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HomeMy WebLinkAboutConsultant Review - 163 MAIN STREET 11/16/2006 PROFESSIONAL ENGINEERS AND LAND SURVEYORS 160 SUMMER STREET HAVERHILL, MASSACHUSETTS 01830-6318 (978) 373-0310 FAX: (978)372-3960 November 16, 2006 Mr. Lincoln Daley, Town Planner Town of North Andover Planning Department 1600 Osgood Street North Andover, MA 01845 Re: Site Plan Special Permit Proposed Office Building at 163 Main Street Dear Mr. Daley: We have received a copy of VHB's November 1, 2006 Engineering Review for the above referenced project, and we have the following response, The numbering of our responses corresponds to the numbering of VHB's comments. 1. No response necessary. 2. No response necessary. 3. This comment will be addressed by the applicants' legal representative, Domenic Scalise. 4. This comment will be addressed by the applicants' legal representative, Domenic Scalise. 5. The Zoning Table on the plan has been revised to include the additional information. 6. The applicants have not selected specific light fixtures at this time. However, the plan does specify that shielded lamps are to be used to control the lighting. Prior to the installation of any light fixtures, the applicants shall submit specific documentation to the Town Planner for review and approval. It should be noted that the applicants propose to light the parking lot only when necessary during normal business hours, and the lights will be turned off when the last employee leaves, which is between 4:30 and 5:00 p.m. Except for emergency situations, the parking lot lights will only be used for short periods of time in the late afternoon in fall and winter. 7. The plan has been revised to indicate a wider driveway opening. 8. Hydraulic calculations have been performed to confirm that the pipes do have sufficient capacity to handle the peak flows, with minimal surcharging within the catch basins. 9. The Drainage Analysis has been revised to include the Type III rainfall distribution. The change in the rainfall distribution model has had no effect on the results of the analysis. Copies of the revised analysis are enclosed. 10. The existing conditions subcatchment area has been corrected in the revised Drainage Analysis. The 51 sT change in area has had no effect on the results of the analysis. 11. The soil testing will be performed within the next few weeks. Results of the tests will be submitted to the Town Planner. If the tests warrant changes to the Drainage Analysis or the design of the infiltration/detention facility, they will be revised accordingly and submitted to the Planning Board and VHB for review and approval. 12. Additional pre-treatment of the stormwater is not warranted for this project. The impervious area contributing runoff to the drainage system is just 6300 s.f., and the deep sump, hooded catch basins will capture the vast majority of solids from the stormwater. Since the maintenance of the parking area will be in the full control of the applicants, they can ensure that proper maintenance procedures, such as using clean sanding/salting material, regular parking lot sweeping, and regular catch basin cleaning, are adhered to. Since the applicant will responsible for rehabilitating the infiltration/detention system should it become clogged, it will be in their best interest to properly maintain the parking lot and drainage system. 