hemmler + camayd architects · 2018-10-24 · s001 general notes & abbreviations sheet...

General Notes & AbbreviationsS001

SHEET NO. DRAWING TITLE

Design Criteria & SchedulesS002Special Inspections ProgramS003First & Second Floor Framing PlansS101Third & Fourth Floor Framing PlansS102Fifth Floor & Roof Framing PlansS103Foundation Sections & DetailsS300Typical Superstructure Sections & DetailsS400

Masonry Repair ElevationsS500Masonry Repair ElevationsS501

TOTAL STRUCTURAL DRAWING SHEETS

ISSUE DATE ISSUE DESCRIPTION

60% Submittal08/01/17

60%

Sub

mitta

l

STRUCTURAL DRAWING LIST

ABV AboveADDL AdditionalADH AdhesiveADJ Adjacent, AdjustmentAESS Architecturally Exposed

Structural SteelAFF Above Finished FloorAGG AggregateALT AlternateANCH AnchorAPRX ApproximateAR Anchor RodARCH Architect(ural)BOT, B BottomB/ Bottom ofB-B Back-to-BackBAL BalanceBEL BelowBF Braced FrameBLDG BuildingBLK(G) Block(ing)BM BeamBP Base PlateBR Brace(ing)BRDG BridgingBRG BearingBRK BrickBRKT BracketBS Both SidesBSMT BasementBT BentBTWN BetweenBYD BeyondCAIS CaissonCANT. CantileverCAP. CapacityC-C Center-to-CenterCE Concrete EncasedCHAM ChamferCI Cast IronCIP Cast In PlaceCJ Control/Contraction JointCL CenterlineCLG CeilingCLR ClearCM Construction ManagerCMU Concrete Masonry UnitCOL ColumnCOMB. CombinedCOMP CompositeCONC ConcreteCOND ConditionCONN ConnectionCONST ConstructionCONT ContinuousCONTR ContractorCOORD CoordinateCOV CoverCP Cap PlateCSK CountersunkCTR Center(ed)CY Cubic YardDBL DoubleDEMO Demolition/DemolishDEPR Depress(ed)/DepressionDET(S) Detail(s)DEV Develop/DevelopmentDIA, Ø DiameterDIAG DiagonalDIM(S). Dimension(s)DIR DirectionDK DeckDL Dead LoadDN Downdo. DittoDP DeepDWG(S) Drawing(s)DWL Dowel(E) ExistingEA EachEF Each FaceEJ Expansion JointEL ElevationELEC ElectricalELEV ElevatorEMBED Embedment/EmbeddedENGR EngineerEOD Edge Of DeckEOS Edge Of SlabEQ Equal

EQP EquipmentES Each SideEXCAV Excavate/ExcavationEXP ExpansionEXT ExteriorEW Each WayF/ Face ofFAB FabricateFDN FoundationFIN. Finish(ed)FL FloorFLG FlangeFP FireproofingFRMG FramingFRP Fiber-Reinforced PolymerFS Far SideFT FeetFTG FootingFUT FutureGA GageGALV Galvanize(d)GC General ContractorGR GradeGYP GypsumHDR HeaderHEF Horizontal Each FaceHGR HangerHI. HighHIF Horizontal Inside FaceHK Hook(ed)HOF Horizontal Outside FaceHORIZ HorizontalHP High PointHSB High Strength BoltHT HeightH&V Horizontal & VerticalHVAC Heating, Ventilating, & Air

ConditioningI.D. Inside DiameterI.F. Inside FaceINFO InformationINSTL Install/InstallationINSUL InsulationINT InteriorJST(S) Joist(s)JT Jointk Kip (thousand pounds)KB Knee BraceLB, # PoundLDGR Ledger (board)LEN LengthLG LongLL Live LoadLLBB Long Legs Back to BackLLH Long-Leg HorizontalLLV Long-Leg VerticalLOCN LocationLONGIT LongitudinalLP Low PointLSL Long-Slotted Hole,

Laminated Strand LumberLVL Laminated Veneer LumberLW Long WayLWC Light Weight ConcreteM MomentMAS MasonryMATL MaterialMAX MaximumMECH MechanicalMFR ManufacturerMIN MinimumMISC MiscellaneousMO Masonry OpeningMONO MonolithicMTL MetalNIC Not In ContractNO. NumberNOM NominalNS Near SideNTS Not To ScaleNWC Normal Weight ConcreteOC On CentersOD Outside DiameterO.F. Outside FaceO-O Out-to-OutOPG OpeningOPP OppositeOSB Oriented Strand BoardOSL Outstanding Leg, Oriented

Strand Lumber

OVS Oversized-HolePAF Powder Actuated FastenerPC Precast Concrete, PiecePCF Pounds per Cubic FootPED PedestalPERP PerpendicularPREFAB Prefabricate(d)PL PlatePLF Pounds per Lineal FootPLYWD PlywoodPMF Premolded FillerPROJ Project(ion)PSF Pounds per Square FootPSI Pounds per Square InchPSL Parallel Strand LumberPT Preservative-Treated,

Post-TensionedPVC Polyvinyl ChlorideQTY QuantityR Radius(R) ReplaceRCMU Reinforced Concrete Masonry

UnitRD Roof DrainRDK Roof DeckREF ReferenceREINF Reinforce(d)/ ReinforcementREQ(D) Require(d)RET RetainingREV Revise(d)/RevisionRO Rough OpeningRQMT(S)Requirement(s)RXN ReactionSC Slip-Critical (connection)SCHED ScheduleSECT SectionSF Square FootSHRG ShoringSHTHG SheathingSIM SimilarSL Slope(d)SLBB Short Legs Back to BackSLV SleeveSOD Slab On DeckSOG Slab On GradeSPA Space(s)/SpacingSPEC(S) Specification(s)SQ SquareSS Stainless SteelSSL Short-Slotted HoleSTD StandardSTIFF StiffenerSTIR. StirrupSTL SteelSTRUC StructuralSUPT SupportSW Short WaySYM SymmetricalT TopT/ Top ofT&B Top and BottomTC Terra CottaTEMP Temporary, TemperatureT&G Tongue and GrooveTHD Thread(ed)THK Thick(ness)TYP TypicalUNO Unless Noted OtherwiseU-P UnderpinningV ShearVAR VariesVB Vapor BarrierVEF Vertical Each FaceVERT VerticalVIF Vertical Inside Face, Verify In

FieldVOF Vertical Outside FaceVR Vapor Retarderw/ Withw/o WithoutWD WoodWI Wrought IronWP Work Point, WaterproofingWT WeightWWF Welded Wire FabricXS Extra StrongXXS Double Extra Strong± Exist Dim or El (VIF)

STANDARD ABBREVIATIONS

S

001

GENERAL NOTES &ABBREVIATIONS

RY

GENERAL1. These notes highlight but do not replace the specifications contained in the Project Manual.2. The applicable building code is 2009 IBC.3. Refer to the Design Loads and Factors table on sheet S002 for code required loads for the

project.4. Refer to the Special Inspections tables on sheet S003 for special inspection requirements

for the project. Work the Special Inspections Table in conjunction with the specifications.5. Contractor is solely responsible for means and methods and protecting adjacent structures

during the course of the work. Do not damage or endanger the structural integrity of theWork or Existing Structure.

6. Contractor shall be responsible for the proper and safe design of shoring systems fortrenches and excavations.

7. Notify Engineer in case of discrepancies between drawings, these notes, and ProjectManual before proceeding with the work.

8. Use architectural drawings and drawings of other trades in conjunction with the structuraldrawings to properly perform the work.

9. If conditions disclosed during demolition reveal unforeseen conditions, promptly requestdirection from Architect before proceeding.

10. Contractor is responsible for coordinating between sub-contractors.11. Do not scale drawings.12. Field dimensions

A. If structural drawings are used for laying out wall lines, all dimensions shall first beverified with the architectural drawings. Layout shall be checked before work is begun.

B. Verify all dimensions and accurately locate all existing columns, bearing walls andother structural members before beginning work.

13. Sections and details shown, while drawn for specific locations, are intended to establishthe general types of details to be used throughout.

14. The Engineer's review of a submittal shall not relieve the Contractor of their responsibilityto follow the intent of the contract drawings.

15. Locate and mark all underground utility lines before starting work and call all localjurisdictions having authority and PA One Call 1-800-242-1776.

DELEGATED DESIGN ITEMS1. Employ or retain a licensed professional engineer in the project jurisdiction to design and

detail the following performance specified structural components:

A. Concrete mix designB. Shoring / Scaffolding

C. UnderpinningD. Prefabricated wood trusses

E. Stairs and railings

2. See individual material sections for additional requirements.

EXISTING BUILDING/STRUCTURE NOTES1. Verify all existing dimensions and elevations before beginning work or preparing shop

drawings.2. Utmost care shall be exercised at all times when working on existing structural members

and masonry bearing walls to avoid impairing the carrying capacity of the existingstructure.

A. Should the Engineer determine that the carrying capacity of the existing structure hasbeen impaired by, or as a result of, the operations of the Contractor, or is otherwise notin conformance with the contract documents, appropriate remedial work shall berequired.

B. Any damage resulting from the operations of the Contractor shall be repaired asdirected by the Owner's representative at no additional cost to the Owner.

3. Notify Engineer before cutting or removal of any part of the existing structure not indicatedto be modified or demolished.

4. Burning or welding in the building is strictly prohibited.

5. Contractor shall coordinate locations and dimensions of all penetrations through existingmasonry walls with mechanical/electrical/plumbing drawings and provide lintels or sleevesper structural details.

6. Contractor shall infill all abandoned mechanical/electrical/plumbing penetrations in existingmasonry walls with new or salvaged masonry, to the satisfaction of the Architect.

FOUNDATIONS1. Foundations are designed for an assumed bearing pressure of 2,000 psf. Contractor shall

notify the Geotechnical Engineer for inspection when before placing any footings.

2. Geotechnical engineer shall inspect and report on adequacy of bearing material.3. Footings should be cast on the same day in which excavation for them is completed. If

placing of concrete is delayed, footing bottom shall be trimmed to firm material immediatelybefore casting.

4. Place concrete in dry excavations only. Note depths of footings as shown on foundationplans. Pending approval by the Owner, Contractor may elect to conduct further subsurfaceinvestigations at their own expense.

5. Where trench bottoms are dug below adjacent footing bottoms on a slope steeper thanone vertical to two horizontal, the trench shall be backfilled with lean concrete to the pointwhere the stated slope crosses the trench.

6. Provide continuous keyway and dowels in top of wall footing supporting concrete walls.7. Refer to specifications and architectural drawings for waterproofing details and procedures.

Provide water stop at all joints below grade.

8. Backfilling:

A. Before backfilling walls, grout and/or concrete shall have attained design strength, andall slabs and beams that are necessary for the stability of the walls shall be in place.

B. Backfill shall be carried up evenly on both sides of wall to lower grade.

C. Backfill shall be placed in maximum of 8" loose lift thickness and compacted to 80% ofModified Proctor.

D. Tests shall be performed for each lift at a rate of two tests per lift minimum and not lessthan one test per 100' of wall length.

9. Structural fill, including under footings:A. Shall be placed in maximum of 8" loose lift thickness and compacted to 95%

ofModified Proctor. Testing shall be at each footing for each lift.

B. On-site or imported granular fills including GW, GP, GM, SW, SP, ND, SM Classified inaccordance with the Unified Soil Classification System (USCS) and within 2% ofoptimum moisture. Furthermore, the material to be utilized as structural fill shouldhave a plasticity index (PI) less than 2, subject to final approval by the GeotechnicalEngineer.

10. Fill under slabs on grade shall be compacted to 95% of Modified Proctor density. Testsshall be performed for each lift.

REINFORCED CONCRETE1. Concrete construction shall follow requirements of the project specifications and ACI 301

"Specifications for Structural Concrete".2. Detail, fabricate and place reinforcing and bar supports in accordance with the provisions

set forth by the American Concrete Institute and the CRSI "Manual of Standard Practice."3. Provide reinforcing steel conforming to ASTM A615, Grade 60.

4. Length of reinforcing bars, if shown, does not include hooks.

5. Welded wire fabric shall conform to ASTM A1064.6. Concrete properties: See schedule on sheet S002.

7. Clear cover for cast-in-place concrete reinforcing: See schedule on sheet S002.8. Reinforcement not shown on sections and plans is the same as that shown in similar

sections and at similar locations.

9. Extend reinforcing through construction joints or provide dowels equal in size and numberto bars in the doweled member. Develop or splice dowels on each side of cold jointaccording to the reinforcing development length tables on S002 and respective typicaldetails.

10. At wall intersections, provide corner bars equal in size and spacing to normal wall steel.11. Contractor shall submit a layout of proposed construction joints for review before making

any pours. Construction joints are to be located with respect to partitions, floor finishes,depressions, etc. Form construction joints with key and with dowels extending through thejoint.

12. Allow concrete to dry as required by floor finish/adhesive manufacturer before installingfinishes. Test slab for moisture content and/or moisture vapor evaporation rates per ASTME 1907 to verify adequate dryness in accordance with the flooring manufacturer'spreparation requirements. Refer to ACI 302.1R and NRMCA CIP 28 for further discussion.

13. See other drawings in this project for size and location of equipment pads, curbs, insertsand embedded items.

14. Contractor shall notify Owner's inspection agency before placement of concrete to allowfor inspection of reinforcing placement, clearance, stud quantities on steel beams, and toconfirm debris has been removed from forms.

