Y22-772_Drawings.pdf

PROFESSIONAL SEAL

Jose Castellanos

AR0017791

Sheet Number:Drawn By:

JOB No.

Phase:

Designed By:

Date Issued:

PROFESSIONAL SEALS:

CLIENT:

SHEET TITLE:

ISSUE LOG

CONSULTANT:

Checked By:

SHEET INFORMATION:

PROJECT NAME:

No. Date Description

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482 SOUTH KELLER ROAD

ORLANDO, FL 32810

PHONE: 407.647.7275 FAX: 407.740.8958

NOT FOR CONSTRUCTION

100%

PROJECT CONTACTS:

SITE: 2400 33rd Street, Orlando, FL 32839

STATE: Florida LOCAL: Orange County

DISCIPLINE: Architectural

COMPANY ADDRESS: 4030 W. Boy Scout Boulevard Suite 700 Tampa, Florida 33607

PHONE NUMBER: 813.262.8571

PROJECT MANAGER: Jose Castellanos, AIA

DISCIPLINE: Civil

COMPANY ADDRESS: 482 South Keller Road Orlando, FL 32810

PHONE NUMBER: 407.806.4103

PROJECT MANAGER: Chris Thompson, PE

DISCIPLINE: Structural DISCIPLINE: Plumbing and Fire Protection

ORANGE COUNTY MAYOR

JERRY L. DEMINGS

DISTRICT 1 COMMISSIONER

NICOLE H. WILSON

DISTRICT 2 COMMISSIONER

CHRISTINE MOORE

DISTRICT 3 COMMISSIONER

MAYRA URIBE

DISTRICT 4 COMMISSIONER

MARIBEL GOMEZ CORDERO

DISTRICT 5 COMMISSIONER

EMILY BONILLA

DISTRICT 6 COMMISSIONER

VICTORIA P. SIPLIN

COMPANY ADDRESS: 482 South Keller Road Orlando, FL 32810

PHONE NUMBER: 407.806.4130

PROJECT MANAGER: John A. Ilter, PE

COMPANY ADDRESS: 482 South Keller Road Orlando, FL 32810

PHONE NUMBER: 407.806.4148

PROJECT MANAGER: Clifton J. Alford, PE

09/13/2021

ATKINS PROJECT NUMBER:

B

IM

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C o rr e c ti o n s G

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G-001

100075349

COVER SHEET

JLC

JTH

MFT

09/13/2021

ORANGE COUNTY CORRECTIONS

GENESIS SANITARY PIPING

REPLACEMENT

100075349

100% CONSTRUCTION DOCUMENTS

09/13/2021 e: 100% CDNOT FOR CONSTRUCTION

C1 View Name

1/8" = 1'-0"

GRID LINE

DOOR/OPENING

WALL TYPE

ROOM

LEVEL /

ELEVATION

PROJECT NORTH

REVISION

BUILDING SECTION

WALL SECTION

DETAIL

SPOT ELEVATION

CENTER-LINE

ALL DETAIL IDENTIFIERS:

TOP NUMBER INDICATES DETAIL NUMBER;

BOTTOM NUMBER INDICATES SHEET NUMBER;

SIM INDICATES SIMILAR CONDITION

DRAWING

WINDOW / LOUVER

DRAFTING SYMBOL LEGEND

EXTERIOR ELEVATION

INTERIOR ELEVATION

A-1011

A101

A101

A101

1t

ROOM NAME

Name

Elevation

N

A-101

A#

TOILET ACCESSORIES XXXX.#

A#A#A

KEYNOTEXX XXXX

SCOPE OF WORK

REMOVE EXISTING PLUMBING FIXTURES FROM WALLS. DEMOLISH EXISTING WALLS AS SHOWN TO PROVIDE ACCESS TO EXISTING PIPING AND FIXTURE CARRIERS. DEMOLISH EXISTING SANITARY PIPING FROM WALLS, CHASES, AND INTERIOR FLOOR SLABS. INSTALL NEW WALLS AS SHOWN. INSTAL NEW SANITARY PIPING INSIDE THE BUILDING AND ROUTE TO BUILDING EXTERIOR. INSTALL NEW SANITARY PIPING ALONG THE BUILDING EXTERIOR PERIMETER. CONNECT NEW EXTERIOR SANITARY PIPING TO EXISTING SANITARY MANOLE. INSTALL NEW PLUMBING FIXTURES PROVIDED BY THE

OWNER AND CONNECT TO NEW PIPING.

PROFESSIONAL SEAL

Jose Castellanos

AR0017791

N

Sheet Number:Drawn By:

JOB No.

Phase:

Designed By:

Date Issued:

PROFESSIONAL SEALS:

CLIENT:

SHEET TITLE:

ISSUE LOG

CONSULTANT:

Checked By:

SHEET INFORMATION:

PROJECT NAME:

No. Date Description

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482 SOUTH KELLER ROAD

ORLANDO, FL 32810

PHONE: 407.647.7275 FAX: 407.740.8958

NOT FOR CONSTRUCTION

100%B

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100075349

DRAWING INDEX,

ANNOTATION LEGEND &

ABBREVIATIONS

JLC

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09/13/2021

ORANGE COUNTY CORRECTIONS GENESIS SANITARY PIPING

REPLACEMENT INDEX OF DRAWINGS

SHT. REF.

NO. TITLE

GENERAL INFORMATION

G-001 COVER SHEET

G-010 DRAWING INDEX, ANNOTATION LEGEND & ABBREVIATIONS

CIVIL

C-200 DEMO, EROSION CONTROL, SITE AND UTILITY PLAN

C-500 EROSION CONTROL, SITE, & UTILITY DETAILS

C-501 STORMWATER POLLUTION PREVENTION PLAN

STRUCTURAL

S-001 GENERAL NOTES, ABBREVIATIONS & SYMBOLS

S-100 MASONRY WALL AND SLAB DETAILS

S-101 TYPICAL MASONRY DETAILS

ARCHITECTURE

AD-101 DEMO FIRST FLOOR PLAN

A-111 FIRST FLOOR PLAN

A-401 LARGE SCALE PLANS TOILET ROOMS & INTERIOR

ELEVATIONS

PLUMBING

P-001 PLUMBING LEGEND

PD-111 UNDERGROUND PLUMBING DEMOLITION PLAN

PD-112 FIRST FLOOR PLUMBING DEMOLITION PLAN

P-111 UNDERGROUND PLUMBING PLAN

P-112 FIRST FLOOR PLUMBING PLAN

P-401 ENLARGED PLUMBING PLANS

P-402 ENLARGED PLUMBING PLANS

P-501 PLUMBING DETAILS

P-601 RISER DIAGRAMS

ABBREVIATIONS

MH MANHOLE

MICRO MICROWAVE

MIN MINIMUM

MISC MISCELLANEOUS

mm MILLIMETERS

MO MASONRY OPENING

MTD MOUNTED EL

MTL METAL

__________ N __________

N NORTH

NFPA NATIONAL FIRE PROTECTION ASSOCIATION

NIC NOT IN CONTRACT

NOM NOMINAL

NTS NOT TO SCALE

__________ O __________

OC ON CENTER

OD OUTSIDE DIAMETER

OFF OFFICE

OPNG OPENING

OPP OPPOSITE

__________ P __________

PART PARTITION

PL PLATE

PLAM PLASTIC LAMINATE

PLAS PLASTER

PLYWD PLYWOOD

PNL PANEL

POS POINT OF SALE

PR PAIR

PRCST PRECAST

PREFAB PREFABRICATED

PROP PROPERTY

PSI POUNDS PER SQUARE INCH

PSIG POUNDS PER SQUARE INCH GAUGE

PT POINT

PTD PAINTED

__________ Q __________

QTY QUANTITY

__________ R __________

R RISER OR RADIUS

RCP REFLECTED CEILING PLAN

RD ROOF DRAIN

REF REFER / REFERENCE

REG REGISTER

REINF REINFORCING

REQ'D REQUIRED

RFG REFRIGERATOR

RG RANGE

RM ROOM

RO ROUGH OPENING

RTS RUBBER TRANSITION STRIP

RWC RAIN WATER CONDUCTOR

__________ S __________

S SOUTH

SAN SANITARY

SCHD SCHEDULE

SEC SECTION

SF SQUARE FOOT

SIM SIMILAR

SPKLR SPRINKLER

SQ SQUARE

SQ FT SQUARE FOOT

SS STAINLESS STEEL

STD STANDARD

STL STEEL

STN STAINED

STOR STORAGE

SUSP SUSPEND, SUSPENDED, OR SUSPENSION

SYS SYSTEM

__________ T __________

"T" TEE (BAR OR W)

T TREAD

T/ TOP OF

T/C TOP OF CURB

TB TACKBOARD

TC TERRA COTTA

TEL TELEPHONE

TEMP TEMPERED OR TEMPERATURE

TERM TERMINATE / TERMINAL

THRESH THRESHOLD

TLT TOILET

TV TELEVISION

TYP TYPICAL

__________ U __________

UH UNIT HEATER

UL UNDERWRITER'S LABORATORY

UMCT UNGLAZED MOSAIC CERAMIC TILE

UNO UNLESS NOTED OTHERWISE

__________ V __________

VEST VESTIBULE

VIF VERIFY IN FIELD

__________ W __________

W WEST

W/ WITH

W/O WITHOUT

WC WATER CLOSET

WIN WINDOW

WP WATERPROOF(ING)

WSCT WAINSCOT

WT WEIGHT

WWF WELDED WIRE REINFORCEMENT

ABBREVIATIONS

__________ A __________

& AND

@ AT

A/ ABOVE

ACP ACOUSTIC CEILING PANEL

ADJ ADJACENT, ADJUSTABLE

AED AUTOMATED EXTERNAL DEFIBRILLATOR

AFF ABOVE FINISHED FLOOR

AP ACCESS PANEL

APPROX APPROXIMATE(LY)

ARCH ARCHITECT OR ARCHITECTURAL

ASTM AMERICAN SOCIETY FOR TESTING

MATERIAL

ATTEN ATTENUATE, ATTENUATION

AVG AVERAGE

__________ B __________

B/ BOTTOM OF

B/C BOTTOM OF CURB

BC BASE CABINET

BD BOARD

BLDG BUILDING

__________ C __________

CL CENTER LINE

CLG CEILING

CLG HT CEILING HEIGHT

CLR CLEAR

CMU CONCRETE MASONRY UNIT

CO CLEAN OUT

COL COLUMN

CONC CONCRETE

CONT CONTINUOUS

CORR CORRIDOR

CT CERAMIC TILE

CY CUBIC YARD

__________ D __________

DF DRINKING FOUNTAIN

DIA DIAMETER

DIM DIMENSION

DN DOWN

DW DISHWASHER

DWG DRAWING

__________ E __________

E EAST

EA EACH

EIFS EXTERIOR INSULATION FINISH SYSTEM

EJ EXPANSION JOINT

ELEC ELECTRICAL

EMER EMERGENCY

ENCL ENCLOSE(URE)

