1PARTIAL FOUNDATION PLAN REV 5 CLIMAT… · 1.general information a.governing building code: 2009...

1. GENERAL INFORMATION

A. GOVERNING BUILDING CODE: 2009 INTERNATIONAL BUILDING CODE (IBC-2009).

B. BUILDING CLASSIFICATION: THE BUILDING CLASSIFICATION ACCORDING TO IBC-2009TABLE 1604.5 AND ASCE 7-05 TABLE 1-1 IS CATEGORY II.

C. CONTRACT DOCUMENTS: THE CONTRACT DOCUMENTS CONSIST OF THE AGREEMENT BETWEENTHE OWNER AND CONTRACTOR, CONDITIONS OF THE CONTRACT, DRAWINGS,SPECIFICATIONS, ADDENDA ISSUED PRIOR TO EXECUTION OF THE CONTRACT, OTHERDOCUMENTS LISTED IN THE AGREEMENT AND MODIFICATIONS ISSUED AFTER EXECUTION OFTHE CONTRACT.

D. CORRELATION OF THE CONTRACT DOCUMENTS: THE CONTRACT DOCUMENTS ARECOMPLIMENTARY, AND WHAT IS REQUIRED BY ONE SHALL BE AS BINDING AS IF REQUIREDBY ALL. IF CONFLICTING REQUIREMENTS ARE FOUND BETWEEN THE DRAWINGS,SPECIFICATIONS AND/OR THESE GENERAL NOTES, THE MORE STRINGENT PROVISION SHALLCONTROL UNLESS DIRECTED OTHERWISE IN WRITING BY THE STRUCTURAL ENGINEER.

E. ELEVATIONS: REFERENCE ELEVATION OF 100'-0" EQUALS FINISHED FLOOR ELEVATION FORTHE NEW BUILDING.

2. DESIGN LOADS

A. DEAD LOAD: SELF WEIGHT OF MATERIALS, UNLESS NOTED OTHERWISE

B. ROOF DEAD LOAD:1) BUILT UP ROOF................................................6 PSF2) INSULATION...................................................2 PSF3) DECK.........................................................2 PSF4) BEAMS, JOISTS & BRIDGING.....................................3 PSF5) CEILING......................................................1 PSF6) MISC (LIGHTING, DUCTWORK, PIPING, ETC.)......................2 PSF7) TOTAL.......................................................16 PSF

C. FLOOR DEAD LOAD:1) 3½" CONC. OVER 0.6 NON-COMPOSITE METAL DECKING..............41 PSF2) BEAMS, JOISTS, AND BRIDGING..................................5 PSF3) CEILING......................................................1 PSF4) MISC (LIGHTING, DUCTWORK, PIPING, ETC.) .....................3 PSF5) TOTAL.......................................................50 PSF

D. LIVE LOADS:1) ROOF LIVE LOAD .............................................20 PSF2) FLOOR LIVE LOAD

A) LOBBIES.................................................100 PSFB) CORRIDORS................................................80 PSFC) OFFICES W/ PARTITION LOAD................................65 PSF

E. WIND LOADS:1) GOVERNING CODE:..........................................ASCE 7-052) IMPORTANCE FACTOR, Iw:........................................1.003) EXPOSURE CATEGORY:...............................................C4) WIND VELOCITY, V:...........................................90 MPH

F. SNOW LOADS:1) GOVERNING CODE:..........................................ASCE 7-052) IMPORTANCE FACTOR, Is:........................................1.003) GROUND SNOW LOAD, Pg:.......................................10 PSF4) EXPOSURE FACTOR, Ce:...........................................1.05) ROOF SLOPE FACTOR, Cs:.........................................1.06) CALCULATED FLAT ROOF SNOW LOAD, Pf:..........................7 PSF7) MINIMUM FLAT ROOF SNOW LOAD, I*Pf:..........................10 PSF8) RAIN ON SNOW SURCHARGE LOAD:.................................5 PSF9) DRIFT LOADS:.............................................ASCE 7-05

G. SEISMIC DESIGN CRITERIA:1) GOVERNING CODE:..........................................ASCE 7-052) IMPORTANCE FACTOR, Ie:........................................1.003) SOIL SITE CLASSIFICATION (ASSUMPTION MADE FROM ADJACENT PROPERTY

VALUES):.........................................................D4) 0.2 SEC. MAPPED SPECTRAL ACCELERATION, Ss:...................0.2795) 1.0 SEC. MAPPED SPECTRAL ACCELERATION, S1:...................0.0796) SITE COEFFICIENT, 0.2 SEC. PERIOD, Fa:........................1.587) SITE COEFFICIENT, 1.0 SEC. PERIOD, Fv:.........................2.48) 0.2 SEC. DESIGN SPECTRAL ACCELERATION, Sds:..................0.2399) 1.0 SEC. DESIGN SPECTRAL ACCELERATION, Sd1:..................0.12610)SEISMIC DESIGN CATEGORY:.........................................B11)SEISMIC USE GROUP:..............................................II12)SEISMIC PARAMETERS FOR ELEVATOR SHAFT:

A) SEISMIC FORCE RESISTING SYSTEM: ORDINARY REINFORCED MASONRY SHEAR WALLSB) RESPONSE MODIFICATION COEFFICIENT, R:.....................2.00C) SYSTEM OVERSTRENGTH FACTOR, O:............................2.50D) DEFLECTION AMPLIFICATION FACTOR, Cd:......................1.75E) ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE METHOD.F) SEISMIC RESPONSE COEFFICIENT, Cs:........................0.147G) TOTAL LATERAL BASE SHEAR, V:............................1 KIPS

3. MATERIAL DESIGN VALUES

A. CONCRETE (MINIMUM ULTIMATE COMPRESSIVE STRENGTH AT 28 DAYS, NORMAL WEIGHTU.N.O.):1) FOUNDATIONS:.............................................4,000 PSI2) CONCRETE SLAB-ON-GRADE:..................................4,000 PSI3) ALL OTHER STRUCTURAL CONCRETE, U.N.O:....................4,000 PSI

B. REINFORCED CONCRETE MASONRY (MINIMUM ULTIMATE COMPRESSIVE STRENGTH AT 28 DAYS):1) PRISMS (ASTM C1314), f'm:................................1,500 PSI2) MORTAR (ASTM C270).......................................1,800 PSI3) CONCRETE MASONRY UNITS (ASTM C90)........................1,900 PSI4) GROUT....................................................3,000 PSI

C. CONCRETE AND MASONRY REINFORCEMENT (MINIMUM YIELD STRENGTH)1) ALL PLAIN AND DEFORMED BARS (ASTM A615, GRADE 60)......FY = 60 KSI2) WELDED WIRE FABRIC (ASTM A184) ........................FY = 60 KSI3) WELDABLE REINFORCING BARS (ASTM A706) .................FY = 60 KSI

