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PREPARED FOR

THE CITY OF SANFORD FLORIDA

MISCELLANEOUS UTILITY STRUCTURAL REPAIRS

300 N PARK AVE SANFORD FL, 32771

NOVEMBER 2025

MAYOR

COMMISSIONER, DISTRICT 1

CITY MANAGER

SHEENA BRITTON

ART WOODRUFF

KERRY S. WIGGINS, SR.

PATRICK AUSTIN

CLAUDIA THOMAS

NORTON N. BONAPARTE, JR.

COMMISSIONER, DISTRICT 2

COMMISSIONER, DISTRICT 3

COMMISSIONER, DISTRICT 4

PUBLIC WORKS AND UTILITIES DIRECTORBRYNT JOHNSON

DRAWING INDEX

S-1 GENERAL STRUCTURAL NOTES

S-3 NORTH WWTF CLARIFIER NO. 2

WALKWAY REPLACEMENT

PLAN AND DETAILS

S-2 NORTH WWTF CLARIFIER NO. 2

WALKWAY EXISTING CONDITIONS

AND DEMOLITION

S-4 NORTH WWTF CLARIFIER NO. 2

WALKWAY STRUCTURAL DETAILS

S-5 NORTH WWTF CLARIFIER NO. 2

WALKWAY EXISTING WALKWAY

PHOTOS AND TYPICAL

REINFORCEMENT DETAILS

S-6 NORTH WWTF CLARIFIER NO. 2

WALKWAY STRUCTURAL DETAILS

S-7 MAIN WTP SODIUM HYPO TANK

PAD DEMOLITION AND REFERENCE

PHOTOS

S-8 MAIN WTP SODIUM HYPO TANK

PAD NOTES, CONTAINMENT WALL

PLAN AND DETAILS

NORTH WRF CLARIFIER NO. 2 MAIN WTP

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AutoCAD SHX Text

DSM

AutoCAD SHX Text

NTS

AutoCAD SHX Text

NOV-2025

AutoCAD SHX Text

DSM

AutoCAD SHX Text

JAW

GENERAL CONDITIONS

1. THE CONTRACTOR SHALL REVIEW AND VERIFY DIMENSIONS SHOWN IN ALL PLANS AND REVIEW ALL

FIELD CONDITIONS THAT MAY AFFECT THE WORK DEPICTED ON THE DRAWINGS. SHOULD

DISCREPANCIES APPEAR, THE CONTRACTOR SHALL NOTIFY THE ENGINEER IN WRITING TO OBTAIN

ENGINEER'S CLARIFICATION BEFORE COMMENCING WITH THE WORK.

2. THE CONTRACTOR SHALL TAKE ALL NECESSARY MEASURES TO PROTECT EXISTING STRUCTURES

FROM DAMAGE WHEN WORKING IN AND AROUND EXISTING STRUCTURES PERFORMING WORK SUCH

AS DEMOLITION, FOUNDATION EXCAVATIONS, AND OTHERS.

3. ALL DETAILS AND SECTIONS SHOWN ON THE DRAWINGS ARE INTENDED TO BE TYPICAL AND SHALL BE CONSTRUED TO APPLY TO ANY SIMILAR SITUATION ELSEWHERE ON THE PROJECT, EXCEPT WHERE A

DIFFERENT DETAIL IS SHOWN.

4. INFORMATION ON EXISTING CONDITIONS SHOWN ON THE DRAWINGS HAS BEEN RECORDED WITH USUAL PROFESSIONAL CARE BY THE ENGINEER AND IS BASED ON THE OWNER'S AVAILABLE EXISTING

DOCUMENTS AND READILY OBSERVABLE IN-PLACE ELEMENTS.

5. THE CONTRACTOR SHALL VERIFY EXISTING CONDITIONS SHOWN ON THE DRAWINGS BY FIELD INSPECTION AND REVIEW OF THE OWNER'S EXISTING DRAWINGS. USE OF THE DRAWINGS WITHOUT

VERIFICATION IS AT THE CONTRACTORS SOLE RISK.

6. THE PREPARATION AND DELIVERY OF THESE DRAWINGS SHALL NOT IN ANY WAY BE CONSTRUED TO PROVIDE ANY IMPLIED OR EXPRESSED WARRANTY OR GUARANTEE THAT CERTAIN CONDITIONS EXIST OR THAT THE ENGINEER HAS PERFORMED EXHAUSTIVE REVIEW OR DESTRUCTIVE INVESTIGATION TO

VERIFY THE INFORMATION SUPPLIED HERE IN.

7. ANY DISCREPANCIES ON THE DRAWINGS SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER

PRIOR TO COMMENCING WORK.

8. THE CONTRACTOR SHALL COORDINATE SEQUENCE AND AREAS OF WORK WITH CITY PERSONNEL SO AS NOT TO DISRUPT DAILY OPERATIONS UNLESS WRITTEN PERMISSION IS PROVIDED BY THE CITY.

9. IN NO CASE SHALL WORKING DIMENSIONS BE SCALED FROM THE PLANS, SECTIONS OR DETAILS ON

THE DRAWINGS.

10. UNDER NO CIRCUMSTANCES SHALL THE ACTIVITIES OF THE CONTRACTOR OR HIS SUBCONTRACTORS CAUSE ANY INTERRUPTIONS TO THE SERVICE OPERATION OF EXISTING UTILITIES WITHOUT WRITTEN

AUTHORIZATION FROM THE AUTHORIZED REPRESENTATIVE.

11. DURING ALL PHASES OF CONSTRUCTION, IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO PERFORM THE WORK INCLUDED IN THIS PROJECT WHERE ALL MATERIALS, EQUIPMENT, SERVICES, ETC. USED OR PROVIDED CONFORM TO ALL O.S.H.A. REQUIREMENTS.

12. ALL MATERIALS AND CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE PROJECT CONTRACT

DOCUMENTS.

13. THE CONTRACTOR SHALL NOTIFY THE OWNER AT LEAST 72 HOURS PRIOR TO BEGINNING

CONSTRUCTION AND AT LEAST 72 HOURS BEFORE REQUIRING INSPECTION ON EACH AND EVERY

PHASE OF WORK. THE CONTRACTOR SHALL NOTIFY THE ENGINEER A MINIMUM OF 72 HOURS PRIOR TO ANY SCHEDULED TESTING. NO PRESSURE TESTING, OR FINAL TESTING WILL BE ACCEPTED UNLESS

WITNESSED BY THE OWNER'S REPRESENTATIVE.

14. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PREVENTING ANY CONSTRUCTION ACTIVITIES FROM TAKING PLACE OUTSIDE OF THE LIMITS OF CONSTRUCTION SHOWN ON THE PLANS. ANY ON-SITE OR

OFF-SITE AREAS DISTURBED SHALL BE RESTORED TO ORIGINAL CONDITION OR BETTER.

15. THE CONTRACTOR IS RESPONSIBLE FOR THE PROPER DISPOSAL OF ALL MATERIALS AND DEBRIS REMOVED FROM THE PROJECT SITE. DISPOSAL OF THE MATERIALS AND DEBRIS SHALL CONFORM

WITH ALL LOCAL, STATE, AND FEDERAL REGULATIONS.

16. CONTRACTOR SHALL PROTECT EXISTING STRUCTURES, ROADWAYS, AND UTILITIES. RESTORE ALL EXISTING FACILITIES AND DISTURBED AREAS TO EQUAL OR BETTER CONDITION THAN THE ORIGINAL

CONDITION.

17. THE CONTRACTOR SHALL PROVIDE, WITHOUT ADDITIONAL COST TO THE CITY, A COPY OF THE HANDWRITTEN MARKED-UP PLANS AFTER COMPLETION OF THE WORK. THE MARKED-UP PLANS SHALL SHOW THE ACTUAL LAYOUT OF THE WORK AT THE FACILITY TO BE INCORPORATED INTO THE RECORD

DRAWINGS.

