ATTACHMENT 3 - Drawings 2 of 2.pdf

IRRIGATION SCHEDULE

AREA IRRIGATION TYPE

19,860 SF

SPRAY IRRIGATION

8,525 SF

DRIP IRRIGATION

U G

E

F O

F O

S2

G1

G1

G1

G2

S4

S4

S1

S

S

SS

SS

SS

SS

SS

SS

S

S

S2

SS

SS

SS

S1

E2

E1

F1

S2

S2

S5

S5

S5

S3

INV: 1034.95

S3

INV: 1034.69

P

I N

E

P

IN

E

P

I

PINE 12"

P

I

W

H

E

L

M

B A

S S

W O

O D

" 16

B A

S S

W O

O D

L

O

C

U

S

T

MAPLE 12"

MAPLE 16"

M

A

P

WV

E

L

O

C

U

T

E

M

A

P

MAPLE 18"

MAPLE 22"

H

GAS

GAS

G

A S

G

A S

G

A S

G

A

S

G

A

S

E

E

E

E

E

E

E

E

E

E

F

O

F

O

F

O

F

O

F

O

F

O

F

O

F

O

F O

F O

F

O

F

O

F

O

F

O

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

E

S

P

R

U

C

S

P

R

U

S

P

R

U

P

I

P

I

E

E

M

A

P

E

SAND VOLLEYBALL

COURT

S

S

E

E

H

A

C

K

B

E

R

R

Y

M

A

P

B

U

C

K

T

H

O

R

N

H

O

N

U

C

K

L

E

E

W

A

L

N

U

T

S

P

R

U

A

H

M

A

P

H

A

C

K

B

E

R

S

P

R

U

S

P

R

U

S

P

R

U

T

W

I

N

L

N

U

T

L

N

U

T

J

U

N

I

P

H

A

C

K

B

E

R x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x

OHU

OHU

O

H

U

O

H

U

O

H

U

O

H

U

S

P

R

U

S

P

R

U

S

P

R

U

S

P

R

U

P

I

S

P

R

U x x x x x x x

T

P

T P

T P

T

P

T

P

T

P

T

P

T

P

T

P

T P

T

P

T P

T

P

T

P

DN

DN

STAIR # 1

PG-G02

ELEV/LOBBY

PG-G01

STAIR #2

PG-G03

PROPOSED PARKING GARAGE

(TWO LEVELS)

FFE MAIN: 1052.33

FFE LOWER: 1039.00

PROPOSED DETENTION /

INFILTRATION BASIN

TOP OF BANK: 1043.50

EMERGENCY OVERFLOW: 1042.90

100-YR ELEV: 1042.86

BOTTOM OF POND: 1039.00

0 10 20 40

1"= 20'SCALE:

NORTH

1151 Kildaire Farm

Rd.

Suite 120

Raleigh, NC 27511 www.acg-pa.com

(919)858-7420

320-C Midland Pkwy

Summerville, SC 29485 www.cemsengineering.com

(843)875-3637

Project Mgr: Ken Noel (APOGEE)

Joint Venture An Alliance for Success

Revisions: Date

VA FORM 08-6231

CONSULTANTS:

SHEET NOTES:

ACG Project Number

# © COPYRIGHT Apogee- CEMS JV, LLC

DRAWING TITLE

APPROVED: CHIEF OF STAFF

APPROVED: HEALTH CARE SYSTEM DIRECTOR

APPROVED: CHIEF OF POLICE

APPROVED: DIRECTOR FMS DATE: APPROVED: SAFETY MANAGER DATE:

APPROVED: GEMS COORDINATOR

APPROVED: PROJECTS SECTION MANAGER

APPROVED: SERVICE LINE DIRECTOR

DATE:

DATE:

DATE: APPROVED: INFECTION CONTROL NURSE

APPROVED: PATIENT SAFETY

DATE:

DATE:

DATE:

CHECKED BY

BUILDING No

LOCATION

DATE:

DATE:

DRAWING NO.

DRAWN

DWG. OF

PROJECT TITLE

PLOT SCALE

PROJECT NO.

APPROVED: ASSOCIATE HEALTH CARE SYSTEM DIRECTOR

DATE

DATE:

PROJECT:

CONSTRUCT PARKING

STRUCTURE FOR PATIENT

ACCESS

ST. CLOUD VA HEALTHCARE SYSTEM

ST. CLOUD, MINNESOTA

5/27/2020

BID DOCUMENTS

656-344

18-063

N/A

IRRIGATION STRATEGY PLAN

SES EVM

IR101

1. RELOCATE EXISTING IRRIGATION TIMER, LOCATED IN

BUILDING 92, DURING CONSTRUCTION ADJACENT TO THE

EXISTING IRRIGATION VALVE MANHOLE. INSTALL (2) 4X4

PRESSURE TREATED POSTS WITH A 2'X4' PRESSURE TREATED

PLYWOOD FOR MOUNTING RELOCATED IRRIGATION TIMER.

INSTALL A TEMPORARY 120V RECEPTACLE, GFCI PROTECTED

IN WEATHERPROOF BOX TO SERVICE IRRIGATION TIMER.

DocuSign Envelope ID: 1B305C6B-CD38-4A30-B951-ADD7E9D58803

5/28/2020

MISCELLANEOUS SYMBOLS

NORTH ARROW

GRIDLINES

SOIL

SECTION NUMBER

SHEET NUMBER

S101

S101

CALLOUT NUMBER

SHEET NUMBER

A

ELEVATION

REFERENCE

LIMIT OF EXTENT

CONTINUOUS EXTENT

C# COLUMN NOTATION

Z# PRECAST/ BRICK SUPPORT

L# LINTEL NOTATION

F ## COLUMN FOOTING NOTATION

GB ## GRADE BEAM NOTATION

P ## PIER NOTATION

B ## CONCRETE BEAM NOTATION

PB ## POST-TENSIONED CONCRETE

BEAM NOTATION

PC ## PILE CAP NOTATION

WF ## WALL FOOTING NOTATION

SHEAR WALL NOTATIONSW ##

BW ## BEARING WALL NOTATION

GRANULAR FILL

Name

Elevation

WALL PIER NOTATIONWP ##

W ## WALL NOTATION

N

TS ## THICKENED SLAB NOTATION

# KEYED PLAN NOTE

CONCRETE SYMBOLS

POST-TENSION TENDON

ANCHOR DEAD END

LOCATION

POST-TENSION TENDON

ANCHOR JACKING

LOCATION

REBAR

CHANGE OF SLAB

ELEVATION

SLOPING SLAB

CHANGE OF SLAB

THICKNESS

MECHANICAL COUPLER

REBAR SPLICE

LIMIT OF MEMBER OR

SPAN MARK

DIRECTION OF SPAN

OPENING

SELF-EXPANDING

WATERSTOP

CONTROL JOINT LOCATION

IN CONCRETE WALLS

REBAR TERMINATOR

INTENTIONALLY

ROUGHENED

CONSTRUCTION JOINT

TO 1/4" AMPLITUDE

WELDED WIRE

REINFORCING

PVC WATERSTOP

COLUMN CONTINUES

COLUMN TERMINATED

FORM-SAVER

SLAB ON GRADE

MARK

SOG# WALL FOOTING OR

THICKENED SLAB

WF# / TS#

F#

ISOLATED FOOTING

CONNECTORS

HEADED STUD

CONNECTOR SECTION END/ALT VIEW

CAST-IN ANCHOR

ROD

POST-INSTALLED

MECHANICAL ANCHOR

BOLT

POST INSTALLED

ADHESIVE ANCHOR

MASONRY MEMBERS

CMU SECTION

CMU BOND BEAM SECTION

(FULLY GROUTED)

CMU LINTEL SECTION

(FULLY GROUTED)

SINGLE REINFORCEMENT

(FULLY GROUT REINFORCED

CELLS)

DOUBLE REINFORCEMENT

(FULLY GROUT REINFORCED

CELLS)

PLAN

PLAN

STEEL MEMBERS

W-SHAPE BEAM

SHAPE SECTION PLAN VIEWELEVATION

CHANNEL

ANGLE

DOUBLE ANGLE

HOLLOW STRUCTURAL

SECTION

-RECTANGULAR

LLV LLH

HOLLOW STRUCTURAL

SECTION

-CIRCULAR (PIPE)

OPEN WEB STEEL

JOIST

STEEL SYMBOLS

STEEL DECK

STEEL DECK MARK AND

SPAN DIRECTION

BEAM SPLICE

CONNECTION

BEAM MOMENT

CONNECTION AT COLUMN

BEAM SHEAR CONNECTION

AT COLUMN

BEAM CONTINUOUS OVER

COLUMN

SLAB ON STEEL

DECK

SLAB ON STEEL

DECK

WWR

COLUMN STARTS HERE

HANGER OR POST

HANGER OR POST

BELOW FLOOR

SLAB-ON-DECK MARK AND

SPAN DIRECTION

OR

D#

S#

C# COLUMN MARK

COLD-FORMED STEEL SYMBOLS

CF TRACK

CF STUD/JOIST/RAFTER

BEARING WALL

(BELOW)

SCREW

600 S 162 - 54

MEMBER DEPTH:

(EXAMPLE: 6" = 600 X 1/100

INCHES)

ALL MEMBER DEPTHS ARE TAKEN

IN 1/100 INCHES. FOR ALL "T"

SECTIONS MEMBER DEPTH IS

THE INSIDE TO INSIDE

DIMENSION.

