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HomeMy WebLinkAboutStone Quarry Apartments - Structural2 CAST -IN-PLACE CONCRETE (UNLESS OTHERWISE NOTED OR SHOWN ON PLAN, THE FOLLOWING SHALL APPLY) 1 CONCRETE SHALL BE AS FOLLOWS: FOOTINGS INTERIOR SLABS FOUNDATION WALLS EXTERIOR PIERS EXTERIOR SLABS MAX STRENGH AG., 3000 PSI 1.5" 3500 PSI 1.5" 4000 PSI 1.0" 4500 PSI 1.0" 4500 PSI 1.5" MAX AIR W/C NONE 0.5 NONE 0.5 4-6% 0.45 4-6% 0.45 4-6% 0.45 2. ALL CONCRETE TO CONTAIN WATER REDUCING ADMIXTURE. 3. CEMENT TO BE TYPE 1 PORTLAND CEMENT. FLY ASH SHALL BE USED IN COMBINATION WITH PORTLAND; 20%. 4. SEE SPECIFICATION FOR ADDITIONAL INFORMATION. 5. REINFORCING STEEL SHALL CONFORM TO ASTM A-615-60 GRADE. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185. 6, ALL REINFORCING STEEL SHALL HAVE CONCRETE COVER AS FOLLOWS: - FOOTINGS, FOUNDATION WALLS AND PIERS - 3" -SLABS-1.5"MIN 7. SEE REBAR LAP LENGTH SCHEDULE (4/S201) FOR BAR LAP LENGTHS. 8. CURE ALL EXPOSED CONCRETE USING SUPERVISED WET CURE OR AN APPROVED CURING COMPOUND. IF A CURING COMPOUND IS USED, PROVIDE CERTIFICATION THAT THE CURING COMPOUND IS COMPATIBLE WITH FLOOR COVERINGS AND ADHESIVES. 9. EXTERIOR ENTRY SLABS TO RECEIVE A LIGHT BROOM FINISH. TEXTURE TO BE APPROVED BY THE ARCHITECT OR OWNER'S REPRESENTATIVE. 10. PROVIDE ALL TIE BARS, SPACER BARS, CHAIRS AND ACCESS. 11. VERIFY SIZE AND LOCATION OF ALL OPENINGS IN CONCRETE FOUNDATION WALLS AND FOOTINGS. 12. ALL PENETRATIONS THROUGH STRUCTURAL SLABS AND WALLS SHALL BE SLEEVED OR CHASED. CORE -GRILLING OF SLABS AND WALLS IS NOT PERMITTED. 13. CONCRETE WALLS, PIERS, & COLUMNS SHALL BE FORM CURED FOR A MINIMUM OF 24 HOURS AND UNTIL FORMS CAN BE REMOVED WITHOUT DAMAGING THE CONCRETE. IMMEDIATELY UPON FORM REMOVAL SURFACES REQUIRING A SMOOTH RUBBED FINISH SHALL BE FINISHED. COMPLETE THE CURING OF THE CONCRETE AS REQUIRED. 14. ALL EXPOSED CONCRETE WALL, COLUMN, AND PIER SURFACES SHALL GET A SMOOTH RUBBED FINISH. 15. INTERIOR SLAB FINISH TO BE HARDENED STEEL TROWEL FINISH. 16. PROVIDE CONTRACTION JOINTS IN SLABS ON GRADE AS SHOWN OR AT A MAXIMUM SPACING OF 12' O.C. IF NOT SHOWN. SEE SLAB ON GRADE, DETAIL FOR JOINTING INSTRUCTIONS. CONCRETE MASONRY NOTES: (UNLESS OTHERWISE NOTED OR SHOWN ON PLAN, THE FOLLOWING NOTES SHALL APPLY) 1. CONCRETE MASONRY CONSTRUCTION AND MATERIALS SHALL CONFORM TO ALL REQUIREMENTS OF "SPECIFICATION FOR MASONRY STRUCTURES (ACI 530.1-05)" PUBLISHED BY THE AMERICAN CONCRETE INSTITUTE EXCEPT AS MODIFIED BY THE REQUIREMENTS OF THE CONTRACT DOCUMENTS. 2. MATERIALS: a. CONCRETE BLOCK: ASTM C90. MINIMUM NEW AREA COMPRESSIVE STRENGTH OF CMU = 1900 PSI. b. MORTAR FOR EXTERIOR WALLS, SHEAR WALLS, AND BEARING WALLS: ASTM C270, TYPE S, MINIMUM COMPRESSIVE STRENGTH = 2000 PSI. c. BOND BEAM AND CORE FILL: ASTM C476, COURSE OR FINE FILL, PLACED PER ACI 530.1 TABLE 7. d. JOINT REINFORCING: HOT DIPPED GALVANIZED FINISH, 9 GAGE MINIMUM SIDE WIRES AND CROSS WIRES, LADDER TYPE. e. BAR REINFORCING: ASTM A615 GRADE 60. f. WIRE, TIES AND ANCHORS: AS INDICATED. 3. VERTICAL REINFORCING: UNLESS OTHERWISE INDICATED, PROVIDE VERTICAL REINFORCING IN ALL CONCRETE MASONRY WALLS AS FOLLOWS: - (1) #5 WITHIN 16" OF EACH SIDE OF OPENINGS. - (1) #5 WITHIN 8" OF EACH SIDE OF CONTRACTION JOINTS - (1)#5 @ 4' O.C. HORIZONTAL SPACING. 4. REINFORCED MASONRY: WHERE VERTICAL BARS ARE TO BE GROUTED INTO CORES, THE FOLLOWING REQUIREMENTS APPLY: a. PROVIDE DOWELS FROM FOOTING, SAME SIZE AND SPACING AS WALL BARS, EMBEDDED INTO FOOTING 9 INCHES MIN. b. PROVIDE A CONTINUOUS VERTICAL CAVITY, AT LEAST 3"x4" IN SIZE, FREE OF MORTAR DROPPING. c. PROVIDE REBAR ALIGNMENT DEVICES AT A MAXIMUM SPACING OF 96 BAR DIAMETERS (MIN OF 2 PER BAR). d. AT SPLICES IN VERTICAL BARS, PROVIDE 48 DIAMETER LAP (24" LAP FOR #4 BAR; 30" LAP FOR #5 BAR). e. ALL REINFORCEMENT MUST BE INSTALLED AND SECURELY ANCHORED IN PLACE PRIOR TO PLACEMENT OF GROUT. MAXIMUM HEIGHT OF GROUT LIFT = 5'-0". ALL CMU's USED IN REINFORCED MASONRY SHALL BE TWO CELL UNITS. g. 5. PROVIDE 100% SOLID BEARING, MINIMUM 3 COURSES UNDER BEAMS, 2 COURSES UNDER LINTELS, AND ONE COURSE UNDER JOISTS, UNLESS DETAILED OTHERWISE. 6. FILL CORE SOLID AROUND ANCHOR BOLTS. 7. PROVIDE 100% SOLID BLOCKS OR SOLIDLY FILLED HOLLOW BLOCKS FOR AT LEAST 4" AROUND ALL EXPANSION BOLTS. 8. HOLLOW MASONRY UNITS TO BE LAID WITH FULL MORTAR COVERAGE ON HORIZONTAL AND VERTICAL FACE SHELLS. WEBS SHALL ALSO BE BEDDED IN ALL COURSES OF PIERS, COLUMNS, PILASTERS, AND IN THE STARTING COURSE ON FOOTINGS, AND WHEN ADJACENT TO CELLS OR CAVITIES TO BE REINFORCED OR FILLED WITH CONCRETE OR GROUT. SOLID UNITS TO BE LAID WITH FULL HEAD AND BED JOINTS. 9. PROVIDE JOINT REINFORCING AT 16" VERTICAL SPACING. 1U. LAP JOINT REINFORCING 6" MIN. 11. WHERE MASONRY UNITS ARE USED ABOVE HOLLOW UNITS OFA DIFFERENT THICKNESS, PROVIDE A CONTINUOUS COURSE OF 100% SOLID MASONRY AT LEAST 8" HIGH BELOW TRANSITION. 12. LATERAL SUPPORT OF MASONRY WALLS IS PROVIDED BY OTHER BUILDING ELEMENTS SUCH AS BEAMS, FLOOR DECKS, SLABS OR INTERSECTING WALLS. MASONRY WALLS ARE DESIGNED TO SPAN VERTICALLY OR HORIZONTALLY BETWEEN THESE SUPPORTING BUILDING ELEMENTS. PARTIALLY CONSTRUCTED WALLS ARE LATERALLY UNSTABLE AND MUST BE SHORED OR BRACED UNTIL THEY ARE COMPLETELY CONSTRUCTED AND THE MORTAR HAS CURED. 13, SITE TOLERANCES - ERECT MASONRY WITHIN THE TOLERANCES PROVIDED IN ACI 530.1.3.3 G AND THE PROJECT SPECIFICATION. EPS GEOFOAM: (UNLESS OTHERWISE NOTED OR SHOWN ON PLAN, THE FOLLOWING NOTES SHALL APPLY) 1. PROVIDE EXPANDED POLYSTYRENE (EPS) GEOFOAM COMPLYING WITH ASTM D6817, TYPE EPS29. 2. EPS GEOFOAM TO HAVE A 10 YEAR WARRANTY COVERING THE LONG-TERM PHYSICAL PROPERTIES OF EXPANDED POLYSTYRENE GEOFOAM. 3. ALL EPS GEOFOAM BLOCKS SHALL BE TREATED BY THE MANUFACTURER WITH A TESTED AND PROVEN TERMITE TREATMENT FOR BELOW GRADE APPLICATIONS, 3 YEAR MINUMUM FIELD EXPOSURE. 4. PROVIDE GRIPPER PLATES TO RESTRAIN EPS GEOFOAM FROM MOVING LATERALLY IN LAYER OVER LAYER APPLICATIONS. EACH PLATE SHALL BE CAPABLE OF A LATERAL HOLDING STRENGTH OF 60 LBS. TWO PLATES SHALL BE USED FOR EACH 4'X8' SECION OF EPS BLOCKS TO MINIMIZE BLOCK MOVEMENT DURING INSTALLATION. 5. PLACE BLOCKS ON A COMPACTED AND LEVEL SUBBASE. PLACEMENT OF EPS GEOFOAM CONSTITUTES ACCEPTANCE OF A PROPER SETTING SUBBASE. 4 5 GENERAL WOOD FRAMING NOTES (UNLESS OTHERWISE NOTED OR SHOWN ON PLAN, THE FOLLOWING NOTES SHALL APPLY) 1. ALL WOOD FRAMING MATERIAL SHALL BE SURFACED DRY AND USED AT 19% MAXIMU 2. ALL STUD AND WALL FRAMING SHALL BE EITHER OF THE FOLLOWING, U.O.N.: A. NO. 2 GRADE SOUTHERN YELLOW PINE (SYP) B. NO. 2 GRADE SPRUCE -PINE -FIR (SPF) "STUD" GRADE MATERIAL IS STRICTLY PROHIBITED FROM USE OISTURE CONTENT. ALL DIMENSION LUMBER JOIST, HEADER, RAFTER & MISC. FRAMING SHALL BE NO. 2 GRADE, SOUTHERN PINE. PROVIDE FULL -DEPTH BRIDGING AT MIDSPAN AND AT A MAXIMUM SPACING OF 8"-0' O/C IN BETWEEN. ALL FRAMING EXPOSED TO THE WEATHER OR IN CONTACT WITH MASONRY OR CONCRETE SHALL BE PRESSURE -TREATED IN ACCORDANCE WITH THE AMERICAN WOOD PRESERVERS ASSOCIATION SPECIFICATIONS. WHERE POSSIBLE, ALL CUTS AND HOLES SHOULD BE COMPLETED BEFORE TREATMENT. CUTS AND HOLES DUE TO ON-SITE FABRICATION SHALL BE BRUSHED WITH 2 COATS OF COPPER NAPHTHENATE SOLUTION CONTAINING A MINIMUM OF 2% METALLIC COPPER IN SOLUTION (PER AWPA STD. M4). 5. THE CONTRACTOR SHALL CAREFULLY SELECT LUMBER TO BE USED IN LOAD BEARING APPLICATIONS. THE LENGTH OF SPLIT ON THE WIDE FACE OF 3" (NOMINAL) AND THICKER LUMBER SHALL BE LIMITED TO 1:2 OF THE NARROW FACE DIMENSION, PROVIDE DOUBLE JOISTS UNDER ALL PARTITIONS WHICH RUN PARALLEL WITH JOISTS AND UNDER ALL CONCENTRATED LOADS FROM FRAMING ABOVE 7. PROVIDE HEADER BEAMS OF THE SAME SIZE AS JOISTS OR RAFTERS TO FRAME AROUND OPENINGS IN THE PLYWOOD DECK UNLESS OTHERWISE INDICATED. 8. BOLT HOLES SHALL BE CAREFULLY CENTERED AND DRILLED NOT MORE THAN 1/16" LARGER THAN THE BOLT DIAMETER. BOLTED CONNECTIONS SHALL BE SNUGGED TIGHT BUT NOT TO THE EXTENT OF CRUSHING WOOD UNDER WASHERS. 9. PREFABRICATED METAL JOIST HANGERS, HURRICANE CLIPS, HOLD-DOWN ANCHORS AND OTHER ACCESSORIES SHALL BE AS MANUFACTURED BY "SIMPSON STRONG -TIE COMPANY", TEL. 800-999-5099 OR APPROVED EQUAL. INSTALL ALL ACCESSORIES PER THE MANUFACTURER'S REQUIREMENTS. ALL STEEL SHALL HAVE A MINIMUM THICKNESS OF 0.04 INCHES (PER ASTM A446, GRADE A) AND BE GALVANIZED (COATING G60). 10. HOLES AND NOTCHES DRILLED OR CUT INTO WOOD FRAMING SHALL NOT EXCEED THE ALLOWANCES OF THE NEW YORK STATE BUILDING CODE (2010) AND SHALL CONFORM TO MANUFACTURE'S RECOMMENDATIONS. 11. ALL PLATES, ANCHORS, NAILS, BOLTS, NUTS, WASHERS, AND OTHER MISCELLANEOUS HARDWARE SHALL BE HOT DIP GALVANIZED. GALVANIZING SHALL BE COMPATIBLE WITH TREATED LUMBER, 12. MIN. SILL PLATE ANCHORAGE: TOWN HOUSES: PROVIDE MIN. 1/2" X 16" ANCHOR BOLTS @ 32" O.C. AND WITHIN 12" OF ALL PLATE ENDS. PROVIDE MIN. OF 2 BOLTS OR ANCHOR STRAPS PER PIECE. APARTMENT BUILDING: PROVIDE 1/2" X 16" ANCHOR BOLTS @ 24" O.C. AND WITHIN 12" OF ALL PLATE ENDS. PROVIDE MIN. OF 2 BOLTS OR ANCHOR STRAPS PER PIECE. CONTRACTORS OPTION TO USE 1/2" DIA SIMPSON TITEN HD HEAVY DUTY SCREW ANCHOR FOR CONCRETE AND MASONRY W/ 5 3/4" EMBEDMENT. 13. FASTENING SHALL CONFORM TO NEW YORK STATE BUILDING CODE TABLE 2304.9.1 FASTENING SCHEDULE, UNLESS OTHERWISE NOTED. PRE-ENGINEERED LUMBER (UNLESS OTHERWISE NOTED OR SHOWN ON PLAN, THE FOLLOWING NOTES SHALL APPLY) 1. PREFABRICATED LAMINATED VENEER LUMBER (LVL) HEADERS AND BEAMS SHALL BE MICROLLAM AS MANUFACTURED BY WEYERHAEUSER BOISE, IDAHO OR APPROVED EQUAL. MICROLLAM MATERIAL SHALL BE 1.9E SOUTHERN PINE. 2. PREFABRICATED PARALLEL STRAND LUMBER (PSL) BEAMS SHALL BE PARALLAM BY WEYERHAEUSER BOISE IDAHO OR APPROVED EQUAL. PARALLAM SHALL BE 2.0E. UNLESS OTHERWISE RECOMMENDED BY THE MANUFACTURER, FASTEN LVL PIECES LESS THAN 14 INCHES IN DEPTH (BUILT-UP BEAMS) USING THREE ROWS OF 10d NAILS SPACED AT 12" ON CENTER. BEAMS 14 INCHES OR GREATER SHALL BE FASTENED WITH FOUR ROWS OF 10d NAILS. 