DESIGN CRITERIA

BUILDING CODES AND REFERENCES:

1. 2023 FLORIDA BUILDING CODE, 8TH EDITION

2. REINFORCED CONCRETE: ACI 318-19 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE"

4. STRUCTURAL STEEL: AISC MANUAL OF STEEL CONSTRUCTION, 15TH EDITION

5. ALUMINUM: ADM1-2020, ALUMINUM DESIGN MANUAL

6. LIVE LOADS:

EQUIPMENT PAD: 300 PSF

WALKWAYS AND PLATFORMS: 100 PSF

7. WIND DESIGN CRITERIA:

RISK CATEGORY III

ULTIMATE DESIGN WIND SPEED, V/ULT 143 MPH

NOMINAL DESIGN WIND SPEED, V/ASD 110 MPH

EXPOSURE CATEGORY D

WIND DESIGN LOADS: IN ACCORDANCE WITH ASCE 7-22

FOUNDATIONS

1. MAXIMUM ALLOWABLE NET PRESSURE USED FOR DESIGN OF SLABS-ON-GRADE: 1,500 PSF. MAXIMUM

SETTLEMENT ASSUMED FOR DESIGN.

2. FOUNDATIONS AND SLABS ARE TO BE PLACED OVER COMPACTED SUBGRADE. THE UPPER TWO FEET OF THE GRANULAR MATERIAL SHALL BE COMPACTED TO 98 PERCENT OF THE MODIFIED PROCTOR MAXIMUM DRY DENSITY PER ASTM D1557. PROVIDE STRUCTURAL FILL AS REQUIRED TO ACHIEVE THE

DESIRED FOUNDATION ELEVATION AND WHERE UNSUITABLE SOILS AND MATERIALS ARE

ENCOUNTERED AND REQUIRE REMOVAL AND REPLACEMENT. SUITABILITY OF SOILS SHALL BE

DETERMINED BY THE ONSITE GEOTECHNICAL REPRESENTATIVE. STRUCTURAL FILL SHALL BE CLEAN

GRANULAR FILL FREE OF ANY ORGANICS AND DELETERIOUS MATERIAL HAVING LESS THAN 12

PERCENT MATERIAL PASSING THE NO. 200 MESH SIEVE AND CONTAINING LESS THAN 4 PERCENT ORGANIC MATERIAL. STRUCTURAL FILL SHALL BE PLACED IN LOOSE LIFTS NOT EXCEEDING 8 INCHES IN THICKNESS. STRUCTURAL FILL SHALL BE COMPACTED TO 98 PERCENT OF THE MODIFIED PROCTOR

MAXIMUM DRY DENSITY PER ASTM D1557.

3. IF SHALLOW GROUNDWATER LEVELS ARE ENCOUNTERED CONTRACTOR SHALL PROVIDE TEMPORARY

DEWATERING AS REQUIRED TO MAINTAIN GROUNDWATER LEVEL AT LEAST 2 FEET BELOW THE

BOTTOM OF COMPACTED SOIL SURFACE. DEWATERING SYSTEMS AND MEASURES SHALL BE

DETERMINED BY THE CONTRACTOR.

CONCRETE (CAST-IN-PLACE)

1. ALL CONCRETE WORK SHALL CONFIRM TO ACI 301, "SPECIFICATION FOR STRUCTURAL CONCRETE FOR

BUILDINGS", LATEST EDITION, EXCEPT AS NOTED BELOW OR IN THE PLANS.

2. ALL CONCRETE SHALL BE NORMAL WEIGHT AND CONFIRM TO THE TABLE BELOW:

28 DAY COMPRESSIVE AGGREGATE W/C

STRENGTH SIZE RATIO

a. ALL CAST IN PLACE CONCRETE 4,000 PSI #57 STONE 0.48

3. ALL MIX DESIGNS SHALL BE SUBMITTED TO THE ENGINEER OF RECORD FOR REVIEW AND APPROVAL.

THE CONCRETE MIX DESIGN SUBMITTAL MUST CLEARLY INDICATE INTENDED PLACEMENT OF EACH MIX

DESIGN.

4. CONCRETE MIX DESIGN REQUIREMENTS:

a. PORTLAND CEMENT: TYPE I/II OR TYPE III IN ACCORDANCE WITH ASTM C150.

b. FINE AGGREGATE: CLEAN AND NATURAL SAND IN ACCORDANCE WITH ASTM C33

c. COURSE AGGREGATE: IN ACCORDANCE WITH ASTM C33

d. FLY ASH: CLASS F OR CLASS N IN ACCORDANCE WITH ASTM C618, 25 PERCENT MAXIMUM

CEMENT REPLACEMENT.

e. WATER REDUCER ADMIXTURE: TYPE A OR TYPE D IN ACCORDANCE WITH ASTM C494.

f. SLUMP RAGE: 3.5 IN TO 5IN

g. ALL ADMIXTURES SHALL BE FURNISHED BY THE SAME MANUFACTURER AND SHALL BE FREE OF

CHLORIDES AND ALKALIS.

h. WATER REDUCING AGENT SHALL BE IN ACCORDANCE WITH ASTM C494.

5. THE CONTRACTOR SHALL OBTAIN ENGINEER'S APPROVAL FOR THE LOCATIONS OF CONSTRUCTION

JOINTS THAT ARE NOT SHOWN ON THE DRAWINGS.

6. AN INDEPENDENT TESTING LABORATORY EMPLOYED BY THE CONTRACTOR WILL MAKE SUCH TEST REQUIRED IN ACCORDANCE WITH SECTION 01410 - TESTING AND TESTING LABORATORY SERVICES.

7. QUALITY ASSURANCE SHALL BE IN ACCORDANCE WITH ACI STANDARDS, OTHER APPLICABLE

CAST-IN-PLACE STANDARDS, SECTION 01400 - QUALITY ASSURANCE, AND AS SPECIFIED IN THE

DRAWINGS.

8. SAMPLING AND TESTING OF CONCRETE SHALL BE PERFORMED BY AN INDEPENDENT TESTING

AGENCY. SAMPLING AND TEST SHALL BE PERFORMED IN ACCORDANCE WITH ACI 301.

SETS OF FIELD CONTROL CYLINDER SPECIMENS SHALL BE TAKEN IN ACCORDANCE WITH ASTM C31.

THE NUMBER OF SETS OF CONCRETE TEST CYLINDERS TAKEN OF EACH CLASS OR CONCRETE MIX CODE PLACED EACH DAY SHALL NOT BE LESS THAN ONE SET FOR EACH DAY, NOR LESS THAN ONE SET FOR EACH 150 CUBIC YARDS OF CONCRETE NOR LESS THAN ONE SET FOR EACH 5,000 SQ FT OF

SURFACE AREA FOR SLABS OR WALLS.

A "SET" OF TEST CYLINDERS CONSIST OF FIVE CYLINDERS: ONE TO BE TESTED AT 7 DAYS AND TWO TO BE TESTED AND THEIR STRENGTHS AVERAGED AT 28 DAYS. THE FOURTH MAY BE USED FOR A SPECIAL TEST AT 3 DAYS OR TO VERIFY STRENGTH AFTER 28 DAYS IF 28 DAY TEST RESULTS ARE LOW. THE

FIFTH IS TO BE USED AT 28 DAYS OR 56 DAYS WHERE TEST RESULTS ARE LOW.

9. MINIMUM TIME TO FORM REMOVAL: EXCEPT AS OTHERWISE SPECIFICALLY AUTHORIZED BY THE ENGINEER, FORMS SHALL NOT BE REMOVED BEFORE THE CONCRETE HAS ATTAINED A STRENGTH OF AT LEAST 70 PERCENT OF ITS SPECIFIED DESIGN STRENGTH FOR BEAMS AND SLABS AND AT LEAST 30 PERCENT OF ITS SPECIFIED DESIGN STRENGTH FOR WALLS AND VERTICAL SURFACES, NOR BEFORE

REACHING THE FOLLOWING NUMBER OF DAY-DEGREES OF CURING (WHICHEVER IS THE LONGER)

FORMS FOR DEGREE DAYS

BEAMS AND SLABS 500

WALLS AND VERTICAL SURFACES 100

DEGREE_DAYS ARE DEFINED AS THE TOTAL NUMBER OF 24 HOUR PERIODS MULTIPLIED BY THE

WEIGHTED AVERAGE DAILY AIR TEMPERATURE AT THE SURFACE OF THE CONCRETE (EG: 5 DAYS AT AN AVERAGE 70 DEGREES F = 350 DEGREE_DAYS). TO CALCULATE THE WEIGHTED AVERAGE DAILY AIR

TEMPERATURE, SUM HOURLY MEASUREMENTS OF THE AIR TEMPERATURE IN THE SHADE AT THE

SURFACE OF THE CONCRETE TAKING ANY MEASUREMENT LESS THAN 50 DEGREES F AS 0 DEGREES F.

