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22-30P Hyaxiom
TOWN OF SOUTH WINDSOR PLANNING &ZONING COMMISSION APPLICATION FORM Application Number: Official Receipt Date: VPC Application #: APPLICANT: Hyaxiom-A Doosan Company PROJECT NAME: 195 Governor's Highway Site Modifications COMPLETE LOCATION OF PROPERTY: 125,155 and 195 Governor's Highway,South Windsor,CT OWNER OF RECORD ON LAND RECORDS: Pola Shepard, Inc OWNER ADDRESS: 200 Sullivan Avenue,South Windsor,Connecticut 06074 GIS PIN # 36900125,36900155,36900195 ZONE NAME, ADDRESS, TELEPHONE & EMAIL ADDRESS OF PERSON TO WHOM INQUIRIES SHOULD BE DIRECTED: Jon Radulski; 195 Governor's Highway,South Windsor,CT 06074;860-680-4406;jon.radulski@doosan.com __-.. Estimated presentation time: THIS APPLICATION IS FOR: (Check all that apply): ❑ Zone Change to (Public Hearing and Certificate of Mailing Required) ❑ Open Space Subdivision/Resubdivision (Public Hearing and Certificate of Mailing Required) ❑ Subdivision ❑ Minor ❑ Major ❑ Resubdivision (Public Hearing Required) ❑ Minor ❑ Major ❑ Conditional Subdivision ❑ Special Exception to Table (Public Hearing and Certificate of Mailing Required) X1 Site Plan of Development ❑ New © Modification Building(s) Sq Ft ❑ General Plan of Development ❑ Earth Filling (Sec. 7.6) and/or Earth Removal (Sec. 7.16) (Public Hearing and Certificate of Mailing Required) ❑ Regulation Amendment ❑ Zoning ❑ Subdivision - Attach proposed amendment (Public Hearing Required) ❑ Temporary and Conditional Permit (Public Hearing Required) for ❑ Temporary and Conditional Permit Renewal for ❑ Detached In Law Apartment or ❑ Accessory Apartment (Public Hearing and Certificate of Mailing Required) ❑ Major Home Occupation (Certificate of Mailing Required) for ❑ Other (explain in detail) _ PLEASE NOTE: An Application Pending Sign is requ,fred to be posted on the property for all applications ten (10) days prior to being heard by the Commiss an. r Si ture of Applicant ignatu a roperty O er ,oty RAQv1-sk 1 - �' . - Print Name of Applicant Print Name o Property Owner Revised 2/26/2021 HyAxiom Inc, C _+_►J� m 1 Doosan Company•�—�(_ 07 East River Drive a uoosan compaw East Hartford,CT 0610E 8/4/2022 To Whom it May Concern, This letter is intended to provide the written consent of Pola Shepard, Inc., the current property owner of the parcels located at 125, 155, and 195 Governor's Highway, South Windsor, CT to allow Loureiro Engineering Associates, Inc. to prepare and submit a permit package for a Site Plan Modification application on the aforementioned parcels. Loureiro Engineering Associates, Inc. has been retained by Hyaxiom—A Doosan Company,the current user of the aforementioned parcels and applicant for the permit application, to develop drawings and a permitting package for site upgrades at their existing facility. Pola Shepard, Inc. hereby grants permission to the applicant to proceed with their application and conduct the proposed site improvements that are the subject of the application. Yrely, +�� 195 Governor’s Highway Site Modifications Town of South Windsor Application for Site Plan of Development - Modification Project Development Narrative 8/4/2022 The 195 Governor’s Highway Site Modifications project, the subject of this application for a site plan modification, involves new work within and adjacent to the existing parking lot at the existing commercial development located at 195 Governor’s Highway. Hyaxiom – A Doosan Company intends to add new truck loading bays to their existing facility, and perform the associated site improvements to support this upgrade. New work includes the removal of a small existing building annex, sealcoating of existing pavement, repair of existing drainage structures, drainage and utility relocations, and addition of a new paved driveway access. Site accessories including fences, gates, and light poles will also be installed as part of the project improvements. As depicted on the attached plans, the new work is primarily focused on the modifications to the existing parking lot and the addition of a new paved driveway access. Utility, drainage, and building work is ancillary to the site construction and minor in nature overall. Utility work will be limited to the relocation of an existing P.I.V for fire protection, running of new conduits for site lighting and gate controls, and installation of new light poles. The new work does not include the construction of an entirely new drainage system or any stormwater quality or stormwater detention units. Drainage work will be limited to the replacement/upgrading/relocation of the existing on-site drainage system. This includes the replacement of an existing drainage structure, replacement/repair of exiting drainage structure tops, and the installation of 3 new drainage structures (1 catch basin and 2 manholes) with new piping between the structures. The replaced/new drainage structures will be connected to existing outlet pipes, and there will be no new outfalls created. Post-construction drainage patterns across the parking lot will mimic those of the existing conditions, and there will be no significant changes to the amount of runoff entering the existing drainage system in the vicinity of the new drainage structures. There will also be no post-construction changes to stormwater quality or the total quantity of drainage inlet structures when compared to existing conditions. As a result of the new paved driveway access, there will be a slight increase in the amount of on-site impervious areas when compared to existing conditions. To compensate for this change, a shallow depression will be created in the lawn area downgradient of the paved driveway. This depression is intended to intercept runoff and allow for infiltration of the captured runoff into the lawn, to prevent any significant increase in the amount of runoff entering the existing drainage structures as a result of this increased impervious area. There will be no new building construction or building additions as a result of the new work. Upon the removal of the existing building annex, interior renovations will take place within the footprint of the existing building to allow for the creation of the new truck loading bays. y s 4.37 ti 4 S rpyTn B At4G�� Ra N N RO QHY kX10PA A DOOSAN COPAPANY a ROpk m SITE MODIFICATIONS aE',ypq� r� iROq p 4 2 195 GOVERNOR'S HIGHWAY SOUTH WINDSOR, CONNECTICUT 7 c° JULY 1 , 2022 REVISED AUGUST 4, 2022 4 v Rpgp m � 4 pE�RRr �" Cp�oM1`Y � �o Rpq p M 4 x c� L-k a q LOCATION MAP SCALE: 1' = 1000' rvIF ~ _ ' EOWARO W H SHET_7 AL uauMEpzo-w. NEAREST INTERSECTION STREET: JOHN FITCH BLVO(ROUTE 5) Gpv 1,430' f ESN•t.13 HFGH — �`q r ,,rrr DRAWING INDEX TITLE SHEET NO. t COVER SHEET NIF 1 � EDWARD W"SHUA I&DON T UAL TOPOGRAPHIC SURVEY 1 OF 1 — 1 ply �i 11 y� ❑ SITE PREPARATION AND DEMOLITION PLAN C1 SITE LAYOUT PLAN C2 11 y GRADING & DRAINAGE PLAN C3 UTILITY PLAN C4 Nff "3HLEEN YOUNG SOIL EROSION & SEDIMENT CONTROL PLAN C5 COOLING MODULE CONTAINMENT SLAB C6 Wr si i-=n;r:=�l n-NC. "'"" °F° SITE DETAILS C7 STORMWATER & UTILITY DETAILS C8 — ]OHN&CARNir ONsMRCOMOER ~ I SOIL EROSION & SEDIMENT CONTROL DETAILS C9 1 GATE EQUIPMENT DETAILS C10 Nor ' 1 E.S nENER D COMPANY v XIE l5] —E.- N KEY MAP SCALE: I' = 100' A AL 35s Prepared Bypplicant: : °����� S/ON EN ` Engineer : HYAXIOM - A DOOSAN COMPANY Loureiro Engineering Associates Inc. 196 GOVERNOR'S HIGHWAY 100 Northwest Drive • Plainville, Connecticut 06062 SOUTH WINDSOR, CT 06074 Loureiro Phone: 860-747-6181 ■ Fax: 860-747-8822 p p 0 Engineering•construction• E abo■ Energy An Employee Owned Company • www.Lo u rei ro.eo m O 6 0) 6 C] —4`t/�06 Waste•Facility Services•Laboratory Engineering • Construction . EH&S • Energy Waste • Facility Services * Laboratory 0- _ YELLOW PAINT LINE _ „4„ PUl ROTZCT E}(ISTiNG CATCH BASIN ' TO REMAIN; INSPECT STRUCTURE TO VERIFY STRUCTURAL INTEGRITY &_ IDENTIFY ANY DEFICIENCIES _ q-,mF REMOVE EXISTING PAVEMENT WITHIN SAWCUT LIMITS(TYP) SEALCQATING TO BE APPLIED OVER EXISTING PAVEMENT AREAS; PREPARE PAVEMENT AS NEEDED PRIOR TO SEALCDATING TO ENSURE PROPER ADHESION ' 1 PROTECT EXISTING CATCH BASIN TO REMAIN REMOVE EXISTING LIGHT POLE; POLE- & LIGHT FIXTURE TO BE RELOCATED; VOI DAM GE (SEE SITE PLAN) REMOVE BOLLARD (TYP OF 4) SAWCUT AT ALL LIMITS OF 'PAVEMENT REMOVAL (TYP) SAWCUT FOR CONDUIT (SEE UTILITY PLAN) REMOVE EXISTING PAVEMENT FOR KEY -IN OF NEW DRIVEWAY PAVEMENT TO EXISTING PARKING LOT PAVEMENT SHED TO BE - REMOVED REMOVE EXISTING CHAIN LINK FENCE ' SEGMENT f ' 1 I ' ' 1 f � 1 1 � 1 1 TEMPORARY STORAGE AREA ' WITH JERSEY BARRIERS AND + CHAIN LINK FENCE I � 1 I f III 1 ' I GRASS AREA SAWCUT FOR CONDUITS (SEE UTILITY PLAN) EXISTING CHAIN LINK FENCE TO REMAIN; AVOID DAMAGE _ DURING PAVEMENT REMOVAL 1 � 1 7 _ ' 1 � 1 EX M W CAP TO BE RESET REMOVE EXISTING TREES LIMIT OF CHAIN LINK FENCE REMOVAL PAVED AREA REMOVE EXISTING CHAIN LINK FENCE SEGMENT & EXISTING GATE LINE STOP SIGN CL&P #28660 PERSONNEL ENTRANCE -I'A I L. REMOVE EXISTING CURB ISLAND —ELECTRICAL CABiNE -GAS SFa;!Tr-F LIMIT OF CHAIN LINK FENCE REMOVAL. - RE M OVE TO THE SOUTH AND PROTECT TO THE NORTH • EXISTING PIV TO BE RELOCATED (SEE UTILITY PLAN) AVOID & PROTECT EXISTING STORM & SANITARY SEWER LINES COL UNITS ON CONC. PP REMOVE EXISTING GATE CONTROLLER, BOLLARDS, & INTERCOM WITHIN NC. FOOTERS LIMITS OF PAVEMENT REMOVAL UNDER CON REMOVE EXISTING CONCRETE RETAINING WALL __� CONC. RETAINING V)Al 1 EXISTING DOOR TO BE REMOVED AND INFILLED (BY OTHERS) SEGMENT OF EXISTING 24" RCP STORM PIPE TO BE REMOVED / ABANDONED BETWEEN EXISTING STORM MANHOLE AND PROPOSED STORM MANHOLE (SEE GRADING & DRAINAGE PLAN) REMOVE EXISTING BUILDING ANNEX EXISTING STORM MANHOLE STRUCTURE TO REMAIN; FRAME & COVER TO BE RESET & REPLACED; (SEE GRADING & DRAINAGE PLAN) PROTECT EXISTING 24" RCP STORM PIPE REMOVE EXISTING CONCRETE PAD REMOVE EXISTING CHAIN LINK FENCE SEGMENT & EXISTING GATE REMOVE EXISTING METAL GUIDE RAIL PROTECT EXISTING PIV TO REMAIN PROTECT EXISTING 6" PVC STORM PIPE EXISTING DRAIN TO BE REPLACED (SEE GRADING & DRAINAGE PLAN) PROTECT EXISTING MONITORING WELL TO REMAIN J CONC. P� PROTECT EXISTING SANITARY SEWER MANHOLE TO REMAIN FAN UNITS ON CONC. PAD AC CONDENSERS ON CONC. PAD EXISTING METAL STAIR STRUCTURE TO REMAIN; AVOID DAMAGE DURING PAVEMENT REMOVAL METAL GUIDE RAIL SAWCUT AND REMOVE 15' X 16' SECTION OF EXISTING BITUMINOUS PAVEMENT AROUND EXISTING CATCH BASIN DIRECTLY OUTSIDE OF FACILITIES GARAGE ACCESS; INSPECT CATCH BASIN STRUCTURE TO VERIFY STRUCTURAL INTEGRITY & IDENTIFY ANY DEFICIENCIES (NOT SHOWN WITHIN VIEW OF THIS PLAN) EASTERN LIMIT OF CHAIN LINK FENCE REMOVAL TO MATCH LIMIT OF NEW CHAIN LINK FENCE INSTALLATION (150'f FROM EXISTING FENCE CORNER; SEE SITE PLAN) LIMIT OF CHAIN LINK FENCE REMOVAL; REMOVE TO THE NORTH AND PROTECT TO THE SOUTH REMOVE EXISTING DAMAGED CHAIN LINK FENCE TOP RAIL SECTION TO BE REPLACED; EXISTING POSTS AND FENCE FABRIC TO REMAIN GENERAL NOTES - SITE PREPARATION AND DEMOLITION: ° 1. CONTRACTOR RESPONSIBLE FOR ROUTINE MAINTENANCE WITHIN PROJECT LIMITS. z o W Z. THE CONTRACTOR IS RESPONSIBLE FOR LOCATING ALL UTILITIES IN THE FIELD BEFORE BEGINNING ANY EXCAVATION. CALL 48 HOURS IN ADVANCE FROM ❑o 0 ANYWHERE IN THE STATE OF CONNECTICUT, "CALL BEFORE YOU DIG": N o 1-800-922-4455. ❑ a � 3. CONTRACTOR TO CONTACT OWNER AND ENGINEER IF ITEMS NOT INCLUDED ON w W THIS PLAN ARE ENCOUNTERED. O 4. EXISTING DRAINAGE STRUCTURES & PIPES TO BE REMOVED PER THE EXTENTS OF c i THE PROPOSED GRADING & DRAINAGE. ¢ S. COORDINATE PLACEMENT OF TEMPORARY TRAFFIC AND PEDESTRIAN CONTROLS WITH OWNER TO REDUCE DISRUPTIONS TO SITE OPERATIONS TO FULLEST EXTENT PRACTICABLE WHILE PROVIDING A SAFE AND SECURE WORK AREA. LEGEND & ABBREVIATIONS _ PAVEMENT SAWCUT— — — — — — — — — — — '%,1d1s--* •'�o��.' '��rnl r11r 1 EXISTING STORM PIPE TO BE REMOVED, ABANDONED o C ) u ra 8 J 5 o Ov IN u 2 rc, W a y u� o a �■ � ID cnJ rpN CHAIN LINK FENCE TO BE REMOVED X � Q �2 , L c n N L a LIMIT OF PAVEMENT PREPARATION FOR SEALCOATING — — 7^ � • ip U C sv'+ d D = L W— C W N 0 ° Q c L a T 3 a LIGHT POLE TO BE REMOVED & RELOCATED C 6 GI � O a J w Z La E ui J �a TREE TO BE REMOVED N N N N W o w o IV o N o BUILDING TO BE REMOVED o n n W C) d Z N - O � PAVEMENT CONCRETE TO BE REMOVED 0 LAWN TO BE REMOVED P.I.V. POST INDICATOR VALVE TYP TYPICAL Z a EX EXISTING J a MW MONITORING WELL 2A ►r 1 V z m �a u J rrA� ra. 0 Zo 0 01�1 V 11 z o aF =a c u°QU) a a �} a O � z °= 0 N a 1—I v H WZ 1.40 Q a L a Q Lu I.i. ,r a N W Ln H 15 0 15 30 45 SCALE IN FEET ❑RAWING c1 SHEET NO.OF NO. 3 SHEETS 12 NEW BITUMINOUS PAVEMENT LIMIT OF NEW BITUMINOUS CONCRETE PAVEMENT; MATCH TO EXISTING PAVEMENT (TYP) NEW BITUMINOUS PAVEMENT RELOCATED LIGHT POLE ' i "STOP" "ALL DELIVERIES USE E�rsrl THIS ENTRANCE" SIGNS NG EDGE OFA q EM EN , of 11 1 1I NEW PAINTED STOP BAR ' 1'1 11 / WHITE PAINTED ARROW FOR 1' ga, GUIDANCE OF TRUCKS TO OVERHEAD 3' WIDE GRASSED BERM '' DOORS (TYP OF 9) (4' OFF EDGE OF PAVEMENT; SEE GRADING PLAN) 11 1 274' LONG, 12" WIDE NEW BITUMINOUS WHITE PAINTED LINE 1 FOR GUIDANCE OF PAVEMENT TRUCKS TO OVERHEAD DOORS (TYP) ' NEW LIGHT POLE; MATCH 1 SEALCOAT TO BE APPLIED OVER EXISTING BITUMINOUS STYLE, HEIGHT, ETC OF 1 PAVEMENT TO HIDE EXISTING EXISTING LIGHT POLES; PAVEMENT MARKINGS COORDINATE WI DOOSAN ' (16,970 SF) (TYP OF 3) 1 rr 2� 9* ,l x x NEW PAINTED STOP BAR NEW 30'AUTOMATED- CHAIN LINK SLIDE GATE NEW BITUMINOUS PAVEMENT — NEW 16' DOUBLE -LEAF CHAIN LINK SWING GATE 7rYDRARY STORAGE AREA JERSEY BARRIERS AND CHAIN LINK FENCE PO RARY aGE AREA ti j EXISTING PAVEMENT MARKINGS I WITHIN LIMITS OF SEALCOATING TO ' I R75' BE COVERED / ERADICATED AND f NOT TO BE RE -PAINTED (TYP) J< A RELOCATED LIGHT POLE 1 1 R75' �` � � �� af NEW INTERCOM SYSTEM FOR GRASS AREA SLIDE GATE ON CONCRETE PAD - 1-0 _ 1 _ pRGpER� _ 3' x 4' CONCRETE PAD FOR SLIDE GATE MOTOR CONTROLLER NEW 30' AUTOMATED CHAIN LINK SLIDE GATE NEW INTERCOM SYSTEM FOR SLIDE GATE ON CONCRETE PAD NEW CHAIN LINK FENCE (FENCE FABRIC TO BE ON PARKING LOT SIDE OF FENCE AND POSTS TO BE ON GRASS SIDE OF FENCE; TYP) PRECAST CONCRETE JERSEY BARRIERS (TYP OF 13) c NEW CHAIN LINK FENCE , fE 8"0 BOLLARDS (TYP OF 14) ' pqD 1 i PAVED AREA 4g, o rsa � TO EgsTERN �1M _- �i OFNE _ W CHgjN BEN CE � 1 ' �'`I- BUILDING /LARD fI fP.] i0z BRr�k �v ' q�k RELOCATED PIV FOW FIRE PROTECTIONAERVICe�41 PERSONNEL GQT�F ENTRANCE k LIMIT OF NEW CHAIN LINK FENCE; TERCOM '� CONNECT TO EXISTING FENCE Q INTERCOM V I O�V ELECTRICAL CABINET Vr p[`1 J� GAS SE 3' X 4' CONCRETE PAD FOR SLIDE GATE MOTOR CONTROLLER 1 1 C 0 CON RgMp NEW 10 x 20 CONCRETE CONTAINMENT PAD FOR RELOCATED COOLING MODULE (SEE COOLING MODULE CONTAINMENT 2 SLAB DRAWING) COLMAC UNITS ON Coi.L_. NEW CONCRETE RETAINING CUA+ _ . WALL W/ METAL GUARD RAIL UNDER C. (40.7 LF) NEW CRUSHED STONE CON TAI -_UIDE RAIL LIMIT OF NEW BITUMINOUS CONCRETE PAVEMENT; MATCH _ TO EXISTING PAVEMENT (TYP) °qD LIMIT OF NEW CHAIN LINK FENCE; CONNECT TO EXISTING FENCE METAL GUIDE RAIL 0 Z� 0 ate, NEW MH (TYP) OVERHEAD LOADING DOOR: DOOR HEIGHT TO MATCH EXISTING INFILL (TYP 3) 'PERSONNEL ACCESS DOOR (BY OTHERS) NEW CONCRETE RETAINING WALL W/ METAL GUARDRAIL (10 LF) NEW 30' AUTOMATED CHAIN LINK SLIDE GATE NEW BITUMINOUS PAVEMENT NEW CB - TYPE CL (TYP) 3' X 4' CONCRETE PAD FOR SLIDE GATE MOTOR CONTROLLER NEW CHAIN LINK FENCE NEW BITUMINOUS PAVEMENT LIMIT OF NEW CHAIN LINK FENCE; CONNECT TO EXISTING FENCE CONTRACTOR TO INSPECT EXISTING FENCING FOR DAMAGE AND REPLACE ANY ADDITIONAL DAMAGED AREAS AT OWNER'S DISCRETION REPLACE DAMAGED TOP RAIL ON EXISTING CHAIN LINK FENCE SECTION PROVIDE NEW 15' x 16' SECTION OF BITUMINOUS PAVEMENT AROUND EXISTING CATCH BASIN DIRECTLY OUTSIDE OF FACILITIES GARAGE ACCESS (NOT SHOWN WITHIN VIEW OF THIS PLAN) BLUE PAINT LINE "12" WATER" _ "ALL DELIVERIES USE THIS Q � ENTRANCE (S)" SIGNS G R- ti _ YELLOW PAINT LINE 1.12" PL' J � - "PEMWE ONLY NO OTHER �. DELIVERIES TO THIS QENTRANCE PLEASE USE NEXT . Y ACCESS ROAD (R)" SIGN QjT�MjN� ORS y j _ - DOOSAN SIGN "PEMWE ONLY NO OTHER DELIVERIES TO THIS VISITOR PARKING ENTRANCE PLEASE USE NEXT 5IGN5 ACCESS ROAD (R)" SIGN MOUNTED TO BACK SIDE OF EXISTING "STOP" SIGN POST - YELLOW PAINT LINE ❑ , , • PLC, YELLOI •, -. "12" PL" _ 1 � � I STOP `• SIGN _ = 286 DRIVE ACCESS SIGNAGE SCALE: 1"=30' GENERAL NOTES - SITE LAYOUT; 1. SURVEY BASE INFORMATION IS BASED ON TOPOGRAPHICAL SURVEY PERFORMED BY LOUREIRO ENGINEERING ASSOCIATES ON MAY 23, 2021. 2. THE SITE CONTRACTOR SHALL REVIEW THE SITE GRADES AND FEATURES TO ENSURE THAT THE PROPOSED WORK IS CONSISTENT WITH THE EXISTING CONDITIONS AS PRESENTED ON THE PLANS. IT WILL BE ASSUMED THAT PRIOR TO THE SUBMISSION OF THE BIDS THIS WILL HAVE BEEN DONE AND THAT THE BIDS ACCOUNT FOR ANY DISCREPANCIES. NO CHANGE ORDERS WILL BE PERMITTED FOR VARIATIONS IN EXISTING SITE CONDITIONS AS RELATES TO THIS NOTE AFTER THE BID IS AWARDED. 3. PRIOR TO ANY CONSTRUCTION OPERATIONS, THE CONTRACTOR SHALL ESTABLISH ADEQUATE GRADING INFORMATION FOR PROPOSED WORK TO ALLOW FOR THE EVALUATION OF ITS RELATIONSHIP TO EXISTING SITE FEATURES AND VEGETATION. THE CONTRACTOR SHALL NOTIFY THE OWNER'S REPRESENTATIVE IF ANY SURVEY INFORMATION IS INCORRECT. IF REQUIRED, FIELD MODIFICATIONS AS AUTHORIZED BY THE OWNER'S REPRESENTATIVE SHALL BE MADE TO SAVE EXISTING SITE FEATURES OR VEGETATION. 