structural cover sheet umc er expansion and · pdf fileumc er expansion and renovation 1800 w....

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

19 k Both Directions

Static

R = 6

S 0.473S

S 0.379DS S 0.177D1

S 0.1621

Vasd = 93 mph

Seismic Response Coefficient(s) C = 0.082

Operating rooms 60

Design Base Shear Wx = 9 kWy = 21 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 08-24-2017

S0.02 GENERAL NOTES 08-24-2017

S2.01 PARTIAL FOUNDATION PLAN ADMIN + FAST TRACK 08-24-2017

S2.02 PARTIAL FOUNDATION PLAN EXPANSION 08-24-2017

S2.03 PARTIAL FOUNDATION PLAN OBSERVATION + FASTTRACK

08-24-2017

S2.04 PARTIAL ROOF FRAMING PLAN EXPANSION 08-24-2017

S2.05 PARTIAL ROOF FRAMING PLAN EXPANSION 08-24-2017

S3.01 SHEARWALL ELEVATIONS AND PLAN SECTIONS 08-24-2017

S3.02 ENLARGED SHEARWALL FOUNDATION PLANS 08-24-2017

S4.01 TYPICAL FOOTING AND BASE PLATE DETAILS ANDSCHEDULES

08-24-2017

S5.01 FOUNDATION TYPICAL DETAILS 08-24-2017

S5.02 CONCRETE TYPICAL DETAILS 08-24-2017

S5.03 CONCRETE TYPICAL DETAILS 08-24-2017

S5.04 MASONRY TYPICAL DETAILS 08-24-2017

S5.05 STRUCTURAL STEEL TYPICAL DETAILS 08-24-2017

S5.06 STRUCTURAL STEEL TYPICAL DETAILS 08-24-2017

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 08-24-2017

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)






S0.02

GENERAL NOTES





A

B

C

D

E

12345

EXISTING FOOTING, TYP.

SLAB ON GRADE SEE NOTE 3

24" THICK CONC. WALL

OPENING IN EXISTING WALL, SEE 5/S5.02

OPENING IN EXISTING WALL, SEE 5/S5.02

EXISTING SLAB ON GRADE

4.1

AA

BB

F3.5

F3.5

BPL

HSS6x6x5/161

BPLHSS6x6x5/16

1

2

S3.01

3

S3.01

------------------S3.01

6

F2.5

BPL

HSS6x6x5/16

1

BPL

HSS8.625x0.375

2

BPL

HSS8.625x0.375

2

3.6

AA.7

BB.1

F5

10" CONC. WALL, TYP.


------------------S3.02

2

------------------S3.02

3

SFRS

SF

RS

SF

RS

5

S4.01------------------

5

S4.01------------------

24" THICK CONC. WALL

600S162-43 AT 16" OC, TYP.

3

S5.08------------------

TYP. AT BOTTOM OF STUD WALL

3

S5.08------------------

TYP. AT BOTTOM OF STUD WALL

600S162-43 AT 16" OC, TYP.

3

S5.08------------------

TYP. AT BOTTOM OF STUD WALLS

------------------S4.01

A

TYP. AT FOOTING INTERSECTIONS

8

S4.01------------------

5

S5.01------------------

TYP.

6

S6.01

TYP.

------------------S5.03

2

TYP.






S2.01

PARTIALFOUNDATION PLAN

ADMIN + FASTTRACK





1/4" = 1'-0"

PARTIAL ENLARGE FLOOR PLAN - EMERGENCY DEPARTMENT - ADMINISTRATION & FAST TRACK

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.

N

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

F3.5

BPL

HSS6x6x5/161

BPLHSS6x6x5/16

1

BPL

HSS6x6x5/161

1

S3.01

2

S3.01

3

S3.01

------------------S3.01

4

------------------S3.01

5

6.1

F2.5

BPL

HSS6x6x5/16

1

AA.7

BB.1

F5




------------------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------------------

TYP.

5

S5.01------------------

6

S6.01

1

S4.01------------------

TYP.

1

S4.01------------------

TYP.

------------------S5.03

2

TYP.

1

S6.01






S2.02


EXPANSION





PLAN NOTES









1/4" = 1'-0"

PARTIAL ENLARGE FLOOR PLAN - EMERGENCY DEPARTMENT - EXPANSIONN

C

D

E

F

G

7

16

S5.08------------------

TYP. ABOVE

600S162-43 AT 16" OC

16

S5.08------------------

TYP. ABOVE

600S162-43 AT 16" OC






S2.03


OBSERVATION +FAST TRACK





PLAN NOTES









1/4" = 1'-0"

PARTIAL ENLARGE FLOOR PLAN - EMERGENCY DEPARTMENT - RENOVATION - OBSERVATION + FAST TRACKN

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

W10x12

W10x22

W10x22W10x12

W10x12

W10x22

W8x28

W8x28

W8

x2

8

W10x12

W1

2x26

W1

2x26

3.6

AA.7

BB.1

14' - 6" 9' - 6"

W8x28

W8x28

W8x28

W8x28

C8

x1

1.5

C8

x1

1.5

C8

x1

1.5

C

A

C

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

W1

0x49

LO

W

HIG

HH

IGH

W8x28

W8x28

5

S5.05------------------

5

S5.05------------------

W1

0x49

LO

W

C

TYP. AT HSS

A

W10x12

BRACE SEE 7/S5.05, TYP.

EQ

EQ

HSS4x

4x5/

16

3

S5.06------------------

TYP.

CONT. HSS4x4x5/16 HORIZ., TYP.

EQ

EQ

2

S5.07------------------

TYP.

2

S5.07------------------

TYP.

SE

E A

RC

H.

4"

EX

PA

NS

ION

JO

INT

------------------S5.06

4TYP.






S2.04

PARTIAL ROOFFRAMING PLAN

EXPANSION





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 18" oc c. side seams: button punch at 18" 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.


7. denotes embed plate typ. See 6/S5.02.

8. Mech. screen by others.

#

N

A

B

C

D

E

4567 4.1

AA

BBW12x19 W10x12

W1

8x35

W14x22 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

W10x12

W10x22

W10x22W10x12

W10x12

W10x22

W10x12

W1

2x26

W1

2x26

AA.7

BB.1

C

A

A

B

B

A

C

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

W1

0x49

LO

W

HIG

HH

IGH

W1

0x49

LO

W

C

3

S5.06------------------

TYP. AT HSS

TYP. AT HSS

A

W10x12

BRACE SEE 7/S5.05, TYP.

