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Home My WebLink About46919-Z , III l Q �R 11 5 kli I ! _ 9 r T 0 Q 3 C5 49 F NE 0 0 N N O O N N 00 Ln \ \ N N O\1 O\1 14895 MAIN ROAD , EAST MARION , NY 11939 SHEET NO. SHEET NAME a SHEET NO. SHEET NAME a SCTM : 1 GENERAL STRUCTURAL A0.00 GENERAL INFORMATION • S0.01 GENERAL STRUCTURAL NOTES • A0.10 ASSEMBLIES • S0.02 STRUCTURAL DESIGN CRITERIA,LEGEND, A0.20 WINDOW/DOOR SCHEDULE • AND ABBREVIATIONS - . - A0.30 ENERGY CODE-AREA TAKEOFFS • S2.00 LOWER LEVEL FOUNDATION PLAN • ! �� (�r r ! c' i` A0.31 ENERY CODE-RESCHECK • S2.10 MAIN LEVEL FRAMING PLAN . PERMIT SET 4,1.. L a�. L--,Lll J A0.32 ENERGY CODE-RESCHECK • S2.11 CLERESTORY FRAMING PLAN LANDSCAPE S2.2© ROOF FRAMING PLAN • U►_ 2 1 20��1 L1.00 SITE PLAN • S2.50 BRACED FRAME ELEVATIONS . 09/28/2020 y � ARCHITECTURAL S3.01 FOUNDATION SECTIONS • A2.00 LOWER LEVEL PLAN • S4.01 SUPERSTRUCTURE SECTIONS • .;zJ��•-, .Tri ° A2.10 MAIN LEVEL PLAN • SE01 TYPICAL DETAILS • A2.20 ROOF PLAN • S5.02 TYPICAL DETAILS • A3.00 ELEVATIONS • S5.03 TYPICAL DETAILS • e A3.01 ELEVATIONS • S6.01 ISCHEDULES • A3.10 SECTIONS TOTAL SHEETS:27 159 South Jackson St, Suite 600 IF V A4.00 WALL SECTIONS Seattle, Washington 98104 USA +1 206 624 5670 olsonkundig.com r ABBREVIATIONS MATERIALS LEGEND SYMBOLS LEGEND PROJECT INFORMATION VICINITY MAP PROJECT DIRECTORY NOT TO SCALE o Cn E AT FA FIRE ALARM OA OVERALL °' o CENTERLINE FB FLAT BAR OC ON CENTERI WOOD BLOCKING SHIM 1. GRID LINE REFERENCE SITE ADDRESS: CO a R PROPERTY LINE FD FLOOR DRAIN OD OUTSIDE DIAMETER O �� g ' • 14895 MAIN ROAD Y o PROJECT ADDRESS: v7 c c o 0 DIAMETER FE FIRE EXTINGUISHER OVERFLOW DRAIN �* EAST MARION,NEW YORK 11939 c o N 0- 14895 MAIN ROAD ;: h # POUND OR NUMBER FEC FIRE EXTINGUISHER CABINET OFF OFFICE ' o EAST MARION,NEW YORK 11939 (E) EXISTING FF EL FINISH FLOOR ELEVATION OH OVERHEAD SOUTHOLD,SUFFOLK COUNTY W � j ; OWNER: m y uU] c.� (N) NEW FH FIRE HYDRANT OHWM ORDINARY HIGH WATER MARK FINISHED WOOD r DOMELUCA II,LLC `° � FHC FIRE HOSE CABINET OPNG OPENING z LOT SIZE: 13235 MAIN RD. N C/1 OR AB ANCHOR BOLT FIN FLR FINISH FLOOR OPP OPPOSITE 219,212 SF(5.03 ACRES) `[ u p fi �± MATTITUCK,NY 11952 co � t��t] ABV 05 ABOVE FF FINISH TO FINISH OSB ORIENTED STRAND BOARD ' " "`� =�- T:631.298.8065 °' o CN o - ACC ACCESS FIN FINISH BATT INSULATION T:631.680.1157 FLOOR AREA: + L=am ACOUS ACOUSTICAL FLASH FLASHING PBD PARTICLE BOARD ,' r ACP ASPHALT CONCRETE PAVIIJG FLR FLOOR; LO EL U TI NE SF( ., FLOORING PCC PRECAST CONCRETE , �* ¢ INTERIOR DESIGNER: ACS ACCESS PANEL FLUOR FLUORESCENT PCF POUNDS PER CUBIC FOOT MIN LEVEL N RIOR): 2,58 F 10) T � RP MILLER,INC. MINERAL INSULATION MAIN LEVEL(EXTERIOR PATIO): 3,711 SF(A2.10) ` r„� ,., a ACT ACOUSTICAL TILE FOC FACE OF CONCRETE PERF PERFORATED O 2. ROOM REFERENCE GARAGE ROOM NAME A Ty .: P, � , 135 FIFTH AVE.,2nd FLOOR AD AREA DRAIN FOF FACE OF FINISH PERP PERPENDICULAR ham ,+ NEW YORK,NY 10010 ADA AMERICANS with DISABILITIES FOIC FURNISHED BY OWNER- PL PLATE G101 ROOM NUMBER 8,603 S 320 SF � :�- � , , , ��, :� � :�' m ;" 1 u �, t ,.. T:646.478.8201 ADJ ADJUSTABLE INSTALLED BY CONTRACTOR PLAM PLASTIC LAMINATE T:310,980.2286 ASSESSOR'S PARCEL NUMBER: CONTACT: RODMAN PRIMACK AFF ABOVE FINISHED FLOOR FOM FACE OF MASONRY PLAS PLASTER GRAVEL ,� n, SCTM:1000-23-1-2.8 sN. � t + •F� ch AGGR AGGREGATE FOS FACE OF STUDS PLWD PLYWOOD �yJ(y •¢ �y, ,, ri rodman@rpmillerdesign.com "a• 'y^.R I]�.�p YL .f-.J. i+i,.. - 4 +' 1 - V J AIB AIR INFILTRATION BARRIER FP FIREPROOF PNL PANEL APPLICABLE CODES: • ° Y ;t *� µfi ` ALT ALTERNATE FPL FIREPLACE PNT POINT REFERENCE DOOR t '� ARCHITECT: T ALUM ALUMINUM FR FRAME PR PAIR 2020 BUILDING CODE OF NEW YORK STATE ` k tr 5 # c s' ' STEEL SCHEDULE fi .� OLSON KUNDIG Z APPROX APPROXIMATE FT FOOR OR FEET PRCST PRECAST 2020 PLUMBING CODE OF NEW YORK STATE r � ,T ° �� ;� � 159 S.JACKSON ST.SUITE 600 ARCH ARCHITECTURAL FTG FOOTING PSF POUNDS PER CUBIC FOOT 3. DOOR REFERENCE 2020 MECHANICAL CODE OF NEW YORK STATE , . o x - •d F SEATTLE WA 98104 Z 2020 FIRE CODE OF NEW YORK STATE R �" T:206.624.5670 O_ ASPH ASPHALT FURR FURRING PSI POUNDS PER SQUARE INCH r y`A AUTO AUTOMATIC FLIT FUTURE PT PRESERVATIVE TREATED CMU 2020 EXISTING BUILDING CODE OF NEW YORK STATE .. F:206.624.3730 FW FULL WIDTH PTN PARTITION 2020 FUEL GAS CODE OF NEW YORK STATE " r 5. #., y - PRINCIPAL ARCHITECT:TOM KUNDIG BD BOARD PVC POLYVINYL CHLORIDE 2020 ENERGY CONSERVATION CODE OF NEW YORK STATE tom@olsonkundig.com w 2020 RESIDENTIAL CODE OF NEW YORK STATE F- BITUM BITUMINOUSU) GA GAUGE 4. WINDOW/SKYLIGHT REFERENCE OA CONTACT: CHRIS GERRICK BLDG BUILDING GALV GALVANIZED R RISER STONE Chris@olsonkundig.com AUTHORITY HAVING JURISDICTION: Q BLKG BLOCKING GC GENERAL CONTRACTOR RA RETURN AIR Wap TOWN OF SOUTHOLD NEW YORK BM BEAM GL GLASS RAD RADIUS ELEV.0.00 LANDSCAPE ARCHITECT: -nj BO BOTTOM OF... GLAM GLUE-LAMINATED RD ROOF DRAIN 5. ELEVATION/DATUM REFERENCE STIMSON STUDIO 0 ' BOT BOTTOM GR GRADE REF REFERENCE TO PHYSICAL ADDRESS: 288 NORFOLK ST O O Q M BRG BEARING GWB GYPSUM WALL BOARD REFR REFRIGERATOR WOOD FRAMING TOWN HALL ANNEX BUILDING CAMBRIDGE,MA 02139 ILL IY N 54375 ROUTE 25 SITE T:617.876.8960 Z o BSMT BASEMENT GYP GYPSUM REG REGISTER SOUTHOLD,NY 11971 CONTACT: JOE WAHLER _ 6 BUR BUILT UP ROOFING REINF REINFORCED Q o HB HOSE BIBB REM REMAINDER jwahler@stimsonstudio.com PLYWOOD 1 DRAWING NUMBER BUILDING: 0 � CAB CABINET HC HOLLOW CORE REQ REQUIRED ;; CB CATCH BASIN HDO HIGH DENSITY OVERLAY RESIL RESILIENT 6. EXTERIOR ELEVATION A3.00 SHEET NUMBER 631.765.1802 LOCATION MAP CIVIL ENGINEER: O o I- CEM CEMENT HDR HEADER REV REVISION;REVISIONS;REVISED NOT TO SCALE INTER-SCIENCE Q z ' CER CERAMIC HDWD HARDWOOD RH RIGHT HAND LAND USE: 36 NUGENT ST,P.O.BOX 1201 a CIP CAST-IN-PLACE HDW HARDWARE RM ROOM 631.765.1802 RIGID INSULATION _ SOUTHAMPTON,NY 11969 CJ CONTROL JOINT HM HOLLOW METAL RO ROUGH OPENING r ~" � � �� T:631.283.5958 CLG CEILING HORIZ HORIZONTAL RWL RAIN WATER LEADER 4 DRAWING NUMBER PROJECT DESCRIPTION: .w g ,.. «• "' _ ' 7. BUILDING SECTION CONSTRUCTION OF DETACHED SINGLE-FAMILY DWELLING UNIT AND CLK CAULKING HP HIGH POINT A4.00 SHEET NUMBER - r. "" �� STRUCTURAL ENGINEER: SWIMMING POOL(UNDER SEPARATE PERMIT). .w .�� ► ' CLO CLOSET HR HOUR S SOUTH FOAMED IN PLACE INSULATION SILMAN ,�----- CLR CLEAR HT HEIGHT SAF SELF-ADHERED FLASHING - `A�„�.�r �+�}� � -' 32 OLD SLIP,10TH FLOOR �RE� �R CMU CONCRETE MASONRY UNIT HVAC HEATINGNENTILATING/AIR SAM SELF-ADHERED MEMBRANE ' ` NEW YORK,NY 10005 S• CNTR COUNTER CONDITIONING SC SOLID CORE ZONING INFORMATION T:212.620.7970 �� COL COLUMN HW HOT WATER SCHED SCHEDULE _� -� �_ EARTH 4 DRAWING NUMBER CONTACT: PAUL EVANS CONC CONCRETE HWT HOT WATER TANK SD SMOKE DETECTOR - - 8. WALL SECTION A4.10 SHEET NUMBER Evans@silman.com CONN CONNECTION SECT SECTION LAND USE ZONE: CONST CONSTRUCTION ID INSIDE DIAMETER SG SAFETY GLASS R-80 CONTRACTOR CONT CONTINUOUS IN INCH SHV SHELF;SHELVING ALUMINUM . DOWBUILT,INC. Q- CONTR CONTRACTOR INCL INCLUDED SHR SHOWER 1 LAND USE REQUIREMENT REQUIREMENT PROPOSED ,s 253 36TH STREET,SUITE 6313 T 03054q 40 CORR CORRIDOR INSUL INSULATION SHT SHEET �- DRAWING NUMBER j BROOKLYN,NY 11232 OF NES CPT CARPET;CARPETED INT INTERIOR SHT MTL SHEET METAL 9. INTERIOR ELEVATION 4 AX.XX 2 MINIMUM LOT SIZE: 80,000 SF 219,212 SF [01.00] > I ' '�`. T:347.732,2621 SHEET NUMBER MINIMUM LOT WIDTH: 175' PER SITE PLAN L1.00 N, ., CONTACT: RYDER REYNOLDS CRS COLD ROLLED STEEL INV INVERT SHTG SHEATHING BRICK ,. ��. . MINIMUM LOT DEPTH: 250 PER SITE PLAN L1.00 .� x. •.�� CSK COUNTERSUNK SIM SIMILAR 3 r ryder@dowbuilt.com CT CERAMIC TILE JB JUNCTION BOX SOG SLAB ON GRADEAg LIVEABLE FLOOR AREA: 850 SF 2,580 SF [A2.10] `? CTR CENTER JF JOINT FILLER SPEC SPECIFICATION LOT COVERAGE: 20%(43,842 SF) " W MECHANICAL&ELECTRICAL ENGINEERING: CU FT CUBIC FEET JT JOINT SQ FT SQUARE FOOT(FEET) CONCRETE XX DRAWING NUMBER BUILDING HEIGHT: 35' 11'-6" [A3.00] $ h ' r ABS ENGINEERING SQ IN SQUARE INCH(ES) 10. DETAIL REFERENCE NUMBER OF STORIES: 2112 1 [A.300] �`P �` " �` ,:.. . k,: 37 WEST 37TH ST,6TH FLOOR DBL DOUBLE KIT KITCHEN SST STAINLESS STEEL AX.XX SHEET NUMBER ,,; w .,w _: ._ ° NEW YORK,NY 10018 DEMO DEMOLITION KO KNOCKOUT STD STANDARD YARD SETBACKS: ° T:212.317.2361 X401 FRONT YARD: 60' PER SITE PLAN L1.00 ' d T:646.480.2097 DET DETAIL STL STEEL SIDE YARD: 20' PER SITE PLAN L1.00 ' ' ,r DIA DIAMETER LAM LAMINATE,LAMINATED STOR STORAGE x .., `ry CONTACT:ALEX SCHWARTZ BOTH SIDE YARDS: 45 PER SITE PLAN L1.00 alex absen meer.com DIM DIMENSION LAV LAVATORY STRUCT STRUCTURAL ,.�` „ , � n @ 9 DL DEAD LOAD LBS POUNDS SUSP SUSPENDED REAR YARD: 75 PER SITE PLAN L1.00 DN DOWN LF LINEAR FOOT(FEET) SYM SYMMETRICAL j ,. r .r - ` . Vii- , 'f"• i� ' ' *` LIGHTING DESIGNER: WETLAND SETBACKS: DR DOOR LH LEFT HAND PIERCE LIGHTING STUDIO DR OPNG DOOR OPENING LL LIVE LOAD T TREAD SWIMMING POOLS&RELATED 50' PER SITE PLAN L1.00 r f � 28 WEST 27TH ST,SUITE 703 DS DOWNSPOUT LOC LOCATION T&G TONGUE AND GROOVE STRUCTURES,LANDSCAPE NEW YORK,NY 10001 DSP DRY STANDPIPE LP LOW POINT TEL TELEPHONE AND GARDENING,AND . T:646.525.9155 DT DRAIN TILE LT LIGHT TER TERRAZZO 11.ASSEMBLY REFERENCE O DRIVEWAYS T:646.303.8228 DW DISHWASHER TG TEMPERED GLASS CONTACT:EILEEN PIERCE DWG DRAWING MAS MASONRY THK THICK SEPTIC TANKS 75' PER SITE PLAN L1.00 SITE epierce@piercelightingstudio.com MATL MATERIAL TO TOP OF... ]�j E EAST MAX MAXIMUM TOB TOP OF BEAM RESIDENCE,SANITARY 100' PER SITE PLAN L1.00 EA EACH MB MACHINE BOLT TOC TOP OF CONCRETE;CURB (LEECHING POOLS,CESSPOOLS), EJ EXPANSION JOINT MC MEDICINE CABINET TOF TOP OF FLOOR;FOOTING;FRAME 12. NORTH SYMBOL &C&D MATERIAL GENERAL NOTES EL ELEVATION MDF MEDIUM DENSITY FIBERBOARD TOM TOP OF MASONRY ELEC ELECTRICAL MDO MEDIUM DENSITY OVERLAY TOP TOP OF PARAPET;PAVEMENT 1.CODES:ALL WORK SHALL CONFORM APPLICABLE LAND USE AND BUILDING CODES AS TOP OF BLUFF SETBACKS: ELEV ELEVATOR MECH MECHANICAL TOPO TOPOGRAPHY AMENDED BY AUTHORITIES HAVING JURISDICTION. RESIDENCE,SANITARY 100' PER SITE PLAN L1.00 ENCL ENCLOSURE MEMB MEMBRANE TOS TOP OF SLAB;STEEL (LEECHING POOLS,CESSPOOLS), 2.DO NOT SCALE DIMENSIONS FROM DRAWINGS. USE CALCULATED DIMENSIONS ONLY. EQ EQUAL MEZZ MEZZANINE TOW TOP OF WALL SWIMMING POOLS.AND RELATED EQUIP EQUIPMENT MFR MANUFACTURER TS TUBE STEEL 13. REVISION REFERENCE 1 NOTIFY THE ARCHITECT IMMEDIATELY IF ANY CONFLICTS EXIST. architect TK EST ESTIMATE MIN MINIMUM TSTAT THERMOSTAT 2 STRUCTURES principal EW EACH WAY MIR MIRROR TYP TYPICAL 3.CONTRACTOR SHALL VERIFY ALL CONDITIONS PRIOR TO INITIATING THE WORK, project manager CG EXH FN EXHAUST FAN MISC MISCELLANEOUS REFERENCE CONSTRUCTION MEMO ISSUING REVISION. NOTIFY THE ARCHITECT OF ANY DISCREPANCIES. EXIST EXISTING MO MASONRY OPENING UNO UNLESS OTHERWISE NOTED ONLY MOST RECENT REVISION SHOWN CLOUDED. drawn by ER,JF EXP EXPANDED;EXPANSION MTD MOUNTED REFERENCE FOR PREVIOUS REVISIONS REMAIN. 4.VERIFY ALL ROUGH-IN DIMENSIONS FOR EQUIPMENT. PROVIDE ALL BUCK-OUT, NL EXP BT EXPANSION BOLT MTL METAL VB VINYL BASE DATE OF REVISIONS INDICATED AT RIGHT MARGINS. BLOCKING,BACKING,AND JACKS REQUIRED FOR INSTALLATIONS. EXPO EXPOSED MUL MULLION VEN VENEER BUILDING CODE checked by QC EXT EXTERIOR VERT VERTICAL 5.DIMENSIONS ARE TO EXTERIOR FACE OF CONCRETE/WOOD FRAMING UNLESS job no. 13054.06 N NORTH VEST VESTIBULE OTHERWISE NOTED. N/A NOT APPLICABLE VG VERTICAL GRAIN APPLICABLE CODE: 2020 RESIDENTIAL CODE OF NYS date 09/28/2020 NIC NOT IN CONTRACT VIF VERIFY IN FIELD SEISMIC: DESIGN CATEGORY B 6.EXTERIOR WALL FRAMING 2x6 WOOD STUDS UNLESS OTHERWISE NOTED. NO NUMBER VT VINYLT TILE NOM NOMINAL FIRE PROTECTION: NOT REQUIRED BUT WILL BE PROVIDED 7.INTERIOR WALL FRAMING 2x4 WOOD STUDS UNLESS OTHERWISE NOTED. NR NOISE REDUCTION W WEST NTS NOT TO SCALE W/ WITH revisions: W/0 WITHOUT FIRE SEPARATION DISTANCE: >5' wo WATER WOOD CLOSET PERMIT NOTES WDW WINDOW CODE REQUIREMENTS REQUIREMENT PROPOSED WF WIDE FLANGE EXT WALL RATING[R302.1(1)] 0-HR(FIRE SEPARATION>5') 0-HR WF BM WIDE FLANGE BEAM FIREBLOCKING[R301.11] AT CEILING AT CEILING BUILDING PERMIT TO BE FILED(THIS APPLICATION) WG WIRED GLASS WH WATER HEATER MIN ROOM AREA[R304.1] 70 SF PER A2.10 WL WATER LINE MIN CEILING HEIGHT[R305.1] 7 FEET PER A3.10 MECHANICAL TO BE FILED UNDER SEPARATE PERMIT WLD WELDED SAFETY GLAZING[R308.4] @ HAZARDOUS LOC. PER A3.00 ELECTRICAL TO BE FILED UNDER SEPARATE PERMIT EGRESS DOOR[R311.2] 1/DWELLING UNIT MIN PER A2.10 PLUMBING TO BE FILED UNDER SEPARATE PERMIT WP WATERPROOF SPRINKER SYSTEM[R313.2] NOT REQ'D(>3-STORIES) PROVIDED(SEPERATE SWIMMING POOL TO BE FILED UNDER SEPARATE PERMIT 3 9/17/2021 PERMIT WPM WATERPROOF MEMBRANE PERMIT) SEPTIC TO BE FILED UNDER SEPARATE PERMIT CORRECTIONS WR WATER RESISTANT SMOKE ALARMS[R314.2] EACH DWELLING UNIT EACH DWELLING UNIT FIRE SUPPRESSION TO BE FILED UNDER SEPARATE PERMIT WSCT WAINSCOT WSG WIRE SAFETY GLASS no. date by WTR WATER WWF WELDED WIRE FABRIC WWM WELDED WIRE MESH ENERGY CODE WT WEIGHT -------------- APPLICABLE CODE: 2020 ENERGY CONSERVATION CODE OF NYS PERMIT SET CLIMATE ZONE: 4(SUFFOLK COUNTY) 09/28/2020 COMPLIANCE PATH: UA TRADE-OFF - ASSEMBLY PERFORMANCE VALUES: A0.10,A0.30 WINDOW&DOOR INSULATION VALUES: A0.20 UA TRADE-OFF CALCULATION: A0.30 ENERGY CODE INSPECTION CHECKLIST: A0.30,A0.31 GENERAL INFORMATION o Q E 0 D cg c 00M — CD Y U) C C C O y O fy0 t0 L > LO O CD V) to CuIm LO 0) N r � t M O R1 Z ROOF OVER UNCONDITIONED ROOF OVER CONDITIONED z 075419 PVC ROOF MEMBRANE 075419 PVC ROOF MEMBRANE Q 075419 COVER BOARD 075419 COVER BOARD W 075419 POLYISO INSUL TAPERED(112"MIN.) 075419 POLYISO INSUL TAPERED(R-50) E'- 061600 PLYWOOD SHEATHING PER STRUCT 075419 VAPOR RETARDER U) 061500 WOOD DECKING 061600 PLYWOOD SHEATHING PER STRUCT Y W op 061000 EXPOSED TIMBER JOISTS 061500 WOOD DECKING cV 061000 EXPOSED TIMBER JOISTS O O LL W N Z O 0 0 A) z co a r (n ROOF ASSEMBLIES SCALE: 1 112" = 1'-0" ED AW. RS. a. P3 P2 P1 F X3054° ''�� O O O OF NS`s WOOD TILE GWB 062000 WOOD PANELING 071900 WATER REPELLENT(AS REQ'D) 092900 5/8"GYPSUM WALL BOARD 061000 2X WD FRAMING 093014 TILE(PER FINISH SCHEDULE) 061000 2X WD FRAMING 098116 ACOUSTIC BLANKET INSULATION 093005 THIN SET MORTAR 098116 ACOUSTIC BLANKET INSULATION 062000 WOOD PANELING 093005 LIQUID MEMBRANE WATERPROOFING 092900 5/8"GYPSUM WALL BOARD 093005 112"CEMENT BACKER BOARD 061000 2X WD FRAMING 098116 ACOUSTIC BLANKET INSULATION 062000 WOOD PANELING *COMPLY WITH TCNA STANDARDS INTERIOR WALL ASSEMBLIES SCALE: 1 1/2" = 1'-0" principal architect TK W2 W1 project manager CG WD SIDING CONCRETE BELOW GRADE drawn by ER,JF � 062000 WOOD SIDING ° ° III—III- 312000 DRAINAGE FILL checked by QC 072717 SELF ADHERED AIR WATER BARRIER ° =1=11 071700 DRAINAGE MAT INTERIOR EXTERIOR 061600 PLYWOOD SHEATHING PER STRUCT . . ' III—III= 071326 SELF ADHERING SHEET WATERPROOFING job no. 13054.06 061000 2X WOOD FRAMING PER STRUCT(VENT) ° O I =1 033000 C.I.P.PER STRUCT 072100 5112"THERMAL BATT INSULATION(R-21) I I 1—III— date 09/28/2020 061600 PLYWOOD SHEATHING PER STRUCT °.° I=I O 1=1 III=III= 062000 WOOD PANELING III=III— ° revisions: a a ° i �iii l_I l iii 1 1 EXTERIOR WALL ASSEMBLIES SCALE: 1 1/2" = l'-0" no. date by F1 F2 CONCRETE SLAB ON GRADE - — ---- ;]D_ _ =°10 - = o= CONCRETE SLAB OVER FRAMING a (UNHEATED SPACE) — — — — PERMIT SET 033000 C.I.P.CONCRETE TOPPING SLAB ° 033000 C.I.P.CONCRETE PER STRUCT 230000 HYDRONIC RADIANT HEATING 312000 DRAINAGE COURSE PER CIVIL 09/2$/2020 033000 SLIP SHEET31 2000 PREPARED SUBGRADE PER CIVIL 061600 PLYWOOD SUBFLOOR PER STRUCT .mwffl 072100 THERMAL BATT INSULATION(R-38) =1 I=111=111= O =1 I 1=111=1 1 061000 FRAMING PER STRUCT. =1 O 10 11=1 11=1 11=1 I I=1 I I= —I I I—I I I—III=1 11=1 I I=1 11=1 I Illllllllilf�flllllllllflll�lllll�illlll ASSEMBLIES FLOOR ASSEMBLIES A0010 SCALE: 1 1/2" = V-0" O < E O to 8 O a c- 00 � DOOR SCHEDULE cCM C PER SCHEDUL PER SCHEDULE PER SCHEDULE O N DIMENSIONS o MARK LOCATION Function WIDTH HEIGHT DOOR TYPE FRAME TYPE AREA TYPE U VALUE VT SHGC MANUFACTURER MODEL REMARKS Opaque L N 104.1 1 PATIO 2'-10" Ill'-0. C WD 31 SF Opaque 1 0.37 0 0 + Lu ` Lu ' ` w o M/ \� �-- 31 F 31 SF _ ' ` ui Exterior 33 Cl) i i Cl) GI of W ' a ,' 01.1 PATIO Exterior 3'-4" 101-111, D ALUM 36 SF Glass 0.33 0.58 0.34 DYNAMIC ALUMIN ARTE 2.1 PATIO Exterior 4'-10" 10'-11" D ALUM 53 SF Glass 0.33 0.58 0.34 DYNAMIC ALUMIN-ARTE 1 .2 PATIO Exterior 4'.10" 10'-11" D ALUM 53 SF Glass 0.33 0.58 0.34 DYNAMIC ALUMIN-ARTE M 1 SHWR Exterior 2'-10112" 11'-0" D ALUM 31 SF Glass 0.33 0.58 0.34 DYNAMIC ALUMIN-ARTE rn 07.1 ENTRY Exterior 14'-31/2" 10'-11" F ALUM 47 SF Glass 0.33 0.58 0.34 DYNAMIC ALUMIN-ARTE T- TYPE A TYPE B TYPE C tq.2 PATIO Exterior 14'-31/2" 10'-11" F ALUM 47 SF Glass 0.33 1 0.58 0.34 DYNAMIC ALUMIN-ARTE >- SINGLE SWING DOUBLE SWING SINGLE BARN 266S Z 0 que Z 08.1 PATIO Exterior 16'-9' 8'-0" B HM-INS 48 SF Opaque 0.37 0 0 TBD HOLLOW METAL WD CLAD TO MATCH SIDING I- 0 PER SCHEDULEIlk PER SCHEDULE 1'C@.2 PATIO I Exterior 6'-0" 8'-0" B HM-INS 48 SF Opaque 1 0.37 1 0 1 0 1 TBD HOLLOW METAL WD CLAD TO MATCH SIDING U) Q 96 SF W � PER SCHEDULEI- � , 362 SF 0 ' I erior Q Op ue � Q 00 ni 00 BASEMENT Interior 3'.0" 9'-0" C WD 27 SF Opaque 0.37 0 0 O Q �„ 05 PDR Interior 2'-6" 8'-0" A WD 20 SF Opaque O p M -J �� , 106 BEDROOM Interior 4'-6" 8'.0" C WD 36 SF Opaque V- c 1 ui ` U // // o ,' / 1 9 WC Interior 2'-6" 8'-0" A WD 20 SF Opaque Z o 0 cn v Cn 103 SF Q o _ / a ,' 103 SF LO Lu Lu oCL U NOTES: a z T- U) 1.EXTERIOR GLASS DOORS RATINGS BASED ON NFRC DWD-N-17-00915-00001 2.AIR AND THERMAL BARRIER TO BE INSTALLED PER MANUFACTURER'S INSTRUCTIONS 3.ALL FENESTRATIONS TO MEET INFILTRATION RATE RECUIREMENTS PER NFRC 400 TYPE D TYPE E 4.ALL OPERABLE FENESTRATIONS TO MEET BLOWER DOOR TEST @ 50 PA.<=3 ACH FOR CLIMATE ZONE 4. SINGLE GLAZED SWING DOUBLE GLAZED SWING TYPE F 5.ALL GLAZED DOORS TO HAVE SAFETY GLAZING PER R308.4.1. RSD A�, GLAZED OFFSET PIVOT �C�'` W DOOR TYPES WINDOW SCHEDULE '1 SCALE: 1/4" = 1'-0" DIMENSIONS (ROUGH OPENING) `yr MARK OPERATION WIDTH HEIGHT AREA GLASS TYPE U VALUE SHG C Vr MANUFACTURER MODEL 2- �'T yQ FIXED 0310 204 FIXED 23'-6" Ill-01. 259 SF DBL GLAZED, 0.29 0.38 0.66 DYNAMIC ALUMIN-ARTE '~---� LOW E 205 FIXED 4'-10 3/4" 2'.6" 12 SF DBL GLAZED, 0.29 0.38 0.66 DYNAMIC ALUMIN-ARTE LOW E WALL THICKNESS WALL THICKNESS WALL THICKNESS 206 FIXED 5'-113/4" 2'-6" 15 SF DBL GLAZED, 0.29 0.38 0.66 DYNAMIC ALUMIN-ARTE VARIES VARIES VARIES LOW E 207 FIXED 5'-7" 2'-6" 14 SF DBL GLAZED, 0.29 0.38 0.66 DYNAMIC ALUMIN-ARTE LOW E 208 FIXED 16'-0" 2'-6" 40 SF DBL GLAZED, 0.29 0.38 0.66 DYNAMIC ALUMIN-ARTE LOW E 209 FIXED 5'-21/2" 11'-0" 57 SF DBL GLAZED, 0.29 0.38 0.66 DYNAMIC ALUMIN-ARTE LOW E - 210 FIXED 2'-11" 11'-0" 32 SF DBL GLAZED, 0.29 0.38 0.66 DYNAMIC ALUMIN-ARTE LOW E _ 211 FIXED T.0" 11'-0" 77 SF DBL GLAZED, 0.29 0.38 0.66 DYNAMIC ALUMIN-ARTE LOW E 212 FIXED 2'-11" 11'-0" 32 SF DBL GLAZED, 0.29 0.38 0.66 DYNAMIC ALUMIN-ARTE LOW E 213 FIXED 5'-3" 11'-0" 58 SF DBL GLAZED, 0.29 0.38 0.66 DYNAMIC ALUMIN-ARTE LOW E 214 FIXED 15'-8" 2'-6" 39 SF DBL GLAZED, 0.29 0.38 0.66 DYNAMIC ALUMIN ARTE LOW E 215 FIXED 2'-0" 8'.6- 17 SF DBL GLAZED, 0.29 0.38 0.66 DYNAMIC ALUMIN-ARTE ----11 LOW E HM-INS WD ALUM 216 FIXED 5'-0" 2'-6" 12 SF DBL GLAZED, 0.29 0.38 0.66 DYNAMIC ALUMIN-ARTE HOLLOW METAL WOOD ALUMINUM LOW E INSULATED THERMALLY 217 FIXED 24'-10" 11'-0" 273 SF DBL GLAZED, 0.29 0.38 0.66 DYNAMIC ALUMIN-ARTE BROKEN LOW E 218 FIXED 5'.1- Z-6" 13 SF DBL GLAZED, 0.29 0.38 0.66 DYNAMIC ALUMIN-ARTE LOW E principal architect TK 219 FIXED 4'-6" 20-6- 11 SF DBL GLAZED, 0.29 0.38 0.66 DYNAMIC ALUMIN-ARTE project manager CG FRAME TYPESLOW E drawn by ER,JF 220 FIXED 5'-11" 2'-6" 15 SF DBL GLAZED, 0.29 0.38 0.66 DYNAMIC ALUMIN-ARTE SCALE: 3" = 1'-0" LOW E NL 223 FIXED 11'-10 1/2" 21.6" 30 SF DBL GLAZED, 0.29 0.38 0.66 DYNAMIC ALUMIN-ARTE checked by QC LOW E 224 FIXED 11'-10 1/4" 2'-6" 30 SF DBL GLAZED, 0.29 0.38 0.66 DYNAMIC ALUMIN-ARTE job no. 13054.06 LOW E date 09/28/2020 225 FIXED 1'.3" 2'.6" 3 SF DBL GLAZED, 0.29 0.38 0.66 DYNAMIC ALUMIN-ARTE LOW E 1039 SF FIXED IN SLIDING FRAME 201 FIXED IN SLIDING 34'-10 3/4" 11'-0" 384 SF DBL GLAZED, 0.29 0.38 0.66 DYNAMIC ALUMIN-ARTE revisions: FRAME LOW E 202 FIXED IN SLIDING 24'.11" 111.011 274 SF DBL GLAZED, 0.29 0.38 0.66 DYNAMIC ALUMIN-ARTE FRAME LOW E 658 SF SLIDER 221 SLIDER 71.4" 11'-0" 81 SF DBL GLAZED, 0.38 0.34 0.56 DYNAMIC ALUMIN-ARTE LOW E 222 SLIDER 9'-61/4" 11'-0" 105 SF DBL GLAZED, 0.38 0.34 0.56 DYNAMIC ALUMIN-ARTE LOW E 185 SF 3 9/17/2021 PERMIT CORRECTIONS no, date by NOTES: 1.FIXED GLASS RATINGS BASED ON NFRC DWD-N-28-00009-00002 - 2.SLIDING GLASS RATINGS BASED ON NFRC DWD-N-30-00018-00001 3.AIR AND THERMAL BARRIER TO BE INSTALLED PER MANUFACTURER'S INSTRUCTIONS - ------------------ -- 4.ALL FENESTRATIONS TO MEET INFILTRATION RATE REQUIREMENTS PER NFRC 400 5.ALL OPERABLE FENESTRATIONS TO MEET BLOWER DOOR TEST @ 50 PA.<=3 ACH FOR CLIMATE ZONE 4. PERMIT SET 6.ALL HAZERDOUS LOCATIONS AS DEFINED IN R308.4 TO HAVE SAFETY GLAZING.REFER TO ELEVATIONS(A3.00,A3,01). 09/28/2020 WINDOW/DOOR SCHEDULE 0.5 1 A0.30 2 3 4 4.3 5 � a E 0 8, N CO C Y ENVELOPE LEGEND I I I I o N 5 4.3 4 3 2 1 0.5 ° r_ o W7 WS N � g f�D T� GROSS WALL AREA-W2 I A.010 FOR OPAQUE PORTIONS _ FCu 0 cO 31' 61/2" N N CEILIING-R1 1A.010 Y \\ t% _ > ' r, W6 II I , AVG EXISTING GRADE R11 > - _ )>'') })-- '~ r� i _ ...a-Y•%/. �-y4�'EL;15d ,/fid' } ..1I+ ✓i _ ✓/ '�1 ' ') — FLOOR-F21 A0.10 --- /; I I MAIN LEVEL 201-0 / n , • " I I I I 1119 12 I -3 I 1 CRAWL SPACE rn — WALL-BE OND— –WAL��E �3ND — — — — — —1 tt c� GLAZING&DOORS-SEE A0.20 FOR AREAS AND PERFORMANCE 15 -0 � 1'-91/2" } LOWER LEVEL u Z 10'-9" 0.30 . z G NORTH ELEVATION - AREA TAKEOFF ENVELOPE TAKEOFF V SCALE: 3/32" = 1'-0" W MARK AREA THERMAL PERFORMANCE TYPE Q AO 30 5 F1 3 A0.30 � � W o0 O N LL D , CEILING 0 O C C1 2479 R-50 CEILING S LL W N 1 2479 E D C B A = Q o FLOOR � ~ � ry C ° Z � � —� 2580 IR-38 FLOOR0 2580 r• a to GROSS WALL AREA I F W1 800 R-23 GROSS WALL AREA — 31 6112 � •. ' > ` _ f � 1 W2 22 R-23 GROSS WALL AREA ;,:-� ' _ x f W 684 R-2 3 GROSS WALL AREA I'I {j ' } ,. „• ' 3 W5 1 ;'{ ( f K. r W4 f> i AVG EXISTING GRADE ISI .\\ 'l W4 777 R-23 GROSS WALL AREA (WALL BEYOND i' I ( i r'' r ;`' =_ � �� I 21 -0 REb ~ MAIN LEVEL .�E. A R�+ W5 22 R-23 GROSS WALL AREA '-1 1 20'-0" — Al W6 684 R-23 GROSS WALL AREA CRAWL SPACE W7 19 R-2 3 GROSS WALL AREA — — — — — — sa 4 s 15'-0" t " " W8 25 R-23 GROSS WALL AREA W9 24 IR-23 GROSS WALL AREA — — — W10 19 IR-2 3 GROSS WALL AREA 4 '9I��,0FON9 N �o 3076 5 WEST ELEVATION - AREA TAKEOFF 2 FLOOR AREA A0.30 SCALE: 3/32" = 1'-0" NOTE:SEE A0.20 FOR WINDOW&DOOR AREAS AND THERMAL PERFORMANCE 0.5 1 A0.30 2 3 4 4.3 5 6 0.5 1 2 3 4 4.3 5 I I i I I I — – ---- – — — - - - - - - 31'-61 — — ROOF ,! 31 61/2 �- W3 r,� >j` i .�� AVG EXISTING GRADE yf} '!' 211-0 1 1 MAIN LEV 201-011 CRAWL SPACE 15'-0" LOWER LEVEL principal architect TK 101-911 project manager CG drawn by ER,JF 7 NL SOUTH ELEVATION - AREA TAKEOFF 0.30 checked by QC 4 I job no. 13054.06 SCALE: 3/32" date 09/28/2020 A0.30 5 3 A0.30 O 1 revisions: C1 ; � 2 B C D E A I — C R00 - — — ROOF ; 31 -61/2 r,_ - ry , T y 31 61/2 no. date b AVG EXISTING GRADE W2 AVG EXISTING GRADE I I I y . /.. ✓ 1, y,' a \ irT,- J)/ \ y -I •\ / 1 " i I I I Iy.'r/K_,r i��"�< y;:1 ./.< < ray /; i- 211-011 ., ! - 21 -0 I { ;• j f.., `� - r'" �i (WALL BEYOND) — — MAIN LEVEL - I ,! ; � I a- , , _ -=� �=- -�._ — MAIN LEVEL f 20' 0" .1 201 _CRAWL SPACE I — — — — _ — — _ _ _ _ — _ CRAWL SPACE I PERMIT SET 15 -0 15'- 09/2812020 — — — — 09/2$/2020 . LOWERLEVEL — 4 10'-9" A0.30 PARTIAL SOUTH EL - AREA TAKEOFF EAST ELEVATION - AREA TAKEOFF ROOF AREA 7 SCALE: 3/32 1'-0" SCALE: 3/32 – 1 0 SCALE: 3/32 1 0 ENERGY CODE - AREA TAKEOFFS Generated by REScheck-Web Software REScheck Software Version : REScheck-Web Section C Q E # Foundation Inspection Complies? Comments/Assumptions to ? 8 Inspection Checklist q' � Compliance C e rt i f i C a to ■ ■ 303.2.ZID:A protective covering is installed to :❑Complies ;Exception: Requirement is not applicable. [ 011] !protect exposed exterior insulation ;❑Does Not ; co Y EAJ/ ner Code: 2018 IECC ;and extends a minimum of 6 in. below ; ;Location on plans/spec: No exposed exterior insulation. N c c gy ,❑Not Observable, o Requirements: 100.0% were addressed directly in the REScheck software ;grade. �,❑Not Applicable y o Y '— O Text in the "Comments/Assumptions"tions" column is provided b the user in the REScheck Requirements screen. For each 403.9 ;Snow-and ice-melting system controls;❑Complies ;Exception: Requirement is not applicable. m Lu, ti Project North Fork West p p y q [Fo12]2 installed. :E ]Does Not j requirement, the user certifies that a code requirement will be met and how that is documented, or that an exception is being claimed. Where compliance is itemized in a separate table, a reference to that table is provided. �"�� t ;❑Not Observable;Location on plans/spec: Requirements will be met. o CID Energy Code: 2018 IECC ;❑Not Applicable Cn Location: Southold, New York Section Plansu Comp Verified Field Verified Additional Comments/Assumptions: tions: & Re .ID Construction Type: Single-family # Pre-Inspection/Plan Review Value Value plies? Comments/Assumptions + Project Type: New Construction 103.1, ;Construction drawings and ❑Complies ;Requirement will be met. Conditioned Floor Area: 2,174 ft2 GlazingArea 67/0 (PRII :documentation code depliance or ` Location on plans/spec: ° [PRM :energy code com /lance for the [ ;❑Does Not :building envelope.Thermal I ❑Not Observable Climate Zone: 4 (5572 HDD) n g P a ❑Not A licable ,A0.10,A0.20,A0.30 Permit Date: envelope represented on PP construction documents. • �� Permit Number: 103.1, ;Construction drawings and #_ ❑Complies ;Requirement will be met. 103.2, documentation demonstrate i ❑Does Not Construction Site: Owner/Agent: Designer/Contractor: 403.7 energy code compliance for �Location on plans/spec: M ❑Not Observable 14895 Main Road Domeluca II,LLC Tom Kundig [PR3]1 :.lighting and mechanical systems. F Requirements will be met. East Marion, NY 11939 13235 Main Road Olson Kundig :Systems serving multiple �❑Not Applicable r- Mattituck, NY 11952 159 South Jackson Street ;dwelling units must demonstrate } 631.298.8065 6th Floor ;compliance with the IECC Z Seattle,WA 98104 Commercial Provisions. chris@olsonkundig.com 302.1, ;Heating and cooling equipment is: Heating: Heating: ;❑Complies Requirement will be met. Z 403.7 sized per ACCA Manual S based I Btu/hr Btu/hr ❑Does Not0 [PR2]2 :,on loads calculated per ACCA ; Cooling: Cooling: ;Location on plans/spec: \40000 Manual or other methods ; ❑Not Observable Requirements will be met. I;n Q t approved by the code official. ; Btu/hr Btu/hr :❑Not Applicable W Compliance: 10.9%Better Than Code Maximum UA: 951 Your UA: 847 Maximum SHGC: 0.40 Your SHGC: 0.37 The%Better or Worse Than Code Index reflects how close to compliance the house is based on code trade-off rules, It DOES NOT provide an estimate of energy use or cost relative to a minimum-code home. Additional Comments/Assumptions: Q W co 0 N Envelope Assemblies O 0 o IFNI = Z O Qo Ceiling: Flat Ceiling or Scissor TrussN 2,479 0.0 50.0 0.019 47 Exterior Walls: Wood Frame, 16"o.c. 3,076 23.0 0.0 0.055 46 O M Opaque Doors: Solid Door(under 50%glazing) 167 0.370 62 Q z fU Door:Glass Door(over 50%glazing) 258 0.330 85 SHGC: 0.34 Fixed Windows: Metal Frame w/Thermal Break 1,630 0.290 473 SHGC:0.38 Windows(Sliders): Metal Frame w/Thermal Break 177 0.380 67 SHGC: 0.33 Floor:All-Wood Joist/Truss 2,580 38.0 0.0 0.026 67 �(s, © '��,-t Compliance Statement: The proposed building design descri ed here is c nsistent with the building plans,specifications,and other calculations submitted with the permit application.The propo ui di ha been a hi to meet the 2018 IECC requirements in REScheck Version : REScheck-Web and to comply with the da r is din the REScheck Inspection Checklist.70M "OPICAW,01061, # a } Name-Title ignature Date "'-- .qTF �305A9 ,jO OF NES 1 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3) LI-1 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: North Fork West Report date: 09/25/20 Project Title: North Fork West Report date: 09/25/20 Project Title: North Fork West Report date: 09/2.5/20 Data filename: Page 1 of 9 Data filename: Page 2 of 9 Data filename: Page 3 of 9 Section Section Section Plans Verified Field Verified Plans Verified Field Verified Plans Verified Field Verified # Framing/Rough-In Inspection Value Value Complies? Comments/Assumptions # Framing/Rough-in Inspection Value Value Complies? Comments/Assumptions # Insulation Inspection ValueComplies? Comments/Assumptrlons & Re .ID & Req.ID & Re .ID Value 402.1.1, ;Door U-factor. ; U- U- ❑Complies ;see the Envelope Assemblies 403.6 ;Automatic or gravity dampers are ;❑Complies !Requirement will be met. 303.1 ;All installed insulation is labeled I r' :❑Complies :Requirement will be met. 402.3.4 ; ; ❑Does Not table for values. [FR19]2 !Installed on all outdoor air ❑Does Not [IN13]2 or the installed R-values ❑Does Not [FR1]1 ; !intakes and exhausts. ; ;Location on plans/spec: ;provided. ; ❑Not Observable ❑Not Observable , + r tOj ,Requirements will be met. ;❑Not Observable ❑Not Applicable ; ❑Not Applicable I ❑Not Applicable 402.1.1, ;Glazing U-factor(area-weighted U- U ❑Complies ;see the Envelope Assemblies Additional Comments/Assumptions: 402.1.1, :Floor insulation R-value. R- R- p' 's 402.3.1, average). ; ; ;❑ ;table for values. 402.2.6 ❑Com Iles ;,See the Envelope Assemblies Does Not ;❑ wood ;❑ Wood ;❑Does Not table for values. 402.3.3, i ;❑Not Observable [IN1] ; ❑ Steel ❑ Steel ❑Not Observable ; 402.5 ;❑Not Applicable Z❑Not Applicable 303.1.3 ;U-factors of fenestration products Complies :Requirement uirement will be met. 303.2, I Floor insulation installed per ❑Complies ;Requirement will be met. principal architect TK p P q 402.2.7 manufacturer's instructions and '❑Does Not [FR4]1 ;are determined in accordance ❑Does Not ; [IN2]1 ;in substantial contact with the Location on plans/spec: project manager CG with the NFRC test procedure or underside of the subfloor,or floor Location on plans/spec: ❑Not Observable ;A0.20,A4.00 ❑Not Observable Location �, / ,❑ ,taken from the default table. , ;❑Not Applicable 1 framing cavity insulation is in Not Applicable ; drawn by ER,JF contact with the top side of ; 402.4.1.1 ;Air barrier and thermal barrier ❑Complies ;Requirement will be met. ;sheathing, or continuous NL [FR23]1 :installed per manufacturer's ❑Does Not :Insulation is installed on the instructions. :Location on plans/spec: underside of floor framing and checked by QC ❑Not Observable ; :Requirements will be met. ;extends from the bottom to the ❑Not Applicabletop of all perimeter floor framing job no. 13054.06 402.4.3 ;,Fenestration that is not site built [ Complies Requirement will be met. members. date 09/28/2020 [FR20]1 is listed and labeled as meeting ;❑Does Not ; 402.1.1, ;Wall insulation R-value. If this is a: R- R- ❑Complies ;see the Envelope Assemblies AAMA/WDMA/CSA 101/I.S.2/A440 . 