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Home My WebLink AboutVOLUME 1C100SITE CIVILLEGEND &NOTESDRAWING NO.:DRAWN BY:DATE:SHEET TITLE:PROJECT TITLE:PROFESSIONAL LICENSE NUMBERVERSIONSNO.DATEDESCRIPTION864 Mapleton RoadPrinceton, NJ 08540609.919.0099fax 609.919.0088a r c h i t e c t sikon.5www.ikon5architects.com238 LINDENAVENUEITHACA, NYLANDSCAPE ARCHITECT:FIRE PROTECTION, PLUMBING,MECHANICAL, ELECTRICAL ENGINEER:STRUCTURAL ENGINEER:CIVIL ENGINEER:ARCHITECT:1-17-2018TRT, FLS (E17-13)1 01.17.2018CONSTRUCTIONDOCUMENTS C101EXISTINGSITECONDITIONSDRAWING NO.:DRAWN BY:DATE:SHEET TITLE:PROJECT TITLE:PROFESSIONAL LICENSE NUMBERVERSIONSNO.DATEDESCRIPTION864 Mapleton RoadPrinceton, NJ 08540609.919.0099fax 609.919.0088a r c h i t e c t sikon.5www.ikon5architects.com238 LINDENAVENUEITHACA, NYLANDSCAPE ARCHITECT:FIRE PROTECTION, PLUMBING,MECHANICAL, ELECTRICAL ENGINEER:STRUCTURAL ENGINEER:CIVIL ENGINEER:ARCHITECT:1-17-2018TRT, FLS (E17-13)101.17.2018CONSTRUCTIONDOCUMENTS C102SITEDEMOLITIONDRAWING NO.:DRAWN BY:DATE:SHEET TITLE:PROJECT TITLE:PROFESSIONAL LICENSE NUMBERVERSIONSNO.DATEDESCRIPTION864 Mapleton RoadPrinceton, NJ 08540609.919.0099fax 609.919.0088a r c h i t e c t sikon.5www.ikon5architects.com238 LINDENAVENUEITHACA, NYLANDSCAPE ARCHITECT:FIRE PROTECTION, PLUMBING,MECHANICAL, ELECTRICAL ENGINEER:STRUCTURAL ENGINEER:CIVIL ENGINEER:ARCHITECT:1-17-2018TRT, FLS (E17-13)101.17.2018CONSTRUCTIONDOCUMENTS EFFICIENCY330 SFEFFICIENCY330 SFENTRY LOBBYEFFICIENCY330 SFEFFICIENCY330 SFEFFICIENCY330 SF238 LINDEN AVENUEROW HOUSE HOUSINGLOWER LEVEL=734.5GROUND LEVEL=744.5C103SITEUTILITIESDRAWING NO.:DRAWN BY:DATE:SHEET TITLE:PROJECT TITLE:PROFESSIONAL LICENSE NUMBERVERSIONSNO.DATEDESCRIPTION864 Mapleton RoadPrinceton, NJ 08540609.919.0099fax 609.919.0088a r c h i t e c t sikon.5www.ikon5architects.com238 LINDENAVENUEITHACA, NYLANDSCAPE ARCHITECT:FIRE PROTECTION, PLUMBING,MECHANICAL, ELECTRICAL ENGINEER:STRUCTURAL ENGINEER:CIVIL ENGINEER:ARCHITECT:1-17-2018TRT, FLS (E17-13)101.17.2018CONSTRUCTIONDOCUMENTS EFFICIENCY330 SFEFFICIENCY330 SFENTRY LOBBYEFFICIENCY330 SFEFFICIENCY330 SFEFFICIENCY330 SFCPT-1CPT-2STCPT-2 STCPT-2CPT-3CPT-1CPT-2CPT-1STCPT-2 STCPT-2 CPT-1CPT-2STCPT-2 STCPT-2 CPT-1CPT-2STCPT-2 STCPT-2 CPT-3CPT-1CPT-2ST CPT-2STFEC FECEMCPT-1EMCPT-1238 LINDEN AVENUEROW HOUSE HOUSINGLOWER LEVEL=734.5GROUND LEVEL=744.5C104EROSION ANDSEDIMENTCONTROL PLANDRAWING NO.:DRAWN BY:DATE:SHEET TITLE:PROJECT TITLE:PROFESSIONAL LICENSE NUMBERVERSIONSNO.DATEDESCRIPTION864 Mapleton RoadPrinceton, NJ 08540609.919.0099fax 609.919.0088a r c h i t e c t sikon.5www.ikon5architects.com238 LINDENAVENUEITHACA, NYLANDSCAPE ARCHITECT:FIRE PROTECTION, PLUMBING,MECHANICAL, ELECTRICAL ENGINEER:STRUCTURAL ENGINEER:CIVIL ENGINEER:ARCHITECT:1-17-2018TRT, FLS (E17-13)101.17.2018CONSTRUCTIONDOCUMENTS DRAWING NO.:DRAWN BY:DATE:SHEET TITLE:PROJECT TITLE:PROFESSIONAL LICENSE NUMBERVERSIONSNO.DATEDESCRIPTION864 Mapleton RoadPrinceton, NJ 08540609.919.0099fax 609.919.0088a r c h i t e c t sikon.5www.ikon5architects.com238 LINDENAVENUEITHACA, NYLANDSCAPE ARCHITECT:FIRE PROTECTION, PLUMBING,MECHANICAL, ELECTRICAL ENGINEER:STRUCTURAL ENGINEER:CIVIL ENGINEER:ARCHITECT:1-17-2018TRT, FLS (E17-13)101.17.2018CONSTRUCTIONDOCUMENTSC201SITEUTILITYDETAILS DRAWING NO.:DRAWN BY:DATE:SHEET TITLE:PROJECT TITLE:PROFESSIONAL LICENSE NUMBERVERSIONSNO.DATEDESCRIPTION864 Mapleton RoadPrinceton, NJ 08540609.919.0099fax 609.919.0088a r c h i t e c t sikon.5www.ikon5architects.com238 LINDENAVENUEITHACA, NYLANDSCAPE ARCHITECT:FIRE PROTECTION, PLUMBING,MECHANICAL, ELECTRICAL ENGINEER:STRUCTURAL ENGINEER:CIVIL ENGINEER:ARCHITECT:1-17-2018TRT, FLS (E17-13)101.17.2018CONSTRUCTIONDOCUMENTSC202SITEPAVINGDETAILS AL11RA8RA17HV12HV3BM17PQ25TURF LAWN, TYP.VV2800NK200VV600BM15VV700VV475NK45NK45NK60HH56AxF2HA2HA1DRY-LIN LLCTM# 64-10-7NST. No. 569175-004TOTAL AREA= 0.414 ACRES238 LINDEN AVENUEROW HOUSE HOUSING(2,813 SF FOOTPRINT)2L4.02SHRUBPLANTING1L4.02DECIDUOUS TREEPLANTING, TYP.2L4.02SHRUBPLANTING8L4.02CU-STRUCTURALSOIL PROFILE2L4.02MULTI-STEM ORNAMENTALTREE PLANTING, TYP.4L4.02LAWNESTABLISHMENT, TYP.7L4.02TREE AND SHRUB PLANTINGON STEEP SLOPES, TYP.5L4.02GROUNDCOVERPLANTING, TYP.6L4.02SLOPESTABILIZATION5L4.02GROUNDCOVERPLANTING, TYP.TREESSHRUBSSYMBOLQTYBOTANICAL NAMECOMMON NAMESIZEROOTCOMMENTSAcer x freemanii 'Sienna Glen'Sienna Glen MapleB&B3 12" -4" cal.2AxFHamamelis virginianaAmerican WitchhazelB&BMulti-stemFull /6'-8' ht3HVBMBuxus microphyllaKorean BoxwoodB&BHAHydrangea anomala petiolarisClimbing Hydrangea24"-30" Ht.PERENNIALS AND GROUNDCOVERSSpace as shown32Space 2.5' on centerNKNarcissus 'Kingscourt'Kingscourt DaffodilBulbsBULBSSpaced in odd groups350GENERAL SHEET NOTES1.SEE SPECIFICATIONS FOR PLANTING SOIL MIX REQUIREMENTS.2.SEE SPECIFICATIONS FOR SEED TYPE AND SEEDING RATE.3.CONTRACTOR TO PROVIDE IMPORTED PLANTING SOIL MIXES, PER SPECIFICATIONS.4.ALL PLANTING BEDS TO BE PREPARED AS SPECIFIED: SHRUB BEDS TO BE PREPARED IN THEIRENTIRETY TO 24" DEPTH WITH SPECIFIED SOILS. TREE PITS TO BE DUG TO MINIMUM DEPTHEQUAL TO THE ROOTBALL BY 3X THE DIAMETER. LAWN AREAS TO BE PREPARED WITH 8" OFTOPSOIL PER SPECIFICATIONS.5.AFTER BEDS ARE PREPARED, THE LANDSCAPE CONTRACTOR IS TO LOCATE TREES, SHRUBS ANDPERENNIALS AS SHOWN ON PLANS. TREE, SHRUB AND PERENNIAL LOCATIONS ARE TO BEAPPROVED BY LANDSCAPE ARCHITECT BEFORE THEY ARE PLANTED.6.ALL DISTURBED AREAS THAT ARE NOT SHOWN AS PAVED OR PLANTED BED ARE TO BERESTORED TO LAWN, UNLESS OTHERWISE INDICATED.7.APPLY EROSION CONTROL BLANKET TO ALL SLOPES 3:1 OR GREATER - REFER TOSPECIFICATIONS.8.TREES ARE TO RECEIVE 3' DIA. MULCH RINGS, UNLESS OTHERWISE INDICATED IN DRAWINGS.9.PROVIDE 30" OF GRAVEL MULCH AROUND ALL INLETS SET WITHIN PLANTING AREAS, UNLESSSHOWN OTHERWISE.Single stemHHHedera helixEnglish IvySP5Space 6" on center#5 cont.356contPQParthenocissus quinquefoliaVirginia CreeperSP4Space 3' on center25contALAmelanchier laevisAllegheny ServiceberryB&B11Multi-stemFull /6'-8' htRARhus aromatica "Low Grow"Fragrant Sumac#3 cont.18" -24" Ht.25Space 3' on centerDRAWING NO.:DRAWN BY:DATE:SHEET TITLE:PROJECT TITLE:PROFESSIONAL LICENSE NUMBERVERSIONSNO.DATEDESCRIPTION864 Mapleton RoadPrinceton, NJ 08540609.919.0099fax 609.919.0088a r c h i t e c t sikon.5www.ikon5architects.com Jan 17, 2018 - 9:30am238 LINDENAVENUEITHACA, NYLANDSCAPE ARCHITECT:FIRE PROTECTION, PLUMBING,MECHANICAL, ELECTRICAL ENGINEER:STRUCTURAL ENGINEER:CIVIL ENGINEER:ARCHITECT:TT-Logo-Newark.jpg01.17.2018TWMLAL4.01SITE PLANTINGPLAN AND SCHEDULE1PLANTING PLAN3/16"=1'-0"Hamamelis virginianaAmerican WitchhazelB&BSingle-stemFull /6'-8' ht2HV1VVVinca minor 'Bowles'Bowles Common PeriwinkleSP4Space 6" on center4100cont101.17.2018CONSTRUCTIONDOCUMENTS Scale: 1/4"=1'-0" SHRUB PLANTING3 NOTES: 1.PLANT AT SAME DEPTH AS PREVIOUSLY PLANTED IN NURSERY OR CONTAINER 2.PROVIDE COMPACTED BASE UNDER ROOT BALL ONLY TO PREVENT SETTLING 3" DOUBLE SHREDDED HARDWOOD BARK MULCH IN ALL PLANTING BED AREAS UNTIE AND ROLL BACK BURLAP FROM MIN. 1/3 OF ROOT BALL. SYNTHETIC WRAP IS UNACCEPTABLE. CUT WIRE BASKETS AND REMOVE. BACKFILL WITH SPECIFIED PLANTING SOIL MIX OR DEEPLY RIPPED SUBSOIL AMENDED AS PER SPECIFICATIONS SET ROOT BALL ON 4" MIN. COMPACTED CLEAN FILL TO PREVENT SETTLING4" MIN2' MINUNDISTURBED AND/OR COMPACTED SUBGRADE 6"BALLDEPTHPLATFORM TO BE EQUAL OR GREATER THAN ROOT BALL WIDTH3' MIN.12" MIN.Scale: 1/4"=1'-0" MULTI-STEM ORNAMENTAL TREE/SHRUB PLANTING2 TOP OF UNDISTURBED AND/OR COMPACTED SUBGRADE AFTER ROUGH GRADING SET BALL ON COMPACTED CLEAN FILL TO PREVENT SETTLING EXTEND STAKES INTO SUBGRADE SOIL ROOTBALL, CUT&REMOVE BURLAP, ROPE, AND/OR WIRE BASKET FROM TOP&SIDE OF ROOTBALL BACKFILL WITH SPECIFIED PLANTING SOIL MIX 6" HIGH SOIL SAUCER TO DIRECT WATER INTO ROOTBALL 2"X2" SQ. WOOD STAKES (3 PER TREE) DRAIN SOIL, UP TO 4" ABOVE GRADE IN POORLY DRAINED SOILS KEEP MULCH AWAY FROM TRUNK BASE TREE SHALL BE SET PLUMB NOTES: 1.REMOVE ALL WIRE, PLASTIC, TAGS, OR OTHER SYNTHETIC MATERIAL FROM TREE PRIOR TO PLANTING. 3" DOUBLE SHREDDED HARDWOOD BARK MULCH BED, DO NOT PLACE IN CONTACT WITH TRUNK VARIES FINISHED GRADE 3X WIDTH OF ROOT BALL CLEAN FILL OR DEEPLY RIPPED SUBSOIL AMENDED AS PER SPECIFICATIONS Scale: 1/2"=1'-0" DECIDUOUS TREE PLANTING1 TREE TRUNK LONG PRONG SHORT PRONG DIRECTION OF DOMINANT SLOPE PLAN 48" LONG TREE STAPLE SET TREE PLUMB CL TREE PRIMARY LEADER 3" DOUBLE SHREDDED HARDWOOD BARK MULCH, DO NOT PLACE IN CONTACT WITH TRUNK - REFER TO SPECIFICATIONS KEEP MULCH AWAY FROM TRUNK AND TRUNK FLARE SCARIFY SIDES AND BOTTOM OF TREE PIT TO PREVENT GLAZING OF SUBGRADE UNTIE AND ROLL BACK BURLAP FROM 1/3 MIN. OF ROOT BALL. SYNTHETIC WRAP IS UNACCEPTABLE. CUT AND REMOVE EVERYTHING EXCEPT BURLAP. PRUNE AND REMOVE DEAD AND BROKEN BRANCHES BACKFILLED PLANTING SOIL MIX - REFER TO SPECIFICATIONS (3) 48" LONG TREE STAPLES - INSTALL AS PER MANUFACTURER INSTRUCTIONS PLANT SHALL BE SET AT OR SLIGHTLY ABOVE THE ESTABLISHED FINISH GRADE SET TREE ROOT BALL DIRECTLY ON COMPACTED SUBGRADE SOIL PLINTH AS NECESSARY TO RAISE TREE TO FINISH GRADE ELEVATION PREPARED SUBGRADE NOTES: 1. PLACE TWO OF THREE TREE STAPLES ON UPHILL SIDE OF ROOTBALL. Scale: 1"=1'-0" LAWN ESTABLISHMENT4 SPECIFIED LAWN SEED - APPLIED AT RATE AS SPECIFIED AND ROLLED INTO SOIL 8" TURF SOIL. ROLL AND COMPACT TO 85% PROCTOR DENSITY. AERATED/ROTOTILLED SUBSOIL UNDISTURBED AND/OR COMPACTED SUBGRADE8"6"12" NATURAL COLOR HYDRO-MULCH NOTES: 1.SEE L401 SOILS AND MULCH PLAN FOR EXTENTS. Scale: 1"=1'-0" CU-STRUCTURAL SOIL PROFILE8 SECTION2'-0"CU-STRUCTURAL SOIL - REFER TO SPECIFICATIONS PREPARED COMPACTED SUBGRADE DRAWING NOTES: 1. REFER TO L4.01 FOR EXTENT OF CU-STRUCTURAL SOIL. CONCRETE SIDEWALK - REFER TO C-SERIES DWGS. D = TYPICAL ON CENTER (O.C.) SPACING AS INDICATED IN PLANT SCHEDULE. Scale: 1"=1'-0" GROUNDCOVER PLANTING5 SECTIONPLAN PREPARED COMPACTED SUBGRADE - SEE NOTE #1 PRIOR TO PLANTING, REMOVE PLANT FROM CONTAINER AND GENTLY COMB OUT ROOTS FINISH GRADE OF PLANTING BED 3" DEPTH DOUBLE SHREDDED HARDWOOD BARK MULCH OVER ENTIRE PLANTING BED AREA PLANT THROUGH BIODEGRADABLE SLOPE STABILIZATION FABRIC WHERE SLOPES EXCEED 20% - REFER TO SPECIFICATIONS PLANT CENTER NOTE: 1. BACK FILL WITH CLEAN FILL OR DEEP RIPPED SUBSOIL, AMENDED AS PER SPECIFICATIONS, AS NECESSARY TO ESTABLISH SUBGRADE ELEVATION. BACKFILL WITH SPECIFIED PLANTING SOIL MIX AS PER SPECIFICATIONS1'-6" MIN.Scale: AS NOTED SLOPE STABILIZATION 6 DETAIL ENLARGEMENT SCALE: 1"=1'-0" 6"6"SECTION N.T.S. FINISH GRADE 12" LONG BIODEGRADABLE STAKES PLACED IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS BIODEGRADABLE SLOPE STABILIZATION BLANKET WITH OVERLAP AS PER MANUFACTURER'S RECOMMENDATIONS BACKFILL WITH SPECIFIED PLANTING SOIL MIX OR DEEPLY RIPPED SUBSOIL AMENDED AS PER SPECIFICATIONS BIODEGRADABLE SLOPE STABILIZATION BLANKET 6" LONG BIODEGRADABLE STAKES PLACED IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS ENLARGEMENT OF ANCHOR IN 6" X 6" TRENCH AT CREST OF SLOPE NOTE: 1. INSTALL SLOPE STABILIZATION BLANKETS IN ALL AREAS WHERE SLOPE IS 3:1 OR GREATER. Scale: 1/4"=1'-0" TREE AND SHRUB PLANTING ON STEEP SLOPES7 TOP OF UNDISTURBED AND/OR COMPACTED SUBGRADE AFTER ROUGH GRADING SET BALL ON COMPACTED CLEAN FILL TO PREVENT SETTLING EXTEND STAKES INTO SUBGRADE SOIL ROOTBALL, CUT&REMOVE BURLAP, ROPE, AND/OR WIRE BASKET FROM TOP&SIDE OF ROOTBALL BACKFILL WITH SPECIFIED PLANTING SOIL MIX 3" DIAMETER CEDAR WOOD STAKES (3 PER TREE) WITH 3 4" WIDE FLAT WOVEN POLYPROPYLENE TREE GUYING INSTALLED AS PER MANUFACTURER'S INSTRUCTIONS TREE OR SHRUB SHALL BE SET PLUMB NOTES: 1.BACK FILL WITH CLEAN FILL OR DEEP RIPPED SUBSOIL, AMENDED AS PER SPECIFICATIONS, AS NECESSARY TO ESTABLISH SUBGRADE ELEVATION. 2.REMOVE ALL WIRE, PLASTIC, TAGS, OR OTHER SYNTHETIC MATERIAL FROM TREE PRIOR TO PLANTING. 3. PLACE TWO OF THREE WOOD STAKES ON UPHILL SIDE OF ROOTBALL. 2" DEPTH MULCH BED, DO NOT PLACE IN CONTACT WITH TRUNK CLEAN FILL OR DEEPLY RIPPED SUBSOIL AMENDED AS PER SPECIFICATIONS PREPARED COMPACTED SUBGRADE - SEE NOTE #1 EQUAL OR GREATER THAN ROOT BALL EQUAL OR GREATER THAN ROOT BALLVARIESPLAN DETAIL FIRMLY COMPACTED SOIL SAUCER - MIN. 4" HT. CORNER OF ROOTBALL TO BE SET AT LINE OF DOMINANT SLOPE DIRECTION OF SLOPE SECTION DRAWING NO.: DRAWN BY: DATE: SHEET TITLE: PROJECT TITLE: PROFESSIONAL LICENSE NUMBER VERSIONS NO.DATE DESCRIPTION 864 Mapleton Road Princeton, NJ 08540 609.919.0099 fax 609.919.0088 a r c h i t e c t s ikon.5 www.ikon5architects.com Jan 16, 2018 - 5:46pm 238 LINDEN AVENUE ITHACA, NY LANDSCAPE ARCHITECT: FIRE PROTECTION, PLUMBING, MECHANICAL, ELECTRICAL ENGINEER: STRUCTURAL ENGINEER: CIVIL ENGINEER: ARCHITECT: TT-Logo-Newark.jpg 01.17.2018 TWMLA L4.02 PLANTING DETAILS 1 01.17.2018 CONSTRUCTION DOCUMENTS SYMBOLS REFERENCEDESCRIPTION ELEVATION ROOF TOP UNIT AND MAX OPERATING WEIGHT X - INDICATES CHANGE IN T/STRUCTURAL SLAB ELEVATION INDICATES SLOPE IN STRUCTURAL SLAB GRID NUMBER WORK POINT OPENING IN FLOOR OR ROOF OPEN SLOPE SPREAD FOOTING TYPE AND TOP OF FOOTING ELEVATION IN RELATIVE TOP OF SOG. TOP OF FOOTING AT STEEL COL IS AT -12" IN RELATIVE TO TOP OF SOG . TYP UON. F3 (-2'-6") CONCRETE PIER. TOP OF PIER AT STEEL COL IS AT -12" IN RELATIVE TO TOP OF SOG. TYP UON. CONCRETE WALL CONCRETE MASONRY UNIT WALL SHEAR OR BEARING WALL BELOW (AND NOT ABOVE) SHEAR OR BEARING WALL (ABOVE AND BELOW) X" RTU 1 1000 lbs T/SLAB EL = 0' - 0" U P ? DN STEEL COLUMN C-X SEE PLAN FOR COLUMN SIZE NEW YORK CITY WASHINGTON, DC PRINCETON DURHAM TORONTO WWW.LORINGENGINEERS.COM LORING NO. 9906 300 ALEXANDER PARK, STE 310PRINCETON, NJ 08540 TEL (609) 716-6160 FAX (609) 716-6162 ikon.5 864 Mapleton Road Princeton, NJ 08540 609.919.0099 fax 609.919.0088 a r c h i t e c t s www.ikon5architects.com T.G. MILLER, P.C. ENGINEERS AND SURVEYORS 203 NORTH AURORA STREET ITHACA, NEW YORK 14850 WWW.TGMILLERPC.COM 607-272-6477 DRAWING NO.: DRAWN BY: DATE: SHEET TITLE: PROJECT TITLE: PROFESSIONAL LICENSE NUMBER VERSIONS NO.DATE DESCRIPTION 238 LINDEN AVENUE ITHACA, NY LANDSCAPE ARCHITECT: FIRE PROTECTION, PLUMBING, MECHANICAL, ELECTRICAL ENGINEER: STRUCTURAL ENGINEER: CIVIL ENGINEER: ARCHITECT: 1 01.17.2018 CONSTRUCTION DOCUMENTS DRAWING LIST, SYMBOLS & ABBREVIATIONS S0.01 TT 01.17.2018 238 LINDEN AVENUE STRUCTURAL DRAWING LIST ABBREVIATIONSSYMBOLS LEGEND SHEET NO SHEET NAME S0.01 DRAWING LIST, SYMBOLS & ABBREVIATIONS S0.02 GENERAL NOTES I S0.03 GENERAL NOTES II S0.04 GENERAL NOTES III S1.00 LOWER LEVEL PLAN S1.01 GROUND FLOOR FRAMING PLAN S1.02 LEVEL 2 FRAMING PLAN S1.03 LEVEL 3 FRAMING PLAN S1.04 LEVEL 4 FRAMING PLAN S1.05 ROOF LEVEL FRAMING PLAN S2.01 FOUNDATION WALL SECTIONS I S2.02 FOUNDATION WALL SECTIONS II S2.03 FOUNDATION WALL SECTIONS III S2.11 TYPICAL SLAB ON GRADE DETAILS S2.12 TYPICAL SITE RETAINING WALL DETAILS AND SCHEDULE S2.13 TYPICAL SHALLOW FOOTING DETAILS AND SCHEDULES S2.14 TYPICAL SHALLOW FOOTING DETAILS AND SCHEDULES S2.15 TYPICAL SHALLOW FOOTING DETAILS S2.16 GRADE BEAM DETAILS S3.01 STAIR 1 FRAMING ELEVATIONS S3.02 STAIR 2 FRAMING ELEVATIONS S4.01 SECTION AT ENTRY STAIR S5.01 TYPICAL STEEL COLUMN DETAILS S5.02 TYPICAL STEEL BEAM DETAILS S5.11 STEEL SECTIONS AND DETAILS I S5.12 STEEL SECTIONS AND DETAILS II S6.01 MASONRY TYPICAL DETAILS I S6.02 MASONRY TYPICAL DETAILS II S6.03 MASONRY TYPICAL DETAILS III S6.04 MASONRY TYPICAL DETAILS IV CONSTRUCTION DOCUMENTS JANUARY 17, 2018 ABBREVIATION DESCRIPTION KLF KIP PER LINEAR FOOT KSF KIP PER SQUARE FOOT LG LIGHT GAGE LL LIVE LOAD LLH LONG LEG HORIZONTAL LLV LONG LEG VERTICAL LONG LONGITUDINAL LP LOW POINT LW LIGHTWEIGHT LWC LIGHTWEIGHT CONCRETE M MOMENT MAX MAXIMUM MECH MECHANICAL MEP MECHANICAL, ELECTRICAL, PLUMBING, FIRE PROTECTION MFR MANUFACTURER MID MIDDLE MIN MINIMUM MISC MISCELLANEOUS NIC NOT IN CONTRACT NO NUMBER NOM NOMINAL NS NEAR SIDE NTS NOT TO SCALE NW NORMAL WEIGHT NWC NORMALWEIGHT CONCRETE OC ON CENTER OD OUTSIDE DIAMETER OF OUTSIDE FACE OH OPPOSITE HAND OPNG(S) OPENING(S) OPP OPPOSITE P.D.F. POWER DRIVEN FASTENERS PCY POUNDS PER CUBIC YARD PERP PERPENDICULAR PL PLATE PRC PRECAST PSF POUNDS PER SQUARE FOOT PSI POUNDS PER SQUARE INCH RAD RADIUS REF REFERENCE REINF REINFORCE(D) (ING) OR (MENT) REQD REQUIRED S&T SHRINKAGE AND TEMPERATURE SCHED SCHEDULE(D) SDL SUPERIMPOSED DEAD LOAD SECT SECTION SF SQUARE FOOT (FEET) SIM SIMILAR SLRS SEISMIC LOAD RESISTING SYSTEM SOG SLAB ON GRADE SP SPACE SPEC(S) SPECIFICATION(S) STD STANDARD STL STEEL STR STRUCTURE STRCTL STRUCTURAL T TENSION T&B TOP AND BOTTOM T/ TOP OF TEMP TEMPERATURE OR TEMPORARY TEN TENSION THK THICK OR THICKNESS TYP TYPICAL UON UNLESS OTHERWISE NOTED V SHEAR VERT VERTICAL VIF VERIFY IN FIELD W/ WITH W/O WITHOUT WP WORK POINT WPFG WATERPROOFING WS WATERSTOP WWR WELDED WIRE REINFORCEMENT ABBREVIATION DESCRIPTION ADDL ADDITIONAL ADJ ADJACENT ALT ALTERNATE APPRX APPROXIMATE ARCH ARCHITECT OR ARCHITECTURAL B/ BOTTOM OF B/B BACK TO BACK BLDG BUILDING BLK BLOCK BLKG BLOCKING BM BEAM BOT BOTTOM BRDG BRIDGING BRG BEARING BTWN BETWEEN C COMPRESSION C/C CENTER TO CENTER CIP CAST-IN-PLACE CL CENTER LINE CLR CLEAR OR CLEARANCE CMU CONCRETE MASONRY UNIT COL COLUMN COMP COMPRESSION CONC CONCRETE CONN CONNECTION(S) CONST CONSTRUCTION CONT CONTINUOUS db REINFORCING BAR DIAMETER DBL DOUBLE DCW DEMAND CRITICAL WELD DEG DEGREE(S) DET DETAIL DIA DIAMETER DIAG DIAGONAL DIM(S) DIMENSION(S) DL DEAD LOAD DWG(S) DRAWING(S) DWL DOWEL(S) EA EACH ECC ECCENTRICITY EF EACH FACE EL ELEVATION ELEC ELECTRICAL ENGR