36C24918R0163-013.pdf

MISCELLANEOUS SYMBOLS

NORTH ARROW

GRIDLINES

EARTH

SECTION NUMBER

SHEET NUMBER

S101

S101

CALLOUT NUMBER

SHEET NUMBER

A

ELEVATION REFERENCE

LIMIT OF EXTENT

CONTINUOUS EXTENT

F ## COLUMN FOOTING NOTATION

GB ## GRADE BEAM NOTATION

P ## PIER NOTATION

B ## CONCRETE BEAM NOTATION

PC ## PILE CAP NOTATION

WF ## WALL FOOTING NOTATION

SHEAR WALL NOTATIONSW ##

BW ## BEARING WALL NOTATION

GRAVEL

Name

Elevation

TF ## TRENCH FOOTING NOTATION

FLOOR DRAIN

FD

N

20 GA. 3" ROOF DECK

DIRECTION OF SPAN

Drawing Title

Approved for Design Concept:

Project Title

Date

Location

Checked By:

Building Number

Project Number

Drawing Number

Drawn By:

Revisions: Date

MEMPHIS, TN

o n e e ig h th in c h o n e fo o t 1 th re e in c h e s o n e fo o t o n e a n d o n e h a lf in c h e s o n e fo o t o n e in c h o n e fo o t th re e q u a rt e rs in c h o n e fo o t o n e h a lf in c h o n e fo o t th re e e ig h th s in c h o n e fo o t o n e q u a rt e r in c h o n e fo o t

B

A

C

D

E

F

1 2 3 4 5 6 7 9

F

E

D

C

B

A

97 8654321

OFFICE OF

FACILITIES

MANAGEMENT

VA Project Number

FACILITY MANAGEMENT

DIVISION MANAGER

614-319

MEMPHIS VAMC

1030 JEFFERSON AVE, MEMPHIS, TN 38104

ARCHITECT/ENGINEERS:

MEP Engineer

APOGEE CONSULTING

GROUP

1151 Kildaire Farm Rd.

Suite 120 Cary, NC 27511

Tele: 919-858-7420

Functional Design

CARL WALKER INC.

3211 Internet Blvd., Suite 220 Frisco, TX 75034

Tele: 469-777-5143

905 N. CAPITOL AVE. SUITE 100 INDIANAPOLIS, IN. 46204

317.800.6388 WWW.GUIDONDESIGN.COM

SUSTAINABLE ARCHITECTURE + ENGINEERING

PROJECT LEAD

Architect, Structural Engineer, Civil Engineer

C U s e rs

\b th o m a s \D o c u m e n ts

\1 .1

-S

-M e m p h is

V A

-G a ra g e W

J T h o m a s .r v t

BID SET

SI001

WJTMAV

ABBREVIATIONS AND SYMBOLS

11/14/2016

15.1067CONSTRUCT PARKING GARAGE

ON WEST LOT

JST JOIST

JT JOINT

KB KNEE BRACE

KIP, K 1,000 POUNDS

KO KNOCK-OUT

KSI KIPS PER SQUARE INCH

L ANGLE OR LENGTH

LAB LABORATORY

LB POUND

LF LINEAL FOOT

LIN LINEAL, LINEAR

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LONGIT LONGITUDINAL

LP LOW POINT

LSLT LONG SLOTTED HOLE

LTWT LIGHT WEIGHT

MAS MASONRY

MATL MATERIAL

MAX MAXIMUM

MB MACHINE BOLT

MC MISCELLANEOUS CHANNEL

MECH MECHANICAL

MEMB MEMBRANE

MEP MECHANICAL/ ELECTRICAL/ PLUMBING

MFR MANUFACTURER

MIN MINIMUM

MISC MISCELLANEOUS

MO MASONRY OPENING

MULT MULTIPLE

N/A NOT APPLICABLE

NO NUMBER

NOM NOMINAL

NS NEAR SIDE

NTS NOT TO SCALE

OC ON CENTER

OD OUTSIDE DIAMETER

OF OUTSIDE FACE

OFD OVERFLOW DRAIN

OH OVERHEAD

OPNG OPENING

OPP OPPOSITE

OPPHD OPPOSITE HAND

ORIG ORIGINAL

OVS OVERSIZED HOLE

P PIER

PC PIER CAP OR PRECAST

PCC PRECAST CONCRETE

PERIM PERIMETER

PERM PERMANENT

PERP PERPENDICULAR

PJP PARTIAL JOINT PENETRATION

PL PLATE

PLF POUNDS PER LINEAL FOOT

PLYWD PLYWOOD

PREFAB PREFABRICATED

PREL PRELIMINARY

PREP PREPARATION, PREPARE

PROJ PROJECTION

PS PRESTRESSED

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

PSL PARALLEL STRAND LUMBER

PT POST-TENSIONED

R RADIUS

RD ROOF DRAIN

REF REFERENCE

REINF REINFORCEMENT, REINFORCE

REQD REQUIRED

RO ROUGH OPENING

SCH SCHEDULE

SECT SECTION

SF SQUARE FEET

SHT SHEET

SIM SIMILAR

SL SLOPE

SL-DN SLOPE DOWN

SL-UP SLOPE UP

SOG SLAB-ON-GRADE

SP SHEET PILING

SPA SPACES, SPACE

SPECS SPECIFICATIONS

SQ SQUARE

SS STAINLESS STEEL

SSLT SHORT SLOTTED HOLE

STD STANDARD

STIFF STIFFENER

STL STEEL

STRUC STRUCTURAL

SYM SYMMETRICAL

T & B TOP AND BOTTOM

T/ TOP OF

T/GB TOP OF GRADE BEAM

TBS MECHANICAL TENSION BUTT SPLICE

TEMP TEMPERATURE

TF TRENCH FOOTING

THRU THROUGH

TRANS TRANSVERSE

TYP TYPICAL

UL UNDERWRITERS' LABORATORY INC.

UNO UNLESS NOTED OTHERWISE

UT ULTRA-SONIC TEST

VERT VERTICAL

W WIDE FLANGE

W/ WITH

W/O WITHOUT

WD WOOD

WF WALL FOOTING

WP WORK POINT

WWF WELDED WIRE FABRIC

A/E ARCHITECT/ENGINEER

ACI AMERICAN CONCRETE INSTITUTE

ACP AUGER CAST PILE

ADDL ADDITIONAL

ADJ ADJACENT

AGGR AGGREGATE

AISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION

ALT ALTERNATE

ANSI AMERICAN NATIONAL STANDARDS INSTITUTE

APPROX APPROXIMATE

AR ANCHOR ROD

ARCH ARCHITECTURAL

ASTM AMERICAN SOCIETY FOR TESTING AND MATERIALS

AWS AMERICAN WELDING SOCIETY

B/ BOTTOM OF

BAL BALANCE

BD BOARD

BLDG BUILDING

BLK BLOCK

BLKG BLOCKING

BM BEAM

BOTT BOTTOM

BRG BEARING

BRKT BRACKET

BTWN BETWEEN

C STANDARD CHANNEL

CANT CANTILEVER

CC CENTER TO CENTER

CF COLD FORMED

CG CENTER OF GRAVITY

CIP CAST-IN-PLACE

CJ CONTROL JOINT OR CONSTRUCTION JOINT

CJP COMPLETE JOINT PENETRATION

CL CENTERLINE

CLR CLEARANCE, CLEAR

CMU CONCRETE MASONRY UNIT

COL COLUMN

CONC CONCRETE

CONN CONNECTION

CONST CONSTRUCTION

CONT CONTINUOUS

CONTR CONTRACTOR

CTR CENTER

CTRD CENTERED

CU FT CUBIC FEET

CU IN CUBIC INCH

CYD CUBIC YARD

CW CONCRETE WALL

DBL DOUBLE

DEG DEGREE

DEMO DEMOLITION, DEMOLISH

DEPT DEPARTMENT

DET DETAIL

DIA DIAMETER

DIAG DIAGONAL

DIAPH DIAPHRAGM

DIM DIMENSION

DN DOWN

DO DITTO

DP DRILLED PIER OR DEEP

DWG DRAWING

DWL DOWELS

EA EACH

EF EACH FACE

EJ EXPANSION JOINT

EL, ELEV ELEVATION

ELEC ELECTRICAL

ENCL ENCLOSURE

ENGR ENGINEER

EOD EDGE OF DECK

EOJ EDGE OF JOIST

EOS EDGE OF SLAB

EQ EQUAL

EQPT EQUIPMENT

ES EACH SIDE

EW EACH WAY

EX EXISTING

EXP EXPANSION

EXT EXTERIOR

FAB FROM ADJACENT BEAM

FD FLOOR DRAIN

FDN FOUNDATION

FIN FINISH

FLG FLANGE

FLR FLOOR

FS FOOTING STEP

FT FEET

FTG FOOTING

FTGD FOOTING DRAIN

FV FIELD VERIFY

GA GAUGE

GALV GALVANIZED

GB GRADE BEAM

GRND GROUND

GT GIRDER TRUSS

HAS, HS HEADED ANCHOR STUD

HK HOOK

HORIZ HORIZONTAL

HP HIGH POINT

HS HOLLOW STRUCTURAL SECTION

HT HIP TRUSS

HVAC HEATING, VENTILATION, AIR CONDITIONING

ID INSIDE DIAMETER

IF INSIDE FACE

IN INCH

INCL INCLUDE

INFO INFORMATION

INSUL INSULATION

INT INTERIOR

J/BRG JOIST BEARING

STRUCTURAL DRAWINGS ABBREVIATIONS

STRUCTURAL SHEET LIST

SHEET NUMBER SHEET NAME

SI001 ABBREVIATIONS AND SYMBOLS

SI002 LOAD MAPS

SI003 STRUCTURAL GENERAL NOTES

SB101 FOUNDATION PLAN

SB401 ENLARGED FOUNDATION PLANS

SB501 TYPICAL FOUNDATION SECTIONS AND DETAILS

SB502 FOUNDATION SECTIONS AND DETAILS

SB601 FOUNDATION SCHEDULES, SECTIONS AND DETAILS

SF101 SLAB-ON-GRADE PLAN

SF102 LEVEL 2 FRAMING PLAN

SF103 LEVEL 3 FRAMING PLAN

SF201 BUILDING ELEVATIONS

SF202 SHEARWALL ELEVATIONS AND SCHEDULES

SF203 PRECAST ELEVATIONS

SF401 ENLARGED FRAMING PLANS - STAIR #1 AND #2

SF501 TYPICAL FRAMING DETAILS

SF502 FRAMING SECTIONS AND DETAILS

SF901 ISOMETRIC VIEWS

1 2

A

B

3 4

C

5 6 7 8 9

A

B

D

B B

45 PSF

10 PSF

45 PSF

10 PSF

9.

9.

