Drawings - Structural - 1.pdf

1. THE STRUCTURAL PLANS AND SPECIFICATIONS COMPLY WITH THE APPLICABLE REQUIREMENTS OF THE

INTERNATIONAL BUILDING CODE 2012 EDITION.

2. THE STRUCTURAL DOCUMENTS ARE TO BE USED IN CONJUNCTION WITH THE ARCHITECTURAL DOCUMENTS.

3. USE THESE NOTES IN CONJUNCTION WITH THE SPECIFICATIONS. IF A CONFLICT EXISTS, THE MORE STRINGENT

REQUIREMENT GOVERNS.

4. REVIEW ALL CONTRACT DOCUMENTS, DIMENSIONS AND SITE CONDITIONS AND COORDINATE WITH FIELD DIMENSIONS AND PROJECT SHOP DRAWINGS PRIOR TO CONSTRUCTION. REPORT ANY DISCREPANCIES IN WRITING TO THE VA RESIDENT ENGINEER AND STRUCTURAL ENGINEER OF RECORD (SEOR). DO NOT CHANGE SIZE OR DIMENSIONS OF STRUCTURAL MEMBERS WITHOUT THE WRITTEN INSTRUCTION FROM

THE VA RESIDENT ENGINEER AND SEOR.

5. PROTECT EXISTING FACILITIES, STRUCTURES AND UTILITY LINES FROM ALL DAMAGE. EACH CONTRACTOR SHALL PROTECT HIS WORK, ADJACENT PROPERTY AND THE PUBLIC. EACH CONTRACTOR IS SOLELY RESPONSIBLE FOR

DAMAGE OR INJURY DUE TO HIS ACT OR NEGLECT.

6. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR JOB SAFETY AND CONSTRUCTION PROCEDURES.

7. DO NOT SCALE DRAWINGS; USE DIMENSIONS.

8. REFER TO ARCHITECTURAL AND MECHANICAL DRAWINGS FOR SIZE AND LOCATION OF OPENINGS IN STRUCTURE

NOT SHOWN ON STRUCTURAL DRAWINGS.

9. DETAILS LABELED “TYPICAL DETAILS” ON THE DRAWINGS APPLY TO ALL SITUATIONS THAT APPLY WHETHER OR NOT THEY ARE KEYED IN AT EACH LOCATION. QUESTIONS REGARDING APPLICABILITY OF TYPICAL DETAILS SHALL BE RESOLVED BY THE VA RESIDENT ENGINEER AND STRUCTURAL ENGINEER OF RECORD (SEOR).

10. DESIGN LOADS AND CRITERIA:

A. ROOF LIVE LOAD 20 PSF

B. ROOF DEAD LOAD 15 PSF

C. LOBBIES 100 PSF

D. RESEARCH AND EDUCATION 100 PSF

E. ADMINISTRATIVE SERVICES 50 PSF

F. CLINICAL AND SUPPORT SERVICES 60 PSF

G. WARD ROOMS 60 PSF

H. FILE ROOMS 125 PSF

I. CORRIDORS IN WARDS 60 PSF

J. CORRIDORS, ALL OTHERS 100 PSF

K. MECHANICAL ROOM 150 PSF

L. PARTITIONS 15 PSF

M. WIND DESIGN CRITERIA (ASCE 7-10)

a. WIND SPEED (ULTIMATE) 175 MPH

b. WIND SPEED (NOMINAL) 136 MPH

c. EXPOSURE CATEGORY D

d. RISK CATEGORY IV

e. ENCLOSURE CLASSIFICATION ENCLOSED BUILDING

f. INTERNAL PRESSURE COEFFICIENT±0.18

N. SEISMIC DESIGN CRITERIA

a. SEISMIC IMPORTANCE FACTOR (I) 1.50

b. RISK CATEGORY IV

c. SITE CLASS D

d. SEISMIC DESIGN CATEGORY C

e. SEISMIC FORCE RESISTING SYSTEM EXISTING ORDINARY CONCRETE FRAME WITH

SEISMICALLY UPGRADED STEEL BRACED FRAMES

f. ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE

g. MAPPED SPECTRAL RESPONSE ACCELERATIONS

Ss 0.103 g S1 0.057 g

h. DESIGN BASE SHEAR 0.055 W

i. RESPONSE MODIFICATION COEFFICIENT

GENERAL NOTES

Sds 0.110 g Sd1 0.090 g

1. ALL STEEL WORK (INCLUDING FABRICATION AND ERECTION) SHALL

CONFORM TO THE AISC MANUAL OF STEEL CONSTRUCTION 14TH

EDITION AND PROJECT SPECIFICATIONS, USE THE FOLLOWING:

A. ROLLED WIDE-FLANGE SHAPES, ASTM A992, GRADE 50.

B. PLATES BARS A36.

C. COLD-FORMED STEEL TUBING: ASTM A500, GRADE B.

D. HOT-FORMED STEEL TUBING: ASTM A501.

E. STEEL PIPE: ASTM A53, TYPE E OR S, GRADE B.

2. USE STRUCTURAL STEEL THAT IS FULLY WELDABLE WITHIN GRADES

AND FROM ANY GRADE TO ANY OTHER GRADE. WELD ALL SHOP

CONNECTIONS, U.N.O.

3. ALL SHOP AND FIELD WELDING SHALL CONFORM TO THE

STRUCTURAL WELDING CODE AWS D1.1, LATEST EDITION,

PUBLISHED BY THE AMERICAN WELDING SOCIETY (AWS). USE

ELECTRODES CONFORMING TO AWS D1.1, E70 SERIES, U.N.O.

SHOW ALL SHOP WELDS ON THE FABRICATION DRAWINGS AND ALL

FIELD WELDS ON THE ERECTION DRAWINGS.

4. ALL SHOP AND FIELD WELDERS, WELDING OPERATORS, AND

TACKERS SHALL BE CERTIFIED ACCORDING TO AWS PROCEDURES

FOR THE WELDING PROCESS AND WELDING POSITION USED.

5. ALL JOINT WELDING PROCEDURES TO BE USED SHALL BE

PREPARED BY THE FABRICATOR OR CONTRACTOR AS WRITTEN

PROCEDURE SPECIFICATIONS AND SUBMITTED TO THE VA RESIDENT

ENGINEER AND STRUCTURAL ENGINEER OF RECORD (SEOR) FOR THEIR

RECORD. ALL JOINT WELDING PROCEDURES SHALL BE QUALIFIED PRIOR

TO USE ACCORDING TO AWS PROCEDURES.

6. A325 BOLTS:

A. A325 BOLTS SHALL CONFORM TO ASTM A 325 TYPE 1, HIGH

STRENGTH BOLTS FOR STRUCTURAL STEEL JOINTS. DO NOT

USE TYPE 2 BOLTS.

B. PROVIDE HARDENED WASHERS CONFORMING TO ASTM F 436.

PLACE HARDENED WASHERS UNDER PART BEING TURNED.

C. LOAD INDICATOR WASHERS SHALL BE USED ON ALL A325 BOLTS.

D. ALL BOLTS SHALL BE NEW AND DOMESTICALLY MANUFACTURED.

DO NOT REUSE BOLTS. USE ONLY NON-GALVANIZED

NUTS AND BOLTS THAT ARE CLEAN, RUST-FREE, AND WELL

LUBRICATED. BOLTS AND NUTS SHALL BE WAX DIPPED BY THE

BOLT SUPPLIER OR LUBRICATED WITH JOHNSON'S STICK WAX 140.

7. CUT, DRILL, OR PUNCH HOLES PERPENDICULAR TO METAL SURFACES.

DO NOT FLAME CUT HOLES OR ENLARGE HOLES BY BURNING.

8. SPLICING OF STRUCTURAL STEEL MEMBERS IN THE FIELD OR IN THE

SHOP IS PROHIBITED EXCEPT WHERE INDICATED ON THE DRAWINGS.

9. DO NOT PAINT STEEL SURFACES IN CONTACT WITH CONCRETE. DO

NOT APPLY FINISH COAT AND LIMIT PRIME COAT TO 2 MILS AT

FAYING SURFACES OF SLIP CRITICAL BOLTED CONNECTIONS,

SURFACES TO BE WELDED AND TOP SURFACES OF BEAMS AND

TRUSSES TO RECEIVE STEEL STUDS AND/OR SUPPORTING METAL

FLOOR AND ROOF DECKING. USE PRIMER WHICH HAS A MIN. CLASS

A SLIP COEFFICIENT (0.33).

10. REFER TO SPECIFICATIONS FOR PAINTING OF STRUCTURAL STEEL

11. SUBMIT STRUCTURAL STEEL SHOP DRAWINGS TO CONTRACTOR AND

THE VA RESIDENT ENGINEER AND STRUCTURAL ENGINEER OF

RECORD (SEOR) FOR REVIEW BEFORE FABRICATION.

12. PROVIDE TEMPORARY BRACING OR SHORING AS NECESSARY TO INSURE A

STABLE STRUCTURE DURING CONSTRUCTION. CONSTRUCTION BRACING AND

SHORING TO BE DESIGNED AND SUPPLIED BY CONTRACTOR.

13. DO NOT REPRODUCE THE STRUCTURAL DRAWINGS FOR USE AS SHOP

DRAWINGS.

14. NO CUTTING OF SECTIONS, FLANGES, WEBS OR ANGLES SHALL BE

ALLOWED WITHOUT WRITTEN APPROVAL FROM THE RESIDENT ENGINEER.

15. ALL EXPOSED STEEL MEMBERS & CONNECTIONS SHALL BE HOT DIP

GALVANIZED PRIOR TO FABRICATION. ALL CONNECTIONS SHALL BE PRE

DRILLED AND/OR WELDED PRIOR TO HOT DIP GALVANIZING.

STRUCTURAL STEEL

2. FOLLOW MANUFACTURER'S SPECIFICATIONS FOR USE AND INSTALLATION.

3. INSTALL AND MAINTAIN A MINIMUM EMBEDMENT IN ACCORDANCE WITH

MANUFACTURER'S SPECIFICATIONS, OR AS SPECIFIED ON DRAWINGS.

4. DIAMETER OF HOLE SHALL BE AS RECOMMENDED BY MANUFACTURER FOR

THE PARTICULAR PRODUCT SPECIFIED ON DRAWINGS.

5. UNLESS NOTED, ANCHOR SPACING AND ANCHOR EDGE DISTANCE SHALL

BE ACCORDING TO THE MANUFACTURER'S MOST CURRENT PUBLICATION

IN ORDER TO DEVELOP MAXIMUM WORKING LOADS.

