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24B-048 (6) f - ' t 1/2'TYPE -1 CLASS t oe'AL TOP PANFL - BIT. CONIC. SURFACE 1/2'E TOP a BOT , , RESER/LG COURSE �^a --r.. /1•.1'HOT-dPPEa GALV. �K".I �I I L_ NUTS!Bd.TS 1„y t:t2 I""CCOAn""cF 201/2 TYPE -t CLASS 7 BIT. j 3 /U.S.O.O.T.MANUAL ON CONTRACTOR SHALL PROVIDE ALL MATERIALS,LABOR,EOUIPMENT,PERMITS AND APPURTENANCES NECESSARY TO PROVIDE A COMPLETE PROJECT SIDEWALK �e a3 MAX. MAX, ¢s uwFORw TRAFFIC coNltioL ® - CONIC. 81NDER COURSE AS INDICATED ON THE PLANS. yw`" DEVICES THE CONTRACTOR SHALL NOTIFY DIG-SAFE AT LEAST 72 HOURS BEFORE(TEL. 1-800-344-7233)COMMENCEMENT OF CONSTRUCTION. NOTE:SIG"TO BE PLACED NO EXCAVATION WILL BE ALLOWED WITHOUT A VAUD DIG SAFE NUMBER. ON FACE OF BUKDINO 1:1 Mac i:i MAX. 6'M. ON OTHERWISE dRECIID. ALL CONSTRUCTION ACTIVITIES TO CONFORM TO THE CITY OF NORTHAMPTON AND MASS. HIGHWAY SPECIFICATIONS k REQUIREMENTS. N ACCE<�IBL THE CONTRACTOR WILL PROTECT al CUTS WITH BARRICADES AND UGHTS. PROVIDE POLICE PROTECTION,AND AGREE TO SAVE THE T-0'MIN. CITY OF NORTHAMPTON AMID THE OWNER HARMLESS FROM ALL CLAIMS FOR DAMAGES WHATSOEVER. EDGE OF ROADWAY To a usm FOR Au VAN AGa[y51B1(SPACES PERMITS WILL BE REWIRED BY CONTRACTOR WHEN WORKING OR OCCUPYING PUBLIC WAY.CONTRACTOR RESPONSIBLE FOR RECEIVING 12'SUB-BASE COURSE APPROVALS FOR ANY WORK FOR WHICH A PERMIT IS REQUIRED. 2'O.D.GAV. GRAVEL BORROW MHO TYPE M 1.03.0 TYPE 8 CONTRACTOR TO CONFIRM THE SIZE AND LOCATION OF INVERTS FOR ALL EXISTING STRUCTURES'FO BE CONNECTED TO PROPOSED LINES STEEL POST—\ PRIOR TO COMMENCEMENT OF CONSTRUCTION.TRAFFIC SHALL BE MAINTAINED AT ALL TIMES. N.T.S. sEAwrr IT SHALL BE THE CONTRACTOR'S RESPONSIBIUTY TO MAINTAIN ALL UTILITIES FUNCTIONING PROPERLY IN THE AREAS UNDER CONSTRUCTION sLFEVE PRIOR TO THE TIME WHEN THE FINAL SYSTEM IS PUT INTO USE.ALL PIPES AND STRUCTURES WITHIN THE LIMITS OF THIS CONTRACT TMpp�,H wALX TENSAR SS-i (BXi t00 GEOGRID SHAD,BE LEFT IN A CLEAN AND OPERABLE CONDITION AT THE COMPLETION OF THE WORK. THE CONTRACTOR SHALL TAKE ALL NECESSARY ---- TIN.GPPw4E OR APPROVED EQUAL. �NSTALL PER PRECAUTIONS TO PREVENT SAND AND SILT FROM DISTURBED AREAS FROM ENTERING THE SYSTEM.CONTRACTOR IS RESPONSIBLE FOR DAMAGE _ _ ON NAUI MANUFACTURERS RECOMMENDATIONS SUSTAINED TO ANY EXISTING UTIUTIES AND IT is HIS RESPONSIBILITY TO MAKE REPAIRS TO THE REQUIREMENTS OF THE CITY OR UTILITY COMPANY. - ;I--•�^—CONCRETE PAVERS EARTH I LOCATIONS OF UTILITIES SHOWN ARE THE RESULT OF SURFACE EVIDENCE AS LOCATED BY FIELD SURVEY. PLANS OF RECORD,AND OTHER AVAILABLE SOURCES. .'(FLUSH W/ADJACENT SURFACE) .� THESE PLANS W NOT NECESSARILY DEPICT THE EXACT LOCATIONS OF ALL UTILITIES WHICH MAY EXIST. CONTRACTOR TO LOCATE ALL UTILITIES PRIOR TO CONSTRUCTION. - _ i- N T Iv_C THE CONTRACTOR SHALL PRESERVE AND PROTECT ALL BOUNDS AND PROPERTY MARKS AS SHOWN ON THE PLANS,LOCATED BY THE ENGINEER IN THE FIELD. OR _ _ SAND LOCATED WRING THE COURSE OF THE CONSTRUCTION.ANY PROPERTY MARKS OR BOUNDS DISTURBED OR DESTROYED FOR REASON SHALL BE RESTORED BY A _ REGISTERED LAND SURVEYOR AT TIE CONTRACTORS EXPENSE. — 7 I THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR LAYING OUT ALL ITEMS OF THE WORK BASED ON CERTAIN HORIZONTAL CONTROL AND BENCHMARKS SUPPLIED - BY THE SURVEYOR OF RECORD.ANY DISCREPANCIES SHALL BE IMMEDIATELY REPORTED TO THE ENGINEER. _ TIE CONTRACTOR SHALL THOROUGHLY INFORM HIMSELF/HERSELF AS TO THE REQUIREMENT OF ALL AGENCIES HAVING JURISDICTION WITH THIS PROJECT. POST SET IN WALK THE CONTRACTOR SHALL KEEP ON SITE AT ALL TIMES COPIES OF DOCUMENTATION OF ALL PERMITS. CATCH r. - - 'T_`\%- '- AND CRATE FRAME PRIOR TO CONSTRUCTION.CONTRACTOR TO STAKE WORK LIMIT.CONTRACTOR TO DO WHAT IS NECESSARY TO SECURE LIMIT OF CONSTRUCTION TO PREVENT __ - __— �J j j i i''N_ ACCESS BY OTHERS. =-_--- N.T.S. M ALL EXCAVATION SHALL COMPLY WITH OSHA'S LATEST STANDARDS.ALL REQUIREMENTS OF OSHA'S EXCAVATION SHALL BE PROVIDED BY THE CONTRACTOR,INCLUDING !�.A-t�{I`\j� CEMENT MORTAR BUT NOT UNITED TO.THE PROVISIONS FOR A COMPETENT PERSON ON SITE AND ANY REQUIRED DOCUMENTATION THAT MAY REQUIRE CERTIFICATION BY THE ENGINEER. FS5LUSHgACCEEW/Ap.IACFNT N.ts. BRICK AS REQUIRED CONTRACTOR TO DEWATER AS NECESSARY TO KEEP CONSTRUCTION AREA FREE OF WATER,CONTRACTOR SHALL DISCHARGE WATER FROM DEWATFRING TO APPROPRIATE CONCRETE P vEPS SEE PAVEMENT CEMENT CONCRETE LOCATION AND WITHOUT SEDIMENTATION. STRUCTURE DETAIL /-AOJACEM SURFACE SIDEWALK B.. _� 18'TO 2W TAPERED B 2W-f t' EROSION CONTROLS AS NECESSARY,SHALL BE CONSTRUCTED PRIOR TO START OF CONSTRUCTION AND INSPECTED BY THE CffY. TE j-')T�� rT 7- 1� SECTION,CONIC.BLOCK 6-MIwMUw U LJ L.f _J OR CONCENTRIC AREAS SUBJECT TO EROSION SHAM BE MINIMIZED IN TERMS OF P.ME AND AREA, SAND 1"-2" PRECAST CONIC.UNITS. 30 ALL JOINTS _ 1/i6' PER F'. TO BE SEALED I �\ PPE TO BE Sc O FULL E GENERAL,WORK REQUIRING EROSION CONTROL INCLUDING EXCAVATIONS, FILLS,DRAINAGE $WALES, DITCHES. ROUGH AND FINISH GRADING,AND STOCKPILING OF EARTH. _-.._ _._._.._ 't11— }� 9E,OF VORTAR OR EROSION CONTROL MEASURES SHALL BE MAINTAINED UNTIL ALL AREAS ARE STABILIZED. EROSION CONTROL MEASURES SHALL THEN BE REMOVED AND THE AREA ARE TO 6' - GaaVEI N ___ __ i 'SEPHOLE Q NEOPRENE SEAL OPTION. 2' BE FINISHED GRADED AND PLANTED AS SHOWN ON THE DRAWINGS. - MHD TYPE MI.O3G C ° T - 1� e CONIC.BLOCK OR t' (SEE NOTE) t-- 1 R THRU PRECAST I OUP..c ALL GRAVITY SEWER LINES TO BE 6'e PVC SDR-35 PIPE. CONIC.UNITS,VARIABLE plpE 'fp B'DI4 HOLE IN CENTER GRAVITY AND SEWER FORCE UNE AND SANITARY SEWER SYSTEM COMPONENTS TO BE INSTALLED TO THE REQUIREMENTS OF THE TOWN OF NORTHAMPTON. AB'3"D14 OF BASE.HOLE TO BE __ FILLED WITH CLASS MINIMUM OF 5'-C'OF COVER TO BE MAINTAINED OVER SEWER UNES. SEWER FORCE MAIN TO BE DEPRESSED IN AREAS WHERE UTIUTY CROSSING CONFLICT. MIN.SUMP 6'MIN. PRECAST OR D"CONCRETE. MINIMUM VERTICAL SEPARATION BETWEEN THE FORCE SEWER UNE AND OTHER UTIUTIES TO BE"NTAINED. 6 X 6 X 6/6 _ AFTER INSTALLATION. WWM 5-MIN. I TUB • ALL WATER AND SEWER LINES SHALL HAVE 10 FEET MINIMUM HORIZONTAL SEPARATION OR WATER UNE SHALL BE 18'ABOVE THE SEWER UNE PROVIDED ADEQUATE --- — COVER IS MAINTAINED.WHERE SEPARATIONS CAN NOT BE MAINTAINED,WATER UNE TO BE ENCASED IN CONCRETE FOR A DISTANCE OF 10' BEYOND CROSSING. 6'SUBBASE A MINIMUM OF 6 INCH VERTICAL SEPARATION OF SEWER FROM DRAINAGE PIPES TO BE MAINTAINED. - - -' _/ SUBGRADE NOTE. WEEPHOLES TO BE 4'V.C.PIPE 12-LONG PLACED THROUGH EACH WALL OF GTCH BASH. IF LOCATIONS,SIZES,ETC.CHANGE FROM THESE PLANS,THE PROPOSED CHANCES SHALL BE SUBMITTED TO THE OWNER/ENGINEER FOR REVIEW AND : t v OUTSIDE ENO TO BE COVERED WITH 1/4'MESH GALVANIZED WIRE SCREEN.PLACE 1/4'C.Y. APPROVAL PRIOR TO CONSTRUCTION. CEMENT CONCRETE SCREENED GRAVEL(t'TO 1 1/27 AROUND OUTSIDE END OF PIPE.USE A MINIMUM OF 3 -- CURB COMPACTED SUBGRADE WEEPHOLES PER BASIN. ALL UNSUITABLE ANTI/OR EXCESS MATERIAL SHALL BE REMOVED AND BE DISPOSED OF IN A LEGAL MANNER. EXCESS MATERIAL IS THE PROPERTY OF THE CONTRCTOR IJ.T.S. AND SHALL BE TRANSPORTED OFF SITE AS PER OWNERS DIRECTION.ALL AREAS DISTURBED SHALL BE RESTORED,WITH GRASS AREAS TO BE LOAMED AND SEEDED AND AREAS TO BE PAVED AS PER DETAILS. ,� !T 1 r'• -- CO ` PAVEMENT, CURB & SIDEWALK N.T.S. ------ LC) -°"_ -� N.T.S. BIT.CONIC.CURB.MHO TYPE 2 NQ. OF SET ON BINDER DIMENSION 'A'=62.38' s-SHREDDED BARK MODEL k DIM. ( A LOOP S PS a tt A An,H arc r + M MULCH(TYP.) NOTE: TB 3 4, , . . LIES EMBEDDED MOUNTING OPTION TB - 5 CD '� F'_ ;' nc.. CU_:'.56 CREATIVE PIPE OR APPROVED EQUAL \ TB - 7 .3 T 3 USE MODEL S SEE PAVEMENT TB - 9 315.391 7 ('T7 s,,r t9�>mml -� �- r STRUCTURE DETAIL TB - 13 134.38' n r ,,,, - / __ 12.00' TB - Il 1 0.38' 9 r Cu RACK , _ � O DASH NUMBER IS THE NUMBER OF BIKES PER RA 7 M TB - 13 HAS AN ADDITONAL 3rd LEG FOR SUPPORT CD - �-- USE _ 2. GROUND L VEL FLANGE DETAIL .560'DI'- (� P.rCVEH�- - E _ _ 10.25' RE f W LC S tV ( h '.ot o h ed V F d' I r I ey. .300'MILD STEEL I j INSTALLATION L-� 4.00' Ne tt F t n T PLATE B 7.00' 01A TYP. 1.Standard Enbedded Anchor Mount Nountlna Dotson s, Enbedded or Surface Mount r s d cy a d,a1 s aid Creative Plpe bicycle racks are —bedded CREATIVE PIPE V I 1 I 12'COMPACTED GRAVEL !0 14• drrground Brfore npplying Finish Finish Option I Standard-Hot-DI Galvanized TB - SERIES BIKE RACKS s•ux a.,cP.,c�nauASS, w.s PER MHO Mt.03.0 TYPE 8 each to of the rack Is drilled 3' above the base P CLI \ M nx.u.£+a PPE .,.r_a. I and fitted e,th n 6'long, 7/16' dlnnener steel Optional - Powder Cont ( Color Your Choice) MATERIAL,2' SCH. 40 PIPE cross bar Thls Cross bar s Welded 1 to place, c...m. !`�/E I/ �'T O. '''. ) �,.� Iles horizontally,and acts n5 an anchor. Optional - PFS Thernopins HC Coat( Color Your Choce) OPTIONAL, 1 I/4'SON.40 PIPE 3 ,� Q N T.S. co N.T.S. c y � Q Q CURRENT DATE: 12/08/98 HORIZ SCALE: N/A GENERAL CONSTRUCTION DETAILS OJECT NO: 98241 Y vERT SCALE: N/A HUNTLEY PR DRAWING N0: 241 DET LOT 6 GARCON DRIVE e O FIELD WORK: FINAL DATE: FILE NO: CHECKED:COMPS: NORTHAMPTON, MASSACHUSETTS ALMER H NTUEY, JR. & ASSOCIATES, INC. SHEET No. / PREPARED FOR SURVEYORS ENGINEERS LANDSCAPE ARCEOTECTS SURVEYOR: DESIGN: 30 INDUSTRIAL DRIVE FAST C OF 6 NO. DATE BY REVISIONS ENGINEER: DLL DRAFTING: COG/RJR CARLON MEDICAL, L.L.P. NOSTILWPTON. MASSACHUSETTS 01061 V SECT10N "B' --- — 1) ALL AREAS THAT ARE DISTURBED DURING GRADING OPERATIONS WHICH WILL NOT BE PAVED WILL RECEIVE 6'LOAM,SEED AND BE COVERED BALED HAY HELD - ' WITH TOBACCO NETTING. TOGETHER BY WOODEN STAKES 7 7- ST pp 2) EROSION CONTROL MEASURES SHALL BE INCORPORATED IN THE SEQUENCE OF CONSTRUCTION TO PREVENT SEDIMENT LADEN WATER FROM I"$D. OAK POST SECTION "A' �.Sp OAK LEAVING THE SITE. AL COUPLER 3) NATURAL VEGETATION SHALL BE RETAINED WHENEVER FEASIBLE UP TO THE SCHEDULED START OF A CONSTRUCTION ACTIVITY IN THE SUPPORT NET 1"$O,OAK POST A N'E AREA WHERE POSSIBLE.CLEARING SHALL IMMEDIATELY PRECEED CONSTRUCTION ACTIVITY. INDUSTRIAL "8 RIC POLYPROPYLENE - SUPPORT NET FILTER F�TO POSTpRCNZo 4) AREAS SUBJECT TO EROSION SHALL BE MINIMIZED IN TERMS OF TIME AND AREA INDUSTRIAL (S�,�EO00 OR FILTER FABRIC 5) IN GENERAL.WORK REQUIRING EROSION CONTROL INCLUDES EXCAVATIONS,FILLS, DRAINAGE,SWALES AND DITCHES,ROUGH AND FINISH VOW 100 OR POLYPROPYLENE EQU�-^z GRADING,AND STOCKPILING OF EARTH. APPROVED EQUAL FILTER FABRIC 1 6ECTON 6) EROSION CONTROL MEASURES SHALL WHERE APPUCAM.E.INCORPORATE AT LEAST THE FOLLOWING PROCEDURES DETAILED ON THIS DRAWING. 1/8-To I/4" APPROVED 700 OR SE �ON B A) TEMPORARY BARRIER OF HAY BALES TO PREVENT SEDIMENT-LADEN WATER FROM ENTERING STORM ORNN1GE SYSTEMS. CRUSHED STONE APPROVED EQUAL B) TEMPORARY A TEMPORARY BARRIER OF HAY BALES TO ACT AS EROSION CHECKS THE TOES OF EMBANKMENTS AND SLOPES. j BACKF LI BACKFILL BACKFILL C) TEMPORARY EARTH BERMS TO ACT AS SEDIMENT TRAPS IN AREAS OF EXTREME RUNOFF. fff/// 0) TEMPORARY EROSION CHECKS IN DITCHES AND SWALES TO PREVENT SEDIMENT-LADEN WATER FROM ENTERING BODIES OF SURFACE DIRECTION OF SLOPE WATER. E) PROVIDE TEMPORARY SLOPE EROSION CONTROL WHERE REQUIRED. � • I 6. F) FILL AND GRADING SHALL BE TREATED WITH SLOPE STABIUZATION SEEDING AND HAY MULCH UPON COMPLETION. -- - 7) ADDITIONAL EROSION CONTROL MEASURES SHALL BE INCORPORATED AS DIRECTED BY THE ENGINEER WHEN THE EXISTING o MEASURES ARE INADEQUATE .I 8) EROSION CONTROL MEASURES SHALL BE MAINTAINED UNTIL FINISHED GRADE IS STABILIZED. EROSION.CONTROL MEASURES SHALL THEN BE REMOVED AFTER ALL DISTURBED AREAS ARE STABILIZED WITH A THICK COVER OF GRASS OR ADEQUATE SURFACE TREATMENT AS NOTED -)I M �..r. .'r!!J N , ; r r r ON THESE PANS AND SPECIFICATIONS. N.LS. -- - ai 1 7 ,l, N E ' 1) 'WORK IN OR NEAR WETLANDS"IS DEFINED AS ANY AREA WHERE CONSTRUCTION IS WITHIN A WETLAND OR WITHIN SAi --- 100 FEET OF A WETLAND(BUFFER)AS DEFINED M.C.L. CH. 131, SAO WETLAND PROTECTION ACT OR AS DEFINED BY CITY/TOWN BYLAW IN THE CITY/TOWN THE PROJECT IS TO BE LOCATED. N.T.S. 6'-0" BALES TO 2) MAJOR WETLANDS AND BUFFERS SUBJECT TO APPLICABLE RESTRICTIONS OF THIS CONTRACT ARE INDICATED ON BUTT - HE PLANS. TOGETHER _ TOE OF SLOPE 3) NO MATERIALS SUBJECT TO EROSION SHALL BE STOCKP!LEO OVERNIGHT WITHIN 100 FEET OF A WETLAND, BROOK, FLOW TOP OF RIVER BANK.OR OTHER AREA DEEMED AS WETLANDS OR BUFFERS BY THE ENGINEER. ' SUITABLE 4) ALL EXCAVATED MATERIALS SHALL BE CASTED AWAY FROM WETLANDS.BROOKS, RIVERS, OR OTHER AREAS Ij BACKFIIL DEEMED WETLANDS OR BUFFERS BY THE ENGINEER. I WIDTH VARIES ENGINEER.4- MIN. (TYP.) r 5) PIPE TRENCHES SHALL BE TOTALLY BAC KF!LiEO AT THE ENO OF EACH WORK DAY, UNLESS APPROVED BY THE _ APPROX. EXISTING GROUND !{ � GI _ COMPACTED SELECT 6) SEDIMENTATION CONTROL FENCES SHALL BE INSTALLED PRIOR TO CLEARING. SEE PLANS FOR LIMIT. THE 4"MIN. �. MATERIAL AS REO'C } CONTRACTOR SHALL MAINTAIN THESE FENCES UNTIL FINAL ACCEPTANCE BY THE ENGINEER. 5 1 01 PIPE 7) DISTURBED AREAS SHALL BE GRADED. LOAMED AND SEEDED AND RESTORED WITHIN I �\ PERMEABLE SOIL J ONE(1) WEEK OF INSTALLATION OF PIPE. CONCRETE 8) THE FINISHED GRADE OF DISTURBED AREAS SHALL MATCH EXISTING TOPOGRAPHY OF THE AREA PRIOR TO CONSTRUCTION, UNLESS INDICATED OTHERWISE ON THE PLANS. BALE HAY ------' 9) THE CONTRACTOR SHALL CONSTRUCT TEMPORARY CROSS DITCHES,CULVERTS AND SWALES,AS NECESSARY TO HELD IN PLACE MAINTAIN EXISTING SURFACE WATER LEVELS. SUBJECT TO THE APPROVAL OF THE ENGINEER. -' - WITH 2"z 6"MIENGINEER.2'x3'-0" - ---- ----- 10) THE FUNCTIONING OF TEMPORARY CULVERTS, DITCHES, SWALES OR CONSTRUCTION OPERATIONS SHALL NOT N.LS STAKES - 6'-0" CAUSE NOTICEABLE SEDIMENTATION PLUMES. IF PLUMES OCCUR,THE CONTRACTOR SHALL STOP WORK AND 2 PER BALE /-FILL UNDISTURBED INSTALL EROSION CONTROL DEVICES IMMEDIATELY TO PREVENT FURTHER SEDIMENTATION. MATERIAL 11) ACCUMULATED SEDIMENT SHALL BE REMOVED AND DISPOSED OF BY THE CONTRACTOR AS REQUIRED OR AS DIRECTED BY THE ENGINEER. FLOW co �—_-- - 12 TRANSFER AND/OR STORAGE OF FUELS, LUBRICANTS, ETC.. WILL NOT BE PERMITTED WITHIN SENSITIVE AREAS - �\ " WITHOUT PRIOR APPROVAL OF THE ENGINEER. TRANSFER WILL NOT BE PERMITTED WITHIN 100 FEET OF A POND, LAKE, m - TOE OF _! '? r -�'' `,j-I.I A FLOWING BROOK OR RIVER AND NO STORAGE WILL BE ALLOWED EXCEPT IN APPROVED FENCED-SECURED AREAS. 1' MIN,-, � - SLOPE -- `� N.T.S. 13) EQUIPMENT SHALL NOT BE PARKED WITHIN WETLANDS OR BUFFER AREAS EXCEPT DURING ACTUAL OPERATIONS C7 _) EXISTING GROUND REQUIRING SAID EQUIPMENT. 1 - __ 2 IZD 6" .MODIFIED ROCK FILL NORTH AMERCA IN GREEN -- --- --- MHO M2.02.4 EROSION CONTROL MA-. CD FOR CHECK DAM OR APPROVED EQUIVLEN- FOR SWALE OUTLET di --,t _ - - L ICI � 3/4" - 3"GRAVEL N.T.S. o - - CORE Do o-•, BALES OF HAY L — --.- .!,1 N.T.S. -'-- ----. CURBING BALED HAY HELD W 3 _ PLACE WITH 2"x2"x3'-0' STAKES - 2 PER BALE 6 r - CD Gu TIER L STORM SEWER STRUCTURE _ r-- r— F R(. 1 F _T 1- h;i �� ) L N.T.S. r _ N.T.S. CO a C Q CURRENT DATE: 12/08/98 VERIZ SCALE: N/A EROSION CONTROL NOTES AND DETAILS HUNTLEY cf)/ DRAwENC N0: 2a8EN0T VERT SCALE: N/A � LOT 6 GARCON DRIVE FIELD WORK: FINAL DATE: FILE NO: ° COMPS: CHECKED: NORTHAMPTON, MASSACHUSETTS AtaER HUNTIM. JR. x ASSOCIATES, INC.ENGINEERS LANDSCAPE ARCHITECTS SHEET No. SURVEYORS SURVEYOR: DESIGN: DLL PREPARED FOR 30 INDUSTRIAL DRIVE EAST - — GARCON MEDICAL, L.L.P. xoRrxan�TOx, uASSacx�saTrs 5 QF 6 N0. DATE BY REVISIONS ENGINEER, DL, DRAFTING: RJR/CDG I t SPREAD MERIDIAN OF PLAN BO OK 147 PgDE 94 •PLANT SO THAT TOP OF ROOT V'A ° N BALL IS EVEN WITH THE ORTNAMPTON CO FINISHED GRADE �o ` u ORDWq TE SYSTEM PAINT ALL CUTS OVER I'DIA. / FORM SAUCER WITH c V V o 4" MULCH 3"HIGH CONTINUOUS 2 STRAND TRISTED 72 GUAGE 1\ RIM PLANTING NOTES GAL. ARE ENCASED IN t"DIA. I - RUBBER HOSE _ - `:I - - SPECIFIED PLAN TING 7. ALL NURSERY STOCK SHALL BE IN CONFORMANCE WITH THE AMERICAN STANDARD HARDWOOD STAKES MIX. WATER &TAMP FOR NURSERY STOCK, AS PUBLISHED BY THE AMERICAN ASSOCIATION OF NURS- TO REMOVE AIR 2 STAKES 2' % 2" \� POCKETS _- ERYMEN AS TO SIZES AND FORM. DRIVEN (MIN. 18-) FIRMLY - ,- INTO SUBGRADE PRIOR - ACCESS 2. ALL PLANTS SHALL CONFORM TO THE MEASUREMENTS SPECIFIED IN THE TO BACKFILLING KRAFT PAPER TREE WRAP -_- 1 EASEMENT _ PLANTING UST, EXCEPT THAT PLANTS LARGER THAN THOSE SPECIFIED MAY BE ✓� FROM TOP OF ROOT BALL ` UNDISTURBED OR ` _ - AREA USED IF APPROVED BY THE LANDSCAPE ARCHITECT. I'✓1 TO FIRST BRANCHES - -- - - - - - - - " STAKE ABOVE FIRST BRANCHES COMPACTED SUBGRADE 4,584 sa.ft. TNO OR AS NECESSARY FOR FIRM _ GnON 3. ALL PLANTS SHALL BE NURSERY-GROWN IN ACCORDANCE WITH GOOD HORTICUL- SUPPORT MULCH 4"MIN. J P l 'V•,+- ` vEGETAt(OEp y♦.2 CONSIRU TO THOSE INnTHE PROJECT LOCAUrY OR AT O LEAST TWO YEARS. SIMILAR FORM SAUCER WITH _ N.i S. -- \ \ BU5`T,,GEED' CARLON I- 5" HIGH CONTINUOUS RIM -- - - ` _ \\ 9,R N REO FOR A47 4. BALLED AND BURLAPPEO PLANTS(B &8) SHALL BE MOVED WITH THE ROOT SYS- _ - - INV. OUT 10'PVC 'y A45A ?REPA TENS AS SOLID UNITS. THE BALLS SHALL BE FIRMLY WRAPPED WITH BURLAP. SPECIFIED PLANTING MIX ELEV.-145.15' .C^ _ _ _ d45 WATER &TAMP TO - - - _ _r- 5. PLANTING SOIL REMOVE AIR POCKETS A. PLANTING SOIL SHALL BE A MIXTURE OF 2/3 TOPSOIL AND 1/3 PEAT MOSS 1- t UNDISTURBED OR PROPOSED SEDIMENT CONTROL A4� ):2 X BALL -._ BARRIER/WORK CJMIT LINE r BY VOLUME. NOTE: _ .