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2007-590 G / lion JoL�� C I T Y O°F E N C I N I T J ENGINEERING SERVICES DEPARTMENT A S 1 D Oo 505 S. VULCAN AVE. ENCINITAS, CA 92024 GRADING P II2MIT PERMIT NO. ; PARCEL NO. 590G1 JOB SITE 265-331-3000 ES AS: 2126 APPLICANT NM WOODWIND DR E : ROBERT CAIRO PLAN NO. : MAILING ADDRESS: � CASE NO. : CITY: ESCONDIDO 2401 PLAZA DEL MAR STATE: CA PHONE NO. : 619-729-648( CONTRACTOR ZIP: 92025_ LICENSE NO. :: BOB CAIRO OWNER/BUILDER ENGINEER N/A OGY PHONE ALLIED EARTH TECHNOL No- : 619-729-6480 PERMIT ISSUE DATE: LICENSE TYPE: PERMIT EXP. 5/22/08 PHONE NO. : INSPECTOR: DATE: 10/22/08 BEN OLIVER PENT ISSUED BY; PERMIT FEES & DEPOSITS __ I . PERMIT FEE ----------------------- 3 . INSPECTION FEE . 00 2 . CIS 5 . NPDES INSPT FEE 4 632 . 13 MAP FEE 4 . INSPECTION DEPOSIT: 00 7 • FLOOD CONTROL FE 926. 43 6 . SECURITY DEPOSIT • 00 9 . IN-LIEU UNDERGRN 105 . 00 8 . TRAFFIC FEE 63, 285 . 15 11 - PLAN CHECK FEE 00 10 - IN-LIEU . 00 . 00 IMPROVMT . 12 . PLAN CHECK DEPOSIT: • 00 ----- DESCRIPTION OF • 00 - PERMIT TO GUARANTEE WORK -________ DRAINAGE, IMPROVEMENTS,BOTH FORMANCE - -------------- MAINTAIN T AND ON CONTROL. CONTRACTOR FOR EARTHWORK RAFFIC CONTROL AT ALL TIMESRPEROW COT. C.H . , APPROVED PLAN. LETTER DATED APRIL 10, CONTRACTOR MUST A. T. C.H. STANDARDS OR 2008 APPLIES. ---- INSPECTION ------------- ---_ ---' --- DATE -------- SIGNATURE INITIAL INSPECTION INSPECTOR S URE _ COMPACTION REPORT RECEIVED CERT. RECEIVED w ROUGH GRADING INSPECTION ek2vi- ENGINEER FINAL INSPECTION I HEREBY ACKNOWLEDGE THAI, I ----------------------------------- INFORMATION IS CORRECT HAVE READ THE APPLI LAWS REGULATING AND AGREE TO COMPLY WITH�TION AND STATE THAT THE ANY PERMIT ISS EXCAVATING AND GRADING, ALL CITY ORDINANCES D PURSUANT TO THIS APPLICATION. PROVISIONS AND CONDITIONS 3IGNAT DATE SIGNED PRINT NAME CIRCLE ONE: �' NE 1 OWrtE 2 • AGENT ER 3 . OTHER ENGINEERING SER VICES DEP ARTMENT - city or Encin t7as Capital Improvement Projects District Support Services Sand Replenishment/StormwField perti s erCOae Subdivision Engineering November 6, 2009 Traffic Engineering Attn: Insurance Company of the West P. O. Box 85563 San Diego, California 92186-5563 RE: Robert Cairo 2126 Woodwind Drive APN 265-331-30 Grading Permit 590-G Final release of security Permit 590-G authorized earthwork, storm drainage, and erosion control al build the described project. The Field Operations Division 1 needed to has ap roved t finaled the project. Therefore, a full release of the security deposit is merited. and ed. Performance Bond 227 66 92, in the amount of$509628.009 is hereb ful exonerated. The document original is enclosed. y ly Should you have any questions or concerns, please contact De 2779 or in writing, attention this Department. bra Geishart at(760) 633- Sincerely, Debra Geishart Engineering Technician y Le bath Subdivision Engineering Finance Manager Financial Services Cc: Jay Lembach,Finance Manager Robert Cairo Debra Geishart File Enc. TEL 760-633-2600 / FAX 760-633-2627 505 S. Vulcan Avenue, Encinitas, California 92024-3633 TDD 760-633-2700 & K recycled paper ALLIED EN 4926 LA CUENTq ARTH DRIVTECgE,SUITE#1�LUGY SAN DIEGO,CALIFORNIA 92124 PH.(858)541-0225 FAX(858)541-0254 ROBERT CHAN,p E --R September 15,2008 I SEP 1 6 -n3 6 " City Engineer J City of Encinitas 505 S. Vulcan Avenue Encinitas, CA-92024-3633 Subject : Rough Grade Certification Proposed Residential Addition Site 2126 Woodwind Drive Encinitas, California Dear Sir: Please be advised that on S the subject residential September 13, 2008, we have the sub �tion site completed a field ins Las Encinitas,adds , more specifically refereed to as No. 2 n f address is 2126 W�wind rding to Map thereof No. 848 being Lot No. 27 of Drive. (APN 265-331-30-00). The site my Professional opinion, rough grade of the residential Ong Plan. The f substantial c rmance with the lines and grades shown addition th has been g Pad elevations were obtained : on the approved NE corner 206.28 SE corner 206.30 SW corner 206.30 206.27 NW corner (per approved plan) 