1. USE MECHANICAL EXPANSION ANCHORS, SCREW ANCHORS, OR

EPOXY/POLYESTER RESIN ADHESIVE ANCHORS AS INDICATED ON THE

DRAWINGS. ADHESIVE ANCHORS SHALL BE HILTI HIT HY-200 OR APPROVED

EQUIVALENT. CONCRETE OR MASONRY SCREW ANCHORS SHALL BE SIMPSON

STRONG-TIE TITEN HD HEAVY-DUTY SCREWS, OR APPROVED EQUIVALENT.

6. DO NOT EXCEED MANUFACTURER'S MAX. RECOMMENDED TIGHTENING

TORQUE.

7. ALL ANCHORS SHALL BE INSTALLED AS PER MANUFACTURER'S

RECOMMENDATIONS AND UNDER MANUFACTURER'S SUPERVISION IN ORDER

TO DEVELOP THE MOST CURRENT PUBLISHED WORKING LOADS.

8. ALL EPOXIED ANCHORING SHALL BE TESTED AFTER INSTALLATION AT

CONTRACTOR'S EXPENSE. A MINIMUM OF 10% OF EACH DAY'S APPLICATION

AND NO LESS THAN 2 SHALL BE TESTED BY APPLYING A TENSION LOAD OF

1000 POUNDS TO THE EMBEDDED ANCHOR. IF A TEST APPLICATION FAILS, ALL

APPLICATIONS FOR THAT DAY SHALL BE TESTED. TESTING PROCEDURES AND

RESULTS SHALL BE SUBMITTED AND APPROVED BY THE VA RESIDENT ENGINEER

AND STRUCTURAL ENGINEER OF RECORD (SEOR). UPON REPAIR, RE-TEST FAILED

ANCHOR LOCATIONS.

ANCHORING SYSTEMS

9. WHEN DRILLING FOR NEW ANCHORS, DO NOT CUT EXISTING REINFORCEMENT.

EXISTING REINFORCEMENT MAY BE LOCATED USING ONE OF THE FOLLOWING

METHODS:

A. X-RAY SCANS.

B. DRILL SMALL PILOT HOLES NO LARGER THAN 1/8"Ø.

10. IF EXISTING REINFORCEMENT IS ENCOUNTERED, CEASE DRILLING IMMEDIATELY.

FILL HOLE WITH EPOXY GROUT AND SHIFT DRILL BIT AWAY FROM REINFORCEMENT

A MINIMUM OF 2". MODIFY THE CONNECTING STEEL PLATE OR MEMBER AS

REQUIRED FOR THE RELOCATED HOLE.

1. USE STRUCTURAL CONCRETE AND CONCRETING PRACTICES CONFORMING

TO ACI-301, ACI-318, AND PROPORTION CONCRETE IN ACCORDANCE WITH

ACI-318 CH. 4 AND MEETING A MINIMUM ULTIMATE COMPRESSIVE STRENGTH

IN 28 DAYS AS FOLLOWS:

-ALL CONCRETE 4000 PSI

PROVIDE CURRENT (MAX 1 YEAR OLD) STATISTICAL DATA FOR EACH

CONCRETE MIX DESIGN SUBMITTED.

2. FOR TYPICAL APPLICATIONS, SLABS AND BEAMS PROVIDE 4" SLUMP WITH A

TOLERANCE OF ±1".

3. WHERE CONCENTRATION OF REINFORCING STEEL HINDERS PROPER

CONSOLIDATION OF CONCRETE USE CONCRETE CONTAINING A

SUPERPLASTICIZING (H.R.W.R.) ADMIXTURE, ASTM C494 TYPE F. SLUMP

AFTER ADDITION OF SUPERPLASTICIZER SHALL BE 9"±1".

4. IF CONCRETE IS PUMPED, SLUMP MAY BE INCREASED TO 6" AT THE TRUCK,

PROVIDED THE SLUMP SPECIFIED IN NOTE 2 IS MAINTAINED AT THE

DISCHARGE END.USE A MINIMUM 4- INCH PUMP, UNLESS PRE-APPROVED BY

THE VA RESIDENT ENGINEER AND STRUCTURAL ENGINEER OF RECORD

(SEOR). TAKE CONCRETE SAMPLES FOR SLUMP AT TRUCK AND AT

DISCHARGE END.

5. USE ASTM A-615 GR. 60 FOR ALL REINFORCING STEEL, CONFORM TO ACI-301,

ACI-315, ACI-318, AND CRSI "MANUAL OF STANDARD PRACTICE:. ALL

REINFORCING SHALL BE ACCURATELY PLACED, RIGIDLY SUPPORTED AND

FIRMLY TIED IN PLACE WITH BAR SUPPORTS AND SPACERS IN ACCORDANCE

WITH THE ABOVE REQUIREMENTS.

6. USE PLAIN, COLD-DRAWN, ELECTRICALLY WELDED, STEEL WIRE FABRIC

CONFORMING TO ASTM A-185. SUPPLY IN FLAT SHEETS ONLY. LAP SPLICES

SHALL BE MEASURED BETWEEN OUTERMOST CROSS WIRES OF EACH FABRIC

SHEET AND SHALL BE NOT LESS THAN TWICE THE SPACING OF THE CROSS

WIRES PLUS TWO (2) INCHES

REINFORCED CONCRETE

1. USE 9/16” DEEP GAGE 22 METAL DECK CONFORMING TO ASTM A653 WITH A MINIMUM

YIELD STRENGTH OF 33 KSI WITH PROTECTIVE COATING CONFORMING TO ASTM A-653 G90.

a. Sp = 0.070 in3/FT

b. Sn = 0.070 in3/FT

c. Ip = 0.024 in4/FT

d. In = 0.024 in4/FT

2. DESIGN AND MANUFACTURE THE DECK IN ACCORDANCE WITH THE

"SPECIFICATIONS FOR DESIGN OF LIGHT-GAUGE COLD-FORMED

STEEL STRUCTURAL MEMBERS", AND CONFORM TO THE STEEL

DECK INSTITUTE'S RECOMMENDED SPECIFICATIONS.

3. ERECT AND ANCHOR DECK UNITS IN ACCORDANCE WITH THE

MANUFACTURER'S SPECIFICATIONS AND ERECTION DRAWINGS.

UNLESS MORE STRINGENT REQUIREMENTS ARE GIVEN ON PLANS

OR DETAILS, ATTACH DECK TO SUPPORTS WITH A MINIMUM OF #10

SCREWS AT EACH SUPPORT, SUCH THAT THE AVERAGE

ATTACHMENT SPACING DOES NOT EXCEED 12" O.C. ATTACH SIDE

LAPS WITH #10 SCREWS AT 12" O.C. MAXIMUM.

4. USE MINIMUM 2" THICK REGULAR WEIGHT CONCRETE SLAB ABOVE

TOP OF DECK. MINIMUM COMPRESSIVE STRENGTH OF CONCRETE

IS 4000 PSI AT 28 DAYS, TYP U.N.O.

5. REINFORCE SLAB WITH 6x6 - W2.1xW2.1 PLACED MID-DEPTH

OF SLAB.

NON - COMPOSITE FLOOR DECK

3 3 3 3

3 3

3 3

3 3 3 3

3 3

1 1 1 1

1 1

2 2

2 2

2 2

2 2

1 12 2 2

2 2

2 2

1 1

2 2

NEGATIVE ZONE 1

AREA

-98 -92

10 SF 50 SF

WIND PRESSURE DIAGRAM

CLADDING PRESSURES ROOF

-171 -139 -89 -126

100 SF

NEGATIVE ZONE 2

-253 -215 -199NEGATIVE ZONE 3

62 49 44ALL POSITIVE ZONES

AREA

-98 -89

10 SF 100 SF

CLADDING PRESSURES WALLS

-180 -144 -80

-107

500 SF

98 85 71ALL POSITIVE ZONES

NEGATIVE ZONE 4

NEGATIVE ZONE 5

BASE PRESSURE = 91 PSF

PRESSURES ARE ULTIMATE

OVERHANG SOFFIT PRESSURE EQUALS ADJACENT WALL PRESSURE

(WHICH INCLUDES INTERNAL PRESSURE OF 16.4 PSF)

OVERHANG ZONE 2

OVERHANG ZONE 3

-200 -200 -200 -337 -261 -228

1. DO NOT CUT EXISTING STRUCTURAL MEMBERS UNLESS SPECIFICALLY

DETAILED IN THE CONTRACT DOCUMENTS OR UNLESS APPROVED BY

THE VA RESIDENT ENGINEER AND STRUCTURAL ENGINEER OF RECORD

(SEOR).

2. NEW OPENINGS LARGER THAN 12” SHOULD BE COORDINATED AND

APPROVED BY THE VA RESIDENT ENGINEER AND STRUCTURAL

ENGINEER OF RECORD (SEOR).

3. MULTIPLE SMALL HOLES IN CLUSTER WITH TOTAL AREA GREATER

THAN ONE SQUARE FOOT SHOULD BE COORDINATED AND APPROVED

BY THE VA RESIDENT ENGINEER AND STRUCTURAL ENGINEER OF

RECORD (SEOR).

4. NO CUTTING OR CORING OF BEAMS IS ALLOWED.

5. AVOID CUTTING OF JOISTS WHERE POSSIBLE.

6. LOCATE/MARK HOLES AND NOTIFY THE VA RESIDENT ENGINEER AND

STRUCTURAL ENGINEER OF RECORD (SEOR) PRIOR TO CUTTING HOLES.

7. WHERE EXISTING JOISTS ARE CUT, JOISTS SHOULD BE REPAIRED AS

DETAILED ON THE REPAIR DETAIL SHEETS.

8. WHERE EXISTING SLABS ARE CUT, SLABS SHOULD BE REPAIRED AS

DETAILED ON THE REPAIR DETAIL SHEETS.

9. SLAB INFILL FOR OPENINGS GREATER THAN 12” SHALL BE

ACCOMPLISHED UTILIZING SLAB ON METAL DECK. SEE REPAIR DETAIL

SHEETS.

RENOVATION NOTES

1. THIS "STATEMENT OF SPECIAL INSPECTIONS" HAS BEEN PREPARED IN ACCORDANCE WITH IBC

2012, SECTION 1704.

2. CONTRACTOR SHALL EMPLOY ONE OR MORE PRE-COORDINATED AND GOVERNMENT-APPROVED

SPECIAL INSPECTORS TO PROVIDE SPECIAL INSPECTIONS DURING CONSTRUCTION.

3. SPECIAL INSPECTOR SHALL BE A QUALIFIED PERSON WHO DEMONSTRATES COMPETENCE, TO

THE SATISFACTION OF THE CONTRACTING OFFICER'S REPRESENTATIVE, FOR INSPECTION OF THE

PARTICULAR TYPE OF CONSTRUCTION OR OPERATION REQUIRING SPECIAL INSPECTION.

A. SPECIAL INSPECTIONS, FOR THIS CONTRACT, ARE NOT REQUIRED FOR THE MAIN

WIND FORCE RESISTING SYSTEMS.

