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Home My WebLink AboutB17-0340_S-001-2_1507837281.pdfMASONRY 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. 1C)SEE ARCHITECTURAL DRAWINGS FOR ALL MASONRY VENEER REQUIREMENTS. SEE DETAILS ON THE STRUCTURAL DRAWINGS FOR MASONRY VENEER LOOSE LINTELS. 2) DESIGN STRENGTH: 2A)DEVELOP 2000 PSI COMPRESSIVE STRENGTH (f’m) IN 28 DAYS. 2B)STEEL REINFORCING: - PRIMARY REINFORCING: ASTM A615, 60 KSI - HORIZONTAL JOINT REINFORCING: ASTM A82, 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. MASONRY NOTES CONCRETE NOTES 1) GENERAL: 1A)ALL WORK SHALL CONFORM WITH ACI 301-10, UNLESS NOTED OTHERWISE IN DRAWINGS OR PROJECT SPECIFICATIONS. 1B)DETAIL BARS IN ACCORDANCE WITH THE DRAWINGS, PROJECT SPECIFICATIONS, AND ACI PUBLICATION SP-66 (2004): “ACI DETAILING MANUAL” 2) REINFORCING MATERIALS: 2A)SEE ‘REINFORCING MATERIALS TABLE’ 3) REINFORCING FABRICATION: 3A)SPLICES: - NO SPLICING OF REINFORCEMENT PERMITTED EXCEPT AS NOTED ON DRAWINGS. MAKE BARS CONTINUOUS AROUND CORNERS WHERE DETAIL NOT PROVIDED. WHERE PERMITTED, SPLICES MAY BE MADE BY CONTACT LAPS OR MECHANICAL CONNECTORS. - SEE ‘LAP SPLICE SCHEDULE’ FOR LAP LENGTHS. - SPLICE CONTINUOUS TOP AND BOTTOM BARS IN WALLS, BEAMS, AND GRADE BEAMS ‘LTS’ UNLESS NOTED OTHERWISE. - SPLICE TOP BARS AT MIDSPAN AND BOTTOM BARS OVER SUPPORT UNLESS NOTED OTHERWISE. 3B)MISCELLANEOUS REINFORCING REQUIREMENTS: - PROVIDE ADDITIONAL BARS OR STIRRUPS REQUIRED TO SECURE REINFORCING IN PLACE DURING CONCRETE PLACEMENT. - MAKE ALL REINFORCING BAR BENDS IN THE FABRICATOR’S SHOP UNLESS NOTED. - NO WELDING OF REINFORCING PERMITTED UNLESS NOTED ON DRAWINGS. WHERE PERMITTED, PERFORM WELDING IN ACCORDANCE WITH AWS D1.4-2011. - PROVIDE ADDED REINFORCING TO TRIM ALL OPENINGS, NOTCHES, AND REENTRANT CORNERS AS NOTED IN TYPICAL DETAILS. THE FOLLOWING NOTE SHOULD PREFERABLY BE ON THE BID FORM (OR ON THE FIRST PLAN SHEET WITH CONCRETE). IT MAY NOT BE NOTICED HERE IN THE GENERAL NOTES. THE MATERIAL LISTED BELOW WILL BE DELIVERED TO THE JOB SITE ON STATE PROJECTS BECAUSE ALLOWANCES ARE NOT PERMITTED IN STATE BIDS. CONSIDER SPECIFYING 1/4% TO 1% OF THE TOTAL REBAR EXPECTED. 4) STRUCTURAL CONCRETE MIX REQUIREMENTS: 4A)SEE ‘CONCRETE MIX TABLE’ MATRIX INCLUDES ONLY REQUIREMENTS FOR STRUCTURAL CONCRETE. ADVISE ARCHITECT THAT SITE STRUCTURES, PAVING, AND OTHER MISCELLANEOUS CONCRETE MUST BE DEFINED ELSEWHERE. REQUIREMENTS FOR MIX 11 MUST BE CAREFULLY WORKED OUT WITH THE ARCHITECT TO ACHIEVE DESIRED RESULTS. COORDINATE THE FOLLOWING: 1. REVIEW SOILS REPORT AND ACI CHAPTER 4 FOR CEMENT TYPE, MINIMUM AIR CONTENT, MINIMUM f’c, AND MAXIMUM W/C FOR CONCRETE IN CONTACT WITH SOILS. 