design notes structural abbreviations … army reserve... · ... ufc 3-301-01 structural...

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STRUCTURAL ABBREVIATIONS GENERAL NOTES

DESCRIPTION

DESIGN NOTES

SYMBOL SYMBOL DESCRIPTION

HCA HEADED CONCRETE ANCHOR

MLC MILITARY LOAD CLASSIFICATION

TOS TOP OF STEEL

IAW IN ACCORDANCE WITH

AB

AFF

AHR

APPROX

ARCH

BD

BOC

BOS

BRG

CFS

CJ

CL

CLR

CMU CONCRETE MASONRY UNIT

CLEAR

CENTER LINE

CONSTRUCTION JOINT

COLD-FORMED STEEL

BEARING

BOTTOM OF STEEL

BOTTOM OF CONCRETE

BAR DIAMETER

ARCHITECTURAL

APPROXIMATELY

ANCHOR

ABOVE FINISHED FLOOR

ANCHOR BOLT

COL

CONN

CONC

CONT

DCJ

DIA, Ø

DN

DP

EA

DWG(S)

EF

EJ

ELEC

ELEV ELEVATION

ELECTRICAL

EXPANSION JOINT

EACH FACE

DRAWING(S)

EACH

DEPRESSED SLAB

DOWN

DIAMETER

DOWELED CONSTRUCTION JOINT

CONTINUOUS

CONCRETE

CONNECTION

COLUMN

HS

HORIZ

GALV

EQ

EW

FFE

FOM

FTG

GA

HIGH STRENGTH

HORIZONTAL

GALVANIZED

GAGE

FOOTING

FACE OF MASONRY

FINISHED FLOOR ELEVATION

EACH WAY

EQUAL

PLF

PL

PJF

PEMB

OPP

OC

NO

NIC

MOW

MIN

MFR

MECH MECHANICAL

MANUFACTURER

MINIMUM

MIDDLE OF WALL

NOT IN CONTRACT

ON CENTER

NUMBER

OPPOSITE

PRE-ENGINEERED METAL BUILDING

PREMOLDED JOINT FILLER

POUNDS PER LINEAR FOOT

PLATE

TORO

TOF

TOM

TOC

TOBB

T&B

SJ

SIM

RO

SF

ROUGH OPENING

STEPPED FOOTING

SIMILAR

SAWED (CONTRACTION) JOINT

TOP AND BOTTOM

TOP OF BOND BEAM

TOP OF CONCRETE

TOP OF FOOTING

TOP OF MASONRY

TOP OF ROUGH OPENING

UON

VERT

UNLESS OTHERWISE NOTED

VERTICAL

LB(S)

KIP (k)

POUND(S)

1000 LBS

MAX MAXIMUM

PL

REINF REINFORCEMENT

TDS TURNDOWN SLAB

WWR WELDED WIRE REINFORCEMENT

WF WALL FOOTING

TS

TYP

THICKENED SLAB

TYPICAL

METAL BUILDING SYSTEMS MANUAL 2006J)

MASONRY STRUCTURES" ACI 530-08 "BUILDING CODE REQUIREMENTS FORI)

BUILDINGS UFC 4-010-01 DoD MINIMUM ANTITERRORISM FORH)

W/ CHANGE 1 UFC 3-310-04: SEISMIC DESIGN FOR BUILDINGSG)

UFC 3-301-01 STRUCTURAL ENGINEERING W/ CHANGE 2F)

W/ CHANGE 2 UFC 1-200-01 GENERAL BUILDING REQUIREMENTSE)

STRUCTURAL CONCRETE" ACI 318-08, "BUILDING CODE REQUIREMENTS FORD)

BUILDINGS" DATED MARCH 1, 2005 AISC "SPECIFICATION FOR STRUCTURAL STEELC)

AND OTHER STRUCTURES ASCE 7-05, MINIMUM DESIGN LOADS FOR BUILDINGSB)

2009 INTERNATIONAL BUILDING CODEA)

THE FOLLOWING CODES AND SPECIFICATIONS:STRUCTURAL DESIGN SHALL BE IN ACCORDANCE WITH1.

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65 KIPSVEHICLE AXLE LOAD123VEHICLE DESIGN MLCBCRANE CLASSIFICATION20 FTHOOK HEIGHT10 TONSCRANE CAPACITY

H) BUILDING USE

SEE PEMB NOTE 5 ON OMS S-002WIND/SEISMIC DEFLECTION

HORIZONTAL:

L/180TOTAL LOAD DEFLECTIONL/240LIVE LOAD DEFLECTION

ROOF FRAMING

VERTICAL:

G) DEFLECTION CRITERIA FOR PEMB DESIGN

SEE PEMB NOTE 2 ON OMS S-002F) COLLATERAL DEAD LOAD

PER PEMBSEISMIC RESPONSE COEFFICIENTPER PEMBDESIGN BASE SHEARPER PEMBANALYSIS PROCEDUREPER PEMBRESPONSE MODIFICATION FACTORPER PEMBBASIC SEISMIC-FORCE-RESISTING SYSTEM

BSEISMIC DESIGN CATEGORYDSITE CLASS0.088gSPECTRAL RESPONSE COEFFICIENT, Sd10.158gSPECTRAL RESPONSE COEFFICIENT, Sds0.055gMAPPED SPECTRAL RESPONSE ACCEL., S10.148gMAPPED SPECTRAL RESPONSE ACCEL., Ss1.0SEISMIC IMPORTANCE FACTOR, IeIIOCCUPANCY CATEGORY

E) SEISMIC LOADS ARE IAW ASCE 7-05:

SEE OMS S-003COMPONENTS AND CLADDING+/-0.18INTERNAL PRESSURE COEFF., GCpi0.85GUST EFFECT FACTOR, GDWIND EXPOSURE CATEGORY1.0WIND LOAD IMPORTANCE FACTOR, IwIIOCCUPANCY CATEGORY90 MPHBASIC WIND SPEED, V

D) WIND LOADS ARE IAW ASCE 7-05:

20 PSFFLAT-ROOF SNOW LOAD, Pf1.0SNOW LOAD IMPORTANCE FACTOR, Is1.0THERMAL FACTOR, Ct0.9SNOW EXPOSURE FACTOR, Ce25 PSFGROUND SNOW LOAD, Pg

C) SNOW LOADS ARE IAW ASCE 7-05

15 PSF PARTITION LOAD IS INCLUDED IN LIVE LOADS.DESIGN OF THIS STRUCTURE. WHERE APPLICABLE, A NOTE: LIVE LOAD REDUCTION SHALL NOT USED IN THE

65 PSFTRAINING ROOMS 20 PSF MIN.ROOF300 PSFREPAIR BAY / MAINTENANCE AREA125 PSFMECHANICAL / ELECTRICAL ROOMS100 PSFLOBBIES125 PSFLIGHT STORAGE ROOMS250 PSFHEAVY STORAGE ROOMS100 PSFFIRST FLOOR SLAB-ON-GRADE UON 80 PSFCORRIDORS

B) LIVE LOADS:

TOTAL PER PEMB MANUFACTURER2.0 PSFMISCELLANEOUS6.0 PSFMECHANICAL AND ELECTRICAL2.0 PSFCEILING3.0 PSFMETAL DECK (1.5B 18GA)1.0 PSFSTANDING SEAM METAL ROOF1.0 PSF(6") RIGID INSULATION

ROOF:

LEAN-TO RAFTER PORTION

TOTAL PER PEMB MANUFACTURER2.0 PSFMISCELLANEOUS6.0 PSFMECHANICAL AND ELECTRICAL3.0 PSFMETAL DECK (1.5B 18GA)1.0 PSFSTANDING SEAM METAL ROOF1.0 PSF(6)" RIGID INSULATION

ROOF:

PRIMARY RIGID FRAME PORTION

A) DEAD LOADS:

DESIGN LOAD CRITERIA3.

FINAL DESIGN LOADS BY PEMB MANUFACTURER. MINIMUM DESIGN LOADS TO BE USED BY PEMB MANUFACTURER. BY UFC 1-200-01 AND UFC 3-301-01. PROVIDED DEAD LOADS ARE IN ACCORDANCE WITH (IAW): IBC 2009 AND ASCE 7-05 AS MODIFIED2.

