36C24618R0096-00001004.pdf

STRUCTURAL NOTES

1. GENERAL

A. THE BUILDING IS DESIGNED UNDER THE PROVISIONS OF THE 2012 INTERNATIONAL

BUILDING CODE, ASCE 7-10, AND VA PG-18-10 DESIGN MANUAL.

B. THE FOLLOWING LIVE LOADS WERE USED IN THE DESIGN:

BUILDING RISK CATEGORY IV

FLOOR LIVE LOAD

PATIENT ROOMS (WARD ROOMS) 80 PSF

CORRIDORS AT LEVEL 1 100 PSF

CORRIDORS ABOVE LEVEL 1 80 PSF

KITCHEN AND DINING AREAS 100 PSF

LAUNDRY ROOMS 200 PSF

ADMINISTRATIVE SERVICES (OFFICES) 80 PSF

FUTURE LEVELS 100 PSF

INTERSTITIAL LEVELS 25 PSF

LOBBY AND COMMON AREAS 100 PSF

STAIRS AND EXITS 100 PSF

STORAGE 125 PSF

MECHANICAL 150 PSF

SUPERIMPOSED DEAD LOAD AS REQUIRED (20 PSF MIN. FOR PARTITIONS)

NOTE: LIVE LOAD REDUCTION IS UTILIZED AS ALLOWED BY CODE

ROOF LIVE LOAD

MINIMUM UNIFORM ROOF LIVE LOAD 30 PSF

ROOF SNOW LOAD

GROUND SNOW LOAD (Pg) 20 PSF FLAT-ROOF SNOW LOAD (Pf) 24 PSF SNOW EXPOSURE FACTOR (Ce) 1.0 SNOW IMPORTANCE FACTOR (Is) 1.20 THERMAL FACTOR (Ct) 1.0

NOTE: DRIFTING SNOW LOADS AS REQUIRED BY CODE

WIND LOAD

WIND SPEED (3 SECOND GUST)

VULT 120 MPH

VASD: (0.77*VULT) 93 MPH

WIND EXPOSURE B

INTERNAL PRESSURE COEFFICIENT +0.18, -0.18

EARTHQUAKE DESIGN

SEISMIC IMPORTANCE FACTOR (Ie) 1.50

SEISMIC DESIGN CATEGORY C

SITE CLASSIFICATION D

SEISMIC RESPONSE COEFFICIENTS (LOW SEISMICITY PER VA H-18-8)

Ss 0.225 S1 0.060 Sds 0.240 Sd1 0.096

DESIGN BASE SHEAR 470 KIPS

SEISMIC-FORCE RESISTING SYSTEM PER

ASCE 7-10 TABLE 12.2-1 TYPE H

R 3 Cd 3 Cs 0.116

TL 8

ANALYSIS METHOD ELFP

C. SEE ARCHITECTURAL DRAWINGS FOR ANGLES, CLIPS, PLATES, ETC., AND OTHER

MISCELLANEOUS ITEMS. VERIFY AND COORDINATE ALL FRAMES, OPENINGS, ETC. WITH THE

MECHANICAL AND ELECTRICAL CONTRACTORS.

D. SUBMIT SHOP DRAWINGS FOR THE FOLLOWING ITEMS. SUBMITTALS INCLUDE BUT MAY NOT

BE LIMITED TO:

--CONCRETE MIX DESIGN

--REINFORCING STEEL

--STRUCTURAL STEEL

--METAL DECKING

--LIGHT GAGE METAL FRAMING

DO NOT USE CONTRACT DRAWINGS AS A BASE FOR SHOPS. REVIEW IS LIMITED TO DESIGN

CONFORMANCE. CONTRACTOR IS RESPONSIBLE FOR DIMENSIONS.

E. CONTRACTOR SHALL COORDINATE WITH THE QUALIFIED AGENCY RETAINED BY THE OWNER

TO PERFORM INSPECTION AND TESTING. INSPECTIONS REQUIRED INCLUDE, BUT MAY NOT

BE LIMITED TO:

--SOILS AND FOUNDATIONS

--CONCRETE

--STRUCTURAL STEEL

--LIGHT GAGE METAL FRAMING

2. EARTHWORK

A. FOUNDATIONS AT LOWER LEVEL ARE DESIGNED TO BEAR ON AGGREGATE PIER IMPROVED

SOILS WITH A BEARING CAPACITY OF 6,000 PSF, PER THE RECOMMENDATIONS OF THE

GEOTECHNICAL ENGINEERING REPORT PREARED BY SCHNABEL ENGINEERING DATED

EBRUARY 19,2015. THIS VALUE IS TO BE VERIFIED IN THE FIELD BY THE BUILDING

INSPECTOR OR A QUALIFIED TESTING AGENCY.

B. BOTTOM OF ALL EXTERIOR FOOTINGS SHALL BE A MINIMUM OF 2 FOOT-6 INCH BELOW FINISH

EXTERIOR GRADE. WHERE REQUIRED, STEP FOOTINGS IN RATIO OF 2 HORIZONTAL TO 1

VERTICAL.

C. COMPACTED BACKFILL BELOW BUILDING SLABS AND FOOTINGS: ALL SOIL FILL MATERIAL

MUST BE APPROVED BY SOILS ENGINEER PRIOR TO PLACEMENT. PROOFROLL SUBGRADE

REMOVING AND REPLACING SOFT OR COMPRESSIVE MATERIALS. FILL MATERIAL SHALL BE

PLACED IN LAYERS NOT TO EXCEED 8INCH AND COMPACTED TO MIN. 95 PERCENT OF THE

DRY MAXIMUM DENSITY AS DETERMINED BY ASTM D698.

3. AGGREGATE PIERS

A. AGGREGATE PIERS SHALL CONSIST OF DENSELY COMPACTED AGGREGATE PIERS

CONSTRUCTED BY COMPACTING AGGREGATE IN AN EXCAVATED HOLE USING SPECIAL

HIGH-ENERGY IMPACT DENSIFICATION EQUIPMENT. THE AGGREGATE PIERS SHALL BE IN A

COLUMNAR TYPE CONFIGURATION AND SHALL BE USED TO PRODUCE AN INTERMEDIATE

FOUNDATION SYSTEM FOR THE SUPPORT FO THE BUILDING.

B. THE AGGREGATE PIER CONTRACTOR SHALL RETAIN AN ENGINEER TO ANALYZE THE SOIL

IMPROVEMENT REQUIREMENTS AND TO DESIGN THE AGGREGATE PIER SYSTEM. THE

SPECIALTY ENGINEER SHALL SUBMIT DESIGN CALCULATIONS AND CONSTRUCTION

DRAWINGS SIGNED AND SEALED BY A SPECIALTY ENGINEER REGISTERED IN THE STATE OF

THE PROJECT. AGGREGATE PIERS SHALL BE DESIGNED FOR THE LOADS NOTED ON THE

DRAWINGS. ANY SIZES NOTED IN THE DRAWINGS ARE FOR GENERAL INFORMATION ONLY.

C. INSTALLER MUST EXAMINE AREAS AND CONDITIONS UNDER WHICH AGGREGATE PIERS ARE

TO BE INSTALLED AND NOTIFY OWNER IN WRITING OF CONDITIONS DETRIMENTAL TO

PROPER AND TIMELY COMPLETION OF WORK.

D. THE AGGREGATE PIER DESIGN SHALL BE VERIFIED BY A SINGLE PIER LOAD TEST. TEST PIER

LOCATION TO BE SPECIFIED BY THE AGGREGATE PIER SPECIALTY ENGINEER AND SHALL BE

SAME DIAMETER AND LENGTH AS THE PRODUCTION PIERS.

4. DEMOLITION

A. PROVIDE ADEQUATE SHORING, BRACING AND OTHER TEMPORARY SUPPORT DURING

DEMOLITION. RETAIN THE SERVICES OF A QUALIFIED SPECIALTY ENGINEER TO DESIGN AND

MONITOR THE TEMPORARY SUPPORT. SUBMIT DRAWINGS FOR RECORD ONLY.

B. UNTIL PROPERLY SHORED, DO NOT CUT EXISTING STRUCTURAL MEMBER IN A MANNER

RESULTING IN A REDUCTION OF LOAD-CARRYING CAPACITY. DO NOT EXCEED THE CAPACITY

OF THE EXISTING STRUCTURE WITH SUPERIMPOSED LOADS.

C. IN GENERAL, SELECTIVE STRUCTURAL DEMOLITION IS TO BE PERFORMED WITH PHYSICAL

CUTTING ACTION (I.E. SAWING AND GRINDING INSTEAD OF HAMMERING AND CHOPPING). DO

NOT USE JACKHAMMERS ON STRUCTURALLY SUPPORTED MEMBERS.

D. CONTRACTOR SHALL VERIFY THAT EXISTING CONSTRUCTION CORRESPONDS TO THAT

SHOWN ON THE DRAWINGS. DISCREPANCIES SHALL BE IMMEDIATELY BROUGHT TO THE

ATTENTION OF THE ARCHITECT/ENGINEER.

5. CONCRETE

A. CONCRETE CONSTRUCTION SHALL BE PER THE APPLICABLE BUILDING CODE, ACI 318 AND

ACI 301, LATEST EDITIONS.

B. CONCRETE SHALL ATTAIN THE FOLLOWING 28 DAY COMPRESSIVE STRENGTHS PER

ASTM A39.

--FOOTINGS, PIERS 3,000 PSI

--SLAB-ON-GRADE 3,500 PSI

--FOUNDATION WALLS (MAX W/C RATIO = 0.45) 4,000 PSI

--CONCRETE FILL OVER STEEL DECK 3,000 PSI

C. VERIFY CONCRETE STRENGTHS WITH A MINIMUM OF ONE SET OF SIX 6X12-INCH

COMPRESSION CYLINDERS (2 @ 7 DAYS, 2 @ 28, 2 SPARE) PER DAY PER MIX TYPE WITH AN

ADDITIONAL SET FOR EACH 100 YARDS OF CONCRETE. ALTERNATIVELY, 4X8-INCH

COMPRESSION CYLINDERS MAY USED, INCREASE TO 3 CYLINDERS PER TEST SAMPLE (3 @ 7

DAYS, 3 @ 28, 3 SPARE).

D. EXTERIOR CONCRETE SHALL BE AIR-ENTRAINED TO PROVIDE AN AIR CONTENT OF 6+/-1.5

PERCENT BY VOLUME.

