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Home My WebLink About111 SEQUOIA AVE; ; 87-540; PermitII) z 0 ~ a: ◄ _, (.J w 0 a: w 0 ... 5 I w z 3 0 I hereby attlrm that I am licensed under ovlalona ol Chapter 9 (commencing with tlon 7000) ol Division 3 or the Business an Pfoleaalons Code, and my license Is in lull force and effect. I hereby affirm Iha! I am exempl tram the con1rac- t0<'s License Law !or the following reason (Sec. 7031.5 Business and Professions Code: Any cily or county whtth re-quires a permII 10 construct, alter, improve. demolish. or repair any structure. prior to its issuance also requires !heap- plicant for such permII to me a signed statement thal he is hcensed pursuant to the pnMsions of the Comractor's License Law (Chapler 9 c0<nrnencing with Sect10n 7000 ol Division 3 ot the Business and Prolessions COde) or thal is ex- empt therefrom and the basis for the allegeo exemption Any vk>lation of Section 7031.5 by an applicant lor a permit sub- jects the applicant to a civil penalty of not more than five hun-dred dollars ($500). I I I, as owner cl the property, or my employees with wages as !heir sole compensat,on, w,11 do the work, and the struc- ture is not intended or oflered for sale (Sec. 7044, Business and Prolessions Code: The Contractor's License Law does nor apply lo an owner of property who builds or improves !hereon and who does such work himself or lhrough his own employees, provided that such improvements are not intend- ed or otlered ror saJe. II, however. lhe building or improve- ment 1s sold within one year ol completion, lhe owner-builder will have the burden of provin9 that he did not build °' im- prove 10< the purpose ol sale). rJ I. as owner of the property, am exclusively contracting with licensed contractors to cons1ruct the prOJOCt (Sec. 7044. Business and Professions Code: The Contractor's LJcense Law does not apply to an owner of property who builds or im- proves thereon. and who contracts fOf each projects with a contractor(s) license pursuant to the Contractor's License Law), D As a homeowner I am improving my home, and the follow· ing conditions exisl: 1. The w0<k is being per1ormed prior to sale. 2. I have lived in my home for twelve months prior to completion of this work 3. I have not claimed this exemption during the last th!ee years. D lamexemptunderSec. ______ ,B&P.C. for !his reason ------------ I nereby altirm that I have a certificate of consent to s nsure. or a certificate of Workers' Compensation ln-- s ra e. or a certified copy thereof (Sec. 3800. labor COde) D Copy is filed with the city 0 Cert1f1ed copy is hereby furnished CERTIFICATE OF EXEMPTION FROM WORKERS' COMPENSATION INSURANCE (This section need not be completed if the permit is for one hundred dollars ($100) o, less) 0 I certify that in the performance of the work fOf which this permit is issued. I shall not employ any person in any manner so as to become subject to the Workers' Compen- sation Laws of California. NOTICE TO APPLICANT: If. after making this Certificate of EHmption. you should become subject to the Workers· Compensation provisions of the Labor Code, you must forthwith comply with such provisions or this permit shall be deemed revoked. D I hereby affirm that there is a construction lending agency for the performance of the woi1<. for which this per- mit is Issued (Sec. 3097. Civil Code) Lender·s Name ___________ _ Lender's Address ___________ _ USE BALL POINT PEN ONLY & PRESS HARD APPLICANT TO FILL IN INFORMATION WITHIN SHADED AREA AND DECLARATIONS. CARLSBAD BUILDING DEPARTMENT APPLICATION & PERMIT . 2075 Las Palmas Dr., Carlsbad, CA 92009-4859 (619) 438-1161 JOB ADDRESS AV.ST.RO. 'NEAREST CRO•trt. ID,El;;JC,;N1 BUSINESS LICE.NSE # VALUATION PERMIT NUMBER 11 l S £61,e,< 0 l ,\ ~ BWt> \ <::l'."1{ .... 4 ~1 /~o LOT BLOCK I SU8:°IVISIO~ • I AS~t,prgt~ -..zo CO~TRACTOR ,,L ' . Cr-TRAC_~RS ~ t ZONE -,~. _,._ .,.~ . OWNER'S NAME -. ft;.p ·~~NER'S PHONE .• -·-/fl~ .I.,,, "1411;'7. • ,~z.lJ , __ SH~L ~SSOC1~i£S CONTRACTOR'S ADDRESS / STATE UCEN&E NO. IIUILDING SO. FOOTAGE LTt> · ~ ~z.-rno ;;t?Yt, -st:: ~ ;A:-r-4&-~"+?-OWNER'S MAILING ADDRESS S "f •TE -, 50 ,, l'30l DO\/~ DESIGNER DESIGNER'S PHONE ST ... .. I .... Ir, •• ;;. B ,.~,. ...a ,..4 DESCRIPTION OF WORK ' -# DESIGNER'S ADDRESS STATE LICENSE NO. 0016 06/22 0101 02BldPmt ~5 t>V ~.J ~t>'-t?OIII W1'//;::. 