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Home My WebLink About175 MAPLE AVE; ; 86-496; Permit10- E 0 hereby affirm that I am licensed under ('I Provisions of Chapter 9 (commencing with - cc Section 7000) of Division 3 of the Business and Professions Code, and my license is in L full force and effect. 0r I hereby affirm that I am exempt from the Contrac-tor's License Law for the following reason (Sec. 703t .5 Business and Professions Code' Any city or county whicr, re-quires a permit to construct, utter, improve, dnmolish, or repair any structure, prior to its issuance also requires the ap- plicant for such. permit to tile a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9 commencing with Section 7000 of Division 3 of the Business and Professions Code) or that is ex- empt therefrom and the basis for the alleged exemption Any violation of Section 7031,5 by an applicant tsr a permit sub lects the applicant to a civil penalty of not more than live hun- dred dollars ($500). I I I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the struc- tore is not intended or Offered for sale (Sec 7044, Business - and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves the, and who does such work himself or through his own employees, provided that such improvements are not intend- I ed or offered for sale If, however, the building or improvo- mont is sold within one year of completion, the owner'builtler will have the burden 01 proving that he did not build or im- I prove for the purpose of sale). o I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec 7044. Business and Professions Code: The Contractor's License Law does not apply to an owner at property who builds or im- proves thereon, and who Contracts for each projects with a contractor(s) license pursuant to the Contractor's License Law). L-1 As a homeowner lam improving my home, and the follow-ing conditions exist: The work is being performed prior to sale. I have lived in my home for twelve months prior to completion of this work. 3 I have not claimed this exemption during the last three years, El lam exempt under Sec. __________________ , B & P.C. for this reason D i hereby affirm that I have a certificate of cons,rt to sell-insure, or a certificate of Workers' Compensation-In- surance. or a certified copy thereof (Sec. 3800. Labor Coe( POLICY NO. COLIPANY oyy is tiled with the city D Certified copy is hereby furnished CERTIFICATE OF EXEMPTION FROM WORKERS' COMPENSATION INSURANCE - (This Section need not be completed if the permit is for one hundred dollars ($100) or less) E I certify that in the performance of the work for which this permit is issued, I Shall not employ any person in any manner so as to become subject to the Workers' Compen- sation Laws of California. NOTICE TO APPLICANT: If, after making this Certificate of Exemption, you should become subject to the Workers' Compensation provisions Of the Labor Code, you must forthwith comply with such provisions or this permit shall be deemed revoked. I hereby affirm that there is a construction fending Ix agency for the performance of the work for which this per-IuU 01 nut is issued (Sec. 3087, Civil Code) zi WI Lender's Name —ii L Lender's Address________________________________ W 0 -J W Z 0 in it (ii Ix a U 0, 0. IL 0 C.) a) 0. (I, C ' I- - USE BALL P016 PEN ONLY & PRESS HARD APPLICANT TO FILL IN TION WITHIN SHADED AREA AND DECLARATIONS. - CARLSBAD BUILDING DEPARTMENT APPLICATION & PERMIT - 2075 Las Palmas Dr., Carlsbad, CA 92009-489 (619) 438-1161 JOB AO0P0S AV. ST. AD, NEAREST CROSS ST, DATE APPLJICATfONt BUSINESS LICENSE S VALUATION PERMIT NUMBER QT/I BLOCK I SB S ON ESSOR PAR CONTRACT R A CT ZONE OWN B'S NAME ON4'NER'S PH P ESS I' J STATE LICENSE NO. (dUILDING SO. FOOTAGE ~11ACI DD '1/fr-V &/2~SL;- L qg9314// OWN E R'S MA i L I NG ADtDI4ESS DESIGNER DESCRIPTION OF WORK DESIGNER'S ADDRESS STATE LICENSE NO. Ii e j5:j /T 55633 I NO F/P FLRELEV.1 1- b \JhIJ 7,1. '1 V- t (" D NO —I -7-7 OE'GP EDU PARKING 'S P AJ RES UNITS GRADING PERMIT ISSUED I REDEVELOPMENT TYPE 0CC LOAD FIRE SPR I AREA I CONST 0N 0 0 ND j vU NO Not Va/id Unless Machine Certified QTY. PLUMBING PERMIT - ISSUE CITY. MECHANICAL PERMIT - ISSUE SUMMARY/ACCOUNT NUMBER - IJ EACH FIXTURE TRAP 4d ' INSTALL FURN. DUCTS UP TO 100,000 BTU BUILDING PERMIT 001-810-00-00-8220 EACH BUILDING SEWEU("5, OVER 100,000 BTU SIGN PERMIT 001'810-00-00-8221 EACH WATER HEATE'RPANDIOR VENT BOILER/COMPRESSOR UP TO3HP PLAN CHECK 001-810-00-00-8821 EACH GAS SYSTEM 1 TO 4 OUTLETS BOILER/COMPRESSOR 3.15 HP . TOTAL PLUMBING 001-810-00-00-8222 EACH GAS SYSTEMS OR MORE METAL FIREPLACE 'i,,...7. ELECTRICAL 001-810-00-00-8223 - EACH INSTAL ALTER, REPAIR WATER PIPE . VENT FAN SINGLE DUCT MECHANICAL 001-810-00-00-8224 EAH,vAcU,u.M BREAKER,JI' 1e4 - - MECH EXHAUST - HOOD/DUCTS . MOBILEHOME 001-810-00-00-8225 WATER SOFTNEH ,n l . RELOCATION OF EA FURNACE/ EATER . SOLAR 001-810-00-00-8226 EAC)ROOF DRAI'4 )IN'SIDE) -' . DRYER VENT - STRONG MOTION 880-519-92-33 9 TOTAL MECHANICAL I , — FIRE SPRINKLERS 001-810-00-00-8227 TOTAL PLUMBING -J-bt, — PUBLIC FACILITIES 7-'7o BRIDGE FEE 360-810-00-00-8740 QTY. ELECT (CAL PERMIT - ISSUE QTY. ' MOBILE HOME SETUP PARK-IN-LIEU (AREA / ) J"z1,1 4- 47/ NE CONS E KR CAR PORT - TIF 134-810-00-00-8835 — ' - 3 PH fr _. AWNING . LA CO TA TIF 133-810-00-00-8835 EXIST BLOC EA,AMP/SWT/B.KRh - . -' ' GARAGE - FMF 1 PH - C •- - 3 PH . - - LICENSE TtTE 1AR1EL2 REMODEL/ALTER 1_0 E` - ' - MFFq 880-519-92-57 / /O TEMP-P/OLE 2d0 A1MPS..,... OVER 200AMPS TEMP OCCUPANCY I30DAYS) of CREDIT CARSBAI 11 RVSqI — TOTAL ELECTR ICAL 7- TOTAl ' .-- TOPYVPMENT pCESS L TO -LhSPAYABLE I I HAVE C/\REFlJLLY EXAMINED THE COMPLETED "APPLICATION AND PERMIT" AND DO HEREBY I Expiration. Every permit issued by the Building OItIci& under the provisions Ofthis * AN OSHA PERMIT IS REQUIRED FOR EXCAVATIONS OVER CERTIFY UNDE POT ALT PSOF PERJURY THAT ALL INFORMATION HEREON INCLUDING THE I Code shall aspire by limitation and become null and void. If the building or work 5,0" DEEP AND DEMOLITION OR CONSTRUCTION O DEC LARATI ONS ARE TRUE SND CORRECT AND I FURTHER CERTIFY AND AGREE IF A PERMIT IS authorized by such permit IS not commenced within 180 days from the date of Such email, or if the building or work authorized by such permit is suspended or STRUCTURES OVER 3 STORIES IN HEIGHT ISSUED TO COMPLY WITH ALL CITY COUNTY AND STATE LAWS GOVERNING BUILDING CON- I abandoned at any time after the work IS Commenced for a perjpd 01180 days STI(UCTION, WHETHER SPECIFIED HEREIN OR NOT. I ALSO AGREE TO SAVE INDEMNIFY AND PLICANT'S SIGNATURE OWNER($' KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND AP CONTRACTOR($ EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE "7'77i~-/ SY PHONE 0 GRANTING OF THIS PERMIT, 1 - TYPE DATE :INSPECTOR BUILDING FOUNDATION REINFORCED STEEL MASONRY GUNITE OR GROUT SUB FRAME El FL9QR El C[1NG SHEATHING OOF El SI1EAR j-7o-s7 FRAME EXTERIOR LATH 7-'2$1 INSULATION INTERIOR LATH & DRYWALL I PLUMBING El SEWER AND BL/CO El iL/CO UNDERGROUND ,'El WASTE )4 WATER TOP OUT El4VASTE 11 WATER VA-I51 TUB AND SHOWER PAN GAS TEST El WATER HEATER El SOLAR VI/ATER ELECTRICAL - El ELECTRIC UNDERGROUND UFFER ROUGH ELECTRIC El ELECTRIC SERVICE El TEMORAF1'Y El BONDING El POOL MECHANICAL El DUCT & PLEM., El REF. PIPING' -' HEAT - AIR COND. SYSTEMS VENTILATING SYSTEMS CALL FOR FINAL INSPU1ION WHEN ALL APPROPRIATE ITFM! ARflVE HAVF RFFN APPR()VFI) FINAL PLUMBING ELECTRICAL MECHANICAL GAS BUILDING SPECIAL CONDITIONS FIELD INSPECTION RECORD REQUIRED SPECIAL INSPECTIONS INSPECTORS NOTES SPEC11ON c' INSPECTORS APPROVAL DATE 4HECKED , 4 SOILS COMPLIANCE PRIOR TO FOUNDATION INSP r If OVER 2000PSI STRUCTURAL CONCRETE PRESTRESSED CONCRETE POST TENSIOD - - CONCRETE - FIELD WELDING -- HIGH STRENGTf1 - BOLTS SPECIAL MASONRY - - - - PILES CAISSONS . -- -- CONNECTION FEE -. I f COST PER UNIT I X-i ) x NO.UNITS J LATERAL CHARGE: TOTAL CHARGES- PREPARED BY ----(PRINTED NAME) - (hug of (hIar1itiab CASHIERS VALIDATION I . - SEWER PERMIT APPLICATION J. v1.u.uU .1 APPLICANT TO FILL IN SHADED AREA SEWER PERMIT NUMBER SE 2q61 - BUILDING PLAN CHECK NUMBER: PC '49( A : / BUILDING ADDRESS /'In14 BUILDING TYPE :1Th45 0119. 0 (4 NUMBER OF EDU S 9 OWNER:d, CALCULATIONS:_____________________________ MAILING ADDRESS:' DDRESS CONTRACTOR i1('S/I Iii MAILING ADDRESS: LEGAL DESCRIPTION ' i22T' 'e s) ASSESSORS4PARCEL NUMBER COMMENTS: _____ ---S S . WHITE: OPS GREEN: Finance CANARY: Water PINK: Building GOLD: Applicant FINAL*BLftLDING INSPECTION PLAN CHECK NUMBER: 86496 DATE: 11-987LX PROJECT NAME: Maple Ave Townhoms ADDRESS: 175 Male Ave PROJECT NO.: 80-19 UNIT NUMBER: . 'PHASE NO.: L TYPE OF UNIT: 9 COfldO Unit NUMBER OFUNITS: 9 CONTACT PERSON: -Deo Walker • CONTACT TELEPHONE: 4383 141 4 all dent .JSPECTED DATE % APPROVED DISAPPROVED TED- INSPECTED DATE ______________________ INSPECTED: ___________ APPROVED ______ DISAPPROVED INSPECTED DATE BY: _______________________ INSPECTED! ___________ APPROVED ______ DISAPPROVED COMMENTS _ . .w. -* • . •t } - .• - -. .-• - ••4. 1 - .' .. I. - / / 7 -G - ..._,I, Rev. 1186 WHITE Suspense BLUE Water District GREEN Engineering CANARY UtuIiteNKPInmn/OLD Fire FINAL BUILDING INSPECTION PLAN CHECK NUMBER: 86-1496 " DATE: PROJECT NAME: Maole Ave Townhornes ADDRESS: 175 Maole Ave PROJECT NO.: 8049 UNIT NUMBER: _________________ PHASE NO.:_________________ TYPE OF UNIT: 9 condo unit NUMBER OF UNITS: CONTACT PERSON: Dee Walker CONTACT TELEPHONE: 438-31E1 ___• • all debt : INSP~FED DATE BY: INSPECTED: q,APPAOVED _____ DISAPPROVED INSPECTED DATE * '•-.'. - - .','• ,• BY: INSPECTED: 'APPROVED ______ - DISAPPROVED INSPECTED , DATE . BY: _______________________ INSPECTED: APPROVED DISAPPROVED COMMENTS: . S , • S ' n Rev. 1/86 WHIT: Suspense BLUE: Water District fEngineeringcARY: Utilities PINK: Planning GOLD: Fire 1' 1/86 WHITE: SUSP E:Wert GREEN: Engineering CANARY: Utilities PINK: Planning GOLD: Fire FINAL BUILDING INSPECTION PLAN CHECK NUMBER: 86496 & 317 DATE: 11-20-87 ,'PROJECT NAME: .. 'ADDRESS 175 Maple Ave PROJECT NO.: 8019 UNIT NUMBER: PHASE NO.: TYPE OF.UNIT: 9 Condo uni ts NUMBER OF UNITS: 9 CONTACT PERSON: Glen Hughes CONTACT TELEPHONE: 438-3141 all dept + health I T INSPECTED /\/\ DATE - V BY: /\f\JV\1 INSPECTED: APPROVED DISAPPROVED INSPECTED DATE BY INSPECTED APPROVED DISAPPROVED INSPECTED DATE BY I _ - INSPECTED APPROVED DISAPPROVED lip neat Municipal Water District COMMENTS: Engineering Department - (619)438-3367 t - , -. 4 .-. FINAL BUILDING INSPECTION 0 07 PLAN CHECK NUMBER: G6496 DATE: 11987X PROJECT NAME: Maple Ave Townhorne ADDRESS: US .%bIO Ave PROJECT NO.: 80-19 UNIT NUMBER: TYPE OF UNIT: 9 COfldO Unit NUMBER OF UNITS: CONTACT PERSON: Dot, VIatkor CONTACT TELEPHONE: 438-3141 all dept PHASE NO.: INSPECTED DATE BY: INSPECTED: c i4%t APPROVED DISAPPROVED INSPECTED DATE BY: ________________________ INSPECTED: APPROVED DISAPPROVED INSPECTED DATE BY: INSPECTED: ____________ APPROVED DISAPPROVED COMMENTS: Rev. 1186 WHITE: Suspense BLUE: Water District GREEN: Engineering CANARY: Utilities PINK: PIan5GOLD: RECEIVED SPANLTE MAR 41987 OF CALIFORNIA GENERAL OFFICE 13131 LOS ANGELES STREET IRWINOALE, CALIFORNIA 91706 PHONE (BIB) 962-871 LICENSE NO. 437987 MAILING ADDRESS POST OFFICE BOX P BALDWIN PARK, CA 91705 03-03-1987 CITY OF CARLSBAD % RUSSEL GROSSE DEV. 5850 AVENIDA ENCINAS - SUITE A CARLSBAD —CA 92008 Attention: GLEN HUGHES Regarding: MAPLE AVE TOWNHOMES S/C Job No. .817 TO WHOM IT MAY CONCERN; It has come to our attention that there is some concern about topping details at the balcony planks on the above job. There is a transition from the 10 inch planks to the 8 inch planks to allow for a drop in topping and slope for drainage. We have designed our planks to carry any extra topping weight caused by the above. The structural integrity of our system will not be violated by the above. If you 4 estions, please call. Si CM ohn '123189 . . Received Engin' /n i OF cY MAR 04 11987 CITY OF CARLSBAD DEVELOP. PROC S,RV. DIV.. PROFESSIONAL REGISTERED INSPECTIONS, INC. PHONE 292-0660 pr I 7895 convoy court, sn diego, caiifornia INSPECTIONS • TESTING • ENGINEERING TEST REPORT JOB No. 3966 JOB MAPLE AVENUE TOWNHOMES ADDRESS 175 MAPLE AVENUE PHONE OWNER ___________________________________________ CONTRACTOR RUSSELL GROSSE CLIENT RUSSELL GROSSE DEVELOPMENT ENGINEER ARCHITECT ROBERTF.ARDENT BLDG. AUTH. CITYOFCARLSBAD INSPECTOR _ - _PERMIT NO. 86-496 PLAN FILE FIELD LOCATION OF SPECIMEN SAMPLE OF: CONCRETE IN JOB OR STRUCTURE: INTERIOR COLUMNS MIX NO. 3/8" PUMP MADE BY DENNISOLSON - PROPORTIONS 7.5SACK SLUMP _________________________________ ADMIXTURE _______________________________________ DATE MADE 1/09/87 TYPE OF CEMENT 111 DATE RECEIVED 1/12/87 CONC. SUPPLIER PALOMARTRANSITMIX SOURCE OF ROCK TICKET NO. 97446 INSPECTOR SIGN LABORATORYTESTDATA nAVQ nvs H DAYS SPECIMENMARKINGS 59919 59920 59921 DATETESTED 1/16 2/06 HOLD AREA - SQ.IN. 28.28 ULTIMATELOAD -LBS. 67500 UNITSTRESS - psi 2385* SPECIFIED STRENGTH AT28 DAYS _-PSI 4000 DISTRIBUTION: RUSSELL GROSSE DEVELOPMENT CITY OF CARLSBAD *POSSIBLE LOW 28 DAY REC1VED J/\N26 1987 CITY OF CARLSBAD Building DePart, ENGINEER HPROFESSIONAL REGISTERED INSPECTIONS, INC. 7895 convoy court, san diego, caiifornia 92111 INSPECTIONS • TESTING • ENGINEERING PHONE 292-0660 TEST REPORT JOB NO. 3966 JOB ADDRESS 175 MAPLE AVENUE PHONE OWNER MRS. MARY GROSSE CONTRACTOR RUSSEL GROSSE DEVELOPMENT CLIENT MC CARTHY CONCRETE ENGINEER ROBERTF.ARDENT ARCHITECT ROBERTF.ARDENT BLDG. AUTH. CITYOFCARLSBAD INSPECTOR FATHI__MOHAMED PERMIT NO. 86-496 PLAN FILE FIELD LOCATION OF SPECIMEN SAMPLE OF: CONCRETE - IN JOB OR STRUCTURE: SPREAD FOOTING, FOOTING #3 MIX NO. 6.5 X 1" _MADE BY FATHIMOHAMED PROPORTIONS 6.5 SACK SLUMP ____________411 _______________________ ADMIXTURE POZZ 322 DATE MADE 12/19/86 TYPE OF CEMENT 1,11 DATE RECEIVED 12/22/86 CONC. SUPPLIER PALOMAR TRANSIT MIX SOURCE OF ROCK TICKET NO. 96774 INSPECTOR SIGN FATHIMOHAMED LABORATORYTESTDATA - - H nyq SPECIMENMARKINGS 59727 59728 59729 DATETESTED 12/26 1/16 HOLD AREA - SQ.IN. 28.28 28.28 ULTIMATELOAD -LBS. 97000 120000_,, UNITSTRESS -PSI 3430 4240 SPECIFIED STRENGTH 4000 PSIAT28 DAYS - DISTRIBUTION: RUSSEL GROSSE DEVELOPMENT MC CARTHY CONCRETE -- CITY OF CARLSBAD I6/ ENGINEER pr PROFESSIONAL REGISTERED INSPECTIONS, INC. PHONE 292-0660 7895 convoy court, sat, deco. caforr,ia 82111 H I ) INSPECTIONS • TESTING • ENGINEERING TEST REPORT JOB NO. 3966 JOB MAPLE AVENUE TOWNHONES ADDRESS 175 MAPLE AVENUE PHONE OWNER RUSSELL GROSSE DEVELOPMENT CONTRACTOR RUSSELL GROSSE DEVELOPMENT CLIENT RUSSELL GROSSE DEVELOPMENT ENGINEER ARCHITECT ROBERT F. ARDENT BLDG. AUTH. CITY OF CARLSBAD INSPECTOR DENNIS OLSON PERMIT NO. 86-496 PLAN FILE FIELD LOCATION OF SPECIMEN SAMPLE OF: Mortar IN JOB OR STRUCTURE: Stairwell walls MIX NO. MADE BY D. L. Olson PROPORTIONS :1:i SLUMP ADMIXTURE Types Time DATE MADE 1/12/87 TYPE OF CEMENT 1-II DATE RECEIVED 1/13/87 CONC. SUPPLIER Job mixed SOURCE OF ROCK TICKET NO. ______________________________________ INSPECTOR SIGN __ DENNIS OLSON LABORATORY TEST DATA ? r% A %fe IIAV ,q H nAVS SPECIMEN MARKINGS 59934 59935 59936 DATE TESTED 1/19 - 2/9 Hold AREA — SaIN. 3.14 - ULTIMATE LOAD - LBS. 7000 UNITSTRESS — PS 2230 SPECIFIED STRENGTH AT 28 DAYS — PSI I 1 1800 PROFESSIONAL REGISTERED INSPECTIONS, INC. PHONE 292-0660 pr 7895 convoy court, sar dieao. caiifcrr,a 92111 7R INSPECTIONS • TESTING • ENGINEERING TEST REPORT JOB NO. 3966 JOB MAPLE AVENUE TOWNHOMES ADDRESS 175 MAPLE AVENUE PHONE OWNER RUSSELL GROSSE DEVELOPMENT CONTRACTOR RUSSELL GROSSE DEVELOPMENT CLIENT RUSSELL GROSSE DEVELOPMENT ENGINEER ARCHITECT ROBERT F. ARDENT BLDG. AUTH. CITY OF CARLSBAD DENNIS OLSON INSPECTOR PERMIT NO. 86-496 PLAN FILE FIELD LOCATION OF SPECIMEN SAMPLE OF: CONCRETE IN JOB OR STRUCTURE: Perimeter column MIX NO. 3/8" pump MADE BY PROPORTIONS 8.0 sack SLUMP 3½" ADMIXTURE Pozz 322N DATE MADE 1/12/87 TYPE OF CEMENT 1-Il DATE RECEIVED 1/13/87 CONC. SUPPLIER Polamar Transit Mix SOURCE OF ROCK TICKET NO. 98000 INSPECTOR SIGN DENNIS OLSON LABORATORY TEST DATA AGE TESTED DAYS 7 DAYS A 14 DAYS 28 DAYS j' DAYS SPECIMEN MARKINGS 59937 59938 DATE TESTED 1/19 Hold AREA - SaIN. 28.28 . . ULTIMATE LOAD - LBS. 79000 . UNIT STRESS - PSI SPECIFIED STRENGTH . . ... . . .. .. AT 28 DAYS - PSI . 4000 DISTRIBUTION: :• . . RUSSELL GROSSE DEVELOPMENT . CITY OF CARLSBAD . ENGINEER i., -............................................................:- -. -•-•---- I V4I. San Diego, California 92111 PROFESSIONAL REGIS" RED INSPECT1UV45, I Phone 292-0660 FOR WEEK INSPECTORS WEEKLY REPORT 2 INo. 3966 I ENDING ON ........... 'V COVERING-WORK PERFORMED I D REINFORCED CONCRETE STRUCT. STEEL ASSEMBLY 0 GLUE- LAM. FABRICATION WHICH REQUIRED APPROVAL BY PRE-STRESSED CONCRETE REINFORCED GYPSUM OTHER THE SPECIAL INSPECTOR OF REINFORCED MASONRY 0 PILE DRIVING JOB ADDRESS BUILDING PERMIT NUMBER PLAN FILE NUMBER 175 MAPLE AVENUE - CARLSBAD 86-496 OWNER OR PROJECT NAME ARCHITECT MAPLE AVENUE TOMEHOMES ROBERT F. ARDENT CONSTR. MATL. (TYPE. GRADE, ETC.) DESIGN STRENGTH ISOURCE OR MFGR.j ENGINEER MASONRY I I DESCRIBE MAT'L. (MIX DESIGN. RE-BAR GRADE & MFGR.. WELD.RQO, ETC.) GENERAL CONTRACTOR REBAR: GRADE 40, #5 AND LARGER, GRADE 60 RUSSELL GROSSE DEVI CONTR. DOING REPORTED WORK MORTAR - 1800PSI; GROUT - 2000PST RUSSELL GROSSE DEVELOPMENT LAB. RECEIVING & TESTING CONSTR. MATL. SAMPLES CONCRETE - 4000PSI P.R.I, INC. INSPN. LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED. JOB PROBLEMS. PROGRESS, REMARKS. ETC. DATE INCLUDES INFORMATION ABOUT -AMOUNTS OF MATERIAL PLACED OR WORK PERFORMED; NUMBER, TYPE. & IDENT. N05. OF TEST SAMPLES TAKEN; STRUCT. CONNECTIONS (WELDS MADE. H.T. BOLTS TORQUED) CHECKED; ETC. 1/12 Inspected laying of block for stairwell walls, top half. Prepared a set of 3 test specimens from mortar being used. Three mason's working. Inspected reinforcing steel in place for four (4) perimeter wall columns. Also inspected placing of concrete in same four (4) columns. Prepared a set of 3 test specimens from concrete being used. 1/13 Inspected vertical steel in walls and the high lift placement of grout. Inspected clean outs and the viborateing of grout. Prepared a set of 3 test specimens from grout being used. 54 yards of grout placed. One 8" x 16" column blew out during grouting; it was rebuilt and grouted full. Column at C.5 and 5.5 (16" x 16") also blew out during grouting operations. Contractor to rebuild later. 1/14 Sampled grout being placed in column at C.5 and 5.5. Column block blew out once again as grouting operations were almost complete, samples abandoned. 1/15 Inspected relaying of block for column located at lines C.5 and 5.5. Inspected placement of wall dowel steel and column steel in place. Grouting of column done in stages as' column was built. No blow out this time. Prepared three test specimens of grout being used. 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 auctions of the govern- ing building laws. 4/ SIGNATURE OF PEG TERED INSPE?TOR January 16, 1987 DATE OF REPORT PEG;SEP NUMBER PROFESSIONAL REGISTERED INSPECTIONS, INC. 7895 Convoy Court San Diego, California 92111 Phone 292-0660 INSPECTORS WEEKLY REPORT f No 3966 WEEK March 28 EN OR DING ON 19L COVERING WORK PERFORMED REINFORCED CONCRETE STRUCT. STEEL ASSEMBLY GLUE- LAM. FABRICATION WHICH REQUIRED APPROVAL BY P RE-STRESSED CONCRETE REINFORCED GYPSUM 0 OTHER THE SPECIAL INSPECTOR OF REINFORCED MASONRY PILE DRIVING JOB ADDRESS BUILDING PERMIT NUMBER PLAN FILE NUMBER 175 MAPLE AVENUE 86-496 OWNER OR PROJECT NAME ARCHITECT MAPLE AVENUE TOWNHOMES ROBERT F. ARDENT CONSTR.MATL. (TYPE. GRADE• ETC.) DESIGN STRENGTH SOURCE OR MFGR. ENGINEER ROBERT F. ARDENT DESCRIBE MAT'L. (MIX DESIGN. RE-eAR GRADE & MFGR.. WELD-ROD. ETC.) GENERAL CONTRACTOR STEEL ASTM A-36, ELECTRODES E-7018 RUSSELL GROSSE DEVELOPMENT CONTR. DOING REPORTED WORK LARSENS STEEL FAB. LAB. RECEIVING & TESTING CONSTR. MATL. SAMPLES P.R.I., INC. INSP'N. LOCATIONS OF WORK INSPECTED. TEST SAMPLES TAKEN, WORK REJECTED. JOB PROBLEMS. PROGRESS, REMARKS, ETC. DATE INCLUDES INFORMATION ABOUT - AMOUNTS OF MATERIAL PLACED OR WORK PERFORMED; NUMBER. TYPE. & DENT. NOS. OF TEST SAMPLES TAKEN; STRUCT. CONNECTIONS (WELDS MADE. H.T. BOLTS TORQUED) CHECKED; ETC. 3/24 Visully inspected the fillet and butt welding of beam saddle connections, total of 12. H Certified welder was observed for proper welding procedures and techniques. Completed welds were inspected for size, length, location and unless otherwise noted are free of visible defects and in accordance with project specifications. This report concludes the welding inspection for this poject.. Certified Welder: George S. Ballow, Advanced Test and Inspection Lab #735.,..4/02/66 AWS Appendix "D" SMAW Light Gage A/P H RECEIVED APR 61987 CITY OF CARLSBAD BuiIdflg Department ic A-- SIGNATURE OPREGIS1ERED INSPECTOR M ch3O;N1.987 - DATE OF REPORT REGISTER NUMBER \ PROFESSIONAL REGISTERED INSPECTIONS, INC. PHONE 292-0660- pr \ 7895 convoy court, san diego. cajifornia 82111 H i ) INSPECTIONS • TESTING • ENGINEERING TEST REPORT JOB NO. 3966 JOB MAPLEAVENUETOWNHOMES ADDRESS 175MAPLEAVENUE PHONE OWNER RUSSELLGROSSEDEVELOPMENT CONTRACTOR RUSSELL _GROSSEDEVELOPMENT CLIENT RUSSELLGROSSEDEVELOPMENT ENGINEER ROBERT ARDENT ARCHITECT ROBERTF.ARDENT BLDG. AUTH. CITYOFCARLSBAD DALE REGLI INSPECTOR PERMIT NO. 86-496 PLAN FILE FIELD LOCATION OF SPECIMEN SAMPLE OF: CONCRETE IN JOB OR STRUCTURE: TOPPING SLAB SOUTH WEST QUADRANT MIX NO. ill PUMP MADE BY - DENNIS OLSON PROPORTIONS 6.0 SACK SLUMP 511 ADMIXTURE DATE MADE 3/05/87 TYPE OF CEMENT 1-II DATE RECEIVED 3/06/87 CONC. SUPPLIER PALOMAR TRANSIT MIX SOURCE OF ROCK TICKET NO 101976 INSPECTOR SIGN DALEREGLI LABORATORYTESTDATA AGE TESTED DAYS 7 DAYS DAYS 29 DAYS H DAYS SPECIMENMARKINGS 60843 60844 60845 DATETESTED 3/12 4/02 HOLD AREA -SQ. _IN. 28.28 28.28 ULTIMATELOAD -LBS. 68000 118000 UNITSTRESS - PSI 0 2400 4170 SPECIFIED STRENGTH AT28 DAYS -PSI 3000 PROFESSIONAL REGISTERED INSPECTIONS, INC. PHONE 292-0660 pr 7895 convoy court, san diego. caiifor'rna 92111 H I ) INSPECTIONS • TESTING • ENGINEING TEST REPORT JOB NO. 3966 JOB MAPLE AVENUE TOWNHOMES ADDRESS 175 MAPLE AVENUE PHONE OWNER RUSSELL GROSSE DEVELOPMENT CONTRACTOR RUSSELL GROSSE DEVELOPMENT CLIENT RUSSELL GROSSE DEVELOPMENT ENGINEER ROBERT ARDENT ARCHITECT ROBERT F. ARDENT BLDG. AUTH. CITY OF CARLSBAD INSPECTOR DALE REGLI PERMIT NO. 86-496 PLAN FILE FIELD LOCATION OF SPECIMEN SAMPLE OF: CONCRETE IN JOB OR STRUCTURE: TOPPING SLAB NORTH EAST QUADRANT MIX NO. ________MADE 1', PUMP BY DENNIS OLSON PROPORTIONS __________________________________________ 6.0 SACK _________________________________ SLUMP __________________________________ ADMIXTURE _______________________________________ DATE MADE 3/05/87 TYPE OF CEMENT ______________________________________ DATE RECEIVED 3/06/87 CONC. SUPPLIER PALOMAR TRANSIT MIX SOURCE OF ROCK TICKET NO. 102746 INSPECTOR SIGN DALE REGLI LABORATORY TEST DATA ? MAVC MAVC Im nAYR H DAYS SPECIMEN MARKINGS 60846 60847 60848 DATE TESTED 3/12 4/02 HOLD AREA — SO.. IN. 28.28 28.28 ULTIMATE LOAD — LBS: 59000 96000: UNIT STRESS — PSI 2085 3395 SPECIFIED STRENGTH AT 28 DAYS— PSI 3000 - - p PROFESSIONAL REGISTERED INSPECTIONS, INC. PHONE 292-0660 7895 convoy court, san deco. caiiforna 92111 r I ) INSPECTIONS • TESTING • ENGINEERING TEST REPORT JOB NO. 3966 JOB MAPLE AVENUE TOWNHOMES ADDRESS 175 MAPLE AVENUE PHONE OWNER RUSSELL GROSSE DEVELOPMENT CONTRACTOR RUSSELL GROSSE DEVELOPMENT CLIENT RUSSELL GROSSE DEVELOPMENT ENGINEER ROBERT ARDENT ARCHITECT ROBERT F. ARDENT BLDG. AUTH. CITY OF CARLSBAD INSPECTOR MITCHELL GAMACHE PERMIT NO. 86-496 PLAN FILE -.-- FIELD LOCATION OF SPECIMEN SOUTH HALF OF DECK TOPPING- SAMPLE OF: CONCRETE IN JOB OR STRUCTURE: COURTYARD AREA MIX NO. PROPORTIONS ADMIXTURE - TYPE OF CEMENT CONC. SUPPLIER TICKET NO. 6 x 1 PUMP 6.0 SACK PALOMAR TRANSIT MIX 103292 MADE BY MITCHELL GAMACHE SLUMP 4tI DATE MADE 3/07/87 DATE RECEIVED 3/09/87 SOURCE OF ROCK ESCONDIDO INSPECTOR SIGN MITCHELL GAMACHE LABORATORY TEST DATA AGE TESTED DAYS 7 DAYS DAYS S DAYS H DAYS SPECIMEN MARKINGS 60868 60869 60870 DATE TESTED 3/14 4/04 HOLD AREA - SQ. IN. 28.28 28.28 ULTIMATE LOAD - LBS; 46000 9900 UNITSTRESS - PSI 1625 3500 SPECIFIED STRENGTH AT 28 DAYS- PSI 3000 PROFESSIONAL REGISTERED INSPECTIONS, INC. PHONE 292-0660 7885 convoy coum san dieoo, caiifornia 92111 INSPECTIONS • TESTING • ENGINEERING - TEST REPORT JOB NO. 3966 JOB MAPLE AVENUE TOWNHOMES PHONE ADDRESS 175 MAPLE AVENUE _________________________________________ RUSSELL GROSSE DEVELOPMENT __________________________ OWNER ___________________________________________ CONTRACTOR _____ EARL POWERS MASONRY CLIENT RUSSELL GROSSE DEVELOPMENT ENGINEER ARCHITECT ROBERTF.ARDENT BLDG. AUTH. CITY OF CARLSBAD 86-496 PLAN FILE DENNIS OLSON PERMIT NO. INSPECTOR _ __________ FIELD LOCATION OF SPECIMEN SAMPLE OF: GROUT IN JOB OR STRUCTURE: WALLS MIX NO. 50-0088 _MADE BY DENNISOLSON PROPORTIONS 6.03SACK SLUMP 10-11 ADMIXTURE POZZ322 DATE MADE 1/13/87 TYPE OF CEMENT 111 DATE RECEIVED 1/14/87 CONC. SUPPLIER PREMIXEDCONCRETECOMPANY SOURCE OF ROCK TICKET NO. 34924 INSPECTOR SIGN DENNISOLSON LABORATORYTEST DATA AGE TESTED DAYS 7 DAYS DAYS 28 DAYS H DAYS SPECIMENMARKINGS 59958 59960 59959 DATETESTED 1/20 2/10 HOLD AREA - SQ.IN. 9.00 ULTIMATELOAD -LBS. 28000 UNITSTRESS - PSI 3110 SPECIFIED STRENGTH AT28 DAYS - PSI 2000 DISTRIBUTION: RUSSELL GROSSE DEVELOPMENT CITY OF CARLSBAD RECEIVED j2-7 1987 CITY OF CARLSBAD Building Department ENGINEER PROFESSIONAL REGISTERED INSPECTIONS, INC. PHONE 292-0660 7895 convoy court, san diego, caitfornia 92111 INSPECTIONS • TESTING • ENGINEERING TEST REPORT JOB NO. 3966 JOB MAPLE AVENUE TOWNHOMES 175 MAPLE AVENUE ADDRESS PHONE OWNER CONTRACTOR - EARL POWERS MASONRY CLI ENT _RUSSELL GROSSE DEVELOPMENT ENGINEER ARCHITECT ROBERT F.ARDENT BLDG. AUTH. CITY OF CARLSBAD INSPECTOR DENNIS OLSON PERMIT NO. 86-496 PLAN FILE FIELD LOCATION OF SPECIMEN SAMPLE OF: GROUT IN JOB OR STRUCTURE: CLOUMNS AT C.5 AND 5.5 MIX NO. MADE BY DENNIS OLSON PROPORTIONS 2: 5: 3 SLUMP 8-9" ADMIXTURE DATE MADE 1/15/87 TYPE OF CEMENT 1-Il DATE RECEIVED 1/16/87 CONC. SUPPLIER JO MIXED SOURCE OF ROCK TICKET NO. INSPECTOR SIGN LABORATORY TEST DATA AGE TESTED flAYS 7 navq flAVC 'O AIC TY rAI SPECIMEN MARKINGS 59985 59986 59987 DATE TESTED 1/22 2/12 - HOLD AREA - SQ. IN. 9.00 - ;,,•.,.: ULTIMATE LOAD - LBS. . 11000 UNIT STRESS - PSI 1220 '. - - .............:.- . SPECIFIED STRENGTH AT 28 DAYS- PSI . - - - 2000 -" DISTRIBUTION: - RUSSELL GROSSE DEVELOPMENT 'CITY OF SAN-M€€O- ' C1..5iAD - --.-. - - ---.-'-- - - --' - - ENGINEER Qtitp at (artbab REQUESTOR INSPECTION RECORD t - INSPECTOR - PERMIT NO. Z /3 OWNER ADDRESS REQUESTED BY PHONE NO PERSON TAKING REPORT BUILDING U FOUNDATION ,FOOTING U SLAB NFORCING U REI S1EEL U MASONRY U GROUT - GUNITE U FLOOR AND CEILING SUB FRAME U SHEATHING U ROOF U SHEAR U FRAME U EXTERIOR LATH U INSULATION U INTERIOR LATH OR DRYWALL U FINAL PLUMBING U UNDERGROUND PLUMBING U SEWER AND PL/CO U TOP OUT PLUMBING U TUB OR SHOWER PAN U GAS TEST U WATER HEATER U SOLAR WATER U FINAL ELECTRICAL U TEMPORARY SERVICE L] UFFER GROUND U ELECTRIC UNDERGROUND U ROUGH ELECTRIC U POOL BONDING U ELECTRIC SERVICE U FINAL MISCELLANEOUS U CONDITIONED AIR SYSTEMS U SOLAR HEAT U PATIO U POOL U SPA USIGN U GRADING U DRIVEWAY U FINAL SPECIAL INSTRUCTIONS Ready ForInspection: U Monday sda 0 Wednesday 0 Thursday 11 Friday PROFESSIONAL REGISTERED INSPECTIONS, IN. PHONE 292-0660 I 7895 convoy court, san diego, caiifornia 92111 H INSPECTIONS • TESTING • ENGINEERING TEST REPORT JOB NO. 3966 JOB MAPLE AVENUE TOWNHOMES ADDRESS 175 MAPLE AVENUE PHONE OWNER ___________________________________________ CONTRACTOR RUSSELL GROSSE CLIENT RUSSELL GROSSE DEVELOPMENT ENGINEER ARCHITECT ROBERTF.ARDENT BLDG. AUTH. CITY OFCARLSBAD INSPECTOR _____________________________________________ PERMIT NO. 86-496 PLAN FILE FIELD LOCATION OF SPECIMEN SAMPLE OF: CONCRETE IN JOB OR STRUCTURE: INTERIOR COLUMNS MIX NO. 3/8"PUMP MADE BY DENNISOLSON PROPORTIONS 7.5SACK SLUMP 3" ADMIXTURE DATE MADE 1/09/87 TYPE OF CEMENT 1-Il DATE RECEIVED 1/12/87 CONC. SUPPLIER PALOMAR_ TRANSIT MIX SOURCE OF ROCK TICKET NO. 97446 INSPECTOR SIGN LABORATORYTESTDATA AGE TESTED DAYS 7 DAYS DAYS 29 DAYS II DAYS SPECIMENMARKINGS 59919 59920 59921 DATETESTED 1/16 2/06 HOLD AREA — SQ.IN. 28.28 28.28 - ULTIMATELOAD -LBS. 67500 119000 044 UNITSTRESS -PSI 2385* 4205 SPECIFIED STRENGTH AT28DAYS -PSI 40 DISTRIBUTION: \.