ATTACHMENT 5 - Drawings - Part 4.pdf

NOTE: REFER TO MANUFACTURERS SHOP

DRAWINGS FOR ACTUAL SIZE & DIMENSIONS

2'-6"

3' -0

PLAN

SECTION A-A

31"

31"

Revisions DateRevisions Date

VA Project No.

RDC/JPA Project No.

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

FULLY SPRINKLERED

U.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

PhaseARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

Office of Construction and Facilities Management

CONSTRUCT

DENTAL CLINC

09/06/2022 APJS

516-349

BAY PINES, FL

BUILDING

100% 21001.00

Revisions Date

PENNONI ASSOCIATES INC.

5755 Rio Vista Dr

Clearwater, FL 33760 T 727.451.9561

Florida COA: 7819

1 65% DESIGN 05/24/2022

CONSTRUCTION SET

CK - 602_____________

SITE DETAILS

DETAIL- OUTLET STRUCTURE OS-1DETAIL-

N.T.S.

DETAIL- UTILITY CROSSING DETAILDETAIL-

N.T.S.

DETAIL- DISABLED PARKING/SIGNING

N.T.S.

DETAIL-

N.T.S.

AA

SECTION A - A

METAL POST

SIGN DETAIL

FINE

$250 MAX

DETAIL- ADA PARKING/PAVEMENT MARKINGS TYPICAL DETAILS

N.T.S.

DETAIL-

N.T.S.

NOTES:

MANDATORY

DETAIL- POROUS PAVEMENT

N.T.S.

DETAIL-

N.T.S.

FRICTION COURSE AGGREGATE

GRADATION

U.S. STANDARD

SIEVE SIZE

PERCENT PASSING BY

WEIGHT

5/8" 100%

1/2" 95-100%

3/8" 70-95%

#4 20-40%

#8 10-20%

#40 0-8%

#200 0-3%

TYPE D CURB 4" POROUS PAVEMENT

FRICTION COURSE

RIBBON CURB

LEVEL SPREADER

6" AASHTO # 57

AGGREGATE

(CLEAN WASHED)

NON-WOVEN

GEOTEXTILE FABRIC

(ALL SIDES)

12" MIN OVERLAP

This item has been digitally signed and sealed by Eglantina Vrusho on the date adjacent to the seal. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies.

NO. 79006

STATE OF

LORIDAF

P R

O

FESS IONAL ENGINEE

R

L ICENSEEG

LANT INA VRUSHO

Florida P.E. 79006

(727) 536-8772

Eglantina Vrusho, P.E.

Pennoni Project No. RDCJP21001

Florida Coa 7819

Clearwater, FL. 33760-3137 5755 Rio Vista Drive

VA Project No.

RDC/JPA Project No.

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

STRUCTURAL

DOCUMENTSU.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

ARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

Office of Construction and Facilities Management

EV NM

/3

/2

:5

:2

P

M

CONSTRUCT DENTAL CLINIC

02/03/2023

STRUCTURAL GENERAL NOTES

S001

516-349

BAY PINES VAMC

AMBER MILTON

21005.00100% Construction Set

STRUCTURAL SPECIFICATIONS

MISCELLANEOUS

1. THESE ABBREVIATED DRAWING SPECIFICATIONS ARE WRITTEN TO MATCH THE BOOK SPECIFICATIONS.

IF THERE ARE ANY ITEMS THAT DO NOT CORRESPOND EXACTLY AS WRITTEN, THE MORE STRINGENT WILL

TAKE PRECEDENCE.

2. THE STRUCTURAL SYSTEM IS UNSTABLE UNTIL ALL CONNECTIONS HAVE BEEN MADE AND ALL CONCRETE HAS REACHED ITS MINIMUM DESIGN STRENGTH, AS SHOWN IN THE STRUCTURAL DOCUMENTS.

3. CONTRACTOR IS RESPONSIBLE FOR MEANS AND METHODS OF CONSTRUCTION TO ENSURE THE

SAFETY OF THE BUILDING UNTIL STRUCTURAL SYSTEM IS COMPLETED. THIS INCLUDES, BUT IS NOT LIMITED

TO, THE ADDITION OF WHATEVER TEMPORARY BRACING, SHORING, GUYS OR TIE-DOWNS THAT MAY BE

NECESSARY. SUCH MATERIAL SHALL BE REMOVED AND SHALL REMAIN THE PROPERTY OF THE

CONTRACTOR AFTER COMPLETION OF THE PROJECT.

4. CONTRACTOR TO SUPPORT, BRACE AND SECURE EXISTING STRUCTURE AS REQUIRED. CONTRACTOR

IS SOLELY RESPONSIBLE FOR THE SAFETY OF THE BUILDING DURING CONSTRUCTION.

5. APPLICABLE BUILDING CODE: 7TH EDITION (2020) FLORIDA BUILDING CODE.

6. GRAVITY DESIGN LOADS:

SUPERIMPOSED SUPERIMPOSED

AREA LIVE LOAD DEAD LOAD

ROOF 20 PSF 20 PSF

7. WIND DESIGN CRITERIA:

ULTIMATE WIND SPEED: VULT =146 MPH (3 SECOND GUST)

EQUIVALENT NOMINAL BASIC WIND SPEED VASD = 113 MPH (3 SECOND GUST)

RISK CATEGORY = II

EXPOSURE CATEGORY = C

ENCLOSED BUILDING INTERNAL PRESSURE COEFFICIENT, GCPI= +/-0.18

WIND BORNE DEBRIS REGION

8. ALL MATERIALS AND WORKMANSHIP SHALL BE IN ACCORDANCE WITH THE REFERENCED BUILDING

CODE.

9. COORDINATE ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECTURAL DRAWINGS. DO NOT

SCALE DRAWINGS.

10. CONTACT ENGINEER WITH ANY QUESTIONS OR DISCREPANCIES FOUND ON

DRAWINGS.

11. SECTIONS AND DETAILS ARE REFERENCED IN TYPICAL LOCATIONS BUT ALSO APPLY TO ALL OTHER

SIMILAR CONDITIONS.

12. CONTRACTOR TO VERIFY ALL EXISTING DIMENSIONS, ELEVATIONS, AND CONDITIONS PRIOR TO

BEGINNING CONSTRUCTION.

13. SUBMIT SHOP DRAWINGS AS REQUIRED HEREIN. ALLOW FOR TWO WEEKS REVIEW TIME AFTER RECEIPT OF SUBMITTALS BY THIS FIRM. ALL SUBMITTALS SHALL BE CHECKED AND SIGNED BY THE GENERAL CONTRACTOR AND SIGNED/SEALED BY THE DELEGATED ENGINEER, WHERE SPECIFIED HEREIN.

14. CONTRACTOR SHALL NOT BE RELIEVED FROM RESPONSIBILITY FOR ERRORS OR OMISSIONS IN SHOP

DRAWINGS OR MIX DESIGNS BY THE ENGINEER'S REVIEW THEREOF.

15. ANY CHANGES TO THE STRUCTURE SHALL HAVE BEEN REVIEWED AND APPROVED IN WRITING BY THE

ENGINEER PRIOR TO COMMENCING WORK ON ITEMS AFFECTED.

16. CONTRACTOR SHALL NOTIFY THIS OFFICE WHEN THE STRUCTURAL SYSTEM IS SUBSTANTIALLY

COMPLETED, AND BEFORE SHEATHING, CEILINGS, OR ROOFING IS INSTALLED.

HAND RAILS

1. AN ENGINEER REGISTERED IN THE STATE OF FLORIDA SHALL DESIGN RAILING SYSTEM AND

CONNECTION OF IT TO THIS STRUCTURE.

2. SUBMIT SHOP DRAWINGS BEARING THE EMBOSSED SEAL AND THE SIGNATURE OF THE ENGINEER FOR

REVIEW PRIOR TO FABRICATION.

3. THE CONFIGURATION OF THE RAILING SYSTEM SHALL BE AS SHOWN ON THE ARCHITECTURAL

DRAWINGS.

4. RAILING SYSTEM AND CONNECTIONS SHALL BE DESIGNED FOR APPLICABLE LOADS AS INDICATED ON THE PLANS AND IN THE BUILDING CODE. THE LOADS SHALL BE CLEARLY INDICATED ON SHOP DRAWINGS.

5. SHOP DRAWINGS SHALL SHOW AND SPECIFY CONNECTIONS UTILIZED WITHIN THE RAILING SYSTEM AS WELL AS CONNECTIONS TO AND LOADS IMPOSED UPON THE STRUCTURAL SYSTEM SHOWN ON THESE

PLANS.

GLAZED CURTAIN WALL, STOREFRONT, WINDOW AND DOOR SYSTEMS

1. EXTERIOR GLAZED OPENINGS SHALL BE DESIGNED IN ACCORDANCE WITH ACCEPTED ENGINEERING

PRINCIPLES AND GOVERNING CODES.

2. THIS BUILDING HAS BEEN DESIGNED AS "ENCLOSED". REFER TO THE STRUCTURAL DRAWINGS FOR

COMPONENTS AND CLADDING MINIMUM DESIGN WIND PRESSURES.

3. IF THIS SITE IS LOCATED WITHIN A WIND BORNE DEBRIS REGION, AS SHOWN IN FIGURE 1609 OF THE FLORIDA BUILDING CODE, ALL EXTERIOR GLAZED OPENINGS SHALL BE DESIGNED AND TESTED FOR MISSILE

IMPACT OR PROTECTED BY APPROVED SCREENS OR SHUTTERS.

4. A LICENSED PROFESSIONAL ENGINEER SHALL DESIGN THE EXTERIOR GLAZED SYSTEMS, SHOP

DRAWINGS, AND OVERSEE ANY LOAD TESTING.

5. SIGNED AND SEALED SHOP DRAWINGS, NOTICE OF ACCEPTANCE (NOA), OR FLORIDA PRODUCT

APPROVAL DOCUMENTATION SHALL BE SUBMITTED IN ACCORDANCE WITH THE ARCHITECT'S

REQUIREMENTS.

6. GLAZING AND WINDOW SYSTEMS SHALL BE DESIGNED TO RESIST BLAST LOADING AND PROVIDE THE LEVEL OF PROTECTION AS SPECIFIED ON THESE DRAWINGS. SEE BLAST DESIGN CRITERIA ON S002.

THRESHOLD BUILDINGS

1. IF THE BUILDING DEPARTMENT CLASSIFIES THIS PROJECT AS A THRESHOLD BUILDING, A SPECIAL

INSPECTOR SHALL BE RETAINED IN ACCORDANCE WITH FLORIDA STATUTES.

