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MA MASONRY
<br />MA-1)LOAD BEARING, NON-LOAD BEARING, AND BACKUP WALL CONCRETE MASONRY
<br />CONSTRUCTION SHALL CONFORM TO THE FOLLOWING MATERIAL STANDARDS:
<br />CONCRETE BLOCK: ASTM C90, LIGHTWEIGHT (105 PCF) (MINIMUM 28
<br />DAY COMPRESSIVE STRENGTH 1900 PSI FOR S OR
<br />M OR 2150 PSI FOR N)
<br />MORTAR: ASTM C270, TYPE S, M OR N PORTLAND CEMENT /
<br />LIME ONLY BY PROPORTION
<br />MORTAR USAGE
<br />(UON ON DRAWINGS): USE TYPE S OR M MORTAR WHEN MASONRY IS IN
<br />DIRECT CONTACT WITH SOIL; USE TYPE S MORTAR
<br />FOR ALL EXTERIOR AND INTERIOR LOAD-BEARING
<br />WALLS; USE TYPE N MORTAR FOR ALL EXTERIOR
<br />AND INTERIOR NON-LOAD-BEARING WALLS
<br />GROUT: ASTM C476 BY PROPORTION (MINIMUM 28 DAY
<br />COMPRESSIVE STRENGTH 2000 PSI)
<br />REINFORCEMENT: ASTM A615, GRADE 60
<br />JOINT REINFORCEMENT: ASTM A1064, TRUSS OR LADDER TYPE
<br />EXTERIOR JT REINF: GALVANIZE PER ASTM A153
<br />INTERIOR JT REINF:
<br />TYPICAL GALVANIZE PER ASTM A641
<br />RELATIVE HUMIDITY >75% GALVANIZE PER ASTM A153
<br />ADHESIVE ANCHORS: HILTI HIT-HY 70
<br />MA-2)THE MINIMUM COMPRESSIVE STRENGTH OF THE MASONRY (f' m) SHALL BE 1,800
<br />PSI UON, VERIFIED BY THE UNIT STRENGTH METHOD IN ACCORDANCE WITH THE ABOVE
<br />REFERENCED SPECIFICATIONS.
<br />MA-3)CALCIUM CHLORIDE SHALL NOT BE USED IN MORTAR OR GROUT.
<br />MA-4)PROVIDE FULL FACE SHELL MORTAR COVERAGE ON MASONRY UNIT HORIZONTAL
<br />AND VERTICAL (BED AND HEAD) FACE SHELL JOINTS.
<br />MA-5)PROVIDE FULL MORTAR COVERAGE ON WEBS AROUND ALL GROUTED CELLS.
<br />MA-6)LAY MASONRY UNITS IN RUNNING BOND UON WITH UNITS DESIGNED TO ALIGN
<br />WITH WEBS IN EACH COURSE.
<br />MA-7)REFER TO PLANS AND DETAILS FOR BONDED JOINT REQUIREMENTS AT WALL
<br />CORNERS AND INTERSECTIONS. WHERE INDICATED ON DRAWINGS, INTERLOCK WALLS
<br />WITH METAL TIES, ANCHORS OR PREFABRICATED JOINT REINFORCEMENT UON ON
<br />DRAWINGS OR IN SPECIFICATIONS.
<br />MA-8)GROUT SOLID CELLS WITH REINFORCEMENT. GROUT SOLID CELLS IN BELOW
<br />GRADE CONSTRUCTION WHERE MASONRY IS IN CONTACT WITH SOIL.
<br />MA-9)GROUT MINIMUM OF ONE (1) CELL WITH REINFORCEMENT AT EACH SIDE OF ALL
<br />OPENINGS. SEE DRAWINGS FOR ADDITIONAL REINFORCEMENT REQUIREMENTS.
<br />MA-10)WHERE STRAP ANCHORS ARE REQUIRED BY DRAWINGS OR SPECIFICATIONS,
<br />LOCATE THEM AT DIFFERENT BED JOINTS THAN THOSE RECEIVING HORIZONTAL JOINT
<br />REINFORCEMENT.