206.30 Respectfully witted, ALLIED E TH TECHNOLOGY �oQROFESS/p,�� \ QROFESS/0, ROBE CHAN P. -CID �OgER i C Z ��Q��OgERT ��y y9{F yti E. L.0 No. C-24613 r1n uUia Z171� �=xp. 12/31/� � Ex'p. 12131/®� � s� �I CIVIL — p� 1� -PCHN',C, �F CALIFS �Of CAU, \ ALLIED EARTg TECH 4926 LA CUENTA DRIVE, SUITE#I l pp2A O OG j SAN DIEGO, CALIFORNIA 92124 PH. (858)541-0225 FAX(858)541-0254 ROBERT CHANF, P.E. — JUN June 15, 2007 r Robert Cairo 2401 Plaza del Mar Escondido, CA. 92025-7614 Subject : Project No. 07-1147J7 Soil Investigation Proposed Addition to Existing Residential Buildin 2126 Woodwind Drive g Encinitas, California Dear Mr. Cairo : In accordance with your request, we have Performed addition to the existing residence on subject P rmed a soil investigation for the being Lot No. 27 of Rancho Las Encinitas, property. more specifically referred to as 331-30-00}, in the City of Encinitas, State of California. Map No. 848 P (APN 265- It is our understanding that a two sto existing residence. The Proposed ry addition is proposed adjacent and to the east of the woodframe/stucco P p addition will be a maximum of and slab-on-grade construction two stories in height; of The approximate location of subject property is shown Location Map". on Figure g No. 1, entitled, "Site The purpose of this soil investigation was to conditions and certain physical en gineerin inspect and determine the subsurface soil engineering recommendations could g Properties °f the soils beneath the site, so that development of the site as Proposed. Presented for P posed. the safe and economical In order to accomplish this review the topography and Purpose, the undersigned visited the site on A general site conditions. The explorato April 15, 2007, to borings ngs were drilled Project No. 07-1147J7 Robert Cairo 06/15/07 2126 Woodwind Drive Page 2 with a portable bucket auger, and the exploratory trench was excavated a Case 580 backhoe equipped with a 24-inch bucket. with The approximate location of these exploratory borings and trench No. 2, entitled. "Approximate Location of Explorato ench are shown on Figure The exploratory borin J D Borings and Trench". y gs were excavated to a depth of 5 feet below existing surface; while the exploratory trench was excavated to a de th encountered in the exploratory Found representative, and the results summarized on Fi Figure p of ]0 feet. The soils borings and trench were logged by "Boring Log Sheet" or "Trench Lo, g e Nos. 3 to 5, inclusive, each entitled. g Sheet' . Samples of the soils encountered were obtained for laborato ry testing and analysis; as presented on page L-1 attached hereto. 1 From the site inspection, it was determined that a• Subject Property is a at the west end of Woodwind Drive quadrangular-shaped property of 0.44 acres located and attached garage occupy two-story single-family residence available records it is P> a level building pad on the Property. constructed in 1976 our understanding that this residence Fwas was b. A generally west/east trending property. Portion of this small canyon had hadyben filled in building y bisects the €, in 1976. The existin to create the portion of the building pad. g two-story residence occupies the cut the structure. Portion oflthe p posed two -i admit'canyon southerly of located on the filled in canyon]. Y addition; however, will be depth of undocumented fil soiAs� thin the Proposed tosedxploratory trench, estimated to be on the order of 8 feet. These undocumented f 11 soils are loose and compressible, and are not considered to be safe and reliable support to the proposed addition in their current of providing compaction state of C. According to the Geologic Ma the California Department of p of the Encinitas Quadrangle prepared by underlain b Mines and Geology, the general area is y Tertiary age Torrey Sandstones. On ct similar to the Torrey Sandstones were encounttereduin the ro e P rty, soils exploratory Project No. 07-1147.17 Robert Cairo 2126 Woodwind Drive 6/15/07 Page 3 borings in the fora of light brown, cemented, silty fine sands dense to dense consistent . y The undocumented fill soils encountered u the explora in tory trench consist of similar material, and appeared to be d• Laboratory test results indicate that the soils enco Possess low expansion potential (Expansion untered on the site � Index =45). 