DIVIDE THE SUM THUS CALCULATED BY 24 TO OBTAIN THE WEIGHTED AVERAGE TEMPERATURE FOR

THAT DAY.

10. MAXIMUM TIME TO DISCHARGE OF CONCRETE: THE MAXIMUM TIME INTERVAL BETWEEN THE ADDITION OF MIXING WATER AND/OR CEMENT TO THE BATCH AND THE PLACING OF CONCRETE IN THE FORMS

SHALL NOT EXCEED THE VALUES SHOWN BELOW, UNLESS SPECIFICALLY AUTHORIZED BY THE

ENGINEER :

11.

AIR OR CONCRETE TEMPERATURE (WHICH EVER IS HIGHER) MAXIMUM TIME

80 TO 90 DEGREES F 45 MINUTES

70 TO 79 DEGREES F 60 MINUTES

40 TO 69 DEGREES F 90 MINUTES

12. ALL CONCRETE SURFACES EXPOSED TO AIR, UNLESS OTHERWISE NOTED IN THE SPECIFICATIONS, SHALL BE TREATED WITH AN APPROPRIATE CURING METHOD FOR A MINIMUM OF 7 DAYS AFTER

PLACEMENT AS DESCRIBED BELOW AS SOON AS FINISHING IS COMPLETED OR FORMS ARE REMOVED.

a. WATER CURING: KEEP ENTIRE CONCRETE SURFACE WET BY PONDING, CONTINUOUS SPRINKLING

OR COVER WITH SATURATED BURLAP. MAINTAIN 24 HOURS A DAY.

b. SHEET MATERIAL CURING: COVER ENTIRE SURFACE WITH APPROVED SHEET MATERIAL.

c. LIQUID MEMBRANE CURING: APPLY OVER ENTIRE CONCRETE SURFACE EXCEPT FOR SURFACES

TO RECEIVE ADDITIONAL CONCRETE OR WHERE SEALER OR SURFACE COATINGS ARE TO BE

USED. APPLY IN COMPLIANCE WITH THE MANUFACTURER'S RECOMMENDATIONS.

11. CURING SCHEDULE:

a. STRUCTURAL SLABS AND FOOTINGS (OTHER THAN WATER CONTAINMENT): WATER CURE

OR SHEET CURE

REINFORCING STEEL

1. REINFORCEMENT SHALL CONFORM TO ASTM A615, GRADE 60 REQUIREMENTS.

WELDED WIRE FABRIC SHALL CONFORM TO ASTM A315 REQUIREMENTS.

ALL ACCESSORIES SHALL BE IN CONFORMANCE WITH ACI 315 REQUIREMENTS.

2. REINFORCING STEEL SHALL HAVE THE FOLLOWING

CLEAR COVER UNLESS OTHERWISE NOTED:

a. CONCRETE CAST AGAINST EARTH 3"

b. FORMED SURFACE IN CONTACT WITH SOIL, SEWAGE, 2"

WATER OR EXPOSED TO WEATHER

3. LAP SPLICES SHALL BE AS SHOWN ON THE DRAWINGS. FOR LAP SPLICES NOT

SHOWN ON THE DRAWINGS, THE CONTRACTOR

SHALL OBTAIN ENGINEERS APPROVAL.

4. THE CONTRACTOR SHALL PREPARE PLACING DRAWINGS AND SCHEDULES

IN CONFORMANCE WITH ACI 315 REQUIREMENTS.

STRUCTURAL STEEL

1. DESIGN, FABRICATION, ERECTION MATERIALS AND WORKMANSHIP SHALL BE IN ACCORDANCE WITH

THE LATEST AISC SPECIFICATIONS AND THE DESIGN DRAWINGS.

2. STEEL MATERIAL:

a. W-SHAPED SECTIONS : ASTM A992, GRADE 50

b. HOLLOW STRUCTURAL SECTIONS: ASTM A500, GRADE B

c. ALL OTHER STRUCTURAL STEEL: ASTM A36

d. ALL PIPE: ASTM A53, GRADE B

3. WELDED CONNECTIONS SHALL BE IN ACCORDANCE WITH THE LATEST AWS STRUCTURAL WELDING CODE REQUIREMENTS. ELECTRODES SHALL BE E-70XX. SUBMIT CERTIFICATIONS THAT WELDERS ARE QUALIFIED IN ACCORDANCE WITH AWS D1.1 ON THE SHOP AND FIELD WELDED PROCEDURES TO BE

USED. CERTIFICATION SHALL BE WITHIN PREVIOUS 12 MONTHS.

ALUMINUM

1. ALUMINUM DESIGN, DETAILING, FABRICATION, AND ERECTION SHALL CONFORM TO THE LATEST

EDITION OF THE ALUMINUM DESIGN MANUAL.

2. ALUMINUM IN CONTACT WITH OR EMBEDDED IN CONCRETE OR MASONRY SURFACES SHALL BE

COATED WITH A HEAVY COATING OF ALKALI RESISTANT BITUMINOUS PAINT.

3. ALL BOLTS USED IN CONNECTIONS WITH ALUMINUM MEMBERS SHALL BE STAINLESS STEEL TYPE 316, UNLESS NOTED OTHERWISE.

4. ALL WELDING OF ALUMINUM STRUCTURES SHALL CONFORM TO "STRUCTURAL WELDING CODE -

ALUMINUM", AWS D1.2, LATEST EDITION.

STAINLESS STEEL

1. STAINLESS STEEL MATERIALS SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE:

a. EXTERIOR AND SUBMERGED USE: TYPE 316, TYPE 316L (WHERE WELDED)

2. ALL WELDING OF STRUCTURAL STAINLESS STEEL SHALL CONFORM TO "STRUCTURAL WELDING CODE - STAINLESS STEEL", AWS D1.6, LATEST EDITION. ELECTRODES SHALL BE E-318 316L STAINLESS STEEL.

3. STAINLESS STEEL PLATES, SHEETS AND WASHERS SHALL BE IN ACCORDANCE TO ASTM A240.

4. STAINLESS STEEL W SHAPES, CHANNELS AND ANGLES SHALL BE IN ACCORDANCE TO ASTM A276.

5. ALL BUILT-UP ASSEMBLIES SHALL BE FUSED BY LASER IN ACCORDANCE WITH ASTM A1069 FOR NON

TUBULAR SHAPES OR WELDED IN ACCORDANCE WITH ASTM A554 FOR TUBULAR SHAPES.

6. STAINLESS STEEL BOLTS AND THREADED RODS SHALL BE TYPE 316 IN ACCORDANCE TO ASTM F593

UNLESS NOTED OTHERWISE.

7. STAINLESS STEEL NUTS SHALL BE TYPE 316 IN ACCORDANCE TO ASTM F594 UNLESS NOTED

OTHERWISE.

