36E77619R0086-008.pdf

0'-0"

- INDICATES STRUCTURAL STEEL MOMENT

CONNECTION (SEE PLAN NOTES).

- INDICATES HSS STEEL COLUMN.

- INDICATES FINISH CONCRETE SLAB ELEVATION.

- INDICATES SECTION OR DETAIL

- INDICATES T.O. NEW CONCRETE FOUNDATION

WALL/PIER OR CMU WALL ELEVATION.

ABBREVIATIONS & SYMBOLS LEGEND

- INDICATES BOTTOM OF NEW CONCRETE

FOOTING ELEVATION.

- INDICATES STEP IN CONCRETE FOOTING -

SEE FOUNDATION DETAILS.

- INDICATES COLUMN GRID.

SECTION DESIGNATION,

SECTION APPEARS ON SAME SHEET

- INDICATES CONCRETE FOOTING. SEE SCHEDULE.F1

- INDICATES CONCRETE PIER. SEE SCHEDULE.P1

- INDICATES SAWCUT CONTROL JOINT.(SJ)

- INDICATES CMU LINTEL BEAM. SEE

CMU LINTEL SCHEDULE. (PLAN VIEW)

[ ]0'-0"

0'-0"

- INDICATES SECTION OR DETAIL

SHEET NUMBER WHERE SECTION APPEARS

SECTION DESIGNATION

S#.##

OR

- INDICATES WIDE FLANGE STEEL COLUMN.

ABBREVIATIONS:

E.W.

EXP.

EL.

ELEC.

ELEV.

E.O.D.

E.O.S.

EXT.

FDN

FIN.

FTG

GA.

GALV.

H.P.

HORIZ.

HSS

I.F.

K

KBF

KB

KSF

KSI

LB, LBS

LFH

LFV

LLH

LLV

L.P.

L.W.

MAX.

MECH.

MIN.

MF

N.T.S.

O.C.

O.F.

O.H.

OEI

OPN'G

P.E.

PL.

PSF

PSI

REINF.

REQ'D

RTU

SIM.

SJ

SJI

SOG

SPECS

SS

STL

T T

TSF

T&B T.O.

T.O.W.

T.O.S.

TYP.

U.N.O.

VERT.

V.I.F.

w/

WT

W.W.F.

EACH WAY

EXPANSION

ELEVATION

ELECTRICAL

ELEVATOR

EDGE OF DECK

EDGE OF SLAB

EXTERIOR

FOUNDATION

FINISH

FOOTING

GAUGE

GALVANIZED

HIGH POINT

HORIZONTAL

HOLLOW STRUCTURAL SECTION

INSIDE FACE (REINFORCING)

KIP, KIPS (1 KIP = 1000 LBS)

KNEE BRACE

KICKER BRACE

KIPS PER SQUARE FOOT

KIPS PER SQUARE INCH

POUND, POUNDS

LONG FACE HORIZONTAL (TUBES)

LONG FACE VERTICAL (TUBES)

LONG LEG HORIZONTAL (L-ANGLES)

LONG LEG VERTICAL (L-ANGLES)

LOW POINT

LIGHT-WEIGHT

MAXIMUM

MECHANICAL

MINIMUM

MOMENT FRAME

NOT TO SCALE

ON CENTER

OUTSIDE FACE (REINFORCING)

OPPOSITE HAND

ODEH ENGINEERS, INC.

OPENING

PROFESSIONAL ENGINEER

PLATE

POUNDS PER SQUARE FOOT

POUNDS PER SQUARE INCH

REINFORCED, REINFORCEMENT, ETC.

REQUIRED

ROOF TOP UNIT

SIMILAR

SAWCUT (CONTROL) JOINT

STEEL JOIST INSTITUTE

SLAB-ON-GRADE

SPECIFICATIONS

STAINLESS STEEL

STEEL

TOP (FRAMING OR REINFORCING)

TON, TONS (1 TON = 2000 LBS)

TONS PER SQUARE FOOT

TOP AND BOTTOM

TOP OF

TOP OF WALL

TOP OF STEEL

TYPICAL

UNLESS NOTED OTHERWISE

VERTICAL

VERIFY IN FIELD

WITH

WEIGHT

WELDED WIRE FABRIC

AT

POUND, POUNDS

ABBREVIATIONS:

A/E

ADDN'L

AESS

ARCH.

BF

B.O.

BLDG

C.L.

C.J.

CMU

CONC.

CONN.

CONT.

CONT'D

COORD.

DIM.

DN

DWG

E.F.

ARCHITECT/ENGINEER

ADDITIONAL

ARCHITECTURALLY EXPOSED

STRUCTURAL STEEL

ARCHITECT, ARCHITECTURAL

BRACED FRAME

BOTTOM OF

BUILDING

CENTER LINE

CONSTRUCTION JOINT

CONCRETE MASONRY UNIT

CONCRETE

CONNECTION

CONTINUOUS

CONTINUED

COORDINATE

DIMENSION

DOWN

DRAWING

EACH FACE

STRUCTURAL DRAWING LIST

GENERAL NOTES

VI. STRUCTURAL STEEL (CONT.)

1. ALL WORK SHALL CONFORM TO THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION

SPECIFICATIONS AND ITS CODE OF STANDARD PRACTICE.

2. MATERIAL SPECIFICATIONS:

3. ALL WELDING OPERATIONS SHALL BE PERFORMED BY AWS CERTIFIED WELDERS IN

CONFORMANCE WITH ALL APPLICABLE REQUIREMENTS. USE E-70XX WELDING ELECTRODES.

4.

5. ALL BOLTED CONNECTIONS SHALL USE ASTM A325 BOLTS OR A490 BOLTS (3/4"ø MINIMUM), UNLESS NOTED OTHERWISE. BOLTED CONNECTIONS SHALL BE DESIGNED PER THE AISC

STEEL CONSTRUCTION MANUAL, 13TH EDITION LRFD AND THE RCSC SPECIFICATION FOR

STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS LRFD.

6. ALL NEW STRUCTURAL STEEL SHALL BE GIVEN ONE COAT OF AN APPROVED SHOP PRIMER APPLIED IN

ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS, UNLESS NOTED OTHERWISE. SURFACE

PREPARATION OF STEEL PRIOR TO SHOP PAINTING SHALL CONFORM TO SSPC SP6.

7. AFTER ERECTION IS COMPLETE, TOUCH-UP ALL SHOP PRIMED COATS DAMAGED DURING

TRANSPORTATION AND ERECTION, AND PRIME ALL FIELD WELDS USING THE SAME PAINT USED FOR

SHOP PRIMING.

8. ALL STRUCTURAL STEEL TO RECEIVE SPRAY-ON FIREPROOFING SHALL BE FABRICATED WITHOUT

ANY PRIMER COATINGS (COORDINATE WITH ARCHITECT).

9. ALL EXPOSED STRUCTURAL STEEL AND CONNECTIONS SHALL BE HOT-DIP GALVANIZED, OR MAY BE PRIMED AND PAINTED WITH AN APPROVED EPOXY PAINT SYSTEM. ALL HOT-DIP GALVANIZING SURFACE PREPARATION AND OPERATIONS SHALL CONFORM TO ASTM A123 AND A153. REPAIR ALL CONNECTIONS

AND SURFACES DAMAGED DURING TRANSPORTATION AND ERECTION PER ASTM A780.

10. MOMENT CONNECTIONS SHALL BE DESIGNED TO DEVELOP THE MOMENT LOAD INDICATED ON PLAN.

WHERE NO MOMENT LOAD IS SHOWN, CONNECTION SHALL BE DESIGNED TO DEVELOP THE FULL

MOMENT CAPACITY OF THE MEMBER. ALL MOMENT CONNECTIONS SHALL BE DESIGNED BY A P.E.

REGISTERED IN THE STATE WHERE THE PROJECT OCCURS. SUBMIT STAMPED DRAWINGS AND

CALCULATIONS FOR REVIEW.

12. BRACED FRAME CONNECTIONS SHALL BE DESIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF RHODE ISLAND. ALL STEEL CONNECTIONS MUST BE DESIGNED FOR THE FACTORED AXIAL LOADS INDICATED ON THESE DRAWINGS. SUBMIT STAMPED DRAWINGS AND CALCULATIONS FOR

REVIEW.

14.

STRUCTURAL STEEL FRAME SHALL BE LEVEL AND PLUMB PRIOR TO COMPLETING CONNECTIONS.

SUBMIT DESIGN CALCULATIONS (STAMPED BY A P.E. REGISTERED IN THE STATE OF RHODE ISLAND) AND SHOP DRAWINGS FOR REVIEW (SEE SECTION "I. GENERAL"). CALCULATIONS ARE REQUIRED FOR

ALL MOMENT CONNECTION, BRACED FRAME CONNECTIONS, CONNECTIONS FOR BEAMS

TRANSFERRING AXIAL FORCES, AND ALL OTHER NON-STANDARD CONNECTIONS. REPRESENTATIVE

CALCULATIONS MAY BE SUBMITTED FOR ALL AISC STANDARD CONNECTIONS.

W, WT SHAPES

S, M, HP, C, MC SHAPES

SQUARE & RECTANGULAR HSS

ROUND HSS

L SHAPES, MISC. PLATES & BARS

THREADED RODS, THREADED FASTENERS

BOLTS

ANCHOR RODS

SHEAR STUD CONNECTORS

ASTM A500, GRADE C (50 KSI)

ASTM A500, GRADE C (46 KSI)

ASTM A36

ASTM A36

ASTM A325 OR A490

ASTM F1554, GRADE 36

ASTM A108

ASTM A572, GRADE 50

ASTM A992 (50 KSI)

VERIFY IN FIELD ALL DIMENSIONS AND LOCATIONS AND GEOMETRY OF EXISTING STRUCTURES PRIOR TO CONSTRUCTION. ALL EXISTING DIMENSIONS ARE APPROXIMATE. NOTIFY THE A/E IMMEDIATELY OF

ANY DISCREPANCY BETWEEN THE FIELD CONDITIONS AND THE CONTRACT DRAWINGS.

3.

6. IT IS REQUIRED THAT A PRE-CONSTRUCTION MEETING BE HELD WITH ALL

SUBCONTRACTORS TO REVIEW THE PROJECT REQUIREMENTS AND POTENTIAL DESIGN

AND CONSTRUCTION ISSUES.

2. ALL REQUESTS FOR INFORMATION SHALL BE COORDINATED THROUGH THE ARCHITECT.

1.