E. PROVIDE CLEAR DISTANCE TO OUTERMOST REINFORCING AS FOLLOWS:

CONCRETE CAST AGAINST EARTH 3 INCHES

CONCRETE EXPOSED TO EARTH OR WEATHER:

#5 OR SMALLER 1-1/2 INCHES

#6 OR LARGER 2 INCHES

OTHER CONCRETE:

SLABS & WALLS 3/4 INCHES

BEAMS & COLUMNS 1- 1/2 INCHES

F. CONCRETE TOPPING MIX: FOR TOPPINGS LESS THAN 2" IN THCKNESS, THE CONCRETE MIX SHALL ACHIEVE A COMPRESSIVE STRENGTH OF 4000 PSI AT 28 DAYS WITH A MAXIMUM WATER/CEMENT RATIO OF 0.50 AND A MAXIMUM SIZE OF COARSE AGGREGATE OF 3/8". THE MIX DESIGN SHALL BE

PROPORTIONED IN ACCORDANCE WITH SECTION 5.3 OF ACI 318.

F. NON-SHRINK GROUT FOR COLUMNS BASE PLATES SHALL ATTAIN A 28 DAY COMPRESSIVE

STRENGTH: F'c = 5,000 PSI.

G. REINFORCING STEEL SHALL CONFORM TO A615-GR60; MESH SHALL CONFORM TO ASTM A185

WITH MINIMUM LAPS OF 8 INCHES. PLACING PLANS AND SHOP FABRICATION DETAILS SHALL BE

IN ACCORDANCE WITH “THE MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED

CONCRETE STRUCTURES”. FURNISH SUPPORT BARS AND ACCESSORIES IN ACCORDANCE WITH

C.R.S.I. STANDARDS.

H. PROVIDE CORNER BARS TO MATCH HORIZONTAL REINFORCING IN WALLS AND FOOTINGS.

SPLICE LAPS SHALL BE A MINIMUM OF 36 BAR DIAMETERS, UNLESS NOTED OTHERWISE.

PROVIDE DOWELS BETWEEN FOOTINGS AND WALLS OR PIERS TO MATCH SIZE AND SPACING OF

VERTICAL REINFORCING.

I. WALLS WITH LATERAL EARTH PRESSURES SHALL BE ADEQUATELY SHORED OR FLOOR/ROOF

CONSTRUCTION SHALL BE IN PLACE AND SECURED PRIOR TO BACKFILLING.

J. CONCRETE SLABS ON STEEL FRAMING SHALL BE PLACED LEVEL TO THE ELEVATIONS

SPECIFIED ON THE DRAWINGS. PLACE THE CONCRETE USING AN APPROPRIATE METHOD, SUCH

AS A LASER TO SET THE TOP SURFACE ELEVATION. DO NOT SET THE SLAB THICKNESS BY

MEASURING OFF THE DECK.

K. THE SLAB THICKNESS SHOWN ON THE DRAWINGS IS THE THICKNESS AT THE COLUMNS. THE

THICKNESS WILL VARY ACROSS THE LENGTH OF THE BEAMS DEPENDING ON THE DEFLECTION

AND/OR CAMBER OF THE STEEL. THE CONTRACTOR IS RESPONSIBLE TO ACCOUNT FOR THIS

WHEN ESTIMATING CONCRETE QUANTITIES. THE WEIGHT OF THE ADDITIONAL CONCRETE HAS

BEEN ACCOUNTED FOR IN THE STRUCTURAL DESIGN OF THE BUILDING.

L. AFTER THE LOSS OF CAMBER, WHERE APPLICABLE, INDIVIDUAL STEEL BEAMS AND GIRDERS HAVE BEEN DESIGNED TO HAVE AN INITIAL DEFLECTION UNDER THE WET WEIGHT OF CONCRETE

GENERALLY LESS THAN L/300, (L IN INCHES).

M. WHEN PLACING WET CONCRETE OVER CAMBERED BEAMS, UNIFORMLY SPREAD THE CONCRETE

(10 TO 12 FEET WIDE) OVER THE FULL LENGTH OF THE BEAM PRIOR TO MOVING

PERPENDICULAR TO THE BEAMS. THIS WILL PROPERLY DEFLECT THE BEAMS SUFFICIENTLY TO

OBTAIN THE REQUIRED SLAB THICKNESS.

N. INSTALLATION OF ELECTRICAL CONDUIT WITHIN THE CONCRETE SLAB-ON-GRADE OR WITHIN

CONCRETE OVER METAL DECKING IS PROHIBITED.

6. MASONRY

A. MASONRY CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE APPLICABLE BUILDING CODE

AND THE “BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES” TMS 402/ACI-530/ASCE

5 AND THE “SPECIFICATIONS FOR MASONRY STRUCTURES” TMS 602/ACI-530.1/ASCE 6, LATEST

EDITIONS.

B. MASONRY TO CONFORM TO THE FOLLOWING SPECIFICATIONS:

HOLLOW LOAD-BEARING C.M.U ASTM C90

CONCRETE BUILDING BRICK ASTM C55, GRADE A

MORTAR ASTM C270, TYPE M OR S

GROUT ASTM C476

C. MASONRY ASSEMBLIES SHALL HAVE COMPRESSIVE STRENGTH (F'M) GREATER THAN OR EQUAL

TO 1350 PSI.

D. WALLS SHALL BE CONSTRUCTED USING A FULL BED OF MORTAR. VERTICAL REINFORCING

SHALL BE GROUTED IN PLACE WITH 2500 PSI GROUT (GROUT SLUMP SHALL FALL BETWEEN 8

AND 11 INCHES) POUR HEIGHT AND LIFT HEIGHT SHALL NOT EXCEED 5 FEET - 0 INCHES.

E. PROVIDE CONTINUOUS HORIZONTAL JOINT REINFORCING IN MASONRY WALLS AT 16 INCHES O.C.

PROVIDE AT 8 INCHES O.C. AT PARAPETS.

F. CAVITY WALLS OF BRICK AND BLOCK SHALL BE CONSTRUCTED WITH JOINT REINFORCING IN

MASONRY AND ADJUSTABLE METAL ANCHORS TO BRICK.

G. UNLESS NOTED OTHERWISE, PROVIDE 16 INCH LONG BY 24 INCHES HIGH SOLID OR GROUTED

BLOCK UNDER BEARING ENDS OF BEAMS.

H. AT CONTINUOUS BOND BEAM, PROVIDE 4 FEET- 0 INCHES LAP AT BEAM STEPS.

I. MASONRY WALLS SHALL HAVE CONTROL JOINTS AT 30 FEET ON CENTER UNLESS NOTED

OTHERWISE.

J. REINFORCING STEEL SHALL CONFORM TO ASTM A615-GR60. LAP BARS A MINIMUM OF 48 BAR

DIAMETERS. GROUT ALL REINFORCED CORES SOLID.

K. UNLESS SHOWN ON PLAN, LINTELS FOR MASONRY WALLS SHALL BE AS FOLLOWS:

OPENINGS TO 3 FT, 0 IN 3-1/2 X 3-1/2 X 1/4

3 FT, 1 IN TO 5 FT, 0 IN 4 X 3-1/2 X 5/16 - 3-1/2 HORIZONTAL

5 FT, 1 IN TO 6 FT, 6 IN 5 X 3-1/2 X 5/16 - 3-1/2 HORIZONTAL

OVER 6 FT, 6 IN CONSULT ARCHITECT/ENGINEER

PROVIDE 1 ANGLE FOR EACH 4 INCHES OF WALL THICKNESS. LINTELS SHALL BEAR 6 INCHES

MINIMUM EACH END U.N.O.

L. PROVIDE TWO-PIECE ADJUSTABLE ANCHORS TO MASONRY AT 24 INCHES O.C. AT ALL VERTICAL

AND HORIZONTAL STRUCTURAL STEEL MEMBERS.

M. ALL NON-LOADBEARING MASONRY WALLS SHALL BE PROVIDED WITH VERTICAL SLIP

CONNECTIONS AT THE TOP OF THE WALL, U.N.O.

7. STEEL

A. STEEL CONSTRUCTION SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE APPLICABLE

BUILDING CODE AND SHALL CONFORM TO AISC 360. STRUCTURAL STEEL SHALL CONFORM TO

THE FOLLOWING ASTM STANDARDS:

WIDE FLANGE SHAPES A992 – GR50

STEEL PLATES, CHANNELS AND ANGLES A36

STRUCTURAL PIPES A53 OR A501

STRUCTURAL TUBES A500 - GR B

ANCHOR RODS (3/4” DIAM. OR LESS) F1554 – 36 KSI

ANCHOR RODS (7/8” DIAM. OR GREATER) F1554 – 55 KSI

HIGH-STRENGTH BOLTS A325

HEADED STUDS A108

B. BOLTED CONNECTIONS TO USE A325-TYPE N, HIGH STRENGTH BOLTS IN BEARING TYPE

CONNECTIONS TIGHTENED TO A SNUG TIGHT CONDITION IN ACCORDANCE WITH RCSC

SPECIFICATIONS.

C. BOLTS IN MOMENT CONNECTIONS AND WIND RESISTING FRAMES SHALL BE ASTM A325-TYPE SC

(SLIP CRITICAL). SLIP CRITICAL CONNECTIONS SHALL HAVE CONTACT SURFACES MEETING

CLASS A SURFACE CONDITIONS. BOLTS SHALL BE TENSIONED.

D. SHOP CONNECTIONS TO BE WELDED OR BOLTED. FIELD CONNECTIONS TO BE BOLTED UNLESS OTHERWISE SHOWN. BOLT HOLES TO BE STANDARD ROUND HOLES (d+1/16 INCHES) UNLESS

OTHERWISE NOTED. SHORT SLOTS SHALL BE PERMITTED NORMAL TO THE LOAD DIRECTION IN

SLIP CRITICAL AND BEARING TYPE CONNECTIONS AS PER AISC REQUIREMENTS.

E. IF BEAM REACTIONS ARE DENOTED ON THE DRAWINGS, BEAM-WEB CONNECTIONS FOR SHEAR

AT EACH END SHALL BE DETAILED TO SUPPORT THE LOADS SHOWN OR PROVIDE THE

FOLLOWING MINIMUM NUMBER OF BOLTS, WHICHEVER IS GREATER. STIFFENED SEATS SHALL

BE DETAILED TO SUPPORT THE LOADS SHOWN ON THE DRAWINGS OR THE MINIMUM FACTORED

LOADS INDICATED BELOW, WHICHEVER IS GREATER.

BEAM/WEB STIFF. SEAT

W8 OR W10 2 BOLTS (24K)

W12 OR W14 3 BOLTS (36K)

W16 OR W18 4 BOLTS (48K)

W21 OR W24 5 BOLTS (60K)

F. STRUCTURAL STEEL SHALL BE GIVEN ONE SHOP COAT OF APPROVED SHOP PRIMER APPLIED

TO CLEAN AND DRY SURFACES. DO NOT PAINT STEEL THAT WILL BE FIREPROOFED OR

EMBEDDED IN CONCRETE.

