C001job filesH00H24 Haiti SchoolDrawingsStructuralNext ...haitischoolproject.org/wp-content/uploads/2012/07/Structural-11024... · plane-ply or concrete indicates ... all sloped roof

S4.112

4" [100 mm] CONCRETE SLAB W/ #3 GRADE 60[#10 GRADE 420] @ 12" O.C. [304 mm O.C.]EACH WAY @ MID-DEPTH OVERCOMPACTED GRANULAR BASE(CONTROL JOINTS @ 15'-0" O.C.[4570mm O.C.] MAX.), TYPICAL.

TW 99'-8TF 96'-6

TW 99'-8TF 95'-6

TW 99'-8TF 95'-6

TW 99'-8TF 95'-6

INDICATES 12"x12" [0.305 m x 0.305 m]CONC. COL. SEE FRAME PROFILE SHEETSS3.1-2 FOR ADDITIONAL INFORMATION

2'-6

" [0.

762

m] F

TG

.T

YPI

CA

L U

.N.O

.

S3.1A

S3.1A

S3.2B

S3.2B

S3.2B

S3.2B

S3.2B

S3.2B

S3.1A

S3.1A

S3.3C

S3.3C S3.3

C

S3.3C

S4.110

1'-0

" [0.

305

m] W

ALL

TY

PIC

AL

U.N

.O.

4" [0.102 m]MIN. 4" [0.102 m]

MIN.

S4.114

3'-6

"[1

.067

m]±

57'-0

"

[17.

374

m]

26'-10"[8.179 m]

16'-0

"[4

.877

m]

1'-0

" [0

.305

m]

16'-0

"[4

.877

m]

1'-0

" [0

.305

m]

14'-8

"

[4.4

70 m

]

1'-0

" [0

.305

m] 5'-4

"

[1.6

26 m

]1'

-0"

[0.3

05 m

]1'

-0"

[0.3

05 m

]S4.214

S4.214

3'-0

" [0

.914

m]

2'-6" [0.762 m]

12" [0.305 m] THICKENED SLAB @ COLUMNABOVE W/ 3-#5 GRADE 60 [#16 GRADE 420]EA. WAY, CHIP OUT EXIST'G FDN AS REQ'D

12" [0.305 m] THICKENED SLAB @ COLUMNABOVE W/ 3-#5 GRADE 60 [#16 GRADE 420]EA. WAY, CHIP OUT EXIST'G FDN AS REQ'D

3'-0

" [0

.914

m]

2'-6" [0.762 m]

3'-0

" [0

.914

m]

2'-6" [0.762 m]

3'-0

" [0

.914

m]

2'-6" [0.762 m]

12" [0.305 m] THICKENED SLAB @COL. ABOVE W/ 3-#5 GRADE 60[#16 GRADE 420] EA. WAY, CHIP

OUT EXIST'G FDN AS REQ'D

12" [0.305 m] THICKENED SLAB @COL. ABOVE W/ 3-#5 GRADE 60[#16 GRADE 420] EA. WAY, CHIP

OUT EXIST'G FDN AS REQ'D

4'-0" x 4'-0" x 12" [1.219m x 1.219m x 0.305m]THICKED SLAB W/ 4-#5 GRADE 60[#16 GRADE 420] EA. WAY

4'-0" x 4'-0" x 12" [1.219m x 1.219m x 0.305m]THICKED SLAB W/ 4-#5 GRADE 60[#16 GRADE 420] EA. WAY

3'-0" x 3'-0" x 12"[0.914m x 0.914m x 0.305m]

THICKED SLAB W/ 4-#5 GRADE 60[#16 GRADE 420] EA. WAY

S4.112

S4.112

S4.215TYP.

8" WIDE x 12" HIGH [0.203 mWIDE x 0.305 m HIGH] CONC.

RIBS PER DET. 15/S4.2 TYP.

OPP.

HAND

OPP.

HAND

OPP.

HAND

OPP.

HAND

S3.3C

S3.4D

TW 99'-8TF 95'-6

TW 99'-8TF 95'-6

TW 99'-8TF 95'-6

TW 99'-8TF 95'-6

TW 99'-8TF 95'-6

S4.216

S4.216

S4.216

S1.1

JOB #:

ISSUE:

SHEET:

HaitiSc

hool

Villa

rdVilla

ge,H

aiti

11024

FOUNDATION PLAN@ 1/4" = 1'-0

NOT INDICATED.& ELEVATIONSALL DIMENSIONSSEE ARCH. FORNOTE:

ALBRIGHT & ASSOCIATES WAIVES ANY AND ALLRESPONSIBILITY AND LIABILITY FOR PROBLEMSWHICH ARISE FROM FAILURE TO FOLLOWTHESE PLANS AND THE DESIGN INTENT THEYCONVEY, OR FOR PROBLEMS WHICH ARISEFROM OTHERS' FAILURE TO OBTAIN AND/ORFOLLOW GUIDANCE OF ALBRIGHT &ASSOCIATES WITH RESPECT TO ANY ERRORS,OMISSIONS, INCONSISTENCIES, AMBIGUITIES,OR CONFLICTS WHICH ARE ALLEGED.

15.

17.

18.

12.

13.

14.

FOUNDATION PLAN NOTES

7.

[XXX'-XX"]

9.

10.

11.

8.

5.

6.

T.F.

T.L.

4.

3.

2.

T.W.1.

16.

INDICATES TOP OF CONC. WALL ELEV.

INDICATES TOP OF CONC. FOOTING ELEV.

TOP OF LEDGE

INDICATES FOOTING STEP

INDICATES TOP OF CONCRETE WALL STEP

INDICATES STEP OF SURFACEPLANE-PLY OR CONCRETE

INDICATES COLUMN ABOVE. TYP. 2-2x6U.N.O. COLUMNS SIZED AT LOWESTPOINT, AND REMAIN THAT SIZE FOR EACHLEVEL UNLESS CHANGED BY NOTE.

