AE Drawings Perimeter Fence.pdf

DRAWING LIST

X

1i

0 GRID / COLUMN LINE

DESIGNATOR

EQUIPMENT NUMBER

DOOR TAG

Ga5xFB1

WALL TYPE

WINDOW TYPE

ROOM NAME

101 ROOM NAME /

NUMBER

REVISION TAG

PLAN NORTH

NORTH ARROW WITH

TRUE NORTH INDICATION

EGRESS ROUTE ID

AND SECTION

LENGTH

ROOM

ROOM OCCUPANCY

150 SF

EGRESS : EGRESS ID

Egress Length

ROOM OCCUPANCY &

AREA

ELEVATION NUMBER

SECTION

INTERIOR ELEVATION

ENLARGEMENT,

DETAIL

SPOT ELEVATION

Name Elevation FLOOR LEVEL &

NAME

PLATE NUMBER WHERE

SECTION/DETAIL IS

DRAWN

PLATE NUMBER WHERE

SECTION/DETAIL IS

DRAWN

PLATE NUMBER WHERE

SECTION/DETAIL IS

DRAWN

SHEET KEYNOTE

A101

SIM

EXTERIOR ELEVATION

A-101

PLATE NUMBER WHERE

SECTION/DETAIL IS

DRAWN

INDEX OF DRAWINGS

DISCIPLINE:

G - GENERAL

C - CIVIL

L - LANDSCAPE

S - STRUCTURAL

A - ARCHITECTURE

P - PLUMBING

M - MECHANICAL

E - ELECTRICAL

T - TELECOM

Q - FOOD SERVICE

SHEET TYPE

DESIGNATOR

VICINITY MAP

PROJECT TEAMBUILDING SUMMARY

PROJECT INFORMATION

ANNOTATION DRAWING SYMBOLSGENERAL NOTES

PROJECT NAME: A&E DESIGN FOR SECURITY FENCE AT THE ST PETERSBURG VARO

PROJECT NUMBER: VB3237

PROJECT LOCATION: ST. PETERSBURG REGIONAL OFFICES

9500 BAY PINES BOULEVARD

ST. PETERSBURG, FL 33708

PROJECT PURPOSE/USE: DESIGN FOR SECURITY FENCE

1. THESE DRAWINGS SHALL BE USED ONLY FOR THIS SPECIFIC PROJECT/SITE LOCATION. THESE DRAWINGS ARE A COMPOSITE SET OF CONTRACT DOCUMENTS AND SHALL NOT BE SEPARATED FOR DISTRIBUTION. THE GC SHALL REVIEW ALL DRAWINGS AND PROVIDE/DISTRIBUTE THE ENTIRE SET TO EACH SUBCONTRACTOR.

2. THE GC SHALL VISIT THE SITE TO INSPECT EXISTING CONDITIONS AND VERIFY WORK BEING PERFORMED

BEFORE SUBMITTING COST QUOTATIONS FOR WORK.

3. NOTIFY THE ARCHITECT PROMPTLY OF ANY ERRORS, OMISSIONS, INCONSISTENCIES, DISCREPANCIES AND CONFLICTS WITHIN THE CONTRACT DOCUMENTS AND ITS ASSOCIATED FIELD/PROJECT CONDITIONS SO THAT

A RESOLUTION CAN BE PROVIDED PRIOR TO CONTINUING WITH WORK.

4. DO NOT SCALE THE DRAWINGS. REQUEST ANY MISSING DIMENSIONS FROM THE ARCHITECT

5. ALL WORK PERFORMED SHALL BE IN STRICT COMPLIANCE WITH GOVERNING FEDERAL, STATE AND LOCAL BUILDING CODE REQUIREMENTS, SHALL BE EXECUTED IN ACCORDANCE WITH ACCEPTED INDUSTRY STANDARDS, AND SHALL CONFORM TO SPECIFIC REGULATIONS AS MANDATED BY THE OWNER, THE ARCHITECT, AND THE AUTHORITIES HAVING JURISDICTION. THE GENERAL CONTRACTOR IS RESPONSIBLE FOR ANY FEES ASSOCIATED WITH PROCURING SUCH PERMITS AND CERTIFICATES AND SHALL FURNISH COPIES OF

PERMITS, INSPECTIONS, AND CERTIFICATES TO THE OWNER.

6. THE GENERAL CONTRACTOR SHALL COORDINATE ALL WORK TO MINIMIZE DISRUPTION OF OF ANY EXISTING TENANTS OR BUILDING OPERATIONS. THE GENERAL CONTRACTOR SHALL TAKE ADEQUATE PRECAUTIONS TO PROTECT BUILDING OCCUPANTS, MATERIALS, AND EXISTING CONSTRUCTION THROUGHOUT ALL PHASES OF CONSTRUCTION. DAMAGE TO EXISTING-TO-REMAIN CONSTRUCTION OR EQUIPMENT SHALL BE RESTORED TO

ORIGINAL CONDITION AT THE CONTRACTOR'S EXPENSE.

7. THE GENERAL CONTRACTOR SHALL REMOVE ALL TRASH AND DEBRIS FROM THE JOB SITE ON A DAILY BASIS.

8. ANY REQUESTS FOR SUBSTITUTIONS OF ANY SPECIFIED ITEM ARE TO BE SUBMITTED TO THE ARCHITECT IN WRITING AND WILL BE CONSIDERED ONLY IF THE ALTERNATE PROPOSED IS PROVEN TO BE ADVANTAGEOUS

TO THE OWNER WITH RESPECT TO DELIVERY DATE, QUALITY, OR COST.

9. THE MEANS AND METHODS OF CONSTRUCTION, AND TEMPORARY STRUCTURES AND FACILITIES, ARE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR. THE ARCHITECT DOES NOT ASSUME ANY RESPONSIBILITY

FOR THE CONTRACTOR'S MEANS AND METHODS OR FOR TEMPORARY STRUCTURES.

10. DEMOLITION OF EXISTING STRUCTURES IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR. THE

CONTRACTOR SHALL EMPLOY ENGINEERING EXPERTISE AS NEEDED TO ASSIST IN DEMOLITION.

11. JOB SITE SAFETY AND SECURITY ARE THE SOLE RESPONSIBILITY OF THE GENERAL CONTRACTOR. THE GENERAL CONTRACTOR SHALL CONSULT WITH LOCAL FIRE AUTHORITIES TO ASCERTAIN REQUIREMENTS FOR FIRE SUPPRESSION AND SAFETY DURING CONSTRUCTION. THE GENERAL CONTRACTOR IS SOLELY

RESPONSIBLE FOR MEETING OSHA REGULATIONS DURING CONSTRUCTION.

12. THE GENERAL CONTRACTOR IS SOLELY RESPONSIBLE FOR STORAGE AND PROTECTION OF BUILDING MATERIALS, AND INSTALLED CONSTRUCTION, FROM INCLEMENT WEATHER, THEFT, AND OTHER HAZARDS. THE GC SHALL FOLLOW ALL MANUFACTURER'S RECOMMENDATIONS FOR STORAGE OF MATERIALS. PARTIALLY COMPLETED WALLS SHALL BE COVERED TO PROTECT FROM WATER INTRUSION. DAMAGE, INCLUDING BUT NOT LIMITED TO MOLD, RESULTING FROM WATER INTRUSION DURING CONSTRUCTION SHALL BE REPAIRED AT

THE GENERAL CONTRACTOR'S EXPENSE.

A101

A101

SHEET NUMBER

WITHIN SERIES

AE101

PURPOSE

NOT USED

NUMBER

Romanyk Consulting Focusing on what matters

0' 1'

6" 3"

1'

Gr ap hi c S ca le

: 1 /2"

1'-

0"

0' 4"

8" 1'

2'

Gr ap hi c S ca le

: 3 /32

1'

-0

0'

8' Gr ap hi c S ca le : 1

/16

1' -0

0' 8'

4' Gr ap hi c S ca le

: 1 /8"

1'-

0"

0' 2'

1' 4'

Gr ap hi c S ca le

: 1 /4"

1'-

0"

0' 2'

1' 4'

Gr ap hi c S ca le

: 3 /8"

1'-

0"

0' 2'

4' 1' Gr ap hi c S ca le : 1

/2"

1'- 0"

0' 1'

2' 6"

Gr ap hi c S ca le

: 3 /4"

1'-

0"

0' 1'

2' 6"

Gr ap hi c S ca le

: 1

1' -0

VA FORM 08 - 6231

F

E

D

C

B

A

F

E

D

C

B

A

910 7 6 5 4 3 2 1

8910 7 6 5 4 3 2 1

U.S. Department of Veterans Affairs

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

U.S. Department of Veterans Affairs

PhaseARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

Romanyk Consulting Corp. www.romanykconsulting.com 3308 Preston Road, Suite 350-164, Plano, Texas 75093

Spinklered

Office of Construction and Facilities Management FULLY SPRINKLERED

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PROJECT NUMBER - VB3237

RCC OBLIGATION NUMBER - 36C10E18D019

RCC TASK ORDER NUMBER - 36C10E20N0198

A&E Design for Security Fence at the St. Petersburg VARO

100% CD

APRIL 09, 2021

BW TG

VB3237

46, 47

GI100ST. PETERSBURG, FL

APRIL 09, 2021

SHEET INDEX & GENERAL INFORMATION 100% CD A&E Design for Security Fence at the St. Petersburg VARO

STRUCTURAL ENGINEER:

IMEG - St. Louis Branch 15 Sunnen Drive, Suite 104 St. Louis, MO 63143

Kurtis Minton kurtis.w.minton@imegcorp.com

314-279-9917

OWNER:

Department of Veterans Affairs St. Petersburg Regional Office 9500 Bay Pines Boulevard St. Petersburg, FL 33708

Danny Wert, VBASPT Danny.Wert@va.gov

727-319-7988

SHEET # SHEET TITLE

GENERAL

GI100 SHEET INDEX & GENERAL INFORMATION

GI101 LIFE SAFETY PLAN

STRUCTURAL

S-100 GENERAL NOTES AND DETAILS

S-101 SITE PLAN AND TYPICAL DETAILS

S-102 DETAILS

S-103 DETAILS

ARCHITECTURAL

AS100 SITE ORIENTATION PLAN

AD100 DEMOLITION PLAN - SECTION A

AD101 DEMOLITION PLAN - SECTION B

AD102 DEMOLITION PLAN - SECTION C

AD103 DEMOLITION PLAN - SECTION D

AE100 SECURITY FENCE PLANS - SECTION A

AE101 SECURITY FENCE PLANS - SECTION B

AE102 SECURITY FENCE PLANS - SECTION C

AE103 SECURITY FENCE PLANS - SECTION D

AE200 SECURITY FENCE ELEVATIONS

AE201 SECURITY FENCE ELEVATIONS

AE400 GATE DETAILS

AE401 GATE DETAILS

AE402 GATE DETAILS

AE403 SECURITY FENCE DETAILS

ELECTRICAL

E100 ELECTRICAL SYMBOLS AND ABBREVIATIONS

ED100 LIGHTING & POWER DEMOLITION - SECTION A

ED101 LIGHTING & POWER DEMOLITION - SECTION C

ED102 LIGHTING & POWER DEMOLITION - SECTION D

ES100 ELECTRICAL SITE PLAN -DEMO

ES101 ELECTRICAL SITE PLAN

EL100 LIGHTING PLAN - SECTION A

EL101 LIGHTING PLAN - SECTION B

EL102 LIGHTING PLAN - SECTION C

EL103 LIGHTING PLAN - SECTION D

EP100 POWER AND SYSTEMS PLAN - SECTION A

EP101 POWER AND SYSTEMS PLAN - SECTION B

EP102 POWER AND SYSTEMS PLAN - SECTION C

EP103 POWER AND SYSTEMS PLAN - SECTION D

E-401 ENLARGED ELECTRICAL POWER PLANS

E-402 ENLARGED ELECTRICAL POWER PLANS

E-403 ENLARGED ELECTRICAL POWER PLANS

E-601 ELECTRICAL DETAILS AND SCHEDULES

Grand total: 39

ARCHITECT:

Romanyk Consulting Corp.

