studies

this is an ancillary

portfolio of structures projects where materials were assembled and loaded or tested to failure.

Grappling with material informs the design in a way that allows for the gesture to be tectonic.

This expression of force is the essence of the materials ability to tell a story which enables the architecture to speak though the smallest minute detail.

jorgenson_tyler scott ancillary structures portfolio 2012 ARC 221 and 222 01.

02.

BALANCING BLOCKS

force form material connection (3 iterations)

ONE WAY SPAN force material connection (3 iterations)

ARC 321 03a.

03b.

03c.

OPEN AIR PAVILLION iteration 01

structure - ordering earth ground and sky

OPEN AIR PAVILLION iteration 02

structure - ordering earth ground and sky

OBSERVATION TOWER iteration 01 structure - ordering earth ground and sky

ARC 322 04a.

CANTILEVER iteration 01 stressed skin

04b.

CANTILEVER iteration 02 stressed skin

ARC 422 05a.

05b.

THIN SHELL CONCRETE (2 iterations)

uniformly loaded concrete

STEEL TOWER (2 iterations) lateral loading

6221 n camino arturo, Tucson Arizona 85718 tjorgens@email.arizona.edu (520) 405.6858

01 balancing blocks force form material Exploring the meaning of tension, compression and shear is rendered in the balancing of two blocks. The compression member suspends the two blocks but maintains a very intense and differentiated relationship with each block. The horizontally oriented block has a grain orientation that is perpendicular to its own compressive force and opposing force of the compressive member. The opposing block has a similar relationship with the compressive member but the orientation is rotated so the grain is also flipped and laminated in the short direction. The grain of the compressive member is not oriented perpendicular to either block. This members grain orientation is laminated to resolve shear as the blocks are pulled closer together. This compressive member sits gently at the base and is free to rotate while the blocks are tethered to each other and the base itself.

02 one way span form material connection The one way three foot span arches up from the load frame to receive the load applicator where the structure will receive up to 30,000 psi. The uniform load of the applicator is more or less transferred into the structure about two points. The form was realized digitally and then the negative of that form CNC’d out of LDF. After the form was sealed, casting foam was used to create the armature which was wrapped with composite materials. Underneath those two load points the foam form is wrapped tightly with kevlar to resolve the maximum moment. Using the composite material, we were able to taper the material thickness in order to respond to variable forces while maintaining a very light weight structure. After the kevlar was in place, the entire foam armatures was wrapped in carbon fiber and then vacuum bagged to achieve 100 percent contact with multiple fibers and the foam armature itself. The structure weighed 1.8 lbs. and resisted about 6500 PSI before failing at the point of maximum shear.

03a open air pavilion material connection Providing a view to the north, shade from the south and shedding water were the main design parameters for the open air pavilion. The series of sectional ribs, acting like a moment arms, are tied to the foundation to the south which is lightly supported by moment free translation free pin connections at the slab. The sectional quality of each rib is treated so that the pavilion may shed water to the west.

This gesture also brings a welcoming quality to the east side of the pavilion. The fenestration on the south is also defined by the idea of shedding water. The intensity of the perforations is far more concentrated on the east than it is on the west.

1

3

2 4 5

01.

the ribs extrude into space beyond the final joist to express the structure’s connection with the sky as it cradles the water it captures.

04.

the colonnade leans to the north to support the welcoming gesture and support the frequency of the curvature and fenestration.

Sheet No.

2 of 4

scale :: as noted

04.

02.

05.

03.

06.

the anti clastic curvature allows water to shed on both sides of the structure.

the tight radius of the south wall allows for a higher frequency of fenestration.

the depth of the lumber thickens where there is beam action in the rib sections.

3’ -6” o.c.

6’ -0” o.c.

north elevation :: 1/4” = 1’0”

6’ -0” o.c.

8’ -0” o.c.

10’ -0” o.c.

the base of the south wall is supported by a series of rigid connections.

the rib thickens to create beam action in the rib profile to afford the primary structure lateral stability.

concept, elevations, framing plan

5

12’ -0” o.c.

east elevation :: 1/4” = 1’0”

Structure

6

the primary structure is supported by a monolithic beam which hinges on the moment resisting column connections.

Arc 321 Building Technology :: project one :: Oct 29 2009

01.

