D. Smith portfolio

ARCHITECTURE

Demetrius A. Smith

University of Tennessee

ii

TABLE OF CONTENTS

1. Appalachian Water Kiosk

2. Downtown Knoxville District 2050

3. Market Hall and Culinary Institute

4. Red Bird Intergenerational Center

5. Beardsley Community Farm Shelter

1

Clay County is one of the poorest regions in the United States. The area Beverly, Kentucky doesn’t have direct ac-cess to clean water. This project’s purpose was to create a safe, elegant, and harmonious piece of construction that will provide a place to dispense clean water for the residents of Clay County, Kentucky. Our project is located parallel to the street of the Red Bird Mission campus. We re-purposed the existing walkway with two ramps, which both create a common area in the middle. In this area people can relax, socialize and swiftly get their water. The modest design makes it an accessible and cultural hub for clean water. The kiosk acts as a continuous porch extension to the Red Bird Mission and completes the site functionally.

Partnership with Tyler Rasnake and Matthias Malicki

1

2

CLAY COUNTY, KENTUCKY

APPALACHIAN WATER KIOSK

3

Floor Plan - The plan stretches across the site and offers three benches to wait and socialize.

Elevation - The Kiosk is transparent and has a sloped roof to allow natural light and to block rain.

5

Kiosk Mock-up - Each team built a mock up of their Appalachia Kiosk proposals. Ours in particular portrayed a section of the walkway that the residents would walk across to access the clean water. The full walk span in the design is 12ft but only 6ft in this display. We also included lighting in the mock-up to help visualize how the ambient lighting was used. It shows how the floor load is supported and how the columns are built.

7

This Master Plan Proposal for Knoxville, Tennessee encompasses many beneficial amenities that would better the downtown area overall and ultimately give it a new identity. Knoxville would double in size and density by expanding the downtown grid over the conditions east of downtown and adding new infrastructure. Our main task was to remove James White Parkway and re-purpose the empty area. In its absence we created a large scale urban park that would become a centerpiece connector for the two sides of downtown Knoxville and the redeveloped riverfront. Within the park, there are level changes in topography as the paved paths travel organically through the site. It also slopes up to a new pedestrian bridge that would cross the river to South Knoxville. Partnership with Kevin Tang

2

8

KNOXVILLE, TENNESSEE

DOWNTOWN KNOXVILLE DISTRICT 2050

9

Further out past the new downtown is an urban farm used for major food production. The energy production of this proposal will come from our new energy plant located south of the Morningside neighborhood. It will produce energy by 4 major means: micro-hydroelectric, solar panels, wind turbines, and skwid hybrid power generation.

Master Skin

Urban Farm

Urban Park

Riverfront Commercial

Old Downtown

Riverfront Greenway

Energy

New Downtown

13

The Knoxville Market Hall and Culinary Institute is a design proposal for the downtown Knoxville area. The goal is to create a multi-functional structure consisting of a market hall and culinary school that would become the extension of the popular community area known as Market Square. Market Square is an urban haven located in the heart of downtown that has a number of shops that function be-side one another cohesively. The proposal would replace Krutch Park. The market hall would consist of food shops selling demanding products, an outdoor pavilion area, and exterior seating throughout the plaza. The Culinary Institute would serve a thriving educational experience for talented students and an enjoyable atmosphere for all consumers and watchers. The Culinary Institute would include a cafe setting that opens to the pavilion, four preparatoryand performance kitchens, a public library, classrooms,a lecture hall and administrative offices conjoint with a welcome desk.

Partnership with Tyler Rasnake.

3

14

KNOXVILLE, TENNESSEE

MARKET HALL AND CULINARY INSTITUTE

15

The Market Hall & Culinary Institute is primarily transparent on its west facade while the others present a more solid appearance. The three special features include three sets of exterior stairs, the large overhang of the second floor to create a shaded walkway, and a green wall feature that adds an aesthetically pleasing experience to the pavilion space.

West Elevation

South Elevation North Elevation

Master Plan - This layout enforces the character of Market Square extending into the next block.

17

1st Floor Plan

18

5/8” #5 Type Rebar

Green Roof System

Continuous Footing

6” Concrete Slab

Double Insulated Glass

1’ Masonry Wall

12”x36” Girder

Operable Louvers

2.5”x7.5” Mullion

Encased Lighting

19

The Red Bird Intergenerational Living Program is a great opportunity to live an overall better lifestyle. The Red Bird Community Center, open to all Clay County residents, would become the primary location to expand current knowledge on health, to partake in many fitness activities, participate in various programs with Red Bird Mission School, and a place that feels like home. The community center would house a welcome desk lobby, an exercise facility, a perfor-mance hall thats dedicated to pure enjoyment and good company, and a dining area that would promote healthy services. The intergenerational living community would be a collection of 15 temporary rooms house; 10 singles and 5 family oriented spaces. This setup would provide a sense of privacy, landscape ties and entitlement to the residents who stay there. Our site lies in the Appalachian Mountains and is susceptible to flooding. The design would sustain against the flooding problems of the area as well.

