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Home My WebLink About2564 NAVARRA DR; ; 73-3161; PermitBUILDG PERMIT APPLICtION Permit No - City of CARLSBAD, CALIFORNIA 92008 Applicant to complete numbered spaces only. Phone 729-1181 JOB ADDRESS o '- 5 0 254L M > LEG AL I LOT NO. I TRACT SEC ATTACHED SHEET) I 0 1DESCR. I - I , M OWNER MAIL AS 2 ZIP PHONE7 CONTRACTOR - MAIL ADDRESS 'PHONE LICENSE NO. If -- ARCHITECT OR DESIGNER MAIL ADDRESS PHONE LICESE NO. 4 ENGINEER - - MAIL ADDRESS PHONE - LICENSE NO. 5 LENDER - MAIL ADDRESS • BRANCH 6 USE OF BUILDING I 8 Class ofwork: - ENEW 13 ADDITION 0 ALTERATION 0 REPAIR 0 MOVE 0 REMOVE 9 Describe work: / I 10 Change of use from Change of use to - I - - 11 Valuation of work: $ TPERMIT PLAN CHECK FEE FEE 'I SPECIAL CONDITIONS: Type of Const. tb .' . Occupancy Group 7 Division Size of Bldg. JfL.JL. No. of Max. (Total) Sq. ' Stories 0cc. Load Fire Zone - Use Zone ' Fire Sprinklers Required Dyes DNo APPLICATION ACCEPTED BY. PLANSCHECKEOBV IAPPROVED FOR ISSUANCE BY. No. of . OFFSTREET PARKING SPACES: 11 'Dwelling Units Covered Uncovered NOTICE Special Approvals Required Received Not Required ZONING SEPARATE PERMITS ARE REQUIRD FOR ELECTRICAL, PLUMB- ING, HEATING, VENTILATING OR AIR CONDITIONING. THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUC- HEALTH DEPT. FIRE DEPT. TION AUTHORIZED IS NOT COMMENCED WITHIN 60 DAYS, OR IF SOIL REPORT CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 120 DAYS AT ANY TIME AFTER WORK IS COM- OTHER (Specify) MENCED. 3 I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT. ALL PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT, THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. SIGNATURE OF CONTRACTOR OR AUTHORIZED AGENT (DATE) _ SIGNATURE _OF_ OWNER _(IF _OWNER _BUILDER) (DATE) WHEN PROPERLY VALIDATED ON THIS SPACE) THIS IS YOUR PERMIT PLAN CHECK VALIDATION CK. M.O. CASH PERMIT VALIDATION CK. M.O. CASH INSPECTOR INSPECTION RECORD DATE REMARKS INSPECTOR FOUNDATIONS: SET BACK TRENCH REINFORCING FOUNDATION WALL& WEATHER PROOFING CONCRETE SLAB - FRAMING INT. _LATHING _OR_DRYWALL EXT._LATHING MASONRY FINAL USE SPACE BELOW FOR NOTES, FOLLOW-UP, ETC. 1-25-74 1-24-74. Block wall: O.K. to pour. E. Plude O.K. partial Poured. E. Plude 2-15-74 Grout: O.K. 'B. Nelson 1 ) y o. 42dn 2-28-74 Fdn. Forms: Last units on grade. O.K. B. Nelson 3-13-4 Interior foots fnont pround floor units. O.K. B. Nelson 3-14-74 Exterior foots & slab front ground floor units. _B. iNelson -D CD 3 Q PLUMBING PERMIT APPLICATION Permit No. 7/ Øi City of CARLSBAD, CALIFORNIA Applicant to complete numbered spaces only. JOB ADDRESS 'A F14p z m 0L 0 01 LEGAL IDCSCR. LOT NO. i I an, IR9.190 BLK TRACT (E3EE ATTACHED SHEET) La Costs Snuth Unit 2 o 0 S OWNER MAIL ADDRESS ZIP PHONE IA IS 2 Cbs.. Financial Tne. 234R La mat. Ave.. Le Coats CONTRACTOR MAIL ADDRESS PHONE LICENSE NO. 3 ARCHITECT OR DESIGNER .fAIL ADDRESS PHONE . LICENSE NO. 4 ENGINEER MAIL ADDRESS PHONE LICENSE NO. 5 LENDER MAIL ADDRESS BRANCH 6 USE OF BUILDING 1 !'t Cdfun 8 Class of work: 0 NEW 0 ADDITION 0 ALTERATION 0 REPAIR 9 Describe work: PERMIT FEES No. Type of Fixture or Item Fee SPECIAL CONDITIONS: WATER CLOSET (TOILET) BATHTUB —.53 'eq LAVATORY (WASH BASIN) .jj mmn j SHOWER KITCHEN SINK & DISP. DISHWASHER nn APPLICATION ACCEPTED BY' PLANSCUECKEDeY: APPROVED FOR ISSUANCE BY LAUNDRY TRAY -- - CLOTHES WASHER / WATER HEATER • fin NOTICE - URINAL - DRINKING FOUNTAIN - - THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUC. TION AUTHORIZED IS NOT COMMENCED WITHIN 60 DAYS, OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A - ___________________________________ FLOOR—SINK OR DRAIN .... SLOP SINK PERIOD OF 120 DAYS AT ANY TIME AFTER WORK IS COM- MENCED. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS - ___________________________________ GAS SYSTEMS: NO. OUTLETS - _j jfl - WATER PIPING & TREATING EQUIP. - - APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT. ALL PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS - WASTE INTERCEPTOR - - TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT, THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. PROVISIONS OF ANY OTHER STATE OR LOCAL LAW REGULATING VACUUM BREAKERS LAWN SPRINKLER SYSTEM - SEWER —...€ flft - CESSPOOL SEPTIC TANK & PIT 34 SIGNATURE OFCONTRACTOROR AUTHORIZED AGENT (DATE) /5S - PERMIT $ 1 r4 n TOTAL FEE $1 _A in SIGNATURE OF OWNER (IF OWNER BUILDER) (DATE) WHEN PROPERLY VALIDATED (IN THIS SPACE) THIS IS YOUR PERMIT - PLAN CHECK VALIDATION CK. M.O. CASH PERMIT VALIDATION CK. M.O. CASH INSPECTOR INSPECTION REPORTS DATE ITEM REMARKS INSPECTOR 2_27_74 TTndergDruL plhg. "(p' ty:pp unit-.qt frn-P Arid rear. O. K. B. Ne1on 3-1-74 Underground Pig. O.K. B. Nelson 3-27-74 Underground Fib . O.K. Under east garage. B. Nelson -- 7/ ,/10 frZ'1~( 00p- USE SPACE BELOW FOR NOTES, FOLLOW-UP, ETC. q "04 " 1"?-,7 if r rrJ Al. - 7I — . i• /. 1-19 — ' ELECTRICAL PERMIT APPLICATION - - 0 CD City of CARLSBAD, CALIFORNIA 92008 Permit NO/?7 P1 _. S 0. 0 Applicant to complete nusf'ibered spaces only. Phone 729-1181 - o JOB ADDRESS A'Av4/,?4 I LOT NO. BLK TRACT EJSEE ATTACHED SHEET) LEGAL CH S OWNER MAIL ADDRESS ZIP PHONE 2 4 CONTRACTOR MAIL ADDRtSS PHONE LI CENSE NO. - c.'.11,: '4 er'' ARCHITECT OR OEgIGNER MAIL ADDRESS. PHONE LIENSE N 4 ENGINEER MAIL ADDRESS PHONE LICENSE NO. 5 LENDER MAIL ADDRESS BRANCH 6 USE OF BUILDING 7 8 Class of work: LS4IEW 0 ADDITION 0 ALTERATION 0 REPAIR 9 Describe work: - PERMIT FEES I No. I Each Fee ISPECIAL CONDITIONS: ISSUANCE OF EACH PERMIT NEW CONSTRUCTION, FOR EACH AMPERES OF MAIN SERVICE, SWITCH, PLANS CHECKED BY: PPI(CATION ACCEPTED BY: APPROVED FOR ISSUANCE BY: FUSE OR BREAKER NEW SERVICE ON EXISTING BLDG. FOR EA. AMPERE OF INCREASE NOTICE IN MAIN SERVICE, SWITCH, FUSE THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUC- OR BREAKER TION AUTHORIZED IS NOT COMMENCED WITHIN 60 DAYS, OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 120 DAYS AT ANY TIME AFTER WORK IS COM- REMODEL, ALTERATION, NO CHANGE MENCED. IN SERVICE, FOR EA. AMPERE OF I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS INCREASE APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT. ALL PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT, THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE TEMP. SERVICE UP TO AND INCLUD- PROVISIONS OF ANY OTHER STATE OR LOCAL LAW REGULATING ING 200 AMP. CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. TEMP. SERVICE OVER 200 AMP. PER 100 1. srGNA?uRE.or,coNTRACTOR OR AUTHORIZED AGENT (DATE) - MINIMUM PERMIT FEE SIGNATURE OF OWNER (IF OWNER BUILDER) (DATE) I WHEN PROPERLY VALIDATED (IN THIS SPACE) THIS IS YOUR PERMIT PLAN CHECK VALIDATION CK. M.O. CASH PERMIT VALIDATION CK. M.O. CASH INSPECTOR INSPECTION REPORTS DATE ITEM REMARKS INSPECTOR 2-15-74 Const. Meter - O.K. B. lNelsori USE SPACE BELOW FOR NOTES, FOLLOW-UP, ETC. / ( -. -. .. ELECTRICAL PERMIT APPLICATION 2 i'o City of CARLSBAD, CALIFORNIA 92008 / 1 Aaolicant to complete numbered spaces only. Phone 729-1181 Permit No'7 tf - JOS ADDR £55 a5 LEGAL 1053CR. I I LOT NO. SLK TRA I (c3SEE ATTACHED SHEET) 2, OWNER MAIL ADDRESS ZIP PHONE 2 L 1r iL 2 .2.3 4 F /i CYi 114e /A &AP"if CONY CTOM MAIL ADDRESS ?' PHONE LICENSE NO, STATE CITY ARCHI4ECT OR DESIGNER -- MAIL ADDRESS PHONE LICENSE NO. 4 ENGINEER MAIL ADDRESS PHONE LICENSE NO. 5 COMPENSATION INS. CARRIER MAIL ADDRESS BRANCH 6 USE OF BUILDING 31 d,i,t OOMA' 8 Class ofwork: WN00EW DADDITION DALTERATION DREPAIR 9 Describe work: ..1EL9 PERMIT 'FEES ISSUANCE OF EACH PERMIT No. Each Fee SPECIAL CONDITIONS: / - Uzi NEW CONSTRUCTION, FOR EACH AMPERES OF MAIN SERVICE, SWITCH, FUSE OR BREAKER APPLICATION ACCPTED BY: I PLANS CHECKED BY: I APPROVED FOR ISSUANCE BY. I•/i' LATE / $7i/ NEW SERVICE ON EXISTING BLDG. FOR EA. AMPERE OF INCREASE NOTICE IN MAIN SERVICE, SWITCH, FUSE THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUC- OR BREAKER TION AUTHORIZED IS NOT COMMENCED WITHIN 60 DAYS, OR IF - CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 120 DAYb AT ANY TIME AFTER WORK IS COM. REMODEL, ALTERATION, NO CHANGE MENCED. IN SERVICE, FOR EA. AMPERE OF I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS INCREASE APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT. ALL PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TEMP. SERVICE UP TO AND INCLUD- TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT. THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR LOCAL LAW REGULATING INC 200 AMP. CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. TEMP. SERVICE OVER 200 AMP. PER 100 SIGNATURE OF CONTRACTOR OR AUTHORIZED/EN (DATE) PERMIT FEE SIGNATURE _OF_ OWNER _(IF _OWNER _BUILDER) (DATE) WHEN PROPERLY VALIDATED (IN THIS SPACE) THIS IS YOUR PERMIT PLAN CHECK VALIDATION cs.. M.O. CASH PERMIT VALIDATION CK. M.O. CASH INSPECTOR - 74jL13)_ INSPECTION REPORTS DATE EM REMARKS INSPECTOR USE SPACE BELOW FOR NOTES, FOLLOW-UP, ETC. X • Qrrratr UI O3rrnpanrj CITY , OF CARLSBAD 4 4 This Certificate issued pursuant to the requirements of Section 306 . i >> < of. the Uniform Building Code 'certifies that at the time of issuance this structure complies with applicable ordinances of the City regulating building construction use. 4 4 . Us.Clossificotion CHASE FINANCIAL, INC. Bldg. Permit No. 73-3161 4 4 ,. H/J . V-N 3 R-D-M .up Type Con stru at. on Fire Zone Use Zone________________ 4 4 Occupant Load . OwnevofBuildinr_CHASE.FINANCIAL,.__INC. ___'Address 2348 LA COSTA AVE., CARLSBAD 92008 Building Address 2564_NAVARRrA_pRIME_*. ocality COSTA. _LFB 4 -,• J ____By____________________ 4 Date_ MARCH 31,1975 4 NOTE: Alterations, changes, additions or changes of occupancy nullifies this certificate. (Post in conspicuous place) ) t ICIiIY OF CARLSBAD PUBLIC WOI1K_j& BUILDING DEPARTMENT 200 Elm Avenue 729-1181 Llot Ssubd iv is i on C=City contract I ..- -----..---- _._ Site Address . A4'- sSurety Bond Bond No. Legal Description Map No. 17--,;,- Sure ompany Subdivisi6h Name . Surety Address )wner Phone Date File by d )wner's Address -Yy- C deposit Rec' 'lans by Ciyil Engineer R.C.E. ____ The following documents are required and sh become a part of the grading permit when th are approved. X.Grading plans Specifications Soil report Vicinity map _Drainage structures Retaining walls _Compaction report Other Address Phone ñz't. L,I. Soil Engineer R.C.E. . Phone Grading C,qntractor Phone a1 )iz, . 9 7-1 Address Check if supervised 337#ij &agr~_ _c,-c,flgradinq SPECIAL CONDITIONS WHICH ARE MADE... A PART OF THIS PERMIT. 'arty responsible for overall supervision -,1.-y I. Authorized hours of operation: 7:00 AM Proposed use of gracre site 39' t,jj 5:00 PM, Monday-Friday. Haul routes are to be approved by City 'umber of cubic yards Cut Fill Import Waste Engineer. .Adeguate provisions shall be made for erosion and siltation control. All slopes shall be planted per directior I65bO I2.4itO 0 4/ 00 of Parks & Recreation Director., ) o.fc . I -..;• ' r-- ota I ____________________________ Compacted fills (yes or no) Ile _C// L A>. Ca,> Proposed Schedule of Start Finish Operations (dates) ,Y/9i I hereby acknowledge that I have read the applica- tion and state that the information I have provide is correct and agree to comply with all City ordinances and State laws regulating excavating anc grading, and the provisions and conditions of any permit issued pursuant to this application. Signature of Permittee___________________________ Owner or author' ized agent - INSPECTION . ' INSPECTOR' DATE SIGNATURE Ground preparation Rough grading - Compaction report rec'd. Planting & drainage Final certification rec'd. Grading permit fee $ Work completed Su ety bond released Permit Valida..tion by It'4'2 Ac Date Permit Expiration Date , /1 /73 THIS FORM WHEN PROPERLY VALIDATED BY SIGNATURE IS A PERMIT TO DO THEWORK DESCRIBED THIS PERMIT IS VALID FOR A SIX (6) MONTH PERIOD I' • • CONEER ENGINEERING tub. DAL. C4AS ZOWD'P-A 188 C.- ç c, I I vA I - \JBx4±_\ —AM,,Jr To CT'C- j S IS LI 20-li ( /l. € TO F b0Ti4. AN•J 2J!±! PL4 VA MP @ CUT OUT (+QP-. 7895 Convoy Court I i San Dleao. Calif. 