D. STRUCTURAL STEEL (MINIMUM YIELD STRENGTH)1) ALL WIDE FLANGE SHAPES (ASTM A992)....................FY = 50 KSI2) STRUCTURAL TUBES (ASTM A500, GRADE B)..................FY = 46 KSI3) PIPES (ASTM A53, GRADE B)..............................FY = 35 KSI4) ANCHOR RODS (ASTM F1554, GRADE 55, WELDABLE) ..........FY = 55 KSI5) DEFORMED BAR ANCHORS (ASTM A496).......................FY = 70 KSI6) ALL OTHER SHAPES AND PLATES UNLESS NOTED (ASTM A36)....FY = 36 KSI

E. COLD FORMED STEEL (MINIMUM YIELD STRENGTH)1) ROOF DECK (ASTM A653, SS GRADE 33, G-60 GALVANIZED)....FY = 33 KSI2) COMPOSITE FLOOR DECK (ASTM A653, SS GRADE 40, G-60

GALVANIZED)............................................FY = 40 KSI3) COLD FORMED METAL STUDS (ASTM A1003/A, GRADE ST33H, G-60

GALVANIZED)............................................FY = 33 KSI4) COLD FORMED METAL CLIPS (ASTM A653, SS GRADE 50,G-90

GALVANIZED)............................................FY = 50 KSI

4. DEMOLITION NOTES

A. ALL DIMENSIONS FOR THE EXISTING STRUCTURE SHALL BE VERIFIED IN THE FIELD PRIORTO PROCEEDING WITH ANY DEMOLITION OR NEW WORK.

B. AS DEMOLITION OR NEW WORK PROGRESSES THE CONTRACTOR SHALL MAKE WRITTENDOCUMENTATION IF INCONSISTENCIES OCCUR IN THE EXISTING STRUCTURE. THESEINCONSISTENCIES SHALL BE SUBMITTED TO THE OWNER'S REPRESENTATIVE FOR REVIEW.

C. THE CONTRACTOR SHALL PROVIDE AND INSTALL ALL SHORING, PROPS, AND GUYS REQUIREDFOR THE TEMPORARY SUPPORT OF EXISTING PIPING, STRUCTURE, ETC. AS MAY BENECESSARY TO COMPLETE THE REQUIRED DEMOLITION OR NEW WORK.

D. THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING EXISTING UTILITIES, BOTHCHARTED AND UNCHARTED BEFORE COMMENCING WITH ANY EXCAVATION OR DEMOLITION WORK.DEPTH OF CONCRETE SAW SHALL BE SET SO AS NOT TO CUT ANY LOCAL UNDER FLOORPIPING OR WIRING WHICH IS TO REMAIN.

E. THE PROJECT AREA SHALL BE MAINTAINED AS CLEAN AS POSSIBLE WITH DUST BEINGLIMITED AS MUCH AS PRACTICAL. DEMOLITION SHALL PROCEED AS DIRECTED BY THEOWNER'S REPRESENTATIVE.

F. WHEN SAW CUTTING, SPECIAL CARE SHALL BE TAKEN TO NOT OVER CUT INTO AN EXISTINGAREA OF STRUCTURE THAT WILL REMAIN.

5. FOUNDATION NOTES

A. GEOTECHNICAL REPORT: A GEOTECHNICAL ENGINEERING SERVICES REPORT WAS NOTPROVIDED, THUS MINIMUM DESIGN VALUES WERE USED PER IBC 2009.

B. BUILDING FOUNDATIONS

1) SHALLOW FOOTINGS: THE PROPOSED BUILDINGS SHALL BE SUPPORTED ON CONVENTIONALSHALLOW SPREAD FOOTINGS FOUNDED ON EXISTING NON-EXPANSIVE SOIL OR PROPERLYCOMPACTED ENGINEERED FILL.

2) FOOTING DESIGN PARAMETERS: SHALLOW SPREAD FOOTINGS FOR BUILDING COLUMNS ANDCONTINUOUS FOOTINGS FOR BEARING WALLS HAVE BEEN DESIGNED FOR A TOTALALLOWABLE SOIL BEARING PRESSURE OF 1,500 POUNDS PER SQUARE FOOT, BEARING ONEXISTING SOIL OR PROPERLY COMPACTED ENGINEERED FILL.

3) PIPE PENETRATIONS: ALL HORIZONTAL PIPE OR SIMILAR PENETRATIONS OR SLEEVESTHROUGH FOOTINGS SHALL PREFERABLY OCCUR WITHIN THE MIDDLE 1/3 OF THE FOOTINGDEPTH. AT PENETRATIONS, PROVIDE (4) #5 DIAGONAL BARS AT EACH FOOTING FACE(3" CLEAR BETWEEN BAR AND PENETRATION AND 3" CLEAR FROM FOOTING BEARING).IF PENETRATION MUST OCCUR NEAR THE BOTTOM OF FOOTING, REFER TYPICAL DETAILSFOR STANDARD DETAIL TO TRANSITION & THICKEN FOOTING TO ACCOMMODATEPENETRATION.

C. SLAB-ON-GRADE CONSTRUCTION

1) SLAB THICKNESS AND REINFORCING: SLABS-ON-GRADE SHALL BE 6" THICK CONCRETEREINFORCED WITH #4 BARS AT 18" ON CENTER EACH WAY. REINFORCING BARS SHALLBE PLACED 1½" CLEAR FROM TOP OF SLAB USING CHAIRS OR SLAB BOLSTERS COMPLYINGWITH CRSI'S "MANUAL OF STANDARD PRACTICE".

2) SLAB SUBGRADE: THE FLOOR SLAB SHALL BE GRADE SUPPORTED ON EXISTINGNON-EXPANSIVE SOILS.

3) AGGREGATE BASE COURSE: A 6-INCH THICK, FREE-DRAINING SAND BASE COURSE SHALLBE PLACED BENEATH THE FLOOR SLAB TO ENHANCE DRAINAGE AND PROVIDE INCREASEDSUBGRADE STRENGTH. AT THE TIME OF THE SLAB PLACEMENT, THE GRANULAR BASESHALL BE MOIST, BUT FREE OF ANY STANDING OR SELF-DRAINING WATER.

4) VAPOR RETARDER: A VAPOR RETARDER SHALL BE PLACED IMMEDIATELY BELOW THECONCRETE SLAB. VAPOR RETARDER SHALL BE SEALED TO PREVIOUSLY PLACED CONCRETEAS RECOMMENDED BY VAPOR RETARDER MANUFACTURER. BEFORE PLACING CONCRETE,PATCH AND SEAL ANY RIPS, TEARS OR HOLES IN VAPOR RETARDER INCURRED DURINGCONSTRUCTION.

5) SLAB MIX DESIGN: SLAB-ON-GRADE CONCRETE MIX SHALL BE DESIGNED FOR A 28-DAYCOMPRESSIVE STRENGTH OF 4,000 PSI, A WATER-CEMENT RATIO OF 0.40 AND AMAXIMUM SLUMP OF 4-INCHES.

