A. IN ANY SITUATION WHERE EXISTING CONDITIONS AND/OR STRUCTURES ARE TO BECONSIDERED, CONTRACTOR SHALL FIELD VERIFY ALL EXISTING CONDITIONS AND DIMENSIONSAND IN THE CASE OF ANY DISCREPANCIES, CONTRACTOR SHALL NOTIFY ARCHITECT ORENGINEER IMMEDIATELY.

A. CONTRACTOR SHALL PROVIDE NECESSARY BRACING & SHORING AS REQ'D. UNTIL BLDG.SYSTEMS HAVE BEEN COMPLETED. STRUCTURE SHALL NOT BE CONSIDERED STABLE UNTILALL STRUCTURAL ELEMENTS HAVE BEEN CONSTRUCTED IN ACCORDANCE WITH THECONTRACT DOCUMENTS.

A.CONTRACTOR SHALL PROVIDE ANY NECESSARY TEMPORARY BRACING FOR ALLWALLS. BACK FILLING SHALL NOT OCCUR UNTIL PERMANENT LATERAL RESTRAINTSARE INSTALLED.

A. CONCRETE BLOCK SHALL BE NORMALWEIGHT AND SHALL CONFORM TO ASTM C-90,TYPE 1. MORTAR SHALL CONFORM TO ASTM C 270 TYPE "S".

B.MINIMUM CONCRETE MASONRY COMPRESSIVE STRENGTH, f'm, SHALL BE f'm = 1,500 psi.C.FILL REINFORCED BLOCK CORES, BOND BEAMS & LINTELS WITH 2000 PSI GROUT

CONFORMING TO THE REQUIREMENTS OF ASTM C476. VERTICAL LIFTS SHALL NOTEXCEED 5 FEET UNLESS APPROVED BY THE STRUCTURAL ENGINEER AND CLEAN OUTHOLES ARE PROVIDED IN EVERY GROUT FILLED CELL ACCORDING TO ACI 530-05.

D.PROVIDE PRE-FABRICATED CORNERS & TEES @ 16" O.C. TO MATCH SIZE & TYPE OFTYPICAL TRUSS OR LADDER REINFORCEMENT IN CMU HORIZONTAL JOINTS.

E.REINFORCE ONE CELL VERTICALLY AT EACH CORNER, EACH SIDE OF OPENINGS ANDAT THE END OF MASONRY WALLS WITH 1-#5 (MIN) AND GROUT SOLID.

F.PROVIDE 1-#5 BAR BELOW ALL OPENINGS GREATER THAN 16" WIDE IN A FULLYGROUTED HORIZONTAL BOND BEAM EXTENDING 8" BEYOND EACH SIDE OF OPENING.

G.LADDER OR TRUSS REINFORCEMENT SHALL BE PROVIDED 8" ABOVE AND BELOW ALLOPENINGS GREATER THAN 16" WIDE AND SHALL EXTEND 24", MIN, BEYOND OPENINGSIN EA. DIRECTION.

H. ALL VERTICAL REINFORCING SHALL EXTEND FROM THE FOUNDATION TO THE TOP OFWALL. PROVIDE DOWELS FROM FOUNDATION TO MATCH VERTICALS.

I. WHERE MASONRY ABUTS STEEL COLUMNS, PROVIDE 3/16" DIAMETER WIRE TIES @ 16"HOOKED AROUND 1/4" DIAMETER BY 9" LONG WITH 3/8" OFFSET AND 4" ADJUSTMENTWELDED TO COLUMN.

J. ALL MASONRY CELLS TO BE SOLID GROUTED BELOW GRADE, TYP.K. VERTICAL CONTROL JOINTS SHALL BE SPACED AT 25'-0" O.C. MAXIMUM, UNLESS NOTED

OTHERWISE BY ARCHITECT. VERTICAL JOINTS SHALL NOT BE LESS THAN 1'-4" FROM AJOIST OR BEAM BEARING PLATE. VERTICAL JOINTS MUST BE A MINIMUM OF 0'-8" AWAYFROM CMU OPENINGS LESS THAN 4'-0" WIDE TO ALLOW FOR OPENINGREINFORCEMENT AND LINTEL BEARING. VERTICAL JOINTS MUST BE A MINIMUM OF 1'-4"AWAY FROM CMU OPENINGS GREATER THAN 4'-0" WIDE TO ALLOW FOR OPENINGREINFORCEMENT AND LINTEL BEARING. AT BUILDING CORNERS, PROVIDE JOINT ATCORNER IN ONE OF THE TWO WALL SIDES. PLACE CORNER JOINTS 5'-0" MAXIMUM,FROM BUILDING CORNER. RE: ARCHITECTURAL PLANS FOR ADDITIONAL INFORMATION.

L.RE: DETAIL 7/S1.1 FOR TYPICAL MASONRY REINFORCEMENT AT WALL OPENINGS ANDCONTROL JOINTS.

M.BARS SPECIFIED TO BE EACH FACE SHALL BE HELD IN PLACE WITH SPACERS ANDSHALL BE LOCATED 2 3/8" FROM EACH FACE TO THE CENTER OF THE BAR.

N.MASONRY WORK SHALL BE INSPECTED IN ACCORDANCE WITH ACI 530 QUALITYASSURANCE LEVEL A/B/C.

O.ALL MASONRY WALLS SHALL BE REINFORCED AS FOLLOWS, UNLESS NOTEDOTHERWISE:

A.ROOF - 20 psf (NON-REDUCIBLE)B.COLLATERAL - 5 psf

ROOFFLOOR: LIVE LOADS:

STRUCTURAL DESIGN CODES: 2012 EDITION OF IBC & ASCE 7-10

Ground Snow Load: P = 10.0 psfg

SNOW DESIGN INFORMATION

A. SEE "CONCRETE PROPERTIES" TABLE BELOW FOR MIN. CONC. STRENGTH & MIXREQUIREMENTS.

B.CONCRETE SLABS SHALL CONFORM TO ACI 117-90 FOR FLATNESS ANDLEVELNESS. ACCORDING TO ASTM E1155, THE SPECIFIED OVERALL VALUE FORFLOOR FLATNESS (Ff) SHALL BE 35 WITH A MINIMUM LOCAL VALUE OF 25 AND THESPECIFIED OVERALL VALUE FOR FLOOR LEVELNESS (Fl) SHALL BE 25 WITH AMINIMUM LOCAL VALUE OF 18.

C.CONTRACTOR TO PROVIDE FLOOR FLATNESS AND LEVELNESS TESTING WITHIN72 HOURS OF CONCRETE FINISHING. TEST RESULTS TO BE PROVIDED TOARCHITECT.

