The URL can be used to link to this page

Home My WebLink About1071; Carlsbad Community Swimming Pool Complex; Carlsbad Community Swimming Pool Complex; 1978-09-25r,TvCITY OF CARLSBAD1200 Elm Avenue Carlsbad, CA 92008 SOILS INVESTIGATION CARLSBAD COMMUNITY SWIMMING POOLCOMPLEX CARLSBAD HIGH SCHOOL 3557 MONROE STREET CARLSBAD, CALIFORNIA Prepared for KAMMEYER LYNCH & PARTNERS, INC. ENVIRONMENTAL PLANNING & LANDSCAPE ARCHITECTURE by BEN TON ENGINEERING, INC. PROJECT NO. 78-6-1A SEPTEMBER 25, 1978 TABLE OF CONTENTS ) nPage Nos. SOILS INVESTIGATION Introduction 1 Field Investigation 2 Laboratory Tests 2 and 3 DISCUSSION, CONCLUSIONS AND RECOMMENDATIONS Soil Strata 4 1. Presence of Existing Fill Soils 4 2. Presence of Loose Soils 4 ) 3. Presence of Slightly to Moderately Expansive Soils 4 Conclusions 5 Recommendations 5 1. Foundation Support- Alternative 1 Sand 6 2. Foundation Support - Alternative 2 6, 7 and 8 Q (a) Under the Building 7 (b) Under the Pool Deck and Pavement 7 3. Pool Design and Construction 8 4. Excavating During Construction 9 < ^ Drawing Nos. DRAWING TITLES Location of Test Borings 1 Summary Sheets: Boring No. 1 2 Boring No. 2 3 ' Boring No. 3 • 4 Boring No. 4 5 and 6 Boring No. 5 7 Boring No. 6 8 Consolidation Curves 9 3 ^ APPENDICES ^ Unified Soil Classification Chart A o' Standard Specifications for Placement of Compacted Filled Ground AA '^ Sampling, etc. • B £ Chemical Analyses, Butler's Mill, Inc. C BENTON ENGINEERING, INC. APPLIED SOIL MECHANICS FOUNDATIONS BSdO RUFFIN ROAD SAN DIEGO, CALIFORNIA 92123 PHILIP HENK1NG BENTON PRESIDENT . CIVIL ENGINEER TELEPHONE <714) S6B-19BB ) SOILS INVESTIGATION Introduction This is to present- the results of a soils investigation conducted at the site of the proposed ) Carlsbad Community Swimming Pool Complex which is to be located on the north side of the existing tennis courts at the Carlsbad High School in Carlsbad, California. ^ The objectives of this investigation were to determine the general subsurface conditions of the site, and certain physical properties of the soils, so that pertinent soil parameters and re- commendations could be presented for the design and construction of the swimming pool and « the related structures. In order to accomplish these objectives, six borings were drilled at the site, and both undisturbed and loose soil samples were obtained for laboratory testing. Also, four bags of 1 representative upper soils were chemically analyzed in order to determine the suitability of these soils for planting use. The chemical analyses were conducted by Butler's Mill, Incorporated "\. of San Diego, California, and the results of the chemical analyses are presented in Appendix *Y C attached at the end of this report. £ ^ A geological reconnaissance and seismic study of the site was conducted by Dr. ^7_ t3 ' Richard Threet, a Registered Geologist, in the State of California. His findings will bea "pf °- transmitted to you at a later data . ; • i This investigation was based on the 1" =30' scale "Preliminary Site Plan" prepared by Kammeyer Lynch & Partners, Inc. of Irvine, California. -2- Field Investigation The six borings were drilled, 24 inches in diameter, with a truck-mounted rotary bucket- J ' type drill rig at the approximate locations shown on the attached Drawing No. 1, entitled, "Location of Test Borings. " The borings were drilled to depths of 10 to 25 feet below the ) existing ground surface. A continuous log of the soils encountered in the borings was re- corded at the time of drilling and is shown in detail on Drawing Nos. 2 to 8 inclusive, each entitled "Summary Sheet. " The soils were visually classified by field identification procedures in accordance with the Unified Soil Classification Chart. A simplified description of this classification system is presented in the attached Appendix A at the end of this report. Undisturbed samples were obtained at frequent intervals in the soils ahead of the drilling. The drop weight used for driving the sampling tube into the soils was the "Kelly" bar of the 3 drill rig which weighs 1,623 pounds, and the average drop was 12 inches. The general procedures used in field sampling are described under "Sampling" in Appendix B. Laboratory Tests ") Laboratory tests were performed on all undisturbed samples of the soils in order to determine the dry density, moisture content, and shearing strength. The results of these ^ tests are presented on Drawing Nos. 2 to 8, inclusive. Consolidation tests were performed -< >o on representative samples in order to determine the load-settlement characteristics of the CO soils and the results of these tests are presented graphically on Drawing No. 9 entitledo ,.^7 ^ "Consolidation Curves". —"of£ The general procedures used for the laboratory tests are described briefly in Appendix B. In addition to the above laboratory tests, an expansion test was performed on one clayey sand soil,sample in order to determine its volumetric change characteristics with change in moisture content. The recorded expansion of the sample is presented on the following page. BENTON ENGINEERING. INC. -3- Percent Expansion Under Unit1 Load of Depth of 500 Pounds per Sq Sample Sample, Foot from Air Dry Boring No. No. In Feet Soil Description to Saturation 2 2 4.0 Clayey fine to medium sand 3.08 Compaction tests were performed on representative samples of the soils to establish com- paction criteria. The soils were tested according to the A.S. T.M. D1557-70 method of com- paction which uses 25 blows of a 10 pound rammer dropping 18 inches oil each of 5 layers in a 4 inch diameter 1/30 cubic foot mold The results of the tests are presented as follows: Maximum Optimum Mois- Boring Bag Depth Dry Density ture Content No. Sample in Feet Soil Description Ib/cu ft % dry wt 1 1 1.0 to 2.0 Si I ty fine to medium sand ^ mixed with approximately 15 131.8 8.6 to 20 percent of clayey fine to medium sand. 2 2 3.0 to 4.0 Clayey fine to medium ;~) sand, reddish brown 124.8 11.2 Direct shear tests were performed on saturated and drained samples in order to determine the minimum angle of internal friction and apparent cohesion of the soils. The results of '* T these tests are presented below: CD dz.Lo o& ) Boring Depth : Boring Depth: 1, Sample 1 2.0 Feet 5, Sample 2 4.0 Feet Normal Load in kips/sq ft 0.5 1.0 2.0 0.5 1.0 2.0 Maximum Shear Load kips/sq ft 0.57 0.98 1.55 1.82 2.69 3.70 Angle of Internal Friction Degrees 29.5 41. 