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HomeMy WebLinkAbout83 GERBER ROAD WESTs s s OFFICE CONE, OFFICE OFFICE OFFICE ❑FFICE OFFICE CONFERENCE ROOM INTERNAL AUDIT DEPARTMENT OPEN OFFICE OFFICE '11 OFFICE PRODUCT DEMONSTRATION PLOTTER DEMONSTRATION CONE -- TEL CONE — EQUIP STORAGE II OFFICE PRODUCT DEMONSTRATION ROUTER DEMONSTRATION CONFERENCE MENS WOMENS II 11 II PRODUCT TRAINING LEGAL FILES I NETW II BROOMR man OFFICE H OFFICE II OFFICE LEGAL I I 1OFFICE I OFFICE I OFFICE WORKROOM OFFICE OFFICE OFFICE TECH SUPPORT 1,230 sF COPY ❑FFICE OFFICE — -- E - tl II VAC. EQUIP, 72 SF MATERIAL SUPPLY 425 SF ROUTER TEST APPLICATIONS 778 SF OFFICE KITCHEN CONFERENCE OFFICE CONE, LOBBY LFFICIEIIF.FICE OFFICEtOFFICE OFFICE CONE, pFFICE OFFICE CONFERENCE RECEPT. n s n ❑ ❑ ❑ '� ❑ ❑ ❑ ❑ 0 a y y a o a o 0 0 0 1 1 I 1 1 i I 7'- il'-5' 9'-6' 8'-4° 6'-3° 5'-3° 5'-3' 5'-3' 5'-3' 5'-3' 8'-8' 16'-0° f3'-8° 12'-4' 13'-0' 13'-0' 10'-01 II'-0' 18'-7' I ALIGN W/ SIDE ALIGN W/ SIDE ALIGN W/ SIDE I OF EXISTING OF EXISTING OF EXISTING ALIGN W/ SIDE ALIGN W/ SIDE ALIGN W/ SIDE ALIGN W/ SIDE ALIGN W/ SIDE ALIGN W/ SIDE ALIGN W/ SIDE ALIGN W/ SIDE ALIGN W/ SIDE WINDOW FRAME WINDOW FRAME WINDOW FRAME OF EXISTING OF EXISTING OF COLUMN OF EXISTING OF COLUM WINDOW FRAME WINDOW FRAME PILASTER WINDOW FRAME PILASTER EXISTING OF COLUMN OF EXISTING OF EXISTING WINDOW FRAME PILASTER WINDOW FRAME WINDOW FRAME NOTE : FIELD VERIFY DIMENSIONS.... IN ALL CASES ALIGNMENT TO EXISTING FRAMES TAKES PRECEDENCE OVER SHOWN DIMENSIONS FOR WESTERN WING OF FRONT WALL. �UUlf rl s' 98/At "*N1 a o I I I16'-0' I 16'-0' ALIGN W/ SIDE ALIGN W/ SIDE OF EXISTING OF EXISTING WINDOW FRAME WINDOW FRAME II CONFERENCE CONFERENCE CI INFERENCE I 8'-0' 8'-0' I 14'-4'+- ALIGN W/ SIDES ALIGN W/ SIDE OF EXISTING OF EXISTING WINDOW WINDOW FRAME FRAMES ENGINEERING ADMINISTRATION 1,175 SF MEETING ROOM 1.238 SF 49 PEOPLE C/L I ® • I I -B I/4 12'-0i' 8'-0' 8'-0' 12'-0' 5'-8-1/ 51'-4-1/2' ADMINISTRATION / ENGINEERING GERBER SCIENTIFIC PRODUCTS,INC. 83 OEREER ROAD! WEST SOUTH WINDSOR, CT. CI V RaDLAB #2 CHEM LAB INK ROOM 722 SF CONFERENCE 262 SF FONT DIGITIZING 415 SF SOFTWARE TEST 1,545 SF ,o � 0 El 1 1 1 14'-4'+- I 8'-0' I 8'-0' I DATES A.1.A. LAB # I 2,100 SF 19'-8' L s HlB I OFFICE I 1 1 � t 1 1 i\ LAB 455 SF a I SOFTWARE DEVELOPMENT TECH. PUBLICATIONS 3,240 SF ENGINEERING LABS WOMEN • OFFICE II OFFICE � ❑ >� .o.o. 7'-9' I 13'-8' 13'-0' 10'-6' 10'-6' 13'-0' 14'-2' ��J�J�� I r�JJJr��>•J�J rL A,14A4 193 FOREST RD. STORRS, CT. 06268 T:860-429-7046 F:860-429-7056 TOIL. GA OPERATIONS 155 SF CONFERENCE 280 SF MEN 0 YJ JSF r� ISOFTWARE ADMIN948 SF[ElOFFICE OFFICE El oEl I I I 7'-0' PRINT / REV. DATE COMB PRINT : 04/ 16/99 REV #1 PRINT: 05/08/99 REV #2 PRINT: 05/13/99 REV #3 PRINT: 06/02/99 REV #4 PRINT: 06/09/99 LOBBY FILE# GSP98AIOBE A+ . EXP. JT. EXP. JT. 6 I 5 I nn nn C�10� v ✓ v v Jul WOMEN � B , FITNESS CENTER LJ IA A ® I I n ❑ n n SEE ENLARGED PLAN D I[::-,] Ld Ld C 7) C C c -) �_ c J l� C EXP. JT. SCALE: 1/8" = 1'-0" n CAFETERIA / FITNESS CENTER GERBER SCIEN"i"IFIC, INC. C^, L' 83 GERBER ROAD WEST SOUTH WINDSOR, CT. I EXP. JT. � �O7 � co-) COD v v LA COi W� ®®®®J jFIIFD A1�1��°e`eo°ono ®o0s®4®eeesa©a®e®p°o C 1998 ROSEN ASSOCIATES C 1999 ARCHITECTS A.I.A. J��I r��� crli>�.