Project :: Open Air Pavilion

framing plan :: 1/4” = 1’0”

Subject ::

2’ - 0” typ

3

4

Robert Elcome, Michael Farley, Tyler Jorgenson, André Rodrigue

2

Team ::

6’ - 0”

4’ - 0”

3’ - 0”

2’-0” typ

2’ - 3”

1

Sheet No.

3 of 4

1 2

beam and column plan :: 1/4” = 1’0”

2

2” x 4” nominal dimension lumber

b

c

c 2” x 12” nominal dimension lumber

9’-0” typ

a

b

2” x 6” nominal dimension lumber

rib 23 section :: 1/4” = 1’0”

rib 01 section :: 1/4” = 1’0”

rib profiles :: 1/32” = 1’0”

Arc 321 Building Technology :: project one :: Oct 29 2009

1

a

Subject ::

Project :: Open Air Pavilion

scale :: as no

03b open air pavilion material connection program In an attempt to clarify the gesture from the first iteration, the second pavilion has a thickened section and foundation condition with no columns to the north. In addition the responsive south fenestration and sectional condition, this pavilion also assumes a far more articulated program in terms of how a person might occupy the pavilion. In addition to resisting moment, the thickened section also maintains a cavity so that a person may sit in a bench that continues the length of the section.

bending moment.

Sheet N

1 of

scale :: as

architecture :: ordering earth, ground and sky

.01

The water caught by the roof flows to the south east where the the beam action in the ribs reaches it’s crux.

.02

The south wall becomes more angled allowing for a self shaded frequency of fenestration.

.03

n

.02

.01

.03

really creepy homeless dude beer (red stripe) prized possession 1 prized possession 2

north elevation 1/8” = 1’0”

architectural plan including north and south vistas and water flow 1/8” = 1’0”

refined concept sketch Arc 321 Building Technology :: project two :: Nov. 12 2009

south elevation with fenestration interval 1/8” = 1’0”

Project :: Open Air Pavilion II

The shaded space provided by the pavilion accepted a seating program that reciprocates the frequency of the windows and south wall angle.

Sheet No.

joisting interval:: refer to east and west sections on page 3

2 of 4

scale :: as noted

vertical section of the south wall terminates the seating program of the interior space

.02

Project :: Open Air Pavilion II

Subject :: Structural concept and Joisting plan

Arc 321 Building Technology :: project two :: Nov. 12 2009

Team : : Robert Elcome, Michael Farley, Tyler Jorgenson & André Rodrigue

skin:: tertiary structural element resolves tension and creates a mircro climate

joists:: secondary structural element resolves lateral instability ribs:: primary structural element resolves bending moment with depth

.03

foundation slab

architectural program

.01 joisting plan 1/4” = 1’0” steel rib connection primary slab footing

structure :: ordering earth, ground and sky

.01

The depth of the ribs are in response to the pitch of the cantilever which spans to the north.

.02

The joisting interval accounts for the shallow 4” depth that each joist is set into the ribs.

.03

The depth of the ribs allowed for a substantial subtraction of material offering an opportunity for and architectural program.

n

Sheet

4 of

scale :: as

Project :: Open Air Pavilion II

west rib connection and footing detail 1 1/2” = 1’0”

footing footprint foundation slab

control joint interval

skin and fenestration joisting interval rib 01 terminating architectural program foundation slab massing

n foundation plan 1/4” = 1’0” entry ramp

Arc 321 Building Technology :: project two :: Nov. 12 2009

tectonic assembly of rib connection (form specific to each rib)

03c observation tower material connection program Taking some of the programmatic and design parameters of the two pavilions, the observation tower requires vertical ascension, a 360 degree view on one level and response to a sloping site. The hypothetical site positions the tower by a wash bed that is peppered with tall trees. The tower faces the wash with articulated views on the second and third levels. The top level provides a complete view of the landscape as the structural ribs are not panelized. The primary structure, which encapsulates the vertical circulation, also supports a series of varying sections which taper back and forth to the east and west. This allows for variation of water flow across the transparent skin which facilitates a conversation with the winding circulation.

s.01

s.02

Sheet No.

1 of 6

scale 3/16” = 1’0”

water flow

.03

s. 03

.01

the circulation acts as an independent core that supports the entire rib and decking systems.

.02

the skin moves in and out to self shade and allow water to flow in the move with the circulation.

vista

vista

.03

the stairs extrude into space to elude to the direction of water flow in relation to circulation flow.