0(*) Apparent Cohesion Ib/sq ft 280 1310 *Arbitrarily reduced • ENTON ENGINEERING. INC. -4- ) DISCUSSION, CONCLUSIONS AND RECOMMENDATIONS Soil Strata ) The descriptions of the soil strata encountered within the limits of explorations are depicted in detail on Drawing Nos. 2 to 8, inclusive. In general, the soil conditions which may adversely affect the construction cost and the design of the swimming pool are described below: (1) The Presence of Existing Fill Soils Existing fill soils were found in the upper 2. 7 feet, 1. 7 feet, 2. 0 feet, 1.5 feet, and 1.6 feet, respectively, of Borings 1, 3, 4, Sand 6. The fill soils consisted of silty fine to medium sand and slightly silty fine to medium sand of granitic origin. These fill soils were ") mostly medium compact to compact in consistency, and between 86.5 and 93 percent of maximum dry density except the upper 0.4 foot, 0.5 foot and 0.4 foot, respectively of Borings 1, 3 and 4, where the fill soils were found to be loose in consistency. At Boring 6, pieces of concrete fragments were found in the fill soils. ' (2) The Presence of Loose Soils -, Loose silty fine to medium sand soils were found between depths of 2. 7 feet and 5. 0 feet at Boring 1, and in the upper 0. 8 foot of Boring 2. (3) Presence of Slightly to Moderately Expansive Soils; ;£ The very firm clayey fine to medium sand soils, which were encountered below depths of oo 5.0 feet, 2.0 feet, 3.6 feet, 2.8 feet, 2. 8 feet and 3. 0 feet, respectively at Borings 1, 3 2, 3, 4, Sand 6 were found to be slightly to moderately expansive if these soils are u .5L allowed to dry and then be subjected to saturation with water. o No ground water was encountered within the limits of exploration in the six borings ' '••"•/ ) drilled. The borings were terminated at depths of 10.0 feet, 20. 0 feet, 15. 0 feet, 25.0 feet, 10. 0 feet and 15. 0 feet, respectively, at Borings 1 to 6, inclusive. •ENTON ENGINEERING. INC. -5- CO - I Conclusions It is concluded from the results of field explorations and laboratory tests that: 1. The soils encountered at the site were found to be generally competent to support the swimming pool and the related appurtenant structures except the three unfavorable characteristics that were described under "Conclusions" of this report. 2. Due to presence of some fill compacted to less than 90 percent of maximum dry density, and the loose natural soils at the site, two alternatives of foundation support for the proposed buildings, concrete block wall and mechanical building would be possible. The two alternatives of foundation support are described under "Recommenda.tions"of this report. Recommendations 1. Foundation Support - Alternative I This alternative requires the deepening of all building and concrete block wall footings through the existing fill and the loose natural soils, and to obtain support in the medium firm to very firm on site natural soils described below: Boring Nos 1 2 3 4 Depth Below Existing Ground Surface to Suitable Bearing Soils, Feet 5.0 0. 8 or deeper 1. 5 or deeper 2. 0 or deeper 1. 5 or deeper 1.6 or deeper Description of Suitable Bearing Soils Very firm clayey fine to medium sand Firm silty fine to medium sand or very firm clayey fine to medium sand Medium compact silty fine to medium sand Medium firm silty fine to medium sand or very firm clayey fine to medium sand Medium firm silty fine to medium sand or very firm clayey fine to medium sand Medium firm silty fine to medium sand or very firm clayey fine to medium sand •CNTON ENaiNEENINO, INC. -6- Both square and continuous footings, which are founded at least 1.0 foot into the recommended bearing soils, may be designed with an allowable bearing value of 4,000 pounds per square foot provided that the continuous footings and the square footings are at least 1.0 foot and 2.0 feet, respectively, in width. The allowable bearing value presented above is for dead and live loads only, and may be increased one third for the combined total of dead, live and seismic loadings. The total settlements of footings which are founded 1.0 foot into the suitable bearing ) soils and are loaded to a unit foundation pressure of 4,000 pounds per square foot, are estimated to be less than 1/4 inch for square footings less than 6.0 feet in width and for continuous footings less than 4 feet in width. For lateral resistance design, an allowable passive earth pressure equivalent to a fluid density of 300 pounds per cubic foot may be used for that portion of footings in direct contact with the recommended bearing soils. For that portion of footings in direct contact with the upper fill soils and the loose soils, an allowable passive earth pressure equivalent to a fluid density of 100 pounds per cubic foot may be used starting from the lowest adjacent final J ground surface to the surface of the recommended bearing soils. A friction factor of 0.4 may be used to estimate the sliding friction between the footings and the supporting soils. Both sliding friction and passive resistance of the soils may be combined to compute the ^ total lateral resistance. 