INDICATES FOOTING PAD.SEE FOOTING KEY THIS SHEET

INDICATES BUILDING ELEVATION

PIPE COLUMN ABOVE, SEE PLAN FORSIZE AND BASE PLATE

TOP OF BEAM ELEVATION

JOIST BEARING

JOIST HANGER-SIMPSON "U" HANGERU.N.O.

4" Ø PVC FND. DRAIN, SET IN GRAVEL ASON ARCH. DRWGS.

ALL CONCRETE WALLS ARE 8-INCH THICK, U.N.O.

ALL CONCRETE FOOTINGS ARE 16-INCH WIDE, U.N.O.

VENT CRAWLSPACE AREAS PER IBC SEC. 1203.3.PROVIDE BLOCKOUTS IN FND. WALLS AS REQ. SEEGENERAL NOTES FOR REINF.

DO NOT SCALE DRAWINGS. CONTACT ARCHITECTOR ENGINEER FOR DISCREPANCIES OR MISSINGDIMENSIONS

A

NORTH

PRELIMINARYNOT FOR CONSTRUCTION

4" DEEP STRUCT. SLAB W/ #3 GRADE 60[#10 GRADE 420] @12" O.C. EA. WAY

1 1/8 CLR TO BOTTOM

S4.13

NON-STRUCTURALINFILL CMU WALL

S4.12

1'-0" [0.305 m]

5'-512"

[1.664 m]

1'-0" [0.305 m]

5'-512"

[1.664 m]

1'-0" [0.305 m]

5'-512"

[1.664 m]

1'-0" [0.305 m]

5'-512"

[1.664 m]1'-0"

[0.305 m]

S4.13

S4.13

S4.13

S4.13

S4.13

S4.13

S4.13

S4.13

S4.12

S4.12

S4.12

S4.12

S4.12

S4.12

S4.12

S4.12

S4.12

S4.12

S4.12

S4.12

S4.12

S4.12

S4.12

SIM

.SI

M.

SIM

.

SIM.

SIM.

SIM.

SIM.

SIM.

SIM.

SIM.

T. SLAB110'-8

S3.1A

S3.1A

S3.2B

S3.2B

S3.2B

S3.2B

S3.2B

S3.2B

S3.1A

S3.1A

S3.3C

S3.3C S3.3

C

S3.3C

OPP.

HAND

OPP.

HAND

OPP.

HAND

S3.3C

OPP.

HAND

S2.1

JOB #:

ISSUE:

SHEET:

HaitiSc

hool

Villa

rdVilla

ge,H

aiti

11024

UPPER FLOOR FRAMING PLAN@ 1/4" = 1'-0NORTH



FLOOR FRAMING PLAN NOTES

OR

X'-X"SHEAR

1. COLUMN BELOW

2. COLUMN ABOVE

3. JOIST BEARING

4. JOIST HANGER

5. STEP PLYWOOD / FRAME

6. INDICATES BUILDING ELEVATION

7. 1/2" PLYWOOD SHEAR PANELS FOREXTENT INDICATED. PROVIDE NAILING& BLOCKING AS NOTED IN GEN. NOTES.

8. [XXX'-XX] TOP OF BEAM ELEVATION

9. INDICATES OVERFRAMING

10. ALL SUB-FLOORS TO BE 3/4" T&G PLYWOOD GLUE-NAILED WITH NAILING AS NOTED IN GENERAL NOTES.

11. ALL COLUMNS SHLL BE 2-2x6 UNLESS NOTEDOTHERWISE.

12. ALL HEADERS SHALL BE 3-2x10 OR 2-9 1/2" VL WITH 2"RIGID INSULATION. COORDINATE WITH ARCHITECT.NO INSULATION AT INTERIOR WALLS

13. DO NOT SCALE DRAWINGS. CONTACT ARCHITECTOR ENGINEER FOR DISCREPANCIES OR MISSINGDIMENSIONS.

OR


4x8

OR

3x1

0 PU

RLI

NS

TY

P. U

.N.O

.LO

CA

TE

@ T

RU

SSPA

NE

L PO

INT

S

T. CONC. BEAM121'-4 TYPICAL

RID

GE

STEEL TRUSSPER DET. 13/S4.2





S3.1A

S3.1A

S3.2B

S3.2B

S3.2B

S3.1A

S3.1A

S3.3C

S3.3C S3.3

C

S3.3C

OPP.

HAND

OPP.

HAND

OPP.

HAND

OPP.

HAND

S3.4D

S3.4D

S3.2B

S2.2

JOB #:

ISSUE:

SHEET:

HaitiSc

hool

Villa

rdVilla

ge,H

aiti

11024

ROOF FRAMING PLAN@ 1/4" = 1'-0

[X'-XX"]SHEAR

ROOF FRAMING PLAN NOTES

1. COLUMN BELOWOR

2. JOIST BEARING

3. JOIST HANGING

4. 1/2" PLYWOOD SHEAR PANELS FOREXTENT INDICATED. PROVIDE NAILING &BLOCKING AS NOTED IN GEN. NOTES.

5. [XXX'-XX"] TOP OF BEAM ELEVATION

6. TOP OF BEAM ELEVATION

7. ALL COLUMNS SHALL BE 2-2x6 UNLESS NOTEDOTHERWISE

8. ALL HEADERS SHALL BE 3-2x10 OR 2-9 1/2" VL WITH 2"RIGID INSULATION. COORDINATE WITH ARCHITECT.NO INSULATION AT INTERIOR WALLS

9. ALL SLOPED ROOF SHEATHING TO BE 5/8" CDXPLYWOOD WITH NAILING PER GENERAL NOTES.

10. ALL LEVEL SHEATHING TO BE 3/4" CDX PLYWOODWITH NAILING PER GENERAL NOTES.

11. DO NOT SCALE DRAWINGS. CONTACT ARCHITECT ORENGINEER FOR DISCREPANCIES OR MISSINGDIMENSIONS.



NORTH


SLAB & REINF. SEE PLAN(SLAB OCCURS ONE

SIDE ONLY @ SIM.)

