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HomeMy WebLinkAboutStructural_S0.00STRUCTURAL NOTES A. GENERAL 1. THE STRUCTURE IS DESIGNED TO BE SELF-SUPPORTING AND STABLE AFTER THE BUILDING IS FULLY COMPLETED. IT IS SOLELY THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE ERECTION PROCEDURES AND SEQUENCE, AND TO ENSURE THE STABILITY OF THE BUILDING AND ITS COMPONENT PARTS, AND THE ADEQUACY OF TEMPORARY OR INCOMPLETE CONNECTIONS, DURING ERECTION. THIS INCLUDES THE ADDITION OF ANY SHORING, SHEETING, TEMPORARY GUYS, BRACING OR TIEDOWNS THAT MIGHT BE NECESSARY. SUCH MATERIAL IS NOT SHOWN ON THE DRAWINGS. IF APPLIED, THEY SHALL BE REMOVED AS CONDITIONS PERMIT, AND SHALL REMAIN THE CONTRACTOR'S PROPERTY. THE ENGINEER HAS NO EXPERTISE IN, AND TAKES NO RESPONSIBILITY FOR, CONSTRUCTION MEANS AND METHODS OR JOB SITE SAFETY DURING CONSTRUCTION. PROCESSING AND/OR APPROVING SUBMITTALS MADE BY THE CONTRACTOR WHICH MAY CONTAIN INFORMATION RELATED TO CONSTRUCTION METHODS OR SAFETY ISSUES, OR PARTICIPATION IN MEETINGS WHERE SUCH ISSUES MIGHT BE DISCUSSED, SHALL NOT BE CONSTRUED AS VOLUNTARY ASSUMPTION BY THE ENGINEER OF ANY RESPONSIBILITY FOR SAFETY PROCEDURES. 2. IT IS SOLELY THE RESPONSIBILITY OF EACH CONTRACTOR TO FOLLOW ALL APPLICABLE SAFETY CODES AND REGULATIONS DURING ALL PHASES OF CONSTRUCTION. THE ENGINEER IS NOT ENGAGED IN, AND DOES NOT SUPERVISE, CONSTRUCTION. 3. EQUIPMENT FRAMING LOADS, OPENINGS AND STRUCTURE IN ANY WAY RELATED TO HVAC, PLUMBING, OR ELECTRICAL REQUIREMENTS ARE SHOWN FOR BIDDING PURPOSES ONLY. CONTRACTOR SHALL COORDINATE THIS INFORMATION WITH THE INVOLVED TRADES BEFORE PROCEEDING WITH SUCH PORTION OF THE WORK. EXCESS COST RELATED TO VARIATION IN THESE REQUIREMENTS TO BE BORNE BY THE APPROPRIATE CONTRACTOR. 4. SHOULD ANY OF THE DETAILED INSTRUCTIONS SHOWN ON THE PLANS CONFLICT WITH THESE STRUCTURAL NOTES, THE SPECIFICATIONS, OR WITH EACH OTHER, THE STRICTEST PROVISION SHALL GOVERN. 5. GOVERNING CODE: OHIO BUILDING CODE. 6. EXISTING BUILDING: PROVIDE TEMPORARY SUPPORTS AND OTHER MEASURES AS REQUIRED TO PREVENT DAMAGE TO THE EXISTING BUILDING DURING CONSTRUCTION. FIELD VERIFY ALL EXISTING DIMENSIONS AND ELEVATIONS WHICH AFFECT THE NEW CONSTRUCTION. 7. ROOF LIVE LOAD: a. MINIMUM ROOF LIVE LOAD 20 PSF 8. ROOF SNOW LOAD: 20 PSF PLUS THE EFFECTS OF DRIFTING SNOW PER INTERNATIONAL BUILDING CODE. a. GROUND SNOW LOAD (Pg) = 20 PSF b. FLAT ROOF SNOW LOAD (Pf) = 20 PSF c. SNOW EXPOSURE FACTOR (Ce) = 1.0 d. SNOW LOAD IMPORTANCE FACTOR (I) = 1.0 e. THERMAL FACTOR (Ct) = 1.0 9. DESIGN FLOOR LIVE LOADS: a. CORRIDORS ABOVE FIRST FLOOR = 80 PSF b. LOBBIES AND FIRST FLOOR CORRIDORS = 100 PSF c. OFFICES = 50 PSF PLUS 15 PSF PARTITION ALLOWANCE d. STAIRS AND EXITS = 100 PSF e. MECHANICAL ROOM, STORAGE = 150 PSF 10. WIND DESIGN PARAMETERS a. ULTIMATE DESIGN WINDSPEED (Vult) = 115 MPH b. WIND EXPOSURE = EXPOSURE B c. INTERNAL PRESSURE COEFFICIENTS = +/-0.18 d. MULTIPLY ASD WIND LOADS BY 1.67 FOR LRFD LOADS B. REINFORCED CONCRETE 1. MATERIALS: a. SPECIFICATIONS: IN GENERAL, COMPLY WITH ACI 301-10 "SPECIFICATIONS FOR STRUCTURAL CONCRETE." b. STRUCTURAL CONCRETE CLASS LOCATION f'c MIN. CEMENT CONTENT MAX. W/C RATIO I FOOTINGS, INTERIOR PIERS AND 3,000 470 PCY 0.60 AND UNDERPINNING (IF NEEDED). II INTERIOR SLABS ON GRADE, FILL ON METAL DECK, 3,500 517 PCY 0.45 ELEVATOR PIT WALLS, AND ALL OTHER INTERIOR CONCRETE NOT OTHEWISE OTHERWISE IDENTIFIED. IIa INTERIOR SLAB THAT WILL BE ARCHITECTURALLY EXPOSED 4,000 (FLY ASH & GGBFS 517 PCY 0.45 (i.e. POLISHED CONC. FLOORS).NOT PERMITED) III EXTERIOR SLABS ON GRADE, RETAINING WALLS, AND ALL 4,500 (w/ AIR) 564 PCY 0.45 AND ALL EXTERIOR CONCRETE NOT OTHERWISE IDENTIFIED. IV LEAN FILL AND BACKFILL BELOW FOOTINGS 1,500 376 PCY 0.65 V FILL-IN STAIR PANS AND TREADS.3,500 (#8 AGGREGATE) 611 PCY 0.45 c. ALL DEFORMED REINFORCING BARS: FY = 60,000 2. FIELD MANUAL: PROVIDE AT LEAST ONE COPY OF THE ACI FIELD REFERENCE MANUAL, SP-15, IN THE FIELD OFFICE AT ALL TIMES. 