92111 PROFESSIONAL REGi (ERED INSPECTIONS, flu,. Phone 292.0660 INSPECTORS WEEKLY REPORT Ali? NO FOR WEEK ^ EN 01ON _-2- 7C( 19 COVERING WORK PERFORMED WHICH REQUIRED APPROVAL BY 0 PEINFflRCED CONCRETE 0 PRE. STRESSED CONCRETE REINFORCED MASONRY L 'STL1CT. STIFL ASSE8LY 0 GLUE-LAM. FABRICATION 0 REINFORCED r,YPSIIM 0 OTHER 0 PILE DR I V I N. B ACRESS 23 fciy'P' BUILDING PERIT NUMBER ho PLAN TILE NUMBER - C//I'f5 7c us * PC NI T £ C T L/IDF/?Ih5','(/ CONSR. '.4AL. TVPEGRAOE ETC.' Al DESIGN STRENGTW I SOURCE OR MPGR. ENGINEER ESCR' BE MATL IMIA DESIGN RE- AR GRADE I M ETC.) WELD-BOO ETC E 70f f9clpS GENERAL GENERAL CON TRACTOR CO TB. OO:tG qE REQ K iLCo Si2c LAB. RECEIVING I TESTING CONSTR. M*TL. SAMPLES INSP'N. DATE LOCATIONS OF WORK INSPECTED. TEST SAMPLES TAKEN. WORK REJECTED. JOB PROBLEMS. PROGRESS. REMARKS, ETC. INCLUDES INFORMATION ABOUT - AMOUNTS OF MATERIAL PLACED OR WORK PCPFORMEC), NUMBER TYPE S IOENT. N05. OF TEST SAM PL ES TAKEN: STRUCT CONNECTIONS IWELDS MADE T. BOLTS TDRQUCOI CIECK ED1 ETC. 2101' sf7''i e i1 . C0/7 ( & pe,tei,) %7 3ees W go de 7 LIP/I Lyt"/I1i eos?.7&Aj a ///3psep4v7. 7,4/i3 A'# W e 1109&- i/JX? 1- 44 'W 194 ",ci AOt'A,vcO TES Lt Lic 44. RECEIVED MAR 7- 1974 CITY OF CARLSI3AD Building Department. CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK. UNLESS OTHERWISE NOTED, I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS, SPECIFICATIONS, AND APPLICABLE SECTIONS OF THE GOVERNING BUILDING LAWS. 6'4zv,~' i.;-.* Br r prGIsrBr I flCR ATG' 0I.roP REGISTER NUMBER • -.•-•. ORDINANCE NO. 8058 -1- (PLEASE RETURN WITH ORIGINAL PLANS .70OPTING 1970, U.B.C. PLAN CHECK LIST MAKE ALL CORRECTIONS CIRCLED BELOW Owner City State 573 Architect Engineer Total Allowable Fleir Area S. Pt. Basis for Increase ON PLANS MINK & FLAG FOR IDENTIFICATION. ) P1an- Check -No 7.- Pr: 3c 3t Address A/Z1.7zf4.4t oa Type of Ccnstruction 2/L.Occupancy Classification Fire Zone Ne...? _Stories___________ Plocz Area: Occupant Load Valuation 1970 Uniform Building Cede Plan Checker (/i/// Seismic Zone No. X47 0E!EAL C0!T!TS: Handicapped Facilities reguired (see attached sheet) Health Department approval required In the absence of uses specified on floor tians for all ereas, the occupant load has been based On one per , sqizare feet. fer the unidentified areas. The validity of this should be confirmed to your satisfaction. ALLsiçjns rcr1uir nermif-.. Identify Units by T.etf-er nr N1mthr (for Addrs 4.t. ( ACi -'' •.• --&/ . D'ZL. s/ NONSTRUCTtT?AL CCT'"'JTS. C '0ro.ndelesatio-is si-s_id be shown at corners of the bild1ng and at changes in grods1ore. The ground elevations should be taken at the lowest point between the c ttr1or'wal1 and a point 5 feet cut or at the property line, if closer. Where .th etcr1' wall is parallel to and within 5 feet of a public sidewalk, • :• : alley; or other public way, the ground elevations eheuld be the elevation of the public way. The number of stories in this batiding cannot be determined until this data is f&wnished. The basement (cellar) is considered the first story. See "story" in Section 420. The building area insiues mezzanines and balconies, except for private balconies or portions thereof projecting beyond the adjacent exterior wall line. The total floor area la lbtitei to !q-41-17t test including increases of _prceent for 1oation in Znc No. 3, percent fr ___ --foot yardc, ]GG psrctnt tr iuitist.i,ry conditio. and_triITr.EEYL:g for sprin2i1ers. Sections 505 and 506. Unobstructed yards of feet should be rmintainod on - sides of the building :,or area oses. Section 506. dr o. -hour area separation walls should cemly with Section 505 (c). - ~(a)Extend vertically fron the tovdtion to a point 30 inches above the g root except r--der the fallng conditions: If the root is of at least tu-hou.' fire-resistive construction, If for a two-hori' area separation wall, the root for 5 feet on each side of the wail is of one-hour fire-resistive construction. Total width of all openings limited to 25 percent of the wall length In the story wader consideration. All openings protected with fire asscmblies having a tire-resistive rating of one-and-one-hilt (three) hours. Ducts through area separation walls should be avoided. If allowed, tire dampers on each side of the wall are required. Section 43.7014, U.B.C. Standards. No through penetrations with elec. ,p1Inbc., etc. allowed Area se.paratic.nt need not extrud to the outer edges or horiontal projocting elencnt:s swh as bleonie.a (rvtt ovehir) (canopies) (vrçu.e.cs) (archi- toatrr.l pvc1cct,iclv3) if th-. (,:rr. 'all at the terrt.at1on of the sepa- ration %:a]]. and thc projet1r eie'cntM above are of r1et ]et than one-hour tirc.-re51st.1'bo cotit:ction Ifor a width to the depth of the projec ting elements uILh openings I n thi:: width protected with thrcc.-fourthc-hour five- resistive aescbi1uc. Sotton 513 (c)-:. Show on Floor Plans. r -d -2- Area separation walls at points of a building having different heights.- (a) may extend only 30 thhes above the lower roof level provided the exterior wall above j5:OtOflehO' tire-resistive construction to a height of 10 feet above the lower roof with openings protected with three-fourths-hour fire-resistive aecmblies. (b) may terminate at the lower roof provided the roof is of at least one- 'ur fire -resistivc.constrction wi:uut openings for a width of 10 tct.t measured from the will. Section 505 (c)..4. A -bur fire-resistive occupancy separation in conformance with Table No. 5-B and Section 503 is required between the following: Horizontal occupancy separations should be supported with a structural system having equivalent fire-resistive protection. Section 503 (b). Vertical occupancy separations shld extend through underfloor and attic areas, including areas where fire-resistive ceilings are specified. The. building is limited to stories (_. feet in height) as a Type structure. Section 537 and Table No. 5-D. TYPE OF CONSTRUCTION •. - Mezzanines should comply with the definition set forth in Section 411. (a) The floor area cannot exceed one-third the floor area of the room in - which it is located. The policy of the term "total floor area in . that room" is as follows: The mezzanine must be open to the area below except for handralls. No rooms directly below the mezzanine floor are allowed except for bathrooms, entry areas and closets. Kitchens having each common wall a least 50 percent open to the area are allowed. (b) The clear height above and below shall be at least 7 feet. Roof coverings should be fire retardant. Section 1602 (b), 1603 (a) or 170. Details or specifications complying with Section 3203 (e)- are required. Fixed partitions should conform with Section 1705 (a). Details are required. Folding partitions should comply with Section 1705 (b). ....._______ Building paper should be applied to exterior walls as specified in Section 1.707 (a). Enclosures for floor openings should comply with Table No. 17-A and Section 1706. Details should clearly indicate this. Minimum No. 9 gauge wire or the equivalent is required for horizontal reinforcement in anchored veneer in Seismic Zone No. 3. Section 30.104 (a) of U.B.C. Standards. Tics should be anchored to this reinforcement. Exterior veneer more than 20 feet in height attached to wood framing is not allowed unless provisions for differential movement are approved by you. Section 3001 (b). . Anchored veneer over 20 feet in height should be supported with noncombustible, corrosion-resistant ledgers at a maximum of 12 feet on center above the 20-toot height. Section 3006 (b). Show Planter Box Details as per Sec. 2517 (c) Rooms in which rubbish (linen) chutes terminate should be separated from the remainder of the buildIr with a one-hour occupancy separation. Section 1706 (c). Note special treatment of chute for chart protection as it enters the rubbish room. Openings Into rubbish and linen chutes should not be located in required exit corridors or stairways. Section / (c) Nonabsorbent finish and backing for toilet room floors, walls ottoi1et compartments, and walls around urinals should conform with Section 1711 (a). Exterior walls of Type III buildings should be noncombUstIh1 constructIon. Zcctlor. 2001. Z A property line should be assumed between court walls to determine wall and pening protection. Section 501 (c). Also see definition or court. Section 04. . . Exterior (court) walls within . • feet of property lines should be of _______.-hour construction. SecTion 03 (a). Fire-resistive rating of exterior walls should be maintained through attic areas. Section '4304(c). Openings In exterior (Court) walls within - feet of property lines should be protected with three-fourth.-hour fire assemblies. (Section 03 (b). Usable space under the first floor except in Group I (J) Occupancies should - be enclosed as required in Section 1703. Fire-ror.istivn construction for structural elements In the exterior walls chou).d comply intli Yoolnot;c Ho. 1 of Table No. 17-A and Section See Section 1702 for clarification. r -3- - Combustible materials framed into a fire-resistive wall should. have one-hair the required thickness as end protection. Section 14304 (b). Eight-inch concrete block wails should be grouted solid to quality as a four- hour fire-resistive assembly. 1teni'1o. 30, Table No. 143-B, including 'PsotRotes 2 and 7. : Heavy timber construction does not quality as fire-resistive construction nor Is it recognized in Type V buildings. Table No. 17-A. Parapet 'alls not less than inches in height are required. Section 1709. Bave overhangs and similar architectural projections should comply with Section 1710. Shower stall walls should. be finished with a hard, nonabsorbent surface to a height of 6 feet. Section 1711 (b). Fiberglass or other prefabricated finishes should be covered by a research recommendation or complete Justifying data under Section 106 should be submitted. Doors and panels of shower and bathtub enclosure should comply with Section U. 1711 (c to e). Projections beyond the exterior wall should conform with the least restrictive of the following: A point one-third the distance to the property line from an exterior wall. Section 504 (b). A point one-third the distance from an assumed vertical plane located where fire-resistive protection of openings is first required due to location of property. Section 5014 (b). Envelope ceilings should satisfy the following conditions. Section 14303 (6)-6. (a) fhould not be used to prev ide tire piotection for beam and girders supporting more than one floor. (b) Columns should be Individually fire protected. (c) Duct and outlet openings are limited to 100 square inches jr. each 100 square feet of ceiling area and should be protected with approved fire dampers. (d) Electrical outlet boxes should be of steel and net greater than 16 square inches in area. Gypsum board or plaster ceilings in conjunzation with fire-resistive assemblies should be supported at intervac net exceeding 16 inches. Items 22 through 27, Table No. 143-C. Wood Trusses do not Comply. Fire-resistive lightweight concrete fill or. wood decks at weather-exposed locations require gratsr density and strength than for interior conditions. Conforirance with research recommendation conditions is required or justifying data should be submitted under Section 106. Unless specifically allowed by a research recommendation or substantiated with test data under Section 106, special coverings for decks, balconies, patios, etc., cannot replace any part of a fire-resistive assembly in reference to Footnote No. 14i Table No. 43.