Structural Cover SheetUMC ER EXPANSION AND RENOVATION
1800 W. Charleston Blvd.Las Vegas, NV 89102
AbbreviationsA.B. or A. BoltANC.ADD.AGGR.ALT.AL.ACIAIAAISCAISIAPAASTMANSIAWS&LAPPROX.ARCH.ASPH.ASS'Y.AVG.
BPLBM.BRG.BTM.BD.B., BOTT. OR BOT.BLDG.BLKG.BOD
C.G.CLG.CEN.CLCCLR.COL.CONC.CONN.CONST.CONT.CONTR.CMUC.F.CTC.Y.
DET.DIAG.DIA.DIMS.DO2LD.F.DWG.
EA.EA. ENDELEC T.E.EL. or ELEV.ENGR.EOD of EO DECKE.N.EQ.EQUIP.EST.EXCAV.EXIST. or EXG.EXP. JT. or E.J.EXT.X-HVYX-STR
FAB.FFFSFT. or 'FIG.FIN.FLR.F.D.FTG.FDN., FND. or FOUND.FRMG.
GA.GALV.GEN.GLB.GR. or GRD.GRND.
H.D.HGT.HORIZ.
SIN. or "INCL.IDIF
JNT.KK.O.
LAM.lb.LGTH.LG.
Anchor BoltAnchorAdditionAggregateAlternateAluminumAmerican Concrete InstituteAmerican Institute of ArchitectsAmerican Institue of Steel ConstructionAmerican Iron and Steel InstituteAmerican Plywood AssociationAmerican Society for Testing and MaterialsAmerican National Standards InstituteAmerican Welding SocietyAndAngleApproximateArchitect or ArchitecturalAsphaltAssemblyAverage
Base PlateBeamBearingBentBending MomentBoardBottomBuildingBlockingBottom of Deck
Center of GravityCeilingCenterCenter LineChannelClearColumnConcreteConnectionConstructionContinuousContractorConcrete Masonry UnitsCubic FootColumn TileCubic Yard
DetailDiagonalDiameterDimensionsDittoDouble AngleDouglas FirDrawing
EachEach EndElectric or ElectricalEastElevation or ElevatorEngineerEdge of DeckEdge Nail (Nailing)EqualEquipmentEstimateExcavateExistingExpansion JointExteriorExtra HeavyExtra Strong
FabricationFar FaceFar SideFeet or FootFigureFinishFloorFloor DrainFootingFoundationFraming
Gage or GaugeGalvanizeGeneral (Notes)Glu Lam BeamGradeGround
Hold down (Simpson)HeightHorizontal
I BeamInchesInclude or IncludedInside DiameterInside Face
JointKip (1,000 lbs.)Knockout
LaminatedPoundLengthLong
LONGIT.L.H.E.LLBBLLHLLVLVL
M.B.MK.MET.MATL.MAX.MECH.MED.MEZZ.MIN.MIN.MISC.MIX.MULT.
NFNSNOM.NNTSNO. or #
OCOPNG.OPP.ORIG.ODO.S.B.OWSJ
PNLPERM.PERP.PC.PCFPEN.PLPLYWD.PNT.P-TP.T.P.P.PSFPSIPROJ.
QTR.
RAD. or R.REF.REINF.
REQ'D.REV.RF.RM.
SCHED.SECT.SHT.SHTG.SHT. MET.SIM. or SIML.SK.SSPECS.SQ.STD.STL.STIR.STK.STR.STRUCT.SYM. OR SYMM.S.FR.S.F.
TAN.THK.THRUTHRU-OUTTJITOL.T & GT & BTOTOC or TO CONC.TOF or TO FTG.TOM or TO MASONRYTOS or TO STL.TOW or TO WALLTOT.TRANSV.TYP.
UNUNO
V.I.F.VERT.VOL.
WT.WWWD.W.P.
YD.
LongitudinalLow Hydrogen ElectrodeLong Leg Back To BackLong Leg HorizontalLong Leg VerticalLaminated Veneer Lumber
Machine BoltMarkMetalMaterialMaximumMechanicalMediumMezzanineMinimumMinuteMiscellaneousMixtureMultiple
Near FaceNear SideNominalNorthNot to ScaleNumber
On CenterOpeningOppositeOriginalOutside DiameterOriented Strand BoardOpen Web Steel Joist
PanelPermanentPerpendicularPiecePounds Per Cubic FootPenetrationPlatePlywoodPointPost Tension, Post TensionedPressure TreatedPartial Pen.Pounds Per Square FootPounds Per Square InchProject
Quarter
RadiusReferenceReinforce, Reinforced,Reinforcement or ReinforcingRequiredRevise or RevisionRoofRoom
ScheduleSectionSheetSheathingSheet MetalSimilarSketchSouthSpecificationsSquareStandardSteelStirrupStockStraightStructuralSymmetricalStrut ForceSquare Foot
TangentThickThroughThroughoutTrus Joist MacMillan I JoistToleranceTongue & GrooveTop & BottomTop OfTop of ConcreteTop of FootingTop of MasonryTop of SteelTop of WallTotalTransverseTypical
Unless NotedUnless Noted Otherwise
Verify in the FieldVerticalVolume
WeightWestWide FlangeWoodWork Point
Yard
Slope Direction (down)
Span Direction
Miscellanious Elevation 00'-0"
00'-0"
(00)
C=0"
#
AT or @
Floor or Steel Elevation
Number of Headed Shear Studs Required
Rigid Connection
Camber Up
Symbols for Concrete per ACI
Indicates Size of Deformed Bar.
Spacing Center to Center
Symbol Legend
Direction in Which Bars Extend
Limits of Area Covered By Bars or Post Tension
Welding per AWS
Structural Steel per AISC
Brace UP
Brace Down
Brace Frame
Masonry (CMU) Wall
Concrete Wall
Earth
New Construction
Existing Construction
S SStep in Foundation(Footing)
Change (Step) in Elevation
Slip Critical Connection
Number of Bolts per Row
Number of Rows
Revision
SC
1
SectionCut
ElevationReference
A
-
A
-
General Notes Sheet List
2 - 3
6345 South Jones Blvd. Suite 100 Las Vegas, Nevada 89118 Phone (702)365-9312 Fax (702)365-9317 www.lochsa.com
Email - [email protected] LE Job Number - 172016
General
1. The Contractor shall verify all dimensions prior to starting construction. The Architect shall be notified of any discrepancies or inconsistencies.
2. Structure noted in the drawings as existing shall be field verified by the contractor and any discrepancies noted shall be reported to the Architect/Structural Engineer.
3. Do not scale the drawings.
4. Notes and details on the drawings shall take precedence over these general notes, typical details, and the project specifications.
5. Typical details and schedules indicated may not be specifically referenced on the drawings. The contractor is responsible to determine where each typical detail or schedule applies. If locations are found where no typical detail, typical schedule, or specific detail applies, notify the Architect/Structural Engineer.
6. All work shall conform to the minimum standards of following codes:
The 2012 edition of the International Building Code (IBC), including Southern Nevada amendments and other regulating agencies which have authority over any portion of the work, and those codes and standard listed in these notes and in the project specifications.
7. See the architectural drawings for the following:Size and location of door and window openings, size and location of interior and exterior non-bearing partitions, size and location of concrete curbs, floor drains, slopes, depressed areas, changes in level, chamfers, grooves, inserts, etc., size and location of floor and roof openings, floor and roof finishes, stair framing and details, dimensions not shown on the structural drawings, ceiling assemblies, exterior wall assemblies.
8. See mechanical, plumbing, and electrical drawings for the following:Pipes, sleeves, hangers, trenches, wall floor and roof openings, duct penetration etc., except as shown or noted, electrical conduit runs, boxes, outlets in walls and slabs, concrete inserts for electrical, mechanical or plumbing fixtures, size and location of machine or equipment bases, anchor bolts for mounts.
9. All framing members provided for mechanical equipment, elevator support beams, lintels, roof openings, etc. are preliminary. Submit manufacturer's data for the proposed equipment to structural engineer prior to submittal of shop drawings for verification of supports.
10. For mechanical and electrical equipment anchorage that is to be designed by others, see 2012 IBC section 1613 and ASCE 7-10 chapter 13. Use isolators, fasteners and bracing approved by ICC-ES capable of transmitting code required lateral loads. Secure suspended equipment with lateral bracing.
11. For piping and ductwork bracing to be designed by others, see the latest edition of "Guidelines for Seismic Restraints of Mechanical Systems" by the SheetMetal and Air Conditioning Contractors National Association.
12. The contract Structural drawings and specifications represent the finished structure. They do not indicate the method of construction. Contractor to provide construction means, methods, techniques, sequences and procedures as required. Contractor to provide adequate excavation procedures, shoring, bracing and erection procedures complying with national, state and local safety ordinances. The Contractor shall provide all measures necessary to protect the structure during construction. Such measures shall include, but not be limited to: bracing and shoring for loads due to hydrostatic, earth, wind or seismic forces, construction equipment, etc.
13. Observation visits (site visits) by representatives of Architect/Structural Engineer do not include inspection of construction means and methods. Site visits during construction are not continuous and detailed inspection services which are to be performed by others. Observations are performed solely for the purpose of determining if the Contractor understands design intent shown in the contract drawings. Observations do not guarantee Contractor's performance and are not to be construed as supervision or verification of construction.
14. Notify the Structural Engineer when drawings by others show openings, pockets, etc., not shown on the structural drawings, but which are located in the structural members.
15. All specifications and codes noted shall be the latest approved editions and revisions by the governmental agency having jurisdiction over this project.
16. Contractor shall investigate the site during clearing and earth work operations for filled excavations or buried structures such as cesspools, cisterns, foundations, utilities, etc. If any such structures are found, the Structural Engineer shall be notified immediately.
17. Construction materials shall be spread out when placed on framed floors or roofs. The construction material load shall not exceed the design live load per square foot. Provide adequate shoring and/or bracing where structure has not attained design strength.
18. Shop drawings submitted to the Structural Engineer for review shall consist of (2) bond copies. No modifications or substitution of drawings and
specifications will be accepted via shop drawing review. . Contractor shall review and stamp shop drawings prior to submission to the Architect/Structural Engineer. Contractor shall review for completeness and compliance with contract documents. . Submit shop drawings to the Architect/Structural Engineer as indicated or specified for review prior to fabrication. Review will be for general conformance with design intent conveyed in contract documents. . When an engineer is required to sign and stamp shop drawings and calculations, ensure seal indicates engineer as registered in state where project site occurs. . Shop drawings are not a part of contract documents. Therefore, Architect's/Structural Engineer's review does not constitute an authorization to deviate from terms and conditions of the contract. . Shop drawings will be rejected for incompleteness, lack of coordination with other portions of contract documents, lack of calculations (if required), or where modifications or substitutions are indicated without prior review per paragraph above. . Submit shop drawings and calculations to governing code authority when specifically indicated or requested. . Maintain a copy of all shop drawings accepted by the Architect/Structural Engineer at site during construction period. . Structural Engineer requires 10 working days after receipt of shop drawings and calculations for processing.
19. Design Loads:
20. IBC Lateral Loads
21. ACI 318-11 Table 4.3.1 Sulfate Exposure (See General Notes - Concrete Item #3 for concrete water cement ratio limits):
S0 (Not Applicable)
Live Loads:
Roof
Patient Rooms
Stair and Hallways
20
40
100
Other Loads:
-
-
S
Wind Design Data:
Earthquake Design Data:
Basic Wind Speed
Exposure
Risk Category
Internal Pressure Coefficient
Vult = 120 mph
C
IV
GCpi = 0.18
Risk Category
Seismic Importance Factor
Site Class
Seismic Design Category
Design Spectral Response Acceleration Parameters
Mapped Spectral Response Acceleration Parameters
Basic Seismic Force -Resisting System(s)
Analysis Procedure Used
Design Base Shear(s)
Response Modification Coefficient(s)
IV
Ie = 1.5
C
D
Special Reinforced concrete shearwalls
21.2 k Both Directions
Static
R = 5
S 0.473S
S 0.379DS S 0.177D1
S 0.1621
Vasd = 93 mph
Seismic Response Coefficient(s) C = 0.1137
Operating rooms 60
Design Base Shear Wx = 7.6 kWy = 18.3 k
Quality Assurance for Seismic Resistance
Special inspection in accordance with the requirements of IBC section 1704, 1705, and structural testing in accordance with the requirements of IBC section 1705.12 shall be required for:
All seismic force resisting systems shown in elevation
Designated seismic force resisting systems denoted by SFRS on plan or detail.
NOTE: Existing seismic force resisting systems denoted on plan or detail by SFRS shall require structural observation performed by
a qualified third party, inspection and testing agency in accordance with IBC section 1710.1, any deficiencies or discrepancies from that shown on the structural drawings shall be reported to the engineer of record.
The type and frequency of special inspection, structural testing and subsequent reporting conforming to the requirements of IBC section 1704 and 1705 shall be submitted by the inspection and testing agencies to the architect/structural engineer for approval.
Structural observations and subsequent reporting of general conformance to the structural drawings shall be performed periodically by the engineer in responsible charge at his/her discretion or when specifically required by the building official.
Quality Assurance for General Construction
Testing Laboratory: Retained by owner and satisfactory to Architect/Structural Engineer and governing code authority to perform required tests and inspections of this contract and applicable code.
Material Certification: Submit laboratory test reports certifying materials are of identifiable tested stock to owner, testing laboratory, Architect/Structural Engineer and, upon request, to governing code authority. If laboratory test reports cannot be made available, testing laboratory will perform tests as directed by Architect/Structural Engineer. Contractor shall pay testing laboratory for costs related to tests and inspections of unidentifiable materials or materials furnished without laboratory test reports, materials found deficient after initial tests and inspections, or materials replacing deficient materials.