STYLE:

(EXAMPLE: STUD OR JOIST SECTION = S)

THE FOUR ALPHA CHARACTERS UTILIZED

BY THE DESIGNATOR SYSTEM ARE:

S = STUD OR JOIST SECTIONS

T = TRACK SECTIONS

U = CHANNEL SECTIONS

F = FURRING CHANNEL SECTIONS

FLANGE WIDTH:

(EXAMPLE: 1 5/8" = 1.625" = 162 X 1/100

INCHES)

ALL FLANGE WIDTHS ARE TAKEN IN 1/100

INCHES.

MATERIAL THICKNESS:

(EXAMPLE: 0.054 IN = 54 MILS;

1 MIL = 1/100 IN)

MATERIAL THICKNESS IS THE

MINIMUM BASE METAL

THICKNESS IN MILS. MINIMUM

BASE METAL THICKNESS

REPRESENTS 95% OF

THE DESIGN THICKNESS.

PRODUCT IDENTIFICATION KEY:

GAUGE THICKNESS EQUIVALENTS:

33 MIL = 20 GA

43 MIL = 18 GA

54 MIL = 16 GA

68 MIL = 14 GA

97 MIL = 12 GA

118 MIL = 10 GA

NON-COATED REINFORCING BAR

DEVELOPMENT AND SPLICE LENGTHS

f 'c = 4000 PSI

BAR SIZE Ld Ldt Lt Ltt

15 20 20 26#3

19 25 25 33#4

24 32 32 41#5

29 38 38 50#6

42 55 55 71#7

48 63 63 82#8

54 71 71 92#9

60 78 78 102#10

66 86 86 112#11

EPOXY COATED REINFORCING BAR

DEVELOPMENT AND SPLICE LENGTHS

f 'c = 4000 PSI

BAR SIZE Ld Ldt Lt Ltt

22 29 38#3

29 38 50#4

36 47 61#5

43 56 73#6

63 82 107#7

72 94 122#8

81 106 137#9

89 116 151#10

98 128 166#11

NOTES:

1. db = NOMINAL BAR DIAMETER Ld = TENSION DEVELOPMENT LENGTH Ldt = DEVELOPMENT LENGTH OF TOP BARS IN TENSION Lt = TENSION LAP SPLICE LENGTH Ltt = TENSION LAP SPLICE LENGTH OF TOP BARS Lb = COMPRESSION DEVELOPMENT LENGTH Lc = TIED COLUMN LAP SPLICE IN COMPRESSION Lcs = SPIRAL COLUMN LAP SPLICE IN COMPRESSION

2. REBAR DEVELOPMENT/SPLICE LENGTHS ARE BASED

ON ACI 318. REINFORCEMENT YIELD STRENGTH, Fy = 60 KSI.

3. "TOP BARS" = HORIZONTAL BEAM, MAT, OR SLAB REINFORCING WITH

MORE THAN 12" CAST BELOW.

4. ALL SPLICES SHALL BE TENSION SPLICES, UNO.

5. LARGER DIAMETER SPLICE LENGTHS GOVERN AT BAR SIZE

TRANSITIONS.

6. FOR LIGHTWEIGHT CONCRETE, MULTIPLY TABLE VALUES BY 1.33, UNO.

TABLE VALUES SHALL BE MULTIPLIED BY 1.5 IF THE FOLLOWING

CRITERIA ARE NOT MET:

SLAB / WALL

MIN

3db d b

R

M

IN

MIN

2db

MIN

2db

COLUMN / BEAM

TOP

BAR

TYPICAL REINFORCING BAR DEVELOPMENT / SPLICE DETAILS

S

S T

A G

G E

R

S

MECHANICAL

COUPLER

MECHANICAL

SPLICE STAGGER LAP DETAIL

T A

B L E

L A

P P

E R

(L t, L tt L c L c s

Lb

Ld, Ldt

DEVELOPMENT LENGTH

f 'c = 5000 PSI

BAR SIZE Ld Ldt Lt Ltt

13 17 17 22#3

17 23 23 29#4

22 29 29 38#5

26 34 34 44#6

38 50 50 65#7

43 56 56 73#8

48 63 63 82#9

54 71 71 92#10

59 77 77 100#11 f 'c = 5000 PSI

BAR SIZE Ld Ldt Lt Ltt

20 26 34#3

26 34 44#4

32 42 55#5

39 51 66#6

56 73 95#7

64 84 109#8

72 94 122#9

80 104 136#10

88 115 149#11

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

LSL LAMINATED STRAND LUMBER

LSLT LONG SLOTTED HOLE

LTWT LIGHT WEIGHT

LVL LAMINATED VENEER LUMBER

MAS MASONRY

MATL MATERIAL

MAX MAXIMUM

MB MACHINE BOLT

MC MISCELLANEOUS CHANNEL

MECH MECHANICAL

MEMB MEMBRANE

MEP MECHANICAL/ ELECTRICAL/ PLUMBING

MF MOMENT FRAME

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

OWJ PRE-MANUFACTURED OPEN WEB JOIST

PC PRECAST CONCRETE

PEMB PRE-ENGINEERED METAL BUILDING

PERIM PERIMETER

PERM PERMANENT

PERP PERPENDICULAR

PJP PARTIAL JOINT PENETRATION

PL PLATE

PLF POUNDS PER LINEAL FOOT

PLYWD PLYWOOD

PREFAB PREFABRICATED

PRELIM 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

RTU ROOFTOP MECHANICAL UNIT

S SLOPE

SCHED SCHEDULE

SECT SECTION

SF SQUARE FEET

SHT SHEET

SIM SIMILAR

SOG SLAB-ON-GRADE

SOMD SLAB ON METAL DECK

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

TC TOP CHORD

TEMP TEMPERATURE

THRU THROUGH

TJI PREFABRICATED WOOD I-JOIST

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

WH WEEP HOLE

WP WORK POINT

WT WEIGHT, STRUCTURAL T

WWF, WWR WELDED WIRE REINFORCEMENT

XS EXTRA STRONG (PIPE)

XXS DOUBLE EXTRA STRONG (PIPE)

& AND

A/E ARCHITECT/ENGINEER

ACI AMERICAN CONCRETE INSTITUTE

ADDL ADDITIONAL

ADJ ADJACENT

AGGR AGGREGATE

AISC AMERICAN INSTITUTE OF STEEL

CONSTRUCTION

ALT ALTERNATE

ANSI AMERICAN NATIONAL STANDARDS

INSTITUTE

APA AMERICAN PLYWOOD ASSOCIATION

APPROX APPROXIMATE

AR ANCHOR ROD

ARCH ARCHITECTURAL

ASTM AMERICAN SOCIETY FOR TESTING AND

MATERIALS

AWS AMERICAN WELDING SOCIETY

B/ BOTTOM OF

BAL BALANCE

BC BOTTOM CHORD

BD BOARD

BF BRACED FRAME

BLDG BUILDING

BLK BLOCK

BLKG BLOCKING

BM BEAM

BOT BOTTOM

BRG BEARING

BRKT BRACKET

BTWN BETWEEN

BU BUILT UP

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

DBA DEFORMED BAR ANCHOR

DBL DOUBLE

DEG DEGREE

DEMO DEMOLITION, DEMOLISH

DEPT DEPARTMENT

DET DETAIL

DIA DIAMETER

DIAG DIAGONAL

DIAPH DIAPHRAGM

DIM DIMENSION

DN DOWN

DO DITTO

DP 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

FD FLOOR DRAIN

FDN FOUNDATION

FIN FINISH

FLG FLANGE

FLR FLOOR

FS FAR SIDE

FT FEET

FTG FOOTING

FTGD FOOTING DRAIN

FV FIELD VERIFY

GA GAUGE

GALV GALVANIZED

GB GRADE BEAM

GL GLUED LAMINATED TIMBER (GLULAM)