~r.J AA,4A4k 193 FOREST RD. STORRS, CT. 06268 T:860-429-7046 F:860-429-7056 PRINT / REV. DATE PRELIM PRINT: 07/27/98 REV. # I: 09/11/98 REV. # 2: 01/11/99 REV. # 3: 02/02/99 REV. # 4: 04/17/99 FILE# GCAF98AIF Al lr\_M:l p jw� X f I Alm 6, CAFETERIA / KITCHEN GERBER SCIENTIFIC, INC. 83 GERBER ROAD WEST SOUTH WINDSOR, CT. 10 ,�'•a rFRED �R�`'��®©®®. C 199oCIATES C 1999 ARCHITECTS A.I.A. � � rr� � rr�- C► � - rr a� ar a r 195 FOREST RD. STORRS, CT. 06268 T:860-429-7046 F:860-429-7056 PRINT / REV. DATE PRELIM PRINT: 02/08/99 REV. # 1 PRINT: 03/30/99 REV. #2 PRINT: 04/17/99 FILE# GCAF98A5C SLOPE GYPSUM BOARD cn i G5 nFCRFFS -TYP. wi— KYNAR FINISHED ALUMINUM PANEL SYSTEM \�L'1 1n A. C . 1//- - 1-_!1' tet I L �Nr'kTI C, iS � 10. i.1 r h J ( �r �. k WI r I 'A I CAFETERIA LOBBY SCALE: 1/4" = 1'-0" sk 1flU�l / ADDITION CAFETERIA / FITNESS CENTER GERBER SCIENTIFIC, INC. 83 GEREER ROAD WEST SOUTH WINDSOR, CT. �. r. r ♦ r r ♦ �� r � °► �A,14A'k J Alt ®'•,��c , o. 33ob ��.••'`• D. STORRS CT. 06268 ,s 195 FOREST R , c �99�•1t�S.P���cIATES T:860-429-7046 F:860-429-7056 C 1999 ARCHITECTS A.I.A. PRINT / REV. DATE REV. # I: 03/22/99 REV. # 2: 04/28/99 REV. # 3. 04/28/99 BID SET: 05/28/99 FILE# GCAF98A6E J c f I }� E X! j..� 3 N A, n� rl�i t Ski 4 l,&a D'�IL1— ?X I!z mT Crya OF 4) (2C) Cj z x ISS cEtviRA,L� G(34 f oNC. WH ITE 9 rl Wi LLCM MECH/\LAICAL_ G G .SPIA N 0A L AN E TQL L/kN0, C `7'p6C3$<� GERGCR toQuRN FHC-ILfTy f SOv- y r,�tnt�J Sci Z , c-r O6074 i FIRC PR07EC.7_Icty PLAN SA P wao i< Geovw° DATA: J scqL pA, wn, n Y: FP - - - - - - - - - - - - - - - - - - . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16 GA. STEEL STUDS 0 16" O/C ANCHOR TO STL. ANGLES 5/8" P.T. PLYWOOD --- WELD NEW 3-1/2"X3-1/2" x3/8" VERT.STL. ANGLE @ 4'-0" O.C.W/ CONTIN. TOP STEEL ANGLE. i i WELD NEW 6"x6"x3/8� STL ANGLE TO BEAMI AND EXISTING DECK.I Iwo 111,67AIll" "A SCALE : I" = I' -On 050 ALUM COPING �— 2X6 P.T. BLOCKING TYPICAL NOTE : ALL BLOCKING 1-1/2" FOAM W/ E.I.F.S. TO BE .040 OSMOSE PRESSURE TREATED. NEW ALUM SCUPPER 5/8" F'GLASS REINF. GYPSUM SHEATHING 5/8" P.T. PLYWOOD SLOPE TAPERED INSULATION R. D. I( 11 �0 1 1 0 �0 II to II r TIE NEW 4" PVC LINE INTO EXISTING ROOF DRAIN TYP. FOR TWO MOW ^DA1A1C fhk- ��r l I I tdttrjkl.L�o CAFETERIA LOBBY /ADDITION SCALE :VARIES - SCALE : 1/2" = I'-0" CAFETERIA / FITNESS CENTER GERSER SCI NTIFIC, INC. 83 GERBER ROAD WEST SOUTH WINDSOR, CT. 60 MIL EDPM MEMBRANE — DIRECT ADHERED 2.0" POLY ISOCYANURATE RIGID INSULATION W/ 2.5"--1" TAPERED TOP INSULATION SOFFIT FRAMING 3-5/8" 25 GA @ 16" O/C W/ 5/8" GYPSUM BOARD �.•`''pf CONN f'h., 33\d��omo C 19� T® uiCCIATES C 1999 ARCHITECTS A.I.A. O W 12x OR W14x SEE ROOF FRAMING PLAN W 16x ul U0 0 N CONTIN. ROLLED STEEL ANGLE _ WELDED T & B 3-1/2"x3-1/2"x3/8" --7STEEL ANGLE WALL BRACE @ 4'-0" O.C. SEE STRUC. DETAILS. CAULK F/S 050 ALUM COPING �— 2X6 P.T. BLOCKING ao TYPICAL I' DRIP 5/8" 2'-6" 6" 1-1/2" 3'-2-1/8" SCALE : 1" T.O. STEEL EL. 15.00' 3/4" MAPLE VENEER SILI 2" SOLID MAHOG-BULL NOSE TRIM- CONTIN UNDER ALL WINDOW WALL. TYP 3/4" MAPLE VENEER PLY PANEL ON Z-CLIPS. 