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KEY PLAN N

DRAWING TITLE

DATE

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DRAWN BY

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REVISIONS

JOB N0.

MJN

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16-23

DRAWING NO.

(716) 332-5959 tel.BUFFALO, NY 14204

500 SENECA ST - SUITE 508

(716) 332-5968 fax.

OWNER:

42 S. WATER STREET, LLC

OFFICE/MEDICAL/RETAIL

49 S. WATER STREETVILLAGE OF GOWANDA

NEW YORK 14070

4.15.2016

100% - DESIGN SUBMISSION

OFFICE BUILDING

www.cjsarchitects.com

755 Seneca StreetBuffalo, N.Y. 14210716.856.6448 tel716.852.1722 fax

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5.COPYRIGHT ( 2016 TREDO ENGINEERSALL RIGHTS RESERVED NO PART OF THISDRAWING MAY BE REPRODUCED OR COPIESIN ANY FORM BY ANY MEANS WITHOUT THEWRITTEN PERMISSION OF THE ENGINEER

REPRODUCTION OF THIS DRAWING FORUSE IN THE PRODUCTION OF SHOFAND/OR FIELD DETAIL DRAWINGS ISEXPRESSLY FORBIDDEN

UNAUTHORIZED ALTERATION AND/OFDUPLICATION OF THIS DRAWING ISA VIOLATION OF SECTION 7209PROVISION 2 OF THE NEW YORKSTATF EDUCATION IAW

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JOB N0.

MJN

MJE

16-23

DRAWING NO.

(716) 332-5959 tel.BUFFALO, NY 14204


(716) 332-5968 fax.

OWNER:




NEW YORK 14070

4.15.2016


OFFICE BUILDING



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COPYRIGHT ( 2016 TREDO ENGINEERSALL RIGHTS RESERVED NO PART OF THISDRAWING MAY BE REPRODUCED OR COPIESIN ANY FORM BY ANY MEANS WITHOET THEAWRITTEN PERMISSION OF THE ENG EER

REPRODUCTION OF THIS DRAWING FORUSE IN THE PRODUCTION OF SHOFANs/OR FEL RETA DRAWINGS ISEXPRESSLY FORDDEN

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GENERAL NOTES

FOUNDATIONS

F1 IN GENERAL, EXTERIOR CONSTRUCTION SHALL BE CARRIED DOWN NOT LESS THAN FOUR FEET BELOW FINISHED EXTERIORGRADE.

F2 ALL SOIL SUPPORTED FOOTINGS SHALL BEAR ON UNDISTURBED NATURAL SUBGRADE MATERIAL HAVING A MINIMUM NETALLOWABLE BEARING CAPACITY OF 2.5 KIPS PER SQUARE FOOT (1 KIP=1000 LBS.), PER THE RECOMMENDATIONS OF THEGEOTECHNICAL INVESTIGATION AND REPORT PREPARED BY EMPIREGEO SERVICES, INC. DATED APRIL 2016.

F3 NO FOOTINGS OR SLABS SHALL BE PLACED IN WATER OR ON FROZEN GROUND.

F4 ALL FOOTING EXCAVATIONS ARE TO BE FINISHED BY HAND. COMPACT FOOTING SUBGRADES TO A MINIMUM OF 95%MODIFIED PROCTOR DENSITY AT OPTIMUM MOISTURE CONTENT. PLACE FOOTING CONCRETE SAME DAY OF EXCAVATIONOR PROTECT SUBGRADE BY IMMEDIATELY PLACING A 3-INCH LEAN CONCRETE MUD MAT.

F5 ALL FINISHED EXCAVATIONS AND BEARING GRADES SHALL BE INSPECTED AND APPROVED BY THE OWNER'S SOIL TESTINGAGENCY BEFORE ANY CONCRETE IS PLACED.

F6 ALL STRUCTURAL FILL UNDER ANY PORTION OF THE BUILDING SHALL BE COMPACTED IN 8-INCH LIFTS. SEESPECIFICATIONS FOR THE ACCEPTABLE GRADATIONS AND COMPACTION REQUIREMENTS.

F7 THE ARCHITECT/ENGINEER ASSUMES NO RESPONSIBILITY FOR THE VALIDITY OF THE SUBSURFACE CONDITIONSDESCRIBED ON THE DRAWINGS, TEST BORINGS OR TEST PITS. THESE DATA REPRESENT CONDITIONS ONLY AT THESESPECIFIC LOCATIONS AT THE PARTICULAR TIME THEY WERE MADE.

F8 BACKFILL AGAINST FOUNDATION WALLS BELOW GRADE SO THAT THE DIFFERENCE IN FILL LEVEL ON OPPOSITE SIDES DOESNOT EXCEED 1'_0" AT ANY TIME.

F9 ALL FOUNDATION WALLS SHALL BE BRACED DURING THE OPERATION OF BACKFILLING AND COMPACTION. BRACING SHALLBE LEFT IN POSITION UNTIL PERMANENT RESTRAINTS ARE EFFECTIVE. BACKFILL NO FOUNDATION WALLS UNTILPERMANENT LATERAL STRUCTURAL SUPPORT SYSTEM IS IN PLACE AND OF ADEQUATE STRENGTH TO WITHSTAND THEAPPLIED LATERAL PRESSURES.

F10 NOTE REQUIREMENTS IN PLANS AND SPECIFICATIONS FOR UNDERPINNING AND PROTECTION OF ADJACENT STRUCTURES.

F11 LOCATE ALL EXISTING BELOW GRADE UTILITIES. PROVIDE UTILITIES WITH POSITIVE PROTECTION AGAINST DAMAGE DUETO SETTLEMENT AND CONSTRUCTION OPERATIONS.

F12 USE SIDE FORMS FOR ALL FOOTINGS, PIERS AND WALLS.

F13 THE SUB-BASE FOR THE SLAB ON GRADE SHALL BE AS DETAILED.

F14 THE EXPOSED SUBGRADE SOILS MAY BE SENSITIVE TO DISTURBANCE AND STRENGTH DEGRADATION WHEN HIGHMOISTURE CONTENTS ARE PRESENT. MINIMIZE CONSTRUCTION TRAFFIC OVER EXPOSED SUBGRADES AND DO NOT ALLOWWATER TO POND ON THESE SUBGRADES. CONTROL SURFACE AND GROUND WATER BY PROPER SITE GRADING, SURFACEDRAINAGE CHANNELS, PERIMETER CUTOFF TRENCHES AND SUMP PUMP METHODS UNTIL GROUND FLOOR SLABS,PERIMETER WALLS AND WATERPROOFING ARE INSTALLED AND THE PERMANENT BUILDING DRAINAGE SYSTEM IS FULLYOPERATIONAL.

F15 RETAIN THE PERIMETER OF THE GENERAL EXCAVATION WHERE NECESSARY AND AS RECOMMENDED BY THE OWNER'SSOILS TESTING AGENCY. THE DESIGN, INSTALLATION, MAINTENANCE AND REMOVAL ARE THE COMPLETE AND SOLERESPONSIBILITY OF THE CONTRACTOR. PROVIDE ALL MEASURES AND PRECAUTIONS NECESSARY TO PREVENT ANDMINIMIZE SETTLEMENT OF EXISTING OR NEW CONSTRUCTION INSIDE OR OUTSIDE THE PROJECT LIMITS.

F16 SEE SPECIFICATION SECTION 312000 -EARTHMOVING FOR ADDITIONAL REQUIREMENTS.

CONCRETE

C1 ALL CONCRETE SHALL BE CONTROLLED CONCRETE.

