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Home My WebLink About31736 CASINO DR_ 213-88 (3)l 141(1 GRADING AND COMPACTION CONTROL PARCELS I THROUGH 5, TRACT 23710 CITY OF LAKE ELSINORE, CALIFORNIA Project No. 6S4W09 -38 November 9, 1288 At J. CASINO '` L 1 tip•' Prepared for: Art Nelson, Incorporated Post Office Box 939 Lake Elsinore, California 92330 Prepared by: CALIFORNIA GEO TEK, INCORPORATED 42030 Avenida Alvarado, Suite A Rancho California, California 92390 714) 676 -2782 I I J- I i i I i I 5 Ir CALIFORNIA GEO TEK, INC. 42030 Avenida Alvarado. Suite_ A • Rancho California. CA 92390 • (714) 676.2782 November 9, 1988 Project No. 6S4W09 -38 INTRODUCTION The compacted fill on the subject lots has been tested for compliance with applicable City specifications. The work was authorized by Mr. Steve Brown a-'d included: (1) inspecting the clearing and stripping, (2) inspecting the bottom of overexcavation, (3) testing the recompaction of the overexcavated materials, and (4) preparing this report presenting the findings and conclusions. Plate 1 - Test Location Plan (20- scale, in pocket; 2 sheets) Appendix A - Compaction Test Results Appendix B - Maximum Density Curve n I l i Ii i 6S4WO9 -38 Page 2 FINDINGS Proposed Development Ten commercial buildings are proposed for construction with driveway approaches indicated. Site Conditions The site is located on the northeast side of Casino Drive south of Railroad Canyon Road in the City of Lake Elsinore. The site is flat with sheetflow drainage, eventually flowing southerly towards Casino Drive. The site was covered with annual grasses. Grading The reference for grading was a grading plan prepared by Butterfield Surveys Lake Elsinore). The earthwork was performed by B & G Construction (Fontana) from October 10 through October 21, 1988. The equipment used was a Caterpillar 523B scraper, a Caterpillar D5 dozer, a Caterpillar 12G blade, and a 3000 gallon water truck. The native grasses were removed and were not used in the fill materials. The Preliminary Geotechnical Investigation prepared by this firm in August, 1988 states, "In building areas, the existing ground should be overexcavated to a depth of 12 inches below the bottom of the proposed footing ". Building pad A was overexcavated 3 feet below finish grade elevation with Building B ; overexcavated 11 feet. Both pads were ripped 12 inches, moistened and recompacted. Building pad G was an all fill pad and overexcavation was not a required. Building pads B, C, D, E, F, H, I and J were all partially overexcavated in the northwesterly portion of each pad. ) a Determination of the depth of the overexcavation was made by the field a technician, observing the grading full time. In several areas, denser