Subject :: Architectural concept

.01

Team : : Robert Elcome, Michael Farley, Tyler Jorgenson & André Rodrigue

vista

Project :: Observation Tower

.02

Arc 321 Building Technology :: project three :: Dec. 3 2009

roof plan 3/16” = 1’0”

north elevation 3/16” = 1’0”

Sheet No.

2 of 6

scale 3/16” = 1’0”

panelized roof decking:: steel

8” x 10” wide flange column rib sections::4” steel tube stock

.04 .05 roof trusses 3” x 15” c channel typ.

third floor plan 3/16” = 1’0”

.02

traction tread steel decking serves as shear paneling and is located on the observations areas.

traction tread steel decking

4” x 6” wide flange beams

concrete foundations

.03

steel skin paneling serves as a tertiary system as it reinforces the program braces the ribs.

Subject :: Structural concept

twelve vertical ribs serve as the secondary structure as they order the program and other systems.

Team : : Robert Elcome, Michael Farley, Tyler Jorgenson & André Rodrigue

.03

.01 .01

Project :: Observation Tower

.02

Arc 321 Building Technology :: project three :: Dec. 3 2009

guard rail paneling

.04

a series of trusses supports the decks where they cantilever into space.

.05

the circulation core houses the main columns and allows the decks to express the program.

west elevation 3/16” = 1’0”

Sheet No.

3rd floor truss east elevation

5 of 6

3rd floor truss north elevation

scale 1” = 1’-0”

traction tread steel decking rib section 4” round stock steel 3/4” galvanized hardware

welded plate :: column/beam connection

primary beam rubber connection gusset primary column

.01

3/4” galvanized hardware

welded plate :: column/beam connection

foundation section welded plate connection

this tower would be a perfect place to keep my soul collection.

3rd floor truss north elevation

column base plate

- rauli

.02

Project :: Observation Tower

3rd floor truss east elevation

1” threaded steel rod

gravel layer

.01 concrete foundation

.02 .01

compacted sand layer

Arc 321 Building Technology :: project three :: Dec. 3 2009

re-bar foundation reinforcement

04a cantilever stressed skin 01 The layered strips order the sections as the sections provide the structural parameters for the resolution of moment and shear about the fulcrum point. As the skin is stressed the sections are activated in compression. The first layer of strips are straight and continuously laminated to each other and the varying sections. In order to respond to the moment forces about the fulcrum point the secondary and tertiary trips are woven so that forces may travel in radiating lines thus evenly distributing any forces into the primary layer of strips.

Stressed Skin Cantilever

statement of efficiency The layered skin strips order the sections and the compression members as the cantilever is loaded. The compression members are forced apart as the skin is brought into tension thus stabilizing each section through friction. The secondary and tertiary skin layers negotiate steeper and steeper angles as they stiffen the primary skin layer and add additional material where resistance to stress and lateral stability is necessary.

tertiary skin layer

1/16” = 1’0”

stressed skin composition

1/16” = 1’0”

secondary skin layer

primary skin layer

1/16” = 1’0”

1/16” = 1’0”

compression members

1/16” = 1’0”

mapping of forces

1/16” = 1’0”

sectional composition

1/16” = 1’0”

1/12” = 1’-0”

1/16” = 1’0”

concept | ordering systems | force diagrams

stressed skin composition

Skin Layers

1/12” = 1’-0”

arc 322 stressed skin c a n t i l e v e r

Force Distribution

moment | continuity | form specificity

strips order the sections and the compression members as the cantilever is loaded. The compression rought into tension thus stabilizing each section through friction. The secondary and tertiary skin layers hey stiffen the primary skin layer and add additional material where resistance to stress and lateral stability

1’0”

P

R2

anticipated deformation compression

anticipated deformation skin

1/12” = 1’-0”

P

R2

1/16” = 1’0”

R1

P

R2

sectional composition

R1

P

R2

R1

1/12” = 1’-0”

sheehan wachter | pavel savine | cruz crawford | tyler jorgenson

1/16” = 1’0”

stressed skin

mapping of forces

3.2

R1

P

R2 R1

322

” = 1’0”

R1

arc

”

P

R2

01

fulcrum connection detail 2” = 1’0”

03

arc 322 stressed skin c a n t i l e v e r

04

03

primary skin | section connection detail 2” = 1’0”

moment | continuity | form specificity

02

01

Plan 1/6” = 1’0”