GRND GROUND

GT GIRDER TRUSS

HAS HEADED ANCHOR STUD

HORIZ HORIZONTAL

HP HIGH POINT

HSS 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

SHEET # SHEET NAME

S001 ABBREVIATIONS AND SYMBOLS

S002 GENERAL NOTES

S003 GENERAL NOTES

S004 SPECIAL INSPECTION REQUIREMENTS

S005 LOAD MAPS

S006 LOAD MAPS

S007 PARKING LAYOUT

S008 AXONOMETRICS

S101A FOUNDATION PLAN - AREA A

S101A.SOG SLAB ON GRADE PLAN - AREA A

S101B FOUNDATION PLAN - AREA B

S101B.SOG SLAB ON GRADE PLAN - AREA B

S102A GROUND FLOOR FRAMING PLAN - AREA A

S102A.R GROUND FLOOR REINFORCING PLAN - AREA A

S102B GROUND FLOOR FRAMING PLAN - AREA B

S102B.R GROUND FLOOR REINFORCING PLAN - AREA B

S103A ROOF FRAMING PLAN - AREA A

S103B ROOF FRAMING PLAN - AREA B

S201 WALL PLAN

S211 BUILDING SECTIONS

S212 BUILDING SECTIONS

S301 FOUNDATION SCHEDULES, SECTIONS, AND DETAILS

S302 FOUNDATION SECTIONS AND DETAILS

S311 CONCRETE COLUMN SCHEDULES, SECTIONS, AND DETAILS

S321 CONCRETE WALL SECTIONS AND DETAILS

S322 CONCRETE WALL SECTIONS AND DETAILS

S323 CONCRETE WALL SECTIONS AND DETAILS

S325 CONCRETE WALL SECTIONS AND DETAILS

S331 POST-TENSIONED CONCRETE BEAM SCHEDULE

S332 MILD REINFORCED BEAM SCHEDULE

S341 TYPICAL CONCRETE FRAMING DETAILS

S342 TYPICAL CONCRETE FRAMING DETAILS

S343 TYPICAL CONCRETE FRAMING DETAILS

S401 CMU SCHEDULES, SECTIONS, AND DETAILS

S511 ROOF FRAMING DETAILS

STRUCTURAL INDEX

1151 Kildaire Farm Rd.

Suite 120 Raleigh, NC 27511 www.acg-pa.com (919)858-7420

320-C Midland Pkwy Summerville, SC 29485 www.cemsengineering.com (843)875-3637Project Mgr: Ken Noel (APOGEE)

Joint Venture An Alliance for Success

Revisions: Date

VA FORM 08-6231

CONSULTANTS:

ACG Project Number

© COPYRIGHT Apogee- CEMS JV, LLC

DRAWING TITLE

APPROVED: CHIEF OF STAFF

APPROVED: HEALTH CARE SYSTEM DIRECTOR

APPROVED: CHIEF OF POLICE

APPROVED: DIRECTOR FMS DATE: APPROVED: SAFETY MANAGER DATE:

APPROVED: GEMS COORDINATOR

APPROVED: PROJECTS SECTION MANAGER

APPROVED: SERVICE LINE DIRECTOR

DATE:

DATE:

DATE: APPROVED: INFECTION CONTROL NURSE

APPROVED: PATIENT SAFETY

DATE:

DATE:

DATE:

CHECKED BYBUILDING No

LOCATION

DATE:

DATE: DRAWING NO.

DRAWN

DWG. OF

PROJECT TITLE

PLOT SCALE

PROJECT NO.

APPROVED: ASSOCIATE HEALTH CARE SYSTEM DIRECTOR

DATE

DATE:

PROJECT: 18-063

/2

/2

:1

:1

P M

S001

ABBREVIATIONS AND SYMBOLS

KMD JKB

CONSTRUCT PARKING

STRUCTURE FOR PATIENT

ACCESS

ST. CLOUD VA HEALTH CARE SYSTEM

ST. CLOUD, MINNESOTA

05/27/2020

BID DOCUMENTS

656-344

2008 3601

GENERAL

STRUCTURES INDICATED ON THESE DRAWINGS HAVE BEEN DESIGNED FOR THE IN-

SERVICE LOADS ONLY. THE METHODS, MEANS, PROCEDURES, AND SEQUENCES OF

CONSTRUCTION ARE THE RESPONSIBILITY OF THE CONTRACTOR. THE STRUCTURES

ARE DESIGNED TO BE SELF-SUPPORTING AND STABLE AFTER CONSTRUCTION IS

COMPLETE. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE

CONSTRUCTION PROCEDURES AND SEQUENCE TO ENSURE SAFETY OF THE

STRUCTURES AND RELATED COMPONENTS DURING CONSTRUCTION. THIS INCLUDES

THE ADDITION OF NECESSARY SHORING, SHEETING, TEMPORARY BRACING, GUYS,

TIEDOWNS, ETC.

IT IS THE CONTRACTOR'S RESPONSIBILITY TO VERIFY THAT CONSTRUCTION LOADS

DO NOT EXCEED THE CAPACITY OF ANY STRUCTURAL ELEMENT AT THE TIME THE

LOADS ARE APPLIED, INCLUDING BUT NOT LIMITED TO: WEIGHTS OF MATERIALS,

WEIGHTS OF EQUIPMENT AND WORKERS, AND ALL LOADS APPLIED FROM

TEMPORARY LIFTS, HOISTS AND CRANES, ETC.

THE STRUCTURAL DRAWINGS AND SPECIFICATIONS SHALL BE USED IN CONJUNCTION

WITH THE DRAWINGS AND SPECIFICATIONS OF ALL OTHER DISCIPLINES, TRADES, AND

DELEGATED DESIGN ELEMENTS. THE CONTRACTOR IS RESPONSIBLE FOR

COORDINATION OF THE STRUCTURAL WORK WITH ALL OTHER APPLICABLE TRADES.

THE GENERAL NOTES ON THE DRAWINGS ARE TO BE USED IN CONJUNCTION WITH

THE FULL WRITTEN MATERIAL SPECIFICATIONS (IF ANY) FOR THE PROJECT.

DO NOT SCALE THE DRAWINGS. REFER TO THE WRITTEN DIMENSIONS AND

INFORMATION.

IF A DISCREPANCY IS NOTED ON THE DRAWINGS, GENERAL NOTES, OR

SPECIFICATIONS, THE CONTRACTOR SHALL SUBMIT TO THE STRUCTURAL ENGINEER

A WRITTEN REQUEST FOR CLARIFICATION AND SHALL NOT PROCEED WITH THE

AFFECTED WORK WITHOUT DOCUMENTED RESOLUTION OF THE DISCREPANCY. ALL

COSTS RESULTING FROM THE CONTRACTOR IMPROPERLY PROCEEDING WITH THE

AFFECTED WORK PRIOR TO DOCUMENTED RESOLUTION OF THE DISCREPANCY,

INCLUDING COST OF REMOVAL AND REPLACEMENT OF NON-CONFORMING WORK,

SHALL BE BORNE BY THE CONTRACTOR AT NO ADDITIONAL COST TO THE OWNER.

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.

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.

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. MASONRY JOINT REINFORCEMENT

6. EXPANSION ANCHORS

7. ADHESIVE ANCHORS

8. NON-SHRINK GROUT

9. VAPOR RETARDER

10. POST-TENSIONING PRODUCTS

11. LOCKABLE DOWELS

12. COLD FORMED STEEL FRAMING

13. COLD FORMED STEEL FRAMING CONNECTOR HARDWARE

FOUNDATIONS

SEE GEOTECHNICAL REPORT NUMBER MP185137 PREPARED BY TERRACON DATED

12/13/2018 AND ALL APPLICABLE ADDENDA AND AMENDMENTS FOR INFORMATION

RELATED TO FOUNDATION EXCAVATIONS AND SOIL-RELATED WORK.