GENERAL STRUCTURAL NOTES STRUCTURAL ABBREVIATIONS

& AND

@ AT

# NUMBER

ADDTL ADDITIONAL

AFF ABOVE FINISHED

FLOOR

ALUM ALUMINUM

AEWS AUTOMATIC END

WELDED

STUD(S)

ALT ALTERNATE

APROX

APPROXIMATE(LY)

BLD BUILDING

BM BEAM

BOT BOTTOM

CJ CONTROL JOINT

CL CENTER LINE

CLR CLEAR

CMU CONCRETE

MASONRY

UNIT

COL COLUMN

CONC CONCRETE

CONN CONNECTION

CONST JT CONSTRUCTION

JOINT

CONT CONTINUOUS

CTR CENTER

DIA DIAMETER

DIM DIMENSION

DEG DEGREE(S)

DO DITTO

DWG DRAWING

DWL DOWEL(S)

(E) EXISTING

EA EACH

EF EACH FACE

EJ EXPANSION

JOINT

EL ELEVATION

ELEC ELECTRICAL

EMBED EMBEDMENT

EQ EQUAL

EW EACH WAY

EXIST EXISTING

EXP EXPANSION

FE FIRE

EXTINGUISHER

FF FAR FACE,

FINISHED

FLOOR

FG FINISHED

GRADE

FRP FIBER

REINFORCED

PLASTIC

FT FOOT

FTG FOOTING

FV FIELD VERIFY

GA GAGE

GALV GALVANIZED

HK HOOK

HORIZ HORIZONTAL

HSS HOLLOW

STRUCTURAL

SECTION

HP HIGH POINT

ID INSIDE

DIAMETER

JT JOINT

LB(S) POUND(S)

LONG LONGITUDINAL

LP LOW POINT

MANUF MANUFACTURER

MATL MATERIAL

MAX MAXIMUM

MECH MECHANICAL

MFR MANUFACTURER

MIN MINIMUM

MISC MISCELLANEOUS

MO MASONRY

OPENING

MOPO MAINTENANCE

OF PLANT

OPERATIONS

MTL METAL

NO NUMBER

NTS NOT TO SCALE

OC ON CENTER

OD OUTSIDE

DIAMETER

OH OPPOSITE HAND

OPNG OPENING

PCS PIECES

PEMB

PRE-ENGINEERED

METAL

BUILDING

PERP

PERPENDICULAR

PL PLATE

PLF POUND PER

LINEAR FOOT

PT PRESSURE

TREATED

PROJ PROJECTION

PSF POUNDS PER

SQUARE

FOOT

PSI POUNDS PER

SQUARE INCH

PVC POLYVINYL

CHLORIDE

R RADIUS

REINF REINFORCING

REQD REQUIRED

RO ROUGH

OPENING

SCHED SCHEDULE(D)

SIM SIMILAR

SJ SAWCUT JOINT

SMS SHEET METAL

SCREW

SPECS SPECIFICATIONS

SQ SQUARE

SS STAINLESS

STEEL

STD STANDARD

STL STEEL

T/ TOP OF

TB TIE BEAM

T&B TOP AND

BOTTOM

THK THICK

THRU THROUGH

TOC TOP OF

CONCRETE

TOS TOP OF STEEL

TYP TYPICAL

UNO UNLESS NOTED

OTHERWISE

VERT VERTICAL

WT WEIGHT

WWF WELDED WIRE

FABRIC

DWG. NODWG. NO. OF

SECTION VIEW

SECTION NO. DETAIL NO.

ELEVATION TAGT/SLAB

EL.0.00

COLUMN OR WALL LINE TAG

BUILDING SECTION

INDICATOR DETAIL

INDICATOR

SYMBOLS APPLY TO "S" SHEETS ONLY

EARTH FILL

UNDISTURBED EARTH

GROUT OR SAND (AS NOTED)

COMPACTED GRANULAR FILL

CONCRETE

DEMOLITION

EXISTING

CONCRETE

STEEL

PRECAST CONCRETEGRATING

STRUCTURAL LEGEND APPLIES TO "S" SHEETS ONLY

SYMBOLS

LEGEND

A

S00

S00

INDICATES DETAIL SECTION

CUT (WHERE SHOWN)

ADHESIVE ANCHORS

ALL ANCHORS AND REINFORCEMENT DOWELS TO BE INSERTED INTO DRILLED HOLES FILLED

WITH HILTI HIT-HY 200 V3 EPOXY ADHESIVE IN ACCORDANCE WITH ICC ESR-3187. INSTALL

SHALL BE IN ACCORDANCE WITH THE MANUFACTURERS PRINTED INSTRUCTIONS. DEWALT

PURE110+ WILL BE AN APPROVED SUBSTITUTE.

1320 WILFRED DRIVE

ORLANDO, FL 32803

PH: 407.219.4454

WEKIVA PROJ. NO. 25-219

FL ENG BUSINESS NO. 31920

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S-1

SHOP DRAWINGS:

THE FOLLOWING SHOP DRAWING SUBMITTALS AT A MINIMUM ARE TO BE PROVIDED BY THE

CONTRACTOR FOR APPROVAL. SUBMITTALS MUST BE APPROVED BY PROJECT EOR PRIOR TO

PROCURING OR INSTALLATION OF MATERIALS. SUBMITTALS SHALL BE IN ACCORDANCE WITH THE

PROJECT DOCUMENTS.

· CONCRETE MIX DESIGN - CONCRETE MIX FORMULATION INCLUDE CONSTITUENT QUANTITIES

PER CUBIC YARD, W/C RATIO, SLUMP, TYPE OF CEMENT AND ADMIXTURES. INCLUDE DATA

SHEETS FOR CEMENT SOURCE, ALL ADMIXTURES, STANDARD DEVIATION DATA FOR THE

CONCRETE MIX BASED ON STATISTICAL RECORDS.

· CONCRETE REINFORCEMENT - SUBMIT REINFORCING STEEL PLACEMENT. DRAWINGS, CLEARLY

INDICATE BAR SIZE, SPACING, BAR MARKS, AND BENDING SCHEDULE.

· EPOXY ADHESIVE AND ANCHORS

· METAL FABRICATIONS

· METAL RAILINGS

· COATING SYSTEMS

PHOTOGRAPH 1

PHOTOGRAPH 2

PHOTOGRAPH 3

PHOTOGRAPH 4

PHOTOGRAPH 5

PHOTOGRAPH 6

PHOTOGRAPH 7

NOTES:

1. PHOTOGRAPHS TAKEN ON 4/2/2025 AND 8/6/2025. CONTRACTOR SHALL

CONFIRM EXISTING CONDITIONS PRIOR TO FABRICATION OF MATERIALS.

2. ALL EXISTING ANCHORS THAT ARE CUT BACK ARE TO BE REPAIRED PER

DETAIL E / S-6.

REMOVE EXISTING

WALL PLATE AND

CUT BACK ANCHORS

AND REPAIR

LEGEND

INDICATES ITEMS TO BE DEMOLISHED AS NOTED

DEMO PORTION OF

WALKWAY OVER EXISTING

CLARIFIER INCLUDING

RAILINGS, AND ALL METAL

ATTACHMENTS TO

CLARIFIER

SAWCUT EDGE OF

CANOPY TO

ACCOMMODATE

PROPOSED WALKWAY;

REFER TO PLAN ON

SHEET S-3

CONTRACTOR TO PROTECT EXISTING

CONDUIT AND EXTEND TO NEW

PLATFORM TO MAINTAIN SERVICE TO

LIGHT POLE

DEMO PORTION OF

WALKWAY OVER

EXISTING CLARIFIER

INCLUDING RAILINGS,

AND ALL METAL

ATTACHMENTS TO

CLARIFIER

DEMO PORTION OF

WALKWAY OVER

EXISTING CLARIFIER

INCLUDING RAILINGS,

AND ALL METAL

ATTACHMENTS TO

CLARIFIER

DEMO PORTION OF

WALKWAY OVER

EXISTING CLARIFIER

INCLUDING RAILINGS,

AND ALL METAL

ATTACHMENTS TO

CLARIFIER

DEMO SUPPORT, PLATES,

AND CUT BACK

ANCHORS

DEMO PORTION OF

WALKWAY OVER EXISTING

CLARIFIER INCLUDING

RAILINGS, AND ALL METAL

ATTACHMENTS TO

CLARIFIER

1320 WILFRED DRIVE

ORLANDO, FL 32803

PH: 407.219.4454

WEKIVA PROJ. NO. 25-219

FL ENG BUSINESS NO. 31920

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DI

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ON

S

AN

D

DE

M

OL

IT

IO

N

S-2

SAWCUT PART OF

EXISTING CANOPY ROOF

EDGE; SAWCUT AREA TO

BE REPAIRED PER DETAIL

DEMO PORTION OF EXISTING

WALKWAY AND SUPPORTS

OVER CLARIFIER AS SHOWN

CLARIFIER NO. 2

PROPOSED ALUM

WALKWAY

WALKWAY REPLACEMENT

1/4"=1'-0"