15. Refer to specifications and special inspections table for testing requirements.

OPENINGS IN STRUCTURAL WALLS1. For location and size of sleeves, conduits, and other small openings less than 12"

maximum dimension, see drawings of other trades in this project.2. Structural plans, sections and typical details govern the maximum opening size, layout and

spacing. Contact Engineer if exceptions arise or are needed.

3. Notify the Engineer for review of any proposed openings within walls that are not identifiedor permitted by the structural drawings prior to proceeding with the work.

4. At openings, install lintels, reinforcing and framing in accordance with typical structuraldetails and schedules.

5. Pipe sleeves:A. Sleeves shall be cast integrally within concrete walls or grouted in place within CMU

masonry construction. Submit a drawing to the engineer indicating the size andlocation of sleeves over 12" in diameter and where multiple sleeves occur in a row forreview prior to casting concrete.

B. Where pipe sleeves are required within existing concrete or masonry walls, sleevesshall be grouted around the full perimeter, tight to the surrounding concrete ormasonry.

6. See architectural drawings and drawings of other trades for required fire ratings at wallopenings. Fire ratings shall be restored at new openings placed within existing walls.

STRUCTURAL STEEL

Detail, fabricate, and erect structural steel in accordance with AISC 360 and AISC 303 "Codeof Standard Practice".7. Structural steel design is based on the Allowable Strength Design (ASD) methodology. All

loads shown on drawings are unfactored (service) loads, unless noted otherwise.8. The structural steel detailer shall develop all elevations, plans, and sections without

reproducing same from the design drawings. Detailer shall adequately cross reference thestructural drawings to the satisfaction of the engineer. All shop drawings shall be submittedfor review and review comments incorporated prior to fabrication.

9. Materials shall conform to the following:ASTM A36 Bars, rods, angles, channels and platesASTM A992 W and WT shapesASTM A53, Grade B PipesASTM A500, Grade B Hollow Structural SectionsASTM A325 or F1852 TC Bolts High strength boltsASTM F1554 Grade 36 Anchor RodsAWS A5.1 E70XX Welding electrodesASTM A36 All other structural shapes

10. Connections:A. DELEGATED DESIGN: The design of all connections is the responsibility of the

Contractor and shall be performed by the Contractor's qualified Professional Engineer.See plans for reactions and forces. Submit comprehensive engineering designcalculations, signed and sealed by a Professional Engineer licensed in the state ofconstruction, prior to submitting piece detail shop drawings.

B. Shear connections shall be standard AISC connections using 3/4" dia. high-strengthbearing, type N bolts, unless noted otherwise. Minimum depth shall be half the beamdepth, two bolt minimum.

C. Moment Connections shall be type FR (fully restrained) moment connection as definedby the AISC Specification for Structural Steel Buildings. Provide standard AISCmoment connections.

D. All bolted moment and bracing connections shall be slip-critical joints. Faying surfacesin slip-critical joints shall be uncoated. If members are hot-dip galvanized inaccordance with ASTM A123 faying surfaces shall be subsequently roughened byhand wire brushing.

E. All bolted beam and girder to column connections shall be pretensioned joints.

F. Provide standard AISC high-strength bolted connections for connections of new workto existing steel beams and columns. Drill existing steel to receive new boltedconnections; do not flame-cut holes.

G. All bolts, nuts, washers and related hardware for exterior and other galvanized steelconstruction shall be mechanically galvanized according to ASTM B695, Class 50.

H. Provide minimum weld sizes in accordance with AISC 360 Specification for StructuralSteel Buildings.

I. Electrodes shall be suited to grade and weldability of base metal.

J. Use AWS certified welders for structural welding.K. Remove galvanizing from steel in the area of field welding. Repair abraded surfaces

and coat weld with zinc-rich coating.

6. Steel framing shall be properly guyed, aligned and plumbed within AISC tolerances beforeproceeding with final connections.

7. Base plates shall be shop welded to columns.8. Cap all HSS tubular and pipe columns with 1/4" plate.

9. Punch or drill holes for architectural and mechanical details in shop. See other drawingsfor location.

10. Field cutting or burning of structural steel is prohibited.11. See architectural drawings for additional steel not shown on structural drawings.

12. Cap all exterior tubular sections and pipes with 1/8" plates and galvanize. Seal weld to endof member. Fill all vent holes after galvanizing.

13. Galvanize exterior exposed steel in accordance with ASTM A123. Repair scratched orabraded galvanized surfaces with zinc-rich coating. After galvanizing, straighten membersto meet AISC standard mill tolerances.

14. Galvanize all lintels, shelf angles, beams and plates (including their associated shims,bolts and accessories) in direct contact with the exterior wythe of masonry. Additionalmembers/assemblies shall be galvanized where noted on the drawings.

15. Where plates, angles or other miscellaneous members require welding (either field orshop) or slip-critical connections, mask connection surfaces prior to shop priming andtouch-up with primer after completing connection.

STEEL STAIRS1. Stairs shall be designed by a professional engineer (engaged by the Contractor) licensed

in the state of the project.

2. Contractor shall submit signed and sealed shop drawings and calculations from the stairdesign engineer to the design team for review and incorporate review comments prior tofabrication.

3. See architectural drawings for stair locations, dimensions and details.

STRUCTURAL WOOD FRAMING1. Provide wood framing, including details for bridging, blocking, fire stopping, etc., in

accordance with the following standards (latest edition):

A. American Forest & Paper Association (AFPA) "National Design Specification for WoodConstruction (NDS)" and its supplements.

B. American Forest & Paper Association (AFPA) "Wood Frame Construction Manual forOne- and Two-Family Dwellings".

C. American Institute of Timber Construction (AITC) "Timber Construction Manual".

2. Framing lumber shall be of the following species and minimum grade:A. Joists: Hem Fir, No. 2 or better.B. Studs: Hem Fir, stud grade.

C. Plates: Hem Fir, stud grade.3. Protect wood materials to limit maximum moisture content during construction to below

19%.

4. Framing lumber shall be surface dry, except studs, which shall be kiln-dried.

5. Where solid sawn framing lumber is flush framed to engineered wood framing, set thegirders 1/4" clear below top of framing lumber to allow for framing lumber shrinkage.

6. Stud bearing walls shall have a single bottom plate and double top plate, unless notedotherwise on plan.

7. All rafters and joists shall align directly with studs below. Install additional studs whererequired.

8. Coordinate joist locations to avoid conflict with lighting, plumbing, and HVAC fixtures.

9. Lap all top plates at corners and at intersection of partitions.

10. Stagger top plate lap splices 32" minimum in straight wall runs. Do not splice or lap topplates within 4'-0" of corners.

11. Do not cut or notch new or existing beams and joists.12. Provide double joists under all partitions, unless noted otherwise on plan.

13. Drill pilot holes for lag screws in accordance with NDS requirements. Do not install lagscrews with impact drivers.

14. Notching, boring and surfacing of existing wood members in preparation for structural steelconnections shall be performed by carpenters only.

15. Refer to sheet S400 for wood truss notes and loading diagrams.

WOOD CONNECTORS AND FASTENING1. All joist hangers and all connectors for wood construction shall be galvanized steel as

manufactured by Simpson Strong Tie or approved equal. Special nails as supplied by themanufacturer shall be used for connector installation.

2. Connectors shall be of type and size shown on details.3. All flush framed connections shall be made with approved galvanized steel joist or beam

hangers,18 gage minimum, installed in accordance with manufacturer's recommendations.4. Install metal framing connectors to comply with manufacturer's guidelines. Provide I-joist

web stiffeners, both sides, if top flange is not laterally supported by hanger permanufacturer's guidelines.

ENGINEERED WOOD FRAMING - DESIGN PROPERTIES1. "Parallel Strand Lumber, PSL" beam minimum properties: Fb = 2,900 psi, Fc = 2,900 psi,

Fv = 290 psi, E = 2,000,000 psi as manufactured by iLevel TrusJoist or approved equal.

2. "Wood I-joist" members shall be series TJI230 as manufactured by iLevel TrusJoist orequal. Install in strict compliance with the manufacturer's standard recommendations anddetails, including construction bracing, minimum bearing lengths, web stiffeners, squashblocks, blocking, knockouts, notches, penetrations, etc.

3. Factory mark each piece of an engineered wood product with grade stamp of, or certificateof inspection issued by, an approved grading or inspection agency.

4. Do not cut holes or notches in engineered wood products unless in strict compliance withthe manufacturer's guidelines.

SHEATHING1. Plywood sheathing shall conform to the Department of Commerce Voluntary Product

Standard PS1 "Structural Plywood" (DOC PS1); oriented strand board (OSB) shall conformto the Department of Commerce Voluntary Product Standard PS2 (DOC PS2).

2. Sheathing shall be of the following thickness and properties:A. Sloped Roof: 5/8" with 40/20 span rating, APA rated EXP 1. Use ply clips or other

edge support as required for installation.B. Flat Roof: 23/32" with 32/16 span rating, APA rated EXP 1. Use ply clips or other

edge support as required for installationC. Floor: 23/32" tongue and groove, 32/16 span rating, APA rated Exposure 1,

Underlayment.

3. All sheathing shall be APA grade stamped for specified span rating. Index stamp shall bevisible on all sheets.

4. Floor sheathing shall bescrewed and glued to framing using an APA approved elastomericconstruction adhesive; stagger joints.

5. Sheathing shall be installed such that the long direction is perpendicular to the span of thefloor framing.

6. Provide AWPA C9 preservative-treated plywood used with roofing, flashing, vapor barriers,and waterproofing.

MASONRY1. Masonry shall be constructed in accordance with ACI 530.1.2. All concrete masonry units shall conform to ASTM C90. Provide two-cell units, unless

noted otherwise on plans.

3. Compressive strength (f'm) of all concrete unit masonry assemblies shall be 1500 psi at 28days.

4. Use ASTM C270, Type M mortar for CMU above grade.

5. Lay CMU in partially-grouted walls with face shells and webs fully bedded in mortar. Alignvertical cells to be grouted. Fully-grouted walls may be bedded with face shells only.

6. Grout for masonry shall conform to ASTM C476 with a minimum 2000 psi compressivestrength at 28 days. Provide coarse grout unless dimensions of grout spaces and pourheights dictate fine grout according ACI 530.1.

7. See architectural drawings for other masonry requirements.8. Lintels for non-bearing walls are shown in loose lintel schedule.

9. Lintels for load bearing walls are shown on plan and schedules.10. Grout a minimum of two complete courses solid under bearing for beams and at bolts for

wall anchorage.

11. Provide continuous bond beam at top of wall and at floor. Reinforce bond beams with1-#5continuous.

12. In existing rubble and brick masonry walls, infill unused joist and beam pockets, openings,or other cavities and recesses with solid masonry. Provide an allowance in bid/pricing forthis work.

13. Rebuild masonry jambs when saw cutting new openings into existing masonry walls.Provide an allowance in bid/pricing for this work.

POST-INSTALLED ANCHORS

Drill and install post-installed anchors according to manufacturer's printed installationinstructions.14. All post-installed anchors shall meet ICC-ES Compliance for each type of application.

15. Submit product information and ICC-ES Evaluation Report for each anchor.

16. All anchor designs are for installation in the following conditions, unless noted otherwise.Written approval must be received from Engineer prior to installation of adhesive anchorsin alternate conditions.A. Dry base material, unless noted otherwise.

B. Base material temperature at time of installation must be between 14° F and 104° F.See manufacturer's printed installation instruction for adhesive gel and cure times.

C. Anchor holes to be hammer drilled.

D. Anchor holes to be cleaned per manufacturer's printed installation instructions prior toadhesive injection.

17. All installers of post-installed anchors shall be ACI/CRSI Adhesive Anchor InstallerCertified. Submit certificates for record.

18. All post-installed anchors in concrete shall be suited for use in seismic and crackedconcrete applications.

19. Adhesive anchors in concrete shall be Hilti HIT HY-200, or approved equal.

20. Adhesive anchors in CMU grouted solid at the anchor shall be Hilti HIT HY-70 or approvedequal. Cells at the anchor and one full course above and below the anchor shall begrouted solid.

21. Adhesive anchors in masonry and hollow CMU shall be Hilti HIT HY-70 with mesh sleeves,or approved equal.

22. Expansion anchors in concrete shall be Hilti KWIK Bolt TZ, or approved equal.

23. Expansion anchors in CMU grouted solid at the anchor shall be Hilti KWIK Bolt 3. Cells atthe anchor and one full course above and below the anchor shall be grouted solid.

24. Provide standard AISC holes in all steel members receiving post-installed anchors. Ifoversized holes are provided to ease installation of the anchors, a plate washer(1/4"x2"x2") with an AISC standard hole shall be installed and 1/8" fillet welded (all around)to the member.

25. Testing: 25%of each type and size of drilled-in anchor shall be proof loaded by theindependent testing laboratory. Adhesive anchors and capsule anchors shall not be torquetested unless otherwise directed by the Engineer. If more than 10% of the tested anchorsfail to achieve the specified torque or proof load within the limits as defined in theDrawings, all anchors of the same diameter and type as the failed anchors shall be tested,unless otherwise instructed by the Engineer.