5/8" GYPSUM BD. FIN. FL. EL. 0.00' 1-1/2" FOAM W/ E.I.F.S. 5/8" F'GLASS REINF. GYPSUM SHEATHING 16 GA. STEEL STUDS @ 16" O/C W/ R-19 F'GLASS BATT INSULATION SOFFIT : 518" GYPSUM SHEATH 3/4" FOAM W/ E.I.F.S. ON 16 GA. 6" STUDS 16" 0. C. - TYP. CARRY GYPSUM AND E.I.F.S. TO WINDOW HEAD. CAULK 1-1/2" FOAM W/ E.I.F.S. 5/8" F'GLASS REINF. GYPSUM SHEATHING 2X6 P.T. BLOCKING I TYPICAL @ SILL I' O.H. 4" — 1/2" EXP JT. rr» r SEE FOUNDATION 12" PLAN / DETAILS ALE : I" = I'-0" A,41,Alk 193 FOREST RD. STORRS, CT. 06268 T:860-429-7046 F:860-429-7056 PRINT / REV. DATE PRINT: 05/19/99 REV # I: 05/24/99 BID SET: 05/28/99 FILE# GCAF98A7B A+7 MATCHING TRIM NOTE: TIE-IN 2 NEW 4" DIA. P.V.C. DRAIN LINES INTO EXISTING MAIN I I ROOF DRAIN LINE. PAMUJIAL ���1.� �' ��kAl SCALE : I/8' = I'-0" W I 'IN I E) C)`jy & kpl\1841 "' � t'raj 1 TYP. AT WINDOW WALL N.T.S. \I,rr1 Tyll"11-16, k TYPICAL AT DOOR # 3 LINTEL TYPE A : 2- 5-1/2" X 5-1/2" X 3/8" STEEL ANGLE LINTELS OR EQUAL I" INSULATING GLAZING EA. LIGHT 3/8" GREEN PPG FLOAT OR TEMPERED WHERE 3'-0" FROM DOORS IN VESTIBULE TYP. .040 CLEAR ALUMINUM SILL. FIELD VERIFY EXACT PROFILE NOTE : WELD LINTEL ANGLES TO STEEL COLUMNS ON EACH SIDE OF OPENING. 'm��r�� CAFETERIA LOBBY /ADDITION SCALE :VARIES aL JOHNS MANVILLE I-DRIOAFLEXANR CLVAL W/ RAISED SCREEN CUP wit"111111DOW rin � N.T.S. t)ookl' 'rlp'J a N.T.S. 2'-0" TYP OF 2 o LL. co Q THERMALLY BROKEN CLEAR ANODIZED ALUMINUM W/ INSULATED GREEN GLAZING i'-2• 3'-0" 3'-0" 1'-2' 2'-0" 3'-0" SCALE: 1/2' = 1'-0" W-1 TYPICAL NEW EXTERIOR WALL W-2 TYPICAL PARAPET WALL W-3 TYPICAL END WALL DOORS/ FRAMES DOOR / FRAME W # I... DOORS # 2 KAWNEER 190 DOOR W/ 450 SYSTEM FRAME W/ RADIUS TRIM ARCHITECTURAL C09 PULL CPII PUSH W/ CLOSER PIVOT HINGES AND DEADBOLT BRUSHED ANODIZED CLEAR ALUMINUM FINISH. MATCH GREEN GLAZED INSULATED TEMPERED GLASS CAFETERIA / FITNESS CENTER GERBER SCIENTIFIC, INC. 83 GERBER ROAD WEST SOUTH WINDSOR, CT. �a�•� p4 CONK f�!•,yy. R..00llC�/�`�i Q % C 199�'1Y886r�I+�A`3 OC►ATES C 1999 ARCHITECTS A.I.A. JOINT DUAILS GYPSUM SHEATHING STYROFOAM TYPICAL V - JOINT SUBSTRATE EIFS FINISH ON FIBERGLASS MESH HARDCOAT FOR BOTTOM 8'-0" COLOR CAULK TO. MATCH °�D GYPSUM SHEATHING STYROFOAM TYPICAL EXPANSION JOINT SUBSTRATE RETURN MESH AND 11-1/41 EIFS FINISH ON FINISH OVER MET, FIBERGLASS MESH TRIM BEAD. HARDCOAT FOR BOTTOM 8'-0' 8jyr�l 1 7-1/4" SAME AS W-I, INFILL WALL WITHOUT INTERIOR PLYWOOD PANEL. RUN UP BEYOND CEILING W/ INSULATION AND EXTERIOR TO DECK. ROJ�� � r���Jrli'>I�q'I J A�riI I'Veitr"It'So A4LA,4 193 FOREST RD. STORRS, CT. 06268 T:860-429-7046 F:860-429-7056 1-1/2" EIFS EXTERIOR FINISH TO MATCH BUILDING STANDARD. SUBMIT SAMPLES FOR APPROVAL. 5/8" FIBERGLASS REINFORCED EXTERIOR GYPSUM SHEATHING 6" - 16 GA. STEEL STUDS 0 16' O.C. W/ R-19 FIBERGLASS BATT INSULATION 5/8' GYPSUM BOARD 3/4" MAPLE VENEER PLYWOOD (UNDER WINDOWS ONLY) 1-1/2" EIFS EXTERIOR FINISH TO MATCH BUILDING STANDARD. SUBMIT SAMPLES FOR APPROVAL. 5/8' FIBERGLASS REINFORCED EXTERIOR GYPSUM SHEATHING 6' - 16 GA. STEEL STUDS 0 16' O.C. 5/8' PRESSURE TREATED PLYWOD METAL CLAD PANEL ON CLIP SYSTEM 30# FELT PAPER 5/8" CDX PLYWOOD 6" - 16 GA. STEEL STUDS 0 16' O.C. 6' - 16 GA. STEEL STUDS @ 16" O.C. W/ R-19 FIBERGLASS BATT INSULATION 5/8" GYPSUM BOARD NOTE: WHERE WING WALL EXTENDS TO EXTERIOR REPEAT 5/8" A.C. PLYWOOD AND PANEL SYSTEM ON OPPOSITE FACE OF WALL. --TYPICAL PRINT / REV. DATE PRINT : 05/20/99 REV # 1 : 05/26/99 BID SET : 05/28/99 FILE# GCAF98A8B 11 ra+r3 GENERAL NOTES LOADS 1. Design Live Loads: Roof: 30 p.s.f. + Snow Drift Wind: 80 m.p h., Exposure C Seismic zone *2 EXCAVATION 4 5ACKFILL 1. Footings shall rest on inorganic uncilsturbed soil or compacted gravel backfill. 