- COMPACTED SUBCRADE CONCRETE BLOCK B. PLANTING SOIL SHALL HAVE A PH VALUE RANGE OF 5.5 TO 7.0. IF STAKING AS REQUIRED CIA. PAVER 'WALK PLAN NC SOIL DOES NOT FALL WITHIN REQUIRED pH RANGE. LIMESTONE �� _�-p ` L f OR ALUMINUM SULFATE SHALL BE ADDED TO BRING THE pH WITHIN THE _,_- A39 i `i' SPECIFIED LIMITS. - r B. PLANTING BEDS TO RECEIVE 3-INCH DEPTH OF SHREDDED BARK MULCH OVER N.T.S. _°-J_o�. J,- -�`--�_ '�,pj - C�' go 5 WEED CHECK FABRIC UNLESS OTHERWISE NOTED ON PLAN. _ = r "�_� �465 �t4�X �- 7. ALL PLANT MATERIAL SHALL BE GUARANTEED FOR ONE FULL GROWING SEASON )I� - (ONE YEAR) AFTER INSTALLATION. A34 `�== �_- - .�-''AT .'-`� '�i I _.-w- �0.� 5A ROCKFlLL I CHECK & ALL AREAS DISTURBED DURING CONSTRUCTION NOT DESIGNATED TO RECEIVE OTHER TREATMENT SHALL BE LOAMED TO A MINIMUM DEPTH OF 6" AND '� .. i 1N.s 15.._- I 1439 TC RAMP t \`�I / LEGEND SEEDED IN ACCORDANCE WITH THE FOLLOWING: ` 9.R9'RR >JtLCiNG D -`--�- '�-- �,�' PROPOSED REFUSE ..,, r 2G �p )POSE p �, -�� o IRON PIPE A. INCORPORATE GROUND LIMESTONE INTO ALL AREAS TO BE SEEDED AT A / 144s - H"A1�ER PAD R 9 O c _ RATE OF 50 LBS./1,000 S.F. �/ X 147.0 TC '�� v t ,C� S -,\ - N J _ ® MONITORING WELL /' 445 - C�' x 60 �� a WETLAND FLAG S. APPLY 10-6-4 FERTIUZER TO ALL AREAS TO BE SEEDED AT A RATE OF /j.: INFILTRATION'. N - y 5 p,- ( 20 LBS./7,000 S.F. tj6.3 xPONO i !-v m X49,00 %1Y.ra, y ` P ® DRAIN MANHOLE �o` .. 744.5 - m F F.a - cT- --"'4'y'i SEWER MANHOLE ' C. THOROUGHLY INCORPORATE LIME AND FERTILIZER INTO SEED BED TO DEPTH °' .' VI PROPOSED 1Y OF 3' BY DISONG OR OTHER APPROVED METHOD. `� RAMPS 1 7 ® CATCH BASIN a PROPOSED 3 SIGN f{ _ D. SEED WITH THE FOLLOWING MIXTURE, APPLIED AT A RATE OF 10 LBS./ \�. '�� 144s m �l LIGHT - - 6H •-- - p` 1 ELECTRIC VAULT - 1.000 S.F. �'� V' 2E.. 2E �., +. ,�I 7.1 Tr t43f TC 3G 78.0 ' 1 J •76 6F 47.1 Bc 147.1 TC 11 S ACE 'J ELECTRIC MANHOLE Y ❑ PROPOSED CATCH BASIN SEED MIX �. 41.5Iy�� CONCRE�WALK (TYP) // APPROk A Y f' 1 25 J' GAS SR wC d 9.BY WEIGHT MINIMUM 7, MINIMUM 7. 147'7 T 5' ` ` .9'a' '?,r ♦9>C T i F -S- SEWER NAME OF SEED IN MIXTURE PURITY GERMINATION POND OVERFLOW\ a._ _`` R R GAS PDA PRATENSIS (SEE DETAIL. 20 LE'--°-'<- °--��° RA.MP 4E i�'2 TC 3D_ _8.00' ..:. �. Hg. _ - .\\ CONTRAC 4 Y -W- WATER // 0 .$H - - - "BARON" .EFT 6 OF 6 -. _- - RELOCATE F E, 0 2J �% 45 d�RKI'ry',.,y ELECTRIC LINE _ � $PACES'�p7A i BARON BLUEGRASS 50 90 75 - - ). FENCE LIN - -t-- ""3��'�` BICYCLE RACK \t* ,\ 1 TELEPHONE UNE FOR E A$PROP _ 147.7 BC o 9y 4 143 TC - ` C CABLE LINE FESTUCA RUBRA - R CARLON.DRIt� OSEO� '_"-...__ _--° S 1+3 9C' - 1 i' � "PENNLAWN' _ _ _ - -. � PENNLAWN FESCUE 25 95 85 _"� ° // ° 10 = j A -o EXISTING FENCE PROPOSED SEDIMENT CONTROL /i - Z - - a- , / --- - ----- PROPOSED FENCE ` � o LPENN PERENNE ' "PENNFlNE" BARRIER/WORK LIMIT LINE - 7C _ __ _ „!__ ?ROPOScO ELECTRIC, R Q PENNNE RYECRASS 25 98 95 - + TELEPHONE &CABLE -- 2C PROPOSED SANITARY SEA E. MULCH ALL SEEDED AREAS WITH STRAW OR SALT HAY AT A RATE DF -_„_ O � 50 LBS./1,000 S.F. -- _ - - ��$ ` 1 \ ° A PROPOSED WATER LI NE . - - - _ yA y f 0 �, ' 1 1 t •�'1 __ .___ -___._ PROPOSED CAS LINE CD A3 PLANTING SCHEDULE KEY BOTANICAL NAME COMMON NAME QUANTITY SIZE REMARKS N LIGHTING NOTES soPnoRw.woRla \ IFRAXIN05 PENNmvANXA - _ _ -. - -A8 - - A7 + `.0 CIS U 1. ALL LUMINAIRES SHALL BE ORIENTATED AS INDICATED ON THE SITE PLAN. D. CONCRETE: EACH POLE BASE SHALL BE ONE MONOLITHIC POUR; MINIMUM 28- uNCCODU x+/z 3 cAL' 11,1.]s'eRARw NT. A15 RECENT SC OUR TREE ('S) 2 1/2-3'CAL 141B.]5'BRANCR HL O 2. CONTRACTOR TO VERIFY EXACT LAYOUT OF ALL ENTRANCES PRIOR TO INSTALLATION ( ) / / r_ N, „„LLS sEEaESS C7 DAY STRENGTH FC - 3,000 PSI; MINIMUM CEMENT RATIO- 5-1 2 BAGS B SEEDEF'SS (]) CUBIC YARD: MAXIMUM SLUMP 4; POUR WITHIN 45 MINUTES OF MIXING; SEEDL ASH -� OF ANY POLE BASES. CURE FOR MINIMUM OF SEVEN(7)DAYS. CD c coRNUS RueRA RNR ELa«ERINC } CIO 3. CONTRACTOR TO LOCATE ALL LUMINAIRES AND POLE BASES AS INDICATED ON PLAN. E. ALL VERTICAL REINFORCING BARS SHALL 8E ONE SINGLE BAR. NO SPLICING e0-].0' - CII 1 OF VERTICAL REINFORCING BARS W1Ll BE ALLOWED. _ �_ 4. ALL CONDUCTORS SHALL BE COPPER WI1H TYPE THW INSULATION UNLESS OTHERWISE --- CJT NOTED. 0 RHODODENDRON 1 5. ALL GROUND CONDUCTORS SHALL BE COPPER. 8. LIGHTING SHALL BE OPERATED FROM DUSK TO 10:00 PM. E :wnw s C.-S 4 SE4 CREfN, SEA CREEK JUNIPER '. 1'-24' � 6'O.Ci n 6. UNDERGROUND FACILITIES. STRUCTURES AND UTIUTIES HAVE BEEN PLOTTED FROM 9. PARKING LOT LIGHTING SHALL BE HUBBELL MAGNULITER MVA-250H-2FX AVAILABLE SURVEYS AND RECORDS, AND THEREFORE THEIR LOCATIONS MUST BE TYPE IV MOO. OR APPROVED EQUAL. LAMP HEIGHT SHALL BE 20'. E jur«PERUS c-,ENSIS POTZEA wwPER 1 I <-I CONSIOERED APPROXIMATE ONLY. THERE MAY BE OTHERS.THE EXISTENCE OF WHICH PP1ZEFUlM ! Q IS PRESENTLY NOT KNOWN. juMPERUS CHINENSIS / 7. STREET UGHT POLE BASES: c :PEIgERWNA torwACr pE�rtiERTJUNIPErt A. FOOTING SHALL BE SEATED ON DENSE VIRGIN SUBGRADE OR ON COMPACTED R L,E,usmM VULCXtE LODENSE PU T a „•_z4" 4.5'oG PLAN O RUN-OF-BANK GRAVEL L_O_OENSE REDUCED 20 0 20 40 60 80 FEEr r" B. REMOVE ALL EXCESS EXCAVATED MATERIAL FROM SITE. _ I RH0000c ,'BANTA O' R''MPMO 3 Ie'-24' 3.0'a.c. = Q ': RnOD00ENORON � C. REINFORCING:INFOR LN NEW BILLET STEEL A-675 DEFORMED.GRADE 40; ALL r �.PWUS auto•PUNIUO a NtF auto PINE z - x z 1/z 1.D'ac NOT TO SCALE 67 REINFORCING SHALL BE SECURELY TIED: 2'MINIMUM CONCRETE COVER OVER _1 10 0 10 20 METERS / ALL REINFORCING BARS. �* -- -_---- -�--- ------- - �� -_---- ---_ 4 TO BE PROVIDED BY THE CONTRACTOR FOR CARLON DRIVE ROAD CONSTRUCTION PROJECT. CD Q CURRENT DATE: 12/08/98 HORIZ SCALE: 1' - 20' PROJECT NO: 98241 GRADING, PLANTING & LIGHTING PLAN HUNTLEY VEA SCALE: DRAWING No: z4,GP U7 FIELD WORK: FINAL.DATE: LOT 6 CARLON DRIVE FILE N0: ° COMPS: CHECKED: NORTHAMPTON, MASSACHUSETTS ALMER HUMIEY, TR. & ASSOCIATES, INC. SHEET ND. SURVEYOR! DESIGN: DLL PREPARED FOR 30 INDUSTRIAL DRIVE EAST A OF G SURVEYORS ENGINEERS LANDSCAPE ARCHITECTS `T CJ NO DATE BY REVISION$ ENGINEER: DLL DRAFTING: RJR CARLON MEDICAL, L.L.P. NORTHAMPTON, MASSACHUSETTS MERIDIAN OF PLAN BOOK 147 PAGE 94 ACCESS RN EASEMENT G ` EAAREAN?.._ OORDINA 7)_SYSTEM ` 4.584 Sq.ft. _— A47 - _ -- IN V. OUT 10" ._—' ..,,� A _ .- - - BORDERING VEGETATED WETS CONCRETE BLOC PA - 76.3" — / -- / 1 - 100 YEAR FLOOD OPOSF[LW000—_ / - p - - ` O` �-` SA PLAN ELEV.=144.9' RR=([FENCE / \ Ir`J A�Z 1%n R MAN / ^ 77.5' 6.00' R _. _�-' � '-_ROCKFtLL 150.00' CHECK DAM • 13 LF4"PVC SOR35 tl n 0 - _ -% • RAMP - SEWER PIPE CONNECT 11 - - TO EXISTING 6" PVC 5 /"/ • SEWER 0 ER PAD r�o PROPOSED EFUSE - pOSC� BuIL.DtiNC tl _ O JEG- r 80 LF10"PVC SDR35 ' rn �'WHITE 005_ 00 / ND PAINTED UNES NFILLTRAIO o IRON PIPE POD (�BORDERING VEGETATED WE N 6 0.00' 4.42' �oo, MONITORING WE LL A30A. 18' WETLAND FLAG PROPOSED -- ///: - Q.- _ \ _ -' U• N '� SIG f DRAIN MANHOLE /. PROPOSED _ MATCH, ® SEWER MANHOLE N 18.00' LIGHT HPNOIC SIGNS 'sd i -? EXISTN `.BIN HINDUS R PARK NG "S ACE 18.0 d Rt0'. CON D VENAY ■ CATCH BASIN R4 00' 1,20 CRE WALKii BTyp� O .3`. GRAM TE TRB MTHTIBG L: ■ 5 CO �, L "Od45 PARKING 'TYPE 2 RB. }, I ELECTRIC VAULT R=5, R3.00' R32' L. yp�,yd SPACES TOTAL R=4' XI TIN �, ^+ ELECTRIC MANHOLE _/ R10.00' QJG .+0 RAMP //5 70 LF2"PVC POLYETH YLE '� RIO' \ —5— SEWER POND OVERFLOW --> __ _- - R3' _8.00' c. - --6- d G� PIPE CONNE T \,�� 20 L.F. SEE DETAIL - _ --_ RELOCA IF�rN�E�T_o _ -.. _ PROPOSED y �F'� TO EXIS NG D.I. W ...._._ '._...-_.. GAS .: SHEET 6 OF 6 -- __ - ��.n BICYCLE RACK d WA R TUB —W— WATER ��"T4o--o R=5' - FORCCq NE_ag pRQP /. _ t9' R50' Rr` c ELECTRIC LINE DETENTION POND __- _-. - CAR DRI -IL- ,-. ° G 1'+.3' WATER ELEV.-143.57 -". - _ --'15 - 0 10 PAG 5 't Q ,-� --- TELEPHONE UNE 11/23/98 C"OAC-gER61 CABLE LINE ED - T1PE A MODIFi EXISTING FENCE FENCE LOCATION PER CARLON DRIVE _iilMai IN V.Otl>;k 1460 ___ STORM RAIN _ ii ` 100' WETLAND BUFFER , gir -a. A15 ,,__—_.. __ -_ _ -._ - A9 A8 Al M Oa,+4V1 ��I D--'_'�_-(J A10 C6f _ C.4 .--t FOROERING VEGETATED WETLAND A18 `.- / All —- ---_ -_- -Ji 1 x C7 V _ A13 / BORDERtNG-VEGET kRVE WETLAND ___ _ _-__ Z CIO C77 • ,t\� O LAND USE C13 C12 - i (D dRE -P.U00 ��._ z0a.6 7 O DO 100*" r;; r 1 ,iT •0' r p BUF WETLAND 777 p.S, CT _ BUFFER ZONE D >_ P,E't t P.5' 2 0 21!4; S1.,, , cn PLAN REDUCED --- .-_;�f, 20 0 10 40 50 80 FEET `\j NOT TO SCALE —' to G to / ?0 METERS n CURRENT DATE: 12/08/98 HORIZ SCALE: 1" - 20' PROJECT NO: 98241 Y VERT SCALE: SITE PLAN HUNTLEY(.!D FIELD WORK: FINAL DATE: LOT 6 CARSON DRIVE(.!D D r) N0: 241LAY ° COMPS: CHECKED: NORTHAMPTON, MASSACHUSETTS ALDER HcrNTLEY, JR. x ASSOCIATES, INC. SURVEYOR: DESIGN DLL PREPARED FOR SHEET ND. SURVEYORS ENGINEERS LANDSCAPE ARCHITECTS sD TxnusrRTAL DRIVE EAST — GARCON MEDICAL, L.L.P. �oHTxasaPTOx, MASSACHUSETTS 3 CF 6 t--1 NO. GATE RLti 190NS ENGINEER: DLL DRAFTING: RJR t N�roIAN �"9pp„14j°AGE st MASSACHUSETTS COORDINATE "a+ndyP G SYSTEM TON SATE s s Ey N 487978.7857 E 292024.8400 N/F REBECCA A. KINDT& THOMAS BRITTON PERCY & DUFF S. KINDT& GAIL E. KINDT BOOK 4762 PAGE 92 N/F 'N 01'28'x3" / STANLEY& DOROTHY N/F 103.30- W ELKINS 9 CS 103.07 / BK. 4594 PG. 275 THE CONSERVATION COMMISSION OF amp 131.486 fi THE CITY OF NORTHAMPTON `8 E BOOK 4420 PAGE 243 (i993) 2!; ACCESS D= 10'38'46" d3 EASEMENT R = 530 00' [161.544m] 50 L 7 .. __ ,;.1 AREA L = 98.48' [30.017m] N :_ o I'D/ 3.49' 4584. sq.ft. ^.^ t ti /^'1 - - -. ° NOt 43 _ (106?m] 92.202m] _ - - � [17.578m] W 302.50' [ �- 1 D_21. 8' \140.0 "K' 2 _"1 20.00' 57.67' N 14\'2303' =SO 095 i9.ao8m� -s - p, _. - 324"x$ -3r - - ---°�aaee6" �D3 0s 72m�. �[6 90'00'00" a, 260.82' [ 1 a m "• W r'\ _° __- _._ J = 30.00' 9.144m 19'ao06" - - N1Ln ,-'a,°`o. .. �� - - 5.750100 -E _... -- - - ----- X506 1 L = a7 t2 [[ 363 ]] n t N -_- 43.4 �r TRUSTEES OF GANNETT REALTY TRUST _ i ' � ^ 9�2�c" GARCON DRI- vE w�_w -_ S o F` w ` BOOK 1352 PAGE 81 (1961) , X29 459 T�� '= °.73 30 00 3? 'E w _ _m aAnRE r.._sr_- 14 m m 1 LAND COURT BOOK 7 PAGE 68 2$500m� \ 6 6S 1� EAR�� y '� 25 a' w _ - -- --- _ - f n�. BNpD LAND COURT CASE /30921A a21 59 \ PLAN ELF U/F -` _. -- 3 t r\tie PELOPS REALTY TRUST- BOOK " W s 161 (1993) 4277 PAGE _ - . . -- ��• CCU � \ s #= p , + ssnc usErrs N Rr ,-.:-- - -_ _ b•,.'. COORDINATE 1 .v _ r" '---1 ! ____ SYSTEM E 0 ��'bj --a r LOT #4 �I LOT #5 N 488003.5493 FND ' E 292237.3963 ' �j ' ,N 02 16 59" ✓ r, r; LOT X13 N06'41'14"W DRAINAGE _ y Y EASEMENT 50.89' [15.511m] N AREA 99,961 soft. ., - --\ - ✓� '�'�, 1` - -IF-- - DRAINAGE '23'55~ EASEMEN 1 17 35 `i,,t _ .. - _ .i.., ` FOUND REBAR _ - -„-- .�"-. --°- 15 AT END OF ��___ CONIC RET WALL J r _ E: _-. 4B1-02' [146.615m}. -- - S 15.23 55 - - .� = 03'45 1' i I 1 'n ` - NN 8' [1 , - l ` OT {2 4 of P-FOaraD_ \ � 1 R = '17000' [356.616m] c I- T 6C.88' 18 55�m; 1 1. 9J1- 66 30'. _r I I L - 76 86' [23 28m] - - - - 11- N j CO [20.209m] I j 100' WETLAND BUFFER ` LOT / CONWAY REALTY TRUST 4 ` BOOK 2713 PAGE 315 (1986) lo CT1 1 ZONE (TYP) _- _- � __ -_ / �/ry 0 3 �7` ry fry / - -- - - - - AUTOMOTIVE REALTY ASSOCIATES m LIMITED PARTNERSHIP O _o�f _^. /l BOOK 3013 PAGE 237 (1987) LEGEND P O IRON PIPE 2 NOTES: ® MONITORING WELL U 1. ALL BEAR]PLAN BOOK 147, PAGE 94. NORTHAMPTON COORDINATE SYSTEM. PLAN #17.GS SHOWN ON THIS PLAN ARE REFERENCED TO THE MERIDIAN 7. ALL ELEVATIONS REFER TO USC&GS DATUM. SEE REFERENCE WETLAND FLAG ° O � DRAIN MANHOLE -p 2. ALL BOOK AND PAGE NUMBERS REFER TO THE HAMPSHIRE COUNTY 8. WETLAND BOUNDARIES AS RE-FLAGGED IN tHE FIELD ARE BASED UPON m SEWER MANHOLE OJ REGISTRY OF DEEDS(HCRD). WETLAND BOUNDARIES AS DELINEATED AND FLAGGED (YELLOW/BLACK) i CATCH BASIN T, BY OTHERS. ALL WETLAND BOUNDARIES CONFIRMED BY NORTHAMPTON _ 3. LOCATION OF UTILITIES SHOWN HEREON ARE THE RESULT OF SURFACE CONSERVATION COMMISION UNDER CARLON DRIVE SUBDIVISION NOTICE ELECTRIC VAULT EVIDENCE AS LOCATED BY FIELD SURVEY.PLANS OF RECORD, OF INTENT(DEP FILE NUMBER 246-393). -� CT INFORMATION FURNISHED BY THE RESPECTIVE UnUTY COMPANIES. ELECTRIC MANHOLE AND OTHER AVAILABLE SOURCES. THIS PLAN DOES NOT NECESSARILY r7 3 9. LOCUS IS SUBJECT TO EASEMENTS AND RESTRICTIONS INCULDING HIS DEPICT THE EXACT LOCATION OF ALL UTILITIES WHICH MAY EXIST AT THOSE AS DESCRIBED IN BOOK 1322. PAGE 81 1961 AND BOOK -5 SEWER THIS TIME DIG-SAFE THE PREMISES SURVEYED. ( ) U CONTACT DIG-SAFE AT 7-800-322-4844 BEFORE EXCAVATION. 4277, PAGE 161 (1993). --- �----- GAS c-I 4. REFERENCE IS MADE TO A PLAN ENTITLED TOPOGRAPHICAL PLAN OF -W WATER Q LAND IN NORTHAMPTON. MASSACHUSETTS HAMPSHIRE COUNTY PREPARED -E ELECTRIC UNE CV FOR R20 CORPORATION". DATED 5/20/94. PREPARED BY ALMER HUNTLEY, TELEPHONE LINE/ JR. &ASSOCIATES. INC. LOCATED IN THE HUNTLEY ARCHIVES: R941. CABLE LINE 3 5, REFERENCE IS MADE TO A PLAN ENTITLED 'PLAN OF LAND IN - o-- EXISTING FENCE NORTHAMPTON MASSACHUSETTS PREPARED FOR PELOPS REALTY TRUST". / TRUST".DATED 7-31-96. PREPARED BY ALMER HUNTLEY,JR. & PLAN REDUCED ASSOCIATES. INC. 50 0 50 100 150 200 FEET CV 6. A FIELD SURVEY WAS PREFORMED ON THE GROUND BETWEEN APRIL C0 9. 1994 AND MAY 5, 1994. cp 1D 0 ,D 20 30 48 58 METERS NOT TO SCALE CD ° 0- CURRENT DATE: 12/08/98 HORIZ SCALE: 1" 50' PROJECT NO: 98241 BOUNDARY & TOPOGRAPHICAL SURVEY HUNTLEY / vERT SCALE: DRAWING NO 241EC 'G LOT 6 CARLON DRIVE . U) FIELD WORK: FINAL DATE: FILE NO: ° COMPs - CHECKED: NORTHAMPTON, MASSACHUSETTS ALMER HUIVT'(,E'Y, 7R. & ASSOCIATES, INC. SHEET NO. SURVEYOR: DESIGN: DLL PREPARED FOR 30 INDUSTRIAL DRIVE EAST 2 OF G SURVEYORS ENGINEERS LANDSCAPE ARCHITECTS v ~ N0. DATE BY T REVISIONS ENGINEER: DLL DRAFTING: RJR CARLON MEDICAL, L.L.P. NORTHAMPTON, MASSACHUSETTS SITE PLAN PREPARED FOR CARLON MEDtCAL , L . L . P . LOCATED AT LOT 6 , CARLON DRIVE NORTHAMPTON , MASSACHUSETTS DECEMBER. 1998 7 SHEET INDEX PREPARED FOR / °' SHEET 1 COVER SHEET, LOCUS & INDEX N MR. MATTHEW M. PITONIAK �. 1 SHEET 2 BOUNDARY & TOPOGRAPHIC SURVEY CD 125A PLEASANT STREET 5 Nothampton 7 NORTHAMPTON, MASSACHUSETTS 4 1 SHEET 3 SITE PLAN CD m PROJECT s z SHEET 4 GRADING, PLANTING & LIGHTING PLAN u SITE ' SHEET 5 EROSION CONTROL NOTES & DETAILS o SHEET 6 GENERAL CONSTRUCTION DETAILS y� YWyW W 3' cn v ' ALMER HUNTLEY, JR. & ASSOCIATES, INC. ` CD CIVIL ENGINEERS & LAND SURVEYORS LOCUS MAP co cn • 0 30 INDUSTRIAL DRIVE EAST cr NORTHAMPTON, MASSACHUSETTS Y s U7 co H APPENDIX B Site Plan G:\PROJINFO\PROJECTS\98-241\Title.DOC sewage disposal facilities water supply facilities B-8. Existing&proposed: landscaping,trees and plantings(size&type of plantings) stone walls, buffers and/or fencing: B-9. Signs-existing and proposed: - Location dimensions/height - color and illumination B-10. Provisions for refuse removal, with facilities for screening of refuse when appropriate: FOR MAJOR PROJECTS ONLY: B-11. An erosion control plan and other measures taken to protect natural resources&water supplies: C. Estimated daily and peak hour vehicles trips generated by the proposed use,traffic patterns for vehicles and pedestrians showing adequate access to and from the site, and adequate vehicular and pedestrian circulation within the site. Site Plans submitted for major projects shall be prepared and stamped by a: Registered Architect, Landscape Architect, or Professional Engineer 9 SITE PLAN REQUIREMENTS REQUEST FOR WAIVERS APPLICATION The application MUST include a site plan containing the information listed below. The Planning Board may waive the submission of any of the required information, if the Applicant submits this form with a written explanation on why a waiver would be appropriate. To request a waiver on any required information, circle the item number and fill in the reason for the request.Use additional sheets if necessary. A. Locus plan B. Site plan(s) at a scale of 1"=40' or greater B-1. Name and address of the owner and the developer, name of project,date and scale plans: B-2. Plan showing Location and boundaries of: - the lot - adjacent streets or ways - all properties and owners within 300 feet - all zoning districts within 300 feet B-3. Existing and proposed: -buildings -setbacks from property lines -building elevations -all exterior entrances and exits (elevation plans for all exterior facades structures are encouraged) B-4. Present&proposed use of the land buildings: B-5. Existing and proposed topography(for intermediate projects the permit granting authority may accept generalized topography instead of requiring contour lines): - at two foot contour intervals - showing wetlands,streams,surface water bodies - showing drainage swales and floodplains: - showing unique natural land features B-6. Location of- - parking&loading areas - public&private ways - driveways,walkways - access&egress points - proposed surfacing: B-7. Location and description of: - all stormwater drainage/detention facilities - water quality structures - public&private utilities/easements 8 G. Explain how the requested use will promote City planning objectives to the extent possible and will not adversely effect those objectives,defined in City master study plans(Open Space and Recreation Plan; Northampton State Hospital Rezoning Plan;and Downtown Northampton: Today,Tomorrow and the Future). Proposal use and Site Plan conform to City of Northampotn planning standards and no variances are requested. 9. I certify that the information contained herein is true and accurate to the best of my knowledge.The undersigned owner(s) grant the Planning Board permission to enter the property t review this application. 