EP ELECTRICAL PANEL

EQ EQUAL

EQUIP EQUIPMENT

EWC ELECTRIC WATER COOLER

EXIST EXISTING

EXT EXTERIOR

__________ F __________

FE FIRE EXTINGUISHER

FEC FIRE EXTINGUISHER CABINET

FHC FIRE HOSE CABINET

FL FLOOR

FL CO FLOOR CLEANOUT

FP FIRE PROTECTION

FPRF FIREPROOF(ING)

FR FIRE RATED OR FRAME

FT FOOT/FEET

__________ G __________

GA GAUGE

GL GLASS OR GLAZING

GRD GROUND

GWB GYPSUM WALL BOARD

__________ H __________

HB HOSE BIBB

HC HANDICAP(PED)

HDW HARDWARE

HM HOLLOW METAL

HOR HORIZONTAL

HP HIGH POINT

HTR HEATER

__________ I __________

ID INSIDE DIAMETER

IN INCH(ES)

INT INTERIOR

__________ J __________

JB JAMB

JST JOIST

JT JOINT

__________ L __________

LAM LAMINATE

LAN LOCAL AREA NETWORK CONNECTION

LAV LAVATORY

LB POUND

LF LINEAL FOOT

LP LOW POINT

LTL LINTEL

__________ M __________ m METERS

MAS MASONRY

MAX MAXIMUM

MDF MEDIUM DENSITY FIBERBOARD

MECH MECHANICAL

MEZZ MEZZANINE

MFR MANUFACTURE

B

F

O

C

B

BFOC(B)

BFOC(B)

B F

O

C B

B F

O

C

B

B F

O

C

B

BFOC(B)

B F

O C

(B

BFOC(B

BFOC(B)

B F

O C

(B

B

F

O

C

B

B

F

O

C

B

B

F

O

C

B

BFOC(B)

B F

O C

(B

BFOC(B)

BFOC(B)

B

F O

C

B

B

F

O

C

B

B

F

O

C

B

B

F

O

C

B

B

F

O

C

B

B

F

O

C

B

G

B

G B

G B

G B

G B

G B

G(B)

G

B

G

B

G(B)

G(B)

B

F

O

C

B

BFOC(B)

BFOC(B)

BFOC(B)

BFOC(B)

BFO

C(B)

BFOC(B)

BFOC(B)

BFOC(B)

BFOC(B)

B

F

O

C

B

G

B

G(B)

G(B)

G(B)

G(B)

G(B)

G(B)

G(B)

G

B

G

B

G

B

G

B

G

B

G

B

S (B

S (B

S B

S

B

S

B

PROPOSED ASPHALT PAVEMENT

SEE DETAIL 1 ON SHEET C-500

PROPOSED VEHICULAR

CONCRETE PAVEMENT

SEE DETAIL 3 ON SHEET C-500

PROPOSED ASPHALT

PAVEMENT

SEE DETAIL 1 ON SHEET C-500

PROPOSED PEDESTRIAN

CONCRETE PAVEMENT

SEE DETAIL 2 ON SHEET C-500

PROPOSED 6" CONCRETE

CURB. SEE DETAIL 6 ON

SHEET C-500

PROPOSED 6" CONCRETE

CURB. SEE DETAIL 6 ON

SHEET C-500

PROPOSED 6" CONCRETE

CURB. SEE DETAIL 6 ON

SHEET C-500

PROPOSED 6" CONCRETE

CURB. SEE DETAIL 6 ON

SHEET C-500

CONNECT TO EXISTING MANHOLE

WITH DROP CONNECTIONS

N INV = 86.30

SE INV = 88.27

SEE DETAIL 8 ON SHEET C-500 FOR

CONNECTION DETAILS.

POINT OF CONNECTION

INV = 88.30

POINT OF

CONNECTION

INV = 86.33'

OCC GENESIS BUILDING

PROPOSED

SANITARY LINE.

SEE PLUMBING

PLANS (TYP)

PROPOSED

SANITARY LINE.

SEE PLUMBING

PLANS (TYP)

3 LF 6" PVC PIPE

3 LF 6" PVC PIPE

PROPOSED ISOLATION JOINTS

ALONG BUILDING EDGE (TYP.)

SEE DETAIL 4 ON SHEET C-500

PROPOSED ISOLATION JOINT

ALONG BUILDING EDGE (TYP.)

SEE DETAIL 4 ON SHEET C-500

B

F

O

C

B

BFOC(B)

BFOC(B)

B F

O

C B

B F

O

C

B

B F

O

C

B

BFOC(B)

B F

O C

(B

BFOC(B

BFOC(B)

B F

O C

(B

B

F

O

C

B

B

F

O

C

B

B

F

O

C

B

BFOC(B)

B F

O C

(B

BFOC(B)

BFOC(B)

B

F O

C

B

B

F

O

C

B

B

F

O

C

B

B

F

O

C

B

B

F

O

C

B

B

F

O

C

B

G

B

G B

G B

G B

G B

G B

G(B)

G

B

G

B

G(B)

G(B)

B

F

O

C

B

BFOC(B)

BFOC(B)

BFOC(B)

BFOC(B)

BFO

C(B)

BFOC(B)

BFOC(B)

BFOC(B)

BFOC(B)

B

F

O

C

B

G

B

G(B)

G(B)

G(B)

G(B)

G(B)

G(B)

G(B)

G

B

G

B

G

B

G

B

G

B

G

B

S (B

S (B

S B

S

B

S

B

SAWCUT CLEAN

JOINTS (TYP)

SAWCUT CLEAN

JOINTS (TYP)

EXISTING PAVEMENT

TO BE REMOVED (TYP)

EXISTING PAVEMENT

TO BE REMOVED (TYP)

SAWCUT CLEAN

JOINTS (TYP)

EXISTING PAVEMENT

TO BE REMOVED (TYP)

SAWCUT CLEAN

JOINTS (TYP)

EXISTING DRAINAGE

STRUCTURE TO BE

PROTECTED (TYP)

LIMITS OF

EXISTING CURB TO

BE REMOVED

LIMITS OF

EXISTING CURB

TO BE REMOVED

LIMITS OF EXISTING

CURB TO BE REMOVED

OCC GENESIS BUILDING

LIMITS OF EXISTING

CURB TO BE REMOVED

DEMOLISH

EXISTING EXISTING

6" AND 8" SANITARY

CONNECTIONS AS

NEEDED AND PLUG

PROTECT

EXISTING

LIGHT POLE

PROTECT

EXISTING FIBER

OPTIC CABLE

S

F

S

F

S

F

S

F

S

F

S

F

S

F

SF

SF

SF

SF

SF

SF

SF

SF

SF

SF

SF

SF

SF

S

F

S

F

SF

SF

SF SF

SF

SF

INSTALL DOUBLE ROW

SILT FENCE. SEE SHEET

C500 FOR DETAILS

PROTECT EXISTING

FIBER OPTIC CABLE

PROTECT

EXISTING

LIGHT POLE

PROTECT

EXISTING FIBER

OPTIC CABLE

PROTECT EXISTING

CHILLED WATER UTILITES

PROTECT EXISTING

CHILLED WATER UTILITES

Sheet Number:Designed By:

JOB No.100075349

Phase:

Checked By:

Date Issued:SEPTEMBER 19, 2021

PROFESSIONAL SEALS:

CLIENT:

SHEET TITLE:

ISSUE LOG

CONSULTANT:

QC Review:

SHEET INFORMATION:

PROJECT NAME:

482 SOUTH KELLER ROAD

ORLANDO, FL 32810

PHONE: 407.647.7275 FAX: 407.740.8958

No. Date Description

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100% CD

1 6/11/21 60% DESIGN DOCUMENTS

2 8/02/21 90% DESIGN DOCUMENTS

3 9/13/21 100% CONSTRUCTION DOCUMENTS

C-200

DEMO, EROSION CONTROL,

SITE & UTILITY PLAN

RDB

CLT

RAR

N

0 20' 40'

FULL SCALE: 1"=20'

HALF SCALE: 1"=40'

LEGEND

DEMO EXISTING PAVEMENT FOR UTILITY INSTALLATION.

PROPOSED ASPHALT PAVEMENT SECTION. SEE DETAIL 1 ON SHEET C-500.

PROPOSED PEDESTRIAN CONCRETE PAVEMENT SECTION. SEE DETAIL 2 ON SHEET C-500.

PROPOSED VEHICULAR CONCRETE PAVEMENT SECTION. SEE DETAIL 3 ON SHEET C-500.

INLET SEDIMENT FILTER

DEMOLITION NOTES

1. CONTRACTOR TO DEMOLISH AND REMOVE ALL LANDSCAPING AND IMPROVEMENTS AS

NEEDED TO COMPLETE IMPROVEMENTS.

2. THE CONTRACTOR SHALL UTILIZE SUITABLE EROSION CONTROL DURING DEMOLITION.

3. THE CONTRACTOR IS RESPONSIBLE FOR THE LEGAL DISPOSAL OF ALL DEMOLITION

DEBRIS.

4. THE CONTRACTOR SHALL LOCATE ALL EXISTING UTILITIES PRIOR TO DEMOLITION AND

WILL BE RESPONSIBLE FOR THE DAMAGE OF ANY ON-SITE OR OFF-SITE UTILITIES THAT

ARE OR ARE NOT A PART OF THIS PROJECT OR ARE NOT IDENTIFIED TO BE REMOVED.

5. THE CONTRACTOR SHALL BARRICADE THE SITE AND CONTROL TRAFFIC PER CURRENT

FDOT TRAFFIC CONTROL STANDARDS.

6. SAW CUT CLEAN, STRAIGHT EDGES WHEN REMOVING EXISTING CONCRETE PAVEMENT.

7. ALL PROTECTED INLETS AND DRAINS ARE TO BE CLEANED OUT AT THE CONCLUSION OF

CONSTRUCTION.

8. LIMITS OF ASPHALT DEMOLITION SHOWN CAN BE INCREASED OR DECREASED BASED ON

CONTRACTOR'S MEANS AND METHODS.

SITE NOTES:

1. CONTRACTOR TO MATCH EXISTING GRADE OF CONCRETE AND ASPHALT

REPLACEMENT.

1. THE PAVED STREET ADJACENT TO THE SITE ENTRANCE WILL BE SWEPT

DAILY TO REMOVE ANY EXCESS MUD, DIRT OR ROCK TRACKED FROM THE

SITE. DUMP TRUCKS HAULING MATERIAL FROM THE CONSTRUCTION SITE

WILL BE COVERED WITH A TARPAULIN.

OFFSITE VEHICLE TRACKING:

1. HORIZONTAL COORDINATES SHOWN HEREON ARE BASED UPON GPS - VRS OBSERVATIONS AND THE

FLORIDA STATE PLANE COORDINATE SYSTEM FLORIDA WEST NAD83 - 2011 ADJUSTMENT TIED TO

HORIZONTAL CONTROL POINT PID- GIS 146, ORANGE COUNTY ENGINNERING DEPARTMENT CONTROL

NETWORK.