2• It is our conclusion that the proposed addition can be or detrimental foundation movement occurring as a result of t imposed upon the soils from the development constructed without failure without unduly infi•in in he structural loads g g on the rights of tla sprwhotly contemplated, and Properties and public rights-of-way, if the conditions set forth tool the adjacent page are followed: the following a. Prior to commencement of grading it is recommended that cleared and rubbed. All debi7S should be hauled away and the site be offsite. y d disposed of b It is recommended that the undocumented the foundation l fi Soils oils ine of the proposed addition l S removedn l0 feet outside the over-excavation should he inspected and removed soils should be removed inspected all debris The bottom of approved by our find. The moistened, and unifornnly recompacted in lifts on the order of 6 until finished grade is achieved. etation; properly to 8 inches C. The natural soils within 5 feet outside the foundation line of addition should be removed ut a depth of 5 recompacted. the Proposed feet, and uniformly d• All fill soils should densit be compacted to at least 90 Y in accordance with A.S.T.M. Dl 557. percent of maximum dry e• Shrinkage of the undocumented fill soils will occur upon with a shrinkage factor estimated to be on the order of Additional fill soils will have to be imported p recompaction, finished 15 percent. grade. It is recommended that these fill soilspshoudldtconsist of e soils having low expansion by our firm potential, and be approved at the borrow site Prior to importation. Project No. 07.1147J7 Robert Cairo 2126 Woodwind Drive 06/]5/07 Page 4 f• It is recommended that a safe allowable soil bearing per square foot be used for the design checking value of 1,500 that are 12 inches in minimum ho zontald inension p°unds footings that are 15 inches in minim °f continuous footings embedded at least 12 inches (for sin I _ and isolated pier um horizontal dimension; and are below the Sul-face of the competent e-story) 0 un inches for two-stories) soils. ( wo-stories) 1y compacted fill g• It is recommended that the continuous footings nor the be reinforced with a minimum of four #5 rebars; two r the to proposed addition p, and the other two rebars near the bottom of the footings. isolated pier footings should be reinforced Che located near in both directions, placed near the bottom of the foot mi's um of 2 #5 rebars h. The concrete slab-on- g reinforced with #3 rebarsade should be 4 inches in thickness, and be at mid-height of concrete slab.18 inches oncrete�sla �n both directions, inches of clean sand in moisture sensitive areas, b should be underlain 4 The above foundation and slab reinforcement requireme SO]] characteristics. and should be supereeded b nts are based on project architect. y the requirements of the i It is recommended that foundation for the Proposed least 7 feet from the top of the fill slope. lop oi`slope than 7 feet should be deepened p p ed addition be setback at p Foundations placed closer to the the bottom is at least 7 feet back fro nthe face eof slope outer level. footings subject to lateral forces, such as those of a retaining along above foundation setback should he increased t p at that level. For etaining wall, the o l 0 feet. J 11 is recollimended that the foundation trench excavations addition be inspected by Competent natural or compacted fill soils ensure io for the proposed P P embedment into k The seismic coefficients in accordance with the current Code were determined in accordance with the UBCSEI nifo gr Building results are presented on the following Pro g Page : gram. The . Project No. 07-1147J7 Robert Cairo 2126 Woodwind Drive 6/1 5/07 Page 5 Soil Profile Type Seismic Zone : Sc (Sec. 1629.3.1, Nearest Fault