Partnership with Breanna Carlton and Amy Poland

4

20

CLAY COUNTY, KENTUCKY

RED BIRD INTERGENERATIONAL CENTER

21

Site Plan- The 5 buildings on the left are Housing and the other 4 represent the Community Center. Housing Plan

Housing East Elevation

22

Auditorium Plan

Auditorium West Elevation

25

This goal of this ambitious project is to design, build, and evaluate a farm shelter of approximately 1,500 square feet for the Beardsley Community Farm. It’s program consists of a flexible classroom, administrative space for the farm staff , and restrooms. This project is understood to be more than a service building—it is expressly designed to create a real community place and to help Beardsley effectively engage with the residents of its community. The design approach is characterized by a series of overlays and contrasts, just as Beardsley Farm itself is a contrasting entity—a farm with-in the urban fabric. Continuing off of the Fall Semester of the Beardsley Farm project, the Spring Studio’s focus was to start the construction aspect of the Farm Shelter and to explore the construction techniques that will be used to build it. While working on the construction documents and referencing the work from the Fall Semester, each student in the studio was specified to work on a particular area of the Farm Shelter.

Partnership with Spring 15’ Studio (Team Project)

5

26

KNOXVILLE, TN

BEARDSLEY COMMUNITY FARM SHELTER

27

5. ALL DETAILING, FABRICATION AND PLACING OF REINFORCING STEEL SHALL CONFORM

4. CONCRETE SPECIFIED AS AIR ENTRAINED, TO CONFORM TO STANDARD SPECIFICATIONS

TO THE ACI 315 MANUAL OF STANDARD PRACTICE FOR DETAILS AND DETAILING OF

CONCRETE FOR BUILDINGS (LATEST EDITION).7. TESTING OF CONCRETE SHALL BE PER ACI 301 SPECIFICATIONS FOR STRUCTURAL

FOR STRUCTURAL CONCRETE FOR BUILDINGS (LATEST EDITION) AND ACI 318 BUILDING6. CONCRETE MIX DESIGN AND PLACEMENT SHALL CONFORM TO ACI 301 SPECIFICATIONS

8. FORMWORK FOR NON-STRUCTURAL CONCRETE MAY BE REMOVED AS SOON AS CONC HAS HARDENED ENOUGH TO RESIST DAMAGE FROM FORMWORK REMOVAL PROCESS.

10. S.C.J. INDICATES EITHER A CONTRACTION JOINT OR A CONSTRUCTION JOINT.

*WELDED WIRE MESH= ASTM A 185

*ONLY AS APPROVED BY ARCHITECT.

*REBAR= ASTM A 615 GRADE 60

CODE REQUIREMENTS FOR STRUCTURAL CONCRETE.

3. ADMIXTURES:

2. REINFORCEMENT:

1. CONCRETE MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS:

CONCRETE NOTES

4. CALCIUM CHLORIDE OR ADMIXTURES CONTAINING THE SAME, SHALL NOT BE USED.

1. BRICK EXPOSED TO WEATHER OR SOIL OR TEMPERATURE BELOW FREEZING SHALL BE GRADE SW AND MEET ASTM C216.

2. BRICK SHALL BE TYPE FBS AND MEET ASTM C216, UNLESS OTHERWISE INDICATED BY ARCHITECT.3. ALL BRICK MORTAR IN LOAD BEARING WALLS SHALL MEET ASTM SPECIFICATIONS FOR TYPE "S"

MORTAR CEMENT OR PORTLAND CEMENT-LIME.

BRICK NOTES11. PLACE GRADE SLAB CONTRACTION JOINTS AS SHOWN ON THE PLAN. SAWCUT CONTRACTION JOINTS MUST BE CUT AS SOON AS THE CONCRETE IS HARD ENOUGH SO THAT THE BLADE DOES NOT DISLODGE AGGREGATE OR RAVEL THE EDGES. DELAYING THE SAWCUT MAY RESULT IN RANDOM CRACKING.