PLAN

6" M

IN

ALUM GRATING

WALKWAY SUPPORT

BRACKET

EXISTING GALV STEEL

CLARIFIER BRIDGE

EXISTING ALUM

ACCESS STAIRS

AND WALKWAY

ALUM GRATING

SPAN, TYP

EXISTING

CONCRETE

CANOPY ROOF

EXISTING STEEL WALKWAY

W/ CHECKERED PLATE;

EXISTING STEEL WALKWAY

MUST BE RECOATED WITH

EPOXY

4' -0

(E ) W

(E ) W

'-2

R42 '-6

(C

LE

AR IN

SID

E)

R43 '-6

B

S-6

SB1

SB1

SB1

C8

C8

C8

C8

C(8)

C8

C10

C10

C

C

REMOVE SECTION OF

RAILING AND ADD NEW

POST EACH SIDE OF

NEW WALKWAY

CL

CLARIFIER

B

S-4

SB1

EQ TY

P

EQ TY

P

4'-0"

TYP

4°

17°

14°

INSTALL NEW SUPPORT TOWER

BELOW STEEL WALKWAY PRIOR

TO DEMOLITION OF WALKWAY

OVER CLARIFIER

WALL MOUNTED

SUPPORT BRACKET

"SB1" BELOW, TYP

4' -6

INDICATES PHOTOGRAPH REFERENCE ;

REFER TO SHEET S-2, TYP

POUR CONCRETE SLAB BELOW

AT SUPPORT TOWER, SLAB TO

EXTEND TO FACE OF CLARIFIER

WALL, PROVIDE 1/2 EXP JOINT

BETWEEN SLAB AND WALL PER

STD DETAIL

A

S-3

ENLARGED

PLAN

8'-0"

2' -0

L3 DIAGONAL BRACING

ATTACHED TO BOTTOM OF

FLANGE OF C10, TYP

B

S-3

ENLARGED

PLAN

2'-0" 2'-0"

11°

DETAIL A

S-33/4"=1'-0"

ENLARGED PLAN - WALKWAY FRAMING

C10 PER

PLAN, TYP

SUPPORT BRACKET

CB1 BELOW

C10 PER

PLAN, TYP

3/8" SPLICE PLATE,

TYP

C8 CROSS

BEAMS PER

PLAN, TYP

EXIST CLARIFIER WALL

4'-0"

4'-0"

L3 DIAGONAL BRACE

ATTACHED TO BOTTOM

FLANGE OF C10'S BELOW

A

S-4

F

S-4

J

S-6

DETAIL B

S-33/4"=1'-0"

ENLARGED PLANS

REMOVE AND REPLACE EXISTING

WALKWAY BRACING AT TOP AND

BOTTOM FLANGES, MATCH

EXISTING MEMBERS, PROVIDE

3/16" FILLET WELDS EACH END

NEW SUPPORT TOWER

BELOW PER PLAN

FRAMING PLANWALKWAY GRATING PLAN

EXISTING TREAD

PLATE

REMOVE PORTION OF

EXISTING TREAD PLATE

AND FABRICATE NEW

TRANSITION PANEL,

TREAD PLATE PANEL TO

MATCH EXISTING

1/2" GAP,

MAXIMUM

ALUMINUM

GRATING, TYP

NEW

WALKWAY

EXISTING

WALKWAY

SECURE W/

COUNTERSUNK

SS SCREWS

C8 CROSS BEAM PER

PLAN, TYP

C8 CROSS BEAM PER

PLAN, TYP

EXIST CLARIFIER WALL

REMOVE AND REPLACE EXISTING

WALKWAY DIAGONAL BRACING AT

TOP AND BOTTOM FLANGES,

MATCH EXISTING MEMBERS,

PROVIDE 3/16" FILLET WELDS

EACH END

A

S-4

SUPPORT BRACKET

CB1 BELOW

F

S-4

L3 DIAGONAL BRACE

ATTACHED TO BOTTOM

FLANGE OF C10'S BELOW

NEW SUPPORT TOWER

BELOW PER PLAN

ALUM RAILING

EXISTING RAILING TO BE TIED

INTO NEW RAILING, ADD POST

AND RAILING SECTIONS AS

REQUIRED FOR TIE-IN, TYP

SHAPE LIST: (ALUMINUM)

C10: CS10x6.14 L3: L3x3x1/4 C8: CS8x5.79

SB1: SUPPORT BRACKET PER

DETAIL A/ S-4

NOTES:

1. THE SEQUENCE OF CONSTRUCTION OF THE WALKWAY REPAIRS IS TO BE COORDINATED WITH THE

OWNER TO ENSURE PLANT OPERATIONS ARE NOT INTERRUPTED WITHOUT WRITTEN ACCEPTANCE.

2. CLEAR GAPS BETWEEN NEW TO EXISTING GRATING SHALL NOT EXCEED 1/2".

3. TOP OF GRATING FOR NEW WALKWAY SHALL BE FLUSH WITH EXISTING WALKWAY GRATING.

LEGEND

INDICATES ITEMS TO BE DEMOLISHED AS NOTED

1320 WILFRED DRIVE

ORLANDO, FL 32803

PH: 407.219.4454

WEKIVA PROJ. NO. 25-219

FL ENG BUSINESS NO. 31920

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S-3

2"

ALUM GRATING

T6x7x5.85 (CUT FROM I12x11.7) W/

1" CHAMFER ON

WEBS, TYP

L 3x3x1/4" ALUM

ANGLE, BOTH SIDES

3/16

TYP

1/4

1/2" TYP

3/4" DIA SS 316 DRILL &

EPOXY THREADED ROD

W/ 6" MIN EMBED, TYP

DETAIL A

TYP1"=1'-0"

ALUM WALKWAY SUPPORT BRACKET

3x4x1/4" ALUM

SPACER

3/16

BOTH

SIDES

4"

7"

6" M

IN

8" 1/4

ALUM GUARDRAIL

5' -0

3' -0

4'-0"

5/8" DIA SS 316

BOLT, TYP

VARIES

2" MIN

'-0

BOT OF BEAM

1' -4

2'-0"

MIN

TYP AROUND PERIMETER

OF SLAB, (NOT APPLICABLE

AT CLARIFIER WALL)

OVEREXCAVATE AND BACKFILL TO A DEPTH OF 2

FEET BELOW EXISTING GRADE. REFER TO

FOUNDATION NOTES ON S-1 FOR FILL AND

COMPACTION REQUIREMENTS

NATIVE SUBGRADE PREPARED

PER NOTES ON S-1

FINISHED GRADE

L3x3x1/4", TYP

ON ALL SIDES

H

SS

4x 4x

1/ 4"

(E) WALKWAY W/

CHECKERED PLATE

D

S-4

C

S-4

DETAIL B

S-31/2"=1'-0"

WALKWAY SUPPORT TOWER

3"

NOTE: ALL MEMBERS OF THE

SUPPORT TOWER ARE TO BE

HOT DIPPED GALVANIZED.

F

S-4

E

S-4

#5AT8" OC,

T&B, EW, TYP

EQ

EQ

H

SS

4x 4x

1/ 4"

CLCL

4'-0"±

10"

5" 5"

CL

2" TYP

7" 11 2" T

YP

1/2" THICK

STEEL PLATE

3/16

3/4" DIA HDG THREADED

ROD, DRILL & EPOXY W/ 7

1/2" MIN EMBED

DETAIL C

S-41-1/2"=1'-0"

COLUMN BASE PLATE

PLAN

6"

POST PER PLAN

DRAINAGE PORT

1" NON-SHRINK

GROUT

3" TYP

1 2

3" 3"

1"

3/8" THICK

GUSSET PLATE

3/16

BRACE PER

SECTION

3/4" HGD

BOLT, TYP

11 2" T

YP

2" TYP

3/4" HGD BOLT, IN 1 1/2"

SLOTTED HOLES

(E) WALKWAY BRIDGE W12

3/16

1/2" THICK

STEEL PLATE

DETAIL D

S-41-1/2"=1'-0"

COLUMN CAP PLATE

CL

(E) WALKWAY

BRIDGE W12

1/2" THICK

STIFFERNER

3/16 3/16

POST PER PLAN

SECTION 1-1

3/16

2"3"