30-( F/P FLA ELEV. NO OCC GP EDU ~,,v.1~ "1ft'1-V) sJ.M STORIES vO NO --- I I PARK ING SPACE I RES UNITS GRADING PERMIT ISSUED I REDEVELOPMENT TYPE OCC LOAD Fl RE SPA AREA CONST YO N 0 vO NO vO NO Not Valid Unl~s M~chine Certified QTY. PLUMBING PERMIT -ISSUE 7~ QTY. MECHANICAL PERMIT -ISSUE 15~ SUMMARY/ACCOUNT NUMBER EACH FIXTURE TRAP INSTALL FU RN. DUCTS i.JP TO 100,000 BTU BUILDING PERMIT 001-810·00·00·8220 ,:'L) - EACH BUILDING SEWER OVER 100,000 BTU SIGN PERMIT 001 ·810·00-00-8221 EACH WATER HEATER ANO/DR VENT BOILER/CO MPRESSOR UP TO 3 HP PLAN CHECK 001-810-00·00·8821 EACH GAS SYSTEM 1 TD 4 OUTLETS BOILER/COMPRESSOR 3-15 HP TOTAL PLUMBING 001 ·810-00-00·8222 EACH GAS SYSTEM 5 OR MORE METAL FIREPLACE ELECTRICAL 001 ·810·00·00-8223 EACH INSTA~--ALTER, REPAIR WATER PIPE VENT FAN SINGLE DUCT MECHANICAL 001 ·810·00·00·8224 EACH VACUUM BREAKER MECH EXHAUST -HOOOIOUCTS MOBILEHOME 001 ·8~-8W!li, I• WATER SOFTNER RELOCATION OF EA FURNACE/HEATER SOLAR 001•8t-~u~uu· ., '.J. r\. .t< If l"l EACH ROOF DRAIN (INSIDE) DRYER VENT STRONG MOTION 880·519·92·33 - TOT.C.L MECHANICAL FIRE SPRINi<LERS 001 ·810·00#J/q2211 ,, .,.. .... _ TOTAL PLUMBING I -... V I.JOO PUBLIC FACILITIES FEE 320-810·00·00-8740 s~ BRIDGE FEE 36Ultltl·~4t;,. ·---QTY. ELECTRICAL PERMIT -ISSUE QTY. MOBILE HOME SETUP PARK-IN-LIEU (AREA DEVELOO~illT ... -~ "••- NEW CONST EA AMP!SWT1BKR CAR PORT T1F 134-810·00·00:8835'" , ... r,, , .. ~ SERV( 1 PH 3 PH AWNING LA COSTA TlF 133-810-00-00-8835 EXIST BLOG EA AMPISWT/BKR GARAGE FMF 1 PH 3 PH LICENSE TAX 001-810·00-00-8162 REMOOEL'ALTER PER CIRCUIT MFF 880·519-92-57 TEMP POLE 200 AMPS OVER 200 AMPS TEMP OCCUPANCY (30 DAYS) CREDIT DEPOSIT TOTAL ELEORICAL I TOTAL TOTAL FEES PAYABLE I ✓ 30- I HAVE CAREFULLY EXAMINED THE COMPLETED "APPLICATION AND PERMIT" ANO DO HEREBY Exptrat,on Every permit Issued by the Bulldtng Otf1c1aI under the prov,sIons ol thIs * AN OSHA PERMIT IS AE0UIRED FOA EXCAVATIONS OYER CERTIFY UNDER PENALTY OF PERJURY THAT ALL INFORMATION HEREON INCLUDING THE Code shall e•pire by lim,t1111on and become null and v01d If the buifdIng or work !I' 0" DEEP ANO DEMOLITION OR CONSTRUCTION OF DECLARATIONS ARE TRUE ANO CORRECT AND f FURTHER CERTIFY ANO AGREE IF A PERMIT 15 authonzed by such permit 1s not commenced wIthIn 180 days from the date"' sucti STRUCTURES OYER 3 STOfllES IN HEIGHT ISSUED: TO COMPLY WITH ALL CITY COUNTY ANO STATE LAWS GOVERNING BUILDING CON-~~::a~·~, '~v '::'.:::Je?~h=':~r:~tc"~~~.:le~~~~ r.,;,i;::~.i'~tr:r.i~~ or STRUCTfON. WHETHER SPECIFIED HEREIN OR NOT I ALSO AGREE TO SAVE INDEMNIFY AND ~.7~ .J'Nt O CONTRACTOR('.l APPROVED BY DATE KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES. JUDGMENTS, COSTS ANO NER EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE /, ~· I t/u/P7 GRANTING OF THIS PERMIT. 'A/, BY PHONE 0 RJrJ 'if'[)Jw .. JI? I I /l!1L. --{ ' ... C <ll u a. a. <i I 0 (/) (/) QJ (/) (/) <i I ;; 0 ai >- QJ u C <ll C LL 0 u QJ a. (/) C TYPE I DATE INSPECTOR I BUILDING I I 97,~ FOUNDATlON I FIELD INSPECTION RECORD REINFORCED STEEL I· MASONRY I GUNITE OR GROUT l REQUIRED SPECIAL INSPECTIONS INSPECTOR'S NOTES INSPECTION REQ IF INSPECTORS DATE CHECKED APPROVAL SUB FRAME □ FLOOR □ CEIJ_ING SOILS COMPLIANCE SHEATHING D ROOF D SitlEAR PRIOR TO FRAME I FOUNDATION INSP EXTERIOR LATH ; STRUCTURAL CONCRETE OVER 2000 PSI INSULATION I • PRESTRESSED CONCRETE INTERIOR LATH & DRYWALL I POST TENSIONED : PLUMBING t CONCRETE . - FIELD WE(,DING \1 ' bil h n,.~ ('.l;.•••U M,-J:f0b'n£ ,~ __ ,._ , ... □ SEWER AND BUCO D fil/CO UNDERGROUND □ WASTE (=! WATER TOP OUT □ WASTE □ WATER HIGH STRENGTH -! .. ). .. rvia, ,.a-" . BOLTS .., . .,. " 11.,..; ... J, SPECIAL MASONRY I\. l J ., ·TUB AND SHOWER PAN I ~T-.1 -r;"T"'\ GAS TEST : PILES CAISSONS ~ l . ..; ,; I ,.,J LI -1--' .,-.--1 □ WATER HEATER D SOLAR WATER I ELECTRICAL l l □ ELECTRIC UNDERGROUND [II UFFER ROUGH ELECTRIC t D ELECTRIC SERVICE D TEMPpRARY D BONDING D POOL ! ' •. . -. ' ' I MECHANICAL I l D DUCT & PLEM., □ REF. PIAING HEAT -AIR COND. SYSTEMS i I VENTILATING SYSTEMS I l ! -. . · ~' -:" OTOT .,.,,. , r.r,-r:> ,J . ·•. CALL FOR FINAL INSPE~poN WHEN-Alli~ A~OP.RIATE -ITEMS ABOVE HA, E BEEM-APP OVE ·-- FINAL l ,, L. .. ,4-1 _r ...... 1-11 --,:1 --~-t ' -..l "'< .,_ -· ---.;. -. . -j I <,t• f ·--· ,' -I -'·--PLUMBING ~ -. l ,., "" -, .._ r r'; ' . . <"' -. '-., -,., f i -•' ELECTRICAL 1 u.. I <-4 .~ . -.. I . ,, ' . , .. MECHANICAL I ~ GAS ! ' : r r .. . ' .. r-l\"'-. -, . . -.. t ; . i ...... BUILDING t 0- \ '" I SPECIAL CONDITIONS I 1\:-'' . . .... -. ' BRONZE EAGLE ENTERPRISE, INC consulting engineers 23682 bincher dr. el toro, ca 92630 (714) 770-9967 Mr. Pete Dreibelbis City of Carlsbad JUNE 24, 1987 Re: Sequoia Street Condominiums Corner of Sequoia Street & Carlsbad Blvd. Dear Pete, This letter is to confirm our phone conversation regarding the footing along the South wall which is on line A' of sheet SS. It is my understanding that this footing will not be cast at this time due to an existing telephone pole being in the way. From a structural point of view, this will be acceptable. However, whereever there is an intersecting footing, (4) # 4 dowels shall be placed per the attached detail. Also, this footing must be cast prior to the floor slab is cast. Please call if you have any questions. _ __, f¢f'I~ TO ee, cµ-:;,r M?H- --i==i=r---•--rwrft4b ~Hf _--1..-_------J.,~ _ __.___ ~ f\.t<Ho FOOTING DOWELS _i At?..