HomeMy WebLinkAboutS-102 - STRUCTURAL NOTES(CONT.)Ir
ALLOWED FROM WHEN WATER IS ADDEDVTO THE MIX UNTIL IT IS DEPOSITED IN ITS FINAL POSITION
SHALL NOT EXCEED 90 MINUTES. IF FOR ANY REASON THERE IS AD ELAY SUCH THAT A BATCH IS HELD
FOR LONGER THAN 90 MINUTES THE CONCRETE SHALL NOT BE PLACED.
IT SHALL BE THE RESPONSIBILITY OF THE TESTING LABORATORY TO NOTIFY THE OWNER'S
REPRESENTATIVE AND THE CONTRACTOR OF ANY NONCOMPLIANCE WITH THE ABOVE.
CALCIUM CHLORIDES SHALL NOT BE UTILIZED IN THE WORK.
OTHER ADMIXTURES MAY BE USED ONLY WITH THE APPROVAL OF THE ENGINEER.
NORMAL WEIGHT CONCRETE 145 PCF 28-DAY COMPRESSIVE STRENGTH: 4000PSI
FOUNDATIONS 400PSI
SLAB
SLAB ON GRADE 400OPSI
COLUMNS, BEAMS AND ELEVATED SLABS 400OPSI
CONCRETE IN BRACKISH ENVIRONMENTS WITH 0.40 W/C RATIO
CONSTRUCTION LOADS.
CONCRETE BEAM SIZES MAY BE INCREASED AS REQUIRED FOR ARCHITECTURAL DETAILS OR TO FIT
BLOCK COURSING
PROVID 3/4 IN CHAMFER FOR ALL EXPOSED CORNERS.
REINFORCING STEEL
REBAR SHALL BE ASTM A615 GRADE 60 DEFORMED BARS, FREE FROM OIL, SCALE AND RUST AND PLACED
IN ACCORDANCE WITH THE TYPICAL BENDING DIAGRAM AND PLACING DETAILS OF THE ACI STANDARDS
AND SPECIFICATIONS.
WHEN APPLICABLE INCLUDED IN THE DESIGN CONTRACT),CONTRACTOR SHALL SUBMIT REBAR SHOP
DRAWINGS FOR REVIEW PRIOR TO FABRICATION.
REINFORCING SHALL BE ACCURATELY PLACED, RIGIDLY SUPPORTED AND FIRMLY TIED IN PLACE, WITH
APPROPRIATE BAR SUPPORTS AND SPACERS. DETAILS OF CONCRETE REINFORCEMENT SHALL BE IN
ACCORDANCE WITH'THE MANUAL OF STANDARD PRACTICE FOR REINFORCED CONCRETE CONSTRUCTION'
AS PUBLISHED BY THE CONCRETE REINFORCING STEEL INSTITUTE UNLESS OTHERWISE NOTED.
PLACING DRAWINGS AND BAR LISTS SHALL CONFORM TO ACI'S'MANUAL OF STANDARD PRACTICE FOR
DETAILING REINFORCED CONCRETE STRUCTURES.' (ACI SP-66)
LAP CONTINUOUS REINFORCING 48 BAR DIA.
LAP BOTTOM STEEL OVER SUPPORTS AND TOP STEEL AT MIDSPAN (U.N.O.).
HOOK DISCONTINUOUS ENDS OF TOP BARS AND ALL BARS IN WALLS (U.N.O.).
PROVIDE COVER OVER REINFORCING AS FOLLOWS:
ELEMENTS
SOT
TOP
SIDES
FOOTINGS AND PILE CAPS
3'
2'
3'
GRADE BEAMS WITH SIDES FORMED
3'
2-
2'
BEAMS ABOVE GRADE
1 1/2'
1 1/2'
1 1/2'
COLUMNS
-
-
11/2'
SLABS ON GRADE
7
1"
2'
SLABS ABOVE GRADE
3/4'
3r4'
1'
SLABS EXP. TO WEATHER (115)
1 1/2'
1 1/2'
1 1/2'
SLABS EXP. TO WEATHER (LAGRGER)
2'
2'
2'
WALLS RETAINING FILL
-
-
2'
WALLS ABOVE GRADE
-
-
1'
CONCRETE CAST AGAINST EARTH
3"
3"
3'
'IF GRADE BEAM SIDES ARE UNFORMED EXCAVATE 2" WIDER 1" EACH SIDE THAN SPECIFIED AND INCREASE
COVER TO T.
HORIZONTAL AND VERTICAL BARS SHALL LAP 6 X BAR SEE LAP SPLICE SCHEDULE.
UNSCHEDULED FIELD LAPS ARE SUBJECT TO ENGINEER'S
REVIEW.
TENSION LAP SPLICE SCHEDULE:
PLAN REINFORCEMENT
MASONRY
BAR NO.
OTHERTHAN
SPICE LENGTH
TO FEARS
TOPBARS
(3000 PSI)
(4000 PSI)
(3000 PSI)
(4000 PSI)
3
-
16'
16"
21'
IT
4
24"
22'
19"
28'
24"
5
30"
27"
23"
35"
30"
6
36"
35"
31"
46"
40"
7
42"
48"
42"
63"
54"
PROVIDE 3'-0"X3'-0" CORNER BARS LAPPED AND TIED TO EACH BEAM REBAR, TYPICALAT ALL CORNERS. THESE
CORNER BARS SHALL BE THE SAME SIZE AS LONGITUDINAL BEAM BARS. SEE DETAILS FOR ADDITIONAL
INFORMATION.