G. STEEL BEAMS SHALL BE WELDED TO STEEL BEARING PLATES WITH 3 INCH LONG BY 3/16-INCH

FILLET WELD EACH SIDE OF FLANGE (MINIMUM).

H. CAMBERS SHOWN REFLECT THE IN-PLACE ERECTED, BEAM DEAD LOAD CONDITION. CAMBERS

SHALL BE INCREASED AS REQUIRED BY THE SUPPLIER TO ACCOUNT FOR LOSS OF CAMBER.

SINGLE POINT CAMBERING WILL NOT BE ALLOWED.

I. WELDING OF STRUCTURAL STEEL SHALL BE WITH E70XX ELECTRODES.

8. STEEL DECK

A. STEEL DECK SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE APPLICABLE BUILDING CODE

AND THE STEEL DECK INSTITUTE SPECIFICATIONS AND RECOMMENDATIONS.

B. COMPOSITE SLABS OF CONCRETE AND STEEL DECK SHALL BE CONSTRUCTED IN ACCORDANCE

WITH ASCE 3.

C. ROOF DECK SHALL BE 20 GAGE, 1 1/2 INCH DEEP, 33 KSI, TYPE B, WIDE RIB (I=0.201, Sp=0.234, Sn=0.247 PER FOOT OF WIDTH, U.N.O.) AND SHALL EXTEND A MINIMUM OF 3 SPANS, U.N.O. DECK

SHALL BE GALVANIZED.

D. MINIMUM REQUIREMENTS FOR ROOF DECK FASTENING SHALL BE 5/8 INCH DIAMETER PUDDLE WELDS USING A 36/5 OR 30/4 WELD PATTERN WITH #10 TEK SCREW SIDELAP FASTENER AT 18

INCHES O.C.

E. COMPOSITE FLOOR DECK SHALL BE 19 GAGE, 50 KSI, 2 INCH DEEP (I=0.409, Sp=0.341, Sn=0.346 PER FOOT OF WIDTH, U.N.O) AND SHALL EXTEND A MINIMUM OF 3 SPANS, U.N.O. DECK SHALL

HAVE PHOSPHATIZED TOP AND PAINTED BOTTOM. DECK SHALL BE GALVANIZED.

F. MINIMUM REQUIREMENTS FOR FLOOR DECK FASTENING SHALL BE 5/8 INCH DIAMETER PUDDLE WELDS USING A 36/4 OR 30/3 WELD PATTERN WITH 1-#10 TEK SCREW SIDELAP FASTENER AT 3

FEET ON CENTER.

9. LIGHT GAGE METAL FRAMING

A. LIGHT GAGE FRAMING SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH THE

APPLICABLE BUILDING CODE AND AISI, LATEST EDITION.

B. SUBMIT CALCULATIONS AND SHOP DRAWINGS SIGNED AND SEALED BY A SPECIALTY ENGINEER

REGISTERED IN THE STATE OF THE PROJECT. MEMBERS AND CONNECTIONS SHALL BE

DESIGNED FOR THE LOADINGS NOTED ABOVE. ANY SIZES NOTED IN THE DRAWINGS ARE FOR

GENERAL INFORMATION ONLY.

C. EXTERIOR WALL FRAMING SHALL BE DESIGNED FOR THE FOLLOWING MAXIMUM LATERAL

DEFLECTIONS, AT THE APPLICABLE DESIGN WIND:

AT MASONRY VENEER L/600 OR 0.3 INCH, WHICHEVER IS LESS

AT OTHER LOCATIONS L/360

D. SHOP DRAWINGS SHALL INCLUDE ERECTION DRAWINGS SHOWING MEMBER LAYOUT, SIZE AND

SPACING. PROVIDE CONNECTION DETAILS SUPPLEMENTAL BRACING, SPLICES, ACCESSORIES,

AND DETAILS AS MAY BE REQUIRED FOR PROPER INSTALLATION.

E. LIGHT GAUGE STUD CAPACITY SHALL BE REDUCED BY 20% AT 2 HOUR LOAD BEARING WALLS.

REFERENCE ARCHITECTURAL DRAWINGS FOR FIRE RATINGS AND UL DESIGN NUMBERS.

F. THE SPECIALTY ENGINEER SHALL VISIT THE JOBSITE DURING CONSTRUCTION TO VERIFY

CONFORMANCE TO THE SHOP DRAWINGS. AT THE COMPLETION OF THE PROJECT PROVIDE A

LETTER CERTIFYING THE CONSTRUCTION IS IN ACCORDANCE WITH THE DESIGN.

G. MATERIALS AND FINISHES:

FOR 16-GAGE AND HEAVIER UNITS, FABRICATE METAL FRAMING COMPONENTS OF STRUCTURAL

QUALITY STEEL SHEET WITH A MINIMUM YIELD POINT OF 50,000 PSI; ASTM A653, ASTM A875, ASTM A792, OR ASTM A463.

FOR 18-GAGE AND LIGHTER UNITS, FABRICATE METAL FRAMING COMPONENTS OF COMMERCIAL

QUALITY STEEL SHEET WITH A MINIMUM YIELD POINT OF 33,000 PSI; ASTM A653, ASTM A875, ASTM A792, OR ASTM A463.

PROVIDE GALVANIZED FINISH TO METAL FRAMING COMPONENTS COMPLYING WITH ASTM A924

FOR MINIMUM G60 COATING.

ALL STUDS SHALL BE STANDARD LOAD-BEARING STEEL STUDS OF SIZE, SHAPE, AND GAGE

INDICATED, WITH 1.625 INCH FLANGE AND FLANGE RETURN LIP.

STUDS MATERIAL USED TO BACKUP ON SUPPORT BRICK SHALL USE A MINIMUM 18 GAGE STUD

AND HAVE A G90 FINISH.

H. WELD STUD WORK USING E60XX ELECTRODES BY CERTIFIED WELDERS. FOR MECHANICAL

FASTENERS, USE ONLY POLYMER FINISHES, CHROMIUM PLATED, STAINLESS STEEL OR HOT DIP

GALVANIZED UNITS.

I. CONSTRUCT ALL NON-LOADBEARING WALLS WITH A VERTICAL SLIP CONNECTION AT THE TOP

OF THE WALL.

10. POST-INSTALLED ANCHORS IN CONCRETE AND MASONRY

A. GENERAL

INSTALL ANCHORS IN STRICT CONFORMANCE WITH THE MANUFACTURER’S PUBLISHED INSTALLATION INSTRUCTIONS AND PROCEDURES. ALL POST-INSTALLED ANCHORS IN CONCRETE SHALL HAVE ICC

APPROVAL FOR USE IN CRACKED CONCRETE.

SUBSTITUTION REQUESTS FOR ALTERNATE PRODUCTS MUST BE SUBMITTED FOR APPROVAL PRIOR TO

USE. CONTRACTOR SHALL PROVIDE LOAD CAPACITIES DEMONSTRATING THAT THE SUBSTITUTED

PRODUCT IS CAPABLE OF ACHIEVING THE PERFORMANCE VALUES OF THE SPECIFIED PRODUCT.

PROVIDE STAINLESS STEEL FASTENERS FOR EXTERIOR USE OR WHEN PERMANENTLY EXPOSED TO

WEATHER. PROVIDE GALVANIZED CARBON STEEL ANCHORS AT OTHER LOCATIONS, UNLESS

OTHERWISE

NOTED.

B. PRODUCTS

ANCHORS IN CONCRETE:

-- EXPANSION ANCHORS SHALL BE HILTI KWIK BOLT TZ.

-- UNDERCUT ANCHORS SHALL BE HILTI HDA.

-- SCREW ANCHORS SHALL BE HILTI KWIK HUS-EZ.

-- ADHESIVE ANCHORS SHALL BE HILTI HIT-HY 200 SAFE SET SYSTEM WITH HILTI HIT-Z ROD

OR WITH HILTI HOLLOW DRILL BIT SYSTEM WITH HAS-E THREADED ROD.

ANCHORS IN MASONRY:

-- EXPANSION ANCHORS SHALL BE HILTI KWIK BOLT-3. GROUT MASONRY CELLS SOLID WITH

2500 PSI GROUT AT ANCHOR LOCATIONS.

-- SCREW ANCHORS SHALL BE HILTI KWIK HUS-EZ. GROUT MASONRY CELLS SOLID WITH

2500 PSI GROUT AT ANCHOR LOCATIONS.

-- ADHESIVE ANCHORS IN SOLID MASONRY SHALL BE HILTI HIT-HY 70 ADHESIVE ANCHORING

SYSTEM. STEEL ANCHOR ELEMENT SHALL BE HILTI HAS-E CONTINUOUSLY THREADED

ROD OR HILTI HIS-N INTERNALLY THREADED INSERT.

-- ADHESIVE ANCHORS IN HOLLOW OR MULTI-WYTHE MASONRY SHALL BE HILTI HIT-HY 70

ADHESIVE ANCHORING SYSTEM. STEEL ANCHOR ELEMENT SHALL BE HILTI HAS-E

CONTINUOUSLY THREADED ROD OR HILTI HIT-IC INTERNALLY THREADED INSERT. THE

APPROPRIATE SIZE SCREEN TUBE SHALL BE USED PER THE ADHESIVE MANUFACTURER’S

RECOMMENDATION.

C. INSTALLATION

ALL INSTALLATION PROCEDURES SHALL BE PER MANUFACTURERS RECOMMENDATIONS. COORDINATE

AND/OR PROVIDE FOR THIRD PART INSPECTION AS REQUIRED BY BUILDING CODE OR LOCAL

JURISDICTION.

ANCHOR CAPACITY IS DEPENDENT UPON SPACING BETWEEN ADJACENT ANCHORS AND PROXIMITY OF ANCHOR TO EDGE OF CONCRETE OR MASONRY. INSTALL ANCHORS IN ACCORDANCE WITH SPACING AND EDGE DISTANCE INDICATED ON THE DRAWINGS; IF NOT SHOWN, COMPLY WITH MINIMUM SPACING AND

EDGE DISTANCE FOR FULL ANCHOR CAPACITY, AS SPECIFIED BY MANUFACTURER.

EXISTING REINFORCING BARS IN THE CONCRETE OR MASONRY STRUCTURE MAY CONFLICT WITH SPECIFIC ANCHOR LOCATIONS. DO NOT CUT OR DAMAGE REINFORCING BARS UNLESS SPECIFICALLY PERMITTED IN

THE DRAWINGS.

PRIOR TO DRILLING, THE CONTRACTOR SHALL LOCATE REINFORCING BAR POSITIONS IN THE IMMEDIATE VICINITY OF PROPOSED POST-INSTALLED ANCHORS USING GPR, X-RAY, OR OTHER NON-DESTRUCTIVE

MEANS.