C2 A QUALITY CONTROL PROGRAM OF FIELD TESTING AND INSPECTION SHALL BE PERFORMED ON ALL STRUCTURALCONCRETE WORK IN ACCORDANCE WITH THE SPECIFICATIONS.

C3 CONCRETE SHALL HAVE THE FOLLOWING MINIMUM COMPRESSIVE STRENGTH AT 28-DAYS:

A. FOUNDATION WALLS, PIERS AND FOOTINGS 4000 PSIB. SLABS ON GRADE 3500 PSIC. ALL OTHER CONCRETE 3000 PSI

C4 ALL CONCRETE SHALL BE NORMAL WEIGHT CONCRETE WITH A NOMINAL AIR DRY DENSITY OF 145 PCF.

C5 FOR AIR ENTRAINMENT AND OTHER CONCRETE CHARACTERISTICS - SEE SPECIFICATIONS.

C6 PROVIDE CONSTRUCTION JOINTS WHERE SHOWN. OMIT NONE AND ADD NONE WITHOUT WRITTEN APPROVAL FROM THEARCHITECT/ENGINEER. SUBMIT DRAWINGS SHOWING ALL PROPOSED CONSTRUCTION JOINT LOCATIONS FOR APPROVALPRIOR TO PREPARATION OF AFFECTED REINFORCEMENT SHOP DRAWINGS.

C7 SIZES OF CONCRETE PLACEMENTS SHALL NOT EXCEED THE FOLLOWING:

A. SLABS ON GRADE - PLACE IN ACCORDANCE WITH JOINT PATTERNS INDICATED ON PLAN. PLACE IN LINEAR STRIPS NOT TO EXCEED 30 FT. PLACEMENTS AREA SHALL NOT EXCEED "FORMED JOINTS" AS INDICATED ON PLAN WITHOUT PRIOR ACCEPTANCE BY THE ARCHITECT/ENGINEER. BEGIN SAWCUTTING OF THE SLAB AS SOON AS THE SAW DOES NOT CAUSE THE SURFACE TO BE TORN OR DAMAGED, BUT IN NO CASE MORE THAN 12 HOURS AFTER SLAB FINISHING OPERATIONS.

C8 MINIMUM ELAPSED TIME BETWEEN ADJACENT CONCRETE PLACEMENTS SHALL BE 48 HOURS.

C9 CONCRETE SLABS SHALL BE CAST SO THAT THE SLAB THICKNESS IS AT NO POINT LESS THAN THAT INDICATED ON THEDRAWINGS.

C10 CONCRETE MIX DESIGN FOR EACH TYPE AND STRENGTH OF CONCRETE SPECIFIED SHALL BE SUBMITTED FORARCHITECT/ENGINEER REVIEW 30-DAYS PRIOR TO PLACEMENT OF CONCRETE.

C11 WIRE BRUSH CLEAN AND MOISTEN ALL CONSTRUCTION JOINTS IMMEDIATELY PRIOR TO PLACING NEW CONCRETE.

C12 NO CALCIUM CHLORIDE SHALL BE USED IN ANY CONCRETE.

C13 REFER TO ACI 305 FOR HOT WEATHER CONCRETE REQUIREMENTS AND ACI 306 FOR COLD WEATHER CONCRETEREQUIREMENTS.

C14 SEE SPECIFICATION SECTION 033000 - CAST IN PLACE CONCRETE FOR CONCRETE MIX CRITERIA AND ADDITIONALREQUIREMENTS.

REINFORCING

R1 ALL BAR REINFORCEMENT SHALL CONFORM TO ASTM 615, GRADE 60.

R2 WELDED WIRE FABRIC REINFORCEMENT SHALL CONFORM TO ASTM A185.

R3 CLEARANCE OF MAIN REINFORCEMENT FROM ADJACENT SURFACES SHALL CONFORM TO THE FOLLOWING (UNLESSOTHERWISE SHOWN IN DETAIL):

A. UNFORMED SURFACES IN CONTACT WITH 3 INCHESGROUND (FOOTING)

B. SLABS ON GRADE 2 1/2 INCHESC. FORMED SURFACES IN CONTACT WITH 2 INCHES

GROUND OR EXPOSED TO WEATHER(WALLS, COLUMNS, PIERS)

D. IN ALL CASES, CLEARANCE NOT LESS THAN DIAMETER OF BARS.

NOTE: MAXIMUM DEVIATION FROM THESE REQUIREMENTS SHALL BE +1/4" FOR SECTIONS TEN (10) INCHES OR LESS AND+1/2" FOR SECTIONS OVER TEN (10) INCHES THICK.

R4 REINFORCEMENT SHALL BE CONTINUOUS THROUGH ALL CONSTRUCTION JOINTS UNLESS OTHERWISE INDICATED ONDRAWINGS.

R5 WHERE REINFORCING IS NOT SHOWN ON THE DRAWINGS, PROVIDE REINFORCEMENT IN ACCORDANCE WITH APPLICABLETYPICAL DETAILS OR SIMILAR TO THAT SHOWN FOR MOST NEARLY SIMILAR SITUATIONS, AS DETERMINED BY THEARCHITECT/ENGINEER. IN NO CASE SHALL REINFORCEMENT BE LESS THAN MINIMUM PERMITTED BY THE APPLICABLECODES.

R6 ALL WORKMANSHIP AND MATERIAL SHALL CONFORM TO THE "MANUAL OF STANDARD PRACTICE FOR DETAILINGREINFORCED CONCRETE STRUCTURES" (ACI-315), AND BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE(ACI-318).

R7 ALL REINFORCING SHALL BE INSPECTED AND APPROVED BY THE ARCHITECT/ENGINEER OR OWNER'S TESTING AGENCYBEFORE CONCRETE IS PLACED.

R8 WHERE CONTINUOUS BARS ARE CALLED FOR, THEY SHALL BE RUN CONTINUOUSLY AROUND CORNERS, LAPPED ATNECESSARY SPLICES AND HOOKED AT DISCONTINUOUS ENDS.

R9 WELDED WIRE FABRIC SHALL BE LAPPED ONE FULL MESH PANEL OR 6" MINIMUM.

R10 ALL REINFORCING SPLICES SHALL CONFORM TO THE TABLE(S) PROVIDED IN THE GENERAL NOTES FOR EACH STRENGTHOF CONCRETE BUT IN NO CASE LESS THAN THE REQUIREMENTS OF THE LATEST EDITION OF ACI-318.

R11 SLABS AND WALLS SHALL NOT BE SLEEVED OR BOXED OUT OR HAVE THEIR REINFORCING INTERRUPTED EXCEPT ASSPECIFICALLY NOTED ON THE DRAWINGS. PROVIDE ADDITIONAL REINFORCEMENT AROUND OPENINGS AS SHOWN IN THEDETAILS.

R12 SUBMIT CHECKED SHOP DRAWINGS TO THE ARCHITECT/ENGINEER FOR REVIEW PRIOR TO FABRICATION OF REINFORCING.DRAWINGS SHALL SHOW REINFORCING DETAILS, INCLUDING SIZE AND SPACING OF BARS AND SUPPORT DETAILS. SHOPDRAWINGS SHALL INDICATE CONSTRUCTION JOINTS, CURBS, DEPRESSIONS, SLEEVES, AND OPENINGS, ETC... WITH ALLADDITIONAL REINFORCING REQUIRED.

R13 BAR SUPPORTS SHALL BE GALVANIZED OR STAINLESS STEEL. IN ADDITION, BAR SUPPORTS IN CONTACT WITH EXPOSEDSURFACES SHALL BE PLASTIC TIPPED.

