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HomeMy WebLinkAboutB17-0255_S001 Structural Notes_1502231940.pdfSHEET TITLE: SHEET NUMBER: © MARTIN/MARTIN 2011 DESIGNERS: DATE PRINTED: MM JOB #: PRINCIPAL: EOR: PROJECT MANAGER: Martin/Martin, Inc. considers that design data is only in its final form on plotted drawings with original signatures and professional certification being visibly present on the drawings. Data supplied via computer generated format does not contain this approval or certification. The receiver of electronically transmitted drawings is responsible for verifying the information contained within the electronic data against the recorded or approved documents. The use of electronically transmitted drawings is considered to be at your own risk. Martin/Martin, Inc. assumes no responsibility for any claims or damages resulting from your use of this information. Electronic information is provided for the convenience of the recipient only. The recipient of this file agrees that the information may not be transferred to any other party. PROJECT NO: DATE: 6/29/2017 10:19:38 AM G:\PROJECTS\MS17.0171.S.01-Vail Townhome Condominiums #4A\BIM\M17.0171-Pritzker-R17.rvt S-001 PRITZKER RESIDENCES VAIL TOWNHOUSES UNITS 4A, 5A 303 GORE CREEK DR. VAIL, COLORADO GENERAL NOTES Enter Designer's Name Here Enter PM's Name Here SJM M17.0171 M17.0171 06/19/17 SJM NO ISSUE DATE PROGRESS 6/21/17 PERMIT 6/29/17 DESIGN CRITERIA 1) CODES AND STANDARDS: 1A)GENERAL DESIGN - International Building Code 2015 1B)LOADS ASCE/SEI 7-10 "MINIMUM DESIGN LOAD FOR BUILDINGS AND OTHER STRUCTURES" 1C)MASONRY - ACI 530-11/ASCE 5-11 "BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES" - ACI 530.1-11/ASCE 6-11 "SPECIFICATION FOR MASONRY STRUCTURES" 1D)STEEL - ANSI/AISC 360-10 "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS" LOAD AND RESISTANCE FACTOR DESIGN 2) SEISMIC LOADS - SEISMIC DESIGN CATEGORY = B - RISK CATEGORY = II - EARTHQUAKE IMPORTANCE FACTOR, le = 1.00 - MAPPED SPECTRAL RESPONSE ACCELERATION, Ss = 25.50 %g - MAPPED SPECTRAL RESPONSE ACCELERATION, S1 = 7.30 %g - DESIGN SPECTRAL RESPONSE COEFFICIENT, SDs = 0.271 - DESIGN SPECTRAL RESPONSE COEFFICIENT, SD1 = 0.117 - SOIL SITE CLASS = D - BASIC STRUCTURAL SYSTEM: STRUCTURAL STEEL SYSTEMS NOT SPECIFICALLY DETAILED FOR SEISMIC RESISTANCE - STRUCTURAL SEISMIC LATERAL SYSTEM: STRUCTURAL STEEL SYSTEMS NOT SPECIFICALLY DETAILED FOR SEISMIC RESISTANCE - RESPONSE MODIFICATION FACTOR, R = 1.5 - SEISMIC RESPONSE COEFFICIENT, Cs = 0.181 - SYSTEM OVERSTRENGTH FACTOR, OMEGA = 2.5 - DESIGN BASE SHEAR EAST-WEST DIRECTION = 36.1 K - DESIGN BASE SHEAR NORTH-SOUTH DIRECTION = 36.1 K - SEISMIC ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE SIMPLIFIED ANALYSIS MODAL ANALYSIS