6) MOIST CURING OF SLAB: SLABS-ON-GRADE SHALL BE WATER CURED FOR A MINIMUM OF7 DAYS BY PONDING, SPRAYING, SPRINKLING OR BY USE OF SATURATED COVERINGS.

7) ISOLATION JOINTS: PROVIDE SLAB ISOLATION AROUND COLUMNS PENETRATING THESLAB-ON-GRADE. PROVIDE 30# FELT AROUND PERIMETER OF ISOLATION JOINTS.REFER TO TYPICAL DETAILS AND ADDITIONAL INFORMATION.

8) SLAB JOINTS: SLAB JOINTS SHALL BE PROVIDED AS SHOWN IN THE TYPICAL DETAILS.THE FOLLOWING JOINT TYPES ARE SHOWN ON THE DRAWINGS:A) CJ = CONSTRUCTION JOINTB) SJ = SAWED CONTRACTION JOINTC) EJ = EXPANSION JOINT

D. MISCELLANEOUS

1) DRAINAGE CONSIDERATIONS: DUE TO ADVERSE EFFECT ON STRUCTURES, WATER SHALLNOT BE ALLOWED TO COLLECT IN THE FOUNDATION EXCAVATION OR ON PREPAREDSUBGRADE OF THE CONSTRUCTION AREA EITHER DURING OR AFTER CONSTRUCTION.UNDERCUT OR EXCAVATED AREAS SHALL BE SLOPED TOWARD ONE CORNER TO FACILITATEREMOVAL OF ANY COLLECTED RAINWATER, OR POSITIVE RUNOFF SHALL BE PROVIDED.THE CONTRACTOR SHALL EXERCISE CARE IN CREATING DRAINAGE PATHS FOR WATERDURING THE CONSTRUCTION PHASE OF THE PROJECT. TO REDUCE INFILTRATION OFSURFACE WATER AROUND THE PERIMETER OF THE BUILDING AND BENEATH THE FLOORSLABS, POSITIVE DRAINAGE SHALL BE PROVIDED DURING ALL PHASES OFCONSTRUCTION.

2) EXCAVATION AND TEMPORARY SLOPES: THE CONTRACTOR, DESIGNATED AS "RESPONSIBLEPERSON" IN OSHA CONSTRUCTION STANDARDS FOR EXCAVATIONS, 29 CFR PART 1926, ISSOLELY RESPONSIBLE FOR PLANNING AND IMPLEMENTING ALL SAFETY PROCEDURES. ALLEXCAVATION HEIGHT, SLOPE, AND DEPTH MUST ADHERE TO ALL SPECIFICATIONSOUTLINED IN LOCAL, STATE, AND FEDERAL SAFETY REGULATIONS. KFC ENGINEERINGDOES NOT ASSUME ANY RESPONSIBILITY FOR CONSTRUCTION SITE SAFETY OR ANYPARTY'S, INCLUDING THE CONTRACTOR'S, COMPLIANCE WITH THE APPLICABLE LOCAL,STATE, AND FEDERAL SAFETY REGULATIONS OR ANY OTHER APPLICABLE REGULATIONS.

3) TRENCH BACKFILL: ALL REQUIRED TRENCH BACKFILL SHALL BE MECHANICALLYCOMPACTED IN LAYERS TO AT LEAST 95% OF THE STANDARD PROCTOR MAXIMUM DRYDENSITY AS DETERMINED BY ASTM D 698. SOME SETTLEMENT OF THE BACKFILL MAY BEEXPECTED AND ANY UTILITIES WITHIN THE TRENCHES SHALL BE CONSTRUCTED TO ALLOWTHESE DIFFERENTIAL MOVEMENTS. REFER TO PROJECT SPECIFICATIONS FORADDITIONAL REQUIREMENTS.

4) CONSTRUCTION MONITORING: MIDWEST ENGINEERING AND TESTING CORPORATION (METCO)SHALL BE RETAINED AS THE GEOTECHNICAL ENGINEER TO PROVIDE OBSERVATIONS ANDTESTING OF SOILS EXPOSED DURING PROJECT CONSTRUCTION IN ORDER TO VERIFY THATSOIL CONDITIONS ARE AS ANTICIPATED. CONSTRUCTION ACTIVITIES PERTAINING TOEARTHWORK, SLAB PLACEMENT, CONCRETE TESTING, AND OTHER RELATED ACTIVITIESSHALL ALSO BE OBSERVED BY PSI REPRESENTATIVES AS OUTLINED ABOVE.

6. CONCRETE CONSTRUCTION NOTES

A. ALL DETAILING, FABRICATION, AND PLACING OF REINFORCING STEEL, UNLESS OTHERWISENOTED, SHALL FOLLOW ALL SECTIONS OF THE ACI "DETAILING MANUAL-2004" (SP-66 04)AND THE ACI "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE" (ACI 318-02).

B. MIX DESIGNS SHALL BE PROPORTIONED IN ACCORDANCE WITH ACI 318, SECTION 5.3,"PROPORTIONING ON BASIS OF FIELD EXPERIENCE AND/OR TRIAL MIXTURES" AND MEET THEREQUIREMENTS OF THE SPECIFICATIONS AND ACI 211 AND 301. IF TRIAL BATCHES AREUSED, MIX DESIGN SHALL BE PREPARED BY AN INDEPENDENT TESTING LABORATORY ANDACHIEVE A COMPRESSIVE STRENGTH 1200 PSI HIGHER THAN SPECIFIED STRENGTH.

C. UNLESS OTHERWISE NOTED, LAP SPLICES SHALL CONFORM TO ACI REQUIREMENTS FOR CLASSB TENSION SPLICES. REFER TO LAP LENGTH SCHEDULES FOR TYPICAL LAP REQUIREMENTS.

D. PROVIDE CORNER BARS IN BOTH FACES OF ALL CONTINUOUS GRADE BEAMS, FOOTINGS ANDWALLS. NUMBER, SIZE, AND SPACING OF CORNER BARS SHALL BE EQUAL TO NUMBER, SIZEAND SPACING OF HORIZONTAL REINFORCING WITH WHICH THEY LAP AND SHALL HAVE CLASSB TENSION LAP SPLICES IN EACH DIRECTION. REFER TO TYPICAL DETAILS FORADDITIONAL INFORMATION.

E. UNLESS OTHERWISE NOTED, CONCRETE COVER OVER STEEL REINFORCING SHALL CONFORM TOMINIMUM REQUIRED BY ACI 318-08.

F. AT INTERSECTING FOUNDATIONS, EXTEND ALL HORIZONTAL REINFORCING OF THEINTERSECTING MEMBERS BEYOND THE POINT OF INTERSECTION TO THE OPPOSITE FACE.BEND TO A STANDARD 90 DEGREE HOOK OR PROVIDE BENT DOWELS OF EQUAL SIZE ANDSPACING AND LAP AS REQUIRED BY NOTE C (BUT NOT LESS THAN 12") IN EACHDIRECTION. REFER TO TYPICAL DETAILS FOR ADDITIONAL INFORMATION.