-C. Attention is directed to Fire-resistive systems involving weed trusses should comply with applicable research recommendations. Conventional fire-resistive systems using wood joists are not applicable. Reference is made to Item 10, Part II, Research Recommendation No. 1000; one-hc;.r ceiling construction, Part II, Research Recommendation No. 1352; or Zte= C4, Part II, Research Recommendation No. 1602. Note that all involve double gypsum board with resilient channels between. Wood stripping or suspended wood systems for gypsum board ceilings should be not less than 2-inch nominal thickness. Section 14704 (b). (Section 4703 (b) for wail stripping.) Final partition layouts and details should be submitted prior to installation to justify c&mpliance with occupancy, tire-resistive, structural and exit requirements. Justifying test data in conformance with Section 106 or an ICB0 research recommendation is required for Oroup B B-3 Occupancies should be of one-hour fire-resistive construction if located In a basement or above the first story. Section 702 (b). B-2 Occupancies with an occupant load of 1000 or more should be in Types I, II or III ono-hour buildings. The assembly room should not be in a basement If it contains this high occupant load. Section 702 (b). The main entrance should front directly upon or Wive a 20-feet wide access to a public way at least ;:o foot in w1di. Section '103. Light and vcnt1iatni sh'uld cc,mply with Sect-ion 705. a -4- _______ A cs-2o.n' irereristve c ;arcy ep.z?.tiasn is uiL'ed between the boiler or central heating p1tt aad the rest of the b11d1ng. Section 708. Exterf or c;is or ros :aIn! :i b..ilr or oentral heating plant should be protected with t e.-tc th-oir fIre-resistive assenbiles that are fixed, a:tcit.tIc, or self-closing it located below openings in another story or it l' th.n li eet froA ether deors or windows in the same building. Sectisn 708. An apnrved, conspic'.islyarked, o"tside gas shutoff valve is required. Section 708. Group C Buildings housing C 0ccy.pancies should be of one-hour tire-resistive con- struction throughout. Section 802 (a) and Table No. 5-0. Use of rooms should be clarified. Note that reons having an occupant load of more than 103 and roor.z used for kindergarten, first or second grade cannot. be located abo?e the first story above grade except in Typo I construction. Section 802 (b). A one-hours fire-resistive separation is required between laboratories, shops, storage ret-ma. These areas should also be separated from other classrooms. Section 802 (b). One required exit should front directly upon or have a 20-toot wide access to a public way at least 20 feet in width. Section 833 (a). Sanitary facilities should be provided in accordance with Section 805. Light and ventilation should comply with Section 805. A cne-haux' fire-resiative occupancy separation Is required between the boiler or central heating plant and the rest of the building. Section 838. An approved, conspicuously marked, outside gas shutoff valve Is required. Section 808. - Open plan educational buildings under Section 810 should comply with other applicable sections. This includes special requirenents for fire sprinklers In Section 3317 W- Group D D-1 Occupancies should be of Type I or II construction unless complying with - the Exception in Sectiñ902 (b). D-2 (3) Occupanciet anculd be of ene-hour tire-resistive construction throughout. Table No. 5-C. Light and ventilation should comply with Section 905. A one-hour tire-resistive occupancy separation is required between the boiler or central heating plant and the rest of the building. Section.908. Exterior openings for roms containing a boiler or central heating plant should be prtected with three urths-u2 tire-resistive assemblies that are fixed, autaatIc, or self-closing if located belcu OPOflifl5 in another story or If less than 10 feet from other doors or windows In the sane building. Section 908. An approved, conspicuously mared, outside gas shutoff valve is required. Section GroupF n order to allow the added story height and/or omission of area sepa- ration walLs in the parking areas, the following conditions set forth In Section 1102 (b) should be observed. The parking level is of Type I construction. There Is a three-hour nor.combustible occupancy separation between the parking area and the occupancy above. Cc) Structural support for the three-hour floor should have equivalent fire-resistive protection. Eight-Inch concrete block walls, where used wider- this condition, must comply with Table No. 43-B or have all cells grouted. Section 503 (d). (d) Enclosures for floor openings should be of two-hour construction. - Openings in the enclosure walls should be protected with labeled one -ar.d•• one -ha lf-hour tire assemblies or approved tire dampers. The proi4bns of -Section 1102(b) are applicabie to area and stry1imi- tatioris only. - Exiting requirements of Chapter 33 are based on the total number of stories in the building. Wet and dry standpipes are required in four-story buildings. Sections 380' and 3803. Motor vehicle service stations should be of noncombustible or one-hour tire-resistive construction. Section 3.102 (b). Heavy timber roots for one-story service stations are also allowed. Floors of storage garages should be entirely protected against saturation. Section 1102 (b). Storage areas in excess of 1000 square feet- in connection with wholesale or retai.l sales vr hsuld be separated front the puLl] Ic are-is by a one-hour fire-resist:i,vr. onn.pancy scparat1cn. Firt-sprInklers )'%y be used to Increase thr: area or waive the separations as Set forth In SectIon, 1102 (b). -p Light and ventilation should comply with Section 1105. Mechanical ventila- tion is required in garages exceeding 5000 square feet. Exhaust ventilation at or near floor level is required by Section 1105. A one-hour tire-resistive occupancy separation is required between a boiler room or central heating plant and the rest of the building. Section 1108. Oroups 11 and I An H .upancy more than two stories in height or having more than 3000 square feet above the first floor should be of one-hour tire-resistive construction throughout. Section 1302 (b). The following rooms should have window areas as specified in Section 13051(a) (1405 (a)), one-half of which is openable. Mechanical ventilating system In baths shu1d provide five air changes per hour directly to the outside. Section 1305 (a). Section 1405 (a). Fan capac1.ty should be specified Windows from ______ should not be considered as furnishing required light or ventilation since they do not open to a yard, court, or street in accordance with Section 1305 (a). Section 1405 (a). Courts bounded on four sides with walls should be at least 10 feOt in length. For courts more than two stories in height, the required width should be increased by 1 fbot and the required length by 2 feet for each additional story. Section 1306 (c). Habitable rooms in cellars are not allowed. See "habitable room" defini- tion in Section 409. The intent is to prohibit such rooms to be formed with retaining walls. ___ room does not have the minimum ceiling Height required In Section 1307 (a). Section 143.6 (a). room should have a minimum superficial floor area of square feet. Section 1307 (b). Section 1406 (b). A toilet room should not open directly into a kitchen. Section 1305 (b). Section 1405 (b). Efficiency dwelling units should comply with Section 1308. A one-hour fire-resistive occupancy separation is required between a boiler room or central heating plant and the rest of the building. Section 1312. Every dwelling unit and guest room should have comfort heating facilities as specified in Section 1311. (Section 1409) Orbup. J Occupancies are limited to 1000 (3000) square feet in floor area and one story in height. Section 1502. Exhaust ventilation openings in a garage are required by Section 1504. Oarages should not open directly into a room used for sleeping purposes. Section 1504. An approved rioneombustible material is required for garage floor surfaces. Section 1504. EXITS: .1 conforming exits required from the areas below as specified in Section 3302 (a). 1) A Exits should have a minimum separation of one-fifth the perimeter of the room or area served. Section 3302 (c). Note that 'perineter" is along the outer boundary of the room or area served. For irregular shaped buildings or build-ings with inner courts, it has been the policy to use the periitetor of a square whose area is equal to that of the actual buildinF to determine the required minimum separation of exits% en this basis the distance between exits should be at least feet. - An occupant load sign is required In the Section 33010). No point In the building should be more than 150 (200) feet from an exterior exit, horizontal exit, enclosed stairway, or exit passageway, measured in the direction of travel. Section 3302 (d). Exit doors should swing In the direction of egress. Section 3303 (b). Double acting doors are not allowed where serving a tributary occupant load of more than 100. Section 3303 (b). -6- ________ Exit doors should be openable from the inside without the use of a key, special knowledge, or effort. Section 3303 (c). Note also that surface mounted flush or surface bolts are prhibitcd.. Automatic flush bolts are allowed on pairs of doors provided the door with the flush bolt has no knobs or surface mounted hardware and the unlatching of any leaf requires only a single operation. Exit doors should be a minimum size of 31-0!' x 6.I_811 with auinIinumdoor swing of 90 degrees. Section 3303 (d). The net catinension (clear width) at doorways should be used In determining exit widths required by Section 3302 (b). Section 3303 (d). In consideration of door thicknesses, panic hardware, door swing, etc., the required exit widths have not been furnished. See door A floor or landing not more than 2 inches below the threshold Is required on each side of an exit door. Section 3303 (h). (I Occupancies excepted.) Doors should not project more than 7 inches Into the required corridor width when fully opened or more than one-half Into the required corridor width when In any position. Section 3304 (d). Revolving (sliding) (overhead) doers are not permitted as exit doors. Section 3303 (f). Exit doors should provide Immediate access to an approved means of egress. : Section 3303 (g). Exiting through another room does not comply unless the room complies as an accessory area in compliance with Section 3302 (e). A landing or floor that is level or not more than 2 inches lower than the threshold is required on each side of an exit door. Section 3304 (h). Supplementary doors for egress purposes should also comply with all provisions bf Chapter 33. Section 3303 (j). Corridors should have a minimum width of 44 Inches. Section 3304 (b). Corridors serving nonambulatory persons should have an 8-root minimum width. Section 3318 (c). Dead end corridors are limited to 20 feet. Section 3304 (C). Walls and ceilings of corridors should be of one-hour fire-resistive construction. Section 3304 (g). An architectural section through the corridor Is necessary to determine how this is accomplished. See the enclosed sheet of recommended details. Exterior exit balconies cannot project into an area where protected openings - are required. OiDuIANCE ?off.5 5c. i ...iU) Interior openings into corridors should be protected as set forth in Section 3304 (h). Twenty-minute rating for door assemblies requires Compliance with a specific research recommendation or a labeled fire assemb.y. The latter would result In a 45-minute rating since it is the minimum presently labeled. Stairway should have a minimum width of _inches. Trim and handrails should not project more than )7~_ inches Into the required width. Section 3305 (b). Risers on stairways should not exceed 7-1/2 inches and runs should not be less than 10 inches. Section 3305 (c). Landings on stairways should have a dimension in the direction of travel equal to the width of the stairway but need not exceed 4 feet. Section 3305 (r). Basement portion of stairways should have an approved barrier where continuous to upper floors in an exit enclosure. Section 3305 (g). Vertical distances between stairway landings are limited to 12 feet. Section 3305 (h). Handrail should be placed not less than 30 Inches nor more than 34 Inches above the tread. Section 3305 (1). Two handrails are required where stairways exceed 44 inches in width. (No handrails If less than four risers.) Guardrails for stairs, balconies, and landings should conform with Sec- tion 1714. Note that maximum clearance between intermediate rails Is 9 inches and rail height should be 42 Inches. Openings in exterior walls within 10 feet of exterior stairways should e protected with self-closing three-fourths-hour