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2010-10501 GC I T Y OF E N C I N I T A S ENGINEERING SERVICES DEPARTMENT 5.05 S. VULCAN AVE. ENCINITAS, CA 92024 GRADING PERMIT PERMIT NO.: 10501GI PARCEL NO. 264 -270 -2000 PLAN NO.: JOB SITE ADDRESS: 3177 WILDFLOWER SUMMIT CASE NO.: APPLICANT NAME BLAIR & LYNDA NICHOLAS MAILING ADDRESS: 845 STRATFIRD KNOLL PHONE NO.: CITY: ENCINITAS STATE: CA ZIP: 92024 - CONTRACTOR : LIGGATT DEVELOPEMENT PHONE NO.: 858 - 759 -1802 LICENSE NO.: 766853 LICENSE TYPE: B ENGINEER ROBERT SUKUP PHON NO.: 760 - 807 -9098 PERMIT ISSUE DATE: 10 /11 /10 PERMIT EXP 1 PERMIT ISSUED BY: INSPECT R• DD BAUMBACH ------------------- - - - - -- PERMIT FEES & DEPOSITS ---------------------------- 1. PERMIT FEE .00 2. GIS MAP FEE .00 3. INSPECTION FEE 9,262.55 4. INSPECTION DEPOSIT: .00 5. NPDES INSPT FEE 1,426.26 6. SECURITY DEPOSIT 152,048.00 7. FLOOD CONTROL FE 1,619.73 8. TRAFFIC FEE .00 9. IN -LIEU UNDERGRN .00 10.IN -LIEU IMPROVMT .00 ll.PLAN CHECK FEE .00 12.PLAN CHECK DEPOSIT: .00 ------------------- - - - - -- DESCRIPTION OF WORK ------------------------- - - - - -- PERMIT TO GUARANTEE BOTH PERFORMANCE AND LABOR /MATERIALS FOR EARTHWORK, DRAINAGE, PRIVATE IMPROVEMENTS AND EROSION CONTROL. CONTRACTOR MUST MAINTAIN TRAFFIC CONTROL AT ALL TIMES PER W.A.T.C.H. STANDARDS OR APPROVED PLAN. LETTER DATED SEPTEMBER 20, 2010 APPLIES. - - -- INSPECTION ---------- - - - - -- DATE -- - - - - -- INSPECTOR'S SIGNATURE - - -- INITIAL INSPECTION COMPACTION REPORT RECEIVED ENGINEER CERT. RECEIVED / Z — ROUGH GRADING INSPECTION FINAL INSPECTION I HEREBY ACKNOWLEDGE THAT I HAVE READ THE APPLICATION AND STATE THAT THE INFORMATION IS CORRECT AND AGREE TO COMPLY WITH ALL CITY ORDINANCES AND STATE LAWS. REGULATING EXCAVATING AND GRADING, AND THE PROVISIONS AND CONDITIONS OF ANY PERMIT ISSUED P SUANT TO THIS APPLICATION. SIGNATURE vv LyiActa T I 1 c ko ic[5 PRINT NAME (0/1 DATE SIGNED ( �(,o) 6 3s--oH gg TELEPHONE NUMBER CITY OF ENCINITAS — ENGINEERING SERVICES DEPARTMENT ACTIVITY REPORT PROJECT NAME: STREET LOCATION: DATE: PROJECT NUMBER: PERMIT NUMBER: CONTRACTOR: TELEPHONE: 3 fJ4tF-o,o —f ut K QfSS� -M,04-0.j 67X'40110- I-DIWL7- 7VA4 04,0_ OCj I — 6,1 etO),ub 7bq &�?L A Q f7- 2 110 c-,e,401d &- nio.44 i7))XIAIL, CCr U^l ETZ ////7[/o NL" ACr)W pe 2 I Z to firpro.j,-c( �2 re- i242,ollo BA-ct Fvion, JQ --ck, 7>1- olvez- jok C '"1 0 in rvi we� L) 1-fak 1-., bv,f+ i 04L , q t4 k+ -/ Zr— lAi 5 td-- ALSo LA4LIZA024- P-ILL- Re-c&-iVEM 101TI 1,0`17,47- 00 1-2-0-11 Elgo,'" IiYe7 tO2Z-7-, or- &AA) A& ",4-,tt S a4 112-1 , So /c LvAlu ,,o Lf , IA' t7LL-, i tAi 5 r 7t- It Ail -7"11 ALL —RIC— L4t 12*3 clu T14C— (AAj vp je M14429 AA T OALOT )( 's 440 5,t-7o L '—iry, L q- CITY OF ENCINITAS - ENGINEERING SERVICES DEPARTMENT ACTIVITY REPORT PROJECT NAME: STREET LOCATION: CONTRACTOR: i�rAJ�L r _s DATE: PROJECT NUMBER: PERMIT NUMBER: TELEPHONE: A SSu 2 � F5 �1o.r►'t C�lv ?�--1 �8 /LCD 7V U� 3 .7Z> �5er ovt.�cr �itt�4t�.�r� s eGl-� jJ okic iecf.Se o. k . 7 757 iL C/buSE u/VD�- CVn57 - Ft g Scw►E -77m C POO vN — -4-o oti [7a 2- u �l v u 5 r 6 Sit c-TU /1� �i C e,c�� 'TO Cu+.��T! N • �,- �-��G� l C cez !(lYi I r, n ev 4' pm-,(v lsr- J fps, c r �-, c [ (jv c! W( �/� " pl !� e Z l 1 C *, c. C ow--r- 2� I Z C A-uE o k 1 f /o I Isl I Z LL �-� b L�7' !�, S��- 7,��/� 027' UN g✓YI S �T2 % l 5LAA-' 0 CL) LoT) �t�- :FTL 1 c7 Z3 L 2:� s T �'"�a' ✓r S vt no 5 r -T V' I' w 1/ • AL / 1100 - A...0-1 Or-- 5tv4e -4 o Z ( L 'LE VOM ci�.j , CC> a L4- -t rn r v w n v -- pv� -7— �n �rf c� z�� i [ �, . hz . til'��/ ,(prn�JS plQ,, fCi� Qne� m 4429 r)u G/k S[b[J I/1SfC[ ftzl. Au m-r-r &� milvu� lr�� C Ptyet -Nto � w / �,1 �L - ,Z/ 6AA7-,i rEgq. M' ^ioa ITEMS Ai -7 AiA) Jlrigi, u2 I t 1 rw- i7! ArlIfAr Viii /iii�Lriiii /, /iic: CIVIL, GEOTECHNICAL, & QUALITY ENGINEERING FOUNDATION DESIGN * LAND SURVEYING * SOIL TESTING CLIENT: NICHOLAS PROJECT: NIC 1010 -CDG DATE: 18 DECEMBER 2010 L. J^ NICHOLAS - LIGGATT C/O LIGGATT DEVELOPMENT, INC. P.O. Box 9228 Rancho Santa Fe, CA. 92067 Subject: Results of Compaction Testing and Inspection for the Residence located at 3177 Narcissus Summit, Encinitas, CA. (APN: 264 - 270- 20 -00) (Lot 7, Map 14928) Reference (a): As- Graded Compaction Report by Vinje & Middleton Engineering, Inc., dated July 25, 2006. Reference (b): Limited Site Specific Soil Investigation Report by B & B Engineering, Inc., dated 18 February 2010 Gentlemen: Pursuant to your request, we have completed our inspection and compaction testing of the re- grading operations for the subject parcel. Locations of our field density tests are shown on Enclosure (1), and the results of these tests are detailed on Enclosure (2). Site preparation, compaction, and testing were accomplished between October 15 and November 12, 2010. Based on our observations and testing, it is our opinion that the work performed during that period was in general confonnance with the requirements of Reference (b) and the City of Escondido Grading Ordinance. SITE GRADING On October 15, clearing began on the subject lot with the contractor, Mike Lloyd Excavating, removing some surface vegetation. All debris was removed from the pad grading area. On this date, the contractor began the over - excavation operation by removing the native soils on the northerly side of the house pad to an approximate depth of 3 feet below the proposed pad grade. The bottom of the excavation was scarified, watered, and recompacted prior to replacing the A 161 1 -A SO. MELROSE DRIVE 4285, VISTA, CA 92081 -5471 Ph: (760) 945 -3150 Fax: (760) 945 -4221 "Itat "I B Ine. Nic 1010 -cdg stockpiled soil. The contractor continued this same operation on the middle and southerly portions of the house pad. The limits of over - excavation extended a minimum of 5 feet outside of the proposed building foundations. The over - excavation grading operation was accomplished to help mitigate the effects of differential settlement of the soil beneath the proposed structure. On October 26, the contractor excavated for a supporting shear key at the toe of the northwesterly facing fill slope for the yard extension by removing the loose topsoil materials to an approximate depth of 2 to 4 feet below the existing surface, where firm native soils were encountered. Fill material, clayey silty sands, generated from benching into the existing slope and fi O n soils generated from cuts made on the pad, was then watered and recompacted on the northwesterly side of the house pad. The contractor placed and compacted the native