2. THE SPECIAL INSPECTOR SHALL BE LICENSED BY THE FLORIDA BOARD OF PROFESSIONAL ENGINEERS AND SHALL STRICTLY FOLLOW THE "STRUCTURAL INSPECTION PLAN", PREPARED BY THIS OFFICE.

3. RESUMES OF THE SPECIAL INSPECTOR AND ANY OF HIS AUTHORIZED REPRESENTATIVES SHALL BE SUBMITTED TO THIS OFFICE FOR REVIEW. MCCARTHY RESERVES THE RIGHT TO REJECT ANY INSPECTOR

THAT DOES NOT MEET OUR QUALIFICATIONS.

DELEGATED ENGINEER

1. WHERE NOTED HEREIN, A LICENSED PROFESSIONAL (DELEGATED) ENGINEER SHALL BE RETAINED TO

DESIGN THE PRODUCT OR ASSEMBLY.

2. THE DELEGATED ENGINEER SHALL BE EXPERIENCED IN THE DESIGN OF THE REFERENCED PRODUCT

OR ASSEMBLY.

3. THE DELEGATED ENGINEER MUST BE PROVIDED WITH A COPY OF THESE DRAWINGS AND

SPECIFICATIONS.

4. IT IS THE DELEGATED ENGINEER'S RESPONSIBILITY TO REVIEW THE ENGINEER OF RECORD'S WRITTEN ENGINEERING REQUIREMENTS AND AUTHORIZATION FOR THE DELEGATED ENGINEERING DOCUMENT TO

DETERMINE THE APPROPRIATE SCOPE OF ENGINEERING.

5. THE DELEGATED ENGINEERING DOCUMENT SHALL COMPLY WITH THE WRITTEN ENGINEERING

REQUIREMENTS RECEIVED FROM THE ENGINEER OF RECORD. THEY SHALL INCLUDE THE PROJECT IDENTIFICATION AND THE CRITERIA USED AS A BASIS FOR ITS PREPARATION. IF A DELEGATED ENGINEER DETERMINES THERE ARE DETAILS, FEATURES OR UNANTICIPATED PROJECT LIMITS WHICH CONFLICT WITH THE WRITTEN ENGINEERING REQUIREMENTS PROVIDED BY THE ENGINEER OF RECORD, THE DELEGATED ENGINEER SHALL TIMELY CONTACT THE ENGINEER OF RECORD FOR RESOLUTION OF CONFLICTS.

6. THE DELEGATED ENGINEER SHALL FORWARD THE DELEGATED ENGINEERING DOCUMENT TO THE ENGINEER OF RECORD FOR REVIEW. ALL FINAL DELEGATED ENGINEERING DOCUMENTS REQUIRE THE

IMPRESSED SEAL AND SIGNATURE OF THE DELEGATED ENGINEER AND INCLUDE:

A) DRAWINGS INTRODUCING ENGINEERING INPUT SUCH AS DEFINING THE CONFIGURATION OR

STRUCTURAL CAPACITY OF STRUCTURAL COMPONENTS AND/OR THEIR ASSEMBLY INTO

STRUCTURAL SYSTEMS.

B) CALCULATIONS.

SITE WORK

1. A SUBSURFACE INVESTIGATION HAS BEEN COMPLETED AT THE PROJECT SITE BY TERRACON

CONSULTANTS,INC.. SOIL BORING LOGS AND SITE PREPARATION PROCEDURES ARE INCLUDED IN THE PROJECT SOILS REPORT, DATED JULY 22,2021, WHICH IS AN INTEGRAL PART OF THESE CONTRACT

DOCUMENTS.

2. SITE WORK SHALL BE DONE IN STRICT ACCORDANCE WITH THE PROJECT SOILS REPORT.

3. CONTRACTOR SHALL REVIEW THE SOILS REPORT AND VERIFY THAT TEST BORINGS HAVE BEEN DONE

UNDER ALL BUILDING(S) PRIOR TO BEGINNING EARTHWORK.

INDEX OF DRAWINGS

SHEET NUMBER SHEET NAME Discipline

S001 STRUCTURAL GENERAL NOTES STRUCTURE

S002 WIND TABLES & SCHEDULES STRUCTURE

SB100 FOUNDATION PLAN STRUCTURE

SF100 ROOF FRAMING PLAN STRUCTURE

SF101 ALTERNATIVE ROOF FRAMING

SJ501 FOUNDATION DETAILS STRUCTURE

SJ502 DETAILS STRUCTURE

SJ510 FRAMING DETAILS STRUCTURE

SJ601 WALL SECTIONS STRUCTURE

SJ602 WALL SECTIONS STRUCTURE

SJ901 ISOMETRIC VIEW STRUCTURE

4. INFORMATION FROM GEOTECHNICAL REPORT:

A) DESIGN SOIL BEARING PRESSURE = 2000 PSF.

B) ESTIMATED MAXIMUM SETTLEMENT = 1 INCH.

C) ESTIMATED DIFFERENTIAL SETTLEMENT =1/2 INCH.

5. A QUALIFIED TESTING LABORATORY SHALL BE RETAINED TO PERFORM THE FOLLOWING MINIMUM

TESTS. REFER TO SOILS REPORT FOR ANY ADDITIONAL TESTING.

A) ONE DENSITY TEST FOR EACH 2,000 SQUARE FEET OF COMPACTED SUBGRADE AND

COMPACTED FILL.

B) ONE DENSITY TEST AT EACH COLUMN FOOTING.

C) ONE DENSITY TEST PER 50 FEET OF WALL FOOTING.

6. ONE COPY OF ALL TEST REPORTS SHALL BE SENT DIRECTLY TO OWNER, ARCHITECT, STRUCTURAL

ENGINEER, AND GENERAL CONTRACTOR.

7. FOUNDATION WALLS THAT RETAIN EARTH SHALL BE BRACED AGAINST BACKFILLING PRESSURES UNTIL

FLOOR SLABS AT TOP AND BOTTOM ARE IN PLACE.

8. THE SIDES OF FOOTINGS MAY BE EARTH-FORMED IF THE EXCAVATION CAN BE KEPT VERTICAL, CLEAN, AND STABLE, OTHERWISE, PLYWOOD FORMS MUST BE USED.

9. EXERCISE CARE WHEN COMPACTING NEAR ADJACENT STRUCTURES. FOLLOW THE

RECOMMENDATIONS IN THE SOILS REPORT AND DOCUMENT EXISTING CONDITIONS WITH

PHOTOGRAPHS PRIOR TO STARTING WORK.

10. PRIOR TO CONSTRUCTION, CONTRACTOR SHALL LOCATE ALL EXISTING UNDERGROUND UTILITY LINES, TANKS, ETC. WITHIN THE CONSTRUCTION AREA AND RELOCATE THEM AS DIRECTED BY THE CIVIL

ENGINEER.

CAST IN PLACE CONCRETE

1. ALL CAST-IN-PLACE CONCRETE WORK INCLUDES REINFORCING STEEL AND RELATED WORK SHOWN INCLUDING FORMWORK, SETTING ANCHOR BOLTS, PLATES, FRAMES, DOWELS FOR MASONRY OR OTHER

ITEMS EMBEDDED IN CONCRETE.

2. APPLICABLE STANDARDS

ACI NUMBER TITLE

117 STANDARD SPECIFICATIONS FOR TOLERANCES FOR CONCRETE CONSTRUCTION

226 GROUND GRANULATED BLAST-FURNACE SLAG

301 STANDARD SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS

302 GUIDE FOR CONCRETE FLOOR AND SLAB CONSTRUCTION

304 GUIDE FOR MEASURING MIXING, TRANSPORTING AND PLACING CONCRETE

304.2R PLACING CONCRETE BY PUMPING METHODS.

305R HOT WEATHER CONCRETING

306R COLD WEATHER CONCRETING

308 STANDARD PRACTICE FOR CURING CONCRETE

309R GUIDE FOR CONSOLIDATION OF CONCRETE

315 MANUAL OF STANDARD PRACTICE FOR DETAILING CONCRETE STRUCTURES

318 BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE

347 RECOMMENDED PRACTICE FOR CONCRETE FORMWORK

CRSI NUMBER TITLE

63 RECOMMENDED PRACTICE FOR PLACING REINFORCING BARS

3. CONCRETE MATERIALS

A) PORTLAND CEMENT - ASTM C 150, TYPE I

B) AGGREGATES - NORMAL WEIGHT CONCRETE, COARSE AND FINE, ASTM C33. STRUCTURAL LIGHT

WEIGHT ASTM C330.

C) AIR-ENTRAINING - ASTM C260

D) WATER REDUCING - ASTM C494, TYPE A

E) WATER - FRESH, CLEAN AND POTABLE

F) NO ACCELERATORS, RETARDERS OR ADMIXTURES CONTAINING CHLORIDES WILL BE PERMITTED G) FLY-ASH - ASTM C618, CLASS F, 20% MAXIMUM OF CEMENTITIOUS MATERIAL BY WEIGHT. DO NOT

USE FOR EXPOSED SLABS OR ARCHITECTURAL CONCRETE.

H) SUPER PLASTICIZER - ASTM C494, TYPE F OR G, WHERE AUTHORIZED BY THE ENGINEER.

I) GROUND GRANULATED BLAST-FURNACE SLAG CEMENT – ASTM C989, 50% MAXIMUM BY WEIGHT.

J) MAXIMUM AGGREGATE SIZE - FOOTINGS = #57, OTHERS #67

4. REINFORCING MATERIALS

A) DEFORMED BARS - ASTM A615, GRADE 60

B) SMOOTH DOWELS - ASTM A615, PLAIN BARS, MINIMUM YIELD STRENGTH OF 60,000 PSI.

C) CORROSION RESISTANT UNCOATED STEEL (MMFX-2) – ASTM A615, GRADE 75 AND ASTM A1035 LOW-

CARBON (8% MINIMUM) CHROMIUM BY MMFX OR EQUAL.

D) WELDED WIRE FABRIC - ASTM A1064, PLAIN WIRE FABRIC IN FLAT SHEETS ONLY.

E) ACCESSORIES TO CONFORM TO ACI 315.

F) WHERE CONCRETE SURFACES ARE EXPOSED, MAKE THOSE PORTIONS OF ALL ACCESSORIES IN

CONTACT WITH THE CONCRETE SURFACE OR WITHIN 1/2 INCH THEREOF, OF PLASTIC OR STAINLESS STEEL.

5. PROVIDE THE FOLLOWING MINIMUM CONCRETE STRENGTHS AT 28 DAYS:

A) FOOTINGS, SLAB-ON-GRADE--------------------3000 PSI

B) REGULAR FILL ON METAL DECK-----------------3000 PSI

C) MASONRY WALL BEAMS, TIE COLUMNS------------3000 PSI

D) FORMED COLUMNS, WALLS, BEAMS & SLABS-------4000 PSI

6. CONCRETE MUST BE BATCHED, MIXED AND TRANSPORTED IN ACCORDANCE WITH THE SPECIFICATIONS

FOR READY-MIXED CONCRETE ASTM C94.