2. REVISE SLUMP LIMITS IN TABLE IF HRWRA OR MRWRA IS SPECIFIED. 3. MAXIMUM CHLORIDE ION CONTENTS ARE REQUIRED BY 318 CHAPTER 4. 4. REFER TO ACI 301 SECTION 7 FOR REQUIREMENTS OF LIGHT WEIGHT CONCRETE EXPOSED TO FREEZING/THAWING OR DEICER CHEMICALS. 5. HIGH SLUMP IS REQUIRED FOR DRILLED PIERS CONSTRUCTED WITH TEMPORARY CASING. AIR ENTRAINMENT IS ALSO BENEFICIAL AS A LUBRICANT FOR DILLED PIERS WITH TEMPORARY CASING, BUT IS NOT REQUIRED. THESE SLUMP REQUIREMENTS ARE NOT ADEQUATE IF DRILLED PIERS ARE CONSTRUCTED BY THE SLURRY DISPLACEMENT METHOD. INSTEAD USE A 7” MINIMUM SLUMP AND SPECIFY A RETARDER. DO NOT ALLOW ENTRAINED AIR FOR STEEL TROWELED FINISHED FLOORS WHERE HIGH SURFACE DURABILITY IS REQUIRED. ENTRAINED AIR MAY CAUSE THE CONCRETE SURFACE TO HAVE LESS WEAR RESISTANCE, AND IT IS DIFFICULT TO PROVIDE A TROWEL FINISH ON FLOORS WITH ENTRAINED AIR. 5) SLAB-ON-GRADE: 5A)VERIFY ALKALINITY OF CONCRETE SURFACE, SLAB VAPOR TRANSMISSION, AND SLAB FLATNESS/LEVELNESS ARE COMPATIBLE WITH FLOORING SYSTEM AND ADHESIVES PRIOR TO INSTALLING FLOORING. 5B)TAKE PRECAUTIONS TO MINIMIZE SLAB CURLING. GRIND SLAB OR USE LEVELING COMPOUND IF FLOOR FLATNESS AND LEVELNESS VALUES ARE NOT ACCEPTABLE TO THE ARCHITECT. 6) NON-SHRINK GROUT: 6A)CONFORM TO ASTM C1107 6B)ACHIEVE 6000 8000 PSI COMPRESSIVE STRENGTH AT 28 DAYS. 7) PLACING REINFORCEMENT: PROTECTION LISTED CONFORMS TO ACI FOR BAR SIZES #3 THROUGH #11 FOR A 2-HOUR FLOOR ASSEMBLY RATING. REVISE FOR JUMBO BARS OR MORE STRINGENT FIRE REQUIREMENTS. COVER NOTED IS CLEAR DISTANCE TO STIRRUPS. COVER ON STIRRUPS FOR JOISTS CONFORMING AT ACI 318 8.11 CAN BE REDUCED TO 3/4”, BUT JOIST PRIMARY STEEL REQUIRES 1” COVER. 7A)REINFORCEMENT PROTECTION: - SEE ‘CONCRETE COVER TABLE’ - SEE ACI 117-10 FOR REINFORCEMENT PLACING TOLERANCES 7B)PROVIDE ACCESSORIES NECESSARY TO PROPERLY SUPPORT REINFORCING AND WELDED WIRE REINFORCEMENT AT POSITIONS SHOWN ON PLANS. ALL REINFORCING, DOWELS, BOLTS, AND EMBEDDED PLATES SHALL BE SET AND TIED IN PLACE BEFORE THE CONCRETE IS POURED. “STABBING” INTO PREVIOUSLY PLACED CONCRETE IS NOT PERMITTED. 8) CONSTRUCTION/CONTROL JOINTS: 8A)SUBMIT DRAWINGS SHOWING CONSTRUCTION AND CONTROL JOINT LOCATIONS ALONG WITH THE SEQUENCE OF POURS. CONSTRUCTION JOINT LOCATIONS AND CASTING SEQUENCE SHALL BE ARRANGED TO MINIMIZE THE EFFECTS OF ELASTIC AND LONG-TERM SHORTENING/SHRINKAGE. 8B)CONSTRUCTION JOINT LOCATION AND CASTING SEQUENCE SHOWN ON THE DRAWINGS IS SUGGESTED AND HAS BEEN ARRANGED TO MINIMIZE THE EFFECTS OF ELASTIC AND LONG-TERM SHORTENING. SUBMIT DRAWINGS SHOWING PROPOSED CONSTRUCTION JOINT LOCATION AND CASTING SEQUENCE. 