material was encountered which allowed shallower overexcavation and in some cases, ` overexcavation was not required due to the competent nature of the materials. The building pads were ripped 12 inches, moistened and recompacted. + a The maximum fill thickness (above original ground surface) is approximately 3 feet. fhe fill materials were obtained from the cut portion of the project and consisted of silty, medium to coarse sands with gravel. Vertical cuts were placed along the northwesterly property line for the future installation of retaining walls. i C I , I I CLIENT Izopeng 82ow1:-5 PROJECT fiL%A Qwe NO- HAR-rWF-LL JANTZ ENGINEFRING, INC.] LOCATION LAiLs 'oj_h A Structural Engineers 400 Ellis Wichita, Kansas 67211 (316) 262-0125 SUBJECT BY— CK- DATE PG-:L OF— 21.(0 t r6, Ir 94 AI r IS I'STLt tillI . •/ - j Rm. ft AgiAL Lo^os LL- 'ZO Ps 25 4S P5 w. 44' 5.+ 11• M.- 10.1 0 CLIENT PROJECT _fj=_qu:t--NO- HART-WELL ' JM TZ ENGINEF-RING, INC. LOCATION LAILA L51 JAUMA—C-Nelf- Structural Engineers 400 Ellis Wichita. Kansas 67211 (316) 262-0125 SUBJECT By— CK I L DATE Pr'--L OF- B I HART -WELL JAN Z Structural :ral EEng, F 14-+ 14 z ben Lem-rat- %,nvu MI law N 9 4 CLIENT PROJECT NO- HARTWELL JANTZ ENGINEERING, INC. LOCATION Structural Engineers dd 400 Ellis Wichita, Kansas 67211 (316) 262-0125 SUBJECT BY— CK DATE PG-A-OF- 15§Arq j UWraLL Dss;e.,w r v TF -I 20'.45 9 4.1 Mt- I f1ICR =LHM Sm I (o n) 4 OW. h., 0: 90 I)j KFqv 5fA ZZIS F61 155 1. 15 LDF 2.70 R 4.05 m 16.90 )s Lovo c 45 x- tOl fz--.. -Z. abw 116 - 3.50 B MC 4.06- 11.92 D foo'o S -.16.9 82.88 C2)11% -KL -493.99 1 2 0.03 0.20 97.08 v 285 v MICR =LHM BPI LoAo z 4"* fl- 6.00 L 0.40 IA1' L 2j 1.15 LDF e:, II. e lop Tv- ke CS) 111/8 ML 81114'1 1.20 P, 66 901 10 1 V360 Cow). 1. 80 m 7.51 )s ZS F" CPU-) 450 11.92 D 82.88 S 493.99 1 0.01 0.20 i. 43.14 v 285 v it r. M T M 6SU09 -38 Page 3 Erosion Ccntrol In the event of adverse weather conditions, prior to residential construction, measures should be taken to minimize erosion damage. S„ourd di;nage occur (i.e. gullies, washed out slop=, erosion scars, etc.) please contact this firm, or a Registered Geotechnical Engineer, to inspect and recommend c:orrective measures towards mitigating any probleris. Compaction .Testing The tests were performed in accordance with ASTM D1556 -82 (Sand Cone Test Method) With the maximum density determined in accordance with ASTM D1557 -78. The test locations are shown on Plate 1 and the results are summarized in Appendix A. I I I I I'; 1 i r is t. r 6S4WO9 -38 Page 4 r CONCLUSIONS 1. The site was properly stripped prior to the overexcavation of the materials. i 2. The sparse vegetation was disced and used in the backfill of overexcavated j materials. i 3. The backfill of the overexcavated areas and fill materials have been compacted to a minimum relative compaction of 90 percent based on ASTM D1557 -78 (unweighted average - 94.1 percent). 