EQ

EQ

HSS

4x4x5/16

HSS4x

4x5/

16HSS

4x4x5/16

SCREEN VERT. SUPPORT, TYP. SEE NOTE 9


5

S5.06------------------

TYP.



EQ

EQ

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.

------------------S5.06

4TYP.






S2.05

PARTIAL ROOFFRAMING PLAN

EXPANSION





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 18" oc c. side seams: button punch at 18" 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.


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

LEVEL 01100' - 0"

AA

TOP OF FOOTING98' - 0"

~ ~

#5 AT 18" OC EA. WAY, EA. FACE

CLASS 'B' TENSION LAP SPLICE TYP. SEE 2/S5.02

90° STD. HOOK, TYP.

VERIFY W/ ARCH.

TOP OF WALL120' - 0"

3"

LEVEL 01100' - 0"

02 - Level 2120' - 0"

4.1


~ ~




3"

VERIFY W/ ARCH.


6

S6.01

LEVEL 01100' - 0"

AA

~ ~




3"


AA.7

VERIFY W/ ARCH.


STEM WALL

6

AA

6.1

AA.7


VERT. REINF. SEE ELEVATION, TYP.

HORIZ. REINF. SEE ELEVATION, TYP.



1A

S3.01

1

S3.01

A

4.1

AA

10"

CO

NC

. W

ALL



2

S3.01

4.1

BB

BB.1





3A

S3.01

3B

S3.01

LEVEL 01100' - 0"

02 - Level 2120' - 0"

66.1



~ ~




3"

VERIFY W/ ARCH.

LEVEL 01100' - 0"

02 - Level 2120' - 0"

BB


BB.1





3"

5' - 0"

VERIFY W/ ARCH.

LEVEL 01100' - 0"

02 - Level 2120' - 0"

BB


BB.1





3"

5' - 0"

VERIFY W/ ARCH.






S3.01

SHEARWALLELEVATIONS ANDPLAN SECTIONS





1/4" = 1'-0"

2SHEARWALL ELEVATION 1/4" = 1'-0"

3SHEARWALL ELEVATION 1/4" = 1'-0"

1SHEARWALL ELEVATION

1/2" = 1'-0"

4SHEARWALL PLAN SECTION 1/2" = 1'-0"

5SHEARWALL PLAN SECTION

1/2" = 1'-0"

6SHEARWALL PLAN SECTION

1/4" = 1'-0"

1ASHEARWALL ELEVATION 1/4" = 1'-0"

3ASHEARWALL ELEVATION

1/4" = 1'-0"

3BSHEARWALL ELEVATION

SEE PLAN AND DETAIL 6/S5.02 FOR EMBEDDED PLATES

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

2' -

0"

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


#6 AT 12" OC TRANSV. BOTTOM AND #5 AT 12" OC TOP


3' -

0"

WAL CL

2' -

1"

3' - 0"

#5 AT 12" OC 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


SECTION B






S3.02

ENLARGEDSHEARWALL

FOUNDATION PLANS





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

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

TYP. HSS TOBASEPLATEAND HSS TOSLEEVE

HSS, SEE PLAN

PIPE SLEEVE TO RECEIVE HSS. INSIDE DIA. TO MATCH OUTSIDE DIA. OF HSS

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.


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


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"


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


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.

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/-

BASE PLATE SCHEDULE

3/4" = 1'-0"

4BASE PLATE DETAILNOT TO SCALE






S4.01

TYPICAL FOOTINGAND BASE PLATE

DETAILS ANDSCHEDULES





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

FN011

NOTES:1. Contractor shall locate bottom of excavation to avoid

surcharge on utilities and other foundations.2. Contractor shall coordinate all excavations with

foundation with foundation requirements.3. Step foundation as required per 3/-.4. Contractor shall adhere to the recommendations in

the Geotechnical Notes, for all excavations, backfill requirements etc.

5. Pipes passing through footings: Less than 3'-0" below foundation, provide sleeve and concrete. More than 3'-0" below foundation, step

foundation per 3/- to maintain 3'-0" Maximum.6. Sleeves shall be minimum 1" clear all around pipes,

conduit etc.7. For pipes etc. within the footing thickness, step

footing as required to pass pipes through stem wall.

FOUNDATION PARALLELTO EXCAVATION

EXISTING UTILITYPARALLEL TO FOUNDATION

UTILITY (PIPES)

Elevation Section

PIPES THRU FOUNDATION WALL

SLEEVE SEE NOTES 5 AND 6

EXTEND CONC. AROUND SLEEVE SEE NOTE 5

FOUNDATION

FINISH GRADE

BOTTOM OF FOOTING ELEVATION

SEE CIVIL DRAWINGS FOR EXISTING UTILITES

BOTTOM OF EXCAVATION SHALL NOT EXTEND BELOW THIS LINE

FOUNDATION

FINISH GRADE

1

2

1

2

1

1

EXCAVATION

10' - 0"

9" 9"

SLEEVE DIA. SEE NOTE 6

CO

NT

. F

OO

TIN

G S

EE

NO

TE

7

9"

SE

E N

OT

E 5

3'-0

" M

AX

.

FN015

PROVIDE DOWELS TO MATCH VERT. WALL REINF., SPACING, SIZE AND NUMBER

SHOWN ON PLAN INDICATES THIS POINT OF THE STEPPED FOOTING

S

TYP.

3" CLR.

2x"S" MIN.

"t" MIN.

"t"

MIN

.

MA

X.

"S"

2'-0

"

"t"

TY

P.

3" C

LR

.

TY

P.

3"

CL

R.

REINF. SHALL MATCH LONGIT. FTG. REINF. SIZE AND NUMBER

FOR LAP LENGTH SEE 1/S5.02 NATIVE SOIL OR STRUCT. FILL

PER GEOTECHNICAL REQUIREMENTS

BEND AS REQ'D.

FOR LAP LENGTH SEE 1/S5.02

FN030A

NOTES:1. Slab shall be placed in strip pattern.

1 = First 2 = Second

2. Strips to be divided by construction joints at the centerline of columns wherethey occur and subdivided as required into areas not exceeding 225 sqft. by construction joints.

3. In areas where columns do not occur provide construction and contraction joints as above.

4. Contractors shall obtain architect's approval for all joint locations.

COLUMN CENTERLINE WHERE OCCUR

ISOLATION JOINT AT COLUMNS, SEE DETAIL 4/S5.01

SEE DETAIL A B

225 SQUARE FEET MAXIMUM, TYPICAL

CONTRACTION JOINTS

CONSTRUCTION JOINTS

REINF. BARS, SEE PLAN

30'-0

" M

AX

.