R1

plan | section | elevation | connection details

R1

R1

section profiles 1/6” = 1’0” 02

back-span connection detail 2” = 1’0”

a

b

c

R2

R1

P d

Elevation 1/6” = 1’0” R2

R2

e

f

nose connection detail 2” = 1’0”

h

i

R1 9” o.c.

a

8.5” o.c.

b

P 6” o.c.

c

9” o.c.

d

Longitudinal section 1/6” = 1’0”

12” o.c.

e

15” o.c.

f

15” o.c.

g

Cross-sectional Shear

15” o.c.

h

Cross-sectional Moment

i

322

R2

P

stressed skin

P

sheehan wachter | pavel savine | cruz crawford | tyler jorgenson

3.2

g

maximum weave concentration arc

04

Stressed Skin Cantilever statement of efficiency The light independent sections create a dialog between the two skins as they act together as a true monocoque skin system. The primary and secondary skin strips are concentrated in strategic areas to resolve flexure, the opposition of compression and tension. The autonomy of the system is ultimately resolved by the position and scaling of directional fibers to create a cohesive surface.

04b cantilever

a

The system begins with the interior skin. As the two monolithic pieces of plywood bend, they impose a compressive force against the sections, ordering them in space in thier proper positions

b

The sectional ribs create a framing surface for the skin layers as they are deployed along independent trajectories to order create a vessel for a the skin as it accepts a gradient of force.

c

The horizontal skin is panelized along the body of the vessel and allows for continuous lamination of the secondary vertical skin.

stressed skin 02 Moving from the idea of layering strips in the first iteration cantilever, this iteration used a more orthogonal layering system. The orthogonal orientation of the strips was not a direct mapping of forces, yet allowed for more surface contact between layers. The increased surface area allowed for more lamination between the vertically and horizontally oriented strips. The sections are lenticular in section and are lined with thin plywood on the inside of the section surface. The Horizontal strips are ordered and laminated to the outside of the sections. The thickness of the each strip is related to forces it is responsible for resolving. In elevation, the horizontal strips in the center are very thin, but as the tension increased to the top and compression at the bottom, the strip increases in thickness. The vertical strips also vary in thickness and frequency. At the point of maximum moment the horizontal strips increase in frequency and thickness. The resolution of that frequency tapers according to implied forces.

interior monocoque skin

independent sections 1/8” = 1’0”

plan 1/8” -1’-0”

elevation 1/8” -1’-0”

primary (horizontal) and secondary (vertical) skin 1/8”=1’-0”

01

longitudinal section 1/8

resolution of form monocoque skin system 1/8” = 1’-0”

RESIN S

a b c

order of layers and systems 1/4” = 1’-0”

Stressed Skin Cantilever statement of efficiency The light independent sections create a dialog between the two skins as they act together as a true monocoque skin system. The primary and secondary skin strips are concentrated in strategic areas to resolve flexure, the opposition of compression and tension. The autonomy of the system is ultimately resolved by the position and scaling of directional fibers to create a cohesive surface.

interior monocoque skin

independent sections 1/8” = 1’0”

a

The system begins with the interior skin. As the two monolithic pieces of plywood bend, they impose a compressive force against the sections, ordering them in space in thier proper positions

b

The sectional ribs create a framing surface for the skin layers as they are deployed along independent trajectories to order create a vessel for a the skin as it accepts a gradient of force.

c

The horizontal skin is panelized along the body of the vessel and allows for continuous lamination of the secondary vertical skin.

plan 1/8” -1’-0”

elevation 1/8” -1’-0”

primary (horizontal) and secondary (vertical) skin 1/8”=1’-0”

01

02

03

04

05

06

07

longitudinal section 1/8” = 1’-0”

TENSION

resolution of form COMPRESSION

monocoque skin system 1/8” = 1’-0”

MOMENT RESISTANT ELEVATION

RESIN STRIP

TENSION neutral axis MATERIAL PREFERENCE

COMPRESSION a b c RESULTING ELEVATION

order of layers and systems 1/4” = 1’-0”

arc 322 stressed skin c a n t i l e v e r

moment | continuity | form specificity

p1 p1

nose (p1) connection detail 2” = 1’-0”

FREQUENCY

r

p1

TENSION

p2

r

r

fulcrum (r) connection detail 2” = 1’-0”

p1

p2

r p2

p2

.5”

1”

2.5”

4”

3”

2”

2.5”

