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2601 OCEAN ST; ; 82-236; Permit
I heieby affirm thetram Ilinsed under ,,rovlslonsi.ofi chapter 9,(commenclng with StIori 7000)-61'DiviaI0n3 of the Business ánd,Prófesslons Code, and my license Is In I . full force and effect - L Lic. No. __________- Class 0- I hereby allirm that I am exempt from the Contrac- tor's License Law for the following mason (Sec. 7031.5 Boniness and Professions Code: Any city or county which re- quiren a permit to constrect, alter, improve, demolish, or repair any structure. prior 10110 iSSUOnCO also requires the ap phcanl br sach permit 10 tile a signed statement that he Is licensed pursuant to the provIsiOns 01 the Contractors License Law (Chapter 9 cemmenclnQ with Section 7000 of Division 301 the Business and Professions Code) or that Is ex- empt therefrom and the basis for the alleged exemption. 'Any vIolation UI Section 7031,5 by an applicanl for a permit sub- jects the applicant Ins civil penally 01001 more than five hun- dred dollars ($500). IC O I, as owner ol the property. or my employees with wageo 15 as their nob compel alms, will do tIle work, and the struc- lure Is not Intended or offered lor'sobe (Sec. 7044, 8iioInes _j and Prelessiuns Code: The Contractor's License Law does 5 lot apply to an owner of property who builds or improvos- Ihereon and who does such work himself or through his own employees, provided that such Improvements are not intend- ed ur otlored br- le. 11f; ll however, the building or Improve- ment Is sold wit sear UI compiolino, the owner-builder will have the ha o proving that he did not baud or im- prove for the pur I sale). - - 0 I, as owner I a pioperty, am exclusIvely Contracting with licensed con roctors to construct the project (Sec. 7044, Business and Professions Cede: The Contractor's License - proves 'Ineroon, non woo -contracts tar eacn projects with a - - contractor(0) license pursuant 10 the Contractor's License Law). Asa - tiorneiviner lam improving my hnme, and the bellow-ing conditions exist:- 1., The.work is being performed prior to rein. 2. I have lived in my home for twelve months F to completion at Ihis work. - 3, I have not .cloimed'this exemption during the last three years. - - lam exempt under Soc. ,B & P,C y-. bo this mason.-- _--. I hereby affirm that I have a certificate 01 consent to, sell-insure, or a cerliticate of Workers' - Compensation Insurance, or a certified copy thereof - (fec. 300, LabOr Code). - - POLICY NO. _---'_- COMPANY O COPy is tiled with the City. - O Certified copy is hereby furnished, CERTIFICAThOF EXEMPTION FROM WORKERS' COMPENSATION INSURANCE (This section need not be completed it the permit is for one hundred dollars (9100) or less) t certify that in the performance of the work for ,which this permit is issued. I shall not employ any - person in any manner so as to become subject to the Workers' Compensation Laws of California. NOTICE TO APPLICANT: If, alter making this Cciii. ticate of Enemption,.you should become subject to - the Workers Compensation provisions 01 the Labor 1. Code, you must forthwith Comply with such provisions or this permit shall be deemed revoked r 0-I hereby affirm that there is a conslruclion I lending agency for the performance 01 the work to, Lu which this permit is issued (Sec. 3097, Civil Code) uJ Lenders Name - • - L Lender's Address to Z 0 I- 4 4 —a U U, 0 U, toO 0 APPLICANT TO FILL IN INFORMATION WITHIN SHADED AREA AND DECLARATIONS. CARLSBAD BWLD1NG DEPARTMENT ' . ' APPLIcATION & PERMIT - 1200 Elm, Carlsbad, California 92008.1989 619) 438.5525, i'JOB ADDRESS ' - AV. ST. DAT OF APPLICATION BUSINESS LICENSE # VALUAT N PERMIT NUMBER c'Uj t y '±7/3 OWNER'S MAILING ADDRESS " CONTRACTOR'S ADORES LICENSE NO. PLAN l.D.# BLDG USE CODE 4f AF& C41Q F4U -- - - •- . _______ _______ 'OWNER'S NAME * OWNER'S dNE- , CONTRACTOR' - ' - CONTRACTORS PHONE C ZON1. . . LOT BLOCK SUBDIVISION ASSESSOR PA CE NO. DESIGNER LICENSE # STANDARD PLAN # BUILDING SQ. FOOTAGE DESCRIPTION OF WORK. DESIGNER'S ADDRESS DESIGNER'S PHONE Z4 252e NO IES P Ile, E CENSUS TRACT ' GP LAND USE PA NG SP E R NITS GRADING PERMIT tSSUEDTREDEVELOPMEkT :TYPE 0CC LOAD FIRE SPA , YD ND AREA vD NST QTY.. PLUMBING PERMIT. ISSUE .-1ø OTY. MECHANICAL PERMIT - ISSUE 3 SUMMARY/ACCOUN1NUMBER EACH FIXTURE TRAP . INSTALL FURN DUCTS UP TO 100.000 BTU BUILDING PERMIT —01 0000 8220 EACH BUILDING SEWER . - OVER 100,000 BTU /, SIGN PERMIT 0100'00-8221 '-EACH WATER HEATER AND/OR VENT .J BOILER/COMPR ESSO R UP TO3HP PLAN CHECK 01'0O008806 t.-'— EACH GAS SYSTEM 1104OUTLETS - _41 BOILER/COMPRESSOR 3-15HIP / _,' TOTAL PLUMBING ._ 822 01'00'OO'2 EACH GAS SYSTEMS OR MORE .,- METAL FIREPLACE ' ELECTRICAL 01-00-00-8223 - EACH INSTAl..,ALTER;REPAIR WATER PIPE ,. VENTFANSINGLEDUCT /4L_• MECHANICAL- 01-00-00-8224 EACHVACUUMBREAKER M14HEXHAUST -HOOD/DUCTS MOBILEHOME ___01_00008225 WATERSOFTNER - _. ,- LOCATIONOFEAFURNACE/HEATER __.•_ - MOBILEHOME PARK INSP. ___•,.- __- EACHROOFDRAIN(INSIDE) 'SOLAR . __: __01-00-o0-822'. Tp,TAL PLUMBING _.._-_,_'FIRE SPRINKLERS ..01'00:008227, TOTAL MECHANICAL - STRONG MOTION ____i,,t ___8092_330519.' '¶' QTY. ELECTRICAL PERMIT- ISSUE /TY. J._SOLAR'ISSUE PUBLIC FACILITIES FEE - 32-00-00-8923 I_q BRIDGE FEE NEW_CONSTEAAMP/SWT/BKR . C4LLECTORS SCHOOL FEE__DISTRICT '.-I *PH 3PH / ' ' . - SORAGETANKS .Carlsbad "' _80-92-21Ô519 - - - EXIST BLDG EA AMP/SWT/BKR , FbCKSTORAGE' °"'.._.Encinitas ._,,.80-92-22-0519 - 1 PH 3 PH _- . PUMP - San Dieguito 80-92-23-0519 REMODEL/ALTER'PERCIRCUIT 4 . - PLA'NCHEdKFEE j\.J_,_\1 '*' '(:' tan Marcos __80-92-24-0519 -, - TEMPPb LE200AMPS AA OVER 200 AMPS ;---- TEMP OCCUPANCY (30 0 YSI 00 A ___________________—'______ ________ -_._._. . ,..i _, _.•...-. _' ._____________ TOTAL ELECTRICAL ,s I TOTAL SOLAR . TOTAL FEES PAYABLE 71 0ERTIFY UNDER PENALTY OF PERJURY THAT ALL INFORMATION HEREON INCLUDING THE Code shall expire by limitatio to commenced within 180 days the provisions ol"thill AN OSHA PERMIT IS REQUIRED FOR EXCAVATIOINS OVER I HAVE CAREFULLY EXAMINED THE COMPLETED "APPLICATION AND PER SAND DO HE EBY E aration. Every permit issued by the Building Official under 4; R x n n land become null and void. If the building or work 5* 0" DEEP AND DEMOLITICIN OR CONSTRUCTION OF the dateof such DECLARATIONS ARE TRUE AND CORRECT AND I FURTHER CERTIFY AND AGREE IF' frllT IS euthorized by such permit is permit. or if the building or work authorized by such permit is suspended or OVER 3 STORIES IN HEIGHT ISSUED: TO COMPLY WITH ALL CITY, COUNTY AND STATE LAWS GOVERNING BUILDING CON- [abandoned at any lime after the work is commenced for a period qtj!Q_ 8.8 STRUCTION, WHETHER SPECIFIED HEREIN OR NOT. I ALSO AGREE TO SAVE INDEMNIFY AND APPLICANT'S SIGNATURE -_JERTJ9I' "PROVED BY ' - '' ' DATEJ KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS. COSTS AND - EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF / /9 GRANTING OF THIS PERMIT. _____________ * .••.-•-- - INSPECTION TYPE DATE - INSPECTOR DL FIELD INSPECTION RECORD I BUILDING -T--:-. FOUNDATION REINFORCED STEEL -. . REQUIRED SPECIAL ' INSPECTIONS INSPECTOR NOTES MASONRY INSPECTION CHECKED IN APPROVAL SPECTORS DATE /4i VISP Owe GUNITE OR GROUT SOILS COMPLIANCE -FOIJNDATIONINSP 4p/4I FLOOR •& CEILING SUB FRAME ,6) -j ôe SHEATHING . ,'iJ.' SOVER 2600;'PSI TRUCTURAL CONCRETE r '-'- ''-:' FRAME EXTERIOR LATH iNSULATION - PRESTRESSED CONCRETE INTERIOR LATH & DRYWALL CONCRETE,\&:p5 POST, TENSIONED _____________ , PLUMBING ..) -- FIELD WEIDING SOZ/7 _/M A...O7J--.41_-p-• __I SEWERANDBL/CO - - HIGH STRENGTH BOLTS - I . ________ , -v_i _____ PLUMBING UNDERGROUND - _ SPECIAL MASONRY _ ----- ..., I PLUMBING TOP OUT TUBANDSHOWERPAN GAS _TEST - PILES! CAISSONS ELECTRICAL • TEMPORARY POWER a . Q t __a--yc'yv_t*r_czi- ELECTRIC UNDERGROUND ROUGHELECTRIC ELECTRIC SERVICE BONDING -• __'-''j_-_1 'fl G.F.I.— SMOKE DETECTOR - - - r- * • (,1__ MECHANICAL - .•• ____ DUCT&PLEM.,REF.PIPING ;l HEAT —AIRCOND. — SOLARSYSTEMS- a - VENTILATINGSYSTEMS CALL FOR FINAL INSPECTION WHEN ALL APPROPRIATE ITEMS ABOVE HAVE, BEEN APPROVED. -' , • '::.\ JOBSITEFINAL .__. PLUMBING ________ ELECTRICAL MECHANICAL GAS BUILDING SPECIAL CONDITIONS CERT OF OCCUPANCYISSUED I Comment ta UTILITIES To: ENGINEERING IRE, PLANNINu, FINAL INSPECTION NOTICE Date _Lt — ' Address .. - Plan # Type of Construction Person to Date Approved Fire Prevention Date /1 ..5 / Approved Planning Approved Department Date jtilitieS Approved To: ENGINEERING, FIRE, PLANNING UTILITIES FINAL INSPECTION Date /' - -.ir -1fr Address _t7/ ih21. Plan # Type of Construction _3 hc:_ Person to Contact '- 't2- 0-Ph. Engineering Department Date Approved Ffre Prevention Date Approved Planning Department Date Approved Utlities DeDartment IF A RESPONSE IS NOT RECEIVED WITHIN 24 HOURS, IT WILL BE ASSUMED IT IS OKAY TO FINAL :tpd9f Construction ersor to CcntacL A : '.E.ineering . i':. Départmènt , .Date FIre. . .1 . - -' •-.- Date Panning 1)ot Department , .• Dat -Uilities . ,. -.... Department Date Approve1'TV Approved - - ;. •1 Comments: . . - . -.. .. .. . . . IF A RESPONSE IS NOT RECE!YWITHIN 24 HOURS IT WILL BE ASSUMED IT IS OKAY TO FINAL N S P E C '! T o N City of Carlsbad $ISCELLANEOUs_ 1200 ELM, CARLSBAD, CA 92008 • TEL. (714) 438.5525 RECEIPT jress rJ.b 'L(Q MISCELLANEOUS FEE RECEIPT - 0 VALUATION - 0 PLANCHECKFEE_O1OOOeCO Mailing Owner Address ele5i+ 0 DEMOLITION__________________________ - CIty ZiP .j Tel. 0 HOUSE MOVING Contracto 0 PARKS AND RECREATION FEE_________________ - Address . 0 PUBLIC FACILITIES FEE City _jZip 0 SCHOOL FEE - DISTRICT_______________________ 0 Carlsbad State LIc. S. Classif. _Tel. City Lic. No. COMPLETE FOR PLAN CHECK ONLY 0 Encinitas _- - LEGALDESCRIPTION I _. El San Diego - 0 San Marcos_________________________ - 3 fQ ASSESSORSPARCEL NO. '2.O1-%4c-''217 - DESCRIPTION OF WORK ?)O1_CcN,M!NMi p - p__________________________________ - n PLAN ID NO. (/ DESIGNERADDRESS PHONE CONTACT PERSON TOTAL FEE $ *WARNING: PLAN CHECK FEES. WHERE NO ACTION IS TAKEN BY THE APPLICANT IN 180 DAYS AND NO BUILDING PERMIT IS ISSUED, FEE ARE FORFEITED TO THE CITY. Signature of Applicant "''_ Date I White - Applicant Yellow - File Pink - (1) Finance (2) Data Process Gold - Assessor -- - APPLICATION FOR PERMIT TO CONNECT TO CITY SEWER SYSTEM. CITY OF CARLSBAD V ENGINEERING DEPARTMENT 438.5541 FOR APPLICANTTO FILL IN BUILDING 4. ADDRESS ) OWNER , t. LA . >' iie, A\,. MAILINU ADDRESS VT / i. A. ' Z C) s . SE ISSUED BY V DATE ISSUED VALIDATION Fc4JIu'1iI w • LATERAL CHARGE COMPUTATION CONTRACTORL, t c. .1 V 1 6 CONTRACTOR'S IV ho Ou ADDRESS \IicTA ( . VNEW BUILDING X 'I EXISTING BUILDING LEGAL DESCRIPTION / / /7A c REMARKS: — - V LATERAL LOCATION i 4 . V V - !. LATERALNO._ INSTALLATION DATE V - .-.---_----V - - STANDARD 4" .(Max. H. 30, V.1V0') OVER 30'H. - - FT.____________________ OVER 1O'V. _____ _____ FT.—' --V • STANDARD 6" (Max. H. 30',W'l0') * OVER 30' H.______ __ FT. V OVER 10'V. -'@______ FT._________________ ' TOTAL ONSTRUCTION COST SERVICE CHARGE (REPAVING ETC.) TOTAL LATERAL CHARGE_V LINECOSTDATA ASSESSMENT DIST. NO. _--_V_- FRONTAGE _______COST-PER FT. _______TOTAL_______ OTHER -. CONNECTION FEE i9 NO. UNITS COST PER UNIT_/1 TOTAL___. PUMP STATION FEES NO. UNITS ______COSTPER ''—O:A'T ' TOTAL CHARGES (LATERAL ETC.)A (1 XV a.- C -V. I V WHITE: EngIneering GREEN: Finance YELLOW: Sanitation PINK: Building GOLDENROD: Permitter _VVV APPLICATION FOR PERMIT TO CONNECT TO CITY SEWER SYSTEM. CITY OF CARLSBAD :)till ~11, ENGINEERING DEPARTMENT 438-5541 ISSUED BY FOR APPLICANT TO FILL IN DATE ISSUED 'BUIL ING RD (,) ( , 11 cIk7 VALIDATIpi62l28 OWNER ,,(L... ..- kl\ )') iY !1flM1tOI MAILING /kTh - / i. -rr ADDRESS o c'4 'fAID EuRR • 'r&SC1RGEUçOMPUTATION CONTRACTOR ;•J/ ( / STAN 4D 4" (Max. H. 3W, V. 10') OVER 30'/fl °." FT.____________________ CONTRACTOR'S . OVER 10V. FT. VSTANDARD ADDRESS 6" (Max. H. 30', V. 101 OVER 30' H..—@- FT.____________________ OVER 10' V. -@-FT. _____ _______FT. TOTAL CONSTRUCTION COST NEW BUILDING EXISTING BUILDING 1 LEGAL DESCRIPTION SERVICE CHARGE (REPAVING ETC.) REMARKS: . LINE COST DATA '- S ASSESSMENT DIST. NO. FRONTAGE _______COST PER FT.—TOTAL— OTHER LATERAL LOCATION CONNECTION FEE NO. UNITS_--- COST PER UNIT TOTAL ( )...... PUMP STATION FEES , ) / NO. UNITS -COST COST PER UNIT—TOTAL— ST. TOTAL CHARGES (LATERAL ETC.) LATERAL NO. ___________—INSTALLATION DATE WHITE: Engineering GREEN: Finance YELLOW: Sanitation PINK: Building GOLDENROD: Permitter ESGIL CORPORATION 9320 CIIESAPAKE DR., SUITE 122 SAN DIEGO, CA 92123 8 " (619) 560-1408 86~ c/ OcN C F?fr27 'V ,ie 14 L L 100, - .. . . . ,-, . -- -• CITY OF CARLSBAD Richard Bokal Architects Applicant Copy 244 Ninth Street City Copy Del Mar, Mar, CA 92014 Plan Checker Copy . ?OA Qftec. '2- March 16 1983 r Jç'iOiroi Côcc1 t uxnet e d1 y 4 arn c. UYL ec wn e r. o 4e 0c Sxc S\flAk eker oi , xde. wce& ic) T\e Yo'1 ')< c\cyuo is bc3c &cks o +€ (\'w. £\a* \ociUs, 1 O exft- OS Cc3'C 4ud Ior. ii T\ ,3"x'd' o±ic. access inuth be loeoct'6c an' osea access *e F AJ t..s po.sbe. A-vtic- SxLe ouec coxndor ts tef\"tain W , G-\ was 8e4a~-J\'( dc~ t4e-8 w\' d0 e 8CA-dICOUVYX's loo k ke otb j U.Tho.i is Ae- &ar'St'carvce c$ aus4 t b)'&e. W q/1 7- ncSou L(AA env~rY c6o~'s 6f- +e. cIS . Dooc 117 CPAjo he- 3loor Eec b€ &L :Y4 asern\oly .. Aou.), ois b0**0 Ocde-s , sp 1 e4 AOAIRIE Lb Alsc q,ko'(1 +fto-t Yoise 6.sk& Lit Pcoc cs 1. (iv J(CS5 o 1Z c j-o3r oso.. j Pcow.ckF A - &cV(C cc Q'Y\e. ScVce uie 3- 2OO Oeko. Jçj Conn VI oje tuwys to Ae, b~ocv --: &. /f7 OA 4-'2-. t1 S\teacwa\\ \ito'J 9 vic, at fl- coos ke\ OX€. no € LS Coes pap xe L- 7. Oewse da~4 seox woJ V9 ot *Ae 3cd &ôc S~rujn -kc o&s. Se, L o wa.0 V 1 a± 3Y -CS, kV CA-- ~,s s3 OJYI ':Se L3c Zv woJ( 'Jto oiz 2-vc. ev.