7. REQUIRED SLUMP = 4 PLUS OR MINUS ONE INCH.

8. CONCRETE MUST BE PLACED WITHIN 90 MINUTES OF BATCH TIME. WHEN AIR TEMPERATURE IS BETWEEN 85 AND 90 DEGREES F, REDUCE MIXING AND DELIVERY TIME TO 75 MINUTES. WHEN AIR TEMPERATURE IS HIGHER THAN 90 DEGREES F, REDUCE MIXING AND DELIVERY TIME TO 60 MINUTES.

9. DO NOT ADD WATER AT THE JOB SITE WITHOUT APPROVAL OF THE PROJECT SUPERINTENDENT. DO NOT EXCEED THE SLUMP LIMITATION. USE ONLY COLD WATER FROM THE TRUCK TANK. ANY ADDED WATER MUST BE INDICATED ON THE DELIVERY TICKET PLUS THE NAME OF THE PERSON AUTHORIZING.

TEST CYLINDERS SHALL BE TAKEN AFTER THE ADDITION OF WATER.

10. LAP SPLICE REINFORCING PER CONCRETE LAP SCHEDULE MINIMUM UNLESS OTHERWISE SHOWN OR

NOTED.

11. PROVIDE CORNER BARS AT ALL WALL FOOTING, WALL AND BEAM CORNERS. SIZE AND NUMBER TO

MATCH HORIZONTAL BARS.

12. PROVIDE FOUNDATION DOWELS TO MATCH SIZE AND NUMBER OF VERTICAL BARS. EMBED DOWELS TO:

A) 3" ABOVE BOTTOM OF FOOTINGS

13. REINFORCEMENT SHALL BE FASTENED AND SECURED TOGETHER TO PREVENT DISPLACEMENT BY

CONSTRUCTION LOADS OR THE PLACING OF CONCRETE.

14. REINFORCING BAR COVER

A) FOOTINGS 2" (TOP), 3" (SIDES AND BOTTOM)

B) COLUMNS AND BEAMS 1-1/2"

C) SLABS 3/4" (INTERIOR), 1-1/2" (EXTERIOR)

15. WHERE BAR LENGTHS ARE GIVEN ON THE DRAWINGS, LENGTH OF HOOK, IF REQUIRED, IS NOT

INCLUDED.

16. SELECT PROPORTIONS IN ACCORDANCE WITH ACI 301 TO PROVIDE CONCRETE CAPABLE OF BEING PLACED WITHOUT EXCESSIVE SEGREGATION AND WITH ACCEPTABLE FINISHING PROPERTIES, DURABILITY, SURFACE HARDENERS, APPEARANCE, AND STRENGTH REQUIREMENTS REQUIRED BY THESE

SPECIFICATIONS.

17. CHAIR WELDED WIRE FABRIC REINFORCING AT 3'-0" ON CENTER MAXIMUM IN EACH DIRECTION.

18. MAXIMUM WATER TO CEMENT RATIO WHEN NO BACK-UP DATA IS AVAILABLE:

A) 4000 PSI, 28-DAY COMPRESSIVE STRENGTH; W/C RATIO, 0.44 MAXIMUM (NON-AIR-ENTRAINED), 0.36

MAXIMUM (AIR-ENTRAINED).

B) 3000 PSI, 28-DAY COMPRESSIVE STRENGTH; W/C RATIO, 0.58 MAXIMUM (NON-AIR-ENTRAINED), 0.47

MAXIMUM (AIR-ENTRAINED).

19. DATA TO BE SUBMITTED:

A) INTENDED USAGE AND LOCATION FOR EACH TYPE

B) MIX DESIGN FOR EACH TYPE

C) CEMENT CONTENT IN POUNDS-PER-CUBIC YARD

D) COARSE AND FINE AGGREGATE IN POUNDS/CUBIC YARD

E) WATER CEMENT RATIO BY WEIGHT

F) CEMENT TYPE AND MANUFACTURER

G) SLUMP RANGE

H) AIR CONTENT

I) ADMIXTURE TYPE AND MANUFACTURER

J) PERCENT ADMIXTURE BY WEIGHT

K) STRENGTH TEST DATA REQUIRED TO ESTABLISH MIX DESIGN.

L) COMPLETE DETAIL AND PLACING SHOP DRAWINGS FOR ALL REINFORCING STEEL INCLUDING

ACCESSORIES THAT HAVE BEEN REVIEWED AND STAMPED BY THE GENERAL CONTRACTOR.

INCLUDE ALL REQUIRED DIMENSIONS AND ELEVATIONS (IE. TOP OF CONCRETE)

20. THE GENERAL CONTRACTOR IS RESPONSIBLE FOR PROVIDING THE CONSTRUCTION OF FORMWORK, SHORING AND RE-SHORING IN ACCORDANCE WITH ACI 347.

A) FORM AND SHORING DESIGN BY A P.E. REGISTERED IN THE STATE OF FLORIDA.

21. SUBMIT FORM WORK AND SHORING DRAWINGS TO LOCAL BUILDING DEPARTMENT WHEN REQUIRED BY

FLORIDA THRESHOLD LAW.

22. CONSTRUCTION JOINTS NOT SHOWN ON THE DRAWINGS MUST BE MADE AND LOCATED TO LEAST

IMPAIR THE STRENGTH OF THE STRUCTURE.

A) NO HORIZONTAL CONSTRUCTION JOINTS WILL BE PERMITTED IN BEAMS, GIRDERS AND SLABS.

B) LOCATION OF ANY CONSTRUCTION JOINT NOT SHOWN IS SUBJECT TO REVIEW AND

ACCEPTANCE BY ENGINEER.

23. INTERNAL VIBRATION, PROPERLY APPLIED IS THE REQUIRED METHOD OF CONSOLIDATING PLASTIC

CONCRETE.

24. PROVIDE 3/4" CHAMFER ON ALL EXPOSED CORNERS OF COLUMNS, BEAMS AND WALLS UNLESS

OTHERWISE NOTED ON ARCHITECTURAL DRAWINGS

25. CONTRACTOR SHALL VERIFY LOCATIONS OF ALL OPENINGS, SLEEVES, AND SLAB RECESSES AS REQUIRED BY OTHER TRADES BEFORE CONCRETE IS PLACED. NO SLEEVE, OPENINGS, OR INSERT MAY BE

PLACED IN BEAMS, JOISTS, OR COLUMN UNLESS APPROVED BY THE ENGINEER.

26. CONTRACTOR SHALL VERIFY EMBEDDED ITEMS INCLUDING, BUT NOT LIMITED TO, ANCHOR BOLTS, BOLT CLUSTERS, WELD PLATES, ETC., BEFORE PLACING CONCRETE. NOTIFY ENGINEER OF ANY CONFLICTS WITH

REBAR.

27. ALL EXPOSED CONCRETE SURFACES TO BE IN ACCORDANCE WITH ACI 301 SECTION 5.3.3.(C), INCLUDING SURFACE TOLERANCE CLASS A AS SPECIFIED IN ACI 117.U.N.O.

28. SEE ARCHITECTURAL DRAWINGS FOR REQUIRED CONCRETE FINISHES.

29. SLOPE WALKWAYS AND BALCONIES TO DRAIN AWAY FROM THE BUILDING.

30. BUILDING FLOOR AND SITE SLABS-ON-GRADE SHALL BE 4" MINIMUM THICKNESS, UNLESS NOTED

OTHERWISE.

A) REINFORCED WITH 6X6 - W1.4 X W1.4 W.W.F.

B) PLACED ON 10 MIL POLYETHYLENE VAPOR RETARDER. LAP 6" AND TAPE ALL JOINTS.

C) SAW-CUT CONTROL JOINTS @ LESS THAN OR EQUAL TO 15'-0" EACH WAY.

D) PROVIDE HOUSEKEEPING PADS AS REQUIRED.

E) SEE DRAWINGS FOR ANY ADDITIONAL CONDITIONS.

31. TESTING

A) A QUALIFIED TESTING LAB SHALL BE RETAINED TO PERFORM QUALITY CONTROL WORK AND ON-

SITE TESTING.

B) SLUMP TEST - ASTM 143

C) MOLD AND CURE TEST CYLINDERS (ASTM C-31) AND TEST CYLINDERS FOR STRENGTH (ASTM

C39). TAKE ONE TEST - THREE CYLINDERS FOR EACH DAYS POUR OF 100 CUBIC YARDS, OR

FRACTION THEREOF. TEST ONE CYLINDER AT 7 DAYS, TWO AT 28 DAYS. TEST CYLINDER SAMPLES

SHALL BE TAKEN AT THE POINT OF DISCHARGE WHEN USING A PUMP.

D) ONE COPY OF ALL TEST REPORTS SHALL BE SENT DIRECTLY TO THE OWNER, ENGINEER,

ARCHITECT AND GENERAL CONTRACTOR.

32. CONTRACTOR SHALL PROVIDE FLATNESS AND LEVELNESS IN CONCRETE SLABS PER ACI 302.1R, FIG.

10.7 MINIMUM REQUIRED "F" NUMBERS FOR TYPE OF SLAB USE. REFER TO ACI 117 FOR FLOOR

TOLERANCES.

33. REPAIR ANY CRACKS OR DEFECTIVE AREAS THAT WILL RESTORE THE AFFECTED SURFACE OR AREAS TO THEIR FULL DESIGN STRENGTH AND APPEARANCE. CONTACT THE STRUCTURAL ENGINEER FOR ADVICE

AND EVALUATION.

34. ACCEPTANCE OF THE STRUCTURE WILL BE MADE IN CONFORMANCE WITH ACI 301.

35. ALL CAST-IN-PLACE CONCRETE MUST BE MAINTAINED WITH MINIMAL MOISTURE LOSS AT A RELATIVELY CONSTANT TEMPERATURE FOR A MINIMUM OF 7 DAYS FOLLOWING THE PLACING OF THE CONCRETE BY THE USE OF A WATER SPRAY, WATER SATURATED FABRIC, MOISTURE RETAINING MEMBRANE OR LIQUID

CURING COMPOUND.

36. CURE SLABS-ON-GRADE FOR THE FIRST 72 HOURS BY THE USE OF:

A) FOG SPRAYING

B) PONDING

C) SPRINKLING

D) CONTINUOUSLY WET ABSORPTIVE MATS OR FABRIC

E) CONTINUE CURING BY USE OF MOISTURE RETAINING COVER UNTIL CONCRETE HAS OBTAINED ITS

SPECIFIED 28 DAY COMPRESSIVE STRENGTH.

