36E77619B0003-007.pdf

SUPPLEMENTAL LOAD LEGEND

JOIST GIRDER

(##K)

ADDITIONAL LOAD AT

INDICATED JOIST

GIRDER PANEL POINT

NOTES:

1) LOAD IS ASD LIVE LOAD (KIPS), UNO.

2) LOAD IS IN ADDITION TO TYPICAL PANEL POINT LOADS, UNO.

3) LATERAL FORCE TO BE TRANSFERRED THROUGH SUPPORT BY CONNECTIONS, IN

ADDITION TO VERTICAL REACTION FORCES. FORCE MAY ACT IN EITHER DIRECTION.

4) TOP CHORD AXIAL FORCE IN ADDITION TO CHORD FORCES PRODUCED BY VERTICAL LOADS. FORCE

MAY BE EITHER COMPRESSION OR TENSION.

##K

JO

IS

T , T

Y P

#K

NOTE 3

NOTE 4

MISCELLANEOUS SYMBOLS

NORTH ARROW

GRIDLINES

EARTH

SECTION NUMBER

SHEET NUMBER

S101

S101

CALLOUT NUMBER

SHEET NUMBER

A

ELEVATION REFERENCE

LIMIT OF EXTENT

CONTINUOUS EXTENT

F ## COLUMN FOOTING NOTATION

GB ## GRADE BEAM NOTATION

P ## PIER NOTATION

B ## CONCRETE BEAM NOTATION

PC ## PILE CAP NOTATION

WF ## WALL FOOTING NOTATION

SHEAR WALL NOTATIONSW ##

BW ## BEARING WALL NOTATION

GRAVEL

Name

Elevation

TF ## TRENCH FOOTING NOTATION

FLOOR DRAIN

FD

N 3" ROOF DECK

DIRECTION OF SPAN

CONCRETE SYMBOLS

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

PVC WATERSTOP

COLUMN CONTINUES

COLUMN TERMINATED

FORM-SAVER

CONNECTORS

HEADED STUD

CONNECTOR SECTION END/ALT VIEW

CAST-IN ANCHOR

ROD

POST-INSTALLED

MECHANICAL ANCHOR

BOLT

POST INSTALLED

ADHESIVE ANCHOR

MASONRY MEMBERS

SINGLE REINFORCEMENT

(FULLY GROUT REINFORCED CELLS)

DOUBLE REINFORCEMENT

(FULLY GROUT REINFORCED CELLS

CMU BLOCK

CMU BOND BEAM

(FULLY GROUTED)

CMU LINTEL

(FULLY GROUTED)

EQ

EQ

EQ

EQ

EQ

th re e-qu ar te rs in ch o ne fo ot on e-qu ar te r i nc h on e fo ot on e-ei gh th in ch o ne fo ot th re e-ei gh th s in ch o ne fo ot on e-ha lf in ch o ne fo ot on e in ch o ne fo ot on e an d on e-ha lf in ch o ne fo ot

B th re e in ch es o ne fo ot

SCALE

PROJECT PRINCIPAL

PROJECT ARCHITECT

ELECTRICAL ENGINEER

PROJECT MANAGER

MECHANICAL ENGINEER

Use or disclosure of data contained on this sheet is subject to the restriction on the title page of this proposal.

Robinson

Robinson

Fischer

Gobreski

Daller

Danville, IL

Drawing Title

Approved:

Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

Revisions: Date

CONSULTANTS: ARCHITECT/ENGINEERS:

B

A

C

D

E

F

VA FORM 08-6231

1 2 3 4 5 6 87 9

F

E

D

C

B

A

97 8654321

Department of Veteran Affairs

LANDSCAPE ARCHITECT

CIVIL ENGINEER

STRUCTURAL ENGINEER

Cyr

Meneley

VanderWoude

PLUMBING ENGINEER Daller

CONSTRUCTION DOCUMENTS 06/21/2017

550-316

One Indiana Square, Suite 2100 Indianapolis, IN 46204

United States P: 317 532 5400 F: 317 532 5499 www.URScorp.com

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U s e rs \b th o m a s \ D o c u m e n ts

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SI001

ABBREVIATIONS AND SYMBOLS

WJTMAV2017.06.21

VA DANVILLE - CONSTRUCT TWO

GREEN HOMES

URS PROJECT NO. 25628010

J/BRG JOIST BEARING

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 LABORATORY

LB POUND

LF LINEAL FOOT

LIN LINEAL, LINEAR

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LONGIT LONGITUDINAL

LP LOW POINT

LSLT LONG SLOTTED HOLE

LT LAMINATED TIMBER

LTWT LIGHT WEIGHT

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

P PIER

PC PIER CAP OR PRECAST

PERIM PERIMETER

PERM PERMANENT

PERP PERPENDICULAR

PJP PARTIAL JOINT PENETRATION

PL PLATE

PLF POUNDS PER LINEAL FOOT

PLYWD PLYWOOD

PREFAB PREFABRICATED

PREL 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

SCH SCHEDULE

SECT SECTION

SF SQUARE FEET

SHT SHEET

SIM SIMILAR

SL SLOPE

SL-DN SLOPE DOWN

SL-UP SLOPE UP

SOG SLAB-ON-GRADE

SP SHEET PILING

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

TF TRENCH FOOTING

THRU THROUGH

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

WF WALL FOOTING

WP WORK POINT

WWF WELDED WIRE FABRIC

A/E ARCHITECT/ENGINEER

ACI AMERICAN CONCRETE INSTITUTE

ACP AUGER CAST PILE

ADDL ADDITIONAL

ADJ ADJACENT

AGGR AGGREGATE

AISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION

ALT ALTERNATE

ANSI AMERICAN NATIONAL STANDARDS INSTITUTE

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

BOTT BOTTOM

BRG BEARING

BRKT BRACKET

BTWN BETWEEN

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

CW CONCRETE WALL

DBL DOUBLE

DEG DEGREE

DEMO DEMOLITION, DEMOLISH

DEPT DEPARTMENT

DET DETAIL

DIA DIAMETER

DIAG DIAGONAL

DIAPH DIAPHRAGM

DIM DIMENSION

DN DOWN

DO DITTO

DP DRILLED PIER OR 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

FAB FROM ADJACENT BEAM

FD FLOOR DRAIN

FDN FOUNDATION

FIN FINISH

FLG FLANGE

FLR FLOOR

FS FOOTING STEP

FT FEET

FTG FOOTING

FTGD FOOTING DRAIN

FV FIELD VERIFY

GA GAUGE

GALV GALVANIZED

GB GRADE BEAM

GRND GROUND

GT GIRDER TRUSS

HAS, HS HEADED ANCHOR STUD

HK HOOK

HORIZ HORIZONTAL

HP HIGH POINT

HS 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

STRUCTURAL DRAWINGS ABBREVIATIONS

STRUCTURAL SHEET LIST

SHEET NUMBER SHEET NAME

SI001 ABBREVIATIONS AND SYMBOLS

SI002 STRUCTURAL GENERAL NOTES

SB101 INDEPENDENCE - FOUNDATION PLAN

SB102 INDEPENDENCE - SLAB PLAN

SB111 COURAGE - FOUNDATION PLAN

SB112 COURAGE - SLAB PLAN

SB301 FOUNDATION DETAILS

SF101 INDEPENDENCE - FIRST FLOOR FRAMING PLAN

SF102 INDEPENDENCE - ROOF FRAMING PLAN

SF111 COURAGE - FIRST FLOOR FRAMING PLAN

SF112 COURAGE - ROOF FRAMING PLAN

SF201 TRUSS PROFILES

SF202 TRUSS PROFILES

SF501 FRAMING DETAILS

SF921 STRUCTURAL ISOMETRICS

132 & 133 eric.slaughter Text Box th re e-qu ar te rs in ch o ne fo ot on e-qu ar te r i nc h on e fo ot on e-ei gh th in ch o ne fo ot th re e-ei gh th s in ch o ne fo ot on e-ha lf in ch o ne fo ot on e in ch o ne fo ot on e an d on e-ha lf in ch o ne fo ot

B th re e in ch es o ne fo ot

SCALE

PROJECT PRINCIPAL

PROJECT ARCHITECT

ELECTRICAL ENGINEER

PROJECT MANAGER

MECHANICAL ENGINEER

Use or disclosure of data contained on this sheet is subject to the restriction on the title page of this proposal.