3/8" THICK

GUSSET PLATE

BRACE PER

SECTION, TYP

3"

TYP

1 2

3"

3"

POST PER

PLAN

DETAIL E

S-41-1/2"=1'-0"

INTERMEDIATE GUSSET PLATE

3/4" HGD

BOLT, TYP

1"1 2" 3"

BRACE PER

SECTION

3/8" THICK

GUSSET PLATE

3/16

CL

CL

CL

CL

CL

CL

3/4" HGD BOLT

POST PER

PLAN

CL

CL

CL

3/16

3/4" HGD BOLT

POST PER

PLAN

2" 3"

41 2"

CAP PLATE PER

DETAIL D THIS

SHEET

1"

1 12 " 3"

3"

3"

TYP

3/8" THICK

GUSSET PLATE

BRACE PER

SECTION, TYP

DETAIL F

S-41-1/2"=1'-0"

CAP GUSSET PLATE

11 2"

1320 WILFRED DRIVE

ORLANDO, FL 32803

PH: 407.219.4454

WEKIVA PROJ. NO. 25-219

FL ENG BUSINESS NO. 31920

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STANDARD HOOK DEVELOPMENT

LENGTH

BAR SIZE

#3

#4

#5

#6

#7

#8

#9

#10

#11

90° STD

HOOK "A"

6"

8"

10"

1'-0"

1'-2"

1'-4"

1'-7"

1'-10"

2'-0"

6"

7"

9"

10"

1'-0"

1'-2"

1'-3"

1'-5"

1'-7"

90° HOOK

BA

R

D

IA

A

180° HOOK

BA

R

D

IA

4 BAR DIA.

OR

2" MIN.

4 BAR DIA. (#3 TO #8 BAR)

5 BAR DIA. (#9 TO #11 BAR)

ld ldh ldh

J

MIN. LAP LENGTH

*SPACING NOT TO BE GREATER THAN 1/5

LAP LENGTH OR 6IN. WHICH EVER IS LESS

180° STD

HOOK "J"

3"

4"

5"

6"

7"

8"

4"

1'-11 4"

1'-23 4"

DEVELOPMENT

LENGTH,

ldh

*FOR STD HOOK BAR GEOMETRY

NOT SHOWN REFER TO MINIMUM ACI

REQUIREMENTS

BAR SIZE

#3

OTHER BARS

#4

#5

#6

#7

#8

#9

#10

#11

TOP BARS

DEVELOPMENT LENGTH, ld

1'-7"

2'-1"

2'-7"

3'-1"

4'-6"

5'-2"

5'-10"

6'-6"

7'-3"

1'-3"

1'-7"

2'-0"

2'-4"

3'-6"

3'-11"

4'-6"

5'-0"

5'-7"

CONCRETE STRENGTH f`c= 4,000 PSI OR GREATER

NOTES:

1. GRADE 60 UNCOATED REINFORCEMENT

2. SPLICE LENGTHS GIVEN ABOVE ARE TO BE USED

UNLESS NOTED OTHERWISE ON DESIGN DRAWINGS.

3. "TOP BARS" INCLUDE ALL TOP BARS IN SLABS AND ALL WALL HORIZONTALS.

TOP BARS

LAP LENGTH (CLASS B SPLICE)

2'-0"

2'-8"

3'-4"

4'-0"

5'-10"

6'-8"

7'-6"

8'-6"

9'-6"

1'-7"

2'-0"

2'-7"

3'-1"

4'-6"

5'-2"

5'-10"

6'-6"

7'-3"

OTHER BARS

REBAR MINIMUM TENSION DEVELOPMENT & LAP LENGTHS

MAXIMUM BAR SPACING AT NON-CONTACT LAPS:

BAR SIZE

#3

#4

#5

#6

#7

#8

#9

#10

#11

DETAIL A

TYPNTS

STANDARD REINFORCEMENT DETAILS

1320 WILFRED DRIVE

ORLANDO, FL 32803

PH: 407.219.4454

WEKIVA PROJ. NO. 25-219

FL ENG BUSINESS NO. 31920

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PHOTOGRAPH 9

PHOTOGRAPH 8

LEGEND

INDICATES ITEMS TO BE RECOATED WITH EPOXY

COATING

INDICATES ITEMS TO BE DEMOLISHED AS NOTED

RECOAT EXISTING STEEL

MEMBERS WITH EPOXY COATING;

SEE NOTES THIS SHEET

DEMO PART OF EXISTING

WALKWAY PER PLAN

RECOAT EXISTING STEEL

MEMBERS WITH EPOXY COATING;

SEE NOTES THIS SHEET

EXISTING WALKWAY COATINGS

GENERAL:

1. THE EXISTING CARBON STEEL SURFACES OF THE REMAINING WALKWAY BRIDGE ARE TO RECEIVE NEW

PROTECTIVE COATINGS. ALL EXTERIOR SURFACES OF MEMBERS ARE TO BE COATED.

2. SUBMIT FOR ENGINEERS REVIEW COMPLETE DETAILED SHOP DRAWINGS IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS FOR ALL MATERIALS AND PRODUCTS ASSOCIATED WITH THE COATING SYSTEM.

SUBMIT PRODUCT DATA SHEET AND SAFETY DATA SHEETS, SURFACE PREPARATION AND APPLICATION

PROCEDURES, QUALITY CONTROL TESTING DATA, DFT READING AND PHOTOGRAPHS.

3. ENVIRONMENTAL CONDITIONS: APPLY COATINGS ONLY WHEN SURFACE TEMPERATURE IS AT LEAST 5 DEG F

ABOVE DEW POINT AND WITHIN LIMITS ON MANUFACTURER'S DATA SHEET.

4. THE COATING SYSTEM SHALL BE APPLIED BY A QUALIFIED APPLICATOR TRAINED IN HANDLING, MIXING AND APPLICATION OF THE MATERIAL INCLUDING THE REQUIRED SURFACE CLEANING AND PREPARATION. THE APPLICATOR SHALL HAVE A MINIMUM OF 5 YEARS OF EXPERIENCE INSTALLING THE PRODUCT. A LIST OF REFERENCES OF PROJECTS IN THE STATE OF FLORIDA USING THE SPECIFIED LINING SYSTEM SHALL BE

PROVIDED TO THE ENGINEER FOR REVIEW.

5. THE CONTRACTOR SHALL PROVIDE A MINIMUM OF 3 DAYS NOTICE PRIOR TO ANY SURFACE PREPARATION OF

COATING APPLICATION WORK.

6. ALL PREPARATION COATING AND CURING SHALL BE PERFORMED IN STRICT ACCORDANCE WITH

MANUFACTURER'S RECOMMENDATIONS.

SURFACE PREPARATION:

ALL SURFACES MUST BE PREPARED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S REQUIREMENTS AND

AT A MINIMUM AS FOLLOWS:

1. METAL SURFACES SHALL BE PREPARED BY REMOVING ALL DIRT, OIL, GREASE, CHEMICALS, WASTE, AND

OTHER SURFACE CONTAMINANTS PER SSPC-SP1.

2. PRESSURE WASH ALL SURFACES OF MEMBERS TO BE COATED AT A MINIMUM OF 4,000 PSI TO REMOVE ALL

DIRT, SALTS, AND CHALKING.

3. HAND AND POWER TOOL CLEAN RUSTED OR DETERIORATED AREAS PER SSPC-SP2 AND SP3. FEATHER

EDGES OF SOUND COATINGS.

4. ALL SURFACES SHALL BE CLEAN AND DRY PRIOR TO APPLICATION OF COATINGS.

COATINGS:

THE COATING SYSTEM TO BE APPLIED SHALL AS FOLLOWS OR APPROVED EQUAL:

1. PRIMER: SERIES 132 PROTUFF MASTIC

· TYPE: SURFACE-TOLERANT HIGH-BUILD EPOXY MASTIC

· DFT: 4.0 -8.0 MILS PER COAT

2. FINISH COAT: SERIES 1095 ENDURA-SHIELD

· TYPE: ALIPHATIC ACRYLIC POLYURETHANE

· DFT: 2.0 -5.0 MILS PER COAT

3. TOTAL SYSTEM DFT: 8.0-12.0 MILS, FINISH COAT COLOR TO BE SELECTED AND APPROVED BY THE OWNER.

4. APPLICATION: ALL COATINGS SHALL BE MIXED AND APPLIED PER MANUFACTURE'S INSTRUCTION. RECORD WET/DRY FILM THICKNESS, AMBIENT CONDITIONS, AND MATCH NUMBERS DURING EACH APPLICATION.