FOUNDATIONS HAVE BEEN DESIGNED BASED ON ASSUMED ALLOWABLE SOIL BEARING

PRESSURES INDICATED BELOW. CONTRACTOR SHALL ENGAGE A LICENSED

GEOTECHNICAL ENGINEER TO REVIEW THE SOIL CONDITIONS AT THE SITE AS

NECESSARY TO CONFIRM THE ALLOWABLE BEARING PRESSURES 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 PRESSURES 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.

GEOTECHNICAL DESIGN DATA:

GENERAL:

FROST DEPTH 5 FT

GROUNDWATER ELEVATION 1032'

SHALLOW FOUNDATIONS AND SOIL SUPPORTED SLAB ON GRADE:

ALLOWABLE BEARING (SPREAD FOOTINGS) 4000 PSF

ALLOWABLE BEARING (CONTIN. WALL FOOTINGS) 4000 PSF

MODULUS OF SUBGRADE 150 PSI/IN

LATERAL EARTH PRESSURE:

ACTIVE COEFFICIENT (DRAINED), Ka 0.33 AT-REST COEFFICIENT (DRAINED), Ko 0.47 PASSIVE COEFFICIENT (DRAINED), Kp 3.25

UNIT WEIGHT OF BACKFILL 120 PCF

COEFFICIENT OF SLIDING FRICTION 0.45

SEE GEOTECHNICAL REPORT FOR ADDITIONAL REQUIREMENTS AND INFORMATION.

DESIGN VALUES SHALL BE FIELD VERIFIED BY QUALIFIED GEOTECHNICAL ENGINEER

RETAINED BY OWNER.

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.

THE CONTRACTOR SHALL BE RESPONSIBLE TO PROVIDE AND MAINTAIN APPROPRIATE

EXCAVATION PROTECTION, INCLUDING ALL NECESSARY LAYBACKS, SHORING,

SHEETING, TIE-BACKS AND OTHER MEASURES AS DETERMINED BY THE

CONTRACTOR'S ENGINEER.

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.

ALL EARTHWORK SHALL BE COMPLETED IN ACCORDANCE WITH THE

RECOMMENDATIONS OF THE GEOTECHNICAL REPORT.

UNDERSLAB STORAGE SYSTEMS SHALL BE INSTALLED PER THE RECOMMENDATIONS

OF THE GEOTECHNICAL REPORT.

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.

INSULATION

ANY INSULATION SHOWN ON THE STRUCTURAL DRAWINGS IS FOR GENERAL VISUAL

REFERENCE ONLY, UNLESS NOTED OTHERWISE. SEE THE ARCHITECTURAL

DRAWINGS AND SPECIFICATIONS FOR EXACT LOCATION, PLACEMENT, THICKNESS

AND MATERIAL REQUIREMENTS.

CONCRETE

REINFORCED CONCRETE HAS BEEN DESIGNED IN ACCORDANCE WITH THE BUILDING

CODE REQUIREMENTS FOR STRUCTURAL CONCRETE (ACI 318) AND COMMENTARY

(ACI 318R).

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.

FLY ASH SHALL CONFORM TO ASTM C618, CLASS C OR F.

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 HAVE THE PROPERTIES AS INDICATED IN THE

CONCRETE MIX SCHEDULE AND SPECIFICATIONS.

DO NOT INSTALL OR EMBED ALUMINUM ITEMS, INCLUDING BUT NOT LIMITED TO

ALUMINUM CONDUIT, INTO OR IN CONTACT WITH CONCRETE.

WHERE NEW CONCRETE IS PLACED AGAINST HARDENED/EXISTING CONCRETE,

VERIFY SOUNDNESS OF EXISTING CONCRETE AND REMOVE ALL LOOSE MATERIAL,

SNOW, ICE, FROST, WATER, SOIL, DEBRIS AND OTHER DETRIMENTAL MATERIALS

PRIOR TO PLACEMENT OF NEW CONCRETE.

WELDABLE REINFORCING STEEL

REINFORCING STEEL WHICH IS TO BE WELDED SHALL CONFORM TO ASTM A706.

WELDING OF REINFORCING STEEL, WHEN APPROVED BY THE STRUCTURAL ENGINEER,

SHALL CONFORM TO THE LATEST EDITION OF AMERICAN WELDING SOCIETY

STANDARD D1.4. ELECTRODES FOR SHOP AND FIELD WELDING OF REINFORCING

STEEL SHALL CONFORM TO ASTM A233, CLASS E90XX.

EPOXY-COATED REINFORCING STEEL

EPOXY COATED REINFORCING STEEL SHALL CONFORM TO ASTM A775 AND SHALL BE

USED ONLY WHERE SHOWN OR NOTED ON THE DRAWINGS.

PROVIDE EPOXY-COATED REINFORCING FOR THE FOLLOWING:

1. COLUMNS: TIES WITHIN BEAM DEPTH AT ALL COLUMNS

2. POST-TENSIONED SLABS: TOP AND BOTTOM BARS, SUPPORT BARS AND

BACKUP BARS

3. BEAMS: TOP AND BOT REINFORCEMENT AND STIRRUPS

4. UPTURNED BEAMS: BOTTOM REINFORCEMENT AND STIRRUPS

5. CURBS: ALL REINFORCEMENT

6. CMU WALLS: ALL DOWEL BARS

WELDED WIRE REINFORCEMENT

WELDED WIRE REINFORCEMENT SHALL BE SMOOTH WIRE FABRIC CONFORMING TO

ASTM A1064. REINFORCEMENT SHALL BE SUPPLIED IN FLAT SHEETS AND LAPPED A

MINIMUM OF ONE SPACE PLUS 2 INCHES.

WELDED WIRE REINFORCEMENT SHALL BE PLACED AS FOLLOWS, UNLESS NOTED

OTHERWISE:

SLABS ON GRADE: 2" DOWN FROM TOP OF SLAB

SLABS ON COMPOSITE DECK: 3/4" DOWN FROM TOP OF SLAB

SLABS ON NON-COMPOSITE DECK: MID-DEPTH OF CONCRETE ABOVE FLUTES

SUPPORT REINFORCEMENT ON NON-METALLIC CHAIRS TO MAINTAIN PROPER

POSITION THROUGHOUT CONCRETE PLACEMENT.

(NOTE: THE TERM "WELDED WIRE FABRIC," IF USED, IS THE SAME AS "WELDED WIRE

REINFORCEMENT.")

FIBER REINFORCEMENT (SYNTHETIC)

MICRO-FIBER REINFORCEMENT SHALL BE VIRGIN (NON-RECYCLED) NYLON OR

POLYPROPYLENE FIBERS COMPLYING WITH ASTM C1116, WITH LONGEST FIBERS NOT

LESS THAN 0.75 INCHES.

MACRO-FIBER REINFORCEMENT SHALL BE VIRGIN (NON-RECYCLED) POLYPROPYLENE /

POLYETHYLENE FIBER BLEND COMPLYING WITH ASTM C1116, WITH LONGEST FIBERS

NOT LESS THAN 1.75 INCHES.

FIBERS SHALL BE INTRODUCED INTO CONCRETE MIX AT THE BATCH PLANT AND MIXED

IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS.

DOSAGE RATES SHALL BE AS INDICATED IN THE CONTRACT DOCUMENTS. USE ONLY

THE FIBER TYPE INDICATED FOR EACH APPLICATION. SUBSTITUTION OF FIBER TYPES IS

NOT PERMITTED.

CONCRETE TESTING

MAKE ONE SET OF TEST CYLINDERS IN ACCORDANCE WITH ASTM C31 FOR EACH DAY'S

POUR AND FOR EACH 100 CUBIC YARDS FOR EACH TYPE OF CONCRETE PLACED. EACH

SET SHALL INCLUDE ONE SPECIMEN TESTED AT 7 DAYS, 2 SPECIMENS TESTED AT 28

DAYS (3 SPECIMENS TESTED AT 28 DAYS IF USING 4x8 CYLINDERS) 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.

POTENTIALLY LOW-STRENGTH CONCRETE: CONCRETE WHICH EXHIBITS STRENGTH

BASED ON 7-DAY TESTS BELOW 70% OF THE SPECIFIED 28-DAY COMPRESSIVE

STRENGTH SHALL BE CONSIDERED DEFECTIVE WORK AND SHALL BE SUBJECT TO

REPAIR OR REPLACEMENT BY THE CONTRACTOR AT THE DISCRETION OF THE OWNER

AND STRUCTURAL ENGINEER AT NO ADDITIONAL COST TO THE OWNER.