Special inspection in accordance with the requirements of IBC section 1704 and 1705 shall be required for the following elements of general construction.
1. Concrete.
Testing laboratory will review concrete mix design data and will perform the following concrete tests at frequency indicated in ACI section 5.6:(a) Slump tests in compliance with ASTM C143.(b) Prepare four test cylinders for compressive strength testing in
compliance with ASTM C39, ACI 318 and ACI section 5.6. Test one cylinder at 7 days, two cylinders at 28 days and retain remaining cylinder for tests until completion of project. Determine concrete compressive strength at 28 days based on average of two cylinders tested.
(c) Entrained air content in compliance with ASTM C231 for air entrained concrete.
2. Bolts, embedded plates and post-installed mechanical anchors (expansion anchors) installed in concrete.
3. Reinforcing and mechanical reinforcing bar splices:(a) During placement(b) During stressing
4. Welding:(a) Shop welding unless performed on premises of an approved fabricator
as defined in IBC Section 1704.2. (b) Field welding including shear studs (when permitted)(c) Field welding of metal deck per appropriate ICC-ES valuation report.
(Periodic inspection permitted per IBC table 17045.2.2 item 2).(d) Welded guardrail
5. High strength bolting.
6. Structural masonry.
7. Special cases:(a) Epoxy and grout set bolts and reinforcing bars(b) Inspection of built up light gauge steel members
8. Ten percent of drilled-in, epoxy, or grout set anchors shall be proof tested to 2 times allowable tension. Notify Architect/Structural Engineer of any failures so additional testing of adjacent anchors can be directed.
9. Structural steel.
10. Spray applied fireproofing as indicated on architectural drawings.
11. Excavation and back-filling.
Quality Assurance and Special Inspection
Revision: Issue Date:
EV & A Job Number: 2016117
DRAWINGS AND SPECIFICATION REMAIN THE PROPERTYOF THE DESIGN PROFESSIONAL. COPIES OF THE DRAWINGS
AND SPECIFICATIONS RETAINED BY THE CLIENT MAY BEUTILIZED ONLY FOR HIS USE AND FOR OCCUPYING THEPROJECT FOR WHICH THEY WERE PREPARED, AND NOT
FOR THE CONSTRUCTION OF ANY OTHER PROJECTS.
S0.01
STRUCTURALCOVER SHEET ANDGENERAL NOTES
ER EXPANSION & RENOVATION
LE Job Number: 172016
1800 W. Charlestion Blvd.Las Vegas, NV 89102
100% Construction DocumentsAugust 24, 2017
DWG# DRAWING TITLE DATE / REV
S0.01 STRUCTURAL COVER SHEET AND GENERAL NOTES 10-10-2017 B
S0.02 GENERAL NOTES 09-29-2017 A
S0.03 GENERAL NOTES 09-29-2017 A
S2.01 PARTIAL FOUNDATION PLAN ADMIN + FAST TRACK 08-24-2017
S2.02 PARTIAL FOUNDATION PLAN EXPANSION 10-10-2017 B
S2.03 PARTIAL FOUNDATION PLAN OBSERVATION + FASTTRACK
08-24-2017
S2.04 PARTIAL ROOF FRAMING PLAN EXPANSION 10-10-2017 B
S2.05 PARTIAL ROOF FRAMING PLAN EXPANSION 10-10-2017 B
S3.01 SHEARWALL ELEVATIONS AND PLAN SECTIONS 08-24-2017
S3.02 ENLARGED SHEARWALL FOUNDATION PLANS 10-10-2017 B
S4.01 TYPICAL FOOTING AND BASE PLATE DETAILS ANDSCHEDULES
10-10-2017 B
S5.01 FOUNDATION TYPICAL DETAILS 08-24-2017
S5.02 CONCRETE TYPICAL DETAILS 09-29-2017 A
S5.03 CONCRETE TYPICAL DETAILS 08-24-2017
S5.04 MASONRY TYPICAL DETAILS 08-24-2017
S5.05 STRUCTURAL STEEL TYPICAL DETAILS 10-10-2017 B
S5.06 STRUCTURAL STEEL TYPICAL DETAILS 10-10-2017 B
S5.07 STEEL DECK TYPICAL DETAILS 08-24-2017
S5.08 BOX COLUMN SECTION 08-24-2017
S5.09 STEEL STUD TYPICAL DETAILS 08-24-2017
S6.01 SECTIONS AND DETAILS 09-29-2017 A
SHEET LIST REVISED A
A
A
A
B
A RESPONSE TOBLDG. DEPT.COMMENTS
09.29.17
B RESPONSE TOBIDDER'S RFIs
10.10.17
1. STRUCTURAL STEEL
A) Designing, detailing, fabrication, and erection of structural steel shall be in accordance with the American Institute of Steel Construction (latest edition and supplements).
B) Structural steel shall comply to ASTM Standard A992. Angles, plates and bars shall comply to ASTM Standard A36, unless noted otherwise.
C) Steel pipe shall comply to ASTM Standard A53 grade B (Fy = 35 ksi).
D) Rectangular and square Hollow Structural Sections (HSS) shall comply to ASTM Standard A500 grade C (Fy = 50ksi).
E) Round Hollow Structural Sections (HSS) shall comply to ASTM Standard A500 grade C (Fy = 46 ksi).
F) The structural steel fabricator shall furnish shop drawings of all structural steel for Architect's review before fabrication.
G) Structural steel not exposed to weather shall be left unpainted unless noted otherwise in the architectural drawings and/or specifications.
2. STRUCTURAL STEEL WELDING
A) All welding shall comply to the American Welding Society Standard (AWS D1.1). All welded joints shall be detailed as indicated by the prequalified joint details in the Structural Welding Code.
B) Weld lengths called for on plans are the net effective length required. Weld size shall be AISC minimum unless a larger size is noted. All welds shall use minimum E70XX electrodes.
C) Welding tests and inspections, see specifications.
3. STRUCTURAL STEEL BOLTING
A) Bolts shall conform to ASTM A325-N, except anchor bolts which shall conform to ASTM F1554, grade 36 unless noted otherwise.
B) Bolt holes in steel shall be 1/16 inch larger than nominal size of bolt used, except anchor bolt holes.
C) Except as subsequently noted, high strength bolts need not be tightened beyond the snug-tight condition, as defined in section 8.(c) of the specifications for structural joints using ASTM A325 or A490 Bolts. For connections subject to direct tension, connections for braced frames, and other connections shown or noted on the plans as SC (slip critical) or fully tensioned, bolts shall be tightened by one of the methods described in section 8.(d) and to the minimum tension specified in section 8.(d), Table 4.
4. STEEL DECK
A) The steel deck shall be of the type and gauge as called for on drawings. Deck and all accessories shall be formed from steel sheets conforming to ASTM Standards as shown below. Galvanized deck shall be zinc coated per ASTM A653-G60. All roof deck shall be galvanized. Steel deck units with concrete fill shall be continuous over three or more spans. If steel deck units with concrete fill span less than 3 spans, the deck units shall be shored, u.n.o. steel roof deck units shall be continuous over two or more spans, u.n.o.
B) Minimum bearing of steel deck on supports shall be 2 inches. All 3" deep steel deck shall have minimum bearing of 3". Sheets shall be attached to all supporting steel members by welding as indicated on drawings and in accordance with manufacturer's recommendations. Upon completion of erection, all welds on steel deck areas exposed to weather shall be de-slagged, cleaned and touched-up with a zinc rich primer.
C) See architectural, mechanical, electrical, etc., for sizes and locations of deck openings and for deck openings smaller than 12" not shown on the structural drawings. See typical details for framing requirements at deck openings. Openings larger than 12" shall not be placed in deck unless specifically shown on the structural drawings.
D) Do not hang loads from metal deck. Provide engineered structural system to hang all loads from steel joists or beams. This includes but is not limited to metal stud soffit or ceiling framing, mechanical or plumbing equipment, etc.
5. ANCHOR STUDS, SHEAR STUDS, AND DEFORMED ANCHORS.
A) Shall be manufactured by Nelson Stud Welding Co. or equal.
B) Headed studs (shear and anchor) shall be made of material conforming to ASTM A108.
C) Deformed anchors shall be made of material conforming to ASTM A496.
D) Studs and anchors shall be welded according to manufacturer's recommendations. Manual arc (stick) welding of headed studs and/or deformed anchors is not allowed: Paragraphs 7.5.5 to 7.5.5.6 of AWS D1.1, are deleted.
6. FIREPROOFING
A) The application of the fireproofing to the steel members and steel deck is the responsibility of the contractor. The contractor must enforce the requirements of the manufacturer and not impose any additional loads, including construction live loads, during the application and curing of the fireproofing.
B) All columns shall have a minimum of a three hour fire rating.
C) All beams and girders shall have a minimum of a two hourfire rating, unless the beam or girder carries or frames into acolumn, then the beam or girder shall have a three hour firerating.
D) For fireproofing requirements, specifications and thicknesses,refer to the Architectural drawings.
Structural Steel, Steel Deck
Galvanized Deck
Galvanized Corrugated Deck
Painted Deck
ASTM A653 Grade 33
ASTM A653 Grade 80
ASTM A 1008 Grade 33
1. The design of the foundation system is based on the geotechnical report (and any addenda) prepared by the following company:
Copies are available for review at the Architect's office and contractor shall have a copy at the jobsite.
2. The foundation system is designed based on the following:
A 1/3 increase is allowed for seismic or wind loading where asterisk (*) is indicated.
3. The contractor shall provide for proper dewatering of excavations from surface water, ground water, seepage, etc.
4. The Contractor shall provide for the installation and design of all cribbing, sheathing and shoring required to safely and adequately retain the earth banks and support any existing structures in accordance with all national, state and local safety ordinances.
5. All abandoned utilities, footings, etc., that interfere with the new construction shall be removed. Notify the Structural Engineer should any foundations for existing structures be encountered that are not shown on the structural drawings.
6. Footings shall be placed and estimated according to depths shown on the drawings. Excavations for footings shall be approved by the Geotechnical Engineer prior to placing the concrete and reinforcing. The Contractor shall notify the Geotechnical Engineer when the excavations are ready for inspection. The Geotechnical Engineer shall submit a letter of compliance to the Owner. Should soil encountered at these depths not be approved by the Geotechnical Engineer, footing elevations or footing designs will be altered by change order.
7. All excavations shall be properly backfilled. Footing backfill and utility trench backfill within the building perimeter shall be mechanically compacted in layers, to the approval of the Geotechnical Engineer. See geotechnical report for requirements. Flooding will not be permitted.
8. The Contractor shall not backfill behind retaining walls before the concrete or masonry walls have reached full design strength. The Contractor shall brace or protect all building and pit walls below grade from lateral loads until attaching floors are completely in place and have reached full design strength. The Contractor shall provide for the design, any required permits and the installation of such bracing and protection.
9. Sub-base below, slabs on grade shall be supported on natural grade or structural fill as directed in the geotechnical report. See typical details and geotechnical report for vapor barrier and sub-base requirements.
Foundation
Company:
Report Number:
Dated:
Nova Geotechnical
G-17-025 with Addendum
March 13, 2017 / May 2, 2017
Allowable Soil Bearing Pressure
Continuous Footings
Spread Footings
Equivalent Fluid Pressure Unconstrained
Equivalent Fluid Pressure Constrained
Passive Pressure
Friction Coefficient
Retaining Wall Surcharge
2000 PSF * to 3500 PSF
2000 PSF * to 3500 PSF
35 PCF
55 PCF
250 PCF
0.3
130 PSF
1. All aspects of work pertaining to the concrete construction shall be in accordance with ACI 318-11, 'Building Code Requirements for Structural Concrete' and the latest edition of 'Specifications for Structural Concrete for Buildings', ACI 301, with modifications as noted on the project drawings and\or specifications.
2. Concrete mix designs shall be submitted to the Structural Engineer for review. All mix designs shall be designed by a qualified testing laboratory and shall be wet stamped by a Civil Engineer licensed in the State of Nevada. Base design mix on field experience or trial mixtures as stipulated in IBC Section 1905.3
3. Portland cement shall conform to ASTM C150 Type V where the concrete is in contact with soil. Concrete that will be exposed to sulfate - containing solutions shall comply with IBC Section 1904.3. Severe (S2) and Very Severe (S3) sulfate exposures as identified in the project geotechnical report, the water cement ratio shall not exceed 0.45 and shall not exceed 0.50 for Moderate (S1) sulfate exposure. Type II cement shall be used at all other locations in the structure.
4. Fly ash may be used in concrete mixes. The fly ash shall conform to ASTM C618 Class F. The loss of ignition shall be limited to 2%. The addition rate for fly ash shall be limited to 15% of the cement weight. The contractor shall submit all certificates showing the fly ash is in accordance with the above criteria.
5. Do not use concrete or grout containing chlorides.
6. All concrete exposed to freeze - thaw cycles shall contain 6% +/- 1% of entrained air.
7. Hard rock concrete - aggregate shall conform to all requirements and tests of ASTM C33 and project specifications. Exceptions may be used only with approval of the Structural Engineer. Provide concrete mix design with proven shrinkage characteristics of less than 0.0005 inches/inch.Lightweight concrete - aggregate shall be in accordance with ASTM C330 and project specifications. Lightweight concrete mix designs shall be tested prior to approval, for shrinkage in accordance with ASTM C157. Shrinkage shall not exceed 0.0005 inches / inch.
8. Structural concrete 28-day strengths & types are as follows:
9. The modulus of elasticity of concrete, shall be tested in accordance with ASTM C469 for framed concrete slabs and beams and shall be at least the value given by the equations in section 8.5.1 of ACI 318 for the specified concrete 28-day strength.