G. PROVIDE CONCRETE EQUIPMENT PADS OF SIZE REQUIRED FOR EQUIPMENT FURNISHED. SEEMECHANICAL, PLUMBING, FIRE PROTECTION AND ELECTRICAL DRAWINGS FOR NUMBER, SIZE,AND LOCATION OF SUCH PADS. UNLESS OTHERWISE SHOWN, MINIMUM PAD THICKNESS SHALLBE 4" AND SHALL EXTEND A MINIMUM OF 6" BEYOND THE FACE OF THE EQUIPMENT.MINIMUM REINFORCING SHALL BE #4 BARS AT 12" O.C. EACH WAY. TOOLED OR CHAMFEREDEDGES SHALL BE PROVIDED AT ALL EQUIPMENT PADS. ANCHORAGE TO SLAB SHALL BEMADE.

H. THE SIZE AND LOCATION OF ALL FLOOR PITS, TRENCH DRAINS, AND OPENINGS FOR ALLDUCTS AND PIPES THROUGH WALLS, FLOORS, AND FOUNDATION WORK SHALL BE VERIFIEDWITH THE MECHANICAL, PLUMBING, FIRE PROTECTION AND ELECTRICAL CONTRACTOR'SREQUIREMENTS PRIOR TO THE START OF ANY CONCRETE WORK.

I. ALL CONSTRUCTION JOINTS (VERTICAL AND HORIZONTAL) IN PITS AND TRENCHES SHALL BEKEYED AND HAVE BENTONITE WATERSTOPS INSTALLED UNLESS NOTED OTHERWISE. ALL PITSAND TRENCHES SHALL BE WATERPROOFED, UNLESS NOTED OTHERWISE.

J. UNLESS NOTED OTHERWISE ON ARCHITECTURAL DRAWINGS, PROVIDE 3/4" CHAMFER ON ALLEXPOSED CONCRETE EDGES.

K. A SINGLE CONCRETE POUR SHALL NOT EXCEED 100' FOR CONTINUOUS SHALLOW FOOTINGS.

L. ALL HORIZONTAL CONCRETE SURFACES SHALL HAVE A TROWEL FINISH (VERIFY WITHARCHITECTURAL DRAWINGS).

M. A SINGLE CONCRETE POUR FOR SLABS-ON-GRADE SHALL NOT EXTEND BEYOND THECONSTRUCTION JOINTS (CJ'S) SHOWN ON THE FOUNDATION PLANS. REFER TO PLANS FORSLAB JOINT PLACEMENT.

N. ALL OPENINGS IN CONCRETE WALLS LARGER THAN 1'-0" IN SIZE SHALL HAVE A MINIMUMOF (2)#5 BARS PLACED AT ALL SIDES OF OPENING AND EXTENDED 2'-6" BEYOND EDGE OFOPENING. IN ADDITION, DIAGONAL CORNER BARS SHALL EXTEND 2'-6" EACH WAY BEYONDCORNER OF OPENING. REFER TYPICAL FOUNDATION DETAILS FOR MORE INFORMATION.

O. FOR PLACEMENT OF CONCRETE SLABS ON UNSHORED METAL DECK, ANTICIPATE A 10%CONCRETE VOLUME INCREASE TO COMPENSATE FOR DEFLECTION OF THE METAL DECK UNDERTHE WEIGHT OF WET CONCRETE.

P. TO COMPENSATE FOR DEFLECTION OF METAL DECKS UNDER THE WEIGHT OF WET CONCRETE,SLABS ON METAL DECK SHALL BE LASER SCREEDED TO PROVIDE ELEVATION CONTROL DURINGCONCRETE PLACEMENT OPERATIONS.

7. REINFORCED HOLLOW CMU NOTES

A. REFER TO ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS RELEVANT TO ALL CMUCONSTRUCTION.

B. ALL CMU SHALL BE 1 OR 2-CELL LIGHTWEIGHT CONCRETE BLOCK.

C. UNLESS NOTED OTHERWISE, ALL CONCRETE MASONRY UNITS SHALL HAVE A MINIMUM 28-DAYCOMPRESSIVE STRENGTH OF 1900 PSI ON THE NET AREA (INDIVIDUAL STRENGTH PER ASTMC 90).

D. CMU SHALL BE CONSTRUCTED WITH PORTLAND CEMENT/LIME, TYPE S MORTAR CONFORMING TOASTM A C270 WITH AN MINIMUM 28-DAY COMPRESSIVE STRENGTH OF 1800 PSI.

E. CELLS WHICH CONTAIN REINFORCING STEEL SHALL BE FILLED SOLIDLY WITH 3000 PSIPEA-GRAVEL CONCRETE OR 3000 PSI GROUT.

F. VERTICAL CELLS TO BE FILLED SHALL HAVE VERTICAL ALIGNMENT SUFFICIENT TOMAINTAIN A CLEAR UNOBSTRUCTED CONTINUOUS VERTICAL CELL NOT LESS THAN 2"x3" INPLAN DIMENSION.

G. SLAB DOWELS SHALL EXTEND 30 BAR DIAMETERS INTO THE CONCRETE OR WITH A STANDARDACI 90 DEGREE BEND. LAP OR SPLICES OF REINFORCING STEEL IN MASONRY SHALL ASSHOWN IN THE CMU REINFORCING LAP SCHEDULE. THERE SHALL BE A SLAB DOWEL FOREACH VERTICAL WALL REINFORCING BAR. AT CONTRACTOR'S OPTION DOWELS MAY BEDRILLED AND GROUTED WITH EPOXY MATERIAL TO DEVELOP THE TENSILE CAPACITY OF BAR.EPOXY MANUFACTURER INFORMATION SHALL BE SUBMITTED FOR REVIEW AND APPROVAL BYTHE ARCHITECT-ENGINEER.

H. MINIMUM HORIZONTAL AND VERTICAL REINFORCING IN CMU WALLS SHALL BE PROVIDED ASFOLLOWS:

1) VERTICAL:A) INTERIOR WALLS: 8" CMU #5 AT 32" O.C. CENTERED IN CELLB) ELEVATOR WALLS: 12" CMU #5 AT 16" O.C. CENTERED IN CELL

2) HORIZONTAL: BOND BEAMS SHALL BE PLACED AT 48" ON CENTER MAX (EVERY 6THCOURSE) OR AS REQUIRED FOR DETAILING AT LINTELS, WALL OPENINGS, ETC. BONDBEAMS SHALL BE REINFORCED WITH (2) #3 BARS.