4. The maximum depth of overexcavation ranges from 2 to 3 feet in vertical dimension, measured from finish grade. 5. The bottoms of all overexcavations were properly precompacted and premoistened to a depth of 12 inches prior to replacement of the I overexcavated materials. 6. The maximum fill thickness above the original ground surface is approximately 4 feet. 7. A total of 33 quality assurance tests were performed using the Sand Cone Test Method (ASTM D1556 -82). f i NGL /jl Distribution: Addressee (4) I h I ` ' Respectfully submitted, i Bruce R. Lee, P. E. GE 509 ')S Zv oWC( No Una Exp. 12.31.n I' OF CAUE APPENDIX A Test Building Dry Density, pcf Moisture, Relative No_ Pad Elevationl/ Field Max Field gDt Compaction, 1 B 1324.5 130.0 134.0 6.8 7.0 97 2 B 1325.5 130.2 134.0 9.2 7.0 2/ 2A3/ B 1325.5 131.4 134.0 7.9 7.0 98 3 G 1337.6 132.2 134.0 7.4 1.Q 99 4 G 1339.0 126.7 134.0 7.2 7.0 95 5 G 1341.0 126.8 134.0 6.6 7.0 95 6 G 1341.0 126.2 134.0 8.5 7.0 94 7 A 1319.5 130.3 134.0 8.5 7.0 97 8 A 1319.5 116.6 134.0 6.0 7.0 87 8A3/ A 1319.5 123.0 134.0 7.0 7.0 92 9 G 1340.9 126.3 134.0 6.3 7.0 94 10 G 1342.9 120.4 134.0 6.2 7.0 90 11 4/ 1338.5 126.4 134.0 3.5 7.0 94 12 C 1326.1 125.8 134.0 5.6 7.0 94 13 E 1326.1 121.9 134.0 4.4 7.0 91 14 D 1331.0 123.1 134.0 7.2 7.0 92 15 F 1334.0 122.3 134.0 6.8 7.0 91 16 H 1338.0 120.9 134.0 7.3 7.0 90 17 H 1342.0 115.6 134.0 6.0 7.0 86 17A3j H 1342.0 118.8 134.0 5.7 7.0 89 1783/ H 1342.0 113.8 134.0 4.6 7.0 85 17C3/ H 1342.0 129.2 134.0 7.3 7.0 96 Ai J r N 1 CLIENT TJ1 ODAgr-- PROJECT - NO HARTWELL JANTZ EN GI NEERING ' INC . LOCATION LAV8 G0514011- A We S t ructural Engineers 400 Ellis Wichita, Kansas 67211 (316) 262.0125 SUBJECT BY- CK- DATE PG-.L-OF- L---, 4.G I it .44 14 I- 3 L 4- 14-o17, w .14 IF t. OOTIM4I AXIAL LOADS 14 r- FOU LOAD &F 0 W T414- vl'f' w .14. 0 LVA" LOAD w .14 iyh CLIENT 222'04?- b(Z-2-146•5 PROJECT FULA 1111-f NC- HARTWELL - JANTZ ENGINEERING, INC. TPOIZ 6, CA Structural Engineers JOCATIONlag-P- EQ ---M 400 Ellis Wichita, Kansas 67211 (316) 262-0125 SUBJECT BY CK- DATE _&eL- PG OF- Z/? 14 r lo E 4-16. Sq I.z Iq 8 4,4 ZA 4- A r 15 = FD9 LOAD 14 F 'j, Fp OT 164 el AXIAL LOANS Affe-x So- 'BEPrz CnP JZ.-\j f-,P- S..L RI-T-1 I -6 sq r CLIENT t'o 1+ JI VI /I PROJECT NO- HARTWELL - JANTZ ENGINEIZRING. INC. LOCATION Structural Engineers 400 Ellis Wichita. Kansas 67211 (316) 262-0125 SUBJECT By- CK- DATE PG-5-OF- MICRO=LAII BM 9.00 L' iSM 0.95 ICI;:. 1.15 LDF LIAO bL 4.28 40.15 R J m - 9. Vm, 5- 41 3.50 4z: 8 D V06. 11. 4 AO" (pe) so. 2 154 'g ZSS ff-4 CO V-) 493-99 0.14 0.30 153,70 v t:2 85 v 4-4* m 40 041 Its S. I" Co 1) 7. 