3. CONTINGENCIES: a. INCLUDE AN ALLOWANCE IN THE BID TO PROVIDE AND INSTALL 1/2 ADDITIONAL TON(S) OF REINFORCING BARS. MATERIAL TO BE USED AND ITS APPLICATION SHALL BE DETERMINED BY THE ARCHITECT. BENT BARS, IF REQUIRED, SHALL BE BENT IN THE SHOP, UNLESS OTHERWISE APPROVED. b. PROVIDE SUPPORTS AS REQUIRED TO MAINTAIN ALIGNMENT OF SCHEDULED REINFORCING. SUCH SUPPORTS ARE TO BE REFLECTED IN THE BID, AND ARE NOT PART OF THE CONTINGENCY QUANTITY LISTED ABOVE. 4. OPENINGS: a. OPENINGS SHOWN ARE FOR BIDDING PURPOSES ONLY. COORDINATE THEIR EXACT SIZES AND LOCATIONS WITH HVAC, PLUMBING, AND OTHER REQUIREMENTS BEFORE PROCEEDING WITH WORK. b. IF ANY OPENING NOT SHOWN ON THE PLANS IS REQUIRED, SECURE APPROVAL OF THE STRUCTURAL ENGINEER\ BEFORE PROCEEDING. c. PROVIDE TWO #5 BARS AROUND ALL SLAB AND WALL OPENINGS, EXTENDING 2 FEET BEYOND OPENING IN EVERY DIRECTION, U.N.O.; OPENINGS NOT EXCEEDING 16" x 16" MAY BE SLEEVED AS REQUIRED BY WORKING THE REINFORCING STEEL AROUND THEM. 5. FOOTINGS, COLUMNS, PIERS AND WALLS: a. DOWELS IN FOOTINGS TO MATCH VERTICAL COLUMN/PIER OR WALL REINFORCING. b. UNLESS SHOWN OTHERWISE, PROVIDE THE FOLLOWING WALL REINFORCING: WALL THICKNESS HORIZONTAL STEEL VERTICAL STEEL 6 AND 8 INCHES #4 @ 12" o.c. #4 @ 18" o.c. 10 AND 12 INCHES #4 @ 16" o.c. E.F. #4 @ 18" o.c. E.F. c. PROVIDE CORNER BARS AT WALL CORNERS TO MATCH HORIZONTAL REINFORCING. MINIMUM LAP LENGTH WITH HORIZONTAL REINFORCEMENT - 45 BAR DIAMETERS. d. DO NOT BACKFILL AGAINST BASEMENT WALLS UNTIL BOTH THE SLAB-ON-GRADE AND THE SUPPORTED SLAB ABOVE ARE IN PLACE AND CURED. e. BACKFILL AGAINST BOTH SIDES OF WALLS EQUALLY UNTIL THE LOWER ELEVATION IS ATTAINED. f. PROVIDE MIN. 2'-0" THICK LAYER OF GRANULAR BACKFILL FULL HEIGHT OF ALL BASEMENT AND RETAINING WALLS. g. CAST IN CONTINUOUS DOVETAIL ANCHOR SLOTS ON VERTICAL SURFACES WHERE MASONRY ABUTS, 16" o.c. FOR PARALLEL SURFACES, AT CENTERLINE OF MASONRY FOR PERPENDICULAR SURFACES. h. PROVIDE LEAN CONCRETE (CLASS IV) UNDER FOUNDATIONS FOR ACCIDENTAL OVER-EXCAVATION, SOFT SPOTS AND TRENCHES. 6. SPLICES: UNLESS NOTED OTHERWISE, MINIMUM LAP SPLICE LENGTHS TO BE AS FOLLOWS: a. VERTICAL BARS IN WALLS, PIERS, OR COLUMNS (INCLUDING DOWELS) 30 BAR DIAMETERS b. HORIZONTAL BARS IN SLABS & FOOTINGS 35 BAR DIAMETERS c. HORIZONTAL BARS IN WALLS 45 BAR DIAMETERS 7. CONSTRUCTION JOINTS: a. CONSTRUCTION JOINTS PERMITTED ONLY WHERE SHOWN OR AS APPROVED BY THE STRUCTURAL ENGINEER. ALL CONSTRUCTION JOINTS ARE TO BE KEYED. KEYWAYS SHALL BE 1 1/2" DEEP x 1/3 OF THE MEMBER THICKNESS. 8. CONCRETE COVER: UNLESS NOTED OTHERWISE, DETAIL REINFORCING TO PROVIDE CONCRETE COVER AS FOLLOWS: a. CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3 INCHES b. CONCRETE EXPOSED TO EARTH OR WEATHER: #5 BARS AND SMALLER 1 1/2 INCHES OTHERS 2 INCHES c. CONCRETE NOT EXPOSED TO EARTH OR WEATHER: BEAM AND COLUMN BARS INCLUDING TIES, STIRRUPS AND SPIRALS: 1 1/2 INCHES SLABS, WALLS, JOISTS: #11 BARS AND SMALLER 1 INCH OTHERS 1 1/2 INCHES 9. MISCELLANEOUS: a. GROUT UNDER BEARING PLATES, SETTING PLATES, AND COLUMN BASE PLATES SHALL BE NON-SHRINKING TYPE. THE USE OF LEVELING PLATES AT COLUMN BASES IS PROHIBITED. GROUT BELOW BEARING PLATES, SETTING PLATES, AND COLUMN BASE PLATES IS TO BE INSTALLED ONLY AFTER THE STEEL IS PLUMBED. C. MASONRY 1. SPECIFICATIONS: MASONRY CONSTRUCTION AND MATERIALS SHALL CONFORM TO ALL REQUIREMENTS OF "SPECIFICATIONS FOR MASONRY STRUCTURES (ACI 530.1-13," PUBLISHED BY THE AMERICAN CONCRETE INSTITUTE, DETROIT, MICHIGAN, EXCEPT AS MODIFIED BY THE REQUIREMENTS OF THESE CONTRACT DOCUMENTS. 