2. All fill and backfill inside the foundation must be approved gravel compacted to 95% optimum density. 3. Maximum assumed soil bearing capacity: 4000 pounds per square foot. POURED IN PLACE CONCRETE 1. All concrete is to have a minimum 26 day compressive strength (f'c) of 3000 p.s.i., or greater as noted. 2. Concrete coverage of reinforcing steel: 3" at bottoms of Footings, 2" for other steel with soil contact, otherwise 1 1/2", except 3/4" for slabs. 3. Reinforcing steel shall be Grade 60, new billet steel, of intermediate or hard grade conforming to A5TM A-615. 4. Welded wire fabric shall conform to A5TM A-155. Fabric in slabs on grade shall be in the upper 1/3 of slab. 5. All continuous reinforcing bars shall lap 24 diameters unless noted otherwise. Vertical bars in columns and piers shall lap a minimum of 30 bar diameters. 6. 51ab elevations are to tops of slabs. Slabs on grade shall be poured in panlels not exceeding 1000 square feet having length to with ratio not exceeding 3. 1. The General Contractor shall install all anchors, pipe sleeves, inserts,etc. in concrete as required by the trades, and shall coordinate and verify the locations before proceeding with concrete work S. Key all construction joints with a beveled 2x4. Dowel all reinforcing a minimum of 24 diameters at joints, more if noted. g. Piping, conduit, etc. passing through or embedded in concrete shall be placed strictly in accordance with ACI recommendations. Aluminum products shall not be embedded in concrete. Piping, conduit, etc., shall be placed so as to maintain the full slab on grade thickness over such piping or conduit. Piping, conduit, etc,, shall not be embedded in elevated concrete slabs (supported by structural framing). 10. All openings in concrete walls shall have additional 2-05 rebars all around opening, extending 12" (min.) beyond opening. STRUCTURAL 5TEEL 1. All structural steel shall be fabricated d erected in accordance with A15C type 2 construction, unless noted. 2. Connections shall be designed for not less than 10 kips for welded and I kips for bolted connections, but equal to the uniform load capacity as set forth in the A16C beam load tables. 3. All structural steel shall be ASTM A36, unless noted otherwise. 4. Lintels bearing on masonry shall have a minimum bearing length of 8". 5. Hangers shall not be attached to steel roof deck or floor form. 6. No penetrations shall be made through any structural members unless shown on the structural drawings. 5TEEL J015T5 1. All steel joists shall be Fabricated 4 erected in accordance with the Steel Joist Institute Specifications. 2. All joists bearing on masonry shall have bearing seats sized to produce a maximum bearing pressure of 100 p.s.i.. 3. All joists shall be attached to supporting members. 