The URL can be used to link to this page

1995-4327 EX/G/PE/TE/VA ~(~C; Street Address I J-( e;; 7- Lf 7- Category Serial # L( 3dT ~I Name Plan ck. # recdescv Description Year PASCO ENGINEERING, INC. 535 NORTH HIGHWAY 101, SUITE A SOLANA BEACH, CA 92075 (619) 259-8212 FAX (619) 259-4812 WAYNE A. PASCO R.C.E. 29577 .. . July 2, 1996 PE 696 City of Encinitas 505 So. Vulcan Avenue Encinitas, CA 92024 \ ,,0 \ I' J \jQ ii" '~I ': \~D ~ U JUL 03 1996 Attn: Blair Knoll E¡"'¡C-ì\j\.i[i::HiNC ~~EnV\CES CITY OF ENO~,~\T t\S~ RE: TAMMY VALLEY RANCH GRADING PLAN HYDRAULICS Dear Mr. Knoll: The purpose of this letter is to address the potential impacts on storm flows caused by the construction of a stream bed and stilling pond for the above mentioned project. The practical maximum for existing storm flows that are directly impacted by the proposed improvements are the flows that are currently contained and conveyed into the stilling pond through an offsite drainage ditch. This ditch is currently unlined earthen. However, we are advised that the property owner is planning on lining it with gunnite in the near future. In anticipation of this improvement, the attached capacity calculations reflect the proposed condition rather than existing; this being a more conservative approach. The capacity as calculated herein for the existing ditch is 74.3 cfs (See attached calcs). As the 74.3 cfs first enters the subject site it is to be intercepted by a stilling basin immediately inside the subject property. The rim of the stilling basin is approximately 0.75 feet below the existing ground elevations of the adjacent upstream property. This is by design, and is intended to provide relief in case of blockage or severe flows that may cause a backup of storm water. The water is to flow out of the basin and continue downstream across Valley's property without causing inundation to the adjacent upstream property. The outlet of the proposed stilling basin is a rock and gunnite lined channel. (See section A-A Dwg. No. 4327-G and calculations attached). The capacity of the proposed on-site channel is 95.1 cfs. Therefore, the proposed channel will not cause storm flows to back up onto upstream property. City of Encinitas/PE 696 July 2, 1996 Page 2 It is our professional opinion that the drainage improvements as shown on GP Dwg. No. 4327-G are adequate to intercept, contain and convey QlOo to a historic point of discharge without adversely effecting any upstream properties. If you have any questions in reference to the above, please do not hesitate to contact us. Very truly yours, PASCO ENGINEERING, INC. lJ~f~ Wayne Pasco, President RCE 29577 WP/js * ************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) copyright 1982-92 Advanced Engineering Software (aes) Ver. 3.lA Release Date: 2/17/92 License ID 1388 Analysis prepared by: PASCO ENGINEERING 535 NORTH HWY 101, SUITE A SOLANA BEACH, CA. 92075 PHONE: (619) 259-8212 FAX (619) 259-4812 - -------------------------------------------------------------------------- TIME/DATE OF STUDY: 14:16 7/ 1/1996 - -------------------------------------------------------------------------- - -------------------------------------------------------------------------- ************************* DESCRIPTION OF STUDY ************************** * PROPOSED DRAINAGE CHANNEL CAPACITY CALCULTATION. * * SEE SECTION A-A ON SHEET 2 DWG NO. 4327-G. * * 7-1-96 MS * ************************************************************************* * ************************************************************************** > »CHANNEL INPUT INFORMATION«« - -------------------------------------------------------------------------- NORMAL DEPTH(FEET) = 1.50 CHANNEL Zl(HORIZONTAL/VERTICAL) = Z2(HORIZONTAL/VERTICAL) = BASEWIDTH(FEET) = 8.00 CONSTANT CHANNEL SLOPE(FEET/FEET) = MANNINGS FRICTION FACTOR = .0350 1.50 1.50 .017700 = ========================================================================== NORMAL-DEPTH FLOW INFORMATION: - -------------------------------------------------------------------------- »»> NORMAL DEPTH FLOW(CFS) = FLOW TOP-WIDTH(FEET) = FLOW AREA(SQUARE FEET) = HYDRAULIC DEPTH(FEET) = 1.23 FLOW AVERAGE VELOCITY(FEET/SEC.) = UNIFORM FROUDE NUMBER = .983 PRESSURE + MOMENTUM(POUNDS) = AVERAGED VELOCITY HEAD(FEET) = SPECIFIC ENERGY(FEET) = 2.095 95.14 12.50 15.38 6.19 1807.87 .595 = ========================================================================== CRITICAL-DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- CRITICAL CRITICAL CRITICAL CRITICAL CRITICAL CRITICAL AVERAGED CRITICAL FLOW TOP-WIDTH(FEET) = 12.45 FLOW AREA(SQUARE FEET) = 15.18 FLOW HYDRAULIC DEPTH (FEET) = 1.22 FLOW AVERAGE VELOCITY(FEET/SEC.) = DEPTH (FEET) = 1.48 FLOW PRESSURE + MOMENTUM(POUNDS) = CRITICAL FLOW VELOCITY HEAD(FEET) = FLOW SPECIFIC ENERGY(FEET) = 2.094 6.27 1807.62 .610 ************************* DESCRIPTION OF STUDY ************************** * EXISTING DRAINAGE DITCH CAPACITY CALCULATION. * * * * * ************************************************************************* * ************************************************************************** > »CHANNEL INPUT INFORMATION«« - -------------------------------------------------------------------------- NORMAL DEPTH(FEET) = 1.25 CHANNEL Zl(HORIZONTALjVERTICAL) = Z2(HORIZONTALjVERTICAL) = BASEWIDTH(FEET) = 3.00 CONSTANT CHANNEL SLOPE(FEETjFEET) = MANNINGS FRICTION FACTOR = .0150 1.50 1.50 .020000 - -------------------------------------------------------------------------- - -------------------------------------------------------------------------- NORMAL-DEPTH FLOW INFORMATION: - -------------------------------------------------------------------------- »»> NORMAL DEPTH FLOW(CFS) = FLOW TOP-WIDTH(FEET) = FLOW AREA(SQUARE FEET) = HYDRAULIC DEPTH(FEET) = .90 FLOW AVERAGE VELOCITY(FEETjSEC.) = UNIFORM FROUDE NUMBER = 2.261 PRESSURE + MOMENTUM(POUNDS) = AVERAGED VELOCITY HEAD(FEET) = SPECIFIC ENERGY(FEET) = 3.558 74.29 6.75 6.09 12.19 1962.39 2.308 - -------------------------------------------------------------------------- - -------------------------------------------------------------------------- CRITICAL-DEPTH FLOW INFORMATION: - -------------------------------------------------------------------------- CRITICAL CRITICAL CRITICAL CRITICAL CRITICAL CRITICAL AVERAGED CRITICAL FLOW TOP-WIDTH(FEET) = 8.83 FLOW AREA(SQUARE FEET) = 11.48 FLOW HYDRAULIC DEPTH(FEET) = 1.30 FLOW AVERAGE VELOCITY(FEETjSEC.) = DEPTH (FEET) = 1.94 FLOW PRESSURE + MOMENTUM(POUNDS) = CRITICAL FLOW VELOCITY HEAD(FEET) = FLOW SPECIFIC ENERGY(FEET) = 2.592 6.47 1512.95 .650 ========================================================================== I I I I I I I I I I I I I I I I I I I SUMMARY OF FIELD OBSERVATIONS AND TESTS FOR RELATIVE COMPACTION PROPOSED TAMARA V ALLEY RANCH RESIDENCE 2423 FIFTH STREET ENCINIT AS, CALIFORNIA PREP ARED FOR: HAIGHT PAVING 770 NORTH TWIN OAKS V ALLEY ROAD SAN MARCOS, CALIFORNIA 92069 PREPARED BY: SOUTHERN CALIFORNIA SOIL AND TESTING, INC. 6280 RIVERDALE STREET SAN DIEGO, CALIFORNIA 92120 Providing Professional Engineering Services Since 1959 I I I I I I I I I I I I I I I I I I I {i~',,\ SOUTHERN CALIFORNIA ~-r:,/ SOIL & TESTING, INc. .