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OVERHEAD AND UNDERGROUND, FOR THE DURATION OF CONSTRUCTION.15. THE CONTRACTOR SHALL LOCATE AND PROTECT ALL EXISTING UTILITIES,

BUILDING CODE.FOR BUILDINGS AND OTHER STRUCTURES AND IBC 2009, INTERNATIONAL RESISTING SYSTEMS AS REQUIRED BY ASCE 7-05, MINIMUM DESIGN LOADS

14. THE CONTRACTOR SHALL PROVIDE SPECIAL INSPECTIONS FOR SEISMIC

COMPLETION OF THIS WORK.DISCREPANCIES OR UNDOCUMENTED CONDITIONS THAT MAY EFFECT THE

13. THE CONTRACTOR SHALL NOTIFY THE CONTRACTING OFFICER OF ANY

MECHANICAL OR ELECTRICAL EQUIPMENT.ANY INSERTS, HANGERS, PIPE SLEEVES OR HOLES REQUIRED FOR RESPONSIBLE FOR COORDINATING THE LOCATION AND PLACEMENT OF UNLESS OTHERWISE SHOWN OR NOTED, THE CONTRACTOR SHALL BE 12.

OF THE PROJECT.SHALL REMAIN THE PROPERTY OF THE CONTRACTOR AFTER COMPLETION SHEETING, TEMPORARY BRACING, GUYS OR TIEDOWNS. SUCH MATERIAL CONSTRUCTION. THIS INCLUDES THE ADDITION OF NECESSARY SHORING, SAFETY OF THE BUILDING, ITS COMPONENTS AND OCCUPANTS DURING DETERMINE ERECTION PROCEDURES AND SEQUENCE TO ENSURE THE COMPLETED. IT IS THE CONTRACTOR’S SOLE RESPONSIBILITY TO ONLY AFTER THE STRUCTURAL WORK CONTAINED IN THE DRAWINGS IS THE STRUCTURE IS DESIGNED TO BE SELF SUPPORTING AND STABLE 11.

OF LOADING RESTRICTIONS.CONTRACTOR WILL ENSURE THAT ALL SUBCONTRACTORS ARE INFORMED MATERIALS ON POURED OR ERECTED FLOOR/ROOFS. GENERAL OR ERECTED FLOOR OR ROOF. DO NOT STORE OR STACK CONSTRUCTION MANUFACTURER. AVOID IMPACT WHEN PLACING MATERIALS ON POURED CONTRACTOR SHALL COORDINATE LOADING RESTRICTIONS WITH PEMB 10.

ROOF.IMPACT WHEN PLACING MATERIALS ON POURED OR ERECTED FLOOR OR SUBCONTRACTORS ARE INFORMED OF LOADING RESTRICTIONS. AVOID LOAD. GENERAL CONTRACTOR WILL ENSURE THAT ALL ERECTED FLOOR/ROOFS IN EXCESS OF 80 PERCENT OF THE DESIGN LIVE DO NOT STORE OR STACK CONSTRUCTION MATERIALS ON POURED OR 9.

SUPPORT PLAN FOR SLABS AND FRAMING PRIOR TO COMMENCING WORK.OBTAIN DESIGNER OF RECORD APPROVAL ON PROPOSED EQUIPMENT AND FRAMING HAVE NOT BEEN DESIGNED FOR EQUIPMENT LOADS. CRANES, PERSONNEL LIFTS OR OTHER ERECTION EQUIPMENT. THE SLAB DO NOT LOAD THE SLAB-ON-GRADE OR SUPPORTED SLAB WITH ERECTION 8.

RESPONSIBILITY OF THE CONTRACTOR.WELL AS SUPERVISION OF THE WORK, SHALL BE THE SOLE CONSTRUCTION TECHNIQUES, MEANS, METHODS, AND SEQUENCES, AS 7.

DRAWINGS UNDER ANY CIRCUMSTANCE.REPRODUCTION OF CONTRACT DRAWINGS SHALL NOT BE USED AS SHOP 6.

DRAWINGS FOR ACTUAL DATUM ELEVATION.THE FINISHED FIRST FLOOR ELEVATION DATUM IS [100’-0"]. SEE CIVIL ELEVATIONS ON THE STRUCTURAL DRAWINGS ARE DENOTED AS [X’-X"], 5.

AGAINST WIND AND/OR CONSTRUCTION LOADS.DURING CONSTRUCTION. BRACE ALL WALLS DURING CONSTRUCTION CONNECTIONS ARE FULLY MADE, AS NECESSARY, TO ENSURE STABILITY COMPONENTS UNTIL ALL COMPONENTS ARE ERECTED AND ALL PROVIDE TEMPORARY BRACING AND SHORING OF THE STRUCTURE AND 4.

REFERENCED.ANOTHER CONDITION WHERE THE DETAIL IS SPECIFICALLY INDICATED OR TITLES OR FROM THE SIMILARITY OF A CONSTRUCTION CONDITION TO DETERMINE APPLICABILITY OF TYPICAL DETAILS FROM DESCRIPTIVE CASES WHERE THE NATURE OF THE CONSTRUCTION REQUIRES THEIR USE. SPECIFICALLY INDICATED OR REFERENCED, BUT ALSO IN ALL OTHER DETAILS ENTITLED OR NOTED AS "TYPICAL" APPLY NOT ONLY WHERE 3.

THAT WILL BE AFFECTED.TO THE CONTRACTING OFFICER PRIOR TO BEGINNING WORK IN AREAS REPORT DISCREPANCIES IN DIMENSIONS BETWEEN DIFFERENT DRAWINGS 2.

HANGERS, AND ANCHORS.NOT LIMITED TO, THE REQUIREMENTS FOR SLEEVES, INSERTS, HOLES, DRAWINGS. COORDINATE THE WORK OF OTHER TRADES INCLUDING, BUT USE STRUCTURAL DRAWINGS IN CONJUNCTION WITH ALL OTHER 1.

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PRE-ENGINEERED METAL BUILDING

SPECIAL INSPECTIONS

STEEL DECK

CONCRETE CONSTRUCTION NOTESSTEEL NOTESFOUNDATION NOTES

OPENING UP TO 6’-0"........................... L6 x 3-1/2 x 3/8

OPENING UP TO 3’-0"........................... L3-1/2 x 3-1/2 x 3/8

LOOSE BRICK VENEER LINTEL MINIMUM SIZE SHALL BE AS FOLLOWS:3.

PROVIDE 8" BEARING ON EACH END OF STEEL LINTEL, MINIMUM.2.

ALL LOOSE BRICK LINTELS SHALL BE HOT DIP GALVANIZED.1.

ADHESIVE ANCHORS

NON-SHRINK GROUT NOTES

LOOSE BRICK LINTEL NOTES

MASONRY CONSTRUCTION NOTES

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SHALL BE FILLED WITH GROUT.ALL MASONRY BOND BEAMS, LINTELS, AND BLOCKS WITH EMBEDDED ANCHOR BOLTS 12.

SHALL BE SHOWN ON THE SHOP DRAWINGS.THE LOCATIONS OF ALL OPENINGS, BOND AND LINTEL BEAMS, AND THE REINFORCEMENT 11.

SCHEDULES.SPACING AS VERTICAL WALL REINFORCEMENT. LAP WALL REINFORCEMENT PER PROVIDE DOWEL REINFORCEMENT FROM WALLS INTO FOUNDATION OF SAME SIZE AND 10.

CELLS. USE NONMETALLIC BAR POSITIONERS.UNLESS OTHERWISE NOTED OR DETAILED, CENTER WALL REINFORCEMENT IN BLOCK 9.

ALUMINUM AND STEEL.ALUMINUM-CEMENT CHEMICAL REACTION OR ELECTROLYTIC REACTION BETWEEN GROUT, OR MORTAR, UNLESS EFFECTIVELY COATED OR COVERED TO PREVENT ALUMINUM CONDUITS, PIPES, AND ACCESSORIES SHALL NOT BE EMBEDDED IN MASONRY 8.

PVC SLEEVES OR CORED HOLES UNLESS OTHERWISE INDICATED ON THE DRAWINGS.PLACE PIPES AND CONDUITS PASSING HORIZONTALLY THROUGH MASONRY IN STEEL OR 7.

BEYOND THE JAMB ON EACH SIDE.IMMEDIATELY ABOVE AND BELOW ALL OPENINGS, EXTENDING A MINIMUM OF 24 INCHES AT THE TOP OF ALL FOUNDATIONS, AT FLOORS AND ROOF AND IN THE TWO JOINTS BEAMS AT A MAXIMUM OF 8 FEET ON CENTER. ADDITIONALLY LOCATE REINFORCEMENT LOCATE JOINT REINFORCEMENT 16 INCHES ON CENTER VERTICALLY AND PROVIDE BOND 6.

FABRICATE REINFORCING BARS WHICH ARE INDICATED TO BE BENT OR HOOKED.60 AND SHALL HAVE FABRICATION TOLERANCES IN ACCORDANCE WITH ACI SP-66. SHOP REINFORCEMENT SHALL BE DEFORMED BARS CONFORMING TO ASTM A615/A615M, GRADE 5.

SHALL ATTAIN A MINIMUM 28-DAY COMPRESSIVE STRENGTH OF 2000 PSI.GROUT SHALL CONFORM TO ASTM C476 AND SHALL NOT CONTAIN ADMIXTURES. GROUT 4.

