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HomeMy WebLinkAbout1375 CYNTHIA LN; ; CB040815; PermitJob Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title: City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Residential Permit Permit No: CB040815 Building Inspection Request Line (760) 602-2725 1375CYNTHIALNCBAD RESDNTL 1562315000 $355,569.00 1 Sub Type: Lot#: Construction Type: Reference #: Structure Type: Bathrooms: SFD 0 NEW SFD 4 SMITH RES NEW SFD 3589 SF LIV Status: Applied: Entered By: Plan Approved: Issued: Inspect Area: Orig PC#: ISSUED 03/10/2004 SB 08/17/2004 08/17/2004 1246 SF UNFINISHED BASEMENT,545SF GAR.141 DECK,436PRCHPIan Check#: Applicant: MITH DON ALLAN&MICHELE CHRISTINE 214 WOODLAND DR VISTA CA 92083 Owner: SMITH DON ALLAN&MICHELE CHRISTINE 214 WOODLAND DR VISTA CA 92083 Building Permit Add'l Building Permit Fee Plan Check Add'l Plan Check Fee Plan Check Discount Strong Motion Fee Park in Lieu Fee Park Fee LFM Fee Bridge Fee Other Bridge Fee BID #2 Fee BTD #3 Fee Renewal Fee Add'l Renewal Fee Other Building Fee Pot. Water Con. Fee Meter Size Add'l Pot. Water Con. Fee Reel. Water Con. Fee $1,335.04 Meter Size $0.00 Add'l Reel. Water Con. Fee $867.78 Meter Fee $120.00 SDCWAFee $0.00 CFD Payoff Fee $35.56 PFF $0.00 PFF (CFD Fund) $0.00 License Tax $0.00 License Tax (CFD Fund) $0.00 Traffic Impact Fee $0.00 Traffic Impact (CFD Fund) $0.00 Sidewalk Fee $0.00 PLUMBING TOTAL $0.00 ELECTRICAL TOTAL $0.00 MECHANICAL TOTAL $0.00 Housing Impact Fee $0.00 Housing InLieu Fee Housing Credit Fee $0.00 Master Drainage Fee $0.00 Sewer Fee Additional Fees TOTAL PERMIT FEES $0.00 $0.00 $0.00 $0.00 $6,471.36 $5,973.56 $0.00 $0.00 $460.60 $519.40 $0.00 $203.00 $60.00 $88.50 $2,925.00 $0.00 $0.00 $440.88 $927.00 $36.72 $20,464.40 Total Fees: $20,464.40 Total Payments To Date: $1,480.10 Balance Due: $18,984.30 BU1LU1NU FLANS STORAGE ., ATTACHED 9050 08/17/04 0002 01 A1? 13984^30 Inspector: FINAL APPROVAL Clearance: NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020{a}, and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which vou have previously been given a NOTICE similar to this,, or as to which the statute of limitations has previously otherwise expired, PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 f^K-^f^s* FOR OFFICE USE PLAN CHECK EST. VAL. Plan Ck. Deposit Validated By Address (include Bldg/Suite #)Business Name (at this address) Ur$M.ft/lftfitt*|Legal Description - 7/S/- Lot No.Subdivision Name/Number tal #'32 units1480-10 Description of Work ti, \SQ.FT.^-^7 *of Stories Po Gear h> O&yf Cages: gw> of Bedrooms # of Bathrooms City OT * O Aflant fer Owrwr State/Zip OA- Telephone # •'^y Fax Name Address City Wt-STA State/Zip Telephone # Name Address City State/Zip Telephone # (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law [Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code] or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$5001). fl*M tv fName State License # Address License Class City ' State/Zip City Business License # Designer Name State License # Address City State/Zip Telephone Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: fltf I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. 0L I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My worker's compensation insurance carrier and policy number are: Insurance Company Srt"0ct«£- ^VtWigL Policy No.T.'Z.T ** O "*^_ Jh'S fr ^ Expiration Date I "^- / SO /O*\ (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS (41001 OR LESS) Q CERTIFICATE OF EXEMPTION: 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' Compensation Laws of California. \ WARNING: Failure to secure workers' compensation coverage it unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred \ thousand dollars (&l00,000), In addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code. Interest and attorney's fees. ^•/SIGNATURE /L^lA-fL*\/\*» DATE 7/1*1 I'• ~ ~ ~ I hereby affirm that I am exempt from the Contractor's License Law for the following reason: Q I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure 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 thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). Q 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 of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). Q I am exempt under Section Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. Q YES QNO 2. I (have / have not) signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number): 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number / contractors license number): 5. I will provide some of the work, but 1 have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type of work): PROPERTY OWNER SIGNATURE DATE Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? Q YES Q NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? Q YES O NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Q YES D NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097(i) Civil Code). LENDER'S NAME LENDER'S ADDRESS I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representatives of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is notjawwoenced within 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is crffnmencad for a period of IflCTiays (Section 106.4.4 Uniform Building Code).a. >^i) DATE ^-/o-oy !_X" • WHITE: File YELLOW: Applicant PINK: Finance APPLICANT'S SIGNATURE City of Carlsbad Final Building Inspection Dept: Building Engineering Planning CMtfH) St Lite FireV*^ JUL 2 0 2005 Plan Check #: Permit #:CB040815 Project Name: SMITH RES NEW SFD 3589 SF LIV 1246 SF UNFINISHED BASEMENT,545SF GAR.141 DEC Address: 1375 CYNTHIA LN Lot: Contact Person: BRUCE Phone: 7602243480 Sewer Dist: CA Water Dist: CA Date: 07/20/2005 Permit Type: RESDNTL Sub Type: SFD 0 Inspected Bv: X^tf=/ //**/* Inspected Bv: Inspected Bv: Comments: Date / ,/ ^ t- Inspected: l/'2~lf&<f Date Inspected: Date Inspected: Approved: ^ Approved: Approved: Disapproved: Disapproved: Disapproved: City of Carlsbad Bldg Inspection Request For: 07/22/2005 Permittt CB040815 Title: SMITH RES NEW SFD 3589 SF LIV Inspector Assignment: PY Description: 1246 SF UNFINISHED BASEMENT,545SF GAR,141 DECK,436PRCH Sub Type: SFD 1375 CYNTHIA LN Lot Type: RESDNTL Job Address: Suite: Location: APPLICANT SMITH DON ALLAN&MICHELE CHRISTINE Owner: SMITH DON ALLAN&MICHELE CHRISTINE Remarks: Phone: 7602243480 Inspector: Total Time: CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Requested By: BRUCE Entered By: CHRISTINE Act Comment PCR05017 Date 07/20/2005 04/04/2005 04/04/2005 03/22/2005 03/17/2005 02/11/2005 01/27/2005 01/26/2005 01/25/2005 11/30/2004 11/08/2004 11/08/2004 10/25/2004 10/25/2004 09/28/2004 09/22/2004 Associated PCRs/CVs ISSUED SMITH RES- TRUSS CALC REV; Inspection History Description 89 Final Combo 17 Interior Lath* 18 Exterior Latr 84 Rough Coml 84 Rough Coml 15 Roof/Reroof 13 Shear Panel 15 Roof/Reroof 15 Roof/Reroof 33 Service 61 Footing 66 Grout Act nbo CO ath/Drywall AP .ath/Drywall WC ombo AP ombo CO oof NS tnels/HD's AP oof CO oof PA Change/Upgrade AP AP AP dation/Piers AP mnd/Condu it-Wiring WC dation/Piers PA mod/Under Floor PA Insp PY PY PY PY PY PY PY PY PY PY PY PY PY PY PY PY Comments SEE NOTICE ATTACHED CHECK COMBUSTION AIR TRUSS CALCS NEED PLANS TPPB J) Ly V tf[(. ' REQUIREMENT GARAGE & FRONT OF HOUSE BASEMENT SLAB UNDERGRND AT BASEMENT SUMP It- City of Carlsbad Bldg Inspection Request For: 07/20/2005 Permit* CB040815 Title: SMITH RES NEW SFD 3589 SF LIV Inspector Assignment: PY Description: 1246 SF UNFINISHED BASEMENT.545SF GAR.141 DECK,436PRCH Subtype: SFD 1375 CYNTHIA LN Lot Type: RESDNTL Job Address: Suite: Location: APPLICANT SMITH DON ALLAN&MICHELE CHRISTINE Owner: SMITH DON ALLAN&MICHELE CHRISTINE Remarks: Phone: 7602243480 Inspector: Total Time: CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Requested By: BRUCE Entered By: CHRISTINE Act Comment£. Associated PCRs/CVs PCR05017 ISSUED SMITH RES- TRUSS CALC REV; Inspection History Date 04/04/2005 04/04/2005 03/22/2005 03/17/2005 02/11/2005 01/27/2005 01/26/2005 01/25/2005 11/30/2004 1 1/08/2004 11/08/2004 10/25/2004 10/25/2004 09/28/2004 09/22/2004 09/16/2004 Description 17 18 84 84 15 13 15 15 33 61 66 11 31 11 21 66 Interior Lath/Drywall Exterior Lath/Drywall Rough Combo Rough Combo Roof/Reroof Shear Panels/HD's Roof/Reroof Roof/Reroof Service Change/Upgrade Footing Grout Ftg/Foundation/Piers Underground/Conduit-Wiring Ftg/Foundation/P iers Underground/Under Floor Grout Act AP we AP CO NS AP CO PA AP AP AP AP we PA PA AP Insp PY PY PY PY PY PY PY PY PY PY PY PY PY PY PY PY Comments CHECK COMBUSTION TRUSS CALCS NEED PLANS TPPB AIR REQUIREMENT GARAGE & FRONT OF HOUSE BASEMENT SLAB UNDERGRND AT BASEMENT SUMP CITY OF CARLSBAD BUILDING DEPARTMENT DATE (760) 602-2700 1635 FARADAY AVENUE /&*>«. &ed*TtfiA&-. ^r/?