4. SPECIAL INSPECTION AGENCY SHALL SUBMIT INSPECTION REPORTS DURING CONSTRUCTION FOR VERIFICATION, INCLUDING FINAL REPORTS IN ACCORDANCE WITH SECTION 1704.2.4 OF IBC 2012.

5. SPECIAL INSPECTOR SHALL USE THE LATEST ISSUE OF THE STRUCTURAL DRAWINGS FOR THE

INSPECTION OF THIS STRUCTURE. SHOP FABRICATION DRAWINGS SHALL NOT BE USED FOR

INSPECTION PURPOSES.

6. THESE INSPECTIONS DO NOT RELAX THE REQUIREMENTS OF IBC 2012 AND OTHER REQUIREMENTS

INCLUDED IN DIVISION 1 SPECIFICATIONS AND GENERAL CONDITIONS.

7. THE CONTRACTOR SHALL PROVIDE A STATEMENT OF RESPONSIBILITY PER IBC 2012 SECTION 1704.4.

STATEMENT OF SPECIAL INSPECTIONS

FLOOR COLUMNS

Fy (KSI) F'c (KSI) F'c (KSI)

ATTIC

LEVEL 5

LEVEL 4

LEVEL 3

33 2.0 2.0

60 2.5 2.0

60 3.6 3.2

60 2.7

MATERIAL STRENGTHS OF EXISTING CONCRETE AND

REINFORCEMENT ASSUMED FOR RENOVATION:

3.5

LEVEL 2 60 2.0 2.0

LEVEL 1 60 2.0 2.0

11.

SPECIAL INSPECTIONS FOR FRP

DURING THE INSTALLATION OF THE FRP SYSTEM,

DAILY INSPECTION WILL BE CONDUCTED AND WILL

INCLUDE:

CONTINUOUS PERIODIC

AMBIENT TEMPERATURE, RELATIVE HUMIDITY, AND

GENERAL WEATHER OBSERVATION X-

SURFACE TEMPERATURE OF CONCRETE X-

SURFACE DRYNESS PER ACI 503.4 X-

SURFACE PREPARATION METHODS AND RESULTING

PROFILE USING THE ICRI - SURFACE - PROFILE -

CHIPS

X-

QUALITY DESCRIPTION OF SURFACE CLEANLINESS X-

TYPE OF AUXILIARY HEAT SOURCE, IF APPLICABLE X-

WIDTH OF CRACKS NOT INJECTED WITH EPOXY X-

FIBER OR PRECURED LAMINATE BATCH NUMBER(S)

AND APPROXIMATE LOCATION IN STRUCTURE X-

BATCH NUMBERS, MIXTURE RATIOS, MIXING TIMES,

AND QUALITATIVE DESCRIPTIONS OF THE

APPEARANCE OF ALL MIXED RESINS, INCLUDING

PRIMERS, PUTTIES, SATURANTS, ADHESIVES, AND

COATINGS MIXED FOR THE DAY

X-

OBSERVATIONS OF PROGRESS OF CURE OF RESINS X-

CONFORMANCE WITH INSTALLATION PROCEDURES -X

PULL - OFF TEST RESULTS: BOND STRENGTH,

FAILURE MODE, AND LOCATION -X

FRP PROPERTIES FROM TESTS OF FIELD SAMPLE

PANELS OR WITNESS PANELS, IF REQUIRED X-

LOCATION AND SIZE OF ANY DELAMINATIONS OR

AIR VOIDS -X

GENERAL PROGRESS OF WORK -X

"a"

5 5 5

WIND LOAD ZONE WALL DIAGRAM

"a" = 7'-2"

2 1

WOOD

1. WOOD SPECIES SHALL BE SOUTHERN PINE #2 WITH THE FOLLOWING MINIMUM

PROPERTIES:

Fb = 1200 PSI Fv = 90 PSI E = 1.6x10^6 PSI

1. PROVIDE LINTELS OVER ALL OPENINGS AND RECESSES IN MASONRY

CONSTRUCTION.

2. THE STRUCTURAL DOCUMENTS REFLECT THE BEST ATTEMPT TO IDENTIFY

ALL WALL PENETRATIONS IN THE EXISTING AND NEW CONSTRUCTION.

PENETRATIONS NOT IDENTIFIED ON THE DOCUMENTS ARE TO BE TREATED IN

A MANNER SIMILAR TO THE IDENTIFIED LOCATIONS. LINTELS IN NON-BEARING

MASONRY WALL OPENINGS CAN BE SIZED IN ACCORDANCE WITH THE NOTE

BELOW. LINTELS ARE NOT REQUIRED OVER OPENINGS THAT ARE 12" WIDE

OR LESS AND AT LEAST 1 COURSE BELOW THE TOP OF THE WALL.

3. ALL LINTELS SHALL HAVE A MINIMUM OF 8" END BEARING.

4. ALL LINTELS IN EXTERIOR WALL CONSTRUCTION SHALL BE HOT-DIP

GALVANIZED, UNO.

5. FOR ALL OPENINGS NOT OTHERWISE DETAILED OR SCHEDULED, MINIMUM

LINTELS SHALL BE:

MASONRY LINTELS

0 TO 2'-0"

SPAN

5/16" PLATE

(3/4" LESS THAN THE WALL WIDTH)

STEEL OPTION (FOR

EACH 4-INCH OF

MASONRY WIDTH)

2'-0" TO 4'-0" L3 1/2x3 1/2x1/4 4'-0" TO 6'-0" L4x3 1/2x5/16 (LLV) 6'-0" TO 8'-0" L5x3 1/2x5/16 (LLV)

8'-0" TO 10'-0" L6x3 1/2x3/8 (LLV)

ALL ANGLES THAT ARE BACK TO BACK SHALL BE WELDED TOP AND BOTTOM

3" AT 12" MINIMUM.

STRUCTURAL NOTES

S001

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

CONSTRUCTION

DOCUMENTS

FULLY SPRINKLERED

Office of Construction and Facilities Management

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

RENOVATE BUILDING 1

03/10/2023 MLA WHLRevisions: Date:

BID DOCUMENTS

520-317X

Dwg. of

BILOXI, MISSISSIPPI

15090

710/27/2023

SPECIAL INSPECTIONS FOR STRUCTURAL STEEL

SPECIAL INSPECTION OF STRUCTURAL STEEL SHALL

BE IN ACCORDANCE WITH THE QUALITY ASSURANCE

INSPECTION REQUIREMENTS OF IBC 1705.2 AND

AISC 360.

CONTINUOUS PERIODIC

-X

MANUFACTURER CERTIFICATIONS FOR WELDING

CONSUMABLES AVAILABLE -X

WELDER IDENTIFICATION SYSTEM X-

CONFIGURATION AND FINISH OF ACCESS HOLES X-

MANUFACTURER'S CERTIFICATE FOR FASTENER

MATERIALS

X-FASTENERS MARKED IN ACCORDANCE WITH ASTM

REQUIREMENTS

X-

FASTENER ASSEMBLIES OF SUITABLE CONDITION

ARE POSITIONED AS REQUIRED.

X-

DOCUMENT ACCEPTANCE OR REJECTION OF BOLTED

CONNECTIONS

X-

OTHER STEEL INSPECTIONS:

MATERIAL IDENTIFICATION (TYPE AND GRADE) X

FIT UP OF WELDS INCLUDING GEOMETRY X

CHECK WELDING EQUIPMENT - X

PROPER BOLTING PROCEDURE FOR JOINT DETAIL

- X

- X

CONNECTING ELEMENTS, INCLUDING APPROPRIATE

FAYING SURFACE CONDITION AND HOLE

PREPARATION, IF SPECIFIED, MEET APPLICABLE

REQUIREMENTS

CONTROL AND HANDLING OF WELD CONSUMABLES

USE OF QUALIFIED WELDERS

WPS FOLLOWED

- X

- X

- XWELDS CLEANED

X -SIZE, LENGTH AND LOCATION OF WELDS

X -WELDS MEET VISUAL ACCEPTANCE CRITERIA

X -REPAIR ACTIVITIES

X -DOCUMENT ACCEPTANCE OR REJECTION OF

WELDED JOINT OR MEMBER

X -

BOLTING:

PROPER FASTENERS SELECTED FOR THE JOINT

- X

WELDING:

WELDING PROCEDURE SPECIFICATIONS (WPS)

AVAILABLE

FASTENER ASSEMBLIES OF SUITABLE CONDITIONS,

PLACED IN ALL HOLES AND WASHERS ARE

POSITIONED AS REQUIRED

- X

- X

JOINT BROUGHT TO SNUG-TIGHT CONDITION PRIOR

TO PRETENSIONING

FASTENER COMPONENT NOT TURNED BY THE

WRENCH PREVENTED FROM ROTATING

-X

X-VERIFY COMPLIANCE OF FABRICATED STEEL WITH

THE DETAILS ON APPROVED SHOP DRAWINGS

VERIFY COMPLIANCE OF ERECTED STEEL WITH

THE DETAILS ON APPROVED ERECTION DRAWINGS

X-

PERIODIC INSPECTION TO OCCUR A MINIMUM OF ONCE DAILY.

SPECIAL INSPECTIONS FOR

CONCRETE CONSTRUCTION

IBC 1705.3 CONTINUOUS PERIODIC

INSPECT REINFORCING STEEL AND PLACEMENT

X-

INSPECTION OF ANCHORS POST- INSTALLED IN

HARDENED CONCRETE -X

VERIFY USE OF APPROVED DESIGN MIX X-

INSPECT CONCRETE PLACEMENT FOR PROPER

APPLICATION TECHNIQUE -X

INSPECT FOR MAINTENANCE OF SPECIFIED CURING

TEMPERATURE AND TECHNIQUES X-

INSPECTION OF REINFORCING STEEL WELDING IN

ACCORDANCE WITH STEEL CONSTRUCTION

PERFORM SLUMP AND AIR CONTENT TESTS, AND

DETERMINE THE TEMPERATURE OF CONCRETE -X

INSPECTION OF FORMWORK FOR SHAPE, LOCATION,

DIMENSIONS OF THE CONCRETE MEMBER BEING

FORMED

- X

X-

PERIODIC INSPECTION TO OCCUR A MINIMUM OF ONCE DAILY.

1. THE FOLLOWING REQUIREMENTS IN NO WAY REDUCE OR LIMIT ANY ADDITIONAL

REQUIREMENTS OF SPECIFICATIONS.

2. REVIEW OF SUBMITTALS BY THE STRUCTURAL ENGINEER IS FOR GENERAL CONFORMANCE

WITH THE DESIGN CONCEPT AS PRESENTED BY THE CONTRACT DOCUMENTS. NO DETAILED

CHECK OF QUANTITIES OR DIMENSIONS WILL BE MADE. ONLY THOSE SHOP DRAWINGS

REQUIRED BY THE CONTRACT DOCUMENTS TO BE SUBMITTED WILL BE REVIEWED. ALL

OTHERS WILL BE RETURNED WITHOUT COMMENT.

