Renovation of St. John Neumann High School

Rocco D’UvaRocco D’Uva Introduction/Project Review Architectural Analysis & Design HVAC Analysis & Design

Miguel ArmijosMiguel Armijos Structural Analysis & Design

Rick HowleyRick Howley Environmental Analysis & Design Budget

Project Review

Location:2600 Moore St. Philadelphia, Pa

Size:3 story building

Age:Built in 1955

Aerial PhotoAerial Photo

Existing FootprintExisting Footprint

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

ARCHITECTURALSYSTEM

OUTLINE:OUTLINE:Existing Site & Floor PlansNew Site PlanNew Floor Plans

EXISTING SITE PLANEXISTING SITE PLAN

1. Entry Moved1. Entry Moved

2. Structural Walls Used2. Structural Walls Used

3. 11,000 SF Removed for Parking3. 11,000 SF Removed for Parking

4. 5,600 SF Added for Ballroom/Natatorium4. 5,600 SF Added for Ballroom/Natatorium

NEW SITE PLANNEW SITE PLAN

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

COMMERCIAL SECTION COMMERCIAL SECTION 11STST FLOOR PLAN – BALLROOM FLOOR PLAN – BALLROOM

COMMERCIAL SECTION COMMERCIAL SECTION 22NDND FLOOR PLAN – NATATORIUM FLOOR PLAN – NATATORIUM

Architectural Program

Building Approx Ceiling WindowSection Floor Space Quantity Area (sf) Height (ft) Area (sf) Comments

Residential 1, 2, 3 Apartment Units 78 47,640 10 5,616 Assume an average of 4 windows

Residential 1, 2, 3 Studio Apartment 27 460 10 1,944 per apartment.

Residential 1, 2, 3 One Bedroom Apartment 30 600 10 2,160Residential 1, 2, 3 Deluxe One Bedroom Apartment 21 820 10 1,512 Assume each window = 18 sf

Residential 1, 2, 3 Common Areas n/a 47,343 10 648 Total Residential Space 94,983 6,264 See floor plans for window locations

Commercial 1, 2 Common Areas n/a 24,144 13 2,556 Assume each window = 18 sf

Commercial 1 Ballroom 1 22,746 16 n/aCommercial 2 Indoor Pool 1 9,490 13 n/a Max Pool Depth = 6'-0"

Commercial 2 Pool Deck 1 13,310 13 828 Assume each window = 18 sf

Total Commercial Space 69,690 3,384 See floor plans for window locations

Total Building Space 164,673 9,648

HVACSYSTEM

OUTLINE:OUTLINE:Specific Design FocusResidential Area Problems/SolutionsNatatorium Design Problems/Solutions Optimal SolutionsEquipment Example

Design Focus – What To Design?

Residential vs. Commercial Areas

Wide Array of Problems

Residential = More Common

Focus will be on the Natatorium

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

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

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

Evaporation Rate Factor Table

Evaporation Rate Calculation

NATATORIUM PARAMETERS/ASSUMPTIONS

Design ConditionsCondition Air Water Relative Activity Water Surface ERF Evaporation

Number Temp (oF) Temp (oF) Humidity (%) Factor Area (SF) (lb/h sf) Rate (lb/h) Comments1 80 82 50 0.65 9,490 0.06 370

60 0.65 9,490 0.048 296

2 85 86 50 0.65 9,490 0.068 41960 0.65 9,490 0.052 321

At minimum temperatures

At maximum temperatures

Evaporation Rate TrendEvaporation Rate (lb/h)

0

50

100

150

200

250

300

350

400

450

500

Increasing Air/Water Temperature --->Decreasing Relative Humidity --->

Evaporation Rate (lb/h)

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

Loss of Pool Water The amount of condensate recovered in a year

by the HVAC system is approximately equal to one entire pool fill.