WITH MEDIUM OR NORMAL WEIGHT AGGREGATE.CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90 AND BE MANUFACTURED 3.

STRENGTH OF CONCRETE MASONRY UNITS SHALL BE A MINIMUM OF 2150 PSI.DESIGN MASONRY ASSEMBLAGE STRENGTH, f’m = 1500 PSI. NET AREA COMPRESSIVE 2.

"SPECIFICATION FOR MASONRY STRUCTURES" (ACI 530.1-08/ASCE 7-05/TMS 602-05).REQUIREMENTS FOR MASONRY STRUCTURES" (ACI 530-08/ASCE 7-05/TMS 402-05) AND ALL MASONRY CONSTRUCTION SHALL BE IN ACCORDANCE WITH "BUILDING CODE 1.

CONDUIT.VAPOR BARRIER OR WATERPROOFING SYSTEM SHALL BE SEALED TO THE PIPE OR AT ALL PENETRATIONS THROUGH FLOOR SLABS AND FOUNDATION WALLS THE 19.

CONTRACTING OFFICER FOR APPROVAL.PRIOR TO PLACEMENT OF CONCRETE, SUBMIT JOINT LAYOUTS TO THE 18.

FINISHES, FLOOR DEPRESSIONS, AND CURBS.SEE ARCHITECTURAL DRAWINGS FOR TYPE AND LOCATION OF ALL FLOOR 17.

OTHERWISE NOTED ON DRAWINGS.ALL DOWELS SHALL MATCH SIZE AND NUMBER OF MAIN REINFORCING UNLESS 16.

TO ENGINEER OF RECORD FOR REVIEW.SPACING. CONTRACTOR SHALL SUBMIT SLAB-ON-GRADE JOINT SHOP DRAWINGS SLAB-ON-GRADE CONSTRUCTION SEQUENCING. SEE PLANS FOR SLAB JOINT CONTRACTOR SHALL COORDINATE SLAB-ON-GRADE JOINT REQUIREMENTS WITH REPRESENT ALL OF THE JOINTS REQUIRED FOR SLAB-ON-GRADE CONSTRUCTION. CONCRETE SLAB-ON-GRADE JOINTS INDICATED ARE DIAGRAMMATIC AND DO NOT 15.

REACTION AND ELECTROLYTIC ACTION BETWEEN ALUMINUM AND STEEL.EFFECTIVELY COATED OR COVERED TO PREVENT ALUMINUM-CONCRETE ALUMINUM SHALL NOT BE PLACED IN DIRECT CONTACT WITH CONCRETE UNLESS 14.

ALL EXPOSED CONCRETE EDGES SHALL BE CHAMFERED 3/4" OR AS INDICATED.13.

REINFORCEMENT.REPRESENTATIVE HAS INSPECTED ALL EMBEDDED WORK, INCLUDING NO CONCRETE SHALL BE PLACED UNTIL THE COR OR THE COR’S DESIGNATED 12.

INDICATED.SHALL NOT BE CUT TO FACILITATE PLACEMENT OF EMBEDDED ITEMS, UNLESS OTHER EMBEDDED ITEMS UNLESS OTHERWISE INDICATED. REINFORCEMENT REINFORCING STEEL SHALL BE SPREAD AT SLEEVES, ANCHORS, RECESSES AND 11.

PLACEMENT.AND MAINTAINED SECURELY IN PLACE PRIOR TO AND DURING CONCRETE ALL EMBEDDED ITEMS SHALL BE PROPERLY PLACED, ACCURATELY POSITIONED 10.

VERTICAL SURFACES, UNO.PROVIDE 1/2" THICK JOINT FILLER MATERIAL WHERE SLABS ON GRADE ABUT 9.

REQUIREMENTS OF ACI 318.NOTED. STIRRUPS, TIES, AND 180 DEGREE HOOKS SHALL CONFORM TO THE DEGREE HOOK A MINIMUM OF 12 BAR DIAMETERS IN LENGTH, UNLESS OTHERWISE CONCRETE REINFORCING STEEL MARKED STANDARD HOOK SHALL HAVE A 90 8.

1"C. SLABS AND WALLS 2"B. CONCRETE EXPOSED TO EARTH OR WEATHER 3"A. CONCRETE DEPOSITED AGAINST THE GROUND

ACI 301 AND ACI 318.NO CASE SHALL REINFORCEMENT COVER BE LESS THAN THE REQUIREMENTS OF MINIMUM CONCRETE COVER FOR REINFORCING STEEL SHALL BE AS INDICATED. IN 7.

WITH THE REQUIREMENTS OF ACI 318.INDICATED. CONTINUOUS REINFORCING STEEL SHALL BE LAPPED IN ACCORDANCE CONCRETE REINFORCING STEEL SHALL BE CONTINUOUS UNLESS OTHERWISE 6.

TIED AND LAPPED ONE FULL MESH SPACING.PROVIDE SHEET-TYPE WELDED WIRE REINFORCEMENT. SHEET LAPS SHALL BE WELDED WIRE REINFORCEMENT SHALL CONFORM TO ASTM A185 OR ASTM A497. 5.

REINFORCING BARS WHICH ARE INDICATED TO BE BENT OR HOOKED.FABRICATION TOLERANCES IN ACCORDANCE WITH ACI SP-66. SHOP FABRICATE BARS SHALL CONFORM WITH ASTM A706/A706M, GRADE 60. ALL BARS SHALL HAVE SPECIFICATIONS ALLOW, EXCEPT WHERE BARS ARE TO BE WELDED. WELDED ASTM A706/A706M, GRADE 60. ASTM A615/A615M SHALL BE PERMITTED AS CONCRETE REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO 4.

CONCRETE DENSITY SHALL BE NORMAL WEIGHT.3.

HAVE A MINIMUM 28-DAY COMPRESSIVE STRENGTH (f’c) OF 4000 PSI.STRENGTH (f’c) OF 4000 PSI FOR ALL STRUCTURAL MEMBERS, FOOTINGS SHALL ALL CAST-IN-PLACE CONCRETE SHALL ATTAIN MINIMUM 28-DAY COMPRESSIVE 2.

CONTRACTOR SHALL BE IN ACCORDANCE WITH ACI 318-08.CONCRETE (ACI 301-08). ALL CONCRETE DESIGN PERFORMED BY THE OF THE AMERICAN CONCRETE INSTITUTE (ACI) SPECIFICATIONS FOR STRUCTURAL ALL CONCRETE CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE PROVISIONS 1.

EXISTING REINFORCEMENT IS ENCOUNTERED DURING THE DRILLING PROCESS.

CONCRETE. CONTACT ENGINEER WHERE NOT DRILL THROUGH REBAR IN EXISTING

ENCOUNTERING EXISTING REINFORCING DURING DRILLING - CONTRACTOR SHALL 3.

ADHESIVE PER THE MANUFACTURER’S RECOMMENDATION.

HOLE OF CONCRETE DUST WITH BRUSH AND OIL-FREE COMPRESSED AIR. INJECT

SIZE SPECIFIED. THOROUGHLY CLEAN PRODUCT MANUFACTURER FOR THE DOWEL

PROVIDE DRILLED HOLES OF DIAMETER AND DEPTH RECOMMENDED BY THE 2.

RECOMMENDATIONS.MANUFACTURER’S PRINTED LITERATURE AND

ADHESIVE ANCHOR SYSTEMS SHALL BE INSTALLED IN ACCORDANCE WITH 1.

8000 PSI.

DECKING IS PLACED. GROUT SHALL HAVE A MINIUM COMPRESSIVE STRENGTH OF

MUST BE PLACED IMMEDIATELY AFTER COLUMN IS PLUMB, AND BEFORE ANY

ACCORDANCE WITH MANUFACTURER’S WRITTEN RECOMMENDATIONS. GROUT

WATER PRIOR TO PLACING GROUT. GROUT PRODUCT SHALL BE INSTALLED IN

SHALL BE FREE FROM DUST, DEBRIS, OR GROUT. SURFACE OF EXISTING CONCRETE

NON-SHRINK GROUT SHALL BE HIGH STRENGTH, NON-FERROUS, NON-SHRINK 1.

CONTRACTING OFFICER’S SATISFACTION.CQC STAFF, WHO HAS DEMONSTRATED COMPETENCE TO THE UNDER THE

A SPECIAL INSPECTOR IS A QUALIFIED PERSON, EXCLUSIVE OF PERSONNEL INCLUDED 6.

(CQC) PLAN.INCLUDE SPECIAL INSPECTIONS REQUIREMENTS IN CONTRACTOR’S QUALITY CONTROL 5.

INSPECTIONS FOR SEISMIC RESISTANCE SHALL BE AS PER IBC 2009, SECTION 1707.4.