4. DO NOT CUT OR NOTCH LVL OR PSL MATERIAL WITHOUT THE MANUFACTURER'S APPROVAL. UNLESS OTHERWISE INDICATED, EACH LVL AND PSL SHALL BEAR DIRECTLY ON SUPPORTING COLUMN OR POST, BEARING LENGTH SHALL CONFORM TO MANUFACTURERS REQUIREMENTS. UNLESS OTHERWISE PROVIDED, BEARING LENGTH FOR A SPECIFIC BEAM / HEADER SHALL BE BASED ON REACTION RESULTING FROM MAXIMUM ALLOWABLE UNIFORM LOAD FOR A GIVEN SPAN. SUBMIT COMPLETE SHOP DRAWINGS FOR ALL PRE-ENGINEERED LUMBER. SHOW MEMBER SIZE, LOADING, SPAN, CONNECTIONS, HANGER AND LOAD CAPACITY. SHOP DRAWINGS SHALL BE SUBMITTED TO THE ENGINEER AND SHALL BEAR THE SEAL OF A PROFESSIONAL ENGINEER REGISTERED IN NEW YORK STATE. PRE-ENGINEERED WOOD ROOF TRUSS NOTES: (UNLESS OTHERWISE NOTED OR SHOWN ON PLAN, THE FOLLOWING NOTES SHALL APPLY) 1, WOOD TRUSSES SHALL BE DESIGNED BY THE MANUFACTURER TO SUPPORT THE FOLLOWING APPLIED LOADS: A. GRAVITY LOADING CASE TOP CHORD LOADING LIVE LOAD - REFER TO DESIGN LOADS DEAD LOAD - 12.0 PSF BOTTOM CHORD LOADING LIVE LOAD (ATTIC) 10 PSF DEAD LOAD - 7.5 PSF (EXCLUDES TRUSS SELF -WEIGHT) B. WIND LOADING CASE (IBC 2006 AND ASCE 7-05) SEE DESIGN LOADS FOR WIND COMPONENT CRITERIA TOP CHORD LOADING ON THE SURFACE AREA P = qh [(GCp)-(GCpi)] BOTTOM CHORD LOADING, ON THE SURFACE AREA NET UPLIFT = P - (BOTTOM CHORD DL x .67) 2. WOOD TRUSSES SHALL BE DESIGNED BY THE MANUFACTURER IN ACCORDANCE WITH THE APPLICABLE PROVISIONS OF THE LATEST EDITION OF THE NATIONAL DESIGN SPECIFICATION OF THE NATIONAL FOREST PRODUCTS ASSOCIATION, THE DESIGN SPECIFICATION FOR METAL PLATE CONNECTED WOOD TRUSSES OF THE TRUSS PLATE INSTITUTE AND THE 13C 2006 AND ITS REFERENCED STANDARDS 3, WOOD MATERIALS SHALL BE SOUTHERN PINE, DOUGLAS FIR OR LARCH AND SHALL BE KILN DRIED AND USED AT 19% MAXIMUM MOISTURE CONTENT. PROVIDE GRADE NO. 2 OR AS REQUIRED TO SATISFY STRESS REQUIREMENTS. 4, CONNECTOR PLATES SHALL BE NOT LESS THAN 0.036 INCHES (20 GAUGE) IN COATED THICKNESS, SHALL MEET OR EXCEED ASTM GRADE A OR OR HIGHER AND SHALL BE HOT DIPPED GALVANIZED ACCORDING TO ASTM A-525 (COATING G60). MINIMUM STEEL YIELD STRESS SHALL BE 33, 000 PSI. 5, TRUSSES SHALL BE FABRICATED IN A PROPERLY EQUIPPED MANUFACTURING FACILITY OF A PERMANENT NATURE. TRUSSES SHALL BE MANUFACTURED BY EXPERIENCED WORKMEN USING PRECISION CUTTING, JIGGING AND PRESSING EQUIPMENT UNDER THE REQUIREMENTS IN QUALITY CONTROL STANDARDS QST -88 OF THE TRUSS PLATE INSTITUTE. 6, SECONDARY BENDING STRESSES IN TRUSS TOP AND BO I I OM CHORDS DUE TO DEAD, LIVE AND WIND LOADS SHALL BE CONSIDERED IN THE DESIGN. LOAD DURATION FACTORS SHALL BE PER THE "NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION". 7, WOOD TRUSSES, SHALL BE ERECTED IN ACCORDANCE WITH THE TRUSS MANUFACTURER'S REQUIREMENTS. THIS WORK SHALL BE DONE BY A QUALIFIED AND EXPERIENCED CONTRACTOR. TRUSS ERECTION BY AN INEXPERIENCED OR UNQUALIFIED CONTRACTOR CAN RESULT IN CONSTRUCTION COLLAPSE AND/OR SERIOUS INJURY AND DAMAGE. 8, THE CONTRACTOR SHALL PROVIDE ALL TEMPORARY AND PERMANENT BRACING AS REQUIRED FOR SAFE ERECTION AND PERFORMANCE OF THE TRUSSES. THE GUIDELINES SET FORTH BY THE TRUSS PLATE INSTITUTE PUBLICATION "HIB -91, COMMENTARY AND RECOMMENDATIONS FOR HANDLING, INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES" SHALL BE A MINIMUM REQUIREMENT. 9, TRUSS MANUFACTURER TO PROVIDE UPLIFT LOADS USED FOR DESIGN OF WOOD TRUSSES. TRUSS CLIP TYPE AND QUANTITY TO BE PROVIDED BY MANUFACTURER. 10, SUBMIT COMPLETE SHOP DRAWINGS FOR ALL WOOD TRUSSES SHOWING MEMBER SIZES, SPECIES, GRADE, MOISTURE CONTENT, SPAN, CAMBER, DIMENSIONS, CHORD PITCH, BRACING REQUIREMENTS AND LOADINGS. SHOP DRAWINGS SHALL BE SUBMITTED TO THE ENGINEER AND SHALL BEAR THE SEAL OF A PROFESSIONAL ENGINEER REGISTERED IN NEW YORK STATE. 1 4 6 7 PRE -FABRICATED WOOD I -JOIST (TJI) NOTES: 8 (UNLESS OTHERWISE NOTED OR SHOWN ON PLAN, THE FOLLOWING NOTES SHALL APPLY) 1. PREFABRICATED WOOD I -JOISTS SHALL BE DESIGNED AND FURNISHED IN ACCORDANCE WITH A CURRENT CODE -ACCEPTED EVALUATION REPORT. STRUCTURAL CAPACITIES AND DESIGN PROVISIONS SHALL BE ESTABLISHED AND MONITORED IN ACCORDANCE WITH ASTM D 5055. 2. WOOD JOISTS SHALL BE DESIGNED BY THE MANUFACTURER TO SUPPORT THE FOLLOWING APPLIED LOADS, UNLESS OTHERWISE INDICATED: EXPECTED JOIST SIZES FOR WEYERHAUSER TRUS JOIST PRODUCTS ARE SHOWN ON FRAMING PLANS. FLOOR LIVE LOAD - REFER TO DESIGN LOADS DEAD LOAD - REFER TO DESIGN LOADS + PARTITION LOAD (IF ANY) WOOD I -JOISTS SHALL BE ERECTED IN ACCORDANCE WITH THE MANUFACTURER'S REQUIREMENTS. THE CONTRACTOR SHALL PROVIDE ALL TEMPORARY AND PERMANENT BRACING AS REQUIRED FOR SAFE ERECTION AND PERFORMANCE OF THE JOISTS. 4. WOOD 1- JOISTS SHALL NOT BE CUT, NOTCHED, COPED, DRILLED NOR OTHERWISE ALTERED IN ANY WAY UNLESS SPECIFICALLY CONDUCTED IN ACCORDANCE WITH THE MANUFACTURER'S WRITTEN REQUIREMENTS. DO NOT CUT FLANGES. 5. WOOD I - JOISTS SHALL BE PRODUCED BY A CODE ACCEPTED FABRICATOR WITH A MINIMUM OF FIVE (5) YEARS EXPERIENCE PRODUCING PREFABRICATED WOOD 1- JOISTS. QUALITY CONTROL SHALL BE AUDITED BY AN AGENCY ACCEPTED BY THE IBC 2006. 6. WEB PANELS MUST BE JOINED WITH A MACHINED AND GLUED VEE JOINT TO FORM A CONTINUOUS MEMBER. ALL JOINTS SHALL BE GLUED USING AN EXTERIOR TYPE ADHESIVE PER ASTM D 2559. 7. WOOD I - JOISTS SHALL BE STORED IN BUNDLES IN AN UPRIGHT POSITION AND AWAY FROM GROUND CONTACT. ANY DAMAGE TO JOISTS SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE JOIST SUPPLIER. FIELD REPAIR OR MODIFICATION OF JOISTS MUST NOT BE MADE WITHOUT THE WRITTEN APPROVAL BY THE SUPPLIER, EXCEPT FOR TRIMMING TO CORRECT LENGTH. 8. WOOD I- JOISTS SHALL BE CAREFULLY HANDLED TO PREVENT DAMAGE AND DISTORTION. EACH JOIST SHALL BE ANCHORED AND BRACED, AS ITIS ERECTED, USING BLOCKING PANELS AND ANCHORAGE INDICATED (AND PER THE SUPPLIER'S REQUIREMENTS). ERECTOR SHALL PROVIDE SUPPLEMENTAL LATERAL BRACING OF THE TOP FLANGE UNTIL SHEATHING IS PROPERLY NAILED. 9. COORDINATE SIZE AND LOCATION OF OPENINGS IN JOIST WEBS WITH MECHANICAL AND ELECTRICAL DRAWINGS. ADHERE TO GUIDELINES FOR HOLE ALLOWABLE SIZE AND PLACEMENT. 10. SUBMIT COMPLETE SHOP DRAWINGS FOR ALL WOOD FLOOR JOISTS SHOWING MEMBER SIZES, SPECIES, GRADE, MOISTURE CONTENT, SPAN, CAMBER, DIMENSIONS, CHORD PITCH, BRACING REQUIREMENTS AND LOADINGS. SHOP DRAWINGS SHALL BE SUBMITTED TO THE ENGINEER AND SHALL BEAR THE SEAL OF A PROFESSIONAL ENGINEER REGISTERED IN NEW YORK STATE. FOUNDATION DESIGN BASIS FOUNDATION DESIGN MATT FOUNDATIONS STRIP (WALL) FOOTINGS NET ALLOWABLE SOIL BEARING PRESSURE (PSF) TOWNHOUSES APARTMENT BUILDING 1,000 1,500 1,000 FROST PROTECTION- 42" MIN REFERENCE GEOTECHNICAL ENGINEERING REPORT, PROPOSED RESIDENTIAL DEVELOPMENT, 400 SPENCER ROAD, ITHACA, NEW YORK BY EMPIRE GEO-SERVICES, INC, CORTLAND, NY DATAED OCTOBER 2012 (REVISED JANUARY 2013) STRUCTURAL WALL SHEATHING NOTES: (UNLESS OTHERWISE NOTED OR SHOWN ON PLAN, THE FOLLOWING NOTES SHALL APPLY) 1. ALL PLYWOOD CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE AMERICAN PLYWOOD ASSOCIATION (APA) SPECIFICATIONS 2. ALL ROOF PANEL SHEATHING SHALL BE 5/8" (NOM.) TYPE CDX. EXP. APA RATED PLYWOOD SHEATHING. SUITABLE EDGE SUPPORT SHALL BE PROVIDED BY USE OF PANEL CLIPS OR BLOCKING BETWEEN FRAMING. UNLESS OTHERWISE NOTED, CONNECT ROOF SHEATHING WITH 8d COMMON NAILS AT 6" 0/C AT SUPPORTED PANEL EDGES AND 6" 0/C AT INTERMEDIATE SUPPORTS. 3. ALL FLOOR SHEATHING SHAL'. BE 3/4" (NOM.) APA RATED STURD-I-FLOOR. EXP. I. WITH TONGUE AND GROOVE EDGE OR APPROVED EQUAL. UNLESS OTHERWISE NOTED, CONNECT FLOOR SHEATHING WITH 10d COMMON NAILS SPACED 6" 0/C AT SUPPORTED EDGES AND 12" 0/C AT INTERMEDIATE SUPPORTS. FIELD -GLUE USING ADHESIVES MEETING APA SPECIFICATION AFT -01. APPLIED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. 4. ALL WALL PANEL SHEATHING SHALL BE 1/2" (NOM.) TYPE CDX. EXP. APA RATED SHEATHING OR 7/16" OSB STRUCTURAL 1 RATED. UNLESS OTHERWISE INDICATED, CONNECT WALL SHEATHING WITH 8d COMMON NAILS SPACED 6" 0/C AT SUPPORTED PANEL EDGES AND 12" 0/C AT INTERMEDIATE SUPPORTS. 5 INSTALL ALL SHEATHING WITH THE LONG DIMENSION OF THE PANEL ACROSS SUPPORTS AND WITH PANEL CONTINUOUS OVER TWO OR MORE SPANS. STAGGER PANEL END JOINTS. ALLOW 1/8" SPACING AT PANEL ENDS AND EDGES UNLESS OTHERWISE RECOMMENDED BY THE SHEATHING MANUFACTURER. 6. ALL NAILING SHALL BE CAREFULLY DRIVEN AND NOT OVERDRIVEN. THE USE OF STAPLES IS PROHIBITED FROM USE. 7. PROVIDE 2x BLOCKING AT UNSUPPORTED PANEL EDGES FOR ALL ROOFS, FLOORS AND WALLS. 5 6 7 9 DESIGN LOADS OCCUPANCY CLASSIFICATION RESIDENTIAL OCCUPANCY CATEGORY II LOAD COMBINATIONS NYSBC 1605.2 OR 1605.3 MIN FLOOR LIVE LOADS (1607): 10 UNIFORM CONCENTRATED APARTMENTS, PRIVATE ROOMS 40 PSF CORRIDORS SERVING PRIVATE RMS 40 PSF PUBLIC RMS & CORRIDORS 100 PSF STAIRS AND EXITS SINGLE FAMILY TOWNHOUSES 40 PSF APARTMENT BUILDING 100 PSF ROOF LIVE LOADS (1607.11.2): MIN ROOF LIVE LOAD 20 PSF ROOF SNOW LOAD (1608): GROUND SNOW LOAD Pg 40.0 PSF FLAT -ROOF SNOW LOAD Pf 30.8 PSF EXPOSURE FACTOR Ce 1.0 SNOW IMPORTANCE FACTOR Is 1.0 PSF THERMAL FACTOR Ct 1.1 SNOW DRIFT LOAD PER ASCE 7-05 WIND LOAD (1609): BASIC DESIGN WIND SPEED 90 MPH IMPORTANCE FACTOR Iw 1.0 BUILDING CATEGORY (ASCE 1-1) 11 WIND EXPOSURE B INTERNAL PRESSURE COEFF ± 0.18 EXT COMP & CLADDING PRESSURE (1609.1.1 & ASCE 7-05) ROOF AREA NEGATIVE ZONE 1 NEGATIVE ZONE 2 NEGATIVE ZONE 3 POSITIVE ALL ZONES SURFACE PRE URE (PSF 10 SF 1 50 F ] 100SF OVERHANG ZONE 2 OVERHANG ZONE 3 WALL AREA - 13.8 -24.5 - 35.6 10.0 - 12.9 - 19.9 -30.2 10.0 -12.5 - 17.7 - 27.9 10.0 -28.2 -28.2 -28.2 -47.4 -36.6 -32.0 NATIV E ZONE 4 NEGATIVE ZONE 5 POSITIVE ZONE 4 & 5 SURFACE PRESSURE (PSF) 10 SF J 100 SF 1 500 SF - 16.4 -14.1 -12.5 - 20.2 -15.7 -12.5 15.4 12.8 11.3 EARTHQUAKE DESIGN DATA (1616): SEISMIC IMPORTANCE FACTOR 1.0 SEISMIC OCCUPANCY CATEGORY............. .... . II SPECTRAL RESPONSE ACCEL S1 0.055 SPECTRAL RESPONSE ACCEL SS 0.16 SPECTRAL RESPONSE COEF SDS 0.265 SPECTRAL RESPONSE COEF SD1 0.128 SITE CLASS E SEISMIC DESIGN CLASS B BASIC SEISMIC -FORCE -RESISTING SYSTEM A14. LIGHT FRAMED WALLS DESIGN BASE SHEAR (.038W) KIPS SEISMIC RESPONSE COEFF CS. .... ::......: .038 RESPONSE MOD FACTOR R 7 ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE (1617.4) DEAD LOADS TOWNHOUSES FLOOR SYSTEM CARPET & PAD 3/4" GYP TOPPING 3/4" SHEATHING TJI JOIST @ 16" OC FLOOR INSULATION 5/8" GYP SPRINKLERS MECH & MISC ROOF SYSTEM SHINGLES (3 LAYERS) BLDG PAPER 5/8 SHEATHING TRUSSES @ 24" OC INSULATION 5/8 GYP SPRINKLERS MECH & MISC 1.0 PSF 2.7 PSF 3.0 PSF 0.4 PSF 2.8 PSF 0.0 PSF 2.6 PSF 12.5 PSF (TYP) 300# 300# 