<br />MA-11)WHERE REQUIRED, LAP HORIZONTAL JOINT REINFORCEMENT BY AT LEAST 6
<br />INCHES.
<br />MA-12)PLACE GROUT BY THE LOW-LIFT METHOD. MAXIMUM GROUT POUR SHALL BE 4
<br />FEET.
<br />SS STRUCTURAL STEEL
<br />SS-1)STEEL MATERIALS SHALL CONFORM TO THE FOLLOWING MINIMUM REQUIREMENTS
<br />UNLESS OTHERWISE NOTED ON THE CONTRACT DOCUMENTS:
<br />ROLLED SHAPES AND CHANNELS: ASTM A572 OR A992, MIN YIELD STRENGTH 50 KSI
<br />ANGLES FOR TRUSSES AND BRACES: ASTM A572 OR A529, MIN YIELD STRENGTH 50 KSI
<br />MISCELLANEOUS ANGLES: ASTM A572 OR A529, MIN YIELD STRENGTH 50 KSI
<br />HOLLOW STRUCTURAL SECTIONS: GRADE C, MIN YIELD STRENGTH 46 KSI FOR
<br />ROUND AND 50 KSI FOR RECTANGULAR HSS
<br />SEAMLESS PIPE: ASTM A53 GRADE B, TYPE S, MIN YIELD STRENGTH
<br />35 KSI.
<br />PLATES ASTM A572 OR A529, MIN YIELD STRENGTH 50 KSI
<br />SS-2)CONNECTION MATERIAL SHALL CONFORM TO THE FOLLOWING MINIMUM
<br />REQUIREMENTS OR AS NEEDED FOR CONNECTION DESIGN:
<br />ANGLES: ASTM A572 OR A529, MIN YIELD STRENGTH 50 KSI
<br />WTs: ASTM A992
<br />PLATES: ASTM A36, MIN YIELD STRENGTH 36 KSI OR
<br />ASTM A572 OR A529, MINIMUM YIELD STRENGTH 50 KSI
<br />BOLTS: ASTM A325 OR A490
<br />NUTS: ASTM A563
<br />WASHERS: ASTM F436
<br />ANCHOR RODS: ASTM F1554 GRADE 55 WITH WELDABILITY SUPPLEMENT S1
<br />HEADED STUDS: ASTM A 108, GRADE 1010 THROUGH 1020 HEADED STUD
<br />TYPE, COLD-FINISHED CARBON STEEL, AWS D1.1, TYPE B.
<br />3/4” DIAMETER UON
<br />WELD ELECTRODES: E70XX
<br />SS-3)WHERE NO CAMBER IS INDICATED, FABRICATE BEAMS SO THAT ANY NATURAL
<br />CAMBER IS UPWARD AFTER ERECTION.
<br />SS-4)SPLICES SHALL BE ALLOWED ONLY AT LOCATIONS SPECIFICALLY INDICATED ON THE
<br />STRUCTURAL DRAWINGS UNLESS APPROVED OTHERWISE BY THE SER IN WRITING.
<br />SS-5)FOR STEEL MEMBERS AND EMBEDMENTS EXPOSED TO WEATHER, PROVIDE HOT-
<br />DIPPED GALVANIZED FINISH OR APPROVED ZINC RICH EXTERIOR COATING SYSTEM.
<br />SS-6)PROVIDE HOLES IN ALL STEEL AS REQUIRED TO PREVENT ANY ACCUMULATION OF
<br />WATER. ALL PENETRATIONS THROUGH MAIN MEMBERS SHALL NOT EXCEED 1 1/8" DIA.
<br />AND SHALL BE GROUND SMOOTH. THESE DRAINS MUST BE KEPT CLEAN AND OPEN.
<br />SS-7)SHOW ALL COPES, HOLES, OPENINGS AND MODIFICATIONS REQUIRED IN
<br />STRUCTURAL STEEL MEMBERS FOR ERECTION OR THE WORK OF OTHER TRADES ON THE
<br />SHOP DRAWINGS FOR APPROVAL BY THE DESIGN PROFESSIONALS.
