Loading...
HomeMy WebLinkAbout176 DEMING STREETnnA1n11K1n I InT UK/-XVVIIVV LIJ I CIVIL ENGINEER / LANDSCAPE ARCHITECT / SURVEYOR m E esign lonals CIVIL & TRAFFIC ENGINEERS / LAND SURVEYORS PLANNERS / LANDSCAPE ARCHITECTS 21 Jeffrey Drive Phone: 860-291-8755 P.O. Box 1167 Fax: 860-291-8757 South Windsor, CT 06074 www.designprofessionalsinc.com E k2 N a) O U) N N South Windsor Branch Windsor Federal 176 DEMING STREET SOUTH VVIINUOUrx, U I STRUCTURAL ENGINEER: SZEWCZAK ASSOCIATES CONSULTING ENGINEERS AVON PARK NORTH 200 FISHER DRIVE AVON, CT 06001 TEL: 860.677.4570 FAX: 860.676.0814 szewczakassociates. com TECTON ARCHITECTS 34 SEQUASSEN STREET SUITE 200 HARTFORD, CT 06106 G�NNF-,, r�..._....... MECHANICAL, ELECTRICAL & PLUMBING ENGINEER: � QUINLAN, GIANNONI & LIVINGSTON, INC. CONSULTING ENGINEERS tiswi,ou 2074 PARK STREET HARTFORD, CT 06106 TEL (860) FAX (860) 236-4288 232-9841 GENERAL G0.01 COVER SHEET STRUCTURAL S0.01 GENERAL NOTES & TYPICAL DETAILS S1.01 FOUNDATION PLAN S4.01 FOUNDATION SECTIONS ELECTRICAL E4.01 ELECTRICAL SITE PLAN Issued for Foundation Permit 9/24/2020 W z I-- U W O ry 0- 243 N 0 Cn H W 00 z AMR, ' STRUCTURAL GENERAL NOTES A. GENERAL 1. SEE ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR ADDITIONAL INFORMATION AND DETAILS. ALSO, SEE SPECIFICATIONS. A 2. THE STRUCTURE HAS BEEN DESIGNED TO BE SELF-SUPPORTING AND STABLE AFTER THE CONSTRUCTION OF THE BUILDING HAS BEEN COMPLETED. THE STABILITY OF THE STRUCTURE PRIOR TO TOTAL COMPLETION IS SOLELY THE RESPONSIBILITY OF THE CONTRACTOR. JOBSITE SAFETY AND CONSTRUCTION PROCEDURES ARE SOLELY THE RESPONSIBILITY OF THE CONTRACTOR. LACK OF COMMENT BY THE ENGINEER IS NOT TO BE INTERPRETED AS APPROVAL OF THOSE ASPECTS OF WORK. B. DESIGN AIVID LVADII VIG - 1. ALLOWABLE UNIT STRESSES AND DESIGN CRITERIA IN ACCORDANCE WITH THE FOLLOWING: A) "STATE OF CONNECTICUT BUILDING CODE- 2018" B) "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS" AISC 360-10 C) "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE" ACI 318-14 D) "NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION" AWC NDS-15 2. ALLOWABLE SOIL BEARING CAPACITY: 1.5 TSF B 3. DESIGN STRESSES AND MATERIAL: A) CONCRETE (28-DAY STRENGTH, NORMAL WEIGHT) F'c=3000 PSI B) REINFORCING STEEL ASTM A-615 FY = 60 KSI C) WELDED -WIRE ASTM A-185 FY = 60 KS1 D) STRUCTURAL STEEL ASTM A-992 FY = 50 KS1 E) STRUCTURAL STEEL PIPES ASTM A-53, GR B FY = 35 KSI F) STRUCTURAL STEEL TUBES ASTM A-500, GR C FY = 50 KSI G) BOLTS: 3/4 - INCH DIAMETER AS T IVI F3125, GR A325 _ H) STRUCTURAL LUMBER DOUGLAS FIR NO.2 OR BETTER 1) STRUCTURAL WOOD TRUSSES SOUTHER PINE NO. 1 J) LAMINATED VENEER LUMBER E=1900 KSI, Fb=2600 PSI K) STRUCTURAL WOOD I -JOIST Mr=5200 FT-LBS / E1=415xl0**6 IN.2-LBS C. FOUNDATION 1. ALL FOUNDATION EXCAVATIONS SHALL BE TO REQUIRED ELEVATION OR UNDISTURBED SOIL. ALL FOUNDATIONS EXCAVATIONS SHALL BE TO SOUND GROUND. C 2. BOTTOM OF EXTERIOR FOOTING TO BE A MINIMUM 3'-6" BELOW FINISHED GRADE. ALL FOOTINGS SHALL A MINIMUM OF V-6" BELOW EXISTING GRADE, UNLESS ON STRUCTURAL FILL. 3. STRUCTURAL FILL SHALL BE APPROVED STRUCTURAL GRAVEL COMPACTED IN 8" LAYERS TO 95% OF MODIFIED PROCTOR DENSITY. 4. ALL FOUNDATION EXCAVATIONS AND STRUCTURAL FILL SHALL BE TESTED AND INSPECTED TO ENSURE THE ALLOWABLE SOIL BEARING PRESSURE AND DENSITY OF FOUNDATION BEARING MATERIALS. 5. BOTH SIDES OF FOUNDATION WALLS SHALL BE BACKFILLED SIMULTAN- EOUSLY TO PREVENT OVERTURNING OR LATERAL MOVEMENT OF WALLS. 6. DO NOT BACKFILL AGAINST RETAINING BASEMENT WALLS UNTIL CONCRETE HAS ACHIEVED 75% OF 28 DAY SPECIFIED STRENGTH. D. CONCRETE WORK AND REINFORCING D 1. ALL CONCRETE CONSTRUCTION SHALL BE IN ACCORDANCE WITH ACI 301 "SPECIFICATIONS FOR STRUCTURAL CONCRETE" LATEST EDITION. 2. WALL FOOTING ARE TO BE 12 INCHES DEEP WITH 6-INCH PROJECTIONS, UNLESS OTHERWISE NOTED. 3. ALL FOUNDATION WALLS/GRADE BEAMS ARE TO BE KEYED TO FOOTINGS. 4. WHERE VERTICAL REINFORCING BARS ARE CALLED FOR IN WALLS, AT COLUMN LOCATIONS OR PIERS, SUCH BARS ARE TO BE DOWELED INTO FOOTINGS. 5. POCKET WALLS WHERE NECESSARY FOR BEAMS, COLUMNS AND SLABS. 6. PROVIDE MINIMUM OF 2 INCHES COVER AROUND COLUMN BASE PLATES. 7. REINFORCING TO BE LAPPED 48 BAR DIAMETERS AT ALL CORNERS, E SPLICES, DOWELS, ETC. 8. PROVIDE TWO (2) #5 BARS ON ALL SIDES AND DIAGONALLY AT CORNERS OF OPENINGS THROUGH CONCRETE WALLS. BARS TO EXTEND 2'-0" BEYOND EDGE OF OPENING. 9. UNLESS OTHERWISE NOTED, ALL FOUNDATION WALLS ARE TO BE REINFORCED WITH (2) #5 BARS, CONTINUOUS TOP AND BOTTOM. 10. HORIZONTAL WALL CONSTRUCTION JOINTS WILL NOT BE PERMITTED, EXCEPT - WHERE SHOWN. 11. AIR -ENTRAIN ALL CONCRETE EXPOSED TO WEATHER. 12. ALL JOINTS IN STRUCTURAL SLABS SHALL BE MADE AT CENTER OF SPAN WITH VERTICAL BULKHEADS AND HORIZONTAL KEYS, UNLESS OTHERWISE SHOWN OR APPROVED. 13. PADS ARE REQUIRED FOR ALL FLOOR STANDING EQUIPMENT. COORDINATE SIZE AND LOCATION OF EQUIPMENT PADS WITH MECHANICAL AND ELECTRICAL F CONTRACTORS. 14. THE GENERAL CONTRACTOR SHALL COORDINATE ALL REQUIREMENTS, INCLUDING DIMENSIONS AND LOCATIONS, OF ALL OPENINGS, EMBEDDED ITEMS, ETC., FOR MECHANICAL AND ELECTRICAL TRADES. 15. COVER FOR REINFORCING: a) CONCRETE PLACED ON EARTH .................... 3" b) FORMED CONCRETE EXPOSED TO GROUND OR WEATHER: _ 1) #6 BARS OR LARGER ..... ...... ...... ... 2" 2) #5 BARS OR SMALLER ..................1-1/2" c) FORMED CONCRETE NOT EXPOSED TO GROUND OR WEATHER: 1) SLABS AND WALLS .................... 3/4" E. STEEL 1. ALL STRUCTURAL STEEL SHALL BE FABRICATED AND ERECTED IN ACCORDANCE WITH "SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS" AISC 360 LATEST EDITION. G 2. FABRICATE AND ERECT ALL BEAMS WITH MILL CAMBER UP. 3. PROVIDE WEB STIFFENER PLATES FOR BEAMS CONTINOUS OVER COLUMNS OR BELOW SUPPORTED COLUMNS. 4. WHEREVER WELDING IS EMPLOYED, EITHER IN FABRICATION OR ERECTION, ALL SUCH WELDING SHALL BE PERFORMED BY CERTIFIED WELDERS IN ACCORDANCE WITH "STRUCTURAL WELDING CODE - STEEL" AWS D 1.1 - LATEST EDITION. H rn 0 N O N O N d. N F. STRUCTURAL WOOD FRAMING 1. ALL STRUCTURAL WOOD FRAMING SHALL CONFORM TO AND BE ERECTED IN ACCORDANCE WITH THE REQUIREMENTS OF ANSI/AWC "NDS-NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION" LATEST EDITION. 2. PLYWOOD SHALL BE MANUFACTURED AND INSTALLED IN ACCORDANCE WITH APA "PDS - PANEL DESIGN SPECIFICATION" LATEST EDITION. 3. ALL WOOD FRAMING IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED. 4. ALL NAILS, SCREWS, SPIKES, ETC., TO BE COMMON STEEL. 5. JOIST HANGERS, FRAMING ANGLES AND CLIPS SHALL BE EQUAL TO THOSE MANUFACTURED BY THE SIMPSON COMPANY CAN I EANDRO CALIFORNIA. 6. CARPENTRY SHALL BE ERECTED TRUE TO LINES, LEVELS AND DIMEN- SIONS SHOWN OR REQUIRED; SHALL BE SQUARED, ALIGNED AND PLUMBED; SECURELY FASTENED IN PLACE IN AN APPROVED MANNER. 7. ALL JOINTS SHALL BE NEATLY AND ACCURATELY MADE, FITTED TIGHT, BLOCKED OR OTHERWISE PUT TOGETHER SO AS TO AVOID OPENING OR ROTATION. 8. MEMBERS OF ROUGH WOODWORK SHALL BE SECURELY FASTENED TOGETHER AND TO SUPPORTING CONSTRUCTION; NAILED, SPIKED, LAG SCREWED OR BOLTED AS REQUIRED. 9. ALL NAILED CONNECTIONS SHALL BE SECURED IN ACCORDANCE WITH STATE OF CONNECTICUT BUILDING CODE - NAILING SCHEDULE. 10. FOR BOLTED CONNECTIONS, DRILL HOLES 1/16" LARGER IN DIAMETER THAN THE BOLTS BEING USED. DRILL STRAIGHT AND TRUE FROM ONE SIDE ONLY. BOLT THREADS SHALL NOT BEAR ON WOOD. USE WASHERS UNDER ALL NUT S. 11. FOR LAG -SCREWS AND WOOD SCREWS, PRE -BORE HOLES SAME DIAMETER AS ROOT OF THREADS; ENLARGE HOLES TO SHANK DIAMETER FOR LENGTH OF SHANK. SCREW, DO NOT DRIVE, ALL LAG SCREWS AND WOOD SCREWS. G. WOOD TRUSSES 1. ALL WOOD TRUSSES SHALL BE DESIGNED AND MANUFACTURED IN ACCORDANCE WITH ANSI/TPI 1 "NATIONAL DESIGN STANDARD FOR METAL -PLATE -CONNECTED WOOD TRUSS CONSTRUCTION". 2. TRUSSES SHALL BE BRACED DURING ERECTION IN ACCORDANCE WITH SBCA "BUILDING COMPONET SAFETY INFORMATION - GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING, RESTRAINING & BRACING OF METAL PLATE CONNECTED WOOD TRUSSES." 