fire-resistive assemblies. Section 3305 (Ic). Enclosed usable space under interior stairways should be protected on the enclosed side as required for one-hour fire-resistive construction. Section 3305 (1). Noncombustible exterior stairs are required. Section 3305 (m). Exterior stairs should not project into an area (yards or courts) where wall openings must be protected. Section 3305 (m). All required Interior stairways which extend to the top floor In any building four or more stories in height shall have provided at the highest point of the stair shaft an approved hatch openable to the exterior not less than 16 rquare feet in area with a mininuni dimension of 2 feet. Section 3305 M. One stairway shou].d extend to the root. Section 3305 (n). It must be in a smol:cpi•oof cnlr,ure in buIldir.s over 75 (cot above the highest grade. Section 3309 (14. -I- • Six-foot 6-inch nint's he;droc'si clearance for stairways should be Indicated on plans. Section 335 (r. Note that this Is from a plane tangent to the stairway. tread. nosings. Ramp slopes should not exceed one foot in feet. Section 3306(c)(d). ) Surtaceams should be roughened or of a nonslip material. Section 3306 (f). L - Stairways should be enclosed as specified in Section 3308. - One .4wo4-hour tire-resistive w-., are required. Only exit doors are allowed to open into exit enclosures. (o) Doors should be labeled one (ene-and-one-halt)-hour fire assemblies with additional requirement of suximum 11500F. temperature rise above ambient after 30 minutes of fire test. (d) Exit enclosures should include a corridor on the ground floor extending to the exterior. Fire-resistive construction should be as required for the exit enclosure, including protected openings. Only exit doors are permitted to open into the corridor. (o) An approved barrier is required at the ground floor to prevent people. from accidently continuing to the lower level. (f) Usable space is not allowed under-the stairs. One exit from the building should be a smokeproof enclosure complying with Section 3309. - 4-'?, I '. Openings into exit cov slessthsn-lO-feetw1de. should be protected with labeled 45-minute fire assemblies. floor areexempted. No openings other than required exits are permitted in exit passageways. The passageways should be or -hour fire-resistive construction. Section 3311 (a). Openings should be protected with labeled three-fourths- hour fire assemblies. Exit signs should be provided in conformance with Section I PI1FT Aisle (cross aisle) in auditorium should have a minimum width of Section 3313 (b). Section 3313 (e). _______ Panic hardware is required on exit doors serving Group B Occupancies having an occupant load of more than 100. Section 3316 (a). In lieu of this, doors should have no locks or latches. Main and side exits in conformance with Section 3315 are required for B2 (1) Occupancies. Section 3316 (a). Every room in a C-i Occupancy shall be- provided with exiting complying with Section 3317 (a). This requires tire-sprinklers unless the specific require- ments are followed. Corridors of Group C-1 Occupanciei should have a width required by Section 3302 plus 2 feet, but not less than 6 feet. Section 3317 (b). Each floor above or below the ground floor level of Group C Occupancies should have no less than two exit stairs. Section 3317 Cc). Exit stairs serving an occupant load of more than 100 in a C Occupancy should have a minimum clear width of 5 feet. Section 3317 (c). - Exit doors cannot be more than 2 feet narrower than the required corridor width in Group C Occupancies. Section 3317 (d). Exit doorè from schoolrooms should swing In the direction of egress. Section 3317 (d). Rooms of Group C Occupancies used by pupils and located below grade should have one exit leading directly to the exterior of the building. Section 3317 (e). Panic har'dware Is required on exit doors serving rooms containing more than 100 occupants and In corridors of Group C Occupancies. Section 3317 (f). Every room in a Group 3) Occupancy should have access to at least two legal means of ogress. Section 3318 (a). Doors from bedrooms and wards of Group 3) Occupancies and all exit openiigs. where nonambulatory patients are housed should have a minlmtim clear width of 114 inches. No projections in this width are allowed. Section 3318 (b). Panic hardware is required on exit doors serving more than fifty-occupants In 3) Occupancies unless there 13 no latch or lock. Section 3318 (f). Every sleeping room below the fourth floor should have one openable window or exterior door conforming to Section 130 (140) for emergency exit or rescue. This includes mezzanines. FLOOR, ROOF CONSTRUCTION, COVER luG • SKYLIGHTS, ROOF STRUCTURES Venting Is required for elevator shafts extending more than two stories. Scàtlon 1706 (d). The larger of 3-1/2 percent of the shaft area or 3 square feet per elevator should be provided. The rpaco between wood floor construction and a suspended coiling below should be divided into areas not exceeding 1000 square feet. Section 2517(0. Ssoke and heat vents should ba provided In accordance with Section 3206 (a). • - Attics cob3tible material should be d1.'ided Into areas not exceeding 3000 (9030) square feet. section 3205 (b). Root drainage should be conducted under the public sidewalk. Section 3207(e). Overflow drains having t.ha sane size as roof drains and on independent drain lines are required. In lieu of this, overflow scuppers three t1m.s the size of roof drains should be installed In parapet walls.. Overflow system should have Inlets located 2 inches above the 1'w points of the roof. Section 3207(c). The aggregate area of penthouses and other roof structures cannot exceed 33-1/3 percent of the supporting roof area. Section 3601 (b). Concrete floor slabs on grade should not be less than 3-1/2 inches thick. Section 2629. . FIRE EXTINGUISHING SYSTEMS An approved automatic fire-extinguishing system Is required in the Section 3802. This Includes blind spaces enclosed wholly or partly by combustible construction. U.B.C. Standard No. 38.138(0. Dry standpipes are required in buildings four or more stories in height. Section 3803 (b). Wet standpipes are required as specified in Section 3804. Combination standpipes are required in buildings exceeding 150 feet in height. Section 3805. They may be substituted for wet and dry standpipes. Fire-extinguishing system plans should be submitted to you to determine compliance with applicable building, plumbing, and fire codes. Chimneys should comply with Section 3702. Fireplaces and barbecues should comply with Section 3704. Firealarm system as per Title 24 of Chapter 13, Section B 1316. FIflISH WORK The Interior wall and ceiling finishes should be specified and comply with Tablo. No. 42-B and Section 4203. Gypsum wallboard (interior lath and plaster) cannot be installed on weather- exposed surfaces. See Section 424 for definition. 'Glass and glazing should comply with Chapter 54. Type and thickness of glass should be specified. Glass and glazing in hazardous locations should comply with Seètion 5406. Skylights should comply with Chapter 34. Plastic skylights are allowed only under the conditions specified in Section 5205. Ranges should have a vertical clearance of 30 inches above the cooking top to unprotected combustible material. This can be reduced to 24 inches if the combustible material Is protected with niniu.1/k - ineh asbestos nfllboard, No. 28 gauge sheet metal or a metal ventilating hood. Section 1901 (a) - Uniform Mechanical Code. STRUCTURAL COMMENTS - - - ..---Soi1s Report Required. . . .. . . - ..... Special inspection in conformance with Section 305 is required for the following work: . . Structural concrete where the design is based on an ultimate compres- sive strength in excess of 2000 pounds per square inch. All welding except where done in the shop of an approved fabricator. Installation of high strength bolts. .(d) Prestressing work. . . . Soil classification, in conformance with Table No. 29-C and ____ pounds per square foot soil bearing value used in design should be specified on plans. Value is subject to your approval. Section 2904. The towdation investigation report mentioned in plans was npt included In data forwarded to us. It should be suhnitted for review. Aoccptance of tho foundation investigation report is recommended contingent on compliance with local ordinances. All masonry or concrete elements resistthg seismic forces should quality as reinforced o1cmnts. Section 2314 (k)-3. Concroe shear walls should comply with Sections 2632 and 2617 (3). Precast concrete wall panels are limited to an hit ratio of 36 (25). Section 2622 (c). -9- Wood members nay support loads from masonry or concrete only under the condi- tions specified in Section 2516 (a). Structural calculations should be submitted to justify the adequacy of the structural system in resisting seismic and wind loads, and supporting dead and live loads. This includes foundations. Justifying calculations and details should be provided for The roof should be designed for uplift wind pressures with due consideration for lateral support of compression flanges or flexural members. Floor load should consider a 20-pound per square foot partition load. Section 2302 (b). Marquees should be designed for a 60-pound per square foot live load. Table No. 23-A. Garages for the storage of private pleasure cars should be designed for a minimum 2000-pound wheel load. Section 2302 (b). 2x laminated beams should be spiked together as specified in Table No, 25-0- Section 2518 (c). Live load signs are required. Section 2309. See Glued-laminated lunbar shuld be fabricated in accordance with U.B.C. Standard No. 25-10. A certificate of inspection should be submitted to th - Building Department. Allowable stress in glued-laulnated members over 12 Inches in depth should consider a depth reduction factor. Section 2511 (d)-4. Radial stresses in curved glued-laminated members should be within allowable values. Section 2511 (d)-. Radial tension stresses axe limited to 15 pounds per square inch. If the radial tension exceeds this allowable, mechanical fasteners should be used to resist the entire sti'ess. Wood studs are limited to 14 feet In height for 2 x 4 and 3 x k's and to 20 feet for 2 x 61s. Section 2518 (f)-2. Exterior walls and bearing partitions below the second story In three-story buildings should be 3 x 4 or 2 x 6 studs. Section 2518 (f)-l. Bolted connections exposed to the weatherare limited to 75 percent of the allowable load under protected conditions. Section 25.1711 (c), Uniform Building Code Standards. Spacing of bolts should comply with Section 25.1713, Uniform Building Code Standards. I Imported bolts do not comply with code requirements. Anchorage of conrete and masonry walls should comply with Section 2313. Designs which rely on cross grain tension of wood members are not acceptable since the Code has no allowable value. A positive means of connection such as joist anchors or clip angles should be provided. Exterior nonbearing walls should comply with Section 2314 (k)-5. Note that connections for seismic purposes should be based on a 11Cr" factor of two. Table No. 23-I. Plywood grades should conform with Table No. 25-B. Justification Is required that sufficient slope or camber is available to assure adequate roof drainage after long time deflections. In lieu of this, roofs must be designed for possible pending of water. Section 2305 (t). Details on stressing method and hardware along with justifying data are re- quired on prestressed concrete work. This data should be submitted and approved prior to. ordering of material. Note that all tendons should comply with Section 4303 (c)-3, for (Ire-resistive purposes. Welding data or details for steel decking used as a diaphragm should be pro- vided. Information should comply with a specific XCBO research recommendation or test data submitted in compliance with Section 106. - Details should be provided on root (floor) diaphragm connections that; IndIcate how the shears are transferred to vertical shear-resisting elements. . Connec- tions should be JustIfIi with structural