SHORING/RE-SHORING (CONCRETE FRAME SYSTEMS)

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.

REINFORCING STEEL

REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO ASTM A615 AND

SHALL HAVE A MINIMUM YIELD STRENGTH OF 60,000 PSI, UNO.

REINFORCING BAR DETAILING, FABRICATING, AND PLACING SHALL CONFORM TO THE

LATEST EDITION OF THE FOLLOWING STANDARDS: ACI 301, ACI 315, ACI 318, ACI

DETAILING MANUAL (SP66), AND CRSI MANUAL OF STANDARD PRACTICE.

THE CONTRACTOR SHALL PROVIDE BAR SUPPORTS AND SPACERS AS REQUIRED TO

MAINTAIN PROPER SUPPORT AND POSITIONING OF THE REINFORCING STEEL

THROUGHOUT CONCRETE PLACEMENT OPERATIONS. DESIGN OF THE SUPPORT

SYSTEM SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR.

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

THE FOLLOWING MINIMUM CONCRETE COVER OVER REINFORCEMENT AS FOLLOWS:

CONCRETE CAST AGAINST EARTH: 3 INCHES

FOUNDATION TOP REINFORCEMENT: 2 INCHES

FOUNDATION BOTTOM AND SIDE REINFORCEMENT: 3 INCHES

WALL REINFORCEMENT - #5 AND SMALLER: 1-1/2 INCHES

WALL REINFORCEMENT - #6 AND LARGER: 2 INCHES

ELEVATED SLAB TOP REINFORCEMENT: 2 INCHES

ELEVATED SLAB BOTTOM REINFORCEMENT: 1 INCH

BEAM TOP REINFORCEMENT: 2-1/2 INCHES

BEAM BOTTOM REINFORCEMENT: 2 INCHES

BEAM STIRRUPS AT TOP: 2 INCHES

COLUMN LONGITUDINAL REINFORCEMENT: 2 INCHES

COLUMN TIES: 1-1/2 INCHES

SLAB ON METAL DECK REINFORCEMENT: SEE DETAILS

REINFORCING STEEL SHALL NOT BE TACK WELDED, WELDED, HEATED OR CUT

UNLESS INDICATED ON THE CONTRACT DOCUMENTS OR APPROVED BY THE

STRUCTURAL ENGINEER.

LAP SPLICES SHALL BE TENSION LAPS IN ACCORDANCE WITH SPLICE/EMBEDMENT

TABLES, UNO.

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 CORNERS 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.

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 ON GRADE AS REQUIRED TO ACCOMMODATE

FLOOR FINISHES AND FINISH MATERIALS PER THE ARCHITECTURAL DRAWINGS AND

SPECIFICATIONS. REVIEW ALL FLOOR FINISH REQUIREMENTS PRIOR TO PLACEMENT

OF CONCRETE SLABS AND COORDINATE SLAB MIX, PLACEMENT AND CURING TO

COMPLY WITH FINISH FLOORING MATERIAL MANUFACTURER’S REQUIREMENTS.

CURING PROCEDURES SHALL COMPLY WITH ACI 302.1R AND USE OF CURING

MATERIALS SHALL BE APPLIED IN STRICT ACCORDANCE WITH MANUFACTURER’S

REQUIREMENTS. MOISTURE RETENTION COVERS, IF USED, SHALL BE APPLIED FLAT

AND SMOOTH TO RESULT IN A UNIFORM APPEARANCE AND MINIMIZE SURFACE

MARKINGS AND BLEMISHES.

UNLESS NOTED OTHERWISE, OR UNLESS MORE STRINGENT REQUIREMENTS APPLY,

CURE SLABS ON GRADE AS FOLLOWS:

EXPOSED WAREHOUSE SLABS: USE ASHFORD FORMULA CURING/ SEALING/

HARDENING COMPOUND.

PROVIDE SLABS ON GRADE WITH A SMOOTH TROWEL FINISH UNLESS NOTED

OTHERWISE.

CONTRACTOR SHALL REVIEW ALL REQUIRED FLOOR FINISH MATERIAL REQUIREMENTS

PRIOR TO PLACEMENT OF CONCRETE AND SHALL PROVIDE FLOOR SLAB FLATNESS

AND LEVELNESS MEETING THE FINISH MATERIAL SUPPLIER’S WRITTEN REQUIREMENTS.

FLATNESS AND LEVELNESS SHALL BE THE MORE STRINGENT OF THE FINISH MATERIAL

REQUIREMENTS AND THE FOLLOWING:

SLABS ON GRADE:

OVERALL VALUES: FF = 20, FL = 15

LOCAL VALUES: FF = 15, FL = 10

ELEVATED SLABS:

OVERALL VALUES: FF = 20, FL = 15

LOCAL VALUES: FF = 15, FL = 10 (SHORED UNTIL AFTER TESTING)

CONTRACTOR SHALL PROVIDE ALL NECESSARY REPAIR, GRINDING AND/OR LEVELING

OF THE CONCRETE SLAB TO ACCOMMODATE ALL FLOOR FINISHES PRIOR TO

INSTALLATION OF THE FINISH MATERIALS WITH NO ADDITIONAL COST TO THE PROJECT.

THE MINIMUM LOCAL AREA SHALL BE ANY BAY DEFINED BY COLUMN LINES.

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.

FINISH SLABS WITH FIBER REINFORCEMENT IN ACCORDANCE WITH THE FIBER

MANUFACTURER'S RECOMMENDATIONS AND AS REQUIRED TO MINIMIZE FIBER

EXPOSURE AT THE SLAB SURFACE. FOR SLABS WITH APPLIED FINISHES AND/OR

MATERIALS, INCLUDING POLISHED CONCRETE FINISHES WHEN USED, REMOVE ALL

PROTRUDING FIBERS PER THE FIBER MANUFACTURER’S RECOMMENDATIONS AND AS

REQUIRED TO PROPERLY INSTALL THE FINISHES AND/OR MATERIALS. FOR SLABS

EXPOSED TO VIEW IN THE COMPLETED CONSTRUCTION, REMOVE ALL PROTRUDING

FIBERS PRIOR TO COMPLETION OF CONSTRUCTION PER THE FIBER MANUFACTURER’S

RECOMMENDATIONS.

PENETRATIONS AND EMBEDDED ITEMS

CONTRACTOR SHALL COORDINATE WITH ALL AFFECTED TRADES THE REQUIRED

SIZES, TYPES, AND LOCATIONS OF ALL EMBEDDED ITEMS IN, AND ALL PENETRATIONS

THROUGH, STRUCTURAL ELEMENTS PRIOR TO CONSTRUCTION.

NO PENETRATIONS THROUGH STRUCTURAL ELEMENTS, OTHER THAN THOSE SHOWN

ON THE STRUCTURAL DRAWINGS, SHALL BE MADE WITHOUT THE APPROVAL OF THE

STRUCTURAL ENGINEER.

NO ITEMS (INCLUDING, BUT NOT LIMITED TO, CONDUIT, PIPING, ETC.), OTHER THAN

THOSE SHOWN ON THE STRUCTURAL DRAWINGS, SHALL BE EMBEDDED IN

STRUCTURAL ELEMENTS WITHOUT THE APPROVAL OF THE STRUCTURAL ENGINEER.

ALL EMBEDDED ITEMS IN EXPOSED EXTERIOR CONCRETE SHALL BE GALVANIZED,

PLASTIC, OR EPOXY-COATED.

CONTRACTOR SHALL ENGAGE A PROFESSIONAL ENGINEER, LICENSED IN THE STATE

WHERE THE PROJECT IS CONSTRUCTED, TO DESIGN TEMPORARY SUPPORTS AS

FOLLOWS: SHORES AND RE-SHORES, TEMPORARY SHORING, BASEMENT WALL

BRACING.

DELEGATED DESIGN

FOR ALL SUBMITTALS INDICATED AS "DELEGATED DESIGN," THE CONTRACTOR SHALL

ENGAGE A SPECIALTY STRUCTURAL ENGINEER LICENSED IN THE STATE WHERE THE

PROJECT IS LOCATED TO DESIGN AND DETAIL THE ITEMS NOTED IN THE STRUCTURAL

SUBMITTALS AND SPECIFICATIONS AS A DELEGATED DESIGN.