\ July 20, 1987 Art Beard B & B Engineers 2111 Industrial Court Suite A Vista, CA 92083 Citp of Carlsbab BUILDING DEPARTMENT 111 SEQUOIA AVENUE, CARLSAD Please be informed that we, the City of Carlsbad Building Department, will not accept any reports from the Inspector of Record, Doug Dentino, who represents your firm at the above address. We would appreciate you assigning another inspector on this project if so contracted in the future. Your cooperation will be greatly appreciated on this matter. For further information, please contact me. Principal Inspector TM:hmj -------------------------------------- FOUNDATION INVESTIGATION FOR SEA VIEW CONDOMINIUMS CARLSBAD, CALIFORNIA January 1975 -------------------------------------- Lawney-Haldveer A1sa1iat1s Foundation I Soil I Geological Engineers 11585 SORRENTO VALLEY ROAD, SAN DIEGO, CALIFORNIA 92121 Mr. Stephen Q. Abbey 1111 Via Las Cumbres San Diego, California 92111 January 6, 1975 S 134-1, S826 JOHN V LOWNEY, C. E. PETER KALDVEER, C. E. ROBERT R. PRATER, C. E. DONALD H. HILLEBRANDT, C. E. 714 / 453-5605 RE: FOUNDATION INVESTIGATION SEA VIEW CONDOMINIUMS CARLSBAD, CALIFORNIA Dear Mr. Abbey: In accordance with your request, we have performed a foundation investigation for the subject project. The accompanying report presents the results of our field investigation, laboratory tests, and engineering analysis. The soil and foundation conditions are discussed and recommendations for the foundation engineering aspects of the project are presented. We refer you to the text of the report for detailed recommendations. If you have any questions concerning our findings, please call. Very truly yours, ~~OCIATES Robert Prater RP :res Copies: Addressee (2) Rick Engineering Company, San Diego Attn: Mr. Dick Elliot (2) Rick Engineering Company, Carlsbad Attn: Mr. Bob Ladwig (1) Coneer Engineering Attn: Mr. Ibrahim K. Salameh (1) PALO ALTO/ OAKLAND/ MONTEREY/ SAN DIEGO .. ------.. -----.. ---... ----------.. --- --.... .... FOUNDATION INVESTIGATION For SEA VIEW CONDOMINIUMS CARLSBAD, CALIFORNIA To MR. STEPHEN Q. ABBEY 1111 Via Las Cumbres San Diego, California 92111 January 197 5 ---·--~---··--- ---------------.. .. .. -... -------------- --- TABLE OF CONTENTS LETTER OF TRANSMITTAL TITLE PAGE TABLE OF CONTENTS INTRODUCTION SCOPE SITE INVESTIGATION A. Surface B. Subsurface c. Groundwater D. Seismicity CONCLUSIONS AND RECOMMENTATIONS A. EARTHWORK 1. Excavation 2. Permanent Slopes 3. Recompaction of Loose Surface Soils 4. Material for Fill 5. Compaction 6. Trench Backfi 11 7. Construction Observation B. FOUNDATIONS 1. Footings 2. Floor Slabs 3. Retaining Walls 4. Lateral Loads FIGURE 1 -SITE PlAN APPENDIX A -FIELD INVESTIGATION Figure A-1 -Key to Exploratory Boring Logs Exploratory Boring Logs APPENDIX B -LABORATORY INVESTIGATION Figure B-1 -Gradation Test Data Table B-1 -Summary of Direct Shear Tests of Undisturbed Samples Page No. 1 1 1 1 2 2 2 2 3 3 3 3 4 4 4 4 4 4 5 5 6 A-1 B-1 -------.. --------.. ----------------... --- INTRODUCTION FOUNDATION INVESTIGATION FOR SEA VIEW CONDOMINIUMS CARLSBAD, CALIFORNIA In this report we present the results of our foundation investigation For a proposed 24-unit condominium pro;ect to be constructed on the northeast side of Carlsbad Boulevard, south of Tamarack Avenue in Carlsbad, California. The purpose of this investigation was to evaluate the foundation materials.and to provide recommendations concerning the soil and foundation engineering aspects of the project. The proposed development will be constructed on two lots separated by the presently existing Sequoia Avenue as shown on the attached Site Plan, Figure l. Each of the structures along the northeast portions of the two lots will consist of a parking garage covered with a rein- forced concrete deck with three stories of wood-frame construction above. The walls of the parking garage will be of masonry block construction. The buildings along Carlsbad Boule- vard will be two-story, wood-frame structures. In the parking garages, maximum column and wall loads wil I be approximately 120 kips and 20 kips per I ineal foot, respectively. In the two-story structures, maximum wall loads will be approximately 2 kips per lineal foot. Site grading will consist primarily of excavation to lower the site grades down to an average elevation of about Elev. +44 within the area of the proposed buildings. This wil I require excavation depths of up to about 10 feet. The wal Is of the parking garages a long the north- east boundary of the site will therefore act as retaining walls. SCOPE The scope of work performed for this investigation included a site reconnaissance, subsurface exploration, laboratory testing, engineering analyses of the field and laboratory data and the preparation of this report. The data obtained and the analyses performed were for the purpose of providing design and construction criteria For site earthwork, building foundations, and retaining walls. SITE INVESTIGATION A subsurface investigation was performed at the site on December 