8C)CONSTRUCTION JOINTS IN SLABS-ON-DECK, SLABS-ON-GRADE, AND STRUCTURAL SLABS SHALL BE LOCATED TO ACCOMMODATE THE MAXIMUM LENGTH AND AREA THE CONTRACTOR CAN REASONABLY POUR, FINISH, AND JOINT IN THE SAME DAY, BUT SHALL NOT EXCEED 150 FEET WITH A MAXIMUM AREA OF 15,000 SQUARE FEET UNLESS APPROVED BY THE ENGINEER. 8D)CONCRETE CONSTRUCTION JOINT SURFACE SHALL BE CLEANED AND ALL LAITANCE AND LOOSE MATERIAL REMOVED PRIOR TO SECOND CONCRETE PLACEMENT. 8E)SHEAR FRICTION JOINTS: WHERE CONSTRUCTION JOINTS ARE LABELED AS “ROUGHENED” ON THE DRAWINGS, THE ENTIRE JOINT SURFACE SHALL BE MECHANICALLY ROUGHENED TO A 1/4” AMPLITUDE AND THOROUGHLY CLEANED. EXPOSE THE COARSE AGGREGATE IN THE HARDENED CONCRETE AND REMOVE ALL LAITANCE AND LOOSE MATERIAL. 8F) INTENTIONALLY ROUGHENED CONSTRUCTION JOINTS: WHERE CONSTRUCTION JOINTS ARE LABELED AS “ROUGHENED” ON THE DRAWINGS, THE ENTIRE JOINT SURFACE SHALL BE MECHANICALLY ROUGHENED TO A 1/4” AMPLITUDE AND THOROUGHLY CLEANED. EXPOSE THE COARSE AGGREGATE IN THE HARDENED CONCRETE AND REMOVE ALL LAITANCE AND LOOSE MATERIAL. 9) MEP AND OTHER OPENINGS AND EMBEDMENTS: 9A)PROVIDE SLEEVES AT OPENINGS (SUCH AS THOSE REQUIRED FOR PLUMBING AND ELECTRICAL PENETRATIONS) BEFORE PLACING CONCRETE. REMOVE METAL DECK AT SLEEVES AFTER CONCRETE HAS CURED. DO NOT CUT REINFORCING WHICH MAY CONFLICT. CORING OF CONCRETE IS NOT PERMITTED. 9B)REFER TO TYPICAL DETAILS FOR SPACING LIMITS ON SLEEVES AND FOR REQUIREMENTS FOR EMBEDDED CONDUIT AND PIPE. CONCRETE NOTES 1) GENERAL: 1A)THE DRAWINGS IN THIS PACKAGE ARE INCOMPLETE AND REPRESENT A PORTION OF THE TOTAL PROJECT. COORDINATE THE WORK OF THIS PACKAGE WITH FUTURE DRAWINGS ISSUES AND UPDATED DRAWINGS TO ALL TRADES AS REQUIRED. 1B)THESE STRUCTURAL DRAWINGS ARE RELEASED FOR PRICING ONLY 1C)DRAWINGS STAMPED OR NOTED AS “NOT FOR CONSTRUCTION” ARE PRELIMINARY AND SUBJECT TO CHANGE. PHASED CONSTRUCTION NOTES DEFERRED SUBMITTALS 1) GENERAL: 1A)THE FOLLOWING PORTIONS OF THE STRUCTURAL DESIGN WILL NOT BE SUBMITTED AT THE TIME OF PERMIT APPLICATION. WHEN RECEIVED AND REVIEWED, THESE DEFERRED SUBMITTAL ITEMS SHALL BE SUBMITTED TO THE BUILDING OFFICIAL BY THE CONTRACTOR: - EXCAVATION SHORING - ARCHITECTURAL/METAL CLADDING PANEL - ANCHORAGE, BRACING AND ATTACHMENT OF REQUIRED ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING, FIRE SPRINKLER, AND OTHER EQUIPMENT AND SYSTEMS. - MEDICAL EQUIPMENT SUPPORT BEYOND SUPPORT FRAMES SHOWN IN STRUCTURAL DRAWINGS. - PERMANENT EARTH SHORING SYSTEMS 1B)CONNECTION OF DEFERRED SUBMITTAL ITEMS TO PRIMARY STRUCTURE BY DEFERRED SUBMITTAL SUPPLIER. DEFERRED SUBMITTAL SUPPLIER TO PROVIDE CONNECTIONS AND FRAMING ARRANGEMENT TO AVOID LOADING WHICH EXCEEDS THE CAPACITY OF THE ELEMENT BEING ATTACHED TO. REFERENCE LOAD MAPS FOR MECHANICAL, ELECTRICAL, PLUMBING AND FIRE SPRINKLER LOAD ALLOWANCES. 