Source T 4 Table 116 Na : Type : B (Sec. 1629, Figure No. ]6-2) (Sec, 1629 Table 16-U) Nv : l.0 (Sec. 1629, Table 16-5) Ca : 1.1 (Sec. 1629 Table 16-T) Cv : 0.40 (Sec. 1629, Table 16-Q) 0.60 (Sec. 1629, Table 16-R) 1• In consideration of underlying n , the competent natural and compacted fill soils the site and the lack of a ground surface it is our opinion that soil faction does n groundwater table near the significant geotechnical hazard to the proposed site development. of present a �n• No basement retainin � b walls or retainin proposed. The on-site so} conditions are such that standard retaining}, walls as part of the structure are such as those presented in the San Diego Regional Standard those issued b n�nn Falls } the City of Encinitas Building Departmen d�Diy be used where appropriate. n. It is recommended that our firnl review the to ascertain that the recommendations presented herein t �are� gnadin b plans n• It is further recommended that the pro posed �corporated. accordance with the approved plans and proposed add n ebe constructed in where items 2(a) to (n) above are more stringent, gulations, except Page L-1, an Fi w e Nos. I to 5, inclusive_ are parts of this report. Respectfully subm' ed, ALLIED EAR TECHNOLOGY QROFESS ROBE �2`�� oE�-T y�Nq� t` N P.E. 9 ° No. ;..00 t 08 m Exp, ?1131/ '',t cCHNtl1C J' F 9 �CAUr�?�s Project No. 07-1147J7 Robert Cairo 06/15/07 2126 Woodwind Drive Pagel-1 LABORATORY TEST RESULTS 1. The maximum dry density and optimum �—_— .S.�To�sture content of the soils encountered were determined in accordance with A the tests are presented as follows : M. D1557, Method A. The results of Soil Description Dry Density(lbs./cu.ft.) Moisture Content (% Dry Wt.) Trench #1 Brown silt mple #1 Y sands Sa (SM) 1 l 6.5 Depth 3.0' 12.5 2. The Expansion Index of the most clayey UBC Test No. 18-2, Y Y sods was determined in accordance with The results of the test are presented as follows Soil Type Soil Description Expansion Index Boring #I Sample #1 Brown silty sands (SM) Depth 3.5' 45* * Considered to possess low expansion potential A�l P ZIP St rN Si TE voe ay Dr co Encinitar, 51h xi CATION MAp NOT T SCAIE SECT NO 071147 J5 FIGURE NO.I B#1 , � y t E I�NG FUSE jLu -- -_ B#2 ° _ OSED oq . 2p4 o Ur o ,y A; \ LE—GEND SCALE APPROXIMATE LOCATION OF QUF = UNDOCUMENTED FILL SOIL 1`=30' EXPLORATORY BORING APPROXI rt = TERTIARY TORREY SANDSTONE �� LOCATION OF APPROXIMATE EXPLORATORY TRENCH LocArioN pF EXPLQRArpR�r BORING & TRENCHES PROJECT N0.07-114 7 J5 ___ FIGURE N0.2 BORING LOG SHEET BORING NO, I F7• DESCRIPTION SOIL TYPE 0 Brown, damp, loose ------------ to slightly dense SILTY SAND 1 to soils (SM) Light brown/tan, moist, medium 5* 2 dense _ SILTY SAND (SM) (Torrey Sandstone) 28* 3 dense i 31* 4 Very dense 524, � 5 --- --------- ------ 59* Bottom of Boring (No r-elusal) LEGEND Indicates representativ c e Indicates blow � sample count/10 cm/Triggs penetrometer Granular - Cohesi ve 0 Very loose 5 Loose 0 Very soft I I Medium dense 2 Soft 31 Dense 5 Medium stiff 51 Very dense 9 Stiff 16 Very stiff 31 Hard Project No. 07-1147J7 Figure No. 3 BORING LOG SHEET BORING NO. 2 FT. DESCRIPTION SOIL TYPE 0 Dark brown, damp, loose - (topsoils) SILTY SANDS (SM) Light brown,, moil , nt, nt red---'un -- 2 dense SILTY SANDS (SM (Torrey Sandstone) 22* ) 36* 4 45* 5 _ Very dense -- _—__ ------ __55* Bottom of Boring (No refusal) Project No. 07-1147J7 Figure No. 4 TRENCH LOG SHEET TRENCH NO. FT. DESCRIPTION SOIL TYPE 0 Brown, di ----- —- y. loose — 1 (topsoils) SILTY SAND -----_—_ (SM) Light brow n _ to dry, dry, loose (Undocumented fill soils) SILTY SAND (SM) 3 4 Slight dense 5 6 Damp 7 I Light brown, moist, mediu ----- dense, cemented SILTY SANDS (SM - 1 10 (Torrey Sandstone) ) Bottom of Trench ----— (No refusal) Project No. 07-1147J7 Figure No. 5 ALLIED EARTH TE 4926 LA CUENTA CHNOLOGY SAN DIEGO, CALIFORNIA PH• (858)541-0225 RNIA 92124 4 ROBERT CHAN,P.E. —_______=FAX(858)541-0254 January 4, 2008 Mr. Robert Cairo JAN 1 0 200$ 2401 Plaza del Mar ' Escondido CA. 92025-7614 -� Subject : Project No. 07-1147J7 