36C24919R0012-0002019.pdf

MISCELLANEOUS SYMBOLS

NORTH ARROW GRIDLINES

EARTH

SECTION NUMBER

SHEET NUMBER

S101

S101

CALLOUT NUMBER

SHEET NUMBER

A

ELEVATION

REFERENCE

LIMIT OF EXTENT

CONTINUOUS EXTENT

C# COLUMN NOTATION

Z# PRECAST/ BRICK SUPPORT

L# LINTEL NOTATION

F ## COLUMN FOOTING NOTATION

GB ## GRADE BEAM NOTATION

P ## PIER NOTATION

B ## CONCRETE BEAM NOTATION

PB ## POST-TENSIONED CONCRETE

BEAM NOTATION

PC ## PILE CAP NOTATION

WF ## WALL FOOTING NOTATION

SHEAR WALL NOTATIONSW ##

BW ## BEARING WALL NOTATION

GRAVEL

Name

Elevation

WALL PIER NOTATIONWP ##

W ## WALL NOTATION

CONCRETE SYMBOLS

POST-TENSION TENDON

ANCHOR DEAD END

LOCATION

POST-TENSION TENDON

ANCHOR JACKING

LOCATION

REBAR

CHANGE OF SLAB

ELEVATION

SLOPING SLAB

CHANGE OF SLAB

THICKNESS

MECHANICAL COUPLER

REBAR SPLICE

LIMIT OF MEMBER OR

SPAN MARK

DIRECTION OF SPAN

OPENING

SELF-EXPANDING

WATERSTOP

CONTROL JOINT LOCATION

IN CONCRETE WALLS

REBAR TERMINATOR

INTENTIONALLY

ROUGHENED

CONSTRUCTION JOINT

TO 1/4" AMPLITUDE

WELDED WIRE FABRIC

PVC WATERSTOP

COLUMN CONTINUES

COLUMN TERMINATED

FORM-SAVER

SLAB ON GRADE MARKSOG#

CONNECTORS

HEADED STUD

CONNECTOR SECTION END/ALT VIEW

CAST-IN ANCHOR

ROD

POST-INSTALLED

MECHANICAL ANCHOR

BOLT

POST INSTALLED

ADHESIVE ANCHOR

WOOD SYMBOLS

NON-CONTINUOUS

BLOCKING

STUD/JOIST/

RAFTER

NAIL

LAG SCREW

COUNTERSUNK

SCREW / BOLT

WOOD I-JOIST

OPEN WEB WOOD

JOIST

PLYWOOD / OSB

HD# HOLDOWN

CONNECTOR

CONTRACTOR SHALL PROVIDE COORDINATION DRAWINGS IN THREE DIMENSIONAL

FORMAT PRIOR TO STARTING CONSTRUCTION.

ALTERNATE NOTES

ALTERNATE DEDUCT #1:

OMIT CONNECTING CANOPY STRUCTURE BETWEEN BUILDINGS AND CANOPY

EXTENSION TO PARKING AREA. OMIT ALL STEEL STRUCTURE, CLADDING,

FOUNDATION AND ELECTRICAL LIGHTING CONNECTED TO CANOPY. SIDEWALK

TO REMAIN. IN LIEU OF THE INTEGRATED PATIENT HEALTHCARE CASEWORK,

PROVIDE SUSPENDED MANUFACTURED PLASTIC CASEWORK WITH SOLID

SURFACE COUNTERTOP AND BACKSPLASH. ALL OTHER DESIGN ELEMENTS ARE

TO REMAIN THE SAME. OMIT PAVING AND BASE AT THE PARKING SPACES

REMOTE FROM THE SIDEWALKS ACCESSING THE BUILDINGS. PROVIDED

SEEDED AREA IN PLACE OF THE PAVING, MATCHING THE ADJACENT SEEDED

AREAS TO INCLUDE TOPSOIL AS REQUIRED.

THE PERIOD OF PERFORMANCE FOR THE WORK IN ALTERNATE DEDUCT #1 IS

460 CALENDAR DAYS FROM RECEIPT OF NOTICE TO PROCEED.

ALTERNATE DEDUCT #2:

UTILIZE STANDARD 3-TAB SHINGLES AS SPECIFIED IN LIEU OF DIMENSIONAL

SHINGLES.

THE PERIOD OF PERFORMANCE FOR THE WORK IN ALTERNATE DEDUCT #2 IS

460 CALENDAR DAYS FROM RECEIPT OF NOTICE TO PROCEED.

ALTERNATE DEDUCT #3:

SUBSTITUTE HEAVY DUTY ASPHALT FOR HEAVY DUTY CONCRETE WHERE

INDICATED ON THE SITE PLAN EXCEPT AT THE PAD ADJACENT TO THE OXYGEN

TANK INDICATED ON CS101.

THE PERIOD OF PERFORMANCE FOR THE WORK IN ALTERNATE DEDUCT #3 IS

460 CALENDAR DAYS FROM RECEIPT OF NOTICE TO PROCEED.

JST JOIST

JT JOINT

KB KNEE BRACE

KIP, K 1,000 POUNDS

KO KNOCK-OUT

KSI KIPS PER SQUARE INCH

L ANGLE OR LENGTH

LAB LABRATORY

LB POUND

LF LINEAL FOOT

LIN LINEAL, LINEAR

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LONGIT LONGITUDINAL

LP LOW POINT

LSL LAMINATED STRAND LUMBER

LSLT LONG SLOTTED HOLE

LTWT LIGHT WEIGHT

LVL LAMINATED VENEER LUMBER

MAS MASONRY

MATL MATERIAL

MAX MAXIMUM

MB MACHINE BOLT

MC MISCELLANEOUS CHANNEL

MECH MECHANICAL

MEMB MEMBRANE

MEP MECHANICAL/ ELECTRICAL/ PLUMBING

MFR MANUFACTURER

MIN MINIMUM

MISC MISCELLANEOUS

MO MASONRY OPENING

MULT MULTIPLE

N/A NOT APPLICABLE

NO NUMBER

NOM NOMINAL

NS NEAR SIDE

NTS NOT TO SCALE

OC ON CENTER

OD OUTSIDE DIAMETER

OF OUTSIDE FACE

OFD OVERFLOW DRAIN

OH OVERHEAD

OPNG OPENING

OPP OPPOSITE

OPPHD OPPOSITE HAND

ORIG ORIGINAL

OVS OVERSIZED HOLE

OWJ PRE-MANUFACTURED OPEN WEB JOIST

PC PRECAST CONCRETE

PEMB PRE-ENGINEERED METAL BUILDING

PERIM PERIMETER

PERM PERMANENT

PERP PERPENDICULAR

PJP PARTIAL JOINT PENETRATION

PL PLATE

PLF POUNDS PER LINEAL FOOT

PLYWD PLYWOOD

PREFAB PREFABRICATED

PRELIM PRELIMINARY

PREP PREPARATION, PREPARE

PROJ PROJECTION

PS PRESTRESSED

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

PSL PARALLEL STRAND LUMBER

PT POST-TENSIONED

R RADIUS

RD ROOF DRAIN

REF REFERENCE

REINF REINFORCEMENT, REINFORCE

REQD REQUIRED

RO ROUGH OPENING

RTU ROOFTOP MECHANICAL UNIT

S SLOPE

SCHED SCHEDULE

SECT SECTION

SF SQUARE FEET

SHT SHEET

SIM SIMILAR

SOG SLAB-ON-GRADE

SPA SPACES, SPACE

SPECS SPECIFICATIONS

SQ SQUARE

SS STAINLESS STEEL

SSLT SHORT SLOTTED HOLE

STD STANDARD

STIFF STIFFENER

STL STEEL

STRUC STRUCTURAL

SYM SYMMETRICAL

T & B TOP AND BOTTOM

T/ TOP OF

T/GB TOP OF GRADE BEAM

TBS MECHANICAL TENSION BUTT SPLICE

TEMP TEMPERATURE

THRU THROUGH

TJI PREFABRICATED WOOD I-JOIST

TRANS TRANSVERSE

TYP TYPICAL

UL UNDERWRITERS' LABORATORY INC.

UNO UNLESS NOTED OTHERWISE

UT ULTRA-SONIC TEST

VERT VERTICAL

W WIDE FLANGE

W/ WITH

W/O WITHOUT

WD WOOD

WH WEEP HOLE

WP WORK POINT

WT WEIGHT, STRUCTURAL T

WWF WELDED WIRE FABRIC

XS EXTRA STRONG (PIPE)

XXS DOUBLE EXTRA STRONG (PIPE)

& AND

A/E ARCHITECT/ENGINEER

ACI AMERICAN CONCRETE INSTITUTE

ADDL ADDITIONAL

ADJ ADJACENT

AGGR AGGREGATE

AISC AMERICAN INSTITUTE OF STEEL

CONSTRUCTION

ALT ALTERNATE

ANSI AMERICAN NATIONAL STANDARDS

INSTITUTE

APA AMERICAN PLYWOOD ASSOCIATION

APPROX APPROXIMATE

AR ANCHOR ROD

ARCH ARCHITECTURAL

ASTM AMERICAN SOCIETY FOR TESTING AND

MATERIALS

AWS AMERICAN WELDING SOCIETY

B/ BOTTOM OF

BAL BALANCE

BD BOARD

BLDG BUILDING

BLK BLOCK

BLKG BLOCKING

BM BEAM

BOT BOTTOM

BRG BEARING

BRKT BRACKET

BTWN BETWEEN

BU BUILT UP

C STANDARD CHANNEL

CANT CANTILEVER

CC CENTER TO CENTER

CF COLD FORMED

CG CENTER OF GRAVITY

CIP CAST-IN-PLACE

CJ CONTROL JOINT OR CONSTRUCTION JOINT

CJP COMPLETE JOINT PENETRATION

CL CENTERLINE

CLR CLEARANCE, CLEAR

CMU CONCRETE MASONRY UNIT

COL COLUMN

CONC CONCRETE

CONN CONNECTION

CONST CONSTRUCTION

CONT CONTINUOUS

CONTR CONTRACTOR

CTR CENTER

CTRD CENTERED

CU FT CUBIC FEET

CU IN CUBIC INCH

CYD CUBIC YARD

DBA DEFORMED BAR ANCHOR

DBL DOUBLE

DEG DEGREE

DEMO DEMOLITION, DEMOLISH

DEPT DEPARTMENT

DET DETAIL

DIA DIAMETER

DIAG DIAGONAL

DIAPH DIAPHRAGM

DIM DIMENSION

DN DOWN

DO DITTO

DP DEEP

DWG DRAWING

DWL DOWELS

EA EACH

EF EACH FACE

EJ EXPANSION JOINT

EL, ELEV ELEVATION

ELEC ELECTRICAL

ENCL ENCLOSURE

ENGR ENGINEER

EOD EDGE OF DECK

EOJ EDGE OF JOIST

EOS EDGE OF SLAB

EQ EQUAL

EQPT EQUIPMENT

ES EACH SIDE

EW EACH WAY

EX EXISTING

EXP EXPANSION

EXT EXTERIOR

FD FLOOR DRAIN

FDN FOUNDATION

FIN FINISH

FLG FLANGE

FLR FLOOR

FS FAR SIDE

FT FEET

FTG FOOTING

FTGD FOOTING DRAIN

FV FIELD VERIFY

GA GAUGE

GALV GALVANIZED

GB GRADE BEAM

GL GLUED LAMINATED TIMBER (GLULAM)