A. Perform tension testing in accordance with ASTM E488.B. Apply torque with a calibrated torque wrench.

C. Apply proof loads with a calibrated hydraulic ram. Displacement of adhesive andcapsule anchors at proof load shall not exceed D/10, where D is the nominal anchordiameter.

Typical Superstructure Sections & DetailsS401Superstructure Sections & DetailsS402

100%

Sub

mitta

l

100% Submittal09/01/17

hemmler + camayd architects

409 Lackawanna Avenue, Suite 400, Scranton, PA 18503570-961-1302 voice 570-961-3919 fax www.hc-architects.com

A/E Team

Project Name + Location

Revisions

Sheet Information

Copyright 2017

checked:drawn:

reviewed:

hemmler + camayd architects, p.c.

General Notes

BRINKER LOFTS AT SOUTHBETHLEHEM321 ADAMS AVE.BETHLEHEM, PA

PFPF

16.070

CORNERSTONE CONSULTING

CIVIL ENGINEERS1176 N.IRVING STREET, ALLENTOWN PA 18109PHONE: (610).820.8200

KEAST & HOOD

STRUCTURAL ENGINEER400 MARKET STREET, SUITE 1250, PHILADELPHIA PA 19106PHONE: (215).625.0099


MEP ENGINEER1176 N.IRVING STREET, ALLENTOWN PA 18109PHONE: (610).820.8200

*NOT FOR CONSTRUCTION

DEVELOPER

JEFFERSON - WERNER LLC

C KEAST & HOOD CO.2017KH Project # 160160A

3S401

TRUSS BRGEL SEE PLAN

SEE ARCHFOR PITCH

NTS4

S002TRUSS - LOADING CONDITIONS

BOTTOM CHORD LOADING CONDITIONS:

WIND LOAD: 10 psf

SNOW LOAD (BALANCED): 20 psfSNOW LOAD (UNBALANCED): 6 psf

SNOW LOAD (UNBALANCED): 20 psf

SNOW LOAD(UNBALANCED): 17 psf

WIND LOAD: 10 psf

DEAD LOAD: 9 psfLIVE LOAD: 20 PSF

TOP CHORD LOADING CONDITIONS:

DEAD LOAD: 6 PSF

NOTES:TRUSS SELF WEIGHT IS NOT INCLUDED.GABLE END TRUSS IS CONTINUALLY SUPPORTED ON FLATROOF FRAMING. LOADS ON TOP CHORD STILL APPLY.

6'-2"

WIND LOAD: 10 psf

WIND LOAD: 10 psf

S

002

DESIGN CRITERIA &SCHEDULES

RY

C KEAST & HOOD CO.2017

35

DESIGN LOADS AND FACTORS

COLUMNSGIRDERS

BEAMS2-WAY SLABS

DEAD & LIVE LOAD DATA

FLOOR OR ROOF AREA

LIVE LOAD REDUCTION APPLIED TO:

ROOF AREA

SNOW LOAD DATA

(psf)DL

FACTOR VALUE

(psf)LOAD

DESIGN CODE: INTERNATIONAL BUILDING CODE 2009 ED

VALUE

WIND LOAD DATA

OCCUPANCY CATEGORY

FACTOR

EARTHQUAKE DESIGN DATA

30

SEISMIC DESIGN CATEGORY

SITE CLASS

FACTOR

0.261

1.0

VALUE

0.061

1.0

1.0

1.0

RESIDENCE ROOMS & 90

II

C

0.209

0.070

B

OCCUPANCY CATEGORY

SLOPED ROOF

FLAT ROOF

ACCESS CORRIDORSGROUND FLOOR CORRIDORS& LOBBIES 20

SLOPED ROOF SNOW LOAD (Ps)

1.0

WIND EXPOSURE B

ANALYSIS PROCEDURE - EQUIVALENT LATERAL FORCE

BASIC SEISMIC-FORCE-RESISTING SYSTEM

II--

20

30

PARTITION 10

±0.18

(psf)LL

40

100

20

40

BASIC WIND SPEED (V3S) (MPH)

FLAT ROOF ROOF SNOW LOAD (Pf)

SNOW EXPOSURE (Ce)

SNOW LOAD IMPORTANCE (Is)

THERMAL FACTOR (Ct)

WIND IMPORTANCE (IW)

GROUND SNOW LOAD (Pg)

INTERNAL PRESSURE COEFFICIENT

SEISMIC IMPORTANCE FACTOR (IE)

SPECTRAL RESPONSE ACCELERATION 0.2 SEC (SS)

SPECTRAL RESPONSE ACCELERATION 1.0 SEC (S1)

DESIGN SPECTRAL RESPONSE COEFFICIENT (SDS)

DESIGN SPECTRAL RESPONSE COEFFICIENT (SD1)

MINIMUM NAILING SCHEDULECONNECTION FASTENING LOCATION

BRIDGING TO JOIST 2-8d COMMON TOENAIL EACH END

3-8d COMMON

BUILT-UP WOOD BEAMS20d COMMON 32" OC

TOENAIL

FACE NAIL @ TOP & BOT STAGGEREDON OPP SIDES

2-20d COMMON FACE NAIL @ ENDS & @ EA SPLICE

NOTES:1. 8d COMMON = 21

2" X 0.131"2. 10d COMMON = 3" X 0.148"3. 16d COMMON = 31

2" X 0.162"4. 20d COMMON = 4" X 0.192"

BLOCKING BETWEEN JOISTS or RAFTERSTO TOP PLATE



A/E Team


Revisions

Sheet Information

Copyright 2017

checked:drawn:

reviewed:


General Notes


PFPF

16.070



KEAST & HOOD





DEVELOPER



#5

#6

#4

#3

CMU REINFORCINGDEVELOPMENT & LAP SPLICE

LENGTHS (INCHES)BAR POSITION

CENTER EDGE

16 1621 26

26 4043 74

57

910

STANDARDHOOK

BARSIZE

NOTES:

1. SCHEDULE IS BASED ON GRADE 60,UNCOATED REINFORCING, & 1500 psiCOMPRESSIVE STRENGTH (f'm) AT 28DAYS.

2. DEVELOPMENT & LAP SPLICES LENGTHSARE FOR BOTH TENSION & COMPRESSIONBARS.

3. FOR EDGE BAR POSITION, PROVIDEMINIMUM 2" CLEAR COVER FROMOUTSIDE OF CMU FACE SHELL.

LOOSE LINTEL SCHEDULE

TO 8'-0"

TO 8'-0"

TO 6'-0"

TO 7'-0"

TO 4'-0"

TO 5'-0"

TO 3'-0"

4"

WALL THICKNESS

6" 4" 6"

STYLE

L 312 x 31

2 x 14 L 5 x 5 x 5 16

L 312 x 31

2 x 14 L 5 x 5 x 5 16

L 4 x 312 x 14 L 5 x 5 x 5 16

L 4 x 312 x 14 L 5 x 5 x 5 16

L 5 x 312 x 14 L 5 x 5 x 3 8

L 6 x 312 x 5 16 L 6 x 6 x 3 8

4" x 8" NOM DIMENSIONPRECAST LINTEL

w/ 1-#4 T&B

6" x 8" NOM DIMENSIONPRECAST LINTEL

w/ 2-#4 T&B

M.O. WIDTH(MAX)

(NON-LOADBEARING WALLS)BEARING AND NON-LOADBEARING WALL LINTEL SCHEDULE NOTES:

1. GALVANIZE ALL LINTELS IN EXTERIOR WALLS AND EXTERIOR WALLBACKUP.

2. MINIMUM THICKNESS OF LOOSE LINTEL ANGLES IN EXTERIOR WALLSTO BE 5 16".

3. BEARING WIDTH SHALL BE 1" PER FOOT OF CLEAR SPAN ON EACHEND.MINIMUM WIDTH SHALL BE 8" IN BEARING WALLS, AND 6" IN NON-LOADBEARING WALLS, UNO.

4. GROUT CMU FOR (16") x (FULL HEIGHT OF OPENING) TO UNDERSIDEOF LINTEL BEARING (TYP, UNO).

5. GROUT OPEN CELLS OF UPPER COURSES MONOLITHICALLY w/U-SHAPED BLOCK LINTEL.

6. PRECAST CONCRETE (PC) LINTELS SHALL BE MADE OF 3000 PSICONCRETE(MINIMUM 28 DAY COMPRESSIVE STRENGTH).

7. USE (2) 4" PC UNITS FOR 8" WALL, 4" + 6" PC UNITS FOR 10" WALL,(2) 6" OR (3) 4" PC UNITS FOR 12" WALL, ETC.

8. USE ARCHITECTURAL AND MECHANICAL DRAWINGS TO COORDINATELINTEL ELEVATIONS WITH DOOR SCHEDULE, CEILING HEIGHTS, DUCTELEVATIONS, ETC. SHOP DRAWINGS SHALL BE SUBMITTED FORREVIEW WITH THIS INFORMATION.

CAST-IN-PLACECONCRETE PROPERTIES SCHEDULE

TYPENOMINAL

AGGREGATE SIZE(ASTM C33 GRADING)

*AIR CONTENT (±1%)28 DAY

COMPRESSIVESTRENGTH

MAXIMUMW/C RATIO

6%

2%

0.45

0.45

0.55

0.50

4,000 psiSITE WALLS & FOUNDATIONS

SITE SLABS

ALL OTHER BUILDING CONCRETE

INTERIOR SLABS 5" THICK & LESS

* AIR-ENTRAIN CONCRETE SUBJECTED TO FREEZE-THAW ENVIRONMENTS.DO NOT ALLOW AIR CONTENT OF TROWELED FINISHED FLOORS TO EXCEED 3%.

1" (#57)

4,000 psi

4,000 psi

4,000 psi

6%

6%

1" (#57)

1" (#57)

1" (#57)

JOIST HANGER SCHEDULEJOIST/BEAM SIZE JOIST HANGER REMARKS

12" I-JST ON WD LEDGER

NOTES:1. BASIS OF DESIGN ARE HANGERS BY SIMPSON STRONG TIE.2. FOLLOW NAILING PATTERNS BY HANGER MANUF.3. UNLESS NOTED OTHERWISE, ALL JOIST HANGERS ARE FOR

FRAMING TO OTHER WOOD MEMBERS OR WOOD LEDGER.

12" I-JST3 1/2"x11 7/8" PSL ON WD LEDGER

(2) 2x102x12(2) 2x12(2) 3 1/2"x 11 7/8" PSL ON 7"x7" PSL COLUMN2x6

(2) 3 1/2"x11 7/8" PSL ON WD LEDGER 3 1/2"x11 7/8" PSL ON CMU

IUS 2.37/11.88LBV 2.37/11.88U410HGU7.25/12WMULUS28LUS210LUS210-2CC7 1/8x7 1/8HU26

NOTED "H1" ON PLAN; DISCONTINUE LEDGER

PLATE-CONNECTED WOOD TRUSS NOTES:1. Trusses shall be designed in accordance with TPI1-2002, "National Design Standard for

Metal Plate Connected Wood Truss Construction" for the design loads as specified in theload schedule and/or as shown on the loading diagrams.

2. Trusses to be designed, fabricated, erected, temporarily braced and permanently bracedin accordance with Truss Plate Institute standards.

3. Truss design, including load computation, structural analysis and design, including allconnections and bearing wall uplift anchorages, shall be performed by truss fabricator'squalified professional engineer. Fabricator shall submit layout plans, engineeringdrawings and calculations for review prior to fabrication, as per IBC (latest edition). Allsubmittals shall be prepared, signed and sealed by the professional engineer.Fabricator shall be responsible for providing and clearly showing all temporary bracingsystems.

4. See typical truss elevations for general truss layout loading conditions, configurations,and support points.

A. The self-weight of the trusses is not included in the dead load indicated on thetypical truss elevations. Truss self-weight to be calculated by the truss designer.

B. Loads indicated on the typical truss elevations shall be verified by the trussdesigner. The design snow load (including drift), wind (including uplift) andearthquake loads shall be derived from ASCE 7-05: Minimum Design Loads forBuildings and Other Structures. Site and building-specific criterial are indicated onthe Design Loads and Factors Table on sheet S002.

C. All tributary areas, additional loads due to over-framing, girder loadings, etc. to becalculated by the truss fabricator's professional engineer.

5. See structural details for bearing conditions.6. Provide connections at bearing locations to accommodate net uplift based on wind loads

specified in the load schedule. Truss bearing connection shall have minimum upliftcapacity of 500 lbs.

7. Contractor shall be responsible for the accurate locations of building lines and elevationsrequired for truss fabrication and erection. Coordinate all truss locations, dimensions,elevation, and top chord pitch with architectural drawings.

8. Verify bearing wall locations in the field.9. Maximum spacing of trusses shall be as shown on plan.10. Trusses shall be erected, securely braced and anchored in accordance with the building

component safety information "Guide to Good Practice for Handling, Installing & BracingMetal Plate Connected Wood Trusses" (BCSI B1 2008) as published by WTCA and theTruss Plate Institute.

11. All temporary or permanent bracing (top chord, bottom chord, and webs) shall be no lessthan 2x4 grade marked lumber, spaced 9'-0" o.c.max.

12. Bottom truss chords shall be permanently braced by a continuous rigid ceiling orcontinuous lateral bracing at 2'-0" o.c. max.

13. Maximum allowable lateral truss deflection (sweep and out of plumb) during handlingand installation shall be limited to the more stringent of BCSI B1 limitations or specifiedmanufacturer's requirements.