DELEGATED DESIGN CALCULATIONS AND RELATED DRAWINGS SHALL CONTAIN THE

FOLLOWING, AS A MINIMUM:

1. COVER PAGE SIGNED AND SEALED BY THE SPECIALTY STRUCTURAL ENGINEER

INCLUDING A STATEMENT OF CERTIFICATION THAT THE SUBMITTED

CALCULATIONS ARE IN CONFORMANCE WITH THE DESIGN CRITERIA PROVIDED

IN THE CONTRACT DOCUMENTS AND THAT THE RELATED SHOP DRAWINGS

ARE IN CONFORMANCE WITH THE SUBMITTED CALCULATIONS.

2. TABLE OF CONTENTS, PLACED ON, OR IMMEDIATELY FOLLOWING THE COVER

SHEET.

3. SUMMARY OF APPLICABLE CODE CRITERIA, LOAD DATA AND PERFORMANCE

CRITERIA AS OUTLINED IN THE CONTRACT DOCUMENTS.

4. CLEAR DEFINITION OF THE LOCATION(S) IN THE STRUCTURE WHERE EACH

CALCULATION APPLIES.

5. LOCATION, TYPE, MAGNITUDE AND DIRECTION OF ALL LOADS IMPOSED ON THE

STRUCTURE BY THE DELEGATED DESIGN SYSTEM/COMPONENTS.

SUBMITTALS THAT DO NOT CONTAIN THE INFORMATION NOTED ABOVE WILL BE

REJECTED WITHOUT COMMENT.

THE STRUCTURAL ENGINEER’S REVIEW OF DELEGATED DESIGN SUBMITTALS WILL BE

FOR GENERAL CONFORMANCE WITH THE DESIGN LOADING, DESIGN INTENT AND

LOADS IMPOSED.

SHOP DRAWING SUBMITTALS

THE CONTRACTOR SHALL PREPARE DETAILED SHOP DRAWINGS TO ENABLE ALL PARTS

OF THE WORK TO BE FABRICATED AND CONSTRUCTED 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.

PROVIDE ALL SUBMITTALS IN ELECTRONIC PDF FORMAT.

WORK REQUIRING SUBMITTALS FOR STRUCTURAL ENGINEER REVIEW SHALL NOT BE

STARTED BY THE CONTRACTOR WITHOUT APPROPRIATE REVIEWED SUBMITTALS.

WORK PERFORMED BY THE CONTRACTOR PRIOR TO RECEIVING APPROPRIATE

REVIEWED SUBMITTALS SHALL BE SUBJECT TO REMOVAL AND REPLACEMENT AS

DEEMED NECESSARY BY THE STRUCTURAL ENGINEER, AT THE CONTRACTOR'S

EXPENSE, AND WITH NO COST TO THE OWNER.

SUBMIT SHOP DRAWINGS FOR EACH OF THE FOLLOWING ITEMS:

1. CONCRETE REINFORCEMENT

2. CONCRETE MASONRY REINFORCEMENT (INCLUDING PLANS AND ELEVATIONS

FOR EACH WALL INDICATING ALL CMU REINFORCING REQUIREMENTS,

INCLUDING SHEAR WALLS)

3. CONCRETE MASONRY CONTROL JOINT LOCATIONS

4. STRUCTURAL STEEL

5. CONTRACTORS METHOD FOR MARKING TENDONS PRIOR TO ANCHOR

INSTALLATION

6. POST TENSIONED SLAB COORDINATION DRAWINGS SHOWING ALL OPENINGS,

EMBEDS, PT ANCHORAGES, ETC. FULLY COORDINATED WITH ALL TRADES

PRIOR TO SUBMITTAL

7. ELEVATED MILD REINFORCED CONCRETE SLAB COORDINATION DRAWINGS

SHOWING ALL OPENINGS, EMBEDS, ANCHORAGES, ETC. FULLY COORDINATED

WITH ALL TRADES PRIOR TO SUBMITTAL

8. EACH AREA TO BE TENSIONED SHALL BE LAID OUT ON A PLAN AND SUBMITTED

TO THE STRUCTURAL ENGINEER BY THE CONTRACTOR PRIOR TO

CONSTRUCTION.

SUBMIT DELEGATED DESIGN SHOP DRAWINGS FOR EACH OF THE FOLLOWING ITEMS:

1. STRUCTURAL STEEL CONNECTIONS (INCLUDING DESIGN CALCULATIONS AND

SUMMARY PAGE FOR CONNECTIONS NOT SPECIFICALLY DETAILED IN THE

CONTRACT DRAWINGS)

2. STEEL PAN STAIRS (INCLUDING DESIGN CALCULATIONS, FRAMING LAYOUTS,

MEMBER SIZES, MATERIALS AND CONNECTION DETAILS)

3. POST-TENSIONING (INCLUDING DETAILED DESIGN FOR TENDONS AND END

ANCHORAGES; CALCULATION OF LOSSES DUE TO CREEP, SHRINKAGE, STRESS

RELAXATION, ANCHORAGE SLIP, AND FRICTION; POST-TENSIONING SHOP

DRAWINGS)

4. GLAZING SYSTEMS - CURTAIN WALL AND STOREFRONT (INCLUDING DESIGN

CALCULATIONS AND CONNECTION DETAILS)

5. CONCRETE FORMWORK (INCLUDING DESIGN CALCULATIONS, FORMWORK

LAYOUT, APPLICABLE RE-SHORE AND SEQUENCING INFORMATION.)

6. PREFABRICATED COLD-FORMED STEEL TRUSSES (INCLUDING DESIGN

CALCULATIONS, FRAMING LAYOUTS, MEMBER SIZES, MATERIALS AND

CONFIGURATIONS, AND REQUIRED TEMPORARY AND PERMANENT BRACING)

OMISSION OF ANY MATERIALS REQUIRED BY THE CONTRACT DOCUMENTS FROM SHOP

DRAWINGS SHALL NOT RELIEVE THE CONTRACTOR OF THE RESPONSIBILITY FOR

FURNISHING THESE MATERIALS REGARDLESS OF WHETHER THE SUBMITTALS HAVE

BEEN REVIEWED.

THE USE OF ELECTRONIC FILES OR REPRODUCTIONS OF THE CONTRACT DOCUMENTS

BY THE CONTRACTOR SIGNIFIES CONTRACTOR’S ACCEPTANCE OF ALL THE

INFORMATION SHOWN “AS IS”. CONTRACTOR WILL BE RESPONSIBLE FOR VERIFYING

THE ACCURACY AND COMPLETENESS OF THE INFORMATION PROVIDED. ISSUED

DRAWINGS AND SPECIFICATIONS TAKE PRECEDENCE OVER ANY ELECTRONIC

INFORMATION PROVIDED. ADDENDA, CHANGE ORDERS, SUPPLEMENTAL

INSTRUCTIONS ARE NOT NECESSARILY INCLUDED IN THE ELECTRONIC FILES.

IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO OBTAIN ALL CONTRACT

DOCUMENTS, INCLUDING LATEST ADDENDA, AND TO DISTRIBUTE TO ALL

SUBCONTRACTORS PRIOR TO THE SUBMITTAL OF SHOP DRAWINGS.

POST-TENSIONED CONCRETE (GENERAL)

ALL POST-TENSIONED CONCRETE SHALL ATTAIN 75% OF COMPRESSIVE STRENGTH

(BUT NOT LESS THAN 3,000PSI) AT THE TIME OF INITIAL STRESSING. PROVIDE EXTRA

TEST CYLINDERS TO SUBSTANTIATE CONCRETE STRENGTH PRIOR TO POST-

TENSIONING. AT CONTRACTOR'S OPTION MATURITY METERS MAY BE ALLOWED WITH

APPROPRIATE VERIFIED TESTING. SUBMIT PRODUCT DOCUMENTATION FOR REVIEW

PRIOR TO CONSTRUCTION.

POST-TENSIONING REINFORCING SHALL BE 1/2 INCH DIAMETER, UNBONDED

MONOSTRAND SYSTEM, LOW RELAXATION, 270 KSI HIGH-TENSILE WIRE STRAND

CONFORMING TO ASTM A416. PTI GUIDELINES SHALL BE FOLLOWED IN ALL CASES.

TENDONS THAT DO NOT SPAN THE ENTIRE LENGTH OF THE SLAB MUST BE ANCHORED

AT SLAB MID-DEPTH AND SHALL NOT BE STRESSED THROUGH THE TOP OF THE SLAB.