soils on this fill slope until the designed pad grades were achieved Density was achieved by the use of 2 D -8 bulldozers and compacting the soil as fill was placed in thin lifts. Since the existing soils varied in moisture content, the contractor spent additional time and effort in his mixing operation in order to ensure near - optimum moisture and proper compaction in the fill material. As indicated by our Compaction Test Results, Enclosure (2), density tests performed in the re- construction of the house pad and the northwesterly fill slope indicated over 90% relative compaction as compared to the Maximum Dry Density per ASTM Test Procedure D 1557. The native materials exposed at finish grades for the subject pad are considered to have a medium expansion potential according to Reference (b). Therefore, additional foundation and slab requirements are considered necessary in regard to soil expansion. It is anticipated that the building footings may experience less than 1 inch settlement with less than I/2 inch differential settlements between adjacent footings of similar sizes and loads. BUILDING FOUNDATIONS Building Foundations shall be sized and constructed in accordance with the recommendations found in the latter part of this Report. For foundation design purposes, an allowable bearing strength of 2000 psf may be assumed for all 2 1611 -A SO. MELROSE DRIVE #285, VISTA, CA 92081 -5471 Ph: (760) 945 -3150 Fax: (760) 945 -4221 "'AM", Aurpr zfeeriiii1. Inn. Nic 1010 -cdg continuous or spread footings founded in dense native soils compacted to 90% relative compaction per ASTM D 1557. It is recommended that the continuous perimeter foundations and concrete slabs for a light weight, wood framed, stucco type structure founded on the native moderate expansive clay shall be constructed and reinforced in accordance with Reference (a) and the following minimum designs: a. For slab -on -grade floors: it is recommended that the continuous perimeter foundations for single and two story structures shall extend a minimum depth of 24 inches and a minimum width of 15 inches into the firm native or compacted fill material as measured from the lowest adjacent grade. b. Continuous interior and exterior foundations shall be reinforced with at least four No.4 steel bars, two bars shall be placed 3 inches from the top of the foundation and the other bars shall be placed 3 inches from the bottom. c. Footings placed on or adjacent to the top of cut or fill slopes flatter than 1H : 1V shall have a minimum horizontal distance of 7 feet from the bottom edge of the footings to the face of the slope, for slopes less than 20 feet in height. For slopes greater than 20 feet, a horizontal distance of HA shall be used where H = height of slope, but need not exceed 40 feet maximum. (See Attachment A) d. All concrete building slabs, using the pre - saturation method outlined in the latter part of this report, shall be a minimum of full 5- inches in thickness, and reinforced with a minimum of No. 3 steel rebars at 18- inches on center both ways and placed in the center of the slab. The steel bars shall be wire tied to the perimeter foundation steel and bent downward into the foundations at 18- inches on center to a depth of 3- inches from the bottom. In order to minimize vapor transmission, an impermeable membrane (ie: 2 layer of 10 mil visqueen) shall be placed over 6- inches of gravel or crushed rock. The membrane shall be covered with 1 inches of sand to protect it during construction and the sand should be lightly moistened just prior to placing concrete. All concrete used on this project shall have a minimum compressive strength of 4500 psi unless otherwise increased on the Building Plan. 3 161 1 -A SO. MELROSE DRIVE #285, VISTA, CA 92081 -5471 Ph: (760) 945 -3150 Fax: (760) 945 -4221 (I /JAVA, Brid"riiiLeriii( /, /uic. Nic 1010 -cdg e. Interior concrete slabs shall be provided with saw -cut joints spaced at a maximum of 10 feet on center each way within 24 hours after the pour and the saw -cuts shall be 1/4 of the slab thickness. It is imperative that the drainage system around the proposed structure shall be designed and implemented to provide positive drainage away from all buildings in order to preclude moisture intrusion into the subgrade soils beneath the building foundations and slabs. f. Exterior slabs for hardscape, pool decks, walkways, patios, etc. shall be a minimum of 4 inches in thickness and reinforced with a minimum of No. 3 steel rebars at 18 inches on center each way. The reinforcing steel shall be placed in the upper 1/3 of the slab and held in place with concrete chairs. All hardscape slabs and sidewalks shall be founded on a minimum of 4 inches of clean, coarse sand, gravel or crushed rock. These foundation recommendations are minimum design requirements for the soils encountered during grading; however, actual foundations shall be designed by the Structural Engineer for the expected live and dead loads, and for wind and seismic loads. SLAB SUBGRADE PRE - SATURATION Pre - saturation of slab subgrade materials to a minimum of 130% of the Optimum moisture content to a minimum depth of 24- inches should be performed prior to the placement of concrete to reduce the effect caused by soil expansion forces. Note: Pre - saturation is recommended to allow the subgrade materials to expand as much as possible prior to pouring concrete in order to reduce the soil expansion forces against the concrete slabs in the future. The pre- saturation is usually achieved by ponding or sprinkling, and it may take 1 week or more. Once the pre- saturation criterion is reached, as verified by the geotechnical engineer, the top few inches of the pad may be overly soft for convenient slab /foundation construction. Removal of the top few inches of overly soft materials and replacement with crushed rock or clean sand may be considered. Alternatively, the contractor may consider scheduling the work such that pre- saturated pads could be left for a few days until a work crust develops. If necessary, additional 4 161 1 -A SO. MELROSE DRIVE #285, VISTA, CA 92081 -5471 Ph: (760) 945 -3150 Fax: (760) 945 -4221 Hat "t /zic. Nic 1010 -cdg moisture should be added to the clean sand layer prior to placement of the Visqueen to replace any moisture loss within the top few inches of the subgrade soil. As an option, in lieu of the above recommended 24 -inch "deep" pre - saturation, a shallower pre- saturation can be performed provided the concrete