\ wws* teOLV . ao not. Cc&ec* ESGIL CORPORATION . RECEIVED 9820 CHESAPEAKE DR., SUITE 122 SAN DIEGO, CA 02128 JUL 12 1982 (714) 00-148$ .fl.fl...... Date 7/7/82 To, tcdr.. vts- b€. Richard Bokal Architects 244 Ninth Street uec 'iec4 Del Mar, CA 92014 _ Tupe Con+, &fcyr;es Forewards Esgil Corporation provides plan reviewserva.ces exclusively to government entities. If you have any questions regarding the plan review, please call and we will help you. Jurisdiétioni Carlsbad Plan Check No. 82-236 Project Location 2601 Ocean Street Owner Joel Kiett R-i = 640Q Area B-i = 945 Allowable Area 18000 OccupancyR-1 & B-i Occupant Load 21 Stories 3 and Basement .....Type of Const._V-N Sprinklered - Remarks Date plans picked up/received by ESGIL 7/6/82 Date first plan check completed by ESGIL 7/8/82 Plan review contact person (ESGIL) Chuck Mendenhall Corrections checked below are to be made on plans before permit is is- sued. The approval of plans and specification does not permit the. viô-. lation of any section of the Building Code, or other City Ordinance or State Law. The following list does not necessarily include all errors and ominissions. See Sec. 303(c) of the 1979 Uniform. Building Code. Plans require correction as indicated by items below, before a building. permit can be issued. Return this correction sheet with corrected plans. Please return a copy of this list noting where you have addressed each item i.e. plan sheet number, detail number, note, etc. Please make all corrections on the original tracings and return two sets of revised plans to Esgil Corporation at the above addressfor recheck. Forward: Plan review based on the requirements of a 3 story and basement, V-N fully sprinklered due to lack of fire department access. fire-retardant Class "B" shingle roof must comply at least with U.L. requirements.. See the attached minimum requirements. Also specify ,.4..j the I.C.B.O approval number for the fire-retardant treated shingles. (i.-First Specify thickness and type of floor and roof sheathing. floor studs must be 2 x 6 or 3 x 4 @ 16" O.C. The 1/2" anchor bolt at 6'-0" O.C. is not acceptable for a 3 story. See detail 7/S-2. Full one-hour protection is required at eave overhang. The vertical surface must be protected by 3/8" plywood over the 1/2" type "x" gypsum board. See detail 2/A-3. t-i- ?T. 1-/A3 Q \Specify flat roof covering. A minimum of 400 lbs. gravel/sq. is required over 3 layers of #15 flet. ,Al How do you intend to drain the flat roof areas over the hall and dining rooms? See the roof plans on sheets 5-5 and A-i. `\-1 Fire stop eave overhangs and other concealed spaces at 10' O.C. See . detail 2/A-3. 'L'IP Provide' individual one-hour shafts for the fireplace chimneys. See the attached 1.C.B.O. interpretation detail sheet. 'BOT4 £tDss or - -Show on the plans location of permanently wired smoke detectors. A I, A minimum of 2 exits are required from the 3rd. floor. Sec. 3302 (a) (ii Provide a 30" x 30" attic scuttle for access to the F.A.U. 'k Ai%4¼j i (.AUk)Q( (14j Show how exterior decks will drain. See detail I0/A-16. f,-'L VJ*l Is I2/A-k9 DFLI10 ()\What is "Tapecrete" shown on the exterior decks and garage floor? Specify the 1.C.B.O. approval for this material. Mtorage area beneath the stairs B09 must be one-hour construction. See Section C/A-7. I 0 Provide exhaust fans capable of 5 air changes per hour for all bathrooms, (A-44T IS TI+t- SCtJLI1(4A)CL Oi Yf43oj_,; laundry and service rooms. 18. Windows L and G adjacent to the entry must be safety glazing. complete detail 9/A-16 showing the connection of the floor system to the retaining wall. " fire alarm system is requirefothiccupaney-over-2-stor-iesSec. 2-1216 (a) State Building Code,ttached. Door 117 into the bedroom/den at the 1st floor must be a self-closing 3/4-hour.fire assembly. Sec. 3305 (L) U.B.C. .0 - 2 - 0 Clearly show party wall construction details. Reference these to the floor plan. Party walls must have an STC rating of no less than 50. See the attached detail sheet.1 'OC-') 5T' QS SPCJt' 01 *Details on sheet A-2 indicates, "see spec. for sound attenuation and exterior wall insulation". What spec.? JMhow how penetration of assemblies for piping, electrical devices, jcessed jbrits, bathtubs, soffior heating, ventilating or exhaust ducts shall be sealed, lined or insulated or treated to maintain the required ratings. ()Yôwelling unit entrance doors from interior corridors together with their perimeter seals shall have a SIC rating of not less than 30. k3 1'JShow attic ventilation. Minimum vent area is 1/150 of attic area or 1/300 of attic area if at least 50% of required vent is at least 3' above ceiling joists. Sec. 3205 (c) Submit two copies of the Residential Energy Law Statement on Plan Conformance completed and signed. Q2 ~&ecify insulation R values for walls, roof and ceiling. Note on plan that back draft dampers are required on all fan systems exhausting air from the building. 120-1403 )C'Note on plan that all heating and cooling equipment efficiencies shall conform to Title 20-Chapter 2, Subchapter 4, Article 4. 75% for forced air furnaces). Note on plan that no natural gas, central heating plant may be installed without an Intermittent Ignition Device. 120-1405 29. ecify on plans tot gross floor area of heated zones and total glazed PQôc'i U12*r Loss C,-us Tô ..3uj-t-i Fl c css G,&) ,, ,areas. CarlsbadOrd. No.. 8093 requires two 3/4" copper pipes to future solar panel from water heater. . Mf-CHANICAL A Op /I How do you intend to provide combustion air and circulation air for the F.A.Us ? Specify size and type of F.A. U. VOrE /, ,i12 fl yttic furnace installed in a space less than 5' high shall be listed for such installation. Sec. 708. Show permanent electrical outlet and lighting fixture controlled by a switch for the attic furnace. ELECTRICAL ® Noteon41lan..amperage -of electrical service. "• GPJE. £eu ICE. 3 M6-rR ) ••., 3 i?JDLUIDUAL £6(Lv(ca.s -3- (\Note on plan that dwelling receptacle spacing shall comply with minimum requirements shown on attachment. (EC 203) PH' fl 36. If electrical installation is more than 200 amps show panel location and - provide a single line diagram and load calculations including: Wiring method employed. Sizes of all conductors, switches, circuit breakers, fuses and conduits. Approximate length of service feeders. Provide plot plan showing services, all panel locations, Circuit arrangement and load distribution on panel busses. Provide typical panel schedule(s). - Note "UFER" ground to be provided. tLJMBING S4GEcp SPEC.S 0)*All waste/drain and went piping must be metalic. Sec. 401 U.P.C. A•11 Show method of providing combustion air to fuel burning water heater. Section 1307 'Show I and P valve on water heater and show route of discharge line. ,, *on ction 1003 (i), 1979 UPC requires non-removable vacumn breakers hose bibbs. STRUCTURAL Q '44rovide design calculations and complete the construction details for the property line retaining wall more than 3' high. See 6/S-2, 5/5-2, T4/S-2. Co&'/fo-iOWWR r,j .Submit the soils report ftom Benton Engineering. Also note on the plans CQ. that the soils engineer will inspect and approve the foundation system prior to requesting a foundation inspection from the City. Approval must be in the form of a written notice to the Carlsbad Building Official. Q3 YcomPlete the floor to wall connection details bubble shown in detail 3/5-2. What is the 5/8" ledger bolt spacing shown in details 2/5-2. There is no foundation shown for the circular section of the building. Please clarify. (3\Where is detail 9/S-2 referred to on the foundation plan at 6 x 6 post in the basement wall between ihe family room and bedroom ? Is this detail typical of all spread ftgs.? ('.Where is detail 4/S-3-referred to on the foundation plan spread ftg. at the trash enclosure ? - 4 - C-4) Provide connection details of the braced frame at line 1, rigid frame dt II11V £ WIU UIC LUII$RLLIUII UI IIJt LU IIIV T 34. LUUIU LVIU111113. pecify ceiling Joist , /ize and spacing. See notes on sheet S-5. 49. Dete èctioroI th rear deck pipe columns to beams and footings. W 0(\Detail the connection of the valley beams RB-6 and RB-4 to RB-7. -1t RB-7 must be designed for concentrated load from RB-4 as well as RB-5 & 6. See sheet 6 of the caic's. Beam FB-9 must be 6 3/4 x 15. See sheet 14 of -the calc's and sheet L 5-4 of the plans. 0* Provide construction details for the masonry pilasters beneath the garage. Also provide calc's and detail for the masonry lintel shown on 5-3. See sheet S-3 of the plans. 'Retaining wall design on sheet F-9 of the calc's must include vehicle surcharge loading. 1IRetaining wall shown in detail 3/5-2 is supported top and bottom. This wall will act as a vertical beam and not a cantilever. How do you intend to waterproof this wall ? Tension steel appears to be located on the compression side. Please clarify sheet 23 of the caic's. The beam FB-24 is supported by pipe columns not cantilevered beams. ('rade beam supporting FBpiiust be reinforced with 2:114 top, 2-114 áO.C. Footings supporting beams FB 32 & bottom and #3 ties @ ~ 33 requires 244 T& B. Footings supporting walls beneath the garage floor mustbe reinforced with #5 T&B. See F-12 and F-14 of the design caic's. - ' The braced frame Grid Line 1 must be designed for 1.25 times the seismic force calculated. Section 2312 (j) G,U.B.C. Calc's for the frame must also include connections and tie downs to prevent over turning. Frame caic's sheet L-4 are not complete. What are the forces in the individual 0$~ members and connections ? .'The 1/2" plywood shear panel "3" must be nailed with 10 d. See detail 41/5-3. 5Provide an elevation detail of the combined brace frame and shear walls along Grid Line 1. 60. Show shear wall H extending from the roof to the third floor at grid line I.. Q ' learly indicate on the plans, floor and roof5.phdm sizes and nailing. - 5 - The lateral analysis from sheet L-7 to the end of. the caic's refe,rs to shear forces at various points ( Vi thru V12) but there is no reference diagram or matching grid on the plans to assist in verifying conformance. Clearly show on the plans. See. C.ôRR.. Provide completedetails and elevation of the rigid frame along grid ,line 2. oe cHow did you arrive at the rigid frame loading shown on sheet L-1 of S the caic's ? (Provide a schematic of the rigid frame. Identify the node points and provide X-Y reference axis. Why did you submit 3 computer printouts ? ( One is along line 2, one at line H(2x) and another along line H) Clearly identify in the printout the forces used in the design of the frame members . Also provide member design analysis using these loads. Q)w Note on the plans that the designing engineer must inspect the building frame and certify in writing to the building official that the building conforms to the structural design analysis. This must be completed *be rior to the city frame inspection approval. ote on the foundation plan that protection of adjoining property will in compliance with Section 2903 (b) 1979 U.B.C. If you have any questions regarding the above items, please call Chuck Mendenhall at (714) 560-1468. Thank you Esgil Corporation Charles Mendenhall Principal Engineer Enclosures: Roof coverings, State Building Code on Fire Alarms, 1.C.B.0 information on solid-fuel-burning appliances. cc: City of Carlsbad, Building Department File CM:sb - 6 - Pt-A N C ,'/K e 7 Z.3 øj 4t17. 416. #21. (AL, /VOMQ I#J/)i647?2 0/V SH7 41. No r1 c:::. AIDMlc2 &t'7v' )47 OAf E02F/W6, StEZE 4-06 W11t 2X 6, 5056 5'1T ANo(ci OIT fl/Id 1)6 /gj did/I Tell ,v sy,uf&c A-'1 CefEPo ON 427 S- E pErfl-I- Z IA - S IO7 itzr A 1 f c2O F P NStflor -1. '56-45T POt( 2/A-s S cz VeTA 14. Zi t(2TS A 11, A (Z A i r Ai77tciie imo 77) Cf7/.f. cg4,eJ S2 i/0 Tc 0 N T A -4- pei Se P14AJ--f6é,'i- r eoOC e 6,16t lv'O" Na-7-?fr'E7€. NOTE 546,cT ,1 -z CIA -7 ,4-II1 A-I2 Ail. GE& &Aza WTt S(eE-r A-10. See D671'. c 5tL 6. N O7- it%T A '1 ?&k doNu 17/ EETWCA( oc ?IIEX)4E)\I//4(L - TO /ii RWEWCL?. jQ LJ'9 c/9L JQN1 iOiw V P0) Q9 /1lc?L1 9E1 521O5 25/r "Z5/b7 77Y7 v0/22907 ?2'H2 Wl'17c1 35 ibr# 'I V 1:?h/5 / Z*WN 71-/\/9 c, op, 4t Z-fr' 29 NW7c/ 32 35 )/-V L?Th Mt/70f 9 z/V L9] "/1 ILON • i V ivi 2:,* ..2LQfi/ 7VY3k99 k y -iiips WYZd P 2/-V 1H 1/?-ION 3 '- 'V .e3HS' / 3J(Y ?35 'Z 4f 5LM 72J2Y ø'Qd 007d er,212 / 11-V 12905 NV74 *.• . N I9d c! / 1 V LV!5 -:39S are- 0 LVd / I - V 1.;?7 -7Y S 293 'Lz 3loti/ 9 32 7YLL'919' 1(992 .LQN 'Lz st WQiI2 )/Q iy 9O5 ',Z# 0:0 • .•.•,, 01--V 't2/, 'O0f7 MO •Lotj 3kO1 .M0S dQ NozLyitW iQ QC' '•v/z 7/1'L 4fr 0 •• • V .L2 /,LS r 0 .2I2 ,7977.V7 '2 Z L)1 5?1ifJ9 5 '2Z (i.iio7 Z-t9 5NQti23O2 2)/7 NV7eI F PLAN Cui( ORCT(ON Z -2 , ((cA)7) cL8 f4-/' -2 P6 P7$fc 2/ 4 . G7/-,P'(Ty,IeI. OAXE ,V07EP) • . Pe74/ 7/5 (4wl-of, 14 47q 5EE 12er4'is /7/56, # 7/5q., pc 7 7WR Pc/7 41 4S. 5 MO1 Oo SHir s-'. ç - p7-4/. i'ioe p46e P. C, I C46F rc, iZ .Stt7 Sze P/i 6*6 P. 6, 2E P4 p . 4 # ee oerM/s /Q/Z , 7/52- 57. 