STRUCTURAL STEEL

S1 A QUALITY CONTROL PROGRAM OF SHOP AND FIELD TESTING AND INSPECTION WILL BE PERFORMED ON ALL STRUCTURALSTEEL FABRICATION, ERECTION AND CONNECTIONS IN ACCORDANCE WITH THE SPECIFICATIONS.

S2 DETAIL, FABRICATE AND ERECT STRUCTURAL STEEL IN CONFORMANCE WITH THE AISC SPECIFICATIONS AND CODES,LATEST EDITIONS.

S3 PERFORM ALL WELDING USING QUALIFIED WELDERS AND IN ACCORDANCE WITH THE AWS "STRUCTURAL WELDING CODE -STEEL", LATEST EDITION. COMPLY WITH AISC SPECIFICATION SECTION J2.2 FOR MINIMUM FILLET WELD SIZE, BUT DO NOTUSE LESS THAN 1/4 INCH UNLESS SPECIFICALLY NOTED ON THE DRAWINGS.

S4 SUBMIT CHECKED SHOP DRAWINGS TO THE ARCHITECT/ENGINEER FOR REVIEW. SHOW SHOP FABRICATION DETAILS, FIELDASSEMBLY DETAILS AND ERECTION DIAGRAMS FOR ALL STRUCTURAL STEEL.

S5 IN GENERAL, DESIGN ALL BEAM-TO-BEAM AND BEAM-TO-COLUMN CONNECTIONS AS SIMPLE SHEAR CONNECTIONSCAPABLE OF END ROTATION AS PER AISC SPECIFICATION SECTION J1.2 - UNRESTRAINED MEMBERS. PROVIDEHIGH-STRENGTH BOLTS IN BEARING TYPE CONNECTIONS WITH THE THREADS INCLUDED IN THE SHEAR PLANE. DESIGN ALLCONNECTIONS FOR THE MINIMUM SHEAR CAPACITIES AS SHOWN. IF SPECIFIC LOAD CRITERIA IS NOT GIVEN, BEAMS SHALLBE DESIGNED FOR AN END REACTION AS TABULATED IN THE AISC HANDBOOK, LATEST EDITION, PART 2.

S6 PROVIDE 3/4" MINIMUM DIAMETER HIGH STRENGTH BOLTS WHICH CONFORM TO THE REQUIREMENTS OF ASTM A325 ORA490 FOR ALL BOLTED CONNECTIONS.

S7 ALL STRUCTURAL STEEL SHALL BE NEW STEEL WHICH CONFORMS TO ASTM WITH THE FOLLOWING MINIMUM FOR YIELDSTRESS (Fy):

A. WIDE-FLANGE SHAPES 50-65 KSI, ASTM A992B. TUBULAR SHAPES 46 KSI, ASTM A500, GRADE BC. ROUND SHAPES 36 KSI, ASTM A53, GRADE BD. ANGLES, PLATES & C SHAPES 36 KSI, ASTM A36

S8 ALL OPEN WEB STEEL JOISTS AND JOIST GIRDERS SHALL CONFORM TO SJI/AISC SPECIFICATIONS, LATEST EDITIONS.

S9 PROVIDE SUITABLE BEARING PLATES AND ANCHOR BOLTS FOR WALL BEARING JOISTS, BEAMS AND GIRDERS.

S10 ANCHOR BOLTS, BASE PLATES AND BEARING PLATES SHALL BE LOCATED AND BUILT INTO CONNECTING WORK, PRE-SET BYTEMPLATES OR SIMILAR METHODS. ALL PLATES SHALL BE SET IN FULL BEDS OF NON-SHRINK GROUT. ALL POCKETS FORCOLUMNS AND BEAMS MUST BE COMPLETELY FILLED BEFORE A SLAB IS PLACED ABOVE.

S11 TEMPORARY ERECTION BRACING SHALL BE PROVIDED AS REQUIRED FOR THE SAFETY, STABILITY AND ALIGNMENT OF THESTRUCTURE. IT SHALL NOT BE REMOVED UNTIL PERMANENT BRACING HAS BEEN INSTALLED. THE BUILDING SHALL BETRUE AND PLUMB BEFORE CONNECTIONS MAY BE FINALLY BOLTED OR WELDED.

S12 DO NOT FIELD CUT ANY STRUCTURAL STEEL WITHOUT THE REVIEW AND ACCEPTANCE OF THE ARCHITECT/ENGINEER.

S13 SEE SPECIFICATION SECTION 051200 - STRUCTURAL STEEL FRAMING AND 052100 - STEEL JOIST FRAMING FOR ADDITIONALREQUIREMENTS.

METAL DECK

MD1PROVIDE METAL DECKING OF THE TYPES AND GAGES INDICATED ON THE DRAWINGS.

MD2FABRICATE METAL DECKING FROM STEEL WHICH CONFORMS TO ASTM A446, GRADE A, HAVING A MINIMUM YIELDSTRENGTH OF 33,000 PSI. HOT DIP GALVANIZE ROOF DECK TO G60 REQUIREMENTS AND ALL OTHER METAL DECK TO G90REQUIREMENTS.

MD3SUBMIT CHECKED SHOP DRAWINGS TO THE ARCHITECT/ENGINEER FOR REVIEW INDICATING LOCATION, GAGE AND SIZE OFEACH PIECE OF DECKING. SHOW WELDING DETAILS TO STRUCTURAL FRAMING, SIDE LAP CONNECTION DETAILS, LOCATIONOF SHORING AND SUPPLEMENTARY SUPPORT STEEL AS REQUIRED.

MD4PROVIDE CONTINUOUS SHEET METAL CLOSURES AT ALL SLAB OPENINGS AND SLAB EDGES AND CONTINUOUS DECKCLOSURES AT ALL DECK ENDS. PROVIDE SUPPLEMENTARY FRAMING AT OPENINGS AS REQUIRED FOR SUPPORT OF METALDECK. PROVIDE STRAP ANCHORS AS NECESSARY TO CONTROL CANTILEVER DEFLECTIONS AT FLOOR SLAB EDGES.

MD5PLACE METAL DECK OVER A MINIMUM OF THREE (3) SPANS IN THE DIRECTION INDICATED; USE DOUBLE SPANS ONLYWHERE REQUIRED BY FRAMING GEOMETRY AND IDENTIFY LOCATIONS ON METAL DECK SHOP DRAWINGS. SINGLE SPANSNOT PERMITTED.

MD6WELD METAL DECK, USING PREQUALIFIED METHODS, AS DETAILED. (FASTEN METAL DECK TO SUPPORTING STEEL LESSTHAN 1/4" THICK USING #12 SELF-DRILLING FASTENERS AT SPACING ADEQUATE TO PROVIDE DIAPHRAGM STRENGTH EQUALTO 3/4" PUDDLE WELDS.)

MD7DO NOT HANG LOADS EXCEEDING 50 LBS. FROM ANY METAL DECKING. HANG ALL DUCTWORK, PIPING, ETC... DIRECTLYFROM STRUCTURAL STEEL WORK OR SUPPLEMENTARY MEMBERS OR ANCHORS EMBEDDED IN THE CONCRETE. SUBMITALL HANGING LOAD DETAILS FOR REVIEW.

MD8SEE SPECIFICATION SECTION 053100 - STEEL DECKING FOR ADDITIONAL REQUIREMENTS.