4. All loads hung from joists, mechanical equipment, ductwork, piping, etc., shall be attached to joists at panel points only. 5. No holes shall be made in any joist members, including the result of self -tapping screws. CONCRETE MA50NRY 1. All masonry shall conform to and be erected in accordance with the American Standard Building Code Requirements for Masonry and the National Concrete Masonry Association for the Design and Construction of Load Bearing Masonry. 2. All masonry walls are to be constructed of concrete masonry with compressive strength rim = 1500 p.s.i. The General Contractor is responsible to assure masonry strength as specified. 3, Type "M" or "5" mortar shall be used in all masonry. 4. Duro- wall type joint reinforcing shall be installed in alternate courses of masonry. 5. Provide reinforced bond beams and vertical reinforcing as called for on the drawings. 6. Grout for bond beams and core fill at vertical reinforcing bars shall develop a minimum compressive strength of 2000 p.s.i. at 20 days. Conduct field tests in accordance with Section 03300 of the Specifications. 1. All reinforcing bars used in masonry shall be Grade 60 conforming to A5TM A-615. All lap splices shall be a minimum of 46 bar diameters. Low lift grout construction (5'-O" max. height per lift) DIMENSIONS 1. The General Contractor shall coordinate the dimensions and locations of the roof, floor, 4 wall openings so the framing properly Fits the requirements of all trades. 2. The General Contractor shall Field verify all dimensions related to the existing construction prior to beginning construction. Report all conflicts to the Architect Immediately. HALLISEY ENGINEERING ASSOCIATES INC. STRUCTURAL & CONSULTING ENGINEERS 78 BEAVER ROAD, WETHERSFIELD. CONNECTICUT PHONE "O-963-8M1 FAX 860463-8023 FOUNDATION PLAN CAFETERIA LOBBY / ADDITION SCAT F:: I/[," - 1'-0" ® A 8 CONT. 6" PVC WATERSTOP LAP 24 BAR IF FIN. FLOOR IS BELOW DIAMETERS EXTERIOR FIN. GRADE --� , CONT. WALL REINF. (DOWEL THRU JOINT) TYF i C4L UJ4L L CONSTRUCT I ON JOINT" [DETAIL SCALE: NONE GROUT 2-05 TOP 4 BOTTOM SOLIDLY INTO DRILLED HOLES PROVIDE 4- 3/4" DIA, EXP. BOLTS WITH 8" EMBEDMENT INTO EIXIST'G. I V V PROVIDE 4- 3/4" DIA, I I NEW T.S. 4"x 4"x 1/4" WITH I I I x $/8"x6" CAP PLATE (oil � Q EXP. BOLTS WITH MIN. E3" EMBEDMENT INTO EXIST'G. NEW T.S_ 4"x 4"x 1/4" WITH I 6" x/8"x6" GAP PLATE WELDED TO UNDERSIDE kF ( I I WELDED TO UNDERSIDE OF EXIST'G. BEAM ABOVE. I I I I W X EXIST'G. BEAM ABOVE. I �O -- 7 - - ���- - - X 1 STEP FTG, AS REQ'D. I I -.; TO MATCH BOTTOM OFI EXIST'G- FTG. I 4" 6LA51 ON GRADE I _ AT FLEE ATION 0'-0" BF.E. (-4'-0") (TO MAT H EXIST'G.) ..._. _ �_. FOR RADI S AND - z 1� I LOCATIO OF COLLIMN5 61 t - I SEE ARC T. DWGS. I I F-3 0 , ` _F SEE NOTE 46 n _ BF.E. (-4' -0") - -- `�-0") I ' 0 B- D. PIPE - pE. SEE NOTE °b 1 - 41 oil) __ im" o STD. PIPE _ . ..__... _ FI I SEE NOTE 1`6 µ S-1 EX15T'G .0NCRETE WALL I s" a" WATERPROOF IF CONT. L 311x 1/4" ANCHORED I e'-6° I8'-b' I 24'-91i2" II 24'-9V2" I is'-811/2" BASEMENT OPPOSITE TO EXIS- kl WALL Q 2'4" o/c ,-- -I •-�- - t� - SIDE OF WALL NEW C94(11RETE WALL 9 8.7 8 7 6 5 TYPICAL [DETAIL WHERE NEW CONCRETE WALL ADJOINS EXISTING WALL SCALE: NONE CONT. WALL REINFORCING iJ a .1 -• 3 CCfaJER RE i NF . 