pre-engineered metal building frame and …...documents shall be accompanied by a current i.c.b.o....

STRUCTURAL ABBREVIATIONS

A

ABOVE FINISH FLOOR - A.F.F.

ADDITIONAL - ADDN'L

ALTERNATE - ALT.

ANCHOR BOLT - A.B.

ANGLE - L

ARCHITECT - ARCH.

ARCHITECTURAL - ARCH'L

B

BASEMENT - BSMT.

BEAM - BM.

BEARING - BRG.

BELOW FINISH FLOOR - B.F.F.

BETWEEN - BTWN.

BOTTOM - BOT.

BUILDING - BLDG.

C

CAST-IN-PLACE - C.I.P.

CEILING - CLG.

CENTER LINE - C.L.

CENTER OF GRAVITY - C.G.

CHANNEL - C

CLEAR OR CLEARANCE - CLR.

COLUMN - COL.

COMPRESSION - C OR COMP

CONCRETE - CONC

CONCRETE MASONRY

UNIT - CMU

CONNECTION (S) - CONN(S).

CONTINUOUS - CONT.

CONTRACTOR - CONTR.

CONTROL JOINT - CONTR. JT.

CONSTRUCTION - CONST.

CONSTRUCTION JOINT - C.J.

D

DETAIL - DET.

DEAD LOAD - D.L.

DEFORMED BAR ANCHOR - D.B.A.

DIAGONAL - DIAG.

DIAMETER - DIA.

DIMENSIONS (S) - DIM(S).

DRAWING (S) - DWG(S).

DOUBLE - DBL.

DOWEL(S) - DWL(S).

E

EACH - EA.

EACH FACE - E.F.

EACH WAY - E.W.

ELECTRICAL - ELEC.

ELEVATION - EL.

ELEVATOR - ELEV.

ENGINEER - ENGR.

EQUAL - EQ.

EQUIPMENT - EQUIP.

EXPANSION - EXP.

EXPANSION JOINT - E.J.

EXISTING - EXIST.

EXTERIOR - EXT.

EXTRA STRONG - X-STR.

F

FAR SIDE - F.S.

FIELD VERIFY - F.V.

FINISHED FLOOR - FIN FL

FOUNDATION - FDN.

G

GAGE OR GAUGE - GA.

GALVANIZED - GALV.

GENERAL CONTRACTOR - GEN. CONTR.

GRADE - GR.

GRADE BEAM - GR. BM.

H

HEADED STUDS - H.S.

HEIGHT - HT.

HORIZONTAL - HORIZ.

I

INFORMATION - INFO.

INSIDE DIAMETER - I.D.

INSIDE FACE - I.F.

INTERIOR - INT.

INTERMEDIATE - INTERM.

J

JOINT - JT.

JOIST (S) - JST(S).

K

KIPS (1000 LBS) - k

KIP PER LINEAR FOOT - K.L.F.

KIP PER SQUARE FOOT - K.S.F.

L

LIGHTWEIGHT CONCRETE - LWT. CONC

LIVE LOAD - L.L.

LONGITUDINAL - LONG.

LONG LEG HORIZONTAL - LLH

LONG LEG VERTICAL - LLV

M

MANUFACTURE(R) - MFR.

MASONRY OPENING - M.O.

MAXIMUM - MAX.

MECHANICAL - MECH.

MEZZANINE - MEZZ.

MIDDLE - MID.

MINIMUM - MIN.

MISCELLANEOUS - MISC.

MOMENT CONNECTION(S) - M.C.

N

NEAR FACE - N.F.

NOMINAL - NOM.

NON-SHRINK - N.S.

NOT TO SCALE - N.T.S.

NUMBER - NO. OR #

O

ON CENTER - O.C.

OPPOSITE HAND - O.H.

OUTSIDE FACE - O.F.

OUTSIDE DIAMETER - O.D.

P

PERPENDICULAR - PERP.

PLATE - PL

POINT - PT.

POUNDS PER SQUARE

FOOT - P.S.F.

POUNDS PER SQUARE

INCH - P.S.I.

PRECAST CONCRETE - P / C

PREFABRICATED - PREFAB.

R

RADIUS - R

REINFORCED CONCRETE

PIPE - RCP

REINFORCE (ING) (ED)

(MENT) - REINF.

REMAINDER - REM.

REQUIRE - REQ.

REQUIRED - REQ'D.

ROOM - RM.

S

SCHEDULE (D) - SCHED.

SECTION - SECT.

SHEAR - V

SHEET - SHT.

SIMILAR - SIM.

SPACE - SPA.

SPECIFICATION (S) - SPEC(S)

SPECIFIED - SPEC'D.

SQUARE FOOT (FEET) - S.F.

STANDARD - STD.

STEEL - STL

STIFFENER - STIFF.

STIRRUPS - STIR.

STRUCTURE - STRUCT.

STRUCTURAL - STRUCT'L

STRUCTURAL TUBING - TS

SYMMETRICAL - SYM.

SUPPORT (S) - SUPT(S).

T

TEMPERATURE - TEMP.

TENSION - T

THICK - THK.

TONGUE & GROOVE - T & G

TOP AND BOTTOM - T & B

TOP OF BEAM - T.O.B.

TOP OF FOOTING - T.O.F.

TOP OF PIER - T.O.P.

TOP OF RETAINING WALL - T.R.W.

TOP OF STEEL - T.O.S.

TOP OF STRUCTURAL

CONCRETE - T.O.S.C.

TOP OF WALL - T.O.W.

TYPICAL - TYP.

U

UNLESS NOTED OTHER-

WISE - U.N.O.

V

VERTICAL - VERT.

W

WELDED WIRE MESH - W.W.M.

WIND BRACE - WB

WIND LOAD - W.L.

WITH - W /

WORK POINT - W.P.

WIDE FLANGE - W.F.

GENERAL

THE FOLLOWING GENERAL NOTES CONSTITUTE A MAJOR PART OF THE PLANS AND SPECIFICATIONS. STRICTCOMPLIANCE WITH THESE NOTES IS ESSENTIAL TO THE PROPER CONSTRUCTION OF THE BUILDING.

1. DETAILS DESIGNATED AS “TYPICAL DETAILS” APPLY GENERALLY TO THE DRAWINGS IN ALL AREAS WHERECONDITIONS ARE SIMILAR TO THOSE DESCRIBED IN THE DETAILS.

2. SLEEVES AND BLOCKOUTS REQUIRED FOR PASSAGE OF DUCTWORK, PIPING, DRAINS, CONDUIT, ETC.,AND ANCHORS REQUIRED FOR ANCHORING EQUIPMENT AND PIPING ARE NOT GENERALLY INDICATED ONTHE STRUCTURAL DRAWINGS. THE CONTRACTOR SHALL DETERMINE SUCH REQUIREMENTS FROM OTHERSERIES DRAWINGS, SUBCONTRACTORS, AND SUPPLIERS AND SHALL COORDINATE THE LOCATIONS ANDDETAILS FOR THESE ITEMS PRIOR TO FABRICATION OR CONSTRUCTION OF THE STRUCTURE. ANYCONFLICTS BETWEEN THESE ITEMS AND THE BUILDING STRUCTURE SHALL BE BROUGHT TO THEATTENTION OF THE ARCHITECT FOR RESOLUTION.

3. VERIFY, OR ESTABLISH, LOCATIONS AND DIMENSIONS OF ALL FRAMED OPENINGS RELATED TOEQUIPMENT OR DUCTWORK, INCLUDING INSULATION, IF ANY. WHERE SUBSTANTIAL RELOCATION ORRECONFIGURATION IS REQUIRED, SUBMIT A DRAWING TO THE ARCHITECT FOR REVIEW.

4. MATERIALS OR PRODUCTS SUBMITTED FOR APPROVAL WHICH ARE NOT AS SPECIFIED IN THEDOCUMENTS SHALL BE ACCOMPANIED BY A CURRENT I.C.B.O. (INTERNATIONAL CONFERENCE OFBUILDING OFFICIALS) REPORT. MATERIALS OR PRODUCTS THAT DO NOT HAVE I.C.B.O. REPORTSINDICATING THE SUBSTITUTED MATERIAL OR PRODUCT TO BE EQUAL TO THAT SPECIFIED, WILL NOT BECONSIDERED.

DESIGN LOADS

1. DEAD LOADS INCLUDE THE WEIGHT OF THE STRUCTURAL COMPONENTS, PERMANENT FIXTURES (WALLS,CEILINGS, MECHANICAL EQUIPMENT, ETC.).