CONCRETE MASONRY UNITS

CM1CONCRETE MASONRY UNITS SHALL HAVE THE FOLLOWING MINIMUM STRENGTHS:

A. BEARING WALLS AND SHEAR WALLS:

1. MIN. COMPRESSIVE STRENGTH ON NET AREA 1900 PSI2. MIN. F'm OF PRISM 1500 PSI

CM2CONCRETE MASONRY UNITS ARE DESIGNED AS "INSPECTED MASONRY." A QUALITY CONTROL PROGRAM OF FIELD TESTINGAND INSPECTION SHALL BE PERFORMED ON ALL CONCRETE MASONRY WORK IN ACCORDANCE WITH THE SPECIFICATIONSAND ACI 530, "BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES."

CM3ALL WORK SHALL CONFORM TO THE LATEST EDITION OF THE "BUILDING CODE REQUIREMENTS FOR CONCRETE MASONRYSTRUCTURES" (ACI 530) AND SPECIFICATIONS (ACI 530.1).

CM4TEMPORARY SHORING SHALL BE PROVIDED TO SUPPORT ALL SLABS AND PORTIONS OF WALLS REMAINING ABOVE NEWOPENINGS UNTIL PERMANENT SUPPORT SYSTEMS ARE INSTALLED AND HAVE REACHED 28-DAY STRENGTH.

CM5PROVIDE MORTAR, TYPE M OR S, AND GROUT FOR REINFORCED LOAD BEARING MASONRY IN ACCORDANCE WITH ASTMC476 WITH A MINIMUM 28-DAY COMPRESSIVE STRENGTH EQUAL TO 3000 PSI.

CM6USE FLUID GROUT, NOT MASONRY MORTAR, FOR FILLING VERTICAL WALL CELLS AND HORIZONTAL BOND BEAMS. PLACEGROUT USING EITHER THE LOW LIFT OR HIGH LIFT GROUTING METHOD IN MAXIMUM 4'-0" LIFTS.

CM7PROVIDE REINFORCING BARS CONFORMING TO ASTM A615, GRADE 60.

CM8SUBMIT CHECKED SHOP DRAWINGS TO THE ARCHITECT/ENGINEER FOR REVIEW INDICATING REINFORCING SIZE, GRADE,SPACING AND SUPPORT DETAILS.

CM9GROUT SOLID ALL VERTICAL AND HORIZONTAL CELLS CONTAINING REINFORCING BARS AND /OR ANCHOR BOLTS.CONSOLIDATE GROUT IN PLACE BY VIBRATION TO INSURE COMPLETE FILLING OF CELLS.

CM10 PROVIDE HORIZONTAL JOINT REINFORCING, WALL TIES AND STRAP ANCHORS OF THE TYPES, SIZES AND GAGESINDICATED ON THE DRAWINGS.

CM11 PROVIDE ADEQUATE TEMPORARY BRACING DURING CONSTRUCTION FOR ALL MASONRY WALLS AS REQUIRED TOWITHSTAND ALL LATERAL LOADS AND THE PRESSURES OF FLUID GROUT. TEMPORARY BRACING SHALL REMAIN IN PLACEUNTIL PERMANENT SUPPORT SYSTEMS ARE INSTALLED AND HAVE BECOME FULLY EFFECTIVE.

CM12 PROVIDE CONTROL JOINTS WHERE SHOWN. OMIT NONE AND ADD NONE WITHOUT THE WRITTEN APPROVAL FROM THEARCHITECT/ ENGINEER.

CM13 DO NOT USE MORTAR OR GROUT WHICH CONTAINS CALCIUM CHLORIDE OR AUTOMOTIVE ANTI-FREEZE.

CM14 REFER TO SPECIFICATION SECTION 042000 - UNIT MASONRY FOR ADDITIONAL REQUIREMENTS.

MISCELLANEOUS

M1 CONTRACTOR SHALL VERIFY ALL DIMENSIONS ON THE JOB. VERIFICATION OF EXISTING DIMENSIONS AND CONDITIONSSHALL BE DONE PRIOR TO PREPARATION OF SHOP DRAWINGS.

M2 ALL OPENINGS THROUGH SLABS AND WALLS ARE NOT SHOWN. PROVIDE UNIT PRICES FOR ADDITIONAL FRAMING ANDREINFORCING.

M3 CONSULT THE ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR LOCATIONS AND DIMENSIONS OF CHASES,INSERTS, OPENINGS, SLEEVES, WASHES, DRIPS, REVEALS, DEPRESSIONS AND OTHER PROJECT REQUIREMENTS.

M4 ALL WORK SHALL CONFORM TO THE LATEST EDITIONS OF THE BUILDING CODE OF NEW YORK STATE, THE AISC CODE, THEACI BUILDING CODE (ACI 318, ACI 530), THE AMERICAN WELDING SOCIETY CODE AND ALL OTHER APPLICABLE ASTMSTANDARDS. IN CASES OF CONFLICT, THE MOST STRINGENT SHALL GOVERN.

M5 TYPICAL DETAILS APPLY TO ALL DRAWINGS AND SHALL BE USED EXCEPT WHERE OTHERWISE SHOWN OR NOTED.

DESIGN LOADS

CEILINGS 5 PSF

MECHANICAL ITEMS SUSPENDED FROM STRUCTURAL FRAMING 5 PSF

LOADS SUSPENDED FROM COMPOSITE METAL DECK FLOOR SHALL NOT EXCEED 400 LBS. IN ANY 4'-0" WIDTH OF SLAB.

ROOF SNOW LOADGROUND SNOW LOAD, Pg= 50 PSFFLAT ROOF SNOW LOAD, Pf= 35 PSFSNOW EXPOSURE FACTOR, Ce= 1.0SNOW LOAD IMPORTANCE FACTOR, I= 1.0THERMAL FACTOR, Ct= 1.0

WIND LOADBASIC WIND SPEED 90 MPHWIND IMPORTANCE FACTOR, I= 1.0BUILDING CATEGORY IIWIND EXPOSURE BAPPLICABLE INTERNAL PRESSURE COEFFICIENT +/- 0.18COMPONENTS AND CLADDING

SEISMIC LOADSEISMIC USE GROUP ISEISMIC DESIGN CATEGORY BSPECTRAL RESPONSE COEFFICIENTS SDS= 0.22

SD1= 0.08SITE CLASS DBASIC SEISMIC FORCE RESISTING SYSTEM:

ORDINARY REINFORCED MASONRY SHEARWALLS

ANALYSIS PROCEDURE:EQUIVALENT LATERAL FORCE PROCEDURE PER BCNYS SECTION 1617.4

BUILDING IS NOT DESIGNED FOR ADDITIONAL HORIZONTAL OR VERTICAL EXTENSIONS.

PIER REINFORCING LAP SPLICE LENGTHS

LAP SPLICE LENGTHS FOR REINFORCING IN 4000 PSI CONCRETE ARE AS FOLLOWS:

TENSION COMPRESSION COMP. DEVELOPMENTBAR SIZE SPLICE SPLICE LENGTH

3 15 12 124 20 15 125 26 19 156 31 23 187 39 26 238 51 30 309 65 34 3810 82 38 4811 101 42 59


TENSION COMPRESSION COMP. DEVELOPMENTBAR SIZE SPLICE SPLICE LENGTH

3 15 12 124 20 15 125 26 19 156 33 23 197 45 26 268 59 30 359 75 34 4410 95 38 5611 116 42 63

NOTES:

1. LAPPED SPLICE LENGTHS BASED ON ASTM A-615, GRADE 60, REBAR.2. LAP SPLICES, WHETHER TENSION OR COMPRESSION, SHALL BEGIN IMMEDIATELY ABOVE THE FINISHED FLOOR, TOP OF PIER,

OR TOP OF FOOTING. LAP SPLICES SHALL BE SIDE LAPPED TO PROVIDE MAXIMUM MOMENT CAPACITY. INSIDE TO OUTSIDE LAPS ARE NOT PERMITTED.