<br />SS-8)FIELD MODIFICATION OF STRUCTURAL STEEL IS PROHIBITED WITHOUT PRIOR
<br />WRITTEN APPROVAL OF THE DESIGN PROFESSIONALS.
<br />SS-9)MINIMUM CHARPY V-NOTCH IMPACT TESTING VALUES FOR STEEL USING COMPLETE
<br />JOINT PENETRATION GROOVE WELDS THAT FUSE THROUGH THE THICKNESS OF THE
<br />FLANGE OR WEB AND STEEL DESIGNATED AS PART OF THE SEISMIC FORCE RESISTING
<br />SYSTEM USING WELDED OR BOLTED CONNECTIONS SHALL BE AS FOLLOWS:
<br />A. ASTM A6/A6M HOT-ROLLED SHAPES WITH A FLANGE THICKNESS EXCEEDING 2
<br />INCHES: 20 FT-LB @ 70 DEG F. THIS TESTING TO BE IN ACCORDANCE WITH
<br />SUPPLEMENTARY REQUIREMENT S30, CHARPY V-NOTCH IMPACT TEST FOR
<br />STRUCTURAL SHAPES – ALTERNATE CORE LOCATION.
<br />B. BUILT-UP HEAVY SECTIONS WITH PLATES EXCEEDING 2 INCHES IN THICKNESS: 20 FT-
<br />LB @ 70 DEG F. THIS TESTING TO BE PERFORMED AT FREQUENCY P AND IN
<br />ACCORDANCE WITH ASTM A673/A673M.
<br />C. REGARDLESS OF THICKNESS, ALL TRUSSES, LATERAL SYSTEM MEMBERS (INCLUDING
<br />COLUMNS, WIND GIRDERS, BRACES, ETC.): 20 FT-LB @ 70 DEG F.
<br />D. STEEL EXPOSED TO TEMPERATURES IN SERVICE BELOW 50 DEG F: 20 FT-LB @ LAST +
<br />70 DEG F, 40 DEG F MAX.
<br />E. REGARDLESS OF THICKNESS, ALL TRUSSES, LATERAL SYSTEM MEMBERS (INCLUDING
<br />COLUMNS, WIND GIRDERS, BRACES, ETC) EXPOSED TO TEMPERATURES IN SERVICE
<br />BELOW 50 DEG F: 30 FT-LB @ LAST + 70 DEG F, 40 DEG F MAX.
<br />F. WELD METAL: 20 FT-LB @ 0 DEG F AND 40 FT-LB @ 70 DEG F.
<br />G. WELD METAL EXPOSED TO TEMPERATURES IN SERVICE BELOW 50 DEG F: 20 FT- LB
<br />@ 0 DEG F AND 40 FT-LB @ LAST + 20 DEG F, 40 DEG F MAX.
<br />SS-10)STRUCTURAL STEEL MEMBERS AND CONNECTIONS THAT ARE INDICATED AS PART
<br />OF THE SEISMIC FORCE RESISTING SYSTEM SHALL COMPLY WITH SPECIFICATION
<br />SECTION 051210.
<br />SC STRUCTURAL STEEL CONNECTIONS
<br />SC-1)ALL STEEL DETAILS AND CONNECTIONS SHALL BE IN ACCORDANCE WITH THE
<br />REQUIREMENTS OF "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS”, AISC-LOAD
<br />AND RESISTANCE FACTOR DESIGN.
<br />SC-2)ALL CONNECTIONS INDICATED ON STRUCTURAL DRAWINGS HAVE BEEN
<br />COMPLETELY DESIGNED.
<br />SC-3)DETAILS INDICATED ON DRAWINGS DO NOT SHOW ERECTION AIDS. PROVIDE
<br />ERECTION AIDS AS REQUIRED AND REMOVE THEM AFTER WORK IS COMPLETE.
<br />SC-4) ALTERNATE CONNECTIONS TO THOSE SHOWN ON DRAWINGS WILL BE
<br />CONSIDERED AS A SUBSTITUTION REQUEST. SEE PROJECT SPECIFICATIONS.
<br />SC-5)FOR CONNECTION DETAILING, SET CONNECTION WORK POINT AT INTERSECTION
<br />OF MEMBER CENTERLINES, UON.