3. TEMPORARY TRUSS BRACING SHALL NOT BE REMOVED UNTIL PERMANENT LATERAL TRUSS BRACING AND SHEATHING IS INSTALLED AND ALL TRUSS CLIPS/ANCHORS ARE IN PLACE. 4. PERMANENT TRUSS BRACING SHALL BE ANCHORED TO SOLID END WALLS OR CROSS -BRACED AT BRACING ENDS. 5. PERMANENT TRUSS BRACING SHALL BE PROVIDED IN THE PLANE OF THE TRUSS BOTTOM CHORD AND SHALL CONSIST OF BOTH LATERAL BRACING SPACED AT NO MORE THAN 10 FEET ON CENTER AND DIAGONAL BRACED BAYS AT BUILDING ENDS AND INTERMEDIATE INTERVALS OF NOT GREATER THAN 20 FEET ON CENTER. 6. PERMANENT TRUSS BRACING SHALL BE PROVIDED IN THE PLANE OF THE TRUSS WEB AND SHALL CONSIST OF DIAGONAL BRACING SPACED AT NOT MORE THAN 16 FEET ON CENTER FOR THE ROOF TRUSSES AND 8 FEET ON CENTER FOR FLOOR TRUSSES. 7. PERMANENT DIAGONAL TRUSS BRACING SHALL BE PROVIDED IN THE PLANE OF THE TRUSS WEB AT ALL ENDS OF LATERAL BRACING AS REQUIRED FOR INDIVIDUAL MEMBER STABILITY AS INDICATED ON TRUSS DESIGN DRAWINGS. PROVIDE "T-BRACE" ON ALL WEB MEMBERS WHERE LATERAL BRACING EXTENDS LESS THAN FOUR (4) CONSECUTIVE TRUSS MEMBERS. 8. PERMANENT TRUSS BRACING SHALL BE AT LEAST A NOMINAL 2 X 4. 9. NO SPLICES, CUTS OR OTHER MODIFICATIONS SHALL BE MADE TO TRUSS MEMBERS UNLESS APPROVED BY THE ENGINEER OR SHOWN ON THE SHOP DRAWINGS. H. FIELD MEASUREMENTS 1. CONTRACTOR SHALL VERIFY IN THE FIELD ALL MEASUREMENTS, CONDITIONS AND ELEVATIONS NECESSARY FOR HIS WORK AND SHALL ASSUME RESPONSIBILITY FOR THEIR ACCURACY. SIMPSON "*( SERIES COLT CAP "CCQ" SERIES (CAP) 'MPSON "*CBSQ" TYPE DLUMN BASE SIMPSON "HDU- TYPE COLUMN I (ALTERNATE) EPDXY ADHESIVE ANCHOR BOLTS WITH MIN. EMBEDMENT TO DEVELOP THE BOLT CAPACITY - TYPICAL STRUCTURAL LOADS: 1. DEAD LOAD: A) ALLOWANCE FOR FUTURE SOLAR PANEL SYSTEM 5 psf (UNIFORMLY DISTRIBUTED LOAD) 2. LIVE LOAD: A) FLOOR LIVE LOADS - MAIN LEVEL 100 psf B) ROOF LIVE LOAD - 20psf C) ROOF SNOW LOAD - GROUND SNOW LOAD Pg= 30 psf - FLAT ROOF SNOW LOAD Pf= 30 psf - SNOW EXPOSURE FACTOR Ce= 1.0 - SNOW THERMAL FACTOR Ct= 1.1 - SNOW IMPORTANCE FACTOR 1= 1.0 3. LATERAL LOADS: A) WIND LOADS -BASIC WIND SPEED (Vult) 125 mph -RISK CATEGORY II -WIND EXPOSURE B -BASIC VELOCITY PRESSURE 22.4 psf -INTERNAL PRESSURE (GCpi) +/-0.18 COMPONENT WIND LOADS: TYPICAL TRANSITIONS CORNERS (20 SF) psf psf psf -WALLS 25.2/-27.5 --- 25.203.0 -SLOPED ROOF 23.5/-25.1 23.508.7 23.5/-58.2 -O V ERHAIVGS --- -53.3 __10 o.0 B) SEISMIC LOADS -SPECTRAL RESPONSE ACCELERATION Ss=0.178 -SPECTRAL RESPONSE ACCELERATION S1=0.064 -SEISMIC DESIGN CATEGORY B -SOIL SITE CLASS C -IMPORTANCE FACTOR Is=1.0 -SPECTRAL RESPONSE ACCELERATION Sds=0.143 -SPECTRAL RESPONSE ACCELERATION Shc=0.072 -BASIC STRUCTURAL SYSTEM BEARING WALL -SFISMI(_ RESISTING SYSTEM - "LIGHT FRAMED WALLS SHEATHED WITH WSP" -RESPONSE MODIFICATION FACTOR R=6.5 -DEFLECTION AMPLIFICATION FACTOR Cd=4 -SEISMIC DESIGN COEFFICIENT Cs=0.047 -DESIGN BASE SHEAR V=2 K -ANALYSIS PROCEDURE EQUIVALENT FORCE "CBSQ" SERIES (BASE) "HDU" SERIES (HOLD-DOWN) TYPICAL WOOD POST CAP BASE DETAIL SCALE : NONE EXTEND CONCRETE INSIDE COLUMN ISOLATION DIAMOND DOWN TO TOP OF PIER OR FOOTING BELOW SO AS TO COMPLETELY ENCASE THE COLUMN, BASE PLATE AND ANCHOR BOLTS. � n O J 0 C.J. POUR THIS SLAB AFTER - FLOOR SLAB IS IN PLACE AS REQUIRED TO PROVIDE MIN. 2" CONCRETE COVER ALL AROUND COLUMN BASE PLATE -- C COLUMN UI J / STEEL COLUMN - FOR SIZE SEE PLAN AND COLUMN SCHEDULE r; U LAP 30x BAR DIA. CONCRETE WALL 2-#5 -CONY �----___ \ LAP 30x \ BAR DIA. IA,P30x 245 CONT N 0 V-0" 4'- 0" MIN. r� TYPICAL STEPPED FOOTING DETAIL SCALE: NONE nV A11 CONCRETE WALL BEYOND INVERT ELEVATION - SEE I 245 CONT. SITE AND MECHANICAL DRAWINGS - - - - - - - - - - - --�-- - - - - - - - - - - - - SFF TYPT('AI STEPPED / FOOTING DETAIL FOR BOTTOM OF FOOTING AS STEP REQUIREMENTS REQUIRED FOR PIPE INVERT TYPICAL WALL PENETRATION DETAIL SCALE: NONE CONTROL JOINT SLAB ON GRADE SAW CUT DEPTH SLAB ON GRADE FOR DEPTH & REINF. SHALL BE 1/4 FOR DEPTH & REINF. (IF ANY) - SEE PLAN 1 DEPTH OF SLAB (IF ANY) - SEE PLAN UNDER -SLAB SHEET VAPOR RETARDER SHALL BE COMPLETELY SEALED AT ALL JOINTS, OVERLAPS, PENETRATIONS, AND TERMINATPONS IN ACCORDANCE WITH THE SPECIFICATIONS AND THE MANUFACTURER'S RECOMMENDATIONS. SHEET VAPOR RETARDER SHALL BE SEALED AT THE TOP OF THE CONCRETE PIER TO THE STEEL COLUMN AND BASE PLATE AS REQUIRED AND IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDED AND APPROVED DETAIL(S). PROVIDE MANUFACTURER'S RECOMMENDED MASTIC TO FORM A TIGHT SEAL AT ALL DISSIMILAR MATERIALS. X ON GRADE SCALE: NONE CONSTRUCTION JOINT 1/2" DIA. xl'-6" 1 AT 24" O.C. DOWELS. DOWELS TO BE WELL GREASED. x x CONT. HORIZ. WALL REINF. CONT. HORIZ. WALL REINF. FOR SIZE - SEE PLAN AND FOR SIZE - SEE PLAN AND DETAILS Zz DETAILS CORNER BARS - SAME CORNER BARS -SAME SIZE AND SPACING AS SIZE AND SPACING AS CONY. HORIZ. WALL REINF. CONT. HORIZ. WALL REINF. CONT. HORIZ. WALL REINF. CONY. HORIZ. WALL REINF. FOR SIZE -SEE PLAN AND FOR SIZE - SEE PLAN AND DETAILS DETAILS _ TYPICAL ISOLATION JOINT AT TYPICAL CONCRETE WALL CORNER BAR DETAILS rani I I M ICI n FTA T I SCALE: NONE SCALE: NONE rr, I ��i_ J 0. __F C t Notice: This drawing is the property of Tecton Architects I pc. The use, re -use or reproduction of this drawing for any purpose whatsoever without an expressed written agreement between Tecton Architects I pc and the user is prohibited. Rights to use the information on this sheet are not transferred until payment has been received for services rendered. Any rights so granted are non -transferable to other parties without the prior expressed written consent of Tecton Architects I pc B © 2020 Tecton Architects I oc Consultant S'ZEWCZAIC ASSOCIATES (1 t CONSUL I1W EKCitNLL•RS L �j fg "• AVON 1'A1:K VOR"fll 3 200 1.18111 R DRUM: AV(M CT 06001 TEL: 800.677,4570 r f1m; n�ee�ak; stiociatcs.a"» Client/ Contractor Windsor Federal Savings Project South Windsor Branch 176 DEMING STREET SOUTH WINDSOR, CT F Seals E ISSUED FOR SITE & FOUNDATION PERMIT F Issues / Revisions 9 Drawing Title GENERAL NOTES & - TYPICAL DETAILS Project Manager: JW Project No: WFS-02-AR H Project Architect: JB Production Leader: GB Project Designer: Peer Reviewer: Drawing Number SO.01 10 1 9 5 5 1 9 S 9 D C 0"S E F P. tip E DA D C FOOTING SCHEDULE DESIGNATION SIZE - W x L x D REINFORCING (EACH WAY -BOTTOM) F-3.0 T-0" x T-0" x V-4" 3- #6 F-3.5 3'-6" x T-6" x 1'-4" 3- #6 PIER SCHEDULE REINFORCING DESIGNATION SIZE REMARKS VERTICAL HORIZONTAL P-1 16" x 16" (4) - #6 #3 @12" CLOSED TIES NOTES: 1. ALL VERTICAL PIER REINFORCING SHALL BE DOWELED INTO FOOTING WITH STANDARD HOOK FOUNDATION. 2. ALL PIER SIZES INDICATED ARE MINIMUM EFFECTIVE PIER SIZES REQUIRED. FOR ACTUAL PIER SIZE REQUIRED - SEE ARCHITECTURAL DRAWINGS. 3. SUFFIX "..,W" INDICATES THAT PIER SHALL BE PLACED MONOLITHIC WITH FOUNDATION WALL. M e l 1 6 1 56' - 4" Is. -0" I I 20'-4" 18'-0" it 1/4" I - 17' - 6 3/4" I _ 19' - 4" J 17' - 6 3/4" ` I 11 1/4" I I 6 I 6' I 9'-83/4" I 11'-0" I 16'-2" I I F7 I I I S4.01 I I I H5 I H5 I I ----- P-1 - --_ I P-1 - - - -J - - - -- I - - - - - - -- F-3.5 1 F-3.5 I I B.F.E.103.00' I I I B.F.E.103.00' I I S4.01 I I I I F4 1,I F4 _ H5 S4.01 H5 I Sg Sg S4.o1 *" GAS y I =� vi I 6" SAN. T, INV. *�_* I - -r T.W.E. 107.33' " - iL - - - - - - INV. 102,44' -t- -L - - - - - - - P-1W p_1W B.F.E.103.33' C> I F-3.0 F-3.0 H5 I FROST WALL II B.F.E.103.00' B.F.E.103.00'Ii I n M l M TYPICAL *" CONDUIT P-1W I P-1W I I I I III III CD CDINV. .w w CD ELEVATION B.F.E. 03.00'I B.N.3. 103.00' LL Varies F3 54.01 12'- 10 1/4" I Il I 28' - 9" II 12'- 10 1/4" 1 1'- 0" INV. * *ER at 4" I 11 1/4" -- --- H5 _ C.I. 5 - -_ -�- ___ _ I -H5 _C.3. H5 I ----- - P-1W 00 P-1W " F-3.0 F-3.0 Fl F-3.0 II B.F.01105.33' F1 ELEVATION II I B.F.E.105.33' s- I B.F.E.101.00' s4.o1 B.F.E. 103.00 II I O 107' - 4" I II M I (DATUM = 107.3'f) II II II o II o o v F6 II I O1 I `i o, CD + s W CT% N ~ sri S4. 