*POSSIBLE LOW 28 DAY ) RUSSELL GROSSE DEVELOPMENT CITY OF CARLSBAD R E C E I V E D FEB 111987 CITY OF CARLSBAD Building Department4'4.. ENGINEER PROFESSIONAL REGISTERED INSPECTIONS, INC. PHONE 292-0660 7895 convoy court, san d!eao, caiifornia 92111 R I INSPECTIONS • TESTING • ENGINEERING TEST REPORT JOB NO. 3966 JOB MAPLE AVENUE TOWNHOMES ADDRESS 175 MAPLE AVENUE PHONE OWNER CONTRACTOR EARL POWERS MASONRY CLIENT GROSSE DEVELOPMENT ENGINEER_ ARCHITECT ROBERTF.ARDENT BLDG. AUTH. CITYOFCARLSBAD INSPECTOR PERMIT NO. 86-496 PLAN FILE FIELD LOCATION OF SPECIMEN SAMPLE OF: MORTAR IN JOB OR STRUCTURE: NORTH WALL, TOP HALF MIX NO. MADE BY DENNIS OLSON PROPORTIONS 3:1: 1 SLUMP ADMIXTURE TYPE S LIME DATE MADE 1/09/87 TYPE OF CEMENT DATE RECEIVED 1/12/87 CONC. SUPPLIER JOB MIXED SOURCE OF ROCK TICKET NO. INSPECTOR SIGN LABORATORYTESTDATA AGE TESTED , ry -rn IT SPECIMENMARKINGS 59916 59917 59918 DATETESTED 1/16 2/06 HOLD AREA - SQ.IN. 3.14 3.14 ULTIMATELOAD -LBS. 7100 10000 UNITSTRESS — PSI 2260 3185 SPECIFIED STRENGTH AT28 DAYS _- PSI 1 1800 DISTRIBUTION: RUSSELL GROSSE DEVELOPMENT CITY OF SAN DIEGO ENGINEER _) PROFESSIONAL REGISTERED INSPECTIONS, INC. PHONE 292-0660 7885 convoy court, sn deco, cafornia 92111 RI INSPECTIONS • TESTING • ENGINEERING TEST REPORT JOB NO. 3966 JOB MAPLE AVENUE TOWNHOMES ADDRESS 175 MAPLE AVENUE PHONE OWNER RUSSELL GROSSE DEVELOPMENT CONTRACTOR RUSSELL GROSSE DEVELOPMENT CLIENT RUSSELL GROSSE DEVELOPMENT ENGINEER ARCHITECT ROBERTF.ARDENT BLDG. AUTH. CITYOFCARLSBAD INSPECTOR MITCHELLGANACHE PERMIT NO. 86-496 PLAN FILE - FIELD LOCATION OF SPECIMEN SAMPLEOF:MORTAR INJOBORSTRUCTURE:5THCOURSE,LINE1-B.6(APPROX.) MIX NO. MADE BY MITCHELLGAMACHE PROPORTIONS 3:1:1/4 SLUMP ADMIXTURE TYPE S LIME DATE MADE 1/08/87 - TYPE OF CEMENT I/Il DATE RECEIVED 1/09/87 CONC. SUPPLIER COLTON SOURCE OF ROCK TICKET NO. INSPECTOR SIGN MITCHELLGAMACHE LABORATORYTEST DATA A(E TSTFn 7 nAVq nvc 7n nav H nv SPECIMENMARKINGS 59889 59890 59891 DATETESTED 1/15 2/05 HOLD AREA - SQ.IN. 3.14 3.14 ULTIMATELOAD -LBS. 4500 7000 UNITSTRESS -PSI 1430 2230 SPECIFIED STRENGTH AT28DAYS -PSI 1800 DISTRIBUTION: RUSSELL GROSSE DEVELOPMENT CITY OF CARLSBAD ENGINEER -. \ PROFESSIONAL REGISTERED INSPECTIONS, INC. PHONE 292-0660 I 7895 convoy court, san dego. california 92111 1) INSPECTIONS • TESTING • ENGINEERING TEST REPORT JOB NO. JOB MAPLE AVENUE TOWNHOMES ADDRESS 175 MAPLE AVENUE PHONE OWNER RUSSELL GROSSE DEVELOPMENT CONTRACTOR RUSSELL GROSSE DEVELOPMEW CLIENT RUSSELL GROSSE DEVELOPMENT ENGINEER ARCHITECT ROBERT F. ARDENT BLDG. AUTH. CITYOFCARLSBAD INSPECTOR MITCHELLGAMACHE PERMIT NO. 86-496 PLAN FILE FIELD LOCATION OF SPECIMEN SAMPLE OF: MORTAR IN JOB OR STRUCTURE: 8TH COURSE, LINE 4. 1, C.5 TO D MIX NO. MADE BY MITCHELL GANACHE PROPORTIONS 3: 1: 1/4 SLUMP ADMIXTURE TYPE S LIME DATE MADE 1/07/87 TYPE OF CEMENT I/Il DATE RECEIVED 1/08/87 CONC. SUPPLIER COLTON SOURCE OF ROCK TICKET NO. INSPECTOR SIGN MITCHELLGANACHE LABORATORYTESTDATA AGE TESTED DAYS 7 DAYS flAYS nAYS H nvs SPECIMENMARKINGS 59880 59881 59882 DATETESTED 1/14 2/04 HOLD AREA - SQ.IN. 3.14 3.14 ULTIMATELOAD -LBS. 4700 6900 UNITSTRESS -PSI 1495 2Y 2195 SPECIFIED STRENGTH AT28DAYS -PSI 1800 DISTRIBUTION: RUSSELL GROSSE DEVELOPMENT CITY OF CARLSBAD of-el 5C ENGINEER or PROFESSIONAL REGISTERED IV1SFLt, I IU4S, h1IJ. San Die, California 92111 Phone 292-0660 INSPECTORS WEEKLY REPORT FN,. 66 39 FOR WEEK i j J. y .Q... ENDING ON ............. COVERING WORK PERFORMED I 0 REINFORCED CONCRETE STRUCT. STEEL ASSEMBLY 0 GLUE- LAM. FABRICATION WHICH REQUIRED APPROVAL BY PRE-STRESSED CONCRETE REINFORCED GYPSUM 0 HER THE SPECIAL INSPECTOR OF REINFORCED MASONRY El PILE DRIVING ....... 'FIUM;R JOB ADDRESS BUILDING PERMIT NUMBERI 175 MAPLE AVENUE 86-496 OWNER OR PROJECT NAME ARCHITECT MAPLE AVENUE TOWN HOMES ROBERT F. ARDENT CONSTR. MATL. (TYPE. GRADE, ETC.) DESIGN STRENGTH ISOURCE OR MFGR. ENGINEER MASONRY DESCRIBE MATL. (MIX DESIGN. RE-BAR GRADE & MGR., WEI.D-ROO, ETC.) GENERAL CONTRACTOR RUSSELL GROSSE DEVELOPMENT CONTR. DOING REPORTED WORK EARL POWERS MASONRY REBAR - GRADE 4g,#5 & LARGER, GRADE 60 MORTAR - 1800PSI: GROUT 2000PS1 LAB. RECEIVING & TESTING CONSTR. UATL. SAMPLES CONCRETE 4000 PSI P.R.I., INC. INSP'N. LOCATIONS OF WORK INSPECTED. TEST SAMPLES TAKEN, WORK REJECTED. JOB PROBLEMS, PROGRESS, REMARKS. ETC. DATE INCLUDES INFORMATION ABOUT - AMOUNTS OF MATERIAL PLACED OR WORK PERFORMED; NUMBER. TYPE, & [DENT. NOS. OF TEST SAMPLES TAKEN; STRUCT. CONNECTIONS (WELDS MADE. H.T. BOLTS TORQUED) CHECKED; ETC. 1/09 Inspected laying of block and horizontal steel for North wall, top half, and stairwell walls, first eight courses. Prepared a set of 3 test specimens from mortar being used. Three masons working. Also inspected placement of concrete in five (5) interior columns. Prepared a set of 3 test cylinders from concrete being used. Four yards used. JAN Iiop CITY OF LUiicjj: CIRLS8AD 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 govern- ing building laws. SUPERVISOR SIGNATURE 'F REGISTERED INSPECTOR January 13, 1987 DATE OF REPORT REG!S-EF7 NUMBER PROFESSIONAL REGISTERED INSPECTIONS, INC 7895 Convoy Court San Diego, California 92111 Phone 292-066C INSPECTORS WEEKLY REPORT j No3 (, it.N......., 19.7 COVERING WORK PERFORMED E REINFORCED CONCRETE fl STRUCT. STEEL ASSEMBLY G.Uf. LAM. FABRICATION WHICH REQUIRED APPROVAL BY E PRESTRESSED CONCRETE REINFORCED GYPSUM THE SPECIAL INSPECTOR OF REINFORCED MASONRY PILE DRIVING ../.......................................... JOB ADDRESS BUILDING PERMIT NUM R 'E1FTtE NUMBER t74pLE A CA RL$O ( Al 9 G OWNER OR PROJECT NAME ARCHITECT /7ALE AV5WCIE 70I.IiV//0)1ES Raer ,4ROEWT CONSTR.MATL. (TYP. GRADE. ETC.) DESIGN STRENGTH SOURCE OR MFGR. ENGINEER /.cc)o DESCRIBE MATL. (MIX DESIGN, RE-BAR GRADE & MVGR., WELD-ROD. ETC.) GENERAL CONTRACTOR ti' C-90 CONTR. DOING REPORTED WORK Rs,L 6-,?oS E,q,?L R4-6s So-Yek LAB. RECEIVING & TESTING CONSTR. MAT ,g' SAMPLES INSP'N. LOCATIONS OF WORK INSPECTED. TEST SAMPLES TAKEN, WORK REJECTED. JOB PROBLEMS, PROGRESS, REMARKS, ETC. DATE INCLUDES INFORMATION ABOUT -AMOUNTS OF MATERIAL PLACED OR WORK PERFORMED: NUMBER. TYPE. & IDENT. NOS. OF TEST SAMPLES TAKEN; STRUCT. CONNECTIONS (WELDS MADE. H.T. BOLTS TORQUED) CHECKED; ETC. (A'iJ s.c) CERTIFICATION OF COMPLIANCE I hereby certify that I have inspected all of the above reported work.f Unless otherwise noted, I have found this work to comply with the -- 'approved plans, specifications, and applicable sections of the govern- SIGNATURE OF REGISTERED INSPECTOR ing building laws. . .. DATE OF REPORT REGISTER NUMBER In \ PROFESSIONAL REGISTERED INSPECTIONS, INC. P NE 292-0660 I7885 convoy court, sn dtego, caiifOrni3 92111 H ) INSPECTIONS • TESTING • ENGINEERING TEST REPORT JOB NO. 3966 MAPLE AVENUE TOWNHOMES ADDRESS 175 MAPLE AVENUE PHONE OWNER RUSSELL GROSSE DEVELOPMENT CONTRACTOR RUSSELL GROSSE DEVELOPMEN' CLIENT RUSSELL GROSSE DEVELOPMENT ENGINEER ARCHITECT ROBERT F. ARDENT BLDG. AUTH. CITY OF CARLSBAD INSPECTOR MITCHELL GANACHE PERMIT NO. 86-496 PLAN FILE FIELD LOCATION OF SPECIMEN SAMPLE OF: MORTAR IN JOB OR STRUCTURE: 5TH COURSE, LINE 1— B.6 (APPROX.) MIX NO. MADE BY MITCHELL GANACHE PROPORTIONS 3: 1: 1/4 SLUMP ADMIXTURE TYPE S LIME DATE MADE 1/08/87 TYPE OF CEMENT I/Il DATE RECEIVED 1/09/87 CONC. SUPPLIER COLTON SOURCE OF ROCK TICKET NO. _______________________________________ INSPECTOR SIGN MITCHELL GAMACHE LABORATORY TEST DATA flftVq 7 flAV nAys nvs H nvs SPECIMEN MARKINGS 59889 59890 59891 DATE TESTED 1/15 2/05 HOLD AREA - SQ.IN. 3.14 ULTIMATE LOAD - LBS. 4500 UNITSTRESS — PSI 1430 SPECIFIED STRENGTH AT 28 DAYS - PSI 1800 DISTRIBUTION: RUSSELL GROSSE DEVELOPMENT CITY OF CARLSBAD RECEIVED JAN 201987 CITY OF CARLSBAD Building Department ENGINEER PROFESSIONAL REGISTERED INSPECTIONS, INC 7895 Convoy Court San Diego, California 92111 Phone 292.0660 INSPECTORS WEEKLY REPORT ' J No. EN R WEEK DING ON RC,-1 ..... B. ........ . COVER,4GWOR( PERFORMED WHICH REQUIRED APPROVAL BY THE SPECIAL INSPECTOR OF r,7 REINFORCED CONCRETE STRUCT. STEEL ASSEMBLY GLUE- LAM. FABRICATION 17PRE-STRESSED CONCRETE REINFORCED GYPSUM OTHER REINFORCED MASONRY PILE DRIVING JOB AD rrP AYE- BUILDING PERMIT NUMBER - PLAN FILE NUMBER OWNER ORPROJZCTNAME v6 ARCHITECT O61E1 if- ADcT CONSTR.MATL. (TYPE. GRADE. ETC.) DESIGN STRENGTH aoO fSL SOURCE OR MFGR. LOrvR ENGINEER if ARDEJ.JT DESCRIBE MATL. (MIX DESIGN. RE-GAR GRADE & MFGR.. WELD-ROD, ETC.( rTl. N ! Cc' SA C4 GENERAL CONTRACTOR uss€ o (s JL m &PPJT CONTR. DOING REPORTED WORK B. RECEIVING & TESTING CONSTR. MATL. 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 PERFORMED; NUMBER. TYPE. & IDENT. NOS. OF TEST SAMPLES TAKEN: STRUCT. CONNECTIONS (WELDS MADE. H.T. BOLTS: TORQUED) CHECKED; ETC. c- 1o?P, ,4( - c .3 'E i J 07Lç WZ • A -1, -r.GL "PF L Z Cue Ic..- 1tcc W&RE 41 HCEIVEDP fl7/tF879 .. \ \ OF CARL Building Deparin, CERTIFICATION OF COMPUANCE •. . . . I hereby certify that I hive in IIIscted all of ths above reported work . -. Unless oth.. noted. I hay, found this work to comply with dw.''. epproved plus, qnciflesdonk and applicoble auctions of the gm- . ,- 3IGNATUR OF REGI$TR log building laws. . :. . . •- .-.. DATE OF REPORT REGISTER NUMBER RUSSELL GROSSE DEVELOPMENT CITY OF CARLSBAD p PROFESSIONAL REGISTERED INSPECTIONS, INC. PHONE 292-0660 7895 convoy court, sari diego, caiifornia 92111 r I ) INSPECTIONS • TESTING • ENGINEERING TEST REPORT JOB NO. 3966 JOB MAPLE AVENUE TOWNRONES ADDRESS 175 MAPLE AVENUE PHONE OWNER RUSSELL GROSSE DEVELOPMENT CONTRACTOR RUSSELL GROSSE DEVELOPMENT CLIENT RUSSELL GROSSE DEVELOPMENT ENGINEER ROBERT ARDENT ARCHITECT ROBERT F. ARDENT BLDG. AUTH. CITY OF CARLSBAD INSPECTOR MITCHELL GAMACHE PERMIT NO. 86-496 PLAN FILE FIELD LOCATION OF SPECIMEN SOUTH HALF OF DECK TOPPING- SAMPLE OF: CONCRETE IN JOB OR STRUCTURE: COURTYARD AREA 6 x 1 PUMP MITCHELL GAMACHE MIX NO. MADE BY PROPORTIONS _________ 6.0 SACK SLUMP _________ 4k" ADMIXTURE DATE MADE 3/07/87 TYPE OF CEMENT _____________________________________ DATE RECEIVED 3/09/87 CONC. SUPPLIER PALOMAR TRANSIT MIX SOURCE OF ROCK ESCONDIDO TICKET NO. 103292 INSPECTOR SIGN MITCHELL GAMACHE LABORATORY TEST DATA Ael.r. TTfl nAvq 7 nvs DAYS 29 DAYS H DAYS SPECIMEN MARKINGS 60868 60869 60870 DATE TESTED 3/14 4/04 HOLD AREA - SQ. IN. 28.28 ULTIMATE LOAD - LBS 46000 UNITSTRESS - PSI 1625 SPECIFIED STRENGTH AT 28 DAYS - PSI 3000 DISTRIBUTION: PROFESSIONAL REGISTERED INSPECTIONS, INC. PHONE 2920660 pr \ 7895 convoy cQurt, san dieco. oaifornia 92111 H I) INSPECTIONS • TESTING • ENGINEERING TEST REPORT JOB NO; 3966 MAPLE AVENUE TOWNHOMES ADDRESS 175 MAPLE AVENUE PHONE OWNER RUSSELL GROSSE DEVELOPMENT CONTRACTOR RUSSELL GROSSE DEVELOPMENT CLIENT RUSSELL GROSSE DEVELOPMENT ENGINEER ROBERT ARDENT ARCHITECT ROBERT F. ARDENT BLDG. AUTH. CITY OF CARLSBAD INSPECTOR DALE REGLI ___________________________________________ PERMIT NO. 86-496 PLAN FILE FIELD LOCATION OF SPECIMEN SAMPLE OF: CONCRETE IN JOB OR STRUCTURE: TOPPING SLAB SOUTH WEST QUADRANT MIX NO. 1 MADE BY DENNIS OLSON PROPORTIONS 6.0 SACK SLUMP 511 ADMIXTURE ______________________________________ DATE MADE 3/05/87 TYPE OF CEMENT 1-ii DATE RECEIVED 3/06/87 CONC. SUPPLIER PALOMAR TRANSIT MIX SOURCE OF ROCK TICKET NO. 101976 INSPECTOR SIGN DALE REGLI LABORATORY TEST DATA AGE TESTED DAYS 7 DAYS DAYS 28 DAYS H DAYS SPECIMEN MARKINGS 60843 60844 60845 DATE TESTED 3/12 4/02 HOLD AREA - SQ. IN. 28.28 ULTIMATE LOAD - LBS. 68000 UNIT STRESS - PSI 2400 SPECIFIED STRENGTH 3000 - AT 28 DAYS- PSI DISTRIBUTION: . RUSSELL GROSSE DEVELOPMENT . CITY OF CARLSBAD ENGINEER -..................................................................- r PROFESSIONAL REGISTERED INSPECTIONS, INC. PHONE 292-0660 I_\ \7895 convoy court. San ieao. california 92111 H I ) INSPECTIONS e TESTING . ENGINERING TEST REPORT JOB NO. 3966 JOB MAPLE AVENUE TOWNHOMES ADDRESS 175 MAPLE AVENUE PHONE OWNER RUSSELL GROSSE DEVELOPMENT CONTRACTOR RUSSELL GROSSE DEVELOPMENT CLIENT RUSSELL GROSSE DEVELOPMENT ENGINEER ROBERT ARDENT ARCHITECT ROBERT F. ARDENT BLDG. AUTH. CITY OF CARLSBAD DALE REGLI INSPECTOR ___________________________________________ PERMIT NO. 86-496 PLAN FILE FIELD LOCATION OF SPECIMEN SAMPLE OF: CONCRETE IN JOB OR STRUCTURE: TOPPING SLAB NORTH EAST QUADRANT MIX NO, 1" PUMP MADE BY DENNIS OLSON PROPORTIONS 6.0 SACK SLUMP 4 " ADMIXTURE DATE MADE 3/05/87 TYPE OF CEMENT ______________________________________ DATE RECEIVED 3/06/87 CONC. SUPPLIER PALOMAR TRANSIT MIX SOURCE OF ROCK TICKET NO. 102746 INSPECTOR SIGN DALE REGLI LABORATORY TEST DATA H IAVS SPECIMEN MARKINGS 60846 60847 60848 DATE TESTED 3/12 4/02 HOLD AREA - SQ.IN. 28.28 ULTIMATE LOAD - LBS. 59000 r - UNIT STRESS - PSI 2085 SPECIFIED STRENGTH AT 28 DAYS - PSI 3000 - PROFESSIONAL REGISTERED INSPECTIONS, INC 7895 Convoy Court San Diego, California 92111 PhnnB 7Q'.ntzn INSPECTORS WEEKLY REPORT # 7 Jo. 3966 FOR WEEK March 9,7............8 ENOING ON COVERING WORK PERFORMED REINFORCED CONCRETE fl STRUCT. STEEL ASSEMBLY Li GLUE - LAM. FABRICATION WHICH REQUIRED APPROVAL BY PRE-STRESSED CONCRETE REINFORCED GYPSUM E OTHER THE CTOR OF REINFORCED MASONRY PILE DRIVING JOB ADDRESS BUILDING PERMIT NUMBER PLAN FILE NUMBER 175 MAPLE AVENUE 86-496 OWNER OR PROJECT NAME ARCHITECT Al! OWNHOMES ROBERT ARDENT CONSTR.MAT'L. (TYPE, GRADE, ETC.) DESIGN STRENGTH SOURCE OR MFGR. ENGINEER CONCRETE 3000 PALOMAR ROBERT ARDENT DESCRIBE MATL. (MIX DESIGN. RE-BAR GRADE & MFGR., WELD-ROD, ETC.) GENERAL CONTRACTOR PALOMAR 1" PUMP MIX, 6.0 SACK RUSSELL GROSSE DEVELOPMENT CONTR. DOING REPORTED WORK MIKE MC CARTHY CONCRETE LAB. RECEIVING & TESTING CONSTR. MATL. SAMPLES P.R.I., INC. INSP'N. LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC. DATE INCLUDES INFORMATION ABOUT - AMOUNTS OF MATERIAL PLACED OR WORK PERFORMED; NUMBER. TYPE, & IDENT. NO'S. OF TEST SAMPLES TAKEN; STRUCT. CONNECTIONS (WELDS MADE, H.T. BOLTS TORQUED) CHECKED; ETC. 3/05 Inspected reinforcing steel in place and the placing of concrete in slab a top span-crete plank; also footings and slabs on grade on east side. Areas omitted include central court yard and patios for units along east side. Prepared 2 sets of 3 test cylinders from concrete being used (Toal 6 specimens). Total yardage 123k. RCEIVD tAR 91987 CITY 1 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 SUPERVISOR approved plans, specifications, and applicable sections of the govern. . - SIGNATURE OF AE.GISTERED INSPECTOR 1. rng building laws. March 06,---.1987 - DATE OFREPORT REG!STEPNUMBER ciecreic LICENSE NO. 269746 1826 Magnolia Avenue Carlsbad, California 92008 729-1685 ONE LINE DIAGRAMS -F(R- - THE MAPLE AVENUE ,T*IQES November 4, 1986 #4 CU,_to Ufore ground 12/0 CU to cold water_ 42,000 AIC MAIN / 600 AMP 2POLE / SWITCH WITH 500 - .. AMPQJRRENTLI - - MITING FUSES (Typical for 9 units) l00 ).2P0LE 10,000 AIC TYPICAL FOR 9 UNITS 100 A 2 POLE 10,000 AIC HOUSE PANEL 1Three #1 XE-ll-M' AL conductors and one #6 AL ground wire In 11-1/2" PVC conduit 1 5/1 #14 CU Gen ltg. 15/1 #14 CU Gen ltg. 15/1 #14 CU Gen ltg. 15/1 #14 CU Ge,n ltg. ("E" units only). .20/1 #12 CU Dishwasher IThree #1 XHFM' AL conductors and one #6 AL ground wire in I1-1/2"'PVC conduit 20/1 #12 CU Gen ltg. - garage 20/1 #12 CU Gen Ltg. - garage 20/1 #12 CU Gen ltg. - garage 20/1 #12 CU Gen ltg. - garage 20/1 #1.2 CU Cormon area lighting ,- .20/1 #12 CU Oven/Microwave . 20/1 #12 CU Landscape lighting 20/1 #12 CU Trash compactor . . . 20/1'#12 CU Landscape lighting- -,'_______ 20./1 #12 CU Small Appliance ' 20/1 #12 CU Landscape lighting 20/1 #12 CU Small, Appliance 20/1 #12 CU Landscape lighting 20/1 #12 CU Laundry 20/1 #12 CU Landscape lighting 30/2 #10 CU. Dryer C,AVF~ir--Lo 9 N PROFESSIONAL REGISTERED INSPECTIONS, INC. PHONE 292-0660 7895 COflVOY Court. san dieao, caiifornia 92111 INSPECTIONS • TESTING • ENGINEERING TEST REPORT JOB NO. 3966 JOB MAPLE AVENUE TOWNHOMES ADDRESS 175 MAPLE AVENUE PHONE OWNER CONTRACTOR EARL POWERS MASONRY CLIENT RUSSELL GROSSE DEVELOPMENT ENGINEER ROBERT F.ARDENT ARCHITECT BLDG. AUTH. CITY OF CARLSBAD INSPECTOR DENNISOLSON PERMIT NO. 86-496 PLAN FILE FIELD LOCATION OF SPECIMEN SAMPLE OF: GROUT IN JOB OR STRUCTURE: CLOUMNS AT C.5 AND 5.5 MIX NO. MADE BY DENNISOLSON PROPORTIONS 2:5:3 SLUMP 8_91 ADMIXTURE DATE MADE 1/15/87 TYPE OF CEMENT 1-Il DATE RECEIVED 1/16 /87 CONC. SUPPLIER JOMIXED SOURCE OF ROCK TICKET NO. INSPECTOR SIGN LABORATORYTESTDATA AGE TESTED DAYS 7 DAYS DAYS 29 DAYS U DAYS SPECIMENMARKINGS 59985 59986 59987 DATETESTED 1/22 2/12 HOLD AREA -SQ.IN. 9.00 9.00 ULTIMATELOAD -LBS. 11000 23000 UNITSTRESS -PSI 1220 2555 i- SPECIFIED STRENGTH AT28 DAYS -PSI 2000 DISTRIBUTION: RUSSELL GROSSE DEVELOPMENT CITY OF CARLSBAD C E IV E D 811987 (iY OF CARLSBADfJ1( uiIthflg Department ENGINEER RPROFESSIONAL REGISTERED INSPECTIONS, INC. PHONE 292-0660 I ' 7895 convoy court, sen dieao. cajifornia 92111 H } INSPECTIONS • TESTING • ENGINEERING TEST REPORT JOB NO. 3966 JOB MAPLE AVENUE TOWNHONES ADDRESS 175 MAPLE AVENUE PHONE OWNER RUSSELL GROSSE DEVELOPMENT CONTRACTOR EARL POWERS MASONRY CLIENT RUSSELL GROSSE DEVELOPMENT ENGINEER ARCHITECT ROBERTF.ARDENT BLDG. AUTH. CITY OF CARLSBAD INSPECTOR DENNIS OLSON PERMIT NO. 86-496 PLAN FILE FIELD LOCATION OF SPECIMEN SAMPLE OF: GROUT IN JOB OR STRUCTURE: WALLS MIX NO. 50-0088 MADE BY DENNISOLSON PROPORTIONS 6.03SACK SLUMP 10-11 ADMIXTURE POZZ322 DATE MADE 1/13/87 TYPE OF CEMENT 111 DATE RECEIVED 1/14/87 CONC. SUPPLIER PREMIXEDCONCRETECOMPANY SOURCE OF ROCK TICKET NO. 34924 INSPECTOR SIGN DENNISOLSON LABORATORYTESTDATA AGF TSTFr) nAVq 7 nAVQ flAV rIAVC 14 SPECIMENMARKINGS 59958 59960 59959 DATETESTED 1/20 2/10 HOLD AREA -SQ.IN. 9.00 9.00 ULTIMATELOAD -LBS. 28000 49000 UNITSTRESS -PSI 3110 5440 -- SPECIFIED STRENGTH AT28 DAYS _-PSI — 2000 DISTRIBUTION: RUSSELL GROSSE DEVELOPMENT CITY OF CARLSBAD ENGINEER PROFESSIONAL REGISTERED INSPECTIONS, INC. PHONE 292-0660 I 7895 convoy court, san diego. california 82111 R I INSPECTIONS • TESTING • ENGINEERING TEST REPORT JOB NO. 3966 JOB MAPLE AVENUE TOWNHOMES ADDRESS 175 MAPLE AVENUE PHONE OWNER RUSSELL GROSSE DEVELOPMENT CONTRACTOR RUSSELL GROSSE DEVELOPMENT CLIENT RUSSELL GROSSE DEVELOPMENT ENGINEER ARCHITECT ROBERT F. ARDENT BLDG. AUTH. CITY OF CARLSBAD INSPECTOR DENNIS OLSON PERMIT NO. 86-496 PLAN FILE -I FIELD LOCATION OF SPECIMEN SAMPLE OF: CONCRETE IN JOB OR STRUCTURE: Perimeter column MIX NO. 3/8" pump MADE BY D: U PROPORTIONS 8.0 sack SLUMP 3½" ADMIXTURE Pozz 322N DATE MADE 1/12/87 TYPE OF CEMENT 1-Il DATE RECEIVED 1/13/87 CONC. SUPPLIER Polamar Transit Mix SOURCE OF ROCK TICKET NO. 98000 INSPECTOR SIGN DENNIS OLSON LABORATORY TEST DATA (F TTfl navc 7 nAVIZ A 1 I nAYS 12 IS DAYS r DAYS SPECIMEN MARKINGS 59937 59938 5999 DATE TESTED 1/19 Hold 2/9 AREA - SQ.IN. 28.28 .' 28.28 ULTIMATE LOAD - LBS; 79000 139000 UNITSTRESS - PSI 2790 4915 SPECIFIED STRENGTH AT 28 DAYS - PSI 4000 PROFESSIONAL REGISTERED INSPECTIONS, INC. PHONE 292-0660 I 7895 convoy Court, san dieco, caiiforriia 92111 ti INSPECTIONS • TESTING • ENGINEERING TEST REPORT JOB NO. 3966 JOB MAPLE AVENUE TOWNHOMES ADDRESS 175 MAPLE AVENUE PHONE OWNER RUSSELL GROSSE DEVELOPMENT CONTRACTOR RUSSELL GROSSE DEVELOPMENT CLIENT RUSSELL GROSSE DEVELOPMENT ENGINEER ARCHITECT ROBERT F. ARDENT - BLDG. AUTH. CITY OF CARLSBAD INSPECTOR ___________________________________________ PERMIT NO. 86-496 PLAN FILE FIELD LOCATION OF SPECIMEN SAMPLE OF: Mortar IN JOB OR STRUCTURE: Stairwell walls MIX NO. MADE BY D. L. Olson PROPORTIONS I , 1 9k SLUMP ADMIXTURE Types Time DATE MADE 1/12/87 TYPE OF CEMENT 1-ii DATE RECEIVED 1/13/87 CONC. SUPPLIER Job mixed SOURCE OF ROCK TICKET NO. INSPECTOR SIGN LABORATORY TEST DATA AM: -rFcTn nvc , nAvq rvq ,q novc H nAVq SPECIMEN MARKINGS 59934 59935 59936 DATE TESTED 1/19 - 2/9 Hold AREA - SQ.IN. 3.14 3.14 ULTIMATE LOAD - LBS. 7000 1100, - - UNIT STRESS - PSI 2230 3500 - SPECIFIED STRENGTH AT 28 DAYS - PSI - 1800 - DISTRIBUTION: RUSSELL GROSSE DEVELOPMENT --: :- CITY OF CARLSBAD :.- -S . - - - -ENGINEER \ PROFESSIONAL REGISTERED INSPECTIONS, INC. pr — I \ 7895 convoy courc, san deco, caiifornia 92111 TR I ) INSPECTIONS • TESTING • ENGINEERING PHONE 292-0660 TEST REPORT JOB NO. 3966 JOB MAPLE AVENUE TOWNHOMES ADDRESS 175 MAPLE AVENUE PHONE OWNER _____________________________________________ CONTRACTOR EARL POWERS MASONRY CLIENT GROSSE DEVELOPMENT ENGINEER ARCHITECT ROBERTF.ARDENT BLDG. AUTH. CITYOFCARLSBAD INSPECTOR ___________________________________________ PERMIT NO. 86-496 PLAN FILE FIELD LOCATION OF SPECI MEN SAMPLE OF: MORTAR IN JOB OR STRUCTURE: NORTH WALL, TOP HALF DENNIS OLSON MIX NO. ______________________________________MADE BY PROPORTIONS 3: 1: 1/4. ________________________________________ SLUMP ADMIXTURE______________________________________ TYPE S LIME 1/09/87 DATE MADE __________________________ TYPE OF CEMENT ill DATE RECEIVED 1/12/87 CONC. SUPPLIER JOB MIXED SOURCE OF ROCK TICKET NO. _______________________________________ INSPECTOR SIGN LABORATORYTESTDATA - , r% Ave rAvc 7R DAYS R DAYS SPECIMENMARKINGS 59916 59917 59918 DATETESTED 1/16 2/06 HOLD AREA - SQ.IN. 3.14 ULTIMATELOAD -LBS. 7100 UNITSTRESS - pSI 2260 SPECIFIED STRENGTH 1800 AT28 DAYS _- PSI DISTRIBUTION: RUSSELL GROSSE DEVELOPMENT CITY OF CARLSBAD CiTy OF R c'I' •- LcP lilkling Depa fit • merq ENGINEER PROFESSIONAL REGISTERED INSPECTIONS, INC. PHONE 292-0660 7895 convoy court, san diego, caifornia R 1 INSPECTIONS *TESTING * ENGINEERING TEST REPORT JOB NO. 3966 JOB ADDRESS 175 MAPLE AVENUE PHONE OWNER MRS. MARY GROSSE CONTRACTOR RUSSEL GROSSE DEVELOPME: CLIENT MC CARTHY CONCRETE ENGINEER ROBERTF.ARDENT ARCHITECT ROBERTF.ARDENT BLDG. AUTH. CITYOFCARLSBAD INSPECTOR FATHIMOHAMED PERMIT NO. 86-496 PLAN FILE FIELD LOCATION OF SPECIMEN SAMPLEOF:CONCRETE __IN JOB OR STRUCTURE: SPREAD FOOTING, FOOTING #3.. MIX NO. 6.5 x 1" ___MADE BY FATHI MOHAMED PROPORTIONS 6.5SACK SLUMP 4,, ADMIXTURE POZz322 DATE MADE 12/19/86 TYPE OF CEMENT 1211 DATE RECEIVED 12/22 /86 CONC. SUPPLIER PALOMAR TRANSIT MIX SOURCE OF ROCK TICKET NO. 96774 INSPECTOR SIGN FATHI MOHAMED LABORATORYTESTDATA AGE TESTED DAYS 7 flAYS nays Q nays H nave SPECIMENMARKINGS 59727 59728 59729 DATETESTED 12/26 1/16 HOLD AREA — SQ.IN. 28.28 ULTIMATELOAD -LBS. 97000 UNIT STRESS - PSI 3430 SPECIFIED STRENGTH AT28 DAYS -PSI 4000 7895 Convoy Court PROFESSIONAL REGISTERED INSPECTIONS, INC. San Diego, California 92111 Phone 292-0660 INSPECTORS WEEKLY REPORT 4 / ?4 3966 FOR WEEK . 19 COVERING WORK PERFORMED Q REINFORCED CONCRETE D STRUCT. STEEL ASSEMBLY D GLUE- LAM. FABRICATION WHICH REQUIRED APPROVAL BY PRE-STRESSED CONCRETE REINFORCED GYPSUM 0 OTHER THE SPECIAL INSPECTOR OF REINFORCED MASONRY PILE DRIVING JOB ADDRESS BUILDING PERMIT NUMBER PLAN FILE NUMBER 175 1tap1e Ave. 86-446 OWNER OR PROJECT NAME ARCHITECT Mrs. Mary Grosse Robert Ardent ESIGN STRENGTH SOURCE OR MFGR. ENGINEER C0NTR.MATL. (TYPE. GRADE. ETC. T14000 concrete psi Robert Ardent DESCRIBE MATL. (MIX DESIGN. R(-GAR GRADE & MFGR.. WELD-ROD. ETC.) GENERAL CONTRACTOR f'c - AOOO psi Russel Grosse Development CONTR. DOING REPORTED WORK mix design # 6.5x1" i-l-hv ('frnrPfP LAB. RECkIVING & TESTING CONSTR. MAT-L. SAMPLES '.R.I., Inc. INSP'N. LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED. JOB PROBLEMS, PROGRESS, REMARKS. ETC. DATE INCLUDES INFORMATION ABOUT -AMOUNTS OF MATERIAL PLACED OR WORK PERFORMED; NUMBER. TYPE. & DENT. NOS. OF TEST SAMPLES TAKEN; STRUCT. CONNECTIONS (WELDS MADE. H.T. BOLTS TORQUED) CHECKED; ETC. 12/19 Inspected the reinforcement and placement of concrete mix design #6.5x1' for spread footing. One set of three cylinders were taken from footing #3 @line (5 & 13) JAN 81987 CITY OF CARLSBAD 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 govern- ing building laws. _d_ — SIGNATURE OF AEGtSTERED INSPCTOR / 7/,9ft __________ DATE OFF REPORT REG!SEP NUMBER PROFESSIONAL REGISTERED INSPECTIONS, INC 7895 Convoy Court San Diego, California 92111 Phone 292-0660 I INSPECTORS WEEKLY REPORT FOR WEEK N0.q ENDING ON / .... - .................. COVERING WORK PERFORMED REINFORCED CONCRETE STRUCT. STEEL ASSEMBLY GLUE- LAM. FABRICATION WHICH REQUIRED APPROVAL BY D PRE-STRESSED CONCRETE REINFORCED GYPSUM OTHER THE SPECIAL INSPECTOR OF REINFORCED MASONRY PILE DRIVING JB ADDRESS BUILDING PERMIT NUMBER PLAN FILE NUMBER /7le 4e C 'OWNER OR PROJECT NAME ARCHITECT Wa,d le % , - , - CONSR MA-T'L. (TYPE, GRADE, £rc.)IDESIGN STRENGTH I SOURCE OR MFGR. ENGINEER al- Ole DESCRIBE MAT"t., (MIX DESIGN. RE-BAR GRADE & MFGR.. WELD-ROD, ETC.) GENERAL CONTRACTOR CONTR. DOING REPORTED WORK LAB. RECEIVING RECEIVING & TESTING CONSTR. MAT'L. SAMPLES INSP'N. LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC. DATE INCLUDES INFORMATION ABOUT - AMOUNTS OF MATERIAL PLACED OR WORK PERFORMED NUMBER. TYPE. & IDENT. NOS. OF TEST SAMPLES TAKEN; STRUCT. CONNECTIONS (WELDS MADE, H.T. BOLTS TORQUED) CHECKED; ETC. C A-- Z Q,17 7417 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 govern- ing building laws. SIGNATURE OF RE (STEREO INSPECTOR DATE FREPORT REGISTER NUMBER ESGIL CORPORATION 4, 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO, CA 92123 (619) 560- 1468 DATE: JURISDICTION: c-ih' oF PLAN CHECK NO: L(0 ] PROJECT ADDRESS: JF JURISDICTI FILE COPY UPS DESIGNER PROJECT NAME: E_., fl The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficien- cies identified 4J -i-a-a.. e---y are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies Eli identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. D The plans are being held at Egil Corp. until corrected plans are submitted for recheck. fl The applicant's copy of the check list is enclosed for the jurisdiction to return to the applicant contact person. The applicant's copy of the check list has been sent to: U Esgil staff did not advise the applicant contact person that plan check has been completed. Esgil staff did advise applicant that the plan check has 0 been completed. Person contacted: Date contacted: Telephone # REMARKS:pJ C*.J. CC) F 77+E.. 3-Q-E fLAb-) - - .- - - A I •.. . - By (7 gJjncl osures: ESGIL CQRPORATION ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO, CA 92123 (619) 560-1468 APPLICANT JURISDICTION: of= cJ5:'AJ') PLAN CHECK NO: EGIt PROJECT ADDRESS: PV PROJECT NAME: MN" E . PLAN CHECKER FILE COPY UPS DESIGNER The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply fl with the jurisdiction's building codes when minor deficien- cies identified - are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies LI identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. Dan The check list transmitted herewith is for your information. The plans are being held at Esgil Corp. until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to return to the applicant contact person. The applicant's copy of the check list has been sent to: cJj;pp 53O AV.EiJJ- )JA J g2oo D Esgil staff did not advise the applicant contact person that plan check has been completed. Esgil staff did advise applicant that the plan check has been completed. Person contacted: c_LII2-E -)aYP/PiL/9 Date contacted: I)J).