56 Pc.? r2s -Sec j771( I 1/5-3 (O S 51-1((7- 5 - ,4-r NO TZ ON SlIC&TS 54 4 (a Z' . 3 DTi4 IL. 2 Pc / T//R Pc I? t 4 4 4 6!5 5EE DE741e, 23/5 (a' IV077j (6(7 SéitZ7 S —/ (07 5ec Now 1üER 1'/ '1 r eii'r Copy ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 122 SAN DIEGO, CA 92128 (714) 60-1464 Date: 7/7/82 To: Richard Bokal Architects 244 Ninth Street Del Mar, CA 92014 - Foreward: Esgil Corporation provides plan review services exclusively to government entities. If you have any questions regarding the plan review, please call and we will help you. Jurisdiction: Carlsbad Plan Check No. 82-236 Project Location 2601 Ocean Street Owner Joel Klett R-16460 Area B-i = 945 Allowable Area 18000 OccupancyR-1 & B-i - Occupant Load 21 Stories 3 and Basement _._._..Type of Const. V-N Sprinklered Remarks - $ Date plans picked up/received by ESGIL 7/6/82 Date first plan check completed by ESGIL 7/8/82 Plan review contact person (ESGIL) Chuck Mendenhall Corrections checked below are to be made on plans before permit is is- sued. The approval of plans and specification does not permit the vio- lation of any section of the Building Code, or other City Ordinance or State Law. The following list does not necessarily include all errors and ôminissions. See Sec. 303(c) of the 1979 Uniform Building Code. Plans require correction as indicated by items below, before a building permit can be issued. Return this correction sheet with corrected plans. Please return a copy of this list noting where you have addressed each item i.e. plan sheet number, detail number, note, etc. Please make all corrections on the original tracings and return two sets of revised plans to Esgil Corporation at the above address for recheck. Forward: Plan review based on the requirements of a 3 story and basement, V-N fully sprinklered due to lack of fire department access. A fire-retardant Class "B" shingle roof must comply at least with U.L. requirements. See the attached minimum requirements. Also specify the LC.B.O. approval number for the fire-retardant treated shingles. Specify thickness and type of floor and roof sheathing. First floor studs must be 2 x6 or 3 x 4 @ 16" O.C. The 1/2" anchor bolt at 6'-0" O.C. is not acceptable for a 3 story. See detail 7/S-2. Full one-hour protection is required at eave overhang. The vertical surface must be protected by 3/8" plywood over the 1 /2" type "x" gypsum board. See detail 2/A-3. Specify flat roof covering. A minimum of 400 lbs. gravel/sq. is required over 3 layers of /115 flet. How do you intend to drain the flat roof areas over the hall and dining rooms? See the roof plans on sheets S-5 and -A-1. Fire stop eave overhangs and other concealed spaces at 10' O.C. See detail 2/A-3. Provide individual one-hour shafts for the fireplace chimneys. See the attached 1.C.B.O. interpretation detail sheet. Show on the plans location of permanently wired smoke detectors. A minimum of 2 exits are required from the 3rd. floor. Sec. 3302 (a) U.B.C. Provide a 30" x 30" attic scuttle for access to the F.A.U. Show how exterior decks will drain. See detail 10/A-16. What is "Tapecrete" shown on the exterior decks and garage floor? Specify the 1.C.BO. approval for this material. Storage area beneath the stairs B09 must be one-hour construction. See Section C/A-7. Provide exhaust fans capable of 5 air changes per hour for all bathrooms, laundry and service rooms. Windows L and G adjacent to the entry must be safety glazing. Complete detail 9/A-16 showing the connection of the floor system to the retaining wall. A fire alarm system is required for this occupancy over 2 stories. Sec. 2-1216 (a) State Building Code,attached. Door 117 into the-bedroom/den at the 1st floor must be a self-closing 3/4-hour fire assembly. Sec. 3305 (L) U.B.C. - 2 - 22. Clearly show party wall construction details. Reference these to the floor plan. Party walls must have an SIC rating of no less than 50. See the attached detail sheet. 23. Details on sheet A-2 indicates, "see spec. for sound attenuation and exterior wall insulation". What spec.? 24. Show how penetration of assemblies for piping, electrical devices, recessed cabinets, bathtubs, soffits or heating, ventilating or exhaust ducts shall be sealed, lined or insulated or treated to maintain the required ratings. 25. Dwelling unit entrance doors from interior corridors together with their perimeter seals shall have a SIC rating of not less than 30. 26. Show attic ventilation. Minimum vent area is 1/150 of attic area or 1/300 of attic area if at least 50% of required vent is at least 3' above ceiling joists. Sec. 3205 (c) 27. Submit two copies of the Residential Energy Law Statement on Plan Conformance completed and signed. 28. Specify insulation R values for walls, roof and ceiling. Note on plan that back draft dampers are required on all fan systems exhausting air from the building. 120-1403 Note on plan that all heating and cooling equipment efficiencies shall conform to Title 20-Chapter 2, Subchapter 4, Article 4. ( 75% for forced air furnaces). Note on plan that no natural gas, central heating plant may be installed without an Intermittent Ignition Device. 120-1405 29. Specify on plans total gross floor area of heated zones and total glazed areas. 30. Carlsbad Ord. No. 8093 requires two 3/4" copper pipes to future solar panel from water heater. MECHANICAL 31. How do you intend to provide combustion air and circulation air for the F.A.Us ? 32. Specify size and type of F.A. U. 33. Attic furnace installed in a space less than 5' high shall be listed for such installation. Sec.'708. Show permanent electrical outlet and lighting fixture controlled by a switch for the attic furnace. : ELECTRICAL 34. Note on plan amperage of electrical service. -3- 35. Note on plan that dwelling receptacle spacing shall comply with minimum requirements shown on attachment. (EC 203) 36. If electrical installation is more than 200 amps show panel location and provide a single line diagram and load calculations including: Wiring method employed. Sizes of all conductors, switches, circuit breakers, fuses and conduits. Approximate length of service feeders. Provide plot plan showing services, all panel locations, circuit arrangement and load distribution on panel busses. Provide typical panel schedule(s). Note "UFER" ground to be provided. PLUMBING 37. All waste/drain and vent piping must be metalic. Sec. 401 U.P.C. 38. Show method of providing combustion air to fuel burning water heater. Section 1307 39. Show T and P valve on water heater and show route of discharge line. 40. Section 1003 (i), 1979 UPC requires non-removable vacumn breakers on hose bibbs. STRUCTURAL 41. Provide design calculations and complete the construction details for the property line retaining wall more than 3' high. See 6/S-2, 5/S-2, 4/5-2. 42. Submit the soils report from Benton Engineering. Also note on the plans that the soils engineer will inspect and approve the foundation system prior to requesting a foundation inspection from the City. Approval must be in the form of a written notice to the Carlsbad Building Official. 43. Complete the floor to wall connection details bubble shown in detail 3/5-2. What is the 5/8" ledger bolt spacing shown in details 2/S-2. 44. There is no foundation shown for the circular section of the building. Please clarify. 45. Where is detail 9/5-2 referred to on the foundation plan at 6 x 6 post in the basement wall between the family room and bedroom ? Is this detail typical of all spread ftgs.? 46. Where is detail 4/S-3 referred to on the foundation plan spread ftg. at the trash enclosure ? - 4 - Provide connection details of the braced frame at line 1, rigid frame at line 2 and the connection of FB4 to the 4" sq. tube columns. Specify ceiling joist size and spacing. See notes on sheet S-5. Detail the connection of the rear deck pipe columns to beams and footings. Detail the connection of the valley beams RB-6 and RB-4 to RB-7. RB-7 must be designed for concentrated load from RB-4 as well as RB-5 & 6. See sheet 6 of the calc's. Beam FB-9 must be 6 3/4 x 15. See sheet 14 of the calc's and sheet 5-4 of the plans. Provide construction details for the masonry pilasters beneath the garage. Also provide calc's and detail for the masonry lintel shown on S-3. See sheet S-3 of the plans. Retaining wall design on sheet F-9 of the calc's must include vehicle surcharge loading. Retaining wall shown in detail 3/5-2 is supported top and bottom. This wall will act as a vertical beam and not a cantilever.' How do you intend to waterproof this wall ? Tension steel appears to be located on the compression side. Please clarify sheet 23 of the calc's. The beam FB-24 is supported by pipe columns not cantilevered beams. Grade beam supporting FB-27 must be reinforced with 244 top, 244 bottom and 113 ties @ 18" O.C. Footings supporting beams FB 32 & 33 requires 244 T& B. Footings supporting walls beneath the garage floor must be reinforced with 115 T&B. See F-12 and F-14 of the design calc's. The braced frame Grid Line 1 must be designed for 1.25 times the seismic force calculated. Section 2312 (j) G,U.B.C. Caic's for the frame must also include connections and tie downs to prevent over turning. Frame calc's sheet L-4 are not complete. What are the forces in the individual members and connections ? The 1/2" plywood shear panel "3" must be nailed with 10 d. See detail 1/S-3. Provide an elevation detail of the combined brace frame and shear walls along Grid Line 1. Show shear wall H extending from the roof to the third floor at grid line 1. Clearly indicate on the plans, floor and roof diaphram sizes and nailing. The lateral analysis from sheet L-7 to the end of the caic's refers to shear forces at various points ( VI thru V12) but there is no reference diagram or matching grid on the plans to assist in verifying conformance. Clearly show on the plans. Provide complete details and elevation of the rigid frame along grid line 2. How did you arrive at the rigid frame loading shown on sheet L-I of the calc's ? Provide a schematic of the rigid frame. Identify the node points and provide X-Y. reference axis. Why did you submit 3 computer printouts ? ( One is along line 2, one at line H(2x) and another along line H) Clearly identify in the printout the forces used In the deign of the frame members. Also provide member design analysis using, these loads. Note on the plans that the designing engineer must inspect the building frame and certify in writing to the building official that the building conforms to the structural design analysis. This must be completed prior to the city frame inspection approval. Note on the foundation plan that protection of adjoining property will be in compliance with Section 2903 (b) 1979 U.B.C. If you have any questions regarding the above items, please call Chuck Mendenhall at (714) 560-1468. Thank you Esgil Corporation Charles Mendenhall Principal Engineer Enclosures: Roof coverings, State Building Code on Fire Alarms, I.C.B.O information on solid-fuel-burning appliances. cc: City of Carlsbad, Building Department File CM:sb Date i Jurisdiction CIARLD Prepared bys 13 Bldg. Dept. MF1JDf-1J WALL VALUATION AND PLAN CHECK FEE 0 PLAN CHECK NO. 2C BUILDING ADDRESS -01 OFFt, T. APPLICANT/CONTACT tcC 04L PHONE NO.481- CS'24 BUILDING OCCUPANCY r-( DESIGNER PHONE___________ TYPE OF CONSTRUCTION -k) SpR'aiirD CONTRACTOR PHONE____________ BUILDING PORTION BUILDING AREA VALUATION MULTIPLIER VALUE Co,mo. (J,ins - (400 40 coo 94s 12.. U 340 D!EcK/ST4!Q S 1-RE S52-. 9 43wo Air Conditioning Commercial Residential Fire Srinklers (-o400 +945 I - so ((DV! Total Value 90 93 00 .so Building Permit Fee 910 Plan Check Fee 1591 8.3 - SMlP2OE COM1ENTS: Rlchad D. Bokal Architects V.' 244 Ninth Street - Del Mar, California 92014 (714) 4818244, 453054111 - MEMORANDUM PROJECT: Puest el ol 2601 Ocean Ave. DATE: 4 June 1982 Carlsbad, CA. SUBJECT: 0 CONFERENCE WITH: Carter D melt - Buj,i4epartmenP IN TELECON MEMO Cityot Caftsbed- Building and Fire Departments have approved an additional 8" to the maximum allowance roof overhang (12") in the sideyord setback provided the total structure is equiped wi th a code approved fire extinguishing system (Chapter 38). Building and Fire Departments have approved thedeletion of the second exit stair at the East side of the two-story portion of the third floor provided the building is built in accordance with the drawings as submitted (dated June 4, 1982) and that the entire structure is equiped with a code approved fire extinguishing system (Chaper 38). Item 1. Last. line should read "Provided the total structure is sprinklered and the roof overhang is sprinklered". Item 2. This building is thre.e,torieS on the downhill side and two stories on other side. Whek. the building is two stories to grade the second exit from the p story is not required, and the structure must be sprinklered. / ... •. . 4 cc: . RICHARD D. BOKAL ARCHITECTS BY: Jack B. Smyer .E C F I YE D UJUIIPG_DEH\RThENT DATE: .1. • I "SI ) / - BUILDING ADDRESS: A.N: .2-o/-q°- )j C..i7 _'i!IY,PFCARL&3An ) LANNJJL 2L/L3 I G_IIERARTMENI . -LONE". SCHOOL FEES: SAN DIEGUITO SAN MARCUS I \ / ENCINITAS CARLSBAD_ •11 J. UNITS REQtD: PROVIDED: f\ I % 1VERAGF ALLOWED: PROVIDED: L\ 1 PAING SPACES REQ'D: PROVIDJD: L 11J, TG HEIGHT REQ D:WT i7 FRONF SETBACK SIDE SETBACK REAR SETBACK - " LLCfl1ED : •- , ) . -- PROV1:DED:_\'\ \—•_ I (\ ( INTI SI ONS: \J " . 