slab and sand layer are thickened as follows: Slab Thickness Conventional Slabs -on -Grade Increase from full 5- inches to a full 6- inches Sand Layer Thickness Increase from 6- inches to 8- inches The slab subgrade materials can then be sprinkled with water, as much as practical, (without the required deep pre - saturation) prior to placement of the sand layer and the moisture barrier membrane. Other Recommendations for Reducing Slab Cracking While not a geotechnical issue, the potential for slab cracking may also be reduced by careful control of water /cement ratio and slump of concrete. The contractor should take appropriate curing precautions during the pouring of concrete in hot weather to reduce the cracking of slabs. A slip sheet (or equivalent) can be utilized if grouted tile, marble tile, or other crack sensitive floor covering is planned directly on the concrete slabs. Findings of this Report are valid as of this date; however, changes in conditions of a property can occur with passage of time, whether they be due to natural process or works of man on this or adjacent properties. In addition, changes in applicable or appropriate standards occur whether they result from legislation or broadening of knowledge. Accordingly, findings of this Report may be invalidated wholly or partially by changes outside our control. Therefore, this Report is subject to review and should not be relied upon after a period of one year. In the event that any changes in the nature, design, or location of buildings are planned, the conclusions and recommendations contained in this Report shall 5 161 1 -A SO. MELROSE DRIVE #285, VISTA, CA 92081 -5471 Ph: (760) 945 -3150 Fax: (760) 945 -4221 Biii /iiieCriiii�, Nic 1010 -cdg not be considered valid unless the changes are reviewed and the conclusions of this Report are modified or verified in writing. This Report is issued with the understanding that it is the responsibility of the owner or of his representative to ensure that the information and recommendations contained herein are called to the attention of the project Architect and Engineer and are incorporated into the plans. Further, the necessary steps shall be taken to ensure that the contractor and subcontractors carry out such recommendations in the field. The Engineer has prepared this Report for the exclusive use of the client and authorized agents. This Report has been prepared in accordance with generally accepted soil and foundation engineering practices. No other warranties, either expressed or implied, are made as to the professional advice provided under the terms of this agreement, and included in the Report. B & B Engineering Inc. and Associates appreciate this opportunity to be of service. Should you have any questions regarding this project, please do not h esILate to contact us. f`f ?Fad Sincerely, Stephen B. Peter RCE 38623 Expires 3 -3 1 -11 6 1611 -A SO. MELROSE DRIVE #285, VISTA, CA 92081 -5471 Ph: (760) 945 -3150 Fax: (760) 945 -4221 Address: A. P. N.: Project: Date: 7 �`i,� „ :.::;1`� X74 3r vi� MM , LOT 44 APPROXIMATE LOCATION OF FIELD DENSITY TESTS PLOT PLAN L. J. NICHOLAS 3177 NARCISSUS ENCINITAS, CA. 'un't /ILL/' / /II /� /IG' 264- 270 -20 -00 NIC 1010 -CDG Dec -10 ENCLOSURE (1 ) Hat-IN EnWAricerksoir, , Arve Client NICHOLAS RESIDENCE Proiect NIC 1010 -CDG Date: Nov -1n Test No. Test Date Test Location Test E1 /Depth Soil Type Dry Density, pcf Moisture, % Relative Retest Field Maximum Field Opt. Compaction No, 1 10/15/10 NORTH HOUSE PAD 195 A 114.4 123.5 12.0 10.0 93 2 10/15/10 NORTH HOUSE PAD 195 A 115.1 1 123.5 14.0 10.01 93 3 10/15/10 NORTH HOUSE PAD 197 B 120.4 124.0 10.9 12.0 97 4 10/15/10 NORTH HOUSE PAD 197 A 116.4 123.5 9.9 10.0 94 5 10/15/10 NORTH HOUSE PAD 195 A 117.1 123.5 12.0 10.0 95 6 10/15/101 NORTH HOUSE PAD 195 A 115.91 123.5 14.1 10.01 94 7 10/15/10 NORTH HOUSE PAD 197 B 112.1 124.0 13.3 12.0 90 8 10/15/10 NORTH HOUSE PAD 197 B 117.0 124.0 13.2 12.0 94 9 10/15/10 NORTH HOUSE PAD 197 A 113.4 123.5 11.8 10.0 92 10 10/26/101 WEST FILL SLOPE 186 A 117.6 123.5 15.6 10.0 95 11 10/26/10 WEST FILL SLOPE 186 A 115.4 123.5 16.8 10.01 93 12 10/28/10 WEST FILL SLOPE 187 1 B 112.81 124.0 11.5 12.0 91 13 10/28/10 WEST FILL SLOPE 188 B 117.6 124.0 13.5 12.0 95 14 10/28/101 WEST FILL SLOPE 190 A 112.5 123.5 17.0 10.0 91 15 10/28/10 WEST FILL SLOPE 191 A 118.4 124.0 16.0 10.01 95 16 10/28/10 WEST FILL SLOPE 193 A 112.0 123.5 14.9 10.0 91 17 10/28/10 WEST FILL SLOPE 195 B 119.21 124.0 16.4 12.0 96 18 10/29/10 WEST FILL SLOPE 197 A 113.4 123.5 16.1 10.0 92 19 10129110 WEST FILL SLOPE 197 A 114.4 123.5 16.7 10.01 93 20 11/9/10 MIDDLE HOUSE PAD 195 B 120.0 124.0 12.2 12.01 97 21 11/9/10 MIDDLE HOUSE PAD 196 B 117.7 124.0 13.0 12.01 95 22 11/9/10 MIDDLE HOUSE PAD 197 A 113.5 123.5 11.3 10.0 92 23 11/9/10 MIDDLE HOUSE PAD 197 A 116.1 123.5 11.9 10.0 94 24 11/12/10 SOUTH HOUSE PAD 195 1 B 119.5 124.0 14.2 12.0 96 25 11/12/101 SOUTH HOUSE PAD 195 B 118.3 124.0 13.8 12.0 95 26 11/12/101 SOUTH HOUSE PAD 197 B 118.1 124.0 10.1 12.0 95 27 11/12/10 SOUTH HOUSE PAD 197 A 113.6 123.5 12.2 10.0 92 28 11/12/10 SOUTH HOUSE PAD 196 B 116.91 124.0 14.0 12.01 94 29 11/12/10 SOUTH HOUSE PAD 197 B 117.0 124.0 1 12.8 12.0 94 COMPACTION CURVE DATA OPTIMUM MAXIMUM DRY SOIL TYPE AND DESCRIPTION OPTIMUM DENSITY c A. TAN -BROWN FINE SANDY SILT 10.0 123.5 B. TAN SANDY CLAY MIX 12.0 124.0 COMPACTION TEST DATA ENCLOSURE (2) O? U Qg OW O� Z 0 Lu Z 2C, SW° ca W O W 4 O� OQ) U U� �cj) W a O U 0 _Z O J m Z cc O LL a U ti 0 0 N Cl) W CL O 0 w T LL M co LoU �Z T\ Lo Q v ti U Z O � F= W a W � 2 Z J O m LL E 00 cl M I I O w O LL HYDROLOGY REPORT -9AV NICHOLAS SINGLE FAMILY RESIDENCE 3177 WILDFLOWER SUMMIT 10501 - G APN 264 - 270 - 20 Prepared For Blair and Lynda Nicholas 845 Stratford Knoll Encinitas, CA 92024 Prepared By Robert Sukup The Sea Bright Company 4322 Sea Bright Place Carlsbad, CA 92008 760 - 720 - 0098 July 22, 2010 JL?. ? 