3308 Preston Road, Suite 350-164 Plano, Texas

Barrett Webb barrett.webb@romanykconsulting.com

855-424-3838 ext 318

ELECTRICAL ENGINEER:

Romanyk Consulting Corp.

3308 Preston Road, Suite 350-164 Plano, Texas 75093

Jonathan Foster jonathan.foster@romanykconsulting.com

855-424-3838 ext 307

15 SUNNEN DR SUITE 104

SAINT LOUIS, MO 63143

314.645.1132 FAX: 314.645.1173

www.imegcorp.com # 17002665.02Revisions: Date:

EA

ST

G

AT

E

UP

LEGEND

EAST GATE DRIVE

EXISTING

EXISTIN

G

EXISTING

EXISTING

EXISTIN

G

EX

IS

TI

N

G

EX

IS

TI

N

G

TRAVEL DISTANCE= 145'-9"

TRAVEL

DISTANCE= 80

'-6

TRAVEL DISTANCE= 207'-5"

TRAVEL D

ISTANCE= 1

'-5

TRAVEL DISTANCE= 153'-6"

TRAVEL DISTANCE= 115'-0"

TRAVEL DISTANCE= 125'- 6"

TRAVEL D

ISTANCE= 1

'- 6"

MAXIMUM TRAVEL DISTANCEX'-X"

EGRESS DIRECTIONAL ARROW

TRAVEL DISTANCE START CIRCLE

TRAVEL PATH

ILLUMINATED EXIT SIGN

0' 1'

6" 3"

1'

Gr ap hi c S ca le

: 1 /2"

1'-

0"

0' 4"

8" 1'

2'

Gr ap hi c S ca le

: 3 /32

1'

-0

0'

8' Gr ap hi c S ca le : 1

/16

1' -0

0' 8'

4' Gr ap hi c S ca le

: 1 /8"

1'-

0"

0' 2'

1' 4'

Gr ap hi c S ca le

: 1 /4"

1'-

0"

0' 2'

1' 4'

Gr ap hi c S ca le

: 3 /8"

1'-

0"

0' 2'

4' 1' Gr ap hi c S ca le : 1

/2"

1'- 0"

0' 1'

2' 6"

Gr ap hi c S ca le

: 3 /4"

1'-

0"

0' 1'

2' 6"

Gr ap hi c S ca le

: 1

1' -0

Romanyk Consulting Focusing on what matters

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

F

U.S. Department of Veterans Affairs

E

D

C

B

A

F

E

D

C

B

A

910 7 6 5 4 3 2 1

PhaseARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

8910 7 6 5 4 3 2 1

Romanyk Consulting Corp. www.romanykconsulting.com 3308 Preston Road, Suite 350-164, Plano, Texas 75093

Spinklered

Office of Construction and Facilities Management

NORTH

FULLY SPRINKLERED

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VB3237

46, 47

GI101ST. PETERSBURG, FL

APRIL 09, 2021

LIFE SAFETY PLAN 100% CD A&E Design for Security Fence at the St. Petersburg VARO

1" = 30'-0"1 LIFE SAFETY PLAN

15 SUNNEN DR SUITE 104

SAINT LOUIS, MO 63143

314.645.1132 FAX: 314.645.1173

www.imegcorp.com # 17002665.02

0' 15' 30' 60'

Graphic Scale : 1" = 30'-0"

Revisions: Date:

1. NEITHER THE PROFESSIONAL ACTIVITIES OF THE ENGINEER, NOR THE PRESENCE OF THE

ENGINEER OR THEIR EMPLOYEES AND SUBCONSULTANTS AT THE CONSTRUCTION SITE,

SHALL RELIEVE THE CONTRACTOR AND ANY OTHER ENTITY OF THEIR OBLIGATIONS,

DUTIES AND RESPONSIBILITIES INCLUDING BUT NOT LIMITED TO, CONSTRUCTION MEANS,

METHODS, SEQUENCE, TECHNIQUES OR PROCEDURES NECESSARY FOR PERFORMING,

SUPERINTENDING OR COORDINATING ALL PORTIONS OF THE CONSTRUCTION WORK IN

ACCORDANCE WITH THE CONTRACT DOCUMENTS AND ANY HEALTH OR SAFETY

PRECAUTIONS REQUIRED BY ANY REGULATORY AGENCIES. THE ENGINEER AND THEIR

PERSONNEL HAVE NO AUTHORITY TO EXERCISE ANY CONTROL OVER ANY

CONSTRUCTION CONTRACTOR OR OTHER ENTITY OR THEIR EMPLOYEES IN CONNECTION

WITH THEIR WORK OR ANY HEALTH OR SAFETY PRECAUTIONS. THE CONTRACTOR IS

SOLELY RESPONSIBLE FOR THE JOBSITE SAFETY. THE ENGINEER AND THE ENGINEER’S

CONSULTANTS SHALL BE MADE ADDITIONAL INSUREDS UNDER THE CONTRACTOR’S

GENERAL LIABILITY INSURANCE POLICY.

2. ALL DRAWINGS ARE CONSIDERED TO BE A PART OF THE CONTRACT DOCUMENTS. THE

GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR THE REVIEW AND COORDINATION

OF ALL DRAWINGS PRIOR TO THE START OF CONSTRUCTION. ANY DISCREPANCIES SHALL

BE BROUGHT TO THE ATTENTION OF THE ARCHITECT PRIOR TO THE START OF

CONSTRUCTION SO A CLARIFICATION CAN BE ISSUED. ANY WORK PERFORMED IN

CONFLICT WITH THE CONTRACT DOCUMENTS OR ANY CODE REQUIREMENTS SHALL BE

CORRECTED BY THE CONTRACTOR AT THEIR OWN EXPENSE AND AT NO EXPENSE TO THE

OWNER OR ARCHITECT.

3. ALL DIMENSIONS AND SITE CONDITIONS SHALL BE VERIFIED BY THE CONTRACTOR AT THE

JOBSITE PRIOR TO CONSTRUCTION, START OF SHOP DRAWINGS, START OF

CONSTRUCTION, AND/OR FABRICATION OF MATERIALS. IF DISCREPANCIES ARE

ENCOUNTERED, OR CONDITIONS DEVELOP THAT ARE NOT COVERED BY THE CONTRACT

DOCUMENTS, THE ARCHITECT SHALL BE NOTIFIED FOR CLARIFICATION.

4. CONTRACTOR SHALL PROVIDE AND BE RESPONSIBLE FOR THE PROTECTION AND REPAIR

OF ADJACENT EXISTING SURFACES AND AREAS WHICH MAY BE DAMAGED AS A RESULT

OF NEW WORK.

5. STRUCTURAL DRAWINGS INCLUDE DESIGN REQUIREMENTS AND DIMENSIONS FOR

STRUCTURAL INTEGRITY BUT DO NOT SHOW ALL DETAIL DIMENSIONS TO FIT INTRICATE

ARCHITECTURAL AND MECHANICAL DETAILS. CONTRACTOR SHALL SO CONSTRUCT THE

WORK SO IT WILL CONFORM TO THE CLEARANCES REQUIRED BY ARCHITECTURAL,

MECHANICAL AND ELECTRICAL DESIGN.

6. ALL SYMBOLS AND ABBREVIATIONS USED ON THE DRAWINGS ARE CONSIDERED TO BE

CONSTRUCTION STANDARDS. IF CLARIFICATION IS REQUIRED, THE CONTRACTOR SHALL

NOTIFY THE ARCHITECT PRIOR TO PROCEEDING WITH THE WORK.

7. DO NOT SCALE DRAWINGS. PRINTED DIMENSIONS HAVE PRECEDENCE OVER SCALED

DRAWINGS AND LARGE-SCALE OVER SMALL-SCALE DRAWINGS. CONTRACTOR TO

DETERMINE FINAL DIMENSION WITH ARCHITECT.

8. TYPICAL DETAILS SHALL APPLY TO SITUATIONS OCCURRING ON THE PROJECT THAT ARE

THE SAME OR SIMILAR TO THOSE SPECIFICALLY REFERENCED. WHERE NO DETAILS ARE

GIVEN, CONSTRUCTION SHALL BE AS SHOWN FOR SIMILAR WORK.

9. THE CONTRACT DOCUMENTS REPRESENT THE FINISHED STRUCTURE. THEY DO NOT

INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL

MEASURES NECESSARY TO PROTECT THE STRUCTURE AND SAFETY OF WORKMEN

DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE, BUT NOT BE LIMITED TO,

BRACING AND SHORING FOR LOADS DUE TO CONSTRUCTION EQUIPMENT, ETC.

OBSERVATION VISITS TO THE SITE BY THE ARCHITECT OR STRUCTURAL ENGINEER SHALL

NOT INCLUDE INSPECTION OR APPROVAL OF THE ABOVE ITEMS AND DOES NOT IN ANY

WAY RELIEVE THE CONTRACTOR OF THEIR RESPONSIBILITIES FOR THE ABOVE.

10. SEE ARCHITECTURAL, ELECTRICAL AND MECHANICAL DRAWINGS FOR DETAILS,

CONDITIONS, PITS, TRENCHES, PADS, DEPRESSIONS, ROOF/FLOOR OPENINGS, STAIRS,

SLEEVES, ITEMS TO BE EMBEDDED OR ATTACHED TO STRUCTURAL ELEMENTS, ETC., NOT

SHOWN ON THE STRUCTURAL DRAWINGS.