10. Concrete mixing operations, etc., shall be in accordance with ASTM C94.
11. Dry pack or grout under baseplates, sill plates, etc., see specifications.Strength requirements are as required for concrete. Minimum grout strength shall be f'c = 7,000 psi.
12. Concrete forms shall be laid out and constructed to provide the specified cambers indicated on the structural drawings.
13. Submit shop drawings to Architect/Structural Engineer indicating locations of concrete joints for review prior to placing concrete. Place joints at locations to minimize effects of shrinkage as well as being placed at points of low stress.
14. Concrete placement shall be in accordance with ACI standard 304 and project specifications. Provide keys in construction joints unless detailed otherwise. Thoroughly clean, remove laitance and thoroughly wet and remove standing water in construction joints before placing new concrete. At vertical joints, slush with a coat of neat cement before placing new concrete.
15. Roughen concrete surface to a full amplitude of 1/4 inch where masonry walls intersect concrete or where new concrete interfaces with existing concrete.
16. If columns and walls are placed with a floor, two hours must elapse between end of column or wall placement and beginning of the floor placement.
17. Clear coverage of concrete over reinforcing bars shall be as follows:
18. Prior to concrete placement, all reinforcing bars, anchor bolts and other concrete inserts shall be well secured in position.
19. Mechanical pipes or electrical conduit shall not pass through concrete columns or beams unless specifically detailed.
20. Unless otherwise indicated in the mechanical or electrical drawings or project specifications, mechanical pipes and electrical conduits which pass through slab on grade, concrete on steel deck, framed concrete floors and walls do not require sleeves. If sleeves are required, the sleeves shall be installed prior to placing concrete. Do not cut any reinforcing which may interfere with sleeve placement. Coring openings in concrete is not permitted. Notify the Structural Engineer in advance of conditions not shown on the structural drawings.
21. With the exception of slabs on grade and concrete on steel deck, the outside diameter of mechanical pipes and/or embedded electrical conduits (other than those passing through) shall not exceed 1/3 of the slab thickness and shall be centered between the top and bottom reinforcing, unless specifically detailed otherwise. Concentrations of mechanical pipes and/or electrical conduits shall be avoided except where detailed openings are provided. Conduit and pipe shall be spaced at 3" or 3 diameters on center, whichever is larger.
Concrete
22. For slabs on grade and concrete on steel deck no pipes or conduits shall be placed within the indicated concrete slab thickness and shall be located below he slab unless specifically detailed otherwise.
23. The projecting corners of columns, beams, and walls, etc., shall be formed with a 3/4 in. chamfer, unless otherwise noted on architectural drawings or specifications.
24. Maintain concrete above 50 degrees Fahrenheit and in a moist condition for a minimum of 7 days after placement unless otherwise accepted by Architect/Structural Engineer.
25. Any curing compounds used on concrete that is to receive a resilient tile finish shall be approved by the Finish Applicator before use.
4500
4500
Location of Concrete
Lean Mix 4500 Hard Rock
Footings
Slab on Grade
Strength, psi Type
Hard Rock
Hard Rock
Location of ConcreteMinimum Concrete
Cover
3"Concrete cast against and permanently exposed to earth
Concrete exposed to earth or weather:
#6 through #18 bar
#5 bar and smaller
2"
1 1/2"
1 1/2"
3/4"
1 1/2"
2" clear from top
See IBC Section 1907.7.3
See IBC Section 1907.7.2
Concrete not exposed to weather or in contact with ground, UNO:
Slabs, walls, joists:
#14 and #18 bar.
#11 bar and smaller.
Beams, columns:
Primary reinforcing, ties
stirrups, spirals.
Precast concrete (Manufactured under plant control conditions):
Prestressed concrete coverage:
Slab on grade:
40006" Concrete Panel Light Weight
5000Concrete Walls Hard Rock
1. Post-installed anchors shall only be used where specified on the drawings.
2. Contractor shall obtain approval from the Engineer of Record (EOR) prior to using post-installed anchors for missing or misplaced cast-in-place anchors.
3. Care shall be given to avoid conflicts with existing rebar. Holes shall be drilled and cleaned in strict accordance with the current manufacturer's published installation instructions (MPII). Anchors shall be installed per the manufacturer's installation instructions at not less than minimum edge distances and/or spacing indicated in the manufacturer's literature.
4. Manufacturer's direct representative shall provide installation training for all products to be used, prior to commencement of work. Only trained installers shall perform post installed anchor installation a record of training shall be kept on site and be made Available to the EOR as required.
5. Installation of adhesive anchors in horizontal to vertically overhead orientation shall be done by a certified adhesive anchor installer (AAI) as certified through ACI and in accordance with ACI 318-2011 (Section D.9.2.2). Proof of current certification shall be submitted to the engineer for approval prior to commencement of installation.
6. Adhesive anchors must be installed in concrete aged a minimum of 21 days.
7. Adhesive anchors installed in horizontal or upwardly inclined orientations to resist sustained tension loads shall be continuously inspected during installation by an inspector specially approved for that purpose by the building official.
8. Anchors shall be embedded in the appropriate substrate with the embedment indicated on the drawings.
9. Substitution requests for products other than those listed below shall be submitted to the Engineer of Record with calculations that are prepared and sealed by a Registered Professional Engineer showing that the substituted product will achieve an equivalent capacity using the appropriate design procedure required by the Building Code.
10.Contractor shall contact manufacturer for free product and installation training prior to anchors being installed. Contact Simpson Strong-Tie at (800) 999-5099, Hilti at (800) 879-8000 or Dewalt/Powers Fasteners at (888) 754-2633 for training, product related questions and availability.
11.Special Inspection shall be provided as required by the applicable ICC-ES Evaluation Services Report.
12.Acceptable products for installation in masonry are as follows:A. Expansion anchors shall be:
Simpson Strong-Tie "Strong Bolt 2" per IAPMO-UES ER-240Hilti "Kwik Bolt 3" per ICC-ES ESR-1385Dewalt/Powers Power-Stud+ SD1 expansion anchors per ICC-ES ESR-2966 for grouted masonry
B. Screw anchors shall be: Simpson Strong-Tie "Titen HD" per ICC-ES ESR-1056 Hilti "KWIK HUS-EZ" per ICC-ES ESR-3056Dewalt/Powers Wedge-Bolt+ hex head screw anchors perICC-ES ESR-1678 for grouted masonry
C. Adhesive anchors shall be:Simpson Strong-Tie “SET Epoxy-Tie Adhesive” per ICC-ES ESR-1772 Hilti “HIT-HY 70” per ICC-ES ESR-2682”Dewalt/Powers AC100 + Gold adhesive anchoring system perICC-ES ESR 3200 for grouted and ungrouted concrete masonry walls.
13.Acceptable products for installation in cracked and uncracked concrete are as follows:A. Expansion anchors shall be:
Simpson Strong-Tie “Strong-Bolt 2” per ICC-ES ESR-3037Hilti "Kwik Bolt TZ" per ICC-ES ESR-1917ITW Red Head Trubolt+ (1/2” and 5/8” diameter only) per ICC-ES ESR-2427Dewalt/Powers Power-Stud+ SD1 per ICC-ES ESR-2818Dewalt/Powers Power-Stud+ SD2 per ICC-ES ESR-2502Dewalt/Powers Power-Stud+ SD4 and Power-Stud+ SD6 Stainless
Steel expansion anchors per ICC-ES ESR-2502B. Screw anchors shall be:
Simpson Strong-Tie "Titen HD" and “Titen HD Rod Hanger” per ICC-ES ESR-2713Hilti KWIK HUS EZ and KWIK HUS-EZ1 per ESR - 3027Dewalt Screw-Bolt+ per ICC-ES ESR-3889Dewalt/Powers Snake+ per ICC-ES ESR-2272Dewalt Hangermate+ rod hanger per ICC-ES ESR-3889
C. Undercut anchors shall be:Simpson Strong-Tie “Torq-Cut” per ICC-ES ESR- 2705Hilti "HDA" per ICC-ES ESR-1546Dewalt/Powers Atomic+ per ICC-ES ESR-3067
D. Adhesive anchors shall be:Simpson Strong-Tie "AT-XP" per IAPMO-ES ER-263Simpson Strong-Tie "SET-XP Epoxy-Tie Adhesive" per ICC-ES ESR-2508 Hilti "HIT-RE 500-SD" per ICC-ES ESR-2322Hilti " HIT-HY 200 SafeSet" per ICC-ES ESR-3187Dewalt/Powers PURE110+ per ICC-ES ESR-3298 for slow cure applicationsDewalt/Powers AC100+ gold per ICC-ES ESR-2582 for fast cure applications
E. Powder Actuated Fasteners shall be:Simpson Strong-Tie "Powder-Driven Fasteners" per ICC-ES ESR-2138Hilti “Low-Velocity Powder-Driven Fasteners” per ICC-ES ESR-1663 and ESR-2269Dewalt/Powers "Powder Driven Fasteners" per ICC-ES ESR-2024
14.Acceptable products for installation in the soffit of concrete over profile metal deck are as follows:A. Expansion anchors shall be:
Simpson Strong-Tie "Strong-Bolt 2" per ICC-ES ESR-3037 Hilti "Kwik Bolt TZ" per ICC-ES ESR-1917Dewalt/Powers Power-Stud+ SD1 per ICC-ES ESR-2818
B. Screw anchors shall be Simpson Strong-Tie "Titen HD" or "Titen HD Rod Hanger" per ICC-ES ESR-2713Hilti "KWIK HUS-EZ and KWIK HUS-EZ1 per ICC-ES ESR-3027Dewalt Screw-Bolt+ per ICC-ES ESR-3889Dewalt/Powers Snake+ per ICC-ES ESR-2272Dewalt Mangermate+ rod hanger per ICC-ES ESR-3889
Post Installed Expansion Anchors in Concrete
1. The masonry units shall conform to ASTM C90 grade N-1 and IBC Standard C90-99.
2. Mortar and grout shall comply with the provisions of Section 2103 of the IBC
3. Mortar mix shall conform to requirements for ACI 530.1-11 Table SC-1, Type S, and project specifications.
4. Grout shall be coarse grout and shall comply with ACI 530.1-11 and ASTM C476-10. Use sufficient water for grout to flow into all joints of the masonry without segregation.
5. Cement - see notes under 'Concrete' for requirements and type of cement.
6. The design strength f'm shall be 1500 psi unless noted otherwise in the drawings. The f'm shall be verified by the prism method (IBC Section 2105.3).
The minimum required 28-day compressive strengths for grout, mortar, and block shall be as follows:
* Minimum compressive strength at 28-days on the net area.Note: These strengths are minimum requirements only. If greater strengths are required to reach the required f'm for the combined system, these greater strengths shall be used.
7. Mortar and grout mix designs shall be submitted to the Structural Engineer for review. All mix designs shall be designed by a qualified testing laboratory and be wet stamped by a Civil Engineer licensed in the State of Nevada.
8. Testing data by a qualified testing laboratory for the masonry block shall be submitted to the Structural Engineer for review.
9. All masonry shall be solid grouted unless noted otherwise on the drawings.
10. Refer to architectural drawings for surface and height of units, laying pattern and joint type.
11. Grout lift provisions shall be in accordance with ACI 530.1-11 Masonry Standards S-66 Section 3.5.
12. Reinforcing bars shall be ASTM A615, grade 60, unless noted otherwise. See notes under 'Reinforcing Steel' for additional requirements.
13. Placement of reinforcing bars shall conform to ACI 530.1-11 Masonry standards S-58 Section 3.4. A minimum of 1/2 inch grout between the main reinforcing and masonry units shall be provided.
14. Minimum dimensions of grout spaces and cells shall be in accordance with ACI 530.1-11, S-66, Table 7. All cells shall be in vertical alignment and footing dowels shall align with cells containing vertical reinforcing steel.
15. For reinforcing bar tension development and lap splice lengths in CMU see typical detail 1/-. For reinforcing bar placement in CMU cells see typical detail 3/-.
16. Coring openings in grouted masonry is not permitted.
17. No pipes or electrical conduit shall pass through masonry lintels unless specifically detailed.
18. Mechanical pipes and electrical conduits which pass through masonry walls do not require sleeves, unless otherwise indicated in the project specifications, mechanical and/or electrical drawings. If sleeves are required, install sleeves before grouting. Do not cut any reinforcing which may interfere with sleeve placement. Notify the Structural Engineer in advance of conditions not shown on the structural drawings.
Masonry
Masonry Design Strength
f'm = 1500 psi 2000 psi 2500 psi 3000 psi 3500 psi 4000 psi
Grout 2000 psi 2500 psi 3125 psi 3750 psi 4375 psi 5000 psi
1800 psi 1800 psi 2500 psi 2500 psi 2500 psi 2500 psiMortar
Type S Type S Type M Type M Type M Type M
Block(*) 2000 psi 2500 psi 3125 psi 3750 psi 4375 psi 5000 psi
1. All reinforcing steel shall be detailed and placed in accordance with the 'Building Code Requirements for Reinforced Concrete' (ACI 318-11) and the 'Manual of Standard Practice for Reinforced Concrete Construction' by CRSI and WCRSI as modified by the project drawings and specifications.
2. Deformed reinforcing bars shall conform to the requirements of ASTM A615 grade 60 and ASTM A706 grade 60 for deformed weldable bars.
3. Welding of reinforcing is permitted only where shown on the drawings or when approved by the Structural Engineer. Welding of reinforcing bars shall be with low hydrogen electrodes in accordance with the 'Recommended Practices for Welding Reinforcing Steel, Etc.', American Welding Society, AWS D1.4 and IBC section 1704.4.1 all reinforcing to be welded shall conform to ASTM A706 grade 60 u.n.o.
