w:admin - ftw officethe officestamps & sigscorrie1842 …...7 partition types, wall sections 8...

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HOOD-HOW

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T

OWNER

BIRDVILLE ISDCONAN MATHSON6119 E BELKNAP STREETHALTOM CITY, TX 76117817-547-5858 P

B O A R D O F T R U S T E E S

CIVIL - WA PORTER

MJ THOMAS ENGINEERINGMICKEY THOMAS, PE3973 W VICKERY BLVDSUITE 103FORT WORTH, TX 76107817-732-9839 P

STRUCTURAL

AG&E STRUCTURAL ENGENUITYGARY STOWE, PE, SE1200 SUMMIT AVENUESUITE 420FORT WORTH, TX 76102817-529-7240 P

ARCHITECT

PBK ARCHITECTS100 THROCKMORTON STREETSUITE 1550FORT WORTH, TX 76102817-332-4333 P817-332-4339 F

MEPT

LEAF ENGINEERS14001 DALLAS PARKWAYSUITE 400DALLAS, TX 75240214-442-5808 P972-233-1373 F

MR. JOE TOLBERT PRESIDENTMR. RICHARD DAVIS VICE PRESIDENTMR. RALPH KUNKEL SECRETARYMR. KEVIN DILKS TRUSTEEMS. WHITNEY HARDING TRUSTEEMR. JACK MCCARTY TRUSTEEMR. TAYLOR ANDERSON TRUSTEE

A D M I N I S T R A T I O N

DR. DARRELL G. BROWN, Ph.D. SUPERINTENDENTDR. ELIZABETH A. CLARK, Ed.D. ASSOCIATE SUPERINTENDENT -

CURRICULUM AND INSTRUCTIONMS. KATIE BOWMAN, CPA ASSOCIATE SUPERINTENDENT -

FINANCEMR. SKIP BASKERVILLE ASSOCIATE SUPERINTENDENT - HR,

GOVERNANCE AND SUPPORT SERVICESMR. RANDY SUMRALL EXECUTIVE DIRECTOR OF TECHNOLOGYMR. MARK THOMAS COMMUNICATIONS OFFICER

CIVIL - WT FRANCISCO

DIG ENGINEERSSEAN ROONEY, PE11 GREENWAY PLAZASUITE 1520HOUSTON, TX 77046346-308-9036 P

2018 SUMMER WORK

BIRDVILLE ISD

4/2/18

PLAN &TRUE

NORTH

SHEET NUMBER

SHEET DISCIPLINE TYPEDISCIPLINE

A2.01ASEQUENCE (.01 - .99......etc.)

BUILDING AREA

0 GENERAL1 SITE2 FLOOR PLANS (Note: Flip Sheets are Schedules)3 ROOF4 ENLARGED PLANS5 PLAN DETAILS6 ELEVATIONS (Exterior and Interior)7 PARTITION TYPES, WALL SECTIONS8 CASEWORK, MILLWORK9 DOORS, WINDOWS, FRAMES10 CEILINGS

G GENERALC CIVILL LANDSCAPECA SPORTSS STRUCTURALD DEMOLITIONA ARCHITECTURALM MECHANICALE ELECTRICALP PLUMBINGT TECHNOLOGYFS FOOD SERVICEAV ACOUSTICALTH THEATRICAL

MAIN ENTRANCE

ME2.04

INDIVIDUAL LOCATION NOTESLOCATION:

NORTH RIDGE ELEMENTARY SCHOOL7331 HOLIDAY LANENORTH RICHLAND HILLS, TX 76180

THIS PROJECT IS DESIGNED TO COMPLY WITH THE FOLLOWING CODES:

2010 ACCESSIBLE STANDARDS OF THE AMERICANS WITH DISABILITIES ACT2012 TEXAS ACCESSIBILITY STANDARDS2012 INTERNATIONAL BUILDING CODE2012 INTERNATIONAL FIRE CODE ( WITH LOCAL AMENDMENTS )2012 INTERNATIONAL MECHANICAL CODE2014 NATIONAL ELECTRICAL CODE2012 INTERNATIONAL PLUMBING CODE2015 INTERNATIONAL ENERGY CONSERVATION CODE

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Other

Architect

CIVIL - WA PORTER

ARCHITECT PBK Architects, Inc.

STRUCTURAL AG&E STRUCTURAL ENGENUITY

MEPT

DATE

PROJECT NUMBER

CLIENT

REVISIONS

FORT WORTH100 Throckmorton Street, Suite 1550

Fort Worth, TX 76102817-332-4333 P817-332-4339 FTX Firm: F-3709

PBK.com

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:

1200 SUMMIT AVENUE, SUITE 420FORT WORTH, TX 76102

817-529-7240 P 14001 Dallas Parkway, Suite 400

Dallas, TX 75240214-442-5808 P 972-233-1373 F

TX Firm: F-18672

LEAFE N G I N E E R S

A COMPANYPBK

3973 W VICKERY BLVD, SUITE 103FORT WORTH, TX 76107

817-732-9839 P

MJ THOMAS ENGINEERING

CIVIL - WT FRANCISCO 11 GREENWAY PLAZA, SUITE 1520

HOUSTON, TX 77046346-308-9036 P

DIG ENGINEERS

4/2/

2018

3:4

7:31

PM

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SUM

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CON S

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TION

DOC

UMEN

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G0.01

INDEX, DRAWINGCONVENTIONS, AND

LOCATION MAP

4/2/181842

BIRDVILLE ISD

CONSTRUCTION DOCUMENTS

Auth

orCh

ecke

r

4/2/18

A A.D. AREA DRAINA A.D.A. AMERICANS WITH DISABILITIES ACTA A.F.F. ABOVE FINISH FLOORA A.F.G. ABOVE FINISH GRADEA A.H.J. ATHORITY HAVING JURISDICTIONA A/C AIR CONDITIONINGA ALT. ALTERNATEA ALUM. ALUMINUMA ے ANGLE

B BLDG. BUILDING

C C.J. CONTROL JOINTC C.M.U. CONCRETE MASONRY UNITC CL CENTERLINEC CLR CLEARC COL. COLUMNC CONC. CONCRETEC COND. CONDITIONC CONT. CONTINUOUS

D D.S. DOWN SPOUTD DIA. DIAMETERD DIM. DIMENSIOND DTL. DETAILD DWG. DRAWING

E E.J. EXPANSION JOINTE E.Q. EQUALE EA. EACHE EL. ELEVATION (HEIGHT)E EXIST EXISTINGE EXP EXPANSIONE EXT EXTERIOR

F FB. FACE BRICK

G GA. GAUGEG GALV. GALVANIZEDG GEN. GENERALG GL. GLASS / GLAZINGG GR. GRADE

H HORIZ. HORIZONTALH HT. HEIGHT

I I.D. INSIDE DIAMETERI INSUL INSULATE (ED), (ION)I INT. INTERIOR

J JT. JOINT

L LAV. LAVATORY

M M.O. MASONRY OPENINGM MATL. MATERIAL (S)M MAX. MAXIMUMM MEM MEMBRANEM MEPT MECHANICAL, ELECTRICAL,

PLUMBING, TECHNOLOGYM MFR. /

MANUF.MANUFACTURE (R)

M MH. MANHOLEM MIN. MINIMUMM MISC. MISCELLANEOUSM MOD MODULARM MTP. METAL TOILET PARTITION

N N.I.C. NOT IN CONTRACTN N.T.S. NOT TO SCALEN NOM. NOMINAL

O O.C. ON CENTER (S)O O.F.C.I. OWNER FURNISHED, CONTRACTOR

INSTALLEDO O.H. OPPOSITE HANDO OPP. OPPOSITE

P P.C. PRECASTP P.H. PAPER HOLDERP P.L. PROPERTY LINEP P.P. POWER POLEP PLUMB. PLUMBINGP POL. POLISHEDP PR. PAIRP PREFIN. PRE-FINISHEDP PT PRESSURE-TREATEDP PT. POINTP PTD. PAINTED

R R / RAD RADIUSR RD ROOF DRAINR RE. , REF. REFER TO / REFERENCE / SEER RECP. RECEPTACLER REINF. REINFORCE (D), (ING)R REQ'D. REQUIREDR RES. RESILIENTR REV. REVISION (S), REVISEDR RF RECREATIONAL RESILIENT

FLOORINGR RPG. RELOCATABLE PAINTED GYPSUM

BOARDR RSS. ROD STOCK AND SEALANT

S S.D. SOAP DISPENSERS S.N.D. SANITARY NAPKIN DISPOSALS SCHED SCHEDULES SECT SECTIONS SHT SHEETS SIM SIMILARS SPEC SPECIFICATION (S)S SQ. SQUARES SS / SS.

STL.STAINLESS STEEL

S STL STEELS STRUC /

STRUCTSTRUCTURAL

T T.A.S. TEXAS ACCESSIBLITY STANDARDS(2012)

T T.T.D. TOILET TISSUE DISPENSERT TEL TELEPHONET TYP TYPICAL

U U.N.O. UNLESS NOTED OTHERWISE

V V VENTV V.C.T. VINYL COMPOSITION TILEV V.I.F. VERIFY IN FIELD

W W.P. WATER PROOFINGW W.S. WEATHERSTRIPW W/ WITHW WC WATER CLOSETW WD WOODW WT WEIGHT

JOHN D SPICER SHEET INDEXA2.10A JOHN D SPICER FLOOR PLANA2.10B JOHN D SPICER COURTYARD ELEVATIONS

GENERALG0.01 INDEX, DRAWING CONVENTIONS, AND LOCATION

MAPG0.50 ACCESSIBILITY GUIDELINES

ABBREVIATIONS DRAWING INDEX

SHEET NUMBERING

SITE LOCATION MAP

CF THOMAS SHEET INDEXA2.02A CF THOMAS COURTYARD PLANSA2.02B CF THOMAS COURTYARD A ELEVATIONSA2.02C CF THOMAS COURTYARD B ELEVATIONSME2.02 CF THOMAS BOILER REPLACEMENT

WA PORTER SHEET INDEXA2.06A WA PORTER SITE INFORMATIONC2.06A GENERAL NOTESC2.06B SITE PLANC2.06C DEMOLITION PLANC2.06D OVERALL GRADING PLANC2.06E SEDIMENT CONTROL PLANC2.06F SEDIMENT CONTROL NOTESC2.06G SIDEWALK DETAILSC2.06H PAVING DETAILSC2.06I SEDIMENT CONTROL DETAILS

NORTH RIDGE SHEET INDEXME2.04 NORTH RIDGE BOILER REPLACEMENT

SNOW HEIGHTS SHEET INDEXA2.08A SNOW HEIGHTS FLOOR PLANEP2.08 ELECTRICAL SHEETP2.08A PLUMBING SCHEDULES AND LEGENDSP2.08B PLUMBING DETAILS

WATAUGA SHEET INDEXA2.12A WATAUGA ES FLOOR PLAN

1" = 400'-0"3 North Ridge Building Plan

WT FRANCISCO SHEET INDEXA2.14A WT FRANCISCO SITE PLANC2.14A GENERAL NOTES AND LEGENDC2.14B TOPOGRAPHIC SURVEYC2.14C DEMOLITION PLANC2.14D SITE PLANC2.14E DETAILSE2.14 ELECTRICAL SITE PLAN

No. Description Date

CF THOMAS/SPICER STRUCTURAL SHEETINDEX

S2.02A General NotesS2.02B General NotesS2.02C General NotesS2.02D General NotesS2.02E Partial First Floor PlanS2.02F Tyical Foundation Details

BOTTOM OF REFLECTIVE SURFACE

FINISHED FLOOR

34" M

AX

40" M

AX24"

27" M

IN

8" MIN

11" MIN

9" M

IN

6" MAX

48" CLEAR MIN.

MOU

NTIN

G DE

VICE

FO

R HA

ND-H

ELD

SHOW

ER H

EAD

MIN30"

30" M

AX6"

MAX

SPOU

T OU

TLET

SPOU

T OU

TLET

24" M

IN

31" M

AX

TA-1

TA-2

28" -

30"

18"

TA-9

ACCE

SSIB

LE S

HOW

ER

FROM

HIG

H PO

INT

OF

SHOW

ER F

LOOR

CONTROLAREA

18"

MOU

NTIN

G DE

VICE

FO

R HA

ND-H

ELD

SHOW

ER H

EAD

TO C

ONTR

OL40

" MAX

18" M

INAC

CESS

IBLE

WAL

L SW

ITCH

AND

OUT

LET

40" M

AXTO

OPE

RABL

EHA

NDLE

ACCE

SSIB

LE F

IRE

EXTI

NGUI

SHER

CAB

INET

40" M

AX

ACCE

SSIB

LESO

AP D

ISPE

NSER

(TA-1)

40" M

AX

ACCE

SSIB

LE P

APER

TO

WEL

DIS

PENS

ER

(TA-4)

TO O

PERA

BLE

MEC

HANI

SM

ACCE

SSIB

LE A

ND S

TAND

ARD

DRIN

KING

FOU

NTAI

NS

(COM

BINE

D)

STAN

DARD

DRIN

KING

FOU

NTAI

N

ACCE

SSIB

LEDR

INKI

NG F

OUNT

AIN

SPOU

T OU

TLET

17" - 19"

35" M

AXTO

BOT

TOM

OF

REFL

ECTI

VESU

RFAC

E

TA-1

TA-2

ACCE

SSIB

LE L

AVAT

ORY

AND

MIR

ROR

74" M

IN

40" M

AX

14" M

AX

TO H

IGHE

STCO

NTRO

LTO R

IMOF

BAS

IN

ACCE

SSIB

LE

12" -

15"

14" -

17"

20" -

25"

TOP OF SEAT

TA-3

42" MIN12" MAX

ACCE

SSIB

LE T

OILE

T W

/ GRA

B BA

RSTO

ILET

PAP

ER D

ISPE

NSER

, AND

SA

NITA

RY N

APKI

N DI

SPOS

ALTA-712" - 15"

6" MAX 36" MIN

ACCE

SSIB

LE T

OILE

T W

/ GRA

B BA

RS A

ND

TOIL

ET P

APER

DIS

PENS

ER

TA-10

8" MIN6" MAX

30" M

AXSP

OUT

OUTL

ET

9" M

IN

24" M

IN

17" - 19"

8" MIN6" MAX

31" M

AX24

" MIN

13" -

15"

1/2"

ACCE

SSIB

LE S

HOW

ER (3

6" X

36"

) CO

NTRO

L W

ALL

NOTE: ALL FIXTURE SIZES , MOUNTING HEIGHTS, AND CLEARANCES MUST ABIDE BY ALL APPLICABLE ACCESSIBLITY STANDARDS

7" - 9"

ACCE

SSIB

LE L

AVAT

ORY

AND

MIR

ROR

40" M

AX

ACCE

SSIB

LE P

APER

TOW

EL

DISP

ENSE

R AN

D TR

ASH

RECE

PTAC

LE

40"

MAX

30"

30" TO TOP OF BED WHEN OPENTA-18 TA-18

60"L HOSE

36" M

AX.

(TA-16)

ACCESSIBLETOILET STALL

CLEAR60" MIN

12" M

AX

42" M

IN

6" MAX36" MIN

12" - 15"

TA-18

TA-5

TA-7

CLEA

R60

" MIN

4" MAX

CLEAR32" MIN

21" -

30"

MIN18"

34" - 36"

TA-5 TA-5

TA-3

MAX40".

ACCE

SSIB

LEBA

BY C

HANG

ING

STAT

ION

(TA-14)

44"

44"

15" - 17"25" - 27"

44"

17" - 19"

44"44"

24"30"

44"

31"

26" - 30"24"

24"

15"

15" - 17"25" - 27"

MIRRORS: Max. Height to Bottom of Reflective Surface

TOILET PAPER DISPENSER: Height to Center of RollPAPER TOWEL DISPENSER: Height to Operating Mechanism

SWITCHES AND CONTROLS

Side Approach (Max)Frontal Approach (Max)

DRINKING FOUNTAINS:

To Hand Shower Head Mounting (Max)Grab Bar

SHOWERTop of Seat

Knee Clearance (Min)To Spout (Max)

Knee Clearance (Min)

Frontal Approach (Max)SHELVES, DISPENSERS: Max. Height to Control Device

WATER CLOSET: To Top of Seat

URINAL: Max. To Rim of Basin

FIXED OR BUILT-IN:Height of Tables or Counter:

Side Approach (Max)


LAVATORIES: Front Approach

To Top (Max)

Grab Bar Height

DESCRIPTION

To Faucet (Max)

44"Flush Control Height (Max)


35"At Lavatories and Counter Tops35"Full Length

MIRRORS: Min. Height to Top of Reflective Surface74"Full Length

18"

40"

40"

12" - 15"20" - 25"

40"

14" - 17"

40"40"

24"30"

40"

31"

26" - 30"24"

24"

14"

12" - 15"20" - 25"

MIRRORS: Max. Height to Bottom of Reflective Surface

TOILET PAPER DISPENSER: Height to Center of RollPAPER TOWEL DISPENSER: Height to Operating Mechanism

SWITCHES AND CONTROLS

Side Approach (Max)Frontal Approach (Max)

DRINKING FOUNTAINS:

To Hand Shower Head Mounting (Max)Grab Bar

SHOWERTop of Seat

Knee Clearance (Min)To Spout (Max)


Frontal Approach (Max)SHELVES, DISPENSERS: Max. Height to Control Device

WATER CLOSET: To Top of Seat

URINAL: Max. To Rim of Basin

FIXED OR BUILT-IN:Height of Tables or Counter:

Side Approach (Max)


LAVATORIES: Front Approach

To Top (Max)

Grab Bar Height

DESCRIPTION



34"At Lavatories and Counter Tops34"Full Length

MIRRORS: Min. Height to Top of Reflective Surface74"Full Length

MARKER BOARDS / TACKBOARDS COORD. MOUNTING HEIGHT WITH OWNER PRIOR TO INSTALLATION

MARKER BOARDS / TACKBOARDS COORD. MOUNTING HEIGHT WITH OWNER PRIOR TO INSTALLATION

To Faucet (Max) 18"

Ages: 9 - 12(Grades 4 - 7)

Ages: 5 - 8(Grades Pre-K - 3)

FINISHED FLOOR

9" M

IN.

27" M

IN.

35" M

AX.

6" MAX8" MIN

17" TO 25"

3 1/2" MAX. (SIDE APPROACH)5" MAX

PLAN (Front Approach) SECTION

PLAN (Side Approach)

30"EQ EQ

EQ EQ48"

30"

1"48

"3

1/2"

MAX

.15

" MIN

.5"

MAX

.

48" CLEAR MIN.

EXIT

80"

48" M

AX.

MIN

.15

"

9" 12"

TYPI

CAL

48" M

AX.

EQ EQ

FIRE ALARM (COMBINATION SPEAKER AND STROBE)FIREMAN'S PHONE JACK

WALL MOUNTED EXIT LIGHT

LIGHT SWITCH AND DIMMER

THERMOSTAT OR OTHERCONTROL DEVICE

ELECTRIC, TELEPHONE, OR DATA RECEPTACLEALIGN ITEMS WHEN POSSIBLE

AT C

OUNT

ERS

46" M

AX.

10 - 24"OBSTRUCTION

MIN.24"

ALIGN STACKED DEVICES WHERE POSSIBLE

60" M

AX.

