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Home My WebLink AboutTompkins Financial Headquarters Building (2)4" SLAB ON '1T1/2" 20 GA STL COMPOSITE IECK (GALV)W/6x6 V1.4xW1.4 WWR FFE = 163'-8 1/2" HSS3x3x5/16'° CENTER ON CL 5 1/2" LW CONC SLAB W/ 2" 20 GA. GALV COMPOSITE STEEL DECK REINF.`VV/ 6x6-W2.9x2.9 WWR. T/SLAB:= 169'-4" C12X20.7 BENT DOWN I' c(v C121(20.7 X C12X20,7 UP 012X20 7 BENT L4X4} 0 8k w W12. 10k W16X26 W12X19 7k 7k c 23k HSS3x3x5/16" W16X36 (18) 8X40 (20) C=0 75' W18X40 (20) C=0.75" 24X62 (38) C=0.75" GENERAL NOTES CON ' RACTOR SHALL VERIFY ALL CONDITIONS, DIME SIGNS, AND ELEVATIONS SHOWN AND IMMEDIATELY REPORT ANY DISCREPANCIES OR OMISSIONS TO THE ARCHITECT PRIOR TO CONSTRUCTION ORFABRICATION. SECTIONS AND DETAILS ARE CONTINUOUS AND TYPICAL UNLESS NOTED OTHERWISE: CONTRACTOR SHALL DETERMINE EXACT LOCATION OF EXISTING UTILITIES BEFORE COMMENCING WORK. CONTRACTOR AGREES TO BE FULLY RESPONSIBLE FOR DAMAGESWHICH MIGHT BE OCCASIONED BY FAILURE TOEXACTLY LOCATED AND PRESERVE EXISTINGUTILITIES. PROVIDE BARRICADES, WARNING SIGNALS, WARNING LIGHTS AND SIMILAR ITEMS AS REQUIRED AND MAINTAIN THROUGHOUT CONSTRUCTION. CONTRACTOR IS SOLELY RESPONSIBLE FOR JOB SITE SAFETY AND PROTECTION. HOLTARCHITECTS 217 North Aurora Street Ithaca NY 14850 p 607.273.7600 f 607.273.0475 CONTRACTOR SHALL COORDINATE ALL STEEL. CONCRETE, EARTHWORK, AND CONCRETE MASONRY WORK WITH THE INSPECTION AND TESTING AGENCY RETAINED BY THE OWNER. W16X45 (22) C=0.75'° W21 X48 (24) C=0.75' W18X40 (20) C=0.75 W16X45;(22) C=0.75° W21X48 (32) C=0.75" 50k�. 45k W21X48 (36) C=0.75 W21X48 (24) C=0.75 ' I I W21)(48 (24) C=0.75" WP8 WP8 47k VV24X62 (40) C=0.75 NOTES 1. DATUM FOR TOP OF STEEL IS AT FINISHED SIXTH FLOOR ELEVATION (+170'-8") 2. TOP OF STEEL EQUALS (-5 1/2") TYPICAL UNLESS NOTED OTHERWISE. 3 PROVIDE UNIFORM BEAMS SPACING BETWEEN GRIDLINES - TYP UNO. 4 MOMENT CONNECTION CALL OUT AS MCx ON PLAN - SEE S502 FOR MOMENT CONNECTIONS. 5. ALL EXTERIOR EXPOSED STEEL HOT DIPPED GALV. 6. TOUCH UP ALL FIELD WELDED CONNECTIONS WITH COLD GALV. 7. FOR TYPICAL FLOOR OPENING FRAME - SEE D9/S500. 8. SEE S500 FOR COLUMN SCHEDULE. 9. SEE 5001 FOR POURSTOP SCHEDULE 10. PROVIDE (2) #4 x 4'-0°' LONG DIAGONAL TO SLAB REENTRANT CORNERS. 11. BEAMS 30' OR LONGER WILL BE CAMBERED - UNO. 12. FOR LOOSE LINTEL SCHEDULE SEE 10/S503 13. SEE A5/5502 FOR BEAM STIFFENER DETAIL WHERE BEAM FRAME OVER AND/OR UNDER COLUMN. 14 SEE CORE WALL ELEVATION FOR LINTELS AT OPENING CONSULTING ENGINEERS, PLLG' 213 East Seneca Street Ithaca, "New York 1485() www.ElwynPalmer.com 607.272.5060 WARNING: It is a violation of New York State Law for any person, unless acting under the direction of a licensed Architect. to alter this document in any way If a document bearing the seal of an Architect is altered; the altering Architect shall affix to such document his seal and the notation "altered by" followed by his signature, the date of such alteration, and a specific description of the alteration. 4k W12X19 (10) 14k (0 CN x 4k W12X19 (10) 14k 10k W12X19 10k 18k W16X26 (14) A7;I 18k ( B'-71/8' d cs 5k W12X19 (10) 15k") C8X11.5 W12X19 "'' 9' 4 1/8 N :: C8X11:`5 CHASE I L6x4x5/16 (LLV) 22k 8" CFMF BOX BEAM NOTE ALL BEAM AND COLUMN REACTIONS ARE AT DESIGN LOADS BASE ON LOADS AND RESISTANCE FACTOR DESIGN (LRFD) CD Updates 24 MAR 2016 - O O ch 23kc."' 6k W12X19 (10) 16k HSS6x4x3/8"'COLUMN SUPPORTS ELEVATOR RAIL BRACKETS. - COORD LOCATION ELEV MFR SEE A3/S502 6k W12X19 (10) 16k 6k W12X19 (10) 16k 10"CMU WALL ' 9k W12X19 9k W12X19 C3 2 0 J X Si m 9k W12X 9k. EXPECTED DEFLECTION OF STEEL FLOOR BEAMS DURING CONSTRUCTION DUE TO THE WEIGHT OF THE CONCRETE FLOOR SLAB IS 3/4"+/- FOR ALL FLOOR BEAMS. CONTRACTOR SHALL ALLOW FOR THIS DEFLECTION WHEN ORDERING AND PLACING CONCRETE AND SHALL PLACE AND SCREED CONCRETE SO THAT FINISHED FLOOR SLABS ARE FLAT, LEVEL AND AT THE REQUIRED FINISHED FLOOR ELEVATION. SEE SPECIFICATION FOR SPECIFIED FLOOR FLATNESS REQUIREMENT. 9k W12X19 9k co .- ,t x 5' - 8 1/2" 9k W12X19 9k 24k 16k W12X19 (10) CHASE In J `" C8X11.5 U op16k W12X19 C8x115 2' 101/2'` WP11 0" CMU WALL 4" SLAB ON 1 1/2" 20 GA STL COMPOSITE DECK (GALV) VV/6x6- 1 4xWl 4 /6x6-14xW1.4 WWR FFF = 166'-0 3/8" W18X35 L6x4x5/16 (LILV)c-, co' WP13 17K c`.v 25k BEAM WEB PENETRATION MOMENT CONNECTION FRAMES OVER COLUMN STEEL EMBED PLATES_` 8k W14X22 8k W16X26 14) 28k�c NUMBER OF STUDS BEAM CAMBER BEAE�/I� D REA VON. IF NOT SHO E GN CONNECTION FO' 1/2" THE BEAM. ALLOWABLE LOAD MC6x18 AT EACH SIDE OF CURTA N WALL TYPE AT SOUTH CURTA N WALL PANNELS OTHER: DRAWN BY: NUMBER OF SHEAR STUD ROWS. IF NOT SHOWN ONE ROW. w, IXTH FLOOR FKMING PLAN 1/8" = 1'-0•, BEAM END T.0S. ELEVATION. IF NOT SHOWN BEAM IS AT DATUM ELEV. EXPECTED MAXIMUM BEAM DEFLECTION DUE TO THE WEIGHT OF WET CONCRETE WHEN PLACING COMPOSITE SLAB. IF NOT SHOWN, EXPECTED DEFLECTIO 1/2". 1'-33/4" OCATE MO: 41//34LS IN HOLTARCHITECTSi UNG LINTEL L-. 1 SECOND FLOOR FRAMING PLAN Copy 1 3/16" = 1'-0" Architecture Planning Interior Design 217 N001/ Aurora Street Ithaca NY 14850 p 607.273.7600 f 607.273.0475 161026(14) 18k 1106x18 AT EACH SIDE OF� CURTAIN WALL TYPE AT SOUTH CURTAIN WALL PANNELS I X26(14) 18 P.l:I 18k W16X26.(14) 21X48(24 THIRD FLOOR FRAMING PLAN Copy 1 .3/16"=.1,-0„ MC6018 AT EACH SIDE OF CURTAIN WALL TYPE AT SOUTH CURTAIN WALL PANNELS ElwynPalrner C.451_1uT40 NNGiR££Rs, Ptt'Q 213 East Seneca Street Ithaca,New York 14850 w.ElwyriPalmei.cowm607272:5060. WARNING:. It is a. violation of New York State Law for any: person;: unless acting under the direction of a licensed Architect.. to alter this document in any way. If a document bearing the seal of an Architect is altered, the altering Architect shall affix to such document his seal and the notation "altered by"followed by his signature, the date of such alteration, and a specific desolation of the alteration. OFOURTH FLOOR. FRAMING PLAN Copy 1 3/16" = 1-0" REVISION SCHEDULE REV. NAME) REV. DATE 8X35(18) W12X19(10) 18k. 8k I 12X19 0) 16k 4X22 8k dew. 8k w W 18X35 (18) 26k W 16X26 (14) W21048(24) 3 5/8' EOS 4 3/4" 0/CATE ir1G '1/4545/ 3 ktd ' STUD WALL 1106618 AT EACH SIDE OF CURTAIN WALL TYPE AT SOUTH CURTAIN WALL PANNELS 0 FIFTH FLOOR FRAMING :PLAN Copy 1 3/16" = 1'-0" 7' - 161/4" 1' • 4 1/47 '18 WI/X26)14 X48 (24) 1'-3 5/8 CHANNELS IN 6' STUD WALL 20' - 0 `—: MC6018 AT EACH SIDE OF CURTAIN WALL TYPE AT SOUTH CURTAIN WALL PANNELS O SIXTH FLOOR FRAMING PLAN Copy .3/16" = 1'-0"_.. O Ltd W se Q`�_� r Q LLI Z o 0_ U ® v;~ QLiJ 5 W Z - CI) v • G J r. L- O Cr) LIJ • pSvyyW^� ty � • 2W 7- 0.914'. t'. 6'.: 7`-1137/4 EOS LOCATEMC CINANNELS IN ' Snap WALL 20' - 0" MC6018 AT EACH SIDE OF CURTAIN WALL TYPE AT SOUTH CURTAIN WALL PANNELS ©'SEVENTH :FLOOR FRAMING PLAN Copy 1 3/16" = 1'-0" PROJECT: OTHER: DRAWN 518 26 26 JUNE 2016 2015014 SOUTH EDGE OF SLAB AND CURTAIN WALL CHANNEL DIMENSIONS 4" SLAB ON 1 1/2" 2t"G COMPOSITE DECK (G W1.4xW1:4 WWR FFE = 5 1/2" LW CONC SLAB W/ 2" 20 GA. GALV COMPOSITE STEEL DECK REINF. W/ 6x6-W2.9xW2.9 WWR T/SLAB = 182'-8" 012x20.7 31k C12W14X34ENT 123k ft X20.7B DOWN 1/12X19 X C 12X20.7 EOS 5" 012X20.7 UP C12X20.7 BENT COORD W/ ARCH HUNG LINTEL HSS3x3x5/16" CENTER ON CL 4 4X1/4 W16)(36' (18) W18X40 (40) co w L4X4X'/4 8k ® W12X19 c0 8k 23k HSS3x3x5/16 28k W18X40 (20);C=0.75 24X62 (38) C=0.75" GENERAL OTES CON RACTOR SHALL VERIFY ALL CONDITIONS, DIMENSIONS, AND ELEVATIONS SHOWN AND IMMEDIATELY REPORT ANY DISCREPANCIES OR OMISSIONS TO THE ARCHITECT PRIOR TO CONSTRUCTION ORFABRICATION. SECTIONS AND DETAILS ARE CONTINUOUS AND TYPICAL UNLESS NOTED OTHERWISE: CONTRACTOR SHALL. DETERMINE EXACT LOCATION' OF EXISTING UTILITIES BEFORE COMMENCING WORK. CONTRACTOR AGREES TO BE FULLY RESPONSIBLE FOR DAMAGESWHICH MIGHT BE OCCASIONED BY FAILURE TOEXACTLY LOCATED AND PRESERVE EXISTINCUTILITIES. PROVIDE BARRICADES,; WARNING SIGNALS, WARNING LIGHTS AND SIMILAR ITEMS AS REQUIRED AND MAINTAIN THROUGHOUT CONSTRUCTION. CONTRACTOR IS SOLELY RESPONSIBLE FOR JOB SITE SAFETY AND PROTECTION. ARCHITECTS 217 North Aurora Street Ithaca NY 14850 p 607.273.7600 f 607.273.0475 CONTRACTOR SHALL COORDINATE ALL STEEL CONCRETE, EARTHWORK, AND CONCRETE MASONRY WORK WITH THE INSPECTION AND TESTING AGENCY RETAINED BY THE OWNER. W18X40 (20) C=0.75" W16X45 (22) C=0.75" 29k W18X40 (20) C=0.75" 29k 29k W16X45 (22) C=0.75' W21 )(48 (24) C=0.75" W21 X48 (24) C=0.75 W18X40 (20) C=0.75 29k VV 6X45 (22) C=0.75" W21X48 (24) C=0.75" 21X48 (36) C=0.75" WP8 v I WP8 W24X62 (40) C=0.75" NOTES 1 DATUM FOR TOP OF STEEL IS AT FINISHED SEVENTH FLOOR ELEVATION (+184'-0°') 2 TOP OF STEEL EQUALS (-5 1/2") TYPICAL UNLESS NOTED OTHERWISE. 3, PROVIDE UNIFORM; BEAMS SPACING BETWEEN GRIDLINES - TYP UNO. 4. MOMENT CONNECTION CALL OUT AS MCx ON PLAN - SEE S502 FOR MOMENT CONNECTIONS. 5. ALL EXTERIOR EXPOSED STEEL HOT DIPPED GALV. 6. TOUCH UP ALL FIELD WELDED CONNECTIONS WITH COLD GALV. 7. FOR TYPICAL FLOOR OPENING FRAME - SEE D9/S500. 8. SEE 5500 FOR COLUMN SCHEDULE 9. SEE S001 FOR POURSTOP SCHEDULE 10. PROVIDE (2) #4 x 4'-0" LONG DIAGONAL TO SLAB REENTRANT CORNERS. 11. BEAMS 30' OR LONGER WILL BE CAMBERED - UNO. 12, FOR LOOSE LINTEL SCHEDULE SEE 10/S503 13. SEE A5/S502 FOR BEAM STIFFENER DETAIL WHERE BEAM FRAME OVER AND/OR UNDER COLUMN. 14 SEE CORE WALL ELEVATION; FOR LINTELS AT OPENING ly<Palrrier CONSULTI NG EN Ii+NEEf2 , P .1..0 213 East Seneca Street thaca, New York 14850 www.ElwynPalmer.corn 607.272.5060 W12X19;(10) 14k WARNING: It is a violation of New York State Law for any person, unless acting under the direction of a licensed Architect. to alter this document in any way; If a document bearing the seal of an Architect is altered, the altering Architect shall affix to such document his seal and the notation "altered by" followed by his signature, the date of such alteration, and a specific description of the alteration. W12X19 (10) 14k c:) m 23k .,- 15k W12)(19 (10) 24 co24k W12X19 (10) W16X26 (14) A7 Lo/ 8'=71/8" 08X11.5 ti I co 9k W12X19 `r\ 9k CHASE yy( c °.><> C8X11.5' 16k 9k W12X1 9k L HSS6x4x3/8" COLUMN SUPPORTS ELEVATOR RAIL BRACKETS. Fi, COORD LOCATION ELEV MFR SEE A3/S502 6k W12X19 (10) 16k LL co a2 ; `�> XJ OJ xLU� 4.