4. All reinforcing bar bends shall be made cold.
5. Lap splices shall be made only where shown on the structural drawings.
6. Reinforcing dowels between footings and walls or columns shall be the same number, size, spacing and grade as the specified vertical reinforcing, u.n.o.
7. All reinforcing bars shall be marked so their identification can be made when the final in-place inspection occurs.
8. Welded wire fabric shall conform to ASTM A185.
9. Minimum lap of welded wire fabric shall be 6 inches or one full mesh and one half, whichever is greater.
10. In addition to all the reinforcing steel indicated on the drawings, the contractor shall provide for an allowance of two tons of reinforcing bars to be furnished, fabricated and placed during the progression of work as may be directed by the Structural Engineer.
Reinforcing Steel (for Concrete & Masonry)
1. Only approved epoxy noted under "Post-Installed Anchors in Concrete and Masonry" section may be used unless specifically noted on the drawings.
2. Bars must be deformed or threaded for the full embedment depth in epoxy.
3. Over-drill bar diameter by 1/8 in., unless indicated otherwise by the Epoxy Manufacturer, and to the depth indicated on the structural drawings.
4. Use compressed air to remove all dirt, dust, water, and ice from the drilled holes. Contractor is to follow the manufacturer's recommended installation instructions per the current ICC-ESR report.
5. Any dirt, rust, and oil on the bars shall be removed.
6. During the epoxy mixing and application process, follow the Epoxy Manufacturer's specifications exactly.
7. Installation and use of epoxy is to be per the manufacturer's recommended instructions per the current ICC-ESR report. Installation and use instructions may vary.
Epoxy Instructions for Anchoring Rebar & Bolts
1. Steel structural studs wall bridging shall be spaced evenly, 5'-0" o.c. max., unless noted otherwise. Except as specifically noted on the drawings, contractor, at his own option, may use continuous cold rolled channel bridging positioned Steel structural members shall be of the size and gauge shown on the drawings, through stud punch outs.
2. Welding of steel structural members connections shall be done using fillet, plug, butt or seam welds with a minimum 3/32 in. AWS type 6013 welding rods.
3. Welded or screwed splices shall be used for all continuous tracks. Wire tying of stud framing components shall not be permitted.
4. Welders shall be qualified in light gauge welding.
5. Steel structural studs 16 gauge and thicker shall have yield strength Fy = 50 ksi.
Cold-Formed Steel Structural Members
1. All engineering required for exterior stud walls, curtain walls, cladding, veneer and glazing shall be the responsibility of the contractor. The drawings shall maintain the design intent of the architectural drawings and shall be reviewed by the engineer of record for compatibility with the base structure. The contractor's engineer shall be a licensed Professional civil Engineer in the State of Nevada.
2. All Engineering required for the interior ceiling systems, stud walls, hanging chandeliers, signage, mechanical and plumbing equipment, etc. shall be the responsibility of the contractor. The drawings shall maintain the design intent of the architectural drawings and shall be reviewed by the engineer of record for compatibility with the base structure. The contractor's engineer shall be a licensed Professional civil Engineer in the State of Nevada.
3. All stairs and landings shall be design/build and maintain the design intent on the architectural drawings and structural drawings. All stairs and landings shall be free standing, unless coordinated with the Engineer of record. All required slab embeds for vertical and lateral supports are to be coordinated with the architect and any other discipline that may be affected. Shop drawings for the stairs and all components related to the stairs shall be sealed and submitted along with sealed engineered calculations prepared by a licensed Professional Engineer in the State of Nevada. Shop drawings shall be submitted to the engineer of record to be reviewed for compatibility with the base structure.
4. All mech. screen walls shall be design/ build and maintain the design intent on the Architectural drawings.
Engineering Requirements For Contractors (Deferred Submittals)
Revision: Issue Date:
EV & A Job Number: 2016117
DRAWINGS AND SPECIFICATION REMAIN THE PROPERTYOF THE DESIGN PROFESSIONAL. COPIES OF THE DRAWINGS
AND SPECIFICATIONS RETAINED BY THE CLIENT MAY BEUTILIZED ONLY FOR HIS USE AND FOR OCCUPYING THEPROJECT FOR WHICH THEY WERE PREPARED, AND NOT
FOR THE CONSTRUCTION OF ANY OTHER PROJECTS.
S0.02
GENERAL NOTES
ER EXPANSION & RENOVATION
LE Job Number: 172016
1800 W. Charlestion Blvd.Las Vegas, NV 89102
100% Construction DocumentsAugust 24, 2017
A
A RESPONSE TOBLDG. DEPT.COMMENTS
09.29.17
PART 1 - GENERAL REQUIREMENTS
A. Scope: Reinforcing steel may be subject to cracking and embrittlement when welded, and special procedures are needed to minimize this problem, In accordance with the requirements of the rules and regulations concerning procedures by which reinforcing steel may be welded.
B. Application: All welding of reinforcing steel shall use welding procedures and reinforcing steel approved in accordance with these rules.
C. Certification of welder: All welding of reinforcing steel, except that performed in the shop of an approved fabricator, shall be done by operators who have been certified by the governing authority.
D. Standards for welding: The details, procedures and workmanship of reinforcing steel welding shall be in accordance with the requirements of the Reinforcing Steel Welding Code, AWS D1.4 as published by the American Welding Society.
E. Preheat and post cooling requirements: All reinforcing steel shall be preheated prior to welding to the temperatures specified in table 1, except that steel for which special qualification tests are performed as specified in part III, Section B of these rules. All weld types require preheating including tack welds, fillet welds and arc strikes. The preheat temperature shall be provided in that part of the reinforcing steel that is within six inches of either side of the joint.
F. Arc strikes: Arc strikes on reinforcing steel outside the area of permanent welds shall be avoided. Cracks or blemishes resulting from accidental arc strikes shall be ground to a smooth contour and checked to insure soundness.
G. Tack welds: Tack welds which do not become a part of a permanent weld are prohibited.
PART II - REINFORCING STEEL REQUIREMENTS:
A. Chemistry identification: Prior to welding, the chemical analysis and the "carbon equivalent" of steel shall be determined. The carbon equivalent (C.E.) of reinforcing steel or splice material shall be calculated from its chemical composition by the following formula:
%M %Cu %Ni %Cr %Mo %VC.E.= %C + 6 + 40 + 20 + 10 - 50 - 10
Where: C = Carbon Cr = Chromium Mn = Manganese Mo = Molybdenum Cu = Copper V = Vanadium Ni = Nickel
B. Qualification test for weldability
1. Required. Reinforcing steel whose carbon equivalent is greater than 0.65% and is equal to or less than 0.75% shall not be welded unless prior qualification tests verify acceptable weldability. Qualification tests shall follow the requirements of section B of part III of this rule titled "Qualification Test".
2. Not required. The following reinforcing steels may be welded without prior qualification tests:
a. Reinforcing steel conforming to ASTM A706 (grade 60).
b. Reinforcing steel conforming to ASTM A615, grade 40 and 60, that has a carbon equivalent of 0.65% or less as established by the manufacturer's chemical analysis.
c. Individual bars of reinforcing steel where their chemical composition has been determined by an approved testing agency and the carbon equivalent does not exceed 0.65%.
C. Welding not permitted: The following reinforcing steel shall not be welded under any circumstance:
1. Reinforcing steel whose chemistry for carbon Equivalent cannot be identified and/or is unknown.
2. Reinforcing steel whose carbon equivalent exceeds 0.75%.
PART III - WELDING PROCEDURES
A. Qualified welding procedures: Welding procedures are accepted without the performance of qualification tests when conforming to the details and provisions of reinforcing steel welding code, and when conforming to the following conditions:
1. The reinforcing steel conforms to that steel Specified in part II, B2 of this rule.
2. The manual or semi-automatic electric arc welding process is used.
B. Qualification tests:
1. Required. Welding procedures that do not conform to the conditions specified under part III, section A titled "Qualified Welding Procedures" because of reinforcing steel, process or technique used shall be qualified prior to use.
2. Qualification procedures. The qualification tests shall follow the method specified in section 6.2 of the reinforcing steel welding code, AWS D1.4.
3. Report and witness requirements. Procedure shall be witnessed and tested by an approved testing agency. The report of welding procedure and verification tests is to include the following:
- Identification of the particular reinforcing steel Qualified by test including heat number, chemical formulation, carbon equivalent and bar size.
- Weld type, preparation and position.
- Weld process and electrode/flux/gas used.
- Weld equipment type and settings including AC, DC and polarity.
- Preheat temperatures and post welding cooling control.
- Welder and witnessing agency.
- Ultimate tensile load, Percent of elongation, stress and identification of the fracture location and type.
4. Approvals required. Such procedure and Qualification tests shall be reviewed by the design engineer and then submitted to the governing authority. Preheat temperatures are to be verified by temperature sticks or other acceptable method. After completion of welding, the reinforcing steel shall be allowed to cool naturally in still air to ambient temperature. Accelerated cooling is prohibited. Joints are to be protected from drafts during the cooling Process.
-----------------------------------------------------------------------------------------------TABLE 1 - MINIMUM PREHEAT AND INTERPASS TEMPERATURES -----------------------------------------------------------------------------------------------Carbon Equivalent Size of Minimum Preheat
Range, % Reinforcing bar and InterpassTemperature*
F C -----------------------------------------------------------------------------------------------
0.40 max. Up to 18 inclusive 50 10 -----------------------------------------------------------------------------------------------
0.41 - 0.45 Up to 11 inclusive 50 10inclusive 14 and 18 100 38
-----------------------------------------------------------------------------------------------0.46 - 0.55 Up to 11 inclusive 50 10inclusive 14 and 18 200 93
-----------------------------------------------------------------------------------------------0.56 - 0.65 Up to 6 inclusive 100 38inclusive 7 to 11 inclusive 200 93
14 and 18 300 149 -----------------------------------------------------------------------------------------------
0.66 - 0.75 Up to 6 inclusive 300 1497 to 10 inclusive 400 204
* Shielded metal arc welding with low hydrogen electrodes, gas metal arc welding, or flux cored arc welding, see AWS D1.4.
Welding of Reinforcing Bars
Revision: Issue Date:
EV & A Job Number: 2016117
DRAWINGS AND SPECIFICATION REMAIN THE PROPERTYOF THE DESIGN PROFESSIONAL. COPIES OF THE DRAWINGS
AND SPECIFICATIONS RETAINED BY THE CLIENT MAY BEUTILIZED ONLY FOR HIS USE AND FOR OCCUPYING THEPROJECT FOR WHICH THEY WERE PREPARED, AND NOT
FOR THE CONSTRUCTION OF ANY OTHER PROJECTS.
S0.03
GENERAL NOTES
ER EXPANSION & RENOVATION
LE Job Number: 172016
1800 W. Charlestion Blvd.Las Vegas, NV 89102
100% Construction DocumentsAugust 24, 2017
SHEET ADDED
A
A RESPONSE TOBLDG. DEPT.COMMENTS
09.29.17
A
B
C
D
E
4567
EXISTING COLUMN, TYP.
EXISTING FOOTING, TYP.
SLAB ON GRADE SEE NOTE 3
4.1
AA
BB
F2.5F3.5
F6
BPL
HSS6x6x5/161
BPLHSS6x6x5/16
3
BPL
HSS6x6x5/161
1
S3.01
2
S3.01
3
S3.01
------------------S3.01
4
------------------S3.01
5
6.1
AA.7
BB.1
F5
10" CONC. WALL, TYP.
10" CONC. WALL, TYP.
10" CONC. WALL, TYP.
------------------S3.02
1
------------------S3.02
2
------------------S3.02
3
SFRS
SF
RS
SF
RS
SFRS
SF
RS
600S162-43 AT 16" OC, TYP.
3
S5.08------------------
TYP. AT BOTTOM OF STUD WALLS
7
S4.01------------------
7
S4.01------------------
1
S5.09
5
S5.09
------------------S4.01
A
TYP. AT FOOTING INTERSECTIONS
8
S4.01------------------
5
S5.01------------------
6
S6.01
1
S4.01------------------
TYP.SIM.
1
S4.01------------------
TYP.
------------------S5.03
2
TYP.
1
S6.01
1' -
0"
6
S3.02------------------
EXIST. COLUMN AND FOOTING TO BE REMOVED, SEE ARCH.
Revision: Issue Date:
EV & A Job Number: 2016117
DRAWINGS AND SPECIFICATION REMAIN THE PROPERTYOF THE DESIGN PROFESSIONAL. COPIES OF THE DRAWINGS
AND SPECIFICATIONS RETAINED BY THE CLIENT MAY BEUTILIZED ONLY FOR HIS USE AND FOR OCCUPYING THEPROJECT FOR WHICH THEY WERE PREPARED, AND NOT
FOR THE CONSTRUCTION OF ANY OTHER PROJECTS.
S2.02
PARTIALFOUNDATION PLAN
EXPANSION
ER EXPANSION & RENOVATION
LE Job Number: 172016
1800 W. Charlestion Blvd.Las Vegas, NV 89102
100% Construction DocumentsAugust 24, 2017
PLAN NOTES
1. Top of slab on grade shall be reference elevation 100'-0", UNO. Reference elevation = See Arch.
2. Top of footing shall be elevation 2'-0", below lowest adjacent grade, typ. UNO. to match existing footings.
3. Slab on grade shall be 5" thick, with #4 at 24" each way, 2" clear from top of slab. For method of placing slab on grade see 2/S5.01.For slab slopes, depressions, slab edge etc. see Arch'l. drawings.
4. F# and CF# denotes footing type see schedule on sheet S4.01, and details on sheet S4.01.
5. # denotes base plate type see schedule
on sheet S4.01, and details on sheet S4.01.