# '_<^r A /\ f\ 1/&&J) ,/^c^ FOR INSP8CT)ON FOR FURtH 602-2725. RE-INSPECTION FEE DUE? ON, CONTACT YES PHONE OR CODE ENFORCEMENT OFFICER - City of Carlsbad Bldg Inspection Request For: 03/17/2005 Permit* CB040815 Title: SMITH RES NEW SFD 3589 SF LIV Inspector Assignment: PY Description: 1246 SF UNFINISHED BASEMENT.545SF GAR,141 DECK,436PRCH Type: RESDNTL Sub Type: SFD Job Address: 1375 CYNTHIA LN Suite: Lot 0 Location: APPLICANT SMITH DON ALLAN&MICHELE CHRISTINE Owner: Remarks: Phone: 7602243480 Inspector: Total Time:Requested By: BRUCE Entered By: CHRISTINE CD Description Act Comment 14 Frame/Steel/Bolting/Welding 24 Rough/Topout 34 Rough Electric 44 Rough/Ducts/Dampers Associated PCRs/CVs PCR05017 ISSUED SMITH RES- TRUSS CALC REV; Inspection History Act Insp Comments NS PY AP PY Date Description 02/11/2005 15 Roof/Reroof 01/27/2005 13 Shear Panels/HD's 01/26/2005 15 Roof/Reroof 01/25/2005 15 Roof/Reroof 11/30/2004 33 Service Change/Upgrade 11/08/2004 61 Footing 11/08/2004 66 Grout 10/25/2004 11 Ftg/Foundation/Piers 10/25/2004 31 Underground/Conduit-Wiring 09/28/2004 11 Ftg/Foundation/Piers 09/22/2004 21 Underground/Under Floor 09/16/2004 66 Grout 09/03/2004 66 Grout 09/01/2004 66 Grout 08/18/2004 11 Ftg/Foundation/Piers 08/18/2004 12 Steel/Bond Beam CO PY TRUSS CALCS PA PY NEED PLANS AP PY TPPB AP PY AP PY GARAGE & FRONT OF HOUSE AP PY WC PY PA PY BASEMENT SLAB PA PY UNDERGRND AT BASEMENT SUMP AP PY PA PK 1ST LIFT - OK TO GROUT CA PD COULD NOT ACCOMMODATE TIME PA PY BASEMENT FOOTING WC PY CITY OF CARLSBAD BUILDING DEPARTMENT NOTICE (760) 602-2700 1635 FARADAY AVENUE TIME LOCATION 1 37^ PERMIT NO. - Pjuc&^U FOR INSPECTION CALL (760) 602-2725. RE-INSPECTION FEE DUE? FOR FUfi^HER INFORMATION, CONTACT L_ YES PHONE ILDING INSPECTOR CODE ENFORCEMENT OFFICER City of Carlsbad Bldg Inspection Request For: 01/26/2005 Permit* CB040815 Title: SMITH RES NEW SFD 3589 SF LIV Inspector Assignment: PY Description: 1246 SF UNFINISHED BASEMENT,545SF GAR, 141 DECK,436PRCH Sub Type: SFD 1375 CYNTHIA LN Lot Type: RESDNTL Job Address: Suite: Location: APPLICANT SMITH DON ALLAN&M1CHELE CHRISTINE Owner: Remarks: Phone: 7602243480 Inspector: Total Time: CD Description 15 Roof/Reroof Requested By: BRUCE Entered By: CHRISTINE Act Comment Associated PCRs/CVs Inspection History Date 11/30/2004 1 1/08/2004 11/08/2004 10/25/2004 10/25/2004 09/28/2004 09/22/2004 09/16/2004 09/03/2004 09/01/2004 08/18/2004 08/18/2004 Description 33 61 66 11 31 11 21 66 66 66 11 12 Service Change/Upgrade Footing Grout Ftg/Foundation/Piers Underground/Conduit-W iring Ftg/Foundation/Piers Underground/Under Floor Grout Grout Grout Ftg/Foundation/Piers Steel/Bond Beam Act AP AP AP AP we PA PA AP PA CA PA we Insp PY PY PY PY PY PY PY PY PK PD PY PY Comments TPPB GARAGE & FRONT OF HOUSE BASEMENT SLAB UNDERGRND AT BASEMENT SUMP 1ST LIFT -OK TO GROUT COULD NOT ACCOMMODATE TIME BASEMENT FOOTING CITY OF CARLSBAD BUILDING DEPARTMENT NOTICE (760) 602-2700 1635 FARADAY AVENUE FOR INSPECTION CALL (760) 602-2725. RE-INSPECTION FEE DUE? FOR FURTHER INFqR.U^DN, QONTACT YES PHONE CODE ENFORCEMENT OFFICER UNSCHEDULED BUILDING INSPECTION DATE ' / v INSPECTOR .——•———- -£-16PERMIT# ^~t - Q '^ PLAN CHECKS JOB ADDRESS DESCRIPTION CODE DESCRIPTION ACT COMMENTS City of Carlsbad Bldg Inspection Request For: 09/16/2004 Permit* CB040815 Title: SMITH RES NEW SFD 3589 SF LIV Inspector Assignment: PY Description: 1246 SF UNFINISHED BASEMENT,545SF GAR,141 DECK.436PRCH Type: RESDNTL Sub Type: SFD Job Address: 1375 CYNTHIA LN Suite: Lot 0 Location: OWNER SMITH DON ALLAN&MICHELE CHRISTINE Owner: Remarks: Phone: 7602243480 Inspector: Total Time: CD Description 66 Grout Requested By: BRUCE Entered By: CHRISTINE Act Comment Associated PCRs/CVs Inspection History Date Description Act Insp Comments 09/03/2004 66 Grout PA PK 1ST LIFT - OK TO GROUT 09/01/2004 66 Grout CA PD COULD NOT ACCOMMODATE TIME 08/18/2004 11 Ftg/Foundation/Piers PA PY BASEMENT FOOTING 08/18/2004 12 Steel/Bond Beam WC PY WQTIC6 OP FOOTlttQ EXCAVATION OBSERVATION JOB LOCATION OWNER OR CONTRACTOR OWNER'S ADDRESS 0ATG OBSERVED TQJAt NO. OF FOOTINGS OR CAISSONS DESCRIPTION OF FOOTINaS OR CAISSONS COVERED BY THIS NOTICE ir~tmr£imtm^W^ '» *ft*&r$ ^w w ^^ j- *a ^ •*• ™ 3 THE UNDERS4QNED HAS OBSERVED THE EXCAVATIONS USTE0 ABOVE ON THE SAME WERE EXCAVATED IN ACCORDANCE IN THE f»R£i|MINARy FOU^AflC^N REPORT ANU TME TH£ C CAISSON RTY AMO NS CODE OF FORM 8»/2 SINGLE FAMILY DWELLING ELECTRICAL SERVICE LOAD CALCULATION OPTIONAL METHOD NEC 220-30 As an alternative method, the STANDARD METHOD found in ARTICLE 220 of the National Electric Code, may be used 1. GENERAL LIGHTING LOADS Dwelling Sooo sq . ft. x 3 VA = >sooo VA Small appliance loads - 220-1 6(a) 1 500 VA x "^- circuits = SCOQ VA Laundry load- 220-1 6(b) 1500VAx i circuits H % g«^ VA General Lighting Total t*f. 2. COOKING EQUIPMENT LOADS - Nameplate Value Range _ VA = _ VA Cooktop ftoe>€> VA « ge^c* VA Oven(s) _ VA = _ VA Cooking Equipment Total fiboo VA 3. ELECTRIC DRYER 220-18 (Nameplate, 5000 VA minimum) Dryer &*r&> VA = Dryer Total Scoe> VA 4. FIXED APPLIANCE LOADS 230-30(b3) Dishwasher = IQPCN VA Disposal = loncs VA Compactor = • VA Water Heater - G.Q ^ VA Hydromassage Bathtub = . VA Microwave Oven - ior^ VA Built-in Vacuum = *gcc- VA ^> d UA £> . i^AA = ^Or^Q VA Fixed Appliance Total 5. OPTIONAL SUBTOTAL (Add all of the above totals) yZ.OO^ VA 6. APPLYING DEMAND FACTORS - TABLE 220-30 First 10,000 VA x 100% « 10,000 VA Optional Subtotal (from line 5) \ Remaining 32roooVA x 40% = tzJoQ VA 7. HEATING OR AC LOAD -TABLE 220-30 Larger of the Heating or AC Load - /^QOQ_ VA 8. OPTIONAL LOADS TOTAL (Add totals from lines 6 and 7) = ^ftvQ VA •* . 9. MINIMUM SERVICE SIZE » Optional Loada Total = , , , A240 Volt / (o\ Ampere (Please put total on front of card under Computed Load) County of BanVfUS tiS4 <*/>*> D*p«rtMMit et PlwmiBg uid Land OM of . $ 16* ) 375" SAN DIEGO (COUNTY) AREA CIRCUrT CARD AND LOAD SUMMARY [1996 NEC) DEPARTMENT OF PLANNING AND LAND USE - BUILDING DIVISIONTHIS CARD MUST BE FILLED OUT AND AVAILABLE AT THE SERVICE EQUIPMENT FOR THE ROUGH INSPECTION Address i S ~"T 5 CuwV Owmr Cx>f^ ^nTW'U Contractor '^ i^^L^i^~- C PANEL "ZLOo LOCATION f\ ft C r -C1 i tP I'k W G»V \ I>^<_ KtT & F I t.V GT, 3>vslv Mjftsti- l>.c.peia( ?cvtr l*\auv ol i «; \ ft A T*^ a> Cj^iA £altv iOcuktf ^Ol^Jrcl fe^^t^Tr Gttl 5<Jr\P A Stl^ A Filv\A Ci P / &«l*t^W. 6«^o^^ Ut^ CKT 1 3 5 7 9 11 13 15 17 19 21 23 25 27 29 31 33 35 37 39 41 Ltxw^^C^ CjQw I S» Wi A t_A. Pwmft Number Phone Census Tract Numberh_ ^jy,^^ Phone Area m Sq. ft. S O O O U3r>F>r\ A.I.C. /^O/2,yO VOLTS * 6 ^ WIRE BKRSIZE zo n .» • v X \ L^ ^ i* M I t t i Vt ( 1 l\ U ^X? 15" i•v it WIRE SIZE /Z it 1 V / 1 1 1 I i 1 I ^ ti. 1 ^ w 1 1 u lt I ' > I M H. '*/ ^ * V ». MAIN: O 2-°° AMPBKR/FUSE D BUS: -*TO 'VMP Service entrance or feeder conductors: Al Size: No. I/O B) O Insulation: JflnM ft D* Service ground/bond: Al Size: No. ^" V B) C) Clamp Joc*tk»(t): B.UFER 250- 81 (C) H Water Pipe 250 - 80(a), 81 (a D Ground rod 250-83(c) TYPE ^,L li / l t i t » 1 1 Li t i i-l •I » \. H- 11 » i 1 \ e?" 1 ^ ^v\ »» MISC —_ — — — — ~ - - — ' - _ — — — ^_ — _ — — - MLO LTG — — — - — ^ — - — — — - — — - — — «. — — T Type: D CU S-AL Conduit Size: *Z-M Type: £9 ) ^CU DAL GFCI locations 210-8, 680-70: 0 BathroonXs) 0 Kitchen D2 Garage(s) D Hydromassage tub REC 7 5 Y ^V 7. i / | I | 5 5 f "5 9 1 ^5 5 i REC — — 1 5 ^— z- 5 G V 1 40 /! — — • Cf 1 Computed Lc Branch drcu A) Ughtir B) Twos C) Laund D) Centn E) Bathn Remarks LTG (f iz. - - - Iz ® - - ^- — - 1-2- JO - — MJSC - - — - — — — - - — — — - .. — - — WIRE SIZE 7 •I 't '1 M It M II U U u ^ V* > i it ,, It TYPE ^M H «, '< M vt n »\ n •VI 1- <. * li It t( e/ BKR SIZE (5 ,, n »• U .1 M 1 1 U 0 \ t vx 0 1 1 I I M to CKT 2 4 6 6 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 LOCATION &4&£<*.c.»l 6<teCf^riA FiW Tau* <$ C^c^ £orJ Ik ^<X/QQt TLptl Gaewttot &TI w\. J\ v\ a (fl "iCT V^ ^ T Avi fUW ^- fetci -z.1^ rtsrur ^fliTKi ^STCfOcd 1 3 /^ v/ae- »d / C- 1 . U AMPS Sw Calculation Worksheet on tec* ts required: igctrcu&s/ 220 - 3(b). 4{d) man apptianoe circuit* 220 -4<b) ry circuit 220 - 4(c) il heating equipment 422 - 7 mm 210.52(d) J SUtly ami M iMIWUBAnc now BMn Wfcwu«i •UAJiuwwl mill flUwVMUwvfnsftucltow vtdlhttthf MWAshow) on 0in droun cwtf ftpt99tntt IhffultxttfltoftMwonc pttfuntd untitf thit pwnMt O Owner CD Contractor e-fit f jv«*bre_^-^eirt. Signed ** Dale *. (, # A h h HMD tl(4 (4/tt)County of MB 01*90 Testing Engineers-USL 7895 Convoy Court, Suite 18 San Diego, CA 92111 Phone (858) 715-5800 Fax (858) 715-5810 REPORT OF COMPRESSION TEST Sample Group # 39996 Project Name Project Addrei Gen. Contractor Engineer Bldg Permit # CB040815 Residence: Smith Masonry Inspection Project No 78028 Burdick Construction Sub-Contractor N/A Architect Sample Group Data Report of Placement Date Supplier/Plant Mix Number Mix Description Mix Design Specified Strength Grout 9/17/2004 SUPERIOR 8660 GROUT 2000 psi 2000 psi Prisms Slump Air Temp Mix Temp Air Content 13.8 MPa Unit Weight 13.8 MPa Measured Specified (in.) <°F) (BF) (%) pcf Truck No.669 Ticket #: 106691 Load* Sample Mark: 09/17/04-78028 Admixture Time Batched Time Sampled Made by FB Date Rec'd In Lab: 9/22/2004 by Age:Mln. Logged In by: Gallons of water added at Specific Location BASEMENT GRID 'F @ LINE 2 (2ND GROUT POUR) 1ST LIFT Special Instructions/Remarks Compression Laboratory Data Sample Lab No. Age 7 28 28 56 25248 25249 25250 25263 Date Discard Tested 9/24/2004 10/15/2004 10/15/2004 11/12/2004 D D D 0 Dimensions 3.04X2.94 in 3.09x3.02 in 3.00x2.98 in in Test Area 8,94 in* 9.33 in* 8.94 in* in2 Max Load Compresslve Strength 23,530 Ibs 2630 psi 29,780 Ibs 31 90 psi 30,010 Ibs 3360 psi Ibs psi 18.1 MPa 22.0 MPa 23.2 MPa MPa Comments: 28 day test meets specifications. Sampling and testing conducted in accordance with ASTM Standard designations: C31-91, C39-86, Checked by; Date: Reviewed by:_ Carlos Acero Copies: '<,C61/-87, £1231-01. L-X^Date Burdick Construction City of Carlsbad Don Smith 7895 Convoy Court, Suite 18 San Diego, California 92111 (858)715-5800 Fax:(858)715-5810 DSA FILE NUMBER. DSA APPLICATION DUMBER: Project No. . Construction Inspection Report Project Name j>og/// Project Local! Contractor Reviewed by Bldg. Permit No Date Reviewed Time Arrived //. O0 Time Departed^3 /L Travel Time TYPE OF INSPECTION Masonry D Batch plant D Foundations D Concrete Q Welding D Bolting D Soil D Fireproofrag D Reinforcement Steel D Pre-Post Tensioaed Tendon G Metal Decking O Other Documents Referenced fapproVtct Cify Summary .2.. _£ of J2 w naa.