4. SITE LAYOUT IS TO BE STAKED IN THE FIELD AND APPROVED BY THE OWNER'S REPRESENTATIVE PRIOR TO THE BEGINNING OF CONSTRUCTION OPERATIONS. 5. THE CONTRACTOR IS RESPONSIBLE FOR ANY DAMAGE INSIDE AND OUTSIDE THE CONTRACT LIMIT LINE DUE TO CONSTRUCTION OPERATIONS. B. THE CONTRACTOR IS RESPONSIBLE FOR LOCATING ALL UTILITIES IN THE FIELD BEFORE BEGINNING ANY EXCAVATION. CALL 48 HOURS IN ADVANCE FROM ANYWHERE IN THE STATE OF CONNECTICUT, "CALL BEFORE YOU DIG': 1-800-922-4455. 7. THE CONTRACTOR SHALL MAINTAIN ACCESS TO FIRE HYDRANTS AND PIV'S AT ALL TIMES. 8. THE CONTRACTOR SHALL COMPLY WITH ALL STATE, LOCAL AND FEDERAL REGULATIONS. 9. THE CONTRACTOR SHALL MAINTAIN ACCESS FOR OTHERS TO ALL BUILDINGS AT ALL TIMES. 10. DIMENSIONS BETWEEN PAVEMENT MARKINGS FOR GUIDANCE OF TRUCKS TO OVERHEAD DOORS ARE MEASURED FROM CENTER TO CENTER OF 12" WIDE STRIPES. LEGEND & ABBREVIATIONS NEW CHAIN LINK FENCE x — NEW CONCRETE WALL W/ GUARDRAIL NEW SEALCOAT ON EXISTING PAVEMENT NEW BITUMINOUS PAVEMENT NEW CONCRETE NEW CRUSHED STONE TYP TYPICAL LF LINEAR FEET SF SQUARE FEET PIV POST INDICATOR VALVE CL CURBLESS CB CATCH BASIN N MH MANHOLE W/ WITH is 0 is 30 is SCALE IN FEET z 0 Z � o w ❑ a ❑ z N ❑ a a � e cn w a z LL m F =U.� 7!N �Z= N O V GO = pry 6 T Fy O fV � V 5oov V C L� w o N n N 20 R T- [n o ���CD C O 3 c) N �111= Cc,V 2 1 N N <a Q; LVo chC • �_ y Lo r L c y � • �p V � sr V - a LT o a a 0 W y,p(ow Qj co 4) 0 C 7. y O O 2 o a w z La w 0 J o N N N N W o W o N a N a o w z rA LL u IIz ❑ N 4 o V N a m m W � U ~ ~ d a a Z �a VI0 2 Z a o= °, a �= z Q= a 0 m�o� LLt0 0 Q uwo H a a N a O o(A a W L r H WZ �� il] m ❑ UluN IN4 �a X DRAWING C 2 SHEET NO. OF NO, 4 SHEETS 12 ' 4 MATCH EX , YELLOW PAINT LINE a � 54.1E � \\ G� � _ ,�4,� PL„ � ¢ � _ r ENSURE POSITIVE PITCH TOWARDS L-s BLE 5�. MATCH EX �'� _ '� ss �R 6 '� EXISTING CATCH BASINS THROUGHOUT 1 ' E4 \ YELLOW PPs11VT LINE N 5 64.0E a8. NEW PAVEMENT AREAS (TYP) 51112" PL" Uj EXISTING CATCH BASIN N, (56 ¢ \ MATCH EXISTING GRADES AT EX TF=62.80 - ' - INTERFACE OF NEW & EXISTING PAVEMENT (TYP) MATCH EX ' 63.9E MATCH EX \ `\ 64.1E \ ' ' ' r - 1\ STOP � '3 % SIGN ��-� 1 I T�286fi o \ _ BUILDING w APPROXIMATE LOCATIDON o 0 OF EX STORM MH W/ ❑ z 0 MATCH EX I I ' SLOTTED INLET COVER Q ❑ 64.8t . �} TEMPORARY 1 1 I I ' BOLLARD 4 ' MATCH EX MATCH EX STORAGE AREA 'l ` �1 /I [,�� GENERAL NOTES - GRADING & DRAINAGE: W W fi3.9f 65 64.9E �, r S� ❑ / EXISTING CATCH BASIN MATCH EX �Ic 1. CONTRACTOR SHALL NOTIFY CALL -BEFORE -YOU -DIG (1-800-922-4455 OR 811 OR o / EX TF=62.8C 63.7E 1 , l �4k APPLY ONLINE), THE TOWN OF SOUTH WINDSOR, AND CONNECTICUT DEPARTMENT Q OF TRANSPORTATION PRIOR TO INITIATION OF ANY EXCAVATING ACTIVITIES. z MATCH EX I MATCH EX I I I S�Ip I PERSONNEL < 53.1E 63.4E / car F ,�� ENTRANCE 2. CONTRACTOR SHALL CLEAN ALL EXISTING AND PROPOSED DRAINAGE STRUCTURES ~ I ' 1 ; _ E AND PIPES IN VICINITY OF WORK AREA UPON COMPLETION OF CONSTRUCTION. MATCH EX- ! i 64.0E 3. CONTRACTOR TO MAINTAIN ANY UNIDENTIFIED STRUCTURES OR PIPES WITHIN THE INTERCOM 1 0 INTERCOM EXISTING DRAINAGE SYSTEM. NOTICE SHOULD BE GIVEN TO OWNER AND THE 64 _ �. ENGINEER UPON DISCOVERY. j ELECTRICAL CABINET [� 65.15 r t� MATCH Ex 4. CONTRACTOR TO VERIFY ALL EXISTING PIPE CONNECTIONS AND INVERTS. ANY i a C P� J I 64.3t CONFLICTS SHOULD BE EXPRESSED TO OWNER AND THE ENGINEER. INEER. ti :::::::::. :::::: MATCH EX / > ii: i::........... = :::.::::::::.::.::.::.:. kIs 64.8t / NEW CB 1 -TYPE CL r r ........,,..,,..,,... ............ NG -� / TF- 64.15 (fWLL2D� r r \ MATCH EC 24" INV IN=57.19 (S) > 24" INV OUT=57.19 E --._\•::: •:::::: •::: •::::: .::: 64.9E , ( ) �F .. 5 5 LEGEND & ABBREVIATIONS ... •....... ...,..: 13 LF - 24 HDPE @ 0.6% �� % MATCH EX �Y i .......... MATCH Ex \ f � - 65.1 _ .y: .`.`..:....... Q -2 TF=64.58 y - } 64.7E \ MATCH EX a NEW MH 1 _ z.3 XN . .. FL 6 6a - f -U 64.8 ac �i z- S TF-64.35 N G O - {{ - ;w. Z4" INV IN 7.11 W e 5 0 J� I I AC UNITS ON COh�. ......................................................................................................... ' 1 MATCH EX � 1 � EX 24" RCP INV OUT-57.11E N TYPE CL CATCH BASIN d . 'L r � ( 54 7 � ;� [VERIFY ELEVATION &LOCATION OF EX I p� 24" RCP OUTLET PIPE & CONNECT TO EX TOP OF BERM �� �' �- fi4 SS �-. CONC. FOOTERS 24" RCP) STORM MANHOLE I Q 4 65.30 1 �� UNDER CONSTRUCTION CN C 11� sS MATCH EX fi4.95 `❑ a Lo MATCH EX -CONC. RETAINING `: 20 LF 24" HOPE @ 0.6Ia N I1 ID DI CTION 63.9E 64.5E ' HP:65.10 yl h J STORM PIPE o N 2 M` DUTFALL LOCA KNOWN �O HD m a MATCH EX MATCH EX 64.6E ' / EX= 64.85 PROPOSED ELEVATION CONTOUR 50 no � N 64.6E TW:64.95 1�= 0 H CO : N a 1 BW:64.45 N Q= T • x ¢ Z ate' sw� rn� f ti �r ra4i �� v DM GRATE 64.98 PROPOSED SPOT ELEVATION 60.00 a a TF=63.91 6FL=57.48 BW :66.38 .a = ttl� ? Tj n aa :5.39 -6 PAD m wE= NEW MH Z �. GRADE -TO -DRAIN w E a TF=54.70 Q ta 1 CIO I 24" INV IN=57.32 (SE) r a o O°JODw i ' qp 24" INV OUT=57.32 (N) = z E O �w L LQ J 1 ATCH EX GARAGE SILL=66.44 TW TOP OF WALL c o a w 11 66 65.0t 6S J o ¢` I1 _ rnrrn i -1 iTnE RAIL LP: 64.50 /SMH 21 LF - 24" HDPE @ 0.6% BW BOTTOM OF WALL TF=5451 FL=6.91 1 64 66 TW:66.88 N N 5 BW:66.38 -YARD DRAIN EX DRAINAGE STRUCTURE o o MATCH EX 1 65.92 TF=64.22 TEMPORARY STORAGE AREA 64.8E INV.OUT=61.82 6"PVC NE (RESET FRAME & REPLACE EXISTING EX EXISTING WITH JERSEY BARRIERS sSLOTTED SOLID J o a G$ CHAIN LI CE :65.92 STORM MANHOLE COVER) W/ ¢ o n n ARAGL SILL=66.45 TYP TYPICAL NEW TF=65.40 � II LL ❑ ONCRETE RAMP w r, / EX 24" INV IN=57.48 {S) N r I NEW 24INV OUT=57.45 (NW} a ' m " J I _ LF LINEAR FEET m f f 1 r 66 - 64.60 ABANDON EX 24" OUT (N) ¢ U W'a r < H H RCP REINFORCED CONCRETE PIPE ° a cj 65.14 REPLACE EX AREA DRAIN 6 HDPE HIGH DENSITY POLYETHYLENE N 11 ll I 6 I NEW CB 2 - TYPE CL • I l� R° NC TF=64.20 CL CURELESS f / Ali° EX 6" PVC INV OUT=61.82 (NE) (VERIFY ELEVATION & DOWNSTREAM CONNECTION INV INVERT (OF PIPE) OF EX 6" PVC OUTLET PIPE & CONNECT TO EX 6" PVC) 2 6" TALL TF TOP OF FRAME EARTHEN BERM c GRASS AREA 6) /' `' I R�Mp MATCH EX LP LOW POINT 64.3 f HP HIGH POINT I } DO ' FAN UNITS ON CONC. PAD CB CATCH BASIN , 68 6� .........�... ........... -0 0 TOWER MH MANHOLE 2 Z / GATE ` AC CONDENSERS ON CONC. PAD MW MONITORING WELL J a I 1CL ZVI W ° 0 Q z METAL COVER .50 Z ' a ss s -11' yl 1pq�c TOP/OF BERM �"� V ('A (� 1 69.05 N o l C LL >f w 69 MATCH Ex pqC' 68.7E , p 0 m a PAVED'ARtH co Q= � Q ' METAL GUIDE RAIL w z W z z wo Ulu Ln 70 ROOFED AREA RESET EH MW CAP NEW TF=69.55 67.92 Ln BUILDING MATCH EX 1 71.8E \ _ c lULINk- � _ E)RAWING C3 SHEET NO -OF NO, 5 SHEETS 12 l 1 1�, E/FNT - R LOCATED LIGHT POLE Ij-kEW TRIPLE `FIX URES; CONNECT TO EXISTIIVG-POWER 5OU CE AT FORMER LIGHT POLE LOCATION & RUN NEW UNDERGROUND ELECTRICAL ` y SERVICE CONDUIT TO NEW LIGHT ` POLE LOCATION f C pal ti� 1111 � FENC�c 5 I 1 I 1 Y// TEMPORARY STORAGE AREA 1 _ STROBE LIGHT CONNECTED TO GATE ' BUILDING BOLLARD (TYP.) • BRIC 1 c4IOE '9T�c YELLOW PAINT LINE kl4„ PUl YELLOW PAWT LINE "12" PL'l P 0 CL&P a #28660 PERSONNEL ENTRANCE ? CONTROLLER MOTOR & MOUNTED APPROXIMATE LOCATION OF EXISTING Q 1 YY _TTOP OF TERMINAL POST OF CHAIN ' INTER OM lk WATER SERVICE; CONTRACTOR TO LINK PENCE ADJACENT TO SLIDE GATE; / 0 INTER-- VERIFY PRIOR TO CONSTRUCTION 'J FEDERAL SIGNAL LP22LED / vp� I O�[.�' ELECTRICAL _ru.IAL M APPROVED E�UAL� r-Aq c�FPVVE RELOCATE EX PIV NEW GATE MOTOR CONTROLLER; (IDENTIFIED IN FIELD AS PIV #3) CBCL DOUBLE GATE CONTROLLER TO BE OPERATED TF=62.80 FROM BUTTON INDOORS IN VICINITY / NEW FIRE SERVICE CONNECTION FROM OF BUILDING OVERHEAD DOOR; INV.IN=56.65 LIFT MASTER SL595151UL ' - - / t INV.OUT=56.5�� EX FIRE SERVICE LINE TO RELOCATED ' W/ BUILT-IN AUDIBLE WARNING PIV #3; MATCH EX SERVICE SIZE & (OR APPROVED EQUAL) 5 PIPE MATERIAL ' i4.58 1600 KVA C1 61f TRANSFORMER 4G r63.6O GOZ PAD (SEE NOTE 4) k COLMAC ON CONC. PA VERIFY LOCATION, SIZE, & MATERIAL w NEW LIGHT POLE I L OF EX FIRE SERVICE LINE TO PIV W/ QUADRUPLE FIXTURES 2500 KVA j1EL . FOOTERS TRANSFORMER '�---- o UNDER C ION PAD (SEE NOTE 4) NEW ELECTRICAL ]UNCTION = o PROTECT & AVOID EXISTING BOX W/ H-20 VEHICLE NT ' 73 o CONC ALL SANITARY SEWER LINE ION LOAD RATING �. LOCATION OF BUILDING -MOUNTED ]WN G E LED LIGHT; PHILLIPS WP100 SCT-G2-10 BZ RELOCATED LIGIHT-POLE W/ NEW TRIPLE ML• FIXTURES; CONNECT Ta €XISTING POWER VERIFY LOCATION OF EX FIRE SOURCE AT FORMER LIGHT POt€._LOCATION +� SERVICE CONNECTION TO BUILDING & RUN NEW UNDERGROUND ELECTRICAL eV vQ UNDERGROUND ELECTRICAL SERVICE SERVICE CONDUIT TO NEW LICHT.. � p } � 65 2 POLE LOCATION_�-+ ■ b DMH GRATE CONNECTIONS TO BUILDING TO BE COORDINATED W/ DOOSAN AND/OR 65.39 66.11 D ELECTRICAL CONTRACTOR / �4p ' ° f UNDERGROUND ELECTRICAL SERVICE CONDUITS FROM CON 3 BUILDING TO GATE CONTROLLER & LIGHT POLE TO BE x� GARAGE SI -66.11 COORDINATED W/ DOOSAN AND/OR ELECTRICAL CONTRACTOR, (PROVIDE 2 SPARE CONDUITS FOR EVERY LIVE CONDUIT FOR GATE CONTROLLER) SM METAL G E RAIL TF=64. 64.66 LOCATION OF BUILDING -MOUNTED FL=6 1 / `YARD D N LED LIGHT; PHILLIPS WP100-SCT-G2-10-BZ S TF= 64.22 TEMPORARY STORAGE AREA STROBE LIGHT CONNECTED TO GATE OUT=61.S- UNDERGROUND ELECTRICAL WITH JERSEY BARRIERS AND SERVICE CONNECTIONS CONTROLLER MOTOR & MOUNTED NEW LIGHT POLE CHAIN LINK FENCE TO TOP aF TERMINAL POST OF CHAIN GARAGE Sl. TO BUILDING W/ TRIPLE FIXTURES LINK FENCE ADJACENT TO SLIDE GATE; CONCRET LOCATION OF BUILDING -MOUNTED FEDERAL SIGNAL LP22LED LED LIGHT; PHILLIPS WP100-SCT-G2-10-B•Z (OR APPROVED EQUAL) / ❑ EX PIV TO REMAIN (IDENTIFIED IN FIELD AS PIV #5) NEW INTERCOM SYSTEM W/ DUAL MOUNTING HEIGHTS 65.14 � UNDERGROUND ELECTRICAL FOR AUTOMOBILES & TRUCKS; V INTERCOM:LIFT MASTER EL2000SS �_ HOPPER ON CONC. PAD SERVICE CONDUITS FROM '� C0 BUILDING TO GATE CONTROLLER % (ORPEDAPPROVED MASTER PED4272 =sr RG�p SHED & FAN UNIT ON COP. (PROVIDE 2 SPARE CONDUITS FOR {OR APPROVED EQUALS} ' EVERY LIVE CONDUIT) / NEW LIGHT POLE r� NEW GATE MOTOR CONTROLLER; W/ TRIPLE FIXTURES C� GATE CONTROLLER TO BE OPERATED NEW GATE CONTROLLER FROM BUTTON INDOORS IN VICINITY MOTOR; GATE CONTROLLER CdNC OF BUILDING OVERHEAD DOOR; TO BE SYNCHED W/ �Mp LIFT MASTER SL595151UL INTERCOM SYSTEMS FOR I W/ BUILT-IN AUDIBLE WARNING REMOTE OPERATION BY (OR APPROVED EQUAL) DOOSAN SECURITY; n LIFT MASTER SL595151UL W/ BUILT-IN AUDIBLE WA ING _ E E 00 FAN UNITS ON CONC. PAP (OR APPROVED EQUAL) -1 _ ° TOWER ° GATE AC CONDENSERS ON CONC. PAD Era I Z, �__7� STROBE LIGHT CONNECTED TO C•ATE CONTROLLER MOTOR & MOUNTED _ TO TOP OF TERMINAL POST OF CHAIN L]NK FENCE ADJACENT TO SLI DV GATE; FEDERAL SIGNALLP22LED (OR APPROVED EQUAL) 1 V NEW INTERCOM SYSTEMS W/ DUAL MOUNTING HEIGHTS FOR AUTOMOBILES & TRUCKS; INTERCOM:LIFT MASTER EL200OSS PEDESTAL:LIFT MASTER PED4272 (OR APPROVED EQUALS) RESET EX MW CAP (SEE GRADING & DRAINAGE PLAN) ROOFED AREA UNDERGROUND ELECTRICAL SERVICE CONDUITS FROM BUILDING TO NEW LIGHT POLES UNDERGROUND ELECTRICAL & COMMUNICATIONS SERVICE CONDUITS FROM BUILDING TO INTERCOMS AND GATE CONTROL MOTOR; (PROVIDE 2 SPARE CONDUITS FOR EVERY LIVE CONDUIT) UNDERGROUND ELECTRICAL & COMMUNICATIONS SERVICE CONNECTIONS TO BUILDING METAL COVER .50 TO BE COORDINATED W/ DOOSAN AND/OR ELECTRICAL CONC CONTRACTOR AC41 C' Z�_ METAL GUIDE RAIL D GENERAL NOTES - UTILITY PLAN: 1. CONTRACTOR TO MATCH EXISTING CONDUCTORS & CONDUIT TYPES PER LIGHTING SPECIFICATIONS. POWER SOURCE TO BE COORDINATED WITH OWNER'S REPRESENTATIVE. 2. THE CONTRACTOR IS RESPONSIBLE FOR LOCATING ALL UTILITIES IN THE FIELD BEFORE BEGINNING ANY EXCAVATION. CALL 48 HOURS IN ADVANCE FROM ANYWHERE IN THE STATE OF CONNECTICUT, "CALL BEFORE YOU DIG": 1-800-922-4455. 3. THE CONTRACTOR SHALL MAINTAIN ACCESS TO FIRE HYDRANTS AND PIV'S AT ALL TIMES. 4. REFER TO "ELECTROLYZER INSTALLATION" DRAWING AND "ELECTRICAL DETAILS" DRAWING (SHEETS E-101 & E-502) PREPARED BY FUSS & O'NEILL, DATED JULY 11, 2022. BASE MATERIAL BENEATH TRANSFORMER PADS SHALL CONSIST OF 10 INCHES OF 3/4" INCH CRUSHED STONE, ACHIEVING 95% COMPACTION. 5. ITEMS MARKED IN RED ARE ITEMS THAT REQUIRE COORDINATION AND/OR ACTION BY DOOSAN. LEGEND & ABBREVIATIONS ELECTRICAL SERVICE CONDUIT FIRE PROTECTION SERVICE PIV EX MW FP POST INDICATOR VALVE EXISTING MONITORING WELL N is 0 is 30 is SCALE IN FEET g N � � 0 �`� '1 •yam •,��� is *,, �,�� ,4 N L _ ID N U w .- Dma 20c U a o CD • C wN F W a ¢ L V > C C • Q L T 1 o t d m Q U N c ,., • �p w • C ❑ n w 0. W H'c"0 E ¢ V0 C O D Q 0 J 3,=E O J o ¢ N N W o ¢ N W o ¢ N a o w CD z nj u II a N = -' O U r 4 r p m m ~ ~ a a Z J a r >0 �a a VIA= �. 2ul ° am UN , H � Q~ z =a nQw -� o "3cp C gnu cp � a �o a Wz w �2 W my Ulu N INI a Z DRAWING C4 SHEET NO -OF NO, 6 SHEETS 12 L \ 66 ~ 1-=.;; ;; ......................>� _ 1 i 1....... ; ........................................ ' 000 1 1 � I ' C r k \ . ............. ..... ... "IVG \ ............. :::: •:: •... •::::: / c' ... .. ... .. .. ... 1 -_.................................. ... :: I I 1 I f 11 f r 1 1 l., - s$----------------� II , l� 1 11 1 1 - _ • o ❑ 1 � I l' DOUBLE ROW OF SILT FENCE / l / SOIL STOCKPILE AREA 11 ME -We 1 _ 1V 1 k PROTECT EXISTING DRAINAGE INLET W/ SILT SACK PRIOR TO CONVERSION TO STORM MANHOLE SILT SACK INLET PROTECTION (TYP OF 5) GENERAL NOTES - SOIL EROSION & SEDIMENT CONTROL: 1. CONTRACTOR RESPONSIBLE FOR ROUTINE MAINTENANCE WITHIN PROJECT LIMITS. 2. EXISTING DRAINAGE STRUCTURES & PIPES TO BE REMOVED PER THE EXTENTS OF THE PROPOSED GRADING & DRAINAGE. 3. PROTECT EXISTING CATCH BASINS WITHIN WORK AREA WITH SILT SACKS AS INDICATED ON PLAN. ALSO PROTECT NEW CATCH BASINS WITH SILT SACKS UPON INSTALLATION. 4. CONDUCT DAILY SWEEPING. 5. SEE SHEET C9 FOR SOIL EROSION & SEDIMENT CONTROL DETAILS AND NARRATIVE. COMPOST SOCKS SOIL STOCKPILE AREA SILT SACK INLET PROTECTION LEGEND L- - N O Uj N V ❑ 00 �Z�3� oy,yy C N � 0 N 0 tma V t• N }L d a c o N a W N L V� C C C• Q Q, L� f 1 , d m Q N � y a Q1 w �$ LUH�� E¢ ! C Q D 2 0 J O 0 CL w J o c Z a a J 0 ce Iffff- 0 U H Z LU LU co 2 0 il] 0 ce LU J 0 ilk N rV N N W 0 W O CV ¢ N n n r m m � 1 r a r ❑ a Z �a �a 2° p o Z Z , N� Q~ z =a LLa00 N C c0 � a °= a zo LU z W My UlN H a x SHEET NO, DRAWING c5 NO. OF 7 SHEETS 12 112 -INCH CHAMFER, EACH SIDE (TYP) #4 BARS, ASTM A615, GRADE 60 STRUCTURAL FILL PLACED IN 8" LAYERS, WI EACH LAYER COMPACTED TO 95% OPTIMUM DENSITY FINISH GRADE VARIES / L 4 -1I1 Ell I1=1 ' 42" I�I,�IIIII MIN J 2" CLR a ' 4 '4 a � v 4 { a 4 �a 13" IM I \T1 I Y PARGE ALL EXPOSED SURFACES, PERIMETER WALL ONLY COMPRESSIBLE JOINT FILLER, NON -BITUMINOUS, ASTM D1752 TYPE II, i-INCH THICK. 6" (TYP) LEAVE z-INCH RELIEF FOR JOINT SEALANT. APPLY GUN -GRADE "NS" SINGLE COMPONENT TYPE "S" HIGH PERFORMANCE MOISTURE -CURING POLYURETHANE SEALANT, SPECIFIC TO MASONRY/CONCRETE. 6"-7" MIN 6" CONC SLAB W/ SMOOTH FINISH �2" CLR a a 4 a 4 4 ` I a 13" MIN CLR #4 BARS @ 12-INCHES O.C. 6-INCH RIBBEd j_ EACH WAY TOP AND BOTTOM III —III -I WATERSASTM A615, GRADE 60 IIIIIIII II I� CENTER BULB �I II III 6" COMPACTED GRAVEL BASE Ir , 4 -1 � a 44 4 S 4 SECTION A —AN SCALE: 1" = V-0" COMPACTED STRUCTURAL FILL SUBGRADE, ALL DISTURBED AREAS WITHIN LIMITS OF STRUCTURE. COMPACT IN 8" LAYERS TO 950/c OPTIMUM DENSITY. 2" PERIMETER INSULATION MIN 24" BELOW FINISHED GRADE 3" CLR 2- INCH STAINLESS STEEL DRAIN PIPE WI THREADED CAP CAST -IN -PLACE SUMP (SEE DETAIL) COMPACTED SUBGRADE 16" SQUARE TOP OF SLAB BEYOND APPLY GUN -GRADE "NS" SINGLE COMPONENT TYPE "S" HIGH PERFORMANCE MOISTURE -CURING POLYURETHANE SEALANT, SPECIFIC TO MASONRY/CONCRETE AROUND FULL PERIMETER OF PIPE. 49 2-INCH STAINLESS STEEL DRAIN PIPE. CORE WALL AFTER CURE. SEAL WITH NON -SHRINK GROUT. 6-INCH RIBBED WATERSTOP W/ CENTER BULB 20' - I I ---- FOOTING LINE BELOW GRADE (SEE SECTION) --- L--------------------------------- ---J --------------------------- SECTION B—B' SCALE: 1" = V-0" FOUNDATION & CURB WALL (SEE SECTION) REINFORCEMENT SHOWN FOR CLARITY TOP OF CONCRETE SLAB 6-INCH RIBBED WATERSTOP WI CENTER BULB CAST SUMP WALLS AND BOTTOM 6-INCHES THICK, TYP 2-INCH INSULATION, ALL SIDES 6-INCH COMPACTED GRAVEL BASE COMPACTED SUBGRADE OR STRUCTURAL FILL THE DIMENSIONS SHOWN ON THE PLANS, INCLUDING THE INTENDED DIMENSIONS OF THE WORK, MAY VARY FROM ACTUAL EXISTING CONDITIONS IN THE FIELD. THE CONTRACTOR SHALL TAKE APPROPRIATE MEASUREMENTS TO VERIFY ALL DIMENSIONS SHOWN ON THE DRAWINGS AS WELL AS OTHER DIMENSIONS HE MAY DEEM APPROPRIATE TO FACILITATE THE COMPLETION OF THE WORK. NOTIFY THE ENGINEER OF ANY DISCREPANCIES BETWEEN EXISTING CONDITIONS AND THE CONTRACT DOCUMENTS BEFORE PROCEEDING WITH THAT PORTION OF THE WORK. UNLESS OTHERWISE INDICATED, LINES ARE PARALLEL OR PERPENDICULAR TO LINE FROM WHICH THEY ARE MEASURED. DO NOT SCALE THESE DRAWINGS. IF THE DIMENSIONS ARE NOT CONSIDERED ADEQUATE, REQUEST ADDITIONAL INFORMATION FROM THE ENGINEER PROTECT UNDISTURBED SUBGRADE. PROVIDE FOR FINAL FINE GRADING, AND COMPACTION OF AREAS AS REQUIRED TO FORM A FIRM, UNIFORM, ACCURATE AND UNYIELDING SUBGRADE AT REQUIRED ELEVATIONS AND TO REQUIRED LINES. EXISTING SUBGRADE MATERIAL, WHICH WILL NOT READILY COMPACT AS REQUIRED, SHALL BE REMOVED AND REPLACED WITH SATISFACTORY MATERIALS SPECIFICATIONS: 1. CONCRETE A. ASTM C94, 4,500 PSI B. WATER/CEMENT RATIO: MAXIMUM 0.45. C. AIR CONTENT BY VOLUME: 6 PERCENT ± 1 PERCENT, ASTM C231 (PRIMARY METHOD) OR ASTM C173 (SECONDARY METHOD), D. SLUMP: NO LESS THAN 2 INCHES, NOT GREATER THAN 4 INCHES, ASTM C143. E. MASONRY MORTAR/PARGE MOTAR: ASTM C270, TYPE N. 2. REINFORCING STEEL A. DEFORMED STEEL BAR, ASTM A615, GRADE 60, SIZE AS SHOWN. B. BAR SUPPORTS/CHAIRS: STEEL OR PLASTIC, SIZED PER REINFORCING REQUIREMENTS. CMU SHALL NOT BE USED. C. LAP LENGTH: 40D. N � a � N U o T NON �i �ma •y !