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HomeMy WebLinkAboutTract Map 4646 Parcel 1 Dendy Preliminary Drainage Study a I14 PROPROUECT NO.: R�AEOR :PROJECTG gGo��4 0 OF1 9TA E9h,FOt F s �,.. INCOPPORATED PRELIMINARY DRAINAGE STUDY FOR Wild Rivers Temecula (APN 909370002) City of Temecula, California Prepared for Wild Rivers Temecula LLC 150 Via Monte D'Oro Redondo Beach, CA 90277 May 10, 2012 'QROFESS N rian G. Esgate, C. 21884 CD o. A Vice President s ivk TFOF CP��FOP Preliminary Drainage Study Temecula APN 909-370-002 Introduction The proposed Splash Canyon Water Park development is a 33 acre development located on the west side of Murrieta creek in the City of Temecula, California (See Figure 1). The site is bounded on the northwest by Cherry Street, on the northeast by Diaz Road, and on the southeast by Dendy Parkway. A 1.8 acre area in the northwest comer of the site has been identified as an archaeologically sensitive area, and will not be impacted by the proposed project. Figure 1. Project Location Map r \ \ VI SITE A5) � �Cvr T-TI The drainage study for the development was performed using the Rational Method calculations, per the methodology in the Riverside County Hydrology Manual. The Rational Method was used for this analysis since the total onsite drainage area of approximately 33 acres is less than the division between the Rational Method and hydrograph methods, as discussed in the Hydrology Manual. Existing Runoff Characteristic Patterns The site is currently mass graded in areas, with one surcharge pile in place. Fill material was placed on the parcel as part of a previous project. There are no structures on the site, and ground cover includes bare soil, shrubs and grasses. The site drains toward the southeast comer, where an existing 36-inch storm drain conveys runoff to a box culvert Preliminary Drainage Study Temecula APN 909-370-002 that discharges to Murrieta Creek. There is a ridge running west to east down the middle of the site that divides it into two drainage areas. The southern portion drains along Dendy Parkway, and the northern portion drains along Diaz Road. The Existing condition hydrology map is attached. The existing condition drainage boundary extends to the centerline of Dendy Parkway • and the proposed centerline of the Diaz Road extension. The northern boundary is at the project right of way along the future Cherry Road extension. The only pavement on site is the existing lane of Dendy Parkway. The 1.8 acre archaeological site in the northwest comer drains to the north in the existing condition. When Cherry Road is extended, the street elevation will be higher than the lowpoint of the 1.8 acre area, so this area will continue to drain the.north after the road is improved. This area has existing vegetation that will not be impacted by this project. Proposed Runoff Characteristic-Patterns • The proposed condition will consist of the addition of two large surcharge piles onsite, taking up roughly 9.9 acres of the existing property. The first surcharge pile will be 6.8 acres, and located on the northeast comer of the site along Cherry Street. The second surcharge pile will.be 3.1 acres and located on the south side of the property along Dendy Parkway. All rainfall that falls on these surcharge piles will be contained by a desilting basin on top of each pile and therefore will not