PROCEDURE 3) WIND LOADS - RISK CATEGORY = II - BASIC ULTIMATE WIND SPEED, Vult = 115 mph - BASIC NOMINAL WIND SPEED, Vasd = 90 mph - EXPOSURE CATEGORY = B - INTERNAL PRESSURE COEFFICIENT, Gcpi = +/-0.18 - [TOPOGRAPHIC FACTOR, Kzt = 1.0] 4) LATERAL LOAD RESISTING SYSTEM DESCRIPTION: - DESCRIBE ALL COMPONENTS OF SYSTEM NECESSARY FOR LATERAL STABILITY INCLUDING FRAMES, METAL DECK SLAS, ROOF DECKING, ETC. 5) GRAVITY LOADS 5A)SEE GRAVITY LOADS TABLE SEE LOAD KEY SHEETS FOR SUPERIMPOSED DEAD LOAD AND LIVE LOADS USED IN DESIGN 5B)DRIFTING, SLIDING AND UNBALANCED SNOW - GROUND SNOW LOAD = 143.0 psf - SNOW EXPOSURE FACTOR, Ce = 1.0 - SNOW LOAD IMPORTANCE FACTOR, ls = 1.0 - THERMAL FACTOR, Ct = 1.00 - FLAT ROOF SNOW LOAD, Pf = 100 psf GENERAL NOTES 1) GENERAL: 1A)STRUCTURAL ELEMENTS ARE CENTERED ON GRID LINES AND GRID LINE INTERSECTIONS UNLESS DIMENSIONED OTHERWISE. 2) EXISTING STRUCTURES: 2A)CONTRACT DOCUMENTS HAVE BEEN PREPARED USING AVAILABLE DRAWINGS AND SITE OBSERVATION AS PERMITTED BY ACCESS RESTRICTIONS DURING DESIGN. 2B)DURING CONSTRUCTION, THE CONTRACTOR MAY ENCOUNTER EXISTING CONDITIONS WHICH ARE NOT KNOWN OR ARE AT VARIANCE WITH PROJECT DOCUMENTATION. CONTRACTOR SHALL NOTIFY THE ARCHITECT OF ALL CONDITIONS NOT PER THE CONTRACT DOCUMENTS. EXAMPLES INCLUDE: - SIZES OR DIMENSIONS OTHER THAN THOSE SHOWN - DAMAGE OR DETERIORATION TO MATERIALS AND COMPONENTS - CONDITIONS OF INSTABILITY OR LACK OF SUPPORT - ITEMS NOTED AS EXISTING ON THE DRAWINGS BUT NOT FOUND IN THE FIELD 2C)PREPARE DIMENSIONAL DRAWINGS OF ALL DISCOVERED ITEMS. 2D)CONTRACTOR SHALL FIELD VERIFY ALL EXISTING STRUCTURAL CONDITIONS PRIOR TO SUBMITTING SHOP DRAWINGS. 2E)CONTRACTOR SHALL MAKE ALLOWANCE FOR THE RESOLUTION OF SUCH DISCOVERIES IN THE CONSTRUCTION SCHEDULE. 2F) SUBMIT A DIMENSIONED DRAWING OF ALL NEW OPENINGS THROUGH EXISTING STRUCTURE AND SECURE APPROVAL PRIOR TO CUTTING. NEW OPENING MAY BE EITHER SHOWN ON THE CONTRACT DOCUMENTS OR PROPOSED BY THE CONTRACTOR. DRAWING SHALL SHOW: - VERTICAL & HORIZONTAL LOCATION AND SIZE OF NEW OPENING(S) - ALL EXISTING OPENINGS IN THE VICINITY OF THE NEW OPENING(S) - ALL EXISTING STRUCTURE (BEAMS, COLUMNS, SLABS, WALLS, ETC) IN THE VICINITY OF THE NEW OPENING(S) - ALL REINFORCING BAR SIZES AND POSITIONS (LAYOUT LOCATION AND DEPTH) CONFLICTING WITH OR IN THE VICINITY OF THE NEW OPENING(S). 3) USE OF DRAWINGS: 3A)DO NOT SCALE DRAWINGS. 3B)DETAILS ON DRAWINGS TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL DETAILS. 3C)DETAILS NOTED TYPICAL APPLY TO ALL SIMILAR CONDITIONS. WHERE NO SPECIFIC DETAILS ARE SHOWN, CONSTRUCTION SHALL CONFORM TO SIMILAR WORK ELSEWHERE ON THE PROJECT. 