3. IN ACCORDANCE WITH THE SPECIFICATIONS SUBMIT A COPY OF THE SHOP DRAWING

SUBMITTAL REGISTER TO THE STRUCTURAL ENGINEER, SHOWING DATES OF SUBMITTAL FOR

EACH SPECIFIC STRUCTURAL SECTION OF THE WORK, CONSISTENT WITH THE FOLLOWING

CRITERIA:

ALLOW ADEQUATE TIME FOR TRANSIT AND PROCESSING BEFORE FABRICATION. THE

STRUCTURAL ENGINEER WILL REVIEW AN AVERAGE SUBMITTAL WITHIN 10 WORKING DAYS OF

RECEIPT.

SCHEDULE AND SUBMIT SHOP DRAWINGS FOR SPECIFIC COMPONENTS SUCH AS FRP AND

STRUCTURAL STEEL.

SUBMIT SHOP DRAWINGS IN A TIMELY MANNER, CONSISTENT WITH THE ABOVE

REQUIREMENTS.

4. ALL CHANGES AND ADDITIONS MADE ON RESUBMITTALS MUST BE CLEARLY FLAGGED AND

NOTED. THE PURPOSE OF THE RESUBMITTALS MUST BE CLEARLY NOTED ON THE LETTER OF

TRANSMITTAL. ARCHITECT/ENGINEER REVIEW WILL BE LIMITED TO THE ITEMS CAUSING THE

RESUBMITTAL.

5. RESPONSIBILITIES OF DETAILERS AND FABRICATORS AND VENDORS:

GENERAL- SUBMIT SHOP DRAWINGS AND ANY OTHER SPECIAL INFORMATION NECESSARY

FOR PROPER FABRICATION, ERECTION, AND PLACEMENT OF STRUCTURAL FABRICATIONS.

INCLUDE PLANS, ELEVATIONS, AND SECTIONS. CLEARLY SHOW ANCHORAGES,

CONNECTIONS, AND ACCESSORY ITEMS. THE DETAILER MUST INTERPRET THE CONTRACT

DOCUMENTS AND CLEARLY CONVEY THIS INTERPRETATION TO THE FIELD IN THE FORM OF

PLACING OR ERECTION DRAWINGS

FRP REINFORCING DETAILER- PROVIDE PLACING DRAWINGS FOR FABRICATION AND PLACING

OF REINFORCING THESE DRAWINGS SHALL INCLUDE, BUT ARE NOT LIMITED TO THE

FOLLOWING: MATERIALS, SCHEDULES, DETAILS, PLACING DETAILS, PLACING PLANS, AND

PLACING ELEVATIONS.

6. SEE SECTION TITLED "SHOP DRAWINGS REQUIRING INPUT BY A SPECIALTY ENGINEER" FOR

ADDITIONAL CRITERIA APPLICABLE TO SHOP DRAWINGS.

1. FRP AND OTHER ACCESSORIES TO COMPRISE A COMPLETE SYSTEM SHALL BE

DESIGNED AND PROVIDED BY THE VENDOR

2. CONNECTIONS OF THE FRP STRENGTHENING SYSTEMS TO THE STRUCTURE

SHALL BE DESIGNED AND PROVIDED BY THE VENDOR

3. SUBMIT DESIGN CALCULATIONS AND DRAWINGS STAMPED BY A REGISTERED

PROFESSIONAL ENGINEER.

4. FOR MINIMUM FRP REINFORCEMENT FABRIC REQUIREMENTS, SEE SPECIFICATION

03 56 00.

5. FRP SHALL BE DESIGNED IN ACCORDANCE WITH ACI 440.2R-08.

5. SHOP DRAWINGS AND CALCULATIONS MUST BE PREPARED UNDER THE DIRECT

SUPERVISION AND CONTROL OF THE SPECIALTY ENGINEER.

6. SHOP DRAWINGS AND CALCULATIONS REQUIRE THE SEAL, DATE AND SIGNATURE OF

THE SPECIALTY ENGINEER. COMPUTER PRINTOUTS ARE AN ACCEPTABLE SUBSTITUTE

FOR MANUAL COMPUTATIONS PROVIDED THEY ARE ACCOMPANIED BY SUFFICIENT

DESCRIPTIVE INFORMATION TO PERMIT THEIR PROPER EVALUATION. SUCH

DESCRIPTIVE INFORMATION SHALL BEAR THE SEAL AND SIGNATURE OF THE SPECIALTY

ENGINEER AS AN INDICATION THAT HE HAS ACCEPTED RESPONSIBILITY FOR THE

RESULTS.

7. REVIEW BY THE STRUCTURAL ENGINEER OF SUBMITTALS LIMITED TO VERIFYING THE

FOLLOWING:

THAT THE SPECIALTY ENGINEER HAS UNDERSTOOD THE DESIGN INTENT AND HAS USED

THE SPECIFIED STRUCTURAL CRITERIA. (NO DETAILED CHECK OF CALCULATIONS WILL

BE MADE.)

THAT THE CONFIGURATION SET FORTH IN THE STRUCTURAL SUBMITTALS IS

CONSISTENT WITH THE CONTRACT DOCUMENTS. (NO DETAILED CHECK OF DIMENSIONS

OR QUANTITIES WILL BE MADE.)

1. SPECIALTY ENGINEER:

DEFINITION - A REGISTERED PROFESSIONAL ENGINEER WHO SPECIALIZES IN AND WHO

UNDERTAKES THE DESIGN OF STRUCTURAL COMPONENTS OR STRUCTURAL SYSTEMS

INCLUDED IN A SPECIFIC SUBMITTAL PREPARED FOR THIS PROJECT.

SHALL BE:

AN EMPLOYEE OR OFFICER OF A FABRICATOR VENDOR.

AN EMPLOYEE OR OFFICER OF AN ENTITY SUPPLYING COMPONENTS TO A VENDOR.

AN INDEPENDENT CONSULTANT RETAINED BY THE FABRICATOR OR HIS SUPPLIER.

2. THE FOLLOWING SYSTEMS AND COMPONENTS AS A MINIMUM REQUIRE FABRICATION

AND INSTALLATION DRAWINGS WITH INPUT BY A SPECIALTY ENGINEER INCLUDE, BUT

ARE NOT LIMITED TO: WINDOW SYSTEMS, CURTAINWALL SYSTEMS, ROOF SYSTEMS AND

FRP STRENGTHENING SYSTEMS.

3. THE SPECIALTY ENGINEER OR MANUFACTURER SHALL DESIGN, PROVIDE, AND INSTALL

THEIR COMPONENTS AND THE COMPONENT CONNECTIONS TO THE PRIMARY

STRUCTURE PER THE LOAD CRITERIA STATED IN THESE NOTES OR THE CURRENT

GOVERNING BUILDING CODES, WHICHEVER IS MORE STRINGENT.

4. SUBMITTALS SHALL CLEARLY IDENTIFY THE SPECIFIC PROJECT AND APPLICABLE

CODES, LIST THE DESIGN CRITERIA, AND SHOW ALL DETAILS AND PLANS NECESSARY

FOR PROPER FABRICATION AND INSTALLATION. CALCULATIONS AND SHOP DRAWINGS

SHALL IDENTIFY SPECIFIC PRODUCT UTILIZED. GENERIC PRODUCTS WILL NOT BE

ACCEPTED.

FRP STRENGTHENINGSHOP DRAWING SUBMITTALS

SHOP DRAWINGS REQUIRING INPUT BY A SPECIALTY ENGINEER

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

CONSTRUCTION

DOCUMENTS

FULLY SPRINKLERED

Office of Construction and Facilities Management

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

RENOVATE BUILDING 1

03/10/2023 MLA WHLRevisions: Date:

BID DOCUMENTS

520-317X

Dwg. of

BILOXI, MISSISSIPPI

15090

STRUCTURAL NOTES

S002

A.

B.

C.

A.

B.

A.

B.

A.

B.

6. FRP INSTALLATION SHALL BE PRIORITY OVER OTHER IMPROVEMENTS SHOWN IN

THESE DOCUMENTS. WHERE CONFLICTS OCCUR, THE CONTRACTOR SHALL

COORDINATE WITH FRP DESIGNER AND SEOR.

7. SOME FRP REPAIRS WERE PREVIOUSLY COMPLETED. CONTRACTOR TO FIELD

VERIFY FULL EXTENTS OF EXISTING REPAIRS IN PLACE PRIOR TO DESIGNING OR

INSTALLING ANY NEW FRP REPAIRS.

10/27/2023

UP

UP

9 10

10 11

12 13

13 14

GG

F F

EE

D D

C C

BB

AA

40+15 PSF 40+15 PSF

100psf

100psf reducible

125psf 125psf

150psf

40+15 PSF

50+15psf

50+15psf

50+15psf

40+15 PSF

60psf 60psf60psf

40+15 PSF

50+15psf

50+15psf

UPUP

UPUP

9 10

10 11

12 13

13 14

GG

F F

EE

DD

CC

BB

AA

3.1 3.1

40+15 PSF 40+15 PSF

100psf

100psf reducible

125psf 125psf

150psf

40+15 PSF

50+15psf

50+15psf

50+15psf

60psf 60psf

40+15 PSF40+15 PSF

50+15psf

50+15psf

60psf

THIRD FLOOR

FOURTH FLOOR

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

CONSTRUCTION

DOCUMENTS

FULLY SPRINKLERED

Office of Construction and Facilities Management

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

RENOVATE BUILDING 1

03/10/2023 MLA WHLRevisions: Date:

BID DOCUMENTS

520-317X

Dwg. of

BILOXI, MISSISSIPPI

15090

FLOOR LOAD MAP

S003

PLAN NORTH

PLAN NORTH

9 10

10 11

12 13

13 14

GG

F F

EE

DD

CC

BB

AA

50+15 PSF

100 PSF

125 PSF

125 PSF

125 PSF

50+15 PSF

50+15 PSF

50+15 PSF

50+15 PSF

50+15 PSF

50+15 PSF

80 PSF 80 PSF

80 PSF

150 PSF

50+15 PSF

100 PSF

reducible

100 PSF 100 PSF

9 10

10 11

12 13

13 14

GG

F F

EE

DD

CC

BB

AA

150 PSF

40 PSF 40 PSF 40 PSF

150 PSF 150 PSF

40 PSF

FIFTH FLOOR

ATTIC

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

CONSTRUCTION

DOCUMENTS

FULLY SPRINKLERED

Office of Construction and Facilities Management

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

RENOVATE BUILDING 1

03/10/2023 MLA WHLRevisions: Date:

BID DOCUMENTS

520-317X

Dwg. of

BILOXI, MISSISSIPPI

15090

FLOOR LOAD MAP

S004

PLAN NORTH

EXISTING PILE

CAP, TYP.