(^_� Vs NCJ a WN L V C C• Q L Q N p� w • G1❑� w 'a �$ W HST .2 O 0 C O D Q 0 J w O 0 CL j J o c N N W o ¢ N W o ¢ N ❑ w d o n n U Q L.L 0 N 0 Q m d ¢ o ~ d a Q co a J Z W x Z a Z 0 U W J D a 0 G Z a J 0 0 U Z �a �a Z° VI 0 Oz U Q~ Z =a N�o� LL< O �c0 C In� a °= a zo Wz W my Ulu N m x. �a CONTAINMENT SLAB PLAN VIEW SCALE: 112" = 1'-0" SHEET NO, DRAWING C6 NO - OF 8 SHEETS 12 TRAFFIC -BEARING ALUMINUM OR CAST IRON WELL COVER 8�� CENTER LOCKING BOLT MATCH TO NEW FINISHED GRADE � I a p d d 2' x 2' x 2' d LOCKING CONCRETE PAD a d 4 4 COMPRESSION V CAP o '° • � BELOW -GRADE 3" DIA.a , SLIP RING WELL BOX r d a a EXISTING 1.5-INCH DIAMETER PVC RISER MONITORING WELL CAP DETAIL NOT TO SCALE � r tr tr tr tr tr tr tr tr tr tr tr tr �'r tr tr tr tr t �•i..ir i..i..i..i..i..i..i..i..i..i..i..i..i..i..i..i..i..i ,ar ,ar � ar ar ar ar ar ar ar ar ar arY ar ar ar ar ar ar ar v CROSS-SECTION NOTES: 1. SEE PLAN FOR WIDTHS AND LOCATIONS. 2, ALL CONCRETE PADS TO BE TREATED WITH VEXCON POWER SEAL 40 AS PER MANUFACTURER INSTRUCTIONS. 3. REFER TO AGENCY CONSTRUCTION STANDARDS AND SPECIFICATIONS. TYPICAL CONCRETE PAD DETAIL NOT TO SCALE HOT DIPPED GALVANIZED STEEL U CHANNEL 2 LBS PER FOOT (TYP) FINISHED GRADE TO BE USED ON ALL SIGNS BELOW MEDICAL PARKING PEDESTRIAN CROSSING CHARGING STATION MOTORCYCLE PARKING BREAKWAWAY SIGN POST DETAIL NOT TO SCALE ALL DELIVERIES USE THIS ENTRANCE J BASE FLANGE WITH FOUR (4) BLESS STEEL ANCHORS TYPICAL TOP MOUNT CONNECTION TO CONCRETE WALL CONCRETE ANCHOR DIAMETER, EDGE DISTANCES, EMBEDMENT AS WELL AS POST SPACINGS, TO BE DETERMINED UPON ANCHOR SELECTION. 6'-0" MAX. SPACING BETWEEN POSTS 42" n y SLOPE OF RAILS L TO MATCH SLOPE OF WALL (POSTS TO BE SET PLUMB) SEE PLANS FOR LENGTH TYPICAL HANDRAIL DETAIL HANDRAIL DETAILS NOT TO SCALE References: Developed from Thompson Fabricating, LLC Tarrant, AL (website). and ADA/IBC Public Access/OSHA Handrail Details -Nov. 2016 PEMWE ONLY NO OTHER DELIVERIES TO THIS ENTRANCE PLEASE USE NEXT ACCESS ROAD CUSTOM SIGN: CUSTOM SIGN: 12" X 18" 12" X 18" (WHITE BACKGROUND W/ (WHITE BACKGROUND W/ BLACK GRAPHICS) BLACK GRAPHICS) NOTE: SIGN POSTS TO CONFORM WITH DETAILS ON DOT SHEET TR-1208_02. SIGN DETAILS NOT TO SCALE STOP SIGN: R1-1; 31-0552-30" STONE VENEER TC VENEER SHALL M 6'-6„ TYPICAL RETAINING WALL SECTION NOT TO SCALE NOTE: 1. RETAINING WALL TO BE DESIGNED BY STRUCTURAL ENGINEER AS SHOP DRAWING SUBMITTAL. 2, CONCRETE RETAINING WALLS TO BE UTILIZED ON ALL INTERIOR SITE WALLS. 3. 4' GUARD FENCE TO BE INSTALLED ANYWHERE WALL IS GREATER THAN 4' (SEE LANDSCAPE PLAN SET FOR DETAILS). CAP (TYP.) TRUSS ROD BRACE TOP TENSION WIRE •.0d. T T END POST 6" o I 12" MIN. CONCRETE 10'-0" MAX. NOTES: 1. CHAIN LINK FENCE AND ATTACHMENTS SHALL BE "ANCHOR PERMAFUSED VINYL COATED FENCE", OR EQUIVALENT, INSTALLED PER MANUFACTURER'S STANDARDS. 2. FABRIC TO BE 9 GA, 2" MESH WITH 6 GAGE TOP TENSION WIRE. 3. LINE POSTS SHALL BE 1-7/8" DIAMETER WITH 2-3/8" END POSTS AND 1-5/8" BRACES. 4. CONCRETE POST BASES, 3000 P.S.I. CONCRETE, DOMED TO SHED WATER S. NEW FENCING TO MATCH HEIGHT OF EXISTING ADJACENT FENCING. CHAIN LINK FENCE NOT TO SCALE VE (TYP.) GRAVEL CTED 3 -6" FINISHED GRADE i ROUNDED CONCRETE CAP CONCRETE FILL 8" DIA. GALVINIZED STEEL PIPE SCHEDULE 80 (BZ25" OD) COVERED WITH a' MINIMUM YELLOW POLYETHYLENE COVER 3i�1611�� COMPACTED SUBGRADE NOTES: 1. CONCRETE: CLASS C 3300 PSI COMPRESSIVE STRENGTH AT 28 DAYS BOLLARD DETAIL NOT TO SCALE Reference: Comm. No. 77SP5.01, Commerce Drive, Fairfield, Ct, Nov. 2015 and 51LA3.01, Farmington Senior Living, Scott Swamp Rd.,Farmington, CT, Jan. 2014. 2" WEARING COURSE, CLASS 2 2 BINDER COUR 6" PROCESSED A 6" BANK RUN G COMPACTED S n n n n n n O ® Q CD, Q Q � O BITUMINOUS CONCRETE PAVING NOT TO SCALE 5E, CLASS 1 GGREGATE RAVEL GRADE `,�111111y111// =2;3 •y' _V1�7fY N E v� A N O N E U zoo E W 0O �1 3 -- 7 vi t'-! R O W f• J Y I�•• JBS 0 I�w J 'a D 0 p N y U� 3 N u m C v CAC 14 2N rl E al i �L am: a o v _a �U u % 7 t• � C Q: o+• �a� 3 w w Lu w� 0 2 t w L N > b t' G J = z a E .2 o c a N N W Q w p a N o � a ❑ N ❑ 4 v n n w o u LL ❑ U] U rj Q O m Z y W �U 0� ❑ a DRAWING C7 SHEET NO. OF NO- 9 SHEETS 12 POLE BASE COVER 3/4" CHAMFER ON HORIZONTAL AND EXPOSED LEVELING NUTS VERTICAL EDGES NON -SHRINK GROUT FINISH GRADE 14- WITHIN LANDSCAPED AREAS 36" WITHIN PAVED AREAS • V W 0 0 U 1 #6 SOLID N GROUNDING 2 CONDUCTOR Z TO POLE 2 1-5 &PICK N 2'-1" DIA. HOLE ,,, 1 z" 0 HANDLING HOLES, 2'-1 z" DIA. 1 z O Z REQUIREp BONDING PAVEMENT SECTION HOLES, 8 EA. 3'-5" DIA. PIPE O.D. + 1.5' (SEE DETAIL O oPER MDC 8" 1 3" /1z CONDUIT 0AI �2'-3 z DIA F GROUND PVC CONDUIT, SIZE 4-77---TT A o a - TO BESPECIFIED GREEN I \ /\\\ /\\\ /\\\\\ WLUGS O EXD ERMIC WARNING TAPEROCK-FREE BACKFILL CON AT AS SPECIFIED - \ 9" MIN - 2" SCH40 PVC CONDUITS FOR 1'-11" DIA. 9" MIN � �\ NEW RIGID PIPE AS Sfl"GRO ND ROD FOUR-#6 VERTICAL 611/ / / ^ �/ / / / SPECIFIED, OD PIPE AS MIN. COMMUNICATIONS & 3" SCH40 PVC 5"2'-7" DIA. 5" NOTED ON PLANS 30" QII CONDUITS FOR ELECTRIC (PROVIDE #4 TIES @ 6"O.C. (TYP.} SAND OR - MIN.QUANTITY AS REQUIRED FOR SPECIFIED NON-SKIDED LETTERS AS REQUIREp -- - 14"fD 10'-0" LONG GRAVEL AS EQUIPMENT] TE, LOCAL OR FEDERAL SPECIFIED FILTER FABRIC STANDARDS COP ER CLAD a _ _ AS SPECIFIED PLAN DRIV N GROUND _ - SECTION A-Q' ROD 4 D/ a BEDDING COURSE Q v 3/4" STONE BEDDING (COMPACTED) q + ` AS SPECIFIED c0M GG ETFG NOTES: 24 I I -III-� I-�I UNDISTURBED MATERIAL 6 1. STORM MANHOLE FRAMES AND COVERS SHALL CONFORM TO CTDOT FORM 817 STANDARD 4 or 6" " SPECIFICATION FOR ROADS, BRIDGES AND INCIDENTAL CONSTRUCTION AND CT DOT NOTES: HIGHWAY STANDARD SHEETS HW-507_10, AS AMENDED. (VOTES NOTES: 1) CONTRACTOR IS RESPONSIBLE FOR 2. CHANNELS MAY BE SHAPED IN CONCRETE BASE OF MANHOLE OR FORMED USING BRICK OR 1. CONCRETE SHALL BE 3000 PSI COMPRESSIVE STRENGTH AT 28 DAYS, 1. FILTER FABRIC SHALL BE PLACED TO PREVENT FINES IN BACKFILL FROM ENTERING THE 12 6" 12"� EXCAVATION, BEDDING, CONDUIT & BACKFILL. MASONRY, UNLESS OTHERWISE DIRECTED. 2. REINFORCING STEEL SHALL BE ASTM A615 GRADE 60. BEDDING MATERIAL. 2} PLACE DETECTABLE WARNING TAPE IN TRENCH 2. A FRAME OF T-3" WITH 4" FLANGE SHALL BE USED WHEN THE TOP DIAMETER OF A PRECAST 3. LAP ALL BARS 36 BAR DIAMETERS. 2. SEE TYPICAL STORM/SANITARY SEWER TRENCH DETAILS FOR ADDITIONAL TRENCH DETAILS. PRIOR TO BACKFILL. CONE IS LESS THAN T-6". ALL OTHER FRAME DIMENSIONS SHALL REMAIN THE SAME. 4. GRIND AND GROUT CLEAN ALL EXPOSED CONCRETE SURFACES TO 3. ALL DIMENSIONS SUBJECT TO MANUFACTURING TOLERANCES. OBTAIN UNIFORM FINISH APPEARANCE. 5. BASE CAN BE CAST -IN -PLACE OR PRECAST AT CONTRACTOR'S OPTION. STANDARD STORM MANHOLE FRAME & COVER DETAIL LIGHT POLE BASE TYPICAL STORM PIPE BEDDING TRENCH DETAIL TYPICAL P/C UTILITY TRENCH NOT TD SCALE NOT TO SCALE NOT TO SCALE NOT TO SCALE SEE STORM MANHOLE FRAME & COVER FOR DETAIL-, 4 8 V e MANHOLE STEPS SEE DETAIL 12" TYP. 5" WALL -a MH DIA. SEE NOTE Z TYP. PACK ANNULAR a OPENING 24"0 TYPICAL 8 4 COPOLYMER 1 (30" O OR 36" O AVAILABLE) �� -POLYPROPYLENE PLASTIC 1 a ADJUST TO GRADE B WITH MAXIMUM OF 4 COURSES OF BRICK A A' 1/211 GRADE 60 STEEL 15 S I REINFORCEMENT 1lfi SECTION A -A' d ECCENTRIC CONE HEIGHT VARIES PRECAST CONCRETE 3',4'& 5' PLAN 3g" 5"1 (W/24"!O OPENING) F� I a RISER HEIGHT VARIES 11, 21, 31 & 4' �15 $" 1411 COPOLYMER POLYPROPYLENE PLASTIC STEEL REINFORCED MANHOLE STEP FOR CONCRETE MANHOLES SPACE WITH KNOCKOUTS FOR PIPES } NON -SHRINK 4" MIN. FROM TOP & GROUT 4 BOTTOM OF BASE CONCRETE OR (TYP. BOTH BASE BRICK INVERT SIDES) CONCRETE HEIGHT VARIES 4 BRICK &MORTAR 3', 4' & 6' 4" INVERT A A' MIN. S„ d TYP. e4 A n 5'-10110 a - PROVIDE ADEQUATE BEDDING AS REQUIRED SECTION A -A' BY CT DOT FORM 817 PLAN NOTES: 1. PRECAST CONCRETE MANHOLE COMPONENTS SHALL CONFORM TO CTDOT STANDARD SHEET HW-507_10 AS AMENDED. 2. 4', 5' OR 6' PRECAST CONCRETE BASE DIAMETERS MAY BE USED WHEN REQUIRED DUE TO SIZE OR NUM ER OF PIPES AT THE MANHOLE. PRECAST REDUCERS WILL BE PLACED ABOVE THE 5' AND 6' BASES AS DIRECTED BY THE ENGINEER. WALL THICKNESS SHALL INCREASE 1" FOR EACH V OF INSIDE DIAMETER INCREASE. 3. JOINT SEALANT SHALL BE BUTYL RUBBER MASTIC TYPE SEAL THAT CONFORMS TO LATEST AASHTO SPECIFICATION M-198 & MEETS FEDERAL SPECIFICATION SS-S-0021(210-A). 4. REINFORCING STEEL DEFORMED BARS ARE NOT SHOWN AND SHALL CONFORM TO LATEST CTDOT STANDARDS & SUPPLEMENTALS AND ASTM SPECIFICATION A615, GRADE 60, MINIMUM COVER 2", UNLESS OTHERWISE NOTED. 5. ALL PIPE OPENINGS SHALL BE CLOSED USING MATERIALS WHICH CONFORM TO STATE OF CT STANDARD SPECIFICATIONS SECTION M.08.02. 6. REINFORCING STEEL WELDED WIRE FABRIC SHALL CONFORM TO LATEST ASTM SPECIFICATION A185. 7. CONCRETE COMPRESSIVE STRENGTH SHALL BE MINIMUM 4000 PSI AT 28 DAYS, SELF COMPACTING CONCRETE MIX. 8. MANHOLE STEPS SHALL MEET LATEST OSHA REGULATIONS, (29 CFR 1910.27), SECTION 16 OF ASTM SPECIFICATION C478 AND SECTION 10 OF ASTM SPECIFICATION C497. 9. WHEN SPECIFIED, MANHOLES ARE TO BE COATED WITH BAY OIL, "EBONY". 10. METHOD OF MANUFACTURE SHALL BE WET CAST. 11. BASE SECTION IS MONOLITHIC. 12. MANHOLE INTERIOR DIAMETER: 4'-0" FOR 8" TO 36" PIPE DIAMETERS 5'-0" FOR 42" PIPE DIAMETER 6'-0" FOR 48" PIPE DIAMETER. STANDARD PRECAST CONCRETE STORM MANHOLE DETAIL 0 a 4'-9 1/4" SECTION A -TYPE "CL" a 4 a I 1 T-8 1/2"-I SECTION B-TYPE FFCL" NOTES: 1. CATCH BASIN TOPS, CURBS AND GRATE COMPONENTS SHALL CONFORM TO CTDOT FORM 817 STANDARD SPECIFICATION FOR ROADS, BRIDGES AND INCIDENTAL CONSTRUCTION AND CTDOT HIGHWAY STANDARD SHEETS HW-507_07 AND HW-507_08, AS AMENDED. 2. REINFORCING STEEL DEFORMED BARS ARE NOT SHOWN AND SHALL CONFORM TO LATEST CTDOT STANDARDS & SUPPLEMENTAL AND ASTM SPECIFICATION A615, GRADE 60, MINIMUM COVER Z" UNLESS OTHERWISE NOTED. 3. ALL STEEL, EXCEPT REINFORCING BARS, SHALL BE GALVANIZED IN CONFORMANCE WITH SECTION M06.03 OF CONNECTICUT STANDARD SPECIFICATIONS. TYPE "C-LT' CATCH BASIN TOP DETAILS References: Previous Loureiro standards, updated with 2002 CT Guidelines for Erosion and Sediment Control, DEEP Bulletin 34, and MDC Standard Details 2017, and CT DOT 2017 standards. TRENCH WIOTH 22,5' OR I 45' BEND TRENCH SHALL BE EXCAVATED TO FIRM MATERIAL IMMEDIATELY - PRIOR TO PLACING CONCRETE F - UNDISTURBED sole FLAG. 1 5EOON I 3-WAY TEE OF G WM2 90' BEND 6" MIN, 0 N 710 NOTES: 1. THRUST RESTRAINTS SHALL BE EITHER RESTRAINED JOINTS FOR DUCTILE IRON PIPE OR THRUST BLOCKS. THRUST BLOCKS ARE NOT THE PREFERRED METHOD OF THRUST RESTRAINT AND WILL ONLY BE PERMITTED IN SPECIAL CASES AS DIRECTED BY THE ENGINEER OR BY THE DISTRICT. 2. THRUST BLOCKS SHOULD ONLY BE USED WHEN SOIL CONDITIONS ARE STABLE. 3. ANCHORS SHALL BE BASED ON MAXIMUM ALLOWABLE WATER PRESSURE OF 150 PSI. CONCRETE THRUST BLOCKS FOR 12- INCH AND SMALLER MAINS (MDC DETAIL) NOT TO SCALE t REFER TO PAVESIEW RESTORATION DETAILS AND LOCAL STANDARDS PROCESSED STONE BASE BKIIFBi WTERWL SCE NOtE I 6' WIDE UNDERGROUND WAFRl1NC- TAPE n [NON-DCTCLiAaLEJ SAND PLACED IN 12- LAYERS WATER MAIN LAY WATER MAIN ON UNDISTURBED SOIL WFtH BELL END$ OUG OV1 6- WIN. ..-T__ - -__ C04PACTEO SAAIO I -s-...MIN M MN. WHEN PLACED ON ROCK NOW, 1-BACKFILL WTERW. L SE $AN%-RLRJ LPu.VEL 1N PAVED AREAS ONCLVDWO $IDEMµICS ANO DRNEINA.YSI OR MIAMON FILL 114 NON -PAVED AREAS. WATER MAIN TRENCH (MDC DETAIL) NOT TO SCALE z 0 z V,)D � LL, ❑ 0 ❑ z O Q � a � IY v' w W 2: ° rr 0 z j =Ufd' -,IW :fly! •._. ''� `�� N l4 � C ID N U T N O N 2 w .- Dma C �' }L w C) 0: V T• 4.0 y n N LA a UID _0CID•N j� • Q QLSC (;4 C• CLeo h a m Q ap M V •u MC >• j 1� y �' Q1 w • r o w C)Cn W H�� � Q O` °° i i1 D O 0 C C7 J 3 z = E Oo J o ¢ rV N W ¢ CD N W ¢ O N Lu 6 O r-L rL F- p rA u_ z ❑ U] a u N O m m a V-3 1/2" 2'-9" V-3 1/2" REDUCER DIMENSION FOR TYPE "CL" 1'-4" V-8" 1'-4" SINGLE -SIDED COMPOSITE -3 1/211 2'_911 -3 1/2" REDUCER DIMENSION FDR TYPE "C" 1'-3" 2'-Z" 11" DRAINAGE NET, DOUBLE v GRADE RING HEIGHT VARIES LAYER AT OPENINGS Z" 4" & 6" IF REQUIRED) CORBEL HEIGHT VARIES 4 2" x 8" OPENING FOR GEOMEMBRANE ° 4 8" & 12" DRAINAGE WHERE SPECIFIED ON REMEDIATION DRAWINGS W-011 0 8"O K.Q. FOR a 3'-011 UNDERDRAIN IF REQ'D T-011f 4 40 MIL HDPE 4 g GEOMEMBRANE (TYP.) MORTAR JOINTS A4 ABOVE PIPE (TYP.) , OUTLET a Ow ° j L KNOCK OUT d TRAP HOOD A5 REQUIRED77- 4 RISER `' o OUTLET/INLET ~ a o0000o D HEIGHTS VARIES PIPES (SEE PLAN) GUTTER LINE o 0 6" MINIMUM D000C a ~ V-0" MIN. TO ° r" CLEARANCE 3E� 5'-0" MAX. w w WAROUND ENTIRE Lu �` - ❑ 0 Z O.D. OF PIPE a ° UOp SIZE AT OPENING w D2 U D CL U L BUTYL RUBBER E� 0 00 d <s 06 00o z o W y FBI = Z JOINTS BELOW ¢ PIPE (TYP.) °" ° d U W TJ a Q ° W CL �' 4" MIN. M c TOP & BOTTOM CI UM >- ❑ ° SUMP INSIDE 18" 4'-0" TYPE "C" & "CL" a OUTSIDE 24" e co a a O N p a 4 u a 5'-4" TYPE "C" & "CL" UNDER 10' _ 5'-4" FOR LESS THAN 10 FEET DEEP-- -� 4'-411 FOR LESS THAN 1 I f (AQ g" PROVIDE ADEQUATE FEET DEEP L12 6'-0"TYPE "C" & "CL"OVER 10'12„ BEDDING AS REQUIRED PLAN W z 6'-0" FOR GREATER THAN 10 FEET BY CT DOT FORM 816 5'-O" FOR GREATER a ``c LU DEEP & LESS THAN 20 FEET DEEP THAN 10 FEET DEEP & FULL r 7 ^ ,w LESS THAN 20 FEET MORTAR BED ~ DEEP ■ ■ V)u7L SECTION A SECTION B X - NOTES: Q 1. PRECAST CONCRETE CATCH BASIN COMPONENTS SHALL CONFORM TO CTDOT FORM 816 STANDARD SPECIFICATION FOR ROADS, BRIDGES AND INCIDENTAL CONSTRUCTION AND CTDOT HIGHWAY TYPICAL JOINT TYPICAL„ JOINT r STANDARD SHEETS HW-507_04, AS AMENDED. ABOVE INVERT BELOW PIPE INVERT 2. THIS DETAIL IS BASED ON CTDOT PRECAST CONCRETE TYPE "C" & "CL" CATCH BASIN COMPONENTS, (UNDER 10' DEEP SHOWN). 3. REINFORCING STEEL DEFORMED BARS ARE NOT SHOWN AND SHALL CONFORM TO LATEST CTDOT STANDARDS & SUPPLEMENTAL AND ASTM SPECIFICATION A615, GRADE 60, MINIMUM COVER Z" UNLESS OTHERWISE NOTED. 4. METHOD OF MANUFACTURE SHALL BE WET CAST. 5. SUMP SECTION SHALL BE MONOLITHIC. 6. DESIGN LOAD SHALL BE AASHTO H-20. TYPE "C" & "C-L" PRECAST CONCRETE CATCH BASIN DETAIL NOT TO SCALE NOT TO SCALE Reference: CT DOT Highway Standards, Sheet HW-507_04 & HW-507_10 CT DOT Form 817 and (Manhole Steps) The Metropolitain District Sewer Standard Details Fig. 5-14, dated Jan. 2017. NOT TO SCALE DRAWING CS SHEET NO. 10 SHEETS 12 m / V � , .E.lt. SEDIMENT CONTROL BAG "SILT SACK" OR EQUAL DUMP LOOPS EXPANSION RE a (1/4" NYLON R 2" FLAT WASHI DUMP LOOP PERSPECTIVE VIEW SILT a• TEMPORARILY SEED OR MULCH STOCKPILE SLOPES IF TO BE LEFT FOR MORE THAN 15 DAYS 2 (MAX) . 1 sOIL STOCKPILE SECTION A -A 4• LIMIT OF STOCKPILE TOCKPILE TEMPORARY STOCK PILE DETAIL NOT TO SCALE r CrTTlf ✓A■ BAG DEPTH TOP OF PIPE INSTALLATION DETAIL 2 EACH DUMP STRAPS EXPANSION RESTRAINT (114" NYLON ROPE, 2" FLAT WASHERS) NOTES: 1. THE CONTRACTOR IS RESPONSIBLE FOR PROVIDING THE CORRECT SIZE DEVICE FOR EACH INLET. FOR NON-STANDARD CATCH BASINS AND INLETS, THE CONTRACTOR SHALL MEASURE DIMENSIONS IN THE FIELD AND ORDER THE APPROPRIATE SIZE(S). 2. THE INLET SEDIMENT CONTROL DEVICE SHALL BE OF HIGH FLOW DESIGN (200 GAL/MIN/FT), AS PER THE MANUFACTURER'S SPECS. 3. THE SEDIMENT CONTROL DEVICE SHALL BE INSPECTED DAILY BY THE CONTRACTOR AND CLEANED AND MAINTAINED A MINIMUM ONCE PER MONTH OR WITHIN THE 48 HOURS FOLLOWING A STORM EVENT. THE FILTER SHALL BE REPLACED OR CLEANED WHEN THE BAG BECOMES HALF FULL. THE FILTER SHALL BE CLEANED IN A MANNER WHICH ENSURES THAT ALL SEDIMENT REMAINS ON SITE. 4. SUBSTITUTION OF A SHEET OF FILTER FABRIC PLACED OVER THE OPENING OF THE INLET IS NOT APPROVED. 5. RECESSED CURB INLET CATCH BASINS MUST BE BLOCKED WHEN USING FILTER FABRIC INLET SACKS, SIZE OF FILTER INLET SACK TO BE DETERMINED BY MANUFACTURER. 6. THE FILTER DEVICE SHALL BE MANUFACTURED BY ACF ENVIRONMENTAL OR APPROVED EQUAL. CATCH BASIN FILTER (SILT SACK) DETAIL NOT TO SCALE 1}" WOOD POST (POST TO BE ANGLED 100 UPSLOPE FOR STABILITY & SELF CLEANING) HEIGHT 30" III SILT FENCE FLOW oil FINISH GRADE o NOTES: 1. ALL SILT FENCES SHALL BE INSPECTED 6" DAILY BY THE CONTRACTOR AND CLEANED & MAINTAINED A MINIMUM OF ONCE PER MONTH OR WITHIN 48 HOURS OF A SIGNIFICANT STORM EVENT. COMPACTED 12„ 2. THE FILTER CLOTH SHALL BE CLEANED IN BACKFILL I A MANNER WHICH ENSURES THAT ALL SEDIMENT COLLECTED REMAINS ON -SITE. SILT FENCE DETAIL NOTE: NOT TO SCALE ALL SILT FENCING & ALTERNATIVE FILTERS SHALL BE FURNISHED, INSTALLED AND MAINTAINED IN ACCORDANCE WITH 2O02 CT GUIDELINES FOR SOIL EROSION AND SEDIMENT CONTROLS, AS AMENDED AND PER MANUFACTURERS INSTRUCTIONS. WORK AREA FLOW T COMPOST/ MULCH SO A■ AA■ WORK AREA CONCRETE BLOCKS OR SAND BAGS AS NEEDED (10' O.C.) PAVEMENT OR IMPERVIOUS AREA TO BE SURFACE PROTECTED } FLOW AREA TO BE PROTECTED COMPOST/MULCH SOCK OR EQUAL CONCRETE BLOCKS OR SAND BAGS AS NEEDED (10' O.C.) IMPERVIOUS SURFACE DETAILS 1.5" SQ. WOODEN STAKES PLACED 10' O.C. AREA TO BE PROTECTED WORK AREA COMPOST/MULCH SOCK OR EQUAL AREA TO BE PROTECTED FLOW FLOW WORK AREA rbff A AS SECTION PERVIOUS SURFACE DETAILS NOTES: 1. A COMPOST/MULCH SOCK MAY BE USED AS AN ALTERNATIVE TO THE TYPICAL HAY BALE OR SILT FENCE SESC CONTROL BARRIERS WHERE APPROVED BY ENGINEER. 