contribute to the total runoff generated on the project site. The site's drainage path will be altered due to the position of these surcharge piles, however all runoff will ultimately drain to the same areas as in the existing condition. A hydrology map has been included to show the drainage patterns of the proposed condition. • Hydrologic Methodology Design Storm— 10 and 100-year storms Land Uses— Undeveloped Runoff Coefficients—"C" values were determined based on land use, rainfall intensity, and soil type from Plate D-5.4 from the Riverside County Hydrology Manual Precipitation— 10-year and 100-year ten-minute and one-hour precipitation taken from • Plates D-4.1. Time of concentration—Times of Concentration were,determined using Riverside County Methodology and Plate D-3. Preliminary Drainage Study Temecula APN 909-370-002 • Hydrologic Analysis Results The existing and proposed condition peak 10-year and.100-year flows calculated using the rational Method are summarized in Table 1, and detailed results are attached. Table 1. Summary of Peak Flow Rates Storrs Condition Area (ac) Tc(min) Peak Flow Rate(CFS) 10 ear Existing 31.2 21.3 37.20 10 ear Proposed 21.586 19.5 26.42 Chan a in Qjo= -10.78 • 100 ear Existing31.2 20.2 59.80 100 ear Proposed 21.586 19.5 37.95 Chan a in Q160= -21.85 100 ear Surcharge 6.8129 25 11.98 100 ear Surcharge 3.05888 30 5.38 As can be seen in Table 1, peak flow:rates leaving the site will not increase with the proposed condition because these surcharge piles will be treated individually, using desilting basins. The total area that is generating runoff will therefore decrease, and so will the total amount of runoff. • See Figures 2-6 In the Appendix for Calculations and Methodology 1 1 • 1 1 1 ■, w...N..■wYM r./iii r� _.._.■,.�iM�aa�oiiiiir-miiii.nw.■w■ wN■:M�:o NV.f. .".iM#i.A�.,Y,M�r■.iN►��M.�..,,..t�r■rN .,I[rAV/w•vi9.!Yrr-� A��i,w.iYN■ r IV•Hl�lN■'ARW op p _ rN Iif 'Aid HE IHI,amwC 11:11.[RI1■NLrrr,,,K____�y__� ww--ww�����■ , .N ■i�a-�cx -:,1 ll wJa ri EI r- ■ram,■tl �.,I`�I���IYI . rtl■M.NNr I����ir1•..rNm■ now r.■N.NME�,Y... ::•H.�iiii"•••••Caw• ... iii��ii1r■....•�iiiiii■:m.was ging '• �r'•-`,:�rNitlfifiIii FARE ■■�rw .'iia�MEN miiiiui..w..r■tl 11.15VIM".A 1 •- 1 1- #. N� III■I I.�M......a 1■.■... ■....�M. an III.b,yNN..■Nw.1I.N,1 rr...�..N.�M■■N...r., O11io■'1•M■..,...1ar■ii■i�N�, INm.oWiN . wi i,,�11II,■i�,�ON,,r..N1Y.Nr".M1i,Y i� SN l3lN.w�N wM,r 1o1� . �i .iw�■ �N,,,,NN� . �i_II.'H• i.. i am�w , �iNngl.. alTeii Orion weoniii � . ■, .,fw .Y..i■■ • i iIffff ...' ■YNiN..w. ,w�"...N...ii.■■p■/YY.r.N,r Io i■ „1 i�.111.r.1.tliirw,....M...i.N■, ,tl/wr,N.. .MI I.W„Y,Ytl.�wN■,■,1��r li A 11.,.,��■■.w,wY■r-- = we 'in Mo 1■ortlr..1■o■w■..�■rNii■�s■■■■ .„, 1■■wwwwuwo�s 1 ON.MN.NY r..■wwww.■..ww.r NN.,rr...tl 1■..rMN.wN =o"�1..tlI1NM,.N..■■■■■■ Y 1■N.W.1N■.N.NI. 111IwwNN�.�..r.■ INNrr1N■■w'ii�ir=' �iRUNOFFCOEFFICIENT .NNY1.M■.r. 1 1 r,N■Y■NNN1.1 NN' .....N.■ GROUP 1 1 II,w.1�M■„■,r,,�N111N ,N.■ ■rpY�1,.N■�� COVER 1LANDSCAPING II r.Y N NM.•lY,......■ (RUNOFFINDEX NUMBER NwN.N. 1 1 Preliminary Drainage Study Temecula APN 909-370-002 Figure 3 Tc. LIMITATIONS: L 100 I. Maximum length =1000 Tc 1000 90 2.Maximum area = 10 Acres 5 900 80 a 800 70 u �' 500 6 B Y m e00 Q 300 O m 700 60 ' S 200 7 ., o o c 600 n 50 ° c E 8 n o - e c 0 m i o yp 20 9 0 500 -'kig. 35 _�`E 0 8 10 v m e c 400 g 30 Undeveloped 0 Good Corer $ 2 �-- '. 