<br />SC-6)CONNECTION DESIGN FORCES INDICATED ON THE DRAWINGS ARE FACTORED
<br />UON.
<br />SC-7)USE NO MORE THAN TWO BOLT DIAMETERS, ALL BOLTS OF THE SAME DIAMETER
<br />SHALL BE OF THE SAME GRADE, SKIP ONE SIZE BETWEEN DIAMETERS. BOLTS TO BE A
<br />MINIMUM OF 3/4-INCH DIAMETER GRADE A325.
<br />SC-8)BEAM CONNECTION DESIGN NOTES:
<br />EXCEPT WHERE “SNUG TIGHT” INSTALLATION IS SPECIFICALLY PERMITTED ON
<br />DRAWINGS OR “SLIP CRITICAL” DETAILING IS REQUIRED, ALL HIGH STRENGTH BOLTS
<br />SHALL BE INSTALLED AS FULL PRETENSIONED BOLTS.
<br />AT A MINIMUM ALL BOLTED MOMENT AND AXIAL CONNECTION SHALL HAVE
<br />PRETENSIONED BOLTS IN STANDARD HOLES.
<br />BOLTED MOMENT CONNECTIONS AT CANTILEVERS AND BACKSPANS SHALL USE SLIP
<br />CRITICAL BOLTS.
<br />DO NOT USE OVERSIZED OR SLOTTED HOLES FOR ANY CONNECTIONS UNLESS
<br />SPECIFICALLY INDICATED ON THE DRAWINGS OR APPROVED IN WRITING BY THE SER.
<br />SC-9)ALL WELDING SHALL CONFORM TO THE REQUIREMENTS OF THE STRUCTURAL
<br />WELDING CODE, ANSI/AWS D1.1, LATEST EDITION. ALL WELD SIZES SHALL BE THE
<br />LARGER OF THE SIZE REQUIRED BY CONNECTION FORCES, THE MINIMUM SIZE PER
<br />ANSI/AWS D1.1, OR 3/16 INCH MINIMUM FILLET WELD UON. ANY WELD SIZES SHOWN ON
<br />THE DESIGN DRAWINGS ARE CONSIDERED EFFECTIVE WELD SIZES AND SHALL BE
<br />INCREASED IN ACCORDANCE WITH AWS AS REQUIRED BY GAPS OR SKEWS BETWEEN
<br />COMPONENTS.
<br />SC-10)USE RUNOFF TABS AT ALL BEVEL AND COMPLETE JOINT PENETRATION WELDS.
<br />REMOVE RUNOFF TABS BY NEAT CUTS AFTER WELD IS COMPLETED. GRIND SMOOTH
<br />WHERE REQUIRED BY DETAIL.
<br />SC-11)WHERE REQUIRED BY DETAIL REMOVE WELD BACK UP BARS AND GRIND SMOOTH
<br />AFTER WELD IS COMPLETED.
<br />SD STEEL DECK GENERAL REQUIREMENTS
<br />SD-1)THE DESIGN, MANUFACTURE AND ERECTION OF STEEL DECK AND ITS ANCHORAGE
<br />SHALL, AT A MINIMUM, BE IN ACCORDANCE WITH "DESIGN MANUAL FOR COMPOSITE
<br />DECKS, FORM DECKS AND ROOF DECKS" OF THE STEEL DECK INSTITUTE (SDI), CURRENT
<br />EDITION AND "SPECIFICATIONS FOR DESIGN OF LIGHT GAGE COLD FORMED STEEL
<br />STRUCTURAL MEMBERS" AS PUBLISHED BY THE AMERICAN IRON AND STEEL INSTITUTE
<br />(AISI), CURRENT EDITION.
<br />SD-2)CONFIGURE ALL STEEL DECK USING THREE SPAN CONTINUOUS LAYOUTS
<br />WHEREVER POSSIBLE.
<br />SD-3)CONFIGURE ALL STEEL DECK AS SHOWN ON THE DRAWINGS.
<br />SD-4)DESIGN STEEL DECK FOR UNSHORED CONDITIONS.