GRND GROUND

GT GIRDER TRUSS

HAS HEADED ANCHOR STUD

HORIZ HORIZONTAL

HP HIGH POINT

HSS HOLLOW STRUCTURAL SECTION

HT HIP TRUSS

HVAC HEATING, VENTILATION, AIR CONDITIONING

ID INSIDE DIAMETER

IF INSIDE FACE

IN INCH

INCL INCLUDE

INFO INFORMATION

INSUL INSULATION

INT INTERIOR

J/BRG JOIST BEARING

STRUCTURAL DRAWINGS ABBREVIATIONS

SHEET # SHEET NAME

S-001 ABBREVIATIONS AND SYMBOLS

S-002 GENERAL NOTES

S-003 SPECIAL INSPECTION REQUIREMENTS

S-004 LOAD MAPS

S-110 FOUNDATION PLAN BUILDING 201

S-111 MECHANICAL MEZZANINE AND LOW ROOF FRAMING PLAN BUILDING 201

S-112 ROOF TRUSS FRAMING PLAN BUILDING 201

S-120 FOUNDATION PLAN BUILDING 202

S-121 MECHANICAL MEZZANINE AND LOW ROOF FRAMING PLAN BUILDING 202

S-122 ROOF TRUSS FRAMING PLAN BUILDING 202

S-500 FOUNDATION TYPICAL DETAILS

S-501 FOUNDATION SECTIONS AND DETAILS

S-502 WOOD TYPICAL DETAILS

S-503 WOOD SECTIONS AND DETAILS

S-504 WOOD SECTIONS AND DETAILS

S-600 SCHEDULES

STRUCTURAL INDEX

26151

CORSON

DONALD G.

E

D

SNE

CI

L

Y K C U

TN

EKFO

E T A

S T

P R O F

ESS ION

R E E

NIGNELA

Revisions: Date

Drawing Title:

Approved: Project Director

Project Title

Location

VA PROJECT NUMBER

Building Number

Drawing Number

Dwg. of

VA FORM 08-6231

o n e e ig h th i n c h o n e f o o t o n e q u a rt e r in c h o n e f o o t th re e e ig h th s i n c h o n e f o o t o n e h a lf i n c h o n e f o o t th re e q u a rt e rs i n c h o n e f o o t o n e i n c h o n e f o o t o n e a n d o n e h a lf i n c h e s o n e f o o t th re e i n c h e s o n e f o o t

# 201

LEXINGTON VAMC, LEESTOWN DIVISION

2250 LEESTOWN ROAD

LEXINGTON, KY 40511

Office of Construction and Facilities Management

CONSULTANTS: PROJECT MANAGER:

Project Number Scale

15-584

CONSTRUCT CONTINUING

CARE FACILITES - PHASE 1

596-332AS INDICATED

FULLY SPRINKLERED

BID DOCUMENTS

E D

C B

A

2 3 4 5 6 7

E D

C B

A

1 2 3 4 5 6 7

Date Checked Drawn

/1

/2

:4

:5

A

M

S-001

ABBREVIATIONS AND SYMBOLS

JAP KLM 1OCTOBER 18, 2018

FOUNDATIONS

FOUNDATION EXCAVATIONS AND SOIL RELATED WORK SHALL BE PERFORMED IN

ACCORDANCE WITH THE GEOTECHNICAL REPORT NUMBER LX160156 PREPARED

CONSULTING SERVICES INCORPORATED OF KENTUCKY DATED OCTOBER 6, 2016.

IF ACTUAL ALLOWABLE PRESSURES ARE FOUND TO BE LESS THAN THE ASSUMED VALUES,

THE CONTRACTOR SHALL NOTIFY THE COR IMMEDIATELY AND SHALL NOT PROCEED WITH

FOUNDATION CONSTRUCTION WITHOUT REVIEW BY THE COR.

DESIGN NET SOIL PRESSURE:

SPREAD FOOTINGS: 3000 PSF

CONTINUOUS WALL FOOTINGS: 3000 PSF

FOUNDATIONS AND SOILS RELATED WORK SHALL BE INSPECTED BY A LICENSED

GEOTECHNICAL ENGINEER. WRITTEN FIELD REPORTS SHALL BE FORWARDED TO THE COR

AS SOON AS THEY BECOME AVAILABLE.

FOUNDATION CONDITIONS NOTED DURING CONSTRUCTION, WHICH DIFFER FROM THOSE

DESCRIBED IN THE GEOTECHNICAL REPORT, SHALL BE REPORTED TO THE COR AND

GEOTECHNICAL ENGINEER BEFORE FURTHER CONSTRUCTION IS ATTEMPTED.

EXCAVATIONS FOR SPREAD FOOTINGS, COMBINED FOOTINGS, CONTINUOUS FOOTINGS AND

MAT FOUNDATIONS SHALL BE CLEANED AND HAND TAMPED TO UNIFORM SURFACE AND

SHALL BE PROTECTED AND MAINTAINED UNIFORM UNTIL CONCRETE IS PLACED.

INSULATION

ANY INSULATION SHOWN ON THE STRUCTURAL DRAWINGS IS FOR GENERAL VISUAL

REFERENCE ONLY, UNLESS NOTED OTHERWISE. SEE THE ARCHITECTURAL DRAWINGS AND

SPECIFICATIONS FOR EXACT LOCATION, PLACEMENT, THICKNESS AND MATERIAL

REQUIREMENTS.

DESIGN DATA

NEW STRUCTURES ON THESE DRAWINGS HAVE BEEN DESIGNED IN ACCORDANCE WITH

THE 2013 KENTUCKY BUILDING CODE.

WOOD TRUSS LOADS (IN ADDITION TO SELF-WEIGHT):

ROOF TRUSSES

TOP CHORD DEAD LOAD: SEE LOAD MAPS

TOP CHORD LIVE LOAD: SEE LOAD MAPS

BOTTOM CHORD DEAD LOAD: SEE LOAD MAPS

SNOW LOAD DESIGN DATA

GROUND SNOW LOAD (PG) = 15 PSF

SNOW EXPOSURE FACTOR (CE) = 1.0

THERMAL FACTOR (CT) = 1.0 FOR FLAT ROOFS

= 1.1 FOR SLOPED ROOFS

= 1.2 FOR CANOPIES

SNOW LOAD IMPORTANCE FACTOR (IS) = 1.1

LOW-SLOPE ROOF SNOW LOAD (PF) = 10.5 PSF

MINIMUM LOW-SLOPE ROOF SNOW LOAD (PM) = 15 PSF

(20 PSF MINIUMIM LIVE LOAD)

WIND LOAD DESIGN DATA

BASIC WIND SPEED (3-SECOND GUST) = 120 MPH

WIND EXPOSURE = C

WIND DESIGN PRESSURE (P) = VARIES WITH HEIGHT AND LOCATION

EARTHQUAKE DESIGN DATA

SHORT PERIOD SPECTRAL RESPONSE (SS) = 0.196

1-SECOND SPECTRAL RESPONSE (S1) = 0.092

SEISMIC IMPORTANCE FACTOR (IE) = 1.25

RISK CATEGORY = III

SITE CLASSIFICATION = D

SEISMIC DESIGN CATEGORY = C

SHORT PERIOD SPECTRAL RESPONSE (SDS) = 0.209

1-SECOND SPECTRAL RESPONSE (SD1) = 0.147

BASIC STRUCTURAL SYSTEM / SEISMIC RESISTING SYSTEM: BEARING WALLS /

LIGHT-FRAME (WOOD) WALLS SHEATHED WITH WOOD STRUCTURAL PANELS

ANALYSIS PROCEDURE UTILIZED = EQUIVALENT LATERAL FORCE PROCEDURE

RESPONSE MODIFICATION COEFFICIENT (R) = 6.5

SEISMIC RESPONSE COEFFICIENT (CS) = 0.04

26151

CORSON

DONALD G.

E

D

SNE

CI

L

Y K C U

TN

EKFO

E T A

S T

P R O F

ESS ION

R E E

NIGNELA

Revisions: Date

Drawing Title:

Approved: Project Director

Project Title

Location

VA PROJECT NUMBER

Building Number

Drawing Number

Dwg. of

VA FORM 08-6231

o n e e ig h th i n c h o n e f o o t o n e q u a rt e r in c h o n e f o o t th re e e ig h th s i n c h o n e f o o t o n e h a lf i n c h o n e f o o t th re e q u a rt e rs i n c h o n e f o o t o n e i n c h o n e f o o t o n e a n d o n e h a lf i n c h e s o n e f o o t th re e i n c h e s o n e f o o t

LEXINGTON VAMC, LEESTOWN DIVISION

2250 LEESTOWN ROAD

LEXINGTON, KY 40511

Office of Construction and Facilities Management

CONSULTANTS: PROJECT MANAGER:

Project Number Scale

15-584

CONSTRUCT CONTINUING

CARE FACILITES - PHASE 1

596-332AS INDICATED

FULLY SPRINKLERED

BID DOCUMENTS

E D

C B

A

2 3 4 5 6 7

E D

C B

A

1 2 3 4 5 6 7

Date Checked Drawn

# 201 & 202

/1

/2

:3

:3

A

M

S-002

GENERAL NOTES

JAP KLM 2SEPTEMBER 16, 2018

GENERAL

STRUCTURES INDICATED ON THESE DRAWINGS HAVE BEEN DESIGNED FOR THE IN-

SERVICE LOADS ONLY. THE METHODS, MEANS, PROCEDURES, AND SEQUENCES OF

CONSTRUCTION ARE THE RESPONSIBILITY OF THE CONTRACTOR. THE

STRUCTURES ARE DESIGNED TO BE SELF-SUPPORTING AND STABLE AFTER

CONSTRUCTION IS COMPLETE. IT IS THE CONTRACTOR'S RESPONSIBILITY TO

DETERMINE CONSTRUCTION PROCEDURES AND SEQUENCE TO ENSURE SAFETY OF

THE STRUCTURES AND RELATED COMPONENTS DURING CONSTRUCTION. THIS

INCLUDES THE ADDITION OF NECESSARY SHORING, SHEETING, TEMPORARY BRACING,

GUYS, TIEDOWNS, ETC.

IT IS THE CONTRACTOR'S RESPONSIBILITY TO VERIFY THAT CONSTRUCTION LOADS DO

NOT EXCEED THE CAPACITY OF ANY STRUCTURAL ELEMENT AT THE TIME THE LOADS

ARE APPLIED, INCLUDING BUT NOT LIMITED TO: WEIGHTS OF MATERIALS, WEIGHTS OF

EQUIPMENT AND WORKERS, AND ALL LOADS APPLIED FROM TEMPORARY LIFTS,

HOISTS AND CRANES, ETC.