350 25 Undeveloped ro Fair Corer 6 0 E e = :� �,. 14 - o m 300 c 20 Poor f _ undeveloped O `o '3 �41,'' 15 2 19 2 6 0 250 F 17 Single Family 50 17 E 16 (1/4 Acre) m 18 o IS commercial m 19 r c E 14 (Pa 20 m 200 13 u o J 12 8 11 O c 25 ° ° KEY 150 E 9 1- -TC-K-TC o t 30 8 m EXAMPLE: E r m 7 (1)L=550', H=5.0,K=Single Famlly(1/4At.) 35 6 Development,Tc=12.6 min. 100 (21 L=550', N=5.0',K=Commercial 40 Development,Tc=9.7 min. 5 4 Reference:Bibliography item No.35. R C FC 9 W C D TIME OF CONCENTRATION HYDROLOGY MANUAL FOR INITIAL SUBAREA PLATE D-3 Preliminary Drainage Study Temecula APN 909-370-002 Figure 4 • Tc' LIMITATIONS: L 100 I. Maximum length =1000' TC 1000 90 2.Maximum area = 10 Acres 5 900 BO ? p 70 0 6 E BOO Y U p spa400 a b 300 700 '60 $',� 200 7 i e c c N as E 600 g 50 6 7 6 c p Q a p Q= p- do p .]a_ b 20 9 O 500 90 (Q : p $ 35 ��= d' d e t0 Eo K Ai n _ (/) I I LL c 900 u 30 Undevelope0 0 e 2 > _ 12 Good Cover P - - m 350 25 Undeveloped "-E ° Fair Cover - '6 o S .6 W E 300 - Undeveloped Z\ 15 g 19 Poor Cover oc �'" ' 16 2 c ° 250 r 17 Single Family 50 Z ,y 17 E 16 (I/9 Acre)- E 19 $ 15 Commercial. F _ 0 14 (Paved) 20 200 a 13 E o c 8 II 0 _ 25 ° ° KEY 150 9 L-H-Tc-K-Tc B 30 m EXAMPLE: E 7 (1)L=550', H>5.0,K-Single Fomily(1/4 Ac.) 35 Development,R•12.6 min. 6 100 L pt, H=5.0',K Commercial 40 Development,Tc=9.7 min 5 4 Reference:Bibliography item No.55. R C F C a W C D EFOR OF CONCENTRATION HYDROLOGY MANUAL INITIAL SUBAREA PLATE D-3 Preliminary Drainage Study Temecula APN 909-370-002 Figure 5 Tc' LIMITATIONS: L 100 I. Maximum length -1000' Tc pop 90 2 Maximum area = 10 Acres 5 900 80 a 70 d 6 u _ u 500 Y Y e00 a 700 60 $ 3° b 2W o c r .9 7 c r e)o 0 600 1 � 30 �� y 9Q 6 S V o 0 3� u ° 'o 0 a � o 300 (1) „ 33 ___� a 8 0 a 10 E y f K AL a u 400 30 undeveloped 0 e 2 ~�-C 12 c c �J Good Corer - e 350tot 25 undeveloped J e ,c° Faa Cover 4g E :x �� ' p •� 300 a[:If Undeveloped Cover 8 ; Y' 15 'e ° 250 f Single Family S0 17 E (1/4 Acre) c $ Commercal 90 m KJ F 6 (Pa - 20`. 200 E y� 1? 11 in e i� 25 ° KEY 150 E 9 L-N TC-K-TC c 8 30 m EXAMPLE: E r 7 (1)L=550', N=5.O,K-Single Family(1/4AC.) 35 Development,Tc=12.6 min. 6 100 L=Sent, N=5.0.,K Commercial 40 Development,,Tc=9.7 min 5 4 Reference.Bibliography item No.35, R C F C 8 W C D TIME OF CONCENTRATION HYDROLOGY MANUAL FOR INITIAL SUBAREA PLATE D 3 Preliminary Drainage Study Temecula APN 909-370-002 Figure 6 «... -OV AAAA.: ««««- ----- ----- ----- --- x c s ---- ----- ----- «ass ..AAA ..m:: ..... . a 0 M fn �. ...«. wrrw- ----- ----- -'--_ .. . . . J UJI W U ...A :�... «««-- ----- ----- --- - d _ :::i: - -- . . . . . . .Issis '... T' :5 . ... zzztz .«... .....Cn ..... Z ;• L ..... «.«« --- - ----- ----- ----- - . . . .. j srrzs «NZMr ;;AAA AZZ44 Z4444 - .s :mm 44: - ----- ----- ----- ---- ` xW x2All xxAxx Timis :PC:: D s � t R C F C 9 W C D STANDARD g HYDROLOGY MANUAL INTENSITY—DURATION � o CURVES DATA PLATE 0'4.1(4 of 6) Preliminary Drainage Study Temecula APN 909-370-002 • Table 2 Preliminary Drainage Study Temecula APN 909-370-002 Table 2 Storm Rainfall intensity, i Condition Runoff Coefficient, C Area ac Tc(min) Peak Flow Rate (CFS 10 ear 1.85 Existing 0.7254 31.2 21.3 41.78 10-year 1.64 Proposed 0.7577 21.586 19.5 26.74 Chan a in 010= -15.04 100-year 2.37 Existing 0.7254 31.2 20.2 53.55 100 ear 2.32 Proposed 0.7577 21.586 19.5 37.95 Chang a in C,00= -15.60 100-year 2.32 Surcharge 0.7577 6.8129 25 11.98 100 ear 2.32 Surcharge 0.7577 3.05888 30 5.38 dill 11 �C. �J •. �J LAN 9 gMIJRR/E7A <_ 1�1r IV R I I j ` li Iliic NQ NEU jr % yjt III II I 1, joo •<�. .. �. _ _ _ �.f/ram/`\� __ ' �� �` �� � iI I II� _ �� �.V^ _ l .