™ frstna * Ja /'/<• A AS f THE WORK:WAS D WAS NOT THE WORK INSPECTED:MET D DID NOT MEET INSPECTED IN ACCORDANCE WITH THE REQUIREMENTS OF THEJ>^ APPROVED DOCUMENTS Cc: Project Architect Structural Engineer _ Inspeclor-of-Record. _ DSA Regional Office _ School District THE REQUIREMENTS OF THE DRf APPROVED DOCUMENTS Print Name Testing Engineers - San Diego, Inc. 7895 CONVOY CT.,SUrTE 18 SAN DIEGO, CA 92111 Phone:(858)715-5800 Fax:(658)715-5810 Testing Engineers - Inland Empire 41120 ELM STREET MURR1ETA.CA 92562 Phone:(909)677-0366 Fax: (909)677-5761 CONSTRUCTION INSPECTION REPORT OS A File ff DSA APPLICATIONS Client P. 0.# NTP# PROJECT* 78028 project Name Smith Residence Project Loca^iM^iiBMMMMaiHPOl contractor Burdick Construction Building Permit # CB040815 D FieW Report D Concrete D AC! TechType ot Service Performed ,_,D Welding D Other mumrra^OEooB PtanFHe* D Notice to Comply NC# D Reinforcing Steel Q £3 Masonry O D Bolting Q Weather Documents Referenced Q Soils Report 0 Plans /Dated D Specs. /Dated Type of Equipment Used Density Count Moisture Count n Sample Type: Gage Type Amount Made / Taken: Date Time Arrived Time Departed OSHPD* Date Cleared Pre-Post Tensioned Tendon Soils Fireproofing ManPower D RFI# Calibration Dates 9/1/04 12:00 15:30 D Batch Plant D Foundations O Metal Decking £3 Codes Gage* MASONRY INSPECTION Inspected the previously laid-up reinforced, grouted structural masonry as outlined below. Inspected the previously laid-up 8" x 8" x 16" and 12" x 8" x 16" block and the installation of the horizontal reinforcing steel at the following locations line 1 to 8 with four to seven courses laid. Note the Head and bed joints are not filled solidly with mortar. See attached code excerpt 2104.4.4 Hollow-masonry units. All head and bed joints shall be filled solidly with mortar for a distance in from the face of the unit not less than the thickness of the shell. This Work D Was Q Was Not Inspected, Tested, and Sampled HI Accordance With Requirements of the PSA Approved Documents. The Work Inspected L] Met LJDid Not Meet the Requirements of the DSA Documents. The Work Tested D Met D Did Not Meet the Requirements of the DSA Documents. The Work Sampted D Met DDid Not Meet the Requirements of the DSA Documents. CERTIFICATION OF COMPLIANCE: To the best of my knowledge, alt of the observed work, unless otherwise stated, is in Conformance with the approved plans and specifications and the workmanship provisions of the Applicable code. Cc: Project Architect: Structural Engineer Inspector of Record: Inspector's Signature Approval Signature / Name / Company Reviewed by DSA Regional Office: School District: Certification Concrete ACI005541, ICBO 088463&38, City San Diego 650,Masonry tCBO 088463^84 Daniel E. Wyman Testing Engineers • San Diego, Inc. | | SAN DIEGO, CA 92111 Phone; (858) 715-5800 Fax: Testing Engineers - Inland Empire 41120 ELM STREET MURRIETA,CA 92562 Phone: (909) 677-0366 Fax: (909)677-5761 Date Page 1 of 1 . 8/25/04 Job Name Smith Residence Job # General / SuEcTOraaor Burdick Construction ^ Field Report D Notice to Comply Q Soils Q Concrete []] Structural Steel £] Type of Service Performed | j Asphalt Concrete [""] Prestress Concrete Q Fireproofing Q \ j Engineering Observation [^ Masonry [~~| Other Inspection Check List: D Soi!s ReP°rt D Plans D sPecs D RF! Building Permit # CB040815 Plan File # DSA # OSHPD On-site Equipment 78028 Waterproofing Roofing # Codes D Tests Performed (see attached) Sample Type MASONRY INSPECTION Inspected the previously laid-up reinforced, grouted structural masonry as outlined below. Inspected the previously laid-up 8" x 8" x 16" and 12" x 8" x 16" block and the installation of the horizontal reinforcing steel at the following locations line 1 to 8 with one to five courses laid. Note the head and bed joints do not comply with the code as follows: Head and bed joints thickness in sum locations are less than 1/4 inch in thickness and in other locations are or more than 5/8 inch in thickness. Head and bed joints are not filled solidly with mortar. See attached code excerpts. 2104.4.1 Mortar. The mortar shall be sufficiently plastic and units shall be placed with sufficient pressure to extrude mortar from the joint and produce a tight joint. Deep furrowing which produces voids shall not be used. The initial bed joint thickness shall not be less than 1/4 inch (6 mm) or more than 1 inch (25 mm); subsequent bed joints shall not be less than 1/4 inch (6 mm) or more than 5/8 inch (16 mm) in thickness. 2104.4.4 Hollow-masonry unite. All head and bed joints shall be filled solidly with mortar for a distance in from the face of the unit not less than the thickness of the shell. Start 14:30 >THrs. rrejCERTIFICATION OF COMPLIANCE: To the best of my knowledge, all of the observed work, unless otherwise stated, is in Conformance with the approved plans and specifications and the workmanship provisions of the Applicable code. For any non-conforming items the contractor shall schedule TESD for reinspectton or retesting. Note: all inspections are based on 4 and 8-hour minimums. In addition, any inspection extending past 12:00 P.M. (noon) will be billed 8-hour minimum. Concrete Certification's ACI # 005541, ICBQ # 088463&88, City gf^an Diego # 650, City of Temecula # 005541 / Masonry Certification ICBO # 0884636-84 Inspector's Signature ^^-^^^^^^^^1.-—.—~-~~~ " Inspector's Name Daniel E Wyman Approval Signature / Name / Company Date 8/25/04 Testing Engineers • San Diego, Inc. 7895 CONVOY CT., SUITE 18 SAN DIEGO, CA 92111 Phone:(858)715-5800 Fax:(858}715-5810 | | Testing Engineers - Inland Empire 41120 ELM STREET MURRIETA.CA 92562 Phone: (909) 677-0366 Fax: (909)677-5761 Date PageJ_of_L 8/23/04 Job Nan^-Srruth Residence Job#78028 ' ih In i iiai^^d i" vlTfTllii T 'lllil *MMt»ij t\[ ' 'i ' "^ General / Subcontractor Burdick Construction 1 13 Field Report LJ ®°'ls C Type of Service Performed {""] Asphalt Concrete Q j | Engineering Observation ^ Inspection Check List: D Soils ReP°rt E Building Permit # CB040815 Plan File # CD Notice to Comply Concrete Prestress Concrete Masonry ] Plans G DSA# CD Structural Steel |_] J~] Fireproofing | | D other Specs. C] RF! OSHPD Waterproofing Roofing # Codes On-site Equipment D Tests Performed (see attached)Sample Type UNSCHEDULED CANCELLATION Reported to the project site for the scheduled masonry inspection. Due to conditions outside of our control, contractor not on site, the scheduled work was canceled without notice. No inspections were performed. CERTIFICATION OF COMPLIANCE: To the best of my knowledge, alt of the observed work, unless otherwise stated, is in Conformance with the approved plans and specifications and the workmanship provisions of the Applicable code. For any non-conforming items the contractor shall schedule TESD for reinspection or retesting. Note: all inspections are based on 4 and 8-hour minimums. In addition, any inspection extending past 12:00 P.M. (no Concrete Certification's ACI # 005541 , ICBQ>9884636-88, Cjty^rf San Diego # 650, City of Temecula # 005541 / M Start « 1 Stop Reg. Hrs»L 2 QTHre.y*w 9-7-oH on) will be billed 8-hour minimum, asonry Certification ICBO # 0884636-84 Inspector's Signature Approval Signature / Name / Company Inspector's Name Daniel E Wyman Date 8/23/04 Ul ENGINEERING SUN Structural Engineering, Inc. Consulting Structural Engineers 2525 Pio Pico Dr. Suite 102 Carlsbad, CA. 92008 TeVFax:(760)434-7928 August 18,2004 Regarding: Smith Residence, City Building Department Approval Number: CB040815 To whom it may concern: This letter is to clariry that only periodic special inspection is required for the construction of the C.M.U. walls which are called out for special inspection required on the structural plans and details. Continuous special inspection is not required. The minimum C.M.U. strength fin' is 1500 psi. If you have any questions, please call me at 760-434-7928. Thank you. Sincerely, Changhua Sun, S.E. NOTICE OF FOOTING EXCAVATION OBSERVATION !:??h;.. J OB LOCATION WORK ORDER &WNER OR nnuTRp OWNER'S ADDRESS E FOOTINGS TOTAL NO OF FOOTINGS OR CAISSONS OBSERVED _ DESCRIPTION OF FOOTINGS OR CAISSONS COVERED BY THIS NOTICE fSi* •/. & DIAGRAM OF APPROVED FOOTINGS (SHOWING DIMENSIONS IF APPLICABLE) THE UNDERSIGNED HAS OBSERVED THE FOOTING AND/OR CAISSON EXCAVATIONS LISTED ABOVE ON THE REFERENCED PROPERTY AND SAME WERE EXCAVATED IN A C C O R D ANC E WITH OUR RECOM M E N D AT I O N S IN THE PRELIMINARY FOUNDATION REPORT AND THE BUILDING CODE OF THE {~+~-*j ,* BY. fORM 89/2 EsGH. Corporation In toftntn&ip vritk government for DATE: 8/12/04 JURISDICTION: City of Carlsbad PLAN CHECK NO.: 04-0815 rev PROJECT ADDRESS: 1375 Cynthia L PROJECT NAME: Smith Residence Revision Q Q PLAN REVIEWER a FILE SET: I X] 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 deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies 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. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Con- Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Date contacted: Mail Telephone (by: ) Fax In Person ><] REMARKS: Please slip revised she By: David Yao Esgil Corporation D GA D MB D E n PC Telephone #: Fax #: "and S-3 into the final approved set. Enclosures: original approved set 8/5 tmsmfl.dot 9320 Chesapeaks Drive, Suite 208 * Sn Diego, California 92123 * (858)5*0-1468 » Fax (858)56^576 EsGil Corporation In Partners/Up nritfi, government for Quitting Safety DATE: April 13, 2004 Q APPtlCANT JURISDICTION: Carlsbad Q PUN REVIEWER a FILE PLAN CHECK NO.: 04-815 SET: II PROJECT ADDRESS: 1375 Cynthia Lane PROJECT NAME: Smith Residence The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. Ai The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies 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. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: XI Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: , Telephone #: Date contacted: (by: ) •' Fax #: Mail Telephone Fax In Person X] REMARKS: 1. Only loose sheets have "been provided. The applicant shall slip-sheet them into the previous sets. 2. The designer shall provide a special inspection program to the building department. 3. The structural sheets must be signed by the engineer. 4. Evidence must be provided to show that the engineer-of-record has reviewed the truss calculation package. By: Bill Elizarraras Enclosures: Esgil Corporation D GA D MB D EJ D PC 4/6/04 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 * San Diego, California 92123 + (858)560-1468 * Fax (858) 560-1576 EsGil Corporation In <PartnersHip wit A government for <Bui&Rng Safety DATE: May 12, 20O4 d APPLICANT JURISDICTION: Carlsbad -PtAfTREViEWER a FILE PLAN CHECK NO.: 04-815 SET: IV PROJECT ADDRESS: 1375 Cynthia Lane PROJECT NAME: Smith Residence 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 deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies 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. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Esgil Corporation staff did not advise the applicant that the plan check has been completed. A] Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: John Beery Telephone #: Called to inquire Date contacted: 5\^\*i (by: <J€ ) Fax #: Mail Telephone Fax In Person. REMARKS: 1. The designer shall pmviaj^sLpecial inspection program to the building department. 2. The structural s^eete/must bVsigned by the engineer. By: Bill Elizarraras Enclosures: Esgil Corporation D GA D MB D EJ D PC LOG tmsmtldot 9320 Chesapeake Drive, Suite 208 * San Diego, California 92123 + (858)560-1468 * Fax (858) 560-1576 Carlsbad 04-S1S April 13, 3004 SPECIAL INSPECTION PROGRAM ADDRESS Oft LEGAL DESCRIPTION: PLANCHRCK NUMBER: ^ ( OWNER'S MAMgt I, a> the owner, or agent of the owner (contractors may rjpj employ the special Inspector), certify that I, or the architect/engineer of record, will be responsible for employing the special Inspectors) as required by Uniform Building Code (UBC) Section 1 701 . 1 for the construction project located at the cite listed iflSoveNJBC Section 1 0B. Signed a. 1,11 the engineer/architect of record, certify that 1 have prepared the following special inspection program as required by UBC Section 106.3.5 for the construction project located at the site listed above. Signed 1. Ltet of worfc requiring special Inspection: Soils Compliance Prior to Foundation Inspection Structural Concrete Over 2600 P8I .,, Prestrecsed Concrete * ^ ^Structural Masonry Designer Specified G Field Weldln High Strength Boltf Expanslon/Epoxy Anch Sprayed-On Flreprooflng U Other 2. Name(slo£]ndiv1dusl{») orflrnija) responsible for the special Inspections listad above: A. _ C. 3. Duties of the special Inspectors for the work lifted above; A. B. C. 8pMM Intptotora ihall chKfc >n wttti tht CRy ind pmunl tMtr erMtnttili tar approval fidai tnglnntng wertc on thw Job *i«. PO'd OT:6 TT "1I9S3 EsGil Corporation In Partnership witfr Qovernmtntfor <RuikRng Safety DATE: April 13, 2O04 a APPLICANT JURISDICTION: Carlsbad ^QTuAN REVIEWER Q FILE PLAN CHECK NO.: O4-815 SET: II PROJECT ADDRESS: 1375 Cynthia Lane PROJECT NAME: Smith Residence 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 deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The minor deficiencies identified below need to be resolved. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: John Beery P.O. Box 130684, Carlsbad, CA. 92013 Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: John Beery Telephone #: 760-438-2963 Date contacted: 5|IH«^ (by:jo ) Fax #: s.a.a. Mail /'Telephone Fax / In Person REMARKS: 1. The designer shall provide a special inspection program to the building department. 2. The structural sheets must be signed by the engineer. 3. Evidence must be provided to show that the engineer-of-record has reviewed the truss calculation package. By: Bill Elizarraras Enclosures: Esgil Corporation D GA D MB D EJ D PC 4/6/04 tmsma.dot 9320 Chesapeake Drive, Suite 208 4 San Diego, California 92123 * (858)560-1468 * Fax (858) 560-1576 Carlsbad 04-815 April 13, 2004 City of Carlsbad Building Department BUILDING DEPARTMENT NOTICE OF REQUIREMENT FOR SPECIAL INSPECTION Do Not Remove From Plans Plan Check No. O4-815 Job Address or Legal Description 1375 Cynthia Lane Owner Address You are hereby notified that in addition to the inspection of construction provided by the Building Department, an approved Registered Special Inspector is required to provide continuous inspection during the performance of the phases of construction indicated on the reverse side of this sheet. The Registered Special Inspector shall be approved by the City of Carlsbad Building Department prior to the issuance of the building permit. Special Inspectors having a current certification from the City of San Diego, Los Angeles, or ICBO are approved as Special Inspectors for the type of construction for which they are certified. The inspections by a Special Inspector do not change the requirements for inspections by personnel of the City of Carlsbad building department. The inspections by a Special Inspector are in addition to the inspections normally required by the County Building Code. The Special Inspector is not authorized to inspect and approve any work other than that for which he/she is specifically assigned to inspect. The Special Inspector is not authorized to accept alternate materials, structural changes, or any requests for plan changes. The Special Inspector is required to submit written reports to the City of Carlsbad building department of all work that he/she inspected and approved. The final inspection approval will not be given until all Special Inspection reports have been received and approved by the City of Carlsbad building department. Please submit the names of the inspectors who will perform the special inspections on each of the items indicated on the reverse side of this sheet. Carlsbad 04-815 April 13, 2004 SPECIAL INSPECTION PROGRAM ADDRESS OR LEGAL DESCRIPTION: _____ PLAN CHECK NUMBER: _____ OWNER'S NAME: I, as the owner, or agent of the owner (contractors may not employ the special inspector), certify that I, or the architect/engineer of record, will be responsible for employing the special inspector(s) as required by Uniform Building Code (UBC) Section 1701.1 for the construction project located at the site listed above. UBC Section 106.3.5. Signed I, as the engineer/architect of record, certify that I have prepared the following special inspection program as required by UBC Section 106.3.5 for the construction project located at the site listed above. rt S*al& Signature H*ra Signed 1. List of work requiring special inspection: D Soils Compliance Prior to Foundation Inspection Q Field Welding G Structural Concrete Over 2500 PSI D High Strength Bolting Q Prestressed Concrete Q Expansion/Epoxy Anchors n Structural Masonry D Sprayed-On Fireproofing n Designer Specified d Other 2. Name(s) of individual(s) or firm(s) responsible for the special inspections listed above: A. B. ; C. 3. Duties of the special inspectors for the work listed above: A. B. C. Special inspectors shall check in with the City and present their credentials for approval prjor to beginning work on the job site. EsGil Corporation In Partnership vritfi government for (Bui&fing Safety DATE: March 25, 2O04 Q APPLICANT <ILJ JURISDICTION: Carlsbad a PLAN REVIEWER Q FILE PLAN CHECK NO.: 04-815 SET:! PROJECT ADDRESS: 1375 Cynthia Lane PROJECT NAME: Smith Residence 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 deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies 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. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: John Beery P.O. Box 130684, Carlsbad, CA. 92013 Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: John Beery M.efr Telephone #: 760-438-2963 Date contacted: *|**M (by:S° ) Fax #: s.a.a. Mail Telephone Fax In Person REMARKS: By: Bill Elizarraras Enclosures: Esgil Corporation D GA D MB D EJ D PC 3/15/04 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 4- San Diego, California 92123 + (858)560-1468 4 Fax (858) 560-1576 City, of Carlsbad O4-O815 rev 8/12/04 VALUATION AND PLAN CHECK FEE PLAN CHECK NO.: 04-0815 rev DATE: Sf 12/04 JURISDICTION: City of Carlsbad PREPARED BY: David Yao BUILDING ADDRESS: 1375 Cynthia Lane BUILDING OCCUPANCY: R-3/U-1 TYPE OF CONSTRUCTION: V-N BUILDING PORTION revision Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA ( Sq. Ft.) cb Valuation Multiplier By Ordinance Reg. Mod. VALUE ($) . Plan Check Fee by Ordinance $120.00 Type of Review: [H Repetitive Fee Repeats D Complete Review D Other m Hourly Structural Only Hour* Esgll Plan Review Fee $96.00 * Based on hourly rate Comments: Sheet 1 of 1 macvalue.doc Carlsbad 04-815 March 25, 2OO4 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: O4-815 JURISDICTION: Carlsbad PROJECT ADDRESS: 1375 Cynthia Lane FLOOR AREA: 3589 sq.ft. Dwelling STORIES: 2 545 sq.ft. Garage 1246 sq.ft. Basement HEIGHT: 29' REMARKS: DATE PLANS RECEIVED BY DATE PLANS RECEIVED BY JURISDICTION: ESGIL CORPORATION: 3/15/04 ' DATE INITIAL PLAN REVIEW PLAN REVIEWER: Bill Elizarraras COMPLETED: March 25, 2004 FOREWORD (PLEASE READ): This plan review is limited to the 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 disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Present California law mandates that residential construction comply with the 2001 edition of the California Building Code (Title 24), which adopts the following model codes: 1997 UBC, 2000 UPC, 2000 UMC and 1999 NEC (all effective 11/1/02). The above regulations apply to residential construction, regardless of the code editions adopted by ordinance. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1997 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, please note on this list (or a COPY) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. Carlsbad O4-815 March 25, 2O04 • PLANS 1. Please make all corrections on the original tracings, as requested in the correction list. Submit two sets of plans for residential projects. For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments, 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. 2. Plans, specifications and calculations shall be signed and sealed by the California state licensed engineer or architect responsible for their preparation. .Specify expiration date of license. (California Business and Professions Code). 3. When special inspection is required, the architect or engineer of record shall prepare an inspection program which shall be submitted to the building official for approval prior to issuance of the building permit. Please review Section 106.3.5. Please complete the attached form. 4. Show locations of permanently wired smoke detectors with battery backup: a) Inside each bedroom. b) Centrally located in corridor or area giving access to sleeping rooms. c) On each story. d) In the basement, if part of the dwelling unit. NOTE: Detectors shall sound an alarm audible in ajl sleeping areas of the unit. Section 310.9.1. 5. No habitable room, other than a kitchen, shall be less than 7'0" in any dimension. Section 310.6.3. @ Office. 6. Sleeping rooms shall have a window or exterior door for emergency escape. Sill height shall not exceed 44" above the floor. Windows must have an openable area of at least 5.7 square feet with the minimum openable width 20" and the minimum openable height 24". The emergency door or window shall be openable from the inside to provide a full, clear opening without the use of separate tools. Section 310.4. 7. Basements in dwelling units shall comply with the above (even if not designated as sleeping rooms). Section 310.4. 8. Window area must be at least 1/10 of the floor area per Section 1203.3. @ Basement. 9. Openable window area in habitable rooms must be 1/20 of the floor area. Section 1203.3. @ Basement. 10. Dimension on the plans 30" clear width for water closet compartments. Section 2904. Carlsbad O4-815 March 25, 2O04 11. Glazing in the following locations should be of safety glazing material in accordance with Section 2406.4: a) Where the bottom exposed edge of the window glazing is less than 60 inches above a standing surface and drain inlet of tubs and drains. b) Fixed or operable panels adjacent to a door where the nearest exposed edge of the glazing is within a 24-inch arc of either vertical edge of the door in a closed position and where the bottom exposed edge of the glazing is less than 60 inches above the walking surface. 12. Garage requires one-hour fire protection on the garage side of walls and ceiling common to the dwelling. Table 3-B, Section 302.4. 13. All elements supporting floor above garage, including walls/beams/columns supporting floor joists, must have one-hour fire-resistive protection on the garage side. Section 302.2. 14. Provide fireplace construction details. Chapter 31. 15. Provide the Mfg. specifications for the fireplace flue transition fitting from masonry to metal. 16. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents (required by the soil report). 17. Show size, embedment and location of hold down anchors on foundation plan. Section 106.3.3. 18. Note on plan that hold down anchors must be tied in place prior to foundation inspection. Section 108.5.2. 19. Please provide evidence that the engineer-of-record (or architect) has reviewed the truss calculation package prepared by others (i.e., a "review" stamp on the truss calculations or a letter). Section 106.3.4.1. 20. Per UBC Section 2321.4, provide the following note on the plans if trusses are used: "Each truss shall be legibly branded, marked or otherwise have permanently affixed thereto the following information located within 2 feet of the center of the span on the face of the bottom chord: a) Identity of the company manufacturing the truss. b) The design load. c) The spacing of the trusses." 21. Show on the plan the amperage of the electrical service, the location of the service panel and the location of any sub-panels. 22. Per NEC Art. 210-11(c)3, note on the plans that bathroom circuiting shall be either: a) A 20 ampere circuit dedicated to each bathroom, or b) At least one 20 ampere circuit supplying only bathroom receptacle outlets. .Carlsbad 04-815 March 25, 2O04 23. All bedroom branch circuits now require arc fault protection. Note clearly on the plans that "Bedroom branch circuits will be arc fault circuit protected." NEC Art. 210-12(b). 24. Show T and P valve on water heater and show route of discharge line to exterior UPC, Section 608.5. 25. Provide fluorescent general lighting (40 lumens per watt minimum) in kitchen(s) and bathrooms (containing a tub or shower), 26. Note on the plans: "The manufactured windows shall have a label attached certified by the National Fenestration Rating Council (NFRC) and showing compliance with the energy calculations." • CITY REQUIREMENTS 27. New residential units must be pre-plumbed for future solar water heating. Note "two roof jacks must be installed" where the water heater is in the one story garage and directly below the most south facing roof (City Ordinance No. 8093). 28. Note "two 3/4" copper pipes must be installed to the most convenient future solar panel location when the water heater is not in a one story garage and is not directly below the most south facing roof. (City Ordinance No. 8093). 