\s_ -19k ` 9k 9k W12X19 9' - 4 1/8" C8X11.5 - CHASE NOTE ALL BEAM AND COLUMN REACTIONS ARE AT DESIGN LOADS BASE ON LOADS AND RESISTANCE FACTOR DESIGN (LRFD) REVISION SCHEDULE EV. NAME 1 REV. DATE 24 MAR 2016 CO 10" CMU d j WALL ° 9k W12X19 - W12X19 W12X19 W12X19 (10) co aim 23k Lo c� W18X35 23k .... 16k W12X19 (10) 16k S401 A 9k ----W12X19 c-- 10> X J - 8 1/2" 9k W12X19 9k 1 N Xc- 00 N-( 0 08x11 5 / W12X19 (10) CHASE 24k W18X35 24k 16k W12X19(10) 16k u7 O z w m NI X S405 A2 N U 9k W12 ° 9k U C12x20.7 Xx CO 24k EXPECTED DEFLECTION OF STEEL FLOOR BEAMS DURING CONSTRUCTION DUE TO THE WEIGHT OF THE CONCRETE FLOOR SLAB IS 3/4"+/- FOR ALL FLOOR BEAMS. CONTRACTOR SHALL ALLOW FOR THIS DEFLECTION WHEN ORDERING AND PLACING CONCRETE AND SHALL PLACE AND SCREED CONCRETE SO THAT FINISHED FLOOR SLABS ARE FLAT, LEVEL AND AT THE REQUIRED FINISHED FLOOR ELEVATION. SEE SPECIFICATION FOR SPECIFIED FLOOR FLATNESS REQUIREMENT. L6x4x5/16 (I:LV) 012X20.7 T 2' - 10 1/2 16k 16k TYP A7 4" SLAB ON 1 1/2" 20 GA STL COMPOSITE DECK (GALV) W/6x6- W1.4xW1.4 WWR FFE = 179'-4 3/8" W12X19 10) 25k :03><cp(o 28k` W12X19 (10) 17k X 7k W12X19 10) 17k (70 25k w va C 0 W18X35; (18) W12X19; (10) 18k 18X35 (18) COLUMN ABOVE 22k 22k VV16X26 (18) 22k MC6x18 AT EACH SIDE OF CURTA N WALL TYPE AT SOUTH CURTA N WALL PANNELS W24X55 (18) MOMENT CONNECTION BEAM FRAMES OVER COLUMN CMU' STEEL EMBED PLATES NUMBER OF STUDS BEAM CAMBER BEAM END REACTION. IF NOT SHOWN, DESIGN CONNECTION FOR 1/2" THE BEAM ALLOWABLE LOAD 20k W21x50 (14) C=0.75" 20k (-2 1/2) N=2 \ 1.5 (-2 1/2) NUMBER OF SHEAR STUD ROWS. IF NOT SHOWN ONE RO' DATE PROJECT: OTHER: DRAWN BY. 24 MARCH 2016 2015014 SEVENTH FLOOR FF?AlVIING PLAN /8°' = 1'-0" BEAM END T 0 . ELEVATION. IF NOT SHOWN BEAM IS AT DATUM ELEV. EXPECTED MAXIMUM BEAM DEFLECTION DUE TO THE WEIGHT OF WET CONCRETE WHEN PLACING COMPOSIT SLAB. IF NOT SHOWN, EXPECTED DEFLECTIO IS 1/2". NAS E:. LeChase nstr ction Services, LC 609 Erie Boulevard West Syracuse, NY 13204 TITLE: Steel clerifications at the roof: DFIAVVING#: S108 PROJECT: 1689001. - Tompkins Financial SPEC SECTION: Headquarters DATE: 07/14/2016 T Holt Architects SubName: 217 N. Aurora Street Sub I: thaca, NY 14850 ATTN: Charlie Ackerman PHONE: 607-273-7600 FAX: 607-273-0475 AIL: cba@holt.com RFI and respond no later than . Please contact Kevin Clark if you have any questions or concerns. QUESTION 1. Please provide dimensions for edge of steel around the perimeter on the penthouse framing, plan shown on drawing S108. Section F8 on S502 is cut through the perimeter of this plan and shows either a bent plate or an angle but no dimension is given from CL of beam to outside of angle/bent plate. Also please verify the desired member size for either an angle or a bent plate. 2. Please provide opening sizes and locations for all required mechanical equipment openings on S108 (roof plan). Also provide the dimensions to locations of all mechanical openings and all roof drain openings. Suggested Solution If Applicable). RESPONSES ®ate \ Type From (Firm \ Contac RESPONSE: 1 USE A 10"x5 1/2"x5/16" BENT PL (C 7NTINUOU S). EAST -EDC E OF STEEL IS 9 3/8" (EDGE OF DEN = (S). NORTH EDGE OF STEEL IS 9 3/4" (EDGE OF DECK 0"). THE WEST EDGE OF STEEL fi 9 3/8" (EDGE OF DECK =0"). Al" THE SOUTH THERE W LI_ NOT BE A BENT PLATE AS THE STEEL BEAM ALIGN W{TF1 THE SFMF CAVITY° (EDGE OF DECK = 3°)AND THE PARAPET WILL BE FRAMED OVER TOP OF THE STEEL BEAM AND DECK., CC70RD3NATE ALL QUANTITY, SEE, AND 1_CDCATION OF THE MECHANICAL ROOF 0PENINCs WITH MECH DRAWINS AND ROOF DRAINS WITH ARCH DRAWINGS, Requested by: LeChase Construction Services, LLC Signed: Kevin Clark e C HASECON 3/23/2016 3:28:27 PM 0) E D N N Q 0 1 13k 2 3 W24X55 14k C3 5501 W14X53 (CANT 1 1/2" 20 GA. GALVANIZED STEEL ROOF DECK B/DECK = 198'-10" STRUCTURAL STEEL SUPPORTING ROOF SCREEN FRAMES TO BE COORDINATED WITH ROOF SCREEN MANUFACTURERS FINAL APPROVED ROOF SCREEN LAYOUT SCREEN FRAMES BY ROOF SCREEN MANUFACTURING 1 6 1/2" EOD 13 13k W18X40 x N W18X35 RD rn X W18X35 s rn 1 rn N ( N r I r I �I �I rn N N <-O ti 13k 7k CO cD 4 10" EOD H13k 57k -ft 1'-97/8" / 14k- 19k \ ..Ld rn 1 �� °'I W12x26W( a)i N 1 Z N 1 100 14) N N 1 WT2.5x8 >c.1,02 I 1 U 1 1-' `�'- W12x26 W/ I !131c' `' i WT2.5x8 SUPPORT CHILLER C"; ON ISOLATEDco PLATFORM. SEE MECH 7k) 7-3 1/4" COORD >' W/ MECH W24X55 ' I I ') _ X� X• CV § 13k WATER TREATMENT EQUIPMENT COORD • W/ MECH 13k W18X35 W18X35 • W21 X48 • • W16X26 r 3' - 6 1/4" 14'-93/4"± X COORD W/MECH 28k W12X267-4 W12X26 RI I X N_ W12X26 13k 1 k v l0 W12X19 1c71X co1N 6k ' W12X19 o t 0 0 U b co (0 N X X N 01 CO � ‘-s-'X I X N N (, N N • CHILLER EC -1 WT=23 kips Pow W12x26 W/ WT2.5x8 C4) N r I 5 I W21X44 RD x N W21 CO N °. N N TYP 03 S503 W 4 0 2X19 4k 4k 4k W12X19 X J 4k N X 12X19 4k W12X19 4k 5'-103/8' 23k 0)W12X19 Is-: N IN 1, ;-<' rn Ir _N 0)1 . N N X 0 X N R N IZI w' 19 U' 4k 5 CH P SUPPORT W/ ANGLE FRAME 66k -ft L4 4X1/4 0 N - 1 .71- 1 1 ` I X- I X I I L- - - J L4X4X1/4 4k m N x m 4k W12X19 W12X19 6'-75/8"-X =1- 29k 1(0 1 15k 0 N 48k -ft 9k ENT 6 W16X26 W14X22 O COW MEM 32k -ft 9k 9k 9k W14X22 W14X22 9k X 9k W12X19 0 X I N 1 N I 21X44 11k o .. 7k cO N 10k m X 3' - 6 1/4" W16X26 14' - 43M" ± COORC-= VIMECH'I W16X26 10k 10k • W16X26 W16X26 • • W16X26 • 12X26 XI 63k 0 N 6" CONC CURB 8k 6k W12X19 AHU DOAS-2 WT=4.75 W12X19 8k A3 6) 7k 5k W12X19 0 N CHASE 10k 10k 6k \ W12X19 AHU DOAS-3 WT=4. 75 W12X19 C3 S503 rn CO 32k 0 X 32k W18X35 W16X26 X \ 5W12X19 m 13k 0 0 W 77X84 Z co O U - W16X26 (14) 45k 32k 'S403 50k IN N X 12X19 rn N W24X68 RD W2 X48 W21X44 Y Y c('4 -- 21k N � 15k 15k 0 10 coX 15k W2 X48 W21 X48 5k 17k W12X 9( L6x4x5/16 (LLV) W16X26 (14) A7 31 kc7 8' - 7 1/8"- ' _ • 08X11.51 /8"- 08X11.5' 'S 10 6k1_ ;13k W12X19N CHASE 0) L6x4x5/16 13k (LLV) ► 3k W12X19 13 LINTEL 0 o HSS6x4x3/8" COLUMN SUPPORTS ELEVATOR RAIL BRACKETS. o COORD LOCATION ELEV MFR ,,) 3' 6 1/4 X fSEE A3/S5 2X19 7kN 10k AHU DORS-1 WT=4.75 14'-93/4"± COORD W/MECH CO N 10k X >N_ rn X 12X19 M 11k W16X26 11k 11k ROUND THREADED POST ROOF SCREEN FRAME SUPPORT BY ROOF SCREEN MANUFACTURING W16X26 9k W14X22 9k rn ICV r N �3k W14X22 31;:*. 2k W14X22 10 3km 7k W12X19 7 7k X _j 13k W12X19 13k T/WALL= +1'-9" 0) 7k r) X cD 16k ` W12X19 (10) 16k 1 9'-93/8". 08X11.5 CO 5 1/2" LW CONC SLAB W/ 2" 20 GA. GALV COMPOSITE STEEL DECK REINF. W/ 6x6-W2.9xW2.9 WWR. W30X90 T/SLAB = 199'-3 1/2" (SHADED) 31k N D) 11k W16X26 W16X26 7k PROVIDE 6" CURBS AROUND ALL VERTICAL CHASE OPENINGS W16X26 r Y tp 11 N X (. 7k W12X19 2: T/WALL= LOOSE LINTEL 3' - 5 3/8" W12X19,_ CHASE '�' Xo W12X19 2k W12X19 A3 0 W12X19W W12X19 W d W12X19 W 3k 3< J X 2X19 13k 2k W12X19 2k T(WALL= +1'-9' 2k W12X19 2k 11k 8" CFMF BOX BEAM W16X26 S401 A7 13k W12X19 13k 6x4x5/16 (LLV) 11k W12X19 2 2k N 0 W12X19 2k 4 10" CMU WALL T/WALL= +o, 0 0 W. m N 0 N X N U 0 LU U 6x4x5/16 (LLV) W16X26- CO 6x4x5/16 (LLV) �10k RD W16X26 10 c L6x4x5/16 (LLV) 10k A7 S402/ L6x4x5/16 (LLV) 11k W16X26 W16X26 11k 7k 7k 5 1/2" LW CONC SLAB W/ 2" 20 GA GALV COMPOSITE STEEL DECK REINF W/ 6x6-W2.9xW2.9 WWR T/SLAB = +2'-0 1/2" CO N 7k D6 S T/WALL= 4" SLAB ON 1 1/2" 20 GA STL COMPOSITE DECK (GALV) W/6x6- W1.4xW1.4 WWR FFE = 192'-1 1/4" W16X26 10k W16X26 SIM 7k 7k A7 W12X19 7k X 7k 7k W12X19 6k W12X19 7k 6k 2k W14X22 co W12X19 X 7k 6k W12X19 6k 2k = 2k W14X22 1 k 7k 6k 00 2k 2k S400 W12X19 W12X19 W14X22 7k 6k co 2k RD W16X26 co CO 1 ALIGN EXTERIOR FACE OF CURB W/ ROOF BEAM CENTERLINE - TYPICAL ALONG SOUTH WALL 11k W16X26 9k W14X22 CO CO 9k 3 W14X22 3k w ROOF FRAMING PLAN NOTES 1. DATUM FOR TOP OF STEEL IS AT BOTTOM OF DECK ELEVATION = (198'-10") 2. TOP OF STEEL ELEVATION = (+Cr) TYPICAL UNLESS NOTED OTHERWISE. 3. PROVIDE UNIFORM BEAMS SPACING BETWEEN GRIDLINES - TYP UNLESS DIMENSIONED OTHERWISE. 4. ALL EXTERIOR EXPOSED STEEL HOT DIPPED GALV. TOUCH UP ALL FIELD WELDED CONNECTIONS WITH COLD GALV. 5. FOR TYPICAL FLOOR OPENING FRAME - SEE 09/S500 6. SEE S500 FOR COLUMN SCHEDULE. 7. PROVIDE (2) #4 x 4'-0" LONG DIAGONAL TO SLAB REENTRANT CORNERS. 8. SEE F9/S500 FOR AN LE FRAME ROOF SUPPORT AT ROOF PENETRATIO S. 9. FOR LOOSE LINTEL HEDULE SEE 10/S502 10. SEE CORE WALL EL' TION FOR LINTELS AT OPENING ! ROOF SCREEN MANUFACTURER TO PROVIDE ' ! ROOF SCREEN FRAME AND BRACKET DESIGN EOD RECO 7 LEGEND H BRACED FRAME \A/Px PENETRATION TAG BEAM SIZE H 20k -2 1/2) N=2 NUMBER OF SHEAR STUD ROWS. IF NOT SHOWN ONE ROW. BEAM WEB PENETRATION MOMENT CONNECTION BEAM FRAMES OVER COLUMN CMU STEEL EMBED PLATES CN (-2 1/2) NUMBER OF STUDS BEAM CAMBER BEAM END REACTION IF NOT SHOWN, DESIGN CONNECTION FOR 1/2" THE BEAM ALLOWABLE LOAD BEAM END T.O.S. ELEVATION. IF NOT SHOWN BEAM IS AT DATUM ELEV. EXPECTED MAXIMUM BEAM DEFLECTION DUE TO THE WEIGHT OF WET CONCRETE WHEN PLACING COMPOSITE SLAB. IF NOT SHOWN, EXPECTED DEFLECTION IS < ERAL NOTES CONTRAC OR SHALL VERIFY ALL CONDITIONS, DIMENSIONS. AND ELEVATIONS SHOWN AND IMMEDIATELY REPORT ANY DISCREPANCIES OR OMISSIONS TO THE ARCHITECT PRIOR TO CONSTRUCTION ORFABRICATION. 2. SECTIONS AND DETAILS ARE CONTINUOUS AND TYPICAL UNLESS NOTED OTHERWISE. 3. CONTRACTOR SHALL DETERMINE EXACT LOCATION OF EXISTING UTILITIES BEFORE COMMENCING WORK. CONTRACTOR AGREES TO BE FULLY RESPONSIBLE FOR DAMAGESWHICH MIGHT BE OCCASIONED BY FAILURE TOEXACTLY LOCATED AND PRESERVE EXISTINGUTILITIES. 4. PROVIDE BARRICADES, WARNING SIGNALS, WARNING LIGHTS AND SIMILAR ITEMS AS REQUIRED AND MAINTAIN THROUGHOUT CONSTRUCTION. CONTRACTOR IS SOLELY RESPONSIBLE FOR JOB SITE SAFETY AND PROTECTION. 5. CONTRACTOR SHALL COORDINATE ALL STEEL, CONCRETE, EARTHWORK, AND CONCRETE MASONRY WORK WITH THE INSPECTION AND TESTING AGENCY RETAINED BY THE OWNER. NOTE: ALL BEAM AND COLUMN REACTIONS ARE AT DESIGN LOADS BASE ON LOADS AND RESISTANCE FACTOR DESIGN (LRFD) Architecture Planning Interior Design 217 North Aurora Street Ithaca NY 14850 p 607.273.7600 f 607.273.0475 1-4141wyn Palmer CONSULTING ENGINEERS, PLLC 213 East Seneca Street Ithaca, New York 14850 607.272.5060 EXPECTED DEFLECTION OF STEEL FLOOR BEAMS DURING CONSTRUCTION DUE TO THE WEIGHT OF THE CONCRETE FLOOR SLAB IS 3/4"+/- FOR ALL FLOOR BEAMS. CONTRACTOR SHALL ALLOW FOR THIS DEFLECTION WHEN ORDERING AND PLACING CONCRETE AND SHALL PLACE AND SCREED CONCRETE SO THAT FINISHED FLOOR SLABS ARE FLAT, LEVEL AND AT THE REQUIRED FINISHED FLOOR ELEVATION. SEE SPECIFICATION FOR SPECIFIED FLOOR FLATNESS REQUIREMENT. CO 7k 7k 7k 6X26 W18X35 7k W18X35 W18X35 A7 1 1/2" 20 GA GALVANIZED STEEL ROOF DECK T/ 7k 7:1- 7k 9' - 5 1/4" 2k W12X19 2k I 2k W12X19 2k 111 41 IMM -1 F4 k 2k W12X19 s502 111=M11111 Li co 6k 2k W14X22 BOLTED ATTACHMENT STEEL BEAM 2k W12X19 11:1-2 10" CMU TYP .A3 2k S401 A7 6k W14X22 W14X22 5 W14X22 PENTHOUSE FRAMING PLAN 6k VMS. AWAMPAIK. • • • A2>< 6k X 10" CMU12 (TYP) W14X22 A7 DATUM FOR TOP OF STEEL IS AT BOTTOM OF DECK ELEVATION = (216'-4 1/2") 2. TOP OF STEEL ELEVATION = (-0") TYPICAL UNLESS NOTED OTHERWISE. 