CERTAIN ARCHITECTURAL MATERIALS, PRODUCTS, AND FEATURES THAT MUST BE

INCORPORATED IN THE FOUNDATION WORK ARE NOT SHOWN ON THESE DRAWINGS. THE

ARCHITECT SHALL PROVIDE INFORMATION TO CLARIFY RELATED WORK TO BE INCORPORATED IN

THE FOUNDATION CONSTRUCTION FOR:

THESE CONSTRUCTION DOCUMENTS ARE INTENDED TO BE BE USED FOR CONSTRUCTION AND

BIDDING PURPOSES. IF ANY OMISSIONS OR INCONSISTENCIES BETWEEN DIFFERENT TRADES ARE

FOUND TO EXIST, CONTRACT THE ENGINEER OF RECORD FOR CLARIFICATION.

X. COLD-FORMED METAL FRAMING

1. ALL METAL STUD WALLS SHALL BE DESIGNED BY THE METAL STUD SUPPLIER IN ACCORDANCE WITH

THE REQUIREMENTS OF THE RHODE ISLAND STATE BUILDING CODE AND ITS APPLICABLE

REFERENCED STANDARDS.

2. THE COLD-FORMED METAL STUD SUPPLIER SHALL DESIGN AND FABRICATE THE METAL STUD WALLS AS A SYSTEM. THIS SHALL INCLUDE ALL STICK FRAMED AND PANELIZED SECTIONS, ALL PERMANENT AND

TEMPORARY LATERAL BRACING, AND WALL REQUIRED CONNECTIONS. COORDINATE WITH

ARCHITECTURAL DRAWINGS FOR ALL DETAILS, DIMENSIONS, AND OTHER INFORMATION NOT INCLUDED IN

THE STRUCTURAL DRAWINGS.

3. ALL EXTERIOR METAL STUD WALLS SHALL BE DESIGNED USING THE LOADING INFORMATION INCLUDED IN

THESE DOCUMENTS.

4. ALL COLD-FORMED METAL STUDS SHALL BE 6"-16 GAUGE MINIMUM UNLESS NOTED OTHERWISE.

5. INSTALLATION, BRIDGING, AND CONNECTIONS SHALL BE DESIGNED IN STRICT ACCORDANCE WITH THE

METAL STUD MANUFACTURER'S SPECIFICATIONS AND RECOMMENDATIONS.

6. ALL METAL STUD CURTAIN (NON-BEARING) WALLS SHALL BE BRACED AGAINST ROTATION BY DIAPHRAGM RATED SHEATHING BOARD APPLIED FULL HEIGHT TO EACH SIDE OF THE WALL. WHERE THE WALL IS NOT SHEATHED FULL HEIGHT EACH SIDE OR SHEATHED ON ONE SIDE ONLY, CONTINUOUS BRIDGING SPACED AT 5'-0" O.C. (OR AS RECOMMENDED BY COLD-FORMED MANUFACTURER) SHALL PROVIDE ROTATIONAL SUPPORT. THE CONTRACTOR IS RESPONSIBLE FOR BRACING THE WALLS DURING CONSTRUCTION.

7. ALL METAL STUD CURTAIN (NON-BEARING) WALLS SHALL HAVE SLIP CONNECTIONS TO ALLOW FOR VERTICAL DEFLECTION OF THE STRUCTURE WITHOUT LOADING THE NON-BEARING STUD WALL. PROVIDE FOR DEFLECTION OF 3/4" OR SPAN/360, WHICHEVER IS GREATER. DEFLECTION TRACK OR MARINO/WARE "WSC-SLIDE CLIPS", OR APPROVED EQUAL, SHALL BE USED TO ALLOW FOR VERTICAL DEFLECTION.

9. ALL METAL STUD WALLS USED AS BACK-UP FOR MASONRY OR BRICK VENEER SHALL BE DESIGNED FOR A MAXIMUM LATERAL DEFLECTION OF L/900. ALL OTHER METAL STUD WALLS SHALL BE DESIGNED

FOR A MAXIMUM LATERAL DEFLECTION OF L/360, UNLESS NOTED OTHERWISE.

10. SIZES OF COLD-FORMED MEMBERS INDICATED IN CONTRACT DRAWINGS REPRESENT THE MINIMUM FRAMING/SIZE REQUIREMENTS. THE FINAL DESIGN OF ALL COLD-FORMED MEMBERS AND SECTIONS

SHALL BE DETERMINED/VERIFIED BY THE COLD-FORMED DESIGNER.

11. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS AND DESIGN CALCULATIONS (STAMPED BY A P.E.

REGISTERED IN RHODE ISLAND) FOR REVIEW (SEE SECTION "I. GENERAL").

ALL STAIR STRUCTURES (NOT INCLUDING CAST-IN-PLACE CONCRETE STAIRS WITHIN CONCRETE SHEAR WALLS) SHALL BE DESIGNED BY A STAIR FABRICATOR IN ACCORDANCE WITH THE RHODE ISLAND STATE BUILDING CODE. STAIRS AND LANDINGS SHALL BE DESIGNED FOR 100 PSF LIVE LOAD

CAPACITY AND MAY BE SUPPORTED FROM BUILDING FRAMING ELEMENTS UNLESS NOTED

OTHERWISE. COORDINATE ALL STAIR DETAILS WITH ARCHITECTURAL DRAWINGS AND SUBMIT

FABRICATION DRAWINGS ALONG WITH CALCULATIONS, STAMPED BY A P.E. LICENSED IN THE STATE

OF RHODE ISLAND, FOR REVIEW AND APPROVAL.

1.

2.

3.

XII. ENGINEERING REQUIREMENTS FOR CONTRACTOR

THE DETAILS IN THESE DRAWINGS ASSUME THAT THE ARCHITECTURAL WALL SYSTEMS OF THE

BUILDING WILL CONSIST OF METAL PANEL CLADDING WITH COLD-FORMED METAL BACKUP WALL

AND CURTAIN WALL SYSTEMS.

COLD-FORMED METAL BACKUP WALLS SHALL BE DESIGNED TO SPAN VERTICALLY BETWEEN

FLOOR LEVELS AND SHALL MAINTAIN THE DEFLECTION CRITERIA LISTED IN THE GENERAL NOTES, UNLESS NOTED OTHERWISE. THE ROOF PARAPETS SHALL BE COLD-FORMED METAL STEEL AND

SHALL BE DESIGNED WITH THE METAL BACKUP WALLS. ALL ARCHITECTURAL WALL SYSTEMS,

INCLUDING PARAPETS, SHALL BE DESIGNED BY A PROFESSIONAL ENGINEER, REGISTERED IN THE

STATE OF RHODE ISLAND. SHOP DRAWINGS AND CALCULATIONS, STAMPED BY A PROFESSIONAL

ENGINEER LICENSED IN THE STATE OF RHODE ISLAND, SHALL BE SUBMITTED FOR REVIEW.

CONCRETE CONTRACTORS SHALL INCLUDE, IN THE BASE CONTRACT, THE COSTS TO EMBED ALL

NECESSARY STEEL FOR ALL ARCHITECTURAL WALL SYSTEMS. COORDINATE LOCATION, QUANTITY, AND DIMENSIONS OF HARDWARE WITH ARCHITECT AND WALL SYSTEM FABRICATIONS.

ALL CONCRETE SHORING AND FORMWORK SHALL BE DESIGNED BY A PROFESSIONAL ENGINEER

REGISTERED IN THE STATE OF RHODE ISLAND. SUBMIT FOR REVIEW ALL SHORING AND

FORMWORK PLANS STAMPED AND SIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN RHODE

ISLAND. SUBMIT FOR REVIEW ALL SUPPORTING CALCULATIONS STAMPED AND SIGNED BY A

PROFESSIONAL ENGINEER REGISTERED IN RHODE ISLAND.

XI. GENERAL NOTES REGARDING DEMOLITION

11. MOMENT CONNECTIONS DESIGNATED AS PART OF THE SEISMIC LOAD RESISTING SYSTEM (SLRS) SHALL BE DESIGNED FOR THE FULL MOMENT CAPACITY OF THE MEMBER, AND SHALL COMPLY WITH ALL REQUIREMENTS FOR ORDINARY MOMENT FRAMES (OMF) GIVEN IN SECTION E1 OF AISC 341-10

"SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS"

ALL COLD-FORMED METAL FRAMING SHALL BE DESIGNED BY A PROFESSIONAL ENGINEER

REGISTERED IN THE STATE OF RHODE ISLAND PER THE APPLICABLE BUILDING CODE REQUIREMENTS.

SUBMIT STAMPED AND SIGNED CALCULATIONS TO THE ARCHITECT/ ENGINEER FOR REVIEW AND

APPROVAL.

4. IF THE CONTRACTOR DEEMS IT NECESSARY TO MODIFY OR REMOVE ANY PORTION OF THE

EXISTING STRUCTURE IN ORDER TO PERFORM THE WORK DESCRIBED WITHIN THE CONTRACT

DOCUMENTS, THEN SUCH PORTIONS OF THE STRUCTURE SHALL BE REPAIRED OR REPLACED

WITH EQUAL MATERIALS AND DETAILS TO MATCH THE EXISTING CONDITIONS AT NO ADDITIONAL COST TO THE OWNER; THIS WORK SHALL BE INCLUDED IN THE BASE PRICE OF THE CONTRACT.

5.

ALL CONNECTIONS SHALL BE DESIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF RHODE ISLAND FOR THE LOADS INDICATED ON THE GENERAL NOTES AND ON TYPICAL DETAILS

FOR MOMENT AND BRACED FRAME CONNECTIONS. FOR BIDDING PURPOSES, STEEL

SUBCONTRACTORS SHALL ASSUME THAT LATERAL FORCE RESISTING SYSTEM CONNECTIONS MUST

BE DESIGNED FOR THE FULL CAPACITY OF THE CONNECTED MEMBERS (ALTHOUGH CONNECTIONS

NEED NOT BE DESIGNED FOR FORCES GREATER THE MAXIMUM LOAD THAT CAN BE DELIVERED TO THOSE CONNECTIONS). CONTRACTOR SHALL INCLUDE, IN THE BASE CONTRACT, ALL STIFFENER AND DOUBLER PLATES INDICATED ON THE TYPICAL DETAILS PROVIDED IN THESE DRAWINGS, UNLESS IT CAN BE SHOWN THROUGH CALCULATIONS (STAMPED BY A REGISTERED PROFESSIONAL ENGINEER)

THAT THESE REINFORCING PLATES ARE NOT REQUIRED TO DEVELOP THE CONNECTION FORCES.

4.

5.