F) OR LIQUID CURING COMPOUND AFTER FINISHING PROCESS IS COMPLETED.

G) CONCRETE WET CURE TIME TO BE 7 DAYS MINIMUM AT 50 DEGREES MINIMUM TEMPERATURE.

37. SUBMIT MATERIALS AND METHOD OF CURING FOR REVIEW.

38. DO NOT USE MOISTURE RETAINING CURING COMPOUNDS FOR CURING SURFACES TO RECEIVE CARPET, FLEXIBLE FLOORING, CERAMIC TILED FLOORS OR OTHER SPECIFIED FLOOR SYSTEMS, UNLESS IT

HAS BEEN DEMONSTRATED THAT SUCH COMPOUNDS WILL NOT PREVENT BOND.

39. DO NOT PERMIT CONCRETE NOT FULLY CURED TO BE EXPOSED TO EXCESSIVE TEMPERATURE

CHANGES OR HIGH WINDS.

40. POUR ALL GROUND SLABS ON 10 MIL MINIMUM VAPOR RETARDER IN COMPLIANCE WITH ASTM E1745, LAPPED 6" MINIMUM AND FULLY TAPED.

41. EQUIPMENT MADE OF ALUMINUM OR ALUMINUM ALLOYS, SHALL NOT BE USED FOR PUMP LINES, TREMIES, OR CHUTES OTHER THAN SHORT CHUTES SUCH AS THOSE USED TO CONVEY CONCRETE FROM A

TRUCK MIXER.

42. THE CODE PROHIBITS THE USE OF ALUMINUM (CONDUIT, PIPES, ETC.) IN STRUCTURAL CONCRETE

UNLESS IT IS EFFECTIVELY COATED OR COVERED.

FIBROUS REINFORCING (ALTERNATE TO W.W.F. IN SLAB-ON-GRADE)

1. REINFORCING FIBERS TO BE VIRGIN 100% MICRO SYNTHETIC POLYPROPYLENE FIBERS, SPECIFICALLY MANUFACTURED FOR USE IN CONCRETE, CONTAINING NO REPROCESSED OLEFIN MATERIALS, WITH THE

FOLLOWING MINIMUM PHYSICAL CHARACTERISTICS:

A) SPECIFIED GRAVITY: 0.91

B) YOUNG'S MODULUS 0.5 (3.5KN/MM2)

C) TENSILE STRENGTH: 45-60 KSI

D) LENGTH: 3/4" MAXIMUM, MULTI GRADATION DESIGN

2. REINFORCING FIBERS TO BE SUPPLIED BY THE FOLLOWING APPROVED MANUFACTURERS:

A) "FIBERSTRAND 100", EUCLID CHEMICAL COMPANY

B) "FIBERMESH 150 OR 300, PROPEX CONCRETE SOLUTIONS

C) "FORTA ECONO-NET", FORTA CORPORATION

D) "NYCON SUPER FIBERS", NYCON, INC.

3. FIBERS TO BE ADDED IN MANUFACTURER'S APPROVED AMOUNT WITH A MINIMUM OF 1.5 LBS PER CUBIC

YARD FOR POLY AND NYLON.

4. CONCRETE TO BE MIXED IN ACCORDANCE WITH FIBER MANUFACTURER'S RECOMMENDATIONS FOR UNIFORM AND COMPLETE DISPERSION OF FIBER BUNDLES INTO SINGLE MONOFILAMENTS WITHIN

CONCRETE.

5. REINFORCING FIBERS ONLY TO BE USED IN CONCRETE SLAB-ON-GRADES, AND NOT IN PRECAST PLANK

OR METAL DECK TOPPING SLABS.

6. FOR A "NON-HAIRY" FINISH, USE A MONOFILAMENT FIBER. MORE DEMANDING APPLICATIONS, USE A

COLLATED FIBRILLATED FIBER, WHICH WILL WEAR AWAY OVER TIME

PRECAST CONCRETE U-LINTELS AND SILLS

1. UNITS SHALL BE FABRICATED BY A FIRM ENGAGED IN THE MANUFACTURING OF PRECAST AND PRE- STRESSED CONCRETE U-LINTELS AND SILLS FOR A MINIMUM OF 5 YEARS. FABRICATOR SHALL HAVE A

QUALITY ASSURANCE PROGRAM THAT COMPLIES WITH THE PROCEDURES OF MANUAL 116 BY THE

PRECAST/PRE-STRESSED CONCRETE INSTITUTE PCI).

2. PLANT RECORDS OF PRODUCTION AND QUALITY CONTROL SHALL BE KEPT IN ACCORDANCE WITH PCI

RECOMMENDATIONS AND MADE AVAILABLE UPON REQUEST FOR THE ARCHITECT/ENGINEER.

3. CODES AND STANDARDS:

A) AMERICAN SOCIETY FOR TESTING AND MATERIALS(ASTM)

1) C33 – SPECIFICATION FOR CONCRETE AGGREGATES

2) C150 – SPECIFICATION FOR PORTLAND CEMENT

B) PRECAST/PRE-STRESSED CONCRETE INSTITUTE (PCI) STANDARDS: MANUAL FOR QUALITY

CONTROL FOR PRECAST AND PRE-STRESSED CONCRETE MNL-116.

C) AMERICAN CONCRETE INSTITUTE: BUILDING CODE REQUIREMENTS FOR STRUCTURAL

CONCRETE (ACI 318)

D) AMERICAN CONCRETE INSTITUTE: BUILDING CODE REQUIREMENTS FOR MASONRY

STRUCTURES (ACI 530)

4. CONCRETE MATERIALS:

A) PORTLAND CEMENT: ASTM C150 TYPE I OR III, GRAY COLOR

B) AGGREGATES: ASTM C33

C) WATER: POTABLE

D) ADMIXTURES: SHALL NOT CONTAIN CALCIUM CHLORIDE OR CHLORIDE IONS

5. REINFORCING

A) DEFORMED REINFORCEMENT: ASTM A615 GRADE 40 OR 60.

B) PRE-STRESSING STRAND: ASTM A416 270 KSI LL.

6. U-LINTEL UNITS 14 FEET IN OVERALL LENGTH AND SHORTER SHALL BE MADE OF CONCRETE WITH A

MINIMUM STRENGTH OF 3500 PSI AT 28 DAYS.

7. U-LINTEL UNITS EXCEEDING 14 FEET IN OVERALL LENGTH SHALL BE MADE OF CONCRETE WITH A

MINIMUM STRENGTH OF 6000 PSI AT 28 DAYS AND SHALL BE PRE-STRESSED CONCRETE.

8. SILL UNITS SHALL BE MADE OF CONCRETE WITH A MINIMUM STRENGTH OF 3000 PSI AT 28 DAYS.

9 UNITS SHALL BE SAND BLOCK FINISH EXCEPT PRE-STRESSED, 6" WIDE, AND 12" WIDE U-LINTELS SHALL

BE SMOOTH FORM FINISHED.

10. PRECAST CONCRETE U-LINTELS SHALL BE DESIGNED BY A LICENSED DELEGATED ENGINEER.

11. SUBMITTALS

A) PROVIDE MANUFACTURER'S CATALOG ENGINEERING DATA.

B) MANUFACTURER SHALL RATE U-LINTEL UNITS FOR GRAVITY, UPLIFT, AND LATERAL LOADS IN

UNITS OF POUNDS PER LINEAR FOOT.

MASONRY

1. HOLLOW LOAD BEARING UNITS SHALL CONFORM TO ASTM C90, NORMAL WEIGHT, TYPE II. MINIMUM NET COMPRESSIVE UNIT STRENGTH = 2000 PSI. (NET AREA COMPRESSIVE MASONRY STRENGTH F'M = 2000 PSI).

2. MORTAR SHALL BE TYPE S AND CONFORM TO ASTM C270 (PROPORTION OR PROPERTY SPECIFICATION).

3. COARSE GROUT SHALL CONFORM TO ASTM C476:

A) 2500 PSI AT 28 DAYS.

B) 1/4" MAXIMUM AGGREGATE.

C) 8" - 11" SLUMP.

4. CODES AND STANDARDS:

A) SPECIFICATIONS FOR MASONRY STRUCTURES - ACI 530.1/ASCE 6/ TMS 602 IS INCLUDED BY

REFERENCE IN ITS ENTIRETY.

B) BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES – ACI 530/ ASCE 5/TMS 402.

5. A REINFORCED TIE BEAM SHALL BE PROVIDED IN ALL WALLS SHOWN ON THE STRUCTURAL DRAWINGS AT THE ROOF, AND AT TOP OF ANY PARAPET WALL. USE GALVANIZED MESH-TYPE CELL CAPS. PROVIDE

CORNER BARS AT ALL BEAM CORNERS TO MATCH HORIZONTAL BARS.

6. UNLESS NOTED OTHERWISE, TIE BEAMS SHALL BE AS FOLLOWS:

A) ROOF LEVEL: DOUBLE COURSE OF KNOCK-OUT BLOCKS WITH (1) #5 IN EACH COURSE.

B) TOP OF PARAPET: (1) #5 BAR IN GROUTED KNOCK-OUT BLOCKS.

7. VERTICAL BARS SHALL BE HELD IN POSITION AT THE TOP AND BOTTOM OF BAR AND AT 8'-0" O.C.

MAXIMUM WITH A MINIMUM CLEARANCE OF 1/2" FROM MASONRY. THE CLEAR DISTANCE BETWEEN BARS

SHALL NOT EXCEED ONE BAR DIAMETER, OR MORE THAN 1". CENTER BARS IN WALLS U.N.O.

8. VERTICAL REINFORCING SHALL BE AS SHOWN ON THE DRAWINGS. FILLCELLS WITH COARSE GROUT AS SPECIFIED. PROVIDE ACI 90 DEGREE STANDARD HOOKS INTO FOOTING AND ROOF TIE BEAM. LAP SPLICE VERTICAL REINFORCEMENT ABOVE FOOTING AND ABOVE EACH FLOOR LEVEL UNLESS NOTED OTHERWISE.

MAINTAIN VERTICAL REINFORCING SHOWN ON PLANS ABOVE AND BELOW MASONRY OPENINGS. CONTINUE

FOUNDATION DOWELS BELOW ALL MASONRY OPENINGS.

9. REINFORCED FILL CELLS ARE TO BE CLEAN AND FREE OF ANY FOREIGN MATERIAL OR DEBRIS.

REMOVE ANY INSULATING MATERIAL FROM CELLS, INCLUDING POLYSTYRENE INSULATING INSERTS, PRIOR

TO GROUT POUR.

10. REINFORCING BARS SHALL BE STRAIGHT EXCEPT FOR BENDS AROUND CORNERS AND WHERE BENDS

OR HOOKS ARE DETAILED ON THE PLANS.