1l,, � Date: )09-! �-I&Applicant's Signature: Date: Owner's Signature: (If not the same as applicant's) MAJOR PROJECTS MUST ALSO COMPLETE THE FOLLOWING MAJOR PROJECT APPROVAL CRITERIA Does the project incorporate 3 foot sumps into the storm water control system? Yes X No (IF NO, explain why) Catch basin proposed to be constructed with 4' sump. Will the project discharge stormwater into the City's storm drainage system? Yes No (IF NO, answer the following:) Do the drainage calculations submitted demonstrate that the project has been designed so that there is no increase in peak flows from pre-to post-development conditions during the: 1, 2,or 10 year Soil Conservation Service design storm? Yes X No (IF NO,explain why) Drainage flows into detention pond designed to mitigate peak discharge rates for the 1,2, 10, 25 and 100-year storm events for the full-subdivision buildout. Will all the runoff from a 4/10 inch rainstorm(first flush)be detained on-site for an average of 6 hours? Yes X No (IF NO, explain why) Is the applicant requesting a reduction in the parking requirements? Yes No X If yes,what steps have been taken to reduce the need for parking, and number of trips per day? 7 How does the project meet the special requirements?(Use additional sheets if necessary) of Applicable F. State how the project meets the following technical performance standards: 1. Curb cuts are minimized: One curb cut utilized for access. Check off all that apply to the project: use of a common driveway for access to more than one business ___X —use of an existing side street use of a looped service road 2. Does the project require more than one driveway cut? X NO YES (if yes, explain why) 3. Are pedestrian,bicycle and vehicular traffic separated on-site? YES X NO(if no,explain why) FOR PROJECTS THAT REQUIRE INTERMEDIATE SITE PLAN APPROVAL, ONLY, SIGN APPLICATION AND END HERE. 9. I certify that the information contained herein is true and accurate to the best of my knowledge.The undersigned owner(s)grant Planning Board permission to enter the property to review this application. Date: Applicant's Signature: Date: Owner's Signature: (If not the same as applicant's) f OR PROJECTS THAT REQUIRE A.SPECIAL PERMIT OR WHICH ARE A MAJOR PROJECT, - applicants MUST also complete the following: F. Explain why the requested use will: not unduly impair the integrity or character of the district or adjoining zones: Use is allowed in this zone. All setbacks and open space requirements are met or excee e . not be detrimental to the health, morals or general welfare:Medical Office building will be a benefit to health and general welfare interests. The intended practice is to be general medicine. be in harmony with the general purpose and intent of the Ordinance: Medical use is permitted and would be consistent with the Ordinances. 6 B. How will the requested use promote the convenience and safety of pedestrian movement within the site and on adjacent streets? Building is located on front setback line adjacent to street line, walks have been provided on site. How will the project minimize traffic impacts on the streets and roads in the area? Traffic impacts are detailed in project manual and reviewed Linder the definitive subdivision plans of Carlon Drive. Where is the location of driveway openings in relation to traffic and adjacent streets? Driveway opening confronts to Northampton Drive standards and was approved under Carlon Drive definitive plan. What features have been incorporated into the design to allow for: access by emergency vehicles: Drive entrance is 24' wide, all drive ailses are 18' wide, parking area provides adequate turning movement. the safe and convenient arrangement of parking and loading spaces: Parking has been designed to facilitate customers while minimizing impervious surfaces. provisions for persons with disabilities: Handicap parking and ramps are provided in accordance with ADA Standards. C. How will the proposed use promote a harmonious relationship of structures and open spaces to: the natural landscape: Large portion of Lot 6 is to remain open space, landscaping to blend with existing species, low profile building. to existing buildings: Building is to be similar in architecture to proposed and existing buildings in subdivision. other community assets in the area: City Fire Station is brick masonry structure and new building is to be masonry structure. D. What measures are being taken that show the use will not overload the City's resources, including: water supply and distribution system: Building will require minimal water service (750 GPD) and will not impact City Water Service. sanitary sewage and storm water collection and treatment systems: Proposed use will be minimal (750 GPD) and not impact City Sewer Service. fire protection,streets and schools: Building will be a new structure meeting current building codes so fire protection will be a minimal concern. No impact on streets and sc oo s. How will the proposed project mitigate any adverse impacts on the City's resources, as listed above? No adverse impacts on City resources are anticipated. E. List the section(s)of the Zoning Ordinance that states what special regulations are required for the proposed project (flag lot,common drive,lot size averaging,etc.) No special requirements. 5 CITY OF NORTHAMPTON PLANNING BOARD APPLICATION FOR: 1. Type of Project: X SITE PLAN APPROVAL : Intermediate Project(Site Plan) X Major Project(Site Plan Special Permit) OR SPECIAL PERMIT: Intermediate Project(with Site Plan Approval) Major Project(Site Plan Special Permit) 2. Permit is requested under Zoning Ordinance: Section: 10.11 (3) Page: 10. 7 3. Applicant's Name: Mr. Matthew M. Pitoniak Address: 125A Pleasant Street, Northampton, MA 01060 Telephone:-(413) 586-5364 4. Parcel Identification: Zoning Map# 24B Parcel# 48 Zoning District: HB Street Address: Lot 6 Carlon Drive 5. Status of Applicant: Owner ; Contract Purchaser Lessee Other ; (explain) 6. Property Owner: Pelops Realty Trust Address: 3210 Washington St., Newton Lower Falls, MA Telephone:(617) 527-9800 02 Itz- 7. Describe Proposed Work/Project: (Use additional sheets if necessary): Construction of 9,00Cr 3.F. Medical Office Building with associated parking, utilities and drainage appurtenances. Has the following information been included in the application? Site/Plot Plan X List of requested waivers X Fee X Signed/Denied Zoning Permit Application X 8. Site Plan and Special Permit Approval Criteria.(If any permit criteria does not apply,explain why) Use additional sheets if necessary. Assistance for completing this information is available through the Office of Planning&Development. A. How will the requested use protect adjoining premises against seriously detrimental uses? Use is permitted by Zoning, Building and Parking setbacks exceed standards. Medical office use is not expected to have any detrimental effects on adjoining properties. How will the project provide for: surface water drainage: Surface water is treated in accordance with DEP Stormwater Management Regulations. sound and sight buffers: Building is single story, hours of operation will coincide with normal business hours. the preservation of views,light and air:Building is a single story with landscaping, no existing mature vegetation will be disturbed. 4 FILING INSTRUCTIONS: 1. Take the original and 14 copies of the application, to the City Clerk's Office. The Clerk will keep the original and date stamp one complete copy of the application. 2. File the remaining 14 copies of the application at the Office of Planning &Development, and pay the filing fee. WHAT HAPPENS AFTER YOU HAVE FILED YOUR APPLICATION? 1. Once a completed application has been filed, we will schedule a Public Hearing for the next available agenda of the Planning Board, notify your abutters and place a legal ad in a local paper to appear a minimum of two (2) weeks prior to the hearing date. 2. The public hearing is conducted, applicant must be present, and if all information is complete, the hearing is closed. 3. Once the hearing is closed, the Board has up to 90 days to make a decision on the permit. (Planning Board rarely takes that long) 4. Once a decision is made, then the Board has ninety (90) days from the date that the hearing was closed, to file the decision with the City Clerk's Office. Applicant receives a copy of the decision. 5. After the decision has been filed with the City Clerk's Office, a twenty (20) day appeal period begins. 6. Once the twenty (20) day appeal period passes, (without an appeal being filed) the applicant must pick up a Certified copy of the decision from the City Clerk's Office and record it at the Registry of Deeds. Permit is not valid until recorded at Registry of Deeds. 7. Proof that the decision has been filed at the Registry of Deeds must be brought to the Building Department, before a Building Permit will be issued. The short time frame for issuing a Special Permit, Site Plan Approval, or a Site Plan Special Permit is two (2) to three (3) months. The long time frame is four (4) to six (6) months. 3 6. Fill in the property owner's name, or state: "Same as above" if the owner is the applicant. 7. Give a detailed description of the proposed work/project. Use additional sheets, if required. Check-off if a Sketch Plan or Site/Plot Plan and a list of requested waivers has been included with the application. Planning Board reserves the right to postpone or continue any hearing if the Board determines that adequate detail has not been submitted with the application (i.e. location of buildings,signs, parking spaces, etc). Planning Board also reserves the right to decline consideration of any new information submitted for the first time at the public hearing and which was not available for public consideration,prior to the hearing. .8. Answer the questions on how the proposed work/project meets the approval criteria. Use additional sheets, if required. 9. Sign and date the application and complete the following pages as per instructions. STREAMLMNG THE PERMIT>PROCESS- It is highly recommended that the applicant review the completed application with the Senior_ Planner,prior to making the required number of copies and filing the application. Doing this will help identify any additional information which should be included, and could prevent the public hearing from being continued for lack of information. An appointment can be-scheduled by calling the Office of Planning&Development at : (413) 587-1266. SUBMITTAL REQUIREMENTS: ALL APPLICATIONS MUST BE COLLATED AND STAPLED IN 15 COMPLETE PACKAGES. The following information must be included in the submittal for Site Plan Approval, a Special Permit, and/or a Site Plan Special Permit: * The completed application and 15 collated copies of all information(including the signed, dated and denied Zoning Permit Application - "Z-Form" and any additional information the applicant wishes to submit) attached to EACH copy of the application. If there are blueprints, the application must include 6 full sets of blueprints, the remaining 9 copies may be reduced copies of the original prints. Please attach a folded copy of the blueprints to EACH copy of the application. * If the property abuts or is within 300 feet of the City boundary,you must get abutters list from the neighboring Town's Assessor. * The Filing Fee: $120.00 for Intermediate Projects or$220.00 for Major Projects. 2 CITY OF NORTHAMPTON APPLICATION FOR A PLANNING BOARD-'SPECIAL PERMIT& SITE PLAN APPROVAL PERMIT 10/98 A SEPARATE APPLICATION MUST BE FILED FOR EACH PERMIT REQUESTED PLEASE PRINT OR TYPE ALL INFORMATION PERMIT INSTRUCTIONS: 1. Check off the Type of permit: Information can be obtained from the Zoning Permit Application denial,the Building Department and/or the Office of Planning & Development(OPD). Intermediate Projects: - New construction or additions of between 2,000 and 4,999 square feet of gross floor area (excluding single family homes and agricultural uses). - Projects which require 6 - 9 additional parking spaces. - Projects which require a Special Permit or Site Plan Approval,do not qualify as a Major Project, and are not a sign. - Projects which require Site Plan Approval, and do not require a Special Permit. - Planned Village Projects which require Site Plan Approval and arc-not Major Project. Major Projects: X New construction or additions of 5,000 square feet or more of gross floor area. Commercial Parking lots and parking garages Except for the CBD, establishments selling foods prepared on the premises where consumption is primarily off the premises and retail establishments selling principally convenience goods. Automobile service stations Projects which require 10 or more additional parking spaces. Rural Residential Incentive and Planned Business Park projects. 2. Fill in the specific section and page of the Zoning Ordinance, that shows why the Special Permit is required. This information can be obtained from the Zoning Permit Application denial,the Building Department or from OPD. 3. Fill in the applicant's name, address and phone number. 4. Fill in the parcel's Zoning Map &Parcel ID, and zoning district(s), including any overlay districts. Information can be obtained from the Zoning Permit Application denial, the Building Department and/or the Office of Planning & Development (OPD). 5. Check off the status of the applicant. 1 APPENDIX A to Site Plan Approval Permit f. G:\PROJINFO\PROJECTS\98-241\Tit1e.DOC tZ^� CT�> n— ZZ '"tea y e- rts� v I Y ° a Lot 6 Abutters City of Northampton Assessor's Map No. 24B & 24D �—, Scale: 1" =200' 'D �aa J F N m N � r m ABUTTER LIST Charles E. &Jane Bibeau Automotive Realty Associates 65 Barrett St. 31 State Street-9`h Floor Northampton,MA 01060 Boston,MA 02109 Map 24B-009 Map 24B-049 George E.&Christen C. Guyette Victoria C. Weaver 63 Barrett Street 37 Barrett Street Northampton,MA 01060 Northampton,MA 01060 Map 24B-011 Map 24B-012 r., Pelops Realty Trust Kathleen Yarrows P.O. Box 369 6 Denise Court Tax Department Northampton,MA 01060 Boston,MA 02101-0369 Map 24B-013 Map 24B-046,048,257 Thomas Britton Percy&Rebecca A.Kindt C/o Peter Paniczko Duff S.Kindt&Gail E.Kindt Plumb Auto 40 Barrett Street 125 Carlon Drive Northampton,MA 01060 Northampton,MA 01060 Map 24B-044 Map 24B-046 Lot 4&5 Carlon Drive Richard C. &Particia A. Martin,Trustees Stanley&Dorothy Elkins 75 Harrison Avenue 17 Kensington Avenue Northampton,MA 01060 Northampton,MA 01060 Map 24B-044 Map 24B-045 C/o Northampton Planning Department Robert E.&Judy C. Suiiivatl (Re: Fire House—King Street) 31 Barrett Street pa Main Street Northampton,MA 01060 Northampton,MA 01060 Map 24B-024 Map 24B-048 Lot 7 Carlon Drive 1 pa \projinfo\projects\98-241\wpa\abutters.doc SECTION 5 Abutter List G:\PROJINFO\PROJECTS\98-241\Title.DGC POND ROUTING BY STOR-IND METHOD POND START FLOOD PEAK PEAK ------ PEAK FLOW ------- ---Qout--- NO. ELEV. ELEV. ELEV. STORAGE Qin Qout Qpri Qsec ATTEN. LAG (FT) (FT) (FT) (AF) (CFS) (CFS) (CFS) (CFS) ($) (MIN) 1 142.5 146.0 145.4 1.23 20. 81 5.57 5.57 0.00 73 42. 6 3 145.0 149.0 145.4 0.00 .74 .73 0 .2 4 144 .6 148.9 145.0 0.00 . 69 .68 0 .2 5 144.4 147.7 145.0 0.00 1.38 1.38 0 .2 6 144 .4 147.7 145.0 0.00 1.50 1.49 0 .2 7 144.5 147.0 146.3 .03 9.17 8.76 4 4.4 8 144 .0 147.8 145.0 0. 00 2.87 2.86 0 . 1 .m 9 143. 1 149.3 144.5 0.00 4.28 4.27 0 .2 10 142.5 150.0 143.9 0.00 4.27 4.26 0 .2 11 144 .2 150.2 146.0 0. 00 10.36 10.36 0 0.0 13 145.5 148.7 146.0 0.00 .74 .73 1 .2 14 145.5 148.7 146.8 0.00 3.90 3.88 1 .1 16 145.3 149.0 147.1 0.00 4.61 4.58 1 .2 21 145.0 146.0 145.7 .02 3.38 3.18 6 1.0 22 144 .5 146.0 145.9 .02 3. 18 3.16 3. 11 .05 1 .5 23 142.0 148.0 146. 6 0. 00 1.13 1.12 1. 12 0.00 1 0.0 w w w so �w ws Data for 98241 Carlon Medical -- Proposed 98241 Lot 6, Carlon Drive Proposed 100Yr. Prepared by Almer Huntley Jr. and Associates, Inc. 7 Dec 98 HydroCAD 5.01 000451 (c) 1986-1998 Applied Microcomputer Systems RUNOFF BY SCS TR-20 METHOD: TYPE III 24-HOUR RAINFALL= 6.50 IN, SCS U.H. RUNOFF SPAN = 10-20 HRS, dt= .10 HRS, 101 POINTS SUBCAT AREA Tc WGT`D PEAK Tpeak VOL NUMBER (ACRE) (MIN) --GROUND COVERS (%CN) -- CN C (CFS) (HRS) (AF) 1 1.40 22.6 100$71 71 - 3.42 12.28 .35 2 2. 16 19. 8 100%58 58 - 3.26 12.25 .34 PM 3 1. 40 12.2 37%58 21%98 42%71 72 - 4. 44 12.13 .37 5 . 15 6. 6 60%98 40%71 87 - .74 12.04 .05 7 .29 6.5 50%98 50%71 85 - 1.38 12.04 .10 9 .13 6.1 70%98 30$71 90 - . 69 12.03 .05 4" 10 .29 6.5 70%98 30%71 90 - 1.50 12.04 . 11 12 2.55 25.7 7098 30%71 90 - 9. 17 12.30 .99 16 .14 6.1 70%98 30%71 90 - .74 12.03 .05 17 .14 6.1 70598 30%71 90 - .74 12.03 .05 21 .18 2.1 5%61 95%98 96 - 1. 15 11.99 .07 22 .56 5.5 80%98 20%71 93 - 3. 17 12.02 .22 23 .18 1. 6 5%61 95%98 96 - 1.13 11. 99 .07 24 .20 6.0 100%98 98 - 1.14 12.03 .08 REACH ROUTING BY STOR-IND+TRANS METHOD REACH BOTTOM SIDE PEAK TRAVEL PEAK NO. DIAM WIDTH DEPTH SLOPES n LENGTH SLOPE VEL. TIME Qout (IN) (FT) (FT) (FT/FT) (FT) (FT/FT) (FPS) (MIN) (CFS) 2 - 5. 0 5.0 2.00 2. 00 .070 1000 .0001 .3 54.3 6.42 NM Proposed Conditions 100 Year Storm Routing POND ROUTING BY STOR-IND METHOD w POND START FLOOD PEAK PEAK ------ PEAK FLOW ------- ---Qout--- NO. ELEV. ELEV. ELEV. STORAGE Qin Qout Qpri Qsec ATTEN. LAG (FT) (FT) (FT) (AF) (CFS) (CFS) (CFS) (CFS) (%) (MIN) 1 142.5 146.0 144. 8 .97 15.85 4.48 4.48 0.00 72 41.1 3 145.0 149.0 145.3 0.00 .56 .56 0 .2 wr 4 144 .6 148. 9 144. 9 0. 00 .53 .53 1 .2 5 144.4 147.7 144. 9 0.00 1.04 1.03 0 .2 6 144.4 147.7 144. 9 0.00 1.16 1.16 0 .2 7 144.5 147.0 146. 1 .02 7.09 6.81 4 3.9 * 8 144.0 147. 8 144. 9 0.00 2.19 2.18 0 . 