3D)WHERE DISCREPANCIES OCCUR BETWEEN PLANS, DETAILS, GENERAL NOTES AND SPECIFICATIONS: - CONTACT THE ARCHITECT PRIOR TO PROCEEDING WITH CONSTRUCTION - THE MORE STRINGENT REQUIREMENTS SHALL GOVERN FOR BIDDING / PRICING 4) TEMPORARY CONDITIONS: 4A)THE STRUCTURE IS DESIGNED TO FUNCTION AS A UNIT UPON COMPLETION. THE CONTRACTOR IS RESPONSIBLE FOR FURNISHING ALL TEMPORARY BRACING AND/OR SUPPORT THAT MAY BE REQUIRED AS THE RESULT OF THE CONTRACTOR’S CONSTRUCTION METHODS AND/OR SEQUENCES. REFER TO “LATERAL LOAD RESISTING SYSTEM DESCRIPTION” IN DESIGN CRITERIA FOR ADDITIONAL INFORMATION. 5) SUBMITTALS AND SUBSTITUTIONS: 5A)SUBMITTALS: REFER TO SPECIFICATIONS FOR DETAILED REQUIREMENTS. - IF THE CONTRACTOR REQUESTS A CHANGE FROM THE STRUCTURAL DRAWINGS, IT SHALL BE APPROVED BY THE ARCHITECT AND DESIGNED BY MARTIN/MARTIN, INC. PRIOR TO SUBMITTING SHOP DRAWINGS. VARIATION SHALL BE INDICATED ON THE SHOP DRAWINGS. CONTRACTOR SHALL COMPENSATE MARTIN/MARTIN, INC. FOR MAKING THE CHANGE. 5B)SUBSTITUTIONS: ARCHITECTS APPROVAL SHALL BE SECURED FOR ALL SUBSTITUTIONS 5C)NONCONFORMANCE: NOTIFY ARCHITECT OF CONDITIONS NOT CONSTRUCTED PER THE CONTRACT DOCUMENTS PRIOR TO PROCEEDING WITH CORRECTIVE WORK. SUBMIT PROPOSED REPAIR TO THE ARCHITECT FOR ACCEPTANCE. CONTRACTOR SHALL COMPENSATE MARTIN/MARTIN, INC. FOR DESIGNING THE REPAIR. 6) OSHA STANDARDS: 6A)THE STRUCTURE IS DESIGNED TO FUNCTION AS A UNIT UPON COMPLETION. NOTHING SHOWN ON THE STRUCTURAL DRAWINGS SHALL BE CONSTRUED AS ELIMINATING THE NEED FOR THE CONTRACTOR TO COMPLY WITH ALL OSHA REQUIREMENTS. 6B)WHERE THE STRUCTURAL DRAWINGS APPEAR TO CONFLICT WITH OSHA REQUIREMENTS, THE STRUCTURAL DRAWINGS REPRESENT FINAL CONDITIONS ONLY. THE CONTRACTOR SHALL ADD ALL ERECTION FRAMING NECESSARY TO COMPLY WITH OSHA. 7) CONSTRUCTION ENGINEERING: 7A)THE STRUCTURE DEFINED ON THE CONTRACT DOCUMENTS HAS BEEN DESIGNED ONLY FOR LOADS ANTICIPATED ON THE STRUCTURE DURING ITS SERVICE LIFE. PROVIDE ALL REQUIRED ENGINEERING AND OTHER MEASURES TO ACHIEVE THE MEANS, METHODS, AND SEQUENCES OF WORK. SUCH ENGINEERING MAY INCLUDE, BUT IS NOT LIMITED TO: - LAYOUT - DESIGN OF CONCRETE , GROUT, AND MORTAR MIXES - DESIGN OF TEMPORARY BRACING OF WALLS FOR WIND, SEISMIC, OR SOIL LOADS - SURVEYING TO VERIFY CONSTRUCTION TOLERANCES - EVALUATION OF TEMPORARY CONSTRUCTION LOADS ON STRUCTURE DUE TO EQUIPMENT AND MATERIALS - STRUCTURAL ENGINEERING TO RESIST ANY OTHER LOADS NOT IDENTIFIED ON DESIGN DRAWINGS 8) COORDINATION: 8A)STRUCTURAL DRAWINGS ARE NOT STAND-ALONE DOCUMENTS AND ARE INTENDED TO BE USED IN CONJUNCTION WITH CIVIL, ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND DRAWINGS FROM OTHER DISCIPLINES. THE CONTRACTOR SHALL COORDINATE ALL REQUIREMENTS OF THE CONTRACT DOCUMENTS INTO SHOP DRAWINGS AND WORK. 8B)COORDINATE DIMENSIONS OF ALL OPENINGS, BLOCKOUTS, DEPRESSIONS, ETC., WITH ARCHITECTURAL DRAWINGS, DRAWINGS FROM OTHER DISCIPLINES, AND FIELD CONDITIONS PRIOR TO SHOP DRAWING SUBMITTAL. 