1

2

2

1

"t"

UN

O

2"

CL

R.

CONTRACTION JOINT B

CONSTRUCTION JOINT A

"t"

2" 2"

EQ

EQ

CLR

.

2"

CONTRACTION JOINT, SAW CUT 1/8" WIDE x 1" DEEP MIN. SAWING MUST OCCUR AS SOON AS CONCRETE SURFACE IS FIRM ENOUGH SO CONCRETE WILL NOT BE DAMAGED, BUT NO LATER THAN 12 HOURS AFTER CONCRETE HAS BEEN PLACED

SUB-GRADE SEE GEOTECHNICAL REPORT

SLAB BARS

3/4" DIA. x 16" LONG SMOOTH BAR DOWELS AT 24" OC, GREASE DOWELS ONE SIDE OF JOINT ONLY


FN042A

90.0

0°

90.0

0°

45.0

0°

MIN

.

4"

TYP.4" M

IN.

VARIES

GRID

GRID

GRID

COVER AT

3" MIN. CONC.

STRUCT. STEEL

CONT. BARS

W COL., HSS TUBE, PIPE OR CONC. COL. SEE PLAN OR SCHED.

PILASTER, SEE PLAN OR SCHED.

WALL

TOOLED JOINTS AT EXPOSED AREAS

CONSTRUCTION JOINT

CONSTRUCTION OR CONTRACTION JOINT, SEE 2/S5.01

COLUMN OR WALL FACE

FIRST POURSLAB ON GRADE


3" MIN. CONC. COVER AT STRUCT. STEEL

PLAN B PLAN C

SECTION Y

Y

X

PLAN A

SECTION X

EDGE OF SLAB, SEE DETAIL 5/S5.01

NOTE:1. Plan is similar at corners.

TYP. EDGE OF SLAB BARS CONT.

FINISH GRADESEE ARCH.

TOP OF FOUNDATION

CONSTRUCTION JOINT

#4x4'-0" LONG

CONSTRUCTION OR CONTRACTION JOINT, SEE DETAIL 2/S5.01

#4x4'-0" LONG

SLAB ON GRADE


FN044

MIN.

1' - 0"

2-#4 CONT.

SLAB ON GRADE


BEND SLAB BARS DOWN

CURB WHERE OCCURS, SEE DETAIL 7/S5.01

FINISH GRADE PAVING, ETC., SEE ARCH.

FN037

1'-8" MAX.

GREATER THAN 8"

OR LESS, 4" MIN.

CURB WIDTH AS REQ'D. 8"

1-#4xCONT. WITH 1'-6" BENDS OR 1'-6"x1'-6" DWLS. AT CORNERS AND ENDS

SEE BELOW

#4 DWLS. AT 24" OC

TOP OF CONC.

#4 DWLS. AT 16" OC

TOP OF CONC.

2-#4 CONT. WITH 1'-6" BENDS OR 1'-6"x1'-6" DWLS. AT CORNERS AND AT END OR CURB WHERE CONC. OR CMU WALL OCCURS

NOTES:1. Size and locate curbs as required.2. Provide inserts in curbs as per Arch. and Mech. dwgs.3. For height see Arch. or Mech. 10" max.

ROUGHEN JOINT TO 1/4" AMPLITUDE AND CLEAN, TYP.

PLA

CE

IN

C

EN

TE

R O

F S

LA

B

PO

SS

IBL

E O

TH

ER

WIS

E

3"

MIN

. W

HE

RE

NO

TE

3

SE

E

NO

TE

3

SE

E

1" CLR.

16"

FN031A

2'-6

" M

AX

.

VA

RIE

S

LAP SPLICE

CLASS B

1' -

0"

1' - 0"

6 "t" WHICHEVER

1' - 6" MIN. OR

IS GREATER

SLAB ON GRADE


SLAB ON GRADE

6" WALL WITH #4 AT 24" OC EACH WAY, MIN. HORIZ. REINF. 1-#4 TOP AND BOT.

NOTES:1. For location and depth see plan or Arch. dwgs.

CURB WHERE OCCURS, SEE DETAIL 7/S5.01

DEPRESSION "t", 8" MAX. SEE PLAN OR ARCH. DRAWINGS

PROVIDE HOOK WHERE "t" EXCEEDS 2"

2-#5 CONT.

SLAB ON GRADE


FN039

1' -

0"

1' - 6"

STAIR STRINGER, SEE ARCH.

2-#5 CONT.

SLAB ON GRADE

EXTEND THICKENED SLAB FOR STAIR WIDTH PLUS 1'-6" ON EACH SIDE

FN099A

4" MINIMUM COMPACTED TYPE II AGGREGATE, SEE GEOTECHNICAL REPORT

SLAB ON GRADE

MOISTURE BARRIER, SEE GEOTECHNICAL REPORT

SCARIFIED AND COMPACTED NATIVE SOIL OR STRUCTURAL FILL, SEE GEOTECHNICAL REPORT

UNDER SLAB INFORMATION SHOWN ABOVE ARE MINIMUM REQUIREMENTS,

SEE GEOTECHNICAL REPORT FOR ADDITIONAL INFORMATION

FN034

2-#4x 4'-0" AT CENTERLINE OF SLAB, TYPICAL AT ALL SLAB CORNERS

EDGE OF SLAB OR PIT WALL ETC., SEE PLAN

2" CLR.

FOR DIMENSIONS, SEE PLAN, ARCH, MECH., ETC.

RECTANGULAR OR ROUND OPENING

REINF. BARS


SECTION

PLAN

A

A

2'-0

"

2'-0

"

3"






S5.01

FOUNDATIONTYPICAL DETAILS





3/4" = 1'-0"

1FOUNDATIONS ADJACENT TO EXCAVATIONS AND UTILITIES

3/4" = 1'-0"

3STEPPED FOOTING

3/4" = 1'-0"

2METHOD OF PLACING SLAB ON GRADE

3/4" = 1'-0"

4COLUMN ISOLATION JOINTS 3/4" = 1'-0"

5EDGE OF SLAB ON GRADE

3/4" = 1'-0"

7CONCRETE CURB 3/4" = 1'-0"

8STEP IN SLAB ON GRADE 3/4" = 1'-0"

9STAIR STRINGER TO SLAB ON GRADE

3/4" = 1'-0"

6SUB-GRADE DETAIL

3/4" = 1'-0"

10OPENING IN SLAB ON GRADE

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


TOP BARS OTHER BARS


#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


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" 6 - 3/4" DIA. x 8"

3 2

D

REMARKS"B"

1' - 0"

1' - 0"

0' - 10"






S5.02

CONCRETE TYPICALDETAILS





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

3/4" = 1'-0"

6EMBED PLATE DETAIL

ℓ

ℓ

ℓd

ℓdℓd

ℓd

ℓd

TY

P.