D.PROVIDE 3/4" CHAMFER AT ALL EXPOSED CORNERS OF BEAMS, WALLS, ETC.E. ALL SLAB-ON-GRADE CONSTRUCTION SHALL FOLLOW THE RECOMMENDATIONS

OF "GUIDE FOR CONCRETE FLOOR AND SLAB CONSTRUCTION, ACI 302.1R-04"F.CONTROL JOINT LOCATIONS SHOWN ON PLAN ARE THE MINIMUM ALLOWABLE

BASED ON ONE SLAB POUR UTILIZING THE SPACING INDICATED ON PLAN.ADDITIONAL JOINTS SHALL BE ADDED BY THE CONTRACTOR AS REQUIRED BASEDON POUR SEQUENCE AND SLAB LAYOUT. CONTROL JOINT SPACING SHALL NOTEXCEED THE MAXIMUM SPACING NOTED ON PLAN. RE: TYPICAL CONTROL JOINTDETAILS FOR ADDITIONAL INFORMATION.

G.A MIN. 10 mil VAPOR BARRIER SHALL BE PROVIDED BELOW SLAB-ON-GRADE ATALL LOCATIONS. VAPOR BARRIER SHALL BE LAPPED AND TAPED AS REQUIREDBY MANUFACTURER. RE: ARCH FOR ADDITIONAL VAPOR BARRIERREQUIREMENTS.

H.UNLESS NOTED OTHERWISE BY STRUCTURAL DOCUMENTS, MINIMUM COVER FORREINFORCING SHALL BE AS FOLLOWS:(a). CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH__________3"(b). EXPOSED TO EARTH OR WEATHER

#5 OR SMALLER_____________________________________________1 1/2"#6 OR LARGER______________________________________________2"

(c). NOT EXPOSED TO EARTH OR WEATHER OR IN CONTACT WITH GROUNDSLABS, WALLS, JOISTS

#11 OR SMALLER________________________________________3/4"ALL OTHER_____________________________________________1 1/2"

BEAMS, COLUMNSPRIMARY REINFORCEMENT, TIES, STIRRUPS, SPIRALS_______1 1/2"

A.PRIOR TO FABRICATION OF STRUCTURAL ELEMENTS, SHOP DRAWINGS SHALL BESUBMITTED TO THE ARCHITECT AND ENGINEER OF RECORD. SHOP DRAWINGS SHALLINCLUDE INFORMATION AS REQUIRED BY THE BUILDING CODE AND AS LISTEDELSEWHERE IN THESE SPECIFICATIONS. SUBMITTALS FOR THE FOLLOWINGSTRUCTURAL ELEMENTS ARE TO BE PROVIDED FOR REVIEW (THIS LIST DOES NOTPRECLUDE SUBMITTAL OF ADDITIONAL STRUCTURAL ITEMS NOT LISTED, ASAPPLICABLE.)

CONTRACTOR NOTE: COPIES OF STRUCTURAL DRAWINGS (PLANS AND/OR DETAILS) WILLNOT BE ACCEPTED BY CSA AS SHOP DRAWINGS. ALL SHOP DRAWINGS MUST BEREPRODUCED BY THE RESPECTIVE SUPPLIERS AND DETAILED AS NECESSARY.

A.CAST-IN-PLACE CONCRETEB. CONCRETE MASONRY UNITS (DOES NOT INCLUDE MASONRY VENEERS)C.REINFORCEMENTD. PRE-ENGINEERED METAL BUILDING BASEPLATES AND ANCHOR BOLTS

A.WELDED WIRE FABRIC SHALL BE IN ACCORDANCE WITH ASTM A185. WIRE FABRICLOCATED IN CONCRETE SLABS SHALL BE LOCATED IN THE CENTER OF THE SLAB,U.N.O. BY STRUCTURAL DOCUMENTS. SUPPORTS USED SHALL BE SPACED AMAXIMUM OF 3'-0" O.C. IN ANY DIRECTION. ALL OTHER WIRE FABRIC SHALL MEETTHE MINIMUM COVER REQUIREMENTS AS LISTED UNDER THE CONCRETE SECTIONOF THIS SHEET. ALL WELDED WIRE FABRIC SHALL BE LAPPED ON CROSS WIRESPACING PLUS 6" (10", MIN)

B. REINFORCING STEEL SHALL COMPLY WITH ASTM A615 GRADE 60 WITH THEFOLLOWING REQUIREMENTS: (a) ACTUAL YIELD STRENGTH BASED ON MILL TESTSDOES NOT EXCEED 78 ksi. RETESTS SHALL NOT EXCEED THIS VALUE BY MORE THANADDITIONAL 3000 psi, (b) Fu / Fy SHALL NOT BE LESS THAN 1.25. (Fy = ACTUAL YIELDTENSILE STRENGTH, Fu = ACTUAL ULTIMATE TENSILE STRENGTH)

C.REINFORCING STEEL SHALL COMPLY WITH ASTM A706 AT ALL LOCATIONS WHEREREBAR MUST BE WELDED.

D.REINFORCING STEEL AND ACCESSORIES SHALL BE DETAILED, FABRICATED, ANDPLACED IN ACCORDANCE WITH THE LATEST EDITION OF THE A.C.I. DETAILINGMANUAL.

E.CONCRETE: ALL TENSION REINFORCEMENT LAPS SHALL BE PER THE CONCRETELAP SCHEDULE. LAP COMPRESSION REINFORCEMENT 22 BAR DIAMETERS (18"MIN.). REINFORCING SHALL BE CONTINUOUS AROUND CORNERS ANDINTERSECTIONS.

F.MASONRY: ALL TENSION REINFORCEMENT LAPS SHALL BE PER THE MASONRY LAPSCHEDULE. LAP COMPRESSION REINFORCEMENT 48 BAR DIAMETERS (18"MINIMUM).

G.WELDABLE REBAR AND D.B.A.'S REQUIRED BY CONTRACT DOCUMENTS SHALLCOMPLY TO ALL ASTM A706 REQUIREMENTS.

H. ALL REINFORCEMENT SHALL BE HELD SECURELY IN POSITION WITH STANDARDACCESSORIES IN CONFORMANCE WITH CRSI MANUAL OF STANDARD PRACTICEAND ACI 315 DURING THE PLACING OF CONCRETE.

I. ALL HOOKS IN REINFORCEMENT SHALL BE AN ACI STANDARD HOOK, UNLESS NOTEDOTHERWISE.

DRAWINGS:

EXISTING CONDITIONS:

BUILDING SYSTEMS:

DESIGN LOADS:

CONCRETE:

REINFORCING STEEL:

BRACING CONCRETE AND MASONRY WALLS

MASONRY:

PRE-ENGINEERED METAL BUILDINGS:

SUBMITTALS:

DESIGN CODES & SPECIFICATIONSPROJECT STATE: TENNESSEE

BUILDING CODE: 2012 INTERNATIONAL BUILDING CODE

DESIGN LOADS: ASCE 7-10"MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER

STRUCTURES"

CONCRETE CODE: ACI 318-11"BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE"

MASONRY CODE: ACI 530/ASCE 5/TMS 402-11"BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES"

LIGHT GAGE CODE: AISI S100 - 07/SI - 10 "NORTH AMERICAN SPECIFICATION FOR DESIGN OF COLD- FORMED STEEL STRUCTURAL MEMBERS WITH SUPPLEMENT 1, DATED 2010"

A. ADDITIONAL APPLICABLE CODES AND SPECIFICATIONS ARE LISTED IN CHAPTER 35 OFTHE 2012 IBC.

B. MATERIAL PROPERTIES, AS STATED IN THESE CONSTRUCTION DOCUMENTS, AREBASED UPON MATERIALS CURRENTLY AVAILABLE FOR CONSTRUCTION AND MAY NOTCORRESPOND WITH TABLES PROVIDED IN THE CODES AND SPECIFICATIONS LISTEDABOVE. WHERE POSSIBLE, THESE CODES HAVE BEEN USED IN THEIR ENTIRETY.WHERE THESE CODES REFERENCE OBSOLETE INFORMATION, INFORMATION BASEDUPON CURRENT INDUSTRY STANDARDS HAS BEEN SUBSTITUTED AS NECESSARY.