SIGNAGE

18"

CLEAR SPACE AT TACTILE SIGNAGE

25" -

27"18"

TA-9

ACCE

SSIB

LE S

HOW

ER

FROM

HIG

H PO

INT

OF

SHOW

ER F

LOOR

CONTROLAREA

18"

MOU

NTIN

G DE

VICE

FO

R HA

ND-H

ELD

SHOW

ER H

EAD

TO C

ONTR

OL44

" MAX

16" M

INAC

CESS

IBLE

WAL

L SW

ITCH

AND

OUT

LET

44" M

AXTO

OPE

RABL

EHA

NDLE

ACCE

SSIB

LE F

IRE

EXTI

NGUI

SHER

CAB

INET

44" M

AX

ACCE

SSIB

LESO

AP D

ISPE

NSER

(TA-1)

44" M

AX

ACCE

SSIB

LE P

APER

TO

WEL

DIS

PENS

ER

(TA-4)

TO O

PERA

BLE

MEC

HANI

SM

TYP30"

30" M

AX6"

MAX

SPOU

T OU

TLET

SPOU

T OU

TLET

ACCE

SSIB

LE A

ND S

TAND

ARD

DRIN

KING

FOU

NTAI

NS

(COM

BINE

D)

STAN

DARD

DRIN

KING

FOU

NTAI

N

ACCE

SSIB

LEDR

INKI

NG F

OUNT

AIN

36" M

AXSP

OUT

OUTL

ET

17" - 19"

(TA-6)

44" M

AXHI

GHES

TCO

NTRO

L

ACCE

SSIB

LE

SANI

TARY

NAP

KIN

DISP

ENSE

R

35" M

AXTO

BOT

TOM

OF

REFL

ECTI

VESU

RFAC

E

TA-1

TA-2

ACCE

SSIB

LE L

AVAT

ORY

AND

MIR

ROR

74" M

IN

20" M

AXTO

RIM

OF B

ASIN

STAN

DARD

URI

NAL

44" M

AX

15" M

AX

TO H

IGHE

STCO

NTRO

LTO R

IMOF

BAS

IN

ACCE

SSIB

LE

15" -

17"

17" -

19"

25" -

27"

TOP OF SEAT

TA-3

42" MIN12" MAX

ACCE

SSIB

LE T

OILE

T W

/ GRA

B BA

RSTO

ILET

PAP

ER D

ISPE

NSER

, AND

SA

NITA

RY N

APKI

N DI

SPOS

ALTA-715" - 18"

6" MAX 36" MIN

ACCE

SSIB

LE T

OILE

T W

/ GRA

B BA

RS A

ND

TOIL

ET P

APER

DIS

PENS

ER

44" M

AX

ACCESSIBLETOILET STALL

TA-10

9" MIN

6" MAX

30" M

AXSP

OUT

OUTL

ET9"

MIN

24" M

IN

17" - 19"

9" MIN

6" MAX

31" M

AX27

" MIN

15" -

17"

1/2"

ACCE

SSIB

LE S

HOW

ER

CONT

ROL

WAL

L

44" M

AX

SEAT

COV

ER D

ISPE

NSER

NOTE: ALL FIXTURE SIZES , MOUNTING HEIGHTS, AND CLEARANCES MUST ABIDE BY ALL APPLICABLE ACCESSIBILITY STANDARDS

7" - 9"

44" M

AX

30"

30" TO TOP OF BED WHEN OPEN

DISP

ENSE

R OU

TLET

URINAL SCREEN

12" M

AX4'-

0" M

IN

(TA-19)

TA-18

(TA-16)

TA-18

60"L HOSE

CLEAR60" MIN

12" M

AX

42" M

IN

6" MAX36" MIN

15" - 18"

TA-3

TA-5

TA-18

CLEA

R60

" MIN

4" MAX

CLEAR32" MIN

21" -

30"

MIN18"

34" - 36"TA-5

TA-7TA-5

ACCE

SSIB

LEBA

BY C

HANG

ING

STAT

ION

LABEL DESCRIPTION REMARKS

TOILET ACCESSORIES

NOTE: ALL TOILET ACCESSORIES SHALL BE CONTRACTOR FURNISHED AND CONTRACTOR INSTALLED U.N.O.

1. COORDINATE FINAL LOCATIONS WITH ARCHITECT PRIOR TO INSTALLATION2. CONTRACTOR IS TO VERIFY ALL HEIGHTS OF ACCESSORIES TO COMPLY WITH ALL

APPLICABLE ACCESSIBILITY REQUIREMENTS3. REFER TO ALL FINISHES AND COLORS IN FINISH SCHEDULE, VERIFY ALL PATTERNS

WITH ARCHITECT4. ALIGN MIRROR ON CENTER OF LAVATORY5. ONE (1) HOOK SHALL BE INSTALLED INSIDE DOOR AT EACH TOILET PARTITION. ONE

HOOK INSIDE DOOR AT SINGLE TOILET ROOMS AND ONE HOOK AT EACH SHOWER

TA-1 SOAP DISPENSERTA-2 MIRRORTA-3 TOILET PAPER DISPENSERTA-4 PAPER TOWEL DISPENSERTA-5 GRAB BARS (AT TYPICAL ACCESSIBLE TOILETS)TA-6 SANITARY NAPKIN DISPENSERTA-7 SANITARY NAPKIN DISPOSALTA-8 MOP AND BROOM HOLDERTA-9 GRAB BARS (AT ACCESSIBLE SHOWERS)TA-10 FOLDING SHOWER BENCHTA-11 CLOTHES HOOK NOTE 5TA-12 SHOWER CURTAIN, ROD AND HOOKSTA-13 ELECTRIC HAND DRYERTA-14 PAPER TOWEL DISPENSER AND TRASH RECEPTACLETA-15 GRAB BARS (AT AMBULATORY ACCESSIBLE TOILETS)TA-16 DIAPER CHANGING STATIONTA-17 TRASH RECEPTACLETA-18 VERT GRAB BAR (AT ACCESSIBLE ICC A117.1 TOILETS)TA-19 TOILET COVER DISPENSER

GIRLS

8"

8"

1/2"

3/8"

5/8"

3/8"

6"2"

1/2"

WOMEN / GIRLS

BOYS

8"

8"

1/2"

3/8"

5/8"

3/8"

6"2"

1/2"

MEN / BOYS

RAISED CONTRASTING5/8" TEXT

RAISED TACTILE BRAILLE

1/2" RADIUS ON ALL CORNERS

RAISED 4" H GENDER SYMBOL

RAISED INTERNATIONAL SYMBOL OF ACCESSIBILITY

1/8" ROUTED REVEAL

RAISED CONTRASTING5/8" TEXT

RAISED TACTILE BRAILLE

1/2" RADIUS ON ALL CORNERS

RAISED 4" H GENDER SYMBOL

RAISED INTERNATIONAL SYMBOL OF ACCESSIBILITY

1/8" ROUTED REVEAL

AT

TS

XETE FO

SA

CORRIE

HOOD-HOW

ARD

2 2 0 67

REG

IS

TERED ARCHITEC

T

Other

Architect

CIVIL - WA PORTER



MEPT

DATE

PROJECT NUMBER

CLIENT

REVISIONS



PBK.com

DRAW

N BY

:CH

ECKE

D BY

:



Dallas, TX 75240214-442-5808 P 972-233-1373 F

TX Firm: F-18672


A COMPANYPBK


817-732-9839 P



HOUSTON, TX 77046346-308-9036 P

DIG ENGINEERS

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G0.50

ACCESSIBILITYGUIDELINES

4/2/181842

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3/8" = 1'-0"3 ACCESSIBLE VANITY

1/4" = 1'-0"12 ACCESSIBILITY - AGES 5 THRU 8 (GRADES PRE-K THRU 3) 1/4" = 1'-0"7 ACCESSIBILE MOUNTING HEIGHTS

1/4" = 1'-0"2 DRINKING FOUNTAIN GUIDELINE 3/8" = 1'-0"5 MISC MOUNTING HEIGHTS

1/4" = 1'-0"18 ACCESSIBILITY - AGES 9 THRU 12 (GRADES 4 THRU 7)

6" = 1'-0"22 GRAPHICS


DN

DN

GENERAL NOTES1. DO NOT SCALE DRAWINGS, WRITTEN DIMENSIONS TAKE PRECEDENCE,

CONTACT ARCH IF CLARIFICATION IS NECESSARY IN ORDER TO DETERMINE THE INTENT OF THE CONTRACT DOCUMENTS

2. DRAWINGS NOTED AS "N.T.S" OR "NTS" ARE NOT TO SCALE3. ALL DIMENSIONS ARE TO STRUCTURAL COLUMN LINES OR THE SURFACE OF

PARTITION ASSEMBLY U.N.O.4. FIELD VERIFY ALL DIMENSIONS AND EXISTING CONDITION BEFORE COMMENCING

WORK. NOTIFY ARCH. OF ANY DISCREPANCIES PRIOR TO PROCEEDIN WITH AFFECTED WORK

5. NOTES OR DIMENSIONS NOTED AS "TYPICAL" OR "TYP." OR "TYP" SHALL APPLY TO CONDITIONS THAT ARE THE SAME OR SIMILAR

6. DIMENSIONS NOTED AS "FIELD VERIFY" OR "V.I.F." OR "VIF" SHALL BE MEASURED AND CONFIRMED AT THE PROJECT SITE BY THE CONTRACTOR AND REVIEWED WITH THE ARCH. BEFORE INCORPORATING INTO THE WORK

7. DIMENSIONS NOTED AS "CLEAR" OR "CLEAR INSIDE" REQUIRE SPECIFIC COORDINATION AMONG DISCIPLINES AND OR MANUFACTURERS

8. ALIGN FINISHED FACE OF WALLS WHERE WALL PARTITIONS OF DIFFERING THICKNESS ABUT AND OR ADJOIN IN THE SAME PLANE

9. PROVIDE AND INSTALL CONT. REVEAL TRIM AT JOINT WHERE GYPSUM BOARD WALL PARTITIONS ABUT AND OR ADJOIN MASONRY WALL PARTITIONS IN THE SAME PLANE

10. ALL INTERIOR CMU OUTSIDE CORNERS SHALL HAVE BULLNOSE U.N.O.11. ALL DOORS SHALL BE SET 6 INCHES OFF THE ADJACENT PERPENDICULAR WALL

ON THE HINGE SIDE OF THE DOOR U.N.O., NOTIFY ARCH. OF ANY DOOR-RELATED CONFLICTS, INCLUDING BUT NOT LIMITED TO CONFLICTS CONCERNING ACCESSIBILITY STANDARDS

12. ALL DOOR THRESHOLDS AT ALL EXTERIOR DOORS SHALL BE SET IN FULL BED OF SEALANT

13. COORD. ALL ROOF DRAIN LEADER LOCATIONS WITH FLOOR PLAN PRIOR TO FLOOR SLAB CONSTRUCTION

14. ALL FLOOR SLOPES TO FLOOR DRAINS SHALL NOT EXCEED 1:4815. PROVIDE AND INSTALL SELF-LEVELING UNDERLAYMENT WHERE UNEVEN FLOOR

SLAB EXISTS PRIOR TO INSTALLATION OF FLOOR FINISHES16. COORD. HOUSEKEEPING PAD LOCATIONS AND DIMENSIONS WITH EQUIPMENT

TO BE INSTALLED17. ALL FLOOR FINISH CHANGES SHALL OCCUR AT THE CENTERLINE OF DOORS

U.N.O.18. ALL FLOOR FINISH MATERIAL CHANGES SHALL HAVE REDUCER STRIPS19. ALL REQUIRED ACCESSIBLE CLEARANCES FOR ALL ITEMS, INCLUDING BUT NOT

LIMITED TO ALL COUNTER TOPS, ALL PLUMBING FIXTURES, ALL DRINKING FOUNTAINS, ALL ELECTRIC WATER COOLERS, ALL LAVATORIES, ALL URINALS, ALL TOILETS SHALL BE STRICTLY ENFORCED

20. REFER TO OTHER DISCIPLINE DOCUMENTS FOR ADDITIONAL SCOPE OF WORK21. ALL FINISH MATERIALS SHALL MEET THE FLAME SPREAD RATINGS PER THE

BUILDING CODE. 22. PROTECT ALL FINISHED FLOORING SURFACES FROM DAMAGE DURING ALL

CONSTRUCTION PHASES.

MAIN ENTRANCE

A2.02A6

A2.02A3

ME2.02

DEMO ALL FOLIAGE, TREES, PAVERS, CONCRETE STOOPS, CONCRETE MOW STRIPS, CONCRETE BENCHES, RAMPS, RAILINGS, AND DRAINAGE SYSTEMS WITHIN THE COURTYARD. ANY STRUCTURES WITHIN THE GRAY SHADED AREA ARE TO BE REMOVED AND DISPOSED OF AS PART OF THE DEMOLITION SCOPE.

DEMO ALL FOLIAGE, TREE STUMPS, PAVERS, CONCRETE STOOPS, CONCRETE MOW STRIPS, CONCRETE BENCHES, RAMPS, RAILINGS, AND DRAINAGE SYSTEMS WITHIN THE COURTYARD. ANY STRUCTURES WITHIN THE GRAY SHADED AREA ARE TO BE REMOVED AND DISPOSED OF AS PART OF THE DEMOLITION SCOPE. THE CURB, GATES, MASONRY WALLS, AND CREPE MYRTLES AT THE EAST END OF THE COURTYARD ARE TO REMAIN.

6'-0"

2'-0"

15'-8

"2'-

0"6'-

0"

2'-0" 16'-8" 2'-0"

2'-0" 2'-4" 12'-0"

2'-0"

23'-8

"2'-

0"6'-

0"

A2.02B

4

6

16

18

32.02

02.06

32.01

03.0103.0103.01

03.0103.0103.01

32.01

02.0502.05 02.05

02.0502.0502.05

100'-0"

99'-6"99'-0"

98'-10 1/2"

A2.02A

15

6'-0"

2'-0"

15'-8

"2'-

0"

2'-0" 7'-0" 2'-0"2'-0" 16'-8" 2'-0"

2'-0" 7'-0" 2'-0"

6'-3"

2'-0"

12'-0

"

2'-0"

A2.02C

4

6

16

18

5'-6" 19'-3" 2'-0"

32.02

32.01

03.0103.01

03.0103.0103.01

03.01

02.0702.0702.07

32.01

02.08

02.08

02.0502.0502.05

02.0502.05

100'-0"

99'-6"

99'-0"

98'-10 1/2"

A2.02A15O.H.

GENERAL ARCH SITE PLAN NOTES1. REFER TO CIVIL DOCUMENTS2. COORD. ALL SPOT ELEVATIONS AND DIMENSIONS WITH CIVIL, LANDSCAPE, AND

OR STRUCTURAL DOCUMENTS3. PROVIDE AND INSTALL POSITIVE DRAINAGE AWAY FROM ALL BUILDINGS OF 1 %

MINIMUM, 2 % MAXIMUM AT ALL EXTERIOR PAVED PEDESTRIAN AREAS, INCLUDING BUT NOT LIMITED TO, SIDEWALKS, PATIOS, STAIRS, PAVING, U.N.O.

4. PROVIDE AND INSTALL POSITIVE DRAINAGE AWAY FROM ALL BUILDINGS OF 5 % FOR A HORIZ. DISTANCE OF 10 FEET AT ALL EXTERIOR NON-PAVED AREAS U.N.O

5. REFER TO CIVIL DOCUMENTS FOR CONCRETE SIDEWALK EXPANSION JOINTS AND CONCRETE SIDEWALK CONTROL JOINTS

6. VERIFY AND CONFIRM ALL JOINT LAYOUTS AT ALL CONCRETE SIDEWALKS WITH ARCH. PRIOR TO POURING OF CONCRETE

7. PROVIDE AND INSTALL CONCRETE SIDEWALK EXPANSION JOINTS AT AREAS NOT SPECIFICALLY INDICATED AT 50 FEET ON-CENTER MAX. U.N.O.

8. PROVIDE AND INSTALL CONCRETE SIDEWALK CONTROL JOINTS AT AREAS NOT SPECIFICALLY INDICATED AT DISTANCES EQUIVALENT TO SIDEWALK WIDTH, BUT NOT TO EXCEED 10 FEET ON-CENTER MAX.

9. VERIFY ALL SITE SIGNAGE LOCATIONS WITH ARCH. PRIOR TO INSTALLATION OF SITE SIGNAGE

10. RETURN SITE TO LIKE NEW CONDITIONS ONCE WORK IS COMPLETE. ALL DAMAGED GRASS WILL BE REPLACED WITH SOD. CONTRACTOR WILL MONITOR AND IRRIGATION AND PROVIDE ADDITIONAL AS NEEDED UNTIL SOD IS ESTABLISHED.

INDIVIDUAL LOCATION NOTESLOCATION:

ACADEMY AT CARRIE F. THOMAS ELEMENTARY SCHOOL8200 O'BRIAN WAYNORTH RICHLAND HILLS, TX 76180

THIS PROJECT IS DESIGNED TO COMPLY WITH THE FOLLOWING CODES:

2010 ACCESSIBLE STANDARDS OF THE AMERICANS WITH DISABILITIES ACT2012 TEXAS ACCESSIBILITY STANDARDS2012 INTERNATIONAL BUILDING CODE2012 INTERNATIONAL FIRE CODE ( WITH LOCAL AMENDMENTS )2012 INTERNATIONAL MECHANICAL CODE2014 NATIONAL ELECTRICAL CODE2012 INTERNATIONAL PLUMBING CODE2015 INTERNATIONAL ENERGY CONSERVATION CODE

2' - 1

0"

2' - 1

0"

1' - 0" 1' - 0"

NOM 1-1/4" DIA PIPE EDGE PROTECTION RAIL

NOM 1-1/4" DIA PIPE SUPPORTS

GRIND ALL WELDS SMOOTH

1' - 0

"

1' - 0

"

2' - 1

0"

MAX4' - 0"

NOM 1-1/4" DIA PIPE HANDRAIL

3"2' - 1

0"

2'-4"

2'-4"

CONCRETE PAVINGADA COMPLIANT TRENCH DRAIN FRAME AND COVER

#3 BARS, CONTINUE INTO PAVEMENT

#3 BARS AT 8" OCEW

4"10

"

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Dallas, TX 75240214-442-5808 P 972-233-1373 F

TX Firm: F-18672


A COMPANYPBK


817-732-9839 P



HOUSTON, TX 77046346-308-9036 P

DIG ENGINEERS

4/2/

2018

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A2.02A

CF THOMASCOURTYARD PLANS

4/2/181842

BIRDVILLE ISD


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1" = 400'-0"24 CF Thomas Building Plan

1/8" = 1'-0"6 CF_Thomas_Courtyard A Existing 1/8" = 1'-0"3 CF_Thomas_Courtyard B Existing

1/8" = 1'-0"12 CF_Thomas_Courtyard A New 1/8" = 1'-0"9 CF_Thomas_Courtyard B New

3/8" = 1'-0"15 RAILINGS RAMP FLOOR MOUNT PIPE EDGE

KEY NOTE LEGEND

KEYNOTE DESCRIPTION

02.05 EXISTING DOOR AND FRAME. PROTECT FROM CONSTRUCTION ACTIVITIES.02.06 EXISTING EXTERIOR STOREFRONT. PROTECT FROM CONSTRUCTION

ACTIVITIES.02.07 EXISTING CREPE MYRTLES AND FLATWORK SECTION. PROTECT FROM

CONSTRUCTION ACTIVITIES.02.08 EXISTING GATES. PROTECT FROM CONSTRUCTION ACTIVITIES.03.01 NEW CONCRETE PAVING. REFER STRUCTURAL DRAWINGS AND

SPECIFICATIONS.32.01 NEW TRENCH DRAIN. TIE INTO EXISTING UNDERGROUND DRAINAGE. SLOPE

PAVING TO DRAINS AND MAINTAIN ACCESSIBLE RATIOS. ALL PAVING TO BEWITHIN 2% SLOPE, ASIDE FROM RAMPS. TRENCH COVER TO BE COMPLIANTWITH 2012 TAS. BASIS OF DESIGN IS V7383-20-BOLTED ASSEMBLY WITHV-7320-1 FRAME BY EJ (FORMERLY EAST JORDAN). INSTALL PERMANUFACTURER'S RECOMMENDATIONS. REFER 20/A2.02A FOR ADDITIONALDETAILING.

32.02 ACCESSIBLE CONCRETE RAMP AND PIPE RAILINGS. REFER DETAIL 15/A2.02A.

1 1/2" = 1'-0"20 TRENCH DRAIN DETAIL


FIRST FLOOR0"

T.O. PARAPET16' - 1"

02.05 02.05 02.05

03.02 03.01 03.02 32.02

FIRST FLOOR0"


02.06

32.02 03.0132.01

FIRST FLOOR0"


02.05 02.05 02.05

03.01 03.0103.02 03.02

FIRST FLOOR0"


02.10 02.1002.1002.10

03.01 03.0103.02 32.01

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Dallas, TX 75240214-442-5808 P 972-233-1373 F

TX Firm: F-18672


A COMPANYPBK


817-732-9839 P



HOUSTON, TX 77046346-308-9036 P

DIG ENGINEERS

4/2/

2018

11:

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A2.02B

CF THOMASCOURTYARD AELEVATIONS

4/2/181842

BIRDVILLE ISD


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4/2/18

1/4" = 1'-0"4 COURTYARD A - NORTH ELEVATION 1/4" = 1'-0"6 COURTYARD A - EAST ELEVATION

1/4" = 1'-0"16 COURTYARD A - SOUTH ELEVATION 1/4" = 1'-0"18 COURTYARD A - WEST ELEVATION

KEY NOTE LEGEND

KEYNOTE DESCRIPTION

02.05 EXISTING DOOR AND FRAME. PROTECT FROM CONSTRUCTION ACTIVITIES.02.06 EXISTING EXTERIOR STOREFRONT. PROTECT FROM CONSTRUCTION

ACTIVITIES.02.09 EXISTING MASONRY WALL. PROTECT FROM CONSTRUCTION ACTIVITIES.02.10 EXISTING WINDOW. PROTECT FROM CONSTRUCTION ACTIVITIES.03.01 NEW CONCRETE PAVING. REFER STRUCTURAL DRAWINGS AND

SPECIFICATIONS.03.02 EXISTING CONCRETE GRADE BEAM. PROVIDE RUBBED FINISH TO ACHIEVE A

LIKE NEW APPEARANCE ONCE STRUCTURAL WORK HAS BEEN COMPLETED.32.01 NEW TRENCH DRAIN. TIE INTO EXISTING UNDERGROUND DRAINAGE. SLOPE




FIRST FLOOR0"


32.0232.02 03.02 03.01 03.02 03.01 03.02 02.07

02.0502.0502.05

FIRST FLOOR0"

02.08 02.07 02.08

03.0103.01 32.01

FIRST FLOOR0"


02.07 03.02 03.01 03.02 03.01 32.02

02.0502.05

FIRST FLOOR0"


02.10 02.10 02.10 02.10

03.01 32.0232.02 03.02 03.0132.01

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Dallas, TX 75240214-442-5808 P 972-233-1373 F

TX Firm: F-18672


A COMPANYPBK


817-732-9839 P



HOUSTON, TX 77046346-308-9036 P

DIG ENGINEERS

4/2/

2018

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A2.02C

CF THOMASCOURTYARD BELEVATIONS

4/2/181842

BIRDVILLE ISD


Auth

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4/2/18

1/4" = 1'-0"4 COURTYARD B - NORTH ELEVATION 1/4" = 1'-0"6 COURTYARD B - EAST ELEVATION

1/4" = 1'-0"16 COURTYARD B - SOUTH ELEVATION 1/4" = 1'-0"18 COURTYARD B - WEST ELEVATION

KEY NOTE LEGEND

KEYNOTE DESCRIPTION

02.05 EXISTING DOOR AND FRAME. PROTECT FROM CONSTRUCTION ACTIVITIES.02.07 EXISTING CREPE MYRTLES AND FLATWORK SECTION. PROTECT FROM

CONSTRUCTION ACTIVITIES.02.08 EXISTING GATES. PROTECT FROM CONSTRUCTION ACTIVITIES.02.09 EXISTING MASONRY WALL. PROTECT FROM CONSTRUCTION ACTIVITIES.02.10 EXISTING WINDOW. PROTECT FROM CONSTRUCTION ACTIVITIES.03.01 NEW CONCRETE PAVING. REFER STRUCTURAL DRAWINGS AND

SPECIFICATIONS.03.02 EXISTING CONCRETE GRADE BEAM. PROVIDE RUBBED FINISH TO ACHIEVE A

LIKE NEW APPEARANCE ONCE STRUCTURAL WORK HAS BEEN COMPLETED.32.01 NEW TRENCH DRAIN. TIE INTO EXISTING UNDERGROUND DRAINAGE. SLOPE




GENERAL:

G1 THE NOTES AND SPECIFICATIONS PROVIDED ON THE STRUCTURAL DRAWINGS ARE EXCERPTS FROM THE RELATING PROJECT

SPECIFICATIONS. THEY ARE NEITHER COMPLETE NOR DO THEY REPLACE THE CONTRACT SPECIFICATIONS.