2. DESIGN LIVE LOADING IS AS FOLLOWS:

ROOF . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20 PSF5” SLAB-ON-GRADE . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 125 PSF7” SLAB-ON-GRADE . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . SEE ITEM 3 BELOW

3. WAREHOUSE FLOOR LOADING CRITERIA:

DIRECT PALLET STORAGE ON SLAB (4 HIGH) . . . . . . . . . . . . . . . . . 600 PSFSTORAGE RACK POST LOAD . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8,800 LBFORKLIFT TOTAL LOADING ON 4 WHEELS . . . . . . . . . . . . . . . . . . . . 12,200 LB

4. SNOW LOADS SHALL BE IN ACCORDANCE WITH ASCE 7-10, USING THE FOLLOWING CRITERIA:

GROUND SNOW LOAD . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20 PSFFLAT-ROOF SNOW LOAD . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20 PSFSNOW EXPOSURE FACTOR . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.0SNOW IMPORTANCE FACTOR . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.0THERMAL FACTOR . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.0

5. WIND LOADS SHALL BE IN ACCORDANCE WITH ASCE 7-10, USING THE FOLLOWING CRITERIA:

ASCE 7-10 BASIC WIND SPEED (3-SECOND GUST) . . . . . . . . . . . . . 115 MPHWIND EXPOSURE CATEGORY . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . CINTERNAL PRESSURE COEFFICIENT . . . . . . . . . . . . . . . . . . . . . . . . . 0.18

CODES & DESIGN SPECIFICATIONS

1. BUILDING CODE: 2012 INTERNATIONAL BUILDING CODE.

2. STRUCTURAL STEEL: “SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS,” LATEST EDITION BY THEAMERICAN INSTITUTE OF STEEL CONSTRUCTION.

3. STRUCTURAL CONCRETE: “BUILDING CODE REQUIREMENTS FOR REINFORCEDCONCRETE (ACI 318),”LATEST EDITION BY THE AMERICAN CONCRETE INSTITUTE.

4. CONCRETE MASONRY: “BUILDING CODE REQUIREMENTS FOR CONCRETE MASONRY STRUCTURES (ACI530),” LATEST EDITION BY THE AMERICAN CONCRETE INSTITUTE.

CONCRETE MIX

1. PROVIDE CONCRETE HAVING THE FOLLOWING GENERAL CHARACTERISTICS:

28-DAY MAX.STRGTH. SLUMP AGG. SIZECLASS (PSI) (IN.) TYPE (IN.) USAGE

A 3000 4-6 HDRK. 1-1/2 FOOTINGS AND GRADE BEAMSB 4000 NOTE 6 HDRK. 1 SLAB-ON-GRADE

2. WORKABILITY ADMIXTURES MAY BE UTILIZED, PROVIDED THAT BATCH PROPORTIONS ARE DETERMINED INTHE MANNER DESCRIBED IN THE SPECIFICATIONS.

3. PROVIDE FIVE PERCENT (PLUS OR MINUS 1-1/2 PERCENT) AIR ENTRAINMENT IN CONCRETE PERMANENTLYEXPOSED TO THE WEATHER (AND ELSEWHERE AT THE CONTRACTOR'S OPTION). USE OF AIRENTRAINMENT, AND CORRESPONDING REDUCTION OF THE WATER/CEMENT RATIO, MUST BE NOTED ONTHE MIX DESIGNS.

4. USE OF ACCELERATING OR SET-RETARDING ADMIXTURES REQUIRES PRIOR APPROVAL OF THEARCHITECT. IN GENERAL, USE OF CALCIUM CHLORIDE WILL NOT BE PERMITTED.

5. CEMENT SHALL BE TYPE I OR TYPE III (ASTM C 150).

6. THE FOLLOWING MIX CHARACTERISTICS ARE REQUIRED FOR THE SLAB-ON-GRADE (CLASS B CONCRETE):

A. MAXIMUM WATER-CEMENT RATIO OF 0.48.B. SUPERPLASTICIZER.C. LOW SLUMP (2” TO 3”), BEFORE ADDITION OF SUPERPLASTICIZER.D. NO ADMIXTURES CONTAINING CHLORIDES.

DRILLED AND EPOXY GROUTED BOLTS & DOWELS

1. DRILLED AND EPOXY GROUTED DOWELS AND BOLTS INTO CONCRETE SHALL UTILIZE THE HILTI HIT-HY 200ADHESIVE ANCHORING SYSTEM. DRILLED AND EPOXY GROUTED BOLTS INTO MASONRY SHALL UTILIZETHE HILTI HIT-HY 70 ADHESIVE ANCHORING SYSTEM.

2. RODS SHALL BE FULLY THREADED “HAS-E STANDARD” RODS MEETING THE REQUIREMENTS OF ISO 898CLASS 5.8.

3. FOLLOW ALL MANUFACTURER'S INSTALLATION INSTRUCTIONS, PAYING SPECIAL ATTENTION TO PROPERCLEANING OF THE HOLE.

4. INSTALLER SHALL BE TRAINED/CERTIFIED BY THE MANUFACTURER FOR INSTALLATION OF DRILLED-INANCHORS.

CONCRETE REINFORCEMENT

1. REINFORCING STEEL SHALL BE NEW DOMESTIC DEFORMED BILLET STEEL, CONFORMING TO ASTM A 615GRADE 60.

2. REINFORCING STEEL SHOWN IN SECTIONS OF BEAMS, WALLS AND COLUMNS IS SCHEMATIC INDICATIONTHAT REINFORCING EXISTS. SEE SECTION NOTES AND GENERAL NOTES FOR ACTUAL REINFORCINGREQUIRED.

3. REFER TO DOWEL SCHEDULE ON SHEET S3.1 FOR BARS MARKED “DWL” ON THE DRAWINGS.

4. DETAIL REINFORCING BARS AND PROVIDE BAR SUPPORTS AND SPACERS IN ACCORDANCE WITH THE ACIDETAILING MANUAL.

5. DETAIL BARS IN BEAMS, SLABS, AND WALLS AS FOLLOWS:

A. RUN TOP AND BOTTOM BARS CONTINUOUS, WITH SPLICES AS DESCRIBED BELOW.

B. SPLICE TOP AND INTERMEDIATE BARS AT THE MIDDLE THIRD OF THE SPAN BETWEEN SPOTFOOTINGS.

C. SPLICE BOTTOM BARS DIRECTLY OVER SPOT FOOTINGS, UNLESS NOTED OTHERWISE.

D. DO NOT SPLICE VERTICAL BARS IN WALLS. HORIZONTAL BARS SHALL BE SPLICED AS SPECIFIED FORTOP, BOTTOM, AND INTERMEDIATE BARS OF BEAMS.

E. ALL BAR SPLICES IN BEAMS, SLABS, AND WALLS SHALL BE 48 BAR DIAMETERS, EXCEPT THAT SPLICESIN HORIZONTAL WALL BARS AND INTERMEDIATE BEAM BARS SHALL BE 60 BAR DIAMETERS.

F. PROVIDE CORNER BARS FOR EACH HORIZONTAL BAR AT THE INSIDE AND OUTSIDE FACES OFINTERSECTING BEAMS OR WALLS. REFER TO CORNER BAR DETAILS ON SHEET S3.1.

6. CONCRETE COVER FOR REINFORCING STEEL SHALL BE AS FOLLOWS, MEASURED TO NEAREST BAR,STIRRUP OR TIE:

A. AT SLABS-ON-GRADE, BEAM AND WALL SURFACES DEPOSITED AGAINST THE GROUND (WITH ORWITHOUT VAPOR BARRIER): 3”.

B. AT FORMED FACES OF BEAMS AND WALLS EXPOSED TO RAIN OR IN CONTACT WITH THE GROUND: 2”

C. TOP STEEL IN BEAMS: 2”

7. MAINTAIN THE SPECIFIED COVER DIMENSION WITHIN A TOLERANCE OF PLUS OR MINUS 3/8”. EXTRACOVER WEAKENS THE MEMBER AND REDUCED COVER LEADS TO CORROSION.

8. PROVIDE FOUNDATION DOWELS TO MATCH MASONRY WALL REINFORCEMENT. DOWELS SHALL EXTEND AMINIMUM OF 48 BAR DIAMETERS ABOVE TOP OF FOUNDATION.

STRUCTURAL MASONRY

1. MASONRY DESIGN IS BASED ON A MASONRY PRISM STRENGTH OF F'M = 1500 PSI.

2. HOLLOW LOAD BEARING MASONRY UNITS SHALL CONFORM TO ASTM C 90, LIGHTWEIGHT, TYPE N1, WITH AMINIMUM COMPRESSIVE STRENGTH OF 1900 PSI ON THE NET AREA OF THE BLOCK.

3. MORTAR SHALL CONFORM TO ASTM C 270, TYPE S, CONSISTING OF 1 PART PORTLAND CEMENT, 1/2 PARTHYDRATED LIME AND 3 1/2 TO 4 1/2 PARTS MASON'S SAND. DO NOT USE AIR ENTRAINING LIME ORADMIXTURES.

4. COARSE GROUT SHALL CONFORM TO ASTM C 476, WITH A MAXIMUM AGGREGATE SIZE OF 3/8” AND AMINIMUM COMPRESSIVE STRENGTH OF 2500 PSI. PROPORTIONS BY VOLUME SHALL BE 1 PART PORTLANDCEMENT, 3 PARTS MASON'S SAND AND 1 TO 2 PARTS PEA GRAVEL. SLUMP SHALL BE 10” TO 11”.

5. VERTICAL REINFORCING SHALL BE NO. 5 BARS AT A MAXIMUM SPACING OF 4'-0” ON CENTER, UNLESSOTHERWISE NOTED ON DRAWINGS. THE FIRST CELL AT CORNERS AND ENDS OF WALLS SHALL BEREINFORCED WITH 1 #5 AND GROUTED FULL. 1 #5 (EXTENDING FULL HEIGHT OF WALL) SHALL BE PLACEDEACH SIDE OF WALL OPENINGS.