3. PROVIDE UNIFORM BEAMS SPACING BETWEEN GRIDLINES - TYP UNLESS DIMENSIONED OTHERWISE. 4. ALL EXTERIOR EXPOSED STEEL HOT DIPPED GALV. TOUCH UP ALL FIELD WELDED CONNECTIONS WITH COLD GALV. 5. FOR TYPICAL FLOOR OPENIN FRAME - SEE D9/S500 6. SEE S500 FOR COLUMN SCHE ULE. 7. PROVIDE (2) #4 x 4'-0" LONG GONAL TO SLAB REENTRANT CORNERS. 8. FOR HUNG LI TEL DETAIL S501 9. SEE F9/S50 OOF SUPPORT AT ROOF PE T 10. FOR LOO 10/S502 11. SEE C ELS AT OPENING W8X15 W8X15 Co 3 IT Lu A7 S402 j A6 S501 MECH EQUIPMENT SUPPORT WITH 4 - ANGLE FRAME W14x22 0 o 10 WARNING: It is a violation of New York State Law for any person, unless acting under the direction of a licensed Architect, to alter this document in any way. If a document bearing the seal of an Architect is altered, the altering Architect shall affix to such document his seal and the notation "altered by" followed by his signature, the date of such alteration, and a specific description of the alteration. REVISION SCHEDULE EV. NAME1 REV. DATE CD Updates 124 MAR 2016 (/) LLI 0 0 DATE: OTHER: DRAWN BY: TOMPKINS FINANCIAL CORPORA 1.0 CO Et >- C 0 co 24 MARCH 2016 2015014 ROOF FRAMING S108 ALL ASSEMBLY SEE ARCH ALL SAW -CUT CONTROL JOINTS TO BE FILLED WITH A POLYURE - JOINT FILLER (SEE SPEC). ALLOW SLAB TO CURE MIN 30 DAYS BEFORE FILLING JOINTS. MATCH HORIZONTAL BAR SIZE AND SPACING T/GRADE BEAM ELEV - SEE PLAN MATCH HORIZONTAL BAR SIZE AND SPACING SAW -CUT CONTROL JOINTS WITHIN 4 HOURS OF FINAL FINISH USING THE EARLY ENTRY DRY CUT SAW METHOD. LOCATE JOINTS AS SHOWN ON PLAN OR AT 12' O.C. IF NOT SHOWN. REINF W/ 6x6-W4xW4 WWF UNO SUPPORT MESH ON WIRE BASKETS OR CONCRETE BRICK. SUPPORT MESH AND PULL-UP DURING PLACEMENT SO THAT MESH IS LOCATED BETVVEEN 1" AND 1 1/2" FROM TOP OF SLAB. LTARCH ITECTS _NNT/GRADE BEAM SEE PLAN 3 5 HORIZ TAND B CLOSED TIES AT 14" 0.C: - TYP 2" CVR TYP-UNO `NN #4 AT 1'-4" 0 C: VERT CONTROL JOINT TYP ONE SIDE OF WALL REINF. SLAB ON DECK SEE PLAN EXTEND ALL HORIZONTAL N REINFORCEMENT INTO INTERSECTING WALL 4474.* HORIZONTAL JOINT REINFORCING AT 1'-4" O.C. SEE 5001 FOR MORE INFO 8'' BOND BEAM W/ (1)-#4 CONT: #4 DOWELS AT 1'-4" O: C. VERT T/SLAB SEE PLAN VERTICAL REINF PROVIDE 6" HOOK 217 North Aurora Street Ithaca NY 14850 p 607.273.7600 f 607.273.0475 WALL FULLY GROUTED 10 MIL POLY VAPOR RETARDER LAP JOINTS 12". TAPE EDGES - TYP UNDISTURBED EARTH OR TYPE 1 FILL AS REQD TO BRING TO PROPER GRADE SEE SPEC FOR CURING AND FINISH REQUIREMENT (E-.1 GRADE BEAM GB1 3/4" = 1'-0" THICKENED TAI 3/4" = 1'-0" 1 1/2" = 1'-0" REINJF @ CORNERS & INTEFRSECTIONS ORG /4"=1,p " TAPERED PLATE DOWELS @ 18°' 0.0. EQUAL TO DIAMOND DOWEL SYSTEM BY PNA CONSTRUCTION TECHNOLOGIES. SET: BULK -HEAD @ REQ'D ELEV & STAKE SECURELY TO SUBGRADE. GRADE BEAM TAIL 3/4" 1'-0" STEEL COLUMN AND BASE PLATE (BELOW) SAWCUT CONTROL JOINT (SCCJ) - SEE PLAN (SCJ) APPLY BOND BREAKER BETWEEN POURS. SIZE TO ALLOW 2°' MIN CLEARANCE AT COLUMN BASE PLATE (24 SQUARE MIN) STEEL COLUMN AND BASE PLATE (BELOW) USE CONSTRUCTION (COLD) JOINTS WHERE REQUIRED FOR CONSTRUCTION SEQUENCING OR INTERRUPTION DURING POUR. LOCATE JOINTS TO COINCIDE WITH CONTRACTION JOINTS INDICATED ON FOUNDATION PLAN. SLAB JOINT gat € «tom N a t.Lt 213 East Seneca Street thaca, New York 14550 www ElwyriPalrner.eorn 07.272:5060 WARNING: It is a violation of New York State Law for any person, unless acting under the direction of a licensed Architect, to alter this document in any way. If a document bearing the seal of, an Architect is altered, the altering Architect shall affix to such document his seal and the notation "altered by" followed by his signature, the date of such alteration, and a specific description of the alteration. (SCJ) APPLY BOND BREAKER BETWEEN POURS. SIZE TO ALLOW; 2" MIN CLEARANCE AT COLUMN BASE PLATE 24" SQUARE MIN) REINF. SLAB ON DECK SEE PLAN NOTES: 1. DEPRESS OR RECESS SLAB FOR FLOOR FINISH WHERE SHOWN ON PLAN REVISION C L 'RE._.. V. E REV. DATE COORDINATE DEPTH AND BOUNDS WITH ARCH DWGS 1 6°° #4 VERT @ 1'-4'° O.C. - TYP AT BASEMENT VAULT FIRE RATED COMPRESSIBLE JOINT FILLER 8" CMU BOND AT TOP AND BOTTOM OF WALL JOINT REINFORCING AT '-4" 0. C. SEE S001 FOR ORE INFO 1 TYPICAL COLUMN BLOCKOUTS1 3/4" = 1'-0" FULLY GROUTED' WALL X41 NONWOVEN GEOTEXTILE FILTER FABRIC (TENCATE MIRAFI 140N OR EQUIV) 4°° DIA. ASTM D2129 PERFORATED PVC DRAIN'; PIPE (PLACE HOLES DOWN) TOP OF FTG SEE PLAN TOP OF VAULT ALL DETAIL 3/4" = t-0" SLAB /._.. T 1 1/2" = 1'-0" STRIP FOOTING 2'-0" MIN SEE PLAN NOTES: 1 SEE FOUNDATION PLAN FOR INVERT ELEVATIONS. CAST -IN-PLACE SLEEVE FOR --- PIPE/CONDUIT PENETRATIONS HIGH AND LOW PERMISSIBLE ELEVATION RANGE PROVIDE PIPE SLEEVE AT WALL BREAK FOOTINGS AT LOCATIONS WHERE PIPE PASSES THROUGH FOOTING CORE/DRILLIN TYPICAL FOUNDATION PERI ETER DRAIN 1" 11-0" PILE I . D. NO, PILES= DEPTH D REINFORCING NOTES "A' BARS "B" BARS PC2 2 3-6' 6 8 5 #4 PC3 3 3-6" 6 #9 5 #4 (3 WAYS) PC3A 3 5-0" 6 #9 5 #4 (3 WAYS) PC4 4 3°-6" 8 #9 8 9 PC5 5 3'-8" 13 #8 13 #8 PC6` 6 4'-0" 13 8 10'9 PC7, 7 4'-8" 13 #8 11 9 1-- va z :31 C) uu < -< w UQ O UjOU 00 U U P SPLICE - SEE ELEVATIONS PLACE CONCRETE TO THIS JOINT, ALLOW TO SETTLE AND STRIKE OFF AT BOTTOM OF STUD. PRIOR TO SECOND POUR, REMOVE LAITANCE (POWER WASH) TO EXPOSE A ROUGHENED AGGREGATE SURFACE. PIPE OR CONDUIT HIGH AND LOW PERMISSIBLE ELEVATION RANGE NOTES: 1. LOCATE ALL REINF. AT BOTTOM MAT UNLESS NOTED OTHERWISE. REINFORCING SHALL NOT CONFLICT WITH THE STEEL PILE LOCATIONS. NOTES; 1; SEE PILE CAP SCHEDULE FOR PILE DEPTH AND REINFORCING FIRST POUR SECOND POUR NOTE COORDINATE LOCATION AND SIZE OF PIPE/CONDUIT SLEEVES OR PIPE/CONDUIT ELEVATIONS WITH PIPING AND ELECTRICAL DRAWINGS PILE CAP DETAILS %1' ' ALL L JOINT /4" = 1`-0" TYPICAL FOOTINIGANALL PENETRATION 3/4" 1'-0 GRADE BEAM GRADE BEAM REINF #5 DOWELS CAST INTO CONC. WALL TIE HOOK TO INSIDE FACE WALL REINF. } ENLARGED FOUNDATION PLAN DETAIL 3/4 = 1 COLUMN REFER TO COLUMN SCHEDULE FOR COLUMN SIZE MILLORSAW COLUMN END. MILL TOP OF BASE PLATE (TYP) BASE PLATE- REFER TO COLUMN SCHEDULE FOR SIZE AND TYPE 1/4" LEVELING PLATE EXTEND 1/4" BEYOND ALL BASE PLATE EDGES 3/4" NON -SHRINK GROUT - MINIMUM COLUMN REFER TO COLUMN SCHEDULE FOR SIZE BASE PLATE- REFER TO COLUMN SCHEDULE FOR SIZE AND TYPE 217 North Aurora Street Ithaca NY 14850 p 607.273/600 'f 607.273.0475 N LEVELING NUT WITH PLATE WASHER ON TOP CONCRETE PILE CAP ASTM F1554 ANCHOR RODS (36 KSI) - REFER TO COLUMN SCHEDULE FOR SIZE AND BASE PLATE DETAIL FOR QUANTITY ASTM F1554 ANCHOR RODS (36 KSI) - REFER T COLUMN SCHEDULE FOR SIZE AND BASE PLATE DETAIL FOR QUANTITY #5 DOWELS CAST INTO PILE CAP (MATCH GRADE BEAM REINF. SIZE AND QUANTITY) STIRRUPS NOT SHOWN FOR CLARITY WORKABLE GAGE 3 BP1 TYPE B BASE P;. TE GRADE BEAM REINF P2 TYPE B BASE PLATE COLUMNBASE PLATE DETAILS 11/2 - -1-0 NOTES: 1 REFER TO COLUMN SCHEDULE FOR BASE PLATE DIMENSIONS. 2. HOLES MAY BE OVERSIZED 5/16". STEEL COLUMN ASE PLATE PILE`` CAP/GRADE BEAM INTERSECTION PLAN DETAII 3/4°' = 1°-0" COLUMN BLOCKOUT SEE A8/S300 ISOLATION JOINT APPLY BOND BREAKER THICKEN SLAB TO TOP OF ENTIRE PILE` CAP WIDE FLANGE COLUMN SEE E8/S301 FOR COLUMN BASE CONNECTION INFO REINFORCED SLAB ON GRADE - SEE FND SEE PLAN T/SLAB ELEV SEE PLAN PIER MARK SIZE REINFORCING NOTES „A" "B"' I VERTICAL TIES P1 2' 7 1/2" 2'-2' (8) #9 ) #3 @ 12" P2 Z-7 112' 2`-2' , : (8) #9 - #3 @ 12" P3 2'-6" 2'-4" (8) #9 #3 @ 12" 2'-7 1/2" 2'-4" (8) #9 #3 @ 12" P5 2'-7 1/2" 2'-5 3/4" (8) #9 #3 @ 12" j P6 2'-71/2" 2'-5'3/4"O 8 #9 #3@ 12" P7 2'-7 1/2" 2'-5 3/4" (8) #9 #3 @ 12' _-i NOTES 1 SEE FOUNDATION PLAN FOR TOP OF PIER ELEVATION. 2 PROVIDE ONE PIECE CLOSED TIES LILTING ENGINEERS PLLC'' 213 East Seneca Street thaca, New York '14850 uww.E1w37nPalmer.c0111 607.272.5060 WARNING: It is a violation of New York State Law for any person, unless acting under the direction of a licensed Architect;` to alter this document in any way. If a document bearing the seal of an Architect is altered, the altering Architect shall affix to such document his seal and the notation "altered by" followed by his signature, the date of such alteration, and a specific description of the alteration. 7 1/2" / BRICK - LF 11/2" WORKABLE SEE A-DWGS FOR INSULATION, VAPOR RETARDER, AND WATERPROOFING TYPICAL PILE CAP AT SLAB ON ADE DETAIL 3/4" = 1'-0" 7 1/2" BRICK SHELF / 7 3/4" / BRICK SHELF COLUMN CAP PLATE 1 1/21° = 1'-0" 2" 6 1/2' 1° - 1 10" MASONRY WALL SEE PLAN 10" MASONRY WALL 7 1/2" BRICK SHELF REINFORCED SLAB ON GRADE T/SLAB ELEV AT BASEMENT 5°° REINFORCED SLAB ON GRADE @ 2"0C E.W. EF. 5' REINFORCED SLAB ON GRADE FOUNDATION PLAN 86'-8° #6 DOWELS @1"-4" 0 C. MATCH VERT. REINF. SPACING. EXTEND HOOK TO BOTTOM MAT DOT TYPE 2 STRUCTURAL FILL 10" CONE WALL #4 @ 12" OC. EW. #4 DOWEL @ 12" O.C. cc) ✓ - 0 7 3/4" BRICK SHELF (8) #9 LONGITUDIN ` L #4 CLOSED TIES #4 TIES 1° - 5 1/2" CONC CORE WALL, TYP PIER PLAN 10 5/8" 1' - 10 5/8" P5 COL 1 - 2 7/8" 1 2 7/8" 7 1/2" BRICK SHELF #8" AT 8 O.C. EACH WAY TOP AND BOTTOM NOTE: USE CLASS 'B' LAP SPLICE AT ALL CONCRETE CORE WALL VERTICAL REINFORCING SECTION AT CORE 3/8" = 1'-0" FOU DAT PIER SCHEDU MECH. EQUIPM COORD EXACT Sf 6 TYPICAL AT PERIMETER WIDE FLANGE COLUMN REINF SLAB ON DECK SEE FRAMING PLAN FOR DECK SPAN DIRECTION TALL ASSEMBLY SEE ARCH PUDDLE WELD DECK TO ANGLE FIN GRADE SEE PLAN AP #4 BENT @ 2'-0" 0.C. EPDXY INTO EXIST SLAB BRICKSHELF EXIST FIN. FLR. ELEV. INTEFRIOR HOUSE KEEP I G PAD 3/4" = 1°-0" Oo oo T/PIER' SEE PLAN SEE E8/S301 FOR COLUMN BASE CONNECTION INFORMATION #'l DOWELS (BENT) AT 12" AT 12' 2' 0 C: (CENTER IN WALL STEM) REINF' SLAB ON DECK SEE FRAMING PLAN FOR DECK SPAN DIRECTION. T/SLAB ELEV AT FIRST; FLOOR SEE PLAN WALL ASSEMBLY SEE ARCH MASONARY/STONE