402.2.5, ;mass wall with at least 1h of the ❑ wood ❑ Wood ❑Does Not ;table for values. ;❑Not Observable , or has infiltration rates per NFRC 402.2.6 wall insulation on the wall 400 that do not exceed code i❑Not Applicable :❑ Mass ❑ Mass ❑Not Observable ' 'limits. [IN3]1 ;exterior,the exterior insulation ❑ Steel Steel }, requirement applies (FR10). ;❑ ;❑Not Applicable 402.4.5 ;IC-rated recessed lighting fixtures " ❑Complies Exception: Requirement is ; revisions: [FR16]2 sealed at housing/interior finish ;❑Does Not :not applicable. ;and labeled to indicate :52.0 cfm " 303.2 ;Wall insulation is installed per ;❑Complies Requirement will be met.. :leakage at 75 Pa. ❑Not Observable Location on plans/spec: 1 ❑Not Applicable ;No recessed ligthing fixtures. [IN4] manufacturer's instructions. ❑Does Not 403.3.1 ;Supply and return ducts in attics °❑Complies ;Requirement will be met. ❑Not Observable [FR12]1 insulated >= R-8 where duct is ❑Does Not j []Not Applicable j >= 3 inches in diameter and >= Location on plans/spec: Additional Comments/Assumptions: (` ;R-6 where < 3 inches. Supply and ❑Not Observable Requirements will be met. return ducts in other portions of ❑Not Applicable ;the building insulated >= R-6 for ;diameter>=3 inches and R-4.2 ; :for< 3 inches in diameter. 403.3.2 ;Ducts, air handlers and filter ❑Complies !Requirement will be met. [FR13]1 boxes are sealed with ,❑Does Not ��oints/seams compliant with :Location on plans/spec: International Mechanical Code or `❑Not Observable :Requirements will be met. :International Residential Code,as �❑Not Applicable no. date by applicable. 403.3.5 ;Building cavities are not used as ,❑Complies ;.Requirement will be met. [FR15]3 !ducts or plenums. ❑Does Not °❑Not Observable j Location on plans/spec: :Requirements will be met. j❑Not Applicable 403.4 ;HVAC piping conveying fluids R- R- ;❑Complies :Requirement will be met. [FR17]2 l above 105 QF or chilled fluids UDoes Not PERMIT SET below 55 QF are insulated to aR- I :Location on plans/spec: ❑Not Observable I 3. j ;❑Not Applicable Requirements will be met. 09/28/2020 403.4.1 ;Protection of insulation on HVAC ❑Complies ;Requirement will be met. [FR24]1 ;piping. ❑Does Not ❑Not Observable Location on plans/spec: :Requirements will be met. ❑Not Applicable 403.5.3 ;Hot water pipes are insulated to R- R- ;❑Complies ;Requirement will be met. [FR18]2 :2-R-3. :❑Does Not ❑Not Observable .Location on plans/spec: ENERGY CODE - Requirements will be met. ;❑Not Applicable RESC HECK 1 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3) 1 High Impact(Tier 1) 2 Medium Impact ITier 2) 3 Low Impact(Tier 3) 1 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: North Fork West Report date: 09/25/20 Project Title: North Fork West Report date: 09/25/20 Project Title: North Fork West Report date: 09/25/20 Data filename: Page 4 of 9 Data filename: Page 5 of 9 Data filename: Page 6 of 9 A0m31 Section Section Pians Verified Field Verified o Plans Verified Field Verified o Q E # Final inspection Provisions CO Value Value Complies? Comments/Assumptions # Final Inspection Provisions Complies? Comments/Assumptions m & Re .ID & Req.ID Value Value � 402.1.1, ;Ceiling insulation R-value. R- R- ;❑Complies ;See the Envelope Assemblies 403.6.1 ;All mechanical ventilation system' ❑Complies ;Requirement will be met. ' o 402.2.1, I j❑ Wood ;❑ Wood ;❑Does Not ;table for values. (FI25]z :fans not part of tested and listed '❑Does Not N ori Y 402.2.2, ❑ Steel ❑ Steel ❑Not Observable HVAC equipment meet efficacy :Location on plans/spec: c o 402.2.6 ; ;and air flow limits per Table ❑Not Observable ;Requirements will be met. o o, y [FI1]1 ;❑Not Applicable ; 911403.6.1. ❑Not Applicable Y c o° 403.2 ;Hot water boilers supplying heat ;❑Complies Requirement will be met. ° Co 303.1.1.1, ;Ceifin insulation installed per [ [F126]2 through one-or two-pipe heating ;❑Does Not `� g ' p ❑Complies i Requirement will be met. systems have outdoor setback j Location on plans/spec: CN 303.2 manufacturer's instructions. I ❑Does Not ' N [FI211 :Blown insulation marked every ) ; ;control to lower boiler water ❑Not Observable Requirements will be met. C) 300 ft2. Not Observable ; !temperature based on outdoor ❑Not Applicable ; o, o ❑ ❑Not Applicable atemperature. rh 402.2.3 ;Vented attics with air permeable ) ❑Complies ;,Exception: Requirement is 403.5.1.1 Heated water circulation systems ;❑Complies ;Requirement will be met. [FI22]2 !insulation include baffle adjacent 1 ❑Does Not not applicable. [F128]2 1 have a circulation pump.The i❑Does Not to soffit and eave vents that , :system return pipe is a dedicated :Location on plans/spec: extends over insulation. ❑Not Observable ;Location on plans/spec. {return pipe or a cold water supply ;❑Not Observable Requirements will be met. ❑Not Applicable :No vented attic. pipe. Gravity and thermos- i❑Not Applicable 402.2.4 ;Attic access hatch and door 'syphon circulation systems are R- R- '❑Complies Requirement will be met. 1 ;not present.Controls for [FI3] insulation zR value of the :❑Does Not ; adjacent assembly. Location on plans/spec: circulating hot water system ❑Not ObservableNo attic ;pumps start the pump with signal ❑Not Applicable ;for hot water demand within the M ,occupancy. Controls ; 402.4.1.2 ;Blower door test @ 50 Pa. <=5 ; ACH 50=_ ACH 50 = ❑Complies ;Requirement will be met. 0) [FI17]1 ;ach in Climate Zones 1-2,and ;❑ ;automatically turn off the pump ; r Does Not when water is in circulation loop ; r- <=3 ach in Climate Zones 3-8. :Location on plans/spec: ;❑ } Not Observable ; M is at set-point temperature and A0.20 ;no demand for hot water exists. ! Z ❑Not Applicable 403.3.3 ;Ducts are pressure tested to cfm/100 ; cfm/100 ;❑Complies Requirement will be met. 403.521.2 ;Electric heat trace systems ❑Complies Exception: Requirement is z [FI27]1 :determine air leakage with ; ft2 ft2 T❑Does Not [FI29] comply with IEEE 515.1 or UL ;❑Does Not ;not applicable. either: Rough-in test:Total ;Location on plans/spec: 515.Controls automatically a measured with a leaks ; ❑Not Observable ;adjust the energyinput to the ❑Not Observable ;Location on plans/spec: 9 :Requirements will be met. in P ❑Not Applicable heat tracing to maintain the ❑Not Applicable Requirement does not l Q pressure differential of 0.1 inch PP 4 apply. 4.g. across the system including , desired water temperature in the W piping. 1 ;the manufacturer's air handlerF- enclosure ; � � > � enclosure if installed at time of 403.5.2 ;Demand recirculation water ;❑Complies Requirement will be met. ;test. Postconstruction test:Total [F130]2 ;systems have controls that '❑Does Not W ; co leakage measured with a manage operation of the pump j :Location on plans/spec: N :pressure differential of 0.1 inch ; ; ; ;and limit the tem erature of the ❑Not Observable P Requirements will be met. w.g. across the entire system ; :water entering the cold water ;❑Not Applicable O QO:includin the manufacturer's air piping to <= 1044F. O rM handler enclosure. ; 403.5.4 ;Drain water heat recovery units Complies Exception: Requirement is CV ,❑ 403.3.4 I Duct tightness test result of<=4 cfm/100 cfm/100 ;❑Complies ;Requirement will be met. [FI31]2 tested in accordance with CSA '❑Does Not :not applicable. t� _ _Z C) [FI4]1 ;cfm/100 ft2 across the system or ; ft2 ft2 ❑Does Not 655.1. Potable water-side i <=3 cfm/100 ft2 without air :Location on plans/spec: pressure loss of drain water heat ,❑Not Observable :Location on plans/spec: �� a handler @ 25 Pa. For rough-in ; ;❑Not Observable Requirements will be met. recovery units < 3 psi for ❑Not Applicable ;Requirement does not apply. tests,verification may need to ; ;❑Not Applicable individual units connected to one occur during Framing Inspection. or two showers. Potable water- F m O op ['— ;side pressure loss of drain water o � U 403.3.2.1 ;Air handler leakage designated ❑Complies ;Requirement will be met. ;heat recovery units< 2 psi for ; a z f) [FI24)1 by manufacturer at <=2%of ;❑Does Not individual units connected to ,design airflow. Location on plans/spec: ❑Not Observable (Requirements will be met. ;three or more showers. i❑Not Applicable ; 403.10.1 :Readily accessible switch on ( ❑Complies ;Requirement will be met. 403.1.1 ;Programmable thermostats ;❑Complies ;Requirement will be met. [FI1213 'heaters for swimming pools or [: ❑Does Not [FI9]2 :installed for control of primary ❑Does Not :permanent in-ground spas. :Location on plans/spec: ;Switch operation does not ❑Not Observable ,11 heating and cooling systems and :Location on plans/spec: P equirements will be met. ;initially set by manufacturer to ;❑Not Observable Requirements will be met. change heater thermostat ❑Not Applicable �� C :code specifications. ;❑Not Applicable ,setting. Heater circuit breaker is j fG� AR installed independent of switch. 5 W. S' 403.1.2 ;Heat pump thermostat installed ❑Complies ;Requirement will be met. ; [FI10]2 I on heat pumps. ❑Does Not Gas fired heaters equipped with Location on plans/spec: ;ignition pilots that are not ❑Not Observable ; ;continuously burning pilots. ; j < ,Requirements will be met. sn ❑Not Applicable ; 403.10.2 {Timer switches or other ❑Complies ;Requirement will be met. 403.5.1 ;Circulating service hot water ❑Complies ;Requirement will be met. [F[19]3 automatic preset schedule ❑Does Nott [FIJI]2 systems have automatic or t ❑Does Not control method are installed on ;Location on plans/spec: Location on plans/spec: heaters and pumps serving pools `❑Not Observable ,R / ' ;accessible manual controls. :Requirements will be meet. '* s` ❑Not Observable Requirements will be met. and permanent ❑Not Applicable ppQ3t7,49, , ❑Not Applicable ; r ��--- Q 1 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3) 1 High Impact(Tier 1) 12 Medium Impact(Tier 2) 3 Low Impact(Tier 3) w Project Title: North Fork West Report date: 09/25/20 Project Title: North Fork West Report date: 09/25/20 Data filename: Page 7 of 9 Data filename: Page 8 of 9 Section Plans Verified Field Verified # Final Inspection Provisions Value Value ,Complies? Comments/Assumptions & Req.ID 2018 I E C C Energy 403.10.3 ";Outdoor heated pools and ;❑Complies ;Requirement will be met. [F120]3 outdoor permanent spas have a ` a❑Does Not ■ ■ n/+ ■ ;vapor retardant cover. ;Location on plans/spec: E� 0C�e11V� Ce ■� 'Ce INr ❑Not Observable Requirements will be met. ❑Not Applicable 404.1 ;90%or more of permanent ;❑Complies ;Requirement will be met. [F161' :fixtures have high efficacy lamps. ;❑Does Not Location on plans/spec: '❑Not Observable Above-Grade Wall .2r + . Requirements will be met. ❑Not Applicable 3.00 404.1.1 ;Fuel gas lighting systems have " ;❑Complies :Exception: Requirement is [FI23]3 no continuous pilot light. ;❑Does Not not applicable. Below-Grade Wall 0.00 principal architect TK 1 ❑Not Observable Location on plans/spec: Floor 38.00 project manager CG ❑Not Applicable ;Requirement not applicable. Ceiling / Roof 50.00 drawn by ER,JF 401.3 !Compliance certificate posted. ❑Complies ;Requirement will be met. [F17]2 ; J❑Does Not j Ductwork (unconditioned spaces): NL ❑Not Observable Not Applicable .. w �, Checked by QC '❑ 303.3 ;Manufacturer manuals for ❑Complies :Requirement will be met. Window 0.29 0.38 job no. 13054.06 [FI18]3 mechanical and water heating ❑Does Not :systems have been provided. ❑Not Observable ; Door 0.33 0.34 date 09/28/2020 ❑Not Applicable Additional Comments/Assumptions: Heating System: Cooling System: revisions: Water Heater: R"pIR11111" Name: Date• Comments no. date by PERMIT SET 09/28/2020 ENERGY CODE - RESCHECK 1 High Impact(Tier 1) 2 1 Medium Impact(Tier 2) 3 Low Impact(Tier3) Project Title: North Fork West Report date: 09/25/20 Data filename: Page 9 of 9 0.5 1 3 4 4.3 5 5'-6" 19'-0" 20'-0" 20'-10" 7'-4" 16-10" 6'-0" 18'-0" 15'-0" = E I CO All 00 0 o C O y C O 7 N � cocoLO 3 CN co LO c- I ROOM SCHEDULE - CRAWL SPACE I • ROOM NUMBER ROOM NAME AREA �/ •ed � M C LOWER LEVEL UNOCCUPIED/UNCONDITIONED }- 001 IBASEMENT 1549 SF Z 002 1 CRAWL SPACE 1498SF Z 003 1 CRAWLSPACE 1225 SF O 2273 SF < 90 Q W co ed- 4 �O a N M d° u— W N CD = Q O I I CRAWLLO I I SPACE O c � 002 a Z U) 5'.0„ d. � I F1 I I I I I I n d W1 2 d TYP A4.00 ea. °ad — — — — — — — I — — — — • — — — — — — p 9�F 054g -�p4 I „.. a M .6 _ I ' I8` ° Q • A A3.01 2 1 A3.01 I O F1 ,' I BASEM ENT I I I I 'a 001 � I .d I 2 A3.10 q I d N 117 N I I I I I LUNCONDITIONED SPACE A4.00 I principal architect TK I I project manager CG drawn by ER,JF NL d checked by QC I I job no. 13054.06 4 ' a date 09/28/2020 _ _ a CD 001.1 ? revisions: -a CRAWLSPACE 003 J WALL-SWITCH-CONTROLLED 1151-0" LIGHTING OUTLET PER A 2020 RESIDENTIAL CODE NYS, SECTION E3903.3 a 5'-6" a 5'-10" 714" 5'-0" I a _ RECESS FOR TUB ABOVE;COORD no. date by I ,`= I I ELEVATION W/TUB DIMENSIONS 00 PERMIT SET — — - — — — 09/28/2020 M / \ 2 = I I I o z I A3.00 o� o LOWER LEVEL W = PLAN O J� LOWER LEVEL PLAN SCALE: 1/4" = 1'-0" d• A2mOO 0.5 1 T7f-10" - - - - - - - - - - - -151.01 - - - - - - 3 4 4.3 5 6'-0" � - - - 6'-9' - - - - - 3'5' - - - - 20'-10" T-4" 16-10" oo ¢ E I � � CO 1 I I 5o 'v A3.10 I I � c y W2 P y CHASE - o 111 m E I 'sLO CO � o rn o BBQ L0 � N W2 W2 I + I ROOM SCHEDULE - MAIN LEVEL LEGEND 108.1 EXTENT OF TRELLIS ROOM NUMBER ROOM NAME AREA SD SMOKE AND CARBON MONOXIDE DETECTOR OVERHEAD W2 {� I MAIN LEVEL I • �� CO NTER I INTERIOR I CONDITIONED NOTES: O A3 A3 101 LIVING 949 SF cY) BANQUETTE I LOCATION O 102 BEDROOM 948 SF �PATIO STORAGE KITCHEN I PATIO 103 BATHROOM Redundant Room 1.COMBINATION SMOKE/CO/NATURAL GAS ALARMS SHALL BE INSTALLED IN EACH PATIO AT GRADE 115 108 104 I 112 SLEEPING AREA AND WITHIN 15FT OF THE ENTRY TO AFOREMENTIONED SLEEPING } 0 0 104 KITCHEN 293 SF AREA. Z 105 PDR 22 SF 2.SMOKE ALARMS SHALL BE INSTALLED AT THE HIGHEST CEILING LEVEL WITHIN Z 106 CLOSET Redundant Room SLEEPING AREA.FOR SLEEPING AREAS WITH A LINEAR DIMENSION OF GREATER 0 108.2 F 1 THAN 16FT,THE VISUAL NOTIFICATION APPLIANCE SHALL BE LOCATED WITHIN 16FT OF THE PILLOW IN ACCORDANCE WITH NFPA 72,SECTION 18.5.4.6.3. -- F3 � 107 ENTRY 69 SF � Q P3 I 108 STORAGE 66 SF 3.SMOKE ALARMS MOUNTED ON WALL SHALL BE LOCATED NOT FARTHER THAN 12 < 109 WC 15 SF INCHES FROM THE ADJOINING CEILING SURFACE IN ACCORDANCE WITH NFPA 72, W SECTION 29.8.3.3, I-- I 110 SHWR 22 SF 4.SMOKE ALARMS SHALL NOT BE INSTALLED WITHIN A 36 INCH HORIZONTAL PATH Q SINK I I{ 111 CHASE 2 SF I FROM A DOOR TO A BATHROOM CONTAINING A SHOWER OR TUB IN ACCORDANCE W � P3 I 2387 SF WITH NFPA 72,SECTION 29.8.3.4. EXTERIOR INTERCONNECTION 0 Q N ch O 0 RE . 112 PATIO 1311 SF 1.THE SMOKE DETECTORS SHALL BE INTERCONNECTED IN SUCH ch I A MANNER THAT O P3 113 PATIO 568 SF THE ACTIVATION OF ONE DETECTOR WILL ACTIVATE ALL OF THE DETECTORS IN THE N INDIVIDUAL UNIT. Z O - - - - - - E. { - W3 I 114 PATIO 303 SF = Q 00 115 PATIO 351 SF RA GE/ I 2533 SF _ Ln OV N I Grand total 4919 SF " 0 F- O00 U OUTDOOR D a-OZZ � (A sHWR I; PDR P3 � - I N 105 L - I W2 I� T-8" WALL-SWITCH-CONTROLLED W. - --- , , -- LIGHTING OUTLET PER 2 � 107.2 107.1 2020 RESIDENTIAL CODE NYS, 94.00 W2 ENTRY W2 I SECTION E3903.3 f 12'-0" W2 I Ito 107 I 65'-4„ II I 3 I o PATIO AT GRADE 030549 © ✓ y �F NES i I PATIO AT GRADE i W2 TV I C� { A3.01 2 I 3 1 93.01 I r- EXTENT OF TRELLIS PATIO AT GRADE O A I OV D PATIO BEDROOM DOUBLE-SIDED CLOSET I LIVING II PATIO 0 II (DIAD102 CASEWORK 106 101 I 113 2 93.10 i o FIREPIT TV F3 F3 I F3 F1 N I 0' I O 2 0 � — EXTENT OF TRELLIS - 1 I OVERHEAD 94.00 I I I I F1 I principal architect TK 16-0" -6112" 4'-6" I 3'-2' project manager ager drawn by ER,JF NL checked by QC job no. 13054.06 date 09/28/2020 - - - - - - - cr W2 N 3'-8" 6'-10" I PATIO AT GRADE revisions: III/ INFRARED W2 3 SAUNA 109 ISI —�-- WC w2 109 � " H 21 x30 I I L _ _ - j W2 3 9.117/2021 P€RMIT BATHROOM 103 TIONS 1 8/6/2021 PERMIT CORRECTIONS P2 M VANITY/ O no. date by I 1 P3 I 1 1 i 1 SHWR -- - i 1 110 PERMIT SET I 1 I I I I -- - TUB 09/28/2020 o. th i � H 2 0 �2 I i I I Z o� I 93.00 b 2 q OUTDOOR GARDEN SHOWER ��`� MAIN LEVEL PLAN ' MAIN LEVEL PLAN " SCALE: 1/4 = 1'-0" I I I I A2m10 0.5 1 TT-10" 3 T 4.3 5 6'-0" F ' - - - 6'-9n - - - - - 35- - - - - - - - - - - - - - - - - - -15'-0" - - - - - - - - 20'-10" T-4" 16'-10" 0 o I � v2m'O A3.10 I I co C W2 c o y ° +21.5 +21. j CHASE M N U L 0 111 r co +21.5 +21.5 M CN Eco CD BBQ O cn N W2 W2 + I ----- ROOM SCHEDULE - MAIN LEVEL LEGEND 108.1 �- EXTENT OF TRELLIS ROOM NUMBER ROOM NAME AREA SD SMOKE AND CARBON MONOXIDE DETECTOR OVERHEAD W2 I MAIN LEVEL � CO NTER I INTERIOR I CONDITIONED NOTES: O 101 LIVING 949 SF co BANQUETTEI �� 102 BEDROOM 948 SF LOCATION O D I STORAGE KITCHEN I D 103 BATHROOM Redundant Room 1.COMBINATION SMOKEICOINATURAL GAS ALARMS SHALL BE INSTALLED IN EACH r SLEEPING AREA AND WITHIN 15FT OF THE ENTRY TO AFOREMENTIONED SLEEPING �- 115 108 104 112 104 KITCHEN 293 SF AREA. Z I I I 105 PDR 22 SF 2.SMOKE ALARMS SHALL BE INSTALLED AT THE HIGHEST CEILING LEVEL WITHIN Z 106 CLOSET Redundant Room SLEEPING AREA.FOR SLEEPING AREAS WITH A LINEAR DIMENSION OF GREATER 0 108,2 F1 THAN 16FT,THE VISUAL NOTIFICATION APPLIANCE SHALL BE LOCATED WITHIN 16FT W F3 OF THE PILLOW IN ACCORDANCE WITH NFPA 72,SECTION 18.5.4.6.3.107 ENTRY 69 SF I"- P3 108 STORAGE 66 SF 3.SMOKE ALARMS MOUNTED ON WALL SHALL BE LOCATED NOT FARTHER THAN 12 U) Q 109 WC 15 SF INCHES FROM THE ADJOINING CEILING SURFACE IN ACCORDANCE WITH NFPA 72, W SECTION 29.8.3.3. F- I I 110 SHWR 22 SF 4,SMOKE ALARMS SHALL NOT BE INSTALLED WITHIN A 36 INCH HORIZONTAL PATH Q I I SINK I I 111 CHASE 2 SF FROM A DOOR TO A BATHROOM CONTAINING A SHOWER OR TUB IN ACCORDANCE W P3 I 2387 SF WITH NFPA 72,SECTION 29.8.3.4. - 17 . EXTERIOR INTERCONNECTION R 0 Q I RE 112 DECK 1311 SF 1.THE SMOKE DETECTORS SHALL BE INTERCONNECTED IN SUCH A MANNER THAT co O O 0 A P3 - - - - i 1 113 DECK 568 SF THE ACTIVATION OF ONE DETECTOR WILL ACTIVATE ALL OF THE DETECTORS IN THE LL � N Z INDIVIDUAL UNIT. O - W3 I 114 DECK 303 SF Q o II 115 1 DECK 1351 SFr- '` - RANGE/ 2533 SF OVEN I Grand total 4919 SF0a 0 M f" _ o ®®®® U OUTDOOR ppR I a z r (A SHWR 105 P3 i - N F1057 I I L - I I I <W>2 P3 - - - - - ii I I - R I I 3'-8" WALL-SWITCH-CONTROLLED EDGE OF DECK LIGHTING OUTLET PER +21,5 +21,5 I F 1071 2020 RESIDENTIAL CODE NYS, <1 YA401 +21,5 +21,W2ENTRY W2SECTION E3903.3107 65,x" I 12'-0" W2 I17 - - - - - - - -- - - - I If SD +21.5 +21.5 J 102.1 Al W2 \ TV I \ 106 +21.5 1+21.5 I f 0 I I ,3.01 2 I I r- EXTENT OF TRELLIS OVERHEAD I ' D CK I BEDROOM DOUBLE-SIDED CLOSET I LIVING I D K0Rc 114 102 CASEWORK 106 101 I A3.1 I I o N I I FIREPIT TV F3 F3 I F3 I I F1 f I 21'-6" 0305A9 ,C 0 = TRELLI ( 0' — 1 =RHEAD AD z A4.00 I F1 I principal architect TK 16'-0" '-61/2" 4'-6" 3'-2' I project manager CG drawn by ER,JF _ I NL / I checked by QC I � job no. 13054.06 102.2 SD I date 09/28/2020 +21.5 - - - ---- y yI 21.5 +21.5 -- - +213— - -- - - P3 17 revisions: N r A W2 3-8, n 6-10n INFRARED W2 109 SAUNA W2 - _ WC +20 109 L0 2 +12 I � -1"x30"- - � I +20 W2 2 91712021 PERMIT BATHROOM CORRECTIONS 103 1 8/6/2021 PERMIT +19 CORRECTIONS 2 P3 VANITY I PF3 ° +13 no. date by I 1 � � ' : ' : I I I 1 / 1 i SHWR +18 i 110 +18 PERMIT SET +14 -- - - - - - - - - - - - - - - - - - - - - - - - - - - 09/28/2020 - o TUB A - - J 2 +17 I o +15 A3.00 W 2 OUTDOOR GARDEN RETAINING WALL BELOW RETAINING WALL BELOW o SHOWER °� MAIN LEVEL PLAN MAIN LEVEL PLAN � I 2 TOW SCALE. 1/4" - 1 0 I , - - - - - - - - +24.5 +21.5 +21.5 +21.5 0.5 51-6" 119'-0" 2 20'-0" 3 20'-10" 4 7,.4" 4.3 16-10" 5 8 I I I 700 C iCO 0 r C C O C O y YC O u C3 j LO 03 _ .._-- - — — — — I— — i — — — — — — — E - � CD DS I ui C0 r t I I I I I I • .�. M I I i I I Z Z VJ Q >W Q Wcc) R1 STL&WD TRELLIS 4 p N Q r- GUTTER _ SLOPE ' O 00 N 1:12 Z o I I I Qo ry Lf) o 00 CL Zct r- cn I I I I I I 14'-0" 7-8" �FtED AR �,� cti STL CANOPY Won— h` 1 . itI 054 -(�Q I OF NS I I I I WW o- a J o - R1 co W .- <�R2> 4 ' N �— ROOF 0/EXTERIOR SPACE I I I T i � I i I � � I � principal architect TK i project manager CG i I drawn by ER,JF NL � I � checked y Q job no054.06 I ( I date 09/28/2020 DS I DS GUTTER revisions: I I GUTTER SLOPE I SLOPE 1:12 I 1:12 I I I I I I I I I I � R1 GUTTER I GUTTER I I I no. date by I 1 I I I I I . 1 I I I I ROOF 0/EXTERIOR SPACE PERMIT SET ' , — — — — — - — — — — — — — — — — — — — — — — — — B 09/28/2020 SLOPE SLOPE _ 1:12 I 1:12 I OLu tis 4 ROOF PLAN I ah ROOF PLAN C,, SCALE: 1/4"= V-0" IA2020 O Q E O O D q .- v ,Lm 5 0 CO « O) Y C C C O y Y ,t O O �7 N to L LO d' O co U) CO � j f0 U N r � t M O C5 1 2 3 4 (44.3 5 - z z ROOF O 33 2° U) ¢ - - — - -- - - -- — ---- — - - -- -- J - -- - -- - -- — - - - — — — — — — �_ B 0 STL 321- ¢ STRUCT STL W/HIGH PERFORMANCE COATING a0 O / / oN LL, CLERESTORY - - - } - - - - - - - - o - 301-011 - 0 O o M i LJL N 2 to v �J.. O co ¢ O WD SIDING _ 0 I O � CL Z cn 103.1 213 211 209 0 TSG f 204 ` � O O SG SG SG 1 SG MAIN LEVEL — - - - - - - - - - - - — — — — — — — — — — — — — — — — — — — — 11— — — — — 21'-6„ AV EXISTING G DE ZCONCRETE 21' -0" - - — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — - - - - - - - - - - - - - - - - - - RETAINING WALL CRAWL SPACE ` EXISTING GRADE AT BUILDING FACE PROPOSED GRADE AT BUILDING FACE CRETAININGWAILL - � — — — LOVWER LEVEL — — F-0-o-1.1 ` - — — — — —�— — — — — — — — — — — �r- SOUTH ELEVATION 10'-9" 2 SCALE: 1/4" = 1'-0" AtC ¢ 1 T�, 030SAS yO/ 3 1 0.5 OF NE`N 220 STRUCT STL W/HIGH STL FRAMED PERFORMANCE COATING WDOS-TYPROOF - - — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — - - - Z33' 61/2„ principal architect TK project man ro' ager CG — — — — — — — — — - -- - - - - --- - — — B.0. TL by — drawn ER,JF 321-6" NL STRUCT STL W/HIGH _ — — — — — — — — _ — — — —�� — /� — — // — / — O — — / — — — PERFORMANCE COATING w CLERESTORY checked by QC — 30'-0" job no. 13054.06 J ` I date 09/28/2020 WD SIDING M F- x CD revisions: 201 101.1 SG ' SG SG SG ` I MAIN LEVEL — — — — — — — — — — — — — — — — — — — — — — — — — — - - - - - - - - - - - BBQ — — — — — — — — VG EXISTING GRADE 21'-0" 2 917/2021 PERMIT CORRECTIONS no. date by — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — I — — — — — — — — — CRAWL SPACE 15'-0" PERMIT SET — — — LOWER LEVEL— — 09/28/2020 ELEVATIONS DNORTH � EV�AT�IONL SCALE. 1/4 = 1 -0 8 2) o � (n C C O CO y Yr C O 0 -3 N CD W) O co t0 to Cl) N r t E D C B A rn co F - - — — — — — — — — — — — — — — — — - - - - - - - - - — — — — — — — — — — - - - — — — — — — — — — — — — — - - - - - - - - - - - - — — - - — - - - - - - - - - - - — - - - - - — - 3 '-61/211 } ' I B 0 STL � Z -- — — ) 321-611 O STRUCT STL W1 HIGHQ I II O o -PERFORMANCE CO—ATIN _ -- --- I 2222 --/-- - --III — I —I — -------- - ---------�'' —w'=J_— -------- - — ------- CLERESTORY S0 TO_S RT Y L - O � Fc�RQ 3� Eo COO�LW>�L�L L. 4 co❑7 0'-0o F LO WD SIDING O LL n0 rUN ZO r 077. SG SG 10S8G SG MAIN LE (Cn — — — — — — — — — — — — — — — — — — 6 LINE OF PROPOSED GRADE AVG EXISTING GRADE AT FACE OF BUILDING 21'-0° 2 CRAWL SPACE LOWER LEVEL SCETEVATON R A B C D E 050 OF N ROOF 36112 principal architect TK project manager CG drawn byER,JF L32'-6" STRUCT STL WNL PERFORMANCE COATI checked by QCCLERE TORY 0 job no. 13054.06 301 -011 STRUCT STL W/HIGH date 09/28/2020 ALUM FRAMED PERFORMANCE COATING WINDOW-TYP 0W revisions: A2 `'10SG SG MAIN LEVEL — — — — — — — — — — — — — — — — — — — — — — — — — WD SIDING 211 AVG EXISTING GRADE RETAINING WALL7 211-O„ 2 917/2021 PERMIT LINE OF PROPOSED GRADE CORRECTIONS no. date by 2 CRAWL SPACE 151-01' PERMIT SET — — — — — — — — — — — — — — — — — — — — — — — — — — — LOWER ILEVEL 09/28/2020� 0 V 101- 11 ELEVATIONS EAST ELEVATION SCALE: 1/4" = 1'-0" A3mOl OC Q E 0 o 8. CO y.: 0) Y (n C C C O N Y ,c O O W to et 'o to m to tOtj N r � t 0.5 1 2 3 4 4.3 5 ROOF rn M — -- 33'- 61/2" T - - -� L - --- - -� �_ � � B 0*SZ 32'-6" - - - - — - - --- - - - - - - ' - - - - - - - - - - - CLERESTORY 30'-0" W 2 I Q I ' I { q a W ap , -N BEDROOM CLOSET �, LIVING O O 102 106 OD 101 u- � N Z8 I Q O M Ln , - MAIN LEVEL {{ U 01 11-1 I 9 U 17 21 a cn , f i BASEMENT � 0 I 001 I a, CRAWL SPACE : ji151-011 UNCONDITIONED SPACE i LOWER LEVEL , i _ 10 9 , Li I • 1 , 2 ).E-lEl LOOKING NORTH SCALE. 0 W. N E D C B 305h9 UP NE ROOF __. ._ L,L- `7 33'-61/2" principal architect TK B.O.STL project manager CG - - - - - - - - - - -- -- - --- - _ -- __.- - -- --- --- ----- I ( - - 32f 611 drawn by ER,JF NL i _ - - - _ - - - - - - _ _ - - - E r CLERESTORY checked b QC I , y 30'-0. job no. 13054.06 ' date 09/28/2020 KITCHEN' CLOSET BATHROOM 104 106 103 a „ revisions: � III PCOL TO BE FILED UNDER SEPERATE PERMIT ' I IMAIN LEVEL I 21' - 6 l t F. I I I I 1. CRAWL SPACE BASEMENT a` PERMIT 002 001 „ 021 CORRECTIONS CRAWLSPACE 2 9/7/2 003 L`. no. date by 1 CRAWL SPACE , F 15 0 .i , , PERMIT SET LOWER LEVEL r-, i. I . 0 - 1 9 _ 09!28/2020 { , SECTIONS N-S SECTION LOOKING EAST -0 00 Q E C 8 ,. •�r .LM o Cl) C O Cy O 0 N C O N t0 LLO +-� � gO (0 CO L N r � t M r Z O U) Q W Q Lu 00 Q N O 0A LL � N U) T Z 0 O_ Lorn o O 0 � D 4 CL Z CO 'GRED ARG I I w STLCANOPY ` - - - - 9 030549 yp - - OF NEIN ROOF � 32'-01/22" - „ . B.O.STL HH/ ------------------- SURFACE MOUNT TRACK LIGHT EXPOSED TIMBER JOISTS EXPOSED TIMBER JOISTS STL CHANNEL PER STRUC W/STL ANGLE SHELF— — — — — - - - - - - - - - — — — — — — - - - - - - - -CLERESTORYIlk 28'-611 STL COL BEYOND PER STRUC - SLIDING WINDOW WALL 1 LIVING PATIO LIVING 101 112 101 1 principal architect TK project manager CG drawn by ER,JF F1 F3 checked by QC F1 job no. 13054.06 _ — — MAIN LEVE date 09/28/2020 ° d d 201—p11 ode _ revisions: ° III=III=111=III-111� _ _ IE 1 GENERAL NOTES STRUCTURAL STEEL(CONTINUED) ENGINEERED WOOD PRODUCTS SPECIAL INSPECTIONS(IBC 2018) 1. ALL STRUCTURAL WORK SHALL BE COORDINATED WITH ARCHITECTURAL AND MECHANICAL DRAWINGS 8. SHOP PAINT EXTERIOR EXPOSED STEEL MEMBERS,STEEL MEMBERS NOT ENCASED IN CONCRETE OR 1. WOOD I-JOISTS: PROVIDE ENGINEERED WOOD I-JOISTS, SIZES AND SERIES AS SHOWN,AS 1. INSPECTIONS SHALL BE PERFORMED BY A TESTING AGENCY PROVIDED BY T AND SE TALL CONFORM TO THE PROJECT SPECIFICATIONS, INCLUDING THE 2020 NYS RESIDENTIAL CODE. SPRAY FIREPROOFED,AND ALL STEEL MEMBERS AT THE EXTERIOR WALL WITH TNEMEC V10-99 OR MANUFACTURED BY WEYERHAEUSER OR APPROVED EQUALANSTALL IN STRICT COMPLIANCE WITH THE FOLLOWING ITEMS: HE OWNER FOR THE ALL GOVERNING STANDARDS LISTED IN THESE NOTES SHALL BE THE EDITION REFERENCED IN THIS APPROVED EQUAL EXCEPT FOR MEMBERS TO BE HOT DIPPED GALVANIZED. MANUFACTURER'S STANDARD RECOMMENDATIONS AND DETAILS, INCLUDING CONSTRUCTION BRACING, A. INSPECTION OF FABRICATORS(IBC 1704.2.5) GOVERNING CODE. 9. FIELD PAINT ALL EXTERIOR EXPOSED MEMBERS WITH TNEMEC V530 OMNITHANE OR APPROVED EQUAL. MINIMUM BEARING LENGTHS,WEB STIFFENERS, SQUASH BLOCKS, BLOCKING, KNOCK-OUTS AND HOLES, B. STEEL CONSTRUCTION (IBC 1705.2) CO N E 2. CONTRACTOR SHALL PROVIDE TEMPORARY SHORING, BRACING,AND SHEETING AND SHALL MAKE SAFE 10. LINTELS SHALL BE INSTALLED OVER ALL OPENINGS IN MASONRY WALLS AS FOLLOWS: ETC. a. STRUCTURAL STEEL(IBC 1705.2.1) CO a? ALL FLOORS, ROOFS,WALLS,AND ADJACENT PROPERTY AS PROJECT CONDITIONS REQUIRE.SHORING 2. RIM BOARDS: PROVIDE CONTINUOUS 1-1/4"THICK RIM BOARDS,TIMBERSTRAND LSL AS MANUFACTURED 1. STRUCTURAL STEEL WELDING (AISC 360,AWS D1.1) :3o 'v 0 AND SHEETING SHALL BE DESIGNED BY A REGISTERED PROFESSIONAL ENGINEER LICENSED IN THE BY WEYERHAEUSER OR APPROVED EQUAL. INSTALL IN COMPLIANCE WITH THE MANUFACTURER'S PROJECT JURISDICTION, HIRED BY THE CONTRACTOR,WHO SHALL SUBMIT SHOP DRAWINGS AND MASONRY LINTELS LINTEL RECOMMENDATIONS AT THE PERIMETER OF ALL FLOOR PLATFORMS. 2. HIGH STRENGTH BOLTS(AISC 360) rn c C. CONCRETE CONSTRUCTION (IBC 1705.3,TABLE 1705.3) � o � CALCULATIONS FOR THE OWNER'S REVIEW. 3. LOCK-DECK GLUE-LAMINATED DECKING TO BE DOUG FIR, SIZED AS SHOWN ON DRAWINGS. INSTALL a. MATERIALS TESTS(IBC 1705.3.2,TABLE 1705.3) O rn - 3. THE CONTRACT DRAWINGS AND SPECIFICATIONS ARE COMPLEMENTARY.THESE NOTES HIGHLIGHT 4'-0"OR LESS L4x3-1/2x5/16 LLV DECK USING RANDOM LENGTH CONTINUOUS(RLC)METHOD AND FASTEN TO LUMBER MEMBERS b. POST-INSTALLED ANCHORS (IBC TABLE 1705.3,ACI 318 CHAPTER 17) cYi s RATHER THAN REPLACE THE SPECIFICATIONS CONTAINED IN THE PROJECT MANUAL. ACCORDING TO MANUFACTURER'S GUIDELINES.CANTILEVERED OVERHANGS TO BE FREE OF END- D. WOOD CONSTRUCTION (IBC 1705.5) 4'-1"to T-0" L6x3-1/2x5/16 LLV JOINTS PER MANUFACTURER. FOLLOW ALL MANUFACTURER'S SPECIFICATIONS. E. SOILS(IBC 1705.6,TABLE 1705.6) ul FOUNDATIONS F. FABRICATED ITEMS(IBC 1705.10) o CD 1. BUILDING FOUNDATIONS SHALL BEAR ON UNDISTURBED SOIL HAVING A MINIMUM BEARING CAPACITY OF A. 3-1/2"LEGS ARE HORIZONTAL. FRAMING LUMBER G. SPECIAL INSPECTIONS FOR WIND RESISTANCE(IBC 1705.11) L C° 6000 PSF AS SPECIFIED IN THE GEOTECHNICAL ENGINEERING REPORT BYAKRF ENGINEERING, DATED B. PROVIDE ONE ANGLE FOR EACH 4"OF WALL THICKNESS. a. WIND-RESISTING COMPONENTS(IBC 1LOCA .3) �' N 1. ALL FRAMING LUMBER WORK SHALL CONFORM TO THE FOLLOWING GOVERNING STANDARDS: 2. STRUCTURAL OBSERVATIONS REQUIRED BY THE LOCAL JURISDICTION AND IBC 1704.5 SHALL BE + C. PROVIDE L5x5x5/16 ANGLES FOR 6"THICK WALLS AND PARTITIONS WITH OPENINGS UP TO 6'-0"• PERFORMED BY A REGISTERED DESIGN PROFESSIONAL PROVIDED BY THE OWNER. STRUCTURAL JUNE 3, 2016.ADEQUACY OF BEARING STRATUM SHALL BE VERIFIED IN FIELD PRIOR TO PLACING A. AMERICAN WOOD COUNCIL"WOOD FRAME CONSTRUCTION MANUAL FOR ONE-AND TWO-FAMILY CONCRETE.ALL NECESSARY ADJUSTMENTS TO THE BOTTOM OF FOOTINGS TO BE REVIEWED AND D. PROVIDE MINIMUM 6"BEARING AT EACH END. DWELLINGS" OBSERVATIONS SHALL BE THE VISUAL OBSERVATION OF THE STRUCTURAL SYSTEM FOR GENERAL '-4"SHALL BE FIREPROOFED. APPROVED BY THE STRUCTURAL ENGINEER OF RECORD. E. LINTELS OVER 6 B. AMERICAN WOOD COUNCIL"NATIONAL DESIGN SPECIFICATION FOR WOOD CONFORMANCE TO THE APPROVED CONSTRUCTION DOCUMENTS. 2. DO NOT PLACE BACKFILL AGAINST BASEMENT WALLS UNTIL ALL FLOORS BRACING THESE WALLS ARE IN 11. SHOP AND ERECTION DRAWINGS SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR REVIEW CONSTRUCTION","NDS SUPPLEMENT: DESIGN VALUES FOR WOOD CONSTRUCTION",AND 3. TESTING AGENCY FOR THE INSPECTIONS SHALL FILE ALL APPROPRIATE FORMS WITH THE BUILDING PLACE AND HAVE ATTAINED THEIR 28-DAY STRENGTH. AND APPROVAL. NO FABRICATION OF STEEL SHALL COMMENCE WITHOUT APPROVED SHOP "SPECIAL DESIGN PROVISIONS FOR WIND AND SEISMIC". DEPARTMENT. _ 3. ALL EXTERIOR FOOTINGS SHALL BE PLACED A MINIMUM OF 3'-0"BELOW FINAL GRADE. DRAWINGS. 2. FRAMING LUMBER SHALL HAVE EACH PIECE GRADE STAMPED, SHALL BE SURFACED DRY(EXCEPT 4. CONCRETE SHALL BE POURED IN DRY EXCAVATIONS.CONTRACTOR SHALL NOTE SOIL AND WATER 12. PROVIDE MECHANICALLY GALVANIZED BOLTS FOR EXTERIOR APPLICATIONS. STUDS,WHICH SHALL BE KILN DRIED)AND SHALL CONFORM TO THE FOLLOWING SPECIES AND GRADES: CONDITIONS AS SHOWN BY BORINGS INCLUDED IN THE REFERENCED GEOTECHNICAL SUBSURFACE A. ROOF RAFTERS AND JOISTS: DOUGLAS FIR-LARCH SELECT STRUCTURAL M INVESTIGATION REPORT(S)AND DEPTHS OF FOOTING AS SHOWN ON FOUNDATION PLANS. STEEL DECK B. BEAMS, GIRDERS AND HEADERS: DOUGLAS FIR-LARCH#1, SPRUCE PINE FIR#1, OR HEM FIR#1 rn C. STUDS AND PLATES: DOUGLAS FIR-LARCH STUD GRADE, SPRUCE PINE FIR STUD GRADE, OR HEM r' CONCRETE 1. STEEL DECKING WORK SHALL CONFORM TO THE AISI NORTH AMERICAN "SPECIFICATION FOR THE DESIGN FIR STUD GRADE } OF COLD-FORMED STEEL STRUCTURAL MEMBERS." 