10, 5 1/4" T - 10 1/2" 10'- 5 1/4" I Fl I I1 I I I I 54.01 OH5 I II I F8 I II I O O - H5 54.01 H5 H5 I# F-3OOII F-30 -. F-3 0 B.F. i 105M 1B.F.E. 105.33B.F.E.103.00 B.F.E. 103.00' - M P4 P4IN_ ( I M H5 � H5 zo z, I I I o I I I -------- - T.W.E.107.33' T.W.E.106.67' - -N--------I ---- 1 o L I I I 11 1/4" 1 1 B.F.E.103.33' p-1W N P-1W F-3.0 _ F-3.0 /F3 B•F.E.103.00 I S8 - 1 S8 I B.F.E.103.00' F3 �01 S4.01 F2 L Vri sON F5 F2 54.01 � 54.01 I I LL I I 17' - 6 3/4" 18'-0" 6 6" 19' - 4" 1 17' - 6 3/4" 1 6'-10" 6'-8" 6'-10" owl .4 1.0 56'-4" 18'-0" 3) ( 4 ) (6 FOUNDATION PLAN NOTES: 1. G.C. SHALL VERIFY ALL EXISTING CONDITIONS, ELEVATIONS, DIMENSIONS, ETC., IN THE FIELD PRIOR TO PROCEEDING WITH ANY NEW WORK. NOTIFY (ENGINEER IMMEDIATELY OF ANY DISCREPANCIES FOR FURTHER INSTRUCTIONS IF REQUIRED. 2• F1 INDICATES 4" CONCRETE SLAB REINFORCED WITH 6X6-W1.4 X W1.4 W.W.F. ON 10 MIL VAPOR RETARDER ON 6" LAYER OF 3/8" CRUSHED STONE ATOP A 12" MIN. LAYER OF COMPACTED STRUCTURAL FILL. 3. F2 INDICATE 6" CONCRETE SLAB REINFORCED WITH 6X6-W2.9 X W2.9 W.W.F. ON 12" MINIMUM LAYER OF COMPACTED STRUCTURAL FILL. 4. T.W.E. INDICATES TOP OF WALL ELEVATION. DROP TOP OF WALL ELEVATION TO 8" BELOW FIN. FLOOR ELEVATION AT ALL DOOR OPENINGS -U.O.N. 5. B.F.E. INDICATES BOTTOM OF FOOTING ELEVATION. 6. T.P.E. INDICATES TOP OF PIER ELEVATION. 7. C.J. INDICATES CONTROL JOINT IN CONCRETE SLAB - SEE TYPICAL DETAIL ON DRAWING SO. I. SCALE: 1/8" = V-0" 8. R.L. INDICATES RAIN WATER LEADER - COORDINATE FOUNDATION WALL/PIER DEPRESSIONS WITH MECHANICAL REQUIREMENTS. 9. F.S. INDICATES FOOTING STEP - SEE TYPICAL DETAIL ON DRAWING S0.01. 10. WHERE NEW FOUNDATION WALL ABUTTS EXISTING - STEP BOTTOM OF FOOTING TO MATCH EXISTING ELEVATION AND DRILL & GROUT SOLID 245 X 4'-0" TOP AND BOTTOM 8" MINIMUM INTO EXISTING WALL - TYPICAL. 11. WHERE UTILITY LINE (i.e. SANITARY, WATER, ETC.) PENETRATE FOUNDATION WALL DROP BOTTOM OF FOOTING ELEVATION AS REQUIRED TO ALLOW UTILITY LINE TO PASS THRU FOUNDATION WALL. COORDINATE LOCATIONS AND ELEVATIONS WITH MECHANICAL AND SITE REQUIREMENTS. 12. FOR SITE AND SUBGRADE PREPARATION REQUIREMENTS AND ADDITIONAL INFORMATION SEE GEOTECHNICAL REPORT BY GEI CONSULTANTS, INC. DATED NOVEMBER 22, 2019. 13. OINDICATES SUPPORT COLUMN - SEE COLUMN SCHEDULE ON DRAWING S6.01 FOR ADDITIONAL INFORMATION AND REQUIREMENTS. 0 v D.1 D C U A Ai\ 1 6 1 F r. i .9 Notice: This drawing is the property of Tecton Architects I pc. The use, re -use or reproduction of this drawing for any purpose whatsoever without an expressed written agreement between Tecton Architects I pc and the user is prohibited. Rights to use the information on this sheet are not transferred until payment has been received for services rendered. Any rights so granted are non -transferable to other parties without the prior expressed written consent of Tecton Architects I pc D U 2020 Tecton Architects 1 DC Consultant SZEWCZAK ASSOCIATES CONSMING ENGINEERS AVON I Al2K ' RTIi 200 FISIIF.12 DRIVE AVON, CT 06001 K TEL: 860.677.4570 Client/ Contractor Windsor Federal C Savings 9010 E Project South Windsor Branch 176 DEMING STREET SOUTH WINDSOR, CT PROJECT NORTH Seals ISSUED FOR SITE & FOUNDATION PERMIT 5447 0 ��, 4 SS: d;�y�i AIL F Issues / Revisions No. Date Description G Drawing Title FOUNDATION PLAN Project Manager: JW Project No: WFS-02-AR H Project Architect: JB Production Leader: GB Project Designer: Peer Reviewer: Drawing Number S1.01 I 1n I P 1 8 1 7 1 6 1 5 1 4 1 � 1 9 1 1 A B C D E F P. co N O U O 1 ry F— I U 0 N M F/FNDN 81/2 F/STUD 111/4" BELOW F/FNDN GRID LINE 2x6@ 16" O.C. WOOD STUD BELOW BEARING WALL W/SOLID BLOCKING AT SHEATHING SEE ARCHT DWGS EDGES FOR EXTERIOR WALL 5/8" DIA. x12" HKD ANCHOR I' CONSTRUCTION BOLTS @ 4' O.C. MAX AND AT EA. CORNER SEE ARCH'L DWGS STEEL COLUMN - FOR 15/32" EXTERIOR THERMAL BREAK FOR EXTERIOR WALL I I I SIZE SEE PLAN AND GRADE PLYWOOD CONSTRUCTION I I COLUMN SCHEDULE SHEATHING (STR. I) -SEE ARCHITRCURALDRAWING FOR I' 4" CONIC.REQUIREMENTS SLAB -REINF. P.T. SILL PLATE TYP. W/6x6-W1.4xW1.4 W.W.F. 4" CONC. SLAB - REINF. FIN. GRADE VARIES - I I I ON 12" MIN. COMPACTED W/6x6-W1.4xW1.4 W.W.F. FOR ELEVATIONS SEE STRUCTURAL FILL FIN. GRADE VARIES - ON 6" LAYER OF 3/8" SITE DWGS I I FOR ELEVATIONS SEE CRUSHED STONE TYP. SITE DWGS FOUNDATION PLAN FOUNDATION PLAN -- — — — — — — —— - x•a==X :x X. —--- 10T-4" --—--- ... -- ...•a:—10T-411 ° q 4. ,III , (I 71,11 1 I- ::::!_I._.;:::,:.a ........ (2) #5 CONT ° d 1 I , .....! , I ...: CO.1T I 1 ° I:::. I : ,..,- ., i . i SEE ARCH'L DWGS FOR ! ! Toe --- -- ---- - ! VAPUK KE I AK DEK AND b SEE ARCHT DWGS FOR VAPOR RETARDER AND ° 4 •°' INSULATION CONC. PIER AT COLUMN- n INSULATION ~ ° a REQUIREMENTS FOR SIZE AND REINF. SEE p REQUIREMENTS PLAN AND PIER SCHEDULE (2)-#5 CONT. PROVIDE P.T. BOTTOM M (2)-#5 CONT. CONC. FOOTING AT COLUMN- M BOTTOM <' ° . " SILL PLATES TYPICAL BOTTOM FOR SIZE AND REINF. SEE ° p ° ° PLAN AND FTG SCHEDULE A - (2)-#5 CONT. FTG REINF. r BOTTOM OF FTG - FOR ELEV. SEE A a °L4 BOTTOM OF FTG A ° FNDN PLAN FOR ELEV. SEE if° = FNDN PLAN (2)-#5 CONT. FTG REINF. 6" 1'- 2" —6"- 2'- 2" SECTION AT EXT. WALL COLUMN F4 SCALE: 3/4" = 1'-0" 54.01 33 1/2" �^ I 1 4x4 WOOD POST SIMPSON "ABA" 4" CONC. SLAB - REINF. BASE TYP. W/6x6-W1.4xW1.4 W.W.F. ON 6" LAYER OF 3/8" CRUSHED STONE TYP. 1/2" 0 ANCHOR (3)-#5 CONT. 2'- 0" BOLT WITH 6" EMBEDMENT SECTION AT WOOD POST( F8 SCALE: 3/4" = 1'-0" 54.01 TYPICAL FOUNDATION WALL F3 SCALE: 3/4" = V-0" S4.01 GRID LINE I I I _ CTCCI rnI I IMAI Cno JI LLL I.VLVI•IIY - IVR SEE ARCHT DWGS I SIZE SEE PLAN AND FOR EXTERIOR WALL I I COLUMN SCHEDULE CONSTRUCTION I I I I I STEEL BASEPLATE I I ON 1/4" LEVELING ON FIN. GRADE VARIES - I I FOR ELEVATIONS SEE I I I 1" MIN. NON -SHRINK SITE DWGS I I GROUT - TYPICAL I I NDATION PLAN �__— — _ —FOUNDATION PLAN ° _ - ....... .. ° ......... -._......A...._. ,d. _ •d -1I�I - 1 — 1-._._i i i-=. .. + 11:.--- I::..:::! I ::.::::: ! :::::.:I !::: d I I l._.:: 11.-::::::1 ::..I i ::.:::1 I :::=:1_I I :: f......._.I 1. -III �,L....II ...........I .. II:::::.::I I _I 1 I =111 111-1 ! 1-111 -i 11= °: a CONC. FOOTING AT COLUMN- CONC. PIER AT COLUMN- . 4. FOR SIZE AND REINF. SEE FOR SIZE AND REINF. SEE ° PLAN AND FTG SCHEDULE PLAN AND PIER SCHEDULE : • e . °n BOTTOM OF FTG ° 6 FOR ELEV. SEE ° d < FNDN PLAN SECTION AT CANOPY COLUMNS( F7 SCALE: 3/4" = 1'-0" S4. Q 1 8 1/2" F/FNDN F/STUD BELOW 2x8@ 16" O.C. WOOD STUD 41/2" BEARING WALL W/SOLID F/FNDN F/STUD BLOCKING AT SHEATHING BELOW 2x6@ 16" O.C. WOOD STUD SEE ARCH'L DWGS SEE ARCH'L DWGS BEARING WALL W/SOLID FOR EXTERIOR WALL EDGES FOR EXTERIOR WALL BLOCKING AT SHEATHING CONSTRUCTION 5/8" DIA. x12" HKD ANCHOR CONSTRUCTION EDGES BOLTS @ 4' O.C. MAX AND 5/8" DIA. x12" HKD ANCHOR 15/32" EXTERIOR 71/AT EA. CORNER 15/32" EXTERIOR GRADE PLYWOOD GRADE PLYWOOD BOLTS @ 4' O.C, MAX AND THERMAL BREAK AT EA. CORNER SHEATHING (STR. I) SHEATHING (STR. I) -SEE ARCHITRCURAL DRAWING FOR THERMAL BREAK REQUIREMENTS -SEE ARCHITRCURAL P.T. SILL PLATE TYP. P.T. SILL PLATE TYP. DRAWING FOR REQUIREMENTS 4 CONIC SLAB - REINF. FIN. GRADE VARIES - W/6x6-W1.4xW1.4 W.W.F. FIN. GRADE VARIES - 4" CONC. SLAB - REINF. FOR ELEVATIONS SEE ON 6" LAYER OF 3/8" FOR ELEVATIONS SEE W/6x6-W1:4xW1.4 W.W.F. SITE DWGS CRUSHED STONE TYP. SITE DWGS ON 6" LAYER OF 3/8" CRUSHED STONE TYP. FOUNDATION PLAN FOUNDATION PLAN -- 107'-4" ——--- xTw•; d,x ——— 1 11 107 - 4 ad d. ' 1 I I1111 2- 5 CONT I I ° 2. -# GO . a i " d '" SEE ARCH'L DWGS FOR I d - • - SEE ARCHT DWGS FOR TOP ° • a -- I - III -,-I ° %1Annn nr-rnnnrn nnln VAPOR RETARDER AND VAPUM KF_ I hKIL)Eic HIVU INSULATION INSULATION -° REQUIREMENTS ° REQUIREMENTS PROVIDE P.T. BOTTOM PROVIDE P.T. BOTTOM (2)-#5 CONT. d e • ° SILL PLATES TYPICAL `� Z (2)-#5 CONT. SILL PLATES TYPICAL BOTTOM ° `" BOTTOM . J I BOTTOM OF FTG - . ' ° 1 °' a. • = . - . FOR ELEV. SEE _ L-. a ° `. L—BOTTOM OF FTG FNDN PLAN ° FOR ELEV. SEE a FOR PLAN n' ri° (2)-#5 CONT. FTG REINF. (2)-#5 CONT. 6" 1' - 0" 6" FTG REINF: 7" 10.1 7" 2'-0" 2'-0" TYPICAL FOUNDATION WALL( Fz SCALE: 3/4" = V-0" S4.01 — GRID LINE (4)-3/4" 0 X V-6" ANCHOR Rill TS WiT, H \ HEAVY HEX NUT STEEL COLUMN -FOR BASE - TYPICAL REQM'TS SEE PLAN AND COLUMN SCHEDULE TYPICAL 4 CONC. SLAB - REINF. W/6x6-W1.4xW1.4 W.W.F. STEEL BASEPLATE ON 6" LAYER OF 3/8" ON 1/4" LEVELING ON CRUSHED STONE TYP. 1" MIN. NON -SHRINK GROUT - TYPICAL -11 fp ° d ° BOTTOM OF FTG FOR ELEV. SEE FNDN PLAN CONC. FOOTING AT COLUMN (2)-#5 CONT. - FOR SIZE AND REINF. SEE FTG REINF. PLAN AND FTG SCHEDULE FOUNDATION PLAN 107'-4" SECTION AT INTERIOR COLUMN( F6 SCALE: 3/4" = 1'-0" S4.01 TYPICA L FOUNDATION WALL F1 SCALE: 3/4" = 1'-0" S4.01 SEE ARCH'L DWGS THERMAL BREAK FOR EXTERIOR WALL ! SEE ARCHITRCURAL I IOIV CONSTRUCTION DKAVVING 1-UK REQUIREMENTS #4@12" O.C. TOP DOWELS _ 4" CONIC. SLAB -REINF. 