2. MATERIALS: a. CONCRETE BLOCK: ASTM C90. MINIMUM NET AREA COMPRESSIVE STRENGTH OF C.M.U. = 1,900 PSI. b. MORTAR: ASTM C270 (USING THE PROPERTY SPECIFICATION METHOD, PARAGRAPH 3.2), TYPE S, MINIMUM COMPRESSIVE STRENGTH = 1,800 PSI. c. BOND BEAM AND CORE FILL: ASTM C476, COARSE OR FINE TYPE, PLACED PER ACI 530.1, TABLE 7. d. JOINT REINFORCING: HOT-DIPPED GALVANIZED FINISH, 9 GAGE MINIMUM SIDE WIRES AND CROSS WIRES, EXCEPT USE 3/16 INCH DIAMETER SIDE WIRES WHERE "HEAVY-WEIGHT" IS REQUIRED. e. BAR REINFORCING: ASTM A615, A995 (BARS FROM RAIL STEEL SHALL BE TYPE R), OR A706, GRADE 60, UNLESS NOTED OTHERWISE. f. WIRE TIES AND ANCHORS: RECTANGULAR TYPE, 3/16" DIAMETER WIRE TIES (HOT DIPPED GALVANIZED). 3. REINFORCED MASONRY: WHERE VERTICAL BARS ARE TO BE GROUTED INTO CORES, THE FOLLOWING REQUIREMENTS APPLY: a. PROVIDE DOWELS FROM FOOTING, SAME SIZE AND SPACING AS VERTICAL WALL BARS. LAP 48 BAR DIAMETERS MINIMUM, OR PER LAP SPLICE REBAR SCHEDULE, WITH VERTICAL WALL BAR. EMBED INTO FOOTING 9 INCHES WITH STANDARD HOOK.. b. PROVIDE A CONTINUOUS VERTICAL CAVITY, AT LEAST 3" x 4" IN SIZE, FREE OF MORTAR DROPPING. c. PROVIDE REBAR ALIGNMENT DEVICES AT A MAXIMUM SPACING OF 96 BAR DIAMETERS (MINIMUM OF 2 PER BAR). d. AT SPLICES IN VERTICAL BARS, PROVIDE 48 BAR DIAMETER LAP. e. ALL REINFORCEMENT MUST BE INSTALLED AND SECURELY ANCHORED IN PLACE PRIOR TO PLACEMENT OF GROUT. f. MAXIMUM HEIGHT OF GROUT LIFT = 5'-0". g. ALL CMU'S USED IN REINFORCED MASONRY SHALL BE TW O CELL UNITS. 4. MISCELLANEOUS: a. EXCEPT FOR INSULATED CAVITY WALLS, VERTICAL COLLAR JOINTS SHALL BE FILLED SOLID WITH MORTAR OR GROUT. b. PROVIDE 100% SOLID BEARING, MINIMUM THREE COURSES UNDER BEAMS, AND TWO COURSES UNDER LINTELS, UNLESS DETAILED OTHERWISE. c. FILL CORE SOLID AROUND ANCHOR BOLTS. d. PROVIDE 100% SOLID BLOCKS OR SOLIDLY-FILLED HOLLOW BLOCKS FOR AT LEAST 4" ALL AROUND ALL EXPANSION BOLTS. e. PROVIDE JAMB REINFORCING EACH SIDE OF ALL OPENINGS IN CMU WALLS. LOCATE REINFORCING BARS IN FIRST AVAILABLE FULL HEIGHT CELLS ADJACENT TO OPENING (NOT INTERRUPTED BY STEEL LINTEL BEARING). THE QUANTITY OF JAMB REINFORCING BARS EACH SIDE SHALL EQUAL HALF THE TOTAL NUMBER OF BARS INTERRUPTED BY THE OPENING. f. PROVIDE MINIMUM 8” DEEP BOND BEAM WITH 2 #4 REINFORCING BARS CONTINUOUS AT THE CONNECTION TO ALL FLOOR AND ROOF DIAPHRAGMS AND TOP OF ALL PARAPET WALLS. g. SET WELD PLATES IN BOND BEAMS AFTER THE GROUT IS PLACED, BUT WHILE IT IS STILL PLASTIC. h. HOLLOW MASONRY UNITS TO BE LAID WITH FULL MORTAR COVERAGE ON HORIZONTAL AND VERTICAL FACE SHELLS. WEBS SHALL ALSO BE BEDDED IN ALL COURSES OF PIERS, COLUMNS, AND PILASTERS, AND IN THE STARTING COURSE ON FOOTINGS, AND WHEN ADJACENT TO CELLS OR CAVITIES TO BE REINFORCED OR FILLED WITH CONCRETE OR GROUT. SOLID UNITS TO BE LAID WITH FULL HEAD AND BED JOINTS. i. PROVIDE JOINT REINFORCING AT 16", EXCEPT AS NOTED. j. LAP JOINT REINFORCING 6" FOR STANDARD, 15" FOR HEAVY WEIGHT. k. WHERE MASONRY UNITS ARE USED ABOVE HOLLOW UNITS OF A DIFFERENT THICKNESS, PROVIDE A CONTINUOUS COURSE OF 100% SOLID MASONRY AT LEAST 8" HIGH BELOW TRANSITION. l. IN ALL MULTIPLE WYTHE WALLS AND CAVITY WALLS