Robinson

Robinson

Fischer

Gobreski

Daller

Danville, IL

Drawing Title

Approved:

Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

Revisions: Date

CONSULTANTS: ARCHITECT/ENGINEERS:

B

A

C

D

E

F

VA FORM 08-6231

1 2 3 4 5 6 87 9

F

E

D

C

B

A

97 8654321

Department of Veteran Affairs

LANDSCAPE ARCHITECT

CIVIL ENGINEER

STRUCTURAL ENGINEER

Cyr

Meneley

VanderWoude

PLUMBING ENGINEER Daller

CONSTRUCTION DOCUMENTS 06/21/2017

550-316

One Indiana Square, Suite 2100 Indianapolis, IN 46204

United States P: 317 532 5400 F: 317 532 5499 www.URScorp.com

/1

/2

:1 :1

P

M C

U s e rs \b th o m a s \ D o c u m e n ts

\1 .1

V A

D a n v ill e G re e n H o m e s b th o m a s .r v t

SI002

STRUCTURAL GENERAL NOTES

WJTMAV2017.06.21

VA DANVILLE - CONSTRUCT TWO

GREEN HOMES

URS PROJECT NO. 25628010

GENERAL

THE STRUCTURE HAS BEEN DESIGNED FOR THE IN-SERVICE LOADS ONLY. THE

METHODS, MEANS, PROCEDURES, AND SEQUENCES OF CONSTRUCTION ARE THE

RESPONSIBILITY OF THE CONTRACTOR. THE STRUCTURE IS DESIGNED TO BE

SELF-SUPPORTING AND STABLE AFTER THE BUILDING IS COMPLETE. IT IS THE

CONTRACTOR'S RESPONSIBILITY TO DETERMINE ERECTION PROCEDURES AND

SEQUENCE TO INSURE SAFETY OF THE BUILDING AND ITS COMPONENTS DURING

ERECTION. THIS INCLUDES THE ADDITION OF NECESSARY SHORING, SHEETING,

TEMPORARY BRACING, GUYS AND TIEDOWNS.

THE STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH CIVIL,

ARCHITECTURAL, MECHANICAL, ELECTRICAL AND PLUMBING DRAWINGS AND

SPECIFICATIONS.

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 OCCURS BETWEEN THE NOTES AND THE FULL SPECIFICATIONS, THE

MORE STRINGENT REQUIREMENT SHALL APPLY.

NO PENETRATIONS THROUGH STRUCTURAL ELEMENTS, OTHER THAN THOSE SHOWN

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

ENGINEER.

CONCRETE MIX DESIGN SUBMITTAL

THE CONTRACTOR SHALL SUBMIT FOR THE REVIEW OF THE STRUCTURAL ENGINEER

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

STRUCTURAL ENGINEER. 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. ADMIXTURE 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.

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 STRUCTURAL ENGINEER. DRAWINGS SUBMITTED WITHOUT

CONTRACTOR'S REVIEW WILL BE RETURNED UNCHECKED.

SUBMIT ELECTRONIC VERSIONS OF SHOP DRAWINGS. SUBMIT SHOP DRAWINGS IN

PDF FORMAT.

SUBMIT SHOP DRAWINGS FOR EACH OF THE FOLLOWING ITEMS:

1. CONCRETE REINFORCEMENT

2. CONCRETE MASONRY REINFORCEMENT

3. STRUCTURAL STEEL (INCLUDING DESIGN CALCULATIONS SEALED BY A PROFESSIONAL ENGINEER REGISTERED

IN THE STATE WHERE THE PROJECT IS CONSTRUCTED FOR ALL CONNECTIONS NOT SPECIFICALLY DETAILED

ON THE DRAWINGS)

4. STEEL DECK

5. PRECAST CONCRETE COMPONENTS (PRECAST LINTELS, ARCHITECTURAL PRECAST)

6. WOOD TRUSSES, WALLS AND HEADERS (INCLUDING DESIGN CALCULATIONS AND DETAILS SEALED BY A

PROFESSIONAL ENGINEER IN THE STATE WHERE THE PROJECT IS CONSTRUCTED).

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 STRUCTURAL ENGINEER.

MANUFACTURER'S TRADE NAMES AND NUMBERS USED HEREIN ARE ONLY TO IDENTIFY

COLORS, FINISHES, TEXTURES, AND PATTERNS AS A BASIS OF DESIGN. PRODUCTS OF

AUTHORIZED EQUAL MANUFACTURER'S EQUIVALENT TO COLORS, FINISHES, TEXTURES,

AND PATTERNS OF MANUFACTURERS LISTED THAT MEET REQUIREMENTS OF TECHNICAL

SPECIFICATIONS IN EVERY RESPECT MAY BE ACCEPTABLE WITH SUBMITTAL OF A

COMPLETED SUBSTITUTION REQUEST CONTAINING ALL PRODUCT DATA, TESTING AND

ACTUAL SAMPLES, AND UPON APPROVAL IN WRITING BY CONTRACTING OFFICER.

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

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

STRUCTURAL ENGINEER FOR REVIEW (ONE COPY SHALL BE RETAINED BY THE

STRUCTURAL ENGINEER). FOR ELECTRONIC OPTION, SUBMIT PRODUCT DATA IN

ADOBE PDF FORMAT.

1. FIBER REINFORCEMENT FOR CONCRETE

2. DIAMOND PLATE DOWELS FOR SLABS ON GRADE

3. CONCRETE CURING COMPOUND

4. CONCRETE JOINT SEALANT

5. WATER STOPS

6. MASONRY JOINT REINFORCEMENT

7. EXPANSION ANCHORS

8. ADHESIVE ANCHORS

9. NON-SHRINK GROUT

10. WOOD CONNECTORS

FOUNDATIONS

FOUNDATION EXCAVATIONS AND SOIL RELATED WORK SHALL BE PERFORMED IN

ACCORDANCE WITH THE GEOTECHNICAL REPORT NUMBER 170GC00110

PREPARED BY CARDNO ATC DATED APRIL 30, 2015.

FOUNDATIONS HAVE BEEN DESIGNED BASED ON ASSUMED ALLOWABLE CAPACITIES

INDICATED BELOW. CONTRACTOR SHALL ENGAGE A LICENSED

GEOTECHNICAL ENGINEER TO REVIEW THE SOIL CONDITIONS AT THE SITE AS

NECESSARY TO CONFIRM THE ALLOWABLE CAPACITIES PRIOR TO

PLACEMENT OF THE FOUNDATIONS. CONFIRMATION OF THE ACCEPTABILITY OF THE

SOILS SHALL BE REPORTED IN WRITING TO THE STRUCTURAL ENGINEER.

IF ACTUAL ALLOWABLE CAPACITIES ARE FOUND TO BE LESS THAN THE ASSUMED

VALUES, THE CONTRACTOR SHALL NOTIFY THE STRUCTURAL ENGINEER IMMEDIATELY

AND SHALL NOT PROCEED WITH FOUNDATION CONSTRUCTION WITHOUT REVIEW BY

THE STRUCTURAL ENGINEER.

DESIGN ALLOWABLE BEARING CAPACITIES:

SPREAD FOOTINGS: 2000 PSF

CONTINUOUS WALL FOOTINGS: 2000 PSF

FOUNDATIONS AND SOILS RELATED WORK SHALL BE INSPECTED BY A LICENSED

GEOTECHNICAL ENGINEER. WRITTEN FIELD REPORTS SHALL BE FORWARDED TO THE

STRUCTURAL ENGINEER 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

STRUCTURAL ENGINEER 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.

BELOW-GRADE WALLS

DO NOT BACKFILL AGAINST BELOW-GRADE CONCRETE (OR MASONRY) WALLS UNTIL THE CONCRETE

(OR MASONRY ASSEMBLAGE) HAS REACHED ITS 28-DAY COMPRESSIVE STRENGTH.

WHERE BACKFILL IS REQUIRED ON BOTH SIDES OF BELOW-GRADE WALLS, BACKFILL

EVENLY ON EACH SIDE OF EACH WALL TO PREVENT UNBALANCED SOIL LOADS

AGAINST THE WALL.

UNLESS NOTED OTHERWISE, DO NOT BACKFILL AGAINST BASEMENT WALLS UNTIL THE BASEMENT AND

GROUND FLOOR SLABS HAVE BEEN COMPLETELY INSTALLED AND REACHED THEIR 28-DAY

COMPRESSIVE STRENGTH AND ALL FLOOR FRAMING AND SLAB CONNECTIONS TO THE BASEMENT

WALLS HAVE BEEN COMPLETELY INSTALLED.

WHERE BASEMENT WALLS OCCUR, BACKFILL EVENLY ON ALL SIDES OF THE BUILDING TO PREVENT

UNBALANCED SOIL LOADS AGAINST THE BASEMENT STRUCTURE, UNLESS NOTED OTHERWISE.

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. THE RATIO OF THE AMOUNT

(BY WEIGHT) OF FLY ASH TO TOTAL CEMENTITIOUS MATERIALS IN THE MIX SHALL NOT

EXCEED 25 PERCENT.

NORMAL WEIGHT AGGREGATES SHALL CONFORM TO ASTM C33.

WATER-REDUCING ADMIXTURES SHALL CONFORM TO ASTM C494.

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

0.1 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 STRUCTURAL ENGINEER FOR REVIEW.