Addendum to Soil Investigation Proposed Addition to Existing Residential Building 2126 Woodwind Drive Encinitas, California Dear Mr. Cairo : Reference is made to our Report of Soil Investigation,dated June 15, 2007. same project number a In accordance with o" request, s above, Proposed addition site on sb ect rohave Performed additional field investigation on the 27 of Rancho Las Encinitas, according Propert y,Y, more specifically referred to the City of Encinitas, State of California.to Map thereof No, 848 as being Lot No. (APN 265-331-30-00), in The purpose of the additional field investigation fill soils encountered on the site. In order to a was exploratory to refine the area of undocumented trenches were excavated on December ccomplish this equipped with a 24-inch bucket. 17 Purpose, four additional on Figure No. 2 The location of these exploratory a Case 580 updated , entitled, "Approximate Location of Exploratory backhoe pdated January 4, 2008. rY trenches are shown ou trenches were logged The soil types encountered in these e additional nd Borm Nos. 6 tog, inclu e each entitled,field,representative gs and the results summarized on exploratory "Trench Log Sheet". �• As indicated in the above- canyon originall mentioned Report, a generally filled in to Y bisects the property portion of this small eaptrendin create the buildin g small g pad on subject Yon had been J property in 1976. The original Project No. 07-1147J7 Robert Cairo 01/04/08 2126 Woodwind Drive Page 2 drainage swale rna Encinitas Quadrangle,e o copy on a portion of the l' : Py attached as Figure 2 000' geologic map of the 2 gore No. 10. Based on the results of the additional field investi gation, a cross section and Profile of the undocumented fill area are shown wn on Figure No. 11. The existing slope along the east side of the building in maximum height, with slope ratio of 2 : Pad v ti the order of 12 feet this fill slope indicates that 1 (horizontal when the vertical). An analysis of compacted to at least 90 p documented fill soils have A.S.T.M. D1557 percent of maximum been failure exceeding. D15 ' the fill slope have a factor ofs density in accordance with Permitted to now over the top abof analysis assumes against o massive slope Planted and irrigated in accordance the fill slope, that no surface water is Pe, and that the slope The slope stability analysis is sho with the requirements of the City is properly wn on Figure No. 12. '°f Encinitas, Respectfully sub ed ALLIED l QROFESS�� ART TECHNOLOGY �2`��o�ERr C9l p�o�FRT SyN'9�F w qti yel No. G2461 rn n 2 I bBERT CHA E Exp. 12/31/ No. G-00198 rn (( 9 E-xp 12/:11! q� CIVIL �OFCALIF��� ��9�F GTECHN��P���Q �F CALIF Project No. 07-1147J7 Robert Cairo 06/15/07 2126 Woodwind Drive Updated 01/04/08 Page L-1 LABORATORY TEST RESULTS 1. The maximum dry density and optimum were determined in accordance m°rsture content of the soils encountered the tests are ante with A.S T M D1557 untered Presented as follows ; , Method A. The results of Soil Maximum Description Dry Density Optimum Dry Wt) (lbs./cu.ft.) Moisture Content B Trench #1 (% Sample#1 Brown silty sands Depth 3.0' (SM) 116.5 12.5 Trench #2 Light Sample #1 g gray/tan silty fine Depth 4.0' to medium sand (SM) 124.0 10.0 2. The Expansion Index of the UBC Test No. 18-2• most clayey soils was Bete The results of the test are rmined in accord Soil Presented as follows ante With Type Soil Description Expansion Boring#1 Index Sample #I Brown silty sands (SM) Depth 3.5' 45* * Considered to possess low expansion potent' 3. Samples of the soils were remolded t rat tested in direct shear are presented as follows after being r 90 Percent in maximum d g saturated and gained. The results Of he't�d Soil Apparent Angle of Type Cohesion Internal Friction Trench #2 Light (psf) Sample#1 g gray/tare silty fine to (Degree) Depth 4.0' medium sand (SM) 150 32 c uo � t yt r1 h'R �, Si TIE `'Y1- O [ R ck Qc j Stp m Encinitas ath�f y 1` t C ( ti E � 4 v U SITE LOCATI ON MAP NOT TO SCALE PROJECT 0. 