ENGINEER EOD EDGE OF DECK EOS EDGE OF SLAB EQ EQUAL EQUIP EQUIPMENT EW EACH WAY EXP EXPANSION EXST EXISTING EXT EXTERIOR F/F FACE TO FACE FIN FINISH(ED) FLR FLOOR FND FOUNDATION FP FIREPROOF(ING) FS FAR SIDE FTG FOOTING GA GAGE, GAUGE GALV GALVANIZED GB GRADE BEAM GEN GENERAL GR GRADE HK HOOK HORIZ HORIZONTAL HP HIGH POINT ID INSIDE DIAMETER IF INSIDE FACE INFO INFORMATION INT INTERIOR INTRM INTERMEDIATE JT JOINT K KIPS (1,000 POUNDS) LOCATION MIN COMPRESSIVE STRENGTH (PSI) MAX WEIGHT (PCF) MIN/MAX % CLASS F FLY ASH MIN/MAX % SLAG MAX TOTAL % FLY ASH AND SLAG FOOTINGS / GRADE BEAMS SLAB ON GRADE WALLS / COLUMNS 4000 @ 28 DAYS 145 15-30 0-50 50 CD CODES AND DESIGN CRITERIA CD-1)PERFORM ALL CONSTRUCTION IN CONFORMANCE WITH THE BUILDING AND DESIGN CODES REFERENCED WITHIN THESE DOCUMENTS. THE PROJECT DOCUMENTS REFER TO THE FOLLOWING CODES AND STANDARDS, UON: 2015 INTERNATIONAL BUILDING CODE, NEW YORK STATE EDITION STRUCTURAL COCNRETE "BUILDING CODE REQUIREMENT FOR STRUCTURAL COCNRETE THE AMERICAN CONCRETE INSTITUTE (ACI 318- 12) CONCRETE MASONRY "BUILDING CODE REQUIREMENT FOR CONCRETE MASONRY STRUCTURES" THE AMERICAN CONCRETE INTITUTE (ACI 530 - 13) STRUCTURAL STEEL "SPECIFICATION FOR STRUCUTRAL STEEL BUILDINGS" THE AMERICAN INSTITUTE OF STEEL CONSTRUTION (ANSI/AISC 360-10) CD-2)RISK CATEGORY: II RESIDENTIAL HOUSE CD-3)LIVE LOADS: RESIDENTIAL 40 LBS./SQ. FT. ELEVATOR LOBBIES 80 LBS./SQ. FT. CORRIDORS ABOVE FIRST FLOOR 80 LBS./SQ. FT. ALL OTHER LOBBIES & CORRIDORS 100 LBS./SQ. FT. EXIT FACILITIES 100 LBS./SQ. FT. LIGHT STORAGE AREA 100 LBS./SQ. FT. MECHANICAL ROOMS 150 LBS/SQ. FT. OR ACTUAL WEIGHT SIDEWALKS 250 LBS./SQ. FT. ROOFS 30 LBS./SQ. FT. [UNREDUCED] CD-4)SNOW LOADS: FLAT ROOF SNOW LOAD (Pf):28 PSF GROUND SNOW LOAD (Pg)40 PSF SNOW EXPOSURE FACTOR (Ce):0.9 SNOW LOAD IMPORTANCE FACTOR (Is):1.0 THERMAL FACTOR (Ct):1.0 SNOW DRIFTING PER CODE CD-5)WIND LOAD DESIGN DATA: MAIN WIND FORCE RESISTING SYSTEM BASIC WIND SPEED, V 120 MPH EXPOSURE B RISK/OCCUPANCY CATEGORY II WIND IMPORTANCE FACTOR (Iw)1.0 BUILDING CATEGORY II INTERNAL PRESSURE COEFFICIENT ± 0.18 COMPONENT AND CLADDING DESIGN PRESSURES a=5’-0” EFFECTIVE WIND AREA= 50 SF WALL= +24.47 / -26.74 PSF WALL END ZONE= +24.47/ -30.78 PSF ROOF EFFECTIVE WIND AREA = 20 SF ROOF= +16 / -29.04 PSF ROOF EDGE = +16 / -44.68 PSF ROOF CORNER= +16 / -62.34 PSF DI DELEGATED DESIGN ITEMS DI-1)THE CONTRACTOR SHALL EMPLOY OR RETAIN A PROFESSIONAL ENGINEER LICENSED IN THE STATE OF NEW YORK TO DESIGN AND DETAIL DELEGATED DESIGN ITEMS TO MEET THE PERFORMANCE AND DESIGN CRITERIA ESTABLISHED AS PART OF THE BASE BUILDING STRUCTURE INDICATED IN THE CONTRACT DOCUMENTS INCLUDING BUT NOT LIMITED TO: STRUCTURAL STEEL CONNECTIONS COLD FORMED METAL FRAMING STEEL FLOOR DECK STEEL ROOF DECK FN FOUNDATIONS FN-1)THE FOUNDATION DESIGN IS BASED ON THE GEOTECHNICAL INVESTIGATION REPORT BY JOHN P. STOPEN ENGINEERING,LLP DATED OCTOBER 10,2017 ALONG WITH SUPLEMENTAL GEOTECHNICAL RECOMMENDATIONS PROVIDED ON 1/8/2018 . FN-2)FOUNDATIONS HAVE BEEN DESIGNED BASED ON THE FOLLOWING DESIGN VALUES FROM THE GEOTECHNICAL INVESTIGATION REPORT: BEARING STRATUM COMPETENT SUBGRADE NET ALLOWABLE BEARING CAPACITY: 3,000PSF SEE GEOTECHNICAL REPORT FOR ADDITIONAL REQUIREMENTS AND INFORMATION. DESIGN VALUES SHALL BE FIELD VERIFIED BY QUALIFIED GEOTECHNICAL CONSULTANT RETAINED BY THE OWNER . FN-3)THE CONTRACTOR SHALL VERIFY FOUNDATION INSTALLATION AND CONSTRUCTION IS IN CONFORMANCE WITH THE RECOMMENDATIONS OUTLINED IN THE GEOTECHNICAL REPORT. FN-4)CONTRACTOR SHALL BE RESPONSIBLE TO ADEQUATELY PROTECT ALL EXCAVATION. WHERE NECESSARY, SHEET AND SHORE THE EXCAVATION WITH ALL REQUIRED TIEBACKS AND BRACING AS DETERMINED BY CONTRACTOR'S STRUCTURAL ENGINEER. FN-5)PROVIDE BRACING FOR ALL BASEMENT FOUNDATION WALLS PRIOR TO BACKFILLING. THIS BRACING SHALL REMAIN IN PLACE UNTIL ALL SLABS AND BEAMS FRAMING INTO WALL HAVE BEEN PLACED AND HAVE ATTAINED 100 PERCENT OF THEIR DESIGN STRENGTH. FN-6)DO NOT BACKFILL AGAINST CANTILEVER RETAINING WALLS UNTIL THE CONCRETE HAS ATTAINED 100 PERCENT OF ITS DESIGN STRENGTH. CM-2)ALL CONCRETE SHALL BE THOROUGHLY CONSOLIDATED. CM-3)THE USE OF CALCIUM CHLORIDE AND OTHER CHLORIDE CONTAINING AGENTS IS PROHIBITED. THE USE OF RECYCLED CONCRETE IS PROHIBITED. PLACEMENT WITHIN AND CONTACT BETWEEN ALUMINUM ITEMS, INCLUDING ALUMINUM CONDUIT, AND CONCRETE IS PROHIBITED. CM-4)ALL CAST-IN-PLACE CONCRETE WILL EXPERIENCE DIFFERING VARIATIONS OF CRACKING. ANY ELEMENT EXPOSED TO DIRECT WEATHER AND/OR TEMPERATURE VARIATIONS DURING CONSTRUCTION OR IN THE FINAL CONDITION IS TO BE TREATED AND REGULARLY MAINTAINED TO PREVENT PROPAGATION OF CRACKS AND WATER PENETRATION. THE CONTRACTOR SHALL DEVELOP A REGULAR MAINTENANCE PROGRAM AND SUBMIT IT TO THE OWNER. GR GENERAL REQUIREMENTS GR-1)AS USED IN THESE GENERAL NOTES: "DRAWINGS" MEANS THE LATEST STRUCTURAL DESIGN DRAWINGS, UON. "SPECIFICATIONS" MEANS THE LATEST PROJECT SPECIFICATIONS, UON. “CONTRACT DOCUMENTS” IS DEFINED AS THE DESIGN DRAWINGS AND THE SPECIFICATIONS “SER” IS DEFINED AS THE STRUCTURAL ENGINEER OF RECORD FOR THE STRUCTURE IN ITS FINAL CONDITION. “DESIGN PROFESSIONALS” IS DEFINED AS THE OWNER’S ARCHITECT AND SER. “MEP” INCLUDES, BUT IS NOT LIMITED TO MECHANICAL, ELECTRICAL, PLUMBING, FIRE PROTECTION. “CONTRACTOR” IS DEFINED TO INCLUDE ANY OF THE FOLLOWING: GENERAL CONTRACTOR AND THEIR SUBCONTRACTORS, CONSTRUCTION MANAGER AND THEIR SUBCONTRACTORS, STRUCTURAL STEEL FABRICATOR OR STRUCTURAL STEEL ERECTOR. “BASE BUILDING STRUCTURE” IS DEFINED AS THE STRUCTURAL FRAME DESIGNED BY THORNTON TOMASETTI. “STRUCTURE IN ITS FINAL CONDITION” MEANS ALL STRUCTURAL ELEMENTS SHOWN ON THE STRUCTURAL CONTRACT DOCUMENTS ARE INSTALLED AND COMPLETELY CONNECTED AND INSPECTED WITH NO OUTSTANDING NON-COMPLIANCE ISSUES. GR-2)THE CONTRACTOR IS RESPONSIBLE FOR COORDINATION OF THE STRUCTURAL WORK WITH THE ARCHITECTURAL, CIVIL, MEP CONTRACT DOCUMENTS, AS WELL AS ANY OTHER APPLICABLE TRADES. GR-3)THE CONTRACTOR IS RESPONSIBLE FOR THE STABILITY OF THE STRUCTURE UNTIL THE CONSTRUCTION OF THE STRUCTURE REACHES ITS FINAL CONDITION. GR-4)THE CONTRACTOR IS SOLELY RESPONSIBLE FOR THE DESIGN, INSTALLATION, AND REMOVAL OF TEMPORARY BRACING AND CONSTRUCTION SUPPORTS, FOR NEW AND EXISTING STRUCTURES, AS NECESSARY TO COMPLETE THE PROJECT. NO PORTION OF THE PROJECT WHILE UNDER CONSTRUCTION IS INTENDED TO BE STABLE IN THE ABSENCE OF THE CONTRACTOR’S TEMPORARY SUPPORTS AND BRACES. CONTRACTOR SHALL RETAIN A STRUCTURAL ENGINEER LICENSED IN THE STATE IN WHICH THE PROJECT IS LOCATED TO DESIGN TEMPORARY BRACING AND CONSTRUCTION SUPPORTS. GR-5)LATERAL LOAD RESISTANCE AND STABILITY OF THE STRUCTURE IN ITS FINAL CONDITION IS PROVIDED BY SHEARWALLS, AND LATERAL STABILITY OF OTHER ELEMENTS IS PROVIDED THROUGH FLOOR SLABS AND ROOF DECK. GR-6) THE SPECIFICATIONS ARE AN INTEGRAL PART OF THE CONTRACT DOCUMENTS AND SHALL BE USED IN CONJUNCTION WITH THE STRUCTURAL DRAWINGS. GR-7)THE CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS AND CONDITIONS AND COORDINATE WITH THE STRUCTURAL DRAWINGS, ARCHITECTURAL DRAWINGS, DRAWINGS FROM OTHER CONSULTANTS, PROJECT SHOP DRAWINGS AND FIELD CONDITIONS. GR-8)IN CASES OF CONFLICT BETWEEN DRAWINGS AND/OR SPECIFICATIONS AND OTHER DISCIPLINES OR EXISTING CONDITIONS, CONTRACTOR SHALL NOTIFY THE DESIGN PROFESSIONALS AND OBTAIN CLARIFICATION PRIOR TO BIDDING AND PROCEEDING WITH WORK. GR-9)APPLY DETAILS, SECTIONS, AND NOTES ON THE DRAWINGS WHERE CONDITIONS ARE SIMILAR TO THOSE INDICATED BY DETAIL, DETAIL TITLE OR NOTE. GR-10)ONLY USE DIMENSIONS INDICATED ON THE DRAWINGS. DO NOT SCALE DRAWINGS. GR-11)ASSUME EQUAL SPACING BETWEEN ESTABLISHED DIMENSIONS, IF NOT INDICATED ON DRAWINGS. GR-12)CENTERLINES OF COLUMNS AND FOUNDATIONS COINCIDE WITH GRID LINE INTERSECTIONS, UON. GR-13)CENTERLINES OF GRADE BEAMS AND WALLS COINCIDE WITH CENTERLINES OF FOUNDATIONS, UON. GR-14)CENTERLINES OF FRAMING MEMBERS COINCIDE WITH COLUMN CENTERLINES, UON. GR-15)THE CONTRACTOR SHALL PROTECT EXISTING FACILITIES, STRUCTURES AND UTILITIES FROM DAMAGE. GR-16)THE CONTRACTOR SHALL VERIFY THAT CONSTRUCTION LOADS DO NOT EXCEED THE CAPACITY OF THE STRUCTURE AT THE TIME THE LOAD IS APPLIED. GR-17) THE CONTRACTOR SHALL COORDINATE THE BOTTOM OF BASE PLATE ELEVATIONS WITH THE AS-BUILT TOP OF SUPPORT ELEVATIONS. GR-18)THE CONTRACTOR SHALL VERIFY ALL OPENING SIZES AND LOCATIONS WITH OTHER DISCIPLINES. THE DRAWINGS DO NOT SHOW ALL OPENINGS REQUIRED. ADDITIONAL OPENINGS, BLOCKOUTS AND SLEEVES MAY BE REQUIRED BY OTHER DISCIPLINES AND SHALL BE CONSTRUCTED USING THE TYPICAL DETAILS AND/OR THE CRITERIA INDICATED ON THE DRAWINGS. OPENINGS REQUIRED BUT NOT SHOWN ON THE STRUCTURAL DRAWINGS MUST BE APPROVED BY THE STRUCTURAL ENGINEER. GR-19)ELEVATIONS INDICATED ON STRUCTURAL DRAWINGS ARE BASED ON A PROJECT DATUM INDICATED ON THE ARCHITECTURAL DRAWINGS. LOCATION CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH CONCRETE EXPOSED TO EARTH OR WEATHER: CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUNDSLABS, WALLS, JOISTS: NO 11 BARS OR SMALLER......................................................... NO 14 BARS AND LARGER......................................................... BEAMS, COLUMNS: PRIMARY REINFORCEMENT, TIES, STIRRUPS, SPIRALS................................................................... SHELLS, FOLDED PLATE MEMBERS: COVER 3" 1 1/2" 2" 3/4" 1 1/2" 1 1/2" 1/2" 3/4" RE CONCRETE REINFORCEMENT RE-1) ALL CONCRETE SHALL INCLUDE REINFORCEMENT. IF REINFORCEMENT IS NOT SPECIFICALLY INDICATED ON THE DRAWINGS, VERIFY WITH THE STRUCTURAL ENGINEER BEFORE PROCEEDING WITH WORK. RE-2) REINFORCEMENT SHALL CONFORM TO THE FOLLOWING STANDARDS AND MATERIAL PROPERTIES: DEFORMED BARS:ASTM A615, GRADE 60, UON WELDABLE DEFORMED BARS:ASTM A706, GRADE 60, UON EPOXY COATED DEFORMED BARS:ASTM A615, GRADE 60, UON / A775 WELDED WIRE REINFORCEMENT ASTM A185 EPOXY COATED WELDED WIRE REINFORCEMENT ASTM A185 / A884 WELDED BAR ANCHORS:NELSON D2L DEFORMED BAR ANCHORS (ICC-ES REPORT ER-5217) RE-3) DETAIL REINFORCEMENT BASED ON THE PROJECT REQUIREMENTS, ACI-318 AND ACI-315, UON. RE-4) WHERE A 90-DEG, 135 -DEG OR 180-DEG HOOK IS GRAPHICALLY INDICATED, PROVIDE CORRESPONDING ACI STANDARD HOOKS, UON. RE-5) DOWELS SHALL MATCH SIZE AND SPACING OF MAIN REINFORCEMENT, UON. RE-6) REINFORCEMENT SHALL HAVE CONCRETE PROTECTION (CLEAR COVER) PER ACI 318 UNLESS OTHERWISE INDICATED ON THE DRAWINGS. RE-11) PROVIDE LAP LOCATIONS AS FOLLOWS, UON: A. GRADE BEAM / WALL (TOP HORIZONTAL REINFORCEMENT): AT CENTER OF SPAN B. GRADE BEAM / WALL (BOTTOM HORIZONTAL REINFORCEMENT): AT SUPPORTS C. WALL INSIDE FACE ( VERTICAL REINFORCEMENT): AT SUPPORT D. WALL OUTSIDE FACE ( VERTICAL REINFORCEMENT): AT MIDHEIGHT OF WALL E. UNLESS OTHERWISE NOTED TERMINATE BARS AT DISCONTINUOUS ENDS WITH STANDARD HOOKS RE-12) PROVIDE EPOXY COATED REINFORCEMENT AND ACCESSORIES IN AREAS OF DIRECT EXPOSURE TO THE ENVIRONMENT, CHEMICALS, OR DE-ICING FOR THE AREAS INDICATED ON THE DRAWINGS. RE-13) TERMINATION OF REINFORCEMENT, UON: A. TERMINATE ALL BARS IN LAPS, 90 DEGREE BENDS, OR WITH DOWELS INTO EXISTING CONCRETE. B. BEND TOP MAT OR FOOTING BARS DOWN TO BOTTOM BARS AT ENDS. C. BEND BOTTOM MAT OR FOOTING BARS UP WITH STANDARD 90 DEGREE BENDS. D. PROVIDE DOWELS FROM FOOTINGS AND SLABS INTO WALLS AND COLUMNS TO MATCH SIZE AND SPACING OF VERTICAL REINFORCEMENT. NO 11 BARS OR SMALLER......................................................... NO 14 BARS AND LARGER......................................................... NO 5 BARS OR SMALLER........................................................... NO 6 BARS AND LARGER........................................................... RE-7) LAP REINFORCEMENT AS SPECIFICALLY DETAILED ON THE DRAWINGS. SEE REBAR OFFSET AND LAP SPLICE SCHEDULE,S0.05. RE-8) UNLESS OTHERWISE NOTED ALL LAP SPLICES ARE TO BE CLASS "B" SPLICES PER REBAR OFFSET AND LAP SPLICE SCHEDULE, S0.05]. RE-9) PROVIDE MECHANICAL SPLICES FOR BARS LARGER THAN #11 OR WHERE INDICATED. PROVIDE TENSILE, PRE-QUALIFIED, WELDED OR THREADED MECHANICAL SPLICES UON. RE-10) LAP WELDED WIRE REINFORCEMENT PER S0.05, UON. CD-6)SEISMIC LOAD DESIGN DATA: SEISMIC IMPORTANCE FACTOR (Ie)1.0 Ss 0.126 g S1 0.056 g SDS 0.084 g SD1 0.037 g SITE CLASS D SEISMIC DESIGN CATEGORY A LATERAL SYSTEM DESCRIPTION SHEAR WALLS SEISMIC RESPONSE COEFFICIENT (Cs)0.0154 RESPONSE MODIFICATION FACTOR (R)6.5 ANALYSIS PROCEDURE DESCRIPTION EQUIVALENT LATERAL FORCE DESIGN BASE SHEAR 35 KIPS [NOT GOVERNING] COMPONENT IMPORTANCE FACTOR (Ip)1.0 CD-7)IN CASES WHERE THE CONTRACTOR DETERMINES THAT SUSPENDED OR FLOOR MOUNTED MEP EQUIPMENT LOADS EXIST WHICH EXCEED DESIGN LOADS INDICATED ON CONTRACT DOCUMENTS, CONTRACTOR SHALL SUBMIT LOAD DATA TO DESIGN PROFESSIONALS FOR REVIEW PRIOR TO PROCEEDING WITH WORK. CD-8)DISTRIBUTE THE MAXIMUM LOAD HUNG FROM ANY STRUCTURAL MEMBER FOR MEP DUCTWORK, PIPING ETC OVER THE MEMBER’S TRIBUTARY AREA IN A WAY THAT THE DESIGN SUPERIMPOSED DEAD LOADS LISTED IN CONTRACT DOCUMENTS ARE NOT EXCEEDED. THE CONTRACTOR SHALL COORDINATE THE LOADS OF ALL TRADES AND PROVIDE ADDITIONAL SUPPORT OR DISTRIBUTION FRAMING AS REQUIRED TO ACHIEVE THE ALLOWABLE LOAD DISTRIBUTION. CD-10)ELEVATOR GUIDERAIL SUPPORTS, MACHINE ROOMS, PITS, AND PENTHOUSES ARE BASED ON ELEVATOR TYPES INDICATED ON ARCHITECTURAL CONTRACT DOCUMENTS. CONTRACTOR SHALL SUBMIT FOR REVIEW ANY PLANNED CHANGE TO ELEVATORS TO DESIGN PROFESSIONALS PRIOR TO SUBMITTING CORRESPONDING STRUCTURAL SHOP DRAWINGS FOR ACTION. CD-11)STRUCTURAL COMPONENTS ARE NOT DESIGNED FOR VIBRATING EQUIPMENT. MOUNT VIBRATING EQUIPMENT ON VIBRATION ISOLATORS. CD-12)SERVICEABILITY LIVE LOAD DEFLECTION IS LESS THAN L/360 LONG-TERM TOTAL DEFLECTION IS LESS THAN L/240 EXTERIOR SPANDRELS HAVE BEEN DESIGNED TO LIMIT LIVE LOAD MIDSPAN VERTICAL DEFLECTION TO L/360 OF THE SPAN OR 1/2", WHICHEVER IS LESS. EXTERIOR SPANDRELS HAVE BEEN DESIGNED TO LIMIT DEAD PLUS SUPERIMPOSED DEAD LOAD MIDSPAN VERTICAL DEFLECTION TO 1L/240 OF THE SPAN OR 3/4”, WHICHEVER IS LESS. LATERAL DRIFT DUE TO WIND LOADS IS LESS THAN OR EQUAL TO H/400 CD-13)CONNECTIONS OF SYSTEMS DESIGNED BY CONTRACTOR’S ENGINEER SUCH AS, BUT NOT LIMITED TO, CLADDING, STAIRS, ELEVATORS, ESCALATORS, PRECAST STADIA, AND MEP LOADS ARE ASSUMED TO IMPOSE VERTICAL AND/OR HORIZONTAL LOADS ON THE BASE BUILDING STRUCTURAL MEMBERS WITHOUT GENERATING TORSION IN THE SUPPORTING STRUCTURAL MEMBERS. CONTRACTOR IS RESPONSIBLE FOR FURNISHING AND INSTALLING ALL SUPPLEMENTARY BRACING MEMBERS AS REQUIRED TO PREVENT TORSION ON THE BASE BUILDING STRUCTURE. CD-14)FOR FIRE RATING AND FIREPROOFING ASSEMBLY EVALUATIONS, CONSIDER THE FOLLOWING ASSEMBLIES RESTRAINED: COMPOSITE WIDE- FLANGE STEEL FRAMING, INTERIOR BAYS OF CONTINUOUS CAST-IN-PLACE CONCRETE CONSTRUCTION. CONSIDER ALL OTHER ASSEMBLIES UNRESTRAINED. CM CONCRETE MATERIALS CM-1)CONCRETE STRENGTHS AND WEIGHT (SEE SPECIFICATION SECTION 03 30 00 FOR ADDITIONAL CONCRETE PROPERTIES): 4000 @ 28 DAYS 145 15-30 0-50 50 NON SHRINK GROUT 8000 @ 28 DAYS FOUNDATION WALLS 4000 @ 28 DAYS 145 15-30 0-50 SITE RETAINING WALLS 4000 @ 28 DAYS 145 15-30 0-50 50 50 NEW YORK CITY WASHINGTON, DC PRINCETON DURHAM TORONTO WWW.LORINGENGINEERS.COM LORING NO. 9906 300 ALEXANDER PARK, STE 310PRINCETON, NJ 08540 TEL (609) 716-6160 FAX (609) 716-6162 ikon.5 864 Mapleton Road Princeton, NJ 08540 609.919.0099 fax 609.919.0088 a r c h i t e c t s www.ikon5architects.com T.G. MILLER, P.C. ENGINEERS AND SURVEYORS 203 NORTH AURORA STREET ITHACA, NEW YORK 14850 WWW.TGMILLERPC.COM 607-272-6477 DRAWING NO.: DRAWN BY: DATE: SHEET TITLE: PROJECT TITLE: PROFESSIONAL LICENSE NUMBER VERSIONS NO.DATE DESCRIPTION 238 LINDEN AVENUE ITHACA, NY LANDSCAPE ARCHITECT: FIRE PROTECTION, PLUMBING, MECHANICAL, ELECTRICAL ENGINEER: STRUCTURAL ENGINEER: CIVIL ENGINEER: ARCHITECT: 1 01.17.2018 CONSTRUCTION DOCUMENTS GENERAL NOTES I S0.02 TT 01.17.2018 EXPANSION ANCHOR FASTENED PART CONCRETE SUBSTRATE MASONRYHnom DEPTHHOLEEXPANSION ANCHOR FASTENED PART HnomCONCRETE SUBSTRATE DEPTHHOLECONCRETE SLAB REBAR EPOXY ANCHORS IN NORMAL-WEIGHT CONCRETE (3000 PSI MIN) TENSION TEST VALUE (LBS) #3 #4 #5 #6 #7 EMBEDMENT (IN) 3 4 5 6 7 SIZE * LISTED EPOXY ADHESIVE MAY NOT BE USED WITH NOTED REBAR SIZES HILTI HIT-HY 200 5180 8130 11120 12260 2900 HILTI HIT-RE 1670 2600 3750 4320 940 SIMPSON 1040 3740 5260 6740 8020 SET-XP EPOXY ANCHORS IN NORMAL-WEIGHT CONCRETE (3000 PSI MIN) TENSION TEST VALUE (LBS) EMBEDMENT (IN) 3 4 5 6 7 4480 7030 10180 11710 2500 2110 3170 4450 4720 1230 1700 2600 3450 4440 5540 ROD THREADED DIAMETER 3/4 3/8 1/2 5/8 7/8 (IN) 500-SD HILTI HIT-HY 200 HILTI HIT-RE SIMPSON SET-XP500-SD ANCHOR 1/4" 3/8" 1/2" 5/8" 3/4" 2 1/2" 2 1/2" 3" 3 1/4" 4" DIAMETER 1920 2405 2800 3780 1040 HILTI KWIK HUS-EZ IN NORMAL WEIGHT CONCRETE (3000 PSI MIN) ANCHOR SIMPSON TITEN HD IN NORMAL WEIGHT CONCRETE (3000 PSI MIN) TENSION TEST VALUE (LBS)DIAMETER 2 1/2" 3 1/4" 5 1/2" 1100 2730 5410 PA-6) EXPANSION ANCHORS A.EXPANSION ANCHORS SHALL BE EITHER ONE OF THE FOLLOWING, UON: HILTI KWIK BOLT TZ (ICC-ES REPORT ESR-1917) SIMPSON STRONG-BOLT 2 (ICC-ES REPORT ESR-3037) USE OF CARBON STEEL EXPANSION ANCHORS IS LIMITED TO DRY, INTERIOR LOCATIONS. USE STAINLESS STEEL EXPANSION ANCHORS AT EXTERIOR, WEATHER-EXPOSED, OR DAMP LOCATIONS. B. ANCHOR EMBEDMENTS BELOW ARE TO BE USED WHEN EXPLICITLY SPECIFIED IN THE STRUCTURAL DRAWINGS. FOR LOCATIONS WHERE TENSION TEST VALUES ARE NOT SPECIFIED IN THE