6. VERTICAL BARS SHALL BE HELD IN CELL CENTERS AT TOP AND BOTTOM AND AT INTERVALS NOTEXCEEDING 8'-0”.

7. WHEN A FOUNDATION DOWEL DOES NOT LINE UP WITH A VERTICAL CORE, IT SHALL BE SLOPED NO MORETHAN ONE HORIZONTAL TO SIX VERTICAL. THE DOWEL SHALL BE GROUTED INTO A CELL IN VERTICALALIGNMENT, EVEN THOUGH IT IS IN AN ADJACENT CELL TO THE VERTICAL WALL REINFORCING.

8. HORIZONTAL REINFORCING SHALL BE PLACED IN CONTINUOUS MASONRY COURSES, CONSISTING OFBOND BEAM OR TROUGH BLOCK UNITS, AND SHALL BE SOLIDLY GROUTED IN PLACE.

9. REINFORCING SHALL BE STRAIGHT EXCEPT FOR BENDS AROUND CORNERS AND WHERE BENDS ORHOOKS ARE DETAILED ON THE PLANS.

10. HORIZONTAL REINFORCING STEEL SHALL BE LAPPED 48 BAR DIAMETERS MINIMUM, WHERE SPLICED ANDSHALL BE WIRED TOGETHER.

11. HORIZONTAL WALL JOINT REINFORCING SHALL BE STANDARD “DUR-O-WALL” (TRUSS TYPE) AT 16” ONCENTER VERTICALLY, UNLESS NOTED OTHERWISE.

12. STANDARD WIRE REINFORCEMENT SHALL BE LAPPED AT LEAST 11” AT SPLICES AND SHALL CONTAIN ATLEAST ONE CROSS WIRE OF EACH PIECE OF REINFORCEMENT IN THE LAPPED DISTANCE.

13. VERTICAL REINFORCING BARS MAY BE SPLICED IN 6'-0” TO 8'-0” LENGTHS. MINIMUM LAP SPLICE SHALL BE60 BAR DIAMETERS.

14. PROVIDE 3/8” THROUGH-WALL CONTROL JOINTS AT 40'-0” MAXIMUM SPACING. DO NOT LOCATE CONTROLJOINTS WITHIN WALL OPENINGS OR LINTEL SUPPORTS. CUT ALL REINFORCING AT CONTROL JOINTS,UNLESS NOTED OTHERWISE.

15. PROVIDE TEMPORARY BRACING FOR WALLS AS NECESSARY UNTIL THE PERMANENT BRACING SYSTEMHAS BEEN COMPLETED.

PRE-ENGINEERED METAL BUILDING FRAME AND ROOF PURLINS (CONTINUED)

2. CONTRACTOR SHALL COORDINATE THE SCOPE OF THIS SECTION WITH THE STRUCTURAL STEELFABRICATOR TO ENSURE THAT ALL REQUIRED MEMBERS ARE FURNISHED.

3. GENERAL CONTRACTOR SHALL PROVIDE AND SET ANCHOR BOLTS, DESIGNED BY THE PRE-ENGINEEREDBUILDING MANUFACTURER, PER PRE-ENGINEERED BUILDING MANUFACTURER'S DRAWINGS.

4. DESIGN LOADS SHALL BE APPLIED USING ALL APPLICABLE LOAD COMBINATIONS OF THE SPECIFIEDBUILDING CODE.

5. FOR THE PURPOSE OF CALCULATING WIND FORCES ON THE METAL BUILDING SYSTEM, ALL BUILDINGSSHALL BE CONSIDERED ENCLOSED.

6. SUBMIT DESIGN CALCULATIONS, SEALED BY A PROFESSIONAL ENGINEER, REGISTERED IN THE STATE OFTEXAS FOR FRAMING PLANS, ERECTION DRAWINGS, ETC., TO THE ARCHITECT AS SPECIFIED.

7. PROVIDE WASHERS AT BOLTED CONNECTION IF CALIBRATED TORQUE WRENCH IS USED FOR TIGHTENINGOF NUTS. COORDINATE WITH ERECTOR.

8. PRE-ENGINEERED STEEL STRUCTURE AND CONNECTIONS, ETC., SHALL BE SUBJECT TO INSPECTION BY ANINDEPENDENT LABORATORY, AS SPECIFIED.

9. THE FOLLOWING SHALL APPLY TO ALL ROOF PLANS IN THESE DRAWINGS:

A. CONTRACTOR SHALL COORDINATE SIZE, WEIGHT, SUPPORT METHODS, AND LOCATION OFMECHANICAL UNITS SUPPORTED BY THE ROOF WITH THE METAL BUILDING MANUFACTURER, WHOSHALL DESIGN TO ACCOMMODATE HANGING EQUIPMENT, INCLUDING FRAMING TO DIRECTLYSUPPORT THE UNITS AND TO FRAME ROOF OPENINGS REQUIRED. REFER TO MEP FOR EQUIPMENTON THE ROOF AND/ OR SUSPENDED FROM ROOF FRAMING.

B. WIND BRACING IN THE PLANE OF THE ROOF SHALL BE PROVIDED TO BRACE THE BUILDING UNDERWIND PERPENDICULAR TO PRIMARY RIGID FRAMES. DIAGONAL ROD BRACING WITH TURNBUCKLESOR CLEVISES SHALL BE USED.

C. WALL WIND BRACING MUST BE PROVIDED AT LOCATIONS SHOWN.

D. WALL WIND BRACING SHALL CONSIST OF DIAGONAL ROD BRACING OR PINNED-BASE PORTALFRAMES, AS NOTED. WHERE ROD BRACING IS USED, LOCATE RODS AS CLOSE AS POSSIBLE TOOUTSIDE FLANGE OF COLUMN. REFER TO PLAN LOCATIONS NOTED "X-BRACE" FOR AVAILABLE WALLAREAS.

E. LATERAL DRIFT LIMIT FOR WIND PERPENDICULAR TO PRIMARY FRAMES SHALL BE HEIGHT TO ROOF(IN INCHES) /180.

F. PROVIDE TEMPORARY WIND BRACING AS REQUIRED UNTIL FINAL BRACING IS IN PLACE.

10. PRIMARY FRAME DESIGN AND LATERAL DRIFT:

A. WIND PRESSURES FOR PURPOSES OF CALCULATING LATERAL DRIFT OF PRIMARY FRAMES SHALL BEBASED ON A 50-YEAR MEAN RECURRENCE INTERVAL USING SCHEDULED WIND SPEED.

B. LATERAL DRIFT CALCULATION:

1) ASSUME FRAMES ARE PINNED-BASE WITH NO PARTIAL BASE FIXITY.

2) CONSIDER FRAMES AS “BARE” FRAMES, WITH NO ADDITIONAL STIFFNESS PROVIDED BY THEROOF.

3) LOAD SHARING BETWEEN FRAMES IS NOT PERMITTED.

C. LATERAL DRIFT LIMIT: EAVE HEIGHT (IN INCHES) H/180.

11. PROVIDE INTERIOR WALL BRACING COLUMNS AS INDICATED. WALL BRACING COLUMNS SHALL BENON-LOAD BEARING AND SHALL BE LIMITED TO THE DEPTH RESTRICTIONS SHOWN ON PLAN. LIMITDEFLECTIONS TO L/360.

12. IN ACCORDANCE WITH THE ARCHITECTURAL DETAILS, PROVIDE CHANNEL GIRTS OR C-GIRTS FOR LATERALSUPPORT AT THE TOP OF ALL BLOCK WALLS AROUND THE PROCESSING AREA. LIMIT DEFLECTION TOL/360.

13. IN ACCORDANCE WITH THE ARCHITECTURAL DETAILS AT THE ADMINISTRATION AREA, PROVIDE SPANDRELBEAMS AT THE TOP OF METAL STUD WALLS FOR LATERAL SUPPORT. LIMIT DEFLECTION TO L/360.

14. ROOF PURLINS SUPPORTING THE STANDING SEAM METAL DECK SHALL BE STANDARD ROLL-FORMED "Z"SECTIONS OR EQUIVALENT SHAPES COMPATIBLE WITH THE ROOF DECK SYSTEM. MATERIAL, GAUGE,SPLICING AND CROSS-SECTION ARE TO BE DETERMINED BY THE METAL BUILDING MANUFACTURER.

15. DESIGN LIGHT-GAUGE STEEL MEMBERS IN ACCORDANCE WITH AISI "SPECIFICATION FOR DESIGN OFCOLD-FORMED STEEL STRUCTURAL MEMBERS," LIVE LOAD DEFLECTIONS LIMITED TO L/240. WHEREHOLES ARE REQUIRED IN PURLIN BOTTOM FLANGE FOR MECHANICAL AND ELECTRICAL HANGERS,REDUCTION OF SECTION SHALL BE ACCOUNTED FOR IN DESIGN.