's-) \ . RE-DEVELOPMENT APPROVAL REQ'D: LANiCAPF & IRRIGATION PLAN COMMENTS: WI FiIRONMfNTAL PROTECTION REQ: lID IT I ONAL COMMENTS iCA 14i Y' U OK TO ISSUE: ______ DATE:141121%3.OK TO FINAL:L— DATE: s_I I I . I 1EEKLM5 R.O.IV: IMPROVEMENTS :c1P1ti ITIAL-AS —iiM (})tJ 4+ s-- - \, .1 TVEWAY LOCATION (S) CRADING PERMIT: EASEMENTS: LEGAL DESCRIPTION: ADDITIONAL COMMENTS: *CHECK IF ENGTN17 ER1NG INSPECTION REQ'D. ON FINAL: OK TO TSSUfl:-. DATE: (a..23-63 PWI: OK TO FINAL: TT!.M IS NOT ClIECKliD , 131JILI)T NG I)FPAW'LNT WILL. MAKE roz 4W 1 (1.)N1. -.-...-.•• -.. .I__ -. I PUBLIC FACILITIES FEE: I. ••Y -r ' :> (- DRAINAGE: SEWER CONNECTION: DIGITAL ANALYSIS CONSULTANTS, INC. 7460 GIRARD AVENUE • LA JOLLA, CALIFORNIA 92037 OUTPUT DESCRIPTION FOR DAC STRESS ANALYSIS/UNITY CHECK This output description supplements OUTPUT DESCRIPTION FOR DAC COMPUTER PROGRAM "SPACE" and documents the Stress Analysis/Unity Check capability of the SPACE program. The output is as described in the SPACE output description except for the changes and addi- tions discussed here. 1.0 Linear Load Combinations The letters S, NS, L, NL, and R have been added to the load combinations output to document the type of Stress Analysis! Unity Check. S Stress Analysis/Unity C heck is performed for this load combination. The output is listed under (1) the standard format for internal loads and stresses and (2) the Stress Analysis! Unity Check format (see 3.0) NS Same as S except output is listed only under the Stress Analysis/Unity Check format. L Stress Analysis/Unity Check is performed as a lateral and vertical load combination. Stress ratios are calculated using a 1/3 increase in allowable stresses. Output is listed under (1) the standard format for internal loads and stresses and (2) the Stress Analysis/Unity Check format. NL •Same as L except output is listed only under the Stress Analysis/Unity Check format. R Designates that live 1 oad reduction factors were used for load con dition or combination terms so noted. Columns have only axial internal loads and stresses reduced w hile beams have all internal loads and stresses red uced using their specified reduction factors. 2.0 Internal Loads and Stresses (Standard Format) Output in this section may be included with the Stress Analysis/ Unity Check or it may be suppressed (see above). If live load reduction factors (R) have been employed, the axial loads have been reduced Hl-R) x unreducëd load] for members designated as columns, and all internal loads have been reduced for members designated as beams. Internal loads in this section have not been reduced by 25% for lateral and vertical load combinations, nor have moments been reduced to face of intersecting members. 3.0 Stress Analysis/Unity Check Format This output consists of a summary of the maximums of calculated stress ratios and internal loads. Each page of this format has the heading MAXIMUM INTERNAL LOADS IN FOOT KIP UNITS AND STRESS RATIOS. For each member included in the stress analysis, the following is.printed: The member, designation by NODE (joint names) and MEMBER name (for referencing member properties). The maximum stress ratio (SR) and the name (CASE) of the governing load.combination. If SR = 9.99, the Euler allowable (with safety factor) was exceeded (see 4.3C). If SR value has * following, KL/r > 200 or the allowable slenderness ratio (9./r) was exceeded (see 4.3D). The slenderness ratio (R/r) check is not valid for members with intermediate nodes. The maximum value for each internal load (P,VL,VN,MN,ML,T) and the name (CASE) of the governing load combination. The maximum values printed reflect, when designated, the load reduction factor (R), moments reduced to face of intersecting members (see 3.3), and 25% reduction of internal loads for CASEs which are vertical and lateral combinations (L or NL). The allowable member stresses in KSI FY = yield FBC = bending, strong-axis, compression fiber FBT = bending, strong-axis, tension fiber FBW = bending, weak-axis FA = axial e) The TYPE of member A = beam including axial stress B = beam excluding axial stress C = column member D = Sameas B except SR is not calculated (for non-steel members). E = Same as C except SR is not calculated (for non-steel members). SA = Same as A except designated as a secondary member. SC = Same as C except designated as a secondary member. f) The unbraced member 'length (UBL) in inches. Uses member length unless specified otherwise on input. Used only in Fb calculations for W shapes with properties built into program (see 4.1E). Not used with other members. g) The member live load reduction factor (% R). h) The column effective length factors for buckling in the lateral (KL) and normal (KN) directions (printed for member types A and C only). Note that KL is the effective length factor for buckling considering bending about the member n-axis. ( -2- 3.1 K-factors for Column Buckling Analysis Values for K-factors used in determining the column buckling allowables during the stress analysis/unity check are printed in the output under the heading KL and KN. These values originated from the following source(s) in order of program preference: Values specified by Engineer and entered on member data cards. Overrides all other values. For columns parallel to the global Z-axis, values calculated by the orthogonal frame options KS = 4 or KS = 5 (see below). C) Values specified by Engineer forall members other than those of b). d) Values set by KS = 1, 2, or 3 (see below). KS TYPE OF ANALYSIS 1 stress analysis/unity check for a structure with default values for effective length (K) factors set equal 1.0. 2 stress analysis/unity check for a structure which has lateral restraint; i.e., sidesway prevented. Default values for K-factors are set equal to: .8 for P-F member .65 for F-F member 1.0 for P-P member 3 stress analysis/unity check for a structure which has no lateral restraint i.e., sidesway permitted. Default values for K-factors are set equal to: 2.1 for P-F member 1.2 for F-F member 1.0 for P-P member 4 stress analysis/unity check for an orthogonal frame structure which has lateral restraint; i.e., sidesway prevented. K-factors are automatically calculated to AISC specification for members parallel to the Z-axis (i.e., columns). Default values of 1.0 are set for out-of-plane K-factors for columns in 2D frames or for columns in 3D frames without out-of-plane framing members. For remaining members (diagonals, horizontals, braces, etc.) the default values for 'K-factors are those of KS = 2. Only the orthogonal (member a, 9. and n axes within 20° of global axes) members are '-3- d) (Continued) KS TYPE OF ANALYSIS considered by program when calculating K-factors. Intermediate joints along members and columns and symmetrical or antisyimnetrical boundary conditions are automatically accounted for within the K-factor calculations. See 4.4 for further discussion. 5 same, as 4 except for an orthogonal frame structure which has no lateral restraint; i.e., sidesway permitted. The default values for K-f actors for members other than columns parallel to the Z-axis are set equal to those of KS = 3.. NOTE: P-F is pinned at one end, fixed at other F-F is fixed at both ends P-P is pin-connected at both ends 3.2 Members in Symmetrical Boundary Planes In order to reduce the size of the problem when structural symmetry is present, the analysis model may cosist of 1/2 or 1/4 of the structure, for example, using support cases involv- ing support types XS,YS,XA and YA and appropriate symmetrical and antisyuunetrical load cases. Such models involve members which lie in or cross the symmetrical boundary planes in the actual structure that are properly accounted for in. the K-factor and stress ratio calculations. For members lying in symmetrical boundary planes, the follow- ing procedures must be followed for correct determination of K-factor (KS = 4 or 5) and stress ratios: For AISC W shapes, when program evaluation of Fb values based on unbraced length (see 3.4) is desired using properties built into the program, members on single vertical plane of symmetry must have one-half (1/2) values of E (and C if used) input on member cards. Such members lying at the intersection of two vertical planes of symmetry would use one-quarter values. Foi all other members lying in symmetrical boundary planes, either the procedure outlined above in 1) may be followed or one-half (or one-quarter) values for member area (A), moments of inertia (I), and torsion constant (J) may be used in the Table of Member Properties. For correct unit stress values, full values of member depth, width, and shear area reduction factors should be used. - 4 - It should be noted that when either procedure 1) or 2) is followed, the internal loads values listed in both the internal loads output and in the summary of maximum internal loads are 1/2 or 1/4 of the total loads in the whole member.; however, the program automatically compensates to produce the correct stress ratios. It should be further noted that when following procedure 1) above for AISC W shapes or other members, the unit stress values listed would be 1/2 or 1/4 the actual values in the whole member. 3.3 Momeilt Reduction to Face of Intersecting Member For orthogonal structures in which the Z-axis is vertical (parallel- to columns), the program can automatically reduce the theoretical intersection moments to face of member. The program considers only members within 200 of the global axes directions in determining moment reduction and conducts the reduction as though the frame were orthogonal. Reduced moments are printed only in the summary of maximum moments in the Stress Analysis/Unity Check format and used in the stress ratios printed there. When moment reduction has been accomplished, an additional line of the page heading will so indicate. These additional headings and their meanings follow: MOMENTS ARE REDUCED BY V*DEPTH/2 Moments reduced for beams to face of intersecting columns in strong (I) bending. If the column changes depth at the intersection, the smaller is used. If no column in one direction, the depth of the other is used. Moments reduced for columns to face of intersecting beams if beam in strong (lxx) bending. If beams at the intersection are of a different size, the smaller is used. If only one beam, that one is used. Moments are not reduced on members due to intersection with circular or unsymmetrical sections (input codes T and * in member TABLE) or with pin connections. MOMENTS ARE REDUCED BY V*DEPTH/2 AND V*WIDTH/2 Same as 1 except reduction also on members intersecting with members in weak-axis (Iyy) bending. If page heading is as given in 3.0 without one of the above headings, all moments listed are at theoretical intersections. -5- U 4.0 Technical Discussion The following equations1'2 are used in the stress ratios calculations. 4.1 Allowable Stresses Euler (with safety factor) F' = 12 w 2 E e 23(K&/r)2 axial Fa = F'e ifK/r > Cc [_ (KL/r)l F Fa sucir - 3 8C 8C 3 /2 2 where C = E F if K2./r < Fas = tension Fa 16 2. 200r Fas substituted for F when £/r > 120 and member is designated as secondary 1 Ft=.60F shear F .40 F 1 Specification for the design, Fabrication and Erection of Structural Steel for Buildings, February 12, 1969, Manual of Steel Construction, Seventh Edition, American Institute of Steel Construction, 1970, and Supplement No. 1, November 1, 1970, Supplement No. 2, December 8, 1971 and Supplement No.3, June 12, 1974. 2API Recommended Practice for Planning, Designing, and Constructing Fixed Offshore Platforms, API PP 2A, Seventh Edition, American Petroleum Institute, January 1976. E. bending For tension and compression on extreme fibers of AISC W shapes (properties built into program) in which d/t :64° ' - 3.74 when .16 or* d/t = 257// when a > .16 £ i 76.0 bf/v1 .; P. s 20000/[(d/Af)FJ if bending about strong-axis Fb = .66.F when bf/2tf s 65..O//Fy (bf \ Fb =F [0.790 - .0020-_/ IFY bf when 65.0// < rtf < 95.0// if bending about weak-axis Fb = .75 F when bf/2tf < 65.O// Fb = F [1.075 - .005 bf (—) rFY when 65.0//n < ( 95.0// For tension and compression on extreme fibers of W shapes (properties built into program) which do not meet above requirements Fb.60Fy except for compression about the strong axis, then use the larger of the following three values if less than .60 Fy. 12 FY(/rT)2 1 Fb = - 1530 x 103Cbj F [LO2 xIo £ 1510 x 1O3Cb when c F -7- 170 x 103C Fb= (L/r '2 TI F/510 x 103 C when £/r Fy Fb = 12 x 103C £d/Af where, for section E Cb = 1.0 = radius of gyration of compression flange plus 1/3 of compression web area, taken about an axis in the plane of the web £ = unbracéd: length of member (UBL) Af = area of compression flange For all other members except circular cross-sections Fb = .60 Fy For steel cylindrical members and circular sections (code T in Table of Member Properties) Fb = •66Fy (or Fyr) If Fb is input on member card for any type of member, the input value is used for tension and compression fibers when Fb Z .6Fy. When input Fb c .6Fy, the input value is used for compression fiber only and tension fiber is allowed .6Fy (also compression fiber for weak axis bending of N shapes and symmetrical sections is allowed AF Y). F. reduced effective failure stress (Fyr) for steel cylindrical 'members r 3300/F 2 1 Fyr L1_(1_ D/t) jFy this value is substituted for F in all appropriate AISC design formulas when 2. > 3300 t F NOTE: In combinations^ designated as lateral and vertical load combinations, all the above allowables are increased by 1/3. 