I. NORMAL VERTICAL WALL REINFORCING SHALL EXTEND CONTINUOUSLY FROM THE TOP OFFOUNDATION TO EMBED AT LEAST 6" INTO THE FLOOR OR ROOF DIAPHRAGM BOND BEAM.THE DIAPHRAGM BOND BEAM SHALL BE DEFINED AS THE BOND BEAM AT THE FLOOR OR ROOFLEVEL OR WHERE KICKER ANGLES OR CLIP ANGLES ARE PROVIDED TO PROVIDE LATERALSUPPORT.

J. AN ADDITIONAL VERTICAL BAR OF THE SAME SIZE AND LENGTH AS THE NORMALREINFORCING BAR SHALL BE PLACED:

1) AT JAMBS OF WALL OPENINGS.2) ON EACH SIDE OF CONTROL JOINTS OR EXPANSION JOINTS.3) AT INTERSECTION OF EXTERIOR WALLS.4) AT INTERSECTION OF INTERIOR WALLS WITH EXTERIOR WALLS.5) AT INTERSECTION OF INTERIOR WALLS.

K. BOND BEAM REINFORCING STEEL FOR INTERIOR AND EXTERIOR WALLS SHALL BE CONTINUOUSTHROUGHOUT, EXCEPT AT CONTROL JOINTS. AT CONTROL JOINTS, INTERMEDIATE BONDBEAM REINFORCEMENT SHALL BE CUT, BUT SHALL BE CONTINUOUS AT DIAPHRAGM BONDBEAMS. REFER TO TYPICAL DETAILS AND LAP SCHEDULE FOR ADDITIONAL INFORMATION.

L. LOCATION AND DETAILS OF CONTROL JOINTS SHALL BE AS DEFINED ON ARCHITECTURALDRAWINGS.

M. EXTEND REINFORCING BARS NOT LESS THAN THAT SPECIFIED ON LAP SCHEDULE.

N. OPENINGS FOR ALL DUCTS AND PIPES PENETRATING MASONRY WALLS SHALL BE VERIFIEDAND COORDINATED WITH MECHANICAL AND ELECTRICAL CONTRACTORS REQUIREMENTS.PENETRATIONS THROUGH WALLS SHALL HAVE ADDITIONAL REINFORCING AS SHOWN ON IN THETYPICAL DETAILS.

O. LINTELS SHALL BE PROVIDED WHERE REQUIRED ACCORDING TO TYPICAL LINTEL DETAILSAND SCHEDULE OR AS INDICATED ON PLAN SHEETS.

P. UNLESS BRACED BY ATTACHMENT TO A STRUCTURAL SLAB OR METAL DECK, THE TOP OFMASONRY WALLS SHALL BE BRACED IN ACCORDANCE WITH THE TYPICAL DETAILS SHOWN INTHE DRAWINGS.

8. STEEL CONSTRUCTION NOTES

A. ALL STRUCTURAL STEEL SHALL BE DETAILED, FABRICATED, AND ERECTED IN ACCORDANCEWITH THE CURRENT EDITIONS OF THE AISC "CODE OF STANDARD PRACTICE FOR STEELBUILDINGS AND BRIDGES" AND THE AISC "LOAD AND RESISTANCE FACTOR DESIGNSPECIFICATION FOR STRUCTURAL STEEL BUILDINGS", AND AS SUPPLEMENTED BY THESEGENERAL NOTES IN ADDITION TO THE PROJECT SPECIFICATIONS.

B. THE CONTRACTOR SHALL DESIGN ALL CONNECTIONS AND SPLICE CONNECTIONS SHOWN, NOTSHOWN, OR ONLY PARTIALLY DETAILED ON THE DRAWINGS. THE CONTRACTOR SHALL RETAINA REGISTERED, PROFESSIONAL ENGINEER WHO SHALL DESIGN ALL SPLICES ANDCONNECTIONS SHOWN, NOT SHOWN, OR ONLY PARTIALLY DETAILED ON THE DRAWINGS.

C. CONNECTIONS SHALL BE DESIGNED TO SUPPORT THE FACTORED END REACTIONS SHOWN ONTHE DRAWINGS. WHERE END REACTIONS ARE NOT SHOWN OR OTHERWISE SPECIFIED,CONNECTIONS SHALL BE DESIGNED TO SUPPORT 50% OF THE TOTAL UNIFORM LOAD CAPACITYSHOWN IN THE MANUAL OF STEEL CONSTRUCTION FOR THE GIVEN SHAPE, SPAN AND THESPECIFIED STEEL.

D. ALL CONNECTION PLATES, STIFFENERS AND BOLTS SHOWN ON THE DRAWINGS ARE SCHEMATICONLY. CONTRACTOR SHALL DESIGN ALL CONNECTIONS, SPLICES, PLATES, GUSSET PLATES,STIFFENERS, BOLTS AND WELDS FOR FORCES INDICATED ON DRAWINGS IN ADDITION TO THEREQUIREMENTS OF THE AISC DESIGN SPECIFICATION.

E. ALL STEEL CONNECTIONS, GUSSET AND WING PLATES SHALL BE DESIGNED AND PROVIDED TODEVELOP FORCES INDICATED ON DRAWINGS. IN ALL CASES, A MINIMUM 3/8" PLATE AND AMINIMUM OF (2) 3/4" DIAMETER A325 BOLTS SHALL BE PROVIDED. PROVIDE STIFFENERPLATES FOR ALL WELDED CONNECTIONS OR WING PLATES CONNECTED TO WEB WHERE THEFORCE IS TRANSVERSE TO THE WEB OF THE MEMBER WITH THE WING PLATES.

F. CONNECTIONS FOR FRAMING MEMBERS WITH BOTH GRAVITY LOADS (REACTIONS) AND AXIALLOADS OR TRANSFER FORCES (TENSION OR COMPRESSION) SHALL BE DESIGNED FOR THECOMBINED EFFECT OF BOTH LOADS.

G. CONNECTION DESIGN DRAWINGS AND CALCULATIONS MUST BE SUBMITTED FOR APPROVAL TOTHE ARCHITECT AND SUBSEQUENTLY REVIEWED, APPROVED AND RETURNED BY THE ARCHITECTPRIOR TO THE SUBMITTAL OF SHOP DRAWINGS THAT INCORPORATE THESE DESIGNS.CONNECTION DESIGN SUBMITTAL REVIEW COMMENTS MADE BY THE ARCHITECT SHALL BEINCORPORATED INTO THE RELATED SHOP DRAWINGS PRIOR TO THEIR SUBMITTAL.SUBMITTALS IN NONCOMPLIANCE WILL BE RETURNED UNREVIEWED BY THE ARCHITECT.