�—t _ \� -\ � L � \ • •—�—• •—T i—r—ice —�_� —�—�—���—���—�� "�G=. a �.-.���. ,�\ \ ' 9 w 1. �� � \ / v:z-lr-r- a)tv tua9 s'amov--' r— _ �� •fir�}i�z':�a:/R s tl PROJECT NO.:_p�J/_.`_ y of TeMec I FILE CATEGORY:��` PROJECT MGR.: go Zo 19A9 ,,�c INCORPORATED PRELIMINARY DRAINAGE STUDY FOR Wild Rivers Temecula (APN 909370002) City of Temecula, California Prepared for Wild Rivers Temecula LLC 150 Via Monte D'Oro Redondo Beach, CA 90277 May 10, 2012 Q FES N -9� F fL No 1 ^' ian G. Esgate, 21884 Vice President q�OF CA11F�e� Preliminary Drainage Study Temecula APN 909-370-002 Introduction The proposed Splash Canyon Water Park development is a 33 acre development located on the west side of Murrieta creek in the City of Temecula, California (See Figure 1). The site is bounded on the northwest by Cherry Street, on the northeast by Diaz Road, and on the southeast by Dendy Parkway. A 1.8 acre area in the northwest corner of the site has been identified as an archaeologically sensitive area, and will not be impacted by the proposed project. Figure I. Project Location Map kRY �l J//E Get; 1A' w Oil \ (i . 1 � The drainage study for the development was performed using the Rational Method calculations, per the methodology in the Riverside County Hydrology Manual. The Rational Method was used for this analysis since the total onsite drainage area of approximately 33 acres is less than the division between the Rational Method and hydrograph methods, as discussed in the Hydrology Manual. Existing Runoff Characteristic Patterns The site is currently mass graded in areas, with one surcharge pile in place. Fill material was placed on the parcel as part of a previous project. There are no structures on the site, and ground cover includes bare soil, shrubs and grasses. The site drains toward the southeast comer, where an existing 36-inch storm drain conveys runoff to a box culvert Preliminary Drainage Study Temecula APN 909-370-002 that discharges to Murrieta Creek. There is a ridge running west to east down the middle of the site that divides it into two drainage areas. The southern portion drains along Dendy Parkway, and the northern portion drains along Diaz Road. The Existing condition • hydrology map is attached. The existing condition drainage boundary extends to the centerline of Dendy Parkway and the proposed.centerline of the Diaz Road extension. The northern boundary is at the project right of way along the future Cherry Road extension. The only pavement on site is the existing lane of Dendy Parkway. The 1.8 acre archaeological site in the northwest comer drains to the north in the existing condition. When Cherry Road is extended, the street elevation will be higher than the lowpoint of the 1.8 acre area, so this area will continue to drain the north after the road is improved. This area has existing vegetation that will not be impacted by this project. • Proposed Runoff Characteristic Patterns The proposed condition will consist of the addition of two large surcharge piles onsite, taking up roughly9.9 acres of the existing property. The first surcharge pile will be 6.8 acres, and located on the