1C)ALL DEFERRED SUBMITTALS TO BE ATTACHED TO PRIMARY STRUCTURE WITH A PINNED CONNECTION. MOMENT CONNECTIONS TO PRIMARY STRUCTURE NOT PERMITTED UNLESS NOTED ON DRAWINGS OR APPROVED BY ENGINEER IN WRITING PRIOR TO SUBMITTAL OF DRAWINGS OR CALCULATIONS. 1D)LOADING AND LOCATION FOR ATTACHMENT OF DEFERRED SUBMITTAL ITEMS ARE NOTED ON DRAWINGS AND ARE NOT TO BE RE-LOCATED OR INCREASED WITHOUT WRITTEN APPROVAL. 1E)GC / METAL STUD FRAMING DESIGNER / CLADDING DESIGNER COORDINATION: - METAL STUD FRAMING AND FRAMING ATTACHMENT IS DESIGNED FOR THE TRIBUTARY WIND AND GRAVITY LOAD OF THE STUD SPACING. CLADDING SUPPLIER TO DESIGN CLADDING TO ATTACH AT EACH STUD. CLADDING ATTACHMENT SPACING WHICH EXCEEDS THE STUD SPACING IS NOT ACCEPTABLE WITHOUT APPROVAL FROM THE METAL STUD SUPPLIER/DESIGNER AND THE PROJECT EOR. - IF THE CLADDING SUPPLIER DOES NOT WANT OR CANNOT ATTACH TO EACH STUD THE LOADS FROM THE CLADDING SUPPLIER MUST BE PROVIDED TO THE METAL STUD FRAMING SUPPLIER. THE METAL STUD FRAMING SUPPLIER WILL NEED TO INCORPORATE THESE LOADS INTO THE METAL STUD FRAMING DESIGN. - GC TO COORDINATE BETWEEN METAL STUD FRAMING SUPPLIER AND CLADDING SUPPLIER AS REQUIRED. 1G)WALLS, GRADE BEAMS AND THE UNDERSIDE OF CONCRETE ON METAL DECK SHALL BE CONSIDERED CRACKED FOR THE PURPOSE OF DESIGNING ANCHORS FOR ATTACHMENT OF DEFERRED SUBMITTAL ITEMS. 1H)SUBMIT STAMPED STRUCTURAL CALCULATIONS FOR ALL DEFERRED SUBMITTAL ITEMS PRIOR TO OR CONCURRENTLY WITH DRAWINGS OR PRODUCT DATA. INCLUDE ANALYSIS OF ATTACHMENT TO PRIMARY STRUCTURE. INCLUDE CURRENT ICC REPORT WITH ALL PROPRIETARY STRUCTURAL ELEMENTS AND ANCHORS/FASTENERS. 1I) POWDER ACTUATED FASTENERS (PAF) SHALL NOT BE USED TO RESIST TENSION LOADS. POWDER ACTUATED FASTENERS SHALL NOT BE USED TO RESIST GRAVITY LOADS WHICH INCLUDE BRICK VENEER. DEFERRED SUBMITTALS 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 5) STRUCTURAL STEEL INSTALLATION: 5A)ALL HIGH STRENGTH BOLTS USED IN COLUMN SPLICES, CONNECTIONS OF BEAMS AND GIRDERS TO COLUMNS, AND WHERE NOTED ON THE DRAWINGS AS TYPE “SC” OR OTHER TYPE FOLLOWED BY “PT”, SHALL BE TENSIONED TO THE VALUES OF TABLE J3.1 OF ANSI/AISC 360-10 AISC 360-05. OTHER HIGH-STRENGTH BOLTS MAY BE INSTALLED SNUG TIGHT AS DEFINED BY AISC. 7) METAL DECK: 7A)SEE ‘METAL DECK SCHEDULE’ FOR MATERIALS, PROFILE, AND CONNECTIONS TO STRUCTURE. 7B)QUALITY CONTROL AND QUALITY ASSURANCE FOR STEEL DECK INSTALLATION SHALL BE IN ACCORDANCE WITH SDI QA/QC-2011, “STANDARD FOR QUALITY CONTROL AND QUALITY ASSURANCE FOR THE INSTALLATION OF STEEL DECK” AS MODIFIED BY TABLE C-1 CONTAINED IN THE COMMENTARY TO THAT STANDARD. 