300# APARTMENT BUILDING 9.0 PSF 0.5 PSF 2.2 PSF 3.0 PSF (ESTIMATE) 2.0 PSF 2.8 PSF 0.0 PSF 2.5 PSF 22.0 PSF (TYP) 1.0 PSF 7.5 PSF 2.7 PSF 3.0 PSF 0.4 PSF 5.6 PSF (2 LAYERS) 2.0 PSF 2.8 PSF 25.0 PSF (TYP) 9.0 PSF 0.5 PSF 2.2 PSF 3.0 PSF (ESTIMATE) 2.0 PSF 2.8 PSF 2.0 PSF 2.5 PSF 24.0 PSF (TYP) FLOOR JOIST DEFLECTION CRITERIA LIMIT DEFLECTION TO SATISFY THE FOLLOWING CRITERIA: LIVE LOAD (L) = SPAN /480 DEAD + LIVE LOAD (D+L) = SPAN/240 L = LIVE LOAD D = DEAD LOAD SPAN (INCHES) ROOF TRUSS DEFLECTION CRITERIA LIMIT DEFLECTION TO SATISFY THE FOLLOWING CRITERIA: SNOW LOAD (S) = SPAN/360 DEAD + LIVE LOAD (D+L) = SPAN/240 L = LIVE LOAD S = SNOW LOAD D = DEAD LOAD SPAN (INCHES) ABBREVIATIONS ADJ. ALT. ATTACH. BOT. BLDG. BM. B.R. CANT. CLR. C.A. C.B. COL. CONC. CONN. CONT. DIA, 0 DWG. EA. E.F. EL., ELEV. EQ. E.W. EXP. E.J. EXT. FIN. FT. FTG. ADJUSTMENT ALTERNATE ATTACHMENT BOTTOM BUILDING BEAM BRIDGING CANTILEVER CENTERLINE CLEARANCE/CLEAR COLUMN ABOVE COLUMN BELOW COLUMN CONCRETE CONNECTION CONTINUOUS DIAMETER DRAWING EACH EACH FACE ELEVATION EQUALLY EACH WAY EXPANSION EXPANSION JOINT EXTENSION FINISH FOOT/FEET FOOTING 9 HOR., HORIZ. I.D. I.E. IN. INSUL. JT. LOC'NS MAX. MID. MIN. NO., # N.T.S. O.C. O.F. P.S.F. P.S.I. REINF. REQ'D. SCHED. SP. SQ. SYM. T&B THK. T.O.W. TYP. U.O.N. VERT. W.W.F. W.B. HORIZONTAL INSIDE DIAMETER INVERT ELEVATION INCHES INSULATION JOINT LOCATIONS MAXIMUM MIDDLE MINIMUM NUMBER NOT TO SCALE ON CENTER OUTSIDE FACE POUNDS PER SQUARE FOOT POUNDS PER SQUARE INCH REINFORCING/REINFORCED REQUIRED Architecture Planning Interior Design 217 North Aurora Street Ithaca NY 14850 p 607.273.7600 f 607.273.0475 Elwyn CONSULTING > NGINEERS, PLLC' 213 East Seneca Street Ithaca, New York. 14850 www. ElwynPalrner. co 607.272.5000 WARNING: It is a violation of New York State Law for any person, unless acting under the direction of a licensed Architect, to alter this document in any way. If a document bearing the seal of an Architect is altered, the altering Architect shall affix to such document his seal and the notation "altered by" followed by his signature, the date of such alteration, and a specific description of the alteration. REVISION SCHEDULE REV. NO. STONE QUARRY APARTMENTS STONE QUARRY APARTMENTS, LLC Z B U THICKNESS TOP OF WALL TYPICAL UNLESS OTHERWISE NOTED VERTICAL WELDED WIRE FABRIC WALL BELOW 10 PROJECT: OTHER: LEGEND, GENERAL NOTES & A ABBREVIATIONS S001 1 2 4 5 1-0" 6 OVERBUILD RAISED ROOF AREA OVER SHEATHED TRUSSES. COMPLETE TRUSSES AND SHEATHING TO EXTERIOR WALL. 12 7 8 9 STAIRWAY 20'-7" 49' 1" 17'-0- 1" OAPTBLDG TRySSRSAT 2 SCALE: 1 /4" = APT BLDG TRUSS AT13 SCALE: 1/4' = 1'-0" EDAPT BLDG TRUSS AT14 SCALE: 1/4" = 1'-0" 1%121 I l (dew rT1F<Ec 10 w I° /14 LOW ROOF FRAMING PLA HOLTARCHITECTS Architecture Planning Interior Design 217 North Aurora Street Ithaca NY 14850 p 607.273.7600 f 607.273.0475 213 East Seneca Street Ithaca, New York 14850 www.E1 h'almer.com 607.272.5060 WARNING: It is a violation of New York State Law for any person, unless acting under the direction of a licensed Architect, to alter this document in any way. If a document bearing the seal of an Architect is altered, the altering Architect shall affix to such document his seal and the notation "altered by" followed by his signature, the date of such alteration, and a specific description of the alteration. REVISION SCHEDULE REV. NO. REV. DATE STONE QUARRY APARTMENTS APARTMENTS. LLC W Z 0 ITHACA, NY DATE: 8 JULY 2014 PROJECT: 2012059 OTHER: DRAWN BY: DLE/RAM C B APARTMENT BUILDING TRUSS DETAILS A S112 6 7 8 10 2 4 5 6 7 8 9 10 1-6" 12 1-0" 12 2 1'-6" 1 14'-7.-2 12'-2" 1 5'-8-2" 12 APT BLDG TRUSS AT9 SCALE: 1/4" = 57'-6" 11'-6" 13.-6" 1'-6" 12 4 OVERBUILD RAISED ROOF AREA OVER SHEATHED TRUSSES, COMPLETE TRUSSES AND SHEATHING TO EXTERIOR WALL. 17,-141" 2x10 LEDGER BOLT TO WALL W/ "EEPDXY ANCHORS @ 16" O.C. -2 ROWS 1 HR RATED SHAFT COVER. SEE ARCH W8x18 HOIST —1 BEAM 8" CMU ELEV SHAFT 12 SUPPORT TRUSS w/ HANGER ON LEDGER; BOTH SIDES OF ELEVATOR SHAFT 1 7'-2-2" APT BLDG TRUSS AT5 5T-6" 11-6' 9'-7" 11'-6" 13'-6" 13' 6" SCALE: 1/4" = 1'--0" 9,-7" 12 OVERBUILD RAISED ROOF AREA OVER SHEATHED TRUSSES. COMPLETE TRUSSES AND SHEATHING TO EXTERIOR WALL. 17'-7-1" 2 1 12'-2" 5'-8—" I 2 I 11'-6" OVERBUILD RAISED ROOF AREA OVER SHEATHED TRUSSES. COMPLETE TRUSSES AND SHEATHING TO EXTERIOR WALL. 11-0" 1 20'-6—" 2 STAIRWAY OVERBUILD RAISED ROOF AREA OVER SHEATHED TRUSSES. COMPLETE TRUSSES AND SHEATHING TO EXTERIOR WALL. 12 1 59'-10—" 2 ,APT BLDG TRUSS AT1O 11-6" SCALE: 1/4" = 1 12 16-10" 1'-6" 12 0APT BLDG TRUSS AT6 SCALE: 1/4" = 63-10" 16-10" 12 OVERBUILD RAISED ROOF AREA OVER SHEATHED TRUSSES. COMPLETE TRUSSES AND SHEATHING TO EXTERIOR WALL. 1'-6" 12 APT BLDG TRUSS AT7 SCALE: 1/4" = V-0" 1' 0" APT BLDG TRUSS AT11 SCALE: 1/4" = V-0" OVERBUILD RAISED ROOF AREA OVER SHEATHED TRUSSES. COMPLETE TRUSSES AND SHEATHING TO EXTERIOR WALL. 1'-6" IRDER TRUSS GIRDER TRU 12 OVERBUILD RAISED ROOF AREA OVER SHEATHED TRUSSES. COMPLETE TRUSSES AND SHEATHING TO EXTERIOR WALL. ...4%,AMIN4WIR1,91 1 17'-7-2" 11'-2" 11'-6" APT BLDG TRUSS AT8 SCALE: 1/4" = V-0" 63-10" 16'-10" ,,,,Mai4Z4V47,4 Vr'errri 'rir.r. A AA- rA"Arrirr 1'-6" 1'-6" Architecture Planning Interior Design 217 North Aurora Street Ithaca NY 14850 p 607.273.7600 f 607.273.0475 Elwyn LPa1mer CONSULTING ENGNEERS, PLLC 213 East Seneca Street Ithaca, New York 14850 www.ElwynPalrner.corn 607.272.5060 WARNING: It is a violation of New York State Law for any person, unless acting under the direction of a licensed Architect, to alter this document in any way. If a document bearing the seal of an Architect is altered, the altering Architect shall affix to such document his seal and the notation "altered by" followed by his signature, the date of such alteration, and a specific description of the alteration. REVISION SCHEDULE REV. DATE REV. NO. STONE QUARRY APARTMENTS DATE: 2 STONE QUARRY APA 18 JULY 2014 >- B F - OTHER: DRAWN BY: DLE/RAM APARTMENT BUILDING TRUSS PROFILES sill 6 7 8 9 10 2 1-6" 8'- /8" AFF 4 OVERBUILD RAISED ROOF SECTION OVER SHEATHED TRUSSES. 5 4 12 6 /— LO -/ 7 12 4 8 9 14'-9" NON-BEARING PARTITIONS NON-BEARING PARTITION 2'-10" UPPER WALL BUMP -OUT THIS SIDE 4 12 1'-6" 16-9" TRUSS T-1 SCALE: 1/2" = 1'—O" 1'-0" —/ 12 0 2'-0" STAIR LANDING POP -OUT VARIES 1' - z w U) U) H cc OVERBUILD RAISED ROOF SECTION OVER SHEATHED TRUSSES. OVERBUILD W/ RAFTERS OR I STEP-DOWN VALLEY -SET TRUSSES 10 TRUSS NOTES 1. SEE S103 FOR ROOF FRAMING PLANS. 2, SEE S103 FOR TRUSS NOTES AND GENERAL NOTES. 1'-6" TRUSS RAISED HEEL 8'- 8" AFF VARIES 1'-0" TO 1'-6" 4 A 1"--6" NO POP -OUT THIS LOCATION NON-BEARING PARTITIONS NON-BEARING PARTITIONS TRUSS HANGERS BY TRUSS FABRICATOR 1 5'-1-2" 19'-9" 33'-0" OVERBUILD RAISED ROOF SECTION OVER SHEATHED TRUSSES. OVERBUILD W/ RAFTERS OR STEP-DOWN VALLEY -SET TRUSSES. 12 12 0 4 FIELD INSTALLED 2X6 LEDGER ON WEST SIDE OF TRUSS FOR ROOF SHEATHING AT 8" STEP IN ROOF ELEVATION. FOUNDATION WALL LOCATION 2'-0" STAIR LANDING POP -OUT 3'-0" OVERBUILD RAISED ROOF SECTION OVER SHEATHED TRUSSES. OVERBUILD W/ RAFTERS OR STEP-DOWN VALLEY -SET TRUSSES 1'-6" NON-BEARING PARTITIONS 14'-9" z 2'-10" UPPER WALL BUMP -OUT THIS SIDE 34'-6" NON-BEARING PARTITIONS TRUSS HANGERS BY TRUSS FABRICATOR 5'-1 TRUSS T -2A SCALE: 1 /2" = 1'—O" FOUNDATION WALL LOCATION 2'-0" STAIR LANDING POP -OUT 3'-0" z Ui z cG 0 H Rerd,csAta, z.!,:5E16 Architecture Planning Interior Design 217 North Aurora Street Ithaca NY 14850 p 607.273.7600 f 607.273.0475 '64'orEs5le'0 Palmer 213 East Seneca Street Ithaca, New York 14850 www.E1 'almer.com 607.272.5060 WARNING: It is a violation of New York State Law for any person, unless acting under the direction of a licensed Architect, to alter this document in any way. If a document bearing the seal of an Architect is altered, the altering Architect shall affix to such document his seal and the notation "altered by" followed by his signature, the date of such alteration, and a specific description of the alteration. REVISION SCHEDULE REV. NO. STONE QUARRY APARTMENTS 2 I— STONE QUA REV. DATE ITHACA, NY PROJECT: OTHER: DRAWN BY: TOWNHOUSE ROOF TRUSS PROFILES A B silo 10 2 4 5 6 7 8 STRUCTURAL SHEATHING 5/8" GYP 3/4" GYPCRETE 3/4" FLOOR SHEATHING 8" SEE WALL TYPE IWS-1 (2) LAYERS 5/8" GYP 2x4 STUDS @ 16" STAGGERED i"9/ THROUGH -BOLTS OR THREADED ROD @ 32" 0.0. USE OVERSIZED HARDENED WASHERS. MAR THREADS TO PREVENT LOOSENING 1'-4" 2x4 LEDGER FOR CEILING GYP 14" T SEE PLAN 1'-4" 2x4 NON- SHEAR WALL BELOW SEE WALL TYPE IWS-3; CONTINUOUS TO FLOOR DECK ABOVE FLOOR DET @ DISCONTINUOUS SHEARWALL BELOW SCALE: 3/4" = STRUCTURAL SHEATHING 5/8" GYP 3/4" GYPCRETE 3/4" FLOOR SHEATHING SEE WALL TYPE IWS-1 (2) LAYERS 5/8" GYP 2x4 STUDS @ 16" STAGGERED 4"0 x7" LAG BOLTS @ 24" O.C. 144" 14" TJI SEE PLAN C'-) U) Lu LU (2) 14" LVL 1OFLOOR DET @ DISCONTINUOUS SHEARWALL 3 SCALE: 3/4" , = 1 -0„ BEAM BELOW RUN EXT. SHEATHING CONT. TO BOTTOM OF POP -OUT CANT RIM JOIST TO CORNER 1 11,” RIM JOIST WALL PLATE TO TRIPLE STUD - (2) 16d@ 12" 3/4" GYPCRETE 3/4" FLOOR SHEATHING 14 TJI 360 1 x 14 RIM JOIST SECTION A -A SCALE: 1 /2" = 1'-0" END 1st FLOOR RIM JOIST © POP -OUT 1-14-"x14" RIM JOIST. BEAR ON WALL 14" JOIST (3) 2x6 STUDS @ OPENING JAMB CANT CANT WALL OR FLOOR JOIST BELOW 14 TJI 360 — — BLOCKING - I JOIST OR RIM JOIST 2)14" LVL SILL 2x6 WALL ABOVE RIM JOIST OCATE UNDER WINDOW JACK STUDS BEARING WALL BELOW FLOOR FRAMING DETAIL @ 2ND FLR POP -OUT SCALE: 1/2" = V-0" 14" TJI 14" RIM JOIST. BOLT TO CMU BOND BEAM W/ (2) HILTI KWIK BOLTS @ 2' O.C. SEE PLAN CMU BOND BEAM CMU ELEVATOR SHAFT FIN FLR 2x10 @ 16" SIMPSON HANGER x10 LEDGER BOLT TO CMU BOND BEAM W/ (2) ?1?) HILTI KWIK BOLTS @ 2' O.C. (TYP 3 SIDES) FLOOR DETAIL @ ELEVATOR SHAFT SCALE: 1/2" = 1'-O" PLUMBING OR SPRINKLER PENETRATIONS PARTITION WALL CONTINUOUS TO UNDERSIDE OF FLOOR DECK ABOVE. PARTITION WALL USED AS INTERIOR PLUMBING CHASE WALL TYPICAL AT CONTINUOUS INTERNAL PLUMBING CASE WALL. SEE 3/S109 FOR PENETRATIONS > 2 xo AT SHEARWALLS, PARTITION PLUMBING CHASE WALL DET SCALE: 3/4" = 0" STRUCTURAL SHEATHING 5/8" GYP 3/4" GYPCRETE 3/4" FLOOR SHEATHING 310 THROUGH -BOLTS OR THREADED ROD @ 32" 0.0. USE OVERSIZED HARDENED WASHERS. MAR THREADS TO PREVENT LOOSENING SEE WALL TYPE IWS-1 (2) LAYERS i" GYP 2x4 STUDS @ 16" STAGGERED 2x4 LEDGER FOR CEILING GYP STRUCTURAL SHEATHING (SEE NOTES S001) U) U - LU Lu cn WALL TYPE IWS-1 CONT. TO FLOOR DECK ABOVE. 