<br />DK STEEL COMPOSITE DECK AND FORM DECK
<br />DK-1)COMPOSITE DECK AND FORM DECK SHALL CONFORM TO THE FOLLOWING
<br />STANDARDS AND MATERIAL PROPERTIES:
<br />ASTM A653-HOT-DIPPED GALVANIZED CONFORMING TO ASTM A924 G60,
<br />OR
<br />ASTM A1008, GRADE C WITH PHOSPHATE TREATED AND BAKED ON RUST-INHIBITIVE
<br />PAINT
<br />FABRICATE STEEL DECK UNITS AND ACCESSORIES FROM STEEL SHEET CONFORMING
<br />TO ASTM A653 STRUCTURAL QUALITY [GRADE 33], WITH A MINIMUM YIELD STRENGTH OF
<br />[33 KSI].
<br />DK-2)FASTEN COMPOSITE FLOOR DECK UNITS AS FOLLOWS:
<br />A. TO THE STEEL FRAMEWORK AT ENDS OF UNITS AND AT ALL INTERMEDIATE
<br />SUPPORTS: BY PUDDLE WELDS NOT LESS THAN 3/4 INCH DIAMETER SPACED AT 12
<br />INCHES ON CENTER MAXIMUM, UON. WHERE PRESENT, A HEADED STUD CAN
<br />REPLACE A PUDDLE WELD.
<br />B. AT SIDE LAPS OF ADJACENT UNITS BETWEEN SUPPORTS AT INTERVALS NOT
<br />EXCEEDING 24 INCHES ON CENTER UON.
<br />DK-3)COMPOSITE FLOOR DECK HANGER TABS LOADS SHALL NOT EXCEED [60]LBS PER
<br />HANGER TAB. IN ADDITION LOADS ON HANGERS SHALL BE DISTRIBUTED IN SUCH A
<br />MANNER THAT THE TRIBUTARY LOADS FOR EACH HANGER SHALL NOT EXCEED 5
<br />POUNDS PER SQUARE FOOT.
<br />DK-4)DISTRIBUTE STEEL STUDS UNIFORMLY OVER BEAM SPAN UNLESS OTHERWISE
<br />NOTED ON DRAWINGS. MAXIMUM SPACING OF 3/4 INCH HEADED STUDS SHALL NOT
<br />EXCEED 12” ON CENTER (ONE STUD PER FOOT) UNLESS OTHERWISE NOTED ON PLAN.
<br />DK-5)HEADED SHEAR STUDS SHALL EXTEND A MINIMUM OF 1 ½ INCHES ABOVE THE TOP
<br />OF STEEL DECK WITH A MINIMUM CLEAR COVER OF ½ INCH FROM THE TOP OF SLAB.
<br />DK-6)STEEL COMPOSITE DECKS ARE TO BE [POURED-TO-THICKNESS] [POURED LEVEL
<br />TO COLUMNS] OR AS INDICATED ON THE DRAWINGS.
<br />DK-7)DESIGN AND DETAIL COMPOSITE DECK TO SUPPORT SCHEDULED DESIGN LOADS,
<br />WORKING AS A PART OF COMPOSITE SLAB.
<br />DK-8)DESIGN AND DETAIL STEEL COMPOSITE DECK, FORM DECK, DECK ENCLOSURES,
<br />AND DECK ACCESSORIES FOR CONSTRUCTION LOADS. IN DETERMINING
<br />CONSTRUCTION LOADING OF FRESH CONCRETE, ACCOUNT FOR RELEVANT FACTORS,
<br />INCLUDING BUT NOT LIMITED TO THE FOLLOWING:
<br />A. THE PLANNED CONCRETE PLACEMENT METHODS
<br />B. ADDITIONAL [5 PSF] CONCRETE WEIGHT DUE TO DECK DEFLECTION
<br />C. WHERE DECKS ARE POURED TO LEVEL ADDITIONAL CONCRETE WEIGHT DUE TO
<br />CUMULATIVE DEFLECTION OF INDIVIDUAL BEAMS AND GIRDERS EQUAL TO
<br />DIAGONAL BAY DIMENSION BETWEEN COLUMNS DIVIDED BY [360] LESS ANY
<br />INDICATED CAMBER.]