1 9 143.1 149.3 144.2 0.00 3.27 3.26 0 .2 10 142 .5 150.0 143. 6 0.00 3.26 3.23 1 .2 11 144 .2 150.2 145. 8 0.00 8.09 8.09 0 .1 w 13 145.5 148.7 145.9 0.00 .57 .57 1 .2 14 145.5 148.7 146.6 0.00 3.06 3.04 1 .1 16 145.3 149.0 146.5 0.00 3. 61 3.59 0 . 1 wA 21 145.0 146. 0 145.7 .02 2.70 2.53 6 1.0 22 144 .5 146. 0 145. 9 . 02 2.53 2.46 2.41 .05 3 2.8 23 142.0 148.0 146.5 0.00 .90 .90 . 90 0.00 0 .1 w� aw r Data for 98241 Carlon Medical -- Proposed 98241 Lot 6, Carlon Drive Proposed 25Yr. Prepared by Almer Huntley Jr. and Associates, Inc. 7 Dec 98 HydroCAD 5.01 000451 (c) 1986-1998 Applied Microcomputer Systems Awr RUNOFF BY SCS TR-20 METHOD: TYPE III 24-HOUR RAINFALL= 5.20 IN, SCS U.H. RUNOFF SPAN = 10-20 HRS, dt= .10 HRS, 101 POINTS SUBCAT AREA Tc WGT' D PEAK Tpeak VOL NUMBER (ACRE) (MIN) --GROUND COVERS (%CN) -- CN C (CFS) (HRS) (AF) 1 1. 40 22. 6 100%71 71 - 2.32 12.29 .24 2 2. 16 19. 8 10058 58 - 1. 88 12.28 .21 3 1.40 12.2 37%58 21%98 42%71 72 - 3. 04 12. 13 .25 5 .15 6. 6 60%98 40%71 87 - .56 12. 04 .04 7 .29 6.5 50%98 50$71 85 - 1.04 12.04 .08 9 .13 6. 1 70%98 30%71 90 - .53 12.03 .04 10 .29 6.5 70%98 30%71 90 - 1.16 12.04 .09 12 2.55 25.7 70%98 30%71 90 - 7.09 12.30 .76 16 .14 6.1 70%98 30%71 90 - .57 12.03 .04 17 . 14 6.1 70%98 30%71 90 - .57 12. 03 .04 21 .18 2. 1 5%61 95$98 96 - .91 11.99 .06 22 .56 5. 5 80$98 20%71 93 - 2.49 12.02 .18 23 .18 1. 6 5%61 95%98 96 - . 90 11. 99 .06 24 .20 6.0 100%98 98 - . 91 12.03 .07 REACH ROUTING BY STOR-IND+TRANS METHOD REACH BOTTOM SIDE PEAK TRAVEL PEAK NO. DIAM WIDTH DEPTH SLOPES n LENGTH SLOPE VEL. TIME Qout (IN) (FT) (FT) (FT/FT) (FT) (FT/FT) (FPS) (MIN) (CFS) Il1R 2 - 5.0 5. 0 2.00 2. 00 . 070 1000 .0001 .3 59.3 4.55 po Proposed Conditions 25 Year Storm Routing pp so so POND ROUTING BY STOR-IND METHOD POND START FLOOD PEAK PEAK ------ PEAK FLOW ------- ---Qout--- NO. ELEV. ELEV. ELEV. STORAGE Qin Qout Qpri Qsec ATTEN. LAG (FT) (FT) (FT) (AF) (CFS) (CFS) (CFS) (CFS) (%) (MIN) �w 1 142.5 146.0 144.6 .86 13.35 3.78 3.78 0.00 72 41.9 3 145.0 149.0 145.3 0. 00 . 48 .47 1 .3 4 144. 6 148.9 144.9 0.00 .46 .46 1 .2 5 144 .4 147.7 144. 9 0.00 .88 .88 no 0 .2 6 144 .4 147.7 144.9 0.00 1.00 1.00 0 .2 7 144 .5 147.0 146.0 . 01 6.13 6.13 0 1.2 8 144 .0 147.8 144. 8 0.00 1. 88 1.87 0 .2 no 9 143. 1 149.3 144.1 0. 00 2. 80 2.77 1 .2 10 142.5 150.0 143.5 0.00 2.77 2.78 0 .'2 11 144 .2 150.2 145.7 0.00 7.35 7.35 0 0.0 13 145.5 148.7 145.9 0. 00 .49 .49 1 .2 o 14 145.5 148.7 146.5 0.00 2.66 2.65 1 . 1 16 145.3 149.0 146.4 0.00 3.14 3.12 0 .1 21 145.0 146.0 145.7 .02 2.38 2.25 6 1.0 as 22 144.5 146.0 145. 9 . 02 2.25 2. 17 2.13 .05 3 .9 23 142.0 148.0 146.5 0. 00 .79 .80 . 80 0.00 0 . 1 .eA so w�. we Data for 98241 Carlon Medical -- Proposed 98241 Lot 6, Carlon Drive Proposed 10Yr. Prepared by Almer Huntley Jr. and Associates, Inc. 7 Dec 98 HydroCAD 5.01 000451 (c) 1986-1998 Applied Microcomputer Systems Pw RUNOFF BY SCS TR-20 METHOD: TYPE III 24-HOUR RAINFALL= 4 . 60 IN, SCS U.H. RUNOFF SPAN = 10-20 HRS, dt= . 10 HRS, 101 POINTS SUBCAT AREA Tc WGT'D PEAK Tpeak VOL NUMBER (ACRE) (MIN) --GROUND COVERS (RCN) -- CN C (CFS) (HRS) (AF) 40 1 1.40 22. 6 100%71 71 - 1.84 12.29 .19 2 2.16 19.8 100%58 58 - 1.32 12.30 .15 3 1.40 12.2 37%58 21%98 42%71 72 - 2. 42 12.13 .20 5 .15 6. 6 60%98 40%71 87 - . 48 12.05 .04 7 .29 6.5 50%98 50%71 85 - .88 12.05 .07 9 .13 6.1 70%98 30%71 90 - . 46 12.03 .03 10 .29 6.5 70%98 30%71 90 - 1. 00 12.04 .07 12 2.55 25.7 70%98 30%71 90 - 6. 13 12.30 .66 16 .14 6.1 70%98 30%71 90 - .49 12.03 .04 17 .14 6.1 70%98 30%71 90 - . 49 12.03 .04 21 .18 2.1 5%61 95%98 96 - . 80 11.99 .05 22 .56 5.5 80%98 20%71 93 - 2.17 12.02 .15 23 . 18 1. 6 5%61 95%98 96 - .79 11.99 .05 40 24 .20 6. 0 100%98 98 - . 81 12.03 .06 REACH ROUTING BY STOR-IND+TRANS METHOD REACH BOTTOM SIDE PEAK TRAVEL PEAK NO. DIAM WIDTH DEPTH SLOPES n LENGTH SLOPE VEL. TIME Qout (IN) (FT) (FT) (FT/FT) (FT) (FT/FT) (FPS) (MIN) (CFS) AR! 2 - 5.0 5.0 2.00 2.00 .070 1000 . 0001 .3 63.6 3.57 ON pm Proposed Conditions 10 Year Storm Routing POND 23 DMH 1 Qin = .49 CFS @ 11.99 HRS, VOLUME= .03 AF Qout= .48 CFS @ 11. 99 HRS, VOLUME= . 03 AF, ATTEN= 0$, LAG= .1 MIN pw Qpri= .48 CFS @ 11. 99 HRS, VOLUME= .03 AF Qsec= 0.00 CFS @ 0. 00 HRS, VOLUME= 0.00 AF ELEVATION CUM.STOR STOR-IND METHOD (FT) (CF) PEAK STORAGE = 54 CF 142.0 0 PEAK ELEVATION= 146.4 FT 144.0 25 FLOOD ELEVATION= 148.0 FT 146.0 50 START ELEVATION= 142.0 FT 147.5 67 SPAN= 10-20 HRS, dt=.l HRS 148.0 80 Tdet= 20.2 MIN ( .03 AF) I # ROUTE INVERT OUTLET DEVICES 1 P 146.0' 10" CULVERT n=.01 L=175' S=. 006'/ ' Ke=.S Cc=.9 Cd=. 6 2 S 147.5' 20' BROAD-CRESTED RECTANGULAR WEIR X 1.81 Q=C L H^1.5 C=O, 0, 0, 1.94, 1.92, 1.89, 1. 92, 1.97 Primary Discharge AA1A1=Culvert Secondary Discharge AAAi2=Broad-Crested Rectangular Weir OR POND 21 Drainage Swale Qin = 1.47 CFS @ 12.00 HRS, VOLUME= . 10 AF Qout= 1.34 CFS @ 12.02 HRS, VOLUME= .08 AF, ATTEN= 9%, LAG= 1.4 MIN ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD w (FT) (SF) (CF) (CF) PEAK STORAGE = 879 CF 144.5 100 0 0 PEAK ELEVATION= 145.6 FT 145.0 440 135 135 FLOOD ELEVATION= 146.0 FT 146.0 2000 1220 1355 START ELEVATION= 145.0 FT SPAN= 10-20 HRS, dt=.1 HRS Tdet= 68. 6 MIN ( .08 AF) a� # ROUTE INVERT OUTLET DEVICES 1 P 145.5' 10' BROAD-CRESTED RECTANGULAR WEIR X 1.81 Q=C L H^1.5 C=O, 0, 0, 1.94, 1. 92, 1. 89, 1. 92, 1. 97 POND 22 Infiltration Pond Qin = 1.34 CFS @ 12.02 HRS, VOLUME= .08 AF Qout= 1.52 CFS @ 12.11 HRS, VOLUME= .07 AF, ATTEN= 0%, LAG= 5.1 MIN Qpri= 1.48 CFS @ 12.11 HRS, VOLUME= .04 AF Qsec= .05 CFS @ 12. 13 HRS, VOLUME= . 03 AF ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD (FT) (SF) (CF) (CF) PEAK STORAGE = 1014 CF 144.5 100 0 0 PEAK ELEVATION= 145.9 FT on 145.0 750 213 213 FLOOD ELEVATION= 146.0 FT 146.0 1130 940 1153 START ELEVATION= 144.5 FT SPAN= 10-20 HRS, dt=.1 HRS Tdet= 101.8 MIN ( .07 AF) * # ROUTE INVERT OUTLET DEVICES 1 S 144.5' EXFILTRATION V= .002778 FPM over (SURFACE AREA - 100 SF) 2 P 145. 8 ' 25' BROAD-CRESTED RECTANGULAR WEIR X 1. 81 Q=C L H^1.5 C=O, 0, 0, 1. 94, 1. 92, 1. 89, 1. 92, 1. 97 ■w Primary Discharge AAA2=Broad-Crested Rectangular Weir Secondary Discharge so AAA1=Exfiltration w POND 13 CB 3 Qin = .27 CFS @ 12. 04 HRS, VOLUME= .02 AF Qout= .27 CFS @ 12.04 HRS, VOLUME= .02 AF, ATTEN= 1%, LAG= .3 MIN ELEVATION CUM.STOR STOR-IND METHOD (FT) (CF) PEAK STORAGE = 4 CF 145.5 0 PEAK ELEVATION= 145.8 FT 147.5 25 FLOOD ELEVATION= 148.7 FT 148.7 40 START ELEVATION= 145.5 FT SPAN= 10-20 HRS, dt=.1 HRS Tdet= .5 MIN ( .02 AF) Pa # ROUTE INVERT OUTLET DEVICES 1 P 145.5' 15" CULVERT n=.015 L=12' S=.005 '/ ' Ke=.5 Cc=. 9 Cd=.6 POND 14 CB 4 Qin = 1.54 CFS @ 12.03 HRS, VOLUME= .11 AF Qout= 1.53 CFS @ 12.03 HRS, VOLUME= .11 AF, ATTEN= 1%, LAG= .1 MIN ELEVATION CUM.STOR STOR-IND METHOD (FT) (CF) PEAK STORAGE = 9 CF 145.5 0 PEAK ELEVATION= 146.2 FT 147.5 25 FLOOD ELEVATION= 148.7 FT 148.7 40 START ELEVATION= 145.5 FT SPAN= 10-20 HRS, dt=.1 HRS Tdet= .3 MIN ( .11 AF) # ROUTE INVERT OUTLET DEVICES 1 P 145.5' 15" CULVERT n=.015 L=23' S=.005'/' Ke=.5 Cc=. 9 Cd=. 6 POND 16 DMH 2 Qin = 1.80 CFS @ 12.03 HRS, VOLUME= .13 AF Qout= 1.79 CFS @ 12.03 HRS, VOLUME= .13 AF, ATTEN= 0%, LAG= .1 MIN ELEVATION CUM.STOR STOR-IND METHOD (FT) (CF) PEAK STORAGE = 10 CF 145.3 0 PEAK ELEVATION= 146.1 FT 147.3 25 FLOOD ELEVATION= 149.0. FT 149.0 46 START ELEVATION= 145.3 FT SPAN= 10-20 HRS, dt=.1 HRS Tdet= .2 MIN ( .13 AF) # ROUTE INVERT OUTLET DEVICES 1 P 145.3' 15" CULVERT n=.015 L=210' S=.005'/' Ke=.5 Cc=.9 Cd=. 6 POND 9 DMH 4 w� Qin = 1. 48 CFS @ 12.06 HRS, VOLUME= .11 AF Qout= 1. 49 CFS @ 12.06 HRS, VOLUME= . 11 AF, ATTEN= 0$, LAG= .2 MIN ELEVATION CUM.STOR STOR-IND METHOD (FT) (CF) PEAK STORAGE = 9 CF 143. 1 0 PEAK ELEVATION= 143.8 FT 144.0 11 FLOOD ELEVATION= 149.3 FT , 145.0 24 START ELEVATION= 143.1 FT 146.0 36 SPAN= 10-20 HRS, dt=.1 HRS 147.0 49 Tdet= .3 MIN ( .11 AF) 148.0 61 an 149.3 78 # ROUTE INVERT OUTLET DEVICES 1 P 143.1' 15" CULVERT no n=.015 L=107 ' S=.005'1 ' Ke=.5 Cc=.9 Cd=.6 POND 10 DMH 3 No Qin = 1.49 CFS @ 12.06 HRS, VOLUME= . 11 AF Qout= 1. 49 CFS @ 12.06 HRS, VOLUME= .11 AF, ATTEN= 0$, LAG= .2 MIN wo ELEVATION CUM.STOR STOR-IND METHOD (FT) (CF) PEAK STORAGE = 9 CF 142.5 0 PEAK ELEVATION= 143.2 FT ao 143. 0 6 FLOOD ELEVATION= 150.0 FT 144.0 19 START ELEVATION= 142.5 FT 146.0 44 SPAN= 10-20 HRS, dt=.1 HRS 148.0 69 Tdet= .3 MIN ( .11 AF) 150.0 94 # ROUTE INVERT OUTLET DEVICES Ire 1 P 142.5` 15" CULVERT n=.015 L=200' S=.0051/' Ke=.5 Cc=.9 Cd=.6 POND 11 DMH 6 Qin = 4. 09 CFS @ 12.30 HRS, VOLUME= .49 AF Qout= 4. 09 CFS @ 12.30 HRS, VOLUME= . 49 AF, ATTEN= 0%, LAG= 0.0 MIN ELEVATION CUM.STOR STOR-IND METHOD (FT) (CF) PEAK STORAGE = 13 CF 144 .2 0 PEAK ELEVATION= 145.3 FT 146.2 25 FLOOD ELEVATION= 150.2 FT 148.2 50 START ELEVATION= 144.2 FT 150.2 75 SPAN= 10-20 HRS, dt=. 1 HRS Tdet= .1 MIN ( .49 AF) # ROUTE INVERT OUTLET DEVICES 1 P 144.2' 24" CULVERT ' n=.015 L=30' S=.005 '/' Ke=.5 Cc=. 9 Cd=. 6 ewe POND 6 CB 8 Qin = .56 CFS @ 12.05 HRS, VOLUME= .04 AF Qout= .55 CFS @ 12.05 HRS, VOLUME= .04 AF, ATTEN= 0%, LAG= .3 MIN ELEVATION CUM.STOR STOR-IND METHOD (FT) (CF) PEAK STORAGE = 4 CF 144.4 0 PEAK ELEVATION= 144.8 FT 145.0 8 FLOOD ELEVATION= 147.7 FT 146. 0 20 START ELEVATION= 144.4 FT 147.0 33 SPAN= 10-20 HRS, dt=.1 HRS 147.7 41 Tdet= .3 MIN ( .04 AF) # ROUTE INVERT OUTLET DEVICES 1 P 144 .4' 15" CULVERT n=. 015 L=26' S=.012'/ ' Ke=.5 Cc=.9 Cd=. 6 POND 7 CULVERT 24" Qin = 3.39 CFS @ 12.31 HRS, VOLUME= .36 AF Qout= 3.39 CFS @ 12.33 HRS, VOLUME= .36 AF, ATTEN= 0%, LAG= 1.4 MIN ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD (FT) (SF) (CF) (CF) PEAK STORAGE = 397 CF 144.5 4 0 0 PEAK ELEVATION= 145.6 FT 145.0 200 51 51 FLOOD ELEVATION= 147.0 FT At 146.0 900 550 601 START ELEVATION= 144.5 FT 147.0 3600 2250 2851 SPAN= 10-20 HRS, dt=.1 HRS Tdet= 2.7 MIN ( .36 AF) # ROUTE INVERT OUTLET DEVICES 1 P 144.7' 24" CULVERT n=.015 L=60' S=.005'/ ' Ke=.5 Cc=.9 Cd=. 6 " POND 8 DMH 5 Qin = .98 CFS @ 12.05 HRS, VOLUME= .07 AF Qout= . 99 CFS @ 12.06 HRS .07 AF, ATTEN= 0%, LAG= .2 MIN ELEVATION CUM.STOR STOR-IND METHOD (FT) (CF) PEAK STORAGE = 7 CF 144.0 0 PEAK ELEVATION= 144.6 FT 145.0 13 FLOOD ELEVATION= 147.8. FT 146. 0 25 START ELEVATION= 144.0 FT 147.0 38 SPAN= 10-20 HRS, dt=.1 HRS 147.8 48 Tdet= .3 MIN ( .07 AF) # ROUTE INVERT OUTLET DEVICES 1 P 144.0' 15" CULVERT n=.015 L=161' 5=.0051/ ' Ke=.S Cc=.9 Cd=. 6 w POND 3 CB 7 Qin = .25 CFS @ 12.05 HRS, VOLUME= .02 AF Qout= .25 CFS @ 12.06 HRS, VOLUME= .02 AF, ATTEN= 0%, LAG= .4 MIN ELEVATION CUM.STOR STOR-IND METHOD " (FT) (CF) PEAK STORAGE = 3 CF 145.0 0 PEAK ELEVATION= 145.2 FT 146.0 12 FLOOD ELEVATION= 149.0 FT 147.0 25 START ELEVATION= 145.0 FT 148.0 37 SPAN= 10-20 HRS, dt=.1 HRS 149.0 50 Tdet= .3 MIN ( .02 AF) on # ROUTE INVERT OUTLET DEVICES 1 P 145.0' 15" CULVERT n=.015 L=20' S=.09'/ ' Ke=.5 Cc=.9 Cd=.6 am POND 4 CB 5 Qin = .25 CFS @ 12.04 HRS, VOLUME= .02 AF 00 Qout= .25 CFS @ 12.04 HRS, VOLUME= .02 AF, ATTEN= 1%, LAG= .3 MIN ELEVATION CUM.STOR STOR-IND METHOD (FT) (CF) PEAK STORAGE = 3 CF No 144. 6 0 PEAK ELEVATION= 144.8 FT 145.0 5 FLOOD ELEVATION= 148.9 FT 146. 0 18 START ELEVATION= 144.6 FT no 147.0 30 SPAN= 10-20 HRS, dt=.1 HRS 148.0 43 Tdet= .3 MIN ( .02 AF) 148.9 48 on # ROUTE INVERT OUTLET DEVICES 1 P 144. 6' 15" CULVERT n=.015 L=25' S=.0548 '/' Ke=.5 Cc=. 9 Cd=.6 POND 5 CB 9 Qin = . 44 CFS @ 12.05 HRS, VOLUME= .03 AF ow Qout= . 44 CFS @ 12.06 HRS, VOLUME= .03 AF, ATTEN= 0%, LAG= .3 MIN ELEVATION CUM.STOR STOR-IND METHOD (FT) (CF) PEAK STORAGE = 4 CF ow 144. 4 0 PEAK ELEVATION= 144.7 FT 145.0 8 FLOOD ELEVATION= 147.7 FT 146.0 20 START ELEVATION= 144.4 FT aie 147.0 33 SPAN= 10-20 HRS, dt=.1 HRS 147.7 41 Tdet= .4 MIN ( .03 AF) # ROUTE INVERT OUTLET DEVICES 1 P 144.4 ' 15" CULVERT n=.015 L=30' S=.01'1 ' Ke=.S Cc=.9 Cd=.6 sa ( REACH 2 Barrett St.Brook Qin = 1.03 CFS @ 13.73 HRS, VOLUME= .34 AF Qout= .67 CFS @ 16.98 HRS, VOLUME= .24 AF, ATTEN= 34%, LAG= 195.4 MIN DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) 5' x 5' CHANNEL STOR-IND+TRANS METHOD 0.0 0.0 0.00 SIDE SLOPE= 2 '/ ' PEAK DEPTH= .77 FT . 5 2. 6 .32 n= . 07 PEAK VELOCITY= .2 FPS 1. 0 5.5 . 97 LENGTH= 1000 FT TRAVEL TIME = 103.7 MIN 1.5 8 . 6 1. 87 SLOPE= .0001 FT/FT SPAN= 10-20 HRS, dt=.1 HRS 2.2 13. 1 3.36 3.0 19.5 5. 82 4 .0 28.0 9.46 5. 0 37.5 13. 94 POND 1 Detention Pond Qin = 7.28 CFS @ 12. 11 HRS, VOLUME= .72 AF Qout= .83 CFS @ 13.75 HRS, VOLUME= .23 AF, ATTEN= 89$, LAG= 98.3 MIN Qpri= .83 CFS @ 13.75 HRS, VOLUME= .23 AF Qsec= 0.00 CFS @ 0.00 HRS, VOLUME= 0.00 AF ELEVATION CON.AREA INC.STOR CUM.STOR WET.AREA STOR-IND METHOD (FT) (SF) (CF) (CF) (SF) PEAK STORAGE = 27993 CF 142.0 10928 0 0 10928 PEAK ELEVATION= 144.0 FT 143.0 13650 12264 12264 13678 FLOOD ELEVATION= 146.0 FT }' 144.0 16484 15045 27309 16545 START ELEVATION= X42.,5 FT 145. 0 20611 18509 45818 20700 SPAN= 10-20 HRS, dt=.1 HRS 146.0 24405 22481 68299 24531 Tdet= 383.7 MIN ( .09 AF) # ROUTE INVERT OUTLET DEVICES 1 S 145.5' 10' BROAD-CRESTED RECTANGULAR WEIR X 1. 81 Q=C L H^1.5 C=O, 0, 0, 1. 94, 1.92, 1. 89, 1.92, 1.97 2 3 142.5' .25 ' x l' ORIFICE/GRATE Q=. 6 Width 2/3 SQR(2g) (H^1.5 - (H-Height] ^1.5) 3 P 142.5' 18" CULVERT n=.015 L=60' 5=.005'/ ' Ke=. S Cc=. 9 Cd=. 6 TW=144 ' 4 3 143.5' .67 ' x l' ORIFICE/GRATE Q=.6 Width 2/3 SQR(2g) (H^1. 5 - (H-Height] ^1.5) Primary Discharge AAA3=Culvert AAA2=Orifice/Grate AAA4=Orifice/Grate Secondary Discharge AAA1=Broad-Crested Rectangular Weir wo «p SUBCATCHI�NT 22 SUBCATCHMENT 22 PEAK= 1.27 CFS @ 12.02 HRS, VOLUME= .09 AF No PERCENT CN SCS TR-20 METHOD 80.00 98 PAVEMENT/BUILDING TYPE III 24-HOUR ■w 20.00 71 GRASS RAINFALL= 2.90 IN 100.00 93 TOTAL AREA = .56 AC SPAN= 10-20 HRS, dt=.1 HRS Method Comment Tc (min) w TR-55 SHEET FLOW Segment ID: 3.2 Grass: Short n=.15 L=20' 22=2.9 in s=.015 TR-55 SHEET FLOW Segment ID: 1.3 , Smooth surfaces n=.011 L=75' 22=2. 9 in s=.01 SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1.0 Paved Kv=20.3282 L=120' s=.01 '/' V=2.03 fps Total Length= 215 ft Total Tc= 5.5 SUBCATCHI4ENT 23 DB 23 Parking an PEAK= .49 CFS @ 11.99 HRS, VOLUME= .03 AF PERCENT CN SCS TR-20 METHOD 5.00 61 Landscaping TYPE III 24-HOUR 95.00 98 Parking RAINFALL= 2. 90 IN 100.00 96 TOTAL AREA = .18 AC SPAN= 10-20 HRS, dt=.l HRS Method Comment Tc (min) TR-55 SHEET FLOW Segment ID: 1.3 Smooth surfaces n=.011 L=70' P2=2.9 in s=.01 '/ ' No SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: .3 Paved Kv=20.3282 L=30' s=.005 '/ ' V=1.44 fps . Total Length= 100 ft Total Tc= 1.6 no SUBCATCHMENT 24 DB 24 Building Roof ow PEAK= .50 CFS @ 12.03 HRS, VOLUME= .04 AF PERCENT CN SCS TR-20 METHOD go, 100.00 98 Building Roof TYPE III 24-HOUR TOTAL AREA = .20 AC RAINFALL= 2.90 IN SPAN= 10-20 HRS, dt=.1 HRS s� Method Comment Tc (min) DIRECT ENTRY Segment ID: Roof Drain 6.0 MP No SUBCATCHMENT 16 DRAINAGE AREA 16 PEAK= .27 CFS @ 12.04 HRS, VOLUME= .02 AF PERCENT CN SCS TR-20 METHOD 70. 00 98 PAVEMENT TYPE III 24-HOUR 30.00 71 GRASS RAINFALL= 2.90 IN 100.00 90 TOTAL AREA = .14 AC SPAN= 10-20 HRS, dt=.1 HRS Method Comment Tc (min) TR-55 SHEET FLOW 4.1 Grass: Dense n=.24 L=20' P2=2.9 in s=.02 TR-55 SHEET FLOW 1.0 Smooth surfaces n=.011 L=50' P2=2. 9 in 5=.01 SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1.0 Paved Kv=20.3282 L=125' 5=.01 '/ ' V=2. 03 fps Total Length= 195 ft Total Tc= 6.1 SUBCATCHMENT 17 DRAINAGE AREA 17 PEAK= .27 CFS @ 12. 04 HRS, VOLUME= .02 AF PERCENT CN SCS TR-20 METHOD 70.00 98 PAVEMENT TYPE III 24-HOUR 30. 00 71 GRASS RAINFALL= 2.90 IN 100.00 90 TOTAL AREA = . 14 AC SPAN= 10-20 HRS, dt=.1 HRS Method Comment Tc (min) TR-55 SHEET FLOW 4.1 Grass: Dense n=.24 L=20' P2=2. 9 in s=.02 TR-55 SHEET FLOW 1.0 Smooth surfaces n=.011 L=50' P2=2. 9 in s=.01 SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1.0 Paved Kv=20.3282 L=125' 5=.01 '/ ' V=2.03 fps Total Length= 195 ft Total Tc= 6.1 SU13CATCM4ENT 21 DB 21 Parking PEAK= .49 CFS @ 11.99 HRS, VOLUME= .03 AF PERCENT CN SCS TR-20 METHOD 5.00 61 Landscaping TYPE III 24-HOUR po 95. 00 98 Parking RAINFALL= 2. 90 IN 100.00 96 TOTAL AREA = .18 AC SPAN= 10-20 HRS, dt=.1 HRS Method Comment Tc (min) TR-55 SHEET FLOW Segment ID: 1.7 Smooth surfaces n=.011 L=100' P2=2. 9 in s=.01 SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: •4 PP Paved Kv=20.3282 L=50' 5=.01 '/ ' V=2.03 fps SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 0.0 Grassed Waterway Kv=15 L=10' s=5 '/ ' V=33.54 fps Total Length= 160 ft Total Tc= 2.1 SUBCATCHMENT 10 DRAINAGE AREA 10 we PEAK= .56 CFS @ 12.05 HRS, VOLUME= .04 AF PERCENT CN SCS TR-20 METHOD 70.00 98 PAVEMENT TYPE III 24-HOUR 30.00 71 Grass RAINFALL= 2.90 IN 100.00 90 TOTAL AREA = .29 AC SPAN= 10-20 HRS, dt=.1 HRS Method Comment Tc (min) TR-55 SHEET FLOW 4.1 Grass: Dense n=.24 L=20' P2=2.9 in s=.02 TR-55 SHEET FLOW 1.1 ' Smooth surfaces n=.011 L=50' P2=2.9 in s=. 0075 SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1.3 Paved Kv=20.3282 L=140' s=. 0075 '/ ' V=1.76 fps ew Total Length= 210 ft Total Tc= 6.5 SUBCATCHMENT 12 DRAINAGE AREA 12 ► PEAK= 3.39 CFS @ 12.31 HRS, VOLUME= .36 AF PERCENT CN SCS TR-20 METHOD ■w 70.00 98 PAVEMENT/Buildings TYPE III 24-HOUR 30.00 71 GRASS / SOIL GROUP C RAINFALL= 2. 90 IN 100.00 90 TOTAL AREA = 2.55 AC SPAN= 10-20 HRS, dt=.1 HRS w" Method Comment 1'c (min) TR-55 SHEET FLOW 1.3 Smooth surfaces n=.011 L=50' P2=2.9 in s=. 005 TR-55 SHEET FLOW 15.0 Grass: Dense n=.24 L=50' P2=2. 