THE STRUCTURAL DRAWINGS AND SPECIFICATIONS SHALL BE USED IN CONJUNCTION

WITH THE DRAWINGS AND SPECIFICATIONS OF ALL OTHER DISCIPLINES, TRADES, AND

DELEGATED DESIGN ELEMENTS. THE CONTRACTOR IS RESPONSIBLE FOR

COORDINATION OF THE STRUCTURAL WORK WITH ALL OTHER APPLICABLE TRADES.

THE GENERAL NOTES ON THE DRAWINGS ARE TO BE USED IN CONJUNCTION WITH THE

FULL WRITTEN MATERIAL SPECIFICATIONS (IF ANY) FOR THE PROJECT.

IF A DISCREPANCY IS NOTED ON THE DRAWINGS, GENERAL NOTES, OR

SPECIFICATIONS, THE CONTRACTOR SHALL SUBMIT TO THE STRUCTURAL ENGINEER A

WRITTEN REQUEST FOR CLARIFICATION AND SHALL NOT PROCEED WITH THE

AFFECTED WORK WITHOUT DOCUMENTED RESOLUTION OF THE DISCREPANCY. ALL

COSTS RESULTING FROM THE CONTRACTOR IMPROPERLY PROCEEDING WITH THE

AFFECTED WORK PRIOR TO DOCUMENTED RESOLUTION OF THE DISCREPANCY,

INCLUDING COST OF REMOVAL AND REPLACEMENT OF NON-CONFORMING WORK,

SHALL BE BORNE BY THE CONTRACTOR AT NO ADDITIONAL COST TO THE OWNER.

CONCRETE MIX DESIGN SUBMITTAL

THE CONTRACTOR SHALL SUBMIT FOR THE REVIEW OF THE COR A MIX DESIGN FOR

EACH PROPOSED CLASS OF CONCRETE. EACH MIX DESIGN SHALL BE IDENTIFIED BY A

MIX NUMBER OR OTHER UNIQUE IDENTIFICATION. THE CONTRACTOR SHALL NOT VARY

FROM THE MIX DESIGNS NOR USE ANY CONCRETE OTHER THAN THE APPROVED MIX

DESIGNS WITHOUT THE APPROVAL OF THE COR. MIX DESIGN SUBMITTALS SHALL

INCLUDE THE FOLLOWING INFORMATION:

1. MIX DESIGN NUMBER OR UNIQUE IDENTIFICATION AND INTENDED LOCATION OF

PLACEMENT.

2. CEMENT TYPE, PROPORTION AND NAME OF MANUFACTURER.

3. FLY ASH PROPORTION (WHEN USED), LABORATORY ANALYSIS CERTIFICATION, AND

NAME AND LOCATION OF SUPPLIER.

4. COURSE AGGREGATE PROPORTION, GRADATION REPORT, NAME AND LOCATION OF

SUPPLIER.

5. FINE AGGREGATE PROPORTION, GRADATION REPORT, NAME AND LOCATION OF

SUPPLIER.

6. MIXING WATER PROPORTION AND SOURCE.

7. DMIXTURE DOSAGES, PRODUCT NAME(S) AND MANUFACTURER NAME(S).

8. FIBER REINFORCEMENT DOSAGE (WHEN USED), PRODUCT NAME AND

MANUFACTURER NAME.

9. DESIGN 28-DAY COMPRESSIVE STRENGTH (F'C).

10. DESIGN SLUMP RANGE.

11. DESIGN AIR-ENTRAINMENT (FOR CONCRETE REQUIRING ENTRAINED AIR).

12. STATISTICAL ANALYSIS OF LABORATORY STRENGTH TEST DATA IN ACCORDANCE

WITH "STANDARD DEVIATION" DETERMINATION OUTLINED IN ACI 318.

PRODUCT DATA SUBMITTALS

THE CONTRACTOR SHALL SUBMIT FOR APPROVAL PRODUCT DATA FOR THE SPECIFIC

ITEMS LISTED BELOW. CONTRACTOR SHALL NOT USE PRODUCTS OTHER THAN THOSE

SUBMITTED WITHOUT THE APPROVAL OF THE COR.

SUBMIT HARD COPIES OR ELECTRONIC VERSIONS OF PRODUCT DATA. FOR HARD COPY

OPTION, SUBMIT A MINIMUM OF TWO COPIES OF PRODUCT DATA TO THE COR FOR

REVIEW (ONE COPY SHALL BE RETAINED BY THE COR). FOR ELECTRONIC OPTION,

SUBMIT PRODUCT DATA IN ADOBE PDF FORMAT.

1. CONCRETE CURING COMPOUND

2. CONCRETE JOINT SEALANT

3. EXPANSION ANCHORS

4. ADHESIVE ANCHORS

5. WATER STOPS

6. WOOD FRAMING DATA INCLUDING SPECIES AND GRADE TO BE USED FOR EACH

STRUCTURAL ELEMENT (STUDS, SILLS, TOP PLATES, HEADERS, SHEATHING, ETC.)

7. WOOD FRAMING CONNECTOR HARDWARE

8. LAMINATED VENEER LUMBER (LVL)

9. PARALLEL STRAND LUMBER (PSL)

10. VAPOR BARRIER

11. ENGINEERED WOOD PRODUCTS

CONCRETE

REINFORCED CONCRETE HAS BEEN DESIGNED IN ACCORDANCE WITH THE BUILDING CODE

REQUIREMENTS FOR STRUCTURAL CONCRETE (ACI 318) AND COMMENTARY (ACI 318R).

MIXING, TRANSPORTING, AND PLACING OF CONCRETE SHALL CONFORM TO THE LATEST

EDITION OF THE SPECIFICATIONS FOR STRUCTURAL CONCRETE (ACI 301). READY-MIXED

CONCRETE SHALL CONFORM TO THE REQUIREMENTS OF ASTM C94. IN CASE OF A

DISCREPANCY, THE PLANS AND SPECIFICATIONS SHALL GOVERN.

CEMENT SHALL CONFORM TO ASTM C150, TYPE I, UNO.

FLY ASH SHALL CONFORM TO ASTM C618, CLASS C OR F.

NORMAL WEIGHT AGGREGATES SHALL CONFORM TO ASTM C33/C33M.

WATER-REDUCING ADMIXTURES SHALL CONFORM TO ASTM C494/C494M.

AIR-ENTRAINING ADMIXTURES SHALL CONFORM TO ASTM C260 AND SHALL BE CERTIFIED BY

THE MANUFACTURER TO BE COMPATIBLE WITH OTHER ADMIXTURES.

CALCIUM CHLORIDE ADMIXTURES OR ADMIXTURES CONTAINING MORE THAN 0.05 PERCENT

CHLORIDE IONS SHALL NOT BE USED.

IN COLD WEATHER CONDITIONS, MIXING, PLACING, FINISHING, CURING AND PROTECTION OF

CONCRETE SHALL BE PERFORMED IN ACCORDANCE WITH THE LATEST EDITION OF ACI 306R,

COLD WEATHER CONCRETING.

IN HOT WEATHER CONDITIONS, MIXING, PLACING, FINISHING, CURING AND PROTECTION OF

CONCRETE SHALL BE PERFORMED IN ACCORDANCE WITH THE

LATEST EDITION OF ACI 305R, HOT WEATHER CONCRETING.

USE OF CONSTRUCTION JOINTS AT LOCATIONS OTHER THAN THOSE INDICATED ON THE

DRAWINGS SHALL BE SUBMITTED TO THE COR FOR REVIEW.

SLUMP FOR PUMPED CONCRETE SHALL BE MEASURED AT POINT OF DISCHARGE.

NORMAL WEIGHT CONCRETE SHALL HAVE THE PROPERTIES AS INDICATED IN THE CONCRETE

MIX SCHEDULE AND SPECIFICATIONS.

WELDED WIRE FABRIC

WELDED WIRE FABRIC SHALL BE SMOOTH WIRE FABRIC CONFORMING TO ASTM A1064.

FABRIC SHALL BE SUPPLIED IN FLAT SHEETS AND LAPPED A MINIMUM OF ONE SPACE

PLUS 2 INCHES.

WELDED WIRE FABRIC SHALL BE PLACED AS FOLLOWS, UNLESS NOTED OTHERWISE:

SLABS ON GRADE: 2 INCHES DOWN FROM TOP OF SLAB.

CONCRETE TESTING

MAKE ONE SET OF TEST CYLINDERS IN ACCORDANCE WITH ASTM C31/C31M FOR EACH

DAY'S POUR AND FOR EACH 100 CUBIC YARDS FOR EACH TYPE OF CONCRETE PLACED.

EACH SET SHALL INCLUDE ONE SPECIMEN TESTED AT 7 DAYS, 2 SPECIMENS TESTED AT

28 DAYS (3 SPECIMENS TESTED AT 28 DAYS IF USING 4x8 CYLINDERS) AND ONE

SPECIMEN RETAINED IN RESERVE TO BE TESTED AT THE DIRECTION OF THE COR.

SPARE CYLINDER MAY BE DISCARDED 90 DAYS AFTER CASTING UNLESS DIRECTED

OTHERWISE BY THE COR. THIS SET OF TEST CYLINDERS SHALL BE PROTECTED

AGAINST FREEZING.

WHEN THE AMBIENT TEMPERATURE IS EXPECTED TO FALL BELOW 40 DEGREES DURING

THE COURSE OF A CONCRETE POUR OR SUBSEQUENT CURING PROCESS, AN

ADDITIONAL SET OF CONCRETE TEST CYLINDERS SHALL BE MADE AND TESTED. THESE

CYLINDERS SHALL BE STORED IMMEDIATELY ADJACENT TO, AND CURED UNDER THE

SAME CONDITIONS AS THE BUILDING CONCRETE. SPECIAL CURING BOXES ARE NOT

PERMITTED FOR THESE TEST CYLINDERS.

FORWARD COPIES OF TEST RESULTS TO THE ARCHITECT, COR, READY-MIX SUPPLIER

AND CONTRACTOR WITHIN 24 HOURS AFTER TESTING.

REINFORCING STEEL

REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO ASTM A615 AND SHALL

HAVE A MINIMUM YIELD STRENGTH OF 60,000 PSI.

REINFORCING BAR DETAILING, FABRICATING, AND PLACING SHALL CONFORM TO THE

LATEST EDITION OF THE FOLLOWING STANDARDS: ACI 301, ACI 315, ACI 318, ACI DETAILING

MANUAL (SP66), AND CRSI MANUAL OF STANDARD PRACTICE.