8C)SEE ARCHITECTURAL PLANS FOR INTERIOR PARTITIONS. PARTITION FRAMING SHALL BE CONNECTED TO THE PRIMARY STRUCTURE IN SUCH A WAY SO AS TO ALLOW FOR VERTICAL LIVE LOAD DEFLECTIONS OF SPAN/360 OF THE FLOOR FRAMING. DO NOT MAKE RIGID VERTICAL AND HORIZONTAL CONNECTIONS TO THE PRIMARY STRUCTURE IN THE PLANE OF THE PARTITION. MASONRY NOTES 1) DEFINITIONS: 1A)STRUCTURAL MASONRY IS DEFINED AS BEING EITHER LOAD BEARING AND/OR SERVING AS PART OF THE LATERAL LOAD RESISTING SYSTEM. STRUCTURAL MASONRY IS SHOWN ON THE STRUCTURAL PLANS AND DEFINED IN SCHEDULES AND DETAILS ON THE STRUCTURAL DRAWINGS. 1B)SEE ARCHITECTURAL DRAWINGS FOR LOCATION, THICKNESS AND EXTENT OF MASONRY PARTITIONS. SEE DETAILS ON THE STRUCTURAL DRAWINGS FOR GENERAL MASONRY PARTITION REQUIREMENTS. 2) DESIGN STRENGTH: 2A)DEVELOP 1500 PSI COMPRESSIVE STRENGTH (f’m) IN 28 DAYS. 2B)STEEL REINFORCING: - PRIMARY REINFORCING: ASTM A615, 60 KSI - HORIZONTAL JOINT REINFORCING: ASTM A951, PREFABRICATED, LADDER TYPE 3) SPLICES: 3A)SEE MASONRY LAP SPLICE SCHEDULE FOR LAP LENGTHS. 4) INSTALLATION REQUIREMENTS: 4A)GROUT SOLID ALL CELLS CONTAINING REINFORCING, EMBEDDED ITEMS, AND ALL OTHER CELLS NOTED ON THE CONTRACT DOCUMENTS. STEEL NOTES 1) CONNECTIONS: 1A)PROVIDE CONNECTIONS AS SHOWN IN THE ‘STEEL BEAM CONNECTION SCHEDULES’ AND DETAILS HEREIN. REFER TO SPECIFICATION FOR ALTERNATIVES AND CONNECTIONS NOT SHOWN. 2) WELDING REQUIREMENTS: 2A)WELDERS: HAVE IN POSSESSION CURRENT EVIDENCE OF PASSING THE APPROPRIATE AWS. QUALIFICATION TESTS. 2B)MINIMUM WELDS: AISC SPECIFICATION, NOT LESS THAN 3/16” FILLET, CONTINUOUS UNLESS OTHERWISE NOTED. 2C)WELD SIZES AND LENGTHS CALLED FOR ON THE DRAWINGS ARE THE NET EFFECTIVE REQUIRED. INCREASE WELD SIZE IF GAPS EXIST AT THE FAYING SURFACE. 2D)WELD SIZES SHALL BE AS SHOWN UNLESS A GREATER SIZE IS REQUIRED BY ANSI/AISC 360-05 TABLES J2.3 AND J2.4. 2E)ALL GROOVE WELDS SHALL BE COMPLETE PENETRATION UNLESS NOTED. 2F) FIELD WELDING SYMBOLS INDICATE SEQUENCE CONSIDERED DURING DESIGN. THE CONTRACTOR SHALL REQUEST APPROVAL FROM THE ENGINEER TO MODIFY WELD INSTALLATION LOCATION INDICATED ON THE DOCUMENTS: - FROM SHOP TO FIELD - FROM FIELD TO SHOP 2G)DEFORMED ANCHOR STUDS (DAS) AND HEADED ANCHOR STUDS (HAS / HDAS) SHALL BE SHOP OR FIELD WELDED AT CONTRACTOR’S OPTION UNLESS NOTED OTHERWISE WELDING ELECTRODES E70 PER AWS PLATES A36 36 58 -- PIPE A53 GR B 35 60 -- ANGLES AND OTHER SHAPES A36 36 58 -- BOLTS A325 OR F1852 -- 120 BOLTS ARE 3/4"Ø UNO STEEL ELEMENT ASTM/TYPE Fy (KSI) Fu (KSI) COMMENTS STEEL MATERIAL TABLE WELDED WIRE REINFORCING, SMOOTH A1064 65 75 - WELDED & FIELD BENT REINF A706 60 80 - TYP REINFORCING A615 60 90 - REINF ELEMENT ASTM Fy (KSI) Fu (KSI) COMMENTS REINFORCING MATERIAL TABLE 6/29/17 08/08/17