16. LOCATE ROOF PURLINS WHERE INDICATED ON THE ARCHITECTURAL DRAWINGS AT GUTTERS, RIDGES,ETC., AND WHERE INDICATED ON THE STRUCTURAL DRAWINGS FOR INTERFACE WITH THE STRUCTURALSTEEL ROOF BRACING. PROVIDE ADDITIONAL PURLINS WHERE CLOSER SPACING AT PERIMETER ISREQUIRED BY LOADING, OTHERWISE ROOF PURLIN SPACING SHALL NOT EXCEED 5'-0".

17. BASIC DESIGN LOADS AND COLLATERAL LOADS SHALL BE AS FOLLOWS:

A. BASIC DESIGN LOADS, IN ADDITION TO DEAD LOAD, INCLUDE SNOW LOAD, LIVE LOAD AND WIND LOAD.

B. COLLATERAL LOADS INCLUDE ADDITIONAL DEAD LOADS OVER AND ABOVE WEIGHT OF METALBUILDING SYSTEM SUCH AS MECHANICAL, ELECTRICAL, PLUMBING, FIRE PROTECTION SYSTEMS, ANDCEILING SYSTEMS. INSULATION WEIGHT IS CONSIDERED PART OF METAL BUILDING SYSTEM.

C. DESIGN EACH MEMBER TO WITHSTAND FORCES RESULTING FROM COMBINATIONS OF LOADS THATPRODUCE MAXIMUM STRESSES IN THAT MEMBER, AS FOLLOWS:

1) ROOF LIVE LOAD/ SNOW LOAD: SEE DESIGN LOADS (ACCOUNT FOR SLIDING AND DRIFTINGSNOW AS REQUIRED)

2) ROOF DEAD LOAD: WEIGHT OF PURLINS, DECK, AND INSULATION CALCULATED BYMANUFACTURER.

3) COLLATERAL LOAD:

a) MECHANICAL, ELECTRICAL, PLUMBING 5 PSF. CONCENTRATED LOADS GREATER THAN 200POUNDS REQUIRE SPECIAL DESIGN.

b) CEILING: WHERE CEILINGS ARE SCHEDULED DETERMINE LOADS BASED UPON CEILINGMATERIALS USED; 3 PSF MINIMUM FOR GYP BOARD OR LAY-IN CEILINGS.

c) ADDITIONAL LOADS: ADDITIONAL ROOF PURLINS MAY BE REQUIRED. REFER TO THEDRAWINGS FOR LOCATIONS OF ADDITIONAL EQUIPMENT. THECONTRACTOR/MANUFACTURER SHALL COORDINATE PURLIN DESIGNS WITH ALLMECHANICAL, ELECTRICAL, OR OTHER EQUIPMENT REGARDLESS OF WHETHER IT ISLOCATED ON DRAWINGS. REVIEW PIPE HANGER CLAMPS TO BE USED TO MINIMIZETORSION ON THE PURLINS.

d) WIND LOADS: REFER TO DESIGN LOADS.

18. DESIGN BRIDGING OR OTHER LATERAL BRACING AS REQUIRED.

19. THE MANUFACTURER IS RESPONSIBLE FOR ALL PURLIN MEMBER DESIGN, CONNECTIONS, ANDATTACHMENTS TO THE STRUCTURAL FRAME. SUBMIT CALCULATIONS WITH ENGINEER'S SEAL FOR ALLDESIGNS.

20. REFER TO ARCHITECTURAL PLAN DETAILS FOR MAXIMUM FRAME AND WIND BENT COLUMN DIMENSIONS.INCREASE THICKNESS OF FLANGES AND WEBS AS REQUIRED TO MAINTAIN THESE DIMENSIONS.

21. DESIGN FRAME AT GRID 'T' AS A FULL FRAME TO RECEIVE FUTURE EXPANSION.

PRE-ENGINEERED METAL BUILDING FRAME AND ROOF PURLINS

1. THE FOLLOWING ARE TO BE DESIGNED AND FURNISHED BY A QUALIFIED METAL BUILDINGMANUFACTURER:

A. ALL ROOF FRAMING.

B. ALL RIGID FRAMES.

C. ALL END WALL COLUMNS.

D. ALL PURLINS.

E. WALL GIRTS AND RELATED BRACING.

F. CHANNEL GIRTS OR C-GIRTS TO BRACE TOP OF CMU WALLS.

G. SPANDREL BEAMS TO BRACE INTERIOR STUD WALLS AT ADMINISTRATION AREA.

H. ROOF AND WALL BRACING.

I. ALL TUBE OR WIDE FLANGE COLUMNS SUPPORTING METAL BUILDING FRAMES.

J. STEEL WIDE FLANGE COLUMNS AT END WALLS.

K. INTERIOR WALL BRACING COLUMNS AS INDICATED.

L. FRAMING FOR MECHANICAL OPENINGS - SEE ARCHITECTURAL FOR SIZE AND LOCATION.

A

B

B.4

C

C.6

D

D.5

E

E.6

F

F.5

G

G.6

H

H.5

J

J.4

K

K.6

L

L.6

M

M.5

N

N.6

P

P.5

R

R.6

S

S.5

T

A

B

B.5

C

C.5

D

D.5

E

E.5

F

F.5

G

G.5

H

H.5

J

J.5

K

K.5

L

L.5

M

M.5

N

N.5

P

P.5

R

R.5

S

S.5

T

1 1.3 2 3 4 7651.7 2.3 2.7 3.3 3.7

1 2 3 4 765

L.1

J.3

D.4

2.4

6.76.35.75.34.74.3

1.3 1.7 3.3 3.7 6.76.35.75.34.74.32.81.6

EXIS

TING

GRA

DE P

ROFI

LESE

LECT

FILL

2" S

AND

LEVE

LING

LAYE

R

MOIS

TURE

CON

DITI

ONED

ON-S

ITE

LEAN

CLA

Y

7" C

ONCR

ETE

SLAB

5'-0"

EXIS

TING

SUB

GRAD

E5'-

0"

8'-6"

594'-

0"

400'-0"

301'-

0"65

'-0"

34'-0"

THE SCHEMATIC FOUNDATION PLAN ISSHOWN FOR INFORMATIONAL PURPOSESONLY AND SHALL NOT BE USED FORCONSTRUCTION OF THE CONCRETEFOUNDATION.

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BUILDING PAD PREPARATION

1. STRIP ALL PAVING, VEGETATION, ROOTS, AND ORGANIC TOP SOIL WITHIN THE BUILDING LINES.EXCAVATE ADDITIONAL SOIL TO THE LIMITS INDICATED IN THE SCHEMATIC BUILDING PAD SECTION.

2. EXCAVATED LEAN CLAY SOILS SHALL BE CLEANED AND STOCKPILED. STOCKPILE MATERIAL SHALLBE TESTED AND APPROVED BY THE LABORATORY PRIOR TO USE IN THE BUILDING PAD.

3. PROOF ROLL SUBGRADE TO DETECT ANY SOFT AREAS. REMOVE THESE WEAK AREAS, ANDREPLACE WITH SOILS EXHIBITING SIMILAR CLASSIFICATION, MOISTURE CONTENT, AND DENSITY ASADJACENT IN-SITU SOILS.

4. JUST PRIOR TO FILL PLACEMENT, TOP 6” OF EXPOSED SUBGRADE SHALL BE SCARIFIED ANDCOMPACTED TO 95 PERCENT OF THE MAXIMUM DENSITY (ASTM D 698) AT A MOISTURE CONTENTNEAR OPTIMUM (+/-2%).

5. PLACE AND COMPACT APPROVED STOCKPILE MATERIAL UNTIL DEPLETED. PLACE STOCKPILEMATERIAL IN LIFTS NOT TO EXCEED 8 INCHES (LOOSE THICKNESS), COMPACTING EACH LIFT TO 100PERCENT OF THE MAXIMUM DENSITY (ASTM D 698) AT A MOISTURE CONTENT WITHIN 0 TO +4% OFOPTIMUM.

6. PLACE AND COMPACT SELECT FILL TO THE REQUIRED ELEVATION (2 INCHES BELOW BOTTOM OFFLOOR SLAB), FOLLOWED BY A 2” SAND LAYER IMMEDIATELY BENEATH THE SLAB.

7. SELECT FILL SHALL HAVE A PLASTICITY INDEX OF 4 TO 15, AND SHALL BE FREE OF LARGE ROCK(LARGER THAN 2”) OR OTHER DELETERIOUS MATERIAL. PLACE FILL IN LIFTS NOT TO EXCEED 8INCHES (LOOSE THICKNESS), COMPACTING EACH LIFT TO 100 PERCENT OF THE MAXIMUM DENSITY(ASTM D 698) AT A MOISTURE CONTENT NEAR OPTIMUM (+/-2%).

8. 2 INCH SAND LAYER SHALL HAVE A PLASTICITY INDEX OF 8 OR LESS, AND SHALL BE COMPACTEDAND DAMP PRIOR TO CONCRETE PLACEMENT.

9. COMPACTION AND MOISTURE CONTENT OF SUBGRADE AND EACH LIFT OF FILL SHALL BE TESTEDBY THE LABORATORY AND APPROVED BEFORE PLACING NEXT LIFT. ADJUST MOISTURE CONTENTAND RECOMPACT WHERE REQUIRED.

10. SELECT FILL MUST PROVIDE A SOLID WORKING PAD FOR OTHER TRADES DURING WET WEATHER.ALL SOFT SPOTS MUST BE RECOMPACTED PRIOR TO CONCRETE PLACEMENT.