1'-0"[0.305 m]

CONC. BEAM W/ 3-#5 xCONT. @ TOP & BOTTOM

#3 GRADE 60 [#10 GRADE 420]2 PIECE STIRRUPS, SEE FRAMEPROFILES S3.1-2 FOR SPACING

T. SLABSEE PLAN

@ 3/4"=1'-0" 11024

INTEGRAL FRAME BEAM DET.2

@ 3/4"=1'-0" 11024

INTEGRAL BEAM DETAIL3

@ 3"=1'-0" 11024

#5 STANDARD HOOKS5

712"

[0.191 m] MIN.

R2 12 "

[R0.064 m]

3"[0

.076

m]

MIN

.

R2 12 "

[R0.064 m]

TYP. 90° HOOKTYP. 180° HOOK

BEAM REINF., SEE DET.2/S4.1. TERMINATEBARS W/ 90° HOOKSPER DET. 5/S4.1

#3 GRADE 60 [#10 GRADE 420]2 PIECE HOOP STIRRUPS @2 1/2" O.C. PER DET. 7/S4.1

COL. REINF., SEE DET.*/S4.1. TERMINATE BARSW/ 90° HOOKS PERDET. 5/S4.1

#3 GRADE 60[#10 GRADE 420]TIES @ 3" O.C. PERDET. 6/S4.1

@ 1 1/2"=1'-0" 11024

FRAME CONN. @ UPPER BEAM7

T. BEAMSEE PLAN

112"

[0.038 m]CLR

112"

[0.038 m]CLR

11 2" [0

.038

m]

CLR

11 2" [0

.038

m]

CLR

#3 GRADE 60 [#10 GRADE 420]TIES PER DET. 6/S4.1,SEE FRAME PROFILE SHEETS4.1-2 FOR SPACING

8-#5 GRADE 60 [#16 GRADE 420]BARS EQUALLY SPACEDAROUND PERIMETER OF COL.TERMINATE ENDS W/ STD HOOKSPER DET. 5/S4.1

R118"

[R0.029 m]

2 14 "[.057 m]

MIN.

R1 18 "[R0.029 m]

R11

8"

[R0.0

29 m

]

R1 18 "

[R0.029 m]

#3 GRADE 60 [#10 GRADE 420]COLUMN TIES SEE TRUSSPROFILE SHEETSS3.1-2 FOR SPACING

@ 3"=1'-0" 11024

#3 COLUMN TIES6

R118"

[R0.029 m]

2 14 "[.057 m]

MIN.

R1 18 "[R0.029 m]

R118"

[R0.029 m]

R1 18 "[R0.029 m]

2 PIECE #3 GRADE 60[#10 GRADE 420] BEAMTIES SEE TRUSS PROFILESHEETS S3.1-2 FOR SPACING

@ 3"=1'-0" 11024

2 PIECE #3 BEAM STIRRUPS7

4" [0

.102

m]

12"

12"

#5 GRADE 60 REBAR[#16 GRADE 420]

#5 GRADE 60 REBAR[#16 GRADE 420]

2" [0.051 m]

41 2" [0

.114

m]

1'-0

"[0

.305

m]

4'-2

" [1.

270

m]

T. WALLSEE PLAN

SLAB ON GRADESEE PLAN

#5 GRADE 60 [#16GRADE 420] DOWELS x@ 18" O.C. EA. FACE

#5 GRADE 60 [#16 GRADE 420]TRANSV. @ 18" O.C.

3-#5 GRADE 60[#16 GRADE 420]x CONTINUOUS

NON-STRUCTURALCMU WALL, SEE PLAN

#3 GRADE 60 [#10 GRADE 420]2 PIECE HOOP STIRRUPS @ 6" O.C.[@ 0.152 m O.C.] PER DET. 7/S4.1

ALTERNATE DIRECTION OF TOPCROSS TIES WHERE SLAB OCCURSON BOTH SIDES OF BEAM, IF SLAB

OCCURS ON ONE SIDE ONLYLOCATE 90° BEND TOWARDS SLAB

11 8" [0

.029

m]

CLR

SLAB & REINF.PER PLAN

1'-0"[0.305 m]

1'-4

" [0

.406

m]

CONC. BEAM W/ 3-#5 xCONT. @ TOP & BOTTOM

#3 GRADE 60 [#10 GRADE 420]STIRRUPS @ 5" O.C., CROSSTIES NOT REQUIRED.

T. SLABSEE PLAN

4" [0

.102

m]

11 8" [0

.029

m]

CLR

BEAM REINF., SEEDET. 2/S4.1. CONT.THRU COLUMN JT.

#3 GRADE 60 [#10GRADE 420] 2 PIECEHOOP STIRRUPS @2 1/2" O.C. PERDET. 7/S4.1

COL. REINF., SEE DET.4/S4.1. CONTINUOUSTHRU BEAM JOINT


@ 1 1/2"=1'-0" 11024


T. BEAMSEE PLAN

12"

12"

2" [0.051 m]

BEAM REINF., SEE DET.*/S4.1. TERMINATEBARS W/ 90° HOOKSPER DET. A/S4.1

#3 GRADE 60 [#10 GRADE 420]2 PIECE HOOP STIRRUPS @2 1/2" O.C. PER DET. */S4.1

COL. REINF., SEE DET.*/S4.1. CONTINUOUSTHRU BEAM JOINT

#3 GRADE 60[#10 GRADE 420]TIES @ 3" O.C. PERDET. */S4.1

@ 1 1/2"=1'-0" 11024


T. BEAMSEE PLAN

12"

12"

2" [0.051 m]

CONCRETE FRAME COLUMN

2" [0.051 m]

@ 3/4"=1'-0" 11024

TYP. FOUNDATION WALL1

@ 1 1/2"=1'-0" 110244

1'-0"[0.305 m]

11 2" [0

.038

m]

CLR

11 2" [0

.038

m]

CLR

112" [0.038 m]CLR TYP.