11. ESTABLISH AND VERIFY ALL OPENINGS AND INSERTS FOR MECHANICAL, ELECTRICAL AND

PLUMBING WITH APPROPRIATE TRADE CONTRACTORS. OPENING SIZES AND LOCATIONS

SHOWN FOR DUCTS, PIPE, INSERTS AND OTHER PENETRATIONS WHEN SHOWN ARE FOR

GENERAL INFORMATION ONLY AND SHALL BE VERIFIED PRIOR TO FORMING.

12. NO HOLES, NOTCHES, BLOCKOUTS, ETC. ARE ALLOWED IN STRUCTURAL ELEMENTS

UNLESS SPECIFICALLY DETAILED ON THE STRUCTURAL DRAWINGS OR APPROVED BY THE

STRUCTURAL ENGINEER.

13. BEFORE SUBMITTING A PROPOSAL FOR THIS WORK, EACH BIDDER SHALL VISIT THE

PREMISES AND BECOME FULLY ACQUAINTED WITH THE EXISTING CONDITIONS,

TEMPORARY CONSTRUCTION REQUIRED, QUANTITIES AND TYPE OF EQUIPMENT, ETC. THE

BID SHALL INCLUDE ALL SUMS REQUIRED TO DO THE WORK WITHIN THE EXISTING

CONDITIONS.

14. SHOP DRAWINGS SHALL BE REVIEWED AND COORDINATED PRIOR TO SUBMITTING TO THE

ARCHITECT. EACH SHOP DRAWING SUBMITTED SHALL BE STAMPED INDICATING REVIEW

BY THE CONSTRUCTION MANAGER/GENERAL CONTRACTOR AND REVIEW BY THE

ARCHITECT SHALL NOT BEGIN UNTIL THIS IS COMPLETE. WORK SHALL NOT BEGIN

WITHOUT REVIEW BY THE ARCHITECT/STRUCTURAL ENGINEER.

15. SHOP DRAWINGS SHALL BE REVIEWED BY THE ARCHITECT/STRUCTURAL ENGINEER FOR

GENERAL CONFORMANCE WITH DESIGN CONCEPT ONLY. NOTATIONS MADE BY THE

ARCHITECT/STRUCTURAL ENGINEER ON THE SHOP DRAWINGS DO NOT RELIEVE THE

CONTRACTOR FROM COMPLYING WITH THE REQUIREMENTS OF THE DRAWINGS.

16. ELEVATIONS ARE BASED ON THE TOP OF SLAB ON GRADE ELEVATION OF (+0' - 0").

17. EXISTING CONDITIONS:

A. EXISTING STRUCTURAL INFORMATION SHOWN WAS OBTAINED FROM EXISTING

BUILDING 46 DRAWINGS DATED SEPTEMBER 15, 1994 BY TILDEN, LOBNITZ, & COOPER,

INC. EXISTING BUILDING 47 DRAWINGS DATED MAY 19, 2006 BY MASTER CONSULTING

ENGINEERS, INC.

B. EXISTING STRUCTURAL INFORMATION SHOWN WAS OBTAINED FROM FIELD TAKE-OFF

BY IMEG AS PERMITTED BY ACCESS RESTRICTIONS DURING DESIGN.

C. ALL INFORMATION SHOWN ON THE DRAWINGS RELATIVE TO EXISTING CONDITIONS IS

GIVEN AS THE BEST PRESENT KNOWLEDGE. CONTRACTOR TO VERIFY EXISTING

INFORMATION, DIMENSIONS AND SIZES AS REQUIRED TO COMPLETE THEIR WORK.

WHERE ACTUAL CONDITIONS CONFLICT WITH THE DRAWINGS, THEY SHALL BE

REPORTED TO THE ARCHITECT OR STRUCTURAL ENGINEER SO PROPER

CLARIFICATION MAY BE MADE. MODIFICATION OF CONSTRUCTION DETAILS SHALL NOT

BE MADE WITHOUT WRITTEN APPROVAL OF THE ARCHITECT OR STRUCTURAL

ENGINEER.

GENERAL

DEMOLITION

1. ALL DEMOLITION SHALL BE CARRIED OUT IN SUCH A WAY AS TO NOT DAMAGE

EXISTING ELEMENTS WHICH ARE TO REMAIN.

2. ALL ELEMENTS WHICH ARE TO REMAIN AND WHICH ARE DAMAGED DURING

DEMOLITION WORK SHALL BE REPLACED AT NO ADDED COST. EXISTING

ELEMENTS ARE TO BE PROTECTED TO THE FULLEST EXTENT POSSIBLE TO

REDUCE SUCH DAMAGE TO A MINIMUM.

1. STRUCTURE HAS BEEN DESIGNED TO COMPLY WITH:

FLORIDA BUILDING CODE 2020

ASCE/SEI 7- 16

ACI 318- 14

AWS D1.1

2. WIND:

RISK CATEGORY III (BUILDING 46 & 47 ARE "LIFE SAFETY")

BASIC WIND SPEED 154 MPH

IMPORTANCE FACTOR 1.0

EXPOSURE CLASS C

DESIGN WIND PRESSURE 55 PSF

(CH. 29 - SOLID FREESTANDING

WALL PROCEDURE)

DESIGN CRITERIA AND LOADS

1. FOUNDATION DESIGN IS BASED ON THE GEOTECHNICAL REPORT DATED NOVEMBER 6, 2020 BY TERRACON

CONSULTANTS, INC. REPORT IS ON FILE WITH THE ARCHITECT.

2. SOIL PROPERTIES PER THE GEOTECHNICAL REPORT:

ALLOWABLE NET SOIL BEARING PRESSURE:

FOOTINGS 2000 PSF

DEPTH TO ALLOWABLE

SOIL BEARING 1'-6" FT BELOW EXISTING GRADE

EQUIVALENT FLUID PRESSURE 50 PCF

LATERAL BEARING PRESSURE 150 PSF/FT, SEE FLORIDA BUILDING CODE 1806.2

COEFFICIENT OF FRICTION 0.4

3. ALL EXCAVATIONS SHALL BE PROPERLY AND SAFELY BACKFILLED. DO NOT PLACE BACKFILL BEHIND RETAINING/BASEMENT WALLS BEFORE CONCRETE HAS ATTAINED SPECIFIED COMPRESSIVE STRENGTH.

CONTRACTOR SHALL BRACE OR PROTECT ALL WALLS BELOW GRADE FROM LATERAL LOADS UNTIL

SUPPORTING FLOORS ARE COMPLETELY IN PLACE AND HAVE ATTAINED 7-DAY STRENGTH MINIMUM.

BACKFILLING IS NOT PERMITTED FOR FOUNDATION WALLS UNTIL SUPPORTED SLAB TOP AND BOTTOM IS IN PLACE OR THE WALL IS ADEQUATELY BRACED TO RESIST LATERAL LOADS. CONTRACTOR SHALL PROVIDE

FOR DESIGN, PERMITS, AND INSTALLATION OR SHORING AND/OR SHEETING.

4. CONTRACTOR SHALL PROVIDE FOR DE-WATERING OF EXCAVATIONS FROM SURFACE WATER, GROUND WATER OR SEEPAGE. FREE GROUND WATER WAS NOT ENCOUNTERED IN THE BORINGS. DETAILS OF GROUND WATER INFORMATION CAN BE OBTAINED FROM THE ABOVE MENTIONED GEOTECHNICAL REPORT.

IF GROUND WATER SHOULD OCCUR DURING EXCAVATION, SPECIAL PROCEDURES SHALL BE IMPLEMENTED

AS RECOMMENDED BY THE GEOTECHNICAL ENGINEER OF RECORD.

5. CONTRACTOR SHALL INVESTIGATE SITE DURING CLEARING AND EARTHWORK OPERATIONS FOR FILL MATERIAL OR BURIED STRUCTURES SUCH AS CESSPOOLS, CISTERNS AND FOUNDATIONS. IF ANY SUCH MATERIAL OR STRUCTURES ARE FOUND, ARCHITECT SHALL BE NOTIFIED IMMEDIATELY. ALL ABANDONED FOOTINGS, UTILITIES AND OTHER STRUCTURES THAT INTERFERE WITH NEW CONSTRUCTION SHALL BE

REMOVED.

6. EXTREME CARE SHALL BE EXERCISED WHEN EXCAVATING OR GRADING ADJACENT TO EXISTING

STRUCTURES OR IMPROVEMENTS TO NOT DAMAGE OR UNDERMINE FOUNDATIONS, WALLS, SLABS,

UTILITIES, ETC.

7. ALL FOOTINGS SHALL BE PLACED ONTO FIRM UNDISTURBED SOIL OR CONTROLLED COMPACTED FILL, REMOVING ANY EXISTING FILL OR UNSUITABLE SOILS, AS RECOMMENDED BY THE GEOTECHNICAL REPORT.

EXCAVATIONS FOR FOOTINGS SHALL BE INSPECTED AND APPROVED BY THE INSPECTION AGENCY PRIOR TO PLACING CONCRETE. CONTRACTOR SHALL NOTIFY INSPECTION AGENCY WHEN EXCAVATION IS READY

FOR TESTING. INSPECTION AGENCY TO SUBMIT LETTER OF COMPLIANCE TO THE OWNER.

8. FOOTING ELEVATIONS SHOWN DESIGNATE A MINIMUM DEPTH WHERE AN ADEQUATE SOIL BEARING PRESSURE IS EXPECTED. FOOTINGS, PIERS AND/OR WALLS SHALL BE LOWERED OR EXTENDED AS

REQUIRED TO REACH SOIL MEETING THE DESIGN BEARING PRESSURE.

9. THE MOISTURE CONTENT OF ONSITE CLAYEY SOILS AT THE TIME OF COMPACTION SHALL BE BETWEEN 2-3%

ABOVE OPTIMUM MOISTURE CONTENT.

10. ANY IMPORT FILL SOIL REQUIRED SHALL HAVE A LOW POTENTIAL FOR EXPANSION AND SHALL BE

APPROVED BY THE GEOTECHNICAL ENGINEER OF RECORD PRIOR TO IMPORTING.

11. ALL UNACCEPTABLE MATERIAL AND ORGANIC MATERIAL SHALL BE REMOVED FROM BELOW ALL PROPOSED SLABS-ON-GRADE. THE EXPOSED NATURAL SOIL SHALL BE PROOF-ROLLED AND THE COMPACTION VERIFIED BY AN INSPECTION AGENCY PRIOR TO PLACING FILL. AREAS EXHIBITING WEAKNESS SHALL BE

REMOVED AND REPLACED BY ACCEPTABLE COMPACTED FILL.