9 in s=.005 SHALLOW CONCENTRATED/UPLAND FLOW 8.4 Short Grass Pasture Kv=7 L=250' s=.005 '/ ' V=.49 fps PARABOLIC CHANNEL Segment ID: 1.0 W=15' D=1' a=10 sq-ft Pw=15.2' r=. 659' s=.0075 '/ ' n=.03 V=3.25 fps L=200' Capacity=32.5 cfs ■* Total Length= 550 ft Total Tc= 25.7 e wo w. No x pal SUBCATCHMENT 5 DRAINAGE AREA 5 PEAK= .25 CFS @ 12.05 HRS, VOLUME= .02 AF PERCENT CN SCS TR-20 METHOD 60.00 98 PAVEMENT TYPE III 24-HOUR 40. 00 71 Grass RAINFALL= 2.90 IN 100.00 87 TOTAL AREA = .15 AC SPAN= 10-20 HRS, dt=.1 HRS Method Comment Tc (min) TR-55 SHEET FLOW 4.1 Grass: Dense n=.24 L=20' P2=2.9 in s=.02 TR-55 SHEET FLOW 1.1 Smooth surfaces n=. 011 L=50' P2=2.9 in s=.0075 SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1.4 Paved Kv=20.3282 L=150' s=.0075 '/ ' V=1.76 fps Total Length= 220 ft Total Tc= 6.6 SUBCATCHMENT 7 DRAINAGE AREA 7 PEAK= .44 CFS @ 12.05 HRS, VOLUME= .03 AF PERCENT CN SCS TR-20 METHOD 50. 00 98 PAVEMENT TYPE III 24-HOUR 50.00 71 Grass RAINFALL= 2.90 IN 100.00 85 TOTAL AREA = .29 AC SPAN= 10-20 HRS, dt=.1 HRS Method Comment Tc (min) TR-55 SHEET FLOW 4.1 Grass: Dense n=.24 L=20' P2=2. 9 in s=.02 TR-55 SHEET FLOW 1.1 Smooth surfaces n=.011 L=50' P2=2. 9 in s=.0075 SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1.3 Paved Kv=20.3282 L=140 ' s=. 0075 '/ ' V=1.76 fps Total Length= 210 ft Total Tc= 6.5 SUBCATCHMENT 9 DRAINAGE AREA 9 PEAK= .25 CFS @ 12.04 HRS, VOLUME= .02 AF PERCENT CN SCS TR-20 METHOD 70.00 98 PAVEMENT TYPE III 24-HOUR MR 30.00 71 Grass RAINFALL= 2.90 IN 100.00 90 TOTAL AREA = 13 AC SPAN= 10-20 HRS, dt=.1 HRS Method Comment Tc (min) TR-55 SHEET FLOW 4.1 Grass: Dense n=.24 L=20 ' P2=2. 9 in s=.02 TR-55 SHEET FLOW 1.1 Smooth surfaces n=.011 L=50' P2=2.9 in s=.0075 SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: •9 Paved Kv=20.3282 L=100' s=.0075 '/' V=1.76 fps ---------- Total Length= 170 ft Total Tc= 6.1 Im so SUBCATCHMENT 1 DRAINAGE AREA 1 PEAK= . 64 CFS @ 12.32 HRS, VOLUME= .07 AF PERCENT CN SCS TR-20 METHOD 100.00 71 Grass/Natural TYPE III 24-HOUR TOTAL AREA = 1.40 AC RAINFALL= 2. 90 IN SPAN= 10-20 HRS, dt=.1 HRS Method Comment Tc (min) TR-55 SHEET FLOW Segment ID: GRASS 22.6 Woods: Light underbrush n=.4 L=100' 22=2.9 in s=.02 SUBCATCHMENT 2 DRAINAGE AREA 2 PEAK= . 19 CFS @ 12.48 HRS, VOLUME= .04 AF arb PERCENT CN SCS TR-20 METHOD 100.00 58 GRASS / SOIL GROUP C TYPE III 24-HOUR +'s TOTAL AREA = 2. 16 AC RAINFALL= 2.90 IN SPAN= 10-20 HRS, dt=.1 HRS Method Comment Tc (min) 00 TR-55 SHEET FLOW Segment ID: GRASS 19. 8 Grass: Dense n=.24 L=100' P2=2.9 in S=.01 SUBCATCHMENT 3 DB 3 Overland to Pond PEAK= . 86 CFS @ 12.15 HRS, VOLUME= .08 AF No PERCENT CN SCS TR-20 METHOD 37. 00 58 Grass, Hyd. B TYPE III 24-HOUR 21.00 98 Detention Pond RAINFALL= 2.90 IN 42.00 71 Grass Hyd. C SPAN= 10-20 HRS, dt=.1 HRS 100.00 72 TOTAL AREA = 1.40 AC Method Comment Tc (min) TR-55 SHEET FLOW Segment ID: 12.2 Grass: Short n=.15 L=100' 22=2.9 in s=.013 ws : POND ROUTING BY STOR-IND METHOD POND START FLOOD PEAK PEAK ------ PEAK FLOW ------- ---Qout--- NO. ELEV. ELEV. ELEV. STORAGE Qin Qout Qpri Qsec ATTEN. LAG (FT) (FT) (FT) (AF) (CFS) (CFS) (CFS) (CFS) ($) (MIN) 1 142.5 146.0 144.0 .64 7.28 . 83 .83 0.00 89 98.3 3 145.0 149.0 145.2 0. 00 .25 .25 0 .4 4 144.6 148.9 144.8 0.00 .25 .25 1 .3 g 5 144.4 147.7 144.7 0.00 .44 .44 0 .3 6 144 .4 147.7 144 . 8 0. 00 .56 .55 0 .3 7 144.5 147.0 145. 6 .01 3. 39 3.39 0 1.4 8 144.0 147.8 144.6 0. 00 .98 .99 0 .2 9 143.1 149.3 143. 8 0.00 1. 48 1. 49 0 .2 10 142.5 150.0 143.2 0. 00 1.49 1.49 0 .2 11 144.2 150.2 145.3 0.00 4.09 4.09 0 0.0 13 145.5 148.7 145. 8 0.00 .27 .27 1 .3 14 145.5 148.7 146.2 0. 00 1.54 1. 53 1 .1 16 145.3 149.0 146. 1 0.00 1. 80 1.79 0 .1 21 145.0 146. 0 145.6 .02 1. 47 1.34 9 1. 4 22 144.5 146.0 145.9 . 02 1.34 1.52 1.48 .05 0 5.1 23 142.0 148.0 146.4 0.00 . 49 .48 . 48 0. 00 0 .1 4, RUNOFF BY SCS TR-20 METHOD: TYPE III 24-HOUR RAINFALL= 2.90 IN, SCS U.H. RUNOFF SPAN = 10-20 HRS, dt= .10 HRS, 101 POINTS SUBCAT AREA Tc WGT'D PEAK Tpeak VOL NUMBER (ACRE) (MIN) --GROUND COVERS (%CN) -- CN C (CFS) (HRS) (AF) 1 1. 40 22. 6 100%71 71 - .64 12.32 .07 2 2.16 19.8 100558 58 - .19 12.48 .04 3 1.40 12.2 37%58 219698 42%71 72 - .86 12.15 .08 5 .15 6. 6 60%98 40%71 87 - .25 12.05 .02 7 .29 6.5 50$98 50%71 85 - .44 12.05 .03 wee 9 . 13 6.1 70%98 30%71 90 - .25 12.04 .02 10 .29 6.5 70%98 30%71 90 - .56 12.05 .04 12 2.55 25.7 70%98 30$71 90 - 3.39 12.31 .36 16 . 14 6. 1 70%98 30%71 90 - .27 12.04 .02 17 .14 6. 1 70%98 30%71 90 - .27 12.04 .02 21 .18 2. 1 5$61 95%98 96 - . 49 11.99 .03 22 .56 5.5 80%98 20%71 93 - 1.27 12.02 .09 23 .18 1. 6 5%61 95%98 96 - .49 11.99 .03 24 .20 6.0 100%98 98 - .50 12.03 .04 REACH ROUTING BY STOR-IND+TRANS METHOD iw REACH BOTTOM SIDE PEAK TRAVEL PEAK NO. DIAM WIDTH DEPTH SLOPES n LENGTH SLOPE VEL. TIME Qout an (IN) (FT) (FT) (FT/FT) (FT) (FT/FT) (FPS) (MIN) (CFS) 2 - 5.0 5.0 2.00 2.00 .070 1000 . 0001 .2 103.7 .67 .w on op ! Data for 98241 Carlon Medical -- Proposed Page 1 Prepared by Almer Huntley Jr. and Associates, Inc. 7 Dec 98 HydroCAD 5. 01 000451 (c) 1986-1998 Applied Microcomputer Systems f WATERSHED ROUTING SUBCATCHMENT 1 = DRAINAGE AREA 1 -> REACH 2 SUBCATCHMENT 2 = DRAINAGE AREA 2 -> REACH 2 SUBCATCHMENT 3 = DB 3 Overland to Pond -> POND 1 SUBCATCHMENT 5 = DRAINAGE AREA 5 -> POND 3 SUBCATCHMENT 7 = DRAINAGE AREA 7 -> POND 5 SUBCATCHMENT 9 = DRAINAGE AREA 9 -> POND 4 SUBCATCHMENT 10 = DRAINAGE AREA 10 -> POND 6 SUBCATCHMENT 12 = DRAINAGE AREA 12 -> POND 7 SUBCATCHMENT 16 = DRAINAGE AREA 16 -> POND 13 SUBCATCHMENT 17 = DRAINAGE AREA 17 -> POND 14 SUBCATCHMENT 21 = DB 21 Parking -> POND 21 SUBCATCHMENT 22 = SUBCATCHMENT 22 -> POND 14 OR SUBCATCHMENT 23 = DB 23 Parking -> POND 23 SUBCATCHMENT 24 = DB 24 Building Roof -> POND 21 REACH 2 = Barrett St.Brook -> POND 1 = Detention Pond -> REACH 2 POND 1 secondary = Detention Pond -> REACH 2 POND 3 = CB 7 -> POND 9 POND 4 = CB 5 _ -> POND 9 POND 5 = CB 9 -> POND 8 POND 6 = CB 8 -> POND 8 POND 7 = CULVERT 24" -> POND 11 ., POND 8 = DMH 5 -> POND 9 POND 9 = DMH 4 -> POND 10 POND 10 = DMH 3 -> POND 1 POND 11 = DMH 6 -> POND 1 POND 13 = CB 3 -> POND 16 POND 14 = CB 4 -> POND 16 POND 16 = DMH 2 -> POND 11 POND 21 = Drainage Swale -> POND 22 POND 22 = Infiltration Pond -> POND 1 POND 23 = DMH 1 -> POND 21 POND 23 secondary = DMH 1 -> POND 21 ( ew Proposed Conditions 2 Year Storm Routing POND ROUTING BY STOR-IND METHOD POND START FLOOD PEAK PEAK ------ PEAK FLOW ------- ---Qout--- NO. ELEV. ELEV. ELEV. STORAGE Qin Qout Qpri Qsec ATTEN. LAG (FT) (FT) (FT) (AF) (CFS) (CFS) (CFS) (CFS) (%) (MIN) 1 142.5 146.0 145.5 1.29 21.22 5.78 5.78 0.00 73 41.5 3 145.0 149.0 145.4 0.00 .74 .73 0 .2 4 144 .6 148. 9 145.0 0.00 .69 .68 0 .2 5 144.4 147.7 145.0 0.00 1.38 1.38 0 .2 6 144 .4 147.7 145.0 0.00 1.50 1.49 0 .2 7 144.5 147.0 146.3 .03 9.17 8.76 4 4.4 8 144. 0 147. 8 145.0 0.00 2.87 2.86 0 .1 9 143.1 149.3 144.5 0.00 4.28 4.27 0 .2 10 142 .5 150.0 143.9 0.00 4.27 4.26 0 .2 11 144 .2 150.2 146.0 0.00 10.36 10.36 0 0.0 13 145.5 148.7 146.0 0.00 .74 .73 1 .2 14 145.5 148.7 146.8 0.00 3.90 3.88 1 .1 16 145.3 149.0 147.1 0.00 4. 61 4.58 1 .2 �. so no rw ws tee. ,.w so, Data for 98241 Carlon Medical -- Exist 98241 Lot 6, Carlon Drive Existing 100Yr. Prepared by Almer Huntley Jr. and Associates, Inc. 7 Dec 98 HydroCAD 5.01 000451 (c) 1986-1998 Applied Microcomputer Systems RUNOFF BY SCS TR-20 METHOD: TYPE III 24-HOUR RAINFALL= 6.50 IN, SCS U.H. RUNOFF SPAN = 10-20 HRS, dt= . 10 HRS, 101 POINTS SUBCAT AREA Tc WGT'D PEAK Tpeak VOL NUMBER (ACRE) (MIN) --GROUND COVERS (%CN) -- CN C (CFS) (HRS) (AF) 1 1.40 22. 6 100%71 71 - 3.42 12.28 .35 2 2.16 19. 8 100%58 58 - 3.26 12.25 .34 3 1.96 14.0 20%58 35%98 15%98 30%71 82 - 7.61 12.14 .65 5 . 15 6. 6 60%98 40%71 87 - .74 12.04 .05 7 .29 6.5 50%98 50%71 85 - 1.38 12.04 .10 9 . 13 6. 1 70%98 30%71 90 - .69 12.03 .05 OR 10 .29 6.5 70%98 30%71 90 - 1.50 12.04 .11 12 2.55 25.7 70%98 30%71 90 - 9.17 12.30 .99 16 .14 6.1 70%98 30%71 90 - .74 12.03 .05 17 . 14 6. 1 70%98 30%71 90 - .74 12.03 .05 22 .56 5.5 80%98 20%71 93 - 3. 17 12. 02 .22 REACH ROUTING BY STOR-IND+TRANS METHOD REACH BOTTOM SIDE PEAK TRAVEL PEAK NO. DIAM WIDTH DEPTH SLOPES n LENGTH SLOPE VEL. TIME Qout (IN) (FT) (FT) (FT/FT) (FT) (FT/FT) (FPS) (MIN) (CFS) 2 - 5.0 5. 0 2.00 2. 00 .070 1000 . 0001 .3 53. 8 6. 63 Existing Conditions 100 Year Storm Routing i �r w POND ROUTING BY STOR-IND METHOD POND START FLOOD PEAK PEAK ------ PEAK FLOW ------- ---Qout--- NO. ELEV. ELEV. ELEV. STORAGE Qin Qout Qpri Qsec ATTEN. LAG (FT) (FT) (FT) (AF) (CFS) (CFS) (CFS) (CFS) ($) (MIN) ewe 1 142.5 146.0 144.9 1.02 16.12 4.74 4.74 0.00 71 39.3 3 145.0 149.0 145.3 0.00 .56 .56 0 .2 4 144. 6 148.9 144. 9 0.00 .53 .53 1 .2 , 5 144 . 4 147.7 144. 9 0.00 1.04 1.03 0 .2 6 144.4 147.7 144. 9 0.00 1.16 1. 16 0 .2 7 144.5 147.0 146.1 .02 7.09 6.81 4 3.9 8 144.0 147.8 144.9 0. 00 2.19 2. 18 0 .1 9 143. 1 149.3 144.2 0.00 3.27 3.26 0 .2 10 142.5 150.0 143. 6 0.00 3.26 3.23 1 .2 11 144.2 150.2 145. 8 0.00 8.09 8.09 0 .1 13 145.5 148.7 145. 9 0.00 .57 .57 1 .2 14 145.5 148.7 146.6 0.00 3.06 3.04 1 .1 16 145.3 149.0 146.5 0. 00 3.61 3.59 0 .1 w� �w. w. wea so Data for 98241 Carlon Medical -- Exist 98241 Lot 6, Carlon Drive Existing 25Yr. Prepared by Almer Huntley Jr. and Associates, Inc. 7 Dec 98 HydroCAD 5.01 000451 (c) 1986-1998 Applied Microcomputer Systems P RUNOFF BY SCS TR-20 METHOD: TYPE III 24-HOUR RAINFALL= 5.20 IN, SCS U.H. RUNOFF SPAN = 10-20 HRS, dt= .10 HRS, 101 POINTS SUBCAT AREA Tc WGT'D PEAK Tpeak VOL �w NUMBER (ACRE) (MIN) --GROUND COVERS (%CN) -- CN C (CFS) (HRS) (AF) 1 1.40 22. 6 100%71 71 - 2.32 12.29 .24 2 2.16 19.8 100%58 58 - 1.88 12.28 .21 on 3 1.96 14.0 20%58 35%98 15%98 30%71 82 - 5. 61 12. 15 .48 5 .15 6. 6 60%98 40%71 87 - .56 12.04 .04 7 .29 6.5 50%98 50%71 85 - 1.04 12.04 .08 9 .13 6.1 70%98 30%71 90 - .53 12.03 .04 10 .29 6.5 70%98 30%71 90 - 1. 16 12.04 .09 12 2.55 25.7 70%98 30%71 90 - 7.09 12.30 .76 16 .14 6.1 70%98 30%71 90 - .57 12.03 .04 17 .14 6.1 70%98 30%71 90 - .57 12.03 .04 22 .56 5.5 80%98 20%71 93 - 2.49 12.02 .18 REACH ROUTING BY STOR-IND+TRANS METHOD REACH BOTTOM SIDE PEAK TRAVEL PEAK NO. DIAM WIDTH DEPTH SLOPES n LENGTH SLOPE VEL. TIME Qout (IN) (FT) (FT) (FT/FT) (FT) (FT/FT) (FPS) (MIN) (CFS) 2 - 5.0 5. 0 2.00 2.00 . 070 1000 . 0001 .3 58.5 4.80 Existing Conditions 25 Year Storm Routing POND ROUTING BY STOR-IND METHOD POND START FLOOD PEAK PEAK ------ PEAK FLOW ------- ---Qout--- NO. ELEV. ELEV. ELEV. STORAGE Qin Qout Qpri Qsec ATTEN. LAG (FT) (FT) (FT) (AF) (CFS) (CFS) (CFS) (CFS) ($) (MIN) 1 142.5 146.0 144.7 .90 13.76 4.06 4. 06 0.00 70 39.5 3 145.0 149.0 145.3 0.00 .48 .47 1 .3 4 144.6 148.9 144.9 0.00 .46 .46 1 .2 5 144.4 147.7 144.9 0.00 . 88 . 88 0 .2 6 144.4 147.7 144.9 0.00 1.00 1.00 0 .2 7 144.5 147.0 146.0 . 01 6. 13 6. 13 0 1.2 po 8 144.0 147.8 144 .8 0.00 1.88 1.87 0 .2 9 143.1 149.3 144.1 0.00 2.80 2.77 1 .2 10 142.5 150.0 143.5 0. 00 2.77 2.78 0 .2 11 144.2 150.2 145.7 0. 00 7.35 7.35 0 0.0 on 13 145.5 148.7 145.9 0.00 .49 .49 1 .2 14 145.5 148.7 146.5 0.00 2. 66 2.65 1 . 1 16 145.3 149.0 146.4 0. 00 3. 14 3. 12 0 .1 �s RUNOFF BY SCS TR-20 METHOD: TYPE III 24-HOUR RAINFALL= 4.60 IN, SCS U.H. wa RUNOFF SPAN = 10-20 HRS, dt= .10 HRS, 101 POINTS SUBCAT AREA Tc WGT'D PEAK Tpeak VOL NUMBER (ACRE) (MIN) --GROUND COVERS (%CN)-- CN C (CFS) (HRS) (AF) 1 1.40 22.6 100%71 71 - 1. 84 12.29 .19 .� 2 2 .16 19.8 100%58 58 - 1.32 12.30 .15 3 1.96 14.0 20$58 35%98 15%98 30%71 82 - 4.70 12. 15 .41 5 .15 6. 6 60%98 40%71 87 - .48 12. 05 .04 7 .29 6.5 50%98 50%71 85 - .88 12.05 .07 as 9 . 13 6.1 70%98 30%71 90 - .46 12.03 .03 10 .29 6.5 70%98 30%71 90 - 1.00 12.04 .07 12 2 .55 25.7 70%98 30%71 90 - 6. 13 12.30 .66 16 . 14 6.1 70%98 30%71 90 - . 49 12.03 .04 ... 17 .14 6.1 70%98 30%71 90 - .49 12.03 .04 22 .56 5.5 80%98 20%71 93 - 2.17 12.02 .15 w� REACH ROUTING BY STOR-IND+TRANS METHOD REACH BOTTOM SIDE PEAK TRAVEL PEAK NO. DIAM WIDTH DEPTH SLOPES n LENGTH SLOPE VEL. TIME Qout " (IN) (FT) (FT) (FT/FT) (FT) (FT/FT) (FPS) (MIN) (CFS) 2 - 5.0 5.0 2.00 2.00 .070 1000 . 0001 .3 62. 1 3.85 No no ww Data for 98241 Carlon Medical -- Exist 98241 Lot 6, Carlon Drive Existing Mr. Prepared by Almer Huntley Jr. and Associates, Inc. 7 Dec 98 HydroCAD 5.01 000451 (c) 1986-1998 Applied Microcomputer Systems WATERSHED ROUTING SUBCATCHMENT 1 = DRAINAGE AREA 1 -> REACH 2 SUBCATCHMENT 2 = DRAINAGE AREA 2 -> REACH 2 SUBCATCHMENT 3 = DRAINAGE AREA 3 -> POND 1 SUBCATCHMENT 5 = DRAINAGE AREA 5 -> POND 3 SUBCATCHMENT 7 = DRAINAGE AREA 7 -> POND 5 SUBCATCHMENT 9 = DRAINAGE AREA 9 -> POND 4 SUBCATCHMENT 10 = DRAINAGE AREA 10 -> POND 6 SUBCATCHMENT 12 = DRAINAGE AREA 12 -> POND 7 SUBCATCHMENT 16 = DRAINAGE AREA 16 -> POND 13 SUBCATCHMENT 17 = DRAINAGE AREA 17 -> POND 14 P" SUBCATCHMENT 22 = SUBCATCHMENT 22 -> POND 14 REACH 2 = Barrett St.Brook -> POND 1 = Detention Pond -> REACH 2 POND 1 secondary = Detention Pond -> REACH 2 POND 3 = CB 7 -> POND 9 POND 4 = CB 5 -> POND 9 POND 5 = CB 9 POND 8 POND 6 = CB 8 -> POND 8 POND 7 = CULVERT 24" -> POND 11 POND 8 = DMH 5 -> POND 9 POND 9 = DMH 4 -> POND 10 POND 10 = DMH 3 -> POND 1 POND 11 = DMH 6 -> POND 1 POND 13 = CB 3 -> POND 16 POND 14 = CB 4 -> POND 16 POND 16 = DMH 2 -> POND 11 O PM on Existincr Conditions 10 Year Storm Routing OR POND 14 CB 4 Qin = 1.54 CFS @ 12.03 HRS, VOLUME= .11 AF Qout= 1.53 CFS @ 12.03 HRS, VOLUME= . 11 AF, ATTEN= 1%, LAG= .1 MIN ELEVATION CUM.STOR STOR-IND METHOD (FT) (CF) PEAK STORAGE = 9 CF 145.5 0 PEAK ELEVATION= 146.2 FT 147.5 25 FLOOD ELEVATION= 148.7 FT 148.7 40 START ELEVATION= 145.5 FT SPAN= 10-20 HRS, dt=.1 HRS Tdet= .3 MIN ( .11 AF) # ROUTE INVERT OUTLET DEVICES 1 P 145.5' 15" CULVERT !w n=.015 L=23' S=.005'/ ' Ke=.5 Cc=. 9 Cd=.6 POND 16 DMH 2 Qin = 1. 80 CFS @ 12. 03 HRS, VOLUME= . 13 AF go Qout= 1.79 CFS @ 12.03 HRS, VOLUME= . 13 AF, ATTEN= 0%, LAG= .1 MIN ELEVATION CUM.STOR STOR-IND METHOD (FT) (CF) PEAK STORAGE = 10 CF 145.3 0 PEAK ELEVATION= 146.1 FT - 147.3 25 FLOOD ELEVATION= 14q.0 FT 149.0 46 START ELEVATION= 145.3 FT SPAN= 10-20 HRS, dt=.l HRS Tdet= .2 MIN ( .13 AF) # ROUTE INVERT OUTLET DEVICES 1 P 145.3' 15" CULVERT n=.015 L=210' S=.005'/' Ke=.5 Cc=.9 Cd=. 6 40 POND 10 DMH 3 w� Qin = 1.49 CFS @ 12.06 HRS, VOLUME= . 11 AF Qout= 1.49 CFS @ 12.06 HRS, VOLUME= .11 AF, ATTEN= 0$, LAG= .2 MIN ELEVATION CUM.STOR STOR-IND METHOD (FT) (CF) PEAK STORAGE = 9 CF 142.5 0 PEAK ELEVATION= 143.2 FT 143.0 6 FLOOD ELEVATION= 150.0 FT see 144. 0 19 START ELEVATION= 142.5 FT 146.0 44 SPAN= 10-20 HRS, dt=.1 HRS 148.0 69 Tdet= .3 MIN ( .11 AF) 150.0 94 am # ROUTE INVERT OUTLET DEVICES ` 1 P 142.5 ' 15" CULVERT r� n=.015 L=200' S=. 005'/ ' Ke=. 5 Cc=. 9 Cd=. 6 POND 11 DMH 6 go Qin = 4 .09 CFS @ 12.30 HRS, VOLUME= .49 AF Qout= 4.09 CFS @ 12.30 HRS, VOLUME= . 49 AF, ATTEN= 0%, LAG= 0.0 MIN s� ELEVATION CUM.STOR STOR-IND METHOD (FT) (CF) PEAK STORAGE = 13 CF 144.2 0 PEAK ELEVATION= 145.3 FT w� 146.2 25 _ FLOOD ELEVATION= 150.2 FT 148.2 50 START ELEVATION= 144.2 FT 150.2 75 SPAN= 10-20 HRS, dt=.1 HRS Tdet= .1 MIN ( .49 AF) 111A4 # ROUTE INVERT OUTLET DEVICES 1 P 144.2' 24" CULVERT Nr n=.015 L=30' S=.005'/ ' Ke=.5 Cc=.9 Cd=.6 POND 13 CB 3 Qin = .27 CFS @ 12.04 HRS, VOLUME= .02 AF Qout= .27 CFS @ 12.04 HRS, VOLUME= .02 AF, ATTEN= 1%, LAG= .3 MIN ELEVATION CUM.STOR STOR-IND METHOD (FT) (CF) PEAK STORAGE = 4 CF 145.5 0 PEAK ELEVATION= 145.8 FT wiaa 147.5 25 FLOOD ELEVATION= 148.7 FT 148.7 40 START ELEVATION= 145.5 FT SPAN= 10-20 HRS, dt=.1 HRS Tdet= .5 MIN ( .02 AF) # ROUTE INVERT OUTLET DEVICES 1 P 145.5' 15" CULVERT No n=.015 L=12 ' S=.005'/' Ke=.5 Cc=. 9 Cd=.6 POND 7 CULVERT 24" Qin = 3.39 CFS @ 12.31 HRS, VOLUME= .36 AF Qout= 3.39 CFS @ 12.33 HRS, VOLUME= .36 AF, ATTEN= 0%, LAG= 1.4 MIN ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD (FT) (SF) (CF) (CF) PEAK STORAGE = 397 CF 144.5 4 0 0 PEAK ELEVATION= 145.6 FT 1I! 145.0 200 51 51 FLOOD ELEVATION= 147.0 FT 146.0 900 550 601 START ELEVATION= 144.5 FT 147.0 3600 2250 2851 SPAN= 10-20 HRS, dt=.1 HRS Tdet= 2.7 MIN ( .36 AF) # ROUTE INVERT OUTLET DEVICES 1 P 144.7 ' 24" CULVERT n=.015 L=60' 5=.005'/ ' Ke=.S Cc=. 9 Cd=. 6 POND 8 DMH 5 Qin = . 98 CFS @ 12.05 HRS, VOLUME= .07 AF Qout= .99 CFS @ 12.06 HRS, VOLUME= .07 AF, ATTEN= 0$, LAG= .2 MIN ELEVATION CUM.STOR STOR-IND METHOD (FT) (CF) PEAK STORAGE = 7 CF 144.0 0 PEAK ELEVATION= 144.6 FT 145. 0 13 FLOOD ELEVATION= 147.8 FT 00 146.0 25 START ELEVATION= 144.0 FT 147.0 38 SPAN= 10-20 HRS, dt=.1 HRS 147. 8 48 Tdet= .3 MIN ( .07 AF) # ROUTE INVERT OUTLET DEVICES 1 P 144. 0' 15" CULVERT n=.015 L=161' 5=.005'/ ' Ke=.S Cc=.9 Cd=.6 POND 9 DMH 4 Qin = 1.48 CFS @ 12.06 HRS, VOLUME= .11 AF Qout= 1.49 CFS @ 12.06 HRS, VOLUME= .11 AF, ATTEN= 0%, LAG= .2 MIN ELEVATION CUM.STOR STOR-IND METHOD (FT) (CF) PEAK STORAGE = 9 CF 143.1 0 PEAK ELEVATION= 143.8. FT 144 .0 11 FLOOD ELEVATION= 149.3 FT 145.0 24 START ELEVATION= 143.1 FT 146.0 36 SPAN= 10-20 HRS, dt=.1 HRS wo 147.0 49 Tdet= .3 MIN ( . 11 AF) 148.0 61 149.3 78 # ROUTE INVERT OUTLET DEVICES 1 P 143.1' 15" CULVERT n=.015 L=107' S=.005'/ ' Ke=.S Cc=.9 Cd=. 6 POND 4 CB 5 Qin = .25 CFS @ 12.04 HRS, VOLUME= .02 AF Qout= .25 CFS @ 12.04 HRS, VOLUME= .02 AF, ATTEN= 1%, LAG= .3 MIN ELEVATION CUM.STOR STOR-IND METHOD (FT) (CF) PEAK STORAGE = 3 CF 144 . 6 0 PEAK ELEVATION= 144.8 FT 145. 0 5 FLOOD ELEVATION= 148.9 FT we 146.0 18 START ELEVATION= 144 .6 FT 147.0 30 SPAN= 10-20 HRS, dt=.1 HRS 148.0 43 Tdet= .3 MIN ( .02 AF) 148.9 48 an # ROUTE INVERT OUTLET DEVICES 1 P 144. 6' 15" CULVERT w n=.015 L=25' S=. 