1704.4.AND TABLE INSPECTION OF CONCRETE CONSTRUCTION SHALL BE AS PER IBC 2009, SECTION 1704.4. 3.

1704.3.TABLE INSPECTION OF STEEL CONSTRUCTION SHALL BE AS PER IBC 2009, SECTION 1704.3. AND 2.

INSPECTION OF FABRICATORS SHALL BE AS PER IBC 2009, SECTION 1704.2.1.

LOADS MAY REQUIRE SPECIAL EVALUATION.NOTIFY DECK MANUFACTURER OF ANY LOADING CONDITION OVER 200 PSF.THESE 7.

DECK ENDS SHALL BEAR A MINIMUM OF 2" AT END SUPPORTS.METAL ROOF DECK SHALL HAVE NO LESS THAN THREE SPANS PER PANEL UNO 6.

AS DESIGNED BY PEMB MANUFACTURER).METAL DECK SHALL BE MINIMUM 1 1/2" DEEP, GALVANIZED, WIDE RIB DECK (TYPE - 5.

MANUFACTURER’S SPECIFICATIONS.MEMBERS AS INDICATED ON STRUCTURAL SECTIONS AND DETAILS AND IAW THE SPECIFICATIONS AND ERECTION LAYOUTS AND CONNECTED TO SUPPORTING METAL DECK SHALL BE ERECTED IN ACCORDANCE WITH THE MANUFACTURER’S 4.

STRENGTH OF 33 KSI AS PER THE LATEST EDITION OF THE STEEL DECK INSTITUTE.NEW METAL ROOF DECK SHALL BE ASTM A653 HAVING A MINIMUM YIELD 3.

580 CLASS 90.THE ROOF SYSTEM MUST ALSO RESIST UPLIFT PRESSURES PRESCRIBED BY UL 2.

PERFORMED BY A REGISTERED PROFESSIONAL ENGINEER.THE CONTRACTOR AS PART OF THE METAL ROOF SYSTEM. DESIGN SHALL BE CONNECTIONS SUPPORTED BY COLD FORMED FRAMING SHALL BE DESIGNED BY ALL METAL ROOF DECK SHALL BE IAW SDI. METAL ROOF DECK AND ASSOCIATED 1.

FABRICATION AND CONSTRUCTION.SUBMIT STRUCTURAL STEEL SHOP DRAWINGS FOR APPROVAL PRIOR TO 11.

DRAWINGS PRIOR TO FABRICATION.INDICATED ON APPROVED SUBMITTALS, AND AS SPECIFICALLY APPROVED ON SHOP EXCEPT AS DETAILED ON THE DRAWINGS, PERMITTED IN THE SPECIFICATIONS, AS SHOP AND FIELD SPLICES OF STRUCTURAL STEEL MEMBERS ARE PROHIBITED 10.

CALCULATIONS FOR ANY ALTERNATE DETAILS AND MEMBER SPLICES.THE CONTRACTOR SHALL SUBMIT FOR APPROVAL DRAWINGS AND DESIGN 9.

SPECIFIED.MANUAL", 13TH EDITION, FOR THE BEAM SIZE, SPAN, AND GRADE OF STEEL INDICATED IN THE LOAD TABLES OF PART 3 OF THE AISC "STEEL CONSTRUCTION BE DESIGNED FOR 50 PERCENT OF THE MAXIMUM TOTAL UNIFORM LOAD AS CONDITIONS WHERE REACTIONS ARE NOT INDICATED, SHEAR CONNECTIONS SHALL SHALL BE DESIGNED FOR THE SERVICE REACTIONS GIVEN IN DRAWING SET. FOR SHEAR CONNECTIONS FOR BEAMS SUPPORTING FLOOR AND ROOF GRAVITY LOADS 8.

CONNECTION DESIGN IS DELEGATED TO THE CONTRACTOR.7.

CONNECTIONS, THREADS INCLUDED IN SHEAR PLANE.ALL FIELD-BOLTED SHEAR CONNECTIONS SHALL BE SNUG TIGHT BEARING-TYPE 6.

IN THE FIELD.SHALL NOT BE CUT OR ENLARGED BY FLAME CUTTING PERMITTED. BOLT HOLES

FIELD CUTTING OF STRUCTURAL STEEL MEMBERS BY ANY TRADE SHALL NOT BE 5.

FOR THE CONNECTION LOADS. HIGH-STRENGTH BOLTS WITH HARDENED CARBON STEEL WASHERS AS REQUIRED ALL BOLTED CONNECTIONS, UNLESS OTHERWISE NOTED, SHALL USE 4.

REVIEW BY THE COR�S REPRESENTATIVE.NOTED. CURRENT AWS CERTIFICATIONS SHALL BE AVAILABLE AT THE JOB SITE FOR CONFORM TO AWS STANDARDS. USE E70XX ELECTRODES UNLESS OTHERWISE ALL SHOP AND FIELD WELDING SHALL BE BY CERTIFIED WELDERS AND SHALL 3.

ASTM A36/ A36MI. THREADED ROD

ASTM F1554, GRADE 36H. ANCHOR RODS w/ NUT AND WASHER

ASTM F1554, GRADE 36G. HOOKED ANCHOR RODS

ASTM A325F. HIGH STRENGTH BOLTS

ASTM A36/ A36ME. PLATES AND ANGLES

ASTM A36/ A36MD. CHANNELS AND S-SHAPES

ASTM A992, GRADE 50C. WIDE-FLANGE SHAPES AND TEES

ASTM 500, GRADE B, Fy=42 KSIB. ROUND HSS

ASTM 500, GRADE B, Fy=46 KSIA. SQUARE AND RECTANGULAR HSS

THE ABOVE-LISTED AISC SPECIFICATION AND THE FOLLOWING:UNLESS OTHERWISE NOTED, STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH 2.

STANDARD PRACTICE FOR BUILDINGS AND BRIDGES", DATED MARCH 18, 2005.STRUCTURAL STEEL BUILDINGS" DATED MARCH 9, 2005 AND THE AISC "CODE OF ONNECTIONS SHALL BE IN ACCORDANCE WITH THE AISC "SPECIFICATION FOR FABRICATION AND ERECTION OF STRUCTURAL STEEL AND DESIGN OF C1.

00 0006 EARTHWORK SPEC.WITH STRUCTURAL FILL IN ACCORDANCE WITH 31 EXCAVATED AND REPLACED

UNDOCUMENTED FILL ENCOUNTERED IN STRUCTURAL AREAS SHALL BE 13.

EXISTING FOUNDATIONS, UNO.OR BRACING REQUIRED. DO NOT UNDERCUT RESPONSIBLE FOR ANY SHORING

PROTECT EXISTING FOUNDATION SYSTEMS. THE CONTRACTOR IS 12.

DATED JULY 2012.REPORT PREPARED BY US ARMY CORPS OF ENGINEERS, LOUISVILLE DISTRICT,

THE GEOTECHNICAL INVESTIGATION RECOMMENDATIONS CONTAINED IN CONTRACTOR SHALL DESIGN THE FOUNDATIONS BASED ON THE 11.

ADEQUATE FOR FOUNDATION SUPPORT.GEOTECHNICAL ENGINEER TO VERIFY THE EXPOSED BEARING SURFACE IS IS

APPROVED BY THE CONTRACTOR’S PROFESSIONAL BE INSPECTED AND PRIOR TO PLACEMENT OF CONCRETE, ALL FOUNDATION EXCAVATION SHALL 10.

WELDED WIRE REINFORCING.PERMITTED TO BE PLACED BETWEEN TWO LAYERS OF SLABS ON GRADE. IT IS

RADIANT FLOOR PIPING SHALL NOT BE PLACED ABOVE TOP REINFORCING OF 9.

FINISHED ELEVATION.SEE CIVIL PLANS FOR ACTUAL FIRST FLOOR ELEVATION WITHIN PLANS.

REFERENCE ELEVATION 100.0FT IS THE ASSUMED FIRST FLOOR FINISHED 8.

UNDERGROUND UTILITIES.COORDINATED WITH ADJACENT DO NOT INSTALL FOUNDATIONS UNTIL FOUNDATION WORK HAS BEEN 7.

GREATER THAN DIMENSIONS INDICATED.FOOTING SCHEDULES. EXCAVATION WIDTHS SHALL BE A MINIMUM OF 4"

INDICATED ON THE FOUNDATION PLAN, SECTIONS, AND AND THICKNESSES ENSURE THAT EARTH-FORMED FOOTINGS CONFORM TO THE SHAPE, LINES, 6.

SUBGRADES.DO NOT PLACE FOUNDATION CONCRETE ON FROZEN OR SATURATED 5.

SLABS-ON-GRADE (TYPICAL).UNDER ALL PLACE 10 MIL VAPOR RETARDER AND 4" OF CAPILLARY WATER BARRIER 4.