12. ALL SITE WORK SHALL BE PERFORMED UNDER THE INSPECTION OF THE SPECIAL INSPECTION AGENCY.

VARIATIONS IN SITE CONDITIONS AND THE GEOTECHNICAL REPORT SHALL BE REPORTED TO THE

ARCHITECT/STRUCTURAL ENGINEER FOR CLARIFICATIONS PRIOR TO PROCEEDING.

EARTHWORK

REINFORCING STEEL

1. ALL REINFORCING STEEL SHALL BE DETAILED AND PLACED IN CONFORMANCE WITH THE AMERICAN CONCRETE INSTITUTE “ACI DETAILING MANUAL” (SP-066) EXCEPT AS OTHERWISE SHOWN, NOTED OR

SPECIFIED.

2. CONCRETE REINFORCING STEEL SHALL BE HIGH STRENGTH NEW BILLET STEEL CONFORMING TO THE

FOLLOWING STANDARDS:

DEFORMED BARS ASTM A615, GR60 Fy = 60 KSI EPOXY-COATED BARS ASTM A775 Fy = 60 KSI

3. MINIMUM CONCRETE COVER SHALL BE PROVIDED AS FOLLOWS TO THE OUTERMOST REINFORCING BARS:

CAST AGAINST AND PERMANENTLY IN CONTACT WITH GROUND 3"

EXPOSED TO WEATHER OR IN CONTACT WITH GROUND

#6 BARS OR LARGER 2"

#5 BARS OR SMALLER 1 1/2"

4. BAR SPLICES SHALL BE PROVIDED WHERE INDICATED ON THE DRAWINGS. ALL SPLICES SHALL BE CLASS 'B' AS DEFINED IN ACI 318. IF SPLICE LENGTH IS NOT GIVEN ON THE DRAWINGS, PROVIDE LAP LENGTH (IN

INCHES) AS FOLLOWS:

LAP LENGTHS ASSUME CLEAR SPACING BETWEEN BARS OF 2 BAR DIAMETERS, AND A MINIMUM COVER OF 1 BAR DIAMETER. FOR DEVELOPMENT LENGTHS, DIVIDE BY 1.3. TOP BARS ARE DEFINED AS HORIZONTAL BARS

WITH MORE THAN 1'-0" OF FRESH CONCRETE BELOW.

5. PROVIDE ADEQUATE TIES FOR ALL REINFORCING BARS AND STIRRUPS IN CONCRETE SLABS AND BEAMS.

ANCHOR BOLTS, DOWELS, REINFORCING STEEL, INSERTS, ETC., SHALL BE SECURELY TIED IN PLACE PRIOR TO POURING CONCRETE. CONCRETE BLOCKS SHALL ONLY BE USED TO SUPPORT REINFORCING OFF

GRADE.

6. SUPPORTS FOR REINFORCEMENT SHALL HAVE CLASS 2 PROTECTION AS DEFINED IN THE CRSI MANUAL OF

STANDARD PRACTICE, UNO.

7. CONTINUOUS REINFORCING SHALL BE LAPPED AT MIDSPAN FOR TOP BARS AND DIRECTLY OVER THE

SUPPORT FOR BOTTOM BARS.

8. DOWELS BETWEEN FOOTINGS AND WALLS OR COLUMNS SHALL BE THE SAME GRADE, SIZE AND SPACING

OR NUMBER AS THE VERTICAL REINFORCING, RESPECTIVELY, UNO.

9. REINFORCING IN CONTINUOUS FOOTINGS BETWEEN FENCE POSTS SHALL EXTEND INTO POST

FOUNDATIONS A MINIMUM OF 2 FEET.

10. REINFORCING IN FOOTINGS SHALL BE ACCURATELY PLACED, SPACED, SUPPORTED AND SECURED BEFORE

PLACING CONCRETE.

11. CUTTING OF REINFORCING WHICH CONFLICTS WITH EMBEDDED OBJECTS IS NOT ACCEPTABLE.

12. REINFORCING BARS SHALL BE BENT COLD, AND NO METHOD OF FABRICATION SHALL BE USED WHICH WOULD BE INJURIOUS TO THE MATERIAL. HEATING OF BARS FOR BENDING IS NOT PERMITTED.

13. FIELD WELDING OR BENDING OF REINFORCING IS NOT PERMITTED EXCEPT AS INDICATED ON THE

DRAWINGS OR AS APPROVED BY THE STRUCTURAL ENGINEER.

14. SUBMIT SHOP DRAWINGS FOR FABRICATION AND PLACEMENT OF REINFORCING STEEL. INCLUDE SCHEDULES AND DIAGRAMS OF BENT BARS AND SHOW ARRANGEMENT OF REINFORCEMENT. STRUCTURAL ENGINEER’S REVIEW WILL BE FOR COMPLIANCE WITH DESIGN REQUIREMENTS. THE CONTRACTOR SHALL

BE RESPONSIBLE FOR VERIFYING DIMENSIONS AND QUANTITIES.

CAST-IN-PLACE CONCRETE

1. ALL CONCRETE WORK SHALL CONFORM TO THE AMERICAN CONCRETE INSTITUTE

PUBLICATIONS: ACI 117, ACI 301, ACI 305.1, ACI 306.1, ACI 308.1, ACI 318 AND SP-066, UNO.

2. CONCRETE MATERIALS SHALL CONFORM TO:

CEMENT ASTM C150, TYPE I OR II

FLY ASH ASTM C618, TYPE C OR F

FINE AND COARSE AGGREGATE ASTM C33

WATER POTABLE

AIR-ENTRAINING ADMIXTURE ASTM C260

WATER-REDUCING ADMIXTURE ASTM C494

3. CONCRETE STRENGTHS SHALL CONFORM TO, UNO:

4. DRYPACK SHALL BE 1:3-1/2 PORTLAND CEMENT TO SAND WITH A MINIMUM 28-DAY STRENGTH OF

7000 PSI.

5. GROUT SHALL BE 1:3:2 PORTLAND CEMENT TO SAND TO PEA GRAVEL WITH A MINIMUM 28-DAY

STRENGTH OF 7000 PSI.

6. CROSS REFERENCE ARCHITECTURAL AND STRUCTURAL DRAWINGS TO ASSURE PROPER

DIMENSIONS AND PLACEMENT OF ALL ANCHOR BOLTS, INSERTS, NOTCHES, EDGES OF

WALLS/GRADE BEAMS AND PIERS.

7. UNO, ALL FOOTINGS SHALL BE CENTERED UNDER WALLS, PIERS OR COLUMNS.

8. SANDBLAST ALL EXISTING CONCRETE SURFACES OLDER THAN 28 DAYS AGAINST WHICH

CONCRETE IS TO BE PLACED, UNLESS DIRECTED OTHERWISE IN WRITING BY THE STRUCTURAL

ENGINEER.

9. PROVIDE SLEEVES FOR PLUMBING AND ELECTRICAL PENETRATIONS THROUGH CONCRETE

BEFORE PLACING. SECURE SUCH SLEEVES TO PREVENT MOVEMENT DURING PLACING

OPERATIONS. REFER TO MECHANICAL AND ELECTRICAL DRAWINGS FOR LOCATIONS OF

PENETRATIONS.

10. CORE DRILLING CONCRETE IS NOT PERMITTED UNLESS NOTED OTHERWISE OR APPROVED IN WRITING BY THE ARCHITECT. NOTIFY THE ARCHITECT IN ADVANCE OF CONDITIONS NOT SHOWN

ON THE DRAWINGS.

11. CONFIRM WITH ARCHITECT THAT MATERIALS TO BE EMBEDDED ARE SUITABLE FOR EMBEDMENT

IN CONCRETE.

12. THE OUTSIDE DIAMETER OF EMBEDDED CONDUIT OR PIPE SHALL NOT EXCEED 1/3 OF THE

STRUCTURAL SLAB THICKNESS, INCLUDING AT CROSS-OVERS, AND SHALL BE PLACED BETWEEN

THE TOP AND BOTTOM REINFORCING WITH A MINIMUM 3” CLEAR COVER. CONDUIT OR PIPE

RUNNING PARALLEL TO EACH OTHER SHALL BE SPACED AT LEAST 8” APART AND NO MORE THAN 2 RUNS STACKED VERTICALLY IN THE SLAB. CONDUIT OR PIPE SHALL NOT BE EMBEDDED IN SLAB

THICKNESSES LESS THAN 6 INCHES.

13. DO NOT PLACE PIPES, DUCTS, REGLETS OR CHASES IN STRUCTURAL CONCRETE WITHOUT

APPROVAL OF THE STRUCTURAL ENGINEER THROUGH THE ARCHITECT.

14. PROJECTING CORNERS OF BEAMS, WALLS, COLUMNS, ETC., SHALL BE FORMED WITH A 3/4 INCH

CHAMFER, UNLESS NOTED OTHERWISE ON ARCHITECTURAL DRAWINGS.

15. SLOPE SLABS TO DRAINS OR FOR POSITIVE DRAINAGE IF NO DRAINS ARE PRESENT, AND

PROVIDE DEPRESSIONS WHERE SHOWN ON THE STRUCTURAL AND/OR ARCHITECTURAL

DRAWINGS, WITHOUT REDUCING THE THICKNESS OF SLAB INDICATED. FOR SLAB-ON-GRADE

DEPRESSIONS GREATER THAN 1 INCH, REFER TO DETAILS FOR ADDITIONAL REINFORCING.

16. CONCRETE SHALL NOT BE PERMITTED TO DROP MORE THAN 5 FEET.

17. CONCRETE SLABS SHALL BE CURED BY KEEPING CONTINUOUSLY WET FOR 7 DAYS. FORMS FOR

CONCRETE WALLS SHALL BE LEFT IN PLACE FOR 7 DAYS OR MAY BE STRIPPED AFTER 3 DAYS

AND COATED WITH AN APPROVED CURING COMPOUND.

18. NOTIFY THE ARCHITECT/STRUCTURAL ENGINEER 48 HOURS MINIMUM PRIOR TO ALL POURS.

19. THE DESIGN AND ENGINEERING OF FORMWORK, AS WELL AS ITS CONSTRUCTION, SHALL BE THE

RESPONSIBILITY OF THE CONTRACTOR. FORMS SHALL BE DESIGNED TO HAVE SUFFICIENT

STRENGTH TO SAFELY WITHSTAND THE LOADS RESULTING FROM PLACEMENT AND VIBRATION

OF THE CONCRETE, AND SHALL ALSO BE DESIGNED FOR SUFFICIENT RIGIDITY TO MAINTAIN

SPECIFIED TOLERANCES. CONTRACTOR SHALL SUBMIT DETAILED FORMWORK SHOP DRAWINGS

TO THE ARCHITECT TO BE REVIEWED FOR GENERAL COMPLIANCE WITH THE DESIGN CONCEPT

ONLY.