REINFORCEMENT SHALL BE CAREFULLY PLACED, RIG IDLY SUPPORTED AND WELL TIED WITH BAR SUPPORTS
AND SPACERS.
REINFORCING STEEL IN FOOTINGS SHALL BE ASSEMBLED AS MATS WITH BARS EQUALLY SPACED AND WIRED
TOGETHERAT EACH INTERSECTION BEFORE CONCRETE IS PLACED.
DOWEL COLUMN AND WALL REINFORCING TO FOOTING WITH SAME SIZE AND NUMBER OF DOWELS AS
VERTICAL BARS ABOVE.
DOWELS SHALL BE HOOKED'L' AT BOTTOM AND SHALL BE LAPPED 36 BAR DIAMETER WITH THE COLUMN OR
WALL REINFORCING ABOVE.
PROVIDE THE FOLLOWING TEMPERATURE REINFORCING FOR ONE-WAY SLABS, U.N.O.:
SLAB THICKNESS
REINFORCING
31/2"-41/4"
#3@72"U.N.O
41/2"-6112"
#4@18"U.N.0
61/2-71/7
#4@15"U.N.0
71/2'-81/2'
#4@12.1
UTILITIES SHALL NOT PENETRATE BEAMS OR COLUMNS BUT MAY PASS THROUGH SLABS AND WALLS
INDIVIDUALLY, U.N.O.
FOR OPENINGS 24" WIDE OR LESS, ADD (1) #5 X V MID DEPTH DIAGONAL AT ALL FOUR CORNERS.
FOR OPENINGS BETWEEN 12" AND 24' WIDE, CUT REINFORCING AND REPLACE ALONGSIDE OPENING WITH
SPLICE BARS OF EQUIVALENT AREA WITH 48 BAR DIA. LAP.
PREPARE AND SUBMIT SHOP DRAWINGS FOR OPENINGS WIDER THAN 24".
WHERE REINFORCING STEEL CONGESTION PERMITS, CONDUITAND PIPES UP TO 1" DIAMETER MAY BE
EMBEDDED IN CONCRETE. PER ACI 318, SECTION 6.3., SPACE AT 3" DIAMETERS O.C. PLACE BETWEEN OUTER
LAVERS OF REINFORCING.
IF CONDUITS ARE SIGNIFICANTLY CONGESTED, ADDITIONAL REINFORCING PERPENDICULAR TO PIPING MAY BE
REQUIRED. REQUESTS TO EMBED LARGER PIPES SHOULD BE ACCOMPANIED BY A DETAILED DESCRIPTION
AND BE SUBMITTED TO THE SEOR FOR EVALUATION.
HOLES ARE BY OTHERS UNLESS OTHERWISE NOTED. FIELD -CUT HOLES THROUGH THE UNITS MAY NOT
CUT PRESTRESSED STRANDS WITHOUT PRIOR WRITTEN APPROVAL FROM PRE -CAST PLANK
MANUFACTURER AND THEIR ENGINEER OF RECORD.
THE GENERAL CONTRACTOR SHALL INSURE THAT VERTICAL RISERS ETC. DO NOT INTERFERE WITH
PLACEMENTOF HOLLOW CORE UNITS.
HOLLOW CORE UNITS MAY NOT BE LIFTED BY INSERTING HOOKS, BARS OR OTHER LIFTING DEVICES INTO
THE VOIDS AND MAY NOT BY INVERTED. HOLLOW CORE UNITS MUST BE LIFTED 1'-0" FROM THE END ONLY.
THE CLIENT AND/OR HIS AGENT WILL BE RESPONSIBLE FOR ALL DIMENSION AND DETAILS TAKEN FROM THE
CONTRACT DRAWINGS AND SHOWN HEREON. FOR WILL NOT RESPONSIBLE FOR ANY CHANGES MADE
AFTER APPROVAL OF THESE DRAWINGS.
EED FLEXURAL MEMBERSTHE GEERAL
RELEASED FOR CONSTRUCTION SF ADDITIONAL THICKNESS OFDTOPPING INS NEEDED
NGINEERING DEPARTMENT FOR APPROVAL.
Subject to compliance with all regulations
of State and Local Codes 3 WITH A POURABLE GROUT CONSISTING OF 1 PART
City of Camel ROUTED DECK S HALL B E ALLOWED TO CU RE BE FORE
LES OR APPLYING ANY FURTHER CONSTRUCTION
nu
CORE SLABS KEYWAYS MUST BE PERFORMED
�mis1 )LLOW CORE SLABS.
I.
DATE: 07/22/19
MINOR CRACKING HAIRLINE AND TENSION WILL OCCUR IN PRECAST/PRESTRESSED CONCRETE CREATED BY
SHRINKAGE OF CONCRETE AND TEMPORARY LOADS DURING PRODUCTION TRANSPORTATION TU ERECTION
WITHOUT BEING STRUCTURALLY DETRIMENTAL O THE UNITS. THESE CRACKS HAVE NO STRUCTURAL
SIGNIFICANCE AND PR NOT AFFECT DURABILITY OF THE UNITS. CRACKING SHOULD NOT BE CAUSE FOR
REJECTION WHEN PROPERLY REPAIRED.
PROVIDE GRADE A FINISH TO PRECAST CONCRETE UNITS. FURNISH UNITS THAT ARE'CARPET READY' WITH NO
TOPPINGS.