H. STEEL CONTRACTOR SHALL FURNISH ERECTION BOLTS AS REQUIRED FOR FIELDCONNECTIONS.

I. ALL BEAMS THAT ARE REQUIRED TO HAVE CAMBER SHALL BE FABRICATED WITH CAMBERUPWARD. BEAMS WITHOUT SPECIFIED CAMBER SHALL BE FABRICATED SUCH THAT AFTERERECTION, ANY NATURAL CAMBER DUE TO ROLLING OR SHOP FABRICATION IS UPWARD.

J. UNLESS OTHERWISE INDICATED IN THE DRAWINGS, ALL ANCHOR RODS SHALL CONFORM TOASTM F1554 GRADE 55-WELDABLE AND SHALL BE ¾" DIAMETER WITH A MINIMUM FOUNDATIONEMBEDMENT OF 12". THE EMBEDDED END SHALL HAVE A HEAVY HEX NUT WITH THE THREADSSPOILED ABOVE AND BELOW THE NUT.

K. PROVIDE TEMPORARY SHORES, GUYS, BRACES, AND OTHER SUPPORTS DURING ERECTION TOKEEP STRUCTURAL STEEL SECURE, PLUMB, AND IN ALIGNMENT AGAINST TEMPORARYCONSTRUCTION LOADS AND LOADS EQUAL IN INTENSITY TO DESIGN LOADS. THE TEMPORARYSUPPORTS SHALL BE SUFFICIENT TO SECURE THE BARE STRUCTURAL STEEL FRAMING OR ANYPORTION THEREOF AGAINST LOADS THAT ARE LIKELY TO BE ENCOUNTERED DURINGERECTION, INCLUDING THOSE DUE TO WIND AND THOSE THAT RESULT FROM ERECTIONOPERATIONS.

L. DO NOT REMOVE TEMPORARY SUPPORTS UNTIL THE INSTALLATION OF ALL STRUCTURALELEMENTS IS COMPLETE AND HAS BEEN ACCEPTED AS COMPLETE BY THE STRUCTURALENGINEER. FOR THE PURPOSES OF THIS PARAGRAPH, "ALL STRUCTURAL ELEMENTS"INCLUDES ANY OF THE FOLLOWING THAT ARE SHOWN IN THE STRUCTURAL DRAWINGS:FOUNDATIONS, TILT-UP CONCRETE PANELS AND THEIR CONNECTIONS TO FOUNDATIONS ANDSLABS, LOAD-BEARING CMU WALLS, CMU SHEAR WALLS, STRUCTURAL STEEL, STEELCONNECTIONS, PERMANENT BRACING, WELDED MOMENT CONNECTIONS, STEEL JOISTS, JOISTBRIDGING, ROOF DECK AND FLOOR DECK.

M. ALL SHOP AND FIELD WELDS SHALL BE MADE IN ACCORDANCE WITH THE ANSI/AWS"D1.1-STRUCTURAL WELDING CODE - STEEL", LATEST EDITION. ALL WELDING SHALL USELOW HYDROGEN PROCESSES.

N. ALL BOLTS SHALL BE ASTM A325 WITH SUITABLE WASHERS AND NUTS.

O. ALL ANGLE FRAMES, PLATES AND OTHER EMBEDDED ITEMS CAST INTO CONCRETE SHALL BEGALVANIZED.

P. SUBSTITUTION OF EXPANSION ANCHORS FOR EMBEDDED ANCHORS SHOWN ON THE DRAWINGSWILL NOT BE PERMITTED.

Q. CUTS, HOLES, COPING, ETC. REQUIRED FOR WORK OF OTHER TRADES SHALL BE SHOWN ONTHE SHOP DRAWINGS AND MADE IN THE SHOP. CUTS OR BURNING OF HOLES IN STRUCTURALSTEEL MEMBERS IN THE FIELD WILL NOT BE PERMITTED.

R. ALL EXTENSION BARS, RUN-OFF PLATES, AND BACKING BARS USED IN WELDED CONNECTIONSSHALL BE REMOVED AND THE JOINTS SHALL BE GROUND SMOOTH WHERE SUCH CONNECTION ISPERMANENTLY EXPOSED TO VIEW OR IS DESIGNATED AS ARCHITECTURALLY EXPOSED STEEL.

S. ALL ROOF OPENINGS GREATER THAN 6" SHALL BE SUPPORTED BY AN ANGLE FRAME. IFSIZES ARE NOT PROVIDED, REFER TYPICAL DETAILS FOR ROOF OPENING FRAME DETAIL.

T. ALL ELEVATED MECHANICAL EQUIPMENT SHALL BE SUPPORTED BY STEEL. IF SIZES ARENOT PROVIDED, REFER TYPICAL DETAILS FOR ROOF OPENING FRAME DETAIL.

U. GALVANIZED LOOSE LEDGE ANGLES SHALL BE PROVIDED OVER ALL MASONRY VENEEROPENINGS OR RECESSES DEEPER THAT 4". LINTELS SHALL HAVE 1" OF BEARING AT EACHEND FOR EVERY FOOT OF SPAN, WITH A MINIMUM OF 4" AND SIZED AS FOLLOWS UNLESSSHOWN OTHERWISE IN THE DRAWINGS.

1) UP TO 4'-0".........................L3-1/2 x 3-1/2 x 3/82) 4'-1" to 5'-0"......................L4 x 3-1/2 x 3/8 (LLV)3) 5'-1" to 6'-6"......................L5 x 3-1/2 x 3/8 (LLV)4) 6'-7" to 8'-0"......................L6 x 3-1/2 x 3/8 (LLV)

V. ALL VISIBLE STEEL EXPOSED TO EXTERIOR WEATHER OR AN UNCONTROLLED ENVIRONMENTSHALL BE BLAST CLEANED, PRIMED WITH A ZINC-RICH PRIMER AND FIELD PAINTED WITH AHIGH PERFORMANCE PAINT. NON-VISIBLE STEEL EXPOSED TO EXTERIOR WEATHER OR ANUNCONTROLLED ENVIRONMENT SHALL BE BLAST CLEANED AND RECEIVE A ZINC-RICH PRIMER.INTERIOR STEEL SHALL BE SHOP PRIMED AND FIELD PAINTED.

W. ALL HEADED STUDS AND DEFORMED BAR ANCHORS SHALL BE INSTALLED USING AUTOMATICEND-WELDING EQUIPMENT RECOMMENDED BY THE STUD OR ANCHOR MANUFACTURER. MANUALWELDING OF HEADED STUDS OR DEFORMED BAR ANCHORS WILL NOT BE ALLOWED.

10.

525 Central Park Drive, Suite 202Oklahoma City, OK 73105Telephone: 405.528.4596Fax: 405.528.4580

Kirkpatrick Forest Curtis PCStructural Engineering

engineering

OK CA #3888, EXP. 06/30/19

X. SHOP PRIMER SHALL NOT BE APPLIED TO THE FOLLOWING AREAS:

1) SURFACES EMBEDDED IN CONCRETE OR MORTAR. EXTEND PRIMING OF PARTIALLYEMBEDDED MEMBERS TO A DEPTH OF 2 INCHES.

