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Precast Wall Panel DesignByEdward Losch, PE, SEWhat is a Precast Concrete Sandwich Wall Panel?Typical Precast Concrete Sandwich Wall PanelLong-Line FormWythe(s) PrestressedTrucked & Erected (Non-loadbearing)Load-Bearing PanelsNon-Composite CompositeHow are Sandwich Wall Panels Manufactured?Wet-Cast:Wet-Cast Composite DesignShear Trusses Solid ZonesNon-Composite Wythe ConnectorsPin Connectors Inserted in Pre-Drilled HolesReveal Strips Glued to Steel FormForm Liner Located in Panel FormPanel with Form Liner Impression and RevealsCornice Cast Separately, Attached at SiteSandblasting Panel - Side Lifters RequiredStained FinishCorewall Panel with Random Rib FinishRandom Rib FinishSpancrete Non-composite Wall Panel SectionDry-Cast:8 ft. Wide Spancrete PanelsSpancrete 8 ft. Spandrel Panels:Double-Tee Wall Panel SectionPEC SoundwallPEC Soundwall form used for Scattered-Site housing in ChicagoScattered-Site HousingScattered-Site Housing- Expanded Polystyrene, R=4 per inch- Extruded Polystyrene, R = 5- Polyisocyanurate, R = 7 to 10- Phenolic foam: can cause corrosion when wet!Insulation Types:Thermal Lag from Concrete Panel MassThermal Lag from Mass of Concrete PanelUse PCI Mnl 116 (not 117):“Manual for Quality Control for Plants and Production of Structural Precast Concrete Products”Manufacturing TolerancesHow are Sandwich Wall Panels Handled & Erected?Lifter Locations for Stripping & HandlingYard StorageYard Handling with Shuttle-LiftTrucking Extra-Wide Panelon Slant Frame:Panels arriving at the Job SiteSingle-LineLiftTwo-Line LiftFace Lifters in FormTop Edge Lifters in FormBracing Guidelines:- Use ASCE 7-95 Design Loads- Reduce from 50 yr to 5 yr Re-occurrence- Use 1.5 Factor of Safety for Pipe BracesBrace to“Deadmen”:How are Sandwich Wall Panels Designed?Sandwich Wall Panel with Dock Door Opening - Plan ViewSandwich Wall Panel with Dock Door Opening - SectionStripping Forces, Shear and Moment DiagramsStripping Stresses with 1.4 Handling FactorErection Forces, Shear and Moment Diagrams - 2 Line LiftErection Stresses with 1.2 Handling FactorFactored Erection Moments - Ultimate Capacity CheckIn-Place Loads forLoad-Bearing Panel:Applied Loads:-Wind- Gravity (Roof)- Earth PressureAccount for Differential Temperature StrainsService Wind Load Moment DiagramService Wind Load StressesACI 318 Section 14.8.4:The maximum deflection due to service loads, including P-Delta effects, shall not exceed L/150.Differential Temperature Strain Moment DiagramDifferential Temperature Stresses - Note Panel BowUltimate Capacity Interaction Curves - Dead + Live + WindUltimate Capacity Interaction Curves - Temperature StrainRelevant ACI 318 Code Sections:• 14.3.6, 18.11.2.2: Column ties not required when flexural tension controls• 14.2.7: Maximum height/thickness ratio of 25:1 can be waived when structural analysis is done (P-Delta)• 14.2.7, 16.4.2, 18.11.2.3: Minimum transverse reinforcement ratio of 0.001 can be used (instead of 0.002)• 11.10.8: Shear walls do not usually need any shear reinforcement• 10.11.5: Must use a 2nd order non-linear analysis including cracking when kl/r > 100Individual LinkedShear Wall Design ExamplesDesign Tips to Save $$:- Use repetition to reduce form changes- Use Precaster’s library of standardconnection details- Anticipate erection sequence tominimize move-ins- Use modules for bay spacing:42’ or 48’ for 12’ wide panels40’ or 50’ for 10’ wide panelsDesign Tips (continued):- Punched openings preferred over“pork-chops” and C-shapes:Hung Panels over DockRabbet at Top of Panel for Bearing Steel Bar-JoistContinuous Joist Bearing AngleIndividual Joist Bearing AnglesCast-in Deck Bearing LedgeBeam Bearing PocketNut-Type Slotted Tie-back Connection with Threaded RodSlotted Tie-back Connection with StrapKnife-Edge Embedded Plates Bearing on Column HaunchesSteel Bearing Tube Haunch in FormHung Panel RotationPreferred Base Detail to Prevent PotentialWater Infiltration at Floor Levelwww.PCI.org312-786-0300Pub.


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USC ARCH 613L - 12-conrete walls

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