2. COMPOST/MULCH SOCK SHALL BE EQUAL TO SILTSOXXTM MANUFACTURED BY FILTREX® INTERNATIONAL OF GRAFTON, OHIO. 3. FILTER MEDIA TO BE DISPERSED ON SITE, AS DETERMINED BY ENGINEER. 4. ALL COMPOST MULCH SOCKS SHALL BE FURNISHED, INSTALLED AND MAINTAINED IN ACCORDANCE WITH MANUFACTURERS RECOMMENDATIONS AND WITH THE 2002 CT GUIDELINES FOR SOIL EROSION AND SEDIMENT CONTROL, AS AMENDED. 5. SHOULD IT BECOME NECESSARY TO PROTECT THE SIDE SLOPES OF DISTURBED AREAS HAVING STEEP SLOPES GREATER THAN 3 HORIZONTAL TO 1 VERTICAL FROM EXCESSIVE SOIL EROSION OR SLOPE FAILURE DUE TO UNUSUAL HEAVY RAINFALL EVENTS, POOR SOIL ADHESION, OR OTHER EXTRAORDINARY CONDITIONS DURING CONSTRUCTION, THE CONTRACTOR MAY BE REQUIRED TO INSTALL AN 'EROSION CONTROL BLANKET' AND/OR COMPOST MULCH SOCKS AS SHOWN ON THE DETAILS ON THIS DRAWING(S). OTHER ACCEPTABLE MEANS TO ADEQUATELY PROTECT THE SLOPES FROM EXCESS SOIL EROSION, SUCH AS THE INSTALLATION OF REVERSE SLOPE BENCHES IN ACCORDANCE WITH CHAPTER 5-2 OF THE 2002 CT GUIDELINES FOR SOIL EROSION & SEDIMENT CONTROL, MAY ALSO BE CONSIDERED BY THE ENGINEER TO HELP ENSURE AGAINST A POSSIBLE SLOPE FAILURE CAUSED BY EXCESS SOIL EROSION FROM HEAVY RAINFALL EVENTS. COMPOST MULCH SOCK ON PERVIOUS AND IMPERVIOUS SURFACE DETAILS NOT TO SCALE SOIL EROSION AND SEDIMENT CONTROL NOTES ALL APPLICABLE REGULATIONS AND REQUIREMENTS OF THE STATE OF CONNECTICUT DEPARTMENT OF ENERGY & ENVIRONMENTAL PROTECTION (DEEP) AND THE LOCAL LAND USE REQUIREMENTS SHALL BE ADHERED TO INCLUDING THE PLACEMENT OF THE PROPOSED SE&SC BARRIERS AS SPECIFIED HEREIN. WHEN THE CONSTRUCTION WORK IS COMPLETED, THE CONTRACTOR SHALL CLEAN THE SE&SC BARRIERS AND RESTORE THE NATURAL DRAINAGE AREAS AFFECTED BY THEIR OPERATIONS TO THEIR ORIGINAL CONDITION UNLESS OTHERWISE NOTED. PRIOR TO CONSTRUCTION, ALL SE&SC BARRIERS SHALL BE PLACED TO CONFINE SEDIMENT AS SHOWN ON DRAWINGS AND WHERE OTHERWISE REQUIRED BASED ON THE CONTRACTOR'S MEANS/METHODS AND CONSTRUCTION SEQUENCING. ALL SE&SC BARRIERS SHALL BE LEFT IN PLACE AND MAINTAINED UNTIL THE WORK HAS BEEN COMPLETED AND SURFACES STABILIZED. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO MONITOR THE CONDITION OF THE SE&SC STRUCTURES. IF THE EFFECTIVENESS OR INTEGRITY OF ANY STRUCTURES IS FOUND TO BE INSUFFICIENT OR IF THE STRUCTURES ARE DAMAGED IN ANY WAY, THE CONTRACTOR SHALL MAKE WHATEVER REPAIRS ARE NECESSARY TO ENSURE THAT PROPER EROSION CONTROL IS MAINTAINED. MONITORING OF THE EROSION CONTROL STRUCTURES IS PARTICULARLY IMPORTANT FOLLOWING PERIODS OF RAINFALL. ALL REPAIRS OF EROSION CONTROL STRUCTURES SHALL BE MADE BY THE CONTRACTOR AS SOON AS THE DAMAGE IS DISCOVERED. IF ADDITIONAL SE&SC CONTROL STRUCTURES ARE NECESSARY TO MINIMIZE EROSION AND SEDIMENTATION, AS DETERMINED IN THE FIELD, THE CONTRACTOR SHALL INSTALL SAID ADDITIONAL STRUCTURES AS REQUIRED. IN ADDITION TO THE ABOVE GENERAL PROVISIONS, THE CONTRACTOR SHALL COMPLY WITH THE FOLLOWING SPECIAL REQUIREMENTS: 1. LAND DISTURBANCE SHALL BE KEPT TO A MINIMUM; RESTABILIZATION SHALL BE SCHEDULED AS SOON AS PRACTICABLE FOLLOWING CONSTRUCTION. PROJECT SEQUENCING WILL BE NECESSARY TO MINIMIZE SE&SC CONTROL LIABILITIES. THE CONTRACTOR SHALL SEQUENCE HIS OPERATIONS SO AS TO PROVIDE MANAGEABLE WORK AREAS WITH LIMITED OPPORTUNITY FOR SOIL EROSION TO OCCUR. 2. ALL GRADED AREAS ARE TO BE COVERED AS SOON AS POSSIBLE AFTER CONSTRUCTION WORK IS COMPLETED. INTERIM SEEDING, MULCHING AND/OR EROSION CONTROL BLANKETS MAY BE REQUIRED THROUGHOUT CONSTRUCTION FOR STABILIZATION OF DISTURBED AREAS, WOODCHIPS AND MULCH MAY BE USED THROUGHOUT THE ENTIRETY OF THE OPERATION EXCEPT IN AREAS DESIGNATED FOR NEW PAVEMENT. 3. ALL OTHER AREAS AFFECTED BY CONSTRUCTION AND NOT TO BE FILLED ARE TO BE RESTORED TO ORIGINAL GRADE AS SHOWN ON THE DRAWINGS. 4. FOR SPECIFIC DETAILS ON THE DESIGN, APPLICATION AND INSTALLATION OF THE EROSION AND SEDIMENTATION CONTROL STRUCTURES THE CONTRACTOR SHALL REFER TO THE CONNECTICUT GUIDELINES FOR SOIL EROSION AND SEDIMENT CONTROL, DATED MAY 2002, AS AMENDED OR OTHERWISE REPLACED. 5. PERIMETER SE&SC BARRIERS FOR THIS SITE INCLUDE PROVISIONS FOR THE USE OF FILTER SOCKS WHERE APPROPRIATE. THE CONTRACTOR SHALL INSPECT REGULARLY TO ENSURE THE PLACEMENT IS MAINTAINED. 6. ALL SE&SC BARRIERS SHALL BE INSTALLED AS SHOWN ON THIS DRAWING AND AT THE TOE OF ALL SLOPES LOCATED DOWN GRADIENT OF THE CONSTRUCTION WORK. 7. SEDIMENT REMOVED FROM SE&SC BARRIERS AND STRUCTURES SHALL BE DISPOSED OF IN A MANNER WHICH IS CONSISTENT WITH THE INTENT OF THE PLAN. $. THE CONTRACTOR SHALL BE RESPONSIBLE FOR IMPLEMENTING THE EROSION AND SEDIMENT CONTROL MEASURES IN ACCORDANCE WITH LOCAL REQUIREMENTS. THE CONTRACTOR'S RESPONSIBILITY INCLUDES THE INSTALLATION AND MAINTENANCE OF ALL REQUIRED SE&SC CONTROL MEASURES, INFORMING ALL PARTIES ENGAGED ON THE CONSTRUCTION SITE OF THE REQUIREMENTS AND OBJECTIVES OF THE PLAN, AND NOTIFYING THE LOCAL LAND USE OFFICES OF ANY TRANSFERS OF THIS RESPONSIBILITY. 9. THE CONTRACTOR IS RESPONSIBLE FOR NOTIFYING THE LOCAL LAND USE AGENCY AND OTHER APPROPRIATE AUTHORITIES AT LEAST 72 HOURS PRIOR TO THE START OF ANY CONSTRUCTION ACTIVITY. 10, THE CONTRACTOR SHALL USE APPROVED METHODS AND MATERIALS FOR PREVENTION OF DISPERSION OF DUST INCLUDING MISTING, CHEMICAL APPLICATION AND/OR MULCH SURFACING. 11, THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES DAILY DURING CONSTRUCTION AND AFTER EACH SIGNIFICANT RAIN STORM EVENT. DAMAGE SHALL BE REPAIRED IMMEDIATELY. 12, ANY REQUIRED DEWATERING SHALL INCORPORATE THE USE OF FILTER BAGS ON DISCHARGE ENDS. THE CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR OWNERSHIP OF ALL SOIL EROSION AND SEDIMENT CONTROLS AS NECESSARY TO PROTECT THIS SITE. DURING THE PROGRESS OF CONSTRUCTION, INTERIM EROSION CONTROLS MAY BE NECESSARY BASED ON THE CONTRACTOR'S MEANS, METHODS AND SEQUENCING. THE EROSION CONTROL MEASURES PRESENTED ON THESE PLANS REPRESENT THE MINIMUM CONTROLS DEEMED NECESSARY BASED ON THE EXPECTED FINAL PROJECT GRADES AND FEATURES. INTERIM MEASURES REQUIRED TO STABILIZE THE SITE DURING CONSTRUCTION SHALL BE INSTALLED BY THE CONTRACTOR AS NEEDED BASED UPON HIS ASSESSMENT OF THE SITE THROUGH HIS OWN SITE INSPECTIONS AND OBSERVATIONS. ALL CONTRACTOR -PROVIDED SOIL EROSION AND SEDIMENT CONTROL MEASURES SHALL BE DESIGNED AND INSTALLED BY THE CONTRACTOR IN ACCORDANCE WITH THE 2002 CONNECTICUT GUIDELINES FOR SOIL EROSION AND SEDIMENT CONTROL AS AMENDED OR OTHERWISE REPLACED. IN THE EVENT THAT A RAIN EVENT OCCURS AND THE CONTRACTOR PROVIDED SE&SC CONTROLS FAIL TO MAINTAIN THE SITE IN A STABILIZED CONDITION, THE CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR ANY AND ALL REMEDIATION, MITIGATION OR OTHER DAMAGE THAT MAY OCCUR. STABILIZATION PRACTICES 1. TEMPORARY VEGETATIVE COVER ALL EXPOSED AREAS THAT WILL BE INACTIVE FOR MORE THAN 30 DAYS, BUT LESS THAN ONE YEAR, AND WHICH HAVE NOT YET REACHED FINISHED GRADES SHALL RECEIVE A TEMPORARY VEGETATIVE COVER DURING THE PLANTING SEASON OF MARCH 15 TO OCTOBER 1. NOTE THAT PLANTING BETWEEN JUNE 15 AND AUGUST 1 WILL REQUIRE WATERING AS NECESSARY TO PROMOTE GROWTH. THIS TEMPORARY VEGETATIVE COVER SHALL CONSIST OF PERENNIAL RYE GRASS. THE RYE GRASS SHALL BE PLANTED AT A RATE OF 1 POUND PER 1,000 SQUARE FEET. ALSO, FERTILIZER SHALL BE APPLIED AT A RATE OF 7.5 POUNDS PER 1,000 SQUARE FEET OF 10-10-10 OR EQUIVALENT AND LIMESTONE SHALL BE APPLIED AT A RATE OF 45 POUNDS PER 1,000 SQUARE FEET. SEED BED PREPARATION AND SEEDING SHALL BE CONDUCTED AS OUTLINED IN THE STATE OF CONNECTICUT SOIL EROSION AND SEDIMENT CONTROL GUIDELINES. 2. TEMPORARY MULCHING TEMPORARY MULCHING SHALL BE USED TO TEMPORARILY STABILIZE AREAS THAT WILL BE INACTIVE FOR 30 DAYS OR MORE, BUT LESS THAN 6 MONTHS, AND CANNOT BE SEEDED WITHIN THE RECOMMENDED PLANTING DATES. IN ADDITION, TEMPORARY MULCHING SHALL BE CONDUCTED IMMEDIATELY FOLLOWING TEMPORARY OR PERMANENT SEEDING IN ORDER TO AID THE GROWTH OF VEGETATION. TEMPORARY MULCH SHALL CONSIST OF STRAW OR HAY OVERLAY APPLIED AT A RATE OF 70 TO 90 POUNDS PER 1,000 SQUARE FEET (1.5 TO 2 TONS PER ACRE), OR OTHER MULCH TYPES AS APPROVED WITHIN THE STATE OF CONNECTICUT SOIL EROSION AND SEDIMENT CONTROL GUIDELINES. THIS MULCH SHALL BE SPREAD UNIFORMLY BY HAND OR MULCH BLOWER AND SHALL BE BONDED WITH A NON -ASPHALT TACKIFIER OR OTHER APPROVED METHOD IMMEDIATELY AFTER SPREADING. 3. PERMANENT VEGETATIVE COVER ONCE THE PLANTING SEASON BEGINS, TEMPORARY STABILIZATION MEASURES SHALL BE REMOVED AND SLOPES SHALL BE PREPARED AND SEEDED. SEEDING SHALL ONLY OCCUR BETWEEN APRIL 1 AND JUNE 1 AND AUGUST 15 AND OCTOBER 15. 4. PERMANENT MULCH FOR SEED STRAW MULCH WILL BE INSTALLED ON ALL DISTURBED SURFACES WITH SLOPES NOT EXCEEDING 10016, AFTER PLACEMENT OF FINAL COVER, TO MINIMIZE EROSION AND ALLOW GROWTH OF PERMANENT VEGETATIVE COVER. RECOMMENDED PROJECT SEOUENCING 1. PRIOR TO THE INITIATION OF CONSTRUCTION ACTIVITIES, INSTALL ALL TEMPORARY EROSION AND SEDIMENTATION CONTROL MEASURES AS SHOWN ON THE DRAWINGS. 2. EXISTING PARKING AREAS AND DRIVE AISLES TO REMAIN IN OPERATION FOR AS LONG AS POSSIBLE DURING WORK ACTIVITIES. INITIAL PHASE OF WORK SHALL INCLUDE RE -GRADING, INSTALLING UTILITIES AND NEW SITE FEATURES, AND ESTABLISHING PAVEMENT SUBGRADE WITHIN THE EXISTING LAWN AREA SOUTH OF THE EXISTING PARKING LOT . SECOND PHASE OF WORK SHALL INCLUDE REMOVAL OF EXISTING PAVEMENT, INSTALLATION OF UTILITIES AND NEW SITE FEATURES, AND MODIFICATIONS TO EXISTING UTILITIES WITHIN AREAS OF EXISTING PAVEMENT, WITH DISRUPTIONS TO SITE OPERATIONS MINIMIZED TO THE FULLEST EXTENT PRACTICABLE. THE PAVING OF ALL NEW ASPHALT AREAS WILL BE COMPLETED LAST AND WILL BE STAGED AND PERFORMED AS QUICKLY AS POSSIBLE TO MINIMIZE CLOSURE TIME. 3. SEEDING AND FINAL STABILIZATION MEASURES FOR REMAINING DISTURBED AREAS THAT ARE NOT DESIGNATED FOR NEW PAVEMENT OR CONCRETE COVER. Z O z v+ D � ❑ o ❑ z _O n � a � a L) In w w 2: a a 0 z Q N � a � ID T N O N 2 � M a N a W N C Q ,E 7. ¢ d L V C C C• CL QI L ^ 2 o '6 00 N r- &15- CID w Oc$' W H'c"o Ea O` °° i 0 C D Q 0 J w 3zaw J o c a � Lu o O z nj u 0 LL w Z a in [I] u ,y a a J H a W 0 J 0 Z r0 M Z W Lu a ch Z 0 1■�"ppI Yl 0 W J N rDr� V! N N N N W C7 W O rV ¢ [V r-I rI N n r r m m z U W a DRAWING C9 SHEET NO. OF NO. 11 SHEETS 4. REMOVE TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES. 12 LIFTMASTER 02103 INDOOR OPENER BUTTON NOT TO SCALE B1017 CHRISTY' COVER Brie Rus: Material. Steel Checker Plate Miodd.- 14' x 2T Weight 44lbs Options: Special MarkLngs Surface: Skid Resrstaril S Marked* coelhcllent of Fnci*n. 4-6 ASTM 1028 Performance H2O, AASHTO Corr comes standard with permanent markings for manufacturer. load rating, model size and manufacturing &-a m Reinforced Concrete wi,,f, Sted Frame 'van 6 1 b' x 22' 130 lbs 4 , _ .Pe Straight Iles 0 Performance H20, AASHTO COVER OPTIONS �r 3w sawn Lockm LOAD RATING J NOTES vat r IL Ott, I a=:, r r 4' 0 H.V 1< ual load rating is detelTnuted bythe box and carer coronation 9a ,1,?, inn•^ are not to be placed in a roadway. WARMING: sneer snd r=m& ctw ma m man-Pe2wwwgiscaam aratd an flit sheet . currtsY ee tRe rime rf o,kifcimon ♦atdcastk rr-.errrs 1t+e rrJIit $0 a=Wtr%W or jirlatr 7p&.Cs sofCfrnfe:mn alltro.:! " \ \ \ \ \ \ \ \ \ \ \ \ \ \ /N/\�\ \ \ \ \ \ \/\f\/\ \\\\\\\\\\\\\\ Reader Door' Detail 5 INC a� 0 c (9 us LISTED SL585101 U L t HP, 1241208-240 Vac Single Phisse SL585103UL Vac Three Phase SL585105UL I tip', aia V1 v, Ilitre Phasic SL585151 U L 1-1/2 HP, 1201208.240 Vac Single Phase SL585501 UL 1/2 HP. 1201209.240 Vac Single Phase SL585MU L 1/2 HP,20a.2401480 Vac Thrnc Phase SL585505U L 1/2 HP. 575 Vac Three Phase • THIS PRODUCT IS TO BE INSTALLED AND SERVICED BY A TRAINED GATE SYSTEMS TECHNICIAN ONLY • Theis model is for use on VChlLular ONLY and not intended for use on pedf*tnan passage gates. • Ihrs model is Intended for use In Class I. 11, III and IV vet' x3Alar eidle I0a appllcaWns. ■ Vrad LiflMaster.com to locate s professional Installing deafer to your area. • This gate opefator is compatible with My(Y and Security+ 2.00 accessones. OPERATOR REQUIRES A LIFTMASTER EXTERNAL MONITORED ENTRAPMENT PROTECTION DEVICE IN THE OPEN AND CLOSED _ DIRECTION Access Installation and technical support guides Dr register this product W�eA•rs!■r �— SL58SULTECH —Q Take a photo of ft v,lr ivr.l 'In 1rtd*4ng the JL• -it-, (01 Send 1t Is by taxiing 111e photo to 11403. Lift Master ELITE SERIES LIFTMASTER SL595151UL GATE CONTROLLER NOT TO SCALE FEDERAL SIGNAL —.A A&A Model LP22LED 4k4i StreamLine' 19, Law Profile LED Light Model LP22LED Is a rrlu"ttern LED light ideal ror applrcatfom requiring; krw profile slgnalfng The unit can be surface, panel or 112- NPt pipe mounted through the integrated pipe rnnfnt The enclosure offers a setr-erbngtrntwV potycarbonate housing that protects against nbratlom dust, and atmospheric elements. and is rated Type 4X The LP22LED has four Rash patterns (steady tight, single flash. double flash and triple nashl seiectab3e wa DP switch ■ AYallable in 12-24VACIDC and 90-240VAC ■ W-extingufstwl pblyrcarbonate housing ■ 112" WT pipe, surface or parcel mount ■ Type 4X. F%enclosm ■ Four flash patterns • CE Cerbfwd ■ FMe larnVi its colors Amber. Blue, Clear, Green and Red • UL and cUL Listed FLASH RATElAl1N1lTE M219L VOLTAGE STEADY SINGLE FLASH DOI1R1EFLASN PUKE FLASH LMZZLED4MI-I&M-0 I I.24VACAX WA 120 .a -1 of •.1- a. .. IPIZsra•allL2W 9o-24aVAc WA 12016l-r01 •_ 4- a • rrdcates cdv rA, Anfte, tit euC 4Ct C4a, (G) Omen a Ile fled MAXIMUM OPERATING CURRENT ImAl MODEL 12VAEfOC 24YACIOC 9lYAC �feYAC 022LED412-024• t■c• Lao .. !!rA LP22LED-090-I40' WA WA a - a_ NOTE: LIGHT COLOR TO BE AMBER. SECURITY BRANDS SEC-17-300 INTERCOM NOT TO SCALE N �o a �IN� o T N o ri .- ci �ma }L w o 2 d n J2. 16 a c o .y N ll�=� Vco � yCJ W N <a Q L V C C C• Q Qr L �1 a eo t rZ m a a N ,., • ,p V r r6 � y c-Q1 w • 20 � w C) $ W H�1) E a �! D Q 0 J 3 z = E Oo J o N N W o N W o ¢ fV � ❑ t„ d o r-r u C] LL 0 N V) 0 N 'n O m W < U ~ Me ~ d a Q Z v3 a a H Z0 W QM 0 V f H� Z `Z C) 00 LL a W CL a a O ° rr x a C G0 1 W �W W H Ulu aIn a x H2O RATED ELECTRICAL JUNCTION BOX DETAIL NOT TO SCALE FEDERAL SIGNAL LP22LED STROBE LIGHT NOT TO SCALE LIFTMASTER PED4272 INTERCOM PEDESTAL NOT TO SCALE DRAWING Cio SHEET NO. OF NO, 12 SHEETS 12 T P28-11 XP28-11 XP28-11 XP210T P210 XP210 P25T P25 XP25 XP25 EXP44-3-28-11 UPS 52-32-15-1-8 XP 25-10 P ??? XP ??? P ??? P ???3'PROJ. No.: DATE:DATENo.DESCRIPTIONDESIGNERREVIEWERSCALE:DATUM:VERT.:HORZ.:VERT.:HORZ.:MS VIEW: LAYER STATE: File: J:\DWG\P2015\0021\B10\MEP\Electrical\E-101.dwg Layout: E-101 Plotted: 2022-07-22 6:41 PM Saved: 2022-07-22 6:40 PM User: CAbelPC3: AUTOCAD PDF (GENERAL DOCUMENTATION).PC3 STB/CTB: FO.STBE-101 20150021.B10 07/11/2022DOOSAN FUEL CELL AMERICA INCELECTROLYZER INSTALLATION195 GOVERNOR'S HIGHWAYSOUTH WINDSORCONNECTICUT?" = ??'146 HARTFORD ROADMANCHESTER, CONNECTICUT 06040860.646.2469www.fando.com PROJ. No.: DATE:DATENo.DESCRIPTIONDESIGNERREVIEWERSCALE:DATUM:VERT.:HORZ.:VERT.:HORZ.:MS VIEW: LAYER STATE: File: J:\DWG\P2015\0021\B10\MEP\Electrical\E-501.dwg Layout: E-501 Plotted: 2022-07-22 6:41 PM Saved: 2022-07-22 6:26 PM User: CAbelPC3: AUTOCAD PDF (GENERAL DOCUMENTATION).PC3 STB/CTB: FO.STBE-501 20150021.B10 07/11/2022DOOSAN FUEL CELL AMERICA INCELECTRICAL DETAILS195 GOVERNOR'S HIGHWAYSOUTH WINDSORCONNECTICUT?" = ??'146 HARTFORD ROADMANCHESTER, CONNECTICUT 06040860.646.2469www.fando.com PROJ. No.: DATE:DATENo.DESCRIPTIONDESIGNERREVIEWERSCALE:DATUM:VERT.:HORZ.:VERT.:HORZ.:MS VIEW: LAYER STATE: File: J:\DWG\P2015\0021\B10\MEP\Electrical\E-501.dwg Layout: E-502 Plotted: 2022-07-22 6:41 PM Saved: 2022-07-22 6:26 PM User: CAbelPC3: AUTOCAD PDF (GENERAL DOCUMENTATION).PC3 STB/CTB: FO.STBE-502 20150021.B10 07/11/2022DOOSAN FUEL CELL AMERICA INCELECTRICAL DETAILS195 GOVERNOR'S HIGHWAYSOUTH WINDSORCONNECTICUT?" = ??'146 HARTFORD ROADMANCHESTER, CONNECTICUT 06040860.646.2469www.fando.com PLANNING DEPARMENT IN-HOUSE REFERRAL FORM DATE:8-8-22 TO:Michael Maniscalco,Walter Summers,Jeff Doolittle,Molly Keays, Heather Oatis,Kevin Cooney,Tony Manfre,John Caldwell, Andrea Confrancesco,Vincent Stetson,Kenneth Rich,Mark Halibozek FROM:Michele Lipe,AICP,Director of Planning The Flaming &Engineering Departments have received plans for the following proj ects: Appl 22-3 OP,Hyaxiom (A Doosan Company) Location:195 Governor’s Highway New Access drive from Govemor’s Highway to the site at the end ofProjectDescription:Bidwell Please comment by 8-1 9-22 and retum to the Flaming Department. @ Site Plan D Subdivision No.Acres Zone I @ Industrial &Commercial D Residential No.Lots/Units Water:E Public D Private Well Sewerage:D Public D Septic System Future Town-owned property involved?E Yes D new street(s)D new detention area &No D new open space/recreation area D active Planning Department notes: Dpassive Loureiro Engineering Associates, Inc. 100 Northwest Drive • Plainville, CT 06062 • 860.747.6181 • Fax 860.747.8822 • www.Loureiro.com AN EMPLOYEE-OWNED COMPANY Affirmative Action / Equal Opportunity Employer August 23, 2022 Town of South Windsor 1540 Sullivan Avenue South Windsor, CT 06074 Attn: Ms. Michele Lipe & Mr. Jeffrey Folger RE: 195 Governor’s Highway Site Modifications Conservation Review Application Drainage Memo Commission Number: 024DF2.01 Dear Recipients: Loureiro Engineering Associates, Inc. (LEA) has been retained by Hyaxiom – A Doosan Company (Doosan) for the design and permitting of new site modifications at their facility located at 195 Governor’s Highway. A USGS topographic quadrangle map showing the site location is attached. The intent of the site modifications is to provide improved access for trucks to the existing building, which will undergo interior renovations to support the new operations, for delivery and pick-up of manufactured products. Background The majority of the new work will occur within areas of existing impervious cover, and will not have any impact on the amount of runoff generated or the drainage characteristics of the subject property. One area of the project site, where a new paved driveway will be constructed within an area of existing lawn cover, will result in an increase in impervious coverage when compared to existing conditions. In order to satisfy the Town’s requirements for a conservation review application, this drainage area was analyzed and the new grassed depression depicted on the drawings has been modeled and sized to ensure that it will be adequate enough to capture and store the Water Quality Volume (WQV) associated with this drainage area, and also be able to attenuate runoff from the new impervious areas. Stormwater runoff from the majority of the project work area (existing buildings, existing and new parking lots and access drives, and lawn areas) will be collected by an existing stormwater management system, which consists of existing drainage structures and connected pipe networks which exist within and adjacent to the existing pavement areas. The existing drainage system will be maintained with minor modifications in the new conditions, and ultimately discharges to an existing drainage system located within Governor’s Highway. Therefore, any runoff generated across the new driveway area, as well as the remainder of the site area, will be considered to be draining to this existing drainage system after passing through the existing paved parking areas. Town of South Windsor August 23, 2022 Page 2 of 4 Analyzing the amount of runoff that enters the existing parking lot from the new driveway area therefore provides a viable point of study for impacts on the receiving existing drainage system. Stormwater Evaluation The overall work area associated with the project is approximately 2.5 acres, which includes areas that will not experience any change in cover type or drainage patterns as a result of the new work. However, for this drainage statement, only the proposed redevelopment area of approximately 1.9 acres in the vicinity of the new access drive and grassed depression was analyzed for pre and post runoff conditions, in order to provide sizing of the grassed depression as requested by the Town. LEA evaluated the existing conditions of the approximately 1.9-acre study area and determined approximately 2% impervious cover across the area. The area’s composite curve number, CN, is 80. The existing conditions were modeled as one watershed as depicted on the attached watershed map, Figure 2. The Natural Resources Conservation Service (NRCS, formerly SCS) characterized the pervious portions of the property as Urban Land. In general, Udorthents and Urban Land is classified as an area of developed land and is typically designated as a Type D soil site. A Type D soil has been used for the analysis. The new improvements associated with the new paved access drive will result in an increase to impervious surfacing to approximately 21% over the study area. The composite CN in the new condition is 88. The new conditions were modeled as two watersheds as depicted on the attached watershed map, Figure 3. To mitigate the increase in imperviousness, a grassed depression will be created to store the contributing Water Quality Volume and provide attenuation of peak flow rates and volumes of discharge when compared to existing conditions. As shown in the summary table provided below, pre- and post-development flows associated with the study area were analyzed up to the 100-year storm event in accordance with Town regulations, and a reduction in peak flow rates of discharge was achieved for all analyzed storm events. The grassed depression was sized to attenuate the discharge up to the 100-year storm event, which was the constraining factor on the design sizing of the depression. As a result, the design volume is far greater than the required Water Quality Volume storage capacity as calculated in accordance with Connecticut Department of Energy and Environmental Protection (DEEP) guidelines for stormwater discharge, and the Connecticut Stormwater Quality Manual (CTSWQM), which requires 100% of the first 1 inch of rainfall across the contributing area to be stored. As shown in Town of South Windsor August 23, 2022 Page 3 of 4 the attached Water Quality Volume & Flow calculations worksheet, the required Water Quality Volume storage associated with the study area is 1,604 CF. The grassed depression as depicted on the revised drawings (submitted for this conservation review under separate cover) provides 12,604 CF of storage capacity. The watershed analysis for the new development was completed using the HydroCAD Software Solutions computer program. The HydroCAD program runoff method selected for the watershed modeling is based on NRCS TR-20 methods. The methods described in the NRCS TR-55 manual were followed to calculate the curve number and time of concentration input data for this model. A curve number of CN 98 was used for all impervious surfaces. The pervious surfaces for the site were modeled using the prescribed curve number for good grass cover, CN 80. These values are associated with surfaces over Hydrological Group D soils per the NRCS TR-55 Drainage Manual. While it is expected that any ponded stormwater within the grassed depression will infiltrate into the native soils below within 24 – 72 hours after a rain event, no infiltration rate was applied to the model for the sizing of the grassed depression to provide a conservative analysis. The output reports for the HydroCAD models for both the existing and new conditions are attached. These reports provide the information associated with the watershed characteristics, peak flow rates and volumes of discharge, rainfall data, and the storage capacity, peak ponding elevations, and outlet conditions for the grassed depression. A plan was developed to establish erosion and sedimentation controls to stabilize the site during construction and protect receiving stormwater systems and off-site areas adjacent to the project. Designated stockpile areas, compost socks, silt sack inlet protection, and erosion control matting will be implemented and maintained to ensure proper site stabilization during construction. Town of South Windsor August 23, 2022 Page 4 of 4 Conclusion In conclusion, post-construction flows entering the existing drainage system will be reduced as a result of the incorporation of the grassed depression into the design to mitigate the addition of impervious area associated with the new paved access drive. The design provides a qualitative improvement to stormwater as well with the inclusion of the grassed depression to storm and infiltrate the WQV. Based on the results of the analysis described herein the project will not have an adverse impact on receiving watersheds or drainage systems. We are hopeful that this correspondence meets your requirements for the conservation review application and allows the project permitting process to continue forward towards obtaining an approval. Sincerely, LOUREIRO ENGINEERING ASSOCIATES, INC. Tristan Wallace, PE Senior Project Manager Attachments: USGS Site Location Map Watershed Area Maps Water Quality Flow & Volume Calculations HydroCAD Model Output Reports SCALE IN FEET01000100020003000©Loureiro Engineering Associates, Inc. All rights reserved 2022LoureiroEngineering ●Construction ●EH&S ●EnergyWaste ● Facility Services● LaboratoryDATESCALECOMM. NO.PREPARED FOR:Loureiro Engineering Associates, Inc.100 Northwest Drive ●Plainville, Connecticut 06062Phone: 860-747-6181 ●Fax: 860-747-8822An Employee Owned Company ● www.Loureiro.comFIGURE 1SITE LOCATION MAPSITE MODIFICATIONSHYAXIOM - A DOOSAN COMPANY195 GOVERNOR'S HIGHWAY, SOUTH WINDSOR, CT195 GOVERNOR'S HIGHWAY, SOUTH WINDSOR, CT024DF2.011" = 2000'08/23/2022V:\CT\SOUTH WINDSOR\GOVERNOR'S HIGHWAY - 195\SITE MODIFICATIONS 024DF2.01\DWGS\CIVIL\USGS.DWG Tab: F1 Saved: 8/23/2022 10:27 AM Plotted: 8/23/2022 10:28 AMSITE LOCATIONMAP REFERENCE:SECTION OF THE USGS 7.5 MINUTE SERIES TOPOGRAPHIC MAP FORMANCHESTER, CT. MAP VERSION DATE 2021. USGS, THE NATIONAL MAP< https://viewer.nationalmap.gov/ >. N/F SHEPARD POLA INC 125 GOVERNORS HIGHWAY VOLUME 93, PAGE 426 MAP:71 LOT:25 N/F JE SHEPARD COMPANY 155 GOVERNORS HIGHWAY VOLUME 177, PAGE 49 MAP:59 LOT:1 N/F SHEPARD POLA INC 195 GOVERNORS HIGHWAY VOLUME 177, PAGE 49 MAP:71 LOT:24 G V ©Loureiro Engineering Associates, Inc. All rights reserved 2019 Loureiro Engineering ●Construction ●EH&S ●Energy Waste ● Facility Services● Laboratory DATE SCALE COMM. NO. PREPARED FOR: Loureiro Engineering Associates, Inc. 100 Northwest Drive ●Plainville, Connecticut 06062 Phone: 860-747-6181 ●Fax: 860-747-8822 An Employee Owned Company ● www.Loureiro.com FIGURE 2 EXISTING CONDITIONS WATERSHED MAP 195 GOVERNOR'S HIGHWAY HYAXIOM - A DOOSAN COMPANY 195 GOVERNOR'S HIGHWAY, SOUTH WINDSOR, CT 024DF2.01 1" = 80' 8/23/2022 V:\CT\SOUTH WINDSOR\GOVERNOR'S HIGHWAY - 195\SITE MODIFICATIONS 024DF2.01\DWGS\CIVIL\NON PLANSET DWG\DRAINAGE AREAS.DWG Tab: FIG 2 Saved: 8/23/2022 11:52 AM Plotted: 8/23/2022 11:59 AMSITE MODIFICATIONS 1 XG V 6 6 6 7 68 66 67 6866 69 68 69656765656 4 63 64 64 64 6365 6566656 565 70 69 65 65 6 5 65 64 64 1 2 ©Loureiro Engineering Associates, Inc. All rights reserved 2019 Loureiro Engineering ●Construction ●EH&S ●Energy Waste ● Facility Services● Laboratory DATE SCALE COMM. NO. PREPARED FOR: Loureiro Engineering Associates, Inc. 100 Northwest Drive ●Plainville, Connecticut 06062 Phone: 860-747-6181 ●Fax: 860-747-8822 An Employee Owned Company ● www.Loureiro.com FIGURE 3 PROPOSED CONDITIONS WATERSHED MAP 195 GOVERNOR'S HIGHWAY HYAXIOM - A DOOSAN COMPANY 195 GOVERNOR'S HIGHWAY, SOUTH WINDSOR, CT 024DF2.01 1" = 80' 8/23/2022 V:\CT\SOUTH WINDSOR\GOVERNOR'S HIGHWAY - 195\SITE MODIFICATIONS 024DF2.01\DWGS\CIVIL\NON PLANSET DWG\DRAINAGE AREAS.DWG Tab: FIG 3 Saved: 8/23/2022 11:52 AM Plotted: 8/23/2022 12:00 PMSITE MODIFICATIONS Project: Calculated By: Date: 08/23/22 Checked By: Date: 08/23/22 Watershed: Condition: in acres C.F. Water Quality Flow in min hr in csm/in (from Exhibit 4-111 below) mi 2 Water Quality Flow, WQF:cfs Volumetric Runoff Coefficient, R: Percent Impervious Cover, I: Water Quality Volume 1,652 Tim Griffing Tristan Wallace PR-1 & PR-2 Proposed 195 Governor's Highway Site Modifications Design Precipitation, P: 1 0.242Runoff Depth, Q: 21% Water Quality Volume and Water Quality Flow Worksheet 0.242 1.88 Water Quality Volume, WQV: Area, A: 0.43 Area, A:0.00294 Runoff Curve Number, CN:88 Unit Peak Discharge, qu:600 Time of Concentration, Tc: 0.167 Time of Concentration, Tc: (>=10 min) 10.0 Initial Abstraction, Ia:0.273 Ia/P:0.273 Sheet 1 of 1 1 Area draining directly to existing parking lot 3L Existing Drainage System Routing Diagram for Existing Conditions Prepared by {enter your company name here}, Printed 8/23/2022 HydroCAD® 10.10-7a s/n 12324 © 2021 HydroCAD Software Solutions LLC Subcat Reach Pond Link Existing Conditions Printed 8/23/2022Prepared by {enter your company name here} Page 2HydroCAD® 10.10-7a s/n 12324 © 2021 HydroCAD Software Solutions LLC Rainfall Events Listing (selected events) Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 2-YR Type III 24-hr Default 24.00 1 3.11 2 2 10-YR Type III 24-hr Default 24.00 1 4.94 2 3 25-YR Type III 24-hr Default 24.00 1 6.08 2 4 100-YR Type III 24-hr Default 24.00 1 7.84 2 Existing Conditions Printed 8/23/2022Prepared by {enter your company name here} Page 3HydroCAD® 10.10-7a s/n 12324 © 2021 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 1.851 80 >75% Grass cover, Good, HSG D (1) 0.029 98 Paved parking, HSG D (1) 1.881 80 TOTAL AREA Existing Conditions Printed 8/23/2022Prepared by {enter your company name here} Page 4HydroCAD® 10.10-7a s/n 12324 © 2021 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 0.000 HSG B 0.000 HSG C 1.881 HSG D 1 0.000 Other 1.881 TOTAL AREA Existing Conditions Printed 8/23/2022Prepared by {enter your company name here} Page 5HydroCAD® 10.10-7a s/n 12324 © 2021 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.000 0.000 0.000 1.851 0.000 1.851 >75% Grass cover, Good 1 0.000 0.000 0.000 0.029 0.000 0.029 Paved parking 1 0.000 0.000 0.000 1.881 0.000 1.881 TOTAL AREA Type III 24-hr 2-YR Rainfall=3.11"Existing Conditions Printed 8/23/2022Prepared by {enter your company name here} Page 6HydroCAD® 10.10-7a s/n 12324 © 2021 HydroCAD Software Solutions LLC Time span=0.00-96.00 hrs, dt=0.05 hrs, 1921 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=81,923 sf 1.56% Impervious Runoff Depth=1.33"Subcatchment 1: Area draining directly to Flow Length=343' Tc=22.6 min CN=80 Runoff=1.85 cfs 0.209 af Inflow=1.85 cfs 0.209 afLink 3L: Existing Drainage System Primary=1.85 cfs 0.209 af Total Runoff Area = 1.881 ac Runoff Volume = 0.209 af Average Runoff Depth = 1.33" 98.44% Pervious = 1.851 ac 1.56% Impervious = 0.029 ac Type III 24-hr 2-YR Rainfall=3.11"Existing Conditions Printed 8/23/2022Prepared by {enter your company name here} Page 7HydroCAD® 10.10-7a s/n 12324 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 1: Area draining directly to existing parking lot Runoff = 1.85 cfs @ 12.33 hrs, Volume= 0.209 af, Depth= 1.33" Routed to Link 3L : Existing Drainage System Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Type III 24-hr 2-YR Rainfall=3.11" Area (sf) CN Description 966 98 Paved parking, HSG D 316 98 Paved parking, HSG D 80,642 80 >75% Grass cover, Good, HSG D 81,923 80 Weighted Average 80,642 98.44% Pervious Area 1,281 1.56% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.7 113 0.0270 0.19 Sheet Flow, Sheet flow on grass Grass: Short n= 0.150 P2= 3.11" 11.3 87 0.0110 0.13 Sheet Flow, Sheet flow across grass Grass: Short n= 0.150 P2= 3.11" 1.6 143 0.0090 1.53 Shallow Concentrated Flow, Flow across grass Unpaved Kv= 16.1 fps 22.6 343 Total Subcatchment 1: Area draining directly to existing parking lot Runoff Hydrograph Time (hours) 95908580757065605550454035302520151050Flow (cfs)2 1 0 Type III 24-hr 2-YR Rainfall=3.11" Runoff Area=81,923 sf Runoff Volume=0.209 af Runoff Depth=1.33" Flow Length=343' Tc=22.6 min CN=80 1.85 cfs Type III 24-hr 2-YR Rainfall=3.11"Existing Conditions Printed 8/23/2022Prepared by {enter your company name here} Page 8HydroCAD® 10.10-7a s/n 12324 © 2021 HydroCAD Software Solutions LLC Summary for Link 3L: Existing Drainage System Inflow Area = 1.881 ac, 1.56% Impervious, Inflow Depth = 1.33" for 2-YR event Inflow = 1.85 cfs @ 12.33 hrs, Volume= 0.209 af Primary = 1.85 cfs @ 12.33 hrs, Volume= 0.209 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Link 3L: Existing Drainage System Inflow Primary Hydrograph Time (hours) 95908580757065605550454035302520151050Flow (cfs)2 1 0 Inflow Area=1.881 ac 1.85 cfs 1.85 cfs Type III 24-hr 10-YR Rainfall=4.94"Existing Conditions Printed 8/23/2022Prepared by {enter your company name here} Page 9HydroCAD® 10.10-7a s/n 12324 © 2021 HydroCAD Software Solutions LLC Time span=0.00-96.00 hrs, dt=0.05 hrs, 1921 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=81,923 sf 1.56% Impervious Runoff Depth=2.84"Subcatchment 1: Area draining directly to Flow Length=343' Tc=22.6 min CN=80 Runoff=4.00 cfs 0.445 af Inflow=4.00 cfs 0.445 afLink 3L: Existing Drainage System Primary=4.00 cfs 0.445 af Total Runoff Area = 1.881 ac Runoff Volume = 0.445 af Average Runoff Depth = 2.84" 98.44% Pervious = 1.851 ac 1.56% Impervious = 0.029 ac Type III 24-hr 10-YR Rainfall=4.94"Existing Conditions Printed 8/23/2022Prepared by {enter your company name here} Page 10HydroCAD® 10.10-7a s/n 12324 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 1: Area draining directly to existing parking lot Runoff = 4.00 cfs @ 12.31 hrs, Volume= 0.445 af, Depth= 2.84" Routed to Link 3L : Existing Drainage System Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Type III 24-hr 10-YR Rainfall=4.94" Area (sf) CN Description 966 98 Paved parking, HSG D 316 98 Paved parking, HSG