GENERAL NOTES - Aldine Independent School (EN) shall be in accordance with aci sp-66, latest edition. continuous reinforcement for slabs on grade and horizontal bars in

2

ELEVATION DETAIL SECTION DETAIL

STRUCTURAL ENGINEER SHALL BENOTIFIED FOR REDESIGN

PIPE ON HANGER EXCEEDS 150 LBSNOTE: IF TOTAL LOAD OF FILLED

FOR ALL STEEL, PVC OR CAST IRON PIPE AND ROOF DRAIN SUPPORT TO BAR JOIST STRUCTURE

JOIST SPACING

TYP INTERIOR CMU WALL BRACING

TYP EXTERIOR CMU WALL BRACING

1

JOIST PARALLEL TO WALL

TYP CMU BRACE LOCATION - PLAN VIEW

TYP INTERIOR CMU WALL BRACINGJOIST PARALLEL TO WALL

HANGER SPACING SCHEDULEMAX HANGER SPACINGNOMINAL PIPE DIAM JOIST SPACING

HEADER ANGLE SCHEDULEANGLE SIZE

3

7 5/8"

TYP INTERIOR CMU WALL BRACINGTYP INTERIOR CMU WALL BRACINGJOIST PERPENDICULAR TO WALL

5

4

6

ADD L2x2x1/4WELD TO TOP& BUTT CHORP

GENERAL NOTES

CONCRETE:

ALL CONCRETE SHALL HAVE SAND AND GRAVEL AGGREGATE, TYPE I PORTLAND

CEMENT, AND SHALL HAVE A COMPRESSIVE STRENGTH (F'C) OF 3,000 PSI

AT 28 DAYS. DRILLED FOOTINGS MAY BE 2500 PSI AT 28 DAYS.

MINIMUM CEMENT RATIO TO BE: 5 SACKS PER CUBIC YARD FOR 3000 PSI

CONCRETE AND 4 - 1/2 SACKS PER CUBIC YARD FOR 2500 PSI CONCRETE.

MAXIMUM WATER CEMENT RATIO TO BE 0.50.

THE USE OF FLY ASH IS NOT PERMITTED ON THIS PROJECT.

ALL CONCRETE REINFORCEMENT BARS SHALL CONFORM TO ASTM A615, GRADE

60. NO.3 BARS MAY BE GRADE 40. DOWELS FROM FOUNDATION TO MASONRY

WALLS SHALL BE GRADE 40.

ALL WELDED WIRE FABRIC SHALL CONFORM TO ASTM 185.

DETAILING, FABRICATION AND PLACING OF CONCRETE REINFORCEMENT AND

ACCESSORIES SHALL BE IN ACCORDANCE WITH ACI SP-66, LATEST EDITION.

CONTINUOUS REINFORCEMENT FOR SLABS ON GRADE AND HORIZONTAL BARS IN

FOOTINGS SHALL HAVE MINIMUM LAP AT SPLICES AS FOLLOWS (UNLESS

OTHERWISE NOTED):

NO.3 BARS...16" NO.4 BARS...22" NO.5 BARS...27"


CONTINUOUS REINFORCEMENT FOR GRADE BEAMS SHALL HAVE MINIMUM LAP AT

SPLICES AS FOLLOWS (UNLESS OTHERWISE NOTED):



ALL OTHER CONTINUOUS REINFORCEMENT BEAMS SHALL HAVE MINIMUM LAP AT

SPLICES AS FOLLOWS (UNLESS OTHERWISE NOTED):

HORIZONTAL BARS:



NO.9 BARS..104" NO.10 BARS..132" NO.11 BARS..162"

VERTICAL BARS:



NO.9 BARS...80" NO.10 BARS..101" NO.11 BARS..125"

WELDED WIRE FABRIC SHALL LAP SO THAT THE OVERLAP MEASURED BETWEEN

OUTMOST CROSS WIRES OF EACH FABRIC SHEET IS NOT LESS THAN THE

SPACING OF CROSS WIRES PLUS 2".

PROVIDE CORNER BARS EQUAL IN SIZE AND NUMBER BY FIVE FEET WITH A

90 DEGREE BEND AT THE CORNER, IN EXTERIOR FACE OF BEAMS AND WALLS.

CORNER BARS NEED NOT BE LARGER THAN #5. SEE TYPICAL DETAIL FOR

CORNER BARS.

REINFORCING BARS MAY NOT BE WELDED WITHOUT APPROVAL OF THE

STRUCTURAL ENGINEER.

FOR CONTINUOUS GRADE BEAM REINFORCEMENT, TOP BARS SHALL BE SPLICED

AT THE CENTER OF A SPAN AND THE BOTTOM BARS SHALL BE SPLICED AT

THE CENTER OF A SUPPORT. SEE TYPICAL DETAIL.

CONCRETE PROTECTION FOR REINFORCEMENT SHALL BE AS FOLLOWS, (SEE

SECTION 7.7 ACI 318, LATEST EDITION, FOR CONDITIONS NOT NOTED):

ALL CONCRETE FORMED AGAINST THE GROUND...................3"

SIDES AND BOTTOMS OF GRADE BEAMS.........................3"

WALLS AND SIDES OF BEAMS ABOVE GRADE.....................1-1/2"

SLABS ABOVE GRADE.......................................3/4"

EXTERIOR FACE OF ALL GRADE BEAMS SHALL BE BOARD FORMED FOR FULL

DEPTH.

ALL MIXING, TRANSPORTING, PLACING AND CURING OF CONCRETE SHALL BE

DONE IN ACCORDANCE WITH THE RECOMMENDATION OF THE LATEST EDITIONS

OF THE AMERICAN CONCRETE INSTITUTE ACI 318, ACI 301, ACI 309,

ACI 305 AND ACI 306. MAXIMUM FREE FALL FOR CONCRETE TO BE 3'-0".

NO HORIZONTAL JOINTS WILL BE PERMITTED IN CONCRETE EXCEPT AT

CONSTRUCTION JOINTS EXCEPT WHERE THEY NORMALLY OCCUR OR WHERE

DETAILED.

HORIZONTAL REINFORCING SHALL BE CONTINUOUS THROUGH CONSTRUCTION

JOINTS.