3. TIMBER LUMBER SHALL CONFORM TO THE FOLLOWING SPECIES AND GRADES: Z 1. ALL CONCRETE WORK SHALL CONFORM TO THE FOLLOWING GOVERNING STANDARDS: 2. STEEL DECKING UNITS AND ACCESSORY ITEMS SHALL BE FORMED FROM STEEL SHEETS CONFORMING A. POST AND TIMBER: DOUGLAS FIR-LARCH#1, SPRUCE PINE FIR#1,OR HEM FIR#1 A. AMERICAN CONCRETE INSTITUTE(ACI)"BUILDING CODE REQUIREMENTS FOR CONCRETE"(ACI 318) TO ASTM A1008 OR A653 WITH A MINIMUM YIELD STRENGTH OF 33,000 PSI. BEFORE FORMING,THE STEEL B. BEAMS AND STRINGERS: DOUGLAS FIR-LARCH#1, SPRUCE PINE FIR#1, OR HEM FIR#1 Z B. ACI COLLECTION, LATEST EDITION SHEET SHALL RECEIVE A HOT DIP GALVANIZED COATING CONFORMING TO ASTM A653, GRADE 90. 4. PRESERVATIVE-TREATED WOOD: PROVIDE TREATED LUMBER COMPLYING WITH ACQ-D(CARBONATE). O 3. STEEL DECKING SHALL BE SHORED AS REQUIRED BY PLANS OR BY SPAN AND LOAD CONDITIONS TO COPPER AZOLE(CA-B OR SODIUM BORATE SBX DOT WITH NaS10/2 AT ALL LUMBER IN CONTACT WITH Q C. CONCRETE REINFORCING STEEL INSTITUTE(CRSI)"MANUAL OF STANDARD PRACTICE" )� ( (DOT) ) 2. ALL CONCRETE COMPOSITE ON METAL DECK SHALL BE LIGHT WEIGHT CONCRETE WITH A MINIMUM SUPPORT WET WEIGHT OF CONCRETE AND ALL CONSTRUCTION LOADS. CONCRETE OR MASONRY, OR AS OTHERWISE INDICATED ON ARCHITECTURAL OR STRUCTURAL W COMPRESSIVE STRENGTH OF 3,000 PSI AT 28 DAYS, UNLESS OTHERWISE NOTED. 4. THE SIDE LAPS OF ADJACENT UNITS SHALL BE FASTENED BY APPROVED METHOD (TO BE SHOWN ON DRAWINGS.ACZA TREATMENT IS NOT PERMITTED.TREATED LUMBER AND/OR PLYWOOD SHALL BEAR 3. ALL OTHER CONCRETE SHALL BE NORMAL WEIGHT CONCRETE WITH A MINIMUM COMPRESSIVE SHOP DRAWINGS) BETWEEN SUPPORTS,AT INTERVALS TO PROVIDE SUFFICIENT DIAPHRAGM STRENGTH THE LABEL OF AN ACCREDITED AGENCY SHOWING 0.40 PCF RETENTION.WHERE LUMBER AND/OR STRENGTH OF 5,000 PSI AT 28 DAYS, UNLESS OTHERWISE NOTED. TO MAINTAIN BUILDING ALIGNMENT AND TO SUSTAIN LOCAL CONSTRUCTION LOADS WITHOUT PLYWOOD IS CUT OR DRILLED AFTER TREATMENT,THE TREATED SURFACE SHALL BE FIELD-TREATED Q DISTORTION OR SEPARATION, MAXIMUM SPACING SHALL BE T-0"BETWEEN SUPPORT BEAMS. END LAPS WITH COPPER NAPTHENATE(THE CONCENTRATION OF WHICH SHALL CONTAIN A MINIMUM OF 2% LLJ 4. REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO ASTM A615, GRADE 60 OR A775 EPDXY � 00 COATED WHEN CALLED OUT ON PLAN. REINFORCING STEEL SHALL BE DETAILED ACCORDING TO THE ACI OF SHEETS SHALL BE A MINIMUM OF 2 INCHES. COPPER METAL)BY REPEATED BRUSHING, DIPPING, OR SOAKING UNTIL THE WOOD ABSORBS NO MORE N "DETAILS AND DETAILING OF REINFORCEMENT" (ACI 315). 5. EXCEPT AS OTHERWISE NOTED, DECK SHALL BE ATTACHED TO STRUCTURAL STEEL BY 3/4"0 FUSION PRESERVATIVE. REFER TO NOTES 2 AND 3 FOR SPECIES AND GRADE OF TIMBER, UNLESS OTHERWISE O Q " WELDS AN AND AT NOTED ON PLAN. ' 5. REINFORCING STEEL TO BE WELDED CONFORM ASTM GRADE 60. @ 12"ON CENTER AT END AND INTERIOR SUPPORTS PERPENDICULAR TO THE DECK SP5. ALL WOOD FRAMING INCLUDING DETAILS FOR BRIDGING, BLOCKING, FIRE STOPPING, ETC., SHALL U- W N 6. WELDED WIRE REINFORCEMENT(W.W.R.)SHALL CONFORM TOO ASTM A1064,WITH A MINIMUM YIELD EDGE AND INTERIOR SUPPORTS PARALLEL TO THE DECK SPAN. WELDS MAYBE OMITTED IN RIBS IN STRENGTH OF 65,000 PSI. WHICH SHEAR CONNECTORS ARE TO BE APPLIED, EXCEPT THAT EACH DECK SECTION SHALL HAVE CONFORM TO THE"NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION"AND ITS = Z o 7. COORDINATE SIZE AND LOCATION OF ALL OPENINGS AND PIPE SLEEVES WITH ALL OTHER DISCIPLINES. SUFFICIENT WELDS TO ADEQUATELY SECURE THE DECK, BRING THE DECK INTO DIRECT CONTACT WITH SUPPLEMENTS AND SHALL BE INSTALLED IN ACCORDANCE WITH THE NFPA"MANUAL FOR HOUSE Q o MINIMUM CONCRETE BETWEEN SLEEVES SHALL BE 6". THE SUPPORTING STEEL AND TO PROVIDE SUFFICIENT DIAPHRAGM STRENGTH TO MAINTAIN BUILDING FRAMING"OR THE GOVERNING LOCAUSTATE BUILDING CODE. 2 , 8. ALL GROUT SHALL BE NONSHRINK WITH A MINIMUM COMPRESSIVE STRENGTH OF 5000 PSI. ALIGNMENT. 6. FASTENING SHALL BE IN ACCORDANCE WITH THE MOST RESTRICTIVE OF THE GOVERNING LOCAUSTATE u7 9. MINIMUM CONCRETE COVER FOR REINFORCING STEEL IN CAST-IN-PLACE NON-PRESTRESSED MEMBERS 6. AS AN ALTERNATE TO PUDDLE WELDS FOR STEEL DECK ATTACHMENT TO STRUCTURAL STEEL, HILTI X- BUILDING CODE AND THE MANUFACTURER'S RECOMMENDED FASTENING SCHEDULES. HSN-24 OR X-ENP-19 POWDER ACTUATED FASTENERS, OR AN APPROVED EQUAL, WITH EQUIVALENT OR 7. ALL FLUSH FRAMED CONNECTIONS SHALL BE MADE WITH APPROVED GALVANIZED STEEL JOIST OR ARCHITECTURALLY EXPOSED STRUCTURAL STEEL(AFBs)CATEGORY MATRIX o O U SHALL BE AS FOLLOWS: GREATER CAPACITY TO THE SPECIFIED ATTACHMENT MAY BE USED. PRIOR TO INSTALLATION,THE BEAM HANGERS, MINIMUM 18 GAUGE, INSTALLED ACCORDING TO MANUFACTURER'S a z `- W RECOMMENDATIONS. A. ALL CONCRETE CAST AGAINST AND PERMANENTLY IN CONTACT WITH GROUND:3" CONTRACTOR SHALL SUBMIT ALTERNATE FASTENING PATTERN TO THE ENGINEER OF RECORD FOR Category AESS 2 AESS 1 SSS B. ALL CONCRETE EXPOSED TO WEATHER OR IN CONTACT WITH GROUND: a. 2"(#6 THROUGH#18 BARS) REVIEW AND APPROVAL. SUBMITTAL SHALL INCLUDE PROPOSED ALTERNATE PATTERN AND ANY 8. WHERE FRAMING LUMBER IS FLUSH FRAMED TO MICROLLAM, STEEL OR FLITCH-PLATE GIRDER, SET Feature b. 1-1/2" #5 BAR,W31 OR D31 WIRE,AND SMALLER CALCULATIONS OR SUPPORTING MANUFACTURER DATA NEEDED TO DEMONSTRATE THAT THE PATTERN THESE GIRDERS 1/2"CLEAR(MIN.)BELOW TOP OF FRAMING LUMBER,TO ALLOW FOR SHRINKAGE. Id Characteristics Elements not in Basic Elements Standard ( ) MEETS OR EXCEEDS THE CAPACITY OF THE SPECIFIED ATTACHMENT. 9. STUD BEARING WALLS ARE TO BE 2x4 @ 16"ON CENTER AT THE INTERIOR AND 2x6 16"ON CENTER AT close view Structural Steel C. NOT EXPOSED TO WEATHER.OR IN CONTACT WITH GROUND: THE EXTERIOR, UNLESS NOTED OTHERWISE ON PLAN. @ 1.1 Surface preparation to SSPC-SP 6 a. SLABS,JOISTS,AND WALLS: 7. POWDER ACTUATED FASTENERS SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURER'S 10. ALL RAFTERS AND JOISTS SHALL ALIGN DIRECTLY WITH STUDS BELOW.WHERE REQUIRED, INSTALL ' • 1-1/2"(#14 THROUGH#18 BARS) RECOMMENDATIONS. CONTRACTOR SHALL BE CERTIFIED AND TRAINED BY THE MANUFACTURER'S 2 Sharp 3/4"(#11 BAR AND SMALLER) REPRESENTATIVE ON PROPER USE PRIOR TO INSTALLATION. ADDITIONAL STUDS. 1. p ed es g ground smooth b. BEAMS, COLUMNS, PEDESTALS,AND TENSION TIES(STIRRUPS,TIES, SPIRALS, HOOPS,AND 8. PRIOR TO FABRICATION,THE CONTRACTOR SHALL SUBMIT SHOP DRAWINGS FOR THE STEEL DECKING 11. LAP ALL PLATES AT CORNERS AND AT INTERSECTION OF PARTITIONS. 1.3 Continuous weld appearance - PRIMARY REINFORCEMENT): 1-1/2" SHOWING DECK GAUGE, SIZE,AND LAYOUT AS WELL AS CLOSURE CONDITIONS,WELDS TO SUPPORTS 12. STAGGER ALL TOP AND BOTTOM PLATE SPLICES A MINIMUM OF 32 INCHES. 1.4 Standard structural bolts 10. SHOP DRAWINGS SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR REVIEW AND APPROVAL. NO AND SIDE LAP DETAILS. 13. USE DOUBLE STUDS @ ENDS OF WALL AND ENDS OF WALL OPENINGS. 1.5 Weld spatters removed CONCRETE WORK SHALL COMMENCE WITHOUT APPROVED SHOP DRAWINGS. 9. ALL REINFORCED OPENINGS IN STEEL DECK SHALL BE INSTALLED BY STEEL DECK SUBCONTRACTOR. 14. AT THE ENDS OF ALL BEAMS, HEADERS AND GIRDERS PROVIDE A BUILT UP OR SOLID POST WHOSE 2.1 Visual samples optional 11. CLEAN AND ROUGHEN TO 1/4"AMPLITUDE ALL EXISTING CONCRETE SURFACES TO RECEIVE NEW STEEL DECK SUBCONTRACTOR TO PROVIDE REINFORCING AS PER TYPICAL DETAILS. WIDTH IS AT LEAST EQUAL TO THE WIDTH OF THE MEMBER IT IS SUPPORTING AND WHOSE DEPTH IS 4" tolerances p CONCRETE PRIOR TO PLACEMENT. 10. AT STEEL DECK WITHOUT CONCRETE FILL THE FOLLOWING MAY BE ATTACHED WITHOUT SPECIFIC (NOMINAL)AT INTERIOR WALLS AND 6"(NOMINAL)AT EXTERIOR WALLS, UNLESS OTHERWISE NOTED. 2.2 One 12. SEE OTHER DRAWINGS IN THIS PROJECT FOR SIZE AND LOCATIONS OF EQUIPMENT PADS, INSERT AND APPROVAL OF THE STRUCTURAL ENGINEER:ACOUSTICAL TILE AND GYPSUM BOARD CEILING ONLY; NO 15. USE DOUBLE TRIMMERS AND HEADERS AT ALL FLOOR OPENINGS WHERE BEAMS ARE NOT DESIGNATED. 2.3 Fabrication standard fabrication cation marks not apparent EMBED ITEMS. PIPING, DUCTING OR CONDUIT. MAXIMUM CEILING WEIGHT=3.5 PSF. MAXIMUM WIRE HANGER LOAD=60 16. PROVIDE CROSS BRIDGING AT A MAXIMUM OF 8'-0"ON CENTER. 2.4 Welds uniform and smooth 17. BUILT UP BEAMS LESS THAN 8"DEEP SHALL BE SPIKED TOGETHER WITH (2) 16d NAILS @16"ON CENTER. Notes: PRIOR TO CONCRETE PLACEMENT."WET-SETTING"OF EMBEDDED ITEMS ISS NOT PERMITTED. 11. WHERE SUSPENSION OF HANGER WIRES ARE REQUIRED BY OTHERS,VERIFY AND COORDINATE 13. REINFORCING DOWELS,WATER STOPS,AND OTHER EMBED ITEMS SHALL INSTALLED AND SECURED LES. BUILT UP BEAMS GREATER THAN 8"DEEP SHALL BE SPIKED TOGETHER WITH (3) 16d NAILS @16"ON 1.1 Prior to blast cleaning,grease and oil are removed by solvent cleaning to meet SSPC-SP1. LOCATIONS, PATTERNS, SPACING, ETC.WITH THE APPROPRIATE TRADE. DRILL OR PUNCH HOLES AT CENTER. 1.2 Rough surfaces are deburred and ground smooth.Sharp edges resulting from flame cutting,grinding and BOTTOM OF DECK FLUTES OF SUFFICIENT SIZE TO PASS SUPPORT WIRES.WIRE SUPPORTS SHALL BE 18. WHERE THERE IS NO PLYWOOD WALL SHEATHING, PROVIDE DIAGONALS AT ALL EXTERIOR CORNERS OF especially shearing are softened. STRUCTURAL STEEL LOOPED AND SECURED WITH A MINIMUM OF THREE(3)TIGHT TURNS AROUND A MINIMUM 1-1/2"x 12" STUD WALLS AT EACH FLOOR. (1x4 BRACES LET INTO STUDS AND NAILED AT EACH STUD CROSSING 1.3 Intermittent welds are made continuous,either with additional welding,caulking or body filler.For LONG FURRING CHANNEL OR NO.3x12"LONG REINFORCING BAR CENTERED ABOVE THE HOLE AND LAID WITH(2)10d NAILS.) corrosive environments,all joints are seal welded.Seams of hollow structural sections are acceptable as 1. ALL STRUCTURAL STEEL WORK SHALL CONFORM TO THE FOLLOWING GOVERNING STANDARDS: IN THE DECK FLUTES. 19. CHIMNEYS: ALL STUDS FOR CHIMNEY FRAMING TO BE CONTINUOUS FROM ATTIC FLOOR LEVEL UP. produced. A. AISC 360"SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS". CHIMNEY SHALL BE FACED WITH 1/2"APA GRADED FIRE-RETARDANT PLYWOOD GLUED&SCREWED TO 1.4 All bolt heads in connections are on the same side,as specified,and consistent from one connection to B. AISC 303"CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES". STUDS.WHERE WALLS EXCEED 4'-0" IN WIDTH, INSTALL DIAGONAL METAL BRACING AT INSIDE FACE OF another. C. AMERICAN WELDING SOCIETY(AWS D1.1)"STRUCTURAL WELDING CODE-STEEL". CHIMNEY AT ALL FOUR WALLS. 1.5 Weld spatter,slivers,surface discontinuities are removed.Weld projection'up to 1/16 In.(2 mm)is D. RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS (RCSC)"SPECIFICATION FOR STRUCTURAL POST-INSTALLED ADHESIVE AND MECHANICAL ANCHORS 20. WHERE CANTILEVERED BEAMS ARE INDICATED,THE FAR CONNECTOR SHALL BE CAPABLE OF acceptable for butt and plug welded joints. JOINTS USING HIGH-STRENGTH BOLTS"' 1POST INSTALLED ANCHORAGE SHALL BE INSTALLED BY QUALIFIED PERSONNEL PER THE RESISTING AN UPLIFT OF 1000 LBS. MINIMUM, UNLESS NOTED OTHERWISE. 2.1 Visual samples are either a 3-D rendering,a physical sample,"a first-off inspection,a scaled mock-up or a . 2. ALL STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING ASTM SPECIFICATIONS: 21. NO NEW OR EXISTING JOISTS SHALL BE CUT OR NOTCHED WITHOUT APPROVAL. full-scale mock-up,as specified in the contract documents.,. MANUFACTURER'S PRINTED INSTALLATION INSTRUCTIONS(MPII),AS INCLUDED IN THE ANCHOR A. WIDE FLANGE BEAMS,COLUMNS,AND STRUCTURAL TEES:ASTM A992. 22. FOR HEADERS NOT CALLED OUT ON PLAN: 2.2 These tolerances are one-half of those for standard structuraisteel as specified"in this Code. B. HOLLOW STRUCTURAL SECTIONS:ASTM A500,GRADE C. PACKAGING,TO INTACT BASE MATERIAL. INSTALLATION OF ANCHORS SHALL BE CARRIED OUT BY AN 2.3 Members markings during the fabrication and erection processes are not visible. C. STRUCTURAL PIPE SECTIONS:ASTM A53, GRADE B. INSTALLER TRAINED TO INSTALL THE SPECIFIED ANCHORS. NOTIFY ENGINEER OF RECORD PRIOR TO WOOD HEADER SCHEDULE D. CHANNELS,ANGLES,AND PLATES:ASTM A36 UNLESS OTHERWISE NOTED. INSTALLATION IF BASE MATERIAL CONDITION DEVIATES FROM STRUCTURAL DRAWINGS OR HEADER , OF �� E. BOLTED CONNECTIONS SHALL BE PER ASTM F3125.GRADES ARE TO BE SELECTED AS FOLLOWS: ASSUMPTIONS AND CONDITIONS OF THE MPII.ALL HOLES SHALL BE DRY AND HAMMER DRILLED UNLESS ROUGH OPENING WIDTH a. STANDARD BEAM TO BEAM/GIRDER:ASTM F3125, GRADES A325, F1852,A490 OR F2280 BOLTS IN OTHERWISE NOTED,AND ALL CONCRETE BASE MATERIAL TO RECEIVE ADHESIVE ANCHORS SHALL HAVE 2x4 WALL 2x6 WALL - �� )- SNUG-TIGHTENED JOINTS(3/4"DIAMETER MINIMUM WITH HARDENED WASHERS). A MINIMUM AGE OF 21 DAYS. -0" (2)2x6 (3)2x8 <, ^;RICk LESS THAN T 2. INSTALLATION OF ADHESIVE ANCHORS IN A HORIZONTAL OR UPWARDLY INCLINED ORIENTATION AND NOTE: BASED ON TABLE 10.1 OF AISC 303-16 b. BEAM/GIRDER TO COLUMN CONNECTIONS,COLUMN SPLICES AND BOLTS EXPERIENCING TENSION LOADS (UNLESS OVERSIZED OR SLOTTED HOLES ARE USED, IN WHICH CASE SLIP- SUPPORTING A SUSTAINED TENSION LOAD SHALL BE PERFORMED BY A CERTIFIED ADHESIVE ANCHOR T-1"TO 4'-0" (2)2x8 (3)2x8 INSTALLER.CERTIFICATION SHALL INCLUDE WRITTEN AND PERFORMANCE TESTS IN ACCORDANCE WITH CRITICAL JOINTS SHALL 13E USED):ASTM F3125, GRADES A325, F1852,A490 OR F2280 BOLTS IN THE ACI/CRSI ADHESIVE ANCHOR INSTALLER CERTIFICATION PROGRAM OR APPROVED EQUAL. PRIOR 4'-1"TO 6'-0" (2)2X10 (3)2x10 PRETENSIONED JOINTS (3/4" DIAMETER MINIMUM WITH HARDENED WASHERS). _ TO THE COMMENCEMENT OF INSTALLING ANCHORS PROVIDE OWNER AND ENGINEER OF RECORD WITH 6'-1"TO 8'-0" (2)2x12 (3)2x12 c. MOMENT CONNECTIONS AND BRACED FRAME CONNECTIONS:ASTM F3125, GRADES A325, DOCUMENTED CONFIRMATION THAT ALL OF THE CONTRACTOR'S PERSONNEL WHO INSTALL F1852,A490 OR F2280 BOLTS IN SLIP CRITICAL JOINTS (3/4" DIAMETER MINIMUM WITH HARDENED WASHERS). FAYING SURFACES SHALL BE CLASS A UNLESS OTHERWISE NOTED. HORIZONTAL OR UPWARDLY INCLINED ADHESIVE ANCHORS SUPPORTING SUSTAINED TENSION LOADS OVER 8'-0" SEE PLANS SEE PLANS d. PER AISC 341,ALL BOLTS SHALL BE INSTALLED AS PRETENSIONED HIGH STRENGTH BOLTS ARE TRAINED AND CERTIFIED. pSStiO�a� AND MEET THE REQUIREMENTS FOR SURFACE PREPARATION FOR SLIP CRITICAL A. OVERHEAD ADHESIVE ANCHORS MUST BE INSTALLED USING THE PISTON PLUG SYSTEM NOTE: CONNECTIONS WITH CLF�SS A SLIP COEFFICIENT OR HIGHER.THE AVAILABLE SHE=AR SPECIFIED BY THE MPII AND PRODUCED BY THE CORRESPONDING MANUFACTURER FOR THE --- STRENGTH OF BOLTED JOINTS USING STANDARD HOLES SHALL BE CALCULATED AS THAT FOR ANCHOR SYSTEM BEING INSTALLED. PROVIDE(1)JACK STUD FOR SPANS LESS THAN 4'-0". BEARING TYPE JOINTS. 3. EXISTING REINFORCING BARS IN THE STRUCTURE MAY CONFLICT WITH SPECIFIC ANCHOR LOCATIONS. PROVIDE(2)JACK STUDS FOR SPANS FROM 4'-1"TO 8'-0". REINFORCING BARS SHALL NOT BE CUT WITHOUT THE WRITTEN APPROVAL OF THE ENGINEER OF PROVIDE(3)JACK STUDS FOR SPANS OVER 8'-0". principal architect TK F. ANCHOR RODS: ASTM F1554, GRADE 36. RECORD. UNLESS NOTED ON THE DRAWINGS THAT THE EXISTING REBARS CAN BE CUT THE G. STRUCTURAL STEEL NOTED TO BE STAINLESS STEEL SHALL BE ASTM A276 STAINLESS STEEL TYPE CONTRACTOR SHALL REVIEW THE EXISTING STRUCTURAL DRAWINGS AND SHALL UNDERTAKE TO 23. ALL LIGHT-GAUGE HANGERS SUPPORTING PRESERVATIVE TREATED WOOD SHALL MEET OR EXCEED project manager CG 316L[304L], UNLESS NOTED OTHERWISE. LOCATE THE POSITION OF THE REINFORCING BARS BY A MEANS APPROVED BY THE ENGINEER OF G185(1.85 OZ OF ZINC PER SQUARE FOOT).ALTERNATIVELY STAINLESS STEEL CONNECTIONS MAY BE drawn by DF H. ALL STAINLESS STEEL BOLTS SHALL CONFORM TO ASTM F593 GRADE B8/B8M FOR TYPE 304/316, RECORD. USED. FASTENERS SHALL MATCH THE HANGER FINISH AND MATERIAL. RESPECTIVELY,TO MATCH MATERIAL JOINED. 4. ANCHOR CAPACITY IS DEPENDENT UPON SPACING BETWEEN ADJACENT ANCHORS, PROXIMITY OF 24. WHERE JOIST ORIENTATION IS PARALLEL TO EXTERIOR STUD OR FOUNDATION WALLS, PROVIDE FULL- Author I. ALL STAINLESS STEEL NUTS SHALL CONFORM TO ASTM F594 GRADE 8/8M FOR TYPE 304/316, ANCHORS TO EDGE OF CONCRETE,AND EMBEDMENT DEPTH INTO THE SUBSTRATE. INSTALL ANCHORS SECTION BLOCKING FOR 3 BAYS 4' " RESPECTIVELY,TO MATCH BOLT MATERIAL. @ -0ON CENTER MAXIMUM WHERE SHEATHING IS NOT checked by Checker IN ACCORDANCE WITH SPACING, EDGE CLEARANCES,AND EMBEDMENT DEPTHS INDICATED ON THE CONTINUOUSLY FASTENED TO TOP OR BOTTOM OF JOIST. PROVIDE 18 GA x 1-1/2"x V-0"(MINIMUM)FLAT 3. STEEL CONNECTION SHALL BE STANDARD AISC FRAMED BEAM CONNECTIONS,AND SHALL BE SELECTED DRAWINGS. TENSION STRAP BETWEEN ALIGNED BLOCKING MEMBERS. job no. 13054.06 OR COMPLETED BY AN EXPERIENCED STEEL DETAILER UTILIZING LRFD LOADS AND PROCEDURES. 5. UNLESS OTHERWISE INDICATED, POST INSTALLED ANCHORAGE SHALL BE ADHESIVE TYPE HILTI HIT-HY 25. ALL SILL PLATES SHALL BE PRESSURE TREATED AND ANCHORED TO FOUNDATION WALLS WITH 1/2" A. UNLESS OTHERWISE NOTED ON PLAN, PROVIDE CONNECTIONS BASED ON MINIMUM SHEAR 200-R INTO CONCRETE OR HILTI HIT-HY 270 INTO BRICK MASONRY, GROUT FILLED CMU OR UNGROUTED DIAMETER HEADED ANCHOR BOLTS(ASTM F1554)@ 4'-0"ON CENTER AND WITHIN 12"OF ALL SILL date 09/28/2020 CAPACITY REQUIREMENTS IN THE FOLLOWING TABLE. CMU BASE MATERIAL. PROVIDE MESH SCREEN IN UNGROUTED CMU, UNREINFORCED MASONRY PLATES SPLICES. (MINIMUM 7"EMBED.) - CONSTRUCTION,AND BRICK MASONRY WITH HOLES OR VOIDS. MINIMUM SHEAR CAPACITY REQUIREMENTS 6. SUBSTITUTION REQUESTS FOR ALTERNATE ANCHORAGE PRODUCTS SHALL BE SUBMITTED TO ENGINEER OF RECORD FOR REVIEW AND APPROVAL PRIOR TO USE.THIS SHALL INCLUDE BEAM DEPTH MIN. SHEAR MANUFACTURER PRODUCT DATA AND CALCULATIONS DEMONSTRATING THAT THE PROPOSED revisions: (NOMINAL) CAPACITY LRFD SUBSTITUTE CAN ACHIEVE THE PERFORMANCE VALUES OF THE SPECIFIED PRODUCT.ANCHOR (Kips) CAPACITY USED IN DESIGN SHALL BE BASED ON THE TECHNICAL DATA PUBLISHED BY THE MANUFACTURER OR SUCH OTHER METHOD AS APPROVED BY THE ENGINEER OF RECORD. 8", 10" 24 SUBSTITUTIONS WILL BE EVALUATED BY THEIR HAVING AN ICC-ES EVALUATION REPORT SHOWING 12", 14" 42 COMPLIANCE WITH THE RELEVANT BUILDING CODE, SEISMIC USE, LOAD RESISTANCE, INSTALLATION 16" 62 CATEGORY,AND AVAILABILITY OF MPII.ADHESIVE ANCHOR EVALUATION WILL ALSO CONSIDER CREEP, IN-SERVICE TEMPERATURE AND INSTALLATION TEMPERATURE AND MUST PROVIDE INFORMATION ON 18" 78 THESE ITEMS. SUBSTITUTION REQUESTS FOR ALTERNATE PRODUCTS MUST BE APPROVED IN WRITING 21" 88 BY THE ENGINEER OF RECORD PRIOR TO USE. 24",27" 108 30" 126 33" 142 WOOD STRUCTURAL PANEL SHEATHING 36" 155 1. PROVIDE STRUCTURAL I PLYWOOD SHEATHING WITH BOND CLASSIFICATIONS APPROPRIATE TO THE no. date by 4011+ 165 END USE:"EXTERIOR"(PERMANENT EXPOSURE), OR"EXPOSURE I"(CONSTRUCTION EXPOSURE ONLY) 2. FLOOR SHEATHING: NOM. 3/4"THICK T&G PLYWOOD(48/24 SPAN RATING),APA STURD-I-FLOOR, OR m_. _._.- ADVANTECH SUBFLOOR. S. REINFORCING IS TO BE PROVIDED AT CONNECTIONS WHERE CUTS REDUCE THE SHEAR OR 3. ROOF SHEATHING: NOM. 3/4"THICK T&G PLYWOOD (48/24 SPAN RATING). MOMENT CAPACITY BELOW THAT REQUIRED TO SUSTAIN THE REACTION. FLANGES AND WEBS 4. WALL SHEATHING (STANDARD: NOM. 1/2"THICK PLYWOOD (32/16 SPAN RATING). 1 ARE TO BE REINFORCED WHERE THE LOCAL CAPACITY TO SUSTAIN CONNECTION LOADS ARE 5. WALL SHEATHING (BEHIND SLATE,CLAY TILE, OR MASONRY VENEER): NOM.3/4"THICK PLYWOOD(48/24 PERMIT SET INADEQUATE. SPAN RATING). C. CONNECTIONS SHALL BE DESIGNED FOR SHEAR AND ECCENTRICITY, CONSIDERING THAT THE 6. USE PLY CLIPS OR OTHER EDGE SUPPORT AS REQUIRED FOR PLYWOOD SHEATHING. CONNECTIONS ARE AN EXTENSION OF THE BEAMS AND GIRDERS. 7. LEAVE 1/16"SPACE AT ALL PLYWOOD PANEL END JOINTS AND 1/8"SPACE AT ALL PANEL EDGE JOINTS. 09/28/2020 4. MINIMUM WELD SIZE IS 1/4" FILLET UNLESS NOTED OTHERWISE. 8. UNLESS NOTED OTHERWISE,WALL SHEATHING SHALL BE FASTENED TO FRAMING WITH 8d COMMON 5. ALL BEAMS EXCEPT CANTILEVER BEAMS SHALL BE FABRICATED AND INSTALLED WITH NATURAL CAMBER NAILS @ 4"ON CENTER AT EACH SHEET PERIMETER AND 12"ON CENTER ELSEWHERE. PROVIDE 2x6 UP.CANTILEVER BEAMS SHALL BE FABRICATED AND INSTALLED SO THAT NATURAL CAMBER RAISES BLOCKING AT ALL FREE EDGES. CANTILEVER END. 9. UNLESS NOTED OTHERWISE, ROOF SHEATHING SHALL BE FASTENED TO FRAMING WITH 8d COMMON 6. FIELD CUTTING OR BURNING OF STEEL IS PROHIBITED EXCEPT WITH THE EXPRESS WRITTEN APPROVAL NAILS @ 6"ON CENTER AT EACH SHEET PERIMETER AND 6"ON CENTER ELSEWHERE. OF THE STRUCTURAL ENGINEER OF RECORD. (IN WHICH CASE ALL BURNING OF STEEL MUST CONFORM 10. ALL FLOOR SHEATHING SHALL BE GLUED AND SCREWED TO FLOOR JOISTS USING AN APA APPROVED GENERAL TO THE THERMAL CUTTING REQUIREMENTS OF AISC AND AWS) ADHESIVE AND#8 SCREWS @ 6"ON CENTER AT EACH SHEET PERIMETER AND 12"ON CENTER 7. WELDING SHALL BE PERFORMED BY CERTIFIED,AWS-QUALIFIED WELDERS.WELDING ELECTRODES FOR ELSEWHERE, UNLESS NOTED OTHERWISE. STRUCTURAL CARBON STEEL SHALL BE AWS 5.1, CLASS E70XX. FOR ASTM A572 GRADE 50 KSI PLATE USE ELECTRODE � L �l NOTES E7018 OR APPROVED EQUAL.WELDING ELECTRODES FOR ASTM A276 STAINLESS STEEL,TYPE 304, SHALL D CONFORM TO AWS A5.4 FOR SHIELDED METAL ARC WELDING, ELECTRODE CLASS E308; OR AWS A5.9 FOR GAS METAL ARC WELDING, ELECTRODE CLASS ER308.WELDING ELECTRODES FOR ASTM A276 TYPE 316L �� 021 STAINLESS STEEL SHALL CONFORM TO AWS A5.4 FOR SHIELDED METAL ARC WELDING, ELECTRODE CLASS E316;OR AWS A5.9 FOR GAS METAL ARC WELDING, ELECTRODE CLASS ER316.WELDING 17S0001 ELECTRODES FOR JOINING STAINLESS STEEL TO CARBON STEEL SHALL CONFORM TO ELECTRODE CLASS n hU3 .DT14r ' E309/ER309 LEGEND aQ E STANDARD ABBREVIATIONS rn '9o 'v rn ADD'/_ ADDITIONAL ENGR. ENGINEER NO. NUMBER STANDARD ABBREVIATIONS FOR WOOD STRUCTURES rn Y ADJ. ADJACENT E.O.R. ENGINEER OF RECORD N.S. NEAR SIDE CONCRETE FOOTING, GRADE BEAM, OR PILE CAP COLUMN ABOVE/BELOW , U o 0 A/E DESIGN TEAM OF RECORD EQ. EQUAL N.T.S. NOT TO SCALE NO. NUMBER ,°n r' o ALT. ALTERNATE E.S. EACH SIDE N.W. NORMAL WEIGHT N.S. NEAR SIDE r-----I #'-#" TOP OF SLAB ELEVATION m co � ANCH. ANCHOR E.W. EACH WAY O.C. ON CENTER ACT. ACTUAL L----J WALL OR CONCRETE BEAM BELOW co APPROX. APPROXIMATE/APPROXIMATELY EXP. EXPANSION O.D. OUTSIDE DIAMETER GLULAM GLUE LAMINATED TIMBER ARCH. ARCHITECT/ARCHITECTURAL EXT. EXTERIOR O.F. OUTSIDE FACE LSL LAMINATED STRAND LUMBER °' co N FDN. FOUNDATION OPNG. OPENING LVL LAMINATED VENEER LUMBER CONCRETE WALL # -# SPOT ELEVATION rn aa) o BLDG. BUILDING � � N BM. BEAM FIN. FINISH OPP. OPPOSITE NOM. NOMINAL B.O. BOTTOM OF FLR. FLOOR PC. PIECE PSL PARALLEL STRAND LUMBER OPENING IN SLAB + BOT. BOTTOM FRMG. FRAMING P/C PRECAST P.T. PRESERVATIVE TREATED WOOD SHEAR WALL BRG. BEARING F.S. FAR SIDE PED. PEDESTAL R.O. ROUGH OPENING BSMT. BASEMENT FT. FEET PERP. PERPENDICULAR SQ. SQUARE O WOOD CONSTRUCTION CONNECTOR BY SIMPSON CANT. CANTILEVER FTG. FOOTING PL. PLATE T&G TONGUE&GROOVE CONCRETE COLUMN CFS COLD FORMED STEEL GA. GAGE PLF POUNDS PER LINEAR FOOT STRONG-TIE.SEE CONNECTION SCHEDULE ON S_ SERIES FOR ADDITIONAL INFORMATION C.I.P. CAST IN PLACE GALV. GALVANIZED PREFAB. PREFABRICATED • �'� C.J. CONTRACTION JOINT G.B. GRADE BEAM PSF POUNDS PER SQUARE FOOT 1130 STEEL COLUMN CLG. CEILING HDR. HEADER PSI POUNDS PER SQUARE INCH M CLR. CLEAR HGR. HANGER P-T POST-TENSIONED F-## FRAMING ELEVATION/WALL ELEVATION � CMU CONCRETE MASONRY UNIT HORIZ. HORIZONTAL REINF. REINFORCE(D)/REINFORCEMENT • WOOD TIMBER COLUMN, SEE PLAN FOR SIZE COL. COLUMN H.P. HIGH POINT REQ'D REQUIRED COLUMN LINE T (X)"d"LVL (X) PLY 1-3/4"x DEPTH, "d"2.0E MICROLLAM LVL, � COMP. COMPOSITE HT. HEIGHT REV. REVISION -__-___ CON . CONCRETE HVAC HEATING,VENTILATION,& SCHED. SCHEDULE SEE PLANS AND TYPICAL DETAILS Z C CONST. CONSTRUCTION AIR CONDITIONING SECT. SECTION - WOOD JOIST I.D. INSIDE DIAMETER S.I.F. STEP IN FOOTING L- - - - WOOD CONSTRUCTION CONNECTOR BY LE ON SN Z CONT. CONTINUOUS # STRONG-TIE. SEE CONNECTION SCHEDULE ON S6.00 � COORD. COORDINATE/COORDINATION I.F. INSIDE FACE SLBB SHORT LEGS BACK-TO-BACK 11 7/8"TJI @ X"O.C. SERIES FOR ADDITIONAL INFORMATION C) Q CONTR. CONTRACTOR I.J. ISOLATION JOINT SIM. SIMILAR _ _ - 117/8"TJI 360 AT X"SPACING AS NOTED.SEE W COTR CONTRACT OFFICER'S INFO INFORMATION S.O.G. SLAB ON GRADE TECHNICAL REPRESENTATIVE INT. INTERIOR SPEC. SPECIFICATION TYPICAL DETAILS FOR MORE INFORMATION ® KEYNOTE CTR. CENTER JT. JOINT SQ. SQUARE DF 10.75"@ 24 O.C. � ~ 3"x10 3/4"ACTUAL DIMENSION DOUG FIR SELECTQ DBL. DOUBLE K KIP S.S. STAINLESS STEEL L- - - - - �# REVISION W ap DEMO DEMOLITIONI/DEMOLISH LB. POUND STD. STANDARD STRUCTURAL SAWN LUMBER JOISTS AT 24 O.C. MAX. SEE S1.21 FOR MEMBER LOCATIONS cV DIA. DIAMETER L.L. LIVE LOAD STIFF. STIFFENERQ T- DIAL. DIAGONAL LLBB LONG LEGS BACK-TO-BACK STLSTEEL BEAM . STEEL [## -##] BOTTOM OF FOOTING ELEVATION RELATIVE TO DATUM 0O p M DIM. DIMENSION LLH LONG LEG HORIZONTAL S.W. SHORT WAY D.L. DEAD LOAD LLV LONG LEG VERTICAL SYM. SYMMETRIC <#A -## > TOP OF FRAMING ELEVATION RELATIVE TO DATUM = Z o DN. DOWN L.P. LOW POINT T&B TOP&BOTTOM STEEL BRACING U) Q O DTL. DETAIL L.W. LIGHTWEIGHT TEMP. TEMPORARY/TEMPERATURE ry -##"} � {##' TOP OF PIER ELEVATION RELATIVE TO DATUM DWG(S) DRAWING(S) L.W. LONG WAY THK. THICK(NESS) WP# 0U-) Z> STEEL BEAM PENETRATION (SEE DETAIL) O DWL. DOWEL MAS. MASONRY T.O. TOP OF CBP_ STEEL COLUMN BASE PLATE, SEE SCHEDULE& DETAILS a z cc 0 EA. EACH MAX. MAXIMUM TR. TRANSFER E.F. EACH FACE MECH. MECHANICAL TYP. TYPICAL BENT STEEL FRAMING E.J. EXPANSION JOINT MEP MECH., ELECT., PLUMBING, U.N.O. UNLESS NOTED OTHERWISE F_ CONCRETE SPREAD FOOTING, SEE SCHEDULE&DETAILS EL. ELEVATION &FIRE PROTECTION VERT. VERTICAL ( - SHEAR CONNECTION ELEC. ELECTRICAL MFR. MANUFACTURER W/ WITH GB_ CONCRETE GRADE BEAM, SEE SCHEDULE& DETAILS ELEV. ELEVATOR MIN. MINIMUM W.P WORK POINT EMBED. EMBEDMENT MISC. MISCELLANEOUS W.W.R. WELDED WIRE REINFORCEMENT oil MOMENT CONNECTION P_ CONCRETE PIER, SEE SCHEDULE& DETAILS E.O. EDGE OF M.O. MASONRY OPENING # NUMBER/SIZE N.F. NEAR FACE 0 DIAMETER RW_ RETAINING WALL, SEE SCHEDULE& DETAILS N.I.C. NOT IN CONTRACT STEEL BEAM WALL PLATE CONNECTION (SEE DETAIL) RWF_ RETAINING WALL FOOTING, SEE SCHEDULE & DETAILS S.O.G. SLAB ON GRADE(SEE SCHEDULE) W_ CONCRETE WALL, SEE SCHEDULE & DETAILS WF_ WALL FOOTING,SEE SCHEDULE&DETAILS 1577 STEP IN SLAB SW_ WOOD SHEAR WALL, SEE SCHEDULE&DETAILS 3/4"DOUG-FIR STRUCTURAL-I PLYWOOD SHEATHING, T&G ON TOP OF 2"NOMINAL DOUG FIR LOCK-DECK TONGUE AND GROOVE WOOD FLOORING (17/16" ACTUAL THICKNESS).OPEN ARROWS INDICATE SPAN DIRECTION OF T&G. LONG DIMENSION OF PLYWOOD TO BE PERPENDICULAR TO SPAN DIRECITON DESIGN LOADS AND FACTORS STRUCTURAL STEEL FRAMING KEY NYS RESIDENTIAL 2020 AS MODIFIED BY LOCALITY # OF SHEAR STUDS. - CAMBER I FLOOR LOAD DATA ROOF LOAD DATA WIND LOAD DATA SEE TYPICAL DETAIL LIVE LOAD TYPE VALUE(PSF) ROOF LIVE LOAD TYPE VALUE(PSF) PARAMETER VALUE REACTION FACTORED TOP OF STEEL ELEVATION OF N--v`) TYP.FLOOR LIVE ULTIMATE WIND (FACTORED) RELATIVE TO DATUM O LOAD(U.N.O.) 40 UNOCCUPIED 20 SPEED 130 MPH �Q�� 1 k'" 0.f1 - MOMENT DECK 60 WIND EXPOSURE C CONNECTION t}' SHEAR � V=40k CONNECTION C `2*!-,• .AFL MECHANICAL/ M=80k-ft W18X40[35] c=1 1/4" r STORAGE 75 RISK CATEGORY II H \ f ----7 ! 1 r..i=rJ CONSTRUCTION DEAD ROOF DEAD ENCLOSURE FULLY � o ,a LOAD TYPE VALUE(PSF) LOAD TYPE VALUE(PSF) CLASSIFICATION ENCLOSED Y Y x ^� c4 c� r� 8487$ STEEL BEAMS 5 STEEL BEAMS 5 INTERNAL PRESSURE +/-18 SLOPE DOWN rSt SFr=s;:.�o, COEFFICIENT Gcpi Til JOISTS+ ROOF JOISTS+ STEEL BRACED 5 5 LATERAL SYSTEM NOTE: SHEATHING SHEATHING FRAMES TERAZZO TOPPING INSULATION AND NOTE THAT PER SECTION R202 OF THE NYSRC, SEE GENERAL NOTES FOR SPECIFIC MINIMUM CONNECTION REQUIREMENTS. principal architect TK 35 10 THE SITE IS LOCATED IN A WINDBORNE DEBRIS project manager CG SLAB WATERPROOFING REGION.THEREFORE,PER SECTION R301.2.1.2,ALL pro mans g CEILING AND CEILING AND EXTERIOR GLAZING SHALL BE PROTECTED FROM 5 5 WINDBORNE DEBRIS AND BE RATED FOR drawn by DF -- PROJECT DESIGN CRITERIA(AS PER TABLE R301.2(1)OF NYS RESIDENTIAL CODE) Author MECHANICAL MECHANICAL AIG PER ATM 1996. GROUND SNOW WIND DESIGN SEISMIC SUBJECT TO DAMAGE FROM WINTER ICE BARRIER FLOOD AIR MEAN checked by Checker LOAD ULTIMATE WIND TOPOGRAPHICS SPECIAL WIND WIND-BORNE DESIGN WEATHERING FROST LINE TERMITE DESIGN UNDERLAYMENT HAZARD FREEZING ANNUAL job no. 13054.06 (psf) SPEED(mph)(d) EFFECTS(k) REGION(I) DEBRIS ZONE(m) CATEGORY(f) (a) DEPTH(b) (c) TEMP(e) REQUIRED(h) (FEMA)(g) INDEX(i) TEMP(i) date 09/28/2020 20 130 NO NO YES B SEVERE 36" MOD TO HVY 15 F YES ZONE X 510 F-DAYS 50.8 F NOTES: revisions: COMPONENTS AND CLADDING WIND PRESSURES A. WEATHERING MAY REQUIRE A HIGHER STRENGTH CONCRETE OR GRADE OF MASONRY THAN NECESSARY TO SATISFY THE STRUCTURAL REQUIREMENTS OF THIS CODE.THE WEATHERING COLUMN SHALL BE FILLED IN WITH THE WEATHERING INDEX,'NEGLIGIBLE', 'MODERATE', OR'SEVERE' FOR CONCRETE AS DETERMINED FROM FIGURE R301.2(3). ROOF(psf) WALLS(psf) OVERHANG(psf) B. THE FROST LINE DEPTH MAY REQUIRE DEEPER FOOTINGS THAN INDICATED IN FIGURE R403.1(1).THE FROST LINE DEPTH INDICATING THE MINIMUM DEPTH OF THE FOOTING BELOW FINISH SEE ASCE 7-16,FIGURE 30.3-2A SEE ASCE 7-16,FIGURE 30.3-1 SEE ASCE 7-16,FIGURE 30.3-2A GRADE IS ESTABLISHED BY THE LOCAL JURISDICTION. A(ft2) 1- 1+ 1'- 1'+ 2- 2+ 3- 3+ 4- 4+ 5- 5+ 1/1' 2 3 C. THE NEED FOR PROTECTION DEPENDS ON WHETHER THERE HAS BEEN A HISTORY OF LOCAL SUBTERRANEAN TERMITE DAMAGE,AND IS DETERMINED BY FIGURE R301.2(6)AND BY THE LOCAL JURISDICTION. 1 to 10 -58.8 15.0 -33.8 15.0 -77.6 15.0 -10_5.8 15.0 -36.6 33.8 -45.1 33.8 -58.8 -77.6 -105.8 D. WIND SPEED DETERMINED FROM THE BASIC WIND SPEED MAP[FIGURE R301.2(4)A]OR AS ESTABLISHED BY THE LOCAL JURISDICTION.WIND EXPOSURE CATEGORY SHALL BE 20 -55.7 13.5 -33.8 13.5 -71.4 13.5 -94.8 13.5 -35.2 32.4 -42.3 32.4 -57.3 -71.4 -93.3 DETERMINED ON A SITE-SPECIFIC BASIS IN ACCORDANCE WITH SECTION R301.2.1.4. 50 -49.5 11.9 -33.8 11.9 -65.1 11.9 -82.3 11.9 -33.2 29.6 -38.0 29.6 -55.7 -62.0 -77.6 E. THE OUTDOOR DESIGN DRY-BULB TEMPERATURE SHALL BE SELECTED FROM THE COLUMNS OF 97 1/2 PERCENT VALUES FOR WINTER FROM APPENDIX D OF THE INTERNATIONAL PLUMBING CODE. DEVIATIONS FROM THE APPENDIX D TEMPERATURES SHALL BE PERMITTED TO REFLECT LOCAL CLIMATES OR LOCAL WEATHER EXPERIENCE AS DETERMINED BY THE 100 -46.3 11.9 -33.8 11.9 -62.0 11.9 -71.4 11.9 -31.0 28.5 -35.2 28.5 -55.7 -55.7 -68.2 BUILDING OFFICIAL. 200 -43.2 11.9 -29.1 11.9 -55.7 11.9 -62.0 11.9 -30.4 26.8 -32.4 26.8 -46.3 -47.9 -55.7 F. SEISMIC DESIGN CATEGORY DETERMINED FROM SECTION R301.2.2.21. 500 to 1000 -36.9 11.9 1 -22.8 11.9 49.5 11.9 49.5 11.9 -28.2 25.4 -28.2 25.4 -36.9 40.1 -40.1 G. THE JURISDICTION SHALL FILL IN THIS PART OF THE TABLE WITH (a)THE DATE OF THE JURISDICTION'S ENTRY INTO THE NATIONAL FLOOD INSURANCE PROGRAM (DATE OF ADOPTION OF THE FIRST CODE OR ORDINANCE FOR MANAGEMENT OF FLOOD HAZARD AREAS), (b)THE DATE(S)OF THE FLOOD INSURANCE STUDY AND(c)THE PANEL NUMBERS AND DATES OF THE no. date by Note: All presures are computed at ultimate,or strength level loading per ASCE 7-16. CURRENTLY EFFECTIVE FIRMS AND FBFMS OR OTHER FLOOD HAZARD MAP ADOPTED BY THE AUTHORITY HAVING JURISDICTION,AS AMENDED. See figures noted above for zone locations and extents WHERE APPLICABLE,THE FOLLOWING PARAMETERS HAVE BEEN USED: 1. DFE(DESIGN FLOOD ELEVATION) _.__..._-_.___ _._ __. .. ..._._. _,., ,__.•, _,_-_-,___, 2. BFE (BASE FLOOD ELEVATION) 3. ESW(DESIGN STILLWATER FLOOD ELEVATION ABOVE DATUM) PERMIT SET 4. DS(DESIGN STILLWATER FLOOD DEPTH IN FEET) _... ___... 