D 80,642 80 >75% Grass cover, Good, HSG D 81,923 80 Weighted Average 80,642 98.44% Pervious Area 1,281 1.56% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.7 113 0.0270 0.19 Sheet Flow, Sheet flow on grass Grass: Short n= 0.150 P2= 3.11" 11.3 87 0.0110 0.13 Sheet Flow, Sheet flow across grass Grass: Short n= 0.150 P2= 3.11" 1.6 143 0.0090 1.53 Shallow Concentrated Flow, Flow across grass Unpaved Kv= 16.1 fps 22.6 343 Total Subcatchment 1: Area draining directly to existing parking lot Runoff Hydrograph Time (hours) 95908580757065605550454035302520151050Flow (cfs)4 3 2 1 0 Type III 24-hr 10-YR Rainfall=4.94" Runoff Area=81,923 sf Runoff Volume=0.445 af Runoff Depth=2.84" Flow Length=343' Tc=22.6 min CN=80 4.00 cfs Type III 24-hr 10-YR Rainfall=4.94"Existing Conditions Printed 8/23/2022Prepared by {enter your company name here} Page 11HydroCAD® 10.10-7a s/n 12324 © 2021 HydroCAD Software Solutions LLC Summary for Link 3L: Existing Drainage System Inflow Area = 1.881 ac, 1.56% Impervious, Inflow Depth = 2.84" for 10-YR event Inflow = 4.00 cfs @ 12.31 hrs, Volume= 0.445 af Primary = 4.00 cfs @ 12.31 hrs, Volume= 0.445 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Link 3L: Existing Drainage System Inflow Primary Hydrograph Time (hours) 95908580757065605550454035302520151050Flow (cfs)4 3 2 1 0 Inflow Area=1.881 ac 4.00 cfs 4.00 cfs Type III 24-hr 25-YR Rainfall=6.08"Existing Conditions Printed 8/23/2022Prepared by {enter your company name here} Page 12HydroCAD® 10.10-7a s/n 12324 © 2021 HydroCAD Software Solutions LLC Time span=0.00-96.00 hrs, dt=0.05 hrs, 1921 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=81,923 sf 1.56% Impervious Runoff Depth=3.85"Subcatchment 1: Area draining directly to Flow Length=343' Tc=22.6 min CN=80 Runoff=5.42 cfs 0.604 af Inflow=5.42 cfs 0.604 afLink 3L: Existing Drainage System Primary=5.42 cfs 0.604 af Total Runoff Area = 1.881 ac Runoff Volume = 0.604 af Average Runoff Depth = 3.85" 98.44% Pervious = 1.851 ac 1.56% Impervious = 0.029 ac Type III 24-hr 25-YR Rainfall=6.08"Existing Conditions Printed 8/23/2022Prepared by {enter your company name here} Page 13HydroCAD® 10.10-7a s/n 12324 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 1: Area draining directly to existing parking lot Runoff = 5.42 cfs @ 12.31 hrs, Volume= 0.604 af, Depth= 3.85" Routed to Link 3L : Existing Drainage System Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Type III 24-hr 25-YR Rainfall=6.08" Area (sf) CN Description 966 98 Paved parking, HSG D 316 98 Paved parking, HSG D 80,642 80 >75% Grass cover, Good, HSG D 81,923 80 Weighted Average 80,642 98.44% Pervious Area 1,281 1.56% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.7 113 0.0270 0.19 Sheet Flow, Sheet flow on grass Grass: Short n= 0.150 P2= 3.11" 11.3 87 0.0110 0.13 Sheet Flow, Sheet flow across grass Grass: Short n= 0.150 P2= 3.11" 1.6 143 0.0090 1.53 Shallow Concentrated Flow, Flow across grass Unpaved Kv= 16.1 fps 22.6 343 Total Subcatchment 1: Area draining directly to existing parking lot Runoff Hydrograph Time (hours) 95908580757065605550454035302520151050Flow (cfs)6 5 4 3 2 1 0 Type III 24-hr 25-YR Rainfall=6.08" Runoff Area=81,923 sf Runoff Volume=0.604 af Runoff Depth=3.85" Flow Length=343' Tc=22.6 min CN=80 5.42 cfs Type III 24-hr 25-YR Rainfall=6.08"Existing Conditions Printed 8/23/2022Prepared by {enter your company name here} Page 14HydroCAD® 10.10-7a s/n 12324 © 2021 HydroCAD Software Solutions LLC Summary for Link 3L: Existing Drainage System Inflow Area = 1.881 ac, 1.56% Impervious, Inflow Depth = 3.85" for 25-YR event Inflow = 5.42 cfs @ 12.31 hrs, Volume= 0.604 af Primary = 5.42 cfs @ 12.31 hrs, Volume= 0.604 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Link 3L: Existing Drainage System Inflow Primary Hydrograph Time (hours) 95908580757065605550454035302520151050Flow (cfs)6 5 4 3 2 1 0 Inflow Area=1.881 ac 5.42 cfs 5.42 cfs Type III 24-hr 100-YR Rainfall=7.84"Existing Conditions Printed 8/23/2022Prepared by {enter your company name here} Page 15HydroCAD® 10.10-7a s/n 12324 © 2021 HydroCAD Software Solutions LLC Time span=0.00-96.00 hrs, dt=0.05 hrs, 1921 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=81,923 sf 1.56% Impervious Runoff Depth=5.48"Subcatchment 1: Area draining directly to Flow Length=343' Tc=22.6 min CN=80 Runoff=7.63 cfs 0.858 af Inflow=7.63 cfs 0.858 afLink 3L: Existing Drainage System Primary=7.63 cfs 0.858 af Total Runoff Area = 1.881 ac Runoff Volume = 0.858 af Average Runoff Depth = 5.48" 98.44% Pervious = 1.851 ac 1.56% Impervious = 0.029 ac Type III 24-hr 100-YR Rainfall=7.84"Existing Conditions Printed 8/23/2022Prepared by {enter your company name here} Page 16HydroCAD® 10.10-7a s/n 12324 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 1: Area draining directly to existing parking lot Runoff = 7.63 cfs @ 12.31 hrs, Volume= 0.858 af, Depth= 5.48" Routed to Link 3L : Existing Drainage System Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Type III 24-hr 100-YR Rainfall=7.84" Area (sf) CN Description 966 98 Paved parking, HSG D 316 98 Paved parking, HSG D 80,642 80 >75% Grass cover, Good, HSG D 81,923 80 Weighted Average 80,642 98.44% Pervious Area 1,281 1.56% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.7 113 0.0270 0.19 Sheet Flow, Sheet flow on grass Grass: Short n= 0.150 P2= 3.11" 11.3 87 0.0110 0.13 Sheet Flow, Sheet flow across grass Grass: Short n= 0.150 P2= 3.11" 1.6 143 0.0090 1.53 Shallow Concentrated Flow, Flow across grass Unpaved Kv= 16.1 fps 22.6 343 Total Subcatchment 1: Area draining directly to existing parking lot Runoff Hydrograph Time (hours) 95908580757065605550454035302520151050Flow (cfs)8 7 6 5 4 3 2 1 0 Type III 24-hr 100-YR Rainfall=7.84" Runoff Area=81,923 sf Runoff Volume=0.858 af Runoff Depth=5.48" Flow Length=343' Tc=22.6 min CN=80 7.63 cfs Type III 24-hr 100-YR Rainfall=7.84"Existing Conditions Printed 8/23/2022Prepared by {enter your company name here} Page 17HydroCAD® 10.10-7a s/n 12324 © 2021 HydroCAD Software Solutions LLC Summary for Link 3L: Existing Drainage System Inflow Area = 1.881 ac, 1.56% Impervious, Inflow Depth = 5.48" for 100-YR event Inflow = 7.63 cfs @ 12.31 hrs, Volume= 0.858 af Primary = 7.63 cfs @ 12.31 hrs, Volume= 0.858 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Link 3L: Existing Drainage System Inflow Primary Hydrograph Time (hours) 95908580757065605550454035302520151050Flow (cfs)8 7 6 5 4 3 2 1 0 Inflow Area=1.881 ac 7.63 cfs 7.63 cfs 1 Area draining directly to existing parking lot 2 Area intercepted by grassed depression1P Grassed Depression3L Existing Drainage System Routing Diagram for Proposed Conditions Prepared by {enter your company name here}, Printed 8/23/2022 HydroCAD® 10.10-7a s/n 12324 © 2021 HydroCAD Software Solutions LLC Subcat Reach Pond Link Proposed Conditions Printed 8/23/2022Prepared by {enter your company name here} Page 2HydroCAD® 10.10-7a s/n 12324 © 2021 HydroCAD Software Solutions LLC Rainfall Events Listing (selected events) Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 2-YR Type III 24-hr Default 24.00 1 3.11 2 2 10-YR Type III 24-hr Default 24.00 1 4.94 2 3 25-YR Type III 24-hr Default 24.00 1 6.08 2 4 100-YR Type III 24-hr Default 24.00 1 7.84 2 Proposed Conditions Printed 8/23/2022Prepared by {enter your company name here} Page 3HydroCAD® 10.10-7a s/n 12324 © 2021 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 1.479 80 >75% Grass cover, Good, HSG D (1, 2) 0.401 98 Paved parking, HSG D (1, 2) 1.881 84 TOTAL AREA Proposed Conditions Printed 8/23/2022Prepared by {enter your company name here} Page 4HydroCAD® 10.10-7a s/n 12324 © 2021 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 0.000 HSG B 0.000 HSG C 1.881 HSG D 1, 2 0.000 Other 1.881 TOTAL AREA Proposed Conditions Printed 8/23/2022Prepared by {enter your company name here} Page 5HydroCAD® 10.10-7a s/n 12324 © 2021 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.000 0.000 0.000 1.479 0.000 1.479 >75% Grass cover, Good 1, 2 0.000 0.000 0.000 0.401 0.000 0.401 Paved parking 1, 2 0.000 0.000 0.000 1.881 0.000 1.881 TOTAL AREA Type III 24-hr 2-YR Rainfall=3.11"Proposed Conditions Printed 8/23/2022Prepared by {enter your company name here} Page 6HydroCAD® 10.10-7a s/n 12324 © 2021 HydroCAD Software Solutions LLC Time span=0.00-96.00 hrs, dt=0.05 hrs, 1921 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=33,243 sf 15.31% Impervious Runoff Depth=1.54"Subcatchment 1: Area draining directly to Flow Length=428' Tc=19.6 min CN=83 Runoff=0.93 cfs 0.098 af Runoff Area=48,679 sf 25.46% Impervious Runoff Depth=1.68"Subcatchment 2: Area intercepted by Flow Length=257' Tc=8.9 min CN=85 Runoff=1.95 cfs 0.157 af Peak Elev=64.83' Storage=6,819 cf Inflow=1.95 cfs 0.157 afPond 1P: Grassed Depression Outflow=0.00 cfs 0.000 af Inflow=0.93 cfs 0.098 afLink 3L: Existing Drainage System Primary=0.93 cfs 0.098 af Total Runoff Area = 1.881 ac Runoff Volume = 0.254 af Average Runoff Depth = 1.62" 78.66% Pervious = 1.479 ac 21.34% Impervious = 0.401 ac Type III 24-hr 2-YR Rainfall=3.11"Proposed Conditions Printed 8/23/2022Prepared by {enter your company name here} Page 7HydroCAD® 10.10-7a s/n 12324 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 1: Area draining directly to existing parking lot Runoff = 0.93 cfs @ 12.28 hrs, Volume= 0.098 af, Depth= 1.54" Routed to Link 3L : Existing Drainage System Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Type III 24-hr 2-YR Rainfall=3.11" Area (sf) CN Description 4,744 80 >75% Grass cover, Good, HSG D 23,409 80 >75% Grass cover, Good, HSG D 316 98 Paved parking, HSG D 4,774 98 Paved parking, HSG D 33,243 83 Weighted Average 28,153 84.69% Pervious Area 5,090 15.31% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.2 198 0.0200 0.19 Sheet Flow, Sheet flow across grass Grass: Short n= 0.150 P2= 3.11" 2.4 230 0.0100 1.61 Shallow Concentrated Flow, Flow across grass Unpaved Kv= 16.1 fps 19.6 428 Total Subcatchment 1: Area draining directly to existing parking lot Runoff Hydrograph Time (hours) 95908580757065605550454035302520151050Flow (cfs)1 0 Type III 24-hr 2-YR Rainfall=3.11" Runoff Area=33,243 sf Runoff Volume=0.098 af Runoff Depth=1.54" Flow Length=428' Tc=19.6 min CN=83 0.93 cfs Type III 24-hr 2-YR Rainfall=3.11"Proposed Conditions Printed 8/23/2022Prepared by {enter your company name here} Page 8HydroCAD® 10.10-7a s/n 12324 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 2: Area intercepted by grassed depression Runoff = 1.95 cfs @ 12.13 hrs, Volume= 0.157 af, Depth= 1.68" Routed to Pond 1P : Grassed Depression Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Type III 24-hr 2-YR Rainfall=3.11" Area (sf) CN Description 1,291 80 >75% Grass cover, Good, HSG D 34,977 80 >75% Grass cover, Good, HSG D 12 80 >75% Grass cover, Good, HSG D 5 80 >75% Grass cover, Good, HSG D 12,394 98 Paved parking, HSG D 48,679 85 Weighted Average 36,285 74.54% Pervious Area 12,394 25.46% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.3 120 0.0230 1.49 Sheet Flow, Sheet flow across pavement Smooth surfaces n= 0.011 P2= 3.11" 7.2 80 0.0290 0.19 Sheet Flow, Sheet flow across grass Grass: Short n= 0.150 P2= 3.11" 0.4 57 0.0220 2.39 Shallow Concentrated Flow, Flow across grass Unpaved Kv= 16.1 fps 8.9 257 Total Type III 24-hr 2-YR Rainfall=3.11"Proposed Conditions Printed 8/23/2022Prepared by {enter your company name here} Page 9HydroCAD® 10.10-7a s/n 12324 © 2021 HydroCAD Software Solutions LLC Subcatchment 2: Area intercepted by grassed depression Runoff Hydrograph Time (hours) 95908580757065605550454035302520151050Flow (cfs)2 1 0 Type III 24-hr 2-YR Rainfall=3.11" Runoff Area=48,679 sf Runoff Volume=0.157 af Runoff Depth=1.68" Flow Length=257' Tc=8.9 min CN=85 1.95 cfs Type III 24-hr 2-YR Rainfall=3.11"Proposed Conditions Printed 8/23/2022Prepared by {enter your company name here} Page 10HydroCAD® 10.10-7a s/n 12324 © 2021 HydroCAD Software Solutions LLC Summary for Pond 1P: Grassed Depression Inflow Area = 1.118 ac, 25.46% Impervious, Inflow Depth = 1.68" for 2-YR event Inflow = 1.95 cfs @ 12.13 hrs, Volume= 0.157 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routed to Link 3L : Existing Drainage System Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Peak Elev= 64.83' @ 24.55 hrs Surf.Area= 8,731 sf Storage= 6,819 cf Flood Elev= 65.40' Surf.Area= 12,366 sf Storage= 12,604 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 64.00' 12,604 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 64.00 7,752 0 0 65.00 8,935 8,344 8,344 65.40 12,366 4,260 12,604 Device Routing Invert Outlet Devices #1 Primary 65.30'94.0' long x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=64.00' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 2-YR Rainfall=3.11"Proposed Conditions Printed 8/23/2022Prepared by {enter your company name here} Page 11HydroCAD® 10.10-7a s/n 12324 © 2021 HydroCAD Software Solutions LLC Pond 1P: Grassed Depression Inflow Primary Hydrograph Time (hours) 95908580757065605550454035302520151050Flow (cfs)2 1 0 Inflow Area=1.118 ac Peak Elev=64.83' Storage=6,819 cf 1.95 cfs 0.00 cfs Type III 24-hr 2-YR Rainfall=3.11"Proposed Conditions Printed 8/23/2022Prepared by {enter your company name here} Page 12HydroCAD® 10.10-7a s/n 12324 © 2021 HydroCAD Software Solutions LLC Summary for Link 3L: Existing Drainage System Inflow Area = 1.881 ac, 21.34% Impervious, Inflow Depth = 0.62" for 2-YR event Inflow = 0.93 cfs @ 12.28 hrs, Volume= 0.098 af Primary = 0.93 cfs @ 12.28 hrs, Volume= 0.098 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Link 3L: Existing Drainage System Inflow Primary Hydrograph Time (hours) 95908580757065605550454035302520151050Flow (cfs)1 0 Inflow Area=1.881 ac 0.93 cfs 0.93 cfs Type III 24-hr 10-YR Rainfall=4.94"Proposed Conditions Printed 8/23/2022Prepared by {enter your company name here} Page 13HydroCAD® 10.10-7a s/n 12324 © 2021 HydroCAD Software Solutions LLC Time span=0.00-96.00 hrs, dt=0.05 hrs, 1921 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=33,243 sf 15.31% Impervious Runoff Depth=3.12"Subcatchment 1: Area draining directly to Flow Length=428' Tc=19.6 min CN=83 Runoff=1.89 cfs 0.198 af Runoff Area=48,679 sf 25.46% Impervious Runoff Depth=3.31"Subcatchment 2: Area intercepted by Flow Length=257' Tc=8.9 min CN=85 Runoff=3.84 cfs 0.308 af Peak Elev=65.30' Storage=11,464 cf Inflow=3.84 cfs 0.308 afPond 1P: Grassed Depression Outflow=0.12 cfs 0.047 af Inflow=1.89 cfs 0.245 afLink 3L: Existing Drainage System Primary=1.89 cfs 0.245 af Total Runoff Area = 1.881 ac Runoff Volume = 0.507 af Average Runoff Depth = 3.23" 78.66% Pervious = 1.479 ac 21.34% Impervious = 0.401 ac Type III 24-hr 10-YR Rainfall=4.94"Proposed Conditions Printed 8/23/2022Prepared by {enter your company name here} Page 14HydroCAD® 10.10-7a s/n 12324 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 1: Area draining directly to existing parking lot Runoff = 1.89 cfs @ 12.27 hrs, Volume= 0.198 af, Depth= 3.12" Routed to Link 3L : Existing Drainage System Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Type III 24-hr 10-YR Rainfall=4.94" Area (sf) CN Description 4,744 80 >75% Grass cover, Good, HSG D 23,409 80 >75% Grass cover, Good, HSG D 316 98 Paved parking, HSG D 4,774 98 Paved parking, HSG D 33,243 83 Weighted Average 28,153 84.69% Pervious Area 5,090 15.31% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.2 198 0.0200 0.19 Sheet Flow, Sheet flow across grass Grass: Short n= 0.150 P2= 3.11" 2.4 230 0.0100 1.61 Shallow Concentrated Flow, Flow across grass Unpaved Kv= 16.1 fps 19.6 428 Total Subcatchment 1: Area draining directly to existing parking lot Runoff Hydrograph Time (hours) 95908580757065605550454035302520151050Flow (cfs)2 1 0 Type III 24-hr 10-YR Rainfall=4.94" Runoff Area=33,243 sf Runoff Volume=0.198 af Runoff Depth=3.12" Flow Length=428' Tc=19.6 min CN=83 1.89 cfs Type III 24-hr 10-YR Rainfall=4.94"Proposed Conditions Printed 8/23/2022Prepared by {enter your company name here} Page 15HydroCAD® 10.10-7a s/n 12324 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 2: Area intercepted by grassed depression Runoff = 3.84 cfs @ 12.12 hrs, Volume= 0.308 af, Depth= 3.31" Routed to Pond 1P : Grassed Depression Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Type III 24-hr 10-YR Rainfall=4.94" Area (sf) CN Description 1,291 80 >75% Grass cover, Good, HSG D 34,977 80 >75% Grass cover, Good, HSG D 12 80 >75% Grass cover, Good, HSG D 5 80 >75% Grass cover, Good, HSG D 12,394 98 Paved parking, HSG D 48,679 85 Weighted Average 36,285 74.54% Pervious Area 12,394 25.46% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.3 120 0.0230 1.49 Sheet Flow, Sheet flow across pavement Smooth surfaces n= 0.011 P2= 3.11" 7.2 80 0.0290 0.19 Sheet Flow, Sheet flow across grass Grass: Short n= 0.150 P2= 3.11" 0.4 57 0.0220 2.39 Shallow Concentrated Flow, Flow across grass Unpaved Kv= 16.1 fps 8.9 257 Total Type III 24-hr 10-YR Rainfall=4.94"Proposed Conditions Printed 8/23/2022Prepared by {enter your company name here} Page 16HydroCAD® 10.10-7a s/n 12324 © 