29. All piping for present or future solar water heating must be insulated when in areas that are not heated or cooled by mechanical means (City Policy). To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes U No a The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Bill Elizarraras at Esgil Corporation. Thank you. , Carlsbad O4-815 March 25, 2O04 City of Carlsbad Building Department BUILDING DEPARTMENT NOTICE OF REQUIREMENT FOR SPECIAL INSPECTION Do Not Remove From Plans Plan Check No. O4-815 Job Address or Legal Description 1375 Cynthia Lane Owner Address You are hereby notified that in addition to the inspection of construction provided by the Building Department, an approved Registered Special Inspector is required to provide continuous inspection during the performance of the phases of construction indicated on the reverse side of this sheet. The Registered Special Inspector shall be approved by the City of Carlsbad Building Department prior to the issuance of the building permit. Special Inspectors having a current certification from the City of San Diego, Los Angeles, or ICBO are approved as Special Inspectors for the type of construction for which they are certified. The inspections by a Special Inspector do not change the requirements for inspections by personnel of the City of Carlsbad building department. The inspections by a Special Inspector are in addition to the inspections normally required by the County Building Code. The Special Inspector is not authorized to inspect and approve any work other than that for which he/she is specifically assigned to inspect. The Special Inspector is not authorized to accept alternate materials, structural changes, or any requests for plan changes. The Special Inspector is required to submit written reports to the City of Carlsbad building department of all work that he/she inspected and approved. The final inspection approval will not be given until all Special Inspection reports have been received and approved by the City of Carlsbad building department. Please submit the names of the inspectors who will perform the special inspections on each of the items indicated on the reverse side of this sheet. Carlsbad 04-815 March 25, 2OO4 SPECIAL INSPECTION PROGRAM ADDRESS OR LEGAL DESCRIPTION: PLAN CHECK NUMBER: OWNER'S NAME: I, as the owner, or agent of the owner (contractors may not employ the special inspector), certify that I, or the architect/engineer of record, will be responsible for employing the special inspector(s) as required by Uniform Building Code (UBC) Section 1701.1 for the construction project located at the site listed above. UBC Section 106.3.5. Signed I, as the engineer/architect of record, certify that I have prepared the following special inspection program as required by UBC Section 106.3.5 for the construction project located at the site listed above. fi SM! A Slgnttur* H»r» Signed 1. List of work requiring special inspection: G Soils Compliance Prior to Foundation Inspection Q Field Welding G Structural Concrete Over 2500 PSI G High Strength Bolting G Prestressed Concrete G Expansion/Epoxy Anchors G Structural Masonry G Sprayed-On Fireproof ing G Designer Specified G Other 2. Name(s) of individual(s) or firm(s) responsible for the special inspections listed above: A. B. C. 3. Duties of the special inspectors for the work listed above: A. B. C. Special inspectors shall check in with the City and present their credentials for approval prior to beginning work on the job site. Carlsbad O4-815 March 25, 2004 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: O4-815 PREPARED BY: Bill Elizarraras DATE: March 25, 2O04 BUILDING ADDRESS: 1375 Cynthia Lane BUILDING OCCUPANCY: R3/U1 TYPE OF CONSTRUCTION: VN BUILDING PORTION Dwelling Garage Basement Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA (Sq.Ft.) 3589 545 1246 cb Valuation Multiplier Per City Value By Ordinance Reg. Mod. VALUE ($) 690,090 * 690,090 $2,277.07 Plan Check Fee by Ordinance Type of Review: CD Repetitive Fee Repeats Complete Review D Other ,-, Hourly Q Structural Only Hour* Esgll Plan Review Fee $1,480.10 $1,275.16 Comments: Sheet 1 of 1 macvalue.doc City of Carlsbad J~ ••^^^•^••^^•^•^^••'^•^•^•^•^^^^^••••••^•^•HPublic Works - Engineering BUILDING PLANCHECK CHECKLIST €Td EST. VALUE: DATE: BUILDING ADDRESS: PROJECT DESCRIPTION: ASSESSOR'S PARCEL NUMBER: ENGINEERING DEPARTMENT APPROVAL The item you have submitted for review has been approved. The approval is based on plans, information and/or specifications provided in your submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to build. [A Right-of-Way permit is required prior to construction of the following improvements: By: Please se marked or spe codes a specifications EN1AL ched report of deficiencies necessary corrections to plans mpliance with applicable bmit corrected pians and/or 'ce for review. By: Date: Date: Date: 7L FOR OFFICIAL USE ONLY •NGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT: Da,: ATTACHMENTS G Dedication Application 0 Dedication Checklist D Improvement Application D Improvement Checklist D Future Improvement Agreement D Grading Permit Application D Grading Submittal Checklist D Right-of-Way Permit Application [] Right-of-Way Permit Submittal Checklist and Information Sheet D Sewer Fee Information Sheet ENGINEERING DEPT. CONTACT PERSON Name: KATHLEEN M. FARMER City of Carlsbad Address: 1635 Faraday Avenue. Carlsbad, CA 92008 Phone: (760) 602-2741 CFD INFORMATION Parcel Map No: Lots: Recordation: Carlsbad Tract: CA 92OO8J-7314 • (76O) 602-2720 • FAX (76O) BUILDING PLANCHECK CHECKLIST D D D SITE PLAN Provide a fully dimensioned site plan ^rawrt to scale. Show: North Arrow Existing & Proposed Structures Existing Street Improvements Property Lines E. Easements Right-of-Way Width & Adjacent Streets Driveway widths Existing or proposed sewer lateral Existing or proposed water service J. Existing or proposed irrigation service Show on site plan: A. B. C. D. Drainage Patterns 1. Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. 2. ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building." Existing & Proposed Slopes and Topography Size, type, location, alignment of existing or proposed sewer and water service (s) that serves the project. Each unit requires a separate service, however, second dwelling units and apartment complexes are an exception. Sewer and water laterals should not be located within proposed driveways, per standards. D D 3. Include on title sheet: A. Site address B. Assessor's Parcel Number C. Legal Description For commercial/industrial buildings and tenant improvement projects, include: total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. EXISTING PERMIT NUMBER DESCRIPTION BUILDING PLANCHECK CHECKLIST ISCRETIONARY APPROVAL COMPLIANCE 4a. Project does not comply with the following Engineering Conditions of Approval for Project No. #. 4b. All conditions are in compliance. Date: DEDICATION REQUIREMENTS D D 5. Dedication for all street Rights-of-Way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $15.000. pursuant to Carlsbad Municipal Code Section 18.40.030. Dedication required as follows: Dedication required. Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 Yz" x 11" plat map and submit with a title report. All easement documents must be approved and signed by owner(s) prior to issuance of Building Permit. Attached please find an application form and submittal checklist for the dedication process. Submit the completed application form with the required checklist items and fees to the Engineering Department in person. Applications will not be accept by mail or fax. Dedication completed by:Date: IMPROVEMENT REQUIREMENTS D 6a. All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $75.000. pursuant to Carlsbad Municipal Code Section 18.40.040. Public improvements required as follows: Attached please find an application form and submittal checklist for the public improvement requirements. A registered Civil Engineer must prepare the appropriate improvement plans and submit them together with the requirements on the attached checklist to the Engineering Department through a separate plan check process. The completed application form and the requirements on the H:\WORD\DOCStCHKLST\Buildlng Plant*** CM$t Fonn (RIDDLE • HARVEY 7-12-00).doe BUILDING PLANCHECK CHECKLIST ST D D checklist must be submitted in person. Applications by mail or fax are not accepted. Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of building permit. Improvement Plans signed by:Date: 6b. Construction of the public improvements may be deferred pursuant to Carlsbad Municipal Code Section 18.40. Please submit a recent property title report or current grant deed on the property and processing fee of $310 so we may prepare the necessary Future Improvement Agreement. This agreement must be signed, notarized and approved by the City prior to issuance of a Building permit. Future public improvements required as follows: D D 6c. Enclosed please find your Future Improvement Agreement. Please return agreement signed and notarized to the Engineering Department. Future Improvement Agreement completed by: Date: 6d. No Public Improvements required. SPECIAL NOTE: Damaged or defective improvements found adjacent to building site must be repaired to the satisfaction of the City Inspector prior to occupancy. D D/D D GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 11.06.030 of the Municipal Code. 7a. Inadequate information available on Site Plan to make a determination on grading requirements. Include accurate grading quantities (cut, fill import, export). 7b. Grading Permit required. A separate grading plan prepared by a registered Civil Engineer must be submitted together with the completed application form attached. NOTE: The Grading Permit must be issued and rough grading approval obtained prior to issuance of a Building Permit. Grading Inspector sign off by:Date: 7c. Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) H.lWOflQ\OOCS\CHKI_S'nBUkfing Planctack Ckttt Form (GENERIC 7-14-00).doc BUILDING PLANCHECK CHECKLIST 1ST n 2ND D gRD n n n n n n n 7d .No Grading Permit required. 