3. TIED COMPRESSION MEMBERS REQUIRED.4. ALL SPLICE LENGTHS NOTED IN INCHES.

SLAB AND FOUNDATION REINFORCING LAP SPLICE LENGTHS


TENSION SPLICEBAR SIZE TOP OTHER DEVELOPMENT LENGTH

3 21 15 134 29 20 175 36 26 216 43 31 257 54 39 328 71 51 429 90 65 5310 115 82 6811 163 101 83


TENSION SPLICEBAR SIZE TOP OTHER DEVELOPMENT LENGTH

3 21 15 134 29 20 175 36 26 216 46 33 277 63 45 378 82 59 499 104 75 6110 132 95 7811 163 116 96

NOTES:

1. LAPPED SPLICE LENGTHS BASED ON ASTM A-615, GRADE 60, REBAR.2. REINFORCING BARS ARE CLASSED AS TOP BARS WHEN MORE THAN 12" OF CONCRETE

S CAST BENEATH RESPECTIVE REINFORCING BAR.3. COMPRESSION SPLICES PERMISSIBLE ONLY WHERE SPECIFICALLY NOTED ON THE

DRAWINGS, DETAILS OR SCHEDULES.4. TENSION SPLICES SHALL BE USED IN ALL BEAMS, SLABS AND WALLS UNLESS

OTHERWISE NOTED.5. WHEN LAPPING LARGER BAR WITH SMALLER BAR, LAP LENGTH FOR SMALLER BAR

SHALL GOVERN RESPECTIVE SPLICE.6. SPLICE CONTINUOUS TOP REINFORCING BARS AT CENTER OF CLEAR SPAN WITH

COMPRESSION SPLICES.7. SPLICE CONTINUOUS BOTTOM REINFORCING BARS AT CENTER OF SUPPORTING

ELEMENT WITH COMPRESSION SPLICES.8. ALL SPLICE LENGTHS NOTED IN INCHES.


KEY PLAN N

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DATE

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REVISIONS

JOB N0.

MJN

MJE

16-23

DRAWING NO.

(716) 332-5959 tel.BUFFALO, NY 14204


(716) 332-5968 fax.

OWNER:




NEW YORK 14070

4.15.2016


OFFICE BUILDING



S201

GENERAL NOTES

--

CHAINTREUIL JENSEN STARK

COPYRIGHT © 2016 TREDO ENGINEERSALL RIGHTS RESERVED NO PART OF THIEDRAWING MAY BE REPRODUCED OR COPIEEIN ANY FORM BY ANY MEANS WITHOUT THEWRITTEN PERMISSION OF THE ENGINEER



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KEY PLAN N

DRAWING TITLE

DATE

SCALE

DRAWN BY

CHECKED BY

REVISIONS

JOB N0.

MJN

MJE

16-23

DRAWING NO.

(716) 332-5959 tel.BUFFALO, NY 14204


(716) 332-5968 fax.

OWNER:




NEW YORK 14070

4.15.2016


OFFICE BUILDING



S202

TYPICAL DETAILS

N.T.S.


a.

-1-

xm

1-

NOTE: USE OF VAPOR RETARDER REQUIRESWRITTEN ASSURANCE FROM FLATWORK CONTRACTORTHAT CURLING OR CUPPED SLAB WILL BE GROUNDSMOOTH AND LEVEL IF REQUIRED

0" at TIME0FILL w/ JOINT FILLER

MATERIAL (PER SPECS)AFTER SHRINKAGE OF-

FILL w/ JOINT FILLERMATERIAL (PER SPECS)AFTER SHRINKAGE OF-

OF PLACEMENT#4 at 12" O.C. x 12

12

WELDED WIRE FABRIC(WWF) PER PLAN

X XX - I

WELDED WIRE FABRIC (WWF)LAP 6"CONCRETE CONCRETE SAWCUT z> E>i I IN FLAT SHEETS, 6" MIN. LAP(SIZE PER PLAN)

10 MIL POLYETHYLENEVAPOR RETARDER-7

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XX

COPYRIGHT 2016 TREDO ENGINEERSALL RIGHTS RESERVED NO PART OF THISDRAWING MAY BE REPRODUCED OR COPIESIN ANY FORM BY ANY MEANS WITHOUT THEWRITTEN PERMISSION OF THE ENGINEER



xwuWU)

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U)SAWCUT JOINT (PER SPECS)REFER TO TYPICAL SLAB ON GRADE DETAILFOR ADDITIONAL INFORMATION NOT SHOWN

V 5 zSTRUCTURAL FILL(PLACED IN 8" MAX LIFTS)

bJ1 -0 1 '-0"20-600 2'-6" 0MIN

>'1 07 .11 .11

MAINTAIN MINIMUMSOIL STABILIZATIONFABRIC PER SPECS

NATURAL SUBGRADE(PROOFROLLED)

FILL DEPTH at JOINT REFER TO TYPICAL SLAB ON GRADE DETAILFOR ADDITIONAL INFORMATION NOT SHOWNREFER TO TYPICAL SLAB ON GRADE DETAIL

FOR ADDITIONAL INFORMATION NOT SHOWN

FORMED JOINT DETAIL(FJ) at SLAB ON GRADE

SAWCUT JOINT DETAIL(SJ) at SLAB ON GRADE

DEPRESSEDSLAB ON GRADE DETAIL

TYPICALSLAB ON GRADE DETAIL4 3 2 1(DEPTH LESS THAN TOTAL SLAB THICKNESS) FOR AREAS WITH VCT, TILE OR CARPETCOORDINATE WITH ARCH DRAWINGS I

09 GIRDERCOLUMN

AND GIRDERq COLUMN

STIFF. P 3/8" ON qCOLUMN: FULL DEPTHIF REQUIRED-\

a1/4" MAX. 1" MIN. STAGGER

JOISTS TO PROVIDEFULL BEARING

aJOISTSPER PLAN

JOISTSPER PLAN

2 1/2" MIN FOR SHORT SPANJOISTS (4" MIN LONG SPAN)

core an asconwar son one onment

MTL ROOF DECKPER PLAN

A TOP OF STEEL

>4 <

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3/16 VMIN MTL ROOF DECKPER PLAN

EL. PER PLANI I

(oF -- MTL ROOF DECK

PER PLANCAP FE 1/2" MINw/ (2) 1/2"0ERECTION BOLTS

JL, , ,

CONNECT at SUBFRAMESBY CONTRACTOR OFSUPPORTED ITEM

-/'00'TOP OF STEEL TOP OF STEELEL. PER PLAN EL. PER PLAN

JOIST AND GIRDER

JOIST PER PLAN

14 MIN

TYPK

PANEL POINTSONLY

EXTEND SUBFRAME

3/16 V 0 ~JOIST P5ER PLAN w/ BOTTOMCHORD EXTENSION TO MATCHJOIST BOT CHORD: DO NOTWELD TO GUSSET FE

GUSSET FE 3/8"x6"x6"MIN w/ HOLE FOR GUYWIRE PER OSHA (TYP)

ICAP I?- PER TYP JOIST PER PLAN w/ BOTTOM

CHORD EXTENSION TO MATCHJOIST BOT CHORD: DO NOTWELD TO GUSSET FR

GUSSET FE 3/8"x6"x6"

< > JOIST-to-COLUMNTO PANEL POINT. DONOT CANTILEVER MORE

THAN 12" BEYONDPANEL POINT

CONN. DETAIL STEEL COLUMNPER SCHEDULE

SIZES PER PLANCOLUMN PERSCHEDULE

MIN w/ HOLE FOR GUYWIRE PER OSHA (TYP) JOIST BEARING

ON ROOF GIRDERLOAD SUSPENSIONDETAIL at ROOF

JOIST-to-BEAM at COLUMNCONNECTION at ROOF

JOIST-to-COLUMNCONNECTION at ROOF8 7 6 5

6'-0" MAX.61-0) MAX. JOIST (TYP) BE PANEL POINT

POINT LOAD 3/16

MORETHAN 2"

q JOIST (TYP)

r2'-CJOIST PANELOUJI. I r-fMNL 6'-0" MAX.