6,000 LBS ON AN AREA OF 1 SQUARE FOOT

6,000 LBS ON AN AREA OF 1 SQUARE FOOT

1'

9"

2'

PRECAST PANEL, COLUMN, WALL, OR

BARRIER CABLE

NOTES:

1. THE APPLIED HORIZONTAL LOAD CAN ACT IN ANY DIRECTION.

2. THE TWO CONDITIONS DO NOT ACT CONCURRENTLY. DESIGN FOR WORSE CASE CONDITION.

3. LOADS SHOWN ARE UNFACTORED LIVE LOADS.

FLOOR LOAD SCHEDULE

A

B

TYP FLOOR 5 NOTE 1

STAIRS 5

- 40 (NR) 0

100 (NR)

C ROOF 5 20

MARK

DEAD LOAD

(PSF)

DESCRIPTION

SDL

OCCUPANCY/USE

POINT LOAD

(LBS)

DESCRIPTION LIVE LOAD

(PSF)

SNOW LOAD (PSF)

SDL LL SL

NOTE 1

NOTE 1

NOTES:

1. SDL INDICATES SUPERIMPOSED DEAD LOAD AND IS DL IN ADDITION TO THE SELF WEIGHT OF THE PRIMARY STRUCTURAL SYSTEM.

2. (NR) INDICATES NON-REDUCIBLE LIVE LOAD.

D UPPER FLOOR 5 40 (NR)NOTE 1 -- --

10 MINIMUM BALANCED OR

SEE LOAD MAP (DRIFT +

BALANCED)

1 2

A

B

3 4

C

5 6 7 8 9

D

45 PSF

80 PSF

60 PSF

10 PSF

35 PSF

10 PSF

35 PSF

10 PSF

45 PSF

10 PSF

45 PSF

10 PSF

6.73'

35 PSF

10 PSF

10 PSF

45 PSF

60 PSF

10 PSF

60 PSF

10 PSF

15.61'

6.

45 PSF

10 PSF

9.

6.

15.61'

9.

6.

15.61'

9.

9.

.3 4'

1 2

A

B

3 4

C

5 6 7 8 9

C

C

26 PSF

10 PSF

4'

C

Drawing Title

Approved for Design Concept:

Project Title

Date

Location

Checked By:

Building Number

Project Number

Drawing Number

Drawn By:

Revisions: Date

MEMPHIS, TN

o n e e ig h th in c h o n e fo o t 1 th re e in c h e s o n e fo o t o n e a n d o n e h a lf in c h e s o n e fo o t o n e in c h o n e fo o t th re e q u a rt e rs in c h o n e fo o t o n e h a lf in c h o n e fo o t th re e e ig h th s in c h o n e fo o t o n e q u a rt e r in c h o n e fo o t

B

A

C

D

E

F

1 2 3 4 5 6 7 9

F

E

D

C

B

A

97 8654321

OFFICE OF

FACILITIES

MANAGEMENT

VA Project Number

FACILITY MANAGEMENT

DIVISION MANAGER

614-319

MEMPHIS VAMC

1030 JEFFERSON AVE, MEMPHIS, TN 38104

ARCHITECT/ENGINEERS:

MEP Engineer

APOGEE CONSULTING

GROUP

1151 Kildaire Farm Rd.

Suite 120 Cary, NC 27511

Tele: 919-858-7420

Functional Design

CARL WALKER INC.

3211 Internet Blvd., Suite 220 Frisco, TX 75034

Tele: 469-777-5143

905 N. CAPITOL AVE. SUITE 100 INDIANAPOLIS, IN. 46204

317.800.6388 WWW.GUIDONDESIGN.COM

SUSTAINABLE ARCHITECTURE + ENGINEERING

PROJECT LEAD

Architect, Structural Engineer, Civil Engineer

C U s e rs

\b th o m a s \D o c u m e n ts

\1 .1

-S

-M e m p h is

V A

-G a ra g e W

J T h o m a s .r v t

BID SET

SI002

WJTMAV

LOAD MAPS

11/14/2016

15.1067CONSTRUCT PARKING GARAGE

ON WEST LOT

SCALE: 3/64" = 1'-0"SI002

1 LEVEL 2 LOAD MAP

SCALE: 1/2" = 1'-0"SI002

3 TYPICAL PRECAST PANEL VEHICLE BARRIER LOADING DIAGRAM

DESIGN DATA

THE BUILDING STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH THE

2015 INTERNATIONAL BUILDING CODE.

SEE LOAD MAPS FOR FLOOR LOADING CRITERIA.

SNOW LOAD DESIGN DATA

1. GROUND SNOW LOAD (PG) = 10 PSF

2. LOW-SLOPE ROOF SNOW LOAD (PF) = 10 PSF

3. SNOW EXPOSURE FACTOR (CE) = 0.9

4. THERMAL FACTOR (CT) = 1.0

5. SNOW LOAD IMPORTANCE FACTOR (IS) = 1.0

WIND LOAD DESIGN DATA

1. BASIC WIND SPEED (3-SECOND GUST) = 115 MPH

2. WIND EXPOSURE = B

3. WIND DESIGN PRESSURE (P) = VARIES WITH HEIGHT AND LOCATION

EARTHQUAKE DESIGN DATA

1. SHORT PERIOD SPECTRAL RESPONSE (SS) = 1.289

2. 1-SECOND SPECTRAL RESPONSE (S1) = 0.354

3. SEISMIC IMPORTANCE FACTOR (IE) = 1.0

4. OCCUPANCY CATEGORY = II

5. SEISMIC DESIGN CATEGORY = D

6. SITE CLASSIFICATION = D

7. SHORT PERIOD SPECTRAL RESPONSE COEFFICIENT (SDS) = 0.859

8. 1-SECOND SPECTRAL RESPONSE COEFFICIENT (SD1) = 0.399

9. BASIC STRUCTURAL SYSTEM / SEISMIC RESISTING SYSTEM: INTERMEDIATE PRECAST SHEAR WALLS

10. ANALYSIS PROCEDURE UTILIZED = EQUIVALENT LATERAL FORCE PROCEDURE

11. RESPONSE MODIFICATION COEFFICIENT (R) = 4.0

12. SEISMIC RESPONSE COEFFICIENT (AFTER VERTICAL EXPANSION): EAST-WEST NORTH-SOUTH

(CS) = 0.182 (CS) = 0.215

SCALE: 3/64" = 1'-0"SI002

2 LEVEL 3 LOAD MAP

SCALE: 3/64" = 1'-0"SI002

5 ROOF LOAD MAP

Drawing Title

Approved for Design Concept:

Project Title

Date

Location

Checked By:

Building Number

Project Number

Drawing Number

Drawn By:

Revisions: Date

MEMPHIS, TN

o n e e ig h th in c h o n e fo o t 1 th re e in c h e s o n e fo o t o n e a n d o n e h a lf in c h e s o n e fo o t o n e in c h o n e fo o t th re e q u a rt e rs in c h o n e fo o t o n e h a lf in c h o n e fo o t th re e e ig h th s in c h o n e fo o t o n e q u a rt e r in c h o n e fo o t

B

A

C

D

E

F

1 2 3 4 5 6 7 9

F

E

D

C

B

A

97 8654321

OFFICE OF

FACILITIES

MANAGEMENT

VA Project Number

FACILITY MANAGEMENT

DIVISION MANAGER

614-319

MEMPHIS VAMC

1030 JEFFERSON AVE, MEMPHIS, TN 38104

ARCHITECT/ENGINEERS:

MEP Engineer

APOGEE CONSULTING

GROUP

1151 Kildaire Farm Rd.

Suite 120 Cary, NC 27511

Tele: 919-858-7420

Functional Design

CARL WALKER INC.

3211 Internet Blvd., Suite 220 Frisco, TX 75034

Tele: 469-777-5143

905 N. CAPITOL AVE. SUITE 100 INDIANAPOLIS, IN. 46204

317.800.6388 WWW.GUIDONDESIGN.COM

SUSTAINABLE ARCHITECTURE + ENGINEERING

PROJECT LEAD

Architect, Structural Engineer, Civil Engineer

C U s e rs

\b th o m a s \D o c u m e n ts

\1 .1

-S

-M e m p h is

V A

-G a ra g e W

J T h o m a s .r v t

BID SET

SI003

WJTMAV

STRUCTURAL GENERAL NOTES

11/14/2016

15.1067CONSTRUCT PARKING GARAGE

ON WEST LOT

GENERAL

THE STRUCTURE HAS BEEN DESIGNED FOR THE IN-SERVICE LOADS ONLY. THE METHODS, MEANS, PROCEDURES, AND SEQUENCES OF CONSTRUCTION ARE THE RESPONSIBILITY OF THE CONTRACTOR. THE STRUCTURE IS DESIGNED TO BE SELF-SUPPORTING AND STABLE AFTER THE BUILDING IS COMPLETE. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE ERECTION PROCEDURES AND SEQUENCE TO INSURE SAFETY OF THE BUILDING AND ITS COMPONENTS DURING ERECTION. THIS INCLUDES THE ADDITION OF

NECESSARY SHORING, SHEETING, TEMPORARY BRACING, GUYS, TIEDOWNS, ETC.

THE STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH CIVIL, ARCHITECTURAL, MECHANICAL, ELECTRICAL AND PLUMBING DRAWINGS AND SPECIFICATIONS.

THE GENERAL NOTES ON THE DRAWINGS ARE TO BE USED IN CONJUNCTION WITH THE FULL WRITTEN MATERIAL SPECIFICATIONS (IF ANY) FOR THE PROJECT. IF A DISCREPANCY OCCURS BETWEEN THE NOTES

AND THE FULL SPECIFICATIONS, THE MORE STRINGENT REQUIREMENT SHALL APPLY.

NO PENETRATIONS THROUGH STRUCTURAL ELEMENTS, OTHER THAN THOSE SHOWN ON THE DRAWINGS, SHALL BE MADE WITHOUT THE APPROVAL OF THE STRUCTURAL ENGINEER.

CONCRETE MIX DESIGN SUBMITTAL

THE CONTRACTOR SHALL SUBMIT FOR THE REVIEW OF THE STRUCTURAL ENGINEER A MIX DESIGN FOR EACH PROPOSED CLASS OF CONCRETE. EACH MIX DESIGN SHALL BE IDENTIFIED BY A MIX NUMBER OR OTHER UNIQUE IDENTIFICATION. THE CONTRACTOR SHALL NOT VARY FROM THE MIX DESIGNS NOR USE

ANY CONCRETE OTHER THAN THE APPROVED MIX DESIGNS WITHOUT THE APPROVAL OF THE

STRUCTURAL ENGINEER. MIX DESIGN SUBMITTALS SHALL INCLUDE THE FOLLOWING INFORMATION:

1. MIX DESIGN NUMBER OR UNIQUE IDENTIFICATION AND INTENDED LOCATION OF PLACEMENT.

2. CEMENT TYPE, PROPORTION AND NAME OF MANUFACTURER.

3. FLY ASH PROPORTION (WHEN USED), LABORATORY ANALYSIS CERTIFICATION, AND NAME AND LOCATION

OF SUPPLIER.