DRAWINGS, CONSULT WITH THE SER. PA-9) EPOXY ANCHORS AND DOWELS A.EPOXY SHALL BE EITHER ONE OF THE FOLLOWING, UON: HILTI HIT-HY 200 (ICC-ES REPORT ESR-3187) HILTI HIT-RE 500-SD (ICC-ES REPORT ESR-2322) SIMPSON SET-XP (ICC-ES REPORT ESR-2508) B.RODS EMBEDDED IN EPOXY SHALL BE CARBON STEEL THREADED RODS PER THE EPOXY MANUFACTURER'S ICC-ES REPORT. FOR HILTI HIT-HY 200 EPOXY, HILTI HIT-Z ANCHOR RODS MAY BE SUBSTITUTED FOR THREADED RODS AT CONTRACTOR'S OPTION. C.REINFORCING STEEL BARS EMBEDDED IN EPOXY SHALL BE ASTM A615, GRADE 60, UON. D. ANCHOR EMBEDMENT AND TENSION TEST VALUES BELOW ARE TO BE USED WHEN EXPLICITLY SPECIFIED IN THE STRUCTURAL DRAWINGS. FOR LOCATIONS WHERE TENSION TEST VALUES ARE NOT SPECIFIED IN THE DRAWINGS, CONSULT WITH THE SER. C.Hnom IS MEASURED FROM FACE OF CONCRETE SUBSTRATE TO THE END OF THE BOLT. D.CONTRACTOR SHALL PROVIDE ANCHORS WITH SUFFICIENT TOTAL LENGTH FOR THE SPECIFIED EMBEDMENT LENGTH, THICKNESS OF FASTENED PART, WASHER AND NUT. E. THE DEPTH OF THE DRILLED HOLES MUST EXCEED THE SPECIFIED ANCHOR EMBEDMENT LENGTH BY A SUFFICIENT AMOUNT TO PERMIT THE ANCHORS TO BE INSTALLED TO A MINIMUM OF SIX THREADS BELOW THE SUBSTRATE SURFACE E.TESTING OF EPOXY DOWELS AT JOINTS BETWEEN NEW AND EXISTING SLABS-ON-GRADE IS NOT REQUIRED. F.TESTING OF #3 EPOXY DOWELS AT CURBS IS NOT REQUIRED. G.TESTING SHALL OCCUR AFTER EPOXY HAS CURED, AS PER MANUFACTURER'S RECOMMENDATIONS. H.OVERHEAD AND/OR CONSTANT TENSION EPOXY ANCHOR INSTALLATIONS NOT SHOWN ON THE DRAWINGS SHALL NOT BE PERMITTED UNLESS EACH CONDITION IS REVIEWED AND APPROVED IN WRITTING BY SER. I.EPOXY ANCHORS SHALL BE INSTALLED IN CONCRETE HAVING A MINIMUM AGE OF 21 DAYS AT TIME OF ANCHOR INSTALLATION. J.INSTALLATION AND INSPECTION OF EPOXY ANCHORS SHALL COMPLY WITH ACI 318-11 APPENDIX D SECTIONS D.9.2.2 AND D.9.2.4. K. FOR USES OF EPOXY DOWELS NOT EXPLICITLY SPECIFIED IN THE STRUCTURAL DRAWINGS, CONTACT THE SER. PA-10) POWDER-ACTUATED FASTENERS (PAF): A.POWDER-ACTUATED FASTENERS SHALL BE EITHER ONE OF THE FOLLOWING, UON: HILTI X-U (ICC-ES REPORT ESR-2269) AT METAL. HILTI X-CP72 (ICC-ES REPORT ESR-2379) AT PTDF. SIMPSON POWER-DRIVEN FASTENERS (ICC-ES REPORT ESR-2138) B.PROVIDE 0.08" THICK x 1.1" SQUARE OR 1.425" ROUND WASHERS FOR ALL POWDER-ACTUATED FASTENERS. C.THE MINIMUM EMBEDMENT OF POWDER-ACTUATED FASTENERS INTO CONCRETE SHALL BE 1", UON. D. THE EMBEDMENT OF POWDER-ACTUATED FASTENERS INTO STEEL SHALL BE THAT REQUIRED BY THE PAF MANUFACTURER, UON. E.TESTING OF POWDER-ACTUATED FASTENERS IS NOT REQUIRED. PA POST-INSTALLED ANCHORS PA-1) POST-INSTALLED ANCHORS INCLUDE EXPANSION ANCHORS, SCREW ANCHORS, EPOXY ANCHORS/DOWELS, AND POWDER-ACTUATED FASTENERS. PA-2) INSTALL POST-INSTALLED ANCHORS IN ACCORDANCE WITH THE APPLICABLE ICC-ES REPORT AND THE MANUFACTURER'S RECOMMENDATIONS. PA-3) USE SCANNING EQUIPMENT OR OTHER MEANS TO LOCATE AND AVOID CUTTING OR DAMAGING REINFORCING BARS. SER APPROVAL IS REQUIRED PRIOR TO CUTTING OR DAMAGING REINFORCING. PA-4) SPECIAL INSPECTION IS REQUIRED FOR ALL POST-INSTALLED ANCHOR INSTALLATIONS, UON.C.Hnom IS MEASURED FROM FACE OF CONCRETE SUBSTRATE TO THE END OF THE BOLT. D.CONTRACTOR SHALL PROVIDE ANCHORS WITH SUFFICIENT TOTAL LENGTH FOR THE SPECIFIED EMBEDMENT LENGTH, THICKNESS OF FASTENED PART, WASHER AND NUT. PA-7) EXPANSION ANCHORS IN MASONRY A.EXPANSION ANCHORS SHALL BE EITHER ONE OF THE FOLLOWING, UON: HILTI KWIK BOLT 3 (ICC-ES REPORT ESR-1385) SIMPSON WEDGE-ALL (ICC-ES REPORT ESR-1396) USE OF ZINC-PLATED CARBON STEEL EXPANSION ANCHORS IS LIMITED TO DRY, INTERIOR LOCATIONS. USE MECHANICALLY GALVANIZED EXPANSION ANCHORS AT EXTERIOR, WEATHER-EXPOSED, OR DAMP LOCATIONS. B.ANCHOR EMBEDMENTS BELOW ARE TO BE USED WHEN EXPLICITLY SPECIFIED IN THE STRUCTURAL DRAWINGS. FOR LOCATIONS WHERE TENSION TEST VALUES ARE NOT SPECIFIED IN THE DRAWINGS, CONSULT WITH THE SER. 2 5/8" 3 1/2" 4 3/8" 30 35 55 HILTI KWIK BOLT 3 IN MASONRY TORQUE TEST 2" DIAMETER VALUE (FT-LBS) 2 1/2" 3 1/2" 4" 4 15 25 65 Hnom TORQUE TESTANCHOR DIAMETER VALUE (FT-LBS)Hnom SIMPSON WEDGE-ALL IN MASONRY 4 3/4"120 5 1/4" 120 Hnom Hnom 4 1/2"3460 SIMPSON STRONG-BOLT 2 IN LIGHTWEIGHT CONCRETE 302" 3" SIMPSON STRONG-BOLT 2 IN NORMAL-WEIGHT CONCRETE 5 3/8" 30 60 90 2" 3" 60 TORQUE TESTANCHOR DIAMETER HOLE DEPTH VALUE (FT-LBS) MINIMUM TORQUE TESTANCHOR DIAMETER HOLE DEPTH VALUE (FT-LBS) MINIMUM 3/8" 3/8" 1/2" 5/8" 1/2" 3 5/8"905/8" HILTI KWIK BOLT TZ IN LIGHTWEIGHT CONCRETE 2 5/8"25 40 60 2 5/8" 3 7/8" HILTI KWIK BOLT TZ IN NORMAL-WEIGHT CONCRETE TORQUE TEST 3/4" 3/8" 1/2" 5/8" ANCHOR DIAMETER HOLE DEPTH VALUE (FT-LBS) 2 5/8" 5 3/4" 25 40 60 110 2 5/8" 4 3/4" MINIMUM TORQUE TESTANCHOR DIAMETER HOLE DEPTH VALUE (FT-LBS) MINIMUM 3/8" 1/2" 5/8" 6" 1503/4" 4 3/8" 1503/4" Hnom 2 5/16" 2 3/8" 4 7/16" 5 9/16" 2 5/16" 2 3/8" 3 9/16" 1 7/8" 2 3/4" 5 1/8" 5 3/4" 1 7/8" 2 3/4" 3 3/8" 4 1/8" Hnom Hnom Hnom HOLE DEPTH MINIMUM 3" 3 3/4" 6" 4 1/2" TENSION TEST VALUE (LBS)HOLE DEPTH MINIMUM 2 7/8" 2 3/4" 3 5/8" 3 3/8" 4 3/8" HOLE DEPTH MINIMUM HOLE DEPTH MINIMUM 3 1/8" 4" 5 1/8" 2 1/4" 2 7/8" 4" 4 5/8" 5 1/2" 6" 3/4"4 1/2" 1104 5/16" 3/8" 1/2" 5/8" 3/4" 3/8" 1/2" 5/8" 3/4" 1/4" 3/8" 1/2" 5/8" 3/4" CJ CONCRETE CONSTRUCTION JOINTS CJ-1) PROVIDE CONSTRUCTION JOINTS IN ACCORDANCE WITH ACI-318. SUBMIT SHOP DRAWINGS SHOWING PROPOSED CONSTRUCTION JOINT LOCATIONS, DETAILS AND THE PLACEMENT SEQUENCE FOR THE STRUCTURAL ENGINEER'S APPROVAL PRIOR TO PROCEEDING WITH WORK. CJ-2) NO HORIZONTAL CONSTRUCTION JOINTS WILL BE PERMITTED IN BEAMS, UPTURNED BEAMS, WALLS AND SLABS UNLESS SPECIFICALLY SHOWN ON THE DRAWINGS OR APPROVED IN WRITING BY THE DESIGN PROFESSIONALS PRIOR TO CONSTRUCTION. CJ-3) PLACE VERTICAL CONSTRUCTION JOINTS IN WALLS TO PROVIDE A 60 FT MAXIMUM LENGTH OF CONCRETE PLACEMENT AND LOCATE AS FOLLOWS: A. FOUNDATION WALLS: MINIMUM OF 8 FT FROM ANY COLUMN LINE OR WALL OPENING B. GRADE BEAMS SUPPORTING FOUNDATION WALLS: AT CENTERLINES BETWEEN SUPPORTS C. RETAINING WALLS: 60 FT MAXIMUM LENGTH OF CONCRETE PLACEMENT CJ-4) PROVIDE CONTINUOUS WATERSTOPS AT ALL CONSTRUCTION JOINTS EXPOSED TO SOIL OR WATER, AS DESCRIBED IN THE SPECIFICATIONS. MA MASONRY MA-1) LOAD BEARING AND BACKUP WALL CONCRETE MASONRY CONSTRUCTION SHALL CONFORM TO THE FOLLOWING MATERIAL STANDARDS: CONCRETE BLOCK: ASTM C9O, NORMAL WEIGHT - TYPE I MORTAR: ASTM C270, TYPE S OR M PORTLAND CEMENT / LIME ONLY (USE TYPE M MORTAR WHEN MASONRY IS IN DIRECT CONTACT WITH SOIL; TYPE S IN ALL OTHER CONDITIONS) GROUT: ASTM C476 (MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 2500 PSI) REINFORCEMENT: ASTM A615, GRADE 60 JOINT REINFORCEMENT: ASTM A82, TRUSS OR LADDER TYPE EXTERIOR JT REINF: GALVANIZE PER ASTM A153 INTERIOR JT REINF: GALVANIZE PER ASTM A641 M2-) THE MINIMUM COMPRESSIVE STRENGTH OF THE MASONRY (F' M) SHALL BE 3,000 PSI, UON, AS DETERMINED IN ACCORDANCE WITH THE ABOVE REFERENCED SPECIFICATIONS FOR MASONRY STRUCTURES. MA-3) PLACE MASONRY UNITS WITH FULL FACESHELL MORTAR COVERAGE ON HORIZONTAL AND VERTICAL FACE SHELLS. WEBS SHALL ALSO HAVE FULL MORTAR COVERAGE AROUND ALL GROUTED CELLS. MA-4) LAY MASONRY UNITS IN RUNNING BOND UON. MA-5) ALL MASONRY SHALL INCLUDE REINFORCEMENT. IF REINFORCEMENT IS NOT SPECIFICALLY INDICATED ON THE DRAWINGS, VERIFY WITH THE STRUCTURAL ENGINEER. MA-6) CALCIUM CHLORIDE SHALL NOT BE USED IN MORTAR OR GROUT. MA-7) ALL CELLS SHALL BE FULLY GROUTED. PA-8) SCREW ANCHORS A.SCREW ANCHORS SHALL BE EITHER ONE OF THE FOLLOWING, UON: SIMPSON TITEN HD (ICC-ES REPORT ESR-2713) HILTI KWIK HUS-EZ (ICC-ES REPORT ESR-3027) B.ANCHOR EMBEDMENTS AND TENSION TEST VALUES BELOW ARE TO BE USED WHEN EXPLICITLY SPECIFIED IN THE STRUCTURAL DRAWINGS. FOR LOCATIONS WHERE TENSION TEST VALUES ARE NOT SPECIFIED IN THE DRAWINGS, CONSULT WITH THE SER. PA-5) FIELD TESTING OF POST-INSTALLED ANCHORS IS REQUIRED, UON. TEST INSTALLED ANCHORS IN ACCORDANCE WITH THE FOLLOWING: A.TEST 100% OF ANCHORS AT ALL STRUCTURAL APPLICATIONS, UON. B.TEST 50% OF ANCHORS AT ALL NON-STRUCTURAL APPLICATIONS (SUCH AS EQUIPMENT ANCHORAGE), UON. C.TEST 10% OF ANCHORS AT SILL PLATE BOLTING APPLICATIONS, UON. D.IF ANY ANCHOR FAILS TESTING, TEST ALL ANCHORS OF THE SAME TYPE NOT PREVIOUSLY TESTED UNTIL 20 CONSECUTIVE ANCHORS PASS. E.FIELD TESTS SHALL BE EITHER TENSION TESTS OR TORQUE TESTS, AS REQUIRED FOR THE SPECIFIC ANCHOR TYPE. F.TENSION TESTS: APPLY TEST LOADS TO ANCHORS WITHOUT REMOVING THE NUT IF POSSIBLE. IF NOT, REMOVE NUT AND INSTALL A THREADED COUPLER TO THE SAME TIGHTNESS AS THE ORIGINAL NUT USING A TORQUE WRENCH. REACTION LOADS FROM TEST FIXTURES MAY BE APPLIED CLOSE TO THE ANCHOR BEING TESTED, PROVIDED THE ANCHOR IS NOT RESTRAINED FROM WITHDRAWING BY THE FIXTURES. TO BE ACCEPTABLE, ANCHORS SHALL HAVE NO OBSERVABLE MOVEMENT AT THE APPLICABLE TEST LOAD (OBSERVABLE MOVEMENT IS DEFINED AS THE WASHER UNDER THE NUT BECOMING LOOSE). G.TORQUE TESTS: TO BE ACCEPTABLE, THE APPLICABLE TEST TORQUE MUST BE REACHED WITHIN ONE-HALF TURN OF THE NUT. H.TEST EQUIPMENT IS TO BE CALIBRATED BY AN APPROVED TESTING LABORATORY IN ACCORDANCE WITH STANDARD RECOGNIZED PROCEDURES. I.FIELD TESTING SHALL BE DONE IN THE PRESENCE OF THE PROJECT INSPECTOR. J.TESTING SHOULD OCCUR A MINIMUM OF 24 HOURS AFTER INSTALLATION OF THE SUBJECT ANCHOR. NEW YORK CITY WASHINGTON, DC PRINCETON DURHAM TORONTO WWW.LORINGENGINEERS.COM LORING NO. 9906 300 ALEXANDER PARK, STE 310PRINCETON, NJ 08540 TEL (609) 716-6160 FAX (609) 716-6162 ikon.5 864 Mapleton Road Princeton, NJ 08540 609.919.0099 fax 609.919.0088 a r c h i t e c t s www.ikon5architects.com T.G. MILLER, P.C. ENGINEERS AND SURVEYORS 203 NORTH AURORA STREET ITHACA, NEW YORK 14850 WWW.TGMILLERPC.COM 607-272-6477 DRAWING NO.: DRAWN BY: DATE: SHEET TITLE: PROJECT TITLE: PROFESSIONAL LICENSE NUMBER VERSIONS NO.DATE DESCRIPTION 238 LINDEN AVENUE ITHACA, NY LANDSCAPE ARCHITECT: FIRE PROTECTION, PLUMBING, MECHANICAL, ELECTRICAL ENGINEER: STRUCTURAL ENGINEER: CIVIL ENGINEER: ARCHITECT: 1 01.17.2018 CONSTRUCTION DOCUMENTS GENERAL NOTES II S0.03 TT 01.17.2018 SU SUBMITTALS SU-1) [TWENTY] WORKING DAYS PRIOR TO SUBMITTING SHOP DRAWINGS, THE CONTRACTOR SHALL SUBMIT FOR STRUCTURAL ENGINEER' S REVIEW A SCHEDULE WHICH DETAILS THE ESTIMATED QUANTITY OF SHOP DRAWINGS AND THE DATE THE SHOP DRAWINGS WILL BE RECEIVED BY THE STRUCTURAL ENGINEER. THE STRUCTURAL ENGINEER SHALL HAVE THE OPPORTUNITY TO REVIEW THE PROPOSED SCHEDULE AND SUBMIT COMMENTS TO THE CONTRACTOR. THE FINAL SHOP DRAWING SCHEDULE SHALL BE DEVELOPED AND SUBMITTED TO THE STRUCTURAL ENGINEER. IN ACCORDANCE WITH THE SHOP DRAWING SCHEDULE, THE STRUCTURAL ENGINEER WILL RETURN THE SHOP DRAWING ITEMS WITHIN TEN WORKING DAYS AFTER HAVING RECEIVED THE REPRODUCIBLE SHOP DRAWING. SU-2) THE CONTRACTOR IS TO REVIEW EACH SUBMITTAL PRIOR TO FORWARDING TO ARCHITECT AND STRUCTURAL ENGINEER. THE CONTRACTOR IS TO STAMP EACH SUBMITTAL VERIFYING THAT THE FOLLOWING IS ADDRESSED: 1.THE SHOP DRAWING IS REQUESTED. 2.THE SHOP DRAWING IS BASED ON THE LATEST DESIGN. 3.THE ARCHITECT' S AND STRUCTURAL ENGINEER' S COMMENTS FROM ANY PREVIOUS SUBMITTALS ARE ADDRESSED. 4.THE WORK IS COORDINATED AMONG ALL CONSTRUCTION TRADES. 5.REVISIONS FROM PREVIOUS SUBMITTALS ARE CLEARLY MARKED BY CIRCLING OR CLOUDS. 6.SUBMITTAL IS COMPLETE. 7. SUBMITTAL DOES NOT INCLUDE SUBSTITUTION REQUEST 8.SUBMITTAL SHALL INCLUDE A STAMP INDICATING PROJECT NAME AND LOCATION, SUBMITTAL NUMBER, SPECIFICATION SECTION NUMBER. THE STRUCTURAL ENGINEER SHALL RETURN, WITHOUT COMMENT, SUBMITTALS WHICH THE CONTRACTOR HAS NOT STAMPED OR WHICH DO NOT MEET THE ABOVE REQUIREMENTS. THE STRUCTURAL ENGINEER' S REVIEW OF SUBMITTALS SHALL BE FOR GENERAL CONFORMANCE WITH THE DESIGN INTENT. NO WORK SHALL BE STARTED WITHOUT SUCH REVIEW. SU-3) FOR COMPONENTS THAT REQUIRE ENGINEERING BY THE CONTRACTOR, PROVIDE A NOTE ON EACH SHOP DRAWING, WRITTEN AND SIGNED BY THE SUPPLIER' S ENGINEER, INDICATING THAT THE SHOP DRAWING IS IN CONFORMANCE WITH THE CALCULATIONS OF THE CONTRACTOR' S ENGINEER. SU-4) THE FOLLOWING ITEMS REQUIRE SUBMITTALS FOR STRUCTURAL REVIEW AS OUTLINED IN THE SPECIFICATIONS: 03 10 00 S CALC CONCRETE FORMWORK 03 20 00 S CONCRETE REINFORCING LAYOUT 03 30 00 S CONCRETE MIX DESIGNS 03 30 00 S CONCRETE CONSTRUCTION JOINT LAYOUT 04 10 00 S MASONRY REINFORCEMENT LAYOUT 04 10 00 S GROUT MIX DESIGNS 05 10 00 S STRUCTURAL STEEL 05 10 00 S CALC STRUCTURAL STEEL CONNECTION 05 30 00 S CALC STEEL FLOOR DECK 05 30 00 S CALC STEEL ROOF DECK AC ARCHITECTURAL CLADDING AC-1) TYPICAL DETAILS INDICATE GENERAL REQUIREMENT FOR ASSUMED CONNECTIONS OF ARCHITECTURAL CLADDING TO BASE BUILDING STRUCTURES. PROVIDE DESIGNS THAT MEET INDICATED CRITERIA AND CONFORM TO LISTED CODES AND STANDARDS. REFER TO SUBMITTALS SECTION IN THESE GENERAL NOTES FOR ADDITIONAL REQUIREMENTS. SU-5) THE FOLLOWING SHOP DRAWINGS SHALL SHOW THE MAGNITUDES, DIRECTIONS, LOCATIONS AND CONNECTION CONDITIONS OF ALL LOADS IMPOSED ON THE ARCHITECTURAL ORNAMENTATION (FLAGPOLES, BANNERS,MASTS, ETC.) ELEVATOR REACTIONS SKYLIGHTS IN ADDITION TO THE SHOP DRAWING REQUIREMENTS ABOVE, THE FOLLOWING SUBMITTALS SHALL ALSO LIST THE DESIGN LOADS USED AND BE SIGNED AND SEALED BY A LICENSED PROFESSIONAL ENGINEER IN THE STATE IN WHICH THE PROJECT IS LOCATED: COLD-FORMED METAL FRAMING EXTERIOR CLADDING SYSTEMS SU-6) DEFERRED SUBMITTALS SHALL FIRST BE SUBMITTED TO THE PROJECT ARCHITECT AND/OR THE ENGINEER OF RECORD FOR REVIEW AND COORDINATION. FOLLOWING THE COMPLETION OF THE ARCHITECT'S OR ENGINEER'S REVIEW, A SUBMITTAL TO THE PLAN CHECK AUTHORITY SHALL BE MADE FOR REVIEW AND APPROVAL. THIS SUBMITTAL SHALL BE PROCESSED IN ACCORDANCE WITH CBC APPENDIX CHAPTER 1, SECTION 106.3.4.2. FOR A LIST OF DEFERRED ITEMS, SEE ARCHITECTURAL DRAWINGS. S = SHOP DRAWINGS AND/OR PRODUCT DATA REQUIRED CALC = SUPPORTING CALCULATIONS REQUIRED, SIGNED AND SEALED BY A LICENSED [PROFESSIONAL, STRUCTURAL] ENGINEER IN THE STATE IN WHICH THE PROJECT IS LOCATED. THE ITEMS IN THIS SECTION REQUIRE SHOP DRAWINGS, SUBMITTED FOR REVIEW OF INTERACTION WITH THE BASE BUILDING STRUCTURE. SS STRUCTURAL STEEL SS-1)STEEL MATERIALS SHALL CONFORM TO THE FOLLOWING MINIMUM REQUIREMENTS UNLESS OTHERWISE NOTED ON THE CONTRACT DOCUMENTS: ROLLED SHAPES CHANNELS AND JOISTS: ASTM A572 OR A992, MIN. YIELD STRENGTH 50 KSI MISCELLANEOUS ANGLES: ASTM A36 HOLLOW STRUCTURAL SECTIONS: ASTM A500 GRADE B, MIN YIELD STRENGTH 46 KSI FOR RECTANGULAR HSS. BASE PLATES A572, MIN YIELD STRENGTH 50 KSI SS-2)CONNECTION MATERIAL SHALL CONFORM TO THE FOLLOWING MINIMUM REQUIREMENTS OR AS NEEDED FOR CONNECTION DESIGN: ANGLES: ASTM A36 WTs:ASTM A992 PLATES:ASTM A36, MIN YIELD STRENGTH 36 KSI OR ASTM A572, MINIMUM YIELD STRENGTH 50 KSI BOLTS:ASTM A325 NUTS:ASTM A563 WASHERS:ASTM F436 ANCHOR RODS:ASTM F1554 GRADE 55 WITH WELDABILITY SUPPLEMENT S1 HEADED STUDS ASTM A 108,GRADE 1010 THROUGH 1020 HEADED STUD TYPE, COLD-FINISHEDCARBON STEEL, AWS D1.1, TYPE B. ¾”Ø UON WELD ELECTRODES:E70XX SS-3)WHERE NO CAMBER IS INDICATED, FABRICATE BEAMS SO THAT ANY NATURAL CAMBER IS UPWARD AFTER ERECTION. SS-4)SPLICES SHALL BE ALLOWED ONLY AT LOCATIONS SPECIFICALLY INDICATED ON THE STRUCTURAL DRAWINGS UNLESS APPROVED OTHERWISE BY THE SER IN WRITING. SS-5)FOR STEEL MEMBERS AND EMBEDMENTS EXPOSED TO WEATHER, PROVIDE HOT-DIPPED GALVANIZED FINISH OR APPROVED ZINC RICH EXTERIOR COATING SYSTEM. SS-6)FIELD MODIFICATION OF STRUCTURAL STEEL IS PROHIBITED WITHOUT PRIOR WRITTEN APPROVAL OF THE DESIGN PROFESSIONALS. SC STRUCTURAL STEEL CONNECTIONS SC-1)ALL STEEL DETAILS AND CONNECTIONS SHALL BE IN ACCORDANCE WITH THE REQUIREMENTS OF "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS”, AISC-LOAD AND RESISTANCE FACTOR DESIGN. SC-2)ALL CONNECTIONS, UNLESS INDICATED AS BEING COMPLETELY DESIGNED ON THE STRUCTURAL DRAWINGS, SHALL BE DESIGNED AND DETAILED BY A [PROFESSIONAL/STRUCTURAL] ENGINEER LICENSED IN THE STATE WHERE THE PROJECT IS LOCATED. THE DESIGN AND DETAILING SHALL COMPLY WITH ALL APPLICABLE CODES AND SPECIFICATION SECTIONS. SC-3)UNLESS OTHERWISE NOTED, DETAILS INDICATED ON DRAWINGS INDICATE GENERAL CRITERIA FOR DESIGN AND DETAILING OF CONNECTIONS. DETAILS INDICATED ON DRAWINGS ARE NOT INTENDED TO CONVEY COMPLETE CONNECTOR SIZES, PLATE SIZES, WELD SIZES, NUMBER OF BOLTS, OR ANY OTHER SPECIFIC INFORMATION THAT IS OBTAINED THROUGH DESIGNING OF AN INDIVIDUAL CONNECTION FOR A GIVEN SET OF LOADS. THESE DETAILS DO NOT SHOW ERECTION AIDS. PROVIDE ERECTION AIDS AS REQUIRED AND REMOVE THEM AFTER WORK IS COMPLETE. SC-4)SUBMIT CONNECTIONS NOT SPECIFICALLY DETAILED ON THE DRAWINGS TO THE SER FOR REVIEW PRIOR TO REVIEW OF SHOP DRAWINGS. FOR BIDDING PURPOSES, WHERE NO MOMENT IS INDICATED ON DRAWINGS PROVIDE FULL MOMENT CAPACITY OF MEMBER (.9 Fy Z) AND WHERE NO VERTICAL SHEAR IS INDICATED ON DRAWINGS PROVIDE FULL SHEAR CAPACITY (.54 Fy d tw). SC-5) ALTERNATE CONNECTIONS TO THOSE SHOWN ON DRAWINGS WILL ONLY BE CONSIDERED ACCEPTABLE IF CONTRACTOR FORMALLY SUBMITS ALTERNATES AND THE SER APPROVES THE SUBMITTAL. SC-6)FOR CONNECTION DESIGN AND DETAILING, SET CONNECTION WORK POINT AT INTERSECTION OF MEMBER CENTERLINES, UON. SC-7)DESIGN ALL CONNECTIONS FOR FORCES INDICATED ON THE DRAWINGS. CONNECTION DESIGN FORCES INDICATED ON THE DRAWINGS ARE FACTORED UON. SC-8)USE NO MORE THAN TWO BOLT DIAMETERS, ALL BOLTS OF THE SAME DIAMETER SHALL BE OF THE SAME GRADE, SKIP ONE SIZE BETWEEN DIAMETERS. BOLTS TO BE A MINIMUM OF 3/4-INCH DIAMETER GRADE A325 OR AS COORDINATED WITH COMPLETELY DESIGNED CONNECTIONS. SC-9) BEAM CONNECTION DESIGN NOTES SEE