13. The drainage system has been designed to overflow from Catch Basin#1 in the event of the failure of the infiltration system. The rim of Catch Basin#1 will be set at an elevation of 103.50. If sufficient stormwater backs up into the drainage system from the infiltration area, it will overflow from this catch basin and flow down the driveway toward Main Street. The low point at the north edge of the parking lot is elevation 103.75 feet, which is 4 inches above the overflow point from the catch basin. In order to provide a secondary overflow path, the plan has been revised to include a shallow drainage swale from the northeast corner of the parking lot to the front yard, running between the right side of the building and the north property line. I trust that these responses, along with the revised Site Plan and Drainage Analysis, fully address all of VHB's comments. Please contact me if you have any questions. Very truly yours, Chr' is en& Serg' c. Philip G. istiansen C.C. Michael Foster and Stephen Sullivan,applicants Attorney Domenic Scalise Ronald H.Albert,AIA CHRISTI I, INC. PROFESSIONAL ENGINEERS AND LAND SURVEYORS 160 SUMMER STREET HAVERHILL, MASSACHUSETTS 01830-6318 (978)373-0310 FAX: (978)372-3960 Project No.: 06.103 November 16, 2006 Mr. Scott L. Giles, P.L.S. 50 Deermeadow Road North Andover, MA 01845 RE: Revised Drainage Analysis—Main Street, North Andover Dear Mr. Giles: Per your request we have prepared a revised drainage analysis for the project site on Main Street in North Andover. Drainage calculations were performed using the SCS Method. Model parameters were developed using topographic information provided on a plan titled, `Plan of Land in North Andover, Mass. Owned by Michael J. Foster and Stephen M. Sullivan"dated September 8, 2006 and revised through September 13, 2006, prepared by your office. In both the pre and post development condition, surface runoff from the parcel flows toward Main Street. The soils on site are classified"Charlton and Canton Fine Sandy Loam" by the Natural Resource Conservation Service and were modeled as hydrologic soil group"B." Peak Flow rates to the sideline of Main Street are summarized for the 2, 10, and 100-year design storms in the table below: Qpeek Qpeak Pre-Development Post-Development c Condition Condition I (ofs) (cfs) i 2-yr Storm Event ! 0.3 0.3 (3.1'724-hr.) 10-yr Storm Event 0.8 - 0.4 (4.51124-hr.) i 100-yr Storm Event 1 5 (6.5'724-hr.) Calculations performed using HydroCAD software are enclosed with this letter. Should you have any questions or comments please feel free to contact me at the number listed above. Regards, Philip ristiansen, P.E. President (:E) (Pi EXISTING P1 CONDITIONS C P2 CULT C P2 P SUMMATION POND SubCat Reach on :Link Drainage Diagram for Drainage 9-26-06(REVISED 11-16-06) Prepared by Christiansen&Sergi, Inc. 11/16/2006 HydroCAD®7.10 s/n 001057 ©2005 HydroCAD Software Solutions LLC Drainage 9-25-06 (REVISED 11-15-06) Type 1124-hr2yr Rainfall=3.10" Prepared by Christiansen & Sergi, Inc. Page 2 HydroCADO 7.10 s/n 001057 ©2005 HydroCAD Software Solutions LLC 11/1612006 Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment E: EXISTING CONDITIONS Runoff Area=11,772 sf Runoff Depth>0.72" Tc=6.0 min CN=69 Runoff=0.33 cfs 709 cf Subcatchment P1: P1 Runoff Area=7,923 sf Runoff Depth>2.07" Tc=6.0 min CN=90 Runoff=0.65 cfs 1,369 cf Subcatchment P2: P2 Runoff Area=3,849 sf Runoff Depth>1.67" Tc=6.0 min CN=85 Runoff=0.26 cfs 536 cf Pond C: CULTEC Peak Elev=100.87' Storage=625 cf Inflow=0.65 cfs 1,369 cf Discarded=0.03 cfs 1,367 cf Primary=0.00 cfs 0 cf Outflow=0.03 cfs 1,367 cf Pond P: SUMMATION POND inflow=0.26 cfs 536 cf Primary=0.26 cfs 536 cf Total Runoff Area=23,544 