0548 '/' Ke=.5 Cc=. 9 Cd=. 6 POND 5 CB 9 seA Qin = .44 CFS @ 12.05 HRS, VOLUME= . 03 AF Qout= .44 CFS @ 12.06 HRS, VOLUME= .03 AF, ATTEN= 0$, LAG= .3 MIN ELEVATION CUM.STOR STOR-IND METHOD (FT) (CF) PEAK STORAGE = 4 CF 144.4 0 PEAK ELEVATION= 144.7 FT 145.0 8 FLOOD ELEVATION= 147.7 FT 146.0 20 START ELEVATION= 144.4 FT 147.0 33 SPAN= 10-20 HRS, dt=.1 HRS 147.7 41 Tdet= .4 MIN ( .03 AF) w` # ROUTE INVERT OUTLET DEVICES 1 P 144.4 ' 15" CULVERT n=.015 L=30' S=. 01'1 ' Ke=.5 Cc=.9 Cd=. 6 POND 6 CB 8 op Qin = .56 CFS @ 12.05 HRS, VOLUME= .04 AF Qout= .55 CFS @ 12.05 HRS, VOLUME= .04 AF, ATTEN= 0%, LAG= .3 MIN ELEVATION CUM.STOR STOR-IND METHOD (FT) (CF) PEAK STORAGE = 4 CF 144.4 0 PEAK ELEVATION= 144.8 FT 145.0 8 FLOOD ELEVATION= 147.7 FT 146.0 20 START ELEVATION= 144.4 FT 147. 0 33 SPAN= 10-20 HRS, dt=. 1 HRS 147.7 41 Tdet= .3 MIN ( .04 AF) �1R # ROUTE INVERT OUTLET DEVICES 1 P 144.4 ' 15" CULVERT n=.015 L=26' S=.012 '/ ' Ke=.5 Cc=.9 Cd=.6 .w. POND 1 Detention Pond Qin = 7. 14 CFS @ 12. 14 HRS, VOLUME= . 80 AF Qout= 1.23 CFS @ 13.23 HRS, VOLUME= .31 AF, ATTEN= 83%, LAG= 65.8 MIN Qpri= 1.23 CFS @ 13.23 HRS, VOLUME= .31 AF Qsec= 0. 00 CFS @ 0.00 HRS, VOLUME= 0.00 AF ELEVATION CON.AREA INC.STOR CUM.STOR WET.AREA STOR-IND METHOD (FT) (SF) (CF) (CF) (SF) PEAK STORAGE = 28317 CF 142.0 10928 0 0 10928 PEAK ELEVATION= 144.1 FT 143.0 13650 12264 12264 13678 FLOOD ELEVATION= 146.0 FT 144. 0 16484 15045 27309 16545 START ELEVATION= 142.5 FT 145.0 20611 18509 45818 20700 SPAN= 10-20 HRS, dt=.l HRS 146. 0 24405 22481 68299 24531 Tdet= 311.9 MIN ( . 17 AF) # ROUTE INVERT OUTLET DEVICES 1 S 145.5' 10' BROAD-CRESTED RECTANGULAR WEIR X 1.81 Q=C L H^1.5 C=O, 0, 0, 1. 94, 1.92, 1. 89, 1.92, 1.97 2 3 142.5' .25' x 1' ORIFICE/GRATE Q=.6 Width 2/3 SQR(2g) (H^1.5 - [H-Height] -1.5) 3 P 142.5' 18" CULVERT n=.015 L=60 ' 5=.005'/ ' Ke=.S Cc=.9 Cd=. 6 TW=144' 4 3 143.5' .67' x l' ORIFICE/GRATE Q=. 6 Width 2/3 SQR(2g) (H^1.5 - [H-Height] ^1.5) Primary Discharge AAA3=Culvert '-.AA2=Orifice/Grate AAA4=Orifice/Grate Secondary Discharge AAA1=Broad-Crested Rectangular Weir POND 3 CB 7 Qin = .25 CFS @ 12.05 HRS, VOLUME= .02 AF w Qout= .25 CFS @ 12.06 HAS, VOLUME= .02 AF, ATTEN= 0%, LAG= .4 MIN ELEVATION CUM.STOR STOR-IND METHOD (FT) (CF) PEAK STORAGE = 3 CF 145.0 0 PEAK ELEVATION= 145.2 FT 146.0 12 FLOOD ELEVATION= 149.0 FT 147.0 25 START ELEVATION= 145.0 FT 148.0 37 SPAN= 10-20 HRS, dt=.1 HRS 149.0 50 Tdet= .3 MIN ( .02 AF) # ROUTE INVERT OUTLET DEVICES 1 P 145.0' 15" CULVERT n=.015 L=20' 5=.09'/ ' Ke=.S Cc=.9 Cd=. 6 REACH 2 Barrett St.Brook Qin = 1.46 CFS @ 13.20 HRS, VOLUME= .42 AF Qout= .86 CFS @ 16.31 HRS, VOLUME= .31 AF, ATTEN= 42%, LAG= 186.9 MIN DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) 5' x 5 ' CHANNEL STOR-IND+TRANS METHOD 0.0 0.0 0.00 SIDE SLOPE= 2 '/ ' PEAK DEPTH= .91 FT .5 2. 6 .32 n= .07 PEAK VELOCITY= .2 FPS 1.0 5.5 .97 LENGTH= 1000 FT TRAVEL TIME = 97.1 MIN ' 1.5 8.6 1.87 SLOPE= .0001 FT/FT SPAN= 10-20 HRS, dt=.1 HRS 2.2 13.1 3.36 3.0 19.5 5.82 4. 0 28.0 9.46 5.0 37.5 13.94 we . ■w w .rya M. SUBCATCHMENT 16 DRAINAGE AREA 16 PEAK= .27 CFS @ 12.04 HRS, VOLUME= .02 AF PERCENT CN SCS TR-20 METHOD 70. 00 98 PAVEMENT TYPE III 24-HOUR 30.00 71 GRASS RAINFALL= 2.90 IN 100. 00 90 TOTAL AREA = .14 AC SPAN= 10-20 HRS, dt=.1 HRS Method Comment Tc (min) TR-55 SHEET FLOW 4 .1 Grass: Dense n=.24 L=20 ' P2=2. 9 in s=.02 TR-55 SHEET FLOW 1.0 Smooth surfaces n=.011 L=50' P2=2. 9 in s=. 01 SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1.0 Paved Kv=20.3282 L=125' s=. 01 '/ ' V=2.03 fps Total Length= 195 ft Total Tc= 6.1 SUBCATCHMENT 17 DRAINAGE AREA 17 PEAK= .27 CFS @ 12. 04 HRS, VOLUME= .02 AF PERCENT CN SCS TR-20 METHOD 70. 00 98 PAVEMENT TYPE III 24-HOUR 30.00 71 GRASS RAINFALL= 2. 90 IN 100. 00 90 TOTAL AREA = . 14 AC SPAN= 10-20 HRS, dt=.1 HRS Method Comment Tc (min) TR-55 SHEET FLOW 4. 1 Grass: Dense n=.24 L=20' P2=2. 9 in s=.02 TR-55 SHEET FLOW 1.0 Smooth surfaces n=. 011 L=50' P2=2. 9 in s=.01 ! SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1.0 Paved Kv=20.3282 L=125' s=.01 '/ ' V=2.03 fps Total Length= 195 ft Total Tc= 6.1 SUBCATCHMENT 22 SUBCATCHMENT 22 PEAK= 1.27 CFS @ 12.02 HRS, VOLUME= .09 AF PERCENT CN SCS TR-20 METHOD 80.00 98 PAVEMENT/BUILDING TYPE III 24-HOUR 20.00 71 GRASS RAINFALL= 2.90 IN 100.00 93 TOTAL AREA = .56 AC SPAN= 10-20 HRS, dt=.l HRS Method Comment Tc (min) TR-55 SHEET FLOW Segment ID: 3.2 Grass: Short n=.15 L=20' P2=2. 9 in s=.015 TR-55 SHEET FLOW Segment ID: 1.3 Smooth surfaces n=.011 L=75' P2=2.9 in s=.01 SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1.0 Paved Kv=20.3282 L=120' s=.01 '/' V=2.03 fps Total Length= 215 ft Total Tc= 5.5 3UBCATCHMENT 10 DRAINAGE AREA 10 w" PEAK= .56 CFS @ 12.05 HRS, VOLUME= .04 AF PERCENT CN SCS TR-20 METHOD 70.00 98 PAVEMENT TYPE III 24-HOUR Mw 30. 00 71 Grass RAINFALL= 2.90 IN 100.00 90 TOTAL AREA = .29 AC SPAN= 10-20 HRS, dt=.1 HRS Method Comment Tc (min) on TR-55 SHEET FLOW 4.1 Grass: Dense n=.24 L=20' 22=2.9 in s=.02 TR-55 SHEET FLOW 1. 1 w Smooth surfaces n=.011 L=50' P2=2.9 in s=.0075 SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1.3 Paved Kv=20.3282 L=140' s=.0075 '/ ' V=1.76 fps No Total Length= 210 ft Total Tc= 6.5 3UBCATCHMENT 12 DRAINAGE AREA 12 PEAK= 3.39 CFS @ 12.31 HRS, VOLUME= .36 AF PERCENT CN SCS TR-20 METHOD ' 70.00 98 PAVEMENT/Buildings TYPE III 24-HOUR 30.00 71 GRASS / SOIL GROUP C RAINFALL= 2.90 IN 100.00 90 TOTAL AREA = 2.55 AC SPAN= 10-20 HRS, dt=.1 HRS on Method Comment Tc (min) TR-55 SHEET FLOW 1.3 Smooth surfaces n=.011 L=50' P2=2. 9 in s=. 005 '/ ' so TR-55 SHEET FLOW 15.0 Grass: Dense n=.24 L=50' P2=2.9 in s=.005 SHALLOW CONCENTRATED/UPLAND FLOW 8.4 Short Grass Pasture Kv=7 L=250' s=. 005 '/' V=.49 fps oft PARABOLIC CHANNEL Segment ID: 1.0 W=15' D=1' a=10 sq-ft Pw=15.2' r=. 659' s=.0075 '/ ' n=.03 V=3.25 fps L=200' Capacity=32.5 cfs ewr Total Length= 550 ft Total Tc= 25.7 wo so am w SUBCATCHMENT 5 DRAINAGE AREA 5 PEAK= .25 CFS @ 12.05 HRS, VOLUME= .02 AF PERCENT CN SCS TR-20 METHOD 60.00 98 PAVEMENT TYPE III 24-HOUR 40.00 71 Grass RAINFALL= 2.90 IN 100.00 87 TOTAL AREA = .15 AC SPAN= 10-20 HRS, dt=.1 HRS Method Comment Tc (min) TR-55 SHEET FLOW 4. 1 Grass : Dense n=.24 L=20' P2=2. 9 in s=.02 TR-55 SHEET FLOW 1.1 Smooth surfaces n=.011 L=50' P2=2. 9 in s=.0075 SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1.4 Paved Kv=20.3282 L=150' s=.0075 '/ ' V=1.76 fps Total Length= 220 ft Total Tc= 6.6 SUBCATCHMENT 7 DRAINAGE AREA 7 ON PEAK= . 44 CFS @ 12.05 HRS, VOLUME= . 03 AF PERCENT CN SCS TR-20 METHOD 50.00 98 PAVEMENT TYPE III 24-HOUR 50. 00 71 Grass RAINFALL= 2.90 IN 100.00 85 TOTAL AREA = .29 SPAN= 10-20 HRS, dt=.1 HRS Method Comment Tc (min) TR-55 SHEET FLOW 4.1 Grass: Dense n=.24 L=20' P2=2.9 in s=.02 TR-55 SHEET FLOW 1.1 Smooth surfaces n=.011 L=50' P2=2. 9 in s=.0075 SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 1.3 Paved Kv=20.3282 L=140' s=.0075 '/' V=1.76 fps Total Length= 210 ft Total Tc= 6.5 SUBCATCHMENT 9 DRAINAGE AREA 9 PEAK= .25 CFS @ 12.04 HRS, VOLUME= .02 AF PERCENT CN SCS TR-20 METHOD 70.00 98 PAVEMENT TYPE III 24-HOUR 30.00 71 Grass RAINFALL= 2.90 IN 100.00 90 TOTAL AREA = .13 AC SPAN= 10-20 HRS, dt=.1 HRS Method Comment Tc (min) TR-55 SHEET FLOW 4.1 Grass: Dense n=.24 L=20' P2=2. 9 in s=.02 No TR-55 SHEET FLOW 1.1 Smooth surfaces n=.011 L=50' P2=2. 9 in s=.0075 SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: •9 Paved Kv=20.3282 L=100' s=.0075 '/ ' V=1.76 fps ---------- Total Length= 170 ft Total Tc= 6.1 OR Mw SUBCATCHMENT 1 DRAINAGE AREA 1 we PEAK= .64 CFS @ 12.32 HRS, VOLUME= .07 AF PERCENT CN SCS TR-20 METHOD 100.00 71 Grass/Natural TYPE III 24-HOUR TOTAL AREA = 1.40 AC RAINFALL= 2.90 IN SPAN= 10-20 HRS, dt=.1 HRS Method Comment .w Tc (min) TR-55 SHEET FLOW Segment ID: GRASS 22.6 Woods: Light underbrush n=.4 L=100' P2=2.9 in s=.02 '/ ' SUBCATCHMENT 2 DRAINAGE AREA 2 PEAK= .19 CFS @ 12.48 HRS, VOLUME= .04 AF ... PERCENT CN SCS TR-20 METHOD 100.00 58 GRASS / SOIL GROUP C TYPE III 24-HOUR TOTAL AREA = 2.16 AC RAINFALL= 2.90 IN SPAN= 10-20 HRS, dt=.l HRS Method Comment Tc (min) TR-55 SHEET FLOW Segment ID: GRASS 19.8 Grass: Dense n=.24 L=100' P2=2.9 in 5=.01 '/ ' SUBCATCHMENT 3 DRAINAGE AREA 3 PEAK= 2.18 CFS @ 12.16 HRS, VOLUME= .20 AF PERCENT CN SCS TR-20 METHOD 20.00 58 GRASS / SOIL GROUP B TYPE III 24-HOUR wr 35.00 98 Pavement/Building RAINFALL= 2. 90 IN 15.00 98 Detention Pond SPAN= 10-20 HRS, dt=.1 HRS 30.00 71 Grass/Soil C 100.00 82 TOTAL AREA = 1.96 AC a Method Comment Tc (min) TR-55 SHEET FLOW Segment ID: GRASS 12.2 Grass: Short n=.15 L=100' P2=2 .9 in s=.013 '/ ' SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: GRASS 1.8 Short Grass Pasture Kv=7 L=160' s=.044 '/' V=1.47 fps ---------- u,a Total Length= 260 ft Total Tc= 14.0 wwn Rw ww POND ROUTING BY STOR-IND METHOD POND START FLOOD PEAK PEAK ------ PEAK FLOW ------- ---Qout--- NO. ELEV. ELEV. ELEV. STORAGE Qin Qout Qpri Qsec ATTEN. LAG (FT) (FT) (FT) (AF) (CFS) (CFS) (CFS) (CFS) ($) (MIN) po 1 142.5 146.0 144 .1 .65 7. 14 1.23 1.23 0. 00 83 65.8 3 145.0 149.0 145.2 0.00 .25 .25 0 . 4 4 144.6 148.9 144.8 0.00 .25 .25 1 .3 5 144 .4 147.7 144 .7 0.00 . 44- .44 0 .3 6 144.4 147.7 144.8 0.00 .56 .55 0 .3 7 144.5 147.0 145.6 .01 3.39 3.39 0 1.4 40 8 144.0 147.8 144.6 0. 00 .98 .99 0 .2 9 143.1 149.3 143.8 0.00 1.48 1. 49 0 .2 10 142.5 150.0 143.2 0. 00 1.49 1.49 0 .2 11 144.2 150.2 145.3 0. 00 4.09 4.09 0 0.0 13 145.5 148.7 145. 8 0.00 .27 .27 1 .3 14 145.5 148.7 146.2 0.00 1.54 1.53 1 .1 16 145.3 149.0 146.1 0.00 1. 80 1.79 0 .1 OR .. RUNOFF BY SCS TR-20 METHOD: TYPE III 24-HOUR RAINFALL= 2.90 IN, SCS U.H. RUNOFF SPAN = 10-20 HRS, dt= .10 HRS, 101 POINTS SUBCAT AREA Tc WGT'D PEAK Tpeak VOL NUMBER (ACRE) (MIN) --GROUND COVERS ($CN)-- CN C (CFS) (HRS) (AF) 1 1.40 22.6 100%71 71 - .64 12.32 .07 2 2.16 19.8 100%58 58 - . 19 12.48 .04 3 1. 96 14.0 20%58 35%98 15%98 3071 82 - 2. 18 12. 16 .20 5 . 15 6.6 60%98 40%71 87 - .25 12.05 .02 7 .29 6.5 50%98 50%71 85 - .44 12.05 .03 9 .13 6.1 70%98 30%71 90 - .25 12.04 .02 w� 10 .29 6.5 70%98 30%71 90 - .56 12.05 .04 12 2.55 25.7 709698 30%71 90 - 3.39 12.31 .36 16 . 14 6. 1 70%98 30%71 90 - .27 12.04 . 02 17 .14 6. 1 70%98 30%71 90 - .27 12. 04 .02 22 .56 5.5 80$98 20$71 93 - 1.27 12.02 .09 w� REACH ROUTING BY STOR-IND+TRANS METHOD REACH BOTTOM SIDE PEAK TRAVEL PEAK NO. DIAM WIDTH DEPTH SLOPES n LENGTH SLOPE VEL. TIME Qout (IN) (FT) (FT) (FT/FT) (FT) (FT/FT) (FPS) (MIN) (CFS) 2 - 5.0 5.0 2.00 2 . 00 .070 1000 .0001 .2 97.1 .86 s w� Data for 98241 Carlon Medical -- Exist OR 98241 Lot 6, Carlon Drive -- Existing 2Yr. Prepared by Almer Huntley Jr. and Associates, Inc. 7 Dec 98 HydroCAD 5.01 000451 (c) 1986-1998 Applied Microcomputer Systems WATERSHED ROUTING SUBCATCHMENT 1 = DRAINAGE AREA 1 -> REACH 2 SUBCATCHMENT 2 = DRAINAGE AREA 2 -> REACH 2 SUBCATCHMENT 3 = DRAINAGE AREA 3 -> POND 1 SUBCATCHMENT 5 = DRAINAGE AREA 5 -> POND 3 SUBCATCHMENT 7 = DRAINAGE AREA 7 -> POND 5 SUBCATCHMENT 9 = DRAINAGE AREA 9 -> POND 4 SUBCATCHMENT 10 = DRAINAGE AREA 10 -> POND 6 SUBCATCHMENT 12 = DRAINAGE AREA 12 -> POND 7 SUBCATCHMENT 16 = DRAINAGE AREA 16 -> POND 13 SUBCATCHMENT 17 = DRAINAGE AREA 17 -> POND 14 Pw SUBCATCHMENT 22 = SUBCATCHMENT 22 -> POND 14 REACH 2 = Barrett St.Brook -> POND 1 = Detention Pond -> REACH 2 POND 1 secondary = Detention Pond -> REACH 2 POND 3 = CB 7 -> POND 9 POND 4 = CB 5 -> POND 9 POND 5 = CB 9 -> POND 8 POND 6 = CB 8 -> POND 8 POND 7 = CULVERT 24" -> POND 11 POND 8 = DMH 5 -> POND 9 POND 9 = DMH 4 -> POND 10 POND 10 = DMH 3 -> POND 1 POND 11 = DMH 6 -> POND 1 POND 13 = CB 3 -> POND 16 POND 14 = CB 4 -> POND 16 POND 16 = DMH 2 -> POND 11 Existing Conditions 2 Year Storm Routing OM 20 A5 OL Iz AL A4 /7\ /D, 7 LL T zi C� 202 \❑ ❑ 60 /22\ A 0 SUBF-PTCHMENT REACH Sul N K Schematic Routing, Diagram Existing Conditions _a�a—�a--ate •, J e 'QE QL4 O II 1 13 i - = u f I ILI i i Q t i I� v o r� I I I 150 flT;I °-. to o to --a 30 �o so ytrFxs . � Pacu6cT rw. DEFINITIVE SUBDIVISION ° ° N0RTNAYPTON, MASSACHUSETTS S++E� N0 _ CF RRSPARm FOR 2 ` L i PELOPS REALTY TRUST �� yo . N0. CAT-, BY P.�+:.RC�S 4Y k cy, LLL � E:TT3 I go The hydrologic conditions for the pre- and post-developed conditions of the site were modeled using Hydro-CAD Rel. 5.01. This is a hydrology and hydraulics program based on the SCS TR-55 and TR-20 methodology. The soil runoff curve numbers and time of concentration were developed using SCS TR-55 standard procedures for calculating travel times. The rainfall data used in the ON models was an SCS Type III, 24-hour storm distribution. The rainfall data was obtained from the National Weather Service Technical Publication Number 40. „ The existing site is composed of a series of complex drainage basins due to the partially developed condition of the parcel. The overall drainage pattern is to the west and east. Storm water from the site generally flows either easterly into the detention pond or westerly into the Barrett Street Marsh. The detention pond was constructed as a component of the drainage infrastructure for Carton Drive to mitigate increases in peak runoff rates as a result of the new roadway and associated lot development. The overall drainage patterns will remain essentially the same. The storm water from the new building and the perimeter paving area will be collected in drainage swales and conveyed to a water * quality swale, infiltration basin and overflow to the detention pond Pre-Development Post-Development Storm Q (cfs) Q (cfs) 2 2.2 1.5 10 4.7 2.2 25 5.6 2.4 100 7.6 3.1 The above table indicates the post-development storm water discharges are slightly lower than the pre-development discharge due to the incorporation of on-site vegetated drainage swales and inclusion of an infiltration basin. The attached runoff calculations consist of a full routing diagram, drainage basin description, time of concentration calculations, and peak flow rates for the two year event. The attached calculations also contain summary calculations for the ten, twenty-five and one-hundred year events. SECTION 4 Storm Water Runoff Calculations G:\PROJINFO\PROJECTS\98-241\Title.DOC ►M Vanasse Hangen Brustlin,Inc. 41- Conclusions The proposed seven lot subdivision is projected to generate approximately 77 vehicle trips during the weekday morning peak hour,266 vehicle trips during the weekday evening peak hour and 291 vehicle trips during the Saturday midday peak hours. Analyses of the signalized and unsignahzed intersections in the study area indicate that traffic at the intersections operates at fairly high levels of service.The addition of site- generated traffic to these intersections will have no measurable impact on existing levels of operation. L:W506000CS\REPORTSW041TIAS.DOC 13 Conclusions I - U I I - I I rM Vanasse Hangen Brustlin,Inc. ILI Stopping Sight Distance ' To identify any potential safety problems associated with access to and egress from the subdivision, stopping sight distance (SSD)measurements were conducted along King Street and along Barrett Street. L The American Association of State Highway and Transportation Officials(AASHTO)' defines minimum stopping sight distance as the length of roadway visible to the driver that is sufficient to allow a vehicle to stop before reaching a stationary object in its path. As discussed previously, the posted speed limit is 30 mph on King Street and 25 mph on ss Barrett Street.AASHTO indicates that for travel speeds of up to 35 mph,the required minimum sight distance is approximately 250 feet.Actual sight distance measurements `W along King Street at the proposed subdivision roadway indicate that available sight distance is 400 feet to the north and 600 feet to the south. Similar measurements along Barrett Street at the proposed subdivision roadway indicate that there is 600 feet or more of available sight distance looking to the east and west.Therefore, available sight distances greatly exceed the minimum requirements. L L P0 L r= as ................................................................................................ 