-7) Telephone #.jL— U REMARKS: • • By :')fl atX.LL) Enclosures:_________________________ ESGIL CORPORATION PLAN CHECK NO:__________ JURISDICTION: (J44'P/Y) DATE)))f14j7 O APPLICANT COPY O JURISDICTION COPY O PLAN CHECKER COPY o FILE COPY U-EoL- vO J 7-Ei4 ' Enclosures:_____________________ PROJECT ADDRESS: 1-75 NE/\.Jr TO: 1Lt) SSO MJ I 2P 1EJ( J LIb (J Date plans received by jurisdiction______ Date plans received by plan checker_1!J,o)€b Date initial plan check completed I)))L/)?.6byyF FORWARD: PLEASE READ Plan check is limited to technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the handicapped. The plan check is based on regulations enforced by the Building Inspection Department. You may have other corrections .based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The items circled below need clarification, modification or change. All circled items have to be satisfied before the plans will be in conformance with the cited codes and regulations. , The approval of the plans does not permit the violation of any state, county or city law. A. PLANS Please make all corrections on the original tracings and submit two new sets of prints, and any original plan sets that may have been returned to you by the jurisdiction, to: _i i', czô °FAg.F To facilitate rechecking, please identify, next to each circled item, the sheet of the plans upon which each correction on - this sheet has been made and return this check sheet with the revised plans. Lc*-XM 6O)-/b2 1I ii-t--'JE i4 09 c UE5fl OIL)'S - 31 OLT - -- I - M Flo Ifni - Mpg Tb A... ,, 41784 M - • rei ri DATE: ESGIL CORPORATION 9320 CHESAI'EAKE DR.. SUITE 208 SAN DIEGO, CA 92123 (619) 560-1468 cLrc& jl icb M. JURISDICTION: (j]'/ PLAN CHECK NO: _________________________ PROJECT ADDRESS: H4Y'l PROJECT NAME: €,,, CZE PLAN CHECKER FILE COPY UPS DESIGNER The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficien- cies identified are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies 0 identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is the jurisdiction's copy for your information. The plans are being held at Esgil Corp. until corrected plans are submitted for recheck. fl The applicant's copy of the check list is enclosed for the jurisdiction to return to the applicant contact person. The applicant's copy of the check list has been sent to: I4FLJ2, AADJOA FYJ4 ALP I ¶200P E Esgil staff did not advise the applicant contact person that plan check has been completed. - Esgil staff did advise applicant that the plan check has LEEr \ J been completed. Person contacted: iAi Date contacted: Telephone #/3 -3JL/) REMARKS: BY:lpi7Jt4,&) ESGIL CORPORATION 9fr7)B b SQ I i-V t'J (.:T igrrE.h ENCL:)t43-__-- - -4i PA.T7O?J Date initial plan check completed: /0)1(o) By: rfP-r l±Q+E)2- - " mi. S -i, PlAr ThLEINKNO. JL/) MOCLOSURES: FJI t_O k.Lr L1,&L -9 - u7 PI3JECT ADDRESS: t-i P.J2LE AVE PROJECT DATA: STORIES FEICEE TYPE OF CONSTRUCTION JJSE 4/ e SPRINKLERS YES NO ALLOWED ACTUAL AREA 71(,2' P&YT PLAN CORRECTION Kr ApA4rrs: MOWr FRt14 HANDICAPPED ccsmim Date plans received by jurisdiction: Date plans received by Esgil Corporation: Applicant contact person: {3 RE I 75/q) Plan check is limited to technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the handicapped. The plan check is based on regulations enforced by the Building Inspection Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. Present California law mandates that residential construction comply with Title 24 and the following model codes: 1982 IJBC (eff.7/l/85) 1982 UPC (eff. 10/1/85) 1984 NEC (eff. 10/1/85) 1982 UMC (eff. 3/1/85) The above regulations apply to residential construction, regardless of the code editions adopted by ordinance. The items listed need clarification, modification or change. All items have to be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 303 (c), 1982 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, note on this list for a copy) where each correction item has been addressed i.e., plan sheet, specification, etc. Be sure to enclose the marked up list when you submit the revised plans. List No. 20: R-1 General, For Apartment Projects Exempt From Handicapped Access, and Without Any Energy Tables or Supplement for Local Ordinance or Local Policy Reuirements. 1 2/13/86 A. PLANS Q Please make all corrections on the original cings and submit two new sets of prints, and any original plan sets that may have been returned to you by the jurisdiction, to: Esgil Corporation, 9320 Chesapeake Drive, Suite #208, San Diego, California 92123, (619) 560-1468. Please make all corrections on the original tracings and submit two new sets of prints, and any original plan sets that may have been returned to you by the jurisdiction, to: The jurisdiction's building department. Indicate on the Title Sheet of the plans, the name of the legal owner and name of person responsible for the preparation of the plans. Section 302 (a) 7. Li. Provide a statement on the Title Sheet of the plans that this project shall comply with Title 24 and 1982 UBC, UMC, and UPC and 1984 NEC. Provide the site address and a vicinity sketch on the Title Sheet. All sheets of the plans and the first sheet of the calculations are required to be signed by the California licensed architect or engineer responsible for the design. Please include the California license number and the date the plans are signed. Indicate on the Title Sheet whether or not a grading permit is required for this project. 2 2/13/86 Show on the Title Sheet all buildings, structures, pools, walls, etc. included under this application. Any portion of the project shown on the site plan that is not included with the building permit application filed should be clearly identified as "not included" on the site plan or Title Sheet. Specify on the Title Sheet of the plans the gross floor area of each element of this project including dwelling, garage, carport, patio, deck and balcony. Section 302 (c). Provide a Building Code Data Legend on the Title Sheet. Include the following code information for each building proposed: ,.Oupancy Group of Construction - --?Sprinklers: Yes or No -Stories —>Floor Area - Justification to exceed allowable area in Table 5-C. ,Jd'stification to exceed allowable height or stories in Table 5-D. Provide a Building/Unit Schedule on the Title Sheet. Include the following: Designation and area of each dwelling unit type. Number of each designated unit types in each building (including handicapped access units). C. List any other occupancies or uses included in each building, i.e., common laundry, common storage, garage, rental office, etc. )2/1' Provide a fully dimensioned site plan drawn to scale. Show: north arrow, property lines, easements, streets, existing and proposed buildings and structures, location of yards used for allowable increase of building area and dimensioned setbacks. s . ting: Provide a statement on the site plan "All property lines, easements and buildings, both existing and proposed, are shown on this site plan". Clearly designate on the site plan existing buildings to remain, existing buildings to be demolished, buildings to be constructed under this permit and any proposed future buildings. Show on the site plan all proposed walls, "retaining walls and fences. Specify their heights on the plans. Clearly dimension building setbacks from property lines, street centerlines, and from all adjacent buildings and structures on the site plan. Dimension distance from curb to property line. Quil Show and dimension on the site plan all ding projections including eaves, balconies, cornices and similar appendages extending beyond the exterior walls. 18. Show on the site plan, or provide the grading plans, showing finish floor elevations, elevations of finish grade adjacent to buildings, drainage patterns and locations and gradients of cut or fill slopes. Show dimensioned parking layout including any required handicap access spaces. Q Show the location of any designated flood ins, open space easements, or other development restricted areas on the site plan. B. LOCATION ON P'ucrt 30. When two or more buildings (including carports) are on the same property, the buildings shall have an assumed property line 'between them for the purpose of determining the required wall and opening protection and roof cover requirements, per Section 504 (c). An exception is provided if the combined area of the buildings is within the limits specified in Section 505 for a single building. If this exception is used, show how the building(s) will comply with Section 504 (b). :L4 . '' AL42 p),-K2I' Buildings over one story and containing courts shall have an assumed property line for the purpose of determining required wall and opening protection of court walls, per Section 504 (c). See possible exception. Please show how the court walls will be made to comply with Section 504 (c). The exterior walls of R-1 occupancies (Type VConstruction) less than five feet to a property line or an assumed property line, shall be one-hour fire-rated construction. The wall shall have a thirty inch parapet (see exception, Section 1709) and the wall shall have no openings, including windows, doors, scuppers, vents, etc. Table 5-A. exterior walls of a Group M occupancy (maximum 1,000 sq. ft.) carport or garage, less than three feet to a property line or an assumed property line, shall be one-hour fire-rated construction. The wall shall have no openings. Table 5-A. 3 2 /13/86 ,"ire-resistive exterior wall construction shall be maintained through attic areas. Section 4304 (c). ,k(('When openings are required to be protected due to location on property, the sum of openings shall not exceed fifty percent of the total area of the wall in each story. Section 504 (b). A covered passageway connecting separate buildings must comply with the requirements for an arcade, if the buildings are to be considered as separate buildings. Section 509. ' Exterior exit balconies cannot be located in an area where openings are required to be protected. Section 3305 (i). () Exterior stairways shall not project into yards where protection of openings is required. Section 3306 (n). 46. Yards or courts serving as required exits or more than ten occupants must be at least ten feet wide or have walls of one-hour construction for a height of ten feet above the court or yard grade. Openings shall be protected by fire-assemblies having a rating of not less than three-fourths-hour. Section 3301 definition d Section 331 [d). > U 1 (7 S V'- P) /Structural elements exposed in walls required to be fire-resistive construction due to location on property must have the same fire- resistive rated protection as the wall, or as required for the structural frame for the type of construction, whichever is greater. Table 17-A, Footnote 1, and Section 1702. (ZIOpenings for scuppers, mechanical equipment foundation vents and similar openings are not permitted in walls located where openings are required to be protected. Table 5-A FUr Jecç nL1 @60jn-v 'y i L) n 5 LocED J-EE fLOTFLJ17 o_) I 6- /E pruiP-Ep (i I r J 2-01 OE EJQ1— LUE yE 30 O(ik)It'2Cr- WML}, pOc ' four— pPE 77 / JJ€J 77EL- rrucJ7O1'.) s' "Nt>bvE_ .-' j- T1 3Th-I4- TEAO. 4 2/13/86 y("The exterior wall of a Group M occupancy (maximum 3,000 sq. ft.) carport or garage, less than three feet to a property line or an assumed property line, shall be one-hour fire- rated construction. The wall shall have a thirty inch parapet (see exception, Section 1709 and Table 5-A.). The exterior wall of a B-i occupancy carport or garage (Type V-N Construction), less than twenty feet to a property line or an assumed property line, shall be one-hour fire- rated construction. When the exterior wall is less than ten feet, a thirty inch parapet and protected openings are required. When the exterior wall is less than five feet, no openings are permitted. Table 5-A. Eaves over required windows shall be not less than thirty inches from side and rear property lines. Section 504 (a). Combustible projections located where openings are required to be protected shall be heavy timber or one-hour construction. Section 1710. Projections may not extend more than twelve inches into areas where openings are not allowed. Section 1710. Projections over public property must (comply with Chapter 45. Projections may not extend more than one- third the distance from the exterior wall to the property line or one-third the distance from an assumed vertical plane located where fire- resistive protection of openings is first required, whichever is least restrictive. Section 504 (b). BUILDING AREA Qe Provide on the Title Sheet of the plans the justification for exceeding the basic allowable area in Table 5-C, Section 506. When a building has more than one occupancy, the area shall be such that the sum of the ratios of the actual area divided by the allowable area for each occupancy shall not exceed one. Section 503. 62. As shown, the building(s) is/are over area for the type of construction shown. Table 5-C. ELw' 118< The total floor area of a multi-story building cannot exceed twice the basic area allowed by Table 5-C. after increasing the basic area, per Section 506. No single story can exceed the basic area allowed by Table 5-C. plus the increases allowed by Section 506. Unless considered a separate story, the kloor area of a mezzanine shall be included in calculating the area of the story in hich it is located. Section 505. /6. A basement need not be included in the total allowable area, provided such a basement does not qualify as a story nor exceed the area permitted for a one story building. Section 505. AREA SEPARATION WALLS 70. Area separation walls may separate portions o a building and allow each portion to be considered a separate building, however, the area separation wall must be four-hour in Type I, II-F.R., III and IV buildings; and two-hour in Type II one-hour, Type II-N and Type V buildings. Section 505 (e) 1. 71. Openings in four-hour area separation walls required to be protected with three-hour fire-resistive assemblies; 1-1/2 hour fire- resistive assemblies .4—f2hour area separation walls. Section 505 (e- Openings in area separation walls are limited to twenty-five percent of the length of the wall in each story. Section 505 (e). 73 If area separation walls do not extend to the outer edge of horizontal projections, (balconies, roof overhangs, canopies, marquees and architectural projections) and the projecting elements contain concealed spaces, the wall shall extend through the concealed space to the outer edges of the projecting elements. The exterior walls and projecting elements above, must be of one-hour construction on each side of the area separation wall for a distance equal to the depth of the projecting elements. Walls supporting the exterior walls must be one-hour. Openings in the one-hour walls must be protected with three-fourths-hour assemblies. Section 505 (e) 2. All area separation walls must extend in a continuous straight vertical plane from the foundation to a point thirty inches above the roof, but may terminate at the underside of the roof sheathing if the roof/ceiling is two-hour construction. Section 505 (e) 3. .• ' ..h 1.L 'S .. . ~~ "qv A "P, 2 IMMA] R 2 a ~M 11 M~o - ..' ', 4 , I'. - b5 - •,/ -, ' -5FJkY-14,n0A_) • 6E_ AE_(IU14EP 70 t~A.Mlr-Y Q,mi Two-hour area separation walls may nate at the roof sheathing provided that: () Where the roof/ceiling framing elements are parallel to the walls, such framing and elements supporting such framing shall be of not less than one-hour fire-resistive construction for a width of not less than five feet on each side of the wall. Section 505 (e) 3. Where roof/ceiling framing elements are perpendicular to the wall, the entire span of such framing and elements supporting such framing - shall be of not less than one-hour fire-resistive construction. Section 505 (e) 3. e No openings in the roof are permitted in five feet of a two-hour area separation wall if parapets are not provided. Section 505 (e) 3. /7Where different roof heights occur, no openings in the lower roof are permitted within ten feet of the area separation wall if parapets are not provided. Section 505 (e) 5. Show the basis for the approved f ire- 'resistive construction elements for the area separation wall, parapet, and ceiling assembly if used in lieu of parapet i.e., item number in Table 43-A, B, C or U.L. Directory, etc. (Note that trusses require two layers of 5/8 inch Type 'X', per Gypsum Fire Resistance Design Manual, Item FC 5406). (@ Provide complete details of the area separation wall(s) to show compliance with I wj 81. Provide a note on the plans stating: lumbing and conduit penetrations of the area separation wall shall be of copper or ferrous. No plastic pipe may penetrate the area separation wall". Section 4304 (e). I K. BIJUDflE HIGff/STORIL Area separation walls, which separate portions of buildings having different heights, may terminate thirty inches above the lower roof level, provided the exterior wall for a height of ten feet above the lower roof is of one-hour fire-resistive construction with openings protected by three-fourths-hour assemblies. As an alternate the wall may terminate at the sheathing of the lower roof, provided roof/ceiling elements, if parallel to the wall, are one-hour construction for a ten foot width along the wall at the lower roof, and supporting elements are one-hour; where the lower roof/ceiling elements are perpendicular to the wall, the roof/ceiling elements shall be one- hour for the entire span, and supporting elements shall be one-hour. Section 505 (e) 5. Clearly show the maximum building height based on the definition in Section 409. 91. Clearly show if the lower level is a basement or story, based on the definitions in Section 403 and 420. () Plot the finish grade (adjacent ground level) on the elevations and dimension the distance to the floor above for story determination. See definition of grade, Section 408. ,'The height and number of stories cannot exceed that shown in Table 5-D. Show the code basis for the height/number of stories as shown. 6 2/13/86 One additional story would be permitted beyond that shown in Table 5-D. if the building is sprinklered throughout and the sprinkler system is not otherwise required by Section 506 (area) or Section 508 (subsitute for one-hour). Section 507. Towers, spires and steeples shall comply 'with Section 507, Exception 1. F. FM-RESISTIVE cXNSTRUION bEE- L-O-J Group R, Division 1 occupancies more than two stories in height, or having more than 3,000 sq. ft. of floor area above the first story shall be not less than one-hour fire-resistive construction throughout except as provided in Section 1705 (b) 2. Where one-hour fire-resistive construction is required, an approved automatic sprinkler system may be substituted for the one-hour construction, however, the fire sprinkler system shall not waive or reduce fire-resistive requirements for: occupancy separations, exterior walls due to location on property, area separation walls, shaft enclosures, corridor protection, stair enclosures, exit passageways, type of construction separation per Section 1701 and atriums constructed in accordance with Section 1715. Section 508. Provide details of the one-hour fire- resistive construction. Include roof/ceiling assemblies, floor/ceiling assemblies, wall assemblies, post and beam assemblies, gable end assemblies at attics, etc. Chapter 43, Chapter 17. Maintain one-hour fire-resistive wall construction at built-in wall fixtures and behind bathtub and shower enclosures, mailboxes, medicine cabinets, fire extinguisher cabinets, electric panels exceeding sixteen sq. in. in 'area, etc. Section 4304 (e). ,CIetail and reference I.C.B.O. number or other approval for horizontal fire assembly using trusses. Section 4303 (b) 8. E- Detail how fire-resistive wall and ceiling protection will be maintained at all duct penetrations such as at bathroom and kitchen hood fans, laundry room fans and dryer vents. Also detail recessed light fixtures. Show duct openings in ceilings, regardless of size, have approved ceiling fire dampers. Section 4303 (b) 6. Roof/ceiling and floor/ceiling assemblies must be of one-hour construction. Detail fire assemblies on plans along with their I.C.B.O. number or other ID number from the Fire Resistive Design Manual published by the Gypsum Assoc. or U.L. number or item number from Table 43-C, U.B.C. Detail water heater vents located inside fire-resistive wall construction or within fire- resistive shafts. Table 17-A; Section 1706 (a), Section 4306 (j). Detail pre-fabricated fireplace flues within individual fire-resistive shafts and specify fire-stopping around fireplace box opening. Section 4304. (e). Clearly identify location and hourly fire-resistive rating of vertical shafts on the plans. Provide construction details showing location of fire dampers and how fire resistivity will be maintained at floors and roofs. Section 1706. Note on plans that elevator doors must be constructed and installed in the same manner as a-hour fire assembly, even though elevator doors are not identified with fire labels. 7 2/13/86 ill Detail column fire protection per Table 4 -A in the U.B.C. and specify column impact protection in garage areas per Section 4303 (b) 5. As a minimum, show a twenty-two gauge steel jacket around each column to a height of three feet above the ground for impact protection. 'E-E_ (.-L-CEV -' torting Structural members such as beams more than one floor or roof must be individually fire protected (Section 4303 (b) 6). Detail required protection, per Table 43-A oJRB-250, U.L. etc cF Clearly specify minimum thickness M walls and slabs to provide -hour fire- resistive rating per Table 43-B and C. Clearly specify minimum cover for bonded reinforcing at fire-rated columns, fire-rated beams. Clearly specify minimum cover for prestressed concrete tendons per Section 4303 (c) 3. (Detail all plumbing and electrical ) l penetration at occupancy, area, corridor or other fire separation walls as specified in Section 4304 (e). Detail all furred ceilings as required in Section 4203. Show fire-retardant treated wood where necessary. Provide cross-section of one-hour 'corridors serving an occupant load of ten or more. Label corridors on plans as one-hour corridors; specify on the plans all doors as twenty-minute fire assemblies with self-closers or automatic closers with smoke detectors, and all windows as 1/4 inch wire glass in steel frames and all duct penetrations to have fire dampers. Section 3305 (g), Section 3305 (h). Clearly label and identify on the plans the fire-resistive corridors, area separation walls., shafts, occupancy separation walls and f1oors, exit courts less than ten feet wide and exit enclosures, along with their hourly ratings. Section 302 (c). G. Storage or laundry rooms that are within Group R, Division 1 occupancies, that are used in common by tenants, shall be separated from the rest of the building by not less than one- hour fire-resistive occupancy separations. Section 1202 (b). Provide a full one-hour occupancy separation between R-1 and H-i or B-i (H-i up to 3,000 sq. ft.) occupancies. Fire protection only on the garage side applies only to R-3/M occupancy separations, not R- l/M occupancy separations. Table 5-B and Section 503 (d). Provide one-hour fire-resistive door /2. assemblies in the one-hour occupancy separation. Section 503 (c). X. The required three-hour rated occupancy separation between R-1 and B-i occupancies may be reduced to a two-hour rating when the B-i is limited to the storage of passenger vehicles, and the provisions of Section 702 are not applicable (Table 5-B). The two-hour occupancy separation may be further reduced to one-hour, if the aggregate area of B-i occupancy within the building does not exceed 3,000 sq. ft. Section 503 (d). Garages are not permitted to open into a room used for sleeping purposes. Section 1104. 8 2/13/86 Q. A B-i occupancy in the basement or first s ory may be classed as a separate and distinct building for the purpose of area limitation, limitation of number of stories and type of construction, per Section 702, only if the following conditions are met: B-i is Type I construction. () B-1/R-1 are separated by a three-hour occupancy separation. 8. A -hour occupancy separation is required between occupancy and the ____ occupancy. Table 5-B, Section 503 (d), Tables 43 - A, B, C and Chapter 43. /9. Structural members supporting an occupancy separation must have the same fire-resistive rating as the separation. Table 5-B, Section 503 (b), Tables 43 - A, B, C and Chapter 43. No openings are allowed in a four-hour B-i is restricted to passenger vehicle fire-resistive occupancy separation wall. storage, laundry rooms and mechanical Section 503 (c). equipment rooms. (No storage, recrMtiocl roo9, etc. ), 3T1&1 3k ' Openings in a three-hour fire-resistive / The maximum building height does not assembly, and openings may not exceed twenty- separation shall be protected by a three-hour exceed the limits in Table 5-D for the IEL- five percent of the length of wall in the story least type of construction, and no single opening shall exceed 120 sq. ft. Section SO (t'L TAh1p, L,. - A R ( itir The Type I construction is required to have 3/4 hour protected exterior wall openings when located within twenty feet from a property line, and no openings are permitted less than five feet. Section 1803 (b). All openings in floors forming a separation shall be protected by vertical enclosures above and below the opening. The walls of such enclosures shall be not less than two-hour fire-resistive construction, and openings therein shall be protected by a one and one-half hour assembly. Section 503 (c), Tables 43 - A, B, C and Chapter 43. WKI 9 2/13/86 '-, 7 ----------, -, Chapter 43. X A two-hour fire-resistive occupancy 5eparation shall be not less than two-hour fire- resistive construction. Openings shall be protected by a one and one-half hour assembly. Section 503 (c), Tables 43 - A, B, C and Chapter 43. /3- A one-hour fire-resistive occupancy separation shall be not less than one-hour fire- resistive construction. Openings shall be protected by a one-hour assembly. Section 503 (c), Tables 43 - A, B, C and Chapter 43. /Occupancy separation wall penetrations Must be either ferrous or copper and fire- stopped. Steel electrical outlet boxes, not exceeding sixteen square inches per one hundred square feet of wall, may be installed and shall be separated by a horizontal distance of twenty-four inches when on opposite sides of a wall. Section 4304 (e). 145. Fire-resistive floors .used for occupancy 9 separation shall have openings protected per. Section 503 (c). G Ducts penetrating one or two-hour. - occupancy or area separation walls must have fire dampers. A fire door is required for three-hour separations. Section 4306 (j). Usable space under the first story, when 'constructed of metal or wood, shall be protected on the side of the usable space as required for one-hour fire resistive wall and ceiling construction and the door to the usable space shall be self-closing, of noncombustible - construction or solid wood core, not less than 1-3/4 inches in thickness. Section 1703. 10 e Show the details and the basis for the ng of the occupancy separation you. propose, i.e., item number in Table 43 - A, B, .C; Gypsum Fire-Resistive Design Manual; U.L., etc. Wall and floor/ceiling assemblies separating dwelling units from each other- and from common space (such as corridors, laundry rooms, common garages, service areas, etc.) must have a. listed rating of STC 50 and IIC 50. Show the location of and provide details of the listed wall, and floor/ceiling assemblies, and indicate the listing agency and listing number for the tested ratings. H. SOUND TRANSMISSION (Title 25, chapter 1, Subchapter 1, Article 4, Section 28) UBC Standard No. 35 (1-3) UBC Appendix Chapter 35. 9160. Show the location of and provide details o the listed wall and floor/ceiling assemblies, and indicate the listing agency and listing number for the tested ratings. flci.Jflf3-/ fJJ!O —WrLU, r P±-V pcLT71 L 10 2/13/86 161. Show how penetrations of assemblies for p ing, electrical devices, recessed cabinets, bathtubs, soffits or heating, ventilating or exhaust ducts shall be sealed, lined or insulated or treated to maintain the required ratings. X Dwelling unit entrance doors from interior dors together with their perimeter seals shall have a STC rating of not less than 30. 63. R-1 occupancy buildings, located in noise critical areas (CNEL contours of 60 dB) as shown on the City or County's General Plan, require an acoustical analysis showing that the proposed building has been designed to limit noise in habitable rooms to CNEL of forty-five dB. Where windows must be closed to comply, it is necessary to provide mechanical ventilation capable of providing at least two air changes per hour, provide design. 164. The Title Sheet or Site Plan should c early indicate if any portion of the project is in a noise critical area (CNEL contours of 60 dB) as shown on the City or County's General Plan. If no portion of the project is within a noise critical area, provide a note on the Title Sheet stating: "This project is not within a noise critical area (CNEL contour of 60 dB as shown on the General Plan". In all occupancies, floors above the first story having more than ten occupants, shall have not less than two exits, except only one exit is required from a second floor area within an individual dwelling unit. Two or more dwelling units on the second story may have access to only one common exit when the occupant load tributary to the stairway does not exceed ten. Section 3303 (a). ")%( "Exits should have a minimum separation of on the maximum overall diagonal dimension of the building or area served. Section 3303 (c). The maximum number of required exits and their required separation must be maintained until egress is provided from the structure. Section 3303 (a). 