PROVIDE RECTANGULAR 3/16" DIA. WIRE WALL TIES (FIXED OR ADJUSTABLE) AT 16" o.c. HORIZONTALLY AND VERTICALLY. m. CORBELLED MASONRY SHALL BE CONSTRUCTED IN ACCORDANCE WITH ACI 530, PARAGRAPH 5.5.2. ONLY SOLID MASONRY UNITS SHALL BE USED FOR CORBELLING. D. LINTEL NOTES 1. PROVIDE LINTELS OVER ALL OPENINGS IN MASONRY WALLS. REFER TO ARCHITECTURAL AND HVAC DRAWINGS FOR LOCATION, NUMBER AND SIZES OF OPENINGS. FOR LINTELS LABELED ON STRUCTURAL DRAWINGS, USE THE APPROPRIATE LINTEL FROM THE LINTEL SCHEDULES BELOW. FOR LINTELS NOT LABELED OR SHOWN ON STRUCTURAL DRAWINGS, SELECT SIZE BASED ON SCHEDULES BELOW. 2. FOR LINTELS OVER OPENINGS 6'-0" WIDE OR LESS, PROVIDE THE FOLLOWING FOR EACH 4" OF WALL THICKNESS (USE 6" MINIMUM BEARING EACH END); IN CAVITY WALLS, ADD L5x5x5/16 FOR BRICK SUPPORT WITH 6" BEARING EACH END AND CONTINUOUS BOTTOM PLATE 5/16" x (WALL "T"-1/2") AND STOP PLATE 1/8" SHORT OF JAMBS: MASONRY OPENINGS SECTION TO 4'-0" L 3 1/2 x 3 1/2 x 5/16 4'-1" TO 5'-6" L 4 x 3 1/2 x 5/16 LLV 5'-7" TO 6'-0" L 5 x 3 1/2 x 5/16 LLV a. FOR LINTELS IN 6" THICK WALLS, PROVIDE (2) L3 1/2 x 2 1/2 x 5/16 LLV. b. FOR LINTELS IN 10" THICK WALLS, PROVIDE (2) L4 x 4 x 5/16. 3. FOR LINTELS OVER OPENINGS GREATER THAN 6'-0" WIDE, PROVIDE THE FOLLOWING BEAM SECTIONS WITH 7 1/2" MINIMUM BEARING EACH END; ADD CONTINUOUS BOTTOM PLATE 5/16 x (WALL "T"-1/2") AND STOP PLATE 1/8" SHORT OF JAMBS; IN CAVITY WALLS ADD CONT. L5x5x5/16 WITH 7 1/2" MINIMUM BEARING EACH END: MASONRY OPENING SECTION 6'-1" TO 6'-6" W 8 x 13 6'-7" TO 7'-11" W 8 x 18 8'-0" TO 12'-0" W 8 x 21 4. CENTER WIDE FLANGE BEAM LINTELS ON FULL WIDTH OF BONDED MULTI-WYTHE WALLS. CENTER WIDE FLANGE BEAM LINTELS ON BLOCK BACK-UP WYTHE IN CAVITY WALLS, EXCEPT WHERE OTHERWISE SHOWN ON DRAWINGS. E. STRUCTURAL STEEL 1. THE STEEL FRAME AS DESIGNED IS A NON-SELF-SUPPORTING STEEL FRAME. COORDINATE THE ERECTION WITH THE INSTALLATION OF OTHER BUILDING ELEMENTS REQUIRED FOR THE STRUCTURE'S STABILITY. THESE ELEMENTS INCLUDE SLABS, METAL DECK, MASONRY WALLS, CONCRETE WALLS AND LIGHT GAGE METAL FRAMING. 2. MATERIALS: a. STRUCTURAL STEEL CHANNEL, ANGLES, PLATES, ETC.: ASTM A36, FY = 36 KSI; STRUCTURAL STEEL WIDE FLANGES: ASTM A572 OR ASTM A992, FY = 50 KSI; HIGH STRENGTH BOLTS: ASTM A325 OR A490; ANCHOR RODS: ASTM F1554 GR.36 OR GR.55; ELECTRODES: SERIES E70; STRUCTURAL PIPES OR ROUND TUBING: ASTM A53 OR A501; FY = 35 KSI MIN; SQUARE AND RECTANGULAR TUBING: ASTM A500, FY = 46 KSI; CONCRETE EXPANSION ANCHORS: HILTI "KWIK-BOLT TZ," SIMPSON STRONG-TIE "STRONG-BOLT 2"; MASONRY EXPANSION ANCHORS: HILTI “KWIK BOLT 3”, SIMPSON STRONG-TIE “WEDGE-ALL”, SCREW ANCHORS: HILTI “KWIK HUS-EZ”, SIMPSON STRONG-TIE “TITEN HD”; ADHESIVE ANCHORS: HILTI “HIT HY 200-A” IN CONCRETE, HILTI “HIT HY 70” IN MASONRY, SIMPSON STRONG-TIE “AT-XP”. 3. SPECIFICATION: WELDING PERSONNEL AND PROCEDURES ARE TO BE QUALIFIED PER AWS D1.1. UNLESS SPECIFICALLY SHOWN OTHERWISE, DESIGN, FABRICATION AND ERECTION TO BE GOVERNED BY: a. AISC SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS (JUNE 22, 2010). b. AISC CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES (APRIL 14, 2010). c. STRUCTURAL WELDING CODE, AWS D1.1/D1.1 M: 2015 OF THE AMERICAN WELDING SOCIETY. d. SPECIFICATIONS FOR STRUCTURAL JOINTS USING ASTM HIGH-STRENGTH BOLTS (DECEMBER 31, 2009). 