1 2010 No. CO2830 UP- '?,I3i T A-4jT HYDROLOGY DISCUSSION 3177 WILDFLOWER SUMMIT 10501 - G APN 264 - 270 - 20 The above referenced lot was rough graded approximately 3.5 years ago. The grading plan before you is for slope modification to allow the house to fit on the pad, pad preparation, and lot drainage. At the time the lot was graded, two long swales without outlets were provided to contain the water. These plans now accommodate for the drainage of the proposed construction with a combination of swales, pipes, driveway pavers, curbs, spillways, cobble swales, bio- retention basins, and concrete swales. The attached Hydrology and Hydraulic calculations review the drainage concept for the lot. All of the pipes have been designed to carry the theoretical 100 year storms. The proposed house construction and associated flatwork creates a potential increase in flow of 2.32 cfs. In order to mitigate that potential increase, the bio- retention basins have 2' thick gravel bottoms in them to act as storage "vessels ". The potential increase in flow during the 5 minute peak time of concentration creates an additional volume of water of 696 c.f. The bio- retention basin's gravel bottoms have a storage volume of 616 c.f. [ 1026 s.f. x 2' x 30% voids]. The top portions of the basins have a 4" ponding depth or an additional 339 c.f. of storage or a combined total of 955 c.f. These storage areas are large enough to hold back the projected additional flow until after the peak flow event has occurred. The proposed grades around the house have been designed to provide secondary surface outlet for the entire house pad to the street. If for some reason all the pipes were to clog or fail, the water would slightly pond up and make it to the street, before entering the house. This will happen provided nobody blocks the secondary outlet capabilities. Earthen berms have been designed at the top of all fill slopes to keep the water from going down the slopes. Secondary surface drainage would make its way to the street via the driveway. Included in the calculations of this report is a Drainage Management Area review that indicates how impervious areas will be treated. Adequate treatment areas have been provided. nchlhyd2 RANCHO SANTA FE ROAD GATE WILDFLOWER VALLEY DRIVE N ROAD NARCISSUS v SUMMIT SITE LONE VICINITY MAP NO SCALE THOM. BROS. PG. 1048 C -5 WCAOLAS NypROL©(-=y` CAC USA TOW s TRC PRA IMAGE AR-=7A5 ARE SMALL so S USE)O T c= 5 rniN 741Z I'S T14e MINIMUM T) ME AND C0�4SERVA7)\le' 24511m o y9, 306 = .35 35� IMP�►�Vlou 5 S OIL Ty I'kC = p C= 5 bee -r,461.E 3 -1) C= - 3S FOR M CONST ,ARe4 C * , 33 4 r- 1 I) . I z. 1 6:-* . 30 A � AIZQ. r A Q= CIA = .5SxT.Su,1$ A (o'' PI PE o 1,33 14A,5 A OK � A PZA B u CA= ciA- .5!5k7,3x.66= 2.�,5c�� 4-T -rut uLTi M4-rE ou -TLe T POWT we Ig4VE A Ibo yoZ C� = 2.65 cis THE 8'i WILE Pi PE N 4% 4 OF 9'75 50/. --rwE G1 OF AN 8 "e 4•]5� : 2.6Zc sxz,6s= OK►� 7N� 8 iu TWE EA:S-r LomZ -r 0IP- ezT')ptQ ARE AT 1 °/ GIAApp. AT I' °�U 1 74E�/ 14AVe A Q = 1,Z0 c IF WS Look At -soME PRe:ssup,E W Tua INI.E T !� USF, `Tk#e; C>Ptr -ICE EAY N Q- c 2 N c . 8= GRM-tct CG•F.Fplc)EI T • A- 4ReA of 3 "P)Pe .3981' 14 = 14F-AD = ASSUME I' BVT ► T's C.Re W ,9- G: 3Z,Z �342� 3Z.Z I = 2. Z3 c s = I,UE ARE QK,� AEEA C, (a 33 - 1,3?-' c-�s TPE 6" OUTLET PIPS ► S 4-r 2� -, GZ � 2, Fs6 c �s = o 1< A REA a QzC,IA _ .55x7.3x.IZ- ,48cF� -TRI s ARE4 = ALL SURF4C E FLOW = o.iZ- z (No CRE131 r v Folz PAVe;>25 Uri LI 6eb� A Rt--A E Q;b c I A , • 55 x 7,`5 x ,30 = 1 �Zo c -s -NI'S AR(ZA IS ALSO ALL, sv RP,pGe F Low : 0. K � FRS CoNs'TAUC'-MN V5. OZT CONSTRUC,714N -Ne DRAINAGE AReA ; 104VE z3TAY6`)iD THE S3"a. A MINI MUM T�, of e . -m►N WAS A PPLAE>D FO(2 BOT4 T liE C- NeA WE, C gA N GS5 . PRA _ . 35 * gosY = .55 THE RE FOk� (7- 3') 1.5(�D = Z 3 Z 4z -Fs TMAL \W.UMe IM CftASE IN 5 MIN. -� 2.32)c tD�t�5 = 6 flO c-�. r310- RTENTJON BAS lNS 70-rAt LAW, 1OZ(4 WOE BeER P R.6 pmeD SA) Rr- AC2 PE►SNTIdN (41)O A) r WZev -33' 330) 2' GPAv5 L LAYeP - '3ELGw = loz( x Z x,30va�s �01� cf- 'T'OYAU Qa7sN-TlQR VOLUME-- 9 ,55 C� > 6 9� c�( = OIL t/ r 1e r wDS10AM m w, EDGE 00BBLE �� SM4E 1• MN m 1.8• Wx LLMD Sm01Ni 1r CLASS 1 AOG WAIT LAYER LAND CONF0RL1 BASE COIB+/Cim 10 BOR L;fUd14 OF ASTY 1033 MN RELATIVE omom TDN 12. OOMPACIm aORADE 10 IE Box L!L RLZMNE COMPACTDN SECTION A —A \ 0 OS'JS'OB• 1 L - 22.42- \ R 230.00' \ \s HEIGHT NOTE \ , 9Xwm PAD - \ am HEIOM ALLOM _ 1W,.W' MAX am E7fV _ mw PR IP06E0 PAD - 197.73' sTRU10Ttrtw Sm _ 1.17 PROPaem am Nf - PROPOSED MP OF SIM - $i3b' _ OK PRNAIE STREET LOT 10 OF I MAP /149 DEEP ROOTED, I o 1Lm surUME WELL DW&*D SOL BOIEOM ELEVATDN � �• r 4' PER:. PVC - WE COWL= TO 11® ER ?e � NOTE: \ oEr \ RDL ParIES \ PLAN _� �s f r,�.j � 1 lb I V 40E 00 PLACE 01) ca b / �7 20.0' NOTE: FOR S1011NMA7ER POLLUTION OWWL WT BE DI ix 10077m D~ LINE PIPE SYnML ALL ROOF CRAIG D%LL 01111004410E OVER tAADeOArm 70 OENOM70 STORMMAIER BW FACLIIEB. ��= - 4• PVC I14' p1yR1 4' PYC - . 541 LF. r Ir PYC .� 140 LF. or PYC PYC r LAYER OF 31B• OMVEL V3/4'CRIAM BIORETDITDN r OF 3 4' CR1Xi w _ 140 Lf. JMX10KHF.ADWALL � -2EA TLC x 18• Dwm Box ❑ - 4 Ek 1r x 12• Dwm Box O - 13 EA. WAM P°EOw�rr� IMP - tan s f. WALL (M NC-4) - 531 s f. r-4• x 1' DEEP =,IC LMNLE (D-70) _ 190 LF. d CURB - 192 LF. Y WIDE OoBaE SMALE - BO Lf. 3 1ROE % 9. OEEP OONC SM4E - 30 LF. PAVERS - 7179 S.F. CONIC WALK / BAND - 1200 S.F. NOTES: (1.) BDRETDMON V*WME77ED 8W LAYER **ALL BE MNYUY M• DEEP $ANDY LOW SOL M9L LNM NO MORE 711AN ex CLAY LxINw ENE W SHALL Cwm BO-90S SAND, 20-3= CMPOST OR NANVMW WAXK AM 20--= i&SOL (2.) 3/4' MUSH ROCK LAYER SIM BE L419WA11 of 1r BUT WY LIE DEiPDFa 70 NICREASE 704E WLTMTION AND STOR40E ATRLRY OF 704E BASH (3.) THE EFFMINE WA OF ENE dVN SHALL BE LEVEL MD SHALL BE SRm S"SED ON DOMM"IS SIOItl1119ATER WMLAL WLCIAATDNS. TYPICALLY. 7NE MAVACE AREA OF THE 01CRODMON SAM 0 4S OF THE IMPDMOIA AREA DRAIMN TO R. BIORETENTION BASIN CHANGE NO DESCRIPTION I APPROVED I DATE 3138 \GPLAN- 07 -21 -10 �ij SCIfl I P-JO' 0' 20' 40' 60' 80' 14' r µo L ENGINEER OF WOR TILE WA NOWT CO. 4322 SEA LI109NI PLACE CAR SaD, CA 92008 M �c.o6y WSEM 0. SLA0P. RCE 2x302 DATE DESCRIPTION OF ENCINITAS - ENGINEERING SERVICES DEPARTMENT . BENC,� -III LOCATION 2- 6RAE SLAB FOR F H 800' WILDFLOWER ESTATES - LOT 7 END OF BUNANN NICHOLAS RESIDENCE RECORD FROM CITY APN 264 - 270 -20 ELEVATION :o4`E NO DRAWING NO. 10501 -G N z W 3' WIDE X r DEEP I14' p1yR1 EDGE CIE STTYILE r- 4.71DE DDM:9w4E r L!1 of D/ONEmm SQL 1, Sm NOTE saw LI'X1o'x4' Dm r LAYER OF 31B• OMVEL V3/4'CRIAM BIORETDITDN r OF 3 4' CR1Xi w ow ILEV -10 ROCK a� PPE � A= \ MIN 1r BEICM PIPE 3' WE COOK `OUTLET PIPE 70 SIOIBI ORA91 SYSTEM NOTES: (1.) BDRETDMON V*WME77ED 8W LAYER **ALL BE MNYUY M• DEEP $ANDY LOW SOL M9L LNM NO MORE 711AN ex CLAY LxINw ENE W SHALL Cwm BO-90S SAND, 20-3= CMPOST OR NANVMW WAXK AM 20--= i&SOL (2.) 3/4' MUSH ROCK LAYER SIM BE L419WA11 of 1r BUT WY LIE DEiPDFa 70 NICREASE 704E WLTMTION AND STOR40E ATRLRY OF 704E BASH (3.) THE EFFMINE WA OF ENE dVN SHALL BE LEVEL MD SHALL BE SRm S"SED ON DOMM"IS SIOItl1119ATER WMLAL WLCIAATDNS. TYPICALLY. 