18, 1974, using a truck- mounted bucket auger to investigate and sample the subsurface soi Is. Two exploratory borings were drilled to a maximum depth of 20 feet at the approximate locations shown on the Site Plan, Figure 1. Logs of the borings and details regarding the field investigation ore included in Appendix A. Laboratory test results ore presented in Appendix B. A. Surface Most of the area of the proposed buildings is presently occupied by residential structures and appurtenances including trees, shrubs, fences, asphalt drives, concrete slobs, etc. The 4 W, ■-•Fiala ;Ill\;'! .Iii. IMlb -.. ----------------------,. ... -.. ---------- S 134-1, Page 2 natural ground surface elevation varies from a low of about Elev. +41 at the southern extremity of the site to a high of about Elev. +52 in the northern portion of the site. B. Subsurface The soi Is encountered in the exploratory borings consisted predominantly of silty sands from the ground surface to the maximum depths of the borings. The sandy soils are generally in a loose condition near the surface becoming medium dense to dense below an average depth of 3 feet. No expansive soi Is were encountered at the site. The attached boring logs and related information depict subsurface conditions only at these specific locations and at the particular dates indicated. Soil conditions at other locations may differ from conditions occurring at these locations. Also, the passage of time may result in a change in the soil conditions at these locations due to environmental changes. C. Groundwater Free groundwater was not encountered in any of the exploratory borings drilled at the site. It must be noted however that fluctuations in groundwater levels are possible due to variations in rainfall, temperature, and other factors not evident at the time our measurements were made and reported herein. D. Seismicity Based on available published information there are no faults known to exist at the site and the nearest known major active faults are the Elsinore and San Jacinto Fault Zones located approximately 24 and 48 miles northeast of the site, respectively. Although research on earthquake prediction hos greatly increased in recent years, seismologists have not yet reached the point where they can predict when and where an earthquake will occur. Nevertheless, on the basis of current technology, it is reasonable to assume that the proposed buildings will be subjected to at least one moderate earthquake during their design Ii fe. During such an earthquake, the danger from foul t offset through the site is remote but strong shaking of the site is likely to occur. CONCLUSIONS AND RECOMMENDATIONS From a soil and foundation engineering standpoint1 the site is suitable for the proposed development provided the conclusions and recommendations presented in this report are incor- porated into the design and construction of the project. The opinions1 conclusions and recommendations presented in this report are contingent upon Lowney/Kaldveer Associates being retained to review the final plans and specifications and to observe the site earthwork and installation of foundations. The primary feature of concern at the site is the loose condition of the upper three feet of sandy surface soils. Buildings founded directly on these compressible soils could be subject .,w•••••••~•-• -.-~•.._ -;-~• ••••"'""~~----------0.,-~,, ........ _____ _ -... -.. ------------------... -.. ---... ---... ---.... - S 134-1, Page 3 to excessive total and differential settlements. This would be especially true for those buildings founded partially on the loose surface soils and partially on the less compressible underlying denser sands. Based on the presently proposed building pad elevations (Elev. +43.7 and Elev. +44.0) the loose surface soils will be removed over much of the site by the required excavations. In some areas however, portions of the structures would be founded partially on the compressible loose surface soils and partially on the more competent underlying medium dense to dense sandy soils. In our opinion, the most economical means by which to provide uniform foundation support is to remove and recompact the loose surface soils below the foundation bearing level on those building sites where the loose soils are not removed by the required excavations. Detailed recommendations are presented in the following paragraphs. A. L EARTHWORK Excavation Excavation of the on-site soils can be accomplished using standard earthmoving equipment. The contractor should be made responsible for the stability and maintenance of any temporary construction slopes that he may utilize during construction of the parking garage retaining walls. Due to the cohesionless nature of the sandy soirs that will be encountered in the base- ment excavation, it is our opinion that temporary construction slopes will not stand safely at an inclination steeper than about 1.0 horizontal to 1.0 vertical. 