8- 1/2"Ø [12 mm] ANCHORBOLTS EQUALLY SPACEDALONG BOT. CHORD OFTRUSS, ALTERNATE SIDES.

ANGLE TRUSSSEE SHEET S4.2

#3 GRADE 60 [#10 GRADE 420]2 PIECE STIRRUPS, SEE FRAMEPROFILES S3.1-2 FOR SPACING

ALTERNATE DIRECTIONOF TOP CROSS TIES

CONC. BEAM W/3-#5 GRADE 60

[#16 GRADE 420] xCONT. @ TOP & BOT.

T. CONC. BEAMSEE PLAN

SEE PLAN

9"

31"

#3 GRADE 60 [#10 GRADE420] HORIZ. @ 8" O.C.[@ 0.203 m] EA. FACE

2'-0

"[0

.610

m]

MIN

.

8-#5 GRADE 60 [#16GRADE 420] x 8'-0[2.438 m] LONG EXTENDOUT TOP OF FOUNDATIONTO LAP W/ COL. REINF.

T. FDN WALLSEE PLAN

3-#5 GRADE 60 [#16 GRADE420] x CONT. AT TOP &BOT. OF WALL

#3 GRADE 60 [#10 GRADE420] 2 PIECE HOOPSTIRRUPS @ 6" PERDET. 7/S4.1


LONGIT. FOUNDATIONREINF. PER DET. 1/S4.1

@ 1 1/2"=1'-0"

FRAME CONN. FOUNTAION10

@ 1 1/2"=1'-0"

FRAME BEAM @ ROOF11

GENERAL NOTESHAITI SCHOOL

07/23/11

A.DESIGN LIVE LOADS1. ROOF 20 psf2. EGRESS 100 psf3. CLASSROOMS 40 psf4. WIND: BASIC WIND SPEED 145 mph

EXPOSURE B .5. SEISMIC CATEGORY D .

B. DESIGN CODES1. INTERNATIONAL BUILDING CODE (2009)2. ACI BUILDING CODE (ACI 318-05)3. AISC STEEL CONSTRUCTION MANUAL (9th EDITION)4. AITC TIMBER CONSTRUCTION MANUAL (4th EDITION)

C.SPECIAL INSPECTIONSPECIAL INSPECTION REQUIREMENTS LISTED BELOW ARE BASED ON THEREQUIREMENTS OF THE 2003 INTERNATIONAL BUILDING CODE. THE REQUIREMENTSARE TO BE ENFORCED BY THE LOCAL BUILDING OFFICIAL. THE OWNER SHALL RETAINTHE "INDEPENDENT INSPECTOR" AS REQUIRED BY CHAPTER 17 OF THE IBC AND THELOCAL BUILDING OFFICIAL. THE REQUIREMENTS LISTED BELOW ARE BASED ON ASTRICT INTERPRETATION OF THE IBC AND MAY NOT BE REQUIRED BY THE LOCALBUILDING OFFICIAL BASED ON EXCEPTIONS LISTED IN IBC SECTION 1704.1.

CONCRETE - SHALL BE IN ACCORDANCE WITH TABLE 1704.4, EXCEPT SPECIALINSPECTION IS NOT REQUIRED FOR TYPICAL FOUNDATIONS FOR BUILDINGS LESS THAN3 STORIES WITH R-3 OCCUPANCY, UNLESS REQUIRED BY BUILDING OFFICIAL, BUTCONCRETE MATERIAL SAMPLING SHALL STILL BE PERFORMED, DESIGN OF EMBEDDEDANCHOR BOLTS HAVE NOT BEEN INCREASED PER SECTION 1912.5, THUS NOTREQUIRING SPECIAL INSPECTION.

CONCRETE MASONRY - MASONRY HAS BEEN DESIGNED USING THE EMPIRICALMETHOD PER SECTION 2109, WHICH DOES NOT REQUIRE SPECIAL INSPECTION, UNLESSNOTED OTHERWISE.

STRUCTURAL STEEL - SPECIAL INSPECTION SHALL BE PER TABLE 1704.3. ALL BOLTEDCONNECTIONS ARE BEARING TYPE CONNECTIONS, UNLESS NOTED OTHERWISE,REQUIRING PERIODIC SPECIAL INSPECTION. SPECIAL INSPECTION IS NOT REQUIREDFOR BOLTS LABELED AS "A307" ON THE STRUCTURAL PLANS. ALL FIELD WELDS REQUIRECONTINUOUS SPECIAL INSPECTION, EXCEPT SINGLE PASS FILLET WELDS LESS THAN5/16", WHICH ONLY REQUIRE PERIODIC INSPECTION. SPECIAL INSPECTION IS NOTREQUIRED FOR FABRICATION WHICH OCCURS ON THE PREMISES OF AN "APPROVEDFABRICATOR" AS DEFINED IN SECTION IBC SECTION 1704.2.2.

MECHANICAL CONCRETE FASTENERS (EXPANSION AND SCREW TYPE) HAVE BEENDESIGNED USING REDUCED CAPACITIES FOR "INSTALLATIONS WITHOUT SPECIALINSPECTION" PROVIDED BY THE MANUFACTURER.

EPOXY TYPE CONCRETE FASTENERS SHALL BE INSPECTED IN ACCORDANCE WITHMANUFACTURERS RECOMMENDATIONS.