11. REINFORCING BARS SHALL BE LAPPED PER MASONRY LAP SCHEDULE MINIMUM (UNLESS OTHERWISE

NOTED) WHERE SPLICED AND SHALL BE WIRED TOGETHER.

12. WHEN A FOUNDATION DOWEL DOES NOT LINE UP WITH A VERTICAL CORE, IT SHALL NOT BE SLOPED MORE THAN ONE HORIZONTAL IN SIX VERTICALS. DOWELS SHALL BE GROUTED INTO A CORE IN VERTICAL ALIGNMENT, EVEN THOUGH IT IS IN AN ADJACENT CELL TO THE VERTICAL WALL REINFORCEMENT.

13. PROVIDE HORIZONTAL WALL REINFORCING (9 GA.) HOT DIPPED GALVANIZED LADDER TYPE DUR-O-WALL

(OR EQUIVALENT) AT 16" O.C. JOINT REINFORCING SHALL CONFORM TO ASTM A-951.

14. PROVIDE HORIZONTAL JOINT REINFORCEMENT AT DOORS AND WINDOWS FOR FIRST AND SECOND BLOCK COURSE ABOVE AND BELOW APERTURES. RUN REINFORCING CONTINUOUS OR EXTEND TWO FEET

FROM APERTURE EDGE.

15. WIRE REINFORCEMENT SHALL BE LAPPED AT LEAST 6" AT SPLICES AND SHALL CONTAIN AT LEAST ONE

CROSS WIRE OF EACH PIECE OF REINFORCEMENT IN THE LAPPED DISTANCE.

16. CLEANOUTS SHALL BE PROVIDED IN THE BOTTOM COURSE OF MASONRY IN EACH GROUT POUR WHEN

THE POUR HEIGHT EXCEEDS 5'. CLEANOUTS TO BE SAW-CUT 4" X 4".

17. GROUT POUR HEIGHT SHALL NOT EXCEED 24'. PLACE GROUT IN 5' MAX. LIFTS HEIGHTS.

18. CONSOLIDATE GROUT POURS AT THE TIME OF PLACEMENT BY MECHANICAL MEANS AND

RECONSOLIDATE AFTER INITIAL WATER LOSS AND SETTLEMENT.

19. ALL MASONRY FOUNDATION STEMWALLS AND RETAINING WALLS SHALL BE FULLY GROUTED.

20. STORE BLOCKS ON PALLETS AND COVER WITH PLASTIC SHEETING.

21. PLACE MASONRY IN RUNNING BOND WITH 3/8" MORTAR JOINTS. PROVIDE COMPLETE COVERAGE FACE SHELL MORTAR BEDDING, HORIZONTAL AND VERTICAL. FULLY MORTAR WEBS IN ALL COURSES OF PIERS, COLUMNS, AND PILASTERS AND ADJACENT TO GROUTED CELLS.

22. SEE DRAWINGS FOR MASONRY CONTROL JOINT LOCATIONS. SPACE AT 26'-0" O.C. AT EXTERIOR WALLS, 32'-0" O.C. AT INTERIOR WALLS UNLESS NOTED OTHERWISE.

23. SUBMITTALS:

A) SUBMIT PROPOSED GROUT MIX DESIGN PRIOR TO CONSTRUCTION.

B) SUBMIT PROPOSED MORTAR MIX DESIGN PRIOR TO CONSTRUCTION.

C) SUBMIT DETAILED SHOP DRAWINGS OF REINFORCING BARS SHOWING NUMBER, SIZE, AND

LOCATION. INCLUDE BAR LISTS AND BEND DIAGRAMS. INCLUDE ALL REQUIRED DIMENSIONS AND

ELEVATIONS.

D) SUBMIT COMPRESSIVE STRENGTH TESTS OF PROPOSED MASONRY UNITS PRIOR TO

CONSTRUCTION. MASONRY UNITS ARE TO BE TESTED IN ACCORDANCE WITH ASTM C140.

24. A QUALIFIED TESTING LABORATORY SHALL BE RETAINED TO PERFORM THE FOLLOWING TESTS:

A) SAMPLE AND TEST GROUT IN ACCORDANCE WITH ASTM C1019 FOR EACH 5000 SQ. FT. OF

MASONRY.

B) SLUMP TESTS - ASTM C143.

C) MASONRY PRISM TEST IN ACCORDANCE WITH ASTM C1314. PROVIDE ONE SET OF 3 PRISMS

PRIOR TO CONSTRUCTION AND DURING CONSTRUCTION FOR EACH 5000 SQ. FT. OF WALL.

25. PROVIDE 8" DEEP PRECAST REINFORCED CONCRETE LINTELS OVER ALL MASONRY OPENINGS NOT SHOWN TO HAVE A STRUCTURAL BEAM. MINIMUM END BEARING = 8". LINTEL WIDTH TO MATCH MASONRY

WIDTH.

26. TOPS OF PARTIALLY CONSTRUCTED WALLS SHALL BE COVERED WITH VISQUEEN WHENEVER RAIN

OCCURS AND AT THE END OF THE WORK DAY.

DRILL-IN BOLTS, SCREWS AND DOWELS

1. ADHESIVE DOWELING RODS/BOLTS SHALL BE CARBON STEEL THREADED ROD CONFORMING TO ISO 898

5.8 WITH A MINIMUM TENSILE STRENGTH OF 72.5 KSI (500MPa) AND A MINIMUM YIELD OF 58 KSI (400MPa).

THREADED RODS WITH NUTS AND WASHERS INSTALLED IN ACCORDANCE WITH MANUFACTURER'S

INSTRUCTIONS.

2. ANCHORING ADHESIVE SHALL BE A TWO-COMPONENT SYSTEM SUPPLIED IN MANUFACTURER'S

STANDARD SIDE-BY-SIDE FOIL PACKAGE AND DISPENSED THROUGH A STATIC-MIXING NOZZLE SUPPLIED BY

THE MANUFACTURER. ADHESIVE SHALL BE TESTED AND APPROVED TO MEET THE MINIMUM

REQUIREMENTS OF ACI 355.4 FOR CRACKED AND UNCRACKED CONCRETE RECOGNITION. PROVIDE HILTI HY 200 SAFE SET (ESR 3187) OR RE 500 V3 (ESR 3814) ANCHORS BY HILTI OR EQUAL (E.G. SIMPSON SET-XP, ATC

ULTRABOND 365CC)UNLESS SPECIFIED OTHERWISE IN THE STRUCTURAL DOCUMENT.

3. DRILL-IN REBAR DOWELS SHALL BE SET USING A TWO-PART ADHESIVE AS DESCRIBED ABOVE.

4. EXPANSION BOLTS SHALL BE HILTI KB TZ (ESR 1917) OR EQUAL. BOLT SHALL MEET DUCTILITY

REQUIREMENTS OF ACI 318 SECTION D1.

5. EXPANSION BOLTS SHALL HAVE CARBON STEEL ANCHOR BODY AND NUT AND WASHER SHALL BE ELECTROPLATED ZINC COATING CONFORMING TO ASTM B633 TO A MINIMUM OF 5µM. THE STAINLESS STEEL ANCHOR BODY, NUT AND WASHER, AND EXPANSION SLEEVE SHALL CONFORM TO TYPE 316 STAINLESS STEEL. EXPANSION ANCHORS SHALL MEET THE MINIMUM REQUIREMENTS OF ACI 355.2 FOR CRACKED AND

UNCRACKED CONCRETE. INSTALL IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS.

6. MASONRY SCREWS SHALL BE 1/4" DIAMETER WITH 1-5/8" MINIMUM EMBEDMENT INSTALLED IN DRILLED

HOLES USING AN APPROPRIATE BIT DIAMETER.

7. SCREWS SHALL HAVE A BODY MADE OF CARBON STEEL AND SHALL BE HEAT TREATED AND SHALL HAVE 8µM ZINC COATING IN ACORDANCE WITH EN ISO 4042. PROVIDE HUS EZ (ESR 3027) SCREWS BY HILTI

OR EQUAL.

8. HEAVY-DUTY CONCRETE AND MASONRY SCREWS SHALL BE TESTED AND APPROVED TO MEET THE MINIMUM REQUIREMENTS OF ACI 355.2. HILTI KWICK HUS EZ (ESR-3027 FOR CONCRETE, ESR-3056 FOR

GROUT FILLED MASONRY). HEAVY DUTY SCREWS BY HILTI OR EQUAL.

9. THE CONTRACTOR SHALL ARRANGE FOR AN ANCHOR MANUFACTURER’S REPRESENTATIVE TO

PROVIDE ONSITE INSTALLATION TRAINING FOR ALL OF THE ANCHORING PRODUCTS SPECIFIED. PENNONI TO RECEIVE DOCUMENTED CONFIRMATION THAT ALL OF THE CONTRACTOR’S PERSONNEL WHO ARE TO

INSTALL ANCHORS ARE TRAINED PRIOR TO THE COMMENCEMENT OF INSTALLATION.

STRUCTURAL STEEL

1. STRUCTURAL STEEL SHALL CONFORM TO THE AISC "SPECIFICATION FOR BUILDINGS", LATEST EDITION.

2. WELDED CONNECTIONS SHALL CONFORM TO THE LATEST REVISED CODE OF THE AMERICAN WELDING SOCIETY, AWS D1.1. ALL WELDING SHALL BE PERFORMED USING E70XX, LOW HYDROGEN ELECTRODES.

ELECTRODES ARE TO BE PROTECTED FROM MOISTURE.

3. CONNECTIONS TO BE DOUBLE ANGLE FRAMED BEAM CONNECTION PER AISC UNLESS NOTED

OTHERWISE. ALL BOLTS TO BE 3/4" DIAMETER UNLESS NOTED OTHERWISE. SHOP CONNECTIONS MAY BE WELDED OR BOLTED. WELDS ARE TO BE EQUAL IN STRENGTH TO BOLTS. ALL FIELD CONNECTIONS ARE TO BE BOLTED WITH ASTM A325N OR A490 BOLTS (BEARING TYPE BOLTS WITH THREADS IN THE SHEAR PLANE) INCLUDING SUITABLE NUTS AND PLAIN HARDENED WASHERS. ALL BOLTS SHALL BE TIGHTENED SNUG TIGHT UNLESS OTHERWISE NOTED. DESIGN CONNECTIONS FOR THE LARGER OF EITHER THE SHEAR SHOWN ON THE DRAWINGS, (INDICATED AS "V =K" AT ENDS OF MEMBER) OR 55% OF THE MAXIMUM LOAD(IN KIPS) LISTED IN THE TABLES FOR "MINIMUM TOTAL FACTORED UNIFORM LOADS IN KIPS FOR BRACED, SIMPLE SPAN BEAMS BENT ABOUT THE STRONG AXIS” OF THE LATEST EDITION OF THE AISC "MANUAL OF

STEEL CONSTRUCTION".