4.2 Member Stresses MD fb =21 for symmetrical sections Mc . b = -y- . for unsymmetrical sections 4.3 Stress Ratios if axial stress not considered (Type B) SR = bt - + - section. other than circular Eb& Ebn Ic 2 c 2 fi b + £bn SR = tube or circular section Fb .. subscripts L and n denote lateral and normal axes f if < .15 for members with axial compression and a bending stress (Type A and C) f fbo f SR = + + - bn section other than circular .Fa FbL Fbfl Vfb t 2 + bn2 . SR = + . F tube or circular section a b f if - > .15 for. members with axial compression and Fa bending stress. (Type A and C) ____ SR = 6 + + bn section other than circular VfbL2 + bn 2 _____ SR= a ________ tube or circular section ...6 OF F or, SR = + Cmt fb•t + bn SR a I a FbL F section other '1F' '1F' I bn than circular 2 SR = + m Vb bn tube-or circular section Fa [1 - a] Fb. Cm R. = Cmn = Cm = .85 F' = e minimum of V el or F'en SR = 9.99 if f > F' a— e Denoted with * suffix if K/r > 200. if combined axial tension and bending (Type A and C) f f l_.9. f bn SR = + + section other than circular t b bn - VFf b2+ bn 2 SR + - - Fb tube or circular section Denoted with * suffix if slenderness ratio (&/r) exceeds 240 for main member or 300 for secondary member. if shear SR 4.4 K-factors. The K-factors are calculated from the following formulas:' Sidesway prevented (KS = 4) GG iT 2 _ \ 2 tan A B 4 () + (GA:B)(lt an ) n 3Guide to Design Criteria for Metal Compression Members, Column Research Council Engineering Foundation, 1960. - 10 - Sidesway permitted ir GAB ( 2 - 36. = 6(GA + GB).-tan (KS = 5) c C L where G= g g Where girders, or columns, are divided into segments along the span, or height, the equivalent stiffness is determined from: 1 . where n = number of segments Ref inemonts used at column bases are G = 10.0 (rather than co) if pinned and G.= 1.0 (rather than 0.) if fixed. The following additional features are incorporated: No stiffness is used for girders when cantilevered. When girders have pin connections, full stiffness is used on the rigid side, and no stiffness on pin side. If mid span pin, stiffness is taken on member length to the pin. If structural symmetry is employed in the analysis model using support types XS,YS,XA,YA, the K-factors are calculated appropriately to include the I/L effects of the "structure" on the other side of the plane of symmetry. If the column is made up of segments, an equivalent K-factor based -on the segment length to total length is used. - . 2. entire length entire x segment 2. segment length Out of plane K-factors for columns are set equal to 1.0. No equivalent K for segments is calculated as above. K-factors for all other members (diagonals, horizontals, braces) are set to the values defined in section 7.2.1 (reference KS). Only-:the orthogonal members (a, t, and n axes within 20° of the global-axes) •are included in the K-factor calculations for columns. Thomas & Sowrd Eninering, Inc. Post Office Box 286 SOLANA BEACH, CALIFORNIA 92075 (714) 481-6818 JOB l)r:jr/. )t c!2L 8HEETNO. OF CALCULATED BY r2p DATE ' 4. CHECKED BY DATE SCALE : .I ...................... ....... . ..... . .............. ..................................:... !. .................................... .. .............................. /z I / 5• I *x8;! 41E 2 a 4,rz1,zr..g - /00 pf I2r_// fO3 - - - I T1 ;rF /50 - --. - - - tc. -- --- - — ?LW ODD - 4° ..--- - - - - c_ -- - 1L%NCr - 1s - -. - ..±Lo - I - I - - ---- - i_ (o_p 41, FOM 204-I Awulabls hem /iiWJinc. Gralom Miii 01450 Thomas & Sowards Engineering, inc. Post Office Box 286 SOLANA BEACH, CALIFORNIA 92075 (714) 481.6818 ut'TA V6-f,'5oL.. JOB 8HEETNO. OF CALCULATED BY R.'5 . DATE___________________ CHECKED BY DATE SCALE ....... --i ...... ..................... . ... .... ... ........ ........................-....-.......i FLO (caM-,-:) ...... .- .. ...._ -. -. ... .......... .. ... . ...... ..........I. .......... .i- ....... ... .............. ...................... .... .... .... ........... ... ... ... ..... .... .......... .... ........ ........................................... ..... . .............. .................... .............. . ...... .... ........ .. -. 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SHEET NO._____________________ OF________________ Post Office Box 286 SOLANA BEACH, CALIFORNIA 92075 CALCULATED BY_________________ DATE &' 4' (714) 481-6818 CHECKED BY DATE SCALE JOB PE U-T/ 17j L SHEET NO. 4 OF CALCULATED BY_______________________ DATE Thomas & Sowards Eninoring, Inc. Post Office Box 286 SOLANA BEACH, CALIFORNIA 92075 (714) 481-6818 CHECKED BY SCALE ___F. 1....................I........................... ........................................ J....... ................................. ... .. ...... . ..... ... ... ..... ...................: 'r&- W . -.... i4.I.i................L.......... .... .............. i............................................. M I l7g 'ZA8 Frc?A I 44 DATE +............................................................. - ..-.... Joe Pu ccq A %t- Thomas & Sowarde Eninring, Inc. Post Office Box 286 SOLANA BEACH, CALIFORNIA 92075 (714) 481-6818 FORM 204-I A..I.bl. ku, Ii? Inc.. G,alcn Mi., 01450 SHEET NO. 5 OF CALCULATED BY CHECKED BY SCALE DATE DATE Thomas & Sowards En1neerIng, inc. Post Office Box 286 SOLANA BEACH. CALIFORNIA 92075 (714) 4816818 F0 204-I Aa,1ibs Ircm I7Inc Giclo.., Mu.. 01450 JOB Pt,r"? C( - SHEET P40. OF CALCULATED BY CHECKED BY SCALE DATE DATE Thomas & Sowards Eriinerng, inc. Post Office Box 286 SOLANA BEACH, CALIFORNIA 92075 (714) 461.6818 JOB 1)rJ 5,0!- SHEET NO. 7 OF CALCULATED BY DATE CHECKED BY DATE SCALE 6 I I I I a 'A.a- I 6 dpt 6 : '2s4 l,I 6 _ 4 1 (-1 - ' I 1 14 'tl - t r - 4,.. ,; i 7 - : j I g __IL, _XPiQ6__-- -- - - £4) X f . rf •1- I cx• Z751o/i I Ic'(3Ji - — =4IA V iM4 - _LJ& ___4'h'___t'pt~/ 4 - -. i" I - - - - -6 M - (JC,&__4 .IDØF4I '1 - 13I' I 6 A 17/i - -- I j I I PO4 204.1 A.aIsbs tMM /ii7w.c. 0.olc... M.,. 01450 Thomas & Sovfcrds Engineering, Inc. Post Office Box 286 SOLANA BEACH, CALIFORNIA 92075 (714) 481.6818 JOC 'Fu 1L QL SHEET NO. OF CALCULATED BY DATE CHECKED BY DATE SCALE .I...... ....................... 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OF_______________ Post Office Box 286 SOLANA BEACH, CALIFORNIA 92075 CALCULATED BY___________________ DATE________________ (714) 481-6818 CHECKED BY DATE SCALE 1zIH 1 I..! ..1..i.................. !. '4 ,O 204-I A..1ibSs Ircm IB7k.c. 0aIon Usu. 01450 Thomas & Sowards Eninering, Inc. Post Office Box 286 SOLANA BEACH, CALIFORNIA 92075 (714) 481-6818 r u,1A PG( SHEET NO. Ig OF CALCULATED BY DATE____________________ CHECKED BY SCALE DATE Thomas & Sowards En1ncring, Inc. Post Office Box 286 SOLANA BEACH, CALIFORNIA 92075 (714) 481.6818 SHEET NO. to OF CALCULATED BY (LI ' DATE DATE CHECKED BY 2 - SCALE FOW 204-I A..4ab. from Ii?i,ic 0rølon. Maoi 01450 Thomas & Sowards Engineering, Inc. Post Office Box 286 SOLANA BEACH, CALIFORNIA 92075 (714) 481-6818 JOB Ft -r' %)L BHEET NO. "I OF CALCULATED BY CHECKED BY DATE DATE SCALE FO 204-I A.bI. Ira,,, ilInc. 0raIa,, Mm 0I I0 'I joc PitrA •)U 'OL Thomas & Sowards Enginring, Inc. Post Office Box 286 SOLANA BEACH, CALIFORNIA 92075 (714) 481-6818 F 204-I AV4SbS Iram /Jinc. 0,ca'i Iu 01450 SHEET NO. 11 OF CALCULATED BY CHECKED BY SCALE DATE DATE Thomas & Sowsrds Engin€erin, Inc. Post Office Box 286 SOLANA BEACH, CALIFORNIA 92075 (714) 481.6818 or 17Ifl7A - BHEET NO-1 OF CALCULATED BY____________________ DATE_________________ CHECKED BY DATE SCALE I. I o ....... .... ... ..... .........................................-.1 ................ : 1 p f 'C +X 4f7 4. t . 4 r — £ __. ... .... i M.)' Z. •- ° - T 44 / ....... - — 1 176 'Z8 ! _ zp-f — V S — i'r D 5________________VCaL _1;— L _ — LJ /ZJ'L 1( tpp •1 I /Zf/4 a4.t M — -- 6frgx. e-e -- - 7? - — -- ~ A Cqi-iiZ. 0.3 rc /44-f .•.....•._ .... ... .... ..j................. ..... .......... ...4.............. -... . ....... -' I 1 joI & A II? FCOM 204-i A. fr.. I?k.0 GIan. s.l. 01450 t Thomas t. Fowards En1ncrng, Inc. Post Office Box 286 SOLANA BEACH, CALIFORNIA 92075 (714) 41-6818 SCALE SHEET NO. I OF CALCULATED BY CHECKED BY DATE DATE WIM M Thomas & Sords EnCinc3ring, Inc. Post Office Box 286 SOLANA BEACH, CALIFORNIA 92075 (714) 481.6818 F'jicot27t tk.L '9,t.... SHEET NO. I OF CALCULATED BY CHECKED BY DATE DATE E ° ti_oc,I2.. SCALE 17E4C .........................I,....! ..,...... ............. .............., i4 • .... .. : .................. I V - A - I - I - - - -. -. .__._ .1 -. -. -. / I .- -. ..,. .......-... ...............A _..._. .......I......................................... ..... ... . .._....4... ...... ...-..... ..4. - .1 - ..... - .... __L. ...... I I • ...............i•_•_••_i.......j......J......................__................; : : .... ........... ..... .............. DATE CALCULATED BY DATE CHECKED BY SCALE Thomas & Sormrds Enincctng, tnc. Post Office Box 286 SOLANA BEACH, CALIFORNIA 92075 (714) 481.6818 ion Pu I ' ', I- CHEET NO. OF cJI;j Ix L - r' 73 0. 4LI ',:; I - f T Z1 '(7 14 is4-/ 4 277 - - 1 - I - I I 1 Thomas & Sowards Engineering, Inc. Post Office Box 286 SOLANA BEACH, CALIFORNIA 92075 (714) 4816818 JOB Fui A S)tK. c0.- SHEET NO-11 OF CALCULATED BY DATE CHECKED BY SCA' c DATE I.L....LJ.L .I .I ..I...I. J z 1 c4 -r cv cFo1 2.'j &ij 1 11 01 1 4e45'4f 5c) - K' rp 8+1o ; !Oo 'r - -- - 7 :/ -r I I - t,¼,T:vA11 L' -- L;u (V z-- p - -- E . I I 4xi' o4/ I V - 4 - t 1 - I I I - r r I l - - F F i I • F ........... ...... ...... F I 1 1 - ....... - ..._..__.._ .L ......F.... .... .. ......... .. L . ...i _____ I I I I I - .- I I I I I I I F I . • F • . I I I • F 204-I A..4bls kwa, iIn. O,on. Mm. 01450 Thomas & Soviarde Ennring, inc. Post Office Box 285 SOLANA BEACH, CALIFORNIA 92075 (714) 481.6818 CHECKED BY DATE --I SCALE F r'14- I4v L 1tL L i,u K 4,', = 6o,5 I UCL I 74&,1 H ç'jJ, p.r6 - /.cE 3 r. I I I SHEET NO. OF CALCULATED BY DATE Thomas & Sowards Engineering, Inc. Post Office Box 286 SOLANA BEACH, CALIFORNIA 92075 (714) 481-6818 JOB C';r/' Vrf 50 BHEETNO. OF DATE CALCULATED BY CHECKED BY DATE SCALE Thomas & Sowards Engineering, Inc. Post Office Box 286 SOLANA BEACH,CALIFORNIA92075 (714) 4816818 JOB PUCTA 9L- C, L SHEET NO. -ZX OF CALCULATED BY DATE CHECKED BY DATE SCALE I.'................i...... L.....j.: ........ I ..... ...... .................: ....... .I................ . ... .........................L.......................I....'JL.....I........4 — : - ...-................... .. ... . .... ......................................- ..........................j.........- . ....... ......... 1.............................t ............. .i... c (tjo e. 7- -i - % pfj — 'U . 1- P7 gb1%. 155 4-7'A H i- lzcb oio Zc'-z ._ 4'1'e — — . 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OF Y. fl4.I A.a.hI. fr G,nIn. $4.,I. OI4O CALCULATED BY CHECKED BY SCALE DATE DATE Thomas & Emcrdc -n;-In( Inc. Port Office Box 206 SOLANA 61 ACH, CALIFORNIA 92075 (714) £1.6E16 Jos L SHEET NO. Iz OF______________________ CALCULATED BY DATL CHECKED BY SCALE DATE . ..,.. ...,i...i ,..-- ... ....!.. ........................ ..... pIi I . 4 '-° t?F4I v 1 I lff I 2P(ols - :I2: : I - 4410_Pcj 'Sf - --. - .4 L 'I - (A)4Ig1zp14.o.,'Qz.520 p 11 4 4 to i-- j00iw Vz-1s% '-f-e I - I - _____ - - 204-I Awake%@ train 17Inc. 0,0(0,,. Miii 01450 Thomas & Soizrds Enç nz ring, inc. Post Office B..z 286 SOLANA BEACH, CAU ORNIA 92075 (714) 416818 FC 204•I AMabIs Ira... Inc. OroIc.i. Mmii O45O PL) c/,-FA D tL Llo DATE SHEET NO. OF CALCULATED BY CHECKED BY SCALE DATE Thomas & Sowards Lneinccring, Inc. Post Office Box 286 SOLANA BEACH, CALIFORNIA 92075 (714) 481-6818 JOB -PuccrA tL caL. SHEET NO. 14 OF CALCULATED BY DATE CHECKED BY DATE SCALE i i.ic ....................................................g q . 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M.,.. 01450 JOB .Thomas & Sowards Engineering, Inc. SHEET NO.___________________ OF_ Post Office Box 286 SOLANA BEACH, CALIFORNIA 92075 CALCULATED BY DATE (714) 481.6818 CHECKED BY DATE 2Lv1fJ MEME2 sruo cEslqu C-e cou: DC)C FIG- L64 I SrUD' Fb = : i 'P M — H IcI_. 4?r 11 LI- O.3"c'QJd)Fc ........ :(Q c€ I(Yfl 'J '1ESrOF 6TUD LEY7rI-4cFt FORM 204-1 AeiIabIe fro. linc. Groin,.. Mu,.. 01450 Thomas & Sowards Engineering, Inc. Post Office Box 286 SOLANA BEACH, CALIFORNIA 92075 (714) 1.6818 JOC SHEET NO. F I OF CALCULATED BY DATE CHECKED BY DATE SCALE POST DESI18 NilHF __ ,... :,....J............L..,L L.. ............ .J 10 ............ L,......... Fc . s(.zo 46— - ±I LIM ........... sr - POST LENGTH (FT) ---- - FOI 204-I Aw.abi. from £JInc- Gralom Man. 01450 Pjc,qA '9ct JOB Thomas & Sowr Enh rng, Inc. F — 2 ______________________ Post Office Box 286 SHEET NO. SOLANA BEACH, CALIFORNIA 92075 CALCULATED BY___________________ DATE________________ (714) 481-6818 CHECKED BY DATE SCALE I I I o76 I Ar ç _(o .ocE I I (7N b -z P (E 4x 4 psr Z. 1°1 ... . - - L................................. ...........................................................................................- .... ..................................-....