229' - 4 1/4"
ROOF A T.O. STEEL246' - 7 1/4"
LOWER FLOOR216' - 4 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"
COPYRIGHT © 2015 BY LAVALLEE/BRENSINGER PROFESSIONALASSOCIATION. ALL RIGHTS RESERVED.
NO REPRODUCTION WITHOUT PERMISSION.
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
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
As indicated
8/12
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6 9:
29:0
1 A
MG
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C T
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Str
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ral L
R.r
vt
S2.2
15-039-00
AUGUST 11, 2016
KGM
BUILDING ELEVATIONS & SECTIONS
BID DOCUMENTS
Advanced HVAC &Electrical Technology
Building
Manchester Community College
1066 Front Street, ManchesterNew Hampshire 03102
NO. DESCRIPTION DATE2 Addendum 5 7-01-2016
3 Roof Revisions 8-03-2016
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.
GROUND FLOOR T.O.S.228' - 10 3/4"
ROOF A T.O.S.246' - 1 3/4"
LOWER FLOOR216' - 4 1/4"
CB
18'-0" 18'-0"
HSS6X
6X3/8 ±45 K
HSS
6X6X
3/8
±45
K
3
S3.1
36'-0"
S2.4BF2
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"
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
GROUND FLOOR T.O.S.228' - 10 3/4"
ROOF A T.O.S.246' - 1 3/4"
LOWER FLOOR216' - 4 1/4"
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
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"
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"
GROUND FLOOR229' - 4 1/4"
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"
GROUND FLOOR229' - 4 1/4"
65
GROUND T.O. FTG225' - 4 1/4"
HSS5X5X5/16 -30 K
HSS5X5X5/16 -3
0 K
24'-1"
PROVIDE SPACER TUBESBETWEEN JOIST SEATS
S2.4BF3
GROUND FLOOR T.O.S.228' - 10 3/4"
ROOF A T.O.S.246' - 1 3/4"
LOWER FLOOR216' - 4 1/4"
THIRD FLOOR T.O.S.239' - 1 1/4"
65
HSS5X5X1/4 ±30 K
HSS5X5X1/4 ±35 K
HSS
5X5X
1/4
±35
K
HSS5X5X1/4 ±30 K
24'-1"
2B
S3.1
PROVIDE SPACER TUBESBETWEEN JOIST SEATS
S2.4BF4
GROUND FLOOR T.O.S.228' - 10 3/4"
ROOF A T.O.S.246' - 1 3/4"
LOWER FLOOR216' - 4 1/4"
THIRD FLOOR T.O.S.239' - 1 1/4"
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
PROVIDE SPACER TUBESBETWEEN JOIST SEATS
S2.4BF4
S2.4BF3
GROUND FLOOR T.O.S.228' - 10 3/4"
LOWER FLOOR216' - 4 1/4"
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
GROUND FLOOR T.O.S.228' - 10 3/4"
LOWER FLOOR216' - 4 1/4"
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
PROVIDE SPACER TUBESBETWEEN JOIST SEATS
COPYRIGHT © 2015 BY LAVALLEE/BRENSINGER PROFESSIONALASSOCIATION. ALL RIGHTS RESERVED.
NO REPRODUCTION WITHOUT PERMISSION.
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
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1
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
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15-039-00
AUGUST 11, 2016
KGM
BRACE ELEVATIONS
BID DOCUMENTS
Advanced HVAC &Electrical Technology
Building
Manchester Community College
1066 Front Street, ManchesterNew Hampshire 03102
NO. DESCRIPTION DATE2 Addendum 5 7-01-2016
3 Roof Revisions 8-03-2016
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.)
1/2" (MIN.) GUSSET THRU PLATE
WORKING POINT 1/2" (MIN.) THRU PLATE
WELD A
ERECTION BOLT
CL
WELD C
CL
HSS COLUMN TO W BEAM BRACE DETAIL
STEEL BRACE CONSTRUCTION BF3
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
STEEL BRACE CONSTRUCTION BF4
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
STEEL BRACE CONSTRUCTION BF5
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
STEEL BRACE CONSTRUCTION BF6
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
1/2" (MIN.) GUSSET THRU PLATE
WELD A
ERECTION BOLT
HSS BRACE BASE DETAIL
STEEL BRACE CONSTRUCTION BF2
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
COPYRIGHT © 2015 BY LAVALLEE/BRENSINGER PROFESSIONALASSOCIATION. ALL RIGHTS RESERVED.
NO REPRODUCTION WITHOUT PERMISSION.