VENEER SEE ARCH FINISHED GRADE 217 North Aurora Street Ithaca NY 14850 p 607.273.7600 f 607.273.0475 3#4 TIES AT2"O:C. L6x4x5/16" (LLV) CONT. WITH 3/4"0 HILTI HY-200 ADHESIVE ANCHORS AT 2'-0" 0 . EMBED 4'° PROVIDE ADDITIONAL #5 DOWEL AT 12" O.C. AT INSIDE FACE. LOCATE BETWEEN LONGITUDINAL BARS. ® T/BRICKSHELF gfiki SEE—END PLAN BACKFILL WITH EXCAVATED MATERIAL COMPACT IN 6" TO 8"LIFTS #4 AT 1'-0" O,C. E W (CENTER IN STEM WALL AROUND EACH COLUMN) #5 AT 1-0°' U.C. EA WAY EA FACE SEE A-DWGS FOR INSULATION, VAPOR RETARDER; AND WATERPROOFING: #4 TIES AT 1'-0" 0,0.; VERTICAL PIER REINF SEE PIER PLAN DETAILS D.0.T-TYPE 2 STRUCTURAL FILI REFER TO TYPICAL DETAILS FOR ADDITIONAL REINFORCING REQUIRED AT FOOTING STEPS, CORNERS AND INTERSECTIONS STEEL COLUMN VENEER SEE ARCH REINF DOWELS TO MATCH PIER REINF. SIZE AND SPACING EXTEND 12" HOOK TO REST ON PILE CAP REINF BOTTOM MAT SEE PLAN T/PILE CAP SEE PLAN #4 DOWEL AT 12" 0.0 /2" ISOLATION JOINT - TYP SEE A-DWGS FOR INSULATION;' VAPOR RETARDER Al'D WATER PROOFING Elwyn a er )CCJNSLILTING ENGINEERS, F'LLC 213 East Seneca Street Ithaca, New York 14850 www.ElwynPalmer.com 607.272.5060 REINF. SLAB ON GRADE' SEE END PLAN WATERSTOP CONT PLACE ON THE INSIDE FACE OF THE OUTERMOST REINFORCING ARNING: It is a violation of New York State Law for any person, unless acting under the direction of a licensed Architect. to alter this document in any way. If a document bearing the seal of an Architect is altered, the altering Architect shall affix to such document his seal and the notation "altered by" followed by his signature, the date of such alteration, and a specific description of the alteration. PILE CAP REINF SEE S300 0, -,0^00°0°0:° -PLP -,0 0Q0000 (� 0 Jo0o ,oL �vo0oQ' 0o`. ^�J% o0o0o0o0orSo030o0o0,000 �ci )oG ��Jv00G�o0o0o (, �o' o0000000000000C'(-)GC'r; PARKING AREA SUBBASE REINFORCED SLAB ON GRADE - SEE PLAN WALL ASSEMBLY SEE ARCH EXTERIOR VENEER SEE ARCH D.O.T. TYPE 2 FILL UNDISTURBED SOIL #5 DOWELS MATCH VERT. BAR SPACING TOP OF FTG SEE PLAN FTG DRAIN SEE DET 5300 I zip J .� #8 BAR SUPPORTS AS REQ IN-SITU SOIL REVISION SCHEDULE REV. DATE 24 AR 2016 T/SLAB ELEV SEE PLAN 'PROVIDE ADDITIONAL VERTICAL BARS AT WALL STEM SEE DETAIL FOR MOT INFO. VAPOR RETARDER DOT TYPE STRUCTURAL FILL o(07c ,7 7/8 T/BRICK SHELF SEE PLAN SEE A - DINGS FOR INSULATION, VAPOR RETARDER, AND WATERPROOFING 8O3/4" N=1 AT -0 ' WALL ETAI IO GRADE BEAM SEE PLAN 4 FOU ATIO ` VVA 3/4°' = 1"-0°' AT COLUIVIN DETAIL FOUNDATION SECTION 3 #4@12"O.C. E.W:' E.F. INSULATION SEE ARCH REINFORCED CONC. COMPOSITE SLAB ON DECK SEE PLAN FOUNDATION ON EXTERIOR WALL ASSEMBLY SEE ARCH 2" GRATING SEE PLAN REINFORCED SLAB ON DECK ADA COMPLIANT 2" BAR GRATING SEE FIRST FLOOR PLAN T/SLAB SEE PLAN REINFORCED SLAB ON GRADE - SEE PLAN #4@12"0.C. E:W. E.F. VAPOR RETARDER DOT TYPE 2 STRUCTURAL FILL DISTURBED SOIL #4 @ 12°' 0.C. EW : E.F. REINFORCED SLAB ON GRADE - SEE PLAN #4 DOWELS 12" 0G. (2) #5 CONTINUOUS oOuCc=OoCY: 00o.,0°0°,0: 0 WALL ASSEMBLE SEE ARCH VENEER SEE ARCH STEEL WIDE FLANGE COMPOSITE BEAM SEE PLAN L6x4x5/16" (LLV) CONT. W/ 3/40 ADHESIVE ANCHORS AT 2'-0" OC. EMBED 6°° (2) #5 CONTINUOUS TOP STEEL WIDE FLANGE BEAM - SEE PLAN (2) 5 CONT. AT TOP ASPHALT FIRST FLOOR FRAMING PLAN 100'-0" HOT -DIPPED GALVANIZED 6 1/2" CONC WALL STEEL LINTEL (LLV) SEE PLAN L6x4x5/16" (LLV) W/ 3/4"0 ADHESIVE ANCHORS AT 2'-0" 0C EMBED 6 3/4 (MIN) SEE PLAN ASPHALT SEE SITE; DRAWINGS (2) #5 TERMINATE EXTERIOR FACE REINFORCING BAR 2°-0" BEYOND EACH END OF LOWER OPENING T/OPNG SEE ARCH 5" REINFORCED EXTERIOR SLABV ON GRADE. 4 DOWELS @ 12" O.C. FOUNDATION SECTIO 2 3/4°' = 1'-0" VAPOR RETARDER DOT TYPE 2 STRUCTURAL FILL UNDISTURBED SOIL #4 @ 12" 0.0. E.W. #4 DOWELS 12" O.C. #5 AT 1'-0" O.C. EA WAY EA FACE PROJECT:' OTHER: DRAWN BY: 2) #5 CONTINUOUS #5 AT 12'° 0 C. E.W: INSIDE FACE - TYP AREAWAY FOU DATIO ; SECT N 3/4" = 1°-0'' SECTION AT ARE 6" HOOK 90° HOOK REINF. DOWEL +' CH MAS BOND BEA REINF SIZE AND SPACI G REINF. SLAB ON GRADE SEE FND PLAN HOLIARCHITECTS 4 DOWELS AT 1'-0" ON CENTER T/SLAB ELEV SEE PLAN REINF. SLAB ON DECK SEE FRAMING PLAN REINF. SLAB ON DECK SEE FRAMING PLAN T/SLAB ELEV AL SEE PLAN WALL REINFORCING SEE SHEARWALL ELEVATIONS LONGITUDINAL REINFORCING - SEE SHEARWALL ELEVATIONS - TYP TOP AND BOTTOM BARS L6x4x5/16" (LLV) CONTINUOUS WITH 3/4"0 ADHESIVE ANCHORS AT 2"-0'° 0 . - EMBED 6" F--' Lu 0 w. Zf2L 00 00 6" HOOK 90° HOOK REINF. DOWEL @ 16" O.C. BREAK SHELL FOR FLOW OF GROUT HORIZONTAL REINF. SEE ELEVATION. } 217 North Aurora Street Ithaca NY 14850 p 607.273.7600 f 607.273.0475 STIRRUPS - SEE SHEARWALL ELEVATION CONCFZETE/MASONRY INTERSECT ON DET 3/4" =1-0 PILE CAP REINFORCING SEE A1/S301 FOUNDATION DOWELS MATCH VERT. REINF. SIZE AND SPACING EXT ► ® _" HOOK TO BOT REINF MATBAR SPACING PUDDLE WELD DECK TO ANGLE 5 "1/2" REINF. SLAB ON DECK SEE PLAN SIDEWALK SEE SITE PLAN CONCRETE SHEARWALL THRESHOLD DETAIL 3/4" = 1°-0°' HORIZONTAL REINF. AT 16" OC T/SLAB ELEV AT FIRST FLOOR SEE PLAN T/SLAB ELEV; SEE PLAN CONC/MAS INTERSECTION FREI F. VAULT 3/4" = 1'-0" WALL REINFORCING • SEE SHEARWALL 1 1/2" ELEVATIONS CVR INK BEAM DIAG AL REINFORCING 1 = 1'-0" L6x4x5/16" (LLV) CONT. WITH 3/4“0 HILTI HY-200 ADHESIVE ANCHORS AT 2'-0'° 0.C. EMBED 4°' PROVIDE ADDITIONAL #5 DOWEL AT 12'°`0.C. AT INSIDE FACE. LOCATE BETWEEN` LONGITUDINAL BARS. 1' - 5'1/2" CONC WALL #5 AT 1°-0” O.C. EA WAY EA FACE PILE CAP SEE PLAN PILE CAP SEE PLAN EXTERIOR; WALL ASSEMBLY SEE ARCH JPalrrier CONSULTING ENGINEERS, F'LLC 213 East Seneca Street Ithaca, New York 14850 www.ElwynPalmer.com 607.272.5060 WARNING: It is a violation of New York State Law for any person, unless acting under the direction of a licensed Architect, to alter this document in any way, If a document bearing the seal of an Architect is altered, the altering Architect shall affix to such document his seal and the notation "altered by" followed by his signature, the date of such alteration, and a specific description of the alteration. SLAB EDGE DETAIL 4; 3/4" = 1'-0" SLAB EDGEDETAIL. 5 3/4" = 1'-0" NOTE: USE CLASS 'B' LAP SPLICE AT ALL CONCRETE CORE WALL VERTICAL REINFORCING (4) 3/4"0=50 KSI SHEAR STUDS (1 PER SIDE) REINF CONC SLAB ON DECK SEE PLAN TISLAB ELEV SEE PLAN x SIDEWALK PAVERS 10"CMU W/#5@48"0C. TYPICAL AT 8" CMU #5 DOWELS @ 48 OC x40 2-0' EMBEDMENT T/WALL ELEV SEE BASEMENT PLAN WIDE FLANGE BEAM TYPICAL PILE CAP AT BUILDING CORE TYPICAL PILE CAP DETAIL STEEL PILE CONNECTION DETAIL L4x4x1/4" CONTINUOUS 2" 20GA GALV STEEL METAL DECK L6x4x5/16° (LLV) W/ 3/4”0 ADHESIVE ANCHORS AT 2'-0" 0.C. EMBED 6 3/4" (MIN) DOT TYPE 2 FIL VAPOR BARRIER INSULATION 1-2" CONC WALL 5°' REINFORCED SLAB ON GRADE #4 REBAR DOWELS @ 24" OC TOP AND BOTTOM THICKEN SLAB AT ELEVATOR CEMENTITIOUS WATER PROOFING 10" CONC b FND WALL 10°' CONC FND WALL TYP D. 0.T TYPE 2 BACKFILL' OR CONTROLLED LOW STRENGHT MATERIAL (FLOWABLE FILL) SLAB EDGE AT THRESHOLD DETAIL SEE S303 FOR SUMP PIT COVER SODIUM BENTONITE WATERSTOP (ENTIRE PERIMETER) 5-0°' MAT SLAB WITH #8 @ 8" 0C. -EW T&B - 5 1/2" CONC WALL BACKFILL IN/ COMPACTED GRAVEL IN 8`,' LIFTS: T/FTG ELEVATION SEE PLAN DOWELS '@ 12" 0.0 (TYP) #4 @ 1°-4" 0:C E.F. HORIZ. 6 @ 1'-4°° 0.G. E.F VERT ® T/SLAB E.F. HORIZ SEE PLAN DOT TYPE 2 STRUCT FILL #6@1"-4" O.C. EF VERT 6"' HOOK TO REST ON BOTTOM NOTE SEE PLAN FOR PIT DIMENSIONS AND SUMP LOCATION'. OC EF EF HORIZ 10°' CONC WALL #6 DOWELS MATCH VERT. BAR REINF EXTEND HOOK TO BOTTOM MAT WATERSTOP CONTINUOUS AROUND PERIMETER BO ELEV SECTION EAST 1/2" 1'-6'° SQ x 1'-6" DEEP SUMP PIT SEE FND PLAN FOR LOCATION (5) #4 TIES @ 3°' O.C. GALV L2x2x118°° ANCHORED TO CONC WITH I/2°°0 x 4°' SHEAR STUD ON 4 SIDES PROVIDE STD. 90° HOOKS FOR TOP BARS AROUND SUMP PIT 24 MARCH 2016 2015014 #8@8°' 0 . E.W:=TOP AND BOTT MAT NOTE USE CLASS "B' LAP SPLICE AT ALL CONCRETE CORE WALL VERTICAL; REINFORCING BUILDING CORE FOUNDATION DETAI 3/8" =1'-0" TARCHITECTS, 8°' BOND BEAM W! (2) #5 PENTHOUSE FRAMING 21'=41/2" #4 STIRRUPS AT 1°-4" 0: C 2#8 TOP a AND BOT FOURTFI FLOOR FRAMING 144' 0" 217 North Aurora Street Ithaca NY 14850 p 607.273.7600 f 607.273.0475 3 STIRRUPS AT 16" 0.C.__ 8'° BOND BEAM W/ (2) #5 I 44 STIRRUPS AT 1'-4" 0C. TI-11FD FLOOR FRAMING 130'-" #4 STIRRUPS °AT 1'-4" O.C. 2#8TOP, g AND BOT„ ROOF FFRAMING LAN 199' '- NEEsts 213 East Seneca Street Ithaca, New York 14550 wwFlwynPaler.corn 07.272.506'0 3 STIRRUPS AT 16" 0 C. #3 STIRRUPS AT 16"0C. #4 STIRRUPS AT1'4"O.0 °2 #8 TOP AND BOT, SECONDFL AI 117' - 4" 4 STIRRUPS., �• AT 1°-4" 0.C. 2#8TOP AND BOT SEVEI\ITH FLOOR FRAMING PLAIN! 4' - 0" WARNING: It is a violation of New York State Law for any person, unless acting under the direction of a licensed Architect, to alter this document in any way. If a document bearing the seal of an Architect is altered, the altering Architect shall affix to such document his seal and the notation "altered by" followed by his signature, the date of such alteration, and a specific description of the alteration. REVISION SCHEDULE V NAME REV. DATE 3 STIRRUPS AT 16°' 0.C. 3 STIRRUPS AT 16'0.0. #1 STIRRUPS AT 1'-4" 0.C. tl2 #8 TOP' AND BOT' 6 4 _ Qa FIRST FLOOR FIRAMING 100' - 0" #4 STIRRUPS ATI -4" 0 C 2 #8 TOP 'AND BOT„, SIXTHL FFZANIING PLAN 17'- 8" 3 STIRRUPS AT16"0.C. 3 STIRRUPS AT 16" 0:C. FOUNDATION PLAN 86'-8" #4 STIRRUPS °:AT 1e-4” 0,C, a, a.. s 2 #8 TOP AND BOT''' FIFTH FLOOR FFZAIVIIINIG PLAN 157'--1' #3 STIRRUPS AT 16'` O.C. DATE: PROJECT: OTHER' SHEAR ALL REI FORCING ELEVATION SOUTH T. #6 DOWEL MATCH VERT BAR SPACING 9'° HOOK REST ON REIt1F. BOT. MAT' NOTE USECLASS B' LAP SPLICE AT ALL CONCRETE CORE WALL VERTICAL REINFORCING 7 SEE 2,5400 FOR FOURTH FLOOR SHEARWALL REINFORCING A7 SHEAR WALL REINFORCING CI L VATI T 1/4" = 1'-0" FOURTHFLOOR FRAMING PLAN 144'-0" NOTE: USECLASS `B' LAP SPLICE AT ALL CONCRETE CORE WALL VERTICAL REINFORCING 1 7/7/2016 9:33:33 AM 2 2 3 3.8 SLAB OVERPOUR TYPICAL 4 5 ° ° COORD W/ELEV (2)#6 4' - 0" FIN. ,CMU INFILLAROUND; FINISHED OPENING. ° 5' - 8" ± ROUGH OPNG 4' - 0" FIN. CMU INFILL AROUND FINISHED OPENING:. d, - 9 7 38 LOCATE EMBED PLATE FLUSH WITH TOP OF WALL - TYP 9 5/8" 8" BOND BEAM W/ (2) #5 9 5/8" FOURTH FLOOR FRAMING PLAN 144' - 0" THIRD FLOOR FRAMING PLAN 130'-8" SECOND FLOOR FRAMING PLAN 117' - 4" - 8" ± ROUGH, - CMU INFILL AROUND: !