6. For typical details and notes see sheets S5.01 thru S5.08. For general notes see sheet S0.01 and S0.02.
7. S S denotes step in continuous footing see 3/S5.01.
1/4" = 1'-0"
PARTIAL ENLARGE FLOOR PLAN - EMERGENCY DEPARTMENT - EXPANSIONN
A
B
A RESPONSE TOBLDG. DEPT.COMMENTS
09.29.17
B RESPONSE TOBIDDER'S RFIs
10.10.17
B
A
B
C
D
E
12345 4.1
AA
BBW10x12
W1
8x35
W16x26
(E)W
18
x4
0(E
)W18
x4
0
(E)W
21
x4
4(E
)W24
x6
2
(E)W12x14
(E)W12x14
(E)W12x14
(E)W12x14
(E)W12x14
(E)W12x14
(E)W12x14
(E)W
24
x5
5(E
)W24
x7
6
(E)W
24
x5
5(E
)W24
x7
6
(E)W
24
x5
5(E
)W24
x7
6
(E)W14x22 (E)W18x35 (E)W16x31
(E)W18x35
(E)W18x35
(E)W18x35
(E)W18x35
(E)W18x35
(E)W18x35
(E)W18x35
(E)W16x31
(E)W16x31
(E)W16x31
(E)W16x31
(E)W16x31
(E)W16x31
(E)W16x31
(E)W14x22
(E)W14x22
(E)W14x22
(E)W14x22
(E)W14x22
(E)W14x22
(E)W14x22
(E)W
8x1
0
(E)W
8x1
0
(E)W
21
x4
4
(E)W16x40
(E)W16x40
(E)W16x40
(E)W16x40
(E)W16x40
(E)W
8x10
(E)W
8x10
(E)W
8x10
(E)W
8x10
(E)W8x10
(E)W8x10
(E)W8x10(E)W8x10
(E)W8x18 (E)W8x18(E)W8x18
( E)W
8x40
(E)W
8x40
(E)W
8x40
(E)W8x10
(E)W
8x40
(E)W
8x1
0
(E)W
8x10
(E)W8x10
(E)W8x10
(E)W8x10
(E)W8x10
(E)W8x10
(E)W8x10
(E)W8x10
(E)W8x10
(E)W8x10
(E)W8x10
(E)W8x10
(E)W8x10
(E)W8x10
(E)W
8x1
0
(E)W12x14
(E)W
12
x1
4
W1
6x26
W10x12 W10x12
W10x12W10x22
W10x22
W10x12
W10x12
W10x22
W8x28
W8x28
W8
x2
8
W10x12
3.6
AA.7
BB.1
14' - 6" 9' - 6"
W8x28
W8x28
W8x28
W8x28
C6
x8
.2C
6x8
.2C
6x8
.2
C
B
A
A
B
2
S5.06------------------
2
S5.06------------------
4
S5.05------------------
4
S5.05------------------
W1
0x22
W1
0x22
HSS4x
4x5/
16
HSS4x
4x5/
16
HSS4x
4x5/
16
W8x28
W8x28
TYP. AT HSS
A
HSS4x
4x5/
16
3
S5.06------------------
TYP.
CONT. HSS4x4x5/16 HORIZ., TYP.
2
S5.07------------------
TYP.
2
S5.07------------------
TYP.
SE
E A
RC
H.
4"
EX
PA
NS
ION
JO
INT
A
A
RO
OF
DE
CK
SE
E N
OT
E 2
A
A
A
EQ
EQ
EQ
TAPERED
TAPERED
TAPERED
TAPERED
CA
NO
PY
RO
OF
SE
E N
OT
E 2
Revision: Issue Date:
EV & A Job Number: 2016117
DRAWINGS AND SPECIFICATION REMAIN THE PROPERTYOF THE DESIGN PROFESSIONAL. COPIES OF THE DRAWINGS
AND SPECIFICATIONS RETAINED BY THE CLIENT MAY BEUTILIZED ONLY FOR HIS USE AND FOR OCCUPYING THEPROJECT FOR WHICH THEY WERE PREPARED, AND NOT
FOR THE CONSTRUCTION OF ANY OTHER PROJECTS.
S2.04
PARTIAL ROOFFRAMING PLAN
EXPANSION
ER EXPANSION & RENOVATION
LE Job Number: 172016
1800 W. Charlestion Blvd.Las Vegas, NV 89102
100% Construction DocumentsAugust 24, 2017
1/4" = 1'-0"
PARTIAL ENLARGE ROOF FRAMING PLAN - EMERGENCY DEPARTMENT - ADMINISTRATION & FAST TRACK
PLAN NOTES
1. Top of steel beams elevation see Arch. UNO.
2. Roof shall be 1 1/2" x 18 ga. Verco HSB36 deck or equal. Deck shall span continuous over 3 or more spans (4 supports). Shore single spans where they exceed 7' - 6". See Architectural drawings for insulation, roofing etc..
Weld deck as follows: using 1/2" dia. net effective puddle welds. a. perpendicular bearings: 7 welds
per sheet per support b. parallel edges: at 12" oc c. side seams: button punch at 12" oc
3. Do not hang loads from metal deck. Provide engineered structural system to hang all loads from steel joists or beams. This includes but is not limited to metal stud soffit or ceiling framing, mechanical or plumbing equipment, etc.
4. c=# denotes positive camber at mid-span. Where no camber is indicated fabricate beams with natural camber up.
5. For typical beam to beam and beam to column connections see 1/S5.05.
6. For typical details and notes see sheets S4.01 thru S5.08. For general notes see sheet S0.01 and S0.02.
7. denotes embed plate typ. See 6/S5.02.
8. Mech. screen by others.
#
N
A
A
B
BB
A RESPONSE TOBLDG. DEPT.COMMENTS
09.29.17
B RESPONSE TOBIDDER'S RFIs
10.10.17
A
B
C
D
E
4567 4.1
AA
BBW16x31 W10x12
W1
8x35
W16x31 W16x26
W1
2x19
W10x22
W14x22
W12x19
W12x19
(E)W
24
x5
5(E
)W24
x7
6
(E)W
24
x5
5(E
)W24
x7
6
(E)W
21
x4
4(E
)W24
x6
2
(E)W
14
x2
2(E
)W18
x4
0
(E)W16x31 (E)W14x22
(E)W14x22
(E)W14x22
(E)W14x22
(E)W14x22
(E)W14x22
(E)W14x22
(E)W14x22
(E)W16x31
(E)W16x31
(E)W16x31
(E)W16x31
(E)W16x31
(E)W16x31
(E)W16x31
(E)W12x14
(E)W
16
x3
1
(E)W12x14
(E)W
8x1
0
(E)W
8x1
0
(E)W12x14
(E)W12x14
(E)W12x14
(E)W12x14
(E)W12x14
(E)W12x14
(E)W
12
x1
4
6.1
W1
6x26
W10x12 W10x12
W10x12W10x22
W10x22
W10x12
W10x12
W10x22
W10x12
AA.7
BB.1
C
B
C
B
B
A
C
A
A
B
MECH. UNIT
W1
0x12
W10x12
MAX. OPERATING WEIGHT = 300#, SEE DETAIL 1/S5.07 FOR OPENINGS IN STEEL DECK
W1
0x22
W1
0x22
W1
0x22
W1
0x22
HSS4x
4x5/
16
HSS4x
4x5/
16
HSS
4x4x5/16
HSS
4x4x5/16
HSS4x
4x5/
16
3
S5.06------------------
TYP. AT HSS
TYP. AT HSS
A
HSS
4x4x5/16
HSS4x
4x5/
16HSS
4x4x5/16
SCREEN VERT. SUPPORT, TYP. SEE NOTE 9
CONT. HSS4x4x5/16 HORIZ., TYP.
5
S5.06------------------
TYP.
CONT. HSS4x4x5/16 HORIZ., TYP.
CONT. HSS4x4x5/16 HORIZ., TYP.
W1
0x12
EQ EQ
3
S5.06------------------
2
S5.07------------------
TYP.
3
S5.07------------------
TYP.
3
S5.07------------------
TYP.
2
S5.07------------------
TYP.
2
S5.07------------------
TYP.
SE
E A
RC
H.
4"
EX
PA
NS
ION
JO
INT
------------------S5.06
4
TYP.
A
A
RO
OF
DE
CK
SE
E N
OT
E 2
A
A
A
PORTION OF EXIST. CANOPY TO BE REMOVED, SEE ARCH.
C8x1
1.5
NEW
1
S5.05------------------
TYP.
Revision: Issue Date:
EV & A Job Number: 2016117
DRAWINGS AND SPECIFICATION REMAIN THE PROPERTYOF THE DESIGN PROFESSIONAL. COPIES OF THE DRAWINGS
AND SPECIFICATIONS RETAINED BY THE CLIENT MAY BEUTILIZED ONLY FOR HIS USE AND FOR OCCUPYING THEPROJECT FOR WHICH THEY WERE PREPARED, AND NOT
FOR THE CONSTRUCTION OF ANY OTHER PROJECTS.
S2.05
PARTIAL ROOFFRAMING PLAN
EXPANSION
ER EXPANSION & RENOVATION
LE Job Number: 172016
1800 W. Charlestion Blvd.Las Vegas, NV 89102
100% Construction DocumentsAugust 24, 2017
PLAN NOTES
1. Top of steel beams elevation see Arch. UNO.
2. Roof shall be 1 1/2" x 18 ga. Verco HSB36 deck or equal. Deck shall span continuous over 3 or more spans (4 supports). Shore single spans where they exceed 7' - 6". See Architectural drawings for insulation, roofing etc..
Weld deck as follows: using 1/2" dia. net effective puddle welds. a. perpendicular bearings: 7 welds
per sheet per support b. parallel edges: at 12" oc c. side seams: button punch at 12" oc
3. Do not hang loads from metal deck. Provide engineered structural system to hang all loads from steel joists or beams. This includes but is not limited to metal stud soffit or ceiling framing, mechanical or plumbing equipment, etc.
4. c=# denotes positive camber at mid-span. Where no camber is indicated fabricate beams with natural camber up.
5. For typical beam to beam and beam to column connections see 1/S5.05.
6. For typical details and notes see sheets S4.01 thru S5.08. For general notes see sheet S0.01 and S0.02.
7. denotes embed plate typ. See 6/S5.02.
8. Mech. screen by others.
#
1/4" = 1'-0"
PARTIAL ENLARGE ROOF FRAMING PLAN - EMERGENCY DEPARTMENT - EXPANSIONN
A
A
A
BB
A RESPONSE TOBLDG. DEPT.COMMENTS
09.29.17
B RESPONSE TOBIDDER'S RFIs
10.10.17
B
6
AA
6.1
AA.7
3' - 0"
2' -
0"
4' -
0"
2' - 0"
#6 AT 12" OC TRANSV. BOTTOM AND #5 AT 12" OC TRANSV. TOP
4 - #6 LONG. BOTTOM AND 3 - #5 LONG. TOP DRILL & EPOXY ANCHOR INTO EXIST. FOOTING, SEE 4/ -
3 - #6 LONG. BOTTOM AND 3 - #5 LONG. TOP DRILL & EPOXY ANCHOR INTO EXIST. FOOTING, SEE 4/ -
#6 AT 12" OC TRANSV. BOTTOM 10" CONC. WALL, TYP.
#5 AT 12" OC TRANSV. TOP
#6 AT 12" OC TRANSV. BOTTOM
#5 AT 12" OC TRANSV. TOP
A
4.1
AA
5' - 0"
2' -
0"
10"
CO
NC
. W
ALL
1' -
9"
5 - #6 LONG. BOTTOM AND 5 - #6 LONG. TOP DRILL AND EPOXY ANCHOR INTO EXIST. FOOTING AS REQ'D. SEE 4/-
#6 AT 12" OC TRANSV. BOTTOM AND #5 AT 12" OC TRANSV. TOP AND EPOXY ANCHOR INTO EXIST. FOOTING, SEE 4/-
4.1
BB
BB.1
8' -
0"
13' - 2"
4' - 0"
5' -
0"
4 - #6 LONG. BOTTOM 4 - #5 LONG. TOP
#6 AT 12" OC TRANSV. BOTTOM AND #5 AT 12" OC TOP
4 - #6 LONG. BOTTOM 4 - #6 LONG. TOP
#6 AT 12" OC TRANSV. BOTTOM AND #5 AT 12" OC TOP
10" CONC. WALL, TYP.
3' -
0"
WAL CL
2' -
1"
3' - 0"
#5 AT 12" OC TOP
3 - #6 LONG. BOTTOM 3 - #5 LONG. TOP
#6 AT 12" OC TRANSV. BOTTOM
EXIST. FOOTING NEW FOOTING
DOWELS TO MATCH NEW FOOTING REINF. DRILL AND EPOXY USING SIMPSON SET-XP ADHESIVE OR EQ. 15" MIN. EMBED INTO EXIST. FOOTING
SEE 1/S5.02
TENSION LAP SPLICEROUGHEN TO 1/4" AMPLITUDE AND CLEAN
SUB-GRADE, SEE GEOTECHNICAL REPORT
SECTION A
EXIST. FOOTING NEW FOOTING
DOWELS TO MATCH NEW FOOTING REINF. DRILL AND EPOXY USING SIMPSON SET-XP ADHESIVE OR EQ. 15" MIN. EMBED INTO EXIST. FOOTING
SEE 1/S5.02
TENSION LAP SPLICEROUGHEN TO 1/4" AMPLITUDE AND CLEAN
SUB-GRADE, SEE GEOTECHNICAL REPORT
SECTION B
#5 AT 18" OC HORIZ. EA. FACE
ROUGHEN TO 1/4" AMPLITUDE AND CLEAN
2' -
0"
FINISH GRADE
10" CONC. WALL W/ 1 - #5 VERT. EA. FACE
DRILL AND EPOXY VERT. BARS USING SIMPSON SET-XP ADHESIVE OR EQUIVALENT, 10" MIN. EMBED. INTO EXIST. FOOTING
EXISTING FOOTING
EXIST. FOOTING NEW FOOTING
BOTTOM REINF. SEE SCHEDULE DRILL AND EPOXY USING SIMPSON SET-XP OR EQUAL 18" MIN. EMBED INTO EXIST. FOOTING
ROUGHEN TO 1/4" AMPLITUDE AND CLEAN
SUB-GRADE, SEE GEOTECHNICAL REPORT
Revision: Issue Date:
EV & A Job Number: 2016117
DRAWINGS AND SPECIFICATION REMAIN THE PROPERTYOF THE DESIGN PROFESSIONAL. COPIES OF THE DRAWINGS
AND SPECIFICATIONS RETAINED BY THE CLIENT MAY BEUTILIZED ONLY FOR HIS USE AND FOR OCCUPYING THEPROJECT FOR WHICH THEY WERE PREPARED, AND NOT
FOR THE CONSTRUCTION OF ANY OTHER PROJECTS.