1 . Where a required exit enters a yard, the bard must lead to a public way. Section 3301. Minimum exit court width is forty-four /4. inches. Section 3311 (b). Where required exits enter an exit court (see definition, Section 404 and 3301), the exit court must discharge into a public way or exit passageway. The exits from the exit court shall comply with Section 3311 requirements for width, number, and protection of walls and openings. ,?C Basements require two exits, except basements in an individual dwelling unit. Section 3303 (a). Total width of exits in feet shall be not less than total occupant load served divided by fifty. Tributary occupant load from basements and stories above shall be per Section 3302 (b) and the maximum width required for any story shall be maintained. No point in the building shall be more 'than one hundred fifty feet (two hundred if sprinklered) from an exterior exit, horizontal exit, enclosed stairway or exit passageway, measured along the path of travel. This may be increased one hundred feet if the last one hundred fifty feet is in a corridor. Section 3303 (d) (see exceptions). 11 2/13/86 ,31; 4"ouble acting doors are not allowed when serving a tributary occupant load of more than one hundred, or when part of a fire assembly, or part of smoke and draft control or when equipped with panic hardware. Section 3304 (b). Exit doors from each unit should be a minimum size of three feet by six feet eight inches with a minimum door swing of ninety degrees. Maximum leaf width is four feet. Section 3304 (e) and (f). Regardless of occupant load, a floor or landing not more than 1/2 inch below the threshold is required on each side of an exit door. In R-3, and individual units in R-1, a maximum 7-1/2 inch drop may occur provided the door does not swing over the drop. Section 3304 (h). /!2. Doors should not project more than seven nches into the required corridor width when fully opened, nor more than one-half of the required corridor width when in any position. Section 3305 (d). /3. Revolving, sliding and overhead doors are not permitted as exit doors. Section 3304 (g). G184 A door may open over a stairway landing provided the door, in any position, does not reduce the clear area of the landing, in any direction of travel, to less than one-half the required width of the stairw. Section 3306Fr- . Vw IT I an Change in widt~64i-n an x* court shall be Oefrected gradually by a guardrail at least thirty-six inches high and making an angle of not more than thirty degrees with axis of the court. Section 3311 (b). (JIi-€4._ 3F.LL_S T7. iiDflt Xir wcieS LI-cf-'re' 18,V. Walls of exit passageways shall be without Øenings except exits and shall have walls, floors and ceilings of the sane fire-resistance required for the building, with a minimum one- hour fire-resistive construction. Exit openings in the walls shall be protected by a three-fourths-hour assembly. Section 3312 (a). required by Table 33-A shall not exceed 1:12; other exit ramps 1:8. Ramps steeper than 1:15 shall have handrails as required for stairways. Minimum size landings and landing clearances must be provided. Section 3307. (j) Stairway width must be at least forty-fur inches when serving more than fifty occupants; thirty-six inches when less than fifty; thirty inches when serving one unit only. Section 3306 (b) and Section 3301 (b). 74ir2& DOt.)'J FPCt Rearance F1 -7 LO 1 4J Seventy-eight inch minimum headroom for stairways should be indicated on the plans. Section 3306 (p). Note that this is from a plane tangent to the stairway tread nosings. Stairway handrails should not project more than 3-1/2 inches into the required width. Trim may not project more than 1-1/2 inches. Section 3306 (b). 191 Enclosed usable space under interior or exterior stairways should be protected on the enclosed side as required for one-hour fire- resistive construction. 2-x @ 16" o.c. nailers. Section 3306 (m) (n). /Landings should not be reduced in width morethan seven inches by a door when fully open. Where doors open over landings, the landing shall have a length of not less than five feet. Section 3306 (g) and Section 3304 (h). 12 2/13/86 tairways from upper levels which extend below the level from which egress from the building is provided, shall have an approved barrier to preclude exiting into such lower levels. Section 3306 (h). /an~ings Vertical distances between stairway are limited to twelve feet. Section 3306 (i). All interior stairways, ramps and escalators shall be enclosed. An enclosure is not required if serving only one adjacent floor and not connected to stairs or corridors serving other floors. Not required for R-3 or R-1 stairs within a dwelling unit. Section 3309 (a). Q Stairway riser must be four inches minimum and 7-1/2 inches maximum and minimum run shall be ten inches except in winding, circular or spiral stairways, or private stairways serving less than 10 which may have an eight inch rise and nine inch run. Section 3306 (c). /97. Winding stairways are permitted only when serving R-3 or a single unit in R-1. Section 3306 (d). X8'*. Provide details of winding stairway: Minimum tread is six inches at any point and a minimum nine inches at a point twelve inches from where the treads are narrowest. Maximum rise is eight inches. C. Minimum width is thirty inches. Section 3306 (d). Spiral stairways are permitted only when serving R-3 or a single unit in R-l. Section 3306 (f). Provide spiral stairway details: Minimum run is 7-1/2 inches at point from where the treads are the narrowest. Maximum rise is 9-1/2 inches. C. Minimum headroom is six feet six inches. Section 3306 (f). X. Spiral stairways may not be used for required exits when the area served is greater than four hundred sq. ft. Section 3306 (f). Spiral stairways must have a clear walking 'apace of twenty-six inches between the column and handrail. Section 3306 (f). /3,. Provide I.C.B.0. Research Report and Num er for metal stairway, or submit plans and calculations and approved fabricator registered with the Building Department or note that the stairway fabrication shall be done under special inspection per the approved fabrication plans. /in ion 306 (a) 4 B and 306 (f). Stairways should be enclosed as specified Section 3309: Two-hour fire-resistive walls are required in buildings of Type I and II-F.R. Construction, and in all buildings over four stories, and one-hour elsewhere. Only exit doors are allowed to open into exit enclosures. Doors should be labeled one and one-half hours or one-hour fire assemblies, and noted to comply with U.B.C. standard 43-2. 13 2/13/86 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. An approved barrier is required at the ground floor to prevent people from accidentally continuing to the lower level. Usable space is not allowed under the stairs. /5. Occupied floors more than seventy-five feet above the highest grade should have all exits from the building in smoke-proof enclosures. Section 3310 (b). In buildings four or more stories, one stairway must extend to the roof. Section 3306 (o). sir . drails are required on each side of Stairways required to be more than eight-eight inches wide shall have intermediate handrails. Stairways not over forty-four inches wide or stairways serving one dwelling unit may have one handrail if not open on both sides. Private stairways (1 tenant), thirty inches or less in height may have one handrail; private stairways, not over three risers, serving a single dwelling unit (R-3, R-l) need not have a handrail. Handrails shall be thirty to thirty-four inches above nosing of treads and be continuous and, except for private stairways, at least one rail shall extend six inches beyond top and bottom risers. All stairs shall terminate in a newel or safety post. Section 3306 (j). Jor- op- , US 208 The handgrip portion of all handrails s 11 be not less than 1-1/4 inches nor more than two inches in cross-sectional dimension. Handrails projecting from walls shall have at least 1-1/2 inches between the wall and the handrail. Section 3306 (j). E209 Every stairway landing shall have a ension, measured in the direction of travel, at least equal to the stairway width. Section 3306 (g). $-1 yL J'J11 1•O 6in Openings in the exterior wall below or ten feet horizontally of an exterior exit stairway in buildings over two stories shall be protected by a self-closing assembly having a three-fourths-hour rating, unless two separated exterior stairways serve an exterior exit balcony. Section 3306 (1). -(1E-iO- i1iP.t> rc J. CORRIDORS b. Exterior sides of exterior exit balconies. Section 3305 (g). 6. ,0ne-hour fire-rated corridors shall have door openings protected by tight-fitting smoke and draft control assemblies rated twenty minutes, except openings in interior walls of exterior exit balconies. Doors shall be maintained self-closing or be automatic closing by action of a smoke detector per Section 4306 (b), doors shall be gasketed to provide a smoke and draft seal where the door meets the stop on sides and top. Section 3305 (h). Total area of all openings, except doors, in any portion of an interior corridor, shall not exceed twenty-five percent of the area of the corridor wall of the room which it is separating from the corridor. Section 3305 (h). /3. Corridors, and exterior exit balconies, serving ten or more occupants must be a minimum of forty-four inches wide and seven feet high to the lowest projection. Corridors serving R-3 and individual R-1 units may be thirty-six inches wide. Section 3305 (b). /When a corridor or exterior exit balcony isacsible to the handicapped, changes in elevation shall be made by means of a ramp. Section 3305 (f). Corridors serving ten or more occupants in R-1 or thirty in other occupancies shall have walls and ceilings of one-hour construction except: a. Corridors greater than thirty feet wide when the occupants or areas served by the corridor have an exit independent from the corridor. 14 2/13/86 e 8 Duct penetrations of fire-rated corridor . ls and ceilings shall have fire dampers per Section 4306 (j). / 9. Viewports in twenty minute rated corridor doors cannot exceed one inch in diameter and must have 1/4 inch thick glass and metal holder that will not melt at 1700 degrees F. Section 3305 (h). ,2. Openings for rubbish or linen chutes shall not be located in exit corridors or stairways. Section 1706 (c). Y22 . Provide a complete architectural section he corridor, and exterior exit balcony, showing all fire-resistive materials and details of construction for all floors, walls, roof and all penetrations. Section 3305 (g). /2.. Ceilings of combustible materials cannot be suspended below the one-hour corridor ceiling. Section 3305 (g). 7(3. Corridor .walls may terminate at 'ceiling only if the ceiling is an element of a one-hour fire-resistive floor or roof system. Section 3305 (g). )2i( See attached details for approved methods of providing one-hour corridor construction. /5. When two exits are required, dead end, corridors and exit balconies are limited to twenty.feet. Section 3305 (e). - 32 ' Exterior exit balconies cannot be located in areas where protected openings are required. Section 3305 (i). /'2 Where construction exists at the outer of the exterior exit balcony, both the exterior and interior wall and openings must be protected per corridor requirements. Section 3305 (g). K. mi sis () 228 Exit signs are required since the occupant load exceeds fifty. Show all required exit sign locations. Section 3314 (a). Show that exits are lighted with at least a one foot candle at floor level. Section 3313 (a). Show that the power supply for exit illumination and exit signs is provided by two separate circuits. (Occupant load exceeds 100) Section 3313 (b) 1. /1. Show separate sources of power for exit illumination and exit signs. (Occupant load exceeds 100) Section 3313 (b) 2. The exit sign locations as shown are not adequate. L. R-1 GAL OCCUPANCY Ru.xncITS (j) Every apartment house three stories or more in height or containing more than fifteen dwelling units and every hotel three or more stories in height or containing twenty or more guest rooms shall have an approved fire alarm system as specified in the Fire Code. Section 1202 b (see exception.iP- TTh' J' 6Tt*-1 F5ut u-$'> .VE_O my 251 Draft stops above and in line with walls s arating units shall be installed in the attics, mansards, overhangs, false fronts and similar concealed areas. The draft stops shall be above and in line with walls separating tenant spaces from each other and from other uses. Section 2516 (f). Every sleeping room below the fourth story 'shall have at least one openable window or exterior door for emergency excape or rescue. The clear opening shall be at least 5.7 sq. ft., twenty-four inches high and twenty inches wide. The finish sill height shall not exceed forty- four inches above the floor. Section 1204. One room must contain a minimum of one hundred fifty sq. ft. of superficial floor area. Section 1201 (b). ';<Habitable rooms, other than kitchens, shall contain at least seventy sq. ft. of floor area. Section 1207 (b). 15 2/13/86 Window area must be at least 1/10 of the /-! loor area (minimum 10 sq. ft.) in K Specify safety glazing for glazing in "iiazardous locations such as glass doors, glazing adjacent to such doors and glazing adjacent to walking surfaces. Section 5406. Section 1205 (a). 265. Est) Glazing, in the same wall plane as a door, be safety glazing if within 12" of the door E 56 00)r Openable window area must be 1/20 of the and less than 60" above the walking surface, area (minimum 1-1/2 sq. ft.) in bathrooms, unless the glazing is leaded on faced glass. laundry rooms and similar rooms. Section 5406 (d) 7.-F k)Jt2CV3S Section 1205 1205 (a,-2 1rs.ioi0vE U I-At'J Q69 9Glazing in shower and tub enclosures shall (257) One-half of all required window area 551St be tempered, laminated or approved plastic 'sbs.penable in jrtJ+iJ (.3+O-) T+P.T (including windows within 5 feet of tub or fto shower floor). Section 5406 (d) 5. ,Z59" No habitable room, other than a kitchen shall be less than seven feet in any dimension. Section 1207 (c). Show a seven foot, six inch minimum ceiling height for habitable rooms other than the kitchens. Section 1207 (a). H. ROOF Fire-retardant roof cover is required for R-1 occupancies which are more than two stories, or have more than three thousand sq. ft. of projected roof area, or where less than ten feet from the extremity of the roof to a property line or an assumed property line. Section 3202 (b) and 3203 (e). Show a seven foot minimum ceiling height for the kitchens, halls, corridors, laundry A Class fire-retardant rooms and bathrooms. Section 1207 (a). roof covering is required. 2. Specify roof slope. Roof slope is not adequate for roof type specified. Table 32-B; Section 3203 (h). 84. Specify roof material and pp1ication. pter 32. . Ql Show location of fire extinguishers. e 25 CAC. ,-io,.E. r$AJ 75/ M ,EAo MqLF XF 2rn1Z BoQI 0 La. jX2 e) 7f -r -E-. i Lj J(- r'i -4cTL>9 aoy. 13 1D 7F— TThE.. m-.i (e i—L4 , 16 2/13/86 Provide thirty inches clear width in water closet compartments and twenty-four inches clearance in front of the water closet. Section 511 (a). Q Provide smoke detectors which will sound an alarm when actuated. Detectors must be permanently wired in new construction but may be battery operated in existing construction. Section 1210. .LD—) ioP285roof Specify I.C.B.0. or U.L. approval number materials not covered in U.B.C., e.g., etc., Section 107. 11L- 3Z'6. The maximum slope for a fire retardant built-up roof, with rock or gravel surfacing, is 3 inches in 12 inches, Section 3203 (e) 2. The minimum slope for a fire retardant built-up roof, with cap sheet surfacing, is 1/2 inch in 12 inches. Section 3203 (e) 3. Specify minimum 1/4 inch per foot roof slope for drainage or design to support accumulated water. Section 3207 (a), Section 2305 (f) and Section 2511 (d) 6. - Show roof drains and overflows. Section 3207. () Provide skylight details to show compliance with Sections 3401 and 5207 or provide I.C.B.0. approval number. ()Plastic skylight must be separated from B each other by at least 4 feet. Section 5207 (a) 6. 292 Show attic ventilation. Minimum vent area is 1/150 of attic area or 1/300 of attic area if at least 50% of the required vent is at least 3 feet above eave vents or cornice vents. Show required area and area provided. Section 3205 (c). Q. Provide a minimum 22" x 30" (or 30" x 30" !quipment is in attic) attic access opening. Section 3205 (c). N. MASONRY Provide fireplace construction details or note construction to be per attached fireplace standard drawing. Chapter 37. ,9"how veneer support and connections in Seismic Zones 3 and 4, comply with Section 3002, 4, 5, 6, and Section 2515 (a) regarding ties and #9 wire in horizontal joints or show construction to be per attached sheet 30-1 or 30-2. 26. Show height and construction details of ll masonry walls. Chapter 24. Note that cleanout openings shall be provided at the bottom of all cells to be grout filled over 4' in a single pour. Cleanout shall be sealed before grouting, after inspection. Section 2414 (a) 8. 42. Show floor and roof connections to masonry Ll1s. Connection shall resist 200 pounds per lineal foot or the actual design load, whichever is greater. Cross grain tension or bending in wood ledgers -is not permitted. Section 2312 (j) 3. A. 24. Provide details for damp proofing the fdindation walls, below finish grade, where useable space exists on the interior side of the walls. Section 1707 (d). Show a minimum 2" airspace and flashing between planter and building walls. Section 2516 (c) 7. 17 2/13/86 Fire sprinklers are required on any story or basement when the floor area exceeds 1,500 sq. ft. and there is not provided at least twenty sq. ft. of opening entirely above the adjoining ground in each fifty lineal feet or fraction thereof of exterior wall on at least one side, or when openings are provided on only one side and the opposite side is more than seventy-five feet away. Section 3802 (b). Show standpipe class and outlet locations on the plans. Section 3806. - Specify that hoses are required with the standpipes. Table 38-A. X-3_Fire sprinklers are required in a basement jfy portion of a basement is more than seventy-five feet from openings in an exterior wall. Section 3802 (b). Fire sprinklers are required at the top of rubbish and linen chutes and in their terminal rooms. Chutes extending through three or more floors shall have additional sprinkler heads installed within such chutes at alternate floors. Sprinkler heads shall be accessible for servicing. Section 3802 (b). Provide fire sprinklers f El'2- 1t/ L) V E t 14 0E.P1 /7. When serving more than one hundred sprinkler heads, automatic sprinkler systems shall be supervised by an approved central proprietary or remote, station service, or shall be provided with a local alarm which will give an audible signal at a constantly attended location. Section 3803. occupancies over three stories shall have standpipes as required by Table 38-A. A first story as allowed by Section 702 shall be included in determining the number of stories when determining if standpipes are required as Section 702 only gives relief from Tables 5-C, 5-D and Sections 505, 506 and 507. Section 702 does not give relief to the requirements of Table 38-A. P. FRAMING 30k. Show wall bracing. Every exterior wood sud wall and main cross partition shall be braced at each end at least every 25 feet of length with 1 x L diagonal let-in braces or equivalent. Section 2517 (g) 3. J01 i . Note cross bridging or blocking. Floor sts and rafters 12" or more in depth shall be supported laterally by bridging at intervals not exceeding 8 feet, unless both edges are held in line. Section 2506 (g). 3 1. Show blocking at ends and at supports of floor joists, and for rafters at exterior walls.- Section 2517 (d) 3. 31 2. Show solid blocking at ridge line and at terior walls on trussed roofs. Section 2506 (g), Section 2517 (h). t3. Show double joists. Floor joists shall be bled under bearing partitions running parallel with the joists. Section 2517 (d) 5. 3h. Bearing partitions, perpendicular to joists, shall not be offset from supporting girders, beams, walls or partitions, more than the depth of the joist. Section 2517 (d) 5. 18 2/13/86 C. in concealed spaces between stair stringers at the top and bottom of the run and between studs along and in line with the run of stairs if the walls under the stairs are unfinished; and d. in openings around vents, pipes, ducts, chimneys, fireplaces and similar openings which afford a passage for fire at ceiling and floor levels, with noncombustible materials. Show stud size and spacing. Maxim um Ylo-wable stud heights; bearing wall: 2 x 4 and 2 x 6 max. 101 ; non-bearing: 2 x 4 max. 141 , 2 x 6 max. 201 . Table 25-R-3. 324. Studs supporting two floors, a roof and cdiling must be 3 x 40r2 x 6 at 16" o.c. Table 25-R-3. 323. Note an A.I.T.C. Certificate of Compliance for glued laminated wood members shall be given to the building inspector prior to erection. Section 306 (f). -8 324 Detail all post to beam and post to connections and reference the detail to the plan. Section 2516 W. A7,becw._1— e.w-\ V\+1 3. Detail shear transfer connections, ificluding roof and floor diaphragms, to shear walls. Section 2513. 3/6. Specify nail size and spacing for all shear walls, floor and roof diaphragms. Indicate required blocking. Maintain maximum diaphragm dimension ratios. (Tables 25 I, 3, K) and Section 4713 (d). 31k. Show rafter ties. Rafter ties shall be sthced not more than 4 feet on center and be just above the ceiling joists, where rafters and ceiling joists are not parallel. Section 2517 (h) 4. 34. Show rafter purlin baces to be not less thn 45 degrees to the horizontal. Section 2517 (h) 5. 347. Show 1/2" minimum clearance between top pIte of interior partitions and bottom chord of trusses. (To ensure loading will be as designed). Show double top plate with minimum 48" lap slice. Section 2517 (g) 2. 39. Show nailing will be in compliance with Table 25-Q. @ 20 ' Show or note fire stops at the following locations per Section 2516 (f): in concealed spaces of stud walls and partitions, including furred spaces, at the ceiling and floor levels and at 10 foot intervals along the length of the wall. at all interconnections between concealed vertical and horizontal spaces, such as occur at soffits, drop ceilings and cove ceilings; 19 2/13/86 Show 3" x 4" or 2" x 6" studs in first story of three story building. Table 25-R-3. 3 8. Provide truss details and truss calculations for this project. 32/. Provide roof framing plan and floor framing plan. Section 302 (a) 7. Provide framing sections through: Section 320 (a) 7. 3.. Specify all header sizes for opening over 41 wide. Section 2517 (g) 5. Provide calculations for main vertical and hdrizontal framing members and post footings. Section 302 (a) 7. 333 Provide calculations for lateral loads, s ear panels, shear transfer and related. Section 302 (9) 7. Lj 5 Cr r')q Show on the plans all structural requirements developed in the structural calculations. :e_ 33k. Columns and posts located on concrete or masonry floors or decks exposed to the weather or to water splash or in basements and which support permanent structures shall be supported by concrete piers or metal pedestals -projecting above floors unless approved wood or natural resistance to decay or treated wood is used. Section 2516 (c) 4. J33. Individual concrete or masonry piers shall prject at least 8 inches above exposed ground unless the columns or posts which they support are of approved wood of natural resistance to decay or treated wood is used. Section 2516 (c) 4. 33k. Wood stud bearing walls, with studs at 24" o.c., require 3 en. 2 x 4 or 2 en. 2 x 6 or 2 ea. 3 x 4 top plates if supporting either floor members or roof trusses that are spaced more than 16" o.c. and do not bear within 5" of the supporting stud. Section 2517 (g) 2. 334. Specify plywood grade and panel identification index. Table 25-N. 3/9. When roof pitch is less than 3:12, design ridge as a beam. Section 2517 (h). d. If foundation cripple wall studs are less n 14" framing shall be solid blocking. Section 2517 (g) 4. Cripple wall studs exceeding 4 feet in hdight shall be 3 inch by 4 inch or 2 inches by 6 inches when supporting 2 stories. Section 2517 (g) 4. Show plywood sheathing over exposed eaves, ox other weather exposed areas, is exterior grade. Section 2516 (g) 3. 43. Show a weep screed at the foundation plate line on all exterior and stud walls to be stuccoed. Section 4706 (e). Show corridor width to be minimum 36". Section 3305 (b). e1°5 corvhjrc+oi 4r f4-Ia- bai3 (af LI B. kb 'vl,eZ." r FBIO.. 's€ie. +ruc"r . ho ('x i (c7+ -h )) ,r 5/7c21c) /Z' Sf - 20 - - 2/13/86 , )1"Specify truss layout for 30" x 30" attic access. Ridges, hips, and valleys shall be at least one size larger than supported rafters. Section 2517 (h) 3. In open beam construction, provide strap ties across the beams at the ridge support. Section 2501 (b). Q. FOUNDATION Rwic$ITS () Per soils report, note on the plan the soils classification, whether or not the soil is expansive, and note the allowable bearing value. Section 2905 (c). --ca frr c,.4 amdL roc - - . 34 The foundation plan does not comply with soil report recommendation for this project. Please review the report and modify design, notes and details as required to show compliance. sho., -45 bar5 T S--1.. 5ting Provide notes on the foundation plan the soils report recommendations for foundations, slab and building pad preparation. rerv.v-.t (3). The soils report recommends excavations be reviewed by soils engineer. Note on the foundation plan that "Prior to the Contractor requesting a Building Department Foundation Inspection, the soils engineer shall advise the building official in writing that: the building pad was prepared in accordance with the soils report; the utility trenches have been properly backfilled and compacted, and; the foundation excavations, formings and reinforcements comply with the soils report and approved plan". 21 2/13/86 3. Show height of all foundation walls. Chapter 23. 34. Show height of retained earth on all foundation walls. Chapter 23. 35,L. If cut or fill slopes exist, show distance o foundation to edge of cut or fill slopes and show steepness and heights of cuts and fills. Chapter 29. 35)5. Note on plans that wood shall be 6" minimum above finish grade. Section 2516 (c) 7. 356 Note on plans that surface water will rain away from building and show drainage pattern and key elevations. Section 2905 (f). 347. Dimension foundation per U.B.C. T4ble 29-A. Floors Supported* Stemwall Width Depth 1 6" 12" 12" 2 8" 15" 18" 3 10" 18" 24" *Foundations may support a roof in addition to the floors. Where only a roof is supported, use foundation for one floor. 38. Show foundation sills to be pressure treated, or equal. Section 2516 (c) 3. J. Show foundation bolt size and spacing. tion 2907 (e). 34. Specify size, I.C.B.0. number and manufacturer of power driven pins. Show edge and end distance and spacing. Section 306 (f). 361L If required by structural calculations, sl1ow size, imbedment and location of hold down anchors on foundation plan. Section 2312 (f). 3/2. If hold downs are required by calculations, note on plan that hold down anchors must be tied in place prior to foundation inspection. Section 305 (e) 2. 36A. Show adequate footings under all bearing wills and shear walls. Section 2907 (b). 3. Show on the elevations, stepped footings fk slopes steeper than 1:10. Section 2907 (c). 3. Show minimum 18" clearance from grade to bttom of floor joists and minimum 12" clearance to bottom of girders. Section 2516 (c). 1. Show pier size, spacing and depth into isturbed soil. Table 29-A. 3f7. Show minimum underfloor access of x 24". Section 2516 (c). 3t8. Show minimum underfloor ventilation equal to 1 sq. ft. for each 150 sq. ft. of underfloor area. Openings shall be as close to corners as practicable and shall provide cross ventilation on at least two approximately opposite sides. Section 2516 (c). 22 2/13/86 34. Specify that posts embedded in concrete s11,all be pressure treated per UBC Std. No. 25-12. Section 2516 (c). R. MANICAL (1982 UNIFOi MANICAL CODE) All heating, ventilating, and cooling systems and appliances shall comply with the Uniform Mechanical Code. (370 Show the size, location and type of all heating and cooling appliances or systems. 