14. Sections "2303.4 - Trusses" through "2303.7 - Shrinkage" of IBC (latest edition) shall beadhered to by all parties.

15. All field alterations, notching, cutting and boring of truss members is strictly prohibitedwithout approval from the engineer of record.

16. With each truss package, the truss manufacturer shall provide to the truss erector thebuilding component safety information "Guide to Good Practice for Handling, Installing &Bracing Metal Plate Connected Wood Trusses" (BCSI B1, latest edition) as published byWTCA and the Truss Plate Institute.

17. Wood Trusses shall be braced and erected in accordance with the Truss Plate InstituteStandards.

A. Bracing members shall engage a minimum of three trusses with a minimum lap oftwo trusses.

B. All bracing connections to have (2) 10d nails minimum at each connection.C. The truss fabricator shall provide and locate continuous lateral bracing for each

truss web member as required.D. Lateral bracing shall be restrained by diagonal bracing (min 2” thick nominal

lumber). This bracing is to be continuous.E. A minimum of two rows of diagonal bracing is required. One at each vertical web

member closest to bearing locations.F. The bottom chords shall be braced by continuous lateral bracing spaced at 8 to 10

feet nailed to the top of the bottom chord. Diagonals placed at 45° to the lateralbraces shall be located at each end. If building exceeds 60 feet in length, diagonalbracing should be repeated at 20 foot intervals.

G. If plywood decking is applied directly to the top chord, properly lapped and nailedto develop diaphragm action, top chord bracing is not required.

18. Trusses to be installed plumb with a tolerance of +/- 1/4" per foot with a maximum of 2"out of plumb.

19. Construction loads shall not be placed on trusses until bracing and bridging have beeninstalled as required.

DRIFT

20

60

MASONRY SHEAR WALLS

BUILT-UP PSL BEAMS1/4" x 6 3/4" SCREWS @ 19" OC FACE SCREW @ TOP & BOT ON BOTH

SIDES

1/4" x 6 3/4" SCREWS FACE SCREW TOP & BOT AT ENDSBOTH SIDES

S

003

SPECIAL INSPECTIONSPROGRAM

RY

SPECIAL INSPECTIONS PROGRAM - STEEL

GENERAL INSPECTION OF FABRICATORS X 1704.2 SEE NOTE 2.

MATERIALVERIFICATION OFHIGH-STRENGTHBOLTS, NUTS, &WASHERS

ID MARKINGS TO CONFORM TO ASTM STANDARDSSPECIFIED IN THE APPROVED CONSTRUCTIONDOCUMENTS

X

AISC 360,SECT A3.3 ANDAPPLICABLE ASTMSTANDARDS

MANUFACTURER'S CERTIFICATE OF COMPLIANCEREQUIRED X

INSPECTION OFHIGH-STRENGTHBOLTING

SNUG-TIGHT JOINTS X 1704.3.3 AISC 360,SECT M2.5

PRETENSIONED AND SLIP CRITICAL JOINTS USINGTURN-OF-NUT WITH MATCHMARKING TWIST-OFFBOLT OR DIRECT TENSION INDICATOR METHODSOF INSTALLATION

X 1704.3.3 AISC 360,SECT M2.5

PRETENSIONED AND SLIP CRITICAL JOINTS USINGTURN-OF-NUT WITHOUT MATCHMARKING, ORCALIBRATED WRENCH METHODS OF INSTALLATION

X 1704.3.3 AISC 360,SECT M2.5

MATERIALVERIFICATION OFSTRUCTURAL STEELAND COLD-FORMEDSTEEL DECK

FOR STRUCTURAL STEEL, ID MARKINGS TOCONFORM TO AISC 360 X AISC 360,

SECT M2.5FOR OTHER STEEL, ID MARKINGS TO CONFORM TOASTM STANDARDS SPECIFIED IN THE APPROVEDCONSTRUCTION DOCUMENTS

X APPLICABLE ASTMSTANDARDS

MANUFACTURER'S CERTIFIED TEST REPORTSREQUIRED X

MATERIALVERIFICATION OFWELD FILLER

ID MARKINGS TO CONFORM TO AWSSPECIFICATION IN THE APPROVED CONSTRUCTIONDOCUMENTS

X

AISC 360SECT A3.5 ANDAPPLICABLE AWSA5 DOCUMENTS

MANUFACTURER'S CERTIFICATE OF COMPLIANCEREQUIRED X

SHOP WELDING SHOP WELDER CERTIFICATION(S) X INSPECTOR TO OBTAIN COPY PRIOR TO START OFWORK

SINGLE PASS FILLET < OR = 5/16" X 1704.3.1 AWS D1.1 NOT REQUIRED IF APPROVED FABRICATOR

PARTIAL/COMPLETE PENETRATION X 1704.3.1 AWS D1.1

FIELD WELDING WELDER CERTIFICATION(S) X INSPECTOR TO OBTAIN COPY PRIOR TO START OFWORK

SINGLE PASS FILLET < OR = 5/16" X 1704.3.1 AWS D1.1ERECTION WELDER CERTIFICATION DOCUMENTSREQUIRED PRIOR TO START OF WORK ELSECONTINUOUS INSPECTION

PARTIAL/COMPLETE PENETRATION X 1704.3.1 AWS D1.1

WELDING OF ANCHORS X 1704.3 AWS D1.1,SECT 7 do

WELDING OF COLD FORMED METAL FRAMING X 1704.3 AWS D1.3 do

WELDING OF STAIR/RAILING SYSTEMS X 1704.3 AWS D1.1, D1.3,D1.6 do

INSPECTION OF STEELFRAME JOINT DETAILSFOR COMPLIANCE w/CONSTRUCTIONDOCUMENTS

DETAILS SUCH AS BRACING & STIFFENING X 1704.3.2

MEMBER LOCATIONS X 1704.3.2

APPLICATION OF JOINT DETAILS AT EACHCONNECTION X 1704.3.2

COLD-FORMED STEELLIGHT-FRAMECONSTRUCTION

WELDING OF ELEMENTS OF THE MAIN LATERALFORCE-RESISTING SYSTEM X 1706.3, 1707.4

SCREW ATTACHMENT, BOLTING, ANCHORING, ANDOTHER FASTENING OF COMPONENTS INCLUDINGSHEAR WALLS, BRACES, DIAPHRAGMS,COLLECTORS (DRAG STRUTS) AND HOLD-DOWNS

X 1706.3, 1707.4

SPECIAL INSPECTIONS PROGRAM - WOOD

GENERAL INSPECTION OF FABRICATORS X 1704.2 SEE NOTE 2.

FABRICATION PROCESS OF PRE-FABRICATEDWOOD STRUCTURAL ELEMENTS AND ASSEMBLIES X 1704.6 1704.2 NDS SEE NOTE 2.

METAL-PLATE-CONNECTED WOODTRUSSES SPANNING60 FT OR GREATER

VERIFY THAT THE TEMPORARY INSTALLATIONRESTRAINT/BRACING AND THE PERMANENTINDIVIDUAL TRUSS MEMBER RESTRAINT/BRACINGARE INSTALLED IN ACCORDANCE WITH THEAPPROVED TRUSS SUBMITTAL PACKAGE

X 1704.6.2

SPECIAL INSPECTIONS PROGRAM - MASONRY LEVEL 1

GENERAL COMPLIANCE w/ REQUIRED INSPECTIONPROVISIONS OF THE CONSTRUCTION DOCUMENTSAND THE APPROVED SUBMITTALS SHALL BEVERIFIED

X 1.5

VERIFICATION OF f'm AND f'AAC PRIOR TOCONSTRUCTION EXCEPT WHERE SPECIFICALLYEXEMPTED BY THE CODE

X 1.4B

VERIFICATION OF SLUMP FLOW AND VSI ASDELIVERED TO THE SITE FORSELF-CONSOLIDATING GROUT

X 1.5B.1.b.3

AS MASONRYCONSTRUCTIONBEGINS VERIFY THEFOLLOWING TOENSURE COMPLIANCE

PROPORTIONS OF SITE-PREPARED MORTAR X 2.6A

CONSTRUCTION OF MORTAR JOINTS X 3.3B

LOCATION OF REINFORCEMENT X 3.4, 3.6A

DURINGCONSTRUCTION THEINSPECTIONPROGRAM SHALLVERIFY

SIZE & LOCATION OF STRUCTURAL ELEMENTS X 3.3F

TYPE, SIZE & LOCATION OF ANCHORS, INCLUDINGOTHER DETAILS OF ANCHORAGE OF MASONRY TOSTRUCTURAL MEMBERS, FRAMES OR OTHERCONSTRUCTION

X 1.2.2(e), 1.16.1

SPECIFIED SIZE, GRADE & TYPE OFREINFORCEMENT X 1.15 2.4, 3.4

WELDING OF REINFORCING BARS X 2.1.9.7.2, 3.3.3.4(b)

PREPARATION, CONSTRUCTION AND PROTECTIONOF MASONRY DURING COLD WEATHER (TEMP. BEL.40°F) OR HOT WEATHER (TEMP. ABOVE 90°F)

X 2104.3, 2104.4 1.8C, 1.8D

PRIOR TO GROUTING,THE FOLLOWINGSHALL BE VERIFIED TOENSURE COMPLIANCE

GROUT SPACE IS CLEAN X 3.2D

PLACEMENT OF REINFORCEMENT ANDCONNECTORS X 1.13 3.4

CONSTRUCTION OF MORTAR JOINTS X 3.3B

GROUT PLACEMENT SHALL BE VERIFIED TO ENSURE COMPLIANCE WITHCODE AND CONSTRUCTION DOCUMENT PROVISIONS X 3.5

PREPARATION OF ANY REQUIRED GROUT SPECIMENS, MORTARSPECIMENS, AND/OR PRISMS SHALL BE OBSERVED X 2105.2.2, 2105.3 1.4

INSPECTION OF ANCHORS INSTALLED IN HARDENED CONCRETE X 1704.4, 1912.1 ACI 318: 3.8.6,8.1.3, 21.1.8 [SEE GENERAL NOTES FOR REQUIRED PULL TEST]

INSPECTION OF ANCHORS INSTALLED IN MASONRY

XFOR LEVEL 2

(IBC) OR C(ACI)

XFOR LEVEL 1

(IBC) OR B(ACI)

1704.5 ACI 530: TABLE1.18.2, 1.18.3

REFER TO MASONRY SECTION FOR LEVEL OFINSPECTION REQUIRED [SEE GENERAL NOTES FORREQUIRED PULL TEST]

STRUCTURAL TESTING & INSPECTION PROGRAM NOTES:

1. THE INTENTION OF THIS TABLE IS TO IDENTIFY THE CONSTRUCTION REQUIRING SPECIAL INSPECTIONAS REQUIRED BY THE 2009 INTERNATIONAL BUILDING CODE (IBC). OWNER SHALL ENGAGEINDEPENDENT SPECIAL INSPECTION AGENCY. CONTRACTOR TO NOTIFY SPECIAL INSPECTOR OFPROGRESS OF CONSTRUCTION AND PROVIDE ACCESS TO THE SITE TO COMPLETE INSPECTIONS.EACH SPECIAL INSPECTOR IS RESPONSIBLE FOR JOB SPECIFIC ITEMS AS DEFINED IN CHAPTER 17 OFTHE IBC (AND IN ACCORDANCE WITH THE SPECIFICATIONS).

2. INSPECTIONS OF FABRICATORS IS NOT REQUIRED IF THE FABRICATOR IS APPROVED INACCORDANCE TO IBC SECTION 1704.2.2 AND CERTIFIES COMPLIANCE WITH THE APPROVEDCONSTRUCTION DOCUMENTS.

3. THE ITEMS CHECKED WITH AN "X" SHALL BE INSPECTED IN ACCORDANCE WITH IBC CHAPTER 17 BY ACERTIFIED SPECIAL INSPECTOR FROM AN ESTABLISHED TESTING AGENCY. FOR MATERIALSAMPLING AND TESTING REQUIREMENTS, REFER TO THE MATERIAL SAMPLING AND TESTINGSECTION OF THE PROJECT SPECIFICATIONS AND THE GENERAL NOTES. THE TESTING AGENCYSHALL SEND COPIES OF ALL STRUCTURAL TESTING AND INSPECTION REPORTS DIRECTLY TO THEENGINEER, CONTRACTOR AND BUILDING OFFICIAL. ANY CONSTRUCTION WHICH FAILS TO MEET THEPROJECT SPECIFICATIONS AND IBC REQUIREMENTS SHALL BE IMMEDIATELY BROUGHT TO THEATTENTION OF THE CONTRACTOR FOR CORRECTION AND THE ENGINEER IF UNCORRECTED.SPECIAL INSPECTION TESTING REQUIREMENTS APPLY EQUALLY TO ALL BIDDER DESIGNEDCOMPONENTS.

4. CONTINUOUS SPECIAL INSPECTION MEANS THAT THE SPECIAL INSPECTOR SHALL BE ON SITE AT ALLTIMES OBSERVING THE WORK REQUIRING SPECIAL INSPECTION. PERIODIC SPECIAL INSPECTIONMEANS THAT THE SPECIAL INSPECTOR IS ON THE SITE AT THE TIME INTERVALS NECESSARY TOCONFIRM THAT ALL WORK REQUIRING SPECIAL INSPECTIONS IS IN COMPLIANCE.