ENCASE POST-TENSIONING TENDONS IN WATERPROOF POLYETHYLENE PLASTIC

SHEATHING OF 25 MILS MINIMUM THICKNESS. PROVIDE SUFFICIENT STRENGTH TO

PREVENT UNREPAIRABLE DAMAGE DURING FABRICATION, TRANSPORTATION,

INSTALLATION, PLACEMENT, AND TENSIONING. REPAIR ANY DAMAGED SHEATHING

SECTION PER THE POST-TENSIONING INSTITUTE (PTI) RECOMMENDATIONS.

PROVIDE ENCAPSULATED TENDONS AT LOCATIONS EXPOSED TO THE

ELEMENTS/WATER (PARKING STRUCTURES, BALCONIES, ETC.).

POST-TENSION FORCES SHOWN ON PLANS AND SCHEDULES ARE EFFECTIVE FORCES.

WHERE NUMBERS OF TENDONS ARE SHOWN THEY ARE BASED ON A FINAL EFFECTIVE

PRESTRESS FORCE OF 26.8 KIPS PER TENDON. THE POST-TENSIONING SUPPLIER

SHALL DETERMINE THE NUMBER OF TENDONS BASED ON THESE EFFECTIVE FORCES.

INSTALL TENDONS WITH A PARABOLIC DRAPE. HOLD SLAB MAIN TENDONS IN THEIR

DESIGNED POSITIONS AS SHOWN IN THE DRAWINGS WITH CHAIRS, SUPPORT BARS,

AND SLAB BOLSTERS. MAINTAIN TENDON VERTICAL POSITION WITHIN 1/8 INCH.

PLACE CONCRETE ONLY AFTER THE POST-TENSIONING TENDONS AND

REINFORCEMENT HAVE BEEN INSPECTED AND APPROVED. CONTINUOUS INSPECTION

AND RECORDING OF ELONGATION IS REQUIRED DURING ALL STRESSING OPERATIONS.

DO NOT CUT TENDON ENDS UNTIL THE ENTIRE SLAB HAS BEEN SATISFACTORILY

STRESSED AND THE ENGINEER OF RECORD HAS REVIEWED.

THE POST-TENSIONED SLABS ARE DESIGNED BASED ON TENDONS BEING CONTINUOUS

BETWEEN EDGES OF SLABS AS SHOWN ON THE DRAWINGS. SUBMIT ANY ADDITIONAL

INTERMEDIATE STRESSING JOINTS REQUIRED BY THE CONTRACTOR TO THE

STRUCTURAL ENGINEER OF RECORD BEFORE STARTING CONSTRUCTION. THESE

LOCATIONS MAY REQUIRE ADDITIONAL REINFORCING. LOCATE CONSTRUCTION JOINTS

IN POST-TENSIONED SLABS AT THE QUARTER POINTS OF THE SLAB SPAN WHERE THE

STRANDS ARE AT MID-DEPTH FOR PROPER ANCHORAGE.

POST-TENSIONED ONE-WAY SYSTEMS (PARKING STRUCTURES)

ALL POST-TENSIONED CONCRETE NOTES APPLY TO THIS SECTION.

STRESS TENDONS IN THE FOLLOWING ORDER:

ONE-WAY SYSTEM

1. STRESS 50% OF SLAB TENDONS

2. STRESS 100% OF SLAB TEMPERATURE TENDONS

3. STRESS 50% OF BEAM TENDONS

4. STRESS 50% OF GIRDER TENDONS / WHERE APPLICABLE /

5. STRESS REMAINING SLAB TENDONS

6. STRESS REMAINING BEAM TENDONS

7. STRESS REMAINING OF GIRDER TENDONS / WHERE APPLICABLE /

DO NOT USE TEMPERATURE TENDONS OR MILD REINFORCING FOR SUPPORT OF

TENDONS.

ALL INSERTS, SLEEVES, AND OPENINGS SHALL BE CAST-IN-PLACE. DRILLED AND

POWER-DRIVEN FASTENERS ARE PROHIBITED EXCEPT FOR AS SHOWN THE “ONE-WAY

PT SYSTEM POST-INSTALLED ANCHOR DETAIL.” NO REINFORCING OR POST-

TENSIONING TENDONS SHALL BE DAMAGED BY ANY ANCHOR OR FASTENER.

FLOWABLE FILL

WHERE INDICATED ON THE STRUCTURAL DRAWINGS, FLOWABLE FILL SHALL BE A

CONTROLLED LOW-STRENGTH MATERIAL (CLSM) PRODUCED AND PLACED IN

ACCORDANCE WITH RECOMMENDATIONS OF ACI 229. PROVIDE MATERIAL WITH 28-

DAY COMPRESSIVE STRENGTH OF 1,000 PSI UNLESS NOTED OTHERWISE.

BASEMENT WALLS

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.

REFER TO ADDITIONAL NOTES ON PLANS AND DETAILS REGARDING BACKFILL

SEQUENCING.

"LOADS IMPOSED" SUBMITTALS

FOR EACH OF THE SYSTEMS INDICATED BELOW THAT REQUIRE "LOADS IMPOSED"

SUBMITTALS, THE CONTRACTOR SHALL PROVIDE A COMPLETE LOADING

INFORMATION SUBMITTAL IDENTIFYING THE LOCATION, MAGNITUDE, DIRECTION AND

TYPE (DEAD, LIVE, WIND, SEISMIC, ETC.) OF ALL SERVICE LEVEL LOADS APPLIED TO

THE STRUCTURE. THE SUBMITTAL SHALL BE SIGNED AND SEALED BY A

PROFESSIONAL ENGINEER LICENSED IN THE STATE WHERE THE PROJECT IS

CONSTRUCTED.

LOADING INFORMATION SHALL BE PROVIDED IN GRAPHIC FORM, UTILIZING MARKUPS

OF FRAMING PLANS, BUILDING ELEVATIONS OR OTHER DRAWINGS AS APPROPRIATE

TO READILY CONVEY THE LOCATIONS OF THE APPLIED LOADS. IN ADDITION, EACH

LOADING LOCATION SHALL CONTAIN A DETAIL REFERENCE SHOWING THE

CONNECTION DETAIL(S) DISPLAYING PRECISELY HOW EACH LOAD IS APPLIED TO THE

STRUCTURE.

LOADS IMPOSED ON THE STRUCTURE SHALL IMPART ONLY VERTICAL AND

HORIZONTAL LOADS ON THE STRUCTURE WITHOUT INDUCING TORSIONAL LOADS ON

THE SUPPORTING STRUCTURAL ELEMENTS, UNLESS SPECIFICALLY INDICATED

OTHERWISE.

THE CONTRACTOR'S PROFESSIONAL ENGINEER SHALL REVIEW THE IMPOSED LOADS

TO CONFIRM THAT THE LOADS APPLIED BY THE SYSTEM DO NOT EXCEED THE BASIS

OF DESIGN LOAD LIMITS AS INDICATED ON THE STRUCTURAL DRAWINGS.

WHERE THE LOADS IMPOSED BY THE CONTRACTOR'S PROPOSED SYSTEM EXCEED

THE BASIS OF DESIGN LOADS INDICATED ON THE STRUCTURAL DRAWINGS, THE

CONTRACTOR SHALL NOTIFY THE STRUCTURAL ENGINEER IMMEDIATELY TO

DETERMINE WHETHER MODIFICATIONS ARE NECESSARY.

SUBMIT "LOADS IMPOSED" SUBMITTALS FOR THE FOLLOWING ITEMS:

1. ELEVATOR REACTIONS

2. EXTERIOR CLADDING (CURTAIN WALL AND STOREFRONT)

3. METAL STAIRS

4. M/E/P PLATFORMS

1151 Kildaire Farm Rd.

Suite 120 Raleigh, NC 27511 www.acg-pa.com (919)858-7420

320-C Midland Pkwy Summerville, SC 29485 www.cemsengineering.com (843)875-3637Project Mgr: Ken Noel (APOGEE)

Joint Venture An Alliance for Success

Revisions: Date

VA FORM 08-6231

CONSULTANTS:

ACG Project Number

© COPYRIGHT Apogee- CEMS JV, LLC

DRAWING TITLE

APPROVED: CHIEF OF STAFF

APPROVED: HEALTH CARE SYSTEM DIRECTOR

APPROVED: CHIEF OF POLICE

APPROVED: DIRECTOR FMS DATE: APPROVED: SAFETY MANAGER DATE:

APPROVED: GEMS COORDINATOR

APPROVED: PROJECTS SECTION MANAGER

APPROVED: SERVICE LINE DIRECTOR

DATE:

DATE:

DATE: APPROVED: INFECTION CONTROL NURSE

APPROVED: PATIENT SAFETY

DATE:

DATE:

DATE:

CHECKED BYBUILDING No

LOCATION

DATE:

DATE: DRAWING NO.