-FINISHED OPENING., 'PROVIDE 2 ROWS OF 3- - 3/4" DIAMETER HEADED SHEAR STUD ANCHORS, (TOTAL 6 ANCHORS) 4@1'-4" O.C. HOOK BARS AND EXTEND 2'-0 INTO ADJACENT WALL 2' - 0 1/8" C6111117' (2) # 6' < - =,Q; UPINFILL AROUND i♦ 4' - 0" FIN.♦*INISHED OPENING., 14 ♦i Ote a SLAB OVERPOUR.- TYPICAL Y. a ♦ CM #6 DOWEL. MATCH VERT .- _BAR SPACING 9" HOOK-. REST ON REINS SHEAR WALL REINFORCING ELEVATION - WEST CONT. 1/4" = 1-0" 3 4 FIRST FLOOR FRAMING PLAN 100'-0" NOTE USECLASS'B' LAP SPLICE AT ALL CONCRETE CORE WALL VERTICAL REINFORCING FOUNDATION PLAN 86'-8" 8" BOND BEAM W/ (2) #5 8 E9 9 S503 COORD W/ELEV MFG COORD W/ELEV MFG, a,.(2)#6 COORD W/ ELEV MFR CMU INFILL AROUND 'FINISHED OPENING: CMU INFILL AROUND° FINISHED OPENING. SLAB OVERPOUR_ TYPICAL (/L SHEAR WALL REINFORCING ELEVATION - WEST 1/4=10 8 PENTHOUSE FRAMING PLAN 216'-41/2" 10 ROOF FRAMING PLAN 199'-0" SEVENTH FLOOR FRAMING PLANli 184' - 0" SIXTH FLOOR FRAMING PLAN 170'-8" FIFTH FLOOR FRAMING PLAN 157' - 4"� FOURTH FLOOR FRAMING PLAN ;.: 144' - 0" NOTE: USECLASS'B' LAP SPLICE AT ALL CONCRETE CORE WALL VERTICAL REINFORCING 10 H 0 LTARHITEGTS Architecture Planning Interior Design 217 North Aurora Streei Ithaca NY 14850 p 607.273.7600 f 607.273.0475 213 East Seneca Street Ithaca, New York 14850 www.ElwynPalmer.com 607.272.5060 WARNING: It is a violation of New York State Law for any person, unless acting under the direction of a licensed Architect, to alter this document in any way. If a document bearing the seal of an Architect is altered, the altering Architect shall affix to such document his seal and the notation "altered by" followed by his signature, the date of such alteration, and a specific description of the alteration. REVISION SCHEDULE REV. NAME REV. DATE CD Updates 03 MAY 2016 COCO D g W L1J z 0 0Q 000 Q © z Wo1 Q LJ LUUJ Z Z u -u -o U Ori WW u2.1 QW 2 co i2 WEST ELEVATOR ELEVATION F E c HOLTARCHITECTS 8° BOND BEAM W/ (2) #5 PENTHOUSE FRAMII\IG 1 - 112" FOURTH FLOOR FFRAMING 144'-0" a w tt w h z w (3 r w 0 p- 3 - 4"- COORD W/ ARCH LOOSE LINTEL 217 North Aurora Street Ithaca NY 14850 607;273,7600 f 607.273.047 8° BOND BEAM W/ (2) #5 ROOF FRA.MING PLAN THIRD FLOOR FRAMING 130' „ SECOND FLOOR FFZAMING 17'-4" SEVENTFI FLOOR FRAKAING PLANR 184' " 913 East Seneca Street Ithaca, New York 14850 t ElwvnPalraer.co 60'7.272.5060 ARNING: It is a violation o New York State Law for any person, unless' acting under the direction of a licensed' Architect, o after this document in any way. If a document bearing the seal of an Architect is altered, the altering Architect shall affix to uch document his seal and the notation "altered by" followed by his signature, the date of such alteration, and a specific description of the alteration. REVISION C L V. DATE SIXTHL FRAMING 17'® " SLAB OVERPOUR TYPICAL. a.: FIFRST FLOOR FFRAMING 10' FIFTH L FRAMING. 157`-4" FOLINI:)ATION PLAID 86' - 8" °#6 DOWEL MATCH VERT, BAR SPACING 9"HOOK REST ON REINF a a DRAWN BY: RAM/JEC/DLE r� SHEAR EA ALL REINFORCING ELEVATION- EASTC T. 1/4' = 1'-0" NOTE' USECLASS `` LAP SPLICE AT ALL CONCRETE CORE WALL VERTICAL REINFORCING SHEAR ALL REINFORCING ELEVATIONEAST 1/4" = 1'-0" FOURTH L FRAMING. 144' - " NOTE: USECLASS 'B' LAP SPLICE AT ALL CONCRETE CORE WALL VERTICAL REINFORCING PENTHOUSE' FRAMING PLAN 216' 4 1/2" LTARCHITECTS r "" "lyr`� '�w'il�e 5f`1[r, • k tlr`^ ,4jr "*8Jijir 1.1 .#4 STIRRUPS --AT 1'-4'° O.C.. ° #3 STIRRUPS AT 16" O.C. FOUFTF1 FLOOR F 144' - " 217 North Aurora Street Ithaca NY 14850 607,273.7600 f 607.273. 475 6 ©a 1'-4" 0 C: HORZ E F ,#4 STIRRUPS " AT 1'-4" O.C. 2#BTOP 9 a AND BOT #4 STIRRUPS ° AT 1°-4" O.C.' 2 #8 TOP °. AND BOT THIRD FRAMING 130'-" #3 STIRRUPS AT 16" O.G. 213 East Seneca Street Ithaca, New York 14850, www:ElwynPalmermcom 607.2.12.6060 #3 STIRRUPS AT 16" 0:C. ARNING: it Is a violation of New York State Law for any person, unless acting under the direction of a licensed Architect, to alter this document in airy way. If a document bearing the seal of an Architect is altered, the altering Architect shall affix to such document his seal and the notation "altered by followed by his signature, the date of such alteration, and a specific description of the alteration. SEVERITH FLOOR FRAIVIING 184' - 0" REmslors4 SCHEDULE REV. NAME '. #4 STIRRUPS' AT 1'-4"-0.C. SECONDFLOOR FRAMING 117'-4" U #3 STIRRUPS AT16"0C 3 STIRRUPS -- AT 16" 0. C. SLAB OVERPOUR d d. STIRRUPS —d= AT 1°-4' O. C. s.,e e: "2#8TOP - AND BOT' _ SIXTH FLOOR FRAMING 170'-" #3 STIRRUPS AT 16"O. C. FIRST FLOOR FRAMING PLAN 4 F FTH FLOOR FRAMING PLAN 157' - 4" FOUNDATION _._ 86' PLAN #6 DOVVEL TO MATCH VERT: BAR SPACING, 9" HOOK REST ON REINF. BOT. `MAT SEE 2/S400 FOR FOURTH — FLOOR SHEARVVALL REINFORCING DATE. PROJECT. OTHER: FOURTH FLOOR FRAMING .... 144'- " SHEAFR WALL I CI ELEVATION - NORTHC T. 1 /4 1'-0" NOTE: USECLASS'B' LAP SPLICE AT ALL CONCRETE CORE WALL VERTICAL REINFORCING SHEAR ALL EI CIELEVATION - NORTH 1/4 1'-0" NOTE'< USECLASS 'B' LAP SPL CE AT ALL CONCRETE CORE WALL VERTICAL REINFORCING 8" BOND BEAM 111111111=1 < _ W/ (2) #5 11 ® �JELI 11111110161. .►.. rr aminammumesioremmunimi FIFTH FLOOR F ING PLAN 7'-4" COORD"W/ELEV MFR LOOSE LINTEL PENTHOUSE FRAMING 216' -4 1/2" COORD W/ELEV MFR LOOSE LINTEL a MN 0 144 4 0" FIN. OPG �® ME I 1111.1111 1111 1111111111101.11=11111111MIMIMINIMME 1 8,° BOND SEAM . 217 North Aurora Street Ithaca NY 14850 p 607.273.7600 f 607.273.0475 FOURTHL FFRAMING PLAN 14' - " w 0 cc 7 5' 8" ±ROUGH OPNG I / COORD W/ELEV MFR LOOSE LINTEL COORD W/ELEV MFR LOOSE LINTEL • 8" BOND BEAM W/(2)#5 F FRAMING PLAN199' - 0" 8" BOND BEAM' / (2) #5 .. IL411 11111111111111111111111 .ter.® I � a COORD W/ELEV MFR LOOSE LINTEL] 9' - 11°'± ROUGH OPNG COORD W/ELEV MFR 5 8" ± ROUGH OPNG [COORD W/ELEV MFR LOOSE LINTEL I 5' 8°' ± ROUGH OPNG COORD W/ELEV MFR LOOSE LINTEL THIFD FLOOR F I 130' - 8" LOOSE LINTEL 13 East Seneca Street Ithaca, New York 14850 ww:ElwynPalmer.co 607.272.5060 WARNING: It is a violation of New York State Law for any person, unless acting under the direction of a licensed Architect, to alter this document in any way. If a document bearing the seal of an Architect is altered, the altering Architect shall affix to such document his seal and the notation altered by' followed by his signature, the date of such alteration, and a specific description of the alteration. REVISION C L 8° BONDBEAM _: _.., _..- W/ 2} #5 T; 8" BOND BEAM W/ (2) #5 SECONID FLOOR FFZANAING 117'-4"= VERITH FLOOR FRAMING 184' 0" 8" ± ROUGH OPNG---- . -- -- — -5 - 8i" ± ROUGH OPNG--r-- COORD W/ELEV MFR LOOSE LINTEL; -- ■ COORD W/ELEV MFR LOOSE LINTEL 5' 8°' ± ROUGH OPNG COORD W/ELEV MFR- LOOSE LINTEL 5'-8" ± ROUGH OPNG I COORD W/ELEV MFR LOOSE LINTEL • 8' BOND BEAM (2) 5_:- ._.. SIXTFI FLOOR 170'_ " 5' - 8" ± ROUGH OPNG— COORD W/ELEV MFR LOOSE LINTELi r OVA" "Pail / 4'-0"FIN . al OPNG Mi al '. Al / H -5' - 8" ±ROUGH OPNG COORD W/ELEV MFR -T LOOSE LINTEL t.. FIRST FLOOR FRAMING � I LU F- uCL -i 1 SLAB OVERPOUR TYPICAL COORD W/ELEV MFR LOOSE LINTEL 111111111111111ranalailatratin WRIWILW- ttall ppieepoispa ♦abOatillittigal ISWISTAPPRII reiva IIY. grt ikgwmtaarsssittasm 8°' BOND BEAM W/ (2)1#5 FIFTH FLOOR 1F A I 574 —SLAB OVERPOUR TYPICAL = DATE: PROJECT OTHER: D WN BY'. 8°' BOND BEAM;- W/ (2) #5 ELEVATOR O Y WALL REINFORCING ELEVATION CONT. 1/4" = #6 DOWEL TO MATCH, VERT. BAR SPACING = W/ 9'° HOOK; ELEVATOR A Y WALL REINFORCING ELEVATION H LTARH ITECTS FIFTH L FRAMING 157' - " 8°'- BOND "BEA W/ (2) #5 3' - 4" COORD 3° - 4" COORD W/ ARCH VV/ ARCH — 8" BOND BEAM W/ (2) #5 217 North Aurora Street Ithaca NY 14850 p 7,273,7600 f 607,273.0475 DOSE LINTEL LOOSE LINTEL PEIVTHOUSE FRAMING 216' - 4 1/2 8" BOND BEAM WI (2) #5_ FOURTH T FLOOR FRAMING 144' - ' 3 4" COORD ' 3' 4°' COORD I —W/ ARCH -- W/ ARCH-- DOSE LINTEL' LOOSE LINTEL 3' - 4°' COORD 3' - 4" COORD VV/ ARCH W/ ARCH Elwyn f3 ULT NC EN. IN E i.t:.... 213 East Seneca Street" Ithaca, Newa York- 14850 www. ElwynPalxner.coxn 60'7.272.5060 8" BOND BEAM_i::. W/ (2) #5 — 8" BOND BEA W/ (2) #5 ,- THIRD FLOOR FRAMING 130' - 8" WARNING It a violation of New York State Law for any person, unless acting under the direction of a licensed Architect, to alter this document in any way. If a document bearing the seal of an Architect is altered, the altering Architect shall affix to such document his seal and the notation "altered by" followed by his signature, the date of such alteration, and a specific description of the alteration. , - r - 3° - 4'° COORD; r 4" COORD WI ARCH FEVISION SCHEDULE .. W/ ARCH . _..`- WI ARCH LOOSE LINTEL LOOSE LINTE LOOSE LINTEL LOOSE LINTEL 8" BOND BEAM W/ (2)'#5-- 8" BOND J W/ (2) #5 ' SEVENTH FLOOR FRAMING 184' _ " FLOORSECOND FRAMING 117'- 4' 4 COORD 3° 4`° COORD 3' 4'° COORD W/ARCH 1 8",BOND BEAM LWI (2) #5 ; SIXTH FLOOR FRAMING 170' - 5„ 8" BOND BEAM W/ (2) #5 FIRST FLOOR FRAMING 100' - " I;; WI ARCH VV/ ARCH LOOSE LINTEL LOOSE LINTEL;;''; SLAB OVERPOUR TYPICAL FIFTH L FRAMING PLAN 157' - 4" STAT LL ASONRY WALL ELEVATION CONT. 1/4" = 11-0" SLAB OVERPOUR TYPICAL 1 STAIRWELL ASONRY WALLELEVATIOIV 1 /4" - 1'-0" DOWEL TO MATCH VERT. BAR SPACING W/ 9°' HOOK PROJECT: 2015014 f®V1i® 37RUcEruRAL ©©©i 6376 Thompson Rd. Syracuse, NY 13206 Phone: 315 432-1111 Fax 315 431 9692 A.I.S.C. CERTIFIED Project: Tompkins Financial Corporate Headquarters RFI Description: The top of pier elevations called out on S100 do not coincide with the bottom of baseplate elevations on the column schedule on S500. For example column on A/3 line is called out to have bottom of baseplate at 97'-8". P3 at this location is called out to be +10'-1" above the datum elevation of 86'-8". Putting the top of pier elevation at 96'-9" which does not match the 97'-8" column schedule elevation (top of pier elevations should be bottom of baseplate elevations minus grout thickness). Multiple other locations do not coincide as well. Please advise which is correct. RFI Answer Method: Phone Fax Mail Others RFI Answer: T6 -IE TOP OFf PIER AND BOTTOM OF BAS PLATE ELEVATIONS ARE AS E0LLOWS: 31U TOIp, OF PIER ELEVATION BOTTOM Os EASE pLerATEELEVATION 2 (1026") OR (9 NG") (+1028") OR (972408) A/8 01026") OR (97"_2,0) (+10')8") OR (9774") A/4 NO PIER (-6") OR (86227) E/1 {41026D OR (97`_2") (+1028") OR (97) 4' C/ i (1026") OR (9)P-2") (+i 028") OR (97°-4") C/ NO PIER (-67) OR (8622") 4 { .1D-0),) OrR (3 t'" 2") (10` 8") OR {97/41 E 0'-6") OR (97' 2„) (10 0"°) OR (9724") Et8 NO PIER (6") OR (8622") E/4 1026") OR (9722"a) (Y-8") OR (9724°") O/1 (:.1026`x) OR (9722") (F1028") OR (97° 4") Cb` GB OR (9702") (+10°- 3°') OR (9724°") RFI Answer By: jos E p HcAzA11 Title: STRUCTURAL ENGINEER Date: -1 - PROJECT NAME: LeCHAsEi CONSTRUCTION Conceptual drawings n or construction. THIS DOCUfvfENT IS THE PROPER1Y LEChIASE CONSTRUCTION SERVICES LLC. CHASE CONSTRUCTION nceptual drawings not for construction. THIS DOCUMENT IS THE PROPERTY' OF LECHASE CONSTRUCTION SERVICES LLC. COULMN OFFSET FROM GRID COLUMN SCHEDULE 1/4'° = 1'-0'° NOTES 1. SEE C1 AND C4/S500 FOR SPLICE TYPES.' 