4. COURSE AGGREGATE PROPORTION, GRADATION REPORT, NAME AND LOCATION OF SUPPLIER.

5. FINE AGGREGATE PROPORTION, GRADATION REPORT, NAME AND LOCATION OF SUPPLIER.

6. MIXING WATER PROPORTION AND SOURCE.

7. ADMIXTURE DOSAGES, PRODUCT NAME(S) AND MANUFACTURER NAME(S).

8. FIBER REINFORCEMENT DOSAGE (WHEN USED), PRODUCT NAME AND MANUFACTURER NAME.

9. DESIGN 28-DAY COMPRESSIVE STRENGTH (F'C).

10. DESIGN SLUMP RANGE.

11. DESIGN AIR-ENTRAINMENT (FOR CONCRETE REQUIRING ENTRAINED AIR).

12. STATISTICAL ANALYSIS OF LABORATORY STRENGTH TEST DATA IN ACCORDANCE WITH "STANDARD

DEVIATION" DETERMINATION OUTLINED IN ACI 318.

SHOP DRAWING SUBMITTALS

THE CONTRACTOR SHALL PREPARE DETAILED SHOP DRAWINGS TO ENABLE HIM TO FABRICATE, ERECT AND CONSTRUCT ALL PARTS OF THE WORK IN ACCORDANCE WITH THE DRAWINGS AND SPECIFICATIONS. THESE SHOP

DRAWINGS WILL BE

REVIEWED FOR GENERAL COMPLIANCE WITH THE DESIGN INTENT ONLY. THE CONTRACTOR IS RESPONSIBLE FOR ALL

DIMENSIONS, ACCURACY AND FIT OF WORK.

ALL SHOP DRAWINGS SHALL BE REVIEWED BY THE CONTRACTOR PRIOR TO SUBMITTAL TO THE STRUCTURAL ENGINEER. DRAWINGS SUBMITTED WITHOUT CONTRACTOR'S REVIEW WILL BE RETURNED UNCHECKED.

SUBMIT HARD COPIES OR ELECTRONIC VERSIONS OF SHOP DRAWINGS. FOR HARD COPY OPTION, SUBMIT A MINIMUM OF TWO COPIES OF SHOP DRAWINGS TO THE STRUCTURAL ENGINEER FOR REVIEW (ONE COPY SHALL BE RETAINED

BY THE

STRUCTURAL ENGINEER). FOR ELECTRONIC OPTION, SUBMIT SHOP DRAWINGS IN ADOBE PDF FORMAT.

SUBMIT SHOP DRAWINGS FOR EACH OF THE FOLLOWING ITEMS:

1. CONCRETE REINFORCEMENT

2. CONCRETE MASONRY REINFORCEMENT

3. STRUCTURAL STEEL (INCLUDING DESIGN CALCULATIONS SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN THE

STATE WHERE THE PROJECT IS CONSTRUCTED FOR ALL CONNECTIONS NOT SPECIFICALLY DETAILED ON THE

DRAWINGS)

4. PRECAST CONCRETE COMPONENTS (PRECAST LINTELS, ARCHITECTURAL PRECAST)

5. METAL MESH SYSTEM (INCLUDING DESIGN CALCULATIONS AND CONNECTION DETAILS SEALED BY A PROFESSIONAL

ENGINEER REGISTERED IN THE STATE WHERE THE PROJECT IS CONSTRUCTED)

PRODUCT DATA SUBMITTALS

THE CONTRACTOR SHALL SUBMIT FOR APPROVAL PRODUCT DATA FOR THE SPECIFIC ITEMS LISTED BELOW. CONTRACTOR SHALL NOT USE PRODUCTS OTHER THAN THOSE SUBMITTED WITHOUT THE APPROVAL OF THE STRUCTURAL ENGINEER.

MANUFACTURER'S TRADE NAMES AND NUMBERS USED HEREIN ARE ONLY TO IDENTIFY COLORS, FINISHES, TEXTURES, AND PATTERNS AS A BASIS OF DESIGN. PRODUCTS OF AUTHORIZED EQUAL MANUFACTURER'S EQUIVALENT TO COLORS, FINISHES, TEXTURES, AND PATTERNS OF MANUFACTURERS LISTED THAT MEET REQUIREMENTS OF TECHNICAL SPECIFICATIONS IN EVERY RESPECT MAY BE ACCEPTABLE WITH SUBMITTAL OF A COMPLETED SUBSTITUTION REQUEST CONTAINING ALL PRODUCT DATA, TESTING AND ACTUAL

SAMPLES, AND UPON APPROVAL IN WRITING BY CONTRACTING OFFICER.

SUBMIT HARD COPIES OR ELECTRONIC VERSIONS OF PRODUCT DATA. FOR HARD COPY OPTION, SUBMIT A MINIMUM OF TWO COPIES OF PRODUCT DATA TO THE STRUCTURAL ENGINEER FOR REVIEW (ONE COPY SHALL BE RETAINED BY THE STRUCTURAL ENGINEER). FOR

ELECTRONIC OPTION, SUBMIT PRODUCT DATA IN ADOBE PDF FORMAT.

1. FIBER REINFORCEMENT FOR CONCRETE

2. DIAMOND PLATE DOWELS FOR SLABS ON GRADE

3. CONCRETE CURING COMPOUND

4. CONCRETE JOINT SEALANT

5. WATER STOPS

6. MASONRY JOINT REINFORCEMENT

7. EXPANSION ANCHORS

8. ADHESIVE ANCHORS

9. NON-SHRINK GROUT

FOUNDATIONS

FOUNDATION EXCAVATIONS AND SOIL RELATED WORK SHALL BE PERFORMED IN ACCORDANCE WITH THE GEOTECHNICAL REPORT

NUMBER A8165003 PREPARED BY TERRACON DATED APRIL 25, 2016.

FOUNDATIONS HAVE BEEN DESIGNED BASED ON ASSUMED ALLOWABLE CAPACITIES INDICATED BELOW. CONTRACTOR SHALL ENGAGE A LICENSED GEOTECHNICAL ENGINEER TO REVIEW THE SOIL CONDITIONS AT THE SITE AS NECESSARY TO CONFIRM THE ALLOWABLE CAPACITIES PRIOR TO PLACEMENT OF THE FOUNDATIONS. CONFIRMATION OF THE ACCEPTABILITY OF THE SOILS SHALL BE

REPORTED IN WRITING TO THE STRUCTURAL ENGINEER.

IF ACTUAL ALLOWABLE CAPACITIES ARE FOUND TO BE LESS THAN THE ASSUMED VALUES, THE CONTRACTOR SHALL NOTIFY THE STRUCTURAL ENGINEER IMMEDIATELY AND SHALL NOT PROCEED WITH FOUNDATION CONSTRUCTION WITHOUT REVIEW BY THE

STRUCTURAL ENGINEER.

FOOTING DESIGN NET ALLOWABLE BEARING PRESSURE:

FOOTINGS: NET TOTAL LOAD - 4,000 PSF

FOUNDATIONS AND SOILS RELATED WORK SHALL BE INSPECTED BY A LICENSED GEOTECHNICAL ENGINEER. WRITTEN FIELD REPORTS SHALL BE FORWARDED TO THE STRUCTURAL ENGINEER AS SOON AS THEY BECOME AVAILABLE.

FOUNDATION CONDITIONS NOTED DURING CONSTRUCTION, WHICH DIFFER FROM THOSE DESCRIBED IN THE GEOTECHNICAL REPORT, SHALL BE REPORTED TO THE STRUCTURAL ENGINEER AND GEOTECHNICAL ENGINEER BEFORE FURTHER

CONSTRUCTION IS ATTEMPTED.

EXCAVATIONS FOR SPREAD FOOTINGS, COMBINED FOOTINGS, CONTINUOUS FOOTINGS AND MAT FOUNDATIONS SHALL BE CLEANED AND HAND TAMPED TO UNIFORM SURFACE AND SHALL BE PROTECTED AND MAINTAINED UNIFORM UNTIL CONCRETE IS PLACED.

THE CONTRACTOR SHALL REFERENCE THE SPECIFICATION SECTION 316613 - RAMMED AGGREGATE PIERS FOR IMPLEMENTATION

OF GROUND IMPROVEMENT PROGRAM.

BELOW-GRADE WALLS

DO NOT BACKFILL AGAINST BELOW-GRADE CONCRETE (OR MASONRY) WALLS UNTIL THE CONCRETE (OR MASONRY

ASSEMBLAGE) HAS REACHED ITS 28-DAY COMPRESSIVE STRENGTH.

WHERE BACKFILL IS REQUIRED ON BOTH SIDES OF BELOW-GRADE WALLS, BACKFILL EVENLY ON EACH SIDE OF EACH WALL

TO PREVENT UNBALANCED SOIL LOADS AGAINST THE WALL.

UNLESS NOTED OTHERWISE, DO NOT BACKFILL AGAINST BASEMENT WALLS UNTIL THE BASEMENT AND GROUND FLOOR SLABS HAVE BEEN COMPLETELY INSTALLED AND REACHED THEIR 28-DAY COMPRESSIVE STRENGTH AND ALL FLOOR FRAMING AND SLAB CONNECTIONS TO THE BASEMENT WALLS HAVE BEEN COMPLETELY INSTALLED.

WHERE BASEMENT WALLS OCCUR, BACKFILL EVENLY ON ALL SIDES OF THE BUILDING TO PREVENT UNBALANCED SOIL

LOADS AGAINST THE BASEMENT STRUCTURE, UNLESS NOTED OTHERWISE.

SHORING/RE-SHORING

THE SHORING AND/OR RE-SHORING DESIGN FOR CONCRETE FRAME SYSTEMS IS THE RESPONSIBILITY OF THE CONTRACTOR. TEMPORARY SHORING FOR SLABS, BEAMS, AND GIRDERS SHALL BE ADEQUATE TO CARRY THE TOTAL WEIGHT OF THE SLAB-BEAM-GIRDER SYSTEM AND ANY TEMPORARY CONSTRUCTION LOADS TO BE IMPOSED ON THE STRUCTURAL SYSTEM. SHORING FOR A LEVEL SHALL NOT BE REMOVED UNTIL THE CONCRETE AT THAT LEVEL HAS ATTAINED THE SPECIFIED COMPRESSIVE STRENGTH (F'C). REMOVAL OF SHORING AND/OR RESHORING SHALL NOT CAUSE OVERSTRESSING OF ANY STRUCTURAL

ELEMENTS.

CONCRETE SLABS ON GRADE

SLABS ON GRADE SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE LATEST EDITION OF THE GUIDE FOR CONCRETE FLOOR AND SLAB

CONSTRUCTION (ACI 302.1R).

PLACE CONCRETE IN A MANNER SO AS TO PREVENT SEGREGATION OF THE MIX. DELAY FLOATING AND TROWELING OPERATIONS UNTIL THE CONCRETE HAS LOST SURFACE WATER SHEEN OR ALL FREE WATER. DO NOT SPRINKLE FREE CEMENT ON THE SLAB SURFACE.