2. BASED BEARING N 07° 56’ 53” E WAS CALCULATED BETWEEN THE SET TBM #101 AND SET TBM #100 BASED

ON THE STATE PLANE COORDINATE SYSTEM FOR THE EAST ZONE OF FLORIDA, NORTH AMERICAN DATUM

OF 1983 (NAD83).

3. THE ELEVATIONS SHOWN HEREON ARE REFERENCED TO THE NORTH AMERICAN VERTICAL

DATUM OF 1988 (NAVD88) BASED ON THE FOLLOWING ORANGE COUNTY ENGINEERING DEPARTMENT

SURVEY BENCHMARKS:

S1450002

“SET 3" O.C. SURVEY MARK DISC ON CONCRETE CURB INLET, STAMPED S-1450-002”

ELEVATION = 98.38 FT.

AND

PROVED WITH A GPS OBSERVATION. NO OTHER COUNTY BENCHMARK WAS FOUND ON THE VICINITY OF

THE PROJECT SITE.

4. THE ELEVATIONS OF WELL-IDENTIFIED FEATURES AS DEPICTED ON THIS SURVEY AND MAP WERE

MEASURED TO AN ESTIMATED VERTICAL POSITIONAL ACCURACY OF 1/10 FOOT FOR NATURAL GROUND

AND 1/100 FOOT FOR HARDSCAPE SURFACES.

5. FIELD WORK WAS COMPLETED ON MAY 19, 2021.

6. THIS PRODUCT DOES NOT REPRESENT A BOUNDARY SURVEY.

7. THIS TOPOGRAPHIC SURVEY WAS PREPARED IN CONFORMANCE WITH THE STANDARDS OF PRACTICE AS

SET FORTH BY THE FLORIDA BOARD OF PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER 5J-17, FLORIDA ADMINISTRATIVE CODE PURSUANT TO SECTION 472.027, FLORIDA STATUTES.

SURVEY NOTES

N

0 20' 40'

FULL SCALE: 1"=20'

HALF SCALE: 1"=40'

EXISTING SANITARY MANHOLE

EXISTING STORM SEWER MANHOLE

EXISTING SANITARY SEWER LINE

EXISTING STORM SEWER PIPE

EXISTING WATER LINE

EXISTING BURIED POWER CABLE

EXISTING BURIED GAS

S(B)

W(B)

BE(B)

G(B)

EXISTING BURIED FIBER OPTIC CABLE

PROPOSED SANITARY SEWER PIPE.

PROPOSED SANITARY SEWER PIPE BY OTHERS. SEE

SHEET P-120 IN PLUMBING PLANS FOR ADDITIONAL

INFORMATION.

PROPOSED DOUBLE-ROW SILT FENCE

BFOC(B)

DEMO & EROSION CONTROL PLAN SITE & UTILITY PLAN

UTILITY NOTES:

1. CONTRACTOR TO NOTIFY ALL UTILITY COMPANIES FOR EXACT LOCATION OF

UNDERGROUND UTILITIES PRIOR TO CONSTRUCTION.

2. CONTRACTOR RESPONSIBLE TO PROTECT FROM DAMAGE FOR ALL

UNDERGROUND CONDUITS AND SLEEVES FOR ELECTRICAL, IRRIGATION AND

COMMUNICATIONS.

3. THE CONTRACTOR SHALL EXERCISE EXTREME CAUTION WHEN EXCAVATING

IN PROXIMITY OF ALL UTILITIES. EXISTING UTILITY LOCATIONS SHOWN ON

PLANS ARE NOT EXACT OR GUARANTEED.

4. CONTRACTOR TO COORDINATE ANY TEMPORARY RELOCATION OF ANY

UTILITIES NEEDED FOR CONSTRUCTION.

SFSF

Sheet Number:Designed By:

JOB No.100075349

Phase:

Checked By:

Date Issued:SEPTEMBER 19, 2021

PROFESSIONAL SEALS:

CLIENT:

SHEET TITLE:

ISSUE LOG

CONSULTANT:

QC Review:

SHEET INFORMATION:

PROJECT NAME:

482 SOUTH KELLER ROAD

ORLANDO, FL 32810

PHONE: 407.647.7275 FAX: 407.740.8958

No. Date Description

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100% CD

1 6/11/21 60% DESIGN DOCUMENTS

2 8/02/21 90% DESIGN DOCUMENTS

3 9/13/21 100% CONSTRUCTION DOCUMENTS

C-500

EROSION CONTROL,

RDB

CLT

RAR

PVC

PRECAST

MANHOLE

WALL

STAINLESS STEEL BAND

RESILIENT CONNECTOR

STAINLESS STEEL PIPE CLAMP

NEW AND EXISTING MANHOLES

NOTES:

1. DROP PIPE AND FITTINGS SHALL BE OF EQUAL SIZE AND MATERIAL AS THE INFLUENT

SEWER.

2. AN OUTSIDE DROP CONNECTION SHALL BE REQUIRED FOR ALL INFLUENT LINES WHICH

HAVE AN INVERT 2' OR MORE ABOVE THE MANHOLE INVERT.

3. CONTRACTOR TO COORDINATE THE PRESENCE OF UTILITIES INSPECTOR DURING

CORING AND CONNECTIONS TO EXISTING MANHOLES.

C-500

GRAVITY MANHOLE CONNECTION

SCALE: NTS

S

E

O T

E

T R

E N

C H

A C

K F

I L L

W/ SIZE OF PIPE

VARIES

SEE NOTE 4

PIPE O.D.

COMMON FILL

12" (TYP)

FINISHED GRADE

NOTES:

1. INITIAL BACKFILL AND HAUNCHING: SELECT COMMON FILL COMPACTED TO 95% (98%

UNDER PAVEMENT) OF THE MAXIMUM DENSITY AS PER AASHTO T-180.

2. TRENCH BACKFILL: COMMON FILL COMPACTED TO 95% (98% UNDER PAVEMENT) OF THE

MAXIMUM DENSITY AS PER AASHTO T-180.

3. PIPE BEDDING UTILIZING SELECT COMMON FILL OR BEDDING ROCK IN ACCORDANCE

WITH TYPE A BEDDING AND TRENCHING DETAIL MAY BE REQUIRED AS DIRECTED BY

UTILITIES.

4. 15" MAX. (12" MIN.) FOR PIPE DIAMETER LESS THAN 24" AND 24" MAX (12" MIN) FOR PIPE

DIAMETER 24" AND LARGER.

5. WATER SHALL NOT BE PERMITTED IN THE TRENCH DURING CONSTRUCTION.

6. ALL PIPE TO BE INSTALLED WITH BELL FACING UPSTREAM TO THE DIRECTION OF THE

FLOW.

7. FINAL RESTORATION IN IMPROVED AREAS SHALL BE IN COMPLIANCE WITH ALL

APPLICABLE REGULATIONS OF GOVERNING AGENCIES. SURFACE RESTORATION

WITHIN ORANGE COUNTY RIGHT-OF-WAY SHALL COMPLY WITH REQUIREMENTS OF

RIGHT-OF-WAY UTILIZATION REGULATIONS AND ROAD CONSTRUCTION

SPECIFICATIONS.

TRENCH WIDTH

SELECT COMMON

FILL

INITIAL

BACKFILL

S

T

E

HAUNCHING

L I F

T S

M

X

I M

U M

UNDISTURBED EARTH

(SEE NOTE 3)

C-500

BEDDING AND TRENCHING - TYPE A

SCALE: NTS

S

T

E

T R

E N

H

C

K F

I L L

L I F

S

X

I M

U M

W/ SIZE OF PIPE

VARIES

SEE NOTE 4

PIPE O.D.

COMMON FILL

BEDDING MATERIAL

12" (TYP)

UNDISTURBED EARTH

FINISHED GRADE

NOTES:

1. INITIAL BACKFILL: SELECT COMMON FILL COMPACTED TO 95% (98% UNDER PAVEMENT) OF

THE MAXIMUM DENSITY AS PER AASHTO T-180.

2. TRENCH BACKFILL: COMMON FILL COMPACTED TO 95% (98% UNDER PAVEMENT) OF THE

MAXIMUM DENSITY AS PER AASHTO T-180.

3. TYPE A BEDDING MATERIAL SHALL CONFORM TO FDOT NO. 57 AGGREGATE.

4. 15" MAX. (12" MIN.) FOR PIPE DIAMETER LESS THAN 24" AND 24" MAX (12" MIN) FOR PIPE

DIAMETER 24" AND LARGER.

5. WATER SHALL NOT BE PERMITTED IN THE TRENCH DURING CONSTRUCTION.

6. ALL PIPE TO BE INSTALLED WITH BELL FACING UPSTREAM TO THE DIRECTION OF THE

FLOW.

7. BEDDING DEPTH SHALL BE 4" MINIMUM FOR PIPE DIAMETER UP TO 12" AND 6" MINIMUM FOR

PIPE DIAMETER 16" AND LARGER.

8. DEPTH FOR REMOVAL OF UNSUITABLE MATERIAL SHALL GOVERN DEPTH OF BEDDING

ROCK BELOW THE PIPE. UTILITIES SHALL DETERMINE IN THE FIELD REQUIRED REMOVAL OF

UNSUITABLE MATERIAL TO REACH SUITABLE FOUNDATION.

9. FINAL RESTORATION IN IMPROVED AREAS SHALL BE IN COMPLIANCE WITH ALL APPLICABLE

REGULATIONS OF GOVERNING AGENCIES. SURFACE RESTORATION WITHIN ORANGE

COUNTY RIGHT-OF-WAY SHALL COMPLY WITH REQUIREMENTS OF R/W UTILIZATION

REGULATIONS AND ROAD CONSTRUCTION SPECIFICATIONS.

TRENCH WIDTH

SELECT COMMON

FILL

INITIAL

BACKFILL

S

E E

N O

S

E E

N O

HAUNCHING

BEDDING

(SEE NOTES 7 & 8)

C-500

BEDDING AND TRENCHING - TYPE B

SCALE: NTS

SEWER MAIN

LATERAL

DOUBLE

SPRING LINE

LATERAL

SINGLE

R

W

NOTES:

1. INVERT OF SERVICE LATERAL SHALL NOT ENTER SEWER MAIN BELOW SPRING LINE.

2. SERVICE LATERAL SHALL BE CAPPED BY DEVELOPER'S SITE-WORK CONTRACTOR.

3. WYE TO BE NO SHALLOWER THAN 3-FEET AND NO DEEPER THAN 5-FEET.

4. LOCATOR BALLS TO BE INSTALLED BY DEVELOPER'S SITE-WORK CONTRACTOR, ONE

PER SERVICE.

5. ALL FITTINGS SHOWN ARE TO BE INSTALLED.

6. SERVICE CONNECTIONS SHALL BE PERMANENTLY MARKED BY CUTTING AN "S" IN THE

CURB DIRECTLY OVER THE LATERAL.

7. BUILDER'S PLUMBER WILL REMOVE PLUG, INSTALL CLEANOUT, AND CONNECT SERVICE

LATERAL TO HOUSE.

6" 45°

BEND

WYE WITH

6" BRANCH

S

6" 45°

BEND

WYE WITH

6" BRANCH

SEWER MAIN

SIZE VARIES

DOUBLE

WYE WITH

6" BRANCH

CLEAN-OUT

(TYP)

ROTATE

30° (TYP.)