2) SURFACES TO BE FIELD WELDED.3) SURFACES TO BE HIGH-STRENGTH BOLTED WITH SLIP-CRITICAL CONNECTIONS.4) SURFACES TO RECEIVE SPRAYED FIRE-RESISTIVE MATERIALS.5) GALVANIZED SURFACES.

9. STEEL JOIST AND BRIDGING NOTES

A. AS A MINIMUM REQUIREMENT, THE JOIST MANUFACTURER SHALL DESIGN ALL JOISTS FORTHE DESIGN LOADS SPECIFIED IN THE STEEL JOIST INSTITUTE'S LOAD TABLES. INADDITION, JOISTS SHALL BE DESIGNED TO CARRY ANY OTHER LOADS INDICATED ON THEDRAWINGS.

B. JOISTS SHALL BE DESIGNED BY THE JOIST MANUFACTURER FOR A NET UPLIFT OF 10 PSFIN THE FIELD OF THE ROOF AND 15 PSF WITHIN 10 FEET OF ROOF EDGES.

C. PROVIDE FLAT BEARING SEATS FOR ALL JOISTS BY INCREASING THE DEPTH OF THE SEATAT THE HIGH END OF SLOPED JOISTS.

D. JOIST BRIDGING SHOWN IS GREATER THAN OR EQUAL TO THE MINIMUM REQUIRED BY THESTEEL JOIST INSTITUTE (SJI). JOIST MANUFACTURER CAN PROVIDE LARGER SIZE, IFREQUIRED.

E. ADDITIONAL BRIDGING LINES AT THE BOTTOM CHORD OUTSIDE PANEL POINT HAVE NOT BEENSHOWN FOR CLARITY BUT ARE REQUIRED. PROVIDE AS DESIGNED BY THE JOISTMANUFACTURER.

F. BETWEEN PANEL POINTS OF STEEL JOISTS THE CHORD MEMBERS SHALL BE DESIGNED TOSUPPORT 50 LBS. VERTICAL LOAD WITHOUT REINFORCEMENT OF THE CHORD. TYPICALLY,UNDERHUNG LOADS SHALL BE SUPPORTED AT PANEL POINTS. OFF PANEL POINT LOADING INEXCESS OF 50 POUNDS WILL REQUIRE JOIST REINFORCING. REFER TYPICAL DETAILS FORJOIST REINFORCING DETAIL. NO VERTICAL LOAD SHALL BE IMPOSED ON BRIDGING. NOLOAD APPLIED TO JOIST SHALL BE DONE IN A MANNER THAT EXCEEDS MOMENT OR SHEARCAPACITY OF THE JOIST.

G. ANY HANGERS SUPPORTED FROM JOISTS SHALL BE CONNECTED WITHOUT FIELD WELDING ORDRILLING TO THE JOIST.

H. BOTTOM CHORDS ON ALL JOISTS SHALL BE EXTENDED TO RECEIVE CEILING OR POTENTIALFUTURE CEILING.

I. IN STEEL FRAMES, WHERE COLUMNS ARE NOT FRAMED IN AT LEAST TWO DIRECTIONS WITHSTRUCTURAL STEEL MEMBERS, BEARING SEATS FOR JOISTS AT COLUMN LINES SHALL BEFABRICATED TO ALLOW FOR FIELD BOLTING.

J. ERECTION OF JOISTS SHALL FOLLOW THE STEEL JOIST INSTITUTE'S CODE OF STANDARDPRACTICE. JOISTS SHALL NOT BE FULLY LOADED UNTIL ALL BRIDGING LINES ARESECURED AND METAL DECKING IS IN PLACE. THE JOIST MANUFACTURER AND ERECTORSHALL PROVIDE ADDITIONAL BRIDGING DURING CONSTRUCTION SEQUENCING AS REQUIRED BYTHE CURRENT SJI SPECIFICATIONS AND OSHA REQUIREMENTS.

K. HORIZONTAL BRIDGING ANGLES FOR TOP AND BOTTOM CHORDS OF JOISTS ARE SHOWN ONFRAMING PLANS THUS: - - - - -

L. DIAGONAL BRIDGING IS SHOWN AS AN "X" ALONG A LINE OF HORIZONTAL BRIDGING.DIAGONAL BRIDGING SHALL BE PROVIDED WHERE SHOWN AND AT ANY DISCONTINUITIES INTHE ROW OF BRIDGING.

M. REFER TYPICAL DETAILS FOR JOIST BRIDGING DETAILS.

N. THE GENERAL CONTRACTOR SHALL CONFIRM OR REVISE MECHANICAL EQUIPMENT WEIGHTS ANDPROVIDE THE JOIST MANUFACTURER POINT LOADS FOR WHICH SPECIAL JOISTS ARE TO BEDESIGNED. PRELIMINARY ROOF TOP UNIT (RTU) WEIGHTS ARE SHOWN ON THE ROOF PLANS.SHOULD WEIGHTS EXCEED THOSE SHOWN, CONTRACTOR SHALL CONTACT ARCHITECT-ENGINEERFOR REVIEW.

10.METAL DECK NOTES:

A. ROOF DECK:

1) ROOF DECK SHALL BE 1½" DEEP, 22 GAGE, GALVANIZED WIDE RIB METAL DECK WITHSTRUCTURAL PROPERTIES MEETING OR EXCEEDING THE FOLLOWING:A) I = 0.183 IN4/FTB) Sp = 0.186 IN3/FTC) Sn = 0.192 IN3/FTD) Fy = 33 KSIE) SIDE LAPS: OVERLAPPED

2) ROOF DECK SHALL BE CONNECTED TO SUPPORTS WITH #12 MECHANICAL FASTENERS AT 6"O.C. (36/7 PATTERN).

3) ROOF DECK SIDE LAPS SHALL BE FASTENED WITH #10 SIDE LAP FASTENERS AT 6" ONCENTER.

B. SUBSTITUTION OF WELDING OR PINS FOR MECHANICAL SCREW ANCHORS WILL NOT BEPERMITTED.

C. SUPPORTS FOR DECKING ARE DEFINED AS MEMBERS PROVIDING DIRECT TRANSVERSE SUPPORTAS WELL AS CONTINUOUS PARALLEL EDGE SUPPORT.

D. ALL DECKING SHALL BE PLACED PERPENDICULAR TO SUPPORTING ROOF MEMBERS AND SHALLSPAN A MINIMUM OF 3 SPANS UNLESS SHOWN OTHERWISE IN STRUCTURAL DRAWINGS.

E. METAL DECKING SHALL NOT BE USED TO SUPPORT ANY HANGING LOADS INCLUDING, BUT NOTLIMITED TO, SUSPENDED MECHANICAL, ELECTRICAL, OR PLUMBING EQUIPMENT, CABLETRAYS OR RACEWAYS, CEILING FINISHES OR CEILING FRAMING.