PROVIDE CURING OF CONCRETE SLABS IMMEDIATELY AFTER FINISHING USING A SPRAYED ON DISSIPATING-RESIN LIQUID CURING COMPOUND CONFORMING TO ASTM C309, UNLESS NOTED OTHERWISE. ALL SCUFFS OR ABRASIONS TO THE CURING MEMBRANE SHALL BE RECOATED DAILY. OTHER CURING METHODS MAY BE USED

WITH APPROVAL BY THE STRUCTURAL ENGINEER.

UNLESS SHOWN OR NOTED OTHERWISE, PROVIDE CONTROL OR CONSTRUCTION JOINTS IN SLABS-ON-GRADE AT A MAXIMUM SPACING OF 36 TIMES THE SLAB THICKNESS. PROVIDE JOINTS AT ALL COLUMN LOCATIONS. LOCATE JOINTS TO ELIMINATE RE-ENTRANT CORNERS AND TO CREATE SQUARE OR RECTANGULAR

SECTIONS WITH MAXIMUM LONG SIDE TO SHORT SIDE RATIO OF 1.5 TO 1.

CONTROL JOINTS IN SLABS ON GRADE SHALL NOT RECEIVE JOINT FILLER MATERIAL UNLESS NOTED OTHERWISE.

REINFORCING STEEL

REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO ASTM A615 AND SHALL HAVE A MINIMUM YIELD

STRENGTH OF 60,000 PSI.

REINFORCING BAR DETAILING, FABRICATING, AND PLACING SHALL CONFORM TO THE LATEST EDITION OF THE FOLLOWING

STANDARDS: ACI 301, ACI 315, ACI 318 AND ACI DETAILING MANUAL (SP66).

UNLESS A GREATER AMOUNT OF COVER IS INDICATED ON THE DRAWINGS, PROVIDE THE FOLLOWING MINIMUM CONCRETE

COVER OVER REINFORCEMENT AS FOLLOWS:

CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3 INCHES

#6 BARS AND LARGER EXPOSED TO EARTH OR WEATHER: 2 INCHES

#5 BARS AND SMALLER EXPOSED TO EARTH OR WEATHER: 1-1/2 INCHES

BEAM AND COLUMN TIES, STIRRUPS AND SPIRALS: 1-1/2 INCHES

ELEVATED SLAB BARS NOT EXPOSED TO EARTH OR WEATHER: 3/4 INCH

REINFORCING STEEL SHALL NOT BE TACK WELDED, WELDED, HEATED OR CUT UNLESS INDICATED ON THE CONTRACT

DOCUMENTS OR APPROVED BY THE

STRUCTURAL ENGINEER.

WHERE LAP SPLICE LENGTHS ARE NOT SHOWN OR NOTED, PROVIDE A CLASS "B" LAP.

ALL 90 DEGREE AND 180 DEGREE BENDS SHOWN ON THE DRAWINGS SHALL BE STANDARD HOOKS, UNLESS NOTED

OTHERWISE.

PROVIDE CORNER BARS OF SAME SIZE AND SPACING AS HORIZONTAL BARS AT CORNERS OF ALL WALLS AND GRADE BEAMS.

LAP SPLICE CORNER BARS WITH

STRAIGHT BARS.

UNLESS OTHERWISE SHOWN OR NOTED, PROVIDE 2-#5 BARS (ONE EACH FACE) AROUND UNFRAMED OPENINGS IN CONCRETE WALLS AND GRADE BEAMS. PLACE BARS PARALLEL TO THE SIDES OF THE OPENING AND EXTEND 24" BEYOND

CORNERS.

FIBER REINFORCEMENT

FIBER REINFORCEMENT SHALL BE 3/4" LONG, VIRGIN (NON-RECYCLED) NYLON OR POLYPROPYLENE FIBERS, INTRODUCED INTO THE CONCRETE MIX AT THE BATCH PLANT, IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. DOSAGE SHALL BE 1.5

POUNDS PER CUBIC YARD OF CONCRETE.

CONCRETE TESTING

MAKE ONE SET OF TEST CYLINDERS IN ACCORDANCE WITH ASTM C31 FOR EACH DAY'S POUR AND FOR EACH 100 CUBIC YARDS.

EACH SET SHALL INCLUDE ONE SPECIMEN TESTED AT 7 DAYS, 2 SPECIMENS TESTED AT 28 DAYS AND ONE SPECIMEN RETAINED IN RESERVE TO BE TESTED AT THE DIRECTION OF THE STRUCTURAL ENGINEER. SPARE CYLINDER MAY BE DISCARDED 90 DAYS AFTER CASTING UNLESS DIRECTED OTHERWISE BY THE STRUCTURAL ENGINEER. THIS SET OF TEST CYLINDERS SHALL BE

PROTECTED AGAINST FREEZING.

WHEN THE AMBIENT TEMPERATURE IS EXPECTED TO FALL BELOW 40 DEGREES DURING THE COURSE OF A CONCRETE POUR OR SUBSEQUENT CURING PROCESS, AN ADDITIONAL SET OF CONCRETE TEST CYLINDERS SHALL BE MADE AND TESTED.

THESE CYLINDERS SHALL BE STORED IMMEDIATELY ADJACENT TO, AND CURED UNDER THE SAME CONDITIONS AS THE BUILDING CONCRETE. SPECIAL CURING BOXES ARE NOT PERMITTED FOR THESE TEST CYLINDERS.

FORWARD COPIES OF TEST RESULTS TO THE ARCHITECT, STRUCTURAL ENGINEER, READY-MIX SUPPLIER AND CONTRACTOR

WITHIN 24 HOURS AFTER TESTING.

MASONRY

CONCRETE MASONRY HAS BEEN DESIGNED IN ACCORDANCE WITH THE LATEST EDITION OF THE BUILDING CODE

REQUIREMENTS FOR CONCRETE MASONRY STRUCTURES (ACI 530).

CONCRETE MASONRY SHALL CONSIST OF HOLLOW UNITS CONFORMING TO THE REQUIREMENTS OF ASTM C90, WITH A MINIMUM NET AREA COMPRESSIVE STRENGTH OF 1900 PSI. CONCRETE MASONRY ASSEMBLAGES SHALL HAVE A MINIMUM

COMPRESSIVE STRENGTH (F'M) OF 1,500 PSI AT 28 DAYS.

MORTAR SHALL BE TYPE S PROPORTIONED IN ACCORDANCE WITH ASTM C270.

GROUT FOR REINFORCED MASONRY SHALL BE PROPORTIONED IN ACCORDANCE WITH ASTM C476. COARSE AND FINE AGGREGATES SHALL CONFORM TO ASTM C404. USE COARSE GROUT FOR ALL GROUTING EXCEPT HIGH-LIFT POURS DEFINED

BY ACI 530 TABLE 1.16.1, WHERE FINE GROUT SHALL BE USED.

PROVIDE 9-GAUGE GALVANIZED STEEL WIRE JOINT REINFORCEMENT IN ALL MASONRY CONSTRUCTION. REINFORCEMENT SHALL BE CONTINUOUS AND BE LAPPED EIGHT INCHES AT SPLICES. CUT REINFORCEMENT AT ALL CONTROL AND EXPANSION JOINTS. SPACE REINFORCEMENT AT 8" ON CENTER FOR PARAPETS AND BELOW GROUND FLOOR ELEVATION. ELSEWHERE

SPACE REINFORCEMENT AT 16 INCHES ON CENTER.

BEAMS AND LINTELS SHALL BEAR A MINIMUM OF 8 INCHES ONTO SUPPORTING MASONRY, UNLESS NOTED OTHERWISE.

BEARING FOR ALL BEAMS, LINTELS, JOISTS, ETC. SHALL BE GROUTED SOLID A MINIMUM OF ONE COURSE (8 INCHES) BELOW

BEARING ELEVATION, UNLESS NOTED OTHERWISE.

EXPANSION ANCHORS

EXPANSION ANCHORS SHALL BE CARBON STEEL ANCHORS AS MANUFACTURED BY HILTI FASTENING SYSTEMS OR AN EQUIVALENT SUBSTITUTE APPROVED BY THE STRUCTURAL ENGINEER AND SHALL BE INSTALLED IN CONFORMANCE WITH

THE MANUFACTURER'S RECOMMENDATIONS.

EXPANSION ANCHORS SHALL NOT BE INSTALLED IN CONCRETE UNTIL IT HAS ATTAINED ITS SPECIFIED MINIMUM 28 DAY

COMPRESSIVE STRENGTH.

ADHESIVE ANCHORS

ADHESIVE ANCHORS SHALL BE HILTI "HIT HY200" FOR SOLID SUBSTRATE AND HILTI "HIT HY70" FOR HOLLOW SUBSTRATE OR AN EQUIVALENT SUBSTITUTE APPROVED BY THE STRUCTURAL ENGINEER, UNLESS NOTED OTHERWISE ON PLANS. ANCHORS SHALL BE INSTALLED IN CONFORMANCE WITH THE MANUFACTURER'S

RECOMMENDATIONS BY INSTALLERS TRAINED BY THE MANUFACTURER'S REPRESENTATIVE.

MINIMUM EMBEDMENT DEPTH SHALL BE 8 BOLT DIAMETERS UNLESS NOTED OTHERWISE.

NON-SHRINK GROUT

GROUT SHALL BE A NON-METALLIC, SHRINKAGE RESISTANT (WHEN TESTED IN ACCORDANCE WITH THE LATEST EDITION OF ASTM C827 OR CRD-C621), PREMIXED, NON-CORROSIVE, NON-STAINING PRODUCT CONTAINING PORTLAND CEMENT, SILICA SANDS, SHRINKAGE COMPENSATING AGENTS AND FLUIDITY IMPROVING COMPOUNDS. GROUT SHALL

HAVE A MINIMUM COMPRESSIVE STRENGTH (F'C) OF 5,000 PSI IN 28 DAYS.

WATERSTOPS

SELF-EXPANDING STRIP WATER STOPS SHALL BE VOLCLAY WATERSTOP-RX 101 UNLESS NOTED OTHERWISE.

INSTALL IN ACCORDANCE WITH MANUFACTURER'S WRITTEN NSTRUCTIONS.

PVC WATERSTOPS

PROVIDE FACTORY MADE WATERSTOP FABRICATIONS FOR ALL CHANGES OF DIRECTION, INTERSECTIONS, AND

TRANSITIONS LEAVING ONLY STRAIGHT BUTT JOINT SPLICES FOR THE FIELD.

PROVIDE HOG RINGS OR GROMMETS SPACED AT 12 INCHES ON CENTER ALONG LENGTH OF WATERSTOP.

PROVIDE TEFLON COATED THERMOSTATICALLY CONTROLLED WATERSTOP SPLICING IRONS FOR FIELD BUTT SPLICES.

FIELD BUTT SPLICES SHALL BE HEAT FUSED WELDED USING A TEFLON COATED THERMOSTATICALLY CONTROLLED WATERSTOP SPLICING IRON AT APPROXIMATELY 380 DEGREES F. FOLLOW APPROVED MANUFACTURER

RECOMMENDATIONS.

LAPPING OF WATERSTOP, USE OF ADHESIVES, OR SOLVENTS SHALL NOT BE ALLOWED.