7NE MAVACE AREA OF THE 01CRODMON SAM 0 4S OF THE IMPDMOIA AREA DRAIMN TO R. BIORETENTION BASIN CHANGE NO DESCRIPTION I APPROVED I DATE 3138 \GPLAN- 07 -21 -10 �ij SCIfl I P-JO' 0' 20' 40' 60' 80' 14' r µo L ENGINEER OF WOR TILE WA NOWT CO. 4322 SEA LI109NI PLACE CAR SaD, CA 92008 M �c.o6y WSEM 0. SLA0P. RCE 2x302 DATE DESCRIPTION OF ENCINITAS - ENGINEERING SERVICES DEPARTMENT . BENC,� -III LOCATION 2- 6RAE SLAB FOR F H 800' WILDFLOWER ESTATES - LOT 7 END OF BUNANN NICHOLAS RESIDENCE RECORD FROM CITY APN 264 - 270 -20 ELEVATION :o4`E NO DRAWING NO. 10501 -G N z W DRA6NAGE. MAIM TE�NANCe AREAs (D M A) ZEicl A TA CN EID S4ss-r ;OR. L OCAT IoW s DMA #I Boor- A REA = -70) 5 t %l b t 4 b5 + 350 * S6(a 3, 89 Z WALKS - 3SOt i35 t Ioa tl7 = (o70 PANUZ = toZl3 x,8 FAcrok, _ 4,970 TbTAG IMPcRVto0 S _ 94 b Z -TREAT ME)J'T' APEA PP-W I nE D = 8001 > 3Z 9 6 . C? ✓ � DMA *2 RoO� A>?EA� = 21 �Z i 9840 rt 2q SS * 24U r IOov � 4Z-0 = 3 3Z -TOTAL lMQEp,\41005 = !31`�37., - keA-1 MEuT A REA REQ' o = • b4 x 1:3 ° g Z = 5 57 - R` =A-T MEKq APEA PROVIDeD : 574. 557 �' = o y, WA -* 3 Mefe APr✓A = l ( Zp u , S F4cTO R. = Z 0% 70-TAU I M'PE RV ► 60 5 tREA'VAS) T AREA R %'U S -D4X 36oO TR- EArtMF,KT AkeA PROglbF,n_ !0eo > 31 . (� = 0 K i r 1e' z, mrAD FA� — --� �20.0 owE YE" EDP COBBLE — — SWALE "'I 1N TO , r MAX SAD BEDOLNO Agg LAYER aMa 70 TO 7If 1r aAss COM AOIMIEGITE alAaA7IDN aF AS7Y Cis BIIL4E ooMFwclm 7D 56S MIL RELATIVE COWACIION 12 MN ppyPAC To / NOTE FOR STORM 70 POLLLrtLON CONTROL SECTION A —A � YY �� 70 SHALL 7 E DRAIN LINE PPE MW SHALL OISCHARK 0m OOF R Nwls ,O OEMOINTED SIORYNATER MP FNwnEL TANS ' \ D . 06'35'0¢' i L 11.42 LEGEND \ \ R � 2J0.00' S s 4• PVC �^ 4• . 541 LF. \ J d pvc d PVC 140 LF. / d PVC \ $ � d PVC 1 � .126 LF. \ " T N x 2S' N HF.ADIEALL 2 Ek 1d X 16• DRAIN BOX ❑ - 4 Ek HEIGHT NOTE \ . p 1r x 1r DRAN Box ❑ - 13 E4. \ 100I PAD . 157.66 BYLl513 LLMEC KDO MAX ROD HEIGHT IELEV �% I PNEJWI - 1026 SF. PROPOSm PAD 157.73' REDWNC FALL SiRUCRJMAL SECT 1.17' (NRN C-4) - 531 S.F. PRDPnsED BLDG M - 26 66' r-4' X 1' PROPOSED TOP of mm - $'jT8' . ox CONC SMALE�75) - 156 LF. I �\ d cum • 152 LF. PRHATE STREET r WIDE COBBLE SWALE ���' . BS LF. LOT 10 OF I MAP 014025 r WIDE X d DEEP CONC SNALE - 35 LF. REhox K MVERS -- - 7176 S.F. NOTE: \\ CA CONC BALK / SVC C� - 1206 &F. SEPARA PERIS \ 0037M E DEEP 11100M.- RA DN FL SLIT&E � DRIVE ' ' ` T, As � � � SI01 ORASm SOIL Km �.. � 3' WIDE x d DEFT E BUTFOM—1 r �. 1r DEPTH —FACE CONCRETE �E • r-4• MDE G D.L orm CONC SWALE tl r r O SEE NOTE 1NORI�fED TOIL E ' S'X1o'x4' DO 2• LAYER OF 3/5. GRAVEL BxxEnN N Rroc3O 3 4' � BD m0E ELEVI r BOTIOM DEN, G 4• PEAF. PVC IDi4.12' BflDM PPE NO STAN" N PIPE m NI S701BI ET OPAIN Pw VTO COBS NOTES: Dec (1.) BLORETEM10N 1NDSmED SOIL- LAYER SHALL BE W&LIM o' 20• 40 Sa ea 24' DEEP 'SAD/ LOAM' SOL MIL MITN NO MOTE DM LWlI 6N CLAY CONiDFT. 7HE MD( SHALL CONTAIN 80-0= SNP. � `N � W 20-30x COIS+OST OR HAROM00D MU4K AND 20-M 1OP90L (Z) 3/4' CRUSHED RC= LAYER SHALL BE MINIMUM OF 1r BUf MAY Of �°+m wm NaLEA9E 7FE NFTURAna+ AM SIORAOE AR%JSGINEER OF WORK: W (3.) THE "M=K ABM OF THE BASH SHALL BE LEVEL AND SHALL THE SEA IIII DD. BE S® BASED ON DMITTAS MM SIOROER MANUAL CALOULA'n" 4322 SEA WI PLACE TYPICALLY. 7HE SURFACE AREA OF THE NOTl7E ,rm stsN 5 4S 7�00� X720 p � N OF THE 064MOM AREA ORARNO TO R BIORETENTION BASIN 0'` Z ROBERT O. SUIOIP. ROE 26302 OATS ' CHANGE NO DESCRIPTION APPROVED DATE BE OF ENCINITAS - ENGINEERING SERVICES DEPARTMENT DRAWING NO. DESCRIPTION. LMl FOR LOCATION 2.6• BIL SLAB FOR F H ec WILDFLOWER ESTATES - LOT 7 RECORD FROM NICHOLAS RES :DENCE 10501 -G RECORO FROM �' APN 264 - 270 -20 ELEVATION 109 91 cAst N -, 3138 \GPLAN- 07 -21 -10 SHEET 2 O 4 M N w O C O .. � cC� � a d O ti 1 CO W f=I W O z° a c c 6�0 0 aM 0 U 00 N C V ti Ay UA N C a C a w ON _ � R ONO DD te) O Cq ti O 4 a „ N 00 +O+ U r�i Nv v v °O 00 OR CIR OR co C O o o C C C C o C C C o O O tn O coo � � C H a e o C/1 N N i Cq N M M 7 h h h [� O �o t` 00 0w0 w 0�0 ❑ 3 C O C C O O C O O C p p p R7 Cc U Cc C b � a� w o _ I.fl c �O �O O M M (� V V Q N f M M l� l� 00 00 00 00 y .> O G O O O O C O O C O C O 09 O ^p y p co y E W �! o a �l O O N N M��j' 'ct G 000 00 00 01 O� o1 U tF+ o ti N w o � o � fA y y y � _? c C N N w y N N N O O O O p O O O p •V co fLl RSV Q Q Q Q Q Q Q Q Q N p dVj c o 0 0� M M o` O w U ^." N y N .� .� � t.Q R7 lC CO CO C� .�' o O �. � � Fes•' 4r rr p.y _ N V V ' 7 N N N 0 � .a • V U 0. - 3 W O U G O a rx rx rx rx rx rx a; rx a Z C7 O a V � cc ul tz rx a s a; rx o b o u o a�i .� = - .o o u o � Z C7 O C7 3 z c w N N 6C% V7 42 y � L' y i. R} I,O Cd RS 67 +y+ con x d v b 5 a a a a Z z .y •y y 6l 3z Ctl¢� •�"• U U U U U w ull �O M r CIVIL, GEOTECHNICAL, & QUALITY ENGINEERING FOUNDATION DESIGN * LAND SURVEYING * SOIL TESTING L. J. NICHOLAS- LIGGATT C/O LIGGATT DEVELOPMENT, INC. P.O. Box 9228 Rancho Santa Fe, CA. 92067 CLIENT: NICHOLAS PROJECT: NIC 1209 -U '^M DATE: 18 FEBRUARY;2W OCT 1 1 2010 Subject: Limited Site Specific Soil Investigation for the Proposed Residential Construction located at 3177 Narcissus Summit, Encinitas, CA. (APN: 264 - 270- 20 -00) (Lot 7, Map 14928) Reference (a): As- Graded Compaction Report by Vinje & Middleton Engineering, Inc., dated July 25, 2006. Gentlemen: Pursuant to your request, we have completed our site inspection and our review of Reference (a) for the subject parcel. On January 8, 2010, a representative from our firm visited the site in order to obtain a soil sample and to evaluate the general surface soil conditions relative to the proposed construction. Based on our visual inspections and observations in the field, our laboratory soil test results and our review of Reference (a), the following conclusions and recommendations were derived: According to Reference (a), this lot was graded under engineering supervision during the period from December 10, 2004 through August 19, 2005 and from May 5, 2006 through June 2, 2006. The grading was performed in accordance with the City of Encinitas Grading Ordinance and the reference report indicated sufficient inspections and testing that showed over 90% relative compaction in the fill portion of the lot. No geotechnical conditions were encountered which would preclude the development of the site. FIELD AND LABORATORY TESTING On January 8, 2010, a field investigation was performed at the subject site. This investigation consisted of the excavation of 2 test pits dug by hand. As the test pits were advanced, the soils were visually classified by the field representative. 