54R5 To MATCH CCNT, HCRI Z. RE I NE ORCI NG CONT. WALL REINFORCING 7i'PICAL FOUNDATIONi�;ALL CORNER BAR DET,41i_S LAP 24 BAR DIAMETERS 1 L 2 FILL WITH CONCRETE WHERE NECESSARY TYPICAL 5TE SCALE: NONE CONT. WALL. REINFORGIt k� LAP 24 BAR DIAMETERS PPED FOOTING [DETAIL SCALE: NONE f=0UNt;)AT10N PLAN SCALE: NOTEg: 1. FLOOR SLAB TO BE 4" CONCRETE SLAB REINF. WITH (ox&- W1.4xW1.4 W.WF. CAST ON VAPOR BARRIER AND MINIMUM OF 6" OF COMPACTED GRAVEL FILL. 2. TOP OF SLAB TO BE AT ELEVATION 0 -0', (TO MATCH EXISTING), UNLESS NOTED OTHERWISE. 3. BF.E-..... INDICATES BOTTOM OF FOOTING ELEVATION. 4. TOP OF FOUNDATION WALL TO BE AT ELEVATION 0'-0', UNLESS NOTED THUS T.W.E.-... 5. VERIFY ALL EXISTING CONDITIONS AND DIMENSION IN THE FIELD PRIOR TO STARTING FABRICATION AND INSTALLATION OF ANY NEW MATEKIAL5. NOTIFY ARCHITECT AND ENGINEER OF ANY DISCREPANCIES FOR POSSIBLE FURTHER INSTRUCTIONS A5 REQUIRED. ro. BOTTOM OF BASE PLATE SHALL BE AT ELEVATION (0'-7). PROVIDE 4-3/4" PIA. ANCHOR BOLTS AND 20"40" CONCRTE PIER REINF. WITH 4- 06 VERTICAL AND 030 12" o/c HORIZ. TIES. DOWEL ALL VERTICAL PIER REINF. INTO FOOTING. SAW CUT 1/4 SLAB -CONTROL JOINT 1/2" DIA. x I' -roll LONG -•--� THIGCNESS (MINIMUM) GREASED qC'�' �' "' x-x-+-x-x- , x-x-x- TYPICAL SLAG JOINT DETAILS SCALE: NONE t „totstttr►ttttt ; CAFETERIA / FITNESS CENTER C. ti CIE TIFIC INC. 2 GERBER S N r Y OV 83 GERBER ROAD WEST SOUTH WINDSOR, CT. C 199'8'=KU$k,N ASSOCIAiES C 1999 ARCHI l LC I S A.I.A. 4 A � CONSTRI.IGTION JOINT rosen ass Architects 193 0 � ` I i L------ i Z STEP FT � I}} AS REQ'D- }- TO MATCW BOTTOM OF Q EXIST'G. FITG. Q I I I i I I I I I I I I 6'-Till I i 4.3 4 FOOTING SCHEDULE MARK SIZE DEPTH ( INCHES) REINFORCEMENT BOTTOM F-3.0 3 -0' X 3 -0 12 _ 4 4 EACH WAY NOTES: 1. ASSUMED SOIL BEARING FRE56URE IS 4,000 L55. PER SQUARE FOOT. 2. CONCRETE TO HAVE MINIMUM COMPRESSIVE STRENGTH OF 3,000 P.S.I. AT 26 DAYS. 3. REBAR TO BE GRADE Fy= 60 K51 1--4x3x 5/1(o" VERT. P05T AT 4'-0" o/c MAX. WITH 1/4" x4"x4" CAP 1E FIELD WELD TO CLIP L CLIP L-6x4x 5/lro"x0'-roll AT 4'-0" o/c MAX. WITH 2-1/2" i'-011 HKD. ANCHORS- CAST INTO WALL TOP OF SLAB -FOR 1/2" PREMOLDED JT. ELEV. SEE PLAN FILLER + 1/2 "x'/4" JOINT SEALER 3 - 05 CONT. 4" CONC. SLAB -REINF WITH 6x6-WI.4xW1A W.W.F. x-A. x-x X_-,X-X.. FIN. GRADE- FOR ELEV. SEE SITE DWGS. -,�,, (,,; � 'i'rs•` `�}.,.i, ,�,•�i-t ---i-� 4)' VAPOR BARRIER 8" Kn 4" COMPACTED FILL t 05 CONT. cn r BOTTOM OF FTG. FOR ELEV_ SEE 61 FNDN. PLAN a 2-04 CONT. -j 6" 1'-0" roll 2' - 0" T I ON Fl SCALE: 3/4" • 1'-0" 5-1 ociates PRINT / REV. DATE REV. # I: FILE# GCAF98s-2 &o OF BEAM 4 COLUMN L - 31/2 nx31/2 x L -31/2 nX31/2 n x WELD TO EXI: STEEL BEAM- FOR AND DIAG. BF SIZE SEE PLAN _ TOP OF STEEL- FOR — ELEV. SEE PLAN 5112 5 t/z CAP B L-4"x3" x 1/4" _ CONT. CURVE A W16x31 + WI6x31 L-3'i2 11x31/2 11 x T_1Z D I AG. BRACE I `l3/16V I I I 10" DIA. PIPE COLUMN I IA I SECTION (`i SCALE: 3/4" I'-0" �-2 103/4"x 5/16" IF- WELDED TO COLUMN AND BOLTED (4 OF COLUMN TO BEAM. loll DIA. PIPE `c0 I COLUMN WI&x31 10 O — — O O T & B }-/16 — E�) E T A i 1.._ � SCALE: 3/4" - 1'-0" �-2 BACK OF _ 2'-6" t OF BEAM 4 LUMN CONT, L FOR ROOFING, INSUL., FLASHING ETC. DETAILS SEE ARCHT. PUr3S. .-_..--_ I'/s" DP. STEEL ROOF ,r� '; �`_......,_................�...___.._.-..........,..�.....,.�.-r......._..._...- ... [DECK- SEE PLAN TOP OF STEEL- FOR ELEV. SEE PLAN L-4"x3" x 1/4" --___ CONT. CURVED WELD TO BEAMS FACE OF FACIA PANEL- FOR DETAILS SEE ARCHT. DWGS.