POINT (TYP)LL6x4xZ/8_LLVT

6'-0" MAX. 6'-0" MAX.MAX.

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L4x4x3/8 JOIST PANELPOINT (TYP) CURB AND

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REFER TO ARCH DGS PREFABRICATED CURB FORMECH UNIT (BY OTHERS)

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__--__ ,/

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L6x4xZ/8 LLV SIRTU 0.-1I rqrSTRUCT FRAMINGPER PLAN (TYP)I

MTL DECK xI-'t

<0< I I ~o10ga CONT I'l w/ (2) #10SCREWS at 12" O.C. MAX

MTL ROOF DECK

rh rh ITLF4-4 EIJ -E)FOR OPENINGS 24" to 72" MAX FOR OPENINGS 12" to 24" SQ. MAX

L6x4x3/8 LLV L6x4x3/8 LLV L6x4x3/8 LLV

I I I I 1L 1.5x1.5 x 3/16 x 60"ItCTRD ABOUT OPENING 3/16 3/16 SPAN OF

MTL DECK'

CONDITION 'A'

STRUCTURAL FRAMINGPER PLAN (TYP)

SPAN OFMTL DECK

(EACH ,SIDE) STEEL JOIST PER PLANiiLI LI LI

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CONDITION 'B' JMAX 12" SQUAREOR 12" DIA OPNG

MOREL6x4x3/8 THAN 2 THIS IS A SINGLE SHEET OF A COHESIVE




ANGLE FRAME, JOISTOR BEAM PER PLAN

NOTE:GENERAL CONTRACTOR TO COORDINATE EXACT SIZE ANDLOCATIONS OF ALL ROOFTOP UNITS w/ ARCH, MECH ANDELECT DRAWINGS, AND w/ ACTUAL EQUIPMENT SUPPLIED.

REFER TO TYPICAL FRAMING at OPENINGS IN ROOF DETAILFOR ADDITIONAL INFORMATION.

FIELD INSTALLEDx 6"LG

LNOTE:COORDINATE EXACT SIZE AND LOCATIONWITH ARCH, MECH AND ELECT DWGS,AND w/ ACTUAL EQUIPMENT USED

9 PANEL POINTL2x2x3/16 BRACEEACH SIDE OF POST 9. POINT

LOAD#12 SCREWS

ROOF DECK owwOR 3/4"0 PUDDLE WELDat EACH BOTTOM FLUTE

DECK PARALLEL ,:6% -1KN; /

FOR OPENINGS 6" to 12" MAX C

REINF. at OPENINGSIN METAL DECK at ROOF

TYPICAL REINFORCING atROOFTOP AIR HANDLING UNITS

JOIST REINFORCEMENTat CONCENTRATED LOADS

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ROOFTOP UNIT CURB DETAIL612 11 10 9 '~o~2TT~\.

6'-

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MAX

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KEY PLAN N

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REVISIONS

JOB N0.

MJN

MJE

16-23

DRAWING NO.

(716) 332-5959 tel.BUFFALO, NY 14204


(716) 332-5968 fax.

OWNER:




NEW YORK 14070

4.15.2016


OFFICE BUILDING



S203

TYPICAL DETAILS

N.T.S.

CHAINTREUIL JENSEN STARKLOCATE CONTROL JOINTS AS PER CONTRACT DWGS. IN CJ PER PLAN STEEL LINTEL PER SCHEDULEGENERAL, CONTROL JOINTS SHALL NOT EXCEED25'-0" O.C. at EXTERIOR WALLS, 50'-0" at INTERIOR-

TOP/ MASONRY

INTERMEDIATE BOND BEAM SHALL BE CONTINUOUSWHERE 'X' IS LESS THAN 80 BAR DIAMETERS

EL. PER ARCH - mopIu

iCCMU

ER PLA FILL SOLID w/3000 PSI GROUT ADD ADD'L VERT REINF

BETWEEN TRIM BARS TOMAINTAIN MAX SPACING

1/2"0 x 24"Ig SMOOTHBAR: GREASE ONE END(TYP) 1 1/2" CLR.

1 D 1A(TYP)COPYRIGHT ( 2016 TREDO ENGINEERSALL RIGHTS RESERVED NO PART OF THISDRAWING MAY BE REPRODUCED OR COPIESIN ANY FORM BY ANY MEANS WITHOET THEAWRITTEN PERMISSION OF THE ENGINEER



HORIZONTALREINFORCEMENT

HORIZONTALREINFORCEMENT -

Y

1EMAXIMUM SPACING OFVERT BARS PER PLAN

'1'-0" -

40 BARNV~-1 ., .- ~

(TYP) ANVERTICAL 1G 1F DIA. TYP.REINF (TYP)

BARS TO UNDERSIDEOF LINTEL, EACHSIDE OF M.O. (TYP)

IIU NOTE:

1. REINFORCING IN BOND BEAMS LOCATED atROOF LEVELS TO BE CONTINUOUS THRUCONTROL JOINTS

4 ' ~, ,

(2) #5 HORIZ BARSTO AND BOTIFOM INBO ID BEAM LOCK

*il

8 BAR DIALAP (TYP)

a uFIN. FLOOR

COUNTROL JOINT PER

EL. PER PLAN2. REINFORCING IN INTERMEDIATE BOND

BEAMS (i.e. at DOORS AND WINDOWS) TOBE DISCONTINUOUS at CONTROL JOINTSARCH DRAWINGS

4" 8BOND BEAMREINFORCING

BOT. FOOTINGEL. PER PLAN

at CORNERS at CONTROL JTS 11 ~

1 C 1B 1 A '2 'X'24 M.O. PER

'MIN. ARCH

TYPICALCMU WALL ELEVATION

CMU 0PER1PLAN

STEEL LINTEL PERSCHEDULErLiT m

PREFORMED CONTROLJOINT GASKET

CAULK at INTERIORFACE PER ARCH DWGS

VERT TRIM BARS FULL HEIGHT a

0OLID

JL CONNECTION (TYP)

WF BEAM conwason one opmentAI I NV-BAR TO UNDERSIDEOF LINTEL, EACH SIDE

STEEL LINTEL PER

HEAD OF M.O.EL. PER ARCH

ANAN

- -J

ANMIN (1) VERT BAR FULLHEIGHT EA SIDE OF JOINT-

)0

o0 I I ;oSCHEDULE; zlo oLI)C, M.Y (2) HORIZ BARS IN

SOLID GROUTED BONDBEAM ABOVE ANDBELOW MASONRY OPNG

nNV

0 OE Iw OG 0E G 0 IO0-< STEEL

COLUMN0

NV1Q .0

MIN. (1) VERT BARFULL HEIGHT

BEARING LENGTHCLEAN JOINT at NON-EXPOSEDFACE OR CAULK at EXTERIOREXPOSED FACE PER ARCH DWGS

,

SILL OF M.O.EL. PER ARCH

COLUMN FLANGENVM.O. PERARCH DWGS

-GROUT ALL REINFORCEDCELLS SOLID FULL HEIGHT

PER SCHEDULE

STAGGER OPPOSITE ANGLE/BOLT HOLES INORDER TO PROVIDE ERECTION STABILITY

-PER LATEST OSHA REQUIREMENTS2 1/2"TO 3"NOTE:

ALL VERTICAL AND HORIZONTAL BARS SHALL MATCH TYPICALREINFORCING INDICATED ON PLAN UNLESS NOTED OTHERWISE

1/2" RADIUS (WP)

DETAIL at M.O.