5. ALL WELDS SHALL BE VISUALLY INSPECTED BY AN AWS CERTIFIED WELDING INSPECTOR.

NOTE: OWNER SHALL ENGAGE THE INDEPENDENTSPECIAL INSPECTION AGENCY. CONTRACTOR TONOTIFY INSPECTOR OF PROGRESS OFCONSTRUCTION AND PROVIDE ACCESS TO THESITE TO COMPLETE INSPECTIONS.



A/E Team


Revisions

Sheet Information

Copyright 2017

checked:drawn:

reviewed:


General Notes


PFPF

16.070



KEAST & HOOD





DEVELOPER



8' 16'8'0

SCALE AT FULL SIZE 18"=1'-0"

1S101

FIRST FLOOR FRAMING PLANN1'-

0"TY

P

FRAMING NOTES:1. TOP OF SLAB SHALL BE DATUM EL 0'-0" UNLESS

NOTED (±_'-_") RELATIVE TO THE DATUM EL.SEE CIVIL DWGS FOR ACTUAL EL.

2. 4" SOG INDICATES 4" THICK CONCRETE SLABON GRADE w/ 6x6 W2.0xW2.0 WWF. PLACE SLABON 10 MIL VAPOR RETARDER & 4" COMPACTEDAASHTO 57 AGGREGATE.

3. ALL EXTERIOR FOOTINGS SHALL BE AT LEAST2'-6" BELOW FINISH GRADE.

4. 1'-0"x2'-0" FGT SHALL BE REINF w/ 3- #5 B LONGITBARS & #4 @ 24" SHORT BARS. DOWEL WALLREINF INTO FTG.

(D) CONC SLAB & EXCAV AS REQD(R) 4" SOG

4" SOG ON STRUCT FILL(E) SOG MAY REMAIN (-7"±)

3S300

1S300

A

B

C

D

E

F

1 2 3 4 5 6 7 8 9 10 11 12 13

3.1 8.1 10.1 12.1

2S300

NS300

(E) 25" MAS WALL (D) MAS WALL (TYP)

(2) W6x16 LINTEL (TYP)MAS INFILL

8" CMU WALL w/ #5@24" &10" CONC WALL w/ #4 @12" EW EF BEL

8" CMU WALL w/#4@24" (GROUTSOLID) BELOW

(E) MAS WALL

1'-0" x 2'-0" FTGB/ FTG = -7"(ON (E) SOG)

(E) MAS WALL

(E) WALL BEL

(D) MASWALL

12" MAT w/#5@12 EW T&B(T/MAT = -5'-0")

8" CMU w/ #5@16"(GROUT SOLID) &10" CONC WALL w/#4@12" EW EF BEL

MAS INFILL MAS INFILL

(E) WALL BEL

(E) 18"x18" CESTL COL (TYP)

4" SOG(2'-6")

REPAIR SPALLING @ COL

(D) 7"x712"

WD COL(D) 7"x71

4"WD COL

(E) SOG(3'-10"±)

(E) CONC MAT(-6'-0"±)

STRUCT FILL

MAS INFILL

(E) STL LINTEL

8"x16" PIER w/2-#6 CENTERON WALL ABV

4" SOG (0'-0")

TURNDOWN

6" STAIR ONGRADE

4" SOG (+2'-0")

6" STAIR ONGRADE

2'-0"x2'-0"x2'-0"SUMP PIT

(D) SOG AS REQD(R) 4" SOG

4" SOG(2'-6")

6" STAIR ONGRADE(SEE H/S300)

8" CMU WALL w/ #5@24" &10" CONC WALL w/ #4 @12" EW EF BEL

4" SOG(0'-0")

TURNDOWN

#4Tx36" @ 12" CENTEROVER (D) WALL

#4x36 @12" CENTER ON (E) WALL

(E) FTG(TYP)

(E) FTG(TYP)

(2) W6x16LINTEL(TYP)1

1'-0" x 2'-0" CONTFTG (T/FTG=2'-4")

4x4 POST FROMSOG TO BEAMABV (3 TOTAL)

4x4 POST FROM SOGTO STAIR FRMG ABV(BRACE TO CLG JSTS)

312"x91

4" PSL @ CLGABV (2 TOTAL)BRACE TO CLG JSTS

4x4 POST FROMBEAM TO STAIRFRMG ABV (2 TOTAL)

2x8 @16"

1

1

(E) 3

"x12

1 2" W

DJO

ISTS

@ 19

" OC

8' 16'8'0


2S101

SECOND FLOOR FRAMING PLANN

(E) 3

"x12

1 2" W

DJO

ISTS

@ 19

" OC

(E)W

26

(E) 3

"x12

1 2" W

DJO

ISTS

@ 19

" OC

(E)W

26

(E)W

26

FRAMING NOTE:1. TOP OF EXISTING WOOD PLANKING = +12'-5"±

RELATIVE TO FIRST FLOOR (VIF).2. REPAIR WALL CRACK: REMOVE BRICKS A

MINIMUM OF 1'-0" ON EACH SIDE OF CRACK &FULL HEIGHT OF CRACK. REPLACE WITH INTACTBRICK, TOOTHED INTO REMAINING BRICK.REINFORCE HORIZ MORTAR JOINTS w/ 4.5mm x18" HELICAL REINF BAR (SS) @ 8" O.C.

3. I-JSTS INDICATES ENGINEERED WOOD I-JOIST.DEPTH NOTED ON PLAN. BASIS OF DESIGN ISTRUS JOIST TJI230 BY WEYERHAEUSER.

4. INDICATES BEAM HANGER ON CMU. SEEHANGER SCHEDULE ON S002.

(E)W

26

W14

x43

GIRT MC10x25 FLAT GIRT MC10x25 FLAT GIRT MC10x25 FLAT

(D) WOOD FRMGFULL WIDTH OF BLDG

12" I

-JSTS

@ 16

" OC

12" I

-JSTS

@ 16

" OC

12" I

-JSTS

@ 16

" OC

12" I

-JSTS

@ 16

" OC

1S400

A

C

E

F

1.1 2.1 3.2 4.1 5.1 6.1 7 8 9 10 11 12 13

3.1 8.1 10.1 12.1

DS300

TYPS400

GS400

TYP

(E) 1112"X111

2"TIMBER BM (TYP)

(E) 1112" x111

2" TIMBER COL(TYP)

(2) W6x16 LINTEL (TYP)

(D) MAS WALL (TYP)

(E) CMU WALL

(D) MAS WALL

(D) 7"x712"

WD COL(D) 7"x71

4"WD COL

12" I-JST@16"

W6x12 POST UP(TYP FOR 3)

W4x13 BR(TYP FOR 3) SEAT L4x4x3

8x8" LG w/(2) 5 8"Øx7" ADH ANCH

CENTER BEAMBTWN OPNGS

2x6 JSTS @ 16" OC

34" PLYWOOD

SHEATHING

W12x50

312"x117

8" PSL

312"x117

8" PSL

(2) 312"x117

8" PSL

8" CMU w/ #5@24"

STAIR 1

8" CMU w/ #5@16"(GROUT SOLID)

8" CMU w/#5@24"

DS400STAIR 2

(D) WD JSTS& FLOORING

(D) W

D JS

TS&

FLOO

RING

4"NTS

W16x67(-3'-1")

OPN

12" I-JSTS

12" I-JSTS

12" I-JOIST @ 16"

NO LEDGER

H1

H1

H1

ENTRANCECANOPY FRAME

ENTRANCECANOPYFRAME8

S401

2x12

10S401

6" WD LEDGER w/ 12" RODS+ HILTI HY70 ANCHORS(6" EMBED) @ 24"

2x6 DECKING6" WD JOISTS

1

CANT

2x6 @16" 2x10 @16"

2x6 @16"

312"x117

8" PSLSTRINGER

2x12STRINGER

1

2x8

2x10

2x10

2x12STRINGER

1

S

101

FIRST & SECOND FLOORFRAMING PLANS

RY

1 9/15/17 ADDENDUM #1



A/E Team


Revisions

Sheet Information

Copyright 2017

checked:drawn:

reviewed:


General Notes


TJGTJG

16.070



KEAST & HOOD




DEVELOPER



AutoCAD SHX Text

Frederick C. Baumert, P.E. Pa. Professional Engineer No. 36150-E

8' 16'8'0


1S102

THIRD FLOOR FRAMING PLANN

(E) 1112"X111

2"TIMBER BM (TYP)

(E) 914" x 91

4" TIMBER COL(TYP)

(E) 3

"x12

1 2" W

DJO

ISTS

@ 19

" OC

(E) 3

"x12

1 2" W

DJO

ISTS

@ 19

" OC

(E) 3

"x12

1 2" W

DJO

ISTS

@ 19

" OC

(D) MAS WALL

W6X15 LINTEL(TYP)

(D) MAS WALL (TYP)

(D) 7"x712"

WD COL(D) 7"x71

4"WD COL

REPAIR CRACK @ BMBRG BEL. SEE NOTE 2

REPLACE CRACKEDCOLUMN CAPITAL

(R) (2) 312"x111

4" PSL

(D) WD POST

(E) STL BM (R) (2) 312"x111

4" PSL

(R) (2) 312"x111

4" PSL2x6 JSTS @ 16" OC

(D) MAS WALL


12" I

-JSTS

@ 16

" OC

12" I

-JSTS

@ 16

" OC

12" I

-JSTS

@ 16

" OC

312"x117

8" PSL31

2"x1178" PSL

(2) 312"x117

8" PSL

12" I-JSTS@ 16" OC

(D) W

D JS

TS&

FLOO

RING

34" PLYWOOD

SHEATHING

STAIR 1

1.1 2.1 3.2 4.1 5.1 6.1 7 8 9 10 11 12 13

10.1 12.1

STAIR 2 FRAMING NOTES:1. TOP OF EXISTING WOOD DECKING = +23'-5"±

RELATIVE TO FIRST FLOOR (VERIFY IN FIELD).2. REPAIR WALL CRACK: REMOVE BRICKS A

MINIMUM OF 1'-0" ON EACH SIDE OF CRACK &FULL HEIGHT OF CRACK. REPLACE WITHINTACT BRICK, TOOTHED INTO REMAININGBRICK. REINFORCE HORIZ MORTAR JOINTS w/4.5mm x 18" HELICAL REINF BAR (SS) @ 8" O.C



(E)W

26

2x6@16"INFILL

(E) 2"x12" WDJSTS @16"

(E) 2"x12" WDJSTS @16"

8" CMU w/ #5@24"

8" CMU w/#5@24"


OPN


(D) FRMGAROUND OPG

2x12 @16"31

2"x1114" PSL

12" I-JSTS

12" I-JSTS

34" PLYWOOD

SHEATHING

NO LEDGER

2x12

H1

H1H1

A

C

E

F

STAIR STRINGERSEE 2/S101

1

1


8' 16'8'0


2S102

FOURTH FLOOR FRAMING PLANN

(E) 1112"X111

2"TIMBER BM (TYP)

(E) 914" x 91

4" TIMBER COL(TYP)

(E) 2

3 4" x1

11 2" W

DJO

ISTS

@ 16

" OC

(D) MAS WALL

REPLACETIMBER BEAM

(E) 2

3 4" x1

11 2" W

DJO

ISTS

@ 16

" OC

(E) 2

3 4" x1

11 2" W

DJO

ISTS

@ 16

" OC

REPLACE JOIST

REPLACE JOIST W6x15 LINTEL(TYP)

(D) MAS WALL (TYP)

(D) 7"x712"

WD COL

(D) 7"x714"

WD COL

REPAIR CRACK @ BMBRG BEL. SEE NOTE 2

REPLACE CRACKEDCOLUMN CAPITAL

(D) MAS WALL


12" I

-JSTS

@ 16

" OC

12" I

-JSTS

@ 16

" OC

12" I

-JSTS

@ 16

" OC

34" PLYWOOD

SHEATHING

312"x117

8" PSL

312"x117

8" PSL

(2) 312"x117

8" PSL

12" I-JSTS@ 16" OC 2x12

12" I-JSTS

12" I-JSTS

OPEN TO BELOW

STAIR 1

A

C

1.1 2.1 3.2 4.1 5.1 6.1 7 8 9 10 11 12 13

STAIR 2


(D) W

D JS

TS&

FLOO

RING

FRAMING NOTES:1. TOP OF EXISTING WOOD DECKING = +34'-5"±

RELATIVE TO FIRST FLOOR (VERIFY IN FIELD).2. REPAIR WALL CRACK: REMOVE BRICKS A

MINIMUM OF 1'-0" ON EACH SIDE OF CRACK &FULL HEIGHT OF CRACK. REPLACE WITH INTACTBRICK, TOOTHED INTO REMAINING BRICK.REINFORCE HORIZ MORTAR JOINTS w/ 4.5mm x18" HELICAL REINF BAR (SS) @ 8" O.C.