WHEN CONFLICTS BETWEEN PROPOSED ANCHORS AND EXISTING REINFORCING BARS EXIST, SUBMIT RESULTS OF BAR LOCATIONS TO ARCHITECT / ENGINEER FOR REVIEW AND FURTHER DIRECTION.

11. FUTURE CONSTRUCTION

A. THE BUILDING STRUCTURE HAS BEEN DESIGNED FOR THE FUTURE CONSTRUCTION OF A 3RD

FLOOR, A ROOF, AND 2 INTERSTITIAL LEVELS.

B. THE LOADS CONSIDERED ARE SHOWN ON S-004.

WARNING: THE STRUCTURAL INTEGRITY OF THE BUILDING SHOWN ON THESE PLANS IS DEPENDENT UPON COMPLETION ACCORDING TO PLANS AND SPECIFICATIONS. STRUCTURAL MEMBERS ARE NOT SELF-BRACING UNTIL PERMANENTLY AFFIXED TO THE STRUCTURE. THE STRUCTURAL ENGINEERS

ASSUME NO LIABILITY FOR THE STRUCTURE DURING CONSTRUCTION.

ABBREVIATIONS & LEGEND

K

J

H

G

F

E

D

C

B

A

T

W

V

U

S

R

Q

P

O

N

M

L

I

BOTTOM OF FOOTING ELEVATION

GENERAL CONTRACT(OR)

JOIST BEARING ELEVATION

JST JOIST

KIP

JOINT

KNOCK-OUT

KIPS PER SQ. INCH

JT

KO

KSI

K

HIGH POINT

HEIGHT

HORIZONTAL

INSIDE FACE

INFORMATION

IF

INFO

JBE

HT

HP

HORIZ

BOTT BOTTOM

DBL DOUBLE

GALVANIZED

GAGE, GAUGEGA

GALV

GC

EACH SIDE

DEAD LOAD

EACH

EXTERIOR

EXPANSION

EXISTING

EACH WAY

ELEVATION

EQUAL

EL

EW

EQ

EXIST, EX

EXT

EXP

DL

ES

EA

DOWN

DRAWING

DIAGONAL

DIAMETER

DEFORMED BAR ANCHORS

DN

DIAM

DWG

DIAG

DBA

BETWEEN

BASEMENT

BEARING

BEARING PLATE MARKBP

BRG

BTWN

BSMT

ALTERNATE

ANCHOR BOLT

BEAM

BUILDING

BLOCKING

BEAM MARK

ARCHITECT(URAL)

BF

B

BM

BLDG

BLKG

AB

ARCH

ALT

TOP OF FOOTING ELEVATION

TOP OF CONCRETE

TOP OF PIER ELEVATION

TOP OF STEEL ELEVATION

TOP OF WALL ELEVATION

UNLESS NOTED OTHERWISE

WELDED WIRE FABRIC

UNDERSIDE METAL DECK ELEVATIONUMD

W/

WWF

WP

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WORK POINT

VERTICAL

WITH

UNEXC

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TYP

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TOS

TEMP

TF

UNEXCAVATED

TYPICAL

TEMPORARY

MISCELLANEOUSMISC

PROJECTIONPROJ

POUNDS PER SQ. FOOT

POUNDS PER SQ. INCH

REVISION, REVISE(D)

REINFORCE(D), (ING)

STRUCT

SPA

SL

STD

STL

SIM

SB

SQ

REQ'D

STANDARD

STRUCTURAL

SNOW LOAD

SPACES

STEEL

REQUIRED

SOIL BORING

SIMILAR

SQUARE

QTY

REV

RD

REINF

RAD

PT

PSF

PSI

QUANTITY

ROOF DRAIN

RADIUS

POST TENSION/PRESSURE TREATED

MASONRY OPENING

NOT IN CONTRACT

PRECAST CONCRETE

POUNDS PER LINEAR FOOT

PRECAST PLANK MARK

P

PL

PLF

PP

PERIM

PC

OF

OPP

OPNG

OC

PIER MARK

PERIMETER

PLATE

OPPOSITE

OUTSIDE FACE

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ON CENTER(S)

NIC

NTS

NS

MTL

MATL

MO

NOT TO SCALE

NEAR SIDE

MATERIAL

METAL

LONG LEG HORIZONTAL

LONG LEG VERTICAL

LP

MANUF

MAX

MAS

LLH

LL

LLV

L

LOW POINT

MAXIMUM

MASONRY

MMANUFACTURER(ED)

LINTEL MARK

LIVE LOAD

ELEVATORELEV

VIF VERIFY IN FIELD

WIND FRAMEWF

LAMINATED VENEER LUMBERLVL

BOD BOTTOM OF DECK

PEB PRE-ENGINEERED BUILDING

EACH END

THROUGH OUT

TJI

T0

WOOD I JOIST

EE

REM REMAINDER

SE SPECIALTY DESIGN ENGINEER

EF EACH FACE

PSL PARALLEL STRAND LUMBER COLUMN

SC SLIP CRITICAL

HS HIGH STRENGTH

AFF ABOVE FINISH FLOOR

CENTER OF MASONRY WALLCOM

COS CENTER OF STUD

COMP COMPOSITE

CAST IN PLACECIP

COLUMN MARK

COLUMN

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CONTINUOUS

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CONCRETE MASONRY UNIT

C

CLR

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F FOOTING MARK

FUT

FS

FD

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FLOOR DRAIN

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FUTURE

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FACE OF STUD

FACE OF MASONRY WALL

FOS

FOM

BOTTOM OF STEELBOS

STAINLESS STEELSS

ADJACENTADJ

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EDGE OF SLAB

EDGE OF DECK

EOS

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EQUIPMENTEQUIP

FACE OF BUILDINGFOB

MIN MINIMUM

POWER DRIVEN FASTENERPDF

RTU ROOF TOP UNIT

SOG

SJI

SLAB ON GRADE

STEEL JOIST INSTITUTE

THK THICK(NESS), (ENED)

ENGINEERS PLANNERS LANDSCAPE ARCHITECTS SURVEYORS 3D LASER SCANNING

VIKA MARYLAND LLC

W W W . V I K A . C O M

(301) 916-4100 FAX (301) 916-2262

20251 CENTURY BOULEVARD SUITE 400 GERMANTOWN, MARYLAND 20874

1451 Dolley Madison Blvd. Suite 220 McLean VA 22101-3812 703-827-9552 www.ehlert-bryan.com Department of

Veterans Affairs

Drawing Title:

1 2 3 4 5 6 7 8 9

1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

A

B

C

D

E

F

Approved: Project Director

Project Title: Project Number:

Building Number:

Drawing Number:Location:

Date: Checked: Drawn:

Office of Construction and Facilities Management

ARCHITECTS/ENGINEERS:CONSULTANTS:

FULLY SPRINKLERED

STAMP

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

VA FORM 08-6231. Oct 1978

H D

H D

P ro je ct

X

X X

X X

X X

X

"C o n su lt.

P ro je ct

X

X X

X X

X

635 S. Fairfax Street Alexandria, VA 22314 703.838.8414 www.healingdesign.com

Virginia

DESIGN-AIRE ENGINEERING, INC.

www.daengineering.com317.464.9090

220 North College Avenue

Indianapolis, Indiana 46202

EB#1450072

DWG. OF

:2 :4

A M

C U s e rs a s c h m it t\ D o c u m e n ts J o b s s tr u c

R ic h m o n d

V A M C a s c h m it t.

rv t

S-001

1201 BROAD ROCK BLVD. RICHMOND, VA 23249

COMMUNITY LIVING CENTER

EXPANSION AND RENOVATION

STRUCTURAL NOTES AND ABBREVIATIONS

APS SLSAPRIL 14, 2017

VA 246 14R 0013

100% CONSTRUCTION DOCUMENTS

ENGINEERS PLANNERS LANDSCAPE ARCHITECTS SURVEYORS 3D LASER SCANNING

VIKA MARYLAND LLC

W W W . V I K A . C O M

(301) 916-4100 FAX (301) 916-2262

20251 CENTURY BOULEVARD SUITE 400 GERMANTOWN, MARYLAND 20874

1451 Dolley Madison Blvd. Suite 220 McLean VA 22101-3812 703-827-9552 www.ehlert-bryan.com Department of

Veterans Affairs

Drawing Title:

1 2 3 4 5 6 7 8 9

1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

A

B

C

D

E

F

Approved: Project Director

Project Title: Project Number:

Building Number:

Drawing Number:Location:

Date: Checked: Drawn:

Office of Construction and Facilities Management

ARCHITECTS/ENGINEERS:CONSULTANTS:

FULLY SPRINKLERED

STAMP

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

VA FORM 08-6231. Oct 1978

H D

H D

P ro je ct

X

X X

X X

X X

X

"C o n su lt.

P ro je ct

X

X X

X X

X

635 S. Fairfax Street Alexandria, VA 22314 703.838.8414 www.healingdesign.com

Virginia

DESIGN-AIRE ENGINEERING, INC.

www.daengineering.com317.464.9090

220 North College Avenue

Indianapolis, Indiana 46202

EB#1450072

DWG. OF

:2 :4

A M

C U s e rs a s c h m it t\ D o c u m e n ts J o b s s tr u c

R ic h m o n d

V A M C a s c h m it t.

rv t

S-002

1201 BROAD ROCK BLVD. RICHMOND, VA 23249

COMMUNITY LIVING CENTER

EXPANSION AND RENOVATION

SPECIAL INSPECTIONS

Checker SLSAPRIL 14, 2017

VA 246 14R 0013

100% CONSTRUCTION DOCUMENTS

SCHEDULE OF SPECIAL INSPECTIONS

VERIFICATION AND INSPECTION Y/N FREQUENCY CONTINUOUS

FREQUENCY

PERIODIC REFERENCED STANDARD IBC REFERENCE SCOPE OF SERVICE

RESPONSIBLE

PARTY

A. APPLICATION OF PRESTRESSING FORCES. N - - ACI 318 1705.3 - -

B. GROUTING OF BONDED PRESTRESSING TENDONS IN THE

SEISMIC-FORCE-RESISTING SYSTEM.

N - - ACI 318 1705.3 - -

10 ERECTION OF PRECAST CONCRETE MEMBERS. N - - ACI 318 1705.3 - -

11 VERIFICATION OF IN-SITU CONCRETE STRENGTH, PRIOR TO

STRESSING OF TENDONS IN POSTTENSIONED CONCRETE & PRIOR

TO REMOVAL OF SHORES & FORMS FROM BEAMS & STRUCTURAL

SLABS.

N - - ACI 318 1705.3 - -

12 INSPECT FORMWORK FOR SHAPE, LOCATION & DIMENSIONS OF

THE CONCRETE MEMBER BEING FORMED.