7e. If grading is not required, write "No Grading" on plot plan. MISCELLANEOUS PERMITS 8. A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-Way and/or private work adjacent to the public Right-of-Way. Types of work include, but are not limited to: street improvements, tree trimming, driveway construction, tying into public storm drain, sewer and water utilities. Right-of-Way permit required for: n n n ODD n n n ODD 9. INDUSTRIAL WASTE PERMIT If your facility is located in the City of Carlsbad sewer service area, you need to contact the Carlsbad Municipal Water District, located at 5950 El Camino Real, Carlsbad, CA 92008. District personnel can provide forms and assistance, and will check to see if your business enterprise is on the EWA Exempt List. You may telephone (760) 438-2722, extension 7153, for assistance. Industrial Waste permit accepted by: Date: 10.NPDES PERMIT Complies with the City's requirements of the National Pollutant Discharge Elimination System (NPDES) permit. The applicant shall provide best management practices to reduce surface pollutants to an acceptable level prior to discharge to sensitive areas. Plans for such improvements shall be approved by the City Engineer prior to issuance of grading or building permit, whichever occurs " 11. J3 Required fees are attached O No fees required WATER METER REVIEW 12a. Domestic (potable) Use Ensure that the meter proposed by the owner/developer is not oversized. Oversized meters are inaccurate during low-flow conditions. If it is oversized, for the life of the meter, the City will not accurately bill the owner for the water used. « AH single family dwelling units received "standard" 1" service with 5/8" service. R*».T/i«x> 1ST )ND >RD D D D 12b. BUILDING PLANCHECK CHECKLIST • If owner/developer proposes a size other than the "standard", then owner/developer must provide potable water demand calculations, which include total fixture counts and maximum water demand in gallons per minute (gpm). A typical fixture count and water demand worksheet is attached. Once the gpm is provided, check against the "meter sizing schedule" to verify the anticipated meter size for the unit. • Maximum service and meter size is a 2" service with a 2" meter. • If a developer is proposing a meter greater than 2", suggest the installation of multiple 2" services as needed to provide the anticipated demand, (manifolds are considered on case by case basis to limit multiple trenching into the street). Irrigation Use (where recycled water is not available) Alt irrigation meters must be sized via irrigation calculations (in gpm) prior to approval. The developer must provide these calculations. Please follow these guidelines: 1. If the project is a newer development (newer than 1998), check the recent improvement plans and observe if the new irrigation service is reflected on the improvement sheets. If so, at the water meter station, the demand in gpm may be listed there. Irrigation services are listed with a circled "I", and potable water is typically a circled "W". The irrigation service should look like: STA 1+00 Install 2" service and 2. 1.5: meter (estimated 100 gpm) If the improvement plans do not list the irrigation meter and the service/meter will be installed via another instrument such as the building plans or grading plans (w/ a right of way permit of course), then the applicant must provide irrigation calculations for estimated worst-case irrigation demand (largest zone with the farthest reach). Typically, Larry Black has already reviewed this if landscape plans have been prepared, but the applicant must provide the calculations to you for your use. Once you have received a good example of irrigation calculations, keep a set for your reference. In general the calculations will include: Hydraulic grade line Elevation at point of connection (POC) Pressure at POC in pounds per square inch (PSI) Worse case zone (largest, farthest away from valve Total Sprinkler heads listed (with gpm use per head) Include a 10% residual pressure at point of connection 3. In general, all major sloped areas of a subdivision/project are to be irrigated via separate irrigation meters (unless the project is only SFD with no HOA). As long as the project is located within the City recycled water RfV.T/1«00 ST RD BUILDING PLANCHECK CHECKLIST service boundary, the City intends on switching services/meters to a new recycled water line in the future. EH D CH 12c- Irrigation Use (where recycled water is available) these irrigation 1. Recycled water meters are sized the same as the irrigation meter above. 2. If a project fronts a street with recycled water, then they should be connecting to this line to irrigate slopes within the development. For subdivisions, this should have been identified, and implemented on the improvement plans. Installing recycled water meters is a benefit for the applicant since they are exempt from paying the San Diego County Water Capacity fees. However, if they front a street which the recycled water is there, but is not live (sometimes they are charged with potable water until recycled water is available), then the applicant must pay the San Diego Water Capacity Charge. If within three years, the recycled water line is charged with recycled water by CMWD, then the applicant can apply for a refund to the San Diego County Water Authority (SDCWA) for a refund. However, let the applicant know that we cannot guarantee the refund, and they must deal with the SDCWA for this. 13. Additional Comments: H:\WORDOOCSVCHKLSTOuUng PtondWCk CUM Form (Gmric).<toc D D ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET Estimate based on unconfirmed information from applicant. Calculation based on building plancheck olan subrnittai. Address: Prepared by: Bldg. Permit Checked by:Date: EDU CALCULATIONS: rist types and square footages for all uses. Types of Use: ^'^^ Sq. Ft./Units: / Types of Use: Sq. Ft./Units: APT CALCULATIONS: List types and square footages for all uses. Types of Use: Sp fo Sq. Ft./Units: / Types of Use: Sq. Ft./Units: EDU's: EDU's: ADT's: ADT's: FEES REQUIRED: WITHIN CFD: D YES (no bridge & thoroughfare fee in District #1, reduced Traffic Impact Fee) D NO D 1. PARK-IN-LIEU FEE FEE/UNIT: PARK AREA & #: X NO. UNITS:= $ ACT FEE 's/UNITS: THOROUGHFARE s/UNITS: IANAGEMENT FEE /SQ.FT.: /7> ^^( X FEE/ADT: ' v FEE (DIST. #1 DIST. #2 X FEE/ADT: ZONE: X FEE/SQ.FT./UNIT: <?5ro( DIST. #3 } = $ ^^""~ -, ^ ^ D 5. SEWER FEE EDU's:/FEE/EDU: BENEFIT AREA: EDU's:FEE/EDU: D 6. SEWER LATERAL ($2,500) D 7. DRAINAGE FEES PLDA_ -7 iACRES: /% l\ = $_ = $ HIGH /LOW FEE/AC: /631. D 8. POTABLE WATER FEES UNITS QOD£ CONNECTION FEE METER FEE SDCWA FEE -f- C : IRRIGATION >r Word\Docs\MMorms\Fn Calculation Work«h«t Iof2 Rev. 7/14/00 08/11/2004 08:28 FAX 17604384178 CITY OF CARLSBAD El 01 CITY OF CARLSBAD GRADING INSPECTION CHECKLIST FOR PARTIAL SITE RELEASE PROJECT INSPECTOR- fltrU PROJECT in Pfi GRADING PERMIT Na LOTS REQUESTED FOR RELEASE, N/A = NOT APPLICABLE V- COMPLETE 0 = Incomplete or unacceptable Site access to requested lots adequate and logically grouped Site erosion control measures adequate. Overall site adequate for health, safety and welfare of pubfic. Letter from Owner/Dev. requesting partial release of specific lota, pads orbldg. 8/6n x 11" site plan (attachment) showing requested lots submitted. Compaction report from soils engineer submitted. (If sods report has been submitted with a previous partial release, a letter from soDs engineer referencing the soNs report and identifying specific lots for release shall accompany subsequent partial releases). EOW certification of work done with finish pad elevations of specific Ms to be released. Letter must state lot (s) is graded to within a tenth (.1) of the approved grading plan. Geologic engineer's letter if unusual geologic or subsurface conditions exist FuNy functional fire hydrants within 500 feet of building combustibles and an all weather roads access to site is required. Partial release of grading for the above stated lots is approved for the purpose of buldlng permit issuance. Issuance of building permits is still subject to all normal City requirements required pursuant to the building permit process. Partial release of the she is denied for the following reasons: 1st ^ s* 6^ c^ ^ ^ */ J/fl- ^^ 2nd.s -" s* - s* if 1. 2. 3. 4. 5- 6. 7. B. 9, Project Inspector Construction (Manager J-JFLBHASTEIVFORUS/PART$ni.P*M Date D D D D Plan Check No. CB Planner ?reg Fisher APN: / PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Address -23r Phone (760) 602- ^629 Type of Project & Zoning: f^-^(General Plan: Net Project Density:,DU/AC CFD (in/out) #_Date of participation: Facilities Management Zone: / .Remaining nftt dpy Circle One (For non-residential development: Type of land used created by this permit: . ) Legend: ^ Item Complete Q Item Incomplete - Needs your action Environmental Review Required: YES NO TYPE DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: Discretionary Action Required: APPROVAL/RESO. NO. PROJECT NO. YES NO DATE TYPE OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: NO Coastal Zone Assessment/Compliance Project site located in Coastal Zone?YES_ CA Coastal Commission Authority? YES_ If California Coastal Commission Authority: Contabt them at - 7575 Metropolitan Drive, Suite 103, San Diego CA 92108-4402; (619) 767-2370 Determine status (Coastal Permit Required or Exempt): Coastal Permit Determination Form already completed? YES NO_ If NO, complete Coastal Permit Determination Form now. Coastal Permit Determination Log #: Follow-Up Actions: 1} Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum Floor Plans). 