1 I W/6x6-W1.4xW1.4 W.W.F. 6 CONC. SLAB -REINF. ON 6" LAYER OF 3/8" W/6x6-W2.9xW2.9 W.W.F. CRUSHED STONE TYP. ON 12" MIN. COMPACTED STRUCTURAL FILL #4@12" O.C. TOP DOWELS SLOPES FOUNDATION PLAN (2)-#5 CONT. ° ' SEE ARCHT DWGS FOR TOP q VAPOR RETARDER AND ° b ' INSULATION _ . REQUIREMENTS (2)-#5 CONT. BOTTOM o : ; BOTTOM OF FTG a FOR ELEV. SEE FNDN PLAN (2)-#5 CONT. FTG REINF. SECTION AT DOORS( F5 SCALE: 3/4" = 1'-0" S4.01 -U O L U 0 0-. O N CU H 2 0 N O N 0 N d- N I 10 I 9 1 3 1 7 1 6 1 5 1 4 1 3 1 9 1 1 A Teuto][11 RuH ITECTS Notice: This drawing is the property of Tecton Architects I pc. The use, re -use or reproduction of this drawing for any purpose whatsoever without an expressed written agreement between Tecton Architects I pc and the user is prohibited. Rights to use the information on this sheet are not transferred until payment has been received for services rendered. Any rights so granted are non -transferable to other parties without the prior expressed written consent of Tecton Architects I pc B © 2020 Tecton Architects I pc Consultant &ZEWCZAK ASSOCIATES CONSUL IING ENGINMA6 AVON PARK NORTH 200 1 `1S1IfiR DRIVE AVON, CT 06001 x "rat.: 800.e77.4570 Client/ Contractor Windsor Federal C Savings Project South Windsor Branch 176 DEMING STREET SOUTH WINDSOR, CT D Seals E ISSUED FOR SITE & FOUNDATION PERMIT F Issues / Revisions No. Date Description G Drawing Title FOUNDATION SECTIONS Project Manager: JW Project No: WFS-02-AR ' H Project Architect: JB Production Leader: GB Project Designer: Peer Reviewer: Drawing Number 54.01 '� '-a. l4 t 1FFi {{x Fti ttj ttFr FFtv t' fv is f:- f� `' h.r ♦ Mr f /-„ f /wr .SNE. /a.r ! h-r �Z hK M•+ �.L �Z h.. h-, h-• k., a� /wr h-. /v _ -- 2° s'` ,r` ..•r. -- °r °r r :.y°r ,+ iv.- f ice,• ��pp,�'jf Ly'• . , iy.• } �L• �+. i"•'.• w iy.• �`+w, . . > - �"Y•-.' .g i iy.• 3•c., . S.`... P iv" • "• • 7`'- 14,• ' �L.• i.'..• . Y1,• -L `�.. � - `"e4':-r �' "�.: - `�.: - `,- ram".•' - `•�.� `— - "'�.: � - `'�v .• - `�.: - "^�v. - `�.� ,�,`•' - `w�°-•.: � - `•• .e - .1. '�"• - `: •�' �s• � roc 3:. �"�:. d— •�' — ``C � � - �•K �.� - �`K :�- � - ``C �-.-YIiO. - - �`K . � _ - �`K . .Ifl� - � �Rl� ``K . � - ``C !- -�Il� �'K � XKtr - "'C t � - ``K . � "K �..�y'P - w� �- - JV .. - . � ... "``C w- ,� 10 5 9 3 2 s A B C WIRE SPLICES SHALL BE SUITABLE FOR WET LOCATIONS HAND HOLE ANCHOR BOLTS GRADE 24+ GROUND LUG IN POLE V CONCRETE CHAMFER ALL AROUND ROUND CONCRETE BASE, CLASS "A" CAST IN PLACE OR PRECAST #6 STRANDED GROUND WIRE VC MINIMUM (SIZE AS INDICATED ON PLANS) COUPLING (TYPICAL) GALVANIZED STEEL CONDUIT SIZE AS REQUIRED 5/8" DIA. x & COPPER CLAD GROUND ROD DETAIL NOTES: 1. CONTRACTOR SHALL CHECK AND VERIFY ALL ANCHOR BOLT DIMENSIONS, SIZE OF BOLT CIRCLE, ETC. WITH THE POLE MANUFACTURER PRIOR TO INSTALLATION OF THE POLE BASES. 2. CHAMFER ALL EXPOSED EDGES OF THE POLE BASES. 3. PROVIDE INSULATED GROUNDING BUSHING ON EXPOSED END OF ALL GALVANIZED STEEL BENDS IN BASE OF POLE. 4. LIGHT BASE SHALL BE CAST IN PLACE OR PRECAST. POLE FOUNDATION DETAIL NOT TO SCALE FINISHED GRADE BACKFILL WITH SUITABLE MATERIAL COMPACTED WARNING TAPE TO 95% MAXIMUM DENSITY (ASTM D 1557) SCHEDULE 80 PVC COMPACTED SAND U.O.N. SEE PLANS & BEDDING RISER DIAGRAM FOR SIZES AND I QUANTITIES. NOTES: 1. THE CLEAN FILL SHALL PASS THROUGH A 3/8" MESH SCREEN AND SHALL NOT CONTAIN SHARP STONES. OTHER BACKFILL SHALL NOT CONTAIN ASHES, CINDERS, SHELLS, FROZEN MATERIAL, LOOSE DEBRIS OR STONES LARGER THAN 2" IN MAXIMUM DIMENSION. THE TRENCH SHALL BE BACKFILLED IMMEDIATELY FOLLOWING PLACEMENT OF OTHER CONDUITS. 2. WHERE EXISTING UTILITIES ARE LIKELY TO BE ENCOUNTERED, CONTRACTOR SHALL HAND DIG AND PROTECT EXISTING UTILITIES. f%rIkIII TI ITT T►In'T A I 1 A'rTr'I►1 T►1 f-M A CkC% UUlV1JV1 1 11VJ 1 HLLti I lU114 1114 lU[HJJ / NTS SAWCUT EXISTING PAVED AREA HMA, SP 0.375 WITH TWO LAYERS FINISHED GRADE OF 1-3/8", TO MATCH EXISTING 12" MAX _ 8" PROCESSED AGGREGATE BASE 30" MIN (COMPACTED) COMPACTED WARNING TAPE 12" GRANULAR FILL COMPACTED RIGID GALV STEEL U.O.N. SEE SITE BEDDING COURSE S ELECTRICAL DRAWING FOR SIZES AND lVi(IJAN I I I ICJ. 2" 1MIN. NOTES: 1. THE CLEAN FILL SHALL PASS THROUGH A 3/8" MESH SCREEN AND SHALL NOT CONTAIN SHARP STONES. OTHER BACKFILL SHALL NOT CONTAIN ASHES, CINDERS, SHELLS, FROZEN MATERIAL, LOOSE DEBRIS OR STONES LARGER THAN 2" IN MAXIMUM DIMENSION. THE TRENCH SHALL BE BACKFILLED IMMEDIATELY FOLLOWING PLACEMENT OF THE CONDUITS. 2. WHERE EXISTING UTILITIES ARE LIKELY TO BE ENCOUNTERED, CONTRACTOR SHALL HAND DIG AND PROTECT EXISTING UTILITIES. 1 CONDUIT INSTALLATION IN BITUMINOUS E4.01 NTS I FIGURE 17 (DI D Single -Phase: Self -Contained Metering Connections ` 1 (Typical) I 1 ----------- I LINE (Typical) _ — I �. 2#10,#10G,1 "C I SL5 TO CIR#23,P1 �R VIA EXTERIOR I f I 2# 10,# 10G,1 "C � IN 0i� ".:� ZONE #2 I 0 (TYPICAL FOR SITE it I 1 jf� M10 1 /r Q O 1- -` 0 I LIGHTING WIRING) t I SL4__ I I t p� I I I 0 > a O I I C IN E I ` Load Load rr I 1201240V 1201208V r - t{ G `� ✓' I Single-phase, 3-wtre Single-phase, I I 4 terminal meter socket 3-wire 5 terminal meter socket 440 amp or lees 400 amp or less Notes: A- An approved lever operated manual bypass is required on sockets for all I SL5 _ commerciaUndusfrial and residential services, 100 arnp may be supplied Q �t I � SL5with non -locking jaws, greater than 100 amp must be supplied with locking— jaw,B. When the fifth terminal kit Is used, install a No. 12 copper conductor, with -- white insulation, between the frRh jaw in the 9 o'clock position and the neutral luglbar. C, For the Underground manhole areas of Hartford: Any new or upgraded service (200 amps or leas) in this city, must have \ ° a 5 terminal meter socket Installed even if 1201240V service. \ F D A five terminal meter socket is aCceptable for a 1201240 volt service. EVERSOURCE SELF—CONTAINED METER DETAIL \a 4 E4.01 NOT TO SCALE Q G H I KEYED NOTES 1, ELECTRICAL SERVICE UNDERGROUND FROM UTILITY METER TO A POLE ALONG DEMING STREET (COORDINATE EXACT LOCATION WITH EVERSOURCE), SEE RISER DIAGRAM ON DRAWING E0.02 FOR SI7F REQUIREMENTS. SEE DRAWING E2.01 FOR CONTINUATION IN BUILDING. MAINTAIN 12' SEPARATION FROM TELECOMM SERVICES AND 18' FROM GAS AND WATER SERVICE PIPING. SEE DETAIL 5/E4.01 FOR ADDITIONAL REQUIREMENTS, PROVIDE RGS UNDER ALL PAVED SURFACES AND AT ALL SWEEPS. PROVIDE SCHEDULE 80 PVC IN ALL OTHER UNDERGROUND AREAS. PROVIDE ALL UNDERGROUND CONDUIT, WIRING, SWEEPS, HANDHOLES AND POLE RISER AS REQUIRED BY EVERSOURCE. 2. (2) 4'C WITH PULLSTRINGS FOR TELEPHONE AND CABLE SERVICES UNDERGROUND FROM IT ROOM TO A POLE ALONG DEMING STREET (COORDINATE EXACT LOCATION WITH UTILITY COMPANIES), SEE DRAWING E2.01 FOR CONTINUATION TO BUILDING. MAINTAIN 12' SEPARATION FROM ELECTRICAL SERVICE AND 18' FROM GAS AND WATER SERVICE PIPING. PROVIDE ALL UNDERGROUND CONDUIT, SWEEPS, HANDHOLES AND POLE RISERS AS REQUIRED. SERVICE COMPANIES ARE Tn PPr1VTnF THE SERVTrE WTPTNG, 3. SEE DRAWING E2,01 FOR PNEUMATIC TUBE STATION ELECTRICAL REQUIREMENTS. 4. LIT MONUMENT SIGN — PROVIDE LOCKABLE DISCONNECT SWITCH AT SIGN PER NEC SECTION 600.6. CONNECT SOURCE CIRCUIT TO EXTERIOR LIGHTING CONTROL SYSTEM, ZONE #3. SEE DETAIL 5/E0.04 FOR ADDITIONAL INFORMATION, 5, SEE DRAWING E2.01 FOR CANOPY & EXTERIOR WALL MOUNTED LIGHTING FIXTURE & LIT SIGN REQUIREMENTS. SEE DETAIL 5/E0,04 FOR ADDITIONAL INFORMATION. 