6. EXISTING STRUCTURAL FRAMING SYSTEMS WILL REQUIRE SHORING DURING CONSTRUCTION WHERE DEMOLITION OF FRAMING ELEMENTS WILL OCCUR. THE CONTRACTOR MUST PROVIDE A TEMPORARY SHORING SYSTEM DESIGNED BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE OF RHODE ISLAND FOR FLOOR AND ROOF FRAMING AS REQUIRED DURING DEMOLITION. THE CONTRACTOR MUST

SUBMIT SIGNED, STAMPED DRAWINGS AND CALCULATIONS TO THE A/E FOR REVIEW PRIOR TO

BEGINNING WORK.

7. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL METHODS OF UNDERPINNING DURING

CONSTRUCTION INCLUDING, BUT NOT LIMITED TO: THE BRACING OF THE EXISTING SOIL,

UNDERPINNING OF EXISTING FOOTINGS AND EXISTING FOUNDATION SYSTEMS. THE CONTRACTOR SHALL SUBMIT A DETAILED PROPOSAL FOR ALL METHODS OF UNDERPINNING PRIOR TO THE START OF CONSTRUCTION. ALL SUCH SUBMISSIONS MUST BE DESIGNED BY A PROFESSIONAL ENGINEER

LICENSED IN THE STATE OF RHODE ISLAND AND MUST BE SUBMITTED TO THE

ARCHITECT/ENGINEER FOR REVIEW PRIOR TO BEGINNING WORK.

8.

1. ALL WORK SHALL CONFORM TO THE RHODE ISLAND STATE BUILDING CODE (RISBC) AND

ITS APPLICABLE REFERENCED STANDARDS.

2. IT IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR TO VERIFY ALL EXISTING CONDITIONS AND

DIMENSIONS AS THEY RELATE TO CONSTRUCTION AND DEMOLITION. REPORT TO THE

ARCHITECT/ENGINEER ALL OBSERVATIONS AND ANY DISCREPANCIES BEFORE PROCEEDING WITH

WORK. IN AREAS OF DISCREPANCY, DEMOLITION SHALL NOT PROCEED WITHOUT WRITTEN APPROVAL

FROM THE ARCHITECT AND ENGINEER OF RECORD.

3. WHERE DETAILS FOR SPECIFIC CONDITIONS ARE NOT SHOWN ON THESE PLANS, USE DETAILS FOR THE MOST NEARLY SIMILAR CONDITIONS SHOWN ON THE STRUCTURAL DRAWINGS AS DETERMINED BY THE ARCHITECT AND STRUCTURAL ENGINEER OF RECORD. REPORT ANY COORDINATION ISSUES

IMMEDIATELY TO THE ARCHITECT FOR REVIEW.

5. ALL DEMOLITION WORK MUST BE COORDINATED WITH ARCHITECTURAL DRAWINGS AND SPECIFICATIONS

ISSUED SEPARATELY FROM THESE DRAWINGS.

6. IT IS THE SOLE RESPONSIBILITY OF THE GENERAL CONTRACTOR TO PROVIDE FOR A SAFE AND EFFICIENT METHOD OF SHORING AND/OR BRACING THE STRUCTURE DURING ALL DEMOLITION AND

CONSTRUCTION PHASES. NOTE THAT TEMPORARY BRACING IS REQUIRED FOR ALL COLUMNS AND

WALLS TO REMAIN WHERE INTERCONNECTED FRAMING MEMBERS (SUCH AS BEAMS, GIRDERS,

DIAGONAL BRACES, OR SLABS) ARE TO BE REMOVED.

4. DEMOLITION OF FRAMING ELEMENTS SHOWN ON THESE DRAWING MAY VARY BASED ON THE

CONSTRUCTION SEQUENCE AND THE HOSPITAL REQUIREMENTS TO REMAIN OPERATIONAL DURING

CONSTRUCTION - COORDINATE SEQUENCE OF DEMOLITION AND CONSTRUCTION WITH THE OWNER

PRIOR TO BEGINNING WORK.

7. THE CONTRACTOR SHALL ENGAGE A STRUCTURAL ENGINEER, LICENSED IN THE STATE OF RHODE ISLAND, TO PROVIDE STAMPED STRUCTURAL CALCULATIONS AND DRAWINGS FOR ALL TEMPORARY SHORING AND BRACING SYSTEMS, AS WELL AS AN ANALYSIS OF ANY TEMPORARY LOADS THAT THE

CONTRACTOR CHOOSES TO IMPOSE UPON THE EXISTING STRUCTURE. CONTRACTOR SHALL

PROVIDE ALL ADDITIONAL SHORING, FLOOR REINFORCEMENT, OR OTHER MEASURES AS REQUIRED TO

SUPPORT SUCH TEMPORARY LOADS. ALL SHORING SHALL BE PLACED CONTINUOUS DOWN TO

FOUNDATIONS.

8. ALL DEMOLITION WORK SHALL BE CONTINUOUSLY MONITORED BY THE SPECIAL INSPECTIONS AGENCY

TO ENSURE CONFORMANCE TO THE DRAWINGS AND SPECIFICATIONS .

9. IN GENERAL, NO COLUMNS, WALLS, BRACES, OR OTHER LOADBEARING VERTICAL STRUCTURAL ELEMENTS SHALL BE REMOVED AS PART OF THIS DEMOLITION UNLESS SPECIFICALLY NOTED ON THESE DRAWINGS. IN AREAS OF DISCREPANCY WITH FIELD CONDITIONS, CONTRACTOR SHALL REQUEST

WRITTEN VERIFICATION PRIOR TO PROCEEDING WITH DEMOLITION.

10. SUBMIT A DETAILED PLAN OF DEMOLITION, STAMPED BY A STRUCTURAL ENGINEER LICENSED IN THE STATE OF RHODE ISLAND, FOR REVIEW PRIOR TO PROCEEDING WITH WORK. SUBMIT SHOP DRAWINGS

FOR APPROVAL FOR ALL FABRICATED ITEMS, TEMPORARY SHORING, AND BRACING SYSTEMS.

11. DEMOLITION WORK SHALL BE PERFORMED IN SUCH A MANNER AS TO PRESERVE THE INTEGRITY OF

ALL ADJACENT STRUCTURAL ELEMENTS. WHERE NECESSARY, PRECUT CONNECTIONS TO

STRUCTURAL ELEMENTS TO REMAIN IN ORDER TO AVOID DAMAGE DURING REMOVAL OF

CONNECTED FRAMING MEMBERS. UTILIZE HAND TOOLS WHERE REQUIRED.

12. IT SHALL BE UNDERSTOOD THAT THE CONTRACTOR SHALL TAKE ALL NECESSARY MEASURES TO PROTECT THE EXISTING BUILDING ELEMENTS TO REMAIN DURING DEMOLITION. DO NOT CUT OR ALTER ANY OF THE EXISTING STRUCTURE OR ARCHITECTURAL ELEMENTS TO REMAIN WITHOUT PRIOR WRITTEN APPROVAL

FROM THE ARCHITECT OR ENGINEER OF RECORD. PROVIDE PROTECTION FOR EXISTING WALLS,

COLUMNS, BRACES, AND OTHER BUILDING ELEMENTS TO REMAIN FROM FALLING DEBRIS. ANY DAMAGE TO EXISTING ELEMENTS TO REMAIN SHALL BE REPAIRED BY THE CONTRACTOR AT HIS OWN EXPENSE.

13. WHERE EXISTING CONCRETE SLABS ARE TO BE REMOVED, SAWCUT EXISTING SLAB ALL ALONG EXISTING WALLS TO REMAIN PRIOR TO PROCEEDING WITH DEMOLITION IN ORDER TO MINIMIZE VIBRATION

TRANSMISSION THROUGH SLABS INTO MASONRY WALLS DURING DEMOLITION PROCESS.

14. ALL BIDDERS SHALL VISIT THE SITE TO BECOME FAMILIAR WITH THE EXISTING FACILITY, LIMITATIONS TO ACCESS THE BUILDING FOR PERSONNEL AND EQUIPMENT, AND OTHER COORDINATION RELATED ISSUES.

ANY DISCREPANCIES, OMISSIONS, OR VARIATIONS NOTED ON THE DRAWINGS OR IN THE

SPECIFICATIONS THAT ARE DISCOVERED DURING THE BIDDING PERIOD SHALL BE IMMEDIATELY

COMMUNICATED IN WRITING TO THE ARCHITECT AND ENGINEER.

8. ALL AXIAL LOAD BEARING WALLS SHALL BE BRACED AGAINST ROTATION BEFORE LOADING. INSTALL BRIDGING SPACED AT INTERVALS NOT EXCEEDING 4'-0" O.C. (OR AS RECOMMENDED BY THE COLD-

FORMED MANUFACTURER).

13.

THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SUPPORT OF EXCAVATION DURING

CONSTRUCTION INCLUDING, BUT NOT LIMITED TO: THE SUPPORT OF THE EXISTING SOIL, BRACING, THE SUPPORT OF ALL EXISTING ADJACENT FOOTINGS AND FOUNDATION SYSTEMS, AND EARTH

RETENTION SYSTEMS (SUCH AS SHEET PILES, SOLDIER PILES AND LAGGING, ETC) AS REQUIRED

THE CONTRACTOR SHALL SUBMIT A DETAILED PROPOSAL FOR ALL SUPPORT OF EXCAVATION

PRIOR TO THE START OF CONSTRUCTION. ALL SUCH SUBMISSIONS MUST BE DESIGNED BY A

PROFESSIONAL ENGINEER LICENSED IN THE STATE OF RHODE ISLAND AND MUST BE SUBMITTED

TO THE ARCHITECT/ENGINEER FOR REVIEW PRIOR TO BEGINNING WORK.

I. GENERAL

1.

2. ALL REFERENCES TO THE CONTRACTOR IN THIS SET OF DRAWINGS REFER TO THE GENERAL CONTRACTOR, CONSTRUCTION MANAGER, AND OTHER PARTY OR PARTIES RESPONSIBLE FOR THE EXECUTION OF THE PROJECT.

6. WHERE DETAILS FOR SPECIFIC CONDITIONS ARE NOT SHOWN ON THESE DRAWINGS, USE DETAILS FOR THE MOST NEARLY SIMILAR CONDITIONS SHOWN ON THE STRUCTURAL DRAWINGS AS DETERMINED BY THE STRUCTURAL ENGINEER OF RECORD. REPORT ANY COORDINATION ISSUES IMMEDIATELY AS AN RFI FOR REVIEW.

7. COORDINATE WITH THE ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING, AND FIRE PROTECTION DRAWINGS FOR LOCATIONS AND DIMENSIONS OF CHASES, OPENINGS, BEAM PENETRATIONS, AND OTHER INFORMATION THAT IMPACTS STRUCTURE AND FOUNDATIONS THAT IS NOT SHOWN ON THESE DRAWINGS.