1. Show source of combustion air to furnace, per Chapter 6, UMC. Every dwelling unit shall be provided with eating facilities capable of maintaining a room temperature of 70 degrees F. at 3 feet above the floor in all habitable rooms. Show basis for compliance. UBC Sec. 1211. Show minimum 30" deep unobstructed working space in front of furnace. Section 505, UMC. Note on plans, clearances to be per manufacturer's listing. Section 504, UMC. Furnace shall not be installed under any stairway. Section 704, UMC. Furnace shall not be installed in any bedroom, bathroom or in a closet or confined space with access only through such room, unless specified as direct vent appliance, enclosed furnace or electric heating appliance. Section 704 UMC. a ( 377 Show I.C.8.O. approval number for prefab fireplace. 378. Show access to the attic or underfloor ce to be minimum 30 inches by 30 inches. Section 708 & 709 UMC. 379 Note that passageway to the attic furnace 11 be unobstructed and have continuous solid flooring not less than 24 inches wide. Section 708 UMC. (j) Show permanent electrical outlet and lighting fixture controlled by a switch for the attic furnace. Section 708 UMC. ~1. Show details to comply with Section 709 for furnace under the floor, or Section 710 for roof or outside furnace. () Note on plan: Gas vents and noncombustible piping passing through three floors or less shall be effectively draft stopped at each floor or ceiling. UBC Section 1706 (a) 6. S. ELECtRICAL (1984 NATIONAL ELFICAL CODE) All wiring shall comply with the National Electrical Code. ()Show on the plan the amperage of the 383 Show service, the location of the service panel and the location of any sub-panels 1-ELsJ._ 4L)E,f $Cculations Provide a me magram and load including: Wiring method employed. Sizes of all conductors, switches, circuit breakers, fuses, and conduits. C. Approximate length of service feeders. 5. Show location of all electrical Meceptacles. 0 Electrical receptacle locations and/or spacing is not adequate in LIVI_X.'-/1)I'.J118) IM ILU WIT -7 I_PTW 7rE u-JT Show at least one convenience outlet other than outlets for laundry, etc., outdoors, in garages and basements. NEC Art. 210-52. 388 Note convenience outlets in bathrooms, outdoors, and in garages and basements (other than for laundry and similar equipment) shall be GFI protected, NEC Art. 210-8. Qvi Note electrical system ground to be ded per NEC Art. 250-81. T. PLII4BING (1982 UNIFOI1 PLThIBThG (X)DE Ep)lans. Show water heater size, type and location UPC Section 1310. 91 Show source for providing combustion air to fuel burning water heater. If wall opening in an enclosure are used, at least one-half of the required opening area shall extend into the upper twelve inches of the enclosure and one- half within the lower twelve inches. UPC Section 1307. Fuel combustion water heater shall not be installed in bath or bedroom or in a closet opening into bath or bedroom. UPC Section 1309. ,?9I"Provide adequate barrier to protect water heater from vehicle damage. UPC Section 1310. 23 2/13/86 2394 Show I and P Valve on water heater and ow route of discharge line to exterior. UPC Section 1007 (e). 395 Provide dryer vent to outside. Section 1903. 396. Note on the plan that hose bibbs and lawn s inkier systems shall have approved back.f low prevention devices. UPC Section 1003. '/ Show stall shall accommodate a 30" circle and have a minimum floor area of 1,024 sq. in. UPC 909 (d). 8. Provide an 18" raised platform for any PAU water heater, or other device in the garage, which may generate a flame or spark, UMC Section 508, UPC Section 1310 (a). U. EN! CONSERVATION: PLEASE READ State regulations (California Admin. Code) require that the design satisfy one of the attached alternative energy packages or submit calculations. The law also requires that many mandatory conservation items be satisfied. Show on the Title Sheet of the plans, the required elements of the alternative energy package that was selected, and next to each element show how you are complying with each element. If calculations were used, provide similar data on the plans. i400 The plan sheet showing the required ments of the selected energy package, and listing the design elements showing compliance with that selected package, must be signed by either the owner or a licensed professional. i.e., architect, engineer or contractor. A design professional must note his/her state license number. Section 1403 of Title 20. LM.z$ -1UT 5'1 fl+E- ov.-r-Ei- OL - , cElE5p 24 2/13/86 ,ozi Show on the plans the "R" value for the walls, floors, ceiling and related areas. Show double glazing as per Energy Design, on Glazing Schedule. Show on the plan how shading requirements are satisfied. () The plans are not in compliance with the energy conservation, compliance package selected or design calculations provided. Show on plans conformance as follows: L4& PQ- Or..) i7t F-LcDi )°L/3 e;E-- ) ,LL) LE49 i tJ p4 9)1. Specify on the building plans all of the "mandatory energy conservation requirements' as listed on the enclosure titled, "Mandatory Energy Conservation Requirements". 406 Show the size, type, make, model and ioocation of the space heating (or cooling) system and prti4e_r9rgy calculation-cif the tput BTU/H -. -eeeeds 4.5 ,O00. CL*1PL>I Energy conservation design should' be for Zone . See attached energy packages. Q408 See additional corrections, or remarks, on a ched sheet. I 11 The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 619/560-168, to perform the plan check for your project. If you have any questions regarding these plan check items, please contact Ttt4Lt- c-+EK.. L4Q9 f bc'ir, c,ze 'ver- the -,he+ S. Lrc * e If. Fit Ike rrr on IL fk • e.-'Ie ±e UJQII c(c~ rm Jo H -J ;v1 oJd,+,y 4 ±i k r'por4-. Ri'ce 11 &4-erI 'tra/, ô1 t C, rcse +vo+e 3 Tbk. H Derive Hie /, o, - I4 c7, e*. I -re4' c/c I e /c2Q/ at Esgil Corporation. Thank you. Enclosures: 413, HIM M-FUM. '/15, 25 2/13/86 The following notes specifying mandatory requirements should be incor- porated on plan sheets, or contained within job specification documents. MANDATORY ENERGY CONSERVATION REQUIREMENTS OF THE STATE OF CALIFORNIA All heating, ventilating, air conditioning, and water heating equipment shall meet all of the requirements of the Appliance Efficiency Standards and shall be certified by the California Energy Commission. - A two stage thermostat, which controls the supplementary heat on its second stage, shall hc provided- for heat pumps. Thermostats shall be equipped with an automatic setback, which the building occupant can program to automatically set back the thermostat twice in 24 hours. Equipment which requires preventive maintenance to maintain efficient operation shall be furnished with complete necessary maintenance information. All gas-fired fan type central furnaces, gas-fired fan type wall furnaces, and cooking appliances shall be equipped with an intermittent ignition device. All fan systems exhausting air to the outside shall be pro- vided with backdraft dampers. All transverse duct, plenum, and fitting joints shall be sealed with pressure sensitive tape or mastic to prevent air loss and shall be insulated to conform to the provisions of Section 1005 of the UMC, 1982 Edition. A vaper barrier is required in climate zone 1, 14, and 16. All manufactured windows and sliding glass doors shall meet - the 1972 ANSI air infiltration standards and shall be certi- fied and labeled. All swinging doors and windows leading to unconditioned areas shall be fully weather-stripped. Storage type water heaters and storage and backup tanks for solar systems shall be externally wrapped with R112 insulation or greater. The five feet of pipe closest to the water heater, if outside conditioned space, shall be insulated with a minimum of R-3. Steam and steam condensation return piping and recirculating hot water piping outside the building envelope shall be insulated in accordance with T20-1406(d). Lamps used in luminaries for general lighting in kitchens and bathrooms shall have an efficiency of not less than 25 lumens per watt. Showerheads and faucets shall be equipped with flow restrictors as outlined in the appliance efficiency standards and shall be certified to the Energy Commission. Masonry and factory-built fireplaces on exterior walls, shall be equipped with tight-fitting closeable metal or glass doors covering the entire opening of the firebox; a combustion air intake equipped with a readily accessible, operable, and tight fitting damper to draw air from the outside of the building; and a tight fitting flue damper with a readily accessible control. Insulation used shall comply with California Quality Standards. The insulation installer shall post a signed certificate.... Section 276. Insulation Certificate (All Occupancies). After installing insulation, the installer shall post in a conspicuous location in the building a certificate signed by the installer and the builder stating that the installation conforms with the requirements of Title 24, Part 2, Chapter 2-53, and that the materials installed conform with the requirements of Title 20, Chapter 2, Subchapter 4, Article 3. The certificate shall state the manufacturer's name and material identification, the installed "R" value, and (in applications of loose fill insulation) the minimum installed weight per square foot con- sistent with the manufacturer's labeled dnsitj for the desired R' value. For infiltration control all openings and penetrations must be caulked and sealed, such as around windows, at sole plates, and openings for utility pipes and wires. Form ECH 12/11/85 CITY OF SAN DIEGO SUILOING INSPECTION DEPARTMENT Building Newsletter 43-9 INTERPRETATIONS & APPLICATIONS OF CITY & STATE BUILDING REGULATIONS 43-9 COLUMN JACKETING MARCH 84 Section 4303(b)5 of the IJ3C requires that where the fire-resistive covering on columns is exposed to injury from moving vehicles, tne handling of merchandise, or other means, such covering shall be protected in an approved manner. The following methods will be considered as providing minimum jacketing protection. A 22-gage minimum metal jacket to V -0"above the ground (31_0it permitted where the hazard is only from passenger motor vehicles). This method is applicable to concrete, masonry, and fire-protected steel or wood columns.' One-inch additional concrete coverage over that required for structural and fire-resistive purposes. (Applicable only to concrete columns) Rectangular concrete columns shall have corners chamfered, but such chamfer snail not exceed one in h.OP TWJ4 -1E.fl4O9 LZ) L_L Th- 2-0 t.) F-(- 4-m5- Two-inch x two-inch x 1/4-inch steel angles firmly attached on all corners to a height of 6'-0" above ground (3'-0 permitted where the hazard is only from passenger motor vehicles). This method is applicable only to masonry or rectangular concrete columns. Wood columns qualifying as heavy timber construction (8x8 minimum) need not be provided with jacketing protection. 1 of 1 Separation Walls Revisited by Paul Sheedy Staff Engineer, Plan Check International Conference of Building Officials 2 In my original article on area separation walls, which appeared in the September- October, 1979, issue of Building Standards, comments were invited from members and other interested parties. Several comments, many presented in the form of proposed code changes, were received, and several of these have resulted in changes in the 1982 Uniform Building Code. The following article contains essentially the same information as was presented in the previous one except it has been updated to reflect provisions in the 1982 Uniform Building Code. Mention of specific changes in the 1982 edition has been provided, and footnotes have been included giving refer- ences to the specific code change number and appropriate monograph dates. As was indicated in the previous article, readers are advised that the discussion pre- sented is an expression of the thoughts, opin- ions and ideas of the author. Where applica- tion to any specific project is proposed, the building official should always be consulted. Possibly one of the most used special purpose fire assemblies in the Uniform Building Code is the area separation wall. Many buildings of Type V construction con- tain at least one such wall. Area separation walls are also frequently used in buildings of other types of construction, particularly in conjunction with nonrated construction containing various business and industrial Occupancies. Since area separation walls can permit a building of virtually unlimited area, proper Construction and location of these walls are ob iously of critical importance. Section 505 (ci estjbli'.hes criteria for area separa- tion %alls which pros idea phsical harrier to the spread of fire. It Is hoped that the discus- sion h Ic h follows will be of hell) in under- standing the provisions of Se lion 505 (e) and that it may stimuLits' further (liCu5sion regarding the Consirut tuirn iii area separa- tion alls. Extent of Walls The first thing that should be noted about the wording of Section 505 (e) is that the section uses the specific word "wall" arid slates that such "wall" shall extend from the loundation to a point at least 30 inches above the roof. (Exceptions to the parapet requirements will be discussed later.) The dictionary defines a wall as an upright struc- ture of wood, stone, brick, etc., serving to enclose, divide, support or protect. Clearly, a wall is a vertical element rather than a horizontal one such as floors, roofs and ceilings. Horizontal offsets as illustrated in Figure No. 1 do not comply with the stated requirement. (Obviously the horizontal por- tion is not a "wall" nor does the "wall" extend continuously from the foundation to a point 30 inches above the roof.) The cantilevered wall shown in Figure No. 2 illustrates another often-encountered con- figuration which, like the condition in Figure No. 1, does not comply because the wall does not extend clown to the foundation. Although Section 505 (e) makes no provision for horizontal construction to serve as an area separation, Section 702 (a), second paragraph, states that a Group B-I Occupancy located in the basement or the first floor of a building housing a Group 13-2 or Group R-I Occupancy may be classified as a separate and distinct building for the purposes of area limitation, limitation of number of stories and type of construction if all four conditions listed in Section 702 (a) are satisfied. Area separation walls provided for a Group 13-2 or R-1 Occupancy may ter- minate at the three-hour occupancy separa- tion occurring between the Group 13-2 or R- I Occupancy and the li-I Occupancy below when the building is constructed to conform With the provisions of Section 702 (a). This same horizontal separation is not, however, iç)plical)le to other occupancy combina- tions, nor arc horizontal separations applic- able within the individual Group 13-1, 8-2 or K. I Od (tipancies. Area separation walls should extend the iull width of the building, except that they need not extend to the outer edges of hori- zontal projecting elements such as bal- conies, roof overhangs, canopies, marquees or architectural projections, provided the exterior wall at the termination of the area separation wall satisfies certain specific con- ditions. See Section 505 (e) 2. (It should be noted that projecting floors as illustrated in Figure No. 2 do not qualify under this excep- '(ion.) When area separation walls do not extend to the outer edges of any of the stated horizontally projecting elements, the area separation wall must terminate at an exterior wall which is of not less than one-hour lire- resistive construction for a distance not less than the depth of the projecting elements on both sides of the area separation wall. In addition, projecting elements above must also be of at least one-hour fire-resistive Construction for the same width. Figure No. 3 illustrates conditions which comply with these requirements. Previous editions of the code required the one-hour wall to have a width equal only to the depth of the projection and did not state where the wall had to be located in relation to the 1rea separation wall.'* With this change the designer no longer has the option formerly open to him whereby the total width could be placed in any location at the termination of the area separation wall. Alternate loca- tions such as indicated in Figure No. 4 are no longer permissible. Openings are permitted within the required width of this one-hour fire-resistive exterior wall, provided any such, openings are protected by assemblies having a three-fourths-hour fire-protection rating. For buildings of fire-resistive or heavy timber construction (Types 11-F.R., II One- hour, III One-hour, IV and V One-hour), providing a one-hour exterior wall should present no unusual problems (since these buildings would normally have exterior walls which must he of fire-resistive con- 'All h x un, uie r,'tt'rt'fl, es a ppt'.ur ,ut end of.ifticle. 13 struc:irrn and would not otherwise alter the building contruCtOn tassuilling openings are judiciously located so that they are not within the required width). In buildings of nonrated T pe II or Type V construction, and in some cases nonrated Type Ill con- struction, special consideration will need to be given to exterior wall and soffit con- struction since these elements would not normally be of fire-resistive construction. For example, a building of nonrated con- struction finished on the interior with gyp-sum wallboard would usually have V.-inch- thick regular board. In order to obtain the required one-hour-rated exterior wall con- struction, 'a-inch-thick Type X gypsum wall- board would be required. (Similar consid- eration must also be given to the exterior face of the wall since fire-resistive wall con- struction requires the use of a tested assembly.) As shown in Figure No. 3, providing one- hour soffit construction will help retard the lateral spread of fire along the projecting element. But when projecting elements con- tain a concealed space, such as an attic, additional consideration is necessary. One- hour construction provided as shown in Fig- ure No. 5 would be ineffective since a fire occuring on one side of the area separation wall could impinge on unprotected wall or soffit construction beyond the termination of the protected construction, quickly pene- trate into the concealed attic space and spread horizontally through the attic past the "irea separation wall. Prior code editions ,}t%'ere silent regarding the extent of area sepa- ration walls through such concealed spaces. However, new wording has been added to the 1982 edition that specifically addresses this problem.2 Figure No. 6 illustrates the construction dictated by the revised wording for the exception to Section 505 (e) 2. Here the area separation wall is extended through the attic at the projecting element and a one- hour fire-resistive exterior wall of appropri- ate length is provided. Figure No. 3 illustrates a straightforward condition which is easily applied. But what I happens if it ;s p;epsed to p;ovide an area separation ssall along line B as illustrated in Figure No. 7? tithe area separation wall is extended only berseen Lines 1 and 2 and 3 and 4. sduld a satisfactory separation be provided? The anser is no. A reasonable wparatu>rr %% ill not be provided because a titt' in one 5'. II ( nuftl easily Sj)1t',I(l to the ad,oinin s'. ing In order to avoid sudi lateral migration or tire, the construt tion (it an area separation stall at locations similar to those illustrated in 1 igure.No. ' should he .1'. ()I(k'd hen posihle. Hosseser. ii sut h locations .jre unas odjhk', host then might .1 r('as()fl- al)t c dew o: separation Ix' I)t.I I 11(11 One mtthi J s'. uu il be ti I .iunt' propvrt lint-, bets'. et'n the t'.'. o ss i rigs. This '.s oukl be con-sistent stith the pros isions 01 Section 504 Id, which addresses the subject of buildings on the same l)rl)('rty. Referring to Figure No. s-A, assume a building of Type V nonrated construction housing a Group R-1 Occupancy is to be constructed. Table No. 5-A indicates that no openings are permitted in an exterior wall located less than 5 feet from a property line and that exterior walls must be one-hour fire- resistive construction when located less than 5 feet from a property line. In order that both the wall and window on Line 2 may be unprotected construction, Dimension I must be at least 5 feet. Similarly, Dimension,' 2 must also he 5 feet, and the window on Line B cannot be closer than 5 feet from the corner (intersection of Lines B and 2). If, in this example, the occupancy is a Group B, Division 2, the aforementioned Dimensions 1 and 2 must be a minimum of 10 feet to permit the unprotected openings. Although Figure No. 8-A illustrates the use of assumed property lines which are constructed paral- lel to building walls, assumed property lines could also be located at an angle as illus- trated in Figure No. 8-B. Now let us consider the same building, but with an exterior bal- cony added. (See Figures Nos. 8-C and 8-D.) Prior to the 1982 edition of the U.B.C. there were numerous alternate solutions available as to how an area separation wall could be terminated where projecting elements occur. However, because the code was changed to require a one-hourwall return on each side of the area separation wall, these various alternate solutions are no longer available. An area separation wall now must either extend to the edge of the projection or a one-hour wall must be provided on each side of the area separation wall termination. Figure No. 8-C illustrates the literal application of the exception to Section 505 (e), Item 2. (To refresh your memory, take a look back at Figure No. 3.) Another solution to the same problem, one which is probably a little more conventional, is illustrated by Figure No. 8-D. Parapets As stated in the preceding section, the general rule is that an area separation wall must extend to a point at least 30 inches above the roof. I lowever, as the cliche goes, "for every rule there is an exception," or, in this case, three exceptions and a major varia- tion. The three exceptions, as listed in Sec- tion 505 (t'), Item 3, are: Area sej a rat kin walls of cit her two- or four-hour construction may terminate at the underside of roof sheathing, deck or slab, provided the roof-ceiling assembly is of at least two-hour con- str(i( lion. (this ('xe ('ption is applicable only where tIre entire roof syst.'m is twu'lniiir ( rrn'.trtir unit. Iwo-hour area sep.ir.utiinl walls may terminate at tIre underside of the roof sheathing, desk or slab, provided: Wher.' the roof-ceiling framing elements are parallel to the walls, such framing and elements support- ing such framing shall be of not less one-hour lire-resistive construction for a width of not less than 5 feet on each side of the wall. Where roof-ceiling framing ele- ments are perpendicular to the wall, the entire span of such framing and elements supporting such framing shall be of not less than one-hour fire-resistive construction. Openings in the roof shall not be located within 5 feet of the area sep- aration wall. 3. Two-hour area separation walls may terminate at roofs of entirely noncom- bustible construction. Exceptions 1 and 3 not only apply as alter- nates to the parapet requirements for area separation walls but also have a counterpart in Section 1709, the parapet requirements for exterior walls. Exception 2, however, applies solely to area separation walls and should not be considered to be an alternate to the requirements of Section 1709. The provisions set forth in Exception 2 have been greatly expanded from the excep- tion as it appeared in previous code edi- tions.3 The revised wording is intended to help ensure the integrity of the horizontal fire shield being substituted bra parapet and to prevent its premature failure. Under the previous wording, protection of roof framing members was required for a width of S feet on each side of the wall. When roof framing members span perpendicularly to the wall, failure of the unprotected portion of the roof framing would result in failure of the pro- tected portion of the span. Also, failure of unprotected walls or columns supporting the roof framing would result in failure of the protected members. The revised wording should remedy this discontinuity problem. The revised wording also adds a new provi- sion which prohibits any openings through the roof within 5 feet of the area separation wall. This limitation on openings was added to ensure that the integrity of the horizontal fire shield would be maintained and is simi- lar to a provision already included in the exception to Section 505 (e), Item 5. Figure No. 9 illustrates the construction mandated by Exception 2 when a parapet is to be omitted. When fire-rated roof construction is to Lx' used to permit the termination of an area separation wall at the roof level, the roof assembly roust conform with either an assembly lised in Table No. 43-C or it must be an assembly tested under the provisions of U.B.C. Standard No. 43-I and for which test reports have been submitted as required by S('( titfli I tl) ([he numerous ri,'se'.ir( h reports issUl'(l by the Research Committee, of course, n'ay also serve to satisfy this latter requirement.) Footnote IS to Table No. 43-C (Continued) 14 if. ontuuieth souId allow omission of the double layer of wOod sheathing normally required by Table No. 43-C when the roof is not an occupied space. Roof covering need not be lire retar- dant unless otherwise required for the build- ing type and occupancy. While most framing systems require no special consideration when attempting to provide one-hour roof-ceiling construction, there is one system which does—wood trusses. Due to the attic space created by the truss itself, wood trusses present unique con- ditions. The special conditions created by wood trusses will be discussed later. Section 505 (e), Item 5, regulates what must be done when an area will separates portions of a building which have different heights. The lire-resistive construction required for the area separation wall may terminate at a point 30 inches above the exception is similar to Exception No. 2 con- tamed in Section 505 (ci, Item 3. Like Excep- tion No. 2, the exception to Section 505 (e), Item 5, has been revised from previous code editions in order to help prevent premature failure This exception contains no restric- tion on the rating of the area separation will, so it would appear to be equally applicable to area separation walls of either two- or four-hour construction. Since the code does not specify how much difference in height is required in order to qualify as a "building having different heights," any differential, no matter how small, would qualify an area separation wall under the terms of this exception. To extend the application of this exception further, let us refer to Figure No. 12. The roof levels are indicated as being offset by a 6-inch height differential; thus it can be stated that the fire dampers complying with U.B.C. Stan- dard No. 43-7. However, such duct penetra- tions through a four-hour area separation will must be protected by a lire door meeting the requirements of U.B.C. Standard No. 43-2 for fire door assemblies. [See Section 4306 (j) 1.1 When an opening is provided through an area separation wall which also serves as the will of corridor, the provisons of Section 3305 (h) as well as those of Sec- tion 505 (e) mustbe applied. For example, if a two-hour area separation wall also serves as one wall of a corridor required to be fire rated, a door passing through this area sepa- ration-corridor wall would need to be pro- tected by a one and one-half-hour-rated fire assembly (rather than the minimum 20-min- ute assembly otherwise required) and the assembly must also qualify as a tight-fitting smoke- and draft-control assembly. This lat- lower roof, provided any wall which occurs above this 30-inch extension is of one-hour fire-resistive construction for a height of at least 10 feet above the lower roof. Please note that other provisions of the code may require this wall to have more than a one- hour fire-resistive rating. Since the portion of the wall above the lower roof becomes an exterior will, the exterior wall requirements for the type of construction involved would be applicable. Openings through the one-hour wall should be protected by fire assemblies hav- ing a three-fourths-hour rating. There should be no openings through the 30-inch area will extension except as permitted for other openings through the area separation wall, including the limitations