FRESHLY DEPOSITED CONCRETE SHALL BE PROTECTED FROM PREMATURE

DRYING AND EXCESSIVE HOT OR COLD TEMPERATURES FOR THE PERIOD OF

TIME NECESSARY FOR THE HYDRATION OF THE CEMENT AND PROPER

HARDENING OF THE CONCRETE. THIS SHALL BE A MINIMUM OF SEVEN DAYS

AFTER THE CONCRETE IS POURED.

ALL CONCRETE, INCLUDING DRILLED FOOTINGS, SHALL BE CONSOLIDATED BY

VIBRATION, SPADING OR RODDING, SO THAT THE CONCRETE IS THOROUGHLY

WORKED AROUND THE REINFORCEMENT, EMBEDDED ITEMS, AND INTO CORNERS

OF FORMS, ELIMINATING ALL AIR OR STONE POCKETS WHICH MAY CAUSE

HONEYCOMBING. CARE SHALL BE TAKEN NOT TO OVER VIBRATE AND CAUSE

SEGREGATION.

SEE ARCHITECTURAL, MECHANICAL, AND ELECTRICAL DRAWINGS FOR

SLEEVES, CURBS, DEPRESSIONS, INSERTS, ETC. THAT ARE NOT SHOWN.

STRUCTURAL STEEL:

ALL STRUCTURAL STEEL BEAMS AND COLUMNS SHALL BE GRADE CONFORM

TO ASTM A572 WITH Fy = 50 KSI.

ALL STRUCTURAL STEEL ROLLED SHAPES AND PLATES SHALL CONFORM TO

ASTM A572 UNLESS NOTED OTHERWISE.

ALL PIPE SHALL CONFORM TO ASTM A501 OR ASTM A53, TYPE E OR S. ALL

TUBING SHALL CONFORM TO ASTM A500, GRADE B.

ALL CONNECTION BOLTS FOR STRUCTURAL STEEL MEMBERS SHALL CONFORM TO

ASTM A325 AND SHALL BE DESIGNED AS BEARING-TYPE

CONNECTIONS TIGHTENED TO A SNUG TIGHT CONDITION AS PER THE

REQUIREMENT OF THE AISC MANUAL OF STEEL CONSTRUCTION. WASHERS OF

A325 MATERIAL SHALL BE USED ON ALL A325 CONNECTIONS. THE USE OF

SHIM PLATES IS NOT ALLOWED WITHOUT APPROVAL OF THE STRUCTURAL ENGINEER.

GROUT UNDER COLUMN BASE PLATES SHALL BE OF A NON-SHRINK VARIETY

WITH A MINIMUM COMPRESSIVE STRENGTH OF 7,000 PSI AT 28 DAYS. 100%

OF VOID UNDER ALL BASE PLATES IS TO BE GROUTED. ALL BASE PLATES

WITH A DIMENSION GREATER THAN 24" ARE TO HAVE TWO 1" DIAMETER

GROUT HOLES. IF THE SPACE UNDER A COLUMN BASE PLATE IS LESS THAN

1/4", THEN A PRESSURE INJECTION SYSTEM SHALL BE USED.

ALL STRUCTURAL STEEL DETAILS AND CONNECTIONS SHALL CONFORM TO THE

STANDARDS OF AISC.

ALL WELDING SHALL CONFORM TO THE STANDARDS OF THE AMERICAN WELDING

SOCIETY AND SHALL BE PERFORMED BY CERTIFIED WELDERS WHO ARE

CERTIFIED FOR THE POSITION OF WELD WHICH THEY ARE PERFORMING.

ALL FILLET WELDS SHALL BE MINIMUM AS REQUIRED BY AISC TABLE J2.4

BUT NOT LESS THAN 3/16". UNLESS OTHERWISE NOTED, WELDS SHALL BE

WELDED ALL AROUND ON ALL ACCESSIBLE SIDES.

ALL GROOVE WELDS TO BE FULL PENETRATION, UNLESS OTHERWISE NOTED.

ALL FULL PENETRATION WELDS AT MOMENT CONNECTIONS SHALL BE TESTED

AND CERTIFIED BY AN INDEPENDENT TESTING LAB USING NON DESTRUCTIVE

TESTING METHOD. FOR SHOP WELDS, CERTIFICATION SHALL BE SUBMITTED

PRIOR TO SHIPPING TO JOB SITE. FOR FIELD WELDS, CERTIFICATION

SHALL BE SUBMITTED PRIOR TO COVERING CONNECTIONS WITH

ARCHITECTURAL FINISHES.

ALL SHOP CONNECTIONS ARE TO BE WELDED AND ALL FIELD CONNECTIONS

ARE TO BE BOLTED EXCEPT WHERE OTHERWISE NOTED.

SPLICING OF STRUCTURAL STEEL MEMBERS WHERE NOT DETAILED IS

PROHIBITED WITHOUT PRIOR APPROVAL OF THE STRUCTURAL ENGINEER.

ALL STRUCTURAL STEEL CONNECTIONS SHALL DEVELOP THE FULL UNIFORM

LOAD CAPACITY AS TABULATED BY AISC TABLES FOR UNIFORM LOAD

CONSTANTS ON BEAM UNLESS OTHERWISE NOTED. ALL STRUCTURAL STEEL

CONNECTIONS SHALL BE DESIGNED BY THE STEEL FABRICATOR TO SUPPORT

THESE LOADS OR OTHER LOADS AS NOTED ON THE STRUCTURAL DRAWINGS.

(FOR BEAMS WITH COMPOSITE DESIGN, STANDARD AISC CAPACITY SHALL BE

INCREASED BY 35 PERCENT).

FOR STEEL BEAMS SHOWN ON THE DRAWINGS THAT DO NOT MEET THE MINIMUM

SIZE REQUIRED BY THE U.L. DESIGN NUMBER, WHICH IS SELECTED BY THE

ARCHITECT, THE THICKNESS OF THE SPRAYED PROTECTION MATERIAL SHALL

BE INCREASED. INCREASED THICKNESS OF SPRAYED PROTECTION MATERIAL

SHALL BE AS REQUIRED BY THE FORMULA SHOWN ON PAGE 18 OF THE U.L.