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

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 IMMEDIATELY AFTER FINISHING USING A

SPRAYED ON DISSIPATING-RESIN LIQUID CURING COMPOUND CONFORMING TO

ASTM C309, UNLESS NOTED OTHERWISE. ALL SCUFFS OR ABRASIONS TO THE CURING

MEMBRANE SHALL BE RECOATED DAILY. OTHER CURING METHODS MAY BE USED

WITH APPROVAL BY THE STRUCTURAL ENGINEER.

SLABS ON GRADE SHALL BE PLACED TO ACHIEVE THE FOLLOWING

MINIMUM TOLERANCES:

OVERALL VALUES: FF = 25

LOCAL VALUES: FF = 20

THE MINIMUM LOCAL AREA SHALL BE DEFINED AS 20'-0" x 20'-0".

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.

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 AND

ACI DETAILING MANUAL (SP66).

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

THE FOLLOWING MINIMUM CONCRETE COVER OVER REINFORCEMENT AS FOLLOWS:

CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3 INCHES

#6 BARS AND LARGER EXPOSED TO EARTH OR WEATHER: 2 INCHES

#5 BARS AND SMALLER EXPOSED TO EARTH OR WEATHER: 1-1/2 INCHES

BEAM AND COLUMN TIES, STIRRUPS AND SPIRALS: 1-1/2 INCHES

ELEVATED SLAB BARS NOT EXPOSED TO EARTH OR WEATHER: 3/4 INCH

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

UNLESS INDICATED ON THE CONTRACT DOCUMENTS OR APPROVED BY THE

STRUCTURAL ENGINEER.

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 CORNER 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.

FIBER REINFORCEMENT

FIBER REINFORCEMENT SHALL BE 3/4" LONG, VIRGIN (NON-RECYCLED) NYLON OR

POLYPROPYLENE FIBERS, INTRODUCED INTO THE CONCRETE MIX AT THE BATCH

PLANT, IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. DOSAGE

SHALL BE 1.5 POUNDS PER CUBIC YARD OF CONCRETE.

CONCRETE TESTING

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

DAY'S POUR AND FOR EACH 100 CUBIC YARDS. EACH SET SHALL INCLUDE ONE

SPECIMEN TESTED AT 7 DAYS, 2 SPECIMENS TESTED AT 28 DAYS AND ONE SPECIMEN

RETAINED IN RESERVE TO BE TESTED AT THE DIRECTION OF THE STRUCTURAL

ENGINEER. SPARE CYLINDER MAY BE DISCARDED 90 DAYS AFTER CASTING UNLESS

DIRECTED OTHERWISE BY THE STRUCTURAL ENGINEER. 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, STRUCTURAL ENGINEER,

READY-MIX SUPPLIER, CONTRACTOR AND COR WITHIN 24 HOURS AFTER TESTING.

MASONRY

CONCRETE MASONRY HAS BEEN DESIGNED IN ACCORDANCE WITH THE LATEST

EDITION OF THE BUILDING CODE REQUIREMENTS FOR CONCRETE MASONRY

STRUCTURES (ACI 530).

CONCRETE MASONRY SHALL CONSIST OF HOLLOW UNITS CONFORMING TO THE

REQUIREMENTS OF ASTM C90, WITH A MINIMUM NET AREA COMPRESSIVE STRENGTH

OF 1900 PSI. CONCRETE MASONRY ASSEMBLAGES SHALL HAVE A MINIMUM

COMPRESSIVE STRENGTH (F'M) OF 1,500 PSI AT 28 DAYS.

MORTAR SHALL BE TYPE S PROPORTIONED IN ACCORDANCE WITH ASTM C270.

GROUT FOR REINFORCED MASONRY SHALL BE PROPORTIONED IN ACCORDANCE WITH

ASTM C476. COARSE AND FINE AGGREGATES SHALL CONFORM TO ASTM C404. USE

COARSE GROUT FOR ALL GROUTING EXCEPT HIGH-LIFT POURS DEFINED BY ACI 530-05

TABLE 1.16.1, WHERE FINE GROUT SHALL BE USED.

PROVIDE 9-GAUGE GALVANIZED STEEL WIRE JOINT REINFORCEMENT IN ALL MASONRY

CONSTRUCTION. REINFORCEMENT SHALL BE CONTINUOUS AND BE LAPPED EIGHT

INCHES AT SPLICES. CUT REINFORCEMENT AT ALL CONTROL AND EXPANSION JOINTS.

SPACE REINFORCEMENT AT 8" ON CENTER FOR PARAPETS AND BELOW GROUND

FLOOR ELEVATION. ELSEWHERE SPACE REINFORCEMENT AT 16 INCHES ON CENTER.

BEAMS AND LINTELS SHALL BEAR A MINIMUM OF 8 INCHES ONTO SUPPORTING

MASONRY, UNLESS NOTED OTHERWISE. BEARING FOR ALL BEAMS, LINTELS AND

JOISTS SHALL BE GROUTED SOLID A MINIMUM OF ONE COURSE (8 INCHES)

BELOW BEARING ELEVATION, UNLESS NOTED OTHERWISE.

EXPANSION ANCHORS

EXPANSION ANCHORS SHALL BE CARBON STEEL ANCHORS AS MANUFACTURED BY

HILTI FASTENING SYSTEMS OR AN EQUIVALENT SUBSTITUTE APPROVED BY THE

STRUCTURAL ENGINEER AND SHALL BE INSTALLED IN CONFORMANCE WITH THE

MANUFACTURER'S RECOMMENDATIONS.

EXPANSION ANCHORS SHALL NOT BE INSTALLED IN CONCRETE UNTIL IT HAS

ATTAINED ITS SPECIFIED MINIMUM 28 DAY COMPRESSIVE STRENGTH.

ADHESIVE ANCHORS

ADHESIVE ANCHORS SHALL BE HILTI "HIT HY200" FOR SOLID SUBSTRATE AND HILTI

"HIT HY70" FOR HOLLOW SUBSTRATE OR AN EQUIVALENT SUBSTITUTE APPROVED

BY THE STRUCTURAL ENGINEER, UNLESS NOTED OTHERWISE ON PLANS. ANCHORS

SHALL BE INSTALLED IN CONFORMANCE WITH THE MANUFACTURER'S

RECOMMENDATIONS BY INSTALLERS TRAINED BY THE MANUFACTURER'S

REPRESENTATIVE.

MINIMUM EMBEDMENT DEPTH SHALL BE 8 BOLT DIAMETERS UNLESS NOTED

OTHERWISE.

NON-SHRINK GROUT

GROUT SHALL BE A NON-METALLIC, SHRINKAGE RESISTANT (WHEN TESTED IN

ACCORDANCE WITH THE LATEST EDITION OF ASTM C827 OR CRD-C621), PREMIXED,

NON-CORROSIVE, NON-STAINING PRODUCT CONTAINING PORTLAND CEMENT, SILICA

SANDS, SHRINKAGE COMPENSATING AGENTS AND FLUIDITY IMPROVING COMPOUNDS.

GROUT SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH (F'C) OF 5,000 PSI IN

28 DAYS.

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.

PROVIDE HOG RINGS OR GROMMETS SPACED AT 12 INCHES ON CENTER ALONG

LENGTH OF WATERSTOP.

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.

CENTER WATERSTOP IN JOINT AND 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.

MASTIC COATING

MASTIC COATING FOR PROTECTION OF INDICATED ITEMS SHALL BE BITUMASTIC 50

COAL TAR MASTIC BY CARBOLINE OR EQUIVALENT SUBSTITUTE APPROVED BY THE

STRUCTURAL ENGINEER. 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.

STRUCTURAL STEEL

STRUCTURAL STEEL DETAILING, FABRICATION AND ERECTION SHALL CONFORM TO

THE ANSI/AISC 360 SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS, LATEST

EDITION WITH AMENDMENTS, AND THE AISC 303 CODE OF STANDARD PRACTICE FOR

STEEL BUILDINGS AND BRIDGES, LATEST EDITION WITH AMENDMENTS.

STRUCTURAL STEEL WIDE FLANGE SHAPES SHALL CONFORM TO ASTM A992, 50 KSI.

STRUCTURAL STEEL PLATES AND ROLLED SHAPES OTHER THAN WIDE-FLANGE

SHAPES SHALL CONFORM TO ASTM A36, UNLESS NOTED OTHERWISE.

STRUCTURAL STEEL TUBING SHALL CONFORM TO ASTM A500, GRADE B.

STRUCTURAL PIPE SHALL CONFORM TO ASTM A53, GRADE B.

ANCHOR RODS SHALL CONFORM TO ASTM F1554, GRADE 36, UNLESS NOTED

OTHERWISE.

STEEL STUDS SHALL CONFORM TO ASTM A108.