11. PROPER GRADING AND DRAINAGE IN THE FOUNDATION AND PAVEMENT AREA TO PREVENTPONDING OF WATER IS ESSENTIAL. IN NO INSTANCE SHOULD WATER BE ALLOWED TO POND IN THEFOUNDATION VICINITY EITHER DURING OR AFTER CONSTRUCTION.

12. THE STRUCTURE SUBGRADE AND FILL SHOULD BE MAINTAINED AT THE SPECIFIED MOISTURECONTENT AND NOT BE ALLOWED TO DRY OUT PRIOR TO PLACING SLAB-ON-GRADE.

13. SIDES OF GRADE BEAMS AND PILASTERS WILL BE WOOD FORMED.

14. IMMEDIATELY BACKFILL OUTSIDE OF GRADE BEAMS BEFORE PONDING WATER CAN OCCUR.

1 2 3 4 765

66'-8" 66'-8" 66'-8" 66'-8" 66'-8" 66'-8"

A

B

B.4

C

C.6

D

D.5

E

E.6

F

F.5

G

G.6

H

H.5

J

A

B

B.5

C

C.5

D

D.5

E

E.5

F

F.5

G

G.5

H

H.5

J

22'-0

"38

'-0"

38'-0

"38

'-0"

38'-0

"38

'-0"

38'-0

"38

'-0"

1 2 3 4 765

19'-0

"19

'-0"

19'-0

"19

'-0"

19'-0

"19

'-0"

19'-0

"

23'-0

"23

'-0"

19'-0

"23

'-0"

19'-0

"23

'-0"

19'-0

"

D.41'-01 8"

2.41.3 1.7 3.3 3.7

22'-3" 22'-2" 22'-3" 25'-0" 22'-6" 19'-2" 22'-2" 22'-3"22'-3"

6.76.35.75.34.74.3

22'-3"22'-2"22'-3"22'-3"22'-2"22'-3"22'-2"22'-3" 22'-3"

2.81.6

1'-2"1'-4" 1'-4"

X-BR

ACIN

G

X-BR

ACIN

G

F2, 94'-0"2/S3.1

F3, 94'-0"2/S3.1

F3, 94'-0"2/S3.1

F3, 94'-0"2/S3.1

F3, 94'-0"2/S3.1

F3, 94'-0"2/S3.1

F4, 94'-0"2/S3.1

F3, 94'-0"2/S3.1

F4, 94'-0"2/S3.1

F4, 94'-0"2/S3.1

F3, 94'-0"2/S3.1

F3, 94'-0"2/S3.1

F3, 94'-0"2/S3.1

F3, 94'-0"2/S3.1

F3, 94'-0"2/S3.1

F3, 94'-0"2/S3.1

F4, 94'-0"2/S3.1

F5, 96'-0"3/S3.1

F5, 96'-0"3/S3.1

F5, 96'-0"3/S3.1

F5, 96'-0"3/S3.1

F5, 96'-0"3/S3.1

F5, 96'-0"3/S3.1

F5, 96'-0"3/S3.1

F5, 96'-0"3/S3.1

F5, 96'-0"3/S3.1

F5, 96'-0"3/S3.1

F5, 96'-0"3/S3.1

F5, 96'-0"3/S3.1

F5, 96'-0"3/S3.1

F5, 96'-0"3/S3.1

F5, 96'-0"3/S3.1

F5, 96'-0"3/S3.1

F5, 96'-0"3/S3.1

F5, 96'-0"3/S3.1

F5, 96'-0"3/S3.1

F5, 96'-0"3/S3.1

F5, 96'-0"3/S3.1

F5, 96'-0"3/S3.1

F5, 96'-0"3/S3.1

F5, 96'-0"3/S3.1

F5, 96'-0"3/S3.1

F5, 96'-0"3/S3.1

F5, 96'-0"3/S3.1

F5, 96'-0"3/S3.1

F5, 96'-0"3/S3.1

F5, 96'-0"3/S3.1

F5, 96'-0"3/S3.1

F5, 96'-0"3/S3.1

F5, 96'-0"3/S3.1

F5, 96'-0"3/S3.1

F5, 96'-0"3/S3.1

F5, 96'-0"3/S3.1

F5, 96'-0"3/S3.1

F5, 96'-0"3/S3.1

F5, 96'-0"3/S3.1

F5, 96'-0"3/S3.1

F2, 94'-0"2/S3.1

F2, 94'-0"2/S3.1

F2, 94'-0"2/S3.1

F2, 94'-0"2/S3.1

F1, 99'-0"4/S3.1

F1, 99'-0"4/S3.1

F1, 99'-0"4/S3.1

F1, 99'-0"4/S3.1

F1, 99'-0"4/S3.1

F1, 99'-0"4/S3.1

F1, 99'-0"4/S3.1

F1, 99'-0"4/S3.1

F1, 99'-0"4/S3.1

F1, 99'-0"4/S3.1

F1, 99'-0"4/S3.1

F1, 99'-0"4/S3.1

-TYP

.@

RAM

P7/S

3.1

5/S3.1

6/S3.2

6/S3.17A/S3.25/S3.1

5/S3.1

F1, 99'-0"4/S3.1

F1, 99'-0"4/S3.1

F1, 99'-0"4/S3.1

F1, 99'-0"4/S3.1

10" INTERIOR WALLBRACING COLUMN










2/S3.2-TYP.

F2, 95'-4"2/S3.1F2, 95'-4"

2/S3.1

F2, 95'-4"2/S3.1

F2, 95'-4"2/S3.1

F2, 95'-4"2/S3.1

F2, 95'-4"2/S3.1

F2, 95'-4"2/S3.1

F2, 95'-4"2/S3.1

1'-10" TO C.L. FOOTINGS


1'-4"

TO

C.L.

FOOT

INGS

10X10 INTERIOR TUBECOLUMN BY M.B.M. - TYP.

T.O.S.C. EL= 100'-0"

SLAB-ON-GRADE OVER COMPACTEDFILL. REFER TO SHEET S1.2 (PACKAGE 1)FOR BUILDING PAD REQUIREMENTS.REFER TO 1/S3.2 FOR SLAB ON GRADEREQUIREMENTS.

5/S3.1

8/S3.2 8/S3.2

8" CMU WALL-SEE 6/S3.2 ANDGENERAL NOTES

C.J. (TYPE A)

C.J. (TYPE A)

C.J. (TYPE A)

C.J. (TYPE A)

C.J.

(TYP

E B)

TYPICAL CONTROLJOINT LAYOUT REFERTO 1/S3.2 FOR DETAILS

8'-0"

8'-0"

8'-0"

8'-0"

8'-0"

8'-0"

9/S3.1-TYP.

6"X6" CURB - REINF.W/ (2) - #4 CONT. &#4 VERT. @ 12" O.C.

@ S

OUTH

STA

IR10

/S3.2

-TYP

.

4'-8" 20'-8"

67 8"28

'-0"

RECESS @ O.H. DOORSIMILAR TO 7/S3.1

10/S

3.2(S

IM.)

10/S

3.2(S

IM.)

F1, 96'-0"2/S3.1

FOOTING TYPE, REFER TO FOOTING SCHEDULETOP OF FOOTING ELEVATION

TOP OF FOOTING DETAIL

PLAN NOTES:

1. SEE ARCHITECTURAL DRAWINGS FOR ACTUAL SEA LEVEL ELEVATION RELATED TO EL. =100'-0" SHOWN ON DRAWINGS. SEE PLAN FOR TOP OF STRUCTURAL CONCRETE(T.O.S.C.) ELEVATION.

2. STRUCTURAL SHEET INDEX:

3. FOOTINGS ARE NOTED ON PLAN THUS:

NUMBERS PREFIXED WITH "F" INDICATE FOOTING TYPES. CENTER LINE OF FOOTINGSARE TYPICALLY LOCATED ON GRID LINES, UNLESS NOTED OTHERWISE ON PLAN.