2. Permanent Slopes Based on the results of our stability analyses, we recommend that the proposed cut-slopes (and any fill slopes) be constructed to an inclination not steeper than 1.5 horizontal to 1 vertical. This recommendation applies to all permanent slopes up to 15 feet high • The on-site sandy soils are quite susceptible to erosion. Therefore, the project plans and specifications should contain all necessary design features and construction requirements to prevent erosion of the on-site soils both during and after construction. This is particularly important on those slopes where the foundations of buildings will be installed near the tops of slopes. Slopes should be appropriately planted with a protective ground cover. 3. Recompaction of Loose Surface Soils Footings supporting the proposed buildings should not be founded over or within the 3-foot thickness of loose sandy soil that .overlies the site. On those building pads where the loose surface soils are not removed by the required site excavations, we recommend that the loose soi Is be excavated to a depth of 3 feet below the original ground surface elevation and replaced as compacted structural fill up to the design finish grade. Where the layer of loose surface soil is only partially removed by the required site excavations and where the building foundations will extend below the zone of loose soil, excavation and recompaction of the loose soils will not be necessary. ·•---,,_-,...__--- ---.. ----------------------------... .... ,.. -... - S 134-1 , Page 4 4. Materio I for F ii I Al I existing on-site soils obtained from the required site excavations having an organic content of less than 3 percent by volume are suitable for reuse as fill and/or backfill as required, Existing on-site materials for use as fill should not, however, contain rocks, cobbles, or lumps over 6 inches in greatest dimension with no more than 15 percent larger than 2 .5 inches. 5. Compaction All structural fill should be compacted to a minimum degree of compaction of 90 percent based upon ASTM Test Designation D 1557-70. Fil I should be compacted by mechanical means only in lifts not exceeding 8 inches in uncompacted thickness. 6. Trench Backfi 11 Pipeline trenches should be backfilled with compacted structural fill. Backfill material should be placed by mechanical means only in I ift thicknesses appropriate to the type of compaction equipment utilized, Trench backfill should be compacted to a minimum degree of compaction of 85 percent. In building and pavement areas, the upper 3 feet of trench backfill should be compacted to a minimum degree of compaction of 90 percent. The on- site sandy soils are suitable for use as backfill. 7. Construction Observation Variations in subsurface conditions are possible and may be encountered during construction, In order to permit correlation between the preliminary subsurface data and the actual sub- surface conditions encountered during construction and to assure conformance with the plans and specifications, it is essential that we be retained to observe the site excavation work, foundation excavations, selection of satisfactory fill materials, and placement and compaction of fills and backfills. B. FOUNDATIONS 1. Footings We recommend that the buildings be supported on conventional continuous and/or isolated spread footings. Footings may be founded in undisturbed natural soil (and/or recompacted surface soils where applicable). Footings for the parking garage should be founded at least 18 inches below rough pad grade or 22 inches below the lowest adjacent finish grade, whichever is deeper. Footings for the lighter two-story buildings should be founded at least 12 inches below rough pad grade or 16 inc;::hes below lowest adjacent finish grade, which- ever is deeper. Footings located adjacent to the tops of slopes should be founded sufficiently deep so as to provide at least 5 feet of horizontal cover between the footing and the slope face at the footing bearing level. Footings located adjacent to utility trenches should have their bearing surfaces situated below an imaginary 1.5 to 1 plane projected upward from the bottom edge of the adjacent utility trench. lDWfltlf•lt•ldvt■r l11a1lalfl ------ --------.... --.. ---------- ------.... S 134-1, Page 5 Footings founded at the above recommended depths may be designed for allowable bearing pressures of 3,000 pounds per square foot (psf) due to dead loads, 4,000 psf due to combined dead and live loads, and 5,500 psf due to all loads, including wind or seismic. All con- tinuous footings should, however, have a minimum width of 12 inches and contain top and bottom reinforcement to provide structural continuity and to permit spanning of local irregularities. To assure that footings are founded in material of sufficient bearing capacity, it is essential that we inspect the footing excavations