FIRE RESISTANCE DIRECTORY 1993 (OR LATEST EDITION) UNDER

ADJUSTMENT OF SPRAYED PROTECTION MATERIAL THICKNESS FOR RESTRAINED

BEAM RATINGS FOR VARIOUS BEAM SIZES.

FOR STEEL COLUMNS SHOWN ON THE DRAWINGS THAT DO NOT MEET THE

MINIMUM SIZE REQUIRED BY THE U.L. DESIGN NUMBER, WHICH IS SELECTED

BY THE ARCHITECT, INCREASE OF THICKNESS FOR THE SPRAYED

PROTECTION MATERIAL SHALL BE AS REQUIRED BY THE FORMULA SHOWN ON

PAGE 19 OF THE U.L. FIRE RESISTANCE DIRECTORY 1993 (OR LATEST

EDITION).

ALL OPEN-WEB STEEL JOIST AND BRIDGING SHALL CONFORM TO THE

STANDARDS OF THE STEEL JOIST INSTITUTE. BRIDGING SHALL CONFORM TO

THE SJI STANDARDS AND SHALL BE WELDED TO THE TOP AND BOTTOM CHORDS

AND TO THE BEAMS AT THE END. ONE JOIST NEAREST COLUMN LINE SHALL

BE FIELD BOLTED, AS PER OSHA STANDARDS, TO PROVIDE LATERAL

STABILITY DURING CONSTRUCTION. THE JOIST MANUFACTURER IS

RESPONSIBLE FOR REVIEWING THE CONSTRUCTION DOCUMENTS TO DETERMINE

IF THERE ARE ANY SPECIAL U.L. REQUIREMENTS WHICH MAY AFFECT THE

JOIST DESIGN AND INCORPORATE THOSE U.L. REQUIREMENTS INTO THEIR

DESIGN.

WHERE LONGSPAN JOISTS OR TRUSSES 40 FEET OR LONGER ARE USED, A

CENTER ROW OF BOLTED BRIDGING SHALL BE INSTALLED TO PROVIDE

LATERAL STABILITY DURING CONSTRUCTION PRIOR TO SLACKING OF

HOISTING LINE. (OSHA 1926.751 (2)).

ALL HANGER LOADS SUSPENDED FROM OPEN-WEB STEEL JOIST THAT ARE

HEAVIER THAN 50 POUNDS PER HANGER ARE TO BE ATTACHED TO THE TOPCHORD AT A JOIST TOP CHORD PANEL POINT.

PIPES SUSPENDED FROM OPEN-WEB JOIST TO BE SUPPORTED TO EACH JOISTCROSSED FOR ROOFS AND EVERY OTHER JOIST CROSSED FOR FLOORS. INADDITION, PIPES SHALL BE SUPPORTED TO EACH STEEL BEAM CROSSED.SEE TYPICAL DETAIL.

ALL STEEL DECK SHALL CONFORM TO THE STANDARDS AND BASIC DESIGNSPECIFICATIONS OF THE STEEL DECK INSTITUTE. STEEL DECK SHALL BEATTACHED TO SUPPORTING MEMBERS AND ADJOINING STEEL DECK SHEETS BYMEANS OF ELECTRIC ARC WELDING IN ACCORDANCE WITH MANUFACTURER'S

SPECIFICATIONS. MINIMUM WELDING SHALL BE WITH 5/8" DIAMETERPUDDLE WELDS TO ALL SUPPORTING MEMBERS, INCLUDING ALL PERIMETER

EDGES, SPACED AT 12" O.C. MAXIMUM. USE WELDING WASHERS FOR DECK

LIGHTER THAN 22 GAGE. FOR DECK SPAN GREATER THAN 5 FEET, THE SIDE

LAPS SHALL BE FASTENED TOGETHER AT A MAXIMUM SPACING OF 3 FEET

O.C. END JOINTS SHALL BE OF OVERLAPPING TYPE WITH A 2" MINIMUMLAP AND SHALL OCCUR OVER A SUPPORT.

MASONRY:

ALL MASONRY CONSTRUCTION SHALL CONFORM WITH THE REQUIREMENTS OF

ACI 530-88 AND ACI 530.1-88, LATEST EDITION.

ALL CONCRETE MASONRY UNITS SHALL HAVE A MINIMUM PRISM STRENGTH OFf'm = 1800 PSI. ALL MORTAR SHALL BE TYPE M OR S USING PORTLANDCEMENT AND HYDRATED LIME. MASONRY CEMENT MIX IS NOT TO BE USED.

FILL ALL REINFORCED CELLS, REINFORCED BOND BEAMS OR REINFORCED

CAVITIES WITH ASTM C476 GROUT HAVING A 28 DAY COMPRESSIVE STRENGTH

OF 3000 PSI. LAP MASONRY REINFORCING 48 BAR DIAMETERS. PLACE

GROUT IN LIFTS NOT EXCEEDING 5 FEET. SEE ACI 530.1 - 88 FORMAXIMUM POUR HEIGHTS.

STRUCTURAL DRAWINGS SHOW MASONRY WALL REINFORCING FOR SHEAR WALLSAND LOAD-BEARING WALLS ONLY. ALL OTHER MASONRY REINFORCING ISINDICATED ON THE ARCHITECTURAL DRAWINGS.

MASONRY COURSING SHOWN ON STRUCTURAL DRAWINGS IS TO INDICATEMATERIAL TYPE. SEE ARCHITECTURAL DRAWINGS FOR ACTUAL MASONRYCOURSING.

DOWELS FROM FOUNDATION TO MASONRY WALLS SHALL BE GRADE 40.

GENERAL:

CONSTRUCTION METHODS, ERECTION PROCEDURES, AND SAFETY PRECAUTIONSARE THE RESPONSIBILITY OF THE CONTRACTOR. STRUCTURAL DRAWINGSREPRESENT THE FINISHED STATE OF STRUCTURAL ELEMENTS. CONTRACTORTO PROVIDE TEMPORARY BRACING FOR ACCURATE PLUMBING AND TO RESISTALL WIND, SOIL BACKFILL, AND CONSTRUCTION LOADS. ENGINEEREDSTRUCTURAL DESIGN FOR TEMPORARY BRACING, FORMWORK, SOIL RETENTION,AND SHORING ARE TO BE PROVIDED BY THE CONTRACTOR.