'A Policy on Geometri c Design of Hiohways and Streets;AASHTO,Washington,D.C.,(1984). L:\0506aDOCS\REPORTSWORTIAS.DOC 12 Traffic Operations Analysis VM Vanasse Hangen Brustlin,Inc. Unsignalized Intersection Capacity Analysis The results of the unsignalized intersection analyses conducted for the study-area intersections are summarized in Table 4. Also included in the table are the analysis I go results for the intersections of the proposed subdivision roadway with both King Street and Barrett Street. t Table 4 Unsignalized Intersection Capacity Analysis Summary OR 1996 Existing 1999 No-Build 1999 Build Location Period V/C' Delay" LOS"' V!C Delay LOS V/C Delay LOS I on Barrett Street at Weekday Evening 0.01 4 A 0.01 5 A/B 0.09 5 A/B Denise Court and Saturday Midday 0.01 5 A/B 0.01 5 AB 0.10 5 AB Proposed Subdivision Roadway Barrett Street at Weekday Evening 0.07 5 A/B 0.08 5 A/B 0.08 6 B Hampton Gardens Saturday Midday 0.05 5 A/B 0.05 5 A/B 0.06 5 AB A! Barrett Street at Weekday Evening 0.27 8 B 0.29 9 B/C 0.39 10 B/C Jackson Street Saturday Midday 0.28 8 B 0.30 8 B 0.38 9 B King Street at Weekday Evening 0.27 18 C Proposed Subdivision Saturday Midday 0.35 27 D Road :i V/C=Volume to capacity ratio.The V/C ratio applies to the most critical minor street approach or lane group which is typically the left-turn exiting the side street. Delay in seconds per vehicle for the most critical minor street approach or lane group. "' LOS=Level of Service of the critical minor street approach or lane group. The analysis indicates that the critical turning movements at the unsignalized study are intersections of Barrett Street at Denise Court, at Hampton Gardens, and at Jackson Street operate at LOS C or better under existing and No-Build peak hour conditions.Under 1999 Build conditions,the addition of site-generated traffic to the intersection of Barrett ! Street at Hampton Gardens will result in a slight increase in delay for vehicles exiting Hampton Gardens.At the intersection of Barrett Street and Denise Court, traffic exiting Denise Court will operate at LOS A/B under both 1999 No-Build and Build conditions. Under Build conditions,traffic exiting the proposed subdivision roadway becomes the critical movement at the intersection. This traffic exiting the proposed subdivision roadway is projected to operate at LOS A/B. Results of the unsignalized capacity analysis at the intersection of the subdivision road at King Street indicate that under Build conditions,vehicles exiting the subdivision road onto King Street will operate at LOS D or better. :•A L:\05060\DOCS\REPORTSWORTIAS.DOC 11 Traffic Operations Analysis I - f"ll-, fl--� rmw_ r"W, I r�' V- IlI1_) Vanasse Hangen Brustlin,Inc. Signalized Intersection Capacity Analysis The results of the signalized intersection analyses conducted for the study-area J'' intersections are summarized in Table 3. Table 3 Signalized Intersection Capacity Analysis Summary 1996 Existing 1999 No-Build 1999 Build Location Period VIC' Delay- LOS" V/C Delay LOS V/C Delay LOS King Street at Super Weekday Evening 0.74 15 B/C 0.78 16 C 0.79 17 C Stop&Shop/Pot Saturday Midday 0.73 15 B/C 0.77 16 C 0.80 17 C Pourri Mall Driveway King Street at Weekday Evening 0.47 6 B 0.50 6 B 0.87 7 B Barrett Street Saturday Midday 0.51 6 B 0.55 6 B 0.59 7 8 V/C Volume to Capacity Ratio Overall Intersection delay measured in seconds. LOS=Level of Service As shown in the table,both signalized study area intersections operate at good levels of service (LOS C or better)during the weekday evening and Saturday Midday peak hour periods. These level of operations will continue under 1999 No-Build and 1999 Build T conditions. r r .5 ±'" L.WSOWIC OSSREPORTSWORTIAS.DOC 10 Traffic Operations Analysis I I I I I F` - U1.1-11 irl-, t ,- Il■i>r Vanasse Hangen Brustlin,Inc. r Traffic Operations Analysis p Y Level-of-Service Criteria F Level of service(LOS) is the term used to denote the different operating conditions that occur on a given roadway facility under various traffic volume loads. LOS is a qualitative low measure of the effect of a number of factors including roadway geometries,travel speed, travel delay, freedom to maneuver,and safety. Level of service provides an index to the operational qualities of a roadway segment or intersection.The evaluation criteria from the 1985 Highway Capacity Manual'were used to analyze study area intersections.These criteria are described in the Appendix of this report and the results of the level-of-service analysis are noted below. Six levels of service are defined for each type of facility.They are given letter designa- tions from"A" to"F," with LOS A representing the best operating conditions and LOS F representing the worst. It should be noted that the level-of-service designation is reported differently for signalized and unsignalized intersections.For signalized intersections,the analysis considers the operation of all traffic entering the intersection and the level-of- service designation i..for cverall conditions at the intersection.For unsignalized intersec- tions,however, the analysis assumes that traffic on the mainline is not affected by traffic on the side streets.Thus, the level-of-service designation is for the critical movement exiting the side street,which is generally the exiting left-turn movement. Level-of-service analyses were conducted for 1996 Existing and 2001 Build conditions for the study-area intersections. A summary of the analysis is tabulated and described below. V1: 1S. r' Highway Caoacip Manual Special Report 209;Transportation Research Board,Washington,D.C.(1985). tJ L:k05060,DOCSXREPORTSWORTIAS.DOC 9 Traffic Operations Analysis k;; LD.05060 5060-NET 09/10/96 15.54 US Signalized Intersection L Neg Negligible a _ L, --- Project Limits 0 0 Q U CO CO I: ,oy o roo N 0 � 130 �S --3.5 u�z�n Ne 9 f" 205 �/ �, 200 CO {—Neg ,J,ua 15 -1 ; Barrett street � Ne 9 ¢+ ry p 210 t , h t t 9 ~ 185, S �Ne9 40 ru'i a°'i°� ; 95 1 Ne 135 1 1 1 1 t t 1 i 1 1 t t t t t t iL------------------ ! O O � O O 1 ° t °U� N ` Subdivision Access Road 1 ° f-1 1 1 .. 1 10,' h Lt 55 L Ln 1-7 0 t t ------------------ s e-- 1 t 1 ! 25 in[; L-------------t C41°n o �-5 N n ro f�,- 0 Sup er Stop&Shop 210 J 1 (' Pot Pourri Driveway 10� ,° Mail W 80.--� Driveway 1 rn Y tN.t to Scale Inc. MR 1999 Build Saturday Midday Figure 6 1 Peak Hour Volumes AW hr ASr t," 1D.05060 5060-NET 09110/9615:54 OSignalized Intersection a Neg Negligible v N --- Project Limits m o a r.,M p U CO CO h .- 5'r N aoi {-12.5 d v 45 Z z z Neg — 180 1 ~195 -4� 1�► r—Neg Jo w`°1 �Ne 195 Neg- J Barrett Street y Neg 790, � g OC t 40 c c i 90 S �y ; Z ; Neg h mV 1 t 135 1 2 co ar ! 1 1 1 1 1 1 1 1 1 1 1 1 1 1 t i 1 L------------------- S r� 1 4 ' 1 t f- C)n t Subdivision Access Road t 10J I I t a 60� N CO t Q, _ t t t t k t 1 1 1 t 30 L-------------, N C N X15 80 ". Super Stop&Shop `1 1 (' Pot Pourri ` Driveway 155--► Mall g5 N r- Driveway Z a Y Not to Scale n.sse Hai Brustlin,Inc. �. 1999 Build Weekday Evening Figure 5 Peak Hour Volumes M Vanasse Hangen Brustlin,Inc. Table 2 Trip Distribution Direction Percent of New Site Traffic Route (To/From) Assigned to Route King Street North 34 South 42 Jackson Street North 11 South 13 ' Total all Routes 100 Based on the trip distribution shown in Table 2, site generated traffic was assigned to the roadway networks and added to the 1999 No-Build traffic volumes. The resulting 1999 Build weekday evening and Saturday midday peak hour traffic volume networks are shown in Figures 5 and 6,respectively. er 16 1 t> a im L10506WOCS\REPORTSW0RTIAS.DOC 8 Future Conditions jr �n p Vanasse Hangen Brustlin,Inc. r# Table 1 Project Trip Generation 54 Project Component General Medical Specialty Quality Office Office Retail Restaurant Time Period Direction (12,000 sf) (12,000 sf) (24,000 sf) (8,000 so Total Weekday Morning Enter 34 25 NA' 6 65 To Peak Hour Exit 4 7 NA 1 12 Total 38 32 NA 7 77 N w_ Weekday Evening Enter 7 14 74 43 131 Peak Hour Exit 32 35 55 18 135 Total 39 49 129 61 266 Saturday Midday Enter 4 25 85 47 153 Peak Hour Exit 4 18 82 42 138 Total 8 43 167 89 291 Weekday Daily Enter 141 150 539 376 1,196 Exit 141 160 539 377 1197 Total 282 300 1,078 733 2,393 Saturday Daily Enter 22 54 565 370 1,011 Exit 22 54 565 370 1011 Total 44 108 1,130 740 2,022 NA=Not available.ITE does not provide trip generation data for specialty retail centers for the weekday morning commuter peak period from 7:00 to 9:00 AM.Trip generation during this time period is expected to be nominal since most retail uses open after 9:00 AM. The proposed development will generate a total of 162 vehicle trips(two-way total) during the weekday morning peak hour,358 vehicle trips(two-way total) during the '• weekday evening peak hour and 307 vehicle trips (two-way total)during the Saturday midday peak hour. Trip Distribution and Assignment The distribution of site-generated traffic is expected to follow existing traffic patterns currently observed in the study area.Based on these travel patterns, the distribution summarized in Table 2 was developed. Y:. r}' I L'- L:\05MOkDOCS\REPORTSWORTIAS.DOC 7 Future Conditions r F Ir �' U Ir�"�` Ir "' I I ; R M Vanasse Hangen Brust in,Inc. plow +' layout of the subdivision,VHB has estimated that a possible development scenario for the six available lots could include: 12,000 square feet of general office space; • 12,000 square feet of medical office space; p1 • 24,000 square feet of retail space;and, 8,000 square feet of restaurant space. This development program was used to estimate the trip generating potential of the project. l Traffic volumes generated by most land uses generally follow well-established patterns with respect to magnitude,duration, and temporal distribution of traffic. For this reason, empirical methods of predicting trip generation potential of land uses can be employed. The Institute of Transportation Engineers (ITE)has established trip generation rates for numerous land uses based on actual traffic counts at developments located nationwide. These trip generation rates have been standardized and published in Trip Generation'. Based on the published data,trip-generation estimates were calculated for the proposed subdivision. The resulting total trips generated are shown in Table 1. Trio Generation,Fitth Edition;Institute of Transportation Engineers,Washington,DC(1991). L, LAOSO MD0MREPORTSW0RTIAS.Doc 6 Future Conditions rL�.: j LD 05060 5060-NET 09110196 15:54 OSignalized Intersection ZL Neg Negligible E Z3 tP Qj 0 Q, 0 CO y O C CO CD as In CD CV ry 110 35 Ln LO 4-170 OD'2 N.9 Ln o 15 200 B arrett Neg 170---, Street S Ne Neg g 55 Neg 135 top 25 C14 5 C14 30 Super Stop&Shop ('0' Pot Pourri Driveway 200 Mall 10 80 CO Driveway TNot to Scale Van2sse Hangen Bmsdin,Inc. 1999 No-Build Saturday Midday Figure 4 Peak Hour Volumes LO 05060 5060-NET 09110/%15:54 OS Signalized Intersection .2 Neg Negligible 0 0 Z3 is Q) CO CV Cli 65 C., 110 C14 "—45 X150 �Z Neg 5 195 Barrett Ne 15,5---, Ma Street �Ne g g Neg 190 Neg ----, 55 Neg .7 135 0%LO i-30 CN 1.0 4 15 80 Super Stop&Shop 150 Pot Pourri --,/ Driveway LO 0 0 5 LO M V Mail C*4 r, 85 Driveway TNot to Scale Vanasse Hangen Brusdin,Inc. 1999 No-Build Weekday Evening Figure 3 Peak Hour Volumes f- t- U- t-- t- I-- r- r- rl," U-1 r r- I IM Vanasse Hangen Brustlin,Inc. Future Conditions "~ To determine future travel demands on the roadway network independent of the proposed project, traffic volumes in the study area were projected to the design year of 1999. Traffic volumes on the roadway network at that time will include all existing traffic, any new traffic due to normal traffic growth,and traffic related to any specific development projects expected to be completed by 1999. Anticipated site-generated traffic volumes were then added to the projected 1999 traffic volumes to reflect 1999 Build conditions with the proposed development in place. Background Traffic Growth Traffic growth is a function of the expected land development in the region.To predict a rate at which traffic can be expected to grow during the five-year forecast period,both historical traffic growth and planned area developments were examined. To estimate an annual traffic growth rate for the area,historical data provided by the Massachusetts Highway Department (MHD)were reviewed. Based on MHD data gathered on King Street south of Barrett Street in 1991 and 1994,it was determined that area traffic volumes have increased an average of 1.5 percent per year in recent years. To reflect 1999 traffic conditions Y P rior to full occupancy of the proposed subdivision P P P existing weekday evening and Saturday peak hour traffic volumes were increased by 1.5 percent for the three-year period from 1996 to 1999 (a total of 4.5%) . The resulting 1999 No-Build traffic volume networks are shown in Figures 3 and 4. Site-Generated Traffic Volumes As described previously,while one of the subdivision lots may house a new Fire Station, there are no definitive tenants for the lots. As a result,and to provide a conservative analysis, the traffic assessment assumes commercial use of all of the subdivision lots. Based on the subdivision plans and taking into consideration access,parking and drainage requirements,the five remaining lots could accommodate a total of approximately 56,000 square feet of building area.The building area on the individual lots is estimated to range from 7,500 to 15,000 square feet. VHB reviewed the City of Northampton Zoning Ordinance to determine typical allowable uses for the subdivision lots.These include office,retail and restaurant which typically generate more traffic than other types of uses. Based on the development character in the area of the site and the l:\0506000CS\REPORTSWORTIAS.occ 5 Future Conditions 4L LD 05060 5060-NET 09110/06 15'54 OS Signalized Intersection rpm Neg Negligible S tP CO CO 1 80 LO -10S CV 35 LO Ln '4-160 7- 9 5 19 0 N ry ----,160 o fa'rrett Street .) � 0 eg 175---, S j—O 50 Neg 130 CP ra 0) 00 25 CO LO 5 CS,LO C14 30 Super Stop&Shop Pot Pourri Driveway 190 U�Ln 0 Mall 10 C.)to CO 04 r 'IMP 75 Driveway 0• tNot to Scale 2� Vanasse Hangen Brustfin,Inc. 1996 Existing Saturday Midday Figure 2 Peak Hour Volumes ir it, L0.05060 5060-NET 09/10/96 15:54 OSignalized Intersection 7;5 Neg Negligible o E Z3 un 4n CV(0 60 4)LO 1 .5 N Cn 0 �—45 4-140 Neg (n 25 185 Ln Neg 145---, Barrett Steet Neg Neg-J S r-Neg 180--, oC 50 Neg---o. 130 1z;0 LO 30 �n M U, •-15 (D 75 Super Stop&Shop 145 Pot Pourri M C Driveway 5 'T LO N Mall 80 T C4 r- Driveway qu qu -L-M '`Not to Scale VanasseHangenBmsflin,Inc. 1996 Existinc,Weekday Eveninc, Figure I Existing C, 0 Peak Hour Volumes VM Vanasse Hangen Brustlin,Inc. lc Jackson Street at Barrett Street .1w Barrett Street intersects Jackson Street from the east to form an unsignalized T-type intersection.Both of the Jackson Street approaches and the Barrett Street approach provide single lanes.Vehicles entering Jackson Street from Barrett Street are controlled by a STOP sign.Given the proximity of the Jackson School,a crossing guard is stationed at - the intersection before and after school hours to assist pedestrians crossing the intersection. r Existing Traffic Volumes s Traffic volumes were counted manually at the study-area intersections in September 1996. Manual turning movement and vehicle classification counts were conducted during the weekday evening(4:00 to 6:00 PM) and Saturday midday (11:00 AM to 1:00 PM)peak periods at the following locations: > King Street at Barrett Street > King Street at Super Stop &Shop driveway and Pot Pourri Mall driveway > Barrett Street at Denise Court + > Barrett Street at Hampton Gardens > Barrett Street at Jackson Street ii'' Turning movement counts were not conduc ed d...ring the morning peak hour because this is not the highest traffic period. The morning peak hour typically includes commuter traffic while the weekday evening peak hour includes both commuter and retail-related traffic. Seasonal Traffic Volumes To evaluate the potential for seasonal fluctuation of traffic volumes on Kung Street, historical traffic data were reviewed for a nearby Massachusetts Highway Department (MHD)permanent count station.Station 11,located in Northampton on King Street north of the project area and south of the Hatfield Town Line,was chosen as the closest station on a roadway with similar characteristics. The most recent data indicate that traffic volumes in September are approximately 5 percent higher than those occurring during an average month.To allow for conservative analysis, the observed peak-hour volumes were left unadjusted,in order to represent average annual conditions.The weekday evening and Saturday midday peak-hour traffic volumes are shown on the study-area networks depicted in Figures 1 and 2,respectively. L:105WIDOCSIREPORTSWORTIAS.DOC 4 Existing Conditions i'Il.[> Vanasse Hangen Brustlin,Inc. t 9)west of downtown Northampton.Jackson Street is fronted primarily by residences or undeveloped land, and the Jackson St. School,which is situated on the west side of the rir street adjacent to the intersection with Barrett Street. Denise Court Denise Court is a local dead-end roadway that forms a T-intersection on the north side of Barrett Street,approximately 600 feet west of its junction with King Street.There are 11 residences along Denise Court.There is no traffic control at the intersection of Denise Court and Barrett Street. Hampton Gardens Hampton Gardens is a local dead-end roadway that forms a T-intersection on the north side of Barrett Street.This roadway provides access to a residential subdivision.There is no traffic control at the intersection of Hampton Gardens and Barrett Street. Intersection Geometrics King Street at Barrett Street Barrett Street intersects King Street from the west and a driveway to Willard Concrete intersects King Street from the east t., forr- a four-way intersection under signal control. Both the northbound and southbound approaches of King Street consist of two general purpose lanes.The Barrett Street approach is a single lane,though it flares to a sufficient width to allow some right-turning traffic to proceed on red if there are no more than two or three left-turning vehicles queued at the signal.The driveway to Willard concrete provides a single intersection approach lane.The signal is semi-actuated,with detectors on Barrett Street.The northbound King Street traffic is given a protected lead-green phase to facilitate left turns onto Barrett Street. 