sf Runoff Volume= 2,613 cf Average Runoff Depth = 1.33" Drainage 9-25-06 (REVISED 11-15-06) Type 1l 24-hr 2yr Rainfall=3.10" Prepared by Christiansen & Sergi, Inc. Page 3 HydroCAD®7.10 s/n 001057 ©2005 HydroCAD Software Solutions LLC 11/16/2006 Subcatchment E: EXISTING CONDITIONS Runoff = 0.33 cfs @ 11.98 hrs, Volume= 709 cf, Depth> 0.72" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 2yr Rainfall=3.10" Area (sf) CN Description 2,629 98 Paved parking & roofs 9,143 61 >75% Grass cover, Good, HSG B 11,772 69 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min,Tc Subcatchment P1: P1 Runoff = 0.65 cfs @ 11.97 hrs, Volume= 1,369 cf, Depth> 2.07" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24,00 hrs, dt= 0.01 hrs Type II 24-hr 2yr Rainfall=3.10" Area (sf) CN Description 6,288 98 PVMT AND ROOF 1,635 61 GRASS 7,923 90 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P2: P2 Runoff = 0.26 cfs @ 11.97 hrs, Volume= 536 cf, Depth> 1.67" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 2yr Rainfall=3.10" Area (so CN Description 2,452 98 PVMT 1,397 61 GRASS 3,849 85 Weighted Average Tc Length Slope Velocity Capacity Description _(min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Drainage 9-25-06 (REVISED 11-15-06) Type //24-hr 2yr Rainfall=3.10" Prepared by Christiansen & Sergi, Inc. Page 4 HydroCAD®7.10 s/n 001057 C 2005 HydroCAD Software Solutions LLC 11/16/2006 Pond C: CULTEC Inflow Area = 7,923 sf, Inflow Depth > 2.07" for 2yr event Inflow = 0.65 cfs @ 11.97 hrs, Volume= 1,369 cf Outflow = 0.03 cfs @ 11.49 hrs, Volume= 1,367 cf, Atten= 95%, Lag= 0.0 min Discarded = 0.03 cfs @ 11.49 hrs, Volume= 1,367 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 100.87' @ 13.01 hrs Surf.Area= 708 sf Storage= 625 cf Plug-Flow detention time= 163.3 min calculated for 1,367 cf(100% of inflow) Center-of-Mass det. time= 162.3 min ( 966.5 -804.2) Volume Invert Avail.Storage Storage Description #1 99.49' 901 cf Custom Stage Data(Prismatic) Listed below 2,840 cf Overall - 588 cf Embedded = 2,252 cf x 40.0% Voids #2 99.99' 588 cf 33.6"W x 20.0"H x 6.331 Cultec R-180 x 27 Inside#1 1,489 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 99.49 708 0 0 101.70 708 1,565 1,565 103.50 709 1,275 2,840 Device Routing Invert Outlet Devices #1 Primary 103.50' 0.17' x 0.17' Horiz. Orifice/Grate X 72.00 Limited to weir flow C= 0.600 #2 Discarded 0.00' 2.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.03 cfs @ 11.49 hrs HW=99.53' (Free Discharge) 'L2=Exfiltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=99.49' (Free Discharge) L1=Orifice/Grate ( Controls 0.00 cfs) Pond P: SUMMATION POND Inflow Area = 11,772 sf, Inflow Depth > 0.55" for 2yr event Inflow = 0.26 cfs @ 11.97 hrs, Volume= 536 cf Primary = 0.26 cfs @ 11.97 hrs, Volume= 536 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span=0.00-24.00 hrs, dt= 0.01 hrs Drainage 9-25-06 (REVISED 11-15-06) Type //24-hr 10yr Rainfall=4.50" Prepared by Christiansen & Sergi, Inc. Page 5 HydroCAD®7.10 s/n 001057 ©2005 HydroCAD Software Solutions LLC 11/16/2006 Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment E: EXISTING CONDITIONS Runoff Area=11,772 sf Runoff Depth>1.60" Tc=6.0 min CN=69 Runoff=0.77 cfs 1,569 cf Subcatchment P1: P1 Runoff Area=7,923 sf Runoff Depth>3.39" Tc=6.0 min CN=90 Runoff=1.04 cfs 2,239 cf Subcatchment P2: P2 Runoff Area=3,849 sf Runoff Depth>2.91" Tc=6.0 min CN=85 Runoff=0.45 cfs 932 cf Pond C: CULTEC Peak Elev=102.34' Storage=1,159 cf Inflow=1.04 cfs 2,239 cf Discarded=0.03 cfs 1,746 cf Primary=0.00 cfs 0 cf