MINOR CRACKING (HAIRLINE AND TENSION) WILL OCCUR IN PRECAST/PRESTRESSED CONCRETE CREATED BY
SHRINKAGE OF CONCRETE AND TEMPORARY LOADS DURING PRODUCTION TRANSPORTATION OR ERECTION
WITHOUT BEING STRUCTURALLY DETRIMENTAL TO THE UNITS. THESE CRACKS HAVE NO STRUCTURAL
SIGNIFICANCE AND DO NOT AFFECT DURABILITY OF THE UNITS. CRACKING SHOULD NOT BE CAUSE FOR
REJECTION, WHEN PROPERLY REPAIRED.
PROVIDE GRADE A FINISH TO PRECAST CONCRETE UNITS. FURNISH UNITS THAT ARE CARPET READY' WITH NO
TOPPINGS.
SHOP DRAWINGS SHALL DETAIL FABRICATION AND INSTALLATION OF PRECAST STRUCTURAL CONCRETE
UNITS AND SHALL INDICATE MEMBER LOCATIONS, SETTING PLANS, ELEVATIONS, DIMENSIONS, SHAPES, CROSS
SECTIONS, OPENINGS, TYPES OF REINFORCEMENT, INCLUDING SPECIAL REINFORCEMENT AND PLANK\HEADER
DESIGN CALCULATIONS. INDICATE WELDED CONNECTIONS BY AWS STANDARD SYMBOLS. DETAIL LOOSE AND
CAST -IN HARDWARE, INSERTS, CONNECTIONS AND JOINTS, INCLUDING ACCESSORIES. INDICATE LOCATIONS
AND DETAILS OF ANCHORAGE DEVICES TO BE EMBEDDED IN OTHER CONSTRUCTION.
COMPREHENSIVE ENGINEERING ANALYSIS, SIGNED AND SEALED BY AQUALIFIED STATE LICENSED
PROFESSIONAL ENGINEER RESPONSIBLE FOR ITS PREPARATION, SHALL BE SUBMITTED TO THE FOR FOR
REVIEW.
NO STRUCTURAL CONCRETE SHALL BE STRIPPED UNTIL IT HAS REACHED AT LEAST TWO-THIRDS OF THE 28
DAY DESIGN STRENGTH.
FORMWORK, SHORING AND BRACING FOR ALL CONCRETE BEAMS, SLABS, COLUMNS, WALLS AND FOOTINGS
SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH ACI STANDARDS 347 AND 301 AND STATE
AND LOCAL BUILDING CODES AND SHALL BE DESIGNED BY A REGISTERED ENGINEER.
WELDED WIRE MESH
WELDED WIRE MESH SHALL BE ASTM A1064, GRADE 65, FREE FROM OIL, SCALE AND RUST AND SHALL BE
PLACED IN ACCORDANCE WITH THE ACI TYPICAL DETAILS.
MINIMUM LAP SHALL BE ONE SPACE PLUS TWO INCHES,
MASONRY
NET AREA COMPRESSIVE STRENGTH OF MASONRY: fm=1900 PSI.
NET AREA COMPRESSIVE STRENGTH OF MASONRY UNITS WITH MORTAR: fc=1900 PSI.
MORTAR SHALL CONFORM TO ASTM C270 AND THE FOLLOWING (UNLESS NOTED OTHERWISE)
FOR MASONRY BELOW GRADE : TYPE'M' W ITH A MINIMUM AVERAGE STRENGTH OF 2500 PSI
FOR MASONRY ABOVE GRADE: TYPE'S' W ITH A MINIMUM AVERAGE STRENGTH OF 1800 PSI
ALL CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90,'STANDARD SPECIFICATIONS FOR HOLLOW
LOAD BEARING CONCRETE MASONRY UNITS'.
MASONRY WALLS HAVE BEEN DESIGNED USING STRENGTH AND DEFLECTION DESIGN OF REINFORCED UNIT
MASONRY ARE DESIGNED ACCORDING TO STATE AND LOCAL BUILDING CODE AND ACI 530 SECTION 3.2.5.
USE WEDGE -TYPE EXPANSION ANCHORS SUCH AS THE HILTI KWIK BOLT ITN RAMSET RED HEAD
TRUBOLT WEDGE, POWERS RAWL POWER -STUD, SIMPSON STRONG -TIE WEDGE -AIL OR ACCEPTED
EQUIVALENT. FOLLOW MANUFACTURER'S SPECIFICATIONS FOR USE AND INSTALLATION.
CONFIRM THE ABSENCE OF REINFORCING STEEL BY DRILLING A 1/4" DIAMETER PILOT HOLE FOR EACH
ANCHOR. DO NOT CUT REINFORCING STEEL WITHOUT APPROVAL OF THE STRUCTURAL ENGINEER.
PROVIDE ANCHOR EMBEDMENT, SPACING AND EDGE DISTANCE AS SHOWN ON THE DRAWINGS.
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USE AN EPDXY, ACRYLIC OR POLYESTER RESIN ADHESIVE SYSTEM SUCH AS THE HILTI HIT HY150 2 PART
EPDXY INJECTION SYSTEM, OR ACCEPTED EQUIVALENT. FOLLOW MANUFACTURER'S SPECIFICATIONS FOR
USE AND INSTALLATION. CONFIRM THE ABSENCE OF REINFORCING STEEL BY DRILLING A 1/4' DLAMETER
PILOT HOLE FOR EACH ANCHOR. DO NOT CUT REINFORCING STEEL WITHOUTAPPROVAL OF THE
STRUCTURAL ENGINEER.