northeast comer of the site along Cherry Street. The second surcharge pile will be 3.1 acres and located on the south side of the property along Dendy Parkway. All rainfall that falls on these surcharge piles will be contained by a desilting basin on top of each pile and therefore will not contribute to the total runoff generated on the project site. The site's drainage path will be altered due to the position of these surcharge piles, however all runoff will ultimately drain to the same areas as in the existing condition. A hydrology map has been included to show the drainage patterns of the proposed condition. Hydrologic Methodology Design Storm— 10 and 100-year storms Land Uses— Undeveloped Runoff Coefficients— "C" values were determined based on land use, rainfall intensity, and soil type from Plate D-5.4 from the Riverside.County Hydrology Manual Precipitation— 10-year and 100-year ten-minute and one-hour precipitation taken from Plates D-4.1. Time of concentration—Times of Concentration were determined using Riverside County Methodology and Plate D-3. Preliminary Drainage Study Temecula APN 909-370-002 Hydrologic Analysis Results The existing and proposed condition peak 10-year and 100-year flows calculated using the rational Method are summarized in Table 1, and detailed results are attached. Table 1. Summary of Peak Flow Rates Storm Condition Area (ac) Tc (min) Peak Flow Rate (CFS) 10 ear Existing 31.2 21.3 37.20 10 ear Proposed 21.586 19.5 26.42 Change in Q,o= -10.78 100.year Existing 31.2 20.2 59.80 100. ear Proposed 21.586 19.5 37.95 Chan a in QjLo= -21.85 100 ear Surcharge 6.8129 25 11.98 100 ear Surcharge 3.05888 30 5.38 As can be seen in Table I, peak flow rates leaving the site will not increase with the proposed condition because these surcharge piles will be treated individually, using desilting basins. The total area that is generating runoff will therefore decrease, and so will the total amount of runoff. See Figures 2-6 In the Appendix for Calculations and Methodology Preliminary Drainage Study Temecula APN 909-370-002 Appendix Figure 2 e- 2 1.00 1 2 1 3 • f S 6 1.0 I s s �r * C_ O . . 1 --�--+W .5 I IT .4 L J: .3 RCFC a W C0 - - HYDROLOGY MANUAL - i r�-'--•. _ :.: . . . . -...ice 7+ l : RUNOFF COEFFICIENT CURVES .2 SOIL GROUP-D COVER TYPE-URBAN LANDSCAPING {+ -- '.i . : AMC-II (RUNOFF INDEX NUMBER 75) RAINFA L I TENSITY�IN INCHES PER HOUR `--'— • p 0 I -2 - _._.3 • S - - 6 0 PLATE o-S.4 Preliminary Drainage Study Temecula APN 909-370-002 Figure 3 • Tc' LIMITATIONS: L 100 1. Maximum length =1000' TC 1000 90 2.Maximum area = 10 Acres 5 900 BO a 800 70 — u 500 5 e g e00 a" e s00 Y 700 60 V 200 7 = Y C fi .E 100 1 E 50 8 e Bo S 600 )i £ e c � I E a o' 0 30 • -_0o 0 S E ' 20 9 0 ' 0) Y r e .Y 35 - is & a 10 10 'e a a S K A a c 11 400 e` 30 Undeveloped 2 0 Good Cover - = SSO 25 - Undeveloped -_ c Ll Fair Cover _ Id e E _ n 300� Undeveloped ,y ,nl i� 15 E 5 19 Poor Cover 0 `a ,2 y a 250 F 17 Single Family _a 17 E 16 (1/4 Acre) • N3 c c -50 IS Commercial . 19 11 (Pav 20 g 200 2 13 0 J ` 12 8 i1 11 25 a KEY 150 g L'N TC-K-Te u B 30 e EXAMPLE E i= 7 (1)L-550', N=5.0,K=Single Family(1/4 Ac.) 35 Development,TC-12.6 min. 100 6 (2)L=550', N=S.O',K=Commercial 40 Development,TC=9.7 min. 5 4 Reference:Bibliography aem No.35. R C F C a W C D TIME OF CONCENTRATION HYDROLOGY MANUAL FOR INITIAL SUBAREA PLATE 0-3 Preliminary Drainage Study Temecula APN 909-370-002 Figure 4 TC, LIMITATIONS: 100 I. Maximum length =1000 Tc KXlO 90 2.Maximum area a 10 Acres 5 900 60 a B00 70 chi Soo 6 t r g 400 a e 300 700 ` 0 g too 7 o s • S E 5 i� B E 600 n 50 S o e o 'm `> 0 �,V ° c 20 9 500 -�_ fq • ° „ • 9 35 _!'