2021 HydroCAD Software Solutions LLC Subcatchment 2: Area intercepted by grassed depression Runoff Hydrograph Time (hours) 95908580757065605550454035302520151050Flow (cfs)4 3 2 1 0 Type III 24-hr 10-YR Rainfall=4.94" Runoff Area=48,679 sf Runoff Volume=0.308 af Runoff Depth=3.31" Flow Length=257' Tc=8.9 min CN=85 3.84 cfs Type III 24-hr 10-YR Rainfall=4.94"Proposed Conditions Printed 8/23/2022Prepared by {enter your company name here} Page 17HydroCAD® 10.10-7a s/n 12324 © 2021 HydroCAD Software Solutions LLC Summary for Pond 1P: Grassed Depression Inflow Area = 1.118 ac, 25.46% Impervious, Inflow Depth = 3.31" for 10-YR event Inflow = 3.84 cfs @ 12.12 hrs, Volume= 0.308 af Outflow = 0.12 cfs @ 16.68 hrs, Volume= 0.047 af, Atten= 97%, Lag= 273.4 min Primary = 0.12 cfs @ 16.68 hrs, Volume= 0.047 af Routed to Link 3L : Existing Drainage System Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Peak Elev= 65.30' @ 16.68 hrs Surf.Area= 11,549 sf Storage= 11,464 cf Flood Elev= 65.40' Surf.Area= 12,366 sf Storage= 12,604 cf Plug-Flow detention time= 548.8 min calculated for 0.047 af (15% of inflow) Center-of-Mass det. time= 371.9 min ( 1,182.6 - 810.7 ) Volume Invert Avail.Storage Storage Description #1 64.00' 12,604 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 64.00 7,752 0 0 65.00 8,935 8,344 8,344 65.40 12,366 4,260 12,604 Device Routing Invert Outlet Devices #1 Primary 65.30'94.0' long x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max=0.08 cfs @ 16.68 hrs HW=65.30' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 0.08 cfs @ 0.18 fps) Type III 24-hr 10-YR Rainfall=4.94"Proposed Conditions Printed 8/23/2022Prepared by {enter your company name here} Page 18HydroCAD® 10.10-7a s/n 12324 © 2021 HydroCAD Software Solutions LLC Pond 1P: Grassed Depression Inflow Primary Hydrograph Time (hours) 95908580757065605550454035302520151050Flow (cfs)4 3 2 1 0 Inflow Area=1.118 ac Peak Elev=65.30' Storage=11,464 cf 3.84 cfs 0.12 cfs Type III 24-hr 10-YR Rainfall=4.94"Proposed Conditions Printed 8/23/2022Prepared by {enter your company name here} Page 19HydroCAD® 10.10-7a s/n 12324 © 2021 HydroCAD Software Solutions LLC Summary for Link 3L: Existing Drainage System Inflow Area = 1.881 ac, 21.34% Impervious, Inflow Depth = 1.56" for 10-YR event Inflow = 1.89 cfs @ 12.27 hrs, Volume= 0.245 af Primary = 1.89 cfs @ 12.27 hrs, Volume= 0.245 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Link 3L: Existing Drainage System Inflow Primary Hydrograph Time (hours) 95908580757065605550454035302520151050Flow (cfs)2 1 0 Inflow Area=1.881 ac 1.89 cfs 1.89 cfs Type III 24-hr 25-YR Rainfall=6.08"Proposed Conditions Printed 8/23/2022Prepared by {enter your company name here} Page 20HydroCAD® 10.10-7a s/n 12324 © 2021 HydroCAD Software Solutions LLC Time span=0.00-96.00 hrs, dt=0.05 hrs, 1921 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=33,243 sf 15.31% Impervious Runoff Depth=4.17"Subcatchment 1: Area draining directly to Flow Length=428' Tc=19.6 min CN=83 Runoff=2.51 cfs 0.265 af Runoff Area=48,679 sf 25.46% Impervious Runoff Depth=4.38"Subcatchment 2: Area intercepted by Flow Length=257' Tc=8.9 min CN=85 Runoff=5.03 cfs 0.408 af Peak Elev=65.32' Storage=11,590 cf Inflow=5.03 cfs 0.408 afPond 1P: Grassed Depression Outflow=0.50 cfs 0.146 af Inflow=2.51 cfs 0.411 afLink 3L: Existing Drainage System Primary=2.51 cfs 0.411 af Total Runoff Area = 1.881 ac Runoff Volume = 0.673 af Average Runoff Depth = 4.29" 78.66% Pervious = 1.479 ac 21.34% Impervious = 0.401 ac Type III 24-hr 25-YR Rainfall=6.08"Proposed Conditions Printed 8/23/2022Prepared by {enter your company name here} Page 21HydroCAD® 10.10-7a s/n 12324 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 1: Area draining directly to existing parking lot Runoff = 2.51 cfs @ 12.27 hrs, Volume= 0.265 af, Depth= 4.17" Routed to Link 3L : Existing Drainage System Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Type III 24-hr 25-YR Rainfall=6.08" Area (sf) CN Description 4,744 80 >75% Grass cover, Good, HSG D 23,409 80 >75% Grass cover, Good, HSG D 316 98 Paved parking, HSG D 4,774 98 Paved parking, HSG D 33,243 83 Weighted Average 28,153 84.69% Pervious Area 5,090 15.31% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.2 198 0.0200 0.19 Sheet Flow, Sheet flow across grass Grass: Short n= 0.150 P2= 3.11" 2.4 230 0.0100 1.61 Shallow Concentrated Flow, Flow across grass Unpaved Kv= 16.1 fps 19.6 428 Total Subcatchment 1: Area draining directly to existing parking lot Runoff Hydrograph Time (hours) 95908580757065605550454035302520151050Flow (cfs)2 1 0 Type III 24-hr 25-YR Rainfall=6.08" Runoff Area=33,243 sf Runoff Volume=0.265 af Runoff Depth=4.17" Flow Length=428' Tc=19.6 min CN=83 2.51 cfs Type III 24-hr 25-YR Rainfall=6.08"Proposed Conditions Printed 8/23/2022Prepared by {enter your company name here} Page 22HydroCAD® 10.10-7a s/n 12324 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 2: Area intercepted by grassed depression Runoff = 5.03 cfs @ 12.12 hrs, Volume= 0.408 af, Depth= 4.38" Routed to Pond 1P : Grassed Depression Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Type III 24-hr 25-YR Rainfall=6.08" Area (sf) CN Description 1,291 80 >75% Grass cover, Good, HSG D 34,977 80 >75% Grass cover, Good, HSG D 12 80 >75% Grass cover, Good, HSG D 5 80 >75% Grass cover, Good, HSG D 12,394 98 Paved parking, HSG D 48,679 85 Weighted Average 36,285 74.54% Pervious Area 12,394 25.46% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.3 120 0.0230 1.49 Sheet Flow, Sheet flow across pavement Smooth surfaces n= 0.011 P2= 3.11" 7.2 80 0.0290 0.19 Sheet Flow, Sheet flow across grass Grass: Short n= 0.150 P2= 3.11" 0.4 57 0.0220 2.39 Shallow Concentrated Flow, Flow across grass Unpaved Kv= 16.1 fps 8.9 257 Total Type III 24-hr 25-YR Rainfall=6.08"Proposed Conditions Printed 8/23/2022Prepared by {enter your company name here} Page 23HydroCAD® 10.10-7a s/n 12324 © 2021 HydroCAD Software Solutions LLC Subcatchment 2: Area intercepted by grassed depression Runoff Hydrograph Time (hours) 95908580757065605550454035302520151050Flow (cfs)5 4 3 2 1 0 Type III 24-hr 25-YR Rainfall=6.08" Runoff Area=48,679 sf Runoff Volume=0.408 af Runoff Depth=4.38" Flow Length=257' Tc=8.9 min CN=85 5.03 cfs Type III 24-hr 25-YR Rainfall=6.08"Proposed Conditions Printed 8/23/2022Prepared by {enter your company name here} Page 24HydroCAD® 10.10-7a s/n 12324 © 2021 HydroCAD Software Solutions LLC Summary for Pond 1P: Grassed Depression Inflow Area = 1.118 ac, 25.46% Impervious, Inflow Depth = 4.38" for 25-YR event Inflow = 5.03 cfs @ 12.12 hrs, Volume= 0.408 af Outflow = 0.50 cfs @ 13.07 hrs, Volume= 0.146 af, Atten= 90%, Lag= 57.0 min Primary = 0.50 cfs @ 13.07 hrs, Volume= 0.146 af Routed to Link 3L : Existing Drainage System Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Peak Elev= 65.32' @ 13.07 hrs Surf.Area= 11,642 sf Storage= 11,590 cf Flood Elev= 65.40' Surf.Area= 12,366 sf Storage= 12,604 cf Plug-Flow detention time= 316.5 min calculated for 0.146 af (36% of inflow) Center-of-Mass det. time= 186.1 min ( 989.0 - 802.8 ) Volume Invert Avail.Storage Storage Description #1 64.00' 12,604 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 64.00 7,752 0 0 65.00 8,935 8,344 8,344 65.40 12,366 4,260 12,604 Device Routing Invert Outlet Devices #1 Primary 65.30'94.0' long x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max=0.49 cfs @ 13.07 hrs HW=65.32' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 0.49 cfs @ 0.34 fps) Type III 24-hr 25-YR Rainfall=6.08"Proposed Conditions Printed 8/23/2022Prepared by {enter your company name here} Page 25HydroCAD® 10.10-7a s/n 12324 © 2021 HydroCAD Software Solutions LLC Pond 1P: Grassed Depression Inflow Primary Hydrograph Time (hours) 95908580757065605550454035302520151050Flow (cfs)5 4 3 2 1 0 Inflow Area=1.118 ac Peak Elev=65.32' Storage=11,590 cf 5.03 cfs 0.50 cfs Type III 24-hr 25-YR Rainfall=6.08"Proposed Conditions Printed 8/23/2022Prepared by {enter your company name here} Page 26HydroCAD® 10.10-7a s/n 12324 © 2021 HydroCAD Software Solutions LLC Summary for Link 3L: Existing Drainage System Inflow Area = 1.881 ac, 21.34% Impervious, Inflow Depth = 2.62" for 25-YR event Inflow = 2.51 cfs @ 12.27 hrs, Volume= 0.411 af Primary = 2.51 cfs @ 12.27 hrs, Volume= 0.411 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Link 3L: Existing Drainage System Inflow Primary Hydrograph Time (hours) 95908580757065605550454035302520151050Flow (cfs)2 1 0 Inflow Area=1.881 ac 2.51 cfs 2.51 cfs Type III 24-hr 100-YR Rainfall=7.84"Proposed Conditions Printed 8/23/2022Prepared by {enter your company name here} Page 27HydroCAD® 10.10-7a s/n 12324 © 2021 HydroCAD Software Solutions LLC Time span=0.00-96.00 hrs, dt=0.05 hrs, 1921 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=33,243 sf 15.31% Impervious Runoff Depth=5.82"Subcatchment 1: Area draining directly to Flow Length=428' Tc=19.6 min CN=83 Runoff=3.46 cfs 0.370 af Runoff Area=48,679 sf 25.46% Impervious Runoff Depth=6.06"Subcatchment 2: Area intercepted by Flow Length=257' Tc=8.9 min CN=85 Runoff=6.86 cfs 0.564 af Peak Elev=65.36' Storage=12,117 cf Inflow=6.86 cfs 0.564 afPond 1P: Grassed Depression Outflow=3.70 cfs 0.302 af Inflow=7.02 cfs 0.673 afLink 3L: Existing Drainage System Primary=7.02 cfs 0.673 af Total Runoff Area = 1.881 ac Runoff Volume = 0.935 af Average Runoff Depth = 5.96" 78.66% Pervious = 1.479 ac 21.34% Impervious = 0.401 ac Type III 24-hr 100-YR Rainfall=7.84"Proposed Conditions Printed 8/23/2022Prepared by {enter your company name here} Page 28HydroCAD® 10.10-7a s/n 12324 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 1: Area draining directly to existing parking lot Runoff = 3.46 cfs @ 12.26 hrs, Volume= 0.370 af, Depth= 5.82" Routed to Link 3L : Existing Drainage System Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Type III 24-hr 100-YR Rainfall=7.84" Area (sf) CN Description 4,744 80 >75% Grass cover, Good, HSG D 23,409 80 >75% Grass cover, Good, HSG D 316 98 Paved parking, HSG D 4,774 98 Paved parking, HSG D 33,243 83 Weighted Average 28,153 84.69% Pervious Area 5,090 15.31% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.2 198 0.0200 0.19 Sheet Flow, Sheet flow across grass Grass: Short n= 0.150 P2= 3.11" 2.4 230 0.0100 1.61 Shallow Concentrated Flow, Flow across grass Unpaved Kv= 16.1 fps 19.6 428 Total Subcatchment 1: Area draining directly to existing parking lot Runoff Hydrograph Time (hours) 95908580757065605550454035302520151050Flow (cfs)3 2 1 0 Type III 24-hr 100-YR Rainfall=7.84" Runoff Area=33,243 sf Runoff Volume=0.370 af Runoff Depth=5.82" Flow Length=428' Tc=19.6 min CN=83 3.46 cfs Type III 24-hr 100-YR Rainfall=7.84"Proposed Conditions Printed 8/23/2022Prepared by {enter your company name here} Page 29HydroCAD® 10.10-7a s/n 12324 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 2: Area intercepted by grassed depression Runoff = 6.86 cfs @ 12.12 hrs, Volume= 0.564 af, Depth= 6.06" Routed to Pond 1P : Grassed Depression Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Type III 24-hr 100-YR Rainfall=7.84" Area (sf) CN Description 1,291 80 >75% Grass cover, Good, HSG D 34,977 80 >75% Grass cover, Good, HSG D 12 80 >75% Grass cover, Good, HSG D 5 80 >75% Grass cover, Good, HSG D 12,394 98 Paved parking, HSG D 48,679 85 Weighted Average 36,285 74.54% Pervious Area 12,394 25.46% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.3 120 0.0230 1.49 Sheet Flow, Sheet flow across pavement Smooth surfaces n= 0.011 P2= 3.11" 7.2 80 0.0290 0.19 Sheet Flow, Sheet flow across grass Grass: Short n= 0.150 P2= 3.11" 0.4 57 0.0220 2.39 Shallow Concentrated Flow, Flow across grass Unpaved Kv= 16.1 fps 8.9 257 Total Type III 24-hr 100-YR Rainfall=7.84"Proposed Conditions Printed 8/23/2022Prepared by {enter your company name here} Page 30HydroCAD® 10.10-7a s/n 12324 © 2021 HydroCAD Software Solutions LLC Subcatchment 2: Area intercepted by grassed depression Runoff Hydrograph Time (hours) 95908580757065605550454035302520151050Flow (cfs)7 6 5 4 3 2 1 0 Type III 24-hr 100-YR Rainfall=7.84" Runoff Area=48,679 sf Runoff Volume=0.564 af Runoff Depth=6.06" Flow Length=257' Tc=8.9 min CN=85 6.86 cfs Type III 24-hr 100-YR Rainfall=7.84"Proposed Conditions Printed 8/23/2022Prepared by {enter your company name here} Page 31HydroCAD® 10.10-7a s/n 12324 © 2021 HydroCAD Software Solutions LLC Summary for Pond 1P: Grassed Depression Inflow Area = 1.118 ac, 25.46% Impervious, Inflow Depth = 6.06" for 100-YR event Inflow = 6.86 cfs @ 12.12 hrs, Volume= 0.564 af Outflow = 3.70 cfs @ 12.32 hrs, Volume= 0.302 af, Atten= 46%, Lag= 12.0 min Primary = 3.70 cfs @ 12.32 hrs, Volume= 0.302 af Routed to Link 3L : Existing Drainage System Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Peak Elev= 65.36' @ 12.32 hrs Surf.Area= 12,023 sf Storage= 12,117 cf Flood Elev= 65.40' Surf.Area= 12,366 sf Storage= 12,604 cf Plug-Flow detention time= 216.9 min calculated for 0.302 af (54% of inflow) Center-of-Mass det. time= 107.6 min ( 901.5 - 793.8 ) Volume Invert Avail.Storage Storage Description #1 64.00' 12,604 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 64.00 7,752 0 0 65.00 8,935 8,344 8,344 65.40 12,366 4,260 12,604 Device Routing Invert Outlet Devices #1 Primary 65.30'94.0' long x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max=3.50 cfs @ 12.32 hrs HW=65.36' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 3.50 cfs @ 0.65 fps) Type III 24-hr 100-YR Rainfall=7.84"Proposed Conditions Printed 8/23/2022Prepared by {enter your company name here} Page 32HydroCAD® 10.10-7a s/n 12324 © 2021 HydroCAD Software Solutions LLC Pond 1P: Grassed Depression Inflow Primary Hydrograph Time (hours) 95908580757065605550454035302520151050Flow (cfs)7 6 5 4 3 2 1 0 Inflow Area=1.118 ac Peak Elev=65.36' Storage=12,117 cf 6.86 cfs 3.70 cfs Type III 24-hr 100-YR Rainfall=7.84"Proposed Conditions Printed 8/23/2022Prepared by {enter your company name here} Page 33HydroCAD® 10.10-7a s/n 12324 © 2021 HydroCAD Software Solutions LLC Summary for Link 3L: Existing Drainage System Inflow Area = 1.881 ac, 21.34% Impervious, Inflow Depth = 4.29" for 100-YR event Inflow = 7.02 cfs @ 12.32 hrs, Volume= 0.673 af Primary = 7.02 cfs @ 12.32 hrs, Volume= 0.673 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-96.00 hrs, dt= 0.05 hrs Link 3L: Existing Drainage System Inflow Primary Hydrograph Time (hours) 95908580757065605550454035302520151050Flow (cfs)7 6 5 4 3 2 1 0 Inflow Area=1.881 ac 7.02 cfs 7.02 cfs 0 6`6 4 s R PLANNING DEPARMENT .L 6 September 14, 2022 Jon Radulski 195 Governor's Highway South Windsor, CT 06074 Dear Mr. Radulski, Re: Appl. 22-30P Hyaxiom—A Doosan Company—request for site plan modification to add an access drive over property at 195 Governor's Highway, I zone. Please be advised that the Public Hearing of the Planning&Zoning Commission for the above referenced matter has been scheduled for Tuesday, September 27, 2022. This meeting will be held in the Council Chambers of the South Windsor Town Hall. Someone must be present to represent the application One sign advertising the meeting must be posted on the property for ten (10) consecutive days prior to the hearing and must be clearly visible from a town street. The sign must be posted on Governor's Highway frontage by September 17, 2022. Signs can be picked up at the main entrance of Town Hall, 1540 Sullivan Avenue, in the large tan plastic drop off bin next to the main entrance. Please call (860) 644-2511 Ext 2329 if you have any questions, Monday—Friday, 8:00 a.m. —4:30 p.m. Sincerely, Caitlinitlin O Administrative Assistant/Land Use Coordinator 1540 Sullivan Avenue,South Windsor,CT 06074 1 Tel(860)644-2511 ext.329 1 Planning@SouthWindsor-CT.gov - 195 GOVERNOR'S HIGHWAY SOUTH WINDSOR,CONNECTICUT JULY 1 ,2022 REVISED AUGUST 4,2022 REVISED AUGUST 23,2022 REVISED SEPTEMBER 19,2022 g. §I l Vim @F SITE ?§2:‘nlf‘sa§'f‘€§$3ili7ms DRAWING INDEX TITLE COVER SHEET TOPOGRAPHJC SURVEY SITE PREPARATION SITE LAYOUT PLAN GRADING s.DRAINAGE UTILITY PLAN SOIL EROSION & COOLING MODULE SITE DETAILS STORMWATER & SOIL EROSION & GATE EQUIPMENT LIGHTING PHOTOMETRICS KEY MAP SCALE ‘I i 'IDG Applicant: HYAXIOM -A DOOSAN COMPANY 195 GOVERNOR‘S HIGHWAY SOUTH WINDSOR,CT 06074 (860)6804406 LOCATION MAPSALEVVGCC SHEET NO. 1 OF 1 AND DEMOLITION PLAN c1 C2PLANc3c4 SEDIMENT CONTROL PLAN C5 CONTAINMENT SLAB C6 C7 UTILITY DETAILS ca SEDIMENT CONTROL DETAILS cs DETAILS C10 PLAN (EY RAB LIGHTING)1 OFT Prepared By: Engineer: LOLIreiro Engineering Associates,Inc. 