4. SIZE AND USE OF HOLES: SEE AISC TABLE J3.3.

A) LARGER HOLES ARE PERMITTED IN STANDARD COLUMN BASE PLATES. MAXIMUM HOLE

DIAMETER = BOLT DIAMETER + 3/8". HARDENED WASHERS, TO COVER THE LARGER HOLE, SHALL BE

PROVIDED.

B) LARGER HOLES ARE NOT PERMITTED IN WIND FRAME COLUMN BASE PLATES. MAXIMUM HOLE

DIAMETER = BOLT DIAMETER + 1/16".

C) SLOTTED HOLES: A PLATE WASHERS OR A CONTINUOUS BAR WITHSTANDARD HOLES, HAVING A SIZE SUFFICIENT TO COMPLETELY COVER THE SLOT AFTER INSTALLATION, AND A MIN. OF 5/16"

THICK SHALL BE PROVIDED. TACK WELD NUT TO BOLT AFTER ERECTION.

5. STEEL BEAMS SHALL BE FABRICATED WITH THE NATURAL CAMBER (WITHIN THE MILL TOLERANCE)

LOCATED ABOVE THE HORIZONTAL CENTERLINE BETWEEN THE END CONNECTIONS.

6. VERIFY THE EXACT SIZE AND LOCATION OF ALL FLOOR AND ROOF OPENINGS FOR MECHANICAL

EQUIPMENT WITH THE MECHANICAL CONTRACTOR PRIOR TO FABRICATION OF MATERIALS.

7. SHOP PRIME STEEL SURFACES EXCEPT THE FOLLOWING:

A) SURFACES EMBEDDED IN CONCRETE OR MORTAR. EXTEND PRIMING OF PARTIALLY EMBEDDED

MEMBERS TO A DEPTH OF 2 INCHES.

B) SURFACES TO BE FIELD WELDED.

C) SURFACES TO BE HIGH-STRENGTH BOLTED WITH SLIP-CRITICAL CONNECTIONS.

D) SURFACES TO RECEIVE SPRAYED FIRE-RESISTIVE MATERIALS.

E) GALVANIZED SURFACES.

8. SURFACE PREPARATION: CLEAN SURFACES TO BE PAINTED. REMOVE LOOSE RUST AND MILL SCALE

AND SPATTER, SLAG, OR FLUX DEPOSITS. PREPARE SURFACES ACCORDING TO THE FOLLOWING

SPECIFICATIONS AND STANDARDS.

9. PRIMING: IMMEDIATELY AFTER SURFACE PREPARATION, APPLY PRIMER ACCORDING TO

MANUFACTURER’S WRITTEN INSTRUCTIONS AND AT RATE RECOMMENDED BY SSPC TO PROVIDE A DRY FILM THICKNESS OF NOT LESS THAN 1.5 MILS. USE PRIMING METHODS THAT RESULT IN FULL COVERAGE

OF JOINTS, CORNERS, EDGES, AND EXPOSED SURFACES.

A) STRIPE PAINT CORNERS, CREVICES, BOLTS, WELDS, AND SHARP EDGES.

B) APPLY TWO COATS OF SHOP PAINT TO INACCESSIBLE SURFACES AFTER ASSEMBLY OR

ERECTION. CHANGE COLOR OF SECOND COAT TO DISTINGUISH IT FROM FIRST.

10. PRIME AND PAINT ALL FIELD WELDS AFTER INSPECTION.

11. A QUALIFIED TESTING LABORATORY SHALL BE RETAINED TO PERFORM THE FOLLOWING TESTS.

A) VISUALLY INSPECT ALL STEEL MEMBERS AND CONNECTIONS.

B) TEST 50 PERCENT OF FULL PENETRATION WELDS.

12. ONE COPY OF ALL TEST REPORTS SHALL BE SENT DIRECTLY TO OWNER, ARCHITECT, STRUCTURAL

ENGINEER, AND GENERAL CONTRACTOR.

13. STEEL SHALL CONFORM TO:

WIDE FLANGE (WF)(WT)------ASTM A992 (50 KSI)

SHAPES (S, L, C, MC)---------ASTM A36

HOLLOW STRUCTURAL SECTIONS (HSS)---ASTM A500 GRADE C (RECTANGULAR 50 KSI; ROUND 46

KSI)

STEEL PIPE----------------ASTM A53

ANCHOR RODS---------------ASTM F1554 (55 KSI W/S1 SUPPLEMENT)

ANCHOR BOLTS--------------ASTM A307

FRAMING BOLTS-------------ASTM A325N OR A490N

SHEAR STUDS---------------ASTM A108

WELDING ELECTRODES--------E70XX

14. FASTENERS AND MATERIALS USED FOR WELDING OR OTHERWISE SECURING COMPONENTS ONE TO ANOTHER SHALL BE OF DOMESTIC (USA MADE) MANUFACTURE. SIMILARLY, ALL MATERIALS USED IN THE

MANUFACTURING PROCESS SHALL BE FROM A DOMESTIC SOURCE.

15. OPENINGS THROUGH STEEL BEAMS SHALL BE PROVIDED AS DETAILED ON THE DRAWINGS. ALL SUCH OPENINGS SHALL BE MACHINE CUT IN THE SHOP. ALL RECTANGULAR OPENINGS SHALL HAVE A CORNER

RADIUS OF 2 TIMES THE WEB THICKNESS, 1/2" MINIMUM.

16. SHOP AND FIELD WELDS SHALL BE DONE BY A.W.S. CERTIFIED WELDERS. PROVIDE CURRENT

CERTIFICATES UPON REQUEST.

17. NO SPLICES SHALL BE PERMITTED IN ANY STRUCTURAL STEEL MEMBER UNLESS SHOWN ON APPROVED

SHOP DRAWINGS.

18. STEEL STAIRS AND/OR LADDERS SHALL BE DESIGNED FOR 100 PSF LIVE LOAD BY A LICENSED DELEGATED ENGINEER, WHO SHALL SUBMIT SIGNED AND SEALED SHOP DRAWINGS. SHOP DRAWINGS

SHALL SPECIFY ALL DESIGN LOADS.

19. SUBMITTALS: CONTRACTOR SHALL SUBMIT DETAILED SHOP DRAWINGS SHOWING ALL STRUCTURAL STEEL LAYOUTS AND DETAILS, SIZES OF MEMBERS, TYPE OF STEEL, CONNECTION DETAILS, WELDS, BOLTS, ETC., AS REQUIRED TO FABRICATE AND ERECT ALL STRUCTURAL STEEL FRAMING. ALL CONNECTIONS NOT SHOWN ON THE STRUCTURAL DRAWINGS SHALL BE DESIGNED BY THE DETAILER AND SUBMITTED ON SHOP

DRAWINGS, SIGNED AND SEALED BY A REGISTERED FLORIDA DELEGATED ENGINEER.

20. NON-SHRINK GROUT SHALL BE: NONMETALLIC SHRINKAGE-RESISTANT GROUT, PREMIXED, NON- CORROSIVE, NON-STAINING PRODUCT CONTAINING SELECTED SILICA SANDS, PORTLAND CEMENT, SHRINKAGE COMPENSATING AGENTS, PLASTICIZING AND WATER-REDUCING AGENTS, COMPLYING WITH

CRD-C621, CORPS OF ENGINEERS.

21. IF NOT SPECIFIED ON THE DRAWINGS, THE THROAT SIZE OF ANY FILLET WELD SHALL BE EQUAL TO 1/16"

LESS THAN THE THINNEST CONNECTION COMPONENT.

22. NO FIELD WELDING OF GALVANIZED MEMBERS IS PERMITTED.

23. MINIMUM EMBEDMENT DEPTH OF ANCHOR BOLTS:

A) BEAMS, COLUMNS, WALLS = 6"

B) FOOTINGS = 3" FROM BOTTOM

C) PILE CAPS = 6" FROM BOTTOM

24. ERECTION

A) BEFORE ERECTION, THE CONTRACTOR IS TO REMOVE ALL MUD, DIRT OR OTHER FOREIGN

MATTER, WHICH ACCUMULATES DURING HANDLING AND STORAGE.

B) DRIFTING TO ENLARGE UNFAIR HOLES WILL NOT BE PERMITTED. DRILL SUCH HOLES TO

ACCOMMODATE THE NEXT LARGER SIZE FASTENER, WHERE POSSIBLE.

C) AFTER ERECTION, CLEAN FIELD WELDS, BOLTED CONNECTIONS, AND ABRADED AREAS WHERE SHOP COAT HAS BEEN DAMAGED. SPOT AND PRIME AREAS USING SAME MATERIAL AS SHOP COAT.

D) SET ALL MEMBERS SO THAT, IN THEIR FINAL LOCATION, LEVEL, PLUMBNESS AND ALIGNMENT

ARE WITHIN THE TOLERANCES PRESCRIBED BY AISC CODE.

E) DOUBLE CONNECTIONS THROUGH COLUMN WEBS OR AT BEAMS THAT FRAME OVER THE TOPS OF COLUMNS MUST BE DESIGNED TO HAVE AT LEAST ONE INSTALLED BOLT REMAIN IN PLACE TO SUPPORT THE FIRST BEAM WHILE THE SECOND BEAM IS BEING ERECTED. ALTERNATIVELY, THE FABRICATOR MUST

SUPPLY A SEAT OR EQUIVALENT .

METAL DECKING

1. METAL DECK WORK SHALL CONFORM TO THE REQUIREMENTS OF THE STEEL DECK INSTITUTE.

2. FASTEN DECK AS INDICATED ON PLANS.

3. METAL ROOF DECK SHALL BE 1 1/2" DEEP, 18 GAUGE GALVANIZED TYPE "B" INSTALLED 3 SAPN MIN..

(VULCRAFT 1.5B OR EQUIVALENT.)

4. FASTEN DECK W/ (7) 5/8" DIA. PUDDLE WELDPATTERN AT EACH SUPPORT AND (12)#12 TEK SCREW SIDELAP FASTENERS FOR 36" WIDE DECKING PUDDLE WELD @ 6" O.C. AT ALL PERIMETER SUPPORTS .

5. MINIMUM FASTENING AT BUILDING PERIMETER OF DECK SHALL BE 5/8" DIAMETER PUDDLE WELDS AT 6" O.C.

6. METAL DECK AND SHEET METAL COATING DESIGNATION:

A. WITH STRUCTURAL CONCRETE OR INSULATING CONCRETE TOPPING – G90

B. WITHOUT STRUCTURAL CONCRETE OR INSULATING CONCRETE TOPPING – G60

7. INSTALL ALL DECKING 3 SPAN CONTINUOUS.

8. USE WELD WASHERS FOR ALL DECKING 24 GA. AND THINNER.

9. DO NOT HANG OR ATTACH DUCTWORK, CONDUIT, PIPING, EQUIPMENT, CEILINGS, ETC. FROM METAL

DECKING.