BOLTED CONNECTIONS SHALL CONFORM TO THE SPECIFICATION FOR STRUCTURAL

JOINTS USING ASTM A325 OR A490 BOLTS, APPROVED BY THE RESEARCH COUNCIL

ON STRUCTURAL CONNECTIONS OF THE ENGINEERING FOUNDATION. BOLTED

CONNECTIONS FOR STRUCTURAL STEEL MEMBERS SHALL BE MADE WITH 3/4"

DIAMETER A325 BOLTS, UNLESS NOTED OTHERWISE. BOLTED CONNECTIONS SHALL BE

TIGHTENED TO THE SNUG TIGHT CONDITION, EXCEPT BOLTED CONNECTIONS IN

BRACE ELEMENTS ARE TO BE FULLY PRETENSIONED WITH CLASS A FAYING SURFACES.

WELDING PROCEDURES SHALL CONFORM TO THE LATEST EDITION OF THE AMERICAN

WELDING SOCIETY'S STRUCTURAL WELDING CODE FOR STEEL ANSI/AWS D1.1.

WELDED CONNECTIONS USING ASTM A992 STEEL AS A BASE METAL SHALL BE MADE

WITH E70XX LOW HYDROGEN ELECTRODES. UNLESS OTHERWISE SHOWN OR NOTED

ON THE DRAWINGS, OTHER WELDED CONNECTIONS MAY BE MADE WITH STANDARD

E70XX ELECTRODES.

STRUCTURAL STEEL THAT RECEIVES FINISH PAINT SHALL BE SHOP-PRIMED WITH A

RUST-INHIBITING PRIMER, UNLESS NOTED OTHERWISE ON THE DRAWINGS.

CONTRACTOR SHALL VERIFY PRIMER IS COMPATIBLE WITH FINISH COAT SYSTEM

SPECIFIED BY THE ARCHITECT. COORDINATE FINISH PAINTING REQUIREMENTS

WITH THE ARCHITECT.

STRUCTURAL STEEL THAT IS NOT EXPOSED IN THE FINISHED CONSTRUCTION AND

DOES NOT RECEIVE FINISH PAINT SHALL NOT BE SHOP-PRIMED, UNLESS NOTED

OTHERWISE ON THE DRAWINGS.

STRUCTURAL STEEL NOTED TO BE GALVANIZED SHALL BE HOT-DIP GALVANIZED IN

CONFORMANCE WITH ASTM A123.

DO NOT PAINT OR GALVANIZE THE FOLLOWING SURFACES:

1. SURFACES TO BE WELDED.

2. SURFACES TO RECEIVE BOLTED SLIP-CRITICAL CONNECTIONS.

3. SURFACES TO RECEIVE SHEAR STUD CONNECTIONS.

4. SURFACES TO RECEIVE SPRAYED-ON FIREPROOFING.

ALL ABRASIONS TO GALVANIZED SURFACES OR SURFACES TO RECEIVE AN

ARCHITECTURAL FINISH COAT SHALL BE TOUCHED-UP AFTER ERECTION IS COMPLETE.

FOR PAINTED STEEL, USE A PRIMER EQUIVALENT TO THE SHOP PAINT.

FOR GALVANIZED STEEL, USE A ZINC-RICH COLD-GALVANIZING PAINT.

DESIGN CONNECTIONS NOT SHOWN IN ACCORDANCE WITH THE ASD SPECIFICATION

AND MANUAL OF STEEL CONSTRUCTION. UNLESS NOTED OTHERWISE ON THE

DRAWINGS, DESIGN BEAM CONNECTIONS NOT SHOWN, TO SUPPORT A MINIMUM OF A

10 KIP SHEAR REACTION. PROVIDE NO LESS THAN 2 BOLTS IN ANY SINGLE LINE OF

BOLTS, UNLESS SPECIFICALLY INDICATED ON THE DRAWINGS.

PROVIDE L4X4X1/4 FRAMED OPENINGS FOR ALL ROOF PENETRATIONS 12 INCHES OR

LARGER ALONG ANY SIDE, UNLESS LARGER FRAMING IS INDICATED. REFER TO

MECHANICAL AND PLUMBING DRAWINGS FOR PENETRATIONS. COORDINATE FRAMED

OPENING SIZES AND LOCATIONS WITH THE MECHANICAL AND PLUMBING

CONTRACTORS.

DESIGN DATA

THE BUILDING STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH THE

2012 INTERNATIONAL BUILDING CODE.

SEE LOAD MAPS FOR FLOOR LOADING CRITERIA.

SNOW LOAD DESIGN DATA

1. GROUND SNOW LOAD (PG) = 20 PSF

2. FLAT ROOF SNOW LOAD (PF) = 13 PSF

3. SNOW EXPOSURE FACTOR (CE) = 0.9

4. THERMAL FACTOR (CT) = 1

5. SNOW LOAD IMPORTANCE FACTOR (IS) = 1.0

WIND LOAD DESIGN DATA

1. BASIC WIND SPEED (3-SECOND GUST) = 115 MPH

2. WIND LOAD IMPORTANCE FACTOR (IW) = 1.0

3. WIND EXPOSURE = B

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

EARTHQUAKE DESIGN DATA

1. SHORT PERIOD SPECTRAL RESPONSE (SS) = 0.178

2. 1-SECOND SPECTRAL RESPONSE (S1) = 0.092

3. SEISMIC IMPORTANCE FACTOR (IE) = 1.0

4. OCCUPANCY CATEGORY = II

5. SEISMIC DESIGN CATEGORY = B

6. SITE CLASSIFICATION = D

7. SHORT PERIOD SPECTRAL RESPONSE COEFFICIENT (SDS) = 0.190

8. 1-SECOND SPECTRAL RESPONSE COEFFICIENT (SD1) = 0.147

9. BASIC STRUCTURAL SYSTEM / SEISMIC RESISTING SYSTEM: A15 - LIGHT-FRAME (WOOD) WALLS

SHEATHED WITH WOOD STRUCTURAL PANELS RATED FOR SHEAR RESISTANCE

10. ANALYSIS PROCEDURE UTILIZED = EQUIVALENT LATERAL FORCE PROCEDURE

11. RESPONSE MODIFICATION COEFFICIENT (R) = 6.5

12. SEISMIC RESPONSE COEFFICIENT (CS) = 0.029

NORMAL WEIGHT CONCRETE SHALL BE USED IN THE FOLLOWING AREAS AND SHALL

HAVE THE PROPERTIES AS SHOWN BELOW:

FOUNDATIONS

1. COMPRESSIVE STRENGTH (28 DAYS): 4000 PSI

2. MAXIMUM SLUMP: 4 INCHES

3. MINIMUM CEMENTITIOUS MATERIALS CONTENT: 470 LB./CU. YD. (USE TYPE II SULFATE

RESISTANT CEMENT)

4. MAXIMUM SLUMP FOR CONCRETE CONTAINING HIGH-RANGE WATER-REDUCING ADMIXTURE: 8

INCHES (AFTER ADMIXTURE IS ADDED TO CONCRETE WITH 2 TO 4 INCH SLUMP).

5. MAXIMUM WATER/CEMENTITIOUS MATERIALS RATIO: 0.48

6. MAXIMUM COARSE AGGREGATE SIZE: 1 1/2 INCHES

7. AIR CONTENT: N/A

FOUNDATION WALLS

1. COMPRESSIVE STRENGTH (28 DAYS): 4000 PSI

2. MAXIMUM SLUMP: 4 INCHES

3. MINIMUM CEMENTITIOUS MATERIALS CONTENT: 470 LB./CU. YD. (USE TYPE II SULFATE

RESISTANT CEMENT)

4. MAXIMUM SLUMP FOR CONCRETE CONTAINING HIGH-RANGE WATER-REDUCING ADMIXTURE: 8

INCHES (AFTER ADMIXTURE IS ADDED TO CONCRETE WITH 2 TO 4 INCH SLUMP).

5. MAXIMUM WATER/CEMENTITIOUS MATERIALS RATIO: 0.48

6. MAXIMUM COARSE AGGREGATE SIZE: 1 INCH

7. AIR CONTENT: N/A

RETAINING WALLS AND CURBS/SIDEWALKS/SLABS EXPOSED TO DE-ICERS

1. COMPRESSIVE STRENGTH (28 DAYS): 4000 PSI

2. MAXIMUM SLUMP: 4 INCHES

3. MINIMUM CEMENTITIOUS MATERIALS CONTENT: 517 LB./CU. YD. (USE TYPE II SULFATE

RESISTANT CEMENT)

4. MAXIMUM SLUMP FOR CONCRETE CONTAINING HIGH-RANGE WATER-REDUCING ADMIXTURE: 8

INCHES (AFTER ADMIXTURE IS ADDED TO CONCRETE WITH 2 TO 4 INCH SLUMP).

5. MAXIMUM WATER/CEMENTITIOUS MATERIALS RATIO: 0.45

6. MAXIMUM COARSE AGGREGATE SIZE: 1 INCH

7. AIR CONTENT: 6.0% +/- 1%

SLABS ON GRADE

1. COMPRESSIVE STRENGTH (28 DAYS): 4000 PSI

2. MAXIMUM SLUMP: 4 INCHES

3. MINIMUM CEMENTITIOUS MATERIALS CONTENT: 470 LB./CU. YD. (USE TYPE II SULFATE

RESISTANT CEMENT)

4. MAXIMUM SLUMP FOR CONCRETE CONTAINING HIGH-RANGE WATER-REDUCING ADMIXTURE: 8

INCHES (AFTER ADMIXTURE IS ADDED TO CONCRETE WITH 2 TO 4 INCH SLUMP).