5. DWS (WAVE SETUP IN FEET) 6. G (GROUND ELEVATION IN FEET ABOVE DATUM) 09/28/2020 7. EROSION (LOSS OF SOIL DURING DESIGN FLOOD EVENT) - -- -- - ---- - --- H. IN ACCORDANCE WITH SECTIONS R905.1.2, R905.4.3.1, R905.5.3.1, R905.6.3.1, R905.7.3.1, R905.8.3.1,OR AS ESTABLISHED BY THE LOCAL JURISDICTION,WHERE THERE HAS BEEN A HISTORY OF LOCAL DAMAGE FROM THE EFFECTS OF ICE DAMMING,THE TABLE WILL INDICATE'YES'; OTHERWISE,'NO'WILL BE INDICATED IN STRUCTURAL THIS PART OF THE TABLE. I. THE 100-YEAR RETURN PERIOD AIR FREEZING INDEX(BF-DAYS) IS DETERMINED FROM FIGURE R403.3(2)OR FROM THE 100-YEAR(99 PERCENT)VALUE ON THE DESIGN CRITERIA NATIONAL CLIMATIC DATA CENTER DATATABLE'AIR FREEZING INDEX-USA METHOD(BASE 32 DEGREE F). LEGEND AND ' J. THE MEAN ANNUAL TEMPERATURE IS DETERMINED FROM THE NATIONAL CLIMATICDATA CENTER DATA TABLE'AIR FREEZING INDEX-USA METHOD(BASE 32 DEGREE F). ABBREVIATIONS K. IN ACCORDANCE WITH SECTION R301.2.1.5,WHERE THERE IS LOCAL HISTORICAL DATA DOCUMENTING STRUCTURAL DAMAGE TO BUILDINGS DUE TO TOPOGRAPHIC WIND SPEED-UP EFFECTS&AS ESTABLISHED BY THE JURISDICTION,THE TABLE WILL INDICATE'YES'; OTHERWISE, 'NO'WILL BE INDICATED IN THIS PART OF THE TABLE. L. IN ACCORDANCE WITH FIGURE R301.2(4)a,WHERE THERE IS LOCAL HISTORICAL DATA DOCUMENTING UNUSUAL WIND CONDITIONS&AS ESTABLISHED BY THE JURISDICTION,THE TABLE WILL INDICATE'YES'AND IDENTIFY ANY SPECIFIC REQUIREMENTS; OTHERWISE, 'NO'WILL BE INDICATED IN THIS PART OF THE TABLE. M. IN ACCORDANCE WITH SECTION R301.2.1.2.1 OR AS ESTABLISHED BY THE JURISDICTION,THE WIND-BORNE DEBRIS WIND ZONE(S)ARE INDICATED.OTHERWISE, 'NO'WILL BE INDICATED IN THIS PART OF THE TABLE. S0002 O4)O.rJ 5'-6" 1 19'-0" O 20'-0" 20'- 10" 7'-4" 4.3 16'- 10" 1 _ i oQ E o 8 50_ v U) � C :3 4 j NOTES: o c o N -a O o S3.01 1. FOUNDATIONS SHALL BEAR ON UNDISTURBED SOIL WITH A MINIMUM v r o W1 BEARING PRESSURE OF 6000 PSF AS SPECIFIED IN THE GEOTECHNICAL m ENGINEERING REPORT BY AKRF ENGINEERING, DATED JUNE 3, 2016. 9 N LO - O a U � CD 'd• - - - _ ° d° _ - I - 2. - B.O. FOOTING SHALL BE T-0" MIN. BELOW ADJACENT GRADE U.O.N. rn o P1 U) N P1 ____ ________--- _ _ _ -------F2.6 F2.6 3. SEE ARCHITECTURAL DRAWINGS FOR ALL GRIDS, SLAB EDGE DIMENSIONS, + I WF1 -1 [13'- 1"] SLAB AND FINISH FLOOR ELEVATIONS,WALL LOCATIONS, SLAB OPENINGS, [13'- 1"] d " i [13'- 1"] I SLEEVES, SLOPES, DEPRESSIONS,AND CURBS. DEFER TO ARCHITECTURAL DRAWINGS FOR THIS INFORMATION. COORDINATE WITH CIVIL, M.E.P.AND I ALL OTHER PRIME CONTRACTORS. I I . a°° 4 I • S3.01 4. T.O.WALL TO MATCH TOP OF SLAB,TYP. SEE DETAILS ON S3.00. I-1011 5. SEE PLANS FOR COLUMN SIZES co G� e'a I �VJ 6. FOR GENERAL NOTES AND LEGENDS, SEE S0.00 SERIES I ` I �- >- ILL u , �U �^�� I _ 7. FOR TYPICAL DETAILS, SEE S5.00 SERIES Z Z 8. FOR WOOD SHEAR WALL AND CONNECTOR SCHEDULES, SEE S6.00 SERIES 4 S3.01 [ I P1 ~ O O� c) Q ( F2.6 W [13'- 1 101, - W ao o i 5"S.O.G. I ° Q ni M I LL W N 2 I I LL = Z o0 501 � i � o STEP FOOTING, SEE TYPICAL DETAIL O 00 °4 N n Z r cn 1 r-r44 ILLCn � [ � o � P1 F2.6 2 1 P1 S3.01 LL 1 S3.01 S3.01 S3.01 F2.6 i b LL bo [8,- 10„] I I P 1 F2.6 Pi W1 W1 'I W1 ; W1 [8'- 10"] W1 P1 ----------- --y [OI F2.6 F4.0 1011 [1 1 11 - 4° a El WF 1 -------- ------------ ---- -------------------------------- ----------- ----------------- ----------------- P WF1 1 WF1 P1 WF1 WF1 [8'- 10"] I [8'-10"] F2.6 [8'- 10"] F2.6 [8'- 10"] [8'- 10"] = 3 a W1 S3.01 W1 WF1 WF1 WF1 o [8'-10"1 [13'-1"] [15'-0"] zt bo I �� i � � ° NEbV `. F3.0 F3.0 F3.0 I I? CO [9'-9"] ! [9'-9"] [9,-9"] LL 's5 S.,`` 13 °b o `O 3 5"S.O.G. 5"S.O.G. 1 � I 10'-911 10'-9" � � ---- 3 S�� W1 S3.01 W1 principal architect TK jproject manager CG drawn by DF WF1 WF1 WF1 Author P1 P1 [ [8'- 10"] [13'- 1.11 [15'-0"] checked by Checker F2.6 F2.6 , / �_ ( job no. 13054.06 W1 I [8'- 10"] W1 [8'- 10"] W1 ----- --W1- ----------- ----------------------------- --------- ---- --- --- --- ------------J ° date 09/28/2020 ------ ------- ------------ C ° ------ ------ ---- -------- --- - ❑ d 4' V, WF1 r -� P1 [8'- 10"] P1 WF1 j 8F110�] i WF1 P1 WF1 P1 ° F2.6 [8'- 10"] F2.6 [8'- 10"] F2.6 [130 1"] revisions: [8'- 10"] j S3.01 [8�- 10"] S3.01 S3.01 I 5"S.O.G. , 4 CONCRETE WALL SCHEDULE 4 I I S3.01 REINFORCEMENT S3.01 MARK WIDTH VERTICAL HORIZONTAL REMARKS a' 1 o o " 'o W1 10" #5 @ 12" EACH FACE #5 @ 12"EACH FACE io ILL 1 I LL 1 bo wF1 I CONCRETE WALL FOOTING SCHEDULE 8 10 ° no. date by ( [ 1- ��] ----- I SIZE REINFORCEMENT BOTTOM . 4 MARK WIDTH DEPTH LONG WAY SHORT.WAY REMARKS W 1 I I W 1 I WF1 2'-0" 1'-0" (3)-#5 CONT. WALL DOWELS L---- L------� e � � a: a ' ° j PERMIT SET •d � � � -. ,, - REDUCE I . "�° FOOTING SC P1 WF1 WF1 P1 09/28/2020 F2.6 [8'- 10"] [8'- 10"] SIZE REINFORCEMENT ------- . _ _ F2.6 . BOTTOM [8'- 10 MARK LENGTH WIDTH THICKNESS LONG WAY SHORT WAY REMARKS F2.6 2'-8" 2'-8" 11-01, (4)-#5 (4)-#5 WF1 F3.0 3'-0" 3'-0" 11-01, (4)-#5a (4)-#5 c o ° [8'- 10"] d F4.0 4'-0" 4'-0" V-011 (5)-#5 (5)-#5 Z LOWER LEVEL �?� FOUNDATION PLAN LL LL bo 1 LOWER LEVEL FOUNDATION PLAN °d a �-o 1/4"= 1'-01, SCALE: 1/4"= V-0" _. _ S200 F4.0 ---- ■ A -----.J [13'- 1"] 0.J5 �4-J3 5'-6" 191-01, 20'-0" 20'- 10" 7'-4" 16'- 10" 0 E U) cD NOTES: o AR) -------------------------------------- ---- -------------------------7---------------------------------- CO :3 F------- -;" M 1. TOP OF STEEL TO BE 1/2"BELOW TOP OF JOISTS UNLESS OTHERWISE r a NOTED.TOP OF LVL TO ALIGN WITH TOP OF JOISTS. (n 4 0 r 5" S.O.G. 0 2. CONTRACTOR IS RESPONSIBLE TO COORDINATE FRAMING WITH coo S3. LO L8x8x3/4 MECHANICAL, PLUMBING AND ELECTRICAL SYSTEMS. HSS5X5x3/8 ——————————————— — ————————— CN 0 3. SEE ARCHITECTURAL DRAWINGS FOR ALL GRIDS, SLAB EDGE U) DIMENSIONS, SLAB AND FINISH FLOOR ELEVATIONS,WALL LOCATIONS, C14 U) SW-1 SLAB OPENINGS, SLEEVES, SLOPES, DEPRESSIONS,AND CURBS. DEFER + TO ARCHITECTURAL DRAWINGS FOR THIS INFORMATION.COORDINATE WITH CIVIL, M.E.P.AND ALL OTHER PRIME CONTRACTORS. 4. PROVIDE BLOCKING AT JOISTS RUNNING PARALLEL TO FOUNDATION WALLS AS SHOWN ON TYPICAL DETAILS. COORDINATE BLOCKING WITH 4 ARCHITECTURAL AND MEP ELEMENTS. 101, i S3.01 5. SEE TYPICAL DETAILS AND GENERAL NOTES FOR MORE INFORMATION ON TJI INSTALLATION. ch 0') 117/8"TJI @ 16"O.C. 6. SEE PLANS FOR COLUMN SIZES Z 7. FOR GENERAL NOTES AND LEGENDS, SEE S0.00 SERIES 101, 8. FOR TYPICAL DETAILS,SEE S5.00 SERIES 4 2 9. FOR WOOD SHEAR WALL AND CONNECTOR SCHEDULES, SEE S6.00 U) �S3.01) S3.01 SERIES UJ Sim. HSS5X5X3/8 U) Wap I\WT5x9.5 19'-9 1/2" C� 0 C' I . 0 0 CY) Sim. LL N Qo HAUNCH AT SLAB EDGE, TYPICAL AT SLAB EDGE.. LO SEE FOUNDATION O00 SECTIONS 0 2 z U) CL U) I I L6x6x3/4 117/8"TJI @ 16"O.C. �S3.01,r (S3.01 S3.017 .S3.01 T5x15 HSS5X5X3/8 L6x6x3/4 HSS5X5X3/8 WT5x9.5 W6x2O L8x8x3/4 H H —————————— ------------ ————— ——————————————— ——————————————— — SS5X5X3/8 —————— SS4X4X1/2- 1 LW12X30 -------------------------- 1 � OD U ----------- r 0 ------- /0\ ' LHSS5X5X3/8 10 0 TJI @ 12"O.C. 117/8 -----7 .01 (S3 -———————————————- ——— -------------- I ———————————— —T- W12X58 00 -————————————————-------------————————————— I 4 —(1) 1177/8 LVL 0�- i\1 E VV O x6 TIMBER POST 6x6 TIMBER POST 6x6 TIMBER POST x 117/ 117/8"TJI @ 16"O.C. 11 7/8"TJI @ 12"O.C. 5"S.O.G. 117/8"TJI @ 16"O.C. 8"TJI @ 16"O.C. I \0/ 19'-9 \0/ \0// C\1 084823 �ti 5" S.O.G. FE Sim. (1) 11.:7/8 LVL principal architect TK —————————————----------------------------1- project manager CG W12X58 0 CD drawn by DF �S3.01) CD -—————————————————————————----------------i- Author 11 7/8"TJI @ 12"O.C. checked by Checker 00 job no. 13054.06 L8x8x3/4 �HSS5X5X3/8 WT5x1 date 09/28/2020 ............ ————————————— A3 E5 101t� (3) 14 LVL HSS5X5X3/8 revisions: HSS4X4X1/2 HSS5X5X3/8 101, 1 HSS5X5 3/8 2 1 S3.01) S3.01) S3.01) 4 3.01,r 4 "11\,S .01 �S3 117/8"TJI @ 12"O.C. z FD no. date by PERMIT SET 09/28/2020 F-—————- HSS5X5X3/8 HSS5X5X3/8 L---------------- 0 -z Z MAIN LEVEL LU FRAMING PLAN 5"S.O.G. /W12x45 MAIN LEVEL FRAMING PLAN SCALE:�1/4"= V-0" HSS4X4X1/2 S4X4X1/2 1/4" 1 0-01, 0 S2010 S3.01 oil, 2 S� .01 (S&0�1 S"01 r\o/ 75X3/877 2 <S 31.)01 S3.01 '8 ---------- ------------- U50. „ U U U „ U „ 4.3 „ 5 5 .6 19 -0 20 0„ 20 10 7 -4 16 -10 -- - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - � - CD < E 0 8 «. o� NOTES: c o h HSS5X5X3/8 L8x8x3/4 i N 6 1. SEE PLAN FOR TOP OF STEEL ELEVATION. co T-8” I 2. CONTRACTOR IS RESPONSIBLE TO COORDINATE FRAMING WITH MECHANICALPLUMBING N , G AND ELECTRICAL SYSTEMS. °' co (K) 0 3. SEE ARCHITECTURAL DRAWINGS FOR ALL GRIDS, SLAB EDGE DIMENSIONS, SW-1 SLAB AND FINISH FLOOR ELEVATIONS,WALL LOCATIONS, SLAB OPENINGS, + SLEEVES, SLOPES, DEPRESSIONS,AND CURBS. DEFER TO ARCHITECTURAL DRAWINGS FOR THIS INFORMATION. COORDINATE WITH CIVIL, M.E.P.AND ALL OTHER PRIME CONTRACTORS. 4. SEE PLANS FOR COLUMN SIZES 5. FOR GENERAL NOTES AND LEGENDS, SEE S0.00 SERIES M I � 6. FOR TYPICAL DETAILS, SEE S5.00 SERIES 7. FOR WOOD SHEAR WALL AND CONNECTOR SCHEDULES, SEE S6.00 SERIES II! } Z W T5x9.5 O .1� C/) Q I � WC/) HSS5X5X3/8 i W oo o I LL CV O O QA c� U— 0� N Z o Q O OPEN TO BELOW Lr) 'o O 00 U cnn Z r- U) L6x6x3/4 OUTLINE OF STRUCTURE ABOVE I - - -- - - -- - - - - - - - -- --- - - -- - - - - - -- - --- - - - -- - - - --- - - - - -- L - - - - —- —- — - - - - -- - - - - - - - -- - -- 1 HSS5X5X3/8 WT5x9.5 L6x6x3/4 HSS5X5X3/8 WT5x9.5 W6x20 S4.01 L8x8x3/4 WT5x15 HSS4X4X1/2 HSS5X5X3/8 I'. HSS8X4X3/8 U HSS8X4X3/8 HSS8X4X3/8 L— _ — –�---- „ ------ ------ — 0 — O < "> --- --- --- � <27 j HSS10X5X3/8 \WT5x9.5 L6x6x3/4 <27 -9 > HSS5X5X3/8 BF-1 i OUTLINE OF j STRUCTURE ABOVE OUTLINE OF , STRUCTURE ABOVE 14E Plv j � 04 OPEN TO z j BELOW i principal architect TK project manager CG drawn by DF i Author checked by Checker HSS5X5X3/8 HSS5X5X3/8 WT5x9.5 WT5x9. HSS5X5X3/ L8x8x3/4 I job no. 13054.06 WT5x15 L6 x3 4 I date 09/28/2020 SS8X4X3/8 �HSS10X5X3/8 HSS10X5X3/8 O ►- _ _ ___ _ ----__ _ <27'-9"> <2T-9"> � <27' 9"> HSS4X4X1/2 HSS5X5X3/8 BF-4 BF-2 j revisions: co ao I WT5x9.5 � I M x xo ' O I m A OPEN TO BELOW o I I � (O N N v Iv no. date by HSS5X5X3/8 HSS5X5X3/8 L6x6x3/4 L6x6x3/4 PERMIT SET -- -- - 09/28/2020 i co c M A M x x co N � Z CLERESTORY v = v �- O LLJ FRAMING PLAN W 12x45 1 CLERESTORY FRAMING PLAN SCALE: 1/4"= 1'-0" U U S2.11 1/4"= 1'-0" S2011 0A HSS4X4X1/2 HSS4X4X1/2 0.5 „ O 4.3 ( 5 ) 5'-6" 19 -0 20 -0„ 20I-10„ T-4" 16'- 10" �. I I I ' U ; U 0 Cl) E I U a U in I in I CO r I r NOTES: c/) c o J L8x8x3/4 ° °' HSS5X5X3/8 0 0 1. TOP OF STEEL TO BE 3/4"ABOVE TOP OF PLYWOOD SHEATHING L UNLESS NOTED OTHERWISE ON PLAN. CU ;b m L > LO MC12X50 CANT. 2. CONTRACTOR IS RESPONSIBLE TO COORDINATE FRAMING WITH 0CN OE ! ! MECHANICAL, PLUMBING AND ELECTRICAL SYSTEMS. a, m o _- �_ � N LO SW-1 3. SEE ARCHITECTURAL DRAWINGS FOR ALL GRIDS, SLAB EDGE DIMENSIONS, + SLAB AND FINISH FLOOR ELEVATIONS,WALL LOCATIONS, SLAB OPENINGS, INDICATES TOP OF j SLEEVES, SLOPES, DEPRESSIONS,AND CURBS. DEFER TO ARCHITECTURAL PLYWOOD SHEATHING DRAWINGS FOR THIS INFORMATION. COORDINATE WITH CIVIL, M.E.P.AND ELEVATION M ALL OTHER PRIME CONTRACTORS. � I • �� N 4. ALL EXTERIOR STEEL TO BE PAINTED PER GENERAL NOTES.ALL EXTERIOR WOOD TO BE TREATED PER GENERAL NOTES. COORDINATE BOTH STEEL SIM. �j 31'-4 3/4" AND WOOD FINISHES AND TREATMENTS WITH ARCHITECTURAL DRAWINGS. O � co * S4.01 N 5. SEE PLANS FOR COLUMN SIZES. CJ � r 6. FOR GENERAL NOTES AND LEGENDS, SEE S0.00 SERIES } O I INDICATES TOP OF Z `� r"'� JOISTS AT OPEN AREAS Z 7. FOR TYPICAL DETAILS,SEE S5.00 SERIES WT5x9.5 O 1 SIM. o Q 8. FOR WOOD SHEAR WALL AND CONNECTOR SCHEDULES, SEE S6.00 SERIES UJ Q S4.01 LL W HSS5X5X3/8 Q / W 12X30 W 12X30 NW °p o ' ``' 71 LL � N I I ASSUME ALL EXPOSED STEEL AT THIS U) z o I I LEVEL IS AESS LEVEL 2. SEE GENERAL Q o I I NOTES FOR INFORMATION ON AESS I I LEVELS CD m �y� T O W I I I IIS 31'-7" n z 04U) S II U W. 0 Ci L6x6x3/4 31'-4 3/4" I I O / N II N I SHADED AREA INIDCATES u � SHEATHING AND T&G ON ILL TOP OF ROOF JOISTS LL CUSTOM L-3/4"THICK o SIM. CUSTOM L-3/4"THICK 1 1 WT5x15 S4.01 L6x6x3/4 WT5x9.5 6x6x3/4 WT5x9.5 W6x2 S4.01 L8x8x3/4 WT5x9.5 -- W 12X50 W 12X50*c=3/4" p CANT. W 12X30 CANT. W 12X50* O * CANT. W 12X50 i I _ T&G 31'-7" NE[A,/ C) CN x S U U Lo M N N I N zo O � � I �,. L,1 L0 o I I-] I LL LL SIM. S4.01 principal architect TK project manager CG drawn by DF Author checked by Checker L6x6x3/4 L5x5x1/2 HSS5X5X3/8 WT5x9.5 WT5x9. WT5x9.5 L8x8x3/4 job no. 13054.06 WT5x15 date 09/28/2020 W 12X30 W 12X50* O __ �� .. . .. ........... i CANT. W 12X50* W 12X50*c=3/4" ,CANT. W 12X50* 1 SIM. 1 SIM. 21.0„ revisions: S4.01 NOTE-W12xa0* S4.01 INDICATES WI12x50 WITH X X HALF OF BOTTOM FLANGE 04 c* CUT OFF,SEE DETAILS O i N SIM. I 0 1 I 31'-7" SIM. X io S4.01 1 `� S4.01 LL L6x6x3/4 TYP.AT BEDROOM AND no. date by BATHROOM L6x6x3/4 L6x6x3/4 W12X30 HIGH <32' 6 1/2"> PERMIT SET z z B _ 09/28/2020 V , CN af z �Z o� ROOF FRAMING U �= PLAN o LL W 12x45 1 ROOF FRAMING PLAN SCALE: 1/4"= 1'-0" S2020 W 12X50* 0.5 0 oQ E ( � 8 11'-4 1/8" 16'-3 1/2" in ++ D1 Y U) r c O y O �— HSS10X5X3/8 HSS10X5X3/8 T.O. BEAM --li }- T.O. BEAM t co EL .SEE PLANS EL.SEE PLANS o m cn rn o U') N t co co_ 00 co Ch M Ch C' M • U X X G�+ `sf9 LO � LO h+ s�i9 c`ii U O U G U) U) M r z Z ill� V J Q W � h T.O. PIER T.O. PIER Q EL. SEE PLANS W ap � EL. SEE PLANS Q N O O r LL � N T Z O •LL < O BF-2 BRACED FRAME ELEVATION BF-2 rn BF-1 BRACED FRAME ELEVATION, BF-1 , S2.50 1/2"= 1'-0" °� I— g CO 0.5 O 0 Q O 15'-4 3/8" 5'-4 1/8" HSS10X5X3/8 T.O.BEAM HSS10X5X3/8 T.O. BEAM EL.SEE PLANS EL.SEE PLANS 00 M x NOTE - MAX BRACE FORCE, x Ln X �,+� �s Pu = 35 KIPS (LRFD) �°' Cn r • r, Li...l t 1 T.O. PIERd' T.O. PIER EL.SEE PLANS EL.SEE PLANS H4 BZ'J S✓ BF-3 BRACED FRAME ELEVATION, BF-3 BF-4 BRACED FRAME ELEVATION, BF-4 S2.50 1/2"= 1'-0" S2.50 1/2"= 1'-0" principal architect TK project manager CG drawn by DF Author LINES MUST checked by Checker CL.OF COLUMN I I COINCIDE AS SHOWN job no. 13054.06 I date 09/28/2020 I I I I I I I I W p revisions: I I I O 3/8"MIN. STIFFENER PLATE BOTH LINES MUST COINCIDE GL I I I SIDES OF WEB AT W-SHAPES AS SHOWN W.P. I 1100 CE I ....... I I i I I , BRACE END CONNECTION I Q`b SEE PLAN FOR SHALL BE ENGINEERED BY I BEAM SIZE o O PROVIDER ACCORDING TO I I UNIFORM FORCE METHOD I I �' (1/2" MIN.)GUSSET PLATE o O SEE PLAN FOR BEAM I SIZE BY PROVIDER PER SIZE no. date by (1/2"MIN.)GUSSET PLATE C5x9 BRACE CONNECTION DESIGN / NEUTRAL AXIS OF BRACE SIZE BY PROVIDER PER I I CONNECTION DESIGN I I ✓ C5x9 BRACE I I BRACE END CONNECTION I I NEUTRAL AXIS SHALL BE ENGINEERED BY PERMIT SET PROVIDER ACCORDING TO \� OF BRACE UNIFORM FORCE METHOD 09/28/2020 NOTE: CONNECTION DETAILS SHOWN ABOVE ARE SCHEMATIC DETAILS ONLY.CONTRACTOR SHALL DETAIL NOTE: CONNECTION DETAILS SHOWN ABOVE ARE SCHEMATIC DETAILS ONLY.CONTRACTOR SHALL DETAIL BRACE BRACE CONNECTIONS BASED ON AXIAL LOADS INDICATED IN LATERAL FRAME ELEVATIONS AND SHALL CONNECTIONS BASED ON AXIAL LOADS INDICATED IN LATERAL FRAME ELEVATIONS AND SHALL PROVIDE SIGNED PROVIDE SIGNED AND SEALED CALCULATIONS PRIOR TO SUBMISSION OF SHOP DRAWINGS. AND SEALED CALCULATIONS PRIOR TO SUBMISSION OF SHOP DRAWINGS. BRACED FRAME ELEVATIONS TYPICAL BRACE LATERAL CONNECTION AT COLUMN TYPICAL LATERAL CHEVRON BRACE CONNECTION TO BEAM S2m5O N.T.S. N.T.S. 1/4 2-4 ASCE 40 LB CRANE RAIL. 14"x14"x5/8"THICK BASE PLATE o O 1/4 2-4 WELD TO 1/2"x5"x8"LONG WITH(6)-3/4" DIAM.x 10"DEEP CAST fD = q EMBED PLATES WITH (2)-3/4" IN ANCHORS WELDED TO o v DIAM.x 6"LONG STUDS PER UNDERSIDE.SEE TYPICAL DETAIL ASCE T 1 CRANE RAIL. Cn WELD TO 1/2"x5"x8"LONG ..; rn #4 CONTINUOUS I I PLATE, PLATES AT T-0"O.C. I I EMBED PLATES WITH c 0 0 NOSING BAR I (2)-3/4"DIAM.x 6"LONG 0 � o TJIs, SEE PLAN AND LEGEND SEE 1/S3.01 FOR BALANCE OF I I STUDS PER PLATE, 1/4 2-4 y o0 #4 @ 12 O.C. -- I I I INFORMATION i FOR MORE INFORMATION PLATES AT 2-0 O.C. 1/4 2-4 LO ARCH. FINISH I`--- —- - ' - - - - ---- - - - - - I I cin mm N T.O.SHEATHING L - -- - ---- -- -- T.O.SHEATHING - - - - - - --- - - -- - - - - ---- - - - - -- -- - + in ._� ° o ° fl °°—d � ° °p• ° w°r 1`D d EL. T.O.PSL.AOIN.G EL.SEEPLAN x-1x—x—x—x dmJp Xx-X qqc—x X— x -x=° X—X—x � —x—X° d d 4 4d 1O 4 81 • °d• 5"SLAB ON GRADE 1 4 5 SLAB ON S. �0 crnh 4Ax WITH HAUNCH AT I. GRADE WITH 4' I TJI'S SUPPORTED ON STEEL BEAM,EDGE, SEE TYPICAL HAUNCHSEE DETAILS ° I SEE PLANS AND TYPICAL DETAILS 4 TYPICAL DETAILS SEE 4/S3.01 FOR MORE •° • INFORMATION I ° • Z ° � Z °b d STEEL W-SHAPE BEAM KNEE WALL TO SUPPORT O PIER AND PIER REINFORCING, I ° WITH WALL PLATE, SEE RAILS, SEE PLANS AND ° �/� d ° SEE PLANS AND TYPICAL �i1 ° ° ° PLANS AND TYPICAL DEAILS TYPICAL DETAILS ° .1� V) Q CORBEL, SEE TYPICAL DETAILS I DETAIL FOR DIMENSIONS • ° AND REINFORCING ° °� I ° • d• ` W ° 10" d LINE OF WALL BEYOND. d Q HORIZONTAL WALL BARS TO BE ° I W ap CONTINUOUS THROUGH PIER. ° I ° ° ° ° d NOTE THAT BARS ARE NOT p d 1 d O O O M SHOWN FOR CLARITY ° LL W N !° d Z Q d ~ C r di° ° FOOTING, SEE 1/S3.01 14t ° ° a o O 0 U ° I • ° • WALL REINFORCING,SEE 1d°° ° ° ° B.O. FOOTING--� PLAN AND SCHEDULE —I I III—d EL.SEE PLANS d d I d d ° —IIII i lI I I— d ° ° 1 ° 1 I° d d d 1 T.O.SLAB T.O.SLAB x— x—x—x EL.SEE PLAN ° a ��X-X_X,x—x---XTx EL.SEE PLAN ° 14 d ° ° d d DOWELS TO MATCH ° - -- - r ° F - F --- ` X l7 -- VERTICAL WALL BARS,TYP. d • VAPOR BARRIER d - 6"GRAVEL OR a CRUSHED STONE d d �— ° d ° B.O. FOOTING ° B.O. FOOTING EL.SEE PLAN I wri=11 Li 1 IEL.SEE PLAN UNDISTURBEDIIIIII (- SOIL OR FILL SEE 1/S3.01 FOR BALANCE REINFORCING, SEE WALL OF INFORMATION 1 SECTION FOOTING SCHEDULE 2 SECTION 3 SECTION S3.01 3/4"= 1'-0" S3.01 3J4"= 1'-0" S3.01 3/4"= 1 1-01, 4fi NE VV)� C`tom r.�... co T.O.SHEATHING 1 _ • • EL. SEE PLAN Anus,48 --�' ° CONTINUOUS 3-1/2".K JOIST DEPTH PSL LEDGER WITH 3/4"0 4" 1'-4" 1'-4" 11-41'4" 1'-4" principal architect TK HILTI HIT HY150 MAX. EPDXY ADHESIVE WITH 7"EMBEDMENT project manager CG AT 16"O.C. STAGGERED. ' 10" ' drawn by DF iv TJI FLOOR JOISTS - PROVIDE A MINIMM OF(3) �o o, , THREADED RODS PER LENGTH OF LEDGER ° WEB BLOCKING AT TJI JOISTS a Author x checked by Checker • FACE-MOUNTED JOIST HANGERS BY • job no. 13054.06 SIMPSON OR APPROVED EQUAL A 0 0 { date 09/28/2020 ° (V d ° i y T.O.SLAB revisions: d —X—x°—x—x�x—xa— EL.SEE PLAN d o SECTION A-A d dTJ 5 U�'Wj_ j p 'III III I IIII I I -IIIA d 1 ° SEE 1/S3.01 FOR BALANCE ° OF INFORMATION ° • no. date by d d d PERMIT SET SEE 1/S3.01 FOR — BALANCE OF 09/28/2020 INFORMATION • • ° d ° d ° •� �° °d a d B.O. FOOTING- -� � � �— EL.SEE PLAN FOUNDATION 4 SECTION 11III=III I SECTIONS �-o3/4"= 1'-0" ■ _S3 O CONTINOUS 2x6 DF BLOCKING CONNECTED TO 3/4" DIAMETER 0 ( E 5/16"THICK STIFFENER THREADED RODS @ 2'-0"O.C. a� LM 2'-0"O.C. WELDED TO BACK OF CO @ CHANNEL rn Y COo y � O j U = O O CUSTOM 1/2" (2)3/4"0 FULL DEPTH SCREWS v �; N THICKx1'-0"x4'-0"L SHAPE, AT EACH JOIST END,TYP. C N SEE PLANS FOR EXTENTS co AND TYPICAL DETAIL - ----- - - --- 2" T.O. ROOF STEEL ............ ......... EL.SEE PLAN rn M CJP GRIND SMOOTH �i Z I ROOF JOIST,SEE PLANS W 6"LONG FLANGE EXTENSION PLATE TO a SUPPORT TOP OF ROLLING WINDOWS I I CONTINUOUS W (V THICKNESS TO MATCH BEAM FLANGE. I I L5x3-1/2x5/16"LEDGER O Q r SEE ARCHITECTURAL FOR MORE O O ch INFORMATION U z6 NOTCH JOIST FOR SHADE POCKET, a o COORDINATE WITH ARCHITECTURAL. ry Lo MAX NOTCH DEPTH =5". REINFORCE NOTCH WITH FULL DEPTH SCREWS, O m O co F- U SEE TYPICAL DETAIL o d CL z CO i BEAM, SEE PLAN I 1 SECTION S4.01 1"= 1'-0" N 7 Lq/ e Or-ESSO�= principal architect TK project manager CG drawn by DF Author checked by Checker job no. 13054.06 date 09/28/2020 revisions: no. date by PERMIT SET 09/28/2020 SUPERSTRUCTURE SECTIONS STANDARD HOOK. COLUMN, SEE PLAN AND (TYP.) COLUMN SCHEDULE ISOLATION JOINT(SEE TYPICAL ° °. SLAB ON GRADE DETAIL) 1= O Q Z2"X"(MIN.) ° ANCHOR BOLTS, (SEE TYP. DTL.) CONCRETE SLAB Y m w ° ° ° BASE PLATE (SEE TYP. DTL.) U g w o CONCRETE PIER OR III—III— AT EXTERIOR LOCATIONS WHERE SLAB ON W W R H x U) STEEL COLUMN ° NON-SHRINK GROUT 2" GRADE NOT PRESENT, SET BASE OF COLUMN ) o y U_LO U) O U) (SEE PLAN) ° ° d a MIN. V-0"BELOW ADJACENT GRADE, ENCASE °, o W p z SLAB REINF. SAW CUT iv ° . d a ° — COLUMN TO 1'-0"ABOVE ADJACENT GRADE 1-1/2"DEEP a Co U m U 2"x3"CONT. / SLAB ON GRADE (MESH REBAR) X N d ° L CO g= \ ° ° ° T.O.SLAB A W g F rn H KEY ,� , co " ° -- EL.SEE PLAN —x mx— a x—x—x—x o aS 2-#4 @ 3x4-0 LONG z> ADDITIONAL AT ALL \ ° a, o —x x—IIx—x— — I i III III—III— d \ RE-ENTRANT ° d d°°_ T.O. FOOTING OR PIER v` ° � v .,r� cn MAXIMUM DISTANCE BETWEEN 2 1 �\��i JOINTS CORNERS °° ° _ SLOPE BY CONTRACTOR TO EL. SEE PLAN + CONTRACTION JOINTS IN INCHES ° — MAINTAIN SOIL STABILITY,VERIFY �n IS 36 TIMES SLAB THICKNESS ° ° WITH GEOTECHNICAL ENGINEER �� PIER REINF.(SEE -I — I I EINF.SEE RE TIES @ 3 AT TOP OF PIER 2 CLR. PLAN AND SCHEDULE) SLAB EDGE I I III I � WALFORL SECTION REMAINDER AS PER SCHEDULE � NP• CONT.WALL FOOTING U ° d° d —� SAWED CONTRACTION JOINT CONSTRUCTION JOINT ISOLATION JOINT AT COLUMN ADDITIONAL REINFORCEMENT 1'-0"MIN.-- _ AT ALL RE- ENTRANT CORNERS ° o M ° ° w ° d . . . . 0- �0 M TYPICAL STEPPED WALL FOOTING '`EASE°PTLAN - 6"x6"W2.1 x W2.1 W.W.R. - WATERS 'COVER N.T.S. 3"CLR. Z U CONCRETE SLAB MIN. E.S. (OR AS REQ'D NOTES: Z BY WATERSTOP MFR.) 0 1. PIER SIZE TO BE 3"LARGER THAN COLUMN BASE PLATE ALL ROUND U.N.O. ON PLAN. 2. SEE PLAN AND FOOTING SCHEDULE FOR FOOTING SIZE AND REINFORCING. (n Q Q- — WATERSTOP x —x�x NOTES: 3. IF PIER HEIGHT IS LESS THAN 2'-6", EXTEND COLUMN DOWELS INTO FOOTING.SEE w 2 LO Z ° d d � -- a ° ) - - �--- - - 1. SLAB ON GRADE SHALL BE PLACED IN ALTERNATING STRIPS COLUMN SCHEDULE FOR SIZE AND REINFORCING. WHERE EACH SINGLE STRIP DOES NO EXCEED 36 TIMES 4. T=SLAB THICKNESS-SEE PLANS. I I—III I I III— - I SLAB THICKNESS WIDTH IN INCHES.ALTERNATIVELY, LARGE Q VAPOR BARRIER BLOCK PLACEMENTS WITH INTERIOR CONTRACTION JOINTS • W °p 6" GRAVEL OR ARE ACCEPTABLE IF THE CONTRACTION JOINTS ARE MADE PIER SCHEDULE O Q N 6"GRAVEL OR STIONE CRUSHED STONE IN BOTH DIRECTIONS AT SPECIFIED INTERVALS IN A TIMELY MANNER. SIZE UNDISTURBED 10 MIL POLYETHYLENE UNDISTURBED SOIL OR 2. SAWED CONTRACTION JOINTS SHALL BE LOCATED ATA VERTICAL z N SOIU) L OR FILL VAPOR BARRIER FILL MAXIMUM SPACING IN INCHES OF 36 TIMES THE SLAB MARK WIDTH LENGTH BARS CLOSED TIES REMARKS = Z o THICKNESS. JOINTS SHALL BE SAWED NO LATER THAN 24 P1 18" 18" (8)-#5 #4@10"O.C. • . Q p SLAB ON GRADE SLAB-ON-GRADE & WALL INTERFACE HOURS AFTER CONCRETE IS PLACED. P2 24" 24" (8)-#6 #4@10"O.C. 3. GRAVEL OR CRUSHED STONE BASE SHALL BE COMPACTED TO 95%OF MAXIMUM DENSITY AT OPTIMUM MOISTURE TYPICAL CLOSED TIE o aa) Q M � F- CONTENT. LAYOUT n z U) TYPICAL SLAB ON GRADE TYPICAL STEEL COLUMN/PIER AND FOOTING N.T.S. N.T.S. HORIZONTAL REINF.TO RUN THRU UNINTERRUPTED e°ERRUPTED 11/2" STANDARD HOOK L - 1 1 e ° 44 • ° d a ° d LJ & ° ° ° ° ° dd d' ° ° ° d Cl) d °d 4 d DEFORMED BAR TENSION DEVELOPMENT LENGTH (Ld) WATERSTOP d ' w FOR NORMAL WEIGHT STONE CONCRETE&UNCOATED BARS NOTE: MAXIMUM POUR LENGTHS: FOUNDATION WALL=80'-0" Z U ° O a 3000 PSI 4000 PSI 5000 PSI 6000 PSI ° W a° . BAR SIZE CONCRETE CONCRETE CONCRETE CONCRETE TYPICAL CONSTRUCTION JOINT IN CONCRETE WALL ~ a CASE 1 CASE 2 CASE 1 CASE 2 CASE 1 CASE 2 CASE 1 CASE 2 #3 17 25 15 22 13 20 12 18 N.T.S. —L V,RI #4 22 33 19 29 17 26 16 24 SEE BELOW TABLE FOR #5 28 42 24 36 22 32 20 30 TYPICAL REINFORCING TEE-INTERSECTION HOOKED#3 DOWEL #6 33 50 29 43 26 39 24 35 3"CL. #7 48 72 42 63 38 56 34 51 - 18"O.C.W/MIN.2-3/4" N11 EMBEDMENT IN HY-200 d • ° �` s, t•? #8 55 83 48 72 43 64 39 59 O ADHESIVE OR ° W #9 62 93 54 81 48 72 44 66 = ° d °° d cv, 691 z APPROVED EQUAL ° d 4' z U #10 70 105 61 91 54 81 50 740 STANDARD HOOK 0 a ° ° d d d Z #11 78 116 67 101 _ 60 90 55 82 ° d ° ri DEFORMED TENSION BAR NOTES: y l t r° ci ROUGHEN TO 1/4"AMPLITUDE '• -p ``` 84-- 4 d 1. FOR HORIZONTAL REINFORCEMENT WITH 12 INCH OR MORE FRESH CONCRETE CAST BELOW IT,TENSION OR s a a 4 DEVELOPMENT LENGTH/TENSION LAP SPLICE LENGTH SHALL BE 1.3X THE VALUES GIVEN. AT SUPPORTED SLAB COAT CONTACT SURFACE WITH ~ 2. FOR EPDXY-COATED BARS: LATEX BONDING AGENT AT SLAB ON GRADE d A. WHERE CONCRETE COVER IS LESS THAN 3X BAR DIAMETER, OR CLEAR SPACING IS LESS THAN 6X BAR DIAMETER,TENSION DEVELOPMENT LENGTH/TENSION LAP SPLICE LENGTH SHALL BE 1.5X THE VALUES GIVEN. EQUIPMENT PAD TEMPERATURE AND principal architect TK TENSION B. WHERE CONCRETE COVER IS EQUAL TO OR GREATER THAN 3X BAR DIAMETER AND CLEAR SPACING IS SHRINKAGE REINFORCING project manager CG LAP SPLICE GREATER THAN 6X BAR DIAMETER,TENSION DEVELOPMENT LENGTH/TENSION LAP SPLICE LENGTH PAD THICKNESS REINFORCING SHALL BE 1.2X THE VALUES GIVEN. drawn by DF CORNER CASE 1:CLEAR SPACING OF BARS BEING DEVELOPED OR SPLICED NOT LESS THAN DB, CLEAR COVER NOT LESS 4"-5" #3 @ 12"O.C. EACH WAY Author THAN DB,AND STIRRUPS OR TIES THROUGHOUT LD NOT LESS THAN THE CODE MINIMUM OR CLEAR SPACING OF 6"-9" #4 @ 12"O.C. EACH WAY checked by Checker NOTE: FOR TENSION LAP SPLICE LENGTH AND DEVELOPMENT LENGTH SEE BARS BEING DEVELOPED OR SPLICED NOT LESS THAN 2DB AND CLEAR COVER NOT LESS THAN DB. TABLE. CASE 2:OTHER CASES 10"-12" #5 @ 12"O.C. EACH WAY job no. 13054.06 date 09/28/2020 TYPICAL HORIZONTAL REINFORCEMENT AT CORNERS & NOTES: JUNCTIONS OF WALLS AND BEAMS DEFORMED BAR TENSION LAP SPLICE-CLASS B 1. FOR SIZE AND LOCATION SEE ARCHITECTURAL AND MECHANICAL DRAWINGS. - N.T.S. FOR NORMAL WEIGHT STONE CONCRETE& UNCOATED BARS 2. CONCRETE FOR PADS SHALL BE NORMAL WEIGHT WITH fc=4,000 PSI. revisions: 3000 PSI 4000 PSI 5000 PSI 6000 PSI ADDITIONAL HORIZONTAL BAR SIZE CONCRETE CONCRETE CONCRETE CONCRETE BARS AT TOP&BOTTOM TYPICAL EQUIPMENT PAD OF OPENING. PROVIDE CASE 1 CASE 2 CASE 1 CASE 2 CASE 1 CASE 2 CASE 1 CASE 2 245 MIN.T&B U.O.N. #3 22 33 19 28 17 25 16 23 N.T.S. #4 29 43 25 37 23 34 21 31 #5 36 54 31 47 28 42 26 38 = #6 43 65 37 56 34 50 31 46 U DEVELOPMENT #7 63 94 54 81 49 73 45 67 Q 6" W LENGTH #8 72 107 62 93 56 83 51 76 uwi ADDITIONAL VERTICAL BARS #9 81 121 70 105 63 94 57 86 ° no. date by AT SIDES OF OPENING. BAR #10 91 136 79 118 71 106 6496 QUANTITY ON EACH SIDE ° ' d ° CONC.WALL EQUAL TO AREA OF #11 101 151 1 87 131 78 117 71 1 107 9 INTERRUPTED BARS. u_ l 3/16"x 2"COLLAR2-#5 MIN. EACH SIDE, U.O.N. 3/16 � ALL AROUND DEFORMED BAR COMPRESSION DEVELOPMENT DEFORMED BAR COMPRESSION LAPLENGTH (Ldc) SPLICEPERMIT SET FOR NORMAL WEIGHT STONE CONCRETE& FOR NORMAL WEIGHT STONE CONCRETE&UNCOATED d PIPE ° UNCOATED BARS BARS ° . 09/28/2020 #5@12"O.C. MAIN U-BARS ° vi --_--.___.__..._ .. _...._..--...... ........---.-------....... WITH(4)-#3 STIRRUPS AS ,d ° 0�O ° 3000 PSI 4000 PSI 5000 PSI 6000 PSI 3000 PSI 4000 PSI 5000 PSI 6000 PSI SHOWN BAR SIZE w ROLLED PLATE OR PIPE ° p °, BAR SIZE CONCRETE CONCRETE CONCRETE CONCRETE CONCRETE CONCRETE CONCRETE CONCRETE gC9 d ° <Z ° WITH 1/4"MIN.WALL #3 9 8 8 8 #3 12 12 12 12 FOUNDATION WALL, d o U- THK. TYPICAL WALL ° w #4 11 10 9 9 #4 15 15 15 15 REINFORCING NOT SHOWN ° d o NOTES: FOR CLARITY.SEE TYPICAL #5 14 12 12 12 #5 19 19 19 19 ° ? DETAILS AND SECTIONS NOTE: PROVIDE CLEAR DISTANCE EQUAL TO WALL TYPICAL DETAILS F- 1. HOOK ALL BARS INTERRUPTED BY OPENING. #6 17 15 14 14 #6 23 23 23 23 FOR BALANCE OF IO W THICKNESS (MINIMUM)BETWEEN ADJACENT PIPE 2. HORIZONTAL BARS TO EXTEND DEVELOPMENT LENGTH BEYOND OPENING,VERTICAL BARS TO BE FULL STORY HEIGHT. #7 20 17 16 16 #7 27 27 27 27 INFORMATION �-� SLEEVES. 3. PROVIDE REINFORCING SHOWN IN THIS DETAIL U.O.N. IN SHEAR WALL #8 22 19 18 18 #8 30 30 30 30 SCHEDULE, SHEAR WALL DETAILS,SHEAR WALL ELEVATIONS ETC. -- #9 25 22 21 21 #9 34 34 34 34 #10 28 25 23 23 #10 39 1 39 39 39 S5mOl TYPICAL OPENING IN CONCRETE WALL _ #11 31 27 26 1 26 #11 43 43 -- 43 ---43 TYPICAL WALL CORBEL TYPICAL PIPE SLEEVE IN CONCRETE WALL --- N.T.S. N.T.S. N.T.S. BOLTED OR WELDED WEB SHEAR SPLICE PLATES(S), BY DETAILER P. E o Q �- CO � 8.Lm PLATE D WF STEEL BEAM, SEE PLAN "X"AS REQ'D, �� a CAP PLATE(AT —� STEEL BEAM STEEL BEAM FOR SIZE AND LOCATION SEE NOTE 1 X � C COLUMN TOP) c nm rm C O y Y .0 O . LO o Ica A o plp 7 � 04 U) (D IF REQUIRED LO a N FOR CAPACITY, ,Afr�, EXTEND PLATE — HIGH STRENGTH BOLTS, THROUGH HIGH STRENGTH SEE GEN. NOTES COLUMN BOLTS, SEE GEN. AT HSS BEAMS, USE WELDED BOLT DIAMETER,#BOLTS AS NOTES SHEAR SPLICE PLATES BOTH REQUIRED, SEE NOTE 1 SIDES TYP. WF STEEL COLUMN PLATE TO • �� HSS STEEL COLUMN FLANGE MIN. WF OR HSS STEEL BEAM, SEE 1/4" FILLET rn PLAN FOR SIZE AND LOCATION WELD. SIZE rn BEAM TO HSS COLUMN BEAM TO WF COLUMN FLANGE AND LENGTH "X"AS REQ'D,BY DETAILER SEE NOTE 1 DOUBLE ANGLES DOUBLE ANGLES _ z STEEL BEAM WF STEEL BEAM o Io I LIJ o I ' o STIFFENER PLATE W ap EACH Q nj AT HSS BEAMS, USE WELDED SIDE.THICKNESS TO SHEAR SPLICE PLATES BOTH MATCH COLUMN O O O HIGH STRENGTH BOLTS, HIGH-STRENGTH SIDES TYP. FLANGE BELOW U_. W N WF OR HSS STEEL BEAM, SEE CJP OR PJP z o SEE GEN. NOTES BOLTS,SEE GEN. PLAN FOR SIZE AND LOCATION WELD BY Q o NOTES DETAILER, TOP 2 , /BOTT. Lr) WF STEEL COLUMN00 0 O z d' U) 2 1/2"TYP, n BEAM TO WF COLUMN WEB WF BEAM TO WF BEAM NOTES: --- pIp 1. CONNECTION DETAILS SHOWN ABOVE ARE SCHEMATIC ONLY.THE CONTRACTOR MAY SUBMIT ALTERNATE DETAILS FROM THOSE SHOWN ABOVE, BUT IN ANY CASE THE CONTRACTOR IS NOTES: RESPONSIBLE FOR PRODUCING STEEL SHOP DRAWINGS IN ACCORDANCE WITH THE PROJECT GENERAL NOTES AND AISC GUIDELINES. CALCULATIONS SHALL BE SUBMITTED AS REQUIRED IN STEEL PLATE WITH 1. FLANGE AND WEB SPLICE CONNECTIONS TO BE SELECTED OR ENGINEERED (4)-3/4"0 A325-SC THE GENERAL NOTES AND ELSEWHERE IN THE CONTRACT DOCUMENTS. BY DETAILER TO DEVELOP THE FULL CAPACITY OF THOSE(BEAM ELEMENTS BOLTSMIN. MINIMUM 2. THE CONTRACTOR SHALL DETAIL THE PROJECT CONNECTIONS FOR THE LOADS AS INDICATED SIDE OF JOINT. BOLTS( ) TO IN THE CONTRACT DOCUMENTS, PER AISC GUIDELINES.THE SCHEMATIC DETAILS ABOVE ARE PLATE THICKNESS 2. COORDINATE AND SUBMIT SPLICE LOCATIONS TO THE ENGINEER FOR REVIEW MATCH FLANGE THICKNESS NOT SUGGESTIVE OF SPECIFIC CAPACITIES.THE NUMBER AND SIZE OF BOLTS, SIZE AND LENGTH OF WELDS,AND SIZE OF STEEL PIECES MUST BE DETERMINED PER AISC GUIDELINES AND APPROVAL PRIOR TO FABRICATION. OF BEAM ABOVE 3. ALL STEEL CONNECTIONS ARE SUBJECT TO SPECIAL INSPECTION INCLUDING AND THE CONTRACT DOCUMENTS. ULTRASONIC TESTING OF PJP OR CJP GROOVE WELDS. 