12. CURE CONCRETE TO PREVENT WATER LOSS THAT MAY LEAD TO CRACKING. CURING MUST BE DONE ACCORDING TO ACI 301 "SPECIFICATIONS FOR STRUCTURAL

5. PREFABRICATED MASONRY JOINT REINFORCEMENT, BONDING BRICK VENEER TO BRICK LOAD BEARING WALLS SHALL BE SPACED AT 16" VERTICALLY. THERE SHALL BE AT LEAST ONE

VERTICALLY ADJUSTABLE CROSS WIRE SERVING AS A TIE AT EVERY 16" HORIZONTALLY. CROSS WIRES SHALL BE GAUGE 9 MINIMUM. LONGITUDINAL WIRES SHALL BE EMBEDDED IN MORTAR.

13. REFER TO ACI 302 "GUIDE FOR CONCRETE FLOOR AND SLAB CONSTRUCTION"

* ALL FOOTINGS MUST REST ON UNDISTURBED SOIL OR

* STEP FOOTINGS AS REQUIRED BY SOIL CONDITIONS.* CO-ORDINATE TOP OF FOOTING DEPTHS WITH CIVIL ENGR DRAWINGS.

SOIL DATA

20 PSFROOF=

7. SEISMIC DESIGN CATAGORY= C6. Sd1= .194g

1. IMPORTANCE FACTOR Ie= 1.0

5. Sds= .404g

OCCUPANCY CATEGORY= II

10. DESIGN BASE SHEAR= 88.8 Kips11. ANALYSIS PROCEDURE= EQUIVALENT LATERAL FORCE PROCEDURE

8. BASIC SEISMIC FORCE RESISTING SYSTEM:BEARING WALLS OF UNREINFORCED MASONRY SHEAR WALLS, R= 1.5

SEISMIC DESIGN DATA

4. SITE CLASS= D (PER SOILS REPORT ADDENDUM)

10 PSF

SNOW LOAD

GROUND SNOW LOAD, Pg=

DEAD LOAD ROOF SYSTEM =

BUILDING CODE:

GENERAL NOTES

LIVE LOAD SLAB ON GRADE= 100 PSF

3. S1= .125g2. Ss= .413g

9. Cs= .269

ARCHITECT/OWNER TO PROVIDE A SOIL REPORT TO CONFIRM THIS VALUE.

ALLOWABLE SOIL BEARING CAPACITY HAS BEEN USED FOR PRELIMINARY

ASSUMED ALLOWABLE SOIL BEARING CAPACITY= 2,000 PSF

FLAT ROOF SNOWLOAD, Pf= 10 PSFEXPOSURE FACTOR, Ce= 1.0THERMAL FACTOR, Ct= 1.1IMPORTANCE FACTOR, Is= 1.0

*INTERIOR FLOOR SLAB ON GRADE= 3,000 PSI (NO ENTRAINED AIR REQUIRED)

*SIDEWALKS AND EXPOSED EXTERIOR SLABS= 4,000 PSI (5.5 % MINIMUM AIR*FOOTINGS= 3,000 PSI

ENTRAINED MAXIMUM WATER TO CEMENTITIOUS MATERIAL RATIO= 0.45)

14. REFER TO ACI 308 "STANDARD PRACTICE FOR CURING CONCRETE"

FOR AIR ENTRAINED ADMIXTURES FOR CONCRETE. ASTM C260.

9. DESIGN OF FORMWORK AND SHORING USED TO SUPPORT STRUCTURAL CONCRETESHALL BE THE RESPONSIBILITY OF THE CONTRACTOR.

25 PSF

CONC CONCRETECONTINUOUS

CMU CONCRETE MASONRY UNIT

FTG FOOTING

TOF TOP OF FOOTING

TOS TOP OF SLAB

TYP TYPICALWWM WELDED WIRE MESH

CONT

ABBREVIATIONS

BCK BRICK

2012 INTERNATIONAL BUILDING CODE

TDS TURN DOWN SLAB

WIND DESIGN DATA

BASIC WIND SPEED= 115 MPH

FOOTING SCHEDULE

FC1 CONTINUOUS FOOTING 1CONTINUOUS FOOTING 2

FP POST FOOTINGFT1 TURNDOWN FOOTING 1

FC2

FIN FINISH

FT2 TURNDOWN FOOTING 2

FFE FINISH FLOOR ELEVATION

5. LAP SLICE REINFORCING FOR MASONRY SHALL HAVE A MINIMUM OF 48 BAR DIAMETERS,4. ALL GROUT SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 2,00 PSI.

DEVELOPMENT SHALL BE 36 BAR DIAMETERS UN LESS NOTED OTHERWISE.

HORIZONTAL JOINT REINFORCING AT 16" O.C. 7. HORIZONTAL JOINT REINFORCING SHALL BE TRUSS-TYPE NUMBER 9 GAUGE RODS. PLACE

LINTELS TO SUPPORT LOADS AS INDICATED ON DRAWINGS.6. PRECAST CONCRETE LINTELS SHALL HAVE A MINIMUM 28 DAY STRENGTH OF 3,000 PSI.