CONTRACTOR TO VERIFY ALL DIMENSIONS AND EXISTING CONDITIONS OF JOBSITE. ANY VARIATION FROM DIMENSIONS OR DETAILS AS SHOWN ON THESTRUCTURAL DRAWINGS SHALL BE REPORTED TO THE ARCHITECT ANDSTRUCTURAL ENGINEER.

EXTRA CARE SHALL BE TAKEN TO PREVENT CAVING AND SLOUGHING OF THESIDES OF THE GRADE BEAM EXCAVATION. THE GRADE BEAMS SHALL BE KEPTCLEAN OF ANY EARTH THAT MAY COME LOOSE FROM THE SIDES AND FALLINTO THE EXCAVATIONS.

ALL LOOSE SOIL, DEBRIS OR MUD SHALL BE REMOVED FROM THE BOTTOM OFGRADE BEAMS BEFORE POURING.

EXCAVATIONS FOR FOOTINGS SHALL BE NEAT AND CLEAN OF ALL LOOSE SOILOR MUD BEFORE POURING.

FOOTINGS SHALL BE POURED IMMEDIATELY UPON COMPLETION OF EXCAVATIONAND CLEANING OF FOOTING BEARING SURFACE.

CRANES, CONCRETE TRUCKS AND ALL OTHER HEAVILY LOADED VEHICLES ARENOT TO BE DRIVEN ACROSS GRADE BEAMS OR ON BUILDING SLABS.

ERECTION OF STRUCTURAL STEEL MAY NOT BEGIN UNTIL CONCRETEFOUNDATION HAS CURED FOR A MINIMUM OF THREE DAYS. STRUCTURALSTEEL OR OTHER HEAVY LOADS SHALL NOT BE STOCKPILED ON ANY SLABUNTIL IT HAS CURED FOR A MINIMUM OF THREE DAYS.

WHERE A DRILLED FOOTING IS SHOWN ON THE PLAN CLOSER THAN 6'-0"FROM ANOTHER FOOTING, DRILL ONE FOOTING, FILL WITH CONCRETE AND

LET CURE 24 HOURS BEFORE THE ADJACENT FOOTING IS DRILLED. (6'-0"DIMENSION IS MEASURED BETWEEN BELLS NOT CENTER TO CENTER.)

FOUNDATION DESIGN AND CONSTRUCTION REQUIREMENTS ARE BASED ON THE

HTS INC CONSULTANTS PROJECT NO.13-S-488. THE CONTRACTOR SHALL OBTAINA COPE OF THIS REPORT AND SHALL FAMILIARIZE HIMSELF WITH THE SOILSCONDITIONS AT THE SITE. IF ANY CONDITIONS DIFFER FROM THIS REPORTOR IF THERE IS A CONFLICT BETWEEN THE REPORT,THE CONTRACT DOCUMENTSTHE CONTRACTOR SHALL NOTIFY THE ARCHITECT AND ENGINEER FOR ACLARIFICATION. PRIOR TO BIDDING THE PROJECT, IF THE CONTRACTORDISCOVERS A CONFILICT BETWEEN THE EXISTING SITE CONDITIONS AND THEREPORT.DURING CONSTRUCTION THE CONTRACTOR SHALL NOTIFY THE ARCHITECTAND ENGINEER FOR ADDITIONAL INSTRUCTIONS PRIOR TO CONTINUATION OFCONSTRUCTION.

THE USE OF REPRODUCTIONS OF STRUCTURAL CONSTRUCTION DOCUMENTS INPLACE OF PREPARATION OF SHOP DRAWINGS IS NOT RECOMMENDED BY THISOFFICE. INDEPENDENT PREPARATION OF SHOP DRAWINGS PROVIDES ANADDITIONAL CHECK OF ACCURACY, FIT, AND DETAILS THAT IS BENEFICIALTO THE CONSTRUCTION PROCESS. BY USE OF REPRODUCTIONS OF THECONTRACT DOCUMENTS FOR SHOP DRAWINGS, THE CONTRACTOR SIGNIFIES HISACCEPTANCE OF ALL RESPONSIBILITY THAT INFORMATION ON THEREPRODUCED DRAWINGS IS CORRECT--AS IF THE DRAWINGS WERE PREPAREDBY THE CONTRACTOR. ADDITIONALLY, THE CONTRACTOR SHALL BE

OBLIGATED FOR ANY JOB EXPENSE AND LIABILITY TO THE ENGINEER AND/ORARCHITECT THAT MAY OCCUR DUE TO ANY ERRORS OR OMISSIONS ONREPRODUCTIONS OF STRUCTURAL DRAWINGS.

REPRODUCTIONS USED AS SHOP DRAWINGS SHALL HAVE TITLES AND SEALSREMOVED. ELECTRONIC FORMAT OF CADD FILES WILL NOT BE FURNISHED.

DESIGN LOADS:

ROOF LIVE LOAD............... 20 PSF (ROOF PITCH LESS THAN

4:12)

16 PSF (ROOF PITCH 4:12 TO

12:12)

12 PSF (ROOF PITCH 12:12 AND GREATER)

WIND LOAD.................... PER SECTION 1609 OF THE INTERNATIONAL BUILDING CODE,

110 M.P.H. BASIC WIND SPEED AND

1.15 IMPORTANCE FACTOR.

DescriptionDateNo.

1001 Fannin Street, Suite 300 | Houston, TX 77002 USAPhone 713.622.1180 | Fax 713.622.7021

www.morris-hz.com

INTERIM REVIEW DOCUMENTS

Interim review documents are incomplete and not to be used forregulatory approval, permit, or construction.

ALDINE INDEPENDENT SCHOOL DISTRICTCLIENT

MORRISARCHITECT

Project Team WONG AND ASSOCIATESLANDSCAPE ARCHITECTBROOKS AND SPARKSCIVIL ENGINEER

ISSUE FOR OWNER REVIEW1.31.201401

SCHMITZ/LAMB ENGINEERS, INCSTRUCTURAL ENGINEER

JSE CONSULTING ENGINEERSMEP ENGINEERFCA DESIGN, INCFOOD SERVICE CONSULTANTS

DescriptionDateNo.