161 1 -A SO. MELROSE DRIVE 4285, VISTA, CA 92081 -5471 Ph: (760) 945 -3150 Fax: (760) 945 -4221 /t.C-/lf Biii/iii��riiii /, Nic 1209 -u Undisturbed and bulk samples, as well as in -place density tests, were obtained at the surface to a depth of 2 feet. All samples were returned to our laboratory for detailed testing that were performed in accordance with the procedures outlined in the Book of ASTM Standards. Locations of our Test Pits are shown on the Plot Plan, Enclosure (1). Results of the in -place compaction tests, the Maximum Dry Density Test values for the various soils sampled and the Expansion Potential Test results are presented on Enclosure (2). These materials were also tested for Shearing Strength, Enclosure (3). Shear tests were made with a direct shear machine of the strain control type in which the rate of strain is 0.05 inches per minute. The machine is so designed that tests may be performed ensuring a minimum of disturbance from the field conditions. Saturated, remolded specimens were subjected to shear under various normal loads. Expansion tests were performed on typical specimens of natural soils. SEISMIC DESIGN For seismic design purposes, the "Site Class D" can be used for the soils underlying the subject site, and the procedures outlined in the 2007 California Building Code, CBC, (Sections 1603 -A and 1613 -A - EARTHQUAKE LOADS) should be used for calculations of the seismic coefficients for structural design. The following earthquake design data was compiled and calculated from the requirements of Section 1613 of the 2007 California Building Code and from ASCE Standard 7 -05: Mapped Spectral Response Accelerations: S s (0.2) = 1.143g : S (1.0) = 0.426g Spectral Response Coefficients: SDS (0.2) = 0.795g :SDI (1.0) =0.447g Seismic Design Category: "D" Long Period Transition Period: TL = 8 (from map Fig. 22 -15) SEISMIC FORCES ON STRUCTURAL RETAINING WALLS Instead of using the full peak ground acceleration, kh = SDS /2.5 as specified in the 2007 CBC Section 1802.2.7 (page 126), a 50 percent reduction from the full peak ground acceleration as recommended in the County of Los Angeles, Department of Public Works "Manual for Preparation of Geotechnical Reports" [revised December 2006, pages 51 & 52] can be used. 2 161 1 -A SO. MELROSE DRIVE 4285, VISTA, CA 92081 -5471 Ph: (760) 945 -3150 Fax: (760) 945-4221 /s.C-/r Julf "I iFeb rinflo file. Nic 1209 -u The modified/reduced peak acceleration for this project site is: kh = IS DS /2.5] x 50% kh = 0.795/2.5 x 50% = 0.159 [ratio of the gravitational force, g] The modified lateral equivalent fluid pressure (EFP) due to earthquake ground motion is: r kh = Y, x kh = 123.5 x 0.159 = 19.64 pcf Note: The "seismic" EFP has an inverted triangle distribution. The point of application of the resultant force of the seismic EFP [or dynamic thrust/seismic load] is located at about 0.6 H (H = height of retaining wall) above the base of the retaining wall. The above calculated "seismic force" can be used in addition to the "static" active or at -rest earth pressure, which has a "regular" triangle distribution with the point of application of the resultant force located at 1/3 H above the hncP nfthP retaining wall. No active faults are known to exist within or near the site. The Rose Canyon Earthquake Fault (Type B) is located more than 10 kilometers from the site. The property is not located within an area designated as a special studies earthquake zone under the Alquist- Priolo Earthquake Zone /Special Studies Act. LIQUEFACTION POTENTIAL Liquefaction analysis of the soils underlying the site was based on the consideration of various factors which include the water level, soil type gradation, relative density, intensity of ground shaking and duration of shaking. Liquefaction potential has been found to be the greatest where the ground water level is shallow and loose fine sands occur within a depth of 50 feet or less. These conditions are not present within the site area and, therefore, the potential for generalized liquefaction in the event of a strong to moderate earthquake on nearby faults is considered to be low. GRADING On the basis of our investigation, development of the site as proposed is considered feasible from a soils engineering standpoint provided that the 3 1611 -A SO. MELROSE DRIVE #285, VISTA, CA 92081 -5471 Ph: (760) 945 -3150 Fax: (760) 9454221 "AIK -/ff viii/iiicerinav Arlie. Nic 1209 -u recommendations stated herein are incorporated in the design of foundation systems and are implemented in the field. Site preparation should begin with the removal the existing surface vegetation and other deleterious matter. These materials are not suitable for support of the proposed structure and should be exported from the site. Also, any subsurface structures such as cesspools, wells, or abandoned pipelines, which are uncovered during the clearing operation, shall be removed or backfilled in accordance with the requirements of the City of Encinitas. The on -site earth materials are considered suitable for the support of the proposed structure. The existing graded pad has 1 to 3 foot of weathered surface soils and will require additional grading to properly prepare a uniform graded pad and mitigate the effects of differential settlement. Therefore, prior to construction or placing fill, the surface materials occurring in the area of the proposed house pad shall be removed to a depth where firm, dense native soils are encountered. The depth of removal is anticipated to be approximately 3 feet. This can be accomplished during the rough grading operation by over - excavating the upper 3 feet of the surface soils, ripping the exposed bottom surface to a minimum depth of 12 inches, and recompacting the soil to the design grade. The bottoms of these excavations shall be verified in writing by our representative prior to soil replacement. All structural fill shall be compacted to at least 90% of the maximum dry density at +/- 2% over optimum moisture content as determined in accordance with ASTM Test Procedure D 1557. It is anticipated that the building footings may experience less than 1 inch settlement with less than inch differential settlements between adjacent footings of similar sizes and loads. Site drainage should be dispersed by non - erodible devices in a manner to preclude concentrated runoff over graded and natural areas in accordance with the City of Encinitas requirements. Foundations shall be sized and constructed in accordance with the Structural Engineer's design, based on the earth pressures and the allowable bearing values listed in the latter part of this report, along with the expected live and dead loads, and the projected wind and seismic loads. All grading and/or foundation plans shall be reviewed by our Engineer. 