5. MAXIMUM WATER/CEMENTITIOUS MATERIALS RATIO: 0.48

6. MAXIMUM COARSE AGGREGATE SIZE: 1 INCH

7. AIR CONTENT: 6% +/- 1%

8. HIGH RANGE WATER REDUCING ADMIXTURE AND FIBER REINFORCING REQUIRED.

TRUSSES

MATERIALS:

1. USE LUMBER AS REQUIRED BY THE TRUSS MANUFACTURER; MINIMUM GRADE IS TO BE SYP NO. 2, KD

15% MC.

2. LUMBER SHALL ALSO BE FIRE-RETARDANT-TREATED.

3. CONNECTIONS: ALL CONNECTIONS ARE TO BE DESIGNED BY THE TRUSS MANUFACTURER FOR THE

LOADS SHOWN ON THE DRAWINGS. CONNECTOR SHALL BE DEFORMED-PLATE TYPE OF MINIMUM 20- GAUGE GALVANIZED STEEL SHEET. ALL JOINTS ARE TO BE DESIGNED USING METHODS AS SET FORTH

IN THE LATEST REVISION OF TPI STANDARDS.

SPECIFICATIONS: UNLESS SPECIFICALLY SHOWN OTHERWISE, DESIGN, FABRICATION, ERECTION, HANDLING, AND BRACING REQUIREMENTS ARE TO BE GOVERNED BY THE LATEST REVISIONS OF:

1. NATIONAL DESIGN SPECIFICATIONS FOR STRESS-GRADE LUMBER AND ITS FASTENINGS.

2. TIMBER CONSTRUCTION STANDARDS.

3. DESIGN SPECIFICATIONS FOR LIGHT METAL PLATE CONNECTED WOOD TRUSSES.

4. TRUSS PLATE INSTITUTE PUBLICATIONS-BTW BRACING WOOD TRUSSES: COMMENTARY AND

RECOMMENDATIONS.

DESIGN:

1. ALL TRUSSES ARE TO BE DESIGNED BY THE TRUSS MANUFACTURER FOR THE GIVEN LOADS. TRUSS

DESIGNS ARE TO BE SUBMITTED FOR APPROVAL PRIOR TO FABRICATION AND MUST BE STAMPED WITH

THE SEAL OF A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF ILLINOIS.

2. DESIGN LOADS:

TOP CHORD:

LIVE LOAD: 30 PSF

DEAD LOAD: 15 PSF

BOTTOM CHORD:

DEAD LOAD: 10 PSF

LIVE LOAD: 20 PSF AT WALKWAYS ONLY

WOOD FRAMING

SPECIFICATIONS AND STANDARDS:

1. DESIGN AND DETAILING OF CONNECTIONS SHALL CONFORM TO THE NATIONAL DESIGN SPECIFICATION

FOR WOOD CONSTRUCTION (1991 EDITION) RECOMMENDED PRACTICE BY NATIONAL FOREST

PRODUCTS ASSOCIATION.

MATERIALS:

1. USE ONLY STRESS-GRADE LUMBER AND SHALL HAVE THE FOLLOWING MINIMUM PROPERTIES FOR ALL

DIMENSIONAL LUMBER FRAMING (SPRUCE-PINE-FIR NUMBER 1/2).

2. MODULES OF ELASTICITY (E) = 1,400,000 PSI FOR ALL MEMBERS.

3. ALLOWABLE BENDING STRESS (FB) = 875 PSI FOR ALL MEMBERS.

4. ALLOWABLE SHEAR STRESS (FV) = 135 PSI FOR ALL MEMBERS.

5. CONNECTION PLATES: ASTM A-36.

6. BOLTS: ASTM A-307 WITH 2 WASHERS.

7. LIGHT-GAUGE JOIST HANGERS AND FRAMING ANCHORS: 16-OR 18_GAUGE GALVANIZED STEEL SIZED

FOR FULL LOAD-CARRYING CAPACITY OF SUPPORTED MEMBER. NOMENCLATURE BASED ON ANCHORS

MANUFACTURED BY SIMPSON STRONG-TIE COMPANY, INC.

8. USE ONLY PLYWOOD OR ORIENTED STRAND BOARD (OSB) WITH THICKNESS AND PANEL INDEX AS

INDICATED ON DRAWINGS. ALL SHEATHING IS TO HAVE EXTERIOR GLUE.

CONSTRUCTION REQUIREMENTS:

1. MAKE ALL CUTS TRUE AND SQUARE FOR FULL BEARING AT STRUCTURAL JOINTS.

2. BOLT HOLES AND PLATES ARE TO BE PLACED AS SHOWN ON DETAILS AND TO PROVIDE SPECIFIED

SPACINGS, END DISTANCES, AND EDGE DISTANCES.

3. PROVIDE PLYWOOD NAILINGS AS RECOMMENDED BY THE AMERICAN PLYWOOD ASSOCIATION OR AS

SHOWN ON THE STRUCTURAL PLANS.

4. CONNECT ALL FRAMING SECURELY TOGETHER WITH NAILS, SPIKES, OR FRAMING ANGLES.

LAMINATED VENEER LUMBER (LVL):

1. LAMINATED VENEER LUMBER (LVL) SHALL BE MANUFACTURED UNDER A PROCESS APPROVED BY THE

NATIONAL RESEARCH BOARD. EACH PIECE SHALL BEAR A STAMP OR STAMPS NOTING THE NAME AND

PLANT NUMBER OF THE MANUFACTURER, THE GRADE, THE NATIONAL RESEARCH BOARD NUMBER,

AND THE QUALITY CONTROL AGENCY.

2. ALL LAMINATED VENEER LUMBER SHALL BE MANUFACTURED IN ACCORDANCE WITH ICC-ES REPORT

ESR-1387

3. ALL MEMBERS SHALL BE WESTERN SPECIES, GRADE 1.8E, Fb = 2,600 PSI, Fv = 285 PSI

4. DESIGN SHOWN ON PLANS IS BASED ON LVL MEMBERS MANUFACTURED BY TRUS JOIST, A

WEYERHAEUSER BUSINESS. ALTERNATE MANUFACTURERS MAY BE USED SUBJECT TO APPROVAL.

5. ALTERNATE JOIST HANGERS AND OTHER HARDWARE MAY BE SUBSTITUTED FOR THE ITEMS SHOWN

PROVIDED THEY HAVE CURRENT ICC_ES ELVALUATION REPORTS DEMONSTRATING THAT THE

PRODUCTS HAVE EQUAL OR GREATER LOAD CAPABILITIES. ALL JOIST HANGERS AND OTHER

HARDWARE SHALL BE COMPATIBLE IN SIZE WITH THE MEMBERS PROVIDED.

TREATED WOOD:

1. ALL WOOD PLATES, LEDGERS AND BLOCKING IN DIRECT CONTACT WITH WEATHER, EARTH, CONCRETE

OR MASONRY SHALL BE PRESSURE-TREATED WITH A PRESERVATIVE PROCESS APPROVED BY

AMERICAN WOOD PRESERVERS ASSOCIATION (AWPA) STANDARD U1 FOR THE SPECIFIC USE SHOWN

ON THE PLANS.

2. ALL METAL FASTENERS IN CONTACT WITH TREATED WOOD SHALL BE HOT DIPPED GALVANIZED (PER

ASTM A 153) OR STAINLESS STEEL.

TIMBER CONNECTORS:

1. TIMBER CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE BY SIMPSON STRONG-TIE

COMPANY, INC. AS SPECIFIED IN THE LATEST EDITION OF THEIR CATALOG. ALTERNATIVE FASTENERS

MAY BE APPROVED SUBJECT TO SUBMITTAL OF MANUFACTURER'S INFORMATION DEMONSTRATING

EQUIVALENT LOAD CAPACITY AND FUNCTION.

2. ALL BOLTS INTO TIMBER MEMBERS SHALL BE A307. PROVIDE WASHERS UNDER THE HEADS AND NUTS

OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD.

3. ALL NAILS SHALL BE COMMON UNLESS NOTED OTHERWISE.

WOOD AND TIMBER FRAMING NOTES:

1. TRUSS MANUFACTURER TO DESIGN TRUSSES LATERAL BRACING. TRUSS DRAWINGS TO BE STAMPED

BY A STRUCTURAL ENGINEER REGISTERED IN THE STATE OF ILLINOIS.

2. ALL 2x WOOD LOOKERS TO BACK-SPAN 2'-0" TO THE FIRST INTERIOR TRUSS.

3. TYPICAL ROOF TRUSS SPACING TO BE 2'-0" OC, UNLESS NOTED OTHERWISE.

ROUGH CARPENTRY MATERIAL NOTES.