4. REFER TO ARCHITECTURAL DRAWINGS FOR LOCATION OF FLOOR DROPS NOTDIMENSIONED ON PLAN.

GENERAL NOTES

SLAB-ON-GRADE & FOUNDATION DETAILSS3.2

S1.1SHEET TITLESHEET NUMBER

FOOTING SCHEDULE & FOUNDATION DETAILSS3.1

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1 2 3 4 7650.40.2

66'-8" 66'-8" 66'-8" 66'-8" 66'-8" 66'-8"17'-0"17'-0"

J

J.4

K

K.6

L

L.6

M

M.5

N

N.6

P

P.5

R

R.6

S

S.5

T

J

J.5

K

K.5

L

L.5

M

M.5

N

N.5

P

P.5

R

R.5

S

S.5

T

38'-0

"38

'-0"

38'-0

"38

'-0"

38'-0

"38

'-0"

38'-0

"40

'-0"

1 1.3 2 3 4 7651.7 2.3 2.7 3.3 3.7

19'-0

"19

'-0"

19'-0

"19

'-0"

19'-0

"19

'-0"

19'-0

"21

'-0"

18'-0

"15

'-0"

19'-0

"23

'-0"

19'-0

"23

'-0"

21'-0

"

22'-3" 22'-2" 22'-3" 22'-3" 22'-2" 22'-3" 22'-2" 22'-3"

L.1

2'-0"

J.3

23'-0

"2'-

0"20

'-0"

22'-3"

6.76.35.75.34.74.3

22'-3"22'-2"22'-3"22'-3"22'-2"22'-3"22'-2"22'-3" 22'-3"

X-BR

ACIN

G

X-BR

ACIN

G

F2, 94'-0"2/S3.1

F6, 94'-0"2/S3.1

F7, 94'-0"2/S3.1

F4, 94'-0"2/S3.1

F6, 94'-0"2/S3.1

F3, 94'-0"2/S3.1

F3, 94'-0"2/S3.1

F3, 94'-0"2/S3.1

F3, 94'-0"2/S3.1

F4, 94'-0"2/S3.1

F4, 94'-0"2/S3.1

F4, 94'-0"2/S3.1

F4, 94'-0"2/S3.1

F4, 94'-0"2/S3.1

F3, 94'-0"2/S3.1

F3, 94'-0"2/S3.1

F3, 94'-0"2/S3.1

F3, 94'-0"2/S3.1

F5, 96'-0"3/S3.1

F5, 96'-0"3/S3.1

F5, 96'-0"3/S3.1

F5, 96'-0"3/S3.1

F5, 96'-0"3/S3.1

F5, 96'-0"3/S3.1

F5, 96'-0"3/S3.1

F5, 96'-0"3/S3.1

F5, 96'-0"3/S3.1

F5, 96'-0"3/S3.1

F5, 96'-0"3/S3.1

F5, 96'-0"3/S3.1

F5, 96'-0"3/S3.1

F5, 96'-0"3/S3.1

F5, 96'-0"3/S3.1

F5, 96'-0"3/S3.1

F5, 96'-0"3/S3.1

F5, 96'-0"3/S3.1

F5, 96'-0"3/S3.1

F5, 96'-0"3/S3.1

F5, 96'-0"3/S3.1

F5, 96'-0"3/S3.1

F5, 96'-0"3/S3.1

F5, 96'-0"3/S3.1

F5, 96'-0"3/S3.1

F5, 96'-0"3/S3.1

F5, 96'-0"3/S3.1

F5, 96'-0"3/S3.1

F5, 96'-0"3/S3.1

F5, 96'-0"3/S3.1

F5, 96'-0"3/S3.1

F5, 96'-0"3/S3.1

F5, 96'-0"3/S3.1

F5, 96'-0"3/S3.1

F5, 96'-0"3/S3.1

F2, 94'-0"2/S3.1

F2, 94'-0"2/S3.1

F3, 94'-0"2/S3.1

F3, 94'-0"2/S3.1

F2, 94'-0"2/S3.1

F2, 94'-0"2/S3.1

F3, 94'-0"2/S3.1

F3, 94'-0"2/S3.1

10/S

3.1

11/S

3.2

-TYP

.

5/S3.1

5/S3.1

F2, 94'-0"2/S3.1

F2, 94'-0"2/S3.1

F2, 94'-0"2/S3.1

F2, 94'-0"2/S3.1

F2, 94'-0"2/S3.1

F2, 94'-0"2/S3.1

F2, 94'-0"2/S3.1

F2, 94'-0"2/S3.1

F2, 94'-0"2/S3.1

F2, 94'-0"2/S3.1

F2, 94'-0"2/S3.1

F7, 94'-0"2/S3.1

F7, 94'-0"2/S3.1

F7, 94'-0"2/S3.1

F7, 94'-0"2/S3.1

5/S3.1

5/S3.1

2/S3.2-TYP.

1'-10" TO C.L. FOOTINGS 1'-10" TO C.L. FOOTINGS

1'-4"

TO

C.L.

FOOT

INGS

@IN

TERM

EDIA

TE C

OLUM

NS

10X10 INTERIOR TUBECOLUMN BY M.B.M. - TYP.

T.O.S.C. EL= 100'-0"

SLAB-ON-GRADE OVER COMPACTEDFILL. REFER TO SHEET S1.2 (PACKAGE 1)FOR BUILDING PAD REQUIREMENTS.REFER TO 1/S3.2 FOR SLAB ON GRADEREQUIREMENTS.


1'-0"

TO

C.L.

FOOT

ING

@IN

TERM

EDIA

TE C

OLUM

N1'-

0" T

O C.

L. FO

OTIN

G @

INTE

RMED

IATE

COL

UMN

5/S3.1

C.J. (TYPE A)

C.J. (TYPE A)

C.J. (TYPE A)

C.J. (TYPE A)

C.J.

(TYP

E B)

DESIGN END FRAMEWITH FULL FRAMECAPACITY FOR FUTUREEXPANSION

LOCATE C.L. OFRECTANGULAR FOOTINGS ATPRIMARY COLUMNS ON GRID T

8'-0"

8'-0"

8'-0"

8'-0"

8'-0"

10'-0

"

5" SLAB-ON-GRADE OVER COMPACTEDFILL BETWEEN GRIDS 0.2 AND 1. REINF.W/ #4 @ 16" EACH WAY, PLACED 1 1/2"FROM TOP OF SLAB

PORT

AL F

RAME

9/S3.1-TYP.

@ S

OUTH

STA

IR10

/S3.2

-TYP

.

10/S3.2 SIM.

7/S3.2

10/S3.2 SIM.

F1, 96'-0"2/S3.1

FOOTING TYPE, REFER TO FOOTING SCHEDULETOP OF FOOTING ELEVATION

TOP OF FOOTING DETAIL

PLAN NOTES:

1. SEE ARCHITECTURAL DRAWINGS FOR ACTUAL SEA LEVEL ELEVATION RELATED TO EL. =100'-0" SHOWN ON DRAWINGS. SEE PLAN FOR TOP OF STRUCTURAL CONCRETE(T.O.S.C.) ELEVATION.

2. STRUCTURAL SHEET INDEX:

3. FOOTINGS ARE NOTED ON PLAN THUS:

NUMBERS PREFIXED WITH "F" INDICATE FOOTING TYPES. CENTER LINE OF FOOTINGSARE TYPICALLY LOCATED ON GRID LINES, UNLESS NOTED OTHERWISE ON PLAN.

4. REFER TO ARCHITECTURAL DRAWINGS FOR LOCATION OF FLOOR DROPS NOTDIMENSIONED ON PLAN.

GENERAL NOTES

SLAB-ON-GRADE & FOUNDATION DETAILSS3.2

S1.1SHEET TITLESHEET NUMBER

FOOTING SCHEDULE & FOUNDATION DETAILSS3.1

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1NO SCALE

FOOTING SCHEDULE

SHORT DIR.LONG DIR.TWL

REINFORCINGDIMENSIONSMARK

F1 3'-0"3'-0" (4) #5 BOT.(4) #5 BOT.1'-2"

F2 4'-0"4'-0" 1'-2"

F3 6'-0"6'-0"(7) #5 TOP

1'-6"

F4 7'-0"7'-0" 1'-6"

(7) #5 BOT.(8) #5 TOP(8) #5 BOT.

(7) #5 TOP(7) #5 BOT.(8) #5 TOP(8) #5 BOT.

FOUNDATION NOTES

1. THE FOUNDATION IS BASED ON THE SOIL REPORT BY DYESS-PETERSONTESTING LABORATORY, DATED NOVEMBER 21, 2014. FOOTINGS AREDESIGNED FOR AN ALLOWABLE BEARING PRESSURE OF 2,100 POUNDSPER SQUARE FOOT.

2. ANY SOFT OR WEAK SOILS DETECTED BENEATH THE FOOTINGEXCAVATIONS SHALL BE REMOVED AND REPLACED WITH COMPACTEDSOILS EXHIBITING SIMILAR CLASSIFICATION, MOISTURE CONTENT, ANDDENSITY AS ADJACENT IN-SITU SOILS.

3. BEARING MATERIAL AT EACH FOOTING SHALL BE INSPECTED BY THEGEOTECHNICAL ENGINEER PRIOR TO PLACEMENT OF CONCRETE.

4. CONCRETE SHOULD BE PLACED IN THE FOOTINGS ON THE SAME DAYEXCAVATIONS ARE MADE.

5. ELEVATION OF TOP OF FOOTINGS WHERE NOT GIVEN, IS AT THEBOTTOM OF THE DEEPEST INTERSECTING BEAM OR WALL SUPPORTEDBY THE FOOTING. CONTRACTOR SHALL CALCULATE ALL TOP OFFOOTING ELEVATIONS BEFORE PROCEEDING WITH EXCAVATION ANDPLACEMENT.

2TYP. U.N.O.3/4" = 1'-0"

CLARITY - TYP.NOT SHOWN FORGRADE BEAM REINF.

ABOVE - TYP.COLUMN BASE PL.

TYP. PILASTER REINF.#5 VERT. AT CORNERS& AT 12" O.C. EA. FACE#4 TIES @ 12" O.C.

(4) - #4 XDWLS. TO SLAB -TIE IN PLACE - TYP.

4'-0"

3'-0"

TYPICAL MAIN-FRAME COLUMN

(5) #5 BOT.(5) #5 BOT.