2. SEE B1/5301 FOR BASE PLATE DETAILS 3. SEE C1/S301 FOR CAP PLATE DETAILS. L6x4x3/8 LLV NOTCH VERT LEG FOR TOP BEARING 2 REQUIRED 217 North Aurora Street Ithaca NY 14850 p 607.273.7600 f 607.273.0475 L4x4x1/4" WELD FLUSH TO L6x4x3/8 - 2 REQUIRED NOTES: 1. FOR USE WITH LIGHT ROOF EQUIPMENT, VENTS, ROOF DRAINS ETC. MAXIMUN EQUIPMENTWEIGHT 1000 POUNDS. 2. PROVIDE HOLES FOR BLOCKING AS REQUIRED. 3. COORDINATE FINAL SIZE AND LOCATION OF ROOF FRAMES WITH MECHANICAL AND PLUMBING CONTRACTORS. EIvvyri Palmer NSULT'ING ENGINEERS, PLLC 213 East Seneca Street Ithaca, New York 14850 www.ElwynPalmer.com 607.272.5060 OPNG COORD SIZE AND LOCATION COMP SLAB POUR STOP z POUR S so," � H SECTION A SECTION B P WARNING: It is a violation of New York State Law for any person, unless actingunder the r i dl ect on of a Architect, licensed e c tact' to alter this document in anyway. Y If a document bearing seal the of an Architect is altered, the altering Architect shall affix to such document his seal and the notation"altered Iate ed b followed Yby his signature, the date of such 9 alteration, and a specific description of the alteration. PUDDLE WELD DECK ATTACHMENT WALL REINF. SEE ELEVATIONS REINFORCED SLAB ON DECK SEE PLAN CHANNEL FRA PLAN DETAIL C8x11.5 - TYP UPPER COLUMN SEE COLUMN SCHEDULE LOCATE COLUMN ALIGNMENT PLATES WITHIN COLUMN WEB SPLICE ELEV - SEE COL SCHEDULE ERECTION PLATE TO REMAIN LOWER COLUMN SEE COL SCHEDULE 3/4" NOTCHED BRICK SPLICE ELEV - SEE COL SCHEDULE UPPER COLUMN SEE COLUMN SCHEDULE BASE PLATE (USE MINIMUM ALLOWABLE PLATE LENGHT AND WIDTH) AP PLATE (USEMINII�.UM ALLOWABLE PLATE LENGHT AND WIDTH) 0" CONC WALL FLOOR EDGE DETAIL ) 1 ' = l'—O" L6x4x5/16" (LLV) W/ 3/4"0 ADHESIVE ANCHORS AT 2'-0" 0 . EMBED 6 3/4°' (MIN) COORDINATE QUANTITIES, LOCATION, AND SIZE OF OPENINGS WITH OTHERS AND H -SERIES, P -SERIES, AND A -SERIES DWGS TYP FLOOR OPENING FRAME 3/4" = 1'-0°" I I WT7x13AT4'-0' 00. DECK EDGE SUPPORT WEB STIFFENER ALIGNED UNDER UPPER COLUMN FLANGES - TYP BOTH SIDES OF LOWER COLUMN WEB LOWER COLUMN SEE COL SCHEDULE REINFORCED SLAB ON COMPOSITE DECK T/SLAB SEE PLAN WELDED WIRE FABRIC (SEE PLAN FOR SIZE) PLACE IN FLAT SHEETS COMPOSITE SLAB -SEE PLANS FOR THICKNESS SEE SPEC FOR CONCRETE DESIGN MIX DEVELOP FULL OMENT CAPACITY OF UPPER COLUMN NOTE: LOCATE SPLICE 4' ABOVE FINISHED FLOOR COLUMN WELDED SPLICE DETAI F OOR EDGE DETAIL 4 NOTE: DETAIL APPLIES WHEN DIRECT BOLTED OR WELDED SPLICE IS NOT POSSIBLE COLUMN SPLICE DETAIL — END PLATE TYP WIDE FLANGE SPANDREL BEAM COMPOSITE STEEL DECK:-" SEE PLAN FOR SIZE. FABRICATE & INSTALL TO COVER 3 OR MORE SPANS.; PROVIDE CHAIRS TO SUPPORT WWR @ 2'-6" 0 . MAX EW FACE OF CONCRETE OR MASONRY WALL STEEL C -CHANNEL "— STRINGER PUDDLE WELD DECK ATTACHMENT REINFORCED SLAB ON COMPOSITE DECK T/LANDING SEE PLAN 0 co co WALL REINF. PL 1" W/4-3/4" ANCHOR BOLT FLOOR ED E 1 1/2" = 1'-O' /2' INSULATION AT THRESHOLD PUDDLE WELD DECK ATTACHMENT NOTE: CONTRACTION JOINTS ARE NOT REQUIRED IN COMPOSITE SLABS. IF CONSTRUCTION JOINTS ARE REQ'D LOCATE OVER NON -COMPOSITE SUPPORT BEAMS. TYPICAL COMPOSITE SLAB DETAI #4 DOWEL AT 2'-0" 0.0 (BENT) REINFORCED SLAB ON DECK SEE PLAN T/S LAB SEE PLAN PUDDLE WELD DECK ATTACHMENT EXTERIOR CONCRETE WALKWAY; ELEVATOR SILL ANGLE REINFORCED SLAB ON DECK SEE PLAN SLOPE SEE SITE DWG T/SLAB SEE PLAN L4x4x1/4" CONTINUOUS W/ 3/4"0 ADHESIVE ANCHORS AT 2'-0" 0 . EMBED 6 3/4" INTO CONCRETE L6x4x5/16" (LLV) W/ 3/4"0 ADHESIVE ANCHORS AT 2'-0" 0 . EMBED 6 3/4" (MIN) u oOoQoQOo0.000°°0,000o .000°o0T7"�C o oGcC7 oCcQcCoJcO" 'oT;oOo o{�ciq,> ?j�c ?o. loon oCaC t . -�.C,.: o{7c C)Q VAPOR' BARRIER L6x4x5/16" (LLV) W/ 3/4"0 ADHESIVE ANCHORS AT 2'-0" 0 . EMBED 6 3/4" (MIN) FLOOR EDGE DETAIL 3 1" DED SPLATE CONNECTION 1 1/2" ®. l'-0" -2" CONC WALL 10" CONC WALL 6 @ 1'-4" 0.0 VERT E WALL REINFORCING SEE ELEVATIONS AB EDGE 1 i-10 AT DOOR THRESH R T ' ESHOLD DETAIL . � aC/2 G/1i. r1/5 /.. r C/3l D/6E/3 /. l / / r / /6 PENTHOUSE ELEV 1 I W14xd90W14x68 4/ (1) c') m W14x82 m IW14)(1099 W14 74 I I I I I 1 1 i I cf)z 4,,'''''k" � wz �® �' Do m c) c) � c> m� rn �I f 1 W14x90 W14x74 1 W14x90 W1Lx68 4I'. m r- _ m VV14x9d IW1�x82 I I I 4'. ,/ w l I' 0 m I' W14x90 I W14x68 I ' r 0 mZ GO r ® Dp LI mD I �I m m rn IG I I I W14x159 W14x120 / / / 11V8x31 W1 Gx68 I I 11-1 i I cp W14x82 W1 )(68 � m ( n m W14x68 W14x109' W14x90 W14x68 4' 4 m r i— m m` W14x109 V\./.4x82' I 4". m r m W14x74 W14x9f0 W14x82 4". // -o I ( ( L � 1 I I I I rn W1 x90 I W14x68 4,. l I I -(''--) m 1 W14x120 W14k99 ;i 4 X -a v r m f L W14x109 W14x82 I' I' 4"L // co v r — 21T0" ROOF ELEV co 198'-10" 7 SEVENTH FLR ELEV - 184'-0° — �— SIXTH FLR ELEV — 170'-8°' FIFTH FLR ELEV co —.I — — x' — - _— 157'-4" FOURTH FLR ELEV E, — 144'-0" THIRD FLR ELEV S 130°-8., SECOND FLR 117'-4" FIRST FLR ELEV — ELEV — — y — 100'-0" FOUNDATION ELEV ' 86'-8" CAP PLATE TYPE N/A CP1 CP1 P1 CC CP1 N/A CP1- N/A CP1 P1 -CP1 CP1 CP1 % CP1 CP1 N/A ' CP1 CP1 N/A " CP1 CP1 CP1 CP1 LENGTH 1/ 1 SEE C S30 SEE C1/S30 1 SEE C1/S301 S SEE C1/S301 SEE C1/S301 SEE C1/S301 SEE C1/S301 SEE C1/S301 SEE C1/S301 SEE C1/S301 SEE C1/S301 SEE C1/S301 SEE-C1/S301SEE C1/S... 1 30 _C1 S301 SEE /SEE SEE C1/S301' SEE C1/S301 C1/S301 SEEC1/S301- SEE C1/S301 SEE.C1/S301 SEE :C1/S30T WIDTH: THICKNESS BASE PLATE ( TYPE BP1- BP1 BP1- BP2 BP2 BP1 BP3 BP1 BP2 BP1 P2 BP2 BP2 BP3 BP1 BP2 BP2 BP2 BP2 BP2 BP2 BP2 BP2 LENGTH TYPE B SEE E4 AND E8/S301 TYPE BSEE -E4 AND.E88 TYPE BSEE E4 AND E8/S301 TYPE:B SEE E4 AND E8/S301 TYPE B SEE E4 AND E8/S301 TYPE B SEE E4 AND E8/S301 TYPE B SEE E4 AND E8/S301 TYPE -B SEE E4 AND E8/S301 TYPE B SEE E4 AND E8/S301 TYPE BSEE E4 AND E8/S301 :: TYPE BSEE E4 AND E8/S301 TYPE BSEE E4 AND E8/S301 TYPE B -SEE E4 AND E8/S301 TYPE`B SEEE4 AND E /S 1 8 3030AND P TYPE B SEE E4 AND E8/S1/S301 TYPE B SEE E4 E8/S301 TYPE BSEE -E4 AND E ! S301 TYPE B SEE E4 A 301 ANE8/S8 TYPE B'SEE E4 AND E8/S301 TYPE B SEE 'E4 AND E8/S301 TYPE B SEE E4 AND E / 1 S30 TYPE BiSEE E4 AND E8/S301 TYPE B SEE E4 AND E8/S301 WIDTH- THICKNESS C J- 158 " 1 5/88 1 5/8" . 2 1/4" 2;1/4' 1 5/8" 1" 1 5/8" 2 1/2" : 1 5/8" 2 1/2"2 1/2" 2 1/4"1" 1 5/ " :5/8" 1 ; 2 1/2" 2 1/2"1/4" 1 5/8"2 2 1/4" 2 1/4".:2.114 ANCHOR BOLTS 3/4"3/4 „ /4" 33 3/4" 3/4" 3/4" 3/4" 3/4" 3/4" 3/4"/4" 3/4" 3/4" 3 /4", 314 3/4" 3/4 3/4" 3/4 „ 3t4 3/4 314 ::.:.314 BOTTOM OF BASE PLATE ELEV '; 97'-8" ` 97`-8" 86'-2" 98'-6" 98' 6" 97'-8" 198'-10" 97'-8' 86'-2' 97'-8' 98'-6" 98'-6" 86-2" 198'-10" 97'-8" ' 98' 6' 98'-6' 98'-6" ; 98'-6" 98'-6" 98'-6" 98'-6' 98'-6' COULMN OFFSET FROM GRID COLUMN SCHEDULE 1/4'° = 1'-0'° NOTES 1. SEE C1 AND C4/S500 FOR SPLICE TYPES.' 2. SEE B1/5301 FOR BASE PLATE DETAILS 3. SEE C1/S301 FOR CAP PLATE DETAILS. L6x4x3/8 LLV NOTCH VERT LEG FOR TOP BEARING 2 REQUIRED 217 North Aurora Street Ithaca NY 14850 p 607.273.7600 f 607.273.0475 L4x4x1/4" WELD FLUSH TO L6x4x3/8 - 2 REQUIRED NOTES: 1. FOR USE WITH LIGHT ROOF EQUIPMENT, VENTS, ROOF DRAINS ETC. MAXIMUN EQUIPMENTWEIGHT 1000 POUNDS. 2. PROVIDE HOLES FOR BLOCKING AS REQUIRED. 3. COORDINATE FINAL SIZE AND LOCATION OF ROOF FRAMES WITH MECHANICAL AND PLUMBING CONTRACTORS. EIvvyri Palmer NSULT'ING ENGINEERS, PLLC 213 East Seneca Street Ithaca, New York 14850 www.ElwynPalmer.com 607.272.5060 OPNG COORD SIZE AND LOCATION COMP SLAB POUR STOP z POUR S so," � H SECTION A SECTION B P WARNING: It is a violation of New York State Law for any person, unless actingunder the r i dl ect on of a Architect, licensed e c tact' to alter this document in anyway. Y If a document bearing seal the of an Architect is altered, the altering Architect shall affix to such document his seal and the notation"altered Iate ed b followed Yby his signature, the date of such 9 alteration, and a specific description of the alteration. PUDDLE WELD DECK ATTACHMENT WALL REINF. SEE ELEVATIONS REINFORCED SLAB ON DECK SEE PLAN CHANNEL FRA PLAN DETAIL C8x11.5 - TYP UPPER COLUMN SEE COLUMN SCHEDULE LOCATE COLUMN ALIGNMENT PLATES WITHIN COLUMN WEB SPLICE ELEV - SEE COL SCHEDULE ERECTION PLATE TO REMAIN LOWER COLUMN SEE COL SCHEDULE 3/4" NOTCHED BRICK SPLICE ELEV - SEE COL SCHEDULE UPPER COLUMN SEE COLUMN SCHEDULE BASE PLATE (USE MINIMUM ALLOWABLE PLATE LENGHT AND WIDTH) AP PLATE (USEMINII�.UM ALLOWABLE PLATE LENGHT AND WIDTH) 0" CONC WALL FLOOR EDGE DETAIL ) 1 ' = l'—O" L6x4x5/16" (LLV) W/ 3/4"0 ADHESIVE ANCHORS AT 2'-0" 0 . EMBED 6 3/4°' (MIN) COORDINATE QUANTITIES, LOCATION, AND SIZE OF OPENINGS WITH OTHERS AND H -SERIES, P -SERIES, AND A -SERIES DWGS TYP FLOOR OPENING FRAME 3/4" = 1'-0°" I I WT7x13AT4'-0' 00. DECK EDGE SUPPORT WEB STIFFENER ALIGNED UNDER UPPER COLUMN FLANGES - TYP BOTH SIDES OF LOWER COLUMN WEB LOWER COLUMN SEE COL SCHEDULE REINFORCED SLAB ON COMPOSITE DECK T/SLAB SEE PLAN WELDED WIRE FABRIC (SEE PLAN FOR SIZE) PLACE IN FLAT SHEETS COMPOSITE SLAB -SEE PLANS FOR THICKNESS SEE SPEC FOR CONCRETE DESIGN MIX DEVELOP FULL OMENT CAPACITY OF UPPER COLUMN NOTE: LOCATE SPLICE 4' ABOVE FINISHED FLOOR COLUMN WELDED SPLICE DETAI F OOR EDGE DETAIL 4 NOTE: DETAIL APPLIES WHEN DIRECT BOLTED OR WELDED SPLICE IS NOT POSSIBLE COLUMN SPLICE DETAIL — END PLATE TYP WIDE FLANGE SPANDREL BEAM COMPOSITE STEEL DECK:-" SEE PLAN FOR SIZE. FABRICATE & INSTALL TO COVER 3 OR MORE SPANS.; PROVIDE CHAIRS TO SUPPORT WWR @ 2'-6" 0 . MAX EW FACE OF CONCRETE OR MASONRY WALL STEEL C -CHANNEL "— STRINGER PUDDLE WELD DECK ATTACHMENT REINFORCED SLAB ON COMPOSITE DECK T/LANDING