S3.02
ENLARGEDSHEARWALL
FOUNDATION PLANS
ER EXPANSION & RENOVATION
LE Job Number: 172016
1800 W. Charlestion Blvd.Las Vegas, NV 89102
100% Construction DocumentsAugust 24, 2017
1/2" = 1'-0"
1SHEARWALL FOUNDATION PLAN 1/2" = 1'-0"
2SHEARWALL FOUNDATION PLAN 1/2" = 1'-0"
3SHEARWALL FOUNDATION PLAN
3/4" = 1'-0"
4NEW FOOTING TO EXISTING FOOTING
SEE PLAN AND DETAIL 6/S5.02 FOR EMBEDDED PLATES
3/4" = 1'-0"
5SECTION 3/4" = 1'-0"
6NEW FOOTING TO EXISTING FOOTING
BB RESPONSE TO
BIDDER'S RFIs10.10.17
BELOW GRADE
3" MIN. CONCRETECOVER AT STRUCT. STEEL
3" CLR. AGAINST EARTH
2" CLR. FORMED
NOTES:1. See plan or schedule for footing size and reinforcing.2. Anchor bolts shall be secured in place prior to concrete placement.3. Contractor is responsible for leveling of base plate.4. Grout to be placed prior to applying loads to column.
SEE PLAN OR SCHEDULE FOR COLUMN, BASE PLATE AND ANCHOR BOLTS. COLUMNS SHALL BE PLUMB AND BASE PLATES LEVEL.
ISOLATION JOINT SEE DETAIL 4/S5.01
SLAB ON GRADE
3" CLR. TO REINF. AND TO ANCHOR BOLTS, UNO
SEE PLAN FOR FOOTING ELEVATION
1 1/2" NON-SHRINK GROUT CLEAN SURFACE PRIOR TO GROUTING, SEE 2/-
NATIVE SOIL OR STRUCTURAL FILL PER GEO-TECH REQUIREMENTS
CORNER BARS ( ) MAY BE USED IN LIEU OF BENT REINF. BARS FOR LAP SPLICES
NOTE 1
SEE
NO
TE
1
SE
E
STD. HOOK
CORNERINTERSECTION
NOTE:1. Use Tension lap splice per detail 1/S5.03
NOTE:1. All reinf. from the wall footing (CF) shall
be continuous through spread footing and dowel around corners, intersections and bends, per detail A/-.
STD. HOOK
PROVIDE 3" DIA. GROUTING HOLE NEAR CENTER OF BASE PLATE
NOTES:1. Minimum grout thickness shall be 2 times the anchor bolts diameter.2. Minimum grout strength shall be f'c=7000 psi.
BASE PLATE MINIMUM WIDTH
MINIMUM NON-SHRINK GROUT THICKNESS
1 1/2"UP TO 16"
2"17" TO 23"
2 1/2"24" TO 35"
3"36" AND OVER
2" BOLT DIA. MINIMUM
NON-SHRINK GROUT SCHEDULE
PROVIDE BOLT WITH HEAVY HEX HEAD AND NUT OR PLAIN BAR THREADED AT BOTH ENDS WITH HEAVY HEX NUT EA. END
HEAVY HEX NUT OR BOLT HEAD
SPOIL THREADS 2-PLACES BELOW NUT
LEVELING NUT MAY BE PROVIDED IF REQUIRED BY CONTRACTOR
TOP OF CONCRETE
NON-SHRINK GROUT PER DETAIL 2/-
ANCHOR BOLTS, SEE DRAWINGS AND SCHEDULE
BASE PLATE, SEE DRAWINGS
SE
E S
CH
ED
ULE
"B" SEE SCHEDULE
W COLUMN, SEE PLAN
"N"
SE
E S
CH
ED
ULE
SE
E N
OT
E 1
SEE NOTE 1SEE NOTE 1
SE
E N
OT
E 1
1/4
OR AISCMIN.
TYPE A
"B" SEE SCHEDULE
W COLUMN, SEE PLAN
"N"
SE
E S
CH
ED
ULE
SE
E N
OT
E 1
SEE NOTE 1SEE NOTE 1
SE
E N
OT
E 1
1/4
OR AISCMIN.
TYPE B
EQ
EQ
Notes:1. 1 3/4" Typical
2 1/2" For 1 1/4" Anchor Bolts3" For 1 1/2" Anchor Bolts
1/4
HSS, SEE PLAN
1 1/2" NON-SHRINK GROUT
BASE PLATE 3/4"x12"x1' - 0" W/ 4 - 3/4" DIA. ANCHOR BOLTS WITH 9" MIN. EMBED
CONCRETE WALL, SEE PLAN AND DETAIL 6/-
3/4" CHAMFER, TYP.
HSS COLUMN, SEE PLAN
24" CONC. WALL
#5 AT 12" OC EA. FACE HORIZ.
1' -
0"
2' -
0"
3' -
0"
2' - 6" #6 AT 18" OC
3 - #6
CL
R.
3"
#5 AT 12" OC EA. FACE VERT.
ROUGHEN TO 1/4" AMPLITUDE AND CLEAN
3/4" CHAMFER, TYP.
600S200-54 AT 16" OC, WHERE OCCURS
10" CONC. WALL
1' -
6"
2' -
0"
3' -
0"
2' - 0"
DOWELS TO MATCH VERT. REINF. AND SPACING ALTERNATE BENDS
3 - #5 x CONT.
CL
R.
3"
#5 AT 12" OC MAX. VERT.
ROUGHEN TO 1/4" AMPLITUDE AND CLEAN
2 - #5 HORIZ. x CONT. TOP AND BOTTOM
3/8" DIA. SIMPSON TITEN-HD SCREW ANCHOR W/ 3 1/4" EMBED AT 24" OC
#5 AT 12" OC MAX. HORIZ.
FINISH GRADE
3" CLR. AGAINST EARTH2" CLR. FORMED
DOWELS TO MATCH SLAB REINF. WITH CLASS 'B' LAP SPLICES
12"
SLAB ON GRADE, REINF. NOT SHOWN FOR CLARITY, SEE PLAN
SUB-GRADE, SEE GEOTECHNICAL REPORT
NATIVE SOIL OR STRUCTURAL FILL PER GEOTECHNICAL REPORT
12GA. CONT. TRACK UNPUNCHED, TYP.
3/4" CHAMFER, TYP.
1' -
0"
2' -
0"
1' - 6"
ALT. BENDS
CL
R.
3"
ROUGHEN TO 1/4" AMPLITUDE AND CLEAN
2 - #5 HORIZ. x CONT. TOP AND BOTTOM
FINISH GRADE
3" CLR. AGAINST EARTH2" CLR. FORMED
DOWELS TO MATCH SLAB REINF. WITH CLASS 'B' LAP SPLICES
20"
SLAB ON GRADE, REINF. NOT SHOWN FOR CLARITY, SEE PLAN, KEY INTO STEM WALL
SUB-GRADE, SEE GEOTECHNICAL REPORT
NATIVE SOIL OR STRUCTURAL FILL PER GEOTECHNICAL REPORT
3 - #5 x CONT.
10" CONC. STEM WALL
#5 AT 12" OC VERT.
3/4" = 1'-0"
1TYPICAL COLUMN BASE
3/4" = 1'-0"
APLAN DETAIL OF REINFORCINGAT FOOTING INTERSECTIONS
3/4" = 1'-0"
2TYPICALNON-SHRINK GROUT AT BASE PLATE
3/4" = 1'-0"
3TYPICAL ANCHOR DETAIL
FOOTING SCHEDULE
NOT TO SCALE
NOT TO SCALE
NOT TO SCALE
NOT TO SCALE
MARK
DIMENSIONS REINFORCING
REMARKSWIDTH LENGTH THICKNESS TOP BOTTOM
F2.5 2' - 6" 2' - 6" 1' - 6" 3 - #6 EA. WAY
F3.5 3' - 6" 3' - 6" 1' - 6" 4 - #6 EA. WAY
F5 5' - 0" 17' - 0 1/2" 1' - 6" 5 - #6 LONG.
#5 AT 12" OC TRANSV.
5 - #6 LONG.
#6 AT 12" OC TRANSV.
F6 6' - 0" 1' - 0" 1' - 3" 1 - #6 EA. LONG.
6 - #6 TRANSV.
DRILL & EPOXY
TRANSV. BARS
INTO EXIST. FTG.
SEE 6/S3.02
MARK THKNS. DIM 'B' DIM 'N' ANCHOR BOLTS TYPE REMARKS
1 3/4" 0' - 9" 0' - 9" 4 - 3/4" DIA. ANCHOR BOLTS,9" MIN. EMBED
A, SEE 4/- SEE 3/-
2 1" 1' - 0" 1' - 0" 4 - 1" DIA. ANCHOR BOLTS,12" MIN. EMBED
A, SEE 4/- SEE 3/-
3 3/4" 0' - 9" 0' - 9" DRILL AND EPOXY 4 - 3/4" DIA. F1554 GR.36 THREADED ROD USING SIMPSONSET-XP W/ 10" MIN. EMBED. FOLLOW
MANUFACTURER'S RECOMMENDATIONS
A, SEE 4/- SEE 3/-
BASE PLATE SCHEDULE
3/4" = 1'-0"
4BASE PLATE DETAILNOT TO SCALE
Revision: Issue Date:
EV & A Job Number: 2016117
DRAWINGS AND SPECIFICATION REMAIN THE PROPERTYOF THE DESIGN PROFESSIONAL. COPIES OF THE DRAWINGS
AND SPECIFICATIONS RETAINED BY THE CLIENT MAY BEUTILIZED ONLY FOR HIS USE AND FOR OCCUPYING THEPROJECT FOR WHICH THEY WERE PREPARED, AND NOT
FOR THE CONSTRUCTION OF ANY OTHER PROJECTS.
S4.01
TYPICAL FOOTINGAND BASE PLATE
DETAILS ANDSCHEDULES
ER EXPANSION & RENOVATION
LE Job Number: 172016
1800 W. Charlestion Blvd.Las Vegas, NV 89102
100% Construction DocumentsAugust 24, 2017
SEE PLAN
1 1/2" = 1'-0"
5COLUMN BASE PLATE DETAIL 3/4" = 1'-0"
6CONC. WALL SECTION 3/4" = 1'-0"
7CONC. WALL SECTION 3/4" = 1'-0"
8CONC. WALL SECTION
SEE PLAN
B
B
B
B RESPONSE TOBIDDER'S RFIs
10.10.17
Notes:1. Table for use with normal weight hardrock concrete and
grade 60 uncoated reinforcing bars. For lightweight aggregate use 1.3ℓ.
2. Class A - Half or less of the bars are spliced within a required lap length. Class B - More than half of the bars are spliced within a required lap length.
3. Top bars are horizontal bars with 12" or more of concrete cast in the member below the bar.
4. For bars enclosed in standard column spirals, use 0.75ℓ or 12" min.
5. Lap splices of individual bars with a bundle shall be 1.2ℓ for that bar in a 3-bar bundle and 1.33ℓ for a 4-bar bundle. Entire bundles shall not be staggered such that they do not overlap.
6. ℓ - Basic lap length, shown above.7. Case Selection
-For foundation reinforcement use Case 1 uno.-For column reinforcement and dowels use Case 1 uno.-For beam reinforcement use Case 1 uno.-For structural slab reinforcement use Case 2 uno.-For slab on grade reinforcement use Case 1 uno.-For wall reinforcement and dowels use Case 1 (Except as noted below) uno.-For walls with a single mat od steel centered in the wall, use Case 1 for wall reinforcement and dowels uno.-For chord steel reinforcement use Case 2 uno.