A. CHANGES TO THE CONTRACT DOCUMENTS SHALL BE CLOUDED ON SHOP DRAWINGS ORREQUESTED IN WRITING. THE CONTRACTOR IS LIABLE FOR ANY DEVIATIONS UNLESSREVIEWED AND ACKNOWLEDGED BY THE ENGINEER. SHOP DRAWING SUBMITTALS SHALLBE CHECKED FOR CONFORMANCE WITH THE DESIGN CONCEPT AND THE INFORMATIONSHOWN ON THE CONSTRUCTION DOCUMENTS.

B.ANY ENGINEERING DESIGN PROVIDED BY OTHERS AND SUBMITTED FOR REVIEW SHALLBEAR THE SEAL OF AN ENGINEER REGISTERED IN THE STATE OF THE PROJECT.

C. ALL STRUCTURAL OPENINGS AROUND OR AFFECTED BY MECHANICAL, ELECTRICAL, ANDPLUMBING EQUIPMENT SHALL BE VERIFIED WITH EQUIPMENT PURCHASED BEFOREPROCEEDING WITH STRUCTURAL WORK AFFECTED.

D.CSA ENGINEERING, INC. OR ANY OF ITS EMPLOYEES SHALL NOT HAVE CONTROL OR BERESPONSIBLE FOR CONSTUCTION MEANS AND METHODS, TECHNIQUES, PROCEDURES,OR SEQUENCES FOR THE ACTS OR OMISSIONS OF THE CONTRACTOR OR ANY OTHERPERSONS PERFORMING THE WORK, OR FOR THE FAILURE OF ANY OF THEM TO CARRY OUTTHE WORK IN ACCORDANCE WITH THE CONTRACT DOCUMENTS.

E.RE: ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND PLUMBING DRAWINGS FOREMBEDS,OPENINGS, SLEEVES, ETC NOT SHOWN ON THE STRUCTURAL DRAWINGS.

FOUNDATIONS:

A. THE FOUNDATION DESIGN IS BASED UPON A SUBSURFACE EXPLORATION REPORT DATEDJULY 13, 2016 BY GEOSERVICES, LLC. ALLOWABLE SOIL BEARING PRESSURES ARE 2500 PSF &2500 PSF FOR SPREAD & STRIP FOOTINGS, RESPECTIVELY.

B. COORDINATE ALL FOOTING STEPS W/ UTILITIES.C.IF FOOTING ELEVATIONS SHOWN OCCUR IN DISTURBED, UNSTABLE, OR UNSUITABLE SOIL,

THE ENGINEER SHALL BE NOTIFIED.

A.ALL METAL BUILDING COMPONENTS SHALL BE DESIGNED IN ACCORDANCE WITHTHE MBMA MANUAL AND THE APPLICABLE BUILDING CODE INCLUDING BUT NOTLIMITED TO THE LOADS LISTED UNDER "DESIGN LOADS". DRAWINGS ANDCALCULATIONS TO BE SIGNED AND SEALED BY A STRUCTURAL ENGINEERLICENSED IN THE PROJECT STATE.

B.THESE DRAWINGS SPECIFY FOUNDATION REQUIREMENTS TO ACCOMMODATE APRE-ENGINEERED METAL BUILDING. FOUNDATIONS HAVE BEEN DESIGNED BASEDON STAMPED COLUMN REACTIONS AND DRAWINGS PROVIDED BY THE METALBUILDING MANUFACTURER. ANY CHANGES MADE TO THE METAL BUILDING MAYRESULT IN CHANGES TO THE FOOTING SIZE AND REINFORCEMENT. CSA SHALL BENOTIFIED OF ANY CHANGES TO THE METAL BUILDING DESIGN.

C.CSA ENGINEERING, INC. IS NOT RESPONSIBLE FOR THE DESIGN OF ANY ASPECTSOF THE METAL BUIDING OTHER THAN ITS SLAB ON GRADE AND FOOTINGS ASSHOWN. OTHER STRUCTURAL ELEMENTS INCLUDING ROOF FRAMING, WINDFRAMES, METAL BUILDING COLUMNS, ANCHOR BOLTS, AND METAL BUILDINGCOLUMN BASE PLATES ARE TO BE DESIGNED BY THE METAL BUILDING ENGINEERREGISTERED IN THE PROJECT STATE.

D.PEMB DEFLECTION AND SERVICEABILITY REQUIREMENTS FOR A 10 YEAR WINDLOAD:

1) P.E.M.B METAL BUILDING DRIFT: H/1002) METAL BUILDING GIRTS: L/1203) GIRTS HORIZONTALLY SUPPORTING BRICK OR MASONRY: L/2404) GIRTS VERTICALLY SUPPORTING BRICK OR MASONRY: L/6005) METAL BUILDING PURLINS: L/150 FOR LIVE LOAD DEFLECTION6) METAL BUILDING PURLINS: L/120 FOR TOTAL LOAD DEFLECTION7) METAL BUILDING WALL & ROOF PANELS: L/60

E.ALL P.E.M.B WIND COLUMNS, SPANDREL BEAMS, & GIRTS SUPPORTING BRICKSHALL BE DESIGNED FOR A MAXIMUM WIND INDUCED DEFLECTION OF L/240.SPANDREL BEAM AND GIRT LOADING REQUIREMENTS MUST BE DETERMINED BYTHE PEMB ENGINEER ACCORDING TO THESE GENERAL NOTES AND THE P.E.M.BENGINEER MUST DESIGN P.E.M.B ELEMENTS TO SUPPORT ALL REQUIRED LOADSAS INDICATED BY THE 2012 IBC AND AS DESIGNATED BY THE MBMA's METALBUILDING SYSTEM'S MANUAL

F.P.E.M.B METAL BUILDING DRIFT IN ALL DIRECTIONS SHALL BE LIMITED TO H/100.

8" WALLS: 1-#5 VERTICAL @ 4'-0" #8 W1.7 (9 GA) TRUSS OR LADDER REINFORCEMENT @ 16"

SEISMIC DESIGN INFORMATION:

E Importance Factor: I = 1.0

Site Class: D

Seismic Design Category: C

R = 3.0 Cd = 3.0

Analysis Method: Equivalent Lateral Force Procedure

SS = 0.401 S1 = 0.123

SDS = 0.396 SD1 = 0.190

Basic Seismic Resisting Systems:

Ultimate Design Wind Speed: V = 115 mph

Risk Category: II

Cs = 0.132

Steel Systems Not Specifically Designed for Seismic Resistance

Seismic Base Shear: V=Cs * W= By PEMB Mfr.