ℓ T

YP

.

ℓd

TY

P.

ℓ T

YP

.

AS NECESSARY, EXTEND AS FAR AS POSSIBLE AND BEND TO OBTAIN ℓd

LINTEL REINFORCING SEE SCHEDULE

2-#5 EACH JAMB TYP.

2-#5 EACH JAMB TYP.

2-#5

WALL REINF.

DOWELS OR BEND FROM BELOW TO MATCH VERT. WALL REINF.

2-#5 TYP.

FLOOR LINE

Y Z

Y XZ

Y

YX

LINTEL REINFORCING

WIDTH

< 5'-0"

5'-0" - 7'-0"

7'-0" - 10'-0"

REINF.

2-#5

2-#6

2-#7

Notes:1. For ℓ see detail

2. For ℓd see detail

U-BARS, MATCH SIZE AND SPACING OF HORIZ.

2-#5 MIN.

ALTERNATE BENDS 4" BEND MIN. SKEW AS REQD.

HORIZ. WALL REINF.

U-BARS, MATCH SIZE AND SPACING OF VERT.

2-#5 MIN.

2-#5 MIN.

Z

Y

XJAMB OR END OF WALLDOUBLE CURTAIN PLAN SECTION

JAMB, LINTEL OR END OF WALLSINGLE CURTAIN PLAN SECTION

LINTEL SECTION DOUBLE CURTAIN

CO024

1S5.02

2S5.02

STD. HOOK

LA

P S

PLIC

E

LA

P S

PLIC

E

LAP SPLICE

CORNER

INTERSECTION

DOUBLE MAT SINGLE MAT

2-#6 VERT. UNO

BEND ALT. WAYS

CORNER BARS (L) MAY BE USED IN LIEU OF BEN WALL REINF. FOR LAP SPLICES

USE TENSION LAP SPLICES PER DETAIL

4 VERT. BARS TYP.

4 VERT. BARS TYP.

2-#6 VERT. UNO

CO027

1S5.02

SECOND POUR FIRST POUR

3" 3"

1 1/2"

EQ

.E

Q.

EQ

.

"T"

1/2"x1/2" JOINT WITH SEALANT EACH FACE

HORIZ. WALL REINF. CONT. THRU JOINT TYPICAL

SANDBLAST SURFACE PRIOR TO POURING CONCRETE

12" LONG KEY AT 24" OC 2 ROWS OF KEYS WHERE WALL IS 16" OR THICKER

VERT. WALL REINF. TYP. UNO

Notes:1. Provide construction joints at 40'-0" OC maximum.2. Location of joints shall be approved by architect prior to constructing forms or placing concrete.

PLAN VIEW OF CONSTRUCTION JOINT

CO028

1 1

/2"

VERTICAL REINF. CONT. THRU JOINT

EDGE KEY 2x4 CONT. REMOVE BEFORE PLACING CONCRETE ABOVE CONSTRUCTION JOINT

EXPOSED EDGE

FORMS

CONSTRUCTION JOINT

CONCRETE WALL

Notes:1. Provide edge key on both faces when both faces are exposed.

CO029

CONDUIT IN SLAB OR WALL

PIPING THRU SLAB OR WALL

CENTERLINE SLAB OR WALL

MAX. D = T/5 OR 2" WHICHEVER IS SMALLER

3D OR 4" THE

LARGER

D

T

3D OR 4" THE

LARGER

D

Notes:1. Where clear distance between sleeves is impossible this area shall

be treated as a slab opening or as a wall opening.

CO016






S5.03

CONCRETE TYPICALDETAILS





3/4" = 1'-0"

1CONCRETE WALL OPENINGS AND DETAILS 3/4" = 1'-0"

2REINFORCING AT WALL INTERSECTIONS 3/4" = 1'-0"

3VERTICAL WALL CONSTRUCTION JOINT

3/4" = 1'-0"

5HORIZONTAL WALL CONSTRUCTIONWALL

3/4" = 1'-0"

4PIPING CONDUIT IN OR THRU SLAB ORWALL

CM033A-ibc

NOTES:1. All lengths are in inches.

2. For bar placement, edge distance (d Dim.) see detail .

3. Where 2 bars per cell occur they shall be placed per edge condition see note 2.

4. 6" CMU 2 bars per cell is not permited. 8" CMU 2 bars per cell up to

#5 are permitted. 10" CMU 2 bars per cell up to #7 are permitted.

5. NP indicates Not Permitted.

6. #10 and #11 bars where shown on plans or details require a mechanical splice.

Tension Development and Lap Splice Length ( for Masonry only )

Masonry Design

Strength

f'm = 1500 psi

f'm = 2000 psi

f'm = 2500 psi

f'm = 3000 psi

f'm = 3500 psi

f'm = 4000 psi

CM

U T

hic

kness

Center Edge Center Edge Center Edge Center Edge Center Edge Center EdgePlacement of BarBARSIZE

8" #6

#5

#4

#3

#7

#8

#9 118 NP 102 NP 91 NP NP NP NP83 77 72

91 121 79 105 71 94 85 79 7464 60 56

59 92 51 79 46 71 65 60 5642 39 36

43 74 37 64 33 57 52 48 4530 28 26

22 38 19 33 17 30 27 25 2316 15 14

14 24 12 21 12 18 17 16 1512 12 12

12 13 12 12 12 12 12 12 1212 12 12

12" #6

#5

#4

#3

#7

#8

#9

12 13 12 12 12 12 12 12 1212 12 12

12 24 12 21 12 18 17 16 1512 12 12

14 38 12 33 12 30 27 25 2312 12 12

27 74 23 64 21 57 19 52 18 48 17 45

37 92 32 79 29 71 26 65 24 60 23 56

57 121 49 105 44 94 40 85 37 79 35 74

73 136 63 118 56 105 51 96 48 89 45 83

2-

CM031

dd

t

dt t

d

dt t

d

dd

t

dt

d

t

VERTICAL REBAR PLACED FOR MAXIMUM d VERTICAL REBAR IN CENTER OF CELL

SINGLE CURTAIN HORIZONTAL BAR

DOUBLE CURTAIN HORIZONTAL BAR

HORIZONTAL REBAR CENTERED IN WALL

HORIZONTAL REBAR IN CONTACT WITH VERTICAL REBAR

HORIZONTAL REBAR IN CONTACT WITH VERTICAL REBAR

SINGLE CURTAIN HORIZONTAL BAR

NOTE:1. Where two vertical reinforcing bars occur in a cell, bars shall be secured in place by a bar

positioner at the top and bottom, and at intervals not exceeding 200 bar diameters.