3. PROVIDE FULL DEPTH CONNECTIONS AT ALL PERIMETER BEAM CONNECTIONS AND AT BEAM CONNECTIOI14S TO PERIMETER BEAMS, UNLESS OTHERWISE NOTED. TYPICAL BEAM CONTINUOUS OVER COLUMN TYPICAL SUGGESTED SHEAR CONNECTIONS AT GRAVITY LOADS ONLY TYPICAL STEEL BEAM SPLICE (PARALLEL WEBS) N.T.S. N.T.S. N.T.S. CE F- COLUMN O O BASE PLATE COLUMN z F�, (J gO � OI BOTTOMELEVATION ZOF PLATEiv -BASE PLATE BOTTOM ELEVATION= ,� I I � SOF',e'•!O' I I = z OF BASE PLATE a ° ° (4)3/4 0 HEADED ANCHOR BOTTOM ELEVATION z j j z J a ° Q a RODS. EMBED. V-4"OR TO O NOTE: LEVELING a°° WITHIN 3"OF BOTTOM OF OF BASE= PLATE i� I U PLATES ARE NOT ° 1� FR I 1 /1 PERMITTED °, FOOTING TOP OF FOOTING _ ° ° °° ° ° PIER OR.BUTTRESS ° ° a WT SAME SIZE AS principal architect TK ° AT GRAVITY COLUMN SECTION project manager CG COLUMNS 5/16 °. EACH SIDE drawn by DF NOTE: LEVELING PLATES °° ° ° ° ° — (4)3/4"0 HEADED ANCHOR ANCHOR BOLT ARE NOT PERMITTED ° ° ° a RODS. EMBED. V-4"MAX.OR AT LATERAL / Author COLUMN FRAME a TOcheckedBASE PLATE checked by Checker WITHIN 3"OF BOTTOM OF FOOTING I I job no. 13054.06 I I W Q o II date 09/28/2020 _ � I W ANCHOR HOLE 0 IN EDGE DISTANCE 00 U BOLT SIZE BASE PL FROM CENTER LINE II cn OF BOLT HOLE 5/16" ANCHOR BOLT W revisions: ANCHOR HOLE 0 IN EDGE DISTANCE W o 3/4"0 1-5/16"0 2" BASE PLATE FROM CENTER LINE II OO o BOLT SIZE BASE PL OF BOLT HOLE 7/8"0 1-9/16"0 2" it „ „ „ w 1.10 1-7/8"0 2" 11V „ 3/4 0 1-5/16 0 2 W II STEEL PLATE WITH (4)-3/4 0 W m m SEE 1-1/4"0 2-1/8"0 2-1/2" (I A325-SC BOLTS (MIN.). MINIMUM 7/8"0 1-9/16"0 2" — 11.0 PLATE THICKNESS TO MATCH 1-7/8"0 2" TABLE N 1-1/2"0 2-3/8"0 2-1/2" II FLANGE THICKNESS OF BEAM II SEE SCHEDULE I ABOVE COLUMN 1-1/4"0 2-1/8"0 2-1/2" AT GRAVITY Ij W _ 1-1/2"0 2-3/8"0 2-1/2" 5/167 COLUMNS I Wm mQ ~ SEE TABLE TYPICAL BEAM CONTINUOUS OVER COLUMN no. date by TYPICAL COLUMN BASE PLATE AT TUBE COLUMN TYPICAL COLUMN BASE PLATE AT WIDE FLANGE COLUMN (PERPENDICULAR WEBS) - -� N.T.S. N.T.S. N.T.S. PERMIT SET I 09!28/2020 TYPICAL DETAILS 2'-8" O O � a) E U O O = C C WALL THICKNESS 16"TYP. STEEL BEAM ) STANDARD AISC DOUBLEL o ° 0 SEE PLANS ANGLE BOLTED PROVIDE 1/2"OAK SHIM WHEN BEARING, SHEAR OR ° CONNECTION WELDED TO PARTITION WALLS ARE LOCATED ABOVE BEAM OR m y co FACE PLATE BOLT LAYOUT DETAIL A-A //--Z- 0 WHEN BEAM FLANGE WIDTH IS GREATER THAN OR r "' TOP OF WALL -►I 3 t 3- i►-. EQUAL 0 COUNTER-BORED,A307 BOLTS, c0 to o • 6 1/2" 1 1/2" 6" 6" 1 1/2" STAGGERED TOP AND BOTTOM; SEE DETAIL A-A Ln N -�fi—�1�=►1-�- Q + co ff _ z N M M O .. ___-- __-—__6,. _ T.O.JOIST � � A325 SC i (D BOLTS •MOMENT STEEL BEAM;PLATE;TYP. SEE PLANT.O.STEEL BEAM U .. ll - - - - -(2)#5COLD-BENTA706 STEEL BEAM J GRADE 60 WELDABLE 0 I Z REINFORCING BARS, 1/2 SURFACE- MOUNTED STEEL PLATE m`r WELDED TO PLATE, M • — — Z TYP.AT TOP OF ALL EP-1 WALL PLATE STEEL BEAM; WT WHERE REQ'D OMIT SECTION VIEW MAX. SHEAR=24K(LRFD). SEE PLAN WHERE BEAMS ON EITHER Q TJI FLOOR JOISTS W 3/4" DIA.X 6" SHIM AS REQ'D FULL SIDE ARE OF SAME DEPTH HEADED STUDS @ PENETRATIO WEB BLOCKING AT TJI JOISTS Q 6"O.C.,TYP. N WELD PSL OR ANTHONY POWER V W ap TYP. TYP. BEAM BLOCKING SIMPSON FACE MOUNTED HANGER 0 cV (IUT @ WOOD FLOOR FINISHES. Q O cl� M1 U @ STONE/TILE FLOOR FINISHES) LL w cv = Z6 � < o TYPICAL DETAIL OF CONCRETE WALL PLATE TYPICAL BEAM-TO-BEAM MOMENT CONNECTION TYPICAL TJI TO STEEL BEAMry N.T.S. N.T.S. 00 I- N.T.S. •° z� U � U) FLUSH TOP zw � Co F- U)Z) O PIPE/TUBE COLUMN 3/16 3/16 1/4"CAP PLATE 1/4"CAP PLATE SHEAR KNIFE PLATE 5/16"THICK STIFFENER AT 1/4" MIN. STANDARD AISC SINGLE TOP MOUNTED JOIST HANGER PLATE SHEAR CONNECTION, STANDARD AISC SINGLE BY SIMPSON OR APPROVED 2'-0"O.C. MAX STEEL BEAM MIN.THICKNESS, tp= 1/4" PLATE SHEAR CONNECTION, EQUAL 1/2" 6" 2'-0" - STEEL BEAM MIN.THICKNESS,tp= 1/4" SAWN LUMBER GIRDER - 1/4 STEEL BEAM 1/2" _ 0 1/4 - O o l l 0 o TYPICAL SAWN LUMBER JOISTS TO SAWN LUMBER GIRDERS N I 110 0 l l I I S I I I S � �� I IID 011 IID I IIS 4'-0" I PJ P, GRIND I 6" V-4" 1'-4" MULTIPLE MEMBER SMOOTH LVL BEAM; SEE PLAN �' E NOTE-SEE PLANS AND GENERAL (5/8)tp (5/8)tp �Q CJr' Erg"-t"i! 1/4 MIN. �, -•-� NOTES FOR AESS REQUIREMENTS I _ 1/2"0 A307 BOLTS ,�l4~ `;�5=¢t=K w � � J c.i W/WASHERS; I > z o 0 0 _JBOLT-HEAD & , I,'�` PIPE/TUBE I I PIPE/TUBE x g k :a ri,t: . AC COLUMN COLUMN a WASHERyLd ch—ILA L W NOTE: CAPACITY OF CONNECTION TO BE BASED UPON ¢ SECTION A-A REACTION AS DETERMINED FROM THE STEEL GENERAL NOTES \/ 1/2"0 BOLTS W/WASHERS @ V-4"O.C. @ TOP& CUSTOM L SHAPE WELD DETAIL TYPICAL STEEL BEAM TO STEEL PIPE/TUBE COLUMN CONNECTION BOTTOM /(2)BOLTS AT principal architect TK EACH END N.T.S. N.T.S. NOTES: project manager CG 1. USE 1-3/4"x LVL BY ILEVEL BY WEYERHAEUSER. drawn by DF 2. MAXIMUM BOLT HOLE SIZE SHALL BE 9/16". Author 3. BOLTS SHALL NOT BE COUNTER-SUNK. checked by Checker job no. 13054.06 TYPICAL MULTIPLE MEMBER CONNECTION FOR LEVEL BEAMS date 09/28/2020 1 revisions: WOOD POST; SEE PLAN FOR SIZE Z Jg GALVANIZED SIMPSON (2)-1/2"0 GALVANIZED A307 -� iw CB66 COLUMN BASE OR THRU BOLTS, NICK THREADS U) APPROVED EQUAL TO PREVENT BACK-OFF INSTALL BOTTOM OF BASE PLATE FLUSH WITH CONCRETE ---"--- no. date by SIMPSON ° ° CCQ66SDS2.5 g 8 ° 4 a ° SEE MANUFACTURER FOR CONNECTOR DETAILS PERMIT SET 44 ° ° ° ° TIMBER POST, SEE ° ° ° e ° PLANS 09/28/2020 CONCRETE PIER OR FOOTING TYPICAL DETAILS _TYPICAL WOOD POST ON CONCRETE PIER OR FOOTING TYPICAL LVL GIRDER CONNECTION TO SINGLE-LIFT POST 1"= 1'-0" 111= 11-01, S5003_ o Q E � U O 'D (n C C O � (n C C C O y #O WOOD CONNECTOR SCHEDULE #0 Y s ARK CONNECTOR COMMENTS LO 1 HGUM5.50-SDS CONNECT INTO WALL WITH(8rTITEN HD(HD62500H)FASTENERS, CONNECT MEMBER WITH (24)-SDS25212 FASTENERS. o H TO MATCH LVL DEPTH. m rn o r 2 HGLTV5.514 CONNECT TO SUPPORTING LVL PER SIMPSON. CONNECT TO SUPPORTING STEEL MEMBER WITH 2-1/2"LONG 1/4"FILLET r c N WELD AT EACH END OF CONNECTOR TOP FLANGE. H TO MATCH LVL DEPTH. + 3 HU11 FASTEN TO CONTINUOUS WALL LEDGER. 4 MIT SERIES NOTES: 1. CONNECTORS ARE SIMPSON STRONG-TIE PRODUCTS. FOR ANY SUBSTITUTIONS, SUBMIT ALTERNATE PRODUCTS TO EOR FOR REVIEW AND APPROVAL ALONG WITH DOCUMENTATION VERIFYING PRODUCT EQUIVALENCY. 0') 2. FOLLOW ALL MANUFACTURER INSTALLATION GUIDELINES FOR EACH CONNECTOR. rn Z Z � O U) Q jJ J � w0C) LJ._ Q N O O LL Of N = Z6 ROOF TIE,SEE SCHEDULE RIM TIE, SEE SCHEDULED ROOF SHEATHING SEE GENERAL NOTES o O 0') U O RAFTERS,SEE PLAN FOR FOR ADD'L INFORMATION a Z t- U)SIZE AND SPACING T.O.WALL WALL SHEATHING V, EL.SEE PLAN/ARCH. OMITTED FOR CLARITY, SEE BELOW FOR NAILING - DOUBLE 2x PLATE, SIZE TO MATCH WALL STUDS(TYP.) WALL STUDS, SEE PLAN FOR SIZE AND SPACING CONIT. 2x PLATE, SIZE - RIM TIE, SEE SCHEDULE TO MATCH WALL STUDS (TYP.i@ EACH FLOOR) LSTA36 AT EACH STUD HOLD-DOWN ANCHOR FLOOR SHEATHING, SEE OE AT END OF SHEAR WALL GENERAL NOTES LENGTH , SEE FASTENER FOR ADD'L INFORMATION SCHEDULE AND SHEAR - RIM BOARD OMITTED FOR WALL END DETAIL CLARITY O FLOOR TIE, SEE SCHEDULE - _ _ T.O.WALL EL. SEE PLAN/ARCH PLYWOOD PANEL SEE I Y - DOUBLE 2x PLATE, SIZE TO A SCHEDULE FOR I I THICKNESS (STAGGER MATCH WALL STUDS (TYP.) JOINTS) I I EDGE NAILING I - WALL STUDS, SEE PLAN �` �•, ) PER SCHEDULE I I FOR SIZE AND SPACING � r) - WALL END POST-SEE _ cc O INTERMEDIATE NAILING PER SCHEDULE I I HEADER SCHEDULE AND 1 �. PLAN -PROVIDE �� I I DOUBLE STUD MINIMUM CONT.2x PLATE, SIZE , O� FLOORSHEATHING MATCH WALL STUDS °'-••� ' SEE GENERAL NOTES FOR ADD'L INFORMATION :.,,;; T.O. FDN.WALL --- a EL.SEE PLAN/ARCH. CONT.2x PLATE ON FOUNDATION WALL, SIZE TO - , ;P_ principal architect TK MATCH WALL STUDS, SEE °o project manager CG - - - ° ° FOUNDATION SECTIONS HOLD DOWN ANCHOR AT EACH END OF WALL SEE FOUNDATION SECTIONS drawn by DF FOR WALLS LONGER THAN 10'-0"CD) ADD TIE DOWNS EVERY 6'-0". Author LOCATE FIRST ANCHOR BOLT ( F 1 9 MINIMUM/ 12 checked b Checker MAXIMUM y \� FROM PLATE ENDS; SEE REINFORCED CONCRETE FOUNDATION WALL job no. 13054.06 SCHEDULE FOR SPACING SEE PLAN FOR SIZE&LOCATION 2 BOLTS MIN. PER PLATE date 09/28/2020 FLOOR FRAMING TO FOUNDATION WALL OMITTED FOR CLARITY. TYPICAL WOOD SHEAR WALL ELEVATION revisions: WOOD SHEAR WALL ELEVATION _ 1/4"= 1'-0" WOOD SHEAR WALL SCHEDULE WALL STUD (C)-STUDS OR SOLID (D)-SIMPSON HOLD DOWN (H)-SIMPSON SIZE AND (A)-MIN. PLYWOOD SHEATHING (B)-PLYWOOD NAILING POST @ E.A. END OF OR STRAP AT EA. END OF (E)-SIMPSON (F)-ANCHOR BOLTS _ (G)-SIMPSON RIM TIE BLOCKING/JOIST TIE no. date by MARK SPACING SHEATING_ GRADE EDGE/INTERIOR WALL WALL ANCHOR BOLT SIZE SPACING SIZE SPACING SIZE SPACING SW-1 2x6 @ 16"O.C. 3/4"(22/32")PLYWOOD STRUCTURAL-I 8d @ 6"EDGE/12" (4)2x6 or 8x6 HDU14-SDS2.5 1"DIA. 3/4"A307, 8" 12"O.C. LTP4 12"O.C. H2A 24"O.C. BOTH SIDES INTERIOR(1-3/8"PENET.) EMBED. NOTES: PERMIT SET 1. PANEL JOINTS ON EITHER SIDE OF WALL SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS. 09/28/2020 2. PANELS SHALL NOT BE LESS THAN 4'x 8', EXCEPT AT BOUNDARIES AND CHANGES IN FRAMING.ALL EDGES OF ALL PANELS SHALL BE SUPPORTED BY AND FASTENED TO FRAMING MEMBERS OR BLOCKING. 3. NAILS SHALL BE AT LEAST 3/8"FROM THE PANEL EDGES. 4. REFER TO FRAMING PLANS FOR LENGTH AND LOCATION OF SHEAR WALL SEGMENTS. 5. FOR WALLS LONGER THAN 6'-0", PROVIDE SIMPSON HOLD DOWNS AS NOTED AT ENDS AND AT 6'-0"MAX INTERIOR SPACING. 6. WALLS NOTED AS SHEAR WALLS ON PLAN (SW-#)SHALL NOT BE CUT OR PENETRATED UNLESS APPROVED BY THE EOR. CONTRACTOR SHALL COORDINATE ALL PLUMBING, MECHANICAL, HVAC, ELECTRICAL, ETC.,ACCORDINGLY. 7. WOOD SHEAR WALL FRAMING ELEMENTS TO BE DOUG FIR NO.2 OR BETTER. SCHEDULES / a AP RMCD AS1 NOT DATE: p,# (/ FEE- gy; NOTIFY BUILDING DEPARTMENT AT 765-1802 SAM TO 4 PM FOR THE FOLLOWING INSPECTIONS: - --- �` I. FORNPOUD CONCRETE UIRED - 2 ROUGH • !NG & PLUMBING 3. INSULATION 4. FINAL - COI-WRUCTION MUST BE COWLETE FOR C.O. ALL CONSTRUCTION SHALL MEET THE REQUIREMENTS OF THE CODES OF NEW - - YORK STATE. NOT RESPONSIBLE F OR SIG - - - DE - N OR - CON STRUCTION ERRORS. i II ISI I I i I I P OCCU A� 1 CY OR USE S UNLAWFUL. i I I I i I WITHOUT, CERTIFICATE RT I FI CATE OF OCCUPANCY o I O I II i, i ii X"IX-- I r r � N r r N O O CD N O O CD N NN ti C-4 N N rte„, N O O I,- C=) O U) V) to N O co co N N N Z Z Z N Z Z Z N 0 0 0 `� N 0 0 0 N U U U O N U U U 0 wwwU w- wwco W wW O O O W O O O in L) L) L) U) U U U W W w w w w SHEET N0. SHEET NAME w w w w w SHEET NO. SHEET NAME a■ a. a. a, a a a a a a , KW GENERAL STRUCTURAL A0.00 GENERAL INFORMATION • • • S0.01 GENERAL STRUCTURAL NOTES • • 14895 A0.10 ASSEMBLIES S0.02 STRUCTURAL DESIGN CRITERIA, LEGEND, • MAIN REAST MARION , Y 11939 A0.20 WINDOW/DOOR SCHEDULE • . . AND ABBREVIATIONS A0.30 ENERGY CODE-AREA TAKEOFFS • • S2.00 LOWER LEVEL FOUNDATION PLAN • • SCTM : 1 A0.31 ENERGY CODE-RESCHECK • • S2.10 MAIN LEVEL FRAMING PLAN • • A0.32 ENERGY CODE-RESCHECK • • S2.11 CLERESTORY FRAMING PLAN • • S2.20 ROOF FRAMING PLAN • • LANDSCAPE S2.50 BRACED FRAME ELEVATIONS 0 0PERMIT SET 1-1.00 SITE PLAN • • S3.01 FOUNDATION SECTIONS • • S4.01 SUPERSTRUCTURE SECTIONS • • ARCHITECTURAL S4.02 REPRESENTATIVE CONNECTION DETAILS 0 09/28/2020 [REVISION - 11 /23/20211 A2.00 LOWER LEVEL PLAN • • . • S5.01 TYPICAL DETAILS • • A2.10 MAIN LEVEL PLAN • • • • • S5.02 TYPICA-DETAILS • • A2.20 ROOF PLAN • • S5.03 TYPICALDETAILS • • A3.00 ELEVATIONS • . . S6.01 SCHEDULES • • • A3.01 ELEVATIONS • • • TOTAL SHEETS: 27 159 South Jackson St, Suite 600 A3.10 SECTIONS • • • ° REMOVED Seattle, Washington 98104 USA A4.00 WALL SECTIONS • • • 9 REVISED +1206 624 5670 olsonkundig.com ABBREVIATIONS MATERIALS LEGEND SYMBOLS LEGEND PROJECT INFORMATION VICINITY MAP PROJECT DIRECTORY NOT TO SCALE d E @ AT FA FIRE ALARM OA OVERALL SITE ADDRESS: Tz CENTERLINE FB FLAT BAR OC ON CENTER 14895 MAIN ROAD ?' v WOOD BLOCKING SHIM 1. GRID LINE REFERENCE EAST MARION,NEW YORK 11939 ' m R PROPERTY LINE FD FLOOR DRAIN OD OUTSIDE DIAMETER � 1 0 DIAMETER FE FIRE EXTINGUISHER OVERFLOW DRAIN PROJECT ADDRESS: �#+ r •," } ;; .T, .. „�;� 14895 MAIN ROAD - OWNER: c o # POUND OR NUMBER FEC FIRE EXTINGUISHER CABINET OFF OFFICE - *tet ;�., b.k O EAST MARION,NEW YORK 11939 DOMELUCA II,LLC t' ;-. c o E EXISTING FF EL FINISH FLOOR ELEVATION OH OVERHEAD H ' FINISHED WOOD SOUTHOLD,SUFFOLK COUNTY ,a 13235 MAIN RD. " L (N) NEW FH FIRE HYDRANT OHWM ORDINARY HIGH WATER MARK ro H to MATTITUCK, NY 11952 FHC FIRE HOSE CABINET OPNG OPENING A t LOT SIZE: T:631.298.8065 cv AB ANCHOR BOLT FIN FLR FINISH FLOOR OPP OPPOSITE . to 219 212 SF(5.03 ACRES) _ }*_ , , ,,: T:631.680.1157 c°n ABV ABOVE FF FINISH TO FINISH OSB ORIENTED STRAND BOARD 4 ti' ..„ ,,,. _ ° , rn ro s ^ w - CONTACT: DAVID JANNUZZIBATT INSULATION ACCESS FIN FINISH w FLOOR AREA: djjlaw@icloud.com ACOUS ACOUSTICAL FLASH FLASHING PBD PARTICLE BOARD mss, ACP ASPHALT CONCRETE PAVING FLR FLOOR;FLOORING PCC PRECAST CONCRETE LOWER LEVEL(UNCONDITIONED): 1,285 SF(A2.00) " '[' ; y `• �. ACS ACCESS PANEL FLUOR FLUORESCENT PCF POUNDS PER CUBIC FOOT MAIN LEVEL(INTERIOR): 1,377 SF(A2.10) MINERAL INSULATION MAIN LEVEL(EXTERIOR DECK): 2,378 SF(A2.10) �t , �° INTERIOR DESIGNER: ACT ACOUSTICAL TILE FOC FACE OF CONCRETE PERF PERFORATED 2. ROOM REFERENCE GARAGE ROOM NAME RP MILLER,INC. AD AREA DRAIN FOF FACE OF FINISH PERP PERPENDICULAR *•�.' ` `. ".'4 '1A;fW' '�" `" 135 FIFTH AVE.,2nd FLOOR G101 ROOM NUMBER TOTAL 5,040 S a : ,. ADA AMERICANS with DISABILITIES FOIC FURNISHED BY OWNER- PL PLATE NEW YORK, NY 10010 ADJ ADJUSTABLE INSTALLED BY CONTRACTOR PLAM PLASTIC LAMINATE 320 SF � • " '" �'1-.J,�� a ASSESSOR'S PARCEL NUMBER: : '''''' '$r'''-"�`'"" T:646.478.8201 AFF ABOVE FINISHED FLOOR FOM FACE OF MASONRY PLAS PLASTER GRAVEL ,,w � . *>. . AGGR AGGREGATE FOS FACE OF STUDS PLWD PLYWOOD . `�° �" T:310.980.2286 SCTM:1000-23-1-2.8 ;;:€r - _. ..a AIB AIR INFILTRATION BARRIER FP FIREPROOF PNL PANEL `), ' ' '�,'r<'"� sL� k:Z1 t7 tyR' �''� CONTACT: RODMAN PRIMACK c") ,�' • ,' APPLICABLE CODES: s ->° "' "� rodman@rpmillerdesign.com ALT ALTERNATE FPL FIREPLACE PNT POINT REFERENCE DOOR ;t' aw . SCHEDULE 2020 BUILDING CODE OF NEW YORK STATE X ° ALUM ALUMINUM FR FRAME PR PAIR STEEL , Pf + r(atf 2020 PLUMBING CODE OF NEW YORK STATE . ; " °�` " Po'� .$t. ARCHITECT: APPROX APPROXIMATE FT FOOR OR FEET PRCST PRECAST ; ` ` .`' • ' ; OLSON KUNDIG Z 2020 MECHANICAL CODE OF NEW YORK STATE ARCH ARCHITECTURAL FTG FOOTING PSF POUNDS PER CUBIC FOOT 3. DOOR REFERENCE r 4,.' .ne _, ASPH ASPHALT FURR FURRING PSI POUNDS PER SQUARE INCH 2020 FIRE CODE OF NEW YORK STATE ,��,, ,� �..;� �� :.. 159 S.JACKSON ST.SUITE 600 Z AUTO AUTOMATIC FUT FUTURE PT PRESERVATIVE TREATED CMU 2020 EXISTING BUILDING CODE OF NEW YORK STATE , ! ,< '" SEATTLE,WA 98104 _O �*^ T:206.624.5670 fY FW FULL WIDTH PTN PARTITION 2020 FUEL GAS CODE OF NEW YORK STATE � ; '",«�„�-.� �'""_ -sM=. -'�° .� � Q BD BOARD PVC POLYVINYL CHLORIDE 2020 ENERGY CONSERVATION CODE OF NEW YORK STATE -•^"` F:206.624.3730 BITUM BITUMINOUS GA GAUGE 4. WINDOW/SKYLIGHT REFERENCE AO 2020 RESIDENTIAL CODE OF NEW YORK STATE PRINCIPAL ARCHITECT:TOM KUNDIG W tom@olsonkundig.com BLDG BUILDING GALV GALVANIZED R RISER STONE � � BLKG BLOCKING GC GENERAL CONTRACTOR RA RETURN AIR AUTHORITY HAVING JURISDICTION: CONTACT: CHRIS GERRICK Q BM BEAM GL GLASS RAD RADIUS TOWN OF SOUTHOLD NEW YORK chris@olsonkundig.com W CO ELEV.0.00 BO BOTTOM OF... GLAM GLUE-LAMINATED RD ROOF DRAIN 5. ELEVATION!DATUM REFERENCE N BOT BOTTOM GR GRADE REF REFERENCE TO PHYSICAL ADDRESS: LANDSCAPE ARCHITECT: 0 Q BRG BEARING GWB GYPSUM WALL BOARD REFR REFRIGERATOR D WOOD FRAMING TOWN HALL ANNEX BUILDING STIMSON STUDIO 0 O M BSMT BASEMENT GYP GYPSUM REG REGISTER 54375 ROUTE 25 SITE 288 NORFOLK ST V- Of N BUR BUILT UP ROOFING REINF REINFORCED SOUTHOLD,NY 11971 T:617.876.8960 876 8960 A 02139 U) = Q O HB HOSE W C REM REMAINDER BUILDING: CONTACT: JOE WAHLER �� `- CAB CABINET HC HOLLOW CORE REQ REQUIRED PLYWOOD 1 DRAWING NUMBER 6. EXTERIOR ELEVATION 631.765.1802 jwahler@sfimsonstudio.com � CB CATCH BASIN HDO HIGH DENSITY OVERLAY RESIL RESILIENT A3.00 SHEET NUMBER LOCATION MAP P CEM CEMENT HDR HEADER 00 REV REVISION;REVISIONS;REVISED LAND USE: NOT TO SCALE CIVIL ENGINEER: 0 o Go z CU CER CERAMIC HDWD HARDWOOD RH RIGHT HAND CL to CIP CAST-IN-PLACE HDW HARDWARE RM ROOM RIGID INSULATION 631.765.1802 CJ CONTROL JOINT HM HOLLOW METAL RO ROUGH OPENING S.L. MARESCA 188 WEST MONTAUK HIGHWAY,SUITE E4 CLG CEILING HORIZ HORIZONTAL RWL RAIN WATER LEADER 4 DRAWING NUMBER PROJECT DESCRIPTION: . �; •••-,',: :'�`►��':� HAMPTON BAYS NY 11946 T:631.728.9480 CLK CAULKING HP HIGH POINT 7. BUILDING SECTION CONSTRUCTION OF DETACHED SINGLE-FAMILY DWELLING UNIT AND __-- - '-; - '" '•'�' A4.00 SHEET NUMBER SWIMMING POOL UNDER SEPARATE PERMIT). e- :._ ." a ';�*' •�' CONTACT: ELAINE ORTOLAN CLO CLOSET HR HOUR S SOUTH FOAMED IN PLACE INSULATION CLR CLEAR HT HEIGHT SAF SELF-ADHERED FLASHING elaine@slmaresca.com CMU CONCRETE MASONRY UNIT HVAC HEATINGNENTILATING/AIR SAM SELF-ADHERED MEMBRANE t PERMIT EXPEDITOR CNTR COUNTER CONDITIONING Sc SOLID CORE III o .4 0 E � U j O � r � X (n C C pC O N y � O C O N N �Y {U L } � � � m ro u�7 N N w t • �r M O R2 R1 O z Z ROOF OVER UNCONDITIONED ROOF OVER CONDITIONED z � O 07 5419 PVC ROOF MEMBRANE I I FF 075419 PVC ROOF MEMBRANE Q 07 5419 COVER BOARD 075419 COVER BOARD W 4 =9VAPOR ERED(1/2"MIN.) 07 5419 POLYISO INSUL TAPERED(R-50) ~ RET RDER 075419 VAPOR RETARDER G PER STRUCT 061600 PLYWOOD SHEATHING PER STRUCT W CO 061500 WOOD DECKING 061500 WOOD DECKING04- - -- 061000 EXPOSED TIMBER JOISTS - 061000 EXPOSED TIMBER JOISTS O Q O0 c4 LL 01f N ZO L � O � 2 O o'o 0 'o d- U n z T- cn ROOF ASSEMBLIES SCALE: 1 112"= 1'-0" P3 P2 P1 O WOOD TILE GWB ELING 071900 WATER REPELLENT(AS REQ'D) 092900 518"GYPSUM WALL BOARD 4 061600 PLYWOOD 093014 TILE(PER FINISH SCHEDULE) 061000 2X WD FRAMING D MING 093005 THIN SET MORTAR 098116 ACOUSTIC BLANKET INSULATION 0 BLANKET INSULATION 093005 LIQUID MEMBRANE WATERPROOFING 092900 5/8"GYPSUM WALL BOARD 061600 PL OOD 093005 1/2"CEMENT BACKER BOARD ELING 061000 2X WD FRAMING 4 BLANKET INSULATION 061600 PLYWOOD ELING "COMPLY WITH TCNA STANDARDS INTERIOR WALL ASSEMBLIES SCALE: 1 112" = 1'-0" principal architect TK W2 W1 project manager CG WD SIDING CONCRETE BELOW GRADE drawn by ER,JF, DS 4 ��-41 .° II I I�I I 312300 DRAINAGE FILL checked by QC 06 2000 PLASTIC DRAIIN�NA��LE FURRING •_I =1 I I= I 071326 DRAINAGE MAT INTERIOR EXTERIOR d A► RIER ° 4 I I 1--I 11= ;j!qP77 HERING SHEET WATERPROOFING job no. 13054.06 061600 PLYWOOD SHEATHING PER STRUCT 1—IN 11 4 061000 2X WOOD FRAMING PER STRUCT �. < -0 I(--III= date 09/28/2020 (=1 I= IAMING— — 072100 51/2"THERMAL BATT INSULATION R-21 _( ) — — ERMAL BATT INSULATION R 21061600 PLYWOOD SHEATHING PER STRUCTII III I I I ISUM W LL BOARD ( ) 062000 WOOD PANELING 1 I I=1 1- • ; '° _ I—III=11 III=III— revisions: EXTERIOR WALL ASSEMBLIES SCALE: 1 112" = 1'-0" 4 11/23/2021 PERMIT REVISION 4 no. date by F3 F2 F1 CONCRETE OVER FRAMING • ° ° , CONCRETE OVER SOG ° . ° ° CONCRETE SLAB ON GRADE (UNHEATED SPACE) _ — - — ° • ° ° PERMIT SET 033000 C.I.P.CONCRETE TOPPING SLAB • ° 03 3000 C.LP.CONCRETE TOPPINGS B 033000 C.I.P.CONCRETE PER STRUCT 230000 HYDRONIC RADIANT HEATING ° ° 033000 SLIP SHEET 312300 DRAINAGE COURSE PER CIVIL 09/28/2020 033000 SLIP SHEET ` 033000 C.I.P.CONCRETE PER STRUCT - 312300 PREPARED SUBGRADE PER CIVIL 061600 PLYWOOD SUBFLOOR PER STRUCT ° - 033000 VAPOR BARRIER 1 � �� =1 I I=1 -111=1 11= 061000 FRAMING PER STRUCT 312300 DRAINAGE COURSE PER CIVIL -1 I 1—I I =I I I=1 I I—I I IEE 11-1) 312300 PREPARED SUBGRADE PER CIVIL —I 11=1 I I=I I EE1 I I I I I=1 I= _-- '` 1 I I_I I =1 11=1 I I=1 11=1 1 11 I =1 11=1 1=1 1=1 1-1 I—III—I —I 11=1 I—I 1=1 11=1 11=1 11- 1 1=1 11=1 11—I 11—I 11—I 11=1 I I- -1 11=I I 1=1 I I—III—I 11=1 I I—I I —I 1—I 11=1 11=1 11=1 1=1 11—I I —ilia— I I—I I I—II 1=1 I I—I I_I= 11=1 11=1 I I-1 11=1 1=1 11=1 I I- 1 I I-1 I I-1 I I-1 I I-1 I I-1 I I1 I ASSEMBLIES FLOOR ASSEMBLIES AO , 10 SCALE: 1 112"= 1'-0" o Q E � � o � � V � m � (h C C 4 0 4 c � � o DOOR SCHEDULE r e � m DIMENSIONS m MARK LOCATION WIDTH HEIGHT DOOR TYPE FRAME TYPE AREA U VALUE VT SHGC MANUFACTURER MODEL "' N o // Opaque w = U U U 001.1 1 BASEMENT 13'-8" 8'-0" I B WD 29 SF 1 0.37 1 0 0 TBD TBD U o' 29 SF a 29 SF Exterior 0) i M 101.2a PATIO .115'-0" 11'-01/4" 1 D ALUM 164 SF 0.381 0.56 1 0.33 1 DYNAMIC ALUMIN-ARTE PER SCHEDUL I PER SCHEDULE ER SCHEDUL PER SCHEDULE 101.2b PATIO 122'-6" 111'-01/4" 1 D ALUM 247 SF 1 0.38 1 0.56 1 0.33 1 DYNAMIC ALUMIN-ARTE 411 SF Z Glass Z TYPE A TYPE B TYPE C TYPE D 102.2 BEDROOM 24'-3 3/4" 110'-91/4" D ALUM 262 SF 1 0.38 1 0.56 0.33 DYNAMIC ALUMIN-ARTE O SINGLE SWING SINGLE BARN SINGLE GLAZED SWING GLAZED SLIDING, I-- SEE SCHEDULE AND 262 SF U) Q ELEVATIONS Opaque W 101.1 1 HALL 13'-8" In-o" A ALUM 40 SF 1 0.37 0 0 1 TBD JTBD 40 SF Q 713 SF LU co Interior � Cq DOOR TYPES Glass 0 Q 126.1 1 SAUNA 12'-8" 18.-0. C I WD 21 SF 0.33 0.58 0.34 1 TBD JTBD 0 O M SCALE: 1/4" = 1'-0" LL" W N 21 SF Opaque U) = Z O o 102.1 BEDROOM 3'-8" 8'-6° A WD 31 SF 0.37 0 0 TBD TBD 102.3 BEDROOM 3'-8" 8'-6" A WD 31 SF 0.37 0 0 TBD TBDO O LO125.1 BATH 2'-8" 8'-0" A WD 21 SF 0.37 0 0 TBD TBD 126.2 SAUNA 2'-8" 8'-0' C WD 21 SF 0.37 0 0 TBD TBD o d- U CL z T_ U) 105 SF 126 SF NOTES: 1.EXTERIOR GLASS DOORS RATINGS BASED ON NFRC DWD-N-17-00915-00001 2.AIR AND THERMAL BARRIER TO BE INSTALLED PER MANUFACTURER'S INSTRUCTIONS 3.ALL FENESTRATIONS TO MEET INFILTRATION RATE REQUIREMENTS PER NFRC 400 4.ALL OPERABLE FENESTRATIONS TO MEET BLOWER DOOR TEST @ 50 PA.<=3 ACH FOR CLIMATE ZONE 4. 5.ALL GLAZED DOORS TO HAVE SAFETY GLAZING PER R308.4.1. WINDOW SCHEDULE DIMENSIONS (ROUGH OPENING) MARK OPERATION WIDTH HEIGHT AREA GLASS TYPE U VALUE SHGC VT MANUFACTURER MODEL FIXED 204 FIXED 30'-0" 11'-21/2" 336 SF DBL GLAZED,LOW E 0.29 0.38 0.66 DYNAMIC ALUMIN-ARTE 205 FIXED 6'-21/4" 2'-6" 15 SF DBL GLAZED,LOW E 0.29 0.38 0.66 DYNAMIC ALUMIN-ARTE 206 FIXED 6 -21/4" 2'-6" 15 SF DBL GLAZED,LOW E 0.29 0.38 0.66 DYNAMIC ALUMIN-ARTE 207 FIXED 6'-21/4" 2'-6' 15 SF DBL GLAZED,LOW E 0.29 0.38 0.66 DYNAMIC ALUMIN-ARTE 208 FIXED 6'-21/2" 2'-6- 16 SF DBL GLAZED,LOW E 0.29 0.38 0.66 DYNAMIC ALUMIN-ARTE 218 FIXED 6'-91/2" 2'-6- 17 SF DBL GLAZED,LOW E 0.29 0.38 0.66 DYNAMIC ALUMIN-ARTE 219 FIXED 6'-9 3/4" 2'-6- 17 SF DBL GLAZED,LOW E 0.29 0.38 0.66 DYNAMIC ALUMIN-ARTE 432 SF FIXED IN SLIDING FRAME 202a FIXED IN SLIDING FRAME U-21/2" 10'-1 1/2" 63 SF DBL GLAZED,LOW E 0.38 0.33 0.56 DYNAMIC ALUMIN-ARTE 202b FIXED IN SLIDING FRAME 6'-2 3/4" 10'-11/2" 63 SF DBL GLAZED,LOW E 0.38 0.33 0.56 DYNAMIC ALUMIN-ARTE principal architect TK 202c FIXED IN SLIDING FRAME U-21/4" 10'-11/2" 63 SF DBL GLAZED,LOW E 0.38 0.33 0.56 DYNAMIC ALUMIN-ARTE 202d FIXED IN SLIDING FRAME 5'-01/2" 10'-11/2" 51 SF DBL GLAZED,LOW E 0.38 0.33 0.56 DYNAMIC ALUMIN-ARTE project manager CG 240 SF drawn by ER,JF, DS checked by QC job no. 13054.06 date 09/28/2020 NOTES: 1.FIXED GLASS RATINGS BASED ON NFRC DWD-N-28-00009-00002 2.SLIDING GLASS RATINGS BASED ON NFRC DWD-N-30-00018-00001 3.AIR AND THERMAL BARRIER TO BE INSTALLED PER MANUFACTURER'S INSTRUCTIONS 4.ALL FENESTRATIONS TO MEET INFILTRATION RATE REQUIREMENTS PER NFRC 400 revisions: 5.ALL OPERABLE FENESTRATIONS TO MEET BLOWER DOOR TEST @ 50 PA.<=3 ACH FOR CLIMATE ZONE 4. 6.ALL HAZERDOUS LOCATIONS AS DEFINED IN R308.4 TO HAVE SAFETY GLAZING.REFER TO ELEVATIONS(A3.00,A3.01). 4 11/23/2021 PERMIT REVISION 3 9/17/2021 PERMIT CORRECTIONS no. date by PERMIT SET 09/28/2020 WINDOW/DOOR SCHEDULE o < o � U CO 4.34 3 2 1 0.5 I `" � o � 2 ENVELOPE' LEGEND ROOF - N GROSS WALL AREA-W2/A.010 FOR OPAQUE PORTIONS __— --==I ---- ;i- ---i --� �� I� 331-6 1/2" rot° I,---- I w N Ni CEILING-R1/A.010 lii 4 i i i i� it MAIN LEVEL ------�II'�------ ---- �I GLAZING&DOORS-SEE A0.20 FOR AREAS AND PERFORMANCE 1 I I 21'-6" co I I I 1 W8 I I AVG EXISTING GRADE BASEMENT 21'-0" WALLS LOWER LEVEL �- 0 Z 12'-3" Z 1r v, Q 6 NORTH ELEVATION AREA TAKEOFF SCALE: 3/32 = 1 -0 W � ENVELOPE TAKEOFF ~ MARK AREA THERMAL PERFORMANCE TYPE w 00 QN CEILING O C-- _ 1 0LL N C1 1677 R-50 CEILING z0 1677 E D C B A ¢ o GROSS WALL AREA 0 0 � W11 2136 R-21 1 GROSS WALL AREA Z ~ co aCTcvn W2 628 R-21 GROSS WALL AREA ROOF W3 2136 R-21 GROSS WALL AREA 33'-61/2" W4 628 R-21 GROSS WALL AREA I I i iii W5 241 R-21 GROSS WALL AREA 'I i W3 11 W6 521 R-21 GROSS WALL AREA W7 241 R-21 GROSS WALL AREA 1 L -_�I� _'�__ MAIN LEVEL W8 521 R-21 GROSS WALL AREA21'-6" I I I I I 3352 AVG EXISTING GRADE BASEMENT 21'-0" WALLS NOTE:SEE A0.20 FOR WINDOW&DOOR AREAS AND THERMAL PERFORMANCE - - - LOWER LEVEL 12'-3" 5 WEST ELEVATION - AREA TAKEOFF SCALE: 3/32 = 1 -0 0.5 1 2 3 4 4.3 0.5 1 2 3 4 4.3 ROOF - 33'-61/2" W2 A0.30 MAIN LEVEL 6 f I I 21'-6" BASEMENT AVG EXISTING GRADE W6 WALLS 21'-0" principal architect TK LOWER LEVEL project manager CG 12'-3" drawn by ER,JF,DS SOUTH ELEVATION - AREA TAKEOFF � ! checked by QC 4 — — C job no. 13054.06 date 09/28/2020 I A0.30 A0.30 revisions: 5 C1 3 A B C D E I ROOF B - - - - -- - 33'-61/2„ 4 11/23/2021 PERMIT REVISION W1 I no. date by 4 i MAIN LEVEL A0.30 21'-6" w5 I I l AVG EXISTING GRADE I PERMIT SET BASEMENT 21'-0" WALLS - - - -- - -- 09/28/2020 LOWER LEVEL — _ — — — — — — A 12'-3" EAST ELEVATION - AREA TAKEOFF ROOF AREA ENERGY CODE - SCALE: 3/32" = 1'-0" AREA TAKEOFFS 0 4 0 o Generated by REScheck-Web Software REScheck Software Version : REScheck-Web Q ■ REScheck Version Compliance Statement: The proposed building design described here is consistent with the building plans, specifications,REScheck-Web and to comply with the mandatory requirements listed in the REScheck Inspection Checklist.cations, and other ■ ■ m c Compliance C!�e ■ ' �� calculations submitted with the permit application.The prcposed building has been designed to meet the 2018 IECC requirements in ' n S p ect o n C h ec�' St 0 c : U) 1 O g, Energy Code: 2018 IECC ,_ 0 Name-Title Signature Date Requirements: 100.0% were addressed directly in the REScheck software Text in the "Comments/Assumptions" column is provided by the user in the REScheck Requirements screen. For each 3 N to Project North Fork West requirement, the user certifies that a code requirement will be met and how that is documented, or that an exception in � is being claimed. Where compliance is itemized in a separate table, a reference to that table is provided. CD cn N Energy Code: 2018 IECC Location: Southold, New York Section Plans Verified Field Verifie Construction Type: Single-family d & Req.ID # Pre-Inspection/Plan Review Value Value Complies? Comments/Assumptions Project Type: New Construction 103.1, Construction drawings and ❑Complies 'Requirement will be met. Conditioned Floor Area: 1,377 ft2 103.2 documentation demonstrate ❑Does Not Glazing Area 41% [PR113 =energy code compliance for the i Location on plans/spec. Climate Zone: 4 (5572 HDD) building envelope.Thermal Not Observable A0.10,A0.20,A0.30 • � Permit Date: envelope represented on ❑Not Applicable ,construction documents. Permit Number: 103.1, Construction drawings and ❑Complies ;Requirement will be met. M 103.2, i documentation demonstrateCD ❑Does Not i Construction Site: Owner/Agent: Designer/Contractor: 403.7 energy code compliance for !Location on plans/spec: ❑Not Observable 14895 Main Road Domeluca II, LLC Tom Kundig [PR3]1 {lighting and mechanical systems. Requirements will be met. >- East Marion, NY 11939 13235 Main Road Olson Kundig i;. (Systems serving multiple ❑Not Applicable Z Mattituck, NY 11952 159 South Jackson Street dwelling units must demonstrate 631.298.8065 6th Floor (compliance with the IECC Z Seattle,WA 98104 Commercial Provisions. I 0 206.624.5670 302.1, Heating and cooling equipment is 1 Heating: Heating: ❑Complies Requirement will be met. ^ Q chris@olsonkundig.com 403.7 sized per ACCA Manual S based I Btu/hr Btu/hr ❑Does Not v, [PR2]2 on loads calculated per ACCA Cooling: I Cooling: I .Location on plans/spec: W a. Manual j or other methods g' I g' ❑Not Observable Requirements will be met. Btu/hr Btu/hr No ble q ~ approved by the code official. ❑ t Applica _.. _... . ... ' _._ .._ _.... _... Q co Compliance: 1.8%Better Than Code Maximum UA: 658 Your UA: 646 Maximum SHGC: 0.40 Your SHGC: 0.35 y W The%Better or Worse Than Code Index reflects how close to compliance the house is based on code tradeoff rules. Additional Comments/Assumptions: C1 CV It DOES NOT provide an estimate of energy use or cost relative to a minimum-code home. Q i r Slab-on-grade tradeoffs are no longer considered in the UA or performance compliance path in REScheck. Each slab-on-grade 0 O assembly in the specified climate zone must meet the minimum energy code insulation R-value and depth requirements. ILL W CV Z CD U) � O Envelope Assemblies 0rn 'o O 0CL Z V U Ceiling: Flat Ceiling or Scissor Truss 1,677 0.0 50.0 0.019 0.026 32 44 Exterior Walls: Wood Frame, 16"o.c. 1,828 21.0 0.0 0.057 0.060 24 25 Opaque Doors: Solid Door(under 50%glazing) 40 0.370 0.320 15 13 Door:Glass Door(over 50%glazing) 698 0.380 0.320 265 223 SHGC: 0.33 Fixed Windows: Metal Frame w/Thermal Break 427 0.290 0.320 124 137 SHGC:0.38 Windows(Sliders): Metal Frame w/Thermal Break 240 0.380 0.320 91 77 SHGC: 0.33 Basement Walls: Solid Concrete or Masonry 1,524 21.0 0.0 0.056 0.087 84 130 Basement Bam Door: Solid Door(under 50%glazing) 29 0.370 0.320 11 9 1 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: North Fork West Report date: 11/22/21 Project Title: North Fork West Report date: 11/22/21 Project Title: North Fork West Reportdate: 11/22/21 Data filename: Page 1 of10 Data filename: Page 2 of10 Data filename: Page 3 of10 Section Section Section Plans Verified Field Verified Plans Verified Field Verified # Foundation Inspection Complies? Comments/Assumptions # Framing/Rough-in Inspection Value Value Complies? Comments/Assumptions # Framing/Rough-in Inspection Value Value Complies? Comments/Assumptions & Req.ID & Req.ID & Req.ID 303.2.1 A protective covering is installed to []Complies Exception: Requirement is not applicable. 402.1.1, Door U-factor. u- k U- ❑Complies See the Envelope Assemblies 403.6 Automatic or gravity dampers are ❑Complies Requirement will be met. [FO11]2 protect exposed exterior insulation ❑Does Not f 402.3.4 Does Not (table for values. [FR19]z ❑ installed on all outdoor air ❑Does Not and extends a minimum of 6 in. below ! Location on plans/spec: No exposed exterior insulation. [FRI]1 ! i intakes and exhausts. !Location on plans/spec: ❑Not Observable; I ( ❑Not Observable ❑Not Observable ' grade. .Requirements will be met. i ❑Not Applicable I ry I I R ❑Not Applicable ❑Not Applicable } 403.9 Snow-and ice-melting system controls ❑Complies Exception: Requirement is not applicable. 402.1.1, Glazing U-factor(area-weighted I U- U- ❑Complies See the Envelope Assemblies Additional Comments/Assumptions: [F012]2 installed. �❑Does Not 3 402.3.1, laverage). i []Does Not !table for values. Location on plans/spec: Requirements will be met. 402.3.3, ! «s. []Not Observable! 402.5 ! ❑Not Observable ❑Not Applicable ? [FR211 # ❑Not Applicable Additional Comments/Assumptions: ' I 303.1.3 f'1.1-factors of fenestration products ❑Complies Requirement will be met. [FR4]1 are determined in accordance ❑Does Not with the NFRC test procedure or Location on plans/spec: principal architect TK y taken from the default table. ❑Not Observable AO.20 I ❑Not Applicable project manager CG 402.4.1.1 Air barrier and thermal barrier ❑Complies Requirement will be met. drawn by ER,JF,DS [FR23]1 hnstalled per manufacturer's ❑Does Not Einstructions. (Location on plans/spec: ❑Not Observable Requirements will be met. ❑Not Applicable checked by QC 402.4.3 !Fenestration that is not site built ❑Complies Requirement will be met. [FR20]1 is listed and labeled as meeting Does �AAMA/WDMA/CSA 101/I.S.2/A440 jo no. 06 []DoesNot for has infiltration rates per NFRC Not Observable date 09/28/2020 400 that do not exceed code []Not Applicable limits. I 402.4.5 IC-rated recessed lighting fixtures ❑Complies ;Exception:Requirement is [FR16]2 sealed at housing/interior finish ❑Does Not !not applicable. and labeled to indicate :52.0 cfm leakage at 75 Pa. ❑Not Observable Location on plans/spec: revisions: ❑Not Applicable �No recessed ligthing fixtures. 403.3.1 Supply and return ducts in attics ❑Complies Requirement will be met. [FR12]1 I insulated >= R-8 where duct is ❑Does Not #d, >=3 inches in diameter and >= Location on plans/spec: {R-6 where< 3 inches. Supply and ❑Not Observable Requirements will be met. 