4oo 2. Foundation Support_- Alternative 2 This alternative requires the removal of the existing fill and the loose soils in the upper u .2L S.Ofeet, 0.8 foot, l.Sfeet, 2.0feet, l.Sfeetand 1.6feet, respectively, of Borings ct 1 to 6, in elusive The depth: of removal between borings may be interpolated or extrapolated between these depths subjecting to field inspection of the exposed soils by a soils engineer immediately after excavation and before placing fill soils for compaction. ) BENTON ENGINEERING. INC. The suggested horizontal limits of overexcavaHon are presented below: (a) Under the Building The horizontal limit of overexoavation will be the depth of removal plus the total thickness of compacted filled ground beyond perimeter footings of the building. (b) Under the Pool Deck and Pavement To the edge .of the pool deck and the pavement surface. After excavatidn, the exposed surface, which is inspected to be competent to support the ) new fills, should be scarified to a depth of 6 inches, moistened or dried as necessary to within 1 to 3 percent of optimum moisture content, and should be uniformly compacted to at least 90 percent of the maximum dry density. Subsequently, the debris and vegetation free 0 excavated on site soils should be placed and should be uniformly compacted to at least 90 percent of the maximum dry density to the proposed final ground surface. It is recommended ~s that in order to reduce potential expansion, only excavated silty fine to medium sand and slightly silty fine to medium sand or import sand soils should be compacted in the upper 3.0 feet below final ground surface. The excavated clayey fine to medium sand should be placed and / x ^ compacted below depth of 3.0 feet or greater from the final compacted filled ground surface to minimize the potential expansion of these soils. All maximum dry densities described herein should be obtained by the A. S.T.M. D 1557- 70 — method of compaction which requires the use of 25 blows of a 10 pound rammer falling from -o ^ a height of 18 inches on each of the five layers in a 4 inch diameter, 1/30 cubic foot -v compaction mold. o •— It is recommended that the proposed earthwork operations be conducted under continuous <t engineering inspection and in accordance with the applicable sections of the attached Appendix AA, entitled "Standard Specifications For Placement of Compacted Filled Ground. " •ENTON ENGINEERING. INC. -8- If the compacted filled ground is placed in accordance with the procedures described in the preceding section, an allowable bearing value of 2,000 pounds per square foot may be designed for both square and continuous footings founded at least 1. 0 foot below the lowest adjacent final compacted ground surface. The recommended minimum widths of both con- tinuous footings and square footings are 1.0 and 2.0 feet, respectively. The allowable bearing ) value is for dead plus live loads only, and may be increased one-third for a combined total of dead, live and seismic loadings . ) The total settlements of footings so located and loaded to a unit foundation pressure of 2,000 pounds per square foot are estimated to be less than 1/4 inch for square footings less than 6 feet in width and for continuous footings less than 4 feet in width based on our past experience with similar compacted soils. For lateral resistance design, an allowable passive earth pressure equivalent to a fluid density of 150 pounds per cubic foot may be used starting from the lowest adjacent finished ground surface. A friction factor of 0.4 may be used for the estimate of sliding friction between the footings and the supporting soils. Both passive resistance of the soils and the ) sliding friction may be combined to compute the total lateral resistance. 3. Pool Design and Construction To design the pool wall, an active earth pressure equivalent to a fluid density of 30 pounds \ •— per cubic foot may be used. In order to prevent hydrostatic pressure from building up behind o |» the wall and beneath the bottom of the pool slab, it is necessary to maintain and to provide £ adequate drainage measures immediately behind the pool wall and immediately beneath "o ,5L the bottom of the pool slab. The suggested drainage measures may include but are not I limited to, the provision of a pervious sand backfill behind the pool wall and beneath the pool slab. Beneath the pool slab, perforated pipes may also be required to drain any seepage water from the pool to a suitable drainage outlet. ) •ENTON ENGINEERING. INC. -9-) 4. Excavating During Construction During construction, excavations may be safely cut at a slope ratio of 3/4 horizontal to 1 vertical or flatter to a maximum height of 20 feet provided that: (a) The exposed cut bank is prevented from saturation or a significant moisture change during construction period and, ) (b) No surcharge loads, such as vehicles or construction trucks are allowed to be within a horizontal distance equal to the height of the cut bank. ) A temporary vertical cut slope will also be possible for as deep as 9 feet if the soil is to be trimmed for a gunite lined pool. Due to possible presence of school students around the pool excavation, the Contractor should install temporary fencing and take all reasonable precautions to prevent students from falling into the excavation pit during construction. Respectfully Submitted, BENTON ENGINEERING, INC. By a_ S. H. Shu, Civil Engineer RCENo. 19913 — Reviewed by'PhM7p H. Betftoh, Civil Engineer RCENo. 10332 Distribution: (4) Addressee 2"SHS/c •ENTON ENOINEERINO. INC. IU111 a.UJa WOCr"" is u SUMMARY SHEET BORING NO. 1 ELEVATION OE"-o .n I Hv 1 - 2 3- 4- 5 6 7 8 9 10 Brown, Dry, Loose, Mixed with 15 to 20% Clayey Fine to Medium Sand Lornpact SlighHy Moist Brown, Moist, Loose, Little Porous Red, Brown and Gray, Moist, Very Firm, Little Porous SILTY FINE TO MEDIUM SAND 13.0 7.3 114.7 7.45 SILTY FINE TO MEDIUM SAND 3.2 7.4 006.7 0.51 6.5 11.6 017.0 1.68 CLAYEY FINE TO MEDIUM SAND 11.4 13.4 118.3 2.70 to O Indicates Loose Bag Sample Indicates Undisturbed Drive Sample PROJECT NO. 78-6-1A BENTON ENGINEERING, INC. DRAWING NO. 2 o XV Q £oU o £ £ LO ~5o oin JCa r "O0n VI 0 <J ut \ oac 3 DEPTH/FEET1 0 3- — 5- 6 - 8- 9- 10- ii- 1? 