on percentage of length. (See Figure No. 10.) An exception to the requirements for separating portions of a building which have differing heights per- mits the area separation wall to terminate at the sheathing of the lower roof, provided the loser roof is of at least one-hour fire-resistive construction for a minimum width of 10 feet. The minimum width of 10 feet is applicable shen the roof-ceiling framing members are parallel with the area separation wall. When framing members are perpendicular to the area separation will, thenthe entire span of such framing shall be of not less than one- hour lire-resistive construction. In both cases, the elements (walls, beams and col- umn supporting the roof-ceiling framing must also he of at least one-hour con- struction. (See Figure No. It.) The excep- tion i ontain no ilicu''inn regarding how the all a ho e the li er roof must be COn- StrUt ted Thus. it may WL'm that if the build- ing° t'sti'rii)r alk are pi'rmtted to be non- rated, the siI ould require no rating. t)\eer, to do 'i oulil create a potential tlanki;n path for tire into thi' higher build- in ii i,rkr to help rUtILK i' the potential for Iak'r.il bin' migr.ltiuri that portion of the wall estintling ,iluii.' the loser root should be of at li'a-t (flit]h(iur liti'-rt'i..t,i' (onstrul tiori. It houlii heuh i'iu that the aroremi.'ntione(I building does have different heights and the exception to Section 505 (e), Item 5, is applicable. It would appear that if the excep- tion is applicable for a 6-inch differential, it should be reasonable to apply the exception if there is no difference in height. Thus, the exception to Section 505 (e), Item 5, could also be considered to be a variation to the exception under Section 505 (e), Item 3. (The exception should not be considered as an exception to Section 1709.) However, if this analogy is logical, it would appear that Exception No. 2 in Section 505 (e), Item 3, should also be applicable to four-hour area separation walls. The exception is, of course, not applicable to four-hour walls since the code specifically limits the excep- tion to two-hour walls. Thus, to be consistent with the apparent intent of the code, the exception in Section 505 (e), Item 5, might best be limited to two-hour area separation walls. [Remember, however, that the excep- tion in Section 505 (e), Item 5, is not specifi- callyso limited. Construction of Walls Now that the requirements for the align- ment, extent and termination for an area separation wall have been established, let us examine the construction of the wall and the protection of openings which are permitted to penetrate that will. Area separation walls used to divide buildings of Type II One-hour, Type It-N, Type V One-hour or Type V-N construction must be of at least two-hour Construction, Area WI ,i rat ii ni walls used to separate other Construi tioi) types must be of not less thin four-hour fire-resistive construction. Wall asseml dii's n lost conform with req u i ri'mi'n t s contained in Chapter 43. An opening thr iugh a two-hour area sepa- ration wall ,uu',t hi' protected l)y a fire aswm- bly having a not' ,iniil one-hall-hour lire-pro- let tion rating ss Ilile one tlirotigli ,i lourliour will most be pr t(( tt'(l by three-hour-rated assemblies. Duo. t penetration of two-hour area Wplrati ri walls may be protected by ter requirement would mean that the door assembly would need to be provided with a gasket so installed as to provide a seal where the door meets the stop on both sides and across the top. Exception No. 2 of Section 4306 (f) requires that any swinging fire assembly installed in an area separation wall must be an automatic-closing fire assembly which is activated by smoke detectors and it must have ,a hold-open device which will release the door in the event of a power failure. These special provisions are required in an attempt to avoid doors' being improperly held open by door wedges or other means which would render the opening protection inoperative in time of emergency. An excep- tion to this requirement is doors passing through an area separation wall when they serve as the entrance into hotel guest rooms and apartment dwelling units. (The 1979 edition required all doors to be so equipped without excepti0nj5 It should be noted that the exception does not apply to entrance doors into offices or similar nonresidrntiaI spaces. The total width of all openings (doors, ducts, etc.) in an area separation wall shall not exceed 25 percent of the length of the wall in each story. The total area of such openings is not limited except by the limits imposed on the availability of properly labeled lire-resistive assemblies. The March-April, 1969, issue of Building Standards presented drawings which Showed details for the Construction of com- bustible two-hour area separation walls. These drawings were reproduced in the Sep- ternh('r-Octobi'r, 1979, article on area sepa- ration walls as figure No. 14. Similar draw- ings, updated to represent various code changes, are also presented herein as figure No. 1.1. Revisions ,it the roof ievt-1 were discussed ahiis' uii(lt'r the section un parapets. In addition to the root-level revisions, the drawings shown herein have also been mod- ified to show three 2x wood blocks at the 15 CCIi,g joist iec-l. rather than the two blocks sli,)%%n ir. the earlier two issues tjt !iuikl'n1q 'Standard,. The need for a third block is illus- trated in F!gure No. 14, where it can be seen that a gap can occur since two 2x blocks have a net thickness of only 3 inches while a nominal 4-inch member is 3111 inches in thickness. Prior to the 1979 edition, the code con- tained no provisions for openings in fire- resistive wall construction for such items as plumbing piping and electrical outlet boxes. Requirements were added to the 1979 edi- tion and the reader is referred to Section 4304 (e). Note that the provisions are almost identical to the provisions of Section 4303 (b) 6 for ceiling construction. A new provision has been added to Sec- tion 505 (c) in order to help preserve the integrity of parapet walls. When roofing materials extend up and over parapet walls, the effectiveness of the parapet as a lire barri- er is reduced. This new provision appears as Item No. 4 (the former Item No. 4 became Item No. 51 and states that the parapet of an area separation wall shall have noncombus- tible laces including counterfiashing and coping materials.b Figure No. 15-A illus- trates the type of construction which this new prosision is intended to prevent. It would seem reasonable to permit combusti- ble roofing to extend up an area separation wall in order to provide flashing and coun- terilashing. provided there is at least 30 inches of complying noncombustible facing -.above the combustible roofing. Such a con- jdition is depicted in Figure No. 15-B. In addition to those requirements con- tained in the Uniform Building Code, the Uniform Mechanical Code also contains certain provisions which limit openings and penetrations of area separation walls. Sec- (ion 915 (a) prohibits vent connectors from passing through an area separation wall, while Section 604 IN states that combustion air ducts shall not be installed so as to pass through construction here fire dampers are required. Since openings through an area separation wall must be protected by fire assemblies, and dampers are not permitted in combustion air ducts, combustion air may not be pro ided through an area separation wall. Wood Trusses and Other Structural Members Construction using soud trusses presents special problems hen it is desired to termi- nate a two-hour area Wj)aratiofl wall at the roof level rather than to provide a 30-inch parapet. For example, if all the items listed in Table No. 43-C are carefully reviewed, it will be noticed that wood trusses are not mentioned. Items 20 through 25, which address wood construction, make reference only to joists, not to trusses. Therefore, it is necessary to review specific tests in order to determine construction details for one-hour fire-resistive construction using wood trusses. Research Reports Nos. 1352 and 1632 include one-hour fire-resistive assem- blies with wood trusses. Several other research reports include fire-resistive truss assemblies but apply to specific truss or met- al plate manufacturers. It should be noted that these reports require the use of a double layer of Type X gypsum wallboard for the ceiling membrane. Another problem created by wood trusses is the condition at the end truss when the trusses are parallel to the area separation wall. The trusses which occur at the ends of the 5-loot strips of one-hour construction must, in addition to supporting roof loads, serve as wall sections by supporting a cutoff partition. (See Figure No. 16.) Since this cut- off partition is a wall, it should be equated to an assembly listed in Table No. 43-B. How- ever, all wood stud assemblies listed in Table No. 43-B (except Item 74) require a stud (support) spacing of 16 inches on center. Since most trusses would not comply with this restriction, special trusses or modified trusses would be required. Also, due to the test requirements for wall assemblies, as contained in U.B.C. Standard No. 43-1, each face of the truss would need to be finished in order to comply with any assem- bly listed in Table No. 43-B. (A truss is not really a wall; thus, this analogy is not strictly correU.) I iowever, situ e the two-hour area separation wall should extend through the attic space to the underside of the roof sheathing, it would appear reasonable to allow the cutoff trusses to be finished on only one side as is permitted for the ceiling por- tion of the assembly, provided the covering material is supported as is required for the ceiling construction. It is important that the truss system structural design account for the effect of the truss modification and for the additional weight vhich these trusses must support. (See Figure No. 17.) Where a truss, or for th.it matter where any structur,il flu" iiber spans perpendicularly to an area separ ition wall, the point of support for the structral member should be care- fully consideed. If structural members do not span to .he area separation wall but, rather, only oass through the wall, a lire which causes failure on one side of an area separation wall is going to allow that failure to be carried through the wall to the opposite side. In addition, the failure of the structural element may, in its failure, cause failure of the area separation wall as well. Section 505 states that each portion of a building sepa- rated by one or more area separation walls may be considered a separate building. Where structural members pass through an area separation wall, an event on one side would affect the other side. Such a condition would thus not create truly separate build- ings, which is a basic premise for the use of area separation walls. In order to provide a properly divided building, any structural element, whether it be a truss, beam, girder or structural concrete slab, should be so designed that a failure one side of an area separation wall will not result in the failure's being carried through to the opposite side. Even when the area separation wall is used as a bearing will, consideration must be given to the manner in which a wood truss is to be supported. Referring to Figure No, 18, it can be seen that unless a truss supported at the top chord is used the area separation wall cannot be extended full height. Of course, a cripple wall could be constructed between chords if a bottom chord-supported truss were used, but it would be difficult (if not impossible) to cut in the fire-resistive mate- rial around the projecting truss members, CONCLUSION To reduce the risk from fire propagation, a clear uncler,tanding of the nature of area separation walls should be developed. The location and detailing of area separation walls is too sital a part of a building's fire and life safety system to be based on mere com- pliance with the literal word of the code. Rather, the location and detailing of such walls should be carefully evaluated with respect to the intent of the code, namely, that the wall will, in fact, Provide a positive and effective physical barrier to the spread of fire. I ., 1. Code Change No 505 ((1)2-80-I. See Building tjndjrd: A. Part lit. •\1a -June. l'hli) 1km No. 12). B Par: III \ij.Iun,.' 11181 eltuni No. 171. Part Ill luI . \L,tt,'t 11181 illt,in Ni,. I (rijticrh.t No 21 Ih1' rI i.I(I ii ( li.illiiigt' Ni. 2 rt'.1; t h1 i.lh iii the Iir1.'-l)i iur it t tptitl l the 3. Code Chang(- No. .505 (d)- 1-80-1. See BUilt/It?).,' .t,Iflil,lr(ts: A. I'.irt Ill, May-June, 1980 1 Item No. I 3). 13. Part III, M,ivJiinc. 198 I (Item No. 18). 4. (iii!i' ( h,iiigi Ni,. ()'I 01.4-80-I . See !li,,li/in St,s,i,l,,ol: ,\ I'.irt (II. t.Li .liiiii• I '((III (tn,, Ni,, 14). B. l'irt Ill. M.i .Jciii.• I'fflI ittniii No. 11)). 5. (ode ( harigi Ni,. 4 II)), 1e-77- 3. See Building ,t,,ricI,,,, l: A. Part Ill, May-June, 1978 (Item No. 3)8). 13. Part Ill, May-June, 1979 (Item No. 45). I',irt Ill, july-August, 1979 (Item No. 45, hal k'ngt' Ni). 1). The ry ised siiuiing ( i,ntaiin'cl in Challenge No. I % .i .l( ( (') )t t'( I by t hI' m etlll)ersh il). li. Code ( h.iiige No. SOS (l)-80- 1. See lluililiiig L'it,i,u/,Iul: Part IV, July-August, 1980. Part III, May-June, 1981 (Item No. 15). (Continued) PROPOSED AREA SEPARATION WALL HORIZONTAL' OFFSETS NOT PERMITTED FIGURE NO. 1 FIGURE NO. 2 CANTILEVER UPPER FLOC LEVEL NOT PERMITTED AREA SEPARATION WALL . (çotinufx) EDGE OF PROJECTING ONE-HOUR ELEMENT • -,_--. .11 CONSTRUCTION b(WALLAND PROJECTING ELEMENTS ABOVE) ONE-HOUR ' FIRE-RESISTIVE WALL AND CEILING ASSEMBLIES DIMENSION EQUAL TO PROJECTION ON EACH SIDE OF AREA SEPARATION WALL AREA SEPARATION WALL LL SECTION LtIEXTERIOR WALL L~f_ PROJECTION PLAN VIEW • ONE-HOUR FIRE-RESISTIVE WALL AND CEILING . ASSEMBLIES FIGURE NO. 3 16 A RETURN EQUAL IOTWICE THE PROJECTION PROJECTION WHICH IS LOCATED ALL TO ONE SIDE IS NOT PERMITTED AS AN ALTERNATE. THE RETURN WALLS MUST BE LOCATED t• ON EACH SIDE ASSHOWN IN FIGURE NO.3 I---. Li FIGURE NO. 4 AREA SEPARATION WALL / -. FIGURE NO. 5 AREA SEPARATION WALL ONE-HOUR FIRE. EXTERIOR WALL SECTION AREA SEPARATION WALL A I ._ASSUMED PROPERTY r LINE L121 j FIGURE NO. 8-A FIGURE NO. 8.8 AREA SEPARATION W PORTION OF WALL CONSTRUCTED AS REQUIRED FOR PROPERTY LINE WALL. WITHOUT OPENINGS OR IF OPENINGS TO BE PROVIDED. AREA SEPARATION SHOULD BE EXTENDED I ONE-HOUR WALL I ASSEMBLY I DIMENSION EQUAL I AREA SEPAF WALL TO PROJECTION ON EACH SIDE OF \AREA SEPARATION ' WALL -AREA SEPARATION WALL IN CONCEALE SPACE ABOVE PROJECTION PLAN VIEW X. IATION ID FIGURE NO. 6 ¶ LOCATION OF PROPOSED AREA SEPARATION WALL Ij INTERIOR COURT II II FIGURE NO.7 FIGURE NO. 8-0 A CONSTRUCTION' ONE -HOUR III I FRAMING PARALLEL WITHESEPARAION FIIAMIN13 TO, TWO-HOUR AREA _,,_____J U! ESUPPORTEDBY SEPARATION WALL ]II U! ONE-HOUR BEARING • H! U! WALLORONE-HOUR ONE-HOUR BEARING WALL III PROTECTED BEAMS -; CRONE-HOUR PROTECTED III Ii! NO COLUMNS BEAMS AND COLUMNS La III ID FRAMING FIGURE NO.9 PARALLEL • SEE TEXT FOR DISCUSSION FRAMING PERPENDICULAR OF WALL CONSTRUCTION TO AREA SEPARATION WALL— ABOVE LOWER ROOF LEVEL ONE-HOUR CONSTRUCTION FULL SPAN FRAMING PARALLEL TO AREA SEPARATION WALL— ONE-HOUR CONSTRUCTION 10'-(r OUT 1 ':: J cr OPENINGS OPENINGS -J a.ui w < w a: w a: FRAMING PERPENDICULAR FRAMING PARALLEL FIGURE NO. 11 FRAMING PERPENDICULAR THREE-FOURTHS-HOUR FIRE. ASSEMBLY FIGURE NO. 10 DIMENSIONS ONE-HOUR CONSTRUCTION (WALLS AND PROJECTION) 'II (continued) AREA T SEPARATION WALL NORMAL EXTENT \\ OF AREA SEPARATION WALLTOEDGE \\\\) :::::E:: TIO CTION \[ (BALCONY OR ROOF) EQUAL DIMENSIONS FIGURE NO. 8-C FRAMING PERPENDICULAR TO AREA SEPARATION WALL I RAFTERS AREA OPENINGS PERMITTED BUT SEPARATION ... THREE-FOURTHS-HOUR FIRE- WALL RESISTIVE RATING REQUIRED ONE-HOUR CONSTRUCTION (WALLS AND PROJECTION) k— EDGE OF PROJECTION (BALCONY OR ROOF) ONE-HOUR CONSTRUCTION ONE-HOUR CONS .RUCTION FULL SPAN 10-0-OUT 101 0 101 0, NO NO OPENINGS OPENINGS AREA SEPARATION WALL FRAMING PERPENDICULAR FRAMING PARALLEL FIGURE NO. 12 5'O NOOPENINGS 5'O NOOPENINGS 5,0W NOOPENINGS 5, 0* NO OPENINGS ;. 11 fl 1 Ill - RAFTERS RAFTERS LONE HOUR \ ONE HOUR CONSTRUCTION - CONSTRUCTION FULL SPAN )—SEEFIGURE NO. 14 U (Ifl—SEE FIGURE NO. 14 CEILING - CEILING fl CK THREE 2X WOOD THREE 2X WOOD I II TWO-HOUR CONSTRUCTION (AREA SEPARATION WALL)—__ TWO-HOUR CONSTRUCTION I U .• (AREA SEPARATION WALL) II! FLOOR FLOOR llU FOUR 2X WOOD 4-2X WOOD ..z (FLOOR AND ROOF) (FLOOR AND ROOF) A FRAMING PARALLEL FRAMING PERPENDICULAR 19 FIGURE NO. 13 EXTENDING ROOFING UPA PARAPET WALL AND PROVIDING COMBUSTIBLE ) ' NAILERS. ETC.. IS NOT • .1 PERMITTED. ITEM NO.4 0 OF SECTION 505 (e) STATES - THATPARAPETSOFAREA A -. . NEED A THIRD - SEPARATION WALLS SHALL : • BLOCK TO CLOSE HAVE NONCOMBUSTIBLE FACES -. OPENING INCLUDING COUNTERFLASHING AND COPING MATERIALS ) p - • . FOTE.TlAL . AREA SEPARATION WALL BEAi I . (TWO- OR FOUR-HOUR CONSTRUCTION) FIGURE NO. ii FIGURE NO. 15-A FIGURE NO. 15-8 (Continued) 5U'ARATION WALLS (Continued from pane 19) 5' 0 MIN. 5 0' MIN. OPEN F. GS 1 r OPENINGSJ, 17 AR WA FIGURE NO. 16 ROOF SHEATHING 2 x WOOD STRIPING II liii OR EQUIVALENT SPACE 111111 AS REQUIRED BY RESEARCH III III REPORT FOR SUPPORT OF • JLJ Ill GYPSUM BOARD GYPSUM BOARD PER RESEARCH REPORT FIGURE NO. 17 • . -. BREACH IN SEPARATION BOTTOM CHORD SUPPORT PREVENTS I- AREA SEPARATION AREA SEPARATION I WALL WALL FROM EXTENDING TO SHEATHING TOP CHORD SUPPORT ALLOWS ONE-HOUR ' AREA SEPARATION CONSTRUCTION • : WALL TOBE SEE TEXT EXTENDED TO SHEATHING TSO.HCIJR AREA SEPtRATON WALL WITH ONE-HCUR CONSTRUCTION AT UNOERSIDE OF ROOF SHEATH14G EXTENOr4O c*JT VON EACH SlOE A NORTh TYPE V-N ORC*JP 8.2 IPEA WALL I L- FiGURE NO. 1 A problem has arisen in our jurisdiction concerning the requirements for construction of a two-hour area sepa- ration wall. The following diagram depicts the typical situation: Our questions concerning this typical arrangement are as follows: What protection, if any, is required along the east-west walls A and B beyond the limits of the two-hour wall? If fire-resistive construction is required along walls A and B, how far should the protection extend along these walls Are there any restrictions on placing of openings along walls Aor C in the vicinity of the two-hour wall? (Also, walls Band D.) A . Section 505 (e) states that portions of buildings which are separated by area separation walls may be consid- ered as separate buildings. Based on this statement, it is our opin- ion that area separation walls should have a length sufficient to ensure that the portions will, in fact, function as separate buildings in the event of fire. For purposes of further discussion, we have provided a series of sketches on which we have provided grid lines for reference. In our opinion, if the area separation wall on line 2 (see Figure No. 1) extends only between lines B and C, a reasonable physical barrier for purposes of preventing the lateral spread of fire between portions of the building would, most likely, not be provided. To help prevent the possibility of fire's sweeping around the ends of the area separation wall, the wall should be extended beyond lines . B and C. In order to determine how far the wall should be extended and with what fire rating, we would suggest that property lines be j assumed between the two portions of the building. This would be consistent with the provisions of Section 504 (C), which addresses the subject of buildings on the same property. Since your letter did not describe a specific building, we will assume certain conditions for purposes of discussion. Please refer to Figure No. 2. Table No. 5-A requires that exterior walls less than 20 feet from a property line be of at least one-hour construction with no openings allowed less than 5 feet and protected openings less than 10 feet. If it is desired that the wall along line B be of nonrated construction with unprotected openings, then dimension (1) should be assumed to be 20 feet. If it is also desired that the wall on line 2 between lines C and D be nonrated construction with unprotected openings, then dimension (2) should also be 20 feet. Since the assumed property lines may be located anywhere, there are an almost unlimited number of possible solutions to any given problem. As an example, please refer to Figure No. 3. It should be remembered that area separation walls are permitted to have openings, so although the examples indicate solid walls, openings complying with Section 505 (d) 1 may be provided through the area separation wall. FIGURE NO. 2 T A W.I&L—NO OPENPGS r1 EXTERIOR WAU. 0- CNE4,CI,JR CO. WVIM PROM: F—f--- __ _____ E9Ic*JR WALL wrrH UPROTECTEO OpE?p FIGURE Na 3 HIGH cF CASE II DIFFERENCE IN ROOF HEIGHTS IS MORE THAN 30 INCHES BUT LESS THAN 10 FEET ~4, Q . Regarding Section 505 (e) as it applies to area separa- a tion walls, the question arises with regard to parapets in the case where the higher of the two building sections; i.e., the root occurs at a point 30 or more inches above the lower roof. The big question is: Where area separation walls separate build- ings of different heights, is a parapet required to extend 30 inches above the upper roof when the upper roof is at least 30 inches but less than 10 feet above the lower roof? A ' In response to your question regarding clarification of a the captioned subject, we have prepared some draw- ings to illustrate the application of Section 505 (d) 4. We are sure that most users of the code would not have any problem in applying the condition represented in Case I where'the difference in roof heights exceeds 10 feet. The two-hour area separation wall should extend to 30 inches above the lower roof, and for a distance of at least 10 feet above the lower roof the remainder of the wall should be of at least one-hour fire-resistive construction as indicated. Any opening within this one-hour wall section should be protected with a three-fourths-hour fire-rated assembly. Ca:.e II represents a condition where the difference in height between the low roof and high roof is more than 30 inches but less than 10 feet. In this case, the two-hour wall should extend 30 inches above the low roof and the remainder of the wall up to the high roof should be of one-hour fire-resistive construction. Any openings in this one-hour portion shall be treated similarly to Case I. Case III represents a condition where the difference in height between the low roof and the high roof is 30 inches or less. If it is exactly 30 inches, the two-hour area separation wall should extend to the high roof. If the difference in height is less than 30 inches, the two-hour wall should extend 3() inches above the low roof. HIGH ROOF HIGH AOOF H SEMBLY CASE III DIFFERENCE IN ROOF HEIGHTS IS 30 INCHES OR LESS -CASEI DIFFERENCE IN ROOF HEIGHTS EXCEEDS 10 FEET Datet______ Prepared byt T F115(41E1Z Jurisdiction C-/-L_E,/4 - Bldg. Dept. VALUATION AND PLAN CHECK FEE Q Esgil PLAN CHECK NO._0416 BUILDING ADDRESS - —1 1vE. APPLICANT/CONTACT L v,c:ELJJ PHONE NO.— 14 BUILDING OCCUPANCY DESIGNER PHONE TYPE OF CONSTRUCTION CONTRACTOR PHONE U/62_2c,ctJ BUILDING PORTION BUILDING AREA. - VALUATION MULTIPLIER VALUE 42S 9o1z I VI ki6r_P-E J ), 3 o Vu _ , Air _Conditioning Commercial Residential Res. or Comm. - Fire Sprinklers Total Value Fee Adjusted To Reflect 0 Energy Regulations (Fee x 1.1) 0 Handicapped Regulations (Fee x 1.065) Building Permit Fee $________________________________________ S_')_255 50 Plan Check Fee $ $ ) C0MMENTS: 8/4/82 WMMWVZE-id U ww - All - _tMIAWJid ,pw vga .z-— npnaW&— I . : • . •1 qgi IM 0 rm PLAN CHECK ZONE: TYPE OF PROJECT AND SCHOOL DISTRICT: SAN DIEGUITO SETBACKS: FRONT oiL ADDRESS/1t(' DATE PLANNING SIDE ' REAR ENCINITAS CARLSBAD / SAN MARCUS Qf-cR' (7 DISCRETIONARY ACTIONS:__________________________________________________________ REDEVELOPMENT PERMIT REQUIRED:___________________________________________________ LANDSCAPE PLAN COMMENTS:_____ ___________________________________________________ ENVIRONMENTAL REQUIRED:______ ADDITIONAL COMMENTS:t1,, - Cl) Cu OK TO ISSUE: DATE:___________________ ---------- ENGINEERING EGAL DESCRIPTION VERIFIED? APN CHECKED? \RK-INLIEU QUADRANT: I -, FEE PER UNIT:0sm TOTAL FEE: F.uVAA4naL TRAFFIC IMPACT FEE PER UNIT: #480 TOTAL FEE:js/-q2 O 7 FAC\IJIES MGMT. FEE: i%/9 BRIDGE & THOROUGHFARE FEE:A.)/4 uv _______ FIELD (HECK DATE & INITIALS: j4L RIGHT-OF-WAY:( DRIVEWA\Y :'?Qt3t 1AA5!J1L€I1m.X EASEMENTS E.D.U. :qOçQ). SEWER: -4M INDUSTRIAJ, WASTE PERMIT: DRAINAGE: GRADING OIL GRADING COMPLETION CERTIFIED:________ ADDITIONAL CMMENTS:_____ a) / I >4-' IITIIIA DPD2 DPD6 07/17/86 1200 ELM AVENUE CARLSBAD, CA 92008-1989 TELEPHONE (619) 438-5523 QCitp of Q1ar[tia FIRE DEPARTMENT PAGE 1 OF _/_ PLAN CHECK REPORT VIN , 60,400 PLAN CHECK# /? 1t I9 PROJECT MAPle 4V6$J 2;NHcf3Gs ADDRESS 1// AL/Wt ARCHITECT F A,2o-'1r ADDRESS toic d/$.W7VaT A PHONE OWNER !1i'i C. ZC3.SSE ADDRESS 5ao Av-. &'c,A'As PHONE OCCUPANCY Ri?, i3! CONST. 'Il-N) r TOTAL SQ. FT. O / STORIES Li SPRINKLERED Q TENANT IMP. 7.,'ir Yc',JHie~ L.4-'irL 4N1'Lflj9 ,'thy APPROVAL OF PLANS IS PREDICATED ON CONFORMING TO THE FOLLOWING CONDITIONS AND/OR MAKING THE FOLLOWING CORRECTIONS: PLANS, SPECIFICATIONS, AND PERMITS 1. Provide one copy of: floor plan(s); site plan; sheets ......X... 2. Provide two site plans showing the location of all existing fire hydrants within 200 feet of the project. . 3. Provide specifications for the following: 199ou1l* r E4oaI G211C tuc,"k (St TLt1 I/-IA) _.&. 4. Permits are required for the installation of all fire protection systems [nkFstand pipes, dry chemical, halon, CO2, alarms, hydrants). Plan must be approved by the fire department prior to installation. 5. The business owner shall complete a building information letter and return it to the fire department. FIRE PROTECTION SYSTEMS AND EQUIPMENT 4J6. The following fire protection systems are required: Automatic fire sprinklers (Design Criteria: Mr-PA 4 Im eAcA s 10 CM _. e Li Dry Chemical, Halon, CO2 (Location: J Li Stand Pipes (Type: 7 Li Fire Alarm (Type/Location: _&. 7. Fire Extinguisher Requirements: One 2A rated ABC extinguisher for each 60,no sq. ft. or portion thereof with a travel distance to the nearest extinguisher not to exceed 75 feet of travel. Anextinguisher with a minimum rating of O(Q tobelocatyd: /ANryi.fi7 fluirIi'i 4r - TaNd r içi Is / Other: Qhj A 12rt',9 //e1r cr'p L- 72'1icJ oul-halce '' 8. Additional fire hydrant(s) shall be provided EXITS _.X_ 9. Exit doors shall be openable from the inside without the use of a key or any special knowledge or effort. _.__10. A sign stating, This door to remain unlocked during business hours" shall be placed above the main exit and doors ........11. EXIT signs (6" x 3/4" letters) shall be placed over all required exis and directional signs located as necessary to clearly indicate the location of exit doors. GENERAL ..........12. Storage, dispensing or use of any flammable or combustible liquids, flammable liquids, flammable gases and hazardous chemicals shall comply with Uniform Fire Code. 13. Building(s) not approved for high piled combustible stock. Storage in closely packed piles shall not exceed 15 feet in height, 12 feet on pallets or in racks and 6 feet for tires, plastics and some flammable liquids. If high stock pil- ing is to be done, comply with Uniform Fire Code, Article 81. X. 14. Additional Requirements. 4) f)cy' LA(3c. (e.i.) S r.cr.J Yu,yec 4c'cj oE tts rI5 ip I2Qsc.cL ,ire,i IA/ /// Ofl.t.ii.y 3 70 Al'! l/pcs, / B) t/ 7/cZ SreeAp. L AJt r ~A,// g oc i,J<. PeaPJ) e j , Ap Ic, (f 7 Iri cf ) o,i s i/I rno LA/iT 1 rof'i,'nt )tfli,JA/ ar-i. E t'ip-. LA11 g re. ,Af/ pJel/,,vUIVIr 15. Comply with Plan Examiner Date Report mailed to architect Met with -Attach to Plans V ii c i -r L_ I FDFI\I I tPi CALCULATIONS FOR ************** MAPLE AVE TOWNHOUSES ************** DESIGN CRITERIA: GOVERNING CODE - UBC oESsio FIRE SEPARATION - 3 Hour CONCRETE No. 24912 Planks - 4000 psi . ( Exp. 1231.89 ' Girders - 6000 psi CI L 41EOFCAø' Topping 0psi - 2.5 MIN. LOADING (uniform uno) Live - 40/40/16 psf (Reducible for tribarea) Deed - 15/30/20 PS+ ,c0kv,41: 4/M/0,/4V j17-rz ,4fo .c7Ww(i 404Oi/v4 ezAlv PRTED SEP 241986 09-23-1986 SFANCRETE JOB 14 86-276 GB TOTAL PAGES - 10 0 0 FEc i 1 I c -r I cia ************** MAPLE AVE TOWNHOUSES ************** 9-23- 1986 Spancrete of California certifies that its products are produced with materials conforming to and/or under the auspices of the following: MATERIALS: Reinforcing Steel Prestressing Strand Cement Natural Aggregate APPROVALS: Los Angeles City I. C. B. 0. A.S.T.M. 615-Grade 4, 60 & A76W A.S.T.M, A-416 A.S.T..M. C-150 Type 2 A..S..T.M. C-33 R. R. 23257 PFC-2151 & FA-183- I - Awne 4-VF TOwiVi1Oas,s OF I 13131 LOS ANGELES STREET I I I IRMNDALE. CALIFORNIA 91106 I Joe o c27.ss.iyG'& Io / 0 TELEPHONE (818) 962815I I 5-35, S/e- #1 L-2Z( L. /2cV)Ir OL i0 4, TPkvr. I2fj ______Ic Al -Z L =If( ISc? L4 SE / 91 ¼#1 L= 27 4c I //10 1004s.si, I 1-4.33 '' 3451 /2,3' - M (Cg> XZ.3') z 214+0 Weç 12c4p 9Ofl? O2633' SS ?,e lL (26 a t1to- Wo r2 A4 (p r=i3') jScP 2gZ2 4; 178 S-35 lam ii*PLE ,4' 70w,v//00JEI pa I Dlii! '' IDwslLrr.