F. ALL DECK OPENINGS GREATER THAN 6" SHALL BE SUPPORTED BY AN ANGLE FRAME. IFSIZES ARE NOT PROVIDED, REFER TYPICAL DETAILS FOR ROOF OPENING FRAME DETAIL.

G. METAL ROOF DECK SHALL BE LAPPED A MINIMUM OF 2" OVER SUPPORTS. FASTENERS SHALLPENETRATE BOTH PLIES OF DECKING INTO SUPPORTING SUBSTRATE OR 2 LINES OFFASTENERS SHALL BE PROVIDED.



engineering

OK CA #3888, EXP. 06/30/19

SCALE: 1/4"=1'-0"

PARTIAL FOUNDATION PLAN1

S2.0

1

S5.0

S5.0

3

1

1

1

1

KEY PLAN

1

SCALE: 1"=1'-0"

SECTION OPTIONAL

TYP. WALL FOOTING

2

S2.1

1



engineering

OK CA #3888, EXP. 06/30/21

1

SCALE: 1/4"=1'-0"

PARTIAL FOUNDATION PLAN1

S2.1

1

1

1

1

1

KEY PLAN

1



engineering

OK CA #3888, EXP. 06/30/21

1

SCALE: 1/4"=1'-0"

SECOND LEVEL FRAMING PLAN

PARTIAL

1

S3.0

1

S5.0

5

S5.0

5

S5.0

1

5

S5.0

1

1

1

1

KEY PLAN



engineering

OK CA #3888, EXP. 06/30/21

1

1

SCALE: 1/4"=1'-0"

SECOND LEVEL FRAMING PLAN

PARTIAL

1

S2.1

1

1

1

KEY PLAN



engineering

OK CA #3888, EXP. 06/30/21

1

1

SCALE: 1/4"=1'-0"

PARTIAL ROOF FRAMING PLAN1

S3.1

2

S5.0

1

S5.0

1

KEY PLAN

1



engineering

OK CA #3888, EXP. 06/30/21

1

SCALE: 1/4"=1'-0"

FRAMING ELEVATION3

S4.0 SCALE: 1/4"=1'-0"

FRAMING ELEVATION4

S4.0

SCALE: 1/16"=1'-0"

EXTERIOR FRAMING ELEVATION -WEST1

S4.0

S4.0

4

SCALE: 1/16"=1'-0"

ELEVATION -NORTH

FRAMING

2

S4.0

S4.0

3

1



engineering

OK CA #3888, EXP. 06/30/21

1

SCALE: 1/4"=1'-0"

MEZZANINE FRAMING PLAN1

SSK-01

2

SSK-01

SCALE: 1"=1'-0"

SECTION @ JST SUPPORT2

SSK-01



engineering

OK CA #3888, EXP. 06/30/21

SCALE: 1/4"=1'-0"

ENLARGED WALL PANEL ELEVATION2

S4.1

SCALE: 1/16"=1'-0"

EXTERIOR FRAMING ELEVATION -WEST1

S4.0

S4.1

2

KEY PLAN

1

S4.2



engineering

OK CA #3888, EXP. 06/30/21

AutoCAD SHX Text

EXT. GRADE

AutoCAD SHX Text

NEW OPENING

AutoCAD SHX Text

7 " CONC. 14" CONC. TILTWALL PANEL

AutoCAD SHX Text

FIN. ROOF LINE

AutoCAD SHX Text

JOIST SEAT

AutoCAD SHX Text

JOIST EXTENSION EMBED (F.F.)

AutoCAD SHX Text

5 " REVEAL12" REVEAL

AutoCAD SHX Text

FIN. FLOOR ELEV.

AutoCAD SHX Text

NEW OPENING

AutoCAD SHX Text

3

AutoCAD SHX Text

2

AutoCAD SHX Text

INFILLED OPENING

AutoCAD SHX Text

1

AutoCAD SHX Text

2

AutoCAD SHX Text

3

AutoCAD SHX Text

4

AutoCAD SHX Text

20'-0"

AutoCAD SHX Text

40'-0"

AutoCAD SHX Text

PANEL A 02 03 a

AutoCAD SHX Text

PANEL A 02 03 b

AutoCAD SHX Text

A

AutoCAD SHX Text

H

AutoCAD SHX Text

1

AutoCAD SHX Text

16

AutoCAD SHX Text

NORTH

AutoCAD SHX Text

DRAWING TITLE

AutoCAD SHX Text

DRAWING NUMBER

AutoCAD SHX Text

PROJECT NUMBER

AutoCAD SHX Text

DRAWING TITLE

AutoCAD SHX Text

CADD FILE NAME

AutoCAD SHX Text

REVISIONS

AutoCAD SHX Text

DATE

AutoCAD SHX Text

TRINITY

AutoCAD SHX Text

INTERIOR ARCHITECTURE

AutoCAD SHX Text

3030 N.W. EXPRESSWAY SUITE 1450

AutoCAD SHX Text

ARCHITECTS

AutoCAD SHX Text

GROUP

AutoCAD SHX Text

ARCHITECTURE

AutoCAD SHX Text

OKLAHOMA CITY, OK 73112

AutoCAD SHX Text

LAND PLANNING

AutoCAD SHX Text

405.947.7262

AutoCAD SHX Text

SEAL

AutoCAD SHX Text

-

AutoCAD SHX Text

-

AutoCAD SHX Text

-

AutoCAD SHX Text

-

AutoCAD SHX Text

-

AutoCAD SHX Text

-

AutoCAD SHX Text

CD-18113.DWG

AutoCAD SHX Text

C

AutoCAD SHX Text

M

AutoCAD SHX Text

LIMATE ASTER,INC.

AutoCAD SHX Text

7300 SW 44th St

AutoCAD SHX Text

OKLAHOMA CITY, OK 73179

AutoCAD SHX Text

WALL PANEL ELEVATION

AutoCAD SHX Text

S4.1

AutoCAD SHX Text

JANUARY 20, 2020

SCALE: 1/2"=1'-0"

SECTION AT ELEVATOR PIT1

S5.0 SCALE: 1/2"=1'-0"

ENLARGED PLAN AT ELEV. PIT3

S5.0

SCALE: 1"=1'-0"

SECTION AT ELEVATOR2

S5.0

SCALE: 3/4"=1'-0"

LINTEL TYPE4

S5.0

SCALE: 1"=1'-0"

SECTION5

S5.0525 Central Park Drive, Suite 202

Oklahoma City, OK 73105Telephone: 405.528.4596Fax: 405.528.4580


engineering

OK CA #3888, EXP. 06/30/19

1PARTIAL FOUNDATION PLAN REV 5 CLIMAT… · 1.general information a.governing building code: 2009...

Documents

Transcript of 1PARTIAL FOUNDATION PLAN REV 5 CLIMAT… · 1.general information a.governing building code: 2009...