G2 CODE: CONSTRUCTION SHALL CONFORM TO THE PROVISIONS OF THE INTERNATIONAL BUILDING CODE OF LATEST ADOPTION AND

ALL STANDARDS REFERENCED THEREIN IN THEIR ENTIRETY, WITH ALL LOCALLY ADOPTED AMENDMENTS, REFERENCED THEREIN.

G3 MEANS AND METHODS: THE DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE. THEY DO NOT INDICATE THE

MEANS AND METHODS OF CONSTRUCTION UNLESS SO STATED OR NOTED. THE CONTRACTOR IS RESPONSIBLE FOR ALL MEANS AND

METHODS RELATING TO THE SPECIFIC STRUCTURAL ERECTION ITEMS ADDRESSED IN THE LATEST OSHA REGULATIONS.

G4 GENERAL DETAILS AND NOTES ON THESE SHEETS SHALL APPLY UNLESS SPECIFICALLY SHOWN OR NOTED OTHERWISE.

CONSTRUCTION DETAILS NOT FULLY SHOWN OR NOTED SHALL BE SIMILAR TO DETAILS SHOWN FOR SIMILAR CONDITIONS. ALL

WORK OR CONSTRUCTION SHALL COMPLY WITH ALL APPLICABLE BUILDING CODES, REGULATION AND SAFETY REQUIREMENTS.

G5 UNLESS ACCOMPANIED BY A FORMAL CHANGE ORDER, RESPONSES TO QUESTIONS AND RFI'S, COMMENTS MADE DURING THE

REVIEW OF SUBMITTALS, AND DIRECTIVES PROVIDED IN ANY FORM, BY THE ENGINEER TO THE CONTRACTOR DURING THE

CONSTRUCTION PROCESS ARE INTENDED TO BE CLARIFICATIONS OF THE CONTRACT DOCUMENTS OR CORRECTIONS TO THE

PERCEIVED INTERPRETATION OF THE INTENT OF CONTRACT DOCUMENTS BY THE CONTRACTOR. SUCH CLARIFICATIONS AND

CORRECTIONS ARE NOT INTENDED TO REPRESENT A CHANGE IN COST OF THE PROJECT TO THE OWNER AND ARE CONSIDERED TO

BE INFERABLE FROM THE CONTENT OF THE CONTRACT DRAWINGS OR CONSISTENT WITH INDUSTRY STANDARDS OF CONSTRUCTION.

IF THE CONTRACTOR DETERMINES THAT SUCH CLARIFICATIONS AND CORRECTIONS HAVE AN IMPACT ON THE COST OF THE PROJECT

TO THE OWNER, THE CONTRACTOR SHALL SUBMIT A CHANGE ORDER REQUEST WITH DETAILED PRICING INFORMATION TO THE

ARCHITECT BEFORE PURCHASING, DETAILING, FABRICATING OR INSTALLING ANY COMPONENT RELATED TO SUCH CLARIFICATIONS

AND CORRECTIONS.

G6 DISCREPANCIES: THE CONTRACTOR SHALL INFORM THE ENGINEER IN WRITING OF ANY DISCREPANCIES OR OMISSIONS NOTED ON

THE DRAWINGS OR IN THE SPECIFICATIONS. UPON RECEIPT OF SUCH INFORMATION, THE ENGINEER WILL SEND WRITTEN

INSTRUCTIONS TO ALL CONCERNED. ANY SUCH DISCREPANCY, OMISSION, OR VARIATION NOT REPORTED SHALL BE THE

RESPONSIBILITY OF THE CONTRACTOR, AND WORK SHALL BE PERFORMED IN A MANNER AS DIRECTED BY THE ENGINEER.

G7 SHORING: IT SHALL BE THE CONTRACTOR'S SOLE RESPONSIBILITY TO DESIGN AND PROVIDE ADEQUATE SHORING, BRACING, AND

FORMWORK, AS REQUIRED FOR THE PROTECTION OF LIFE AND PROPERTY DURING THE CONSTRUCTION OF THIS BUILDING. EXCESS

LOAD CAPACITY OF SLAB SHALL NOT EXCEED LOADS EQUIVALENT TO THE DESIGN SUPERIMPOSED LOADS LESS CONSTRUCTION

DEAD AND LIVE LOADS. DESIGN SUPERIMPOSED LOADS INCLUDE LIVE LOAD, PARTITION LOAD, AND ANY OTHER LOAD NOT IN PLACE

AT THE TIME OF SHORING. FLOORS ARE NOT DESIGNED TO SUPPORT FORMWORK AND WET CONCRETE WEIGHT OF NEXT LEVEL.

CONTRACTOR SHALL DESIGN AND PROVIDE RE-SHORING TO PREVENT OVERSTRESSING THE STRUCTURE.

G8 EXCAVATION: THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR ALL EXCAVATION PROCEDURES INCLUDING LAGGING,

SHORING, AND PROTECTION OF ADJACENT PROPERTY, STRUCTURES, STREETS AND UTILITIES IN ACCORDANCE WITH THE LOCAL

BUILDING DEPARTMENT.

G9 OTHER TRADES: IT IS NOT THE INTENT THAT THE STRUCTURAL DRAWINGS BE VIEWED AS STAND ALONE DRAWINGS WITH RESPECT

TO PROJECT DIMENSIONS OR ANY OTHER COMPONENT OF THE CONSTRUCTION THAT CAN AND MAY BE IDENTIFIED IN OTHER PARTS

OF THE CONTRACT DOCUMENTS. IT REQUIRES THE ENTIRE SET OF CONTRACT DOCUMENTS TO PROPERLY CONSTRUCT THE

STRUCTURE AS WELL AS OTHER COMPONENTS OF THE BUILDING. ANCHORS REQUIRED FOR ANCHORING MEP EQUIPMENT AND / OR

PIPING ARE NOT SHOWN ON THESE DRAWINGS. THE CONTRACTOR SHALL DETERMINE AND COORDINATE REQUIREMENTS FROM

OTHER DISCIPLINES AND SHALL PROVIDE APPROPRIATE ALLOWANCES INTO THE BID. IT IS THE CONTRACTOR’S RESPONSIBILITY TO

ASSEMBLE AND COORDINATE THE REQUIREMENTS OF ALL COMPONENTS OF THE CONTRACT DOCUMENTS IN ORDER TO PROPERLY

IMPLEMENT THE REQUIREMENTS OF THE CONTRACT. SEE ARCHITECTURAL, ELECTRICAL, AND MECHANICAL DRAWINGS FOR SIZE

AND LOCATION OF PIPES, VENTS, CHASES, DUCTS AND OTHER OPENINGS AND DETAILS NOT SHOWN ON THESE STRUCTURAL

DRAWINGS. ALL DIMENSIONS ARE TO BE CHECKED AND VERIFIED WITH THE ARCHITECTURAL DRAWINGS.

G10 BRACING: THESE DRAWINGS ILLUSTRATE THE PRIMARY STRUCTURAL FRAME IN ITS COMPLETED FORM. TEMPORARY BRACING,

PROPERLY DESIGNED UNDER THE SUPERVISION OF A LICENSED STRUCTURAL ENGINEER, SHALL BE PROVIDED AS REQUIRED TO

HOLD ALL COMPONENTS OF THE STRUCTURE IN PLACE UNTIL FINAL SUPPORT IS SECURELY ANCHORED.

G11 INSPECTIONS: ANY INSPECTIONS, SPECIAL OR OTHERWISE, THAT ARE REQUIRED BY THE BUILDING CODES, LOCAL BUILDING

DEPARTMENTS, OR THESE PLANS, SHALL BE DONE BY AN INDEPENDENT INSPECTION COMPANY. JOB SITE VISITS BY THE ENGINEER

DO NOT CONSTITUTE, OR SUBSTITUTE, INSPECTIONS UNLESS SPECIFICALLY CONTRACTED FOR.

G12 THE LOCATION AND DIMENSIONS OF ALL OPENINGS, DEPRESSIONS, RECESSES, SLOPES, BLOCKOUTS, CURBS, AND EMBEDMENTS

SHOWN IN THE STRUCTURE WHICH ARE RELATED TO PURPOSES DEPICTED IN CONTRACT DOCUMENTS OTHER THAN THE STRUCTURAL

DRAWINGS OR BY MANUFACTURERS AND INSTALLERS OF VARIOUS EQUIPMENT AND FINISHES SHALL BE VERIFIED BY THE CONTRACTOR

TO BE SUITABLE FOR THE PURPOSES DEPICTED BY THE CONTRACT DOCUMENTS REQUIRING SUCH ITEMS OR TO BE SUITABLE FOR THE

INSTALLATION OF VARIOUS EQUIPMENT AND FINISHES. ANY REQUIREMENT FOR RELOCATION OR CHANGE IN DIMENSIONS OF ANY

OPENING, DEPRESSION, RECESS, SLOPE, BLOCKOUT, OR EMBEDMENT SHALL BE SUBMITTED TO THE ARCHITECT AND ENGINEER IN

DRAWING FORM PRIOR TO THE FABRICATION OF MATERIALS OR CONSTRUCTION.

G13 VARIOUS OPENINGS, DEPRESSIONS, RECESSES, SLOPES, BLOCKOUTS, CURBS, AND EMBEDMENTS NOT SHOWN IN THE STRUCTURAL

DRAWINGS MAY BE REQUIRED IN THE STRUCTURE FOR PURPOSES DEPICTED IN CONTRACT DOCUMENTS OTHER THAN THE

STRUCTURAL DRAWINGS OR BY THE MANUFACTURERS AND INSTALLERS OF VARIOUS EQUIPMENT AND FINISHES. THE CONTRACTOR

SHALL INCORPORATE AND COORDINATE THE LOCATION AND DIMENSIONS OF ANY OPENING, DEPRESSION, RECESS, SLOPE, BLOCKOUT,

OR EMBEDMENT INTO THE STRUCTURE AS REQUIRED TO BE SUITABLE FOR THE PURPOSES DEPICTED BY THE CONTRACT DOCUMENTS

REQUIRING SUCH ITEMS OR TO BE SUITABLE FOR THE INSTALLATION OF VARIOUS EQUIPMENT AND FINISHES. THE SUITABLE LOCATION

AND DIMENSIONS OF ALL OPENINGS, DEPRESSIONS, RECESSES, SLOPES, BLOCKOUTS, AND EMBEDMENTS SHALL BE SUBMITTED TO

THE ARCHITECT AND ENGINEER IN DRAWING FORM PRIOR TO THE FABRICATION OF MATERIALS OR CONSTRUCTION. AN ALLOWANCE

SHALL BE INCLUDED IN THE BID PRICE SUFFICIENT TO ADEQUATELY COVER STRUCTURAL REQUIREMENTS FOR SUCH ITEMS WITHOUT

NEED FOR A FUTURE CHANGE TO THE BID PRICE.

G14 LOADINGS FOR MECHANICAL EQUIPMENT: ARE BASED ON THE UNITS SHOWN ON THE MECHANICAL DRAWINGS AND IN THE

EQUIPMENT SCHEDULE. ANY CHANGES IN TYPE, SIZE, WEIGHT, OR NUMBER OF PIECES OF EQUIPMENT SHALL BE REPORTED TO THE

ARCHITECT FOR VERIFICATION OF THE ADEQUACY OF SUPPORTING MEMBERS PRIOR TO THE PLACEMENT OF SUCH EQUIPMENT.

G15 SUBSTITUTIONS & DEVIATIONS: PROPOSED SUBSTITUTION OF MATERIALS, PRODUCTS OR DETAILS DEPICTED IN THE CONTRACT

DOCUMENTS SHALL BE SUBMITTED ONLY DURING THE BIDDING PERIOD. AFTER BIDS ARE ACCEPTED, NOTICE IN WRITING OF ANY

PROPOSED SUBSTITUTIONS OR ANY PROPOSED DEVIATIONS TO THE STRUCTURE AS REQUIRED BY THESE DOCUMENTS SHALL BE

SUBMITTED WITH BACKUP DATA IDENTIFYING THE REASON FOR THE PROPOSED SUBSTITUTION OR DEVIATION. FOR PROPOSED

SUBSTITUTIONS OF PRODUCTS, THE BACKUP DATA SHALL INCLUDE CURRENT I.C.B.O. REPORT. THE PROPOSED SUBSTITUTIONS

SHALL BE CONSIDERED AFTER ACCEPTANCE OF BIDS, ONLY WHEN THEY ARE SUBMITTED WITH DOCUMENTED SAVINGS TO BE

DEDUCTED FROM THE PROJECT CONTRACT AMOUNT. MATERIALS OR PRODUCTS THAT DO NOT HAVE AN I.C.B.O. REPORT, WILL NOT

BE CONSIDERED FOR SUBSTITUTIONS.

G16 SEE ARCHITECTURAL DRAWINGS FOR ELEVATIONS NOT SHOWN AND FOR EXACT LOCATIONS OF ALL SLAB DEPRESSIONS. THE

CONTRACTOR SHALL COMPARE THE STRUCTURAL SECTIONS WITH THE ARCHITECTURAL SECTIONS AND REPORT ANY DISCREPANCY

TO THE ARCHITECT PRIOR TO FABRICATING OR INSTALLING STRUCTURAL MEMBERS.

G17 THE CONTRACTOR SHALL ENSURE THAT CONSTRUCTION MATERIALS WHOSE WEIGHT EXCEEDS THE DESIGN LIVE LOADS INDICATED

ON THE STRUCTURAL DRAWINGS ARE NOT STORED ON STRUCTURALLY SUPPORTED FLOOR OR ROOF FRAMING.

G18 IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO COORDINATE THE GRADES WITH THE CIVIL ENGINEER'S GRADING PLAN AND THE

LANDSCAPE ARCHITECT'S PLAN.

G19 THE DRAWINGS IN THE STRUCTURAL DOCUMENTS ARE NOT TO BE SCALED FOR ANY PURPOSE, INCLUDING THE DETERMINATION OF

QUANTITIES AND THE FIT UP OF MATERIALS.

G20 THESE PLANS MUST BE SUBMITTED FOR REVIEW BY THE GEOTECHNICAL ENGINEER PRIOR TO CONSTRUCTION.

G21 IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO OBTAIN ALL CONTRACT DOCUMENTS AND LATEST ADDENDA AND TO SUBMIT

SUCH DOCUMENTS TO ALL SUBCONTRACTORS AND MATERIAL SUPPLIERS PRIOR TO THE SUBMITTAL OF SHOP DRAWINGS,

FABRICATION OF ANY STRUCTURAL MEMBERS, AND ERECTION IN THE FIELD.

G22 PRECONSTRUCTION MEETINGS : THE CONTRACTOR IS RESPONSIBLE FOR ARRANGING PRECONSTRUCTION MEETINGS FOR THE

FOUNDATION AND SUPERSTRUCTURE ELEMENTS OF THE PRIMARY FRAME WITH A MINIMUM OF TWO WEEKS OF NOTICE PRIOR TO

START OF THE RELEVANT WORK. ATTENDEES SHALL INCLUDE THE CONTRACTORS, APPROPRIATE SUBCONTRACTORS, FABRICATORS,

INSPECTORS, ARCHITECT/ENGINEERS. ON THE MEETING AGENDA SHALL BE REVIEW OF WORK SCOPE, PROJECT SCHEDULE OF THE

ELEMENT IN QUESTION, CONTACT INFORMATION OF RESPONSIBLE PARTIES, INSPECTION POINTS, REVIEW OF MATERIALS AND ANY

SPECIAL DESIGN ISSUES, CLARIFICATIONS, TESTING AND ACCEPTANCE, AND ANY OTHER TOPIC DEEMED APPROPRIATE BY THE

CONTRACTOR OR THE ARCHITECT.

G23 EXISTING UTILITIES : UNLESS SPECIFICALLY SHOWN ON THE STRUCTURAL PLANS, THE LOCATION OF ANY EXISTING SUBGRADE

UTILITIES IS UNKNOWN. FOUNDATION CONSTRUCTION MAY HAVE TO BE MODIFIED UPON DISCOVERY OF SUCH ITEMS. NOTIFY

ARCHITECT AND ENGINEER OF ANY CONFLICT OF EXISTING UTILITY ITEMS WITH THE CONSTRUCTION OF FOUNDATION ELEMENTS.

DEMOLITION:

DE1 EXISTING CONDITIONS: THE GENERAL CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS OF THE EXISTING STRUCTURE

AT THE JOB SITE AND REPORT ANY DISCREPANCIES FROM ASSUMED CONDITIONS SHOWN ON THE DRAWINGS TO THE ARCHITECT

AND ENGINEER PRIOR TO DEMOLITION.

DE2 EXISTING UTILITIES : UNLESS SPECIFICALLY SHOWN ON THE STRUCTURAL PLANS, THE LOCATION OF ANY EXISTING SUBGRADE

UTILITIES IS UNKNOWN. EXCAVATION OR DEMOLITION MAY HAVE TO BE MODIFIED UPON DISCOVERY OF SUCH ITEMS. NOTIFY

ARCHITECT, ENGINEER, AND OWNER OF ANY CONFLICT OF EXISTING UTILITY ITEMS.

DE3 REVIEW RECORD DOCUMENTS OF EXISTING CONSTRUCTION PROVIDED BY THE OWNER. NOTIFY ENGINEER OF ANY DISCREPANCIES.

DE4 SCHEDULE A SITE OBSERVATION TO SURVEY EXISTING CONDITIONS INCLUDING AREAS TO BE DEMOLISHED AND SURROUNDING

STRUCTURES AND ROADWAYS TO REMAIN.

DE5 REMOVE STRUCTURAL FRAMING MEMBERS AND LOWER TO GROUND BY METHODS SUITABLE TO AVOID FREE FALL AND TO PREVENT

GROUND IMPACT AND EXCESS DUST GENERATION.

DE6 LOCATE EQUIPMENT AND REMOVE DEBRIS AND MATERIALS SO AS NOT TO IMPOSE EXCESSIVE LOADS ON SUPPORTING WALLS,

FLOORS, OR FRAMING.

DE7 PROVIDE AND MAINTAIN SHORING, BRACING, AND STRUCTURAL SUPPORTS AS REQUIRED TO PRESERVE STABILITY AND PREVENT

MOVEMENT, SETTLEMENT, OR COLLAPSE OF CONSTRUCTION AND FINISHES TO REMAIN, AND TO PREVENT UNEXPECTED OR

UNCONTROLLED MOVEMENT OR COLLAPSE OF CONSTRUCTION BEING DEMOLISHED. STRENGTHEN OR ADD NEW SUPPORTS WHEN

REQUIRED DURING PROGRESS OF SELECTIVE DEMOLITION.

DE8 PROVIDE TEMPORARY BARRICADES AND OTHER PROTECTION REQUIRED TO PREVENT INJURY TO PEOPLE AND DAMAGE TO

ADJACENT STRUCTURES, ROADWAYS, AND FACILITIES TO REMAIN. PROVIDE PROTECTION TO ENSURE SAFE PASSAGE OF PEOPLE

AROUND SELECTIVE DEMOLITION AREA AND TO AND FROM OCCUPIED PORTIONS OF STRUCTURE.