CMU (Concrete Masonry Units) Concrete Masonry Units

NORMAL THICKNESS

ACTUAL THICKNESS (t)

d (inches)

#3 - #6 #7 #8 #9

6" CMU 5 5/8" 3.25 NP NP NP

8" CMU 7 5/8" 5.25 5 4.625 NP

10" CMU 9 5/8" 7.25 7 6.625 6.25

12" CMU 11 5/8" 9.25 9 8.625 8.25

16" CMU 15 5/8" 13.25 13 12.625 12.25

NORMAL THICKNESS

6" CMU 5 5/8"

8" CMU 7 5/8"

10" CMU 9 5/8"

12" CMU 11 5/8"

16" CMU 15 5/8"

ACTUAL THICKNESS (t)

d (inches)

2.8

3.8

4.8

5.8

7.8

CM003-ibc

NOTES:1. Extend jamb bars full height of wall when width

of opening is more than 4'-0".2. Typical tension lap splice per schedule .

WHERE STRAIGHT EXTENSIONS IS NOT POSSIBLE, EXTEND BARS AS FAR AS POSSIBLE AND HOOK

SCHED.

EMBED. PER

2-#5 EA. JAMB

2-#5

LINTEL REINF. SEE SCHED.

2-#5 EACH JAMB TYP.

PROVIDE DOWELS TO MATCH JAMB BARS, TYP. LAP SPLICE SEE NOTE 2

WALL RENIF. 2-#5 TYP.

FLOOR LINE

SE

E N

OT

E 2

LA

P S

PLIC

E

A

B

B

A

LINTEL REINFORCING

WIDTH REINF.

< 5'-0" 2-#5

5'-0" - 7'-0" 2-#6

7'-0" - 10'-0" 2-#7

TOP OF WALL OR SILL ETC.

HORIZ. WALL REINF.

HORIZ. WALL REINF.

180º HOOK

U-BARS TO MATCH VERT. WALL REINF. TYPICAL

VERT. WALL REINF.

LINTEL REINF. SEE DETAIL SCHEDULE

SINGLE MAT DOUBLE MAT

LINTEL AND TOP OF WALL A LA

P S

PLIC

E

TE

MS

ION

1 1

/2"

CL

R.

SINGLE MAT DOUBLE MAT

JAMB AND END OF WALL B

STD. 180º HOOK 2-#5 VERT.

U-BARS TO MATCH HORIZ. WALL REINF., TYP.

SCHED.

EMBED. PER

1-

1-

1-

CM006-ibc

TENSIONLAP SPLICE

TE

NS

ION

LA

P S

PLIC

E

TE

NS

ION

LA

P S

PLIC

E

BREAK SHELL AT HORIZ. REINF., TYP.

2-#5 VERT.

BREAK SHELL AT HORIZ. REINF., TYP.

OPEN END BLOCK, TYP.

BEND ALT. WAYS

DOUBLE MAT SINGLE MAT

TENSIONLAP SPLICE

INTERSECTION

CORNER

OPEN END BLOCK, TYP.

2-#5 VERT.

NOTES:1. Tension lap splice per schedule .

1-

CM007

PLAN SINGLE MAT PLAN DOUBLE MAT

PROVIDE SASH BLOCKS AT CONTROL JOINTS FILL WITH POLYSULFIDE SEALEANT EACH SIDE, SEE SPEC'S.

TYPICAL VERTICAL JOINT FULL HEIGHT

PREFORMED RUBBER FILLER TYP.

STOP EVERY OTHER HORIZ. BAR EXCEPT AS NOTED BELOW TYP.

SEE NOTE 3

NOTES:1. Contractor shall obtain acrhitect's approval of joint locations, which shall not exceed 24'-0" oc.2. Horizontal reinf. at floor lines, roof lines, lintel reinf. and every other horiz. bar (or bar set) shall be continuous through joint.3. Provide vertical wall reinf. each side of joint, #5 bars min.

180º STD. HOOK TYP.

CM001

NOTES:1. Minimum bolt spacing shall be 12 bolt diameters, minimum edge distance shall be 6 bolt diameters.2. 1" min. grout all all around bolts in masonry shell.3. Grout cell for a minimum of 6" above and below the bolts.

MINIMUM

EMBEDMENT

SHELL

1 1

/2 B

OLT

DIA

.

EMBEDMENT SCHED.

BOLT DIA.

MIN. EMBED

UNO

1/2" 4"

5/8" 5"

3/4" 6"

7/8" 6"

SEE NOTE 2

ANCHOR BOLT

MANSONRY SHOWN, CONCRETE IS SIMILAR

SEE NOTE 3

RAD. 1 1/2 BOLT DIA.

CONC32

L6x3x3/8 LLV EA. SIDE (OPTIONAL 1/4" COLD BENT PL) BOLT ANGLES TOGETHER WITH 3 - 3/4" DIA. THRU BOLTS AS SHOWN

EXISTING CMU WALL REINF. NOT SHOWN FOR CLARITY

EXIST. CMU WALL

L6x3x3/8 LLV

NEW OPENING 6'-8" MAX.

FOR HORIZ. LEG OF

12" TYP. SLOT WALL

ANGLE, PACK WITH GROUT

Y

DETAIL Y






S5.04

MASONRY TYPICALDETAILS





3/4" = 1'-0"

1TENSION DEVELOPMENT AND LAP SPLICE LENGTH (FOR MASONRY)

3/4" = 1'-0"

2PLAN DETAIL FOR REBAR PLACEMENT IN CMU

3/4" = 1'-0"

3MASONRY WALL OPENINGS AND DETAILS

3/4" = 1'-0"

4CMU WALL INTERSECTIONS 3/4" = 1'-0"

5PLAN DETAIL - CMU WALL CONTROLJOINT

3/4" = 1'-0"

6ANCHOR BOLT EMBEDMENT-CMU

3/4" = 1'-0"

7DETAIL FORCUTTING OPENING IN EXISTING WALL

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.


TAPERED BEAM

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"






S5.05

STRUCTURAL STEELTYPICAL DETAILS





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

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.






S5.06

STRUCTURAL STEELTYPICAL DETAILS





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

DK007

1'-6" MAX.