._ 8 0 9 10 'E K Ate' n c 400 30 Undeveloped O 2 (fJ -_ 12 c Good Cover / - = Z.350 25 Undeveloped YE 4a 5 Fair.Covet V `� I4 _ 300 c _ - UnndevePoor �d O .3 t7,i I5 S 19 - '2 �' W .E ° 250 I� 17 Single Family 50! 17 6 J 16 (I/4 Acre) / 19 c 19 2 1-15 4 C(Pa 1 3 20 ~ • 200 13 i g J Y 12 8 it i e 2S ° KEY 150 9 L-H Tc-K-Tti o F 9 30 • EXAMPLE: 6 r 7 (1)L-550', H=5.0,K=Single Family(IM Ac.) 35 6 Development,Ta•12.6 min. IGO (2)L=550', N=5.0',K=Commercial 40 Development,Tc=9.7 min 5 4 Reference:Bibliography ilem No.55. R C F C 9 W C D TIME OF CONCENTRATION HYnP.oLooY MANUAL FOR INITIAL SUBAREA PLATE D-3 Preliminary Drainage Study Temecula APN 909-370-002 Figure 5 L 1 Tc' LIMITATIONS: L 100 I. Maximum length =1000' Tic 1000 90 2.Maximum area = 10 Acres 5 e 900 BO -a � 70 H 6 E Boo Y N Y 40 a" c 4 7 `c a c N 600 0. 50 c .9 .` 90 B o O O O SO O oE 30 Y i ` o a p c 4a 9 O 500 _40- - (_1) �2 " d r i 35 ie - 10 0 a l 6 LL ~ K A a -It m c 400 c 30 Undevelope0 O o ___ Good Corer - 'a 350 25 Undeveloped O ` �e° o Fab-Cove/ ,6 14 300 Undeveloped O c .3 Z� 15 c P B Poor Cover o ,Z �� 250 r 17 Single Family 30�, ,i 17 E 16 (I/4 Acre) ./ 1B c E 9 0 15 -ommercmf SO. r .e l4 (Poo�1. 20 200 13 o c S 221 �Z\ $ II o c 25 ` c ` 150 a - KEY o 9 LH-Tc-K-Tc u °� o B 30 r EXAMPLE; E 7 (1)L•550, H=5.0,K=Single Family(1/4 Ad 35 Development,Tc a 12.6 min. 100 6 I21 L=550', H=5.0,K=Commercial 40 Development,Tc=9.7 min. 5 4 Reference:Bibliography item No.35. R C F C a W C D 7FOR OF CONCENTRATION HYDROLOGY MANUAL INITIAL SUBAREA PLATE 0-3 Preliminary Drainage Study Temecula APN 909-370-002 Figure 6 n - .NN« N---- N-N»- ----- ----- ----- --- s e ..ssz ..... a M O .... x...A A.1A N»«N- «»»»« ----- ----- zt:zt s - - 4444 »«««N «»««- ----- ----- ----- . . . . . � W A. c a v ;'s. .««-- «---- ----- ----- ----- � :N sAN::N : _ - : 2-zsx rcNs: T r NN _ ----- »»««« N»AAA ..... .__.. D _ Z W _ H ZY _ ...,., ..N-.» N»N»« »«-»— ----- ----- ----- t i 4444 U 9 R C F C IS W C D STANDARD r HYDROLOGY MANUAL INTENSITY—DURATION 9 0 CURVES DATA PLATE D-4.1(4 of 6) Preliminary Drainage Study Temecula APN 909-370-002 Table 2 a • ► 6 1 � Preliminary Drainage Study Temecula APN 909-370-002 Table 2 Storm Rainfall intensity, 1 Condition Runoff Coefficient, C Area (ac) Tc(min) Peak Flow Rate CFS 10 ear 1.85 Existing 0.7254 31.2 21.3 41.78 10-year 1.64 Proposed 0.7577 21.586 19.5 26.74 Chan a in 010= -15.04 100-year 2.37 Existing 0.7254 31.2 20.2 53.55 1 00- ear 2.32 Proposed 0.7577 21.586 19.5 37.95 Change in 0100= -15.60 100-year 2.32 Surcharge 0.7577 6.8129 25 11.98 100 ear 2.32 Surcharge 0.7577 3.05888 30 5.38 1 � mil- / � // � yg�• � '6 1 1 I .�. 1k, 1 : 1 � �� ,.� �`� � ' ©�' .� ` • ��� Ia � III � � � 17 f II f1, l ) �� ' / 4 J r I�I 1j �J I� �� I I t✓ �I Iy1 " 'ram � � ��� � �.� � � I� :i � �/ ����� .v � � � ����� � 1 C 1••A�II � � � � Jim- jol- ,. A r cc �� • �. IX_�s_v�c.anx�' / i��Th�/��j/T���.�N3�N�1 �,���4 '� —,Jar•sa,`—J , _�7!-_J �—���I ��'� w � `CGI��A"''CNIEpIP�r�..�D.E�=ND��Y�.;P�A��.-RK�WAY-._,.i WiPN-909-.770- H1/1� 1 S 7irr'; (, / 'l •C�. ` '/ � \ C. f—lr'1 v ,.,—.rT, ' �.-- - AV.SB!&(delm r r I II