4. CONNECTIONS: a. FIELD CONNECTIONS TO BE BOLTED. SHOP CONNECTIONS TO BE WELDED OR BOLTED. CONNECTIONS TO BE SELECTED BY THE FABRICATOR TO DEVELOP THE FULL UNIFORM LOAD CAPACITY OF THE MEMBER OR THE FORCES/REACTIONS SHOWN ON PLAN. FOR COMPOSITE BEAMS, SELECT CONNECTIONS FOR 1.5x THE FULL UNIFORM LOAD CAPACITY OF THE STEEL MEMBER OR THE FORCES/REACTIONS SHOWN ON PLAN. CONNECTIONS OF BEAMS FRAMING INTO A GIRDER FROM ONE SIDE ONLY, SUCH AS AT SPANDREL GIRDERS, SHALL BE MADE WITH DOUBLE ANGLE CONNECTIONS. UNLESS INDICATED OTHERWISE, ALL OTHER CONNECTIONS MAY BE DOUBLE ANGLE CONNECTIONS OR SINGLE PLATE SHEAR CONNECTIONS. FOLLOW INSTRUCTIONS ON DRAWINGS FOR GENERAL ARRANGEMENT OR PARTICULAR DETAILS. b. FULL PENETRATION AND PARTIAL PENETRATION FIELD W ELDS IN MATERIAL OVER 5/16" THICK AND WELDED FIELD SPLICE OF MAIN MEMBERS SHALL BE SUBJECTED TO NON- DESTRUCTIVE TESTING (OTHER THAN VISUAL INSPECTION) BY AN INDEPENDENT LABORATORY. c. ALL BOLTS IN BRACED FRAMES AND BOLTS IN SHEAR CONNECTIONS USED IN CONJUNCTION WITH FULL OR PARTIAL PENETRATION FLANGE WELDS SHALL BE SLIP CRITICAL TYPE. 5. GALVANIZING: ALL EXTERIOR PERIMETER SHELF ANGLES, LINTELS IN EXTERIOR WALLS, ALL EXTERIOR STEEL EXPOSED TO THE ELEMENTS, AND ALL ITEMS INDICATED ON THE DRAWINGS AS "GALVANIZED" SHALL BE GALVANIZED. 6. PAINT: a. DO NOT PAINT STEEL OR ANCHOR BOLTS WHICH WILL BE GALVANIZED, ENCASED IN CONCRETE, STEEL THAT WILL RECEIVE SPRAYED-ON FIREPROOFING OR ANY STEEL NOT EXPOSED TO VIEW IN THE FINISHED STRUCTURE, EXCEPT COLUMNS AND PORTIONS OF BEAMS EMBEDDED IN OR BUILT W ITHIN EXTERIOR WALLS, WHICH SHALL BE PAINTED WITH TWO COATS OF PRIMER. 7. MISCELLANEOUS: a. THE COLUMNS, ANCHOR BOLTS, BASE PLATES AND FOUNDATIONS ARE DESIGNED TO RESIST A GRAVITY LOAD MOMENT OF 675 FOOT-POUNDS DURING ERECTION, IF SHIM PACKS ARE PROVIDED AT THE EXTREME EDGES ALONG ALL FOUR SIDES OF THE BASE PLATE. FOR SAFETY CONSIDERATIONS DURING ERECTION, SEE STRUCTURAL NOTE A1. b. PROVIDE HOLES FOR OTHERS. IF OPENING IS NOT SHOWN ON THE STRUCTURAL DRAWINGS, OBTAIN PRIOR APPROVAL. c. STEEL SUPPORTING OR CONNECTING TO HVAC AND OTHER EQUIPMENT AND ROOF OPENINGS AS SHOWN ON DRAWINGS ARE SHOWN FOR BIDDING PURPOSES ONLY. CONTRACTOR SHALL COORDINATE EXACT SIZE AND LOCATION BEFORE PROCEEDING WITH HIS WORK. d. THE USE OF LEVELING PLATES AT COLUMN BASES IS PROHIBITED. SEE THE REINFORCED CONCRETE NOTES ABOVE FOR GROUT AND GROUTING REQUIREMENTS. e. STEEL BELOW GRADE IS TO BE PROTECTED BY A MINIMUM OF 3 INCHES OF CONCRETE. f. PROVIDE 1/4 INCH THICK SETTING PLATES FOR ALL BEAMS BEARING ON MASONRY OR CONCRETE WHICH DO NOT REQUIRE A BEARING PLATE. g. PROVIDE SHOP WELDED ANCHORS FOR ATTACHMENTS OF MASONRY. SPACING TO BE 16" ON COLUMNS AND BEAMS. h. PROVIDE WASHER AND HEAVY NUT AT ALL ANCHOR BOLTS (BOTH ENDS). i. FINISH ENDS OF ALL COLUMNS, STIFFENERS AND ALL OTHER MEMBERS IN DIRECT BEARING. j. PROVIDE BOLT HOLES FOR JOISTS BOLTED TO BEAMS AND COLUMNS AND STABILIZER PLATES AT COLUMNS OR ON BEAM CLOSEST TO COLUMN FOR JOIST BOTTOM CHORD EXTENSIONS. k. MINIMUM BEAM BEARING ON MASONRY = 7 1/2" UNLESS NOTED OTHERWISE. l. EMBEDMENT LENGTH OF EXPANSION BOLTS INTO SOLID MASONRY OR CONCRETE SHALL BE AS FOLLOWS: 1/2" DIAMETER BOLTS --- 3 1/2" EMBEDMENT 3/4" DIAMETER BOLTS --- 5" EMBEDMENT 8. CONTINGENCY: a. INCLUDE AN ALLOWANCE IN THE BID TO PROVIDE AND ERECT 1 ADDITIONAL TONS(S) OF STRUCTURAL AND/OR MISCELLANEOUS STEEL (SHAPES, ANGLES, PLATES, ETC.). MATERIAL TO BE USED AND ITS APPLICATION SHALL BEDETERMINED BY THE ARCHITECT. CONNECTIONS, IF REQUIRED, SHALL BE FIELD-WELDED. (CORNER EDGE ZONE WIDTH: "a" = 10.0 FT) 11. SEISMIC DESIGN PARAMETERS a. RISK CATEGORY -II b. SEISMIC IMPORTANCE FACTOR = 1.00 c. MAPPED SPECTRAL RESPONSE ACCELERATION: Ss = 0.250, S1 = 0.098 d. SITE CLASS = D e. SPECTRAL RESPONSE COEFFICIENTS: Sds = 0.267, Sd1 = 0.157 f. SEISMIC DESIGN CATEGORY = CATEGORY B g. BASIC SEISMIC FORCE RESISTING SYSTEMS: STRUCTURAL STEEL SYSTEM NOT SPECIFICALLY DETAILED FOR SEISMIC RESISTANCE AND INTERMEDIATE MASONRY SHEAR WALLS h. SEISMIC RESPONSE COEFFICIENT (Cs) = 0.089 i. RESPONSE MODIFICATION FACTOR (R) = 3.0 j. ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE k. DESIGN BASE SHEAR = 75 KIPS J. STATEMENT OF SPECIAL INSPECTIONS THE OWNER OR THE REGISTERED DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE, ACTING AS THE OWNER’S AGENT, SHALL EMPLOY ONE OR MORE APPROVED AGENCIES TO PERFORM INSPECTIONS DURING CONSTRUCTION ON THE TYPES OF WORK LISTED BELOW UNDER SECTION 1704 OF THE INTERNATIONAL BUILDING CODE. THE SPECIAL INSPECTOR SHALL BE A QUALIFIED PERSON W HO SHALL DEMONSTRATE COMPETENCE, TO THE SATISFACTION OF THE BUILDING OFFICIAL, FOR THE INSPECTION OF THE PARTICULAR TYPE OF CONSTRUCTION REQUIRING SPECIAL INSPECTION. RESUMES OF SPECIAL INSPECTORS SHALL BE SUBMITTED TO THE BUILDING OFFICIAL SHOWING THE QUALIFICATION AND/OR SPECIAL TRAINING PER 1704.1. THE FOLLOWING STATEMENT OF SPECIAL INSPECTIONS HAS BEEN PREPARED BY THE REGISTERED DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE. SPECIAL INSPECTORS SHALL KEEP RECORDS OF INSPECTIONS. THE SPECIAL INSPECTOR SHALL FURNISH INSPECTION REPORTS TO THE BUILDING OFFICIAL AND TO THE REGISTERED DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE. DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE SPECIAL INSPECTOR FOR CORRECTION BY THE CONTRACTOR. IF THEY ARE NOT CORRECTED, THE DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE BUILDING OFFICIAL AND TO THE REGISTERED DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE. A FINAL SPECIAL INSPECTION REPORT DOCUMENTING REQUIRED SPECIAL INSPECTIONS AND CORRECTIONS OF ANY DISCREPANCIES NOTED IN THE INSPECTIONS SHALL BE SUBMITTED TO THE BUILDING OFFICIAL. INSPECTION OF FABRICATORS WHERE FABRICATION OF STRUCTURAL LOAD-BEARING MEMBERS AND ASSEMBLIES IS BEING PERFORMED ON THE PREMISES OF A FABRICATOR’S SHOP, SPECIAL INSPECTION OF THE FABRICATED ITEMS SHALL BE REQUIRED UNLESS THE FABRICATOR IS REGISTERED AND APPROVED TO PERFORM SUCH WORK WITHOUT SPECIAL INSPECTION PER SECTION 1704.2.2 OF THE OHIO BUILDING CODE. THE GENERAL CONTRACTOR SHALL NOTE ON THE SPACES BELOW THE AGENCY AND/OR INDIVIDUAL RETAINED TO PERFORM THE SPECIAL INSPECTIONS AND TESTS. SCHEDULE OF SPECIAL INSPECTIONS PER SECTION 1704 OF THE OHIO BUILDING CODE 1. FABRICATORS (1704.2) AGENCY:__________________ a. STRUCTURAL LOAD-BEARING MEMBERS PERIODIC b. STRUCTURAL LOAD-BEARING ASSEMBLIES PERIODIC 2. STEEL CONSTRUCTION (1704.3) AGENCY:__________________ a. HIGH STRENGTH BOLTS i. SNUG TIGHT JOINTS PERIODIC ii. SLIP-CRITICAL JOINTS USING TWIST-OFF BOLTS PERIODIC b. STRUCTURAL STEEL MATERIALS PERIODIC c. STRUCTURAL STEEL WELDING i. COMPLETE AND PARTIAL JOINT PENETRATION CONTINUOUS ii. FILLET WELDS LESS THAN OR EQUAL 5/16” PERIODIC d. STRUCTURAL STEEL FRAME JOINT DETAILS PERIODIC e. INSPECTION OF STEEL FRAME PERIODIC f. METAL DECKING i. TYPE, GAGE AND FINISH PERIODIC ii. FASTENING PERIODIC g. COLD FORMED METAL FRAMING i. SIZE, GAGE, SPACING AND FINISH PERIODIC ii. ATTACHMENTS PERIODIC iii. INSTALLATION OF BRIDGING PERIODIC 3. CONCRETE CONSTRUCTION (1704.4) AGENCY:__________________ a. REINFORCING STEEL PLACEMENT PERIODIC b. REINFORCING STEEL WELDING PERIODIC c. REINFORCING STEEL BOLTING CONTINUOUS d. ON SITE CONCRETE TESTING CONTINUOUS e. CONCRETE APPLICATION TECHNIQUES PERIODIC f. CONCRETE CURING TEMPERATURE AND TECHNIQUES PERIODIC 