ISSUE FOR COMPETITIVE SEALED PROPOSALS3.21.201402

©

©

A

A

A

A

E

H

E

EHI

F

AA

A

AA

A

AA

AA

AA

AAA

42"

A

A

A

A

A

A

A

A

A

A

A

A

E

A

AA

E

1/S

4-1

2/S

4-1

6/S4-1

12/S4-1

3/S4-1

4/S4-1

7/S4-1

12/S

4-1

8/S

4-1

6/S

4-1

9/S4-113/S4-2

9/S4-1

13/S

4-1

S/M

13/S4-114/S4-1

2A/S4-1

9/S4-1

7/S

4-18/S4-1

TYP

7/S4-1

7/S4-1

8/S

4-1

13/S4-2

A

A

A

A

72"

42"42"

42"

42"

42"

42"

42"

42"

42"

42"

42

48"42"48"42"

42"

48"42"

42"

48"

42"

42"

30"

42"

42"

42"36"

42"

42"48"42''

30"

48"

42"

30"

30"

30"

-2 1/2"

SEE SHT. S1-2 FORCOL. AND FTG. SIZES

1A/S4-1

A

2/S4-1

1/S4-1-9"

-9"

-2-1/2"

-2-1/2"

-2 1/2"

24/S4-1

A

48"30"

30"

42"

48"

42"

42"30"

30"

42"

48"

42"

48"30"

48"48"66"42"42"

30"

48"

42"

48"

30"

48"

30"

42"42"

48"

48"

42"

42"

42"48"

42"

54"

42"

42" 42"

30"

36"

48" 48"

48" 42" 42"

42"

42"

42"

48"

48"

42"

48"

48"

48"

42"48"

48"

48"

48"

54"

48"

66"42"

48"48"48"

42"

48"

42"

42"

48"

42"

42"

48"

42"

72"48"48"

72"72"

23'-11 3/4"

TYP

9/S4-1

TYP

48" 48"

54"

54"

54"

54"

36"

36"

36"

36"

1'-3 "

10"

-9"

13'-0"

E

8/S

4-1

36"

36"

48"

48"

66"

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A

A

66"42"

30"

48"

54" 54"

48"

72"

48"48"

66"54"

30"

42"

48"

42"48"

42"

42"

42"66"54"

42"54"

54"48"

30"

30"42"

54"

30"

54"

78"30"

42"

54"66"

30"

54"

72"

54"

72"

72"30"30"

42"

54"

42" 42"

42"

48"

30"

42" 48" 42" 48" 42" 48" 42" 48" 42"

42" 42"

42" 42"

48" 48"

42"

48"

42" 54"

30"

42"

48"

30"

42"

48"

48"

42"

30"

30"

42"

42"

42"

54"

54"

60"

30"

36"36"

48" 48"

1/S

4-2

42" 48" 48"

36"

36"

60"

36"

54" 42"

54"

48"

54"

54"

54"

48"

42"

66"

72"

54"

1'-3"

6"

33'-7"

30'-5 1/2"

30'-5 1/2"

32'-11 1/2"

10"

31'-4 1/2"

158'-7"

16'-6 1/2"

9" 13'-0 1/2" 9 1/2"

16'-5"

10"

28'-5 1

/2"

28'-6 1

/2"

13'-11 3/4" 16'-5 3/4"

6'-6" 10'-7 3/4"

1'-11"

7'-9"

7'-2 1/4"

33'-8"

7'-0"

14'-6"

9'-11"

6'-2"

10'-4"

12'-10 1

/2"

14'-7" 24'-0" 30'-0" 30'-0" 30'-0" 30'-0" 9"

12'-9 1/2" 12'-0" 15'-0" 15'-0" 15'-0" 15'-0" 15'-0" 15'-0" 15'-0" 15'-9"

17'-2 1

/2"

16'-5 1

/2"

24'-3"

54"9'-1 7

/8"

6'-0"

5'-1 1

/2"

11'-11 1

/2"

10"

10'-0"

13'-3"

1'-0 1

/2"

30"48"

8'-8 1

/2"

8'-8 1

/2"

6/S

4-1

12/S

4-1

8/S

4-1

42"

15'-6"15'-5"

30'-11"

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A.1CD.7E.9

K.8

10.6

10.2

9.8

9.2

9.3

7.6

7.3

6.8

6.6

6.2

4.8

4

2.5

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6-1

7/S

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19

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3'-6

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7/S6-1

14/S6-1

6"

2" E

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4"

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3'-3"

W1

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6

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AD.3 B.8E A.7

9

11

10

8

7

6

5

4

3

2

1

B A.5

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15'-6"7'-6"7'-5"

W1

6x2

6

W1

6x2

6

J G

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B

20

19

17

18

DEF

16

15

14

13

12

11

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18.4

20

17

15.8

14

12.2

10.6

JK.8M.9

13.1

13.1

14K2

14K2

H D.3 B.8 B A.7 AE

7'-9

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3'-1

0"

22

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1/2

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28

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1/2

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28

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1/2

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18.6

7'-0

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3'-7

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16

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30

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7'-2

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8 EQ SPA

6 EQ SPA

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1"

12"

ANCH BOLT ANCHOR BOLTS - SEE COLUMN SCHEDULE

BLDG LN BUILDING LINE. SEE ARCHITECTURAL DRAWINGS.

CL BM & FTG CENTER LINE OF GRADE BEAM AND FOOTING TO BE THE SAME AT FOOTINGS BETWEEN COLUMNS OR WHERE COLUMNS ARE NOT PRESENT.

CL COL & FTG CENTER LINE OF COLUMN AND FOOTING TO BE THE SAME AT FOOTINGS LOCATED AT COLUMNS.

CONC CVR CONCRETE COVER AROUND BASE PLATE POUR DOWN SLAB MINIMUM

3" ON ALL SIDES.

CONT KEY CONSTRUCTION KEYWAY FORMED 1 1/2" DEEP INTO CONCRETE.

DOWEL ACROSS THE JOINT WITH #3 x 3'-0" DOWEL SPACED AT

24" O.C.

EXT COL BLK OUT EXTERIOR COLUMN BLOCK OUT FOR BASE PLATE, FILL WITH CONCRETE AFTER GROUTING COLUMN.

FIN FST FLR FINISHED FIRST FLOOR SLAB. SEE ARCHITECTURAL DRAWINGS FOR ELEVATION.