THE CONTRACTOR SHALL PROVIDE BAR SUPPORTS AND SPACERS AS REQUIRED TO

MAINTAIN PROPER SUPPORT AND POSITIONING OF THE REINFORCING STEEL

THROUGHOUT CONCRETE PLACEMENT OPERATIONS. DESIGN OF THE SUPPORT SYSTEM

SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR.

UNLESS A GREATER AMOUNT OF COVER IS INDICATED ON THE DRAWINGS, PROVIDE THE

FOLLOWING MINIMUM CONCRETE COVER OVER REINFORCEMENT AS FOLLOWS:

CONCRETE CAST AGAINST EARTH: 3 INCHES

FOUNDATION TOP REINFORCEMENT: 2 INCHES

FOUNDATION BOTTOM AND SIDE REINFORCEMENT: 3 INCHES

REINFORCING STEEL SHALL NOT BE TACK WELDED, WELDED, HEATED OR CUT UNLESS

INDICATED ON THE CONTRACT DOCUMENTS OR APPROVED BY THE COR.

WHERE LAP SPLICE LENGTHS ARE NOT SHOWN OR NOTED, PROVIDE A CLASS "B" LAP.

ALL 90 DEGREE AND 180 DEGREE BENDS SHOWN ON THE DRAWINGS SHALL BE

STANDARD HOOKS, UNLESS NOTED OTHERWISE.

PROVIDE CORNER BARS OF SAME SIZE AND SPACING AS HORIZONTAL BARS AT CORNERS

OF ALL WALLS AND GRADE BEAMS. LAP SPLICE CORNERS BARS WITH STRAIGHT BARS.

UNLESS OTHERWISE SHOWN OR NOTED, PROVIDE 2-#5 BARS (ONE EACH FACE) AROUND

UNFRAMED OPENINGS IN CONCRETE WALLS AND GRADE BEAMS. PLACE BARS PARALLEL

TO THE SIDES OF THE OPENING AND EXTEND 24" BEYOND CORNERS.

LAMINATED VENEER LUMBER (LVL)

MEMBERS SHALL BE MICROLLAM 1.9E, MANUFACTURED BY TRUS-

JOIST/WEYERHAEUSER, OR AN EQUIVALENT SUBSTITUTE APPROVED BY THE

COR, AND SHALL PROVIDE THE FOLLOWING DESIGN ALLOWABLE STRESSES:

BENDING (FB) 2600 PSI

HORIZONTAL SHEAR (FV) 285 PSI

MODULUS OF ELASTICITY (E) 1,900,000 PSI

PARALLEL STRAND LUMBER (PSL)

MEMBERS SHALL BE PARALLAM 2.0E, MANUFACTURED BY TRUS-

JOIST/WEYERHAEUSER, OR AN EQUIVALENT SUBSTITUTE APPROVED BY THE

COR, AND SHALL PROVIDE THE FOLLOWING DESIGN ALLOWABLE STRESSES:

BENDING (FB) 2900 PSI

HORIZONTAL SHEAR (FV) 290 PSI

MODULUS OF ELASTICITY (E) 2,000,000 PSI

STRUCTURAL WOOD

WOOD FRAMING SHOWN ON PLAN (INCLUDING BEARING WALLS, SHEAR WALLS,

HEADERS, WOOD COLUMNS, ETC) SUPPORTS THE INDICATED FLOOR.

HOLDOWNS SHOWN ON PLAN EXIST AT THE INDICATED FLOOR.

STRUCTURAL WOOD SHALL BE DETAILED, FABRICATED AND ERECTED IN

ACCORDANCE WITH THE LATEST EDITIONS OF THE TIMBER CONSTRUCTION

MANUAL BY THE AMERICAN INSTITUTE OF TIMBER CONSTRUCTION (AITC) AND

THE NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION BY THE

AMERICAN FOREST AND PAPER ASSOCIATION (AFPA).

STRUCTURAL WOOD FRAMING SHALL BE SPRUCE PINE FIR NO. 2 OR BETTER,

EXCEPT NON-BEARING WALL STUDS SHALL BE STUD GRADE SPRUCE PINE FIR

OR BETTER, UNLESS NOTED OTHERWISE.

TOP AND BOTTOM PLATE MATERIAL SHALL BE SPRUCE PINE FIR SELECT

STRUCTURAL. SILL PLATES BEARING ON CONCRETE OR MASONRY SHALL BE

PRESSURE-TREATED SPRUCE PINE FIR NO. 2 OR BETTER UNLESS NOTED

OTHERWISE.

NAILS AND OTHER WOOD FASTENINGS, UNLESS OTHERWISE NOTED, SHALL

CONFORM TO THE LATEST EDITION OF THE NATIONAL DESIGN SPECIFICATION

FOR WOOD CONSTRUCTION.

BOLTS AND LAG SCREWS IN CONNECTIONS OF WOOD MEMBERS SHALL

CONFORM TO ASTM A307, UNLESS NOTED OTHERWISE. STANDARD CUT

WASHERS SHALL BE USED BETWEEN THE WOOD AND BOLT HEAD AND THE

WOOD AND NUT.

JOIST HANGERS, HOLDOWNS, AND ALL OTHER WOOD CONNECTORS SHALL BE

MANUFACTURED BY SIMPSON STRONG-TIE COMPANY, OR AN EQUIVALENT

SUBSTITUTE APPROVED BY THE COR. INSTALL THE EXACT QUANTITY, SIZE,

MATERIAL, TYPE AND FINISH OF FASTENERS AS INDICATED IN THE CONNECTOR

MANUFACTURER'S PRODUCT DATA, UNLESS SPECIFICALLY SHOWN OR NOTED

OTHERWISE ON THE DRAWINGS.

ALL FASTENERS AND WOOD CONNECTORS IN CONTACT WITH PRESSURE-

TREATED WOOD SHALL BE HOT-DIP GALVANIZED UNLESS A MORE STRINGENT

REQUIREMENT IS NOTED ON THE DESIGN DOCUMENTS.

WOOD SHRINKAGE OF 0.5" IS EXPECTED AT THE TOP OF THE WOOD BUILDING.

COORDINATE GAPS/SEALS AT ALL OPENINGS AND TRANSITION POINTS TO

ENSURE PROPER PERFORMANCE.

PREFABRICATED WOOD TRUSSES

PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED, DETAILED, FABRICATED

AND ERECTED IN ACCORDANCE WITH THE LATEST EDITIONS OF THE TIMBER

CONSTRUCTION MANUAL BY THE AMERICAN INSTITUTE OF TIMBER

CONSTRUCTION (AITC), THE NATIONAL DESIGN SPECIFICATION FOR WOOD

CONSTRUCTION BY THE AMERICAN FOREST AND PAPER ASSOCIATION (AFPA)

AND IN ACCORDANCE WITH THE NATIONAL DESIGN STANDARD FOR METAL

PLATE CONNECTED WOOD TRUSS CONSTRUCTION BY THE TRUSS PLATE

INSTITUTE (TPI).

TEMPORARY AND PERMANENT BRACING OF WOOD TRUSSES SHALL BE

DESIGNED AND INSTALLED IN ACCORDANCE WITH THE LATEST EDITIONS OF

THE TPI PUBLICATIONS BRACING OF WOODEN TRUSSES, SPECIFICATIONS FOR

TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES, AND

BCSI 1-03 GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING AND

BRACING OF METAL PLATE CONNECTED WOOD TRUSSES.

TRUSSES SHALL CONFORM TO THE GEOMETRY SHOWN ON THE DRAWINGS.

ALL OVERBUILD AREAS SHALL BE PART OF THE ENGINEERED TRUSS SYSTEM

AND SHALL BE DESIGNED AND DETAILED ON THE TRUSS SHOP DRAWINGS.

PREFABRICATED WOOD TRUSSES SHALL HAVE THE FOLLOWING MINIMUM

SIZES:

TOP CHORD 2x6 BOTTOM CHORD 2x8

MASTIC COATING

MASTIC COATING FOR PROTECTION OF INDICATED ITEMS SHALL BE

BITUMASTIC 50 COAL TAR MASTIC BY CARBOLINE OR EQUIVALENT SUBSTITUTE

APPROVED BY THE COR. INSTALL AT LOCATIONS INDICATED ON DRAWINGS.

UNLESS NOTED OTHERWISE, APPLY MASTIC TO A COATING THICKNESS OF 18

MILS. PROVIDE FULL COVERAGE OVER ITEMS INDICATED TO RECEIVE

COATING.

CONCRETE SLABS ON GRADE

SLABS ON GRADE SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE LATEST EDITION

OF THE GUIDE FOR CONCRETE FLOOR AND SLAB CONSTRUCTION (ACI 302.1R).

PLACE CONCRETE IN A MANNER SO AS TO PREVENT SEGREGATION OF THE MIX. DELAY

FLOATING AND TROWELING OPERATIONS UNTIL THE CONCRETE HAS LOST SURFACE

WATER SHEEN OR ALL FREE WATER. DO NOT SPRINKLE FREE CEMENT ON THE SLAB

SURFACE.

PROVIDE CURING OF CONCRETE SLABS ON GRADE AS REQUIRED TO ACCOMMODATE

FLOOR FINISHES AND FINISH MATERIALS PER THE ARCHITECTURAL DRAWINGS AND

SPECIFICATIONS. REVIEW ALL FLOOR FINISH REQUIREMENTS PRIOR TO PLACEMENT OF

CONCRETE SLABS AND COORDINATE SLAB MIX, PLACEMENT AND CURING TO COMPLY

WITH FINISH FLOORING MATERIAL MANUFACTURER’S REQUIREMENTS.

CURING PROCEDURES SHALL COMPLY WITH ACI 302.1R AND USE OF CURING MATERIALS

SHALL BE APPLIED IN STRICT ACCORDANCE WITH MANUFACTURER’S REQUIREMENTS.

MOISTURE RETENTION COVERS, IF USED, SHALL BE APPLIED FLAT AND SMOOTH TO

RESULT IN A UNIFORM APPEARANCE AND MINIMIZE SURFACE MARKINGS AND BLEMISHES.

UNLESS NOTED OTHERWISE, OR UNLESS MORE STRINGENT REQUIREMENTS APPLY, CURE

SLABS ON GRADE AS FOLLOWS:

SLABS RECEIVING FLOOR COVERING MATERIALS: MOIST CURE A MINIMUM OF 7 DAYS

(OR, IF APPROVED BY FLOOR FINISH MATERIAL MANUFACTURER, USE ASTM C309,

TYPE 1, CLASS B, WATERBORNE, MEMBRANE-FORMING CURING COMPOUND,

DISSIPATING). REMOVAL OF CURING COMPOUND MATERIAL, IF REQUIRED FOR

PROPER INSTALLATION OF FLOOR FINISH MATERIALS, SHALL BE PERFORMED BY THE

CONCRETE CONTRACTOR.

PROVIDE SLABS ON GRADE WITH A SMOOTH TROWEL FINISH UNLESS NOTED

OTHERWISE.