INCLUDE ADDITIONAL FRAMING AND REINFORCEMENT FOR SUCH WORK PER THE TYPICAL STRUCTURAL DETAILS

ON THESE DRAWINGS IN BASE CONTRACT.

5. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO PROVIDE FOR A SAFE AND EFFICIENT METHOD OF SHORING AND BRACING THE STRUCTURE DURING ALL CONSTRUCTION PHASES. ALL SHORING AND BRACING SHALL BE DESIGNED BY A PROFESSIONAL ENGINEER IN THE STATE IN WHICH THE PROJECT IS LOCATED. SUBMIT AN OUTLINE OF PROPOSED PROCEDURE AND ITS IMPACT ON THE BUILDING STRUCTURE FOR RECORD TO THE

ARCHITECT/ENGINEER OF RECORD BEFORE PROCEEDING WITH WORK.

8. ALL WORK SHALL BE MONITORED AND INSPECTED BY AN INDEPENDENT TESTING AND INSPECTIONS AGENCY

HIRED BY THE CONTRACTOR TO CARRY OUT ALL REQUIRED TESTING AND INSPECTION WORK IN

CONFORMANCE WITH THE PROJECT STATEMENT OF SPECIAL INSPECTIONS. REFER TO SPECIFICATION

SECTION 01 45 29 FOR MORE INFORMATION.

9.

12. THE TRADE CONTRACTORS SHALL SUBMIT SHOP AND ERECTION DRAWINGS AS WELL AS PRODUCT DATA (COLLECTIVELY KNOWN HEREIN AS "SHOP DRAWINGS") FOR REVIEW PRIOR TO PROCEEDING WITH

FABRICATION AND/OR CONSTRUCTION.

a. THE SHOP DRAWINGS SHALL BE PREPARED IN ACCORDANCE WITH THE LATEST EDITION OF THE CODE OF STANDARD PRACTICE FOR EACH RESPECTIVE TRADE IN CONJUNCTION WITH ADDITIONAL SHOP

DRAWING REQUIREMENTS INDICATED ON THESE DRAWINGS.

c. ALL SUBMITTALS SHALL BE IN UNLOCKED PDF FORMAT WITH SEARCHABLE TEXT.

13. THIS STRUCTURAL DRAWING SET IS BASED ON ARCHITECTURAL REVIT FILES RECEIVED ON 05/18/2017.

10. PRIOR TO REQUESTING A SITE VISIT BY ODEH ENGINEERS, INC. FOR OBSERVATION OF A COMPLETED STAGE OF CONSTRUCTION, THE CONTRACTOR SHALL SUBMIT A STATEMENT TO THE ARCHITECT/ENGINEER OF RECORD THAT ALL WORK HAS BEEN COMPLETED IN CONFORMANCE WITH THE STRUCTURAL CONTRACT DRAWINGS AND SHOP DRAWINGS WITHOUT EXCEPTION, OR HAS BEEN PERFORMED WITH FORMAL WRITTEN

EXCEPTIONS ORIGINATING FROM OR AUTHORIZED BY ODEH ENGINEERS, INC.

11. PRIOR TO RELEASE OF THE FINAL PROJECT CERTIFICATION TO THE BUILDING OFFICIAL, ODEH ENGINEERS, INC.

REQUIRES A LETTER FROM THE CONTRACTOR'S PROJECT EXECUTIVE IN RESPONSIBLE CHARGE STATING THAT ALL WORK INDICATED ON THE STRUCTURAL DRAWINGS HAS BEEN PERFORMED WITHOUT EXCEPTION OR WAS PERFORMED WITH FORMAL WRITTEN EXCEPTIONS ORIGINATING FROM OR AUTHORIZED BY ODEH ENGINEERS, INC. IN ADDITION, ODEH ENGINEERS, INC. REQUIRES A LETTER FROM THE PRINCIPAL OF THE TESTING AND INSPECTIONS AGENCY CERTIFYING THAT ALL TESTING AND INSPECTIONS WORK HAS BEEN COMPLETED IN CONFORMANCE WITH THE PROJECT STATEMENT OF SPECIAL INSPECTIONS AND THAT ALL STRUCTURAL NONCONFORMANCE CONDITIONS FOUND HAVE BEEN BROUGHT INTO CONFORMANCE WITH THE PROJECT

STRUCTURAL REQUIREMENTS PRIOR TO PROJECT COMPLETION.

4. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY ALL EXISTING CONDITIONS AND DIMENSIONS AS THEY

RELATE TO NEW CONSTRUCTION. REPORT ALL OBSERVATIONS AND ANY DISCREPANCIES TO THE

ARCHITECT/ENGINEER OF RECORD AS A REQUEST FOR INFORMATION (RFI) BEFORE PROCEEDING WITH WORK.

STRUCTURAL MEMBERS SHALL NOT BE MODIFIED WITHOUT WRITTEN APPROVAL FROM THE STRUCTURAL ENGINEER OF RECORD. ANY ANTICIPATED MODIFICATIONS TO THE CONSTRUCTION DOCUMENTS MUST BE SUBMITTED TO THE ARCHITECT/ENGINEER OF RECORD AS AN RFI FOR REVIEW AND COMMENT. IN THE EVENT OF A CONSTRUCTION OR FABRICATION ERROR, THE CONTRACTOR SHALL PREPARE A SKETCH AND CALCULATIONS, PREPARED BY A STRUCTURAL ENGINEER, DOCUMENTING THE PROPOSED CORRECTIVE ACTION AND SUBMIT IT TO THE ARCHITECT/ENGINEER OF RECORD FOR REVIEW AND APPROVAL PRIOR TO PERFORMING ANY CORRECTIVE WORK. ODEH ENGINEERS, INC. CANNOT CERTIFY ANY UNAUTHORIZED

DEVIATIONS TO THE CONSTRUCTION DOCUMENTS.

b. ALL SHOP DRAWINGS SHALL BE FULLY DEVELOPED BY THE TRADE CONTRACTORS OR BY AGENTS OF

THE CONTRACTORS. CAD FILES, PHOTOCOPIES, OR OTHER REPRODUCTIONS OF THE CONTRACT

DRAWINGS IN WHOLE OR IN PART SHALL NOT BE USED BY THE TRADE CONTRACTORS OR THEIR

AGENTS FOR THE PREPARATION AND DEVELOPMENT OF SHOP DRAWINGS WITHOUT THE EXPRESSED

WRITTEN CONSENT OF ODEH ENGINEERS, INC.

ALL WORK IN THE EXISTING STRUCTURE SHALL CONFORM TO THE RHODE ISLAND REHABILITATION AND FIRE CODE FOR EXISTING BUILDINGS AND STRUCTURES SRC-1 AND ITS APPLICABLE REFERENCED STANDARDS. ALL NEW WORK SHALL CONFORM TO THE RHODE ISLAND STATE BUILDING CODE SBC-1, 11th EDITION (INTERNATIONAL BUILDING CODE [IBC] 2012 WITH AMENDMENTS) AND ITS APPLICABLE REFERENCED STANDARDS (HEREIN

REFERRED TO AS THE BUILDING CODE).

3. ALL REFERENCES TO A PROFESSIONAL ENGINEER, STRUCTURAL ENGINEER, AND GEOTECHNICAL ENGINEER IN THIS SET OF DRAWINGS REFERS TO A PROFESSIONAL ENGINEER COMPETENT IN THE RESPECTIVE FIELD OF

DESIGN WHO IS REGISTERED IN THE STATE IN WHICH THE PROJECT IS LOCATED.

IX. STEEL ROOF DECK

1.

2. ROOF DECK SHALL BE DESIGNED FOR INDICATED WIND UPLIFT LOADS PER THE BUILDING CODE

AND PER THE DESIGN LOADS ON THESE DRAWINGS.

3. PROVIDE (2) ROWS OF 5/8" PUDDLE WELDS IN THE SUPPORT PATTERN LISTED BELOW FOR

RESPECTIVE DECK TYPES AT THE FOLLOWING COLLECTOR AND STRUT LOCATIONS:

AT ALL BEAMS WITHIN BRACED AND MOMENT FRAMES,

AT BEAMS DIRECTLY ADJACENT TO BRACED AND MOMENT FRAMES,

AT BEAMS WITH AN AXIAL LOAD SPECIFIED.

4. NO PERMANENT SUSPENDED LOADS SHALL BE SUPPORTED BY THE STEEL ROOF DECK. THE

CONTRACTOR SHALL PROVIDE A SECONDARY FRAMING SYSTEM (E.G. UNISTRUT OR SIMILAR)

ATTACHED TO STRUCTURAL FRAMING TO SUPPORT ALL PERMANENT SUSPENDED LOADS AT THE

UNDERSIDE OF ALL METAL ROOF DECKS. THE SECONDARY FRAMING SYSTEM SHALL SPAN BETWEEN

STRUCTURAL STEEL BEAMS AND SHALL NOT BE CONNECTED IN ANY WAY TO THE METAL DECK.

ROOF DECK SCHEDULE

RD1.5

MARK DECK

FASTENING

1 1/2" - 20 GA.

TYPE B

RD3 3" - 18 GA.

TYPE N

5/8"ø PUDDLE

WELDS

36/7 PATTERN

#12 TEK SCREWS

@ 30" O.C.

(4 PER SPAN MIN.)

TYP. SUPPORTS SIDELAP

5/8"ø PUDDLE

WELDS

24/4 PATTERN

SDI STANDARD STEEL ROOF DECK SHALL BE 18 GAUGE (MIN.), DESIGNED AND ERECTED IN

CONFORMANCE WITH THE LATEST EDITION OF THE ANSI/SDI STANDARD FOR STEEL ROOF DECK.

PERIMETER CORNER

1 2

1. PERIMETER - 4 FT. ZONE AROUND PENTHOUSE PERIMETER AND AT EDGES WHERE ROOF

CHANGES IN ELEVATION.

2. CORNER - INTERSECTION OF TWO PERIMETER REGIONS.

NOTES:

VIII. STEEL FLOOR DECKS

1.

2.

3.

STEEL DECK AND SHEAR CONNECTOR WORK SHALL CONFORM TO THE SPECIFICATIONS FOR DESIGN OF LIGHT GAUGE COLD FORMED STEEL STRUCTURAL MEMBERS (AISC), SPECIFICATIONS FOR DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL (AISC), AND STRUCTURAL WELDING CODE -

STEEL (AWS D- 1.1).

FLOOR DECK SCHEDULE

S3

MARK DECK

CONCRETE

THICKNESS

ABOVE FLUTES

TOTAL

THICKNESS REINFORCEMENT

FASTENING

3" - 18 GA.