10. PRIME AND PAINT ALL FIELD WELDS AFTER INSPECTION WITH A GALVANIZED TOUCH-UP PAINT. (SEE NOTE

BELOW)

11. SUBMITTALS: CONTRACTOR SHALL SUBMIT DETAILED SHOP DRAWINGS SHOWING LAYOUT OF DECK, TYPE OF DECK, ALL CONNECTIONS INCLUDING END WELDS, SEAM WELDS, INTERMEDIATE WELDS, AND ALL

ACCESSORY MATERIAL SUCH AS CLOSURES, SUMPS FOR DRAINS, ETC.

12. A QUALIFIED TESTING LABORATORY SHALL BE RETAINED TO VISUALLY INSPECT ALL DECK WELDS AND

FASTENERS.

COLD-FORM STEEL FRAMING

1. STEEL FRAMING SHALL CONFORM TO THE A.I.S.I. "SPECIFICATION FOR THE DESIGN OF COLD-FORMED

STEEL STRUCTURAL MEMBERS".

2. COLD-FORMED STEEL FRAMING SYSTEM, INCLUDING STUDS, TRUSSES, CONNECTIONS, AND ALL ACCESSORIES, SHALL BE DESIGNED BY A DELEGATED ENGINEER WHO SHALL PREPARE CALCULATIONS AND

SUPERVISE THE PREPARATION OF SHOP DRAWINGS.

3. WELDED CONNECTIONS SHALL CONFORM TO "CODE FOR WELDING IN BUILDING CONSTRUCTION, AWS D1.3".

4. ASTM A-568 STANDARD SPECIFICATION FOR GENERAL REQUIREMENTS FOR STEEL, CARBON AND HIGH

STRENGTH LOW-ALLOY HOT ROLLED SHEET AND COLD ROLLED SHEET.

5. ALL STEEL FRAMING SHALL BE INSTALLED BY PERSONNEL EXPERIENCED IN LIGHT GAUGE STEEL FRAMING

INSTALLATION.

6. WHERE STEEL FRAMING MEMBERS ARE COMPONENTS OF ASSEMBLIES INDICATED FOR A FIRE-RESISTANCE

RATING, INCLUDING THOSE REQUIRED FOR COMPLIANCE WITH GOVERNING REGULATIONS, PROVIDE MEMBERS

WHICH HAVE BEEN APPROVED BY GOVERNING AUTHORITIES HAVING JURISDICTION.

7. PROTECT LIGHT GAUGE STEEL FRAMING MEMBERS FROM RUSTING AND DAMAGE. DELIVER TO PROJECT SITE IN BUNDLES, FULLY IDENTIFIED WITH NAME, BRAND, TYPE AND GRADE. STORE OFF GROUND IN A DRY

VENTILATED SPACE OR PROTECT WITH SUITABLE WATERPROOF COVERINGS.

8. WITH EACH TYPE OF STEEL FRAMING REQUIRED, PROVIDE MANUFACTURER'S STANDARD STEEL RUNNERS (TRACKS), BLOCKING, LINTELS, CLIP ANGLES, BRACING, REINFORCEMENTS, FASTENERS, AND ACCESSORIES AS RECOMMENDED BY MANUFACTURER FOR APPLICATIONS INDICATED, AS NEEDED TO PROVIDE A COMPLETE

STEEL FRAMING SYSTEM.

9. FABRICATE METAL FRAMING COMPONENTS OF STRUCTURAL QUALITY SHEET STEEL WITH A MINIMUM YIELD

POINT OF 50,000 PSI U.N.O; ASTM A653.

10. PROVIDE GALVANIZED FINISH TO METAL FRAMING COMPONENTS COMPLYING WITH ASTM A525 WITH A MIN.

G90 COATING.

11. PROVIDE MANUFACTURER'S STANDARD STRUCTURAL "CEE" SHAPED STEEL STUDS OF SIZE, SHAPE, AND

GAUGE INDICATED.

12. FRAMING COMPONENTS MAY BE PREFABRICATED INTO PANELS PRIOR TO ERECTION. FABRICATE PANELS PLUMB, SQUARE, TRUE TO LINE AND BRACED AGAINST RACKING WITH JOINTS WELDED. PERFORM LIFTING OF

PREFABRICATED PANELS IN A MANNER TO PREVENT DAMAGE OR DISTORTION.

13. INSTALL METAL FRAMING SYSTEMS IN ACCORDANCE WITH REVIEWED SHOP DRAWINGS.

14. INSTALL CONTINUOUS TRACKS SIZED TO MATCH STUD DEPTH. ALIGN TRACKS ACCURATELY TO LAYOUT AT BASE AND TOPS OF STUDS. SECURE TRACKS AS RECOMMENDED BY STUD MANUFACTURER FOR TYPE OF

CONSTRUCTION INVOLVED, EXCEPT DO NOT EXCEED 24" O.C. SPACING FOR NAIL OR POWDER-DRIVEN

FASTENERS, OR 16" O.C., FOR OTHER TYPES OF ATTACHMENT. PROVIDE FASTENERS AT CORNERS AND ENDS

OF TRACKS.

15. FRAME BOTH SIDES OF EXPANSION AND CONTROL JOINTS, AS SHOWN FOR THE WALL SYSTEM, WITH

SEPARATE STUDS AND DO NOT BRIDGE THE JOINT WITH COMPONENTS OF THE STUD SYSTEM.

16. WHERE REQUIRED, TEMPORARY BRACING SHALL BE PROVIDED UNTIL ERECTION IS COMPLETED.

17. RESISTANCE TO BENDING AND ROTATION ABOUT THE MINOR AXIS SHALL BE PROVIDED BY MECHANICAL

LATERAL BRACING WHERE REQUIRED.

18. ATTACHMENTS OF SIMILAR COMPONENTS SHALL BE DONE BY WELDING, SCREW ATTACHMENT, OR

BOLTING. WIRE TYING OF FRAMING COMPONENTS SHALL NOT BE PERMITTED.

19. WELDING OF MEMBERS LIGHTER THAN 18 GAUGE SHALL NOT BE PERMITTED.

20. SPLICES SHALL NOT BE PERMITTED.

21. MINIMUM NUMBERS OF EQUALLY SPACED JOIST BRIDGING FOR THE SPANS SHOWN:

UP TO 14' - 1 ROW

14' TO 20' - 2 ROWS

20' TO 26' - 3 ROWS

26' TO 32' - 4 ROWS

OVER 32' - AT 8' CENTERS

22. PROVIDE HORIZONTAL BLOCKING BETWEEN EACH STUD AT 4'-0" ON CENTER MAXIMUM OR AT EACH

SHEATHING JOINT.

23. CONTRACTOR TO SUBMIT THE FOLLOWING:

A) SUBMIT DETAILED SHOP DRAWINGS FOR STEEL FRAMING SHOWING THE TYPE AND SPACING OF ALL

MEMBERS. ALL ATTACHMENTS SHALL BE CLEARLY DETAILED ON THE DRAWINGS. INDICATED

SUPPLEMENTAL STRAPPING, BRACING, CLIPS, AND OTHER ACCESSORIES REQUIRED FOR PROPER

INSTALLATION.

B) SUBMIT CERTIFICATION OF MATERIALS FROM THE MANUFACTURER TO SHOW COMPLIANCE WITH

THESE SPECIFICATIONS AND RELATED DRAWINGS.

24. SUBMITTED SHOP DRAWINGS MUST BE CHECKED AND SIGNED BY THE GENERAL CONTRACTOR.

25. COLD FORMED STEEL FRAMING FORMING PART OF THE EXTERIOR SHELL OF THE BUILDING SHALL BE DESIGNED TO RESIST BLAST LOADING AND PROVIDE THE LEVEL OF PROTECTION AS SPECIFIED ON THESE

DRAWINGS. SEE BLAST DESIGN CRITERIA ON S002.

Revisions Date

ULTIMATE

WIND PRESSURES ( PSF)

ROOFING MATERIALS

JOISTS

COMPONENTS

AND CLADDING

JOISTS

ROOF ZONECOMPONENTS

SUCTION (psf)

AND CLADDING

PRESSURE (psf)

1 2 3

ROOF ZONECOMPONENTS

SUCTION (psf)

AND CLADDING

PRESSURE (psf)

1 2 3

PRESSURE

EXTERIOR DOORS, WINDOWS, WALLS

251 TO 500

501 + ABOVE

101 TO 150

151 TO 250

51 TO 100

21 TO 50

1 TO 20

AREA (ft )

EFFECTIVE ZONE 4

PRESSURE

SUCTION SUCTION

ZONE 5

46.9

DOORS, WINDOWS AND WALLS

a 4 a a a

44.7

42.0

40.0

38.8

37.3

35.2

-50.8

-48.6

-45.9

-43.9

-42.7

-41.2

-39.1

-62.6

-58.1

-52.8

-48.7

-46.3

-43.2

-58.4

16.5

-77.8 -87.0

-100.4 -119.8 -129.0

GROSS ULTIMATE

WIND LOADS

MAIN ROOF

NET ULTIMATE

WIND LOADS

MAIN ROOF

NET ULTIMATE

WIND LOADS

OVERHANGS AND CANOPIES

1. a= 7'-6"

2. THIS BUILDING IS DESIGNED AS AN ENCLOSED STRUCTURE.

ALL EXTERIOR COMPONENTS (DOORS, WINDOWS, ETC.)

MUST BE DESIGNED TO WITHSTAND THE WIND LOADINGS

SPECIFIED FOR THE DESIGN OF COMPONENTS AND

CLADDING IN THE TABLES. IN ADDITION, ALL AREAS OF

EXTERIOR GLAZING MUST BE CERTIFIED FOR MISSILE

IMPACT OR PROTECTED BY WIND-BORNE DEBRIS BY A

SCREEN BARRIER.

3. TO CONVERT THE (ASCE 7-16) ULTIMATE WIND PRESSURES

IN THE TABLES ABOVE TO (ASD) WIND PRESSURES,

MULTIPLY EACH VALUE BY 0.6.

ROOF ZONE

PRESSURE (psf)

1 2 3

20.9

SUCTION (psf) -81.7 -108.0 -147.0

20.9 20.9

16.5 16.5

16.5 16.5 16.5

-39.1

46.9

44.7

42.0

40.0

38.8

37.3

35.2

COMPONENT AND CLADDING LOADING DIAGRAMS

1'

-79.6

16.5

1'

-46.9

20.9

1'

-37.6

16.5

FLAT ROOF

2 1

1 2 a a

(0 7 DEG)_

1'

0.6h

0.6h

0.