20. NO CONCRETE SHALL BE PLACED ONTO OR AGAINST SUBGRADES CONTAINING FREE WATER,

FROST, ICE OR SNOW.

21. THE CONCRETE CONTRACTOR SHALL FURNISH MIX DESIGN SHOP DRAWINGS FOR REVIEW.

BAR

SIZE

OTHER TOP

3000 PSI CONCRETE

OTHER TOP

4000 PSI CONCRETE

#4 29 38 25 33

#5 36 47 31 41

#6 43 56 37 49

INTENDED USE

28-DAY

STRENGTH (PSI)

MAX W/C

RATIO

A/E SLUMP

FOUNDATIONS

SLAB-ON-GRADE

UNLESS NOTED OTHERWISE

0.5

0.45

0.45

5-8%

N/A

5-8%

4"-6"

1"-4"

1"-4"

STRUCTURAL TESTS AND INSPECTION

1. UNLESS NOTED, MATERIALS SHALL CONFORM AND TESTS AND INSPECTIONS SHALL BE

PERFORMED BY THE INSPECTION AGENCY WHO IS APPROVED THE ARCHITECT AND THE

STRUCTURAL ENGINEER. CONTINUOUS AND PERIODIC TESTING AND INSPECTION SHALL

CONFORM TO IBC CHAPTER 17, AND AS FOLLOWS:

A. CONCRETE CONSTRUCTION 1704.4 1705.3

B. SOILS 1704.7 1705.6

C. WIND RESISTANCE 1705.10 1705.11

2. REFER TO ARCHITECTURAL, CIVIL, AND ELECTRICAL DRAWINGS OR SPECIFICATIONS FOR

TESTING AND INSPECTION REQUIREMENTS OF NON-STRUCTURAL COMPONENTS.

3. DUTIES OF THE INSPECTION AGENCY PER IBC CHAPTER 17:

A. SUBMIT A PROPOSED TESTING AND INSPECTION PROGRAM TO THE OWNER, THE

ARCHITECT AND THE STRUCTURAL ENGINEER FOR REVIEW AND APPROVAL AT LEAST TWO

WEEKS PRIOR TO COMMENCEMENT OF WORK.

B. PERFORM ALL TESTING AND INSPECTION REQUIRED PER APPROVED TESTING AND

INSPECTION PROGRAM.

C. FURNISH INSPECTION REPORT TO THE BUILDING OFFICIAL, THE OWNER, THE ARCHITECT,

STRUCTURAL ENGINEER AND THE GENERAL CONTRACTOR. THE REPORTS SHALL BE

COMPLETED AND FURNISHED WITHIN 48 HOURS OF INSPECTED WORK.

D. SUBMIT A FINAL SIGNED REPORT STATING WHETHER THE WORK REQUIRING SPECIAL

INSPECTION WAS, TO THE BEST OF THE SPECIAL INSPECTION AGENCY’S KNOWLEDGE, IN

CONFORMANCE WITH THE APPROVED PLANS AND SPECIFICATIONS.

STEEL

1. STRUCTURAL STEEL SHALL BE DETAILED IN ACCORDANCE WITH THE AMERICAN

INSTITUTE OF STEEL CONSTRUCTION (AISC) “DETAILING FOR STEEL

CONSTRUCTION” AND FABRICATED AND ERECTED IN ACCORDANCE WITH THE

“SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS”.

2. STRUCTURAL STEEL SHALL CONFORM TO ASTM STANDARDS AS NOTED BELOW:

BASE AND CONNECTION PLATES ASTM A36 Fy = 36 KSI

ELECTRODES FOR ARC WELDING AWS 5.1, E70XX

3. STANDARD BOLT HOLES IN STEEL SHALL BE 1/16 INCH LARGER IN DIAMETER THAN

NOMINAL SIZE OF BOLT USED, UNO.

4. ALL WELDS SHALL CONFORM TO THE AMERICAN WELDING SOCIETY “STRUCTURAL

WELDING CODE - STEEL” (AWS D1.1), “STRUCTURAL WELDING CODE - SEISMIC

SUPPLEMENT” (AWS D1.8), AND BE MADE WITH APPROVED ELECTRODES.

5. WELD LENGTHS INDICATED ON THE DRAWINGS ARE THE NET EFFECTIVE LENGTH

REQUIRED. WHERE FILLET WELD SYMBOL IS GIVEN WITHOUT INDICATION OF SIZE,

USE MINIMUM SIZE WELDS AS SPECIFIED IN AISC 360, SECTION J2.4.

6. ALL WELDING OF STRUCTURAL STEEL SHALL BE PERFORMED BY CERTIFIED

WELDERS WITH EXPERIENCE AND CERTIFICATION IN THE TYPES OF WELDING

CALLED FOR. WELDERS SHALL HAVE BEEN RECENTLY QUALIFIED AS PRESCRIBED

IN “QUALIFICATION PROCEDURES” OF THE AMERICAN WELDING SOCIETY (AWS).

7. ALL STEEL EXPOSED TO WEATHER SHALL BE HOT-DIP GALVANIZED AFTER

FABRICATION. ABRADED AREAS TO BE TOUCHED UP WITH GALVALOY. ALL

HOLLOW SECTIONS SHALL HAVE WELDED CAP PLATES TO SEAL EXPOSED ENDS.

8. PAINT STEEL PER ARCHITECTS SPECIFICATIONS.

POST-INSTALLED ANCHORS

1. ANCHORS SERVING AS THE BASIS OF DESIGN ARE SHOWN ON THE DRAWINGS. ACCEPTABLE

ALTERNATIVE ANCHORS MAY BE SUPPLIED PROVIDED THE QUANTITY AND CONFIGURATION

MATCH THE CAPACITY OF THE DESIGN ANCHOR QUANTITY AND CONFIGURATION. ANY

ALTERNATES ARE TO BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR REVIEW. INSTALL IN

ACCORDANCE WITH MANUFACTURER’S WRITTEN INSTRUCTIONS. BELOW SUMMARIZES EACH

ANCHOR TYPE USED ON THE PROJECT.

2. MECHANICAL ANCHORS:

EXPANSION ANCHORS

THREADED SCREW ANCHORS

ANCHORED

INTO

BASIS OF DESIGN ACCEPTABLE ALTERNATES

UNCRACKED

CONCRETE

HILTI KWIK BOLT 3 [ESR-2302]

DEWALT POWER STUD+ SD2 [ESR-2502]

RED HEAD TRUBOLT+ [ESR-2427]

SIMPSON STRONG BOLT 2 [ESR-3037]

CRACKED

CONCRETE

HILTI KWIK BOLT TZ [ESR-1917]

DEWALT POWER STUD+ SD2 [ESR-2502]

RED HEAD TRUBOLT+ [ESR-2427]

SIMPSON STRONG BOLT 2 [ESR-3037]

ANCHORED

INTO

BASIS OF DESIGN ACCEPTABLE ALTERNATES

UNCRACKED

CONCRETE

HILTI KWIK HUS-EZ [ESR-3027]

DEWALT POWER SCREW-BOLT+ [ESR-3889]

SIMPSON TITEN HD [ESR-2713]

CRACKED

CONCRETE

DEWALT POWER SCREW-BOLT+ [ESR-3889]

SIMPSON TITEN HD [ESR-2713]

HILTI KWIK HUS-EZ [ESR-3027]

STRUCTURAL ABBREVIATION KEY

LONG SIDE HORIZONTAL

LONG SIDE VERTICAL

LOW

LONGITUDINAL

LIGHTWEIGHT

MACHINE BOLT

MAXIMUM

MANUFACTURER

MINIMUM

METAL

NORTH

NEW

NOT IN CONTRACT

NOT TO SCALE

ON CENTER

OPPOSITE HAND

OPENING

PIECE

POUNDS PER CUBIC FOOT

PLATE

POUNDS PER LINEAR FOOT

PARTIAL JOINT PENETRATION WELD

POUNDS PER SQUARE FOOT

POUNDS PER SQUARE INCH

RADIUS

REINFORCING, -MENT, -ED

REQUIRED

TC WITH CLASS A FAYING SURFACE

SCHEDULE

SEPARATION

SIMILAR

SLAB ON GRADE

SPACE(S)

SPECIFICATION(S)

SQUARE

STIFFENER

STEEL

SUPPORT

SYMMETRICAL

TOP AND BOTTOM

TOP OF

TOP OF WALL

PRE-TENSIONED BOLT

TEMPERATURE

THICK

TRANSVERSE

TYPICAL

UNLESS NOTED OTHERWISE

VERTICAL

VERIFY IN FIELD

VERIFY WITH ARCHITECTURAL DRAWINGS

WITH

WORK POINT

WEIGHT

WELDED WIRE REINFORCING

ABBR: DESCRIPTION: ABBR: DESCRIPTION:

LSH

LSV

LO

LONG

LT WT

M.B.

MAX

MANUF

MIN

MTL

N (N)

NIC

NTS

OC

OH

OPNG

PC

PCF

PL

PLF

P.P.

PSF

PSI

R

REINF

REQD

SC

SCHED

SEP'N

SIM

SOG

SP

SPEC

SQ

STIFF

STL

SUPPT

SYM

T&B T.O.

T.O.W.

TC

TEMP

THK

TRANS

TYP

UNO

VERT

VIF

VWA

W/

WP

WT

WWR

NUMBER OR POUNDS

AT

DEGREE

DIAMETER

SLAB DEPRESSION

ANCHOR BOLT

ARCHITECT, -URE, -URAL

BOTTOM OF

BEAM

BOTTOM OF FOOTING

BOTTOM

BASE PLATE

BETWEEN

CLEAR

CENTERLINE

COLUMN

CONCRETE

CONTINUOUS

COMPLETE JOINT PENETRATION WELD

DIAMETER

DIMENSION

DEAD LOAD

DETAIL

DRAWING

DOWEL

EACH

EACH FACE

ELEVATION

EQUAL

EACH WAY

EXISTING

EXPANSION

EXTERIOR

CONCRETE COMPRESSIVE STRENGTH

FOUNDATION

FINISH, -ED

FLOOR

FACE OF WALL

FOOT

FOOTING

YIELD STRESS

GAGE OR GAUGE

GALVANIZED

GRADE BEAM

HIGH

HORIZONTAL

HIGH STRENGTH BOLT

INCH

JOINT

KILOPOUND (1,000 POUNDS)

KIPS PER SQUARE FOOT

POUND

LIVE LOAD

LONG LEG HORIZONTAL

LONG LEG VERTICAL

Ø -3" A.B.

ARCH

B.O.

BM

B.O.F.

BOTT

BP

BTWN

CLR

CL

COL

CONC

CONT

C.P.