CENTER WATERSTOP IN JOINT AND SECURE WATERSTOP IN CORRECT POSITION USING HOG RINGS OR GROMMETS SPACED AT 12 INCHES ON CENTER ALONG THE LENGTH OF THE WATERSTOP AND WIRE TIE TO ADJACENT REINFORCING

STEEL.

MASTIC COATING

MASTIC COATING FOR PROTECTION OF INDICATED ITEMS SHALL BE BITUMASTIC 50 COAL TAR MASTIC BY CARBOLINE OR EQUIVALENT SUBSTITUTE APPROVED BY THE STRUCTURAL ENGINEER. INSTALL AT LOCATIONS INDICATED ON DRAWINGS.

UNLESS NOTED OTHERWISE, APPLY MASTIC TO A COATING THICKNESS OF 18 MILS. PROVIDE FULL COVERAGE OVER ITEMS

INDICATED TO RECEIVE COATING.

STRUCTURAL STEEL

STRUCTURAL STEEL DETAILING, FABRICATION AND ERECTION SHALL CONFORM TO THE ANSI/AISC 360 SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS, LATEST EDITION WITH AMENDMENTS, AND THE AISC 303 CODE OF STANDARD PRACTICE FOR

STEEL BUILDINGS AND BRIDGES, LATEST EDITION WITH AMENDMENTS.

STRUCTURAL STEEL WIDE FLANGE SHAPES SHALL CONFORM TO ASTM A992, 50 KSI.

STRUCTURAL STEEL PLATES AND ROLLED SHAPES OTHER THAN WIDE-FLANGE SHAPES SHALL CONFORM TO ASTM A36, UNLESS

NOTED OTHERWISE.

STRUCTURAL STEEL TUBING SHALL CONFORM TO ASTM A500, GRADE B.

STRUCTURAL PIPE SHALL CONFORM TO ASTM A53, GRADE B.

ANCHOR RODS SHALL CONFORM TO ASTM F1554, GRADE 36, UNLESS NOTED OTHERWISE.

STEEL STUDS SHALL CONFORM TO ASTM A108.

BOLTED CONNECTIONS SHALL CONFORM TO THE SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS, APPROVED BY THE RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS OF THE ENGINEERING FOUNDATION. BOLTED CONNECTIONS FOR STRUCTURAL STEEL MEMBERS SHALL BE MADE WITH 3/4" DIAMETER A325 BOLTS, UNLESS NOTED OTHERWISE.

BOLTED CONNECTIONS SHALL BETIGHTENED TO THE SNUG TIGHT CONDITION, EXCEPT BOLTED CONNECTIONS IN

BRACE ELEMENTS ARE TO BE FULLY PRETENSIONED WITH CLASS A FAYING SURFACES.

WELDING PROCEDURES SHALL CONFORM TO THE LATEST EDITION OF THE AMERICAN WELDING SOCIETY'S STRUCTURAL WELDING

CODE FOR STEEL ANSI/AWS D1.1.

WELDED CONNECTIONS USING ASTM A992 STEEL AS A BASE METAL SHALL BE MADE WITH E70XX LOW HYDROGEN ELECTRODES.

UNLESS OTHERWISE SHOWN OR NOTED ON THE DRAWINGS, OTHER WELDED CONNECTIONS MAY BE MADE WITH STANDARD

E70XX ELECTRODES.

STRUCTURAL STEEL THAT RECEIVES FINISH PAINT SHALL BE SHOP-PRIMED WITH A RUST-INHIBITING PRIMER, UNLESS NOTED OTHERWISE ON THE DRAWINGS. CONTRACTOR SHALL VERIFY PRIMER IS COMPATIBLE WITH FINISH COAT SYSTEM SPECIFIED BY THE

ARCHITECT. COORDINATE FINISH PAINTING REQUIREMENTS WITH THE ARCHITECT.

STRUCTURAL STEEL THAT IS NOT EXPOSED IN THE FINISHED CONSTRUCTION AND DOES NOT RECEIVE FINISH PAINT SHALL NOT BE

SHOP-PRIMED, UNLESS NOTED OTHERWISE ON THE DRAWINGS.

STRUCTURAL STEEL NOTED TO BE GALVANIZED SHALL BE HOT-DIP GALVANIZED IN CONFORMANCE WITH ASTM A123.

DO NOT PAINT OR GALVANIZE THE FOLLOWING SURFACES:

1. SURFACES TO BE WELDED.

2. SURFACES TO RECEIVE BOLTED SLIP-CRITICAL CONNECTIONS.

3. SURFACES TO RECEIVE SHEAR STUD CONNECTIONS.

4. SURFACES TO RECEIVE SPRAYED-ON FIREPROOFING.

ALL ABRASIONS TO GALVANIZED SURFACES OR SURFACES TO RECEIVE AN ARCHITECTURAL FINISH COAT SHALL BE TOUCHED-UP AFTER ERECTION IS COMPLETE. FOR PAINTED STEEL, USE A PRIMER EQUIVALENT TO THE SHOP PAINT. FOR GALVANIZED STEEL, USE

A ZINC-RICH COLD-GALVANIZING PAINT.

DESIGN CONNECTIONS NOT SHOWN IN ACCORDANCE WITH THE ASD SPECIFICATION AND MANUAL OF STEEL CONSTRUCTION. UNLESS NOTED OTHERWISE ON THE DRAWINGS, DESIGN BEAM CONNECTIONS NOT SHOWN, TO SUPPORT A MINIMUM OF A 10 KIP SHEAR REACTION. PROVIDE NO LESS THAN 2 BOLTS IN ANY SINGLE LINE OF BOLTS, UNLESS SPECIFICALLY INDICATED ON THE DRAWINGS.

PROVIDE L4X4X1/4 FRAMED OPENINGS FOR ALL ROOF PENETRATIONS 12 INCHES OR LARGER ALONG ANY SIDE, UNLESS LARGER FRAMING IS INDICATED. REFER TO MECHANICAL AND PLUMBING DRAWINGS FOR PENETRATIONS. COORDINATE FRAMED OPENING

SIZES AND LOCATIONS WITH THE MECHANICAL AND PLUMBING CONTRACTORS.

GALVANIZE ALL EXPOSED STEEL.

ARCHITECTURAL PRECAST PANELS

SUPPLIER OF ARCHITECTURAL PRECAST PANELS IS RESPONSIBLE FOR THE DESIGN AND DETAILING OF THE PANELS AND

CONNECTIONS.

STEEL REQUIRED TO TRANSMIT THE GRAVITY AND/OR LATERAL LOADS TO THE STRUCTURE NOT DETAILED ON THE STRUCTURAL

DRAWINGS IS THE RESPONSIBILITY OF THE PRECAST SUPPLIER TO DESIGN AND DETAIL.

PRECAST PANELS TO BE DESIGNED FOR VEHICULAR IMPACT LOADING PER ASCE7.

GRAVITY CONNECTIONS SHALL NOT BE MADE TO BEAMS, JOISTS, OR JOIST GIRDERS WITHOUT PERMISSION OF THE STRUCTURAL

ENGINEER, UNLESS SPECIFICALLY SHOWN ON THE DRAWINGS.

CONNECTIONS TO TRANSMIT LATERAL LOADS TO THE STRUCTURE SHALL BE MADE ONLY TO A COLUMN OR THE TOP FLANGE OF A STEEL BEAM, OR THE TOP CHORD OF A STEEL JOIST OR JOIST GIRDER AT A TOP CHORD PANEL POINT. CONNECTIONS TO TRANSMIT LATERAL LOADS TO THE STRUCTURE SHALL NOT BE MADE TO THE BOTTOM FLANGES OF BEAMS, BOTTOM CHORDS OF JOIST GIRDERS OR BOTTOM CHORDS OF JOISTS WITHOUT APPROVAL OF THE STRUCTURAL ENGINEER.

PRECAST CONCRETE CONNECTIONS SHOWN ON DRAWINGS SHALL BE PROVIDED AS SHOWN, BY THE STEEL FABRICATOR. IF DETAILS NEED TO BE ADJUSTED BASED ON AN INDIVIDUAL PRECAST MANUFACTURER'S DETAILS, THE MANUFACTURER MUST INFORM THE STEEL FABRICATOR PRIOR TO FABRICATION OF THE STEEL. CHANGES REQUIRED AFTER THE STEEL IS FABRICATED SHALL BE THE SOLE RESPONSIBILITY OF THE PRECAST MANUFACTURER (INCLUDING ENGINEERING, MATERIAL AND

INSTALLATION).

PRECAST CONCRETE SPANDREL PANELS SHALL NOT BE ERECTED AT ANY LEVEL PRIOR TO PLACEMENT OF FLOOR OR ROOF DECK

ON THAT LEVEL.

ELEVATORS

CONTRACTOR SHALL COORDINATE ELEVATOR PITS, SHAFTS, SLAB OPENINGS, FRAMING LOCATIONS, GUIDE RAIL SUPPORTS, DIVIDER BEAMS, HOIST BEAMS AND SUMP PITS WITH ELEVATOR SUPPLIER PRIOR TO CONSTRUCTION AS REQUIRED FOR

PROPER INSTALLATION AND OPERATION.

COORDINATE ANY REQUIRED STRUCTURAL MODIFICATIONS WITH THE STRUCTURAL ENGINEER PRIOR TO FABRICATION

AND/OR INSTALLATION OF ANY STRUCTURAL ELEMENTS.

CONCRETE

REINFORCED CONCRETE HAS BEEN DESIGNED IN ACCORDANCE WITH THE BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE (ACI 318) AND

COMMENTARY (ACI 318R) AND ACI GUIDE 362.1R.

MIXING, TRANSPORTING, AND PLACING OF CONCRETE SHALL CONFORM TO THE LATEST EDITION OF THE SPECIFICATIONS FOR STRUCTURAL CONCRETE (ACI 301). READY-MIXED CONCRETE SHALL CONFORM TO THE REQUIREMENTS OF ASTM C94. IN CASE OF A DISCREPANCY, THE PLANS AND SPECIFICATIONS

SHALL GOVERN.

CEMENT SHALL CONFORM TO ASTM C150, TYPE I, UNO.

REINFORCEMENT ANCHORAGE SHALL BE LENTON TERMINATOR BY PENTAIR OR APPROVED EQUIVALENT.

FLY ASH SHALL CONFORM TO ASTM C618, CLASS C OR F. THE RATIO OF THE AMOUNT

(BY WEIGHT) OF FLY ASH TO TOTAL CEMENTITIOUS MATERIALS IN THE MIX SHALL NOT

EXCEED 25 PERCENT.

NORMAL WEIGHT AGGREGATES SHALL CONFORM TO ASTM C33.

WATER-REDUCING ADMIXTURES SHALL CONFORM TO ASTM C494.

AIR-ENTRAINING ADMIXTURES SHALL CONFORM TO ASTM C260 AND SHALL BE CERTIFIED BY THE MANUFACTURER TO BE COMPATIBLE WITH OTHER

ADMIXTURES.