__ OF CALIFORNIA 13131 LOS ANGELES STREET IRINDALE. CALIFORNIA 91706 TELEPHONE (818) 962-8751 c*D.RY ,-2- $81T2op- C3 v';' 7O' V, I' F" -0 X +,r2 2sl cr Jç 03 24cc Q71 1 0/j, a-fl ' *i p • Jçj OF CALIFORNIA 13131 LOS ANGELES STREET I IRWtNDALE, CALIFORNIA 91706 TELEPHONE (818) 962-8751 JOBSNO- J.C1i3 1DWN.$Y JCXO.$T 15*111 13 5-35 .Z ell- ot'f?• 3 oro 700 I17f r~ #0 f I '-I 311' I, , )r 7, 37f 1277° tel 2l4p 2 . 12 J7 Ic22 4 ,31 CA,vr'i /A /OPt/2ig' /o#.,t MM5.. (2)ft/3Z 377 O 4.Or3 71 -I2cpsi ol T'6 1$S,f As iiy crr'-r r-,,ovc looe ILOvii;F" 1Y /c Al /fAl OF CALIFORNIA Ic- 4 74 tJj 13131 LOS ANGELES STREET I IRWINDALE, CAUFORP4IA 91706 TELEPHONE (818) 9624731 JOSNQ Jsss.ir '' I,wwI, 1 5-35 IL rDLAJF%1I-IDLJB GB 09-23-1986 10231 SPANCRETE NO. 1 **INPUT DATA** SUPERIMPOSED LIVE LOAD A= 125 lbs/sq ft. SUPERIMPOSED DEAD LOAD A4= 100 lbs/sq ft. ADDITIONAL TOPPING WT T20 12.5 lbs/sq ft. DESIGN SPAN B= 27.66 feet FIRE COVER C= 2 inches DEPTH OF SPANCRETE D= 10 inches TOPPING THICKNESS T3= 2.5 inches 6 WORKING FORCE M=167.52 kips C- F'C TOPPING= 3000 psi FT SPANCRETE= 4000 psi 270 141' **OUTPUT DATA** (BASED ON UNIFORM) LOADING) SPANCRETE + TOPPING, LOAD PER FOOT 6= 395.87 lbs/ft SPANCRETE + TOPPING, MOMENT H= 454.30 inch-kips SPANCRETE + TOPPING, ULTIMATE MOMENT, 1= 636.02 inch-kips SUPERIMPOSED LOAD, LIVE J= 416.67 lbs/ft SUPERIMPOSED LOAD, DEAD JB= 333.33 lbs/ft SUPERIMPOSED LOAD MOMENT K= 860.71 inch-kips SUPERIMPOSED LOAD ULTIMATE MOMENT L= 1348.45 inch-kips TOTAL ULTIMATE MOMENT . L2 1984.47 inch-kips ULTIMATE ALLOWABLE MOMENT . . . Z= .099.36 inch-kips ECCENTRICITY . N= 2.95 inches STRESS IN TOPPING 0= 919.02 psi STRESS IN TOP OF SLAB F= 1106.24 psi STRESS IN BOTTOM OF SLAB, 0= -354.62 psi ULTIMATE FORCE . R= 294,84 kips DEPTH OF STRAND, T= 10.26 inches REACTION @SUPPORT Zl= 24260.9 lbs SHEAR @H/2 W1= 195.44 psi V (CW) @ H/2 W2= 279.84 psi SHEAR @ 1/4 POINT 04= 103.09 psi V (CI) @ 1/4 POINT P2= 119.25 psi WT: 250 Yb: 5.19 j: 2933 A: 257 St: 609.77 Sb: 565.125 Shear Width = 13.3 INITIAL STRESS @ TOP OF SLAB INITIAL STRESS IN BOTT. OF SLAB CAMBER DUE TO P @ TRANSFER SPANCRETE DEFL. TOPPING LOAD DEFL. SUPERIMPOSED LOAD DEFL. FINAL DEFLECTION P7= -185.64 psi P8= 1786.38 psi D5 1.2268 inches D7 -0.3381 inches D8= -0.1973 inches D4 -0.4779 inches D9= 0.2135 inches ft. - ft. FT TOPPING= 3000 psi FT SPANCRETE= 4000 psi **OUTPUT DATA** (BASED ON UNIFORM LOADING) SPANCRETE NO.. 2 **INPUT DATA** SUPERIMPOSED LIVE LOAD SUPERIMPOSED DEAD LOAD DESIGN SPAN FIRE COVER DEPTH OF SPANCRETE TOPPING THICKNESS WORKING FORCE A= 150 lbs/sq A4= 144 lbs/sq B= 18.66 feet C= 2 inches D= 8 inches T3= 2.5 inches M104.88 kips 0 fl GB 09-23-1986 JO.-03.-47 SPANCRETE + TOPPING, LOAD PER FOOT SPANCRETE + TOPPING, MOMENT SPANCRETE.+ TOPPING, ULTIMATE MOMENT, SUPERIMPOSED LOAD, LIVE SUPERIMPOSED LOAD, DEAD SUPERIMPOSED LOAD MOMENT SUPERIMPOSED LOAD ULTIMATE MOMENT TOTAL ULTIMATE MOMENT ULTIMATE ALLOWABLE MOMENT ECCENTRICITY STRESS IN TOPPING STRESS IN TOP OF SLAB STRESS IN BOTTOM OF SLAB, ULTIMATE FORCE DEPTH OF STRAND, REACTION @SUPPORT SHEAR @H/2 V (CW) @ H/2 SHEAR @ 1/4 POINT V (CI) @ 1/4 POINT WT= 216.45 Yb 3.98 1: 1515 A: 218 St: 377 G= 320.65 lbs/ft H= 167.47 inch--kips 1= 234,46 inch-kips J= 500.00 lbs/ft 38= 480.00 lbs/ft K 511.85 inch-kips L= 794.93 inch-kips L2= 1029.39 inch-kips Z= 1120.83 inch-kips 1.74 inches 0=. 774,68 psi P= 828.41 psi 0 -332.34 psi R= 184.59 kips T= 8,26 inches Zl= 18782.8 lbs Wl= 143.54 psi W2= 266,02 psi 04= 77.03 psi P2= 107.52 psi Sb: 388 Shear Width = 17 INITIAL STRESS @ TOP OF SLAB INITIAL STRESS IN BOTT.. OF SLAB CAMBER DUE TO P @ TRANSFER SPANCRETE DEFL. TOPPING LOAD DEFL. SUPERIMPOSED LOAD DEFL. FINAL DEFLECTION P7= -3.47 psi P8= 1125.15 psi D5= 0.3992 inches D7= -0.1174 inches D8 -0.0565 inches D4= -0.2112 inches D9 0.0141 inches 101 GA L= 1?' r= S/ 3,3_( 7-f4 43.. 7_c 2 9. (.' I, 2?S-U,.. OL (Ic+30.t20) z .ii' Li.. 24*2# IL!?) !.gj' V. MtP .' AVErO JJ LOS ANGELES STREET I 13131 LOS STREET I L JfIft I IRWINOALE. CAUFORNIA 91706 TELEPHONE (818) 962-8151 JOSNO 1S4LBY Io.n I23 -I 7 $.35 11.. 243K1PS/FOOT 157.4025 KIPS 652 IN-KIPS 4,069 I N- K I PS 4,283 IN-KIPS 13,222 IN-KIPS 14,896 IN-KIPS 1.133 KS 2.024 K S I -0.760 KSI ia ILE dmk WE GIRDER NO. A GB 09-23-1986 1035:23 **INPUT DATA** TRIB. WIDTH = SPAN LENGTH = BEAM WEIGHT = S/C WEIGHT = 354 TOPPING WEIGHT SDL=(@ 65, OOLBS.. /SO.. FT) SLL= (@ 60. OOLBS. ISO. FT) PAGE 1 9 13 FEET 28 FEET 0.554 KIPS/FT 2.185 KIPS/FT 1.275 KIPS/Fl- 1.894K/FT 1 .748K/FT P/C WIDTH = 24.0 INCHES P/C DEPTH = 25.5 INCHES rEnt SYSTEM DEPTH= .0,0I NCHE AD SLOPE NOTCH @ TOP OF BEAM IS 80 DEEP X 5.0 WIDE J7T. M'sI. 30 BEAM IS NOTCHED ON 2 SIDE Po t? Jto,c DESIGN THICKNESS OF TOPPING = 2.50 INCHES Fo'e tt,s DESIGN WIDTH OF TOPPING = 56.0 INCHES Section Type 2 0.22 SQ. IN REINF. IN TPG. @ 28.00 FROM BOTT 32 11 2.00 SQ. IN REINF. IN BM TOP @ 23.50 FROM BOTT 17 1/2 IN 270K STR @ 3.25 IN FROM BOTT 2 INCH MIN. COVER, 3 INCH AVG. FIRE COVER F'C TPG = 3000 WT. = 150 LBS/CU FT F'C BEAM = 6000 WT. = 150 LBS/CU FT **OUTPUT DATA (based on uniform loading)** ULT WEIGHT = ULT REACTION = BEAM MOMENT = N/C MOMENT = COMP MOMENT = ULT, MOMENT = ULT. MOMENT FURN.= STRESS IN TFG.= STRESS, BM TOP = STRESS, BM BOTT = f'ci Req. :.3700 psi - - >> BOND BREAK 2e ('+t., @ i I BRNS. PIT. wi4*7 x 4ft.0in. I REINF. TO TOP - 2* / 6x6-1/6 wwf T&B 4 ------- 4*xL' 4XP@f4 MickF-L-E-=rD1I-DLJB GIRDER NO. A GB 09-23-1986 1035:32 PAGE 2 SECTION AREA INERTIA YB P/C CONC ONLY 532.00 25,690.03 11.434 P/C FOR P/S 539.75 26,9B3.03 11.705 P/C FOR N/C M 567.62 29,810.34 11.731 COMP FOR COMP M 690.03 57,88537 14.681 TOP BOTTOM P/A 0.742 0.742 PE/S -1.731 1.468 M BM/S 0.333 -0.283 M Nt/C /S 1.879 -1.601 II COMP IS 0.800 -1.086 SUM 2.024 -0.760 ULT M RED = 13,222 ULT M FURN = 14,896 FT RED = 4498 TPG STRESS = 1.133 STRESS IN TOPPING REINF =17.213 KSI STRESS IN REINF IN TOP OF P/C = 25.103 KSI RELEASE STRESS, TOP = -.759 BOTTOM = 2.159 F'CI RED = 3599 TOP REINF RED = 1.18 APPROXIMATE CAMBERS & DEFLECTIONS FROM P/S 0.523 1.758 0.920 2.077 1.086 BEAM -0.076 1.796 -0.136 2.167 -0.165 SUM 0.447 0.783 . 0.922 S/C -0.216 1.555 -0.336 SUM. . 0.568 0.586 TPG . -0.126 1.555 -0.196 SUM 0.442 0.390 S.D.L. -0.096 2.078 -0200 SUM 0.345 0.190 LL SUM -0.029 2,339574 X = 2.08 FT. 15 1/2 IN STR @ 3.250 RELEASE STRESS, TOP = -.871 BOTTOM = 2.074 F'CI RED = 3457 TOP REINF RED = 1.53 X = 8.00 FT. 17 1/2 IN STR @ 3.250 RELEASE STRESS, TOP = -.821 BOTTOM = 2.211 F 'CI RED = 3685 TOP REINF RED = 1.32 MAPLE AVE TOWNHOUSES BEAM NO. A SHEAR ANALYSIS BY ED. 11-10 GB 09-23-1986 10 36 49 SHEAR WIDTH = 21 INCHES SHEAR DEPTH = 25.50 INCHES SPAN= 28.000 FEET ULT. LOAD = 11.243 K/F PRESTRESS = 17 1/2 IN. STRAND @ 3.25 IN. FROM SOT. FC = 6000 @ 28 DAYS F'C = 6000 @ 28 DAYS (S=12 IN.) X(FT) VN(}<ips) VC(kips) VS(kips) AV(60) AV(40) H/2 1.06 171.126 154.364 16.762 0.151 0.226 2.08 157.623 180.965 -23.342 0,081 0.122 05 1.40 166.661 180.965 -14.304 0.081 0.122 10 2.30 14B.144 180.965 -32.822 0.081 0.122 15 4.20 129.62b 140.628 -11.002 0.031 0.122 .20 5.60 111.108 102.937 8.171 0.081 0.122 .25 7.00 92.590 79.473 13.117 0.118 0.177 .30 8.40 74.072 72.386 1.686 0.081 0.122 ..5 9.80 55.554 72.386 -16.832 0.081 0.122 40 11.20 37.036 72.386 -35.350 0.081 0.122 .45 12.60 18.518 72.386 -53.868 0.000 0.000 .50 14.00 0.000 72.386 -72.386 0.000 0.000 I, SOWARDS ENGINEERING P. 0. Box 517 SOLANA BEACH. CALIFORNIA 92075 Joe SHEET NO. I OF CALCULATED IV_K CHECKED IV DATE .Li. . E .LT Af i. II1 J. 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OF CALCULATED BY P .c. DATE 2. f /t7 CHECKED BY DATE SCALE 1± It.. 1±11 4. . ...... i I:I1 4 .1.........P [..Z. 1 .1 -- - _j_ -1 "- - - -- 1i1ITh 1 - I1'H - - - I oa ni.,U f &%ILJ 11-W ..... ........ .............. ............ ..... ir!L1Lj 77 - - 1 ....... A4. ~_'i kJ - * - .1.. - - - .-_.-•.-_- . = = ... ._ 4._ -- - - LL I .. !'... 1•. 1. 1 — -, — — —.- ,- .... II •-.- __ •- I - , ./• !!!! :::--. 'I . 1 ._. .............._.......... ...._ .. ....... . .. . ..................L......... ..... .... ............................- ..... ......... .. ... .: ............................• .... ..............- . I I --4--- ---- I I _I. ... -4- - t 4 -I-- I LI " ................- =..=. .. .. ..•." F-1 _i....L)_L.....j L4:... ...i........ I I - I I - ' - - \_7-.-- - P - - P - I I I -t ..i.............I H.... ... .... . ... .........................• ........ ..JJ.... £LELLLt1i - LrLIHLIII'I1IHI _j_;: - L.-'...(1 I • •• -• F ••• -74 SOWARDS ENGINEERING P. 0. Box 517 SOLANA BEACH, CALIFORNIA 92075 I SHEET NO. OF CALCULATED SY_ DATE_4./ .f!7 CHECKED IV DATE aCAL,________________________ - SOWARDS ENGINEEMING P. 0. Box 57 SOLANA BEACH, CALIFORNIA 92075 SHEET NO. OF CALCULATED BY______________________ DATE ____________________ CHECKED BY DATE rk4 3WADS ENGINEERING P. 0. Box 517 SOLANA BEACH, CAUFORMA 92075 Jo CHEET NO. CALCULATED GY________________________ OF DATE_ CHECKED GY SCALE DATE JOB SOWMDS ENGINEERI NG SHEET NO.__ P. 0. Box 517 SOLANA BEACH, CALIFORNIA 92075 CALCULATED BY_______________ OF DATE_ / // 7 CHECKED BY DATE SCALE JOB SOWAWS ENGINEERING OF____________ SHEET NO P. 0. Box 517 SOLANA BEACH, CALIFORNIA 92075 CALCULATED BY_______________ DATE_____________ CHECKED BY DATE 8CALE_____________________________________________________________ JOB________________________________________________________ SOWARDS ENGINEERI NG SHEET NO. OF P. 0. Box 517 SOLANA BEACH, CALIFORNIA 92075 CALCULATED BY___________________ DATE 4' /10 / ' 7 CHECKED BY DATE Oral t t,'J It '4 SOWARDS ENGINEERING P. 0. Box 517 SOL.ANA BEACH, CALIFORNIA 92075 JOB - SHEET NO. OF IC I ,•,-, CALCULATED BY /L_. DATE /I_r CHECKED BY DATE SCALE 4v 6- -- ________1_______________ I" '7I,OO .. ........................................................ /ti' 4 jI sob t4-eiz" EecejT,ed M/4R 04 1987 OF RARLSBAD DEVEWP. C SERV DIV ................................................................................ ................... . .>.... .............................................................................................................................. .................................................................................................................... . JOB__________________________ SOWARDS ENGINEERING I SHEET NO. OF____________ ____________________________ P. 0. Box 517 SOLANA BEACH, CALIFORNIA 92075 CALCULATED DY_______________ DATE__________ CHECKED BY__________________________ DATE SCALE a SOWARDS ENGINEERING P. 0. Box 517 SOLANA BEACH, CALIFORNIA 92075 JOB t41L4 SHEET NO. 2: OF CALCULATED BY DATE ______ CHECKED BY DATE SCALE - JOB SHEET NO. 4 OF SOWARDS ENGINEERING P. 0. Box 517 SOLANA BEACH, CALIFORNIA 92075 CHECKED BY DATE SCALE r-. CALCULATED BY DATE I, 13 JO SOWARDS ENGINEERING " SHEET NO. " OF______________ P.O. Box 517 ,7.,'. SOLANA BEACH, CALIFORNIA 92075 , CALCULATED BY DATE CHECKED BY DATE ' SCALE JOB SOWARDS ENGINEERING S P.O. Box 517 S. SHEET NO.___________________ OF_______________ SOLANA BEACH, CALIFORNIA 92075 CALCULATED BY__________________DATE .. 17 5. -p_9 CHECKED BY_..: DATE - - - SCALE - - .. ... I 49 • S . 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OF CALCULATED BY DATE CHECKED BY DATE SCALE SOWARDS ENGINEERING P. 0. Box 517 SOLANA BEACH, CALIFORNIA 92075 JOB SHEET NO. OF CALCULATED BY____________________ DATE H1" CHECKED BY DATE SCALE SOWARDS ENGINEERING * . . P. 0. Box 517 SOLANA BEACH, CALIFORNIA 92075 JOB . ft1A-p1e SHEET NO. . OF CALCULATED BY________________________ DATE CHECKED BY DATE O kiJ .s-v 9 SCALE - - - - - - —T - -- - ... r • . . .:,................................................................................................... . t.I9 (, .... V. ................................................. ................................................................ r : ' to OO4 I — - - 5 °ri o I (4 14 V 1io j2J '2 51( '-f'F (r' + ' ,f, r Vf-uI/t I i-I oo .........................: V A .....:. I t . _'Mi4L SOWARDS ENGINEERING SHEET NO __________________ OF______________ P. 0. Box 517 • • • SOLANA BEACH, CALIFORNIA 92075 • CALCULATED BY__________________ DATE________________ CHECKED BY DATE SCALE__________________________ JOB_______________________ SOWARDS ENGINEERING P. 0. Box 517 SHEET NO. __________________ OF_______________ . SOLANA BEACH, CALIFORNIA 92075 CALCULATED BY__________________ DATE________________ 0 CHECKED BY DATE SCALE_____________________________ A i............. - c) Qc)rIi 3oO jkZZ - __ - f - . -: 1 1 t TJiz , s c' (,J' '•N L+Lc 4c E4i4 t-( ii.ç3, 5 V I t I I t * I JOB 12Lt. Azi V6 SOWARDS ENGINEERING' SHEET NO.__________________ OF_______________ P. 0. Box 517 . .... .. ... .. SOLANA BEACH, CALIFORNIA 92075 . . CALCULATED BY_______________ DATE_____________ ' CHECKED BY DATE , ' . SCALE_. . JOB . SOWARDS ENGINEERING SHEET NO. ________________OF * .. P.O. Box 517 . . . SOLANA BEACH, CALIFORNIA 92075 CALCULATED BY__________________ DATE________________ CHECKED BY. 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Box 517 SOLANA BEACH, CALIFORNIA 92075 k H A ________ I 4 - JOB.•• 1pdPL,& SOWARDS ENGINEERING SHEET NO. 17 OF_____________ P. 0, Box 51.7 ........ .• SOLANA BEACH, CALIFORNIA 92075 CALCULATED BY DATE________________ CHECKED BY DATE SCALE . 1!!?L :—' ... ....1......z .. ... ....... .... ............ ..... ....... . ........ ........... 1 .. .... .......... .. .... ........ ............ ............ t-1 0 foo I.A ... ........ ............. ...... . ...... ............. ............. ............................j..4....: ........ ..........c ... V............... ............ ...................... .............. . .... 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S .....................................................................................................................I................................................................................ '1,............. ................................................. ............ ............... .....S A . S . T I r 4 1 r I j I I 1 I I I 1 t r r r ...... ............. ............... ............... ............... . ............. .............. .............. .............. .... ...... .............. .......... ......... ............... xl I ............... ........ ...... . .............. . ..... ....... 1 I ............... .............. ............ .... ... ........... ............... ..............I ............. . ............. ... ...... ......... .......... .............. .............. .............. .• . . ••• . . .. I . . . . . - MARK SHEAR WALL FOR SHEAR WALL ON ONE SIDE • •••• • • SILL • NAILING 0/c Bottom of wall BLOCK • NAILING o/c Top of wall ALILOW. SHEAR MATERIAL EDGE NAILING . • A 1/2" Gypbd. 5d-CN@7" 1/2"0x10"@4.8"o/c • 16d @16" • 16d @ 8" . 100#/ft B 5/8" Gypbd. (blk'd) 6d-CN@4" 1/2"0x10"@48"o/c • I6d @ 8" • • A35 @ 214" 175#/ft C 3 /8" Struct. I Ply. 8d @14" 5/8"0x10"@48"o/c • • 16d-@ 4" • • • A35 @ 16" 360#/ft D 1/2" Struct F Ply lod @3"..5/811Ox1011@24110/c 2-16d @4" A35 @ 10" 683#/ft E Ext. Stucco :" Plaster /Weld. No. iigaxI jig. 1/2"øxl0" @48" o/c .1 6d @ 8" 16d @ 8" - 180#/ft F 1/2" Gypbd (blk'd) Sd CN@4" 1/2"0x10"@48"o/c 16d @ 8" 16d @ 8" 150#/ft • . • • • • • . •• • . • JOB map SOWARDS ENGINEERING SHEET NO._________________ OF______________ P.O. Box 517 . . SOLANA BEACH, CALIFORNIA 92075 CALCULATED BY__________________ DATE________________ CHECKED BY DATE SCALE-- I.................... ...... ............... ........................ ........ .... .. .... ..... M1C \L- hvJ .i.+..................1.1......................... 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Q '2 ;- ,3I • .. . ., . : . • 41 vz-2 . • •• -O •• O•.......... .............. ............. ............ --' C'-'Y3' l4 ........... IA - x -- ,( 14-p Fi?4 -Is') • • • . _ (,JL . --./ô: ± - q0 01 4.+ i çgso - I ax3o' ri' e7) c4rl 400pfs) ) 44b • .7 • • • • , a . - - k,'1)(/cO't It I f22e,-& ! ~.-1 -i -i ............. ............. ............. ...... . . ..... 'nJ ..... :_-..! ........... [-: ...o ...... ....., ..... .... , I filt-.?..e & ; 4.1. . ..... ........ ...., ........ I ......... -/-,..z'r (p7'_ ' . -. I -. I j .-...• • !. • 1, - t •I . ! .: •••• ••i•••• I I ItI 4 r I 4 I I I r • 1 I I ;i, . . . . . . . . . . . . . • AA 761 I 1IIIII:III:Ix::x:ITI:I::II::Ixz p -r'4i— P----- . I i:_777 gq,/5 -- __ L j: ralp Il 1111 _ _ HI..HL .,I ... 7-7 7-7 : 'H" ThT I Titi HtItT Ji7t F T TIT 4HL LJ3cf i' H ::: ! ;r71 7-1 4,1 T IT r . ,4- -4--. - - -.• 77 - J - ZIJiiI_'1IIJii1fIiTiZ I 1I iL1 :LTLT I IL j!11 1 W I - 44-i - Vfr •r' ('I7 4 ' FFI .......... - - Z24. Io3 4 .5. 47 :4- ... i i .............. ...........k4 I i . .............. 8&1 Apskin. tLj,d I2 —. -2.7 AW 3ç.2 • - .. ... -. - 3o - - q3. 2. 73r ... -WAS 3,11 Ej~w TTJTTT'~' . ... ........... Old A AAA ......... .. .......... I ............. I ......... I . .............. ....... ..... . ......... ... . . .. .......... . . .......... ....... ..... kip1 t/. _..,.._ :.- JOB_AI72 SOWARDS ENGINEERING. SHEET NO... ''4 OF PO Box 517 SOLANA BEACH, CALIFORNIA '02075 CALCULATED BY_________________ DATE_______________ CHECKED BY DATE ••• . ...........................,,,•..,•,.••••. •• ,•.••• ,•,...• ,.., • . •, .••• I . . 1' SCALE_____________________ p JOB SOWARDS ENGINEERING SHEET NO. OF______________ P.O. Box 517 SOLANA BEACH, CAUFORNIA 92075 CALCULATED BY_________________ DATE_______________ CHECKED BY DATE - 4,1 ... ................................................................................................................... .................................................... I ..(!1...5...iz ............ ............... 4 .: -orz /1i~• .14.5 71 q L) t& J1 'p-fr. - 4. I r I j1--1il-r.d.cz.tb? I 1ti) Jp&ei A-C /1uI77 '17 i')K191 4- t4oiy bdi 71 / /O(d/ ' 1c.. Afol IO7 I 4 r ,_ . 1.1, '4-K11c : I i')i 1I 144q: fr—, SOWARDS ENGINEERING P. 0. Box 517 SOLANA BEACH, CALIFORNIA 92075 JOB SHEET NO. ' OF CALCULATED BY DATE CHECKED BY DATE 1 'I SOWARDS ENGINEERING P. 0. Box 517 SOLANA BEACH, CALIFORNIA 92075 JOB SHEET NO. OF CALCULATED BY_ DATE_i!f'l-4/t(o CHECKED BY DATE SCALE T -. i 1 JOB__________________________ - SOWARDS ENGINEERING SHEET NO.________________ OF_____________ P. 0.Box517 I SOLANA BEACH, CALIFORNIA 92075 CALCULATED BY ' DATE CHECKED BY DATE..._________________ RILI tL. II?A.', I GEOTECHNICAL EXPLORATION, INC. IrDlgiu GROUNDWATER • GEOPHYSICS • ENGINEERING GEOLOGY SOIL & FOUNDATION ENGINEERING 03 March 1987 Mr. Russell Grosse Job No. 86-4728 RUSSELL GROSSE DEVELOPMENT COMPANY 5850 Avenida Encinas Carlsbad, CA 92008 Subject: Grading Observations and Field Density TestI Maple Avenue Townhomes Eastern Retaining Wall Area Southwest Corner of Maple Avenue and Garfield Street Carlsbad, California Dear Mr. Grosse: As requested, Geotechnical Exploration, Inc. is Informing you that field observations and density tests have been performed by our field representative during the grading recently completed on the area of the eastern retaining wail at the subject site. Tests with passing results have been performed on the portion of the site corresponding to the backfill behind the eastern retaining wall. A complete list of the test results obtained to date on the site grading include the ones presented in Figure No. I. The minimum required degree of compaction for the backfill was 90 percent of the laboratory maximum density. The eastern retaining wall area at the subject site, in general, has been graded in conformance with the applicable requirements expressed in our previous report under Job No. 86-4728, dated September 11, 1986, and in accordance with the City of Carlsbad Grading Ordinance. A detailed report describing the observed grading with all tests, locations, results, and observations is being prepared and will be released in the coming days. The foundation excavation for the mentioned eastern retaining wall was observed and approved by our field technician prior to concrete pouring. All other recommendations presented in our previous report remain applicable if not superseded In writing. The findings and recommendations presented in this report were obtained in accordance with generally accepted professional principles and pract in the field of ow soil mechanics and foundation engineering. jeCe1Ve MAR 04 1987 CITY OF CARLSBAD DEVELOP PROC $RV. DiVb 7420 TRADE STREET • SAN DIEGO, CALIFORNIA 92121 • (619) 549-7222 2 If you should have any questions concerning this matter, please feel free to contact our office. Reference to our Job No. 86-4728 will help expedite a reply to your Inquiry. Respectfully submitted, GEOTECHNICAL EXPLORATION, INC. A. LU N( No. 34422 Jaime A. Cerros Project Engineer/R.C.E. 34422 / JAC/pj/97 GA Attachments: Figure 1, List of Test Results Compaction Test Results Depth Moisture Field Soil Relative Test Date Location Fill Density Type Compaction 1 2/2/87 retaining wall if 8.2% 124 pcf II 96% 2 2/2/87 retaining wall 2.5' 6.7 113 pcf II 87% 3 2/2/87 retaining wall 2.5' 8.5 118 pcf II 91% 4 2/25/87 retaining wall north cell 2' 8.9 131 pcf III 98% 5 2/25/87 retaining wall center cell 2' 11.1 128 pcf III 97% 6 2/25/87 retaining wall center cell 3' 10.0 126 pcf II 96% 7 2/26/87 retaining wall north cell F.G. 7.6 128 pcf I 102% 8 2/26/87 retaining wall south cell 3' 9.5 121 pcf I 96% 9 2/27/87 retaining wall center cell E.G. 11.0 128 pcf II 98% 10 2/27/87 retaining wall south cell E.G. 10.8 117 pcf II 90% SOIL DESCRIPTION TYPE DESCRIPTION OPTIMUM MOISTURE MAXIMUM DRY DENSITY I Brown, very fine to medium sand. 10.0% 126 pcf II Orange-brown, silty sand with gravel. 8.5% 130 pcf III Brown, silty sand with gravel. 8.0% 133 pcf Job No. 86-4728 Figure No. I REPORT OF SOIL INVESTIGATION Maple Avenue Twnhomes Lots 15, 16 and 17, Block "fl," Map 171 7 Carishad, California JOB NO. 86-4728 11 September 1986 prepared for Mr. Russell Grosse RUSSELL GROSSE DEVELOPMENT COMPANY prepared by GEOTECHNICAL EXPLORATION, INC. 7420 Trade Street San Diego, CA 92121 X6 - /C// ? 6 GEOTECHNICAL EXPLORATION, INC. SOIL & FOUNDATION ENGINEERING GROUNDWATER • GEOPHYSICS • ENGINEERING GEOLOGY 11 September 1986 I Mr. Russell Grosse I RUSSELL GROSSE DEVELOPMENT COMPANY 5850 Avenida Encinas Carlsbad, CA 92008 Job No. 86-14728 Subject: Report of Soil Investigation Maple Avenue Tow nhomes Lots 15, 16 and 17, Block UD,hl Map 17147 Carlshad, California Dear Mr. Grosse: In accordance with your request, Geotechnical Exploration, Inc. has performed an investigation of the surface and subsurface soil conditions at the location of the subject proposed townhouse project. The field work was performed on September 3, 1986 by our Field Engineer. It is our understanding that the site is being developed to receive a nine-unit townhouse project. The structures are to he a maximum of two stories in height, built over a partially depressed parking area and will he constructed of standard-type building materials, utilizing conventional, continuous foundations or spread footings. Our investigation revealed that the entire site is underlain by dense formational sands that should provide significant hearing strength for the project. Loose topsoils were found to cap the site and will require removal and recompaction to provide a uniform, firm soil base for the structures. In our opinion, if the conclusions and recommendations presented in this report are implemented during site preparation, the site will he suited for the proposed development. The work performed and recommendations presented in this report are the result of an investigation and analysis which meets the contemporary standard of care in our profession. No other warranty is expressed or implied. 7420 TRADE STREET . SAN DIEGO, CALIFORNIA 92121 • (619) 549-7222 2 This opportunity to he of service is sincerely appreciated. Should you 4iave ny questions concerning the following report, please do not hesitate to contact us. Reference to our Job No. 86-4728 will expedite response to your inquiries. Respectfully suhrnitted, GEOTECHNICAL EXPLORATION, INC. Pa Raynd J. 5'r2rneIta, Vice.President _ R is! Ij AMD TABLE OF CONTENTS PACE 4. SCOPE OF WORK p II. SITE DESCRIPTION III. FIELD INVESTIGATION I IV. DESCRIPTION OF SOILS V. GROUNDWATER 1 VI. LABORATORY TESTS & SOIL INFORMATION t __VtLCN,GLUSJDJLSAND_RECOMMENDATIONS VIII. GRADING NOTES I IX. LIMITATIONS I FIGURES I. Plot Plan IIa-c. Trench Logs III. Laboratory Soil Data Summary APPENDICES System I B. 1' I I I I I Grading Specifications 2 2 3 3 3 4 11 12 REPORT OF SOIL INVESTIGATION Maple Avenue Tow nhornes Lots 15, 16 and 17, Block fl,fl Map 1747 Carlsbad, California JOB NO. 86-4728 The following report presents the findings and recommendations of Geotechnical Exploration, Inc. for the subject project. I. SCOPE OF WORK It is our understanding, based on communications with you and building plans prepared by Robert F. Ardant Architect, that the site is intended for the construction of a nine-unit townhouse project which will consist of two two-story structures founded over partially depressed parking. With the above in mind, the Scope of Work is briefly outlined as follows: Identify and classify the surface and subsurface soils to depths, in conformance with the Unified Soil Classification System (refer to Appendix A). Recommend the allowable hearing pressures for the natural ground and any soils to he used in compacted fill, based on their shear-strength and compression characteristics and our experience with the soils. 1 3. Recommend treatment for any expansive soils and/or uncompacted fill soils that, if left in place and unmodified, could result in future damages to the proposed structures. I 4. Predict the settlement of the natural-ground soils, as well as any recompacted fill soils (recompacted to at least 90 percent of Maximum Dry Density), under the proposed structural loads. 