~ 6280 Riverdale Street, San Diego, CA 92120 p,O, Box 600627, San Diego, CA 92160-0627 619-280-4321, FAX 619-280-4717 October 27, 1995 Haight Paving 770 North Twin Oaks Valley Road San Marcos, California 92069 SCS&T 9511153 Report No.2 SUBJECT: Summary of Field Observations and Tests for Relative Compaction, Proposed Tamara Valley Ranch Residence, 2423 Fifth Street, Encinitas, California. Gentlemen: In accordance with your request and our Proposal No. 95S375. this report has been prepared to summarize the results of tield observations and tests for relative compaction performed at the subject site by Southern California Soil and Testing, Inc. These services were performed between September 26 and October 23, 1995. SITE DESCRIPTION The graded pad which is the subject of this report is located at the northeast corner of an approximately 3.5 acres of land located at the southeast quadrant formed by the intersection of Fifth and "E" Streets in the City of Encinitas. The parcel is legally recorded as Block 22 and 23 of Map 326, Assessor's Parcel Numbers 259-221-11, 12. Prior to grading operations the subject area supported an existing graded pad, wood framed residence, and associated landscape and driveway improvements. Topographically, the site sloped gently in a southeasterly direction. The limit of the 100 year flood is located to the southeast of the newly graded pad, some 75 feet from the limit of earthwork. Soil encountered on the site consisted of a relatively thin mantle of topsoil, sandy artiticial till, and sandy alluvium. PROPOSED CONSTRUCTION It is our understanding that the site is to be developed with the construction of a single story residence, a swimming pool, and extensive exterior concrete flatwork and driveways. The residence will be supported by shallow conventional footings and have concrete slabs-an-grade. I I I I I I I I I I I I I I I I I I I SCS&T 9511153 October 27, 1995 Page 2 A V AILABLE PLANS To assist in determining the locations and elevations of our field density tests and to define the general extent of the site grading for this phase of work, we were provided with a grading plan prepared by Hofmaister Engineering of Escondido, California, dated June 20, 1995; however, because the configuration of the proposed residence and improvements differed substantially from that anticipated by the grading plan, a Landscape Master Plan prepared by Robin Shifflet Landscape Architect of San Diego, California was used by our firm for plotting. The landscape plan is reproduced as Plate Number I of this report. SITE PREPARATION Site preparation began with the demol ition of existing structures and improvements and the clearing of landscape vegetation. Materials generated in these operations were exported from the site. Existing artificial till, residual topsoils, and limited quantities of the underlying alluvial soils were then excavated from the area of the proposed improvements and stockpiled on site for future use. The removals and/or undercuts were made to depths necessary to entirely eliminate the existing fills and topsoil lens, and to create a subgrade elevation of at least five feet below tìnished grade elevation beneath