F5 8'-0"8'-0" 1'-6"(9) #5 TOP(9) #5 BOT.

(9) #5 TOP(9) #5 BOT.

FOR FOOTING INFO.

SEE PLANT.O.S.C. EL.

1'-0"

SEE DETAIL 1/S3.1

T.O. FTG. EL.

TIES AT TOPTWO ADDN'L COLUMN

BLOCKOUT SOLIDGROUT SLAB

SEE PLAN

INTERIOR FOOTING AT COLUMN

TUBE COLUMN BY METALBUILDING MFR.

BASE PLATE ANDANCHOR BOLTS BYMETAL BUILDING MFR.

2'-0"

MIN

. EMB

ED.

38" ISOLATION JOINT

TYPICAL DETAIL

SEE

SCHE

DULE

SEE SCHEDULE

2'-0"

2'-0"

PLAN

SECTION

CONTROL JOINT ORCONSTRUCTION JOINT

SLAB BLOCK-OUT

3

1'-0"

TYP.

1'-0"

1'-0"

1'-0"

1'-0"

2'-4"

3'-4"

2'-4"

2'-4"

2'-4"

3'-4"

1'-0"

SEE

PLAN

2'-4"

TYPICAL END WALL ORINTERMEDIATE SIDE WALL COLUMN LEAN-TO CORNER WALL COLUMNCORNER MAIN-FRAME COLUMNCORNER END WALL COLUMN

4

FOR FOOTING INFO.


SEE DETAIL 1/S3.1

T.O. FTG. EL.

BLOCKOUT SOLIDGROUT SLAB

SEE PLAN

INTERIOR FOOTING AT COLUMN

WALL BRACING COLUMNBY METAL BUILDING MFR.

BASE PLATE ANDANCHOR BOLTS BYMETAL BUILDING MFR.

TYPICAL DETAIL

SECTION

ELEVATION

GRADE BEAM REINF.CONT.

INDICATED ON PLANFOOTING WHERE

COLUMN BASE PLATE ANDANCHOR BOLTS BY METALBUILDING MANUFACTURER.PROVIDE 2'-0" ANCHORBOLT EMBEDMENT LENGTHTYP.

METAL BUILDINGCOLUMN

SEE PLAN VIEWS FORPILASTER & SLAB DOWELS

T.O.S.C. EL.SEE PLAN

SEE PLANT.O. FTG. EL.

1'-0"

- SEE 1/S3.1

GRADE BEAM REINF.(2) - #6 CONT. TOP & BOT.#4 HORIZ. @ 12" O.C. EA. FACE#4 STIRRUPS @ 16" O.C.

SLOPE AWAY

SLOPE AWAY

CONCRETE PAVING- SEE CIVIL



DOUBLE FORMALL GRADE BEAMSFULL-DEPTH

DWL. B @ 16" W/ (1) #4 CONT.

1'-0"

5'-0"

SLOPE AWAY

12" DROP AT OVERHEAD

DOOR - SEE ARCH'L

34" X 2'-0" LONG SMOOTH

DOWELS @ 1'-0" O.C.


1'-0"

5'-0"


1'-0"

3'-8"

REFER TO DETAIL 5/S3.1 FORADDITIONAL INFORMATION


5 6 7 81'-2"

1'-2"

1'-2"


1'-0"

5'-0"

1'-2"


9 10 11 12 13

CONTINUOUS THROUGHCONSTRUCTION JOINT

BEAM REINF. RUNS

4 ADDITIONALSTIRRUPS

ELEVATION

D/3

D/3

D/3

6"

312" DEEP SHEAR KEY

WIDTH = BEAM WIDTH - 6"

6"6" 6"

DEPT

H OF

BEA

M (D

)

TYPICAL DETAILBEAM CONSTRUCTION JOINT

NO SCALE

CORNER BARS AT WALL OR GRADE BEAM INTERSECTION

TYPICAL DETAIL

CORNER BARS

DETAILED REINF.STOPS 2" SHORTOF FORM - TYP.

1. PROVIDE CORNER BARS AT EACH FACE TO MATCH TOP, BOTTOM, AND INTERMEDIATE BARS IN DISCONTINUOUS MEMBERS.

2. SIZE OF CORNER BARS SHALL MATCH SMALLER OF INTERSECTING BEAM BARS.

3. WHERE 90 DEGREE HOOKS ARE SCHEDULED OR DETAILED FOR TOP BARS, CORNER BARS MAY BE OMITTED.

4. WHERE THERE ARE MORE THAN 2 TOP OR BOTTOM BARS, ONLY THE INSIDE AND OUTSIDE BARS MUST BE MATCHED.

30 B

AR D

IA.

TYP.

EACH

LEG

NO SCALE

DWL-C

DWL-B

DWL-A #4

#4

#4 ---

3'-0"

8"

---4'-0"

3'-0" ---

3'-0" ---

CBASIZEMARK

CB

A

DOWEL SCHEDULE

NOTES:

1. SCHEDULED DOWELS ARE MARKED "DWL." ON THE SECTIONS AND DETAILS.

2. DOWEL SPACING TO BE THE SAME AS VERTICAL BEAM OR WALL REINFORCEMENT UNLESS OTHERWISE NOTED ON DETAILS.

F6 6'-0"8'-8" 1'-6"(7) #5 TOP(7) #5 BOT.

(10) #5 TOP(10) #5 BOT.

F7 8'-0"10'-8" 1'-6"(9) #5 TOP(9) #5 BOT.

(12) #5 TOP(12) #5 BOT.

5" MIN TIES AT TOPTWO ADDN'L COLUMN

APPLY TAR/MASTICWATERPROOF COATINGTO 1" BELOW FINISHEDFLOOR

PILASTER REINF.(8) - #5 VERT.#4 TIES @ 8" O.C.

10" M

INEM

BEDM

ENT

38" ISOLATION JOINT

APPLY TAR/MASTICWATERPROOF COATINGTO 1" BELOW FINISHEDFLOOR

PROVIDE TEMPORARYBRACING AT DOCK HEIGHTGRADE BEAMS UNTIL SLABIS IN PLACE - TYP.

3"


DOWELS @ 1'-0" O.C.

3"

6'-0"

DWL. A @ 12" ON CENTER W/ #4 CONT.

GRADE BEAM REINF:(2) #6 CONT. BOT.(2) #6 X 14'-0" TOP CENTERED ON LEVELER#4 HORIZ. @ 12" O.C. EA. FACE#4 STIRRUPS @ 16" O.C.

1'-2"

112"

GALVANIZED EMBED BYDOCK LEVELER MFR.

1'-3"

10"

#4 X @ 12" ON CENTER W/ (3) - #4 CONT.3'-0"

3'-0"

10" SLAB W/ #4 @ 12"EA. WAY

6'-101116"

CONT. WATERSTOPTYP. @ BELOWGRADE JOINTS

1'-0"

SLOPE 1/2"

L3X3X14 CURB ANGLES

W/ 12" DIA. X 6" LONGHEADED STUDANCHORS @ 12" O.C.

L3X3X14 CURB ANGLES


L4X4X38 CURB ANGLE


CENTER LINE

8" 1'-0" 5'-21116"

BACK CHANNELASSEMBLY BY MFR.

CONCRETE CURBSREINF. W/ (2) - #4 CONT.& (2) - #4 VERTS.

VERIFY DIMENSIONS WITHDOCK LEVELER MFR.

T.O.S.C. EL.SEE PLAN

1/4" = 1'-0"

ENLARGED LEVELERFOUNDATION PLAN

VERIFY DIMENSIONS WITHDOCK LEVELER MFR.

SPECIAL @ 7E, 7H, 7N, & 7S

1'-0"

1'-0"

3'-4"

BEND TIE SIMILAR TOSPECIAL PILASTER ABOVEAT GRID 7K.5

1NO SCALE

4TYP. U.N.O.3/4" = 1'-0"

2

6 7, 7A 8

10 11

CONSTRUCTION JOINT (C.J.) TYPE A

TYP.TOP OF SLABSDIAGONAL BARS IN

BLOCKOUTS

PROVIDE 2 #4 X 4'-0"

DROPJOINT, OR SLABCONSTRUCTIONGRADE BEAM,

RE-ENTRANT CORNERS

NOTES:

1. SEE PLAN FOR LOCATION OF SLAB CONSTRUCTION JOINTS.

2. DOWEL SLEEVES SHALL BE SPEED DOWEL SYSTEM BY GREENSTREAK OREQUAL. INSTALL PER MANUFACTURER RECOMMENDATIONS.

3. ALLOW 3 DAYS MINIMUM BETWEEN ADJACENT SLAB POURS AT TYPE A JOINTS.ALLOW 7 DAYS MINIMUM BETWEEN ADJACENT SLAB POURS AT TYPE B JOINTS

4. AFTER SUFFICIENT CURING TIME, INSTALL SEMI-RIGID INDUSTRIAL FLOORJOINT FILLER FULL-DEPTH OF JOINT. CLEAN JOINT PRIOR TO APPLICATION.

NOTES:

1. JOINTS ARE REQUIRED AT COLUMN CENTER LINESAND AT A MAXIMUM SPACING OF 12'-0" ON CENTEREACH WAY. SEE PLAN FOR TYPICAL LAYOUT.