SEE PLAN 0 co co WALL REINF. PL 1" W/4-3/4" ANCHOR BOLT FLOOR ED E 1 1/2" = 1'-O' /2' INSULATION AT THRESHOLD PUDDLE WELD DECK ATTACHMENT NOTE: CONTRACTION JOINTS ARE NOT REQUIRED IN COMPOSITE SLABS. IF CONSTRUCTION JOINTS ARE REQ'D LOCATE OVER NON -COMPOSITE SUPPORT BEAMS. TYPICAL COMPOSITE SLAB DETAI #4 DOWEL AT 2'-0" 0.0 (BENT) REINFORCED SLAB ON DECK SEE PLAN T/S LAB SEE PLAN PUDDLE WELD DECK ATTACHMENT EXTERIOR CONCRETE WALKWAY; ELEVATOR SILL ANGLE REINFORCED SLAB ON DECK SEE PLAN SLOPE SEE SITE DWG T/SLAB SEE PLAN L4x4x1/4" CONTINUOUS W/ 3/4"0 ADHESIVE ANCHORS AT 2'-0" 0 . EMBED 6 3/4" INTO CONCRETE L6x4x5/16" (LLV) W/ 3/4"0 ADHESIVE ANCHORS AT 2'-0" 0 . EMBED 6 3/4" (MIN) u oOoQoQOo0.000°°0,000o .000°o0T7"�C o oGcC7 oCcQcCoJcO" 'oT;oOo o{�ciq,> ?j�c ?o. loon oCaC t . -�.C,.: o{7c C)Q VAPOR' BARRIER L6x4x5/16" (LLV) W/ 3/4"0 ADHESIVE ANCHORS AT 2'-0" 0 . EMBED 6 3/4" (MIN) FLOOR EDGE DETAIL 3 1" DED SPLATE CONNECTION 1 1/2" ®. l'-0" -2" CONC WALL 10" CONC WALL 6 @ 1'-4" 0.0 VERT E WALL REINFORCING SEE ELEVATIONS AB EDGE 1 i-10 AT DOOR THRESH R T ' ESHOLD DETAIL SHEAR STUD CONNEI TOR CLOSURE PLATE WALL ASSEMBLY SEE ARCH *STOP HUNG LINTEL 1/2" FROM MASONRY AT EACH END OF S501 LINTEL REINFORCED SLAB ON DECK SEE PLAN #4 DOWEL AT 1'-0'' O.C. I POURSTOP (CONTINUOUS) PUDDLE WELD DECK TO ANGLE 1 1/2" ROOF DECK SEE PLAN Architecture Planning ri r Design 217 North Aurora Street Ithaca NY 14850 p 607.273.7600 f 607.273.0475 REINF CONC SLAB — ON DECK SEE PLAN WIDE FLANGE SPANDREL BEAM T/STL SEE PLAN L4x4x1/4'° AT 4°-0" 0.0 WT 7x13 x 6" LONG` AT 4'-0" 0.C. REINF CONC SLAB ON DECK SEE PLAN DAMAGE THREADS AT EACH END OF THREADED ROD AFTER FINAL ADJUSTMENT PREDRILL HOLES FOR HALFEN HANGER IDE FLANGE SEE PLAN (2) 1/2''0 ANCHOR BOLT L7x4x3/8" (LLH) CONTINUOUS (GALV) PENTHOUSE SLAB EDGE DETAIL 1/2" = 1°-0" 1-4:1wyn Palmer CONSULTING ENGINEERS, PLLC 213 East Seieca Street Ithaca, New York 14850 www.ElwynPalmer.com 60'7.272.5060 5/16'° BENT PLATE HUNG TL DETAILL-2 +10°-8 COORD W/ARCH WALL ASSEMBLY SEE ARCH 4 DOWEL AT 1'-0" 0.C: REINFORCED SLAB ON DECK SEE PLAN 1'-0" POURSTOP SEE S001 FOR POURSTOP SCHEDULE WALL ASSEMBLY SEE ARCH PUDDLE WELD DECK TO BEA 1/2" ROOF DECK SEE PLAN WARNING: It is a violation of New York State Law for any person, unless acting under the direction of a licensed Architect, to alter this document in any way. If a document bearing the seal of an Architect is altered. the altering Architect shall affix to such document his seal and the notation "altered by followed by his signature, the date of such alteration, and a specific description of the alteration. T/STL SEE PLAN 3/4" NOTCHED BRICK REVISION SCHEDULE EXISTING VAULT DOOR EXISTING STEEL PIN SUPPORT 1/4" BENT PLATE (CONTINUOUS) 1 1/2" ROOF DECK SEE PLAN REINF CONC SLAB ON DECK SEE PLAN CD Updates 24 MAR 2016 DE FLANGE sAM WIDE FLANGE SPANDREL BEAM L7x4x3/8" (LLH) " — WT 7x13 AT 4'-0" O.C. DECK EDGE SUPPORT / EXTERIOR WALL ASSEMBLY PENTHOUSE SE SOUTH SLAB EDGE DETAIL 1 1/23' = 1°-0" EXISTING STEE PIN SUPPORT THE STEEL NETWORK VERTICLIP SLS OR EQUAL SPANDREL BEAM I j REINF CONC SLAB ON DECK SEE PLAN 1/2" GUSSET PLATE C� BEAM WALL ASSEMBLY SEE ARCH SEE SEE PLAN (2) 1/2"0 EXPANSION ANCHORS. EMBED 4" LOCATE ANCHORS IN DOW FLUTES J. WIDE FLANGE SPANDREL BEAI4 SEE ARCH FOR WALL ASSEMBLY REINFORCED SLAB ON DECK SEE PLAN DOWEL AT 1'-0'° 0.C.' REINFORCED SLAB ON - SEE PLAN 5/16'° BENT PLATE (CONTINUOUS) ' 1 1/2" ROOF DECK 1'-0" SEE PLAN FOR SPAN DIRECTION x x x T/STL SEE PLAN SPANDREL BEAM - SEE PLAN PL1/2"x4" CONTINUOUS W/ 1/2 DIAMETER x 6" LONG SHEAR STUDS ANCHORS AT 2'-O" 0 . TYPICAL AT ALL PENTHOUSE TOP OF WALL CONDITIONS WT 7x13 © 4' 0. C.' DECK SUPPORT L4x4x3/8 "'AT 4'-0' O.C. PUDDLE WELD DECK TO ANGLE /2" ROOF DECK SEE PLAN T/BEAM POCKET SEE PLAN T/STL SEE PLAN SHEARVVALL REINFORCING SEE ELEVATIONS * HOT -DIPPED GALV ALL EXPOSED EXTERIOR STRUCTURAL STEEL 3/4°0 ASTM A325 ANCHOR BOLT AT 12" 0.C. (GALV) BRG PL 3/4"x5"x1'-0" L 1/4" LEVELING PLATE 3/4" GROUT WALL REINF OVERSIZE HOLES IN BEAM AND PROVIDE WASHERS (2) 3/4°'0 x 1'-0" LONG W/ 3" HOOK SPACE ANCHORS 9" O.C. EXTERIOR WALL ASSEMBLY SEE ARCH L4x4x3/8 x 6 LONG CLIP F EAIGE DETAI 1 1 ° L6X4x5/16" CONT L4x4x3/8" AT 2'-0" O.C. PLATE 1/2" x 4" WIDE CONTINUOUS L4x4x5/16" CONTINUOUS (GALV) ULT SUPPORT DETAIL PENTHOUSE SLAB 1 1/2" = 1'-0°° TOP OF STEEL SEE PLAN FILL BEAM POCKET WITH SOLID OR SOLID GROUTED MASONRY CUT BLOCK COURSE BELOW STEEL BEAM BEARING GROUT SOLID BEAM SHAPE STRUCTURAL CONTRACT 1489 NC. 6376 Thompson Rd. — Syracuse, NY 13206 Phone: 315 432-1111 Fax 315 431 9692 ALS.C. CERTIFIED W8X15 W12x19 W14x22 J.GDM/. REQUEST FOR, UNf;=ORMA lj=l0 Project: Tompkins Financial Corporate Headquarters RFI No.: 4 Date: 6/24/2016 RFI By: HO Date: 6/24/2016 Phone Fax X Mail Others Client: Job No.: 5370 Sht. No. 1 RFI To: Lechase Construction Attn: Jim Brown RFI Description: On Penthouse roof framing plan. Please provide the end beam section detail for the W 14's, and W8's located at 10" CMU wall. The W14's and W8's are aligned at East and West directions and having the same top of steel elevation. Are bearing plates required for supporting these beams? If yes, the beams need to be offset. Please provide offset beam dimension as well. RFI Answer Method: —Phone Fax Mail Others RFI Answer: REFER TO TYPICAL EAI FADING GN..... ASONRY DETAIL ED -S1 ALONG WITH THE DIMENSIONS SHOWN ON P ` E G.: RFI Answer By: JOSEpH CAA I II Title: TLI2R901CTIRAL ENGI E Date. TOP OF STEEL SEE PLAN FILL BEAM POCKET WITH SOLID OR SOLID GROUTED MASONRY CUT BLOCK COURSE BELOW STEEL BEAM BEARING GROUT SOLID BEAM SHAPE PLATE SIZE W8X15 W12x19 W14x22 5°' WIDE x 10" LONG 5" WIDE x 10"° LONG 5" WIDE x 12" LONG 1/2 BEARING PLATE - OFFSET 1/2" FROM FACE OF CMU WITH (2) - 3/4°'0 x 6" LG HEADED CONCRETE ANCHORS LOCATE 1 1/2" FROM EACH END OF PLATE 1" NON -SHRINK GROUT NEW MASONRY WALL. SEE PLAN, SECT, OR ELEV. PICAL BEAM BEARING ON AS DETAIL 1 1/2" = 1'-" CONSULTING ENGINEERS. PLLC TOMPKINS FINANCIAL CORPORATION T'YPICAL BEAM BEARING ON MAS DETAIL Project number 2015014 Drawn by JEC/RAM Checked by JEC Scale AS NOTED"` 7/7/2016 9:33:34 AM 6 4" MASON ' COMPO " • TS USE ON LOOSE ANGLE CLEAR .PENINCANGLE SIZE ' L4x4x5/16 L6x4x5/16 (LLV) TO 10'-0" L7x4x318 (LLV) 6" MASONRY COMPONENTS USE ONE PAIR ANGLES PER 6" OF WALL WIDTH CLEAR OPENINCANGLE SIZE TO 4'-0" L3 1/2x3 1/2x5/16" AND L3x2x5/16 TO 6-0" L4x3 1/2x5/16 (LLV) AND L3x2x5/16 TO 8'-0" L6x3 1/2x5/16 (LLV) AND L3x2x5/16 TO 10'-0" L6x3 112x3/8 (LLV) AND L3x2x5/16 10" MASONRY COMPONENTS USE ONE PAIR OF ANGLES PER 6" OF WALL WIDTH CLEAR OPENIN(ANGLE SIZE TO 6-0" L5x5x5/16 (LLV) AND L4x4x5/16 TO 8'-0" L6x4x5/16 (LLV) AND L5x5x5/16 TO 10'-0" L7x4x3/8 (LLV) AND L5x5x5/16 8". 12" AND 16" MASONRY COMPONENTS USE ONE PAIR ANGLES PER 4" OF WALL WIDTH CLEAR OPENINCANGLE SIZE TO 4'-0" L3 1/2x3 1/2x5/16 6'-0" L4x3 1/2x5/16 (LLV) L6x3 112x5/16 (LLV) TO 10'-0" L6x3 1/2x3/8 (LLV) 4" MASONRY 6" MASONRY 8" MASONRY 10" MASONRY (1) LOOSE ANGLE (1) PAIR BACK TO BACK (1) PAIR BACK TO BACK (1) PAIR BACK TO BACK 4_, .4 • "4", • 411: 12" MASONRY (1) LOOSE ANGLE (1) PAIR BACK TO BACK bm_TOP OF STEEL SEE PLAN FILL BEAM POCKET WITH SOLID OR SOLID GROUTED MASONRY -404 16" MASONRY (2) PAIR BACK TO BACK TYPICAL WELDING CF BACK TO BACK ANGLES NOTES: 1. LINTELS INDICATED ARE FOR MASONRY WALLS AND APPLY FOR NEW AND EXISTING CONSTRUCTION. 2. ALL OPENINGS 1'-0" AND OVER IN ALL OTHER MASONRY CONSTRUCTION REQUIRE LINTELS 3. ALL LINTELS SHALL BEAR A MINIMUM OF 8" ON SOLID OR SOLID GROUTED MASONRY AT EACH END. 4. ALL LINTELS SHALL BE PREPARED, PRIMED AND/OR FINISHED IN ACCORDANCE WITH THE PROJECT MANUAL. EXTERIOR LINTELS ARE TO BE GALVANIZED. 5. THIS SCHEDULE APPLIES TO SINGL-WYTHE, AND CAVITY WALLS. FOR MULTI-WYTHE AND CAVITY WALLS REFER TO THIS SCHEDULE FOR LINTELS FOR EACH COMPONENT OF THE WALL. 6. WHERE MINIMUM 8" BEARING CAN NOT BE PROVIDED DUE TO INTERFERENCE WITH A STEEL COLUMN, PROVIDE CONNECTION OF LINTEL TO COLUMN. WHERE MINIMUM 8" BEARING CAN NOT BE PROVIDED DUE TO OTHER OBSTRUCTIONS, NOTIFY ARCHITECT. 7. SHORE EXISTING STRUCTURE AND WALL AS REQUIRED FOR INSTALLATION OF LINTELS. TYPICAL LINTEL SCHEDULE 1 1/2" = 1'-0" T/SLAB ELEV - SEE PLAN PRECAST VAULT WALL. PANEL PRECAST VAULT FLOOR PANEL SEE PLAN 2" GROUT SOLID AFTER VAULT INSTALLATION 5 1/2" REINFORCED SLAB ON DECK �— CLOSURE PLATE ST/RECESSED SLAB ELEV - SEE PLAN 5 1/2" REINFORCED SLAB - ON DECK - SEE PLAN FOR SPAN DIRECTION TYP L4x4x1/2 CONT 1/4", / 4-12 / / t C2 SLAB EDGE DETAIL AT VAULT 1 1/2" = 1'-0" 2" STEEL COMPOSITE DECK WIDE FLANGE FLOOR 6EAM COL C PENETRATION Mv" STEEL BEAM SEE PLAN CUT BLOCK COURSE BELOW STEEL BEAM BEARING GROUT SOLID d uJ — 1/2x5x12" BEARING PL W/ 2- 3/4"0 x 6" LG HEADED CONCRETE ANCHORS @ 8" OC SET PLATE 1/2" FROM FACE OF CMU BOND BEAM NEW MASONRY WALL. SEE PLAN, SECT, OR ELEV. TYP BEAM BEARING ON MAS DETAIL 1 1/2" = 1'-0" BEYOND OPENING \WELD BOTH SIDE OF PLATE W1 Le i r L BEAM WEB REINFORCING SCHEDULE TAG WE. WP2 TYPE L (in.) H (in.) Le (tn.) t (in.) D (in.) W1 (in.) W2 (in.) W18x40 __----------._---------------------__—.