CALCIUM CHLORIDE ADMIXTURES OR ADMIXTURES CONTAINING MORE THAN 0.1 PERCENT CHLORIDE IONS SHALL NOT BE USED.

IN COLD WEATHER CONDITIONS, MIXING, PLACING, FINISHING, CURING AND PROTECTION OF CONCRETE SHALL BE PERFORMED IN ACCORDANCE WITH THE

LATEST EDITION OF ACI 306R, COLD WEATHER CONCRETING.

IN HOT WEATHER CONDITIONS, MIXING, PLACING, FINISHING, CURING AND PROTECTION OF CONCRETE SHALL BE PERFORMED IN ACCORDANCE WITH THE

LATEST EDITION OF ACI 305R, HOT WEATHER CONCRETING.

USE OF CONSTRUCTION JOINTS AT LOCATIONS OTHER THAN THOSE INDICATED ON THE DRAWINGS SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER

FOR REVIEW.

SLUMP FOR PUMPED CONCRETE SHALL BE MEASURED AT POINT OF DISCHARGE.

NORMAL WEIGHT CONCRETE SHALL BE USED IN THE FOLLOWING AREAS AND SHALL HAVE THE PROPERTIES AS SHOWN BELOW:

STRUCTURAL PRECAST CONCRETE (GENERAL)

SUPPLIER OF STRUCTURAL PRECAST CONCRETE IS RESPONSIBLE FOR THE DESIGN, DETAILING, AND INSTALLATION OF THE PRECAST MEMBERS AND CONNECTIONS. DESIGN AND INSTALL PANELS IN ACCORDANCE WITH ACI 318 AND THE PCI DESIGN HANDBOOK, CURRENT EDITIONS. MANUFACTURE IN ACCORDANCE WITH MANUAL FOR QUALITY CONTROL FOR PLANTS AND PRODUCTION OF STRUCTURAL PRECAST CONCRETE PRODUCTS (PCI MNL 116).

THE PRECAST SUPPLIER SHALL ENGAGE A PROFESSIONAL ENGINEER LICENSED IN THE STATE WHERE THE PROJECT IS CONSTRUCTED TO PERFORM THE

DESIGN.

PRECAST SUPPLIER IS RESPONSIBLE FOR TEMPORARY BRACING, GUYS, TIEDOWNS, DEADMEN, ETC. AS REQUIRED TO SUPPORT STRUCTURAL PRECAST UNTIL THE STRUCTURAL FRAMING SYSTEM AND DECKING INSTALLATION ARE COMPLETE AND FINAL STABILITY IS ACHIEVED.

CONTRACTOR SHALL DESIGN ALL PRECAST MEMBERS AND ERECTION ASSEMBLIES FOR DESIGN AND TEMPORARY ERECTION FORCES, ERECTION SEQUENCING, GUY STAYING AND SHORING. CONTRACTOR SHALL CONFIRM ALL APPROPRIATE CONNECTIONS ARE COMPLETED AND REQUIRED GROUTING HAS OCCURRED TO ENSURE STABILITY DURING CONSTRUCTION BEFORE ERECTING STRUCTURE VERTICALLY.

EMBEDS AND OTHER STEEL ITEMS TO BE EMBEDDED IN THE PRECAST ARE TO BE PROVIDED AND INSTALLED BY THE PRECASTER, UNLESS NOTED

OTHERWISE.

STRUCTURAL STEEL ITEMS TO BE FIELD WELDED TO EMBEDDED ITEMS IN THE PRECAST ARE TO BE PROVIDED AND INSTALLED BY THE STEEL ERECTOR, UNLESS NOTED OTHERWISE.

EMBEDS AND OTHER ITEMS TO BE EMBEDDED IN CAST-IN-PLACE CONCRETE SHALL BE SUPPLIED BY THE PRECASTER AND INSTALLED BY THE CONCRETE

CONTRACTOR, UNLESS NOTED OTHERWISE.

IF THE DETAILS INDICATED ON THESE DRAWINGS NEED TO BE MODIFIED TO ACCOMMODATE THE PRECAST SUPPLIER'S FABRICATION OR INSTALLATION STANDARDS, THE PRECASTER MUST INFORM THE STRUCTURAL ENGINEER AND ALL AFFECTED FABRICATORS AND CONTRACTORS PRIOR TO FABRICATION OF AFFECTED MATERIALS. MODIFICATIONS REQUESTED BY THE PRECASTER AFTER THE AFFECTED ITEMS ARE FABRICATED SHALL BE SOLELY THE RESPONSIBILITY OF THE PRECASTER (INCLUDING ENGINEERING, MATERIAL AND INSTALLATION) AND SHALL BE PROVIDED AT NO ADDITIONAL COST TO THE

PROJECT.

COORDINATE ALL OPENINGS, REVEALS, DRIP EDGES, BLOCKOUTS, INSERTS, ETC. TO BE CAST INTO PRECAST MEMBERS WITH STRUCTURAL, ARCHITECTURAL, MECHANICAL, AND ELECTRICAL DRAWINGS. AS PART OF THE SUBMITTAL PROCESS COORDINATION OF EXACT SIZES IS REQUIRED AND

SHALL BE PERFORMED BY THE CONTRACTOR.

ALL LIFTING POCKETS TO BE FILLED WITH GROUT. GROUT COLOR TO MATCH PRECAST.

ALL PRECAST CONCRETE TO HAVE CAST-IN-PLACE CONCRETE WASH PLACED ON IT TO HAVE A RAKED FINISH.

LOAD BEARING PRECAST CONCRETE WALL PANELS

LOAD BEARING PRECAST WALL PANELS ARE USED TO SUPPORT GRAVITY AND LATERAL LOADS. PRECAST PANELS ARE TO BE DESIGNED FOR THE REACTIONS AND LOAD INFORMATION INDICATED ON THE DRAWINGS AND IN ACCORDANCE WITH THE

GOVERNING BUILDING CODE.

DESCRIPTION

F'C

PSI,

MIX

MAXIMUM

CHLORIDE

ION

CONTENT

MAX

W/C

RATIO

AVERAGE

ENTRAINED

AIR

MINIMUM

CEMENTITIOUS

MATERIALS

CONTENT,

LB/CYD

MAXIMUM

SLUMP

MAXIMUM SLUMP FOR

CONCRETE CONTAINING

HIGH-RANGE WATER-

REDUCING

ADMIXTURE

MAXIMUM

COARSE

AGGREGATE

SIZE

FOUNDATIONS & PILE

CAPS

4000 STD 0.30% 0.48 N/A 470 4" 8" AAC 1.5"

FOUNDATION WALLS &

GRADE BEAMS

4000 STD 0.30% 0.48 N/A 470 4" 8" AAC 1"

RETAINING WALLS &

CURBS/SIDEWALKS/SLABS

EXPOSED TO DE-ICERS

4000 CNA 0.15% 0.45 6% +/- 1% 517 4" 8" AAC 1"

SLABS-ON-GRADE

CNA/SF

0.15% 0.48 6% +/- 1% 470 4" 8" AAC 1"

NOTES:

1. "STD" INDICATES A CONCRETE MIX DESIGN IN ACCORDANCE WITH SPECIFICATION WHICH DOES NOT REQUIRE A SILICA FUME, GGBS/FLY ASH OR

CALCIUM NITRITE ADMIXTURE.

2. "CNA" INDICATES A CONCRETE MIX DESIGN IN ACCORDANCE WITH SPECIFICATION WHICH CONTAINS 3 GAL/CYD OF CALCIUM NITRITE CORROSION-

INHIBITOR ADMIXTURE.

3. "SF" INDICATES A CONCRETE MIX DESIGN WITH 1.5 LBS STRUCTURAL FIBERS PER CYD OF CONCRETE.

4. "AAC" MEANS SLUMP IS AFTER ADMIXTURE IS ADDED TO CONCRETE WITH 2 TO 4 INCH SLUMP.

DESCRIPTION F'C PSI, MIX

MAX

W/C

RATIO

AVERAGE

ENTRAINED AIR

MAXIMUM

SLUMP

MAXIMUM COARSE

AGGREGATE SIZE

COLUMNS, LIGHT WALLS & WALLS 6000 STD 0.38 5.5% +/- 1% N/A .75"

BEAMS, DOUBLE TEES (PRETOPPED),

STAIRS & SPANDRELS 6000 CNA 0.38 5.5% +/- 1% N/A .75"

CAST-IN-PLACE TOPPING, WASHES &

POUR STRIPS

4000 CNA 0.40 5.5% +/- 1% N/A .75"

NOTES:

1. "STD" INDICATES A CONCRETE MIX DESIGN IN ACCORDANCE WITH SPECIFICATION WHICH DOES NOT REQUIRE A SILICA FUME, GGBS/FLY ASH OR CALCIUM NITRITE ADMIXTURE.

2. "CNA" INDICATES A CONCRETE MIX DESIGN IN ACCORDANCE WITH SPECIFICATION WHICH CONTAINS 3 GAL/CYD OF CALCIUM NITRITE

CORROSION-INHIBITOR ADMIXTURE.

3. MAXIMUM WATER SOLUBLE CHLORIDE ION CONTENT FROM ALL CONCRETE CONSTITUENTS SHALL NOT EXCEED 0.06% OF WEIGHT OF CEMENT FOR ALL PRESTRESSED CONCRETE ELEMENTS, 0.15% OF WEIGHT OF CONCRETE FOR CAST-IN-PLACE TOPPINGS, WASHES &

POUR STRIPS AND 0.30% FOR ALL OTHER CONCRETE ELEMENTS.

B

3 4

46' - 0" 36' - 0" 36' - 0" 36' - 0" 36' - 0" 36' - 0" 36' - 0" 46' - 0"

9.