WIND DESIGN INFORMATION:

Exposure Category: B

Analysis Method: Method 2 Analytical Procedure

Component & Cladding: RE: Wind Pressure Diagrams this sheet

Seismic accelerations are based upon USGS ground motion parameters and ASCE7-10.

Risk Category: II

Internal Pressure Coefficient: +- 0.18

= 2.5

Nominal Design Wind Speed: V = 89 mph

o W

3000

4000

SLUMP(MAX)

SHALLOW FOUNDATIONS

CAST SLAB-ON-GRADE

CONCRETE USE 28 DAY PSI(MIN)

ENTRAINEDAIR (MAX)

W/C RATIO(MAX)

6"

6"

5%

3%

0.50

0.55

CONCRETE PROPERTIES

AGGREGATE(MAX)

1"

1"

MECHANICAL AND CHEMICAL ANCHORS:A. ANCHOR CAPACITY USED IN DESIGN SHALL BE BASED ON THE TECHNICAL DATA

PUBLISHED BY MANUFACTURER OR SUCH OTHER METHOD AS APPROVED BYTHE STRUCTURAL ENGINEER OF RECORD.

B.INSTALL ANCHORS PER THE MANUFACTURER INSTRUCTIONS.C.ANCHOR CAPACITY IS DEPENDANT UPON SPACING BETWEEN ADJACENT

ANCHORS AND PROXIMITY OF ANCHORS TO EDGE OF CONCRETE. INSTALLANCHORS IN ACCORDANCE WITH SPACING AND EDGE CLEARANCES INDICATEDON THE DRAWINGS.

D.AT ALL LOCATIONS WHERE ADHESIVE ANCHORS OR ADHESIVE DOWELS ARECALLED OUT, THE PRODUCTS LISTED BELOW SHALL BE ACCEPTABLE.ALTERNATE PRODUCTS MUST BE APPROVED BY E.O.R PRIOR TO USE.

E.THE MANUFACTURER RECOMMENDED PRODUCT SCREEN TUBE SHALL BE USEDFOR ALL ADHESIVES INSTALLED IN HOLLOW MASONRY.

F.EXPANSION ANCHORS AND MECHANICAL SCREW ANCHORS MAY BE USED ASNOTED ON THE DRAWINGS. THE PRODUCTS LISTED BELOW SHALL BEACCEPTABLE. ALTERNATE PRODUCTS MUST BE APPROVED BY E.O.R PRIOR TOUSE.

G.CONCRETE AND MASONRY ANCHORS ARE ASTM A36 ALL THREAD RODS, U.N.O.H. CONCRETE DOWELS ARE ASTM A615 GRADE 60, U.N.O.I. THE FOLLOWING TABLES LIST DEFAULT PRODUCTS USED IN DESIGN. WHERE

SPECIFIC MODEL PRODUCTS ARE NOT OTHERWISE CALLED OUT INSTRUCTURAL DRAWINGS, THIS TABLE SHALL CONTROL.

ADHESIVE ANCHORS 1. HILTI-HY200 FOR CONCRETE OR GROUTED MASONRY W/ HILTI HAS-E RODS OR REBAR(CONCRETE OR GROUTED MASONRY)2. HILTI-HY 70 FOR HOLLOW MASONRY W/ HILTI HAS-E RODS & APPROPRIATE SIZE SCREENTUBE PER MANUFACTURER'S RECOMMENDATION3. SIMPSON SET-XP FOR CONCRETE OR GROUTED MASONRY W/ A307 THREADED RODS ORREBAR4. POWERS PURE 110 FOR CONCRETE OR GROUTED MASONRY W/ A36 THREADED RODS

EXPANSION ANCHORS1. HILTI KWIK BOLT TZ2. SIMPSON STRONG BOLT 23. POWERS STUD SD-1

SCREW ANCHORS1. HILTI KWIK HUS-EZ SCREW ANCHOR2. SIMPSON TITEN HD SCREW ANCHOR3. POWERS WEDGE BOLT STD

4000 PEDESTALS 6" 5% 0.50 1"

4000 RETAINING WALLS 6" 3% 0.55 1"

COMPONENTS AND CLADDING DESIGN WIND PRESSURES (PSF)

ZONE 10 SF 50 SF 100 SF

ALL ZONES123

1o & 2o3o

+16.0-23.8-39.9-60.1-34.3-56.5

4

4p

5

5p

NOTES:

1. TABLE PRESSURES ARE FOR THESQUARE FOOT TRIBUTARY AREA SHOWN.FOR OTHER TRIBUTARY AREAS, LINEARLYINTERPOLATE BETWEEN VALUES SHOWNABOVE.2. POSITIVE PRESSURES ACT TOWARD THESURFACES. NEGATIVE PRESSURES ACTAWAY FROM THE SURFACES.3. ROOF UPLIFT PRESSURES LISTED AREGROSS PRESSURES. A MIN DEAD LOAD OF9.0 PSF MAY BE APPLIED.

-23.6+21.8

-20.4+18.6

-18.1+16.3

-22.6+18.6

-18.1+16.3

ROOF

WALLS

ZONE 10 SF 100 SF 500 SF

N/A

a = 6.0 ft.

1

1

22o

2 2

22o

a

3o 3

2

3

2

2o

2o

a 3o

3o

1

2

2

2o

3o

3o

3

3

OVERHANGS,CANOPIES, ETC.

ROOF PLAN (GENERIC BUILDING SHOWN)

WALLS (GENERIC BUILDING SHOWN)

PARAPET

44

5 5

5

5

5p

5p

4p

a

a

WIND PRESSURE DIAGRAMS

N/A N/A N/A

N/AN/A

-29.0+21.8

+16.0-22.4-30.1-36.1-32.9-28.3

+16.0-21.8-25.8-25.8-32.3-16.1

#9

#7

#8

#5

#6

#3

#4

CMU SPLICE AND DEVELOPMENT LENGTHS

BARSIZE

LAPSPLICE

LENGTH,Ls

109

56

85

25

41

15

20

108

84

96

60

72

36

48

(ALL VALUES IN INCHES)f'm = 1,500 PSIfs = 32,000 PSI

CENTERED AT FACE

171

89

134

35

65

15

22

STD HOOKDEV

LENGTH,Lh

15

11

13

8

10

5

7

TENSION DEV LENGTH,Ld

DEVELO

PM

EN

TLEN

GTH

, Ld

LAP S

PLIC

ELEN

GTH

, Ls

f'c = 3,000 PSI

17

22

28

33

48

55

62

70

78

93

124

#3

#4

#5

#6

#7

#8

#9

#10

#11

#14

#18

NOTES:1. NOTATIONS:

db: NOMINAL BAR DIAMETER (INCHES)

Ld: TENSION DEVELOMENT LENGTH (INCHES) FOR REINFORCEMENT SATISFYINGTHE FOLLOWING REQUIREMENTS:

SLABS AND WALLS: CLEAR SPACING > 2db, AND CONCRETE CLEAR COVER > dbBEAMS AND COLUMNS: CLEAR SPACING > db, AND CONCRETE CLEAR COVER > db