DIA

DIM

DL

DET

DWG

DWL

EA

EF

EL

EQ

EW

(E)

EXP

EXT

f 'c

FDN

FIN

FLR

F.O.W.

FT

FTG

Fy

GA

GALV

GB

HI

HORIZ

HSB

IN

JT

K, KIP

KSP

LB

LL

LLH

LLV

PLAN OR DETAIL NUMBER

PLAN OR DETAIL NAME

PLAN OR DETAIL SCALE

DETAIL REFERRED TO BY SECTION CUT

SHEET DETAIL IS LOCATED ON

NAME

VIEW NAME

1/8" = 1'-0"

S300

SIM

INDICATES SIMILAR DETAIL REFERENCED

IN MULTIPLE LOCATIONS

LEVEL NAME

10' - 0" HEIGHT ABOVE

PROJECT 0' - 0"

INDICATES NOTE USED TO DESCRIBE

ADDITIONAL INFORMATION ABOUT

WORK REQUIRED, SPECIFIC TO THE

SHEET AND/OR DETAIL

INDICATES DIRECTION OF TRUE NORTH

VIEW KEY

LINE TYPE KEY:

NEW WORK

(DARK SOLID LINE)

NEW WORK UNDERGROUND OR UNDER OTHER FRAMING AND EXISTING TO BE

REMOVED

(DARK DASHED LINE)

EXISTING TO REMAIN

(LIGHT SOLID LINE)

GRID OR CENTERLINE

MATERIAL LEGEND:

CONCRETE - CAST-IN-PLACE

CONCRETE - EXISTING

EARTH

GRAVEL OR GRANULAR FILL

MASONRY

STEEL

GROUT OR DRYPACK OR SAND

N O R

HT

G ra p h ic S ca le

/2

0"

G ra p h ic S ca le

/3 2"

0"

' G ra p h ic S ca le

/1 6"

0"

' G ra p h ic

S ca le

/8

0"

G ra p h ic S ca le

/4

0"

G ra p h ic S ca le

/8

0"

' G ra p h ic

S ca le

/2

0"

G ra p h ic S ca le

/4

0"

G ra p h ic S ca le

0"

Romanyk Consulting Focusing on what matters

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

F

U.S. Department of Veterans Affairs

E

D

C

B

A

F

E

D

C

B

A

910 7 6 5 4 3 2 1

Phase

ARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

8910 7 6 5 4 3 2 1

Romanyk Consulting Corp. www.romanykconsulting.com 3308 Preston Road, Suite 350-164, Plano, Texas 75093

NOT FOR

PERMITTING OR

CONSTRUCTION

Spinklered

PLAN NORTH

ST. PETERSBURG, FL

Office of Construction and Facilities Management

46, 47

FULLY SPRINKLERED

C

R e v it

L o c a l F il e s \S

.0

V

B A

R O

S E

C U

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K u rt is .W

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A

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GENERAL NOTES AND ABBREVIATIONS

KATGOL ELITRE

100% CD VB3237

S-100

A&E Design for Security Fence at the

St. Petersburg VARO

APRIL 9, 2021

15 SUNNEN DR SUITE 104

SAINT LOUIS, MO 63143

314.645.1132 FAX: 314.645.1173

www.imegcorp.com # 18004378.01Revisions: Date:

This item has been electronically signed and sealed by Heather Heidenreich using a Digital Signature and date. Printed copies of this document are not considered signed and sealed and all signatures must be verified on any electronic copies.

EXP 02/28/23

EXISTING

CHILLING

TOWER

EXISTING

BUILDING

46 "A"

EXISTING

BUILDING

46 "B"

EXISTING

BUILDING

46 "D"

EXISTING

BUILDING

46 "C"

EXISTING

BUILDING

EXISTING

OUTDOOR

MECHANICAL

EQUIPMENT

UP

A

SECTION A

8' - 0" MAX

24"Ø SONOTUBE

FOUNDATION, TYP

UNO

M

IN

SECURITY FENCE

BY OTHERS - SEE ARCH

FOR BASIS OF DESIGN

C L

R(6) #5 VERTICAL, TYP

#4 TIES @ 12" OC, TYP

1 1/2" CLR

12" x 12" CONTINUOUS

FOOTING - SEE SECTION B

FOR REINFORCING

M

IN

P O

S T

E M

B E

D

EL (SEE ARCH)

T.O. FOOTING

#5 DOWELS AT EACH

CONTINUOUS FOOTING

BAR - CONTINUOUS BAR

NOT SHOWN FOR CLARITY

EL (SEE ARCH)

T.O. FENCE

B

C L

R T

Y P

1' - 6"

24"Ø TYP, UNO

90 DEGREE HOOK

12"

1/2" TOOLED

RADIUS

(2) #5 CONT.

T&B

3" CLR

C L R

SECTION B

#4 TIES 16" OC

8' - 0" MAX

M

IN

SEE

FOR FOUNDATION

REINFORCING

M

IN

P O

S T

E M

B E

D

EL (SEE ARCH)

T.O. FOOTING

EL (SEE ARCH)

T.O. FENCE

6"

1/S-101

#5 BENT DOWELS AT

EACH CONTINUOUS

FOOTING BAR12" x 12"

CONTINUOUS

FOOTING - SEE

1/S-101

1' - 6" 8

1' - 0"

#5 BAR

8"

LAP SPLICE

CLASS B

#4 TIES @

12" OC

M

A X

R

IS

E

S -1

S -102

S-1

S-102

S-102

4'

6"

4' - 6"

G B1

G B1

G B1

G B1G

B13' - 0"

DP3.5

DP3.5

4'

6"

4' - 6"

P3

P7

W F4

W F4

W F4

P7

W F3

P3

P7

P3

P7

P9

PLANTER

P9 P9

S-102

P39

S-103

S-102

S-102

P39

S-103

P3

S-102

3' - 0"

3' - 0"

DP3.5

DP3.5

DP3.5

S-102

S-102

TYP @ CONT

FOOTINGS

W F4

(E) PAVEMENT

S-102

P9

S-102TYP @ PILE

CAPS

S-102

S-102

P39

S-103

S-103

DP3.5

EXISTING FOUNDATION SCHEDULE

MARK

5' - 8" (3 SIDES) x 36"

SIZE ( L x W x T )

( -3' - 2" )

T.O. FOUNDATION EL (UNO)

3/S-102

DETAIL

P3

P7

P9

WF3

WF4

GB1

9' - 8" x 8' - 8" x 41"

9' - 8" x 9' - 8" x 51"

CONT x 3' - 0" x 24"

CONT x 4' - 0" x 16"

CONT x 4' - 0" x 48"

REMARKS

PLINTH ON DRILLED CONCRETE PIER

TRIANGULAR PILE CAP

SQUARE PILE CAP

SQUARE PILE CAP

CONTINUOUS FOOTING

CONTINUOUS FOOTING

GRADE BEAM

3' - 6"Ø

( -2' - 0" )

( -2' - 0" )

( -2' - 0" )

( -2' - 0" )

( -2' - 0" )

( -3' - 2" )

( -2' - 0" )P39 58' - 0" x 16' - 0" x 48" MAT FOUNDATION

3/S-102

3/S-102

3/S-102

4/S-102

4/S-102

4/S-102

3/S-102

NOTES:

1. SEE 4/S103 FOR TYPICAL LIGHT POLE FOUNDATION DETAIL.

2. SEE THIS SHEET FOR TYPICAL FENCE POST DETAILS.

3. TYPICAL SLAB ON GRADE IS 5" THICK REINFORCED WITH WWR. TOP OF SLAB ELEVATION (+0' - 0").

4. DENOTES PATH OF NEW SECURITY FENCE. SEE ARCH.

5. ALL EXISTING DIMENSIONS AND ELEVATIONS TO BE FIELD VERIFIED. COORDINATE ALL NEW

DIMENSIONS AND ELEVATIONS WITH ARCH DRAWINGS.

KEYNOTES:

1. (E) 4" SLAB ON GRADE WITH WWR.

G ra p h ic S ca le

/2

0"

G ra p h ic S ca le

/3 2"

0"

' G ra p h ic S ca le

/1 6"

0"

' G ra p h ic

S ca le

/8

0"

G ra p h ic S ca le

/4

0"

G ra p h ic S ca le

/8

0"

' G ra p h ic

S ca le

/2

0"

G ra p h ic S ca le

/4

0"

G ra p h ic S ca le

0"

Romanyk Consulting Focusing on what matters

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

F

U.S. Department of Veterans Affairs

E

D

C

B

A

F

E

D

C

B

A

910 7 6 5 4 3 2 1

Phase

ARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

8910 7 6 5 4 3 2 1

Romanyk Consulting Corp. www.romanykconsulting.com 3308 Preston Road, Suite 350-164, Plano, Texas 75093

NOT FOR

PERMITTING OR

CONSTRUCTION

Spinklered

PLAN NORTH

ST. PETERSBURG, FL

Office of Construction and Facilities Management

46, 47

FULLY SPRINKLERED

C

R e v it

L o c a l F il e s \S

.0

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B A

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E N

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SITE PLAN AND TYPICAL DETAILS

KATGOL ELITRE

100% CD VB3237

S-101

A&E Design for Security Fence at the

St. Petersburg VARO

APRIL 9, 2021

15 SUNNEN DR SUITE 104

SAINT LOUIS, MO 63143

314.645.1132 FAX: 314.645.1173

www.imegcorp.com # 18004378.01Revisions: Date:

3/4" = 1'-0"

TYPICAL FENCE POST FOUNDATION DETAIL

3/4" = 1'-0"

TYPICAL FOUNDATION STEP DETAIL

1" = 30'-0"

SITE PLAN

This item has been electronically signed and sealed by Heather Heidenreich using a Digital Signature and date. Printed copies of this document are not considered signed and sealed and all

18"Ø CONCRETE PIER

PAPER JOINT

(E) SLAB ON GRADE - SEE NOTE 1,

(E) GRADE WHERE OCCURS

ROUND OFF TOP OF

CONCRETE INFILL

PIPE 6 STD WITH

CONCRETE INFILL

M A

T C

H E

X

IS

T

IN

G

M

IN

M A

X

EQ EQ

BOLLARD FINISH TO

MATCH EXISTING

1/2" EXPANSION JOINT

MATERIAL

NOTES:

1. DEMO EXISTING SLAB AS NECESSARY FOR

INSTALLATION OF PIPE BOLLARD AND FOUNDATION.

2. SEE ARCH FOR NEW BOLLARD LOCATIONS.

PIPE BOLLARD AND

FOUNDATION - SEE

1/S-102

1/2" EXPANSION

JOINT MATERIAL

REPLACE ROLLED

CURB IN LIKE KIND OR

PER VA STANDARD

(E) PAVEMENT GRADE

NOTE:

1. SEE ARCH FOR NEW BOLLARD AND CURB LOCATIONS.

SEE 1/S-101 FOR

FOUNDATION

REINFORCING. DO NOT

INCLUDE #5 DOWELS.