- - -- - - ZJ rA - I.... ........ - .•1•• ............f ._.. ..t............ ...... ... .......--1.................................. ..... ....... ...... .... ....I-... - .- .- ....- .- ..I......... k c 4 7+ X4 e?r.L- rI.ic - .. re :1 : 44o - :———— I 2 -& %s - FC4 204-1 A.'ss from Gcoi. Miii 01450 Thomas & Sowards Eninccring, inc. Post Office Box 286 SOLANA BEACH, CALIFORNIA 92075 (714) 481-6818 JOB IJJ41' !CL- 'oL- SHEET NO. F OF CALCULATED BY DATE CHECKED BY DATE t1O,JS SCALE I I I - : I ........ --- .......-•....-••i•--•••i•- .........................- ...... . .. I i I : I - - - 1rZ.. 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Post Office Box 286 SOLANA BEACH, CALIFORNIA 92075 (714) 481-6818 JOB FJci;4 'i)a- '",t_ SHEET NO. F- G OF CALCULATED BY DATE CHECKED BY DATE SCALE i_...j..........................-L...i...................[I........ ....... .....I ..... 0L (JOA-C LTjn?1 LDRd1 . '8110 c! .' •4 ô 1 ' / .14 r1, - - -- - 4. w7'g, sc CC &JvOl'Ii .qi:jir S.6rf 4c CAI,/ /4#(/J• t-o44 I f. 4`1 " 77 75 b 11 wt2tcsfl - . -. 7 Jt - a £I?. iIOOp5c cT t ' 1673 ac ....................L.__...........................................-.....................................................I .: ..... I I MUM- I A.Ms. from 7kic, Giolon. Mm 01450 Thomas & Sovardu Erincerin, Inc. Post Office Box 286 SOLANA BEACH, CALIFORNIA 92075 (714) 481.6818 JOB "621- BNEET NO. -' OF CALCULATED BY DATE CHECKED BY DATE SCALE I I I - ........ i ... .....................I .................................................I •••1............................................................................................................. I) F t' (f(4- Ø.o&ft1uiAtL' I kt,M1(t To 1Af-€ t.04O I J. \rlK ti/ A4T12. A i& fh 911 -QQ - Ljzj f'1'+(4412SP s'J>ioo 1L -c.- Ioii co f —I - - I Q.0 iws' 01. 1 411 L. i -2:/ -17, ........ . ..... ..... /- O247 VA 97 1 I 4 ( __V_ - II -- 7 I I I I I I I 17 '11 F 204-1 A,.lab. frail /7kc. Gratan. 1.4.1., 01450 Thomas & SowardsEngineering, Inc. Post Office Box 286 SOLANA BEACH, CALIFORNIA 92075 12. (714)481.6818 JOB ?L.r.1A C'ct ''oL BHEETNO. r 1 OF CALCULATED BY________________________ DATE CHECKED BY DATE i r..' 1L -, I SCALE ...... F............. .........................................!,............... I& Frzoj . I J I ..I....±-1."....1.................................................... I I I - . . I N 4IO b*1L.00 4.sE1 I4 10 r2-Q1- I"1Q st 1lGoo+ oo re IWI fporJ$ LoM V ~f&,J -21 - . 7ô-zi t L.) 4ior -- I& - -: I - -- .K,:g -(-- &o (00 4 'cr — U' f [boo - .. 44 - r:. - - - 6'' picr IM,.4.p,Me..s&VJ . - +ut1C.f4'L& ) Fe -u1 e . co +V2 4L- r iT .... - — - - 400 t'a 13o 1- llô-z- 4- t)cc. I l737'a - .- 27u 1-4-coo 7a6 - - -- - '4fip. - - - - — r ilA Qu-. 7~14. -- - p,co+ 4&4-2-z 1 41 FO!A 204-I Milibls Iro,ii .7inc. 0roIn. SIns. 01450 Thomas & Sowards Engineering, Inc. Post Office Box 286 SOLANA BEACH, CALIFORNIA 92075 (714) 481.6818 JOB Pu ') £-(_ _ SHEET NO. - el OF CALCULATED BY ' DATE____________________ CHECKED BY DATE SCALE ..1Jri:L....f:ii:iiL.iL::}.....i:iiLi. ' i:!:rii L # - 11 1 r - ' r r - -. .................. ... --..... ... .......---.-... . ..... . -..-..........-...................................j_......__....-......-......................................-........-...........-..-.....-................-....- ........................:__ FT 777 1-12 t T Al L 1. J 1? 4-4 1 j 7- A- hi 1 _4 IT] I F _121 1. W 4-- 1 &A P.p. tt 1 40 1 ..j -. ,- - I I t t t 1:10: i -9--l- - -. - -.....•.................J . .i.....1 .................4_._.;.........4....- .F........................................ I 1 1 I - . . . J ! I .. .. .... ..... A-A Tl1.. .... -. I I I I - - - V I I I I I I I I I I F4 204-I -A..smbo, I,c.r, 1.7Inc. &o(aII lIne. 01450 Thomas & Sowrds En1nering, Inc. Poet Office Box 286 SOLANA BEACH, CALIFORNIA 92075 (714) 481.6818 JOG fir'ii yrc. HEETNO. OF CALCULATED BY_______________________ DATE____________________ CHECKED BY DATE SCALE I!IJI ?6TAttI&i v)At- Lt*1p I ,, JAJ MLi F- ooc.. OLIP 7. - -44e'CaI (f //2aOO ................. ........... -.. ................................a....j L-- 4-- a 1 '007 :: - - a - -: -. ... a z.a. Cr 4' f'gta D12AuJ Wire. - - - a I - - . •_—'l_ov 14 /i -757 :J - AoILIZ WPL.L X -- FTC U71'xIt1'xIoftF a FEdi /o1I c'xt'X1IOçcf 24'1Z. 'C c :7I7 - - .1 /'' rs I1VL714f'' r,a a - - 1' ! 'L... - " - a - - a a a 5041 A..lsbl. kcm Jkic, Gioloii. U.n. 01450 Thomas & Sowards EnIncoring, Inc. Post Office Box 286 SOLANA BEACH, CALIFORNIA 92075 (714) 681-6818 JOB 1'bL'.J1P 2:c fl_ SHEET NO. F - to OF CALCULATED BY DATE CHECKED BY DATE (2 tr W CijlJi_'c). SCALE_ = Ii iI1 I I Cj A-A I i... I -. iou.. 33U -.rT6 .1 !,7I)±1 xt5O .. 'Z . c I., - -- 0'.j/2 ?-d.o7x - - V-t° )( —1011 - - - cUZ. : 1-76-7 I (l.0 No P- r -. __•••••• .................................... -r - - -. _- - I r— ____ FCI 504-I A.Msb*s from /ZJiiic.. 0ra(an. MU 01450 Thomas & Sowards Ertineoring, Inc. Post Office Box 286 SOLANA BEACH, CALIFORNIA 92075 (714) 481.6818 Joe l2Ut( A QCt BHEETNO._ - OF CALCULATED BY DATE CHECKED BY DATE BCALE I .. • '4AK.1(1Z + 4I/'.L +I('Xl2rf . C72jelf/, lit.. I 4 I 75~ 7 .... ..i_ - L 7y: /92. .001 1' Vr z4 14 _ - 4,v—-' -' kv 4/I X 57 - x£Z'7... - 4u. x,/o = 7 K Z z /.2c2 K/'apcf 475 7J f , 2 (7 17) . :1 1 o:I1i :27 to H ±-i: - - I - - •- -. -. . 1c) I I - - I . I . . I . I I I I . : • . I I FA 204-I Am1.I. from 17 Inc. Orcion. M.i 01450 Thomas & Sowcrdc Engineering, Inc. Post Office Box 286 SOLANA BEACH, CALIFORNIA 92075 (714) 481-6818 JOB Qt' %t- SHEETNO. OF fZ.—, V1C.$JI SCALE DATE POl 204 A..11, Ira,,, 0raIa,. M. 01450 CALCULATED BY CHECKED BY DATE Thomas & Sovrzrds Entincoring, Inc. Post Office Box 286 SOLANA BEACH, CALIFORNIA 92075 (714) 481.6818 JOB SHEET NO. F • OF CALCULATED BY DATE CHECKED BY DATE SCALE O) r4 ± -. 4Oo -l?I2- çO C.Ort-/.Joe lii I - i---- - ViL - - #Z! 7 4c 4 61 Li'J 6 a4 -i4i;iJ 'I.' ' '"' F: — CZ.t t IX52 + 48crf r-" vii 4. -. (72. r2h.r cx7ZP.F F ~ /r1r t -- - - i -T7,# - - - &2.40 I ' ç -. 4-1 181 . ...... . ..... .... . .... . ............ .... .... .. ..... ........ .... -- ----- .... .. .... ... . . . . ... ... . ... 4-1 ......... - - IA( I J OIL w/ - - -. ----- - -. - c-1 I I AuIsts om 71nc. &oqor Mm 01450 17 JOB )C 7/ SHEET NO. F OF Thomas & Sowards Engineering, Inc. Post Office Box 286 SOLANA BEACH, CALIFORNIA 92075 (714) 681-6818 DATE CALCULATED BY CHECKED BY DATE fl-V- --I riA',r4r,ir SCALE PCP 204-I A.M.bl, from t7 ft.QW00% U... 01450 Thomas & Sowards Engineering, Inc. Post Office Box 286 SOLANA BEACH, CALIFORNIA 92075 (714) 481.6818 JOB tt o1 SHEET NO. l OF DATE CALCULATED BY CHECKED BY DATE SCALE F061M 204-1 A.M.a. from be. Gratom Mu.. 01450 Thomas & Sowards Engineering, Inc. Post Office Box 286 SOLANA BEACH, CALIFORNIA 92075 (714) 4816618 JOB 2 )C4/ 12c i SHEET NO. - OF CALCULATED BY CHECKED BY DATE DATE SCALE F1 2041 AMabIS c,i, 71nc. 0raon. Il.u. 01450 JOC rZ,C(/ C Vi. 'p . OHEETNO. I - 2 OF Thomas & Sowards Enrincering, Inc. Post Office Box 286 SOLANA BEACH, CALIFORNIA 92075 (714) 481.6818 DATE CALCULATED BY DATE CHECKED BY 71U1 r-46 cIOZ SCALE Por.s 204-I A.MabS. tr GooII mass. 01450 Thomas & Sowards Engineering, Inc. Post Office Box 286 SOLANA BEACH, CALIFORNIA 92075 (714) 481.6818 SHEET NO. L. - OF CALCULATED BY________________________ DATE CHECKED BY DATE SCALE FC 204-I fran, I?Inc.. 0'oI M.u. 01460 Thomas & Sowards Erigiiw.crng, inc. Post Office Box 286 SOLANA BEACH, CALIFORNIA 92075 (714) 481-6818 z' L JOB Pu O SHEET NO. L4 OF CALCULATED BY DATE CHECKED BY DATE SCALE I I I j ....: r H1 j .............. I I (F 4 5i'~- wq I 9o* tF 9i(l z I'770 ......:II:,IILII1.IIIiI:IftI:..IIIT7 .... i:ii.:.:i 1'......... L .................................... ....I oz ........ - — — — -- — Piaet2 '/O*7o2/d — 1A,t 1L 71,W - — 9/7 — — 1tOt.4) — - ....... I ]:_I 88--2 P' — ......... . ... . ... . ........... . ........... ....... . . .. I I I I I F 204-I A.,lbs from /7k,c. 0,otor. Mm. 01450 w C) C) W I- C, X X 0 . m t- m W In C -I In W m 0 - w C Ir o o 0 -I J. -4 mm I MARX SHEAR WALL A-BOLTS AT FND. FOR SHEAR WALL ON ONE SIDE* SILL NAILING o/c BLOCK NAILING o/c ALLOW. SHEAR TYPE & MATERIAL NAILING 0/c. ® 1/2"Gypbd. 5d-CN@7" 1/2"øxlO"@48"o/c 16d-N@16" 12d@8" . 100#/ft ® 1/2"Gypbd. 5d-CN@4" 1/2"ØxlO"@48"o/c 16d-N@12" 12d@8" 1251t/ft © 1/2"Gypbd(blk'd) 5d-CN@4" 1/2"dx1O"@48"o/c 16d-N@12" 12d@6" - 150#/ft (5J 5/8"Gypbd. 6d-CN@7" 1/2"Øx1O"@48"o/c 16d-N@16" 12d@8" 1001/ft ® 5/8"Gypbd. 6d-CN@4" 1/2"Øx1O"@48"o/' 16d-N@12" 12d@8" 125#/ft ® 5/8"Gypbd(blk1 d) 6d-CN@4" l/2"0xl0"@48"ô/c 16d-N@8" 12d@6" 1.75#/ft 3/8"Std.Plywd. 8d-N@6" 5/8"0xl0"@48"6/c 16d-N@6" A35@32't** 264#/ft ® 3/8"Std.Plywd. 8d-N@4" 5/8"0xl0"@48"o/c 16d-N@4" A35@16** 384#/ft (J 3/8"Std.Plywd. 8d-N@3" 5/8"øxlO"@32"o/c 16d-N@3" A35@16t1** 504#/ft J 3/8"Std.Plywd. 8d-N@2-1/2" 1 5/8"jdxlO"@24"o/c 16d-N@2-112" 2_A35@24"** 564#/ft (*) Exterior stucco where occurs shall be woven or welded wire lath with 7/8" Portland cement plaster w/No.11 gauge x1-1/2"long x7/16"Øhead nails or #16 gauge x7/8"lon.g legs staples @6"o/c. (**) A35 indicates "Simpson" A35 framing anchor. Thomas & Sowards Enn€cring, Inc. Post Office Box 286 SOLANA BEACH, CALIFORNIA 92075 (714) 481-6816 JOB PuC,?P ç, 91- SHEET NO. - 7 OF CALCULATED BY_______________________ DATE CHECKED BY DATE BCALE L_..A'ri.12st Do I le?? rL DL4J.c !4gii .Jc,aijt ~ur1 I I 44l& ,4oac-coo1% 10 rt' (.VdA -- io I - 1'YIor1F g. 1t eh,,crz. (14 Z r - VJtrio r.tprrl ,t)fl4 t' tcox 7o 10 ____ -- -. -. I -. - I F I - WM S5 K YZ rr4X III -. I - eE&'I '5is'1ic 1bVizJ'JS Wj S JToA 2 7s?fl I £ 1UJM - \1i 7L~1 ic ..z.1' 4g (i - -. 4 oi. - 40 e1' s.......LQ°......................I.'t.............- ................................................................ .. g I (2'r 4L0 ftZt'/ J vt x o o I0 o N/ 10 (So " . I FORM MM-1 A,.IabIs 1mm Inc. Gvo(o. Mns, 01450 JOG Thomas & Sords EnIicrIn, Inc. I - & SHEET NO. OF_ Post Office Box 286 SOLANA BEACH, CALIFORNIA 92075 CALCULATED BY___________________ DATE (714) 481.6818 CHECKED BY DATE SCALE I I S i j : I If (4o9C F"r-'. -- - -- - /4t,J 4L14p ropi. 'I je L.J 444 f - r L.4 JLZ JD' ' tr , eli I 11 ,-i 'siL1 5 'x M X f I4- \J1ç 7' , W/J4fT%VfT - -, X_I 5r ., 4' z151 -L L. - r - -. - 5- - - - I I I I I F 204-I AMUND tram /ijI.c. &aton. Muir 01450 Thomas & SowErds En'ircorin, inc. Post Office Box 286 SOLANA BEACH, CALIFORNIA 92075 (714) 481-6818 JOB KELT1 1;r-,- BHEET No. L- 'T OF CALCULATED BY DATE CHECKED BY DATE BCALE I ..j.....................1 .................................................................................... h' 1I'1 4°i.. — I I ....- -. J I — VJ 6,0 /2..71 'ph, - (Afi.4JO OL/7Lt/ tA ' I 1 0k.o 'LmrA.(. :rZ1 jei _.._i ... . ... £A5T T. -. ... .- -. .. t&)f £z.i& 1'7f xi IBC. z. 1b?II . .. - I D' x • I BC - _______ - ........ +12o 441eE 60i/'I4 a 1 'T14x)2. 6;,s 7- 'It icT- X 41 Ii - I -- 11 (61 1614 - S. j : :' I - - 90 4f - I - ii L I 4 z iv it ioCTc I I I I I I F0.I 204-I A,.I.s kwn ?in. 0raon. Moss. 01450 Thomas & Sowards EnInsrIn, Inc. Post Office Box 286 SOLANA BEACH, CALIFORNIA 92075 (714) 481•6818 - —14 - f 1109(L Joe )L7A V(J.. 'oL SHEET NO. OF CALCULATED BY DATE CHECKED BY DATE SCALE .. ..... ... orr Of I I I I ................................lodo ........................ 44 x* e12 . + 8i?) iflo' I I- 4I 4'I - 74-I - - -i.r 1 96 woqd 10 çQ%I4i? - /02-0 1 l - - L "J n ."Ftj r4i 4'o 5 Io€ fo..e_ ' - 'bc, Fwi -. 7, e., - = .- . ... - - I ........... . . ..... .. .. _1 44 - V8 bIfX&/ i.I'c -IO 15 0 f' L-449 6 FC 204-I A..I.bl. from (7inc. &olon. Ins 0I4 Thomas & Er irorn, Inc. Post Office Box285 SOLANA BEACH, CALIFORNIA 92075 (71-) 401-6I8 SHEET NO. OF CALCULATED BY DATE CHECKED BY DATE SCALE iL- I 11Z a 1 t7/A2fA+4 - ... yz.. Uiuplwek-G.19 - - - 4"e'- tfCiz7)1.v+ (5oc(o . ...... .... ............ 4 . ..... .......... ...... ... . ... ..... .1.._ _. - -- - I - - .........- ...................... ............ .... .. .... J. ........... ................................................................................ ........ ....... . ..-.+ --- - ..-- - - -- 4 - - - .......f.............................._..._._...... ...... .........................._.__.__. .................................................................................4.......... --------i----t -t -........... .- ..................__.I.........- .... ............ .... .........................._..... ........................................................................... ........ I I I I I I j I I CA 204-I A..5.bls from /.7inc. Oral an, Ms... 01450 Thomas & So:ards EngInecrEng, Inc. Post Office Box 286 SOLANA BEACH, CALIFORNIA 92075 (714) 481-6818 SCALE P 204•I A.laI. from /Jinc, O,oIon Usia. 01450 DATE Jo ?c'r7 Vu '970(- SHEET NO. OF CHECKED BY DATE CALCULATED BY JOC Puc, !tL Thomas & Sowards Engineering, inc. Post Office Box 286 SOLANA BEACH, CALIFORNIA 92075 (714) 461-6818 FCM 204-I A.4ibIs kom 7inc. 0,c(o.. M.,, 01450 SHEET NO. OF CALCULATED BY CHECKED BY SCALE DATE DATE JOB l7L/O'7/l Dc Thomas & Sowards Engineering, Inc. Post Office Box 286 SOLANA BEACH. CALIFORNIA 92075 (714) 481-6818 SHEET NO. OF CALCULATED BY DATE CHECKED BY SCALE DATE 1 140 ff ......... ....... ........... . ........ .... ...... ........ ..... ....... ..... ...... ............................... ........ ........... ............ ........ ... ...... .... ....- ._....1 H - ........... vj * ". — - - £414. .s xiZp ' - — , UI — * — — — —! - - F e - V 4. V4 — - — ?