07-1147 J5 FIGURE NO.1 d i SCALE V=20' LEGEND ® APPROXIMATE LOCATION OF EXPLORATORY TRENCH9r APPROXIMATE LOCATION OF EXPLORATORY BORING APPRQXI MATE LOCATIC?� EXPLORATORY ORY TRENCHE� =�-�-� - w AND PROJECT NO.0 7-114 7 J 7 3URE 9` N0.2 BORING LOG SHEET BORING NO, l FT. DESCRIPTION SOIL TYPE 0 Brown, dam q to slightly dense oose SILTY SAND I to soils (SM) Light brown/tan, moist, medium 5* 2 dense SILTY SAND (SM (Torrey Sandstone) 28* ) 3 dense n 31* 4 Very dense 52* 5 59* Bottom of Boring(No refusal) LEGEND Indicates representative sample Indicates blowcount/10 cm/Triggs Penetrometer Granular Cohesive 0 Very loose 5 Loose 0 Very soft 1 l Medium dense 2 Soft 31 Dense 5 Medium stiff 51 Very dense 9 Stiff 16 Very stiff 31 Hard Project No. 07-1147J7 Figure No. 3 BORING LOG SHEET BORING NO. 2 FT. DESCRIPTION SOIL TYPE 0 Dark brown, dam (topsoils) p� loose SILTY SANDS (SM 7 ) Light brown, moist, medium 2 dense SILTY SANDS (SM (Torrey Sandstone) 22* ) - 3 36* 4 45* 5 Very dense ---- 55* Bottom of Boring (No refusal) Project No. 07-1147J7 Figure No. 4 TRENCH LOG SHEET TRENCH NO. 1 ELEV. 205'MSL FT. DESCRIPTION SOIL TYPE 0 Brown, dry, loose 1 (topsoils) SILTY SANDS (SM) Light brown to brown d 2 (Undocumented fill soils' loose SILTY SANDS SM 3 4 Slight dense 5 6 Dam Light brown, moist, medium 7 dense, cemented SILTY SANDS (SM) (Torre 8 Y Sandstone) 9 l0 ( Bottom of Trench (No refusal) Project No. 07-1147J7 Figure No. 5 v N M r co 0 Z LU ,,m V IV � N W W N o !^ Z N V a ; O � Z LU � U Vo y W t CY co t n CO Z g + W LO 0 00 TRENCH LOG SHEET TRENCH NO.3 ELEV. 205, MSL FT. DESCRIPTION SOIL TYPE 0 Very light g gray/tan, moist, loose Some tree roots to 4"dia. (topsoils S 1 ( psoils) (SM) ANDS 2 Very light gray/tan, Moist, dense Torre medium � � Y Sandstone) SILTY SANDS (SM) 3 Cemented 4 Dense 5 6 Very dense Bottom of Trench (No refusal) Project No. 07-1147J7 Figure No. 7 TRENCH LOG SHEET TRENCH NO. 4 ELEV. 20S' MSL FT. DESCRIPTION SOIL TYPE 0 Light tan damp, loose Some tree roots to 4"dia. (topsoils) SILTY SANDS - 1 ---____ (SM) 2 Very light yellow/tan, moist, dense (Torrey Sandstone) SILTY SANDS SM( ) 3 Cemented 4 Very Dense 5 Bottom of Trench (No refusal) Project No. 07m1147J7 Figure No. g TRENCH LOG SHEET TRENCH NO. S ELEV.205'MSL FT. DESCRIPTION SOIL TYPE 0 Light gray/tan, Y oist to 1 Very moist, mmedium dense SILTY SANDS ® (Torrey Sandstone) (SM) Fd. 1"dia. Pvc waterline @ IS"depth 3 Dense 4 L° 5 Very dense, cemented Bottom of Trench (No refusal) Project No. 07-1147J7 Figure No. 9 � � I.` �._.-..�� 1 .�i 1. \1./; �� �'..r�4 I /. +•�, \y y ^�' _ f, � \���{ � •�i '-�`-�.. r_�� r;rte f���•` 'l �� �J/ r__.� ���..� �., .� * YL 1 1, r�r. U^ �� t i �:: �•Y .,, , �� rt t } .4.__ E�. •w r r ,ti � � 7 � F t �-•� �'� 1 S 1 i3 r y-�4` r . I ,�� 'S�'. �� rf 11V '♦`♦,..y�.�- -.'.,'ay+. Y / � ;C�/' ! f #� —e�. ��t3. .S' ��' � V 1 Y t I.�t c '�'r 11r �, a 'i3 .�-.a ';,, �"`^♦. .�. �.�j,, �;W ,�i .S, � � `'•ter*��,j�� "1 d rr id ,}«fir.-•s ►}.. 4„ �.,r Jai' r► _ .�1ae . ji L w k • { jF f � � jJ jam+' j) r {i ., � :� nom: � .�•...:". �;� ''i l ..�. is )lam:_' ".. •aaa._.. . :..,: X LL W V Z Q II II 0 1 W 0 0 Q III III co O O m LLI LU Z W v' N � y n d' r- O O Z U W a fG"s CR1rICAL `TCi�C—CII RCLES - V I,PL --Tt + --- Of Td6/L I A I rY � h L YS l3 CR 17 1C,4 L CEA,TER 2 A S`5 U_ _ _L-p I I OA,S £R L£E'EL BEeO[' fI 1LURE 15 k'O SVRCRtRGE SURf,eCE. CR4C95. GR I£k'SIOI, IU - I L0 �ROPERII£S H � /DFT,�' �Ta 0 C _,_ ct r I I L©�£ Y , b rot --r X/ SL EIPf —CCIVIER r AtJ6Lf- /S° 120 CR17ICAt Ta r CIRCLES Y` E F f f 1 r t 4 cQC TASE'�kLr��/yTi — _ Al O 1/ CRITICS Tot -- £ t�c70R Of s`rL'rr F5 „ hcfc cIRCe -P.0 �� - - If �r �R�'IEI£R %rt 8' CRIT IC4L C 6R I ' L,47f ES t if (ItCL ( E R Ch`IrICAl r0f OF I;HToEgRO S£SCrS TOE' 1L1C r Project No. 07-1147J7 Figure No. 12 ALLIED EARTH TEC 4926 LA CUENTA DREWCHNOLGGY SAN DIEGO,CALIFO 02A PH. (85 SAN 541-0225 ��92124 FAX(858)541-0254 ROBERT CHAN,P.E. September 15,2008 oi Mr. Robert Cairo SEP 6 �ut8 2401 Plaza del Mar J Escondido,, . CA 92025-7614 ----� Subject : Project No. 07-1147J7 Report of Compacted pilled F Proposed Addition to Existing 2126 'Woodwind Drive �g