EXISTING PILE

CAP, TYP.

EXISTING BEAM , TYP.

EXISTING BEAM , TYP.

277' - 7"

11' - 9 1/2" 13' - 0" 11' - 9 1/2" 14' - 9 1/2" 12' - 11 1/2" 12' - 11 1/2" 12' - 11 1/2" 12' - 11 1/2" 14' - 9 1/2" 14' - 3" 13' - 1" 14' - 3" 14' - 9 1/2" 12' - 11 1/2" 12' - 11 1/2" 12' - 11 1/2" 12' - 11 1/2" 14' - 9 1/2" 11' - 9 1/2" 13' - 0" 11' - 9 1/2"

1/ 2"

1/ 2"

1 2 3 4 5 6 7 8 9

11 12

14 15 16 17 18 19 20 21 22

G

F

E

D

C

B

A

1 1 1 1 1 1 1

1 1 1 1

1 1

11111

2 2

1/8" = 1'-0"1 PILE MONITORING PLAN

PLAN NORTH

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

CONSTRUCTION

DOCUMENTS

FULLY SPRINKLERED

Office of Construction and Facilities Management

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

RENOVATE BUILDING 1

03/10/2023 MLA WHLRevisions: Date:

BID DOCUMENTS

520-317X

Dwg. of

BILOXI, MISSISSIPPI

15090

PILE MONITORING PLAN

SF090

PILE MONITORING PROCEDURE:

1. PURPOSE AND SCOPE

KEYNOTES:

AFFIX AN ELEVATION MONITORING TARGET TO FACE OF BUILDING AT COLUMN LOCATION.

a. THE PILE REMEDIATION STUDY PREPARED BY SCHMIDT CONSULTING GROUP, INC., DATED DECEMBER 2017, IDENTIFIED SEVERAL EXISTING FOUNDATION ELEMENTS (PILES AND PILE CAPS) AS BEING POTENTIALLY DEFICIENT WHEN SUBJECTED TO DESIGN LIVE AND WIND LOADS. A PILE STRENGTHENING PLAN WAS PREPARED UTILIZING NEW STRUCTURAL BEAMS TO DISTRIBUTE LOADS FROM DEFICIENT PILES AND PILE CAPS TO FOUNDATIONS WITH AVAILABLE REMAINING CAPACITY. WHERE IT WAS NOT FEASIBLE TO DISTRIBUTE LOADS, NEW HELICAL PILES WERE TO BE ADDED TO

IMPROVE THE EXISTING FOUNDATION'S BEARING CAPACITY.

IT IS THE INTENT OF THE VA TO MONITOR THE EXISTING BUILDING STRUCTURE TO ASCERTAIN IF THERE IS EVIDENCE OF FOUNDATION FAILURE IN LIEU OF IMPLEMENTING THE PILE STRENGTHENING PLAN. IF THE OUTCOME OF THE MONITORING PLAN DETERMINES THAT SETTLEMENT IS OCCURRING, A FULL IMPLEMENTATION OF THE ORIGINAL PILE STRENGTHENING PLAN MAY BE REQUIRED.

THE PURPOSE OF THIS PLAN IS TO IDENTIFY EXISTING FOUNDATION ELEMENTS THAT HAVE BEEN DETERMINED TO BE POTENTIALLY DEFICIENT AND INSTITUTE AN OPTICAL MONITORING PLAN TO

MEASURE DIFFERENTIAL FOUNDATION SETTLEMENT.

b.

c.

2. PILE MONITORING SURVEY POINTS

a. THE GENERAL CONTRACTOR SHALL ENGAGE A SURVEYOR TO ESTABLISH SURVEY POINTS AS DESCRIBED BELOW.

THE SURVEYOR SHALL INSTALL A BENCHMARK AT A POINT OF KNOWN ELEVATION, INDEPENDENT OF THE BUILDING. THIS CAN BE A FOUNDATION CORNER OF A NEIGHBORING BUILDING, AN EXISTING SURVEYING BENCHMARK, OR A PERMANENT SITE MONUMENT SUCH AS A FLAGPOLE FOUNDATION.

THE SURVEYOR SHALL INSTALL VISIBLE SURVEY TARGETS AT CONVENIENT, CONSISTENT ELEVATIONS AT THE COLUMNS INDICATED BY THIS PLAN. WHEREVER POSSIBLE, THE TARGET SHOULD BE AFFIXED DIRECTLY TO THE FACE OF THE EXISTING CONCRETE COLUMNS. IF THE FACE OF THE STRUCTURE IS NOT ACCESSIBLE DUE TO ARCHITECTURAL COVERINGS, THE TARGET SHALL BE

AFFIXED AS NEAR AS POSSIBLE TO THE ACTUAL COLUMN.

TARGETS INSIDE THE CRAWLSPACE SHALL BE AFFIXED TO STRUCTURAL COLUMNS ON THE MOST CONVENIENT FACE.

THE TARGET SHALL CONSIST OF A MARK WITH VISIBLE CROSS-HAIRS. ALTERNATELY, THE SURVEYOR MAY DRILL A SCREW OR INSTALL A SMALL LEDGE WITH ADHESIVE ON THE FACE OF THE COLUMN UPON WHICH A MEASURING ROD MAY BE SET. THE SURVEYOR SHALL OBTAIN APPROVAL OF THE TARGET TYPE AND APPEARANCE FROM THE OWNER PRIOR TO INSTALLING.

IN AREAS FREQUENTLY ACCESSED BY BUILDING PERSONNEL OR THE PUBLIC, THE TARGET SHALL BE ACCOMPANIED BY SIGNAGE WITH THE FOLLOWING STATEMENT: "BUILDING MONITORING

TARGET - DO NOT REMOVE".

EACH TARGET SHALL BE ASSIGNED A UNIQUE IDENTIFYING NUMBER OR SET OF GRID COORDINATES.

b.

c.

d.

e.

f.

3. INITIAL PILE MONITORING BASELINE ELEVATION SURVEY

a. THE SURVEYOR SHALL PERFORM A BASELINE ELEVATION SURVEY OF THE POINTS INDICATED PRIOR TO BEGINNING ANY FURTHER IMPROVEMENTS TO THE BUILDING.

THE SURVEYOR SHALL TABULARIZE THE RESULTS OF THE INITIAL BASELINE ELEVATION SURVEY AND PROVIDE TO THE OWNER, CONTRACTOR, ARCHITECT AND ENGINEER.b.

4. PERIODIC PILE MONITORING

a. THE SURVEYOR SHALL PERFORM PERIODIC ELEVATION SURVEYS TO DETERMINE IF ANY DIFFERENTIAL SETTLEMENT HAS OCCURRED.

THE FREQUENCY OF SURVEYS SHALL BE NOT LESS THEN ONCE PER MONTH FOR THE DURATION OF CONSTRUCTION IMPROVEMENTS.

ADDITIONAL SURVEYS SHALL BE PERFORMED AFTER ANY SIGNIFICANT LOADING EVENT, SUCH AS A MEASURABLE EARTHQUAKE OR A WIND EVENT WITH SUSTAINED WINDSPEEDS EXCEEDING 70 MPH.

AFTER EACH SURVEY, THE SURVEYOR SHALL TABULARIZE THE RESULTS, WITH ANY DIFFERENCES FROM THE ORIGINAL BASELINE SURVEY AND FROM THE PRIOR SURVEY CLEARLY NOTED.

AFTER COMPLETION OF CONSTRUCTION IMPROVEMENTS, ELEVATION SURVEYS SHALL BE PERFORMED NOT LESS THAN ONCE EVERY THREE MONTHS FOR A DURATION OF TWO YEARS.

MONITORING FOR THE DURATION OF THE PROJECT AND FOR A PERIOD OF ONE YEAR AFTER COMPLETION OF THE PROJECT SHALL BE PERFORMED BY A TESTING LAB CONTRACTED BY THE GENERAL

CONTRACTOR, WITH REPORTING TO THE CHIEF ENGINEER.

MONITORING AFTER THE FIRST YEAR FOLLOWING COMPLETION OF THE PROJECT WILL BE THE RESPONSIBILITY OF THE MEDICAL CENTER.

b.

c.

d.

e.

5. PILE MOVEMENT ASSESSMENT

a. ANY RECORDED DIFFERENTIAL SETTLEMENTS EXCEEDING 1/4-INCH SHALL BE EVALUATED BY A STRUCTURAL ENGINEER. IN THIS CASE, IMPLEMENTATION OF ALL OR A PORTION OF THE ORIGINAL PILE

STRENGTHENING MAY BE REQUIRED.

IF NO SETTLEMENT GREATER 1/4-INCH IS RECORDED DURING A TWO YEAR PERIOD FOLLOWING CONSTRUCTION, THE PILE MONITORING PROGRAM MAY BE DISCONTINUED AT THE DISCRETION OF THE

OWNER.

b.

2 AFFIX AN ELEVATION MONITORING TARGET TO FACE OF CONCRETE COLUMN IN CRAWLSPACE.

g.

f.

g.

10+2

8+2

FF

9 10

10 11

12 13

13 14

GG

EE

DD

CC

BB

AA

6"

= BEAM SHEAR IN EXCESS OF ALLOWABLE

(OCCURS @ MIDSPAN, 6'-0" TYPICAL LENGTH)

EXCESS SHEAR LOADS:

ALONG GRID LINE C & D = 2 KIPS

ALONG GRID LINE E = 3 KIPS

ALONG GRID LINE F = 6 KIPS

REMOVE CEILING AS REQUIRED AND REFER TO 1/S143.

LEGEND:

6'-0"

277'-7" 11'-9 1/2" 13'-0" 11'-9 1/2" 14'-9 1/2" 12'-11 1/2" 12'-11 1/2" 12'-11 1/2" 12'-11 1/2" 14'-9 1/2" 14'-3" 13'-1" 14'-3" 14'-9 1/2" 12'-11 1/2" 12'-11 1/2" 12'-11 1/2" 12'-11 1/2" 14'-9 1/2" 11'-9 1/2" 13'-0" 11'-9 1/2"11'-9 1/2" 13'-0" 11'-9 1/2" 14'-9 1/2" 12'-11 1/2" 12'-11 1/2" 12'-11 1/2" 12'-11 1/2" 14'-9 1/2" 14'-3" 13'-1" 14'-3" 14'-9 1/2" 12'-11 1/2" 12'-11 1/2" 12'-11 1/2" 12'-11 1/2" 14'-9 1/2" 11'-9 1/2" 13'-0" 11'-9 1/2"

EXISTING 1/2"

EXPANSION JOINT

A = ACCESS HATCH

E = EXISTING EXHAUST TO REMAIN, FIELD VERIFY LOCATION AND SIZE

N = NEW EXHAUST, COORDINATE LOCATION WITH ARCH AND MEP DRAWINGS

C = EXISTING RUBBISH CHUTE TO BE INFILLED PER DETAIL 4/S142.