the proposed residence, and two feet below proposed exterior flatwork and the bottom of the swimming pool. Undisturbed alluvium was exposed at the bottom of the removal and/or undercut areas. Once the removals had been completed to the described depths. the alluvium exposed was watered to at least optimum moisture content and compacted by means of a vibratory smooth drum roller or by trackwalking with either a Caterpillar 931 track loader or 05 crawler dozer. Fills were then placed in the prepared areas using sandy soils taken from the stockpiles or from an import source. The fills were placed in six to eight inch lifts, watered, and compacted by the means previously described. FIELD OBSERVATION AND TESTING Field observation and density tests were performed by a representative of Southern California Soil and Testing, Inc. during the rough grading operations. The density tests were taken according to ASTM 01556-82 (sand cone) and 02922-81 (nuclear gauge). The results of those tests are shown on the attached plates. The accuracy of the in-situ density test locations and elevations is I I I I I I I I I I I I I I I I I I I SCS&T 9511153 October 27, 1995 Page 3 a function of the accuracy of the survey control provided by other than Southern California Soil and Testing, Inc. representatives. Unless otherwise noted, their locations and elevations were determined by pacing and hand level methods and should be considered accurate only to the degree implied by the method used. As used herein, the term "observation" implies only that we observed the progress of work we agreed to be involved with, and performed tests, on which, together, we based our opinion as to whether the work essentially complies with the job requirements, local grading ordinances and the Uniform Building Code. LABORATORY TESTS Maximum dry density determinations were performed on representative samples of the soils used in the compacted tìlls according to ASTM 01557-78, Method A. This method specifies that a four (4) inch diameter cylindrical mold of 1/30 cubic foot volume be used and that the soil tested be placed in five (5) equal layers with each layer compacted by twenty-five (25) blows of a lO-pound hammer with an 18-inch drop. The results of these tests, as presented on Plate Number 2, were used in conjunction with the tield density tests to calculate the degree of relative compaction of the compacted till. REMAINING WORK Additional backtìll operations will be required for the backfilling of retaining walls. It is recommended that tield observations and relative compaction tests be performed during the backfill ing operations to verify that the work is performed in accordance with job requirements and local grading ordinances. Also, it is 'our understanding that plans for the location of exterior tlatwork are not tinal at this time. In the construction of the tlatwork, it is important that they be founded upon a uniform soil condition. If the final plans position slabs beyond the removal limits indicated on Plate Number I, it may be necessary to perform additional removals and/or undercuts in order to provide the uniform condition. CONCLUSIONS Based on our tield observations and the in-place density test results, it is the opinion of Southern California Soil and Testing, Inc. that the grading work was performed substantially in accordance I I I I I I I I I I I I I I I I I I I SCS&T 9511153 October 27, 1995 Page 4 with our tield