Residential Building Encinitas, California Dear Mr. Cairo . This report records our observations of the connection wide our inspection of Wading and the results of tests the proposed addition to the compaction of fill soils placed in specifically the existing residential building P aced on certain areas of thereof No. 848 to being Lot No. 27 of Rancho on subject property, more (APN 265-331-30-00), in the City . Encinitas ty of Encinitas State o according to Map The grading reported herein alifornia. was accomplished during the months of June and Jul Prior to commencement of Y, 2008. hauled away and disposed grading, the site was cleared slope, extender Posed of offsite. A keyway and grubbed, and the g at least 12 inches . Yway was excavated along debris a depth of 8 feet within ]of eet outside them of soils. ge toe of the fill removed. Addition andation line of the Existing loose fill soils to compressible were alluvial soils beneath proposed addition were also removed, the fill soils deemed to Existing natural soils toad �' for a mum total de be loose and foundation line of the depth of 5 feet within depth on the order of 18 feet. Proposed addition w�so minimum distance of 5 feet outside the The bottom of removed. the excavation was soils were then properly moistened inspected and approved by our of 6 to 8 inches until finished 'Placed and uniformly ' The removed grade is achieved. Y compacted in lifts on the order Project No. 07-1147J7 CEO 09/15/08 2026 Woodwind Drive Page 2 The depths of fill at which the tests were Pages T-1 and T-2 men and the final test results are presented on , under, "Table of Test Results''. maximum dry density and o The laboratory determinations of the L-1 undar optimum moisture content of the fill soils are ground and field deny Test Results". The approximate location of the compacted f forth page Location of Com Ty tests are shown on Figure No. 1 entitled, "Appr filled Compacted Filled Ground". `approximate The results of the tests and observations indicate that the fill soils 1 compacted to at least 90 Percent of maximum Paced on the site have content. Test results indicate dry density at near o support to the Proposed that the building pad is ad optimum moisture as P Posed residential addition. equate for its intended use The soils encountered on the site possess low expansion 38). potential (Expansion Index = It is recommended that a safe allowable soil bearing foot be used in the design g value of 1,500 inches in gn and checking of continuous f al . Pounds per square minim um horizontal dimension' �s that are a minimum of 12 minimum of 24 inches in n' and thterior spread footings that are a inches (for sin �� horizontal dimensio gleOry) or 18 inches (for two stories n' and are embedded at least 12 natural or uniformly compact fill ground. ) below the surface of the competent It is recommended that all rebars 1 continuous footings be reinforced orated near the top, and the other rced with four #5 rebars. Isolated pier footings should 'O rebate near the bottom of the footings direction,placed near the bottom f the footinwith a minimum of 2 #5 rebars in each The concrete slab-on-gee should rebars @ 18 inches on center, be 4 inches net in thickness should be Placed at mid-height of , and be reinforced with#3 moisture underlain by 4 inches of clean sand. concrete slab. The concrete slab sture barrier should be Placed at In areas tO be tiled or cover. This moisture be shoulde and be overlain by one-inch of tom' a10-mil note that the above foundation heavily overlapped or sealed at splices. pi e are characteristics and slab reinforcement structural engineer. should be superseded by the requirements of the based on soil P t architect or Proper control of the site drainag important factors the to the ove�d rear maintenance of all drainag the perimeter of the pro stability of the soil mass. a facilities are of 2 Percent for p° �0� should flow a ace water around umum distance of 5 feet, and way from the structure at a gradient drainage structures without intermediate d into the s ponding