13_ 15 16- 17- 18- 19- 20-SAMPLENUMBER |1 ® 2 (2J ® ® ®•^••••••B SOILCLASSIFICATIONSYMBOLft » . • • • ..... . . > . . ..... ..... ...... <..... ..... ..... . f . • . ..... .... . •...... ..... ..... ..... ' 1 ...... • • • • * • . . * . . . • * • ..... . . . • • — SUMMARY SHEET BORING NO. 2 ELEVATION Brown, Dry, Loose, SlighHy T Porous Firm Slightly Moist Red, Brown and Gray, Moist, Very Firm, Slightly Porous Brown Red-Brown Gray-Brown SILTY FINE TO MEDIUM SAND CLAYEY FINE TO MEDIUM SAND DRIVE ENERGYFT. KIPS/FT.9.7 13.0 13.0 6.5 9.7 19.5 01 H' s?>UJ WE it 5°5s? 2.9 12.8 15.1 12.8 13.5 9.3 DRY DENSITYLBS./CU. FT.111.0 118.1 114.3 115.7 115.6 118.6 SHEAR 1RESISTANCE 1KIPS/SQ. FT.0.68 3.46 2.39 2.60 2.67 4.62 PROJECT NO. DRAWING NO. 78_6_1A BENTON ENGINEERING, INC. 3 X<a a. oj I E /-> oo u.0 cO) E T3Oja!/) L.OJ u < 03?> DEPTH/FEET1- 2- q 4~ 5 — • 6~ 8" 9- 10- 11 - 12 ~ 13- 14- i £SAMPLENUMBERd) © ® u SOILCLASSIFICATIONSYMBOL^S§§ ^^j xSJvvv^ • SUMMARY SHEET BORING NO. 3 ELEVATION _Brown, Dry, Loose, Mixed wil-h 15 to 20% Clayey Fine to Medium Sand Moist, Compact Brown, Moist, Medium Compact Red, Brown and Gray, Moist, Very Firm, Little Porous Less Clayey More Clayey SILTY FINE TOMEDIUMr SAND SILTY FINE TO MEDIUM f SAND CLAYEY FINE TO MEDIUM SAND DRIVE ENERGYFT. KIPS/FT.4.9' 3.2- 13.0 13.0 I 13.0 U/fc.' o%* tfeu.oQi# 6.l' 16.2- 6.0 9.7 11.4 PROJECT NO. 78_6_1A BENTON ENGINEERING, INC.DRY DENSITYLBS7CU. FT.117.2 111.2 125.1 113.3 116.*SHEARRESISTANCEKIPS/SQ. FT.1.20 1.85' 2.03 3.03 3.49 LU DRAWING NO. 4 J • 1 3 DEPTH/FEET1- 3- A4- 5- Lo 9 ~ 10- 11- 19 ~ 13- 14- 15~ 16- 17- 10 —lo 19 -I 20-SAMPLENUMBER Jra © © 0 (5) ©SOILFICATIONMBOLO 1 111 . . • • * . . . . . ' * . . . - * . . . . i . • . . , . . i • • . . . , . . . . . • . . • * • • • • • • • • . • . . . . ' ' . . ' ' . . . . . . ' ' . . • « , . . • • • . . • • . . . • SUMMARY SHEET BORING NO. 4 ELEVATION i — | Brown, Moisr, Loose, Few Chunks of Clayey Fine to Medium Sand 1 Compact Red, Brown and Gray, Moist, Very Firm, Little Porous Brown Red-Brown SILTY FINE TO MEDIUM SAND i 1 SILTY FINE TO MEDIUM SAND CLAYEY FINE TO MEDIUM SAND Continued on Drawing No. 6 DRIVE ENERGYFT. KIPS/FT.11.4 9.7 13.0 13.0 11.4 14.6 FIELDMOISTURE% DRY WT.6.7 17.5 8.1 10.7 11.1 7.7 DRY DENSITYLBS7CU. FT.122.1 109.7 113.5 113.2 114.0 117.3 SHEARRESISTANCEKIPS/SQ. FT.1.47 2.25 1.78 2.77 3.44 5.16 LJ_ i PROJECT NO. DRAWING NO. ,0 , , A BENTON ENGINEERING, INC. ,/o-o-IA O X —Q o £ _§ '? oo-C OO g X D U ul <z a 3 DEPTH/FEET21_ 22- 23- 24- oc;Z.3—rSAMPLENUMBER jSOILCLASSIFICATIONSYMBOLOH uiu: £H u»-'SUMMARY SHEET £S: Q§£ |": az"-. BORING NO. 4 (Conf.) "| WWK ol $wisj . «.5° >a wRg•* u- 5 s» C ™ uj —E£ Si<! §J cc^ Red-Brown CLAYEY FINE TO MEDIUM SAND 26.6 8.4 114.3 4.76 _x PROJECT NO. DRAWING NO. 78_6_1A BENTON ENGINEERING, INC. 6 X0) "a. o "ooCL. '? "oo 0OO o> in D_n Du HI2< 2 ccc 1 DEPTH/FEET1 _ 2 — 3 _ 4 — 5 6 - y _. 9 - 10 UJ DC-Jill |i — (2) ®'/H SOILyflCLASSIFICATIONXflB SYMBOL^H1 ..... SUMMARY SHEET BORING NO, 5 ELEVATION 1 Gray-Brown, Slightly Moist, Decomposed Granite Brown Moist Medium Compact, 20% Chunks of Clayey Fine to Medium Sand Brown, Moist, Medium Firm Red, Brown and Gray, Moist, Very Firm SLIGHTLY SILTY C 1 K. 1C T/^ A AC f\l 1 1 fc A _FINE TO MEDIUM SAND SILTY FINE TO MEDIUM SAND SILTY FINE TO MEDIUM SAND CLAYEY FINE TO MEDIUM SAND DRIVE ENERGYFT. KIPS/FT.1.6 8.1 11.4 8.1 vZ5° 9.4 10.6 13.5 12.4 DRY DENSITYLBS./CU. FT.113.3 127.8 107.0 114.9 SHEARRESISTANCEKIPS/SO. FT.0.60 3.65 1.97 2.97 LJU \ ' PROJECT NO. DRAWING NO. 78_6_]A BENTON ENGINEERING, INC. 7 1 ! iI HP DEPTH/FEET1- 2- ?- 4- 6- 7/ 8 9- 10- 11 - 12 ~ 13- 14 1 £lo ui x Jw II<«Z (D ®/• SOIL/•CLASSI FICATION/• SYMBOLtHn < .... * .... * .... . . . . . . . . « ...... SUMMARY SHEET BORING NO. 6 ELEVATION rr Gray-Brown, Moist1, Compacr, Decomposed Granire Brown, Moist, Compact, Few Small Pieces of Concrete Brown, Moist, A,4ediurn Firm Red-Brown and Gray, Moist, Very Firm, Little Porous Brown A /~ DAX/IKi/*""1 «.(_ . rAVINU f SLIGHTLYSILTY FINETO MEDIIM SAND SILTY FINETO MEDIUM SAND SILTY FINE TO MEDIUM SAND CLAYEY FINE TO MEDIUM SAND DRIVE ENERGYFT. KIPS/FT.4.9 1 1 .'4-- 11.4 8.1 9.7 FIELDMOISTURE% DRY WT.8.8 8.9 10.6 11.0 12.1 DRY DENSITYLBSVCU. FT.112.6 120.2 116.7 110.7 119.4 SHEARRESISTANCEKIPS/SQ. FT.0.73 3.10 2.54 2.26 3.63 u_ 1 PROJECT NO. 78_6_1A BENTON ENGINEERING, INC. DRAWING NO. 8 0 o.;0.4 LOAD IM KIPS PER SQUARE FOOT 0.6 0.8 1.0 2 X_a a J I D C j -C if c Itl eo Joring No. 1 Sample 2 Depth 4' Boring No. 2 Sample 1 Depth 2' Boring No. 5 Sample 1 Depth 2' Boring No. 5 Sample 2 Depth 4' o Indicates percent consolidation at field moisture © Indicates percent consolidation after saturation 8ENTOW ENGINEERING, INC. wo. o O PHILIP HENKING BENTON PRESIDENT - CIVIL ENGINEER O O O BENTON ENGINEERING, INC. APPLIED SOIL MECHANICS FOUNDATIONS 3540 RUFFIN ROAD SAN DIEGO, CALIFORNIA 92123 APPENDIX AA TELEPHONE (714) 565-1955 STANDARD SPECIFICATIONS FOR PLACEMENT OF COMPACTED FILLED GROUND 1. General Description. The objective is to attain uniformity and adequate internal strength in filled ground by proven engineering procedures and tests so that the proposed structures may be safely supported. The procedures include the clearing and grubbing, removal of existing structures, preparation of land to be filled, filling of the land, the spreading, and compaction of the filled areas to conform with the lines, grades, and slopes as shown on the accepted plans. The owner shall employ a qualified soils engineer to inspect and test the filled ground as placed to verify the uniformity of compaction of filled ground to the specified 90 percent of maximunrdry density. The soils engineer shall advise the owner and grading contractor immediately if any unsatisfactory conditions are observed to exist and shall have the authority to reject the compacted filled ground until such time that corrective measures are taken necessary to comply with the specifications. It shall be the sole responsibility of the grading contractor to achieve the specified degree of compaction. 