calculations for compliance with allowable values. Straight sheathed docking should be justified for diaphragm action since it Is not covered under Section 2514. justification should be based on the discus- sion of transverse sheathing, Fago 4-126 of the Timber Construction Manual Issued by the American Institute of Timber Constrct1on. Nailing for gypsum board (lath, sheathing board) used structurally on shear walls should be specified and comply with Table Ho. 47-I. Shear walls utilising gypsum board (lath, sheathing board) cannot be used to resist loads imposed by luasonry or concrete walls. Footnote 1, Table No. 47-I. -10- - The Code has no pr'vicions for tuece shear walls unless It CcnpUcs with a specific ICBO re;earch reconter.datIon. I-at-in braces 3h0u1d be justified on the ba.is of end nailing and angle of 1.r,tallatIon since the Code has no provisions for allowable values. Railings should be designed to withstand a 20-pound per foot horizontal force. Section 2304. _______ Ccilii 'sts should be deSIgned fer total load or not loss than 10 pounds per square foot. Section 2304. Interior partitions should be justified structurally for strength and do- flecticn criteria set forth in Section 2312 (b). should eciaply with a specific ICB0 research reconadation or justifying test data should be submitted in compliance with Section 106. Wood members entering masonry or concrete should comply with Section 2517 (c)-5. Plans should indicate that foundations extend below the frost line. Lap splicing of No. lii. and No. 18 rebars Is not allowed. Section 2608 (e). Wood design criteria should be based on industry standards published in October, 1970- Wood is no longer graded under criteria set forth in the Code. Reference is made to Research Recommendations 2569 and 2180. AITC laminating specifications should be used for Clue-lam construction since industiy no longer uses the criteria set forth in the Code. Reference is made to Research Recommendation 2519. Nailing for plywood diaphragms (shear walls) should be indicated on plans. Data should agree with calculations. See Structural specifications should be on plans. This includes concrete, masonry, mortar, grout, lumber, plywood, reinforcing bars, structural steel, steel decking, etc. Minimum reinforcement should be provided for masonry walls to comply with Section 2418 (,-3. Minimum reinforcement should be provided for reinforced concrete walls to comply with Section 2622 (d). 1971 National Electric Code - Ord.#8061. Provide single line drawing and calculations. for 200 AM service or iarger. Show panel location and size. in each unit. All horizontal feeders to be in an approved racer:y. Four duplex receptacleS maximum on each appliance circuit. Ground Fault Interupter required on all exterior receptacle. 1970 Uniform Mechanical Code - Ord. #8055. Show size and laction of F.A.U., venting, combination air. return air, ducts and registers. -. Show dryer vent to outside air. r--- Mechanical plans requirt1d.Show .12.0 Volt within 25',feet of equipment for ervicing ;ec. 509. 1970 Uniform Plumbing Code - Ord. #8057. Show temperature and pressure relief valve and discharge line on water heater. Indicate height of water heater platform. Landscape and irrigation plans requ1i-red- Ord. #9060, Sec. 21.44.200. Provide sizing calculations for water & gas piping. Micro Film Copy of as—built plans required. Fee Required. All Apartments & Condominium Buildings Must Have Fire Retardant Roof. Appeals Board Decision No. III. ,--'-- /7 / I INTERDEPARTMENTAL INFORTION T ,iNG DEPARTMENT —.1 — RE,'EIVED (rA4c z)2r, nA( 72 - PLANNING DEPARTMENT C/( '-iJ/(J CJ LOT SIZE_S 8 28 - LOT WIDTH F0I4D ling Oepartnin!- UNITS PROVIDED i'/_ALLOWED _PRKG. SPACES PROVIDED_REQ._____ %0F COVERAGE _ ALLOWED , Ld0hiLDG. HEIGHT '-'' ALLOWED__. FRONT SETBACK3SIDE VAR ENVIRONMENTAL PROTECTION REQ'TS. ADDITIONAL COMME REAR YARD_''' INTRUSIONS..__ Ying - LANDSCAPE PLAN lot I'c0 V /1) ta oL4;tAc/( Ame 11 ISSUE PERMr -ww ._...DATE_ 'O~'cfJPANCYffflfflj(&6ltA AT ENGINEERING DEPARTMENT R.O.W. /S7,Ai- INDUSTRIAL W IMPROVEMENTS 6— CONNECTION 00 oc) DRIVEWAY LOCATIONS _4A'4/7_4&& _G R/AD ~IN~G "P E R M I T - -4 ,'..il'? G-E A/O E A' C 'C 0.4 C4 EASEMENTS •I SICIr W40rlr 0.V 512-E DRAINAGE________________ LEGAL DESCRIPTION1 :OS72 -. ' ai ei -4' - - ADDITIONAL COMM ENTSft4.4CI ,iiiv 'c /47 -41N ,VO T ,9 . OA/. ! ISSUE PERMIT DATE /1" /3OCCUPANC Ii4 DATEf1 iiin77 AIJI47 FIRE DEPARTMENT c SPRINKLING SYSTEM FIRE PROTECTION EQUIPMENT FIRE ALARMS____________________ EXITS FIRE HYDRANTS__________________________ LOCATION_____________________________ ADDITIONAL COMMENTS _C.t.'i r, A&-" i ii(. C L61-0 - ISSUE PERMIT G&'O -.CfWDATE ," 7- OCCUPANCY DATE_____ I / 4 RMIT OCCUPANCY, DATE__________ )L NING SENT TO ENG. DEPT. rr DI ri Dc-ri ID,iicr ,-r ol rr' rcor 4 1-12-74 . DAVID C. WEISS STRUCTURAL ENGINEER 15840 VENTURA BLVD., SUITE 203 Job #.....!.4ri- ........ ............ENCINO, CALIF. 91316 • (213)990-3797 SHEET NO. OF & F e.44. Iva- DAVID, C. WEISS STRUCTURAL ENGINEER 15640 VENTURA BLVD. - SUITE 203 - ENCINO, CALIF. 91316 - (213) 990-3797 February 5, 1974 Mr. Ebbe Videriksen 15438 Ventura Blvd. Sherman Oaks, Calif. SUBJECT: Chase 1881, 189 & 190 La Costa, Calif. Dear Mr. Videriksen, This letter is written approval of the following structural changes for the Subject-Project: Ref. sheet S/i of plans - South end of West wall of West garage. Existing plan shows detail 1/S-1 and i' 4" wide footing. Enclosed detail A/S-i shows- revised detail for heights of retained earth greater, than 4'- 0". Ref. sheet S/i of plans column schedule. Column mark 1 specified as 4" diameter XX-Strong . may be constructed with either of the following substitutions: 411 x 611 x *" tube or 4"x 811 x 3/8" tube. Column height to be maximum 81 - 0" from finish floor garage to underside of steel beam. Column base plate shall be. 8"x 911 x ill thick with four 3/4" diameter bolts to the footing pad (similar to detail 16/s-6). Column cap shall be 14" long by width of beam flange by J thick if the 8" tube is used (similar detail 1/S-7). If you have any further questions, please feel free to contact me at my office. truly yours, . David C. Weiss S.E. 1867 DW.jaf DAVID C. WEISS CIVIL ENGINEER Date i/2S174 ..............................................15840 VENTURA BLVD., SUITE 203 Job #......I.41 ..................... ENCINO, CALIF. 91316 (213)990-3797 OF SHEET NO. €rn7m,,,,t'm9 '&4I)1%fl ,e4d fu'1 pic'ssü, &,, / 7' i•1','. '3 )( feo M/d . (0 ,)( 1/ L . EISerI 'iU ' • 300 ic'4 w, •:. ______ lSo4 2 P. co. T:- • 3oxli/ -. 16/5' C411/f 4, Sx )'K 1,c ctSO . d'II#y m Poe ernlj'- /OeJ 4/- c:,,5)( 4.5 •1- i5X 76O4# •7''3t'iS/9 P. Iii v,,1n : 17 4 /ry •4'-o 4.tre a.'/d/t . F 4,1 /Z'ttS4#s mum .J •• /ID4i c3.&1 .4- &C'X q Z00 4?_C)4I2Or.p' F. c 4/NJ1 (/VCV - tCZ4%ç Us e !e'r'sI e1 y 544 on ,,vrc/e a/ line iliac-- &(55 X I.6P? 7v e .y i,.d' ,4 o.)c.'f • • — 161& P1oe ', t 34 q hot DAVID C. WEISS CIVIL ENGINEER Date ............ IIJ2. 15840 VENTURA BLVD., SUITE 203 Job #............'2.• ...................ENCINO,CALIF.91316 • (213)990-3797 . . SHEET NO. jyIn M.:40 •. . WO . F 24 . . .• . 2. . K.ø? /7f)c/L'ct. . ' .. NoTE- 1310c.K L).eJ) AJJ be Q ale )PUaJ1t4 or 4 ,&I( fill /pr I 11e,' ILe %1aIoil. p'ide i Prow- pc,Ure.-d AND M6// He Ig( h ywv AI 12 5, t'i plaicC..• -. lislE"' 1 -. alt ce.YIC 'I ___• ______ I frY "C.4tZ cz ol Erfl62 5'° / . [ -____ apqe,r gaas b a rA - Q4 .......• • .\ L'j' ,. /'ie /'P'I LI'f Y• eoe,-3 -s Date ... 'Ll2'.............. Job #.J47 . iAVID C. WmiSti CIVIL ENGINEER 15840 VENTURA BLVD., SUITE 203 ENCINO, CALIF. 91316 • (213) 784.2404 SHEET NU. OFN I J0: 04. (Jp7/1i 'd::~vvmb 'Vdcsr. - ll OU 4^0-f ir( , c ISS IL A2 a q2,4.'fr/Zoo 2. sc.' -ra w t 64. '' • tZ-S 11 10 t IR9 = 24. Wi.t .O1 45 id JI,I.L (s LJ* Sr PJ.904A "" u n. -r... (IJ cfrA z 2t Its £it2 - (.2. 1120 cc ' L4t" 4t'z. ,. ins 2W ' %t cj 0 4CJ4 S. DeGc. I.4tpc U cjsL, t._ 4. U? 4.X 4l,C,4L2.fiiI% iI I . . A. I ". l i - 1G' Ibøe IL - 'CDI CJ S4 V40o% 4'I2. vt L ø (4Jegl a ti 010 eacrcD 171 ems, I .. L)IAVID L. Vv.ib \HL CIVIL ENGINEER O 15840 VENTURA BLVD., SUITE 203 . . Job #......................i... ENCINO, CALIF. 91316 • (213) 784.2404 Zo : ., 10 P LA Co -~v v • Ce24 co coopp cacao AM r. V '24 -4- 0240 4 '2.Q %/0Q1( vi ep = 15 jLf ILL C IsO I.I1a71 AJC.F J 1 ç,L €rn-r . el#41 g44g4,44, ,4-iia. gJ#?D(#- 0-c. C$%( eg5G2/e' &oec'Z. .r e.. se /2.3 ' ØQeeis p .' / Z-, A. It Th *1 0 P/,& 54fO D.S/D"O,, DAVID C. WEISS CIVIL ENGINEER Date ....... 3/Z71'13. .................. 15840 VENTURA BLVD., SUITE 203 Job # ... t17.3 ............. . ............ .ENCINO, CALIF. 91316 • (213) 784-2404 OF"\\ EET NO. Job: La Costa Condominiums (Chase 188, 189, 190) Location: La Costa, California Cbde: 1970 UC Architect: Ebbe Videriksen . Index to Calculations . Item . Sheetj 'sb" & "A" Unit Framing.......................1 Garage Area #1 . . . . •.. . . . . . . . . . . . . . . . .. . . . . . .7 - Garage Area • • • • • • • • • • • • • • • • • • • • • . . . . . . . .11 Li.. "a" Unit Framing.................,,........,.16 "C" Unit Retaining Walls.....................19 Lateral Analysis "A", "B" & "D" Units........20 Lateral Analysis "C" Units,........,..........2S ME DAVID C. WEISS SHEET NO. CIVIL ENGINEER a OF \ Date ......Q72..J 15840 VENTURA BLVD., SUITE 203 Job ....................... ENCINO, CALIF. 91316 • (213) 784-2404 7'Ns, , • s.i - 7/e j3 2 2 /e '21 7 -vcQ0---w.l 24b rz zoo it.s1.vJ(i1-C &o' CD1fl /?4i' e* 2 L'LP'e-o' rrc= Ft L' (ôJj C t2 /JcIia ç.ç' tJN $ $ e, • -i -r'4 • . I7 •JLs' *fr., Pe\r l q'n'8 i4 .z A. ' 1" - er'Tb 3124. r DAVID C. WEISS SHEET NO. CIVIL ENGINEER OF Date :13 15840 VENTURA BLVD., SUITE 203 Job #.......ENCINO, CALIF. 91316 • (213) 7.2404 "ç,' un1 e4 w - 4o'I LP ea t GL -67 #t1 c4 4.43 '( 'acc I 12.'zz ' '27 Cfl''1/D' • tin .,,/,-z 'S (r-L jcIrit j----7.1 44. 12I7 44s4 At (9 Q' 4Z I2',o T 14C (PIC'T 221,,rL .Jot j M'c * -Ac. tçc4 q + )'2 DAVID C. WEISS \ SHEET NO. CIVIL ENGINEER OF 15 Date .............-26 .................15840 VENTURA BLVD., SUITE 203 Job # .......... ENCINO, CALIF. 91316 • (213) 784-2404 ,7pcc ,C!14Ift "A's (JØIIL I4 do4.' QcLrI L Li. _ 4dI7 1 T 4 a f- F= LNr K777,717f 7-ri Sit 51 a 41 4-32 L4(&2 (t t/ z ; /rj 63 .7 4 iJ 1)444 4.(1 rc-q4o 2,.4-'&I.1 1'- 11S 4- - tiA 444. lll34. — 13og, i*f,i" ,1t-.s.P Q(t4 a (/6 '2 F Pi4 .L TtZ.IL r2c.0r. T \Q' 1 ft TT 1.. \O,&4% in Jr f;44' 51z-ecj.d '(1.edt4: I. 2 I trecL 2 14 Th117s J :3 1 (oVô ( 240 Date 1.:.7.2..'3. Job # DAVID C. WEISS \--27 CIVIL ENGINEER O 15840 VENTURA BLVD., SUITE 203 ENCINO, CALIF. 91316 • (213) 784•2404 12 !F' (D44_ '%VI1— fl— çu ?-t4 Lcja'e , 2 '2IC- 7L3eCi, Z-1, in 4 4 fr, -. .. . 4 Ame ti(1cbc,.i. ti C G (OIe.DC 4 %q1t - - U) - (%$ 1 c.. c. O 0 4Ct ' ' '& C tf2c 4 240 I (Ioaco'(_lc) T C. 4 -. 4 • -rL -Pjg ID Zc . riv (P. 4J" __-z Is 0•c_" cr z l'-'(&46 4&)4* 1.. 4'OS 4t1 DAVID C. WEISS SHEET NO. CIVIL ENGINEER OF Date 15840 VENTURA BLVD., SUITE 203 Job # ENCINO, CALIF. 91316 • (213) 784.2404 p.., •ev,•i . L r. -.fr*r 42 * 2.1 5 L:ty1e 1b"- 4,jP644 L2. e t J i 'i c(zoss g,.4b' -a1 •2 4 s DAVID C. WEISS SHEET NO. CIVIL ENGINEER OF Date .......... .37..............15840 VENTURA BLVD., SUITE co 203 Job #........L41 .................ENCINO, CALIF. 91316 • (213) 784-2404 ¼j1 ibofzi 11 c' 'n"I- (jj' LQ. •&Ci 3 -7-Sco 17140 t'q . a (c r2 L1 L9' -' ,, ? PA •Jr t4 ____ j bC.b1F7 2,a' 7' g2 -_•; 4. ___ • (C,.2'2 I /F l&. 44-. - L2' e cz, For . II.33 z c TL (43 -two 3o z %e''2 r ' 0 LI 1 4-. !q') (JI 2cfe. - 41 .r ' (Ø,iejob a IdAll a '2 0 0 *qq •'ir ot : • 4 .' Cleo // cw- •?t ¶rel '1(f , '? 4& DAVID C. WEISS CIVIL ENGINEER Date........ 15840 VENTURA BLVD., SUITE 203 Job #................................ENCINO, CALIF. 91316 • (213) 784-2404 I— AR-'xi 4 1 -r. L'i1. "a:' V2. f3 61 q.c. 8.4 4 3 3e tt ç4o (O 1O -, 3' 49w- C_,.' 4- bc.*fr2,0 it orim t I' X'7' C 4q*/prI P-I t eeoC a dId IA33 : 1.1 o rem r 12-A I1'# 4s4 2.1 "C.. iZ* c17 4 loco I -A' Nk I I -A 4-q c I1-iiZ z- -a 4.1 t4. 1L' b li II 4$ ." $1 -'-a DAVID C. WEISS SHEET NO. Date.............. CIVIL ENGINEER OF . 15840 VENTURA BLVD., SUITE 203 Job # .............. ................. ENCINO, CALIF. 