2#10,#1 OG,1 "C TO CIR#23,P1 VIA EXTERIOR ZONE #3 J 0 N A lectott ARCHITECTS Notice: This drawing is the property of Tecton Architects I pc. The use, re -use or reproduction of this drawing for any purpose whatsoever without an expressed written agreement heh­enrn Tnr,p A, hlte.^.fs I rJ the User I� nrohihited I pc and pnvwvuc... Rights to use the information on this sheet are not transferred until payment has been received for services rendered. Any rights so granted are non -transferable to other parties without the prior expressed written consent of Tecton Architects I pc B © 2020 Tecton Architects I pc Client/ Contractor Windsor Federal C Savings 250 Broad Street Windsor, CT 06095 Project South Windsor Branch 176 DEMING STREET SOUTH WINDSOR, CT D Seals E C 0 NA,FL�<<, v 1 -- le FS _ Naas F Issues / Revisions G Drawing Title ELECTRICAL SITE PLAN Project Manager: JW Project No: WFS-02-AR H Project Architect: JB Production Leader: GB Project Designer: Peer Reviewer: RA Drawing Number E4.01 10 1 9 1 8 1 7 1 6 1 5 1 4 1 3 1 2 1 1 1 ELECTRICAL SITE PLAN 1 /16" = 11-0" UKAVV1IVU LIJ I F Q' q):E a U U r o CIVIL ENGINEER / LANDSCAPE ARCHITECT / SURVEYOR 21 Jeffrey Drive P.O. Box 1167 South Windsor, CT 06074 lonals ENGINEERS / LAND SURVEYORS S / LANDSCAPE ARCHITECTS Phone: 860-291-8755 Fax: 860-291-8757 www.designprofessionalsinc.com South Windsor Branch Windsor Federal 176 DEMING STREET I SOUTH VINMOUM) U STRUCTURAL ENGINEER: SZEWCZAK ASSOCIATES CONSULTING ENGINEERS AVON PARK NORTH 200 FISHER DRIVE AVON, CT 06001 TEL: 860.677.4570 FAX: 860.676.0814 szewczakassociates. com TECTON ARCHITECTS 34 SEQUASSEN STREET SUITE 200 HARTFORD, CT 06106 MECHANICAL, ELECTRICAL & PLUMBING ENGINEER: QUINL,AN, GIANNONI T T-\TT_NT(,�'Fn-NT T-NTC' CONSULTING ENGINEERS 2074- PARK STREET HARTFORD, CT 06106 TEL (860) FAX (860) 236-4288 232-984-1 GENERAL G0.01 COVER SHEET STRUCTURAL S0.01 GENERAL NOTES & TYPICAL DETAILS S1.01 FOUNDATION PLAN S4.01 FOUNDATION SECTIONS ELECTRICAL E4.01 ELECTRICAL SITE PLAN Issued for Foundation Permit 9/24/2020 um- M U w 3 O ry 0- 5 LL W m S z U w O ry n U ai STRUCTURAL GENERAL NOTES A. GENERAL 1. SEE ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR ADDITIONAL INFORMATION AND DETAILS. ALSO, SEE SPECIFICATIONS. 2. THE STRUCTURE HAS BEEN DESIGNED TO BE SELF-SUPPORTING AND STABLE A AFTER THE CONSTRUCTION OF THE BUILDING HAS BEEN COMPLETED. THE STABILITY OF THE STRUCTURE PRIOR TO TOTAL COMPLETION IS SOLELY THE RESPONSIBILITY OF THE CONTRACTOR. JOBSITE SAFETY AND CONSTRUCTION PROCEDURES ARE SOLELY THE RESPONSIBILITY OF THE CONTRACTOR. LACK OF COMMENT BY THE ENGINEER IS NOT TO BE INTERPRETED AS APPROVAL OF THOSE ASPECTS OF WORK. B. DESIGN AND LOADING - 1. ALLOWABLE UNIT STRESSES AND DESIGN CRITERIA IN ACCORDANCE WITH THE FOLLOWING: A) "STATE OF CONNECTICUT BUILDING CODE - 2018" B) "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS" AISC 360-10 C) "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE" ACI 318-14 D) "NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION" AWC NDS-15 2. ALLOWABLE SOIL BEARING CAPACITY: 1.5 TSF B 3. DESIGN STRESSES AND MATERIAL: A) CONCRETE (28-DAY STRENGTH, NORMAL WEIGHT) F'c=3000 PSI B) REINFORCING STEEL ASTM A-615 FY = 60 KSI C) WELDED -WIRE ASTM A-185 FY = 60 KSI D) STRUCTURAL STEEL ASTM A-992 FY = 50 KSI E) STRUCTURAL STEEL PIPES ASTM A-53, GR B FY = 35 KSI F) STRUCTURAL STEEL TUBES ASTM A-500, GR C FY = 50 KSI G) BOLTS: 3/4 -INCH DIAMETER ASTM F3125, GR A325 H) STRUCTURAL LUMBER DOUGLAS FIR NO.2 OR BETTER _ 1) STRUCTURAL WOOD TRUSSES SOUTHER PINE NO. 1 J) LAMINATED VENEER LUMBER E=1900 KSI, Fb=2600 PSI K) STRUCTURAL WOOD I -JOIST Mr=5200 FT-LBS / E1=415x10**6 IN.2-LBS C. FOUNDATION 1. ALL FOUNDATION EXCAVATIONS SHALL BE TO REQUIRED ELEVATION OR UNDISTURBED SOIL. ALL FOUNDATIONS EXCAVATIONS SHALL BE TO SOUND GROUND. C 2. BOTTOM OF EXTERIOR FOOTING TO BE A MINIMUM 3'-6" BELOW FINISHED GRADE. ALL FOOTINGS SHALL A MINIMUM OF V-6" BELOW EXISTING GRADE, UNLESS ON STRUCTURAL FILL. 3. STRUCTURAL FILL SHALL BE APPROVED STRUCTURAL GRAVEL COMPACTED IN 8" LAYERS TO 95% OF MODIFIED PROCTOR DENSITY. 4. ALL FOUNDATION EXCAVATIONS AND STRUCTURAL FILL SHALL BE TESTED AND INSPFC:TFn TO FNSI IRE THE AI InWARI F Snii RFARINC_ PRFSSIIRF ANn - DENSITY OF FOUNDATION BEARING MATERIALS. 5. BOTH SIDES OF FOUNDATION WALLS SHALL BE BACKFILLED SIMULTAN- EOUSLY TO PREVENT OVERTURNING OR LATERAL MOVEMENT OF WALLS. 6. DO NOT BACKFILL AGAINST RETAINING BASEMENT WALLS UNTIL CONCRETE HAS ACHIEVED 75% OF 28 DAY SPECIFIED STRENGTH. D. CONCRETE WORK AND REINFORCING D 1. ALL CONCRETE CONSTRUCTION SHALL BE IN ACCORDANCE WITH ACI 301 "SPECIFICATIONS FOR STRUCTURAL CONCRETE" LATEST EDITION. 2. WALL FOOTING ARE TO BE 12 INCHES DEEP WITH 6-INCH PROJECTIONS, UNLESS OTHERWISE NOTED. 3. ALL FOUNDATION WALLS/GRADE BEAMS ARE TO BE KEYED TO FOOTINGS. 4. WHERE VERTICAL REINFORCING BARS ARE CALLED FOR IN WALLS, - AT COLUMN LOCATIONS OR PIERS, SUCH BARS ARE TO BE DOWELED INTO FOOTINGS. 5. POCKET WALLS WHERE NECESSARY FOR BEAMS, COLUMNS AND SLABS. 6. PROVIDE MINIMUM OF 2 INCHES COVER AROUND COLUMN BASE PLATES. 7. REINFORCING TO BE LAPPED 48 BAR DIAMETERS AT ALL CORNERS, SPLICES, DOWELS, ETC. E 8. PROVIDE TWO (2) #5 BARS ON ALL SIDES AND DIAGONALLY AT CORNERS OF OPENINGS THROUGH CONCRETE WALLS. BARS TO EXTEND 2'-0" BEYOND EDGE OF OPENING. 9. UNLESS OTHERWISE NOTED, ALL FOUNDATION WALLS ARE TO BE REINFORCED WITH (2) #5 BARS, CONTINUOUS TOP AND BOTTOM. 10. HORIZONTAL WALL CONSTRUCTION JOINTS WILL NOT BE PERMITTED, EXCEPT - WHERE SHOWN. 11. AIR -ENTRAIN ALL CONCRETE EXPOSED TO WEATHER. 12. ALL JOINTS IN STRUCTURAL SLABS SHALL BE MADE AT CENTER OF SPAN WITH VERTICAL BULKHEADS AND HORIZONTAL KEYS, UNLESS OTHERWISE SHOWN OR APPROVED. 13. PADS ARE REQUIRED FOR ALL FLOOR STANDING EQUIPMENT. COORDINATE SIZE AND LOCATION OF EQUIPMENT PADS WITH MECHANICAL AND ELECTRICAL F CONTRACTORS. 14. THE GENERAL CONTRACTOR SHALL COORDINATE ALL REQUIREMENTS, INCLUDING DIMENSIONS AND LOCATIONS, OF ALL OPENINGS, EMBEDDED ITEMS, ETC., FOR MECHANICAL AND ELECTRICAL TRADES. 15. COVER FOR REINFORCING: a) CONCRETE PLACED ON EARTH ..... ... .......... .. 3" b) FORMED CONCRETE EXPOSED TO GROUND OR WEATHER: 1) #6 BARS OR LARGER . . . ... . ..... . . . . . ... 2" _ 2) #5 BARS OR SMALLER ...... ......... ...1-1/2" c) FORMED CONCRETE NOT EXPOSED TO GROUND OR WEATHER: 1) SLABS AND WALLS .................... 3/4" E. STEEL 1. ALL STRUCTURAL STEEL SHALL BE FABRICATED AND ERECTED IN ACCORDANCE WITH "SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS" AISC 360 LATEST EDITION. G 2. FABRICATE AND ERECT ALL BEAMS WITH MILL CAMBER UP. 3. PROVIDE WEB STIFFENER PLATES FOR BEAMS CONTINOUS OVER COLUMNS OR BELOW SUPPORTED COLUMNS. 4. WHEREVER WELDING IS EMPLOYED, EITHER IN FABRICATION OR ERECTION, ALL SUCH WELDING SHALL BE PERFORMED BY CERTIFIED WELDERS IN ACCORDANCE WITH "STRUCTURAL WELDING CODE - STEEL" AWS D 1.1 - LATEST EDITION. H 2 d in Lel F. STRUCTURAL WOOD FRAMING 1. ALL STRUCTURAL WOOD FRAMING SHALL CONFORM TO AND BE ERECTED IN ACCORDANCE WITH THE REQUIREMENTS OF ANSI/AWC "NDS-NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION" LATEST EDITION. 2. PLYWOOD SHALL BE MANUFACTURED AND INSTALLED IN ACCORDANCE WITH APA "PDS - PANEL DESIGN SPECIFICATION" LATEST EDITION. 3. ALL WOOD FRAMING IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED. 4. ALL NAILS, SCREWS, SPIKES, ETC., TO BE COMMON STEEL. 5. JOIST HANGERS, FRAMING ANGLES AND CLIPS SHALL BE EQUAL TO THOSE MANUFACTURED BY THE SIMPSON COMPANY, SAN LEANDRO, CALIFORNIA. 6. CARPENTRY SHALL BE ERECTED TRUE TO LINES, LEVELS AND DIMEN- SIONS SHOWN OR REQUIRED; SHALL BE SQUARED, ALIGNED AND PLUMBED; SECURELY FASTENED IN PLACE IN AN APPROVED MANNER. 