PLANS AND ELEVATIONS FOR BEAM REACTIONS AND MOMENTS THAT ARE LARGER THAN THE VALUE SHOWN IN SCHEDULES. DEVELOP THE LARGER OF THE BEAM SHEAR REACTION SCHEDULED, SHOWN ON PLANS OR SHOWN ON ELEVATIONS. DEVELOP THE LARGER OF THE MOMENT SCHEDULED, SHOWN ON PLANS OR SHOWN ON ELEVATIONS. DEVELOP THE LARGER OF THE AXIAL FORCE DENOTED AS TF SHOWN ON PLANS OR SHOWN ON ELEVATIONS. SEE STEEL BEAM LEGEND. ALL BEAM REACTIONS, AXIAL FORCES AND MOMENTS SHOWN ACT CONCURRENTLY. UON, BEAM REACTIONS ACT IN GRAVITY DIRECTION WHILE AXIAL FORCES AND MOMENTS ARE TO BE CONSIDERED REVERSIBLE. EXCEPT WHERE “SNUG TIGHT” INSTALLATION IS SPECIFICALLY PERMITTED ON DRAWINGS OR “SLIP CRITICAL” DETAILING IS REQUIRED, ALL HIGH STRENGTH BOLTS SHALL BE INSTALLED AS FULL PRETENSIONED BOLTS. AT A MINIMUM ALL BOLTED MOMENT AND AXIAL CONNECTION SHALL HAVE PRETENSIONED BOLTS IN STANDARD HOLES. BOLTED MOMENT CONNECTIONS AT CANTILEVERS AND BACKSPANS SHALL USE SLIP CRITICAL BOLTS. DO NOT USE OVERSIZED OR SLOTTED HOLES FOR ANY CONNECTIONS UNLESS SPECIFICALLY INDICATED ON THE DRAWINGS OR APPROVED IN WRITING BY THE SER. SC-10)ALL WELDING SHALL CONFORM TO THE REQUIREMENTS OF THE STRUCTURAL WELDING CODE, ANSI/AWS D1.1, LATEST EDITION. ALL WELD SIZES SHALL BE THE LARGER OF THE SIZE REQUIRED BY CONNECTION FORCES, THE MINIMUM SIZE PER ANSI/AWS D1.1, OR 3/16 INCH MINIMUM FILLET WELD UON. ANY WELD SIZES SHOWN ON THE DESIGN DRAWINGS ARE CONSIDERED EFFECTIVE WELD SIZES AND SHALL BE INCREASED IN ACCORDANCE WITH AWS AS REQUIRED BY GAPS OR SKEWS BETWEEN COMPONENTS. SC-11)DESIGN, DETAIL, FURNISH AND INSTALL STIFFENERS, CONTINUITY PLATES, DOUBLER PLATES, OR OTHER NECESSARY ADDITIONAL LOCAL STRENGTHENING MEASURES AS REQUIRED. MEMBER SIZES INDICATED ON THE DRAWINGS ARE BASED ON MEMBER BEHAVIOR AWAY FROM CONNECTIONS. NEW YORK CITY WASHINGTON, DC PRINCETON DURHAM TORONTO WWW.LORINGENGINEERS.COM LORING NO. 9906 300 ALEXANDER PARK, STE 310PRINCETON, NJ 08540 TEL (609) 716-6160 FAX (609) 716-6162 ikon.5 864 Mapleton Road Princeton, NJ 08540 609.919.0099 fax 609.919.0088 a r c h i t e c t s www.ikon5architects.com T.G. MILLER, P.C. ENGINEERS AND SURVEYORS 203 NORTH AURORA STREET ITHACA, NEW YORK 14850 WWW.TGMILLERPC.COM 607-272-6477 DRAWING NO.: DRAWN BY: DATE: SHEET TITLE: PROJECT TITLE: PROFESSIONAL LICENSE NUMBER VERSIONS NO.DATE DESCRIPTION 238 LINDEN AVENUE ITHACA, NY LANDSCAPE ARCHITECT: FIRE PROTECTION, PLUMBING, MECHANICAL, ELECTRICAL ENGINEER: STRUCTURAL ENGINEER: CIVIL ENGINEER: ARCHITECT: 1 01.17.2018 CONSTRUCTION DOCUMENTS GENERAL NOTES III S0.04 TT 01.17.2018 1 2.2 3 4 5 2 2.5 2.6 3.2 3.5 4.3 4.2 4.5 A A C C D D F F E B 6' - 1"1' - 3"6' - 1"3' - 3"4' - 10 1/2"6' - 1"3' - 3"2' - 5 1/2"4' - 10 1/2"6' - 2 1/2"9"5' - 4"3' - 9"18' - 5" 4' - 10 1/2"22' - 2" 4.9 9' - 7 1/2" 9' - 4" 1 S2.01 2 S2.01 3 S2.01 1 S2.02 2 S2.02 2 S2.03 -5'-0"-5'-0"-5'-0"-5'-0" 3' - 2 1/2"3"3"7' - 10"3"1' - 9"BOW732TOW737.5 EG737 EG736 EG734.5 EG734.5EG738 TOW738.5 EG734.5EG739 TOW739.5 EG740 TOW740.5 EG734.5 EG741 TOW741.5 BOW732 TOW740.5 EG740 EG740 TOW741.5 EG741 EG735 TOW743 EG742.5 TOW744 EG743.5 TOW744 EG744 EG735 BOW732 TOF732 BOW733.5 EG736 EG735 4' - 7"TOF733.5 EG737 EG738 EG739 TOW742.3TOW738TOW737.5 EG736 1 S2.03 1 S3.01 SW4 SW2SW1SW7 SW1ATOW736.5 TOW74.5 EG742 SW1AEG735 SW6SW5SW4SW3A*5' - 6" EG744 SW3A*GB GB GB 3"3"IJ IJ 1 S4.01 T/SOG EL: +734'-6" LGP LGP LGP LGPSW3SW8*SW8 8' - 11" -7'-0" SUMP PIT STEP IN FTG 2 S3.01 LGP 4' - 7" 3' - 6" 3' - 0" SW8 40" DIA. X 6' DEEP SUMP PIT SEE MEP DWG4' - 0"SW9* 2 S3.02 3 S3.01 GB1 S3.02 3 S3.02 4 S2.13 F3.5 F3F3 2' - 0" 3 S2.03 7' - 6 3/4" 7' - 1 3/4"1' - 7"1' - 3"2' - 0" 4 S2.03 4 S2.02 GB LGP LGP LGP LGP TYP F3 F34 S2.13 SIM [-2'-6"] [-2'-6"] 4 S2.13 SIMW1 [-4'-6"] PA*PA PA PA PA PA PA PA PA PA 18"X18" PIER SEE /1 S2.14 GB GBGBGB1'-0".GBGBSEE ARCH DWG FOR GUARD RAIL EMBED SEE ARCH DWG FOR GUARD RAIL EMBED FOUNDATION PLAN NOTES: SW..INDICATES SITE RETAINING WALLS. FOR WALL AND FOUNDATIONS INFORMATION, SEE AND /1 S2.12 /5 S2.12 TOW..INDICATES TOP OF WALL AND BOTTOM OF WALL ELEVATION BOW..IN FEET RESPECTIVELY. EG..INDICATES APPROXIMATE EXTERIOR FINISHED GRADE IN FEET. 1. TOP OF WALL FOOTING IS AT BOTTOM OF WALL TYP UON. 2. VERIFY LOCATION OF UNDERGROUND UTILITIES BEFORE EXCAVATIONS. NOTIFY THE ARCHITECT PRIOR TO EXCAVATION IN THE EVENT SUCH UTILITIES ARE ENCOUNTERED. 3. CONTRACTOR SHALL COORDINATE ALL UTILITY PENETRATIONS THROUGH FOOTINGS, CONCRETE WALLS, AND SLABS WITH DETAILS ON S2 SERIES DRAWINGS. 4. FOR DRAINAGE DETAILS, SUMPS, PITS, DAMP PROOFING, TRENCHES, CURBS, EXTERIOR WALKS, UTILITIES, EQUIPMENT DETAILS, ETC., SEE DRAWINGS OTHER THAN STRUCTURAL. 5. SEE ARCH DWGS FOR EDGE OF SLAB LOCATIONS 6. TOP OF CONCRETE SLAB ELEVATION INDICATED ON THIS PLAN IS FOR REFERENCE ONLY. COORDINATE WITH ARCH. DWGS. FOR EXACT TOP OF SLAB ELEVATIONS, DEPRESSIONS, STEPS, SLOPES, DRAINAGE, OPENINGS, ETC. 7.TOP OF ALL EXTERIOR FOUNDATIONS SHALL BE AT LEAST 2'-6" BELOW GRADE LEVEL TO PROTECT AGAINST FROST. TYP. UON. 8.TOP OF ALL INTERIOR FOUNDATIONS SHALL BE AT LEAST 1'-0" BELOW TOP OF SOG. TYP. UON. 9.ALL FOUNDATION WORK SHALL BE PERFORMED UNDER THE OBSERVATION OF LICENSED GEOTECHNICAL ENGINEER, RETAINED BY THE OWNER. 10.CONTRACTOR SHALL BE RESOPNSIBLE TO PROTECT ALL EXCAVATION SLOPES 11. PIPE OR CONDUIT PLACED IN SLAB ON GRADE SHALL NOT BE SPACED CLOSER THAN 3X THEIR DIAMETER ON CENTER. NO PIPE OR CONDUITS SHALL BE PLACED IN THE SLAB ON GRADE WITHIN 12 INCHES OF ANY COLUMN FACE. 16. REFER TO S6 SERIES FOR CMU WALL REINFORCEMENT 17.REFER TO FOR BASEPLATE INFORMATION 18.FOR ADDITIONAL INFORMATION REFER TO THE FOLLOWING DWGS: DRAWING LIST AND GEN NOTES S0 SERIES DWGS PLANS S1 SERIES DWGS FOUNDATION DETAILS S2 SERIES DWGS ELEVATIONS S3 SERIES DWGS CONCRETE SECTIONS AND DETAILS S4 SERIES DWGS STEEL SECTIONS AND DETAILS S5 SERIES DWGS 19.LEGEND S.O.G.:DENOTES 5" THICK NORMAL WEIGHT CONCRETE SLAB ON GRADE REINFORCED WITH TOP LAYER OF WWF 6X6-W6XW6 REFER TO TYPICAL SLAB ON GRADE DETAILS ON SHEET S2.11 F...[ ]INDICATES FOOTING TYPE AND TOP OF FOOTING ELEVATION. REFER TO S2 SERIES FOR SCHEDULE INDICATES TYPICAL 8" CMU WALL REINFORCED WITH #5 (VERT.) @ 16" OC. REFER TO TYPICAL CMU WALL SCHEDULE FOR HORIXONTAL REINF. PROVIDE BOND BEAM WITH 2#4 AT TOP AND BOTTOM OF CMU WALL AND AT ROOF LEVEL WITH ADDITIONAL BOND BEAMS AT 4'-0" OC. MAX. SEE S6 SERIES FOR LINTEL, JAMB, AND PIER INFORMATION INDICATES STEP IN FOOTING. SEE DETAIL WF1[ ] INDICATES CONTINUOUS WALL FOOTING 24"X18" DEEP WITH 3 - #5 LONGITUDINAL BARS AND #5 BARS @ 12" OC. IN THE SHORT DIRECTION. GB INDICATES 24"X18" GRADE BEAM. TOP TO BE FLUSH WITH WALL/COLUMN FOOTING AND CENTERED ON HSS COLUMN WITH 8-#6 AND #4 TIES @ 12" OC. GB REBAR TO BE CONTINUOUS THROUGH FOOTING TO FAR SIDE DISCONTINUITY ENDS. IJ INDICATES 1 1/2" ISOLATION JOINT. SEE ARCH DWG FOR FILLER MATERIAL. W1 INDICATES 12" SHEAR WALL WITH #5 AT 12" OC EW AND EF. REFER TO SECTION FOR FOOTING ELEVATION, SIZE AND REINFORCEMENT. /1 S5.01 NEW YORK CITY WASHINGTON, DC PRINCETON DURHAM TORONTO WWW.LORINGENGINEERS.COM LORING NO. 9906 300 ALEXANDER PARK, STE 310PRINCETON, NJ 08540 TEL (609) 716-6160 FAX (609) 716-6162 ikon.5 864 Mapleton Road Princeton, NJ 08540 609.919.0099 fax 609.919.0088 a r c h i t e c t s www.ikon5architects.com T.G. MILLER, P.C. ENGINEERS AND SURVEYORS 203 NORTH AURORA STREET ITHACA, NEW YORK 14850 WWW.TGMILLERPC.COM 607-272-6477 DRAWING NO.: DRAWN BY: DATE: SHEET TITLE: PROJECT TITLE: PROFESSIONAL LICENSE NUMBER VERSIONS NO.DATE DESCRIPTION 238 LINDEN AVENUE ITHACA, NY LANDSCAPE ARCHITECT: FIRE PROTECTION, PLUMBING, MECHANICAL, ELECTRICAL ENGINEER: STRUCTURAL ENGINEER: CIVIL ENGINEER: ARCHITECT: 1 01.17.2018 CONSTRUCTION DOCUMENTS LOWER LEVEL PLAN S1.00 TT 01.17.2018 1/4" = 1'-0" LOWER LEVEL1 N 1 2.2 3 4 5 2 2.5 2.6 3.2 3.5 4.3 4.2 4.5 A C D F E 19' - 7 1/2"14' - 2 1/2"16' - 8"7' - 4"6' - 1"1' - 3"6' - 1"3' - 3"4' - 10 1/2"6' - 1"3' - 3"6' - 2 1/2"9"5' - 4"3' - 9"18' - 5" 4' - 10 1/2"22' - 2"B D1 D1 D24.92' - 5 1/2"4' - 10 1/2"1 S2.01 2 S2.01 3 S2.01 1 S2.02 2 S2.02 2 S2.03 PB PB 1 S5.02 PA3"PA PA 5' - 9"1 S2.03 1 S3.01 1 S4.01 P LGP LGP T/FLOOR EL: +744'-6"8' - 4"2' - 2" 1' - 2 3/4"3' - 8"6 S2.01 LGP P P PPLGP LGP LGP 2 S3.01 10" 2 S3.02 3 S3.01 1 S3.02 3 S3.02 3 S5.01 TYP LGP LGP 4 S5.01 19' - 2 1/2" TYPP4 P4-4"-4"-4"D5LGP LGP LGP LGP HSS WC2 S5.02P4HSS WCP1.5 V30 W10X26 V30 V25 W10X22 V35 V10 W10X22 V10 V10W8X18LOWV10PA*PA P*P P P PA PA 2 S4.01 2 S5.02 LGP ABOVE 8' - 10 1/2" FLOOR/ROOF DECK AND FRAMING SCHEDULE SLAB MARK STEEL DECK CFMF NOTES 9/16" CORRUGATED MD 10" FRAMING @16"OCD1 TYP. FLOOR 9/16" CORRUGATED MD D2 CORRIDOR 1 /2" B DECK D3 ROOF 8" FRAMING @16"OC 8" FRAMING @16"OC 1 /2" B DECK D4 SHAFT ROOF6" FRAMING @16"OC D5 ENTRY6" FRAMING @16"OC9/16" CORRUGATED MD FLOOR PLAN NOTES: 1.SEE GENERAL NOTES ON S0 SERIES DRAWINGS. 2. NOMINAL FLOOR ELEVATION IS CALLED OUT ON PLAN. 3. TOP ELEVATION OF FRAMING IS AT -[0'-1 13/16"] RELATIVE TO NOMINAL FLOOR ELEVATION. TYP. UON. 4. TOP ELEVATION OF CORRUGATED METAL DECK IS AT -[0'-1 1/4"] RELATIVE TO NOMINAL FLOOR ELEVATION. TYP. UON. 5. DEPRESSIONS, CURBS, AND OPENINGS SHOWN ON THIS PLAN ARE NOT COMPLETE AS TO NUMBER, SIZE, AND LOCATION. FOR COMPLETE INFORMATION, REFER TO DRAWINGS OTHER THAN STRUCTURAL. 6.ALL BEARING WALLS ARE INTENDED TO BE LATERAL LOAD RESISTING WALL. FLOOR DIAPHRAGM AND SHEAR WALL DESIGN SHALL BE COORDINATED. PROVIDE LOADS IMPOSED AT JAMB OF SHEAR WALL TO E.O.R 7. ALL CONNECTIONS TO BE DESIGNED FOR A MINIMUM SHEAR LOAD OF 10K UON ON PLAN 8.LEGEND: INDICATES CFMF 10" BOX DRAG BEAM BY OTHERS. WITH SERVICE AXIAL LOAD (KIPS). TOP ELEVATION IS AT [-1 13/16"] TYP. UON. INDICATES STEEL CANOPY OUTRIGGER SEE PART PLAN AND SECTION. TOP ELEVATION IS AT [-1 13/16"] TYP. UON. INDICATES LIGHT GAGE BOX POST BY OTHERS. PROVIDE REACTIONS TO E.O.R. P INDICATES STEEL HSS6X6X1/4 POST CONT THROUGH THIS LEVEL PA INDICATES STEEL HSS6X6X1/4 POST ABOVE THIS LEVEL PB INDICATES STEEL HSS6X6X1/4 POST BELOW THIS LEVEL WHERE * OCCURS AFTER "P","PA", OR "PB", POST TO BE HSS6X6X1/2 LGP INDICATES CFMF 10" BOX BEAM BY OTHERS. TOP ELEVATION IS AT [-1 13/16"] TYP. UON. P... INDICATES STEEL FRAMING WITH SERVICE PASS THRU AXIAL LOAD (KIPS) IMPOSED ON ADJACENT CFMF. TOP ELEVATION IS AT [-1 13/16"] TYP. UON. INDICATES STEEL HSS WIND COLLECTOR OR WIND GIRT SEE ELEVATION FOR SIZES AND LOCATIONS. HORIZ CONN FORCE 10K. TYP. UON. P...P... INDICATES STEEL FRAMING WHERE "V" REPRESENTS THE MAGNITUDE OF FACTORED SHEAR LOAD (KIPS). TOP ELEVATION IS AT [-1 13/16"] TYP. UON. HSS WC OR WG V...V...NEW YORK CITY WASHINGTON, DC PRINCETON DURHAM TORONTO WWW.LORINGENGINEERS.COM LORING NO. 9906 300 ALEXANDER PARK, STE 310PRINCETON, NJ 08540 TEL (609) 716-6160 FAX (609) 716-6162 ikon.5 864 Mapleton Road Princeton, NJ 08540 609.919.0099 fax 609.919.0088 a r c h i t e c t s www.ikon5architects.com T.G. MILLER, P.C. ENGINEERS AND SURVEYORS 203 NORTH AURORA STREET ITHACA, NEW YORK 14850 WWW.TGMILLERPC.COM 607-272-6477 DRAWING NO.: DRAWN BY: DATE: SHEET TITLE: PROJECT TITLE: PROFESSIONAL LICENSE NUMBER VERSIONS NO.DATE DESCRIPTION 238 LINDEN AVENUE ITHACA, NY LANDSCAPE ARCHITECT: FIRE PROTECTION, PLUMBING, MECHANICAL, ELECTRICAL ENGINEER: STRUCTURAL ENGINEER: CIVIL ENGINEER: ARCHITECT: 1 01.17.2018 CONSTRUCTION DOCUMENTS GROUND FLOOR FRAMING PLAN S1.01 TT 01.17.2018 1/4" = 1'-0" LEVEL 1 FRAMING PLAN1 N 1 2.2 3 4 5 2 2.5 2.6 3.2 3.5 4.3 4.2 4.5 A A C C D D F E B 19' - 7 1/2"14' - 2 1/2"16' - 8"7' - 4"6' - 1"1' - 3"6' - 1"3' - 3"4' - 10 1/2"6' - 1"3' - 3"2' - 5 1/2"4' - 10 1/2"6' - 2 1/2"9"5' - 4"3' - 9"18' - 5" 4' - 10 1/2"22' - 2" D1 D1 D24.9 1 S2.01 2 S2.01 PB PB HSS10X6X5/16PB PB HSS6X6X1/4 WIND GIRT1 S3.01 BEARING WALL BELOW BEARING WALL BELOWHSS10X6X5/16PB S5.11 1 S5.11 1 2 S5.11 LGP LGP LGP LGP LGP T/FLOOR EL: +754'-3" D1D1 D2PP PP3' - 8"1' - 2 3/4"8' - 4"2' - 2" PB W10X26 T/STEEL EL: 754'-7 3/4" LGP LGP 2 S3.01 2 S3.02 3 S3.01 1 S3.02 3 S3.02 P3 LGP LGP LGP LGP HSS WCHSS WG HSS WCP4P4HSS WG P4P44 S5.01 D5P2 P2P1.5P1.5HSS WCHSS WCHSS WG P4P1.5 P44 S5.01 P*P P* P P P P P LGP 8' - 10 1/2" FLOOR PLAN NOTES: 1.SEE GENERAL NOTES ON S0 SERIES DRAWINGS. 2. NOMINAL FLOOR ELEVATION IS CALLED OUT ON PLAN. 3. TOP ELEVATION OF FRAMING IS AT -[0'-1 13/16"] RELATIVE TO NOMINAL FLOOR ELEVATION. TYP. UON. 4. TOP ELEVATION OF CORRUGATED METAL DECK IS AT -[0'-1 1/4"] RELATIVE TO NOMINAL FLOOR ELEVATION. TYP. UON. 5. DEPRESSIONS, CURBS, AND OPENINGS SHOWN ON THIS PLAN ARE NOT COMPLETE AS TO NUMBER, SIZE, AND LOCATION. FOR COMPLETE INFORMATION, REFER TO DRAWINGS OTHER THAN STRUCTURAL. 6.ALL BEARING WALLS ARE INTENDED TO BE LATERAL LOAD RESISTING WALL. FLOOR DIAPHRAGM AND SHEAR WALL DESIGN SHALL BE COORDINATED. PROVIDE LOADS IMPOSED AT JAMB OF SHEAR WALL TO E.O.R 7. ALL CONNECTIONS TO BE DESIGNED FOR A MINIMUM SHEAR LOAD OF 10K UON ON PLAN 8.LEGEND: INDICATES CFMF 10" BOX DRAG BEAM BY OTHERS. WITH SERVICE AXIAL LOAD (KIPS). TOP ELEVATION IS AT [-1 13/16"] TYP. UON. INDICATES STEEL CANOPY OUTRIGGER SEE PART PLAN AND SECTION. TOP ELEVATION IS AT [-1 13/16"] TYP. UON. INDICATES LIGHT GAGE BOX POST BY OTHERS. PROVIDE REACTIONS TO E.O.R. P INDICATES STEEL HSS6X6X1/4 POST CONT THROUGH THIS LEVEL PA INDICATES STEEL HSS6X6X1/4 POST ABOVE THIS LEVEL PB INDICATES STEEL HSS6X6X1/4 POST BELOW THIS LEVEL WHERE * OCCURS AFTER "P","PA", OR "PB", POST TO BE HSS6X6X1/2 LGP INDICATES CFMF 10" BOX BEAM BY OTHERS. TOP ELEVATION IS AT [-1 13/16"] TYP. UON. P... INDICATES STEEL FRAMING WITH SERVICE PASS THRU AXIAL LOAD (KIPS) IMPOSED ON ADJACENT CFMF. TOP ELEVATION IS AT [-1 13/16"] TYP. UON. INDICATES STEEL HSS WIND COLLECTOR OR WIND GIRT SEE ELEVATION FOR SIZES AND LOCATIONS. HORIZ CONN FORCE 10K. TYP. UON. P...P... INDICATES STEEL FRAMING WHERE "V" REPRESENTS THE MAGNITUDE OF FACTORED SHEAR LOAD (KIPS). TOP ELEVATION IS AT [-1 13/16"] TYP. UON. HSS WC OR WG V...V... FLOOR/ROOF DECK AND FRAMING SCHEDULE SLAB MARK STEEL DECK CFMF NOTES 9/16" CORRUGATED MD 10" FRAMING @16"OCD1 TYP. FLOOR 9/16" CORRUGATED MD D2 CORRIDOR 1 /2" B DECK D3 ROOF 8" FRAMING @16"OC 8" FRAMING @16"OC 1 /2" B DECK D4 SHAFT ROOF6" FRAMING @16"OC D5 ENTRY6" FRAMING @16"OC9/16" CORRUGATED MD NEW YORK CITY WASHINGTON, DC PRINCETON DURHAM TORONTO WWW.LORINGENGINEERS.COM LORING NO. 9906 300 ALEXANDER PARK, STE 310PRINCETON, NJ 08540 TEL (609) 716-6160 FAX (609) 716-6162 ikon.5 864 Mapleton Road Princeton, NJ 08540 609.919.0099 fax 609.919.0088 a r c h i t e c t s www.ikon5architects.com T.G. MILLER, P.C. ENGINEERS AND SURVEYORS 203 NORTH AURORA STREET ITHACA, NEW YORK 14850 WWW.TGMILLERPC.COM 607-272-6477 DRAWING NO.: DRAWN BY: DATE: SHEET TITLE: PROJECT TITLE: PROFESSIONAL LICENSE NUMBER VERSIONS NO.DATE DESCRIPTION 238 LINDEN AVENUE ITHACA, NY LANDSCAPE ARCHITECT: FIRE PROTECTION, PLUMBING, MECHANICAL, ELECTRICAL ENGINEER: STRUCTURAL ENGINEER: CIVIL ENGINEER: ARCHITECT: 1 01.17.2018 CONSTRUCTION DOCUMENTS LEVEL 2 FRAMING PLAN S1.02 TT 01.17.2018 1/4" = 1'-0" LEVEL 2 FRAMING PLAN1 N 1 1 2.2 2.2 3 4 5 5 2 2.5 2.5 2.6 3.2 3.2 3.5 3.5 4.3 4.2 4.2 4.5 4.5 A A C C D D F E B 19' - 7 1/2"14' - 2 1/2"16' - 8"7' - 4"6' - 1"1' - 3"6' - 1"3' - 3"4' - 10 1/2"6' - 1"3' - 3"2' - 5 1/2"4' - 10 1/2"6' - 2 1/2"9"5' - 4"3' - 9"18' - 5" 4' - 10 1/2"22' - 2" D1 D1 D24.9 PBPB PB PB 1 S3.01 S5.12 1 2 S5.12 LGP LGP LGP LGP LGP T/FLOOR EL: +764'-0" D1D1 D28' - 4"2' - 2" 1' - 2 3/4" BEARING WALL BELOW LGP LGP D3 T/STEEL EL: 758'-3 1/2" 2' - 11 1/2" 2 S3.01 2 S3.02 3 S3.01 1 S3.02 3 S3.02 D2LGP LGP LGP LGP LGP HSS WCHSS WG HSS WCP4P4HSS WCHSS WG HSS WCP4P44 S5.01P1P1P4P3 P1.5 P44 S5.01 V15HSS10X4X5/16V15V15HSS10X4X5/16V15P*P P* P P P P P LGP 8' - 10 1/2" FLOOR PLAN NOTES: 1.SEE GENERAL NOTES ON S0 SERIES DRAWINGS. 2. NOMINAL FLOOR ELEVATION IS CALLED OUT ON PLAN. 3. TOP ELEVATION OF FRAMING IS AT -[0'-1 13/16"] RELATIVE TO NOMINAL FLOOR ELEVATION. TYP. UON. 4. TOP ELEVATION OF CORRUGATED METAL DECK IS AT -[0'-1 1/4"] RELATIVE TO NOMINAL FLOOR ELEVATION. TYP. UON. 5. DEPRESSIONS, CURBS, AND OPENINGS SHOWN ON THIS PLAN ARE NOT COMPLETE AS TO NUMBER, SIZE, AND LOCATION. FOR COMPLETE INFORMATION, REFER TO DRAWINGS OTHER THAN STRUCTURAL. 