2. Clearing, Grubbing, and Preparing Areas to be Filled. (a) All brush, vegetation and any rubbish shall be removed, piled, and burned or other- wise disposed of so as to leave the areas to be filled free of vegetation and debris. Any soft, swampy or otherwise unsuitable areas shall be corrected by draining or removal, or both. (b) The natural ground which is determined to be satisfactory for the support of 'the filled ground shall then be plowed or scarified to a depth of at least six inches (6"), and until the surface is free from ruts, hummocks, or other uneven features which would tend to prevent uniform compaction by the equipment to be used. (c) Where fills are made on hillsides or exposed slope areas, greater than 10 percent, horizontal benches shall be cut into firm undisturbed natural ground in order to provide both lateral and vertical stability. This is to provide a horizontal base so that each layer is placed and compacted on a horizontal plane. The initial bench at the toe of the fill shall be at least. 10 feet in width on firm undisturbed natural ground at the eleva- tion of the toe stake placed at the natural angle of repose or design slope. The soils engineer shall determine the width and frequency of all succeeding benches which will vary with the soil conditions and the steepness of slope. O o APPENDIX AA -2 - (d) After the natural ground has been prepared, it shall then be brought to the proper mois- ture content and compacted to not less than ninety percent of maximum density in accordance with A.S.T.M. D-1557-70 method that uses 25 blows of a 10 pound hammer falling from 18 inches on each of 5 layers in a 4" diameter cylindrical mold of a l/30th cubic foot volume. 3. Materials and Special Requirements. The fill soils shall consist of select materials so graded that at least 40 percent of the material passes a No. 4 sieve . This may be obtained from the excavation of banks, borrow pits of any offier approved sources and by mixing soils from one or more sources. The material used shall be free from vegetable matter, and other de- leterious substances, and shall not contain rocks or lumps of greater than 6 inches in diameter. If excessive vegetation, rocks, or soils with inadequate strength or other unacceptable physical characteristics are encountered, these shall be disposed of in waste areas as shown on the plans or as directed by the soils engineer. If during grading operations, soils not encountered and tested in the preliminary investigation are found, tests on these soils shall be performed to .determine their physical characteristics. Any special treatment recommended in the preliminary or subsequent soil reports not covered herein shall become an addendum to these specifications. The testing and specifications for the compaction of subgrade,subbase, and base materials for roads, streets, highways, or other public property or rights-of-way shall be in accordance with those of the governmental agency having jurisdiction. 4. Placing, Spreading, and Compacting Fill Materials. (a) The suitable fill material shall be placed in layers which, when compacted shall not exceed six inches (6"). Each layer shall be spread evenly and shall be throughly mixed during tfie spreading to insure uniformity of material and moisture in each layer. (b) When tfie moisture content of the fill material is below that specified by the soils engineer, water shall be added until the moisture content is near optimum as specified by the soils engineer to assure thorough bonding during the compacting process. (c) When the moisture content of the fill material is above that specified by the soils engineer, the fill material shall be aerated by blading and scarifying or other satis- factory methods until the moisture content is near optimum as specified by the soils engineer. (d) After each layer has been placed, mixed and spread evenly, it shall be thoroughly compacted to not less than ninety percent of maximum density in accordance with A.S.T.M. D-1557-70 modified as described in 2 (d) above. Compaction shall be accomplished with sheepsfoot rollers, multiple-wheel pneumatic-tired rollers, or other approved types of compaction equipment, such as vibratory equipment that is specially designed for certain soil types. Rollers shall be of such design Hiat they will be able BENTON ENGINEERING, INC. o APPENDIX AA - 3 - O to compact the fill material to the specified density. Rolling shall be accomplished while the fill material Is at the specified moisture content. Rolling of each layer shall be continuous over its entire area and the roller shall make sufficient trips to insure that the desired density has been obtained. The entire areas to be filled shall be compacted. O (e) Fill slopes shall be compacted by means of sheepsfoot rollers or other suitable equip- ment. Compacting operations shall be continued until the slopes are stable but not too dense for planting and until there is no appreciable amount of loose soil on the s slopes. Compacting of the slopes shall be accomplished by backrolling the slopes in Q increments of 3 to 5 feet in elevation gain or by other methods producing satisfactory results. (f) Field density tests shall be taken by the soils engineer for approximately