- / .' f 4 73 Z 2' . Irn _ii1- I!'x13c. .p 4//I () '.13 I TV 6Sf. * * 2 3&41A o zs-ao 01L Z57 '7 Vç i x — o r I / It F& tAJJP7 * ps (iylo ,o ç +t I3r * -. •_ . — — — £ * .1 * ........ -. * I__ - - — .-- - —— I — I I I F4 204-I AU.bIs Iran 1.7kIc. 0,ctovi. Ma,.. 0I40 20I Ocea 7L;• a SOIL INVESTIGATION AND GEOLOGIC RECONNAISSANCE FOR PUESTA DEL SOL CONDOMINIUMS CARLSBAD, CALIFORNIA For MR. JOEL C. KLETT Laguna Beach, California Jon By GEOCON, INCORPORATED C%g Oepartmt Bull San Diego, California July, 1982 GEO JON ]EOCON I N C 0 R P 0 R A T E D ENGINEERS AND GEOLOGISTS • CONSULTANTS IN THE APPLIED EARTH SCIENCES File No. D-2763JO1 July, 2, 1982 Mr. Joel C. Klétt 454 Arroyo Chico Drive Laguna Beach, California 92651 Subject: PUESTA DEL SOL CONDOMINIUMS 2601 OCEAN STREET CARLSBAD, CALIFORNIA SOIL INVESTIGATION AND GEOLOGIC RECONNAISSANCE Dear Mr. Klett: In accordance with your request, we have performed a soil investigation and geologic reconnaissance for the subject project. The accompanying report presents the findings from our study and our conclusions and recommenda- tions based on those findings. It is our opinion, that the site may be developed, provided the recommen- dations of this report are followed. If you have any questions regarding this report or if we may be of further service, please do not hesitate to contact the undersigned. Very truly yours, Nq CEG 706 rE 17030 JEL:lm (3) addressee (3) Richard D. Bokal Architects 9530 DOWDY DRIVE • SAN DIEGO, CALIFORNIA 92126 9 PHONE (714) 695-2880 File No. D-2763-J01 July 2, 1982 SOIL INVESTIGATION AND GEOLOGIC RECONNAISSANCE Purpose and Scope The purpose of our investigation was to evaluate the surface and subsurface soil and geologic conditions at the site and, based on conditions encoun- tered,to provide recommendations pertaining to the geotechnical aspects of developing the site as proposed. The investigation consisted of a site geologic reconnaissance and the drilling of one exploratory boring and the hand excavation of two test pits. Laboratory tests were performed on selected representative soil samples obtained at various depths in the test borings to evaluate pertin- ent physical properties. The conclusions and recommendations that follow are based on an analysis of - the data obtained and our experience with similar soil and geologic conditions. Site and Project Description The site is located on a vacant parcel of land at 2601 Ocean Street in Carlsbad, California. The property has approximately 54 feet of frontage along Ocean Street which is also its eastern boundary. The property fronts on the Pacific Ocean to the west. Residential property and the Army-Navy Academy bound the site to the south and north, respectively. Topographi- cally, the site slopes downward to the west. Approximately. 28 feet of fall occurs from Ocean Street to the beach in a distance of approximately 125 Mc GEOCON File No. D-2763-JO1 July 2, 1982 feet. A minor retaining wall and associated slab-on-grade are the only improvements on the site. These are to he removed during construction. It is proposed to construct three condominium units on the site in a three- and four-story wood-frame and masonry building. Retaining walls will be constructed to allow the structure to step down the sloping ground. Con- crete slab-on-grade floor systems are anticipated. Maximum cut heights will be on the order of 13 feet. The only filling operations will. be behind retaining walls. All foundations will bear on natural.ground. The locations and descriptions contained herein are based upon a site re- connaissance as well as April 20, 1982 site and building plans prepared by Richard D. Bokal, Architects. If project details ary significantly from those outlined, this firm should be notified for review and possible revi- sion of recommendations presented herein prior to final design submittal. Field Investigation The field investigation was performed on June 4, 1982 and consisted of a site reconnaissance by our, staff engineer and the excavation of one explor- atory boring and two test pits at the approximate locations shown on the attached Site Plan, Figure 1. The boring was drilled to a depth 30 feet below existing grade utilizing a Mobile . B-50 truck-mounted rotary drill rig equipped with 8-inch-diameter - 2- GEOCON File No. D-2763-JO1 Jith, 2.. 1q82 OC4 L. E G.E N 0 e.....APPROX. LOCATION OF TEST BORING 0.-.--APPROX. LOCATION OF TEST PIT /-----------------------___----J/ . 7... A' ......................... IT 1/ N ,Ti B- SCALE SITE PLAN PUESTA DEL SOIL CONDOMINIUMS CARLSBAD, CALIFORNIA 1 FIGURE 1 L %X t_1 INCORPORATED I PAGE 1 GEOON File .No. D-2763-JOL July 2, 1982 continuous hollow stem flight auger. Relatively undisturbed samples were obtained by driving a 3-inch O.D. split tube sampler Into the undisturbed soil mass with blows from a 140-pound hammer falling 30 inches. The sampler was equipped with 1-inch-high 2-3/8-inch-diameter brass sampler rings to facilitate sample removal and testing.. The test pits were excavated to 4 feet below the existing ground surface. During the investigation, the soils encountered were continuously examined, visually classified and logged. Logs of the, test boring and pits are pre- sented on Figures 2 and 3 of Appendix A. The logs depict the depth and description of the various soil types encountered and include the depths at which samples were obtained. Laboratory Tests Laboratory tests were performed in accordance with generally accepted test methods of the American Society for Testing and Materials (ASTM) and other suggested procedures. Selected relatively undisturbed drive samples were tested for their in-place dry density, moisture content and shear strength. The results of our laboratory tests are summarized in tabular form In Ap- pendixE. In-place moisture-density relationships are also presented on the logs of test borings. - 4- GEOCON File No. D-2763-JO1 July 2, 192 Soil and Geologic Conditions The site is underlain by dense, sandy Eocene-aged terrace deposits. These materials are overlain by a topsoil mantle approximately 2 feet thick. The topsoil is loose and will require removal and/or recompaction if exposed at foundation depths. The terrace deposits possess good foundation and exca- vation characteristics and have been visually classified as. possessing low expansive potential. Nominal amounts of uncompacted fill are present around the existing retaining walls. All of this material will be removed -during grading operations. Geologic Hazards . ..... Based upon a site reconnaissance and a review of the pertinent geologic literature, it is our opinion that no significant geologic hazards occur on the site. The nearest known active fault is the Elsinore Faultwhich lies approximately 24 miles to the northeast. The offshore projection of the Rose Canyon Fault, considered potentially active, lies approximately 2.4 miles to the west. It is our opinion that the site could be subjected to moderate to severe ground shaking in the event of a major earthquake along any of the above mentioned faults, however, the seismic risk at the site is not significant- ly greater than that of the surrounding developments and the Carlsbad area in general. -5- GEOCON. File No. D-2763-JO1 July 2, 1982 Groundwater I Saturated soils were encountered in Boring 1 at a depth of 25± feet below existing grade. Groundwater depths may vary depending upon tidal fluctuà- tions. However, it is our opinion that groundwater related problems should • not be a consideration for the development of the,site as proposed. I . .' I Liquefaction Duè to the dense nature of the terrace deposits underlying the site and the depth to groundwater, liquefaction is not considered to be a significant risk to the project. I I Wave Runup It is our understanding the elevation and setbacks of the proposed im- provements 'are such that potential damage from storm wave runup is not considered to be a significant risk to the project. A determination of I such conditions is beyond the scope of this 'report and Ceocon, Incorporated offers no opinions as to these conditions. -6- GEOCON File No. D-2763-JO1 July 2, 1982 CONCLUSIONS AND RECOMMENDATIONS General In our opinion, the site is suitable for the proposed, development provided the recommendations of this report are followed. The site is covered by loose topsoil/fill deposits extending to an average depth of 2 feet. In addition, minor fill soils (less than 3 feet deep) exist adjacent to an existing slab. Due to their compressible condi- tion, these4epos-i-tssti.d be removed and recompacted whenever underlying settlement sensitive improvements. - Near-surface soils encountered throughout our investigation were clas- sified as nondetrimentally expansive. No geologic hazards were observed or are known to exist on the site which would adversely affect the proposed project. Grading All grading should be performed in accordance with the "Recommended Grading Specifications" contained in Appendix C. Where the recommendations of Appendix C conflict with this section of the report, the recommendations of this section take precedence. -7- GE000N File No. D-2763-JO1 July 2, 1982 Site preparation should begin with removal of all existing structures, deleterious matter and vegetation. Existing loose topsoils beneath proposed settlement sensitive improve- ments (including parking areas) should be excavated •to firm natural ground. The excavation should be observed by a representative of Ceocon, Incorpor- ated to determine that the exposed soil conditions do not differ signifi- cantly from those indicated during this investigation. The removal of unsuitable soils should extend a minimum horizontal distance of 5 feet beyond the perimeter of the improvement. The exposed natural ground should then be scarified to a depth of 12 inches, moisture conditioned and I recompacted to at least 90 percent of maximum dry density as determined in accordance with ASTM Test Procedure D155770, Method A or C. A review of the proposed development plans indicates that portions of the structure may be founded on transition areas (cut and backfill pads). This condition will require special care and. supervision during backfill operations. Backfill soils should be placed in thin layers compacted to at least 90 percent of maximum dry density as determined in accordance with ASTM Test Procedure P1557-70,. Method A or C. -8- GEOCON File No. D-2763-JO1 July 2, 1982 Temporary Slope Excavation 9. The following table presents recommendations relative to temporary construction excavations (Cut slopes). These slopes should be relatively stable against' deep-seated slope failures but. may experience localized sloughing. Slope Ratio (horizontal, to vertical) vertical 0.5:1 1:1 Maximum Height of Temporary Construction Excavations (cut slopes in feet) 5 10 15 These heights assume the absence of any structures or temporary loads within a distance equal to the height of the excavation. It shall be the constructor's responsibility to provide safe support for the excavations. Foundations Conventional spread footings founded at least 18 inches below adjacent rough finished, grade and having a minimum width of 12 Inches are recommend- ed for the support of the proposed structure. Such footings may be designed for an allowable. soil bearing pressure of' 30_0Pp This bearing pressure may be increased by one-third when considering wind and/or seismic loading. -9- GEOCON II File No. D-2763-JO1 July 2, 1982 It is recommended that minimum reinforcement consist of _t zontinuous No. 4 reinforcing 'bars,. one located near the top of the footing and one —near the bo .This reinforcement is based on soil characteristics and is not intended to be in lieu of. reinforcement necessary to satisfy Struc- tural considerations. All footing excavations should be observed by a representative of this office .prior to placing reinforcing or concrete. The above foundation recommendations are based on a nondetrimentally expansive soil condition. If soils with greater expansive potential are encountered within 2.5 feet of finish grade, deeper footings and/or additional reinforcing may be required. Concrete Slabs-on-Grade Concrete slabs-on-grade should have a minimum thickness of 4 inches and be reinforced with 6x6-10L10telded wire esi ir.o.ughout=.— Where mois- ture the slab should be underlain by a visqueen moisture barrier. A 2-inch-thick layer of sand should be pro- vided above the vis4ueen to allow proper concrete curing. Retaining Walls And-Lateral Loads Retaining walls, which are not fixed at the top, should be designed to resist an active áoil pressure of 30 pcf unit weight. Where the wall will MUM GEOCON File No. D-2763-JO1 July 2, 1982 be fixed or restrained at the top, an additional uniform horizontal pres- Sure of 50 psf should be included. The values assume a drained and level granular backfill condition. Waterproofing recommendations should be provided by the project architect. Wall drainage details are presented in Figure 4. The passive earth pressure of the prevailing soil conditions may be assumed to be equivalent to a fluid pressure of 300 pcf unit weight. Site Drainage Adequate drainage provisions are imperative. Under no circumstances should water be allowed to pond adjacent to footings. The site should be graded and maintained such that surface drainage is directed away, from structures and the top of slopes into swales or other controlled devices. Grading Plan Review The soil engineer and engineering geologist should review the final grading and foundation plans to verify their compliance with this report. - 11- (FOCON File No. D-2763-J01 July. 2, 1982 LIMITATIONS AND UNIFORMITY OF CONDITIONS The recommendations of this report pertain only to the site investigation and are based upon the assumption that the soil conditions do not deviate from those disclosed in the investigation. If any variations or undesirable conditions are encountered during construction, or if the proposed construction will differ from that planned at the present time, Geocon, Incorporated should be notified so that supplemental recom- mendations can be given. 