REFER TO MANUFACTURER'S INSTALLATION INSTRUCTIONS FOR APPROPRIATE DRILL SIZE. THOROUGHLY
CLEAN HOLE INCLUDING REMOVAL OF DUST PRIOR TO FILLING WITH EPDXY.
PROVIDE ANCHOR EMBEDMENT, SPACING AND EDGE DISTANCE AS SHOWN ON THE DRAWINGS.
POWDER ACTUATED FASTENERS
USE POWDER ACTUATED FASTENING SYSTEMS SUCH AS THOSE MANUFACTURED BY HILTI, ITw
RAMSET/REDHEAD, RAWL OR AN SEOR APPROVED ALTERNATE.
INSTALL IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS.
PROVIDE A MINIMUM OF TWO FASTENERS PER CONNECTION.
PROVIDE A MINIMUM PENETRATION IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS BUT NOT
LESS THAN 1-1/8" IN CONCRETE, U.N.O.
PROVIDE A MINIMUM ANCHOR SPACING AND EDGE DISTANCE OF 3" IN CONCRETE AND A MINIMUM
ANCHOR SPACING OF 1"AND EDGE DISTANCE OF 1/2' IN STEEL.
STRUCTURALSTEEL
THE MATERIAL, FABRICATION, AND ERECTION OF STRUCTURAL STEEL SHALL COMPLY WITH THE
SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR
BUILDINGS. 14TH EDITION BY THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION.
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ROLLED W AND WT SHAPES: ASTM A992, GRADE 50.
ROLLED M, S, C AND MC SHAPES AND ANGLES: ASTM A36, FY=36 KSI.
ANGLES, PLATES AND BARS: ASTM A36, FY=36 KSI.
COLD -FORMED HOLLOW STRUCTURAL SECTIONS (HSS):
ROUND SECTIONS: ASTM A500, GRADE C, FY-46 KSI.
SQUARE AND RECTANGULAR SECTIONS: ASTM A500, GRADE B, FY=46 KSI.
STEEL PIPE: ASTM A53, TYPE E OR S, GRADE B, FV=35 KSI.
SPACE FILLER BEAMS EQUALLY BETWEEN SUPPORTS, U.N.O.
DO NOT SPLICE STRUCTURAL STEEL MEMBERS EXCEPT WHERE INDICATED ON THE DRAWINGS
SEE ARCHITECTURAL AND MECHANICAL DRAWINGS FOR MISCELLANEOUS STEEL NOT SHOWN ON THE
STRUCTURAL DRAWINGS.
REFER TO ARCHITECTURAL DRAWINGS AND PROJECT SPECIFICATIONS (WHERE APPLICABLE) FOR
PAINTING AND FIREPROOFING
ALL STEEL SHALL RECEIVE SHOP AND FIELD TOUCH-UP COATS OF PAINT IN ACCORDANCE WITH SSPC
SPECIFICATIONS.
STEEL JOISTS
STEEL JOISTS SHALL BE DESIGNED, FABRICATED AND ERECTED IN ACCORDANCE WITH THE
'STANDARD SPECIFICATIONS FOR OPEN WEB STEEL JOISTS OF THE STEEL JOIST INSTITUTE (SJI)".
STEEL JOISTS SHALL BE DESIGNED BY THE MANUFACTURER. THE MANUFACTURER'S ENGINEER SHALL
BE RESPONSIBLE FOR THE DESIGN, ADEQUACY AND SAFETY OF ALL STEEL JOISTS. ALL SHOP
DRAWINGS SHALL BE SIGNED AND SEALED BY THE MANUFACTURER'S ENGINEER WITH THE
ENGINEER'S SEAL FOR THE STATE WHERE THE STRUCTURE IS LOCATED.
UNLESS OTHERWISE NOTED, STEEL JOISTS SHALL BE DESIGNED AS SIMPLY SUPPORTED, UNIFORMLY
LOADED TRUSSES WITH THE TOP CHORD BRACED AGAINST LATERAL BUCKLING. THE UNIFORM
DESIGN .
LOAD SHALL BE THE TOTAL SAFE UNIFORMLY DISTRIBUTED LOAD AS SHOWN IN THE SJI STANDARD
LOAD TABLE
WHEN NET UPLIFT FORCES DUE TO WIND ARE SHOWN ON THE DRAWINGS THE MANUFACTURER SHALL
DESIGN THE JOISTS, BRIDGING AND CONNECTIONS OF THE JOISTS TO THE SUPPORTING STRUCTURE
FOR THE NET UPLIFT. A SINGLE LINE OF BOTTOM CHORD BRIDGING MUST BE PROVIDED NEAR THE
FIRST BOTTOM CHORD PANEL POINTS WHENEVER UPLIFT DUE TO WIND FORCES IS SHOWN ON THE
DESIGN DRAWINGS.
WHEN NON -UNIFORM OR CONCENTRATED LOADS ARE SHOWN ON THE DRAWINGS, THE
MANUFACTURER SHALL DESIGN THE JOISTS IN ACCORDANCE WITH PARAGRAPH 4.1 OF THE STANDARD
SPECIFICATION FOR OPEN WEB STEEL JOISTS K-SERIES.