Lt: DEVELOPMENT LENGTH OF BARS IN THICK CONCRETE = 1.3 X Ld (INCHES)

Lb: DEVELOPMENT LENGTH OF BARS OR DOWELS IN COMPRESSION = 19 X db (INCHES)

Lc: TIED COLUMN LAP SPLICE IN COMPRESSION = 30 X db (INCHES)

Lcs: SPIRAL COLUMN LAP SPLICE IN COMPRESSION = 22.5 X db (INCHES)

Lsb: TYPICAL LAP SLICE LENGTH = 1.3 X Ld (INCHES)

Lsbt: LAP SPLICE LENGTH OF HORIZONTAL BARS IN THICK CONCRETE = 1.69 X Ld (INCHES)

2. MULTIPLY VALUES IN THE TABLE BY 1.5 IF CLEAR SPACING OR CONCRETE COVER DO NOTMEET THE REQUIREMENTS FOR Ld IN NOTE 1.

3. "HORIZONTAL BARS IN THICK CONCRETE" REFERS TO BARS WITH MORE THAN 12 INCHES OFFRESH CONCRETE CAST BELOW. THIS INCLUDES BEAMS, SLABS, FOUNDATIONS, AND WALLS.

4. THE DEVELOPMENT AND SPLICE LENGTHS ARE BASED ON REINFORCEMENT STRENGTH Fy = 60 KSI.

5. #14 AND #18 BARS SHALL NOT BE LAP SPLICED. SEE "GENERAL NOTES"

6. MULTIPLY VALUES IN THE TABLE BY 1.3 FOR USE WITH LIGHTWEIGHT AGGREGATE CONCRETE.

BAR

SIZELd

22

29

36

43

63

72

81

91

101

121

161

Lt Lsb Lsbt

22

29

36

43

63

72

81

91

101

--

--

28

38

47

56

81

93

105

118

131

--

--

15

19

24

29

42

48

54

61

67

81

108

#3

#4

#5

#6

#7

#8

#9

#10

#11

#14

#18

19

25

31

37

54

62

70

79

87

105

140

19

25

31

37

54

62

70

79

87

--

--

25

33

41

49

71

81

91

102

114

--

--

8

10

12

15

17

19

22

25

27

33

43

12

15

19

23

27

30

34

39

43

--

--

9

12

15

17

20

23

26

29

32

--

--

f'c = 4,000 PSI

BAR

SIZE Ld Lt Lsb Lsbt

ALL STRENGTHS

BAR

SIZE Lb Lc Lcs

#3

#4

#5

#6

#7

#8

#9

#10

#11

#14

#18

Chad Stewart & Associates, Inc.

800 S. Gay Street, Suite 1625 Knoxvil le, TN 37929

Phone 865−329−9920 CSAstructures.com

Memphis Nashvil le Knoxvil le

PROJECT NO:

ENGINEERING

S T A T E OF TENNES

S

EE

R E G

I S TER ED

ENGIIE ER

AGRICULTURE

COM MERC E

R

o.112 3 8

O B E

R A.HAINES

T

4 N

N

All Rights Reserved Jonathan Miller, Architect - Knoxville, Tennessee

Sheet Number:

Issue Date:

Revision Dates:

865-6

02-2

435 o

ffice

865-6

02-2

437 fax

419 N

. Fore

st Park

Blvd.

Knoxville, TN

37919

ww

w.jo

nath

anm

illera

rchite

cts

.com

2016/426

Callahan D

rive

Knoxville

, Tennessee

1 - 03/14/17OWNER VECHANGES

GENERAL N

OTES

S1.0

03/14/2017

MASTER B

ATTERY

03/14/2017

S1 .0 3/4" = 1 '-0"

1 CMU DEVELOPMENT & SPLICE LENGTH SCHEDULE

S1 .0 3/4" = 1 '-0"

2 TYPICAL CONCRETE DEVELOPMENT SPLICE SCHED

1

1

R17-0849

CONSTRUCTION JOINT

CONTRACTION JOINT

SAW JOINT @ 1/4 DEPTH OFSLAB AS SHOWN ON PLAN, TYP.

1/2”Ø X 14” SMOOTHDOWEL GREASED ATONE END @ 18” O.C.

W.W.F.,RE: PLAN

W.W.F.,RE: PLAN

MIN

.

6"

1 ' - 4"

CONT. FTG,RE: PLAN

ADD CORNER BAR TOMATCH FTG REINF.

2'-0"

2'-0"

FTG. REINF,RE: SCHEDULE

FTG. STEP - RE: PLANFOR LOCATION &T/FTG. EL.

BOTTOM BAR

MATCH BOTTOMBAR SIZE & SPACINGSTD. HOOK EA. END

2'-0" MIN.BETWEEN STEPS

1' - 4"

MIN.

TYPICAL FOOTING STEP3/4" = 1'-0"

TRANSVERSE BARS

COLUMN

ANCHOR BOLT

BASE PLATE ASREQUIRED BY P.E.M.B

FOOTING

TYPICAL ANCHOR ROD @ PEDESTALS LAYOUT1 1/2" = 1'-0"

PEDESTALEMBEDMENT

"H"

P.E.M.B ANCHOR BOLT EMBEDMENT

ANCHOR RODDIAMETER "D"

5/8"

3/4"

1"

18"

21"

21"

NOTES:1. P.E.M.B ANCHOR BOLTS MUST BE CAST-IN-PLACE AND SHALL BEEMBEDDED INTO FOUNDATION AS SHOWN ABOVE.2. MINIMUM ANCHOR ROD EMBEDMENTS ARE BASED ON CAST-IN-PLACE F1554 GRADE 36 ANCHOR RODS OR A307 ANCHOR BOLTS. IFBOLT GRADE DIFFERS, E.O.R MUST BE NOTIFIED.3. ANCHOR BOLT SIZES AND EMBEDMENT MUST BE COORDINATED W/P.E.M.B ENGINEER UPON RECEIPT OF COLUMN REACTIONS ANDANCHOR BOLT SIZES.4. IF PLAIN THREADED RODS ARE USED FOR ANCHOR BOLTS, PROVIDETYPICAL WASHER AND TACK-WELD NUT TO EMBEDDED END OFTHREADED RODS, TYP.5. HOOKED ANCHOR RODS MAY NOT BE USED.6. ADHESIVE ANCHOR EQUIVALENTS HAVE BEEN PROVIDED IF CAST-IN-PLACE ANCHOR RODS ARE IMPROPERLY PLACED. EPOXY ANCHORSSHALL NOT BE USED UNLESS IT IS NOT POSSIBLE TO USE CAST-IN-PLACE ANCHORS AND EOR MUST BE NOTIFIED PRIOR TO UTILIZING ANYADHESIVE ANCHORS FOR THE PEMB COLUMNS.

1/2" 12"

1. HAMMER DRILL THE CORRECT HOLE SIZE AND DEPTH2. WIRE BRUSH HOLE3. BLOW OUT HOLE TO REMOVE DUST4. INSTALL ROD PER MANUFACTURERS INSTRUCTIONS5. DO NOT LOAD ANCHORS UNTIL APROPRIATE SET TIMEHAS PASSED.