TYPE VLI

3 1/4" L.W. 6 1/4" 6x6 W2.9xW2.9

WWF

5/8"ø PUDDLE

WELDS

36/4 PATTERN

SUPPORTS SIDELAP

NOTES:

1. MINIMUM CONCRETE THICKNESS SHOWN, PROVIDE ADDITIONAL CONCRETE TO ACHIEVE A LEVEL

SURFACE, WITH ADDITIONAL THICKNESS NOT TO EXCEED 3/4" AT SLAB MID-SPAN.

2. FOR DECK TYPE S2, PROVIDE 1" SLAB DEPRESSIONS AT INDICATED LOCATIONS. CONCRETE

THICKNESS SHALL NOT BE LESS THAN 3 1/4" AT ANY LOCATIONS.

SDI STANDARD STEEL FLOOR DECKS SHALL BE 18 GAUGE (MIN.), DESIGNED AND ERECTED IN

CONFORMANCE WITH THE LATEST EDITION OF THE ANSI/SDI STANDARD FOR COMPOSITE STEEL FLOOR

DECK - SLABS AND THE ANSI/SDI STANDARD FOR NON-COMPOSITE STEEL FLOOR DECK.

PROVIDE SHEAR CONNECTOR QUANTITY AS INDICATED ON THE STRUCTURAL FRAMING PLANS. STUDS SHALL BE CENTERED ON THE BEAM AND UNIFORMLY SPACED ALONG ITS SPAN, UNLESS OTHERWISE NOTED. WHERE STUD QUANTITIES ARE NOT INDICATED, PROVIDE SHEAR CONNECTORS AT A SPACING

NOT TO EXCEED 2'-0" O.C., UNLESS NOTED OTHERWISE.

SHEAR CONNECTORS SHALL BE 3/4"ø AND SHALL CONFORM TO ASTM A108, GRADES 1010, 1015, 1017, OR 1020. SHEAR CONNECTORS SHALL BE SPACED UNIFORMLY ALONG BEAM TOP FLANGE. SHEAR

CONNECTORS SHALL EXTEND A MINIMUM OF 1 1/2" ABOVE THE TOP OF STEEL DECK WITH A MINIMUM

CONCRETE COVER OF 1/2" FROM THE TOP OF SLAB, WITH LENGTHS AS FOLLOWS:

2" DEEP STEEL DECK: 4 1/2"

3" DEEP STEEL DECK: 4 1/2"

4.

COORDINATE ALL EDGE OF SLAB DIMENSIONS AND SLAB OPENING LOCATIONS AND EXTENTS WITH

ARCHITECTURAL AND MEP DRAWINGS.

5.

PERMANENT SUSPENDED LOADS ARE PERMITTED TO BE SUPPORTED BY COMPOSITE DECKS. THE

USE OF INTEGRAL HANGER TABS, CAST-IN-PLACE INSERTS, OR POST-INSTALLED EXPANSION

ANCHORS OR MECHANICAL ANCHORS ARE PERMITTED. THE USE OF POWDER ACTUATED FASTENERS

AND ADHESIVE ANCHORS IS NOT PERMITTED.

a. INTEGRAL HANGER TABS SHALL BE SPACED @ 12" O.C. AND SHALL SUPPORT A MAXIMUM

UNFACTORED SERVICE LOAD OF 20 LBS.

b. CAST-IN-PLACE INSERTS SHALL BE SPACED AT 4'-0" O.C. IN ANY DIRECTION AND SHALL

SUPPORT A MAXIMUM UNFACTORED SERVICE LOAD OF 600 LBS. (2)-CAST-IN-PLACE INSERTS

PER FLUTE BETWEEN SUPPORTS, MAXIMUM.

6.

PROVIDE BAR SUPPORTS, SPACERS, AND ACCESSORIES FOR ALL REINFORCING STEEL AS

RECOMMENDED IN THE LATEST EDITION OF THE ACI DETAILING MANUAL, PUBLICATION SP-66.

PROVIDE SCHEDULE OF ALL ACCESSORIES WITH SHOP DRAWINGS FOR REVIEW.

7.

SEE "STRUCTURAL STEEL" SECTION OF THE GENERAL NOTES FOR COMPOSITE STEEL BEAM

END CONNECTION DESIGN REQUIREMENTS.

8.

VII. STEEL DECKS - GENERAL

1. ALL STEEL DECK SHALL BE IN CONFORMANCE WITH THE BUILDING CODE AS WELL AS THE STEEL DECK INSTITUTE (SDI) REQUIREMENTS AND SPECIFICATIONS. THIS SHALL INCLUDE, BUT NOT BE LIMITED TO, MANUFACTURE, TRANSPORTATION, STORAGE, AND INSTALLATION. STEEL FLOOR DECK SHALL BE AS MANUFACTURED BY VULCRAFT (BASIS OF DESIGN), NEW MILLENNIUM BUILDING SYSTEMS, CANAM, OR

AN APPROVED EQUAL.

2.

DECK SHEETS SHALL BE PLACED IN ACCORDANCE WITH REVIEWED ERECTION LAYOUT DRAWINGS

(INCLUDING FASTENING SCHEDULE) SUPPLIED BY THE DECK MANUFACTURER, AND IN CONFORMANCE

WITH THE MANUFACTURER'S STANDARDS.

3.

ALL STEEL DECK AND DECK ACCESSORIES SHALL CONFORM TO ASTM A653 STRUCTURAL QUALITY, WITH A MINIMUM YIELD STRENGTH OF 33 KSI

6. UNLESS NOTED OTHERWISE ON DRAWINGS, PROVIDE 1/4" THICK (BOTTOM) AND 20 GA. (TOP) GALVANIZED STEEL PLATES AT ALL LOCATIONS WHERE DECK CHANGES SLOPE (RIDGES, VALLEYS, HIPS, ETC.) AND WHERE DECK CHANGES SPAN DIRECTION FOR CONTINUOUS EVEN SURFACE.

4.

ALL STEEL TO BE USED FOR DECKING SHALL BE GALVANIZED ACCORDING TO ASTM A924, WITH A MINIMUM COATING CLASS OF G60. SEE DRAWINGS FOR ADDITIONAL GALVANIZING REQUIREMENTS AT

EXPOSED LOCATIONS.

5. ALL STEEL DECK SHALL BE INSTALLED IN THE TRIPLE-SPAN CONDITION, UNLESS SPECIFICALLY NOTED

OTHERWISE ON THE DRAWINGS.

7. SUBMIT SHOP DRAWINGS FOR ALL METAL DECK TYPES USED ON THE PROJECT FOR REVIEW (SEE

SECTION "I. GENERAL").

UNLESS WAIVED BY THE BUILDING OFFICIAL, A SPECIAL INSPECTIONS PROGRAM SHALL BE ESTABLISHED BY THE CONTRACTOR AS REQUIRED BY CHAPTER 17 OF THE BUILDING CODE. THE SPECIAL INSPECTIONS PROGRAM SHALL BE MANAGED BY A SPECIAL INSPECTIONS COORDINATOR (ALSO REFERRED TO AS THE

SPECIAL INSPECTOR), WHO SHALL BE HIRED BY THE CONTRACTOR.

SPECIAL INSPECTIONS SHALL BE PERFORMED FOR ALL STRUCTURAL SYSTEMS INDICATED IN THE STRUCTURAL STATEMENT OF SPECIAL INSPECTIONS ISSUED BY ODEH ENGINEERS. REFER TO THE STRUCTURAL STATEMENT

OF SPECIAL INSPECTIONS FOR SPECIFIC TESTING AND INSPECTION REQUIREMENTS.

ALL WORK FOR WHICH SPECIAL INSPECTIONS IS REQUIRED SHALL REMAIN ACCESSIBLE AND EXPOSED FOR SPECIAL INSPECTIONS PURPOSES UNTIL COMPLETION OF THE REQUIRED SPECIAL INSPECTIONS PROGRAM.

THE CONTRACTOR SHALL COORDINATE AND SCHEDULE INSPECTIONS TO ALLOW FOR ALL TESTS AND INSPECTIONS TO TAKE PLACE AT THE FREQUENCY INDICATED IN THE STATEMENT OF SPECIAL INSPECTIONS.

1.

3.

4.

III. SPECIAL INSPECTIONS

THE SPECIAL INSPECTIONS PROGRAM SHALL NOT RELIEVE THE CONTRACTOR OF QUALITY ASSURANCE AND TESTING REQUIREMENTS OF THE BUILDING CODE AS WELL AS ADDITIONAL TESTING AND INSPECTION REQUIREMENTS IN THE CONTRACT DOCUMENTS, WHICH SHALL BE SUPPLEMENTARY TO THE SPECIAL

INSPECTIONS PROGRAM.

2.

THE CONTRACTOR SHALL ARRANGE A PRECONSTRUCTION MEETING WITH THE SPECIAL INSPECTIONS COORDINATOR, TESTING AND INSPECTIONS AGENCIES, DESIGN TEAM, AND SUBCONTRACTORS TO REVIEW THE SPECIAL INSPECTIONS PROGRAM AND IDENTIFY ALL PARTICIPANTS' ROLES AND RESPONSIBILITIES.

5. ALL NONCONFORMANCE ITEMS IDENTIFIED BY THE TESTING AND INSPECTION AGENCY AS PART OF THE SPECIAL INSPECTIONS PROGRAM MUST BE REINSPECTED ONCE THE REQUIRED REMEDIAL WORK IS

COMPLETED IN ORDER TO CONFIRM THAT THE COMPLETED CONSTRUCTION CONFORMS WITH THE

REQUIREMENTS OF THE CONTRACT DOCUMENTS. REINSPECTION AND/OR RETESTING WORK MUST BE DOCUMENTED BY THE TESTING AND INSPECTION AGENCY IN A FIELD REPORT AND MUST BE SUBMITTED TO THE SPECIAL INSPECTIONS COORDINATOR AND DESIGN TEAM FOR RECORD. ALL SUPPLEMENTAL AND FOLLOW-UP REPORTS SUBMITTED BY THE TESTING AND INSPECTION AGENCY MUST CLEARLY CROSS-

REFERENCE THE ORIGINAL REPORT FROM WHICH THE NONCONFORMANCE ITEM ORIGINATED.

6.

IV. FOUNDATIONS

1. THE CONTRACTOR SHALL BE RESPONSIBLE FOR CONTACTING "DIG SAFE" AS WELL AS ALL

APPROPRIATE AGENCIES AND MUNICIPALITIES TO AVOID DAMAGE TO UNDERGROUND UTILITIES

PRIOR TO THE START OF ANY SITE WORK.

6. BOTTOMS OF ALL EXTERIOR FOOTINGS SHALL BE A MINIMUM OF 3'-4" BELOW FINISH GRADE.

7. FOOTINGS SHALL BE STEPPED AT A MAXIMUM SLOPE OF 2 HORIZONTAL TO 1 VERTICAL, UNLESS

NOTED OTHERWISE (SEE TYPICAL DETAILS).