each foot In elevation gain after compaction, but not to exceed two feet in vertical height between tests. Field density tests may be taken at intervals of 6 inches in elevation gain if required by the soils engineer. The location of the tests in plan shall be so spaced to give the best possible coverage and shall be taken no farther apart than TOO feet. Tests shall be taken on corner and terrace lots for each two feet In eleva- tion gain. The soils engineer may take additional tests as considered necessary to check on the uniformity of compaction. Where sheepsfoot rollers are used, the tests O shall be taken in the compacted material below the disturbed surface. No additional layers of fill shall be spread until the field density tests indicate that the specified density has been obtained. (g) The fill operation shall be continued In six inch (6") compacted layers, as specified O above, until the fill has been brought to the finished slopes and grades as shown on the accepted plans. 5. Inspection. Sufficient inspection by the soils engineer shall be maintained during the fill- ing and compacting operations so that he can certify that the fill was constructed in accord- ,-, ance with the accepted specifications. 6. Seasonal Limits. No fill material shall be placed, spread, or rolled if weather conditions increase the moisture content above permissible limits. When the work is interrupted by rain, fill operations shall not be resumed until field tests by the soils engineer indicate that the moisture content and density of the fill are as previously specified. 7. All recommendations presented in the "Conclusions" section of the attached report are a part of these specifications. O O BENTON ENGINEERING, INC. PHILIP HENK1NG BENTON PRESIDENT - CIVIL ENGINEER SOIL DESCRIPTION BENTON ENGINEERING, INC. APPLIED SOIL MECHANICS FOUNDATIONS B340 RLJFF1N ROAD SAN DIEGO, CALIFORNIA 92123 APPENDIX A Unified Soil Classification Chart* GROUP SYMBOL I. COARSE GRAINED, More than half of material is largerthan No. 200 sieve size.** TYPICAL NAMES TELEPHONE (714) 565-1955 GRAVE LS CLEAN GRAVELS More than half of coarse fraction is larger than No. 4 sieve size but smaller GRAVELS WITH FINES than 3 inches (Appreciable amount of fines) SANDS More than half of coarse fraction is smaller than No. 4 sieve size CLEAN SANDS SANDS WITH FINES (Appreciable amount of fines) II. FINE GRAINED, More than half of material Is smaller than No. 200 sieve size.** SILTS AND C LAYS Liquid Limit Less than 50 SILTS AND CLAYS Liquid Limit Greater than 50 HIGHLY ORGANIC SOILS GW Well graded gravels, gravel-sand mixtures, little or no fines. GP ° Poorly graded gravels, gravel-sand mixtures, little or no fines. GM Silty gravels, poorly graded gravel- sand-silt mixtures. GC Clayey gravels, poorly graded grave!- sand-clay mixtures. SW Well graded sand, gravelly sands, little or no fines. SP Poorly graded sands, gravelly sands, little or no fines. SM Silty sands, poorly graded sand-silt mixtures. SC Clayey sands, poorly graded sand-clay- mixtures. ML Inorganic silts and very fine sands, rock flour, sandy silt or clayey-silt-sand mixtures with slight plasticity. CL Inorganic clays of low to medium plas- ticity, gravelly clays, sandy clays, silty clays, lean clays. OL Organic silts and organic silty-clays of low plasticity. MH Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastic silts. CH Inorganic clays of high plasticity, fat clays. OH Organic clays of medium to high plasticity PT Peat and other highly organic soils. * Adopted by the Corps of Engineers and Bureau of Reclamation in January, 1952. ** All sieve sizes on this chart are U.S. Standard. BENTON ENGINEERING, INC. APPLIED SOIL MECHANICS FOUNDATIONS 5540 RUFFIN ROAD SAN DIEGO, CALIFORNIA 92123 PHILIP HENKING BENTON PRESIDENT - CIVIL ENGINEER TELEPHONE (714) 565-1955 APPENDIX B Sampling 'The undisturbed soil samples are obtained by forcing a special sampling tube into the undisturbed soils at the bottom of the boring, at frequent intervals below the ground surface. The sampling tube consists of a steel barrel 3.0 inches outside diameter, with a special cutting tip on one end and a double ball valve on the other, and with a lining of twelve thin brass rings, each one inch long by 2.42 inches inside diameter. The sampler, connected to a twelve inch long waste barrel, is either pushed or driven approximately 18 inches into the soil and a six inch section of the center portion of the sample is taken for laboratory tests, the soil being still confined in the brass rings, after extraction from the sampler tube. The samples are taken to the laboratory in close fitting waterproof containers in order to retain the field moisture until completion of the tests. The driving energy is calculated as the average energy in fpotrkips required to force the sampling tube through one foot of soil at the depth at which the sample is obtainedo Shear Tests The shear tests are run using a direct shear machine of the strain control type in which the rate of deformation is approximately 0.05 inch per minute. The machine is so designed that the tests are made without removing the samples from the brass liner rings in which they are secured. Each sample is sheared under a normal load equivalent to the weight of the soil above the point of sampling. In some instances, samples are sheared under various normal loads in order to obtain the internal angle of friction and cohesion. Where considered necessary, samples are saturated and drained before shearing in order to simulate extreme field moisture conditions. Consolidation Tests The apparatus used for the consolidation tests is designed to receive one of the one inch high rings of soil as it comes from the field. Loads are applied in several increments to the upper surface of the test