6.ALL BEARING WALLS ARE INTENDED TO BE LATERAL LOAD RESISTING WALL. FLOOR DIAPHRAGM AND SHEAR WALL DESIGN SHALL BE COORDINATED. PROVIDE LOADS IMPOSED AT JAMB OF SHEAR WALL TO E.O.R 7. ALL CONNECTIONS TO BE DESIGNED FOR A MINIMUM SHEAR LOAD OF 10K UON ON PLAN 8.LEGEND: INDICATES CFMF 10" BOX DRAG BEAM BY OTHERS. WITH SERVICE AXIAL LOAD (KIPS). TOP ELEVATION IS AT [-1 13/16"] TYP. UON. INDICATES STEEL CANOPY OUTRIGGER SEE PART PLAN AND SECTION. TOP ELEVATION IS AT [-1 13/16"] TYP. UON. INDICATES LIGHT GAGE BOX POST BY OTHERS. PROVIDE REACTIONS TO E.O.R. P INDICATES STEEL HSS6X6X1/4 POST CONT THROUGH THIS LEVEL PA INDICATES STEEL HSS6X6X1/4 POST ABOVE THIS LEVEL PB INDICATES STEEL HSS6X6X1/4 POST BELOW THIS LEVEL WHERE * OCCURS AFTER "P","PA", OR "PB", POST TO BE HSS6X6X1/2 LGP INDICATES CFMF 10" BOX BEAM BY OTHERS. TOP ELEVATION IS AT [-1 13/16"] TYP. UON. P... INDICATES STEEL FRAMING WITH SERVICE PASS THRU AXIAL LOAD (KIPS) IMPOSED ON ADJACENT CFMF. TOP ELEVATION IS AT [-1 13/16"] TYP. UON. INDICATES STEEL HSS WIND COLLECTOR OR WIND GIRT SEE ELEVATION FOR SIZES AND LOCATIONS. HORIZ CONN FORCE 10K. TYP. UON. P...P... INDICATES STEEL FRAMING WHERE "V" REPRESENTS THE MAGNITUDE OF FACTORED SHEAR LOAD (KIPS). TOP ELEVATION IS AT [-1 13/16"] TYP. UON. HSS WC OR WG V...V... FLOOR/ROOF DECK AND FRAMING SCHEDULE SLAB MARK STEEL DECK CFMF NOTES 9/16" CORRUGATED MD 10" FRAMING @16"OCD1 TYP. FLOOR 9/16" CORRUGATED MD D2 CORRIDOR 1 /2" B DECK D3 ROOF 8" FRAMING @16"OC 8" FRAMING @16"OC 1 /2" B DECK D4 SHAFT ROOF6" FRAMING @16"OC D5 ENTRY6" FRAMING @16"OC9/16" CORRUGATED MD NEW YORK CITY WASHINGTON, DC PRINCETON DURHAM TORONTO WWW.LORINGENGINEERS.COM LORING NO. 9906 300 ALEXANDER PARK, STE 310PRINCETON, NJ 08540 TEL (609) 716-6160 FAX (609) 716-6162 ikon.5 864 Mapleton Road Princeton, NJ 08540 609.919.0099 fax 609.919.0088 a r c h i t e c t s www.ikon5architects.com T.G. MILLER, P.C. ENGINEERS AND SURVEYORS 203 NORTH AURORA STREET ITHACA, NEW YORK 14850 WWW.TGMILLERPC.COM 607-272-6477 DRAWING NO.: DRAWN BY: DATE: SHEET TITLE: PROJECT TITLE: PROFESSIONAL LICENSE NUMBER VERSIONS NO.DATE DESCRIPTION 238 LINDEN AVENUE ITHACA, NY LANDSCAPE ARCHITECT: FIRE PROTECTION, PLUMBING, MECHANICAL, ELECTRICAL ENGINEER: STRUCTURAL ENGINEER: CIVIL ENGINEER: ARCHITECT: 1 01.17.2018 CONSTRUCTION DOCUMENTS LEVEL 3 FRAMING PLAN S1.03 TT 01.17.2018 1/4" = 1'-0" LEVEL3 FRAMING PLAN1 N 1 1 2.2 2.2 3 4 5 5 2 2.5 2.5 2.6 3.2 3.2 3.5 3.5 4.3 4.2 4.2 4.5 4.5 A A C C D D F E B 19' - 7 1/2"14' - 2 1/2"16' - 8"7' - 4"6' - 1"1' - 3"6' - 1"3' - 3"4' - 10 1/2"6' - 1"3' - 3"2' - 5 1/2"4' - 10 1/2"6' - 2 1/2"9"5' - 4"3' - 9"18' - 5" 4' - 10 1/2"22' - 2" D1 D1 D24.9 4.9 1 S3.01 LGP LGP LGP LGP LGP T/FLOOR EL: +773'-9" D1D1 D28' - 4"2' - 2" 1' - 2 3/4" 2 S3.0110" 2 S3.02 3 S3.01 1 S3.02 3 S3.02 LGP LGP LGP LGP LGP LGP HSS WCHSS WG HSS WCP4P4HSS WCHSS WG HSS WCP4P4P4P3 P1.5 P44 S5.01 4 S5.01 P*P P* P P P P P LGP 8' - 10 1/2" FLOOR/ROOF DECK AND FRAMING SCHEDULE SLAB MARK STEEL DECK CFMF NOTES 9/16" CORRUGATED MD 10" FRAMING @16"OCD1 TYP. FLOOR 9/16" CORRUGATED MD D2 CORRIDOR 1 /2" B DECK D3 ROOF 8" FRAMING @16"OC 8" FRAMING @16"OC 1 /2" B DECK D4 SHAFT ROOF6" FRAMING @16"OC D5 ENTRY6" FRAMING @16"OC9/16" CORRUGATED MD FLOOR PLAN NOTES: 1.SEE GENERAL NOTES ON S0 SERIES DRAWINGS. 2. NOMINAL FLOOR ELEVATION IS CALLED OUT ON PLAN. 3. TOP ELEVATION OF FRAMING IS AT -[0'-1 13/16"] RELATIVE TO NOMINAL FLOOR ELEVATION. TYP. UON. 4. TOP ELEVATION OF CORRUGATED METAL DECK IS AT -[0'-1 1/4"] RELATIVE TO NOMINAL FLOOR ELEVATION. TYP. UON. 5. DEPRESSIONS, CURBS, AND OPENINGS SHOWN ON THIS PLAN ARE NOT COMPLETE AS TO NUMBER, SIZE, AND LOCATION. FOR COMPLETE INFORMATION, REFER TO DRAWINGS OTHER THAN STRUCTURAL. 6.ALL BEARING WALLS ARE INTENDED TO BE LATERAL LOAD RESISTING WALL. FLOOR DIAPHRAGM AND SHEAR WALL DESIGN SHALL BE COORDINATED. PROVIDE LOADS IMPOSED AT JAMB OF SHEAR WALL TO E.O.R 7. ALL CONNECTIONS TO BE DESIGNED FOR A MINIMUM SHEAR LOAD OF 10K UON ON PLAN 8.LEGEND: INDICATES CFMF 10" BOX DRAG BEAM BY OTHERS. WITH SERVICE AXIAL LOAD (KIPS). TOP ELEVATION IS AT [-1 13/16"] TYP. UON. INDICATES STEEL CANOPY OUTRIGGER SEE PART PLAN AND SECTION. TOP ELEVATION IS AT [-1 13/16"] TYP. UON. INDICATES LIGHT GAGE BOX POST BY OTHERS. PROVIDE REACTIONS TO E.O.R. P INDICATES STEEL HSS6X6X1/4 POST CONT THROUGH THIS LEVEL PA INDICATES STEEL HSS6X6X1/4 POST ABOVE THIS LEVEL PB INDICATES STEEL HSS6X6X1/4 POST BELOW THIS LEVEL WHERE * OCCURS AFTER "P","PA", OR "PB", POST TO BE HSS6X6X1/2 LGP INDICATES CFMF 10" BOX BEAM BY OTHERS. TOP ELEVATION IS AT [-1 13/16"] TYP. UON. P... INDICATES STEEL FRAMING WITH SERVICE PASS THRU AXIAL LOAD (KIPS) IMPOSED ON ADJACENT CFMF. TOP ELEVATION IS AT [-1 13/16"] TYP. UON. INDICATES STEEL HSS WIND COLLECTOR OR WIND GIRT SEE ELEVATION FOR SIZES AND LOCATIONS. HORIZ CONN FORCE 10K. TYP. UON. P...P... INDICATES STEEL FRAMING WHERE "V" REPRESENTS THE MAGNITUDE OF FACTORED SHEAR LOAD (KIPS). TOP ELEVATION IS AT [-1 13/16"] TYP. UON. HSS WC OR WG V...V... NEW YORK CITY WASHINGTON, DC PRINCETON DURHAM TORONTO WWW.LORINGENGINEERS.COM LORING NO. 9906 300 ALEXANDER PARK, STE 310PRINCETON, NJ 08540 TEL (609) 716-6160 FAX (609) 716-6162 ikon.5 864 Mapleton Road Princeton, NJ 08540 609.919.0099 fax 609.919.0088 a r c h i t e c t s www.ikon5architects.com T.G. MILLER, P.C. ENGINEERS AND SURVEYORS 203 NORTH AURORA STREET ITHACA, NEW YORK 14850 WWW.TGMILLERPC.COM 607-272-6477 DRAWING NO.: DRAWN BY: DATE: SHEET TITLE: PROJECT TITLE: PROFESSIONAL LICENSE NUMBER VERSIONS NO.DATE DESCRIPTION 238 LINDEN AVENUE ITHACA, NY LANDSCAPE ARCHITECT: FIRE PROTECTION, PLUMBING, MECHANICAL, ELECTRICAL ENGINEER: STRUCTURAL ENGINEER: CIVIL ENGINEER: ARCHITECT: 1 01.17.2018 CONSTRUCTION DOCUMENTS LEVEL 4 FRAMING PLAN S1.04 TT 01.17.2018 1/4" = 1'-0" LEVEL 4 FRAMING PLAN1 N A5.11 6 1 1 2.2 2.2 3 4 5 5 2 2.5 2.5 2.6 3.2 3.2 3.5 3.5 4.3 4.2 4.2 4.5 4.5 A A C C D D F E B 19' - 7 1/2"14' - 2 1/2"16' - 8"7' - 4"6' - 1"1' - 3"6' - 1"3' - 3"4' - 10 1/2"6' - 1"3' - 3"2' - 5 1/2"4' - 10 1/2"6' - 2 1/2"9"5' - 4"3' - 9"18' - 5" 4' - 10 1/2"22' - 2" D3 D3 D34.9 4.9 D3 D3 D31 S3.01 LGP LGP LGP LGP LGP LGP T/ROOF DECK EL: +783'-3 3/4" LGP 2 S3.0110" 2 S3.02 3 S3.01 1 S3.02 3 S3.02 RTU 1 RTU 2 RTU 3 RTU 4 PROVIDE ADDL CFMF AS REQ'D TYP LGP LGP LGP LGP HSS WCHSS WG HSS WCP2P2HSS WCHSS WG HSS WCP2P2P2P1.5 P1 P24 S5.01 4 S5.01 3 S5.11 PB*PB PB*PB PB PB PB PB LGP 8' - 10 1/2" FLOOR/ROOF DECK AND FRAMING SCHEDULE SLAB MARK STEEL DECK CFMF NOTES 9/16" CORRUGATED MD 10" FRAMING @16"OCD1 TYP. FLOOR 9/16" CORRUGATED MD D2 CORRIDOR 1 /2" B DECK D3 ROOF 8" FRAMING @16"OC 8" FRAMING @16"OC 1 /2" B DECK D4 SHAFT ROOF6" FRAMING @16"OC D5 ENTRY6" FRAMING @16"OC9/16" CORRUGATED MD FLOOR PLAN NOTES: 1.SEE GENERAL NOTES ON S0 SERIES DRAWINGS. 2. NOMINAL FLOOR ELEVATION IS CALLED OUT ON PLAN. 3. TOP ELEVATION OF FRAMING IS AT -[0'-1 1/2"] RELATIVE TO ROOF DECK ELEVATION. TYP. UON. 4. DEPRESSIONS, CURBS, AND OPENINGS SHOWN ON THIS PLAN ARE NOT COMPLETE AS TO NUMBER, SIZE, AND LOCATION. FOR COMPLETE INFORMATION, REFER TO DRAWINGS OTHER THAN STRUCTURAL. 5. ALL CONNECTIONS TO BE DESIGNED FOR A MINIMUM SHEAR LOAD OF 10K UON ON PLAN 6.LEGEND: INDICATES LIGHT GAGE BOX POST BY OTHERS P INDICATES STEEL HSS6X6X1/4 POST CONT THROUGH THIS LEVEL PA INDICATES STEEL HSS6X6X1/4 POST ABOVE THIS LEVEL PB INDICATES STEEL HSS6X6X1/4 POST BELOW THIS LEVEL WHERE * OCCURS AFTER "P","PA", OR "PB", POST TO BE HSS6X6X1/2 LGP RTU 1 INDICATES 780LB (TOTAL WEIGHT) ROOF TOP UNIT. COORDINATE WITH ARCH AND MEP DWGS. RTU 2 INDICATES 700LB (TOTAL WEIGHT) ROOF TOP UNIT. COORDINATE WITH ARCH AND MEP DWGS. RTU 3 INDICATES 420LB (TOTAL WEIGHT) ROOF TOP UNIT. COORDINATE WITH ARCH AND MEP DWGS. RTU 4 INDICATES 400 LB (TOTAL WEIGHT) ROOF TOP UNIT. COORDINATE WITH ARCH AND MEP DWGS. INDICATES CFMF 10" BOX DRAG BEAM BY OTHERS. WITH SERVICE AXIAL LOAD (KIPS). INDICATES STEEL CANOPY OUTRIGGER SEE PART PLAN AND SECTION. INDICATES CFMF 8" BOX BEAM BY OTHERS. P... INDICATES STEEL FRAMING WITH SERVICE PASS THRU AXIAL LOAD (KIPS) IMPOSED ON ADJACENT CFMF. INDICATES STEEL HSS WIND COLLECTOR OR WIND GIRT SEE ELEVATION FOR SIZES AND LOCATIONS. HORIZ CONN FORCW 10K TYP. UON. P...P... INDICATES STEEL FRAMING WHERE "V" REPRESENTS THE MAGNITUDE OF FACTORED SHEAR LOAD (KIPS). HSS WC OR WG INDICATES STEEL HSS4X4X5/16 SCREEN WALL POST AT 7'-0" OC MAX TRIBUTARY WIDTH AND ADD'L SUPPORTING JOIST/BLOCKING REQUIRED AT BASE FOR WIND IMPOSED LOADS. SEE /3 S5.11 V...V... 3 3.2 3.5 D D4 T/ROOF DECK EL: +788'-7 1/2" NEW YORK CITY WASHINGTON, DC PRINCETON DURHAM TORONTO WWW.LORINGENGINEERS.COM LORING NO. 9906 300 ALEXANDER PARK, STE 310PRINCETON, NJ 08540 TEL (609) 716-6160 FAX (609) 716-6162 ikon.5 864 Mapleton Road Princeton, NJ 08540 609.919.0099 fax 609.919.0088 a r c h i t e c t s www.ikon5architects.com T.G. MILLER, P.C. ENGINEERS AND SURVEYORS 203 NORTH AURORA STREET ITHACA, NEW YORK 14850 WWW.TGMILLERPC.COM 607-272-6477 DRAWING NO.: DRAWN BY: DATE: SHEET TITLE: PROJECT TITLE: PROFESSIONAL LICENSE NUMBER VERSIONS NO.DATE DESCRIPTION 238 LINDEN AVENUE ITHACA, NY LANDSCAPE ARCHITECT: FIRE PROTECTION, PLUMBING, MECHANICAL, ELECTRICAL ENGINEER: STRUCTURAL ENGINEER: CIVIL ENGINEER: ARCHITECT: 1 01.17.2018 CONSTRUCTION DOCUMENTS ROOF LEVEL FRAMING PLAN S1.05 TT 01.17.2018 1/4" = 1'-0" ROOF LEVEL FRAMING PLAN1 N 1/4" = 1'-0" ELEVATOR SHAFT ROOF PLAN2 LOWER LEVEL 734' - 6" 5 4.3 GROUND FLOOR 744' - 6" 4.9 2' - 1" +/-+/- 1' - 1 1/4" 746' - 7" 740' - 8" 740' - 0" LOW STRENGTH FLOWABLE FILL AT 2' MAX LIFT EVERY 24 HOURS PRIOR TO CFMF CONSTRUCTION SHORING/SHEETING BY OTHERS EXISTING RETAINING WALL BACK FILL PRIOR TO CFMF CONSTRUCTION 5' - 0"#7H AT 12" OC IF #7H AT 12" OC OF #9H AT 12" OC IF #7H AT 12" OC OF 18" CONC WALL WITH #6V AT 12" EF WALL FOOTING WITH 3#7 ES AND 3 #5 LONGITUDINAL BARS BOTTOM AND #5 SHORT BARS AT 12" OC T&B S2.01 4 LTS.MEP SUMP PIT SEE PLAN LOW STRENGTH FLOWABLE FILL AT 2' MAX LIFT EVERY 24 HOURS PRIOR TO CFMF CONSTRUCTION INSIDE FACE (IF) OUTSIDE FACE (OF) CFMF WALL BY OTHERS CFMF FLOOR BY OTHERS LOWER LEVEL 734' - 6" 5 4.5 GROUND FLOOR 744' - 6" 4.9 4' - 6"10" 8" 1' - 9 1/2"1' - 8"2 1/2"1' - 0"BACKFILL PRIOR TO CFMF CONSTRUCTION S2.01 5 LOWER LEVEL 734' - 6" A GROUND FLOOR 744' - 6" EG VARIES SEE PLAN IMPORTED BACKFILL TYP5 1/2"TYP 8" CURB 1' - 6"GROUND FLOOR 744' - 6" 4.9 CFMF FRAMING SEE PLAN 8" CURB SEE PLAN 18" CONC. WALL SEE PLAN AND WALL SECTION CFMF WALL BY OTHERS SEE PLAN 5 4.9 3' - 3 1/2"1' - 8"RETAINING SEE PLAN AND SCHEDULED 8" WALL WITH #5 AT 12" OC EW AND EF TRANSITION BEAM WITH #5 CLOSED STIRRUPS AT 12" OC #5 BAR TYP TOTAL 8 #5 TIES AR 12" OC F GROUND FLOOR 744' - 6" 6" CFMF B/STEEL TO ALIGN WITH 10" CFMF TYP AT ENTRY. 10" CFMF BOX BEAM2"S2.02 3 NEW YORK CITY WASHINGTON, DC PRINCETON DURHAM TORONTO WWW.LORINGENGINEERS.COM LORING NO. 9906 300 ALEXANDER PARK, STE 310PRINCETON, NJ 08540 TEL (609) 716-6160 FAX (609) 716-6162 ikon.5 864 Mapleton Road Princeton, NJ 08540 609.919.0099 fax 609.919.0088 a r c h i t e c t s www.ikon5architects.com T.G. MILLER, P.C. ENGINEERS AND SURVEYORS 203 NORTH AURORA STREET ITHACA, NEW YORK 14850 WWW.TGMILLERPC.COM 607-272-6477 DRAWING NO.: DRAWN BY: DATE: SHEET TITLE: PROJECT TITLE: PROFESSIONAL LICENSE NUMBER VERSIONS NO.DATE DESCRIPTION 238 LINDEN AVENUE ITHACA, NY LANDSCAPE ARCHITECT: FIRE PROTECTION, PLUMBING, MECHANICAL, ELECTRICAL ENGINEER: STRUCTURAL ENGINEER: CIVIL ENGINEER: ARCHITECT: 1 01.17.2018 CONSTRUCTION DOCUMENTS FOUNDATION WALL SECTIONS I S2.01 TT 01.17.2018 1/2" = 1'-0" SECTION AT NORTH FOUNDATION WALL I1 1/2" = 1'-0" SECTION AT NORTH FOUNDATION WALL II2 1/2" = 1'-0" SECTION AT WEST WALL3 1 1/2" = 1'-0" WALL SECTION AT GROUND FLOOR SLAB4 1 1/2" = 1'-0" SECTION AT WALL5 1 1/2" = 1'-0" SECTION AT ENTRY/SPLIT SLAB6 LOWER LEVEL 734' - 6" F GROUND FLOOR 744' - 6" IMPORTED BACKFILL PRIOR TO CFMF CONSTRUCTION 1' - 0"S2.02 3 LOWER LEVEL 734' - 6" F GROUND FLOOR 744' - 6" EG VARIES SEE PLAN TOP OF BED ROCK VARIES FROM 728 TO 722 732' - 0" F GROUND FLOOR 744' - 6" CFMF FRAMING SEE PLAN 8" CURB SEE PLAN 10" CONC. WALL SEE PLAN CFMF WALL BY OTHERS SEE PLAN LOWER LEVEL 734' - 6" 44.34.54.9 GB SEE PLAN AND EXTEND GB TO TOP OF SHEAR WALL FTG WITH #5 AT 12" DOWELS EW BOTTOM AND EF. LTS TYP 12" SHEAR WALL SEE PLAN AND SECTION FOR REINFORCEMENT RETAINING WALL SEE PLAN 1' - 0"2' - 6"4' - 0"TOP OF SHEAR WALL FTG SEE TYP DETAILS FOR REBARS IN FTG STEPS CFMF WALL BY OTHERS AND FTG BEYOND CFMF WALL BY OTHERS AND FTG EXTEND RETAINING WALL FTG TO FAR SIDE OF SHEAR WALL FOOTING 2' - 2 1/2"1' - 8"3' - 0"2' - 0"NEW YORK CITY WASHINGTON, DC PRINCETON DURHAM TORONTO WWW.LORINGENGINEERS.COM LORING NO. 9906 300 ALEXANDER PARK, STE 310PRINCETON, NJ 08540 TEL (609) 716-6160 FAX (609) 716-6162 ikon.5 864 Mapleton Road Princeton, NJ 08540 609.919.0099 fax 609.919.0088 a r c h i t e c t s www.ikon5architects.com T.G. MILLER, P.C. ENGINEERS AND SURVEYORS 203 NORTH AURORA STREET ITHACA, NEW YORK 14850 WWW.TGMILLERPC.COM 607-272-6477 DRAWING NO.: DRAWN BY: DATE: SHEET TITLE: PROJECT TITLE: PROFESSIONAL LICENSE NUMBER VERSIONS NO.DATE DESCRIPTION 238 LINDEN AVENUE ITHACA, NY LANDSCAPE ARCHITECT: FIRE PROTECTION, PLUMBING, MECHANICAL, ELECTRICAL ENGINEER: STRUCTURAL ENGINEER: CIVIL ENGINEER: ARCHITECT: 1 01.17.2018 CONSTRUCTION DOCUMENTS FOUNDATION WALL SECTIONS II S2.02 TT 01.17.2018 1/2" = 1'-0" SECTION AT EAST WALL I1 1/2" = 1'-0" SECTION AT EAST WALL II2 1 1/2" = 1'-0" SECTION AT GROUND FLOOR SLAB3 1/2" = 1'-0" SHEAR WALL ELEVATION4 LOWER LEVEL 734' - 6" 1 2 GROUND FLOOR 744' - 6" EG VARIES SEE PLAN IMPORTED BACKFILL PRIOR TO CFMF CONSTRUCTION TOP OF WALL VARIES SEE PLAN 1' - 0"LOWER LEVEL 734' - 6" 1 GROUND FLOOR 744' - 6" TOP OF WALL VARIES SEE PLAN IMPORTED BACKFILL PRIOR TO CFMF CONSTRUCTION 2 1/2" EG VARIES SEE PLAN 1' - 0"LOWER LEVEL 734' - 6" SHEAR WALL AND FTG SEE PLAN SUMP PIT SEE PLAN THICKEN WALL TO SUPPORT SLAB 4" TOP ELEVATION OF WALL FOOTING VARIES SEE WALL ELEVATION #5 LONGITUDINAL BARS 4 BOTTOM AND 2 TOP AND #5 HOOKED BARS IN SHORT DIRECTION AT 12" OC T&B 3' - 0"2' - 0"LOWER LEVEL 734' - 6" F GB SEE PLAN AND EXTEND GB TO TOP OF SHEAR WALL FTG WITH #5 AT 12" DOWELS EW BOTTOM AND EF. CFMF WALL AND FTG THICKENED AT SHEAR WALL FTG SHEAR WALL AND FTG HSS COLUMN ON FTG WITH CONC PIER RETAINING WALL AND FTG LTS TYP OR HOOK AT FAR END NEW YORK CITY WASHINGTON, DC PRINCETON DURHAM TORONTO WWW.LORINGENGINEERS.COM LORING NO. 9906 300 ALEXANDER PARK, STE 310PRINCETON, NJ 08540 TEL (609) 716-6160 FAX (609) 716-6162 ikon.5 864 Mapleton Road Princeton, NJ 08540 609.919.0099 fax 609.919.0088 a r c h i t e c t s www.ikon5architects.com T.G. MILLER, P.C. ENGINEERS AND SURVEYORS 203 NORTH AURORA STREET ITHACA, NEW YORK 14850 WWW.TGMILLERPC.COM 607-272-6477 DRAWING NO.: DRAWN BY: DATE: SHEET TITLE: PROJECT TITLE: PROFESSIONAL LICENSE NUMBER VERSIONS NO.DATE DESCRIPTION 238 LINDEN AVENUE ITHACA, NY LANDSCAPE ARCHITECT: FIRE PROTECTION, PLUMBING, MECHANICAL, ELECTRICAL ENGINEER: STRUCTURAL ENGINEER: CIVIL ENGINEER: ARCHITECT: 1 01.17.2018 CONSTRUCTION DOCUMENTS FOUNDATION WALL SECTIONS III S2.03 TT 01.17.2018 1/2" = 1'-0" SECTION AT SOUTH WALL2 1/2" = 1'-0" SECTION AT SOUTH WALL I1 1/2" = 1'-0" SECTION AT SHEARA WALL3 1/2" = 1'-0" SECTION AT SHEAR WALL4 TOOLED EDGES (1/8" RADIUS) CONTINUOUS KEYWAY AT MID-DEPTH OF SLAB FORMED, SAWED, OR TOOLED JOINT. SAWED JOINTS TO BE PERFORMED BEFORE CONCRETE STARTS TO COOL AND AS SOON AS CONCRETE SURFACE IS FIRM ENOUGH NOT TO BE TORN OR DAMAGED BY THE BLADE SLAB REINFORCEMENT SEE PLAN COMPACTED SUBGRADE TYPICAL SEE GEOTECHNICAL ENGINEERING REPORT VAPOR BARRIER TYPICAL SEE ARCHITECTURAL DOCUMENTS COMPACTED GRANULAR FILL TYPICAL SEE GEOTECHNICAL ENGINEERING REPORT SEE ARCHITECTURAL DOCUMENTS FOR SEALANT REQUIREMENTS SEE ARCHITECTURAL DOCUMENTS FOR SEALANT REQUIREMENTS CONTRACTION JOINT SLAB ON GRADE T/SLAB ON GRADE EL SEE PLAN SEE PLANT SLAB THICKNESSCONSTRUCTION JOINT/CONTRACTION JOINT TT/4TT/6 MIN T/3NOTE: 1. WHERE NOT INDICATED ON DRAWINGS PROVIDE JOINTS AT COLUMN CENTERLINES AND BETWEEN COLUMN CENTERLINES WITH SPACING OF JOINTS NOT TO EXCEED 36 TIMES THE SLAB THICKNESS (T-INCHES)TYP 0"(2" MAX)T/3 CLEARSUPPORTS FOR REINFORCEMENT PER SPECIFICATIONS 1'-0" MIN WWR LAP 2 PANELS WHERE REINFORCEMENT BARS ARE SHOWN PROVIDE LTS REINFORCEMENT TO BE INTERRUPTED AT JOINT TOOLED EDGES EQ EQ APPLY BOND BREAKER TO SLAB EDGE X" DIAMOND PLATE DOWEL SYSTEM @ Y" OC DOWELED CONSTRUCTION JOINT (WHERE INDICATED ON PLAN) SIDE OF CONSTRUCTION JOINT 2" CLEAR COVER AT EACH 1 1 T/PIT SLAB EL SEE PLAN 1' - 0" T/SUMP PIT SLAB EL SEE PLAN 6" SUMP PIT VERIFY SIZE AND LOCATION WITH ELEVATOR REQUIREMENTS #6@12" TOP AND BOTTOM EACH WAY 6"1' - 0"T/SLAB ON GRADE EL SEE PLAN #4@12" AT ALL SIDES OF PIT 2'-6"2'-6"T#4 CONTINUOUS 1.5 T6" T/PIT SLAB EL SEE PLAN SECTION AT SUMP PIT COMPACTED FILL TYPICAL ROUGHEN TO 1/4" AMPLITUDE TYPICAL1' - 0"12". SEE PLAN 12'. #4@12" CONTINUOUS EACH FACE TYPICAL #4@12" EACH FACE TYPICAL #6@12" TOP AND BOTTOM EACH WAY .CLR1"CLR3"CLR 1" CLR 2"TYP UON 3/4" CLR TO BARCMU ELEAVATOR SHAFT WALL SEE PLAN CFMF WALL SEE PLAN PILASTER CONSTRUCTION JOINT OR CONTRACTION JOINT FOUNDATION WALL RECTANGULAR OR SQUARE COLUMN CONSTRUCTION JOINT OR CONTRACTION JOINT ISOLATION JOINT WITH 2 LAYERS OF 30# FELT ISOLATION JOINT WITH 2 LAYERS OF 30# FELT CONCRETE INFILL BETWEEN COLUMN AND ISOLATION JOINT CONCRETE INFILL BETWEEN PILASTER AND ISOLATION JOINT NOTES: 1. SEE TYPICAL SLAB ON GRADE DETAILS FOR JOINT SPACING REQUIREMENTS 2. CONCRETE INFILL BETWEEN COLUMN AND ISOLATION JOINT TO BE POURED AFTER ALL THE SLABS SUPPORTED BY THE COLUMN HAVE BEEN POURED 3. PROVIDE ADDITIONAL CLEARANCE AS REQUIRED TO ENSURE 3" MINIMUM CONCRETE COVER OVER BASE PLATE AND ANCHOR RODS BELOW. PILASTER RECTANGULAR OR SQUARE COLUMNMIN3"MIN3" NEW YORK CITY WASHINGTON, DC PRINCETON DURHAM TORONTO WWW.LORINGENGINEERS.COM LORING NO. 9906 300 ALEXANDER PARK, STE 310PRINCETON, NJ 08540 TEL (609) 716-6160 FAX (609) 716-6162 ikon.5 864 Mapleton Road Princeton, NJ 08540 609.919.0099 fax 609.919.0088 a r c h i t e c t s www.ikon5architects.com T.G. MILLER, P.C. ENGINEERS AND SURVEYORS 203 NORTH AURORA STREET ITHACA, NEW YORK 14850 WWW.TGMILLERPC.COM 607-272-6477 DRAWING NO.: DRAWN BY: DATE: SHEET TITLE: PROJECT TITLE: PROFESSIONAL LICENSE NUMBER VERSIONS NO.DATE DESCRIPTION 238 LINDEN AVENUE ITHACA, NY LANDSCAPE ARCHITECT: FIRE PROTECTION, PLUMBING, MECHANICAL, ELECTRICAL ENGINEER: STRUCTURAL ENGINEER: CIVIL ENGINEER: ARCHITECT: 1 01.17.2018 CONSTRUCTION DOCUMENTS TYPICAL SLAB ON GRADE DETAILS S2.11 TT 01.17.2018 NOT TO SCALE TYPICAL SLAB ON GRADE DETAILS1 NOT TO SCALE ELEVATOR PIT AT SLAB ON GRADE3 NOT TO SCALE TYPICAL ISOLATION JOINT DETAILS AT SLAB ON GRADE2 HORIZONTAL CONTINUOUS BARS EACH FACE SEE SCHEDULE W2 BARS SEE SCHEDULE DOWEL BARS TO MATCH SIZE AND SPACING OF W2 BARS F1 TOP BARS SEE SCHEDULE CONTINUOUS BARS SEE SCHEDULE F2 BOTTOM BARS SEE SCHEDULE W1 BARS SEE SCHEDULE DOWELS TO MATCH SIZE AND SPACING OF W1 BARS NOTES: 1. WALL DESIGNED FOR DRAINED CONDITION. SEE MECHANICAL AND/OR CIVIL DRAWINGS 2. DO NOT BACK FILL UNTIL WALL COMPRESSIVE STRENGTH f'c REACHES 28 DAY DESIGN STRENGTH 3. FOR RETAINING WALL EXPOSED TO VIEW PROVIDE VERTICAL CONTRACTION JOINTS AT 20'-0" ON CENTER MAXIMUM (8'-0" MAXIMUM FROM CORNERS). COORDINATE WITH ARCHITECTURAL DRAWINGS ISOLATION JOINT T/WALL EL SEE PLAN T/SLAB (OR SOIL) ON GRADE EL SEE PLAN T/FOOTING EL SEE PLAN SCHEDULEA - SEE 0" SEE PLAN OR SCHEDULE T 2" DIAMETER WEEP AT 10'-0" OC MAX. NO WEEP HOLES AT SW1A AND SW3A,SW7, POROUS BACKFILL DRAIN PIPE WHERE REQUIRED SEE CIVIL DRAWINGS ROUGHEN CONTACT SURFACE TO 1/4" AMPLITUDE BEARING STRATUM FOR NET ALLOWABLE BEARING PRESSURE SEE GENERAL NOTES (TO BE VERIFIED BY OWNER'S GEOTECHNICAL TESTING AGENCY) CLR 3"CLR3"CLR2"LTS 0" 0"CLR 2" CLR X"X'-X"SEE SCHED. B SEE SCHED. C H SEE SCHED.SIDE BARS ES AS REQUIRED SEE SCHEDULE MARK SW1 A (FT-IN) 1'- 6" SIZE B (FT-IN) 1'- 6" C (FT-IN) 2'- 6" W1 #5@12" WALL REINFORCEMENT DOWEL BARS W2 EARTH SIDE HORIZ CONTINUOUS BARS F1 TOP BARS FOOTING REINFORCEMENT F2 BOTTOM BARS CONTINUOUS BARS f'c = 4.000PSI REMARKS SITE RETAINING WALL SCHEDULE T (IN) 12" H (FT-IN) 6'- 0"#5@12"#5@12" EF #5@12"#5@12" T&B#5@12" SW1A 1'- 6"1'- 6"2'- 6"#5@12"NOTE 1, 410"6'- 0"#5@12"#5@12" EF #5@12"#5@12" T&B#5@12" SW2 1'- 6"1'- 9"2'- 9"#5@12"12"8'- 0"#5@12"#5@12" EF #5@12"#5@12" T&B#5@12" SW3 1'- 6"2'- 0"3'- 6"#5@12"12"9'- 0"#6@12"#5@12" EF #5@12"#5@12" T&B#5@12" NOTES: 1.DESIGN IS BASED ON OPEN EXCAVATION AT 1V:1.5H SLOPE. IF NOT. NOTIFY EOR. 2. THE BACKFILL PLACEMENT SHALL BE APPLIED BOTH SIDES AT MAXIMUM DIFFERENCE OF 6'-0" BEFORE INTERIOR GRADE REACHES FINAL ELEVATION. 