LOT

LINE

SLOPE TO TERMINAL DEPTH

@ 1.0% MIN (TYP.)

CURB (SEE NOTE 4)

M

I N

S

T

E

TEMP PLUG

(TYP.) (SEE

NOTES 2 AND 7)

R

W

R

W

R

W

STAKE TO SHOW LOCATION OF

TEMPORARY PLUG. (TYP.)

(TYP.) BUILDER'S

PLUMBER (SEE

NOTE 7)

(TYP.) TEMP. PLUG

(SEE NOTES 2 AND 7)

PROFILE

NTS

PLAN

NTS

(TYP.)

BUILDER'S

PLUMBER

(SEE NOTE 7)

LOCATOR BALL

6" MAX BELOW PIPE

(TYP) SEE NOTE 4

FINISHED

GRADE

C-500

SERVICE LATERAL

SCALE: NTS

GRAVITY OUTSIDE DROP CONNECTION (EXISTING MANHOLE)

6" MIN

6"

MIN

#4 90° HOOK AT 8" O.C.E.W.

C-500

ASPHALT PAVEMENT SECTION

SCALE: NTS

EXISITNG SOIL.

10" CRUSHED CONCRETE BASE (LBR 150)

FROM APPROVED FDOT SOURCE.

12" SUBGRADE COMPACTED TO MIN DENSITY OF 98% MODIFIED

PROCTOR MAXIMUM DRY DENSITY (ASTM D-1557, AASHTO T-180)

AND STABILIZED TO MIN LBR 40.

C-500

ASPHALT PAVEMENT SPLICE DETAIL

SCALE: NTS

C-500

CONCRETE JOINT DETAILS

SCALE: NTS

C-500

VEHICULAR CONCRETE PAVEMENT SECTION

SCALE: NTS

SUB-GRADE

CONCRETE 8" THICKNESS, 4,000 PSI CONC, MIN 28 DAY COMPRESSIVE

STRENGTH W/ FIBER MESH @ 1.5 LBS/CY.

12" COMPACTED SUB-GRADE LBR 40 COMPACTED TO 98%

AASHTO T-180

SUB-GRADE

CONCRETE

8"

12"

SINGLE-COMPONENT

POLYURETHANE SEALANT 3/4" THICK

CLOSED CELL SEMI-RIGID

PLASTIC JOINT FILLER

SINGLE-COMPONENT

POLYURETHANE SEALANT 3/4"

THICK

CLOSED CELL SEMI-RIGID PLASTIC

JOINT FILLER

OR

CONSTRUCTION JOINT

0.2*D

0.1*D

1/2"

STRUCTURE

D

ISOLATION JOINT

D

1/2"

1/4"

D/4

D

CONTROL JOINT

EXPANSION JOINT

D

FILTERED WATER

SECTION

PLAN

PAVEMENT (TYP)

GRATE

1" TYP1" TYP

ROCK / SAND BAGS OR BIOFILTER

BAGS (PLACED END TO END)

WRAP GRATE WITH FILTER

FABRIC WITH OVERLAPPING TOP

FLAPS

WRAP GRATE WITH FILTER

FABRIC WITH OVERLAPPING

TOP FLAPS

ROCK / SAND BAGS OR

BIOFILTER BAGS (PLACED

END TO END)

C-500

INLET SEDIMENT FILTER DETAIL

SCALE: NTS

2 1/2" SP 9.5 ASPHALTIC CONCRETE (TWO LIFTS)

EXISTING SUBGRADE PROPOSED SUBGRADE

1. PROVIDE ASPHALT SPLICE AT ALL TRANSITIONS BETWEEN NEW

AND EXISTING PAVEMENT SECTIONS.

2. 12-INCH MINIMUM ASPHALT REMOVAL, MAY VARY AT THE

DISCRETION OF THE OWNER'S REPRESENTATIVE. (MAYBE MORE

BUT NOT LESS THAN 12 INCHES)

3. RESTORE EXISTING BASE TO ORIGINAL CONDITION OR BETTER.

EXISTING BASE PROPOSED BASE

12"

SAWCUT, REMOVE AND REPLACE

12" OF EXISTING ASPHALT

PAVEMENT

PROPOSED ASPHALT

PAVEMENT

EXISTING ASPHALT

PAVEMENT

NOTES:

SPLICE

12" MIN12" MIN

M

I N

SUBGRADE

BASE

FINISH GRADE SHALL BE 2" BELOW

TOP OF CURB FOR SOD PLANTING.

6"

HARDSCAPE MATERIAL VARIES

6"x18" POURED IN PLACE CONCRETE

CURB, 3000 PSI.

C-500

6" CONCRETE CURB DETAIL

SCALE: NTS

C-500

PEDESTRIAN CONCRETE PAVEMENT SECTION

SCALE: NTS

SUB-GRADE

CONCRETE 4" THICKNESS, 3,000 PSI CONC, MIN 28 DAY COMPRESSIVE

STRENGTH W/ FIBER MESH @ 1.5 LBS/CY.

12" COMPACTED SUB-GRADE LBR 40 COMPACTED TO 98%

AASHTO T-180

SUB-GRADE

CONCRETE4"

12"

SITE, & UTILITY DETAILS

SECTION

S

I L

O

W

FILTER FABRIC

V E

R T

I C

A L

PRINCIPLE POST

POSITION

(CANTED 20°

TOWARD FLOW)

OPTIONAL POST

POSITIONS

ELEVATION

T

O

M

I N

M I N

POST OPTIONS:

SOFTWOOD 2-1/2" DIA

SOFTWOOD 2"x4"

HARDWOOD 1-1/2"x1-1/2"

STEEL 1.33 LBS/FT MIN)

6' MAX

FILTER FABRIC

(IN CONFORMANCE

WITH SEC. 985 FDOT

SPEC.)

C-500

SILT FENCE DETAIL (TYPE III PER FDOT INDEX 102)

SCALE: NTS

S

I

O

W

FILTER FABRIC

V E

R T

I C

A L

PRINCIPLE POST

POSITION

(CANTED 20°

TOWARD FLOW)

OPTIONAL POST

POSITIONS

3.0'

DOUBLE ROW

ONLY WHERE

SHOWN ON PLAN

NOTE: INSTALL IN ACCORDANCE WITH SILT

FENCE DETAIL, EXCEPT AS NOTED ABOVE.

C-500

SILT FENCE DETAIL

SCALE: NTS

STEEL PLATE

SLIP DOWELS

STEEL PLATE

SLIP DOWELS

Sheet Number:Designed By:

JOB No.100075349

Phase:

Checked By:

Date Issued:SEPTEMBER 19, 2021

PROFESSIONAL SEALS:

CLIENT:

SHEET TITLE:

ISSUE LOG

CONSULTANT:

QC Review:

SHEET INFORMATION:

PROJECT NAME:

482 SOUTH KELLER ROAD

ORLANDO, FL 32810

PHONE: 407.647.7275 FAX: 407.740.8958

No. Date Description

O

RA

NG

E

CO

UN

TY

C

O

RR

EC

TI

O

NS

G

EN

ES

IS

SA

NI

TA

RY

P

IP

IN

G

R

EP

LA

CE

M

EN

T

3R D

St re et , O rla nd o, F

L

100% CD

1 6/11/21 60% DESIGN DOCUMENTS

2 8/02/21 90% DESIGN DOCUMENTS

3 9/13/21 100% CONSTRUCTION DOCUMENTS

C-501

RDB

CLT

RAR

STORMWATER POLLUTION

PREVENTION PLAN

DISTRICT'S REQUIREMENTS CONTRACTOR'S REQUIREMENTS

SECTION / DETAIL

MARK

VARIES

SEE PLAN

ELEVATION MARK

RECESS IN

SLAB

N

NORTH ARROW

TYPICAL

OPENING

MOMENT

CONNECTION

FTG. OR PILE CAP MARK

T/ FTG. OR PILE CAP EL.

(WIDTH x DEPTH)

TYPICAL BEAM DIMENSIONS

SPAN DIRECTION

PLAN / DETAIL MARK

METAL DECK

SPAN DIRECTION

METAL DECK SPAN

DIRECTION W/

CONC. TOPPING

STRUCTURAL SYMBOLS

STRUCTURAL GENERAL NOTES

GENERAL STRUCTURAL CRITERIA

1. STRUCTURE IS DESIGNED TO BE SELF-SUPPORTING AND STABLE ONCE IN

SERVICE. NO CONSIDERATION FOR STABILITY AND SHORING IS ASSUMED

BY THE ENGINEER DURING THE BUILDING PROCESS. IT SHALL BE THE

CONTRACTOR'S RESPONSIBILITY TO INSURE THE STABILITY AND SAFETY

OF THE STRUCTURE AND ITS COMPONENTS BY DETERMINING AND

IMPLEMENTING ERECTION PROCEDURES AND SEQUENCE OF

CONSTRUCTION. THIS INCLUDES TEMPORARY BRACING AND SHORING AS

WELL AS SOIL STABILIZATION AND PROTECTIVE MEASURES FOR

ADJACENT EXISTING CONSTRUCTION.

2. STRUCTURAL DRAWINGS AND SPECIFICATIONS SHALL BE UTILIZED

CONCURRENTLY WITH ARCHITECTURAL, SITE, AND ENGINEERING

DRAWINGS OF OTHER DISCIPLINES TO CONSULT INFORMATION NOT

EXPLICITLY INDICATED ON STRUCTURAL DRAWINGS.

3. CONTRACTOR SHALL VERIFY DIMENSIONS AND SITE CONDITIONS PRIOR

TO PROCEEDING WITH PROCUREMENT OF MATERIALS AND LABOR,

FABRICATION, AND CONSTRUCTION WORK. WHERE DISCREPANCIES

EXIST, NOTIFY ARCHITECT / ENGINEER OF SUCH DISCREPANCIES IN

WRITING VIA A REQUEST FOR INFORMATION / INTERPRETATION (RFI)

BEFORE PROCEEDING WITH THE WORK IN THE AFFECTED AREA IN

QUESTION.

4. NO STRUCTURAL MEMBER OR COMPONENT SHALL BE CUT, NOTCHED, OR

OTHERWISE ALTERED UNLESS APPROVED IN WRITING BY STRUCTURAL

ENGINEER. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ANY AND ALL

COSTS INCURRED BY STRUCTURAL ENGINEER FOR REVIEW OF SUCH

DEVIATIONS AND IMPLEMENTATION OF APPROPRIATE SOLUTIONS.

5. PRIOR TO COMMENCING WORK, THE GENERAL CONTRACTOR SHALL BE

RESPONSIBLE FOR REVIEWING AND COORDINATING WITH THE SUB-

CONTRACTORS WORK INDICATED ON STRUCTURAL DRAWINGS WITH

ARCHITECTURE, SITE WORK, DELEGATED COMPONENTS, AND THE WORK

OF OTHER ENGINEERING DISCIPLINES.