Condensate Calculations

Design ConditionsActive Inactive Active Inactive Total Total

Condition Evaporation Evaporation Active Inactive Evaporation Evaporation Evaporation Evaporation

Number Rate (gal/h) Rate (gal/h) Hours/day Hours/day Rate (gal/day) Rate (gal/day) Rate (gal/day) (gal/year)1 44 20 10 14 444 287 730 266,482

35 16 10 14 355 229 584 213,1862 50 23 10 14 503 325 827 302,013

38 18 10 14 384 248 633 230,951Average = 694 253,158

Pool DimensionsApprox Avg Pool Approx Approx

Space Area (sf) Depth (ft) Volume (cf) Volume (gal)

Pool Water 9,490 4 37,960 283,979

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

Pool Water Heating

Heating Pool Water Using Recovered Heat

Symbol Variable Value Unit Formula

a Pool Water Temp 80 oF n/a

b Air Temp 82 oF n/a

c ERF - Active 0.036 lb/hr ft2 Table

d ERF - Inactive 0.048 lb/hr ft2 Tablee Active hrs/day 10 hr n/af Inactive hrs/day 14 hr n/ag Activity Factor 0.650 Table

h Average ERF 0.024 lb/hr ft2 (e x c x I x f x d x .5)/ 24

I Pool Water Surface Area 9,490 ft2 n/aj Pool Evaporation Rate 228 lb/hr h x Ik Energy Consumption to Heat Pool Water 2,194,695,360 Btu/yr j x 8,760 h/yr x 1,100 Btu/lb

Assume $.017 kWh for Gas Heat 14,631 $/yr Cost to Heat without RecoveryAssume $.06 kWh for Electric Heat 38,582 $/yr Cost to Heat without Recovery

Assume 80% Efficiency with Recovery - Gas 11,705 $/yr Cost Savings with RecoveryAssume 80% Efficiency with Recovery - Electric 30,866 $/yr Cost Savings with Recovery

Basic Equipment Example

Pool Design

Design of a Swimming Pool

Swimming pool on the 2nd floor Dimensions:

- 30ft by 90ft

- 6ft deep

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

Structural System

- Pick a system that can handle heavy loads

and is efficient:

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

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

Structural System – One-Way Joist Slab

Slab Design

ACI requires for the height of slab to be at leastHeight = (Length of span)/20

In our case ----- Minimum Height = 3.6 “

*But Code requires a 6” slab for in our design for fire requirements*

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)

Beam Design - Joist Layout

Skip Joists

- Every 6 ft

Span

- 30ft

Trial Structural System Sizing

Joists    

   

Width Depth Weight/ft

11 38 0.43

10 36 0.37

10 34 0.35

11 32 0.367

12 30 0.375

14 28 0.408

Girders    

     

Width Depth Weight/ft

16 38 0.61

18 36 0.675

20 34 0.7

22 32 0.73

26 30 0.81

30 28 0.875

Total Weight of Structural System

Depth Vs. Weight

90

100

110

120

130

140

150

27 28 29 30 31 32 33 34 35 36 37 38 39

Depth of Beam

PS

F

Joists

Mu = 515.7 ft-kips Span = 30 ft Dimensions

B = 11”

D = 32” Reinforcement

- 6 #7’s

- # 3 Stirrups

Girder Design

Max Moment = 1092 Ft-Kips

Girder Design

B = 22” D = 32”

Compression Rebar( ACI required in this case)

- 2 # 8

Tension Rebar

- 8 # 10’s

# 3 stirrups

Column Design

Column layout

Column Design

Dimension

18” x 18”

11 ft high Reinforcement

8 # 9’s

# 3 Ties According to code

Spacing = 18”

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

Interaction Diagram

-600

-400

-200

0

200

400

600

800

1000

0 50 100 150 200 250 300

Phi M

Ph

i Lo

ad

Stormwater Detention/Retention

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

Drainage

Crest of the field Roof and lot

drainage to site storm drains

Swales direct current around field to basin

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

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.

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

RETURN PERIODS OF EXTREME RAINFALLS @ PHILADELPHIA, PA(data from NWS Tech Paper #40, analysis by J. Richard Weggel, Ph.D., P.E.)

0.0

2.0

4.0

6.0

8.0

10.0

12.0

14.0

1 10 100 1000 10000

RETURN PERIOD (years)

24 HOUR RAINFALL12 HOUR RAINFALL6 HOUR RAINFALL3 HOUR RAINFALL2 HOUR RAINFALL1 HOUR RAINFALL1/2 HOUR RAINFALL

Infiltration

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

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

Underground Basin

57ft 20ft

60ft

10ft

5ft

Re-infiltration

Storage tank supplies sprinkler system when it contains water Rotary sprinklers will apply about 0.7in/hr to fields over a radius

of 50ft The area of the field divided by the area covered by sprinklers

indicates that 25 rotary head sprinklers will be needed to sufficiently reapply the contained storm water

Sprinklers run for a very short time so that runoff is minimized during operation

Budget

Budget