NV~~~1

z oH?

ANat CORNERS at CONTROL JTS at LINTELS -* a ~1D1G 1F 1E111.

zloNjF'BLOCK FLANGE.

WHERE REQ'D1T-

BEARING PLATESWF BEAM

COLUMN SPLICED-BM.DEPTH STEELSIZE

SEE PLAN 3 1/2" (TYP)COLUMN1/2"x6"x8"W8, C8 41/2"x6"xl 0"

5/8"x6"xl 0"

5/8"x6"xl 2"

3/4"x6"x 12"

3/4"x6"x 14"

W10, C10

W12, C12

W14, W16 CONTROL JOINT atCOLUMN 1 (TYP)

JL CONNECTIONSTYP. EACH SIDEOF BEAMS

BEAM WEBCOLUMN WEB<9Th

-

N- 3/4" MIN. BEAM ALLOWABLE ALLOWABLEL- ANGLE (2)L4x3.5 WELD\BEAMS PER PLANBEAM DIA. BOLTS WEB THK- REACTION REACTIOND- BEAMDEPTH

-W18 LENGTH

(in)THICKNESS SIZE

I0 NESS (in) WITH COPE w/o COPEA BOLTS INONE ROW(in) (in)

n

z0-

(KIPS) (KIPS)W21, W24 ANFILL POCKET WITHCONCRETE WHENFLOOR IS PLACED

11,5 1/2

5 1/25 1/2

8 1/2

8 1/2

1/4

1/4

1/4

1/4

1/4

1/4

1/4

1/4

3/16

3/163/16

3/163/16

3/16

3/16

3/16

3/16

3/163/16

2

2

2

33

4

5

101525

5060

75

253030

5560

75

W8

3/16W10W12

W14

-5" MIN 1 0

BEAM BRG [ lzz-:il 1/4

1/4

1/4

3/8

3/83/8

1/2

1/2

5/8

-

3" MIN. W16, W18

W1 6-W24

W1 8-W30

W21 -W40

W24-W44

W30-W44

W33-W44W36-W44

TN

T-_ I BEARING I'.

PER SCHEDULENV 11 1/2

14 1/2

17 1/2

20 1/2

23 1/2

26 1/2

29 1/2

FROM EDGEOF FLANGE

is1

' TYP

100

125145

165185205

100

125145

165185205

CANTILEVERI 67

89

5/165/16

5/165/16

1/4

1/4

1/4

1/4

BEAM PER

2,

172" MIN SOAP STEEL COLUMN SIZEl < -4

PLAN

3/4" MIN

PER SCHEDULE -1

-JCAP R 1/2" MIN w/(4) 3/4"0 A325 BOLTS

ts

1i10 THIS IS A SINGLE SHEET OF A COHESIVE




(2) 3/4"0 gr.36 NOTE: TABLE ASSUMES A 4.5"x2" TOP FLANGE COPE. ANY BEAM WITH COPEEXCEEDING DETAIL SHOWN SHALL BE DESIGNED INDEPENDENTLY. ALL CONN'SREQUIRING BOTTOM FLANGE COPES TO BE CHECKED INDEPENDENTLY

-

1

ANCHOR BOLTS PLACE INFILL CONCRETEAFTER SLAB ON GRADENON-SHRINK

GROUTNOTE:REFER TO TYPICAL BEAM-to-BEAMCONNECTION TABLE FOR DOUBLEANGLE AND WELD REQUIREMENTSFOR SMALLER (SIMPLE SPAN)FRAMING MEMBERS

SOLID ROUTED1/4i

IS CONSTRUCTEDz

MASONRY IKN /COLUMNCMU WALL

PER PLAN SIMPLE 'TYPE 2'BEAM-to-COLUMN ANDBEAM-to-BEAM CONNECTIONS

PER SCHEDULE

CONTROL JOINTDETAIL at COLUMN

BEAM BEARINGPERPENDICULAR TO CMU WALL

BEAM OVER COLUMN ANDBEAM SPLICE CONN. DETAIL

6I5 4 3 2

1'-4

" MI

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KEY PLAN N

DRAWING TITLE

DATE

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DRAWN BY

CHECKED BY

REVISIONS

JOB N0.

MJN

MJE

16-23

DRAWING NO.

(716) 332-5959 tel.BUFFALO, NY 14204


(716) 332-5968 fax.

OWNER:




NEW YORK 14070

4.15.2016


OFFICE BUILDING



S301

SECTIONS AND DETAILS

AS NOTED


-1-1

ILl.I-u

x=

NOTE A:ALL FOOTINGS SHALL BEAR ONUNDISTURBED NATURAL SUBGRADEMATERIAL PROVIDING A MIN. NETALLOWABLE BEARING CAPACITY OF2500 PSF AS DETERMINED ATTIME OF EXCAVATION BY THEOWNER'S GEOTECH ENGINEER.

8"CMU

FACADE PERARCH DRAWINGS -

FT6" CMU KNEE WALL w/ #5VERT FULL HEIGHT at 48" I I

I I

I/

EL. PER ARCHVERT. REINF PER PLAN O.C. IN SOLID GROUTED CELLS

FACADE PERARCH DRAWINGS MTL STUDS AND INSULATION

PER ARCH DRAWINGS

#5 DOWEL x~ 28" I

SPACING TO MATCHVERT REINFORCING

VERT REINF PERPLAN

-MTL STUDS AND INSULATIONCOPYRIGHT ( 2016 TREDO ENGINEERSALL RIGHTS RESERVED NO PART OF THISDRAWING MAY BE REPRODUCOED ON COPIECN ANY FORM BY ANY MEANS WITHOUT HHEWRITTEN PERMISSION OF THE ENGINEER


UNAUTHORIZED ALTERATION AND/OFDUPLICATION OF THIS DRAWING ISA VIOLATION OF SECTION 7209PROVISION 2 OF THE NEW YORKSTATF FDUCATON IAW

MTL STUDS AND INSULATIONPER ARCH DRAWINGSPER ARCH DRAWINGS

I II0

4- '

8S.O.G. PER PLAN S.O.G. PER PLAN S.O.G. PER PLANIFIN GRADE PERSITE DWGS

FIN GRADE PERSITE DRAWINGS

FIN GRADE PERSITE DRAWINGS

FE

CMU

__jJ TOP OF SLABEL. PER PLAN

TOP OF SLABEL. PER PLAN


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HREF. SECTION 4/S302FOR ROOF FRAMINGDETAILS NOT NOTED

DOWEL SIZE ANDSPACING TO MATCHVERT. REINFORCING

4==J LINTEL PERSCHEDULE

EL. PER ARCH

PIER SIZE AND REINFPER SCHEDULE P JOIST

PER PLAN<0

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/ /6" 12 6"/ \ / 1 1/ >/ \ / a LINE OF EXCAVATIONUK aCMU CMU,

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/ / / 2

conwar son one o n out/ / 2909FOOTING SIZE AND 04 TYP DEEP LEG SLIDE

TRACK/ / 1 ,REINF PER SCHEDULE CONC FTG CONC FTG

/SUITABLE BRG ELEVATION/ /

Nj~

VARIES ACROSS SITE ASNOTED ON DWG S101 FACADE PER ARCH

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3 2 13/4" = -0$ 3/4" = -0" 3/4" = 1-0