FIELD QUALITY CONTROL:

1. VERIFY CLEANLINESS AND ADHESION OF EXISTING COATINGS. THE CONTRACTOR MUST HAVE SURFACES INSPECTED BY AN INDEPENDENT COATING INSPECTOR (NACE CERTIFIED) PRIOR TO APPLICATION OF COATINGS. A LETTER SHALL BE PROVIDED BY THE COATING INSPECTOR CONFIRMING THE SURFACE PREPARATION HAS BEEN ACHIEVED AND SUBMITTED TO THE ENGINEER FOR INFORMATION PURPOSES.

2. MEASURE DFT WITH A MAGNETIC GAGUE PER SSPC-PA2.

3. DEFICIENT AREAS SHALL BE REPAIRED BY CLEANING, SURFACE PREPARING AND RECOATING TO

SPECIFICATION.

REMOVE WALKWAY GRATING

AND COAT TOP SURFACES OF

BEAM MEMBERS AND FLANGES,

TYP ALL MEMBERS

REMOVE WALKWAY GRATING

AND COAT TOP SURFACES OF

BEAM MEMBERS AND FLANGES,

TYP ALL MEMBERS

PAINT CLEARANCE SIGNAGE ON EACH SIDE OF

BRIDGE AFTER NEW COATINGS ARE APPLIED ; TO

MATCH EXISTING SIZE. FIELD VERIFY CLEARANCE

PRIOR TO PAINTING

EXPOSED REINFORCING BAR

SHALL BE GRINDED FREE OF

ALL RUST AT THE TIME OF

COATING APPLICATION

FACE OF SAWCUT CONC

SURFACE

NOTES:

1. DETAIL IS APPLICABLE TO VERTICAL AND

HORIZONTAL SURFACES.

2. APPLY PROTECTIVE COATING ACCORDING TO

MANUFACTURER'S WRITTEN INSTRUCTIONS AND

RECOMMENDATIONS.

APPLY (2) COATS OF

SIKAGUARD-62 EPOXY

PROTECTIVE COATING

DETAIL B

TYPNTS

CONCRETE REPAIR AT SAWCUT SURFACES

DETAIL C

TYPNTS

TYPICAL FRAMING CONNECTION

5/8" DIA SS BOLT, PROVIDE HORIZ

SLOTTED HOLE IN ANGLE W/

WASHERS AND NUTS, TYP OF (2)

"C" CHANNEL OR "I"

BEAM PER DWGS

2 1/2"

4x3x3/8"x6"

LONG

2- 1/

2" M

IN

3" M

IN

1/

2" M

IN

TY

P

4"

MIN

1/2" 2"

3/4" DIA A325N

BOLTS

EXPANSION JT

2" 4"

CONNECTIONS

SIDE MOUNT SURFACE MOUNT

5"

6"

5'-0" MAX POST

SPACING SEE SPECS

4" 1 4"

SURFACE MOUNTED RAIL-POST ARRANGEMENT

1' -9

1'

-9

FACE MOUNTED

LOCATED AT 30'-0"

MAX INTERVALS

3' -6

BASE CONNECTION NOTE:

4 ANCHOR PATTERN SHOWN,

2 BOLT PATTERN WILL BE

ACCEPTABLE GIVEN THE

LOADING REQUIREMENTS

SPECIFIED ARE SATISFIED

AND A MINIMUM OF 1/2" DIA.

SS BOLTS ARE PROVIDED.

DETAIL A

TYPNTS

GUARDRAILS

1/2"

TYP 15" AT ALL

CORNERS AND

RETURNS

1 1/2" ID SCHEDULE 40 (POSTS TO

BE SCHEDULE 80) ANODIZED

ALUMINUM GUARDRAIL SYSTEM

SEE SPECS

TOP OF HANDRAIL

RAILINGS

POSTS

TOEBOARD

CONCRETE

STRUCTURAL

MEMBER

TOEBOARD

RAILINGS

SS SET SCREWS

3/8" (MIN.) DIA SS

ANCHORS

NOTES:

1. ALUMINUM EMBEDDED IN CONCRETE MUST BE PAINTED WITH ONE SHOP COAT OF

HEAVY BITUMASTIC.

2. ALUMINUM SHAPES IN CONTACT WITH CONCRETE MUST BE SEPARATED BY 1/32"

NEOPRENE GASKET OR ANY CASE WHERE TWO DIFFERENT METALS ARE TO BE IN

CONTACT. A NEOPRENE GASKET MUST BE PROVIDED.

3. HANDRAILS, GUARDRAILS, POST, BRACKETS AND MOUNTINGS SHALL MEET THE

OCCUPATIONAL SAFETY AND HEALTH ADMINISTRATIONS (OSHA) LOADING

REQUIREMENTS.

4. TOP OF ALL GUARDRAILS SHOULD BE 42" HIGH ABOVE THE FINISH FLOOR OR WALKWAY,

THE INTERMEDIATE RAILS SHALL BE EQUALLY SPACED BETWEEN THE TOP RAIL AND

THE TOEBOARD.

5. ALL WALKWAYS SHALL USE GRATING UNLESS OTHERWISE SHOWN ELSEWHERE ON THE

DRAWINGS. GRATING SHALL BE PLACED SUCH THAT OPENINGS AROUND GATES AND

OTHER EQUIPMENT IS 2" MINIMUM.

6. HANDRAIL AT GATE LOCATIONS SHALL NOT BE INTERRUPTED AND SHALL BE

SPECIFICALLY ADDRESSED IN SHOP DRAWING SUBMITTALS.

7. CLEAR GAPS BETWEEN RAILING TERMINATION POST OR P-LOOPS SHALL NOT EXCEED 4"

(APPLICABLE TO BOTH NEW RAILINGS AND MODIFICATION TO EXISTING RAILINGS)

NOTE: 3/8" THICK BENT PLATES MAY BE USED IN LIEU OF "L" SHAPES

AT SKEWED CONNECTIONS.

DEPTH

1 1/2"

1 1/4"

2 1/4"6'-0"

4'-0"

5'-0"

MAXIMUM

SPAN

3'-0"

SPACING

1 3/16"

1 3/16"

1 3/16"

1 3/16"

THICKNESS

3/16"

3/16"

3/16"

3/16"

2"

BEARING BAR

ALUM GRATING W/ SS HOLD

DOWN CLIPS SEE SPECS

L3x3x3/8 ALUM W/ 1/2" DIA SS

CONC FASTENERS AT 12" OC, 6"

EMBED.

GRATING SUPPORT

MEMBER PER DWGS

1/4" TO 1/2" GAP

PROVIDE SS 316

SADDLE CLIPS AND

FASTENERS, TYP

DETAIL D

TYPNTS

ALUM GRATING AND GRATING SUPPORT

DETAIL F

TYP1"=1'-0"

TYPICAL DIAGONAL BRACING CONNECTION

NOTES:

1. DETAIL IS APPLICABLE TO VERTICAL AND

HORIZONTAL SURFACES.

2. REINFORCEMENT/STEEL SHALL BE FREE OF RUST

AT TIME OF COATING. APPLY PROTECTIVE COATING

ACCORDING TO MANUFACTURER'S WRITTEN

INSTRUCTIONS AND RECOMMENDATIONS.

DETAIL E

TYPNTS

CONCRETE REPAIR AT ANCHORS OR REINF

FACE OF SAWCUT CONC

SURFACE OR EXISTING

SURFACE

EXPOSED REINFORCEMENT OR

ANCHOR ROD TO BE GRINDED BACK

TO A DEPTH OF 1/2" BELOW EXISTING

CONCRETE SURFACE.

APPLY HEAVY COAT OF SIKA

ARMATEC 110 BONDING AGENT

AND PATCH W/ SIKATOP 123

PLUS REPAIR MORTAR.