3. IF SW...* IS INDICATED ON PLANS, PROVIDE 3 #7 SIDE BARS ES AS SHOWN ON SECTIONS. 4. THE NOTED RETAINING IS BUILDING PERIMETER WALL. THEREFORE NO WEEP HOLES SHALL BE PROVIDED. 5. UPPER WALL TO BE 8" PER SECTION. REFER TO SECTION FOR WALL REINFORCEMENT. 6. SEE SECTION FOR WALL AND FTG REINFORCEMENT. SW4 1'- 6"3'- 0"4'- 0"#5@12"12"12'- 0"#7@9"#5@12" EF #6@12"#5@12" T&B#6@12" SW5 1'- 6"7'- 0"1'- 0"#5@12"12"12'- 0"#7@9"#5@12" EF #6@12"#5@12" T&B#6@12" NOTE 2 NOTE 2 SW6 1'- 6"5'- 6"1'- 0"#5@12"12"10'- 0"#6@12"#5@12" EF #6@12"#5@12" T&B#6@12"NOTE 2 SW3A 1'- 6"2'- 3"3'- 6"#5@12"NOTE 3,410"11'- 0"#6@9"#5@12" EF #5@12"#5@12" T&B#5@12" SW7 1'- 6"1'- 6"2'- 6"#4@12"8"4'- 0"#4@12"#4@12" EF #5@12"#5@12" T&B#5@12"NOTE 4 SW8 1'- 6"4'- 3"2'- 5"#4@12"10" NOTE 510'- 0"#7@6"#4@12" EF #6@12"#5@12" T&B#6@12"NOTE 4 SW9 1'- 6"0'- 11"3'- 1"18"10'- 0"NOTE 6 NOTE 4NOTE 6NOTE 6 NOTE 6 NOTE 6 NOTE 6 FIRST POUR SECOND POUR 1 1/2" DEEP CONTINUOUS FORMED KEYWAY CENTERED IN WALL THICKNESS OR SCHEDULE3/4" DEEP CONTINUOUS V-GROOVE WHERE WALL IS EXPOSED TO VIEW DISCONTINUE REINFORCEMENT AT JOINT T/3T/3T/3HORIZONTAL REINFORCEMENT VERTICAL REINFORCEMENT NOTE: 1. SEE GENERAL NOTES FOR CONSTRUCTION JOINT MAXIMUM SPACINGTSEE PLANTYP 2" CLR 3/4" DEEP CONTINUOUS V-GROOVE WHERE WALL IS EXPOSED TO VIEW CUT ALTERNATING HORIZONTAL BAR EACH FACE OR SCHEDULETSEE PLAN 0" 0"DOWELS TO MATCH SIZE AND SPACING OF HORIZONTAL BARS PLACE ONE BAR AT OUTSIDE CORNER HORIZONTAL REINF SEE SECTION VERTICAL REINF SEE SECTION #4 U-BARS TO MATCH SPACING OF HORIZONTAL BARS END OF WALL T SEE PLAN OR SCHEDULE LTS2' - 0"LTSLTS NEW YORK CITY WASHINGTON, DC PRINCETON DURHAM TORONTO WWW.LORINGENGINEERS.COM LORING NO. 9906 300 ALEXANDER PARK, STE 310PRINCETON, NJ 08540 TEL (609) 716-6160 FAX (609) 716-6162 ikon.5 864 Mapleton Road Princeton, NJ 08540 609.919.0099 fax 609.919.0088 a r c h i t e c t s www.ikon5architects.com T.G. MILLER, P.C. ENGINEERS AND SURVEYORS 203 NORTH AURORA STREET ITHACA, NEW YORK 14850 WWW.TGMILLERPC.COM 607-272-6477 DRAWING NO.: DRAWN BY: DATE: SHEET TITLE: PROJECT TITLE: PROFESSIONAL LICENSE NUMBER VERSIONS NO.DATE DESCRIPTION 238 LINDEN AVENUE ITHACA, NY LANDSCAPE ARCHITECT: FIRE PROTECTION, PLUMBING, MECHANICAL, ELECTRICAL ENGINEER: STRUCTURAL ENGINEER: CIVIL ENGINEER: ARCHITECT: 1 01.17.2018 CONSTRUCTION DOCUMENTS TYPICAL SITE RETAINING WALL DETAILS AND SCHEDULE S2.12 TT 01.17.2018 NOT TO SCALE TYPICAL SITE RETAINING WALL SECTION1 NOT TO SCALE SITE RETAINING WALL SCHEDULE5 NOT TO SCALE TYPICAL VERTICAL CONSTRUCTION JOINT - PLAN AT SITE RETAINING WALL3 NOT TO SCALE TYPICAL VERTICAL CONTRACTION JOINT - PLAN AT SITE RETAINING WALL2 NOT TO SCALE TYPICAL SITE RETAINING WALL DETAIL - PLAN4 T/FTG STUD WALL BY OTHERS T/SLAB CL WALL & FTG STD HOOK STD HOOK #4 DOWEL @ 18" OC, ALTERNATE SIDES NOTES: 1. FOR INFO NOT SHOWN OR NOTED, SEE 1' - 0" 3" CLR @ NORTH/SOUTH REINF 4" CLR @ EAST/WEST REINF 2' - 0" 3" CLR, TYP1' - 6"SLAB ON GRADE PER TYP 0"1 1/2"1 S2.131' - 0"PER SCHEDULE"D"PER SCHEDULE "W" TYP 3" CLR T/FTG SLAB BLOCK OUT PER T/SLAB CL OF COL & FTG #4 @ 18" OC, TYP 4 SIDES OF FTG STD HOOK STD HOOK PER PLAN CONT FTG REINF THRU COL FTG 2' - 6 1/2" FOR COL & BASE PL INFO, SEE PLAN NOTE: PROVIDE 6" MIN CONCRETE COVER OVER COLUMN, BASE PL & ANCHOR RODS BELOW GRADE, TYP. BOT REINF PER SCHEDTYP3" CLREDGE OF SLAB AT EXT CONDITION SLAB ON GRADE PER TIES BEYOND COLUMN FOOTING 0" TYP11" 3" CLR @ NORTH/SOUTH REINF 4" CLR @ EAST/WEST REINF T/FTG BOT REINF PER PLAN NOTES FINISH GRADE OR PAVING WHERE OCCURS VARIES REF 2' - 0"1' - 6"SLAB ON GRADE 8" 2 1/2"2' - 6"1' - 0"5 1/2"LTS#5 @ 12" OC EW AND EF #5 @ 8" OC #4 DOWEL @ 18" OC NOTE: 1. SEE TYPICAL ISOLATED FOOTING - BASE PLATE WITHIN CONCRETE INFILL DETAIL FOR ADDITIONAL INFORMATION. CL COLUMN & FOOTING T/SLAB ON GRADE EL SEE PLAN T/PIER EL SEE PLAN T/FOOTING EL SEE PLAN SEE TYPICAL SLAB ON GRADE ISOLATION JOINT DETAILS 18"X18" CONCRETE PIER ANCHOR RODS 2#4 TIES AT 3" OC AT TOP OF PIER SEE FOR BALANCE TO TIES 2" CLR /1 S2.14 LOWER LEVEL 734' - 6" A 1' - 6" Ld Ld EXTENTS OF WALL FOOTING BEYOND METAL STUD BEARING WALL BY OTHERS FOOTING BOTTOM REINFORCEMENT REFER TO PLAN AND FOOTING SCHEDULE FOR FOOTING SIZE AND REINFORCEMENT WALL DOWELS NOT SHOWN FOR CLARITY SEE WALL SCHEDULE REFER TO FOUNDATION PLANS FOR TOP OF FOOTING ELEVATION H = "X"MINIMUM 2D MINIMUM H2'-6" MAXIMUMDMINIMUM 2H MINIMUM H .HH = "X"CLEAR3"1 1 MAX 1 T/FOOTING EL SEE PLAN T/FOOTING EL SEE PLAN 1 MAXLd Ld Ld Ld CLEAR2"NEW YORK CITY WASHINGTON, DC PRINCETON DURHAM TORONTO WWW.LORINGENGINEERS.COM LORING NO. 9906 300 ALEXANDER PARK, STE 310PRINCETON, NJ 08540 TEL (609) 716-6160 FAX (609) 716-6162 ikon.5 864 Mapleton Road Princeton, NJ 08540 609.919.0099 fax 609.919.0088 a r c h i t e c t s www.ikon5architects.com T.G. MILLER, P.C. ENGINEERS AND SURVEYORS 203 NORTH AURORA STREET ITHACA, NEW YORK 14850 WWW.TGMILLERPC.COM 607-272-6477 DRAWING NO.: DRAWN BY: DATE: SHEET TITLE: PROJECT TITLE: PROFESSIONAL LICENSE NUMBER VERSIONS NO.DATE DESCRIPTION 238 LINDEN AVENUE ITHACA, NY LANDSCAPE ARCHITECT: FIRE PROTECTION, PLUMBING, MECHANICAL, ELECTRICAL ENGINEER: STRUCTURAL ENGINEER: CIVIL ENGINEER: ARCHITECT: 1 01.17.2018 CONSTRUCTION DOCUMENTS TYPICAL SHALLOW FOOTING DETAILS AND SCHEDULES S2.13 TT 01.17.2018 NOT TO SCALE2INTERIOR CONTINUOUS FOOTING NOT TO SCALE3COLUMN FOOTING NOT TO SCALE1EXTERIOR CONTINUOUS FOOTING NOT TO SCALE TYPICAL PIER ON ISOLATED FOOTING5 3/4" = 1'-0" TYP SECTION AT INT TO EXT FOOTING4 NOT TO SCALE TYPICAL STEPPED WALL FOOTING DETAIL6 CL COLUMN TYP 2" CLR #4 TIES @ 12" OC 8-#6 BARS PER PLANPER PLAN T/ FTG CURB BEYOND T/SLAB REF STD HOOK STD HOOK NOTES: 1. FOR INFO NOT SHOWN OR NOTED, SEE 2. 3" COVER TO BE MAINTAINED ON COLUMN, BASE PLATE, AND ANCHOR BOLTS. PER SCHEDULE "W" TYP 3" CLRPER SCHEDULE"D"SLAB ON GRADE PER FINISH GRADE OR PAVING WHERE OCCURS 11"TYP.ADDITIONAL BARS HSS COLUMN PER PLAN CURB REINF TYPICAL 11" TYP ADDITIONAL BARS CURB REINF HSS COLUMN PER PLAN AT CORNER HSS COL 1 S2.13 A PLAN AT HSS COLUMN 8" FOOTING SCHEDULE MARK F3 3'-0"x3'-0"x1'-6" COMMENTS DETAIL 6-#5, EW, BOT REINFORCINGSIZE B x W x D F3.5 3'-6"x3'-6"x1'-6"5-#6, EW, BOT T/FTG EL "D""W" OR "B""B" TOP OF SLAB ELEV "W"CL COLA FOOTING PLAN B FOOTING SECTION CL COL CL COL 3 S2.13 3 S2.13 NEW YORK CITY WASHINGTON, DC PRINCETON DURHAM TORONTO WWW.LORINGENGINEERS.COM LORING NO. 9906 300 ALEXANDER PARK, STE 310PRINCETON, NJ 08540 TEL (609) 716-6160 FAX (609) 716-6162 ikon.5 864 Mapleton Road Princeton, NJ 08540 609.919.0099 fax 609.919.0088 a r c h i t e c t s www.ikon5architects.com T.G. MILLER, P.C. ENGINEERS AND SURVEYORS 203 NORTH AURORA STREET ITHACA, NEW YORK 14850 WWW.TGMILLERPC.COM 607-272-6477 DRAWING NO.: DRAWN BY: DATE: SHEET TITLE: PROJECT TITLE: PROFESSIONAL LICENSE NUMBER VERSIONS NO.DATE DESCRIPTION 238 LINDEN AVENUE ITHACA, NY LANDSCAPE ARCHITECT: FIRE PROTECTION, PLUMBING, MECHANICAL, ELECTRICAL ENGINEER: STRUCTURAL ENGINEER: CIVIL ENGINEER: ARCHITECT: 1 01.17.2018 CONSTRUCTION DOCUMENTS TYPICAL SHALLOW FOOTING DETAILS AND SCHEDULES S2.14 TT 01.17.2018 3/4" = 1'-0" CONCRETE PIER1 3/4" = 1'-0" EXTERIOR CONTINUOUS FOOTING WITH HSS COLUMN2 3/4" = 1'-0" COLUMN FOOTING SCHEDULE3 A A A C B NOTES: 1. CONTRACTOR SHALL BE RESPONSIBLE FOR SHORING OR OTHERWISE MAINTAINING THE SIDES OF THE EXCAVATION FROM CAVE-IN UNTIL ALL BACKFILL IS COMPLETED. 2. ALL PIPES AND CONDUITS SHALL CLEAR SLEEVE BY 1" ALL AROUND, UON 3. FIRE SERVICE LINES SHALL CLEAR SLEEVES 2" ALL AROUND. 4. TRENCHES FOR PIPES AND CONDUITS WITH INVERT ELEVATION BELOW 2'-6" FROM BOTTOM OF FOOTING SHALL BE FILLED PER GEOTECHNICAL ENGINEER'S RECOMMENDATIONS. 5.CAULK SEAL GAP AT SLEEVE-TO-PIPE/CONDUIT INTERFACE ON EXTERIOR SIDE OF FOOTING. B/FTG T/FTG T/SLAB 9"6" MIN 3'-0" MAXPIPES OR CONDUITS WHERE OCCUR SLEEVE, SEE DETAIL 2 ON THIS SHEET 1 2 CONTROLLED LOW-STRENGTH MATERIAL. f'c = 1200 PSI MIN. FOR PIPE OR CONDUIT PENETRATION IN THIS AREA, SEE DETAIL 2 ON THIS SHEET PIPE OR CONDUIT PENETRATION NOT ALLOWED IN UPPER THIRD OF FOOTING DIGGING FOR PIPE OR CONDUIT TRENCH PARALLEL TO FTG BELOW THESE LINES ARE ONLY ALLOWED PRIOR TO PLACEMENT OF FTG CONCRETE. SEE SOILS REPORT FOR BACKFILL AND COMPACTION REQUIREMENTS CONC FILL 3 3/4" 9 3/8"6" MIN5 5/8" 1 1/2 x LARGEST SLEEVE DIA (BUT NOT LESS THAN 6") 2'-0" MIN 1'-6" MIN 4" MIN6" MIN2' - 2 1/4" 1' - 1 1/2" PIPES ARE NOT ALLOWED ANYWHERE BELOW FOOTINGS 1 1 CLASS "B" LAP EA SIDE (2'-0" WHERE TOP BARS DO NOT OCCUR) ADD HANGER STIRRUPS EA SIDE TYPICAL STIRRUPS #4 BARS @ 18" OC., MIN OF 2 UNINTERRUPTED BARSSLEEVE, SEE FOR MAX SIZE TYP 2" CLR ADD 1 STIRRUP EA SIDE OF SLEEVE ENLARGE STIRRUPS AT DEEPENED FOOTING MATCH SIZE & SPACING OF TYP STIRRUPS ADD BOT BARS, MATCH SIZE & QUANTITY OF INTERRUPTED BARS INTERRUPTED BARS SLEEVE, SEE FOR MAX SIZE NOTES: 1. DO NOT CUT REINFORCING AT OR . ONLY CUT INTERRUPTED REINFORCING AT . 2. PROVIDE MINIMUM 2" CLEAR BETWEEN SLEEVE AND REINFORCING. 3. SEE DETAIL 1 ON THIS SHEET FOR SLEEVE-TO-PIPE/CONDUIT CLEARANCE & INFO NOT NOTED. 4. CAULK SEAL GAP AT SLEEVE-TO-PIPE/CONDUIT INTERFACE ON EXTERIOR SIDE OF FOOTING. ADD 1 STIRRUP EA SIDE OF SLEEVE TYPICAL STIRRUPS MAX OUTSIDE SLEEVE DIA 12" (NOMINAL) DIA-1 OR DIA-2 3x LARGER OF DIA-2 TYP 2" CLRDIA-1 MIND/3MIND/3DC PIPE OR CONDUIT BELOW BOTTOM REINFORCEMENTBPIPE OR CONDUIT PENETRATION BELOW MIDDLE THIRDAPIPE OR CONDUIT PENETRATION THRU MIDDLE THIRD TYP 2" CLR OR D SMALLER OF (3xDIA-1) END OF FOOTING LAP SPLICE CLASS "B" STIRRUPS @ 4" OC ALONG LENGTH OF SPLICE 1 6 OMIT TIE AT PIPE OR CONDUIT OMIT TIE AT PIPE OR CONDUIT, TYP 5. IF PIPE OR CONDUIT PENETRATION OCCURS AT EITHER TOP OR BOTTOM REBAR SPLICE LOCATION PROVIDE 2 ADDITIONAL SHEAR STIRRUPS FOR A TOTAL OF 4 SHEAR STIRRUPS ON EACH SIDE OF PENETRATION. 6. IF PIPE OR CONDUIT SLEEVE IS ASTM A53 SCHEDULE 40 OR GREATER PIPE, ADDITIONAL STIRRUPS MAY BE ELIMINATED. SLEEVE SHALL BE GALVANIZED. ADDITIONAL STIRRUPS DO NOT CUT SCHED REINF KEY FORM WITH 3x #6x5'-6" @ 6" OC (2 MIN) T&B REINF PER SCHED CL SPAN 3" 3" 2" 2" 3" 3" 2'-9" TYP 4"4"DD/3 D/3 D/3 ... 2ND POUR1ST POUR A. FOOTING, WHERE OCCURS STD HOOK, TYP STD HOOK, TYP FOOTING LONGITUDINAL BAR, TYP FOOTING LONGITUDINAL BAR, TYP PLAN 0", TYP0", TYP TYP 2" TO FIRST TIE, OR HORIZONTAL BAR,.2" TO FIRST TIE, OR HORIZONTAL BAR, TYP T/SLAB T/FTG DSTEP IN TOP OF FTG MARKED ON PLAN: S S DENOTES APPROXIMATE LOCATION OF STEP IN FTG; CONTRACTOR TO COORDINATE LOCATION. MAX OF 12" OR 2D/3 1' - 0"PROVIDE FOOTING TIES THRU STEP ADDITIONAL TIE AT STEP, TYP STANDARD HOOK, TYP 3" CLR, TYP CLASS "A" LAP SPLICE, TYP LONGITUDINAL REINF PER DETAIL OR SCHEDULE, TYP NEW YORK CITY WASHINGTON, DC PRINCETON DURHAM TORONTO WWW.LORINGENGINEERS.COM LORING NO. 9906 300 ALEXANDER PARK, STE 310PRINCETON, NJ 08540 TEL (609) 716-6160 FAX (609) 716-6162 ikon.5 864 Mapleton Road Princeton, NJ 08540 609.919.0099 fax 609.919.0088 a r c h i t e c t s www.ikon5architects.com T.G. MILLER, P.C. ENGINEERS AND SURVEYORS 203 NORTH AURORA STREET ITHACA, NEW YORK 14850 WWW.TGMILLERPC.COM 607-272-6477 DRAWING NO.: DRAWN BY: DATE: SHEET TITLE: PROJECT TITLE: PROFESSIONAL LICENSE NUMBER VERSIONS NO.DATE DESCRIPTION 238 LINDEN AVENUE ITHACA, NY LANDSCAPE ARCHITECT: FIRE PROTECTION, PLUMBING, MECHANICAL, ELECTRICAL ENGINEER: STRUCTURAL ENGINEER: CIVIL ENGINEER: ARCHITECT: 1 01.17.2018 CONSTRUCTION DOCUMENTS TYPICAL SHALLOW FOOTING DETAILS S2.15 TT 01.17.2018 NOT TO SCALE1PIPE OR CONDUIT CLEARANCE AT FOOTINGS NOT TO SCALE2 PIPE OR CONDUIT PENETRATIONS THRU CONTINUOUS FOOTINGS NOT TO SCALE3VERTICAL CONSTRUCTION JOINTS IN FOOTINGS NOT TO SCALE4CONTINUOUS FOOTING INTERSECTIONS NOT TO SCALE5SINGLE STEP IN FOOTING PER SCHEDULE WIDTH 3" CLR @ NORTH/SOUTH REINF 4" CLR @ EAST/WEST REINF TYP 3" CLR T/SLAB T/GB B1 & B2 BOT REINF PER SCHEDULE T1 & T2 TOP REINF PER SCHEDULE TIES PER SCHEDULE W/ ALTERNATE 90 DEG HOOKS EA SIDE SLAB PER #4 DOWEL @ 12" OC STD HOOK SIDE BARS EA SIDE PER SCHEDULELAP SPLICECLASS "A"0" TYP3' - 6"PER SCHEDULEDEPTHPER SCHEDULE WIDTH 3" CLR @ NORTH/SOUTH REINF 4" CLR @ EAST/WEST REINF T/ SLAB T/ GB B1 & B2 BOT REINF PER SCHEDULE T1 & T2 TOP REINF PER SCHEDULE TIES PER SCHEDULE W/ ALTERNATE 90 DEG HOOKS EA SIDE SLAB PER #4 DOWEL @ 12" OC STD HOOK MIN6"PLAN SEEFINISH GRADE OR PAVING WHERE OCCURS CURB, SEE SIDE BARS EA SIDE PER SCHEDULELAP SPLICECLASS "A" TYP 3" CLR D1 TIES S1 D1 TIES S1 CL T/ GB T/ SLAB CLASS "B" LAP SPLICE AT MIDSPAN AS REQD TYP TOP BARS CONT, T1 WF COLCLASS "B" LAP SPLICE OVER PILE CAP AS REQD TYP BOTTOM BARS CONT, B1 TYP TIES PER SCHED NOTES: 1. FIRST TIE AT THE SUPPORT SHALL BE PLACED NO MORE THAN 2" FROM FACE OF SUPPORT. 2. ALL TIES NOT SHOWN FOR CLARITY. 2"0"TYP0" TYPCL CL TIES @ 4" OC WF COLWF COLGRADE BEAM 2 S2.16 Sim 3 S2.16 PARALLEL GRADE BEAM, WHERE OCCURS LONGITUDINAL BARS CONTINUOUS THROUGH PARALLEL GRADE BEAMS GRADE BEAM LONGITUDINAL REINFTYP0" STD HOOKS, TYP 2" TO FIRST TIE, TYP LAP SPLICE CLASS "B"2' - 0" LAP SPLICE CLASS "B" 2' - 0"4" MAXSEE PLANT/SLAB T/GB BOTTOM REINF PER GB SCHEDULE NOTE: FOR SLAB DEPRESSION INFO, SEE TOP REINF PER GB SCHEDULE TIES PER GB SCHEDULE SLAB PER 5'-0".GB WHERE OCCURS PER PLAN #4 VERT @ 12" OC, TYP #4 @ 9" OC TOP & BOT PROVIDE WATER STOP @ CONSTRUCTION JOINT TYP, SEE ARCH #4 HORIZ @12" OC NOTES: 1. FOR GRADE BEAM INFO NOT SHOWN OR NOTED, SEE . 