1-8-4 FLOOR DETAIL © SHEARWALLS SCALE: 3/4" = 1'-0" NOTE -WHERE THERE IS NO PARTITION WALL ABOVE, NAIL FLOOR SHEATHING TO SHEAR WALL BELOW W/ 16d © 6" 1110 THROUGH -BOLTS OR THREADED ROD @ 32" O.C. USE OVERSIZED HARDENED WASHERS. MAR THREADS TO PREVENT LOOSENING 4 2x4 NON- SHEAR WALL ABOVE. SEE WALL TYPE IWS-3 3/4" GYPCRETE 3/4" FLOOR SHEATHING 2x4 LEDGER FOR CEILING GYP STRUCTURAL SHEATHING (SEE NOTES S001) 14" TJI SEE PLAN 144" U) U - LU Lu cn WALL TYPE IWS-1 CONT. TO FLOOR DECK ABOVE 8 —,[ FLOOR DET @ DISCONTINUOUS SHEARWALL ABOVE SCALE: 3/4" = 1 (1) 10d T&B CONTINUOUS 1" RIM BOARD TYP EXT WALL 2x6 16 W/ EXT SHEATHING 3/4" GYPCRETE (APT BLDG ONLY) 3/4" PLYWOOD GLUED & NAILED FIN FLOOR (1) 8d EA SIDE ANGLED TJI FLOOR JOIST AT 16" O.C. NOTE: SEE STRUCTURAL NOTES, SHEET S001, FOR MATERIAL NOTES & ADDITIONAL INFO. SEE 5/S108 FOR TYP HEADER DETAIL @ WINDOWS & DOORS 0 FLOOR DETAIL @ EXT WALL 6 SCALE: 3/4" = 1'-O" (3) 2x6 POST IN WALL SUPPORTS LVL GIRD @ 3RD FLOOR & GIRD TRUSS @ ROOF 2nd FLR 2)14" LVL HEADER 1,-10-3" 245–" 1. 44-4' R.O. (2) 2x6 POST © ELEVATOR (2) 2x6 POST IN WALL 2ND FLOOR BEAM @ ELEVATOR _I SCALE: 1 /2" = 1 -0 i" FLOOR SHEATHING + GYPCRETE @ STAIR LANDINGS. 101" 2x12 @ 16" LANDING LEVEL ELEVATOR SHAFT WALL L. 0 1 N- TREADS @ 11" 8 TREADS @ 11" 2x12 16" Li -Am r. DIMENSIONS ARE TO FACE OF STUD SOUTH WESTERN STAIR CONTINUOUS RIM BOARD 1 i" @ TOWNHOUSES @ APT BUILDING JOINT SHEATHING AT MID HEIGHT OF RIM JOIST, DO NOT JOINT AT TOP OR BOTTOM OF SILL PLATES. TOENAIL 16d © 16" TYP EXT WALL 2x6 @ 16 W/ EXT SHEATHING 9 3/4" GYPCRETE (APT BLDG ONLY) 3/4" PLYWOOD GLUED & NAILED I -JOISTS @ 16" O.C. I -JOIST OR RIM JOIST BLOCKING @2' 0.0. @ END WALLS 10 COFLOOR DETAIL @ EXT WALL SCALE: 3/4" = 1 '-0" JOIST PARALLEL TO WALL A A 2x6 BOTTOM SILL 2) 2x6 TOP SILL PIPE THROUGH SILL SEE ARCH WALL TYPE IWS#2. SHEET A001 SIMPSON LSTA 12 20 GAUGE STRAP TIE 1 1/4" x12" WITH (10) 10d NAILS, BOTH SIDES REQUIRED FOR PLATE PENETRATIONS > 211" SECTION A -A SCALE: 1 /2" = 1'-0" SHEAR WALL SILL PLATE PENETRATION DETAIL SCALE: 1 /2" = 5'-6 CDSTAIR FRAMING PLANS 5 22'-6" 744" 8 TREADS @ 11" 8. 8-3" 8 PRE-ENGINEERED & FABRICATED WOOD STAIRS. SEE S001 FOR STAIR DESIGN LOADS. REF SPEC 062023. C.', 2x4 WALL CONT CNJ 7'44" 8 TREADS @ 1 NORTHERN STAIR SCALE: 1/4" = 1'-O" TYPICAL LANDING FRAMING PLANS 6 7 849" H4 3 8 DIMENSIONS ARE TO FACE OF STUD i" FLOOR SHEATHING + GYPCRETE @ STAIR LANDINGS. COMARK"1.10ri l'110 r\NeSI Ca Architecture Planning Interior Design 217 North Aurora Street Ithaca NY 14850 p 607.273.7600 f 607.273.0475 n 'oe'ke!,AlON.141.*rAi Palmer VFW 044# 213 East Seneca Street Ithaca, New York 14850 www.ElwynPalmer.com 607.272.5060 WARNING: It is a violation of New York State Law for any person, unless acting under the direction of a licensed Architect, to alter this document in any way. If a document bearing the seal of an Architect is altered, the altering Architect shall affix to such document his seal and the notation "altered by" followed by his signature, the date of such alteration, and a specific description of the alteration. REVISION SCHEDULE REV. NO. REV. DATE STONE QUARRY APARTMENTS DATE: STONE QUARRY APARTMENTS, LLC 18 JULY 2014 ITHACA, NY B OTHER: DRAWN BY: DLE/RAM STRUCTURAL FRAMING DETAILS 8 10 S109 3/4" GYPCRETE 3/4" FLOOR SHEATHING 3RD FLOOR EXT WALL NOTE - LEDGER ON WALL IS SLOPED @ 1 ON 12 - SEE ARCH ELEVATIONS ROOF SHEATHING 2x RAFTERS @ 16" O.C. ROOF CROSS -SLOPE IS 1 ON 12. RAFTER HEEL HEIGHT VARIES FROM 12 5/8" ABOVE 3'rd FF AT WEST EXT WALL TO 2 7/B" BELOW AT LOW POINT OF SLOPE. FF -2ND BLOCKING BETWEEN CANTILEVERED JOISTS. RIM JOISTS OR I -JOIST SECTIONS 2x6 BEARING WALL 2ND FF FLOOR i" FLOOR SHEATHING — 11 i" TJI 230 @ 16" 0.C. 1 ,1" RIM BOARD 8d EACH SIDE ANGLED 2x4 STIFFENER ON SIDE OF EA JOIST (4) 10d @ 16" INTO STIFFENER (2) 8d T&B 14" TJI © 16" O.C. LAP WITH LVL FOR BEARING ON WALL 2x6 STUD BEARING WALL 5'-0" OR 2'-10" - SEE PLAN SIMPSON MT S12 (14) 10d INTO STUD (14) 10d INTO LVL (2) 1 tx14" LVL CANTILEVERED (SEE PLAN) DOUBLE STUDS © LVL 2x6 INT BEARING WALL HEADER SCHEDULE ID LOCATION MAX ROUGH OPENING SIZE MIN POST SIZE SECTION H1 EXT BEARING 6'-6" (2) 2x8 (2) 2x6 C H2 EXT BEARING 8'-4" (2) 2x 8 (2) 2x6 C H3 EXT BEARING 6'-6" (2) 1 3/4"x9 Y4" LVL (3) 2x6 C H4 INTERIOR BEARING 6'-0" (3) 2x8 (2) 2x6 H5 INTERIOR BEARING 8'-0" (3) 2x10 (2) 2x6 A Architecture Planning Interior Design 217 North Aurora Street Ithaca NY 14850 p 607.273.7600 f 607.273.0475 2x10 LEDGER NOTE - CANTILEVER SUPPORTS 2ND FLOOR & OVERHANGING ROOF AREA SIMPSON HD3B HOLD DOWN ON DOUBLE STUD. BOLT TO SLAB WITH 5/80 HILTI KWIK BOLT. MIN 3 i" EMBEDMENT. (2) to THROUGH - BOLT IN STUDS (3) ROWS 16d@12"O.C. EA. SIDE DOUBLE FLOOR JOISTS UNDER EXT WALL CONTINUE FLOOR SHEATHING TO — 2ND FLOOR EXT. WALL. WHERE RAFTERS DROP BELOW FLOOR SHEATHING; NOTCH SHEATHING & SUPPORT EDGE OF SHEATHING WITH 2X6 BLOCKING BETWEEN RAFTERS. 2ND FLOOR EXT WALL DETAIL @ TOWN HOUSE POP OUT CANTILEVERED SCALE: 3/4" = 1 '-0" (2) ROWS 16d@12"O.C. EA. SIDE (2x6 & 2x8) (3) ROWS 16d@12"0.C. EA. SIDE (2x10) SECTION A (SAWN) SECTION B (LVL) DETAIL @ APT BLD SOUTH END LOW ROOF SCALE: 3/4" = 1 '-0" Elw 4," FLOOR SHEATHING (1) 8d NAIL EACH SIDE. DRIVE AT AN ANGLE 2ND FLOOR CANT. BEAM BACK SPAN TIE -DOWN DETAIL SCALE: 3/4" = 1 '-0" APARTMENT BLDG SEE ARCH FOR COMPLETE EXT. WALL ASSEMBLY FIN FLR EXT. STRUCT. SHEATHING NOTE - LEDGER ON WALL IS SLOPED @ 1 ON 12 - SEE ARCH ELEVATIONS 11" WOOD I -JOIST @ 16" O.C. (SEE PLAN) ROOF SHEATHING BLOCKING NOT REQUIRED THIS LOCATION 11 7/8" I JOIST RAFTERS @ 16" O.C. 2x6 OVERHANG FRAMING; OVERLAP WITH RAFTERS. PROVIDE SOLID BLOCKING BETWEEN. BEARING WALL 2x6 16" W/ DOUBLE TOP PLATE. INT WALL IWS-4 SHEET A002 3." FLOOR SHEATHING (1) 8d NAIL EACH SIDE. DRIVE AT AN ANGLE (2) 16d @12" T&B FIN FLR (2) 2x HEADER. SEE PLAN & HEADER SCHEDULE 11' WOOD I -JOIST @ 16" O.C. (SEE PLAN) 2x6 CONT TOP & BOTTOM 3RD FLOOR EXT WALL TOWN HOUSE JOIST BEARING DET. 8 SCALE: 3/4" = 1 '-0" BEARING ON WALL 213 East Seneca Street Ithaca, New York 14850 w-ww.ElwynPalmer.corn 607.272.5060 WARNING: It is a violation of New York State Law for any person, unless acting under the direction of a licensed Architect, to alter this document in any way. If a document bearing the seal of an Architect is altered, the altering Architect shall affix to such document his seal and the notation "altered by" followed by his signature, the date of such alteration, and a specific description of the alteration. ROUGH OPENING REVISION SCHEDULE BLOCKING NOT REQUIRED THIS LOCATION SOFFIT © 7'-0" THIS AREA (3) 1i"x11i, LVL SEE BUILT-UP BEAM FASTENING DETAIL OVER -BUILD STUD WALL FOR RAFTERS @ LOW ROOF AREA SEE ARCH FOR WINDOW/ DOOR HEAD DETAILS AND FOR FLASHING, SEALING, AND INSULATION @ HEADERS. SECTION C (EXTERIOR REV. NO. REV. DATE CONTINUE 4," FLOOR SHEATHING TO 2ND FLOOR EXT. WALL. 3rd ROOF CROSS -SLOPE IS 1 ON 12. RAFTER HEEL HEIGHT VARIES FROM 1'-7 1/4" ABOVE 3'rd FF AT EAST EXT WALL TO 2 7/5" BELOW AT LOW POINT OF SLOPE. 4," GYPCRETE 4" FLOOR SHEATHING (1) 10d INTO FLANGE TOP & BOTTOM TOWNHOUSE JOIST BEARING DET. SCALE: 3/4" = 1'-0 BEARING ON BEAM FIN FLR 2ND FLOOR EXT WALL 4," GYPCRETE i" PLYWOOD — CONT. 1" TJI RIM BOARD DETAIL © APT BLD SOUTH END LOW ROOF SCALE: 3/4" = 1 EAST SIDE 14" I JOIST (SEE PLAN) 14" TJI @ 16" OC FLOOR JOIST 2x10 CORRIDOR FLOOR JOIST 2x6 SQUASH BLOCKS REQ'D BOTH SIDES OF JOIST AT INT. BEARING WALLS. (2) 10 D TOE -NAIL INTO SILL CONT. 2x6 LEDGER 2x6 @ 16" BEARING WALL DOUBLE TOP PLATE 1-8d EACH SIDE OF JOIST C -9 --JOIST BEARING DET INT. BEARING WALL SCALE: 3/4" = 1 APARTMENT BLDG 2x6 STUD BEARING WALL WITH 5/8" GWB, EACH SIDE CTYP1 DETAIL © CORRIDOR BEARING WALL SCALE: 3/4" = 1'-0" APARTMENT BLDG 1 HR RATED SHAFT COVER. SEE ARCH 2x6 BEARING WALL (2)-1 "x14" LVL EACH SIDE OF WINDOW OPENING. 14"TJI360 @16" O.C. OTHERWISE (SEE PLAN) GYPCRETE 4," FLOOR SHEATHING W8x18 FF -2ND 8" CMU WALL BRG. PL 6"X9"X1/2" W/ 1/2" DIA. X 4" LONG STUD (TYP. @ EA. END) 2ND FLR (4) 10d (3) @LVL (1) 10d @ I -JOISTS; INTO TOP & BOTTOM FLANGES BLOCKING BETWEEN CANTILEVERED JOISTS. 1 4," RIM JOIST OR I -JOIST (3) 2x4 4"X3i" (1) ROW 30d @ 8" OC STAGGERED (2) 2x6 3" X $i" (2) ROW 10d © 8" OC (3) 2x6 4" X 5" (2) ROW 30d @ 8" OC (4) 2x6 OR (3) 2x6 W/ PLYWD FILLS 6" (5i") X 5i" (2) ROW 60d @ 8" OC 1 exile RIM JOIST NAILED TO STUDS 0 THROUGH (2) i" GYP W/ 30d (4 i" LONG) NAILS 8d EACH SIDE (TOENAIL) 8 JULY 2014 2x6 STUD BEARING WALL PROJECT: OTHER: 2012059 (3) 11i" LVL BEAM ELEVATOR SHAFT CAP SCALE: 3/4" = 1 BUILD-UP POST PLY FASTENING SCALE: 3/4" = 1'-0" FIRESTOP LVL BEAM PENETRATION OF GYP MEMBRANE VI/ 3M BARRIER SILT CONE SEALANT 3) 11e LVL BEAM NOTE - CANTILEVER SUPPORTS 2ND FLOOR, 3RD FLOOR & ROOF LOADS DRAWN BY: DLE/RAM (3) 2x4 JACK -STUD POST IN COMMON WALL BEHIND (2) 8 GYP MEMBRANE SUPPORT POST @ COMMON WALL DET SCALE: 3/4" = 1 '-0" TOWNHOUSE CANTILEVERED 2ND FLOOR - APAR SCALE: 3/4" = STRUCTURAL DETAILS & SCHEDULES g 0 0 N ftA MN W 0 A W M WW M $04, N C a W R AW A M Mb 75 — .1A/est 2 4 5 6 7 8 HSS 6x6xX HD GALV T/PIER 395.83 16" SQ PIER. REINF W/ (4) #5's VERT & #3 TIES @ 12". T/FTG=393.5 396.9 I 4 #3 NOSING BAR (TYP) <1% 1'-0" 14'-6" 7'-0" T/LANDING 399.5 4 8"WALL. REINF W/ #4's @ 12" EW OUTSIDE FACE. 6" STRUCT SLAB ON — GEOFOAM. REINF WITH #4's @ 10" EW. EPS GEOFOAM FILL -0 NORTH EXTERIOR STAIR & CANOPY FNDN SCALE: 1/2" = 1'-0" T/PIER 395.83 12"x16" PIER. REINF W/ (4) #5's VERT & #3 TIES @ 12". T/FTG=393.5 0.) CL OF WALL AND HAUNCHED SLAB BEARING WALL OR SHEAR WALL WELDED WIRE FABRIC 6 x6-W1.4xW1.4 9 SILL PLATE ANCHOR VAPOR BARRIER - 10 MIL T/SLAB EL. 399.5' EL. (-1-4') GEOTEXTILE FABRIC (3) #4'S CONT. L 5'S @ 12" O.C. SW 2'-0" UNO 2'-0" UNO SLAB SUBBASE WITH RADON COLLECTION PIPING INTERIOR STRIP FOOTING DET. - APT BLDG SCALE: 3/4" = 1 SHEAR WALL OPTION - INSTALL ONE COURSE OF 6" CMU TO ALLOW FRAMING TO PROCEED PRIOR TO SLAB PLACEMENT 2' #4 DOWELS @' O.C. 2' r FIN F R = 399.5' GEOTECH — 6" SLAB SUBBASE BACKFILL WALL WITH #1 STONE (4) - #4'S /(1\ #5'S @ 12" O.C. 2' 0" N 2'-0" FOUNDATION DETAIL @T) SCALE: 3/4" = 1 BEARING WALL OPTION INSTALL ONE COURSE OF 6" CMU TO ALLOW FRAMING TO PROCEED PRIOR TO SLAB PLACEMENT — #4 DOWELS @ 2' O.C. — 5" SLAB ON GRADE SAND LEVELING COURSE 396.17' BOT OF GEOFOAM = TOP OF FOOTING 6" SLAB SUBBASE MATERIAL W/ RADON COLLECTION PIPING 2' FNF R= 3995' GEOTECHFABRIC 44, 1,4 40 Ism GEOTECH FABRIC e•4 • ei 0 4 . ' ........t....,,,Itim,i;•ittiv.if.. 2" SAND LEVELING COURSE. LEVEL TO ON 10' (4) - #4'S FACE FOOTING ON APP'20VED EXG SUB GRADE OR COMPACTED STRUCT. FILL \ #5'S @ 12" O.C. 2'-0" 2'-0" SEE PLAN 6" SLAB SUBBASE MATERIAL WITH RADON COLLECTION PIPING INT. BEARING WALL FND - APT BLDG NORTH END SCALE: 3/4" = 1 -0" Ptt,ttlitt ; t`tt't r-tttte, Y F "":"44r4,41444. 