FTG CAP CONCRETE FOOTING CAP. REINFORCE WITH 2 - #4 HOOPS EACH WAY.

HOOK STANDARD 90 DEGREE OR 180 DEGREE HOOK (AS SHOWN.)

INT COL BLK OUT INTERIOR COLUMN BLOCK OUT. IF A SLAB IS PLACED BEFORE THE COLUMN IS ERECTED, PROVIDE BLOCK OUT BY USING A METAL KEY JOINT FOR FORM. SEE TYPICAL DETAIL.

JNT MTL EXPANSION JOINT MATERIAL.

KEY 3 1/2 x 1 1/2 FORM CONTINUOUS 1 1/2" DEEP x 3 1/2" WIDE KEY.

MAS DWLS MASONRY DOWELS. PROVIDE DOWELS EQUAL IN SIZE AND SPACING AND AT THE SAME LOCATION AS VERTICAL MASONRY WALL REINFORCING, AS NOTED ON THE ARCHITECTURAL

DRAWINGS. DOWELS TO BE 4'-0" IN LENGTH, EXTENDING

2'-0" INTO CONCRETE AND 2'-0" INTO MASONRY WALL AND CENTERED ON MASONRY WALL.

MAS REINF CONTINUOUS MASONRY REINFORCING. LAP BARS 48 TIMES BAR DIAMETERS. FILL ALL REINFORCED CELLS, BOND BEAMS OR

CAVITIES WITH ASTM C476 (2,500 PSI) GROUT. EXCEPT AS NOTED ON STRUCTURAL DRAWINGS, SEE ARCHITECTURAL DRAWINGS FOR SIZE AND SPACING OF WALL REINFORCING.

MTL C J METAL CONSTRUCTION JOINT FORMED WITH A METAL KEY JOINT

WITH #4 DOWELS x 3'-0" AT 18" O.C. AT COLD JOINTS OF POUR BREAKS, REMOVE THE METAL JOINT FROM THE FIRST SIDE OF THE SLAB POUR BEFORE SECOND SIDE IS POURED. PLACE THE METAL CONSTRUCTION JOINTS AS NOTED BY TYPICAL DETAIL

AT A MAXIMUM 40'-0" O.C. EACH WAY UNLESS NOTED OTHERWISE ON THE PLAN. SUBMIT LOCATIONS TO THE ARCHITECT AND THE ENGINEER FOR REVIEW.

NOSE BAR #4 CONTINUOUS AT THE NOSE OF ALL STAIR TREADS WITH #3 DOWELS AS SHOWN AT 15" O.C.

OPNG THRU BEAM OPENING THROUGH BEAM FOR PIPING. SEE ARCHITECTURAL OR MECHANICAL DRAWINGS FOR SIZE AND LOCATION. PREFERABLY PLACE THE OPENING SO THAT A CONTINUOUS BEAM REINFORCING IS NOT CUT. IF IT IS NECESSARY THAT ANY CONTINUOUS BEAM REINFORCING BE CUT, THEN CONSULT THE STRUCTURAL ENGINEER FOR REDESIGN. FOR PIPES EMBEDDED IN BEAM, WRAP

WITH 1/2" SPONGE RUBBER.

PVMT PAVEMENT. SEE ARCHITECTURAL DRAWINGS FOR DETAILS AND REINFORCING.

PVMT DWLS 3/4" ROUND x 18", SMOOTH DOWELS WITH AN EXPANSION CAP TO

THE PAVEMENT AT 15" O.C.

SCHD COL & B PLT SCHEDULED COLUMN AND BASE PLATE ON 1 1/2" NON-SHRINK GROUT WITH SCHEDULED ANCHOR BOLTS. ANCHOR BOLTS MAY NOT BE SHOWN FOR CLARITY.

SCHD FTG REINF SCHEDULED FOOTING REINFORCING. EXTEND THE VERTICAL

REINFORCING 1'-9" INTO THE GRADE BEAM OR CONCRETE HAUNCH.

SCHD FTG SIZE SCHEDULED FOOTING SIZE. SEE PLAN FOR SIZES.

SEL COMP FILL SELECT COMPACTED FILL UNDER STRUCTURE. SEE SPECIFICATIONS AND SEE SOILS REPORT.

SHAFT DIAM SCHEDULED SHAFT DIAMETER.

TO APPR SOIL BRG TO APPROVED SOIL BEARING AS NOTED. ANY REFERENCES TO

EXISTING GRADE ARE TO NATURAL (PRIOR TO SITE FILL) GRADE. SEE SOILS REPORT FOR OTHER INFORMATION.

TURN DWN REINF TYPICAL TURN DOWN REINFORCING 2-#4 CONTINUOUS WITH #3

TIES AT 15" O.C. 1'-3" LONG. BEND AT THE CENTER AS

SHOWN. DOWEL CONTINUOUS 2-#4 TO BEAMS OR WALLS AT ENDS

WITH 2-#4 DOWELS.

TYP EXT G B REINF TYPICAL EXTERIOR GRADE BEAM REINFORCING 2-#6 CONTINUOUS TOP AND BOTTOM. SEE TYPICAL GRADE BEAM DETAIL FOR BAR SPLICE. SEE THE PLAN FOR ADDED REINFORCING. FOR ADDED REINFORCING NOTED ON PLAN, ADD THE TOP BARS CENTERED OVER FOOTINGS AND THE BOTTOM BARS CENTERED BETWEEN FOOTINGS.

TYPICAL STIRRUPS TO BE NO. 3 CLOSED TIES SPACED AS SHOWN ON TYPICAL GRADE BEAM DETAIL. SEE PLAN NOTES OR DETAILS FOR OTHER STIRRUP SPACING THAT TAKES PRECEDENCE OVER TYPICAL STIRRUPS.

TYP INT G B REINF TYPICAL INTERIOR GRADE BEAM REINFORCING 2-#6 CONTINUOUS TOP AND BOTTOM. SEE TYPICAL GRADE BEAM DETAIL FOR BAR SPLICE. SEE THE PLAN FOR ADDED REINFORCING. FOR ADDED REINFORCING NOTED ON PLAN, ADD THE TOP BARS CENTERED OVER THE FOOTINGS AND THE BOTTOM BARS CENTERED BETWEEN THE FOOTINGS.