6. THE STRUCTURAL DRAWINGS AND SPECIFICATIONS ARE

REPRESENTATIVE OF THE FINISHED STRUCTURE. THE STRUCTURAL

ENGINEER SHALL NOT BE IN RESPONSIBLE CHARGE AND CONTROL OF

CONSTRUCTION MEANS, METHODS, PROCEDURES AND CONSTRUCTION

TECHNIQUES, AND JOBSITE SAFETY. THIS SHALL BE THE RESPONSIBILITY

OF THE CONTRACTOR.

7. THE STRUCTURAL ENGINEER SHALL NOT BE CONSTRUED AS HAVING

CONTROL, CHARGE, AND RESPONSIBILITY FOR THE ACTS AND OMISSIONS

AND FOR FAILURE OF THE CONTRACTOR, SUB-CONTRACTOR, AND OTHER

PERSONS PERFORMING THE WORK TO CARRY OUT SUCH WORK IN

ACCORDANCE WITH THE STRUCTURAL DRAWINGS AND COLLECTIVE

CONTRACT DOCUMENTS.

8. PERIODIC SITE OBSERVATION BY THE STRUCTURAL ENGINEER AND HIS /

HER REPRESENTATIVES IS SOLELY FOR THE PURPOSE OF DETERMINING

IF THE WORK OF THE CONTRACTOR IS PROCEEDING IN GENERAL

ACCORDANCE WITH THE STRUCTURAL DRAWINGS AND SPECIFICATIONS.

THIS LIMITED SITE OBSERVATION SHALL NOT BE CONSTRUED AS AN

INSPECTION, EXHAUSTIVE, OR CONTINUOUS OBSERVATION TO VERIFY

THE QUALITY AND QUANTITY OF THE WORK.

9. THE USE OF REPRODUCTIONS OF THESE STRUCTURAL DRAWINGS AND

SPECIFICATIONS AND USE OF ELECTRONIC FILES AND MODELS BY ANY

CONTRACTOR, SUBCONTRACTOR, ERECTOR, FABRICATOR OR MATERIAL

SUPPLIER IN LIEU OF PREPARATION OF SHOP DRAWINGS IS PROHIBITED

UNLESS PRIOR WRITTEN APPROVAL IS OBTAINED FROM THE STRUCTURAL

ENGINEER.

10. IN THE EVENT THERE IS CONFLICTING INFORMATION BETWEEN THE

DRAWINGS, SPECIFICATIONS AND LOCAL CODE APPLICATIONS OR ANY

OTHER CONTROLLING AUTHORITY, THE MOST STRINGENT CONDITION

SHALL APPLY.

DEFLECTION CRITERIA

1. DEFLECTION CRITERIA SHALL BE IN ACCORDANCE WITH DEFLECTION

AND DRIFT LIMITS SET HEREIN.

2. THE DEFLECTION LIMITS SHALL BE COORDINATED WITH THE

ARCHITECTURAL DRAWINGS BASED ON THE MATERIALS SPECIFIED BY

THE ARCHITECT. MATERIALS THAT REQUIRE DEFLECTION CRITERIA THAT

EXCEED THE LIMITS INDICATED HEREIN PER THE MANUFACTURER'S

AND/OR ARCHITECT'S RECOMMENDATIONS SHALL MEET THE CRITERIA

RECOMMENDED BY THE MANUFACTURER AND/OR THE ARCHITECT.

3. DEFLECTION AND DRIFT LIMITS SHALL BE THE MORE STRINGENT OF THE

RATIO OR ABSOLUTE VALUES INDICATED HEREIN.

4. THE CONSTRUCTION OF THE BUILDING AND IT'S COMPONENTS SHALL BE

CONFIGURED TO ACCOMMODATE THESE MOVEMENTS.

DESIGN CRITERIA

1. STRUCTURAL WORK SHALL BE IN ACCORDANCE WITH:

FLORIDA BUILDING CODE 2020 EDITION 7 AS ADOPTED AND

SUPPLEMENTED BY LOCAL REGULATIONS AND ASCE 7-16.

2. REFER TO DRAWINGS OF OTHER DISCIPLINES FOR DIMENSIONS AND

ELEVATIONS NOT INDICATED ON STRUCTURAL DRAWINGS. NOTIFY

ARCHITECT / ENGINEER OF DISCREPANCIES PRIOR TO EXECUTION OF

WORK.

3. COORDINATE SIZES AND LOCATIONS OF OPENINGS IN FLOORS, WALLS

AND ROOFS WITH ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING

AND SITE REQUIREMENTS.

4. REFER TO ARCHITECTURAL, CIVIL, MECHANICAL, ELECTRICAL, PLUMBING

AND SITE DRAWINGS FOR MATERIALS, COMPONENTS, AND CONNECTIONS

NOT SHOWN HEREIN, AND FOR ANCHORED, SUPPORTED AND EMBEDDED

ITEMS WHICH AFFECT THE STRUCTURAL WORK. VERIFY DETAILS AND

DIMENSIONS WITH EQUIPMENT PURCHASED.

5. NO PROVISIONS HAVE BEEN MADE FOR FUTURE VERTICAL AND/OR

HORIZONTAL ADDITIONS, MODIFICATIONS, AND/OR EXPANSIONS EXCEPT

AS SHOWN ON THE STRUCTURAL DRAWINGS.

6. STRUCTURAL ENGINEER IS NOT RESPONSIBLE FOR THE DESIGN OF

PREFABRICATED STAIRS, HANDRAILS, CURTAIN WALL / WINDOW WALL

SYSTEMS, COLD-FORMED STEEL FRAMING, OR OTHER SYSTEMS

DELEGATED OR NOT SHOWN IN THE STRUCTURAL DRAWINGS. SUCH

SYSTEMS SHALL BE DESIGNED, FURNISHED, AND INSTALLED BY OTHER

PORTIONS OF THE CONTRACT DOCUMENTS.

7. REFERENCED DATUM FOR THE PROJECT SHALL BE TAKEN AS 0'-0"

ESTABLISHED FROM SLAB ON GRADE FINISH FLOOR. VERIFY ACTUAL

ELEVATIONS WITH CIVIL DRAWINGS.

MECHANICAL AREA

FLOOR

ROOF

GRAVITY LOADS

LIVE LOAD REDUCTION ON SUPPORTING ELEMENTS SHALL BE IN

ACCORDANCE WITH THE BUILDING CODE. NO LIVE LOAD REDUCTION

OF ROOF LOADING IS PERMITTED. UNIFORMED DEAD LOAD IS

ADDITIVE TO ACTUAL STRUCTURAL WEIGHTS.

LOCATION

UNIFORM

DEAD LOAD

(PSF)

CONC.

DEAD LOAD

(LBS)

UNIFORM

LIVE LOAD

(PSF)

--- 125

--- 80

--- 20

CONC.

LIVE LOAD

(PSF)

MATERIAL

WEIGHT

DESIGN LOADING

SHOP DRAWING SUBMITTALS

1. SHOP DRAWING SUBMITTALS ARE REQUIRED FOR ALL STRUCTURAL

FRAMING, ELEMENTS, COMPONENTS, AND SYSTEMS INDICATED ON THE

STRUCTURAL DRAWINGS. SHOP DRAWING SUBMITTALS INCLUDE BUT ARE

NOT LIMITED TO THE FOLLOWING:

A. CONCRETE MIX DESIGNS

B. CONCRETE FOUNDATION REINFORCING SUBMITTALS

C. CONCRETE AND MASONRY FRAMING SUBMITTALS W/ ELEVATION

DRAWINGS CLEARLY INDICATING REINFORCING, SPLICING, AND

LOCATION OF ALL CONCRETE AND MASONRY FRAMING

D. STRUCTURAL STEEL SUBMITTALS (*)

E. STEEL DECK SUBMITTALS (*)

F. STEEL JOISTS AND JOIST GIRDERS (*)

G. STRUCTURAL STEEL CONNECTIONS NOT DETAILED OTHERWISE ON

THESE DRAWINGS (*)

H. PRE-FABRICATED CANOPY AND AWNING STRUCTURES,

DECORATIVE BRACKETS, AND OTHER ARCHITECTURAL

COMPONENTS (*)

I. PRECAST LINTELS AND SILLS (*)

J. ANCHORAGE OF ROOFTOP EQUIPMENT (*),(#)

K. SHORING (*)

SHOP DRAWING SUBMITTALS FOR ITEMS NOT LISTED ABOVE SHALL BE

SUBMITTED FOR REVIEW UPON REQUEST BY THE STRUCTURAL

ENGINEER.

ITEMS MARKED (*) SHALL HAVE SHOP DRAWINGS SEALED BY A

PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF FLORIDA.

ITEMS MARKED (#) SHALL BE SUBMITTED FOR ENGINEERS RECORD ONLY.

2. SHOP DRAWINGS SHALL BE REVIEWED BY THE STRUCTURAL ENGINEER

FOR COMPLIANCE WITH DESIGN INTENT AND FOR GENERAL

CONFORMANCE WITH THE CONSTRUCTION DOCUMENTS. CORRECTIONS

OR COMMENTS MADE ON THE SHOP DRAWINGS SHALL NOT RELIEVE THE

CONTRACTOR FROM COMPLIANCE WITH THE STRUCTURAL DRAWINGS

AND SPECIFICATIONS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR

CONFORMING AND CORRELATING QUANTITIES, DIMENSIONS,

ELEVATIONS, AND LENGTHS, FOR SELECTING FABRICATION PROCESSES,

FOR SELECTING METHODS OF CONSTRUCTION, FOR COORDINATING SUB

TRADES AND FOR PERFORMING WORK IN A SAFE MANNER.

3. SHOP DRAWINGS SHALL BE REVIEWED BY THE CONTRACTOR AND

MARKED "APPROVED" PRIOR TO SUBMITTING THE DRAWINGS TO THE

ARCHITECT ENGINEER FOR REVIEW. SHOP DRAWINGS SHALL BE

MARKED WITH A REVIEW STAMP FROM THE CONTRACTOR INDICATING

REVIEW DISPOSITION AND SHALL BE DATED AND INITIALED. SHOP

DRAWINGS THAT HAVE NOT BEEN REVIEWED, STAMPED, DATED AND

INITIALED WILL BE CONSIDERED NOT REVIEWED BY THE CONTRACTOR

AND SHALL BE RETURNED NOT REVIEWED AND UNCHECKED BY THE

STRUCTURAL ENGINEER.

4. STRUCTURAL ENGINEER SHALL NOT BE RESPONSIBLE FOR DELAYS

CAUSED DUE TO THE REJECTION OF INCOMPLETE SUBMITTALS,

SUBMITTALS RETURNED DUE TO THE CONTRACTOR'S FAILURE TO

REVIEW DOCUMENTS PRIOR TO RECEIPT BY THE STRUCTURAL

ENGINEER, AND FOR THE ADDITIONAL TIME REQUIRED BY THE

CONTRACTOR'S SUB TRADES TO REVISE AND RE-SUBMIT THE DRAWINGS

AND FOR THE STRUCTURAL ENGINEER TO PERFORM ADDITIONAL

REVIEWS OF NON-CONFORMING SUBMITTALS.