Y - X ACI 318 1705.3 VERIFY IN ACCORDANCE WITH APPROVED FORMWORK SHOP DRAWINGS. SIER

MASONRY

LEVEL A QUALITY ASSURANCE: RISK CATEGORY I, II, OR III

STRUCTURES DESIGNED IN ACCORDANCE WITH CHAPTER 5, 6, OR

7.

N 1705.4 -

LEVEL B QUALITY ASSURANCE: RISK CATEGORY IV STRUCTURES

DESIGNED IN ACCORDANCE WITH CHAPTERS 6 OR 7 & RISK

CATEGORY I, II, OR III STRUCTURES DESIGNED IN ACCORDANCE

WITH CHAPTERS OTHER THAN 5, 6, OR 7.

N 1705.4 -

LEVEL C QUALITY ASSURANCE: RISK CATEGORY IV STRUCTURES

DESIGNED IN ACCORDANCE WITH CHAPTERS OTHER THAN 5, 6, OR

7.

N 1705.4 -

1 COMPLIANCE WITH REQUIRED INSPECTION PROVISIONS OF THE

CONSTRUCTION DOCUMENTS & THE APPROVED SUBMITTALS

SHALL BE VERIFIED.

N - - ACI530.1 1705.4 - -

2 VERIFICATION OF F’M & F’AAC PRIOR TO CONSTRUCTION (AND

FOR EVERY 5,000 SQUARE FEET DURING CONSTRUCTION FOR

LEVEL C).

N - - TMS 602/ACI

530.1/ASCE 6

1705.4 - -

3 VERIFICATION OF PROPORTIONS OF MATERIALS IN PREMIXED OR

PREBLENDED MORTAR, PRESTRESSING GROUT, & GROUT OTHER

THAN SELF-CONSOLIDATING GROUT AS DELIVERED TO THE SITE.

N - - TMS 602/ACI

530.1/ASCE 6

1705.4 - -

4 VERIFICATION OF SLUMP FLOW & VSI AS DELIVERED TO THE SITE

FOR SELF-CONSOLIDATING GROUT.

N - - TMS 602/ACI

530.1/ASCE 6

1705.4 - -

5 THE FOLLOWING SHALL BE VERIFIED TO ENSURE COMPLIANCE: -

A. PROPORTIONS OF SITE-PREPARED MORTAR, GROUT, &

PRESTRESSING GROUT FOR BONDED TENDONS.

N - - TMS 602/ACI

530.1/ASCE 6

1705.4 - -

B. PLACEMENT OF MASONRY UNITS & CONSTRUCTION OF MORTAR

JOINTS.

N - - TMS 602/ACI

530.1/ASCE 6

1705.4 - -

C. GRADE, TYPE, & SIZE OF REINFORCEMENT, ANCHOR BOLTS,

PRESTRESSING TENDONS, & ANCHORAGES

N - - TMS 402/ACI

530/ASCE 5/TMS 602/ACI

530.1/ASCE 6

1705.4 - -

D. PLACEMENT OF REINFORCEMENT, CONNECTORS & PRESTRESSING

TENDONS & ANCHORAGES.

N - - TMS 402/ACI

530/ASCE 5/TMS 602/ACI

530.1/ASCE 6

1705.4 - -

E. GROUT SPACE PRIOR TO GROUTING. N - - TMS 602/ACI

530.1/ASCE 6

1705.4 - -

F. PLACEMENT OF GROUT & PRESTRESSING GROUT FOR BONDED

TENDONS.

N - - TMS 602/ACI

530.1/ASCE 6

1705.4 - -

G. SIZE & LOCATION OF STRUCTURAL ELEMENTS. N - - TMS 602/ACI

530.1/ASCE 6

1705.4 - -

H. TYPE, SIZE & LOCATION OF ANCHORS, INCLUDING OTHER DETAILS

OF ANCHORAGE OF MASONRY TO STRUCTURAL MEMBERS,

FRAMES OR OTHER CONSTRUCTION.

N - - TMS 402/ACI

530/ASCE 5

1705.4 - -

I. WELDING OF REINFORCEMENT. N - - TMS 402/ACI

530/ASCE 5

1705.4 - -

J. PREPARATION, CONSTRUCTION & PROTECTION OF MASONRY

DURING COLD WEATHER (TEMPERATURE BELOW 40°F) OR HOT

WEATHER (TEMPERATURE ABOVE 90°F).

N - - TMS 602/ACI

530.1/ASCE 6

1705.4 - -

K. APPLICATION & MEASUREMENT OF PRESTRESSING FORCE. N - - TMS 602/ACI

530.1/ASCE 6

1705.4 - -

L. PLACEMENT OF AAC MASONRY UNITS & CONSTRUCTION OF

THIN-BED MORTAR JOINTS.

N - - TMS 602/ACI

530.1/ASCE 6

1705.4 - -

M. PROPERTIES OF THIN-BED MORTAR FOR AAC MASONRY. N - - TMS 602/ACI

530.1/ASCE 6

1705.4 - -

N. VERIFY PRE-STRESSING TECHNIQUE IS IN COMPLIANCE AS

CONSTRUCTION BEGINS

N - - TMS 602/ACI

530.1/ASCE 6

1705.4 -

6 OBSERVE PREPARATION OF GROUT SPECIMENS, MORTAR

SPECIMENS, AND/OR PRISMS.

N - - TMS 602/ACI

530.1/ASCE 6

1705.4 - -

WOOD CONSTRUCTION

1 INSPECTION OF FABRICATORS & FABRICATION PROCEDURES FOR

PREFABRICATED WOOD STRUCTURAL ELEMENTS.

N - - 1705.5 - -

2 HIGH-LOAD DIAPHRAGMS DESIGNED IN ACCORDANCE WITH

SECTION 2306.2

N - - 1705.5 - -

3 METAL PLATE CONNECTED WOOD TRUSSES SPANNING 60 FEET OR

MORE

N - - 1705.5 - -

SOILS -

1 VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS ARE

ADEQUATE TO ACHIEVE THE DESIGN BEARING CAPACITY.

Y - X Geotechnical Report 1705.6 - SIER

2 VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH & HAVE

REACHED PROPER MATERIAL.

Y - X Geotechnical Report 1705.6 - SIER

3 PERFORM CLASSIFICATION & TESTING OF COMPACTED FILL

MATERIALS.

Y - X Geotechnical Report 1705.6 - SIER

4 VERIFY USE OF PROPER MATERIALS, DENSITIES, & LIFT

THICKNESSES DURING PLACEMENT & COMPACTION OF

COMPACTED FILL.

Y X - Geotechnical Report 1705.6 TEST FREQUENCY PER SPECIFICATIONS, BUT NOT LESS THAN ONE TEST EVERY 2,000

SQUARE FEET FOR EACH LAYER OF FILL OR PROOF-ROLLING

SIER

5 PRIOR TO PLACEMENT OF COMPACTED FILL, OBSERVE SUBGRADE

& VERIFY THAT SITE HAS BEEN PREPARED PROPERLY.

Y - X Geotechnical Report 1705.6 - SIER

DRIVEN DEEP FOUNDATIONS

1 VERIFY ELEMENT MATERIALS, SIZES, & LENGTHS COMPLY WITH

THE REQUIREMENTS.

N - - 1705.7 - -

2 DETERMINE CAPACITIES OF TEST ELEMENTS & CONDUCT

ADDITIONAL LOAD TESTS, AS REQUIRED.

N - - 1705.7 - -

3 OBSERVE DRIVING OPERATIONS & MAINTAIN COMPLETE &

ACCURATE RECORDS FOR EACH ELEMENT.

N - - 1705.7 - -

4 VERIFY PLACEMENT LOCATIONS & PLUMBNESS, CONFIRM TYPE &

SIZE OF HAMMER, RECORD NUMBER OF BLOWS PER FOOT OF

PENETRATION, DETERMINE REQUIRED PENETRATIONS TO ACHIEVE

DESIGN CAPACITY, RECORD TIP & BUTT ELEVATIONS, & DOCUMENT

ANY DAMAGE TO FOUNDATION ELEMENT.

N - - 1705.7 - -

5 PERFORM ADDITIONAL INSPECTIONS FOR STEEL ELEMENTS PER

STEEL INSPECTION REQUIREMENTS.

N - - 1705.7 - -

6 PERFORM ADDITIONAL INSPECTIONS FOR CONCRETE &

CONCRETE-FILLED ELEMENTS PER CONCRETE INSPECTION

REQUIREMENTS.

N - - 1705.7 - -

7 PERFORM ADDITIONAL INSPECTIONS FOR SPECIALTY ELEMENTS

AS DETERMINED BY THE REGISTERED DESIGN PROFESSIONAL IN

CHARGE.

N - - 1705.7 - -

CAST-IN-PLACE DEEP FOUNDATIONS

1 OBSERVE DRILLING OPERATIONS & MAINTAIN COMPLETE &

ACCURATE RECORDS FOR EACH ELEMENT.

N - - 1705.8 - -

2 VERIFY PLACEMENT LOCATIONS & PLUMBNESS, CONFIRM

ELEMENT DIAMETERS, BELL DIAMETERS (IF APPLICABLE),

LENGTHS, EMBEDMENT INTO BEDROCK (IF APPLICABLE), &

ADEQUATE END-BEARING STRATA CAPACITY. RECORD CONCRETE

OR GROUT VOLUMES.

N - - 1705.8 - -

3 PERFORM ADDITIONAL INSPECTIONS FOR CONCRETE ELEMENTS

PER CONCRETE INSPECTION REQUIREMENTS.

N - - 1705.8 - -

HELICAL PILE FOUNDATIONS

1 RECORD INSTALLATION EQUIPMENT USED, PILE DIMENSIONS, TIP

ELEVATIONS, FINAL DEPTH, & FINAL INSTALLATION TORQUE.

N - - GEOTECHNICAL REPORT &

APPROVED SHOP DRAWINGS

1705.9 - -

SPRAYED FIRE-RESISTANT MATERIALS -

1 CONDITIONS OF SUBSTRATES N - - APPROVED FIRE-RESISTANCE

DESIGN

1705.13 - -

2 THICKNESS OF APPLICATION N - - APPROVED FIRE-RESISTANCE

DESIGN

1705.13 - -

3 DENSITY IN POUND PER CUBIC FOOT N - - APPROVED FIRE-RESISTANCE

DESIGN

1705.13 - -

4 BOND STRENGTH ADHESION /COHESION N - - APPROVED FIRE-RESISTANCE

DESIGN

1705.13 - -

5 CONDITION OF FINISHED APPLICATION N - - APPROVED FIRE-RESISTANCE

DESIGN

1705.13 - -

6 FIRE-RESISTANT PENETRATIONS & JOINTS N - - APPROVED FIRE-RESISTANCE

DESIGN

1705.16 - -

LIGHT GAGE METAL FRAMING Y - X APPROVED SHOP DRAWINGS - REVIEW FOR CONFORMANCE WITH APPROVED SHOP DRAWINGS & PROVIDE FINAL

CERTIFICATION LETTER

SE

MASTIC & INTUMESCENT FIRE-RESISTANT COATINGS N - - AWCI-12B & APPROVED

FIRE-RESISTANCE DESIGN

1705.14 - -

EXTERIOR INSULATION & FINISH SYSTEMS (EIFS) Y - - - 1705.15 - SIER

GEOPIERS Y REVIEW FOR COMPLIANCE WITH APPROVED SHOP DRAWINGS AND SPECIFICATIONS.