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GRADING &DRAINAGE: a comaacmamayowns).snaaawe mmNam a;masum aamnawmasaa,mu msaw’con’azchcmuaan azz ms amamonan on o:rwspaarmua moa m mmanoa o;W Excavmas amvmss m 2.comncmn 5mm claw ALL Exisrmc AND wovossu owmsé swucwnssAnavwzswvucmvwOFwmkAkEAuvcucowmicma;coNsWuL—HON 3V cormucmx 1o Mammw am umazmmw swucwuzs wt vwEs wmw ms:xysnms uumAcE svsTEM Nanci swam az GWEN w ow~su AND THEENGINEERuvaNmscovazv a commnou To VEruEv ALL ExxsnNG EwE CONNECTIONS Am:INVEws ANv coNrucTs snoum 3E ExvnEssEn Yo uWNEN AND THE ENGTNEEN raw w m any/1m ammm Emma ma cN mum m m mam msmaNs Eon mama cawunucr MamnEo Eon caNsErwmoN xEvxEw mwsmwm vans mm LEGEND &ABBREVIATIONS m/mn mmzz ozmr: m rm Taw @B—a a—a an. sun m Eu- ‘ u was ca cam aasm 5mm mawoaz {0: svoaM ma -1: vaovosm EaEmmN comma —':ea)— ?ROFOSED SFOY ELEVAHON ‘\so no swzvmmam Tw mp or wan aw aomm or wan EX Exxsrma wa mum Ir uNaaa EEET m aExNmacaD caNcRm mg naps man aEa-sm vuavnmms CL caaaLEss nw mvm [or pwE) Tr mp er Fame av LOW POINT Ha we»yam ca cam aasm MN 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The actual rllumrnetron values measrlred rn the field wrll vary. -phorornerne model elemenrs sueh as ourldrngs.rooms,plants lurnrsmngs or any arehrreeturar derarls whrch rmoeer the drsoersron orlrghr must he derailed by the customer documentsror rntlusion tn the RAB ltghting design model RAB ts not responsthleroranytnaeturarres eaused hyintomolete inVormat‘ron on the part olthe (ustomer,and reserves the rrghtto use bestjudgemerrt when translatrng customer requests lnto photometric studres s 1 RAs rtgnttng rrte.ltrmrnatre and product desrgns are protected under u s and lnternarronal rntellectuel property laws Faterrts rssued or pendrng applys *t1 , ‘ t V Luminarre schedule symbol my Label Arrangement LumenslLantp LL:Descriptiona4aredmxtn-rso SINGLE NA r 000 ’ALEDMaTN W z BACK To EACK BACKVBACK NA.rooo ALEDMNN z <a. viaa't: E O'5 I°‘ u zH"IE e Eéeg §4 TRIPLE 3 @ 90 DEGREES NA l 000 ALEDMSTNigrrQUAD4o90DEGREESNA1:000 ALEDMzTN Cara‘E‘mgummm,wpzxrurwrn >rN<rLe 157443 moo wvzxru-raoWjK label ]celetype i Units i Avg l Max Min i Avg/Min l Max/Min l Descriptioncalms‘r l lllumrnance l Fe i 1,68 l 24,5 0.0 i NA.1 N A i s,-r r ~r , r . ‘ Luminaive Loration Summary b g;"’3’E:LumNo Label X Y Z Orient Till I BACK TO EACK 10381 14.8646851)25 359.81 9 0 g:82i:255gH"1;<s‘”1 Eu.3‘0‘r-rn so r On;¥ O;2%<3 %a -=EE :i H,m3 or;H ‘ E ><$<2>b 2 BACK TO EACK 1037932.8646844 25 2‘578 0 3 aledmBm-‘I 50w-4k 10381 57.864561 ,8 25 9337 0 4 aledm3tn-1 50w»4k 1038265.864562 4 25 88569 0 S aIedmKmJ 50w—4k 1 1038042.8645610 25 93.939 0 6 aledm3m»1 Sow-4k 1 1037932.8645579 25 89.396 0 7 TRIPLE 1037934.8648585 ZS 270.378 0 8 TRIPLE 1038099.8648570 25 270.378 0 9 10 TRIPLE 1038097.864990 0 25 25 18 526 0 o o sTRIPLE1037%§ 153783? 1037836 1037836. 1037835. 3650308 39:472 r 1 QUAD 3647719 25 0.057 13 wp2xfu1 00e1 00w 4 vlp2xfu100v100w_4 wp2xfu1 00-100w 4 8647506 12 7 1.61 7 i 0 14 8647716 12 1.729 0 15 864796 0 12 356 381 OxV :lo wpzxful 00»100w:4l 1037835 8648203 12 359:427 0t,t .r . r t .NEITE ALL INFDRMATIDN DEPICTED UNTHISPLANPRUVIDEDBYRABLIGHTING.~~s. GOVERNoRS HIGHWAV 1 OF 1 Appl #22-30P, Hyaxiom – Site Plan September 27, 2022 Planning Department Report 1. Request for site plan approval modification to construct a driveway connection and add new truck loading bays on the western side of the existing building at 195 Governor’s Highway, I zone. 2. Minor modifications are being proposed to the parking area on the western side of the building to accommodate the new truck traffic pattern to unload. Overhead doors will be added to the western side of the building an additional internal modification will be made to accommodate the truck loading. 3. The existing outdoor storage area currently on site will be relocated to the eastern parking lot. My understanding is that these are finished products are in the process of being shipped off-site. Will there be any outside storage remaining in the western parking area? 4. The site is currently made up of three separate parcels. Maximum impervious coverage allowed is 65% in the industrially zone, and the collectively the coverage is 44%. 5. With the change of use of the building over time to primarily manufacturing, the parking requirement for this building have changed. The data table indicates there are 366 spaces required and provided based on existing uses in the building. When/if additional parking is needed on site, there are areas available to create parking spaces. 6. There are new building mounted wall pak lights and parking lot lighting proposed. A cut sheet should be provided showing the fixtures are dark sky compliant and an isometric diagram showing lighting levels. Lights placed on the building should be directed downward towards the parking area. 7. There are no regulated wetlands on this lot; IWA/CC approved the E and S plan on 9/7/22. They recommended a bond in the amount of $5,000 for erosion and sedimentation measures and $5,000 for installation of the storm water structures. 8. The Fire Marshal has reviewed the site layout and has no comments on the plans If this application is approved, the planning department has no modifications to request WP2XFU1 00 Color:Bronze Technical Specifications Field Adustability Field Adjustable: Field Adjustable Light Output: IOOW/80W/60W (factory default 100W) Color temperature (selectable by 3000K,4000K and 5000K) Compliance UL Listed: Suitable for wet locations IESNA LM-79 81 LM~8O Testing: RAB LED luminaires and LED components have been tested by an independent laboratory in accordance with IESNA LMW79 and LMeBO. DLC Listed: This product is listed by Design Lights Consortium (DLC)as an ultra-efficient premium product that qualifies for the highest tier of rebates from DLC Member Utilities Desrgned to meet DLC 5.1 requirements. DLC Product Code:PLTSGSRQST6B Performance Lifespan: lO0,000rHour LED lifespan based on IES LMA8O results and TM»21 calculations Project: Prepared By: Driver Info Type Constant Current 120V 1.00A 208V 060A Weight:7.9 lbs 240V O 50A 277V 0.40A lnput Watts 60%01W LED Characteristics LEDs: Longelife,highrefficiency,surface-mount LEDs Electrical Driver: Constant Current,Class 2,120-277V,50/60 H21 i20V: IOOA,208V:0.6OA,240V 0.50A,277V:OAOA Dimming Driver: Driver includes dimming control wiring for 04 OV dimming systems.Requires separate O-IOV DC dimming circuit Dims down to 10%, Photocell: l20e277v selectable photocell that can be turned on and offs Note: All values are typical (tolerance r/10%) Tree: LED lnfO Watts Color Temp Color Accuracy L70 Lifespan Lumens Effrcacy 60W 3000K/4000K/SOOOK 8O CRI 100,000 Hours 9228-1 S745 l44.7el 65.9 lm/W Date: Construction IP Rating: ingress protection rating of H365 for dust and water Cold Weather Starting: The minimum starting temperature is ~40“C (~40”F) Maximum Ambient Temperature: Suitable for use in up to SOJC (l 22"F) Housing: Dieecast aluminum Need help?Tech help line:(888)722—1 000 Email:sales@rablighting.com Website www.rablighting.com Copyright 2022 RAB Lighting All Rights Reserved Note:Specrfications are subject to change at any time without notice Page i of2 j WP2XFU1 00 Technical Specimations (continued) Construction Lens: Tempered giass Mounting: WaH mount Finish: Formulated for high durability and long»iasting color Dimensions Ordering Matrix Family WP2XFU 100 29:29/20/1 SW 40 z 40/30/20W 60:60/45/35W 80 :80/60/40W 100 =100/80/60W Color TempWattage Blank =5000K/4000K/3000K Green Technology: Mercury and UV free.RoHS—compliant components. Other 5 Yr Limited Warranty: The RAB 5-year,limited warranty covers light output, driver performance and paint finish.RAB'S warranty is subject to all terms and conditions found at rablightlnq.COln/wari'angL Equivalency: Equivalent to 400W Metal Halide Features iP65 Rated lO0,000eHour LED lifespan S~Year,Limited Warranty Buy American Act Compliance: RAB values USA manufacturing!Upon request,RAB may be able to manufacture this product to be compliant with the Buy American Act (BAA).Please contact customer service to request a quote for the product to be made BAA compliant. Finish Blank:Bronze Voltage/Driver Options Blank :1207277V,O 10V Dimming Blank =Selectable Photocell /LC :Lightcloud“Controller Need help?Tech help line:(888)722—1000 Email.sales@rablighting.com Website:www.rablighting.com Copyright ‘2)2022 RAB Lighting All Rights Reserved Note:Specifications are subject to change at any time without notice Page 2 of 2 ALEDM3TN Field Adjustable (Wattage): Field adjustable light output m 3 discrete steps: Medium Housing:150W/90W/78W (factory default 150W) Compliance UL Listed: Suitable for wet locations IESNA LM-79 &LM-80 Testing: RAB LED luminaires and LED components have been tested by an independent laboratory in accordance with IESNA LlVli79 and LMI80. DLC Listed: This product is listed by Design Lights Consortium (DLC)as an ultra-efficient premium product that qualifies for the highest tier of rebates from DLC Member Utilities.Designed to meet DLC 5,1 requlrementst DLC Product Code:SeHDTlJG LED Characteristics LEDS: Longrlife,highrefficacy,discrete,surface mount LEDs 7-step MacAdam Ellipse binning to achieve consistent fixturevto~fixture color Color Stability: LED color temperature is warrantied to shift no more than 200K in colortemperature over a Sryear period Color Uniformity: RAB's range of Correlated Color Temperature follows the guidelines ofthe American National Standard for (SSL)Products,ANSI C78377-20l 7: Electrical Driver: 78W:Constant Current,Class 2,120‘277V,50/60 Hz, 120V:0.65A,208V:038A,240V:0:33A,277V:0.29A 90W:Constant Current,Class 2,120-277V,50/60 Hz, 120V:0.75A,208V:0.44A,240V:0,38A,277V:0.33A 150W:Constant Current,Non-Class 2,l20~277V, 50/60 Hz,120V:1.25A,208V:0,73A,240V:0.63A, 277V:0.55A Dimming Driver: Driver includes dimming control wiring for O~i OV dimming systems.Requires separate Oil OV DC dimming circuit.Dims down to 10%. 41 5%at i20v,8,72%at 277v Power Factor: 100%at i20v,95.9%at 277v $urge Protection: Line to Line:lOkV Line to Ground:6W Performance Lifespan: 100,000eHour LED lifespan based on IES LMe8O results and TMeEi calculations Need help?Tech help line;(388)722-1 000 Email sales@rablighting.com Website www.rablighting.com Copyright t;2022 RAB Lighting All Rights Reserved Note:SpeCifications are subject to change at any time without notice Page 1 of3 Prgject:Type:4 ‘ Preparecj By:Date: Driver Info LED info Type Constant Current Watts 150W 120V 1 ,ZSA C0lor 208V 0.73A Temp 4000K (Neutral) Color:Bronze Weight:16.5 H35 240V OV63A COW 84/84/82 CR1Accuracy277VOSSA input Watts 76/92.8/149.1W L70 Ln‘espam 100,000 Hours Lumens IO765/1 2930/1 9672 Efficacy 141 .6.-"139.4/131.9 Im/W Technical Speciflcations Field Adjustabiiity Color Consistency:THD: ALEDM3TN Technical Specifications (continued) Construction IES Classification: The Type HI distributlon is meant to be located near the side of an area,prOJecting the light outward to fill the areal Ideal for roadways,general parking areas,lighting applications and where a large pool oflight is required. IP Rating: lngress protection rating of lP66 for dust and water Cold Weather Starting: The minimum starting temperature is —40”C (-40"Fl Ambient Temperature: Suitable for use in up to 403C {l 04"F) Housing: Dre-cast aluminum Mounting: Universal mounting arm compatible for hole spacing patterns from l"to S H2“center to center Round Pole Adaptor plate included as a standard.Easy slide and lock to mount fixture with ease. Dimensions Lens: Polycarbonate lens Reflector. Aluminum reflector with white polycarbonate Vibration Rating: 36 vibration rating per ANSI Ci $6.31 Effective Projected Area: EPA :0.34 Gaskets: High-temperature silicone gaskets Finish: Formulated for high durability and longrlasting color Features O-i OV dimmable standard lP66 Rated l00,000aHour LED lifespan lOaYear,No-Compromise Warranty Green Technology: Mercury and UVfree,RoHS—compliant components. Other Warranty: RAB warrants that our LED products will be free from defects in materials and workmanship for a period of ten ll O)years from the date of delivery to the end user,including coverage of light output.color stability,driver performance and fixture finish.RAB‘s warranty is subject to all terms and conditions found at rablighitmgcom/warranty. Buy American Act Compliance: RAB values USA manufacturing!Upon request,RAB may be able to manufacture this product to be compliant with the Buy American Act (BAA).Please contact customer service to request a quote for the product to be made BAA compliant. Equivalency: Equivalent to 400W Metal Halide Need help?Tech help line:(888)722-1000 Email:sales@rablighting.com Website:www.rablighting.com Copyright ”C;2022 RAB Lighting All Rights Reserved Note:Specifications are subiect to change at any time without notice Page 2 of3 ALEDM3TN M z Medium (1 50W/90W/78W] L =Large (260W/220W/1 70W) XL:Extra Large (385W/345W/300W) Distribution 3T 2T =Type ii 3T=Type iii 4T=Type IV 5T=Type V AT:Auto Dealership Optic Need help?Tech help line:(888)722—1 000 Email:sales@rab|ighting.com Website:www.rablighting,com Copyright L 2022 RAB Lighting All Rights Reserved Note:Specifications are subject to change at any time without notice Voltage Blank:i20e277V, (HOV Dimming M80 =480V,OiiOV Dimming Options Biank =No Option /7PR =7 Pin Twistlock Receptacle /WS2 =Wattstopper, 20ft lens /WS4 :Wattstopper. 40ft lens 480Vavai/ab/e in Medium,Large &Extra Large fixtures on/y Wattsz‘opper option availab/e in Large &Extra Large fixtures only Page 3 of 3 Ordering Matrix Family Housing Size ALED M SmaH Mounting Color N Blank:Universal Blank:5000K Pole Mount Cool SF =Slipfitter N =4000K W = Print Map lofl Town of South Windsor Geographic Information System (GIS) Imps:x".."south\&'indsor.mapxpress.net/ags mapfprintmap.asp?extcnLY... MAP DISCLAIMER -NOTICE OF LIABILITY This map is for assessment purposes only.It is not for Iegal descriptionorconveyances.AII information is subject to verification by any user.The Town of South Windsor and its mapping contractors assume nolegalresponsibilityfortheinformationcontainedherein. Approximate Scale:1 inch =100 feet 0 100 Feet PLANNING DEPARTMENT 06 0 . S RC 4 c CERTIFIED MAIL 7022 2410 0000 6508 2568 September 30, 2022 Jon Radulski Hyaxiom- A Doosan Company 195 Governor's Highway South Windsor, CT 06074 Dear Mr. Radulski: Re: Appl. 22-30P, Hyaxiom—A Doosan Company—request for site plan modification to add an access drive over property at 195 Governor's Highway, I zone. We are pleased to advise you that the Planning & Zoning Commission voted on September 27, 2022 to approve with modifications the above referenced application for a site plan. This approval is for a site plan to construct a driveway connection and add new truck loading bays on the western side of the existing building on property located at 195 Governor's Highway, I zone, as shown on plans prepared by Loureiro Engineering Associates, Project # 024DF2.01 as revised. This approval is subject to the following modifications: 1. Prior to commencement of any site work, a meeting must be held with Town Staff. 2. No building permit will be issued until the final mylars have been filed in the Town Clerk's office. 3. This application is subject to the conditions of approval of the Inland Wetlands Agency/Conservation Commission, including bonds in the amount of$5,000 to ensure compliance with the erosion and sediment control measures and $5,000 to ensure establishment of storm water system 4. All bonds must be in one of the forms described in the enclosed Bond Policy. 5. An as-built plan is required prior to issuance of a Certificate of Occupancy per Section 9.1.3 of the Zoning Regulations. 6. All plans used in the field by the developer must bear the stamp and authorized signature of the Town of South Windsor. 7. This approval does not constitute approval of the sanitary sewer, which can only be granted by the Water Pollution Control Authority. 8. No building permits will be issued until the Office of State Traffic Administration certificate has been issued (per CGS §14-311). 9. The building street number must be included on the final plan. 10. Pavement markings must be maintained in good condition throughout the site drives and parking areas. 11. All free-standing signs and/or building signs require the issuance of a sign permit before they are erected. 12. The three dead trees shall be replaced with three,2 % inch Bradford Pear trees. 13. Engineering comments dated 9/27/2022 shall be incorporated into the final plans. 1540 Sullivan Avenue, South Windsor, CT 06074 1 Tel (860) 644-2511 Ext 329 1 Planning@SouthWindsor-CT.gov Black and white transparent mylars of Sheets # C2 with the above modifications, together with three blueprint copies of the entire set of plans must be submitted to this Commission to be stamped and signed. The letters of approval of this Commission and the IWA/CC must be reproduced on the mylars. After the mylars have been signed by the Commission, they will be returned to you for filing in the Office of the Town Clerk. After filing these plans, a copy of the receipt must be submitted to the Planning Department. Very truly yours, /� �� /VGG paw" C�C2i/�"Vu Bart Pacekonis, Chairman Planning and Zoning Commission BP/cgo cc: Town Engineer Chief Building Official Fire Marshal Assessor Superintendent of Pollution Control Director of Public Works �..o-�� s W 1540 Sullivan Avenue, South Windsor, CT 06074 Tel (860) 644-2511 Ext 329 Planning@SouthWindsor-CT.gov