E D

E

'-7

'-0

'-5

'-1

1/

2"

'-0

'-1

1/

2"

'-5

OPEN

OPEN

OPEN

OPEN

2'-3 1/8"

1'-8 1/8"

5' -1

/4

1/

2"

A

= EXISTING JOIST SPANS TYP. FLOOR 2" CONCRETE SLAB OVER

8" JOIST (8"+2") @ 25" O.C., TYP., U.N.O.

= EXISTING JOIST SPANS TYP. FLOOR 2" CONCRETE SLAB OVER

10" JOIST (10"+2") @ 25" O.C., TYP., U.N.O.

FOR BEAM LOCATIONS & SIZES REFERENCE EXISTING DRAWINGS OR

VERIFY IN FIELD.

8+2

8+2

8+2

8+2

8+2

8+2

+2

+2

8+

8+

8+

8+

8+

8+

8+

8+

8+

8+

8+

8+

8+

8+

8+

8+

+2

+2

+2

+2

+2

+2

+2

+2

PLUMBING CHASE THROUGH CONCRETE FLOOR, COORDINATE WITH MEP

DRAWINGS. MAXIMUM PERMITTED SIZE FOR PLUMBING HOLES IS 4"

DIAMETER. IF NEW CHASE IS PARALLEL TO CONCRETE JOIST SPANS,

LOCATE OPENINGS TO AVOID CUTTING JOISTS.

IF NEW CHASE IS PERPENDICULAR TO CONCRETE JOIST SPANS, OR IF THE

NEW OPENINGS OTHERWISE CUT THROUGH JOISTS, PROVIDE ADDITIONAL

SUPPORT PER SHEET S140. REFER TO DETAILS 1, 2 OR 3 AS APPROPRIATE,

DEPENDING ON HOW MANY ADJACENT JOISTS ARE CUT.

DO NOT CUT ANY PRIMARY BEAMS OR COLUMNS

HOLES FOR

PLUMBING, TYP.

277'-7"

THIRD FLOOR GENERAL NOTES:

1. CONTRACTOR IS RESPONSIBLE FOR COORDINATING WITH MECHANICAL / ELECTRICAL FOR

THE INSTALLATION OF FRP REPAIRS WHERE OBSTRUCTIONS EXIST.

S143

S143

S143

2. ALL DIMENSIONS FOR NEW OPENINGS ARE APPROXIMATE. VERIFY IN FIELD TO AVOID

CONFLICTS WITH EXISTING CONSTRUCTION.

3. THE DIMENSIONS OF ALL EXISTING OPENINGS SHOWN ARE TO BE VERIFIED IN THE FIELD.

44 4 4 4

4. PENETRATIONS FOR INDIVIDUAL PLUMBING LOCATIONS NOT SHOWN ON THIS PLAN SHALL BE

LOCATED TO AVOID CONCRETE JOISTS WHERE POSSIBLE. IF CONCRETE JOIST CANNOT BE

AVOIDED AND MUST BE PENETRATED, PROVIDE REINFORCEMENT PER 1/S140. DO NOT

PENETRATE PRIMARY CONCRETE BEAMS UNDER ANY CIRCUMSTANCES.

OPEN

EXISTING STEEL

CROSS-BRACE

EXISTING STEEL

CROSS-BRACE EXISTING STEEL

CROSS-BRACE

EXISTING STEEL

CROSS-BRACE

EXISTING STEEL

CROSS-BRACE

EXISTING STEEL

CROSS-BRACE

EXISTING STEEL

CROSS-BRACE

EXISTING STEEL

CROSS-BRACE

EXISTING STEEL

CROSS-BRACE

E

EXISTING STEEL

CROSS-BRACE

5 PATCH HOLES IN CONCRETE FLOOR. FOR RECTANGULAR HOLES BETWEEN CONCRETE

JOISTS, REFER TO 1/S142. FOR SMALLER HOLES, REFER TO 3 AND 4/S142.

CONTRACTOR TO COORDINATE WITH ARCHITECTURAL PLANS AND FIELD VERIFY

LOCATIONS OF ALL HOLES TO BE PATCHED. THERE MAY BE MORE OPENINGS TO BE

PATCHED THAN ARE SHOWN ON PLAN.

EXIST. CHUTE

TO BE INFILLED.

C

D = EXISTING RUBBISH CHUTE TO BE MODIFIED FOR NEW OPENING - REFER

TO ARCHITECT FOR ADDITIONAL DETAILS.

5. CONTRACTOR TO NOTIFY STRUCTURAL ENGINEER OF RECORD (SEOR) OF ANY

UNDOCUMENTED PENETRATIONS, INCLUDING SIZE AND LOCATION.

6. THE EXTENTS OF DETERIORATION AND DAMAGE TO THE UNDERSIDE OF THE THIRD FLOOR

CONCRETE SLAB IS UNKNOWN. AS PART OF THE RENOVATIONS, THE CONTRACTOR SHALL

REMOVE PORTIONS OF THE SECOND FLOOR CEILING FINISHES AS REQUIRED BY OTHER

DISCIPLINES (REFER TO ARCHITECTURAL AND MEP DRAWINGS). ANY DISCOVERED

DETERIORATION SHALL BE DOCUMENTED AND REPORTED TO THE STRUCTURAL ENGINEER

OF RECORD (SEOR).

7. FOR BUDGETARY PURPOSES, THE CONTRACTOR SHALL ASSUME THE FOLLOWING:

a. APPROXIMATELY 4000 SF OF CONCRETE SURFACES WILL BE CLEANED AND PATCHED

WITH A REPAIR GROUT, SUCH AS SIKATOP.

b. APPROXIMATELY 25 SF OF HOLES WILL BE PATCHED SIMILAR TO DETAIL 1/S142.

c. APPROXIMATELY 20 INDIVIDUAL HOLES WILL BE PATCHED SIMILAR TO DETAIL 3/S142.

d. APPROXIMATELY 20 INDIVIDUAL HOLES WILL BE PATCHED SIMILAR TO DETAIL 4/S142.

FRP REINFORCING AT COLUMN BY

FRP DESIGNER, TYP ALL SHOWN

WITH BLACK BOX. SEE LOAD

PLANS ON S003 AND S004 AND

CONCEPTUAL DETAILS ON S143

EXISTING STEEL

CROSS-BRACE

8. VISUALLY INSPECT EXISTING WELDS ON CROSS-BRACE LOCATIONS. NOTIFY RE FOR

APPROVAL OF DEFECT REPAIR. INSPECT AND COAT WITH WITH PRIMER AFTER REPAIRING

WELDS.

9. VISUALLY INSPECT ALL EXISTING BOLTS. FULLY TIGHTEN ANY BOLTS THAT ARE LOOSE OR

HAVE GAP SPACE BETWEEN FRAME AND BOLT HEAD.

10. REFER TO DRAWING AE102 FOR INFORMATION REGARDING PHASING OF WORK ON THE

SECOND FLOOR.

1/8" = 1'-0"1 THIRD FLOOR FRAMING PLAN

PLAN NORTH

FINISH FLOOR EL. 52'-6" (VIF)

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

CONSTRUCTION

DOCUMENTS

FULLY SPRINKLERED

Office of Construction and Facilities Management

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

RENOVATE BUILDING 1

03/10/2023 MLA WHLRevisions: Date:

BID DOCUMENTS

520-317X

Dwg. of

BILOXI, MISSISSIPPI

15090

THIRD FLOOR FRAMING PLAN

SF100

1210/27/2023

+2

+2

8+2

8+2

8+

8+

8+

8+

8+

+2

+2

+2

+2

+2

8+

8+

8+

8+

8+

8+

8+

8+

8+

8+

8+

8+2

8+2

8+2

+2

+2

+2

EXISTING 1/2"

EXPANSION JOINT

N

N

E D

N

N

OPEN

OPEN

OPEN

OPEN

OPEN

= INDICATES FRP BEAM REPAIRS PREVIOUSLY

COMPLETED.

LEGEND:

A = ACCESS HATCH.

E = EXISTING EXHAUST TO REMAIN, FIELD VERIFY LOCATION AND SIZE.

N = NEW EXHAUST, COORDINATE LOCATION WITH ARCH AND MEP DRAWINGS.

C = EXISTING RUBBISH CHUTE TO BE INFILLED. REFER TO S160 FOR

ADDITIONAL SLAB REPAIR INFORMATION.

= EXISTING JOIST SPANS TYP. FLOOR 2" CONCRETE SLAB OVER

8" JOIST (8"+2") @ 25" O.C., TYP., U.N.O.

= EXISTING JOIST SPANS TYP. FLOOR 2" CONCRETE SLAB OVER

10" JOIST (10"+2") @ 25" O.C., TYP., U.N.O.

FOR BEAM LOCATIONS & SIZES REFERENCE EXISTING DRAWINGS OR

VERIFY IN FIELD.

2' - 3 1/8" 1' - 8 1/8"

1/

2"

A

1/

2"

1'

8"

1' - 10" 10 1/2" 2' - 2"2'

4"

6'

0" 1'

8"

1' - 10" 1' - 9 3/8"

2' - 2" 8 7/8"

2'

0"

/8

= AREAS OF DAMAGED CONCRETE, REFER TO S160.

8+2

10+2

C

EXISTING CHUTE

TO BE INFILLED.

E

S140

FOURTH FLOOR GENERAL NOTES:

S140

1. ALL DIMENSIONS FOR NEW OPENINGS ARE APPROXIMATE. VERIFY IN

FIELD TO AVOID CONFLICTS WITH EXISTING CONSTRUCTION.

2. THE DIMENSIONS OF ALL EXISTING OPENINGS SHOWN ARE TO BE

VERIFIED IN THE FIELD.

S140

S140

5'

1/

4"

9 10

10 11

12 13

13 14

GG

F F

EE

DD

CC

BB

AA

11' - 9 1/2" 13' - 0" 11' - 9 1/2" 14' - 9 1/2" 12' - 11 1/2" 12' - 11 1/2" 12' - 11 1/2" 12' - 11 1/2" 14' - 9 1/2" 14' - 3" 13' - 1" 14' - 3" 14' - 9 1/2" 12' - 11 1/2" 12' - 11 1/2" 12' - 11 1/2" 12' - 11 1/2" 14' - 9 1/2" 11' - 9 1/2" 13' - 0" 11' - 9 1/2"

0"

5"

1/

2"

0"

1/

2"

5 1

/32

3. PENETRATIONS FOR INDIVIDUAL PLUMBING LOCATIONS NOT SHOWN ON

THIS PLAN SHALL BE LOCATED TO AVOID CONCRETE JOISTS WHERE

POSSIBLE. IF CONCRETE JOIST CANNOT BE AVOIDED AND MUST BE

PENETRATED, PROVIDE REINFORCEMENT PER 1/S140. DO NOT PENETRATE

PRIMARY CONCRETE BEAMS UNDER ANY CIRCUMSTANCES.