7. ALL JOINTS SHALL BE NEATLY AND ACCURATELY MADE, FITTED TIGHT, BLOCKED OR OTHERWISE PUT TOGETHER SO AS TO AVOID OPENING OR ROTATION. 8. MEMBERS OF ROUGH WOODWORK SHALL BE SECURELY FASTENED TOGETHER AND TO SUPPORTING CONSTRUCTION; NAILED, SPIKED, LAG SCREWED OR BOLTED AS REQUIRED. 9. ALL NAILED CONNECTIONS SHALL BE SECURED IN ACCORDANCE WITH S IAT E OF CnNIVEC 1 ICU 1 BUlLD1 G hinUE - IVAIL1 G3 noCHEDULE. 10. FOR BOLTED CONNECTIONS, DRILL HOLES 1/16" LARGER IN DIAMETER THAN THE BOLTS BEING USED. DRILL STRAIGHT AND TRUE FROM ONE SIDE ONLY. BOLT THREADS SHALL NOT BEAR ON WOOD. USE WASHERS UNDER ALL NUTS. 11. FOR LAG -SCREWS AND WOOD SCREWS, PRE -BORE HOLES SAME DIAMETER AS ROOT OF THREADS; ENLARGE HOLES TO SHANK DIAMETER FOR LENGTH OF SHANK. SCREW, DO NOT DRIVE, ALL LAG SCREWS AND WOOD SCREWS. G. WOnn TRI IRRFR 1. ALL WOOD TRUSSES SHALL BE DESIGNED AND MANUFACTURED IN ACCORDANCE WITH ANSI/TPI 1 "NATIONAL DESIGN STANDARD FOR METAL -PLATE -CONNECTED WOOD TRUSS CONSTRUCTION". 2. TRUSSES SHALL BE BRACED DURING ERECTION IN ACCORDANCE WITH SBCA "BUILDING COMPONET SAFETY INFORMATION - GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING, RESTRAINING & BRACING OF METAL PLATE CONNECTED WOOD TRUSSES." 3. TEMPORARY TRUSS BRACING SHALL NOT BE REMOVED UNTIL PERMANENT LATERAL TRUSS BRACING AND SHEATHING IS INSTALLED AND ALL TRUSS CLIPS/ANCHORS ARE IN PLACE. 4. PERMANENT TRUSS BRACING SHALL BE ANCHORED TO SOLID END WALLS OR CROSS -BRACED AT BRACING ENDS. 5. PERMANENT TRUSS BRACING SHALL BE PROVIDED IN THE PLANE OF THE TRUSS BOTTOM CHORD AND SHALL CONSIST OF BOTH LATERAL BRACING SPACED AT NO MORE THAN 10 FEET ON CENTER AND DIAGONAL BRACED BAYS AT BUILDING ENDS AND INTERMEDIATE INTERVALS OF NOT GREATER THAN 20 FEET ON CENTER. 6. PERMANENT TRUSS BRACING SHALL BE PROVIDED IN THE PLANE OF THE TRUSS WEB AND SHALL CONSIST OF DIAGONAL BRACING SPACED AT NOT MORE THAN 16 FEET ON CENTER FOR THE ROOF TRUSSES AND 8 FEET ON CENTER FOR FLOOR TRUSSES. 7. PERMANENT DIAGONAL TRUSS BRACING SHALL BE PROVIDED IN THE PLANE OF THE TRUSS WEB AT ALL ENDS OF LATERAL BRACING AS REQUIRED FOR INDIVIDUAL MEMBER STABILITY AS INDICATED ON TRUSS DESIGN DRAWINGS. PROVIDE "T-BRACE" ON ALL WEB MEMBERS WHERE LATERAL BRACING EXTENDS LESS THAN FOUR (4) CONSECUTIVE TRUSS MEMBERS. 8. PERMANENT TRUSS BRACING SHALL BE AT LEAST A NOMINAL 2 X 4. 9. NO SPLICES, CUTS OR OTHER MODIFICATIONS SHALL BE MADE TO TRUSS MEMBERS UNLESS APPROVED BY THE ENGINEER OR SHOWN ON THE SHOP DRAWINGS. H. FIELD MEASUREMENTS 1. CONTRACTOR SHALL VERIFY IN THE FIELD ALL MEASUREMENTS, CONDITIONS AND ELEVATIONS NECESSARY FOR HIS WORK AND SHALL ASSUME RESPONSIBILITY FOR THEIR ACCURACY. SIMPSON "*( SERIES COLL CAP 0 "CCQ" SERIES (CAP) IMPSON "*CBSQ" TYPE OLUMN BASE SIMPSON "HDU- TYPE COLUMN I (ALTERNATE) EPDXY ADHESIVE ANCHOR BOLTS WITH MIN. EMBEDMENT TO DEVELOP THE BOLT CAPACITY - TYPICAL STRUCTURAL LOADS: 1. DEAD LOAD: A) ALLOWANCE FOR FUTURE SOLAR PANEL SYSTEM 5 psf (UNIFORMLY DISTRIBUTED LOAD) 2. LIVE LOAD: A) FLOOR LIVE LOADS - MAIN LEVEL 100 psf B) ROOF LIVE LOAD - 20psf C) ROOF SNOW LOAD - GROUND SNOW LOAD Pg= 30 psf - FLAT ROOF SNOW LOAD Pf= 30 psf - SNOW EXPOSURE FACTOR Ce= 1.0 - SNOW THERMAL FACTOR Ct= 1.1 - SNOW IMPORTANCE FACTOR 1= 1.0 3. LATERAL LOADS: A) WIND LOADS -BASIC WIND SPEED (Vult) 125 mph -RISK CATEGORY II -WIND EXPOSURE B -BASIC VELOCITY PRESSURE 22.4 psf -INTERNAL PRESSURE (GCpi) +/-0.18 !�/lA .I 1't/I�IrAtT 1A/1l.In I llAl'l (+. AI Tn A AIC%ITICIAIC1 I VYIIID L0ADno I t 1 MMIVJI �/vN(20 nl�,nnlrnC 1 % IVO l.Vd[IPVCRJ pSf„L SF) psf Sf -WALLS 25.2/-27.5 --- 25.2/-33.0 -SLOPED ROOF 23.5/-25.1 23.5/-38.7 23.5/-58.2 -OVERHANGS --- -53.3 -78.8 B) SEISMIC LOADS -SPECTRAL RESPONSE ACCELERATION Ss=0.1',78 -SPECTRAL RESPONSE ACCELERATION S1=0.064 -SEISMIC DESIGN CATEGORY B -Snll RITE ('I ARS C -IMPORTANCE FACTOR Is=1.0 -SPECTRAL RESPONSE ACCELERATION Sds=0.143 -SPECTRAL RESPONSE ACCELERATION Sd1=0.072 -BASIC STRUCTURAL SYSTEM BEARING WALL -SEISMIC RESISTING SYSTEM - "LIGHT FRAMED WALLS SHEATHED WITH WSP" -RESPONSE MODIFICATION FACTOR R=6.5 -DEFLECTION AMPLIFICATION FACTOR Cd=4 -SEISMIC DESIGN COEFFICIENT Cs=0.047 -DESIGN BASE SHEAR V=2 K -ANALYSIS PROCEDURE EQUIVALENT (FORCE "CBSQ" SERIES (BASE) "HDU" SERIES (HOLD-DOWN) TYPICAL WOOD POST CAP/BASE DETAIL SCALE : NONE F T EXTEND CONCRETE INSIDE COLUMN ISOLATION DIAMOND DOWN TO TOP OF PIER OR FOOTING BELOW SO AS TO C COLUMN COMPLETELY ENCASE THE COLUMN, BASE PLATE AND ANCHOR BOLTS. l o 0 U C.J. 5 LAP 30x BAR DIA. CONCRETE WALL 2-#5 -CONY �----___ \ LAP 30x \ BAR DiA. \ 1 \ LAP 30x 1 0 \ \ BAR DIA. 245 CONT N -------------- 4' - 0" MIN. I YPIC:AL S I EPPED FUU I IIVG DE I AIL SCALE: NONE CONCRETE WALL BEYOND - -)_,its rr)MT BULK I ELEVA I IVN - SEE SITE AND MECHANICAL DRAWINGS - - - - - - - - - - - - I- - - - - - - - -j-- - - - - - - - - - - - - 1 SEE TYPICAL STEPPED FOOTING DETAIL FOR BOTTOM OF FOOTING AS STEP REQUIREMENTS REQUIRED FOR PIPE INVERT TYPICAL WALL PENETRATION DETAIL I I TYPICAL CONTROL JOINT DETAILS IN CONCRETE SLAB ON GRADE SCALE: NONE CONT. HORIZ. WALL REINF. FOR SIZE - SEE PLAN AND CONY. HORIZ. WALL REINF. DETAILSFOR SIZE -SEE PLAN AND XIXSTE DETAILS EL COLUMN -FORPOUR THIS SLAB AFTER - SEE PLAN AND FLOOR SLAB IS IN PLACE COLUMN SCHEDULE - AS REQUIRED TO PROVIDE MIN. 2" CONCRETE COVER ALL AROUND COLUMN BASE PLATE I CORNER BARS - SAME CORNER BARS -SAME SIZE AND SPACING AS SIZE AND SPACING AS CONT HORIZ WALL REINF UNDER -SLAB SHEET VAPOR RETARDER SHALL BE COMPLETELY SEALED AT ALL JOINTS, OVERLAPS, CONT. HORIZ. WALL REINF. PENETRATIONS, AND TERMIINATIONS IN ACCORDANCE WITH THE SPECIFICATIONS AND THE MANUFACTURER'S RECOMMENDATIONS. SHEET VAPOR RETARDER SHALL BE SEALED AT THE TOP OF THE CONT. HORIZ. WALL REINF. CONCRETE PIER TO THE STEEL COLUMN AND BASE PLATE AS REQUIRED AND IN ACCORDANCE WITH THE CONT. HORIZ. WALL REINF. FOR SIZE - SEE PLAN AND MANUFACTURER'S RECOMMENDED AND APPROVED DETAIL(S). PROVIDE MANUFACTURER'S FOR SIZE - SEE PLAN AND 1A RECOMMENDED MASTIC TO FORM A TIGHT SEAL AT ALL DISSIMILAR MATERIALS. DETAILS DETAILS __7 'r TYPICAL ISOLATION JOINT AT TYPICAL CONCRETE WALL CORNER BAR DETAILS rn I I I M r\I n FTA T I SCALE: NONE SCALE: NONE M 9 1 3.s n Notice: This drawing is the property of Tecton Architects I pc. The use, re -use or reproduction of this drawing for any purpose whatsoever without an expressed written agreement between Tecton Architects I pc and the user is prohibited. Rights to use the information on this sheet are not transferred until payment has been received for services rendered. Any rights so granted are non -transferable to other parties without the prior expressed written consent of Tecton Architects I pc B © 2020 Tecton Architects I pc Consultant 1 ?p. SZEWCZAK ASSOCIATES fi3 ` CONSUL nNG I NGINUA6 `t< p AVON PARK NORTH % { AVON• CT 06001 �f. rEt,: 800.677.4570 szcwezakassociate com Client/ Contractor Windsor Federal C Savings Project South Windsor Branch 176 DEMING STREET SOUTH WINDSOR, CT X Seals E ISSUED FOR SITE & FOUNDATION PERMIT F Issues / Revisions No. Date Description G Drawing Title GENERAL NOTES & TYP I CAL DETAILS Project Manager: JW Project No: WFS-02-AR H Project Architect: JB Production Leader: GB Project Designer: Peer Reviewer: Drawing Number SO.01 Fy ttt` ttt� - - tt� ttt� ttTd F{ Ftt� tr'. -. iz./.Y> h-> /..> h-. />• ''.a I �: �2' �::7�e `: `..'%�_ -: .2�,0 �2' �~ `: +.•.s �2' `:^ `: ''. I '.; ''. I� ,a' ,r` a'` . � ,a i` ,®�` a'` . � ,a' ,a'` ,a'` .a' .®'` `� ,a'` �' .6� Ttd.be ..3;yd •p t v �.! . •d .t� ti+' } ':6:r. s. .yt 4. 7':d •� er _ _ "�. �• ,, _ $'�'• ^7"•• ^�' � . _ l".. "i _ ,�s. �i,'' r _ _" � ^�r ��� �"• �r �• - •y�i. }�•. �'• �i',3<c., . ,.� . �i.'`• 3�"<'� .� - - - - FA M u E F I" .0 0 U O N U) (n ZD W H 0 N 0 N 0 N N FOOTING SCHEDULE DESIGNATION SIZE - W x L x D REINFORCING (EACH WAY -BOTTOM) F-3.0 3'-0" x 3'-0" x V-4" 3- #6 F-3.5 3'-6" x T-6" x 1'-4" 3- #6 PIER SCHEDULE REINFORCING DESIGNATION SIZE VERTICAL HORIZONTAL REMARKS P-1 16" x 16" (4) - #6 #3 @12" CLOSED TIES NOTES: 1. ALL VERTICAL PIER REINFORCING SHALL BE DOWELED INTO FOOTING WITH STANDARD HOOK FOUNDATION. 