5. UPON RECEIPT OF SHOP DRAWING SUBMITTALS FROM THE CONTRACTOR

THAT HAVE BEEN REVIEWED, STAMPED, DATED, AND INITIALED BY THE

CONTRACTOR, THE ENGINEER SHALL BEGIN REVIEW OF THE RECEIVED

SUBMITTALS. THE CONTRACTOR SHALL ALLOW FOURTEEN (14) WORKING

DAYS FOR SUBMITTAL REVIEW BY THE STRUCTURAL ENGINEER FROM

RECEIPT OF SHOP DRAWINGS. THE CONTRACTOR SHALL FURTHER

ALLOW TEN (10) WORKING DAYS FROM RECEIPT OF SHOP DRAWING RE-

SUBMITTALS FOR REVIEW BY THE STRUCTURAL ENGINEER.

6. THE STRUCTURAL ENGINEER'S OBLIGATIONS TO REVIEW SHOP

DRAWINGS AND OTHER SUBMITTALS AND TO RETURN THEM IN A TIMELY

MANNER ARE CONDITIONED UPON THE PRIOR REVIEW AND APPROVAL OF

THE SHOP DRAWINGS OR SUBMITTALS BY THE CONTRACTOR AS

REQUIRED IN THE CONSTRUCTION CONTRACT AND THE CONTRACTOR'S

SUBMITTAL OF THE SHOP DRAWINGS AND OTHER SUBMITTALS IN

ACCORDANCE WITH A WRITTEN SCHEDULE DISTRIBUTED IN ADVANCE TO

THE ENGINEER IDENTIFYING THE DATES FOR THE SUBMITTAL OF THE

VARIOUS SHOP DRAWINGS AND SUBMITTALS.

7. THE STRUCTURAL ENGINEER SHALL NOT BE RESPONSIBLE FOR

MATERIALS THAT ARE FABRICATED, DELIVERED, AND INSTALLED AT THE

SITE WITHOUT A SET OF SHOP SUBMITTALS THAT HAVE BEEN REVIEWED

AND APPROVED BY THE STRUCTURAL ENGINEER. COSTS ASSOCIATED

WITH THE REMOVAL OF UNAPPROVED MATERIALS AND THE DELAYS

ASSOCIATED WITH THE REPAIR, RECONFIGURATION, AND/OR REMOVAL

OF SUCH MATERIALS SHALL NOT BE THE RESPONSIBILITY OF THE

STRUCTURAL ENGINEER.

8. SHOP DRAWINGS REVIEWED BY THE STRUCTURAL ENGINEER AND

RETURNED WITH A MARK OF 'REJECTED' OR 'REVISE AND RESUBMIT'

SHALL BE RE-SUBMITTED FOR REVIEW BY THE STRUCTURAL ENGINEER.

REVISIONS MADE TO SHOP DRAWINGS SHALL BE CLEARLY MARKED AND

THE PURPOSE FOR THE RE-SUBMISSION SHALL BE CLEARLY NOTED ON

THE SHOP DRAWING TRANSMITTAL. REVISIONS SHALL BE ASSIGNED A

SEQUENTIAL REVISION NUMBER.

9. THE CONTRACT DOCUMENTS SHALL GOVERN OVER THE SHOP

DRAWINGS UNLESS OTHERWISE SPECIFIED IN WRITING BY THE

ENGINEER.

MISCELLANEOUS

1. CONCRETE PADS FOR MECHANICAL AND ELECTRICAL EQUIPMENT ON

FLOORS SHALL BE NO LESS THAN 4" HIGH UNLESS NOTED OTHERWISE

AND REINFORCED WITH #3 BARS ON 12" O.C. EACH WAY, 1 1/2" FROM

TOP OF SLAB. WHEN THE PAD EXCEEDS 10" IN THICKNESS, REINFORCE

WITH #3 BARS ON 12" O.C. EACH WAY, TOP AND BOTTOM. ANCHOR PAD

TO SLAB WITH #4 DOWELS AT 24" O.C. EACH WAY, CAST OR

CHEMICALLY ADHERED INTO SUPPORTING SLAB.

2. CONTRACTOR SHALL SUPPLY ALL ITEMS FOR ATTACHING MECHANICAL

AND ELECTRICAL EQUIPMENT TO THE BUILDING STRUCTURE TO RESIST

ALL LOADS INCLUDING WIND FORCES. ATTACHMENT SHALL BE MADE

SO AS NOT TO OVERSTRESS STRUCTURAL MEMBERS. COORDINATE

THE ATTACHMENTS AND LOCATIONS OF THE EQUIPMENT WITH THE

STRUCTURAL SHOP DRAWINGS. REFER TO THE MECHANICAL AND

ELECTRICAL DRAWINGS FOR ADDITIONAL REQUIREMENTS.

3. SUBSTITUTION OF EXPANSION ANCHORS FOR ADHESIVE ANCHORS OR

EMBEDDED ANCHORS SHOWN ON THE DRAWINGS WILL NOT BE

PERMITTED UNLESS APPROVED BY THE STRUCTURAL ENGINEER IN

ADVANCE.

4. THE CONTRACTOR SHALL PROVIDE THE FOLLOWING SERVICES AS

PART OF THE CONSTRUCTION SCOPE OF WORK:

A. VERIFICATION OF ALL DIMENSIONS, ELEVATIONS, OPENING

SIZES, MECHANICAL EQUIPMENT WEIGHTS PRIOR TO STARTING

WORK.

B. REMOVE ALL ABANDONED FOUNDATIONS, UTILITIES, PIPELINES,

ETC. THAT INTERFERE WITH NEW CONSTRUCTION.

C. REVIEW AND APPROVE ALL SHOP DRAWINGS PRIOR TO

SUBMITTAL, NOTING CHANGES MADE WHICH DO NOT COMPLY

WITH DESIGN DRAWINGS.

D. PROVIDE TEMPORARY BRACING AND SHORING TO PREVENT

EXCESSIVE DEFLECTIONS AND DAMAGE DURING

CONSTRUCTION. DESIGN OF TEMPORARY BRACING AND

SHORING SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR

AS INDICATED IN SECTION 010100.

E. SUPPORT OF CEILING SYSTEMS, FOLDING PARTITIONS, TOILET

PARTITIONS, COUNTERS, MISCELLANEOUS EQUIPMENT, AND

WINDOW SYSTEMS AS DEFINED IN THE ARCHITECTURAL PLANS.

SOIL PREPARATION AND FOUNDATIONS

1. NO GEOTECHNICAL REPORT WAS PROVIDED TO THE STRUCTURAL

ENGINEER INDICATING FOUNDATION RECOMMENDATIONS BASED ON

ACTUAL SOIL CONDITIONS. EXISTING STRUCTURAL DRAWINGS

PROVIDED AN ALLOWABLE FOOTING SOIL PRESSURE OF 2,500 PSF

SO THIS VALUE WAS USED AS A PRESUMPTIVE VALUE.

2. WHERE SATISFACTORY SUBSURFACE DATA IS NOT AVAILABLE OR

WHERE THE BUILDING OFFICIAL DETERMINES NECESSARY, THE

ALLOWABLE BEARING PRESSURE SHALL BE VERIFIED BY AN

INSPECTION AND TESTING FIRM BEFORE FOOTINGS ARE PLACED

AND THE FINDINGS SHALL BE PRESENTED IN THE FORM OF A

SIGNED AND SEALED GEOTECHNICAL REPORT TO THE STRUCTURAL

ENGINEER FOR REVIEW.

3. THE CONTRACTOR SHALL PERFORM SITE PREPARATION AND

DEWATERING REQUIREMENTS BASED ON THE FBC AND ACCEPTED

INDUSTRY STANDARDS.

4. REINFORCING SHALL BE SUPPORTED FROM ABOVE OR WITH 3" SBP

(WITH BOTTOM PLATE) AT 4'-0" O.C. MAXIMUM FOR ALL FOUNDATION

REINFORCING.

5. REMOVE FREE WATER FROM EXCAVATIONS BEFORE PLACING

CONCRETE.

6. BACKFILL BELOW STRUCTURAL ELEMENTS TO BE A GRANULAR

MATERIAL HAVING MAXIMUM SIZE OF 3" AND LESS THAN 12%

PASSING THE #200 SIEVE SIZE. FILL TO BE PLACED IN LIFTS OF ONE-

FOOT OR LESS COMPACTED TO A MINIMUM OF 95% OF THE

MAXIMUM DRY DENSITY AS DETERMINED BY THE MODIFIED

PROCTOR (ASTM:D1557).

7. THE CONTRACTOR SHALL COORDINATE THE ROUTING OF BELOW

GRADE PIPING TO INSURE THAT PIPING DOES NOT PENETRATE THE

MONOLITHIC FOUNDATION. NOTIFY THE STRUCTURAL ENGINEER OF

DISCREPANCIES PRIOR TO INSTALLING BELOW GRADE PIPING

THROUGH THE FOUNDATIONS. PIPING SHALL HAVE A MINIMUM

CLEARANCE BELOW FOUNDATIONS AS DETERMINED BY THE CIVIL

ENGINEER.

EXISTING STRUCTURE

1. INFORMATION SHOWN FOR THE EXISTING STRUCTURE ON THESE

DRAWINGS WAS TAKEN FROM THE FOLLOWING:

PREPARED BY: HANSEN LIND MEYER, INC.

ENTITLED: 200 BED DORMITORY FACILITY AT 33RD STREET

CORRECTIONAL COMPLEX FOR ORANGE COUNTY, FL.

DATE: 07/29/88

2. WORK SHOWN ON THESE DRAWINGS ASSUMES THAT THE ORIGINAL

CONSTRUCTION WAS PERFORMED IN ACCORDANCE WITH THE ABOVE

INDICATED ORIGINAL DRAWINGS INCLUDING (BUT NOT LIMITED TO)

DIMENSIONS, ELEVATIONS, MEMBER SIZES, MATERIALS, DETAILS, ETC.

IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE

CONDITIONS RELATING TO THE EXISTING STRUCTURE AND TO NOTIFY

THE ENGINEER IMMEDIATELY OF ANY DISCREPANCIES OR CONFLICTS.

DEMOLITION NOTES

1. THE CONTRACTOR IS REQUIRED TO PROVIDE ALL TEMPORARY

SCAFFOLDING, PLATFORMS, BARRICADES, RAILINGS, SCREENING,

ETC. NECESSARY TO PROTECT EXISTING FACILITIES, STRUCTURES

AND THE PUBLIC DURING DEMOLITION AND ERECTION OF THE NEW

CONSTRUCTION, AS WELL AS FOR JOB SAFETY. JOB SAFETY,

CONSTRUCTION AND DEMOLITION PROCEDURES ARE THE SOLE

RESPONSIBILITY OF THE CONTRACTOR. THE CONTRACTOR IS

REQUIRED TO TAKE ALL PRECAUTIONS TO MINIMIZE VIBRATION,

NOISE, DUST AND DEBRIS IN ALL AREAS ADJACENT TO AREAS OF

DEMOLITION.