REQUIREMENTS.REFER TO SPECIFICATION 31 00 00, EARTHWORK, FOR ADDITIONAL DURING EXCAVATIONS SHALL BE ACCOMPLISHED BY APPROVED MEANS. AND ANY PERCHED WATER CONDITIONS THAT MIGHT BE ENCOUNTERED PLACED AND BACKFILLED. REMOVAL OF SURFACE WATER, GROUNDWATER, SUBGRADE SOILS REMAINING DRY AND FIRM UNTIL AFTER FOOTINGS ARE ENSURE THAT ALL FOOTING EXCAVATIONS ARE ACCOMPLISHED WITH CONTRACTOR SHALL PROVIDE DRAINAGE AND DEWATERING AS REQUIRED TO OPERATIONS WILL BE CONTINUALLY AND EFFECTIVELY DRAINED. THE

THE SITE WHICH AFFECTS CONSTRUCTION IMMEDIATELY SURROUNDING ALL EXCAVATION SHALL BE PERFORMED SO THAT THE SITE AND AREA 3.

THEREAFTER.AS SOON AS PRACTICAL PLACE FOUNDATION CONCRETE THE SAME DAY EXCAVATIONS ARE MADE OR 2.

THE FACTOR OF SAFETY AGAINST UPLIFT SHOULD NOT BE LESS THAN 1.5.IS THE DEPTH OF FOOTING BASE MEASURED FROM FINISH GRADE ELEVATION. FOOTINGS IS 42 INCHES FOR FROST PENETRATION. MINIMUM FOOTING DEPTH

SPREAD FOOTINGS. MINIMUM DEPTH OF PERIMETER 3500 PSF FOR ISOLATED ALLOWABLE SOIL BEARING CAPACITY IS 3000 PSF FOR STRIP FOOTINGS AND 1.

DB

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METAL BUILDING (PEMB) DESIGNER. MEMBERS SHALL NOT BE ALLOWED, UNLESS APPROVED BY THE PRE-ENGINEERED CLIP TO ATTACH TO STRUCTURAL MEMEBERS. DRILLING THROUGH STRUCTURAL ANY HANGERS SUPPORTING EQUIPMENT, DUCTWORK, PIPING, ETC. SHALL USE A 8.

DUCTS, FANS, PIPING, ELECTRICAL COMPONENTS, SUPPORTED PARTITIONS, ETC.DESIGN AND PROVIDE STRUCTURAL MEMBERS FOR THE SUPPORT OF HVAC UNITS, 7.

OTHER THAN METAL BUILDING WILL BE CONSTRUCTED AS SHOWN.LOADS PROVIDED BY METAL BUILDING MANUFACTURER. FOUNDATIONS FOR ITEMS REDESIGN METAL BUILDING FOUNDATIONS AND PIERS FOR ACTUAL BUILDING BE USED AS A GUIDE FOR THE BUILDING SUPPLIED. THE CONTRACTOR WILL FOUNDATIONS AND PIERS SHOWN ARE ESTIMATES FOR THE BUILDING AND ARE TO 6.

BY THE BUILDING.LIMITS SHALL NOT EXCEED DEFLECTION TOLERANCES OF EQUIPMENT SUPPORTED BUILDING COMPONENTS DO NOT CONTACT INTERIOR PARTITIONS. DEFLECTION LOW RISE BUILDINGS" 1990, DEFLECTIONS SHALL BE LIMITED TO ENSURE THAT STEEL DESIGN GUIDE SERIES 3 "SERVICEABILITY DESIGN CONSIDERATIONS FOR WITH "SERVICEABILITY CONSIDERATIONS" SUMMARY TABLES CONTAINED IN AISC BUILDING LATERAL DEFLECTIONS AND RACKING LIMITS SHALL BE IN ACCORDANCE 5.

ARE NOT ALLOWED.DESIGN BUILDING SYSTEM WITH HINGED COLUMN BASES. FIXED BASE COLUMNS 4.

LOAD COMBINATIONS ARE MORE STRINGENT.CODES UNLESS THE (MBMA) METAL BUILDING SYSTEMS MANUAL (LATEST EDITION) LOAD COMBINATIONS SHALL BE IN ACCORDANCE WITH APPLICABLE BUILDING 3.

CONCENTRATED LOADS EXCEED PURLIN CAPACITY.MECHANICAL EQUIPMENT LOADS SHOWN. USE SPREADER BEAMS WHERE LOCATED ANYWHERE ALONG THE LENGTH OF THE PURLIN IN ADDITION TO DESIGNED FOR AN ADDITIONAL CONCENTRATED LIVE LOAD OF 250 POUNDS AND LEEWARD WIND PRESSURE AND SUCTION LOADS. ROOF PURLINS SHALL BE LISTED IN THE DESIGN NOTES ON OMS S-001. INCLUDE THE EFFECTS OF WINDWARD LOADS. PARAMETERS FOR DEVELOPMENT OF WIND AND SEISMIC LOADS ARE LOAD OF 7 PSF IN ADDITION TO BUILDING DEAD LOADS, WIND LOADS AND SEISMIC DESIGN BUILDING SYSTEM FOR LIVE LOADS INDICATED AND A COLLATERAL DEAD 2.

DESIGN BUILDING SYSTEM(S) IN ACCORDANCE WITH THE BUILDING CODE.1.

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OMS

S-003

CO

MP.

& C

LA

DD.

OS

M B

UIL

DIN

G

0 4’ 8’ 16’

N

2

2

2

2

1

1

2

2

2

5

3

4

WIN

D U

PLIF

T DIA

GR

AM

1

2a

2a

2a

a

a

4a

a

aa

aa

a

2a

4a

2a

2a

3

4

54

33

33

a = 4.3’COMPONENTS AND CLADDING ROOF

ZONESAREA

TRIBUTARY

1 10 10.0 24.4

1 20 10.0 24.3

1 50 10.0 23.3

1 =100 10.0 22.3

2

2

2

2

3

3

3

3

4

4

4

4

5

5

5

5

10

20

50

=100

10

20

50

=100

10

20

50

=100

10

20

50

=100

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

10.0

40.9

36.7

30.8

26.4

61.6

51.1

37.0

26.4

32.6

32.0

30.9

30.7

50.8

45.3

38.0

32.6

a

(PSF)(+) PRESSURE

(PSF)(-) PRESSURE

P2 #

353449

499 616

DB

B-R

EA

DY T

O A

DV

ER

TIS

E

ZONESAREA

TRIBUTARY (PSF)

(+) PRESSURE(PSF)

(-) PRESSURE

38.8

(PSF)PRESSURE

(-) NET

AREATRIBUTARY ZONES

(PSF)PRESSURE

(+) NET

4 10

4

4

5

4

5

5

5

20

50

=100

10

20

50

=100

24.4

23.3

21.7

20.7

24.4

23.3

21.7

20.7

26.4

25.3

23.9

22.8

32.6

30.4

27.5

25.3

1 & 2

1 & 2

10 10

1 & 2

1 & 2

1 & 2

3

3

3

3

3

20

50

100

500

10

20

50

100

500

10

10

10

10

10

10

10

10

10

38.2

37.4

36.8

26.4

61.6

49.1

32.7

20.2

20.2

a = 4.3’COMPONENTS AND CLADDING WALL

a = 4.3’COMPONENTS AND CLADDING ROOF OVERHANG

WIND LOADING DIAGRAM - MINIMUM COMPONENTS & CLADDING PRESSURES1/8" = 1’-0"

A1

SHOWN ON THIS SHEET.

DEAD LOAD IS NOT CONSIDERED IN THE PRESSURES5.

OVERHANG ROOF AREAS.

BUT THEY SHOULD BE APPLIED TO ALL PERTINENT

BEEN OMMITED FROM DIAGRAM FOR CLARIFICATION,

OVERHANG PRESSURE COEFFICIENT AREAS HAVE4.

MINIMUM DESIGN VALUES.

SPECIFIED ON THIS DRAWING ARE TO BE USED AS

LOADS IN ACCCORDANCE WITH ASCE 7-05. LOADS

PEMB MANUFACTURER SHALL DETERMINE WIND UPLIFT3.

SEE PLANS FOR DIMENSIONS2.

STRUCTURAL NOTES.

SEE SHEETS S-001 AND S-002 FOR GENERAL1.