91316 • (213) 784-2404 7 12,i.52*11vr23 - 1 P,,4 .Ct " " . ( I •1t , s0''rtZ ('ci .,. - £.*oi . - .--. -- -1 - Z ; c C, 2. 4. fri Ic-i a 4,-2ci 2%' - (J24- ________ ZZ1i tL4F,Whr1 U MCDt24S- .c,Z Ir. 'j — 1x -t-.s-'z ,çiti p4wzc' -4. dca '2 - c::, \)at J* 17 - A 'i. ( V. 4.1II24z 4-1- St -&* '2to PL 4r L..fl. tt:jt iJ t4C4I• 1.%'(I - C /24- 4V0 4Z1.4:1 vl b .4 h 24- (:?. Z. fjb t'-Fz K o.75 4S.' \4 (L-1c4 Qj4- z) 7'v b *er x it x ?c' r . 407 2bl 540 4 -la C L.s I7 a qE 11 L s z 0' Moog /l) 7T 7'O', e n4: I1r %1% DAVID C. WEISS CIVIL ENGINEER Date........... 15840 VENTURA BLVD., SUITE 203 Job #........L4Z. ................ENCINO, CALIF. 91316 • (213) 784-2404 ET NO. SHE OF '17 Vaews . Ltn t F'lIt - zlIcI .11tkej-c C. - U44 CI CD '•: '21 t' K- IJt&t Dt. t- r2dc tLj z 4 E 4o4 4O' ;qz"— £ IflZ q(01n ;iU~ It) 14 .C,2 o- DAVID C. WEISS SHEET NO. CIVIL ENGINEER OF tO Date .......................................... 15840 VENTURA BLVD., SUITE 203 Job #............j.47' ........ENCINOI CALIF. 91316 • (213) 784-2404 p- i . .. F1C, 3&is S - COLt.tz V. 4*- rze4S#Ji IftLAt44 ' It v -?i1 £ive"E'1 4.G" - _i—r_'4'-d'SQ ad 4Ø IC) .u. c '2.34P.," Ir C'Ic. 11.1e0 AlkLL c - Dc 'rl I-n A qL,4Cc to P.20 Af /3&'fl9 4t,ø ,gl -2 O /6 ti.se 7Y2"( /4' m'77 '- b * /1,? t' .11f#50-=/ 46risi 1. PIA = : _7,-'. 4', w w6l. Co 2(, to L4.4. .57 23 2340.v/4t 1; /45 :.4(p* •(, P/A pre.,z = 2 ''' Ca,iri 4 c.&.( 4/'4 )Bbc1rS i* Lie1 24; 57M 4-"4" 4 . t" . q0(,,3 AO5 P/A x 'C, ç. #r7 '_d / 'E" b w4:- 4,2J ± .211/rT I. Vhq'., 4W64IIA) , c'sp #/ Z.72 - fpl Ic3 1,1z -0, tt.4!Ze.d . 7 44P d: /&i /,2Ib Ee DAVID C. WEISS CIVIL ENGINEER Date ......... ?;..2.. 17.15840 VENTURA BLVD., SUITE 203 Job # .......... ..... ................ ENCINO, CALIF. 91316 • (213) 784•2404 [.f SHEET NO. \.,271, ,C',Z A A4 in c. 2 " ,z ever "" i,,, rs 776V7.S - - "4" m, ;rz Fc-t A re0, F5 - I '2 ,. /2')( 3(,' = 4 Fl / / iQmer 41i4 . /')c ''Cd ,'c.#frr fr" Ojp4 ' 1.. '21 c!11 DAVID C. WEISS CIVIL ENGINEER Date................7.:..?. 15840 VENTURA BLVD., SUITE 203 Job # ENCINO, CALIF. 91316 • (213) 784.2404 SHEET NO. OF% %I 27 P= 12 = S - a r i2 q,4. 'Içi 4'q - I1& 4P1 Ca Z4. 3 l,P*n = 43 24 v-I i . Ja 74.4 lCI z .4 ' (F r rz v4I 116 '1&r u L" 1t2 c1 ur /' F 7' , ' 77# 4bz- T'-. t7to %4.t % J/ 41 c' 15 2f1OLZ 14'.1.4.q'tIr1 (.&. 1 iV '. rz. f'- dI!I I (c14.'fl4 -'4 4'(.!+ 1Q1 tit. (q b $,c_Ile 7. I II '/-4-e,' ! DAVID C. WEISS \2-7 . CIVIL ENGINEER O Date 15840 VENTURA BLVD., SUITE 203 Job # ENCINOP CALIF. 91316 • (213) 784-2404 - C,C.:n# 7 1 bi L.* I -Iwo 144- At m * 2 4o" - • '2' CXQT -L 't;: CL- e*Q 'S L,j 6D .',. 2. ' 4? CSrit.*i b4.cs q. •iL '2Z,i%" - - (,(c Li" jI3.i - ji; Ic7-(J" jPc2' ($.'=, 1 * / 1 d L....L.... .i _... 'ii' tic3 43,o 4a qz,ez.. - - - --- I it 61 f' 4.ztUJ 2 oq,z .4 5(Dt1lQ.C. .j( 69 i41'4 '14 U2. in a 14- ,J "2Ji 2.1 -,It1 — - - — KAz 427- 4# 4L ølci.o . 32c-&.4 3IL.c'' 2.-i It '4Ca 'a It it DAVID C. WEISS . SHEET NO. L CIVIL ENGINEER Date .-?....1:?.................... . OF '\ i1 ........... 15840.vENTuRA BLVD., SUITE 203 Job #........'4....................ENCINO, CALIF. 91316 • (213) 784.2404 2 13cX 1,'4I ç c 24-o. 2S) p- 4 JI . 2. M Ic 140 . ci . c ______ \ (a. tv. eZ! 4 4(r.a4 vJ 44* ' hrt "5cp,'e.t 1. 4- '!?I, /_ DAVID C. WEISS SHEET NO. CIVIL ENGINEER O Date 15840 VENTURA BLVD., SUITE 203 Job # .............. ....... ........... .ENCINO, CALIF. 91316 • (213) 784.2404 .4 rv1ti a vt Pc / 4/ tA 47 -i aj$.rI go yJ4cq 2 ? e U 4 - 40 4 1' H a6 JI 4.. .401 _ ,,iec1',e,n 4&' DAVID C. WEISS , 'CIVIL ENGINEER;.' ODate..................................15840 VENTURA BLVD., SUITE Job #....................................... 91316 • 203 \SIHIEET;h~0.. ENCINO, CALIF. (213) 784-2404 Roof Design Pitch : L 12 16 #/ ft D,L.= Tile Cover '13# , SHTG. = 2# ' FRMG. = 2# ½"GYPBd = 3# , 20771f ' 36#1ft Rafter Size & fb1800 TL1/240 Spacing ' 2 x 6 #12 @16" 13' - 9" 11' - 9" 2 x 6 #2 @2411 11' - 3" 10' L$" 2 x 8 #2 @16" 18' - 2" 15f - 7" 2 x 8 #2 @21.1." 14' - 13' - 7" 2. x 10 #2 @16" 23' - 0" 19' - 10" 2 x 10 #2 @24" 18' - 17' - LI," 2 x 12 #2 @16" 28' - 0" - . 24' - 2" 2 x 12 #2 ®211" 22' - 10" 21' 0" DAVID C. WEISS. • CIVIL ENGINEER Date................ ...21.:.L 15840 VENTURA BLVD., SUITE 203 Job # .............. ...... .......... ENCINO, CALIF. 91316 • (213) 784.2404 SHEET NO. OF 12 SHEET ei91,s 2's5 el C. ge,4 4 c 5. 3 . Cl T.t "'1'2 4'0 -;- 4 i I i 7 'c 4 x, Z. (L jZcnp 44 -310 / 4'g., 3% a 4Z1 0324 c,Xi ,. '( 4 4 X 1• -3,4.\( ((fO)( ,p4)<4C 7' 2,9. CAMT .7 al . 14hi( I. 7.40 clr hi. 11 R1MJJO,-7 (Z9'd.! /3Z. t2-e4 13#cIj(fS4 4%1,%Io -ito. DAVID C. WEISS CIVIL ENGINEER Date ...................... ...2I. 15840 VENTURA BLVD., SUITE 203 Job #..................147.3...., ENCINO, CALIF. 91316 • (213) 784.2404 OF , Zor -r c It 54IQ e !.' . 6. 2&4_. '-:. -4- ___c 3,;4.I& (t/&"( o I...,, x" j) SHEET NO. DAVID C. WEISS CIVIL ENGINEER Date....'....71................ .. -. 15840 VENTURA BLVD., SUITE 203 Job #...L47.?.....................ENCINO, CALIF. 91316 • (213) 784•2404 I.lJ.Lt li e" _jna 4Z 0,0 orc, tir e r JL Li _ 12.' 'Cø it 1415,0 V S4S'/a'T 1,01 i.oe l50 oeo 5,' q&c' 61 '4c to ,Ji% APe.rf'6 - :5'• Jc g pI a/I ee//j 5c('o 46 4 dii4 %I j 'z 4c, tI.* t)c 4//€p N IL da6' C..4.ou/sl/Cei'/. *4v Og.Z21 /r54X o L4g1l4C. rc , /2 t =,vI did r9'l thu1 ad Cg I/ '*J4& n10 8 Jr.bll't42 liäti ,3ei' 42 ' fAO',tcVj1bd I dP'6' £IL/*" a,1 /2'A.'Atl 9197( DAVID C. WEISS , \SHEET. CIVIL ENGINEER O Date 15840 VENTURA BLVD., SUITE 203 Job #......147. ..................ENCINO, CALIF. 91316 • (213) 784.2404 7-7 LA'.- A.e1LItf1 s . rtr= 4 'Z' -uie4'a - -1. ¶,J,ir ccJ tø"Ifrz ISO (5o - z'°'. q'.ica4Irt r' 4 . ------ L114. 1 e..,. 1. '2L - t 010' 1CC AulIo. C' t: A.X 4 9 % --.•-- .--. -I I t.cb(C2r 4. 'bt.ot co -51TIZA611M Is.11 Ai/ 3/2'( IC" (I !)CiA ASOC / 4 l(c ?e %?' 7.A r,&r, 11' aJo 30C117, ir' C - c> L, & I i 01ri uIr-i LA71 eise 1Q4/C1 per ad I-'5cc- 8S''2'/.p',, 2/z'e,12e AZa1aI 2-.4. Is a a ..'33(*2421•) C 4 214 i!.! 3'b't'1,1 2 5 35/a ' tcyp /34 'Z-.S'Oe% 1toffY áI3E 14 -C AZ A// e f.iUIS DAVID C. WEISS CIVIL ENGINEER Date 15840 VENTURA BLVD., SUITE 203 Job # ...... /"..................... ENCINO; CALIF. 91316 • (213) 784-2404 SHEET NO. OF '\gj I'tt (sLito) 121 ir' tZ4,o ,jlri u.'% gd '2'/"% fl4S,7b 2f7OXe Z 7C, -A to. "fO / 2.i4 4' - eis ,'&vS,ae1 : PVdod ' S'e si C r2.tw, uir( 'limo 4• /33.t/S/jr,4V UZ 70 tè/Jg *4 c• 720'( 12 - U, l'øo -Al 33 Li 7,ie / 4 i 7i€' F (u/Fl 'e I' 2 2= !th,4S Oa 6u"s 7t(c /575..(II: 173" — 'V fri P4,J WJr7 pA,V ____ 4, • /ft'_, (lhAItsc) - 4'friaA1a x . t'2pi '2a 0>01 #jr7 9= It4 IL t..sd+ c,lcJ,,' I4-414 dj dwv a ___ • 4iC" ,4i.pSsi ,$UiY5 2!6 Th4t ej f)cwr * g- 5/cqpiJ /S"e ,3tMI 4 /OLj' 'IT DAVID C. WEISS CIVIL ENGINEER Date ...............1..!3 15840 VENTURA BLVD., SUITE 203 Job #.........ENCINO, CALIF. 91316 • (213) 784.2404 SHEET NO. OF 2.7 4 q0 *, g,.,. z I'v lau0jetr e. %o, m' t' 24-c, art ou'd 61614 atf% /?COSt (IO nwits i -a I22*1c1 4lIJLlJIIiOI Vob L it) ,P 7 C.i.) * ii j: %, : 4,fi * á 1A 642 /L2 fpr c tJoT'I- d5np.f ç,kfr qnarce idI't' li1c2' ) G1J7)*fr1r) . ' ,.s,. c. ca-em T cps(1. c 'IA c Z0011 C )e.c1( 14.1 .vIF'I.or on fo 41 IL f2v e-o a 4 ,I4 l f.0 ie v __ -v r, , .11et JM' 'L± . - Date ....... .22.Z3............... Job #......J423................. DAVID C. WEISS CIVIL ENGINEER 15840 VENTURA BLVD., SUITE 203 ENCINO, CALIF. 91316 • (213) 784.2404 SHEET NO. -2 \7 ___ F.JT : ,'3i 4 2" #rLFZt.*p. QCnts4 40 c V1-'frTe 4'Z1 8 7 25 €d..o..1AIea3j 7"° ,15 100 U/F7 /S'pcff x 4.i hi 44 lJ//4 2 4b/ DAVID C. WEISS \SHEETO. CIVIL ENGINEER O Date.... 15840 VENTURA BLVD., SUITE 203 Job #....../47.?................ENCINO, CALIF. 91316 • (213) 784.2404 A•d.i*I. k.cs Z . czsI 4 '5,it ijfpi , / • 7ocolry fise I&MtA 0 \I. I rt -x q ,?$t,4. z )'33 ) /F7 Z),p/' • Ia X S4 -5.90r11w - t Af 41, ZPC,. e = ,43 C.7 146wt 46 f5 6 .1' a" -- 4;1 -__ % r j-S.oe 4* 4.4 e DAVID C. WEISS CIVIL ENGINEER Date...../4.Z.3........................15840 VENTURA BLVD., SUITE 203 Job # ....... ENCINO, CALIF. 91316 • (213) 784.2404 SHEET NO. 00 g _____ •5OsT4. - 4. gcfzr IZ' /2CU 16 1oOt P41WoC4 e z' 2fz"e1,2" ejL611 '2. t4 ._ t•' 4 DAVID C. WEISS SHEET NO. CIVIL ENGINEER OF Date 15840 VENTURA BLVD., SUITE 203 Job #......L4.1 .................ENCINO, CALIF. 91316 • (213) 784-2404 477 -4 cad --I2', fc1Irv- c C? 'q: •4/f e ?.:C: & ti' •.ml co to -. 2. je4- 22' ,v,A:i 4JA/ C40 f-i',- /)àt' 9Jmi/ ,)(ES AL. f'5.74' '24 T 'Z'' /1• 1d3(àY'$ I IZE 'I q' 4 ,(D1e j&,",'cr 42a/'1w'6d I sea C d 7 DAVID C. WEISS CIVIL ENGINEER 15840 VENTURA BLVD., SUITE 203 ENCINO, CALIF. 91316 • (213) 784.2404 SHE N ET O. OF\ DAVID C. WEISS / .' ) STRUCTURAL ENGINEER Date 15840 VENTURA BLVD., SUITE 203 Job k !.41-' .................... ENCINO, CALIF. 91316 (213) 990-3797 SHEET NO. OF '\ - $ / I TE Per Tt'Z el Q I . BUILDING DEPT. SEPTEMBER 60, 1974 Mr. James B. Musson RE: FILE i35817 Deputy Coihinissioner 107 South Broadway Room 8107 Los Angeles, Cal. 90012 SUBJECT: 2564 NAVARRA DRIVE, LA COSTA, tEL cALEDON." PROJECT NO. 73-23A, 34 UNITS. CT 7332. The subject property was inspected and complies to the recommendations of Benton Engineering Soils Report No. 73-223A. If we may be of further assistance, please contact this office. Sincerely, GREEN Sen or Building Inspector Plan Checker REG/ok Enclosure: (1) -Copy of Benton Engineeing Soils Report. NOTE: TRACT 73-32 . j ki1C ............ PHILIP HENKING BENTON PRESIDENT. CIVIL ENGINEER BENTON ENGINEERING, INC. APPLIED SOIL MECHANICS - FOUNDATIONS 6717 CONVOY COURT SAN DIEGO, CALIFORNIA 92111 March 15, 1973 TEl EPHOHE (714) 565.19i3 Mr. B. F. Chase 2348 La Costa Avenue Rancho La Costa, California 92008 Dear Mr. Chase: This is to transmit to you six copies of our report of Project No. 73-2-23A entitled, "Soils Investigation, Proposed Residential Development, Lot Nos. 188k 189 and 199 La Costa South Unit No. 2 Rancho La Costa, Carlsbad, Câiirornia,' aaea Marcn -r, i973. If you should have any questions concerning any of the data presented in this report, please contact us. Very truly yours, BENTON ENGINEERING, INC. Philip H. eriton, Civil Engineer SOILS INVESTIGATION Proposed Residential Development Lot Nos. 188, 189 and 190 La Costa South Unit No. 2 Rancho La Costa Carlsbad, California for Mr. B. F. Chase S F-1 Project No. 73-2-23A March 15, 1973 BENTON ENGINEERING. INC. BENTON ENGINEERING, INC. APPLIED SOIL MECHANICS - FOUNDATIONS 6717 CONVOY COURT SAN DIEGO. CALIFORNIA 92111 PHILIP HENKING BENTON PRESIDENT . CIVIL ENGINEER TElePHONE (714) 565-I95 SOILS INVESTIGATION Introduction This is to present the results of a soils investigation conducted in connection with a proposed residential development planned for Lot Nos. 188, 189 and 190g. La Costa South Unit No. 2, in the Rancho La Costa area of Carlsbad, California. It is our understanding that the proposed new construction is to consist of two-story wood frame buildings, with concrete slabs on grade, and that finished grades call for excavations of up to 4.0 feet below the present ground surface. The objectives of this investigation were to determine the conditions and some of the major physical characteristics of the subsurface soils, so that recommendations could be presented for the safe and economical support of the proposed buildings. In order to accomplish these objectives, Cn three borings were drilled at selected locations, and representative undisturbed and loose bag samples were obtained for laboratory testing. Also, our report of Project No. 69-10-1 D, pertain- ing to the testing and inspection of compacted filled ground placed on these lots in 1969 and 1970 was reviewed. Field Investigation The three borings were drilled, each to a diameter of 24 inches, with a truck-mounted rotary bucket-type drill rig at the approximate locations shown on the attached Drawing No. 1, entitled "Location of Test Borings. 