prior to placing reinforcing steel or concrete. Settlements under building loads are expected to be within tolerable limits for the proposed structures. We estimate that total settlements should not exceed approximately 1 inch and post-construction differential settlemerts across any one building should not exceed 1/2 inch. 2. Floor Slabs Building floor slabs may be supported directly on undisturbed natural soil (and/or reompacted surface soil where applicable). However, in areas where moisture-sensitive floor coverings are to be used and in other areas where floor wetness would be undesirable, 4 inches of free draining, rounded gravel such as 3/8-inch pea gravel should be placed beneath floor slobs to serve as a capillary barrier between the subgrade soil and the slob. In order to minimize vapor transmission, an impermeable membrane should be placed over the gravel. The mem- brane should be covered with 2 inches of sand to protect it during construction. The sand should be lightly moistened just prior to placing the concrete. 3. Retaining Walls Retaining walls in the parking garages must be designed to resist both lateral earth pressures and any additional pressures caused by surcharge loads on the adjoining ground surface. We recommend that unrestrained (free to rotate) wal Is with a level backfil I be designed to resist an equivalent fluid pressure of 30 pounds per cubic foot. We recommend that restrained wal Is be designed to resist on equivalent fluid pressure of 30 pounds per cubic foot plus an additional uniform lateral pressure of SH pounds per square foot where H = height of backfil I above the top of the wal I footing in feet. Wherever walls will be subjected to surcharge loads, they should be designed for an additional uniform lateral pressure equal to one-third or one-half the anticipated surcharge load depending on whether the wa II is unrestrained or restrained. The recommended pressures assume that adequate drainage will be provided at the ground surface to prevent the build-up of hydrostatic pressures from surface water infiltration. In order to prevent wetness of the walls due to any minor infiltration of water into the backfil I behind the walls, we recommend that consideration be given to waterproofing the walls prior to placing backfil I. Backfill placed behind the walls should be compacted to a minimum degree of compaction of 90 percent using light compaction equipment. If heavy compaction equipment is used, the walls ----------•· -.. ----... --... .. -.. .. -.. .. -.. -... --... ---... .. .. ... ... .. ... ... -... S 134-1 , Page 6 should be appropriately temporarily braced. If the void space remaining between the finished wall and the excavation is insufficient to allow compaction of the backfill by mechanical means, then we recommend that the space be backfilled with lean concrete or 3/4-inch crushed rock • Retaining wal Is should be supported on spread footing foundations ~esigned in accordance with the recommendations presented previously under Item B. 1., 11Footings 11 • Lateral load resistance for the walls can be developed in accordance with the recommendations presented immediately below under Item B.4., "Lateral Loads 11 • 4. Latera I Loads Lateral load resistance for the proposed buildings may be developed in friction between the base of the foundations and the supporting subgrade. An allowable friction coefficient of 0.30 is recommended for use in design. Additional lateral load resistance ,m~y be developed in passive pressures acting against the footings. A passive resistance equal to an equivalent fluid weighing 300 pounds per cubic foot may be used in design provided the footings are poured neat against undisturbed soil • lBWMy-Nllklwlf A11ed11t11 ,. ->>' a c( m UI .I 0: ( u Approximate Scale (Feet) ----0 25 LEGEND EB-14 50 75 100 Indicates approximate location of explora- tory boring Yellow indicates location of proposed structures Base: A topographic survey prepared bt, Rick Engineering Company, latest revision 12/18/ 14. lowney-Haldueer Associates Foundallon I Soll I Geo/og/ca/ Engineers SITE: PLAN SEA VIEW CONDOMINIUMS Carlsbad, California PROJECT NO. DATE -----------------1 S134-1 January lY/!