5. LEAVE ALLOWANCES FOR 10 JOISTS TO BEREPLACED IN ADDITION TO THOSE SHOWN ONPLAN.

8" CMU w/ #5@24"


8" CMU w/#5@24"

2x6 JSTS @ 16" OCOPN

H1

H1

H1

1

S

102

THIRD & FOURTH FLOORFRAMING PLANS

RY

1 9/15/17 ADDENDUM #1



A/E Team


Revisions

Sheet Information

Copyright 2017

checked:drawn:

reviewed:


General Notes


TJGTJG

16.070



KEAST & HOOD




DEVELOPER



AutoCAD SHX Text


8' 16'8'0


1S103

FIFTH FLOOR FRAMING PLANN

(D) MAS WALL

(E) 4 12"x18" WD COL

(E) 1

5 I

(E) 234" x 12" WD

JOISTS @ 16" OC

(E) 234" x 12" WD

JOISTS @ 16" OC

(E) 234" x 12" WD

JOISTS @ 16" OC

W6x15 LINTEL(TYP)

(D) MAS WALL (TYP)

(D) 7"x712"

WD COL

(D) 7"x714"

WD COL

*

*

*

*

*

*

*

*

*

*

*

*

*

*

*

*

*

*

*

*

*

*

*

*

*

*

(E) 1

5 WF

(TYP

)

(E) 1

5 WF

(TYP

)

(E) W

OOD

DECK

ING

(E) 1

5 WF

(TYP

)

2x6 JSTS@ 16" OC

RESUPPORT(E) BM ONMC6

2S400

12" I-JSTS@ 16" OC

MC6x12 x12" LG w/(3) 3 4"Ø ADH ANCH@10" (6" EMBED)(GROUT WALL SOLID)

(E) 12" JSTS@ 16" OC

(E) 12" JSTS@ 16" OC

12" I-JSTS@ 16" OC

12" I-JSTS @ 16" OC

312"x111

4" PSL

MC6x12 x12" LG w/(3) 3 4"Ø ADH ANCH@10" (6" EMBED)(GROUT WALL SOLID)

(2) 2x12

(2) 2x122x12

7" x 7"

PSL

POST UP

7" x 7"

PSL

POST UP

7" x 7"

PSL

POST UP

7" x 7" PSL

POST UP

7" x 7" PSL

POST UP

7" x 7" PSL

POST UP


(E) ROOF (NO WORK)

8" CMU w/ #5@24"


8" CMU w/ #5@24"

FRAMING NOTES:1. TOP OF EXISTING WOOD DECKING = +45'-5"±

RELATIVE TO FIRST FLOOR (VERIFY IN FIELD).2. * INDICATES REPLACE W8 MEMBER ATOP

COLUMN w/ 8"x8"x18"LG TIMBER MEMBERSALVAGED FROM DEMOLISHED TIMBER TRUSS.



A

C

1.1 2.1

STAIR 1

STAIR 2

OPN

7" x 7"

PSL

POST UP

7" x 7" PSL

POST UP

(E) W

OOD

DECK

ING

(E) 1

5 WF

(TYP

)

(E) 1

5 WF

(TYP

)

(2) 2x10

H1

H1

H1

1

FRAMING NOTES:1. TOP OF STEEL INDICATED (+_'-_") RELATIVE TO TOP

OF FLAT ROOF SHEETHING. COORD w/ ARCH DWGS.2. ALL STEEL SHALL BE HOT DIPPED GALV.

8' 16'8'0


4S103

SCREENING WALL FRAMING PLANN

(GROUT SOLID)

HSS4x4x38

GIRT SL

HSS4x4x38

GIRT (+4'-10")

2S4021

S402

HSS4x4x38 GIRT (+1'-5")

& (+4'-10")

CONT HSS10x6x38 LLH

(+11'-0") TYP

0"

0"

HSS4x4x38

GIRT SL

0" TYP

X-BR

ACE

HSS4

x4x3 8 (

+11'-

0")

HSS4x4x 38 (+11'-0")

X-BR

ACE

X-BRACE

X-BRACE

CL OF 6" POSTCL OF TOP GIRT

2"

3"

HSS4x4x38

(+1'-5")

3S402

CONT HSS10x6x38

GIRT LLH (+11'-0")

HSS4x4x38

GIRT SL

RIDGE OF SL ROOF,SEE ARCH

HSS4x4x38

GIRT SL

HSS4x4x 38 (+11'-0")

HSS4x4x3 8 (

+11'-0

")

0"

TYP

CL OF6" POST,TYP

CL OFOP GIRT,TYP

2"

W6x15 ELEV HOIST BM(-83

4")

8' 16'8'0


3S103

ELEVATOR ROOF FRAMING PLANN

34" PLYWOOD

SHEATHING

600S162-43 @16"(TYP)

C6x8.2 CENTERON MECH UNITS

1

FRAMING NOTES:1. TOP OF WOOD SHEETHING = +62'-0" RELATIVE TO FIRST

FLOOR (VERIFY IN FIELD).2. TOP OF BEAM OR JOIST ELEVATION SHALL BE THE BOTTOM

OF SHEETHING UNLESS NOTED THUS (-_'-__") RELATIVE TOTOP OF SHEETHING EL.

3. 600S162-43 INDICATES COLD-FORMED METAL C-SHAPEDJOIST, UNPUNCHED, WITH STIFFENED FLANGESACCORDING TO AISI S100. JOISTS SHALL BE FORMED WITHASTM A1003, STRUCTURAL GRADE ST33H, METAL-COATEDG60, STEEL SHEET.

MECH UNIT

1

8' 16'8'0


2S103

ROOF FRAMING PLANN

(D) MAS WALL

(E) MAS WALL (TYP)

(D) 7"x714"

WOOD BEAM

SHOP

-FAB

RICA

TED

WOO

DTR

USSE

S @

24" O

.C

58" PLYWOODSHEATHING

MONO PITCHTRUSS @ 24" O.C

HIP TRUSS


HIP TRUSS


GIRDER TRUSS

12" I-JSTS@ 16" OC

CMU WALLBELOW

12" J

STS

@ 16

" OC

12" I-JSTS@ 16" OC

(D) EXIST ROOF(SEE NOTE 1)


FRAMING NOTES:1. TOP OF FLAT ROOF WOOD DECKING = +59'-31

2"±RELATIVE TO FIRST FLOOR (VERIFY IN FIELD).

2. DEMOLISH ENTIRE ROOF FRAMING - TIMBERTRUSSES, WOOD RAFTERS, WOOD ATTICJOISTS, FLOOR, ROOF SHEATHING & ELEVATORMACHINE ROOF.

3. TOP OF (E) WALL = +58'-0"± RELATIVE TO FIRSTFLOOR (VERIFY IN FIELD).

4. I-JST INDICATES ENGINERED WOOD I-JOIST.DEPTH NOTED ON PLAN. BASIS OF DESIGN ISTRUS JOIST TJI230 BY WEYERHAEUSER.CONNECT TO WOOD BEAMS WITH JOISTHANGERS.

5. SHOP-FABRICATED, PLATE CONNECTED WOODTRUSSES - SEE S002 FOR LOAD DIAGRAMS ANDADDITIONAL INFORMATION. CONNECT TRUSSESTO OTHER TRUSSES WITH PRE-MANUFACTUREDMETAL TRUSS HANGERS.

6. PSL INDICATES (1) PSL 312"X117

8". (2) PSLINDICATES (2) 31

2"x 1178"PSL.

(D) 7"x712"

WOOD BEAM3

4" PLYWOODSHEATHING

12" J

STS

@ 16

" OC

(1) PSL(2) PSL

(2) PSL

(1) P

SL

HSS6x6x38 SCREEN

WALL POST UP,TYP FOR (14)

12" I-JSTS

(2) PSL

(2) P

SL

(2) P

SL

(2) P

SL

(2) P

SL(2

) PSL

(2) P

SL

(2) P

SL

(2) P

SL

(2) P

SL

EQEQ

(2) PSL

(2) PSL

(1) PSL

PSL

(2) PSL

EQEQ

14'-0

"

(2) PSL

HSS10x6x38" SCREEN

WALL POST UP

(1) PSL

(2) P

SL

(2) P

SL

GABLE END SHOP-FABRICATEDWOOD TRUSS (BEARS ON FLATROOF FRAMING)

3 4" PL

YWOO

DSH

EATH

ING

12" I-JST@ 16"OC

12" I-JST@ 16"OC

12" I-JST@ 16"OC

PSL

H1

3 4" PL

YWOO

DSH

EATH

ING

H1

(2) 2x12

(2) 2x122x12

12" I-JSTS@ 16" OC

1

GABLE END TRUSS(SEE 2/S103)

2X6 RAFTERS @ 16"

2X6 RAFTERS @ 16"

58" PLYWOODSHEATHING

2x6 STUD WALL

8' 16'8'0


5S103

ROOF FRAMING PLAN - SLOPED ROOF POSTED OFF FLAT ROOF

S

103

FIFTH FLOOR & ROOFFRAMING PLANS

RY

1 9/15/17 ADDENDUM #1



A/E Team


Revisions

Sheet Information

Copyright 2017

checked:drawn:

reviewed:


General Notes


TJGTJG

16.070



KEAST & HOOD




DEVELOPER



AutoCAD SHX Text


T

2 x DMIN

T

1

1

3" CLR.

D 4'-0"

MAX

FTG REINFSEE PLANS& SECTION

NTSA

S300SECTION - STEPPED WALL FOOTING

WALL

FOOTING

1'-0" MINEA SIDE

FILL PIPE TRENCH w/CONC TO B/ FTG USELEAN MIX - 1500 psi

UTILITY PIPE

PIPE SLEEVE2"Ø LARGETHAN PIPE Ø

NTSB

S300SECTION - UTILITY PIPE UNDER WALL FOOTING

D

D

DMIN.

STEP WALL FTG DOWNBELOW PIPE ELEVATION

PROVIDE PIPE SLEEVE 2"LARGER THAN UTILITY PIPE

MATCH FTG REINF

NTSC

S300SECTION - UTILITY PIPE THRU WALL FOOTING

4"

4"MIN

21

8"

5"

1'-6"

FIN GRADE(SEE PLAN)

T/ MECH SLABEL (SEE PLAN)

6" CRUSHEDSTONE

2-#5 CONTOUTSIDE FACEOF MECH UNIT(TYP)

WWF 6x6-W2.9xW2.9

NOTE: FOR SIZE AND LOCATION, SEE MECHANICAL DWGS.

NTSD

S300DETAIL - TYPICAL EXTERIOR EQUIPMENT PAD

8"

1'-6"

MIN

SEE

PLAN

FOR

SLAB

THI

CKNE

SS

T/ SLAB EL(SEE PLAN)

4-#4 CONTFINISHED GRADE

SEE PLAN FOR WWF

#4@12"

NTSE

S300DETAIL - TYPICAL TURNED DOWN SLAB

CONTROL JTSEE NOTE 1

t

NOTES:1. CONTROL JOINT

SPACING MAX OF 36xt2. t = SLAB THICKNESS

CONST JT

DRAINAGE COURSE6" LAP FOR WWFSEE DEVELOPMENTLENGTH SCHEDULEFOR BAR LAP LENGTHS

VAPOR RETARDER

t/4

ISOLATION JT w/ 3 8" PMF &SEALANT

F/WALL OR OTHER FIXEDELEMENT PENETRATING SLAB

CONTROLLEDCOMPACTED FILL

PRECAST CONC BLOCKS TOSUPPORT REINF @ 4'-0"C-C (TYP)

NTSF

S300DETAIL - TYPICAL SLAB ON GRADE DETAIL

NEW SLAB (E) SLAB

#4x18"@12" OC DRILL & EPOXY W/HILTI HIT HY 150

DEMO (E) SLAB ASREQ'D.

6"

t4"

MIN

DRAINAGE COURSE

VAPOR RETARDER. TUCK IN W/(E)VAPOR RETARDER AT EDGES

t/4

CONTROLLEDCOMPACTED FILL

NOTE: TYP BOTH SIDES

SAWCUT TOP 112". BREAK

OUT REST. DAMPEN EDGEOF EXISTING CONCRETEBEFORE PLACING NEWCONCRETE SLAB PER PLAN

NTSG

S300SECTION - SLAB ON GRADE INFILL

1'-4"MIN

LANDING/SIDEWALK

#4@12" EW

#4B@12" EW

THK

8"

2'-6"

MIN

SEE ARCH. DWGSFOR STAIR DIMS

8"

2'-6"

MIN

NTSH

S300DETAIL - TYPICAL STAIR SLAB ON GRADE

2"WAL

L/SLA

B

412" 2"

5" MINEMBED

15" MIN.FACE OF (E)CONC STRUC

CUT (E) STRUC &FILL w/ NON-SHRINKGROUT UPON WATERSTOP INSTALLATION

PROVIDE #5@12" DWLSADHESIVE ANCHORS EAFACE AS SHOWN

9" PVC WATER STOP(CUT TO FIT)

ROUGHEN (E) CONCSURFACE, CLEAN &APPLY EPOXY BONDINGCOMPOUND PRIOR TOPLACING NEW CONC

NTSJ

S300DETAIL - ATTACHMENT TO EXISTING CONCRETE

60°

2"

W/3W

WATERSTOP

NTSK

S300DETAIL - VERTICAL CONSTRUCTION JOINT

NOTE:CONTINUE ALL REINFORCEMENT BARSTHROUGH JOINTS.

CORNER REINFCLASS BSPLICE LENGTH

HORIZ WALLREINF

HORIZ WALLREINF

HORIZ WALLREINF

STD HOOK STD HOOK

NOTE: VERTICAL REINF NOTSHOWN FOR CLARITY.