PROVIDE FINAL CERTIFICATION REPORT.

SE &SER

* INSPECTION AGENTS NAME COMPANY ADDRESS

1. SPECIAL INSPECTION ENGINEER OF RECORD (SIER) 1. 1. 1.

2. INSPECTION & TESTING AGENCY (ITA) 2. 2. 2.

3. GEOTECHNICAL ENGINEER OF RECORD (GER) 3. 3. 3

4. SPECIALTY ENGINEER (SE) 4. 4. 4.

5. STRUCTURAL ENGINEER OF RECORD (SER) 5. ALEXANDER P. SALMIN, PE 5. EHLERT BRYAN 5. 1451 DOLLEY MADISON BLVD, SUITE 220, MCLEAN, VA 22101

SCHEDULE OF SPECIAL INSPECTIONS

VERIFICATION AND INSPECTION Y/N FREQUENCY CONTINUOUS

FREQUENCY

PERIODIC REFERENCED STANDARD IBC REFERENCE SCOPE OF SERVICE

RESPONSIBLE

PARTY

STRUCTURAL STEEL 1705.2

1 HIGH-STRENGTH BOLTING: INSPECTION TASKS PRIOR TO BOLTING

A. MANUFACTURER'S CERTIFICATIONS AVAILABLE FOR FASTENER

MATERIALS.

Y X - - 1705.2 - SIER

B. FASTENERS MARKED IN ACCORDANCE WITH ASTM REQUIREMENTS Y - X AISC 360 & APPLICABLE ASTM

MATERIAL STANDARDS

1705.2 - SIER

C. PROPER FASTENERS SELECTED FOR THE JOINT DETAIL (GRADE,

TYPE, BOLT LENGTH IF THREADS ARE TO BE EXCLUDED FROM

SHEAR PLANE).

Y - X AISC 360 1705.2 FOR PRETENSIONED & SLIP CRITICAL JOINTS ONLY SIER

D. PROPER BOLTING PROCEDURE SELECTED FOR JOINT DETAIL. Y - X AISC 360 1705.2 FOR PRETENSIONED & SLIP CRITICAL JOINTS ONLY SIER

E. CONNECTING ELEMENTS, INCLUDING THE APPROPRIATE FAYING

SURFACE CONDITION & HOLE PREPARATION, IF SPECIFIED, MEET

APPLICABLE REQUIREMENTS

Y - X AISC 360 1705.2 FOR PRETENSIONED & SLIP CRITICAL JOINTS ONLY SIER

F. PRE-INSTALLATION VERIFICATION TESTING BY INSTALLATION

PERSONNEL OBSERVED & DOCUMENTED FOR FASTENER

ASSEMBLIES & METHODS USED.

Y - X AISC 360 1705.2 FOR PRETENSIONED & SLIP CRITICAL JOINTS ONLY SIER

G. PROPER STORAGE PROVIDED FOR BOLTS, NUTS, WASHERS, &

OTHER FASTENER COMPONENTS.

Y - X AISC 360 1705.2 - SIER

2 HIGH-STRENGTH BOLTING: INSPECTION TASKS DURING BOLTING

A. FASTENER ASSEMBLIES, OF SUITABLE CONDITION, PLACED IN ALL

HOLES & WASHERS (IF REQUIRED) ARE POSITIONED AS REQUIRED.

Y - X AISC 360 1705.2 FOR PRETENSIONED & SLIP CRITICAL JOINTS USING CALIBRATED WRENCH METHOD

OR TURN-OF-NUT WITHOUT MATCHMARKING ONLY

SIER

B. JOINT BROUGHT TO THE SNUG-TIGHT CONDITION PRIOR TO

PRETENSIONING OPERATION.

Y - X AISC 360 1705.2 FOR PRETENSIONED & SLIP CRITICAL JOINTS USING CALIBRATED WRENCH METHOD

OR TURN-OF-NUT WITHOUT MATCHMARKING ONLY

SIER

C. FASTENER COMPONENT NOT TURNED BY THE WRENCH

PREVENTED FROM ROTATING.

Y - X AISC 360 1705.2 FOR PRETENSIONED & SLIP CRITICAL JOINTS USING CALIBRATED WRENCH METHOD

OR TURN-OF-NUT WITHOUT MATCHMARKING ONLY

SIER

D. FASTENERS ARE PRETENSIONED IN ACCORDANCE WITH THE RCSC

SPECIFICATION, PROGRESSING SYSTEMATICALLY FROM THE MOST

RIGID POINT TOWARD THE FREE EDGES.

Y - X AISC 360 1705.2 FOR PRETENSIONED & SLIP CRITICAL JOINTS USING CALIBRATED WRENCH METHOD

OR TURN-OF-NUT WITHOUT MATCHMARKING ONLY

SIER

3 HIGH-STRENGTH BOLTING: INSPECTION TASKS AFTER BOLTING

A. DOCUMENT ACCEPTANCE OR REJECTION OF BOLTED

CONNECTIONS.

Y X - AISC 360 1705.2 - SIER

4 WELDING: INSPECTION TASKS PRIOR TO WELDING

A. WELDING PROCEDURE SPECIFICATIONS (WPS) AVAILABLE. Y X X AISC 360 & APPLICABLE AWS

DOCUMENTS

1705.2 ESTABLISH THE JOINT WELDING PROCEDURES ARE PREQUALIFIED OR TEST IN

ACCORDANCE WITH AWS D1.1 QUALIFICATION PROCEDURES

SIER

B. MANUFACTURER'S CERTIFICATIONS FOR WELDING CONSUMABLES

AVAILABLE.

Y X - AISC 360 & APPLICABLE AWS

DOCUMENTS

1705.2 - SIER

C. MATERIAL IDENTIFICATION (TYPE/GRADE). Y - X AISC 360 1705.2 - SIER

D. FIT-UP OF GROOVE WELDS (INCLUDING JOINT GEOMETRY):

1) JOINT PREPARATION Y - X AISC 360 & APPLICABLE AWS

DOCUMENTS

1705.2 - SIER

2) DIMENSIONS (ALIGNMENT, ROOT OPENING, ROOT FACE, BEVEL) Y - X AISC 360 & APPLICABLE AWS

DOCUMENTS

1705.2 - SIER

3) CLEANLINESS (CONDITION OF STEEL SURFACES) Y - X AISC 360 & APPLICABLE AWS

DOCUMENTS

1705.2 - SIER

4) TACKING (TACK WELD QUALITY & LOCATION) Y - X AISC 360 & APPLICABLE AWS

DOCUMENTS

1705.2 - SIER

5) BACKING TYPE & FIT (IF APPLICABLE) Y - X AISC 360 & APPLICABLE AWS

DOCUMENTS

1705.2 - SIER

E. CONFIGURATION & FINISH OF ACCESS HOLES Y - X AISC 360 & APPLICABLE AWS

DOCUMENTS

1705.2 - SIER

F. FIT-UP OF FILLET WELDS:

1) DIMENSIONS (ALIGNMENT, GAPS AT ROOT) Y - X AISC 360 & APPLICABLE AWS

DOCUMENTS

1705.2 - SIER

2) CLEANLINESS (CONDITION OF STEEL SURFACES) Y - X AISC 360 & APPLICABLE AWS

DOCUMENTS

1705.2 - SIER

3) TACKING (TACK WELD QUALITY & LOCATION) Y - X AISC 360 & APPLICABLE AWS

DOCUMENTS

1705.2 - SIER

5 WELDING: INSPECTION TASKS DURING WELDING

A. USE OF QUALIFIED WELDERS Y - X AISC 360 & APPLICABLE AWS

DOCUMENTS

1705.2 WELDERS MUST BE CURRENTLY CERTIFIED UNDER AMERICAN WELDING SOCIETY

QUALIFICATION PROCEDURES.

SIER

B. CONTROL & HANDLING OF WELDING CONSUMABLES INCLUDING

PACKAGING & EXPOSURE CONTROL

Y - X AISC 360 & APPLICABLE AWS

DOCUMENTS

1705.2 - SIER

C. ENVIRONMENTAL CONDITIONS: WIND SPEED WITHIN LIMITS,

PRECIPITATION, & TEMPERATURE.

Y - X AISC 360 & APPLICABLE AWS

DOCUMENTS

1705.2 - SIER

D. WPS FOLLOWED: SETTINGS ON WELDING EQUIPMENT, TRAVEL

SPEED, SELECTED WELDING MATERIALS, SHIELDING GAS

TYPE/FLOW RATE, PREHEAT APPLIED, INTERPASS TEMPERATURE

MAINTAINED (MIN./MAX.), PROPER POSITION (F,V,H,OH).

Y - X AISC 360 & APPLICABLE AWS

DOCUMENTS

1705.2 - SIER

E. WELDING TECHNIQUES: INTERPASS & FINAL CLEANING, EACH PASS

WITHIN PROFILE LIMITATIONS, EACH PASS MEETS QUALITY

REQUIREMENTS.

Y - X AISC 360 & APPLICABLE AWS

DOCUMENTS

1705.2 - SIER

6 WELDING: INSPECTION TASKS AFTER WELDING

A. WELDS CLEANED Y - X AISC 360 & APPLICABLE AWS

DOCUMENTS

1705.2 - SIER

B. SIZE, LENGTH, & LOCATION OF WELDS Y X - AISC 360 & APPLICABLE AWS

DOCUMENTS

1705.2 - SIER

C. WELDS MEET VISUAL ACCEPTANCE CRITERIA: CRACK

PROHIBITION, WELD/BASE-METAL FUSION, CRATER CROSS

SECTION, WELD PROFILES, WELD SIZE, UNDERCUT, POROSITY

Y X - AISC 360 & APPLICABLE AWS

DOCUMENTS

1705.2 PERFORM ULTRASONIC TESTING OF ALL FULL PENETRATION FIELD & SHOP WELDS TO

COMPLY WITH ASTM E 164 PER PROJECT SPECIFICATIONS.