2. FOR SLAB INFO NOT SHOWN OR NOTED, SEE .CONC SLAB PER PLAN B/ ELEVATOR PIT #4 @ 9" OC TOP & BOT 1' - 0"LAP SPLICE, TYPCLASS "B"ROUGHEN CONTACT SURFACE TO 1/4" AMPLITUDE T/FIRST FLOOR SLAB ELEV 3 S2.16 NEW YORK CITY WASHINGTON, DC PRINCETON DURHAM TORONTO WWW.LORINGENGINEERS.COM LORING NO. 9906 300 ALEXANDER PARK, STE 310PRINCETON, NJ 08540 TEL (609) 716-6160 FAX (609) 716-6162 ikon.5 864 Mapleton Road Princeton, NJ 08540 609.919.0099 fax 609.919.0088 a r c h i t e c t s www.ikon5architects.com T.G. MILLER, P.C. ENGINEERS AND SURVEYORS 203 NORTH AURORA STREET ITHACA, NEW YORK 14850 WWW.TGMILLERPC.COM 607-272-6477 DRAWING NO.: DRAWN BY: DATE: SHEET TITLE: PROJECT TITLE: PROFESSIONAL LICENSE NUMBER VERSIONS NO.DATE DESCRIPTION 238 LINDEN AVENUE ITHACA, NY LANDSCAPE ARCHITECT: FIRE PROTECTION, PLUMBING, MECHANICAL, ELECTRICAL ENGINEER: STRUCTURAL ENGINEER: CIVIL ENGINEER: ARCHITECT: 1 01.17.2018 CONSTRUCTION DOCUMENTS GRADE BEAM DETAILS S2.16 TT 01.17.2018 NOT TO SCALE2INTERIOR GRADE BEAM NOT TO SCALE3EXTERIOR GRADE BEAM NOT TO SCALE1GRADE BEAM REINFORCING ELEVATION NOT TO SCALE4GRADE BEAM INTERSECTIONS NOT TO SCALE5GRADE BEAM AT SLAB DEPRESSION NOT TO SCALE6ELEVATOR PIT AT GRADE BEAM LOWER LEVEL 734' - 6" AC GROUND FLOOR 744' - 6" SECOND FLOOR 754' - 3" THIRD FLOOR 764' - 0" FOURTH FLOOR 773' - 9" T/MD - ROOF 783' - 3 3/4" B 778' - 4 3/4" 768' - 10 1/2" 750' - 5 1/2" 759' - 1 1/2" HSS6X6X1/4 HSS6X6X1/4 HSS6X6X1/4 HSS6X6X1/4 HSS6X6X1/4 HSS6X6X1/4 HSS6X6X1/4 HSS6X6X1/4 LOWER LEVEL 734' - 6" 5 4.5 GROUND FLOOR 744' - 6" SECOND FLOOR 754' - 3" THIRD FLOOR 764' - 0" FOURTH FLOOR 773' - 9" T/MD - ROOF 783' - 3 3/4" 4.9 HSS6X6X1/4 HSS6X6X1/4 HSS6X6X1/4 HSS6X6X1/4 HSS6X6X1/4 S5.02 2 LOWER LEVEL 734' - 6" 5 4.5 GROUND FLOOR 744' - 6" SECOND FLOOR 754' - 3" THIRD FLOOR 764' - 0" FOURTH FLOOR 773' - 9" T/MD - ROOF 783' - 3 3/4" 4.9 759' - 1 1/2" 768' - 10 1/2" 778' - 4 3/4" HSS6X6X1/4 HSS6X6X1/4 HSS6X6X1/4 HSS6X6X1/4 NEW YORK CITY WASHINGTON, DC PRINCETON DURHAM TORONTO WWW.LORINGENGINEERS.COM LORING NO. 9906 300 ALEXANDER PARK, STE 310PRINCETON, NJ 08540 TEL (609) 716-6160 FAX (609) 716-6162 ikon.5 864 Mapleton Road Princeton, NJ 08540 609.919.0099 fax 609.919.0088 a r c h i t e c t s www.ikon5architects.com T.G. MILLER, P.C. ENGINEERS AND SURVEYORS 203 NORTH AURORA STREET ITHACA, NEW YORK 14850 WWW.TGMILLERPC.COM 607-272-6477 DRAWING NO.: DRAWN BY: DATE: SHEET TITLE: PROJECT TITLE: PROFESSIONAL LICENSE NUMBER VERSIONS NO.DATE DESCRIPTION 238 LINDEN AVENUE ITHACA, NY LANDSCAPE ARCHITECT: FIRE PROTECTION, PLUMBING, MECHANICAL, ELECTRICAL ENGINEER: STRUCTURAL ENGINEER: CIVIL ENGINEER: ARCHITECT: 1 01.17.2018 CONSTRUCTION DOCUMENTS STAIR 1 FRAMING ELEVATIONS S3.01 TT 01.17.2018 1/4" = 1'-0" STAIR 1 NORTH ELEVATION1 1/4" = 1'-0" STAIR 1 EAST ELEVATION2 1/4" = 1'-0" STAIR 1 WEST ELEVATION3 NOTE: SEE PLAN FOR INFORMATION NOT SHOWN; SUCH AS CONNECTION FORCES, COLUMN INFORMATION, ETCETERA LOWER LEVEL 734' - 6" D E GROUND FLOOR 744' - 6" SECOND FLOOR 754' - 3" THIRD FLOOR 764' - 0" FOURTH FLOOR 773' - 9" T/MD - ROOF 783' - 3 3/4" HSS6X6X1/4 HSS6X6X1/4 HSS6X6X1/4 HSS6X6X1/4 HSS6X6X1/4 HSS6X6X1/4 HSS6X6X1/4 HSS6X6X1/4 778' - 4 3/4" 768' - 10 1/2" 759' - 1 1/2" 749' - 4 1/2" LOWER LEVEL 734' - 6" 1 2 GROUND FLOOR 744' - 6" SECOND FLOOR 754' - 3" THIRD FLOOR 764' - 0" FOURTH FLOOR 773' - 9" T/MD - ROOF 783' - 3 3/4" HSS6X6X1/4 HSS6X6X1/4 HSS6X6X1/4 HSS6X6X1/4 HSS6X6X1/4 759' - 1 1/2" 749' - 4 1/2" 768' - 10 1/2" 778' - 4 3/4" LOWER LEVEL 734' - 6" 1 2 GROUND FLOOR 744' - 6" SECOND FLOOR 754' - 3" THIRD FLOOR 764' - 0" FOURTH FLOOR 773' - 9" T/MD - ROOF 783' - 3 3/4" HSS6X6X1/4 HSS6X6X1/4 HSS6X6X1/4 HSS6X6X1/4 HSS6X6X1/4 NEW YORK CITY WASHINGTON, DC PRINCETON DURHAM TORONTO WWW.LORINGENGINEERS.COM LORING NO. 9906 300 ALEXANDER PARK, STE 310PRINCETON, NJ 08540 TEL (609) 716-6160 FAX (609) 716-6162 ikon.5 864 Mapleton Road Princeton, NJ 08540 609.919.0099 fax 609.919.0088 a r c h i t e c t s www.ikon5architects.com T.G. MILLER, P.C. ENGINEERS AND SURVEYORS 203 NORTH AURORA STREET ITHACA, NEW YORK 14850 WWW.TGMILLERPC.COM 607-272-6477 DRAWING NO.: DRAWN BY: DATE: SHEET TITLE: PROJECT TITLE: PROFESSIONAL LICENSE NUMBER VERSIONS NO.DATE DESCRIPTION 238 LINDEN AVENUE ITHACA, NY LANDSCAPE ARCHITECT: FIRE PROTECTION, PLUMBING, MECHANICAL, ELECTRICAL ENGINEER: STRUCTURAL ENGINEER: CIVIL ENGINEER: ARCHITECT: 1 01.17.2018 CONSTRUCTION DOCUMENTS STAIR 2 FRAMING ELEVATIONS S3.02 TT 01.17.2018 1/4" = 1'-0" STAIR 2 SOUTH ELEVATION1 1/4" = 1'-0" STAIR 2 WEST ELEVATION2 1/4" = 1'-0" STAIR 2 EAST ELEVATION3 NOTE: SEE PLAN FOR INFORMATION NOT SHOWN; SUCH AS CONNECTION FORCES, COLUMN INFORMATION, ETCETERA LOWER LEVEL 734' - 6" F GROUND FLOOR 744' - 6"8"8"8"SITE RETAINING WALL SEE PLAN CIP CONC STAIR WITH #5 AT 12" OC EW BOTTOM IN 8" SLAB AND #4 NOSE BAR PROVIDE SHEAR KEY GALVANIZED W8. 1/2" EXPANSION JOINT WITH COMPRESSIBLE FILLER MATERIAL 5 1/2"1' - 6" 2' - 6" S4.01 2 F GROUND FLOOR 744' - 6" 743' - 9 5/8" HSS POST BEYOND CONT 3/8"X5" EMBED WITH 1/2"DIA.X 3" SHEAR STUDS AT 16" OC. W BEAM SEE PLAN 5" 1/2"(4) 3/8"X4"X4" POLISHED SS PLATE (RMS<20) WELDED TO EMBED - 1 PL AT EACH BEAM END WITH BALANCE EQ SPACED NEW YORK CITY WASHINGTON, DC PRINCETON DURHAM TORONTO WWW.LORINGENGINEERS.COM LORING NO. 9906 300 ALEXANDER PARK, STE 310PRINCETON, NJ 08540 TEL (609) 716-6160 FAX (609) 716-6162 ikon.5 864 Mapleton Road Princeton, NJ 08540 609.919.0099 fax 609.919.0088 a r c h i t e c t s www.ikon5architects.com T.G. MILLER, P.C. ENGINEERS AND SURVEYORS 203 NORTH AURORA STREET ITHACA, NEW YORK 14850 WWW.TGMILLERPC.COM 607-272-6477 DRAWING NO.: DRAWN BY: DATE: SHEET TITLE: PROJECT TITLE: PROFESSIONAL LICENSE NUMBER VERSIONS NO.DATE DESCRIPTION 238 LINDEN AVENUE ITHACA, NY LANDSCAPE ARCHITECT: FIRE PROTECTION, PLUMBING, MECHANICAL, ELECTRICAL ENGINEER: STRUCTURAL ENGINEER: CIVIL ENGINEER: ARCHITECT: 1 01.17.2018 CONSTRUCTION DOCUMENTS SECTION AT ENTRY STAIR S4.01 TT 01.17.2018 1/2" = 1'-0" SECTION AT EAST STAIR I1 1 1/2" = 1'-0" SECTION AT EAST STAIR II2 CL COLUMN FINISHED COLUMN END SURFACE 1" Ø ANCHOR ROD FINISH BASE PLATE NON-SHRINK GROUT CL COLUMN CL COLUMN ELEVATION SQUARE HSS ON FOOTING PLAN3/4" TYPNOTES: 1. SEE PLAN FOR BASE PLATE SIZE AND ORIENTATION 2. BASE PLATE THICKNESS SHOWN ON SCHEDULE IS A MINIMUM. DIMENSION AFTER ALL MILLING IS COMPLETED 3. COLUMN STABILITY DURING ERECTION IS RESPONSIBILITY OF CONTRACTOR 4. SEE ANCHOR ROD SCHEDULE AND TYPICAL ANCHOR ROD DETAIL FOR ADDITIONAL INFORMATION 5. CONTRACTOR'S OPTION TO FIELD WELD COLUMNS TO BASEPLATES FOR HEAVY BASEPLATES 6. ANCHOR ROD CONFIGURATION IS TO USE SQUARE PATTERN OUTSIDE COLUMN. T/FOOTING OR WALL EL SEE PLANS CL COLUMN CL COLUMN 5"2 1/2"2 1/2" 2 1/2" 1' - 4" CONC WALL SEE SECTION 1' - 4"TYP 2 1/2" 1' - 4" SQUARE HSS ON CONC WALL PLAN EXTENTS OF CURB ABOVE SEE SECTION 10"8"2" 4" 2"2" MINIMUM4" MINIMUMCOVERT/CONCRETE EL SEE PLANS, DETAILS OR SCHEDULES SEE ANCHOR ROD SCHEDULE FOR WELD A FULLY TIGHTENED DOUBLE NUTS OR HEX BOLT HEAD 12" TYP NOMINAL GROUT THICKNESS PER SCHEDULE A HEAVY HEX NUT SQUARE OR ROUND PLATE WASHER WITH STANDARD HOLE SIZE AND THICKNESS PER SCHEDULE A MINIMUM ANCHOR ROD PROJECTION ABOVE BASE PLATE PER SCHEDULE ATHREAD LENGTH BASE PLATE W/ OVERSIZED HOLE, PER SCHEDULE A MIN PROJ ABOVE BASE PL MIN WASHER t MIN WASHER SIZE BASE PL HOLE DIA ANCHOR ROD DIAMETER SCHEDULE A NOMINAL GROUT THICKNESS ANCHOR ROD PER BOTTOM OF CONCRETE BOTTOM OF BASE PLATE SETTING NUT AND PLATE WASHER (1/2" MINIMUM WASHER THICKNESS) OR SHIM STACK AT CONTRACTOR'S OPTION / COORDINATION 1' - 2 3/4" 4" 5 1/2" 3 3/4" 1' - 11 3 / 8 " 3/4"1-5/16"2"1/4"3"2" 1"1-13/16"3"3/8"3-1/2"2" 1-1/4"2-1/16"3"1/2"4"3" 2 1/2" 1/4 /1 S5.01 4.3 GROUND FLOOR 744' - 6" CFMF WALL OR HSS COLUMN ABOVE PER PLAN SS COLUMN WITH 1/4" CAP PLATE SEE PLAN CFMF SEE PLAN (2) .157"Ø P.D.F. AT 2" OC BS AT CONT HSS COLUMN (2) .157"Ø P.D.F. AT 2" OC AT TOP OF HSS COLUMN BELOW TYP CONT TOP/BOTTOM TRACK (18GA MIN AT COLUMN AND EXTEND 3' BEYOND TO LAP WITH TYP TRACK) NOTCH WEB AT THRU COLUMN AND BEND TO SIDE OF COLUMN FOR ATTACHMENT 2 GROUND FLOOR 744' - 6" PROVIDE BOX BEAM CENTERED ON HSS AND DESIGN FOR ADD'L AXIAL LOADS INDICATED ON PLAN PROVIDE TWIST STRAP BS WITH P.D.F. TO HSS TO TRANSFER AXIAL LOADS INDICATED ON PLAN HSS SEE PLAN NEW YORK CITY WASHINGTON, DC PRINCETON DURHAM TORONTO WWW.LORINGENGINEERS.COM LORING NO. 9906 300 ALEXANDER PARK, STE 310PRINCETON, NJ 08540 TEL (609) 716-6160 FAX (609) 716-6162 ikon.5 864 Mapleton Road Princeton, NJ 08540 609.919.0099 fax 609.919.0088 a r c h i t e c t s www.ikon5architects.com T.G. MILLER, P.C. ENGINEERS AND SURVEYORS 203 NORTH AURORA STREET ITHACA, NEW YORK 14850 WWW.TGMILLERPC.COM 607-272-6477 DRAWING NO.: DRAWN BY: DATE: SHEET TITLE: PROJECT TITLE: PROFESSIONAL LICENSE NUMBER VERSIONS NO.DATE DESCRIPTION 238 LINDEN AVENUE ITHACA, NY LANDSCAPE ARCHITECT: FIRE PROTECTION, PLUMBING, MECHANICAL, ELECTRICAL ENGINEER: STRUCTURAL ENGINEER: CIVIL ENGINEER: ARCHITECT: 1 01.17.2018 CONSTRUCTION DOCUMENTS TYPICAL STEEL COLUMN DETAILS S5.01 TT 01.17.2018 3/4" = 1'-0" TYPICAL BASE PLATE DETAIL1 3/4" = 1'-0" TYPICAL ANCHOR ROD DETAIL2 1 1/2" = 1'-0" HSS COLUMN TO CFMF CONNECTION3 1 1/2" = 1'-0" SECTION AT WIND COLLECTOR BEAM4 HSS SEE PLAN CL COLUMN NOTE: 1. CONTRACTOR'S CALCULATIONS SHALL VERIFY HSS WALL THICKNESS IS ADEQUATE FOR CONNECTION TYPE CHOSEN PER AISC AISC SIMPLE SHEAR CONNECTION DOUBLE ANGLE, SINGLE ANGLE, SHEAR END PLATE, WT, OR SINGLE PLATE CONNECTION (SINGLE PLATE SHOWN) COLUMN CAP 1 1/2" TYP UON5/8 X SINGLE-PLATE THICKNESS CONCRETE WALL HORIZONTAL SLOTTED HOLES IN CONNECTION, STANDARD HOLES IN BEAM (PLATE WASHER NOT SHOWN) EMBED PLATE WITH HEADED STUDS SEE SCHEDULE DESIGN CONNECTION AS AISC SINGLE-PLATE CONNECTION WITH SNUG TIGHT (NOT PRETENSIONED) BEARING BOLTS HORIZONTAL SPACES EQUAL VERTICAL SPACES EQUAL2 1/2" NOMINAL, 3 1/2" MAXIMUM ECCENTRICITY OF BOLT GROUP, UNLESS OTHERWISE NOTED PROVIDE NAIL HOLE TO NAIL PLATE TO FORM AS REQUIRED SECTIONELEVATIONSTUD ROWSSTUD COLUMNS B Dt CENTER PLATE ON MEMBER .1 1/2" TYP UON0" @ T/WALLEQ EQ EQ EQ 2" TYPICAL EQ EQ ..T/STEEL BEAM EL SEE PLAN BLOCK BEAM BOTTOM FLANGE AS REQUIRED TO ACHIEVE MINIMUM CONNECTION DEPTHDEPTH (SEE SCHEDULE)MINIMUM CONNECTION . NOTES: 1. CONTRACTOR SHALL DESIGN SINGLE-PLATE GRADE, THICKNESS, BOLT QUANTITY AND TYPE (A325, A490, N OR X) TO RESIST THE SHEAR FORCE SHOWN IN TABLES OR PLANS WHILE SATISFYING GEOMETRIC REQUIREMENTS OF THE TYPICAL EMBED PLATE DETAIL AND SCHEDULE. SEE GENERAL NOTES FOR ADDITIONAL INFORMATION REGARDING THE DESIGN OF STRUCTURAL STEEL CONNECTIONS 2. EMBED PLATES SHALL CONFORM TO ASTM A572, Fy=50 ksi 3. STUDS SHALL BE 3/4" DIAMETER X 8" LONG NOMINAL (MINIMUM) 4. SEE TYPICAL EMBED DETAIL FOR ASSUMED CONNECTION LOCATION RELATIVE TO EMBED PLATE. REPORT ANY AS-BUILT DEVIATION FROM THE ASSUMED CONDITION TO THE SER AS FOLLOWS: HORIZONTAL DEVIATION GREATER THAN 2" VERTICAL DEVIATION GREATER THAN 1" 30 6 REMARKS EMBED PLATE SCHEDULE MAXIMUM FACTORED VERTICAL BEAM SHEAR REACTION (KIPS) EMBED PLATE SIZE No STUD COLUMNS 2 MINIMUM CONNECTION DEPTH (IN)t (in) X B (in) X D (in) 3/4 X 10 X 10 No STUD ROWS 2 NEW YORK CITY WASHINGTON, DC PRINCETON DURHAM TORONTO WWW.LORINGENGINEERS.COM LORING NO. 9906 300 ALEXANDER PARK, STE 310PRINCETON, NJ 08540 TEL (609) 716-6160 FAX (609) 716-6162 ikon.5 864 Mapleton Road Princeton, NJ 08540 609.919.0099 fax 609.919.0088 a r c h i t e c t s www.ikon5architects.com T.G. MILLER, P.C. ENGINEERS AND SURVEYORS 203 NORTH AURORA STREET ITHACA, NEW YORK 14850 WWW.TGMILLERPC.COM 607-272-6477 DRAWING NO.: DRAWN BY: DATE: SHEET TITLE: PROJECT TITLE: PROFESSIONAL LICENSE NUMBER VERSIONS NO.DATE DESCRIPTION 238 LINDEN AVENUE ITHACA, NY LANDSCAPE ARCHITECT: FIRE PROTECTION, PLUMBING, MECHANICAL, ELECTRICAL ENGINEER: STRUCTURAL ENGINEER: CIVIL ENGINEER: ARCHITECT: 1 01.17.2018 CONSTRUCTION DOCUMENTS TYPICAL STEEL BEAM DETAILS S5.02 TT 01.17.2018 1" = 1'-0" TYPICAL BEAM TO HSS COLUMN SHEAR CONNECTION1 3/4" = 1'-0" TYPICAL EMBED PLATE CONNECTION (SHEAR ONLY)2 1" = 1'-0" EMBED PLATE SCHEDULE (SHEAR ONLY)3 2.5 2.6 F 2 S5.11 1/4" SS PLATE SLOPED SEE ARCH DWG 4' - 11 7/8"1' - 4"3' - 3" 3/8" SS PL OUTRIGGERS DEPTH VARIES PER ARCH DWG TYP. NOTES: ECLOSURE AND MISC PLATES NOTE SHOWN FOR CLARITY. REFER TO ARCH DWG FOR ADD'L INFORMATION F SECOND FLOOR 754' - 3" PROVIDE TIGHT FIT BLOCKING AT 16"(MAX) OC BY 2 BAYS ALIGN WITH CANOPY OUT RIGGER CFMF SEE ARCH DWG 3' - 3" 1/4" (1/4") 1/4"3 1/2"1/4" SS PLATE SEE PLAN 3/8" SS OUTRIGGER PLATE 1/4"TYP L3X3X5/16XCONT 1/4" HSS10X6 SEE PLAN 1/2" SS ENCLOSURE PLATE TYP 18GA X2" PLATE WITH (4) .157"Ø P.D.F TO HSS AND (5) #12 SCREWS AT 1" OC IN 2 ROWS (10 TOTAL) IN BLOCKING 18GA X2" PLATE WITH (4) #12 CREWS TO C STUD AND (5) #12 SCREWS AT 1" OC IN 2 ROWS (10 TOTAL) IN BLOCKING T/MD - ROOF 783' - 3 3/4"6' - 0"6" 6" HSS 4X4 WIND SCREEN POST SEE PLAN FOR LOCATIONS AND SIZES WITH 1/4" CAP PLATE GROOVE WELD ALL AROUND HSS 4X4X5/16 HORIZONTAL BTWN POST TYP CFMF SEE PLAN WITH ADD'L JOIST/BLOCKING/TOP PLATE AS REQUIRED 1/4"TYP 1/4"TYP 1/2"X12"X12" GRADE 50 BASE PLATE WITH (4) 1/2"Ø 9" OC EACH WAY 5' - 0"SCREEN WALL SEE ARCH DWG 1.10KIPS (ASD) 3.70 K-FT (ASD) NOTES: THE WIND LOADS IMPOSED ON CORNER POST CAN BE REDUCED BASED ON TRIBUTARY WIDTH BUT LOADS SHALL BE APPLIED IN BOTH DIRECTIONS (NOT SIMULTANEOUSLY). NEW YORK CITY WASHINGTON, DC PRINCETON DURHAM TORONTO WWW.LORINGENGINEERS.COM LORING NO. 9906 300 ALEXANDER PARK, STE 310PRINCETON, NJ 08540 TEL (609) 716-6160 FAX (609) 716-6162 ikon.5 864 Mapleton Road Princeton, NJ 08540 609.919.0099 fax 609.919.0088 a r c h i t e c t s www.ikon5architects.com T.G. MILLER, P.C. ENGINEERS AND SURVEYORS 203 NORTH AURORA STREET ITHACA, NEW YORK 14850 WWW.TGMILLERPC.COM 607-272-6477 DRAWING NO.: DRAWN BY: DATE: SHEET TITLE: PROJECT TITLE: PROFESSIONAL LICENSE NUMBER VERSIONS NO.DATE DESCRIPTION 238 LINDEN AVENUE ITHACA, NY LANDSCAPE ARCHITECT: FIRE PROTECTION, PLUMBING, MECHANICAL, ELECTRICAL ENGINEER: STRUCTURAL ENGINEER: CIVIL ENGINEER: ARCHITECT: 1 01.17.2018 CONSTRUCTION DOCUMENTS STEEL SECTIONS AND DETAILS I S5.11 TT 01.17.2018 1" = 1'-0" PLAN VIEW OF EAST ENTRY CANOPY1 3" = 1'-0" CANOPY SECTION2 1 1/2" = 1'-0" SECTION AT WIND SCREEN POST3 3 4 3.2 3.5 F 2 S5.12 HSS4X4X3/8 HSS4X4X3/8 HSS4X4X1/4 SS L4X3X1/4(LLV) SLOPED SEE ARCH DWG TYP UON HSS4X4X1/4HSS10X4 (HI) SEE FLOOR PLAN HSS10X4(HI) SEE FLOOR PLAN CANOPY SEE ARCH DWG FOR GEOMETRY 1' - 2 5/16"3/8" SS EDGE PLATE TYP4' - 4"11"2' - 0" 1/4" SS PLATE SLOPED SEE ARCH DWG TYP 5' - 3 1/4"5' - 7 1/16"NOTES: ENCLOSURE PLATE AND MISC STEEL NOT SHOWN FOR CLARITY REFER TO ARCH DWG FOR ADD'L INFORMATION F THIRD FLOOR 764' - 0" 1/4"TYP 2' - 0" 1/4" SS PLATE SLOPED SEE PLAN SS L4X3 SLOPED 1/4"TYP 1/4"TYP 1/4" 2 1/2" TYP MIN SS 3/8" EDGE PLATE SEE PLAN 1/4"TYP ENCLOSURE PLATE SEE ARCH DWG HSS SEE PLAN CFMF FRAMING SEE PLAN L3 1/2X3 1/2X 0'-4" BS WITH 7/8"Ø AS 325 SC THRU. BOLT TYP 1/4"TYP 1/4"TYP DOOR HEAD SEE PLAN CFMF WALL SEE PLAN BY OTHERS NEW YORK CITY WASHINGTON, DC PRINCETON DURHAM TORONTO WWW.LORINGENGINEERS.COM LORING NO. 9906 300 ALEXANDER PARK, STE 310PRINCETON, NJ 08540 TEL (609) 716-6160 FAX (609) 716-6162 ikon.5 864 Mapleton Road Princeton, NJ 08540 609.919.0099 fax 609.919.0088 a r c h i t e c t s www.ikon5architects.com T.G. MILLER, P.C. ENGINEERS AND SURVEYORS 203 NORTH AURORA STREET ITHACA, NEW YORK 14850 WWW.TGMILLERPC.COM 607-272-6477 DRAWING NO.: DRAWN BY: DATE: SHEET TITLE: PROJECT TITLE: PROFESSIONAL LICENSE NUMBER VERSIONS NO.DATE DESCRIPTION 238 LINDEN AVENUE ITHACA, NY LANDSCAPE ARCHITECT: FIRE PROTECTION, PLUMBING, MECHANICAL, ELECTRICAL ENGINEER: STRUCTURAL ENGINEER: CIVIL ENGINEER: ARCHITECT: 1 01.17.2018 CONSTRUCTION DOCUMENTS STEEL SECTIONS AND DETAILS II S5.12 TT 01.17.2018 1/2" = 1'-0" PLAN VIEW AT LEVEL 3 CANOPY1 3" = 1'-0" SECTION AT LEVEL 3 CANOPY2 NOTES: 1.PROVIDE THE GREATER QUANTITY OF TYPICAL MINIMUM VERTICAL REINFORCEMENT AS SHOWN IN THE VERTICAL REINFORCEMENT SCHEDULE OR THE SEISMIC SCHEDULE AS FOLLOWS FOR THE FOLLOWING WALL TYPE AND DESIGN PRESSURE, UON - TYPICAL INTERIOR WALLS 5 PSF - INTERIOR ELEVATOR SHAFT WALLS 10 PSF - EXTERIOR WALLS 26 PSF (ASD) - SEISMIC SEE MINIMUM SEISMIC REINFORCEMENT SCHEDULE 2.PROVIDE THE FOLLOWING TYPICAL MINIMUM HORIZONTAL REINFORCEMENT: - INTERIOR WALLS:2 - 9 GAGE WIRES AT EVERY OTHER COURSE - EXTERIOR WALLS:2 - 3/16" DIA WIRES AT EVERY OTHER COURSE - SEISMIC DESIGN CATEGORY D, E, AND F PROVIDE HORIZONTAL REINFORCEMENT USING BOND BEAMS AS FOLLOWS: - 1# 4 @ 48" OC FOR 6" THICK WALL - 2# 4 @ 48" OC FOR WALLS > 6" THICK 3.FOR LOCATION AND THICKNESS OF MASONRY WALLS SEE ARCHITECTURAL DRAWINGS 4.VERTICAL REINFORCEMENT SCHEDULE IS BASED ON DESIGN SERVICE LOAD PRESSURE AS NOTED 5.'H' INDICATES HEIGHT OF WALL BETWEEN LATERAL SUPPORT POINTS 6. DESIGN OF MASONRY WALL IS BASED ON PARTIALLY GROUTED WALLS WITH REINFORCEMENT AS SCHEDULED 7.DESIGN IS BASED ON A MINIMUM COMPRESSIVE STRENGTH f'm = 1500 PSI MINIMUM FOR PROJECT SPECIFIC f'm REFER TO GENERAL NOTES ON S0 SERIES DRAWINGS 8. VERTICAL REINFORCEMENT SHALL BE SECURED WITH WIRE POSITIONERS ETC., AT INTERVALS NOT TO EXCEED 48," AND BE LOCATED AT THE CENTER OF THE WALL UON 9.SEE ELEVATIONS AND DETAILS FOR ADDITIONAL REINFORCEMENT AT OPENINGS AND JOINTS VERTICAL REINFORCEMENT (SEE NOTE 1) WALL THICKNESS t MAXIMUM WALL HEIGHT H 5 PSF 10 PSF 12'-0"#4@120"#4@96" 6" 30 PSF #4@32" 14'-0"#4@120"#4@64"#5@32" 12'-0"#4@120"#4@120"#4@48" 14'-6"#4@120"#4@96"#4@32" 17'-0"#4@120"#4@72"#5@32" 19'-0"#4@96"#4@56"#6@32" 8" 13'-6"#4@120"#4@120"#4@48" 16'-0"#4@120"#4@112"#4@32" 20'-0"#4@120"#4@64"#5@32" 23'-6"#4 @ 88"#4@48"2#6@48" 10" 14'-0"#4@120"#4@120"#4@48" 18'-0"#4@120"#4@112"#4@32" 22'-6"#4@120"#4@72"#5@32" 26'-0"#4@104"#4@48"#6@32" 12" 29'-0"#4@72"#4@32"2#6@40" MASONRY UNIT ONE BAR PER CELL LAYOUT TWO BAR PER CELL LAYOUT TYPICAL REINFORCEMENT LAYOUT BAR AT OUTSIDE FACES OF CELL [NOTED AS: 2#4] BAR CENTERED ON CELL DESIGN PRESSURE (PSF) OR REINFORCEMENTSEISMIC DESIGN CATEGORY S 6" WALL ALLA OR B [A ONLY] <0.25 <0.33 <0.50 B [OR C] <1.0 [<0.67]D, E, OR F DS 5 8" WALL 10" WALL 12" WALL 5 5 5 5 6[10]5 [10]10 5 [10]10 10 10 [30] 10 10 [30]10 [30]30 #5@32"#5@32"#6@32"#6@24" MINIMUM SEISMIC REINFORCEMENT SCHEDULE SEISMIC TABLE NOTES: A.REFER TO GENERAL NOTES ON S0 SERIES DRAWINGS FOR APPLICABLE SEISMIC DESIGN CATEGORY B.FOR SEISMIC USE GROUP IV FACILITIES AND FOR WALLS WITH COMPONENT IMPORTANCE FACTOR, Ip=1.5, VALUES INDICATED IN [ ] SHALL BE USED C.REINFORCEMENT IS BASED ON THE FOLLOWING CRITERIA, UON: FULL HEIGHT WALLS WITHIN LIMITS OF VERTICAL REINFORCEMENT SCHEDULE ap=1.0 Rp=2.5 z/H=1 (WALL AT TOP OF STRUCTURE) D. FOR WALL TYPES NOT INDICATED IN THE SCHEDULE SER SHALL BE IMMEDIATELY NOTIFIED E.SEISMIC MASS IS BASED ON PARTIALLY GROUTED WALLS F.CONNECTION TO DIAPHRAGM IS TO BE 3 TIMES WALL PRESSURE. VERTICAL REINFORCEMENT SCHEDULE HORIZONTAL BAR(S) WHERE SCHEDULED IN BOND BEAM (NOT SHOWN) HORIZONTAL BAR(S) WHERE SCHEDULED IN BOND BEAM (NOT SHOWN) 3/4" CLEAR 26 PSF 23'-0"#5@16"--- - - - - - - - - - - - - - MAXIMUM MASONRY OPENING 'L' 6" WALL 8" WALL 10" WALL 12" WALL LINTEL LINTEL LINTEL LINTEL (2)L2.5x2.5x1/4 WALL THICKNESS (2)L3.5X3X1/4 LLV (2)L4X4X1/4 (2)L5X5X5/164'-0" (2)L3X2.5X1/4 LLV (2)L3.5X3X1/4 LLV (2)L4X4X1/4 (2)L5X5X5/165'-0" (2)L3X2.5X1/4 LLV (2)L3.5X3X1/4 LLV (2)L4X4X1/4 (2)L5X5X5/166'-0" (2)L3.5X2.5X5/16 LLV (2)L5X3X1/4 LLV (2)L4X4X5/16 (2)L5X5X5/167'-0" (2)L5X3X5/16 LLV (2)L6X4X3/8 LLV8'-0" W8X10 (2)L5X3X3/8 LLV (2)L6X4X3/8 LLV W8X24 + 1/4"x10" PLATE10'-0" W8X10 (2)L6X3.5X3/8 LLV (2)L7X4X3/8 