EXISTING STEEL

CROSS-BRACE

4. CONTRACTOR TO NOTIFY STRUCTURAL ENGINEER OF RECORD (SEOR) OF

ANY UNDOCUMENTED PENETRATIONS, INCLUDING SIZE AND LOCATION.

EXISTING STEEL

CROSS-BRACE

EXISTING STEEL

CROSS-BRACE EXISTING STEEL

CROSS-BRACE

EXISTING STEEL

CROSS-BRACE

EXISTING STEEL

CROSS-BRACE

EXISTING STEEL

CROSS-BRACE

EXISTING STEEL

CROSS-BRACE

EXISTING STEEL

CROSS-BRACE

EXISTING STEEL

CROSS-BRACE

EXISTING STEEL

CROSS-BRACE

EXISTING STEEL

CROSS-BRACE

P = EXISTING PENETRATION THROUGH SLAB TO BE INFILLED. REFER TO

S160 FOR ADDITIONAL SLAB REPAIR INFORMATION.

P

D = EXISTING RUBBISH CHUTE TO BE MODIFIED FOR NEW OPENING - REFER

TO ARCHITECT FOR ADDITIONAL DETAILS.

P

E

PLUMBING CHASE THROUGH CONCRETE FLOOR, COORDINATE WITH

MEP DRAWINGS. IF NEW CHASE IS PARALLEL TO CONCRETE JOIST

SPANS, LOCATE OPENINGS TO AVOID CUTTING JOISTS.

IF NEW CHASE IS PERPENDICULAR TO CONCRETE JOIST SPANS, OR

IF THE NEW OPENINGS OTHERWISE CUT THROUGH JOISTS, PROVIDE

ADDITIONAL SUPPORT PER SHEET S140. REFER TO DETAILS 1, 2 OR

3 AS APPROPRIATE, DEPENDING ON HOW MANY ADJACENT JOISTS

ARE CUT.

DO NOT CUT ANY PRIMARY BEAMS OR COLUMNS

5. CONTRACTOR TO COORDINATE THE IMPROVEMENTS SHOWN ON THIS

SHEET WITH ADDITIONAL CONCRETE REPAIRS ON S160 AND WITH WATER

INTRUSION REPAIRS ON S401 - S408.

FIELD VERIFY LOCATION OF JOISTS. NEW

PLUMBING OPENINGS SHALL NOT CUT JOISTS

SUPPORTING THE EXISTING OPENING

FIELD VERIFY LOCATION OF JOISTS. NEW

PLUMBING OPENINGS SHALL NOT CUT JOISTS

SUPPORTING THE EXISTING OPENING

6. A PATIENT LIFT TRACK SUPPORT SYSTEM IS TO BE INSTALLED ON THE

UNDERSIDE OF THE FOURTH FLOOR. THE DESIGN AND LAYOUT IS BY

OTHERS. REFER TO ARCHITECTURAL DRAWINGS FOR ADDITIONAL

INFORMATION.

7. THE ANCHORAGE OF THE PATIENT LIFT TRACK SUPPORT SYSTEM TO THE

EXISTING CONCRETE STRUCTURE SHALL BE DESIGNED BY THE

CONTRACTOR PER THE SYSTEM MANUFACTURER'S REQUIREMENTS.

8. PROVIDE TRACK LIGHTING SUPPORTS WHERE REQUIRED BY ARCHITECT.

REFER TO THE REFLECTED CEILING PLAN FOR LOCATIONS. REFER TO 6 AND

7/S142 FOR ATTACHMENT DETAILS.

FRP REINFORCING AT COLUMN BY

FRP DESIGNER, TYP ALL SHOWN

WITH BLACK BOX. SEE LOAD PLANS

ON S003 AND S004 AND

CONCEPTUAL DETAILS ON S143

EXISTING STEEL

CROSS-BRACE

9. VISUALLY INSPECT EXISTING WELDS ON CROSS-BRACE LOCATIONS. NOTIFY

RE FOR APPROVAL OF DEFECT REPAIR. INSPECT AND COAT WITH WITH

PRIMER AFTER REPAIRING WELDS.

10. VISUALLY INSPECT ALL EXISTING BOLTS. FULLY TIGHTEN ANY BOLTS THAT

ARE LOOSE OR HAVE GAP SPACE BETWEEN FRAME AND BOLT HEAD.

1/8" = 1'-0"1 FOURTH FLOOR FRAMING PLAN

PLAN NORTH

FINISH FLOOR EL. 65'-6" (VIF)

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

CONSTRUCTION

DOCUMENTS

FULLY SPRINKLERED

Office of Construction and Facilities Management

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

RENOVATE BUILDING 1

03/10/2023 MLA WHLRevisions: Date:

BID DOCUMENTS

520-317X

Dwg. of

BILOXI, MISSISSIPPI

15090

FOURTH FLOOR FRAMING PLAN

SF110

1310/27/2023

+2

N

8+2

8+2

8+

8+

8+

8+

8+

8+

8+

8+

8+

8+

8+

+2

+2

+2

+2

+2

8+

8+

8+

8+

8+2

8+2

8+2

+2

+2

+2

SLAB AND JOIST FRP REPAIRS

PREVIOUSLY COMPLETED

EXISTING

1/2" EXPANSION

JOINT

N

E

N

OPEN

OPEN

OPEN

OPEN

OPEN

8+

+2

A

LEGEND:

A = ACCESS HATCH.

E = EXISTING EXHAUST TO REMAIN, FIELD VERIFY LOCATION AND SIZE.

N = NEW EXHAUST, COORDINATE LOCATION WITH ARCH AND MEP DRAWINGS.

C = EXISTING RUBBISH CHUTE TO BE INFILLED. REFER TO S161 FOR

ADDITIONAL SLAB REPAIR INFORMATION.

= EXISTING JOIST SPANS TYP. FLOOR 2" CONCRETE SLAB OVER

8" JOIST (8"+2") @ 25" O.C., TYP., U.N.O.

= EXISTING JOIST SPANS TYP. FLOOR 2" CONCRETE SLAB OVER

10" JOIST (10"+2") @ 25" O.C., TYP., U.N.O.

FOR BEAM LOCATIONS & SIZES REFERENCE EXISTING DRAWINGS OR

VERIFY IN FIELD.

= AREAS OF DAMAGED CONCRETE, REFER TO S161.

1'

8"

11'-5" 1' - 10"

4" 2' - 2"

2'

4"

2' - 3 1/8" 1' - 8 1/8"

5'

1/

4"

1/ 2"

1' - 10" 1' - 7"

3'

3/

4" 1'

8"

8+2

10+2

S150

VERTICAL SUPPORT FOR

PANORAMIC X-RAY,

COORDINATE LOCATION

W/ ARCH.

S151

S140

N

S140

C

EXISTING CHUTE

TO BE INFILLED.

S140

E

FIFTH FLOOR GENERAL NOTES:

S140

9 10

10 11

12 13

13 14

GG

F F

EE

DD

CC

BB

AA

11' - 9 1/2" 13' - 0" 11' - 9 1/2" 14' - 9 1/2" 12' - 11 1/2" 12' - 11 1/2" 12' - 11 1/2" 12' - 11 1/2" 14' - 9 1/2" 14' - 3" 13' - 1" 14' - 3" 14' - 9 1/2" 12' - 11 1/2" 12' - 11 1/2" 12' - 11 1/2" 12' - 11 1/2" 14' - 9 1/2" 11' - 9 1/2" 13' - 0" 11' - 9 1/2"

0"

5"

1/

2"

0"

1/

2"

5 1

/32

1. ALL DIMENSIONS FOR NEW OPENINGS ARE APPROXIMATE. VERIFY IN FIELD

TO AVOID CONFLICTS WITH EXISTING CONSTRUCTION.

2. THE DIMENSIONS OF ALL EXISTING OPENINGS SHOWN ARE TO BE VERIFIED

IN THE FIELD.

3. PENETRATIONS FOR INDIVIDUAL PLUMBING LOCATIONS NOT SHOWN ON

THIS PLAN SHALL BE LOCATED TO AVOID CONCRETE JOISTS WHERE

POSSIBLE. IF CONCRETE JOIST CANNOT BE AVOIDED AND MUST BE

PENETRATED, PROVIDE REINFORCEMENT PER 1/S140. DO NOT PENETRATE

PRIMARY CONCRETE BEAMS UNDER ANY CIRCUMSTANCES.

4. CONTRACTOR TO NOTIFY STRUCTURAL ENGINEER OF RECORD (SEOR) OF

ANY UNDOCUMENTED PENETRATIONS, INCLUDING SIZE AND LOCATION.

'-6

/8

INDICATES FRP BEAM REPAIRS PREVIOUSLY COMPLETED.

P

P = EXISTING PENETRATION THROUGH SLAB TO BE INFILLED. REFER TO S161

FOR ADDITIONAL SLAB REPAIR INFORMATION.

D

D = EXISTING RUBBISH CHUTE TO BE MODIFIED FOR NEW OPENING - REFER TO

ARCHITECT FOR ADDITIONAL DETAILS.

PLUMBING CHASE THROUGH CONCRETE FLOOR, COORDINATE WITH MEP

DRAWINGS. IF NEW CHASE IS PARALLEL TO CONCRETE JOIST SPANS,

LOCATE OPENINGS TO AVOID CUTTING JOISTS.

IF NEW CHASE IS PERPENDICULAR TO CONCRETE JOIST SPANS, OR IF THE

NEW OPENINGS OTHERWISE CUT THROUGH JOISTS, PROVIDE ADDITIONAL

SUPPORT PER SHEET S140. REFER TO DETAILS 1, 2 OR 3 AS APPROPRIATE,

DEPENDING ON HOW MANY ADJACENT JOISTS ARE CUT.

DO NOT CUT ANY PRIMARY BEAMS OR COLUMNS

5. CONTRACTOR TO COORDINATE THE IMPROVEMENTS SHOWN ON THIS

SHEET WITH ADDITIONAL CONCRETE REPAIRS ON S161 AND WITH WATER

INTRUSION REPAIRS ON S401 - S408.

6. A PATIENT LIFT TRACK SUPPORT SYSTEM IS TO BE INSTALLED ON THE

UNDERSIDE OF THE FIFTH FLOOR. THE DESIGN AND LAYOUT IS BY OTHERS.

REFER TO ARCHITECTURAL DRAWINGS FOR ADDITIONAL INFORMATION.

7. THE ANCHORAGE OF THE PATIENT LIFT TRACK SUPPORT SYSTEM TO THE

EXISTING CONCRETE STRUCTURE SHALL BE DESIGNED BY THE

CONTRACTOR PER THE SYSTEM MANUFACTURER'S REQUIREMENTS.