7G)INSTALL DECK OVER 4 SUPPORTS (3 SPAN CONTINUOUS) UNLESS NOTED OTHERWISE. DO NOT INSTALL DECK AS SINGLE SPAN UNLESS SPECIFICALLY SHOWN ON DRAWINGS. 7H)PROVIDE DECK ATTACHMENTS AS NOTED ON DRAWINGS. 7I) HANGERS: SEE TYPICAL METAL DECK DETAILS FOR ALLOWABLE HANGER LOADS, SPACING AND ATTACHMENT. 8) STRUCTURAL COLD FORMED METAL FRAMING: 8A)REFER TO SCHEDULE FOR REQUIRED STUD AND JOIST MATERIAL GRADES AND SECTION PROPERTIES. REFER TO DETAILS FOR CONNECTIONS AND OTHER REQUIREMENTS. 8C)REFER TO DETAILS FOR MINIMUM CONNECTIONS AND OTHER REQUIREMENTS. DEVELOP FORCES NOTED. DO NOT IMPOSE FORCES ON THE BUILDING STRUCTURE IN DIRECTIONS OR AT LOCATIONS OTHER THAN THAT SHOWN ON THE STRUCTURAL DRAWINGS. DO NOT IMPOSE FORCES LARGER THAN SPECIFIED. CONNECTIONS TO CONCRETE SHALL NOT USE PAFs TO RESIST TENSION LOADS. STEEL NOTES 2901 Blake Street, Suite 100 Denver, CO 80205 303.861.8555 Denver 1 A B C D E 2 3 4 5 6 A B C D E 1 2 3 4 5 6 DPA Project: Sheet Number: COPYRIGHT - DAVIS PARTNERSHIP, P.C. Sheet Title: Revisions Date Sheet Information Project Information Issuance Consultant EAST WING ENABLING 6/30/2017 2:53:42 PM 16.0188.S.01 S-001-2 GENERAL NOTES 06/30/17 PERMIT VAIL VALLEY MEDICAL CENTER 180 S. Frontage Road West, Vail, CO 81657 ROOF 10 20 (LIVE LOAD), 120 (SNOW) NO -- 300 LOCATION SUPERIMPOSED DEAD LOAD (PSF) LIVE LOAD (PSF) LIVE LOAD REDUCTION PARTITION LOAD (PSF) POINT LOAD (LB) GRAVITY LOADS * 1 MIL = 1/1000" NOTE: 12 97 14 68 16 54 18 43 20 33 22 27 GAUGE MINIMUM THICKNESS (MILS*) METAL GAUGE CONVERSION STUD RAIL SYSTEMS SUNCOAST SRS OR DECON STUDRAIL - - - TENDONS A416 - 270 - EPOXY COATING OF REINFORCING A775 OR A934 - - - WELDED WIRE REINFORCING,... A1064 70 80 - 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 WF, WT A992 50 65 -- WELDING ELECTRODES, THICKNESS OF THINNER PART ≤ 0.1 INCHES (12 GA) E60 OR E70 -- -- PER AWS WELDING ELECTRODES, THICKNESS OF THINNER PART > 0.1 INCHES (12 GA) E70 PER AWS ROUND HSS A500 GR C 46 62 -- RECT HSS A500 GR C 50 62 -- PLATES A36 36 58 -- PIPE A53 GR B 35 60 -- OTHER SHAPES A36 36 58 -- HAS A108 51 65 STUDS ARE 3/4"Ø UNO DAS A1064 70 80 -- COLD-FORMED TRACK, ALL THICKNESSES A1003 33 -- -- COLD-FORMED STUDS/PLATE, 54 MIL AND HEAVIER A1003 50 -- -- COLD-FORMED STUDS/PLATE, 33 AND 43 MIL A1003 33 -- -- BOLTS F3125 - TYPE A325 OR F1852 -- 120 BOLTS ARE 3/4"Ø UNO, USE TENSION- CONTROLLED WHERE POSSIBLE ANCHOR RODS IN MASONRY F1554 GR 36, F1554 GR 55, OR A307 GRADE A/C 36 58 WELDABLE, STD HEX HEAD ANCHOR RODS F1554 GR 55 55 75 WELDABLE, HEAVY HEX HEADED STEEL ELEMENT ASTM/TYPE Fy (KSI) Fu (KSI) COMMENTS STEEL MATERIAL TABLE 6/30/17 10/12/17