5. Recommend active and passive earth pressures to he utilized in 1 design of any proposed retaining walls and foundation structures. Maple Avenue Tow nhomes JoN No. 86-L1728 Carlsbad, California Page 2 I II. SITE DESCRIPTION I The property is legally described as: Lots 15, 16 and 17 in Block "D" of Palisades in the City of Carlad, Map No. 1747, County of San Diegn, State of California. I The site, consisting of approximately 0.4 acre, is located on the southwest corner of Garfield Street a nd Maple Avenue, in the City of Carlsbad (see Figure No. I). The property is bordered on the north by Maple Avenue, on the east by Garfield Street, and on the south and west by developed residential property. A single-family residence was recently demolished on the site and, at the time of our investigation, two trash stockpiles were being removed. Vegetation on the site consists of a light growth of grasses. The property is relatively flat, hut slopes gently to the west, with approximate elevations ranging from 59 feet above mean sea level (MSL) to 56 feet above MSL. III. FIELD INVESTIGATION Three test trenches were placed on the site, specifically in areas where structures and improvements will he located and where representative soil conditions were expected. The trenches were located in the field by referring to an undated site plan, prepared by Brian Smith Engineers, Inc. The trenches were visually inspected and logged by our Field Engineer, and samples were taken of the predominant soils throughout the field operation. Trench logs have been prepared on the basis of our inspection and the results have been summarized on Figure No. II. The predominant soils have heen classified in conformance with the Unified Soil Classification System (refer to Appendix A). Maple Avenue Townhomes Jok No. 86-4728 Carlsbad, California Page 3 IV. DESCRIPTION OF SOILS The entire site is underlain by formational materials (Bay Point Formation), consisting of dense, orange-brown, silty, fine to medium sands with gravel. These materials are overlain by approximately 1 foot of topsoils consisting of loose to medium dense, dark brown, silty, fine to medium sands. Our experience with the above encountered formational and topsoil materials allows us to classify them as nonexpansive. V. GROUNDWATER No groundwater problems were encountered during the course of our field investigation and we do not expect significant prohien's to develop in the future -- if the property is developed as presently designed. It should he kept in mind, however, that any required grading operations may change surface drainage patterns and/or reduce permeahilities due to the densification of compacted soils. Such changes of surface and suhsurface hydrologic conditions, plus irrigation of landscaping or significant increases in rainfall, may result in the appearance of minor amounts of surface or near-surface water at locations where none existed previously. The damage from such water is expected to be minor and cosmetic in nature, if good positive drainage is implemented at the completion of construction. Corrective action should he taken on a site-specific basis if, and when, it becomes necessary. VI. LABORATORY TESTS AND SOIL INFORMATION Laboratory tests were performed on the disturbed and undisturbed soil samples in order to determine their physical and mechanical properties and their ability to support the proposed structures. The following tests were conducted on the sampled soils: Maple Avenue Townhomes Joh No. 86-14728 Carlsbad, California Pge Li Moisture Content (A.S.T.M. F) 2216-71) Moisture/ Density Relations (A.S.T.M. P 1557-70) Mechanical Analysis (A.S.T.M. P 422) The relationship between the moisture and density of undisturhed soil samples gives qualitative information regarding the soil strength characteristics and soil conditions to be anticipated during any future grading operation. to aid in the classification of the soils according to the Unified Soil Classification System. U Based on the above laboratory test data, a thorough visual inspection of the primary soil types on the project, and our previous experience with I laboratory testing of soils of the same type, our Geotechnical Engineer has assigned conservative values for friction angle, coefficient of friction and 1 cohesion to those soils which will have significant lateral support or bearing functions on the project. These values are presented in Figure I No. Ill and have been utilized in determining safe bearing values as well as active and passive earth pressure design criteria for wall and footing VII. CONCLUSIONS AND RECOMMENDATIONS I The following conclusions and recommendations are based upon the practical field investigations conducted by our firm, and resulting laboratory tests, in conjunction--with our knowledge and experience with the soils in this area of the City of Carlsbad. A. Preparation of Soils for Site Development 1. The existing debris and vegetation observed on the site-must be I removed prior to the preparation of building pads and/or areas to receive structural improvements. I - T&1L Maple Avenue Tow nhornes Job No. 86-4728 Carlsbad, California °age 5 I 1 2. To provide a uniform soils base, the existing topsoils located in the proposed building area and extending for a distance of at least 5 feet I beyond the perimeter thereof, shall be excavated to expose firm, native soil, or to a depth approved by the Field Soils Technician. I This depth is expected to be approximately 1 foot over most of the site. The bottom of the excavation shall he scarified to a depth of at least 12 inches, watered to approximately optimum moisture content, I and compacted to at least 90 percent of Maximum Dry Density. The excavated fill soils shall he cleaned of debris and deleterious 1 materials. The fill soils shall he placed into the excavation in layers not exceeding 8 inches in compacted thickness, then watered to I approximately optimum moisture content and compacted to at least 90 percent of Maximum Dry Density. Those areas supporting proposed I retaining structures or other improvements should he prepared in a like manner. I 3. No uncontrolled fill soils shall remain on the site after completion of any future site work. In the event that temporary ramps or pads I are constructed of uncontrolled fill soils during a future grading operation, the location and extent of the loose fill soils shall be noted I by the on-site representative of a qualified soil engineering firm. The loose fill soils shall be removed and/or recompacted prior to completion of the grading operation. 4. Any septic tanks, subsurface disposal systems, wells, etc., which I mightte discovered on the site, shall he removed and properly hackfilled with approved on-site or imported fill soils, and shall I then be compacted to at least 90 percent of Maximum Dry Density. I 5. Any backfill soils placed in utility trenches or behind retaining walls which support structures and other improvements (such as patios, I sidewalks, driveways, pavements, etc.) shall he compacted to at least 90 percent of Maximum Dry Density. VAN I Maple Avenue Tow nhomes Joh No. 86-4728 Carlsbad, California age 6 B. Design Parameters for Foundation and Retaining Walls . The recommended allowable hearing value (at a depth of 12 inches I into the natural materials or compacted fill soils on this site) is 2,000 pounds per square foot. This load-hearing value may he utilized in I the design of continuous foundations and spread footings when founded a minimum of 12 inches into the firm natural ground or compacted fill, measured from the lowest adjacent grade at the time I of foundation construction. It is recommended that two-story structures he founded on 18-inch-deep footings. This load-hearing I value may he increased one-third for design loads that include wind - or seismic analysis. If imported soils are required to bring the site I to grade, the imported soils shall he nonexpansive and shall he obtained from an approved off-site borrow area. 7. Due to numerous reasons, footings and slahs occasionally crack. Footings and slabs should contain at least a nominal amount of I reinforcing steel to reduce the separation of cracks, should they occur. I 7.1 A minimum of steel for continuous footings shall include four I No. 4 steel bars continuous, with two bars near the bottom of the footing and two bars near the top. 7.2 Isolated square footings shall contain a minimum of two No. 4 steel bars, each way, approximately 3 inches above the bottom I of the footing. 1 7.3 Floor slabs shall he a minimum of 4 inches actual thickness and reinforced with 6 x 6 -10/10 welded-wire mesh placed at mid- height in the slab. Slabs shall be underlain by a 3-inch--thick layer of clean sand (S.E. = 30 or greater) overlying a 6-mill I visqueen membrane. Slab subgrade soil shall be thoroughly moistened prior to placement of the vapor barrier and pouring of concrete. I Maple Avenue Townhornes Jo!-, No. 86-4728 Carlsbad, California Page 7 We recommend the project Structural Engineer incorporate isolation joints and saw-cuts to at least one-fourth the thickness of the slab in any floor designs. The joints and cuts, if properly placed, should reduce the potential for and help control floor slab cracking. However, due tr a number of reasons (such as base preparation, construction techniques, curing procedures, and normal shrinkage of concrete), some cracking of slabs can be expected. NOTE: The project Structural Engineer shall review all reinforcing schedules. The reinforcing minimums recommended herein are not to he construed as structural designs, but merely as minimum safeguards to reduce possible crack separations. As a minimum for protection of on-site improvements, it is recommended that all nonstructural concrete slabs (such as patios, sidewalks, etc.), include 6 x 6 - 10/10 welded wire mesh at the center of the slab, and contain adequate isolation joints. The performance of on-site improvements can be greatly affected by soil base preparation and the quality of construction, and is therefore the responsibility of the contractor installing the improvements. C. Retaining Walls The active earth pressure (to he utilized in the design of walls, etc.) shall he based on an Equivalent Fluid Weight of 32 pounds per cubic foot (for level backfill only). In the event that a retaining wall is surcharged by sloping backfill, the design active earth pressure shall he based on the appropriate Equivalent Fluid Weight presented in the following table: iri Maple Avenue Tow nhnmes Job No. 86-14728 Carlsbad, California Page 8 I I Height of Slope! Height of Wall* Slope Ratio 0.25 0.50 0.75 1.00(+) I 2.0:1.0 35 39 42 44 *To determine design active earth pressures for ratios intermediate I to those presented, interpolate between the stated values. I In the event that a retaining wall is to he designed for a restrained condition, a uniform pressure equal to 8xH (eight times the total 1 oil-considered in pounds per square foot) shall be considered as acting everywhere on the back of the wall in I addition to the design Equivalent Fluid Weight. I 10. The passive earth pressure of the encountered natural-ground soils and any recompacted fill soils (to he used for design of shallow I foundations and footings to resist the lateral forces) shall be based on an Equivalent Fluid Weightof 300 pounds per cubic foot. This passive earth pressure shall only be considered valid for design if I the ground adjacent to the foundation structure is essentially level for a distance of at least three times the total depth of the I foundation. - I ll. A Coefficient of Friction of 0.40 times the dead load may he used between the hearing soils and concrete wall foundations or I structure foundations and floor slabs. If the coefficient of friction is to be used in conjunction with passive earth presiures, the coefficient shall he reduced to 0.35. D. Site Drainacie Considerations 12. Adequate measures shall he taken to properly finish-grade the site after the structures and other improvements are in place. Drainage waters from this site and adjacent properties are to be directed away from foundations, floor slabs, footings, and slopes, onto the I Maple Avenue Tow nhornes Job No. 86-4728 Carlsbad, California Page 9 natural drainage direction for this area or into properly designed and approved drainage facilities. Proper subsurface and surface drainage will help minimize the potential for waters to seek the level of the hearing soils under the foundations, footings and floor slabs. Failure to observe this recommendation could result in uplift or undermining and differential settlement of the structure or other im- provements on the site. In addition, appropriate erosion-control measures shall be taken at all times during construction to prevent surface runoff waters from entering footing excavations, ponding on finished building pads or pavement areas, or running uncontrolled over the tops of newly constructed cut or fill slopes. Particular care should he taken to prevent saturation of any temporary construction slopes. 13. Due to the presence of groundwater (derived primarily from rainfall and irrigation), excess moisture is a common problem in below-grade structures such as the partially depressed parking area planned for thhject site. These problems are generally in the form of water seepage through walls, mineral staining, mildew growth, and high humidity. In order to minimize the potential for moisture-related problems to develop at the site, proper ventilation and water- proofing shall he provided for below-grade parking areas and the backfill side qfi all structure retaining walls shall also he waterproofed. Proper subdrains shall be installed behind all retaining walls on the subject project. Geotechnical Exploration, Inc. will assume no liability for damage to structures which is attributable to poor drainage. CNN I Maple Avenue Townhomes Job No. 86-4728 Carlsbad, California Page 10 I,. 14. Planter areas and planter boxes shall he sloped to drain away from I the foundations, footings, and floor slabs. 2 lanter boxes shall he constructed with a subsurface drain, installed in gravel, with the I direction of subsurface and surface flow away from the foundations, footings, and floor slabs, to an adequate drainage facility. E. General Recommendations I 15. Following placement of any' concrete floor slabs, sufficient drying time must be allowed prior to placement of floor coverings. 1 Premature placement of floor coverings may result in degradation of adhesive materials and loosening of the finish floor materials. Consideration should be given to placement of a PCC slab beneath I and in front of any proposed trash enclosures. It has been our experience that most concentrated point loads often occur surrounding the trash enclosures from both the trash vehicles and I the wheel loads of the trash container, resulting in damage to the asphaltic pavement. In order to minimize any work delays at the subject site during site I development, this firm should he contacted 24 hours prior to any need for inspection of footing excavations or field density testing of I . compacted fill soils. If possible, placement of formwork and steel reinforcement in footing excavations should not occur prior to inspection of the excavations; in the event that our inspection reveals the need for deepening or re-designing foundation structures at any locations, any formwork or steel reinforcement in I the affected footing excavation areas would have to be removed prior to correction of the observed problem (i.e., deepening the I .footing excavation, recompacting soil in the bottom of the excavation, etc.). Maple Avenue Townhomes Job No. 86-4728 Carlsbad, California Page 11 Contemporary pavement section design methods renuire compaction of the upper 1/2-foot of foundation soil (natural ground or compacted fill) to 90 percent of Maximum Dry Density, and all base materials to at least 95 percent of Maximum Dry Density. We therefore recommend that the upper 1/2-foot of foundation soils and all base materials beneath street, driveway and parking area pavements he compacted to these standards. This recommendation also applies to the upper soils in hackfilled trenches or behind retaining walls which support pavement sections. VIII. GRADING NOTES Any required grading operations shall he performed in accordance with the General Earthwork Specifications (Appendix B) and the requirements of the City of Carlsbad Grading Ordinance, under the observation of a qualified Soils Engineer or supervised Field Soils Technician. Geotechnical Exploration, Inc. requires that a soils engineer verify the actual soil conditions revealed during site grading work and footing excavation to be as anticipated in the "Report of Geotech- nical Investigation" for the project. In addition, the compaction of any fill soils placed during site grading work must he tested by a representative of our firm or other qualified field technician. It is the responsibility of the grading contractor to comply with the requirements on the grading plans and the local grading ordinance. It is the responsibility of the Owner and/or Developer to ensure that the recommendations summarized in this report are carried out in the field operations and that our recommendations for design of this project are incorporated in the structural plans and grading plans. Maple Avenue I ownhornes Jo,- NO. 8b-4/2 Carlsbad, California P-Pge 12 21. This firm does not practice or consult in the field of safety engineering. We do not direct the Contractor's operations, and we cannot he responsible for the safety of personnel other than our own on the site; the safety of others is the responsibility of the Contractor. The Contractor should notify the Owner if he considers any of the recommended actions presented herein to be unsafe. IX. LIMITATIONS Our conclusions and recommendations have been based on all available data obtained from our field investigation and laboratory analysis, as well I . as our experience with the soils and formational materials located in this portion of the City of Carlsbad. Of necessity, we must assume a certain I degree of continuity between exploratory excavations and/or natural exposures. It is, therefore, necessary that all observations, conclu- sions, and recommendations be verified at the time grading operations Ibegin or when footing excavations are placed. In the event discrepancies are noted, additional recommendations may be issued, if required. The work performed and recommendations presented herein are the result of an investigation and analysis which meets the contemporary standard of care in our profession. No other warranty is expressed or implied. This report should be considered valid for a period of three (3) years, and is subject to review by our firm following that time. If significant modifications are-.made to the building and/or grading plans, especially with respect to the height and location of any cut and fill slopes and the height and location of any proposed structures, this report must he presented to us for immediate review and possible revision. The firm of Geotechnical Exploration, Inc. shall not be held responsible for changes to the physical condition of the property, such as addition of fill soils or changing drainage patterns, which occur subsequent to issuance of this report. Maple Avenue Tow nhornes Joh No. 86-14728 Carlshd, California !'age 13 Once again, should any questions arise concerning this report, please feel free to contact our office. Reference to our Job No. 86-4728 will expedite a reply to your inquiries. Respectfully submitted, GEOTECHNICAL EXPLORATION, INC. Jay Staff Geologist / Raymcnd J. Scaramella, Vice Preside,t1 ) GARFIELD STREET Grass Sidewalk IT2 •).. 3' Block Retaining Wall \ tSITE. T1.I C ,D •W L trash fr Stockp114 0 ' ' : : ç :OVD ,DVCCV VICINITY MAP Thomas Eros. pg.i 3 NOT TO SCALE SCALE: 1 20' - - - Retaining Wall H H II ii EXISTING STRUCTURE I— ASSUMED PROPERTY BOUNDARY T-i EXPLORATORY TRENCH LEGEND REFERENCE: This Plot Plan was prepared from on-site field reconnaissance performed by GEl. NOTE: This Plot Plan Is not to be used for legal purposes. Locations and dimensions are approxi-mate. Actual property dimensions and locations of utilities may be obtained from the Approved Building Plans or the "As-Built" Grading Plans. PLOT PLAN RETAINING WALL K- WOODEN FENCE CHAIN LINK FENCE MAPLE AVENUE TOWNHOUSES LOTS 15,16, AND 17, BLOCK D" MAP 1747 CARLSBAD, CA.. FIGURE NUMBER 'l JOB NUMBER 86-4728 Ir NO EQUIPMENT DIMENSION a TYPE OF EXCAVATION DATE LOGGED Cat 955L Loader 6' x 6' 3' Trench 9/3/86 SURFACE ELEVATION GROUNDWATER DEPTH LOGGED BY ± 59' MS L Not Encountered JKH FIELD DESCRIPTION AND CLASSIFICATION - Uj L 0>- )- t + LJ5 -J s DESCRIPTION AND REMARKS (CONSISTENC', (,, MOISTURE, QLuR, GRAIN SIZE) - _ô 02 X0 0 W MU cn SILTY FINE-MEDIUM SAND with SM • . abundant roots, some rock material. Loose-medium dense. Damp. • Dark brown. TOPSOIL SYETY F1NE-MED1UM S9901€h6 0 rock fragments and roots. Dense. • .[ - Damp. Orange-brown. 10 123 3 !•:• FORMATION Bottom of Trench @ 3' JOB NAME Maple Avenue Townhomes 7 WATER TABLE SITE LOCATION Lots 15, 16 and 17 LOOSE BAG SAMPLE Block "D", Map 1747, Carlsbad, CA JOB NUMBER REVIEWED BY LOG. NO. IN PLACE SAMPLE 86-+728 DRIVE SAMPLE • '1'' 1 FIGURE NUMBER SAND CONE/E.D.T. Ila ULJ' ftIi U EQUIPMENT DIMENSION 8 TYPE OF EXCAVATION DATE LOGGED Cat 955L Loader 6' x 6' x 3' Trench 9/3/86 SURFACE ELEVATION GROUNDWATER DEPTH LOGGED BY ±59' MSL Not Encountered JKH FIELD DESCRIPTION AND CLASSIFICATION W M IA (L ,in DESCRIPTION AND REMARKS (CONSISTENCYM in Z Z 0. MOISTURE, COL'R, GRAIN SIZE) a Uj o o u (I - a o a o,. uo o u SILTY FINE-MEDIUM SAND with,SM :. abundant roots, some rock material - Loose-medium dense. Damp. Dark - brown. : - - - TOPSOIL Tf —ST--t44E-MED-I-UM—S•AND wi th some SM rock fragments and roots. Dense. Damp. Orange-brown. 2J • I. FORMATION .3 -- - • Bottom of Trench @ 3' JOB NAME Maple Avenue Townhomes WATER TABLE SITE LOCATION Lots 15, 16 and 17 Block "D", Map 1747, Carlsbad, CA Z LOOSE BAG SAMPLE JOB NUMBER REVIEWED BY LOG. NO. • IN PLACE SAMPLE 86-14728 — DRIVE SAMPLE FIGURE NUMBER SAND CONE/F.D.T. I lb • EQUIPMENT DIMENSION & TYPE OF EXCAVATION DATE LOGGED Cat 955L Loader 6' x 6' x 3' Trench 7/3/86 SURFACE ELEVATION GROUNDWATER DEPTH LOGGED BY ±59' MSL Not Encountered JKH FIELD DESCRIPTION AND CLASSIFICATION - 0 . - I- U. _i -. is)- 0 - )19 + - U- v I U- I coo 0-j DESCRIPTION AND REMARKS (CONSISTENCY, vi -J - z 0 i— z 1 - MOISTURE, ULuR, GRAIN SIZE) U V) Z z Q. - XZ 4W Z 0 Ui- z x OD io 4 0 U) Cl) o 02 X. o o W MU U) SILTY FINE-MEDIUM SAND with SM abundant roots, some rock material. Loose-medium dense. Damp. - Dark brown, TOPSOIL SILTY FINE-MEDIUM SAND with some - • SM rock fragments and roots. Dense. • • Damp. Orange-brown. 2-• FORMATION 3__ -. - Bottom of Trench @ 3' -- JOB NAME -- Maple Avenue Townhomes V WATER TABLE SITE LOCATION Lots 15, 16 and 17 LOOSE BAG SAMPLE Block "D", Map 1747, Carlsbad, CA JOB NUMBER REVIEWED BY LOG. NO. IN PLACE SAMPLE 86-728 DRIVE SAMPLE FIGURE NUMBER SAND CONE/F.D.T. I Ic JOB NO: 86-4728 FIGURE NO III 140 LABORATORY SOIL DATA SUMMARY DIRECT SHEAR TEST DATA I 2 3 LAPPARENT COHESION psf) 100 30 kPPARENT FRICTION ANGLE 32 0 20 C. Gravel Sand Fines Coarse to if Fine Silt I Clay medium I (iS. standard sieve sizes 9 ii 8 I 100,11 ( iii LIIhlIhIiIHIIH I 111177777-IM so MAXIMUM DRY I 2 3 DENSITY (pcf) 123 OPTIMUM MOISTURE CONTENT (%) 10 H liii I I I MOISTURE CONTENT % 80 0 20 30 LABORATORY COMPACTION TEST Grain diameter. mm 2.70 260>-SPECIFIC GRAVITY i' ~25 ZERO AIR VOIDS CURVES 40 SOIL TYPE SOIL CLASSIFICATION BORING NO. TRENCH NO. DEPTH SILTY FINE-MEDIUM SAND. Orange-brown. SM T-1 V 2 3 SWELL TEST DATA I 2 3 INITIAL DRY DENSITY (pcf) INITIAL WATER CONTENT(%) LOAD (psf) PERCENT SWELL APPENDIX A UNIFIED SOIL CLASSIFICATION CHART SOIL DESCRIPTION COARSE-GRAINED More than half of material Is larger than a No. 200 sieve GRAVELS, CLEAN GRAVELS More than half of coarse fraction is larger than GW Well-graded gravels, gravel and sand mix- .No. 4 sieve size, but smaller than 3" tures, little or no fines. GP Poorly graded gravels, gravel and sand mix- tures, little or no fines. GRAVELS WITH FINES -.---..----GM Siltygravl.c-poorly -graded gravel-sand-silt (appreciable amount) mixtures. GC Clay gravels, poorly graded gravel-sand-silt mixtures. SANDS, CLEAN SANDS SW Well-graded sand, gravelly sands, little or no More than half of coarse fraction is smaller than a no fines. No. 4 sieve. SP Poorly graded sands, gravelly sands, little or no fines. SANDS WITH FINES SM Silty sands, poorly graded sand and silty (appreciable amount) mixtures. SC Clayey sands, poorly graded sand and clay mixtures. FINE-GRAINED More than half of material Is smaller than a No. 200 sieve SILTS AND CLAYS M.L. Inorganic silts and very fine sands, rock flour, sandy silt and clayey-silt sand mixtures with a slight plasticity. Liquid Limit Less Than 50 CL Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, clean clays. 0 Organic silts and organic silty clays of low plasticity. MH Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastic silts. Liquid Limit Greater Than 50 • CH Inorganic clays of high plasticity, fat clays. OH Organic clays of medium to high plasticity. HIGHLY ORGANIC SOILS PT Peat and other highly organic soils. APPENDIX B GRADING SPECIFICATIONS I GENERAL. The intent of this item is to properly establish procedures for cleaning and ompacting natural ground, preparing areas to be filled, and placing and compacting I fill material to the grades and slopes as shown on the Grading Plans. CLEARING All vegetation, brush and debris shall be removed, piled and burned, or otherwise I disposed of, to give the surface a neat and finished appearance. COMPACTING NATURAL GROUND I After clearing, the natural ground shall be scarified to a depth of at least 12 inches, watered to optimum requirements and compacted to not less than 90 percent of maximum dry density, according to A.S.T.M. Test Method D-1557, in a four-inch diameter, cylindrical mold of 1/30th-cubic-foot volume. Field density tests shall be I taken in the natural ground in accordance with .A.S.T.M. Test MethodD-1556. FILL MATERIALS I Materials for the fill shall be approved by the soils engineer and shall be free from organic matter and other deleterious substances. In the event that expansive materials are encountered within three feet of finished grade, they shall be entirely I removed or thoroughly mixed with good, granular material before incorporating them in fills. No footing shall be allowed to bear on soils which, in the opinion of the soils engineer, are detrimentally expansive -- unless designed for this clayey condition. I PLACING AND COMPACTING FILL MATERIAL After preparing the areas to be filled, the fill materials shall be placed in layers not to exceed six inches in compacted thickness. Each layer shall be watered to opti- mum requirements and compacted to not less than 90 percent of maximum dry density in accordance with A.S.T.M. Test Method D-1557. Compaction of the fill shall then proceed in the specified manner to the grades shown on the approved plans. I When the slope ratio of the original ground is steeper than 5.0 horizontal to 1.0 vertical, the original ground shall be benched. Ground slopes flatter than 5.0 horizontal to 1.0 vertical shall be benched when considered necessary by the soils engineer. Fill slopes shall be compacted by means of a sheepsfoot roller, or other I suitable equipment. Slope compaction shall be continued until the slopes are stable but not too dense for planting. Field density tests shall be taken when considered necessary by the soils I engineer in accordance with. A.S.T.M. Test Method D-1556 and shall be made not exceeding two feet in vertical height providing each layer is tested. FIELD OBSERVATION AND DENSITY TESTING I Observation and testing of the fill shall be made by the representative of Ceote chnical Exploration, Inc. during the grading operation so that it can be reasonably assumed that the fill was placed in accordance with these specifications. I SEASON LIMITS No fill material shall be placed, spread or rolled during unfavorable weather I conditions. When the work is interrupted by heavy rains, the filling operation shall not be resumed until field tests indicate that the moisture content and density of the fill are as previously specified. CAN OD I CITY OF CARLSBAD DEVELOPMENT PROCESSING SERVICES APPLICATION AND COST ESTIMATE OF SANITARY SEWER LATERAL CONNECTION WORK ORDER NO.:___________ PART I - TO BE COMPLETED BY DPS SEWER LOCATION: BUILDING PLAN CHECK NO.:(D- ADDRESS: /73 M,pi 4v - APN:2o1-/4'Z.- 21 f2Z LEGAL DESCRIPTION: / / -i7 IN J3Lcc " CONTACT PERSON:GL5,VN 7'I/-tLs PHONE NO.: 4138-_ /YNIMUM Co INCH ABS SEWER PIPE -IN PLACE - NOT TO EXCEED $0, cf7 10 FEET DEEP AND 30 LINEAL FEET HORIZONTAL DISTANCE. - ADDIITONAL CHARGES FOR ANY DISTANCE EXCEEDING 30 LINEAL FEET HORIZONTALLY - FEET AT PER FOOT - ADDITIONAL CHARGES FOR ANY DEPTH EXCEEDING 10 FEET FEET DEEP AT PER FOOT $___________ ADDITIONAL CHARGES FOR PLUGGING EXISTING SEWER LATERAL $___________ TOTAL CHARGES FOR CONSTRUCTION $____________ ADDITIONAL CHARGES FOR CITY OF CARLSBAD SERVICES AT 50% OF ABOVE CHARGES $ - TOTAL CHARGES $ ((() j 1911 ACT A.D. NO.: DWG. NO.: RECT. NO.: BY:____________ PART II - TO BE COMPLETED BY UTILITIES DEPARTMENT FOR SEWER LOCATION - Main Depth:_________ Lateral Depth at Property:___________ El DPD2 : FORM:DPD8 2075 LAS PALMAS DRIVE CARLSBAD, CA 92009-4859 i~ L TELEPHONE (619) 438-1161 Citp of Cartbab BUILDING DEPARTMENT November 12, 1986 Charlyne Smith San Diego Gas & Electric Co. 8th Floor P. 0. Box 1831 San Diego, CA 92112 CHANGE OF ADDRESS This is to let you know of a clarification of street name and change of addresses: FROM: TO: 801-8114 Windward Way 801-8114 Windward Lane apUnit iunitsioo-io 5928 Pascal, Ste. A-? 5928 Pascal, Ste. 100-3?? This notification will be sent to the following agencies: Pacific Bell Registrar of Voters Carlsbad Post Office Carlsbad Police Department Carlsbad Finance Department Carlsbad Fire Department County Assessor's Office HELENE M. JOHNSON 2075 LAS PALMAS DRIVE CARLSBAD, CA 92009-4859 0 TELEPHONE Citp of (tartbab BUILDING DEPARTMENT November 10, 1986 175 MAPLE TO WHOM IT MAY CONCERN: This is to notify you that the 9-unit structure at 175 Maple Avenue will have their units numbered 100-108 going from west to east. If you need any further information, please call me. HELENE M. JOHNSON