____--- 4 8 4 4 1.5 2 .25 .25 .25 2 2 2 CJP 5/16 5/16 C,. P W18x40 5/16 5/16 WP3 W18x35 8 4 2 WP4 W18x35 8 8 21/4 .375 2 7/16 3/8 WP5 W21X48 8 8 2 .375 2 7/16 7/16 WP6 W24x68 4 4 2 .375 2 CJP CJP WP7 W24x68 8 4 2 .375 2 7/16 7/16 WP8 W21x50 8 4 2 .375 2 7/16 7/16 WP9 W21x50 8 6 2 .375 2 7/16 7/16 WP10 W21x44 8 4 2 .375 2 7/16 7/16 WP11 W21x44 8 6 2 .375 2 7/16 7/16 WP12 W21x44 12 8 3 .375 2 5/16 5/16 WP13 W18x60 8 8 2 .375 21/2 CJP CJP r = CORNER RADIUS = 2* tw (BEAM WEB THICKNESS) C5 BEAM WEB PENETRATION DETAIL 1 1/2" = 1'-0" HSS6x4x3/8" POST SECTION A -A THICKNESS = 1" I" NON -SHRINK GROUT T/ELEV PIT SLABi-i, SEE PLAN ELEVATOR RAIL SUPPORT FOUNC) j TION CONNECTION DETAIL /2" = 1'-0" T/ELEV PIT SLAB SEE PLAN — PL 1/2"x8"x4 1/4" -- PL 3/8" STIFFENER FULL DEPTH EACH SIDE W12 BEAM SEE PLAN — PL 112"x8"x4 1/4" — HSS6x4x3/8" POST A -A ELEVATOR RAIL SUPPORT INTERN TATE CONNECITONS 5 RAILING 7 3/8"BENT PLATE CONTINUOUS AROUND OPENING 1/4" C� CO EOS SEEI „I/ /I PLAN r-- 1/2"0x4” LONG HEADED STUD ANCHOR @ 2'-0" O.C. 1/4 3/4" SHEAR STUD REINFORCED SLAB ON COMPOSITE DECK CLOSURE PLATE L3x2 1/2x1/4" (LLH) CONT. CLIP 3" LEG TO 2 3/4" PREDRILL HOLES FOR RAILING. COORD W/ ARCH AND RAILING MFG. STEEL WIDE FLANGE SPANDREL BEAM WE COLUMN WF BEAM - TOP & BOTTOM PL 3/4"x8"x9 1/2" LONG - TYP 1 1/2 SLAB EDGE DETAIL 1" = 1'-0" (D. COL 3" 4' / trn 2 2 ROWS 3/4"0 ASTM A325 HIGH STRENGTH BOLTS (6 TOTAL) - TYP TOP AND BOTTOM PL3/4"x8"x9 1/2" LONG - TYP LLJJ SHEAR CONNECTION PLATE AT EACH SIDE OF COL TYP AT\ STIFFENER > PLATE/ TOP & BOTTOM (D6MOMENT CONNECTION SHEAR CONNECTION 1/4" <TYP — PROVIDE DOUBLER PLATES AS REQUIRED PER DESIGN 1" = ,}'-0" 1/2" CAP PL VVF COLUMN --- WF BEAM 3" 3"\ 7 \ 1 1/2")'\ COL 7" 3" 3" 1 1/2" PL 3/4"x8"x2'-5" LONG - TYP SHEAR CONNECTION PLATE AT EACH SIDE OF COL TYP @ STIFFENER /. PLATE/ MOMENT CONNECTION 2 1" = 1'-0" 4 BEAM 4.11 1141 STEEL STEELL COLUMN OR OTHER BEARING CONDITIONS WIDE FLANGE BEAM SEE FRAMING PLAN FULL HEIGHT PL 5/16" STIFFENER OVER COLUMN CENTERLINE STEEL COLUMN OR OTHER BEARING CONDITIONS A5 TYPICAL BEAM STIFFENER D \ 1 1/2" = V-0" f� SHEAR CONNECTION ❑ 1/4" TYP PROVIDE DOUBLER PLATES AS REQUIRED PER DESIGN BEAM .._ S_T/STI 1 1/2" ROOF DECK -- SEE PLAN FOR SPAN DIRECTION tVET/STL SEE PLAN BEAM SEE PLAN WIDE FLANGE BEAM THE STEEL NETWORK VERTICLIP SLS OR EQUAL BLOCKING T/PARAPET SEE ARCH 6" CFMF STUDS AT 2"-0" O.C. HIL,TARCHITECTS 9 3/4" DIAMETER EXPANSION ANCHOR. EMBED 4" MIN a 4 d STAIR STRINGER SEE ARCH 4 a 4s4' 4 /41 \* ce4vvw p *r,,Vr? 'S 'e* \**** \NN,./. WA, *, * THICKEN SLAB TO 12" FOR FULL WIDTH OF STAIR BASE Architecture Planning Interior Design 217 North Aurora Street / Ithaca NY 14850 / p 607.273.7600 f 607.273.0475 Elwyn Palmer :11 11 ................................. .. . 213 East Seneca Street Ithaca, New York 14850 www.ElwynPalmer.com 607.272.5060 WARNING: It is a violation of New York State Law for any person, unless acting under the direction of a licensed Architect, to alter this document in any way. If a document bearing the seal of an Architect is altered, the altering Architect shall affix to such document his seal and the notation "altered by" followed by his signature, the date of such alteration, and a specific description of the alteration. REVISION SCHEDULE EV. NAME REV. DATE CD Updates 24 MAR 2016 CD Updates 03 MAY D8 Stringer Connection at Slab 1 1/2" = 1'-0" BEAM POCKET 1'-2" WIDE 1 4" AIL T/BEAM POCKET SEE PLAN BRG PL 3/4"x5"x1'-0" L —� 1/4" LEVELING PLATE 3/4" GROUT WIDE FLANGE BEAM SEE FRAMING PLAN WALL REINF - INFILL W/ AIR ENTRAINED CONCRETE (1) #4 x 4'-0" CONTINOUS ACROSS BEAM POCKET (CAST IN CONCRETE) OVERSIZE HOLES IN BEAM AND PROVIDE WASHERS (2) 3/413 x 1'-0" LONG W/ 3" HOOK SPACE ANCHORS 9" O.C. 68 BEAM BEARING DETAIL 3/4" = 1'-0" PL 5/16" STIFFENER OVER COLUMN CENTERLINE 3/16 3/16 STEEL COLUMN OR OTHER BEARING CONDITIONS PROVIDE 3/4 HEIGHT STIFFENERS WHERE BEAM FRAMES OVER TOP OF COLUMN OR WHERE OTHERWISE INDICATED. 7 0 co BEAM STEEL COLUMN OR OTHER BEARING CONDITIONS - PL 5/16" STIFFENER OVER COLUMN CENTERLINE WIDE FLANGE BEAM SEE FRAMING PLAN PROVIDE 3/4 HEIGHT STIFFENERS WHERE BEAM FRAMES OVER TOP OF COLUMN OR WHERE OTHERWISE INDICATED. 9 10 DATE: PROJECT: CO co Ct 71- LL1 I-- ct Z Q Fic2- w g z C3OQ < 0 Wo1 1-'- ww F. z < Z4‹ CI) I/ LI 0 co ill a. Z W F) ;7 � w o ao 26 JUNE 2016 2015014 OTHER: DRAWN BY: Author FRAMING DETAILS S5O2 c REINFORCED CO C TE STAIR LANDING S ; PLAN 5 1/2" REINFORCED SLAB ON DECK CLOSURE PLATE STAIR LANDING 2" SLAB ON 9/16" 20 GA. GALV STL. DECK W/6x6 - W1.9xW1;9 WWR PUDDLE WELD PL 1/4"x4"W x CONTINUOUS VV/ 3/4"0 x4" LONG STUD ANCHORS AT 2°-0" 0.G 7— CONCRETE PILASTER PUDDLE WELD 2'= REINFORCED SLAB ON DECK T/SLAB T/PLATFORM_ SLAB ELEV (SEE PLAN) 8" BOND BEAM W/(1) #5 CONTINUOUS STAIR EDGE DETAI " = 1'-0" CONNECT LANDING POST TO BEAM WITH CONN WHICH ALLOWS FOR VERT BEAM DEFLECTION HSS3x3x5/16" LANDING SUPPORT COL REINFORCED CONCRETE SLAB ON DECK SEE PLAN pc aLu O OQ CO CONNECT LANDING` SUPPORT POST' TO BEAM W/ CONN. WHICH ALLOWS FOR VERT. BEAM DEFLECTION. HSS 3x3x5/16" LANDING SUPPORT POST OFFSET 1 1/4" TOWARD STAIRWELL L4x4x5/16" x 8" LONG W/(2) 3/4` 0 ADHESIVE ANCHORS EMBED 6" ALIGN INSIDE FACE OF CMU AND CONCRETE WALL 217 North Aurora Street Ithaca NY 14850 p'607.273.7600 f 607.273.0475 T/SLAB SEE PLAN STAT CO CTI DETAIL 1 = 1T—On CONC WALL REINFORCING SEE SHEARWALL ELEVATION L6x4x5/16 (LLV) W/ 3/4"0 ADHESIVE ANCHORS AT 4'-0 0.C: EMBED 6°' 1/2" CAP PLATE TOP AND BOT BENT STAIR STRINGERS C12x20.7 STRINGER. CONNECT TO BACK STRINGER EXTEND BACK STRINGER TO CONNECT TO LANDING SUPPORT POST SLAB GE AT P ATFORM DETAIL'` o -z c -7,- 2E'0 0`›- 0D uj -ow 00 ONSOLTING ENGINEERS, VPt LC 213 East Seneca Street Ithaca, New York 14850 www.ElwynPalmer.com 607.272.5060 WT8x15 112°' x 8" LONG CLIP WEB TO FIT 8" CFMF BOX BEAM - COORDINATE DESIGN / CONNECTION WITH CURTAINWALL MANUFACTURER 5 1/2°' REINFORCED SLAB ON DECK CLOSURE PLATE PUDDLE WELD PL-114"x4"W x CONTINUOUS VV/ 3/4"0 x4" LONG STUD ANCHORS AT 2°-0" 0.C. POUR STOP T/PLATFORM SLAB ELEV (SEE PLAN) 8" BOND BEAM W/(1) #5 CONTINUOUS WARNING: It is a violation of New York State Law for any person, unless acting under the direction of a licensed Architect, to alter this document in any way. If a document bearing the seal of an Architect is altered, the altering Architect shall affix to such document his seal and the notation "altered by" followed by his signature, the date of such alteration, and a specific description of the alteration. REINFORCED CONCRETE STAIR LANDING SEE PLAN TYP NORTH STAIR LANDING SUPPORT T/LANDING EE PLAN L2x2x1/4° CONT WT4x15 1/2"x8" LONG C WEB TO FIT REV. DATE 24 MAR 2016 EDGE OF UNIT COORD W/ MECH ELEVATOR HOISTWAY L6x4x5/16" (LLV) W/ 3/4"0 ADHESIVE ANCHORS AT 4'-0 0 . EMBED 6" STAIR LANDING HANGER CONNECTION NECTI DETAIL 1" = 1'-0" SLAB DG AT PLATFORM DETAIL 2 CURTAIN WALL PANEL 5 1/2" REINFORCED SLAB ON DECK U PMENT CURB DETAI L4x3x1/4 x 1' LONG T/PLATFORM SLAB ELEV (SEE PLAN) L6x4x5/16" (LLV) W/ 314"0 ADHESIVE ANCHORS AT 4'-0" O.C. EMBED 6" PL 1/2" (GALVANIZED) 3/4"0 STAINLESS STEEL ROD CORNER OF STAIR WALL #5 VERT.'REINF: @ 4'-0" 0.C, (2) 3/4"0 ADHESIVE ANCHORS EMBED 6 5/8 SLAB EDGE AT P ATFORM DETAIL 3 1 " 1c-0“ STAIR STRI GER CONNECTION TAIL #2 1/2 CLEVIS WITH 7/8"0 PIN PL 1/2" (GALVANIZED) 8" CFMF BOX BEAM - COORDINATE DESIGN / CONNECTION WITH CURTAINWALL MANUFACTURER T/STEEL SEE PLAN TACK WELD NUT TO BEAM AND ANCHOR BOLT L4x4x1 /4" x 3 1/2" LONG WITH 1/2"0'HILTI KWIK BOLT 3 EXPANSION ANCHOR OR EQUAL EMBED 3 1/2" DATE PROJECT. OTHER: GLASS ROOF SEE ARCH FULLY WELDED HSS TUBE FRAME HOT - DIPPED GALV. AND POWDER COATED COLOR BY OWNER NOTE PRE -DRILL HOLES IN BEAM FOR ANCHOR RODS. COORD W/ PARTITION MFR ;_CANOPY CONNECTION DETA 1/2 = 1'-0o, 1/2'?0 x 9" LONG HANGER RODS BY PARTITION MFR. PARTITION ASSEMBLY BY MFR *ONE CLIP ON EACH FACE OF CHANNEL TYPICAL CUFZTAINVVALL SUPPOF2 AT SOUTH <E)(TE IO 1/2" = 1-0" TYPICAL SLAB CONNECTION DETAI 1 " = 1'-0" CO ECT ON DETAIL 2 3 4 STAIR - WEST 5003 SHREDDING RECYCLING 005 z J COIN ROOM 5 i j 6 VAULT DOOR TO BE FURNISHED BY OWNER & INSTALLED BY CONTRACTOR SMOKE CURTAIN PR -14 03 MAY 2017 EQUIPMENT ROOM 7 3 3Jt 4 —STAIR - SOUTH 10' - 0 3/8" F.E.C. S001 EXAMINERS ROOM ■ 7' - 6 1/4" +/- <\ CLR ELEVATOR LOBBY 001 6"6" b ALIGNS ELEVATOR WIRE MESH PARTITION 5' - 0" v C LR LOCATION AND PERIMETER CHANGED. REFER TO SHOP DRAWINGS CENTRAL SUPPLY & WAREHOUSE COMMUNICATIONS ROOM MESH GATE 002A GENERATOR FUEL TANK ROOM 002B MECHANICAL ROOM 2 T 8 PROPERTY LINE BUILDING LINE ABOVE 3 4 5 6 7 9 GENERAL NOTES 10 1 DIMENSIONS NOTES "EQ" ARE EQUAL TO EACH OTHER ONLY IF THEY ARE ON THE SAME DIMENSION STRING ANL) IN THE SAME ROW. 2 DO NOT SCALE DRAWINGS TO OBTAIN DIMENSIONS. REFER TO DRAWINGS FOR DIMENSIONS. REQUIRED CRITICAL DIMENSIONS NOT FOUND SHOULD BE FIELD VERIFIED OR OBTAINED FROM ARCHITECT. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS IN FIELD (EXISTING AND PROPOSED CONSTRUCTION) AND BRING ANY DISCREPANCIES TO THE IMMEDIATE ATTENTION OF THE ARCHITECT 3 ALL WOOD COMPONENTS, ROUGH AND FINISHED, IN CORRIDORS, FIRE STAIRS, AND LOBBIES SHALL RECEIVE FIRE RETARDING TREATMENT (FRT) 4 ROOM NUMBERING IS FOR CONSTRUCTION PURPOSES ONLY. ACTUAL ROOM NUMBERING TO BE COORDINATED WITH OWNER PRIOR TO ANY SCHEDULING OR LABELING 5 CONTRACTOR SHALL PROVIDE BLOCKING OR PROVISIONS FOR SOLID ANCHORAGE AT WALL AND CEILING MOUNTED EQUIPMENT AND ACCESSORIES PROVIDED UNDER THIS CONTRACT AND EQUIPMENT TO BE PROVIDED BY THE OWNER 6 MAINTAIN EXISTING FIRE PROOFING AND FIRE RATED CONSTRUCTION. PATCH AS NEEDED TO MEET REQUIREMENTS AS PER CODE CONFORMANCE DRAWINGS 7 REFER TO CODE CONFORMANCE DRAWINGS FOR REQUIRED FIRE RATED CONSTRUCTION. 8 NOTES ON ONE DETAIL OR DRAWING APPLY TO ALL SIMILAR DETAILS OR DRAWINGS. 9 ALL DIMENSIONS ARE TO FACE OF FRAMING, FACE OF MASONRY UNIT, OR FINISHED FACE OF EXISTING CONSTRUCTION. 10 VERIFY ALL DIMENSIONS IN THE FIELD. NOTIFY THE ARCHITECT OF ANY DISCREPANCIES BETWEEN CONTRACT DOCUMENTS AND HELD CONDITIONS. 11 ALL MASONRY DIMENSIONS ARE NOMINAL. 12 PROPERTY LINE IS CONTRACT LIMIT LINE UNLESS OTHERWISE SHOWN. 13 EXTEND ALL PARTITIONS FROM FLOOR TO UNDERSIDE OF DECK ABOVE UNLESS OTHERWISE INDICATED. MAKE THIS JOINT SMOKE TIGHT AND FIRESTOP AT RATED PARTITIONS. 14 PROVIDE ACCESS PANELS AS REQUIRED AT ALL WALLS AND CEILINGS AT ALL VALVES, DAMPERS, CONCEALED JUNCTION BOXES, AND OTHER EQUIPMENT REQUIRING MAINTENANCE, ADJUSTMENTS OR SERVICING. 15 ALL INTERIOR WALLS TO BE TYPE '1A', UNLESS OTHERWISE NOTED. H I BASEMENT PLAN /8" = 9 I AI 16' 10 Architecture Planning Interior Design 217 North Aurora Street Ithaca NY 14850 p 607.273.7600 f 607.273.0475 WARNING: It is a violation of New York State Law for any person, unless acting under the direction of a licensed Architect, to alter this document in any way. if a document bearing the seal of an Architect is altered, the altering Architect shall affix to such document his seal and the notation "altered by" followed by his signature, the date of such alteration, and a specific description of the alteration. REVISION SCHEDULE NAME DATE ADD. #2 24 MAR 2016 PR -14 03 MAY 2017 ( ) Et LL! Cti z Q o D ct< CI o 00.. QO LUO J Wo z Q Er_oz ELEt a_ 0 � ° 118 E S E N ECA STREET, ITHACA, NEW YORK 14850 26 FEB 2016 BASEMENT PLAN - FIT OUT F E D V B