SPECIALTY SYSTEMS SUBMITTED SUCH AS, BUT NOT LIMITED TO CARBON FIBERREINFORCING, MICRO-PILE FOUNDATION ELEMENTS, HELICAL PIERS, AND OTHERSPECIALTY COMPONENTS WHERE THE DESIGN IS PERFORMED BY ANOTHER LICENSEDENGINEER, SHALL BE INSPECTED IN ACCORDANCE WITH THE RECOMMENDATIONS BYTHE LICENSED ENGINEER FOR THAT COMPONENT.

D.FOUNDATIONBUILDING FOUNDATION SYSTEM HAS BEEN DESIGNED USING AN ASSUMED MAXIMUMALLOWABLE SOIL BEARING PRESSURE OF 2000 PSF AND A PASSIVE EQUIVALENT FLUIDLATERAL EARTH PRESSURE OF 45 PCF. FOOTINGS SHALL BE PLACED ON UNDISTURBEDSOIL. SOILS ARE ASSUMED TO BE UNIFORM, NON-EXPANSIVE, AND NON-COMPRESSIVE.THE OWNER SHALL RETAIN A SOILS ENGINEER TO INSPECT THE BEARING SOILSEXPOSED DURING EXCAVATION TO VERIFY ASSUMPTIONS AND TO SUBMIT A WRITTENREPORT. NO FOOTINGS SHALL BE POURED UNTIL A VERBAL SUMMARY HAS BEEN GIVENTO THE STRUCTURAL ENGINEER BY THE SOILS ENGINEER. THE SOILS ENGINEER SHALLALSO BE CONSULTED BY THE OWNER IN REGARDS TO POSSIBLE FOUNDATIONDRAINAGE REQUIREMENTS AND ANY ADDITIONAL CONSTRUCTION REQUIREMENTSAFFECTED BY SOILS.

E. CONCRETECONCRETE HAS BEEN DESIGNED AND SHALL BE CONSTRUCTED IN ACCORDANCE WITHTHE AMERICAN CONCRETE INSTITUTE BUILDING CODE (ACI 318-05). ALL SLABS ONGRADE AND STRUCTURAL SLABS SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF4000 PSI [30 MPa] IN 28 DAYS. ALL OTHER CONCRETE SHALL HAVE A MINIMUMCOMPRESSIVE STRENGTH OF 3000 PSI [20 MPa] IN 28 DAYS. ALL CONCRETE SHALL HAVE AMINIMUM OF 20% FLY ASH CONTENT. THE OWNER SHALL ENGAGE A QUALIFIED,INDEPENDENT TESTING AND INSPECTING AGENCY TO SAMPLE MATERIALS, PERFORMTESTS, AND SUBMIT TEST REPORTS DURING CONCRETE PLACEMENT TO ASSURE THEQUALITY OF THE MATERIALS USED AND THE ACCURACY OF PLACEMENT. (NOTE: SEESECTION C OF THE GENERAL NOTES FOR SPECIAL INSPECTION AND TESTINGREQUIREMENTS.) MECHANICALLY VIBRATE ALL CONCRETE WHEN PLACED EXCEPTSLABS ON GRADE. ALL SLABS ON GRADE SHALL HAVE CONTROL JOINTS (KEYED OR SAWCUT) AT A MAXIMUM 16'-0" O.C. [4.877 m] EACH WAY UNLESS OTHERWISE SHOWN ONPLAN. REINFORCING BARS SHALL BE ASTM A615 - GRADE 60 [GRADE 420] (ASTM A706GRADE 60 SHALL BE USED WHERE REINFORCING IS TO BE WELDED.) NO SPLICES OFREINFORCING SHALL BE MADE AND NO WELDING OF REINFORCING SHALL BEPERMITTED EXCEPT AS DETAILED OR AUTHORIZED BY THE STRUCTURAL ENGINEER.WHERE APPROVED, ALL WELDING SHALL CONFORM TO AWS D1.4. LAP SPLICES, WHEREPERMITTED, SHALL BE A MINIMUM OF 44 BAR DIAMETERS, UNLESS NOTED OTHERWISE.PROVIDE CORNER BARS OF EQUAL SIZE AND SPACING AROUND ALL CORNERS. PROVIDE2 - #5 GRADE 60 [#16 GRADE 420] BARS WITH A MINIMUM OF 2'-0" [0.610 m] PROJECTIONBEYOND THE SIDES OF ALL OPENINGS IN WALLS, BEAMS AND SLABS. PROVIDE ALLACCESSORIES NECESSARY TO SUPPORT REINFORCING AT POSITIONS SHOWN ON THEPLANS. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185. LAP WIRE FABRICREINFORCEMENT ONE FULL MESH PLUS 2" [0.051 m] AT SIDES AND ENDS AND WIRETOGETHER. ANCHOR BOLTS FOR BEAM AND COLUMN BEARING PLATES SHALLCONFORM TO ASTM A307 AND BE PLACED WITH SETTING TEMPLATES.

F. CONCRETE MASONRYALL CMU SHALL CONFORM TO ASTM C90. CMU USED BELOW GRADE AND ALLEXTERIOR WALLS SHALL BE GRADE N-1. INTERIOR CONCRETE MASONRY UNITS NOTEXPOSED TO WEATHER OR EARTH MAY BE GRADE N-1 OR S-1. ALL MORTAR FOREXTERIOR WALLS AND INTERIOR BEARING WALLS SHALL CONFORM TO ASTM 270, TYPES. GROUT FOR MASONRY BOND BEAMS AND PILASTERS SHALL BE MADE WITH STONEAGGREGATE AND SHALL DEVELOP 3000 PSI [30 MPa] COMPRESSIVE STRENGTH IN 28 DAYS.ALL MASONRY SHALL DEVELOP 1350 PSI [10 MPa] ULTIMATE COMPRESSIVE STRENGTH(f'm) IN 28 DAYS. ROD GROUT IN VERTICAL SPACES IMMEDIATELY AFTER POURING ANDAGAIN FIVE MINUTES LATER. (NOTE: SEE SECTION C OF THE GENERAL NOTES FORSPECIAL INSPECTION AND TESTING REQUIREMENTS.). PLACE CONTROL JOINTS IN CMUWALLS MAXIMUM 24'-0" O.C. [7.315 m] EXCEPT CMU FOUNDATION WALLS.