16 L 6 o '- 0.59 IALF qo 3 11 R 39.45 3.00 11.' D 33. -175 A 355.96 63.28 0.07 0. 3 E', L/240 C... 69. 29 V 70.00 V IN CLIENT TJ1 ODAgr-- PROJECT - NO HARTWELL JANTZ EN GI NEERING ' INC . LOCATION LAV8 G0514011- A We S t ructural Engineers 400 Ellis Wichita, Kansas 67211 (316) 262.0125 SUBJECT BY- CK- DATE PG-.L-OF- L---, 4.G I it .44 14 I- 3 L 4- 14-o17, w .14 IF t. OOTIM4I AXIAL LOADS 14 r- FOU LOAD &F 0 W T414- vl'f' w .14. 0 LVA" LOAD w .14 iyh CLIENT 222'04?- b(Z-2-146•5 PROJECT FULA 1111-f NC- HARTWELL - JANTZ ENGINEERING, INC. TPOIZ 6, CA Structural Engineers JOCATIONlag-P- EQ ---M 400 Ellis Wichita, Kansas 67211 (316) 262-0125 SUBJECT BY CK- DATE _&eL- PG OF- Z/? 14 r lo E 4-16. Sq I.z Iq 8 4,4 ZA 4- A r 15 = FD9 LOAD 14 F 'j, Fp OT 164 el AXIAL LOANS Affe-x So- 'BEPrz CnP JZ.-\j f-,P- S..L RI-T-1 I -6 sq EYT WALL LOAL) K L1 v- w .14 w 9.4 I.6 4 F T-. MAX WALL LOAD I!Ll" w1ot MAY, ALL vm;, As S140tou but V mil. A" I 04L f.,, V,,, SOIL (!Af- 6 r t'o 1+ JI VI /I EYT WALL LOAL) K L1 v- w .14 w 9.4 I.6 4 F T-. MAX WALL LOAD I!Ll" w1ot MAY, ALL vm;, As S140tou but V mil. A" I 04L f.,, V,,, SOIL (!Af- 6 t i r. 1. I 4 II I j Ii i l f. kI i i k j L M 1 Hri l NNE ME ISIMS 1 IN Test Building Dry Density, pcf Moisture, Relative No. Pad Elevationl/ Field max Field Opt Compaction, 9• 18 5/ 1342.3 124.6 134.0 5.9 7.0 93 19 A 1320.0 124.8 134.0 5.3 7.0 93 20 B 1325.5 124.0 134.0 4.2 7.0 93 21 5/ 1344.5 123.6 134.0 5.0 7.0 92 22 G 1343.0 117.3 134.0 3.1 7.0 88 22A3/ G 1343.0 127.3 134.0 7.8 7.0 95 23 I 1344.0 124.8 1.14.0 7.5 7.0 93 24 J 1346.5 117.5 134.0 6.8 7.0 88 24A3/ J 1346.5 121.7 134.0 5.0 7.0 91 25 6/ 1346.0 132.1 134.0 6.5 7.0 97 26 I 1345.0 122.0 134.0 4.4 7.0 91 27 H 1342.5 131.1 134.0 7.8 7.0 98 28 F 1338.5 132.0 134.0 8.5 7.0 99 29 5/ 1345.0 128.7 134.0 7.8 7.0 96 30 D 1335.0 126.7 134.0 6.7 7.0 95 31 J 1346.5 124.4 134,0 5.3 7.0 93 32 E 1331.5 124.3 134.0 4.3 7.0 93 33 C 1328.5 125.7 134.0 5.5 7.0 94 1/ Elevation of test in relation to finish grade as shown on grading plan 2/ Failing test due to pumping conditions 3/ Letter denotes retest 4/ Test taken in the parking lot northwest of Building C 5/ Test taken in the backfill over drainage pipe south of Building G 6/ Test taken in the parking lot north of Building J 1 0 A U Ijc 12` I i 1zc LL u4 I L i z li o IC 11 i o is I 10 II f APPENDIX B I 0 5 N I 1 ZERO AIR VOIDS CURVES CLIENT Rocrsa i6 max, ax, c / AarjL =r PROJECT i?szn 14u,r' NO ' HARTWELL - JANTZ ENGINEERING, INC. Structuial Engineers LOCATION QS 1 f1Sdb GA, 400 Ellis Wichita, Kansas 67211 (316) 262 -0125 SUBJECT BYB L CKJ-J-- DATE. ia%'r y3S PG -L OF 0009 .z U86 1985 SraISMIG 2oKB a 4 4. I T LOAo W 1A 0 Baste: '31,C160 . r10 lost= j IZooF 3 20 FS F' EyLP.. ..ej VSA r D _LOA Ti u: 12 P5f 51'a r,'P 3 _ _ IKS. 2 y aLsf .l W ALt,t S)1? 