treet or into on-site Project No. 07-1147J7 CEO 09/15/08 2026 Woodwind Drive Page 3 'fh's report discusses the fill l periods s Placement observed by Personnel from our specified. It is recommended that an firm d like backfill soils behind re Y additional wring the within 5 feet of an �g walls as well as baci � and/or fill soils placed, Y improvements and d� Placed utility trenches trench located 5 feet or more from a building than 12 inches, or bac our observation and tested to veri g and deeper than 5 feet, Placed m any Project. f3' compliance with earthwork specifications o un dth the Pages L-1, T-1 and T-2 an i gure No. 1 are parts of this report. spectftffly sub tted, ALLIED EAR TEC OLOGY __ Q pS:F--s slo'� ROBERT � w ado 0? �° v Ex,c. No. G-00198 Exp. 12i31/� QECH - \OF CALIF Project No. 07-1147J7 Cairo 09/15/08 2026 Woodwind Drive Page L-1 LABORATORY TEST RESULTS 1. The maxim encountered �' density and o red were determined and moisture contents of The results of the tests accordance with A.S.T. the fill soils are Presented as follows : A.S.T.M. D1557, Method A. Soil Soil Maximum Type Description Dry Density OPtimum (lbs./cu.f}.) Moisture Content 1 Light brown/tan silty 0/ Dry Wt.) fine sand(SM) 118.0 11.0 2• The Expansion Index of UBC Test No. 18-2, the most clayey soils was determined The results of the test are m accordance with Presented as follows Soil Type Soil Description Expansion Index 1 Light brown/ tan silty fine sand (SM) 38* *Considered to possess LOW expansion potential Project No. 07-1147J7 Cairo 2026 Wood 09/15/08 Page T-1 wind Drive TABLE OF TEST RESULTS Depth Test of Fill Field Plus Soil at Test Dry '/." No. Tye Moisture Density Rock maximum Date fit.) (�0 Dly wt.)(lbs./cu.ft.) o �Density Percent f (lbs,/cu.ft.)Com ent 1 1 + 2 Faction Test Remy 9.4 107.7 p 2 1 + 2 118,0 91.3 06/18/08 10.9 107.2 3 1 + 4 0 118.0 90.9 06/18/08 11.1 108.8 0 4 1 + 4 118.0 92,2 10.9 06/18/08 108.6 p 5 1 + 6 11.9 106.4 118.0 92.1 06/18/08 0 6 1 + 6 12.0 106.4 118.0 90.1 06119108 0 7 1 + 8 11.9 107.8 118.0 90.2 06119108 0 8 1 + 8 1 1.8 107.4 118.0 91.6 06/19/08 0 9 1 + 8 13.1 106.5 118.0 91.1 06119108 1 +10 107.0 p 10 13.0 0 118.0 90.3 06/20/08 11 1 +10 13.2 107. 118.0 90.7 06/20/08 12 2 p 118.0 1 + 2 13.3 108,3 0 90.9 06/20/08 13 1 + 2 13.9 109.7 118.0 91.8 06120108 14 1 +12 0 118.0 93.0 12.8 108.3 06120108 109,5 p 15 0 118.0 1 +12 12.9 91.8 06120108 16 l +14 10.9 107.7 p 118.0 92.3 06/20/08 17 1 +14 11 0 108.2 p 118.0 91.3 06/23/08 18 1 +16 12.2 107.7 p 118.0 91.8 06/23/08 19 1 +16 11.7 .118.0 913 06/24/08 107.3 0 118.0 20 1 + 4 11.6 107.7 0 91.0 06/24/08 21 1 + 6 10.9 108,6 0 118.0 91.3 06/24/08 118.0 92.1 06124/08 Project No. 07-1147J7 Cacao 09/15/08 2026 Woodwind Drive Page T-2 TABLE OF TEST RESULTS(Cont'nd) Depth of Fill Field Plus Test soil at Test �' '," Maximum Moi No. Type fit) (o/ (1bDensi )Rock Dry Density Percent of e (ibsJcu.ft.) 22 + 6 11.8 107.9 p Compaction Test Remarks 1 23 1 + 6 11.3 107.7 p 118.0 91.5 06/24/08 118.0 91.3 06/25/08 24 1 + 8 10.8 108.5 p 25 + 2 12.0 118.0 92.0 06/25/08 I 109.5 0 1 26 1 + 2 10.9 110.2 p 18.0 92.9 06/25/08 27 1 + 4 12.2 108.9 p 118.0 93.4 06/25/08 28 1 + 4 12.1 107.8 p 118.0 92.3 06/26/08 29 1 + 2 11.8 108.4 p 118.0 91.4 06/26/08 30 1 + 4 11.7 108.2 p 118.0 91.9 06/26/08 31 1 + 6 12.1 107.7 p 118.0 91.7 06/26/08 32 1 + 8 11.9 108.2 p 118.0 91.3 06/27/08 33 1 +10 10.9 108.0 p 118.0 91.8 06/27/08 34 118.0 91.6 07/ 1 +10 11.2 109.0 p 14/08 Finished gee 35 1 +10 118.0 91.6 07/14/08 11.1 108.5 0 < 36 1 +1U 10.7 109.5 p 118.0 92.0 07/14/08 " 37 1 + 5 118.0 92.8 07/14/08 11.3 109.5 0 118.0 « 38 1 + 5 92.7 07/14/08 11.3 109.8 p <` 39 1 +18 10.8 108.4 p 118.0 93.1 07/14/08 « 40 1 +18 10.9 108.9 p 118.0 91.9 07/14/08 `< 118.0 92.3 07/14/08 « LP Lb 11.LO 0 O 103 ddwo� ON a3� i4voolladv 40 No Ildool 3 r 3N1'I AU 3o tow-,m a moo' oz-.t `�,• OZ. c0��1... 3 05 S�aS� N f .-.............. ..... _ it rr• 1� � �• .�` • IR WOWS i (LG Nib' 33 ) /.� ,•• 3Sf1OF I � � JNLLSIX3 / ,• Ili '.,`�; '•..t t r/'j. �, �•lt: •,i � r•, it . 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