'return ducts in other portions of ❑Not Applicable pthe building insulated >= R-6 for i Idiameter>= 3 inches and R-4.2 Ifor< 3 inches in diameter. 403.3.2 (Ducts, air handlers and filter ❑Complies `Requirement will be met. [FR13]1 boxes are sealed with ❑Does Not 1 .021, joints/seams compliant with (Location on plans/spec: International Mechanical Code or ' []Not Observable IRequirements will be met. International Residential Code, as ❑Not Applicable 4 11/23/2021 PERMIT REVISION ,applicable. no. date by 403.3.5 Building cavities are not used as ❑Complies (Requirement will be met. [FR15]3 ducts or plenums. ❑Does Not ` SLOCation on plans/spec: . []Not Observable IRequirements will be met. ❑Not Applicable I 403.4 HVAC piping conveying fluids ' R- = R- ❑Complies !Requirement will be met. [FR17]2 above 105°F or chilled fluids ❑Does Not below 55°F are insulated to zR- I Location on plans/spec: d []Not Observable PERMIT SET 3. Requirements will be met. I ❑Not Applicable i 403.4.1 {Protection of insulation on HVAC ❑Complies Requirement will be met. 09I28/2020 [FR24]1 s piping. ❑Does Not I ❑Not Observable :•Location on plans/spec: Requirements will be met. ❑Not Applicable 1 403.5.3 Hot water pipes are insulated to R- i R- ❑Complies 'Requirement will be met. [FR18]2 ❑Does Not a, ! ;Location on plans/spec: i ❑Not Observable ' �+�/ pp ;Requirements will be met. ENERGY CODE — ❑Not Applicable 1 I High Impact(Tier 1) 12 IMedium Impact(Tier 2) 13 1 Low Impact(Tier 3) 111 High Impact(Tier 1) 12 IMedium Impact(Tier 2) 13 1 Low Impact(Tier 3) 1 111High Impact(Tier 1) 12 IMediurn Impact(Tier 2) 13 1 Low Impact(—r—ier3)---1 RESCHECK Project Title: North Fork West Report date: 11/22/21 Project Title: North Fork West Report date: 11/22/21 Project Title: North Fork West Report date: 11/22/21 Data filename: Page 4 of10 Data filename: Page 5 of10 Data filename: Page 6 of10 AO , 31 Section Section o N o Plans Verified Field Verified Plans Verified Field Verified Section Plans Verified Field Verified �► _ " & Re ID Insulation Inspection Value Value Complies. Comments/Assumptions & Re ID Final Inspection Provisions Value Value Complies. Comments/Assumptions # Final Inspection Provisions Complies? Comments/Assumptions � "r a q. q• & Req.ID Value Value 3 0 L- 303.1 All installed insulation is labeled ❑Complies (Requirement will be met. 402.1.1, Ceiling insulation R-value. R- R- ❑Complies !see the Envelope Assemblies403.6.1 All mechanical ventilation systems ❑Complies Requirement will be met. in o' [IN13]2 or the installed R-values ❑Does Not i 402.2.1, ❑ Wood ❑ Wood ❑Does Not table for values. [FI25]2 fans not part of tested and listed 1 []Does Not e H P Steel Steel equipment meet efficacy Location on plans/spec: M o provided. 402.2.2, i o — ❑Not Observable 402.2.6 ❑ ❑ []Not Observable j HVAC e Not Observable I .x ❑Not Applicable [FI1]1 ❑Not Applicable + and air flow limits per Table ❑ Requirements will be met. c R403.6.1. I ❑Not Applicable 402.1.1, !Wall insulation R-value. If this is a R- R- ❑Complies iSee the Envelope Assemblies U1 402.2.5, mass wall with at least 3/3 of the table for values. 403.2 Hot water boilers supplying heat # ❑Complies Requirement will be met. N ❑ Wood I❑ Wood I❑Does Not i 303.1.1.1, Ceiling insulation installed per ❑Complies Requirement will be met. [FI26]2 through one-or two-pipe heating ❑Does Not 1 ° to 402.2.6 wall insulation on the wall } systems have outdoor setback i U m [IN3]1 :exterior,the exterior insulation ❑ Mass S❑ Mass []Not Observable 303.2 manufacturer's instructions. ❑Does Not Y Location on lans/s ec: ro Steel Steel 1 control to lower boiler water ❑Not Observable 1 P P V N requirement applies(FR10). ❑ ❑ ❑Not Applicable I [FI2] Blown insulation marked every Requirements will be met. r• va q PP ! i 300 ft=. ❑Not Observable temperature based on outdoor ❑Not Applicable 1 s I ! ❑Not Applicable 1 temperature. i 402.2.3 :Vented attics with air permeable ❑Complies Exception:Requirement is 403.5.1.1 Heated water circulation systems , ❑Complies Requirement will be met. 303.2 Wall insulation is installed per ❑Complies {Requirement will be met. 2 z [IN4]1 !manufacturer's instructions. j I [FI22] :insulation include baffle adjacent ❑Does Not Inot applicable. [FI28] have a circulation pump.The ❑Does Not []Does Not to soffit and eave vents that system return pipe is a dedicated `Location on plans/spec: j ❑Not Observable return i e or a cold water supply []Not Observable ! []Not Observable :extends over insulation. (Location on plans/spec: pipe PP Y Requirements will be met. j ❑Not Applicable ❑Not Applicable No vented attic. pipe.Gravity and thermos- ❑Not Applicable ,syphon circulation systems are i 402.2.4 Attic access hatch and door 1 R- R- ❑Complies Requirement will be met. not present. Controls for Additional Comments/Assumptions: [FI311 insulation zR-value of the s i € ❑Does Not circulating hot water system adjacent assembly. { 'Location on plans/spec: ! []Not Observable No attic pumps start the pump with signal Cf) i ❑Not Applicable for hot water demand within the 402.4.1.2 Blower door test @ 50 Pa. <=5 ACH 50 = I ACH 50= ❑ Requirement lies !Re uirement will be met. occupancy. Controls [FI17]1 ach in Climate Zones 1-2,and ❑Doe sNot i automatically turn off the pump when water is in circulation loop ! i Z d <=3 ach in Climate Zones 3-8. Location on plans/spec: is at set- oint tem erature and c i []Not Observable ?A0.20 P P ❑Not Applicable j no emand for hot water exists. I Z 403.5.1.2 'Electric heat trace systems ❑Complies ;Exception: Requirement is O 403.3.3 Ducts are pressure tested to cfm1100 cfm/100 Elco plies Requirement will be met. 2 comply i ❑Does Not not applicable. [FI27]1 determine air leakage with ft2 ft2 [FI29] com I with IEEE 515.1 or UL f ❑Does Not 515.Controls automatically either: Rough-in test:Total { Location on plans/spec: []Not Observable W Q []Not Observable i adjust the energy input to the Location on plans/spec: leakage measured with a i I Requirements will be met. heat tracing to maintain the ❑Not Applicable Requirement does not apply. ` pressure differential of 0.1 inch i ❑Not Applicable 9 ! S I 'desired water temperature in the w.g. across the system including i (n the manufacturer's air handler piping. Q enclosure if installed at time of # ; 403.5.2 Demand recirculation water ❑Complies iRequirement will be met. U"] 00 test. Postconstruction test:Total ' [F130]2 :systems have controls that ❑Does Not N leakage measured with a manage operation of the pump ,Location on plans/spec: Q pressure differential of 0.1 inch ❑Not Observable O , } and limit the temperature of the Requirements will be met. O ch 1w.g.across the entire system ! water entering the cold water ❑Not Applicable N 'including the manufacturer's air j piping to <= 1049F.! Z I handler enclosure. i i 403.5.4 Drain water heat recovery units ❑Complies Exception: Requirement is 0 403.3.4 ;Duct tightness test result of<=4 i cfm/100 cfm/100 ❑Complies Requirement will be met. [FI31]2 tested in accordance with CSA ❑Does Not not applicable. t— [F14]1 cfm/100 ft2 across the system or ! ft2 ft2 ❑Does Not 855.1. Potable water-side []Not Not Observable LL <=3 cfm/100 ft2 without air Location on plans/spec: pressure loss of drain water heat !Location on plans/spec: ❑Not Observable Requirements will be met. recovery P pp !Requirement does not apply. ro H LO handler @ 25 Pa. For rough-in i recove units < 3 psi for ❑Not A licable U O 0 00 tests,verification may need to I` ❑Not Applicable individual units connected to one i o U yI i QZ � cn occur during Framing Inspection. ! or two showers. Potable water- 403.3.2.1 `Air handler leakage designated ❑Complies 'Requirement will be met. side pressure loss of drain water [FI24]1 j by manufacturer at<=2%of ❑Does Not I individual uheat nits connected'toor design air flow. ❑ 1 Location on plans/spec: Not Observable i three or more showers. i Requirements will be met. ❑Not Applicable 404.1 i 90%or more of permanent ❑Complies 'Requirement will be met. 403.1.1 Programmable thermostats ❑Complies Requirement will be met. [F16]1 fixtures have high efficacy lamps. ❑Does Not []Not Observable Location on plans/spec: [FI9] installed for control of primary Does Not Requirements will be met. heating and cooling systems and Location on plans/spec: initially set by manufacturer to i []Not Observable Requirements will be met. ❑Not Applicable s code specifications. ❑Not Applicable 404.1.1 Fuel gas lighting systems have ❑Complies EException: Requirement is 403.1.2 Heat pump thermostat installed ❑Complies Requirement will be met. [F123]3 no continuous pilot light. ❑Does Not knot applicable. [FI10]2 on heat pumps. ❑Does Not ° []Not Observable Location on plans/spec: Location on plans/spec: ❑ Requirements will be met. Not Observable ❑Not Applicable Requirement not applicable. - ❑Not Applicable 401.3 Compliance certificate posted. ❑Complies Requirement will be met. 403.5.1 Circulating service hot water ❑Complies !Requirement will be met. [F17]2 ❑Does Not []Does systems have automatic or Does Not ❑Not Observable accessible manual controls. Not Observable Location on plans/spec: ❑ j Requirements will be met. ❑Not Applicable ❑Not Applicable 1 lHigh Impact(Tier 1) 12 IMedium Impact(Tier 2) 13 Low Impact(Tier 3) 11 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3) 1 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: North Fork West Report date: 11/22/21 Project Title: North Fork West Report date: 11/22/21 Project Title: North Fork West Report date: 11/22/21 Data filename: Page 7 of10 Data filename: Page 8 of10 Data filename: Page 9 of101 Section Plans Verified Field Verified # Final Inspection Provisions Value Value Complies? Comments/Assumptions & Req.ID t 1 Ener 303.3 Manufacturer manuals for ❑Complies !Requirement will be met. [17I18]3 mechanical and water heating ❑Does Not systems have been provided. ❑Not Observable E f c l cy Ceftificcate ❑Not Applicable Additional Comments/Assumptions: Above-Grade Wall 21.00 Below-Grade Wall 0.00 Floor 0.00 principal architect TK Ceiling/Roof 50.00 project manager CG Ductwork(unconditioned spaces): drawn by ER,JF,DS Window 0.29 0.38 checked by QC Door 0.38 0.33 job no. 13054.06 �I IIJI�} 11 Rini IM'1J Jd1). Il? i i �trl'S t date 09/28/2020 Heating System: Cooling System: Water Heater: revisions: Name: Date: Comments 4 11/23/2021 PERMIT REVISION no. date by PERMIT SET 09/28/2020 ENERGY CODE - 1 lHigh Impact(Tier 1) 12 IMediurn Impact(Tier 2) 13 ILow Impact(Tier 3) RESCHECK Project Title: North Fork West Report date: 11/22/21 Data filename: Page 10 of10 AO , 32 0.5 1 2 3 ( 4 ) (4.3 5 12'-0" 18'-0" 15'-0" 23'-4" T-4" 19'-10" LEGEND o Q E SD SMOKE AND CARBON MONOXIDE DETECTOR coo = I 4 I I I I I Dov to ROOM SCHEDULE - LOWER LEVEL NOTES C H � o ROOM NUMBER ROOM NAME AREA LocaTloN = o to 1.COMBINATION SMOKE/CO/NATURAL GAS ALARMS SHALL BE INSTALLED IN EACHLn !0 SLEEPING AREA AND WITHIN 15FT OF THE ENTRY TO AFOREMENTIONED SLEEPING = V I I LOWER LEVEL AREA. o 4 � INTERIOR/CONDITIONED 2.SMOKE ALARMS SHALL BE INSTALLED AT THE HIGHEST CEILING LEVEL WITHIN M ro O 001 BASEMENT 1285 SF SLEEPING AREA.FOR SLEEPING AREAS WITH ALINEAR DIMENSION OF GREATER rte„ coN THAN 16FT,THE VISUAL NOTIFICATION APPLIANCE SHALL BE LOCATED WITHIN 16FT + 1285 SF OF THE PILLOW IN ACCORDANCE WITH NFPA 72,SECTION 18.5.4.6.3. 3.SMOKE ALARMS MOUNTED ON WALL SHALL BE LOCATED NOT FARTHER THAN 12 INCHES FROM THEADJOINING CEILING SURFACE IN ACCORDANCE WITH NFPA 72, SECTION 29 8-3.3. 4.SMOKE 4 I I I ALARMSSHALL FROM A D RTO A HORIZONTAL BATHROOM CONTAINING A SHOWER OR TUB IN ACCORDANCE WITH NFPA 72,SECTION 29.8.3.4. INTERCONNECTION � 1.THE SMOKE DETECTORS SHALL BE INTERCONNECTED IN SUCH A MANNER THAT (h THE ACTIVATION OF ONE DETECTOR WILL ACTIVATE ALL OF TH E DETECTORS IN THE INDIVIDUAL UNIT. I I I I z O U) Q W Q w00 Q o.4 O � o LL � N z 0 9 U)I I I I I < o L coo �- 'o � U a Z � (n I I I 1 I I A3.00 I I I A3.10 1 2 4 A4.00 W1 . e a J d ° P 4•'°- d ° a a< - a 12'-3"TOS " W1 co N F— Is p N s CY EO LU 0 d d ".e J BASEMENT ,- — — — FLOOR DRAIN 001 2 SLOPE TO DRAIN d A3.10 1/8:12 — SLOPE TO DRAIN 12'-3" 1/8:12 I -� L - - - -ja 1 A3.01 2 8'-1" 6'-11" 4 A4.00 1 A3.01 d - _ a . < a principal architect TK Lu project manager CG w � o°- drawn by ER,JF,DS 4 C/) e SD N checked by QC o I 17-3"TOS W/D W/D _ job no. 13054.06 d a date 09/28/2020 6 ° 41 N 001.1 " O d I N 5'-0" UJ 00 revisions: o 12'-3" F1 n 1 d AIR CONDITIONING CONDENSING UNITS PER MECHANICAL 4 11/23/2021 PERMIT REVISION LINEAR DRAIN2 917/2021 PERMIT CORRECTIONS I ° 1 8/6/2021 PERMIT CORRECTIONS I I I I I no. date by ww 1 4 LIJ �aED 0 o I I COS PERMIT SET I ( I Id, . 109/28/2020 d. d I 2 I' I z ~ ° RETAINING WALL LOWER LEVEL A3.00 RETAINING WALL O j� PLAN LOWER LEVEL PLAN ° SCALE: 1/4"= l'-0" A2 , 00 L 16'-0" 0.5 1 2 3 ) 4 4.3 5 12'-0" 18'-0" 15'-0" 23'-4" T-4' 19'-10" LEGEND E SD SMOKE AND CARBON MONOXIDE DETECTOR Q _ 0 I I I I I I Sow � m 7 ROOM SCHEDULE - MAIN LEVEL NOTES' c O � o ROOM NUMBER ROOM NAME AREA LOCATION t a 1.COMBINATION SMOKEICO/NATURAL GAS ALARMS SHALL BE INSTALLED IN EACH >N SLEEPING AREA AND WITHIN 15FT OF THE ENTRY TO AFOREMENTIONED SLEEPING t ? -e MAIN LEVEL AREA. to INTERIOR/CONDITIONED 2.SMOKE ALARMS SHALL BE INSTALLED AT THE HIGHEST CEILING LEVEL WITHIN rn ro O 101LIVING 1016 SF SLEEPING AREA.FOR SLEEPING AREAS WITH ALINEAR DIMENSION OF GREATER ul THAN 16FT,THE VISUAL NOTIFICATION APPLIANCE SHALL BE LOCATED WITHIN 16FT + 102 BEDROOM 188 SF OF THE PILLOW IN ACCORDANCE WITH NFPA 72,SECTION 18.5.46 3. 111 HALL 41 SF 3.SMOKE ALARMS MOUNTED ON WALL SHALL BE LOCATED NOT FARTHER THAN 12 112 HALL 33 SF INCHES FROM THE ADJOINING CEILING SURFACE IN ACCORDANCE WITH NFPA 72, 125 SECTION 29.8.3.3. BATH 60 SF I 126 SAUNA 39 SF 4.SMOKE ALARMS SHALL NOT BE INSTALLED WITHIN A 36 INCH HORIZONTAL PATH FROM A DOOR TO A BATHROOM CONTAINING A SHOWER OR TUB IN ACCORDANCE 1377 SF WITH NFPA 72,SECTION 29.8 3.4. EXTERIOR INTERCONNECTION 4 110 PATIO 683 SF 1.THE SMOKE DETECTORS SHALL BE INTERCONNECTED IN SUCH A MANNER THAT M 111 PATIO 1695 SF THE ACTIVATION OF ONE DETECTOR WILL ACTIVATE ALL OF THE DETECTORS IN THE INDIVIDUAL UNIT. PATIO AT GRADE 2378 SF �- I +21.5 Grand total 3755 SF I Z - - - - - - - - - - - - - - - E � Z +21.5 +21.5 +21.5 +21.5 +21.5 . I- O CO < >>w I PATIO I > Q PATIO AT GRADE 111 D � W00 N 21'-6"FIN FLR 0 LL � Q F2 O z I I I 1 U) = QO 4 I--" LO 0 a O C ~ 0 o Z ',4- CL C/) N I I I I I PATIO AT GRADE +21.5 +21.5 I I I I 0 +21.5 +21.5 LINEAR DRAIN 5. 6'-41/2" 2 co 0 +21.5 +21.5 LA 1L�J1 101.2a [101.2b] SD 102.1 SD C :J C71 E: :J C =1 C14 O HALL � 111zt I F] (- EXTENT OF TRELLIS OVERHEAD PATIO AT GRADE Cl) N u - - - I i I i SAUNA F1 126 - u ' I B DROOM LIVING LI PATIO PATIO AT GRADE 102 a i - 101 i 110 -I- -I DW GARDEN PATION I 21'-6"FIN FLR o F3 F3 �'I F3 I F2 N El 21 -6"FIN FLR F1 1 4 [j 121"X30 REF BATH I I 1125 principal architect TK project manager CG I IF1 N I I drawn by ER,JF,DS � I u N checked by QC 9 -0. HALL I I F- job no. 13054.06 W2 8 112 SD � I date 09/28/2020 +21.5 +21.5 102.3 C71 CC 1 - - - - + 1.5 +21.5 5 2 '-7 /4" 4'-11 3/4" T-3" I i i I PATIO AT GRADE I revisions: OPEN TO BELOW I 1 STEPS TO PATIO II II - GUARDRAIL PER +20 I I CODE +12 I 1 II _ II II I I 4 11/23/2021 PERMIT REVISION +19 I I 3 9/17/2021 PERMIT CORRECTIONS +13 II I I 1 no. date by W1 I II BEAM ABOVE I I o II N +18 II I I PERMIT SET II +14 I I 09/28/2020 II II � I 1 +17 I I I 1 -I z +15Lu MAIN LEVEL PLAN MAIN LEVEL PLAN 1 4 1 11 I 1 SCALE: 1/4" = 1'-D" A21 0 - +16 - - - - - - - - - - - ■ -D � I , . , f� / / 1� � I' / "r , I \< 4- 1, I - T ,I 0 c //19 1177 X�1�5 11" --- � I -I - I ./_ #Fj / 3.� z , ,",B - I&, 11 " I-#13 11 6 1 ---- � - - I - INTER I IDAL �l "I I -__ - - " _____4 - , I I'll ......1.I....-.. ............ 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LOWER DEER FENCE TYP ELEVATION - - I i DAL � TI N5- 'J N DY�P Y-A-S-L-FO TJY;7LCLY--- --- - _____ - I � - i , �-� , � , , �l G , � I I _.��- I ---A - I I - - .) \ .- I - - --�` "-I I . - - * - __ __ -_-_'_ - - --------- - ____ __ � _� - __It - _ _ , 111=11 - , Q� \ -1 , ----III- �7 __ . -I / _�_)_ - ? -7-1-1 1- I - 1 � - -------- -B\,/-[ I`q___CoN`-UL:F,AN7- DEC.DFC �--201-7---- -------------------- -_--_� --,�- -___ -_ I -Z�___ " -011 - - , I - -- - -- -- - ) -1 -) ____ -- , *� \ - ":!A - - , --- - , � -� t� 41-�- -------- --------------------- _____- ,I \ -_-- - - ______ --- ,1� , I",_I _ _----J-- _, ----- , `- 1- - I --- -- , I 0.5 1 2 3 4 4.3 5 12'-0" 18'-0" 15'-0" 23'-4° T-0" 19'-10" � � U CO I I I I Dov tl1 C C r Q1 X Uy C C Cp O H r/i C O ti "roi m SD ro c N t I I I I I I I M r I I I I I I I z O � Q >W � I I I I I I I > Q Y w00 Q N O r LL x N Z � < o U-) g O o I - z � 0 Q cn N 4 Q W STIFFNER FINS,TYP.REFER C° J 0 o TO STRUCTURAL DRAWINGS. 0 w a u�" — — — o STEEL CANOPY ¢ z W _ — — — — — — — Lu W of W uJ J I I Cooc� U) o0 � U) UcoU) � I i I I I 1 I I I I I I I I I I I I I I W 1 I I I I I 1 W 1 I I I I I I �6 O I I I I I I I I I I 1 I I I I I I I I I I i ROOF AND CANOPY EXTENT I i I I I I I Lu CIJ i i I I I I I I �, R1 4 O � I I N I I I I I I I I principal architect TK project manager CG I drawn by ER,JF,DS checked by job no. 13054.06 date 09/28/2020 LEADER,PAINT TO MATCH STEEL I I I I SCUPPER revisions: COATED SHEET METAL GUTTER SLOPED TO DRAIN I I I I I I BEAM PER STRUCTURAL 4 11/23/2021 PERMIT REVISION I I I no. date by 0 Z,o N I I PERMIT SET 09/28/2020 I I I I o Z. z U = J� ROOF PLAN ROOF PLAN SCALE: 1/4"= 1'-0" A2 , 20 o d o � U += 07 Y (n C C C Q y � O t O ti y t0 t } � tit N M ip N � N t M r } Z O C/) Q W 2 0.5 1 2 3 4 (4.)3 5 w00 N 0 06 LL IY N 1 4 Cf) = Zo Q O I ( ALUMINUM FRAMED WINDOWS I I I ROOF � OM 777- - - - - - - - - - - - - - - - - - - - - - - - 33 - o � v B.O.STL I // 208 /j 207 /j 206 I // 205 STRUCT STL W/HIGH O I o 32'-6"O O O PERFORMANCE COATING w 3: CLERESTORY - - a 30'-0" M Lu z_ WD SIDING J m I, 204 SG - - - - - - - - - - - - - - - - - - - - - - -- - - -- - MAIN LEVEL i - - - - - - - - - 211-611 I I =100'-0"PROJECT GUARDRAIL I I AVG EXISTING GRADE I OUTSIDE AIR INTAKE I I BOILER VENTING PER I 21'-0" PER MECHANICAL I I I MECHANICAL I I STRUCTURAL PIER BEYOND I I I I CONDENSING AIR UNITS PER 001.1 I I I MECHANICAL - -- � LOWER LEVEL 12'-3" 4 2 SOUTH ELEVATION principal architect TK project manager CG drawn by ER,JF, DS checked by QC 5 4.3 4 3 21 0.5 job no. 13054.06 4 date 09/28/2020 STEEL CANOPY I STRUCTURAL STEEL COATED SHEET METAL FLASHING //�� WOOD JOISTS AT TRELLIS, revisions: PER STRUCTURAL ROOF h - 33-61/2' Y � I - - - - - - - - - - - - - - - � = - - - � _��- — - - � - � B.O.STL " I 219 �� II 218 I j I ` IIII I � CLERESTORY -�- II J a 30'-0" 11 I v 4 11/23/2021 PERMIT REVISION 2 9/7/2021 PERMIT CORRECTIONS I I I I II IW no. date by I IIS z I A I I 11 �� IIII I m I I II �' IIII I SG I I SG I I �' IIII I I WOOD SIDING 101.2b I I 101.2a I°I I PERMIT SET 101.1 LEVEL r.� - - - - - - - - ------- - -- X1 � -�- - - - " 09/28/2020 COLUMN BEYOND LINE OF PROPOSED GRADE '' =100'-0"PROJECT ALUMINUM FRAMED AT FACE OF BUILDING \` SLIDING DOORS AVG EXISTING GRADE - 21'-0" ELEVATIONS � NORTH ELEVATION A3 , 00 Q E o � � v 00 3 O � (/} Cc C � Cn c c c o � N O C O U C ti f t0 to o to ro N 4 C B A . 0) .�� I I I 0) M r r 4 ROOF J\ z Sz- �`- Z 33'-6112" z - - _o --- B.O.STL � .� I"- Of - - ---32 - 6 u J g j STRUCTURAL STEEL ?: CLERESTORY -- __ _ ALUMINUM FRAMED SLIDERS a 30'- 0" Luco PER SCHEDULE M 0 N v 0 O Q � M OM w LL_ OfN 0 CD Cf) 0 2 z Q O J LO co 00 cc U � N O SG 0 z a (n 102.2 0 - MAIN LEVEL ---- - 21'-6" LINE OF PROPOSED GRADE I =100'-0"PROJECT AT FACE OF BUILDING -AVG EXISTING GRADE 21'-0" I I I LOWER LEVEL 12'-3" I 4 z WEST ��ATONL OB C 4 I I I COATED SHEET METAL FLASHING STEEL CANOPY principal architect TK COATED SHEET METAL GUTTER ROOF project manager CG 33'-61/2" drawn by ER,JF, DS ---- - --- -- STRUCTURAL STEEL i 32'-6" checked by QC Lu job no. 13054.06 i�: CLERESTORY ate 09/28/2020 ALUMINUM FRAMED WINDOWS o - - - 30' -0" AT KINETIC SLIDER ;/ 202a 02(2b 202c 202d = revisions: c� z 0 J_ m I SG SG SG SG — MAIN LEVEL - 21'-6" 'r— CONCRETE LINE OF PROPOSED GRADE =100'-0"PROJECT 4 11/23/2021 PERMIT REVISION I I RETAINING WALL AT FACE OF BUILDING \ AVG EXISTING GRADE 2 9/7/2021 PERMIT CORRECTIONS PER STRUCTURAL 21'-0" * no. date by I I I PERMIT SET LEVEL -- - - - - - - -- - - - - - ---LOWER - 09/28/2020 12'-3" I I I 4 EAST ELEVATION ELEVATIONS SCALE: = 1'-0" A3 , 01 o Q o U o � � U CD V) C C +: va x U) c c O N CD O C O co h 0.5 1 2 3 4 4.3 � ° C, tr1 Cl) N r � 4 4 ROOF -- rn B.O.STL rn 32 6 -- -- - - - - CLERESTORY � � Z I I " z i O Y/��/ o � C BEDROOM BATH - PATIO Q 10200 125 j ICAD W z I � - O aN OM U- c� oI - --------- - MAIN LEVEL = Q 0 =100'-0'PROJECT rn o O � V C. Z r (n I j } ! M BASEMENT o ! I I I 001 6 I � I , I i LOWER LEVEL 12'-3" I 4 i i } Z E-W SECTION LOOKING NORTH SCALE: 1/4"= 1'-0" B C D E I I I 4 ROOF 33'-61/2" I I I .0.ST L - - - - principal architect TK 32'-6" project manager CG CLERESTORY drawn by ER,JF, DS 30'-0" I checked by QC o I job no. 13054.06 HALL BATH SAUNA HALL PATIO date 09/28/2020 112 125 T 126 111 111 0o - I revisions: iI MAIN LEVEL 21'-6" =100'-0"PROJECT CO -_ BASEMENT a 4 11/23/2021 PERMIT REVISION 001 2 9/7/2021 PERMIT CORRECTIONS no. date by I I — LOWER LEVEL 12'-3" 4 PERMIT SET � 09/28/2020 N-S SECTION LOOKING WEST SECTIONS -0 A3 . 1 O Q O to O � � U N m � ►� to Y IA C C C O N 0 O S[ C O ti � N � O N to tlD to ro turf � N C))t M O r Z O (n Q WW Wcc) QN O " Ci LL fl� N Z O 2io 4 L O °' �. Q00 Z U) STL CANOPY I ROOF 33'–61/2" B.O.STL SURFACE MOUNT TRACK LIGHT EXPOSED TIMBER JOISTS I EXPOSED TIMBER JOISTS SLIDING WINDOW WALL STL CHANNEL PER STRUC CLERESTORY J\ W/STL ANGLE SHELF - - - - - 30'-0" STL COL BEYOND PER STRUC - I LIVING PATIO LIVING PATIO 101 111 101 1 110 I TRENCH DRAIN principal architect TK F2 project manager CG drawn by ER,JF,DS ° d - - - - - - � checked k d by QC job no. 13054.06 ° date 09/28/2020 4 L revisions: ° ° ; 4 ., c.IIIIIIIIIIIII1111IIII.IIIIIIIII � �I—III—III—III VIII—_III_ o' d : III—III—III—III—III t t I—III—III—III—III—III- e ° I�I—III—III—III—III _ BASEMENT III—III=III—III=1 = BASEMENT _ 001 � � � ��- I= I I—III—I- I—III=III CK7D I 1=1 11=1 1=1 1=1 11= � w1 I=1 I I—III=1 I I—I!I—I 11 ° III=III=III=III=III= w1 4 11/23/2021 PERMIT REVISION —III—III-1 1=III—) 1= 3 9/17/2021 PERMIT CORRECTIONS III—III—III—III—III ° ° d. I—III—III—III III—I = no. date by - I I—III—III—III—I11= ° II III—II1=1I1=1I1=1II_ I—III=111—III—III—III= III—III-111=III=III= ' I I I —III III-1 I I=1 I I ° LOWER LEVEL 1 - - 12,-3" PERMIT SET -III—III—III—III—I I I 4 09/28/2020 - -11 I1 I1=1I I-1I 1=1I I-1 FOOTING DRAIN 1-1II—III—III—II1=111=1II ° _� III—III—I I I_I I I_I I I—III—III– III—I 11=III—III— I I 1—I 11=I I I—I 11=I I I—I V—I I I 11_1—III=III=III—III—III=III=1 ° ° a ';: 1=III=III=III=III=III= 1=I I I=I I I=I I I=1.1F=A I I=I I I= —111-111_1 I 1=III—III—III—III– ° 1 III—III=1 I—III—III III—III—III—III —III-III—III—III—III—III—III—III—I I :III—III=III=III—III—III—III—I — — _ — 1= — 1=III—III—III—III—III= I—III—III=III=III—III=III—III=L=III—III—III—III- =III=III=III-III-III-III---IIIIII- _ III=III III=III-III=III=III=III—III-111= 111=111=111=III=111=III=III—III-111-111-111-111=11 111=1 1=1 1=111=1 I I—III—I I—I 11=1 1= 1=111=1 1 GENERAL NOTES STRUCTURAL STEEL(CONTINUED) ENGINEERED WOOD PRODUCTS SPECIAL INSPECTIONS(IBC 2018) 1. ALL STRUCTURAL WORK SHALL BE COORDINATED WITH ARCHITECTURAL AND MECHANICAL DRAWINGS 8. SHOP PAINT EXTERIOR EXPOSED STEEL MEMBERS, STEEL MEMBERS NOT ENCASED IN CONCRETE OR 1. WOOD I-JOISTS: PROVIDE ENGINEERED WOOD I-JOISTS, SIZES AND SERIES AS SHOWN,AS 1. INSPECTIONS SHALL BE PERFORMED BY A TESTING AGENCY PROVIDED BY THE OWNER FOR THE AND SHALL CONFORM TO THE PROJECT SPECIFICATIONS, INCLUDING THE 2020 NYS RESIDENTIAL CODE. SPRAY FIREPROOFED,AND ALL STEEL MEMBERS AT THE EXTERIOR WALL WITH TNEMEC V10-99 OR MANUFACTURED BY WEYERHAEUSER OR APPROVED EQUAL. INSTALL IN STRICT COMPLIANCE WITH THE FOLLOWING ITEMS: ALL GOVERNING STANDARDS LISTED IN THESE NOTES SHALL BE THE EDITION REFERENCED IN THIS APPROVED EQUAL EXCEPT FOR MEMBERS TO BE HOT DIPPED GALVANIZED. MANUFACTURER'S STANDARD RECOMMENDATIONS AND DETAILS,INCLUDING CONSTRUCTION BRACING, A. INSPECTION OF FABRICATORS(IBC 1704.2.5) a d E GOVERNING CODE. 9. FIELD PAINT ALL EXTERIOR EXPOSED MEMBERS WITH TNEMEC V530 OMNITHANE OR APPROVED EQUAL. MINIMUM BEARING LENGTHS,WEB STIFFENERS,SQUASH BLOCKS, BLOCKING, KNOCK-OUTS AND HOLES, B. STEEL CONSTRUCTION (IBC 1705.2) 2. CONTRACTOR SHALL PROVIDE TEMPORARY SHORING, BRACING,AND SHEETING AND SHALL MAKE SAFE 10. LINTELS SHALL BE INSTALLED OVER ALL OPENINGS IN MASONRY WALLS AS FOLLOWS: ETC. a. STRUCTURAL STEEL(IBC 1705.2.1) ALL FLOORS, ROOFS,WALLS,AND ADJACENT PROPERTY AS PROJECT CONDITIONS REQUIRE.SHORING 2. RIM BOARDS: PROVIDE CONTINUOUS 1-1/4"THICK RIM BOARDS,TIMBERSTRAND LSL AS MANUFACTURED 1. STRUCTURAL STEEL WELDING(AISC 360,AWS D1.1) U) CO AND SHEETING SHALL BE DESIGNED BY A REGISTERED PROFESSIONAL ENGINEER LICENSED IN THE BY WEYERHAEUSER OR APPROVED EQUAL. INSTALL IN COMPLIANCE WITH THE MANUFACTURER'S 2. HIGH STRENGTH BOLTS(AISC 360) in a' PROJECT JURISDICTION, HIRED BY THECONTRACTOR,WHO SHALL SUBMIT SHOP DRAWINGS AND MASONRY LINTELS LINTEL RECOMMENDATIONS AT THE PERIMETER OF ALL FLOOR PLATFORMS. C. CONCRETE CONSTRUCTION(IBC 1705.3,TABLE 1705.3) c o H CALCULATIONS FOR THE OWNER'S REVIEW. 3. LOCK-DECK GLUE-LAMINATED DECKING TO BE DOUG FIR,SIZED AS SHOWN ON DRAWINGS.INSTALL a. MATERIALS TESTS(IBC 1705.3.2,TABLE 1705.3) Y s ° 3. THE CONTRACT DRAWINGS AND SPECIFICATIONS ARE COMPLEMENTARY.THESE NOTES HIGHLIGHT 4'-0"OR LESS L4x3-1/2x5/16 LLV DECK USING RANDOM LENGTH CONTINUOUS(RLC)METHOD AND FASTEN TO LUMBER MEMBERS b. POST-INSTALLED ANCHORS(IBC TABLE 1705.3,ACI 318 CHAPTER 17) co H RATHER THAN REPLACE THE SPECIFICATIONS CONTAINED IN THE PROJECT MANUAL. ACCORDING TO MANUFACTURER'S GUIDELINES.CANTILEVERED OVERHANGS TO BE FREE OF END- D. WOOD CONSTRUCTION (IBC 1705.5) 12, 4'-1"to T-0" L6x3-1/2x5/16 LLV JOINTS PER MANUFACTURER. FOLLOW ALL MANUFACTURER'S SPECIFICATIONS. E. SOILS(IBC 1705.6,TABLE 1705.6) FOUNDATIONS F. FABRICATED ITEMS(IBC 1705.10) to A. 3-1I2"LEGS ARE HORIZONTAL. FRAMING LUMBER G. SPECIAL INSPECTIONS FOR WIND RESISTANCE(IBC 1705.11) 1. BUILDING FOUNDATIONS SHALL BEAR ON UNDISTURBED SOIL HAVING A MINIMUM BEARING CAPACITY OF a. WIND-RESISTING COMPONENTS(IBC 1705.11.3) co N 6000 PSF AS SPECIFIED IN THE GEOTECHNICAL ENGINEERING REPORT BY AKRF ENGINEERING, DATED B. PROVIDE ONE ANGLE FOR EACH 4"OF WALL THICKNESS. 1. ALL FRAMING LUMBER WORK SHALL CONFORM TO THE FOLLOWING GOVERNING STANDARDS: 2. STRUCTURAL OBSERVATIONS REQUIRED BY THE LOCAL JURISDICTION AND IBC 1704.5 SHALL BE + JUNE 3,2016.ADEQUACY OF BEARING STRATUM SHALL BE VERIFIED IN FIELD PRIOR TO PLACING C. PROVIDE L5x5x5/16 ANGLES FOR 6"THICK WALLS AND PARTITIONS WITH OPENINGS UP TO 6 -0". A. AMERICAN WOOD COUNCIL"WOOD FRAME CONSTRUCTION MANUAL FOR ONE-AND TWO-FAMILY PERFORMED BY A REGISTERED DESIGN PROFESSIONAL PROVIDED BY THE OWNER. STRUCTURAL CONCRETE.ALL NECESSARY ADJUSTMENTS TO THE BOTTOM OF FOOTINGS TO BE REVIEWED AND D. PROVIDE MINIMUM 6"BEARING AT EACH END. DWELLINGS" OBSERVATIONS SHALL BE THE VISUAL OBSERVATION OF THE STRUCTURAL SYSTEM FOR GENERAL APPROVED BY THE STRUCTURAL ENGINEER OF RECORD. E. LINTELS OVER 6'-4"SHALL BE FIREPROOFED. B. AMERICAN WOOD COUNCIL"NATIONAL DESIGN SPECIFICATION FOR WOOD CONFORMANCE TO THE APPROVED CONSTRUCTION DOCUMENTS. 2. DO NOT PLACE BACKFILL AGAINST BASEMENT WALLS UNTIL ALL FLOORS BRACING THESE WALLS ARE IN 11. SHOP AND ERECTION DRAWINGS SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR REVIEW CONSTRUCTION","NDS SUPPLEMENT: DESIGN VALUES FOR WOOD CONSTRUCTION",AND 3. TESTING AGENCY FOR THE INSPECTIONS SHALL FILE ALL APPROPRIATE FORMS WITH THE BUILDING PLACE AND HAVE ATTAINED THEIR 28-DAY STRENGTH. AND APPROVAL. NO FABRICATION OF STEEL SHALL COMMENCE WITHOUT APPROVED SHOP "SPECIAL DESIGN PROVISIONS FOR WIND AND SEISMIC". DEPARTMENT. 3. ALL EXTERIOR FOOTINGS SHALL BE PLACED A MINIMUM OF 3'-0"BELOW FINAL GRADE. DRAWINGS. 2. FRAMING LUMBER SHALL HAVE EACH PIECE GRADE STAMPED, SHALL BE SURFACED DRY(EXCEPT 4. CONCRETE SHALL BE POURED IN DRY EXCAVATIONS.CONTRACTOR SHALL NOTE SOIL AND WATER 12. PROVIDE MECHANICALLY GALVANIZED BOLTS FOR EXTERIOR APPLICATIONS. STUDS,WHICH SHALL BE KILN DRIED)AND SHALL CONFORM TO THE FOLLOWING SPECIES AND GRADES: M CONDITIONS AS SHOWN BY BORINGS INCLUDED IN THE REFERENCED GEOTECHNICAL SUBSURFACE A. ROOF RAFTERS AND JOISTS: DOUGLAS FIR-LARCH SELECT STRUCTURAL 0) INVESTIGATION REPORT(S)AND DEPTHS OF FOOTING AS SHOWN ON FOUNDATION PLANS. B. BEAMS,GIRDERS AND HEADERS: DOUGLAS FIR-LARCH#1,SPRUCE PINE FIR#1, OR HEM FIR#1 �- POST-INSTALLED ADHESIVE AND MECHANICAL ANCHORS C. STUDS AND PLATES: DOUGLAS FIR-LARCH STUD GRADE, SPRUCE PINE FIR STUD GRADE,OR HEM FIR STUD GRADE CONCRETE 1. POST INSTALLED ANCHORAGE SHALL BE INSTALLED BY QUALIFIED PERSONNEL PER THE 3. TIMBER LUMBER SHALL CONFORM TO THE FOLLOWING SPECIES AND GRADES: Z MANUFACTURER'S PRINTED INSTALLATION INSTRUCTIONS(MPII),AS INCLUDED IN THE ANCHOR A. POST AND TIMBER:DOUGLAS FIR-LARCH#1,SPRUCE PINE FIR#1,OR HEM FIR#1 Z 1. ALL CONCRETE WORK SHALL CONFORM TO THE FOLLOWING GOVERNING STANDARDS: PACKAGING,TO INTACT BASE MATERIAL.INSTALLATION OF ANCHORS SHALL BE CARRIED OUT BY AN INSTITUTE(ACI)"BUILDING CODE REQUIREMENTS FOR CONCRETE"(ACI 318 B. BEAMS AND STRINGERS:DOUGLAS FIR-LARCH#1, SPRUCE PINE FIR#1, OR HEM FIR#1 � A. AMERICAN CONCRETE INSTITUTE _ INSTALLER TRAINED TO INSTALL THE SPECIFIED ANCHORS. NOTIFY ENGINEER OF RECORD PRIOR TO 4. PRESERVATIVE-TREATED WOOD: PROVIDE TREATED LUMBER COMPLYING WITH ACQ-D (CARBONATE). 0� B. ACI COLLECTION,LATEST EDITION INSTALLATION IF BASE MATERIAL CONDITION DEVIATES FROM STRUCTURAL DRAWINGS OR C. CONCRETE REINFORCING STEEL INSTITUTE(CRSI) "MANUAL OF STANDARD PRACTICE" ASSUMPTIONS AND CONDITIONS OF THE MPII.ALL HOLES SHALL BE DRY AND HAMMER DRILLED UNLESS COPPER AZOLE(CA-B), OR SODIUM BORATE(SBX(DOT)WITH RCHI E T ALL LUMBER IN CONTACT WITH W 2 2. ALL CONCRETE COMPOSITE ON METAL DECK SHALL BE LIGHT WEIGHT CONCRETE WITH A MINIMUM OTHERWISE NOTED,AND ALL CONCRETE BASE MATERIAL TO RECEIVE ADHESIVE ANCHORS SHALL HAVE CONCRETE OR MASONRY,ORAS OTHERWISE INDICATED ED ARCHITECTURAL OR STRUCTURAL W � COMPRESSIVE STRENGTH OF 3,000 Pail AT 28 DAYS, UNLESS OTHERWISE NOTED. A MINIMUM AGE OF 21 DAYS. DRAWINGS.ACZA TREATMENT IS NOT PERMITTED.TREATED LUMBER AND/OR PLYWOOD SHALL BEAR THE LABEL OF AN ACCREDITED AGENCY SHOWING 0.40 PCF RETENTION.WHERE LUMBER AND/OR < 3. ALL OTHER CONCRETE SHALL BE NORMAL WEIGHT CONCRETE WITH A MINIMUM COMPRESSIVE 2. INSTALLATION OF ADHESIVE ANCHORS IN A HORIZONTAL OR UPWARDLY INCLINED ORIENTATION AND STRENGTH OF 5,000 PSI AT 28 DAYS, UNLESS OTHERWISE NOTED. PLYWOOD IS CUT OR DRILLED AFTER TREATMENT,THE TREATED SURFACE SHALL BE FIELD-TREATED W SUPPORTING A SUSTAINED TENSION LOAD SHALL BE PERFORMED BY A CERTIFIED ADHESIVE ANCHOR 00 WITH COPPER NAPTHENATE(THE CONCENTRATION OF WHICH SHALL CONTAIN A MINIMUM OF 2% nj 4. REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO ASTM A615,GRADE 60 OR A775 EPDXY INSTALLER.CERTIFICATION SHALL INCLUDE WRITTEN AND PERFORMANCE TESTS IN ACCORDANCE WIT COPPER METAL)BY REPEATED BRUSHING, DIPPING,OR SOAKING UNTIL THE WOOD ABSORBS NO MORE ' COATED WHEN CALLED OUT ON PLAN. REINFORCING STEEL SHALL BE DETAILED ACCORDING TO THE ACI THE ACI/CRSI ADHESIVE ANCHOR INSTALLER CERTIFICATION PROGRAM OR APPROVED EQUAL. PRIOR Q "DETAILS AND DETAILING OF REINFORCEMENT" (ACI 315). PRESERVATIVE. REFER TO NOTES 2 AND 3 FOR SPECIES AND GRADE OF TIMBER, UNLESS OTHERWISE O p M TO THE COMMENCEMENT OF INSTALLING ANCHORS PROVIDE OWNER AND ENGINEER OF RECORD WITH NOTED ON PLAN. 0 U_ N 5. REINFORCING STEEL TO BE WELDED'f0 CONFORM TO ASTM A706 GRADE 60. DOCUMENTED CONFIRMATION THAT ALL OF THE CONTRACTOR'S PERSONNEL WHO INSTALL5. ALL WOOD FRAMING INCLUDING DETAILS FOR BRIDGING, BLOCKING, FIRE STOPPING, ETC.,SHALL Z o 6. WELDED WIRE REINFORCEMENT(W.W.R.)SHALL CONFORM TO ASTM A1064,WITH A MINIMUM YIELD HORIZONTAL OR UPWARDLY INCLINED ADHESIVE ANCHORS SUPPORTING SUSTAINED TENSION LOADS O CONFORM TO THE"NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION"AND ITS STRENGTH OF 65,000 PSI. ARE TRAINED AND CERTIFIED. 