4. MASONRY CONSTRUCTION (1704.5) AGENCY:__________________ a. MASONRY MORTAR JOINTS PERIODIC b. REINFORCEMENT AND CONNECTORS PERIODIC c. GROUTING CONTINUOUS d. COLD WEATHER PROTECTION PERIODIC 5.. SOILS (1704.7) AGENCY:__________________ a. SITE PREPARATION PERIODIC b. COMPACTED FILL MATERIALS CONTINUOUS c. SOIL LOAD BEARING REQUIREMENTS PERIODIC F. METAL DECK 1. MATERIALS: a. ROOF DECK: 3" DEEP X 20 GA WIDE RIB METAL ROOF DECK, GALVANIZED b. COMPOSITE FLOOR DECK: 2" DEEP x 20 GA, GALVANIZED 1. SPECIFICATIONS: a. WELDING PERSONNEL AND PROCEDURES ARE TO BE QUALIFIED PER AWS. DESIGN, FABRICATION AND ERECTION TO BE GOVERNED BY LATEST EDITION OF: 1. AISI: NORTH AMERICAN SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS. 2. STRUCURAL WELDING CODE, AWS D1.3 OF THE AMERICAN WELDING SOCIETY. 3. SDI DESIGN MANUAL FOR FLOOR DECK AND ROOF DECKS. b. FABRICATION AND ERECTION TO BE PER SDI REQUIREMENTS. c. MANUFACTURER TO BE A MEMBER OF SDI. 2. CONNECTIONS: a. ROOF DECK: 5/8" DIAMETER FUSION WELDS AT 8" O.C. AT END LAPS, AND 8" O.C. AT INTERMEDIATE SUPPORTS (24/4 PATTERN). SIDELAP FASTENING REQUIRED AT MIDSPAN FOR SPANS GREATER THAN 5'-0" O.C. OR AT 3'-0" O.C., WHICHEVER IS SMALLER. RESIST A GROSS UPLIFT OF 30 PSF. b. COMPOSITE DECK: 5/8" DIAMETER FUSION WELDS AT 12" O.C. (36/4 PATTERN). SIDELAP FASTENING SHALL NOT EXCEED 3'-0". BUTTON PUNCHING NOT PERMITTED. c. ALTERNATE FASTENING METHODS MAY BE ACCEPTABLE. SUBMIT PROPOSED FASTENING WITH EQUIVALENT CAPACITY FOR REVIEW AND APPROVAL. 3. FINISH: a. GALVANIZED: CONFORM TO ASTM A653, G60. 4. MISCELLANEOUS a. UNITS ARE TO BE CONTINUOUS OVER THREE SPANS WHERE POSSIBLE. END LAPS TO BE LOCATED OVER SUPPORTS ONLY. b. FIELD CUTTING TO BE PERFORMED WITH A SAW. c. METAL DECK SHOULD BE PROTECTED FROM CORROSION FROM PRESERVATIVE CHEMICALS IN PRESSURE-TREATED LUMBER WITH A MINIMUM 20 MIL VAPOR BARRIER. ALL FASTENERS AND CONNECTORS IN CONTACT WITH PRESSURE TREATED LUMBER ARE TO BE HOT DIPPED GALVANIZED PER ASTM A153 AND ASTM A123 WITH A MINIMUM G185 COATING. d. PROVIDE ADDITIONAL SUPPORTS FOR OPENINGS THAT EXCEED 9" IN WIDTH IN ROOF DECK. NOT ALL DECK OPENINGS ARE SHOWN ON THE STRUCTURAL DRAWINGS. COORDINATE WITH ARCHITECTURAL, MECHANICAL, ELECTRICAL PLUMBING AND OTHER TRADERS. K. ABBREVIATIONS: B. = BOTTOM B.L. = BRICK LEDGE EL C.I.P. = CAST IN PLACE CMU = CONCRETE MASONRY UNIT E.E. = EACH END E.F. = EACH FACE E.W. = EACH WAY F.V. = FIELD VERIFY GALV. = GALVANIZED LLH = LONG LEG HORIZONTAL LLV = LONG LEG VERTICAL N.T.S. = NOT TO SCALE O.C. = ON CENTER P.A.F. = POWER ACTUATED FASTENERS P.C. = PRECAST P.T. = PRESSURE TREATED S.O.G. = SLAB ON GRADE T. = TOP T.O.F. = TOP OF FOOTING ELEVATION T.O.P. = TOP OF PIER ELEVATION T.O.S. = TOP OF SLAB ELEVATION T.O.STL. = TOP OF STEEL ELEVATION T.O.W. = TOP OF WALL ELEVATION TYP. = TYPICAL U.N.O. = UNLESS NOTED OTHERWISE W.W.F. = WELDED WIRE FABRIC G. COLD FORMED METTAL FRAMING 1. ALL EXTERIOR WALL STUDS SHALL BE 6” METAL “C” STUDS SPACED AT 16” o.c. OR 24” o.c. SEE PLAN FOR ADDITIONAL INFORMATION. THE STUD SIZES INDICATED ON THE DOCUMENTS SHALL BE USED FOR BIDDING ONLY. FULLY DETAILED COLD FORMED METAL FRAMING SHOP DRAWINGS SHALL BE DEVELOPED BY THE CFMF CONTRACTOR. THE SIZES SPECIFIED AND DETAILS INDICATED ON THE APPROVED CFMF CONSTRACTORS FULLY ENGINEERED SHOP DRAWINGS SHALL GOVERN THE CONSTRUCTION OF THE CFMF SYSTEM. 