STEEL JOIST BRIDGING SHALL BE PROVIDED IN ACCORDANCE WITH THE Sit SPECIFICATION. ALL
BRIDGING AND BRIDGING ANCHORS SHALL BE PLACED AND STEEL JOIST ENDS FIXED PRIOR TO THE
APPLICATION OF ANY LOADS. BRIDGING THAT TERMINATES AT, OR IS INTERRUPTED BY, STRUCTURAL
STEEL BEAMS, MASONRY WALLS OR CONCRETE WALLS SHALL BE ATTACHED THERETO. COORDINATE
BRIDGING LOCATIONS TO AVOID INTERFERENCE WITH ALL MECHANICAL, ELECTRICAL AND FIRE
PROTECTION EQUIPMENT.
HOLES IN STEEL JOIST CHORDS WILL NOT BE PERMITTED, EXCEPT FOR BOLTED CONNECTIONS AT THE
BEARING END OF THE STEEL JOIST.
FIXTURES ETC. THAT ARE TO BE SUPPORTED OR HUNG FROM THE STEEL JOIST SHALL BE FRAMED
W ITH AUXILIARY FRAMING TO THE PANEL POINTS OF THE STEEL JOIST METHODS OF FRAMING THAT
INDUCE BENDING TO THE STEEL JOIST CHORDS OR WEB MEMBERS WILL NOT BE PERMITTED.
STEEL JOISTS AT COLUMN CENTER LINES SHALL BE BOLTED TO STRUCTURAL STEEL WITH TWO (2) 1/2"
DIAMETER BOLTS. WHERE STEEL JOISTS DO NOT SPACE TO COLUMN CENTER LINES, USE BOLTED
CONNECTIONS FOR THE STEEL CLOSEST TO THE CENTER LINE.
REPAIR OR REPLACE ALL DAMAGED STEEL JOISTS.
ALL JOISTS IN BAYS 40 FEET OR LONGER SHALL HAVE THE END CONNECTED TO THE SUPPORTING
STEEL STRUCTURE WITH ERECTION BOLTS PER OSHA REQUIREMENTS.
METAL ROOF DECK
METAL ROOF DECK SHALL COMPLY WITH THE REQUIREMENTS OF THE STEEL DECK INSTITUTE
SPECIFICATIONS AND COMMENTARY FOR STEEL ROOF DECK.
METAL ROOF DECK SHALL BE CONFIGURATED WITH THE DEPTH AND MINIMUM GAGE AS SHOWN ON
THE DRAWINGS. ATTACHMENT TO THE SUPPORTING STRUCTURE SHALL BE AS SHOWN ON THE
DRAWINGS AS A MINIMUM, SEE ROOF PLAN NOTES.
DO NOT HANG OR SUPPORT ANY LOADS FROM METAL ROOF DECK. METAL ROOF DECK SHALL BE
CONTINUOUS OVER A MINIMUM OF THREE SPANS.
DECK SHALL BE INSTALLED AND ATTACHED TO THE SUPPORTING STEEL AS RECOMMENDED BY DECK
MANUFACTURER.
ALL STEEL BEAMS (INCLUDING CHANNELS, STEEL TUBES, WIDE FLANGE SECTIONS, TRUSSES ETC)
SUPPORTING CONCRETE FLOORS ON STEEL DECK ARE TO BE CONSTRUCTED AS COMPOSITE WITH
THE SLAB AND SHALL BE CONSTRUCTED UNSHORED. U.N.O.
WELD 3W DIAMETER HEADED STEEL STUDS TO ALL COMPOSITE BEAMS- UNLESS BASE MATERIAL IS
THINNER THAN 0.311, (THEN, USE 51W DIAMETER STUDS.) WELD STUDS THROUGH DECK.
STUDS SHALL CONFORM TO AWS 01.1. STUD LENGTH SHALL EXTEND 1 1/2" ABOVE TOP FLUTE OF DECK.
SPACE STUDS AT 12" O.C. FOR GIRDERS SUPPORTING BEAMS AND AT 24' O.C. FOR BEAMS SUPPORTING
STEEL DECK ONLY, U.N.O.
SHEARSTUDS
SHEAR STUD CONNECTORS SHALL BE FABRICATED AND INSTALLED IN ACCORDANCE WITH AWS D1.1
'STRUCTURAL WELDING CODE', SECTION 7-STUD WELDING.
STUDS SHALL BE TYPE'B', HEADED STUDS HAVING A MINIMUM TENSILE STRENGTH OF 60.000 PSI, AND
SHALL BE OF LENGTH AND DIAMETER SHOWN ON STRUCTURAL DRAWINGS.
A325 AND A490 BOLTS SHALL COMPLY WITH "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325
OR A490 BOLTS' INCLUDING COMMENTARY.
USE A-307 BOLTS FOR ALL ERECTION BOLTS AND BOLTS LESS THAN 3/4" DIAMETER, U.N.O.
USE A-325 BOLTS FOR ALL TYPICAL BOLTS
ANCHOR RODS SHALL BE ASTM F1554 GRADE 55 WITH SUPPLEMENTARY REQUIREMENT S1, HOOKED AND
1 1/2 ASTM F1554 GRADE 105 WITH SUPPLEMENTAL REQUIREMENTS, STRAIGHT WITH NUTS AND
WASHERS EACH END.
TIGHTEN BEARINGTYPEBOLTS (A-325N, A-325X, A490N, AND A-490X) TO THE SNUG TIGHT CONDITION AS
FOLLOWS:
BOLTS SHALL BE PLACED IN ALL HOLES, WITH WASHERS POSITIONED AS REQUIRED AND NUTS
THREADED TO COMPLETE THE ASSEMBLY.