4 161 1 -A SO. MELROSE DRIVE #285, VISTA, CA 92081 -5471 Ph: (760) 945 -3150 Fax: (760) 9454221 /19.19-/� An e. FOUNDATION DESIGN Nic 1209 -u The proposed structure for this project can be supported by conventional isolated, spread and/or continuous footings using the following soil parameters. For foundation design purposes, the following earth pressures were calculated based on our Shear Test results, Enclosure (3), for the native soils and based on a foundation depth and width of 12 inches: Test Pit No. 1 at 1 to 2 feet below the surface: (Tan- Brown Sandy SILT) Shear Test: Cohesion = 521 psf; Angle of Friction = 320 . Allowable Bearing Value = 2000 psf Equivalent Fluid Pressure = 50 pcf Passive Lateral Resistance = 300 pcf At -rest Pressure = 60 pcf Coefficient of Friction = 0.35 Expansion Index = 59 (Medium) These values are for dead plus live loads and may be increased by one -third (1/3) for seismic and wind loads where allowed by code. Per 2007 CBC, the allowable bearing pressure may be increased by 20% for each additional foot of width or depth to a maximum value of 3 times the designated value. As an alternative to conventional slabs and footings, consideration should be given to the use of a Post - Tensioned concrete slab and foundations system as outlined in Reference (a). SOIL EXPANSION POTENTIAL The native materials exposed at finish grades for the house pad are considered to have a medium expansion potential (EI = 59) according to our Expansion Index test results (Enclosure 2). Therefore, additional foundation or slab requirements are considered necessary in regard to soil expansion. SOIL SULFATE CONTENT The surface soil was tested for sulfate content by Clarkson Laboratory and Supply, Inc., on January 14, 2010. The results of this test indicated that the water soluble sulfate content was found to contain 0.043% (Negligible) per California Test 417 (See Enclosure 4). Due to this test result, no additional recommendations are considered necessary for soil corrosion. However, per Reference (a), Type V cement with a maximum water - cement ratio of 0.45 and per Reference (a) a 5 161 1 -A SO. MELROSE DRIVE 4285, VISTA, CA 92081 -5471 Ph: (760) 945 -3150 Fax: (760) 945 -4221 Nic 1209 -u minimum concrete strength (f c) of 4500 psi should be used for concrete in contact with on -site earth materials. RETAINING WALLS An equivalent fluid pressure of 35 pcf may be used for design of retaining walls with level backfill and 55 pcf for 2H:1 V sloping backfill. These figures are based on a drained condition and use of granular backfill having a sand equivalent of 30 or greater. If the native soils are used as backfill, the equivalent fluid pressure of 50 pcf (level) and 60 pcf (2H:1 V slope) for active conditions and 70 pcf (level) and 80 pcf (2H:1 V sloping) for at -rest conditions can be used. FOUNDATIONS It is recommended that the continuous perimeter foundations and concrete slabs for a light weight, wood framed, stucco type structure founded on the native moderate expansive clay shall be constructed and reinforced in accordance with Reference (a) and the following minimum designs: a. For slab -on -grade floors: it is recommended that the continuous perimeter foundations for single and two story structures shall extend a minimum depth of 24 inches and a minimum width of 15 inches into the firm native or compacted fill material as measured from the lowest adjacent grade. b. Continuous interior and exterior foundations shall be reinforced with at least four No.4 steel bars, two bars shall be placed 3 inches from the top of the foundation and the other bars shall be placed 3 inches from the bottom. c. Footings placed on or adjacent to the top of cut or fill slopes flatter than 1H : IV shall have a minimum horizontal distance of 7 feet from the bottom edge of the footings to the face of the slope, for slopes less than 20 feet in height. For slopes greater than 20 feet, a horizontal distance of H/3 shall be used where H = height of slope, but need not exceed 40 feet maximum. (See Attachment A) d. All concrete slabs shall be a minimum of full 5- inches in thickness, and reinforced with a minimum of No. 3 steel rebars at 18- inches on center both ways and placed in the center of the slab. The steel bars shall be wire tied to the perimeter foundation steel and bent downward into the foundations at 18- inches on center to a depth of 3- inches from the bottom. In order to minimize vapor 6 161 1 -A SO. MELROSE DRIVE #285, VISTA, CA 92081 -5471 Ph: (760) 945 -3150 Fax: (760) 9454221 - . (4 A&K-Affir Au'"WIRCADCAriffulf Aie. Nic 1209 -u transmission, an impermeable membrane (ie: 2 layer of 10 mil visqueen) shall be placed over 6- inches of gravel or crushed rock. The membrane shall be covered with 1 inches of sand to protect it during construction and the sand should be lightly moistened just prior to placing concrete. All concrete used on this project shall have a minimum compressive strength of 4500 psi unless otherwise increased on the Building Plan. e. Interior concrete slabs shall be provided with saw -cut joints spaced at a maximum of 10 feet on center each way within 24 hours after the pour and the saw -cuts shall be 1/4 of the slab thickness. It is imperative that the drainage system around the proposed structure shall be designed and implemented to provide positive drainage away from all buildings in order to preclude moisture intrusion into the subgrade soils beneath the building foundations and slabs. f. Exterior slabs for hardscape, pool decks, walkways, patios, etc. shall be a minimum of 4 inches in thickness and reinforced with a minimum of No. 3 steel rebars at 18 inches on center each way. The reinforcing steel shall be placed in the upper 1/3 of the slab and held in place with concrete chairs. All hardscape slabs and sidewalks shall be founded on a minimum of 4 inches of clean, coarse sand, gravel or crushed rock. These foundation recommendations are minimum design requirements for the soils encountered during grading; however, actual foundations shall be designed by the Structural Engineer for the expected live and dead loads, and for wind and seismic loads. SLAB SU13GRADE PRE - SATURATION Pre - saturation of slab subgrade materials to a minimum