-- E-- STEEL BEAM- FOR I SIZE SEE PLAN I I STEEL B M- FOR SIZE sEr= F`LAN I / I L-3"x3" 4"I.-IGR ACI y � I AND D I BRACE I I AT EA. E M � I i L-5"x3" x 1/4" (LLH) CONT. I FACE OF WINDOW I ( loll DIA. PIPE MULLION- FOR DETAILS I I COLUMN SEE ARCHT. DWGS. 5E CT i Oil 3 SCALE: 3/4" NM 4 LUMN "G. STL. BEAM OF STEEL- FOR '. SEE PLAN FE ,MN BEYOND- FOR SEE PLAN 5ECT i ON (`2 SCALE: 3/4" I'-m" �-2 ROOF FRAMING PLAN HALLISEY ENGINEERING ASSOCIATES INC. STRUCTURAL & CONSULTING ENGINEERS 78 BEAVER ROAD, WETHERSFIE.LD, CONNECTICUT pNONE 860J-563-8221 FAX 860563-8043 CAFETERIA LOBBY / ADDITION SCAI F : I/4" 1 _ I i T.S. 4x4x 1/4" COLUMPI I I NEW T.S. 4"x 4"x 1/4" WITH I NEW T.S. 4"x 4"x 1/4" WITH I fo" x b/c,"x6" CAP PLATE or - roll x spa"x6" CAP PLATE I I I WELDED TO UNDERSIDE —\ WELDED TO UNDERSIDE A A r EXIST-G. BEAM ABOVE. EXIST'G. BEAM ABOVE. A-7 -31/j 11X31/2 "X 3/a f Q ILU �y� Ca W14x22 w14 x22 14x22 wl 22 �Q X�7 }— Cv 1 � ;% Q L - 31/j "x31/2 "x 3/9u _ `4 cx x S-2 -%�,4j ' J 2 HORIZ. 4 DIAG. Q �4 � ` m x x / '� `�l G I s-2 I BRACE (TYP.) Q lL x N `' G 3+ m m is C•, �k+ nl _ w �� r Y3 _ice - loll 4 STD. PIPE x gx`/ SEE NOTE 04 I I I Wl10 31 - = 3/41 willb2 -- r X/4 10" 4 STD. PIPE SEE NOTE 04 CON . L-5x 1/4' CS ONT. L-4x3x'i4" CURVED 1E i STD. PIPE I SEE NOTE 04 i I 3 S-2 STRUCTURAL DESIGN DATA ROOF - Ground Snow Load (Pg) = 30 paf Snow Exposure Factor (Ce) = 0.1 Snow Importance Factor (1) = 1.0 Flat Roof Snow Load ( Pf) 30 paf Min. UJINP nabic Wind Speed - 80 mph Wind Exposure Classification ■ B 13ulldin53 Category For Wind load -1 Wind Importance Factor - 1.04 Effective Velocity Pressure (Pe) - 10.0 paf Min. EARTHQUAKE - A\/ = 0.11 Aa - 0.15 5clamic Hazard Exposure Group - II Seismic Performance Category - C: Soil - Profile Type - i.0 Dasic Structural System: Ordinary Moment Frame of Steel R-4B Gd-4.0 Analysis Procedure By Equivalent Lateral Force 501 L BE AFTI 16x CAPACITY Allowable Soil Bearing Capacity - 4,000 psf APPL1GA5I__.� GO S State of Connecticut Building Code 1999 (BOCA 1996). A.C.I. 315-135 A.I.S.C. - 9th Edition (ASD) ALLOUJA}3LF 5TRE55E5 (Normal Wt.) Concrete - F'c- 3,000 psi (25 days) min. - Footinggs and Foundation Walls F'c - 3,500 psi (26 days) min. - All Slabs on Ground Pc - 4,000 psi (28 days) min. - All Exterior Slabs Reinforcing Steel - ASTM A-615 Grade 60 (Fy = 60,00opsU Welded Wire Fabric -ASTM A-155 (Fy - 60,000ps1) Structural Steel - ASTM A-36 ( Fy - 36,000 psi) Wide Flange sections ASTM A-500 Grade B ( Fy - 46,000 psi) Tube Sections ASTM A-53 Grade B ( Fy - 35,000 psi) Pipe Sections CAFETERIA / FITNESS CENTER GERBER SCIENTIFIC, INC. 83 GERBER ROAD WEST SOUTH WINDSOR, CT. @ 1? 4 d O (P dQ a tio. 330 �, �4�_ tFkEU AgG�' ®®° C 1998®•RSat4"Ilk S'�ocIA i ES C 1999 ARCHITECTS A.I.A. 7 6 5 4.3 PLAN NOTES: SCALE: I. ROOF DECK TO BE 11/2" DEEP, 22 GAGE, TYPE "B", GALV., STEEL ROOF DECK DECK TO SPAN A MINIMUM OF 3 SPANS. FASTEN DECK TO STEEL SUPPORTS WITH a%" PUDDLE WELD IN EVERY OTHER FLUTE (36" WIDE DECK WITH 4 FASTENERS PER SUPPORT). PROVIDE 1-010 TEK STITCH SCREWS AT SIDE LAPS BETWEEN STEEL SUPPORTS 2. TOP OF STEEL TO BE AT ELEVATION (+ 15'-9"t) (TO MATCH EXISTING), UNLESS NOTED THUS (+...,_..) OR (-.._..) INDICATING DISTANCE ABOVE OR BELOW ELEVATION (+ 3. VERIFY ALL EXISTING CONDITIONS AND DIMENSIONS IN THE FIELD PRIOR TO STARTING FABRICATION AND INSTALLATION OF ANY NEW MATERIALS. NOTIFY ARCHITECT AND ENGINEER OF ANY DISCREPANCIES FOR POSSIBLE FURTHER INSTRUCTIONS AS REQUIRED. 