(CONCRETE ONLY) TENSION LAP SPLICE LENGTHS, ℓ (IN INCHES) FOR GRADE 60 UNCOATED BARS
CO040
BARSIZE
LAPCLASS
CASE 1 CASE 2 CASE 1 CASE 2 CASE 1 CASE 2 CASE 1 CASE 2
f'c = 4000 psi
TOP BARS OTHER BARS
f'c = 4500 psi
TOP BARS OTHER BARS
#3AB
#4AB
#5AB
#6AB
#7AB
#8AB
#9AB
#10AB
#11AB
1924
2836
1519
2228
1823
2734
1418
2127
2532
3748
1925
2937
2431
3546
1824
2735
3140
4760
2431
3647
2938
4457
2329
3444
3748
5672
2937
4356
3546
5368
2735
4153
5470
81106
4254
6381
5167
77100
4051
5977
6280
93121
4862
7193
5976
88114
4559
6888
7091
105136
5470
81105
6685
99128
5166
7699
79102
118153
6179
91118
7395
109142
5673
84109
87113
131170
6787
101131
80104
120156
6280
93120
CASE 1 CASE 2 CASE 1 CASE 2
f'c = 5000 psi
TOP BARS OTHER BARS
1722
2533
1317
1925
2229
3343
1722
2633
2836
4254
2228
3242
3343
5065
2633
3850
4963
7394
3749
5673
5572
83108
4355
6483
6381
94122
4863
7294
7091
105137
5470
81105
78101
117152
6078
90117
Notes:1. Table for use with normal weight hardrock concrete and grade
60 uncoated reinforcing bars. For lightweight aggregate use 1.3ℓ.2. Top bars are horizontal bars with 12" or more of concrete cadt in
the member below the bar.3. For bars enclosed in standard column spirals, use 0.75 ℓ or 12"
min.4. Development length of individual bars within a bundle shall be 1.2
ℓd for that bar in a 3-bar bundle and 1.33 ℓd for a 4-bar bundle.5. Compression development length (only where indicated on
drawings) For grade 60 bars use 22 bar diameters.6. Case Selection
-For foundation reinforcement use Case 1 uno.-For column reinforcement and dowels use Case 1 uno.-For beam reinforcement use Case 1 uno.-For structural slab reinforcement use Case 2 uno.-For slab on grade reinforcement use Case 1 uno.-For wall reinforcement and dowels use Case 1 (Except as noted below) uno.-For walls with a single mat od steel centered in the wall, use Case 1 for wall reinforcement and dowels uno.-For chord steel reinforcement use Case 2 uno.
(CONCRETE ONLY)
CO041
BARSIZE
f'c = 4000 psi f'c = 4500 psi
19 28 15 22 18 27 14 21
TOP BARS OTHER BARS
CASE 1 CASE 2 CASE 1 CASE 2
TOP BARS OTHER BARS
CASE 1 CASE 2 CASE 1 CASE 2
#3
#4
#5
#6
#7
#8
#9
#10
#11
#14
#18
25 37
31 47
37 56
54 81
62 93
70 105
79 118
87 131
105 157
139 209 107 161
81 121
67 101
61 91
54 81
48 71
42 63
29 43
24 36
19 29 24 35
29 44
35 53
51 77
59 88
66 99
73 109
80 120
99 148
132 197 101 152
76 114
62 93
56 84
51 76
45 68
40 59
27 41
23 34
18 27
EXTEND BAR AS FAR AS POSSIBLE AND BEND WITH 90º STANDARD HOOK WHERE ℓd CANNOT BE ACHIVED
ℓd
FACE OF SUPPORT
f'c = 5000 psi
17 25 13 19
TOP BARS OTHER BARS
CASE 1 CASE 2 CASE 1 CASE 2
22 33
28 42
33 50
49 73
55 83
63 94
70 105
78 117
94 140
125 187 96 114
72 108
60 90
54 81
48 72
43 64
37 56
26 38
22 32
17 26
dd
6
1
D
D
12d
4d OR 2 1/2" MIN.
D
6d OR 3" M
IN.
d
90° STD HOOK
180° STD HOOK
MAX. OFFSET BEND
D=6d FOR #3 TO #8D=8d FOR #9 TO #11D=10d FOR #14 TO #18
MIN. D=1 1/2" FOR #3MIN. D=2" FOR #4MIN. D=2 1/2" FOR #5
PRINCIPAL REINFORCING STIRRUPS AND TIES
135° HOOK FOR#8 BAR AND
SMALLER
NOTES:1. All bends shall be made cold.2. #14 and #18 bars shall be bend tested and lab approved prior to bending.
CO005
90° HOOK
d
D
6d FOR #5 BARAND SMALLER
ANCHOR BOLT
CONCRETE
RAD. 1 1/2" BOLT DIA.
EMBEDMENT MINIMUM
1 1
/2"
BO
LT
DIA
.
EMBEDMENT SCHD.
BOLT DIA.
1/2"
5/8"
3/4"
7/8"
MIN. EMBED UNO
4"
5"
6"
6"
Notes:1. Minimum bolt spacing shall be 12 bolt diameters, minimum edge
distance shall be 6 bolt diameters.
CO001 CONC32
L6x6x5/16 EA. SIDE
EXISTING CONC WALL REINF. NOT SHOWN FOR CLARITY
EXIST. CONC. WALL
L6x6
NEW OPENING 4'-0" MAX.
FOR HORIZ. LEG OF
12" TYP. SLOT WALL
ANGLE, PACK WITH GROUT
Y
DETAIL Y
4 - 5/8" DIA. SIMPSON STRONG BOLT 2, WITH 4 5/8" MIN. EMBED.
FOR NO. OF BOLTS, SHEAR PLATE, WELD, ETC. SEE BEAM CONNECTION SCHEDULE SHEET 1/S5.05
MARK "T" "X" "A"
HEADED STUDS
STUDS # ROWS
STUDS # COLS
A 3/4" 8" 1' - 0" 4 - 3/4" DIA. x 8"
2 2
EMBED PLATE SCHEDULE
B 3/4" 8" 1' - 8" 6 - 3/4" DIA. x 8"
3 2
"B"
2" "X" 2"
"A"
2"
8
" T
YP
.2
"
"T"
FACE OF WALL
3/4" DIA. x 8" HEADED STUDS, SEE SCHEDULE FOR NUMBER REQUIRED
C 3/4" 6" 1' - 8" 4 - 3/4" DIA. x 8"
2 2
D
REMARKS"B"
1' - 0"
1' - 0"
0' - 10"
TYPE I
TYPE I
TYPE II
TYPE I
FOR NO. OF BOLTS, SHEAR PLATE, WELD, ETC. SEE BEAM CONNECTION SCHEDULE SHEET 1/S5.05
"T"
FACE OF WALL
TYPE II
6"
1' -
4"
3/16
3/16
PL 1/2x4xAS REQ'D.
2 - #4 x 4' - 0" WITH STD. HOOKS DEFORMED (WELDABLE BARS GRADE 60)
5/16 3
5/16 3TYP.
Revision: Issue Date:
EV & A Job Number: 2016117
DRAWINGS AND SPECIFICATION REMAIN THE PROPERTYOF THE DESIGN PROFESSIONAL. COPIES OF THE DRAWINGS
AND SPECIFICATIONS RETAINED BY THE CLIENT MAY BEUTILIZED ONLY FOR HIS USE AND FOR OCCUPYING THEPROJECT FOR WHICH THEY WERE PREPARED, AND NOT
FOR THE CONSTRUCTION OF ANY OTHER PROJECTS.
S5.02
CONCRETE TYPICALDETAILS
ER EXPANSION & RENOVATION
LE Job Number: 172016
1800 W. Charlestion Blvd.Las Vegas, NV 89102
100% Construction DocumentsAugust 24, 2017
3/4" = 1'-0"
1TENSION LAP SPLICE 3/4" = 1'-0"
2TENSION DEVELOPMENT LENGTH
3/4" = 1'-0"
3BAR BENDS 3/4" = 1'-0"
4CO001 3/4" = 1'-0"
5DETAIL FOR CUTTING OPENING INEXISTING WALL
SCALE: 3/4" = 1'-0"
EMBED PLATE DETAIL 6
AAA
A
A
A RESPONSE TOBLDG. DEPT.COMMENTS
09.29.17
1/4" TYP.
3/16
3/16TYPICAL
SEE PLAN FOR BEAM SIZE
EXTEND PLATE AS MAY BE REQ'D. FOR CONNECTIONS
STIFFENER PLATE 3/8" TYPICAL UNLESS NOTED OR DETAILED OTHERWISE
NOTE:1. Use larger plates and welds as may be req'd. by beam
connection schedule.
ST051
BOLTS PER SCHEDULE, ADD BOLTS AS MAY BE REQ'D. FOR EVEN NUMBER
BEAM SEE PLAN
PL 3/8xAS REQ'D.x0'-8"
CUT MIN. TYP.
2 3
/4"
FACE OF WEB OR FLG. TYP.
PLAN - UP TO 30° PLAN - UP TO 30° TO 60°
PL 3/8xAS REQ'D.x 0'-11 1/4"
BEAM SEE PLAN
2 3/4"
1 1/4"
6"
1 1/4"
1 1/4"3"
AS REQ'D.
FOR WELD
BEAM SEE PLAN
PL 3/8" MIN. OR WEB THKNS. MIN. OR BEND WEB
PLAN - OVER 60°
CJP OVER 30°
CU
T M
IN.
TY
P.
3"
MIN
.
1 1
/4"
MIN
.
3"
TY
P.
W-SHAPES SHOWN OTHER SHAPES SIM. SEE PLAN, TYP.
CONN. PL 3/8" UNO
SEE BEAM CONNECTION SCHEDULE UP TO 30°
TYPICAL ELEVATION
ST018
1-
BEAM TO COLUMN FLANGE
BEAM TO COLUMN WEB
2 SIDED BEAM TO BEAM
1 SIDED BEAM TO BEAM
SEE SCHED.
AIS
C
MIN
.A
ISC
M
IN.
3"
TYP.SEE SCHED.
COLUMN 1 (+1/2")DISTANCE -0"
3" MAX.
AIS
C
MIN
.A
ISC
M
IN.
TYP.SEE SCHED.
3"
AIS
C
MIN
.A
ISC
M
IN.
3"
2d
SEE SCHED.
AIS
C
MIN
.A
ISC
M
IN.
PLATE TOP AND BOTTOM THICKNESS TO MATCH SHEAR PLATE THICKNESS
PROVIDE PARTIAL HEIGHT STIFF PLATE ('t' TO MATCH 't' OF SHEAR PLATE) THIS SIDE, WITH 6 BOLTS OR MORE
NOTES:1. All 3/4" dia. bolts shall be A325-N. All 1" dia. bolts shall be A490-N.2. Provide larger welds where may be required by AISC.3. Use larger plates and welds where required by brace frame
connections or other specific details.4. d = bolt diameter.5. Use short slotted holes in one end of beam for field tolerances.
BEAM CONNECTION SCHEDULE
NOMINAL MEMBER DEPTH
BOLT NO. AND SIZE
SHEAR PLATE
THICKNESS (IN.)
SIZE OF FILLET WELD (IN.)
8" - 10"
12" - 14"
16"
18"
21"
24"
27"
30" -33"
36" - 40"
2-3/4" DIA.
3-3/4" DIA.
4-3/4" DIA.
5-3/4" DIA.
6-1" DIA.
7-1" DIA.
8-1" DIA.
9-1" DIA.
10-1" DIA.
3/8
3/8
3/8
3/8
1/2
1/2
1/2
1/2
1/2
1/4
1/4
1/4
1/4
5/16
5/16
5/16
5/16
5/16
ST065
3"3"
3"3"
3"
3"
3"3"
k
b
b
2db
2db
2db
6"
8"
------------------S5.06
2
W BEAM, SEE PLAN, TYP.
CJP HSS TOPLATE
3/8
3/8TYP. W BEAMTO PL.
CJP, TYP.
7/8" THICK CAP PL.
FOR BEAM TO BEAM
RIGID CONN.
HSS COLUMN, SEE PLAN
TAPERED BEAM,SEE NOTE 1
NOTE:1. Weld bottom flange with pairs of continuous 3/16" fillet welds placed opposite one
another with respect to the beam web. Alternate welding as required to avoid warping.
ROOF DECK, SEE ARCH. FOR ROOFING
W ROOF BEAM, SEE PLAN
5 3/4" CONC. LIGHT WEIGHT WALL WITH #4 AT 12" OC EA. WAY, SEE ARCH. FOR 3/4" MAX. REVEAL
T.O.W. = 20' - 0"
CONT. BEND PL. 1/4x AS REQ'D. W/ 1/2" x 4" STUD AT 12" OC.
FULL DEPTH STIFFENER PL. AT 24" OC, SEE 2/S5.05.
3/16 4
3/16 4TYP.
5 3/4" CONC. LIGHT WEIGHT WALL W/ #4 AT 12" OC, EA. WAY, SEE ARCH. FOR 3/4" MAX. REVEAL
3/4" DIA. x 8" STEEL STUDS AT 12" OC
FULL DEPTH STIFFENER PL. EA. SIDE OF WEB AT 24" OC, SEE 2/S5.05
HSS4x0.25 BRACE, SLOT ENDS FOR GUSSET
HSS4x0.25 BRACE, SLOT ENDS FOR GUSSET
3/16 4
3/16 4TYP.
W ROOF BEAM, SEE PLAN
PL.1/2" x AS REQ'D.
5/16
5/16
3/4"
Revision: Issue Date:
EV & A Job Number: 2016117
DRAWINGS AND SPECIFICATION REMAIN THE PROPERTYOF THE DESIGN PROFESSIONAL. COPIES OF THE DRAWINGS
AND SPECIFICATIONS RETAINED BY THE CLIENT MAY BEUTILIZED ONLY FOR HIS USE AND FOR OCCUPYING THEPROJECT FOR WHICH THEY WERE PREPARED, AND NOT
FOR THE CONSTRUCTION OF ANY OTHER PROJECTS.
S5.05
STRUCTURAL STEELTYPICAL DETAILS
ER EXPANSION & RENOVATION
LE Job Number: 172016
1800 W. Charlestion Blvd.Las Vegas, NV 89102
100% Construction DocumentsAugust 24, 2017
3/4" = 1'-0"
2STIFFENER PLATES 3/4" = 1'-0"
3SKEWED BEAM CONNECTION DETAIL 3/4" = 1'-0"
1TYPICAL BEAM CONNECTION SCHEDULE AND DETAILS
1 1/2" = 1'-0"
4DETAIL 3/4" = 1'-0"
5SECTION 3/4" = 1'-0"
6PIPE BRACE DETAIL
NOT U
SED
NOT U
SED
A
A RESPONSE TOBLDG. DEPT.COMMENTS
09.29.17
B RESPONSE TOBIDDER'S RFIs
10.10.17
B
B
1. See plans and schedule for beam and column sizes and column orientation. A small triangle at the end of the single line steel beams ( ) indicates rigid beam to column connection centered on column uno.