HORIZONTAL REINFORCING SHALL BE STANDARD "DUR-O-WAL" OR AUTHORIZEDEQUIVALENT SPACED AT 16" O.C. [0.406 m] EXCEPT AS NOTED. VERTICAL REINFORCINGSHALL EXTEND FOR THE FULL HEIGHT OF THE WALL IN GROUTED CELLS. GROUT LIFTSSHALL NOT EXCEED 4'-0" [1.219 m] UNLESS CLEAN OUTS ARE PROVIDED IN WHICH CASEGROUT LIFTS SHALL NOT EXCEED 8'-0" [2.438 m]. PROVIDE 1 - #5 GRADE 60 [#16 GRADE 420]IN CENTER OF GROUTED CELL AT ALL CORNERS, INTERSECTIONS, WALL ENDS, BEAMBEARINGS, JAMBS, EACH SIDE OF CONTROL JOINTS AND AT INTERVALS NOT TO EXCEED48" [1.219 m] O.C. UNLESS NOTED OTHERWISE ON PLAN. DOWEL ALL VERTICALREINFORCING TO FOUNDATION WITH DOWELS TO MATCH WALL REINFORCING.PROVIDE 2 - #5 GRADE 60 [#16 GRADE 420] CONTINUOUS HORIZONTAL IN 8" [0.203 m]DEEP GROUTED BOND BEAM AT EACH FLOOR AND ROOF LEVELS AND MIN 48" [1.219 m]LONG BELOW ALL BEAM BEARINGS. REINFORCING BARS SHALL CONFORM TO ASTMA615, GRADE 60 ksi [GRADE 420 MPa]. AT SPLICES, LAP BARS 40 DIAMETERS. AT CORNERSAND INTERSECTIONS, MAKE HORIZONTAL BARS CONTINUOUS OR PROVIDE MATCHINGCORNER BARS. AROUND OPENINGS IN WALLS, PROVIDE 1 - #4 GRADE 60 [#13 GRADE 420]TO EXTEND A MINIMUM OF 24" [0.610 m] BEYOND EDGE OF OPENING.

G.STEELALL WIDE FLANGE STEEL SHAPES SHALL CONFORM TO ASTM A992. FOR S, M, AND HPSHAPES AND CHANNELS, STEEL SHALL CONFORM TO A36. TUBE COLUMNS SHALLCONFORM TO ASTM A500 (GRADE B) LATEST EDITION. PIPE SHAPES SHALL CONFORM TOASTM A53 (GRADE B). ANGLES AND PLATES SHALL CONFORM TO A36. FIELDCONNECTIONS SHALL BE STANDARD FRAMED BEAM CONNECTIONS WITH MAXIMUMNUMBER OF ASTM A325 3/4" DIAMETER BOLTS TO FIT BEAM IN SINGLE ROW AND SHALLCONFORM TO ASTM A325N, BEARING-TYPE CONNECTION, UNLESS OTHERWISE NOTED.SEE SECTION C OF THE GENERAL NOTES FOR SPECIAL INSPECTION AND TESTINGREQUIREMENTS. STRUCTURAL STEEL SHALL BE DETAILED, FABRICATED AND ERECTEDIN ACCORDANCE WITH LATEST PROVISIONS OF THE AISC MANUAL OF STEELCONSTRUCTION AND AISC CODE OF STANDARD PRACTICE. SHOP DRAWINGS SHALL BESUBMITTED TO THE ARCHITECT OR ENGINEER FOR REVIEW PRIOR TO FABRICATION.SHOP DRAWINGS SHALL DETAIL EACH BEAM, APPLICABLE CONNECTIONS, LAYOUT, ANDBRACING. USE WELDERS MEETING THE REQUIREMENTS OF THE AWS "STANDARDQUALIFICATION PROCEDURE". COMPLY WITH AWS D1.1 "STRUCTURAL WELDINGCODE." ALL WELDS SHALL BE E70XXLH TYPICAL UNLESS NOTED OTHERWISE. PRIME ALLSTEEL WITH APPROVED PRIMER. TOUCH-UP PAINT AT EXPOSED BOLTS, WELDS, ANDABRADED SHOP PAINT AREAS. DRY PACK OR GROUT FOR BEARING PLATES SHALL BESHRINK RESISTANT EMBECO 153 OR EQUIVALENT.

EXPANSION BOLTS, WHERE APPROVED BY ENGINEER, SHALL BE "WEJ-IT", "RED HEAD",KWIKBOLT", OR APPROVED WEDGE TYPE, INSTALLED IN ACCORDANCE WITH THEMANUFACTURER'S REQUIREMENTS. EPOXY BOLTS, WHERE APPROVED BY ENGINEER,SHALL BE SIMPSON ET, SET, OR APPROVED ADHESIVE SYSTEM, INSTALLED INACCORDANCE WITH THE MANUFACTURER'S REQUIREMENTS. CONCRETE SCREWANCHORS, WHERE APPROVED BY ENGINEER, SHALL BE POWERS WEDGE-BOLTANCHORS, OR APPROVED ANCHOR SYSTEM, INSTALLED IN ACCORDANCE WITH THEMANUFACTURER'S REQUIREMENTS. SEE SECTION C OF THE GENERAL NOTES FORSPECIAL INSPECTION AND TESTING REQUIREMENTS.

H.STRUCTURAL WOOD FRAMINGALL WOOD FOR STRUCTURAL FRAMING SHALL BE KILN DRIED DOUGLAS FIR/LARCHGRADED AS PER LATEST EDITION "NATIONAL DESIGN SPECIFICATIONS FOR WOODCONSTRUCTION" BY THE NATIONAL FOREST & PAPER ASSOCIATION AND WWPA.