EXISTING CONDITIONS:

EX1 EXISTING CONDITIONS: THE GENERAL CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS OF ANY EXISTING BUILDINGS

AT THE JOB SITE AND REPORT ANY DISCREPANCIES FROM ASSUMED CONDITIONS SHOWN ON THE DRAWINGS TO THE ARCHITECT

AND ENGINEER PRIOR TO THE FABRICATION AND ERECTION OF ANY MEMBER.

EX2 ANY MODIFICATIONS TO THE PLANS AND SPECIFICATIONS THAT ARE NECESSARY AS A RESULT OF FIELD VERIFICATIONS PERFORMED

BY THE CONTRACTOR SHALL BE IMMEDIATELY SUBMITTED TO THE ENGINEER FOR APPROVAL. UPON APPROVAL, THE CONTRACTOR

SHALL INCORPORATE THESE MODIFICATIONS INTO THE SHOP DRAWINGS PRIOR TO SUBMITTING THEM TO THE ENGINEER.

EX3 THE CONTRACTOR MUST BUILD APPROPRIATE CONTINGENCIES INTO THE PROJECT'S BUDGET AND SCHEDULE TO ACCOUNT FOR

MODIFICATIONS TO STRUCTURAL FRAMING THAT MAY BE NECESSARY TO ACCOMMODATE EXISTING CONDITIONS THAT ARE

DISCOVERED TO BE DIFFERENT FROM THOSE SHOWN ON THESE PLANS.

EX4 REFER TO THE GEOTECHNICAL REPORT FOR ANY DEWATERING MEASURES NECESSARY FOR NEW CONSTRUCTION TO PROCEED

IN DRY CONDITIONS.

SHOP DRAWINGS:

SD1 SHOP DRAWINGS: SHOP DRAWINGS ARE AN AID FOR FIELD PLACEMENT, AND ARE SUPERSEDED BY THE STRUCTURAL DRAWINGS.

IT IS NOT THE INTENT THAT THE STRUCTURAL DRAWINGS BE VIEWED AS DETAILED SHOP OR ERECTION DRAWINGS. VARIOUS

DIMENSIONS REQUIRED FOR PROPER FIT-UP OF THE COMPONENTS OF THE STRUCTURE MUST BE DETERMINED FROM THE

INFORMATION THAT IS PROVIDED ELSEWHERE IN THE CONTRACT DOCUMENTS. IT IS THE CONTRACTOR’S AND THEIR DETAILER’S

OR SUBCONTRACTOR'S RESPONSIBILITY TO ESTABLISH AND TO CALCULATE AND VERIFY THESE DIMENSIONS AS REQUIRED TO

ACHIEVE PROPER FIT-UP OF MATERIALS AND TO ACHIEVE COMPLIANCE WITH THE REQUIREMENTS OF THE CONTRACT DOCUMENTS.

IT SHALL BE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR TO MAKE CERTAIN THAT ALL CONSTRUCTION IS IN FULL

AGREEMENT WITH THE LATEST STRUCTURAL DRAWINGS.

SD2 SHOP DRAWING CHECK: SUBMITTALS WHICH DO NOT REFLECT THE CONTRACTOR'S APPROVAL, SIGNATURE AND DATE; OR DO NOT

APPEAR TO HAVE BEEN REVIEWED BY THE CONTRACTOR WILL BE RETURNED WITHOUT REVIEW. THE REVIEW OF SHOP DRAWINGS

BY THE ENGINEER IS ONLY FOR GENERAL COMPLIANCE WITH THE STRUCTURAL DRAWINGS AND SPECIFICATIONS. THIS REVIEW

DOES NOT GUARANTEE IN ANY WAY THAT THE SHOP DRAWINGS ARE CORRECT, COMPLETE, NOR DOES IT INFER THAT THEY

SUPERSEDE THE STRUCTURAL DRAWINGS. CORRECTIONS OR COMMENTS MADE (OR NOT MADE) ON THE SHOP DRAWINGS DURING

THIS REVIEW DO NOT RELIEVE THE CONTRACTOR FROM COMPLIANCE WITH THE REQUIREMENTS OF THE PLANS, GENERAL NOTES

OR SPECIFICATIONS. APPROVAL OF A SPECIFIC ITEM SHALL NOT INCLUDE APPROVAL OF AN ASSEMBLY OF WHICH THE ITEM IS A

COMPONENT.

SD3 CALCULATIONS: SIGNED AND SEALED CALCULATIONS FOR A PARTICULAR SYSTEM SUBMITTED AS PART OF A SHOP DRAWING ARE

REVIEWED FOR LOAD CRITERIA AND GENERAL CONFORMANCE WITH THE CONTRACT DOCUMENTS. CALCULATION REVIEW AND

COMMENTS DO NOT INFER A DETAILED CHECK OF THE CALCULATIONS, NOR DO THEY RELIEVE THE SYSTEM ENGINEER OR THE

CONTRACTOR OF RESPONSIBILITY.

SD4 REPRODUCTIONS: THE USE OF REPRODUCTIONS OR ELECTRONIC FILES OF THE STRUCTURAL DRAWINGS FOR THE PREPARATION

OF SHOP DRAWINGS IS NOT ACCEPTABLE WITHOUT PRIOR WRITTEN AUTHORIZATION OF THE ENGINEER OF RECORD. IF SUCH

AUTHORIZATION IS OBTAINED, DO NOT SUBMIT SHOP DRAWINGS WITH THE CONTRACT DOCUMENT TITLE BLOCK AND/OR THE SEAL

OF THE REGISTERED ENGINEER OF RECORD AFFIXED. ALTERATION OF A SEALED DOCUMENTS WITHOUT PROPER NOTIFICATION OF

THE RESPONSIBLE ENGINEER IS AN OFFENSE OF THE ENGINEERING PRACTICE ACT.

SD5 OMISSION FROM THE SHOP DRAWINGS OF ANY REQUIREMENTS OF THE CONTRACT DOCUMENTS SHALL NOT RELIEVE THE

CONTRACTOR OF THE RESPONSIBILITY OF COMPLYING WITH THE OMITTED REQUIREMENTS, EVEN IF THE SHOP DRAWINGS HAVE

BEEN REVIEWED AND RETURNED.

SD6 THE CONTRACTOR SHALL BE RESPONSIBLE FOR DELAYS CAUSED BY REJECTION OF INADEQUATE OR INCORRECT SHOP DRAWINGS.

SD7 SHOP DRAWINGS THAT ARE NOT SPECIFICALLY REQUIRED BY THE GENERAL NOTES OR SPECIFICATIONS WILL NOT BE REVIEWED

OR RETURNED.

SUBGRADE PREPARATION:

SP1 THE CONTRACTOR MUST READ THE GEOTECHNICAL REPORT AND BE THOROUGHLY FAMILIAR WITH SITE AND SUB GRADE

INFORMATION GIVEN THEREIN. ALL SUB GRADE PREPARATION, FILL, FILL PLACEMENT, AND FOUNDATION CONSTRUCTION SHALL BE

PERFORMED IN STRICT COMPLIANCE WITH THE STRUCTURAL DOCUMENTS AND THE SOILS REPORT, AND SHALL BE OBSERVED,

TESTED, AND APPROVED BY A QUALIFIED GEOTECHNICAL ENGINEER PRIOR TO PROCEEDING WITH FOUNDATION CONSTRUCTION.

SP2 ALL ORGANIC AND DELETERIOUS MATERIAL, AS WELL AS ANY EXISTING PAVING, FOUNDATIONS, OR EXISTING FILL SHALL BE

REMOVED FROM THE BUILDING PAD AREA PRIOR TO PLACEMENT OF FILL.

SP3 CUT AND FILL SITE TO WITHIN 2 FEET OF FINISHED SUB GRADE WITH ON-SITE SOILS. IF INSUFFICIENT ON-SITE SOILS ARE

AVAILABLE, ALL IMPORT FILL SHALL BE SELECT FILL. BALANCE ON-SITE SOILS AND SELECT FILL TO PROVIDE A UNIFORM THICKNESS

OF SELECT FILL.

SP5 SELECT FILL SHALL CONSIST OF A UNIFORMLY BLENDED, CLAYEY SAND WITH A PLASTICITY INDEX (PI) OF BETWEEN 4 AND 15, A

LIQUID LIMIT LESS THAN 40, WITH 20 TO 45 PERCENT FINES PASSING THE NO. 200 SIEVE. SELECT FILL SHALL BE PLACED IN MAXIMUM

8-INCH LOOSE LIFTS AND COMPACTED TO AT LEAST 95 PERCENT OF THE STANDARD PROCTOR DENSITY (ASTM D698), AT A MOISTURE

CONTENT BETWEEN -0 AND +2 PERCENTAGE POINTS OF OPTIMUM MOISTURE. THE SPECIFIED MOISTURE CONTENT MUST BE

MAINTAINED DURING CONSTRUCTION. DO NOT PLACE SELECT FILL OUTSIDE THE PERIMETER OF THE BUILDING.

SP6 COURTYARD INFORMATION GIVEN ABOVE WAS TAKEN DIRECTLY FROM THE SOILS REPORT. REFERENCE THE SOILS REPORT

NOTED ABOVE FOR MORE SPECIFIC BUILDING PAD PREPARATION INFORMATION.

SP7 CARE SHALL BE EXERCISED IN PLACEMENT AND COMPACTION OF FILL IN ALL LEAVE-OUTS. ALL FILL SHALL BE PLACED IN LOOSE

LIFTS AND COMPACTED AT ELEVATED MOISTURE CONTENT AS DETAILED IN THE ABOVE REFERENCED GEOTECHNICAL REPORT.

ANY REBAR SHALL BE APPROPRIATELY MANIPULATED TO ENSURE PROPER COMPACTION.

FOOTINGS

F1 FOOTINGS DESIGNS ARE BASED UPON THE INFORMATION LISTED BELOW. REFER TO TYPICAL FOOTING DETAIL FOR SCHEDULE AND

REINFORCING. DISTRIBUTION OF FOOTING TYPES IS SHOWN ON PLANS.

ALLOWABLE END BEARING PRESSURE: 2,000 PSF

MINIMUM BEARING DEPTH: 1'- 6" FT

BEARING STRATUM: EXPOSED SUBGRADE

GEOTECHNICAL CONSULTANT: REED ENGINEERING GROUP, LTD.

GEOTECHNICAL REPORT NO.: PROJECT NO. 22230 AND 22231

GEOTECHNICAL REPORT DATE: MARCH 23, 2018

F2 FOOTINGS CONSTRUCTION AND CONCRETING SHALL BE IN ACCORDANCE WITH THE RECOMMENDATIONS IN THE GEOTECHNICAL

REPORT. ANY ACCUMULATED WATER SHALL BE PUMPED FROM THE EXCAVATION PRIOR TO CONCRETE PLACEMENT AND REINSPECTED.

F3 FOOTINGS NOT SPECIFICALLY LOCATED ON THE PLAN SHALL BE LOCATED ON CENTERLINE OF THE COLUMN ABOVE. WHERE NO

COLUMN OCCURS, LOCATE FOOTING ON CENTERLINE OF WALL OR BEAM.

F4 PROVIDE DOWELS FROM FOOTINGS INTO CONCRETE ABOVE PER THE TYPICAL FOOTING DETAIL.

F5 ELEVATION OF TOP OF FOOTING IS NOTED ON DRAWINGS.

F6 REFERENCE PLANS AND FOOTING SCHEDULE FOR FOOTING SIZE, REINFORCING, AND DEPTH OF BEARING STRATUM.

F7 ALL FOOTINGS SHALL BE INSPECTED BY A REPRESENTATIVE OF A QUALIFIED GEOTECHNICAL LABORATORY IN ORDER TO ENSURE

THAT THE BEARING STRATUM IS PROPER IN ACCORDANCE WITH THE RECOMMENDATIONS GIVEN IN THE GEOTECHNICAL REPORT.

F8 TEMPLATES SHALL BE UTILIZED TO SET DOWELS AND ANCHOR BOLTS IN FOOTINGS. DETAILS OF THE TEMPLATES SHALL BE

PROVIDED IN THE FOOTING SHOP DRAWINGS.

FOUNDATIONS:

FD1 GRADE BEAM DIMENSIONS AND/OR LOCATIONS MAY NOT BE ALTERED WITHOUT APPROVAL OF THE ENGINEER OF RECORD. SIDES

OF GRADE BEAMS SHALL BE FORMED. EARTH FORMING OF GRADE BEAMS IS NOT ALLOWED.

FD2 REFER TO THE SLAB CONSTRUCTION NOTES FOR ALL SLAB-ON-GRADE REQUIREMENTS.

FD3 REFERENCE THE FOUNDATION PLAN FOR SIZE AND SPACING OF SLAB-ON-GRADE REINFORCEMENT.

FD4 PROVIDE CORNER BARS AT ALL CORNERS AND INTERSECTIONS UNLESS NOTED OTHERWISE. REFER TO TYPICAL CORNER

BAR DETAIL.

FD5 FOUNDATION WALLS SHALL HAVE TEMPORARY BRACING BEFORE BACKFILL IS PLACED AGAINST THEM. TEMPORARY BRACING SHALL

NOT BE REMOVED UNTIL WALL IS PERMANENTLY BRACED BY FLOOR DIAPHRAGMS, UNLESS NOTED OTHERWISE.

FD6 FOUNDATION PENETRATIONS SHALL BE SUBJECT TO APPROVAL BY THE ARCHITECT/ENGINEER.

FD7 CONSTRUCTION JOINTS: CAST ALL PILASTERS ON BEAMS AND WALLS MONOLITHICALLY WITH THE BEAM OR WALL. CAST ALL

INTERSECTIONS OF THE VARIOUS CONCRETE ELEMENTS (SLABS, JOISTS, BEAMS, WALLS, COLUMNS, AND PILASTERS)

MONOLITHICALLY UNLESS POCKETS, BLOCKOUTS, OR KEYWAYS ARE SPECIFICALLY DETAILED IN THE DRAWINGS. IF CONSTRUCTION

JOINTS ARE ABSOLUTELY UNAVOIDABLE, THE JOINTS SHALL BE LOCATED AS FOLLOWS: CONSTRUCTION JOINTS IN BEAMS, JOISTS,

WALLS AND STRUCTURAL SLABS SHALL BE LOCATED WITH 1'-0" OF CENTER SPAN BETWEEN SUPPORTS. LOCATE HORIZONTAL

JOINTS IN WALL AND COLUMNS AT UNDERSIDE OF SUPPORTED ELEMENTS AT THE TOP OF THE WALL OR COLUMN AND AT THE TOP

OF FOOTING OR FLOOR SLAB AT THE BOTTOM OF THE WALL OR COLUMN.

FD8 VARIOUS CONDUITS, PIPES AND SLEEVES WHICH ARE NOT SHOWN ON THE STRUCTURAL DRAWINGS MAY BE REQUIRED BY

EQUIPMENT SUPPLIERS OR THE ARCHITECTURAL, MECHANICAL, ELECTRICAL AND PLUMBING DRAWINGS. THE CONTRACTOR SHALL

COORDINATE AND IMPLEMENT THESE ITEMS INTO THE CONCRETE WORK. ALL CONDUITS, PIPES AND SLEEVES EMBEDDED IN

CONCRETE SHALL COMPLY WITH ACI 318, SECTION 6.3.

FD9 NO VERTICAL CONDUIT, SLEEVE OR PIPE IS PERMITTED TO BE EMBEDDED IN THE CONCRETE BEAM WITHOUT PRIOR WRITTEN

APPROVAL FROM THE ENGINEER OR UNLESS SPECIFICALLY DETAILED OTHERWISE.

FD10 REFER TO THE GEOTECHNICAL REPORT FOR RISK OF GROUNDWATER PRESENCE AND ITS POTENTIAL IMPACT ON NEW

CONSTRUCTION. CONTRACTOR MUST CARRY AN APPROPRIATE ALLOWANCE IN THE BIDS FOR MEASURES SUCH AS SITE

DEWATERING AND PIER CASINGS ETC.

ABBREVIATION LEGENDABBR DEFINITION ABBR DEFINITION

AB ANCHOR BOLT

ACI AMERICAN CONCRETE INSTITUTE

AFF ABOVE FINISHED FLOOR

AISCAMERICAN INSTITUTE OF STEELCONSTRUCTION

AISI AMERICAN IRON AND STEEL INSTITUTE

ARCH ARCHITECTURAL

ASCE AMERICAN SOCIETY OF CIVIL ENGINEERS

ASTMAMERICAN SOCIETY FOR TESTING ANDMATERIALS

AWS AMERICAN WELDING SOCIETY

BFF BELOW FINISHED FLOOR

BL BLOCK LINTEL

BO BOTTOM OF

BOS BOTTOM OF STEEL

BOT BOTTOM

BP BASE PLATE

BRG BEARING

CGS CENTROID OF TENDONS

CIP CAST IN PLACE

CJ CONSTRUCTION JOINT

CL CENTER LINE

CJP COMPLETE JOINT PENETRATION

CLR CLEAR

CMU CONCRETE MASONRY UNIT

COL COLUMN

CONN CONNECTION

CONC CONCRETE

CONST CONSTRUCTION

CONT CONTINUOUS

CRSI CONCRETE REINFORCING STEEL INSTITUTE

DIA DIAMETER

DBA DOWEL BAR ANCHOR

DL DEAD LOADS

EA EACH

EDC ELECTRICAL DISTRIBUTION CENTER

EIFS EXTERIOR INSULATION AND FINISH SYSTEM

EJ EXPANSION JOINT

EL ELEVATION

ELEC ELECTRICAL

EQ EQUAL

EQUIV EQUIVALENT

EW EACH WAY

EXIST EXISTING

EXP EXPANSION

EXT EXTERIOR

FDN FOUNDATION

FF FINISHED FLOOR

FM FACTORY MUTUAL

FRP FIBER REINFORCED PLASTIC

FS FAR SIDE

FTG FOOTING

FV FIELD VERIFY

GA GAUGE

GALV GALVANIZED

GC GENERAL CONTRACTOR

GYP BD GYPSUM BOARD

H HEIGHT

HORIZ HORIZONTAL

HSA HEADED STUD ANCHOR

IBC INTERNATIONAL BUILDING CODE

INFO INFORMATION

INT INTERIOR

ISO ISOLATION

JBE JOIST BEARING ELEVATION

JST JOIST

JT JOINT

KIP 1000 POUNDS

KSI KIPS PER SQUARE INCH

L LENGTH

LdTENSION DEVELOPMENT LENGTH ASSHOWN IN REINFORCING LAP SCHEDULE

LB POUNDS

LL LIVE LOAD

LLH LONG LEG HORIZONTAL

LLV LONG LEG VERTICAL

LOC LOCATION

LONG LONGITUDINAL

PTI POST-TENSIONING INSTITUTE

PE PROFESSIONAL ENGINEER

PEMBPRE-ENGINEERED METALBUILDING

PENTR PENETRATION

PL PLATE

PLAM PLASTIC LAMINATE

PLF POUNDS PER LINEAR FOOT

PP PARTIAL PENETRATION

PSF POUNDS PER SQUARE FOOT

PSI POUNDS PER SQUARE INCH

PT POST-TENSIONING

QTY QUANTITY

RAF RAISED ACCESS FLOOR

REF REFER TO

REINF REINFORCING

REQD REQUIRED

REV REVERSE

RO ROUGH OPENING

RTU ROOF TOP UNIT

SCHED SCHEDULE

SDI STEEL DECK INSTITUTE

SE STRUCTURAL ENGINEER

SHT SHEET

SIM SIMILAR

SJI STEEL JOIST INSTITUTE

SOG SLAB ON GRADE

SPECS SPECIFICATIONS

STAG STAGGERED

STIFF STIFFENER

STL STEEL

STRUC STRUCTURAL

T&B TOP AND BOTTOM

TB TOP OF BEAM

TC TRANSFER COLUMN

THK THICKNESS

TO TOP OF

TOC TOP OF CONCRETE

TOF TOP OF FOOTING

TOGB TOP OF GRADE BEAM

TOM TOP OF MASONRY

TOP TOP OF PAVING

TOS TOP OF STEEL

TOSC TOP OF STRUCTURAL CONCRETE

TOW TOP OF WALL

TRANS TRANSVERSE

T&S TEMPERATURE AND SHRINKAGE

TYP TYPICAL

UL UNDERWRITERS LABORATORIES

UNO UNLESS NOTED OTHERWISE

VERT VERTICAL

W WIDTH

WP WORK POINT

WWF WELDED WIRE FABRIC

LSH LONG SIDE HORIZONTAL

LSV LONG SIDE VERTICAL

LWC LIGHT WEIGHT CONCRETE

MAX MAXIMUM

MC MOMENT CONNECTION

MECH MECHANICAL

MFR MANUFACTURER

MIN MINIMUM

MISC MISCELLANEOUS

MO MASONRY OPENING

MTL METAL

NIC NOT IN CONTRACT

NO NUMBER

NS NEAR SIDE

NTS NOT TO SCALE

NWCNORMAL WEIGHT CONCRETE(150 PCF)

OC ON CENTER

OD OUTSIDE DIAMETER

OH OPPOSITE HAND

PAF POWDER ACTUATED FASTENER

PCF POUNDS PER CUBIC FOOT

PCIPRECAST AND PRESTRESSEDCONCRETE INSTITUTE

PROJECT #AG&E Structural Engenuity1200 Summit AvenueSuite 420Fort Worth, Texas 76102Ph: 817.529.7240

S

TATE OF TEXAS

GARY W. STOWE

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MEPT

DATE

PROJECT NUMBER

CLIENT

REVISIONS

Interim Notification

This document is incomplete and is for interim review only

Not for regulatory approval, permitting, or construction



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14001 Dallas Parkway, Suite 400Dallas, TX 75240

214-442-5808 P 972-233-1373 FTX Firm: F-18672


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817-732-9839 P



HOUSTON, TX 77046346-308-9036 P

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SHEET LISTSHEET NUMBER SHEET NAME

S2.02A GENERAL NOTES

S2.02B GENERAL NOTES

S2.02C GENERAL NOTES

S2.02D GENERAL NOTES

S2.02E PARTIAL FIRST FLOOR PLAN

S2.02F TYPICAL FOUNDATION DETAILS

12" = 1'-0"1 SHEET LIST

12" = 1'-0"2 ABBREVIATION LEGEND

12" = 1'-0"3 GENERAL NOTES


CONCRETE MIX:

CM1 CONCRETE SPECIFICATIONS SHALL BE AS FOLLOWS:

CM2 CHANGING MATERIAL PROPORTIONS, PROPERTIES, SOURCES, COMBINATIONS, ADDITIONS OR ANYTHING WHICH IS A CHANGE IN

THE APPROVED MIX DESIGN REQUIRES A NEW MIX DESIGN SUBMITTAL.