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REF. SECTION 2FOR PERIMETERDETAILS NOT NOTED COLUMN AND BASE _I

PER SCHEDULE

H-T1 FILL POCKET w/ CONC

NOTE at DOORWAYS:

COORDINATE EXACT SIZE ANDLOCATION OF DOORWAYS WITHARCHITECTURAL DRAWINGS

COLUMN, PIERAND FTG

a

DOOR FRAME AND THRESHOLDDETAILS PER ARCH DWGSPRECAST SILL PER

ARCH DRAWINGS

AFTER INSTALLATION

COLUMN ISOLATIONJOINT

S.O.G. PER PLAN

TOP OF SLAB

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TOP OF CONCF; COLUMN AND BASE F11PER SCHEDULE*j] EL. PER PLAN 60

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S.O.G. PER PLAN

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I I TYP -#5 at 12" O.C. MAXEACH WAY, EA SIDE

a IJLI4I IIREF. SECTION 1 FORDETAILS NOT NOTEDgr.36 ANC. RODS w/

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PIER SIZE AND REINFPER SCHEDULE

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KEY PLAN N

DRAWING TITLE

DATE

SCALE

DRAWN BY

CHECKED BY

REVISIONS

JOB N0.

MJN

MJE

16-23

DRAWING NO.

(716) 332-5959 tel.BUFFALO, NY 14204


(716) 332-5968 fax.

OWNER:




NEW YORK 14070

4.15.2016


OFFICE BUILDING



S302


AS NOTED


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'I.-TOP OF STEELEL. PER PLAN 11~DD- 0 5

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2 MIN

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L4 KICKER PER PLAN

COPYRIGHT©( 2016 TREDO ENGINEERSALL RIGHTS RESERVED NO PART OF THISDRAWING MAY BE REPRODUCED OR COPIESIN ANY FORM BY ANY MEANS WITHOUT THEWRITTEN PERMISSION OF THE ENGINEER

REPRODUCTION OF THIS DRAWING FORUSE IN THE PRODUCTION OF SHOFAND/OR FIELD DETAIL DRAWINGS 1SEXPRESSLY FORBIDDEN


L6x4 (LLV)PER PLAN

!::P L4 HANGER PER PLAN w/HORIZ SLOTTED HOLES

BEAMA~ PER PAN I:r"

HANGER DETAILSPER A/S302

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(TYP) 7HANGER DETAILSPER A/S302 TYP. EA END') /162

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EL. PER ARCH EL. PER ARCH'f

FACADE PER ARCHDRAWINGS (TYP)

RITYP>CONT. L6x4x5/1 6 (LLH)

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CONT. L6x4x5/1 6 (LLH)

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PER PLAN GROUT PARAPET SOLID GROUT PARAPET SOLIDBEARINGABOVE BOND BEAM ABOVE BOND BEAM

CONT L6x4x5/16 (LLV) w/ 1/2"0HILTI HY150 BOLTS at 36" O.C. MAXw/ 1/4" GUSSET . at BRIDGING

TYPr

REF. SECTION 1 FORFRAMING DETAILS NOTNOTED OR SHOWN

3/16 V T~YPTOP OF WALLEL. PER ARCH

TOP OF WALLEL. PER ARCH

3/161/4" GUSSET FZ (TYP rI~I)2

METAL ROOF DECKMETAL ROOFDECK'I J SLOPE

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EL. PER PLANOF BOND BEAMEL. PER PLAN

N I

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BEAM PER PLAN(2) #5 CONT INSOLID GROUTED

(2) #5 CONT IN SOLIDGROUTED BOND BEAM:SEE TYP. DETAILS FORMORE INFORMATION

II IL

BOND BEAM: SEETYP. DETAILS FORMORE INFORMATION

FACADE PERJOISTPER PLAN

JOISTPER PLAN

ARCH DRAWINGS1/ 8 V 2

1/8v 2BEARING FR 3/8"x6"x6" MIN.w/ STRAP ANC. FR 1/4 x2"w

VERT REINFORCINGPER PLANVERTICAL REINF

PER PLAN

8 8e E> <

CMU CMU

5 4 33/4" = 10-00$ 3/4" = 1'-0 3/4" = 10-0



THE ENTIRE SET OF DOCUMENTS.' ;I olfv, z /I:11 f qill /

I00

ICifL"L',

-ZJr N-' 2'-.

F ~

, F s t,

a


KEY PLAN N

DRAWING TITLE

DATE

SCALE

DRAWN BY

CHECKED BY

REVISIONS

JOB N0.

MJN

MJE

16-23

DRAWING NO.

(716) 332-5959 tel.BUFFALO, NY 14204


(716) 332-5968 fax.

OWNER:




NEW YORK 14070

4.15.2016


OFFICE BUILDING



S303


AS NOTED

o11

BENT FE 1/2"x4"x9" LLH xTOP OF CMU DIN L X-X24"ig w/ (3) 1/2"0 HILTIEL. PER ARCH HY70 CTRD IN CMU CORES

CONTINUE PILASTER REINF 7 0 ] (1) #6 WELDED TO GIRDERTHRU LINTEL BEARING TOP FLANGE (TYP. 3 PLACES)AND UP TO TOP OF CMU

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MINI T

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IISTANDARD ROUNDHOLES IN BEAM AND,SHORT SLOTS IN OSL

I T MTL ROOF DECK MTL ROOF DECK COPYRIGHT 2016 TREDO ENGINEERSALL RIGHTS RESERVED NO PART OF THISDRAWNG MAY BE REPRODUCED OR COPIESIN ANY FORM BY ANY MEANS WITHOUT THEWRITTEN PERMISSION OF THE ENGINEER


UNAUTHORIZED ALTERATION AND/OFDUPLICATION OF THIS DRAWING ISA VIOLATION OF SECTION 7209PROVISN 2 OF THE NEW YORKSTAFF FDUCATION AW

TOP OF STEELEL. PER PLAN

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JOISTPER PLAN

BEAM PER PLAN GIRDER PER PLANC~'J

4FACADE PER ARCHDRAWINGS (TYP)

CMU PILASTER PER PLAN-

3A/S303

C\JGIRDER PER PLAN

i-i I BEARING FE 3/4" x7"x12" ON3/4" MIN NON-SHRINK, w/(2) 1/2"0 HOOKED ANCHORS

CMU PILASTERPER PLAN

GIRDER PER PLAN

[ WELDED TO BEARING FR

1B 1lA 11 1/2" = 11-0 3/4" = 1-0 3/4" = -0

04

(1) #6 WELDED TO BEAM TOP AFLANGE (TYP. 3 PLACES)

BENT R 1/2"x4"x9" LLH xA TOP OF C,UI F - FACADE PER ARCH DWGS

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CONTINUE PILASTER REINFTHRU LINTEL BEARINGAND UP TO TOP OF CMU

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BEARING F11 3/4"x7"x8" ON 3/4" MINI

BEAM PER PLANBEAM PER PLANFACADE PER ARCHDRAWINGS (TYP)

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a- CMU PILASTERPER PLAN

3B/S303

CMU PILASTERBEYOND PER PLAN

NON-SHRINK, w/ (2) 1/2"0 HOOKEDANCHORS WELDED TO BEARING I'l

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nF (10) #6 VERT IN SOLID

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THE ENTIRE SET OF DOCUMENTS.r I 'S

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Documents

Lo S101 - Savarino Companiessavarinocompanies.com/content/documents/bids/49SWater Structural.pdfL2 (2) L6 x 3 1/2 x 5/16 LLV 9'-0" 6" 7. ... tredo ENGINEERS 755 Seneca Street Suite