10 ii , ' It tttyt,, HOLTARCHITECTS Architecture Planning Interior Design 217 North Aurora Street Ithaca NY 14850 p 607.273.7600 f 607.273.0475 213 East Seneca Street Ithaca, New York 14850 www.ElwynPalmer.com 607.272.5060 WARNING: It is a violation of New York State Law for any person, unless acting under the direction of a licensed Architect, to alter this document in any way. If a document bearing the seal of an Architect is altered, the altering Architect shall affix to such document his seal and the notation "altered by" followed by his signature, the date of such alteration, and a specific description of the alteration. REVISION SCHEDULE REV. NO. REV. DATE STONE QUARRY APARTMENTS TMENTS, LLC STONE QUARR ITHACA, NY G DATE: 18 JULY 2014 PROJECT: 2012059 OTHER: DRAWN BY: DLE/RAM FOUNDATIION DETAILS F S107 1 2 4 5 6 7 8 9 10 E D C 2x6@16 ABOVE TOP PLATE FOLLOW ROOF PITCH 4'-0" FIRE RETARDANT PLYWOOD TAPERED PLATE DOWELS © 16" O.C. EQUAL TO DIAMOND DOWEL SYSTEM BY PNA CONSTRUCTION TECHNOLOGIES. CL OF WALL AND HAUNCHED SLAB SET BULK -HEAD @ REQ'D ELEV & STAKE SECURELY TO SUBGRADE. 5/8" STRUCT. ROOF SHEATHING BEARING WALL PARTITION SEE PLAN FOR LOCATION SILL PLATE ANCHOR - ANCHOR BOLTS © 32" O.C. WELDED WIRE FABRIC 6x6-W1.4xW1.4 7/8" 25 GA RESILIENT FURRING CHANNEL - ON FACE OF CONCRETE 4 CONTINUE COMMON WALL (2) 5/8" TYPE X GYP TO UNDERSIDE OF ROOF DECK BOTH SIDES NAIL GYP @ EA STUD & ALL SILL PLATES WITH 6d NAILS OR DRYWALL SCREWS @ 6" O.C. SEE DETAIL 4/S100 OR 4/S101 USE CONSTRUCTION (COLD) JOINTS WHERE REQUIRED FOR CONSTRUCTION SEQUENCING OR INTERRUPTION DURING POUR. LOCATE JOINTS TO COINCIDE WITH CONTRACTION JOINTS INDICATED ON FOUNDATION PLAN. Architecture Planning Interior Design 217 North Aurora Street Ithaca NY 145,50 p 607.273.7600 f 607.273.0475 GEOTECH FABRIC (SEPARATION FABRIC) TYPICAL CONSTRUCTION JOINT DETAIL SCALE: 1 1/2" = 1'-0" VAPOR BARRIER SEE FOUNDATION PLAN NOTES (2) 30d (4 i" LONG) NAILS © EACH STUD. SHIM RIM JOIST TIGHT TO GYP SHEATHING AT STUDS PRIOR TO NAILING. Vg " 25 GA RESILIENT FURRING CHANNEL ON FACE OF CONCRETE 1 RIM JOIST x 11 i". HOLD -BACK FROM STUD 1 Y2" TO ALLOW FOR GYP SHEATING TO BE INSTALLED BETWEEN JOIST AND STUD WALL. CONTINUE COMMON WALL (2) 5/8" TYPE X BOTH SIDES TO UNDERSIDE OF ROOF DECK BOTH SIDES i"0 ANCHOR BOLTS @ 32" O.C. (4)44 CONT. SEE PLAN SEE FOUNDATION PLAN FOR UNDERSLAB CONSTRUCTION REQUIREMENTS OTYPICAL INTERIOR,STRIP FOOTING DETAIL SOFT OR UNSTABLE SOILS EXCAVATED AND REPLACED WITH CONTROLLED FILL — 4" SLAB W/ 6x6-W4xW4 VVVVM SEE TYP SLAB DETAIL 5'S @ 12" O.C. 1' 6" (2) 2x12 STAIR HDR W/ (3) SUPPORT POSTS. BOLT TO - EA POST W/ (3) 3/4" / THROUGH BOLTS SIMPSON HUS 28 INVERTED ON CANT 2x12's. 22-16d TO HEADER/8-16d TO JOIST APPROVED CONTROLLED STRUCTURAL ILL TOWNHOUSE FOUNDATION DETAIL @ TRANSITION TO GEOFOAM SCALE: 3/4" = 1 '-0" FULL HEIGHT BLOCKING BETWEEN CANT 2X12's 2x4 STUDS @ 16" O.C. BOTH SIDES; STAGGERED. (2) i" TYPE X GYP BOTH SIDES FASTEN GYP SHEATHING E.A. STUD & TOP/BOTTOM PLATES W/ 6d COOLER NAILS OR DRYWALL SCREWS @ 6" O.C. SEE ARCH WALL TYPE IWS#2. SHEET A001 SECTION A -A SCALE: 1/2" = 1'-0" EXCAVATION FOR FOOTINGS IN UNSTABLE MATERIALS NOTE: 1.) D = DEPTH TO SUITABLE SOILS IN COMPLIANCE WITH OSHA STANDARDS. EXT 2X6 STUD WALL BELOW CANT LANDING. Palmer 213 East Seneca Street Ithaca, New York 14850 www.ElwynPalmer.com 607.272.5060 WARNING: It is a violation of New York State Law for any person, unless acting under the direction of a licensed Architect, to alter this document in any way. If a document bearing the seal of an Architect is altered, the altering Architect shall affix to such document his seal and the notation "altered by' followed by his signature, the date of such alteration, and a specific description of the alteration. 2.) PLACE CONTROLLED STRUCTURAL FILL IN 8" LIFTS COMPACTED TO 95% OF MODIFIED PROCTOR UNDERCUT BACKFILL DETAIL SCALE: 3/4" = 1'-0" COMMON WALL/ SHEAR WALL @ TOWN HOUSES SCALE: 1/2" = SIMPSON HD3B HOLDOWN ON DOUBLE 2X6 STUD LANDING HEADER SUPPORT. BOLT TO SLAB WITH %"0 HILTI KWIK BOLT; MIN 3 Ys" EMBEDMENT. (2) %"0 THROUGH BOLTS THROUGH STUDS. PROVIDE (3) THUS PER LANDING. ADDITIONAL BENT BARS AT STEP SAME SIZE & SPACING AS FOOTING REINFORCING EXTERIOR WALL DETAIL @ STAIR SCALE: 1/2" = 1'-0" TOWNHOUSE ?(%) ANCHOR BOLTS @ 32" O.C. 1" RIGID INSUL. (TAPERED) SEE TYPICAL SLAB ON GRADE DETAIL 3/4" x9 x 9 i" HD GALV BASE PLATE 1/4" LEVELING PLATE EXTEND 1/4" BEYOND ALL BASE PLATE EDGES PROVIDE CMU BOND BEAM WITH (1) #5 @ 2ND & 3RD FLOORS & @ TOP OF SHAFT. PROVIDE CMU LINTEL WITH (2) #5'S © DOORWAYS #4 © 2' O.C. x 2' (4 -SIDES) TYP DRILL & GROUT IN CMU WALL. 5" EMBEDMENT TYPICAL STEP FOOTING DETAIL 3/4" NON -SHRINK GROUT - MINIMUM (4) 3/4"� HD GALV ANCHOR BOLTS 12" EMBEDMENT SCALE: 3/4" = 1 6" CMU GROUT SOLID 8" CMU WITH #5'S @ 48" 0.0. EXTENDED INTO FTG. GROUT ALL MASONRY SOLID. PROVIDE JOINT REINFORCING EVERY OTHER COURSE. CMU BOND BEAM WITH (1) #5 @ FLOOR LEVEL TYP COL BASE DETAIL SCALE: 1 1/2" = 1 '-0" #5 DOWELS © 32" 0.C. x 24". MIN 8" EMBEDMENT GALVANIZED ELEVATOR SILL ANGLE. VERIFY SIZE AND LOC'N w/ ELEVATOR CONTRACTOR (SHIM AS REQUIRED). NOTE: SEE PLAN FOR PIT DIMENSIONS AND SUMP LOCATIONS BACKFILL OUTSIDE THE BUILDING W/ APPROVED ON vSITE MATERIAL T/FOOTING VARIES SEE PLAN — CONTINUE BOTTOM FOOTING REINF. HC EXT WALL. #4 @ 2' O.C. x 2' (4 -SIDES) TYP 5" SLAB ON GEOFOAM FIN FLOOR 399.5' SODIUM BENTONITE WATERSTOP TYPICAL @ PERIMETER (VOLCLAY OR EQUAL, GALVANIZED ELEVATOR SILL ANGLE. VERIFY SIZE AND LOC'N w/ ELEVATOR CONTRACTOR (SHIM AS REQUIRED), INTERIOR/EXTERIOR FOOTING TRANSITION SCALE: 3/4" = V-0" 8" CMU WALL WITH #5 @ 32" O.C. PROVIDE PIPE SLEEVE OR BREAK FOOTING AS APPROPRIATE AT ALL LOCATIONS WHERE PIPE OR CONDUIT PASSES THROUGH FOUNDATION. COORD W/ OTHER TRADES. #5'S @ 24" DOWELS TYP SLEEVE THROUGH WALL WITH LARGER DIAMETER PIPE ADD (3) #5'S x 4' OVER WALL OPENING NOTES: 1. VERIFY ALL DIMENSIONS AND CONDITIONS w/ ELEVATOR MANUFACTURER. ELEVATOR SECTION - APARTMENT BLDG SCALE: 1/2" = 1'--0" WATERPROOFING SEE ARCH SODIUM BENTONITE WATERSTOP ( ENTIRE PERIMETER) NOTES: 1. VERIFY ALL DIMENSIONS AND CONDITIONS w/ ELEVATOR MANUFACTURER. ELEVATOR SECTION SCALE: 1/2" = 1'-0" \NO,11t, t/ EWE FORMED OPENING IN WALL FOR PIPING & OR CONDUIT FILL EXCAVATION WITH CONCRETE (SAME PROPERTI. FOUNDATION PO TYPICAL FNDN WALL PIPE P SCALE: 1/2" = 1-0" FOUNDATION DETAILS 6 7 8 9 10 '-a" 10' 22'-6" 12'-63/4" 15'-9Y4" GABLE END 11 fi" TJI 230 @ 16" 12 4 11 14 11 11 GABLE END H1 [- ; OVER -BUILD RASED ROOF SECTION OVER SHEATHED TRUSSES WITH RAFTERS OR STEP-DOWN VALLEY TRUSS -SET (TYP) 2 OVERBUILD RAISED ROOF AREA OVER SHEATHED TRUSSES. COMPLETE TRUSSES AND SHEATHING TO EXTERIOR WALL. ROOF ACCESS WALKWAY WITHIN TRUSS SPACE SEE 43_ rT If L h TJI 230 [I1 6" OC RAFTERS 11 I • 7.3teslza. 1'-6" 1' 6" TYP) Architecture Planning Interior Design 217 North Aurora Street Ithaca NY 14850 p 607.273.7600 f 607.273.0475 11-6" 16-10" 50-10" APT BLDG TRUSS AT1 SCALE: 1/4" = 1 z w TRUSS AT4 4/12 1'-6" SHEAR WALL 12 1,-0" INSULATED ENCLOSURE - SEE ARCH MAINT ACCESS WALKWAY 12 OVERBUILD RAISED ROOF AREA OVER SHEATHED TRUSSES. COMPLETE TRUSSES AND SHEATHING TO EXTERIOR WALL. -<; \TRUSS AT5 ' 6" (TYP) SHEAR WALL hhh*444144.44 WARM 1'-6" TRUSS AT6 11-6" 16-10" 50-10" APT BLDG TRUSS AT2 SCALE: 1/4" = 0" RIDGE TRUSS AT7 0 '-0" 7,74,747,,Lwx,_2417ir 7")).)4L" o - :>;- •• cs, SHEAR WALL 12 RUSS AT8 Nh4 — CONDENSERS -SEE MECHANICAL 1'-6" (TYP) Tr -r 3'-4" 2 RIDGE 9'-7" TRUSS AT9 4/12 4/12 1'- SHEAR WALL 11-6" 13'-6" uJ EL LLJ 0> < LL if al' -,ALL.),g)LcT,A,v ')7,7°.:=7=1 ROOF STEPS GABTEE N D TRUSS @ AT10 1'-6" RAISED ROOF AREA OVER SHEATHED TRUSSES. COMPLETE TRUSSES AND SHEATHING TO EXTERIOR WALL. 12 APT BLDG TRUSS AT3 SCALE: 1/4" = 1 '-0" 57-6' 4' 1,-0" rCONDENSERS - SEE MECHANICAL 9'-7" 12 21'-7" 8'-2-2" 1 5'-8-2" 2 APT BLDG TRUSS AT4 11'-6" 60'-6" 13' 6" SCALE: 1/4" = 1'--0" <I ; II ' I I I I I I RIDGE wiMV7MTI .7.Ammomft -----...--- _ II ROOF STEPS 2'-7 SHEAR WALL RIDGE TRUSS AT13 I TRUSS AT14 ; GABLE END Hi GABLE END FRAMING SYMBOL KEY: LOW ROOF BELOW SEE 4/S112 INDICATES " OSB STRUCTURAL PANEL SHEATHING THIS SIDE OF WALL (UNDER ir GYP) SEE WALL TYP. INDICATES 2x6 INTERIOR WOOD FRAME BEARING WALL. ALL ABOVE GRADE EXTERIOR WALLS ARE 2x6 WOOD FRAME BEARING WALLS. GENERAL NOTES 11' 21-01/2" 17' ROOF FRAMING PLAN SCALE: 1/8" =1 0" (26) (23) 11-3Y2" (22•) • E w Palmer o 444 hahh414,41 44, hhi444,444-5444'h4h 213 East Seneca Street Ithaca, New York 14850 www.ElwynPalmer.com 607.272.5060 WARNING: It is a violation of New York State Law for any person, unless acting under the direction of a licensed Architect, to alter this document in any way. If a document bearing the seal of an Architect is altered, the altering Architect shall affix to such document his seal and the notation "altered by" followed by his signature, the date of such alteration, and a specific description of the alteration. REVISION SCHEDULE REV. NO. PARTMENTS 0 I MENTS, LLC LU 0 I - (I) REV. DATE F E D C DATE: 18 JULY 2014 PROJECT: 2012059 OTHER: DRAWN BY: DLE/RAM 1. CONTRACTOR SHALL VERIFy ALL CONDITIONS, DIMENSIONS, AND ELEVATIONS SHOWN AND IMMEDIATELY REPORT ANY DISCREPANCIES OR OMISSIONS TO THE ENGINEER PRIOR TO CONSTRUCT 2. SECTIONS AND DETAILS ARE CONTINUOUS AND TYPICAL UNLESS NOTED OTHERWISE. 