EPOXY ANCHORS BY SIMPSON AND EPCON AREACCEPTABLE. CONTRACTOR MUST FOLLOW ALLINSTRUCTION BY THE PARTICULAR MANUFACTURER USED.

REQUIRED EMBEDMENT FOR ADHESIVEANCHORS

ANCHOR ROD SIZE

3/4"1"

1 1/4"1 1/2"

SIZE OF HOLE

13/16"1 1/16"1 1/2"1 3/4"

EMBED DEPTH

10"12"12"12"

HOLE SIZE AND EMBED. DEPTH BASED ON HILTIADHESIVE ANCHOR SYSTEM.

INSTRUCTIONS FOR ADHESIVE ANCHORS:

PROJECTION"P"

CONCRETE PEDESTALRE: PLAN FORREQUIREMENTS &LOCATIONS

TOTALANCHOR RODLENGTH, "L"

P +SH + H + 1.5"RE: PEMB

RE: PEMB

RE: PEMB

RE: PEMB

THICKENEDSLAB HEIGHT,

"SH"

0'-8"

0'-8"

0'-8"

0'-8"

COLUMN

ANCHOR BOLT

BASE PLATE W/ ORW/OUT GROUT ASREQUIRED BY P.E.M.B

TYPICAL ANCHOR ROD LAYOUT1 1/2" = 1'-0"

EMBEDMENT"H"

P.E.M.B ANCHOR BOLT EMBEDMENT

ANCHOR RODDIAMETER "D"

5/8"

3/4"

1"

12"

21"

21"

1/2" 9"

PROJECTION"P"

RE: PEMB

RE: PEMB

RE: PEMB

RE: PEMB

TOTALANCHOR RODLENGTH, "L"

P + H +1.5"

"P"

"SH"

"H"

1.5", TYP.

P + SH + H + 1.5"

P + SH + H + 1.5"

P + SH + H + 1.5"

TOTAL LENGTH, "L"

"P"

"H"

1 1/2", TYP.

1 1/2" COVER

TOTAL LENGTH, "L"

S LABE

D G

E

2' - 0", T

Y P.

S LABE

D G

E

8",T

YP .

P + H +1.5"

P + H +1.5"

P + H +1.5"

RE: 5/S4.0 FOR EMBEDMENT DEPTH REQUIREMENT ATINTERIOR FOOTINGS

PEDESTAL NOTES:1) PEDESTAL REINFORCEMENT SHOWN SHALL BE PROVIDEDTO ENCOMPASS ALL P.E.M.B ANCHOR RODS & BASEPLATES.FIELD VERIFY ACTUAL COLUMN & ANCHOR ROD LOCATIONS FORPROPER PEDESTAL REINFORCEMENT PLACEMENT.

2) T/PEDESTAL EL. = -0'-8", U.N.O.

3) T/ PEDESTAL P2 & P3 EL = 0'-0"

P1

P.E.M.B COLUMN PEDESTAL

1' -

6"

2' - 0"

(9)-#4 VERT. W/ #4 TIES ASSHOWN @ 8" O.C. PROVIDE#4 TIES @ 4" O.C. AROUNDHEADED STUDS & ANCHORRODS

P2

CONC.PEDESTAL

COL. BASEPLATE,BY PEMB MANF.

P.E.M.B COLUMN PEDESTAL

BACK OF PEDESTAL TOALIGN W/ SLAB EDGE, T YP

9 "

P3

P.E.M.B COLUMN PEDESTAL

GRID

PEDESTAL P2 SHALL BE CASTMONOLITHICALLY W/ SLABAND THE TOP OF THEPEDESATL SHALL BE AT 0'-0".

CMU WALL,RE: PLAN

1' -

6 "

2' - 0"

(9)-#4 VERT. W/ #4 TIES ASSHOWN @ 8" O.C. PROVIDE#4 TIES @ 4" O.C. AROUNDHEADED STUDS & ANCHORRODS

CONC.PEDESTAL

COL. BASEPLATE,BY PEMB MANF.

BACK OF PEDESTAL TOALIGN W/ SLAB EDGE, T YP

9 "

GRID

CMU WALL,RE: PLAN

1'-

6"

2' - 0"

(9)-#4 VERT. W/ #4 TIES ASSHOWN @ 8" O.C. PROVIDE#4 TIES @ 4" O.C. AROUNDHEADED STUDS & ANCHORRODS

CONC.PEDESTAL

COL. BASEPLATE,BY PEMB MANF.

BACK OF PEDESTAL TOALIGN W/ SLAB EDGE, T YP

9 "

GRID

PEDESTAL P3 SHALL BE CASTMONOLITHICALLY W/ SLAB ANDTHE TOP OF THE PEDESATLSHALL BE AT 0'-0".

CMU WALL,RE: PLAN

1' - 2"

GRID

P4

P.E.M.B COLUMN PEDESTAL

1 '-6

"

2' - 0"

(9)-#4 VERT. W/ #4 TIES ASSHOWN @ 8" O.C. PROVIDE#4 TIES @ 4" O.C. AROUNDHEADED STUDS & ANCHORRODS

CONC.PEDESTAL

COL. BASEPLATE,BY PEMB MANF.

BACK OF PEDESTAL TOALIGN W/ SLAB EDGE, T YP

9 "

GRID

CMU WALL,RE: PLAN

1' - 2"

GRID

LIGHT GAGESTUD WALL,RE: PLAN

LIGHT GAGE TO PEMB ROOF

METAL DECK

CONT. 18 GA. TRACK,FASTENED TO EA. STUD W/ (1)-#10 SCREW IN EA. LEG. (DO NOTATTACH TRACK TO DECK)

250S162-43 STUD @ 48"O.C., ANCHOR TO METALBUILDING PURLIN W/ 2-#10TEK SCREW TYP.

ANCHOR EA. BRACE TOVERT. STUD W/(3) #10SCREWS, MIN.

FIRE CAULK ASREQUIRED,RE: ARCH.

INT. SHEATHING,RE: ARCH.

EXTEND STUDS & SHEATHINGTO DECK AND PROVIDE CONT.TRACK AS SHOWN AT ALLFIRE RATED WALLS.

TYPICAL CONTROL JOINTIN MASONRY WALLSCALE = 3/4"=1'-0"

TYPICAL MASONRYREINFORCING, RE:GENERAL NOTES

PROVIDE (2)-#5 IN FULLYGROUTED CELLS EA. SIDEOF CONTROL JOINT, FULLHEIGHT OF WALL.

JOINT STABILIZATIONANCHOR @ 32" O.C.

RAKE AND CAULK. TYPICAL MASONRYREINFORCING, RE:GENERAL NOTES.

RAKE ANDCAULK, TYP.

JOINT STABILIZATIONANCHORS @ 32" O.C.

PROVIDE (2)-#5 IN FULLY GROUTEDCELLS EA. SIDE OF CONTROLJOINT, FULL HEIGHT OF WALL.