8. PROVIDE HORIZONTAL JOINT REINFORCING OVER ALL OPENINGS WITH PRECAST LINTELS FOR A MINIMUM OF TWO COURSES AND EXTEND 24" MINIMUM BEYOND EACH SIDE OF OPENING.

10. PROVIDE CONTINUOUS BOND BEAMS AT TOP OF WALLS, AND WHERE SHOWN ON DRAWINGS.

SHALL NOT BE USED. WITH A MINIMUM COMPRESSIVE STRENGTH OF 750 PSI. ADDITIVES CONTAINING CHLORIDES

3. MASONRY CEMENT SHALL NOT BE USED.

2. ALL MORTAR SHALL MEET ASTM SPECIFICATIONS FOR TYPE N PORTLAND CEMENT-LIME

1. ALL HOLLOW CONCRETE MASONRY UNITS TO ASTM SPECIFICATIONS C90, GRADE N,

MASONRY NOTES

11. ALL MASONRY CELLS BELOW GRADE MUST BE FILLED SOLID WITH MORTAR.

12. DENOTES REINFORCED CELL. SEE FOUNDATION PLAN AND/ OR DETAILS FOR LOCATIONS.

13. IF J BOLTS ARE USED IN BOND BEAMS THEY MUST BE HOOKED AROUND HORIZONTAL REBAR.

(SEE ACI 530-92 TABLE 1.6.2.2)

AS TESTED BY ACCORDING TO ASTM C140 OR NET COMPRESSIVE STRENGTH OF MASONRY TYPE 1, WITH A MINIMUM NET COMPRESSIVE STRENGTH OF A MASONRY UNIT OF 1,900 PSI.

OF 1,500 PSI. AS DETERMINED BY THE PRISM TEST METHOD ASTM E447

14. SEE ARCHITECTURAL DRAWINGS FOR BOND PATTERN.

9. PROVIDE A #4 BAR AT THE BOTTOM OF EVERY WINDOW OPENING.H

L

B

T BARS

C BARS

CJ CONSTRUCTION JOINT

SCJ SAWN CONTRACTION JOINT

TS THICKENED SLAB

THE INTERNATIONAL BUILDING CODE.

IN TABLE 2304.9.1 OF THE INTERNATIONAL BUILDING CODE, UNLESS SHOWN ON THESE DRAWINGS.

8. DETAILING, FABRICATION AND ERECTION OF STRUCTURAL WOOD SHALL CONFORM TO CHAPTER 23 OF

7. WOOD JOISTS SHALL BE SUPPORTED LATERALLY BY BRIDGING OR BLOCKING, AT THE FOLLOWING

6. WOOD JOISTS SHALL HAVE A MINIMUM 1 1/2" BEARING ON WOOD, AND 3" MINIMUM BEARING

LOCATIONS: A. 8'-0" O.C. MAXIMUM

2. THE SPECIES AND GRADE OF STRUCTURAL LUMBER SHALL BE SPECIFIED AS FOLLOWS:

5. THE QUANTITY AND SIZE OF NAILS OR BOLTS CONNECTING WOOD MEMBERS SHALL BE AS SPECIFIED

1. MAXIMUM WOOD MOISTURE CONTENT TO BE 19%.

ON MASONRY.

GENERAL WOOD NOTES

4. STEEL CONNECTORS IN CONTACT WITH PRESSURE TREADED LUMBER MUST BE HOT-DIPPED GALVANIZED.

3. ALL WOOD IN CONTACT WITH SOIL, WEATHER, CONCRETE OR MASONRY SHALL BE PRESSURE TREATED

B. AT ENDS OF THE JOISTSC. AT INTERMEDIATE SUPPORTS OF CONTINUOUS JOISTS

9. WOOD CONSTRUCTION CONNECTORS BY SIMPSON STRONG TIE OR APPROVED EQUAL.

FTG MARK

FOOTING DIMENSIONS FOOTING REINFORCEMENTL B H C T

FC1 CONT 32" 12" (4) #5 CONT #5 AT 48" O.C.FC2 18" 16" 12" #5 AT 48" O.C.(2) #5 CONTFP 36" 36" 12" (4) #5x2'-6" (4) #5x2'-6"FT1 CONT #4 L BAR AT 24" O.C.#5 CONT (1 TOP, 1 BOT)20"12"FT2 VARIES #4 L BAR AT 24" O.C.#5 CONT (1 TOP, 1 BOT)12" 16"

SPECIESMEMBER SINGLE FbMIN. GRADE PARALLEL Fc E1,400,0001,600,0001,600,0001,600,0001,700,0002,000,000

97516001550150016002,900

85012501200105012502,900

STUDNO. 2NO. 2NO. 2NO. 1E 2.0

YELLOW SOUTHERN PINEYELLOW SOUTHERN PINEYELLOW SOUTHERN PINEYELLOW SOUTHERN PINEYELLOW SOUTHERN PINE

2x42x42x42x42x4

LVL or PSL JOISTS

FOOTING FP BASE

TS VARIES (1) #5 AT 12" O.C.12" 12" (2) #5 CONT

ENGINEERED COMPACTED FILL.