2. THE CONTRACTOR IS REQUIRED TO COORDINATE WITH THE OWNER

FOR THE TEMPORARY SUSPENSION OF USE OF ANY FACILITY OR

PORTION THEREOF, AND THE ASSOCIATED BARRICADING

REQUIREMENTS WITHIN A MINIMUM OF 7 DAYS PRIOR TO

COMMENCING WORK.

3. THE CONTRACTOR IS REQUIRED TO PERFORM HIS WORK IN A

MANNER, WHICH WILL NOT CONFLICT WITH ANY OPERATION, WHICH

IS TO REMAIN FUNCTIONAL DURING THE COURSE OF THE PROJECT,

UNTIL SUCH OPERATION IS SCHEDULED TO BE SHUT DOWN.

4. THE CONTRACTOR IS REQUIRED TO COORDINATE WITH OWNER FOR

THE TEMPORARY SUSPENSION OF USE OF ANY UTILITY SYSTEM, A

MINIMUM OF 3 DAYS PRIOR TO COMMENCING WORK.

5. AT ALL LOCATIONS WHERE NEW CONSTRUCTION WILL INTERFACE

WITH EXISTING ELEMENTS, CUT THROUGH EXISTING STRUCTURE IN

STRAIGHT AND TRUE LINES TO ENSURE A NEAT INTERFACE.

6. AT ALL LOCATIONS WHERE THE DEMOLITION OF A CONCRETE

MEMBER LEAVES THE ENDS OF REINFORCING STEEL EXPOSED,

PROVIDE THE FOLLOWING:

A. CHIP CONCRETE FROM AROUND THE STEEL TO A DEPTH OF 1”.

B. CUT OFF REINF STEEL NOT LESS THAN 3/4” BELOW THE

CONCRETE SURFACE.

C. FILL THE CAVITY FLUSH WITH A HIGH MODULUS GEL EPOXY.

7. BEFORE DEMOLISHING ANY STRUCTURAL ELEMENT, INSTALL ALL

REQUIRED TEMPORARY AND/OR PERMANENT BRACING AND

SUPPORTS.

8. PROVIDE TEMPORARY CLOSURE OF ALL ROOF FASCIA, WALL AND

OTHER OPENINGS TO PROTECT BUILDING FROM EXPOSURE TO

UNDESIRABLE ELEMENTS UNTIL NEW CONSTRUCTION IS

WEATHERPROOFED, AT WHICH TIME SUCH TEMPORARY

CONSTRUCTION SHALL BE REMOVED. ALL TEMPORARY EXTERIOR

WALLS THAT ARE SUBJECT TO WIND LOADS ARE TO BE DESIGNED BY

A DELEGATED ENGINEER.

9. UPON COMPLETION OF NEW CONSTRUCTION UNDER EACH PHASE,

ALL DEMOLISHED AREAS SHALL BE RESTORED TO ACCEPTABLE

USAGE ACCORDING TO THE CONTRACT DOCUMENTS AS DETERMINED

BY THE A/E.

10. REMOVE COMPLETELY FROM THE SITE AND LEGALLY DISPOSE ALL

DEBRIS GENERATED BY THE DEMOLITION WORK AS THE WORK

PROGRESSES. STOCKPILING OF DEBRIS AND BURNING OF DEBRIS

ON THE PREMISES IS STRICTLY PROHIBITED.

CAST-IN-PLACE CONCRETE

1. CONCRETE WORK SHALL CONFORM TO THE REQUIREMENTS OF THE

FOLLOWING CODES AND STANDARDS (LATEST EDITIONS):

A. ACI 318 "BUILDING CODE REQUIREMENTS FOR REINFORCED

CONCRETE."

B. CRSI "MANUAL OF STANDARD PRACTICE".

2. CONCRETE SHALL BE NORMAL WEIGHT UNLESS OTHERWISE NOTED

AND SHALL CONFORM TO ASTM C-94 IN ADDITION TO THE FOLLOWING:

A. PORTLAND CEMENT SHALL MEET ASTM C-150 TYPEI/II.

B1. AGGREGATES FOR SLAB ON GRADE SHALL MEET ASTM C-33

(1" MAX).

B2. AGGREGATES ELSEWHERE SHALL MEET ASTM C-33 (3/4" MAX).

C. AIR ENTRAINING AGENT SHALL MEET ASTM C-260.

D. WATER REDUCING AGENT SHALL MEET ASTM C-494.

E. CALCIUM CHLORIDE SHALL NOT BE USED IN THE MIX.

G. CURING COMPOUND SHALL MEET ASTM C309 TYPE 1 UNO.

3. CONCRETE SHALL HAVE THE MINIMUM ULTIMATE COMPRESSIVE

STRENGTH AT 28 DAYS AS INDICATED BELOW. MIX DESIGNS SHALL BE

APPROVED BY THE ENGINEER BEFORE USE.

COMPONENT FC 28-DAY STRENGTH

SLAB ON GRADE 4,000 PSI

FOUNDATIONS 4,000 PSI

CONCRETE CAST ABOVE GRADE 4,000 PSI

4. FLY ASH, SUBSTITUTING FOR CEMENT, SHALL NOT EXCEED 25% BY

WEIGHT.

5. FOR MASS CONCRETE PLACEMENT AS DEFINED BY ACI 207 FLY ASH,

SUBSTITUTING FOR CEMENT, SHALL NOT EXCEED 30% BY WEIGHT.

6. REINF BARS USED IN CONCRETE SHALL BE GRADE 60 KSI DEFORMED

BAR CONFORMING TO ASTM SPECIFICATION A-615. REINFORCEMENT

SHALL BE RUST,OIL, AND SCALE FREE AND SHALL BE PLACED AND

BENT IN ACCORDANCE WITH THE REFERENCED STANDARDS

INDICATED IN NOTE 1 OF THIS SECTION. SHOP DWGS FOR

REINFORCEMENT LAYOUT, DETAILING, AND PLACING SHALL BE

APPROVED BY THE STRUCT ENGINEER PRIOR TO FABRICATION, SITE

DELIVERY, AND INSTALLATION.

7. WELDED WIRE REINFORCING TO BE USED FOR CONCRETE

REINFORCEMENT WHERE INDICATED SHALL CONFORM TO ASTM

A-1064 AND SHALL BE FURNISHED IN FLAT SHEETS (RATHER THAN

ROLLS). REINFORCING SHALL BE SUPPORTED ON CHAIRS TO MAINTAIN

THE PROPER LOCATION WITHIN THE CONCRETE AND SHALL BE

PLACED IN ACCORDANCE WITH THE REFERENCED STANDARDS

INDICATED IN NOTE 1 OF THIS SECTION. MINIMUM LAP SHALL BE TWO

PANELS.

8. CONCRETE SHALL BE CURED IN ACCORDANCE WITH ACI STANDARDS

AND SPECIFICATIONS. THE CONTRACTOR SHALL BEGIN CONCRETE

CURING IMMEDIATELY AFTER FINISHING OPERATIONS ARE

COMPLETED.

9. CONCRETE ADMIXTURES SHALL BE UTILIZED ONLY WITH PRIOR

APPROVAL FROM THE STRUCT ENGINEER.

10. CONCRETE ADDITIVES SHALL BE COORDINATED BY THE CONTRACTOR

TO ENSURE COMPATIBILITY WITH FLOOR COVERINGS, EXPOSED,

POLISHED, AND STAINED FINISHES AS SPECIFIED BY THE ARCH.

11. CONCRETE TESTING SHALL BE REQUIRED FOR CIP CONCRETE

ELEMENTS AND SHALL BE PERFORMED BY A QUALIFIED, INDEPENDENT

TESTING LAB. MINIMUM TESTING SHALL BE FOR SLUMP IN

ACCORDANCE WITH ASTM C143 AND FOR COMPRESSIVE STRENGTH IN

ACCORDANCE WITH ASTM C39.

12. COMPRESSIVE STRENGTH TESTING SHALL BE CONDUCTED FOR EACH

CLASS, FOR EVERY FIFTY CUBIC YARDS OF CONCRETE PLACED PER

DAY. PLACEMENTS LESS THAN FIFTY CUBIC YARDS SHALL ALSO BE

TESTED PER DAY FOR EACH CLASS. A MINIMUM OF FOUR LAB-CURED

AND SIX FIELD-CURED CYLINDERS SHALL BE COLLECTED. TWO

CYLINDERS SHALL BE KEPT IN RESERVE AND TESTED, IF NECESSARY,

WITH PRIOR APPROVAL FROM THE STRUCT ENGINEER.

13. MIX DESIGN SUBMITTALS SHALL BE SENT TO THE STRUCT ENGINEER

FOR REVIEW AND APPROVAL PRIOR TO CONCRETE PLACEMENT AND

SHALL BE UNIQUELY IDENTIFIED WITH MIX NUMBER AND EXACT

LOCATION WHERE MIX WILL BE PLACED ON THE STRUCTURE.

SUBMITTALS SHALL INCLUDE DATA FROM RECENT FIELD AND LAB

CYLINDER TESTS AND STATISTICAL, TESTED BACK-UP DATA PER ACI

318.

14. CONCRETE TICKETS FOR CONCRETE MIXES DELIVERED TO THE SITE

SHALL IDENTIFY THE EXACT TIME THAT THE MIX IS BATCHED.

CONCRETE PLACEMENT SHALL OCCUR, DEPENDING ON AMBIENT

TEMPERATURE, WITHIN ONE AND A HALF HOURS FROM THE TIME THE

PROPORTIONED MIXING WATER IS ADDED TO THE MIX FOR

PLACEMENT. MIXES SHALL BE DISCARDED IF THIS TIMEFRAME IS

EXCEED. IT SHALL BE THE RESPONSIBILITY OF THE INDEPENDENT

TESTING LAB TO ASSURE COMPLIANCE WITH PLACING TIME AND TO

NOTIFY THE CONTRACTOR AND OWNER OF NON-COMPLIANCE.

15. CONCRETE FORMS SHALL NOT BE STRIPPED UNTIL CONCRETE HAS

ATTAINED A MINIMUM 70% OF THE SPECIFIED 28-DAY COMPRESSIVE

STRENGTH AS INDICATED BY TESTING SAMPLES.

16. LAP SPLICE LENGTHS SHALL BE A MINIMUM OF 48 BAR DIA UNO.

17. CONCRETE CLEAR COVER OVER REINF SHALL BE IN

ACCORDANCE WITH ACI 318 AS LISTED BELOW, UNLESS NOTED

OTHERWISE.

LOCATION CLEAR COVER

CAST AGAINST EARTH 3"

EXPOSED TO EARTH OR WEATHER #6 AND LARGER 2"

EXPOSED TO EARTH OR WEATHER #5 AND SMALLER 1 1/2"

SLABS AND WALLS NOT EXPOSED TO WEATHER 3/4"

BEAMS AND COLUMNS NOT EXPOSED TO WEATHER 1 1/2"

SLABS ON GRADE (COVER FROM TOP OF SLAB) 1 1/2"

18. VERT AND HORIZ REINF INDICATED ON THE DWGS SHALL BE

DOWELED OUT OF THE FOUNDATION OR THE ELEMENT WHERE THE

REINF ORIGINATES, (SLAB BEAM, THE BEAM, WALL, ETC.) UTILIZING AN

ACI STANDARD HOOK EMBEDDED TO DEVELOP THE FULL ULTIMATE

TENSILE STRENGTH OF THE BAR.