SIER

D. ARC STRIKES Y X - AISC 360 & APPLICABLE AWS

DOCUMENTS

1705.2 - SIER

E. K-AREA Y X - AISC 360 & APPLICABLE AWS

DOCUMENTS

1705.2 WHEN WELDING DOUBLER PLATES, CONTINUITY PLATES, OR STIFFENERS HAS BEEN

PERFORMED IN THE K-AREA, VISUALLY INSPECT THE WEB K-AREA FOR CRACKS

WITHIN 3 IN. OF THE WELD.

SIER

F. BACKING REMOVED & WELD TABS REMOVED (IF REQUIRED) Y X - AISC 360 & APPLICABLE AWS

DOCUMENTS

1705.2 - SIER

G. REPAIR ACTIVITIES Y X - AISC 360 & APPLICABLE AWS

DOCUMENTS

1705.2 - SIER

H. DOCUMENT ACCEPTANCE OR REJECTION OF WELDED JOINT OR

MEMBER

Y X - AISC 360 & APPLICABLE AWS

DOCUMENTS

1705.2 - SIER

7 STEEL ELEMENT OF COMPOSITE CONSTRUCTION PRIOR TO

CONCRETE PLACEMENT

A. PLACEMENT & INSTALLATION OF STEEL DECK Y X - AWS D1.3

AISC 360

1705.2 - SIER

B. PLACEMENT & INSTALLATION OF STEEL HEADED STUD ANCHORS Y X - AWS D1.1

AISC 360

1705.2 - SIER

C. DOCUMENT ACCEPTANCE OR REJECTION OF STEEL ELEMENTS Y X - AISC 360 1705.2 - SIER

8 INSPECTION OF FABRICATORS & FABRICATION PROCEDURES Y - X AISC 360 1704.2.5 RESPONSIBLE AGENT SHALL VISIT THE FABRICATOR'S PLANT & VERIFY QC

PROCEDURES ARE AISC COMPLIANT & CURRENT, UNLESS FABRICATOR IS

REGISTERED & APPROVED BY THE JURISDICTION.

SIER

STEEL CONSTRUCTION OTHER THAN STRUCTURAL STEEL

1 MATERIAL VERIFICATION OF COLD-FORMED STEEL DECK:

A. IDENTIFICATION MARKINGS TO CONFORM TO ASTM STANDARDS

SPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS

Y - X APPLICABLE ASTM MATERIAL

STANDARDS

1705.2.2 - SIER

B. MANUFACTURER'S CERTIFIED TEST REPORTS. Y - X - 1705.2.2 - SIER

2 INSPECTION OF WELDING:

A. COLD-FORMED STEEL DECK: - -

1) FLOOR & ROOF DECK WELDS. Y - X AWS D1.3 1705.2.2 - SIER

B. REINFORCING STEEL:

1) VERIFICATION OF WELDABILITY OF REINFORCING STEEL OTHER

THAN ASTM A 706.

N - - AWS D1.4

ACI 318

1705.2.2 - -

2) REINFORCING STEEL RESISTING FLEXURAL & AXIAL FORCES IN

INTERMEDIATE & SPECIAL MOMENT FRAMES, & BOUNDARY

ELEMENTS OF SPECIAL STRUCTURAL WALLS OF CONCRETE &

SHEAR REINFORCEMENT.

N - - AWS D1.4

ACI 318

1705.2.2 - -

3) SHEAR REINFORCEMENT. N - - AWS D1.4

ACI 318

1705.2.2 - -

4) OTHER REINFORCING STEEL. N - - AWS D1.4

ACI 318

1705.2.2 - -

CONCRETE

1 INSPECTION OF REINFORCING STEEL, INCLUDING PRESTRESSING

TENDONS, & PLACEMENT.

Y - X ACI 318 1705.3 VERIFY SIZE, LOCATION, SPACING ORIENTATION, COVER, SPLICING, & CONFORMANCE

WITH THE CONTRACT DOCUMENTS, AS SUPPLEMENTED WITH APPROVED SHOP

DRAWINGS OR OTHER SUBMITTALS. CONFIRM THAT THE SURFACE OF THE

REINFORCING STEEL IS FREE OF FORM RELEASE OIL OR OTHE

SIER

2 INSPECTION OF REINFORCING STEEL WELDING.

A. VERIFICATION OF WELDABILITY OF REINFORCING STEEL OTHER

THAN ASTM A 706.

N - - AWS D1.4

ACI 318

1705.3 - -

B. REINFORCING STEEL RESISTING FLEXURAL & AXIAL FORCES IN

INTERMEDIATE & SPECIAL MOMENT FRAMES, & BOUNDARY

ELEMENTS OF SPECIAL STRUCTURAL WALLS OF CONCRETE &

SHEAR REINFORCEMENT.

N - - AWS D1.4

ACI 318

1705.3 - -

C. SHEAR REINFORCEMENT. N - - AWS D1.4

ACI 318

1705.3 - -

D. OTHER REINFORCING STEEL. N - - AWS D1.4

ACI 318

1705.3 - -

3 INSPECTION OF BOLTS TO BE INSTALLED IN CONCRETE PRIOR TO &

DURING PLACEMENT OF CONCRETE WHERE ALLOWABLE LOADS

HAVE BEEN INCREASED OR WHERE STRENGTH DESIGN IS USED.

Y - X ACI 318 1705.3 PRECISE LOCATION OF ANCHOR RODS IS NOT EXPECTED BUT VERIFY THE

CONTRACTOR HAS TAKEN APPROPRIATE STEPS TO CORRECTLY POSITION THEM

SUCH AS ENGAGING A SURVEYOR OR SETTING UP A SYSTEM OF STRING LINES &

BATTER BOARDS & THAT CORRECT GRADE & SIZE OF ANCHORS IS

SIER

4 INSPECTION OF ANCHORS POST-INSTALLED IN HARDENED

CONCRETE.

Y - X ACI 318 1705.3 INSPECT IN ACCORDANCE WITH MANUFACTURER'S REQUIREMENTS. SIER

5 VERIFYING USE OF REQUIRED DESIGN MIX. Y - X ACI 318 1705.3 VERIFY APPROVED MIX DESIGN SIER

6 AT THE TIME FRESH CONCRETE IS SAMPLED TO FABRICATE

SPECIMENS FOR STRENGTH TESTS, PERFORM, SLUMP & AIR

CONTENT TESTS, & DETERMINE THE TEMPERATURE OF THE

CONCRETE.

Y X - ASTM C 172/ASTM C 31/ACI 318 1705.3 TEST IN ACCORDANCE WITH PROJECT SPECIFICATIONS, BUT NOT LESS THAN ONCE

PER DAY PER CLASS OF CONCRETE OR ONCE PER 150 CUBIC YARDS PER DAY OR

ONCE PER 5,000 SQUARE FEET OF SLAB OR WALL PER DAY. CYLINDERS MUST BE

PROPERLY HANDLED & STORED ON SITE UNTIL TRANS

SIER

7 INSPECTION OF CONCRETE & SHOTCRETE PLACEMENT FOR

PROPER APPLICATION TECHNIQUES.

Y X - ACI 318 1705.3 VERIFY CONFORMANCE WITH PROJECT SPECIFICATIONS. INSPECTOR SHALL BE

WHERE THE CONCRETE IS BEING PLACED RATHER THAN WHERE CONCRETE TRUCKS

ARE DISCHARGING THEIR LOADS. INSPECTOR NEEDS TO BE PRESENT WHILE SLAB IS

BEING FLOATED & POWER TROWELED.

SIER

8 INSPECTION FOR MAINTENANCE OF SPECIFIED CURING

TEMPERATURE & TECHNIQUES.

Y - X ACI 318 1705.3 VERIFY CONFORMANCE WITH PROJECT SPECIFICATIONS & ACI SIER

9 INSPECTION OF PRESTRESSED CONCRETE:

F E D C

B

C13

C10

H

L K

J

G

C11

C12

A

LINE OF FUTURE

LOBBY & BUILDING

C10.2

F E D C

B

C13

C10

H

L K

J

G

C11

C12

A

LINE OF FUTURE

LOBBY & BUILDING

C10.2

F E D C

B

C13

C10

H

L K

J

G

C11

C12

A

LINE OF FUTURE

LOBBY & BUILDING

C10.2

25 PSF

30 PSF

80 PSF

100 PSF

125 PSF

150 PSF

200 PSF

LIVE LOAD DIAGRAM KEY

ENGINEERS PLANNERS LANDSCAPE ARCHITECTS SURVEYORS 3D LASER SCANNING

VIKA MARYLAND LLC

W W W . V I K A . C O M

(301) 916-4100 FAX (301) 916-2262

20251 CENTURY BOULEVARD SUITE 400 GERMANTOWN, MARYLAND 20874

1451 Dolley Madison Blvd. Suite 220 McLean VA 22101-3812 703-827-9552 www.ehlert-bryan.com Department of

Veterans Affairs

Drawing Title:

1 2 3 4 5 6 7 8 9

1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

A

B

C

D

E

F

Approved: Project Director

Project Title: Project Number:

Building Number:

Drawing Number:Location:

Date: Checked: Drawn:

Office of Construction and Facilities Management

ARCHITECTS/ENGINEERS:CONSULTANTS:

FULLY SPRINKLERED

STAMP

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

VA FORM 08-6231. Oct 1978

H D

H D

P ro je ct

X

X X

X X

X X

X

"C o n su lt.

P ro je ct

X

X X

X X

X

635 S. Fairfax Street Alexandria, VA 22314 703.838.8414 www.healingdesign.com

Virginia

DESIGN-AIRE ENGINEERING, INC.

www.daengineering.com317.464.9090

220 North College Avenue

Indianapolis, Indiana 46202

EB#1450072

DWG. OF

:2 :4

A M

C U s e rs a s c h m it t\ D o c u m e n ts J o b s s tr u c

R ic h m o n d

V A M C a s c h m it t.

rv t

S-003

1201 BROAD ROCK BLVD. RICHMOND, VA 23249

COMMUNITY LIVING CENTER

EXPANSION AND RENOVATION

LIVE LOAD DIAGRAMS

Checker SLSAPRIL 14, 2017

VA 246 14R 0013

100% CONSTRUCTION DOCUMENTS

SCALE: NOT TO SCALES-003

LIVE LOAD DIAGRAM - LEVEL 1A

SCALE: NOT TO SCALES-003

LIVE LOAD DIAGRAM - INTERSTITIAL FRAMINGB

SCALE: NOT TO SCALES-003

LIVE LOAD DIAGRAM - ROOF/FUTURE LEVEL 2C

F E D C

B

C13

C10

H

L K

J

G

C11

C12

A

LINE OF FUTURE

LOBBY & BUILDING

C10.2

F E D C

B

C13

C10

H

L K

J

G

C11

C12

A

LINE OF FUTURE

LOBBY & BUILDING

C10.2

F E D C

B

C13

C10

H

L K

J

G

C11

C12

A

LINE OF FUTURE

LOBBY & BUILDING

C10.2

NOTES:

1. INTERSTITIAL SPACES ARE TAKEN AS LOCATED BELOW THE FUTURE ROOF AND

FUTURE LEVEL 3 FRAMING.