.0 0'

.0

0'

C

5 6 7 8 9

4 \ SF201

1 \ SF201

308' - 0"

4'

"2

SF

SB401

SB401

SB401

SF

CW10

WF3.75 WF3.75

CW10

WF3.75

CW10

WF5

CW14

WF5

CW14

F11.0F11.0F11.0F12.0F13.0

CW12

PCSW05PCSW04PCSW03PCSW02PCSW01 PCSW06 PCSW07 PCSW08 PCSW09 PCSW10 PCSW11 PCSW12

C1 C1 C1

C1 C1 C1 C1

C2

C3 C1 C1 C1

F14.0AF14.0AF15.0

C1

F14.0A F14.0A

C1 C1

F14.0A F15.0

C1

F11.0

C3

P C

S W

P C

S W

C2

F11.0A F12.0

CW10

WF3.75

F14.0 F14.0

P C

S W

SB502

SB502

SB502

SB502

SB502

SB501

SB501

T/FTG = 98' - 0" T/FTG = 97' - 6" T/FTG = 97' - 0" T/FTG = 96' - 10" T/FTG = 96' - 6" T/FTG = 96' - 2" T/FTG = 95' - 10"

T/FTG = 96' - 1"

T/FTG = 95' - 9"

T/FTG = 95' - 9"

T/FTG = 96' - 4" T/FTG = 96' - 4" T/FTG = 96' - 4"

T/FTG = 96' - 4" T/FTG = 96' - 4"

T/FTG = 96' - 11"

FS

3'

5'

6'

SB501

CW8 CW8 CW8 CW8 CW8 CW8 CW8 CW8

6"

2'

1'

2'

0"

FS

SB502

T/FTG = 95' - 9"

WF10

T/FTG = 92' - 6"

T/FTG = 96' - 7"

T/FTG = 96' - 7"

.7

3'

SEE NOTE 13, TYP

ALONG GRIDLINE A

SEE NOTE 13

SB501

F2

24.20' 7.80'

9'

4'

6' - 3" 16' - 0"

F1

NOTES:

1. REFERENCE (FIN FLR) = 100’-0”. ELEVATION 100’-0” = USGS 247.40 FEET.

2. SEE SI001 FOR ABBREVIATIONS, SYMBOLS & LEGENDS

3. SEE SI002 FOR STRUCTURAL DESIGN LOAD INFORMATION

4. SEE SI003 FOR GENERAL STRUCTURAL NOTES

5. REFERENCE ARCHITECTURAL DRAWINGS FOR LOCATIONS AND SIZES OF DOOR OPENINGS, STAIRS, DOWNSPOUTS RECESSES, ETC.

6. SEE PLUMBING DRAWINGS FOR LOCATION OF DOWNSPOUTS.

7. PROVIDE A 1” GAP BETWEEN ALL CAST-IN-PLACE FOUNDATION WALLS AND PRECAST COLUMNS, UNLESS NOTED OTHERWISE.

8. SEE AW SHEETS FOR WATERPROOFING AND JOINT DETAILS.

9. SEE SB601 FOR COLUMN FOOTING, WALL FOOTING, CMU WALL AND CONCRETE WALL SCHEDULES.

10. ALL FOOTINGS TO HAVE 3" CLEAR COVER FOR REINFORCEMENT IN ALL DIRECTIONS.

11. EXTEND REBAR TO 3" CLEAR OPPOSITE SIDE OF SPREAD FOOTING WHERE WALL FOOTINGS TIE INTO SPREAD FOOTINGS.

12. PROVIDE RAMMED AGGREGATE PIERS UNDER ALL FOUNDATIONS. THE CONTRACTOR SHALL REFERENCE THE SPECIFICATION SECTION

31663 - RAMMED AGGREGATE PIERS- FOR IMPLEMENTAION OF GROUND IMPROVEMENT PROGRAM.

13. PROVIDE TEMPORARY BRACING FOR THE WALLS UNTIL THE RAMP IS PLACED.

Drawing Title

Approved for Design Concept:

Project Title

Date

Location

Checked By:

Building Number

Project Number

Drawing Number

Drawn By:

Revisions: Date

MEMPHIS, TN

o n e e ig h th in c h o n e fo o t 1 th re e in c h e s o n e fo o t o n e a n d o n e h a lf in c h e s o n e fo o t o n e in c h o n e fo o t th re e q u a rt e rs in c h o n e fo o t o n e h a lf in c h o n e fo o t th re e e ig h th s in c h o n e fo o t o n e q u a rt e r in c h o n e fo o t

B

A

C

D

E

F

1 2 3 4 5 6 7 9

F

E

D

C

B

A

97 8654321

OFFICE OF

FACILITIES

MANAGEMENT

VA Project Number

FACILITY MANAGEMENT

DIVISION MANAGER

614-319

MEMPHIS VAMC

1030 JEFFERSON AVE, MEMPHIS, TN 38104

ARCHITECT/ENGINEERS:

MEP Engineer

APOGEE CONSULTING

GROUP

1151 Kildaire Farm Rd.

Suite 120 Cary, NC 27511

Tele: 919-858-7420

Functional Design

CARL WALKER INC.

3211 Internet Blvd., Suite 220 Frisco, TX 75034

Tele: 469-777-5143

905 N. CAPITOL AVE. SUITE 100 INDIANAPOLIS, IN. 46204

317.800.6388 WWW.GUIDONDESIGN.COM

SUSTAINABLE ARCHITECTURE + ENGINEERING

PROJECT LEAD

Architect, Structural Engineer, Civil Engineer

C U s e rs

\b th o m a s \D o c u m e n ts

\1 .1

-S

-M e m p h is

V A

-G a ra g e W

J T h o m a s .r v t

BID SET

SB101

WJTMAV

FOUNDATION PLAN

11/14/2016

15.1067CONSTRUCT PARKING GARAGE

ON WEST LOT

SCALE: 3/32" = 1'-0"SB101

1 FOUNDATION PLAN

N

COLUMN SCHEDULE

Type Mark SIZE REMARKS

C1 24" X 33"

C2 24" X 24"

C3 33" X 33"

32' - 0"

/2

8"

5' - 2 1/2" 19' - 0" 3' - 4" 4' - 5 1/2"

C W

CW8

C W

C W

8" 2'

3'

T/WALL = 96' - 7"

T/WALL = 98' - 4"

SF

SF

3 \ SF203

4 \ SF203

5 \ SF203

6 \ SF203

9'

/2

8" P

R E

C A

S T

W A

LL

8" PRECAST WALL

8" P

R E

C A

S T

W A

LL

4' - 0"

CW12

C W

CW12

2' X 2' SUMP PIT

T/WALL = 98' - 4"

T/WALL = 98' - 4"

C W

T/WALL = 98' - 4"

1' - 0"

2'

9'

/2

9'

8'

8'

1'

4"

CW12

T/FTG = 96' - 7"

T/FTG = 92' - 6"

F2

FS

T/WALL = 98' - 4"

4 \ SF202

SB502

A

4"

8'

5' - 9" 10' - 6" 6' - 0"

6" 10' - 0"

SF

8 \ SF203

9 \ SF203

22' - 3"

P C

S W

8" PRECAST WALL

8" P

R E

C A

S T

W A

LL

T/FTG = 98' - 0"

9'

F1

8" PRECAST WALL

A

B

17' - 8"

1' - 0" 16' - 8"

1/

2"

/2

5"

C W

C W

CW10

WF3.75

W F

W F

MW8

MW8

MW8

WF2

WF2

WF2

T/FTG = 95' - 9"

T/FTG = 95' - 9"

T/FTG = 95' - 9"

T/FTG = 95' - 9"

T/FTG = 95' - 9"

T/WALL = 101' - 8"

3/ 8"

1/ 8"

PCSW11

10" PRECAST WALL 10" PRECAST WALL

F11.0A

T/FTG = 96' - 4"

SB501

C1

SB502

1'

3'

3/ 8"

3'

7'

3'

6'

1/

8"

SB502

SB502

TYP @

D

OOR

SB502

TYP

A

B

17' - 8"

1' - 0" 16' - 8"

1/

2"

/2

5"

T/SLAB = 97' - 8"

T/SLAB = 98' - 0"

T/SLAB = 97' - 11"

T/SLAB = 98' - 4"

MW8

MW8

MW8

T/WALL = 109' - 10"

CW10

M W

1'

3'

3/ 8"

3'

7'

3'

6'

1/

8"

M W

M

W

M W

C1

PCSW11

10" PRECAST WALL10" PRECAST WALL

T/WALL = 106' - 6"

T/WALL = 107' - 3 1/2"

SB502

SB502

SB502

TYP @

D

OOR

SB502

TYP

Drawing Title

Approved for Design Concept:

Project Title

Date

Location

Checked By:

Building Number

Project Number

Drawing Number

Drawn By:

Revisions: Date

MEMPHIS, TN

o n e e ig h th in c h o n e fo o t 1 th re e in c h e s o n e fo o t o n e a n d o n e h a lf in c h e s o n e fo o t o n e in c h o n e fo o t th re e q u a rt e rs in c h o n e fo o t o n e h a lf in c h o n e fo o t th re e e ig h th s in c h o n e fo o t o n e q u a rt e r in c h o n e fo o t

B

A

C

D

E

F

1 2 3 4 5 6 7 9

F

E

D

C

B

A

97 8654321

OFFICE OF

FACILITIES

MANAGEMENT

VA Project Number

FACILITY MANAGEMENT

DIVISION MANAGER

614-319

MEMPHIS VAMC

1030 JEFFERSON AVE, MEMPHIS, TN 38104

ARCHITECT/ENGINEERS:

MEP Engineer

APOGEE CONSULTING

GROUP

1151 Kildaire Farm Rd.

Suite 120 Cary, NC 27511

Tele: 919-858-7420

Functional Design

CARL WALKER INC.

3211 Internet Blvd., Suite 220 Frisco, TX 75034

Tele: 469-777-5143

905 N. CAPITOL AVE. SUITE 100 INDIANAPOLIS, IN. 46204

317.800.6388 WWW.GUIDONDESIGN.COM

SUSTAINABLE ARCHITECTURE + ENGINEERING

PROJECT LEAD

Architect, Structural Engineer, Civil Engineer

C U s e rs

\b th o m a s \D o c u m e n ts

\1 .1

-S

-M e m p h is

V A

-G a ra g e W

J T h o m a s .r v t

BID SET

SB401

WJTMAV

ENLARGED FOUNDATION PLANS

11/14/2016

15.1067CONSTRUCT PARKING GARAGE

ON WEST LOT

SCALE: 3/16" = 1'-0"SB401

1 STAIR #1 - FOUNDATION PLAN

SCALE: 3/16" = 1'-0"SB401

2 STAIR #2 - FOUNDATION PLAN

SCALE: 3/16" = 1'-0"SB401

3 STORAGE AREA - FOUNDATION PLAN

SCALE: 3/16" = 1'-0"SB401

4 STORAGE AREA - SLAB-ON-GRADE PLAN

DOWEL SIZE AND SPACING

DOWEL DIAMETER

IN

SLAB DEPTH

(T)

TOTAL DOWEL

LENGTH (L)

DOWEL SPACING CENTER

TO CENTER

IN IN IN

3/44 16 24

3/45-6 16 12

1 18 12

1 1/4 18 12

7-8

9-11

T/SLAB

SEE PLAN

SLAB SEE PLAN

TOOLED JOINT SEE AW

SERIES SHEETS

CONC SLAB ON GRADE

PAINT DOWEL WITH

BOND BRAKING COMPONENT

T/SLAB

SEE PLAN

SMOOTH SQUARE DOWEL W/ SLEEVE

TO ALLOW LATERAL MOVEMENT

CONSTRUCTION JOINT

CONTROL JOINT

TOOLED JOINT SEE AW

SERIES SHEETS

L/2 L/2

6" (MIN) COMPACTED

CRUSHED STONE BASE

#4 @ 12" OC

(MAX), TYP

#4 @ 12" OC (MAX)

EACH WAY AT MID-DEPTH

#4 @ 12" OC (MAX)

EACH WAY AT MID-DEPTH

1" CHAMFER TYP

AT CORNERS

NOTES:

1. CONCRETE 28-DAY COMPRESSIVE STRENGTH = 4000 PSI, MINIMUM.

AIR ENTRAINMENT = 6% +/- 1%

MAX W/C RATIO = 0.45

BROOM FINISH SURFACE

2. PROVIDE SAW-CUT CONTROL JOINTS SPACED NOT MORE THAN 24 TIMES THE SLAB THICKNESS

CENTER-TO-CENTER, UNO. SEAL JOINTS WITH WEATHER-RESISTANT SEALANT.