7. COORDINATE SIZE AND LOCATION OF ALL OPENINGS AND PIPE SLEEVES WITH ALL OTHER DISCIPLINES. A. OVERHEAD ADHESIVE ANCHORS MUST BE INSTALLED USING THE PISTON PLUG SYSTEM SUPPLEMENTS AND SHALL BE INSTALLED IN ACCORDANCE WITH THE NFPA"MANUAL FOR HOUSE U) 2- MINIMUM CONCRETE BETWEEN SLEEVES SHALL BE 6". FRAMING"OR THE GOVERNING LOCAUSTATE BUILDING CODE. SPECIFIED BY THE MPII AND PRODUCED BY THE CORRESPONDING MANUFACTURER FOR THE 6. FASTENING SHALL BE IN ACCORDANCE WITH THE MOST RESTRICTIVE OF THE GOVERNING LOCAUSTATE rn F_ 8. ALL GROUT SHALL BE NONSHRINK WITH A MINIMUM COMPRESSIVE STRENGTH OF 5000 PSI. ANCHOR SYSTEM BEING INSTALLED. °' O 00 9. MINIMUM CONCRETE COVER FOR REINFORCING STEEL IN CAST-IN-PLACE NON-PRESTRESSED MEMBERS 3. EXISTING REINFORCING BARS IN THE STRUCTURE MAY CONFLICT WITH SPECIFIC ANCHOR LOCATIONS. BUILDING CODE AND THE MANUFACTURER'S RECOMMENDED FASTENING SCHEDULES. ARCHITECTURALLY EXPOSED STRUCTURAL STEEL(AESS)CATEGORY MATRIX Q z U) • SHALL BE AS FOLLOWS: REINFORCING BARS SHALL NOT BE CUT WITHOUT THE WRITTEN APPROVAL OF THE ENGINEER OF 7. ALL FLUSH FRAMED CONNECTIONS SHALL BE MADE WITH APPROVED GALVANIZED STEEL JOIST OR A. ALL CONCRETE CAST AGAINST"AND PERMANENTLY IN CONTACT WITH GROUND:3" BEAM HANGERS, MINIMUM 18 GAUGE,INSTALLED ACCORDING TO MANUFACTURER'S Category AESS 2 AESS 1 SSS RECORD. UNLESS NOTED ON THE DRAWINGS THAT THE EXISTING REBARS CAN BE CUT,THE RECOMMENDATIONS. B. ALL CONCRETE EXPOSED TO WEATHER OR IN CONTACT WITH GROUND: CONTRACTOR SHALL REVIEW THE EXISTING STRUCTURAL DRAWINGS AND SHALL UNDERTAKE TO 8. WHERE FRAMING LUMBER IS FLUSH FRAMED TO MICROLLAM,STEEL OR FLITCH-PLATE GIRDER,SET Feature Standard a. 2"(#6 THROUGH#18 BARS) LOCATE THE POSITION OF THE REINFORCING BARS BY A MEANS APPROVED BY THE ENGINEER OF THESE GIRDERS 1/2"CLEAR(MIN.)BELOW TOP OF FRAMING LUMBER,TO ALLOW FOR SHRINKAGE. Id Characteristics Elements not in Basic Elements Structural Steel b. 1-1/2"(#5 BAR,W31 OR D31 WIRE,AND SMALLER) RECORD. close view C. NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND: 4. ANCHOR CAPACITY IS DEPENDENT UPON SPACING BETWEEN ADJACENT ANCHORS, PROXIMITY OF 9 STUD BEARING WALLS ARE TO BE 2x4 @ 16"ON CENTER AT THE INTERIOR AND 2x6 @ 16"ON CENTER AT THE EXTERIOR, UNLESS NOTED OTHERWISE ON PLAN. 1.1 Surface preparation to SSP[-SP 6 a. SLABS,JOISTS,AND WALLS: ANCHORS TO EDGE OF CONCRETE,AND EMBEDMENT DEPTH INTO THE SUBSTRATE. INSTALL ANCHORS 10. ALL RAFTERS AND JOISTS SHALL ALIGN DIRECTLY WITH STUDS BELOW.WHERE REQUIRED, INSTALL • 1-1/2"(#14 THROUGH#18 BARS) IN ACCORDANCE WITH SPACING, EDGE CLEARANCES,AND EMBEDMENT DEPTHS INDICATED ON THE ADDITIONAL STUDS. 1.2 Sharp edges ground smooth - 3/4"(#11 BAR AND SMALLER) DRAWINGS. 11. LAP ALL PLATES AT CORNERS AND AT INTERSECTION OF PARTITIONS. 1.3 Continuous weld appearance - b. BEAMS, COLUMNS,PEDESTALS,AND TENSION TIES(STIRRUPS,TIES, SPIRALS, HOOPS,AND 5. UNLESS OTHERWISE INDICATED, POST INSTALLED ANCHORAGE SHALL BE ADHESIVE TYPE HILTI HIT-HY 12. STAGGER ALL TOP AND BOTTOM PLATE SPLICES A MINIMUM OF 32 INCHES. 1.4 Standard structural bolts PRIMARY REINFORCEMENT): 1-1/2" 200-R INTO CONCRETE OR HILTI HIT-HY 270 INTO BRICK MASONRY, GROUT FILLED CMU OR UNGROUTED 13. USE DOUBLE STUDS @ ENDS OF WALL AND ENDS OF WALL OPENINGS. 1.5 Weld spatters removed 10. SHOP DRAWINGS SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR REVIEW AND APPROVAL. NO CMU BASE MATERIAL. PROVIDE MESH SCREEN IN UNGROUTED CMU, UNREINFORCED MASONRY 14. AT THE ENDS OF ALL BEAMS,HEADERS AND GIRDERS PROVIDE A BUILT UP OR SOLID POST WHOSE 2.1 Visual samples optional CONCRETE WORK SHALL COMMENCE WITHOUT APPROVED SHOP DRAWINGS. CONSTRUCTION,AND BRICK MASONRY WITH HOLES OR VOIDS. WIDTH IS AT LEAST EQUAL TO THE WIDTH OF THE MEMBER IT IS SUPPORTING AND WHOSE DEPTH IS 4" 11. CLEAN AND ROUGHEN TO 1/4"AMPLITUDE ALL EXISTING CONCRETE SURFACES TO RECEIVE NEW 6. SUBSTITUTION REQUESTS FOR ALTERNATE ANCHORAGE PRODUCTS SHALL BE SUBMITTED TO (NOMINAL)AT INTERIOR WALLS AND 6"(NOMINAL)AT EXTERIOR WALLS, UNLESS OTHERWISE NOTED. 2.2 One standard fabrication tolerances CONCRETE PRIOR TO PLACEMENT. ENGINEER OF RECORD FOR REVIEW AND APPROVAL PRIOR TO USE.THIS SHALL INCLUDE 2.3 Fabrication cation marks not apparent 15. USE DOUBLE TRIMMERS AND HEADERS AT ALL FLOOR OPENINGS WHERE BEAMS ARE NOT DESIGNATED. 12. SEE OTHER DRAWINGS IN THIS PROJECT FOR SIZE AND LOCATIONS OF EQUIPMENT PADS, INSERT AND MANUFACTURER PRODUCT DATA AND CALCULATIONS DEMONSTRATING THAT THE PROPOSED 16. PROVIDE CROSS BRIDGING AT A MAXIMUM OF 8'-0"ON CENTER. 2.4 Welds uniform and smooth EMBED ITEMS. SUBSTITUTE CAN ACHIEVE THE PERFORMANCE VALUES OF THE SPECIFIED PRODUCT.ANCHOR 17. BUILT UP BEAMS LESS THAN 8"DEEP SHALL BE SPIKED TOGETHER WITH(2) 16d NAILS @16"ON CENTER. Notes: 13. REINFORCING DOWELS,WATER STOPS,AND OTHER EMBED ITEMS SHALL BE INSTALLED AND SECURED CAPACITY USED IN DESIGN SHALL BE BASED ON THE TECHNICAL DATA PUBLISHED BY THE BUILT UP BEAMS GREATER THAN 8"DEEP SHALL BE SPIKED TOGETHER WITH (3) 16d NAILS @16"ON 1.1 Prior to blast cleaning,grease and oil are removed by solvent cleaning to meet SSPC-SP1. PRIOR TO CONCRETE PLACEMENT. "VVET-SETTING"OF EMBEDDED ITEMS IS NOT PERMITTED. MANUFACTURER OR SUCH OTHER METHOD AS APPROVED BY THE ENGINEER OF RECORD. CENTER. 1.2 Rough surfaces are deburred and ground smooth.Sharp edges resulting from flame cutting,grinding and SUBSTITUTIONS WILL BE EVALUATED BY THEIR HAVING AN ICC-ES EVALUATION REPORT SHOWING 18. WHERE THERE IS NO PLYWOOD WALL SHEATHING, PROVIDE DIAGONALS AT ALL EXTERIOR CORNERS OF especially shearing are softened. COMPLIANCE WITH THE RELEVANT BUILDING CODE,SEISMIC USE, LOAD RESISTANCE, INSTALLATION STUD WALLS AT EACH FLOOR. 1x4 BRACES LET INTO STUDS AND NAILED AT EACH STUD CROSSING 1.3 Intermittent welds are made continuous,either with additional welding,caulking or body filler.For STRUCTURAL STEEL CATEGORY AND AVAILABILITY OF MPII.ADHESIVE ANCHOR EVALUATION WILL ALSO CONSIDER CREEP, WITH(2) 10d NAILS.) corrosive environments,all joints are seal welded.Seams of hollow structural sections are acceptable as 1. ALL STRUCTURAL STEEL WORK SHALT_CONFORM TO THE FOLLOWING GOVERNING STANDARDS: IN-SERVICE TEMPERATURE AND INSTALLATION TEMPERATURE AND MUST PROVIDE INFORMATION ON 19. CHIMNEYS: ALL STUDS FOR CHIMNEY FRAMING TO BE CONTINUOUS FROM ATTIC FLOOR LEVEL UP. produced. A. AISC 360"SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS". THESE ITEMS.SUBSTITUTION REQUESTS FOR ALTERNATE PRODUCTS MUST BE APPROVED IN WRITING CHIMNEY SHALL BE FACED WITH 1/2"APA GRADED FIRE-RETARDANT PLYWOOD GLUED&SCREWED TO 1.4 All bolt heads in connections are on the same side,as specified,and consistent from one connection to B. AISC 303"CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES". BY THE ENGINEER OF RECORD PRIOR TO USE. STUDS.WHERE WALLS EXCEED V-0"IN WIDTH, INSTALL DIAGONAL METAL BRACING AT INSIDE FACE OF another. C. AMERICAN WELDING SOCIETY(AWS D1.1)"STRUCTURAL WELDING CODE-STEEL". CHIMNEY AT ALL FOUR WALLS. 1.5 Weld spatter,slivers,surface discontinuities are removed.Weld projection up to 1/16 in.(2 mm) is D. RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS(RCSC)"SPECIFICATION FOR STRUCTURAL 20. WHERE CANTILEVERED BEAMS ARE INDICATED,THE FAR CONNECTOR SHALL BE CAPABLE OF acceptable for butt and plug welded joints. JOINTS USING HIGH-STRENGTH BOLTS". RESISTING AN UPLIFT OF 1000 LBS.MINIMUM, UNLESS NOTED OTHERWISE. 2.1 Visual samples are either a 3-D rendering,a physical sample,a first-off inspection,a scaled mock-up or a 2. ALL STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING ASTM SPECIFICATIONS: WOOD STRUCTURAL PANEL SHEATHING 21. NO NEW OR EXISTING JOISTS SHALL BE CUT OR NOTCHED WITHOUT APPROVAL. full-scale mock-up,as specified in the contract documents. A. WIDE FLANGE BEAMS, COLUMNS,AND STRUCTURAL TEES:ASTM A992. 22. FOR HEADERS NOT CALLED OUT ON PLAN: 2.2 These tolerances are one-half of those for standard structural steel as specified in this Code. B. HOLLOW STRUCTURAL SECTIONS:ASTM A500, GRADE C. 1. PROVIDE STRUCTURAL I PLYWOOD SHEATHING WITH BOND CLASSIFICATIONS APPROPRIATE TO THE 2.3 Members markings during the fabrication and erection processes are not visible. C. STRUCTURAL PIPE SECTIONS:ASTM A53, GRADE B. END USE:"EXTERIOR"(PERMANENT EXPOSURE),OR"EXPOSURE I"(CONSTRUCTION EXPOSURE ONLY) WOOD HEADER SCHEDULE D. CHANNELS,ANGLES:ASTM A36 UNLESS OTHERWISE NOTED. 2. FLOOR SHEATHING: NOM.3/4"THICK T&G PLYWOOD(48/24 SPAN RATING),APA STURD-I-FLOOR, OR HEADER E. PLATES:ASTM A572 GRADE 501. ADVANTECH SUBFLOOR. ROUGH OPENING WIDTH 2x4 WALL 2x6 WALL F. BOLTED CONNECTIONS SHALL.BE PER ASTM F3125.GRADES ARE TO BE SELECTED AS FOLLOWS: 3. ROOF SHEATHING: NOM.3/4"THICK T&G PLYWOOD(48124 SPAN RATING). a. STANDARD BEAM TO BEAM/GIRDER:ASTM F3125, GRADES A325, F1852,A490 OR F2280 BOLTS IN 4. WALL SHEATHING (STANDARD: NOM. 1/2"THICK PLYWOOD(32/16 SPAN RATING). LESS THAN 3'-0" (2)2x6 (3)2x8 SNUG-TIGHTENED JOINTS(3/4"DIAMETER MINIMUM WITH HARDENED WASHERS). 5. WALL SHEATHING (BEHIND SLATE,CLAY TILE,OR MASONRY VENEER): NOM. 3/4"THICK PLYWOOD(48/24 NOTE:BASED ON TABLE 10.1 OF AISC 303-16 b. BEAM/GIRDER TO COLUMN CONNECTIONS, COLUMN SPLICES AND BOLTS EXPERIENCING SPAN RATING). 3'-1"TO 4'-0" (2)2x8 (3)2x8 TENSION LOADS(UNLESS OVERSIZED OR SLOTTED HOLES ARE USED, IN WHICH CASE SLIP- 6. USE PLY CLIPS OR OTHER EDGE SUPPORT AS REQUIRED FOR PLYWOOD SHEATHING. 4'-1"TO V-0" (2)2x10 (3)2x10 CRITICAL JOINTS SHALL BE USED):ASTM F3125, GRADES A325, F1852,A490 OR F2280 BOLTS IN 7. LEAVE 1/16"SPACE AT ALL PLYWOOD PANEL END JOINTS AND 1/8"SPACE AT ALL PANEL EDGE JOINTS. PRETENSIONED JOINTS(3/4"DIAMETER MINIMUM WITH HARDENED WASHERS). 8. UNLESS NOTED OTHERWISE,WALL SHEATHING SHALL BE FASTENED TO FRAMING WITH 8d COMMON 6'-1"TO 8'-0" (2)2x12 (3)2x12 c. MOMENT CONNECTIONS AND BRACED FRAME CONNECTIONS:ASTM F3125,GRADES A325, NAILS @ 4"ON CENTER AT EACH SHEET PERIMETER AND 12"ON CENTER ELSEWHERE. PROVIDE 2x6 OVER 8'-0" SEE PLANS SEE PLANS F1852,A490 OR F2280 BOLTS IN SLIP CRITICAL JOINTS(3/4"DIAMETER MINIMUM WITH BLOCKING AT ALL FREE EDGES. HARDENED WASHERS). FRYING SURFACES SHALL BE CLASS A UNLESS OTHERWISE NOTED. 9. UNLESS NOTED OTHERWISE, ROOF SHEATHING SHALL BE FASTENED TO FRAMING WITH 8d COMMON d. PER AISC 341,ALL BOLTS SHALL BE INSTALLED AS PRETENSIONED HIGH STRENGTH BOLTS NAILS @ 6"ON CENTER AT EACH SHEET PERIMETER AND 6"ON CENTER ELSEWHERE. NOTE: AND MEET THE REQUIREMENTS FOR SURFACE PREPARATION FOR SLIP CRITICAL 10. ALL FLOOR SHEATHING SHALL BE GLUED AND SCREWED TO FLOOR JOISTS USING AN APA APPROVED CONNECTIONS WITH CLASS A SLIP COEFFICIENT OR HIGHER.THE AVAILABLE SHEAR ADHESIVE AND#8 SCREWS @ 6"ON CENTER AT EACH SHEET PERIMETER AND 12"ON CENTER PROVIDE(1)JACK STUD FOR SPANS LESS THAN 4'-0". PROVIDE(2)JACK STUDS FOR SPANS FROM 4'-1"TO 8'-0". principal architect PA STRENGTH OF BOLTED JOINTS USING STANDARD HOLES SHALL BE CALCULATED AS THAT FOR ELSEWHERE, UNLESS NOTED OTHERWISE. BEARING TYPE JOINTS. PROVIDE(3)JACK STUDS FOR SPANS OVER 8'-0". project g mana er PE G. ANCHOR RODS: ASTM F1554,GRADE 36. 23. ALL LIGHT-GAUGE HANGERS SUPPORTING PRESERVATIVE TREATED WOOD SHALL MEET OR EXCEED drawn by PE H. STRUCTURAL STEEL NOTED TO BE STAINLESS STEEL SHALL BE ASTM A276 STAINLESS STEEL TYPE G185(1.85 OZ OF ZINC PER SQUARE FOOT).ALTERNATIVELY,STAINLESS STEEL CONNECTIONS MAY BE 316L[304L], UNLESS NOTED OTHERWISE. USED. FASTENERS SHALL MATCH THE HANGER FINISH AND MATERIAL. Author I. ALL STAINLESS STEEL BOLTS:SHALL CONFORM TO ASTM F593 GRADE B8/138M FOR TYPE 304/316, 24. WHERE JOIST ORIENTATION IS PARALLEL TO EXTERIOR STUD OR FOUNDATION WALLS, PROVIDE FULL- RESPECTIVELY,TO MATCH MATERIAL JOINED. checked by Checker J. ALL STAINLESS STEEL NUTS SHALL CONFORM TO ASTM F594 GRADE 8/8M FOR TYPE 304/316, SECTION BLOCKING FOR 3 BAYS @ 4-0 ON CENTER MAXIMUM WHERE SHEATHING IS NOT CONTINUOUSLY FASTENED TO TOP OR BOTTOM OF JOIST. PROVIDE 18 GA x 1-1/2"x V-0"(MINIMUM)FLAT job no. 13054.06 RESPECTIVELY,TO MATCH BOLT MATERIAL. TENSION STRAP BETWEEN ALIGNED BLOCKING MEMBERS. 3. STEEL CONNECTION SHALL BE STANDARD AISC FRAMED BEAM CONNECTIONS,AND SHALL BE SELECTED date 09/28/2020 OR COMPLETED BY AN EXPERIENCED STEEL DETAILER UTILIZING LRFD LOADS AND PROCEDURES. 25. ALL SILL PLATES SHALL BE PRESSURE TREATED AND ANCHORED TO FOUNDATION WALLS WITH 1/2" A. UNLESS OTHERWISE NOTED ON PLAN, PROVIDE CONNECTIONS BASED ON MINIMUM SHEAR DIAMETER HEADED ANCHOR BOLTS(ASTM F1554)@ 4'-0"ON CENTER AND WITHIN 12"OF ALL SILL CAPACITY REQUIREMENTS IN'THE FOLLOWING TABLE. PLATES SPLICES.(MINIMUM 7"EMBED.) MINIMUM SHEAR CAPACITY REQUIREMENTS revisions: BEAM DEPTH MIN.SHEAR (NOMINAL) CAPACITY LRFD (Kips) 811, 101, ", 10" 24 '12", 14" 42 16" 62 18" 78 21" 88 24",27" 108 1 11/23/2021 PERMIT REVISION 30" 126 33" 142 no. date by 36" 155 40"+ 165 B. REINFORCING IS TO BE PROVIDED AT CONNECTIONS WHERE CUTS REDUCE THE SHEAR OR MOMENT CAPACITY BELOW THAT REQUIRED TO SUSTAIN THE REACTION. FLANGES AND WEBS PERMIT SET ARE TO BE REINFORCED WHERE THE LOCAL CAPACITY TO SUSTAIN CONNECTION LOADS ARE INADEQUATE. C. CONNECTIONS SHALL BE DESIGNED FOR SHEAR AND ECCENTRICITY,CONSIDERING THAT THE 09/28/2020 CONNECTIONS ARE AN EXTENSION OF THE BEAMS AND GIRDERS. 4. MINIMUM WELD SIZE IS 1/4"FILLET UNLESS NOTED OTHERWISE. 5. ALL BEAMS EXCEPT CANTILEVER BEAMS SHALL BE FABRICATED AND INSTALLED WITH NATURAL CAMBER UP.CANTILEVER BEAMS SHALL BE FABRICATED AND INSTALLED SO THAT NATURAL CAMBER RAISES Al CANTILEVER END. 6. FIELD CUTTING OR BURNING OF STEEL IS PROHIBITED EXCEPT WITH THE EXPRESS WRITTEN APPROVAL GENERAL OF THE STRUCTURAL ENGINEER OF RECORD.(IN WHICH CASE ALL BURNING OF STEEL MUST CONFORM TO THE THERMAL CUTTING REQUIREMENTS OF AISC AND AWS) STRUCTURAL 7. WELDING SHALL BE PERFORMED BY CERTIFIED,AWS-QUALIFIED WELDERS.WELDING ELECTRODES FOR NOTES CARBON STEEL SHALL BE AWS 5.1,CLASS E70XX.FOR ASTM A572 GRADE 50 KSI PLATE USE ELECTRODE E7018 OR APPROVED EQUAL.WELDING ELECTRODES FOR ASTM A276 STAINLESS STEEL,TYPE 304, SHALL CONFORM TO AWS A5.4 FOR SHIELDED METAL ARC WELDING, ELECTRODE CLASS E308;OR AWS A5.9 FOR s GAS METAL ARC WELDING, ELECTRODE CLASS ER308.WELDING ELECTRODES FOR ASTM A276 TYPE 316L STAINLESS STEEL SHALL CONFORM TO AWS A5.4 FOR SHIELDED METAL ARC WELDING, ELECTRODE CLASS E316; OR AWS A5.9 FOR GAS METAL ARC WELDING, ELECTRODE CLASS ER316.WELDING S0 , 01 ELECTRODES FOR JOINING STAINLESS STEEL TO CARBON STEEL SHALL CONFORM TO ELECTRODE CLASS E309/ER309 SILMAN#19561 LEGEND o Q 0 to o � � U STANDARD ABBREVIATIONS U) Co x ADD'L ADDITIONAL ENGR. ENGINEER NO. NUMBER STANDARD ABBREVIATIONS FOR WOOD STRUCTURES r- , O COLUMN ABOVE/BELOW c o y ADJ. ADJACENT E.O.R. ENGINEER OF RECORD N.S. NEAR SIDE CONCRETE FOOTING, GRADE BEAM,OR PILE CAP U o 71 _ A/E DESIGN TEAM OF RECORD EQ. EQUAL N.T.S. NOT TO SCALE NO. NUMBER o ALT. ALTERNATE E.S. EACH SIDE N.W. NORMAL WEIGHT N.S. NEAR SIDE r----, #'-#" TOP OF SLAB ELEVATION -low ANCH. ANCHOR E.W. EACH WAY O.C. ON CENTER ACT. ACTUAL L WALL OR CONCRETE BEAM BELOW sr APPROX. APPROXIMATE/APPROXIMATELY EXP. EXPANSION O.D. OUTSIDE DIAMETER GLULAM GLUE LAMINATED TIMBER 0 °' o ARCH. ARCHITECT/ARCHITECTURAL EXT. EXTERIOR O.F. OUTSIDE FACE LSL LAMINATED STRAND LUMBER #�-#, SPOT ELEVATION rn BLDG. BUILDING FDN. FOUNDATION OPNG. OPENING LVL LAMINATED VENEER LUMBER CONCRETE WALL w r � N BM. BEAM FIN. FINISH OPP. OPPOSITE NOM. NOMINAL + B.O. BOTTOM OF FLR. FLOOR PC. PIECE PSL PARALLEL STRAND LUMBER OPENING IN SLAB BOT. BOTTOM FRMG. FRAMING P/C PRECAST P.T. PRESERVATIVE TREATED WOOD SHEAR WALL BRG. BEARING F.S. FAR SIDE PED. PEDESTAL R.O. ROUGH OPENING BSMT. BASEMENT FT. FEET PERP. PERPENDICULAR SQ. SQUARE WOOD CONSTRUCTION CONNECTOR BY SIMPSON CANT. CANTILEVER FTG. FOOTING PL. PLATE T&G TONGUE&GROOVE CONCRETE COLUMN O STRONG-TIE. SEE CONNECTION SCHEDULE ON S e• e- CFS COLD FORMED STEEL GA. GAGE PLF POUNDS PER LINEAR FOOT SERIES FOR ADDITIONAL INFORMATION C.I.P. CAST IN PLACE GALV. GALVANIZED PREFAB. PREFABRICATED C.J. CONTRACTION JOINT G.B. GRADE BEAM PSF POUNDS PER SQUARE FOOT = O STEEL COLUMN(W, HSS, PLATE) 0') FRAMING ELEVATION/WALL ELEVATION co CLG. CEILING HDR. HEADER PSI POUNDS PER SQUARE INCH F## CLR. CLEAR HGR. HANGER P-T POST-TENSIONED ■ WOOD TIMBER COLUMN, SEE PLAN FOR SIZE CMU CONCRETE MASONRY UNIT HORIZ. HORIZONTAL REINF. REINFORCED)/REINFORCEMENT O COLUMN LINE COL. COLUMN H.P. HIGH POINT REQ'D REQUIRED (X)"d"LVL (X) PLY 1-3/4"x DEPTH,"d"2.0E MICROLLAM LVL, Z COMP. COMPOSITE HT. HEIGHT REV. REVISION ------- SEE PLANS AND TYPICAL DETAILS CONC. CONCRETE HVAC HEATING,VENTILATION,& SCHED. SCHEDULE Z WOOD CONSTRUCTION CONNECTOR BY SIMPSON p CONST. CONSTRUCTION AIR CONDITIONING SECT. SECTION 11 7/8"TJI @)C'O.C. 11 7/8"TJI 360 AT X"SPACING AS NOTED. PROVIDE WEB O STRONG-TIE.SEE CONNECTION SCHEDULE ON S6.00 I- 0� CONT. CONTINUOUS I.D. INSIDE DIAMETER S.I.F. STEP IN FOOTING STIFFENERS AT EACH END OF TJI.SEE TYPICAL _ SERIES FOR ADDITIONAL INFORMATION �__-_ COORD. COORDINATE/COORDINATION I.F. INSIDE FACE SLBB SHORT LEGS BACK-TO-BACK -7 DETAILS FOR MORE INFORMATION �jJ CONTR. CONTRACTOR I.J. ISOLATION JOINT SIM. SIMILAR COTR CONTRACT OFFICER'S INFO INFORMATION S.O.G. SLAB ON GRADEU KEYNOTE F' TECHNICAL REPRESENTATIVE INT. INTERIOR SPEC. SPECIFICATION DF 10.75"@ 24 O.C. 3"x10 3/4"ACTUAL DIMENSION DOUG FIR SELECT W STRUCTURAL SAWN LUMBER JOISTS AT 24"O.C. MAX. Q CTR. CENTER JT. JOINT SQ. SQUARE L----- SEE S2.21 FOR MEMBER LOCATIONS # REVISION Y W 00 DBL. DOUBLE K KIP S.S. STAINLESS STEEL 0 N DEMO DEMOLITION/DEMOLISH LB. POUND STD. STANDARD 0Q DIA. DIAMETER L.L. LIVE LOAD STIFF. STIFFENER STEEL BEAM 1#9-##"] BOTTOM OF FOOTING ELEVATION RELATIVE TO DATUM O 0 N DIAG. DIAGONAL LLBB LONG LEGS BACK-TO-BACK STL. STEEL DIM. DIMENSION LLH LONG LEG HORIZONTAL S.W. SHORT WAY STEEL BRACING <##'_ '> TOP OF FRAMING ELEVATION RELATIVE TO DATUM = Z O D.L. DEAD LOAD LLV LONG LEG VERTICAL SYM. SYMMETRIC Q o DN. DOWN L.P. LOW POINT T&B TOP& BOTTOM WP# 2i DTL. DETAIL L.W. LIGHTWEIGHT TEMP. TEMPORARY/TEMPERATURE STEEL BEAM PENETRATION(SEE DETAIL) {##'-##1 TOP OF PIER ELEVATION RELATIVE TO DATUM L DWG(S) DRAWING(S) L.W. LONG WAY THK. THICK(NESS) O 000 DWL. DOWEL MAS. MASONRY T.O. TOP OF BENT STEEL FRAMING CBP STEEL COLUMN BASE PLATE,SEE SCHEDULE& DETAILS a Z T- U) EA. EACH MAX. MAXIMUM TR. TRANSFER E.F. EACH FACE MECH. MECHANICAL TYP. TYPICAL I E.J. EXPANSION JOINT MEP MECH.,ELECT., PLUMBING, U.N.O. UNLESS NOTED OTHERWISE SHEAR CONNECTION F_ CONCRETE SPREAD FOOTING,SEE SCHEDULE&DETAILS EL. ELEVATION &FIRE PROTECTION VERT. VERTICAL ELEC. ELECTRICAL MFR. MANUFACTURER W/ WITH I MOMENT CONNECTION GB_ CONCRETE GRADE BEAM, SEE SCHEDULE&DETAILS ELEV. ELEVATOR MIN. MINIMUM W.P WORK POINT EMBED. EMBEDMENT MISC. MISCELLANEOUS W.W.R. WELDED WIRE REINFORCEMENT P_ CONCRETE PIER,SEE SCHEDULE&DETAILS E.O. EDGE OF M.O. MASONRY OPENING # NUMBER/SIZE --� STEEL BEAM WALL PLATE CONNECTION(SEE DETAIL) N.F. NEAR FACE 0 DIAMETER RW RETAINING WALL, SEE SCHEDULE&DETAILS N.I.C. NOT IN CONTRACT III S.O.G. SLAB ON GRADE(SEE SCHEDULE) RWF_ RETAINING WALL FOOTING,SEE SCHEDULE&DETAILS - W CONCRETE WALL, SEE SCHEDULE&DETAILS STEP IN SLAB WF_ WALL FOOTING,SEE SCHEDULE&DETAILS 3/4"DOUG-FIR STRUCTURAL-I PLYWOOD SHEATHING, SW WOOD SHEAR WALL,SEE SCHEDULE&DETAILS T&G ON TOP OF 2"NOMINAL DOUG FIR LOCK-DECK TONGUE AND GROOVE WOOD FLOORING(1 7/16" ACTUAL THICKNESS).OPEN ARROWS INDICATE SPAN DIRECTION OF T&G. LONG DIMENSION OF PLYWOOD TO BE PERPENDICULAR TO SPAN DIRECITON DESIGN LOADS AND FACTORS STRUCTURAL STEEL FRAMING KEY NYS RESIDENTIAL 2020 AS MODIFIED BY LOCALITY # OF SHEAR STUDS. CAMBER FLOOR LOAD DATA ROOF LOAD DATA WIND LOAD DATA SEE TYPICAL DETAIL LIVE LOAD TYPE VALUE(PSF) ROOF LIVE LOAD TYPE VALUE(PSF) PARAMETER VALUE REACTION TOP OF STEEL ELEVATION TYP. FLOOR LIVE 40 UNOCCUPIED 20 ULTIMATE WIND 130 MPH (FACTORED) RELATIVE TO DATUM LOAD(U.N.O.) SPEED MOMENT SHEAR V=40k DECK 60 WIND EXPOSURE C CONNECTION CONNECTION MECHANICAL/ 75 RISK CATEGORY II HHM=80k-ft W18X40[35] c=1 1/4" <+12'-3'5 40k STORAGE > H CONSTRUCTION DEAD ROOF DEAD ENCLOSURE FULLY L in C) VALUE(PSF) VALUE(PSF) N N Cl) LOAD TYPE LOAD TYPE CLASSIFICATION ENCLOSED SLOPE DOWN INTERNAL PRESSURE STEEL BEAMS 5 STEEL BEAMS 5 TJI JOISTS+ ROOF JOISTS+ =SYSTEM WOOD SHEAR NOTE: SHEATHING 5 SHEATHING 5 WALLS,MOMENT 1 principal architect PA TERAZZO TOPPING INSULATION AND FRAMES SEE GENERAL NOTES FOR SPECIFIC MINIMUM CONNECTION REQUIREMENTS. ro ect manager PE SLAB 35 WATERPROOFING 10 SITE IS LOCATED IN A WINDBORNE DEBRIS REGION. p ) 9 drawn by PE CEILING AND CEILING AND THEREFORE,PER SECTION R301.2.1.2,ALL EXTERIOR 5 5 GLAZING SHALL BE PROTECTED FROM WINDBORNE MECHANICAL MECHANICAL DEBRIS AND BE RATED FOR HIGH-IMPACT LOADING PROJECT DESIGN CRITERIA(AS PER TABLE R301.2(1)OF NYS RESIDENTIAL CODE) Author PER ASTM E1996. GROUND SNOW WIND DESIGN SEISMIC SUBJECT TO DAMAGE FROM WINTER ICE BARRIER FLOOD AIR MEAN checked by Checker LOAD ULTIMATE WIND TOPOGRAPHICS SPECIAL WIND WIND-BORNE DESIGN WEATHERING FROST LINE TERMITE DESIGN UNDERLAYMENT HAZARD FREEZING ANNUAL job no. 13054.06 (psf SPEED(mph)(d) EFFECTS(k) REGION(I) DEBRIS ZONE(m) CATEGORY(f) (a) DEPTH(b) (c) TEMP(e) REQUIRED(h) (FEMA)(g) INDEX(i) TEMP(i) date 09/28/2020 20 130 NO NO YES B SEVERE 36" MOD TO HVY 15F YES ZONE X 510 F-DAYS 50.8 F NOTES: revisions: COMPONENTS AND CLADDING WIND PRESSURES A. WEATHERING MAY REQUIRE A HIGHER STRENGTH CONCRETE OR GRADE OF MASONRY THAN NECESSARY TO SATISFY THE STRUCTURAL REQUIREMENTS OF THIS CODE.THE WEATHERING COLUMN SHALL BE FILLED IN WITH THE WEATHERING INDEX,'NEGLIGIBLE','MODERATE',OR'SEVERE'FOR CONCRETE AS DETERMINED FROM FIGURE R301.2(3). ROOF(psf) WALLS(ps0 OVERHANG(psf) B. THE FROST LINE DEPTH MAY REQUIRE DEEPER FOOTINGS THAN INDICATED IN FIGURE R403.1(1).THE FROST LINE DEPTH INDICATING THE MINIMUM DEPTH OF THE FOOTING BELOW FINISH SEE ASCE 7-16,FIGURE 30.3-2A SEE ASCE 746,FIGURE 30.34 SEE ASCE 7-16,FIGURE 30.3-2A GRADE IS ESTABLISHED BY THE LOCAL JURISDICTION. C. THE NEED FOR PROTECTION DEPENDS ON WHETHER THERE HAS BEEN A HISTORY OF LOCAL SUBTERRANEAN TERMITE DAMAGE,AND IS DETERMINED BY FIGURE R301.2(6)AND BY THE A{ft2) 1- 1+ 1'- 1'+ 2- 2+ 3- 3+ 4- 4+ 5- 3+ 111' 2 3 LOCAL JURISDICTION. ( ) 1 to 10 _58.8 15.0 -33.8 15.0 -77.6 15.0 -105.8 15.0 -36.6 33.8 -45.1 33.8 -58.8 -77.6 -105.8 D. WIND SPEED DETERMINED FROM THE BASIC WIND SPEED MAP[FIGURE R301.2(4)A]OR AS ESTABLISHED BY THE LOCAL JURISDICTION.WIND EXPOSURE CATEGORY SHALL BE 20 -55.7 13.5 -33.8 13.5 -71.4 13.5 -94.8 13.5 -35.2 32.4 -42.3 32.4 -57.3 -71.4 -93.3 DETERMINED ON A SITE-SPECIFIC BASIS IN ACCORDANCE WITH SECTION R301.2.1.4. E. THE OUTDOOR DESIGN DRY-BULB TEMPERATURE SHALL BE SELECTED FROM THE COLUMNS OF 97 1/2 PERCENT VALUES FOR WINTER FROM APPENDIX D OF THE INTERNATIONAL 50 -49.5 11.9 -33.8 11.9 -65.1 11.9 -82.3 11.9 -33.2 29.6 -38.0 29.6 -55.7 -62.0 -77.6 PLUMBING CODE. DEVIATIONS FROM THE APPENDIX D TEMPERATURES SHALL BE PERMITTED TO REFLECT LOCAL CLIMATES OR LOCAL WEATHER EXPERIENCE AS DETERMINED BY THE 100 -46.3 11.9 -33.8 11.9 -62.0 11.9 -71.4 11.9 -31.0 28.5 -35.2 28.5 -55.7 -55.7 -68.2 BUILDING OFFICIAL. 200 _43.2 1 11.9 1 -29.1 1 11.9 1 -55.7 11.9 1 -62.0 11.9 1 -30.4 F. SEISMIC DESIGN CATEGORY DETERMINED FROM SECTION R301.2.2.21. 26.8 -32.4 26.8 -46.3 -47.9 -55.7 1 11/23/2021 PERMIT REVISION G. THE JURISDICTION SHALL FILL IN THIS PART OF THE TABLE WITH (a)THE DATE OF THE JURISDICTION'S ENTRY INTO THE NATIONAL FLOOD INSURANCE PROGRAM (DATE OF ADOPTION OF 500 to 1000 -36.9 11.9 -22.8 11.9 -49.5 11.9 -49.5 11.9 -28.2 25.4 -28.2 25.4 -36.9 -40.1 -40.1 THE FIRST CODE OR ORDINANCE FOR MANAGEMENT OF FLOOD HAZARD AREAS),(b)THE DATE(S)OF THE FLOOD INSURANCE STUDY AND(c)THE PANEL NUMBERS AND DATES OF THE no. date by Note: All presures are computed at ultimate,or strength level loading per ASCE 7-16. CURRENTLY EFFECTIVE FIRMS AND FBFMS OR OTHER FLOOD HAZARD MAP ADOPTED BY THE AUTHORITY HAVING JURISDICTION,AS AMENDED. See figures noted above for zone locations and extents WHERE APPLICABLE,THE FOLLOWING PARAMETERS HAVE BEEN USED: 1. DFE(DESIGN FLOOD ELEVATION) 2. BFE(BASE FLOOD ELEVATION) 3. ESW(DESIGN STILLWATER FLOOD ELEVATION ABOVE DATUM) PERMIT SET 4. DS(DESIGN STILLWATER FLOOD DEPTH IN FEET) 5. DWS(WAVE SETUP IN FEET) 6. G (GROUND ELEVATION IN FEET ABOVE DATUM) 09/28/2020 7. EROSION (LOSS OF SOIL DURING DESIGN FLOOD EVENT) H. IN ACCORDANCE WITH SECTIONS R905.1.2, R905.4.3.1, R905.5.3.1, R905.6.3.1,R905.7.3.1, R905.8.3.1,OR AS ESTABLISHED BY THE LOCAL JURISDICTION,WHERE THERE HAS BEEN A HISTORY OF LOCAL DAMAGE FROM THE EFFECTS OF ICE DAMMING,THE TABLE WILL INDICATE'YES; OTHERWISE, 'NO'WILL BE INDICATED IN STRUCTURAL THIS PART OF THE TABLE. I. THE 100-YEAR RETURN PERIOD AIR FREEZING INDEX(BF-DAYS) IS DETERMINED FROM FIGURE R403.3(2) OR FROM THE 100-YEAR(99 PERCENT)VALUE ON THE DESIGN CRITERIA, NATIONAL CLIMATIC DATA CENTER DATA TABLE'AIR FREEZING INDEX-USA METHOD(BASE 32 DEGREE F). LEGEND AND J DEGREE N ANNUAL TEMPERATURE IS DETERMINED FROM THE NATIONAL CLIMATIC DATA CENTER DATA TABLE'AIR FREEZING INDEX-USA METHOD(BASE 32 ABBREVIATIONS K. IN ACCORDANCE WITH SECTION R301.2.1.5,WHERE THERE IS LOCAL HISTORICAL DATA DOCUMENTING STRUCTURAL DAMAGE TO BUILDINGS DUE TO TOPOGRAPHIC WIND SPEED-UP EFFECTS&AS ESTABLISHED BY THE JURISDICTION,THE TABLE WILL INDICATE'YES'; OTHERWISE,'NO'WILL BE INDICATED IN THIS PART OF THE TABLE. L. IN ACCORDANCE WITH FIGURE R301.2(4)a,WHERE THERE IS LOCAL HISTORICAL DATA DOCUMENTING UNUSUAL WIND CONDITIONS&AS ESTABLISHED BY THE JURISDICTION,THE TABLE WILL INDICATE'YES'AND IDENTIFY ANY SPECIFIC REQUIREMENTS; OTHERWISE, 'NO'WILL BE INDICATED IN THIS PART OF THE TABLE. M. IN ACCORDANCE WITH SECTION R301.2.1.2.1 OR AS ESTABLISHED BY THE JURISDICTION,THE WIND-BORNE DEBRIS WIND ZONE(S)ARE INDICATED.OTHERWISE,'NO'WILL BE INDICATED IN THIS PART OF THE TABLE. SO , 02 SILMAN#19561 0.5v �/ U 4.3 ( 5 ) 12'-0" 18'-0" 15'-0" 23'-4" 7'-4" 19' I o Q o � o I i I I t •� O � t � m NOTES: c o 0 1. FOUNDATIONS SHALL BEAR ON UNDISTURBED SOIL WITH A MINIMUM t oh BEARING PRESSURE OF 6000 PSF AS SPECIFIED IN THE GEOTECHNICAL m ENGINEERING REPORT BYAKRF ENGINEERING, DATED JUNE 3,2016. N o ro 2. B.O. FOOTING SHALL BE 3'-0"MIN. BELOW ADJACENT GRADE U.O.N. N N r- w _ 3. SEE ARCHITECTURAL DRAWINGS FOR ALL GRIDS, SLAB EDGE DIMENSIONS, SLAB AND FINISH FLOOR ELEVATIONS,WALL LOCATIONS,SLAB OPENINGS, SLEEVES,SLOPES, DEPRESSIONS,AND CURBS. DEFER TO ARCHITECTURAL DRAWINGS FOR THIS INFORMATION. COORDINATE WITH CIVIL, M.E.P.AND ALL OTHER PRIME CONTRACTORS. I t I I 4. SEE PLANS FOR COLUMN SIZES 5. FOR GENERAL NOTES AND LEGENDS,SEE S0.00 SERIES 0) M 6. FOR TYPICAL DETAILS,SEE S5.00 SERIES I I I 7. FOR WOOD SHEAR WALL AND CONNECTOR SCHEDULES,SEE S6.00 SERIES Z I I (n Q j W Q w 00 1..{. C) N STEP FOOTING, SEE I Q TYPICAL DETAIL i ! ! 0 N ! o = Zo 0 LO O 00 I CL z (� I I i I t II I I I I 1 - --- - -- - - - - - - - - - - - - - - D SIM. 1 SIM. I 1 2 1 SIM. 1 ! 2 P1 S3.01 P2 S3.01 P S3.01 S3.01 S3.01 S3.01 0 F2.6 F3.2 ( F p1 P2 j ' [93'- 1-1 [88',10'l [8 -10"1 F2.6 F3.2 W1 W1 W1 P1 W1 I [88'- 10'] W1 [88'-10"] 1 .] IF F4.0 I I [90' 1 O ' ..4 .. _ - .°,- ° •° -. - - - •- - -°°- - '-e,p a` h' a a' �- -. - _ " - - _` - J- ' - - ..' a' - ,- El i -------�--- ---- ------- ---------- ----------------[88'- � ��] ----------------- F1 WF1 Ir- WF1 WF1 [90'- 11"] I [88'- 10"] I [88' 10'1 88 10 i 71 5 I I _• S3.01 3 I b S3.01 W1 W1 . -d` • v• _ _ _ WF1 WF1 5"S.O.G. I [90'- 11'7 [93'- 1"] I e,_ I I i •a-- _ I I 6 r--- '1 90'-9" I "qIS3.01 STEP FOOTING, SEE ° I u- co I I I d TYPICAL DETAIL o L---iJ i F3.0 [88'-10'1 I 3 I ° _ S3.01 m I - W1 W1 principal architect PA 5 I ( project manager PE S3.01 I I I WF1 WF1 drawn by PE [90'-11'1 [93'-1'1 a l I 5 P1 P1 P1 P1 I S3.01 checked b W1 I F2.6 F2.6 F2.6 F2.6 Y WF1 I [88'- 10'j [88'-10'7 [88A10-1 ® [88'-10"] i j job no. 13054.06 W1 W1 [88'-10'l ti W1 r---� W1 r -- W1 r-J date 09/28!2020 ---- --- ------ = P1 B WF1 WF1 --r-- WF1 T-- WF1 WF1 [93'-1"] [90'-11' q [88'-10"] 90'-9" [88'-10"] [88'- 10"] F4.0 [90'-11"] revisions: 1 5"S.O.G. I 6 2 6 S3.01 S3.01 S3.01 I CONCRETE WALL SCHEDULE 4'-4 REINFORCEMENT MARK WIDTH VERTICAL HORIZONTAL REMARKS 90'-8 3/8" W1 10" #5 @ 12" EACH FACE #5 @ 12"EACH FACE STEP FOOTING,SEE ° STEP FOOTING, SEE TYPICAL DETAIL TYPICAL DETAIL W2 14" #5@12" EACH FACE #5 @ 12"EACH FACE ° HAUNCH SLAB EDGE SEE SECTIONS ° 1 11/23/2021 PERMIT REVISION CONCRETE WALL FOOTING SCHEDULE ° ! no. date by SIZE REINFORCMENT BOTTOM TOP > MARK WIDTH DEPTH LONG WAY SHORT WAY LONG WAY SHORT WAY REMARKS � - � F- d WF1 2'-0" 1'-0" (3)-#5 CONT. WALL DOWELS N/A N/A Of `J Of `J N o WF2' 5'-0" 1'-0" (4)-#5 CONT. WALL DOWELS N/A #5@12"O.C. N LL a ° I PERMIT SET • _ 9 i e, FOOTING SCHEDULE 09/28/2020 e SIZE REINFORCEMENT _ FOR RETAINING WALL AND WALL FOOTING 1 `a BOTTOM REINFORCING,SEE S6.01 MARK LENGTH WIDTH THICKNESS LONG WAY SHORT WAY REMARKS p F2.6 2'-8" 2'-8" V-0" (4)x#5 (4)-#5 Z �` c ) c ) LOWER LEVEL z F3.0 3'-0" 3'-0" 1'-0" 4 5 4 �#5 U F3.2' 3'-2" 3'-2" 1'-0" (5)-#5 (5)-#5 O -1) 7 = F4.0 4'-0" 4'-0" 1'-0.. (5)�5 (5)-#5 FOUNDATION PLAN CL S3.01 1 LOWER LEVEL FOUNDATION PLAN I I s S2.(Q) 1/4"= 1--o" S2 . 00 ! ! i - - - - - -- - - - - - - - - - - - - - - - - - -- - - - - SILMAN#19561 I 4 12'-0" .3 ( 5 0.5 18'-0" 15'-0" 23'-4" T-4" I 19'-10" I I o Q o U) o NOTES: R o N m g 1. TOP OF STEEL TO BE 1/2"BELOW TOP OF JOISTS UNLESS OTHERWISE NOTED.TOP OF LVL TO ALIGN WITH TOP OF JOISTS UNLESS OTHERWISE c y ' NOTED.TOP OF WALLS AND PIERS TO ALIGN WITH TOP OF SHEATHING, �° ° UNLESS NOTED OTHERWISE ON PLAN. a o CD LO 2. CONTRACTOR IS RESPONSIBLE TO COORDINATE FRAMING WITH r M MECHANICAL,PLUMBING AND ELECTRICAL SYSTEMS. �n w 3. SEE ARCHITECTURAL DRAWINGS FOR ALL GRIDS,SLAB EDGE DIMENSIONS,SLAB AND FINISH FLOOR ELEVATIONS,WALL LOCATIONS, SLAB OPENINGS,SLEEVES, SLOPES, DEPRESSIONS,AND CURBS. DEFER TO ARCHITECTURAL DRAWINGS FOR THIS INFORMATION.COORDINATE WITH CIVIL,M.E.P.AND ALL OTHER PRIME CONTRACTORS. 4. PROVIDE BLOCKING AT JOISTS RUNNING PARALLEL TO FOUNDATION • �■ WALLS AS SHOWN ON TYPICAL DETAILS. COORDINATE BLOCKING WITH ARCHITECTURAL AND MEP ELEMENTS. 