2. DEAD LOAD FOR INTERSTITIAL SPACE IS TAKEN AS A UNIFORM 55 PSF.

25 PSF

30 PSF

80 PSF

100 PSF

125 PSF

150 PSF

200 PSF

LIVE LOAD DIAGRAM KEY

ENGINEERS PLANNERS LANDSCAPE ARCHITECTS SURVEYORS 3D LASER SCANNING

VIKA MARYLAND LLC

W W W . V I K A . C O M

(301) 916-4100 FAX (301) 916-2262

20251 CENTURY BOULEVARD SUITE 400 GERMANTOWN, MARYLAND 20874

1451 Dolley Madison Blvd. Suite 220 McLean VA 22101-3812 703-827-9552 www.ehlert-bryan.com Department of

Veterans Affairs

Drawing Title:

1 2 3 4 5 6 7 8 9

1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

A

B

C

D

E

F

Approved: Project Director

Project Title: Project Number:

Building Number:

Drawing Number:Location:

Date: Checked: Drawn:

Office of Construction and Facilities Management

ARCHITECTS/ENGINEERS:CONSULTANTS:

FULLY SPRINKLERED

STAMP

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

VA FORM 08-6231. Oct 1978

H D

H D

P ro je ct

X

X X

X X

X X

X

"C o n su lt.

P ro je ct

X

X X

X X

X

635 S. Fairfax Street Alexandria, VA 22314 703.838.8414 www.healingdesign.com

Virginia

DESIGN-AIRE ENGINEERING, INC.

www.daengineering.com317.464.9090

220 North College Avenue

Indianapolis, Indiana 46202

EB#1450072

DWG. OF

:2 :4

A M

C U s e rs a s c h m it t\ D o c u m e n ts J o b s s tr u c

R ic h m o n d

V A M C a s c h m it t.

rv t

S-004

1201 BROAD ROCK BLVD. RICHMOND, VA 23249

COMMUNITY LIVING CENTER

EXPANSION AND RENOVATION

FUTURE LIVE LOAD DIAGRAMS

Checker SLSAPRIL 14, 2017

VA 246 14R 0013

100% CONSTRUCTION DOCUMENTS

SCALE: NOT TO SCALES-004

LIVE LOAD DIAGRAM - FUTURE INTERSTITIAL SPACEA

SCALE: NOT TO SCALES-004

LIVE LOAD DIAGRAM - FUTURE LEVEL 3B

SCALE: NOT TO SCALES-004

LIVE LOAD DIAGRAM - FUTURE ROOFC

L=COLUMN BAY LENGTH

SPLICE

CLASS B

NO SPLICE

0.2L

NO SPLICE

0.2L

ALLOWABLE SPLICE ZONE

0.6L

REINF. TIE

NOTE: TIE SPLICES ARE ONLY PERMITTED IN THE MIDDLE 60%

OF THE BAY, IN THE DIRECTION OF THE TIE.

ALLOWABLE SPLICE ZONE FOR

INTERNAL & PERIPHERAL TIES

SEE PLAN

EOS 8"

BAR Ø MAX.

SPACED @ 4 4" MAX.

1ST INTERNAL TIE BAR

METAL DECK,

ORIENTATION VARIES

PERIPHERAL TIE BARS

(MAY BE DOUBLE

STACKED)

INTERNAL TIE W/ 135°

SEISMIC HOOK

STEEL BEAM

TYPICAL ADD'L SLAB REINF. @ PERIMETER

AND SLAB OPENINGS

SEE 2/S-303 FOR

TYPICAL REINF.

@ POUR STOP

3'-0" MAX.

8" 8"

BAR Ø MAX.

SPACED @ 4 4" MAX.

INTERNAL TIE W/ 135°

SEISMIC HOOK

1ST INTERNAL TIE BAR

PERIPHERAL TIE BARS

INTERNAL TIE W/ 135°

SEISMIC HOOK

STEEL BEAM

PERIPHERAL TIE

BARS

4" MAX.

BAR Ø MAX.

SPACED @ 4

1ST INTERNAL

TIE BAR

TYPICAL ADD'L SLAB REINF. @ SLAB STEP

3'-0" MAX. 3'-0" MAX.

TYPICAL SLAB REINFORCING

/4

/4

C L E

A R

/4

WELDED WIRE FABRIC.

SEE PLAN

CONC. SLAB ON

2" METAL DECK.

SLAB REINF. SEE S.001

CHAIR AS REQ'D TO

ACHIEVE 3/4" CLEAR ON

WELDED WIRE FABRIC.

REF. FIN FLOOR

TYPICAL SLAB REINFORCING NOTES

1. SLAB REINFORCING DETAILS TO COMPLY W/ TIE FORCE REQUIREMENTS

OF UFC 4-023-03 (14 JULY 2009).

2. TERMINATE ENDS OF TIES AT SLAB EDGES W/ SEISMIC HOOKS W/ 135 BEND, TYP.

3. SPLICES AND DEVELOPMENT LENGTHS FOR SLAB REINFORCEMENT SHALL BE AS

FOLLOWS:

BAR SIZE CLASS 'B' SPLICE DEVELOPMENT LENGTH

LENGTH (FEET) 'L' (FEET)

#6 4'-2" 3'-4" #7 6'-10" 5'-4"

4. SEE 1/S-005 FOR ALLOWABLE SPLICE ZONES FOR INTERNAL & PERIPHERAL TIES.

5. SEE SLAB REINFORCEMENT SCHEDULE FOR TIES MAKERD WITH A LETTER.

6. SEE 2/S-005 FOR TYPICAL SLAB REINF. SECTION.

7. ADJUST REINFORCEMENT LAYOUT AS NECESSARY TO WORK AROUND PIPE

SLEEVES. AVOID CORE DRILLING SLAB.

PERIPHERAL TIE SLAB

REINFORCING SCHEDULE

MARK

P1

TIES

6-#6ROOF

INTERNAL TIE SLAB

REINFORCING SCHEDULE

T1 #6 @ 12" O.C.ROOF

P2 4-#6ROOF

F E D C

B

C13

C10

H

L K

J

G

C11

C12

P1

P1

P1

P

T1

T

P1

P

P

P1

P

P1

P

T1

T

P

P

T1

T1

T

P1

P1

P 1P

A

P2

P2

P 1P

T

P

T

P1

P1

C10.2

P2

P2

6'-0" 6'-0"

6'-0"

6'-0"

FUTURE STAIR

SHAFT OPENING

HOOK T1 BARS

FUTURE ELEVATOR

SHAFT OPENING

NOTES:

1. DEDUCT ALTERNATE #8: EXTEND PERIPHERALTIE SLAB

REINFORCING P1 ALONG GRID B BETWEEN GRIDS 6 & 7.

REMOVE PERIPHERAL TIE SLAB REINFORCEMENT P1

ALONG GRID A, 5.8 & 7.2.

ENGINEERS PLANNERS LANDSCAPE ARCHITECTS SURVEYORS 3D LASER SCANNING

VIKA MARYLAND LLC

W W W . V I K A . C O M

(301) 916-4100 FAX (301) 916-2262

20251 CENTURY BOULEVARD SUITE 400 GERMANTOWN, MARYLAND 20874

1451 Dolley Madison Blvd. Suite 220 McLean VA 22101-3812 703-827-9552 www.ehlert-bryan.com Department of

Veterans Affairs

Drawing Title:

1 2 3 4 5 6 7 8 9

1 2 3 4 5 6 7 8 9

A

B

C

D

E

F

A

B

C

D

E

F

Approved: Project Director

Project Title: Project Number:

Building Number:

Drawing Number:Location:

Date: Checked: Drawn:

Office of Construction and Facilities Management

ARCHITECTS/ENGINEERS:CONSULTANTS:

FULLY SPRINKLERED

STAMP

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

VA FORM 08-6231. Oct 1978

H D

H D

P ro je ct

X

X X

X X

X X

X

"C o n su lt.

P ro je ct

X

X X

X X

X

635 S. Fairfax Street Alexandria, VA 22314 703.838.8414 www.healingdesign.com

Virginia

DESIGN-AIRE ENGINEERING, INC.

www.daengineering.com317.464.9090

220 North College Avenue

Indianapolis, Indiana 46202

EB#1450072

DWG. OF

:2 :4

A M

C U s e rs a s c h m it t\ D o c u m e n ts J o b s s tr u c

R ic h m o n d

V A M C a s c h m it t.

rv t

S-005

1201 BROAD ROCK BLVD. RICHMOND, VA 23249

COMMUNITY LIVING CENTER

EXPANSION AND RENOVATION

SLAB REINFORCING PLAN

Checker SLSAPRIL 14, 2017

VA 246 14R 0013

100% CONSTRUCTION DOCUMENTS

SECTION

SCALE: 1/8" = 1'-0" S-005

1SECTION

SCALE: 3/4" = 1'-0" S-005

SECTION

SCALE: 3/4" = 1'-0" S-005

3SECTION

SCALE: 1 1/2" = 1'-0" S-005

SCALE: 3/32" = 1'-0" S-005

ROOF SLAB REINFORCING PLAN A

F E

B

C13

C10

H

L

K

K

EXISTING HOSPITAL

S-201

TYP.

S-201

S-201

J

G

APPROXIMATE

LOCATION OF EXIST

UNDERGROUND

TUNNEL w/ TOS=80'

F6 F1

F5

F3

F3

F4

EXIST CONC WALLS

F3

P3

P1

P1

P1

P1

P1

P1

P1

P1

P1

TOP= 99'-0

TF= 96'-8

TOP= 99'-0

TF= 97'-8

TOP= 99'-0

TF= 97'-8

TOP= 99'-0

TF= 97'-8

"TOP= 99'-0

TF= 97'-8

TOP= 98'-8

TF= 82'-0

TF= 99'-0

TF=

'-0

F8

SEE S101b

9'-1 1/2"

F.S.

P1

TOP= 99'-0

TF= 82'-0

F4

F5

6'-0" 6'-0"

F4

TO

P= 9

9'- 0"

TF= 9

4'-

0"

P5

P3

P3

P4

P1

S-202

F4

P1

TO

P= 99'-0"

TF= 90'-0"

P1

T F

'-0

T F

'-0

T F

'-0

T F

'-0

T F

'-0

T F

'-8

T F

'-8

T F

'…