2. SAW CUTS ARE TO BE MADE AS SOON AS SLAB CANSUPPORT WORKERS AND EQUIPMENT AND BEFORESHRINKAGE CRACKS OCCUR (12 HOURS MAX.AFTER CONCRETE PLACEMENT).

3. AFTER SUFFICIENT CURING TIME, INSTALLSEMI-RIGID INDUSTRIAL FLOOR JOINT FILLER.CLEAN JOINT PRIOR TO APPLICATION.

CONTROL JOINT (CTRL JT.)

T

T/4

VAPOR BARRIER AS SPECIFIEDOVER SAND LAYER - TAPEJOINTS AS PER MFR.

BUILDING PAD MATERIAL- SEE NOTES ON S1.2 (PACKAGE 1)

DISCONTINUE SLABREINFORCING ASINDICATED

34" DIA. X 1'-6" SMOOTH

DOWELS @ 12" O.C.

DOWEL SLEEVE

3" 9"INSTALL JOINT FILLERPER NOTES &SPECIFICATIONS


BUILDING PAD MATERIAL -SEE NOTES ON S1.2 (PACKAGE 1)

CONTINUE TYP REINF.STEEL THROUGH JOINT

18" WIDE SAW JOINT -

INSTALL JOINT FILLERPER NOTES &SPECIFICATIONS SLAB-ON-GRADE

1. FLOOR SLAB SHALL BE 7-INCH THICK (SEE PLAN) CONCRETE SLAB-ON-GRADE OVERSELECT FILL, AS SPECIFIED, EXCEPT WHERE DETAILED OR NOTED OTHERWISE ON THEPLANS OR DETAILS.

2. REINFORCE 7-INCH SLAB WITH #4 @ 16" EACH WAY, PLACED 1 1/2" FROM TOP OF SLAB. LAPREINFORCING 30 BAR. DIA. MINIMUM.

3. SEE SPECIFICATIONS FOR SUPPORT OF REINFORCING.

4. SEE OTHER DETAILS FOR CONDITIONS AT GRADE BEAMS, COLUMNS, AND EXPANSIONSJOINTS.

5. PLACE SPECIFIED VAPOR RETARDER OVER PREPARED FILL IMMEDIATELY BENEATH THESLAB.

6. PROVIDE CONTROL JOINTS AND CONSTRUCTION JOINTS AS INDICATED.

#4 @ 12" O.C. EA. WAY

#4 NOSE BARTYP.

#4 DWL. X@ 12" O.C. @ TOP OF STAIRS

1'-2"2'-0"


SEE PLANT.O.FTG. EL.

3

5

M.B. COLUMNBEYOND M.B. COLUMN

BEYONDGRADE BEAMBEYOND

NOTCHED CONCRETEWALL WITH#4 @ 12" O.C. EA. WAY


GRADE BEAMBEYOND

FOOTING BEYONDWHERE SHOWNON PLAN



GRADE BEAM REINF:(2) #6 CONT. BOT.(2) #6 X 12'-6" TOP CENTERED ON GB#4 HORIZ. @ 12" O.C. EA. FACE#4 STIRRUPS @ 16" O.C.

TYPICAL GB REINF.& DWL TO SLAB- SEE 5/S3.1





3'-51 2"

8"

TYPICAL GB REINF.- SEE 5/S3.1

M.B. COLUMNBEYOND

GRADE BEAMBEYOND

PILASTERBEYOND 4'-

11 2"

SEE ARCH'L 3'-4"

1'-2" 1'-2"

1'-2"

1'-2"1'-2" 8"

PILASTER & GRADEBEAM BEYOND


ENLARGED STAIRFOUNDATION PLAN

#4 X @ 16"W/ (2) #4 CONT.

2'-0"

2'-0"

PILASTER & GRADEBEAM BEYOND

#4 X @ 16"W/ (1) #4 CONT.

3'-0"

2'-0"

FOOTING BEYONDWHERE SHOWNON PLAN

8" CONC. WALLBEYOND - NOTCHEDFOR DOORWAY

1" C

LR.

1'-2" 4'-0"

#4 X @ 12" BOTTOM#6 @ 12" EA. WAY

EL. = 111'-0"T.O. CONCRETE CAP

1'-0"

(2) - #5 CONT. BOT.BOND BEAM REINF. W/8" DEEP CONT. GROUTED

8" CMU WALL GROUTED SOLID &REINF. W/ #4 @ 8" O.C. VERTICAL

3'-51 2"

8"




1'-0"

5'-0"

@ 7

3'-8"

@ 7A


1'-2"


DOWELS @ 1'-0" O.C.@ DOORS#4 X 4'-0" DOWELS TO MATCH

WALL REINF. DRILL AND EPOXYIN PLACE

1'-0"

1'-6"

2'-0"

(3) - #6 CONT. TOP & BOT.W/ #4 STIRRUPS @ 16"

4/S3.2

1'-2"5'-0"

3'-4"

SLOPEPER CIVIL

1/4" = 1'-0"

CONSTRUCTION JOINT (C.J.) TYPE B


BUILDING PAD MATERIAL- SEE NOTES ON S1.2 (PACKAGE 1)

9"TOOLED JOINT - INSTALLJOINT FILLER PERNOTES &SPECIFICATIONS CONTINUE SLAB

REINFORCING ASINDICATED

34" CHAMFER - TYP. @

EXPOSED CORNERS

3"

#4 DWL. X@ 12" O.C. @ BOT OF STAIRS

2'-0"2'-0"

5" MIN

DWL C @ 12" O.C.

DWL C @ 12" O.C.

(2) - #4 CONT. 5" SLAB REINF. W/ #4 @16" O.C. EA. WAY

5" SLAB RENF. W/ #4 @16" O.C. EA. WAY

SLOPEPER CIVIL

8"

6"

SEE ARCH'LCONCRETE WALK

2% SLOPE

TO CONCRETE WALK @ ENTRYAT 12" ON CENTER#4X3'-0" SMOOTH DOWELS

1'-0"


8" 8"

#4 X 3'-0" @ 16" O.C.


TYPICAL GB REINF. & DWL TO SLAB- SEE 5/S3.1REFER TO ADJACENT SECTIONSFOR GRADE BEAM DIMENSIONS


1'-0"

5'-0"

1'-2"


DOWELS @ 1'-0" O.C.@ DOORS


#4 DWL. X@ 12" O.C. @ TOP OF STAIRS

2'-0"SEE 4/S3.2 FOR ADDN'LSTAIR REINFORCING INFO.

2'-0"5" SLAB RENF. W/ #4 @16" O.C. EA. WAY

5'-0"

(2) - #4 CONT.

1'-0" WIDE WALL BEYOND.W/ TYPICAL SITE WORK GBREINF. - SEE 11/S3.2

9

OPENINGS LESS THAN 5'-0" WIDE OPENINGS 5'-0" WIDE TO 10'-0" WIDE MAXIMUM

NOTES:1. PROVIDE BLOCK LINTELS FOR ALL OPENINGS IN INTERIOR BLOCK PARTITION AND

IN EXTERIOR BLOCK WALLS.2. PROVIDE 8" MINIMUM BEARING AT EACH END3. LINTEL SHALL REMAIN SHORED UNTIL MASONRY CONSTRUCTION ABOVE HAS

CURED A MINIMUM OF 14 DAYS.4. OPENINGS UP TO 5'-0" SHALL HAVE THE FIRST VERTICAL CELL EACH SIDE

REINFORCED WITH 1 - #5 AND GROUTED FULL HEIGHT. OPENINGS BETWEEN 5'-0"AND 10'-0" SHALL HAVE THE FIRST TWO CELLS EACH SIDE GROUTED ANDREINFORCED FULL HEIGHT.

2 COU

RSES

8"8"

1 COU

RSES

GROUT FILL

(2) - #4

GROUT FILL

& BOTTOM(2) - #4 TOP

@ 6" O.C.

#3 X 10"

3"


1'-0"

5'-0"

1'-0"1'-0"1'-0"

8"-TYP.

6" -TYP

.8" -TYP

.

4"-TYP.

TYPICAL SITE WORK GB REINF.:(2) - #5 CONT. TOP & BOT.#4 HORIZ. @ 12" O.C. EA. FACE#4 STIRRUPS @ 16" O.C.

TYPICAL SITE WORKGB REINF.

TYPICAL SITE WORKGB REINF.

(2) - #4 CONT. W/#4 X @ 16" O.C.

2'-0"

2'-0"

(2) - #4 CONT. W/#4 X @ 16" O.C.

2'-0"

2'-0"

5" SLAB REINF. W/ #4 @16" O.C. EA. WAY



12NO SCALE

TOP OF GRADE BEAM

SEE PLUMBING OR MECH'LPIPE SLEEVE

MIN.

MIN.

4"4" 4"

6"6"

STIRRUPS4 ADDITIONAL

BEAM REINF. RUNSCONTINUOUS

TYPICAL DETAILPIPE SLEEVE THROUGH GRADE BEAM

4"

8" 6"

1'-0"

6" TYP.

#4 X 2'-0" DWLS @ 16"O.C. - DRILL & EPOXY INPLACE TYP.

DWL. B @ 16" W/ (1) #4 CONT.

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