4. loll DIA. STANDARD PIPE COLUMN WITH IVx %II x 11" CAP PLATE BOLTED TO BEAM ABOVE WITH 4-3/4" DIA. BOLTS. COLUMNS TO BEAR ON 16"x 3/4" x 16" BASE PLATE ON 16" x 1/4"x 16" LEVELING PLATE AND 3/4" GROUT PAD. 5. PROVIDE ALL T.S. 4"x 4" x 1/4" COLUMN5 WITH 6"x 35ie" x 10" CAP PLATE BOLTED TO BEAM ABOVE WITH 4-3/4" DIA. BOLTS. COLUMNS TO BEAR ON to"x 3i4" x loll BASE PLATE ON 10" x 1/4"x 10" LEVELING PLATE AND 3/4" GROUT PAD. VARIES - SEE PLAN t OF STEEL BEAM COORDINATE WITH ARCHT. TOP OF STEEL -FOR %.11 E -WELD ALL ELEV. SEE PLAN AND MECH. UIWS. I (AROUND STEEL BEAM -FOR SIZE SEE PLAN — L-3"x3"xl/4" EACH SIDES OF OPENINCa L-5"x 3" x 1/4" BOTH SIDES OF OPENIWG STEEL BEAM -FOR SIZE SEE PLAN 11 TTYPICALFP,,00FG OPENINPRAMS pETAIL SCALE : NONE rosen ass Architects 193 18 :ia t e s A.I.A. PRINT / REV. DATE REV. # 1: FILE# GCAF98S-2 (9 0 NOTE: MOUNT ALL. SCONCE FIXTURES EXP. + 84" ABOVF FIN. FLOOR - TYP. JT. EXP. JT. I 13 I 12 II 10 9 8.7 8 7 6 I 5 I EXP. EXP. JT. JT. its"r'I rL sC7�� Ar}I'rll IG SCALE : 1/8" = 1'-0" ? 41 & AD\ 11 N ral! 11 Ir CAFETERIA / FITNESS CENTER GERBER SCIENTIFIC, INC. 83 GERBER ROAD WEST SOUTH WINDSOR, CT. NS R. qO cG•® • v �'•��C 33 jFkEO ARr�,®v®® C 199r%c�EtitIaA5S"OCIATES C 1999 ARCHITECTS A.I.A. 4.3 I �J r d`� l�otow„ ,rq� EMAIL: douganQsouthwindsor.org ��v r✓ H co� Town of South Windsor CHRISTOPHER J. DOUGAN Chief Building Official TOWN HALL TEL.: (860) 644-2511 1540 SULLIVAN AVENUE EXT. 232 SOUTH WINDSOR, CT 06074 FAX: (860) 644-3781 PRINT / REV. DATE PRINT : 04/17/99 REV PRINT: 05/18/99 FILE# GCAF98RC2B :-�;trr!l7MErr� A"AkAk I I 193 FOREST RD. STGRRS, CT. 06268 ��r+ T:860-429-7046 F:860-429-7056 V � NOTE : ALL EXPOSED STEEL TO BE GALVANIZED FINISHED. 2" STEEL STUDS- 4 5/8" GYPSUM SHEATH 1-1/2" E.I.F.S. 18" DIA. F/S s •0 F/S �J APOPLIC METAL rnVER SYSTEM /8" STEEL STUDS W/ CLIPS TO COL. AYERS - 1/4" TYP. - 4 PLYWOOD-1/4" GYP BD rOLUMN C,0VE ' S N.T.S. 29'-10" FIELD F/W VERIFY Pri'MMAIL11,1WAIN 19 SCALE : 3/16"= I'-0" E18 E16r�r SCALE : 3/16"= I'-0" REMOVE WINDOW/PANEL SYSTEM ;OLUMN W�-2 0" 9 CONCRETE BLOCK WALL COLUMN 8' RWL- 1 LOBBY I i� VFST ABOVE A I iWIN 9' -ON I 10' -OU I I I' -0" I 9''-0" 17 KYNAR FINISHED ALUMINUM PANEL SYSTEM KYNAR FINISHED ALUMINUM COL COVER - TYP n V r, h Jpp 0 1 ? Alk � t 1, A\. 1. 6. F Inn t " FAIS \L �� �baVrlUi I � So* W-3 O 4'-0" TYPICAL SUMP W/ DRAIN Ex BE CO 2' �� JI SCALE EXTERIOR RENOVATIONS GERBER SCIENTIFIC PRODUCTS 83 GERBER ROAD WEST SOUTH WINDSOR, CT. KtAil Jll-A&KC6.rr I'll I I POCKET 1vrI J\1 4Zr AI F • 1 / 16"= 1 ° -[)" o. C 19$� 4�i88�CIATES C 1999 ARCHITECTS A.I.A. REMOVE EXISTING PARAPET. CARRY NEW ANGLE TO SUP PO R T EX1STiNG R 0 0 FF DECK. INSTALL NEW ROOF DECK PITCHED TO MATCH ELEVATION AT LOW POINT. OUTRIGGER STEEL SUPPORT FROM COLUMNS TO ROOF SCREEN.3-TYP 'ION LI L I1 L SCALE : 3/16°= I'-0- kc)JS, r�i��rll7�ri� A414A4, 193 FOREST RD. STORRS, CT. 06268 T:860-429-7046 F:860-429-7056 PRINT / REV. DATE PRINT : 05/20/99 REV # 1 : 06/07/99 REV # 2 : 06/09/99 FILE# GSP98A13B A, " ,ir\-40,6 I a