TYPICAL CONTROL JOINT INMASORY WALL INTERSECTION

SCALE = 3/4" = 1'-0"

NOTES:1. RE: ARCH. DWGS. FOR LOCATIONOF CONTROL JOINTS AND EXPANSION JOINTS

(1)-#5 FULL HEIGHT INFULLY GROUTED CELL

TYPICAL WALL OPENINGSCALE = 3/4" = 1'-0"

OPENING

WINDOW OR DOOR

ADD (1)-#5 FULL HEIGHT WHENOPENING EXCEEDS 5'-0"

ADD (1)-#5 FULL HEIGHT WHENOPENING EXCEEDS 10'-0"

NOTE: OPENING REINFORCEMENT TYPICAL U.N.O. ON PLAN

Chad Stewart & Associates, Inc.

800 S. Gay Street, Suite 1625 Knoxvil le, TN 37929

Phone 865−329−9920 CSAstructures.com

Memphis Nashvil le Knoxvil le

PROJECT NO:

ENGINEERING

ST A

T E OF TENNE S S

EE

R E G

I S TE RED

ENGIIE ER

AGRICULTURE

COM M E RC E

R

o.1 12 3 8

O

B ER A.HAINES

T

4N

N

All Rights Reserved Jonathan Miller, Architect - Knoxville, Tennessee

Sheet Number:

Issue Date:

Revision Dates:

865-6

02-2

435 o

ffice

865-6

02-2

437 fax

419 N

. Fore

st Park

Blvd.

Knoxville, TN

37919

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illera

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Callahan D

rive

Knoxville

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TYPIC

AL D

ETAIL

S

S1.1

07/27/2016

MASTER B

ATTERY

07/27/2016

S1 .1 3/4" = 1 '-0"

1 TYPICAL CONTROL JOINT DETAILS

S1.1 3/4" = 1 '-0"

2 TYPICAL CORNER BAR DETAIL

S1 .1 3/4" = 1 '-0"

3 TYPICAL FOOTING STEP

S1 .1 1 1/2" = 1 '-0"

5 P.E.M.B. ANCHOR ROD SCHEDULE

S1.1 3/4" = 1 '-0"

6 TYP. CONCRETE PEDESTAL

S1.1 3/4" = 1 '-0"

4 WALL BRACING TO P.E.M.B

S1.1 3/4" = 1 '-0"

7 TYPICAL MASONRY DETAILS R17-0849

D

C

B

A

1 2 3 4 5

8 1

/4".

19 ' -

3"

2 0' - 0"

1 9'-

3"

81

/4".

1 ' - 2" 23' - 10" 25' - 0" 25' - 0" 23' - 10"

1' - 2"

C.7P2

F114

P3

F66

P2

F66

P2

F54 F66

P3 P2

F36

P2

P2

F36

W24 W24 W24 W24

B.2

W 24

W 24

F36

P2

F66

P1

F54

P4P1

F66

W 24

P1

F66

P4 F54

6" CONC. SLAB -ON-GRADE W/ #3 BARS@ 16" O.C. EA. WAY OVER VAPORBARRIER & 4" GRANULAR FILLT/SLAB EL= EL = 0'-0"

W 2 4

W 24

CONTROL JOINTS @13'-0" O.C. MAX, TYP.

1

S3.0

60.00° , TYP.

#5 HAIRPIN, TYP.

20 ' - 0

", T Y P .

5 8'-

6 "

97' - 8"

5 '-

3"

14'-

0"

14'-

0"

6'-

0"

19'-

3"

10'- 0" ,TYP.

6 0.0

0°

4 5.0 0

°

T/CMU WALLEL = 3'-0"

1 0 ' - 0

"

CONCRETE SIDEWALK,RE: CIVIL

6

S3.0

8" CMU STEM WALL, TYP.RE: SCHED.

INDICATES CROSSBRACING, TYP.

8" CMU STEM WALL, TYP.RE: SCHED.

8" CMU STEM WALL,TYP. RE: SCHED

CROSS BRACINGBY P.E.M.B. MANUF.

8" CMU STEM WALL,TYP. RE: SCHED.

4

S3.0

SIM.

6

S3.0SIM

.

4

S3.0

1

S3.0

PAVINGRE: CIVIL

1 0 '-0

"

CROSS BRACINGBY P.E.M.B. MANUF.

A.8

F36

P2

S

-2'-0"

-3'-4"

SLAB PERCIVIL

SLAB PERCIVIL

W24 W24 W24 W24

1

S3.0

6

S3.0 SIM

1

S3.0

3

S3.1

FOUNDATION PLAN NOTES:

1. ELEVATIONS ARE BASED ON TOP OF SLAB DATUM EL 0'-0".

2. T/ EXTERIOR FOOTING ELEVATION = -2'-0", U.N.O

3. FOR DESIGN CRITERIA, GENERAL NOTES, AND TYPICALDETAILS, RE: GENERAL NOTES SHEET.

4. FOR ELEVATIONS, WALL SECTIONS, AND DIMENSIONS NOTSHOWN, RE: ARCHITECTURAL DRAWINGS.

5. PRE-ENGINEERED METAL BUILDING FOUNDATION SIZES AREPRELIMINARY. FINAL FOUNDATION SIZES WILL BE BASED ONFINAL REACTIONS SUBMITTED BY METAL BUILDING SUPPLIER.

S

6. RE: 1/S1.1 FOR TYPICAL SLAB-ON-GRADE CONTROL & CONSTRUCTIONJOINT DETAILS.

7. RE: 2/S1.1 FOR TYPICAL FOOTING CORNER BAR REQUIREMENTS

8. DENOTES FOOTING STEP, RE: 3/S1.1 FOR TYPICAL FOOTING STEP REQUIREMENTS

9. P# DENOTES CONCRETE PEDESTAL, RE: 5/S1.1 FOR TYPICAL CONC.PEDESTAL REQUIREMENTS.

10. DENOTES 8” CMU WALL, RE” GENERAL NOTES FORREINFORCEMENT

STEM WALL SCHEDULE STEM WALL HEIGHT "H"

5'-4"

4'-0" AND LESS

VERT. WALL REINF.

#5 @ 32" O.C.

#5 @ 48" O.C.

PLACEMENT

CENTER

CENTER

Chad Stewart & Associates, Inc.

800 S. Gay Street, Suite 1625 Knoxvil le, TN 37929

Phone 865−329−9920 CSAstructures.com

Memphis Nashvil le Knoxvil le

PROJECT NO:

ENGINEERING

STA

T E OF TENNE S S

EE

R E G I S

T ERED ENGII E

ER

AGRICULTURE

COMMERC E

R

o.11238

O

B ER A. HAIN ES

T

4 N

N

All Rights Reserved Jonathan Miller, Architect - Knoxville, Tennessee

Sheet Number:

Issue Date:

Revision Dates:

865-6

02-2

435 o

ffice

865-6

02-2

437 fax

419 N

. Fore

st Park

Blvd.