1.5”

1”

.5”

r

p2

backspan (p2) connection detail 2” = 1’-0”

8”

force analysis + material allocation 1/8”= 1’0” 3” 9.5”

4”

4.25”

14”

02

01

04

03

05

06

07

section condition in response to flexure forces + shop dimensions 4.5” 15” p1

stressed skin

5” 13”

sheehan wachter | pavel savine | cruz crawford | tyler jorgenson

12”

5” 12”

322

r

4.5”

arc

COMPRESSION

r

p2

05a thin shell concrete material form process After a series of smaller scaled studies the thin shell concrete manifested itself though a series of domes and vaults. The material increases in thickness in order to respond to the forces in certain moments. The project touches down at three points and terminates as a rectangle at its highest elevation. The process began with erecting a frame and then stretching a bed sheet to certain points to create the high and low points. After the loose form was created, the sheet was hardened with fiberglass resin, and then again with bondo. The bondo was sanded to a smooth finish just before the mold release was applied. The concrete mixture incorporated basic portland cement, some hydrocal and fiberglass filaments for the aggregate.

s.01

s.02

s.03

s.04

s.05

s.06

s.07

s.08

s.09

s.10

roof plan + column anticlastic curving moments 1/4” = 1’0”

s.01

p.02

p.03

north elevation 1/4” = 1’0”

s.01

s.04

s.07

s.02 s.05

s.08

s.03 s.06

s.09

team 7 :: arc 422 (allen, farley, jorgenson, moore, rodrigue)

s.01

s.10

concrete pavillio :: anti-clastic curvature

05b lateral forces

axon :: 1” = 1’-0”

circle configuration with 1.5 degrees of taper

rotational primary and secondary member allocation axon :: 1” = 1’-0”

rotational primary and secondary member allocation

less dense tetrahedon bracing less loose tetrahedon bracing dense tetrahedon bracing

less dense tetrahedon bracing less loose tetrahedon bracing dense tetrahedon bracing

axon :: 1” = 1’-0”

circle configuration with 1.5 degrees of taper

loose tetrahedon bracing

team.07 ::

axon :: 1” = 1’-0”

loose tetrahedon bracing

The condition of the tower is generated by wind and seismic loads. These conditions are present in small scale structures such as freestanding walls all the way to high ride towers. Dynamic structural design involves the dissipation of force though movement and elastic stability. This tower embrace the movement of the lateral force with three series of structural sets which decrease in frequency as the shear and moment forces decrease at the top. The first set is a basic triangulation which changes in orientation ever other level. The second set compliments the first and appears on every level but the top three. This set is pre-stressed though bending and is situated inside and outside of each triangle. The bent members are intended to counteract any twisting. The third set of members increases the strength of the previous two sets. The third set only appears on the first two levels. It provides another degree of triangulation to resist the shear located at the base of the tower.

jorgenson.rodrigue.moore.allen.farley :: iteration 2 :: lateral forces

arc422

steel tower

axon :: 1” = 1’-0”

continious structural lines mirror on axis with potental deformation. axon :: 1” = 1’-0”

continious structural lines mirror on axis with potental deformation.

moment

shear

[base area not included]

*center hole in each floor plate measured at 0’-1 1/2” diameter with an area of 1.77 sq in. ** total floor area = 402.65 sq in. elevations :: 1” = 1’-0”

plans :: 1 1/2” = 1’-0”

0’-7 1/4”

0’-7 1/2”

a=61.84 sq in

a=42.4 sq in

a=39.51 sq in

0’-8 1/2”

0’-9”

0’-9”

+90º typ.

+90º

0’-8 3/4”

0’-8”

0’-8 1/4”

0’-7 3/4”

arc422 jorgenson.rodrigue.moore.allen.farley :: iteration 2 :: lateral forces

team.07 ::

a=45.4 sq in

a=48.49 sq in

a=51.68 sq in

a= 58.36sq in

a=54.97 sq in

axon :: 1” = 1’-0”

light configuation spanning plates 6 through 9 resloving lighter lateral forces and the least amount of moment

axon :: 2” = 1’-0” member deformation

axon :: 2” = 1’-0” force diagramming

axon :: 1” = 1’-0”

medium configuation spanning plates 3 through 6 resloving heaveri lateral forces and tmedium torsion

axon :: 2” = 1’-0” member deformation

axon :: 2” = 1’-0” force diagramming