1/ 2"

1/2"

GUARDRAIL

INTERMEDIATE SUPPORT

SEE DESIGN DWGS

4"X4" TOE BOARD

FOR CHANNEL & SUPPORT

SIZE SEE DESIGN DWGS

DETAIL H

TYPNTS

TYPICAL WALKWAY SECTION

3/4" CHAMFER ALL

EXPOSED CORNERS, UNO

CONCRETE ELEMENT

GRATING W/ SS 316 HOLD

DOWN CLIPS

DETAIL I

TYPNTS

TYP CHAMFER AT EXPOSED CONCRETE SLAB EDGES

FRAMING MEMBER PER

PLAN

DIAGONAL BRACING

ATTACHED TO BOTTOM

FLANGE OF BEAM WHERE

INDICATED ON PLANS

5/8" DIA SS 316 BOLT

CENTERED ABOUT FLANGE

OF BEAM

1 1/2" TYP

DETAIL G

-NTS

EXPANSION JOINT DETAIL

CONT BACKER ROD

PREMOLDED EXPANSION

JOINT FILLER MATERIAL

VERTICAL AND/OR

HORIZONTAL SURFACE

(WHERE OCCURS)

1/2", UON

CONT FLEXIBLE JOINT SEALANT

PLATFORM FRAMING

SEE PLANS

2" 5" 11

2"

11 2" 5"

11 2"

2" MAX

GAP

8x8x3/8" BENT

ALUM PLATE W/ (4)

3/4" DIA BOLTS

4"

DETAIL J

TYPNTS

SPLICE PLATE

1320 WILFRED DRIVE

ORLANDO, FL 32803

PH: 407.219.4454

WEKIVA PROJ. NO. 25-219

FL ENG BUSINESS NO. 31920

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EXISTING TANK PAD LOOKING EAST

DEMO PHOTO NO.1

TANK PAD NORTHWEST CORNER

DEMO PHOTO NO.2

TYPICAL GRATING LEDGER AND CONTAINMENT TRENCH

DEMO PHOTO NO.3

TYPICAL GRATING LEDGER AND CONTAINMENT TRENCH

DEMO PHOTO NO.4

CRACKING AND DELAMINATION AT TANK PAD

REF. PHOTO NO.5

TANK PAD NORTHEAST CORNER

REF. PHOTO NO.6

TANK PAD SOUTHWEST CORNER

REF. PHOTO NO.7

CRACKING AND DELAMINATION AT TANK PAD

REF. PHOTO NO.8

KEY NOTES

EXISTING TANKS TO BE REMOVE; REFER TO NOTES ON S-8 REGARDING MAINTENANCE OF

PLAT OPERATIONS (MOPO) REQUIREMENTS.

3 DEMO EXISTING CONCRETE PAD (ABOVE FINISHED FLOOR ELEVATION).

4 EXISTING FRP GRATING; REMOVE WHERE POSSIBLE, OTHERWISE PROTECT DURING

CONSTRUCTION ACTIVITIES, REFER TO NOTES ON S-8.

EXISTING SUPPORTS TO BE REMOVED AND REINSTALLED.

4 TYP

4 TYP

4 TYP

5 PROVIDE DUST COVERS TO ALL EQUIPMENT PRIOR TO DEMOLITION.

4 TYP

1320 WILFRED DRIVE

ORLANDO, FL 32803

PH: 407.219.4454

WEKIVA PROJ. NO. 25-219

FL ENG BUSINESS NO. 31920

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DEMO CONCRETE PAD AS

INDICATED IN

PHOTOGRAPHS ABOVE,

TYP

DEMO CONCRETE PAD AS

INDICATED IN

PHOTOGRAPHS ABOVE,

TYP

DEMO CONCRETE PAD AS

INDICATED IN

PHOTOGRAPHS ABOVE,

TYP

EXISTING FRP

SUPPORT BELOW

EXISTING FRP SUPPORT

BELOW, TYP

DEMO AND REPLACE

CONCRETE EQUIPMENT PAD

EXISTING FRP GRATING REMOVE

WHERE POSSIBLE, OTHERWISE

PROTECT DURING

CONSTRUCTION ACTIVITIES,

REFER TO NOTE 5, TYP

8'-0"°±

EXISTING OVERHEAD DOOR

'-4

21'-8"±

PROVIDE TEMPORARY DUST

CURTAIN TO CONTAIN DUST

DURING DEMOLITION

ACTIVITIES

EXISTING TANKS

TO BE REMOVED

AND REINSTALLED

A

A

A

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#4AT12" OC VERT PLACED INTO

DRILLED HOLE FILLED W/ EPOXY

ADHESIVE W/ 4 1/2" EMBED

AROUND PERIMETER OF SLAB

ROUGH EXISTING

CONCRETE SURFACE

TO 1/4" AMPLITUDE

DEMO EXISTING CONC

EQUIPMENT PAD

EXISTING

FIBERGLASS

GRATING

EXISTING

FIBERGLASS

EMBED

ROUGH EXISTING

CONCRETE SURFACE

TO 1/4" AMPLITUDE

POUR NEW 4,000 PSI

EQUIPMENT PAD

3/4" CHAMFER

APPLY PROTECTIVE LINING TO

CONCRETE SURFACES OF PAD;

REFER TO SPECIFICATION 09960

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#5AT6" OC, EACH

WAY

DEMOLITION

REPAIR

INSTALL FRP LEDGER AT LOCATIONS

WHERE LEDGER HAS BEEN DAMAGED;

REPLACE LEDGER AND ANCHORAGE

TO MATCH EXISTING. IN ANY CASE, A

MINIMUM OF 2 ANCHORS SHALL BE

PROVIDED PER LEDGER SEGMENT

AND AT A MAXIMUM SPACING AT 8" OC

2"

CLR

2" C

LR

0"

#4AT12" OC VERT PLACED

INTO DRILLED HOLE FILLED

W/ EPOXY ADHESIVE W/ 4

1/2" EMBED, TYPICAL AT 24"

OC, EACH WAY, GRID

PATTERN THROUGHOUT

SLAB

SODIUM HYPO TANK PAD REPAIRS

3/8"=1'-0"

PLAN

DETAIL A

TYP1 1/2"=1'-0"

EQUIPMENT PAD REPLACEMENT

NOTES:

1. THE CONTRACTOR SHALL TAKE ALL NECESSARY MEASURES TO PROTECT EXISTING STRUCTURES AND

EQUIPMENT FROM DAMAGE WHEN WORKING IN AND AROUND THE BUILDING.

2. THE CONTRACTOR MUST SUBMIT A MOPO PLAN TO THE OWNER PRIOR TO BEGINNING THE WORK TO ENSURE A CONTINUOUS DISINFECTION SYSTEM WILL BE MAINTAINED IN THE BUILDING. MOPO PLAN IS

SUBJECT TO OWNER'S WRITTEN APPROVAL PRIOR TO COMMENCEMENT OF WORK.

3. THE CONTRACTOR SHALL INSTALL A BARRIER TO ISOLATE THE DEMOLITION AREA FROM THE REMAINDER

OF THE BUILDING PRIOR TO DEMOLITION WORK BEGINNING.

4. THE CONTRACTOR MUST INSTALL DUST COVERS OVER ALL EQUIPMENT WITHIN THE DUST AREA DURING

DEMOLITION WORK.

5. REMOVE FRP GRATING PANELS WHERE POSSIBLE TO AVOID DAMAGE. WHERE FRP GRATING MUST REMAIN IT SHALL BE COVERED WITH 3/4" PLYWOOD FOR PROTECTION. NO CONSTRUCTION EQUIPMENT

IS PERMITTED OVER OF FRP GRATING AT PORTIONS WHERE THE FRP GRATING MUST REMAIN.

6. THE CONTRACTOR MUST REMOVE AND REINSTALL ALL EQUIPMENT APPURTENANCES, STRUT SUPPORTS, AND ACCESSORIES AS REQUIRED TO PERFORM THE WORK.

1320 WILFRED DRIVE

ORLANDO, FL 32803

PH: 407.219.4454

WEKIVA PROJ. NO. 25-219

FL ENG BUSINESS NO. 31920

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S-8