0) M 5. SEE TYPICAL DETAILS AND GENERAL NOTES FOR MORE INFORMATION ON TJI INSTALLATION. } 6. SEE PLANS FOR COLUMN SIZES z - - --- - - - --------- ------, - -7. FOR GENERAL NOTES AND LEGENDS,SEE S0.00 SERIES-- ----- ----- =------------------------- ----------� - --------------------- ---------------- �1 I , I 8. FOR TYPICAL DETAILS,SEE S5.00 SERIES CD Q 9. FOR WOOD SHEAR WALL AND CONNECTOR SCHEDULES,SEE S6.00 W I / I SERIES C/) Q Woc) I i I PROVIDE THE FOLLOWING FOR THE TYPICAL 4"TOPPING SLAB AT MAIN LEVEL: � 0 I N I I 1. NORMAL WEIGHT MIX WITH fc=5000 PSI MINIMUM. O I Q 2. A SLIP SHEET BETWEEN TOPPING AND TOP OF STRUCTURAL PLYWOOD OR O o� N HAUNCH AT SLAB EDGE, TOP OF SLAB ON GRADE. b Z p 1 TYPICAL AT SLAB EDGE.. 3. DIAGONAL REINFORCING AT ALL RE-ENTRANT CORNERS SEE TYPICAL SLAB = O ! ! SEE FOUNDATION ON GRADE DETAIL. I-- Q O 5"S.O.G. 2 Irl- SECTIONS I 4. 6x6 W2.1xW2.1 WWR AT 1"FROM TOP OF SLAB. 5. CELLULOSE MICROFIBERS(SOLOMON ULTRAFIBER 500 OR EQUIVALENT) O � I 99'-8" I SHALL BE ADDED TO MIX TO HELP CONTROL CRACKING. 00 0 I I 6. 1/4"COMPRESSIBLE FILLER AT ALL EDGES WHERE TOPPING ABUTS AGAINST a z U) I I PARTITIONS OR EXISTING STRUCTURAL WALLS OR COLUMNS. I I 7. 1.5"DEEP SAWCUT JOINTS TO BE COORDINATED WITH ARCHITECTURE TO BE SPACED A MAXIMUM OF 8-10 FEET O.C. IN EACH DIRECTION. j I , I O I p I SIM. SIM. ( I I 1 1 1 2 S 2 I T.O.WALL=99'-7" I o S3.01 S3.01 / I L19.75x8x3/4 S3.01 S3.01 W6x20 S3.01 S3.01 I--- --------------------1-- ------------- L19.75x19x3/4 I io HS 5X5X3/8 WT5x15 I I SW-1 _ LJ O � I I HSS5X5X3/8+ PL6x3/4 I 6 11'-2 I HSS5X5X3/8+ PL6x3/4 @�II'S3.017 3 I T.O.WALL=99'-7" 4 99 -8.. F- S3.01 1 ! (S3.01 -------------------- ----- ----- -------------F 1 11 W12X58 l o I I I � V 5"S.O.G. 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I I 1 11/23/2021 PERMIT REVISION no. date by i OPEN TO T.O.WALL=99'-7" b BELOW N PERMIT SET PROVIDE CONTINUOUS STEEL CAP PLATE AT WALL, SEE TYPICAL 09/28/2020 j DETAIL 1 = I I MAIN LEVEL I Z U FRAMING PLAN 7 S3.01 12x50 SEE DETA I 1 MAIN LEVEL FRAMING PLAN INFORM TI ON R BASE PLATE S2.10 1/4"= V-0" S2 , 10 - - - - - - - - - - - - - - - - - - ----- - -- - -- --- - -- -- -- � SILMAN#19561 ! i Q0.5 1)U ( 4 ) 4i3 ( 5 ) 12'-0" 18'-0" 15'-0" 23'-4" �� 7'-4" 19'- 10" / II I i II O E N m 7 C/) a r c NOTES: c o p � O 1. SEE PLAN FOR TOP OF STEEL ELEVATION. N o co to 2. CONTRACTOR IS RESPONSIBLE TO COORDINATE FRAMING WITH N MECHANICAL, PLUMBING AND ELECTRICAL SYSTEMS. m 3. SEE ARCHITECTURAL DRAWINGS FOR ALL GRIDS,SLAB EDGE DIMENSIONS, t° N SLAB AND FINISH FLOOR ELEVATIONS,WALL LOCATIONS,SLAB OPENINGS, ' j SLEEVES, SLOPES, DEPRESSIONS,AND CURBS. DEFER TO ARCHITECTURAL DRAWINGS FOR THIS INFORMATION. COORDINATE WITH CIVIL, M.E.P.AND ALL OTHER PRIME CONTRACTORS. I I li 4. SEE PLANS FOR COLUMN SIZES � 5. FOR GENERAL NOTES AND LEGENDS, SEE S0.00 SERIES I � M 6. FOR TYPICAL DETAILS,SEE S5.00 SERIES rn 7. FOR WOOD SHEAR WALL AND CONNECTOR SCHEDULES, SEE S6.00 SERIES � I Z I I — — — — O Z LL D N LL Of N b = z o i I I I I I I L OD h- o 'Cr U `O r O OUTLINE OF I i I STRUCTURE ABOVE - - - - - - - - - --- - --_ --- - - - - - -- - - - _ - _ - - _ _ - _ - - - - _ - - - - __- - _ - _-_- - -- - - -- - - - _ -- - - -- - _O ' - - - - - - D j------------- - - ----- ------- - -- - - --------- - - - - - - --- - - ------- ------------ ----------------------- 7-1 3 ' CD L19.75x19x3/4 l SS5X5X3/8 S4.01 L19.75x8x3/4 ' W6x20 WT5x15 O PL 6x3/4 L 6x3/4 PL 6x3/4 SW-1 I I W8X21 W8X21 W8X21 < -3"> U < 108'-3"> < 108'-3"> 5X5X3/8+PL6x3/4 HSS5X5X3/8+PL6x3/4 HSS5X5X3/8+PL6x3/4 OUTLINE OF I STRUCTURE ABOVE I I I PROVIDE A CONNECTION WITH A MINIMUM AXIAL CAPACITY OF 15 K AT ' EACH END OF BEAM, IN ADDITION TO SHEAR PER S0.01 ICo OPEN TO BELOW II i i I ! principal architect PA project manager PE drawn by PE j Author PROVIDE CLEARANCE FOR DRAIN, SEE TYPICAL DETAIL I checked by Checker 8x8x3/4 PL 5 1/2x3/4 PL 5 1/2x3/4 SS5X5X3/8+PL 6x3/4 I WT5x15 j job no. 13054.06 W8X21 ® W8X21 U I date 09/28/2020 W10X19 < 108'-3"> < 08'-3"> < 108'-3"> U SW-1� —-— -- 3 SIM. 3 SIM. HSS5X5X3/8 L 6x3/4 12x6.75x3/4 revisions: PL 5 1/2x3/ 2 S4.01 S4.01 S4.01 I PROVIDE A CONNECTION WITH A MINIMUM AXIAL CAPACITY OF 15 K AT EACH END OF BEAM, IN ADDITION TO SHEAR PER 1 11/23/2021 PERMIT REVISION S0.01 i no. date by i I co I I I I I N PERMIT SET I I 09/28/2020 CLERESTORY o J= FRAMING PLAN 1 CLERESTORY FRAMING PLAN a W,2x50 S2.11 1/4"= 1'-0" S2 , 11 - - - - - - SILMAN#19561 0.5 4) 4.3 ( 5 12'-0" 18'-0" 15'-0" 23'-4" 7'-4" I 19'-10" r I � I Q E o to o I � � j O fl CO CA Y NOTES: c o 0 N 1. TOP OF STEEL TO BE 3/4"BELOW TOP OF PLYWOOD SHEATHING = o UNLESS NOTED OTHERWISE ON PLAN. = o 2. CONTRACTOR IS RESPONSIBLE TO COORDINATE FRAMING WITH to ai MECHANICAL, PLUMBING AND ELECTRICAL SYSTEMS. rn o 3. SEE ARCHITECTURAL DRAWINGS FOR ALL GRIDS, SLAB EDGE DIMENSIONS, SLAB AND FINISH FLOOR ELEVATIONS,WALL LOCATIONS,SLAB OPENINGS, SLEEVES, SLOPES, DEPRESSIONS,AND CURBS. DEFER TO ARCHITECTURAL DRAWINGS FOR THIS INFORMATION.COORDINATE WITH CIVIL, M.E.P.AND ALL OTHER PRIME CONTRACTORS. 4. ALL EXTERIOR STEEL TO BE PAINTED PER GENERAL NOTES.ALL EXTERIOR WOOD TO BE TREATED PER GENERAL NOTES.COORDINATE BOTH STEEL AND WOOD FINISHES AND TREATMENTS WITH ARCHITECTURAL DRAWINGS. 0 M O 5. SEE PLANS FOR COLUMN SIZES. `- I 6. FOR GENERAL NOTES AND LEGENDS,SEE S0.00 SERIES z Z - i - - - - - — - -- - - ---!- - - - - ----- - -- -- - ----- - - - - -- - --- - --- - - - - - - - - ---- - ---- - -- - - ----- -- --- -- - - - - - - --- - - - --- - --- - - - - - - - - - - - - - -7. FOR TYPICAL DETAILS,SEE S5.00 SERIES - - - - - - - — 8. FOR WOOD SHEAR WALL AND CONNECTOR SCHEDULES,SEE S6.00 SERIES U) Q Q ao L� N Q � I ! 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HORIZONTALLY AS SHOWN T.O.SLAB rih z AT WALL END AROUND ANCHORS —x—x—x—x—x—x� EL. SEE PLAN ul SEE 1/S3.01 FOR as ° BALANCE OF •. ° • INFORMATION IIII 111 I I FOUNDATION = I I=III— II I SECTION B-B SECTIONS 44 IIIIIIII 1I d a B.O. FOOTING —� EL. SEE PLAN 5 SECTION I II� 111 I II SECTION S 5 3/4"= 1'-0" S3 . 01 SILMAN#19561 3/8"x6"PLATE @ 4'-0"O.C. (4)5/8"DIA.GR.55 CONTINUOUS 2x6 TOP PLATE WITH 1/2" TRHEADED RODS WELDED DIA.A307 BOLTS AT 24"O.C. PROVIDE TO 3/8' PLATE WITH OPRE-DRILLED HOLES IN BEAM FLANGE. E o C o Q NEOPRENE SHIMS PROVIDE NAILING INTO PLYWOOD PER GENERAL NOTES 3 0Ln 5/16"THICK STIFFENER 2 3/4 TYP. PROVIDE(2)#10 WOOD SCREWS in C THROUGH PLY AND T&G INTO JOIST ° $ @ 4'-0"O.C. MAX., SEE �' o ARCHITECTURAL FOR AND 2x6 DF BLOCKING BETWEEN SEE 1/S4.01 FOR BALANCE ; t o STIFFENER LAYOUT JOISTS OF INFORMATION (2) 3/4"0 FULL DEPTH SCREWS t AT EACH JOIST END,TYP. GUTTER, SEE ARCH. 2 3/4"TYP. ROOF FINISH SEE ARCH 0 cam L8x4x7/16"ANGLE AT 4'-0"O.C.ALIGNED WITH STIFFENERS AT CUSTOM L r -—-—-—- + 00 r> ' 2 T.O. ROOF SHEATHING T.O. ROOF SHEATHING CUSTOM 3/8"THICKx1'-0"x4'-0" BENT PLATE SEE PLANS FOR EL.SEE PLAN I EL.SEE PLAN EXTENTS AND AESS REQUIREMENTS.SEE } ARCHITECTURAL FOR SLOPE PROVIDE(5) 1/4"LAG SCREWS FOR DRAINAGE �� N INTO JOISTS BELOW SEE 1/S4.01 FOR BALANCE OF CV) INFORMATION PROVIDE 2"WIDE STEEL SHIM "' r- AT EACH STIFFENER LOCATION Z ALTERNATE DETAIL-PROVIDE 11 7/8" ' I I 5"x3"x5/16"SHIM PLATE AT 2'-6" O.C. ROOF JOISTS, SEE PLANS Z O BEHIND ANGLE.WELD ANGLE TO I I ROOF JOIST,SEE PLANS I I F- SHIM,WELD SHIM TO BEAM WEB PJp GRIND U) Q WITH 114"FILLET WELDS TOP AIVD BOTTOM SMOOTH I I CONTINUOUS L6x4x5/16"LEDGER WITH I W 3/4" DIAMETER GR.55 THREADED ROD j I--- I I @ 16"O.C.WELDED TO WEB OF W Q SHAPE.PROVIDE 4"x3"X1/4"NEOPRENE PLATE COLUMN,SEE PLAN PROVIDE 2x CONTINUOUS Y W cc) PAD AT EACH ROD I I NAILER WITH 1/2"DIA.A307 O N FLANGE EXTENSION PLATE TO AND TYPICAL DETAIL FOR MORE INFORMATION 2 3/4" BOLTS @ 2'-0"STAGGER 0 < M SUPPORT TOP OF ROLLING WINDOWS, NOTCH JOIST FOR SHADE POCKET, I I TYP. O — 0 N THICKNESS TO MATCH BEAM FLANGE. I ( COORDINATE WITH ARCHITECTURAL. SEE ARCHITECTURAL FOR MORE z O INFORMATION I I MAX NOTCH DEPTH =5". REINFORCE I I -_ = o NOTCH WITH FULL DEPTH SCREWS, < O SEE TYPICAL DETAIL I I T.O. CLERESTORY STEEL T.O.CLERESTORY STEEL 2 EL.SEE PLAN I I I EL.SEE PLAN LOL BEAM,SEE PLAN I I o O 0 U I I I I CL U) j PROVIDE 5/16"STIFFENER @ 2'-6" I I I ; O.C.STIFFENER TO BE 10"LONG x I 5 1/2"HIGH, 1/4"FILLET TO W12 I I AND PLATE EXTENSION I I I I 3/4"A307 BOLTS AT 12" ! PROVIE 3/4"A307 BOLTS AT 12"O.C. I LLED WOOD SHEAR WALL, O.C. PROM DE PE- SEE PLANS I I DRILLED HOLESRN ! WOOD SHEAR WALL, HOLES DN BEAM FILANGE I I TYPICAL ETAIDLS BEAM FLANGE SEE PLANS AND TYPICAL DETAILS � I i 1 SECTION 2 SECTION 3 SECTION �-o1"= 1'-0" S4.01 111= 11-01, �-01 OB O 4.3 SEE 1/S4.01 FOR BALANCE OF INFORMATION 2 3/4"TYP. SEE 1/S4.01 FOR BALANCE — SEE 1/S4.01 FOR BALANCE OF INFORMATION OF INFORMATION ROOF FINISH SEE ARCH I GUTTER, SEE ARCH. I ROOF FINISH SEE ARCH I AR OH FINISH SEE — � T.O. ROOF SHEATHING T.O. ROOF SHEATHING T.O. ROOF SHEATHING EL. SEE PLAN EL.SEE PLAN EL.SEE PLAN STAGGERED TOP 4-12 _ AND BOTTOM SEE 1/S4.01 FOR BALANCE OF I INFORMATION ROOF RAFTER, SEE PLANS ROOF RAFTER,SEE PLANS -►� 1„ principal architect PA 2 3/4' ROOF JOISTS,SEE PLANS �j.._ PLYWOOD AND TONGUE PLYWOOD AND TONGUE project manager PE TYP. AND GROVE DECK AND GROVE DECK drawn by PE Author CONTINUOS 3/8"PLATE IN WEB. PROVIDE ACCESS HOLES AS checked by Checker NEEDED TO INSTALL BOLTS FOR job no. 13054.06 TOP PLATE. FIELD WELD PLATE TO ALLOW FOR INSTALLATION date 09/28/2020 OF BOLTS 4 SEC"IFION 5 SECTION 6 SECTION revisions: �-o 1"= 1'-0" 1 1 11/23/2021 PERMIT REVISION no. date by PERMIT SET 09/28/2020 SUPERSTRUCTURE SECTIONS S4 , 01 SILMAN#19561 p COLUMN, SEE PLAN AND o N E z COLUMN SCHEDULE Wm 30 U g y p- BASE PLATE,SEE SECTION m _ = Q CONCRETE PIER OR a> W.W.R. t- x v) cn STEEL COLUMN c o a LL 11' w Z SEE PLAN to 11 2"DEEP o ° Y m Y ( ) SLAB REINF. m t- w J = g= 2'k3 CONT. /� SLAB ON GRADE (MESH REBAR) O T.O.PIER r 9 'r x—x- -x,x—x p U) ~ ~ KEY �, EL. SEE PLAN -x m xax— x-x-x- o ai t 244 @ 3x4 0 LONG w = °�i a x x—x— \ ADDITIONAL AT ALL M N �i co RE-ENTRANT ° PIER REINF. SEE + MAXIMUM DISTANCE BETWEEN 2 1 tS�� JOINTS CORNERS WT5x15 244 TIES @ 3"AT TOP OF PIER ° PIAN AND SCHEDULE) CONTRACTION JOINTS IN INCHES IS 36 TIMES SLAB THICKNESS 10"x10"x3/4"THICK BASE PLATE REMAINDER AS PER SCHEDULE WITH (4)3/4"DIA.ANCHORS 2"CLR. SLAB EDGE BOLTS, EMBED= 10",SEE 1� TYP. TYPICAL DETAIL ° • �.� SAWED CONTRACTION JOINT CONSTRUCTION JOINT ISOLATION JOINT AT COLUMN ADDITIONAL REINFORCEMENT ° _ 1!4 ISOLATION JOINT(SEE TYPICAL v ° �' � ~ AT ALL RE- ENTRANT CORNERS -—-—-— —- -— —- - -—- SLAB ON GRADE DETAIL) M ° ' ° ° ° ° W °' B.O. FOOTING .� p rn T.O.SLAB 6"x6"W2.1 x W2.1 W.W.R. EL. SEE PLAN �C-�--°X a X .° XX EL.SEE PLAN } WATERSTOP.2"COVER a ° 3"CLR. Z v CONCRETE SLAB MIN. E.S. (OR AS REQ'D NOTES: Z ° BY WATERSTOP MFR.) 1. SEE PLAN FOR PIER SIZE. I-- Z-0 2. SEE PLAN AND FOOTING SCHEDULE FOR FOOTING SIZE AND REINFORCING. —�c — — —x— x WATERSTOP x x—x a-x NOTES: U) < U') z G -4 ^. ° _ 3. IF PIER HEIGHT IS LESS THAN 2'-6", EXTEND COLUMN DOWELS INTO FOOTING.SEE W D a 1. SLAB ON GRADE SHALL BE PLACED IN ALTERNATING STRIPS a N COLUMN SCHEDULE FOR SIZE AND REINFORCING. ° ° ILrWHERE EACH SINGLE STRIP DOES NO EXCEED 36 TIMES ° — °a a° SLAB THICKNESS WIDTH IN INCHES.ALTERNATIVELY, LARGE W 00 VAPOR BARRIER BLOCK PLACEMENTS WITH INTERIOR CONTRACTION JOINTS 4 CONCRETE PIER ON FOOTING • `'' 6"GRAVEL OR ARE ACCEPTABLE IF THE CONTRACTION JOINTS ARE MADE ° �' . BELOW, SEE PLANS AND PIER SCHEDULE 6"GRAVEL OR STONE CRUSHED STONE IN BOTH DIRECTIONS AT SPECIFIED INTERVALS IN A TIMELY TYPICAL DETAILS 0 O O ,L MANNER. a ° ° SIZE VERTICAL * LL IY N UNDISTURBED 10 MIL POLYETHYLENE UNDISTURBED SOIL OR 2. SAWED CONTRACTION JOINTS SHALL BE LOCATED AT A MARK WIDTH LENGTH BARS CLOSED TIES REMARKS Z o SOIL OR FILL VAPOR BARRIER FILL MAXIMUM SPACING IN INCHES OF 36 TIMES THE SLABP1 18" 18" (8)-#5 #4@10"O.C. • • • = Q p THICKNESS.JOINTS SHALL BE SAWED NO LATER THAN 24 HOURS AFTER CONCRETE IS PLACED. P2 24" 24" (8)x#6 #4@10"O.C. � 2 SLAB ON GRADE SLAB-ON-GRADE & WALL INTERFACE W L 3. GRAVEL OR CRUSHED STONE BASE SHALL BE COMPACTED 0)TO 95%OF MAXIMUM DENSITY AT OPTIMUM MOISTURE TYPICAL CLOSED TIE ., O oo (- CONTENT. LAYOUT Q Z U) TYPICAL SLAB ON GRADE BASE PLATE AT WT COLUMNS TYPICAL STEEL COLUMN/PIER AND FOOTING N.T.S. N.T.S. N.T.S. HORIZONTAL REINF.TO RUN THRU UNINTERRUPTED 11/2" STANDARD HOOK -� -- - DEFORMED BAR TENSION DEVELOPMENT LENGTH (Ld) ° O 4 . ® ° FOR NORMAL WEIGHT STONE CONCRETE&UNCOATED BARS STANDARD ° " °°. ° ° ° °a ° H .° °. d g HOOK. ° 3000 PSI 4000 PSI 5000 PSI 6000 PSI (TYP•) co ° a° ° ° BAR SIZE CONCRETE CONCRETE CONCRETE CONCRETE a ° ° ° . F- ° ° a CASE( CASE II CASE( CASE II CASE( CASE II CASE( CASE II ° WATERSTOP #3 17 25 15 22 13 20 12 18 NOTE: MAXIMUM POUR LENGTHS: FOUNDATION WALL=80'-0" W Z U #4 22 33 19 29 17 26 16 24 ° ° °d.° I- °. o a #5 28 42 24 36 22 32 20 30 ° _) Q 4 #6 33 50 29 43 26 39 24 35 N ° a TYPICAL CONSTRUCTION JOINT IN CONCRETE WALL -� #7 48 72 42 63 38 56 34 51 � N ° #8 55 83 48 72 43 64 39 59 x I ° I _III N.T.S. ° SEE BELOW TABLE FOR #9 62 93 54 81 48 72 44 66 � - I I III IIII I I #10 70 105 61 91 54 81 50 74 ° a. ° TYPICAL REINFORCING TEE-INTERSECTION #11 78 116 67 101 60 90 55 82 ° ° - I SLOPE BY CONTRACTOR TO HOOKED#3 DOWEL @ A . e ° MAINTAIN SOIL STABILITY,VERIFY 3"CL. 18"O.C.W/MIN.2-314" ° DEFORMED TENSION BAR NOTES: ° ° WITH GEOTECHNICAL ENGINEER EMBEDMENT IN HY-200 - I FOR REINF.SEE O ADHESIVE OR 1. FOR HORIZONTAL REINFORCEMENT WITH 12 INCH OR MORE FRESH CONCRETE CAST BELOW IT,TENSION II I I ( � WALL SECTION z •.. ° .• APPROVED EQUAL a ° i4 z U DEVELOPMENT LENGTH/TENSION LAP SPLICE LENGTH SHALL BE 1.3x THE VALUES GIVEN. O 2. FOR REINFORCEMENT IN LIGHTWEIGHT CONCRETE TENSION DEVELOPMENT LENGTH/TENSION LAP LENGTH SHALL 1'-0" MIN. CONT.WALL FOOTING ° a° ° Q° ° a STANDARD HOOK (L BE 1.3x THE VALUES GIVEN. ° a ° w a 3. FOR EPDXY-COATED BARS: ~ < A. WHERE CONCRETE COVER IS LESS THAN 3x BAR DIAMETER, OR CLEAR SPACING IS LESS THAN 6x BAR TYPICAL STEPPED WALL FOOTING DIAMETER,TENSION DEVELOPMENT LENGTH/TENSION LAP SPLICE LENGTH SHALL BE 1.5x THE VALUES GIVEN. ROUGHEN TO 1/4"AMPLITUDE B. WHERE CONCRETE COVER IS EQUAL TO OR GREATER THAN 3x BAR DIAMETER AND CLEAR SPACING IS N.T.S. OR a a GREATER THAN 6x BAR DIAMETER,TENSION DEVELOPMENT LENGTH/TENSION LAP SPLICE LENGTH SHALL BE COAT CONTACT SURFACE WITH —� 1.2x THE VALUES GIVEN. AT SUPPORTED SLAB LATEX BONDING AGENT AT SLAB ON GRADE 4. CASE I APPLIES WHEN EITHER OF THE FOLLOWING SETS OF CONDITIONS ARE MET: A. ALL THREE OF THESE: a. CLEAR SPACING OF BARS BEING DEVELOPED OR SPLICED IS NOT LESS THAN DB AND EQUIPMENT PAD TEMPERATURE AND principal architect PA TENSION b. CLEAR COVER IS NOT LESS THAN DB AND SHRINKAGE REINFORCING c. STIRRUPS OR TIES ARE PROVIDED THROUGHOUT THE DEVELOPMENT LENGTH AND THE QUANTITY IS NOT project manager PE LAP SPLICE LESS THAN THE CODE MINIMUM. B. OR BOTH OF THESE: PAD THICKNESS REINFORCING y drawn b PE CORNER a. CLEAR SPACING OF BARS BEING DEVELOPED OR SPLICED IS NOT LESS THAN 2DB AND 4"-5" #3 @ 12"O.C. EACH WAY Author b. CLEAR COVER IS NOT LESS THAN DB. NOTE: FOR TENSION LAP SPLICE LENGTH AND DEVELOPMENT LENGTH SEE CASE II APPLIES TO ALL OTHER CONDITIONS NOT DESCRIBED IN CASE 1 6"-9" #4 @ 12"O.C.EACH WAY checked by Checker TABLE. DEFORMED BAR TENSION LAP SPLICE-CLASS B 10"-12" #5 @ 12"O.C.EACH WAY job no. 13054.06 date 09/28/2020 TYPICAL HORIZONTAL REINFORCEMENT AT CORNERS & FOR NORMAL WEIGHT STONE CONCRETE&UNCOATED BARS NOTES: JUNCTIONS OF WALLS AND BEAMS 3000 PSI 4000 PSI 5000 PSI 6000 PSI 1. FOR SIZE AND LOCATION SEE ARCHITECTURAL AND MECHANICAL BAR SIZE CONCRETE CONCRETE CONCRETE CONCRETE DRAWINGS. N.T.S. 2. CONCRETE FOR PADS SHALL BE NORMAL WEIGHT WITH Pc=4,000 PSI. revisions: CASEI CASEII CASEI CASEII CASEI CASEII CASEI CASE II ADDITIONAL #3 22 33 19 28 17 25 1 23 BARS AT TOP&BOTTOML #4 29 43 25 37 23 34 21 31 TYPICAL EQUIPMENT PAD OF OPENING. PROVIDE #5 36 54 31 47 28 42 26 38 245 MIN.T&B U.O.N. N.T.S. #6 43 65 37 56 34 50 31 46 #7 63 94 54 81 49 73 45 67 #8 72 107 62 93 56 83 51 76 #9 81 121 70 105 63 94 57 86 DEVELOPMENT 1'-1 1/8" #10 91 136 79 118 71 106 64 96 LENGTH ADDITIONAL VERTICAL BARS #5 CONTINUOUS BARS#11 101 151 87 131 78 117 71 107 1 11/2312021 PERMIT REVISION — AT SIDES OF OPENING. BAR no. date by QUANTITY ON EACH SIDE DEFORMED BAR COMPRESSION DEVELOPMENT DEFORMED BAR COMPRESSION LAP CONC.WALL EQUAL TO AREA OF LENGTH(Ldc) SPLICE - ° INTERRUPTED BARS. �' ° ° I 3/16 3/16"x 2"COLLAR 25 MIN. EACH SIDE,U.O.N. FOR NORMAL WEIGHT STONE CONCRETE& FOR NORMAL WEIGHT STONE CONCRETE&UNCOATED ° ALL AROUND UNCOATED BARS BARS (5)-#3 TIES AS SHOWN 1z ° ° ° PERMIT SET a I PIPE Lj� BAR SIZE 3000 PSI 4000 PSI 5000 PSI 6000 PSI BAR SIZE 3000 PSI 4000 PSI 5000 PSI 6000 PSI ° ° °I aL2 CONCRETE CONCRETE CONCRETE CONCRETE CONCRETE CONCRETE CONCRETE CONCRETE 09/28/2020 C6 #3 9 8 8 8 #3 12 12 12 12 W c7 °d 9 W #4 11 10 9 9 #4 15 15 15 15 #5@12"O.C. U-BARS ° W " ROLLED PLATE OR PIPE ° .. �C7 - a. #5 14 12 12 12 #5 19 19 19 19 FOUNDATION WALL,TYPICAL Q a WITH 1/4"MIN.WALL #6 17 15 14 14 #6 23 23 23 23 WALL REINFORCING NOT ° o a THK. NOTES: #7 20 17 16 16 #7 27 27 27 27 SHOWN FOR CLARITY.SEE a e o TYPICAL DETAILS AND (n _J #8 22 19 18 18 #8 30 30 30 30 SECTIONS FOR BALANCE OF Z � NOTE: PROVIDE CLEAR DISTANCE EQUAL TO WALL TYPICAL DETAILS 1. HOOK ALL BARS INTERRUPTED BY OPENING. THICKNESS(MINIMUM) BETWEEN ADJACENT PIPE 2. HORIZONTAL BARS TO EXTEND DEVELOPMENT LENGTH BEYOND #9 25 22 21 21 #9 34 34 34 34 INFORMATION O W OPENING VERTICAL BARS TO BE FULL STORY HEIGHT. U-w SLEEVES. 3. PROVIDE REINFORCING SHOWN IN THIS DETAIL U.O.N.IN SHEAR WALL #10 28 25 23 23 #10 39 39 39 39 Cn SCHEDULE,SHEAR WALL DETAILS, SHEAR WALL ELEVATIONS ETC. #11 31 27 26 26 #11 43 43 43 43 S5 , 01 TYPICAL OPENING IN CONCRETE WALL CONCRETE DEFORMED BAR LAP SPLICE & DEVELOPMENT LENGTHS TYPICAL WALL CORBEL TYPICAL PIPE SLEEVE IN CONCRETE WALL SILMAN#19561 N.T.S. N.T.S. N.T.S. N.T.S. O Q o SHEAR PLATE DOUBLE ANGLES _ _ u a � cz 3 O � u m CAP PLATE(AT STEEL BEAM STEEL BEAM _ Q1 X COLUMN TOP) q o V �° o — — Ic c o O O 'a w m N = m IF REQUIRED --- � � N FOR CAPACITY, T.O. ROOF STEEL + EXTEND PLATE HIGH STRENGTH BOLTS, THROUGH I SEE GEN. NOTES HIGH STRENGTH EL. SEE PLAN COLUMN I BOLTS,SEE GEN. NOTES PLATE TO • HSS STEEL COLUMN WF STEEL COLUMN FLANGE MIN. WF OR HSS STEEL BEAM, SEE 1/4"FILLET M PLAN FOR SIZE AND LOCATION WELD.SIZE AND LENGTH BEAM TO HSS COLUMN BEAM TO WF COLUMN FLANGE "x"As REQ'D,3YDETAILER SEE NOTE 1 �- Z DOUBLE ANGLES DOUBLE ANGLES ROOF BEAM,SEE PLANS Z STEEL BEAM WF STEEL BEAM - ® - O O I OCO PLATE COLUMN, Q o I � o w SEE PLAN o0 1 N AT HSS BEAMS, USE WELDED O Q r- SHEAR SPLICE PLATES BOTH 1/4 0 O M SIDES TYP. V- EY N HIGH STRENGTH BOLTS, HIGH-STRENGTH WF OR HSS STEEL BEAM, SEE CJP OR PJP ZC SEE GEN. NOTES BOLTS,SEE GEN. U) PLAN FOR SIZE AND LOCATION WELD BY Q 0 NOTES DETAILER,TOP �� ~ 2 , /BOTT. 0 LO WF STEEL COLUMN 3/8" PLATExBEAM WIDTH o O 0 U ® 0 WITH(4)3/4"0 BOLTS,TYP. a z � U) ® � ®- COORDINATE WITH NAILER BEAM TO WF COLUMN WEB WF BEAM TO WF BEAM I ON TOP OF BEAM NOTES: I ® - 1. CONNECTION DETAILS SHOWN ABOVE ARE SCHEMATIC ONLY.THE CONTRACTOR MAY SUBMIT T.O. CLERESTORY STEEL ALTERNATE DETAILS FROM THOSE SHOWN ABOVE, BUT IN ANY CASE THE CONTRACTOR IS NOTES: EL.SEE PLAN RESPONSIBLE FOR PRODUCING STEEL SHOP DRAWINGS IN ACCORDANCE WITH THE PROJECT GENERAL NOTES AND AISC GUIDELINES. CALCULATIONS SHALL BE SUBMITTED AS REQUIRED IN 1. FLANGE AND WEB SPLICE CONNECTIONS TO BE SELECTED OR ENGINEERED THE GENERAL NOTES AND ELSEWHERE IN THE CONTRACT DOCUMENTS. BY DETAILER TO DEVELOP THE FULL CAPACITY OF THOSE BEAM ELEMENTS 2. THE CONTRACTOR SHALL DETAIL THE PROJECT CONNECTIONS FOR THE LOADS AS INDICATED SIDE OF JOINT. IN THE CONTRACT DOCUMENTS,PER AISC GUIDELINES.THE SCHEMATIC DETAILS ABOVE ARE 2. COORDINATE AND SUBMIT SPLICE LOCATIONS TO THE ENGINEER FOR REVIEW NOT SUGGESTIVE OF SPECIFIC CAPACITIES.THE NUMBER AND SIZE OF BOLTS,SIZE AND AND APPROVAL PRIOR TO FABRICATION. LENGTH OF WELDS,AND SIZE OF STEEL PIECES MUST BE DETERMINED PER AISC GUIDELINES 3. ALL STEEL CONNECTIONS ARE SUBJECT TO SPECIAL INSPECTION INCLUDING AND THE CONTRACT DOCUMENTS. ULTRASONIC TESTING OF PJP OR CJP GROOVE WELDS. 3. PROVIDE FULL DEPTH CONNECTIONS AT ALL PERIMETER BEAM CONNECTIONS AND AT BEAM BEAM AND NAILER,SEE CONNECTIONS TO PERIMETER BEAMS, UNLESS OTHERWISE NOTED. PLANS TYPICAL SUGGESTED SHEAR CONNECTIONS AT GRAVITY LOADS ONLY TYPICAL STEEL BEAM SPLICE TYPICAL CONNECTION AT PLATE COLUMNS N.T.S. N.T.S. N.T.S. 0 CONTINUOUS 1/2"THICK CAP O PLATE WITH (2)3/4" 0 x 4" LONG STUDS @ 2'-0"O.C. PLATE WIDTH TO MATCH WALL COPE BEAM FLANGES TO COLUMN,SEE THICKNESS. NOTE THAT PLATE ALLOW FOR DRAIN PIPE, PLAN principal architect PA TO BE AESS LEVEL 2 AND THAT COORDINATE WITH 8"CONT.AT project manager PE ANY WELDS IN PLATES TO BE ARCHITECTURAL AND MEP 1/4 3-12 TOP AND BOT GROUND SMOOTH PER AESS BEAM,SEE PLANS drawn by PE REQUIREMENTS i 7=4 Author PLATE COLUMN,SEE checked by Checker --- - --------- ---- -------� GLAZING, SEE ARCH. PLAN a d d job no. 13054.06 1/2"THICK CAP PLATE date 09/28/2020 ---_> ____ _______C_== AT PLATE COLUMN _-.- - --_ __-----___ ------ -- c) ----- a N FOUNDATION WALL,SEE -—-—- PLANS FOR SIZE AND ERESTORY SZL� revisions: ----------- -------- -------- ---- REINFORCING HSS POST AND PLATE 4flT/4 EL.SEE COLUMN, SEE PLANS. PLATE SHEAR CONNECTION,SEE TO RUN FULL HEIGHT I I TYPICAL DETAILS SHEAR CONNECTION, SEE 0 1 1 0 TYPICAL DETAILS I I SEE PLANT AND ARCHITECTURAL I I DRAWINGS FOR EXTENTS 8"CONT.AT I I 3_12 TOP AND BOT I 1 SHEAR CONNECTION, SEE TYPICAL DETAILS HSS COLUMN, SEE PLANS 1 11/23/2021 PERMIT REVISION no. date by WALL CAP PLATE AT WALL W2 DRAIN AT COLUMN B/1 COMBINED HSS AND PLATE COLUMN DETAILS HSS AND PLATE COLUMN - CENTERED N.T.S. N.T.S. N.T.S. N.T.S. PERMIT SET 09/28/2020 TYPICAL DETAILS S5 , 02 SILMAN#19561 2'-8" O �O � � E O U O O O O v N m 7 WALLTHICKNESS 16"TYP. STEEL BEAM Qc rm c a SEE PLANSLFA ANDARD AISC DOUBLE PROVIDE 1/2"OAK SHIM WHEN BEARING,SHEAR OR �c 0 E BOLTED v t ECTION WELDED TO PARTITION WALLS ARE LOCATED ABOVE BEAM OR m (o BOLT LAYOUT DETAIL A-A WHEN BEAM FLANGE WIDTH IS GREATER THAN OR z ul PLATE 3 3 !,i EQUAL TO 8" fN TOP OF WALL 1/2"0 COUNTER-BORED,A307 BOLTS, STAGGERED TOP AND BOTTOM;SEE DETAIL A-A 6 1/2" 1 1/2" 6" 6" 11/2" N c -o T.O.JOIST 6„ I II II _ o I I I I m A325 SC o I II II BOLTS 0 MOMENT STEEL BEAM; 1—J I M PLATE;TYP. , SEE PLAN \ T.O.STEEL BEAM Cl) II II - - u - ---- - - - - -_ U6P rn 2 #5 COLD-BENT A706 STEEL BEAM F �I I GRADE 60 WELDABLE 1/2"SURFACE- I Z REINFORCING BARS, MOUNTED STEEL PLATE m M WELDED TO PLATE, TYP.AT TOP OF ALL EP-1 (— WALL PLATE STEEL BEAM; WT WHERE REQ'D OMIT Q SECTION VIEW MAX. SHEAR=24K(LRFD). SEE PLAN WHERE BEAMS ON EITHER ¢ TJI FLOOR JOISTS w SIDE ARE OF SAME DEPTH 3/4"DIA.X 6" SHIM AS REQ'D FULL HEADED STUDS @ PENETRATIO WEB BLOCKING AT TJI JOISTS IQ 6"O.C.,TYP. N WELD PSL OR ANTHONY POWER 0 LJ TYP. TYP. BEAM BLOCKING SIMPSON FACE MOUNTED HANGER 6 N (IUS @ WOOD FLOOR FINISHES. 0 O '06 MIU @ STONE/TILE/CONCRETE FLOOR FINISHES) LL Of N Z0 2 0 TYPICAL DETAIL OF CONCRETE WALL PLATE TYPICAL BEAM-TO-BEAM MOMENT CONNECTION TYPICAL TJI TO STEEL BEAMLO N.T.S. N.T.S. N.T.S. Z U) FLUSH TOP Cn STANDARD AISC SINGLE STANDARD AISC SINGLE m U) PLATE SHEAR CONNECTION, PLATE SHEAR CONNECTION, Q p 3" MAX 3" MAX MIN.THICKNESS,tp=3/8" 3/16 MIN.THICKNESS,tp= 5/16" � It STEE PLANL BEAM,SEE 1 1/2" � 1/4"CAP PLATE PLTAENL BEAM,SEE 1 1/2" � TOP MOUNTED JOIST HANGER BY SIMPSON OR APPROVED 00 O O — THICKNESS OTHICKNESS F J II0 F 1I a EQUAL O O1 1 SHEAR PLATE=tp OI 1 SHEAR PLATEtp SAWN L UMBER GIRDER I10 I II ® J 00 O 3/4"DIA. BOLTS IN SSLT I O O 3/4"DIA. BOLTS IN SSLT I HOLES AT 3"O.C.,TYP. I HOLES AT 3"O.C.,TYP. TYPICAL SAWN LUMBER JOISTS TO SAWN LUMBER GIRDERS I (5/8)tp MIN I I 3" )p MIN 7 (5/8 I I I i 6" 1'-4" V-4" TUBE COLUMN I I I TUBE COLUMN I I MULTIPLE MEMBER LAV-1 —Ll\r-L r ®Q LVL BEAM;SEE PLAN EXTENDED PLATE CONNECTIONS CONNECTION DIMENSIONS SINGLE PLATE CONNECTIONS TYPICAL CONNECTION DIMENSIONS (V J J Q - X J IL Cl)zt W W - -- o - - - --- - -o- - - - -o- - N ii i NOMINAL SUPPORTED BEAM NUMBER OF LP(IN.) Q SECTION A-A NOTE:FOR USE WHEN AXIAL AND SHEAR CAPACITY IS REQUIRED AT DEPTH 314"o A325 BOLTS CONNECTIONS 8", 10" 2 5.5 3112"LONG SIMPSON SDS SEE_TYPICAL SINGLE PLATE CONNECTION DETAIL FOR BALANCE OF 12", 14" 3 8.5 SCREWS, EACH SIDE principal architect PA INFORMATION 16" 4 11.5 18" 5 14.5 project manager PE NOTES: drawn by PE 1. USE 1-3/4"x LVL BY ILEVEL BY WEYERHAEUSER. Author 2. MAXIMUM BOLT HOLE SIZE SHALL BE 9/16". 3. BOLTS SHALL NOT BE COUNTER-SUNK. checked by Checker job no. 13054.06 EXTENDED PLATE CONNECTION DETAIL AT AXIALLY LOADED BEAMS TYPICAL STEEL BEAM TO STEEL TUBE COLUMN CONNECTION TYPICAL MULTIPLE MEMBER CONNECTION FOR LVL BEAMS date 09/28/2020 N.T.S. N.T.S. N.T.S. revisions: CORE TO EXTEND ABOVE DECK AND PLYWOOD BEFORE TURNING 5'-6"MAX. WOOD POST;SEE PLAN FULL DEPTH 3/8" EACH SIDE OF CORE SCREWS FOR SIZE Z ------ ------------ ----- - Q J d I GALVANIZED SIMPSON (2)-1/2"0 GALVANIZED A307 iw i 1/2"MAX C666 COLUMN BASE OR THRU BOLTS, NICK THREADS ) -►' - APPROVED EQUAL TO PREVENT BACK-OFF T.O. ROOF SHEATHING INSTALL BOTTOM OF BASE PLATE EL.SEE PLA-N FLUSH WITH CONCRETE 1 11/23/2021 PERMIT REVISION --- -- 1 no. date by ° ° ° SIMPSON 4a 8 II ° a 4° ° 5 CCQ66SDS2. a i v ° M PI O SEE MANUFACTURER FOR CONNECTOR DETAILS xx 11 _rL PERMIT SET °° . $ - ° s a 23/4"1 ° ° ° TIMBER POST,SEE r-_� N PLANS TYP. N2 09/ZH/Z020 ROOF JOISTS, SEE PLANS CONCRETE PIER 2 3/8" OR FOOTING SEE S4.00 SERIES 1��I NOTES FOR BALANCE OF MAX. DIAMETER INFORMATION 1. SEE ARCHITECTURAL AND MEP DRAWINGS FOR SPRINKLER LAYOUTS 2. SUBMIT JOIST CORE LAYOUT FOR REVIEW AND APPROVAL BY EOR PRIOR TO INSTALLATION TYPICAL DETAILS 3. (2)CORES MAX PER JOIST, (1)AT EACH END 4. NO(2)ADJACENT JOISTS SHALL BE CORED TYPICAL WOOD POST ON CONCRETE PIER OR FOOTING TYPICAL LVL GIRDER CONNECTION TO SINGLE-LIFT POST JOIST CORE FOR SPRINKLERS 5. CORES TO BE CENTERED IN JOIST WIDTH 1"= 1'-0" N.T.S. S5 . 03 SILMAN#19561 � E � U d � � UJ C C C O N #a WOOD CONNECTOR SCHEDULE #a r- MARK CONNECTOR COMMENTS N o � � 1 HGUM5.50-SDS CONNECT INTO WALL WITH(8)-TITEN HD(THD62500H)FASTENERS, CONNECT MEMBER WITH(24)-SDS25212 FASTENERS. H TO MATCH LVL DEPTH. + 1 1. CONNECTORS ARE SIMPSON STRONG-TIE PRODUCTS. FOR ANY SUBSTITUTIONS, SUBMIT ALTERNATE PRODUCTS TO EOR FOR REVIEW AND APPROVAL ALONG WITH DOCUMENTATION VERIFYING PRODUCT EQUIVALENCY. • �■ 2. FOLLOW ALL MANUFACTURER INSTALLATION GUIDELINES FOR EACH CONNECTOR. co co r Z O (D Q W 1 1/2" 2" Q —•^-I-�— T.O.WALL � W oc) EL. SEE ARCH. O Q N O C; I III III I LL of = Z C) Q • ° ° RIM TIE,SEE SCHEDULE G ROOF SHEATHING 0 � . O ROOF TIE,SEE SCHEDULE a SEE GENERAL NOTES . ° FOR a Z #4@18"O.C. ° RAFTERS,SEE PLAN FOR SIZE AND SPACING ADD'L INFORMATION .° T.O.WALL #4@12"O.C. ° WALL SHEATHING EL.SEE PLAN/ARCH. #6@12"O.C. OMITTED FOR CLARITY, °, SEE BELOW FOR NAILING DOUBLE 2x PLATE, SIZE TO MATCH WALL STUDS(TYP.) WALL STUDS,SEE PLAN #4@18"O.C. o = FOR SIZE AND SPACING O RIM TIE,SEE SCHEDULE 0o cn CONT.2x PLATE,SIZE X TO MATCH WALL STUDS a Q (TYP.@ EACH FLOOR) LSTA36 AT EACH STUD " 1 0 HOLD-DOWN ANCHOR FLOOR SHEATHING, SEE GENERALNOTES T-011— AT END OF SHEAR WALL FOR ADD'L INFORMATION LENGTH ,SEE FASTENER SCHEDULE AND SHEAR - RIM BOARD OMITTED FOR ° WALL END DETAIL CLARITY • ° 4 a � . .• O FLOOR TIE,SEE SCHEDULE T.O.WALL EL.SEE PLAN/ARCH. ` a a PLYWOOD PANEL SEE I I4 j! K DOUBLE 2x PLATE, SIZE TO ° O SCHEDULE FOR I I MATCH WALL STUDS(TYP.) • . THICKNESS(STAGGER ° WOOD SHEAR WALL, SEE PLANS JOINTS) I I a° AND SCHEDULE EDGE NAILING I WALL STUDS,SEE PLAN ° T.O. GRADE PER SCHEDULE I I FOR SIZE AND SPACING IIIIIII I EL. SEE ARCH. SIMPSON HOLD DOWN, SEE (�JINTERMEDIATE WALL END POST-SEE IF BAR TO BE SPLICED, SCHEDULE NAILINGHEADER ULE AND PROVIDE CLASS B PER SCHEDULE j PLAN PROVIDE �. 1 ° SPLICE OF 1.3 Ld I DOUBLE STUD MINIMUM NOTE-SILL PLATE NOT SHOWN FOR CLARITY — -- — CONT.2x PLATE,SIZE o Z a #5@12"O.C. (4)-#5 AS SHOWN FLOOR SHEATHING TO MATCH WALL STUDS SEE GENERAL NOTES FOR c' '. L I ANCHOR BOLT,SEE SIMPSON ADD'L INFORMATION ° ° FOR DIAMETER.ANCHOR BOLT T.O. FDN.WALL • a ° �' _ EMBED= 10"MIN. INTO ° , - ` EL.SEE PLAN/ARCH. a. . . a °° . .° ° ° o W �� • CONCRETE WALL CONT.2x PLATE ON -Q <° a •° ° 'd. < .a U principal architect PA B.O. FOOTING FOUNDATION WALL, SIZE TO MATCH WALL STUDS, SEE project manager PE I I I a III III III III ° III IIIIII—III— 3„ EL.SEE PLAN J ° PROVIDE(4)ADDITIONAL U-BARS FOUNDATION SECTIONS HOLD DOWN ANCHOR AT EACH END Z @ 4"O.C.CENTERED AROUND OF WALL SEE FOUNDATION SECTIONS drawn by PE ' 'LI ' ' ' ' ' ' ' 'L1 ' ' -Ll I' ' ' ' ' ' ' ' ' ' 'L=— O HOLD DOWN ANCHOR, BAR SIZE FOR WALLS LONGER THAN 10'-0", Author (3)-#5 AS SHOWN 2'-0" 3'-9" z •a • TO MATCH WALL VERTICAL BARS LOCATE FIRST ANCHOR BOLT ADD TIE DOWNS EVERY 6'-0". D checked by Checker LU 4 ° F 9"MINIMUM/12"MAXIMUM ANCHOR,SEE HOLD DOWN FROM PLATE ENDS;SEEob no. 13054.06 SCHEDULE FOR SPACING INFORMATION AND PROVIDE 1 CONCRETE WALL, SEE O MINIMUM EMBED OF 10". PROVIDE FOUNDATION SECTION ON S3.01 2 BOLTS MIN. PER PLATE ADDITIONAL REINFORCING IN WALL date 09/28/2020 FOR MORE INFORMATION BELOW PER TYPICAL DETAIL FLOOR FRAMING TO FOUNDATION WALL OMITTED FOR CLARITY. TYPICAL WOOD SHEAR WALL ELEVATION REINFORCED CONCRETE FOUNDATION WALL revisions: SEE PLAN FOR SIZE&LOCATION RETAINING WALL AT AREAWAY REBAR AT SHEAR WALL HOLD DOWNS WOOD SHEAR WALL ELEVATION N.T.S. N.T.S. 1/4"= V-0" RETAINING WALL SCHEDULE SIZE WOOD SHEAR WALL SCHEDULE MARK THICKNESS SOIL HEIGHT REMARKS1 11/23/2021 PERMIT REVISION RW3 12" 8'-10" SEE SECTION FOR REINFORCING WALL STUD (C)-STUDS OR SOLID (D}-SIMPSON HOLD DOWN (H)-SIMPSON SIZE AND (A)-MIN. PLYWOOD SHEATHING (B)-PLYWOOD NAILING POST @ E.A. END OF OR STRAP AT EA. END OF (E)-SIMPSON (F)-ANCHOR BOLTS (G)-SIMPSON RIM TIE BLOCKING/JOIST TIE no. date by MARK SPACING SHEATHING GRADE EDGE/INTERIOR WALL WALL ANCHOR BOLT SIZE SPACING SIZE SPACING SIZE SPACING SW-1 2x6 @ 16"O.C. 15/32"PLYWOOD BOTH STRUCTURAL-I 8d @ 6"EDGE/12" (3)2x6 or 6x6 HDU8-SDS2.5 7/8"DIA. 3/4"A307, 8" 12"O.C. LTP4 12"O.C. H2A 24" O.C. RETAINING WALL FOOTING SCHEDULE SIDES INTERIOR(1-3/8"PENET.) EMBED. SIZE MARK WIDTH THICKNESS REMARKS NOTES: PERMIT SET RWF3 6'-9" 12" SEE SECTION FOR REINFORCING1. PANEL JOINTS ON EITHER SIDE OF WALL SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS. 2. PANELS SHALL NOT BE LESS THAN 4'x 8', EXCEPT AT BOUNDARIES AND CHANGES IN FRAMING.ALL EDGES OF ALL PANELS SHALL 09/28/2020 BE SUPPORTED BY AND FASTENED TO FRAMING MEMBERS OR BLOCKING. 3. NAILS SHALL BE AT LEAST 3/8"FROM THE PANEL EDGES. 4. REFER TO FRAMING PLANS FOR LENGTH AND LOCATION OF SHEAR WALL SEGMENTS. 5. FOR WALLS LONGER THAN 6-0", PROVIDE SIMPSON HOLD DOWNS AS NOTED AT ENDS AND AT 6'-0"MAX INTERIOR SPACING. 6. WALLS NOTED AS SHEAR WALLS ON PLAN (SW-#)SHALL NOT BE CUT OR PENETRATED UNLESS APPROVED BY THE EOR. CONTRACTOR SHALL COORDINATE ALL PLUMBING, MECHANICAL, HVAC, ELECTRICAL, ETC.,ACCORDINGLY. 7. WOOD SHEAR WALL FRAMING ELEMENTS TO BE DOUG FIR NO.2 OR BETTER. SCHEDULES S6 . 01 SILMAN#19561