2" ± BEARING

SEE PLAN OR ARCH.

DECK BEARING

2" MIN.

SEE PLAN OR ARCH. FOR ROOF MATERIALS

SEE PLAN FOR DECK SIZE, WELDING, DIRECTION, ETC.

CONT. BENT PLATE 3/16"

NOTES:1. Where edge distance is greater than 1'-6" see detail .

3/16 2-12

5-

DK002

DECK SPAN PERPENDICULAR DECK SPAN PARALLEL

NOTES:1. See plan for ledger sizes and anchors. Unless noted otherwise use this detail.2. All deck edges shall be supported.3. For anchor bolt minimum embedment see .

L6x4x3/8xCONT. LLH WITH 3/4" DIA. ANCHOR BOLTS AT 24" OC

L4x4x3/8 WITH 3/4" DIA. ANCHOR BOLTS AT 16" OC

FACE OF WALL, BEAM, ETC.

4S5.02

DK021

4'-0" MAX.

DECK PERPENDICULAR TO EDGE

DECK PARALLEL TO EDGE

L3x3x1/4 TYP.

PL 1/4xAS REQ'D., TYP.

W BEAM, SEE PLAN

3/16

3/16TYP.

3/16 3TYP.

W BEAM, SEE PLAN

FULL DEPTH STIFF PL. EACH SIDE, SEE DETAIL

SEE BEAM CONN. SCHEDULE

W BEAM PER PLAN

L3x3x1/4 BRACE AT 8'-0" TYP. OC

PL 3/8

TOS PER PLAN

3/16 3TYP.

3/16 2-12

3/16 2-12

3/16

3/16

2" MIN. DECK BEARING TYP.

SEE PLAN OR ARCH. FOR INSULATING CONCRETE

BENT PL3/8xCONT.

3' - 0"3/16 2-12

3/16 2-12

2" MIN. DECK BEARING TYP.

L3x3x1/4 TYP. BRACE AT 8'-0" OC

SEE PLAN OR ARCH. FOR INSULATING CONCRETE

BENT PL 3/8 x CONT.

PL3/8

3/16

3/16

2S5.05

1S5.05

NOTES:1. Added framing is not required for opening where long opening

dimension is less than 8".2. For structure required to support mechanical unit gravity and

lateral loads and curbs etc. see mech. and arch. drawings.3. See mech. for equipment mounting, attachment openings, etc.4. Composite slab or roofing see plans and architectural drawings.

Where hard rock concrete occurs provide 1/2" dia. x 6" Nelson Headed Studs at 24" oc.

5. Connection at top chord panel point. If not at panel point, field install L2x2x1/4 from point of load to nearest panel point on bottom chord. Shore joist during welding.

6. At existing concrete slabs, attach members with 3/8" dia. Titen HD anchors with 3/4" embed and at existing roof decks use #12 screws to replace puddle welds.

A B C D E

SEE NOTE 4

CLOSURE PL. 1/4 ALL AROUND

OPENING

B SEE TABLE

OPENING

SEE NOTE 4

SEE TABLE A > 24" < 60" X 24" MAX.

FRAME MEMBER SIZESLONG OPENINGS DIM. > 24" < 60" MAX.

L4x3x3/8 LLV(A)

C6x8.2(B)

L7x4x1/2x0'-3" LLV MIN.(C)

LONG OPENINGS DIM. 24" MAX.

L3x3x1/4(X)

* TYPICAL ANGLE TO ANGLE OR ANGLE TO CHANNEL WELD

FRAME MEMBER2"

1/2" CLR.

(C) SEE TABLE

EQUALS THICKNESS OF ANGLE

FRAMING MEMBER, FOR OWJ SEE E

JOIST TOP CHORDJOIST WEB MEMBER

SEE NOTE 5

2"

1/2" CLR.

3/16

3/16

3/16

3SIDES

3/16

3/16

3/16TYP.

3/16 2-12

3/16 2-12

3/16

3/16

C SEE TABLE

CLOSURE PL. 1/4 ALL AROUND

A TYP.

C TYP.

B TYP.

D

B TYP.

B TYP.D

5'-0" MAX.

MAX.

2' - 0".

SUPPORTING MEMBERS, TYP.

1/2" DIA. NET EFF. PUDDLE WELDS EACH VALLEY AND AT 12" OC PARALLEL EDGES, TYP.

SEE TABLE FOR FRAMING MEMBERS SIZE

STEEL DECK

8" DIA. OR A SERIES OF PENETRATIONS WITHIN AN 8" SQUARE MAX. IS CONSIDERED TO BE A SINGLE OPENING. L3x3x1/4 EXTEND ANGLES 3 FLUTES PAST OPENING, UNLESS INTERRUPTED BY STRUCTURAL MEMBER, WHERE INTERRUPTED COPE ANGLE AND WELD ALL AROUND TO STRUCTURAL MEMBER WITH 3/16" FILLET WELD, TYP.

3'-6" MIN. CL. OF ADJACENT OPENINGS






S5.07

STEEL DECKTYPICAL DETAILS





3/4" = 1'-0"

3EDGE OF ROOF DECK 3/4" = 1'-0"

2LEDGER ANGLES AT ROOF

3/4" = 1'-0"

4EXTENDED EDGE OF ROOF

3/4" = 1'-0"

1TYPICAL OPENING IN STEEL DECK

SS001

SHAPE DESIGNATION FLANGE WIDTH

S-SECTIONS

EXAMPLE CALL OUT: 600S162-54600: SIZE = 6"S: SECTION DESIGNATION (STYLE) = S STUD162: 1.625" FLANGE WIDTH54: .054 THICKNESSRefer to: STEEL STUD MANUFACTURERS ASSOCIATION

S125 1.25"

S137 1.375"

S162 1.625"

S200 2"

S250 2.5"

U50 .50"

F125 1.25"

T125 1.25"

T150 1.5"

T200 2"

U-SECTIONS

F-SECTIONS

T-SECTIONS

S-SECTIONS

U-SECTIONS

F-SECTIONS

T-SECTIONS

SS001A

SECTION THICKNESS(mils) (in.) (ga.)

'A'WELD SIZE

(in.)

Fy(ksi)

Fu(ksi)

43 0.0451 18 0.0451 33 36

54 0.0566 16 0.0566 33 36

68 0.0713 14 0.0713 33 36

97 0.1017 12 0.1017 33 36

43 0.0451 18 0.0451 50 54

54 0.0566 16 0.0566 50 54

68 0.0713 14 0.0713 50 54

97 0.1017 12 0.1017 50 54

NOTES:

1. Fy = The minimum yield strength of the connected parts.Fu = The minimum tensile strength of the connected parts.

2. When connecting materials of different thickness or tensile strengths, use the weld size for the lighter gauge section.