CONTRACTOR SHALL REVIEW ALL REQUIRED FLOOR FINISH MATERIAL REQUIREMENTS

PRIOR TO PLACEMENT OF CONCRETE AND SHALL PROVIDE FLOOR SLAB FLATNESS AND

LEVELNESS MEETING THE FINISH MATERIAL SUPPLIER’S WRITTEN REQUIREMENTS.

FLATNESS AND LEVELNESS SHALL BE THE MORE STRINGENT OF THE FINISH MATERIAL

REQUIREMENTS AND THE FOLLOWING:

ALL SLABS, UNO:

OVERALL VALUES: FF=36 FL=20

LOCAL VALUES: FF=24 FL=15

CONTRACTOR SHALL PROVIDE ALL NECESSARY REPAIR, GRINDING AND/OR LEVELING OF

THE CONCRETE SLAB TO ACCOMMODATE ALL FLOOR FINISHES PRIOR TO INSTALLATION

OF THE FINISH MATERIALS WITH NO ADDITIONAL COST TO THE PROJECT.

THE MINIMUM LOCAL AREA SHALL BE ANY BAY DEFINED BY COLUMN LINES.

UNLESS SHOWN OR NOTED OTHERWISE, PROVIDE CONTROL OR CONSTRUCTION JOINTS

IN SLABS-ON-GRADE AT A MAXIMUM SPACING OF 36 TIMES THE SLAB THICKNESS.

PROVIDE JOINTS AT ALL COLUMN LOCATIONS. LOCATE JOINTS TO ELIMINATE RE-

ENTRANT CORNERS AND TO CREATE SQUARE OR RECTANGULAR SECTIONS WITH

MAXIMUM LONG SIDE TO SHORT SIDE RATIO OF 1.5 TO 1.

CONTROL JOINTS IN SLABS ON GRADE SHALL NOT RECEIVE JOINT FILLER MATERIAL

UNLESS NOTED OTHERWISE.

EXPANSION ANCHORS

EXPANSION ANCHORS SHALL BE HILTI “KWIK BOLT TZ” OR AN EQUIVALENT

SUBSTITUTE APPROVED BY THE COR, UNO.

ANCHOR FINISH SHALL BE CARBON STEEL FOR INTERIOR EXPOSURES AND AISI

316 STAINLESS STEEL FOR EXTERIOR AND BELOW GRADE EXPOSURES, UNO.

ANCHORS SHALL BE INSTALLED IN CONFORMANCE WITH THE MANUFACTURER'S

REQUIREMENTS BY INSTALLERS TRAINED BY THE MANUFACTURER’S

REPRESENTATIVE.

ANCHORS SHALL NOT BE INSTALLED IN CONCRETE OR MASONRY UNTIL IT HAS

ATTAINED ITS SPECIFIED MINIMUM 28 DAY COMPRESSIVE STRENGTH.

ADHESIVE ANCHORS FOR SOLID SUBSTRATES (THREADED ROD AND REBAR)

ADHESIVE ANCHORS FOR SOLID SUBSTRATES SHALL BE HILTI "HIT-HY 200" OR AN

EQUIVALENT SUBSTITUTE APPROVED BY THE COR, UNO.

THREADED ANCHORS SHALL BE ASTM A36 RODS FOR INTERIOR EXPOSURES AND

AISI 316 STAINLESS STEEL FOR EXTERIOR AND BELOW GRADE EXPOSURES, UNO.

ANCHORS SHALL BE INSTALLED IN CONFORMANCE WITH THE MANUFACTURER'S

REQUIREMENTS BY INSTALLERS TRAINED BY THE MANUFACTURER'S

REPRESENTATIVE.

ADHESIVE ANCHORS SHALL NOT BE INSTALLED IN CONCRETE OR MASONRY UNTIL IT

HAS ATTAINED ITS SPECIFIED MINIMUM 28 DAY COMPRESSIVE STRENGTH.

MINIMUM EMBEDMENT DEPTH SHALL BE 8 DIAMETERS UNLESS NOTED OTHERWISE.

BRICK/STONE VENEER

PROVIDE EXPANSION JOINTS IN ACCORDANCE WITH THE ARCHITECTURAL DRAWINGS

AND SPECIFICATIONS.

IF BRICK EXPANSION JOINT LOCATIONS ARE NOT INDICATED ON THE ARCHITECTURAL

DRAWINGS OR IN THE SPECIFICATIONS, SUBMIT PROPOSED EXPANSION JOINT

LOCATIONS TO THE ARCHITECT AND COR FOR REVIEW PRIOR TO CONSTRUCTION.

UNLESS INDICATED OTHERWISE, PROVIDE VERTICAL EXPANSION JOINTS AT 20'-0" OC

MAXIMUM. LOCATE JOINTS IN ACCORDANCE WITH BIA TECHNICAL NOTE 18A

"ACCOMMODATING EXPANSION OF BRICKWORK" AT OFFSETS, SETBACKS, WALL

INTERSECTIONS, CORNERS, CHANGES IN THICKNESS, CHANGES IN HEIGHT, OR

EDGES OF OPENINGS.

SEPARATION OF DISSIMILAR METALS

DISSIMILAR METALS SHALL BE ELECTRICALLY ISOLATED TO PREVENT

GALVANIC CORROSION VIA NON-CONDUCTIVE WASHERS, GASKETS, COATINGS,

OR EQUIVALENT SUBSTITUTE APPROVED BY THE COR, UNO.

PENETRATIONS AND EMBEDDED ITEMS

CONTRACTOR SHALL COORDINATE WITH ALL AFFECTED TRADES THE REQUIRED SIZES,

TYPES, AND LOCATIONS OF ALL EMBEDDED ITEMS IN, AND ALL PENETRATIONS

THROUGH, STRUCTURAL ELEMENTS PRIOR TO CONSTRUCTION.

NO PENETRATIONS THROUGH STRUCTURAL ELEMENTS, OTHER THAN THOSE SHOWN

ON THE STRUCTURAL DRAWINGS, SHALL BE MADE WITHOUT THE APPROVAL OF THE

COR.

NO ITEMS (INCLUDING, BUT NOT LIMITED TO, CONDUIT, PIPING, ETC.), OTHER THAN

THOSE SHOWN ON THE STRUCTURAL DRAWINGS, SHALL BE EMBEDDED IN

STRUCTURAL ELEMENTS WITHOUT THE APPROVAL OF THE COR.

ALL EMBEDDED ITEMS IN EXPOSED EXTERIOR CONCRETE SHALL BE GALVANIZED,

PLASTIC, OR EPOXY-COATED.

DELEGATED DESIGN

FOR ALL SUBMITTALS INDICATED AS "DELEGATED DESIGN," THE CONTRACTOR SHALL

ENGAGE A LICENSED PROFESSIONAL ENGINEER LICENSED IN THE STATE WHERE THE

PROJECT IS LOCATED TO DESIGN AND DETAIL THE ITEMS NOTED IN THE STRUCTURAL

SUBMITTALS AND SPECIFICATIONS AS A DELEGATED DESIGN.

THE SHOP DRAWINGS AND CALCULATIONS SHALL BE SUBMITTED FOR REVIEW AND

CONTAIN OR INDICATE THE FOLLOWING AT A MINIMUM:

1. PROFESSIONAL ENGINEER’S SEAL AND SIGNATURE RESPONSIBLE FOR THEIR

PREPARATION.

2. COMPLIANCE WITH THE PERFORMANCE REQUIREMENTS AND DESIGN CRITERIA

NOTED IN THE CONTRACT DOCUMENTS (DRAWINGS AND SPECIFICATIONS).

3. LOCATION, TYPE, MAGNITUDE AND DIRECTION OF ALL LOADS IMPOSED ON THE

BUILDING STRUCTURE

SUBMITTALS THAT DO NOT CONTAIN THE INFORMATION NOTED ABOVE WILL BE

REJECTED WITHOUT COMMENT.

THE COR’S REVIEW OF DELEGATED DESIGN SUBMITTALS WILL BE FOR GENERAL

CONFORMANCE WITH THE DESIGN LOADING, DESIGN INTENT AND LOADS IMPOSED.

SHOP DRAWING SUBMITTALS

THE CONTRACTOR SHALL PREPARE DETAILED SHOP DRAWINGS TO ENABLE HIM TO

FABRICATE, ERECT AND CONSTRUCT ALL PARTS OF THE WORK IN ACCORDANCE WITH

THE DRAWINGS AND SPECIFICATIONS. THESE SHOP DRAWINGS WILL BE REVIEWED FOR

GENERAL COMPLIANCE WITH THE DESIGN INTENT ONLY. THE CONTRACTOR IS

RESPONSIBLE FOR ALL DIMENSIONS, ACCURACY AND FIT OF WORK.

ALL SHOP DRAWINGS SHALL BE REVIEWED BY THE CONTRACTOR PRIOR TO SUBMITTAL

TO THE COR. DRAWINGS SUBMITTED WITHOUT CONTRACTOR'S REVIEW WILL BE

RETURNED UNCHECKED.

PROVIDE ALL SUBMITTALS IN ELECTRONIC PDF FORMAT.

SUBMIT SHOP DRAWINGS FOR EACH OF THE FOLLOWING ITEMS:

1. CONCRETE REINFORCEMENT

SUBMIT DELEGATED DESIGN SHOP DRAWINGS FOR EACH OF THE FOLLOWING ITEMS:

1. PREFABRICATED WOOD TRUSSES (INCLUDING DESIGN CALCULATIONS, FRAMING

LAYOUTS, MEMBER SIZES, MATERIALS AND CONFIGURATIONS AND REQUIRED

TEMPORARY AND PERMANENT BRACING)

WOOD STRUCTURAL PANELS (PLYWOOD AND OSB)

PANELS SHALL BE DETAILED, FABRICATED AND ERECTED IN ACCORDANCE WITH THE LATEST

CRITERIA ESTABLISHED BY THE AMERICAN PLYWOOD ASSOCIATION (APA) INCLUDING THE

LATEST EDITION OF THE PLYWOOD DESIGN SPECIFICATION AND ITS SUPPLEMENTS.

PANELS SHALL BE IDENTIFIED WITH THE APPROPRIATE TRADEMARK OF THE APA AND SHALL

MEET THE REQUIREMENTS OF THE LATEST EDITION OF THE U.S. PRODUCT STANDARD PS1

FOR STRUCTURAL PLYWOOD AND PS2 FOR ORIENTED STRAND BOARD (OSB).

PANELS SHALL BE INSTALLED WITH THE LONG DIMENSION (FACE GRAIN) ACROSS THE

SUPPORTS WITH PANELS CONTINUOUS OVER 2 OR MORE SUPPORTS.

STAGGER PANEL END JOINTS. END JOINTS SHALL ONLY OCCUR OVER A SUPPORT. UNLESS

RECOMMENDED OTHERWISE BY THE PANEL MANUFACTURER, PROVIDE A 1/8" GAP BETWEEN

PANEL ENDS AND EDGES. PANEL EDGES SHALL BE TONGUE-AND-GROOVE OR SUPPORTED

ON 2" (NOMINAL) LUMBER BLOCKING INSTALLED BETWEEN JOISTS.