CM3 CONCRETE SLUMPS INDICATED ABOVE ARE AFTER THE ADDITION OF WATER-REDUCING ADMIXTURES OR PLASTICIZERS. SLUMP

AT THE POINT OF PLACEMENT SHALL NOT EXCEED AMOUNT SPECIFIED. DO NOT PLACE CONCRETE WITH SLUMP AND TEMPERATURE

OUTSIDE THE LIMITS PROVIDED ON THE APPROVED MIX DESIGNS. USE OF CHLORIDES IN ANY ADMIXTURE IS NOT PERMITTED.

CM4 PORTLAND CEMENT SHALL CONFORM TO ASTM C150, OF TYPES NOTED IN THE SCHEDULE(MASS CONCRETE SHALL ONLY BE TYPE II

CEMENT). NORMAL WEIGHT AGGREGATE SHALL CONFORM TO ASTM C33. LIGHT WEIGHT AGGREGATE SHALL CONFORM TO

ASTM C330. ALL AGGREGATE SHALL BE FROM A SINGLE SOURCE.

CM5 FLY ASH SHALL NOT BE USED AS A CONSTITUENT IN ARCHITECTURALLY EXPOSED CONCRETE. FLY ASH IS ALLOWED IN ALL OTHER

NON-ARCHITECTURALLY EXPOSED CONCRETE, UP TO THE MAXIMUM PERCENTAGE LISTED ABOVE. THE WEIGHT OF THE FLY ASH

SHALL BE ADDED TO THE WEIGHT OF THE CEMENT IN THE CALCULATION OF THE WATER CEMENT RATIO. THE CONTRACTOR SHALL

CONFIRM IN THE MIX DESIGN SUBMITTAL, THAT THE USE OF FLY ASH WILL NOT INTERFERE WITH THE PERFORMANCE OF OTHER

PRODUCTS AND MATERIALS THAT WILL BE IN CONTACT WITH THE CONCRETE.

CM6 AIR ENTRAINMENT IS REQUIRED ONLY IN HARD ROCK CONCRETE PERMANENTLY EXPOSED TO WEATHER CONDITIONS. WHERE

LIGHTWEIGHT CONCRETE IS SPECIFIED, AIR ENTRAINMENT IS REQUIRED FOR ALL EXPOSURE CONDITIONS. PERCENT AIR

ENTRAINMENT LISTED IS PLUS/MINUS 1.5 %. DO NOT AIR-ENTRAIN INTERIOR FLOOR SLABS THAT RECEIVE HARD TROWEL FINISH.

CM7 MIX FOR TOPPING SLABS THAT ARE LESS THAN TWO INCHES THICK SHALL CONTAIN "FIBERMESH" POLYPROPYLENE, MD GRADED

FIBERS WITH A MINIMUM RATIO OF 1.5 POUNDS PER CUBIC YARDS. ALSO REFER TO NOTES SECTIONS ON NON-METALLIC

REINFORCEMENT AND NON COMPOSITE TOPPING SLABS.

CM8 SHRINKAGE LIMIT FOR CONCRETE USED IN ELEVATED SLABS AND BEAMS SHALL BE 0.045% AT 28 DAYS MEASURED IN ACCORDANCE

WITH ASTM C157. SUBMIT LABORATORY TEST RESULTS TO THE ENGINEER PRIOR TO CONSTRUCTION.

CM9 NON CHLORIDE ACCELERATING ADMIXTURE MAY BE USED IN CONCRETE SLABS PLACED AT AMBIENT TEMPERATURES BELOW 50

DEGREES FAHRENHEIT AT CONTRACTOR'S OPTION.

CM10 THE COMPRESSIVE STRENGTH OF GROUT BELOW BASE PLATES SHALL BE AT LEAST 7000 PSI.

CM11 TESTING ACCEPTANCE CRITERIA FOR CAST IN PLACE CONCRETE IS IN THE SPECIFICATIONS.

CONCRETE MIX DESIGN SCHEDULE

USE28 DAY

STRENGTH(PSI)

SLUMP(IN)

MAX. WATERCEMENT

RATIO

MAX. CUREDDENSITY

(PCF)

MAX.AGGREGATE

SIZE (IN)

CEMENTTYPE

MAXALLOWABLE% FLY ASH(SEE CM5)

% AIRENTRAINMENT

SLAB-ON-GRADE 4,500 6 - 8 0.45 150 1" I/II 30 4 1_2

CONCRETE REINFORCING:

CR1 REINFORCING STEEL SHALL CONFORM TO ASTM A615. BARS SHALL BE NEW OR RECYCLED DOMESTIC BILLET STEEL OF A DOMESTIC

MANUFACTURE. GRADES SHALL BE AS FOLLOWS:

A. #3 THROUGH #10..........................................................................................................GRADE 60

B. #11 THROUGH #18........................................................................................................GRADE 75

CR2 REINFORCING STEEL THAT REQUIRES WELDING SHALL CONFORM TO ASTM A706, WITH GRADES AS SHOWN ABOVE.

CR3 REINFORCEMENT NOT SPECIFICALLY CALLED OUT IN SECTIONS OR GENERAL NOTES SHALL BE PROVIDED AS PER THE PIER, BEAM,

COLUMN, SLAB AND WALL SCHEDULES.

CR4 DOWELS FROM HARDENED CONCRETE INTO FRESH CONCRETE SHALL BE PROVIDED AS PER THE DOWEL SCHEDULE.

CR5 REFER TO ACI 315 FOR DETAILING PRACTICES, FABRICATION, AND BAR SUPPORTS AND SPACERS.

CR6 IN GENERAL, CLEAR CONCRETE COVER MEASURED TO THE OUTERMOST BAR, STIRRUP OR TIE SHALL BE AS FOLLOWS:

CR7 SPECIFIC COVER REQUIREMENTS ARE AS FOLLOWS:

(SEE TABLE ABOVE IF SPECIFIC CASE IS NOT LISTED)

CR8 UNLESS BARS ARE SPECIFICALLY SHOWN IN THE BAR BENDING DIAGRAMS ON THE SCHEDULES, PROVIDE BARS AS FOLLOWS:

A. PROVIDE STANDARD 90 DEGREE HOOK ON TOP BARS AT DISCONTINUOUS ENDS AND CANTILEVER ENDS.

B. SPLICE BOTTOM BARS DIRECTLY OVER MEMBER SUPPORTS, UNLESS NOTED OTHERWISE.

C. SPLICE TOP AND INTERMEDIATE BARS AT THE CENTER LINE BETWEEN MEMBER SUPPORTS, UNLESS NOTED OTHERWISE.

D. SPLICE VERTICAL BARS IN WALLS ONLY AT FLOOR LINES, UNLESS NOTED OTHERWISE. HORIZONTAL BARS SHALL BE

SPLICED AS SPECIFIED FOR TOP, BOTTOM, AND INTERMEDIATE BARS OF BEAMS.

E. CENTER BARS NOTED AS “AT SUPT’S.” OVER MEMBER SUPPORTS, AND CENTER BARS NOTES AS “BTWN. SUPT’S,”

BETWEEN SUPPORTS.

F. PLACE BARS NOTED AS “2ND LAYER” BELOW THE PRIMARY TOP BARS (OR ABOVE THE PRIMARY BOTTOM BARS) AND

PROVIDE #11 SPACER BARS PLACED AT INTERVALS OF 4’-0” BETWEEN THE TWO LAYERS OF BARS.

G. SPLICE VERTICAL BARS IN COLUMNS ONLY AT FLOOR LINES, UNLESS NOTED OTHERWISE. COLUMN BAR SPLICES SHALL

BE AS SHOWN IN THE COLUMN SCHEDULE.

H. PROVIDE CORNER BARS FOR EACH HORIZONTAL BAR AT THE INSIDE AND OUTSIDE FACES OF INTERSECTING BEAMS OR

WALLS. REFER TO CORNER BAR DETAILS ON SHEET S-302.

I. REFER TO THE COLUMN REINFORCING DIAGRAMS FOR ADDITIONAL TIES ABOVE AND BELOW THE FLOOR FRAMING MEMBERS.

CR9 BARS SHOWN IN THE SCHEDULE TO HOOK AT DISCONTINUOUS ENDS SHALL HAVE THE HOOK PLACED HORIZONTALLY AT

EXTERIOR CORNERS.

CR10 PROVIDE NO, 3 DOWELS X 2’-0” AT 1’-6” ON CENTER, WITH A 90 DEGREE HOOK AT ALL EDGES OF CONCRETE SLABS, UNLESS

DETAILED OTHERWISE.

CR11 PROVIDE FOUNDATION DOWELS TO MATCH MASONRY WALL REINFORCEMENT. DOWELS SHALL EXTEND INTO THE CONCRETE

AND CMU PER THE LAP SCHEDULES.

EXPOSURE CONDITIONBAR SIZE OR

USEMINIMUMCOVER

TOLERANCE

CAST AGAINST ANDPERMANENTLY EXPOSED

TO EARTH (WITH OR WITHOUTVAPOR RETARDER):

ALL 3" 3/8"

EXPOSED TO EARTH ORWEATHER

#5 BAR ANDSMALLER

1 1/2" 3/8"

#6 BAR ANDLARGER

2" 1/2"

NOT EXPOSED TO WEATHER ORIN CONTACT WITH THE GROUND:(TYPICAL INTERIOR CONDITIONS,

CRAWL SPACES, ANDUNDERSIDE OF PARKING

FLOORS ARE IN THIS CATEGORY)

SLABS ANDWALLS

1" 3/8"

WIDE PAN ORSKIP JOISTSAND BEAMS

1 1/2" 1/2"

COLUMNS 1 5/8" 1/2"

EXPOSURE CONDITIONBAR SIZE OR

USEMINIMUMCOVER

TOLERANCE

GRADE BEAMS, TOP, BOTTOMAND SIDES WHEN THREE SIDES

FORMED-OTHERWISE SEE ABOVEALL 2" 3/8"

CAST-IN-PLACE CONCRETE:

CIP1 ALL CONCRETE CONSTRUCTION SHALL BE IN ACCORDANCE WITH ACI STANDARD "BUILDING CODE REQUIREMENTS FOR

STRUCTURAL CONCRETE" (ACI 318 OF LATEST ADOPTION).

CIP2 CONSTRUCTION JOINTS

A. PERMITTED ONLY WHERE SHOWN ON PLANS.

B. NO HORIZONTAL CONSTRUCTION JOINTS IN ANY CONCRETE POURS UNLESS SHOWN ON THE DRAWINGS.

C. JOINTS IN BEAMS AND SLABS AND WALLS TO OCCUR WITHIN 2 FEET OF OF MID-SPAN BETWEEN SUPPORTS.

D. JOINTS IN GRADE SUPPORTED SLAB SHOWN ON PLANS.

E. NO JOINT BETWEEN PILASTERS AND BEAM/WALL THAT ARE MEANT TO BE MONOLITHIC.

F. CONSTRUCTION JOINT PLANS TO BE SUBMITTED FOR APPROVAL BY THE ENGINEER.

G. THE ARCHITECT / ENGINEER SHALL APPROVE ALL DEVIATIONS OR ADDITIONAL JOINTS IN WRITING.

CIP3 PROVIDE SLEEVES, MECHANICAL OPENINGS, CONDUITS, PIPES, RECESSES, DEPRESSIONS, CURBS AND ALL EMBEDDED ITEMS

AS SHOWN ON THE ARCHITECTURAL AND MECHANICAL DRAWINGS OR AS REQUIRED BY EQUIPMENT MANUFACTURERS. MINIMUM

CONCRETE BETWEEN SLEEVES SHALL BE 6”. SHOP DRAWINGS SHALL CLEARLY INDICATE THE INSTALLATION OF THESE ITEMS.

CIP4 MAINTAIN SCHEDULED STRUCTURAL DEPTH OF MEMBERS AS A MINIMUM WHILE FOLLOWING SLOPES AND GRADES SHOWN

ON PLANS.

CIP5 BESIDES FOLLOWING ARTICLE 6.3 OF ACI 318 FOR EMBEDDED ITEMS FOLLOWING REQUIREMENTS SHALL BE MET:

A. THE MAXIMUM OUTSIDE DIAMETER OF THE CONDUITS AND PIPES SHALL BE 1”. NONE PERMITTED IN SLABS THINNER THAN 4 ½”.

B. THE MINIMUM CLEAR DISTANCE BETWEEN CONDUITS AND PIPES SHALL BE 6”.

C. AT FORMED SLABS, LOCATE IN MIDDLE THIRD OF SLAB THICKNESS BETWEEN THE TOP AND BOTTOM MAT OF REINFORCING. AT

BEAMS, LOCATE INSIDE BEAM STIRRUP. IN JOISTS, LOCATE AT CENTER LINE, AT LEAST 6” FROM BOTTOM.

D. NONE PERMITTED IN SLABS-ON-GRADE WHICH WILL BE PERMANENTLY EXPOSED OR SCHEDULED TO RECEIVE THIN SET TILE.

PLACE ALL PIPES AND CONDUITS IN THE FILL BENEATH THE VAPOR RETARDER. RECOMPACT AS SPECIFIED.

E. NONE PERMITTED IN COLUMNS WITHOUT PRIOR APPROVAL

CIP6 ALL CONCRETE THAT WILL BE COLORED OR STAINED MUST BE WET CURED.

CIP7 ALL CONSTRUCTION JOINTS IN BEAMS AND WALLS SHALL BE PROVIDED WITH SHEAR KEYS AS SHOWN IN DETAILS.

CIP8 ALL GRADE BEAMS SHALL BE DOUBLE FORMED. EARTH FORMING OF GRADE BEAMS IS NOT PERMITTED.

CIP9 HOT WEATHER CONCRETING SHALL CONFORM TO ACI305 AND COLD WEATHER CONCRETING SHALL CONFORM TO ACI306.

CIP10 SLEEVES PASSING HORIZONTALLY THROUGH BEAMS :

A. LOCATE AT MIDDLE THIRD OF BEAM SPAN - MINIMUM 6" AWAY FROM AN INTERIOR MEMBER.

B. LOCATE AT MIDDLE THIRD OF BEAM DEPTH.

C. MAXIMUM DIAMETER OF SLEEVE TO BE ONE THIRD OF BEAM DEPTH OR 8" (WHICHEVER IS LESS).

D. SPACING TO BE ATLEAST THREE SLEEVE DIAMETERS OR 6" (WHICHEVER IS GREATER).

E. ADD ONE ADDITIONAL SCHEDULED STIRRUP ON EITHER SIDE OF THE SLEEVE. ADD (2) #5 x 5'-0" TOP AND BOTTOM

CENTERED AT SLEEVE.

F. NO SLEEVES LONGITUDINALLY IN BEAMS. PASS SLEEVES ONLY AT RIGHT ANGLES TO BEAMS.

EMBEDDED SHEAR-STUD CONNECTORS:

SC1 SHEAR-STUD CONNECTIONS SHALL BE NELSON FLUXED SHEAR CONNECTORS (SC) OR APPROVED EQUAL. STUDS SHALL BE

AUTOMATICALLY END WELDED IN THE SHOP OR IN THE FIELD. ALL STUD WELDS SHALL BE MANUFACTURED IN ACCORDANCE WITH

RECOMMENDATIONS OF THE NELSON STUD WELDING DIVISION, LORAIN, OHIO. SHEAR-STUDS SHALL BE MANUFACTURED OF

C1015, C1017, OR C1020 COLD DRAWN STEEL CONFORMING TO ASTM A108.

POST-INSTALLED CONCRETE ANCHORS:

PA1 POST-INSTALLED ANCHORS SHALL ONLY BE USED WHERE SPECIFIED ON THE CONSTRUCTION DOCUMENTS. THE CONTRACTOR

SHALL OBTAIN APPROVAL FROM THE ENGINEER-OF-RECORD PRIOR TO INSTALLING POST-INSTALLED ANCHORS IN PLACE OF

MISSING OR MISPLACED CAST-IN-PLACE ANCHORS. CARE SHALL BE TAKEN IN PLACING POST-INSTALLED ANCHORS TO AVOID

CONFLICTS WITH EXISTING REBAR. HOLES SHALL BE DRILLED AND CLEANED IN ACCORDANCE WITH THE MANUFACTURER'S

WRITTEN INSTRUCTIONS. SUBSTITUTION REQUESTS FOR PRODUCTS OTHER THAN THOSE SPECIFIED BELOW, SHALL BE

SUBMITTED BY THE CONTRACTOR TO THE ENGINEER-OF-RECORD ALONG WITH CALCULATIONS THAT ARE PREPARED AND

SEALED BY A REGISTERED PROFESSIONAL ENGINEER. THE CALCULATIONS SHALL DEMONSTRATE THAT THE SUBSTITUTED

PRODUCT IS CAPABLE OF ACHIEVING THE PERTINENT EQUIVALENT PERFORMANCE VALUES (MINIMUM) OF THE SPECIFIED

PRODUCT USING THE APPROPRIATE DESIGN PROCEDURE AND/OR STANDARD(S) AS REQUIRED BY THE BUILDING CODE.

CONTACT MANUFACTURE'S REPRESENTATIVE FOR THE INITIAL TRAINING AND INSTALLATION OF ANCHORS AND FOR PRODUCT

RELATED QUESTIONS AND AVAILABILITY.

PA2 POST INSTALLED CONCRETE ANCHORS SHALL BE OF SIZE, TYPE, AND QUANTITY AS NOTED ON DETAILS, AS MANUFACTURED BY

HILTI, SIMPSON STRONG-TIE ANCHOR SYSTEMS OR POWERS FASTENERS. NO OTHER MANUFACTURER PERMITTED. ANCHORS

FROM ONLY ONE MANUFACTURER SHALL BE UTILIZED ON THE PROJECT.

PA3 HOLES IN CONNECTION PLATES FOR EXPANSION BOLTS SHALL NOT BE MORE THAN 1/16" LARGER THAN THE BOLT DIAMETER. IF

FIELD CONDITIONS OR TOLERANCES REQUIRE LARGER HOLES, PROVIDE PLATE WASHERS WITH BOLTS HOLES 1/16" LARGER

THAN BOLT DIAMETER THAT ARE WELDED TO THE CONNECTION PLATE. THE CONTRACTOR SHALL SIZE THE PLATE WASHERS AND

WELDS TO TRANSFER THE SHEAR AND TENSION CAPACITY OF THE EXPANSION BOLT.

PA4 ALL POST INSTALLED BOLTS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S WRITTEN RECOMMENDATIONS.

PA5 PRIOR TO DRILLING FOR ANCHORS, A PACHOMETER OR ANOTHER APPROVED METHOD SHALL BE USED TO LOCATE EXISTING

REINFORCING TO ENSURE THERE IS NO CONFLICT. IF A CONFLICT EXISTS, THE ANCHORS POSITION CAN BE ADJUSTED BY NO

MORE THAN 1 INCH. IF A LARGER DEVIATION IS NECESSARY, CONTACT THE ENGINEER.

PA6 ONCE THE FINAL POSITION OF THE ANCHORS IS SET, TEMPLATES SHALL THEN BE UTILIZED TO TRANSFER THE FINAL LOCATION

OF THE BOLT GROUP ON TO THE CONNECTION PLATE.

PA7 CONSTRUCTION OF POST INSTALLED ANCHORS REQUIRES CONTINUOUS INSPECTION BY THE TESTING LAB TO ENSURE PROPER

EMBEDMENT AND INSTALLATION PER MANUFACTURER'S SPECIFICATIONS.