3. Weld procedures are based on Section E2 of the AISI Code and AWS D1.3.

4. Steel stud sections must be at least 18 gauge minimum for welding.

'A'

SS003

TYPICAL INTERSECTION

#10 GA. SCREWS AT 30" OC STUD TO STUD

TYPICAL STUD OR TRACK

TYPICAL TRACK

TYPICAL STUD

6" STUD OR TRACK 16 GA. MIN.

TRACK

TYPICAL CORNER

TYPICAL STUD

TYPICAL TRACK



TYPICAL STUD

TYPICAL TRACK#10 GA.

SCREWS AT 30" OC STUD TO STUD

TYPICAL TRACK

TYPICAL STUD

SS004

16 GA. TRACK FOR 16 GA. STUDS

STEEL LINTEL, SEE PLAN

STEEL HEADER: USE 600S162-54 FOR OPENINGS UP TO 6'-0" WIDE AND 2-600S162-54 FOR OPENNINGS UP TO 10'-0"

ANCHOR BOLTS OR PINS, SEE PLANS

16 GA. TRACK FOR 16 GA. STUDS, GROUT OR SHIM WITH STEEL PLATES UNDER STUDS AS REQUIRED AT CONCRETE FOR FULL BEARING AFTER DEAD LOAD IS IMPOSED

BRIDGING REQUIRED

ANCHOR BOLTS OR

FASTENERS

ENDS FOR12" MAX. AT

SS005

STUD TO BEAR, TYPICAL FOR LOAD BEARING AND SHEAR WALLS

#10 GA. SCREW TYPICAL EACH FLANGE OF STUD TO TRACK

TOP OR BOTTOM TRACK, HEADER OR SILL

TYPICAL STUD

SS006

TRACK WITH TYP. STUD CONNECTION TO FLANGES

STUD

TRACK WELD ANGLE TO TRACK

16 GA. 1 1/2" x 1 1/2" x 0'-5" ANGLE WITH 3-#10 SCREWS TO WEB OF STUD

PLAN SECTION A

A

STUD

TRACK WELD ANGLE TO TRACK

SS007

#10 SCREWS AT 12" OC TRACK TO LINTELS

TRACK

LINTEL SHAPES WITH FLANGES CUT AND WEBS CONNECTED TO JAMB STUDS

7/8" MIN. BETWEEN SCREWS AND END OF LINTEL WEB

JAMB STUD

TYP. CONNECTION STUDS TO TRACK

#10 OR #12 SCREWS MIN.

ADDED STUD WHEN OPENING WIDTH EXCEEDS 4'-0"

2-#10 SCREWS AT 16" OC

LINTEL SHAPES

A

SECTION A

#10 OR #12 SCREWS MIN.

TRACK

#10 SCREWS AT 12" OC TRACK TO LINTELS

JAMB STUD

SS008

20 GA. x 2" CONT. STRAP TYP., SEE DETAIL -/S-.--

1-#10 GA. SCREW AT EACH INTERMEDIATE STUD

2-#10 GA. SCREWS BETWEEN STRAPS AND BLOCKING, TYP.

SOLID BLOCKING GA. TO MATCH STUDS WITH WEB BENT AND ATTACHED TO STUDS WITH 2-#10 GA. SCREWS SEE DETAIL -/S-.--

WALL COVERING

NOTES:1. Blocking to occur at each end of wall or adjacent to each opening and at 5'-0" OC max. horiz. and at 4'-0" max. vert.2. Contractors options: continuos CRC per -/S-.-- in lieu of stud and strap

bridging.

SS009

NOTE:1. Use this detail or approved manufacturer's alternate.

SOLID BLOCKING SAME GAUGE AS STUDS (C-RUNNER) AT EACH END OF WALL ADJACENT TO WALL OPENINGS AND AT 5'-0" OC MAXIMUM

STEEL STUDS

FRAMING SCREWS AS REQUIRED BY MANUFACTURER

1 1/2" x 20 GA. STEEL STRAP BOTH SIDES

SS010

STEEL STUD

SPLICE PLATE, STEEL STUD SECTION

TRACK

FRAMING SCREWS AS REQ'D. BY MANUFACTURER

SS012

600T200-54 TRACK AT SPLICE

CENTER OF SPLICE

6" x 16 GA. STUDS

3' -

0"

MIN

.

BOTH ENDS

2-6

2-6

SS013

NOTE:1. See steel manufacturers association (SSMA) for bridging requirements at interior non-structural walls.

METAL STUD, SEE PLAN OR ELEVATION

1 1/2" x 16 GA. CRC (150 U50-54)

1/8 0

1/8 0

SS013A

NOTE:1. See steel manufacturers association (SSMA) for bridging requirements at interior non-structural walls.

KWIK BRIDGE PUNCH SYSTEM

2-#10 SCREWS TO BRIDING CHANNEL

BRIDGE CLIP WITH 2-#10 SCREWS TO STUD AND 2-#10 SCREWS TO BRIDGING CHANNEL

1 1/2" x 16 GA. CRC AT 5'-0" OC MAX.

OR

SS011

BOX COLUMN

2-18

2-18PROVIDE 6"CONT. WELDTOP ANDBOTT.

SS002

1/4" DIA. SIMPSON TITEN-HD SCREW ANCHOR WITH 2 1/2" MIN. EMBED AT 32" OC

TYPICAL STUD

TRACK

MIN

.

6"

.