of 130% of the optimum moisture content to a minimum depth of 24- inches should be performed prior to the placement of concrete to reduce the effect caused by soil expansion forces. Note: Pre - saturation is recommended to allow the subgrade materials to expand as much as possible prior to pouring concrete in order to reduce the soil expansion forces against the concrete slabs in the future. The pre - saturation is usually achieved by ponding or sprinkling, and it may take 1 week or more. Once the pre - saturation criterion is reached, as verified by the geotechnical engineer, the 7 161 1 -A SO. MELROSE DRIVE #285, VISTA, CA 92081 -5471 Ph: (760) 945 -3150 Fax: (760) 945 -4221 (4 /SAN -All � zee. Nic 1209 -u top few inches of the pad may be overly soft for convenient slab /foundation construction. Removal of the top few inches of overly soft materials and replacement with crushed rock or clean sand may be considered. Alternatively, the contractor may consider scheduling the work such that pre - saturated pads could be left for a few days until a work crust develops. If necessary, additional moisture should be added to the clean sand layer prior to placement of the Visqueen to replace any moisture loss within the top few inches of the subgrade soil. As an option, in lieu of the above recommended 24 -inch "deep" pre - saturation, a shallower pre - saturation can be performed provided the concrete slab and sand layer are thickened as follows: Slab Thickness Conventional Slabs -on -Grade Increase from full 5- inches to a full 6- inches Sand Layer Thickness Increase from 6- inches to 8- inches The slab subgrade materials can then be sprinkled with water, as much as practical, (without the required deep pre - saturation) prior to placement of the sand layer and the moisture barrier membrane. Other Recommendations for Reducing Slab Cracking While not a geotechnical issue, the potential for slab cracking may also be reduced by careful control of water /cement ratio and slump of concrete. The contractor should take appropriate curing precautions during the pouring of concrete in hot weather to reduce the cracking of slabs. A slip sheet (or equivalent) can be utilized if grouted tile, marble tile, or other crack sensitive floor covering is planned directly on the concrete slabs. Findings of this Report are valid as of this date; however, changes in conditions of a property can occur with passage of time, whether they be due to natural process or works of man on this or adjacent properties. In addition, changes in applicable or appropriate standards occur whether they result from legislation or broadening of knowledge. Accordingly, findings of this Report may be invalidated wholly or partially by changes outside our control. Therefore, this Report is subject to review and should not be relied upon after a period of one year. 8 161 I -A SO. MELROSE DRIVE #285, VISTA, CA 92081 -5471 Ph: (760) 945 -3150 Fax: (760) 945 -4221 . (4 M,9 -/S A Uiii/iiiccriiii /, /iiC. Nic 1209 -u In the event that any changes in the nature, design, or location of buildings are planned, the conclusions and recommendations contained in this Report shall not be considered valid unless the changes are reviewed and the conclusions of this Report are modified or verified in writing. This Report is issued with the understanding that it is the responsibility of the owner or of his representative to ensure that the information and recommendations contained herein are called to the attention of the project Architect and Engineer and are incorporated into the plans. Further, the necessary steps shall be taken to ensure that the contractor and subcontractors carry out such recommendations in the field. The Engineer has prepared this Report for the exclusive use of the client and authorized agents. This Report has been prepared in accordance with generally accepted soil and foundation engineering practices. No other warranties, either expressed or implied, are made as to the professional advice provided under the terms of this agreement, and included in the Report. B & B Engineering Inc. and Associates appreciate this opportunity to be of service. Should you have any questions regarding this project, please do not hesitate to contact us. Sincerely, Stephen B. Peter RCE 38623 Expires 3 -3 1 -11 9 161 1 -A SO. MELROSE DRIVE 4285, VISTA, CA 92081 -5471 Ph: (760) 945 -3150 Fax: (760) 9454221 A4 Yi=i f"i ✓ r' I TP -2 ® APPROXIMATE LOCATION OF FIELD EXPLORATORY TEST PIT PLOT PLAN Owner: NICHOLAS - LIGGATT SITE 3177 NARCISSUS SUMMIT Adress ENCINITAS, CA. A.P.N.: 264 - 270 -20 -00 Project: NIC 1209 -U Date: February-10 ENCLOSURE (I 1 EnWimeerin4j. Inc. ;lient: NICHOLAS - LIGGATT Project: NIC 1209 -U Pest Test Dry Density, pot No. Test Date Test Location E1 /De th Soil Type ie aximum 1 1/8/10 TEST PIT - 1 1' A 108.3 123.5 Date: F Moisture, % Field- p . 10.5 10.0 2 1/8/10 TEST PIT - 1 2' A 113.8 123.5 13.5 10.0 3 1/8/10 TEST PIT - 2 1' A 107.8 123.5 9.3 10.0 4 1/8/10 TEST PIT - 2 2.5' A 114.9 123.5 11.6 10.0 COMPACTION CURVE DATA iry-10 Relative�� mpa u 88 92 87 93 Retest OPTIMUM MAXIMUM DRY DENSITY SOIL TYPE AND DESCRIPTION MOISTURE 041 (Pcf) BROWN -TAN FINE SANDY SILT TP -1 @ 1' 10.0 1 123.5 _ XPANSION INDEX = 59 (MODERATE EXPANSION POTENTIAL) TP -1 Cad 1' COMPACTION AND EXPANSION TEST DATA 1 to 20 = Very Low 21 -50 = Low 51 -90 = Moderate 91 -130 = High 131+ = Critical ENCLOSURE(2 .E�vc�o.sv�� �.� L A B O R A T O R Y R E P O R T Telephone (619) 425 -1993 Fax 425 -7917 Established 1928 C L A R K S O N L A B O R A T O R Y A N D S' U P P L Y I N C. 350 Trousdale Dr. Chula Vista, Ca. 91910 www.clarksonlab.com A N A L Y T I C A L A N D C O N S U L T I N G C H EMI S T S Date: January 14, 2010 Purchase Order Number: NIC1209U Sales Order Number: 99699 Account Number: B &B To: *-------------------------------------------- - - - - -* B &B Engineering 1611 -A SO. Melrose Drive #285 Vista, CA 92083 Attention: Dennis P. Beard Laboratory Number: 504037 Customers Phone: 945 -3150 Sample Designation: Fax: 945 -4221 * ------------------------------------------------- * One soil sample received on 01/13/10 taken from Nicholas Liggatt marked as follows: ANALYSIS: Water Soluble Sulfate California Test 417 Sample TP -1 @1' SO4% 0.043 '5r✓C'1-0,561ge (¢,) 02 w� v �LL Ow Q. 2 0 2 Lu z� sw OW OC) cc O� U� Un W 0 O U 0 _Z E5 m z x O LL J Q 0 0 N 00 v 0 M O O w ti.. O LL (A W a O O� x T(� l r (L LOU W Q D < r 1 U ul 0J H ti U Z O 2 O � W 2 Q Z m LO 00 v 0 M O O w ti.. O LL