24"Ø

NOTES:

1. DEMO EXISTING SLAB AS NECESSARY FOR INSTALLATION OF

FENCE POST AND FOUNDATION.

2. DEMO EXISTING CURB AS NECESSARY FOR INSTALLATION OF

FENCE POST AND FOUNDATION. REPLACE EXISTING CURB TO

MATCH EXISTING.

SECURITY FENCE BY

OTHERS - SEE ARCH

FOR BASIS OF DESIGN

(E) SLAB ON GRADE

SEE NOTE 1

1/2" EXPANSION

JOINT MATERIAL

(V

IF

(E) CURB BEYOND

WHERE OCCURS

SEE NOTE 2

CENTER POST IN

FOUNDATION

M

IN

(V

A R

IE

S

(E) CONCRETE PILES

4" W-SHAPE SECURITY

FENCE POST BY

OTHERS - SEE ARCH

(E) PILE CAP -

SEE SCHEDULE

ON S-101

(E) COLUMN FACADE

(E) STEEL COLUMN WITH

BASEPLATE AND ANCHOR

BOLTS

CORE DRILL (E) SLAB ON

GRADE AND (E)

CONCRETE PILE CAP.

SET POST AND FILL

WITH GROUT.

EL ( 0' - 0" )

T.O. SLAB

EL ( -2' - 0" ), (VIF)

T.O. PILE CAP

ROUGHEN EDGES

M

IN

P O

S T

E M

B E

D

M

IN

8" Ø

NOTE 1

NOTE:

1. PLACE SECURITY FENCE POST AS CLOSE TO EXISTING FACADE AS

POSSIBLE.

EL ( 0' - 0" )

T.O. SLAB

EL ( SEE SCHED ), (VIF)

OR GRADE BEAM

T.O. FOOTING

(E) CONTINUOUS

FOOTING, GRADE BEAM

WHERE OCCURS

(E) CONCRETE SLAB

SEE NOTE 1

(E) CMU WALL,

CONCRETE WHERE

OCCURS

(E) CONCRETE PILE

WHERE OCCURS

M

IN

V A

R

IE

S

CORE DRILL (E) CONCRETE PILE CAP AS

NECESSARY. SET POST AND FILL WITH

GROUT TO TOP OF PILE CAP. PLACE

REINFORCING AND POUR CONCRETE

FOUNDATION TO TOP OF (E) SLAB.

18"Ø POST FOUNDATION - SEE 1/S-101

FOR REINFORCING. DOWEL AND EPOXY

VERTICAL BARS INTO CONTINUOUS

FOOTING OR GRADE BEAM 6" EMBED MIN.

4" W-SHAPE SECURITY

FENCE POST BY

OTHERS - SEE ARCH

NOTE:

1. DEMO EXISTING SLAB AS NECESSARY FOR INSTALLATION OF FENCE

POST AND FOUNDATION.

2. PLACE SECURITY FENCE POST AS CLOSE TO EXISTING WALL WHERE

OCCURS AS POSSIBLE.

OFFSET POST FROM

CENTERLINE OF FOOTING

AS NECESSARY. POST

MUST REMAIN CONFINED

IN REBAR TIES.

8" Ø

M

IN

P O

S T

E M

B E

D

M

IN

NOTE 2

12"x12" CONTINUOUS

FOOTING - SEE 1/S-101,

REINFORCEMENT NOT

SHOWN FOR CLARITY

SEE 1/S-101, FOR

REINFORCING SIZE AND

DIMENSIONS

M

IN

S T

A N

D A

R D

H E

IG

H

T

HINGE CLEARANCE

SEE ARCH

LATCH

SEE ARCH

SEE 1/S-101, FOR

REINFORCING SIZE AND

DIMENSIONS

(E) PAVEMENT

HINGE CLEARANCE

VARIES (FIELD VARIFY)

12' - 0"

(E) DEMO EXISTING CURB AND

SIDEWALK AS NECESSARY FOR

INSTALLATION OF SWING GATE

FOUNDATION. REPLACE PER

SIDEWALK AND CURB DETAILS

ON SHEET S-103. POUR CURB

AND SIDEWALK OVER FENCE

POST FOUNDATION.

M

IN

VARIES (FIELD VARIFY)

12' - 0"

LATCH CLEARANCE

SET POST IN LINE WITH CURB.

SEE 1/S103 FOR CURB DETAIL.

NEW GUARD RAIL

SEE ARCH

(E) CONC CURB

EL ( 0' - 0" )

T.O. SLAB

(E) PAVEMENT

GALVANIZED A36 STEEL

PL1/4" x 3" x 0' - 7" WITH (2) 5/8"

HILT KWIK HUS-EZ (GALV)

ANCHORS, 3 1/2" NOMINAL

EMBEDMENT. 1" ANCHOR

EDGE DISTANCE FROM EDGE

OF STEEL PLATE. PAINT

STEEL PER ARCH.

3/16

(E) 5" THICK SLAB ON GRADE

MIN

3"

SEE 1/S-101, FOR

REINFORCING SIZE AND

DIMENSIONS

M

IN

3' - 0"

12"x12" CONTINUOUS

FOOTING. SEE 1/S-100

FOR REINFORCING. (E)

SLAB OR (E) PAVEMENT

TO REMAIN WHERE

OCCURS.

NOTE:

1. WHERE DOOR OCCURS AT EXISTING FOUNDATIONS,

CROSS REFERENCE DETAILS 3 & 4 THIS SHEET FOR

FOUNDATION DETAILING.

G ra p h ic S ca le

/2

0"

G ra p h ic S ca le

/3 2"

0"

' G ra p h ic S ca le

/1 6"

0"

' G ra p h ic

S ca le

/8

0"

G ra p h ic S ca le

/4

0"

G ra p h ic S ca le

/8

0"

' G ra p h ic

S ca le

/2

0"

G ra p h ic S ca le

/4

0"

G ra p h ic S ca le

0"

Romanyk Consulting Focusing on what matters

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

F

U.S. Department of Veterans Affairs

E

D

C

B

A

F

E

D

C

B

A

910 7 6 5 4 3 2 1

Phase

ARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

8910 7 6 5 4 3 2 1

Romanyk Consulting Corp. www.romanykconsulting.com 3308 Preston Road, Suite 350-164, Plano, Texas 75093

NOT FOR

PERMITTING OR

CONSTRUCTION

Spinklered

PLAN NORTH

ST. PETERSBURG, FL

Office of Construction and Facilities Management

46, 47

FULLY SPRINKLERED

C

R e v it

L o c a l F il e s \S

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DETAILS

KATGOL ELITRE

100% CD VB3237

S-102

A&E Design for Security Fence at the

St. Petersburg VARO

APRIL 9, 2021

15 SUNNEN DR SUITE 104

SAINT LOUIS, MO 63143

314.645.1132 FAX: 314.645.1173

www.imegcorp.com # 18004378.01

1/2" = 1'-0"

PIPE BOLLARD

1 1/2" = 1'-0"

PIPE BOLLARD WITH CURB

2 1/2" = 1'-0"

FENCE POST FOUNDATION

AT EXISTING SLAB

3 3/4" = 1'-0"

FENCE POST FOUNDATION

AT EXISTING PILE CAP

4 3/4" = 1'-0"

FENCE POST FOUNDATION AT EXISTING

CONTINUOUS FOOTING OR GRADE BEAM

1/2" = 1'-0"

DOUBLE GATE POST FOUNDATION

6 1/2" = 1'-0"

SWING GATE POST FOUNDATION

7 1" = 1'-0"

NEW GUARDRAIL DETAIL

Revisions: Date:

1/2" = 1'-0"

SWING GATEPOST

FOUNDATION

This item has been electronically signed and sealed by Heather Heidenreich using a Digital Signature and date. Printed copies of this document are not considered signed and sealed and all

LEVEL AREA

5' - 0" MIN 35' - 0" MAX AT 1:20

LEVEL AREA

5' - 0" MIN

1' - 0"

HANDRAIL - SEE ARCH

B

A

SECTION A

SECTION B

HANDRAIL, TYP

6"x6" - MW19xMW19 WWR

COMPACTED SUBGRADE

4" MIN WITH RAIL, TYP

8" MIN WITH RAIL 4' - 0"

1/2" BEVEL, TYP

/2

" 2% MAX

SLOPE

NOTES:

1. RAMP IS REQUIRED WHERE THE WALK EXCEEDS 3%.

2. IF A RAMP RUN HAS A RISE GREATER THAN 6" OR A HORIZONTAL PROJECTION GREATER THAN 72", THEN IT SHALL HAVE HANDRAILS ON BOTH SIDES.

3. MAXIMUM SLOPE OF RAMP SHALL NOT EXCEED 8.33%.

4. SEE ARCHITECTURAL STANDARDS FOR HANDRAIL DETAILS.

5. PROVIDE AN AGGREGATE BASE WHERE SUBSURFACE CONDITIONS WARRANT IT.

6. COORDINATE DETAIL WITH ARCHITECTURAL RAMP DETAIL.

1/2" R

EL ( 0' - 0" )

T.O. (E) SLAB

EL ( -2' - 0" )

T.O. (E) FOUNDATION

EL ( 8' - 0" ) - VIF

T.O. (E) OPENING

(E) OPENING IN SHEAR WALL

Px30096P GATE POST - SEE ARCH

(E) 12" THICK CAST-IN-PLACE

CONCRETE SHEAR WALL

S-103

S-103

SIM

3" x 12 GA ANTI-CLIMB STEEL PLATED SQUARE POST (Px30096P). 6" SQUARE, 1/4" THICK BASE PLATE

PROVIDED BY FENCE MANUFACTURER. ANCHOR TO

WALL WITH (4) 1/2" HILTI KWIK HUS-EZ ANCHORS. 3

1/2" NOMINAL EMBEDMENT. 1 1/4" EDGE DISTANCE

FROM ANCHOR TO EDGE OF PLATE.

NOTE:

1. AT SIM, DETAIL OCCURS AT TOP OF FENCE POST.

HAVE FENCE MANUFACTURER PROVIDE A STEEL

CAP PLATE AT TOP END OF POST AND ANCHOR

TO CONCRETE AT TOP OF WALL OPENING PER

THIS DETAIL.

12" THICK CAST-IN-PLACE

CONCRETE WALL

EL ( 0' - 0" )

WALL OPENING

T.O. (E) SLAB / B.O.