specimen and the resulting deformations are recorded at selected time intervals for each increment. Generally, each increment of load is maintained on the sample until the rate of deformation is equal to or less than 1/10000 inch per hour. Porous stones are placed in contact with the top and bottom of each specimen to permit the ready addition or release of water. Expansion Tests One inch high samples confined in the brass rings are permitted to air dry at 105° F for at least 48 hours prior to placing into the expansion apparatus. A unit load of 500 pounds per square foot is then applied to the upper porous stone in contact with the top of each sample. Water is permitted to contact both the top and bottom of each sample through porous stones. Continuous observations are made until downward movement stops. The dial reading is recorded gnd expansion is recorded until the rate of upward movement is less than 1/10000 inch per hour. APPENDIX C CHEMICAL ANALYSES (Tested Soil Samples from: Boring 1 Bag 1 Between 1.0' and 2.0' Boring 1 Bag 2 Between 3.0' and 4.0' Boring 2 Bag 1 Between 0 and 1.0' Boring 2 Bag 2 Between 3.0' and 4.0') By Butler's Mill, Incorporated San Diego, California TCLffPHONB 268-6101 HI SO NABANJA STRRKT OAN omao, CALIK. SINCE 1892 UNDERSTANDING SOIL ANALYSIS Soil Arfa lysis is a diagnostic tool that is useful for the correction and maintenance of soil productivity. Factors affecting plant growth may be chemical, physical, biological or cultural. Chemical soil analysis is most useful for appraising saline and alkali conditions; determining the fertility status for Nitrogen, Phosphorus, Potassium, Iron, Manganese ard Calcium; and estimating the amounts of chemiceil soil amendments, such as Gypsum, needed to correct soil conditions. Physical analysis of soils for such things as' sand, silt, and clay content is often useful for providing information concerning irrigation practices and recommending organic amendments such as Loamex. The pH (soil reaction) is a measure of how acid or how alkaline (basic) the soil is. It is measured on a scale of 1 to 14. Most plants do best in a range From b . S i;o '/.!.,. The availabi.] i t'y of mi. nera IE and nutri- ents to plants is often dependant on the pH. The E.G. (electrical conductivity) is a measure of the amount of sol- uble salts present in the soil. An E.G. reading of 2.0 or 3.0 millimhos per centimeter is approaching a range where some salt sensitive plants such as dichondra and avocado will be damaged. A reading above 3.0 requires that the salts be washed out of the soil or leached out using a surfactant such as Water-In to aid in this process. The major nutrients are Nitrogen, Phosphorus, and Potassium. Milorgan- ite is often recommended to supplement the nutrient levels. Nitrogen is used by plants in the form of Nitrate. A normal nitrate supply is about 300 Ibs. per acre. Nitrogen content is subject to change. Phosphorus is used hy plants to stimulate root growth and to aid in flower and seed formation. The normal range for Phosphorus is from 25 to 55 Ibs. per acre. The amount of active Potassium needed for good growth is from 50 to 110 Ibs. per acre. The minor nutrients include Calcium, Iron, and Manganese. These nut- rients are needed only in small quantities and are usually present in suf- ficient amounts. There are many factors affecting a plant's growth. These are only a few of them. This analysis cannot detect such things as fungus diseases, nematodes and insects. The cultural factors of plant growth such as drain- age, exposure, temperature and irrigation practices are as important to a plant's development as any of the above. Thus, if a problem exists, this analysis may not find it. It can only eliminate some possibilities. SUGGESTIONS FOR OBTAINING SOIL SAMPLE SUITABLE FOR ANALYSIS When gathering soil for analysis, obtain sample from one to four inches in depth of the soil. Please collect composite sample of three smaller sections to make soil sample. One pint of soil is a sufficient amount for analysis. Soil should be dry. The sample you take should be rep- resentative of the problem for which -you are testing. Sample the areas dif- fering in growth, appearance of the soil, slope, drainage, etc. separately. Place sample in clean and sturdy container. With the samples include the past history and present management practices and details cf the problem being examined. ,z cicnondra and avocado will be damaged. A reading above 3.0 requires Wilo e'osfrRoi. sERtfiEFf actan tLANDSCAPE SUPPLIES NOiiYON3IA!!AIO03aZXos-•r-toLUr-ULOZo•r-O. rroCO Q ^_ \^A.X"^sT1ww-Js<coQCC < Q Z < ^_i 1 UJ CJ3 CC k O "XL .CO Oa CO .1 1 ID (DOJ ) UJ O • £j» " ?wO). o- UJ a "•z CO H < WoL"i"-2> "•* CD } ';**XzoX Q Z< q UJ \ D "*Za:jj Q OCO JJ *- < fI CJ CC OL COLUr-— 1'"; XD. r-XLUr- . <c u LUn CO ....;•, ."• ;- — ,v "^ •&%C^>~: L^" !) — ?•.g— — _~ ^1 -g r^- *•»-*: ct^ Nt_.S-, r~ UJ / O [ "V.•Vf ^—N O ^ \>Z ^; UJO .LU'tr'to enUJ r- o> h\\\0^^^^^X.--~J) •^V'' r_Jh-o h- C^^ v ^ Vi^x. ( •- . LU r- Q t • ' > _l m OLUI r- 2 aa LU £ UJ a CCUJ t'-'/'r ' • i,. Mi o ss O '"" O' CiXo w •Wi? :g f' vi SE S Jt O tw *J( W (/ \ J p )" — t-j O' ' ^ »«• u'«,,'„' S-« O C-f — it*- ^s */? j 7 '', ~ | V \r ! \r \r c \\ -' ^(*E-»oH<^O1UJ f«5i < ,o: 'UJ DC „'* ^ »/"- ( ***c **cD to «£-. <^ i C^ i , «ff_4'j"!Cs5•3)'.fcaif.CDflitoa>,£:.' Lj C -H (.0 -H , . j -r- U I/"! ;/? „..-!..c >- CJ CO z O f-< CJ u_ coCO c *— !TEXTURA'L CLASD-CLY .. CLYr4 --dCDr~i5^QJ£2OoQ)>-irrjCOpt-H"m CD iH ,Q rH C/} "CJ l, ' 01 '"' ,' pj 01 5; _J ^ 1 CJ CO CJ6 CO FOR • — _ 'V " ^ 7 I i\ ^r;j •'-'> z O H O S S LU • CO Z QJ § 2 "•" LU -1i- § £ P s l U <f O JX D '-" •' - (_}C0*jSy^O-J>,,r-iO-,P-, CO-i i-,fO QJP- U•M" CJo -Ct P *tj(0 t^ r* QJ P' C -H O -H _0 f. (3) i-l. J-, CO T5Oj Tl C f-,JM» i.O '".''.'!»