STRUCTURAL JOISTS ( > 2X6) NO. 2 OR BETTERFb=900 PSI (x1.15 REP)(xCF) Fv = 180 PSI E = 1600000 PSI

LIGHT FRAMING STUDS 2X4(STUD OR BETTER) Fb = 700 PSI (x1.15 REP) Fcperp = 625 PSI Fcpar = 850 PSI

FRAMING STUDS 2X6 (NO. 2 OR BETTER) Fb = 900 PSI (x1.15 REP) Fcperp = 625 PSI Fcpar = 1350 PSI

PRESSURE TREATED LUMBER (HEM-FIR NO. 2 OR BETTER) Fb = 850 PSI (x1.15 REP) Fv = 150 PSI E = 1300000 PSI

HEAVY TIMBER FRAMING (DOUGLAS FIR NO. 1 ) Fb = 1350 PSI Fv = 170 PSI E = 1600000 PSI

FINGER-JOINTED STUDS MAY BE USED IN NON-STRUCTURAL APPLICATIONS PROVIDEDDESIGN VALUES AS LISTED FOR “LIGHT FRAMING STUDS” ABOVE ARE ACHIEVED. SIZESSHOWN FOR STRUCTURAL WOOD FRAMING ARE NOMINAL SIZES. PROVIDE SOLIDBLOCKING BETWEEN ALL JOISTS AND RAFTERS AT SUPPORTS AND MINIMUM 1 X 4CROSS-BRIDGING AT NOT MORE THAN 8'-0" O.C. BETWEEN SUPPORTS EXCEPT ASOTHERWISE NOTED. PROVIDE DOUBLE JOISTS UNDER ALL PARTITIONS RUNNINGPARALLEL TO JOISTS AND SOLID BLOCKING UNDER ALL PARTITIONS RUNNINGPERPENDICULAR TO JOISTS. PROVIDE BRIDGING AT NOT MORE THAN 6'-0" O.C. FORSTUD WALLS NOT COVERED BY SHEATHING OR WALL COVERINGS MEETING IBCMINIMUM REQUIREMENTS. CONNECTORS SHOWN ON THE PLANS AREMANUFACTURED BY THE SIMPSON COMPANY. CONNECTORS BY OTHERMANUFACTURERS SHALL BE DEEMED AS EQUIVALENT IF THEIR RATED CAPACITY ISEQUAL TO OR GREATER THAN THAT OF THE CONNECTOR SPECIFIED. FOLLOWMANUFACTURER'S RECOMMENDATIONS FOR NAILS AND BOLTS. ALL NAILING NOTNOTED SHALL BE ACCORDING TO TABLE R602.3(1) OF THE INTERNATIONAL BUILDINGCODE. PROVIDE SIMPSON H2.5 TIE AT EACH ROOF RAFTER BEARING CONDITION,UNLESS NOTED OTHERWISE. WHEN PRESSURE TREATED OR WOLMANIZED MATERIAL ISSPECIFIED, ALL FASTENERS AND CONNECTORS SHALL BE EITHER HOT-DIP GALVANIZEDOR STAINLESS STEEL.

PLYWOODFOR ROOFS, FLOORS, AND SHEAR WALL SHEATHING SHALL BE APA GRADETRADEMARKED CDX WITH EXTERIOR GLUE. LAY UP PLYWOOD WITH FACE GRAINPERPENDICULAR TO SUPPORTS AND STAGGER JOINTS FOR FLOOR AND ROOFSHEATHING. PLYWOOD OVER DECKING TO BE LAYED PERPENDICULAR TO DECKING.STAGGER JOINTS TO AVOID PLYWOOD EDGE ALONG PLANK EDGE. ALL NAILINGCOMMON NAILS; RING SHANKED FOR ROOF AND FLOOR SHEATHING. REFER TO TABLEBELOW FOR USE REQUIREMENTS:

USE THICKNESS SPAN/INDEX EDGE INTERRATIO NAILING NAILING

SLOPED ROOF 5/8" 32/16 8d@6"OC 8d@12"OCFLOOR 3/4" T&G 48/24 8d@6"OC 8d@12"OCSHEAR WALL 1/2" PLYW'D 24/0 8d@4"OC 8d@12"OC

1/2" ORIENTED 24/0 10d@3"OC 10d@12"OCSTRAND BOARD

ALL EDGES OF SHEAR WALL SHEATHING SHALL BE BLOCKED. ORIENTED STRANDBOARD (OSB) SHEATHING MAY BE USED AS AN ALTERNATE TO PLYWOOD WITH PRIORAPPROVAL OF ARCHITECT AND ENGINEER. ORIENTED STRAND BOARD (OSB)SHEATHING SHALL COMPLY NOT LESS THAN TYPE M EXTERIOR GLUE AND SHALL HAVEA SPAN RATING EQUIVALENT TO OR BETTER THAN THE PLYWOOD IT REPLACES.CONTACT STRUCTURAL ENGINEER AND ARCHITECT FOR SUBSTITUTION APPROVALPRIOR TO CONSTRUCTION.

I. ALL EXISTING CONDITIONS MUST BE VERIFIED BY THE BUILDER IN THE FIELD.UNKNOWN AND VARIED CONDITIONS MAY BE FOUND. NOTIFY THE ENGINEER OF ANYSTRUCTURAL CONDITIONS FOUND TO VARY FROM THAT INDICATED. DESIGNREVISIONS MAY BE REQUIRED, AND ARE EXPECTED AS A PROCESS OF REMODEL WORK.

J. ALL DIMENSIONS ON STRUCTURAL DRAWINGS SHALL BE VERIFIED AGAINST THEARCHITECTURAL AND DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THEARCHITECT.