3. PROVIDE BARRICADES, WARNING SIGNALS, WARNING LIGHTS AND SIMILAR ITEMS AS REQUIRED AND MAINTAIN THROUGHOUT CONSTRUCTION. CONTRACTOR IS SOLELY RESPIQNS ROOF FRAMING PLAN NOTES 1. TRUSS BEARING EL (+8'-1 1/8") A.F.F. (ELEV. 426'-4 U.O.N. TION. 2. REFER TO THIS SHEET AND DRAWINGS S111 & S112 FCR TRUSS SECTIONS, NOTES AND DETAILS. NOTE THAT THE TRUSS DESIGNATIONS IN THE FRAMING PLAN REFER TO A TRUSS ASSEMBLY WHICH MULTIPLE TRUSS MEMBERS. 3. H# REFERS TO HEADER MARK, SEE DWG S108 FOR SCHEDULES AND DETAILS 4. SEE S103 FOR TRUSS NOTES AND ADDITIONAL NOTES 5. PROVIDE MIN (3) 2x6 POSTS AT END BEARING POINTS OF ALL GIRDER TRUSSES. 6. DIMENSIONS SHOWN ARE TO FACE OF STUD. NOTE: FRAMING PLAN SHOWS FLOOR PLAN BELOW UNO. 4 5 6 7 AY CONSIST OF APARTMENT ROOF FRAMING PLANS A 10 S105 2 4 5 6 7 8 9 10 (-55 H'H-- " ( F 23/4” 26'-4" 5'-83/2" 25' 1 10' 22'-6" 12-63/2" 15-91/2" 10 S109 SEE 5isloo F1,41\AIN0 1 1 1 1 I 1 1 1 1 11(71. )7,175)5‘5,11,WMA: 7,30M5B 50)05010(1545,75757 23/4" 14 TJ 110 14 TJI 110 14 TJI 360 SHEAR WA k )4tomonsamsivasTrk. SHEAR WALL irN 4 TJI 110 14TJI 110 10 S109 ii°07.7.777)77777"Ammal777)7„9.99).=,wesTemT,9)71N) SHEAR WALL SSE MERV , Yr 14 TJI 110 3'-4" )4)7)()7)i)((g7)7)1:))7;;)T(,(;(7)7)5)L.._...()..__... SHEAR WALL 14 I JI 110 SHEAR WALL L -- ,771,%:41.7,7,7,72:17,747.73771.w 10 S109 14 TJI 110 1' 14 TJI 0 S109 SHEAR WALL 14 TJI 110 PROVIDE JOIST BLOCKING @ RECESSED 3RD FLOOR WALL 14 TJI 360 OW ROOF FRAMING 8' 11 i 4 TJI 0 DOUBLE 14TJI360 UNDER RECESSED THIRD FLOOR WALL 38' 1 555 ( 20 ) 755 ( 211 EXTEND 3RD FLOOR SHEATHING TO EXT. WALL UNDER LOW ROOF THIS AREA 13RD FLOOR FRAMING PLAN SCALE: 1 /8" = 1'—O" 3RD FIN FLOOR LEVEL = 418-3 1/4" (TOP OF GYPCRETE) (+9'-4 i" ABOVE 2ND FLOOR) ( 22) N J G G ) ( F ) E ) C B ( A= )61 64 234' 26.-4" 5.-8Y2') 25' 223/4" 2x8 RAFTER 1 HSS 6x64" COL HD GALV. (TYP OF 2) 10' 27' SI SHEA WALL RECESSED 2'ND FLOOR WALLS ABOVE SHOWN PROVIDE FULL flEPJHiOISL....„_„„. BLOCKING AT SUPPPORT OF : RECESSED 2ND FLOOR ABOVE. SEE 5/S109 FOR STAIR FRAMING (2) 1 i” x14" LVL FLUSH W/ JOISTS DOUBLE RIM JOIST THIS SIL 1-4'Hi 4 TJI 60 2)14 FJI 360 2ND FLR BEARING ABOVE 2" 0 THIS REA DOUBLE RIM JOIST THIS BAY & CANT FOR NORTH 2 SIDE OF POP -OUT PROVIDE JOIST BLOCKING @ BEARING WALL BELOW (TYP) 2'ND FLOOR WALL @ CANTILEVERED POP -OUT CON N " @ 2ND FLOOR AND ABOVE OPP HAND PRO \f1DE JOIST BLOCKING @ BEARING WALL BELOW (TYP) ©2 is w 0 , < c. 0 cc _1 0- -J u- Z < Z TIE -DOWN EN, REQD-SEE 3/S108 14 TJI 110 1 [1 14 T 60 4 TJI 110 4 TJ1 110 (2) 14" LVL ii 4TJI 110 394" © 2'nd FLOOR & ABOVE SHEAR WALL TIE -DOWN REQD - SEE 3/S108 BLOCKING 14 T 1360 z < > Lu a. z o v vitv < 0 0 11 1 LI 1 380 1.1.1 co 4 TJI 360 SHEAR WALL PROVIDE JOIST BLOCKING @ BEARING WALL BELOW (TYP) 4 TJ1 110 14TJI 110 14 TJ1 110 12 S109 14 TJI 360 (2 14" LVL ii :-(1:711:51,5) )8)71777:17 4 TJI 360 HSS 6x6x1X4" COL. TYP OF (2) HD GALV. 14 TJI 60 14 TJI 60 2) 14" LVL 14 TJI 360 2'ND FLOOR WALL @ CANTILEVERED POP -OUT '-4" @ 2ND FLOOR AND ABOVE " @ 2ND FLOOR AND ABOVE SHEAR WALL 2'ND FLOOR WALL c:y @ CANTI LEVER ED c•JN. POP -OUT SHEAR WALL 14 TJI110 - - -,7=577,",77,1071(01=F (2) 14" LVL 3' " @2ND FLOOR AND ABOVE 3'-4" 2ND FLOOR AND ABOVE GENERAL NOTES 1. CONTRACTOR SHALL VERIFY ALL CONDITIONS, DIMENSIONS, AND ELEVATIONS SHOWN AND IMMEDIATELY REPORT ANY DISCREPANCIES OR OMISSIONS TO THE ENGINEER PRIOR TO CONSTRUCTION OR FABRICATION. 2. SECTIONS AND DETAILS ARE CONTINUOUS AND TYPICAL UNLESS NOTED OTHERWSE, SEE SITE DRAWINGS FOR SITEWORK INCLUDING LAYOUT & UTILITY PLAN, GRADING & EROSION CONTROL PLAN, LANDSCAPING & SITE DETAILS. 4. CONTRACTOR SHALL DETERMINE EXACT LOCATION OF EXISTING UTILITIES BEFORE COMMENCING WORK. 5. PROVIDE BARRICADES, WARNING SIGNALS, WARNING LIGHTS AND SIMILAR ITEMS AS REQUIRED AND MAINTAIN THROUGHOUT CONSTRUCTION. CONTRACTOR IS SOLELY RESPONSIBLE FOR JOB SITE SAFETY AND PROTECTION. 6. CONTRACTOR SHALL COORDINATE ALL CONCRETE, EARTHWORK, AND CONCRETE MASONRY WORK WITH THE INSPECTION AND TESTING AGENCY RETAINED BY THE OWNER. FRAMING NOTES 1. SEE DWG S001 FOR NOTES 2. H# REFERS TO HEADER MARK, SEE DWG 5108 FOR SCHEDULES AND DETAILS 3. PROVIDE MIN (3) 2x6 POSTS AT END BEARING POINTS OF ALL LVL BEAMS AND GIRDER TRUSSES 4. DIMENSIONS ARE TO FACE OF STUD. NOTE: FRAMING PLAN SHOWS FLOOR PLAN BELOW UNLESS NOTED OTHERWISE, ALL FLOOR JOISTS ARE 16" O.C. UNLESS NOTED OTHERWISE FRAMING SYMBOL KEY: SHEAR WALL _ B• TIE -DOWN REQD - SEE 3/S108 -2'ND FLOOR WALL @ CANTILEVERED POP -OUT (2)14" LVL 14. 4 J1 0 1.14LVL CD TJI 360N 0 Z 0 w Cc— 0 LLI co < OD —1 CC < L72 2r 6 7'-0Y4" ( 20 ) PROVIDE BLOCKING FOR BEARING WALL ABOVE ( 21 ) 38' 2%4" SECOND FLOOR FRAMING PLAN 1 SCALE: 1 /8" = 1'—O" 22 ) N 2ND FIN FLOOR LEVEL = 408-10 i" (TOP OF GYPCRETE) (+9'-4 ti" ABOVE FIRST FLOOR) 7 8 1 Ci7Z 3'-4" © 2ND PLOOR AND ABOVE LECESSE Construction 75 Thruway Park) 551.5e ries) Henrietta) NY 1: 9 , A INDICATES ig" OSB STRUCTURAL PANEL SHEATHING THIS SIDE OF WALL (UNDER i" GYP) SEE WALL TYP INDICATES 2x6 INTERIOR WOOD FRAME BEARING WALL. ALL ABOVE GRADE EXTERIOR WALLS ARE 2x6 WOOD FRAME BEARING WALLS. 10 Architecture Planning Interior Design 217 North Aurora Street Ithaca NY 14850 p 607.273.7600 f 607.273.0475 E w Palmer , ANk. 213 East Seneca Street Ithaca, New York 14850 www.E1, " almer.com 607.272.5060 WARNING: It is a violation of New York State Law for any person, unless acting under the direction of a licensed Architect, to alter this document in any way. If a document bearing the seal of an Architect is altered, the altering Architect shall affix to such document his seal and the notation "altered by" followed by his signature, the date of such alteration, and a specific description of the alteration. REVISION SCHEDULE REV, NO. REV. DATE STONE QUARRY APARTMENTS STONE QUARRY APARTMENTS, LL THACA, NY DATE: 18 JULY 2014 PROJECT: 2012059 OTHER: DRAWN BY: DLE/RAM B APARTMENT 2ND &3RD FLOOR A FRAMING PLANS S104 2 4 5 6 7 8 9 10 GENERAL NOTES 1. CONTRACTOR SHALL VERIFY ALL CONDITIONS, DIMENSIONS, AND ELEVATIONS SHOWN AND IMMEDIATELY REPORT ANY DISCREPANCIES OR OMISSIONS TO THE ENGINEER PRIOR TO CONSTRUCTION OR FABRICATION. 2. SECTIONS AND DETAILS ARE CONTINUOUS AND TYPICAL UNLESS NOTED OTHERWISE. 3. PROVIDE BARRICADES, WARNING SIGNALS, WARNING LIGHTS AND SIMILAR ITEMS AS REQUIRED AND MAINTAIN THROUGHOUT CONSTRUCTION. CONTRACTOR IS SOLELY RESPONSIBLE FOR JOB SITE SAFETY AND PROTECTION. ROOF FRAMING PLAN NOTES 1. REFER TO DRAWING S110 FOR TRUSS SECTIONS, NOTES AND DETAILS. NOTE THAT THE TRUSS DESIGNATIONS IN THE FRAMING PLAN REFER TO A TRUSS ASSEMBLY WHICH MAY CONSIST OF MULTIPLE TRUSS MEMBERS. 2. H# REFERS TO HEADER MARK, SEE 5108 FOR SCHEDULE. 3. PROVIDE MIN (3) 2x6 POSTS AT END BEARING POINTS OF ALL GIRDER TRUSSES. 4. DIMENSIONS SHOWN ARE TO FACE OF STUD. NOTE: FLOOR PLAN SHOWN ON FRAMING PLAN IS THE FLOOR BELOW, UNLESS OTHERWISE NOTED. TRUSS NOTES 2 ROOF FR" AM NG PLAN - BUI ' NG B SCALE: 1 /8 = 1'-C" ROOF TRUSS BEARING ELEVATION = +8'-1 Y" ABOVE SECOND FLOOR TOP OF SHEATHING. 2 ROOF FRAM NG P AN - BU D NG A SCALE: 1/8" = 1'-0" ROOF TRUSS BEARING ELEVATION = +8'-1 Ye" ABOVE SECOND FLOOR TOP OF SHEATHING. 1. TRUSSES SHALL BE OF PITCH AND SPACING SHOWN AND SHALL BE FABRICATED AND ERECTED IN ACCORDANCE WITH TRUSS PLATE INSTITUTE GUIDELINES. 2. LIVE LOAD DEFLECTIONS SHALL NOT EXCEED L/240 FOR BOTH TOP AND BOTTOM CHORDS. Architecture Planning Interior Design 217 North Aurora Street Ithaca NY 14850 p 607.273.7600 f 607.273.0475 3. SHOP DRAWINGS INDICATING DESIGN LOADS, STRESS GRADES, LUMBER SPECIES, BEARING DETAILS, BRACING AND STRAPPING (BOTH TEMPORARY AND PERMANENT), REACTIONS, JOINT CONNECTORS, AND REQUIRED FIELD SPLICES SHALL BE SUBMITTED TO THE CODE ENFORCEMENT OFFICER AND APPROVED PRIOR TO INSTALLATION. TRUSS SHOP DRAWINGS SHALL PREPARED BY AND STAMPED BY A LICENSED NY STATE PROFESSIONAL ENGINEER. 4. TRUSSES SHALL BE HANDLED, STORED AND ERECTED IN ACCORDANCE WITH THE FABRICATORS ERECTION DRAWINGS. 5. THE TRUSS FABRICATOR SHALL PROVIDE ALL BEARING HARDWARE, TRUSS HANGERS, BLOCKING, AND BRACING AT ALL LOCATIONS, INCLUDING TEMPORARY BRACING. 6. TRUSS DESIGN LOADS: (SEE ALSO BU LIVE LOADS: GROUND SNOW LOAD WIND SPEED DRIFT LOAD UNBALANCED SNOW LOADS SLOPED ROOF FACTOR SEISMIC DESIGN CAT BOTTOM CHORD ..... :........:::.: ILDING DESIGN LOADS, SHEET S001) TRUSS DESIGN DEAD LOADS: TOP CHORD ARCHITECTURAL 40 PSF 90 MPH PER ASCE 7-05 PER ASCE 7-05 PER ASCE 7-05 B 10 PSF SHINGLES AND FELT (3 LAYERS) 9 PSF BLDG PAPER 0.5 PSF 5/8" ROOF SHEATHING 2.2 PSF BOTTOM CHORD R49 CELLULOSE INSULATION 2.0 PSF 5/8" GYPSUM CEILING 2.8 PSF LIGHTING, ELECTRIC, MECH 2.0 PSF COLLATERAL LOADS SPRINKLERS 2.0 PSF 7. PROVIDE SIMPSON H10A HURRICANE TIES AT ALL TRUSS BEARING CONNECTIONS. NAIL PER MFG REQUIREMENTS. 1'-6" 213 East Seneca Street Ithaca, New York 14850 www. E1wynPalmer.com 607.272.5060 WARNING: It is a violation of New York State Law for any person, unless acting under the direction of a licensed Architect, to alter this document in any way. If a document bearing the seal of an Architect is altered, the altering Architect shall affix to such document his seal and the notation "altered by" followed by his signature, the date of such alteration, and a specific description of the alteration. REVISION SCHEDULE REV. NO. OVERBUILD RAISED ROOF SECTION W/ RAFTERS OR STEP-DOWN VALLEY -SET TRUSSES. (TYP BOTH SIDES) GABLE END r 6" _SLOPED EAVE 8" STEP IN ROOF NOTE -8" STEP IN " ROOF HEIGHT CCURS AT THIS LQCATION ON TIE HIGH SIDE OF THE ROOF ON.LY_ ---- LEVEL RRY EVEL SEE SHEET S110 FOR TOWNHOUSE ROOF TRUSS PROFILES. 6 LEVEL GIRDER TRUSS STON STONE QUARRY APARTMENTS, LLC DATE: 18 JULY 2014 PROJECT: 2012059 OTHER: DRAWN BY: DLE/RAM co Wo 1'-6" H1 TOWNHOUSE ROOF FRAMING PLAN & DETAILS B A BLE END t1 0 TYP UNIT ROOF PLAN SCALE: 1/4" = 1'-0 7 8 9 2x6 STUD BEARING WALL SLAB -ON -GRADE SEE TYPICAL SLAB DETAILS T/SLAB EL. 399.5 EL. (-1'-4") i"c3 ANCHOR BOLTS @ 32" 0.0. 1" RIGID INSUL. 2' #4 DOWELS @' 0.0. 2' r SEE TYPICAL SLAB ON GRADE DETAIL • x.4 CMU GROUT SOLID 8" CMU WITH #5'S @ 48"0.C, EXTENDED INTO FTG. GROUT ALL MASONRY SOLID. PROVIDE JOINT REINFORCING EVERY OTHER COURSE. BACKFILL OUTSIDE THE BUILDING W/ AF PROVED ON SITE MATERIAL DAMP -PROOFING (SEE ARCH) #5'S @ 12" O.C. S.W. #4'S @ 12" O.C. L.W. T/FOOTING VARIES SEE PLAN GEOTEXTILE FABRIC (SEE SPEC) 2" SAND 4'-0" TYP 6" SLAB SUBBASE MATERIAL FOUNDATION DETAIL GEOFOAM SCA L E: 3/4" = 1 '-0" SAW -CUT CONTROL JOINTS WITHIN 4 HOURS OF FINAL FINISH USING THE SOFF-CUT EARLY ENTRY DRY CUT SAW METHOD. LOCATE JOINTS AS PER NOTES ON S001. SLAB SUBBASE (AASHTO #57 STONE) REINF W/6x6-W4xW4 WWM WITHIN 1 z' OF TOP OF SLAB. SEE CONCRETE NOTES S001. 