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OMS

S-101

FO

UN

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LA

N

OS

M B

UIL

DIN

G

A1

S-302

E1

S-302

E1

S-301

C1

S-302

A4

S-501

C7

S-301

FOUNDATION PLAN1/8" = 1’-0"

A10 4’ 8’ 16’

N

8" S

LA

B6" S

LA

B

WW

R 6

x6 - W

2.9

xW

2.9

CJ

CJ

CJ

CJ

CJ

CJ

CJ CJ

CJ

CJ

CJ

CJ

CJ

1

2

3

1 1 2

2 3

BRICK VENEER

SHEET KEYNOTES

FOUNDATION NOTES

LEGEND

@ DOOR WAY

POUR THROUGH

4

2

4

4

8" S

LA

B6" S

LA

B

WW

R 6

x6 - W

2.9

xW

2.9

WW

R 4

x4 - W

2.9

xW

2.9

2 L

AY

ER

S O

F

W2

W2

W2

W2

A4

S-501

WW

R 4

x4 W

2.9

xW

2.9

2 L

AY

ER

S O

F

D4

S-301

"8519’-101’-4"

24’-0"

24’-0"

24’-0"

1’-4""8519’-1031’-8"

GRADE.

FOOTINGS SHALL BE 42" BELOW FINAL EXTERIOR

THE MINIMUM DEPTH TO THE BOTTOM OF EXTERIOR7.

FOUNDATIONS, UNO.

BRACING REQUIRED. DO NOT UNDERCUT EXISTING

CONTRACTOR IS RESPONSIBLE FOR ANY SHORING OR

PROTECT EXISTING FOUNDATION SYSTEMS. THE 6.

UNDERGROUND UTILITIES.

WORK HAS BEEN COORDINATED WITH ADJACENT

DO NOT INSTALL FOUNDATIONS UNTIL FOUNDATION 5.

FROZEN OR SATURATED SUBGRADES.

BOTTOMS. DO NOT PLACE FOUNDATION CONCRETE ON

ACCUMULATING AND STANDING IN THE EXCAVATION

FOUNDATION EXCAVATIONS TO PREVENT WATER FROM

PRACTICAL THEREAFTER. ADEUATLEY PROTECT

EXCAVATIONS ARE MADE OR AS SOON AS

PLACE FOUNDATION CONCRETE THE SAME DAY 4.

SHALL BE SUBMITTED TO THE ENGINEER.

RECOMMENDATIONS. INSPECTING & TESTING REPORTS

CONSTRUCTION PER GEOTECHNICAL REPORT

DURING GRADING & FOUNDATION PHASE OF

PROVIDE OBSERVATION & TESTING SERVICES

GEOTECHNICAL ENGINEER SHALL BE RETAINED TO 3.

CAPACITY OF 3500 PSF. SEE GENERAL NOTE 8.

CONTRACTOR FOR ALLOWABLE SOIL BEARING

ISOLATED SPREAD FOOTINGS SHALL BE DESIGNED BY 2.

ALLOWABLE SOIL BEARING CAPACITY OF 3000 PSF.

STRIP FOOTINGS HAVE BEEN DESIGNED FOR 1.

FOOTING SCHEDULE

TYPE LENGTH WIDTH THICKNESS REINFORCING

4’-0" 1’-0"

10’-0" 10’-0" (10) #7 EW, T&B1’-4"

FC3 3’-0" 1’-4"(4) #5 LONGITUDINAL

AND #6 @ 16" O.C.

F4 4’-0" (5) #5 EW, T&B

F10

REINFORCING BARS

REMARKS

TIESVERTICAL

MARK

P-1 2’-4" x 3’-0" #4@128) #7

97’-4"

T/FTG EL., UNO

CONT.

SIZE

PIER SCHEDULE

F10 F10 F10 F10

F10

F10

F10F10F10F10

F10

F10

F10 F10

FC3 FC3 FC3

FC3 FC3 FC3

FC

3

FC

3

FC

3

FC

3

97’-4"

97’-4"

CJCJ

A1

S-301

C7C7

S-301

F4 F4

SEE FOUNDATION NOTES AND GENERAL NOTES.THE BUILDING AND ARE TO BE USED AS A GUIDE FOR THE BUILDING SUPPLIED.THE SPREAD FOOTINGS SHOWN ON THIS SHEET ARE ESTIMATES FORTHE CONTINUOUS STRIP FOOTINGS HAVE BEEN DESIGNED.NOTE:

10’-0" "854’- 10’-1" "8

31’-8 "858’-114’-7"6’-0"

"836’-1 9"

"4

12’-7

7’-4"

8’-8"

5’-4"

4’-7"

11’-0"

5’-4"

"8

57’-9

"8

38’-6

"8

57’-7

TYP.

CONCRETE STEM WALL BENEATH CMU WALL

CAST-IN PLACE CONCRETE REPRESENTING

S-301

P2 #

353449

WALL

WITHOUT

SIM.

5 5

5

CMU ON 6" REINFORCED CONCRETE SLAB

CJ

CJ

THE SLAB FOR ADDITIONAL CRACK CONTROL, TYP.

PLACE (2) #4 BARS x 4’-0" LONG IN THE TOP ONE THIRD OF6.

4" CMU COLUMN WRAP, SEE ARCHITECTURAL.5.

SEE OMS C7/S-301 FOR CONCRETE SLAB THROUGH DOOR.4.

NO X-BRACING OR PORTAL FRAME ALLOWED3.

X-BRACING OR PORTAL FRAME ALLOWED2.

PORTAL FRAME ALLOWED1.

6

TYP.6

TYP.

11’-8"11’-8"

"4197’-5

"4

173’-5

"4

141’-5

32’-0"CJ

CJ

500 616

SEE OMS S-601 FOR WALL SCHEDULE.

WALLS NOT LABELED ARE 8" CMU WALLS.10.

SEE OMS A1/S-302 & E1/S-302 FOR DRAIN LOCATIONS.9.

MANUFACTURER.

LOADS AND DIMENSIONS PROVIDED BY THE PEMB

FOUNDATIONS FOR THE ACTUAL BUILDING

THE CONTRACTOR WILL REDESIGN THE

USED AS A GUIDE FOR THE BUILDING SUPPLIED.

ESTIMATES FOR THE BUILDING AND ARE TO BE

THE FOUNDATIONS SHOWN ON THIS SHEET ARE8.

GIRTS, UNO.

DIMENSIONS TO CMU WALLS ARE TO OUTSIDE FACE OF

GRID LINES AT EXTERIOR FACE OF GIRTS AND ALL 7.

AND ENCASE SLEEVE IN CONCRETE. SEE OMS S-502.

THAT UTILITIES GO UNDER FOOTINGS, DEEPEN FOOTING

FOUNDATION WALL AS REQUIRED. IF ELEVATIONS DEMAND

CONTRACTOR SHALL PROVIDE UTILITY SLEEVES THROUGH 5.

SPACING OF CONSTRUCTION JOINTS IS 100 FT.

AFTER THE POUR IS UNACCEPTABLE. THE MAXIMUM

HOURS OF INITIAL SET. SAW-CUTTING THE MORNING

ENSURE THAT ALL SAW CUTS ARE COMPLETED WITHIN 12

MAXIMUM SQUARE FOOTAGE THAT CAN BE PLACED AND

JOINTS ARE TO BE CONSTRUCTION JOINTS BASED ON THE

THE CONCTRACTOR SHALL DETERMINE WHICH OF THESE

CJ REFERS TO CONTROL AND/OR CONSTRUCTION JOINT. 4.

100’-0" IS EQUIVALENT TO ELEVATION 677.75’.

THE ASSUMED FINISHED FLOOR REFERENCE ELEVATION 3.

SEE ARCH. PLANS FOR DIMENSIONS NOT SHOWN.2.

STRUCTURAL NOTES.

SEE SHEETS OMS S-001 AND OMS S-002 FOR GENERAL 1.

ADDITIONAL #4 TIE AT TOP

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CJ

"8

512’-

"8

55’-4

11’-8" 3’-10" 3’-10" "8521’-2 11’-8""8

521’-2

CJ

CJ

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S-301

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(4) #5 - CONT

SEE PLAN

REINFORCEMENT,

8" CMU

PER ARCH.

SPRAY FOAM INSULATION

C7

S-501

CMU WALL

ARCH.BRICK PER

ANGLE

(3) #5 - CONT

ARCH.

BRICK PER

(4) - #5 EQ. SPACED

#6 @ 16" O.C.

SIZE & SPACING

TO MATCH WALL REINF

DOWELS W/STD 90° HOOK

(3) #5 - CONT

(4) - #5 EQ. SPACED

#6 @ 16" O.C.

SIZE & SPACING

TO MATCH WALL REINF

DOWELS W/STD 90° HOOK

(3) #5 - CONT

SEE PLAN

REINFORCEMENT,

DRAIN & REINF.A1/S-501 FORSEE TYP. DETAILTRENCH DRAIN,

CHANNEL PER PEMB

GIRT PER PEMB

SECTION3/4" = 1’-0"

E1

SECTION3/4" = 1’-0"

C7

0 1’ 2’ 3’

0 1’ 2’ 3’

SECTION3/4" = 1’-0"

A7

MANUFACTURERPURLIN PER PEMB

MANUFACTURERCHANNEL PER PEMB

PER PEMBCHANNEL

PER PEMBPURLIN

GIRT PER PEMB

PEMB MANUFACTURERLEAN-TO FRAME PER

2’-2"

MIN.