VAPOR BARRIER

VAPOR BARRIER SYSTEM SHALL HAVE A PERMEANCE OF 0.01 PERMS OR LESS WHEN

TESTED IN ACCORDANCE WITH ASTM E1745 SECTION 7. INSTALL, SEAL, INSPECT AND

REPAIR IN STRICT CONFORMANCE TO THE MANUFACTURER’S WRITTEN REQUIREMENTS.

INSTALL VAPOR BARRIER ONLY AT LOCATIONS SPECIFICALLY INDICATED.

WATERSTOPS

SELF-EXPANDING STRIP WATER STOPS SHALL BE VOLCLAY WATERSTOP-RX 101

UNLESS NOTED OTHERWISE. INSTALL IN ACCORDANCE WITH MANUFACTURER'S

WRITTEN INSTRUCTIONS.

PVC WATERSTOPS

PROVIDE FACTORY MADE WATERSTOP FABRICATIONS FOR ALL CHANGES OF

DIRECTION, INTERSECTIONS, AND TRANSITIONS LEAVING ONLY STRAIGHT BUTT JOINT

SPLICES FOR THE FIELD.

SECURE WATERSTOP IN CORRECT POSITION USING HOG RINGS OR GROMMETS

SPACED AT 12 INCHES ON CENTER ALONG THE LENGTH OF THE WATERSTOP AND WIRE

TIE TO ADJACENT REINFORCING STEEL.

PROVIDE TEFLON COATED THERMOSTATICALLY CONTROLLED WATERSTOP SPLICING

IRONS FOR FIELD BUTT SPLICES.

FIELD BUTT SPLICES SHALL BE HEAT FUSED WELDED USING A TEFLON COATED

THERMOSTATICALLY CONTROLLED WATERSTOP SPLICING IRON AT APPROXIMATELY 380

DEGREES F. FOLLOW APPROVED MANUFACTURER RECOMMENDATIONS.

LAPPING OF WATERSTOP, USE OF ADHESIVES, OR SOLVENTS SHALL NOT BE ALLOWED.

SPECIAL INSPECTION SERVICES SCHEDULE - CONCRETE CONSTRUCTION

REFERENCED STANDARDS PER IBC, CHAPTER 17

VERIFICATION AND

INSPECTION TASK

TEST / INSPECTION DESCRIPTION OF TEST / INSPECTION

APPLICABLE TO

PROJECT (Y/N)

FREQUENCY

MATERIAL TESTING

QUALITY CONTROL

REINFORCING STEEL

CAST-IN-PLACE

BOLTS AND

ANCHOR RODS

CONCRETE MIX

DESIGN

FORMWORK

MATERIAL SAMPLING

AND TESTING

CONCRETE

PLACEMENT

CURING AND

PROTECTION

CONSTRUCTION

JOINTS

TEST

REFERENCE CAST-IN-PLACE CONCRETE SPECIFICATION FOR EXTENT OF TESTING

REQUIRED

INSPECTION VERIFY THAT QUALITY CONTROL TESTING IS PROVIDED IN ACCORDANCE WITH THE

PROJECT REQUIREMENTS.

INSPECTION

INSPECTION OF REINFORCING STEEL, INCLUDING PRESTRESSING TENDONS (WHEN

USED) AND PLACEMENT AS FOLLOWS:

VERIFY THAT REINFORCEMENT SURFACES ARE FREE OF EXCESS RUST OR OTHER

COATINGS THAT MAY ADVERSELY AFFECT BONDING CAPACITY. IF OILING OF FORMS

IS REQUIRED, VERIFY THAT IT IS APPLIED BEFORE REINFORCING IS PLACED.

VERIFY REINFORCING BARS FOR COMPLIANCE WITH CONTRACT DOCUMENTS AND

APPROVED SHOP DRAWINGS AS FOLLOWS:

MATERIAL GRADE, SIZE, QUANTITY, SPACING, AND LAYERING; BARS ARE

ADEQUATELY TIED AND SUPPORTED ON CHAIRS OR BOLSTERS; PROPER HOOK

TYPE AND LOCATION; SPLICE LOCATIONS AND REQUIRED LENGTH OF LAP;

PROPER CLEARANCE AND COVER REQUIREMENTS FROM CONCRETE SURFACES;

SUFFICIENT SPACING BETWEEN REINFORCEMENT FOR CONCRETE PLACEMENT;

VERIFY THAT UNSCHEDULED/ADDITIONAL REINFORCING BARS SHOWN ON

PLAN, IN DETAIL, OR SPECIFIED IN NOTES ARE PROVIDED AND ARE IN

COMPLIANCE WITH CONTRACT DOCUMENTS AND APPROVED SHOP DRAWINGS.

MECHANICAL SPLICES:

(TENSION AND/OR COMPRESSION) ON THE PROJECT. VERIFY COMPLIANCE

WITH SPECIFICATIONS AND CONFORMANCE WITH THE MANUFACTURER'S

RECOMMENDATIONS FOR INSTALLATION. VERIFY THAT THE MANUFACTURER IS

PRESENT FOR THE FIRST INSTALLATION OF EACH TYPE OF SPLICE ON THE

PROJECT.

VERIFY THAT WELDED WIRE REINFORCEMENT IS COMPOSED OF FLAT SHEETS, HAS

PROPER WIRE GAUGE AND SPACING, IS PROPERLY SUPPORTED, AND IS PROPERLY

LAPPED.

INSPECT HEADED STUD SHEAR REINFORCEMENT TO ENSURE THAT IT CONFORMS

TO THE PROJECT REQUIREMENTS:

REVIEW TYPE AND SPACING; VERIFY THAT REINFORCING IS ADEQUATELY

SUPPORTED TO RESIST DISPLACEMENT OR SHIFTING DURING CONCRETE

PLACEMENT; VERIFY WELDING OF REINFORCEMENT IS PERFORMED ACCORDING

TO AWS REQUIREMENTS AND THAT IT IS INSPECTED BY THE TESTING

LABORATORY.

INSPECT BOLTS AND ANCHOR RODS TO BE CAST IN CONCRETE PRIOR TO PLACEMENT OF

CONCRETE FOR SIZE, QUANTITY, LOCATION, POSITION AND EMBEDMENT. INSPECT

DURING PLACEMENT FOR PROPER CONCRETE CONSOLIDATION AROUND BOLTS AND

ANCHORS.INSPECTION

BOLTS AND/OR ANCHOR RODS USED IN LATERAL FORCE RESISTING SYSTEM AT THE

FOLLOWING LOCATIONS: ALL SHEAR WALLS WHERE CAST-IN-PLACE BOLTS ARE USED

20% OF BOLTS AND/OR ANCHOR RODS USED ELSEWHERE.

INSPECTION

REVIEW AND BECOME FAMILIAR WITH THE MIX DESIGNS SPECIFIED ON THE

PROJECT. VERIFY MIX DESIGN PROVIDED BY THE CONTRACTOR IS CONSISTENT WITH

PROJECT SPECIFICATIONS AT LOCATION INDICATED. REVIEW CONCRETE BATCH

TICKETS TO PROPER MIX ID, TYPE OF CONCRETE AND STRENGTH FOR THE PLACEMENT

LOCATION. VERIFY THAT WATER ADDED AT SITE (IF PERMITTED), DOES NOT EXCEED

THAT ALLOWED BY THE MIX DESIGN.

INSPECTION OF

FORMED AREA

INSPECTION VERIFY THAT ALL DEBRIS AND FOREIGN MATTER HAVE BEEN REMOVED BEFORE

CONCRETE IS PLACED

INSPECTION

INSPECT FORMWORK FOR SHAPE, LOCATION AND DIMENSIONS OF THE CONCRETE

MEMBER BEING FORMED. VERIFY FORMWORK USED IN COMPLIANCE WITH THE

SPECIFICATIONS AND APPROVAL SHOP DRAWINGS (WHEN REQUIRED).

TEST

AT THE TIME FRESH CONCRETE IS SAMPLED TO FABRICATE SPECIMENS FOR

STRENGTH TESTS, PERFORM SLUMP AND AIR CONTENT TESTS, AND DETERMINE THE

TEMPERATURE OF THE CONCRETE

INSPECTION

INSPECT CONCRETE AND SHOTCRETE PLACEMENT FOR PROPER APPLICATION

TECHNIQUES AS FOLLOWS:

VERIFY THE CONCRETE IS NOT OVER 90 MINUTES OLD AT TIME OF PLACEMENT;

HOT-WEATHER OR COLD-WEATHER TECHNIQUES ARE BEING APPLIED AS

REQUIRED; CONCRETE BEING DEPOSITED IN UNIFORM, THAT THE VERTICAL DROP

DOES NOT EXCEED SIX FEET, AND THAT CONCRETE IS NOT PERMITTED TO DROP

FREELY OVER REINFORCEMENT CAUSING SEGREGATION; CONCRETE IS PROPERLY

VIBRATED; EMBEDDED ITEMS AND REINFORCING STEEL ARE NOT ADVERSELY

ALTERED DURING PLACEMENT. NOTE IF ANYTHING WAS DISPLACED OR

OTHERWISE ALTERED DURING PLACEMENT; VERIFY THAT THERE ARE NO COLD

JOINTS WITHIN THE AREA OF THE POUR

INSPECTION

VERIFY THE CURING PROCESS IS AS SPECIFIED IN THE CONTRACT DOCUMENTS AND

THAT ANY CURING COMPOUND USED IS APPLIED IN ACCORDANCE WITH

MANUFACTURER'S PRINTED APPLICATION INSTRUCTIONS.

INSPECTION

VERIFY THAT LOCATION OF VERTICAL AND HORIZONTAL CONSTRUCTION JOINTS FOR

COMPLIANCE WITH THE CONSTRUCTION JOINT LOCATION PLAN SUBMITTED BY THE

CONTRACTOR TO ENGINEER OF RECORD. VERIFY THAT REINFORCEMENT, DOWELS, KEYS,

AND BULKHEADS AT CONSTRUCTION JOINTS ARE IN CONFORMANCE WITH THE

CONTRACT DOCUMENTS.

Y

Y

Y

Y

Y

Y

Y

Y

Y

Y

Y

Y

Y

Y

Y

Y

PERIODIC

PERIODIC

PERIODIC

CONTINUOUS

PERIODIC

PERIODIC

CONTINUOUS

PERIODIC

PERIODIC

PERIODIC

PERIODIC

CONTINUOUS

CONTINUOUS

PERIODIC

PERIODIC

CONTINUOUS

SPECIAL INSPECTION SERVICES SCHEDULE - SHALLOW FOUNDATIONS

REFERENCED STANDARDS PER IBC, CHAPTER 17

VERIFICATION AND

INSPECTION TASK

TEST / INSPECTION DESCRIPTION OF TEST / INSPECTION

APPLICABLE TO

PROJECT (Y/N)

FREQUENCY

CONCRETE

PLACEMENT

FOOTING SUBGRADE

FORMWORK

EARTH-FORMED

FOUNDATION

DIMENSIONS

REINFORCEMENT

CONCRETE

INSPECTION

THE INSPECTOR MUST BE PRESENT FULL TIME DURING THE ENTIRE PLACEMENT

OF THE FIRST 2 SHALLOW FOUNDATION CONCRETE POURS AND THEN MUST BE

PRESENT AT THE START OF 100% OF OTHER CONCRETE POURS.