2. H.PL's = Horizontal column stiffener Plates.CJP = Complete Joint Penetration butt weld.tw = beam web thickness.
3. Horizontal and web connection plates shall be ASTM (AS72) grade 50 material. Horizontal column stiffener plates (H.PL'S) shall be as thick as the thickest beam flange being rigidly connected to the column. H.PL'S shall always occur on both sides of the web uno.
4. Contractor may use short slotted holes (uno) conforming with A325 bolt specifications in lieu of standard holes. 5. Provide washers with all bolts in slotted holes. All bolts in rigid connection shall be A490-SC. Provide quantity
and size per connection schedule . Flange field welds are to be made before any bolts in rigid connection are tightened.
6. Provide full ultrasonic inspection for delimitation of rigid frame column flanges in the area 6" below to 6" above beam framing into the flange and for weld defects in all frame connections. See specifications.
7. Fillet weld sizes shall be as shown unless a greater size is required by AISC table J2.4.8. Weld electrodes shall have a min. Charpy V Notch (CVN) toughness of 20 ft-lbs at -20°F and 40 ft-lbs at 70°F.9. Where backing bars are used in connections with CJP flange welds, backing bars shall be removed except that
top-flange backing bars attached to columns need not be removed. Following the removal of backing bars, the root pass shall be back gouged to sound metal and back welded with a minimum 5/16" reinforcing fillet weld.
CJP TYP. TOP AND BOTTOM FLANGES
CJP H.PL.'S TO FLANGES TYP.
CJP TYP. TOP AND BOTTOM
FLANGES
OR
OR
OR
CJP TYP. TOP AND BOTTOM H.PL'S TO COL. FLANGES
TYP.1/4
TYP.1/4
1"
TO
P O
F
CO
LU
MN
W
HE
RE
O
CC
UR
S
1"
TO
P O
F
CO
LU
MN
W
HE
RE
O
CC
UR
S
3"
TY
P.
1 1/2" CLR.1 1/2"
CLR.
3"
TY
P.
SE
E N
OT
E 6
W BEAMW BEAM
W C
OLU
MN
H,PL'S RO ALIGN WITH FLANGES OF CONNECTING BEAM - SEE NOTES
FOR WEB CONN. PL. AND BOLTS SEE
BACKING BAR AS REQUIRED TYP. SEE NOT 9
RIGID CONNECTION DETAIL AND NOTES:
2 Way Connection - A 4 Way Connection - B(3 Way Sim.)
H,PL'S RO ALIGN WITH FLANGES OF CONNECTING BEAM - SEE NOTES
W COLUMN (FLANGE REMOVED FOR CLARITY)
FOR WEB CONN. PL. AND BOLTS SEE
BACKING BAR AS REQUIRED TYP. SEE NOT 9
OR
A
ST074
6"
6"
6"
6"
1S5.05
1S5.05
1S5.05
SEE SCHEDULE FOR NUMBER OF BOLTS AND SIZE OF PLAES FOR ADDITIONAL INFO SEE DETAIL
BEAM SEE PLAN FOR SIZE
BEAM SEE PLAN FOR SIZE
BACKING BAR AS REQ'D.
ST016
CPJ, TYP.
CPJ, TYP.
1S5.05
Note:1. Use larger welds and welds as required by beam conn. schedule or by AISC specification section J2 welds.
ST032
CAP PLATE 3/4" THICK WIDTH TO BE 1" LARGER THAN COLUMN OR MATCH BEAM FLANGE WIDTH, WHICHEVER IS LARGER LENGTH AS REQUIRED, WITH 4-3/4" DIA. A325 BOLTS
3/16
3 SIDES TYP.SEE NOTE 1
STIFF. PL3/8 (SEE NOTE 1) EACH SIDE VERIFY POSITIONS WHERE INTERSECTING MEMBERS MAY OCCUR
SEE PLAN FOR BEAM SIZE
CENTERLINE OF COLUMN SEE PLAN OR SCHEDULE
1 1/2"
1/4
AS REQ'D.
ST087
3" MAX.
3" MAX.
BOLTS, CONN. PL, WELDS, ETC. SEE 1/S5.05.
AISC MIN.
HSS COL.
- SIDEDOR
2 - SIDED
2 - SIDEDOR
3 - SIDED
4 - SIDED
NOTE:1. Drill stress relieving hole prior to slotting tube, hole shall be 1/8" larger than plate width.
W BEAM
AISC MIN.
BOLTS, CONN. PL, WELDS, ETC. SEE 1/S5.05.
SEE SCHED.
SEE SCHED.SEE SCHED.
SEE SCHED. SEE SCHED.
1/4
1/4
1/4
1/4
3/16
HSS BEAM
HSS COLUMN
CAP PL. 3/8" x 1" LARGER THAN COL. DIM.
3/16
3/16
3/16
1/4
3/16L6x6x1/2xAS REQ'D. W/ 2 - 3/4" DIA. SIMPSON STAINLESS STEEL STRONG BOLT 2 WITH 5 1/4" MIN. EMBED. AT 8" OC
MAX.1/2"
3/8" CAP PLATE x 1" LARGER THAN COL. DIM.
NEW HSS6x4x1/4
EXIST. CANOPY STRUCTURE TO REMAIN
EXISTING MASONRY WALL
EXIST. HSS TO BE REMOVED, SEE ARCH.
Revision: Issue Date:
EV & A Job Number: 2016117
DRAWINGS AND SPECIFICATION REMAIN THE PROPERTYOF THE DESIGN PROFESSIONAL. COPIES OF THE DRAWINGS
AND SPECIFICATIONS RETAINED BY THE CLIENT MAY BEUTILIZED ONLY FOR HIS USE AND FOR OCCUPYING THEPROJECT FOR WHICH THEY WERE PREPARED, AND NOT
FOR THE CONSTRUCTION OF ANY OTHER PROJECTS.
S5.06
STRUCTURAL STEELTYPICAL DETAILS
ER EXPANSION & RENOVATION
LE Job Number: 172016
1800 W. Charlestion Blvd.Las Vegas, NV 89102
100% Construction DocumentsAugust 24, 2017
3/4" = 1'-0"
1W BEAM TO W COLUMN RIGID CONNECTION
3/4" = 1'-0"
2BEAM TO BEAM RIGID CONNECTION 3/4" = 1'-0"
3CARRIED COLUMN DETAIL 3/4" = 1'-0"
4W BEAM TO TUBE COLUMN DETAIL
1 1/2" = 1'-0"
5HSS BEAM TO HSS COLUMN
3/4" = 1'-0"
6SECTIONB RESPONSE TO
BIDDER'S RFIs10.10.17
B
4 5 6
2' - 0"
3' -
6"
2' - 0"
DEMO EXISTING MASONRY WALL WITHOUT DAMAGING EXISTING REINFORCING THAT WILL REMAIN IN PLACE AFTER RETROFIT
EXISTING OPENING, TYPICAL
~ ~ ~ ~ ~ ~~ ~ ~ ~ ~ ~ ~ ~
NEW OPENINGS SEE ELEVATION 2/-, TYPICAL
EXISTING #5 AT 24" OC VERT. EA. FACE, TO REMAIN, TYPICAL. VERIFY AND NOTIFY ARCHITECT AND STRUCTURAL ENGINEER
EXISTING #5 AT 24" OC HORIZ. TO REMAIN. VERIFY AND NOTIFY ARCHITECT AND STRUCTURAL ENGINEER
~
CUT EXISTING REINF. AT NEW OPENING, TYP.
EXISTING CMU WALL TO REMAIN
DEMO EXIST. 2' - 0" CONCRETE BASE, DO NOT DAMAGE EXIST. REINF. THAT WILL REMAIN IN PLACE AFTER RETROFIT
NOTE:1. Contractor to provide adequate shoring and bracing during construction.
4 5 6
~ ~ ~ ~ ~ ~~ ~ ~ ~ ~ ~ ~ ~~
LAP SPLICE SEE 1/S5.04, TYP.
LA
P S
PLIC
E S
EE
1/S
5.0
4, T
YP
.
EXIST. #5 AT 24" OC VERT. EA. FACE TO REMAIN, TYP.
ADD #5 AT 24" OC HORIZ. LAP W/ EXIST. HORIZ. REINF., TYP.
EXIST. #5 AT 24" OC HORIZ. TO REMAIN, TYP.
ADD REINF. AROUND NEW OPENING PER DETAIL 3/S5.04, TYP.
IN-FILL OPENING WITH CONCRETE BLOCK GROUT ALL CELLS, TYP.
ADD #5 AT 24" OC VERT. EA. FACE. LAP W/ EXIST. REINF. TYP.
ADD #3 TIES AT 8" OC, TYP.
ADD #3 TIES AT 8" OC, TYP.
4
S6.01------------------
TYP.
3
S6.01------------------
~
ADD #5 AT 24" OC VERT. EA. FACE. LAP W/ EXIST. REINF. TYP. LINE OF DEMO
IN-FILL W/ CONC. WALL, SEE 5/- TYP.
IN-FILL W/ CONC. WALL, SEE 5/- TYP.
NOTE:1. Contractor to provide adequate shoring and bracing during construction.
TYP.
EXISTING CMU WALL TO REMAIN
DE
MO
2' -
0"
EX
IST
ING
OP
EN
ING
DE
MO
, S
EE
NO
TE
1
2' -
0"
1/S
5.0
4, T
YP
.
LA
P S
PLIC
E, S
EE
EXISTING #5 AT 24" OC HORIZ. TO REMAIN, TYP.
EXISTING VERT. TO REMAIN, TYP.
NEW #5 AT 24" OC HORIZ. LAP W/ EXIST. REINF.
NEW #5 AT 24" OC VERT. EA. FACE
NOTE:1. DO NOT damage existing reinforcing.
#5 AT 24" OC VERT. EA. FACE
90° BEND ALT. TYP.
#3 AT 8" OC LATERAL TIES, TYP.
#5 AT 24" OC HORIZ.
180° BEND, ALT. TYP.
#3 AT 8" OC
10" CONC. IN-FILL WALL f'c=4500 psi
2'
- 0
"
EXIST. FOOTING
ROUGHEN TO 1/4" AMPLITUDE AND CLEAN
NEW 2 - #5 HORIZ. x CONT. TOP & BOTTOM
NEW #5 HORIZ. EQ. SPACING
FINISH GRADE
EXIST. SLAB ON GRADE, REINF. NOT SHOWN FOR CLARITY
SUB-GRADE, SEE GEOTECHNICAL REPORT
EXIST. REINF.
EXIST. CONC. WALL
NEW OR EXIST. #5 DOWELS x 4' - 0" LONG. AT 24" OC
NEW OR EXIST. CMU VERT. REINF. SEE 2/-
NEW 8" CMU WALL IN-FILL, SEE 2/-
3/4" CHAMFER, TYP.
LEVEL 01100' - 0"
02 - Level 2120' - 0"
AA BB
TOP OF FOOTING98' - 0"
TO CANOPY111' - 4"
AA.7 BB.1
TOP OF WALL120' - 0"
CONC. SHEARWALL, SEE PLAN, TYP.
~
WINDOW, SEE ARCH.8
S4.01------------------
8
S4.01------------------
CONC. SHEARWALL, SEE PLAN
~
4 - #4 2" MIN. TYP. 14" MAX.
10
' -
0"
TENSION LAP SPLICE, SEE 1/S5.02, TYP.
4 - #4
7
S6.01------------------
10
' -
0"
10"
2 - #5 TOP AND BOTTOM
#5 AT 12" OC TYP. EA. FACE
#4 CLOSED TIES AT 3" OC
5" MIN., TYP.
4 - #4
#4 CLOSED TIES AT 2 1/2" OC
1
0'
- 0
"
10"
2 - #5 TOP AND BOTTOM
#5 AT 12" OC TYP. EA. FACE
#4 CLOSED TIES AT 3" OC
#4 TIES ALTERNATE 90° HOOKS
ALTERNATE
Revision: Issue Date:
EV & A Job Number: 2016117
DRAWINGS AND SPECIFICATION REMAIN THE PROPERTYOF THE DESIGN PROFESSIONAL. COPIES OF THE DRAWINGS
AND SPECIFICATIONS RETAINED BY THE CLIENT MAY BEUTILIZED ONLY FOR HIS USE AND FOR OCCUPYING THEPROJECT FOR WHICH THEY WERE PREPARED, AND NOT
FOR THE CONSTRUCTION OF ANY OTHER PROJECTS.
S6.01
SECTIONS ANDDETAILS
ER EXPANSION & RENOVATION
LE Job Number: 172016
1800 W. Charlestion Blvd.Las Vegas, NV 89102
100% Construction DocumentsAugust 24, 2017
1/4" = 1'-0"
1EXISTING MASONRY WALL NEAR GRIDLINE A DEMO
1/4" = 1'-0"
2EXISTING MASONRY WALL NEAR GRIDLINE A RETROFIT
3/4" = 1'-0"
3SECTION 3/4" = 1'-0"
4SECTION
3/4" = 1'-0"
5CONC. WALL SECTION
1/4" = 1'-0"
6Detail 9
A
SCALE: 3/4" = 1'-0"
SPANDREL BEAM SECTION 7
A
A RESPONSE TOBLDG. DEPT.COMMENTS
09.29.17