1’-4"

1’-3"

[SEE PLAN]

1’-3"

HOOK HEIGHT OF 20 FEETPER MANUFACTURER WITH10 TON, OVERHEAD CRANE

1" GAP BETWEEN ANGLE & CMU WALL

TO 9" @ EDGETHICKEN SLAB

2

1

PAVEMENT, SEE CIVIL

MAT.EXP.

SEE CIVILPAVEMENT,

1’-4"

2’-2"

MIN.

T.O. MASONRY

SECTION3/16" = 1’-0"

A10 2’ 4’ 8’

2" MIN. GAP BETWEEN FRAME & CMU WALL

MANUFACTURERPER PEMB

FRAME

108’-8"

MANUFACTURERPER PEMB FRAME

A7

S-301

PURLIN ABOVE, PER PEMB MANUFACTURER

CHANNEL ABOVE, PER PEMB MANUFACTURER

MANUFACTURERPER PEMBGIRT ABOVE,

PURLIN PER PEMB MANUFACTURER

MANUFACTURERPER PEMBCHANNEL

MANUFACTURERPER PEMBCHANNEL

MANUFACTURERGIRT PER PEMB

3’-0"

3’-0"

FOUNDATION DESIGNER, TYP.PER CONTRACTOR’S REINFORCINGFOUNDATION AND

MANUFACTURERFRAME PER PEMB

SECTION3/16" = 1’-0"

D4

4’ 8’0 12’

4’ 8’0 12’

SEE TYP. DETAILSPOROUS FILL,

SEE TYP. DETAILSVAPOR BARRIER,

SEE TYP. DETAILSRIGID INSULATION,

SEE TYP. DETAILSPOROUS FILL,

SEE TYP. DETAILSVAPOR BARRIER,

SEE TYP. DETAILSRIGID INSULATION,

TYP.

5’-2"

501

P2 #

353449

616

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1/2" EJ, TYP.

1/2" EJ, TYP.

"836

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SECTION3/4" = 1’-0"

C1

SECTION3/4" = 1’-0"

A1

0 1’ 2’ 3’

0 1’ 2’ 3’

8" CMU

WATERSTOP, CONT, TYP.

(4) #5 CONT

W/STD 90° HOOK

#5 x 2’-0" @ 12" OC

#6 @ 16" OC

(4) #5 CONT.

REINFORCEMENT, SEE PLAN

SADDLE CLIPSGRATING W/2" ALUMINUM

GALVANIZED, TYP.AT 18" OC,STUDSLONG HEADEDw/ 1/2"Ø x 4"GALVANIZEDCONT L2x2x1/4,

8"

TYPICAL, ALL SIDES ALUM. AND CONCRETE, OR COATING BETWEEN1/4" GALV. STEEL PLATE

WALL BEYOND

GALVANIZED, TYP. LONG HEADED STUDS AT 18" OC,

CONT L2x2x1/4, GALVANIZED w/ 1/2"Ø x 4"

(4) #5

#6 @ 16" OC

2"

[98’-8"]

#6 @ 16" O.C.

(4) #5 CONT

(6) #5 CONT

W/STD 90° HOOK

#5 x 2’-0" @ 12" OC

EL 100’-0"

FINISHED FLOOR

8" CMU WALL

GALV, TYP

STUDS @ 18" OC,

LONG HEADED

GALV W/ 1/2"Øx6"

CONT L4x4x1/4,

(4) #5

#6 @ 16" 0.C.

SIZE AND SPACE

HOOK TO MATCH WALL REINF

DOWELS W/STANDARD 90°

(4) #5 CONT

SIZE AND SPACE



#6 @ 16" O.C.

(6) #5 CONT

EL 100’-0"

FINISHED FLOOR

8" CMU WALL 8" CMU WALL

WATERSTOP CONT, TYP

4"4"

W/STD 90° HOOK

#5 x 2’-0" @ 12" OC

W/STD 90° HOOK

#5 x 2’-0" @ 12" OC

CONT, TYP

WATERSTOP,

W/STD 90° HOOK

#5 x 2’-0" @ 12" OC

(8) #5 CONT

EL 100’-0"

FINISHED FLOOR

SLAB PER PLAN

[98’-8"]

[98’-8"]



W8x13W8x13


W8x13 W8x13

EL 100’-0"

FINISHED FLOOR

8" CMU WALL

(4) #5 CONT

WATERSTOP CONT, TYP

#6 @ 16" O.C.

(4) #5 CONT

SIZE AND SPACE



GALV, TYP

STUDS @ 18" OC,

LONG HEADED

GALV W/ 1/2"Øx4"

CONT L2x2x1/4,

W/STD 90° HOOK

#5 x 2’-0" @ 12" OC

(4) #5 CONT

#6 @ 16" O.C.

SIZE AND SPACE



(7) #5 CONT

8" CMU WALL

SLAB PER PLAN

SLAB PER PLAN

SLAB PER PLAN

EQ. SP. EQ. SP. EQ. SP.

4"

P2 #

353449

ADD WATERSTOP

DCJ, SIMILAR TO C1/S-501,

110 AND 111

THROUGH CJ IN ROOMS

WATERSTOP CONTINUOUS

0 1’ 2’ 3’

SECTION3/4" = 1’-0"

E1

502 616

DB

B-R

EA

DY T

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3’-0" 3’-0" 3’-0"

SIZE AND SPACE

WALL REINF

90° HOOK TO MATCH

DOWELS W/STANDARD

3’-0" 3’-0"

3’-0" 3’-0"

1’-4"

1’-4"

2’-2"

MIN

1’-4"

2’-2"

MIN.

2’-2"

MIN.

TYP. REINF SIZE AND SPACING,

HOOK TO MATCH WALLDOWELS W/ STANDARD 90°

SIZE AND SPACING, TYP



OMS S-501.

SEE DETAILS ON

SLAB PER PLAN.

EJ, TYP.

OMS S-501.

SEE DETAILS ON

SLAB PER PLAN.

OMS S-501.

SEE DETAILS ON

SLAB PER PLAN.

BELOW GRADEGROUT SOLID

1/2" EJ, TYP.

1/2" EJ, TYP.

SEE CIVIL DRAWINGSPAVING OR FINISHED GRADE,

SEE CIVIL DRAWINGS

1/2" EJ, TYP.

4"

2"

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S-501

OM

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CONCRETE SLAB-ON-GRADE

REINFORCEMENT, SEE PLAN

SLAB-ON-GRADECONCRETE

SEE PLANREINFORCEMENT,

1/8" RADIUS TOOLED EDGE (TYP)

CONCRETE SLAB-ON-GRADE

T

#5 AT 24" OC

2’-6"

CONT PL 1/4" (GALVANIZED)

2 - #5 CONT

FABRIC AT 3’-0" OC EACH WAYSUPPORT FOR WELDED WIRE

SLAB THICKNESSSAWCUT JOINT, DEPTH EQUAL TO 1/4 OF

BONDPREVIOUS POUR TO PREVENT ALONG ENTIRE FACE OF APPLY CURING COMPOUND

BOND AT 12" OC COATED TO PREVENT

3/4" Ø x 16" LONG SMOOTH DOWEL

RADON BARRIER10 MIL VAPOR/




–8"

T/2

T/2

TYPICAL SLAB-ON-GRADE (SOG)NOT TO SCALE

E1

TYPICAL SLAB-ON-GRADE SAWED (CONTRACTION) JOINT (SJ)NOT TO SCALE

E4TYPICAL SLAB DEPRESSION (SD)NOT TO SCALE

C7TYPICAL DOWELED CONSTRUCTION JOINT (DCJ)NOT TO SCALE

C1

TYPICAL TRENCH DRAINNOT TO SCALE

A1TYPICAL THICKENED SLAB AT TRANSITIONNOT TO SCALE

A4

SE

E P

LA

N

SLOPE

SEE CIVILPAVEMENT,

INSIDE FACE OF DOORFACE OF BRICK

TY

PIC

AL D

ET

AIL

S

TRENCH(2) - #5 CONT UNDER

3" CLR TYP

REINFORCEMENT.SUPPORT DOWELS INDEPENDENTLY OF 2.

PARALLEL TO TOP OF SLAB.POSITION DOWELS PERPENDICULAR TO JOINT AND 1.

NOTES:

TOC

1

1

1"@12"

1"@12"

"4

31

"4

1

7"

ONLY UNDER 8" SLAB2" RIGID INSULATION



1"

TO PREVENT BONDINGFACE OF PREVIOUS POUR COMPOUND TO ENTIRE APPLY LIQUID CURING

8" SLAB-ON-GRADE

SEE PLANREINFORCEMENT,

6" SLAB-ON-GRADE


SPACING REINFORCING SIZE AND

DOWELS TO MATCH WALL

TO PREVENT BONDDOWEL @ 12" OC COATED 3/4"Ø x 24" LONG SMOOTH

(2) - #5 CONT

NEW POUR PREVIOUS POUR

48 X B

AR DIA

M.