1. EACH PIECE OF LUMBER SHALL BEAR A GRADE STAMP, INDICATING GRADES OF MATERIAL AND RULES

OR STANDARDS UNDER WHICH IT WAS PRODUCED.

2. SHEATHING: APA RATED EXPOSURE 1 OR EXTERIOR; PANEL GRADE CD OR BETTER.

3. PROVIDE CONTINUOUS SOLID BLOCKING AT MID-HEIGHT OF ALL STUD WALLS OVER 10'-0" IN HEIGHT.

4. ALL STUD WALLS, UNLESS NOTED OTHERWISE SHALL BE 2X4 @ 16" OC. FOR INTERIOR OR 2X6 @ 16" OC

FOR EXTERIOR.

5. USE FULL-LENGTH STUDS (BALLOON FRAME) ON EXTERIOR WALLS AT STAIRWAYS AND AT VAULTED

CEILINGS.

6. ALL WOOD STUD WALLS SHALL HAVE LOWER WOOD PLATE ATTACHED TO WOOD FRAMING BELOW

WITH 16d NAILS @ 6" OC STAGGERED, OR BOLTED TO CONCRETE WITH 5/8" DIAMETER x 7" EMBEDMENT

ANCHOR BOLTS @ 6'-0" OC UNLESS NOTED OTHERWISE ON PLANS.

132 & 133 eric.slaughter

30' - 5 1/8" 15' - 8 3/4" 35' - 6 1/2" 35' - 0 1/4"

/8

/2

/8

/4

4' - 0" 33' - 6 5/8" 21' - 5" 2' - 0"

3'

/2

/2

/2

7/ 8"

15' - 11 3/8" 12' - 5 1/8" 9' - 11 3/4" 28' - 9 3/4"

/2

/8

/4

/2

116' - 8 5/8"

7' - 4 3/4"

7'

3/ 4"

60' - 11 5/8"

/4

C4 C4

C4

C4

C4

C4 C4

C4 C4

C3

C4 C4

C4

C W

CW8

CW8

C W

CW8

CW8

CW8

C W

CW8

C W

CW8

C W

CW8

C W

CW8

C W

C W

CW8

CW8

C W

C W

C W

CW8

C W

CW8

C W

C W

CW8

C W

W

W6

W

W

W

W6

W

M

M6

M6

W6

W

W6

W6

W

W6

W

W

M

W6

M6

W

W6

M

M

M6

W F

WF36

WF36

W F

W F

WF36

W F

WF36

W F

W F

WF36

WF36

W F

W F

W F

WF36

W F

W F

WF36

W F

WF36WF36

W F

WF36

WF36

W F

WF36

W F

WF48

FS

FS

FS

FS

5' - 4 7/8"

2' - 11" 20' - 6 3/8" 8' - 1 3/4" 20' - 7" 5' - 7 5/8"

4' - 0"

3' - 1 1/4"

7'

/8

/2

8'

/8

/2

20' - 7 1/8"

19' - 4 7/8" 8' - 7 5/8" 29' - 2" 47' - 11 7/8"

12' - 11 1/4" 19' - 7 1/8"

8' - 8" 5' - 2 3/8"

3'

3/ 8"

THICKENED SLAB (TS), TYPICAL

AT INTERIOR BEARING WALLS

T/FTG = 98' - 0"

TYP, UNO

F4.0

12' - 8 3/8"

11' - 5 3/4"

C4 C4 C4

C4

C4

SB301

TYP

SB301

TYP 7

SB301

TYP

TYP

SB301

C4

8'

/8

TYPE A

1. GROUT SOLID ALL CELLS CONTAINING REINFORCEMENT AND BELOW GRADE.

2. PROVIDE MATCHING HOOKED DOWELS INTO FOUNDATION FOR ALL VERTICAL REINFORCEMENT.

3. PROVIDE VERT. BAR AT ALL CORNERS, INTERSECTIONS, AND ENDS OF WALL. BAR SIZE TO MATCH TYP. VERT.

REINFORCEMENT.

4. PROVIDE VERT. BARS AT JAMBS OF ALL OPENINGS.

FOR OPENINGS W/ WIDTH < 3'-4" PROVIDE VERT. BARS AT FIRST TWO CORES AT EACH JAMB.

FOR OPENINGS W/ WIDTH > 3'-4" < 8'-0" PROVIDE VERT. BARS AT FIRST THREE CORES AT EACH

JAMB.

BAR SIZE TO MATCH TYP. VERT. REINFORCEMENT.

5. PROVIDE VERT. BAR AT FIRST CORE ON EACH SIDE OF CONTROL JOINTS. BAR SIZE AND SPACING TO MATCH TYP. VERT.

REINFORCEMENT.

6. PROVIDE HORIZONTAL BOND BEAM W/ 1-#5 CONT. BELOW ALL WINDOW OPENINGS. EXTEND 2'-0" PAST

OPENING.

7. SPLICE ALL REINFORCEMENT PER TABLE THIS SHEET.

NOTES:

REINFORCEMENTCMU SIZE REMARKSMARK TYPE

CMU WALL SCHEDULE

#5 @ 32" OCAM6 6"

1/

D 1/

D

#3

MASONRY CONSTRUCTION

LAP SPLICE LENGTHS

1'-6"

#4 2'-0"

#5 2'-6"

#6 3'-0"

#7 3'-6"

#8 4'-0"

#9 4'-6"

SECTION LENGTH NOTES

CMU WALL LINTEL SCHEDULE

NOTES:

1. PROVIDE MIN 8" BEARING FOR LINTELS, UNO

BOND BEAM W/ 2 - #5 CONT BAR

SOLID GROUTED COURSES

OF BLOCK. POUR GROUT AT

SAME TIME AS BOND BEAM

H

W

3" C

LR

M

A X

6" WIDE X 16" TALL

6" WIDE X 24" TALL

8" TO 4'-0"

4'-1" TO 6'-8"

TYPE

A

A

TYPE "A"

th re e-qu ar te rs in ch o ne fo ot on e-qu ar te r i nc h on e fo ot on e-ei gh th in ch o ne fo ot th re e-ei gh th s in ch o ne fo ot on e-ha lf in ch o ne fo ot on e in ch o ne fo ot on e an d on e-ha lf in ch o ne fo ot

B th re e in ch es o ne fo ot

SCALE

PROJECT PRINCIPAL

PROJECT ARCHITECT

ELECTRICAL ENGINEER

PROJECT MANAGER

MECHANICAL ENGINEER

Use or disclosure of data contained on this sheet is subject to the restriction on the title page of this proposal.

Robinson

Robinson

Fischer

Gobreski

Daller

Danville, IL

Drawing Title

Approved:

Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

Revisions: Date

CONSULTANTS: ARCHITECT/ENGINEERS:

B

A

C

D

E

F

VA FORM 08-6231

1 2 3 4 5 6 87 9

F

E

D

C

B

A

97 8654321

Department of Veteran Affairs

LANDSCAPE ARCHITECT

CIVIL ENGINEER

STRUCTURAL ENGINEER

Cyr

Meneley

VanderWoude

PLUMBING ENGINEER Daller

CONSTRUCTION DOCUMENTS 06/21/2017

550-316

One Indiana Square, Suite 2100 Indianapolis, IN 46204

United States P: 317 532 5400 F: 317 532 5499 www.URScorp.com

/1

/2

:1 :5

P

M C

U s e rs \b th o m a s \ D o c u m e n ts

\1 .1

V A

D a n v ill e G re e n H o m e s b th o m a s .r v t

SB101

INDEPENDENCE - FOUNDATION PLAN

WJTMAV2017.06.21

VA DANVILLE - CONSTRUCT TWO

GREEN HOMES

URS PROJECT NO. 25628010

SCALE: 1/8" = 1'-0"SB101

1 INDEPENDENCE - FOUNDATION PLANN

FOOTING SCHEDULE

MARK

FOOTING SIZE

FOOTING REINFORCEMENT REMARKS

WIDTH DEPTH

F4.0 4' - 0" 1' - 0" (4) #5 EA WAY

TS

WF36 3' - 0" 1' - 0" (3) #5 CONT

WF48 4' - 0" 2' - 0" (4) #5 CONT

GENERAL FOUNDATION NOTES

1. ALLOWABLE DESIGN BEARING PRESSURE FOR SPREAD FOOTINGS = 2000 PSF, ALLOWABLE DESIGN BEARING PRESSURE FOR CONTINUOUS WALL FOOTINGS = 2000 PSF.

CONTRACTOR TO VERIFY IN FIELD AND SHALL NOTIFY ENGINEER OF ANY EXISTING SOILS AT BEARING ELEVATION THAT ARE UNACCEPTABLE FOR FOOTING SUPPORT. ALLOWABLE FOOTING PRESSURE IS BASED ON GEOTECHNICAL REPORT NUMBER 170GC00110 PREPARED BY CARDNO ATC DATED APRIL 30, 2015.