Outflow=0.03 cfs 1,746 of Pond P: SUMMATION POND Inflow=0.45 cfs 932 cf Primary=0.45 cfs 932 cf Total Runoff Area=23,544 sf Runoff Volume=4,740 cf Average Runoff Depth = 2.42" Drainage 9-25-06 (REVISED 11-15-06) Type 1124-hr 10yr Rainfall=4.50° Prepared by Christiansen & Sergi, Inc. Page 6 HydroCAD®7.10 s/n 001057 ©2005 HydroCAD Software Solutions LLC 11/16/2006 Subcatchment E: EXISTING CONDITIONS Runoff = 0.77 cfs @ 11.98 hrs, Volume= 1,569 cf, Depth> 1.60" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 10yr Rainfall=4.50" Area (sf) CN Description 2,629 98 Paved parking & roofs 9,143 61 >75% Grass cover, Good, HSG B 11,772 69 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min.Tc Subcatchment P1: P1 Runoff = 1.04 cfs @ 11.97 hrs, Volume= 2,239 cf, Depth> 3.39" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 10yr Rainfall=4.50" Area (sf) CN Description 6,288 98 PVMT AND ROOF 1,635 61 GRASS 7,923 90 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P2: P2 Runoff = 0.45 cfs @ 11.97 hrs, Volume= 932 cf, Depth> 2.91" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24,00 hrs, dt= 0.01 hrs Type II 24-hr 10yr Rainfall=4.50" Area (sf) CN Description 2,452 98 PVMT 1,397 61 GRASS 3,849 85 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Drainage 9-25-06 (REVISED 11-15-06) Type 1124-hr 10yr Rainfall=4.50" Prepared by Christiansen & Sergi, Inc. Page 7 HydroCADO 7.10 s/n 001057 ©2005 HydroCAD Software Solutions LLC 11/16/2006 Pond C: CULTEC Inflow Area = 7,923 sf, Inflow Depth > 3.39" for 10yr event Inflow = 1.04 cfs @ 11.97 hrs, Volume= 2,239 cf Outflow = 0.03 cfs @ 13.83 hrs, Volume= 1,746 cf, Atten= 97%, Lag= 111.6 min Discarded = 0.03 cfs @ 13.83 hrs, Volume= 1,746 cf Primary = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 102.34' @ 13.83 hrs Surf.Area= 708 sf Storage= 1,159 cf Plug-Flow detention time= 283.6 min calculated for 1,746 cf(78% of inflow) Center-of-Mass det. time= 199.9 min (990.3 - 790.4) Volume Invert Avail.Storage Storage Description #1 99.49' 901 cf Custom Stage Data(Prismatic) Listed below 2,840 cf Overall -588 cf Embedded = 2,252 cf x 40.0% Voids #2 99.99' 588 cf 33.6"W x 20.0"H x 6.33'L Cultec R-180 x27 Inside#1 1,489 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 99.49 708 0 0 101.70 708 1,565 1,565 103.50 709 1,275 2,840 Device Routing Invert Outlet Devices #1 Primary 103.50' 0.17' x 0.17' Horiz. Orifice/Grate X 72.00 Limited to weir flow C= 0.600 #2 Discarded 0.00' 2.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.03 cfs @ 13.83 hrs HW=102.34' (Free Discharge) L2=Exfiltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=99.49' (Free Discharge) L1=Orifice/Grate ( Controls 0.00 cfs) Pond P: SUMMATION POND Inflow Area = 11,772 sf, Inflow Depth > 0.95" for 10yr event Inflow = 0.45 cfs @ 11.97 hrs, Volume= 932 cf Primary = 0.45 cfs @ 11.97 hrs, Volume= 932 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Drainage 9-25-06 (REVISED 11-15-06) Type 1124-hr 100yr Rainfall=6.50" Prepared by Christiansen & Sergi, Inc. Page 8 HydroCAD®7.10 s/n 001057 ©2005 HydroCAD Software Solutions LLC 11/16/2006 Time span=0.00-24.00 hrs, dt=0.01 hrs, 2401 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment E: EXISTING CONDITIONS Runoff Area=11,772 sf Runoff Depth>3.10" Tc=6.0 min CN=69 Runoff=1.50 cfs 3,044 cf Subcatchment P1: P1 Runoff Area=7,923 sf Runoff Depth>5.33" Tc=6.0 min CN=90 Runoff=1.58 cfs 3,518 cf Subcatchment P2: P2 Runoff Area=3,849 sf Runoff Depth>4.77" Tc=6.0 min CN=85 Runoff=0.71 cfs 1,530 cf Pond C: CULTEC Peak Elev=103.52' Storage=1,489 