8. PROVIDE TRACK LIGHTING SUPPORTS WHERE REQUIRED BY ARCHITECT.

REFER TO THE REFLECTED CEILING PLAN FOR LOCATIONS. REFER TO 6 AND

7/S142 FOR ATTACHMENT DETAILS.

FRP REINFORCING AT COLUMN BY

FRP DESIGNER, TYP ALL SHOWN

WITH BLACK BOX. SEE LOAD PLANS

ON S003 AND S004 AND

CONCEPTUAL DETAILS ON S143

FRP REINFORCING PRESENT AT

COLUMN. FRP DESIGNER TO VERIFY

IF MODIFICATION IS REQUIRED

FRP REINFORCING

PRESENT AT COLUMN.

FRP DESIGNER TO

VERIFY IF MODIFICATION

IS REQUIRED

9. VISUALLY INSPECT EXISTING WELDS ON CROSS-BRACE LOCATIONS. NOTIFY

RE FOR APPROVAL OF DEFECT REPAIR. INSPECT AND COAT WITH WITH

PRIMER AFTER REPAIRING WELDS.

10. VISUALLY INSPECT ALL EXISTING BOLTS. FULLY TIGHTEN ANY BOLTS THAT

ARE LOOSE OR HAVE GAP SPACE BETWEEN FRAME AND BOLT HEAD.

1/8" = 1'-0"1 FIFTH FLOOR FRAMING PLAN

PLAN NORTH

FINISH FLOOR EL. 78'-6" (VIF)

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

CONSTRUCTION

DOCUMENTS

FULLY SPRINKLERED

Office of Construction and Facilities Management

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

RENOVATE BUILDING 1

03/10/2023 MLA WHLRevisions: Date:

BID DOCUMENTS

520-317X

Dwg. of

BILOXI, MISSISSIPPI

15090

FIFTH FLOOR FRAMING PLAN

SF120

1410/27/2023

5' -1

5/

8"

P

9 10

10 11

12 13

13 14

GG

F F

EE

DD

CC

BB

AA

11'-9 1/2" 13'-0" 11'-9 1/2" 14'-9 1/2" 12'-11 1/2" 12'-11 1/2" 12'-11 1/2" 12'-11 1/2" 14'-9 1/2" 14'-3" 13'-1" 14'-3" 14'-9 1/2" 12'-11 1/2" 12'-11 1/2" 12'-11 1/2" 12'-11 1/2" 14'-9 1/2" 11'-9 1/2" 13'-0" 11'-9 1/2"

'-0

'-5

'-1

0 1 /2"

'-0

'-1 0 1

/2"

'-5 1/

N

6+2

6+26+26+2

6+

6+2 6+2 6+2

6+2

A

6+2 6+2 6+2

6+2 6+2 6+2

6+2

6+2 6+2 6+2 COORDINATE ROOF VENT

LOCATIONS WITH MECHANICAL

ATTIC GENERAL NOTES:

1. ALL DIMENSIONS FOR NEW OPENINGS ARE APPROXIMATE. VERIFY IN FIELD TO AVOID CONFLICTS

WITH EXISTING CONSTRUCTION.

2. THE DIMENSIONS OF ALL EXISTING OPENINGS SHOWN ARE TO BE VERIFIED IN THE FIELD.

3. THE DISTRIBUTED WEIGHT OF NEW MECHANICAL EQUIPMENT AND ASSOCIATED STRUCTURAL

SUPPORT SHALL NOT EXCEED 150 PSF.

4' -0

4' - 8" 5'-2"

2' -8

5' - 8"

4' -0

4'-0"

2'

8"

W12x26 W12x26

W12x26

W 8x

W8x18

= SHADED AREA INDICATES REGION OF JOIST STRENGTHENING

PREVIOUSLY COMPLETED FOR AHU REPLACEMENT.

= ALL EXISTING ATTIC FLOORS ARE 2" SLAB ON 6" JOISTS @ 25" O.C. (2"+6")

LEGEND:

N

N

E

N

E

N

OPEN

OPEN

OPEN

2'-0" 6 7/8"

9' -1

1/

4"

1' -8

1'

/8

3' -4

1' - 1 1/8" 2' - 0"

4' -1

/4

1'

-4

1' - 6"1'-10 3/4"

9' -3

/8

1'

-8

7 3/4" 2'-0"

11'-8 5/8"

1'-5 7/8"

1/

4" 1'

-5

A = ACCESS HATCH

E = EXISTING EXHAUST TO REMAIN, FIELD VERIFY LOCATION AND SIZE

N = NEW EXHAUST

C = EXISTING RUBBISH CHUTE TO BE INFILLED. REFER TO S162 FOR

ADDITIONAL SLAB REPAIR INFORMATION.

V = NEW OPENING FOR ROOF VENT ABOVE, COORDINATE LOCATION WITH

ARCHITECT AND MECHANICAL DRAWINGS. REFER TO 5/S151.

2'-3 1/8" 1'-8 1/8"

5' -1

/4

1/

2"

6+

6+

6+

6+

6+

6+

6+

6+

6+

6+

6+

S140 2 S140

S140

S140 3 S151

S151

S140

S140

S140

V

V V

V

S151

S151

= NEW LINTEL IN EXISTING MASONRY WALL. REFER TO ARCHITECT FOR OPENING

SIZE AND LOCATION. REFER TO GENERAL NOTES AND SCHEDULE ON SHEET S001

FOR LINTEL SIZE.

NEW EXHAUST IN

EXISTING OPENING

NEW EXHAUST IN

EXISTING OPENING

N N

N

COORDINATE ROOF

VENT LOCATIONS

WITH MECHANICAL

N

W12x26

W 8x

L

L

SF130

S140

D = EXISTING RUBBISH CHUTE TO BE MODIFIED FOR NEW OPENING - REFER

TO ARCHITECT FOR ADDITIONAL DETAILS.

P = EXISTING PENETRATION THROUGH SLAB TO BE INFILLED. REFER TO

SHEETS S162 FOR ADDITIONAL SLAB REPAIR INFORMATION.

P

WHERE NEW AHU INTERFERES WITH

(E) ATTIC POSTS, REFER TO 8/S142

WHERE NEW AHU INTERFERES WITH

(E) ATTIC POSTS, REFER TO 8/S142

WHERE NEW AHU INTERFERES WITH

(E) ATTIC POSTS, REFER TO 8/S142

D

C

S151

P

SF130

S141

TYP 1'-11 7/8"

2'-4 5/8"

5' -2

/8

8'-9"

2' -0

/8

2' -8

/8

4. REFER TO ARCHITECTURAL AND MECHANICAL ROOF PLANS FOR LOCATIONS OF EXISTING

OPENINGS AND EQUIPMENT TO BE REMOVED. OPENINGS LARGER THAN 16"x16" MAY BE PATCHED

PER DETAIL 8/S151.

5. A PATIENT LIFT TRACK SUPPORT SYSTEM IS TO BE INSTALLED ON THE UNDERSIDE OF THE ATTIC

FLOOR. THE DESIGN AND LAYOUT IS BY OTHERS. REFER TO ARCHITECTURAL DRAWINGS FOR

ADDITIONAL INFORMATION.

6. THE ANCHORAGE OF THE PATIENT LIFT TRACK SUPPORT SYSTEM TO THE EXISTING CONCRETE

STRUCTURE SHALL BE DESIGNED BY THE CONTRACTOR PER THE SYSTEM MANUFACTURER'S

REQUIREMENTS.

7. PROVIDE TRACK LIGHTING SUPPORTS WHERE REQUIRED BY ARCHITECT. REFER TO THE REFLECTED

CEILING PLAN FOR LOCATIONS. REFER TO 6 AND 7/S142 FOR ATTACHMENT DETAILS.

FRP REINFORCING

PRESENT AT COLUMN.

FRP DESIGNER TO

VERIFY IF

MODIFICATION IS

REQUIRED

FRP REINFORCING PRESENT

AT COLUMN. FRP DESIGNER

TO VERIFY IF MODIFICATION

IS REQUIRED

FRP REINFORCING AT COLUMN BY

FRP DESIGNER, TYP ALL SHOWN

WITH BLACK BOX. SEE LOAD PLANS

ON S003 AND S004 AND CONCEPTUAL

DETAILS ON S143

FRP REINFORCING

PRESENT AT

COLUMN. FRP

DESIGNER TO

VERIFY IF

MODIFICATION IS

REQUIRED

FRP REINFORCING

PRESENT AT

COLUMN. FRP

DESIGNER TO

VERIFY IF

MODIFICATION IS

REQUIRED

S150

(E) FLOOR

HATCH

10'-7" 6" 3'-1" 3'-6" 3'-6"

1'-4"

5'- 0"

FACE OF (E) WALL

8"

'-4

2'- 6"

EACH

SIDE 7'-

3" 3'-

4"

HSS3x3 x3/

BP2

HSS3x3x3/8

BP1

HSS3x3x3/8

BP1

HSS3x3x3/8

BP2

10'-7"

5'-3" (NOTE 5)

1'-4"

HOIST TROLLEY - SIZED

AS REQUIRED FOR BEAM,

RATED FOR 2000 LB HOIST

CAPACITY, MINIMUM 11

'-4

5'-4" (NOTE 5)

W10x26

W10x26

S1 0x

H

OI

ST

B

EA

M

10 11 12 13

D

C

B

A

EXISTING ROOF OPENING AT OLD CHIMNEY, TO BE PATCHED

AS FOLLOWS:

1. REMOVE EXISTING COVERING AND CLEAN STRUCTURE

TO RECEIVE NEW ATTACHMENT.

2. VERIFY SIZE OF OPENING DOES NOT EXCEED 9'-0"x9'-0".

3. PLACE NEW GALVANIZED 3" x 18 GA METAL ROOF DECK, WITH MINIMUM 8" OF BEARING ON ALL SIDES.

4. FASTEN PERIMETER OF ROOF DECK TO CONCRETE OR

MASONRY WITH 3/16"Ø TITEN SCREWS @ 6" OC.

( 1 3/4" EMBED). SCREWS TO HAVE MINIMUM EDGE

DISTANCE OF 4".

5. IF EXISTING CONSTRUCTION DOES NOT PERMIT

INSTALLATION AS DESCRIBED ABOVE, CONTACT THE

STRUCTURAL ENGINEER OF RECORD (SEOR) FOR

ADDITIONAL INSTRUCTIONS.

1/8" = 1'-0"1 ATTIC FRAMING PLAN

PLAN NORTH

FINISH FLOOR EL. 92'-5" (VIF)

Project Number

Building Number

Drawing Number

Project Title

Location

Issue Date Checked Drawn

Drawing Title

Approved:

VA FORM 08 - 6231

A

CONSTRUCTION

DOCUMENTS

FULLY SPRINKLERED

Office of Construction and Facilities…