K. THE ARCHITECT MUST AUTHORIZE ALL SUBSTITUTIONS. SUCH AUTHORIZATIONDOES NOT RELIEVE THE CONTRACTOR FROM CONFORMANCE WITH THE DRAWINGSAND SPECIFICATIONS.

L. COORDINATE ALL OPENINGS THROUGH FLOORS, WALLS, AND ROOFS WITH THEMECHANICAL AND ELECTRICAL CONTRACTORS.

M. DO NOT BACKFILL AGAINST WALLS UNTIL FLOOR AND ROOF SYSTEMS BRACINGTHOSE WALLS ARE IN PLACE.

N.CONSTRUCTION MATERIALS SHALL BE SPREAD OUT IF PLACED ON FRAMEDCONSTRUCTION. LOAD SHALL NOT EXCEED THE DESIGN LIVE LOAD PER SQUARE FOOT.

O.PROVIDE AN LSTA STRAP AT ALL DISCONTINUOUS WALL PLATES. EXTEND STRAP AMINIMUM OF 12” BEYOND INTERRUPTION, EACH SIDE. ANOMALIES MAY INCLUDE:STEEL COLUMNS, MECHANICAL PENETRATIONS, CORNERS, LEVEL/SLOPED PLATETRANSITION, HEAVY TIMBER BACKSPANS, ETC.

P. THE CONTRACT STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THEFINISHED STRUCTURE. THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION.THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THESTRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE, BUT NOT BELIMITED TO, BRACING, SHORING FOR LOADS DUE TO CONSTRUCTION EQUIPMENT,ETC. OBSERVATION VISITS TO THE SITE BY THE STRUCTURAL ENGINEER SHALL NOTINCLUDE INSPECTION OF THE ABOVE ITEMS NOR WILL THE STRUCTURAL ENGINEER BERESPONSIBLE FOR THE CONTRACTOR'S MEANS, METHODS, TECHNIQUES, SEQUENCESFOR PROCEDURE OF CONSTRUCTION, OR THE SAFETY PRECAUTIONS AND THEPROGRAMS INCIDENT THERETO.

11024

21

4"

[.057

m]

21 4"

[.057

m]

R1 18 "[R0.029 m]

R118"

[R0.029 m]

1'-0

"[0

.305

m]

2'-8

" [0.

813

m] M

AX

.

T. SLABSEE PLAN

1'-4

" [0

.406

m]

TOOTH COLUMN POURINTO NON- STRUCT.CMU WALL PER DET.

@ 3/4"=1'-0" 11024

CONC. CONFINEMENT WALL12

T. CONC. SLABSEE PLAN

T. NEW WALLSEE PLAN

B. NEW WALLSEE PLAN

4" [0.102 m]MIN.

1'-6

" [0.

457

m]

MIN

.4"

[0.1

02 m

]

#3 GRADE 60 [#10 GRADE420] VERT. @ 12" O.C.

[@ 0.305 m O.C.] W/HOOKED END AS SHOWN

2'-8

" [0

.813

m]

MA

X.

#3 GRADE 60 [#10 GRADE420] HORIZ. @ 8" O.C.

[@ 0.203 m O.C.] W/

EXISTING RUBBLEFDN WALL (V.I.F.)

SLAB ON GRADE,SEE PLAN

S4.1


2-L3x3x3/16 BACK TOBACK TOP CHORDS

2-L3x3x3/16 BACK TOBACK BOTTOM CHORDS

2-L 1 1/2 x 1 1/2 x 3/16BACK TO BACK WEBSSANDWICH ANGLE ON EA.SIDE OF CHORD MEMBERSTYPICAL @ 6

1/2"Ø [12mm] THRUBOLT @ EA. END OF

WEB MEMBERS

ROOF PURLINSSEE PLAN

CONC. FRAME BEAMSEE SHEET S3.1

@ 1 1/2"=1'-0"

ROOF TRUSS13

4-L 1 1/2 x1 1/2 x 3/16@ CENTER OF TRUSS


12"[0.304 m]

8"[0.203 m]

x

8"[0.203 m]

MIN.

1'-0

"[0

.305

m]

MIN

.

#3 GRADE 60[#10 GRADE 420]DOWELS @ 12" O.C.[0.305 m O.C.]

SLAB & REINF.SEE PLAN

@ 1"=1'-0" 11024

CONCRETE FRAME COLUMN15

#3 GRADE 60[#10 GRADE 420]VERT. @ 12" O.C.

[@ 0.305 m O.C.]

#5 GRADE 60[#16 GRADE 420]

HORIZ. @ 12" O.C.[@ 0.305 m O.C.]

REINF. @ OUTSIDEFACE OF WALL MUST

RUN CONTINUOUSPAST CORNER OF

EXIST'G FDN WALL

3-#5 GRADE 60 [#16 GRADE420] x CONT. @ TOP &BOT. OF NEW FDN WALLSEE DET. 1/S4.1

#3 GRADE 60 [#10 GRADE 420]STIRRUPS PER DET. 1/S4.1

EXIST'G RUBBLEFDN WALL (V.I.F.)

@ 3/4"=1'-0" 11024

CONC. WALL @ EXIST'G FDN14

4" [0.102 m]

3" [0

.076

m]

CLR

3" [0

.076

m]

CLR


1'-0

" [0

.305

m]

COL. REINF. W/ STDHOOKED ENDSSEE DET. 4/S4.1

COLUMN TIES, SEESHTS S3.2 & S3.4 FORSPACING & LOCATIONS

SEE PLAN

PAD FTG REINF.SEE PLAN

SLAB REINF.SEE PLAN

@ 3/4"=1'-0" 11024

INTEGRAL CONCRETE FTG.16

S4.2


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C001job filesH00H24 Haiti SchoolDrawingsStructuralNext ...haitischoolproject.org/wp-content/uploads/2012/07/Structural-11024... · plane-ply or concrete indicates ... all sloped roof