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 brought to the attention of the architect and engineer for the project and incorporated into the plans, and the necessary steps are taken to see that the contractor and subcontractors carry out such recommendations in the field. The findings of this.report are valid as of the present date. However, changes in the conditions of a property can occur with the passage of time, whether they be due to natural processes or the works of man on this or adjacent properties. In addition, changes in applicable or appropriate standards may occur, whether they result from legislation or the broadening of knowledge. Accordingly, the 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 three years. p -12- / APPENDIX A File No. D-2763-JO1 July 2, 1982 IN-PLACE P7N SAMPLE LOO I AW05,4049 DESCRIPTION IN AWWR LXITION Akp~ DRY MOISTURE OF D4P DENSITY cITEWT SIMPLE *e.# % efy Wt BORING NO. 1 1.5's Asphalt over 3" Base 2 TOPSOIL 1-1 14 Loose, moist, dark reddish-brown, Silty, 109.3 5.4 fine to medium SAND 4. TERRACE DEPOSITS 6 1-2 29 Medium dense to dense, damp, light 107.8 6.7 brown-orange, poorly graded, fine to medium SAND 8 grading into dense to very dense, poorly • graded medium to coarse SAND 10 1-3 53 . . 104.5 5.1 12, grading into poorly graded, medium to 14 very coarse SAND interbedded with poorly graded, fine to medium SAND 16 1-4 .:.: 60/ 93.8. 5.4 11" 18 : 20 1-5 l:: 60/ . 100.6 4.1 :.. 8" 22 124. ---' small pebbles 1-6 !.., 50/ 100.4 2.8 26- into dense, saturated, greenish- ca.grading brown, well graded .SAND with rounded pebbles LO : 30 BORING TERMINATED AT 30'-CAVED to 25' Figure 2, Log of Test Boring 1 A—1 GEOCON File No. D-2763-JO1 July 2, 1982 IN-PLACE P7V IN arr $4M( MWDER LOG a LXA TIDiV Of SIMPLE W.WhM AbOsAwo 8,awm DESCRIPTION DRY DENSITY At.f MOISTURE COWFNT of PIT NO. 1 FILL/TOPSOIL Loose, damp, medium brown, Silty, fine 2 to medium SAND with debris ____ ____ TERRACE DEPOSITS 4, Medium dense, damp, light brown SAND PIT TERMINATED AT 4.0 FEET PITNO.2 TOPSOIL/FILL • 2 Loose, damp, light brown, slightly Silty, well graded SAND with degris • ____ :____ ____ TERRACE DEPOSITS • 4 Dense, damp, medium, orangy-brown, • poorly graded, fine to medium SAND - • PIT TERMINATED AT 3.5 FEET Figure 3, Log of Test Pits 1 and 2 A-2 GEOCON ,A'-- i.. (.: .:, . •. JZ . i... . . 1• • • • 1 \ _(' 1_.•• '. V .(..-.• 4- •'::' .. . • .' :.. • APPENDIX B IC • • • . .,. - .- ' • - '4 :ç jr * - • • ; ! 4, -. - 'fL' kill 4 44 I • •• - •-• . - ••••• ---'i' .•I- • .-'-• • -.'•.. .,• - -•-*'••• ,,. - • • •• ••: GEOCON .- ,• TI File No. D-2763-JOl July 2, 1982 TABLE I Summary of In-Place Moisture-Density _and Direct Shear Test Results Angle of Dry Moisture Unit Shear Sample Depth Density Content Cohesion Resistance No. ft. pcf % psf Degrees 1-1 2.5 109.3 5.4 --- -- 1-2 5.5 107.8 6.7 390 33 1-3 10.5 104.5 5.1 --- -- 1-4 15.5 93.8 5.4 320 37 1-5 20.0 100.6 4.1 --- -- 1-6 25.0 100.4 2.8 --- - B-i GE000N :.. File No. D-2763-JO1 July 2, 1982 PROPERLY COMPACTED BACKFILL - ,//// •- WATERPROOF WALL 1. .1. H o0 34 CRUSHED ROCK - 0 AL FILTER FABRIC ENVELOPE MIRAFI. 1405 OR EQUIVALENT •• a KVI VISQUEEN SAND 4ThIA. PERFORATED ABS • OR ADS PIPE RETAINING WALL DRAIN DETAIL • NO SCALE RETAINING WALL DRAIN DETAIL PUESTA DEL SOL CONDOMINIUMS CARLSBAD, CALIFORNIA • FIGURE GEOCON, INCORPORATED I PAGE GEOCON . - .'p. • .. 4; I ¼ I : 1••. 9 L . 4 ot : IL vu APPENDiX C 4 It S. .4'. . . 4 $ .F$.:.. •: : 4. 4 Z. t GEOCCN I P4 CI) flPOR AT 0 File No. D-2763-JO1 July 2, 1982 RECOMHENDED GRADING SPECIFICATIONS General 1.1 These specifications have been prepared for grading of the Puesta del Sol Condominiums located at 2601 Ocean Street in Carlsbad, Cali- fornia. They shall be used only in conjunction with the soil report for the project dated July 2, 1982, prepared by Ceocon, Incorporated. 1.2 The contractor shall be responsible for placing, spreading, watering, and compacting the fill in strict conformance with. these specifica- tions. A staff member from Ceocon, Incorporated, hereinafter called the "Soil Engineer," shall act as the owner's representative. All excavation and fill placement should be done under the observation of the Soil Engineer. Geocon, Incorporated, should be consulted if the contractor or owner wishes to deviate from these specifications. 1.3 The grading should consist of clearing, grubbing, and removing from the site all material the Soil Engineer designates as "unsuitable"; preparing areas to be filled; properly placing and compacting fill materials; and all other work necessary to conform with the lines, grades, and slopes shown on the approved plans. Preparation of Areas to be Graded 2.1 All trees and shrubs not to be used for landscaping, structures, weeds, and rubbish should be removed from the site prior to commencing any excavating or filling operations. 2.2 All buried structures (such as tanks, leach lines, and pipes) not designated to remain on the site should be removed, and the resulting depressions should be properly backfilled and compacted prior to any grading or filling operations. 2.3 All water wells should be treated in accordance with the requirements of the San Diego County Health Department. The owner shall verify .the requirements. 2.4 All vegetation and soil designated as "unsuitable" by the Soil Engi- neer should be removed under his observation. The exposed surface should then be plowed or scarified to a depth. of at least 12 inches until the surface is free from ruts, hummocks, or other uneven fea- tures that would prevent uniform compaction .by the equipment used. C-i GEoqoN 2.5 Where the slope ratio of the original ground is steeper than 6.0 horizontal to 1.0 vertical, or where recommended by the Soil Engi- neer, the bank should be benched in accordance with the following illustration. NOTES INAL GROUND •3' should be 2 feet wider, than the com- paction equipment, and should be a min- imum of 10 feet wide. SLOPE To SUCH THAT SLOUGHING OR SLIDING DOES NOT OCCUR REMOVE AS4 REO14MENDED BY SOIL ENGINEER FINISHED SLOPE SURFACE kXir.l (NOTE 2) The outside of the bottom key should be below the topsoil or slopewash and at least 3 feet into dense formational ma- terials. :iv a (NOTE I) 2.6 After the areas have been plowed or scarified, the surface should be disced or bladed until they are free from large clods; brought to the proper moisture content by adding water or aerating; and compacted as specified in Section 4 of these specifications. 3. Materials Suitable for Use in Compacted Fill 3.1 Material that is perishable, spongy, contains organic matter, or is otherwise unsuitable should not be used in compacted fill. Material used for compacted fill should consist of at least 40 percent fines smaller than 3/4-inch diameter. 3.2 The soil engineer should decide what materials, either imported to the site or excavated from on-site cut areas, are suitable for use in compacted fills; the Soil Engineer should approve any import material before it is, delivered to the site. During grading, the contractor may. encounter. soil types other than those analyzed for the soil investigation. The Soil Engineer should be consulted to evaluate the suitability of such soils. 3.3 Any material containing rocks or hard lumps greater than 6 inches in diameter should be placed in accordance with Section 6 of these specifications. 3.4 The Soil Engineer should perform laboratory tests on representative samples of material to be used in compacted fill. Such tests should be performed to evaluate the maximum dry density and moisture content of the samples. The tests should be performed in accordance with accepted test methods of the American Society of Testing and Materials (ASTM). C-2 GEOCON 4. Placing, Spreading, and Compacting Fill Material 4.1 Unless otherwise specified, fill material should be compacted while at a moisture content near the optimum moisture content and to a relative compaction of at least 90 percent as determined by accepted ASTM test methods. 4.2 Fill materials should be placed in layers that, when compacted, have a relative compaction in conformance with the project specifications. Each layer should be spread evenly and mixed thoroughly to provide uniformity of materials in each layer. 4.3 When the moisture content of the fill material is less than that recommended by the Soil Engineer, water should be added until the moisture content is as recommended. When the moisture content of the fill material is more than that recommended by the Soil Engineer, the fill material should be aerated by blading, mixing, or other methods until the moisture content is as recommended. 4.4 After each layer is placed, mixed, and spread evenly, it should be thoroughly compacted to the recommended minimum relative compaction. 4.5 The fill should be compacted by sheepsfoot rollers, multiple-wheel pheumatic-tired rollers, or other types of compacting rollers that are capable of compacting the fill at the recommen4ed moisture content. Each layer should be rolled continuously over its entire area until the recommended minimum relative compaction is achieved throughout the fill. 4.6 The fill operation should be continued in layers, as specified above, until the fill has been brought to the finished slopes and grades shown on the approved plans. 4.7 Fill slopes should be compacted by sheepsfoot rollers, by track- walking with a dozer, or by other suitable equipment. Compaction operations should continue until the slopes are properly compacted (that is, in-place density tests indicate a relative compaction of at least 90 percent at a horizontal distance of 2 feet from the slope face). 5. Observation of Grading Operations 5.1 The Soil Engineer should make field observations and perform field and laboratory tests during the filling and compaction operations, so that he can express his opinion whether or not the grading has been performed in substantial compliance with project recommendations. 5.2 The Soil Engineer should perform in-place density tests in accordance with accepted ASTU test methods; such density tests should be made in the compacted materials below the disturbed surface. When results of tests taken within any layer indicate a relative compaction below that recommended, that layer or portion thereof should be reworked until the recommended relative compaction is obtained. C-3 (WK)CON p 4 p q Oversize Rock Placement 6.1 "Oversize" rock is defined as material that is greater than 6 inch e s and less than 4 feet in maximum dimension. Material over 4 feet in maximum dimension should not be used in fills; such material should be exported from the site, broken into acceptably sized pieces, used for landscaping purposes, or placed in areas designated by the Soil Engineer and/or approved by appropriate governing agencies. 6.2 The Soil Engineer should continuously observe the placement of o v e r - size rock. 6.3 Oversize rock should be placed in lifts not exceeding the m a x i m u m dimension of the rock, and should be placed in a manner that will not result in "nesting" of the rocks. Voids between rocks should be completely filled with properly compacted (minimum relative com - paction of 90 percent), fine granular material. 6.4 Oversize rock should not be placed within 5 feet of finish pad gra d e , within 10 feet of Street subgrade, or within 2 feet of the bottom of the proposed utility lines, whichever is deeper. Protection of Work 7.1 During construction, the contractor should grade the site to provid e positive drainage away from structures and to prevent water from ponding adjacent to structures. Water should not be allowed to dam- age adjacent properties or finished work on the site. Positive drainage should be maintained by the contractor until permanent drainage and erosion control facilities are installed in accordance with project plans. 7.2 No additional grading shall be done, except under the observation o f the Soil Engineer. LI C-4 (TflC1\T ETCARLSBAD UNIFIED SCHOOL DISTRICT D cAkLSBAD HIGH SCHOOL •• RECEIPT NO. 05268 . RECEIVED FROM RLe$La de-! 'o1 JIr/t- DATE • fo FOR: • • (Goraat kJet) USE OF SCHOOL FACILITIES/RENTALS $ • • REIMBURSEMENTS • USE OF SCHOOL BUS $ ____________ TELEPHONE COMMISSIONS $. DAMAGE TO SCHOOL PROPERTY $ _____________ INSURANCE CLAIMS $ DAMAGED OR LOST BOOKS $ _____________ REIMBURSEMENTS $ (EMPLOYEES)• SALE OF SURPLUS $ • • TOTAL $_ INCOME ABATEMENT 3 unit. I17b • CHARGE TO ACCOUNT NO. - • - • - RECEIVED CASH CHECK • • ... • • RECEIVED By