recommendations, the City of Encinitas grading ordinance, and the Uniform Building Code. Recommendations for the minimum design of foundation',; are presented below. EXPANSIVE CHAR~CTERISTICS: The prevailing foundation soils were visually classified as being non-detrimentally expansive. The following recommendations for the minimum design of foundations retlect this condition. FOUNDATIONS GENERAL: Shallow foundations may be utilized for the support of the proposed residence. The footings should have a minimum depth of 18 inches below lowest adjacent finish pad grade. A minimum width of 12 inches and 24 inches is recommended for continuous and isolated footings, respectively. A bearing capacity of 2000 psf may be assumed for said footings. This bearing capacity may be increased by (me-third when considering wind and/or seismic forces. REINFORCEMENT: Both exterior and interior continuous footings should be reinforced with at least two No.5 bars positioned near the bottom of the footing and at least two No.5 bars positioned near the top of the footing. This reinforcement is based on soil characteristics and is not intended to be in lieu of reinforcement necessary to satisfy structural considerations. SETfLEMENT CHARACTERISTICS: The anticipated total and/or differential settlements for the proposed structure will be within tolerable limits, provided the recommendations presented in this report are followed. It should be recognized that minor cracks normally occur in concrete slabs and foundations due to shrinkage during curing or redistribution of stresses, and some cracks may be anticipated. Such cracks are not necessarily an indication of excessive vertical movements. FOUNDATION EXCAVATION OBSERV ATIONS: All footing excavations should be observed by a member of our engineering/geology staff to verify that the foundation excavations extend into a suitable bearing stratum. CONCRETE SLABS-ON-GRADE GENERAL: Concrete floor slabs should have a minimum thickness of five inches. The concrete slab should be reinforced with at least No.3 reinforcing bars placed at 18 inches on center each I I I I I I I I I I I I I I I I I I I SCS&T 9511153 October 27. 1995 Page 5 way, extending at least 12 inches down into the perimeter of footings, and positioned near the center of the slab. SAND BLANKET AND MOISTURE BARRIER: A minimum four-inch thick layer of coarse, poorly graded sand or crushed rock should be placed underneath the slab. This layer should consist of material with 100 percent passing the 1I2-inch sieve, and not exceeding ten and five percent passing the #100 and #200 sieves, respectively; the native silty sands do not meet this specification. LIMITATIONS This report covers only the services performed between September 26 and October 23, 1995. As limited by the scope of the services which we agreed to perform. our opinion presented herein is based on our observations and the relative compaction test results. Our service was performed in accordance with the currently accepted standard of practice and in such a manner as to provide a reasonable measure of the compliance of the rough grading operations with the job requirements. No warranty, express or implied, is given or intended with respect to the services which we have performed, and neither the performance of those services nor the submittal of this report should be construed as relieving the contractor of his responsibility to conform with the job requirements. If you