TYPICAL STIRRUPS TO BE NO. 3 CLOSED TIES SPACED AS SHOWN ON TYPICAL GRADE BEAM DETAIL. SEE PLAN NOTES OR DETAILS FOR OTHER STIRRUP SPACING THAT TAKES PRECEDENCE OVER TYPICAL STIRRUPS.

TYP FTG TYPICAL FOOTING. SEE TYPICAL FOOTING DETAIL AND SCHEDULE.

TYP SLB DWL TYPICAL SLAB DOWEL #3 AT 24" O.C. 3'-0" LONG. BEND AT THE CENTER AS SHOWN.

TYP SLB REINF TYPICAL SLAB REINFORCING. SEE FOUNDATION PLAN.

UNDIST SOIL UNDISTURBED SOIL. PLACE THE FOOTING ON UNDISTURBED SOIL WITHOUT ANY LOOSE, UNCOMPACTED SOIL, FOREIGN DEBRIS, OR STANDING WATER.

VAP BAR VAPOR BARRIER. SEE ARCHITECTURAL DRAWINGS AND SPECIFICATIONS.

VERIFY VERIFY DIMENSIONS OR DETAIL WITH THE MANUFACTURER'S DRAWINGS.

WDN BM WIDEN GRADE BEAM AT COLUMNS (INCLUDING CORNER COLUMNS)

AND REINFORCE WITH 2 - #4 HORIZONTAL HOOPS TIED TO THE GRADE BEAM REINFORCING.

WLK DWLS SIDEWALK DOWELS. #3 x 2'-0" DOWELS TO SIDEWALK SLAB AT

15" O.C.

WLK SIDEWALK. SEE ARCHITECTURAL DRAWINGS FOR DETAILS AND REINFORCING.

WS CONTINUOUS WATER STOP. TO BE SYNKOFLEX UNLESS OTHERWISE NOTED.

CART FORM CARDBOARD CARTON VOID FORMS THAT ARE PLACED 1/2" MINIMUM AND 1" MAXIMUM CLEAR FROM SIDES OF GRADE BEAMS. STAKE CARTON FORM TO GRADE BY DRIVING #3 x 2'-0" DOWEL THROUGH TOP OF FORM AT 1'-0" FROM ENDS (OR JOINTS) AND AT MAXIMUM OF 10'-0" O.C. CARTON FORM TO BE DISCONTINUOUS OVER FOOTINGS.

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10

25TYPICAL FOOTING DETAIL

9

6" MIN

8

SEE

PLA

N/A

RCH

2 43

1'6

"

1

14TYPICAL SLAB DROP DETAIL

NO SCALEBEAMS & WALLS

EQEQ

PLAN VIEW

CONST JOINT LOCATION CRITERIA:

TYPICAL CORNER BAR (PLAN DETAIL)

TYPICAL SPANS

12

CANTILEVER

TO BE USED IF SLAB IS POURED PRIOR TO STEEL ERECTION

TYPICAL INTERIOR COLUMN BLOCKOUT

EQUAL EQUAL

SEE PLANS FOR ADDITIONAL REINFORCEMENT NOTED

TYPICAL BAR PLACEMENT (ELEVATION VIEW)18

13

24

1-1/2"

NO SCALE

EQ

ELEVATION VIEWTYPICAL GRADE BEAM CONST JOINT22 NO SCALE

TYPICAL STIRRUP PLACEMENT (ELEVATION VIEW)SEE PLANS FOR ANY ADDITIONAL OR SPECIFIC STIRRUP SPACING

TYPICAL GRADE BEAM REINF. DETAIL 23

2'6"

3"3" 3" STD TIE SPACING

1'6"

STD TIE SPACING

11

3"

TO BE USED IF SLAB IS POURED PRIOR TO STEEL ERECTION

TYPICAL EXTERIOR COLUMN BLOCKOUT

2'0" MIN.

3" 3" 3" STD TIE SPACING

2'0" MIN.

STD TIE SPACING

16

3"

GRADE BEAM LARGER THAN 3" DIAMTYPICAL HORIZONTAL HOLE THRU ELEVATION VIEW -

2'0" MIN.2'0" MIN.

21

PLAN VIEW -

GRADE BEAM LARGER THAN 3" DIAMTYPICAL VERTICAL HOLE THRU

1'-2"

4 1/2"

2'-0"

6"

9"

1'-2"

12'-0"

2'-6"

8'-0"

6" M

IN

2'-6" M

IN

4'-0" F

OR

6'-0" &

8'-0" H

IGH

FE

NC

E

1'-0"

6"

15

4 1/2"

1'-7"

2'-0"

6"

1'-2"

10"

4" 11"

1'-3"10" 8"

1'-0"

9"

8"

7"

2"

4" 11" 8"

1'-3"

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21

11 12

6

1

7

2

23 24

19

8

3

9

4

6" TYP

13 14

17 18

23 24

FOR CLARITYOTHER FRAMING OMITTED

PLT 8"X6"X3/8"

7/8" DIAM HOLEFOR GUYING

DEAD LOAD IS ROOF OR FLOORWELD AFTER

3/16

3"

6"

TYPICAL AT EACH JOIST AT COLUMNS

JST

SCHD COL

IN PLACE

CONTRACTOR IS RESPONSIBLEFOR FABRICATION AND ERECTIONPROCEDURES TO COMPLY W/ ALLOSHA REQUIREMENTS

TYPICAL AT EACH JOIST AT COLUMNS

OTHER FRAMING OMITTEDFOR CLARITY

3/16

7/8" DIAM HOLEFOR GUYING

CONTRACTOR IS RESPONSIBLEFOR FABRICATION AND ERECTIONPROCEDURES TO COMPLY W/ ALLOSHA REQUIREMENTS

IN PLACE

WELD AFTERROOF OR FLOORDEAD LOAD IS

SCHD COL

3" MIN.

JST1" M

IN.

3" M

IN.