<br />DK-9)THE FIRST SHEET OF STEEL DECK ADJACENT TO AND PARALLEL TO CHORDS,
<br />COLLECTORS, BRACED FRAMES, AND MOMENT FRAMES SHALL BE A FULL WIDTH SHEET.
<br />RD STEEL ROOF DECK
<br />RD-1)STEEL ROOF DECK SHALL CONFORM TO THE FOLLOWING STANDARDS AND
<br />MATERIAL PROPERTIES:
<br />STEEL FOR DECK ASTM A653, MINIMUM YIELD STRENGTH OF 33 KSI
<br />HOT-DIP GALVANIZING ASTM A653 G60
<br />ROOF DECK SHALL BE HOT-DIP GALVANIZED, UON
<br />RD-2)PROVIDE STEEL ROOF DECK WITH DEPTH AND MINIMUM GAGE INDICATED ON
<br />DRAWINGS. PROVIDE ANCHORAGE TO SUPPORTING MEMBERS AS INDICATED ON
<br />DRAWINGS.
<br />RD-3)DESIGN AND DETAIL ROOF DECK AND ITS ANCHORAGE TO SUPPORTING MEMBERS
<br />TO SUPPORT SCHEDULED DESIGN LOADS, INDICATED DIAPHRAGM SHEAR, AND
<br />INDICATED ROOF UPLIFT. ASSUME ROOF DIAPHRAGM LOADS AND ROOF UPLIFT LOADS
<br />TO BE APPLIED SIMULTANEOUSLY.
<br />RD-4)STEEL ROOF DECK AND ITS ANCHORAGE TO STRUCTURAL FRAMING SHALL BE
<br />CAPABLE OF WITHSTANDING THE FOLLOWING MINIMUM LOADING REQUIREMENTS:
<br />A. GRAVITY LOAD 30 PSF
<br />B. DIAPHRAGM SHEAR DESIGN FORCE 400 PLF
<br />C. NET UPLIFT FORCE 10 PSF
<br />ASSUME ROOF DIAPHRAGM LOADS AND ROOF UPLIFT LOADS TO BE APPLIED
<br />SIMULTANEOUSLY.
<br />RD-5)ROOF DECK AND ITS ANCHORAGE TO SUPPORTING MEMBERS SHALL MEET THE
<br />FOLLOWING MINIMUM FASTENING REQUIREMENTS
<br />A. AT ENDS OF UNITS AND AT ALL INTERMEDIATE SUPPORTS: BY PUDDLE WELDS NOT
<br />LESS THAN [5/8]INCH DIAMETER SPACED NOT MORE THAN [12]INCHES ON CENTER
<br />MAX.
<br />B. SIDE LAPS OF ADJACENT UNITS: SHALL BE FASTENED BY SIDE SEAM WELDING OR
<br />SIDELAP SCREWS SPACED PER MANUFACTURERS ENGINEERED CALCULATIONS WITH
<br />A MAXIMUM SPACING OF 24 INCHES ON CENTER. ARC SEAM WELDS SHALL BE A
<br />MINIMUM OF 1-1/2 INCH BY 1/2 INCH.
<br />RD-6)NO LOADS SHALL BE HUNG DIRECTLY FROM STEEL ROOF DECK WITHOUT PRIOR
<br />WRITTEN APPROVAL OF THE DECK SUPPLIER AND REVIEW BY THE SER.
<br />RD-7)DECKING CONTRACTOR SHALL COORDINATE DECK OPENING SIZES AND
<br />LOCATIONS FROM ARCHITECTURAL AND MEP CONTRACT DOCUMENTS, PROVIDE
<br />HEADER MEMBERS OR REINFORCEMENT AS REQUIRED BY TYPICAL DETAILS EVEN IF
<br />NOT SHOWN ON THE PLANS, AND SUBMIT PROPOSED OPENINGS THROUGH SLAB/DECK
<br />FOR REVIEW BY THE DESIGN PROFESSIONALS.