•> -^ c; ,T' t.. qj -f) 'I) » -i L, .,_- j j p t_, ,.? nK'- ^s _j -j1 *j (/J CO * •> o ; - lj o' U -i cr .-Or1CJ'cr:OO'0rH!•-!<i)(-1,Xcp"P-OJO ,..,5 d (O c'n o 0( i^ ( j tJ- !— i-t •> v > b.n'^-HUcrjto,SOCJEoc.^CHr-l•H tOtoa> ,;•-; ,CU f.j .;-;> _C tJP * rCf f.- ^-i .0 D^ ,-| ,H C rH0,1 t, - -H .V * _3 S.• S. *C 0 Q) T ' ••-P „«, *H rH ' C6 , " *i-i -r-i ', - O 0> ' t— i 0> U O iS 3O O O <V> -<--? -^ '0 O T5 CfJ C^io r...-: c? en f~f r: •••! <->. jn ^ o<-1 C.) r-! - 0 3:— i CO SO O" O ••'" *bJ)o p,'H ..C ;o L. ro co to P .,u rH ;g4_-> 'P -•-' a> a; in --^ c;O ^ tt, $H O -r-i :-~'o u o S-, o' t;' o VA M CV C/J>^T3 * _,• ' '...'. - LU I; , #: ,-( ™~< • CO ¥ " '1 G Tj co „ „ -*Cl, '13 CHJu CCCT) .P ; • ' , ±) pjj » --£*» to {?• *"•.* «rl X i?"C CU CO S-i UJ *"T3 j£ T3 to1 CX G w;.: o, o cxrH c; -.-i f^ o 0)0) M O -H - ' I* 10 3! 3 . > »C JJ 0 0 -P H Z ,ai o s ^--H 5 2 ,ct tj 0 3 2 b VM.-( p £^ C*-j O iH O rr S' CUO-rHiH SH P Wjp l'j O -H <ti •d .<•; -.;? r- a> ni ,o\ +.) 5^-. ?-.o o -ri • u. c i-M tn M,to 3 PQ-H <z"*• iJ S LU "u. tiEj cy .-/) el) pr4 f-i >- 2_cj -H LJ :--. .p a -H sv( i a.) cu X <-.< a) JD >.'.-* o ' • • z 2 .,' 4-5 QJ 0),y, .H 1' "1 •Hy W •H ,-Cr:.-. r- UJ OO tr LU r- < ^OR'GANICI4TT C USTO IV 2 O h- ?— X0 S 0 ?8 .2_, a 0 | < ^^ go ^ OJ 1 OJa. a f1 a 5CO z r—CO XLU P -H r-i ?-, ;£ x U _Ci.-- < (.-j; rH c«i c CU A~5 , — ^ C-i J^< -!— j I"! — j £ .. - p -.-< 11) t. f ... ' r,l j «.; ...j c~5 *% > s ; -' j^' C.) - f.'.^! •";a> .x: f o J O'j f'l •• L, .t-J t., C(-.| fO S-ijr-l «!1 CJ r-i O hi" P PI >•'-'-.' o ai -a ai ^ j fn cu -H W ffi • < R , ttO JH JH !g PJJ C -H JZ H ^ p *z 1 1I >-> a) rH 0) . • <yj r- O rH P P -H P-.. p^ a> oj o 2 *' ^>^ , .j J^-ff. JOa!H • .p — \ TJ l~> > '.D 0) _O -H S-,j 'jf.---! S; -H b.'l C ^ CO p 0) O Oj-H t« - Cfi -r-t ^ -H .O -Cf F; FT-. JO ,'..,' ',- Xo Z) h- UJ Q o -|CO <; P LU ^^ , H- LU ~j r-'" — 1 ^ • • o-' E^ /"-^ , f^~ ^ , • /o \ z P.,' 0 CO -.; -.-\ m' ' - •'. '^ -:.: '/O-.1 ' IT111 -r" UJ O ^ i. h- XO < a. 0 P 0 D. UJ Z 0- A 1 N 0 3 S 0 E R S USE ^ n d d n (•v- — ; OJ -Q ^ 8 1 s I Iir "n to cuD- °- 01O) Q)n n l _j \ 1 a ^ — • _j CO OCO SUl IT UQ' ~I -S s | 1 ra 1 i *~ O " LJ > " H O C •: <0 -r-i C? ^ . ^x *" ' 2 z l~ Oo /ifx 9E 11 1 § , "S D' I 1O p"~j c O O LL, L— j £ | «« O ro I £ < i< Z LU Co: D tr. ^ zLU O TC r/'j (/" T*. 'j~-V(,.t' ;" , -. ., 3 J- O (-) Ji* ' ' UJ UL 't\^ .9 fli CM CM ' CC ~ioo- uj 5:a> id rH rH •H "5 rH -2'- 5?33® E.§- i. r*H "+H 3t Of^ .— , _ vy VNGANESELCIUM5 O IAI * . z a uj ^ JJI da; < > oj CJ W O Q* - < 5 QC in tT r-_UJ m UJ UJa- I DCUJ £) ™ > 5 S ff <§r 7s5 ui « S•^ J r- °< m 2 .L ELEMENTAL OATE.C. MEASURES SOLL0, FROM 0-2 MOST PL/2. THE MORE PLAN-j < *..••- CO ^_ _1<CCDI— X LU SPECIAL Tse H se Q Z a? >-«; CO ,,CO , .CJ I/ 5 V r s rs UJK _v9 yaiina yoj UJ Zo Q . UJI cJ UJ UJ LU e£I> 1-0 LL <t -•' (/ISvia: J° zl i- : n; in O uj jJK ?^* ^'f*^ f ; "'-' >H- LU'-a. 'i> UJ CJUJ CC"a: *12 jiS « - ' ^1 ^H Z LU LU >- O-Ja.rr X. X + ^ / / ?' S ~- Oz K•z.DO5,V-W5LU(~u_OZgj-Q- CC No E8S ^ •* \fV"^s^.— ~s*«coco_jZ5occ Q 2! £ \w it. UJ cc Io•\ \\ !P 1 CO On CO 1 "psCMul OS 92114"<O Oo UJ 5 5180 NARANJA ST./~~-£^O0." OZ<£ u Ul '. ^ o >,Z ^ r 3 -NCCO | r uccDQ. <•<1'l_COLU1—'<fit. XLU|— ^f ~ff LU O-.w •» Z±s»- <5Acs / J* *"* T"*"'. "**"-••..**•>&. i*c^v ^ §<! . , 1-zLU ,<c C3 ^»>. Z v^J ^~ — A UUJ .'CC CO cc . ,LU • ll-pco \\^r j>>k^^ vx•^^^i••••io kl ,v \^ JJVvt r^^, ^•*\ ^\. cNt-j^^ V, LU a •-«,,.' **'*•*'," ^^ 5, \, .^* " X» tis '• 9DZUi ?a£Z *^ '6o • UJor \ 'i "5 ^' ~- X CO a UJ ,E PRINT LPLEAS•CUSTOMER:.NAMErt \^ ' r^vj'1 1 > | « ""^o •— O '« 1 O 4,*J O lii) O ttt (/wa a Cco ^' "^ — ** o «» c - liB* O ;.;: M» C> t~i Ci WD <A ' ? i i i i Vj ^ ~-~, lr V cZ U- : i > 0 f/l -to ';<• ''<' f c/b* f.fv f '1 r- ) ^ ..... i . <' * " «A-' " r •> ^7" »*,rf^ 51 ^- •'- . • • . * *& ~ , '*7 ' " r,; . '*,__a ( «fLU ' -*1 ' ' ' • * L! -^"^zo *: S , •P 25,,03 p-\ < O v •ri\n w <J ^ C LT\ . S ^ '^en u~^ • <r ..i Fris ^ LU **. E- 0 ' J x ^ t; 't; to )~ *i O tt) r- ''*•" O tft (V f) LU u- *"''" "^ > UJ cu > - SP0) C co 5 CO M S2 ~ *.X CC1- O a ^ | in5 o> -J ^ D o^5- H s- ^• — ' — J i W ^? . ' » J ^ F LJ Q " 2 § -1 Z O co < O CJ . 1- h- cr LU ^ 5 5 H t 2 ^l/i %o ^^r 1 . S < q ,^ -^>- c : ci £ V;to 2 --— "i /~- ^ f**^ , ^^ «r« „"""""'"" ~~^*" s^j < > cj (uJ \ ° V X;C<' "~ "" ^ " u /I H n"' , : ... 1 . ______ _;_ ..... ^ < > ^ (J 1(0 O Q crScc?LLJ m LU 'UJ" Q- I C »"-«3 < x ^ ^ UJ H U z *- d m > K 3 t - |ji§ 535| < " 2 "jP: cc ^ tn 5 w 6 5 "J 5 0 *" J -JJ 0 (S kl ^ A"lN03SnilllAld31 -••-F..-Q.R-. c.u ST.O.M.E R s u s EV ^ ^ n a Is Q a 1 — ' > "D K X ^c CC "D £ -§ - °-^ - \ — 1 o J? c 2 -g ui •"C Z o </5 .2 £ ™ z v oo o ' — ' ° a w a oX ''-''- ' — ^7 'JJ *" ° • \ t % J P] r— , o \ \ > "-\ Q ° n 1 ' i_ \ •• uu-^ ^ z « ° E L-1 m X ?s r\ -• 8 ^ i < § ^ u ^r\i^ Cl. U S _ LL 2 U^i UJ<£, • Z&I- - a •» *>r\ -^ o I 2 rn -s s 1 u§j -KJ.^ _ a x ( 1 ^ |_ g 6X '^' • "• ' - LU a. \ 0" ins , '- 0 0 g > D ., N 1 , ^ '£ 3 * n- g \ -g 0 ii ^ . o- uj s LJ o rj] c oo li •o_iS .. LJ^c ... 52-" Q. a , UJ . °- ? P << ^|~5<>-J S ^oSi -1 w ^?zw *, <\. * ** < ^^ T& > UJ, c<c';*a> ^ «2** >' tu' *.° ccO'U-.t rpj *^lff-' *n •'MPLOYEE INITIALCC - *:' f ^ i••• T3 • j *s V- "4 !A 1 r ! ./ i' 1 NOIlVGN3WO03bl'.D'*O.'P^fft^; ;•;to;UJ?KyU-•>9*•:;z'{;9-•''•St.-••(r T ,UJ. o- cc'.,<.. :o •.;±;,..;-wJt.-< ^ . 1 o: 'o UJ ••Q •.Z o •CO" O til i#u'*"<»1§|^'$&. m •& IMT &•"•; :<$$! iGi'i'i O ( H-o O 73 1USmmi* 'LA 0s- vT s CO: • COLU-- .OC-:.-QQ< •^ISiSfr'iiSaio•H4-3 til • 5:;0d:4teoo a;a) occ -H CD c tO M ,A--;-J;-I.; •;,Sl;tU':,>t>5:: SZ.5'; :.l<t(-O • '^'fS-S-tOC'. '•^tte; 05 —I DC f- 0 -J J -J O V 9 > WQ Q ^J 5 Q .r) j o Q -J = wi _ '->I . LUl_ _J CO a:o "• s? to w ]&& w A1N03SH H3iing yo FOR CUSTOMERS USE f-< o Q.SQ Q a rrOOa.a D D o n - a. a S " <in D Iw o LUO<2 <rrQ 1o COh- Z LU OO ZOa LU UJIII)CJU. .HO U.<o>"5 II II K en /J