PLT 3/8" THK

9"

3 1/2"

1'-3"

1'-1"

6" TYP

6 3/8"

CLG LNCLG LN

AT 14A JOIST & DECKROTATE 90°, AND BEAMMOVE UP TO BOTTOM OF DECK

8"

4"

1'-1"

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©

INJECTION SYSTEMUSING HILTI HIT HY150EMBED 8" INTO BEAM

10" OF 1/4" WELD

6 3

/8"SEE 14/S6-2

DIAG STRAP @FACE OF STUD

L5x3x3/8"

WING PLT (1/4" THICK)

FACE OF STUD

2 - 3/4" Ø ALL THREADS

GRADE BEAMTOP OF

PLAN @ XB EMBED

LOCATE AT EXTERIORDIAG STRAP

6'-6"3'-0"

E F

20/S6-2

TS COL.

TENS L - ONE WELDEDTO WING PLT & ONE WELDEDTO DAIG STRP - USED TOPRETENSION THE DIAGSTRAP BEFORE WELDINGTHE DIAG STRP TO THEWING PLATE

DIAG STRP

LAP AS REQ'-D TO PROVIDEMIN WELD AS NOTEDON X-BRACE DIAGRAMS

AFTERTENSIONING

WING PLTSHOP WELDED TOCOLUMN

PLAN OF TOP WIND BRACE CONNECTIONBOTTOM SIMILAR WITHOUT TENS L's

X-BRACING STRAP

SECT "B"SECT "B"

3/4

"

1 1

/2"

L2x2x14 GAx3 3/8" LONGSCREW TO STUD ANDWELD TO X-BRACINGSTRAP@ 48" O.C.

3/4

"

X-BRACING STRAP

2 1/2" X 20 GA CEESTUDS CUT STUD ATSTRAP X-BRACING

6" STUD

SECT "A"WALL FINISH

SECT "A"

SE

E S

CH

ED

ULE

MARK

XB-3

XB-3C

XB-3D

XB-3F

XB-3B

XB-3E

STRAP LOCATION SEE PLAN DETAIL

DIAG STRAP SCHEDULESIZE

1/4" x 4" PL 1/2" NORTH OF GRID 13.1

1/4" x 4" PL

1/4" x 4" PL

1/4" x 4" PL

1/4" x 4" PL 2 1/8" NORTH OF GRID 9.3

3 3/4" NORTH OF GRID 4, GRID 7

1/4" x 4" PL 1 1/2" WEST OF GRID H

SEE DET. 8/S6-2

SE

E S

CH

ED

ULE

PLAN OF INTERIOR WIND BRACE

INTERIOR WIND BRACE

2 1/2" SOUTH OF GRID 13

XB-1, XB-2 1/4" x 4" PL

1/4" x 4" PLXB-1A, XB-2A 1 5/8" SOUTH OF GRID 2, GRID 5

1 5/8" NORTH OF GRID 61/4" x 4" PLXB-1B, XB-2B

XB-4, XB-5 1/4" x 4" PL SEE DET. 8/S6-2

XB-6 1/4" x 4" PL SEE DET. 8/S6-2

1" M

AX

CLE

AR

5'-

0" M

AX.

CONSULT E

NGIN

EER

IF L

ARGER

7/S6-2 OR 12/S6-27/S6-2 OR 12/S6-2

SEE DET. 8/S6-2

XB-1C, XB-2C 1/4" x 4" PL 1 5/8" EAST OF GRID F

FLG BRACE L AS NOTED BY ON PLAN(SEE PLAN FOR LOCATION)

REPEAT DETAIL ANDNOTES AT OTHERSIDE IF FLANGEBRACE L IS TO BEON BOTH SIDES OFBEAM. 1 1/2x1 1/2x1/4"

LARGER OF L OR L1

3/16

4'-1" TO 6'-0"0'-0" TO 4'-0"

2 FLG BRACE L

TYP

2 1/2x2 1/2x1/4"

LL 21

IF LENGTH EXCEEDS THOSE SHOWN IN TABLESTRUCTURAL ENGINEER SHALL BE CONTACTEDFOR DESIGN OF ANGLE

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©

©

21 22 23 24 25

2019181716

1514131211

109876

54321

SE

E P

LAN

5" L

H J

OIS

T

BOND BM

SCHD COL

BRACEVA

RIE

S 7"

TO

13"

EL 24'-7"

VA

RIE

S 4

" TO

10

"

WD BLK

SCHD COL

WD BLK

FIB JNTRF DK

BLDG LN

2"

PC W18x35

SEE 2/S6-2 FOR SLIP CONN

8"

4"

CONT L(5x3x1/4 LLV) W/ 3/8"ØLAG SCREWS @ 24"o.c.

SEE

PLAN

3 1/

2"

9"

7"

MAS ANCH

MAS DWLANCH

BENT PLT 4" (H) xAS REQ'D (V) x1/4" x0'-4" @36" O.C.

CONT L (4 x3 x1/4 LLV)

RF DK

FIB JNT

SCHD COL

WD BLK

FIB JNTRF DK

BLDG LN

2"

PC W18x35

4"

CONT L(5x3x1/4 LLV) W/ 3/8"ØLAG SCREWS @ 24"o.c.

SEE

PLAN

3 1/

2"

9"

7"

SCHD COL

1'-3"

1'-1

"

PLAN VIEW @ ELEV. 14'-0" ±

BEAM TOCANTILEVER OVERSEAT

2" E.J.

W14X43 SEATBEAM WELDED TOCOL


2/S6-3 OH

2" E

J





2" E.J.

OUTLK L WELDED TOBEAM AT 48" O.C. & 6"FROM ENDS TOSUPPORT EDGE ANGLE

1'-1

"

1'-3"

7"

W14

W12

W14

W18

2/S6-3 OH



1'-3"

7"

W14

W12

W14

W12

W16

2" E.J.

2" E.J.

CAP PLT

SCHD COL

BRACE

RF DK

SE

E P

LAN

5"

MAS DWLANCH

BOND BM

3/4"Ø NUTS WELDEDTO BM FLANGE ATEA MAS. DWL ANCH

OUTLK L WELDED TOBEAM AT 48" O.C. & 6"FROM ENDS TOSUPPORT EDGE ANGLE

2" E.J.

7"

1'-3"

W12

W12

W16

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Documents

GENERAL NOTES - Aldine Independent School (EN) shall be in accordance with aci sp-66, latest edition. continuous reinforcement for slabs on grade and horizontal bars in