PA8 CONCRETE ANCHORS

i. MECHANICAL ANCHORS SHALL HAVE BEEN TESTED AND QUALIFIED FOR USE IN ACCORDANCE WITH ACI 355.2 AND

ICC-ES AC193 FOR CRACKED AND UNCRACKED CONCRETE RECOGNITION. PRE-APPROVED MECHANICAL ANCHORS INCLUDE:

A. SCREW ANCHOR(S):

(a) SIMPSON STRONG-TIE TITEN-HD (ICC-ES ESR-2713)

(b) HILTI KWIK HUS-EZ (ICC-ES ESR-3027)

B. EXPANSION ANCHOR(S):

(a) SIMPSON STRONG-TIE STRONG-BOLT OR STRONG-BOLT 2 WEDGE ANCHOR (ICC-ES ESR-1771, ESR-3037)

(b) HILTI KWIK BOLT TZ EXPANSION ANCHOR (ICC-ES ESR-1917)

ii. EPOXY AND ADHESIVE ANCHORS SHALL HAVE BEEN TESTED AND QUALIFIED FOR USE IN ACCORDANCE WITH ICC-ES AC308

FOR CRACKED AND UNCRACKED CONCRETE RECOGNITION. PRE-APPROVED EPOXY AND ADHESIVE ANCHORS INCLUDE:

A. EPOXY ANCHOR(S):

(a) HILTI HIT-RE 500 V3 SAFE SET SYSTEM WITH HILTI HOLLOW DRILL BIT (TE-CD OR TE-YD) AND VC 20/40 VACUUM

(VC 20-U OR VC 40-U) WITH HAS-E THREADED ROD (ICC ESR-3814)

(b) SIMPSON STRONG-TIE SET-XP (ICC-ES ESR-2508)

B. ADHESIVE ANCHOR(S):

(a) HILTI HIT-HY 200 SAFE SET SYSTEM WITH HILTI HIT-Z ROD (ICC ESR-3187)

(b) HILTI HIT-HY 200 SAFE SET SYSTEM WITH HILTI HOLLOW DRILL BIT (TE-CD OR TE-YD) AND VC 20/40 VACUUM

(VC 20-U OR VC 40-U) WITH HAS-E THREADED ROD (ICC ESR-3187)

PA9 MASONRY ANCHORS

i. ANCHORAGE TO SOLID-GROUTED CONCRETE MASONRY

(1) MECHANICAL ANCHORS SHALL HAVE BEEN TESTED AND QUALIFIED FOR USE IN ACCORDANCE WITH ICC-ES AC01 OR AC106.

PRE-APPROVED MECHANICAL ANCHORS INCLUDE:

A. SCREW ANCHOR(S):

(a) HILTI KWIK HUS-EZ SCREW ANCHOR (ICC-ES ESR-3056)

(b) SIMPSON STRONG-TIE TITEN-HD (ICC-ES ESR-1056)

B. EXPANSION ANCHOR(S):

(a) HILTI KWIK BOLT TZ EXPANSION ANCHOR (ICC-ES ESR-3785)

(b) SIMPSON STRONG-TIE WEDGE-ALL (ICC-ES ESR-1396)

(2) ADHESIVE AND EPOXY ANCHORS SHALL HAVE BEEN TESTED AND QUALIFIED FOR USE IN ACCORDANCE WITH ICC-ES AC58.

PRE-APPROVED ADHESIVE AND EPOXY ANCHORS INCLUDE:

A. ADHESIVE ANCHOR(S):

(a) HILTI HIT-HY 200 ADHESIVE ANCHOR SYSTEM (ICC-ES ESR-3963)

B. EPOXY ANCHOR(S):

(a) SIMPSON STRONG-TIE SET (ICC-ES ESR-1772)

ii. ANCHORAGE TO HOLLOW CONCRETE MASONRY/UNREINFORCED CLAY BRICK MASONRY

(1) ADHESIVE AND EPOXY ANCHORS WITH SCREEN TUBES SHALL BE TESTED AND QUALIFIED IN ACCORDANCE WITH ICC-ES

AC58 OR AC60, AS APPROPRIATE. THE APPROPRIATE SCREEN TUBE SHALL BE USED AS RECOMMENDED BY THE ADHESIVE

MANUFACTURER. PRE-APPROVED ADHESIVE AND EPOXY ANCHORS WITH SCREEN TUBES INCLUDE:

A. ADHESIVE ANCHOR(S):

(a) HILTI HIT-HY 70 ADHESIVE ANCHOR SYSTEM (ICC-ES ESR-3342)

B. EPOXY ANCHOR(S):

(a) SIMPSON STRONG-TIE SET (ICC-ES ESR-1772)

SPECIAL NOTES TO OWNER:

SO1 UNDER NORMAL CONDITIONS, IN CONVENTIONAL BUILDINGS SUCH AS ONE PRESENTED IN THESE PLANS, REINFORCED CONCRETE

AS WELL AS POST-TENSIONED CONCRETE DEVELOP CRACKS. THE CRACKS ARE DUE TO INHERENT SHRINKAGE OF CONCRETE,

CREEP AND RESTRAINING EFFECTS OF VERTICAL AND OTHER STRUCTURAL ELEMENTS TO WHICH THE BEAMS/SLABS ARE TIED.

SO2 THE CRACKS FORMED ARE NORMALLY COSMETIC. THE SLAB MAINTAINS ITS SERVICEABILITY AND STRENGTH REQUIREMENTS. DUE

TO SPECIAL FEATURES OF UNBONDED POST-TENSIONING, IT IS POSSIBLE THAT A NUMBER OF HAIRLINE CRACKS, WHICH WOULD

NORMALLY SPREAD OVER A WIDE AREA, WILL INTEGRATE INTO A SINGLE CRACK WITH A WIDTH EXCEEDING 0.01 INCH. IT IS

EMPHASIZED THAT ALTHOUGH SPECIAL EFFORT IS MADE TO REDUCE THE POTENTIAL CAUSES AND NUMBER OF SUCH CRACKS, IT

IS NOT PRACTICAL TO PROVIDE TOTAL ARTICULATION BETWEEN THE FLOOR SYSTEM AND ITS SUPPORTS AND THEREBY ACHIEVE

COMPLETE INHIBITION OF ALL CRACKS.

SO3 MOST SUCH CRACKS DEVELOP OVER THE FIRST THREE YEARS OF THE LIFE OF THE FLOOR SYSTEM. A SUITABLE ALLOWANCE MUST

BE CARRIED FOR CRACKS WHICH ARE WIDER THAN 0.01 INCH AND MAY NEED TO BE PRESSURE EPOXIED.

SO4 A DECISION TO USE A SLAB-ON-GRADE SYSTEM OVER PREPARED FILL HAS BEEN MADE BY BALANCING THE ECONOMIC ADVANTAGES

TO THE OWNER WITH THE RISK OF SOIL INDUCED FLOOR MOVEMENTS DESCRIBED IN THE PROJECT'S GEOTECHNICAL REPORT. BY

USING THE INFORMATION CONTAINED IN THESE PLANS, THE OWNER ACKNOWLEDGES AND ACCEPTS THE SOIL INDUCED SLAB

MOVEMENT RISKS DESCRIBED IN THE PROJECT'S GEOTECHNICAL REPORT.


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TATE OF TEXAS

GARY W. STOWE

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817-529-7240 P


214-442-5808 P 972-233-1373 FTX Firm: F-18672


A COMPANYPBK


817-732-9839 P



HOUSTON, TX 77046346-308-9036 P

DIG ENGINEERS

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GENERAL NOTES

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12" = 1'-0"1 GENERAL NOTES CONTINUED


FORMWORK SHOP DRAWINGS X X

MANUFACTURER'S PRODUCT DATA X

CONSTRUCTION JOINT LAYOUT X

03 11 31 VOID FORM PRODUCT DATA X

03 20 00 STEEL REINFORCING SHOP DRAWINGS X

03 20 00 EMBEDDED METAL ASSEMBLY SHOP DRAWINGS X

03 20 00 MANUFACTURER'S PRODUCT INFORMATION FOR BAR SUPPORTS X

03 20 00 MILL TEST CERTIFICATE OF STEEL REINFORCING X

03 20 00 QUALIFICATION DATA X

03 20 00 WELDING CERTIFICATES X

03 25 13 GFRP REINFORCING SHOP DRAWINGS X

03 25 13 MANUFACTURER'S PRODUCT DATA X

03 25 13 MATERIAL TEST REPORTS X


03 25 13 SOURCE QUALITY CONTROL PROGRAM X

03 25 13 SOURCE QUALITY TEST REPORTS X

03 30 00 CONCRETE MIX DESIGN X

03 30 00SLAB ON GRADE AND COMPOSITE SLAB CONSTRUCTION JOINTLAYOUT AND POUR SEQUENCE

X

03 30 00 MATERIAL CERTIFICATES FOR CONCRETE RELATED PRODUCTS X

03 30 00 PRODUCT DATA X



03 30 00 FLOOR SURFACE FLATNESS X

03 30 00 FIELD QUALITY CONTROL REPORTS X

03 30 00 MINUTES OF PREINSTALLATION CONFERENCE X

03 52 16 LIGHTWEIGHT INSULATING CONCRETE SHOP DRAWINGS X

03 52 16 MANUFACTURER'S PRODUCT DATA X

03 52 16 LIGHTWEIGHT CONCRETE MIX DESIGN X

03 52 16 PRODUCT CERTIFICATES X


03 52 16 RESEARCH EVALUATION REPORT X

03 52 16 FIELD QUALITY CONTROL TEST X

04 22 00 CMU WALL SHOP DRAWINGS X

04 22 00 MIX DESIGN (MORTAR AND GROUT) X

04 22 00 MASONRY COMPRESSIVE STRENGTH X

04 22 00 SAMPLES FOR SELECTION AND VERIFICATION X

04 22 00 MATERIAL CERTIFICATES X

04 22 00 COLD/HOT WEATHER PROCEDURES X


05 12 00 STRUCTURAL STEEL FRAMING SHOP DRAWINGS X

05 12 00 STEEL CONNECTION CALCULATIONS X X

05 12 00 WELDING PROCEDURE SPECIFICATION X

05 12 00 WELDING CERITIFICATES X

05 12 00 MILL TEST CERTIFICATE OF STRUCTURAL STEEL X

05 12 00 PAINT COMPATIBILITY CERTIFICATE X


05 40 00 COLD FORMED METAL STUD SHOP DRAWINGS X

05 40 00 COLD FORMED METAL STUD CALCULATIONS X X

05 40 00 PRODUCT TEST REPORT X

05 40 00 RESEARCH REPORT X

05 40 00 WELDING CERTIFICATE X

05 50 00 METAL FABRICATION-LADDERS X X

05 50 00 METAL FABRICATION-TOILET PARTITION SUPPORT X X

05 50 00 METAL FABRICATION-MEDICAL EQUIPMENT SUPPORT X X

06 10 00 PRODUCT DATA X

06 10 00 FASTENER PATTERNS X

06 10 00 MATERIAL CERTIFICATES X

06 10 00 EVALUATION REPORTS X

31 63 29 PIER REINFORCEMENT SHOP DRAWINGS X

31 63 29 PIER CONCRETE MIX DESIGN X

31 63 29 PIER DRILLING LOG X

DELEGATED STRUCTURAL DESIGN OF COMPONENTS:

1. A STRUCTURAL COMPONENT IS AN INDIVIDUAL STRUCTURAL MEMBER DESIGNED TO BE PART OF A STRUCTURAL SYSTEM. A LIST OF STRUCTURAL COMPONENTS THAT ARE TO BE

DESIGNED BY THE COMPONENT SUPPLIERS'S ENGINEERS IS PROVIDED IN THESE PLANS AND SPECIFICATIONS.

2. A COMPONENT'S DELEGATED ENGINEER AND RESPONSIBLE CHARGE, SHALL BE A PROFESSIONAL ENGINEER REGISTERED IN THE STATE WHERE THE PROJECT IS LOCATED.

3. ALL DRAWINGS AND CALCULATIONS FOR COMPONENTS IN QUESTION, OR THEIR ASSEMBLY INTO STRUCTURAL SYSTEMS SHALL REQUIRE THE SEAL AND SIGNATURE OF THE

DELEGATED ENGINEER WHO PREPARED THEM.

4. THE DESIGN OF PRE-ENGINEERED SYSTEMS SPECIFIED IN THE CONTRACT DOCUMENTS WHICH ARE DESIGNED/ENGINEERED BY THE SYSTEM SUPPLIER IS THE SOLE RESPONSIBILITY

OF THE SUPPLIER AND ITS DESIGN ENGINEER LICENSED IN THE STATE WHERE THE PROJECT IS LOCATED. SUBMITTALS OF SUCH SYSTEMS TO THE STRUCTURAL ENGINEER OF RECORD

SHALL BE REVIEWED FOR CONFORMANCE WITH THE CONTRACT DOCUMENTS WITH REGARD TO THE ARRANGEMENT AND/OR SIZES OF MEMBERS SHOWN ON THE STRUCTURAL

CONTRACT DOCUMENTS AND THE SUPPLIERS INTERPRETATION OF THE DESIGN INFORMATION INCLUDED IN THE CONTRACT DOCUMENTS. SUCH REVIEW BY THE STRUCTURAL

ENGINEER OF RECORD SHALL NOT IMPLY ANY RESPONSIBILITY FOR THE ACTUAL DESIGN OF SUCH SYSTEMS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR DIMENSIONAL

ACCURACY AND CONFORMANCE WITH THE INFORMATION CONTAINED IN CONTRACT DOCUMENTS.

5. SEE APPLICABLE SECTIONS OF GENERAL NOTES AND SPECIFICATIONS FOR THE APPROPRIATE DESIGN RESPONSIBILITIES OF THE SUPPLIER AND ITS LICENSED ENGINEER.

STRUCTURAL SUBMITTALSSPECIFICATION

SECTIONITEM FOR INFORMATION ONLY FOR APPROVAL SIGNED AND SEALED

03 10 00

03 10 00

03 10 00

1.

2.

3.

4.

5.

6.

7.

8.

9.

10.

11.

12.

13.

14.

15.

1.

2.

1.

2.

1.

1.

1. BUILDING CODE 2006 INTERNATIONAL BUILDING CODE (IBC) / ASCE/SEI 7-05 WITHLOCAL AMENDMENTS

2. GRAVITY LOADS & DESIGN DATA

A. DEAD LOADS

2. FLOOR SELF-WEIGHT

B. LIVE LOADS UNIFORM CONCENTRATED

2. FLOOR 100 PSF (UNREDUCIBLE) 300 LBS

C. SEISMIC DESIGN DATA

SEISMIC OCCUPANCY CATEGORY XX

SEISMIC IMPORTANCE FACTOR, I X.XX

SHORT PERIOD MAPPED SPECTRAL RESPONSE ACCELERATION, S s 0.XXXg

1-SEC PERIOD MAPPED SPECTRAL RESPONSE ACCELERATION, S 1 0.XXXg

SITE CLASS X

SHORT PERIOD SPECTRAL RESPONSE COEFFICIENT, S DS 0.XXXg

1-SEC PERIOD SPECTRAL RESPONSE COEFFICIENT, S D1 0.XXXg

SEISMIC DESIGN CATEGORY X

RESPONSE MODIFICATION FACTOR, R X.X

SYSTEM OVERSTRENGTH FACTOR, Ω X.X

DEFLECTION AMPLIFICATION FACTOR, Cd X.X

SEISMIC RESPONSE COEFFICIENT, Cs 0.XXX

DESIGN BASE SHEAR, V 0.XXXW

BASIC SEISMIC FORCE-RESISTING SYSTEM XXXXXXXXX

ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE PROCEDURE

4. DEFLECTION LIMITS

A. ROOF MEMBERS

LIVE LOAD MAXIMUM ALLOWABLE DEFLECTION L/XXX

TOTAL LOAD MAXIMUM ALLOWABLE DEFLECTION L/XXX

B. FLOOR MEMBERS

LIVE LOAD MAXIMUM ALLOWABLE DEFLECTION L/360

TOTAL LOAD MAXIMUM ALLOWABLE DEFLECTION L/240

C. MEMBERS SUPPORTING MASONRY

LIVE LOAD MAXIMUM ALLOWABLE DEFLECTION L/600 or 0.3-INCH

D. BUILDING FRAME

MAXIMUM ALLOWABLE STORY DRIFT H/500 (TOTAL BUILDING HEIGHT)

5. FIRE RESISTANCE RATING INFORMATION

A. STRUCTURAL FRAME

1. FRAME RATING UNRESTRAINED

B. ROOF CONSTRUCTION

1. ROOF ASSEMBLY UL DESIGN NUMBER P815

C. FLOOR CONSTRUCTION

1. FLOOR ASSEMBLY UL DESIGN NUMBER 0916 - 1HR

DESIGN LOADS & DESIGN DATA


S

TATE OF TEXAS

GARY W. STOWE

63616L

I C E N S ED

PR

OF

ESS IO A L ENG

I NE

ER

N

Architect

CIVIL - WA PORTER



MEPT

DATE

PROJECT NUMBER

CLIENT

REVISIONS






PBK.com

DR

AW

N B

Y:

CH

EC

KE

D B

Y:


817-529-7240 P


214-442-5808 P 972-233-1373 FTX Firm: F-18672


A COMPANYPBK


817-732-9839 P



HOUSTON, TX 77046346-308-9036 P

DIG ENGINEERS

18035

04/02/2018


4/2

/2018

4:2

1:4

8 P

M

C:\R

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12" = 1'-0"2 STRUCTURAL SUBMITTALS

12" = 1'-0"1 DESIGN LOADS


REQUIRED VERIFICATION AND INSPECTION OF STRUCTURAL STEEL (IBC 1705.2.1, 1705.11.1 & 1705.12.2)

VERIFICATION AND INSPECTION CONTINUOUS PERIODIC DETAILED INSTRUCTIONS

1. PRIOR TO WELDING (TABLE N5.4-1, AISC 360-10):

A.WELDING PROCEDURES (WPS) ANDCONSUMABLE CERTIFICATES

X -

B. MATERIAL IDENTIFICATION - X VERIFY TYPE AND GRADE OF MATERIAL

C. WELDER IDENTIFICATION - X SYSTEM BY WHICH A WELDER WHO HAS WELDED A JOINT OR MEMBER CAN BE IDENTIFIED

D. FIT-UP GROOVE WELDS - X VERIFY JOINT PREPARATION, DIMENSIONS, CLEANLINESS, TACKING AND BACKING

E. ACCESS HOLES - X CONFIGURATION AND FINISH

F. FIT-UP OF FILLET WELDS - X ALIGNMENT, GAPS AT ROOT, CLEANLINESS OF STEEL SURFACES, AND TACK WELD QUALITY AND LOCATION

2. DURING WELDING (TABLE N5.4-2, AISC 360-10):

A. QUALIFIED WELDERS - X

B.CONTROL AND HANDLING OF WELDINGCONSUMABLES

- X PACKAGING AND EXPOSURE CONTROL

C.NO WELDING OVER CRACKED TACKWELDS

- X

D. ENVIRONMENTAL CONDITIONS - X WIND SPEED, PRECIPITATION AND TEMPERATURE

E. WPS FOLLOWED - XSETTINGS ON WELDING EQUIPMENT, TRAVEL SPEED, WELDING MATERIALS, SHIELDING GAS TYPE/FLOWRATE, PREHEAT APPLIED, INTERPASS TEMPERATURE MAINTAINED, AND PROPER POSITION (F, V, H, OH)

F. WELDING TECHNIQUES - X INTERPASS AND FINAL CLEANING, EACH PASS IS WITHIN PROFILE LIMITATIONS, AND QUALITY OF EACH PASS

3. AFTER WELDING (TABLE N5.4-3, AISC 360-10)

A. WELDS CLEANED - X VERIFY THAT WELDS HAVE BEEN PROPERLY CLEANED

B. SIZE, LENGTH AND LOCATION OF WELDS X -

C.WELDS MEET VISUAL ACCEPTANCECRITERIA

X -

D. ARC STRIKES X -

E. k-AREA X -

F. BACKING & WELD TABS REMOVED X -

G. REPAIR ACTIVITIES X -

H.DOCUMENT ACCEPTANCE ORREJECTION OF WELDED JOINT/MEMBER

X -

4. NON-DESTRUCTIVE TESTING (SECTION N5.5, AISC 360-10):

A. CJP WELDS (RISK CAT. II) - XULTRASONIC TESTING SHALL BE PERFORMED ON 10% OF CJP GROOVE WELDS IN BUTT, T- AND CORNERJOINTS SUBJECT TO TRANSVERSELY APPLIED TENSION LOADING IN MATERIALS 5/16-INCH THICK ORGREATER. TESTING RATE MUST BE INCREASED IF > 5% OF WELDS TESTED HAVE UNACCEPTABLE DEFECTS

B. CJP WELDS (RISK CAT. III OR IV) X - A REDUCTION IN THE RATE OF ULTRASONIC TESTING IS ALLOWED PER SECTION N5.5e

C. ACCESS HOLES (FLANGE > 2") X -

D. WELDED JOINTS SUBJECT TO FATIGUE X -

5. PRIOR TO BOLTING (TABLE N5.6-1, AISC 360-10): (NOT REQUIRED IF ONLY SNUG-TIGHT JOINTS ARE SPECIFIED (PER SECTION N5.6(1) OF AISC 360-10)

A. CERTIFICATIONS OF FASTENERS X -

B. FASTENERS MARKED - X VERIFY THAT FASTENERS HAVE BEEN MARKED IN ACCORDANCE WITH ASTM REQUIREMENTS

C. PROPER FASTENERS FOR JOINT - X VERIFY GRADE, TYPE AND BOLT LENGTH IF THREADS ARE EXCLUDED FROM THE SHEAR PLANE

D. PROPER BOLTING PROCEDURE - X VERIFY PROPER PROCEDURE IS USED FOR THE JOINT DETAIL

E. CONNECTING ELEMENTS - XVERIFY APPROPRIATE FAYING SURFACE CONDITION AND HOLE PREPARATION, IF SPECIFIED, MEETREQUIREMENTS