INSPECTION

VERIFY APPROVAL OF THE FOOTING SUBGRADE PRIOR TO PLACEMENT OF FOUNDATION

CONCRETE.

INSPECTION

INSPECTION

EMBEDED ITEMS INSPECTION

INSPECTION

INSPECTION

PERIODIC

PERIODIC

PERIODIC

PERIODIC

PERIODIC

PERIODIC

PERIODIC

PERIODIC

VERIFY THAT FORMS ARE PLUMB AND STRAIGHT, BRACED AGAINST MOVEMENT, AND

LUBRICATED FOR REMOVAL.

FOR EARTH-FORMED FOUNDATIONS, VERIFY THAT EARTH FORMS ARE SUFFICIENTLY

UNIFORM TO ALLOW FOR PROPER DIMENSIONS AND REQUIRED CONCRETE COVER

OVER REINFORCEMENT.

VERIFY FOUNDATION DIMENSIONS.

VERIFY ANCHOR RODS AND/OR DOWELS ARE INSTALLED WITH THE EMBEDMENT AND

PROJECTED LENGTHS AND IN ACCORDANCE WITH THE CONTRACT DOCUMENTS.

VERIFY FOUNDATION REINFORCEMENT PRIOR TO PLACEMENT OF CONCRETE.

VERIFY CONCRETE PLACEMENT AS OUTLINED IN THIS INSPECTION PLAN.

INSPECTION

Y

Y

Y

Y

Y

Y

Y

Y

WOOD CONSTRUCTION SPECIAL INSPECTION REQUIREMENTS

CONNECTIONS FOR DIAPHRAGM

CHORDS, COLLECTORS, BRACING,

AND SHEAR WALL ANCHORAGE

AND HOLDOWNS

FASTENING OF DIAPHRAGM AND

SHEAR WALL SHEATHING WITH

EDGE NAILING < 4"

ALL CONNECTIONS VISUALLY INSPECTED

SPECIAL INSPECTION IS NOT REQUIRED WHEN FASTENER SPACING IS GREATER

THAN 4" ON CENTER FOR WOOD SHEAR WALLS, DIAPHRAGMS, NAILING,

BUILDING AND OTHER COMPONENTS IN THE SEISMIC FORCE-RESISTING SYSTEM.

REFERENCED STANDARDS PER IBC, CHAPTER 17

VERIFICATION AND

INSPECTION TASK

TEST / INSPECTION DESCRIPTION OF TEST / INSPECTION

APPLICABLE TO

PROJECT (Y/N)

FREQUENCY

INSPECTION

INSPECTION

PERIODIC

PERIODIC

Y

Y

SPECIAL INSPECTION SERVICES SCHEDULE - SOILS AND EARTHWORK

REFERENCED STANDARDS PER IBC, CHAPTER 17

VERIFICATION AND

INSPECTION TASK

TEST / INSPECTION DESCRIPTION OF TEST / INSPECTION

APPLICABLE TO

PROJECT (Y/N)

FREQUENCY

FOOTING SUBGRADE

COMPACTION OF

SOILS

CONTROLLED

STRUCTURAL FILL

FOOTING SUBGRADE

MATERIAL

EXCAVATION

USE OF PROPER

MATERIALS

OBSERVATION OF

SUBGRADE

TEST REFERENCE EARTHWORK SPECIFICATION FOR EXTENT OF TESTING REQUIRED

TEST REFERENCE EARTHWORK SPECIFICATION FOR EXTENT OF TESTING REQUIRED

TEST

INSPECTION

CLASSIFICATION OF

CONTROLLED FILL

INSPECTION

INSPECTION

INSPECTION

PERIODIC

PERIODIC

PERIODIC

PERIODIC

PERIODIC

PERIODIC

PERIODIC

CONTINUOUS

REFERENCE EARTHWORK SPECIFICATION FOR EXTENT OF TESTING REQUIRED

INSPECT SOILS BELOW FOUNDATIONS AND SLABS FOR ADEQUATE

COMPACTION AND BEARING CAPACITY PROPER TO PLACEMENT OF CONCRETE.

VERIFY EXCAVATIONS ARE EXTENDED TO THE PROPER DEPTH AND HAVE

REACHED PROPER MATERIAL.

1) INSPECT PLACEMENT, LIFT THICKNESS AND COMPACTION OF CONTROLLED FILL.

2) VERIFY EXTENT AND SLOPE OF FILL PLACEMENT.

VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT THICKNESSES DURING

PLACEMENT AND COMPACTION OF CONTROLLED FILL

PRIOR TO PLACEMENT OF CONTROLLED FILL, OBSERVE SUGBRADE AND VERIFY THAT

SITE HAS BEEN PREPARED PROPERLY

INSPECTION

Y

Y

Y

Y

Y

Y

Y

Y

SPECIAL INSPECTION

THE GENERAL CONTRACTOR SHALL EMPLOY INDEPENDENT AGENCY(IES) OR INDIVIDUAL(S) TO

PROVIDE SPECIAL INSPECTION FOR ITEMS AS INDICATED ON THE DRAWINGS.

SPECIAL INSPECTION IS A MANDATORY REQUIREMENT FOR VERIFYING CONFORMANCE OF THE

INDICATED CONSTRUCTION. SPECIAL INSPECTION IS REQUIRED IN ADDITION TO ALL MATERIAL

TESTS AND INSPECTIONS IDENTIFIED ELSEWHERE IN THE CONSTRUCTION DOCUMENTS.

THE SPECIAL INSPECTOR SHALL BE A QUALIFIED PERSON, WHO SHALL DEMONSTRATE

COMPETENCE, TO THE SATISFACTION OF THE BUILDING OFFICIAL AND THE COR, FOR

INSPECTION OF EACH PARTICULAR TYPE OF CONSTRUCTION OR OPERATION REQUIRING

SPECIAL INSPECTION.

“PERIODIC” SPECIAL INSPECTION IS DEFINED AS “THE PART-TIME OR INTERMITTENT

OBSERVATION OF WORK REQUIRING SPECIAL INSPECTION BY AN APPROVED SPECIAL

INSPECTOR WHO IS PRESENT IN THE AREA WHERE THE WORK HAS BEEN OR IS BEING

PERFORMED AND AT THE COMPLETION OF THE WORK.”

“CONTINUOUS” SPECIAL INSPECTION IS DEFINED AS “THE FULL-TIME OBSERVATION OF WORK

REQUIRING SPECIAL INSPECTION BY AN APPROVED SPECIAL INSPECTOR WHO IS PRESENT IN

THE AREA WHERE THE WORK IS BEING PERFORMED.”

SUBMIT TO THE COR FOR REVIEW A MINIMUM OF 14 DAYS PRIOR TO COMMENCEMENT OF

CONSTRUCTION OF ELEMENTS REQUIRING SPECIAL INSPECTION THE FOLLOWING:

1. NAME(S), ADDRESS(ES), TELEPHONE NUMBER(S), EMAIL ADDRESS(ES), AND STATEMENT(S)

OF QUALIFICATIONS OF ALL SPECIAL INSPECTOR(S) TO BE ENGAGED ON THE PROJECT.

2. A LISTING OF ALL ITEMS TO RECEIVE SPECIAL INSPECTION, DESIGNATION WHETHER

INSPECTIONS WILL BE CONTINUOUS OR PERIODIC AND THE NAME OF THE INDIVIDUAL THAT

WILL BE PERFORMING INSPECTION FOR EACH ITEM.

THE CONTRACTOR SHALL COORDINATE WITH THE SPECIAL INSPECTOR SUFFICIENTLY IN

ADVANCE OF WORK REQUIRING SPECIAL INSPECTION AND SHALL PROVIDE ACCESS TO THE

SITE AND TO THE CONSTRUCTION DOCUMENTS (CURRENT DRAWINGS AND SPECIFICATIONS)

FOR THE SPECIAL INSPECTOR CARRY OUT THE REQUIRED OPERATIONS.

THE SPECIAL INSPECTOR SHALL OBSERVE THE WORK REQUIRING SPECIAL INSPECTION FOR

CONFORMANCE TO THE CONSTRUCTION DOCUMENTS. ALL NON-CONFORMING WORK SHALL BE

BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION, THEN, IF

UNCORRECTED, TO THE IMMEDIATE ATTENTION OF THE OWNER OR OWNER’S AGENT AND COR.

THE SPECIAL INSPECTOR SHALL SUBMIT PERIODIC PROGRESS REPORTS TO THE OWNER OR

OWNER’S AGENT, CONTRACTOR AND COR IDENTIFYING ALL SPECIAL INSPECTION OPERATIONS

PERFORMED. REPORTS SHALL BE SUBMITTED NO MORE THAN 7 DAYS FOLLOWING EACH

SPECIAL INSPECTION OPERATION. REPORTS SHALL IDENTIFY THE ITEM(S) INSPECTED AND AN

INDICATION OF WHETHER THE INSPECTED ITEMS WERE IN CONFORMANCE WITH THE

CONSTRUCTION DOCUMENTS.

AT THE COMPLETION OF ALL WORK REQUIRING SPECIAL INSPECTION, THE SPECIAL INSPECTOR

SHALL SUBMIT A FINAL SIGNED REPORT TO THE OWNER OR OWNER’S AGENT, CONTRACTOR

AND COR STATING WHETHER THE WORK REQUIRING SPECIAL INSPECTION WAS, TO THE BEST

OF THE SPECIAL INSPECTOR'S KNOWLEDGE, IN CONFORMANCE WITH THE CONSTRUCTION

DOCUMENTS.

FAILURE TO PERFORM SPECIAL INSPECTION FOR THE INDICATED CONSTRUCTION OR FAILURE

TO CORRECT NON-CONFORMING WORK SHALL CONSTITUTE A BASIS FOR REJECTION OF THE

WORK AND REMOVAL AND REPLACEMENT BY THE GENERAL CONTRACTOR AT NO ADDITIONAL

COST TO THE OWNER, INCLUDING, BUT NOT LIMITED TO:

1. THE COST OF REMOVAL AND REPLACEMENT OF ALL WORK FOR WHICH SPECIAL

INSPECTION WAS REQUIRED BUT NOT PERFORMED, INCLUDING THE COST OF TESTING AND

SPECIAL INSPECTION FOR THE REPLACEMENT WORK.

2. THE COST OF ALL RELATED WORK MADE NECESSARY BY THE REMOVAL AND

REPLACEMENT OF THE UNINSPECTED WORK PER ITEM 1 ABOVE.