NTSL

S300DETAIL - TYPICAL REFORCEMENT AT WALL INTERSECTIONS

CL PIPE

316

FOR

INSI

DEDI

AMET

ER, S

EEUT

ILITY

/PIP

ING

DWGS

ROLLED PL OR PIPEw/ 14" MIN WALL THK

316"x2" COLLAR

ALL AROUND

CONC WALL

NTSM

S300DETAIL - TYPICAL PIPE SLEEVE

21

1'-0"1'-0"

1'-6"1'-6"

SEE

PLAN

2'-6"

MAX

T/ SLABSEE PLAN

T/ SLABSEE PLAN

#4@12

2 #4 T&BCONT

#4 CONT

#4@12

NTS--

DETAIL - TYPICAL SLAB STEP

T/ SLAB EL

4'-0"

1'-0"

T/ MAT EL

1'-0"

2"

8"4'-0"

#4DWLS @ 32 x@ CMU WALLS

#4@16 x

DRAINAGE FILL

CONT SELFEXPANDING STRIPWATERSTOP @ INSIDEFACE OF OUTERMOSTREINF LAYER

8" RCMU

L4x4x38 COORD

w/ ELEV MFR

34"Ø EXP ANCHORS

(6" EMBED)@ 1'-0" FROM EAEND & 2'-0" OC

#5@12 TOP& BOT EW

2'-0"

2'-0"

NOTE:SEE ARCH DWGS FOR WATERPROOFING REQUIREMENTS.

NTS--

SECTION - ELEVATOR PIT

t

* 24"

* 24"

MIN t

tMIN

COORD. w/ MECH DWGS

NOTE:

11

* - INDICATES DIMS. TO BE

MATCH T&BSTEEL

GALV GRATINGOR CHECKER PL

WALL DWLS TOMATCH REINF

FORM OR CAST-INGALV LEDGE L

NTS--

DETAIL - ELEVATOR SUMP REINFORCING

* 24"

2'-6"

MIN

LANDING/SIDEWALK

#4@12"

#4B@12" EW

THK

SEE ARCH. DWGSFOR STAIR DIMS

8"

EXTERIOR INTERIOR

8"

#4 CONT4"

15# FELT PAPERBOND BREAK

OUTSIDE FACE

SCALE AT FULL SIZE 3 8"=1'-0"

2' 1' 0 3' 6'2

S300SECTION - STAIR 1 @ FIRST FLOOR

8" RCMU(E) MASWALL

STRUCT FILL

(E) CONC MAT

10" CONCWALL

SOG(D) MASWALL

1'-0"

#4T@12


2' 1' 0 3' 6'3

S300SECTION - ELEVATOR PIT

(E) MASWALL

(E) FTG

8" RCMU

10" CONCWALL

21

8" RCMUBYD

10" CONCWALLBYD

10" CONCWALL

8" RCMU

(E) CONC FTG NOTIFY ENGINEER IFFTG ENCROACHES ON ELEVATORMAT OR IF MAT IS LOWER THAN FTG

IF FTG HIGHER THAN 2:1INFLUENCE SLOPEUNDERPINNING IS REQD

12" MAT

T/ FTG


1' 0 1' 2' 3'1

S300SECTION - FOOTING @ CAFE

SEE G/ S300FOR JT(E) SOG

8"

2'-6"

MIN

1'-0"

#4 @ 12"

#4 CONTSOG

(D) SOG AS REQD

8" RCMU

PAVERS

8" 8" 8"

S

300

FOUNDATION SECTIONS & DETAILS

MRO

TYPICAL DETAILS TYPICAL DETAILS



A/E Team


Revisions

Sheet Information

Copyright 2017

checked:drawn:

reviewed:


General Notes


PFPF

16.070



KEAST & HOOD





DEVELOPER



INSTALL BRIDGING @ INTERVALSNOT EXCEEDING 8'-0" OC

NTSA

S400SECTION -

7x14

SIMPSON ITTHANGER

BLOCKING BS,TYP.

SIMPSON ___ TIE

OPTIONAL TIE,SIMPSON ___

NOTE:WIDTH OF HANGER MUST SUIT WIDTH OF JOISTS.NOT ALL JOISTS ARE THE SAME(SEE PLAN: 56 SERIES ARE 31

2" W; 36 SERIES ARE 21

4" W)


1' 0 1' 2' 3'B

S400SECTION LPI JOIST CONN. TO LVL

12"Ø x 6" CONC

SCREWS @16"(STAGGERED)

NTSD

S400SECTION - TYP JOIST CONN TO CMU WALL

d

d/2d/2

NOTE:BOTTOM NOTCHING OFJOISTS IS NOT ALLOWED. CORE HOLE 2"Ø MAX

FOR PIPE PENETRATION

NEW OR EXIST JOISTRUNNING PERPENDICULARTO PIPING

NTSC

S400SECTION - TYP JOIST PENETRATION

XX

8"-

STD GA `DUR-O-WALL'LADUR JT REINF @16" OC VERT

8" HOLLOW CMU

8" BOND BMw/ 1-#6 CONT

12"Øx5" EMB ADH ANCH

@ 4'-0" OCC10 or C12 w/ VERTLSL @ 4'-0" OC(SEE PLAN FOR SIZE)

STL BM (SEEPLAN FOR SIZES)

DECK,SEE PLAN

POUR STOP

NTSE

S400DETAIL - BOND BEAM ANCHORAGE @ CHANNEL

EQEQ

BRICK INFILL AROUNDBEAM & ANCHOR

112" DRY PACK

NEW STEEL BEAM w/GOVERNMENT ANCHOR(1) #4x10" LONG BAR

EXIST BRICK WALL

NTSF

S400DETAIL - STEEL BEAM BEARING INTO BRICK WALL

GALV CORRUGATED BUCKANCHOR (H&B #345)(MIN 16 GA, 11

2"Wx512"L w/ 7 16"

HOLE)@ 16" OC IN GROUT- FILLED CELLS.ANCHOR w/ 3 8"Ø SS THD ROD INHILTI HIT-HY150 ADHESIVESYSTEM

(E) WALL

CMU WALL

CJ ATINTERSECTION

4" MIN

NTSG

S400DETAIL - CMU WALL STABILIZING ANCHOR

S

400

TYPICALSUPERSTRUCTURESECTIONS & DETAILS

RY

WD BLKG (BS) ON I-JSTWDJST OR I-JST

JST HANGER

DBL 2x LEDGER - MATCHDEPTH OF JOIST

NOTE: WIDTH OF HANGER MUST SUIT WIDTH OFJOISTS. NOT ALL I-JOISTS ARE THE SAME WIDTH.

3" M

IN

16" BOND BMw/ CONT #5

BOND BEAM REINF LAYOUT

SINGLE CORNEROR SASH UNIT

EXTEND VERT BARSTHROUGH BOND BM

TYPICALBOND BEAMAND SINGLEREINF UNITS

CORNER BAR ATINTERSECTION.SEE LAP SCHED

NOTE 5 SINGLECORNEROR SASHUNIT

NOTES:

1. REINFORCEMENT TO BE SUPPORTED TO PREVENTDISPLACEMENT DURING PLACEMENT OF GROUT OR MORTAR.AS A MINIMUM PROVIDE WIRE POSITIONERS, OR SIMILARDEVICE, AT THE TOP AND BOTTOM ENDS, AND AT INTERVALSNOT EXCEEDING 192 BAR DIAMETERS.

2. VERT REINF FULL WALL HEIGHT. PROVIDE FULL LAP SPLICELENGTHS. FULLY GROUT REINFORCED CELLS.

3. AT CORNERS AND INTERSECTIONS, BOND WALLS TOGETHERBY INTERLOCKING ALTERNATE COURSES, UNLESS NOTEDOTHERWISE.

4. LADDER-TYPE HORIZONTAL JOINT REINFORCEMENT PERSPECS. USE PREFAB 'T' & 'L' SECTIONS AT INTERSECTIONS ANDCORNERS.

5. RUN BOND BEAM REINF CONTINUOUS THROUGHINTERSECTIONS AND CORNERS. INTERRUPT BOND BEAMREINF @ CONTROL JOINTS, EXCEPT MAKE CONTINUOUS ATTOP OF WALLS AND FLOOR LEVELS.

TYPICAL CMU WALL & REINF

VERT BAR ATCORNERS

VERT REINFBARS PERPLAN/SCHED.SEE NOTES1 & 2

SEE NOTE 3 & 4 SEE NOTE 4

VERT BAR &GROUT CELLSSOLID ATINTERSECTION

SAWCUT END OFINTERSECTINGBLOCK

KNOCK-OUT BONDBEAM UNITS @ 16"OC

GALV Z-STRAP (H&B #344)(MIN 12"Lx11

2"Wx14" w/ 2"

EXTENSIONS) @ 32" OC INGROUT- FILLED CELLS

WT-1 WT-2

NTSD

S400PLAN DETAIL - TYPICAL SINGLE REINFORCED STRUCTURAL MASONRY WALL F

S400ISOMETRIC VIEW - TYPICAL MASONRY WALL CONSTRUCTIONNTS

FOR LOW-LIFT GROUTING:PLACE GROUT IN LIFTS NOT TOEXCEED 5'-0". PUDDLE ORVIBRATE IN PLACE. STOP GROUT1

2" FROM TOP FORINTERMEDIATE COURSES.

FOR DOUBLY REINF WALLS, PLACEVERT STL OUTSIDE OF HORIZ STL:7" MIN @ 12" BLOCK5" MIN @ 10" BLOCK3" MIN @ 8" BLOCK

CELLS CONTAINING STL ARE TOBE FILLED SOLIDLY w/ GROUT.VERT CELLS SHOULD PROVIDE ACONT CAVITY AT LEAST 2"x3" INSIZE & FREE OF MORTARDROPPINGS

PLACE MORTAR ON CROSSWEBS ADJACENT TO CELLSWHICH WILL BE GROUTEDTO PREVENT LEAKAGEGROUT ALL CORES SOLIDBELOW GRADEFOR HIGH-LIFT GROUTING:PROVIDE CLEANOUTS AT EAVERT BAR WHERE GROUTPOURS EXCEED 5'-0"

PLACE METAL LATH UNDERBOND BEAM TO CONFINEGROUT WHERE BOND BEAMCROSSES NON-GROUTEDCELLS BELOWSTL IN BOND BEAMS SETIN PLACE AS WALL ISCONSTRUCTED

VERT STEELSEE SCHEDULE FORREQD LAP LENGTHS

SLAB

FOOTING

HORIZ JT REINFNOT SHOWN

SUGGESTED LINTEL INSTALLATION PROCEDURE #11. ANY ADJACENT OPENINGS WHICH ARE TO BE INFILLED SHOULD

BE INFILLED PRIOR TO ANY DEMOLITION.2. REMOVE A FULL HEIGHT SECTION OF THE EXISTING MASONRY

WALL STRADDLING THE JAMB LINE OF THE NEW MASONRYOPENING. THIS SECTION WILL BE APPROXIMATELY 2'-0" WIDE xFULL WALL THICKNESS. REBUILD JAMB IN BRICK MASONRY,FORMING A MINIMUM 12" SOLID MASONRY JAMB, FULLY TOOTHEDINTO THE EXISTING MASONRY. NEW MASONRY JAMBS ARE TOBEAR ON THE EXISTING WALL BELOW.

3. REPEAT STEP 2 ON THE OPPOSITE JAMB.4. REMOVE A HORIZONTAL BAND OF MASONRY APPROXIMATELY

1'-6" HIGH. BY ONE HALF THE WALL THICKNESS AT THE HEAD OFTHE NEW OPENING.

5. INSTALL BEAM LINTEL AND TEMPORARY BLOCKING AT 2'-0"BETWEEN TOP FLANGES AND UNDERSIDE OF EXISTINGMASONRY AS NECESSARY. DRY-PACK BEARING ENDS OF BEAMSAND ANY VOIDS BETWEEN BLOCKING AND MASONRY ABOVEWITH NON-SHRINK GROUT. ALLOW GROUT TO CURE 24 HOURS.

6. REPEAT STEPS 4 AND 5 ON THE OPPOSITE FACE OF THE WALL.7. DEMOLISH REMAINING MASONRY NECESSARY TO COMPLETE

NEW OPENING.8. FOR TWO BEAM LINTELS ONLY, BOLT TOGETHER AT ENDS AND

AT 2'-0" O.C. WITH 5 8"Ø A36 THREADED RODS.9. WHEN CUTTING NEW OPENING INTO AN EXIST. MASONRY WALL

WITH EXIST. FLOOR FRAMING BEARING ONTO WALL, SHOREFRAMING TO THE FLOOR BELOW.

10. USE SIMILAR PROCEDURES WHEN USING PRECAST CMU LINTELS.

9

3

4

2

5

7

GS400

NTSH

S400ELEVATION - NEW OPENING IN EXISTING MASONRY WALL

C

A

D

B



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12"Ø THD ROD @ 16"

(STAGGERED) DRILL &ADH ANC (8" EMBED)

NTSJ

S400SECTION - TYP JOIST CONN TO (E) MAS WALL

WD BLKG (BS) ON I-JSTWDJST OR I-JST

JST HANGER

DBL 2x LEDGER - MATCHWIDTH OF JOIST

NOTE: WIDTH OF HANGER MUST SUIT WIDTH OFJOISTS. NOT ALL I-JOISTS ARE THE SAME WIDTH.