cf Inflow=1.58 cfs 3,518 cf Discarded=0.03 cfs 1,923 cf Primary=0.77 cfs 551 cf Outflow=0.81 cfs 2,474 cf Pond P: SUMMATION POND Inflow=1.10 cfs 2,081 cf Primary=1.10 cfs 2,081 cf Total Runoff Area=23,544 sf Runoff Volume= 8,092 cf Average Runoff Depth=4.12" Drainage 9-25-06 (REVISED 11-15-06) Type 1124-hr 100yr Rainfall=6.50° Prepared by Christiansen & Sergi, Inc. Page 9 HydroCAD®7.10 s/n 001057 ©2005 HydroCAD Software Solutions LLC 11/16/2006 Subcatchment E: EXISTING CONDITIONS Runoff = 1.50 cfs @ 11.97 hrs, Volume= 3,044 cf, Depth> 3.10" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100yr Rainfall=6.50" Area (so CN Description 2,629 98 Paved parking & roofs 9,143 61 >75% Grass cover, Good, HSG B 11,772 69 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Min. Tc Subcatchment P1: P1 Runoff = 1.58 cfs @ 11.97 hrs, Volume= 3,518 cf, Depth> 5.33" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100yr Rainfall=6.50" Area (so CN Description 6,288 98 PVMT AND ROOF 1,635 61 GRASS 7,923 90 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment P2: P2 Runoff = 0.71 cfs @ 11.97 hrs, Volume= 1,530 cf, Depth> 4.77" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100yr Rainfall=6.50" Area (sf) CN Description 2,452 98 PVMT 1,397 61 GRASS 3,849 85 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Drainage 9-25-06 (REVISED 11-15-06) Type ll 24-hr 100yr Rainfall=6.50" Prepared by Christiansen & Sergi, Inc. Page 10 HydroCAD®7.10 s/n 001057 ©2005 HydroCAD Software Solutions LLC 11/16/2006 Pond C: CULTEC Inflow Area = 7,923 sf, Inflow Depth > 5.33" for 100yr event Inflow = 1.58 cfs @ 11.97 hrs, Volume= 3,518 cf Outflow = 0.81 cfs @ 12.06 hrs, Volume= 2,474 cf, Atten=49%, Lag= 5.8 min Discarded = 0.03 cfs @ 12.06 hrs, Volume= 1,923 cf Primary = 0.77 cfs @ 12.06 hrs, Volume= 551 cf Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 103.52' @ 12.06 hrs Surf.Area= 709 sf Storage= 1,489 cf Plug-Flow detention time= 218.8 min calculated for 2,473 cf(70% of inflow) Center-of-Mass det. time= 124.6 min ( 902.7- 778.1 ) Volume Invert Avail.Storage Storage Description #1 99.49' 901 cf Custom Stage Data(Prismatic) Listed below 2,840 cf Overall - 588 cf Embedded = 2,252 cf x 40.0% Voids #2 99.99' 588 cf 33.6"W x 20.0"H x 6.33'L Cultec R-180 x 27 Inside#1 1,489 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 99.49 708 0 0 101.70 708 1,565 1,565 103.50 709 1,275 2,840 Device Routing Invert Outlet Devices #1 Primary 103.50' 0.17'x 0.17' Horiz. Orifice/Grate X 72.00 Limited to weir flow C= 0.600 #2 Discarded 0.00' 2.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.03 cfs @ 12.06 hrs HW=103.52' (Free Discharge) t-2=Exfiltration (Exfiltration Controls 0.03 cfs) Primary Outflow Max=0.50 cfs @ 12.06 hrs HW=103.52' (Free Discharge) t--1=Orifice/G rate (Weir Controls 0.50 cfs @ 0.5 fps) Pond P: SUMMATION POND Inflow Area = 11,772 sf, Inflow Depth > 2.12" for 100yr event Inflow = 1.10 cfs @ 12.06 hrs, Volume= 2,081 cf Primary = 1.10 cfs @ 12.06 hrs, Volume= 2,081 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs ti C► �. rn _ J 0 i co � .-� rn n.1 Ci o co a; n �` c W r " I -101 0 o I G/ i � � loo-- !I '102— ' w co CD / � Ck QS L C_ Cry Ql) F.S.L cANroN CHARLTON F.S.L LL, _ (Y) 0 H18O N 103 �- CD r I C) I Qj M co Lo CD o f � I LQ I w I � (Y) o ° / C, /,P N � a � un Iii. o v o/ O h CO G a I 1 G LL) LLjL, 133,YIS R C6 00 C5 Q) � jol �- Q LLA C) 00.1 > 1-1 U) Cr) V) 02- -, oC C) �rto, C) d m 0A, j 21 si I V) C) 6 :zt L4J Lo Q- Qc CANtoN s QQ cHA LTON F.S.L Q) o 100 C ON C) k 01A, CD Lo Lo \\ Lo Lo