2. THE GEOTECHNICAL DESIGN BASIS REPORT, PREPARED BY PARE CORPORATION OF FOXBORO, MA IN APRIL, 2017 (HEREIN KNOWN AS "GEOTECHNICAL REPORT") WILL BE INCLUDED IN THE CONTRACT DOCUMENTS, WITH THE SPECIFICATIONS. ALL RECOMMENDATIONS IN THE GEOTECHNICAL REPORT

MUST BE STRICTLY FOLLOWED AND BE INCLUDED IN THE PROJECT BASE CONTRACT.

8. DURING BACKFILL OPERATIONS OF ALL FOUNDATION WALLS, THE FILL ON EITHER SIDE OF THE WALL SHALL NOT EXCEED A 2'-0" DIFFERENTIAL, UNLESS THE WALL IS DESIGNED FOR RETAINING ACTION.

9. ALL RETAINING WALLS SHALL NOT BE BACKFILLED UNTIL THE CONCRETE HAS ACHIEVED ITS SPECIFIED 28-DAY COMPRESSIVE STRENGTH (f'c). REFER TO THE "CONCRETE" SECTION OF THE GENERAL NOTES

FOR CONCRETE STRENGTH REQUIREMENTS.

3. DEPTHS AND QUANTITIES OF MATERIAL REMOVAL AND REPLACEMENT SHALL BE BASED UPON THE RECOMMENDATIONS IN THE GEOTECHNICAL REPORT. THIS INCLUDES ALL REMOVAL OF UNSUITABLE SOILS, COMPACTION OF EXISTING SOILS, SPECIFICATIONS AND PLACEMENT OF ENGINEERED FILL, AND ANY ADDITIONAL REQUIREMENTS. THE CONTRACTOR SHALL INCLUDE PROVISIONS IN BASE

CONTRACT FOR REMOVAL OF ALL UNSUITABLE MATERIALS AND REPLACEMENT WITH COMPACTED

ENGINEERED FILL (AND/OR CRUSHED STONE AS INDICATED IN THE DRAWINGS AND SPECIFICATIONS)

UP TO BOTTOM OF FOUNDATIONS AND SLABS. IN ADDITION, THE CONTRACTOR SHALL MAKE

PROVISIONS FOR DEWATERING ALL GROUNDWATER DURING EXCAVATIONS OF FOUNDATIONS.

5.

10. HYDROSTATIC PRESSURE FROM GROUNDWATER HAS NOT BEEN CONSIDERED IN THE DESIGN OF ANY

FOUNDATION AND SLAB ELEMENTS UNLESS NOTED OTHERWISE. ALL FOUNDATIONS HAVE BEEN

DESIGNED ASSUMING THAT AN ENGINEERED GROUNDWATER DRAINAGE SYSTEM WILL BE INSTALLED

BEHIND ALL FOUNDATIONS WALLS AND BELOW ALL SLABS ON GRADE.

4. THE CONTRACTOR SHALL PROVIDE CONTINUOUS CONTROL OF THE SURFACE AND SUBSURFACE

WATER DURING CONSTRUCTION SUCH THAT FOUNDATION WORK IS DONE IN THE DRY AND ON

UNDISTURBED SUBGRADE MATERIAL AS APPLICABLE.

ALL FOUNDATIONS AND SLABS SHALL BEAR ON VIRGIN SOIL, COMPACTED ENGINEERED FILL, OR

COMPACTED CRUSHED STONE AS RECOMMENDED IN THE GEOTECHNICAL REPORT. UNLESS

OTHERWISE RECOMMENDED IN THE GEOTECHNICAL REPORT, PROVIDE A MINIMUM 6" LAYER OF

CRUSHED STONE BENEATH ALL SLABS AND PILE CAPS. BEARING CAPACITY OF THE EXISTING SOIL HAS BEEN ASSUMED TO VARY ACCORDING TO FOOTING SIZE AND DEPTH FROM 3,500 PSF TO 12,400

PSF BASED ON THE GEOTECHNICAL REPORT

II. EXISTING CONDITIONS

1.

WHERE DISCREPANCIES BETWEEN THE DESIGN DRAWINGS AND FIELD CONDITIONS ARE FOUND, OR EXISTING STRUCTURAL MEMBERS AND CONNECTIONS ARE FOUND TO BE DAMAGED OR DETERIORATED TO A DIMINISHED CAPACITY AND ARE NOT SHOWN ON THESE DRAWINGS, THE CONTRACTOR SHALL SUBMIT DETAILED SKETCHES OF THE EXISTING CONDITIONS TO THE ARCHITECT/ENGINEER FOR REVIEW PRIOR TO COMMENCING WITH WORK. MODIFICATIONS TO CURRENT DETAILS OR ADDITIONAL NEW DETAILS MAY BE

REQUIRED BASED ON THE ACTUAL FIELD CONDITIONS.

2.

3. EXISTING FRAMING MEMBERS SHOWN ON THESE DRAWINGS ARE DESIGNATED BY THEIR NOMINAL SIZE, UNLESS

NOTED OTHERWISE. ACTUAL MEMBER SIZES SHALL BE VERIFIED IN THE FIELD.

4. EXISTING STEEL FRAMING MEMBERS SHOWN ON THESE DRAWINGS ARE LABELED USING HISTORICAL STRUCTURAL SHAPE INFORMATION AND ARE BASED UPON FIELD MEASUREMENTS, UNLESS NOTED OTHERWISE.

EXISTING CONDITIONS ON THESE DRAWINGS ARE REPRODUCED, IN WHOLE OR IN PART, FROM EXISTING DRAWINGS AND LIMITED VISUAL OBSERVATIONS OF THE EXISTING STRUCTURE AND SHALL BE VERIFIED

IN THE FIELD BY THE CONTRACTOR PRIOR TO COMMENCING WITH WORK.

5. ALL STEEL BEAM SPLICES REQUIRED FOR TRANSIT AND ERECTION PURPOSES SHALL DEVELOP THE FULL

MOMENT AND SHEAR CAPACITY OF THE SECTION.

V. CONCRETE

1.

b.

c.

ALL CONCRETE WORK SHALL BE IN CONFORMANCE WITH THE BUILDING CODE AND ACI 318 AND 301 REQUIREMENTS. THIS SHALL INCLUDE, BUT NOT BE LIMITED TO, PROPORTIONING OF CONCRETE MIX, CONCRETE TESTING, PLACEMENT OF CONCRETE, AND CURING PROCEDURES.

2.

3.

4.

7.

15.

19.

10.

22.

21.

CONCRETE SHALL HAVE THE FOLLOWING 28 DAY COMPRESSIVE STRENGTH:

STEEL BEAM AND COLUMN ENCASEMENTS

CONCRETE PIERS SUPPORTING ENCASED COLUMNS

PROVIDE TOTAL AIR ENTRAINMENT OF 6% (±) FOR ALL CONCRETE EXPOSED TO WEATHER. PROVIDE TOTAL AIR ENTRAINMENT OF 7% (±) FOR ALL LIGHTWEIGHT CONCRETE, UNLESS NOTED OTHERWISE. DO NOT

ALLOW AIR CONTENT OF FLOORS TO RECEIVE A HARD TROWELED FINISH TO EXCEED 3%.

MAXIMUM WATER/CEMENT RATIO FOR 4000 PSI CONCRETE - W/C = 0.45, UNLESS NOTED OTHERWISE. PROVIDE A HIGH-RANGE WATER REDUCING ADMIXTURE IF REQUIRED TO INCREASE WORKABILITY OF THE CONCRETE.

ALL REINFORCING STEEL SHALL CONFORM TO THE FOLLOWING MATERIAL SPECIFICATIONS:

a. ALL CONCRETE EXCEPT AS NOTED BELOW

CONCRETE SHALL MEET THE FOLLOWING MINIMUM PERCENTAGES OF ITS 28 DAY COMPRESSIVE STRENGTH (f'c) PRIOR TO REMOVING FORMS AND/OR SHORES:

b.

c.

BEAM BOTTOMS (IF SHORED)

FLOOR SYSTEMS

MAXIMUM STRAIGHT LENGTH OF CONCRETE WALL BETWEEN CONSTRUCTION JOINTS SHALL BE 60 FEET.

PROVIDE VERTICAL CONTROL JOINTS AT A MAXIMUM SPACING OF 20 FEET O.C. FOR ALL CONTINUOUS WALLS

WITH MORE THAN 12" PROJECTION ABOVE FINISH GRADE.

REINFORCING LAP SPLICES SHALL BE IN ACCORDANCE WITH ACI-318 FOR TENSION LAP SPLICES, CLASS B, UNLESS NOTED OTHERWISE. SEE DRAWINGS FOR SPECIAL LAP SPLICE INSTRUCTIONS AT FOUNDATION WALLS

AND GRADE BEAM/PILE CAP INTERSECTIONS.

PROVIDE CORNER BARS AT ALL WALL CORNERS AND INTERSECTIONS MATCHING HORIZONTAL

REINFORCEMENT WITH 2'-6" MINIMUM LAPS.

PLACE ALL SLABS PER ACI 301 AND ACI 302.1 SPECIFICATIONS. UNLESS NOTED OTHERWISE, PROVIDE THE

FOLLOWING MINIMUM FLOOR FLATNESS AND LEVELNESS:

PROVIDE SAWCUT JOINTS IN ALL SLABS ON GRADE USING AN EARLY-ENTRY SAW WITHIN 4 HOURS OF

PLACEMENT. PROVIDE SAWCUTS @ 10'-0" O.C. MAX., UNLESS NOTED OTHERWISE.

5000 PSI

5000 PSI

40% 70% 80%

a. ALL CONCRETE EXCEPT AS NOTED BELOW ............................... 4000 PSI

16.

a. CONCRETE CAST AGAINST EARTH

UNLESS NOTED OTHERWISE, PROVIDE THE FOLLOWING MINIMUM REINFORCING COVER:

b.

c.

d.

FORMED CONCRETE EXPOSED TO WEATHER OR EARTH

SLABS ON GRADE (STEEL BARS)

SLABS ON GRADE (W.W.F.)

3 INCHES

2 INCHES

2 INCHES

(SEE SLAB DETAILS)

17. ALL CONCRETE SHALL BE PLACED WITHOUT HORIZONTAL CONSTRUCTION JOINTS, EXCEPT WHERE SPECIFICALLY INDICATED. VERTICAL CONSTRUCTION JOINTS AND STOPS IN THE CONCRETE WORK SHALL BE MADE AT MIDSPAN. ALL REINFORCEMENT SHALL BE CONTINUOUS THROUGH VERTICAL CONSTRUCTION JOINTS.