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
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
As indicated
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S2.4
15-039-00
AUGUST 11, 2016
KGM
BRACING DETAILS
BID DOCUMENTS
Advanced HVAC &Electrical Technology
Building
Manchester Community College
1066 Front Street, ManchesterNew Hampshire 03102
NO. DESCRIPTION DATE
1/4" = 1'-0"
GRADE BEAM ELEVATION
1/2" = 1'-0"
GRADE BEAM SECTIONS
LOWER T.O. FTG205' - 10 1/4"
LOWER FLOOR216' - 4 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.)
GROUND FLOOR T.O.S.228' - 10 3/4"
LOWER FLOOR216' - 4 1/4"
GROUND FLOOR229' - 4 1/4"
D
2'-6" 1'-4" 7'-2"
1'-8"
2'-6"
11'-0"
3 1/2" 1'-4"
#8@8" V.I.F. FOOTINGDOWELS
#5@8" V.O.F.FOOTING DOWELS
#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)
BENTONITEWATERSTOP(CONT.)
GROUND FLOOR T.O.S.228' - 10 3/4"
LOWER FLOOR216' - 4 1/4"
GROUND FLOOR229' - 4 1/4"
1
1'-1 1/2"
4'-0"
MIN
.
VA
RIE
S
3'-0" 1'-6" 7'-6"
12'-0"
1'-8"
#8@8" V.I.F. FOOTINGDOWELS
#5@8" V.O.F.FOOTING DOWELS
#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)
BENTONITEWATERSTOP(CONT.)
GROUND FLOOR229' - 4 1/4"
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.
LOWER FLOOR216' - 4 1/4"
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
GROUND FLOOR T.O.S.228' - 10 3/4"
GROUND FLOOR229' - 4 1/4"
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"
GROUND FLOOR T.O.S.228' - 10 3/4"
GROUND FLOOR229' - 4 1/4"
E
SITE PAVING SLAB (SEESITE DWGS.)
SEE SECTION 2/S3.1FOR REINFORCINGAND ADDITIONALINFORMATION
COMPOSITE CONCRETESLAB ON METAL DECK
SEE ARCH. DWGS. FOREXTERIOR WALL DETAILS
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
GROUND FLOOR T.O.S.228' - 10 3/4"
LOWER FLOOR216' - 4 1/4"
1
S2.1
GROUND FLOOR229' - 4 1/4"
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)
LOWER FLOOR216' - 4 1/4"
1
SEE ARCH. DWGS. FOREXTERIOR WALL DETAILS
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.
COPYRIGHT © 2015 BY LAVALLEE/BRENSINGER PROFESSIONALASSOCIATION. ALL RIGHTS RESERVED.
NO REPRODUCTION WITHOUT PERMISSION.
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
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
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S3.1
15-039-00
AUGUST 11, 2016
KGM
FOUNDATION DETAILS
BID DOCUMENTS
Advanced HVAC &Electrical Technology
Building
Manchester Community College
1066 Front Street, ManchesterNew Hampshire 03102
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
NO. DESCRIPTION DATE2 Addendum 5 7-01-2016
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
VERTICAL SLOTTEDCLIP ANGLE ATTACHEDTO TOP OF EXTERIORSTEEL BEAM WEB
METAL ROOFDECK
6" CFMF WALL STUDS(SEE ARCH. DWGS.)
2x BLOCKING BOLTED TOBEAM WITH 1/2"ø BOLTS@ 4'-0" o.c.
GROUND FLOOR T.O.S.228' - 10 3/4"
GROUND FLOOR229' - 4 1/4"
G
VERTICAL SLOTTEDCLIP ANGLE ATTACHEDTO TOP OF EXTERIORSTEEL BEAM WEB
CFMF WALL STUDS(SEE ARCH. DWGS.)
COMPOSITE CONCRETEFLOOR SLAB
E.O.S.
7"
GROUND FLOOR T.O.S.228' - 10 3/4"
GROUND FLOOR229' - 4 1/4"
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
GROUND FLOOR T.O.S.228' - 10 3/4"
GROUND FLOOR229' - 4 1/4"
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
COPYRIGHT © 2015 BY LAVALLEE/BRENSINGER PROFESSIONALASSOCIATION. ALL RIGHTS RESERVED.
NO REPRODUCTION WITHOUT PERMISSION.
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
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
As indicated
8/12
/201
6 9:
29:1
0 A
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:\201
5131
MC
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Tec
h H
VA
C\d
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LOW
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\MC
C T
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Str
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ral L
R.r
vt
S4.1
15-039-00
AUGUST 11, 2016
KGM
FRAMING DETAILS
BID DOCUMENTS
Advanced HVAC &Electrical Technology
Building
Manchester Community College
1066 Front Street, ManchesterNew Hampshire 03102
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
NO. DESCRIPTION DATE2 Addendum 5 7-01-2016
3/4" = 1'-0"
6 ELEVATOR RAIL SUPPORT COLUMN