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Renovation of St. John Neumann High School

Renovation of St. John Neumann High School. Rocco D’Uva Introduction/Project Review Architectural Analysis & Design HVAC Analysis & Design Miguel Armijos Structural Analysis & Design Rick Howley Environmental Analysis & Design Budget. Project Review.

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Renovation of St. John Neumann High School

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  1. Renovation of St. John Neumann High School Rocco D’Uva Introduction/Project Review Architectural Analysis & Design HVAC Analysis & Design Miguel Armijos Structural Analysis & Design Rick Howley Environmental Analysis & Design Budget

  2. Project Review Aerial Photo • Location: 2600 Moore St. Philadelphia, Pa • Size: 3 story building • Age: Built in 1955 Existing Footprint

  3. Problem Statement • Owner wants to change use from private school to residential apartments • Specific problems to solve: • What building systems are affected • How are they affected • What is their current state • How should they be redesigned

  4. ARCHITECTURALSYSTEM OUTLINE: • Existing Site & Floor Plans • New Site Plan • New Floor Plans

  5. 1. Entry Moved 2. Structural Walls Used 3. 11,000 SF Removed for Parking 4. 5,600 SF Added for Ballroom/Natatorium EXISTING SITE PLAN

  6. NEW SITE PLAN

  7. RESIDENTIAL SECTION – FLOOR PLANS 1, 2, 3

  8. COMMERCIAL SECTION 1ST FLOOR PLAN – BALLROOM

  9. COMMERCIAL SECTION 2ND FLOOR PLAN – NATATORIUM

  10. Architectural Program

  11. HVACSYSTEM OUTLINE: • Specific Design Focus • Residential Area Problems/Solutions • Natatorium Design Problems/Solutions • Optimal Solutions • Equipment Example

  12. Design Focus – What To Design? • Residential vs. Commercial Areas • Wide Array of Problems • Residential = More Common • Focus will be on the Natatorium

  13. Residential Areas • Design Parameters include: • Heating & Cooling during winter/summer • Low initial cost • Low operating cost • High efficiency • Assumptions: • Basic options include: Split VAV Rooftop units or PTAC Units • Alternative with the highest efficiency and lowest cost is the best solution

  14. Natatorium Design PROBLEMS • High Evaporation Rates • Humidity Control • Condensation • Loss of Pool Water (costs to refill) • Thermal Comfort • Air Quality/Exchange • Heating of Pool Water

  15. Evaporation Rate Formula • Evaporation Rate = ERF x AF x Pool Water Surface Area • Where: ERF = Evaporation Rate Factor (table) • AF = Activity Factor (assumed to be 0.65) • Pool Water Surface Area = Approx. 9500 ft2

  16. Evaporation Rate Factor Table

  17. Evaporation Rate Calculation

  18. Evaporation Rate Trend

  19. Condensation • Windows • Recommended 3-5 CFM per SF of exterior glass • Therefore, natatorium requires 2,400-4,200 CFM • Walls, Ceilings, Other Thermal Bridges • Vapor Retarder • Proper Air Distribution is Key to Minimizing Damage • Minimize Eddy Effects Over Window (Mullions) • Minimize Air Flow Over Pool Surface

  20. Loss of Pool Water • The amount of condensate recovered in a year by the HVAC system is approximately equal to one entire pool fill.

  21. Air Quality & Air Exchange • ASHRAE Recommendations: • 0.5 CFM of Outside air per FT2 of pool and wet deck Area… (For us, approx 4,800 CFM) • 15 CFM of Outside air per spectator/user… (For us, assume above is larger) • 4-6 Air Changes per Hour… (vs. 6-8 for spectator facilities) • 13 – 37 Pa of Negative Pressure (We will use multiple exhaust fans) • Must be able to purge if necessary

  22. Pool Water Heating

  23. Basic Equipment Example

  24. Pool Design

  25. Design of a Swimming Pool • Swimming pool on the 2nd floor • Dimensions: - 30ft by 90ft - 6ft deep

  26. Considerations • Water in pool become heavy loads 62.4 lb/ft x 30ft wide x 90ft long x 6ft deep = A total of 1,010,880 lbs • Architectural Considerations • Sizes of structural members • Column spacing

  27. Structural System • Pick a system that can handle heavy loads and is efficient:

  28. Structural System : Option 1 • One-way Joist Slab • Joists act as t- beams to distribute the loads to the girders • Span 15 to 36 ft • Economical system for heavy loads or long spans