3" M

IN

(E) MAS WALL


2' 0 2' 4'1

S401SECTION - SITE WALL BRACING

38" BENT PLx6" LG w/ 3 8" STIFF PL

@ GIRT MIDSPAN. ANCH TO (E)WALL w/ (2) 5 8"Ø x 7" ADH ANCH

GIRT PER PLAN

POST PER PLAN

(E) MAS WALL1

1

NEW OR (E) BM PER PLAN

58"Ø x 7" ADH

ANCH @ 24" O.C

38" BASE PLATE w/

(2) 3 4" BOLTS (TYP)

POCKET NEW BM INTO (E) MAS.SEE TYP DETAILS

KICKER PER PLAN


1' 0 1' 2' 3'2

S401SECTION - FIFTH FLOOR


1' 0 1' 2' 3'3

S401DETAIL - TRUSS BEARING

SEE ARCH.


1' 0 1' 2' 3'4

S401SECTION - @ ELEVATOR ROOF


1' 0 1' 2' 3'5

S401SECTION - LINTEL @ NEW WINDOW OPENINGS

TYP2@123/16TYP2@123/16

NOTE:REMOVE W8 MEMBER & COLUMN CAPITAL.SHORE (E) 15WF PRIOR TO REMOVAL.

(E) WOOD COL

L6x4x38x6" LONG

(LLV) (ES) w/ (4)1

4"x312" WD SCREWS

8"x8"x18" LONGBLOCKING

(E) 15 WF

(3) 14"Ø x 312"

WD SCREWS

L6x4x38x12"

LG (LLV) (ES) (2) 3 4" BOLTS

(E) JST FLUSH TOP

WOOD TRUSSES@ 2'-0" O.C

HURRICANE STRAPTO ANCH TRUSS TO(E) MAS WALL(E) MAS WALL

2x6 PLLEVEL AS REQ'D

1" GAP

2x BLOCKINGBTWN TRUSSES

DEMO (E) BLOCKINGCONCURRENT w/REMOVAL OF (E)TRUSSES

5 12"x4" SHIM, ASREQ'D, AT EACHTRUSS BEARING

MATCHING TRACK

(2) #8 WD SCREWS

12"Ø x 6" CONC

SCREWS @ 24"

8" RCMU

8"x16" BOND BEAMw/ 1#5

CFMF JOISTS

(E) MAS WALL

2" DRYPACK

W6 LINTEL

PIPE SPACER w/5

8" THD ROD @24" 38" PL MAS RELIEF

(E) WD SILL

(E) MAS WALL

2" DRYPACK

W6 LINTEL

38" PL MAS RELIEF

Z-CLIP (ES)

ROOF SHEATHING

1


1' 0 1' 2' 3'5

S401DETAIL - JOIST BEARING AT SLOPED ROOF

SEE ARCH


1' 0 1' 2' 3'6

S401DETAIL - ROOF


1' 0 1' 2' 3'7

S401DETAIL - ROOF


1' 0 1' 2' 3'9

S401SECTION - FIFTH FLOOR

TYP3/16

38" END PL w/

(2) 14" x 3 12" WDSCREWS (ES)

L6x4x38x7" LG (LLV) (ES)

w/ (2) 14"x3" WD SCREWS

PL38x7"x15" LG

(LLV) (ES) w/(1) 3 4" Ø BOLT

I-JOISTS @ 16"

(E) MAS WALL

2X6 RAFTER2x BLOCKINGBTWN JOISTS

5 12"x4" SHIM, ASREQ'D, AT EACH JOIST

PACK OUTI-JOISTS

(E) WD SILL

ROOFSHEATHING

I-JOISTS

2X6 RAFTER

4" WIDE SHIM,AS REQ'D, @EACH JOIST

(E) WD SILL

ROOFSHEATHING

I-JOISTS @16"

4" WIDE SHIM, ASREQ'D, @ EA JOIST

(E) WD SILL

ROOF SHEATHINGROOF SHEATHING

12" PLYWOOD

SHEATHING

EXTEND SHEATHINGTO RAFTER

2x8 LEDGER

JOIST HANGER

2x6@16"

CLIP ANGLE

(E) MAS WALL

2x6@16"

CLIP ANGLE

JOIST HANGER 2x12 RIM BOARD

WOOD BLKG @18"

SHEATHING

2x6 STUDS @16"

(E) MAS WALL

2x6@16"CLIP ANGLE

2x6 RAFTERS @16".ALIGN w/ I-JOISTS

JOIST HANGER

SHEATHING2x12 RIM BOARD

12" PLYWOOD

SHEATHING

2x6 STUDS @16"

NOTE:SEE 2/S401 FOR ADD'L INFO.

(E) WOOD COL

WOOD COLPER PLAN

C8x11.5 (ES)

(E) 15 WF


2' 0 2' 4'8

S401SECTION - ENTRANCE CANOPY

7"7"

6" WD BEAM

WT6x13 w/ (4)3

4"Ø BOLTS

B-B MC6x12 w/ PL4"x4"x1

4"SPACERS @24"

WT6x13 w/ (4)3

4"Ø BOLTS

(6) 12"Ø RODS w/ HILTIHIT HY-70 (10" EMBED)

B-B C4x7.2 w/ PL 14"x3"x3"SPACER @ MID-LENGTH1

4" GUSSET

WT6x13 w/ (2)3

4"Ø BOLTS

(4) 3 4"Ø BOLTS

B-B MC6x12 w/ PL1

4"x3"x3" SPACER @ 24"


2' 0 2' 4'10

S401SECTION - HSS BEAM BEARING ON BRICK WALL

(E) MAS WALL

BM PER PLAN

12"Ø x 6" ANCH

ES OF HSS

BRG PL12"x4"x12"

8" GROUT BED

END PL 3 8"x20"x12" LG

GROUT SOLIDBEHIND EXTERIORWYTHE

BRICK INFILLEXTERIOR WYTHE

S

401

SUPERSTRUCTURESECTIONS & DETAILS

K&HPF

1 9/15/17 ADDENDUM #1



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reviewed:


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TJGTJG

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DEVELOPER



AutoCAD SHX Text



2' 0 2' 4'1

S402ELEVATION - TYPICAL SCREEN WALL BRACE

T/ SCREEN WALL

CONT GIRT PER PLAND

S402

CS402

BS402

EQ EQ

ES402

L3x3x

1 4

L3x3x

1 4L3x3x 14

L3x3x 14

AS402

FLAT ROOF

FLAT ROOF


4' 0 4' 8'2

S402ELEVATION - SOUTH SCREEN WALL

ES402 SIM

CS402 SIM

FS402

TYP @SL GIRT

5S402

B/GIRT TO MATCHB/SCREEN WALL

SLOPE OF GIRTTO MATCH SLOPEOF ROOF BYD.COORD w/ ARCH.

T/FLAT ROOF

T/SLOPEDROOF

T/SCREENWALL

BS402 SIM

DS402 SIM

4S402

3S402

L3x3x

1 4 L3x3x 1

4

(1) 3 4"Ø BOLT 6S402


1' 0 1' 2' 3'3

S402SECTION - SOUTH SCREEN WALL @ X-BRACE

T/SCREENWALL

10" HSS POSTPER PLAN

F/ANGLE TOCL SL GIRT=3"

12" KNIFE PL CONN

SL GIRT TO POSTSIM TO F/S402


1' 0 1' 2' 3'4

S402DETAIL - SLOPED GIRT CONN TO TOP GIRT


1' 0 1' 2' 3'5

S402DETAIL - FLAT GIRT TO SLOPED GIRT CONN

TOP GIRTPER PLAN

SLOPED GIRTPER PLAN

12" KNIFE PL3

163

16TYP

SLOPED GIRTPER PLAN

316


1' 0 1' 2' 3'F

S402DETAIL - TYPICAL SLOPED GIRT CONN TO POST

HSS POSTPER PLAN

SLOPED GIRTPER PLAN

WORK POINT

316

12" KNIFE PL

316


1' 0 1' 2' 3'6

S402DETAIL - SCREENWALL POST BASE PLATE

TYPICAL POST

316

BASE PL1

4"x8"x12"

(4) 14"Øx4" LGLAG SCREWS

11 2" TY

P

POSTS @ X-BRACE POST

(8) 14"Øx4" LGLAG SCREWS

(2) PSL BLOCKINGEA SIDE

112" TYP

BASE PL 14"x12"x12"@ 6" POSTBASE PL1

4"x12"x16"@ 10" POST

316


1' 0 1' 2' 3'A

S402DETAIL - TYPICAL GUSSET @ MID HEIGHT GIRT

14" GUSSET PL,

TYP

BRACE PER PLAN w/(1) 3 4"Ø SC BOLT

MID-HEIGHTGIRT PER PLAN

WP

3/16 TYP


1' 0 1' 2' 3'B

S402DETAIL - TYPICAL GUSSET @ LOW GIRT

POST PER PLAN

3/16

14" GUSSET PL,

TYP

BRACE PER PLAN w/(1) 3 4"Ø SC BOLT1

4" PL

NOTE: SEE C/S402 FOR ADDL INFO


1' 0 1' 2' 3'C

S402DETAIL - TYPICAL GIRT CONN TO POST

6S402

3/16

L4x4x14" x 4" LG w/

38" STIFF PL, TYP

GIRT PER PLAN

L4x4x14" x 4" LG, TYP

HSS POSTPER PLAN


1' 0 1' 2' 3'D

S402DETAIL - TYPICAL CONTINUOUS TOP GIRT CONN TO POST

Z Z

WPL4x4x1

4" x 4" LG

3/16

POST PER PLAN

3/16

PL 14"x 8" LG3/16

TOP GIRTPER PLAN WP

1/41

2" KNIFE PL

PLAN DETAIL Z-Z

HORIZ BRACEPER PLAN

1/4

1/4

5

5

BRACEEND PL


1' 0 1' 2' 3'E

S402DETAIL - TYPICAL TOP GIRT CONN TO POST

NOTE: SEE D/S402 FOR ADDL INFO

ELEVATION PLAN DETAIL Y-Y

WP

PL 3 8x12x12Y Y

POST CAP PL

POST PER PLAN

GIRT END PL

BRACES PER PLAN

TOP GIRTPER PLAN POST BEL

TOP GIRTPER PLAN

4"TYP2" TY

P

1/4 6TYP

1/4 10 TYP

S

402

SUPERSTRUCTURESECTIONS & DETAILS

MRO



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HATCH & TAG

BE80%

RM25%

BRICK REPLACEMENT ATEXISTING LINTEL 18" x 16"

RM100%

8' 16'8'0


3S500

ELEVATION - SOUTH FACE

8' 16'8'0


1S500

ELEVATION - NORTH FACE8' 16'8'0


2S500

ELEVATION - EAST FACE

REPAIR LEGEND

BRICK EROSION

CONDITION

BE

SE STONE EROSION

REPOINT MORTAR

REMOVE & REPLACEDAMAGED BRICK

RMREMOVE EXISTING MORTAR 1" DEEPFROM FACE OF BRICK & REPLACE w/

MORTAR MATCHING ORIGINAL

REPAIR DETAILS

-

XX%

EXTENT OF HATCHEDAREA REQUIRING REPAIRREPAIR TAG

SE100%

BE40%

BE35%

BE35%

RM90%

BE&RM50%

SE100% RM

70%

REPLACE WOOD FACIA

BE40%

RM25%.

BE25%

BE8"x16"

RM&BE24"x48"

RM20%

REPLACE DAMAGEDBRICK IN ARCH (3 TOTAL)

RMUNDERSIDE OF ARCH

RESET DISPLACED BRICK

REPLACE WOOD FACIA

RM20%

8' 16'8'0


4S500

ELEVATION - WEST FACEANNOTATION KEY

BE80%

SE100%

BE30%

RM100%

SE100%

SE100%

BE50%

BE80%

SE100%

RM50%

BE70%

RM20%

REMOVE VEGETATIONRESET DISPLACED BRICK

RESET DISPLACED BRICKREPLACE MISSING BRICK

REPLACEMISSING BRICK

SEE 1/S501 FORELEVATION AT ENGINEHOUSE BYD

S

500

MASONRY REPAIRELEVATIONS

MRO



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PFPF

16.070



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HATCH & TAG

8' 16'8'0


2S501

ELEVATION - INTERIOR OF NORTH FACE: ENGINE BUILDING8' 16'8'0


3S501

ELEVATION - INTERIOR OF SOUTH FACE: ENGINE BUILDING

REPAIR LEGEND

BRICK EROSION

CONDITION

BE

SE STONE EROSION

REPOINT MORTAR

REMOVE & REPLACEDAMAGED BRICK

RMREMOVE EXISTING MORTAR 1" DEEPFROM FACE OF BRICK & REPLACE w/

MORTAR MATCHING ORIGINAL

REPAIR DETAILS

-

XX%

EXTENT OF HATCHEDAREA REQUIRING REPAIRREPAIR TAG

ANNOTATION KEY

RM100%

2ND FLOOR

RM100%

INFILL ABANDONEDCHASE w/ BRICK

RM100%

EL. 12'-5"T/F.F. 2ND FL

EL. 12'-5"T/F.F. 2ND FL

8' 16'8'0


1S501

ELEVATION - NORTH FACE OF ENGINE HOUSE

RM100%

EL. 12'-5"T/F.F. 2ND FL

8' 16'8'0


4S501

ELEVATION - INTERIOR OF EAST FACE: ENGINE BUILDING

S

501

MASONRY REPAIRELEVATIONS

RY



A/E Team


Revisions

Sheet Information

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DEVELOPER



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