F.PRE-INSTALLATION VERIFICATIONTESTING

X -OBSERVE AND DOCUMENT VERIFICATION TESTING BY INSTALLATION PERSONNEL FOR FASTENERASSEMBLIES AND METHODS USED

G. PROPER STORAGE - X VERIFY PROPER STORAGE OF BOLTS, NUTS, WASHERS AND OTHER FASTENER COMPONENTS

6.DURING BOLTING (TABLE N5.6-2, AISC 360-10): <NOT REQUIRED IF ONLY SNUG-TIGHT JOINTS ARE SPECIFIED (PER SECTION N5.6(1) OF AISC 360-10); NOT REQUIRED FOR PRETENSIONED JOINTS USINGTURN-OF-THE-NUT METHOD WITH MATCH-MARKING, DIRECT-TENSION-INDICATORS, OR TWIST-OFF TYPE TENSION CONTROL METHOD (PER SECTION N5.6(2) OF AISC-10)>

A. FASTENER ASSEMBLIES - XVERIFY THAT FASTENER ASSEMBLIES ARE OF SUITABLE CONDITION, PLACED IN ALL HOLES, AND WASHERSARE POSITIONED AS REQUIRED

B. SNUG-TIGHT PRIOR TO PRETENSIONING - X VERIFY THAT JOINTS ARE BROUGHT TO SNUG-TIGHT CONDITION PRIOR TO PRETENSIONING OPERATION

C. FASTENER COMPONENT - X VERIFY THAT FASTENER COMPONENT THAT IS NOT TURNED BY WRENCH IS PREVENTED FROM ROTATING

D. PRETENSIONED FASTENERS - XVERIFY THAT FASTENERS ARE PRETENSIONED IN ACCORDANCE WITH RCSC SPECIFICATION, PROGRESSINGSYSTEMATICALLY FROM THE MOST RIGID POINT TOWARD THE FREE EDGES

7. AFTER BOLTING (TABLE N5.6-3, AISC 360-10):

A.DOCUMENT ACCEPTANCE ORREJECTION OF BOLTED CONNECTIONS

X -

8. OTHER STEEL INSPECTIONS (SECTION N5.7, AISC 360-10; TABLES J8-1 & J10-1, AISC 341-10):

A. STRUCTURAL STEEL DETAILS - XALL FABRICATED STEEL OR STEEL FRAMES SHALL BE INSPECTED TO VERIFY COMPLIANCE WITH THEDETAILS SHOWN IN THE CONSTRUCTION DOCUMENTS, SUCH AS BRACES, STIFFENERS, MEMBERLOCATIONS, AND PROPER APPLICATION OF JOINT DETAILS AT EACH CONNECTION

B.ANCHOR RODS AND OTHEREMBEDMENTS SUPPORTING THESTRUCTURAL STEEL

- X

SHALL BE ON THE PREMISES DURING THE PLACEMENT OF ANCHOR RODS AND OTHER EMBEDMENTSSUPPORTING STRUCTURAL STEEL FOR COMPLIANCE WITH CONSTRUCTION DOCUMENTS; VERIFY THEDIAMETER, GRADE, TYPE AND LENGTH OF THE ANCHOR ROD OR EMBEDDED ITEM, AND THE EXTENT ORDEPTH OF EMBEDMENT PRIOR TO PLACEMENT OF CONCRETE

C. REDUCED BEAM SECTIONS (RBS) - X VERIFY CONTOUR AND FINISH AS WELL AS DIMENSIONAL TOLERANCES (SEE TABLE J8-1 OF AISC 341-10)

D. PROTECTED ZONES - XVERIFY THAT NO HOLES OR UNAPPROVED ATTACHMENTS ARE MADE WITHIN THE PROTECTED ZONE (SEETABLE J8-1 OF AISC 341-10)

E. H-PILES - XVERIFY THAT NO HOLES OR UNAPPROVED ATTACHMENTS OCCUR WITHIN THE PROTECTED ZONES OFPILING (SEE TABLE J10-1 OF AISC 341-10)

9. STEEL ELEMENTS OF COMPOSITE CONSTRUCTION (TABLE N6.1, AISC 360-10; TABLES J9-1 THRU J9-3, AISC 341-10)

A.PLACEMENT AND INSTALLATION OFSTEEL DECK

X -

B.PLACEMENT AND INSTALLATION OFSTEEL HEADED STUD ANCHORS

X -

C.DOCUMENT ACCEPTANCE ORREJECTION OF STEEL ELEMENTS

X -

D. REINFORCING STEEL - XVERIFY APPROPRIATE REINFORCEMENT SIZE, SPACING AND ORIENTATION; THAT IT HAS NOT BEEN RE-BENTIN FIELD; THAT IT IS CORRECTLY TIED AND SUPPORTED; AND THAT REQUIRED STEEL CLEARANCES HAVEBEEN PROVIDED

E. COMPOSITE MEMBER SIZE - X VERIFY THAT COMPOSITE MEMBER IS THE REQUIRED SIZE

10.WHERE FABRICATION OF STRUCTURAL LOAD-BEARING MEMBERS AND ASSEMBLIES IS BEING CONDUCTED ON THE PREMISES OF A FABRICATOR'S SHOP, SPECIAL INSPECTION OF THE FABRICATEDITEMS SHALL CONFORM TO THE SPECIAL INSPECTION REQUIREMENTS OF IBC SECTION 1704, AS SUMMARIZED ABOVE, UNLESS THE FABRICATOR HAS BEEN APPROVED IN ACCORDANCE WITH IBCSECTION 1704.2.5.2.

NOTES

1.THE OWNER SHALL EMPLOY QUALIFIED SPECIAL INSPECTORS TO PERFORM INSPECTIONS IN ACCORDANCE WITH THE BUILDING CODE. INSPECTORS SHALL PERFORM ALL DUTIES AND RESPONSIBILITIESAS REQUIRED BY THE BUILDING CODE. JOB SITE VISITS BY THE STRUCTURAL ENGINEER DO NOT CONSTITUTE AND ARE NOT A SUBSTITUTE FOR SPECIAL INSPECTIONS.

2.

THE FOLLOWING SCHEDULE CONTAINS A LIST OF THE SPECIAL INSPECTION ACTIVITIES RELATED TO THE QUALITY ASSURANCE PLAN REQUIRED BY THE BUILDING CODE (IBC CHAPTER 17) FOR THEFABRICATION, ERECTION AND CONSTRUCTION OF THE STRUCTURAL SYSTEMS AS DESCRIBED IN THE SPECIFICATION AND DRAWINGS FOR THE PROJECT. ALL INSPECTORS SHALL BE QUALIFIED BYTRAINING AND EXPERIENCE FOR THE REQUIRED INSPECTIONS AND TEST PROCEDURES. REFER TO IBC CHAPTER 17 "STRUCTURAL TESTS AND SPECIAL INSPECTIONS", AND SPECIFICATION SECTION 01 4523 "TESTS AND INSPECTIONS", FOR SPECIFIC TEST PROCEDURES.

3.TESTING AND INSPECTION REPORTS SHALL BE PREPARED FOR EACH INSPECTION ITEM ON A DAILY BASIS WHENEVER INSPECTIONS ARE MADE ON THAT ITEM. REPORTS SHALL BE DISTRIBUTED TO THEOWNER, CONTRACTOR, ARCHITECT, STRUCTURAL ENGINEER, AND BUILDING OFFICIAL (IF REQUESTED), FOR THEIR REVIEW, COMMENT, AND ACTION, AS NEEDED.

4.ARCHITECTURAL, MECHANICAL AND ELECTRICAL COMPONENTS REQUIRING SPECIAL INSPECTIONS PER SECTION 1705 OF THE IBC HAVE NOT BEEN LISTED HERE. REFER TO ARCH/MEP FOR SPECIALINSPECTION REQUIREMENTS FOR THESE COMPONENTS.

5. IT IS THE CONTRACTOR'S SOLE RESPONSIBILITY TO ENSURE THESE TESTS AND INSPECTIONS ARE PERFORMED.

STEEL CONSTRUCTION OTHER THAN STRUCTURAL STEEL (IBC 1705.2.2)


1. STEEL ROOF AND FLOOR DECKS (IBC TABLE 1705.2.2):

A.MATERIAL VERIFICATION OFCOLD-FORMED STEEL DECK

- X APPLICABLE ASTM MATERIAL STANDARDS

B. FLOOR AND ROOF DECK WELDS - X

2. WELDING OF REINFORCING STEEL (IBC TABLE 1705.2.2):

A. VERIFICATION OF WELDABILITY - X AWS D1.3

B.

REINFORCING STEEL IN INTERMEDIATEOR SPECIAL MOMENT FRAMES, ANDBOUNDARY ELEMENTS OF SPECIALSTRUCTURAL WALLS

X -

C. SHEAR REINFORCEMENT X -

D. OTHER REINFORCING STEEL - X VISUALLY INSPECT ALL WELDS IN ACCORDANCE WITH AWS D1.4

3. COLD-FORMED STEEL CONSTRUCTION (IBC 1705.2.2.1.1, 1705.10.3, AND 1705.11.3):

A. TRUSSES SPANNING > 60-FEET - X ADS D1.4, ACI 318: SECTION 3.5.2

B.WIND-FORCE-RESISTING SYSTEMS ORSEISMIC-FORCE-RESISTING SYSTEMS

- X ADS D1.4, ACI 318: SECTION 3.5.2

MASONRY CONSTRUCTION (IBC 1705.4)

VERIFICATION AND INSPECTION CONTINUOUS PERIODIC DETAILED INSTRUCTIONS AND FREQUENCIES

1. PRIOR TO CONSTRUCTION (ARTICLE 1.15, TMS-602/ACI 530.1-11):

A.REVIEW MATERIAL CERTIFICATES, MIX DESIGNS, TESTRESULTS AND CONSTRUCTION PROCEDURES

- X

VERIFY THAT THE MATERIALS CONFORM TO THE REQUIREMENTS OF THE APPROVED CONSTRUCTIONDOCUMENTS. MIX DESIGN, TEST RESULTS, MATERIAL CERTIFICATES, AND CONSTRUCTION PROCEDURESSHOULD BE SUBMITTED FOR REVIEW. MORTAR MIX DESIGNS SHALL CONFORM TO ASTM C 270 WHILEGROUT SHALL CONFORM TO ASTM C 476. MATERIAL CERTIFICATES SHALL BE PROVIDED FOR THEFOLLOWING: REINFORCEMENT; ANCHORS, TIES, FASTENERS AND METAL ACCESSORIES; MASONRYUNITS; MORTAR AND GROUT MATERIALS. CONSTRUCTION PROCEDURES FOR COLD-WEATHER OFHOT-WEATHER CONSTRUCTION SHALL BE REVIEWED

2. AS CONSTRUCTION BEGINS (TABLE 1.19.2, TMS-402/ACI 530-11)

A. PROPORTIONS OF SITE-PREPARED MORTAR - XVERIFY THAT MORTAR IS OF THE TYPE AND COLOR SPECIFIED ON THE CONSTRUCTION DOCUMENTS,THAT IT CONFORMS TO ASTM C 270, AND THAT IT IS MIXED IN ACCORDANCE WITH ARTICLE 2.6 A OFTMS-602/ACI 530.1011

B. CONSTRUCTION OF MORTAR JOINTS - X VERIFY THAT MORTAR JOINTS COMPLY WITH ARTICLE 3.3 B OF TMS-602/ACI 530.1-11

C.GRADE AND SIZE OF PRESTRESSING TENDONS ANDANCHORAGES

- XVERIFY THAT PRESTRESSING TENDONS COMPLY WITH ARTICLE 2.4 B OF TMS-602/ACI 530.1-11 AND THATANCHORAGES, COUPLERS, AND END BLOCKS COMPLY WITH ARTICLE 2.4 H

D. PRESTRESSING TECHNIQUE X - VERIFY THAT PRESTRESSING TECHNIQUE COMPLIES WITH ARTICLE 3.6B OF TMS-602/ACI 530.1-11

E.LOCATION OF REINFORCEMENT, CONNECTORS, ANDPRESTRESSING TENDONS AND ANCHORAGES

- XVERIFY THAT REINFORCEMENT IS PLACED IN ACCORDANCE WITH ARTICLE 3.4 OF TMS-602/ACI 530.1-11.PRESTRESSING TENDONS SHALL BE PLACED PER ARTICLE 3.6 A

F.PROPERTIES OF THIN-BED MORTAR FOR AACMASONRY

- X VERIFY THAT MORTAR COMPLIES WITH ARTICLE 2.1 C OF TMS-602/ACI 530.1-11

5. PRIOR TO GROUTING (TABLE 1.19.2, TMS-402/ACI 530-11):

A. GROUT SPACE - X

VERIFY THAT GROUT SPACE IS FREE OF MORTAR DROPPINGS, DEBRIS, LOOSE AGGREGATE, AND OTHERDELETERIOUS MATERIALS AND THAT CLEANOUTS ARE PROVIDED FOR ARTICLE 3.2 D AND3.2 F OF TMS-602/ACI 530.1-11. CONTINUOUS INSPECTION IS REQUIRED FOR RISK CATEGORYIV BUILDINGS

B.GRADE, TYPE AND SIZE OF REINFORCEMENT ANDANCHOR BOLTS, AND PRESTRESSING TENDONS ANDANCHORAGES

- XVERIFY THAT REINFORCEMENT, JOINT REINFORCEMENT, WALL TIES, ANCHOR BOLTS AND VENEERANCHORS COMPLY WITH THE APPROVED CONSTRUCTION DOCUMENTS AND SECTION 1.6 OFTMS 402/ACI 530-11

C.PLACEMENT OF REINFORCEMENT, CONNECTORS, ANDPRESTRESSING TENDONS AND ANCHORAGES

- X

VERIFY THAT REINFORCEMENT, JOINT REINFORCEMENT, WALL TIES, ANCHOR BOLTS AND VENEERANCHORS ARE INSTALLED IN ACCORANCE WITH THE APPROVED CONSTRUCTION DOCUMENTS ANDARTICLES 3.2 E, 3.4 AND 3.6 A OF TMS 602/ACI 530.1-11. CONTINUOUS INSPECTION IS REQUIRED FOR RISKCATEGORY IV BUILDINGS

D.PROPORTIONS OF SITE-PREPARED GROUT ANDPRESTRESSING GROUT FOR BONDED TENDONS

- XVERIFY THAT GROUT IS PROPORTIONED PER ASTM C 476 AND HAS A SLUMP BETWEEN 8-11 INCHES.SELF-CONSOLIDATED GROUT SHALL NOT BE PROPORTIONED ONSITE. (SEE ARTICLES 2.6B AND 2.4 G.1.bOF TMS 602/ACI 530.1-11). CONTINUOUS INSPECTION IS REQUIRED FOR RISK CATEGORY IV BUILDINGS

E. CONSTRUCTION OF MORTAR JOINTS - XVERIFY THAT MORTAR JOINTS ARE PLACED IN ACCORDANCE WITH ARTICLE 3.3 B OFTMS 602/ACI 530.1-11

6. DURING MASONRY CONSTRUCTION:

A. SIZE AND LOCATION OF STRUCTURAL ELEMENTS - XVERIFY THE LOCATIONS OF STRUCTURAL ELEMENTS WITH RESPECT TO THE APPROVED PLANS ANDCONFIRM THAT TOLERANCES MEET THE REQUIREMENTS OF ARTICLE 3.3 F OF TMS 602/ACI 530.1-11

B.

TYPE, SIZE AND LOCATION OF ANCHORS, INCLUDINGOTHER DETAILS OF ANCHORAGE OF MASONRY TOSTRUCTURAL MEMBERS, FRAMES, OR OTHERCONSTRUCTION

- XVERIFY THAT CORRECT ANCHORAGES AND CONNECTIONS ARE PROVIDED PER THE APPROVED PLANSAND SECTIONS 1.16.4.3 AND 1.17.1 OF TMS 402/ACI 530-11. CONTINUOUS INSPECTION IS REQUIRED FORRISK CATEGORY IV BUILDINGS

C. WELDING REINFORCEMENT X -

D.PREPARATION, CONSTRUCTION, AND PROTECTION OFMASONRY DURING COLD WEATHER (<40°F) OR HOTWEATHER (>90°F)

- XVERIFY THAT COLD-WEATHER CONSTRUCTION IS PERFORMED IN ACCORDANCE WITH ARTICLE 1.8 C OFTMS 602/ACI 530.1-11 AND HOT WEATHER CONSTRUCTION PER ARTICLE 1.8 D OF TMS 602/ACI 530.1-11

E.APPLICATION AND MEASUREMENT OF PRESTRESSINGFORCE

X -

F.PLACEMENT OF GROUT AND PRESTRESSING GROUTFOR BONDED TENDONS IS IN COMPLIANCE

X -

G.PLACEMENT OF AAC MASONRY UNITS ANDCONSTRUCTION OF THIN-BED MORTAR JOINTS

- X VERIFY THAT MORTAR IS PLACED IN ACCORDANCE WITH ARTICLE 3.3 B.8 OF TMS-602/ACI 530.1-11

H.OBSERVATION OF GROUT SPECIMENS, MORTARSPECIMENS, AND/OR PRISMS

- XCONFIRM THAT SPECIMENS/PRISMS ARE PERFORMED AS REQUIRED BY ARTICLE 1.4 OF TMS-602/ACI530.1-11. CONTINUOUS INSPECTION IS REQUIRED FOR RISK CATEGORY IV BUILDINGS

7. MINIMUM TESTING:

A.VERIFICATION OF SLUMP FLOW AND VISUAL STABILITYINDEX (VSI) FOR SELF-CONSOLIDATING GROUT

- XCOMPRESSIVE STRENGTH TESTS SHOULD BE PERFORMED IN ACCORDANCE WITH ASTM C 1019 FORSLUMP FLOW AND ASTM C 1611 FOR VSI

B. VERIFICATION OF f' AND f' - X

DETERMINE THE COMPRESSIVE STRENGTH FOR EACH WYTHE BY THE 'UNIT STRENGTH METHOD' OR BYTHE 'PRISM TEST METHOD' AS SPECIFIED IN ARTICLE 1.4 B OF TMS 602/ACI 530.1-11 PRIOR TOCONSTRUCTION. FOR RISK CATEGORY IV BUILDINGS, THIS SHOULD BE VERIFIED AT EVERY5,000 FT OF CONSTRUCTION

C.VERIFICATION OF PROPORTIONS OF MATERIALS INPREMIXED OR PREBLENDED MORTAR AND GROUT

- XVERIFY THAT PROPORTIONS FOR MORTAR MEET ASTM C 270 AND PROPORTIONS FOR GROUT MEET ASTMC 476. THIS APPLIES TO RISK CATEGORY IV BUILDINGS ONLY

SOILS CONSTRUCTION (IBC 1705.6)

CONTINUOUS PERIODIC DETAILED INSTRUCTIONS AND FREQUENCIES

1. VERIFY SUBGRADE IS ADEQUATE TO ACHIEVE DESIGN BEARING CAPACITY - X PRIOR TO PLACEMENT OF CONCRETE

2. VERIFY EXCAVATIONS EXTEND TO PROPER DEPTH AND MATERIAL - X PRIOR TO PLACEMENT OF COMPACTED FILL OR CONCRETE

3. VERIFY THAT SUBGRADE HAS BEEN APPROPRIATELY PREPARED PRIOR TO PLACING COMPACTED FILL - X PRIOR TO PLACEMENT OF COMPACTED FILL

4. PERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL MATERIALS - XALL MATERIALS SHALL BE CHECKED AT EACH LIFT FORPROPER CLASSIFICATIONS AND GRADATIONS NOT LESS THANONCE FOR EACH 10,000 FT2 OF SURFACE AREA

5.VERIFY PROPER MATERIALS, DENSITIES AND LIFT THICKNESSES DURING PLACEMENT ANDCOMPACTION

X -

REQUIRED VERIFICATION AND INSPECTION OF CONCRETE CONSTRUCTION (REF TABLE 1704.4 OF IBC)


1. INSPECTION OF REINFORCING STEEL, INCLUDING PRESTRESSING TENDONS AND PLACEMENT. - X ACI 318: 3.5, 7.1-7.7, IBC 1910.4

2. INSPECTION OF REINFORCING STEEL WELDING IN ACCORDANCE WITH TABLE 1705.2.2, ITEM 2b. - - AWS D1.4, ACI 318: 3.5.2

3.INSPECT ANCHORS TO BE INSTALLED IN CONCRETE PRIOR TO AND DURING PLACEMENT OF CONCRETEWHERE ALLOWABLE LOADS HAVE BEEN INCREASED OR WHERE STRENGTH DESIGN IS USED.