2. MATERIALS: a. COLD-FORMED METAL STUDS AND JOISTS SHOWN ON THE CONTRACT DOCUMENTS ARE DESIGNATED BY “DEPTH”, “SHAPE”, “WIDTH”, AND “THICKNESS” AS FOLLOWS: 1. DEPTH: 362 (3-5/8”), 600 (6”), 800 (8”), ETC. 2. SHAPE: S (C-SHAPE), T (TRACK), U (CHANNEL) 3. WIDTH: 125 (1-1/4”), 162 (1-5/8”), 200 (2”), ETC. 4. THICKNESS: -43 (18 GA.), -54 (16 GA.), -68 (14 GA.), -97 (12 GA.) b. ALL 18 GA. AND LIGHTER STUDS TO BE 33 KSI MATERIAL c. ALL 16 GA. AND HEAVIER STUDS TO BE 50 KSI MATERIAL. d. ALL TRACKS AND ACCESSORIES: FY = 33 KSI MINIMUM. 3. SPECIFICATIONS: a. WELDING PERSONNEL AND PROCEDURES ARE TO BE QUALIFIED PER AWS. DESIGN, FABRICATION, AND ERECTION TO BE GOVERNED BY LATEST REVISIONS OF: 1. AISI “SPECIFICATION OF THE DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS.” 2. STRUCTURAL WELDING CODE, AWS D1.3 OF THE AMERICAN WELDING SOCIETY. 4. SUBMITTALS: a. SUBMIT MANUFACTURER’S STANDARD PRODUCT DATA AND INSTALLATION INSTRUCTIONS FOR EACH TYPE OF COLD-FORMED METAL FRAMING AND ACCESSORY REQUIRED. b. SUBMIT FULLY DIMENSIONED ERECTION PLANS AND CONNECTION DETAILS INDICATING ALL COMPONENT AND MEMBER LOCATIONS, ORIENTATION, AND LAYOUT. PLANS TO INCLUDE MEMBER SIZES, TYPES, GAGE DESIGNATIONS, QUANTITY AND SPACING. ALSO INCLUDE DETAILS OF CONNECTIONS NOTED SCREW TYPES, QUANTITIES, LOCATIONS, WELD SIZES, LENGTHS, AND LOCATIONS, AND ADDITIONAL STRAPPING, BRACING, OR ACCESSORIES REQUIRED FOR A PROPER AND COMPLETE INSTALLATION. 5. CONNECTIONS: a. FIELD CONNECTIONS MAY BE EITHER WELDED OR SCREWED, EXCEPT AS SPECIFICALLY DETAILED OTHERWISE. b. WELD SIZE TO BE 1/8” WITH AWS TYPE 6013 OR 7014 RDD. c. EXCEPT AS NOTED OTHERWISE, MECHANICAL FASTENERS TO BE SELF TAPPING #10-16 SCREWS. 6. FINISH: a. ALL MATERIAL TO BE GALVANIZED COATED IN ACCORDANCE WITH ASTM A525 G-60. b. TOUCH-UP FIELD WELDS WITH ZINC RICH PAINT. 7. MISCELLANEOUS: A. ALL FIELD CUTTING TO BE PERFORMED WITH A SAW. B. TRACKS TO BE SECURELY ANCHORED TO SUPPORTING STRUCTURE WITH WELD OR SCREW AT EACH SIDE OF TRACKS. C. PROVIDE HORIZONTAL BRIDGING AT 6’-0” O.C. MAX. FOR ALL STUD WALLS UNLESS NOTED OTHERWISE. BRIDGING IS NOT REQUIRED FOR PORTIONS OF INTERIOR NON- LOADBEARING STUD WALLS WHERE BOTH SIDES ARE FACED W ITH SHEATHING. D. WEB PUNCH-OUTS FOR BOX HEADERS ARE TO BE LOCATED A MINIMUM OF 10” AWAY FROM BEARING AND CONCENTRATED LOAD LOCATIONS. IF A PUNCH-OUT FALLS WITHIN 10” OF THESE LOCATIONS, PROVIDE REINFORCEMENT FOR THE MEMBER AS REQUIRED. ALTERNATELY, UN-PUNCHED SECTIONS MAY BE PROVIDED FOR BEAMS, JOISTS, AND RAFTERS. E. EACH MEMBER OF MULTIPLE MEMBER COLUMNS ARE TO BE SCREWED TOGETHER USING FULL-HEIGHT TRACKS AND #10 SCREWS AT 12” o.c. ALTERNATELY, MULTIPLE MEMBER COLUMNS MAY BE WELDED TOGETHER WITH A 1” WELD AT 18”ON CENTER, EACH SIDE, EACH PIECE, FOR THE FULL LENGTH OF THE COLUMN. STRUCT CONCEPTUAL DESIGN FOR REVIEW SCHEMATICS DESIGN DEVELOPMENT WORKING DRAWINGS NOT FOR CONSTRUCTION PROJECT NUMBER: CHECKED BY: DESIGNED BY: 1650 WATERMARK DRIVE COLUMBUS, OHIO 43215 SUITE 200 DRAWN BY:PRELIMINARYNOT FOR CONSTRUCTION© 2021 M+A Architects PROJECT NUMBER: Sheet Name: DATE: SHEET NUMBER: REVISION: STATUS: PROJECT NUMBER: Sheet Name: DATE: SHEET NUMBER: REVISION: STATUS: 2021-0012 <YYYY.XXX> STRUCTURAL NOTES DD MONTH YYYY S0.00MEDVET CARMEL - ANIMALHOSPITAL<650 MAYFLOWER PARK DRIVE | CARMEL, IN 46032 |>VOLUME1 - SITEWORK AND FOUNDATIONS NEB JPF WRH MAIN WIND FORCE DESIGN PRESSURES (PSF) LRFD HEIGHT PRESSURE 25'-0" 20.0 PSF COMPONENT AND CLADDINGDESIGN PRESSURES (PSF) LRFD ZONE EWA (SQ. FT.) ROOF INT. 1 ROOF EDGE 2 ROOF CORNER 3 WALL INTERIOR 4 WALL CORNER 5 10 -24 -40 -60 24 -26 24 -32 20 -23 -35 -47 23 -25 22 -29 50 -23 -31 -37 22 -24 22 -27 100 -22 -26 -26 20 -23 21 -25 200 -22 -26 -26 20 -22 20 -23 500 -22 -26 -26 18 -20 18 -20