6h

0.

6h

0.2h a a a

1\

STIRRUP SPACING

OPEN

SEE SCHEDULE FOR

#3 STIRRUPS

2"

1/

2"

1/

1/

4"

2/3 1/3

1\ " C

LR

EQ. EQ.

TENSION SPLICE

SEE SCHEDULE

6"

FULL BRG ON COLUMN

EXCEPT 16" MIN. ON

PARALLEL WALL

CONST. JOINT

AS REQ'D.

WHERE NECESSARY.SPLICE TOP

STL. @ MIDSPAN

EXTEND BOT. BARS 6" INTO

SUPPORT UNLESS BARS ARE

CONTINUOUS (SPLICE PER

SCHEDULE)

C O

N S

TR

. J

T.

C

O N

S

TR

. J T.

90^ STD ACI HOOK @ ENDS

OF BM.

1\

STIRRUP SPACING

OPEN

SEE SCHEDULE FOR

#3 STIRRUPS

2"

1/

2"

1/

1/

4"

2/3 1/3

1\ " C

LR

EQ. EQ.

TENSION SPLICE

SEE SCHEDULE

6"

FULL BRG ON COLUMN

EXCEPT 16" MIN. ON

PARALLEL WALL

CONST. JOINT

AS REQ'D.

WHERE NECESSARY.SPLICE TOP

STL. @ MIDSPAN

EXTEND BOT. BARS 6" INTO

SUPPORT UNLESS BARS ARE

CONTINUOUS (SPLICE PER

SCHEDULE)

C O

N S

TR

. J

T.

C

O N

S

TR

. J T.

90^ STD ACI HOOK @ ENDS

OF BM.

CONCRETE BEAM TENSION LAP

43"

81"

LOCATION

SIZE

BAR

3,000 PSI

29"

37"

47"

36"

56"

OTHER BARS

TOP BARS

CONCRETE STRENGTH

32" 29"

70"

48"

37"

31"

25"

40"

33"

63"

43"

28"

36"

22"

4,000 PSI 5,000 PSI

CONCRETE BEAM TENSION

LAP SPLICE SCHEDULE

81"

118"

105"

72"

93"

63"

70"

102"

91"

80"

62"

54"

63"

91"

81"

72"

55"

49"

# 4

# 5

# 6

# 7

# 8

# 9

# 10 91" 79" 70"

OTHER BARS

TOP BARS

OTHER BARS

TOP BARS

OTHER BARS

TOP BARS

OTHER BARS

TOP BARS

OTHER BARS

TOP BARS

OTHER BARS

TOP BARS

# 10

# 9

# 8

81"

91"

72"

70"

79"

62"

63"

70"

55"

VERTICAL REINFORCEMENT

BAR LAP SCHEDULE

3,000 PSI

# 6

# 7

# 5

63"

43"

36"

BAR

SIZE

54"

37"

31"

49"

33"

28"

CLASS "B" TENSION LAP

4,000 PSI 5,000 PSI

NOTES:

1. BASED ON NORMAL WEIGHT CONCRETE & GRADE 60 REINFORCING BARS.

2. TOP BARS ARE HORIZONTAL BARS WITH MORE THAN 12 INCHES OF

CONCRETE CAST BELOW THE BARS.

3. FOR LIGHTWEIGHT AGGREGATE, MULTIPLY ABOVE VALUES BY 1.3.

SPLICE SCHEDULE

VERTICAL REINFORCEMENT BAR

LAP SCHEDULE - CONCRETE

NOTES:

1. BASED ON NORMAL WEIGHT CONCRETE & GRADE 60 REINFORCING BARS.

30"

42"

36"

BAR SIZE LAP LENGTH

#7 BAR

#6 BAR

#5 BAR

24"#4 BAR

18"#3 BAR

MASONRY REINF.

LAP SCHEDULE

VERTICAL REINFORCEMENT BAR

LAP SCHEDULE - MASONRY

NOTE:

1. LAPS BASED ON 48 BAR DIAMETERS

2. BAR STRESSES DO NOT EXCEED 80%

CONCRETE BEAM SCHEDULE

CB1224 12"x24"

MARK

CB816 8"x16"

DEPTH

WIDTH x

(2) # 6(2) # 6 # 3 @ 10" O.C.

REMARKSSTIRRUPS

(2) # 5(2) # 5

TOP BOT.

# 3 @ 6" O.C.

REINFORCING

TYPE A

TYPE A

CB1230 12"x30" (2) # 6(2) # 6 # 3 @ 12" O.C. TYPE B

TYPE A TYPE B

1 1/2" CLR.

1 1/2" CLR.

(1)#6 E.F.

CB1220 12"x20" (2) # 6(2) # 6 # 3 @ 12" O.C. TYPE A

NOTE: FOR CONTINUES LINTEL AND BOND BEAMS, PROVIDE FULL TENSION

SPLICE (CONTINUOUS STEEL FULL LENGTH, BOTH FACE)

CB824 8"x24" (2) # 6(2) # 6 # 3 @ 12" O.C. TYPE B

CONCRETE BEAM SCHEDULE

CB1224 12"x24"

MARK

CB816 8"x16"

DEPTH

WIDTH x

(2) # 6(2) # 6 # 3 @ 10" O.C.

REMARKSSTIRRUPS

(2) # 5(2) # 5

TOP BOT.

# 3 @ 6" O.C.

REINFORCING

TYPE A

TYPE A

CB1230 12"x30" (2) # 6(2) # 6 # 3 @ 12" O.C. TYPE B

TYPE A TYPE B

1 1/2" CLR.

1 1/2" CLR.

(1)#6 E.F.

CB1220 12"x20" (2) # 6(2) # 6 # 3 @ 12" O.C. TYPE A

NOTE: FOR CONTINUES LINTEL AND BOND BEAMS, PROVIDE FULL TENSION

SPLICE (CONTINUOUS STEEL FULL LENGTH, BOTH FACE)

CB824 8"x24" (2) # 6(2) # 6 # 3 @ 12" O.C. TYPE B

This item has been digitally signed and sealed by Eglantina Vrusho on the date adjacent to the seal. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies.

NO. 79006

STATE OF

LORIDAF

P R

O

FESS IONAL ENGINEE

R

L ICENSEEG

LANT INA VRUSHO

Florida P.E. 79006

(727) 536-8772

Eglantina Vrusho, P.E.

Pennoni Project No. RDCJP21001

Florida Coa 7819

Clearwater, FL. 33760-3137 5755 Rio Vista Drive

VA Project No.

RDC/JPA Project No.

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

STRUCTURAL

DOCUMENTSU.S. Department of Veterans Affairs

B

C

D

E

F

A

B

C

D

E

F

21 4 5 6 7 8 9 10

Phase

ARCHITECT/ENGINEER OF RECORD STAMPCONSULTANT

321 4 5 6 7 8 9 10

Office of Construction and Facilities Management

EV NM

/3

/2

:5

:2

P

M

CONSTRUCT DENTAL CLINIC

02/03/2023

WIND TABLES & SCHEDULES

S002

516-349

BAY PINES VAMC

AMBER MILTON

21005.00100% Construction Set

BLAST DESIGN CRITERIA AND REQUIREMENTS

1. THIS BUILDING IS DESIGNATED AS A LIFE SAFETY PROTECTED FACILITY IN ACCORDANCE WITH THE PHYSICAL SECURITY AND RESILIENCY DESIGN MANUAL PUBLISHED BY THE U.S. DEPARTMENT OF VETERANS

AFFAIRS.

2. THE BLAST DESIGN FOR THE MAIN BUILDING FRAMING MEMBERS AND COMPONENTS HAS BEEN PREFORMED BY A SPECIALTY DELEGATE ENGINEER, AND DESIGN RESULTS HAVE BEEN INCORPORATED INTO THE DESIGN

DOCUMENTS DRAWINGS. SIGNED AND SEALED CALCULATIONS BY THE DELEGATE ENGINEER,

FROM 'PROTECTION ENGINEERING CONSULTANTS' ALDO E. McKAY PE, PMP WITH LICENSE #84402, DATED FEBRUARY 1, 2023 ARE INCLUDED IN THE DESIGN CALCULATIONS PACKAGE AS AN INTEGRAL PART OF THESE

DESIGN DOCUMENTS.

3. THE DESIGN OF EXTERIOR LOAD BEARING AND NON-LOAD BEARING WALLS AND THEIR CONNECTIONS, GLAZED AND NON-GLAZED DOORS, WINDOWS AND GLAZING SYSTEMS IN THE EXTERIOR WALLS, AND AIR INTAKES AND EXHAUSTS SERVICING CRITICAL EQUIPMENT SHALL BE IN ACCORDANCE WITH THE FOLLOWING

STANDARDS:

A) THE PHYSICAL SECURITY AND RESILIENCY DESIGN MANUAL (OCTOBER 1, 2020 – REVISED APRIL 1, 2021)

B) ASCE 59-11, BLAST PROTECTION OF BUILDINGS

3. THE DESIGN BLAST LOAD CRITERIA FOR NON-LOAD BEARING WALLS, DOORS, GLAZING SYSTEMS AND

OTHER PARTS OF THE EXTERIOR FAÇADE EXCEPT LOAD BEARING WALLS ARE AS FOLLOWS:

A) DESIGN LEVEL THREAT EXPLOSIVE WEIGHT: W1

B) STANDOFF DISTANCE: 25 FT.

C) PEAK PRESSURE AND IMPULSE LOAD: GP1

D) EFFECTS OF REBOUND: NOT CONSIDERED

5. THE DESIGN BLAST LOAD CRITERIA FOR LOAD BEARING WALLS AND OTHER STRUCTURAL ELEMENTS

REQUIRED FOR STRUCTURAL STABILITY ARE AS FOLLOWS:

A) DESIGN LEVEL THREAT EXPLOSIVE WEIGHT: W1

B) STANDOFF DISTANCE: 25 FT.

6. THE MAGNITUDES OF THE DESIGN LEVEL THREAT AND PEAK PRESSURE AND IMPULSE ARE DEFINED IN THE PHYSICAL SECURITY AND RESILIENCY DESIGN STANDARDS DATA DEFINITIONS. AUTHORIZED CONTRACTORS CAN CONTACT THE VA OFFICE OF CONSTRUCTION AND FACILITIES MANAGEMENT (CFM) TO REQUEST THIS

DOCUMENT.

7. BUILDING COMPONENT RESPONSE UNDER BLAST LOADING SHALL NOT EXCEED THE MAXIMUM RESPONSE

LIMITS FOR SDOF ANALYSIS…