> Figure --------------------.. ... -.. -.. .. -.. .. .. -.. .. ---- A-1 APPENDIX A -FIELD INVESTIGATION The field investigation consisted of a surface reconnaissance and a subsurface exploration program using a truck-mounted, 24-inch diameter bucket auger. Three exploratory borings were drilled at the site on December 18, 1974 to a maximum depth of 20 Feet at the approxi- mate locations shown on the Site Plan, Figure 1. The soils in the borings were continuously logged in the field by our representative and described in accordance with the Unified Soil Classification System (ASTM D2487). The logs of the borings as well as a key for soil classi- fication are included as part of this appendix. The approximate ground surface elevations noted on the boring logs were taken from a preliminary print of a topographic survey prepared by Rick Engineering Company, latest revision December 18, 1974. Representative jar ond:relatively undisturbed samples were obtained from the exploratory borings at selected depths appropriate to the investigation. All samples were returned to our laboratory for evaluation and appropriate testing. Standard penetration resistance blow counts were obtained in the borings by dropping a 140-pound hammer through a 30-inch free fall. A 2-inch O. D. split spoon sampler was driven to a maximum depth of 18 inches and the number of blows recorded for each 6-inch penetration interval. The blows per foot recorded on the boring log represent the accumulated number of flows that were required to drive the last 12 inches. Relatively undisturbed samples were obtained by driving a 2.5- inch I. D. sampler 18 inches into the soil using the 140-pound hammer. Boring log notations for the standard split spoon and 2.5-inch I.D. samplers are as indicated below: Standard Split Spoon Sampler ~ 2,5-lnch l,D, Sampler The boring logs show our interpretation of the subsurface conditions at the dates and locations indicated, and it is not warranted that they are representative of subsurface conditions at other locations and times • , -•-~ ... _, __ .._ ____ ... ____ _ ---------.. --.. .. ----.. -----... ----.. -.. .. -.. -... - PRIMARY DIVISIONS GROUP SECONDARY DIVISIONS SYMBOL GRAVELS CLEAN GW Well graded gravels, gravel-sand mixtures, liulc or no ...J GRAVELS fines. · ~ (.fj a:: 0 MORE THAN HALF CLESS "THAN GP Poorly 9radcd gravels or gravel-sand mixtures. little or ...J Wo 5% FINES) no fines . 5 <N OF COARSE (/) :l-' FRACTION IS GRAVEL GM Silty gravels, gravel-sand-silt mixtures. non-plastic fines. 0 0 u..Z w LARGER THAN WITH w Oz N FINES GC Clayey gravels, gravel-sand-clay mixtures. plastic fines. z LL <( vi NO. 4 SIEVE ~ .J J: w <C I-> SANDS CLEAN SW Well graded sands, gravelly sands. little or no fines. (!) J: w SANDS a:: w zw vi MORE THAN HALF CLESS THAN (/) <C l? SP Poorly graded sands or gravelly sands, little or no fines. :c a:: 5% FINES) c::: I-<C OF COARSE 8 .J w FRACTION IS SANDS SM Silly sands, sand-silt mixtures. non-plastic fines. 0:: !!1 0 SMALLER THAN WITH ~ NO. 4 SIEVE FINES SC Clayey sands, sand-clay mixtures. plastic fines. w SILTS AND CLAYS ML lnor~anic silts and very fine sands. rock flour, silty or (/) N c ayey fine sands or clayey silts with slight plasticity. ...J LL 0: in 0 w 0 .J lnor~anic clays of low to medium plasticity. gravelly .J w LIQUID LIMIT IS CL (/) LL < > cays, sandy cl.iys, silty clays, lean clays. ...J ~ w < in LESS THAN 50% 0 :c (I) OL Organic silts and organic silty clayi; of low plasticity. w z z !!! 0 ~ ~ 0 Inorganic sills micaceous or diatomaceous fine sandy or ...J N SILTS AND CLAYS MH t-~ ci s11ty1s01ls. 'elastic silts. (.!'.) w c:: z w LIQUID LIMIT IS CH Inorganic clays of high plasticity. fat clays. w a: ~ z 0 z ~ ~ <( GREATER THAN 50% u: :c OH Organic clays of medium to high plasticity, organic silts. I-I HIGHLY ORGANIC SOILS Pt Peat and other highly organic soils. ' DEFINITION OF TERMS U.S. STANDARD SERIES SIEVE CLEAR SQUARE SIEVE OPENINGS 200 40 10 4 3/411 311 12 11 SAND GRAVEL SILTS AND CLAYS I I I COARSE COBBLES BOULDERS F1NE MEDIUM COARSE FINE GRAIN SIZES SANDS.GRAVELS ANO BLOWS/FOOT t CLAYS AND STRENGTH* BLOWS/FOOT t NON-PLASTIC SILTS PLASTIC SILTS VERY LOOSE 0 -4 VERY SOFT 0 -1/4 0 -2 LOOSE 4 -10 SOFT 1/4 -1/'1: 2 -4 FIRM t/2 -1 4 -8 MfDIUM DENSE 10 -30 STIFF 1 -2 8 -16 DENSE JO -5() VERY STIFF 2 -4 16 -32 VERY DENSE OJER 50 HARD OVER 4 CYI/ER 32 RELATIVE DENSITY CONSISTENCY t Number of blows of 140 pound hammer falling 30 inches to drive a 2 inch 0.0. (1-3/8 inch t.D-> split spoon CASTM 0-1586), t Unconfined compressive strength in tons/sq. h. as determined by laboratory testing or approximated by the standard penetration test CASTM D-1586), pocket penetrometer, torvane, or visual observation . KEV TO EXPLORATORY BORING LOGS Unified Soil Classification System CASTM D-2487) lownev•Boldueer Associates SEA VIEW CONDOMINIUMS Carlsbad, California Foundalion I Soll I Geological Eng/1100,s PrlOJECT NO. DATE S134-1 Jmwmy 1975 Figure A-1 ----,,,.__...,.. ____ ,.,._ .... ..,__,..,...,_,, - DRILL RIG Bucket Auger SURFACE ELEVATION +51 '(Approx) LOGGED BY DPS DEPTH TO GROUNDWATER None A TD BORING DIAMETER 24 Inches DATE DRILLED 12/18/74 DESCRIPTION AND CLASSIFICATION DESCRIPTION AND REMARKS SIL TY SA N D :~r, I t,, 1 , , 1, I 1 ,r ,r I , ,, l / ( 1 I < • 1; ·1 SYM-COLOR BOL brown light brown light brown to gray I ight brown SOIL CONSIST. TYPE loose SM me dium de nse a: DEPTH w ..J 0.. (FEET) ::, < (I) ---1 - -- ,_ 2 ----,_ - ,_ 3 - ,_ _.__._ ,_ 4 - ,_ --5 .... - ,_ 6 - .... -~~ -7 - ,_ - ,_ 8 --- ..... 9 - ..... - -10- I-- .... 11 - ,_ - I-12 -~ -,_ 13 - ,_ - ..... 14 - ,_ - ~ 15 - ..... - ,_ 16 - ,_ --17 - .... - .... 