FOOTING DESIGN.

CONCRETE FOR BUILDINGS".

REINFORCEMENT (LATEST EDITION)

1'-0

"1'

-4"

1'-0"

2'-8"

3"

FIN

. GR

.

#4 L BAR AT 24" O.C.

#5 CONT (1 TOP, 1 BOT)

6 MIL POLYETH. VAPOR RETARDER TURN UP FOR BOND BREAKER

WWM

1'-4

"1'

-0"

3"

2'-8"

3-5/8"

TOF @ 902.833'

TOS @ 904.5'

COMPACTED ENGIR. SOIL

3"

1'-8

"

3"

4" CRUSHED STONE


1'-0"

#5 CONT(1 TOP, 1 BOT)


WWM

1'-0

"

6 MIL POLYETH. VAPOR RETARDER

WWM

1'-0"

1 #5 AT 12" O.C.

2 #5 CONT

4" CRUSHED STONE

1'-4

"

3"

1'-0

"

9"

REINFORCING #5 24" O.C.

18"x18" PIER

STEEL COLUMN BASE

3'-0"

REINFORCING (4) #5x2'-2"

5-1/2"x6" BUILT UP COL


1'-4

"1'

-0"

3"

2'-8"

DOUBLE WYTHE

CMU

CONCAVE MORTAR

SINGLE WYTHE

7-5/8"

6 MIL POLYETH. VAPOR RETARDER TURN UP FOR BOND BREAKER @ WALL-TYP

4" INT SLAB

6 MIL POLYETH. VAPOR RETARDER TURN UP FOR BOND BREAKER @ WALL TYP.

FOOTING FP7S1.1 3/4"=1'-0"

FOOTING FC14S1.1 3/4"=1'-0"

TURNDOWN FT16S1.1 3/4"=1'-0"

TURNDOWN FT25S1.1 3/4"=1'-0"

CMU & BRICK2S1.1 3/4"=1'-0"

COL COLUMN

THICKENED SLAB3S1.1 3/4"=1'-0"

TOP TOP OF POST

VAR

IES

15-5/8"

UNIVERSITY OF TENNESSEECOLLEGE OF ARCHITECTURE AND DESIGN

S1.1

FOO

TIN

GS

AND

FO

UN

DAT

ION

PLA

N |

SCH

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DET

AILS

PRO

GR

ESS

SET

3.11

.15

PEN

ULT

IMAT

E 03

.30.

15

04.1

1.15

8S1.1

28

5. ALL DETAILING, FABRICATION AND PLACING OF REINFORCING STEEL SHALL CONFORM

4. CONCRETE SPECIFIED AS AIR ENTRAINED, TO CONFORM TO STANDARD SPECIFICATIONS

TO THE ACI 315 MANUAL OF STANDARD PRACTICE FOR DETAILS AND DETAILING OF

CONCRETE FOR BUILDINGS (LATEST EDITION).7. TESTING OF CONCRETE SHALL BE PER ACI 301 SPECIFICATIONS FOR STRUCTURAL

FOR STRUCTURAL CONCRETE FOR BUILDINGS (LATEST EDITION) AND ACI 318 BUILDING6. CONCRETE MIX DESIGN AND PLACEMENT SHALL CONFORM TO ACI 301 SPECIFICATIONS

8. FORMWORK FOR NON-STRUCTURAL CONCRETE MAY BE REMOVED AS SOON AS CONC HAS HARDENED ENOUGH TO RESIST DAMAGE FROM FORMWORK REMOVAL PROCESS.

10. S.C.J. INDICATES EITHER A CONTRACTION JOINT OR A CONSTRUCTION JOINT.

*WELDED WIRE MESH= ASTM A 185

*ONLY AS APPROVED BY ARCHITECT.

*REBAR= ASTM A 615 GRADE 60

CODE REQUIREMENTS FOR STRUCTURAL CONCRETE.