COMPACTING THE JOINT TO THE SNUGTIGHTCONDITION SHALL PROGRESS SYSTEMATICALLY FROM
THE MOST RIGID PART OF THE JOINT.
THE SNUG -TIGHTENED CONDITION IS THE TIGHTNESS THAT IS ATTAINED WITH A FEW IMPACTS OF AN
IMPACT WRENCH OR THE FULL EFFORT OF AN IRON WORKER USING AN ORDINARY SPUD WRENCH.
MORE THAN ONE CYCLE THROUGH THE BOLT PATTERN MAY BE REQUIRED TO ACHIEVE THE SNUG
TIGHTENED JOINT.
TIGHTEN SLIP -CRITICAL BOLTS (A-325SC AND A-490SC) TO THE MINIMUM FASTENER TENSION INDICATED
IN TABLE 8.1 OF THE'SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A-325 OR ASTM A-490
BOLTS" AS FOLLOWS:
BEGIN FINAL TIGHTENING OF SLIP -CRITICAL BOLTS ONLY AFTER A SNUGTIGHTJOINT AS DESCRIBED
ABOVE IS ACHIEVED.
IF SPLINED END OF TENSION -CONTROL BOLTS IS SEVERED PRIOR TO ACHIEVING SNUG -TIGHT JOINT,
REMOVE AND REPLACE THE FASTENER ASSEMBLY.
PROGRESS SYSTEMATICALLY FROM THE MOST RIGID PART OF THE JOINT.
DETERMINE TENSION USING EITHER LOAD INDICATOR WASHERS OR TENSION -CONTROL BOLTS.
AT THE CONTRACTOR'S OPTION, SLIP -CRITICAL BOLTS MAY BE INSTALLED IN EITHER STANDARD,
OVERSIZE, OR SHORT SLOTTED HOLES. DESIGN OF CONNECTIONS USING SLIP CRITICAL BOLTS IS BASED
ON A CLASS A FAILING SURFACE AND OVERSIZED HOLES.
PROVIDE HARDENED WASHERS CONFORMING TO ASTM F436 AND PLACE UNDER THE PART BEING
TURNED.
DO NOT REUSE OR RETIGHTENS BOLTS WHICH HAVE BEEN FULLY TIGHTENED. USE ONLY NON -
GALVANIZED NUTS AND BOLTS THAT ARE CLEAN, RUST -FREE AND WELL LUBRICATED. BOLTS AND NUTS
SHALL BE WAX DIPPED BY THE BOLT SUPPLIER OR LUBRICATED WITH JOHNSON'S STICK WAX 140.
CLEANING AND LUBRICATION OF ASTM F1852TWIST-OFF-TYPE TENSION -CONTROL BOLTS IS NOT
PERMITTED.
WHERE SLOTTED HOLES ARE USED TO ACCOMMODATE THERMAL MOVEMENT, NOTIFY THE ENGINEER IF
BOLT IS EXPECTED TO HIT THE END OF SLOT, BASED ON TEMPERATURE AT TIME OF INSTALLATION.
STORE FASTENER COMPONENTS IN SEALED CONTAINERS UNTIL READY FOR USE. RESEAL OPEN
CONTAINERS TO PREVENT CONTAMINATION BY MOISTURE OR OTHER DELETERIOUS SUBSTANCES.
STORE CLOSED CONTAINERS FROM DIRT AND MOISTURE IN A PROTECTIVE SHELTER. TAKE FROM
PROTECTIVE STORAGE ONLY AS MANY FASTENER COMPONENTS AS ARE ANTICIPATED TO BE INSTALLED
DURING THE WORK SHIFT. FASTENER COMPONENTS THAT ARE NOT INCORPORATED INTO THE WORK
SHALL BE RETURNED TO PROTECTIVE STORAGE AT THE END OF THE WORKSHIFT. FASTENERS FROM
OPEN CONTAINERS AND FASTENERS THAT ACCUMULATE RUST OR DIRT SHALL NOT BE USED AND SHALL
BE IMMEDIATELY AND PERMANENTLY REMOVED FROM THE PROJECT SITE.
CLEAN CONCRETE AND MASONRY BEARING SURFACE OF BOND -REDUCING MATERIALS AND CLEAN
BOTTOM OF BASE AND BEARING PLATE.
SET BASE OR BEARING PLATE ON WEDGES OR OTHER ADJUSTING DEVICES.
TIGHTEN ANCHOR RODS AFTER STRUCTURAL STEEL FRAME HAS BEEN PLUMBED. DO NOT REMOVE
WEDGES OR SHIMS BUT IF PROTRUDING CUT OFF FLUSH WITH EDGE OF BASE OR BEARING PLATE
PRIOR TO PACKING WITH GROUT.
PACK OR POUR NON -SHRINK, NON-METALLIC GROUT SOLIDLY BETWEEN BEARING SURFACE AND BASE
OR BEARING PLATE. ENSURE THAT NO VOIDS REMAIN. FINISH EXPOSED SURFACES, PROTECT GROUT
AND ALLOW TO CURE.
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BASE PLATES MUST BE GROUTED A MINIMUM OF 72 HOURS PRIOR TO PLACING CONCRETE SLABS ON
SUPPORTING STEEL STRUCTURE.