2. ALL PIER SIZES INDICATED ARE MINIMUM EFFECTIVE PIER SIZES REQUIRED. FOR ACTUAL PIER SIZE REQUIRED - SEE ARCHITECTURAL DRAWINGS. 3. SUFFIX "...W" INDICATES THAT PIER SHALL BE PLACED MONOLITHIC WITH FOUNDATION WALL. FOUNDATION PLAN SCALE: 1/8" = V-0" NOTES: 1. G.C. SHALL VERIFY ALL EXISTING CONDITIONS, ELEVATIONS, DIMENSIONS, ETC., IN THE FIELD PRIOR TO PROCEEDING WITH ANY NEW WORK. NOTIFY ENGINEER IMMEDIATELY OF ANY DISCREPANCIES FOR FURTHER INSTRUCTIONS IF REQUIRED. 2. F1 INDICATES 4" CONCRETE SLAB REINFORCED WITH 6X6-W1.4 X W1.4 W.W.F. ON 10 MIL VAPOR RETARDER ON 6" LAYER OF 3/8" CRUSHED STONE ATOP A 12" MIN. LAYER OF COMPACTED STRUCTURAL FILL. 3. F2 INDICATE 6" CONCRETE SLAB REINFORCED WITH 6X6-W2.9 X W2.9 W.W.F. ON 12" MINIMUM LAYER OF COMPACTED STRUCTURAL FILL. 4. T.W.E. INDICATES TOP OF WALL ELEVATION. DROP TOP OF WALL ELEVATION TO 8" BELOW FIN. FLOOR ELEVATION AT ALL DOOR OPENINGS -U.O.N. 5. B.F.E. INDICATES BOTTOM OF FOOTING ELEVATION. 6. T.P.E. INDICATES TOP OF PIER ELEVATION. 7. C.J. INDICATES CONTROL JOINT IN CONCRETE SLAB - SEE TYPICAL DETAIL ON DRAWING 50.1. 8. R.L. INDICATES RAIN WATER LEADER - COORDINATE FOUNDATION WALL/PIER DEPRESSIONS WITH MECHANICAL REQUIREMENTS. 9. F.S. INDICATES FOOTING STEP - SEE TYPICAL DETAIL ON DRAWING S0.01. 10. WHERE NEW FOUNDATION WALL ABUTTS EXISTING - STEP BOTTOM OF FOOTING TO MATCH EXISTING ELEVATION AND DRILL & GROUT SOLID 245 X 4'-0" TOP AND BOTTOM 8" MINIMUM INTO EXISTING WALL - TYPICAL. 11. WHERE UTILITY LINE (i.e. SANITARY, WATER, ETC.) PENETRATE FOUNDATION WALL DROP BOTTOM OF FOOTING ELEVATION AS REQUIRED TO ALLOW UTILITY LINE TO PASS THRU FOUNDATION WALL. COORDINATE LOCATIONS AND ELEVATIONS WITH MECHANICAL AND SITE REQUIREMENTS. 12. FOR SITE AND SUBGRADE PREPARATION REQUIREMENTS AND ADDITIONAL INFORMATION SEE GEOTECHNICAL REPORT BY GEI CONSULTANTS, INC. DATED NOVEMBER 22, 2019. 13. * INDICATES SUPPORT COLUMN - SEE COLUMN SCHEDULE ON DRAWING S6.01 FOR ADDITIONAL INFORMATION AND REQUIREMENTS. n Tecton A Rr.H ITFr. T.1; Notice: This drawing is the property of Tecton Architects I pc. The use, re -use or reproduction of this drawing for any purpose whatsoever without an expressed written agreement between Tecton Architects I pc and the user is prohibited. Rights to use the information on this sheet are not transferred until payment has been received for services rendered. Any rights so granted are non -transferable to other parties without the prior expressed written consent of Tecton Architects I pc B © 2020 Tecton Architects I pc Consultant SZEWCZAK ASSOCIATES CONSUL rING ENUINEMS A PARK NORTH 200 I-ISHER DRIVE % AVON. CT 06001 r TEL: 360.677.4570 sye%vezakassoeiatc xom Client/ Contractor Windsor Federal C Savings N Project South Windsor Branch 176 DEMING STREET SOUTH WINDSOR, CT PROJECT NORTH Seals E ISSUED FOR SITE & FOUNDATION PERMIT F C co 0.25 47 KW Issues / Revisions No. Date Description Drawing Title FOUNDATION PLAN Project Manager: JW Project No: WFS-02-AR H Project Architect: JB Production Leader: GB Project Designer: Peer Reviewer: Drawing Number S1.01 10 7 5 A B C D E F Of, G H a F/FNDN 81/2 F/STUD F/FNDN F/STUD 11 1/4" BELOW BELOW 2x8@ 16" O.C. WOOD STUD F/FNDN GRID LINE 2x6@ 16" O.C. WOOD STUD BEARING WALL W/SOLID BELOW BEARING WALL W/SOLID SEE ARCH'L DWGS BLOCKING AT SHEATHING BLOCKING AT SHEATHING FOR EXTERIOR WALL \ EDGES SEE ARCH'L DWGS EDGES CONSTRUCTION 5/8" DIA. x12" HKD ANCHOR FOR EXTERIOR WALL 5/8" DIA. x12" HKD ANCHOR FOR @ 4' O.C. MAX AND GRAD EXTERIOR CONSTRUCTION BOLTS @ 4' O.C. MAX AND AT EA. CORNER GRADE PLYWOOD SEE ARCH'L DWGS I I . AT EA. CORNER SHEATHING (STRI) THERMAL BREAK STEEL COLUMN - FOR 15/32" EXTERIOR -SEE ARCHITRCURAL FOR EXTERIOR WALL THERMAL BREAK SIZE SEE PLAN AND GRADE PLYWOOD DRAWING FOR CONSTRUCTION I I I' COLUMN SCHEDULE SHEATHING (STR. I) -SEE ARCHITRCURAL REQUIREMENTS FOR P.T. SILL PLATE TYP. I' 4" CONC. SLAB -REINF. P.T. SILL PLATE TYP. REQUIREMENTS 4" CONC. SLAB -REINF. W/6x6-W1.4xW1.4 W.W.F. 4" CONC. SLAB - REINF. FIN. GRADE VARIES - W/6x6-W1.4xW1.4 W.W.F. FIN. GRADE VARIES - I I I ON 12" MIN. COMPACTED W/6x6-W1.4xW1.4 W.W.F. FOR ELEVATIONS SEE ON 6" LAYER OF 3/8" FOR ELEVATIONS SEE STRUCTURAL FILL FIN. GRADE VARIES - ON 6" LAYER OF 3/8" SITE DWGS CRUSHED STONE TYP. SITE DWGS I I FOR ELEVATIONS SEE CRUSHED STONE TYP. SITE DWGS --——— — — — — —— —_-- FOUNDATION PLAN — ---P N --- ----_P N 0107' 4" ° -. - °... • :. 107' - 411 . ° . -° , . ., • _ ' �' x� -e FOUNDATION 071.411 FOUNDATION ° ° • - d' • a, a . � I I (2) # COLT Q (2)-#5 CONT. 1-..III:-_TtJP ,II_,, d _ a I Ji- TOP' d ' DER AND !_! SEE ARCHT DWGS FOR TOp SEE ARCH'L DWGS FOR VAPOR RETARDER I' " _ VAPOR RETARDER AND SEE ARCH'L DWGS FOR d. - 4 VAPOR RETARDER AND : ' INSULATION d - - INSULATION CONC. PIER AT COLUMN- n INSULATION REQUIREMENTS REQUIREMENTS FOR SIZE AND REINF. SEE a REQUIREMENTS PLAN AND PIER SCHEDULE PROVIDE P.T. BOTTOM - • .44., ' z . - PROVIDE P.T. BOTTOM z ° -° a SILL PLATES TYPICAL M (2)-#5 CONT. CONC. FOOTING AT COLUMN- M BOTTOMONT. a" ° ; a ,, SILL PLATES TYPICAL M BOTTOM CONT. ° BOTTOM a . FOR SIZE AND REINF. SEE a - DI Anl AAIn err_ crUMM 11 C " • ° od ° > ("LI11Y /11YV I 1 V Jl.l ILVVLL i' 1 ' (2)-#5 CONT. __ BOTTOM OF FTG FTG REINF. e a - d°.: ; d ° a e _ BOTTOM OF FTG FOR ELEV. SEE FOR ELEV. SEE FNDN PLAN BOTTOM OF FTG a FNDN PLAN ELEV. SEE ° FOR FNDN PLAN d - d (2)45 CONT. J (2)-#5 CONT. FTG REINF. 1' - 2" 6" FTG REINF. 6" 2'-2" 2'-0" SECTION AT EXT. WALL COLUMN ( F4 3 1/2" IN I I IN IA I 4x4 WOOD POST SIMPSON "ABA" 4" CONC. SLAB - REINF. BASE TYP. W/6x6-W1.4xW1.4 W.W.F. ON 6" LAYER OF 3/8" CRUSHED STONE TYP. 1 =X--d'X X 1/2" 0 ANCHOR (3)-#5 CONT. 2' - 0" BOLT WITH 6" EMBEDMENT SECTION AT WOOD POST F8 SCALE: 3/4" = 1'-0" � S4.01 SCALE: 3/4" = V-0" � S4.01 TYPICAL FOUNDATION WALL F3 SCALE: 3/4" = 1'-0" S4.01 GRID LINE II II I I SI ttL L.ULUMIN - 1-UK SEE ARCHT DWGS I I SIZE SEE PLAN AND FOR EXTERIOR WALL I COLUMN SCHEDULE CONSTRUCTION I I I III I STEEL BASEPLATE I I FIN. GRADE VARIES - ON 1/4" LEVELING ON I I FOR ELEVATIONS SEE I I 1" MIN. NON -SHRINK SITE DWGS I I GROUT - TYPICAL JDATION PLAN FOUNDATION PLAN _ 107'-411 ° - I�I ill III- III !�I III . ' - - • ° d CONC. FOOTING AT COLUMN- CONC. PIER AT COLUMN- ° ° FOR SIZE AND REINF. SEE FOR SIZE AND REINF. SEE ° PLAN AND FTG SCHEDULE PLAN AND PIER SCHEDULE BOTTOM OF FTG n .d . FOR ELEV. SEE FNDN PLAN SECTION AT CANOPY COLUMNS F7 SCALE: 3/4" = V-0" S4.01 TYPICAL FOUNDATION WALL ( Fz SCALE: 3/4" = V-0" S4.01 I?-- GRID LINE (4)-3/4" 0 X V-6" - I q A NrunD DnE TC %Al;T --I N M li%t I IVI\ UIJL I 1)vvl 1 1 1 HEAVY HEX NUT STEEL COLUMN -FOR BASE - TYPICAL REQM'TS SEE PLAN AND COLUMN SCHEDULE 4" CONC. SLAB - REINFTYPICAL . AA1 tc.,c Anti A, Anti n Ant IA; �� 57FF1 RASFPI ATF VV/UAU-vv.L.ZAvvl.-t vv.vv.l . ON 6" LAYER OF 3/8" ON 1/4" LEVELING ON CRUSHED STONE TYP. 1" MIN. NON -SHRINK CONC. FOOTING AT COLUMN - FOR SIZE AND REINF. SEE PLAN AND FTG SCHEDULE GROUT - TYPICAL I m� e d- fI ° 1 s. BOTTOM OF FTG = ° FOR ELEV. SEE -d 4. FNDN PLAN (2)-#5 CONT. FTG REINF. FOUNDATION PLAN — — SECTION AT INTERIOR COLUMN( F6 SCALE: 3/4" = 1'-0" � S4.01 4 1/2" F/FNDN F/STUD BELOW 2x6@ 16" O.C. WOOD STUD SEE ARCH'L DWGS BEARING WALL W/SOLID FOR EXTERIOR WALL BLOCKING AT SHEATHING CONSTRUCTION EDGES Al 5/8" DIA. x12" HKD ANCHOR 15/32" EXTERIOR BOLTS @ 4' O.C. MAX AND GRADE PLYWOOD AT EA. CORNER SHEATHING (STR. I) THERMAL BREAK -SEE ARCHITRCURAL P.T. SILL PLATE TYP. DRAWING FOR REQUIREMENTS FIN, GRADE VARIES - 4" CONC. SLAB - REINF. FOR ELEVATIONS SEE W/6x6-W1.4xW1.4 W.W.F. SITE DWGS ON 6" LAYER OF 3/8" CRUSHED STONE TYP. FOUNDATION PLAN 77:p . .(2)-#5 CONT. ci TOP 9 - a SEE ARCHT DWGS FOR - VAPOR RETARDER AND ° - INSULATION REQUIREMENTS PROVIDE P.T. BOTTOM (2)-#5 CONT. `° SILL PLATES TYPICAL BOTTOM , :� , `a . o °•- - , • ° ` BOTTOM OF FTG d - FOR ELEV. SEE FNDN PLAN d (2)-#5 CONT. J I I I FTG REINF. 