2. WHERE FOUNDATION SUBGRADE IS INADVERTENTLY OVEREXCAVATED, OR WHERE UNSUITABLE SOILS ARE ENCOUNTERED FOR SLAB SUPPORT, REMOVE ALL DISTURBED/UNSUITABLE SOIL AND REPLACE TO PROPER GRADE WITH LEAN CONCRETE OR GRANULAR FILL (CA-6 OR EQUIVALENT) COMPACTED TO 95% OF STANDARD PROCTOR

DENSITY.

3. COORDINATE LOCATION OF ALL UTILITIES THROUGH OR UNDER FOUNDATIONS WITH MEP SHEETS.

4. COORDINATE WALL LOCATIONS WITH ARCH. DRAWINGS.

5. COORDINATE WALL OPENINGS WITH ARCH. DRAWINGS.

6. CONTRACTOR TO DESIGN ALL COLUMN BASE PLATES TO BE HIDDEN IN WALLS.

CONCRETE WALL SCHEDULE

MARK WALL THICKNESS

HORIZONTAL REINF VERTICAL REINF

REMARKSINSIDE FACE OUTSIDE FACE INSIDE FACE OUTSIDE FACE

CW8 8" #5 @ 12" OC - #5 @ 12" OC - CENTER REINF IN WALL

3' - 0" 1' - 0" (3) #5 CONT

eric.slaughter

5' - 10" 3' - 0"

SLOPED FLOOR

6' - 10 1/2" 7' - 7 1/2" 3' - 0"

SLOPED FLOOR

6' - 10 1/2" 7 1/4"

SLOPED FLOOR

6' - 10 1/2" 3' - 0" 14' - 7 3/4" 3' - 0"

SLOPED FLOOR

6' - 11 5/8" 7' - 6 3/8" 3' - 0"

SLOPED FLOOR

6' - 11 1/8"

5'

1/ 4"

/4

S

LO

P E

D F

LO

O

R

6'

1"

3'

7'

S

LO

P E

D F

LO

O

R

6'

1"

3'

/4

3'

S

LO

P E

D F

LO

O

R

6'

1"

1/

4"

S

LO

P E

D F

LO

O

R

6'

1"

3'

/8

3'

S

LO

P E

D F

LO

O

R

6'

1"

10' - 10 1/4" 5' - 2"

5'

/2

S

LO

P E

D F

LO

O

R

/8

/8

3' - 1 1/8" 3' - 0" 9' - 6 1/2"

SLOPED FLOOR

15' - 1 3/8"

SB301

14' - 10 1/4" 5' - 2"

14' - 10 1/4" 5' - 2"

TYP

CONTROL OR

CONSTRUCTION JOINT

@ 12'-0" OC (MAX) (TYP)

SB301

TYP

14' - 10 1/4" 5' - 2"

4" SLAB ON GRADE WITH

FIBER MESH REINFORCEMENT

SLAB PLAN LEGEND

AREA OF DEPRESSED SLAB, SEE DETAIL 6/SB301

SLOPED FLOOR AREA. PITCH FLOOR TO DRAIN.

SLOPE SHALL NOT EXCEED 1/8 INCH PER FOOT.

INDICATES CONTROL OR CONSTRUCTION JOINT

SEE DETAIL 1/SB301.

th re e-qu ar te rs in ch o ne fo ot on e-qu ar te r i nc h on e fo ot on e-ei gh th in ch o ne fo ot th re e-ei gh th s in ch o ne fo ot on e-ha lf in ch o ne fo ot on e in ch o ne fo ot on e an d on e-ha lf in ch o ne fo ot

B th re e in ch es o ne fo ot

SCALE

PROJECT PRINCIPAL

PROJECT ARCHITECT

ELECTRICAL ENGINEER

PROJECT MANAGER

MECHANICAL ENGINEER

Use or disclosure of data contained on this sheet is subject to the restriction on the title page of this proposal.

Robinson

Robinson

Fischer

Gobreski

Daller

Danville, IL

Drawing Title

Approved:

Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

Revisions: Date

CONSULTANTS: ARCHITECT/ENGINEERS:

B

A

C

D

E

F

VA FORM 08-6231

1 2 3 4 5 6 87 9

F

E

D

C

B

A

97 8654321

Department of Veteran Affairs

LANDSCAPE ARCHITECT

CIVIL ENGINEER

STRUCTURAL ENGINEER

Cyr

Meneley

VanderWoude

PLUMBING ENGINEER Daller

CONSTRUCTION DOCUMENTS 06/21/2017

550-316

One Indiana Square, Suite 2100 Indianapolis, IN 46204

United States P: 317 532 5400 F: 317 532 5499 www.URScorp.com

/1

/2

:1 :5

P

M C

U s e rs \b th o m a s \ D o c u m e n ts

\1 .1

V A

D a n v ill e G re e n H o m e s b th o m a s .r v t

SB102

INDEPENDENCE - SLAB PLAN

WJTMAV2017.06.21

VA DANVILLE - CONSTRUCT TWO

GREEN HOMES

URS PROJECT NO. 25628010

SCALE: 1/8" = 1'-0"SB102

1 INDEPENDENCE - SLAB PLANN

eric.slaughter

TYPE A

1. GROUT SOLID ALL CELLS CONTAINING REINFORCEMENT AND BELOW GRADE.

2. PROVIDE MATCHING HOOKED DOWELS INTO FOUNDATION FOR ALL VERTICAL REINFORCEMENT.

3. PROVIDE VERT. BAR AT ALL CORNERS, INTERSECTIONS, AND ENDS OF WALL. BAR SIZE TO MATCH TYP. VERT.

REINFORCEMENT.

4. PROVIDE VERT. BARS AT JAMBS OF ALL OPENINGS.

FOR OPENINGS W/ WIDTH < 3'-4" PROVIDE VERT. BARS AT FIRST TWO CORES AT EACH JAMB.

FOR OPENINGS W/ WIDTH > 3'-4" < 8'-0" PROVIDE VERT. BARS AT FIRST THREE CORES AT EACH

JAMB.

BAR SIZE TO MATCH TYP. VERT. REINFORCEMENT.

5. PROVIDE VERT. BAR AT FIRST CORE ON EACH SIDE OF CONTROL JOINTS. BAR SIZE AND SPACING TO MATCH TYP. VERT.

REINFORCEMENT.

6. PROVIDE HORIZONTAL BOND BEAM W/ 1-#5 CONT. BELOW ALL WINDOW OPENINGS. EXTEND 2'-0" PAST

OPENING.

7. SPLICE ALL REINFORCEMENT PER TABLE THIS SHEET.

NOTES:

REINFORCEMENTCMU SIZE REMARKSMARK TYPE

CMU WALL SCHEDULE

#5 @ 32" OCAM6 6"

1/

D 1/

D

#3

MASONRY CONSTRUCTION

LAP SPLICE LENGTHS

1'-6"

#4 2'-0"

#5 2'-6"

#6 3'-0"

#7 3'-6"

#8 4'-0"

#9 4'-6"

FS

FS

FS

FS

THICKENED SLAB (TS), TYPICAL

AT INTERIOR BEARING WALLS

TYP, UNO

SB301

TYP

SB301

TYP7

SB301

TYP

TYP

SB301

30' - 5 1/8"15' - 8 3/4"35' - 6 1/2"35' - 0 1/4"

/8

/2

/8

/4

4' - 0"33' - 6 5/8"21' - 5"2' - 0"

3'

/2

/2

/2

7/ 8"

15' - 11 3/8"12' - 5 1/8"9' - 11 3/4"28' - 9 3/4"

/2

/8

/4

/2

116' - 8 5/8"

7' - 4 3/4"

7'

3/ 4"

60' - 11 5/8"

/4

5' - 4 7/8"

2' - 11"20' - 6 3/8"8' - 1 3/4"20' - 7"5' - 7 5/8"

4' - 0"

3' - 1 1/4"

7'

/8

/2

8'

/8

/2

20' - 7 1/8"

19' - 4 7/8"8' - 7 5/8"29' - 2"47' - 11 7/8"

12' - 11 1/4"19' - 7 1/8"

8' - 8"5' - 2 3/8"

3'

3/ 8"

12' - 8 3/8"

11' - 5 3/4"

T/FTG = 100' - 0"

8'

/8

SECTION LENGTH NOTES

CMU WALL LINTEL SCHEDULE

NOTES:

1. PROVIDE MIN 8" BEARING FOR LINTELS, UNO

BOND BEAM W/ 2 - #5 CONT BAR

SOLID GROUTED COURSES

OF BLOCK. POUR GROUT AT

SAME TIME AS BOND BEAM

H

W

3" C

LR

M

A X

6" WIDE X 16" TALL

6" WIDE X 24" TALL

8" TO 4'-0"

4'-1" TO 6'-8"

TYPE

A

A

TYPE "A"

th re e-qu ar te rs in ch o ne fo ot on e-qu ar te r i nc h on e fo ot on e-ei gh th in ch o ne fo ot th re e-ei gh th s in ch o ne fo ot on e-ha lf in ch o ne fo ot on e in ch o ne fo ot on e an d on e-ha lf in ch o ne fo ot

B th re e in ch es o ne fo ot

SCALE

PROJECT PRINCIPAL

PROJECT ARCHITECT

ELECTRICAL ENGINEER

PROJECT MANAGER

MECHANICAL ENGINEER

Use or disclosure of data contained on this sheet is subject to the restriction on the title page of this proposal.

