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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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anm
illera
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.com
2016/426
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
O
B ER 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
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