LLV12'-0" NOTES: 1.LINTEL ANGLES AND W-SHAPE LINTELS SHALL BE ASTM A36 STEEL MINIMUM 2. NO MORE THAN SIX COURSES OF CMU MAY BE PLACED, REINFORCED, GROUTED AND CURED AT ONE TIME ABOVE LINTEL BEFORE PROCEEDING FURTHER 3. PROVIDE MINIMUM 8" BEARING EACH END 4.2L LINTELS SHALL BE WELDED OR BOLTED TOGETHER AT INTERVALS NOT EXCEEDING 2'-0" OC, WITH A MINIMUM OF TWO CONNECTIONS BETWEEN ENDS 5.AT EXTERIOR WALL SYSTEMS AND AT HUMID LOCATIONS LINTELS SHALL BE GALVANIZED, REFER TO SPECIFICATIONS FOR FURTHER INFORMATION 6.SEE ARCHITECTURAL DRAWINGS FOR FIREPROOFING REQUIREMENTS 7.SEE TYPICAL CMU NON-BEARING WALL ELEVATION WITH STEEL OR PRECAST LINTELS FOR DETAILS OF REINFORCEMENT AROUND OPENINGS STEEL LINTEL WITH PLATE (2)L5X5X5/16 W8X24 + 1/4"x10" PLATE 0" VERTICAL WALL REINFORCMENT SEE SCHEDULE W-SHAPE LINTEL SEE SCHEDULE PLATE PER SCHEDULE 1/2" DIA x 6" LONG HEADED STUD AT 4'-0" OC CENTERED ON BEAM IN GROUTED CELL MINIMUM 2 PER LINTEL 3/16 4@12 3/16 4@12 (2)L3.5X2.5X3/8 LLV SEE TYPICAL CMU SILL AND LINTEL SCHEDULE (NON-BEARING WALL) FOR REINFORCEMENT SCHEDULED REINFORCEMENT CONDITION CMU LAP SPLICE AND TENSION EMBEDMENT LENGTH (f'm = 1500 psi & fy = 60 ksi) ONE BAR IN CELL OR COURSE (NOTE 1) #4 24" 36" #5 26" 45" #6 NOTES: 1.FOR 6" AND 8" WALLS WITH ONE HORIZONTAL BAR IN COURSE, USE SPLICE LENGTHS FOR TWO BARS IN CELL OR COURSE 2. WHERE EPOXY-COATED REINFORCEMENT IS USED, INCREASE LAP SPLICE LENGTH BY 50% 3.SPLICES OF HORIZONTAL REINFORCEMENT IN WALLS CONTAINING TWO BARS PER COURSE SHALL BE STAGGERED 4.TYPE 1 OR TYPE 2 MECHANICAL SPLICES MAY BE SUBSTITUTED UON, PROVIDED THEY DEVELOP 125% OF THE YIELD STRENGTH OF THE BAR AND ARE APPROVED BY THE EOR 5.WHERE BARS OF DIFFERENT SIZES ARE TO BE SPLICED, THE SPLICE LENGTH SHALL BE THAT REQUIRED FOR THE LARGEST 6.SEE TYPICAL REINFORCEMENT LAYOUT DETAIL FOR MINIMUM CLEAR COVER TO INSIDE OF FACESHELL 7.SPLICES OF HORIZONTAL REINFORCEMENT SHOULD BE PLACED VERTICALLY OVER MAIN BAR 40" 54" CMU REINFORCEMENT CONDITIONS TWO HORIZONTAL BARS IN COURSE BAR SIZE TWO BARS IN CELL OR COURSE ONE HORIZONTAL BAR IN CELL CMU ONE HORIZONTAL BAR IN CELL TWO VERTICAL BARS IN CELL ONE VERTICAL BAR IN COURSE TWO HORIZONTAL BARS IN COURSE CLEAR COVER CLEAR BAR SPACING2 3/4"6 1/4" CLEAR COVER CLEAR BAR SPACING3 1/4"3 1/4" SPLICE BAR LOCATION TYPICAL FOR HORIZONTAL BARS SEE NOTE 7 EQ EQ NEW YORK CITY WASHINGTON, DC PRINCETON DURHAM TORONTO WWW.LORINGENGINEERS.COM LORING NO. 9906 300 ALEXANDER PARK, STE 310PRINCETON, NJ 08540 TEL (609) 716-6160 FAX (609) 716-6162 ikon.5 864 Mapleton Road Princeton, NJ 08540 609.919.0099 fax 609.919.0088 a r c h i t e c t s www.ikon5architects.com T.G. MILLER, P.C. ENGINEERS AND SURVEYORS 203 NORTH AURORA STREET ITHACA, NEW YORK 14850 WWW.TGMILLERPC.COM 607-272-6477 DRAWING NO.: DRAWN BY: DATE: SHEET TITLE: PROJECT TITLE: PROFESSIONAL LICENSE NUMBER VERSIONS NO.DATE DESCRIPTION 238 LINDEN AVENUE ITHACA, NY LANDSCAPE ARCHITECT: FIRE PROTECTION, PLUMBING, MECHANICAL, ELECTRICAL ENGINEER: STRUCTURAL ENGINEER: CIVIL ENGINEER: ARCHITECT: 1 01.17.2018 CONSTRUCTION DOCUMENTS MASONRY TYPICAL DETAILS I S6.01 TT 01.17.2018 NOT TO SCALE TYPICAL CMU NON-BEARING WALL REINFORCEMENT SCHEDULE1 NOT TO SCALE TYPICAL STEEL LINTEL SCHEDULE (NON-BEARING WALL)2 NOT TO SCALE CMU LAP SPLICE AND TENSION EMBEDMENT LENGTH SCHEDULE3 MAXIMUM MASONRY OPENING 'L' 6" WALL (NOTE 5) LINTEL OR SILL DEPTH WALL THICKNESS FULLY GROUT ALL CELLS FOR FULL HEIGHT OF LINTEL DEPTH SCHEDULED BOND BEAM AT SECOND COURSE WITH REINFORCEMENT PER SCHEDULE. WHERE REINFORCEMENT IS NOT REQUIRED FULLY GROUT CELLS DESIGN PRESSURE 1ST COURSE REINF 2ND COURSE REINF 8" WALL LINTEL OR SILL DEPTH 12" WALL LINTEL OR SILL DEPTH BOND BEAM WITH REINFORCEMENT SEE SCHEDULE AT FIRST COURSE 3" MAXIMUM TO CL VERTICAL REINFORCEMENT SEE SCHEDULE 10" WALL LINTEL OR SILL DEPTH NOTES: 1.SEE NOTE 1 OF TYPICAL CMU NON-BEARING WALL REINFORCEMENT SCHEDULE FOR DESIGN PRESSURE TO BE USED. FOR SEISMIC DESIGN CATEGORY D, E AND F UP TO Sds VALUE SCHEDULED, USE 30 PSF DESIGN PRESSURE 2. MASONRY LINTELS SHALL BE SHORED DURING CONSTRUCTION AND SHALL REMAIN SHORED UNTIL MASONRY HAS GAINED 100% OF FULL SPECIFIED STRENGTH (f'm) 3. DESIGN BASED ON DESIGN SERVICE LOAD PRESSURE NOTED 4. SEE TYPICAL CMU NON-BEARING WALL ELEVATIONS FOR ADDITIONAL INFORMATION INCLUDING HORIZONTAL REINFORCEMENT. PROVIDE #5 (VERT.) AT 16" OC WITHIN LINTEL AND ABOVE. 5. FOR 6" WALLS WITH 30 PSF DESIGN PRESSURE, PROVIDE 3 BOND BEAM COURSES WITH 2-#5 IN EACH COURSE 6. PROVIDE LEVEL B SPECIAL INSPECTION CONFORMNG TO TABLE 1.19.2 OF ACI-530-11. 7. PROVIDE ADDITIONAL 2#6X26'-0" LONG AS SECOND LAYER IN FIRST COURSE OF LINTEL BEAM. 8. REFER TO S-611 FOR TYPICAL CMU JAMB AND PIER SCHEDULE. FOR STORE FRONT, USE THIS TABLE FOR JAMB ZONE WIDTH WITH #5 (VERT.) IN EACH CELL AND FULLY GROUTED. REFER TO FOUNDATION PLAN FOR PIERS TO BE FULLY GROUTED. 9. EXTEND LINTEL BEAM REBARS 54" BEYOND OPENING OR HOOK AT CMU WALL CONTROL JOINT. 10. THE IRST COURSE IS PLACE ABOVE BOTTOM HSS 8X8. LINTEL SCHEDULE1ST COURSE REINF 2ND COURSE REINF 1ST COURSE REINF 2ND COURSE REINF 1ST COURSE REINF 2ND COURSE REINF SILLSCHEDULEBOND BEAM WITH REINFORCEMENT SEE SCHEDULE AT FIRST COURSE BOND BEAM AT SECOND COURSE WITH REINFORCEMENT. SEE SCHEDULE (SIMILAR WHERE 3RD COURSE IS REQUIRED) TYPICAL MASONRY SECTION AT OPENING 84'-0" 167'-0" 2412'-0" 10 PSF 2-#4 2-#4 2-#5 - - 2-#4 8 16 24 2-#5 2-#4 2-#6 - - 2-#4 16 16 32 2-#4 2-#6 2-#6 - - 2-#4 8 16 32 2-#6 2-#5 2-#6 - - 2-#4 84'-0" 167'-0" 4012'-0" 30 PSF 2-#4 2-#5 2-#6 - 2-#4 2-#6 8 16 40 2-#5 2-#6 2-#6 - - 2-#6 16 24 48 2-#4 2-#6 2-#6 - - 2-#6 8 16 40 2-#6 2-#6 2-#6 - - 2-#6 812'-0"10 PSF 2-#4 -8 2-#4 -8 2-#4 -8 2-#4 - 87'-0" 2412'-0" 30 PSF 2-#5 2-#5 - 2-#5 (NOTE 5) 8 16 2-#5 2-#6 - 2-#6 8 16 2-#5 2-#5 - 2-#5 8 16 2-#5 2-#5 - 2-#5 BOTTOM SHELL3/4" CLEAR TO3 1/8"SEE SCHEDULELINTEL DEPTHOPENINGSEE SCHEDULESILL DEPTHGRAVITY LOADED LINTEL AT STORE FRONT 27'-8"64 2-#6 2-#6---------26'-4"56 2-#6 2-#6--------- REMARKS FULLY GROUTED AND SEE NOTE 6 LINTEL MARK L-1 L-2 36'-7 3/8"80 2-#6 2-#6---------L-3 FULLY GROUTED AND SEE NOTE 6 AND 7 ADDITIONAL REINF. PER NOTE 7. JAMB ZONE WIDTH (8) 24" 40" 40'-0"64 2-#6 2-#6---------L-4 FULLY GROUTED AND SEE NOTE 6 AND 10 - NEW YORK CITY WASHINGTON, DC PRINCETON DURHAM TORONTO WWW.LORINGENGINEERS.COM LORING NO. 9906 300 ALEXANDER PARK, STE 310PRINCETON, NJ 08540 TEL (609) 716-6160 FAX (609) 716-6162 ikon.5 864 Mapleton Road Princeton, NJ 08540 609.919.0099 fax 609.919.0088 a r c h i t e c t s www.ikon5architects.com T.G. MILLER, P.C. ENGINEERS AND SURVEYORS 203 NORTH AURORA STREET ITHACA, NEW YORK 14850 WWW.TGMILLERPC.COM 607-272-6477 DRAWING NO.: DRAWN BY: DATE: SHEET TITLE: PROJECT TITLE: PROFESSIONAL LICENSE NUMBER VERSIONS NO.DATE DESCRIPTION 238 LINDEN AVENUE ITHACA, NY LANDSCAPE ARCHITECT: FIRE PROTECTION, PLUMBING, MECHANICAL, ELECTRICAL ENGINEER: STRUCTURAL ENGINEER: CIVIL ENGINEER: ARCHITECT: 1 01.17.2018 CONSTRUCTION DOCUMENTS MASONRY TYPICAL DETAILS II S6.02 TT 01.17.2018 NOT TO SCALE TYPICAL CMU SILL AND LINTEL SCHEDULE (NON-BEARING WALL)1 A B WALL THICKNESS t MAXIMUM WALL HEIGHT 'H' 5 PSF 10 PSF 30 PSF 12'-0" 14'-6" 17'-0" 19'-0" 8" MAX CLEAR MASONRY OPENING (SEE NOTE 4) PIER ZONE LENGTH (NOTE 2) WALL REINF EACH CELL 16"4'-0" 7'-0" 12'-0" 16" 16" #4 #4 #4 16"4'-0" 7'-0" 12'-0" 16" 16"/24" #4 #4 #4 16"4'-0" 7'-0" 12'-0" 16" 16"/24" #4 #4 #4 16"4'-0" 7'-0" 12'-0" 16" 16"/24" #4 #4 #4 WALL REINF EACH CELL 16" 16" 16" #4 #4 #4 16" 16" 16"/24" #4 #4 #4 16" 16" 24" #4 #4 #4 16" 24" 40" #4 #4 #4 WALL REINF EACH CELL 16" 24" 40" #4 #4 #4 24" 40" 56" #4 #4 #4 32" 40" 64" # 5 # 5 # 5 32" 40" 64" # 6 # 6 # 6 NOTES: 1.SEE NOTE 1 OF TYPICAL CMU NON-BEARING WALL REINFORCEMENT SCHEDULE FOR DESIGN PRESSURE TO BE USED. FOR SEISMIC DESIGN CATEGORY D, E, AND F UP TO Sds VALUE SCHEDULED, USE 30 PSF DESIGN PRESSURE 2.SINGLE NUMBER FOR PIER REFERS TO PIER ZONE LENGTH. WHEN PIER WIDTH IS DENOTED AS ##/##, PROVIDE PIER AS FOLLOWS: EX 16"/24" 3. PROVIDE FULLY GROUTED JAMB AND PIER WITH VERTICAL BARS(S) IN EACH CELL OVER FULL WIDTH AS SCHEDULED. SEE TYPICAL CMU NON-BEARING WALL REINFORCEMENT SCHEDULE FOR REINFORCEMENT LAYOUT 4.FOR PIER ZONE SCHEDULE USE MAXIMUM CLEAR MASONRY OPENING AT LEAST EQUAL TO AVERAGE WIDTH OF ADJACENT OPENINGS 5.SEE TYPICAL CMU NON-BEARING WALL PLAN DETAIL AT ADJACENT WALL OPENINGS FOR ADDITIONAL INFORMATION 6.NOTIFY ENGINEER OF RECORD IF JAMB AND/OR PIER WIDTH NOTED CANNOT BE SATISFIED 7.AT PIERS WIDER THAN REQUIRED PER SCHEDULE, IT IS ACCEPTABLE TO REINFORCE EDGES AS JAMB ZONES JAMB ZONE WIDTH W1 OR W2 8" 8" 8" 8" 8" 8" 8" 8" 8" 8" 8" 16" JAMB ZONE WIDTH W1 OR W2 8" 8" 8" 8" 8" 16" 8" 16" 16" 16" 16" 24" PIER ZONE LENGTH (NOTE 2) JAMB ZONE WIDTH W1 OR W2 16" 16" 24" 16" 24" 32" 16" 24" 40" 16" 24" 40" PIER ZONE LENGTH (NOTE 2) MINIMUM TOTAL PIER WIDTH, PW, INCLUDING ANY NON-CONTINUOUS CELLS INTERRUPTED BY LINTELS MINIMUM PIER ZONE WIDTH WITH CONTINUOUS VERTICAL BARS FULL HEIGHT OF WALL NOTE: 1. AT CONTINUOUS WALL INTERSECTIONS, SEE TYPICAL PLAN DETAIL AT MASONRY WALL WITH INTERLOCKED INTERSECTIONS FOR BRACE SPACING REQUIREMENTS SEISMIC DESIGN CATEGORY IMPORTANCE FACTOR WALL HEIGHT (FT) CONNECTION TYPE A 1.0/1.5 ALL 1 B, C 1.5 ≤ 14.5 1 B, C 1.5 > 14.5 2 D, E, F 1.0 / 1.5 ≤ 14.5 1 D, E, F 1.0 / 1.5 > 14.5 2 Ip CONNECTION LEGEND B, C 1.0 ALL 1 SEE TYPICAL CMU NON-BEARING WALL ELEVATIONS FOR INFORMATION PARTIAL HEIGHT COURSE WHERE REQUIRED WALL BRACING BEAM BETWEEN ROOF BEAMS SEE PLAN ROOF DECK SEE PLAN BENT PLATE 3/8" X 4" X 1'-0" LONG EACH SIDE STAGGERED 3/16 3/163" EACH END OF ANGLE 2' - 0" 2' - 0" 4' - 0" TYPICAL 1' - 0"BOTTOM FLANGE OF BEAM BENT PLATE ALTERNATE SIDE WITH VERTICAL LEG FLAT PLATE L4X4X3/8 X 1'-0" LONG AT 4'-0" OC SEE NOTE 1 SEE TYPICAL CMU NON-BEARING WALL ELEVATIONS FOR INFORMATION1"1" MINIMUM CLEAR (-0", +1/2") 1/8 4" 1/8 4" 1/4" DIA HILTI KWIK-PRO SELF DRILLING SCREWS ROOF DECK 20 GAGE MINIMUM SEE PLAN PLATE 3/16" X 2'-10" X 2'-2" L4X4 WALL NOT SHOWN FOR CLARITY CL LOW DECK FLUTE TYPICAL (6) SCREWS PER FLUTE MINIMUM FIVE FLUTES. EQUALLY SPACED SCREWS ON EACH SIDE OF ANGLES AT CONFLICT1"5 EQUAL SPACES2' - 10" CMU TO ROOF DECK CONNECTION - TYPE 2CMU TO ROOF DECK CONNECTION - TYPE 1 PARTIAL HEIGHT COURSE WHERE REQUIRED A DETAIL B DETAIL VERTICAL REINFORCEMENT SEE SCHEDULE JAMB OR PIER WIDTH SEE SCHEDULE FILL SOLID WITH GROUT VERTICAL REINFORCEMENT TO BE PROVIDED IN EACH CELL PROVIDE X" ISOLATION JOINT FIRST TOP BRACE TO BE LOCATED AT ENDS OF WALL TYPICAL 1' - 3 5/8" VERTICAL REINFORCEMENT AT EACH WALL END, TYPICAL SEE SCHEDULE NEW YORK CITY WASHINGTON, DC PRINCETON DURHAM TORONTO WWW.LORINGENGINEERS.COM LORING NO. 9906 300 ALEXANDER PARK, STE 310PRINCETON, NJ 08540 TEL (609) 716-6160 FAX (609) 716-6162 ikon.5 864 Mapleton Road Princeton, NJ 08540 609.919.0099 fax 609.919.0088 a r c h i t e c t s www.ikon5architects.com T.G. MILLER, P.C. ENGINEERS AND SURVEYORS 203 NORTH AURORA STREET ITHACA, NEW YORK 14850 WWW.TGMILLERPC.COM 607-272-6477 DRAWING NO.: DRAWN BY: DATE: SHEET TITLE: PROJECT TITLE: PROFESSIONAL LICENSE NUMBER VERSIONS NO.DATE DESCRIPTION 238 LINDEN AVENUE ITHACA, NY LANDSCAPE ARCHITECT: FIRE PROTECTION, PLUMBING, MECHANICAL, ELECTRICAL ENGINEER: STRUCTURAL ENGINEER: CIVIL ENGINEER: ARCHITECT: 1 01.17.2018 CONSTRUCTION DOCUMENTS MASONRY TYPICAL DETAILS III S6.03 TT 01.17.2018 NOT TO SCALE TYPICAL CMU NON-BEARING WALL JAMB AND PIER ZONE SCHEDULE1 NOT TO SCALE TYPICAL TOP BRACE DETAIL AT INTERIOR CMU WALL TO UNDERSIDE OF ROOF DECK - FLUTES PARALLEL2 1" = 1'-0" TYPICAL PLAN DETAIL AT FULL HEIGHT MASONRY WALL JOINT INTERSECTION3 3 4 3 4 2 1 DUCT OPENING SEE MECHANICAL DRAWINGS SIZE NEAREST TO BLOCK MODULE NO CONTROL JOINTS ARE TO BE LOCATED AT OPENING CORNERS TYPICAL STEEL OR PRECAST LINTEL VERTICAL IN FIRST CELL AT ALL OPENINGS TO UNDERSIDE OF LINTEL VERTICAL IN SECOND CELL AT ALL OPENINGS FULL HEIGHT VERTICAL IN FIRST CELL OF LINTEL AT OPENING TYPICAL VERTICAL REINFORCEMENT IN FIRST CELL AT ALL ENDS, INTERSECTIONS, CONTROL JOINTS OR CORNERS SEE SCHEDULE TYPICAL WALL REINFORCEMENT SEE TYPICAL CMU NON-BEARING WALL REINFORCEMENT SCHEDULE SEE CMU SILL AND LINTEL SCHEDULE FOR REINFORCEMENT DOWELS SEE BASE OF WALL DETAILS 3" MAXIMUM (3/4" CLEAR MINIMUM TO BOTTOM SHELL) SEE TYPICAL CMU SILL AND LINTEL SCHEDULE (NON-BEARING WALL) FOR REINFORCEMENT SEE TYPICAL CMU NON-BEARING WALL JAMB AND PIER ZONE SCHEDULE FOR REINFORCEMENT IN JAMB AND PIER ZONES NOTES: 1. FOR WALL OPENING LIMITATIONS SEE TYPICAL CMU NON-BEARING WALL PLAN DETAIL AT ADJACENT WALL OPENINGS 2. FOR JAMB AND PIER ZONE CRITERIA SEE TYPICAL CMU NON-BEARING WALL PLAN DETAIL AT ADJACENT WALL OPENINGS DISTANCE TO 1ST TYPICAL WALL BAR SHALL NOT EXCEED 1/2 SCHEDULED BAR SPACING AWAY FROM JAMB ZONE DISTANCE TO 1ST TYPICAL WALL BAR SHALL NOT EXCEED 1/2 SCHEDULED BAR SPACING AWAY FROM JAMB ZONE T/WALL T/SLAB STEEL OR PRECAST LINTEL SEE LINTEL SCHEDULE AND NOTE 1 OPENING LENGTH L1 SEE TYPICAL TOP BRACE DETAILS FOR TOP OF WALL CONNECTIONS END OF WALL 3. MAXIMUM PIER HEIGHT SHALL NOT EXCEED 5 TIMES PIER WIDTH. FOR PIER HEIGHTS EXCEEDING THIS CRITERIA PIER WIDTH SHALL BE INCREASED SUCH THAT PIER WIDTH ≥ PIER HEIGHT/5WALL HEIGHTJOINT CONTROL 2'-0" MINIMUM .PIER HEIGHT (NOTE 3)TYPICAL 8" LINTEL BEARING SEE LINTEL SCHED & NOTE 1 OPENING LENGTH L2 TYPICAL, 2'-0" MINIMUM TENSION EMBED MAXIMUM 1/2 TYPICAL SPACING 8" SEE NOTE 2 JAMB ZONEMAXIMUM 1/2 TYPICAL SPACING SEE NOTE 2 JAMB ZONE 8" 8" SEE NOTE 2 PIER ZONE 8" PIER WIDTH TYPICAL 2'-0" MIN BETWEEN OPENINGS 2'-0" MINIMUMTENSION EMBEDSILL REINFORCEMENT PER TYPICAL CMU SILL AND LINTEL SCHEDULE (NON-BEARING WALL) 2#4 AT T/WALL BOND BEAM TYPICAL, UON NO CONTROL JOINTS ARE TO BE LOCATED AT OPENING CORNERS, TYPICAL VERTICAL IN FIRST CELL AT ALL OPENINGS FULL HEIGHT SEE SCHEDULE VERTICAL IN FIRST CELL OF LINTEL AT OPENING TYPICAL NOTES: 1. FOR WALL INFORMATION NOT SHOWN, SEE TYPICAL CMU NON- BEARING WALL ELEVATION WITH STEEL OR PRECAST LINTELS 2. SEE TYPICAL CMU SILL AND LINTEL SCHEDULE (NON-BEARING WALL)FOR ADDITIONAL INFORMATION DOWELS SEE BASE OF WALL DETAILS 3" MAXIMUM AT CMU LINTEL (3/4" CLEAR MINIMUM TO BOTTOM SHELL) LINTEL UNITS SEE TYPICAL CMU NON-BEARING WALL PLAN DETAIL AT ADJACENT WALL OPENINGS FOR JAMB AND PIER ZONE CRITERIA SEE TYPICAL CMU SILL AND LINTEL SCHEDULE (NON-BEARING WALL) FOR REINFORCEMENT T/WALL T/SLABPIER HEIGHTWALL HEIGHT "H".OPENING LENGTH L1 OPENING LENGTH L2 JAMB ZONE PIER ZONE PIER WIDTH PW NOTES: 1.SEE ARCHITECTURAL DRAWINGS FOR THE EXACT LOCATION OF MASONRY WALL OPENINGS 2.SUM OF OPENING WIDTHS L1 PLUS L2 ON EITHER SIDE OF PIER SHALL NOT EXCEED 24'-0", AND ANY INDIVIDUAL OPENING SHALL NOT EXCEED 12'-0" IN WIDTH. FOR CONDITIONS EXCEEDING THIS CRITERIA, ENGINEER OF RECORD SHALL BE NOTIFIED PRIOR TO CONSTRUCTION 3.W1 AND W2 REFERS TO WIDTH OF JAMB ZONE BASED ON ADJACENT CLEAR OPENING L1 AND L2, RESPECTIVELY AS PER TYPICAL CMU NON-BEARING WALL JAMB AND PIER ZONE SCHEDULE 4. PIER ZONE REFERS TO MINIMUM WIDTH OF PIER AS SCHEDULED ON TYPICAL CMU NON-BEARING WALL JAMB AND PIER ZONE SCHEDULE 5.SEE TYPICAL CMU NON-BEARING WALL JAMB AND PIER ZONE SCHEDULE FOR REINFORCEMENT BARS AT EACH CELL IN JAMB ZONE BARS AT EACH CELL IN PIER ZONE BARS AT EACH CELL IN JAMB ZONE SEE NOTE 3 JAMB ZONE W1 CLEAR OPENING L1 SEE NOTE 4 PIER ZONE = PIER WIDTH CLEAR OPENING L2 CMU WALL WITH CMU LINTEL CMU WALL WITH STEEL OR PRECAST LINTEL SEE NOTE 3 JAMB ZONE W2 BAR AT LINTEL BEARING CELL BARS AT EACH CELL IN PIER ZONE BARS AT EACH CELL IN JAMB ZONE BAR AT LINTEL BEARING CELL BAR AT LINTEL BEARING CELL SEE NOTE 3 JAMB ZONE W1 CLEAR OPENING L1 SEE NOTE 4 PIER ZONE PIER WIDTH CLEAR OPENING L2 SEE NOTE 3 JAMB ZONE W2 NOTE: 1. SEE TYPICAL CMU SILL AND LINTEL SCHEDULE (NON-BEARING WALL) AND/OR TYPICAL STEEL LINTEL SCHEDULE (NON-BEARING WALL) FOR ADDITIONAL INFORMATION T/SLAB T/WALL OPENINGPROVIDE HORIZONTAL REINFORCEMENT IN TOP JOINT BOND BEAM PREMOLDED EXPANSION JOINT MATERIAL 1" TYPICAL TYPICAL VERTICAL REINFORCEMENT SEE SCHEDULE SEE TYPICAL WALL ELEVATIONS FOR CRITERIA SEE PLAN AND TYPICAL DETAILS FOR SLAB REINFORCEMENT SEE TYPICAL TOP BRACE DETAILS BOTTOM OF SUPPORT SEE PLAN GROUT TOP COURSE SOLID PROVIDE HORIZONTAL REINFORCEMENT IN FIRST COURSE TYPICAL HORIZONTAL REINFORCEMENT SEE SCHEDULE SEE NOTE 1 SEE TYPICAL BASE OF WALL DETAILS SEE NOTE 1 OPENINGWALL WITH CMU LINTEL NEW YORK CITY WASHINGTON, DC PRINCETON DURHAM TORONTO WWW.LORINGENGINEERS.COM LORING NO. 9906 300 ALEXANDER PARK, STE 310PRINCETON, NJ 08540 TEL (609) 716-6160 FAX (609) 716-6162 ikon.5 864 Mapleton Road Princeton, NJ 08540 609.919.0099 fax 609.919.0088 a r c h i t e c t s www.ikon5architects.com T.G. MILLER, P.C. ENGINEERS AND SURVEYORS 203 NORTH AURORA STREET ITHACA, NEW YORK 14850 WWW.TGMILLERPC.COM 607-272-6477 DRAWING NO.: DRAWN BY: DATE: SHEET TITLE: PROJECT TITLE: PROFESSIONAL LICENSE NUMBER VERSIONS NO.DATE DESCRIPTION 238 LINDEN AVENUE ITHACA, NY LANDSCAPE ARCHITECT: FIRE PROTECTION, PLUMBING, MECHANICAL, ELECTRICAL ENGINEER: STRUCTURAL ENGINEER: CIVIL ENGINEER: ARCHITECT: 1 01.17.2018 CONSTRUCTION DOCUMENTS MASONRY TYPICAL DETAILS IV S6.04 TT 01.17.2018 NOT TO SCALE TYPICAL CMU NON-BEARING WALL ELEVATION WITH STEEL OR PRECAST LINTELS1 NOT TO SCALE TYPICAL CMU NON-BEARING WALL ELEVATION WITH CMU LINTELS2 1" = 1'-0" TYPICAL CMU NON-BEARING WALL PLAN DETAIL AT ADJACENT WALL OPENINGS3 NOT TO SCALE TYPICAL CMU NON-BEARING WALL SECTION4