CUT, DRILL OR PUNCH HOLES PERPENDICULAR TO METAL SURFACES. REAM HOLES THAT MUST BE
ENLARGED TO ADMIT BOLTS AS PERMITTED BY THE EOR. DO NOT ENLARGE UNFAIR HOLES BY
BURNING OR USING DRIFT PINS.
BRICK VENEER
BRICK
NOMINAL 4-IN. (100 MM) THICK BRICK,CONFORMING TO ASTM C 62 OR ASTM C 216, SHOULD BE USED
FOR BRICKVENEER. GRADE SW BRICK IS RECOMMENDED
MORTAR
TYPE N PORTLAND CEMENT -LIME MORTAR IS RECOMMENDED FOR BRICK VENEER, EXCEPT THAT TYPE
M PORTLAND CEMENT -LIME MORTAR SHOULD BE USED FOR BRICK VENEER BELOW GRADE,
WHERE THE BRICKWORK IS IN CONTACT WITH EARTH.
CORRUGATED METAL TIES
CORRUGATED METAL TIES SHOULD BE CORROSION -RESISTANT. THEY SHOULD BE AT LEAST 22
GAGE, 7/9IN. (22 MM) WIDE AND 6IN. (150 MM) LONG.
METAL WIRE TIES
METAL WIRE TIES SHOULD BE AT LEAST 9 GAGE AND CORROSION -RESISTANT. IT IS RECOMMENDED
THAT 3/16 -IN. (4.7 MM) DIAMETER METAL WIRE TIES BE USED TO FASTEN THE BRICK VENEER TO A
STRUCTURAL FRAME. METAL WIRE TIES SHOULD COMPLY WITH ASTM A 82 OR A 185.
WOOD FRAME
CORROSION -RESISTANT NAILS SHOULD BE USED TO ATTACH THE CORRUGATED METAL TIES TO WOOD
FRAME CONSTRUCTION. THE NAILS SHOULD PENETRATE AT LEAST 1 114 IN MATERIALS, ARE PLACED IN
OPEN WEEPHOLES, BUT THIS SHOULD NOT BE DONE INDISCRIMINATELY. MATERIALS SUCH AS METAL
SCREENING CAN CORRODE AND CAUSE STAINING OF THE MASONRY.
STEEL ANGLES
STEEL ANGLES FOR LINTELS SHOULD BE A MINIMUM 1/4 IN. (6.2 MM) THICK WITH AT LEAST 3-IN. (75 MM)
LEGS AND THESTEEL SHOULD CONFORM TO ASTM A 36. FOR INFORMATION ON STEEL LINTELS FOR
BRICK MASONRY, SEE TECHNICAL NOTES 31B REVISED.
ANGLES
WHEN CONSTRUCTING BRICK VENEER ON CONTINUOUS CORROSION -RESISTANT STEEL ANGLES, THE
FIRST COURSE OF BRICK SHOULD BE LAID IN A MORTAR SETTING BED.
CAULKING OR SEALANTS
CAULKING JOINTS AT THE PERIMETER OF EXTERIOR DOOR AND WINDOW FRAMES SHOULD NOT BE
LESSTHAN 1/41N. (6 MM) NOR MORE THAN W8 IN. 10 MM) WIDE. THEY SHOULD BE CLEANED FOR A
DEPTH OF 3141N. (20 MM).
EXPANSION JOINT
THE VERTICAL EXPANSION JOINT IN STRAIGHT WALL SHOULD NOT BE MORE THAN 25,
WELDING SHALL BE DONE BY AWS CERTIFIED WELDERS USING THE MOST RECENT AWS APPROVED
TECHNIQUES. SHIELDED METAL ARC WELDING (SMAW) SHALL USE E70XX LOW HYDROGEN
ELECTRODES.
ALL SHOP AND FIELD WELDING SHALL CONFORM TO THE AWS D1.1 STRUCTURAL WELDING CODE BY
THE AMERICAN WELDING SOCIETY.
WHERE NECESSARY, REMOVE GALVANIZING OR PRIMER PRIOR TO WELDING.
COLD FORMED STEEL STUDS
ALL LIGHT GAGE METAL FRAMING AND CONNECTIONS SHALL BE DESIGNED, FABRICATED AND ERECTED
IN ACCORDANCE WITH AISI'SPECIFICATION FOR THE DESIGN OF COLD FORMED STEEL STRUCTURAL
MEMBERS" AND NAAMM MUSFA 540 "LIGHTWEIGHT STEEL FRAMING SYSTEMS MANUAL."
ALL LIGHT GAGE METAL FRAMING SHOWN IN THESE DOCUMENTS IS IN ACCORDANCE WITH THE STEEL
STUD MANUFACTURERS ASSOCIATION (SSMA).
ALL STRUCTURAL MEMBERS SHALL BE FORMED FROM STEEL HAVING A GALVANIZED COATING
MEETING THE REQUIREMENTS OF ASTM A-653. STEEL MATERIAL SHALL HAVE A MINIMUM YIELD STRESS
OF 50 KSI U.N.O.
ALL CONNECTIONS SHALL BE MADE WITH A MINIMUM OF (4) #12-14 SCREWS OR EQUIVALENT WELDS.