Knoxville, TN

37919

w ww

.jonath

anm

illera

rchitects

.com

2016/426

Callahan D

rive

Knoxville

, Tennessee

1 - 03/14/17OWNER VECHANGES

FO

UNDATIO

N P

LAN

S2.0

03/14/2017

MASTER B

ATTERY

03/14/2017

S2.0 1/4" = 1 '-0"

1 FOUNDATION PLAN

FOOTING SCHEDULEMARK SIZE REINFORCING

F36 3'-0" X 3'-0" X 1'-4" (4)-#5 X 2'-6" E.W.

F54 4'-6" X 4'-6" X 1'-4" (5)-#5 X 4'-0" E.W.

F66 5'-6" X 5'-6" X 1'-4" (6)-#5 X 5'-0" E.W.

F114 9'-6" X 4'-6" X 1'-4" (6)-#5 X 4'-0" LONG T&B & (11)-#5 X 9'-0" SHORT T&B

W24 2'-0"X1'-4"XCONT. (3)-#5 CONT. W/ #5 X 1'-6" TRANS. @ 1'-4" O.C.

1

1

1

1

1

R17-0849

FOUNDATION PLAN 0' - 0"

D

P.E.M.B. COL.,RE: PLAN

BASEPLATE &ANCHOR BOLTS BYP.E.M.B. ENG., TYP.

METAL BUILDINGGIRT BY P.E.M.B. MFR.RE: ARCH FOR ELEVATION.

HAIRPIN,RE: PLAN

CONC. SLAB,RE: PLAN

CONC.PEDESTAL,RE: PLAN

#5 BARCONT.

3" MIN., TYP.

GRID

R E

:G

ENN

OTES

LA PL

EN G

T H

3' - 0"T/CMU WALL EL.

RE: ARCH

12" CMU BOND BEAMW/ (2) # 5 CONT.

GRANULAR FILL

R E

:SC

H ED.

FTG

. D EPT H

RE: SCHEDULE

FTG. WIDTH

8" CMU WALL,RE: PLAN

CMU WALL REINF.,RE: SCHED.

CONCRETE PEDESTALWITHIN SLAB, RE: PLAN

FTG. REINF.RE: SCHED.

ANCHOR ROD EMBED., RE: 5/S1.1

VAPOR BARRIER

1 '- 4 " M

IN .

FOUNDATION PLAN0' - 0"

A

T/CMU WALL EL.

RE: ARCH

12" CMU BOND BEAMW/ (2) # 5 CONT.

8" CMU WALL,RE: PLAN

CMU WALL REINF.,RE: SCHED.

CONC. SLABRE: PLAN

VAPOR BARRIER

GRANULAR FILL

J-BLOCK

FTG REINF.,RE: SCHED

#5 HOOK BAR @EA. VERTICAL

24"

24"

METAL BUILDINGGIRT BY P.E.M.B. MFR.RE: ARCH FOR ELEVATION.

P.E.M.B. COL. BEYOND,RE: PLAN

GRID

CONC. SIDEWALKRE: CIVIL

RE: SCHED

FTG WIDTH

R E:SCH

E D

F TG

D E P TH

#5 BAR CONT.

M IN

.

1 ' -4"

8" CMU WALLGROUT SOLID

FOUNDATION PLAN0' - 0"

A

O.H. DOOR, RE: ARCHSTANDARD DOOR AT SIM

CONCRETE SLAB,RE: CIVILNO SLAB AT SIM, TYP.

FTG REINF.RE: SCHED

8" CMU WALLGROUT SOLID

#5 "Z" BAR,SPACING PERSTEM WALLSCHED.

24"

34"

CONC. SLABRE: PLAN

CMU WALL REINF.RE: SCHED.

WALL BEYOND

M IN

.

1 ' -4"

RE:SC

HED.

FT G

D E P T H

RE: SCHED

FTG WIDTH

STD. HOOK

#5 BAR CONT

Chad Stewart & Associates, Inc.

800 S. Gay Street, Suite 1625 Knoxvil le, TN 37929

Phone 865−329−9920 CSAstructures.com

Memphis Nashvil le Knoxvil le

PROJECT NO:

ENGINEERING

S T A T E OF TENNE S S

EE

R E G

I S TERED

ENGIIEER

AGRICULTURE

COM ME RC E

R

o.1 12 3 8

O

B ER A.HAINES

T

4N

N

All Rights Reserved Jonathan Miller, Architect - Knoxville, Tennessee

Sheet Number:

Issue Date:

Revision Dates:

865-6

02-2

435 o

ffice

865-6

02-2

437 fax

419 N

. Fore

st Park

Blvd.

Knoxville, TN

37919

w ww

.jonath

anm

illera

rchitects

.com

2016/426

Callahan D

rive

Knoxville

, Tennessee

1 - 03/14/17OWNER VECHANGES

SECTIO

NS &

DETAIL

S

S3.0

03/14/2017

MASTER B

ATTERY

03/14/2017

S3.0 3/4" = 1 '-0"

1 SECTION

S3.0 3/4" = 1 '-0"

2 SECTION

S3.0 3/4" = 1 '-0"

3 SECTION

S3.0 3/4" = 1 '-0"

5 STAIR SECTION

S3.0 3/4" = 1 '-0"

4 SECTION

S3.0 3/4" = 1 '-0"

6 SECTION

NOT I N U

SE

NOT I N U

SE

NOTIN

USE

1 1

1

1 1

R17-0849

SEE PLAN

T/SLAB ELCONC. SLAB OR PAVEMENT,RE: CIVIL

FTG REINF.RE: SCHED

8" CMU WALL

#5 "Z" BARSPACING PERSTEM WALLSCHED.

24"

34"

CONC. SLABRE: PLAN

CMU WALL REINF.RE: SCHED.

1 '-4"

STANDARD BAR

R E:S C

HED .

FT G

D E P T H

RE: SCHED

FTG WIDTH

METAL PANEL BYPEMB MFR, TYP

GIRT BY PEMBMFR, TYP

ANGLE BYPEMB MFR, TYP

#5 CONT

Chad Stewart & Associates, Inc.

800 S. Gay Street, Suite 1625 Knoxvil le, TN 37929

Phone 865−329−9920 CSAstructures.com

Memphis Nashvil le Knoxvil le

PROJECT NO:

ENGINEERING

STA T E OF TENN E S S

EE

RE G

I S TERED

ENGIIE ER

AGRICULTURE

COM MERCE

R

o.1123 8

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N

All Rights Reserved Jonathan Miller, Architect - Knoxville, Tennessee

Sheet Number:

Issue Date:

Revision Dates:

865-6

02-2

435 o

ffice

865-6

02-2

437 fax

419 N

. Fore

st Park

Blvd.

Knoxville, TN

37919

w ww

.jonath

anm

illera

rchitects

.com

2016/426

Callahan D

rive

Knoxville

, Tennessee

1 - 03/14/17OWNER VECHANGES

SECTIO

NS &

DETAIL

S

S3.1

03/14/2017

MASTER B

ATTERY

03/14/2017

S3.1 3/4" = 1 '-0"

1 RETAINING WALL

S3.1 1 1 /2" = 1 '-0"

2 THICKENED SLAB EDGE

NOT I N U

SE NOT I N U

SE

1

1

S3.1 3/4" = 1 '-0"

3 SECTION

1R17-0849