11 The borings were drilled to depths of 17 to 19 feet below the existing ground surface. A continuous log of the soils encountered in the borings was recorded at the time of drilling and is shown in detail on Drawing Nos. 2 to 4, inclusive, each entitled "Summary Sheet." -2- The soils were visually classified by field identification procedures in accordonce with the Unified Soil Classification Chart. A simplified description of this classification system is 0. presented in the attached Appendix'A at the end of this report. Undisturbed samples were obtained at frequent Intervals, where possible, in the soils ahead of the drilling. The drop weight used for driving the sampling tube into the soils was the "Kelly" bar of the drill rig which weighs 1623 pounds, and the average drop was 12 inches. The general procedures used in field sampling are described under "Sampling" in Appendix B. Also undisturbed chunk samples were obtained at various depths. Laboratory Tests Laboratory tests were performed on all undisturbed samples of the soils in order to determine the dry density and moisture content. Also, the dry density and moisture content of the undisturbed chunk samples were determined. The shearing strengths under the normal overburden load conditions were determined on the majority of the undisturbed samples. The results of these tests are presented on Drawing Nos. 2 to 4, inclusive. Consolidation tests were performed on representative samples in order to determine the load-settlement characteristics of the soils and the results of these tests are presented graphically on Drawing No. 5, entitled "Consolidation Curves." In order to determine the apparent cohesion and angle of internal friction of the existing fill soils, for use in calculating allowable bearing values, direct shear tests were performed on remolded samples that were first saturated and drained. The detailed results of these tests are presented on the following page. BENTON ENGINEERING. INC. -3- Maximum Angle of Normal Shear internal Apparent Load in Load Friction Cohesion klps/sqft kips/sqft Degrees lb/sq ft Boring 1, Bag Sample 1 * 0.5 0.96 21.5 770 Depth: 4.0-5.Ofeet 1.0 1.09 2.0 1.62 Boring 3, Bag Sample 1 * 0.5 0.53 34.0 200 Depth: 4.0 - 5.0 feet 1.0 1.11 .2.0 1.25 * Sample remolded to 90 percent of maximum dry density In addition to the above laboratory tests, an expansion test was performed on: some of the clayey soil encountered to determine its volumetric change characteristics with change in moisture content. The recorded expansion of the sample is presented as follows: Percent Expansion Under Unit Load of Chunk Depth of 150 Pounds per Square Boring Sample Sample, Soil Foot from Air Dry No. No. in Feet Description to Saturation 2 1 4.0 Fine to medium sand clay 1.19 In that the soil conditions precluded the obtaining of undisturbed samples at probable footing depths, expansion tests were performed on chunk samples of these soils, according to the procedures adopted by the County of San Diego. The detailed results of these tests are presented as follows: COMPACT ION TEST RESULTS The maximum dry density and optimum moisture content of the soil, as determined by the A.S.T.M. Designation D 1557-70, modified to use 25blows of a 10 pound hammer falling from a height of 18 inches on each of 3 layers in a 4 inch diameter 1/30 cubic foot compaction cylinder, are presented on the following page. BENTON ENGINEERING. INC. -4- Maximum Optimum Mois- Boring Depth Soil Dry Density ture Content No. in Feet Classification lb/cu ft. % dry wt 1 4.0 -5.0 Fine to medium sandy clay 129.0 9.3 3 4.0 -5.0 Fine to medium sandy clay 123.6 10.4 EXPANSION TEST RESULTS Depth Molding. Initial Boring of Sample Moisture Dry Density Percent No. in Feet % dry wt lb/cu ft Expansion 1 4.0-5.0 9.7 117.3 0.99 3 4.0-5.0 9.9 111.9 5.05. The general procedures used for the laboratory tests are described briefly in Appendix B. Compaction tests were performed on representative samples of the soils to be excavated to establish compaction criteria. The soils were tested according to the A. S.T.M. D 1557-70 method of compaction which uses 25 blows of a 10 pound rammer dropping 18 inches on each of 5 layers in a 4 inch diameter 1/30 cubic foot mold. The results of the tests are presented as follows: Maximum Optimum Mois- Boring Bog Depth Soil Dry Density ture Content No. Sample in Feet Description lb/cu ft % dry wt 1 1 4.0-5.0 Fine to medium sandy 130.1 8.6 clay 3 1 4.0 -5.0 Fine to medium sandy 128.3 9.0 clay DISCUSSION, CONCLUSIONS AND RECOMMENDATIONS Soil Strata . Firm gravelly fine to medium sandy clay fill was found at all boring locations. This fill was found to depths of 15.8 feet at Boring 1, 15.0 feet at Boring 2, and 19.0 feet at Boring 3. This fill was placed and compacted in accordance with the approved earth work specifications BENTON ENGINEERING. INC. -5- and inspected and tested between October, 1969 and February, 1970 and was reported under our Project No. 69-10-1D on February 24, 1970. Underlying the fill was firm fine to medium sandy clay at Borings 1 and 2. Each of these borings was terminated at a depth of 17.0 feet in the firm fine to medium sandy clay. Boring 3 was terminated in firm gravelly fine to medium sandy cloy fill, at a depth of 19.0 feet. No ground water was encountered in any of the borings. Conclusions Ills concluded from the field investigations and the results of the 'laboratory testing that: 1 • The on-site soils consist chiefly of well compacted gravelly fine to medium sandy cloy. These soils have sufficient load-bearing capacity and favorable settlement characteristics to support safely the proposed structural loads. The soils exhibit enough volumetric change with change in moisture content to require the adoption of certain special precautions in the design of footings and slabs. Recommendations a 1. Footings In order to minimize possible adverse effects to footings due to the expansion characteristics of some of the sandy clay soils, it is recommended that the following special esign precoutigns be observed: Isolated interior piers should not be used. Continuous footings should be used throughout, and these should be placed at a mirimum depth ' I below the lowest adjacent exterior final ground surface. Reinforce and interconnect continuously with steel bars all interior and exterior footings with two #4 bars at3inches above, the bottom of all footings and two 04 bars placed 11/2 inches below the sterns of the footings. BENTON ENGINEERING. INC. -6- c) Provide positive drainage away from all perimeter footings at a rate of 1" down for each one foot horizontal to a horizontal distance of at least , tside the building walls. One foot widà continuous footings placed 5 feet or more horizontally inside the exposed compacted filled ground slopes and located 2:0 feet below the lowest adjacent filled ground surface may be designed for an allowable bearing value of 2345 pounds per square foot. This value may be increased at a rate of 545 pounds Oer square foot for each foot of depth below the lowest adjacent filled ground surface in excess of 2.0 feet and at an additional rate of 190 pounds per square foot for each foot of width in excess of one foot, to a-recommended maximum value of 500 pounds per square foot. Footings placed closer to the exposed existing compacted filled ground slopes than 5 feet horizontally inside should be deepened 2 feet below a 1 1/2 horizontal to 1 vertcal line projected outward and downward from a point 5 feet horizontally inside the top -• of slope. Based on the results of the load-consolidation tests, the total *settlement of a one foot wide continuous footing located as recommended and loaded to 2345 pounds per square foot is estimated to be between 1/8 inch and 1/4 inch. The total settlement of a 3.0 feet wide contin- uous footing loaded to 3270 pounds per square foot is estimated to be less than 1/2 inch. 2. Slab Support It is recommended that concrete slabs be placed on at or sand and gravel, that moisture-vapor barriers be provided 2 inches below slabs under living - areas, and and that slabs be reinforced with a minimum of 6 x 6 - 10/10 woven wire fabric. It MM is also recommended that garage slabs be separated from perimeter footings by a 1/2 inch thickness of construction fill or equivalent. BENTON ENGINEERING. INC. Pages 1 to 7, inclusive, and Drawing Nos. 1 t 5, inclusive, are a part of this report. Respectfully submitted, BENTON ENGINEERING, INC. By M. V.. Pother, Civil Engineer Reviewed by("i2' Philip H.'Benton, Civil Engineer Distr: (6) Addressee MVP/P H B/ew BENTON ENGINEERING. INC. -C is 0 0 U 5JI1 c41 z i- 2 W U. - 1w 22 LL WI— cc •- S —I W . u IL W U. Hit 1 SUMMARY SHEET BORING NO.1 ELEVATION 100.0' * Dark Brown, Slightly Moist, Firm, 30% Gravel and Cobbles to 4 Inches with Occasional Cobbles to 8 Inches, Occasional Rootlets to 1 Foot in Depth W ca Brown, Dark Brown, and Red- brown GRAVELLY FINE TO MEDIUM SANDY C LAY 6.5 9.6 112.3 2.61 —J —J U.. 9.7 I16.5009.813.18. Dark Brown, Slightly Moist, FINE TO MEDIUM Firm, Porous, Rootlets SANDY CLAY 6.5 1 10.71111.11 5.55 [] - Indicates Loose Bag Sample 0 — Indicates Undisturbed Drive Sample * — Elevations Shown Were Obtained By Hand Level Sighting To Boring No. 1 With An Assumed Elevaflon of 100.0 Feet PROJECT NO. DRAWING NO. 73-2-23A BENTON ENGINEERING, INC. 2 - -- .-.--.-- -';-. --•.---•q--•- - - - -V.. .. . - W z 2 40 . SUMMARY SHEET I Ou. BORING NO. £ lU... ui us z i#v ,, ELEVATION IUL.V . CC u.o nu - Brown, Dark-brown, Gray, - 1 - and Red-brown, Slightly Most, . - Firm, 373'o Gravel and Cobbles. 2- to 5 Inches With Occasional -1.. Z Cobbles to 8 Inches . if • @-••• . . 8.8 113.8 — - ri _L.rJ 6 GRAVE ILY 17.8 — — — ) - FINE TO MEDIUM . SANDY CLAY 7- - —I ....wt.. 8- 9 11:.'. 10- ____ . 8.1 16.2 112.3 — 12- C'4 - ....L.;, . 13- Z - C _5• ____ ____ - Dark Brown, Slightly Moist, !::.... Very Firm, Slightly Porous, FINE TO MEDIUM F '::-Y 0 - Occasional Gravel to 1 Inch SANDY CLAY 9,7 10.7 21.2 — (V U 17_\_1 0 Indicates Chunk Sample = . • go - 9 Indicates Drive Sample Not Recovered PROJECT NO S DRAWING NO. 72-2-23A BENTON ENGINEERING. INC. 3 -. - X IL - o. 22 z z 5 SUMMARY SHEET BORING NO. ' ELEVATION lO4.7 >. WW U. Z UM ul ? cc moa),I ra IL QU ZIL 440 W COOK - Brown, Dark Brown, Gray, - - 1 - and Red-brown, Slightly Moist, \Firm, 30% Gravel and Cobbles ... \to 4 Inches With Occasional \Cobbles to 7 Inches - —.Moist - LU : Slightly Moist .-i. 13.8 108.5 3.39 6 GRAVELLY - -. FINE TO MEDIUM [ii . SANDY CLAY . 13.0 9.8 108.2. 1.84 1 l0 . U. ::- 9-.8 121.9 - 11 12: - 15= - - 19-0 13.0 8,8 P27.016.42 - . ______________ PROJECT NO. 72-2-23A . BENTON ENGINEERING, INC. DRAWING NO. 4 S CONSOLIDATION CURVES LOAD IN :iit ri'ri•• ' so 0.4 11 Bag I Remolded to 90% of OWN Density fl- E0111111=u 4' __ 1111i1= - 1111111 __ IMININNIMIN Boring PUIUIIII ample I .i:__ MORIN Iliim....o I!!UII 11111 ___uniii:iiuii__ S 0 INDICATES PERCENT CONSOLIDATION AT FIELD MOISTURE INDICATES PERCENT CONSOLIDATION AFTER SATURATION PROJECT NO. 73-2-23A I BENTON ENGINEERING, INC. DRAWING NO. 5 BENTON ENGINEERING, INC. APPLIED SOIL MECHANICS - FOUNDATIONS 6717 CONVOY COURT SAN DIEGO. CALIFORNIA 92111 PHILIP HENKING BENTON PRESIDENT - CIVIL ENGINEER TELEPHONE (714) 568-1955 APPENDIX A Unified Soil Classification Chart* SOIL DESCRIPTION GROUP TYPICAL SYMBOL NAMES I. COARSE GRAINED, More than half of material is larger than No. 200 sieve size.** GRAVELS CLEAN GRAVELS GW Well graded gravels, gravel-sand mixtures, More than half of little or no fines. coarse fraction is GP Poorly graded gravels, gravel-sand larger than No. 4 mixtures, little or no fines. sieve size but smaller GRAVELS WITH FINES GM Silty gravels, poorly graded gravel- than 3 inches (Appreciable amount sand-silt mixtures. of fines) GC Clayey gravels, poorly graded gravel- sand-clay mixtures. SANDS CLEAN SANDS SW Well graded sand, gravelly sands, little More than half of or no fines. coarse fraction is SP Poorly graded sands, gravelly sands, smaller than No. 4 little or no fines. sieve size SANDS WITH FINES SM Silty sands, poorly graded sand-silt (Appreciable amount mixtures. of fines) SC'Clayey sands, poorly graded sand-clay mixtures. If. FINE GRAINED, More than half of material is smaller than No. 200 sieve size.