20.

13.

SET AND TIE ALL REINFORCEMENT PRIOR TO PLACING CONCRETE. SETTING OF DOWELS AND

REINFORCEMENT INTO WET CONCRETE SHALL NOT BE PERMITTED.

9. WHERE NO REINFORCEMENT IS INDICATED FOR CONCRETE SLABS AND WALLS, PROVIDE A MINIMUM

#4 @ 12" O.C. CONTINUOUS EACH WAY, TOP AND BOTTOM (OR EACH FACE OF WALL).

8. ALL STIRRUPS AND TIES SHALL BE CLOSED TYPE UNLESS OTHERWISE NOTED.

18.

11. PROVIDE A MINIMUM OF 1-#5 SUPPORT BAR AT ALL STIRRUP BENDS WHERE PRIMARY BARS DO NOT EXIST.

28. SUBMIT PROPOSED MIX DESIGN OF EACH CONCRETE TYPE AND REINFORCING SHOP DRAWINGS FOR

REVIEW (SEE SECTION "I. GENERAL").

14. DETAILING OF REINFORCEMENT SHALL BE ACCORDING TO THE LATEST EDITION OF THE ACI 315 "MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES". PROVIDE BAR SUPPORTS, SPACERS, AND ACCESSORIES RECOMMENDED IN THE LATEST EDITION OF THE ACI DETAILING MANUAL, PUBLICATION SP-66. ALL ACCESSORIES IN CONTACT WITH EXPOSED SURFACES SHALL BE PLASTIC-COATED.

PROVIDE SCHEDULE OF ALL ACCESSORIES WITH SHOP DRAWINGS FOR REVIEW.

24. ALL CONCRETE TEST CYLINDERS FOR CONCRETE COMPRESSIVE TESTING SHALL BE PREPARED

PER ACI REQUIREMENTS AND APPLICABLE ASTM STANDARDS.

23. WHERE NECESSARY DUE TO CONGESTION OF REINFORCEMENT, CONTRACTOR SHALL PROVIDE

MECHANICAL BAR COUPLERS AND BAR TERMINATORS IN LIEU OF LAP SPLICES AND HOOKED ENDS. THE CONTRACTOR SHALL INCLUDE THE COST OF SUCH MECHANICAL ACCESSORIES IN BASE CONTRACT.

25. ALL CONCRETE MIX DURATION TIMES SHALL BE LESS THAN 90 MINUTES.

26. ALL CONCRETE MUST BE PLACED FROM A HEIGHT NO GREATER THAN 4'-0" ABOVE ITS FINAL POSITION.

12.

e. ELEVATED SLABS AND WALLS NOT EXPOSED TO WEATHER OR EARTH ................................................................ 3/4 INCH

a. REINFORCING BARS: ASTM A615 (Fy=60 KSI, MIN.)

b. WELDED WIRE REINFORCEMENT: ASTM A185 (Fy=60 KSI, MIN.)

c. REINFORCING BARS TO BE WELDED: ASTM A615 AND A706 (Fy=60 KSI, MIN.)

d. EPOXY-COATED REINFORCING BARS: ASTM A775 OR ASTM A934

e. EPOXY-COATED WELDED WIRE REINFORCEMENT: ASTM A884

SLABS ON GRADE:a.

1. OVERALL FLOOR FLATNESS FF=25

2. OVERALL FLOOR LEVELNESS FL=20

3. LOCAL FLOOR FLATNESS, FF =18

4. LOCAL FLOOR LEVELNESS, FL =15

INDIVIDUAL SECTIONAL BOUNDARIES FOR LOCAL MEASUREMENTS SHALL BE SET AT

CONSTRUCTION AND CONTROL JOINT LOCATIONS. IN THE ABSENCE OF CONSTRUCTION AND

CONTROL JOINTS, BOUNDARIES SHALL BE COLUMN LINES AND HALF-COLUMN LINES OR 10'-0"

WIDE SEGMENTS, WHICHEVER IS LESS.

COMPOSITE FLOOR SLABS:b.

1. OVERALL FLOOR FLATNESS FF=25

2. LOCAL FLOOR FLATNESS, FF =18

INDIVIDUAL SECTIONAL BOUNDARIES FOR LOCAL MEASUREMENTS SHALL BE COLUMN LINES

AND HALF-COLUMN LINES OR 10'-0" WIDE SEGMENTS, WHICHEVER IS LESS.

NOT ALL OPENINGS AND PENETRATIONS THROUGH CONCRETE WALLS AND SLABS ARE SHOWN ON THE

STRUCTURAL DRAWINGS. UNLESS NOTED OTHERWISE, FOR PENETRATIONS THROUGH CONCRETE

FOUNDATION WALLS EXCEEDING 8"ø, REINFORCE WALL AROUND THE PERIMETER OF THE OPENING WITH (4)-#5 BARS, EACH FACE IN A DIAGONAL PATTERN EXTENDING 2'-6" BEYOND OPENING. COORDINATE ALL OPENING

LOCATIONS WITH ARCHITECT AND OTHER TRADES.

L

L

L

5. ALL CONCRETE ELEMENTS OTHER THAN ELEVATED SLABS ON DECK SHALL BE NORMAL WEIGHT (N.W.) WITH A MAXIMUM DRY DENSITY OF 145 PCF (± 5 PCF). ALL CONCRETE USED FOR ELEVATED SLABS ON DECK SHALL BE LIGHT WEIGHT (L.W.), UNLESS NOTED OTHERWISE, WITH A MAXIMUM DRY DENSITY OF 115 PCF (± 5 PCF).

6. UNLESS NOTED OTHERWISE, FLY ASH CONFORMING TO ASTM C618, CLASS C OR SLAG CEMENT CONFORMING TO ASTM C989, GRADE 120 MAY BE USED AS A REPLACEMENT FOR UP TO 25% OF CEMENTITIOUS MATERIALS BY WEIGHT. REPLACEMENT OF CEMENTITIOUS MATERIALS IN EXCESS OF THIS VALUE OR USE OF OTHER CEMENTITIOUS MATERIALS SHALL BE APPROVED BY THE ENGINEER OF RECORD PRIOR TO SUBMITTING MIX

DESIGNS FOR REVIEW.

COORDINATE THE LOCATION, QUANTITY, AND DIMENSIONS OF EMBEDDED ITEMS AND HARDWARE WITH THE ARCHITECT AND WITH RESPECTIVE SYSTEMS MANUFACTURERS (E.G. ELEVATORS AND CURTAIN

WALL SYSTEMS).

27.

f. BEAMS AND COLUMNS NOT EXPOSED TO WEATHER OR EARTH ................................................................ 1 1/2 INCH

ALL STEEL SHEAR CONNECTIONS SHALL BE DESIGNED FOR LOADS INDICATED ON THE FRAMING

PLANS. WHERE NO LOAD IS SHOWN, STRUCTURAL STEEL SHEAR CONNECTIONS SHALL BE

DESIGNED BASED UPON THE MEMBERS' TOTAL UNIFORM LOAD CAPACITY AS DETERMINED FROM

THE AISC STEEL CONSTRUCTION MANUAL, LATEST EDITION (LRFD) AS FOLLOWS:

a. COMPOSITE BEAMS:

W21 & LESS:

W24 & GREATER:

1.0 x TOTAL UNIFORM LOAD CAPACITY @ EACH END

0.75 x TOTAL UNIFORM LOAD CAPACITY @ EACH END

b. ALL CANTILEVER BEAMS:

1.0 x TOTAL UNIFORM LOAD CAPACITY @ SUPPORTED

c. OTHER NON-COMPOSITE BEAMS:

0.5 x TOTAL UNIFORM LOAD CAPACITY @ EACH END

ADD TO THESE REACTIONS ANY POINT LOAD REACTIONS OR BRACE REACTIONS THAT ARE APPLIED TO THE MEMBER. FOR BEAMS WHICH ARE PART OF THE LATERAL FORCE RESISTING SYSTEM, THESE

SHEAR CAPACITIES ARE STILL REQUIRED FOR END CONNECTIONS IN ADDITION TO AND IN

COMBINATION WITH ANY APPLICABLE AXIAL AND MOMENT REACTIONS AT THE MEMBER ENDS.

15.

BEAM PENETRATIONS MAY NOT BE SHOWN ON STRUCTURAL DRAWINGS. STEEL CONTRACTORS, IN

THE BASE CONTRACT, SHALL PROVIDE UNIT ADD & DEDUCT PRICES PER PENETRATION FOR EACH PENETRATION TYPE SHOWN. SEE TYPICAL BEAM PENETRATION DETAIL FOR ADDITIONAL INFO. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO COORDINATE ACTUAL QUANTITY, SIZE, AND LOCATION OF ALL REQUIRED PENETRATIONS, AND TO OBTAIN WRITTEN CONFIRMATION OF ALL PENETRATIONS

FROM THE ARCHITECT, MEP ENGINEER, AND STRUCTURAL ENGINEER PRIOR TO FABRICATION.

#12 TEK SCREWS

@ 30" O.C.

(4 PER SPAN MIN.)

5/8"ø PUDDLE

WELDS

36/7 PATTERN

5/8"ø PUDDLE

WELDS

24/4 PATTERN

5/8"ø PUDDLE

WELDS

36/14 PATTERN

5/8"ø PUDDLE

WELDS

24/8 PATTERN

SIDELAP WELDS

@ 24" O.C.

(6 PER SPAN MIN.)

VI. STRUCTURAL STEEL

1. WATERPROOFING OF ELEVATOR PITS.

2. DAMPPROOFING OF FOUNDATION WALLS.

3. INSULATION OF FOUNDATION WALLS.

4. EMBEDMENT OF ABRASIVE STAIR NOSINGS AND OTHER MISCELLANEOUS ITEMS.

5. PROVISION OF ARCHITECTURAL CAST-IN-PLACE CONCRETE, CONCRETE COLORING,

DECORATIVE JOINT PATTERNS, AND LOCATIONS OF EXPOSED, ARCHITECTURAL CAST-IN-

PLACE CONCRETE.

6. CAST-IN, CAST IRON WHEEL GUARDS.

7. CAST-IN DOVETAIL SLEEVES FOR STONE FACING ATTACHMENT TO EXPOSED

FOUNDATION WALLS.

8. UTILITY SLEEVE LOCATIONS THROUGH WALLS.

9. OTHER.

IN ADDITION, AND PRIOR TO BACKFILLING AGAINST ANY FOUNDATION WALLS, A PERIMETER

FOUNDATION DRAIN SYSTEM MUST BE PROVIDED. SUPPLEMENTAL AND CLARIFYING

INFORMATION SHALL BE PROVIDED FOR SAME BY THE ARCHITECT.