7" 10" 7" 2'-0" TYPICAL FOUND ATION WALL F1 SCALE: 3/4" = 1'-0" S4. 0 1 SEE ARCHT DWGS THERMAL BREAK FOR EXTERIOR WALL SEE ARCHITRCURAL CONST RUC I ION DKAWIIVG 1-UK REQUIREMENTS #4@12" O.C. TOP DOWELS 4" CONC. SLAB -REINF. W/6x6-W1.4xW1.4 W.W.F. 6" CONC. SLAB - REINF. ON 6" LAYER OF 3/8" VV/oAo-VV2.7XVV2.7 VV.VV.F. CRUSHED STONE TYP. ON 12" MIN. COMPACTED STRUCTURAL FILL #4@12" O.C. TOP DOWELS `SLOPES 1 / FOUNDATION PLAN X x X X M x 107'-411 I (2)-#5 CONT. SEE ARCHT DWGS FOR TOP VAPOR RETARDER AND INSULATION REQUIREMENTS (2)-#5 CONT. BOTTOM %Ad = - BOTTOM OF FTG a FOR ELEV. SEE FNDN PLAN (2)-#5 CONT. FTG REINF. SECTION AT DOORS( F5 SCALE: 3/4" = V-0' S4.01 ARCHITECTS Notice: This drawing is the property of Tecton Architects I pc. The use, re -use or reproduction of this drawing for any purpose whatsoever without an expressed written agreement between Tecton Architects I pc and the user is prohibited. Rights to use the information on this sheet are not transferred until payment has been received for services rendered. Any rights so granted are non -transferable to other parties without the prior expressed written consent of Tecton Architects I pc B © 2020 Tecton Architects I pc Consultant Q EWCZAK ASSOCIATES # . „. CONSUL R\(i E\CiINF.L"-Et5 AVON PARK NORTH 200 1-18111--R DIUVI AVON, CT 06001 •rrl.: 8e0.677.4570 �t �y_Lr._r-� oc5a'grll�fl5{,cIEE[��p,iltE Client/ Contractor Windsor Federal Savings Project South Windsor Branch 176 DEMING STREET SOUTH WINDSOR, CT 17 Seals E ISSUED FOR SITE & CM lKinATIr1M DCDRAIT 1 V%Jl IWFA 11W1�1 I- L-1\1V11 1 F Issues / Revisions No. Date Description G Drawing Title FOUNDATION SECTIONS Project Manager: JW Project No: WFS-02-AR H Project Architect: JB Production Leader: GB Project Designer: Peer Reviewer: Drawing Number S4.01 I 1n 1 9 1 8 1 7 1 6 1 5 1 4 1 3 1 2 1 1 3 A B C D E F G H WIRE SPLICES SHALL BE SUITABLE FOR WET LOCATIONS HAND HOLE M ANCHOR BOLTS �-- GRADE GROUND LUG IN POLE 1" CONCRETE CHAMFER ALL AROUND ROUND CONCRETE BASE, CLASS "A" CAST IN PLACE OR PRECAST #6 STRANDED GROUND WIRE VC MINIMUM (SIZE AS INDICATED ON PLANS) COUPLING (TYPICAL) GALVANIZED STEEL CONDUIT SIZE AS REQUIRED 5/8" DIA. x 8' COPPER CLAD GROUND ROD DETAIL NOTES: 1. CONTRACTOR SHALL CHECK AND VERIFY ALL ANCHOR BOLT DIMENSIONS, SIZE OF BOLT CIRCLE, ETC. WITH THE POLE MANUFACTURER PRIOR TO INSTALLATION OF THE POLE BASES. 2. CHAMFER ALL EXPOSED EDGES OF THE POLE BASES. 3. PROVIDE INSULATED GROUNDING BUSHING ON EXPOSED END OF ALL GALVANIZED STEEL BENDS IN BASE OF POLE. 4. LIGHT BASE SHALL BE CAST IN PLACE OR PRECAST. POLE FOUNDATION DETAIL NOT TO SCALE FIGURE 17 Single -Phase- Self -Contained Metering Connections (Typical) LINE LINE � l � '01 N o, N a /JU U E Q t 9 n A i N.0 M 0 ° % NOR u Load Load 120/240V 120/208V Single-phase, 3-wire Single-phase, 3-wire 4 terminal meter socket 5 terminal meter socket 400 amp or less 400 amp or less Notes: A. An approved lever operated manual bypass is required on sockets for all commercialfindustria) and residential services, 100 amp may be supplied with non locking jaws, greater than 100 amp must be supplied with locking jaw, B. When the fifth terminal kit is used, install a No. 12 copper conductor, with white insulation, between the frfth jaw in the 9 o'clock position and the neutral luglbar. C. For the Underground manhole areas of Hartford: Any new or upgraded service (200 amps or lose) in this city, must have a 5 terminal meter socket installed even if 120f240V service. D. A Five terminal meter socket is acceptable for a 120R40 volt service. EVERSOURCE SELF-CONTAINED METER DETAIL NOT TO SCALE FINISHED GRADE S, BACKFILL WITH SUITABLE MATERIAL COMPACTED WARNING TAPE z TO 95% MAXIMUM b DENSITY (ASTM D 1557) SCHEDULE 80 PVC COMPACTED SAND U.O.N. SEE PLANS & BEDDING H RISER DIAGRAM FOR SIZES AND QUANTITIES. NOTES: 1. THE CLEAN FILL SHALL PASS THROUGH A 3/8" MESH SCREEN AND SHALL NOT CONTAIN SHARP STONES. OTHER BACKFILL SHALL NOT CONTAIN ASHES, CINDERS, SHELLS, FROZEN MATERIAL, LOOSE DEBRIS OR STONES LARGER THAN 2" IN MAXIMUM DIMENSION. THE TRENCH SHALL BE BACKFILLED IMMEDIATELY FOLLOWING PLACEMENT OF OTHER CONDUITS. 2. WHERE EXISTING UTILITIES ARE LIKELY TO BE ENCOUNTERED, CONTRACTOR SHALL HAND DIG AND PROTECT EXISTING UTILITIES. CONDUIT INSTALLATION IN GRASS NTS SAWC:UT EXISTING PAVED AREA HMA SP 0.375 WITH TWO LAYERS FINISHED GRADE OF 1-318", TO MATCH EXISTING �/ o o Q 12" MAX °�8 Q _ 8" PROCESSED AGGREGATE BASE 30" MIN (COMPACTED) COMPACTED WARNING TAPE 12" GRANULAR FILL COMPACTED RIGID GALV STEEL U.O.N. SEE SITE BEDDING COURSE �. ELECTRICAL DRAWING FOR SIZES 12" MIN. AND QUANTITIES. NOTES: 1. THE CLEAN FILL SHALL PASS THROUGH A 318" MESH SCREEN AND SHALL NOT CONTAIN SHARP STONES. OTHER BACKFILL SHALL NOT CONTAIN ASHES, CINDERS, SHELLS, FROZEN MATERIAL, LOOSE DEBRIS OR STONES LARGER THAN 2" IN MAXIMUM DIMENSION. THE TRENCH SHALL BE BACKFILLED IMMEDIATELY FOLLOWING PLACEMENT OF THE CONDUITS. 2. WHERE EXISTING UTILITIES ARE LIKELY TO BE ENCOUNTERED, CONTRACTOR SHALL HAND DIG AND PROTECT EXISTING UTILITIES. .-1 CUIVJJUI 1 IIVS 1 ALLA I IUIV iiv DL I UII'IIII'4UUS 1 K!.V NTS I � I 1 I l I 2#10,#10G,1 "C I - - SL5 I TO CIR#23,P1 VIA EXTERIOR I 2#10,#10G,1 "C �t 1 ZONE #2 (TYPICAL FOR SITE LIGHTING WIRING) t1 I SL4 - I I I ,I SL5 J �jSLS--------- --- ELECTRICAL SITE PLAN 1/16" = 1'-0" a KEYED NOTES 1. ELECTRICAL SERVICE UNDERGROUND FROM UTILITY METER TO A POLE ALONG DEMING STREET (COORDINATE EXACT LOCATION WITH EVERS❑URCE). SEE RISER DIAGRAM ON DRAWING E0,02 FOR SIZE REQUIREMENTS. SEE DRAWING E2,01 FOR CONTINUATION IN BUILDING. MAINTAIN 12' SEPARATION FROM TELECOMM SERVICES AND 18' FROM GAS AND WATER SERVICE PIPING. SEE DETAIL 5/E4.01 FOR ADDITIONAL REQUIREMENTS. PROVIDE RGS UNDER ALL PAVED SURFACES AND AT ALL SWEEPS. PR❑VIDE SCHEDULE 80 PVC IN ALL OTHER UNDERGROUND AREAS. PROVIDE ALL UNDERGROUND CONDUIT, WIRING, SWEEPS, HANDHOLES AND POLE RISER AS REQUIRED BY EVERSOURCE, 2, (2) 4'C WITH PULLSTRINGS FOR TELEPHONE AND CABLE SERVICES UNDERGROUND FROM IT ROOM TO A POLE ALONG DEMING STREET (COORDINATE EXACT LOCATION WITH UTILITY COMPANIES). SEE DRAWING E2.01 FOR CONTINUATION TO BUILDING. MAINTAIN 12' SEPARATION FROM ELECTRICAL SERVICE AND 18' FROM GAS AND WATER SERVICE PIPING. PROVIDE ALL UNDERGROUND CONDUIT, SWEEPS, HANDHOLES AND POLE RISERS AS REQUIRED. SERVICE COMPANIES ARE TO PROVIDE THE SER` TCE WIRING. 3, SEE DRAWING E2,01 FOR PNEUMATIC TUBE STATION ELECTRICAL REQUIREMENTS. 4. LIT MONUMENT SIGN — PROVIDE LOCKABLE DISCONNECT SWITCH AT SIGN PER NEC SECTION 600.6, CONNECT SOURCE CIRCUIT TO EXTERIOR LIGHTING CONTROL SYSTEM, ZONE #3. SEE DETAIL 5/E0.04 FOR ADDITIONAL INFORMATION. 5. SEE DRAWING E2.01 FOR CANOPY & EXTERIOR WALL MOUNTED LIGHTING FIXTURE & LIT SIGN REQUIREMENTS. SEE DETAIL 5/E0.04 FOR ADDITIONAL INFORMATION. 2# 10,#10G,1 "C TO CIR#23,P1 VIA EXTERIOR ZONE #3 J 0 N A Tecton ARCHITECTS Notice: This drawing is the property of Tecton Architects I pc. The use, re -use or reproduction of this drawing for any purpose whatsoever without an expressed written agreement between Tecton Architects I po and the tmor iS prohibited, Rights to use the information on this sheet are not transferred until payment has been received for services rendered. Any rights so granted are non -transferable to other parties without the prior expressed written consent of Tecton Architects I pc B © 2020 Tecton Architects I pc Client/ Contractor Windsor Federal C Savings 250 Broad Street Windsor, CT 06095 Project South Windsor Branch 176 DEMING STREET SOUTH WINDSOR, CT D Seals E �.014'/CQ e 1, �. N. + r. Oi 20918 *7 fiSSIQNA' ENG, .4. F Issues / Revisions G Drawing Title ELECTRICAL SITE PLAN Project Manager: JW Project No: WFS-02-AR H Project Architect: JB Production Leader: GB Project Designer: Peer Reviewer: RA Drawing Number E4.01 10 1 9 1 8 1 7 1 6 1 5 1 4 1 3 1 2 1 1 1