10 MIL REINF POLY VAPOR RETARDER LAP JOINTS 12". TAPE EDGES GEOTEXTILE FABRIC (SEE SPEC) RADON COLLECTION PIPING - SEE PLUMBING DRAWINGS TYPICAL SLAB ON GRADE - APARTMENT BUILDING SCALE: 1 1/2" = 1'-0" BEARING WALL SEE PLAN FOR WALL SPACING BEARING WALL C r 4 5 2'x25x12" PIER FTG REINF W/ (3) #5'S E.W. BOT. T/FTG = 393.5 16" SQ PIER REINF W/ (4) #5'S VERT & #3 TIES @ 12" 0.0 . T/PIER = 395.83 10' 26'-4" (20) 6 2'x2'x12" PIER FTG REINF W/ (3) #5'S E.W. BOT. T/FTG = 393.5 16" SQ PIER REINF W/ (4) #5'S VERT & #3 TIES 12" 0.0 . T/PIER = 395.83 22'-6" 5'-8f2" 234 k. r HSS 6x6x1/4 HD GALV COL. 55/8„ 25' 7 27' HSS 6x6x1/4 HD GALV COL. 2'-234, 23/4" C 395' 393.5' 8" CMU W/ #5'S @ 4' 0.0 GROUT WALL SOLID. T/WALL = 399.5' 4' (TYP) 5" CONCR. SLAB ON GEOFOAM FILL. REINF W/ 6x6-W4xW4 WWM T/SLAB = 399.5' H 3 S101 4' (TYP) SHEAR WALL SHEAR WALL HEAR WA 71- 8 H, SHEAR WALL 15'-111/2" 15'-111" SHEARWALL 5" CONCR. SLAB ON 6" SLAB SUBBASE. REINF WITH 6x6-W4xW4 WWM POUR MONOLITHICALLY W/ INTERIOR SPREAD FOOTINGS. T/SLAB =399.5' SHEAR WALL 8" CMU W/ #5'S @ 4' 0 GROUT WALL SOLID. T/WALL = 399.5' z"PJ SILL PLATE ANCHORS @ 32" O.C. & WITHIN 8" OF DOORWAYS & END OF WALLS 2'-0" #4 TIES @ 12" OC, TYP. 2'-0" STEk SPREAD FTG. SEE DETAIL [n VAPOR BARRIER 10 MIL (3) #4 CONT. TOP AND BOTTOM, TYP. GEOTEXTILE FABRIC #4 @ 12" OC TYP, 4' (TYP) 396.83' 400' 2Y4" 11' COMPACTED SUBGRADE OR STRUCTURAL FILL. SEE S100, GEOTECHNICAL NOTES 38' SEAL ALL SLAB PENETRATIONS J APARTMENT BLDG INTER OR SPREAD FOOTINGS SCALE: 3/4" = 1'-0" @ CORRIDOR (2 21 ) E -D FOUNDATION PLAN SCALE: 1/8„ = 1'-0" 9 GENERAL NOTES 10 1. CONTRACTOR SHALL VERIFY ALL CONDITIONS, DIMENSIONS, AND ELEVATIONS SHOWN AND IMMEDIATELY REPORT ANY DISCREPANCIES OR OMISSIONS TO THE ENGINEER PRIOR TO CONSTRUCTION OR FABRICATION. 2. SECTIONS AND DETAILS ARE CONTINUOUS AND TYPICAL UNLESS NOTED OTHERWISE. 3. SEE SITE DRAWINGS FOR SITEWORK INCLUDING LAYOUT & UTILITY PLAN, GRADING & EROSION CONTROL PLAN, LANDSCAPING & SITE DETAILS. 4. CONTRACTOR SHALL DETERMINE EXACT LOCATION OF EXISTING UTILITIES BEFORE COMMENCING WORK. 5. PROVIDE BARRICADES, WARNING SIGNALS, WARNING LIGHTS AND SIMILAR ITEMS AS REQUIRED AND MAINTAIN THROUGHOUT CONSTRUCTION. CONTRACTOR IS SOLELY RESPONSIBLE FOR JOB SITE SAFETY AND PROTECTION. 6. CONTRACTOR SHALL COORDINATE ALL CONCRETE AND EARTHWORK WORK WITH THE INSPECTION AND TESTING AGENCY RETAINED BY THE OWNER. 7. SEE SITE DWGS FOR EXTERIOR CONCRETE EQUIPMENT PADS, RETAINING WALLS, SIDEWALKS AND OTHER SITE FEATURES. 8. COORDINATE UNDER -SLAB PIPING AND CONDUIT WITH PLUMBING & ELECTRIC CONTRACTORS. SEE PLUMBING & ELECTRIC DRAWINGS FOR LOCATIONS. 9. NOTE THAT UNDERSLAB PIPING WILL INCLUDE A RADON COLLECTION SYSTEM. SEE PLUMBING DRAWINGS AND COORDINATE WITH PLUMBING CONTRACTOR. GEOTECHNICAL/FOUNDATION NOTES 1. FOUNDATION DESIGN CRITERIA IS BASED ON AN OCTOBER 2012 SUBSURFACE INVESTIGATION & FOUNDATION RECOMMENDATIONS PREPARED BY EMPIRE/GEO SERVICES INC., CORTLAND, N.Y. WITH REVISION JANUARY 2013. 2. FOUNDATION EXCAVATIONS SHALL BE INSPECTED BY THE GEOTECHNICAL ENGINEER PRIOR TO FILL OR CONCRETE PLACEMENT. ALL SOFTENED OR OTHERWISE UNSUITABLE BEARING MATERIALS SHALL BE REMOVED AND REPLACED ACCORDING TO THE RECOMMENDATIONS OF THE GEOTECHNICAL REPORT AND AS DIRECTED BY THE GEOTECHNICAL ENGINEER. 3. SUBGRADE SHALL BE PROOFROLLED WITH A 7 TON SMOOTH DRUM ROLLER OR PNEUMATIC -TIRED VEHICLE LOADED AS DIRECTED AND OBSERVED BY THE GEOTECHNICAL ENGINEER. 4. ON-SITE EXCAVATED SOILS MAY BE SUITABLE FOR USE BENEATH THE BUILDINGS, WITH THE APPROVAL OF THE GEOTECHNICAL ENGINEER. EXCAVATED MATERIAL PROPOSED FOR USE UNDER BUILDINGS OR PAVED AREAS SHOULD BE STOCKPILED AND TESTED. 5. ALL BACKFILL TO BE PLACED IN 8" MAX. LAYERS AND COMPACTED TO AT LEAST 95% OF ITS MAX. MODIFIED PROCTOR DRY DENSITY FOR FILL BENEATH FOOTINGS AND FLOOR SLABS, ADJACENT TO FOUNDATIONS AND OVER FOUNDATIONS. 6. THE TOP TWO FEET OF EXISTING SOILS ARE FROST DISTURBED. FOOTINGS SHALL BEAR BELOW THIS ELEVATION, OR THE TOP TWO FEET OF EXISTING SOILS SHALL BE REMOVED AND REPLACED WITH CONTROLLED STRUCTURAL FILL IF FOOTINGS ARE TO BEAR WITHIN OR ABOVE THIS ELEVATION. 7. ALLOWABLE SOIL BEARING FOR FOOTINGS PLACED AS DESCRIBED ABOVE IS 1.5 TONS/SF FOR STRIP FOOTINGS FOR THE TOWNHOUSES AND 1.0 TON/SF FOR MAT AND STRIP FOOTINGS FOR THE APARTMENT BUILDING. 8. FOUNDATION EXCAVATIONS SHALL BE CUT TO FINAL GRADE AND FOUNDATIONS CONSTRUCTED AS SOON AS POSSIBLE TO MINIMIZE POTENTIAL DAMAGE TO BEARING SOILS. ALL EXCAVATIONS SHALL BE KEPT DRY BY PUMPS, IF NECESSARY UNTIL ALL UNDERGROUND CONSTRUCTION IS COMPLETE. 9. LOOSENED BEARING SOILS SHALL BE RECOMPACTED WITH A SMALL VIBRATORY PLATE COMPACTOR PRIOR TO PLACEMENT OF REINFORCING BARS. 10. ALL BACKFILL SHALL BE BROUGHT UP EQUALLY ON BOTH SIDES OF FOUNDATION WALLS UNTIL THE FINAL ELEVATION IS ACHIEVED. VARIATIONS SHALL NOT EXCEED 2'-0" BETWEEN BACKFILL ELEVATIONS ON EITHER SIDE WITHOUT ENGINEER'S APPROVAL. 11. IN AREAS WHERE GEOFOAM IS USED TO RAISE THE GRADE WITHIN THE BUILDING FOOTPRINT, DO NOT BACKFILL THE EXTERIOR SIDE OF THE FOUNDATION WALLS UNTIL THE FIRST FLOOR CONCRETE SLAB HAS BEEN PLACED AND ALLOWED TO CURE FOR SEVEN DAYS. 12. PROVIDE 10 MIL POLY VAPOR BARRIER MEETING OR EXCEEDING REQUIREMENTS OF ACI 302 AND ASTM E1745, CLASS A VAPOR BARRIERS, TINDER SLAB -ON -GRADE. 13. ALL EXTERIOR FOUNDATIONS SHALL BEAR A MINIMUM CF 42 INCHES BELOW FINISH GRADE FOR FROST PROTECTION. 14. CONTROLLED STRUCTURAL FILL SHALL CONFORM TO THE FOLLOWING OR BE e" CRUSHED STONE: PASSING 3.5" SIEVE = 100% PASSING 3/4" SIEVE = 50-100% PASSING No. 4 SIEVE = 25-75% OF THE % PASSING THE No. 4 SIEVE, LESS THAN 10% SHALL PASS THROUGH THE No. 200 SIEVE. 15. SLAB SUBBASE SHALL BE AASHTO #57 STONE. NOTE THAT RADON COLLECTION PIPING WILL BE EMBEDDED IN THE SLAB SUBBASE. SEE PLUMBING DRAWINGS FOR RADON PIPING. PASSING 1" SIEVE = 95%-100% PASSING 2" SIEVE = 25-60% PASSING No. 4 SIEVE = < 10% 16. SUBMIT SIEVE ANALYSIS AND PROCTOR OF PROPOSED CONTROLLED STRUCTURAL FILL AND SLAB SUBBASE MATERIAL TO GEOTECHNICAL ENGINEER FOR APPROVAL BEFORE COMMENCING EARTHWORK. FOUNDATION SYMBOL KEY: 2"0 ANCHOR BOLTS @ 32" O.C. 6" CMU GROUT SOLID DAMP PROOFING - (SEE ARCH) 8" CMU WITH #5'S @ 48" O.C. EXTENDED INTO FTG. GROUT ALL MASONRY SOLID. PPOVIDE JOINT REINFORCING EVERY OTHER COURSE. 999.0' INDICATES STEP IN FOOTING DEPTH SEE DETAIL INDICATES FOUNDATION WALL STRIP FOOTING. SEE PLAN FOR FOOTING WIDTH AND TYP WALL DETAIL. INDICATES INTERIOR WOOD BEARING OR SHEAR WALL OVER INTERIOR CONCRETE SPREAD FOOTING. SEE PLAN FOR T.O.W. ELEV & WALL WIDTH. SEE TYP WALL DETAIL, INDICATES TOP OF FOOTING ELEVATION. ALL STRIP FOOTINGS ARE 12" HIGH U.N.O. INDICATES PRE -CONSTRUCTION GRADE ELEVATION. REFER TO SITE DRAWINGS FOR GRADING PLAN. INDICATES AREA OF EPS GEOFOAM FILL BETWEEN SUBGRADE AND SLAB. INDICATES CONCRETE MASONRY WALL OVER SPREAD FOOTING. ALL EXTERIOR WALLS ARE BEARING WALLS. INDICATES 16' OSB STRUCTURAL PANEL SHEATHING THIS SIDE OF WALL (UNDER e" GYP) SEE WALL TYP. INDICATES 2x6 INTERIOR WOOD FRAME BEARING WALL. ALL ABOVE GRADE EXTERIOR WALLS ARE 2x6 WOOD FRAME BEARING WALLS. 1" RIGID INSUL. #4 DOWELS @' O.C. 2' - SEE TYPICAL SLAB ON GRADE DETAIL 4,1111111 Alijapt011111111 II NI BACKFILL OUTSIDE THE BUILDING W/ APPROVED ON SITE MATERIAL T/FOOTING VARIES SEE PLAN #5'S @ 12" 0.0. S.W. #4'S @ 12" O.C. L.W. •2" PERIMETER INSULATION CONTROLLED STRUCTURAL FILL OR APPROVED ON - SITE MATERIAL COMPACT TO 95% OF MODIFIED PROCTOR MAX DRY DENSITY B SUBBACE 4'-0" TYP 2 , FOUNDATION DETAIL SCALE: 3/4" = V-0" -0" HOLTARCHiTECTs Architecture Planning Interior Design 217 North Aurora Street Ithaca NY 14850 p 607.273.7600 f 607.273.0475 Palmer 213 East Seneca Street Ithaca, New York 14850 www.ElwynPalmer.com 607.272.5060 WARNING: It is a violation of New York State Law for any person, unless acting under the direction of a licensed Architect, to alter this document in any way. If a document bearing the seal of an Architect is altered, the altering Architect shall affix to such document his seal and the notation "altered by" followed by his signature, the date of such alteration, and a specific description of the alteration. REVISION SCHEDULE REV. NO. REV. DATE STONE QUARRY APARTMENTS TMENTS, LL STONE QUARRY APA Z 0 B 2 PROJECT: OTHER: APARTMENT FOUNDATION PLAN & DETAILS S101 10 A 2 ( 1• ) 12 4 157-11/2" 5 ( 1.5) 6 17 ) 7 19'-7" 19'-7" 19'-7" 19'-7" 19'-7" 19'-7" 19'-7" 234" T/WALL = FIN FLOOR (TYP) 23/4" 2 (394' 3'x1' CONT FTG REINF W/ #5"s @ 12" EW BOT '1 391.4' 392.4' 3'x1' CONT FTG REINF W/ #5"s @ 12" EWBOT 23/4" 3'x1' CONT FTG REINF W/ #5"s 12" EW BOT 394.4' 394.4' 4" CONCR, SLAB OVER GEOFOAM. REINF W/ 6x6-W4xW4 WWM (SEE TYPICAL SLAB ON GEOFOAM DETAIL) 2Y,4" 23/4" 395.4' 1P1PAIP..:1"1"KIP.LoAt...1...MIPAKIP:413, !IPI!! 7,4,1,,X,Fi5a)),;,72.",,,AA,1„0PAK.APAPAK.2112,11K1m1,111!2 IVKIPAIN.13.1Pe.:;!..;7)4.2.7.14%;.);""m".8.:.,wee,":1".2.1":11111211M!:.4;.77!4V.417-eig' ,,AKIK.III"Pe...z.1.84*:!..AP 4 I;.1PP..0);`).)..I.K.1.1.11KimmKAP ri / 1 1.7+, 0 t)' 11 1 7" • 4 W-114" 2'x1' CONT FTG REINF VVITH #5"s @ 12" EW BOT '41:411017. ors ! CC.; • -11.A.110010:4APAril iiraren 114,2,46. !!:046.1,!AnitrA,tetirarra,7, IP t !A r4, ra r. 74 IOW Ite.FAX.MersnranYalliiiMennIrdi ii C II smot........,,,,,,AMC., vimfo!:1 '4,1, ,:ireli Cri !:74 P.:4111 1!„:111.311 CC:13 :or, .........,4, !el - vo i 1 ill ktoli leo i ci S 1' e1 1024.-7. 1 01.47.4:.-4.r.0-.....7.-4-+.47-....-..--...-4.--...:74...:.