3. ADMIXTURES:

2. REINFORCEMENT:

1. CONCRETE MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS:

CONCRETE NOTES

4. CALCIUM CHLORIDE OR ADMIXTURES CONTAINING THE SAME, SHALL NOT BE USED.

1. BRICK EXPOSED TO WEATHER OR SOIL OR TEMPERATURE BELOW FREEZING SHALL BE GRADE SW AND MEET ASTM C216.

2. BRICK SHALL BE TYPE FBS AND MEET ASTM C216, UNLESS OTHERWISE INDICATED BY ARCHITECT.3. ALL BRICK MORTAR IN LOAD BEARING WALLS SHALL MEET ASTM SPECIFICATIONS FOR TYPE "S"

MORTAR CEMENT OR PORTLAND CEMENT-LIME.

BRICK NOTES11. PLACE GRADE SLAB CONTRACTION JOINTS AS SHOWN ON THE PLAN. SAWCUT CONTRACTION JOINTS MUST BE CUT AS SOON AS THE CONCRETE IS HARD ENOUGH SO THAT THE BLADE DOES NOT DISLODGE AGGREGATE OR RAVEL THE EDGES. DELAYING THE SAWCUT MAY RESULT IN RANDOM CRACKING.

12. CURE CONCRETE TO PREVENT WATER LOSS THAT MAY LEAD TO CRACKING. CURING MUST BE DONE ACCORDING TO ACI 301 "SPECIFICATIONS FOR STRUCTURAL

5. PREFABRICATED MASONRY JOINT REINFORCEMENT, BONDING BRICK VENEER TO BRICK LOAD BEARING WALLS SHALL BE SPACED AT 16" VERTICALLY. THERE SHALL BE AT LEAST ONE

VERTICALLY ADJUSTABLE CROSS WIRE SERVING AS A TIE AT EVERY 16" HORIZONTALLY. CROSS WIRES SHALL BE GAUGE 9 MINIMUM. LONGITUDINAL WIRES SHALL BE EMBEDDED IN MORTAR.

13. REFER TO ACI 302 "GUIDE FOR CONCRETE FLOOR AND SLAB CONSTRUCTION"

* ALL FOOTINGS MUST REST ON UNDISTURBED SOIL OR

* STEP FOOTINGS AS REQUIRED BY SOIL CONDITIONS.* CO-ORDINATE TOP OF FOOTING DEPTHS WITH CIVIL ENGR DRAWINGS.

SOIL DATA

20 PSFROOF=

7. SEISMIC DESIGN CATAGORY= C6. Sd1= .194g

1. IMPORTANCE FACTOR Ie= 1.0

5. Sds= .404g

OCCUPANCY CATEGORY= II

10. DESIGN BASE SHEAR= 88.8 Kips11. ANALYSIS PROCEDURE= EQUIVALENT LATERAL FORCE PROCEDURE

8. BASIC SEISMIC FORCE RESISTING SYSTEM:BEARING WALLS OF UNREINFORCED MASONRY SHEAR WALLS, R= 1.5

SEISMIC DESIGN DATA

4. SITE CLASS= D (PER SOILS REPORT ADDENDUM)

10 PSF

SNOW LOAD

GROUND SNOW LOAD, Pg=

DEAD LOAD ROOF SYSTEM =

BUILDING CODE:

GENERAL NOTES

LIVE LOAD SLAB ON GRADE= 100 PSF

3. S1= .125g2. Ss= .413g

9. Cs= .269

ARCHITECT/OWNER TO PROVIDE A SOIL REPORT TO CONFIRM THIS VALUE.

ALLOWABLE SOIL BEARING CAPACITY HAS BEEN USED FOR PRELIMINARY

ASSUMED ALLOWABLE SOIL BEARING CAPACITY= 2,000 PSF

FLAT ROOF SNOWLOAD, Pf= 10 PSFEXPOSURE FACTOR, Ce= 1.0THERMAL FACTOR, Ct= 1.1IMPORTANCE FACTOR, Is= 1.0

*INTERIOR FLOOR SLAB ON GRADE= 3,000 PSI (NO ENTRAINED AIR REQUIRED)

*SIDEWALKS AND EXPOSED EXTERIOR SLABS= 4,000 PSI (5.5 % MINIMUM AIR*FOOTINGS= 3,000 PSI

ENTRAINED MAXIMUM WATER TO CEMENTITIOUS MATERIAL RATIO= 0.45)

14. REFER TO ACI 308 "STANDARD PRACTICE FOR CURING CONCRETE"

FOR AIR ENTRAINED ADMIXTURES FOR CONCRETE. ASTM C260.