** SILTS AND CLAYS ML Inorganic silts and very fine sands, rock flour, sandy silt or clayey-silt-sand mixtures with slight plasticity. Liquid-Limit CL . Inorganic clays of low to medium plas- • Less than 50 ticity, gravelly clays, sandy clays, silty clays, lean. clays. OL Organic silts and organic silty-clays of low plasticity. SILTS AND CLAYS MH Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastic silts. Liquid Limit CH Inorganic clays of high plasticity, fat Greater than 50 clays. OH Organic clays of medium to high. plasticity Ill. HIGHLY ORGANIC SOILS PT Peat and other highly organic -soils. Adopted by the Corps of Engineers and Bureau of Reclamation in January, 1952. ** All sieve sizes on this chart are U. S. Standard. BENTON ENGINEERING, INC. APPLIED SOIL MECHANICS - FOUNDATIONS 6717 CONVOY COURT SAN DIEGO, CALIFORNIA 92111 PHILIP HENKING BENTON PRESIDENT - CIVIL ENGINEER TELEPHONE (714) 565-1955 APPENDIX B Sampling The undisturbed soil samples are obtained by forcing a special sampling tube into the undisturbed soils at the bottom of the boring, at frequent intervals below the ground surface. The sampling tube consists of a steel barrel 3.0 inches outside diameter, with a special cutting tip on one end and a double ball valve on the other, and with a lining of twelve thin brass rings, each one inch long by 2.42 inches inside diameter. The sampler, connected to a twelve inch long waste-barrel, is either pushed or driven approximately 18 inches into the soil and a six inch section of the center portion of the sample is taken for laboratory tests, the soil being still confined in the brass rings, after extraction from the sampler tube. The samples are taken to the laboratory in close fitting waterproof containers in order to retain the field moisture until completion of the tests. The driving energy is calculated as the average energy in foot-kips required to force the sampling tube through one foot of soil at the depth at which the sample is obtained. Shear Tests The shear tests are run using a direct shear machine of the strain control type in which the rate of deformation is approximately 0.05 inch per minute. The machine is so designed that the tests are made without removing the samples from the brass liner rings in which they are secured. Each sample is sheared under a normal load equivalent to the weight of the soil above the point of sampling. In some instances, samples are sheared under various normal loads in order to obtain the internal angle of friction and cohesion. Where considered necessary, samples are saturated and drained before shearing in order to simulate extreme field moisture conditions. Consolidation Tests The apparatus used for the consolidation tests is designed to receive one of the one inch high rings of soil as it comes from the field. Loads are applied in several increments to the upper surface of the test specimen and the resulting deformations are recorded at selected time intervals for each inc-rement. Generally, each increment of load is maintained on the sample until the rate of deformation is equal to or less than 1/10000 inch per hour. Porous stones are placed in contact with the top and bottom of each specimen to permit the ready addition or release of water. Expansion Tests One inch high samples confined in the brass rings are permitted to air dry at 105° F for at least 48 hours prior to placing into the expansion apparatus. A unit load of 500 pounds per square foot is then applied to the upper porous stone in contact with the.top of each sample. Water Is permitted to contact both the top and bottom of each sample through porous stones. Continuous observations are made until downward movement stops. The dial reading is recorded and expansion is recorded until the rate of upward movement is less than 1/10000 inch per hour. BENTON ENGINEERING, INC. APPLIED SOIL MECHANICS - FOUNDATIONS 6717 CONVOY COURT SAN DIEGO, CALIFORNIA 92111 PHILIP HENKING BENTON PRESIDENT. CIVIL ENGINEER December 26, 1973 TELEPHONE (714) 565-1955 Mr. A. E. Lynch 867 Emerald Street San Diego, California 92109 Subject: Project No. 73-12-51) Carlsbad Tract No. 73-32 Final Report on IN Corn und Chase Condominiums Lots 188, 189, and 190 La Costa South Unit No, 2 Navarro Drive Car ornia Dear Mr. Lynch: RECEIVED OC 311973 CITY OF CARLSBAD Building Pepartnjent This is to report the results of tests and observations made in order to Tnspect the compaction of filled ground placed on the north side of the subject lots in order to provide additional building area for the proposed condominium buildings. Compacted filled ground was pJaced on these lots during the major grading of this subdivision in October, 1969. The resultsof.tésts and obser- vations made to Inspect the compaction of Filled ground placed during this Initial grading period were presented In our report of Project No. 69-10-iD, dated February 24, 1970. The recent fill was placed during the period between December 4 and December 19, 1973. The approximate area and depths of Filled ground placed under our inspection in accordance with the approved specifications during this latter grading period are shown on the attached Drawing No. 1, entitled "Location of Compacted Filled Ground." The grading plan used For the placement of filled ground was prepared. by Ebbe Vkleriksen, A.I.A., Architect,and Associates. The approximate locations at which the tests were taken are shown on Drawing No. 1 and the final test results are presented on page 3, under the "Table of Test Results." The laboratory determinations of the maximum dry densities and optimum moisture contents of the major Fill materials are presented on page 3, under the "Laboratory Test Results." Some of the maximum dry densities shown in the "Table of Test Results" were combinations of these. The tests were taken during the weekly periods indicated below: Test Number Week Ending 1 to 6, inclusive . December 8, 1973 7 to12, inclusive December 15, 1973 13 to 14, Inclusive December 19, 1973 (Last Test) ProjectNo .73-12-51) •'2s. December 24, 1.73 The final results of tests and observations indicate that the compacted Filled ground has been placed at 90 percent of the maximum dry density or greater. it has been determined that the fill materials, compacted to 90 percent of the maximum dry density, have a safe bearing value of 2,000 pounds per square Foot For one Foot wide continuous footings founded at the minimum required depth and placed five feet or more inside the top of compacted filled ground slopes. If footings are placed closer to the exposed slopes than 5 feet inside the top of compacted Filled ground slopes, these should be deepened one foot below a 1 1/2 horizontal to 1 vertical line projected outward and downward From a point 5 feet horizontally inside the top of compacted Filled ground slopes. Etve soil conditions exist on the subject lots and recommendations for the special design of footings and slabs placed on these, soils were presented in our report on Project No. 9-10-11), dated February 24, 1970. Respectfully submitted, BEF'ffON ENGINEERING, INC. By R. C. Remer Reviewed by/(.< 74, e,1ingiee :: LrZ~ Distr: (3) Addressee (2) City of Carlsbad Department of Building Inspection RCR/tFL/nd BENTON ENGINEERING. INC. vruiect l,IL)L1 .icemui Lt i 71.) TABLE OF TEST RESULTS App rox.- Depth Maximum mate of Fill Field Dry Dry Test • Location at Test Moisture Density Density Percent No. Lot No. in Feet % dry wt lb/cu Ft lb/cu ft Compaction 1 188 2.0 11.3 115.3 126.5 91.3 2 190 2.0 11.1 118.4 129.6 91.5 3 189 4.0 11.0 110.9 122.5 90.5 4 190 6.0 11.0 112.3 122.5 91.7 5 188 8.0 9.9 113.2 123.5 91.7 6 190 8.0 11.0 113.8 123.5 92.0 7 188 10.0 9.3 126.8 129.6 97.9 8 189 10.0 10.1 123.3 129.6 95.3 9 190 12.0 8.9 118.6 129.6 91.5 10 189/190 14.0 9.2 120.1 129.6 92.7 11 188/189 12.0 8.5 126.6. 129.6 97.8 12 190 14.0* 10.9 122.2 129.6 94.4 13 190 16.0 9.8 123.2 129.6 95.3 14 190 17.0* 9.8 125.2 129.6 96.7 * Indicates finished grade LABORATORY TEST RESULTS The maximum dry densities and optimum moisture contents of the major fill materials as deter- mined by the A.S.T.M. D 1557-58T method,that uses 25 blows of a 10 pound rammer fall- ing from a height of 18 inches on each of 5 layers in a 4 inch diameter 1/30 cubic foot compaction cylinder,. are presented as follows: Maximum Optimum. M&s- Dry Density ture Content Soil Description . lb/cu ft % dry wt Brown gravelly clayey fine to coarse sand . 129.6 8,9 Brown fine sandy clay 122.5 11,4 Brown gravelly slightly silty fine to coarse 123.5 8.0 sand BENTON ENGINEERING. INC. 488-064 c I () PLUMBING Pacific &ach Plumling L /2 o., ..Jnc. 4667 CASS STREET SAN DIEGO, CALIFORNIA 92109 AL TAYLOR QUALITY PLUMBING & HEATING PACIFIC BEACH December 18, 1973 Carlsbad Building Department Attention: Mr. Green We submit the following data as required for the job located at 2564 Navarra Drive, La Costa, California for Lynch Construction Company. Attached are to copies or water data calculations per Appendix A U.P.C. 1970 Edition, Also attached are two copies of Isometric gas layout and 4izing per Table 12 - 2 U.P.C. 1970 Edition. Sincerely, Ronald Riddle I Estimator WATER TO St LOCATED IN LUCY *TRCET C._r7o774 DISTANCE NKTCR To SC FROM LU PROPERTY LINE (*WV4 FACING 'so.. Sqyy) ,Y. It MAX. PRESSURE OVER 100 Pss} 0 NOT DESIRE!' Sa WILL SC PROVIDED SOrTTIE. CONNECTION 1_ SILL WILL NOT SC _PSOVERED - ROtN55OATERSYSTEM (sots METERTOSMYHEST SUTLET)370 ISSTSN$ SYSTEM: PROP OSE&YSTtW PI1'tS OF NLDO. SUPPLY LINE: - UtTER s, if: PRESSURE £ONRtCTlOP4 'as tNAPIGE IN ELEVATION. YEIYICAL1I$7. (FT.) W?IR TO NIfJ4 OUTLET s.43. PLUS PSI MINUS m*'E, PRESSURE ROOSTER.PUMP I'$CR(ASES PRESSURE - PSI PUJ!I4TER VALVE rlxTuNtsçjaLL$.SS.L HOT RE USED -- _I_tisTi. I I _I RtD'. • NO. ATORICS 2._lnxt_LIST1_NCR .*tC1 Poll 'NrOcJ EXIST. t TT?#J7IXTU.E B !os I L iL UNIT OS DENTAL LAY. i. FOUNTAIN • EA. Hfl. I,.. *V TUII • CL. RASHER -, I;LIIIlI ,I1s Read pt"llay C.., Am aciAc q 4667 CASS STREET SAN DIEGO CALIFORNIA 92109 - I IMTM —, WATER METER DATA CARD RATER I NOR FNE NINPRESS. ::MMAL M*$IM PRESSURE LO'2_ ..,; PSI SSURE DATA PSI ESS. NESULATOS REOD. Y5S NACKPLO. PPor" 'Q7(I5 1 UCR fl YES NO APPROVED MS 1. re min. Wrtter Vrepi3Ø 0 !'.te" øIe,R 7-m es aOP rsUp •"ir.V I in. Pr1.fltr.? 1Rlr pqqj, 4 - .. N•f)1 rittrr ti S dtrn ftt ire: J?O' 4 ,,, i,,, ('s) ) ) -31 . , 2 2t 3 I 44,t i ElI. SW TANK 511. iI3'i SA,I. CIRCLE MAY 1!. .max i.• PEDESTAl. Z. FLUSN YANK - 'LISN #LVE SYL RAID dORA?. 5i.uS. VALVE $0 _IS RATER SUPPLY OUTLET .11114" If Y OUtLET.2 1 412 IH 11 1 -taw V OUTLET SAYER SUPPLY OUTLET to 013 __________________________________ IL5.H TANK SYS. I. N ØLVL 51%. LJ .._L...[...J I*Ics'MTWAT THE INrORMATION '4YE111 IS CONVECT: flIAT Tilt *55555 FOR 111111111M UtTER SIZE MD I"XIMM RATER CAPACItY I %ATLk PIPL ARE S*SLDbOL(LY ON TNI% IEORM*TION MD ANY Kv*iI* IN CONSTRUCTION 51L1SCOUIRE RISUIS$ICN OP CONNECTED BATA DtTIRWIN*T 10H 05 AOCOUACV 0? RAIlS PIPE 555 UtTER Be EEl. 4 UNIT IllS TOTAL )NE*. 71'fl11Rh1T IMI? TOTAL (fZQ FU a TtR so. (sas* METER) 5*115 Rio. (sMD SITU) a W.LT6111 sEa. ISIt UtTER) - USP.ASWSS 405N55 em £55Y5.q J7 I QATm PIN 0 V.- 4. .04 CAW Sro Iyo. C237 . I— 2AI.P 3 it. 0124 15hhhh1PL1 P. & G. SLOANE MF nw THE SUSQUEHANNA ou op t~Jç,. .00 0 , efr 4 Fittings LEUCADIA COUNTY WATER DISTRICT 1959 EL CAMINO REAL S LEUCADIA, CALIFORNIA 92024 . 753-0155 October 18, 1973 To Whom it May Concern: The following is a breakdown of the applicable sewer fees for the proposed developments by Chase Financial within La Costa South. Unit No .2 and La Costa South Unit No. 5: Lot No. Unit No. Units Conn. Fee Surch. Fee 188, 189 & 190 ..':i2 . . 34 . $,,.19,,.200.,,00...$1;750.00 374 & 375 5 $4,800.00 $850.00 Totals $15,000 .00 $2,600.00 By Administrative Secretary RECEIVED NOV 0 1913 CITY OF CARLSBAD Building Department • - V- V.- •___V -- - -. ---- 3 f s. PERMITS ETC., REQUIRED - ' ter -:21C . RECEIVED rractorC-_y7*'. t7 '' — / 2-/3 -2 thing W-ica ) /7ling 1973 hcznkal L'-T udazi . / cr OF CARLSBAD nbin -1ci'c' r' ' "t. _-__. V Building Department :.&..i3e : 1 --------- — V cachrn''n .............. - / . - ',/q/, 3 of Sh.. 1.4)1) win,rning Poo L L - V V - APPROVALS REQUIRED FOR FINAL Fire Retardant Roof Uici' tric /7.-3 :%% / Building porar 1 fIeCtric .......J.......4 / ( /L.L €2 Vialls, etc. EnIhC '. Depf.4 3L/2$'..C/<: _' _A Health Dept. •- r — i 4 - 5-/ - •_.. .( .. çcX . - 11Lq.i1 . .'3 •:..V.fcJ' . - - .&y .j.