<br />SY SURVEYS
<br />SY-1)SURVEY OF FLAT PLATE OR FLAT SLAB CONCRETE FLOORS CONSTRUCTION: SEE
<br />DETAILS NOTES AND DRAWINGS.
<br />SY-2)SURVEY OF VERTICAL OF HIGH RISE CONSTRUCTION.
<br />SY-3)SURVEY OF LONG SPAN CONSTRUCTION.
<br />SF SURVEY OF FLAT PLATE CONCRETE FLOORS
<br />SF-1)SURVEY OF FLAT PLATE OR FLAT SLAB CONCRETE FLOORS DURING
<br />CONSTRUCTION, FOR BUILDINGS WITH FOUR FLOORS OR MORE:
<br />A. SUBMIT A SURVEYING PLAN FOR INFORMATION 30 DAYS PRIOR TO THE START OF THE
<br />FIRST FLAT PLATE/SLAB FLOOR CONSTRUCTION.
<br />B. SUBMIT ELEVATION SURVEYS FOR RECORD AT FLOORS B4 THROUGH 34 IMMEDIATELY
<br />UPON COMPLETION OF SURVEYS AT THE FOLLOWING STAGES. ALL SURVEYS ARE TO
<br />THE BOTTOM OF THE SLAB:
<br />1. PRIOR TO THE PLACEMENT OF CONCRETE
<br />2. WITHIN ONE DAY OF PLACEMENT
<br />3. AT STRIPPING OF SHORING, PRIOR TO INSTALLATION OF RESHORING
<br />4. IMMEDIATELY AFTER ALL RESHORING HAS BEEN REMOVED FROM ABOVE AND BELOW
<br />THE SLAB
<br />C. PROVIDE ELEVATION SURVEYS AT ADDITIONAL FLOORS BASED ON THE DESIGN
<br />TEAM’S EVALUATION OF THE INITIAL SURVEY RESULTS.
<br />D. FOR EACH SURVEY PROVIDE MEASUREMENTS AT THE FOLLOWING POINTS:
<br />1. EACH COLUMN
<br />2. EACH WALL AT INTERSECTION WITH COLUMN LINES
<br />3. EACH POINT DESIGNATED BY DRAWINGS WITH A CAMBER
<br />4. ALONG THE PERIMETER, MIDSPAN OF EACH BAY
<br />5. ALONG THE GRID LINES, MIDSPAN OF EACH BAY
<br />6. CENTER OF EACH BAY
<br />E. BASED ON THE REVIEW OF SURVEY RESULTS, THE STRUCTURAL ENGINEER MAY
<br />MODIFY DESIGN CAMBER VALUES AND/OR COMMENT ON CONSTRUCTION METHODS
<br />(RESHORING, SEQUENCING, ETC.)
<br />SP STRUCTURAL PRECAST CONCRETE
<br />SP-1)TYPICAL DETAILS INDICATE GENERAL CRITERIA FOR DESIGN AND DETAILING
<br />OF PRECAST CONCRETE. PROVIDE DESIGNS THAT MEET INDICATED CRITERIA AND
<br />LISTED CODES AND STANDARDS.
<br />SP-2)PROVIDE CONNECTIONS BETWEEN ADJACENT PRECAST UNITS TO TRANSMIT
<br />[xxx]POUNDS PER LINEAR FOOT OF DIAPHRAGM LOADS.
<br />SP-3)PROVIDE CAMBER TO LIMIT DEFLECTION SUCH THAT NO POINT OF THE
<br />DEFLECTED STRUCTURE EXCEEDS [XX]”BELOW THE STATED ELEVATION.
<br />CAMBER DESIGN SHALL INCLUDE EFFECTS OF LONG-TERM DEFLECTION,
<br />SHRINKAGE, CREEP, AND MAXIMUM ALLOWABLE CONSTRUCTION TOLERANCES.
<br />SP-4)DO NOT USE POWER-DRIVEN ANCHORS OR ANCHORS WHICH REQUIRE
<br />DRILLING INTO PRESTRESSED UNITS. SUBMIT PROPOSED ANCHOR PROCEDURES
<br />FOR PRECAST UNITS TO THE DESIGN PROFESSIONALS AND PRECAST SUPPLIER
<br />FOR REVIEW.