X - ACI 318: 8.1.3, 21.2.8, IBC 19085, 1909.1

4. INSPECTION OF ANCHORS POST-INSTALLED IN HARDENED CONCRETE. - X ACI 318: 3.8.6, 8.1.3, 21.2.8, IBC 1909.1

5. VERIFYING USE OF REQUIRED DESIGN MIX. - X ACI 318: CH. 4, 5.2-5.4, IBC 1904.2, 1910.2, 1910.3

6.AT TIME OF FRESH CONCRETE IS SAMPLED TO FABRICATE SPECIMENS FOR STRENGTH TESTS,PERFORM SLUMP AND AIR CONTENT TESTS AND DETERMINE THE TEMPERATURE OF THE CONCRETE.

X - ASTM C 172, ASTM C 31, ACI 318: 5.6, 5.8, IBC 1910.10

7. INSPECTION OF CONCRETE AND SHOTCRETE PLACEMENT FOR PROPER APPLICATION TECHNIQUES. X - ACI 318: 5.9, 5.10, IBC 1910.6, 1910.7, 1910.8

8. INSPECTION FOR MAINTENANCE OF SPECIFIED CURING TEMPERATURE AND TECHNIQUES. - X ACI 318: 5.11-5.13, IBC 1910.9

9. INSPECTION OF PRESTRESSED CONCRETE.

A. APPLICATION OF PRESTRESSING FORCES. X - ACI 318: 18.20

B. GROUTING OF BONDED PRESTRESSING TENDONS IN THE SEISMIC FORCE-RESISTING SYSTEM. X - ACI 318: 18.18.4

10. ERECTION OF PRECAST CONCRETE MEMBERS. - X ACI 318: CH. 16

11.VERIFICATION OF IN-SITU CONCRETE STRENGTH, PRIOR TO STRESSING OF TENDONS IN POSTTENSIONED CONCRETE AND PRIOR TO REMOVAL OF SHORES AND FORMS FROM BEAMS ANDSTRUCTURAL SLABS.

- X ACI 318: 6.2

12.INSPECT FORMWORK FOR SHAPE, LOCATION AND DIMENSIONS OF THE CONCRETE MEMBER BEINGFORMED.

- X ACI 318: 6.1.1

REQUIRED VERIFICATION AND INSPECTION OF DRIVEN DEEP FOUNDATION ELEMENTS (REF TABLE 1705.7 OF IBC)

VERIFICATION AND INSPECTION CONTINUOUS DURING TASK LISTED PERIODICALLY DURING TASK LISTED

1. VERIFY ELEMENTS MATERIALS, SIZES, AND LENGTHS COMPLY WITH THE REQUIREMENTS. X -

2. DETERMINE CAPACITIES OF TEST ELEMENTS AND CONDUCT ADDITIONAL LOAD TESTS, AS REQUIRED. X -

3. OBSERVE DRIVING OPERATIONS AND MAINTAIN COMPLETE AND ACCURATE RECORDS FOR EACH ELEMENT. X -

4.VERIFY PLACEMENT LOCATIONS AND PLUMBNESS, CONFIRM TYPE AND SIZE OF HAMMER, RECORD NUMBEROF BLOWS PER FOOT OF PENETRATION, DETERMINE REQUIRED PENETRATIONS TO ACHIEVE DESIGNCAPACITY, RECORD TIP AND BUTT ELEVATIONS AND DOCUMENT ANY DAMAGE TO FOUNDATION ELEMENT.

X -

5. FOR STEEL ELEMENTS, PERFORM ADDITIONAL INSPECTIONS IN ACCORDANCE WITH SECTION 1705.2. - -

6.FOR CONCRETE ELEMENTS AND CONCRETEE-FILLED ELEMENTS, PERFORM ADDITIONAL INSPECTIONS INACCORDANCE WITH SECTION 1705.3.

- -

7.FOR SPECIALTY ELEMENTS, PERFORM ADDITIONAL INSPECTIONS AS DETERMINED BY THE REGISTEREDDESIGN PROFESSIONAL IN RESPONSIBLE CHARGE.

- -

SPECIAL INSPECTIONS

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12" = 1'-0"1 SPECIAL INSPECTIONS


DN

14'-4" 2'-0" 16'-8" 2'-0" 14'-4" 2'-0" 20'-4 3/8" 2'-9 1/8"

14'-4" 2'-0" 16'-8" 2'-0" 14'-4" 2'-0" 20'-4 3/8" 2'-9 1/8"

6'-0"

2'-0"

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

6'-0"

5'-8"

6'-0"

2'-0"

12'-0"

2'-0"

6'-0"

SLOPE DN

TOSC EL = -.25"

TOSC EL = -1"

TOSC EL = -7.75"

TOSC EL = -13.5"

TOSC = -12.25"

TOSC EL =-7"

TOSC EL =-7.75"

TOSC EL =-12.75"

TOSC = -12.25"

TOSC EL = -.25"

TOSC = -12.25" TOSC = -12.25"

TOSC EL = -1/4"

TO

SC

EL =

-1"

TOSC EL = -7"

TOSC EL = -1"

TOSC EL = -.25"

TOSC EL =-12.75"

TOSC EL = -13.5"

TOSC EL = -7.75"

TOSC EL = -7"

TOSC = -12.25" TOSC EL = -.25"TOSC = -12.25"

TOSC EL = -1"

TOSC EL = -1"5" CONC SLAB-ON-GRADE REINF

WITH #3 AT 12" OC EW, ON PREPARED SUBGRADE. REF SHT S0.00, AND THE GEOTECHNICAL

REPORT FOR SUBGRADE PREPARATION AND SLAB

TOSC EL = VARIES SEE PLAN

15'-9" 2'-0" 16'-8" 2'-0" 14'-8" 2'-0" 7'-0" 2'-0" 15'-6 1/2"

2'-0"

6'-0"

13'-5 1

/2"

12'-0"

6'-3"

5'-6" 19'-3" 2'-0" 24'-3 79/128" 2'-0" 7'-0 49/128" 2'-0" 15'-6 1/2"

2'-0"

6'-3"

2'-0"

6'-0"

2'-0"

6'-0"

TOSC EL =-7"

TOSC EL =-7.75"

TOSC EL = -1"

TOSC EL = -.25"

TOSC EL =-12.75"

TOSC = -12.25" TOSC = -12.25" TOSC = -12.25"

TOSC EL =-7"

TOSC EL =-7.75"

TOSC EL = -1"

TOSC EL = -.25"

TOSC EL =-12.75"

TOSC = -12.25"

TOSC EL =-7"

TOSC EL =-7.75"

TOSC EL = -1"

TOSC EL = -.25"

TOSC EL =-12.75"TOSC EL =-7"

TOSC EL =-7.75"

TOSC EL = -1"

TOSC EL = -.25"

TOSC EL =-12.75"

TOSC = -12.25"

TOSC EL = -13.5" TOSC EL = -13.5"

TOSC = -12.25"

TO

SC

EL =

-1"

SLO

PE

DN

TOSC = -12.25"

5" CONC SLAB-ON-GRADE REINF WITH #3 AT 12" OC EW, ON

PREPARED SUBGRADE. REF SHT S0.00, AND THE GEOTECHNICAL



2'-0"

6'-0"

2'-0"

6'-0"

5'-7"

6'-0"

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

2'-0"

6'-0"

14'-4" 2'-0" 16'-8" 2'-0" 14'-4" 2'-0" 20'-4 3/8" 2'-9 1/8"

14'-4" 2'-0" 16'-8" 2'-0" 14'-4" 2'-0" 20'-4 3/8" 2'-9 1/8"

3'-8"

24'-4 3

/8"

3'-8"

12'-0"

SLOPE DN

TOSC EL = -.25"

TOSC EL = -1"

TOSC EL = -7.75"

TOSC EL = -13.5"

TOSC = -12.25"

TOSC EL =-7"

TOSC EL =-7.75"

TOSC EL =-12.75"

TOSC = -12.25"

TOSC EL = -.25"

TOSC = -12.25" TOSC = -12.25"

TOSC EL = -1/4"

TO

SC

EL =

-1"

TOSC EL = -7"

TOSC EL = -1"

TOSC EL = -.25"

TOSC EL =-12.75"

TOSC EL = -13.5"

TOSC EL = -7.75"

TOSC EL = -7"

TOSC = -12.25" TOSC EL = -.25"TOSC = -12.25"

TOSC EL = -1"

TOSC EL = -1"5" CONC SLAB-ON-GRADE REINF

WITH #3 AT 12" OC EW, ON PREPARED SUBGRADE. REF SHT S0.00, AND THE GEOTECHNICAL



SHEET NOTES1. VERIFY ALL WALL OPENING DIMENSIONS AND LOCATIONS WITARCH

DRAWINGS.

2. REFER TO SHEET S2.02F FOR PIER/FOOTING SCHEDULE.

3. REFER TO SHEET S2.02F FOR COLUMN AND BASE PLATE SCHEDULE.

4. THE INFORMATION CONTAINED IN THESE PLANS ARE BASED ON EXISTING BUILDING CONSTRUCTION PLANS AND LIMITED AS-BUILTING. FIELD VERIFY ALL EXISTING DIMENSIONS AND CONDITIONS PRIOR TO FABRICATION OF NEW STEEL. NOTIFY ARCHITECT / ENGINEER OF ANY DISCREPANCIES. ANY APPROVED CHANGES SHALL BE INCORPORATED INTO THE ERECTION / SHOP DRAWINGS PRIOR TO SUBMISSION.


S

TATE OF TEXAS

GARY W. STOWE

63616L

I C E N S ED

PR

OF

ESS IO A L ENG

I NE

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N

Architect

CIVIL - WA PORTER



MEPT

DATE

PROJECT NUMBER

CLIENT

REVISIONS






PBK.com

DR

AW

N B

Y:

CH

EC

KE

D B

Y:


817-529-7240 P


214-442-5808 P 972-233-1373 FTX Firm: F-18672


A COMPANYPBK


817-732-9839 P



HOUSTON, TX 77046346-308-9036 P

DIG ENGINEERS

18035

04/02/2018


4/2

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S2.02E

PARTIAL FIRST

FLOOR PLAN

4/2/18

1842

BIRDVILLE ISD


Aut

hor

Che

cker

1/8" = 1'-0"1 FOUNDATION PLAN CF THOMAS COURTYARD A

1/8" = 1'-0"2 FOUNDATION PLAN CF THOMAS COURTYARD B

1/8" = 1'-0"3 FOUNDATION PLAN JD SPICER COURTYARD


EQ

UA

LE

QU

AL

EQ

UA

L

(3) ADDITIONAL BEAM STIRRUPS AT 3" OC EA SIDE OF SHEAR KEY

TYP CONST JT LOCATED IN MIDDLE THIRD OF SPAN WHERE REQD

ADDITIONAL (2) #5x4'-0"

CONTINUE ALL HORZ REINF THROUGH CONST JT TYP

2"

SHEAR KEY SHALL BE 3" DEEP WITH WIDTH 6" LESS THAN BEAM WIDTH

STIRR AT 3" OCABOVE AND BELOWOPENING

#6 AT 6" OC HORIZ TOP& BOT (2) #6 MIN

ELEVATION

MIN

10"

MA

X

a

MIN

10"

TYP

2'-0" MIN

MAX

a

MIN BETWEEN OPENING

c

MAX

b

BEAM TOP REINF

3 ADDITIONAL BEAM STIRR AT 3" OC EA SIDE OF OPENING

NOTES:1. LOCATE BEAM OPENING IN MIDDLE 1/3 OF BEAM SPAN, 6" AWAY FROM INTERSECTING BEAMS OR JOISTS AND 1.5H AWAY FROM FACE OF SUPPORT.

2. CONTACT EOR FOR ANY OPENING NOT MEETING THESE CONDITIONS.

MIN

10"

MA

X

b

MIN

10"

a = SMALLER OF H/4 OR 1'-0"b = SMALLER OF H/4 OR 1'-0"c = LARGER OF 1.5a OR 1.5b OR 3'-0"

SC

HE

D B

EA

M D

EP

TH

H

CORNER BARS TO MATCH TOP, BOT AND INTERMEDIATEREINF TYP UNO

NOTE:CORNER BARS NOT REQUIRED IF TERMINATING TOP, BOT AND INTERMEDIATE REINF IS PROVIDED WITH STANDARD HOOKS.

REF LAP SCHED TYPCLASS B TENSION

CORNER BARS

TOP, BOT AND INTERMEDIATEREINF TYP

3000 PSI CONC 4000 PSI CONC 5000 PSI CONC

TYP OTHER TYP OTHER TYP OTHER

#6 AND SMALLER BARS

74db 57db 64db 50db 58db 44db

#7 TO #11 BARS 93db 71db 81db 62db 72db 55db

STEEL REINF CLASS B TENSION LAP SPLICE SCHEDULE Lst

NOTES:

1. THE CLASS B TENSION LAP SPLICE SCHEDULE SHOWN IS FOR NORMAL WEIGHT CONCRETE AND GRADE 60 NON EPOXY COATED REINFORCING. 2. TYPICAL IS FOR BEAM TOP AND INTERMEDIATE BARS, WALL TOP AND HORIZONTAL BARS AND SLAB/FOOTING TOP BARS FOR SLAB/FOOTING THICKNESS GREATER THAN 13".3. FOR EPOXY COATED TYPICAL BARS, INCREASE SPLICE LENGTHS BY 31%. FOR EPOXY COATED OTHER BARS, INCREASE SPLICE LENGTHS BY 50%. 4. FOR LIGHTWEIGHT CONCRETE, DECREASE SPLICE LENGTHS BY 25%.5. FOR GRADE 75 REBARS, INCREASE SPLICE LENGTHS BY 25%.6. FOR #7 T0 #11 SLAB OR WALL REINFORCING WITH CLEAR COVER LESS THAN 1 BAR DIAMETER, INCREASE SPLICE LENGTHS BY 50%.7. SPLICE LENGTH FOR BARS OF DIFFERENT SIZE SHALL BE THE GREATER OF SPLICE LENGTH/1.3 OF THE LARGER BAR AND SPLICE LENGTH OF THE SMALLER BAR.8. FOR CONCRETE STRENGTH IN BETWEEN THOSE SHOWN IN THE SCHEDULE, USE SPLICE LENGTHS OF LOWER CONCRETE STRENGTH.9. MINIMUM SPLICE LENGTH SHALL BE 12".

6000 PSI CONC

TYP OTHER

53db 41db

66db 51db

7000 PSI CONC

TYP OTHER

49db 38db

61db 47db

8000 PSI CONC

TYP OTHER

46db 35db

57db 44db

USE STANDARD 90 DEGREE HOOK OR 180 DEGREE HOOK WHERE BEAM OR WALL IS NOT PRESENT BELOW THE SLAB

#4 CONT AT CORNERWHERE NO OTHER REINFIS PRESENT OR SPECIFIED

DOWELS REF SPECIFICDETAILS, USE #4 AT 12" OC WHERE DOWELS ARENOT SPECIFICALLY NOTED

FACE OF BEAM OR WALL

2'-0"

MIN EXTENSION

2'-0"

A: CONTROL JOINT (CJ)

B: CONSTRUCTION JOINT (CONST JT)

RESAW CONSTRUCTION JOINT 1/8" xT/4 DEEP TO PRODUCE VERTICAL SIDE WALL AND HORIZONTAL SHELF TO SUPPORT JOINT FILLER. FILL WITH JOINT FILLER AT EXPOSED JOINTS AND FILL WITH SUBFLOOR FILLER UNDER TILE AND CARPET, REF SPECIFICATIONS

REF SLAB-ON-GRADE CONSTRUCTION NOTES FOR DOWEL SIZE AND SPACING

NOTES:1. DOWELS MUST BE LEVEL AND SQUARE WITH JOINT.

2. EXCEPT AT SLAB LEAVEOUTS PARALLEL TO TILT-WALL PANELS OR EXTERIOR GRADE BEAMS/BASEMENT WALLS PROVIDE DEFORMED BAR SHOWN IN RELATED SECTIONS.

CONC SLAB REINF REF PLAN TYP

1/8" x T/4 DEEP SAWCUT CONTROLJOINT FOR WET CUTTING OR EARLYENTRY SAW CUTTING

SAWCUT CJ FILL WITH JOINT FILLERAT EXPOSED JOINTS AND FILL WITHSUBFLOOR FILLER UNDER TILE ANDCARPET, REF SPECIFICATIONS

CONC SLAB REINF REF PLAN TYP

1/8" TYP

1/4

" T

YP

EX

PO

SE

D J

OIN

TS

0"

TY

P U

NO

1/8

" A

T

T/4

T

1/8" TYP

T/4

T

OPTIONAL CJ WITH CONTINUOUS WATERSTOP

#4 DOWEL TOMATCH SPACINGOF SLAB ONGRADE REINF

#4 AT 12"OC EW EF

#4 AT 12" OCWITH (3) #5 CONT

3" OR LESS OFFSET

3" TO 18" OFFSET

18" TO 36" OFFSET

BEND SLAB REINF

REF PLAN FOR REINF

REF PLANFOR REINF MAINTAIN SPECIFIED

SLAB THICKNESS ATDEPRESSIONS (TYP)

6" 1'-0" 1'-0" 2'-0"

TYP

1'-6"

TYP

1'-6"

1'-0"

8"

1'-0"

CONTINUOUS WATERSTOPCURB HEIGHT

AND WIDTHREF ARCH

#4 CONT AT HOOK AND AT 12" OC

#3 AT 12" OC

NOTE:CONTRACTOR SHALLCOORDINATE CURB SIZESAND LOCATIONS WITH ARCH

TO

LO

WE

ST

LA

YE

R R

EIN

FS

EC

IFIE

D C

LE

AR

AN

CE

8" OR LESSCURB WIDTH

GREATER THAN 8"CURB WIDTH

#4 HORIZ AT 12" OC EA FACE

STANDARD HOOK IN THE DIRECTION OF THE LOWEST LAYER REINF, TYP

(4) #4 CONT AT DRAIN

CL OF TRENCHDRAIN ANDTHICKENED SLAB

#4 AT 12" OC

TYP

1'-0"

3" CLR

TRENCH DRAIN +1'-0" MIN

WIDTH OF

3"

CLR

TR

EN

CH

DR

AIN

+6"

MIN

DE

PT

H O

F

3" CLR

PROVIDE HOOK WHERE SLAB IS NOT PRESENT

DRAIN ASSEMBLY AND SLOPE REF ARCH

DEEP DROP IN TOP OF GIRDER, BEAM, OR JOIST

ELEVATION

SHALLOW DROP IN TOP OF GIRDER, BEAM, OR JOIST

ELEVATION

STANDARD 90 DEG HOOK

BEAM REINFORCINGSEE SCHEDULEOR SECTIONS

MAXIMUM 1:6 SLOPE IN BENT TOP BARS

BEAM REINFORCING SEE SCHEDULE OR SECTIONS

(2) #5 ADDITIONAL BARS FOR EACH BENT TOP BAR LOCATED ATLOWER END OF SLOPE IN TOP BAR

DE

PT

H

SC

HE

DU

LE

D<

6"

DR

OP

> 2

" D

RO

P

SC

HE

DU

LE

D D

EP

TH

SC

HE

D D

EP

TH

≤ 2

" D

RO

P

5"

2"

TENSION SPLICE

CLASS "B" 2"

SC

HE

D D

EP

TH

RECTANGULAR OR FORMED VOID

EXISTING GRADE BEAM

24" RIB RETAINER BY SUPERVOID

RESTORE 8" VOID SPACE UNDER EXISTING GRADE BEAM

FIE

LD

0'-

8"

MF

R

RE

F

MF

R

RE

F

VE

RIF

Y


S

TATE OF TEXAS

GARY W. STOWE

63616L

I C E N S ED

PR

OF

ESS IO A L ENG

I NE

ER

N

Architect

CIVIL - WA PORTER



MEPT

DATE

PROJECT NUMBER

CLIENT

REVISIONS






PBK.com

DR

AW

N B

Y:

CH

EC

KE

D B

Y:


817-529-7240 P


214-442-5808 P 972-233-1373 FTX Firm: F-18672


A COMPANYPBK


817-732-9839 P



HOUSTON, TX 77046346-308-9036 P

DIG ENGINEERS

18035

04/02/2018


4/2

/2018

4:2

2:3

4 P

M

C:\R

evit M

odels

\2017\S

TR

UC

_18

035_

R17

_jw

ashburn

.rvt

AG

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S2.02F

TYPICALFOUNDATION

DETAILS

4/2/18

1842

BIRDVILLE ISD


Aut

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3/4" = 1'-0"1 TYPICAL BEAM CONST JT

3/4" = 1'-0"2 TYPICAL HORIZONTAL OPENING IN BEAM

3/4" = 1'-0"3 TYPICAL CORNER BAR REINFORCING

3/4" = 1'-0"4

TYPICAL STEEL REINFCLASS B TENSION LAP SCHEDULE

3/4" = 1'-0"5 TYPICAL SLAB DOWEL

3/4" = 1'-0"6 TYPICAL SLAB-ON-GRADE JOINTS

3/4" = 1'-0"7 TYPICAL OFFSETS IN SLAB-ON-GRADE

1" = 1'-0"8 TYPICAL CURB AT SLAB

3/4" = 1'-0"9

TYPICAL TRENCH DRAINAT SLAB-ON-GRADE

3/4" = 1'-0"10

TYPICAL DETAIL OFREINFORCING AT SLAB/BEAM STEP

3/4" = 1'-0"11

TYPICAL GRADE BEAMS/WALLSVOID RETAINER


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