(UNLESS NOTED OTHERWISE ON THE DRAWINGS)
ALL SCREWS SHALL BE OF THE DIAMETER AND SIZE INDICATED ON THE DRAWINGS AND SHALL BE
THOSE MANUFACTURED AND TESTED BY ITW BUILDEX. A MINIMUM OF 1/2 INCH EDGE DISTANCE AND
SCREW SPACING IS REQUIRED, UNLESS NOTED OTHERWISE ON THE DRAWINGS. SCREW PENETRATION
THROUGH JOINED MATERIALS SHALL NOT BE LESS THAN THREE EXPOSED THREADS SELECT SCREWS
WITH AN ADEQUATE CUTTING TIP TO ACCOMMODATE THE TOTAL THICKNESS TO BE DRILLED. DRILLING
MUST BE COMPLETED BEFORE THE THREADS ENGAGE THE MATERIAL. WHERE SCREW ATTACHMENTS
ARE MADE TO FRAMING COMPONENTS OF DIFFERENT THICKNESS, THE THINNEST COMPONENT MUST
BE PENETRATED FIRST. (UNLESS NOTED OTHERWISE). ALL SCREWS ARE TYPE 71'.
DIAGONAL STRAP BRACING (WHEN USED) SHALL BE ATTACHED AT ALL INTERSECTIONS WITH VERTICAL
MEMBERS WITH A #12-14 SCREW OR EQUIVALENT WELDS UNLESS NOTED OTHERWISE.
WELDING SHALL BE DONE IN ACCORDANCE WITH AWS D1.3 - LATEST EDITION, STRUCTURAL WELDING
CODE.
SUGGESTED WELD METAL AND PROCESS FOR SHOP WELDING ARE: 70 KSI WELD METAL STRENGTH
(MINIMUM). SUGGESTED METHODS FOR FIELD WELDING: 1/8" (UNLESS NOTED OTHERWISE) E70XX
(MINIMUM) ELECTRODE - SMAW; OR GASLESS MIG.
MINIMUM WELD THROAT THICKNESS (T) MUST MATCH OR EXCEED THE BASE STEEL THICKNESS OF THE
THINNEST CONNECTED PART UNLESS NOTED OTHERWISE.
WEB STIFFENERS FOR STUD JOISTS SHALL BE PROVIDED ATALL REACTION POINTS, INTERMEDIATE
CONCENTRATED LOADS AND WHERE INDICATED ON THE DRAWINGS.
SEQUENCING OF WELDS SHALL BE SO AS TO AVOID DISTORTION OF MEMBERS. REPLACE ALL
MEMBERS WHEN BURN THROUGH OCCURS DURING WELDING.
ALL FRAMING COMPONENTS SHALL BE CUT SQUARELY FOR ATTACHMENT TO PERPENDICULAR
MEMBERS OR AS REQUIRED ON ANGULAR FIT AGAINST ABUTTING MEMBERS. MEMBERS SHALL BE HELD
POSITIVELY IN PLACE UNTIL PROPERLY FASTENED.
NO SPLICES IN STUDS, JOISTS OR OTHER LOAD CARRYING MEMBERS MAY BE MADE WITHOUT PRIOR
ENGINEERING REVIEW AND SPECIFIC DETAILS FORANY SUCH SPLICES).
1t11101:D]: Itgj1 21121:E10] ,111Dl]9PI:iQ171671:iIINIP]CIflCUIeP/q:4,1VIS71:iIIN11l:7a
PROVIDE SLIP JOINTS WHERE NONBEARING METAL STUDS MEET FLOOR OR ROOF STRUCTURE. ALLOW
1/7 OF VERTICAL DEFLECTION AT SLIP JOINTS.
GENERAL CONTRACTOR SHALL SUBMIT COLD FORMED METAL FRAMING AND STRUCTURAL
CALCULATIONS SIGNED AND SEALED BY A QUALIFIED STATE LICENSED PROFESSIONAL ENGINEER TO
THE FOR FOR REVIEW. SHOP DRAWINGS SHALL COMPLY W ITH PROJECT DESIGN LOADS AND INCLUDE
THE FOLLOWING AS A MINIMUM: FRAMING LAYOUT, SPACING, SIZES, THICKNESS, TYPE,
FASTENING/ANCHORAGE DETAILS, REINFORCING CHANNELS, OPENING FRAMING, STRAPPING,
BRACING, BRIDGING, SPLICES, ACCESSORIES AND CONNECTION DETAILS.
FOLLOWING ARE THE DATA RECEIVED FROM THE GEOTECHNICAL AGENCY
GEOTECHNICAL COMPANY ALT B Will ENGINEERING, INC
DATE OF REPORT 2018-06-26
PROJECT NUMBER 181N0387
ALLOWABLE SOIL BEARING CAPACITY 2500 PSF (FOR CONVENTIONAL SPREAD FOOTING) &
2000 PSF (FOR CONTINUOUS WALL FOOTING)
A FROST DEPTH OF T-W BE UTILIZED FOR ALL EXTERIOR FOOTINGS IN NON -HEATED SPACE.
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SUITES BY HILTON
HOMEN,
CARMELJNDIANA
PROTOTYPE VERSION-V2.2 2016
REVISION: MAY 2016
ISSUE NO.
DELTA
SATE
DESCRIPTION
1
SO
2019.03.04
ISSUED FOR
PERMIT
CURRENT ISSUE
ISSUED FOR PERMIT
CURRENT ISSUE DATE
2019.03.04
DRAWN BY
TJ
CHECKED BY
AJG
PROJECT NO,
B4-134-1705
SHEET NAME
STRUCTURAL
NOTES(CONT.)
DRAWINGS NO.
S-102