EL ( -0' - 5" )

B.O. (E) SLAB

SECTION VIEW

PLAN VIEW

REFER TO SECTION BELOW

CONTRACTOR SHALL USE TEMPLATE

FURNISHED WITH POLE TO SET ANCHOR

BOLTS. CENTER POLE ON CONCRETE BASE.

ANCHOR BOLTS FOR POLE AS

REQUIRED BY POLE MANUFACTURER

5/8" CHAMFER

FINISHED GRADE

CONCRETE BASE (3000 PSI)

MINIMUM 28 DAY STRENGTH

6% AIR ENTRAINED +/- 1%

(8) #5 WITH #3 TIES, TOP (3) @ 2" OC

AND REMAINDER @ 12" OC. PROVIDE

MINIMUM CONCRETE COVER FOR

REINFORCING STEEL OF 2" ON SIDES

AND 3" AT BOTTOM

ANCHOR BOLT COVER

NON-SHRINK GROUT BETWEEN POLE AND BASE, AFTER POLE IN

PLUMBED. PROVIDE A CHANNEL THROUGH THE GROUT FOR POLE

INTERIOR DRAINAGE.

EXPOSED SURFACES TROWELLED SMOOTH

2 3/4" OR AS REQUIRED BY POLE MANUFACTURER.

PROVIDE ROUND HEAVY DUTY SEAMLESS

HDPE PLASTIC FORM. ABOVE GRADE FORM

SHALL BE REFLECTIVE YELLOW COLOR. LIGHT

POLE CEME-TUBE, OR APPROVED EQUAL.

EXTEND TO FIRM CLEAN

UNDISTURBED SOIL

2'-0" DIA

M

IN

IM

U

M

3'-0" TO CURB

OR CENTER IN ISLAND

NOTE:

1. COORDINATE DETAIL WITH ELECTRICAL POLE BASE DETAIL.

G ra p h ic S ca le

/2

0"

G ra p h ic S ca le

/3 2"

0"

' G ra p h ic S ca le

/1 6"

0"

' G ra p h ic

S ca le

/8

0"

G ra p h ic S ca le

/4

0"

G ra p h ic S ca le

/8

0"

' G ra p h ic

S ca le

/2

0"

G ra p h ic S ca le

/4

0"

G ra p h ic S ca le

0"

Romanyk Consulting Focusing on what matters

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

F

U.S. Department of Veterans Affairs

E

D

C

B

A

F

E

D

C

B

A

910 7 6 5 4 3 2 1

Phase

ARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

8910 7 6 5 4 3 2 1

Romanyk Consulting Corp. www.romanykconsulting.com 3308 Preston Road, Suite 350-164, Plano, Texas 75093

NOT FOR

PERMITTING OR

CONSTRUCTION

Spinklered

PLAN NORTH

ST. PETERSBURG, FL

Office of Construction and Facilities Management

46, 47

FULLY SPRINKLERED

C

R e v it

L o c a l F il e s \S

.0

V

B A

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S E

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K u rt is .W

.M in to n

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A

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DETAILS

KATGOL ELITRE

100% CD VB3237

S-103

A&E Design for Security Fence at the

St. Petersburg VARO

APRIL 9, 2021

15 SUNNEN DR SUITE 104

SAINT LOUIS, MO 63143

314.645.1132 FAX: 314.645.1173

www.imegcorp.com # 18004378.01Revisions: Date:

NO SCALE

RAMP SECTION

2 NO SCALE

SECURITY DOOR

INSET IN SHEAR WALL

NO SCALE

SECURITY DOOR

INSET IN SHEAR WALL

12" = 1'-0"

EXTENDED POLE BASE DETAIL

This item has been electronically signed and sealed by Heather Heidenreich using a Digital Signature and date. Printed copies of this document are not considered signed and sealed and all

EA

ST

G

AT

E

DR

IV

E

EA

ST

G

AT

E

DR

IV

E

EA

ST

G

AT

E

DR

IV

E

STATE ROAD NO. 595 (U. S. ALT. BAY PINES BL. VD.

WET DETENTION

POND

WET DETENTION POND

VA ST. PETERSBURG

REGIONAL OFFICE

BUILDING 46

BUILDING 47

0' 1'

6" 3"

1'

Gr ap hi c S ca le

: 1 /2"

1'-

0"

0' 4"

8" 1'

2'

Gr ap hi c S ca le

: 3 /32

1'

-0

0'

8' Gr ap hi c S ca le : 1

/16

1' -0

0' 8'

4' Gr ap hi c S ca le

: 1 /8"

1'-

0"

0' 2'

1' 4'

Gr ap hi c S ca le

: 1 /4"

1'-

0"

0' 2'

1' 4'

Gr ap hi c S ca le

: 3 /8"

1'-

0"

0' 2'

4' 1' Gr ap hi c S ca le : 1

/2"

1'- 0"

0' 1'

2' 6"

Gr ap hi c S ca le

: 3 /4"

1'-

0"

0' 1'

2' 6"

Gr ap hi c S ca le

: 1

1' -0

Romanyk Consulting Focusing on what matters

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

F

U.S. Department of Veterans Affairs

E

D

C

B

A

F

E

D

C

B

A

910 7 6 5 4 3 2 1

PhaseARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

8910 7 6 5 4 3 2 1

Romanyk Consulting Corp. www.romanykconsulting.com 3308 Preston Road, Suite 350-164, Plano, Texas 75093

Spinklered

Office of Construction and Facilities Management

NORTH

FULLY SPRINKLERED

BI

M

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A

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Pe te rs bu rg

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F en ce /S t P et er sb ur g

Se cu rit y

Fe nc e

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6/

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A

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VB3237

46, 47

AS100ST. PETERSBURG, FL

APRIL 09, 2021

SITE ORIENTATION PLAN 100% CD A&E Design for Security Fence at the St. Petersburg VARO

1" = 60'-0"1 SITE ORIENTATION PLAN

15 SUNNEN DR SUITE 104

SAINT LOUIS, MO 63143

314.645.1132 FAX: 314.645.1173

www.imegcorp.com # 17002665.02

0' 60'30' 120'

Graphic Scale : 1" = 60'-0"

GENERAL NOTES

LEGEND

KEY NOTES

1. REMOVE ALL LANDSCAPING AND TREES WITHIN 8'-0" OF

PROPOSED FENCELINE AND REGRADE LEVEL WITH

ADJACENT. RESEED / RESOD WITH MATCHING SPECIES

GRASS OR MULCH TO MATCH ADJACENT CONDITIONS.

EXISTING LANDSCAPING TO BE ALTERED

OR REMOVED BASED ON NEW FENCING

LOCATIONS

EXISTING LOW HEIGHT VINYL FENCING

EXISTING STORM DRAINOR

/1 AD102

AD

1 1

DEMOLISH EXISTING CONCRETE SIDEWALK

BETWEEN BUILDING AND PARKING LOT

SIDEWALK

5 EXISTING

BUILDING

46 "A"

0' 40'20'10'

Graphic Scale : 1" = 20'-0"

0' 1'

6" 3"

1'

Gr ap hi c S ca le

: 1 /2"

1'-

0"

0' 4"

8" 1'

2'

Gr ap hi c S ca le

: 3 /32

1'

-0

0'

8' Gr ap hi c S ca le : 1

/16

1' -0

0' 8'

4' Gr ap hi c S ca le

: 1 /8"

1'-

0"

0' 2'

1' 4'

Gr ap hi c S ca le

: 1 /4"

1'-

0"

0' 2'

1' 4'

Gr ap hi c S ca le

: 3 /8"

1'-

0"

0' 2'

4' 1' Gr ap hi c S ca le : 1

/2"

1'- 0"

0' 1'

2' 6"

Gr ap hi c S ca le

: 3 /4"

1'-

0"

0' 1'

2' 6"

Gr ap hi c S ca le

: 1

1' -0

Romanyk Consulting Focusing on what matters

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

F

U.S. Department of Veterans Affairs

E

D

C

B

A

F

E

D

C

B

A

910 7 6 5 4 3 2 1

PhaseARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

8910 7 6 5 4 3 2 1

Romanyk Consulting Corp. www.romanykconsulting.com 3308 Preston Road, Suite 350-164, Plano, Texas 75093

Spinklered

Office of Construction and Facilities Management

NORTH

FULLY SPRINKLERED

DC

BA

KEY PLAN

BI

M

VB

A

- S t.

Pe te rs bu rg

S ec ur ity

F en ce /S t P et er sb ur g

Se cu rit y

Fe nc e

- V

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A

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BW TG

VB3237

46, 47

AD100ST. PETERSBURG, FL

APRIL 09, 2021

DEMOLITION PLAN - SECTION A 100% CD A&E Design for Security Fence at the St. Petersburg VARO

1" = 20'-0"1 SECURITY FENCE DEMOLITION PLAN - SECTION A

Note Number Note

1 REMOVE TREES AND LANDSCAPE WITHIN 8’ OF FENCE LOCATION, GO TO

COORDINATE LANDSCAPE HARVESTING, DISPOSAL AND/OR REPLANTING WITH

THE VA/VBA IN ADVANCE OF REMOVAL.

2 DEMOLISH EXISTING LOW HEIGHT VINYL FENCING AND REMOVE BASE

PLATES/ANCHOR BOLTS.

3 DEMOLISH EXISTING LOW HEIGHT VINYL FENCING AND REMOVE AND REPAIR

ANCHORING PER STRUCTURAL.

4 DEMOLISH EXISTING LOW HEIGHT VINYL FENCING AND REPAIR/REPLACE

CURBING SLAB AT MOUNTING LOCATIONS.

5 EXISTING SECURITY GATES AND ISLAND TO BE REMOVED IN FULL.

6 VA TO REMOVE AND RELOCATE EXISTING ACCESSIBLE PARKING AND SIGNAGE.

7 EXISTING SECURITY GATES AND ISLAND TO BE REMAIN. NOT IN PROJECT SCOPE.

8 REMOVE EXISTING SPEED BUMP PADS (TYP 2) AND ASSOCIATED MOUNTING

HARDWARE. VERIFY WITH COR IF THEY WANT TO KEEP THEM FOR FUTURE USE

OR DISCARD. PATCH HOLES FROM MOUNTING TO MATCH EXISTING CONDITIONS.

15 SUNNEN DR SUITE 104

SAINT LOUIS, MO 63143

314.645.1132 FAX: 314.645.1173

www.imegcorp.com # 17002665.02

(APPLY TO SHEETS AD100-AD103)

Revision 1 Date 1

KEY NOTES

1. REMOVE ALL LANDSCAPING AND TREES WITHIN 8'-0" OF

PROPOSED FENCELINE AND REGRADE LEVEL WITH

ADJACENT. RESEED / RESOD WITH MATCHING SPECIES

GRASS OR MULCH TO MATCH ADJACENT…