X. COLD-FORMED METAL FRAMING (CONT.)

XIII. SPECIAL NOTES REGARDING THE USE OF THESE DRAWINGS

FOR ALL "NON-DUCTILE" (I.E. RUPTURE CONTROLLED) MODES OF FAILURE, REQUIRED CONNECTION

FORCES SHALL BE MULTIPLIED BY 1.5 PER THE VA PHYSICAL SECURITY DESIGN MANUAL.

9. ALL WINDOWS, WALLS AND GLAZING SYSTEMS MUST BE DESIGNED IN CONFORMANCE WITH THE REQUIREMENTS OF THE VA PHYSICAL SECURITY DESIGN MANUAL FOR MISSION CRITICAL FACILITIES.

CONNECTIONS OF MULLIONS AND CURTAIN WALL FRAMING MUST BE DESIGNED FOR BLAST LOADING AS SPECIFIED IN CHAPER 6 OF THE MANUAL. SUBMIT STAMPED AND SIGNED CALCUATIONS FOR

REVIEW AND APPROVAL.

S2 2" - 18 GA.

TYPE VLI

4 1/4" L.W. 6 1/4" 6x6 W2.9xW2.9

WWF

5/8"ø PUDDLE

WELDS

36/4 PATTERN

SIDELAP WELDS

@ 24" O.C.

(6 PER SPAN MIN.)

Project TitleDrawing Title

Approved:

VA FORM 08 - 6231

A

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

Phase

ARCHITECT STAMPCONSULTANTS

321 4 5 6 7 8 9 10

CIVIL:

Pare Corporation 8 Blackstone Valley Place Lincoln, RI 02865

Phone: 401-334-4100 Facsimile: 401-334-4108

CONFORMED CONSTRUCTION DOCUMENTS

290 Congress St., 5th Floor Boston, MA 02210

Phone: 617-895-1000

VA Medical Center Providence, RI Expand Bldg. 1 to Replace Hemodialysis Phase 1

Providence, RI

650-342

Project Director

FULLY SPRINKLERED

STRUCTURAL:

Odeh Engineers 1223 Mineral Spring Ave.

North Providence, RI 02904

Phone: 401-724-1771 Facsimile: 401-724-1981

MEP/FP:

BR+A Consulting Engineers, LLC 10 Guest St. 4th Floor Boston, MA 02135

Phone: 617-254-0016 Facsimile: 617-924-9339

COST:

DG Jones International, Inc.

3 Baldwin Green Common, Suite 202 Woburn, MA 01801

Phone: 781-982-3131 Facsimile: 781-932-3199

Location

Issue Date Checked Drawn

Project Number

Building Number

Drawing Number

C U s e rs

\c a c c ia to re p \A p p D a ta

\L o c a l\ A u to d e s k \R e v it \2

-0

P ro v id e n c e V

A E x p a n s io n S

T R

C

E N

T R

A L P c a c c ia to re

.r v t

/5

/2

:2 :4

P

M

S0.0

GENERAL NOTES

11/09/2018 DJO PDC

CONFORMED CONSTRUCTION

DOCUMENTS

S0.0 GENERAL NOTES

S0.1 LOADS & DESIGN CRITERIA

S1.0 FOUNDATION PLAN

S1.1 SECOND FLOOR FRAMING PLAN

S1.2 ROOF FRAMING PLAN

S1.3 PENTHOUSE FRAMING PLAN

S1.4 SLAB REINFORCEMENT PLANS

S2.0 FRAMING ELEVATIONS

S2.1 FRAMING ELEVATIONS

S2.2 BUILDING SECTIONS

S2.3 BUILDING SECTIONS

S2.4 WALL SECTIONS

S3.0 FOUNDATION & CONCRETE DETAILS

S4.1 FRAMING DETAILS

S4.2 FRAMING DETAILS

S4.3 FRAMING DETAILS

S4.4 FRAMING DETAILS

S4.5 FRAMING DETAILS

S5.0 COLUMN SCHEDULE & BASE PLATE DETAILS

Number: Revisions: Date:

DESIGN LOADS AND CRITERIA

1.

a. RISK CATEGORY

GENERAL DESIGN REQUIREMENTS

IV

b. MUNICIPALITY

(IBC 2012, SECTION 1604)

(VA HANDBOOK H-18-8)

PROVIDENCE, RI (SBC-1-2013, TABLE 1608.1)

(IBC 2012, SECTION 1607)2. FLOOR DESIGN LOADING CRITERIA

OCCUPANCY / USE

SUPERIMPOSED

DEAD LOAD

a

LIVE LOADS

UNIFORM CONCENTRATED

PATIENT CARE AREA 20 PSF 60 PSF 1000 LBS

OFFICES AND SUPPORT SPACE 20 PSF 60 PSF 1000 LBS

UNOCCUPIED ROOF 15 PSF 20 PSF 300 LBS

STAIRS AND EXITS 5 PSF 100 PSF 300 LBS

HANDRAIL AND GUARDRAIL SYSTEMS - 50 LB/FT 200 LBS

b cc

INTERMEDIATE RAILS & PANEL FILLERS - 50 LB/FT -

d

MECHANICAL PENTHOUSE 25 PSF 100 PSF -

NOTES:

a. SUPERIMPOSED DEAD LOADS ARE APPLIED IN ADDITION TO FRAMING AND SLAB SELF-WEIGHTS.

b. NOT CONCURRENT WITH THE UNIFORM LOAD. THE CONCENTRATED LOAD ON STAIR TREADS SHALL BE

APPLIED ON AN AREA OF 2 INCHES BY 2 INCHES.

c. APPLIED IN ANY DIRECTION ALONG THE HANDRAIL OR TOP RAIL TO PRODUCE THE MAXIMUM EFFECTS.

UNIFORM AND CONCENTRATED LOADS ARE NOT APPLIED CONCURRENTLY.

d. APPLIED NORMAL TO THE SURFACE ON AN AREA NOT TO EXCEED 12"x12" (NOT CONCURRENT WITH TOP

RAIL LOADS).

(IBC 2012, SECTION 1607)3. ROOF SNOW LOAD

a. GROUND SNOW LOAD, Pg 30 PSF (SBC-1-2013, TABLE 1608.1)

b. SNOW EXPOSURE FACTOR, Ce

c. THERMAL FACTOR, Ct

d. SNOW LOAD IMPORTANCE FACTOR, Is

e. DESIGN FLAT ROOF SNOW LOAD, Pf (MINIMUM)

1.0 (ASCE 7-10, TABLE 7-2)

1.0 (ASCE 7-10, TABLE 7-3)

1.0 (ASCE 7-10, TABLE 1.5-2)

30 PSF* (SBC-1-2013, TABLE 1608.1)

* - ADJUST FOR SNOW DRIFT LOADING: SEE LOADING PLANS.

4. RAIN LOADS

a. STRUCTURE HAS BEEN DESIGNED FOR 5 3/4" DEPTH OF STANDING RAIN WATER (EQUIVALENT TO

MINIMUM ROOF SNOW LOAD), NOT IN COMBINATION WITH ANY OTHER ROOF LIVE OR SNOW LOAD.

5. WIND LOADS

a.

(IBC 2012, SECTION 1611)

(IBC 2012, SECTION 1609)

144 MPH (SBC-1-2013, TABLE 1608.1)

b.

c. ENCLOSURE CLASSIFICATION

d. WIND EXPOSURE CATEGORY

110 MPH (IBC 2012, TABLE 1609.3.1)

ENCLOSED (ASCE 7-10, SEC. 26.10)

B (ASCE 7-10, SEC. 26.7)

e. DESIGN BUILDING DIMENSIONS

f. MAIN WIND FORCE RESISTING SYSTEM (MWFRS):

DIRECTIONAL PROCEDURE, PART 1 (ASCE 7-10, CH. 27.2-27.4)

i. DESIGN LENGTH / DESIGN WIDTH, L/B 105 FT / 95 FT

ii. MEAN ROOF HEIGHT, h 32 FT

iii. ROOF SLOPE, FLAT

0.85WIND DIRECTIONALITY FACTOR, Kd

1.0TOPOGRAPHIC FACTOR, Kzt

(ASCE 7-10, TABLE 26.6-1)

(ASCE 7-10, FIGURE 26.8-1)

GUST-EFFECT FACTOR, G (ASCE 7-10, SEC. 26.9)0.85

INTERNAL PRESSURE COEFFICIENT, GCpi (ASCE 7-10, SEC. 26.11)±0.18

g. COMPONENTS AND CLADDING (ASCE 7-10, CHAPTER 30)

i. PART 1: LOW RISE BUILDINGSANALYSIS PROCEDURE (ASCE 7-10, SEC. 30.4) a) c) e) b)

10 FTPERIMETER ZONE, a (ASCE 7-10, FIGURE 30.5-1)

0.85WIND DIRECTIONALITY FACTOR, Kd

1.0TOPOGRAPHIC FACTOR, Kzt

(ASCE 7-10, TABLE 26.6-1)

(ASCE 7-10, FIGURE 26.8-1)

0.72VELOCITY PRESSURE COEFFICIENT, Kz (ASCE 7-10, TABLE 30.3-1)

INTERNAL PRESSURE COEFFICIENT, GCpi (ASCE 7-10, SEC. 26.11)±0.18d)

e. SEISMIC IMPORTANCE FACTOR, Ie 1.5

f. SEISMIC FORCE RESISTING SYSTEM:

6.

a.

b.

i.

EARTHQUAKE LOADS

SITE CLASS

SPECTRAL RESPONSE ACCELERATIONS

Ss

D

0.176

ii. S1 0.062 c.

i.

SPECTRAL RESPONSE COEFFICIENTS

Sds 0.188

ii. Sd1 0.010

d. SEISMIC DESIGN CATEGORY C

(IBC 2012, SECTION 1613)

(GEOTECH REPORT)

(SBC-1-2013, TABLE 1608.1)

(SBC-1-2013, TABLE 1608.1)

(ASCE 7-10, SEC. 11.4.4)

(ASCE 7-10, SEC. 11.4.4)

(ASCE 7-10, SEC. 11.6)

(ASCE 7-10, TABLE 1.5-2)

(ASCE 7-10, TABLE 12.2-1)

h. EFFECTIVE SEISMIC WEIGHT, W 1450 KIPS i.

g. ANALYSIS PROCEDURE

BUILDING FRAME SYSTEMS:

MODAL RESPONSE SPECTRUM ANALYSIS

SEISMIC BASE SHEAR, V

80 KIPS

105 KIPS

(ASCE 7-10, SEC. 12.8)

(ASCE 7-10, SEC.