9. DESIGN OF FORMWORK AND SHORING USED TO SUPPORT STRUCTURAL CONCRETESHALL BE THE RESPONSIBILITY OF THE CONTRACTOR.

25 PSF

CONC CONCRETECONTINUOUS

CMU CONCRETE MASONRY UNIT

FTG FOOTING

TOF TOP OF FOOTING

TOS TOP OF SLAB

TYP TYPICALWWM WELDED WIRE MESH

CONT

ABBREVIATIONS

BCK BRICK

2012 INTERNATIONAL BUILDING CODE

TDS TURN DOWN SLAB

WIND DESIGN DATA

BASIC WIND SPEED= 115 MPH

FOOTING SCHEDULE

FC1 CONTINUOUS FOOTING 1CONTINUOUS FOOTING 2

FP POST FOOTINGFT1 TURNDOWN FOOTING 1

FC2

FIN FINISH

FT2 TURNDOWN FOOTING 2

FFE FINISH FLOOR ELEVATION

5. LAP SLICE REINFORCING FOR MASONRY SHALL HAVE A MINIMUM OF 48 BAR DIAMETERS,4. ALL GROUT SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 2,00 PSI.

DEVELOPMENT SHALL BE 36 BAR DIAMETERS UN LESS NOTED OTHERWISE.

HORIZONTAL JOINT REINFORCING AT 16" O.C. 7. HORIZONTAL JOINT REINFORCING SHALL BE TRUSS-TYPE NUMBER 9 GAUGE RODS. PLACE

LINTELS TO SUPPORT LOADS AS INDICATED ON DRAWINGS.6. PRECAST CONCRETE LINTELS SHALL HAVE A MINIMUM 28 DAY STRENGTH OF 3,000 PSI.

8. PROVIDE HORIZONTAL JOINT REINFORCING OVER ALL OPENINGS WITH PRECAST LINTELS FOR A MINIMUM OF TWO COURSES AND EXTEND 24" MINIMUM BEYOND EACH SIDE OF OPENING.

10. PROVIDE CONTINUOUS BOND BEAMS AT TOP OF WALLS, AND WHERE SHOWN ON DRAWINGS.

SHALL NOT BE USED. WITH A MINIMUM COMPRESSIVE STRENGTH OF 750 PSI. ADDITIVES CONTAINING CHLORIDES

3. MASONRY CEMENT SHALL NOT BE USED.

2. ALL MORTAR SHALL MEET ASTM SPECIFICATIONS FOR TYPE N PORTLAND CEMENT-LIME

1. ALL HOLLOW CONCRETE MASONRY UNITS TO ASTM SPECIFICATIONS C90, GRADE N,

MASONRY NOTES

11. ALL MASONRY CELLS BELOW GRADE MUST BE FILLED SOLID WITH MORTAR.

12. DENOTES REINFORCED CELL. SEE FOUNDATION PLAN AND/ OR DETAILS FOR LOCATIONS.

13. IF J BOLTS ARE USED IN BOND BEAMS THEY MUST BE HOOKED AROUND HORIZONTAL REBAR.

(SEE ACI 530-92 TABLE 1.6.2.2)

AS TESTED BY ACCORDING TO ASTM C140 OR NET COMPRESSIVE STRENGTH OF MASONRY TYPE 1, WITH A MINIMUM NET COMPRESSIVE STRENGTH OF A MASONRY UNIT OF 1,900 PSI.

OF 1,500 PSI. AS DETERMINED BY THE PRISM TEST METHOD ASTM E447

14. SEE ARCHITECTURAL DRAWINGS FOR BOND PATTERN.

9. PROVIDE A #4 BAR AT THE BOTTOM OF EVERY WINDOW OPENING.H

L

B

T BARS

C BARS

CJ CONSTRUCTION JOINT

SCJ SAWN CONTRACTION JOINT

TS THICKENED SLAB

THE INTERNATIONAL BUILDING CODE.

IN TABLE 2304.9.1 OF THE INTERNATIONAL BUILDING CODE, UNLESS SHOWN ON THESE DRAWINGS.

8. DETAILING, FABRICATION AND ERECTION OF STRUCTURAL WOOD SHALL CONFORM TO CHAPTER 23 OF

7. WOOD JOISTS SHALL BE SUPPORTED LATERALLY BY BRIDGING OR BLOCKING, AT THE FOLLOWING

6. WOOD JOISTS SHALL HAVE A MINIMUM 1 1/2" BEARING ON WOOD, AND 3" MINIMUM BEARING

LOCATIONS: A. 8'-0" O.C. MAXIMUM

2. THE SPECIES AND GRADE OF STRUCTURAL LUMBER SHALL BE SPECIFIED AS FOLLOWS:

5. THE QUANTITY AND SIZE OF NAILS OR BOLTS CONNECTING WOOD MEMBERS SHALL BE AS SPECIFIED

1. MAXIMUM WOOD MOISTURE CONTENT TO BE 19%.

ON MASONRY.