3. THE COST FOR DESIGN PROFESSIONAL’S SERVICES RELATED TO ALL WORK FOR WHICH

SPECIAL INSPECTION WAS REQUIRED BUT NOT PERFORMED AND SERVICES RELATED TO

THE REPLACEMENT WORK.

PROVIDE SPECIAL INSPECTION FOR THE FOLLOWING CONSTRUCTION:

SOILS AND EARTHWORK

SHALLOW FOUNDATIONS

CONCRETE

WOOD FRAMING

SEE TABLES ON THE DRAWINGS FOR SPECIAL INSPECTION PROGRAM REQUIREMENTS.

26151

CORSON

DONALD G.

E

D

SNE

CI

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Y K C U

TN

EKFO

E T A

S T

P R O F

ESS ION

R E E

NIGNELA

Revisions: Date

Drawing Title:

Approved: Project Director

Project Title

Location

VA PROJECT NUMBER

Building Number

Drawing Number

Dwg. of

VA FORM 08-6231

o n e e ig h th i n c h o n e f o o t o n e q u a rt e r in c h o n e f o o t th re e e ig h th s i n c h o n e f o o t o n e h a lf i n c h o n e f o o t th re e q u a rt e rs i n c h o n e f o o t o n e i n c h o n e f o o t o n e a n d o n e h a lf i n c h e s o n e f o o t th re e i n c h e s o n e f o o t

LEXINGTON VAMC, LEESTOWN DIVISION

2250 LEESTOWN ROAD

LEXINGTON, KY 40511

Office of Construction and Facilities Management

CONSULTANTS: PROJECT MANAGER:

Project Number Scale

15-584

CONSTRUCT CONTINUING

CARE FACILITES - PHASE 1

596-332AS INDICATED

FULLY SPRINKLERED

BID DOCUMENTS

E D

C B

A

2 3 4 5 6 7

E D

C B

A

1 2 3 4 5 6 7

Date Checked Drawn

# 201 & 202

/1

/2

:3

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M

S-003

SPECIAL INSPECTION REQUIREMENTS

JAP KLM 3SEPTEMBER 16, 2018

NOTES:

1. LOADING DOES NOT INCLUDE TRUSS SELF WEIGHT. SEE UNIFORM LOAD

SCHEDULE FOR SUPERIMPOSED DEAD LOAD.

2. ANALYZE UNBALANCED LOAD IN EACH DIRECTION.

3. DESIGN FOR WORST CASE CONDITION.

4. "SL" INDICATES SNOW LOAD.

TRUSS BRG.

PER PLAN, TYP

PER ARCH

ROOF LL = 20 PSF

TOP CHORD

OR

SL = 4 PSF

TOP CHORD

SL = 13 PSF

TOP CHORD

SL = 40 PSF

TOP CHORD

9'-0"

SEE NOTE 2

W

PER PLAN

MARK

LOAD SCHEDULE

A

DESCRIPTION

SUPERIMPOSED DEAD LOAD

TOP

CHORD

BOTTOM

CHORD

SNOW LOAD / ROOF

LIVE LOAD

NOTES:

1. SUPERIMPOSED DEAD LOAD IS DEAD LOAD IN ADDITION TO THE SELF WEIGHT OF THE PRIMARY STRUCTURAL SYSTEM.

2. (NR) INDICATES NON-REDUCIBLE LIVE LOAD.

3. FOR SNOW LOADS DESIGN FOR WORST CASE OF UNIFORM SNOW OR SNOW DRIFT CONDITION.

4. POINT LOAD APPLIES TO BOTTOM CHORD OF TRUSS AND CAN APPLY ANYWHERE ALONG TRACK OF LIFT NOTED ON LIFT LOAD MAP.

B

C

D

TYPICAL

ROOF

20 PSF

22 PSF + 8 PSF

OVER-FRAMING

WHERE OCCURS

(NOTE 1)

20 PSF (MINIMUM UNIFORM)

SEE LOAD MAP (DRIFT + BALANCED)

MECH / ELEC /

STORAGE (LIGHT)

50 PSF (NR)23 PSF

(NOTE 1)

CATWALK 40 PSF

20 PSF

(NOTE 1)

E

PATIENT LIFT 600 LBS

(NOTE 4)

NA

BARIATRIC LIFT NA

1000 LBS

(NOTE 4)

7 PSF

LIVE LOAD

TOP

CHORD

BOTTOM

CHORD

22 PSF + 8 PSF

OVER-FRAMING

WHERE OCCURS

(NOTE 1)

20 PSF (MINIMUM UNIFORM)

SEE LOAD MAP (DRIFT + BALANCED)

22 PSF + 8 PSF

OVER-FRAMING

WHERE OCCURS

(NOTE 1)

20 PSF (MINIMUM UNIFORM)

SEE LOAD MAP (DRIFT + BALANCED)

20 PSF

20 PSF

1.1 1.4

1.A

1.D

1.F

A

B

C

D

TYP,

UNO

EE

2.12.4

2.A

2.D

2.F

A

B

C

D

EE

TYP,

UNO

COMPONENTS AND CLADDING PRESSURES

ROOFS

(GABLE/HIP SLOPES 7" TO 27")

NEGATIVE PRESSURES

(OUTWARD)

TRIB

AREA

(sft)

ZONE 1 ZONE 2 ZONE 3 OVERHANG ZONE 2

p max (psf) p max (psf) p max (psf) p max (psf)

-31.3

-29.8

-29.0

-28.4

-54.4

-50.1

-44.3

-40.0

-80.5

-74.7

-68.9

-63.1

-68.9

-68.9

-68.9

-68.9

NOTES:

1. REFERENCE ASCE 7-10, FIGURE 30.4-2B

2. FORCES SHOWN ARE NET ASD LOADS

OVERHANG ZONE 3

p max (psf)

-112.3

-102.2

-87.7

-77.6

ZONE 1 ZONE 2 ZONE 3 OVERHANG

ZONE 2

OVERHANG

ZONE 3

3' - 0"

6' - 0"

3' - 0"

0"

17' - 10"

8' - 11" 8' - 11"

8' - 11"

8' - 11"

8' - 11"

12' - 0" 12' - 0"

3' - 0"

8' - 11"

17' - 10" 17

0"

3' - 0"

6' - 0"

3' - 0"

17' - 10"

0"

8' - 11"8' - 11"

8' - 11"

8' - 11"

8' - 11"

12' - 0"12' - 0"

3' - 0"

8' - 11"

17' - 10"

0"

26151

CORSON

DONALD G.

E

D

SNE

CI

L

Y K C U

TN

EKFO

E T A

S T

P R O F

ESS ION

R E E

NIGNELA

Revisions: Date

Drawing Title:

Approved: Project Director

Project Title

Location

VA PROJECT NUMBER

Building Number

Drawing Number

Dwg. of

VA FORM 08-6231

o n e e ig h th i n c h o n e f o o t o n e q u a rt e r in c h o n e f o o t th re e e ig h th s i n c h o n e f o o t o n e h a lf i n c h o n e f o o t th re e q u a rt e rs i n c h o n e f o o t o n e i n c h o n e f o o t o n e a n d o n e h a lf i n c h e s o n e f o o t th re e i n c h e s o n e f o o t

LEXINGTON VAMC, LEESTOWN DIVISION

2250 LEESTOWN ROAD

LEXINGTON, KY 40511

Office of Construction and Facilities Management

CONSULTANTS: PROJECT MANAGER:

Project Number Scale

15-584

CONSTRUCT CONTINUING

CARE FACILITES - PHASE 1

596-332AS INDICATED

FULLY SPRINKLERED

BID DOCUMENTS

E D

C B

A

2 3 4 5 6 7

E D

C B

A

1 2 3 4 5 6 7

Date Checked Drawn

# 201 & 202

/1

/2

:3

:3

A

M

S-004

LOAD MAPS

JAP KLM 4SEPTEMBER 16, 2018

N.T.S.S-004

TYPICAL LOADING DIAGRAM AT

SLOPED ROOFS

N.T.S.S-004

1 LIFT LOAD MAP BUILDING 201

N.T.S.S-004

2 LIFT LOAD MAP BUILDING 202

N.T.S.S-004

4 TRUSS UPLIFT MAP BUILDING 201

N.T.S.S-004

5 TRUSS UPLIFT MAP BUILDING 202

GENERAL PLAN NOTES:

1. REFERENCE TOP OF SLAB (T/SLAB) = 100'-0" UNO (U.S.G.S. 919.00)

2. TOP OF INTERIOR FOOTING ELEVATION = 98'-8" UNO.

3. TOP OF PERIMETER FOOTING ELEVATION = 98'-8" UNO.

4. ALL WALL FOOTINGS ARE WF24, UNO.

5. REFER TO STRUCTURAL GENERAL NOTES, LEGEND, SCHEDULES, TYPICAL DETAILS, AND SPECIAL INSPECTION REQUIREMENTS FOR ADDITIONAL INFORMATION.

6. SEE ARCHITECTURAL DRAWINGS FOR ADDITIONAL INFORMATION AND DIMENSIONS.

7. PROVIDE REINFORCEMENT AT MID-DEPTH OF SLAB AT RE-ENTRANT CORNERS PER THE "TYPICAL ADDITIONAL SLAB REINFORCEMENT AT RE-ENTRANT CORNERS" DETAIL.

8. COORDINATE LOCATIONS OF PENETRATIONS AND ATTACHMENTS WITH MECHANICAL.

9. PLACE FOUNDATION CONCRETE MONOLITHICALLY OR PROVIDE KEYED CONSTRUCTION JOINT AND CONTINUOUS REINFORCEMENT.

10. GRID LINE DIMENSIONS ARE TO INSIDE FACE OF STUD, UNO. ALL OTHER DIMENSIONS ARE TO OUTSIDE FACE OF BRICK.

11. PROVIDE 15/32" APA RATED SHEATHING, EXPOSURE 1 ON EXTERIOR FACE OF ALL WALLS AT ENTIRE PERIMETER OF BUILDING (INCLUDING ABOVE AND BELOW WINDOWS

AND ABOVE DOOR OPENINGS) UNO. REFER TO TYPICAL SHEATHING FASTENING DETAIL FOR FURTHER INFORMATION.

12. HOLDOWN INDICATED BY "HD#" AT THE END OF EACH SHEAR WALL. SEE HOLDOWN SCHEDULE FOR MORE INFORMATION.

13. 4" DEPRESSED SLAB, SEE "TYPICAL SLAB ON GRADE STEP DETAIL"

N

1.1 1.2 1.3 1.4

1.A

1.B

1.C

1.D

117' - 11 1/4"

20' - 8 1/4" 76' - 9" 20' - 6"1' - 0 3/8"

/2

/8

/8

/4

/4

W F

T S

W F

T S

SOG1

26' - 4 5/8" 23' - 9 1/2" 26' - 6 7/8"

/8

/8

1' - 6 3/4"