3. SEE PLANS FOR OVERALL PAD DIMENSION.

4. COORDINATE EXACT LOCATION WITH CIVIL AND MECHANICAL DRAWINGS, AND EQUIPMENT SUPPLIER.

TURN-DOWN ALL 4 SIDES

8" T

Y P

3" C

LR

TYP

8" MIN

TYP

8" MIN

3' -6

M

IN

BELOW GRADE DETAIL

PRECAST COLUMN

CIP WALLSEE TO AW-SERIES SHEETS

ABOVE GRADE DETAIL

PRECAST COLUMN

CIP WALL

SEE AW-SERIES SHEETS

SLAB/BEAM EDGE

SEE AW-SERIES SHEETS

NOTE:

1) T/SOG ELEVATIONS ON PLANS DO NOT INCLUDE WASH CONCRETE.

3/4" CHAMFER

ELEVATION PER PLAN

SLAB SEE PLAN

3"

SEAL JOINT SEE AW

SERIES DWGS

1 1/2" RADIUS

INTENTIONALLY ROUGHEN

SURFACE TO 1/4" AMPLITUDE

CONTROL JOINTS TO MATCH

SLAB ON GRADE SEE 1/SB501

WASH LINE

FLOOR DRAIN

2 - #4x4'-0"

EA SIDE, TYP

SEE AW-SERIES

SHEETS

2'-0"x2'-0" SQUARE

FLOOR DRAIN SYSTEM,

REFER TO PLUMBING DWGS

2 - #4, SEE DETAIL

7/SB501

CONC SOG

T/SLAB

SEE PLAN

SEE AW-SERIES

SHEETS

CONCRETE COLUMN

CONSTRUCTION JOINT, REFER

TO 1/SB501

SEE AW-SERIES SHEETS

CONSTR OR CONTROL JOINT,

REFER TO AW-SERIES SHEETS

PLACE FILL AREA A MINIMUM OF

56 DAYS AFTER PLACEMENT OF

SUPPORTED LEVELS ABOVE, TYPICAL

CONCRETE COLUMN

CONSTRUCTION JOINT,

REFER TO 1/SB501

SEE AW-SERIES SHEETS

WALL

WALL FTG

4' - 0"

DOWELS TO MATCH ADJOINING

FOUNDATION REINF.

2x6 KEYS, TYP.

CONTROL JOINT CONSTRUCTION JOINT

SEALANT

CUT EVERY OTHER

HORIZ BAR @ JOINT

UNLESS NOTED

INSIDE FACE

OF WALL

SOIL SIDE

OF WALL

WATERPROOFING

MEMBRANE

2x4 KEYWAY

"V" GROOVE, REFER TO NOTE

1/8" EARTH DAM

NOTE: FOR 8" WALL, PROVIDE 1" "V" GROOVE EACH SIDE OF

WALL. FOR 10" OR LARGER WALL, PROVIDE 1" "V"

GROOVE AT INSIDE FACE OF WALL AND 1 1/2" "V"

GROOVE AT SOIL SIDE OF WALL

NOTE:

PROVIDE CORNER BARS AT ALL

INTERSECTIONS, SAME SIZE AND

SPACING AS HORIZ REINF

JAMB SHOWN

AT HEAD PROVIDE (2) #5

AND EXTEND 2'-0" EITHER

SIDE OF OPENING

INTERSECTION JAMB & HEAD CORNER

LA

P

S P

LI

C

E C

LA

S

S B

ALT DIR

OF BEND

(2) #5 JAMB BARS

EXTEND FULL HEIGHT

OF WALL OPENING

CORNER BARS TO MATCH TYPICAL HORIZONTAL

WALL REINFORCEMENT SIZE AND SPACING

LA

P

S P

LI

C

E

C

LA

S S

B

TYP WALL REINFTYP WALL REINF

NOTE:

PROVIDE CORNER BARS AT ALL

INTERSECTIONS, SAME SIZE AND

SPACING AS HORIZ REINF

JAMB SHOWN

AT HEAD PROVIDE (2) #5

AND EXTEND 2'-0" EITHER

SIDE OF OPENING

INTERSECTION JAMB & HEAD CORNER

(2) #5 JAMB BARS

EXTEND FULL HEIGHT

OF WALL OPENING

LAP SPLICE

CLASS B

U-SHAPED BARLAP SPLICE

CLASS B

SLAB SEE PLAN

T/SLAB

SEE PLAN

T/SLAB

SEE PLAN

MIN

6"

1 (MAX.)

ALTER EXCAVATION LIMITS

t

1' - 6"

CLASS B TENSION LAP PER

SCHEDULE

t

T/FTG

EQ. EQ.

BARS TO MATCH FOOTING REINF.

SIZE AND SPACING

F S

INDICATES

FOOTING STEP

F S

F S

4'-0" MIN.

1' - 7"

CLASS B TENSION LAP

PER SCHEDULE

T Y

P

3" C

LR

T/FTG

S E

E P

LA

N

A

PRECAST COLUMN

BY PC MFR

CAST IN PLACE

WALL SEE PLAN

AND SCHED

PROVIDE 1" GAP, TYP

1'

/2

A

1'

/2

PRECAST COLUMN

BY PC MFR

CAST IN PLACE

WALL SEE PLAN

AND SCHED

CAST IN PLACE

WALL SEE PLAN

AND SCHED

PROVIDE 1" GAP, TYP

A

PRECAST COLUMN

BY PC MFR

CAST IN PLACE

WALL SEE PLAN

AND SCHED

CAST IN PLACE

WALL SEE PLAN

AND SCHED

PROVIDE 1" GAP, TYP

1'

/2

1' - 0"

T/SLAB

SEE PLAN

SLAB SEE PLAN

SEE CIVIL

1'

C

T/SLAB

SEE PLAN

SLAB SEE PLAN

GRADE SEE CIVIL

CONCRETE WASH

8" CONCRETE

KNEEWALL

2'

8 1/2"

1' - 4 1/2"

T/SLAB

SEE PLAN

1'

(3) #5 CONT

8" 2'-0"

(4) #5 CONT

#5 @ 12" OC

LENTON TERMINATOR OR

APPROVED EQUAL

CONCRETE FOOTING SEE

PLAN AND SCHEDULES FOR

REINFORCING

T Y

P 3"

C

LR

C

PRECAST COLUMN

BY PC MFR

CAST IN PLACE

WALL SEE PLAN

AND SCHED

PROVIDE 1" GAP, TYP

1/

2"

OPENING PER ARCH

WALL - SEE PLAN

TYPICAL SLAB REINFORCING @ ALL

OVERHEAD DOORS, MANDOORS AND

WALL OPENINGS (WHERE APPLICABLE)

#4 BAR x OPENING + 3'-0" @ SLAB

MID DEPTH

1 - #4 BAR x 2'-6" @ SLAB MID DEPTH

1/

2" C

LR

Drawing Title

Approved for Design Concept:

Project Title

Date

Location

Checked By:

Building Number

Project Number

Drawing Number

Drawn By:

Revisions: Date

MEMPHIS, TN

o n e e ig h th in c h o n e fo o t 1 th re e in c h e s o n e fo o t o n e a n d o n e h a lf in c h e s o n e fo o t o n e in c h o n e fo o t th re e q u a rt e rs in c h o n e fo o t o n e h a lf in c h o n e fo o t th re e e ig h th s in c h o n e fo o t o n e q u a rt e r in c h o n e fo o t

B

A

C

D

E

F

1 2 3 4 5 6 7 9

F

E

D

C

B

A

97 8654321

OFFICE OF

FACILITIES

MANAGEMENT

VA Project Number

FACILITY MANAGEMENT

DIVISION MANAGER

614-319

MEMPHIS VAMC

1030 JEFFERSON AVE, MEMPHIS, TN 38104

ARCHITECT/ENGINEERS:

MEP Engineer

APOGEE CONSULTING

GROUP

1151 Kildaire Farm Rd.

Suite 120 Cary, NC 27511

Tele: 919-858-7420

Functional Design

CARL WALKER INC.

3211 Internet Blvd., Suite 220 Frisco, TX 75034

Tele: 469-777-5143

905 N. CAPITOL AVE. SUITE 100 INDIANAPOLIS, IN. 46204

317.800.6388 WWW.GUIDONDESIGN.COM

SUSTAINABLE ARCHITECTURE + ENGINEERING

PROJECT LEAD

Architect, Structural Engineer, Civil Engineer

C U s e rs

\b th o m a s \D o c u m e n ts

\1 .1

-S

-M e m p h is

V A

-G a ra g e W

J T h o m a s .r v t

BID SET

SB501

WJTMAV

TYPICAL FOUNDATION SECTIONS AND DETAILS

11/14/2016

15.1067CONSTRUCT PARKING GARAGE

ON WEST LOT

SCALE: 3/4" = 1'-0"SB501

1 TYPICAL SLAB ON GRADE JOINTS

SCALE: 3/4" = 1'-0"SB501

2 EXTERIOR EQUIPMENT PAD DETAIL

SCALE: 3/4" = 1'-0"SB501

4 COLUMN / WALL JOINT DETAIL

SCALE: 1 1/2" = 1'-0"SB501

5 TYPICAL (SOG) WASH DETAIL

SCALE: 1 1/2" = 1'-0"SB501

6 TYPICAL ISLAND DETAIL

SCALE: 3/4" = 1'-0"SB501

7 FLOOR DRAIN DETAIL

SCALE: 3/4" = 1'-0"SB501

8 FLOOR DRAIN DETAIL

SCALE: 3/4" = 1'-0"SB501

9 COLUMN ISOLATION DETAIL

SCALE: 3/4" = 1'-0"SB501

10 COLUMN ISOLATION DETAIL

SCALE: 3/8" = 1'-0"SB501

11 TYPICAL FOUNDATION INTERSECTION

SCALE: 3/4" = 1'-0"SB501

12 CONCRETE WALL DETAIL

SCALE: 3/4" = 1'-0"SB501

13 CORNER BAR DETAILS

SCALE: 3/4" = 1'-0"SB501

14 CORNER BAR DETAILS

SCALE: 3/4" = 1'-0"SB501

15 TYPICAL SLAB ELEVATION CHANGE

SCALE: 3/4" = 1'-0"SB501

3 TYPICAL STEPPED FOOTING

SCALE: 3/4" = 1'-0"SB501

18 DETAIL

SCALE: 3/4" = 1'-0"SB501

19 DETAIL

SCALE: 3/4" = 1'-0"SB501

20 DETAIL

SCALE: 3/4" = 1'-0"SB501

16 TYPICAL TURN DOWN SLAB SECTION

SCALE: 3/4" = 1'-0"SB501

22 SECTION

NOT TO SCALESB501

23 REBAR…