DRAWN

DWG. OF

PROJECT TITLE

PLOT SCALE

PROJECT NO.

APPROVED: ASSOCIATE HEALTH CARE SYSTEM DIRECTOR

DATE

DATE:

PROJECT: 18-063

/2

/2

:1

:1

P M

S002

GENERAL NOTES

KMD JKB

CONSTRUCT PARKING

STRUCTURE FOR PATIENT

ACCESS

ST. CLOUD VA HEALTH CARE SYSTEM

ST. CLOUD, MINNESOTA

05/27/2020

BID DOCUMENTS

656-344

CONCRETE UNIT 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 2,800 PSI, UNO. CONCRETE MASONRY ASSEMBLAGES SHALL HAVE A MINIMUM

COMPRESSIVE STRENGTH (F'M) OF 2,000 PSI AT 28 DAYS, UNO.

ALL MASONRY TO BE LAID IN RUNNING BOND, UNO. ALIGN CELLS TO ALLOW PROPER

REINFORCEMENT PLACEMENT AND GROUTING.

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

FULLY MORTAR FACE SHELLS ON HEAD AND BED JOINTS. PROVIDE FULL MORTAR

COVER ON ALL WEBS AT GROUTED CELLS.

GROUT FOR REINFORCED MASONRY SHALL BE PROPORTIONED IN ACCORDANCE WITH

ASTM C476 (MINIMUM 28-DAY COMPRESSIVE STRENGTH = 2,000 PSI). COARSE AND FINE

AGGREGATES SHALL CONFORM TO ASTM C404. USE COARSE GROUT FOR ALL

GROUTING EXCEPT HIGH-LIFT POURS DEFINED BY ACI 530, WHERE FINE GROUT SHALL

BE USED.

GROUT SOLID ALL CELLS WITH REINFORCEMENT.

GROUT SOLID ALL CELLS AT BELOW-GRADE CMU IN CONTACT WITH SOIL.

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.

PROVIDE MASONRY CONTROL JOINTS AT 25'-0" OC MAXIMUM, UNO. LOCATE JOINTS IN

ACCORDANCE WITH NCMA TEK 10-2C "CONTROL JOINTS FOR CONCRETE MASONRY

WALLS - EMPIRICAL METHOD" AT OFFSETS, SETBACKS, WALL INTERSECTIONS,

CORNERS, CHANGES IN THICKNESS, CHANGES IN HEIGHT, OR EDGE OF OPENINGS.

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.

APPLY MASTIC COATING TO ALL STEEL ITEMS THAT WILL BE IN PERMANENT CONTACT

WITH SOIL OR FILL MATERIALS IN THE COMPLETED CONSTRUCTION.

EXPANSION ANCHORS

EXPANSION ANCHORS SHALL BE HILTI “KWIK BOLT TZ” OR AN EQUIVALENT

SUBSTITUTE APPROVED BY THE STRUCTURAL ENGINEER, UNO.

ANCHOR FINISH SHALL BE CARBON STEEL FOR INTERIOR EXPOSURES AND AISI 316

STAINLESS STEEL FOR EXTERIOR AND BELOW GRADE EXPOSURES, UNO.

ANCHORS SHALL BE INSTALLED IN CONFORMANCE WITH THE MANUFACTURER'S

REQUIREMENTS BY INSTALLERS TRAINED BY THE MANUFACTURER’S

REPRESENTATIVE.

ANCHORS SHALL NOT BE INSTALLED IN CONCRETE OR MASONRY UNTIL IT HAS

ATTAINED ITS SPECIFIED MINIMUM 28 DAY COMPRESSIVE STRENGTH.

ADHESIVE ANCHORS FOR SOLID SUBSTRATES (THREADED ROD AND REBAR)

ADHESIVE ANCHORS FOR SOLID SUBSTRATES SHALL BE HILTI "HIT-HY 200" OR AN

EQUIVALENT SUBSTITUTE APPROVED BY THE STRUCTURAL ENGINEER, UNO.

THREADED ANCHORS SHALL BE F1554 GR 55 RODS FOR INTERIOR EXPOSURES AND

AISI 316 STAINLESS STEEL FOR EXTERIOR AND BELOW GRADE EXPOSURES, UNO.

ANCHORS SHALL BE INSTALLED IN CONFORMANCE WITH THE MANUFACTURER'S

REQUIREMENTS BY INSTALLERS TRAINED BY THE MANUFACTURER'S

REPRESENTATIVE.

ADHESIVE ANCHORS SHALL NOT BE INSTALLED IN CONCRETE OR MASONRY UNTIL IT

HAS ATTAINED ITS SPECIFIED MINIMUM 28 DAY COMPRESSIVE STRENGTH.

ADDITIONALLY, ADHESIVE ANCHORS SHALL NOT BE INSTALLED IN CONCRETE OR

MASONRY WITH AN AGE OF LESS THAN 21 DAYS.

MINIMUM EMBEDMENT DEPTH SHALL BE 8 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 INSTRUCTIONS.

PVC WATERSTOPS

PROVIDE FACTORY MADE WATERSTOP FABRICATIONS FOR ALL CHANGES OF

DIRECTION, INTERSECTIONS, AND TRANSITIONS LEAVING ONLY STRAIGHT BUTT JOINT

SPLICES FOR THE FIELD.

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.

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.

ADHESIVE ANCHORS FOR HOLLOW SUBSTRATES

ADHESIVE ANCHORS FOR HOLLOW SUBSTRATES SHALL BE HILTI "HIT-HY 270" WITH HILTI

“HIT-SC” SCREEN TUBE OR AN EQUIVALENT SUBSTITUTE APPROVED BY THE

STRUCTURAL ENGINEER, UNO.

ANCHORS SHALL BE F1554 GR 55 THREADED RODS FOR INTERIOR EXPOSURES AND AISI

316 STAINLESS STEEL FOR EXTERIOR AND BELOW GRADE EXPOSURES, UNO.

ANCHORS SHALL BE INSTALLED IN CONFORMANCE WITH THE MANUFACTURER'S

REQUIREMENTS BY INSTALLERS TRAINED BY THE MANUFACTURER'S REPRESENTATIVE.

BRICK VENEER MASONRY

PROVIDE EXPANSION JOINTS IN ACCORDANCE WITH THE ARCHITECTURAL

DRAWINGS AND SPECIFICATIONS.

IF BRICK EXPANSION JOINT LOCATIONS ARE NOT INDICATED ON THE ARCHITECTURAL

DRAWINGS OR IN THE SPECIFICATIONS, SUBMIT PROPOSED EXPANSION JOINT

LOCATIONS TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO

CONSTRUCTION. UNLESS INDICATED OTHERWISE, PROVIDE EXPANSION JOINTS AT

20'-0" OC MAXIMUM. LOCATE JOINTS IN ACCORDANCE WITH BIA TECHNICAL NOTE 18A

"ACCOMMODATING EXPANSION OF BRICKWORK" AT OFFSETS, SETBACKS, WALL

INTERSECTIONS, CORNERS, CHANGES IN THICKNESS, CHANGES IN HEIGHT, OR

EDGES OF OPENINGS.

ELEVATORS

CONTRACTOR SHALL COORDINATE ELEVATOR PITS, SHAFTS, SLAB OPENINGS, WALL

OPENINGS, INCLUDING ANY TEMPORARY OPENINGS NECESSARY FOR ELEVATOR

INSTALLATION, FRAMING LOCATIONS, GUIDE RAIL SUPPORTS, DIVIDER BEAMS, HOIST

BEAMS AND SUMP PITS WITH ELEVATOR SUPPLIER AND ALL OTHER AFFECTED TRADES

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.

SEPARATION OF DISSIMILAR METALS

DISSIMILAR METALS INCLUDING STRUCTURAL SHAPES, PLATES, CONNECTORS, ETC. SHALL BE

ELECTRICALLY ISOLATED TO PREVENT GALVANIC CORROSION VIA NON-CONDUCTIVE WASHERS,

SHOULDER WASHERS, GASKETS, COATINGS, OR EQUIVALENT SUBSTITUTE APPROVED BY THE

STRUCTURAL ENGINEER, UNO.

STRUCTURAL STEEL

STRUCTURAL STEEL MEMBERS,…