19. FORMWORK REMOVAL IS THE SOLE RESPONSIBILITY OF THE

CONTRACTOR. REMOVE FORMS IN SUCH A MANNER AS TO ENSURE

JOB SAFETY AND TO PREVENT DAMAGE TO, AND CREEP DEFLECTION

OF THE STRUCTURE.

20. IMMEDIATELY AFTER REMOVAL OF FORMS, REPAIR HONEYCOMBED OR

DEFECTIVE AREAS WITH HIGH STRENGTH CEMENT GROUT. GROUT

SHALL BE APPROVED BY THE STRUCT ENGINEER. WHEN REINF IS

VISIBLE IN DEFECTIVE AREA, CONTACT THE STRUCT ENGINEER

IMMEDIATELY.

MASONRY

1. CONFORM TO TMS 402/602-16 BUILDING CODE REQUIREMENTS AND

SPECIFICATIONS FOR MASONRY STRUCTURES. LATEST EDITION

REFERENCED IN BUILDING CODE.

2. CONCRETE MASONRY UNITS (CMU) MATERIALS SHALL BE:

A. ALL CONCRETE MASONRY UNITS (CMU) SHALL BE TWO CELL

NORMAL WEIGHT AGGREGATE UNITS WITH A SPECIFIED MINIMUM

COMPRESSIVE STRENGTH OF 1900 PSI ON NET AREA AT 28 DAYS

CONFORMING TO ASTM C90. CMU LOCATED BELOW GRADE, SHALL

BE NORMAL WEIGHT AGGREGATE UNITS.

B. ALL MORTAR SHALL BE TYPE "S" OR "M" WITH A MINIMUM MORTAR

COMPRESSIVE STRENGTH OF 2500 PSI AT 28 DAYS CONFORMING

TO ASTM C270. THE MINIMUM COMPRESSIVE STRENGTH (f'M) OF A

PRISM ASSEMBLED OF CMU AND MORTAR SHALL BE 1500 PSI AT 28

DAYS ON THE NET AREA.

C. CMU GROUT SHALL CONFORM TO ASTM C476 WITH 3/8"

AGGREGATE WITH THE FOLLOWING REQUIREMENTS: MIN. F'C=2500

PSI, MIN. CEMENT=611 PCY, MAX. W/C RATIO=0.65 AND SHALL HAVE

A SLUMP OF BETWEEN 8" AND 10". PROVIDE CLEAN OUTS AS

SHOWN ON DRAWINGS. PUMP 4'-0" MAXIMUM GROUT LIFTS WITH

60 MINUTE DELAY BETWEEN LIFTS.

D. REINFORCING STEEL SHALL MEET THE REQUIREMENTS OF ASTM

A615, GR 60.

E. JOINT REINFORCING STEEL SHALL MEET THE REQUIREMENTS OF

ASTM A1064 WIRE WITH A MINIMUM YIELD GREATER THAN 70 KSI.

LONGITUDINAL WIRES SHALL BE 9 GA (0.1483" DIA.) WITH LADDER

TYPE WIRES CONNECTED AT 16" CENTERS. REINFORCING SHALL

BE MILL GALVANIZED PER ASTM A641, CLASS 3.

F. WHERE CONCRETE BEAMS ARE INSTALLED IN CONCRETE BLOCK

WALL, SUPPORT CONCRETE WITH 6" WIDE CONTINUOUS STRIPS

OF 1/8 SQUARE MESH SOFFIT SCREENING OF PUR-O-STOP OR

EQUAL CENTERED OVER BLOCK WORK. USE OF ROOFING FELT

STRIPS WILL NOT BE PERMITTED.

3. HORIZONTAL WALL REINFORCING

A. PROVIDE BOND BEAM COURSES IN ALL WALLS AT THE TOP OF

WALL OR PARAPET, AT FLOOR LEVELS (ABOVE GRADE), AT TOP OF

OPENINGS OR IMMEDIATELY ABOVE LINTELS, BELOW OPENINGS

AND AT BEARING LOCATIONS. BOND BEAMS SHALL BE

REINFORCED AS SHOWN IN PLANS. ALL INTERIOR STRUCTURAL

WALLS (SHEAR AND/OR BEARING) SHALL HAVE INTERMEDIATE

BOND BEAMS LOCATED AT THE SAME LEVELS AS EXTERIOR BOND

BEAMS.

4. VERTICAL REINFORCING

A. PROVIDE VERTICAL REINFORCING (NORMAL REINFORCING) IN

GROUT FILLED CELLS IN ALL WALLS AS SHOWN ON PLANS AND

SCHEDULES.

B. PROVIDE AN ADDITIONAL VERTICAL REINFORCING BAR WITH

DOWELS INTO SUPPORTING MEMBERS, WITH SAME SIZE AND

LENGTH AS THE NORMAL REINFORCING BAR, AT THE FOLLOWING

LOCATIONS UNLESS NOTED OTHERWISE:

1. ON EACH SIDE OF A CONTROL OR ISOLATION JOINT

2. AT INTERSECTION OF WALLS

3. EACH SIDE OF A WALL OPENING

4. AT EACH END OF WALL

5. AT EACH BEAM BEARING

C. VERTICAL REINFORCING SHALL EXTEND CONTINUOUSLY FROM

THE TOP OF THE SUPPORTING MEMBER TO EMBED AT LEAST 6"

INTO THE TOP BOND BEAM. THERE SHALL BE A DOWEL, CAST

INTEGRAL WITH THE SUPPORTING MEMBER, FOR EACH VERTICAL

REINFORCING BAR EXCEPT AS NOTED.

5. REINFORCING SHALL MEET THE FOLLOWING LAP, SPLICE AND

EMBEDMENT REQUIREMENTS:

LAP OR FOUNDATION DOWELS

REINF. SPLICE EMBEDMENT STRAIGHT

BAR LENGTH WITH HOOK EMBEDMENT

SIZE IN WALL INTO FOUND. INTO FOUND.

JOINT 16" N/A N/A

4 24" 8" 15" 5 30" 10" 19" 6 36" 12" 23" 7 42" 14" 27" 8 48" 16" 30"

HOOKS IF USED SHALL BE ACI STANDARD HOOKS.

6. CELLS WHICH CONTAIN REINFORCING STEEL (VERTICAL CELLS, BOND

BEAMS, LINTELS AND PILASTERS) SHALL BE FILLED SOLIDLY WITH

GROUT AND UNITS SHALL BE LAID WITH FULL BED JOINTS AROUND

CELLS.

7. VERTICAL CELLS TO BE FILLED SHALL HAVE VERTICAL ALIGNMENT

SUFFICIENT TO MAINTAIN A CLEAR UNOBSTRUCTED CONTINUOUS

VERTICAL CELL.

8. BOND BEAM AND JOINT REINFORCING FOR INTERIOR AND EXTERIOR

WALLS SHALL BE CONTINUOUS THROUGHOUT, EXCEPT AT CONTROL

AND ISOLATION JOINTS, IT SHALL BE AS FOLLOWS:

A. INTERMEDIATE REINFORCING SHALL BE DISCONTINUOUS AT

CONTROL JOINTS. REINFORCEMENT IN BOND BEAMS AT FLOOR

AND ROOF DIAPHRAGM LEVELS SHALL BE CONTINUOUS.

B. AT ISOLATION JOINTS, ALL REINFORCING SHALL BE

DISCONTINUOUS.

9. BARS AROUND PERIMETER OF OPENINGS SHALL EXTEND NOT LESS

THAN 40 BAR DIAMETERS OR 24", WHICHEVER IS LARGER, BEYOND THE

CORNER OF THE OPENING. VERTICAL JAMB BARS SHALL BE THE SAME

SIZE AND NUMBER AS THE NORMAL VERTICAL REINFORCING.

10. SEE PLANS AND SCHEDULE FOR LINTELS OVER OPENINGS.

11. LOCATION AND DETAILS OF CONTROL JOINTS AND ISOLATION JOINTS

IN REINFORCED MASONRY SHALL BE AS SHOWN ON THE

ARCHITECTURAL DRAWINGS.

12. ALL MASONRY IN CONTACT WITH SOIL SHALL BE NORMAL WEIGHT

UNITS AND HAVE ALL VOIDS FILLED WITH GROUT.

13. MASONRY WALL TO INTERLOCK (50% MASONRY BOND) AT ALL

INTERSECTING WALLS.

N

John A. Ilter, P.E.

FL PE NO. 36205

Sheet Number:Drawn By:

JOB No.

Phase:

Designed By:

Date Issued:

PROFESSIONAL SEALS:

CLIENT:

SHEET TITLE:

ISSUE LOG

CONSULTANT:

Checked By:

SHEET INFORMATION:

PROJECT NAME:

No. Date Description

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482 SOUTH KELLER ROAD

ORLANDO, FL 32810

PHONE: 407.647.7275 FAX: 407.740.8958

NOT FOR CONSTRUCTION

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100075349

GENERAL NOTES,

ABBREVIATIONS &

SYMBOLS

JAI

MR

JAI

09-13-2021

Ip MOMENT OF INERTIA

JST JOIST

JT JOINT

K 1,000 POUNDS (KIP)

KWY KEYWAY

L ANGLE

LDG LANDING

LG L LONG ANGLE

LGTH LENGTH

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LT WT LIGHT WEIGHT

MATL MATERIAL

MAX MAXIMUM

MB MASONRY BEAM, MACHINE BOLT

MECH MECHANICAL

MEP, M/E/P MECHANICAL,ELECTRICAL,PLUMBING

MET METAL

MFR MANUFACTURE/MANUFACTURER

MID MIDDLE

MIN MINIMUM

MISC MISCELLANEOUS

MO MASONRY OPENING

MPH MILES PER HOUR

NIC NOT IN CONTRACT

NO NUMBER

NS NEAR SIDE

NTS NOT TO SCALE

OC ON CENTERS

OD OUTSIDE DIAMETER

OF OUTSIDE FACE

OPNG OPENING

PAF POWDER ACTIVATED FASTENERS

PAR PARALLEL

PC PRECAST CONCRETE

PCF POUNDS PER CUBIC FEET

PCI PRECAST CONCRETE INSTITUTE

PCL PRECAST/PRESTRESSED CONCRETE

LINTEL

PEMB PRE ENGINEERED METAL BUILDING

PEN PENETRATION

PJF PREMOLDED BITUMINOUS JOINT

FILLER

PL PROPERTY LINE, PLATE

PLF POUNDS PER LINEAR FOOT

PLY PLYWOOD

PREFAB PREFABRICATED

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

PT PRESSURE TREATED

RCP REINFORCED CONCRETE PIPE

RD ROOF DRAIN

REF REFERENCE

REINF REINFORCING

REQD REQUIRED

RTU ROOF TOP UNIT

RW RETAINING WALL

SBP SOIL BEARING PLATE