1’-2"

2" 2"

SE

E P

LA

N

6" CA-7 STONE

2" CA-6 STONE

2" CA-6 STONE6" CA-7 STONE

2" CA-6 STONE

6" CA-7 STONE

8"3’-0"8"

1’-0"1’-0"

6" CA-7 STONE

2" CA-6 STONE

LONG HEADED STUDS AT 18" OC (GALV)L2x2x1/4 WITH 1/2" Ø x 4"

1’-4"

8"

2" CA-6 STONE

6" CA-7 STONE



P2 #

353449

BAR GRATING1 1/2" x 1/4" NON-SPARK

503 616

8"

PL

AN

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O.C. VERTICAL REINFORCEMENTCMU WALL PER PLAN WITH #5 @ 32"

TYP.1/2" EJ,

BOND AT 12" OC COATED TO PREVENT

3/4" Ø x 16" LONG SMOOTH DOWEL

LONG HEADED STUDS AT 18" OC (GALV)L4x4x1/4 WITH 1/2" Ø x 6"

FINISHED FLOOR

FINISHED FLOOR FINISHED FLOOR

FINISHED FLOOR

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TYPICAL UTILITY PIPE UNDER FOOTINGNOT TO SCALE

A1TYPICAL PIPE SLEEVENOT TO SCALE

A6

PIPE SLEEVE NOTES

TYPICAL UTILITY PIPE THRU FOOTINGNOT TO SCALE

D1

1

1

T

1’-0"

EACH SIDE

MINIMUM

FOOTING

2" LARGER THAN PIPE DIA.PROVIDE PIPE SLEEVE WITH DIA.

UTILITY LINEPLUMBING/

FOOTING

MIX CONCRETE - 2500 PSIOF FOOTING USING LEANCONCRETE TO BOTTOMFILL PIPE TRENCH WITH

COVER3" MIN.

UTILITY LINEPLUMBING/

LARGER PIPE SLEEVES OR OPENINGS

FLOOR SLAB REINFORCING AT 8" ORFUTURE PIPE SLEEVE

ANCHORS TO PIPE SLEEVEREINFORCING BARS FORWELD 4 (4" MIN.) SCRAP

MIN.

1’-0"

MIN.

1’-0"

2"

8" DIA. AND UNDER 24" DIA.

(2) #4 EACH WAY IF SLEEVE OVER

2" LARGER THAN PIPE DIA.PROVIDE PIPE SLEEVE WITH DIA.

#5@12" O.C. (6) #5

ELE

VA

TIO

N

BE

LO

W PIP

E

FT

G D

OW

N

ST

EP W

ALL

TT

SE

E P

LA

N

WALL

WALL

STEM WALL

STEM WALL

PIPE DIA.LARGER THAN

SLEEVE W/DIA. 2"PROVIDE PIPE

DWGS FOR CONDUIT OPENINGS BEFORE CONCRETE PLACEMENT.AGAINST PLUMBING DWGS FOR SLEEVES AND ELECTRICAL AND SMALLER UNLESS SHOWN OTHERWISE. CHECK FLOORSCONTRACTOR TO LOCATE IN FIELD PIPE SLEEVES FOR PIPE 3" 3.

OPENINGS LESS THAN 8".EQUALLY TO EACH SIDE OF OPENING. DO NOT CUT STEEL FORAT ALL SMALL OPENINGS (<8" DIA.) SPREAD REINFORCING 2.

DETAILED ON DESIGN DRAWINGS.)AND BOTTOM. MORE REINFORCING SHALL BE PROVIDED IF (MIN. OF #4 BARS AT 45 DEGREES TO MAIN REINFORCEMENT TOP TO BE DIAMETER OF OPENING PLUS 60 BAR DIAMETERS. TO REPLACE AREA OF BARS CUT BY OPENING. BAR LENGTHS ADD ADDITIONAL BARS TOP & BOTTOM AT EACH SIDE OF SLEEVES 1.

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S-601

OM

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EQ

EQ

EQ

EQ

EQ

EQ

EQEQ

EQ

EQ

EQEQ

DIAMETERSLAP 48 BARREINFORCING,JAMB VERTICAL

SEE PLAN

BRG8"

EQEQVERTICAL WALL REINFORCING

TO ARCHITECTURAL DWGSCONTROL JOINT - REFER

(TYP)VERTICAL WALL REINFORCING

CORNER CONTROL JOINT

INTERSECTION

(TYP)VERTICAL WALL REINFORCING

OPENING - WALL TERMINATION

WALL REINFORCINGADDITIONAL VERTICAL

16" WIDEGROUT SOLID 30" DEEP x

OPENING

NOT AT CONTROL JOINT

JOINTCONTROLMASONRY

AT CONTROL JOINT

SEE "NOT AT CONTROL JOINT"FOR ADDITIONAL INFORMATIONNOTE:

NOT SHOWN FOR CLARITY.VENEER MASONRY AND SHELF ANGLES NOTE:

SECTION

LINTEL SCHEDULE THIS SHEETBOTTOM REINFORCING, SEE

BOTTOM OF LINTEL

REINFORCINGTYPICAL VERTICAL WALL

[SEE ARCH]

TYPICAL

REMARKS

VERTICAL

REINFORCEMENT

HORIZONTAL

8" CMU

THICKNESSMATERIAL AND

MARK

W1

CLEAR SPAN

0’-0" TO 3’-4"

3’-5" TO 5’-4"

5’-5" TO 8’-0"

"D"DEPTH

8"

8"

16"

"W"WIDTH

8"

8"

8"

REINFORCING

2-#5 BOTTOM

2-#5 BOTTOM

2-#5 TOP AND BOTTOM

8"

DE

TAIL

S

TY

PIC

AL M

AS

ON

RY

TYPICAL 6" CMUW2

REINFORCING (TYP)VERTICAL WALL

MASONRY LAP SPLICE

f.y =

f.t =

f.m =

BAR

IN

IN

IN

IN

IN

#3

#4

#5

#6

#7

60000

24000

18

24

30

36

42

48

PSI

PSI

PSI

IN#8

ld

#3

#4

#5

#6

#7

#8

#9

REINFORCED CONCRETE

OTHER THAN TOPCLASS B SPLICES FOR REINFORCEMENT,

BAR SIZE 4000 PSI

18"

25"

31"

37"

54"

62"

70"

#3

#4

#5

#6

#7

#8

#9

BAR SIZE 4000 PSI

24"

32"

48"

70"

80"

90"

AS TOP BARSCLASS B SPLICES FOR REINFORCEMENT

40"

EMBEDMENT SHALL BE IAW ACI 318-05

(2) #5 @ 48"OC MAX

(1) #5 @ 48"OC MAX

(1) #5 AT 32" OC

(1) #5 AT 32" OC

CMU LINTEL SCHEDULE

REINFORCINGTHIS SHEET FOR SIZE AND SEE CMU LINTEL SCHEDULE

2’-0"

1500

TYPICAL MASONRY VERTICAL WALL REINFORCEMENTN.T.S.

E1WALL SCHEDULEN.T.S.

E5

TYPICAL CMU LINTELN.T.S.

C1

P2 #

353449

OF ROUGH OPENING OF WINDOWADDITIONAL (2) #5 BAR, EXTEND 2’-0" BEYOND EACH SIDESILL REINFORCEMENT @ WINDOW NOT SHOWN -5.

NOT OTHERWISE SHOWN ON THE DRAWINGS.CMU LINTEL SCHEDULE APPLIES ONLY TO LINTELS4.

WIDTH OF WALL.AND REQUIRED WIDTH OF LINTEL, IF DIFFERENT FROMSEE ARCHITECTURAL DRAWINGS FOR WIDTH OF WALL3.

PLUMBING, AND ELECTRICAL DRAWINGS.COORDINATE WITH ARCHITECTURAL, MECHANICAL,FOR EXACT SIZE AND LOCATION OF ALL WALL OPENINGS2.

PROVIDE 8" CMU BEARING EACH END OF LINTEL.1.

NOTES:

LAP SPLICE TABLE fy = 60ksi

505 616

DB

B-R

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DY T

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TIS

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SIDE OF ROUGH OPENING OF WINDOWADDITIONAL (2) #5 BAR, EXTEND 2’-0" BEYOND EACHSILL REINFORCEMENT @ WINDOW NOT SHOWN -3.

AND TOP OF WALLPROVIDE BOND BEAMS BELOW OPENINGS, TOP OF FOUNDATION,2.

PROVIDE BOND BEAMS AT 48" OC1.

NOTES:

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