GENERAL WOOD NOTES

4. STEEL CONNECTORS IN CONTACT WITH PRESSURE TREADED LUMBER MUST BE HOT-DIPPED GALVANIZED.

3. ALL WOOD IN CONTACT WITH SOIL, WEATHER, CONCRETE OR MASONRY SHALL BE PRESSURE TREATED

B. AT ENDS OF THE JOISTSC. AT INTERMEDIATE SUPPORTS OF CONTINUOUS JOISTS

9. WOOD CONSTRUCTION CONNECTORS BY SIMPSON STRONG TIE OR APPROVED EQUAL.

FTG MARK

FOOTING DIMENSIONS FOOTING REINFORCEMENTL B H C T

FC1 CONT 32" 12" (4) #5 CONT #5 AT 48" O.C.FC2 18" 16" 12" #5 AT 48" O.C.(2) #5 CONTFP 36" 36" 12" (4) #5x2'-6" (4) #5x2'-6"FT1 CONT #4 L BAR AT 24" O.C.#5 CONT (1 TOP, 1 BOT)20"12"FT2 VARIES #4 L BAR AT 24" O.C.#5 CONT (1 TOP, 1 BOT)12" 16"

SPECIESMEMBER SINGLE FbMIN. GRADE PARALLEL Fc E1,400,0001,600,0001,600,0001,600,0001,700,0002,000,000

97516001550150016002,900

85012501200105012502,900

STUDNO. 2NO. 2NO. 2NO. 1E 2.0

YELLOW SOUTHERN PINEYELLOW SOUTHERN PINEYELLOW SOUTHERN PINEYELLOW SOUTHERN PINEYELLOW SOUTHERN PINE

2x42x42x42x42x4

LVL or PSL JOISTS

FOOTING FP BASE

TS VARIES (1) #5 AT 12" O.C.12" 12" (2) #5 CONT

ENGINEERED COMPACTED FILL.

FOOTING DESIGN.

CONCRETE FOR BUILDINGS".

REINFORCEMENT (LATEST EDITION)

1'-0

"1'

-4"

1'-0"

2'-8"

3"

FIN

. GR

.


#5 CONT (1 TOP, 1 BOT)


WWM

1'-4

"1'

-0"

3"

2'-8"

3-5/8"

TOF @ 902.833'

TOS @ 904.5'

COMPACTED ENGIR. SOIL

3"

1'-8

"

3"

4" CRUSHED STONE


1'-0"

#5 CONT(1 TOP, 1 BOT)


WWM

1'-0

"

6 MIL POLYETH. VAPOR RETARDER

WWM

1'-0"

1 #5 AT 12" O.C.

2 #5 CONT

4" CRUSHED STONE

1'-4

"

3"

1'-0

"

9"

REINFORCING #5 24" O.C.

18"x18" PIER

STEEL COLUMN BASE

3'-0"

REINFORCING (4) #5x2'-2"

5-1/2"x6" BUILT UP COL


1'-4

"1'

-0"

3"

2'-8"

DOUBLE WYTHE

CMU

CONCAVE MORTAR

SINGLE WYTHE

7-5/8"

6 MIL POLYETH. VAPOR RETARDER TURN UP FOR BOND BREAKER @ WALL-TYP

4" INT SLAB

6 MIL POLYETH. VAPOR RETARDER TURN UP FOR BOND BREAKER @ WALL TYP.

FOOTING FP7S1.1 3/4"=1'-0"

FOOTING FC14S1.1 3/4"=1'-0"

TURNDOWN FT16S1.1 3/4"=1'-0"

TURNDOWN FT25S1.1 3/4"=1'-0"

CMU & BRICK2S1.1 3/4"=1'-0"

COL COLUMN

THICKENED SLAB3S1.1 3/4"=1'-0"

TOP TOP OF POST

VAR

IES

15-5/8"

UNIVERSITY OF TENNESSEECOLLEGE OF ARCHITECTURE AND DESIGN

S1.1

FOO

TIN

GS

AND

FO

UN

DAT

ION

PLA

N |

SCH

EDU

LE |

DET

AILS

PRO

GR

ESS

SET

3.11

.15

PEN

ULT

IMAT

E 03

.30.

15

04.1

1.15

8S1.1

29

Masonry Lessons - In addition to pursuing perfection in drawn details, our class explored the various techniques and applications of masonry. Our masonry instructor, JC Newman, provided us with some professional experience and methodology which allowed us to learn and prepare for the eventual construction of the foundations and walls of the project. Welearned how to mix mortar, lay CMU blocks, lay brick, bed-joint mortar, and about specifications of those materials.

D. Smith portfolio

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