- 444-4 Pinot Tf,....feri1/47,117.6-7,65,ift...T.e.e. 391.4' 392.4' -.4.7401 8 E395) 393.4' 394.4' 8' 81/" 11-4" 8'-3" 11 8'-3" 1h1DICATES STEPPED TOOTING. SEE TYP DETAILS 8'-81/2" 11'-4" 4" CONCR. SLAB ON 6" STRUCT. FILL. REINF W/ 6x6-W4xW4 VV/VM (SEE TYPICAL SLAB DETAIL) 8'-3" 11'-4" 8'-3" 11'-4" 8'-3" FOUNDATION PLAN - BUILDING B SCALE: 1/8" = 1'-0" P 8'-3" 11-4" 3'x1' CONT FTG REINF #5"s 12" EW BOT 11'-4" 8' 3" 8' 3" 11'-4" ALL DIMENSIONS ARE TO FACE OF CMU OR FACE OF STUD NOTE: SEAL ALL SLAB PENETRATIONS 3'xl' CONT FTG REINF WI #5"s @ 12" EW BOT 8'-3" 1'-4" 8'-3" FILL VOID BETWEEN SUBGRADE AND FIRST FLOOR W/ GEOFOAM OVER GEOTEXTILE FABRIC. APT'S 111, 110, 109 11'-4" r 7 8'-3" 11'-4" ( 8 ) 8" CMU FNDWALL W/#5'S 6 4' O.C. GROUT WALL SOLID., FILL VOID BETWEEN SUBGRADE AND FIRST FLOOR W/ GEOFOAM OVER GEOTEXTILE FABRIC. APT'S 101, 102, 103 8'-3" 11-4" 9 GENERAL NOTES 10 393.6' 394.7' Ar4IF.74.4!'"F"''atirli" 674614P147 r..414014.3, IL.16 ' ...474r4rillri oramihn I noime.,401 4 • i'140.74.01.7.41.1e. "" 7:" V4,4174r4 W4744 2'x1' CONT FTG REINF W/ #5"s @ 12" EWBOT FE 30.0 9 S106 98.3 11 S106 397.0' 41V; 41.PICI;;;;474. AVIV 10, 41174,67.1116.'We reN Or 11091740 4.4"*.WW***711,4r40,4' WC,014 FFE 399.0 AKIN(.3 VVALL OPTIONAL: INSTALL (1) COURSE OF 6" CMU TO ALLOW FRAMING TO BEGIN PRIOR TO SLAB PLACEMENT 4" SLAB ON GRADE - 4 i $1.41 11 N11,7111~a•WAINValiNkneNIV ,4,-4 46'&74V4II. drarillrankT47411. 4111, 46,VAIMIO4A. "4" WaribMilranigra9VarliMarli. wa.taraniveranivanerd'"41117411741V511.!'qlrarallrilVANAldrilleieleilr46.411‘51N11.41. Ardrillrai.W.111741117.41741741741,4~41111711M aessuranimawarars anorw, 4107,4,4rova,, waransWeiNermAs. eaTA'We't 1 int V&: Y.t.4 S77 i ^411741 ".4117.arrIM`404,41174111r4 6041. aNtiratUlrab741,4110511,. 411i, 393.6' 4" CONCR. SLAB ON 6" STRUCT. FILL REINF W/ 6x6-W4xW4 WWM (SEE TYPICAL SLAB DETAIL) 20,4)Y2" 394.7' 3.x1' CONT FTG REINF W/ #5"s 12" EW BOT (TYP) 23/4" 395.7' 396.4' 397.0' 2 TYP 3.x1' CONT FTG REINF - WITH #5"s @ 12" EVV BOT 2 4" CONCR. SLAB OVER GEOFOAM. REINF WITH 6x6-W4xW4 WWM (SEE TYPICAL SLAB ON GEOFOAM DETAIL) 23/4" 19'-7" 19'-7" 19'-7" 19'-7" 19'-7" 19'-7" 2' #4DOWELS ©2' 0.0.2, r FIN F R = (SEE PLAN) VAPOR BARRIER 8" CMU W/ #5'S @ 48" OC GROUT WALL SOLID JT REINF @ 16 0.C. GEOTECH FABRIC (4) - #4'S PLACE FOOTING ON APPROVED EXG SUB GRADE OR COMPACTED STRUCT. FILL #5'S @ 12" 0.C. '-6" 1'-6" INT. BEARING WALL FND 7 - TH BLDG's NORTH END SCALE: 3/4" = 1'-0" 2" SAND SEE PLAN 6" SLAB SUBBP NOTE: SEAL ALL SLAB PENETRATIONS SAW -CUT CONTROL JOINTS WITHIN 4 HOURS OF FINAL FINISH USING THE SOFF-CUT EARLY ENTRY DRY CUT SAW METHOD. LOCATE JOINTS AS PER NOTES ON 5001. 157'-11/2" FOUNDATION PLAN BUILDING A SCALE: 1/8" = V-0" REINF W/6x6-W4xW4 WWM WITHIN 1 OF TOP OF SLAB. SEE CONCRETE NOTES S001. z 10 MIL REINF POLY VAPOR RETARDER LAP JOINTS 12". TAPE EDGES GEOTEXTILE FABRIC (SEE SPEC) RADON COLLECTIN PIPING - SEE PLUMBING DRAWINGS TYPICAL SLAB ON GRADE SCALE: 1 1/2" = 1'-0" 8" CMU FNDWALL W/#5'S © 4' 0.0. GROUT WALL SOLID. 19'-7" CL OF WALL AND HAUNCHED SLAB BEARING WALL WELDED WIRE FABRIC 6x6-W1.4xW1.4 ALI. DIMENSIONS ARE TO FACE OF CMU OR FACE OF STUD SILL PLATE ANCHOR VAPOR BARRIER - 10 MIL GEOTEXTILE FABRIC (3) #4'S CONT. LW #5'S © 12" 0.0. SW 1'-6" 1'-6" UNO UNO CONTROLLED STRUCTURAL FILL EL. (-1'-4") 6" SLAB BASE WI RADON COLLECTION PIPING CINTERIOR STRIP FOOTING DET. - TOWN HOUSE 5) SCALE: 3/4" = 1'-0" il"O ANCHOR BOLTS @ 32" 0.0. 6" CMU GROUT SOLID 8" CMU WITH #5'S 48" 0.0. EXTENDED INTO FTG. GROUT ALL MASONRY SOLID. PROVIDE JOINT REINFORCING EVERY OTHER COURSE. BACKFILL OU1SIDE THE BUILDING WI APPROVED ON SITE MATERIAL DAMP -PROOFING (SEE ARCH) 1" RIGID INSUL. (TAPERED) 2' #4 DOWELS © 2' 0.0. 2' r - SEE TYPICAL SLAB ON GRADE DETAIL #5'S @ 12" 0.0. E.W. T/FOOTING VARIES SEE PLAN $ m k• ,diumannaseitout ow -"12."9 VIM "' AI• rrati al Ifil 111 116 : eV 21 I Lititim li a num"""ma" **ii • "4" 1" * 0 Hi amilumesas . istigninatall ullIMMIS rili: 1 11111! inClialralgin 1 Effitiaillr761 o;mi1011 :1111:11111:10itillimi:".n:11: GEOFOAM FILL 2" SAND 1. CONTRACTOR SHALL VERIFY ALL CONDITIONS, DIMENSIONS, AND ELEVATIONS SHOWN AND IMMEDIATELY REPORT ANY DISCREPANCIES OR OMISSIONS TO THE ENGINEER PRIOR TO CONSTRUCTION OR FABRICATION. 2. SECTIONS AND DETAILS ARE CONTINUOUS AND TYPICAL UNLESS NOTED OTHERWISE. 3. SEE SITE DRAWINGS FOR SITEWORK INCLUDING LAYOUT & UTILITY PLAN, GRADING & EROSION CONTROL PLAN, LANDSCAPING & SITE DETAILS. 4, CONTRACTOR SHALL DETERMINE EXACT LOCATION OF EXISTING UTILITIES BEFORE COMMENCING WORK. 5. PROVIDE BARRICADES, WARNING SIGNALS, WARNING LIGHTS AND SIMILAR ITEMS AS REQUIRED AND MAINTAIN THROUGHOUT CONSTRUCTION. CONTRACTOR IS SOLELY RESPONSIBLE FOR JOB SITE SAFETY AND PROTECTION. 6. CONTRACTOR SHALL COORDINATE ALL CONCRETE, EARTHWORK AND CONCRETE MASONRY WORK WITH THE INSPECTION AND TESTING AGENCY RETAINED BY THE OWNER. 7. SEE SITE DWGS FOR EXTERIOR CONCRETE EQUIPMENT PADS, RETAINING WALLS, SIDEWALKS AND OTHER SITE FEATURES. 8 COORDINATE UNDER -SLAB PIPING AND CONDUIT WITH PLUMBING & ELECTRIC CONTRACTORS. SEE PLUMBING & ELECTRIC DRAWINGS FOR LOCATIONS. 9. NOTE THAT UNDERSLAB PIPING WILL INCLUDE A RADON COLLECTION SYSTEM. SEE PLUMBING DRAWINGS AND COORDINATE WITH PLUMBING CONTRACTOR. GEOTECHNICAL/FOUNDATION NOTES Architecture Planning Interior Design 217 North Aurora Street Ithaca NY 14850 p 607.273.7600 f 607.273.0475 1. FOUNDATION DESIGN CRITERIA IS BASED ON AN OCTOBER 2012 SUBSURFACE INVESTIGATION & FOUNDATION RECOMMENDATIONS PREPARED BY EMPIRE/GEO SERVICES INC., CORTLAND, N.Y. WITH REVISION JANUARY 2013. 2. FOUNDATION EXCAVATIONS SHALL BE INSPECTED BY THE GEOTECHNICAL ENGINEER PRIOR TO FILL OR CONCRETE PLACEMENT. ALL SOFTENED OR OTHERWISE UNSUITABLE BEARING MATERIALS SHALL BE REMOVED AND REPLACED ACCORDING TO THE RECOMMENDATIONS OF THE GEOTECHNICAL REPORT AND AS DIRECTED BY THE GEOTECHNICAL ENGINEER. 3 SUBGRADE SHALL BE PROOFROLLED WITH A 7 TON SMOOTH DRUM ROLLER OR PNEUMATIC -TIRED VEHICLE LOADED AS DIRECTED AND OBSERVED BY THE GEOTECHNICAL ENGINEER. 4. ON-SITE EXCAVATED SOILS MAY BE SUITABLE FOR USE BENEATH THE BUILDINGS, WITH THE APPROVAL OF THE GEOTECHNICAL ENGINEER. EXCAVATED MATERIAL PROPOSED FOR USE UNDER BUILDINGS OR PAVED AREAS SHOULD BE STOCKPILED AND TESTED. 5 ALL BACKFILL TO BE PLACED IN 8" MAX. LAYERS AND COMPACTED TO AT LEAST 95% OF ITS MAX. MODIFIED PROCTOR DRY DENSITY FOR FILL BENEATH FOOTINGS AND FLOOR SLABS, ADJACENT TO FOUNDATIONS AND OVER FOUNDATIONS. 6. THE TOP TWO FEET OF EXISTING SOILS ARE FROST DISTURBED. FOOTINGS SHALL BEAR BELOW THIS ELEVATION, OR THE TOP TWO FEET OF EXISTING SOILS SHALL BE REMOVED AND REPLACED \MTH CONTROLLED STRUCTURAL FILL IF FOOTINGS ARE TO BEAR WITHIN OR ABOVE THIS ELEVATION. 7. ALLOWABLE SOIL BEARING FOR FOOTINGS PLACED AS DESCRIBED ABOVE IS 1.5 TONS/SF FOR STRIP FOOTINGS FOR THE TOWNHOUSES AND 1.0 TON/SF FOR MAT AND STRIP FOOTINGS FOR THE APARTMENT BUILDING. 8. FOUNDATION EXCAVATIONS SHALL BE CUT TO FINAL GRADE AND FOUNDATIONS CONSTRUCTED AS SOON AS POSSIBLE TO MINIMIZE POTENTIAL DAMAGE TO BEARING SOILS. ALL EXCAVATIONS SHALL BE KEPT DRY BY PUMPS, IF NECESSARY UNTIL ALL UNDERGROUND CONSTRUCTION IS COMPLETE. 9. LOOSENED BEARING SOILS SHALL BE RECOMPACTED WTH A SMALL VIBRATORY PLATE COMPACTOR PRIOR TO PLACEMENT OF REINFORCING BARS. 10. ALL BACKFILL SHALL BE BROUGHT UP EQUALLY ON BOTH SIDES OF FOUNDATION WALLS UNTIL THE FINAL ELEVATION IS ACHIEVED. VARIATIONS SHALL NOT EXCEED 2'-0" BETWEEN BACKFILL ELEVATIONS ON EITHER SIDE WITHOUT ENGINEER'S APPROVAL. 11. IN AREAS WHERE GEOFOAM IS USED TO RAISE THE GRADE WITHIN THE BUILDING FOOTPRINT, DO NOT BACKFILL THE EXTERIOR SIDE OF THE FOUNDATION WALLS UNTIL THE FIRST FLOOR CONCRETE SLAB HAS BEEN PLACED AND ALLOWED TO CURE FOR SEVEN DAYS. 12. PROVIDE 10 MIL POLY VAPOR BARRIER MEETING OR EXCEEDING REQUIREMENTS OF ACI 302 AND ASTM E1745, CLASS A VAPOR BARRIERS, UNDER SLAB -ON -GRADE. 13. ALL EXTERIOR FOUNDATIONS SHALL BEAR A MINIMUM OF 42 INCHES BELOW FINISH GRADE FOR FROST PROTECTION. 14. CONTROLLED STRUCTURAL FILL SHALL CONFORM TO THE FOLLOWING OR BE X3" CRUSHED STONE: PASSING 3.5" SIEVE = 100% PASSING 3/4" SIEVE = 50-100% PASSING No. 4 SIEVE = 25-75% OF THE % PASSING THE No. 4 SIEVE, LESS THAN 10% SHALL PASS THROUGH THE No. 200 SIEVE 15. SLAB SUBBASE SHALL BE AASHTO #57 STONE. NOTE THAT RADON COLLECTION PIPING WILL BE EMBEDDED IN THE SLAB SUBBASE. SEE PLUMBING DRAWINGS FOR RADON PIPING. PASSING 1" SIEVE = 95%-100% PASSING i" SIEVE = 25-60% PASSING No. 4 SIEVE = < 10% 16. SUBMIT SIEVE ANALYSIS AND PROCTOR OF PROPOSED CONTROLLED STRUCTURAL FILL AND SLAB SUBBASE MATERIAL TO GEOTECHNICAL ENGINEER FOR APPROVAL BEFORE COMMENCING EARTHWORK. GEOTEXTILE FABRIC (SEE SPEC) 3'-0" TYP 6" SLAB SUBBASE FOUNDATION SYMBOL KEY: Elw nLP mer 6 • ,s1,2. e 213 East Seneca Street Ithaca, New York 14850 www.ElwynPalmer.com 607.272.5060 WARNING: It is a violation of New York State Law for any person, unless acting under the direction of a licensed Architect, to alter this document in any way. If a document bearing the seal of an Architect is altered, the altering Architect shall affix to such document his seal and the notation "altered by" followed by his signature, the date of such alteration, and a specific description of the alteration. -21"25 ANCHOR BOLTS © 32" 0.0. 6" CMU GROUT SOLID DAMP PROOFING - (SEE ARCH) 8" CMU WITH #5'S 48" 0.0. EXTENDED INTO FTG. GROUT ALL MASONRY SOLID, PROVIDE JOINT REINFORCING EVERY OTHER COURSE. INDICATES STEP IN FOOTING DEPTH SEE DETAIL INDICATES FOUNDATION WALL STRIP FOOTING. SEE PLAN FOR FOOTING WIDTH AND TYP WALL DETAIL. INDICATES TYP FOUNDATION WALL. SEE PLAN FOR T W ELEV & WALL WIDTH SEE TYP WALL DETAIL. INDICATES TOP OF FOOTING ELEVATION. ALL STRIP FOOTINGS ARE 12" HIGH U.N.O. INDICATES PRE -CONSTRUCTION GRADE ELEVATION. REFER TO SITE DRAWINGS FOR GRADING PLAN. INDICATES AREA OF EPS GEOFOAM FILL BETWEEN SUBGRADE AND SLAB 1" RIGID INSUL. (TAPERED) #4 DOWELS (.42 2' 0.0, SEE TYPICAL SLAB ON GRADE DETAIL TOWNHOUSE FOUNDATION DETAIL W/GEOFOAM SCALE: 3/4" = 1 '-0" ii rilnunisseilitil"1"2811211" .1111111-116011114.111 1"1111"1"l -fl 2-0" M BACKFILL OUTSIDE THE BUILDING W/ APPROVED ON \ SITE MATERIAL T/FOOTING VARIES "4. SEE PLAN .2" PERIMETER INSULATION SLAB SUBBASE CONTROLLED STRUCTURAL FILL OR APPROVED ON - SITE MATERIAL COMPACT TO 95% OF MODIFIED PROCTOR MAX DRY DENSITY 3'-0" TYP • TOWNHOUSE FOU SCALE: 3/4" = 1 '-0" L'ECESSE. • "75 11"1111,1\121:1 6 7 8 9 REVISION SCHEDULE REV. NO. STONE QUARRY APARTMENTS REV. DATE MENTS, LLC 0 1- F E D DATE: 18 JULY 2014 PROJECT: 2012059 OTHER: DRAWN BY: D E/RAM TOWNHOUSE FOUNDATION PLAN, DETAILS A & NOTES S100 10