EXIST. CONC. OVER COMPOSITE DECK, SEE PLAN

2 -HILTI X-U LOW VELOCITY FASTENERS AT 2' - 0" OC INTO FLUTES, EMBED 1" EA. VERT. STUD

GA

P

1"

CONT. SLOTTED SLIP TRACK, SAME GAGE AS STUDS

2 - #10 SCREWS, (1 EA. SIDE) INSTALL SCREWS IN CENTER OF VERT. SLOT IN TRACK

600S162-43 AT 16" OC

GA

P

1"

PL 16GA.x4x1' - 6"

CONT. SLOTTED SLIP TRACK, SAME GAGE AS STUDS

2 - #10 SCREWS THROUGH VERT. SLOT EA. FLANGE, EA. STUD

600S162-43 AT 16" OC

EXIST. CONC. OVER COMPOSITE DECK, SEE PLAN

2 -HILTI X-U LOW VELOCITY FASTENERS AT 2' - 0" OC INTO FLUTES, EMBED 1" EA. SIDE OF STUD

2 - #10 SCREWS TRACK TO PLATE






S5.08

BOX COLUMNSECTION





3/4" = 1'-0"

1STEEL STUD/ JOIST SECTIONIDENTIFICATION

3/4" = 1'-0"

2STEEL STUD/ JOIST WELDING 3/4" = 1'-0"

4PLAN DETAILS AT WALLINTERSECTIONS

3/4" = 1'-0"

5STEEL STUD WALL ELEVATION WITHSTEEL LINTEL

3/4" = 1'-0"

6TYPICAL STUD CONNECTION 3/4" = 1'-0"

7WEB STIFFENER DETAIL 3/4" = 1'-0"

8STEEL LINTEL 3/4" = 1'-0"

9PLAN DETAIL BLOCKING OR BRIDGINGAT STEEL STUD WALL

3/4" = 1'-0"

10SECTION

3/4" = 1'-0"

11TYPICAL CONTINUOUS TRACK SPLICE 3/4" = 1'-0"

12TYPICAL STUD SPLICE DETAIL 3/4" = 1'-0"

13COLD-ROLLED CHANNEL BRIDGING 3/4" = 1'-0"

14COLD-ROLLED CHANNEL BRIDGING 3/4" = 1'-0"

15BOX COLUMN SECTION

3/4" = 1'-0"

3BOTTOM OFPARTITION WALL AT CONCRETE

1" = 1'-0"

16TOP OF NON-BEARING STUD WALL

DETAIL A DETAIL B

LEVEL 01100' - 0"

AABB


AA.7

600S250-54 AT 16" OC

10" CONC. WALL

HS

S6

x6

x5

/16

DOOR/ WINDOW OPENING, SEE ARCH.

3' -

0"

------------------S5.09

2------------------S5.09

4


SOLID BLOCKING

1/8

3 SIDES,TYP.

BUILT-UP HEADER 2 - 600S162-54 + 2 - 600T25-54 CLOSURE TRACK

L4x4x1/4x AS REQ'D. W/ 2 - 3/8" DIA. SIMPSON TITEN-HD SCREW ANCHORS WITH 3 1/4" MIN. EMBED TOP AND BOTTOM

CONC. WALL, SEE PLAN

TY

P.

2"

TYP.1 1/2"

3"

BUILT-UP HEADER 2 - 600S162-54 + 2 - 600T25-54 CLOSURE TRACK

SECTION A

A

GAP1/4" MAX.

1/8TYP.

2 - 600S162-54

#12 SCREWS AT 12" OC, TYP.

CONT. TRACK 600T25-54

3/163 SIDES, TYP.

BUILT-UP HEADER, SEE PLAN


GAP1/4" MAX.

L4x4x1/4 TOP AND BOTTOM

1/83 SIDES, TYP.

BUILT-UP JAMBBUILT-UP HEADER

4-#12 SCREWS

STIFF CLIP AL600 FOR 6" DEEP BUILT-UP JAMB (PROVIDE 8-#12 TOTAL SCREWS PER CLIP)

4-#12 SCREWS

8-#12 SCREWS

BUILT-UP JAMB

2-0.157 DIA. HILTI X-U LOW VELOCITY FASTENERS PER CLIP

DSL600 DRIFT CLIP W/ 2- #12 SCREWS, PROVIDE 1 CLIP PER EXTERIOR BUILT-UP JAMB

CONT. TOP SLIP TRACK

ROOF STEEL BEAM

DSL600 DRIFT CLIP W/ 2-#12 SCREWS, PROVIDE 1 CLIP PER INTERIOR BUILT-UP JAMB

FOR CONTINUOUS SLIP TRACK CONNECTION TO ROOF BEAM SEE 8/S5.09

STEEL STUD, SEE PLAN

W BEAM, SEE PLAN

CONNECT TRACK TO BEAM W/ 2 - 0.157 DIA. HILTI X-U LOW VELOCITY FASTENERS. SEE NOTE 1, 3" GAGE PER STUD

1"

NOTES:1. The fasteners must be driven to where the point of the fastener penetrates

through the steel.2. Follow manufacturer recommendations.

LEVEL 01100' - 0"

02 - Level 2120' - 0"

5 6 6.1



HS

S6

x6

x5

/16

HS

S6

x6

x5

/16

------------------S5.09

4

SIM.

------------------S5.09

7

------------------S5.09

6 3

S5.09------------------

3

S5.09------------------ ------------------

S5.09

4

SIM.

W BEAM, SEE PLAN

DOOR/ WINDOW OPENING, SEE ARCH. TYP.3

' -

0"

2 - 600S350-68 VERT. STUDS SEE 15/S5.08

600S250-54 AT 16" OC, TYP.

BUILT-UP HEADER 2 - 600S162-54 + 2 - 600T125-54 TRACK, SEE 3/S5.09

2 - 600S350-68 VERT. STUDS SEE 15/S5.08

10" CONC. STEM WALL

SOLID BLOCKING






S5.09

STEEL STUDTYPICAL DETAILS





1/4" = 1'-0"

1ELEVATION

SCALE: 1 1/2" = 1'-0"

SECTION 2 1 1/2" = 1'-0"

3HEADER DETAIL

1 1/2" = 1'-0"

4HEADER DETAIL 1 1/2" = 1'-0"

6HEADER CONNECTION DETAIL 1 1/2" = 1'-0"

7BUILT-UP JAMB TO TOP TRACK CONN.

1 1/2" = 1'-0"

8SECTION 1/4" = 1'-0"

5ELEVATION

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


NEW 2 - #5 HORIZ. x CONT. TOP & BOTTOM

NEW #5 HORIZ. EQ. SPACING

FINISH GRADE

EXIST. SLAB ON GRADE, REINF. NOT SHOWN FOR CLARITY


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


TO CANOPY111' - 4"

AA.7 BB.1


5

S5.05------------------

5

S5.05------------------

6

S5.05------------------

6

S5.05------------------

SIM. SIM.

HS

S6

x6

x5

/16

CONC. SHEARWALL, SEE PLAN, TYP.

~

WINDOW, SEE ARCH.8

S4.01------------------

8

S4.01------------------

5 3/4" CONC. PANEL

~

CONC. SHEARWALL, SEE PLAN

~

~

JOINT BETWEEN CONC. SHEARWALL AND CONC. PANEL, TYP.

------------------S5.02

6

TYP.

------------------S5.02

6

TYP.






S6.01

SECTIONS ANDDETAILS





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