3/4"57Uw0 6 1's P yz P1.y wo 2 Zxb et6 2 a 4qP 3 2.70 I lus 2 TATE C. 2.60 I'I my , o •• sC 2.50 2)5 e YP (o MIS I x Fa• "• Z 3". q CHIiEC• S PSP s 130 s 10 MOISTURE CONTENT (% OF DRY WEIGHT) P.N. 6S4WO9.38 B i NNE ME ISIMS 1 IN t IN ME MEN ME 1 MIN mm- C1111 Ems m NONE mom 00 ouiniii EMONEEN NEON WEI I ENE MORE No I 0 5 N I 1 ZERO AIR VOIDS CURVES CLIENT Rocrsa i6 max, ax, c / AarjL =r PROJECT i?szn 14u,r' NO ' HARTWELL - JANTZ ENGINEERING, INC. Structuial Engineers LOCATION QS 1 f1Sdb GA, 400 Ellis Wichita, Kansas 67211 (316) 262 -0125 SUBJECT BYB L CKJ-J-- DATE. ia%'r y3S PG -L OF 0009 .z U86 1985 SraISMIG 2oKB a 4 4. I T LOAo W 1A 0 Baste: '31,C160 . r10 lost= j IZooF 3 20 FS F' EyLP.. ..ej VSA r D _LOA Ti u: 12 P5f 51'a r,'P 3 _ _ IKS. 2 y aLsf .l W ALt,t S)1? 3/4"57Uw0 6 1's P yz P1.y wo 2 Zxb et6 2 a 4qP 3 2.70 I lus 2 TATE C. 2.60 I'I my , o •• sC 2.50 2)5 e YP (o MIS I x Fa• "• Z 3". q CHIiEC• S PSP s 130 s 10 MOISTURE CONTENT (% OF DRY WEIGHT) P.N. 6S4WO9.38 B i CLIENT Ropg me- 15rz2o14-5 -- LHARTWELL JANTz ENGINEERING, INC. PROJECT fau llu r NO Structural Engineers LOCATION I-An 400 Ellis 'Wichita. Kansas 67211 (316) 262-0125 SUBJECT BY— CK DATE -3 Lifalf AO, PG—'L OF --J Z. O. (4) Sti-lo J j sl 8.4t." I a e -a 14 -+ J 4-11" SmIsmif- TL%w—o usc- 19 85 Zoo48 4 V= 2 1 14-CSW Zml-v t'm CSS.14 14 I-IS 1 '14 R 0 CLIENT PROJECT HARTWELL JANTZ ENGINEERING, INC. LOCATION NO LStructuralEngineers CLIENT 400 Ellis Wichita. Kansas 67211 (316) 262-0125 SUBJECT BY— CK DATE PG -A- 0 400 Ellis Wichita, Kansas 67211 (316) 262-0125 SUBJECT BY— CK- woo o DATE PGJ.—Dq- OF solsmv— romAl- 11111AC AXIAL LoA0 Z- 511 7-06 MY e 50aZ4Eff 4,&- 48Z Ps) Roof- 17- 4100 4 8Z a S-n so t.49 1. 5,0 • 4 CLIENT Ropg me- 15rz2o14-5 -- LHARTWELL JANTz ENGINEERING, INC. PROJECT fau llu r NO Structural Engineers LOCATION I-An 400 Ellis 'Wichita. Kansas 67211 (316) 262-0125 SUBJECT BY— CK DATE -3 Lifalf AO, PG—'L OF --J Z. O. (4) Sti-lo Jj sl 8.4t." I a e -a 14 -+ J 4-11" SmIsmif- TL%w—o usc- 19 85 Zoo48 4 V= 2 1 14-CSW Zml-v t'm CSS.14 14 I-IS 1 '14 R 0 Y, WALL._ w Pt ' 192 }+ 624 >. x s3 = 4.1 Vttl 4.1 / e.s' x 2 ? R-f v B.", A Z Y. Veo- (4.1"+ .44-) /11'- U '7 PL 0-rt,l. 2414 x a 51 x8'.08 V- 14 C ' too 451' 4A C, rAsla%q 01T M W &' w-( 7/3x q,47 10.385 W. N I CLIENT HARTWELL JANTz ENGINEERING, INC. PROJECT NO Structural Engineers LOCATION 400 Ellis Wichita, Kansas 67211 (316) 262-0125 SUBJECT BY— CK- DATE PGJ.—Dq- OF solsmv— romAl- 511 Roof- Y, WALL._ w Pt ' 192 }+ 624 >. x s3 = 4.1 Vttl 4.1 / e.s' x 2 ? R-f v B.", A Z Y. Veo- (4.1"+ .44-) /11'- U '7 PL 0-rt,l. 2414 x a 51 x8'.08 V- 14 C ' too 451' 4A C, rAsla%q 01T M W &' w-( 7/3x q,47 10.385 W. N I