<br />PT POST-TENSIONED CONCRETE
<br />PT-1)POST-TENSIONING STRAND: ASTM A416, GRADE 270, LOW RELAXATION TYPE,
<br />1/2-INCH DIAMETER, 7-WIRE STRAND, UNBONDED, UON.
<br />PT-2)TENDONS SHALL BE PLASTIC SHEATHED, GREASED, AND RUST PROTECTED.
<br />PROVIDE COMPLETE WATERTIGHT ENCAPSULATION SYSTEM FOR PRESTRESSING
<br />STEEL, ANCHORAGES, AND COUPLINGS.
<br />PT-3)POST-TENSIONING FORCES INDICATED ON THE STRUCTURAL DRAWINGS ARE
<br />THE REQUIRED FINAL EFFECTIVE FORCES AFTER ALL IMMEDIATE AND LONG-TERM
<br />LOSSES.
<br />PT-4)PROPER TENDON LOCATION SHALL HAVE PRIORITY OVER ALL OTHER
<br />MATERIALS AND TRADES. RELOCATING TENDONS CAN ONLY BE DONE WITH PRIOR
<br />WRITTEN APPROVAL FROM THE SER.
<br />PT-5)THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE SER WHERE TENDONS
<br />FOR DIFFERENT POST-TENSIONED MEMBERS INTERFERE WITH ONE ANOTHER.
<br />RELOCATING TENDONS CAN ONLY BE DONE WITH PRIOR WRITTEN APPROVAL
<br />FROM THE SER.
<br />PT-6)THE STRESSING OF TENDONS SHALL BE PERMITTED ONLY AFTER THE
<br />CONCRETE HAS ATTAINED AT LEAST 75 PERCENT OF THE SPECIFIED COMPRESSIVE
<br />STRENGTH / A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI.(MINIMUM 4000PSI
<br />COMPRESSIVE STRENGTH REQUIRED AT LEVEL 06+)
<br />PT-7)POST-INSTALLED ANCHORS SHALL NOT PENETRATE MORE THAN 3/4- INCH
<br />INTO POST-TENSIONED MEMBER UNLESS SPECIAL PRECAUTIONS ARE USED TO
<br />INDICATE LOCATIONS OF ALL TENDONS. POST-INSTALLED ANCHORS INTO POST-
<br />TENSIONED MEMBERS SHALL NOT BE PERMITTED WITHOUT PRIOR WRITTEN
<br />APPROVAL FROM THE SER.
<br />PT-8)CORING OF POST-TENSIONED MEMBERS SHALL NOT BE PERMITTED WITHOUT
<br />WRITTEN APPROVAL FROM THE SER.
<br />PT-9)THE CONTRACTOR SHALL COORDINATE THE LOCATION OF EMBEDDED ITEMS
<br />WITH POST-TENSIONING MATERIAL SUPPLIER AND RESOLVE ANY CONFLICTS PRIOR
<br />TO INSTALLATION.
<br />T: F:
<br />© Gensler
<br />Date Description
<br />Project Name
<br />Project Number
<br />Description
<br />Scale
<br />Seal / Signature
<br />2021
<br />Tel 949.863.9434
<br />Fax 949-553-1676
<br />4675 MacArthur Court
<br />Suite 100
<br />Newport Beach, CA
<br />92600
<br />USA
<br />301 N. Broadway, Santa Ana, CA
<br />707 Wilshire Blvd, Suite 4450
<br />Los Angeles, CA 90017-3618
<br />Thornton Tomasetti, Inc.
<br />213.330.7700 213.330.7001
<br />3RD & BROADWAY -
<br />RESIDENTIAL
<br />12" = 1'-0"
<br />11/19/2024 3:19:58 PM
<br />R1.S0.03
<br />GENERAL NOTES
<br />S21043.00
<br />A 06.10.2022 REISSUE FOR PLAN CHECK
<br />B 06.17.2024 REVISION TO PERMIT
<br />1/7/25
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