4" King Street at Super Stop & Shop Driveway and Pot Pourri Mall Driveway The driveways to Super Stop &Shop plaza, on the west side of King Street, and to Pot Pourri Mall,on the east side,form a four-way intersection with King Street.The King Street northbound and southbound intersection approaches provide two general purpose lanes and an exclusive left-turn lane.The Super Stop &Shop driveway provides two general purpose lanes and the Pot Pourri Mall driveway provides a single lane.The intersection is controlled by a semi-actuated signal,with vehicle detectors on both commercial driveways and on the King Street northbound and southbound left-tum lanes.If necessary,left turns are given a protected lead green phase. L:\05060OOCS\REPORTSWORTIAS.DOC 3 Existing Conditions Y Iii a Vanasse Hangen Brustlin,Inc. r" Existing Conditions To establish a basis for evaluating the transportation impacts associated with the proposed subdivision,it is necessary to review the existing roadway system in the vicinity of the project site.This extends to both the roadways and the intersections among them. This evaluation includes an inventory of roadway and intersection geometries, the collection of peak hour volumes, and an observation of speeds along King Street and Barrett Street in the vicinity of the proposed site. A summary of existing conditions in the study area is provided in the following section. Roadway Geometries King Street King Street is a four-lane,bi-directional arterial roadway under town jurisdiction that �1R generally runs in a north-south direction. Directional travel is separated by a double yellow centerline in the vicinity of the project site,except for a raised median near,:'le intersection with the Super Stop &Shop driveway. The posted speed limit in the vicinity of the site is 30 miles per hour(mph) in both the northbound and southbound directions. Also known as U.S. Route 5 and State Route 10,King Street is a heavily traveled commercial thoroughfare with many curb cuts along its right-of-way. King Street has vertical granite curbing,and concrete sidewalks are set back from the roadway,separated by grass buffers. Barrett Street Barrett Street is a two-lane,bi-directional local collector road linking residential areas to King Street from the west. Barrett Street runs in an east-west direction. Directional traffic } flows are separated by a yellow centerline marking. Land use along Barrett Street is primarily residential.An asphalt sidewalk,set back from the roadway with a grass buffer,runs along the south side of the roadway.The posted speed limit for this road is 25 miles per hour in both directions. Jackson Street Jackson Street is another two-lane bi-directional local roadway that generally runs in a north-south direction. Directional traffic flows on Jackson Street are separated by a double yellow centerline. An asphalt sidewalk,set back from the roadway with a grass buffer, runs along the west side of the roadway.This road serves the residential areas north and west of King Street,as well as providing a through route to Elm Street (Route i l:\05050\DOCS\REPORTSWORTIAS.DOC 2 Existing Conditions IM Vanasse Hangen Brustlin,Inc. Introduction Vanasse Hangen Brustlin,Inc. (VHB)has been retained by Stop &Shop Supermarket Co., Inc. to evaluate the potential traffic impacts associated with a proposed subdivision f located in Northampton,Massachusetts.The site is located near the southwest comer of the intersection of King Street and Barrett Street.A description of the development plan, the study area,and the study methodology is presented below. Project Description Stop &Shop Supermarket Co.,Inc. currently owns approximately 13.2 acres of land behind the existing Mobil Station at the corner of King Street and Barrett Street in Northampton,MA.The current proposal is to subdivide the land into six individual lots. While there are no definitive development plans,it is proposed that one of the lots will house a new Fire Station. Access to the subdivision will be provided by a new roadway that will intersect King Street approximately 400 feet south of Barrett Street and will intersect Barrett Street approximately 600 feet west of King Street. For the purposes of this analysis, the project is assumed to be full developed b 1999. P P Y P J Y P Y L YM L:\O5O6MDOCS\REPORTSWORTIAS.DOC 1 Introduction „ 9 � .. � �: M Vanasse Hangen Brustlin,Inc. Figures Description Figure No. p Following Page glib M 1 1996 Existing Weekday Evening Peak Hour Traffic Volumes..................4 '4 2 1996 Existing Saturday Midday Peak Hour Traffic Volumes....................4 3 1999 No-Build Weekday Evening Peak Hour Traffic Volumes.................5 4 1999 No-Build Saturday Midday Peak Hour Traffic Volumes...................5 5 1999 Build Weekday Evening Peak Hour Traffic Volumes......................8 6 1999 Build Saturday Midday Peak Hour Traffic Volumes........................8 l:\05060\DOCS\REPORTSWORTIAS.DOC SV r tO t-A 9-- r,,"", Vanasse Hangen Brustlin,Inc. Tables Table No. Description Page I Project Trip Generation............................................................................7 2 Trip Distribution........................................................................................8 3 Signalized Intersection Capacity Analysis Summary.............................10 4 Unsignalized Intersection Capacity Analysis Summary.........................11 L:\0506(ADOCS\REPOFtTSWORTIAS.DOC i mnese Hangen Brustlin,mc Contents ` Introduction............................................................................................................................l PmjeoDaschphnn---------------------------------------1 BxisdnaConditions...............................................................................................................2 Roadway Geomotrico................................................................................................................2 - Intersection Goomehico.............................................................................................................3 ExistingTraffic Voiumoo............................................................................................................4 FutureConditions..................................................................................................................5 BaokQmundTraMicGm*th---------------------------------'S She-GeneratedTraffioVolumeo-------------------------------.S Trip Distribution and Assignment -------------------------------7 mm Traffic Operations Analysis.................................................................................................9 Lnvel-of-ServiceChteha-----------------------------------g Signalized Intersection Cupac/iy Analysis................. ....... ...... ..........................................10 �m UnaignoUoed Intersection Capacity Analysis...........................................................................11 StoppingSight Distance..........................................................................................................12 mw Conclusions...........................................................................................................................13 Appendix �] �� Traffic Impact and Access Study Proposed Subdivision Northampton, Massachusetts Prepared for: Stop & Shop Supermarket Co., Inc. P.O. Box 1942 Boston, Massachusetts 02105 Prepared by: VM/Vanasse Hangen Brustlin, Inc. Transportation, Land Development,Environmental Services 101 Walnut Street P.O. Box 9151 Watertown,Massachusetts 02272 fr September 1996 The proposed use of this lot is for a Medical Office Building. The structure is to be a single story 9,000 square foot facility with three office suites. The facility is to be sited on Lot 6 of the Carlon Drive subdivision. Lot 6 is located midway between King Street and Barrett Street on the southerly side of Carlon Drive. The facility is to utilize the curb entrance off Carlon Drive constructed by the City of Northampton Parking is to be provided on-site with all traffic exiting onto Carlon Drive. The City of Northampton site parking requirements mandate one parking space for every 200 square feet of floor space resulting in 45 parking spaces required. A detailed traffic study was performed by VHBIVanasse Hangen Brustlin, Inc. of Watertown, Massachusetts for Stop & Shop Supermarket Co, Inc. for the Carlon Drive subdivision dated September 1996. This traffic assessment reported on the existing conditions at the site, the intersection of Barrett and King Street and the immediate roadway network. The report also included assessment of the future conditions on the immediate transportation network with the site fully developed. The VHB report assumed a mixed-use development including General Office, Medical Office, Specialty Retail and a restaurant use. The development to date has included the City of Northampton Fire Station (Lot 7), Plumb Auto (Lots 4 & 5), Medical Office (Lot 6) and Commercial Retail (Lot 2). Lot 3, at this time, is still available and its future use is unknown. The construction of a medical office on one of the lots was included in the r original impact assessment and thefore the project traffic impacts in the VHB report would be valid. The VHB report predicted daily traffic flow for the development based upon the ITE (Institute Traffic Engineers)trip generation data and the above mixed uses. The constructed uses are smaller in scale than those assumed in the report and therefor the r associated impacts, such as traffic, are expected to be less. The full development of the project was concluded to have no measurable impact of the existing levels of service for the immediate transportation network. Attached is a copy of the VHB Traffic Impact and Access Study prepared for Stop & Shop Supermarket Co., Inc., dated September 1996. G:\PROJINFO\PROJECTS\98-291\traffrep.doc Of SECTION 3 Traffic Assessment G:\PROJINFO\PROJECTS\98-241\Title.DOC hay mulch. The interior slopes of the drainage swales will be loamed, seeded and covered with an erosion control mat made of tackified straw held with biodegradable netting. D. Traffic Assessment: A brief traffic assessment has been prepared paraphrasing the report prepared by VHBNanasse Hangen Brustlin,Inc. for Stop & Shop Supermarket Co., Inc. for the construction of Carlon Drive. The assessment indicated no measurable impact on the existing levels of service for the immediate transportation network. IV. Summary The work described in this application has been planned to conform to the development standards of the PO City of Northampton. The impacts of this project have been analyzed and fall within those projected in the Definitive Plan filing prepared for the Carlon Drive Subdivision. During site preparation and construction activities and installation of the site drainage system,the proposed erosion controls and soil stabilization procedures will insure that the work will not impact any adjacent wetlands. The proposed work and site management strategies will satisfy all Performance Standards for activities in the vicinity of Resource Areas, as specified in the Massachusetts Wetlands Protection Act. 4% G:\PROJINFO\PROJECTS\98-241\Tit1e.DOC l PROJECT DESCRIPTION I. Introduction This special permit application is being submitted to the City of Northampton Planning Board to describe site development activities proposed for property located at Lot 6, Carlon Drive and now belonging to Pelops Realty Trust. Currently,the parcel is currently undeveloped,the result of a recently approved and constructed commercial subdivision. During site development work,vehicular access, parking areas, a medical office building, service utilities and storm water management facilities are to be constructed, portions of which are proposed to be located within the buffer zone of the adjacent Barrett Street Marsh. A separate environmental filing has been prepared for the Conservation Commission. H. Site Description The site is irregular in shape containing approximately 4.7 acres, extending from its southerly boundary against Trustees of Gannett Realty Trust northerly abutting Barrett Street. The parcel is bounded on the west by the Barrett Street marsh owned by the City of Northampton and on the east by several commercial properties and Carlon Drive. The portion of the parcel upon which construction is proposed is generally flat to very gently rolling. Most of the project area was historically agricultural use and more recently part of the Graves Equipment facility. The lot contains a significant area of Bordering Vegetated Wetlands and the storm water management facilities for the Carlon Drive Subdivision. III.Description of Work A. Structures and Landscaping_A new 9,000 square foot medical office building is to be constructed with required parking and vehicular access. All work is to occur within the 100-foot buffer zone and no work is proposed within any resource areas including the 100-year flood plain. B. Drainage: Runoff from the impervious surfaces will be routed around the parking and vehicular access area via vegetated drainage swales,where infiltration and removal of Total Suspended Solids will occur prior to entry into the storm detention pond constructed for Carlon Drive. The storm water management will closely follow that proposed for the subdivision and will result in no increase in off site peak discharge rates. The annual groundwater recharge capacity will be matched on site. Drainage facilities associated with planned construction on the site have been designed to contain the storm water runoff from the"first flush" storm of 0.5". The storm water system constructed for the subdivision was designed to mitigate any increase in peak discharge rates for the statistical 2, 10 and 25 year storms and to prevent any additional impacts from the 100 year storm.The project has been designed to conform to the 1997 DEP Storm Water Management policies. Further, Total Suspended Solids are removed from runoff by means of semi-annual pavement sweepings, deep sump drainage structures and vegetated swales. C. Erosion and Sediment Control: Sediment control will consist of double-staked haybales placed at the limit of work to protect Resource Areas and their buffers where the Resource Areas and their buffers are located down-slope of the work. Siltation fence will be installed only where space is insufficient to properly install a haybale barrier. Erosion control shall consist of seeding with a grass and legume seed mix suitable for eventual mowing(given the intended use of the site), followed by application of a strewn G:\PROJINFO\PROJECTS\98-241\Title.DOC SECTION 2 Project Description G:\PROJINFO\PROJECTS\98-241\Title.DOC aw HUNTLEY ALMER HUNTLEY,JR. &ASSOCIATES,INC. SURVEYORS ENGINEERS LANDSCAPE ARCHITECTS December 22, 1998 City of Northampton Planning Board City Hall 210 Main Street Northampton, MA 01060 RE: Site Plan: Lot 6, Carlon Drive Northampton,Massachusetts (Huntley Project No. 98241) Dear Planning Board Members: On behalf of Mr. Matthew Pitoniak,we are submitting 15 copies of a site plan for proposed work involving the construction of a medical office building on Lot 6, Carlon Drive. As noted in the accompanying application, the work proposed for this project will take place on Lot 6 'iocatrd off Carlon Drive. We look forward to meeting with the Board to continue our discussion of this project in detail. If of upon review of the enclosed information you have any questions, please call our office. Thank you for your consideration in this matter. Very truly yours, ER HUNTLEY,JR. & ASSOICATES. INC. ow David Loring P.E. Project Manager i Enclosures cc: Mr. Matthew Pitoniak G:\PROJINFO\PROJECTS\98-241\Tit1e.DOC (800)227-7723 •(413)584-7444 •FAX(413)586-9159 a 30 INDUS RiAL DRrvE EAsr P.O.Box 568 NORTHAMPTON,MA 01061 SECTION I Cover Letter G:\PROJINFO\PROJECTS\98-241\Title.DOC TABLE OF CONTENTS SECTION ITEM 1 Cover Letter 2 Project Description r 3 Traffic Assessment 4 Storm Water Runoff Calculations 5 Abutter List Appendix A Site Plan Approval Permit Appendix B Site Plan G:\PROJINFO\PROJECTS\98-241\Title.DOC PROJECT MANUAL For Carlon Medical, L.L.P. LOT 6, CARLONDRIVE NORTHAMPTON, M4 DECEMBER 22, 1998 PREPARED FOR: Mr. Matthew M. Pitoniak 125A Pleasant Street Northampton, MA. 01061 PREPARED BY: HUNTLEY_ Almer Huntley, Jr. &Associates 30 Industrial Drive East Northampton, MA 01061 NIF ! (413) 584-7444 FAX(413) 586-9159 DAVID�. LORING CIVIL No. 3.9818 �d7MAL /1/12�9u G:\PROJINFO\PROJECTS\98-241\Title.DOC City of Northampton, Massachusetts Oq`� TO Office of Planning and Development s� City Hall • 210 Main Street Northampton, MA 01060 • (413)586-6950 FAX(413) 586-3726 •Community and Economic Development �< •Conservation •Historic Preservation • Planning Board•Zoning Board of Appeals • Northampton Parking Commission ` TO•. Anthony Patillo, Building Inspector RE: Permit application FROM: Laura Krutzler, Board Secretary/OP DATE: Would you please review and return the,�� C enclosed application f before the Planning Board/Zoning Board of Appeals meeting scheduled for �� r �� so that we can advise the Boards of any concerns you may have. r�u 2�x a Thank you. M , V m 11O OO _ _ a - b \ 9 0 ro hl \ f >f Lot 6 Abutters City of Northampton Assessor's Map No. 24B & 24D CD Scale: P =200' .J S v