should have any questions regarding this report, please do not hesitate to contact this office. This opportunity to be of professional service is sincerely appreciated. Respectfully Submitted. SOUTHERN CALIFORNIA SOIL AND TESTING, INC. Reviewed by: ø/ld2 Charles H. Christian, R.G.E. #00215 C:D .mw cc: (2) Submitted (3) MW Construction 101 State Place, Suite L Escondido. CA 92029 I OB NAME: TAMARA VALLEY RANCH -- II II TEST DATE 1 10/4/95 2 10/5/95 3 10/5/95 4 10/5/95 5 10/6/95 6 10/6/95 7 10/9/95 8 10/9/95 9 10/9/95 10 10/9/95 11 10/10/95 12 10/10/95 13 10/15/95 14 10/15/95 15 10/15/95 16 10/16/95 17 10/16/95 18 10/18/95 19 10/18/95 20 10/18/95 21 10/21/95 22 10/21/95 23 10/21/95 24 10/23/95 25 10/23/95 26 10/23/95 27 10/23/95 28 10/23/95 29 10/23/95 I I I I I I I I I I I I I I I I JOB NO: 9511153 IN - PLACE DENSITY TESTS LOCA nON See Plate Number 1 See Plate Number 1 See Plate Number 1 See Plate Number 1 See Plate Number 1 RETEST OF NUMBER 1 See Plate Number 1 See Plate Number 1 See Plate Number 1 See Plate Number 1 See Plate Number 1 See Plate Number 1 See Plate Number 1 See Plate Number 1 See Plate Number 1 See Plate Number 1 See Plate Number 1 See Plate Number 1 RETEST OF NUMBER 18 See Plate Number 1 See Plate Number 1 See Plate Number 1 See Plate Number 1 See Plate Number 1 See Plate Number 1 See Plate Number 1 See Plate Number 1 See Plate Number 1 See Plate Number 1 ¡ELEVATION (feet, MSL) 41.0 38.0 39.5 38.0 N.G. 41.0 41.0 41.0 40.0 36.0 37.0 39.0 41.0 42.5 42.5 42.5 38.0 37.0 40.0 40.0 41.0 43.5 42.5 43.5 45.0 F.G. 45.0 F.G. 45.0 F.G. 45.0 F.G. 44.4 F.G. 44.0 F.G. IMO.ISTURE I. DRY DENSITY I . (percent) (p.d.) 13.0 89.7 10.7 109.2 11.5 114.0 5.5 101.0 12.4 115.2 11.1 109.7 13.4 106.9 11 .3 111 .3 12.5 108.9 12.7 109.5 ; 12.9 106.4 13.8 , 109.6 11.1 113.9 13.0 108.6 12.6 109.5 12.9 109.3 12.6 110.2 11.1 112.1 14.3 120.7 11.7 121.4 14.9 115.3 12.4 120.3 12.4 113.2 11.1 120.1 10.1 115.6 10.4 113.9 10.7 115.2 11.8 116.3 10.0 114.5 MAXIMUM DENSITY AND OPTIMUM MOISTURE SUMMARY (ASTMDI557) I I I Test by sand cone method, ASTM D1556-82. All others by nuclear gauge method, ASTM D 2922-81. SOIL TYPE 1 2 SOIL DESCRIPTION Tan, Fine to Medium, Silty Sand (SP); Native Brown, Silty Sand (SM); Import OPTIMUM MOISTURE, % MAXIMUM DENSITY, pct 9.5 117.0 9.3 124.9 SOIL REL. COMPo I TYPE (percent) 1 76.7 1 93.3 1 97.4 1 86.3 1 98.5 * 1 93.8 * 1 91.4 * 1 95.1 1 93.1 1 93.6 1 90.9 1 93.7 1 97.4 * 1 92.8 1 93.6 1 93.4 1 94.2 2 89.8 * 2 96.6 * 2 97.2 * 1 98.5 * 2 96.3 * 1 96.8 * 2 96.2 * 2 92.6 2 91.2 2 92.2 2 93.1 2 91.7 PLATE NO: ~ I I I I I . - I I - . I - I - � I I----"-- I-,--, ... - I I--,-- -1-1-1-- I - - - I 1. - � - -.11 ----' - - - . I I I I � . � I I . � � � . I I . I � � I ,,� I � I - I - -,* -�-, -. - .."-_ I -,.,.........�.-..��.*.."6w,4w,.,%W,)I,A�---� ----.. '�, I I -----------------� � - , - - - .11 - - . 11- - I - I � -1- - - ---- 11-1. - ---�----- - ----- � -.1 I -. - -.1- -1-1 �, - - ,,.,, - - .-11- , 1, - 11- - 11 I I I - � . � t - - ,� - , 1. . I . . - I 11 . I � - � � I 1 � - . - I . I " - . I I I. - . 1. - I ", � 1 1 -- . I I I 1-1-1 I -1 I �' -----1--- I I t m : � . . . pw, 011% � ---11--,"f,, I I ---. - " --- I. ---.- I I .... ... I 1--l-1.1- ... - 11 I I ( I I " t - , T " "I , .." -,. .1 � I-, 1� I . i J: ,A� I -I 1 .:A 1 1 1 .1---, . � - I � I I 11 or, ; 4 � , ,�, . - I I ( I w Irl4w I , � I I � I � - - - I � -1- -1 .. , \ "'1 4 ,11 � > , � I ! -, " ) , I -$-I ,�, � " I . , , �, , V i I , 1� . I " , , � . . ), J I I ,-, � --� j r,m% �,,� �,l I , � I �, � , I X. r ) - 1 . 