  29. Structural System : Option 2 1. Concrete Waffle Slab • Because there are joists in both directions, this floor system is the strongest and will have the least deflection • 20 to 50 ft spans • Good for high gravity loads • High stiffness • Small deflections • Expensive due to formwork

  30. Structural System – One-Way Joist Slab

  31. Slab Design • ACI requires for the height of slab to be at least Height = (Length of span)/20 In our case ----- Minimum Height = 3.6 “ *But Code requires a 6” slab for in our design for fire requirements*

  32. Slab Design • Live Loads: Water • Dead Load: Weight of concrete slab • 6” slab • Reinforcement - # 4 @ 12” O.C • ACI Requirement – Ends of slab (length of span)/4 & Interior Spans (length of span)*(.3)

  33. Beam Design - Joist Layout • Skip Joists - Every 6 ft • Span - 30ft

  34. Trial Structural System Sizing

  35. Total Weight of Structural System

  36. Joists • Mu = 515.7 ft-kips • Span = 30 ft • Dimensions B = 11” D = 32” • Reinforcement - 6 #7’s - # 3 Stirrups

  37. Girder Design • Max Moment = 1092 Ft-Kips

  38. Girder Design • B = 22” D = 32” • Compression Rebar ( ACI required in this case) - 2 # 8 • Tension Rebar - 8 # 10’s • # 3 stirrups

  39. Column Design • Column layout

  40. Column Design • Dimension 18” x 18” 11 ft high • Reinforcement 8 # 9’s # 3 Ties • According to code Spacing = 18”

  41. Column Interaction Diagram • Evaluation of the strength of the column subjected to combined bending and axial loads • Balanced Failure limit @ P = 400 kips M = 250 ft-kips

  42. Stormwater Detention/Retention

  43. Why retain stormwater? • Impervious surfaces • High runoff flow • High river flow • Erosion of stream banks • Altered groundwater tables • Contamination of streams • Carried from streets • Turbidity Schuylkill River bank on Kelly Drive

  44. Drainage • Crest of the field • Roof and lot drainage to site storm drains • Swales direct current around field to basin

  45. Regulations Philadelphia City Codes • 1 inch must be infiltrated • Detention design for 100 year storm • Only storm water may enter drainage pipes • Design so that post-development infiltration equals pre-development infiltration

  46. Specs Reference: 100 year storm with duration of 1 hour (duration assumption based on size and slope of parcel) Area=379146.24ft2 -Half of the area is the impervious parking lot and roof, the other half is the football and baseball fields Soil Class C-Soils having slow infiltration rates if thoroughly wetted and consisting chiefly of soils with a layer that impedes the downward movement of water, or soils with moderately fine to fine texture. They have a slow rate of water transmission.

  47. Storm Analysis • Design for 100 year storm • Duration 1 hour (based on size and slope of parcel) • Rainfall Depth 3.25 inches from chart

  48. Pre-development Runoff Curve Number CN=79 (open space fair condition grass cover 50-75%) Potential Maximum Retention S=1000/79-10=2.66 Qrunoff=(P-0.2S)2/(P+0.85) Q=(3.25-.2*2.66)2/(3.25+0.85) Q=1.8in=0.15ft*A Q=56871.93ft3/hr I=3.25-1.8=1.45in Post-development CN=79 (field) CN=98 (Parking lots, roofs, etc.) f=0.5 CNw=CNp(1-f)+f(98) CNw=79(0.5)+0.5(98)=88.5 S=1000/88.5-10=1.3 Qrunoff=(3.25-0.2*1.3)2/(3.25+0.85) Q=2.18in=0.1817ft*A Q=68878.2ft3/hr I=3.25-2.18=1.07in Infiltration

  49. Underground Basin Design • Qpost-Qpre=68878.2-56871.9=12006.3ft3/hr • Must re-infiltrate this volume. • Design a detention basin with two tanks with weir flow from storage tank to discharge tank • Weir 1ft wide by 10ft tall by 60ft long=600ft3 • Storage Tank 20ft wide by 10ft tall by 60ft long=12000ft3 • Entire Tank 77ft wide by 15ft tall by 60ft long=69300ft3 • Maximum volume of basin=69300-600=68700ft3 • Storage Tank will supply sprinkler system • Discharge to storm sewer at Mifflin Street

  50. Underground Basin 5ft 10ft 60ft 57ft 20ft

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