Robinson

Robinson

Fischer

Gobreski

Daller

Danville, IL

Drawing Title

Approved:

Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

Revisions: Date

CONSULTANTS: ARCHITECT/ENGINEERS:

B

A

C

D

E

F

VA FORM 08-6231

1 2 3 4 5 6 87 9

F

E

D

C

B

A

97 8654321

Department of Veteran Affairs

LANDSCAPE ARCHITECT

CIVIL ENGINEER

STRUCTURAL ENGINEER

Cyr

Meneley

VanderWoude

PLUMBING ENGINEER Daller

CONSTRUCTION DOCUMENTS 06/21/2017

550-316

One Indiana Square, Suite 2100 Indianapolis, IN 46204

United States P: 317 532 5400 F: 317 532 5499 www.URScorp.com

/1

/2

:1 :5

P

M C

U s e rs \b th o m a s \ D o c u m e n ts

\1 .1

V A

D a n v ill e G re e n H o m e s b th o m a s .r v t

SB111

COURAGE - FOUNDATION PLAN

WJTMAV2017.06.21

VA DANVILLE - CONSTRUCT TWO

GREEN HOMES

URS PROJECT NO. 25628010

FOOTING SCHEDULE

MARK

FOOTING SIZE

FOOTING REINFORCEMENT REMARKS

WIDTH DEPTH

F4.0 4' - 0" 1' - 0" (4) #5 EA WAY

TS

WF36 3' - 0" 1' - 0" (3) #5 CONT

WF48 4' - 0" 2' - 0" (4) #5 CONT

CONCRETE WALL SCHEDULE

MARK WALL THICKNESS

HORIZONTAL REINF VERTICAL REINF

REMARKSINSIDE FACE OUTSIDE FACE INSIDE FACE OUTSIDE FACE

CW8 8" #5 @ 12" OC - #5 @ 12" OC - CENTER REINF IN WALL

N

SCALE: 1/8" = 1'-0"SB111

1 COURAGE - FOUNDATION PLAN

GENERAL FOUNDATION NOTES

1. ALLOWABLE DESIGN BEARING PRESSURE FOR SPREAD FOOTINGS = 2000 PSF, ALLOWABLE DESIGN BEARING PRESSURE FOR CONTINUOUS WALL FOOTINGS = 2000 PSF.

CONTRACTOR TO VERIFY IN FIELD AND SHALL NOTIFY ENGINEER OF ANY EXISTING SOILS AT BEARING ELEVATION THAT ARE UNACCEPTABLE FOR FOOTING SUPPORT. ALLOWABLE FOOTING PRESSURE IS BASED ON GEOTECHNICAL REPORT NUMBER 170GC00110 PREPARED BY CARDNO ATC DATED APRIL 30, 2015.

2. WHERE FOUNDATION SUBGRADE IS INADVERTENTLY OVEREXCAVATED, OR WHERE UNSUITABLE SOILS ARE ENCOUNTERED FOR SLAB SUPPORT, REMOVE ALL DISTURBED/UNSUITABLE SOIL AND REPLACE TO PROPER GRADE WITH LEAN CONCRETE OR GRANULAR FILL (CA-6 OR EQUIVALENT) COMPACTED TO 95% OF STANDARD PROCTOR

DENSITY.

3. COORDINATE LOCATION OF ALL UTILITIES THROUGH OR UNDER FOUNDATIONS WITH MEP SHEETS.

4. COORDINATE WALL LOCATIONS WITH ARCH. DRAWINGS.

5. COORDINATE WALL OPENINGS WITH ARCH. DRAWINGS.

6. CONTRACTOR TO DESIGN ALL COLUMN BASE PLATES TO BE HIDDEN IN WALLS.

eric.slaughter

SLAB PLAN LEGEND

AREA OF DEPRESSED SLAB, SEE DETAIL 6/SB301

SLOPED FLOOR AREA. PITCH FLOOR TO DRAIN.

SLOPE SHALL NOT EXCEED 1/8 INCH PER FOOT.

INDICATES CONTROL OR CONSTRUCTION JOINT

SEE DETAIL 1/SB301.

3' - 0"

SLOPED FLOOR

6' - 10 1/2"7' - 7 1/2"3' - 0"

SLOPED FLOOR

6' - 10 1/2"7 1/4"

SLOPED FLOOR

6' - 10 1/2"3' - 0"14' - 7 3/4"3' - 0"

SLOPED FLOOR

6' - 11 5/8"7' - 6 3/8"3' - 0"

SLOPED FLOOR

6' - 11 1/8"

5'

S

LO

P E

D F

LO

O

R

6'

1"

3'

7'

S

LO

P E

D F

LO

O

R

6'

1"

3'

/4

3'

S

LO

P E

D F

LO

O

R

6'

1"

1/

4"

S

LO

P E

D F

LO

O

R

6'

1"

3'

/8

3'

S

LO

P E

D F

LO

O

R

6'

1"

10' - 2 1/4"5' - 2"

5'

/2

S

LO

P E

D F

LO

O

R

/8

/8

3' - 1 1/8"3' - 0"9' - 0 1/4"

SLOPED FLOOR

15' - 1 3/8"

5' - 2"

14' - 2 1/4"5' - 2"

SB301

TYP

SB301

TYP

5' - 2" 14' - 10 1/4"

4" SLAB ON GRADE WITH FIBER

MESH REINFORCEMENT

th re e-qu ar te rs in ch o ne fo ot on e-qu ar te r i nc h on e fo ot on e-ei gh th in ch o ne fo ot th re e-ei gh th s in ch o ne fo ot on e-ha lf in ch o ne fo ot on e in ch o ne fo ot on e an d on e-ha lf in ch o ne fo ot

B th re e in ch es o ne fo ot

SCALE

PROJECT PRINCIPAL

PROJECT ARCHITECT

ELECTRICAL ENGINEER

PROJECT MANAGER

MECHANICAL ENGINEER

Use or disclosure of data contained on this sheet is subject to the restriction on the title page of this proposal.

Robinson

Robinson

Fischer

Gobreski

Daller

Danville, IL

Drawing Title

Approved:

Project Title

Date

Location

Checked

Building Number

Project Number

Drawing Number

Drawn

Revisions: Date

CONSULTANTS: ARCHITECT/ENGINEERS:

B

A

C

D

E

F

VA FORM 08-6231

1 2 3 4 5 6 87 9

F

E

D

C

B

A

97 8654321

Department of Veteran Affairs

LANDSCAPE ARCHITECT

CIVIL ENGINEER

STRUCTURAL ENGINEER

Cyr

Meneley

VanderWoude

PLUMBING ENGINEER Daller

CONSTRUCTION DOCUMENTS 06/21/2017

550-316

One Indiana Square, Suite 2100 Indianapolis, IN 46204

United States P: 317 532 5400 F: 317 532 5499 www.URScorp.com

/1

/2

:1 :0

P

M C

U s e rs \b th o m a s \ D o c u m e n ts

\1 .1

V A

D a n v ill e G re e n H o m e s b th o m a s .r v t

SB112

COURAGE - SLAB PLAN

WJTMAV2017.06.21

VA DANVILLE - CONSTRUCT TWO

GREEN HOMES

URS PROJECT NO. 25628010

N

SCALE: 1/8" = 1'-0"SB112

1 COURAGE - SLAB PLAN

eric.slaughter

CONTROL JOINT

CONSTRUCTION JOINT

COAT OR WRAP TO

PREVENT BOND

SMOOTH DOWEL

BAR PER TABLE

DOWEL SIZE AND SPACING

DOWEL

DIAMETER

IN

SLAB

DEPTH

TOTAL DOWEL

LENGTH

DOWEL SPACING

CENTER TO CENTER

IN IN IN

3/44 16 24

T/SLAB

1/

X S

LA

B

T H

IC

K

N E

S S

1/4" (+/-) SAWCUT JOINT

T/SLAB

1 (MAX.)

ALTER EXCAVATION LIMITS

1' - 6"

CLASS B TENSION LAP

PER SCHEDULE

T/FTG

T/FTG

EQ.

BARS TO MATCH

FOOTING REINF. SIZE

AND SPACING

F S

INDICATES

FOOTING STEP

F S

F S

4'-0" MIN.

2' -0

M

A X

1' - 7"

CLASS B TENSION LAP

PER SCHEDULE

C

LR2"

SEAL VOID WITH…