0 e i I i ; - �; . 1, I , " I r:t I "Itv'" � , : io �., j ) 4-) , , k I ,0*,r, , I - P I � I , , , \ I -1 ; (i, �. *-\ , Z�' f : 11 4 � P \ 1i ( , `- 'A t ;I , . �- 'D ! � : . � r,i � I,- - o () ,,, .2 1, -�- I A" ,..'I I 1 4 0 �- 'j, -o - : . : I I n - t r , -,A - tr� I I i:d"!i I , �� I V,� It Q , , , I . , 1, I - I y * o I n"s ,-T�, I . ') � I ( /1 -. � � , ; � � . �1, - �� I , %_1 , U - I , , -4 (,� � � t .1 �, � I . I � j I -�j P, WW" I, - I i I I # �a 4 1 A � ,� F- , .1 : OWIOM3 1i I i o " g? Pe- , � I 10 . " � �- 1�� , . It, 1. ,� rr� � 0 I I � 11� �,� �'.y 5. �jj > I I , " 4 1 I I i " i, ;,<,�, 1) I I , I � 14 " i . �'j �-! I . � I �f I ,-, . I rm I", I- . I . ,�� (-11L- -() - . 000 i p � . - - ig; 1 �1 ' rl� I � k ) 7k)i I I 011 ,� � P11 "I � �, , . � . I � � a,. , �` ii . I � , , I � . '. , I It, IT. 2 C ! -� , I I 1 ---I jM . 1 .,; �, , � � 4 14' � - I I 1-- � I I P, evu�,',-A�11 � - ,� , , - . . I ,�': 1� ( "I " , _- I i-� .11 11 1 � I . � , , . I I I I t-,�` - 4 - , - : I I � , �� 'I . , , , I - P I .1 , 0 M . - , " I , � mrwf 'Z*r� ,rN -�Ir- 7vwr-la ! r ". 4 .� ..--�," I It � � �.l r 4r�il . . 'I-- 444,,i� ��, , � �111 L ,,,", M4 t ��; - � �; � I �, I , . i 0 / , , ,'r� , -'-� �, � 1 17 R cr�i�', � 1�� , ., if , o J �- ;i� , " �� . -1� , �:.�, �4 � ,-, I �, � " �, ) � -p - . I - 31 't, MMOZ IMN it' I 7N,-� t I � ip . -1 � / I > "I'll, f w - 1111�! 1 �i - v_—"I`- . i 1 >1 P I ," -�- -in �,�,, � 'K I 14 1 'VI : 1 07 �� ;fl 1-1 I j *1?%t,` ,1 , . , '�Iil ; .1. - , --i Itt" , I I , 1%, r� D , -1 le, � 04 ` , " I , Aj Ait I I . d Irv orl� i'. N r%, ;�' lIro'' r , i I �� - . �v � , I I ,.� I I � � ow"r , --- , : Z I I " - I �, �1! f 1, �11,` , , , . 1111r, V ,-mvrl I . . 1-4 . I '� , 1, --I :j "�Z', t� � I ,, X 1 1 -I--- I � I . I . �� .1 "t ; WI:F111 - , � (�' 1. . or 1� , � ,-,#�,o 1, I . � I --.- � � . 1, � I '' � , :) N I "�, � \ I ". 1 ( � F - A I � " I . : \, . I/, I I . I i, - (,.) - r 1;�', i7lq - ... I '�,, e�� I E ,; ; 10 x " -- " , � � o I M 0 I � ---,� 1. � "'i" x x , ! 4- c ,, 1 _ ,, , , -, I - L I , 1� A ) '""M" , I , " X . .`,", R , - " �i� I - - ! " m .�- n I � . .-, I A V,. V-� N , I T I *11,111orl.'r" ,M- I I �� I ,I- � ". , W-01 li 5 ; , "--.-"-. . W,�i ,- �, I ,,, I i�l . -*" I I-' '. 1. I ---� — . N� - - -,-.", ,�.l ��,,, fa7, . . � 1�. I� 71 F� ,", 4 IF` ` `7 , X�iav-1 - 11 , I OT; ,/ ".11 , �,,,, . . � , §5 f it � 9 , , ... I � , �1 , I 1�1' , W177ir , k3rr. � I . . I �, I �,� � 1 � `N� , " � I k "I I A 2 11 I , I I " i, \ \ . - -� , 000 1� -", "I-vr-m" I , , ""', . . , ,- ti, III .� pj ,"110 ivc3l -,�,, "- �7 e i �� 1 1 I I I ,� �, , li�7cm �. i, 'I'll ;A 40 11� i I - > -1 - 11,11, , 11 . � . " . W,�4, , I " I , I . ." It 6',", , :�-11 . ;Ii N ; , I "I ,r ... I I 1 .4 W-AOrl " .- -1 -INIUR . I i I I/ , � r - � - � 1, � . j " ', ."-1111 1 . -1, 1' 1� -�., ,1�s , ` . --. . . I �- I .1 . i -,.,� --�, w IVI, -�' i " � 0 J i� ';� b" . 7 .4 ; , I 'I ��- e ry I � ,*,, I � m , �$ ;11, � nj V 44 . I I . 1 I, , j , r - I I I . � -� I � / ma . , . . i . I i -1, I, y 0 t g � 977!"' I I 1, . I I � ., 11 11, � I ,11- I -1 �, �11 ,;oo go"m ll' , . � 1. I I I 1 , . , a AI, - --N 'ai r '�,-:-- , I 11, �' � ". � � I \ ." , ,,, A � M , I ! 1, � 1 1 ;tr� , (n I . I , "ti, Z 4 , t, , -,�� 1. � %PTzm i.11 , , I \ I � I "- -, ,". - . I .. I r I 1, ,��'� 9 ,�- , I .. . r -. 4 i, ,,,,,,, I - I I � .----.-j I v I : '. - , "'.