18 - --.___ -19 - -- 20 - z w-: . w 0 (.)t-. :r z ~ z u.. a: -a:t;~-<<' w,_ :: Iii~ ,_z < z a: ... <w w w o (I) w -o ~~ ~a: ... ~ Zv,..J w w Cl) 0 Iii ~ Q. a: -(.) 8 3.7 18 5 .6 23 25 3 .7 EX PLO RA TORY BORING LOG Lowney-Haldueer Associates SI I\ If \\' N l )0/'vl I f'-1 I l lM '.:-> a rl sho d , Co lir 1111 Foundation I Soll I Geologlco/ Engineers .__P_R_O_JE_c_r_N_o_. -~---D_A_T_E __ _J BORING .Jan My 1975 NO S 134 -1 fB-1 ow w > :c z in ... -u,t,-II. w z u.. z a: w (I) O a,a:~ u ::, .. z O (I) :i (.;J ------... --.. -------------.. .. .. ----.. -.. .. --- DRILL RIG Bucket Auger SURFACE ELEVATION+48 .S'(Approx) LOGGED BY DPS DEPTH TO GROUNDWATER None ATD BORING DIAMETER 24 Inches DATE DRILLED 12/18/74 Zw-: ,. w C ~ :r: DESCRIPTION AND CLASSIFICATION 001-... :r:z ~ iii I-IC ;::: :;!:"-ir;: a:~:!- SYM-DESCRIPTION ANO REMARKS BOL SILTY SAND . Bottom of Boring = 11.5 Feet lawn1y•Haldu1er AssaEiates Fourid•Uon I Soll / Geological Engineer• COLOR brown light brown . DEPTH w < <-..... ... f: Iii; Wz ~za:LL Q. !:c~ ~wo~ (FEET) :. SOIL < ~;;;g 3:z rna::1--CONSIST. TYPE <I) ~~!!?. 0 Iii iii u loose SM ---loose to 1 -f-.- --10 1.9 medium 2 --dense .. --- .... 3 --.---medium -4 -21 2.8 dense --i-- -5---.... 6 --,---dense 7 37 4.0 --------8 ----9 --- -10 ---11 -34 4.2 -12 ----13 ----14 - .... - .-15----16 -.... - .... 17 ---• I ... 18 - .... - .... 19 --- -20- EXPLORATORY BORING LOG SEA VIEW CONDOMINIUMS Carlsbad, California PROJECT NO. DATE BORING S134-l January 1975 NO. EB-2 -<I) (!I -lL UJ 2 IL. Zq;w<ll 011. a:~ u :. I-z O <I) =>u . -------.. ----.. ----.. -... -... ----... --.. -.. -... --- DRILL RIG Bucket Auger SURFACE ELEVATION +46.51 (Approx LOGGED BY DEPTH TO GROUNDWATER None A TD BORING DIAMETER 24 Inches 'DATE DRILLED Zw~ .. DESCRIPTION ANO CLASSIFICATION Out-,. ·-IC i= z u.. IC;: DESCRIPTION AND REMARKS SILTY SAND with some clay below 5 feet SYM-COLOR SOL brown DEPTH IIJ ,( ,( ..... Wz .., ~t;; .. I-... (FEET) ::; ; !ii SOIL ,( ~~9 CONSIST. TYPE C/1 ~'1:!!l. 0 I.) loose SM ... -.... 1 -.... - I,-2 --- I-- 3 6 6.4 .... -... ':.. i,....1....- ... 4 -.... - medium SM--5 / dense SC -_-20 -6 5.3 dense medium dense ... 7 - I-- -8 - -- -9 --- -10-. -~ --SM -11 - ---- -12 - -- -13 --- 1-14 - I-- ... - 1-16 - ..... -i............, i-17 -... - I I-18 • i.... _ ..... _ '-19 - ... - 37 7.5 42 5.7 • 19 1.6 DPS 12/18/74 t================l======='===========~-28---t==:::::t====t:===t====t===t Bottom of Boring == 20 Feet lawnev•Haldueer Assadates Foundation I Soil I Geological Engineers EXPLORATORY BORING LOG SEA VIEW CONDOMINIUMS Carlsbad, California .__PA_O_J_E_c_T_N_o_. --6----DA_T_E __ ---I BORING S 134-1 January 1975 NO. -------.. -.... ~-.,_ .. ,.._ .. , . ., ..... EB-3 .. -.. -.. -------------.. ---... ... ---·--------- - B-1 APPENDIX B -LABORATORY INVESTIGATION The natural water content was determined on selected samples and is recorded on the baring logs at the appropriate sample depths. Two laboratory gradation tests were performed on selected samples of the materials encountered in the borings as an aid to classification. The results of these tests are presented on Figure B-1. A direct shear test was performed on a relatively undisturbed sample of the on-site sandy soils. The sample was sheared at a constant rate under various surcharge pressures. Failure was taken at the peak shear stress. The results of the direct shear test are summarized in Table B-1. ~ llwnl!y-llaldu11r ll111:1at11 ----······ -·····----· -----------------------... -------------- 90 IO I : 60 C .. .. : 50 u It : '° 30 20 ID Q UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM C 422•72) U. S, STANOARC> SIEVE SIZES 3 2 I 3/~ 11'1 10 1, 20 JO ~ 50 '° 80. 100 200 3'25 ' , .... 100 50 10.0 5.0 1,0 0,5 0.1 .05 .01 .oas PARTIC:LE SIZE IN MILLIMETERS -CRAVl:L SAND co■■La:s .,_---------+---....... -----------c SILT ANO C:LAY COARSt: KEY BORING SYMBOL NO. • • 1 ____ .. 3 SAMPLE DEPTH (ffftl 12 5 COARSE ELEV. :teal) la111ney•Naldveer Assaciates Foundation I Soll / Geological Englnfft1 MEDIUM UNIFIED SOIL CLASSIFICATION SYMBOL SM SM-SC l'INlt SAMPLE _DESCRIPTION Brown, Sil TY SAND Brown, SILTY SAND with some clay binder • I -GRADATION TEST DATA SEA VIEW CONDOMINIUMS Carlsbad, California PROJECT NO. DATE S134-1 January 1975 Figure -------------~···--· 0 10 20 30 0 ..0 ! C .. .. 50 o: .. :a: .. 60 u 70 ID z .. .. 100 .001 B-1 -------.. .. .. -.. ----.. -.. .. -.. .. .. .. ... .. .. .. -... .. .. .. TABLE 8-1 SUMMARY OF DIRECT SHEAR TEST OF UNDISTURBED SAMPLE Sample Dry Water Apparent Angle of Exploratory Depth Density Content Cohesion Internal Friction Boring No • (Feet) (pcf) (%) (psf) (degrees) EB-3 5-6 104.7 5.4 250 35 .........llaldVl!■r IIHDdutll RICK ENG. CO. JOB NO. OAT£ RECEIVED .. 1~ .. :0 8 '75 WBR ....•. ·-··-· LAK.- MLW .• ·-······-SFR ... - WAR •• ·-··-····· CDS .• -- RMS .•• --•--· GLH ••. - LFG .• ·-··-··-·-SG .. - RCL.·-··-·-·· ERK.- HLW •. --RIN.- HA-----NL.IL- ....