Express Team University of New Mexico February 24, 2006

Project location University of New Mexico

1 Foot prints 2

Climate MonthAvg. high Avg. Low Record High Record Low Avg. Precipitation Jan48 0 F24 0 F69 0 F17 0 F0.49 in July92 0 F65 0 F105 0 F52 0 F1.27 in WIND (MPH) HIGHEST WIND SPEED 14 AVERAGE WIND SPEED 6.6 HIGHEST WIND DIRECTION - North TEMPERATURE & RAINFALL

Other Constraints Cactus Garden Fluctuating Water Table

Architecture

CHAIR’S OFFICE SENIOR ADMIN. OFFICE SECRETARIES FACULTY OFFICES FACULTY LOUNGE SMALL CLASSROOMS SEMINAR ROOMS STUDENT OFFICES INSTRUCTIAL LABS COMPUTER MACH. RM. TECHNICAL SUPPORT STORAGE AUDITORIUM LARGE CLASSROOMS

TAOS PUEBLO, TAOS, NEW MEXICO. ADOBE ARCHITECTURE

CHAIR’S OFFICE SENIOR ADMIN. OFFICE SECRETARIES FACULTY OFFICES FACULTY LOUNGE STUDENT OFFICES AUDITORIUM LARGE CLASSROOMS SMALLCLASSROOMS SEMINAR ROOMS INSTRUCTIONAL LABS COMPUTER MACH. RM. TECHNICAL SUPPORT STORAGE

First architectural concept

The Wrapper - Floor 1

The Wrapper – Floor 2 & 3

The Wrapper – Cross sections

The Wrapper - Loads 1st floor: 215 psf→ 2.08 klf 2nd floor:188 psf→ 1.82 klf 3rd floor:178 psf→ 1.72 klf Roof:154 psf→ 1.50 klf [psf] [klf]

The Wrapper – Structural system 1

System 1 - Gravity System 6-7 Columns and Shear Walls to hold up Roof Truss 35 cables (17 on each side +1) –hang from a 4’ high roof truss holds up floors 2 and 3 Lightweight concrete deck –on simple connected steel beams Steel Moment Resisting Frame –on the Auditorium (building) –also support the long staircase

System 1 - Lateral System Earthquake controls:  B ase shear V=375k Shear walls thick, 5’ long Moment resisting frame in the auditorium

System 1 – Roof truss Modeled as a cantilevered beam under point load (from cables)

Convention Centers as Precedence David L. Lawrence Convention Center, Pittsburgh, PA

System1 - Preliminary dimensions Cable diameter : T=120 kips  2” diameter, 875’ total length Roof truss sections: –SIX (42’x 4) long 4’ deep trusses W14x176 top and bottom chord TOTAL ROOF steel : 330 Tons –Or FOUR (42’x4) long 4’ deep trusses W14x370 chords TOTAL ROOF Steel: 455 Tons Column sections: –FOUR W14x211 and TWO W14x283

System 1 – Foundation Mat foundation –Demand: 1 ksf < Capacity: 4 ksf

The Wrapper – Structural system 2 Steel beams & columns –Relatively light (compared to concrete) –Easy to hide, easy to work with Hollow core pre-stressed slabs –Low weight –Span up to 18 m –Width of 60 cm (~2’)

System 2 – Transfer of loads Column Beam Slab Calculated section

System 2 – Initial calculations Max M = -513 kips ft Max N = -294 kips 29’ 58’53’ 169’

System 2 – Typical dimensions Beams: M = 513 klbf ft → W18x97 d = 17’’, A = 29.7 in2 (M =~ 530 klbf ft) Columns: N = 294 klb → W14x53 –Due to bending, lateral loads and the fact that we want the columns to be stronger than the beams (earthquake load and resulting failure) → Columns W18x106

System 2 – Floor slabs Different type of slabs: –Different length but the same width and depth –Depth estimation ~14’’ –Standard width 60cm (~2’) –Openings –2h fire resistance –Fast assembly

The Wrapper – Structural system 3 EXTREME approach IDEA: no colums, open space, one piece structure

System 3 – Extreme idea Approach: Bridge design – post-tensioned slabs, divide building into 3 parts slab Pre-fabricated element 1st floor - Load bearing walls

System 3 – Extreme idea Construction: Temporary columns After post-tensioning  Columns removed Cables 111’

Is there a solution for this extreme idea?

Second architectural concept

Second concept - Loads FloorArea [sf]Average load/sf Roof With 21 columns  kips per column Vertical loads Lateral loads Base shear, V = 360 kips  Requires shear walls with a thickness of about 18”

Second concept - Foundation Footing - Need of 21 footings of the dimension: 10’ x 10’ x 2.5’ - Rebar: 1’ with tied bar in both direction - Minimum drainage is recommended

Second concept - Structural system ? SPACE TRUSS PARTIAL SPACE TRUSS SPACE FRAME !!!

Second concept – Transfer of loads

Second concept – Structural system 1

System 1 – Results in W-E direction Max. moment: 423 kips ft Max. axial force: 289 kip

System 1 – Results in N-S direction Max. moment: 576 kip ft Max. axial force: 376 kip

System 1 – Typical dimensions Beams: M = 624 klbf ft  W14x132 Columns: N = 1390 klbf  A = 9 sq in Some reserve is needed due to: Bending Lateral load Earthquake load  W16x57

Second concept – Structural system 2  To reduce moment and reaction forces, supports by means of bracings, can be used every x meters.

System 2 – Results in W-E direction Max. moment: 342 kip ft Max. axial force: 293 kip

System 2 – Results in N-S direction Max. moment: 520 kip ft Max. axial force: 379 kip

System 2 – Typical dimensions Concrete columns: Dimensioned with interaction diagram a = 40 cm = 15.75’’ Reinforced with 12#18mm bars Concrete composite slab: One way slab, depth  2’ Steel beams & inclined bracings: W14x132  height = 14.7’’ OR Concrete beams: Dimensioned with interaction diagram  60 x 40 cm Reinforced with 11#36mm bars in tension

Construction

The Wrapper System #1 Project Sequence

Sequencing cont’d

Cost Estimate

Cost Estimate (cont’d)

Cost Estimate

The Wrapper System #2 Project Sequencing

Project Sequencing (cont’d)

Cost Estimate

Extreme Wrapper Concept Project Sequencing

Sequencing (cont’d)

Adobe/Space Frame Concept Construction Schedule Mobilization: 1 week Surveying, Shore Piling & Excavation: 3-4 weeks Compaction, Footings, Plinth beams: 2 weeks Erection of Steel Frame: 1-2 weeks Concreting of Deck : 6-8 weeks Exterior & Interior walls: 4-6 weeks Interior Finishing: 4-6 weeks Miscellaneous: 2-3 week Demobilization: 1 week Total estimated time for construction: weeks

Project Cost Estimate

Cost Estimate (cont’d)

Job Site Layout Location of Crane Barricade erected around the Job site Exit Trailer Shed for straw bale storage Rest Rooms Security Office Geo thermal vertical loop boring Access for Trucks Security Office Cactus

Green Building Geothermal Pump System Straw bale Photovoltaic Modules Energy Efficient Elevator Concrete Recycling