^, , '� , ,.,� � , .. , - I , ,,, 11 , I ":", %, - �1 ; � / . I I i 'i - , N w I 1 � , � "'i�' \ ; ,k" 4 , , I " - V �" I 41 4 . ; ; 0 0 , -1 I I I ;1 �� 10 � " " 7 - , , . I , N i , r E� - o t i . , I I . V��, i . a- .1, ''I I" L I I I I . WI-111a" r, 71"l 'T , i I " 11 e .v� "r;�� I - . , \ '4, " . I I w , *In \--� ,." - p n , , I �.� 11. I "' . .1 I �> � ow" � F "� �r P 11 , !% - , , ., , � e; I � � I %I 1 .4-- I i I ii, � I ;.�� P 0 , ", 1 I* I " � , \ x � . I ..,A- J; , I . I r-1 1 W--7-". , � , I . - �, ill ", III, I I . I � 4 " -,� ": , \� I, \1 I (1) , I A 0% 1 r 1�� rA� � '11 " > i%, ; I .- C*- , , > � ,e i " I � I A� I - � r�`� . I � -"ooe 'N - I . ! -4 ,1' r'"I" W - -- - , - ': - . I - i " 1 4 � I --q I I . � "--� '1-,-,,,i,-,`1 t,, �%, I , ,, . � � 7m" ,� , . r I 1� . W.0 ov Im, il-M. j ., I I -1 \ � -- - - 1-- .1. 1 ` \ 0 ,�, , - - � ,q I /-111 �-� �4"" "' '' - � . -1 -1 . ,�'. 1; n, , ,Nd , ', I � ,�- �,,, I I , ) elli� . I � I - , � 1 -- - - . - ,- - �-- -- I I - - '"" "I"I - , - ,- - I �' � - I -N � '�; -1 - r"; ".] - - -%e- �1----""*---V-'-------� -i -- �::-T��' , -- , --- I - � - I - � I . - do e 'Itm -- � ,:- 1 .. - -;-,\ , . "I I - I � - 0. � - I 1� i , , \ - k I ,, "i t � �, , � ", i�,- I i V I - , � - . � %-ft' . I , I I�m i -- 11-1 . - � -- -, � - I / )�� : I C. i . 11 - � . - 11 , � � - - - - ---------- - -- 1, - -- - ---- --,-- -- --- � -- = ------- , - -- �- I 0 -1 -- " - :, /, - - - - - 1- 01-tr '00 ", ."- - , �, � - �- --�- � I - t , -- I " i � ,'I . k I I - -- , , ,�'. Z'�: ---- " , "%%% %* �-,1,i�1- ��17�-�111��--M"" V�01 Tl 1"-,--�,--W-1--,-o-* ' -, -_;2� el-"'F� -�Ii�,��, ,- -- - - --�-�- IV , : , i 0 , ) - , : - - t �� ,- - � - --� � , � ., I I� 1- , �- -:,,-,;�r,-----4 - t`,�`-17-- 0000 I - " �4 -,Z�� 4,� !,�W- � - - � -� -- - � - � � -11 t � i4m A � -0, , " , : " � �S� I � - 11 -- 11, \, - A - � ) I - :,I. � , 'I 1 - I . I � %10 � - � I I , . 0 � � . — I �"--- , \1 � �--j I �-," . I --" ,-.-.-,-.---,--, --.--.-.. - . -... - .--..... - � 11 - -1 - 1 -"---� \ I I I J ,� I , I, i -,\, ;---) --� ,�',!, r , f. (t. � � 1�i %%�� . " � .� - A 'or I ) 4z 1 1 / - " - I z ') --� > � � , , � I , " I *s ... e 1. ii, I . .- ,� 1� f I q�Tzft�� V ��-) 7� -) �, 7- � .,�------------- � ---�--- -,- - N, � --11 . - , 1i 1; 1 - ---1-- -----.-- --- � I -, I I , It �.�4 vt �jt k,�,` A i LIMIT OF V K . , � . : I i - ,LQR' �, il 41 ,I I -, r-)�--- --__j III— -- -.-- -,.-.— . - - 4-�) \��'11 I � , � . \ " I V�-. -,� - . A, : �'A '-- 1, \ I �, 111"� / , ! �-- CM ---------i1 , .7- I I .111.1 � 1 ,,-', ,� " . c) rl z I - I I , / , ti I 11 I 'L � . . - - ---- I - -/ / I I I I � " " 'I, I , 04 \, -,\ ,-'� - -----�'- \ \\\\\ I "I -�, , xmrrm`,I�` I . ) ----/ ) ill- - - LJ -- `- -- � - / I vi� 0 . "T. 0-,�,, I-- ,----- �, , - �--- �� - --�-j ,.' . movw� — 1 )-�� . I 1� 11 I� , I , / I / ,---..-,, ! . \ " 11 " -.1 ---"` / \ " C, � I/ - ;a 9 (.0 , � , , - , 'je �, I t r v , 4 1 . I/ -- : "'' � 11 , -- � . \ 4� �, .. XM 'i:... � � , -1�1 r I I , � - I � 1, I , - t � I . ; . I C "I. 7 I . , , " \ \\ " 0 "W " I ��, 0 ,� f UN , �it, ,� 1, � I - � .. �-.,---- I / I . /./ , 1� � " ,,, , V,T�l ; ;I�� - \�,-� :: �- , I I Tlw� ------ . . c -,� - , 'I \ I I I I., �, - / .-A 11 , J , ,(.,`� <11 I I P C 9�4 � �Svml, i� \ � r I . I �i�� - �, L , \ \ � -- ; I I I - I ". \1 MW ?Dr�441- �r7'1-77171 bb I I I � \` \ I ; . - I., I N'. �, \ � , I � 1-1 �i� i -�, � � � i - ', �/, -< I . t , - - 1 1 I --.- . I I -', > �'