2) Complete Coastal Permit Determination Loo_as needed. Inclusionary Housing Fee required: YES A NO (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) Data Entry Completed? YES (A/P/Ds, Activity Maintenance, en Y/N, Enter Fee, UPDATE!) \f r"€i^_ (NO , toolbar, Screens, Housing Fees, Construct Housing H:\ADMIN\COUNTER\BldgPlnchkRevChklst Rev 9/01 Site Plan: 1. Provide a fully dimensional site plan drawn to scale. Show: North arrow, property 'lines, easements, existing and proposed structures, streets, existing -street improvements, right- of-way width, dimensional setbacks and existing topographical lines (including all side and rear yard slopes). 2. Provide legal description of property and assessor's parcel number. Policy 44 - Neighborhood Architectural Design Guidelines Applicability: YES Project complies YES Zoning: 1. Setbacks: Front: Interior Side: Street Side: Rear: Top of slope: X. NO. NO Required Required Required Required Shown Shown Shown Shown Shown ED 2. Accessory structure setbacks: Front: Interior Side: Street Side: Rear: Structure separation: 3. Lot Coverage: . t f-/fr\ "Tfl 4. Height: Required Requj equired Required Required Required Required L- D 5. Parking:inn • I Spaces Required »own Shown Shown Shown Shown Shown Shown Shown (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required Shown OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTE H:\ADMIN\COUNTER\BldgPlnchkRevCh .te 9/01 & s &a. a. it/\ D D D D PLANNING DEPARTMI BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No. CB Planner APN: Address Greg Fisher Phone(760) 602- Type of Project & Zoning: f^-^\ CFD (in/out) #_Date of participation: Net Project Density:DU/AC Facilities Management Zone: / Rpmaininj HPt How arroc- Circle One (For non-residential development: Type of land used created by this permit: . ) Legend:Item Complete Environmental Review Required: DATE OF COMPLETION: Item Incomplete - Needs your action YES NO TYPE Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: Discretionary Action Required: APPROVAL/RESO. NO. PROJECT NO. YES NO TYPE DATE OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES NO y—A_ CA Coastal Commission Authority? YES N0_/F'~'If California Coastal Commission Authority: Contact them at - 7575 Metropolitan Drive, Suite 103, San Diego CA 92108-4402; (619) 767-2370 Determine status (Coastal Permit Required or Exempt): Coastal Permit Determination Form already completed? YES NO If NO, complete Coastal Permit Determination Form now. Coastal Permit Determination Log #: Follow-Up Actions: 1) Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum Floor Plans). 2) Complete Coastal Permit Determination Loo_as needed. Inclusionary Housing Fee required:YES,NO (Effective date of Inclusionary Housing Ordinance - May 21, 1993.} Data Entry Completed? YES>i_ (NO (A/P/Ds, Activity Maintenance, en Y/N, Enter Fee, UPDATE!) 7 toolbar, Screens, Housing Fees, Construct Housing H: \ADM I N\ CO UNTER\BldgPtnchk Re vChklst Rev 9/01 Site Plan: 1, Provide a fully dimensional site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing -street improvements, right- of-way width, dimensional setbacks and existing topographical lines (including all side and rear yard slopes). ^ l~Z)lU Qffe^W^ C?( &£>£_ OfiS * f~ ' ""* *" "* 2. Provide legal description of property and assessor's parcel number. Policy 44 - Neighborhood Architectural Design Guidelines 1. Applicability: YES ^V". NO/ ^y"2. Project complies YESA> NO Zoning: Setbacks: nt: rior Side: Street Side: Rear: Top of slope: Required Required Required Required Shown Shown Shown IS) CD CH 2. Accessory structure setbacks: Front: Interior Side: Street Side: Rear: Structofe separation: 3. Lot Coverage: 4. Height: Required equired Required Required Required Required D D 5. Parking:Spaces Required lown Shown Shown Shown Shown Shown Shown Shown (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required Shown Additional Commfeflfe (J) V^ fo*frt ff) TM^^W*^ r^^M^.i/' ^ fsxjircjf Polity OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER -©ATE 21.46.010 Sections: 21.46.010 Height of buildings on through lots. 21.46.020 Allowed protrusions above height limits. 21.46.030 Regulations. 21.46.040 Modification of side yard requirement on combined lots. 21.46.050 When more than one main building exists. 21.46.060 Commission may establish formula for modifying yard requirements. 21.46.070 Modification of required front yards. 21.46.080 Property abutting half-streets. 21.46.090 Measurement of front yards. 21.46.100 Vision clearance, corner and reversed corner lots. 21.46.110 Dwellings and apartments above stores. 21.46.120 Permitted intrusions into required yards. 21.46.130 Walls, fences or hedges. 21.46.140 Trees, shrubs and flowers. 21.46.150 Multiple or row dwellings fronting upon a side yard. 21.46.160 Multiple or row dwellings rearing upon a side yard. 21.46.170 One building on a lot or building site. 21.46.180 Through lots. 21.46.190 Lot area not to be reduced. 21.46.200 Greater lot area than prescribed. 21.46.210 Substandard lots. 21.46.010 Height of buildings on through lots. On through lots one hundred fifty feet or (ess in depth, the height of a building on such tot may be measured from the sidewalk level of the street on which the building fronts. On through lots more than one hundred fifty feet in depth, the height regulations and basis of height measurements for the street permitting the greater height shall appl\ to a depth of not more than one hundred fift\ feet from that street. (Ord. 9060 § 1600) 21.46.020 Allowed protrusions above height limits. Roof structures specifically for the housing of elevators, stairways, tanks, ventilating fans or similar equipment required to operate and maintain the building, fire or parapet walls, skylights, archi- tectural towers, flagpoles, chimneys, smokestacks, wireless masts and similar structures may be erected above the height limits prescribed in this title but no roof structure or any other space above the height limit prescribed for the zone in which the building is located shall be allowed for the purpose of providing additional floor space, or be taller than the minimum height requirement to accommodate or enclose the intended use. However, the exception in this section does not apply if there is a specific provision in this title for the above-described protrusions or for protrusions which are architectural features. (Ord. NS-240 § 9. 1993: Ord. NS-204 § 12, 1992: Ord. 9060 § 1601) 21.46.030 Regulations. Except as provided in this chapter, every re- quired yard shall be open and unobstructed from the ground to the sky. No yard or open space provided around any building for the purpose of complying with the provisions of this title shall be considered as providing a yard or open space for any other building, and no yard or open space on any adjoining property shall be considered as providing a yard or open space on a building site whereon a building is to be erected. (Ord. 9060 § 1602) 21.46.040 Modification of side yard requirement on combined lots. When the common boundary line separating two contiguous lots is covered by a building or 722-1 (Carlsbad 2-02) : 1.46.010 Sections: 21.46.010 Height of buildings on through lots. 21.46.020 Allowed protrusions above height limits. 21.46.030 Regulations. 21.46.040 Modification of side yard requirement on combined lots. 21.46.050 When more than one main building exists. 21.46.060 Commission may establish formula for modifying yard requirements. 21.46.070 Modification of required front yards. 21.46.080 Property abutting half-streets. 21.46.090 Measurement of front yards. 21.46.100 Vision clearance, corner and reversed corner lots. 21.46.110 Dwellings and apartments above stores. 21.46.120 Permitted intrusions into required yards. 21.46.130 Walls, fences or hedges. 21.46.140 Trees, shrubs and flowers. 21.46.150 Multiple or row dwellings fronting upon a side yard. 21.46.160 Multiple or row dwellings rearing upon a side yard. 21.46.170 One building on a lot or building site. 21.46.180 Through lots. 21.46.190 Lot area not to be reduced. 21.46.200 Greater lot area than prescribed. 21.46.210 Substandard lots. 21.46.010 Height of buildings on through lots. On through lots one hundred fifty feet or less in depth, the height of a building on such lot may be measured from the sidewalk level of the street on which the building fronts. On through lots more than one hundred fifty feet in depth, the height regulations and basis of height measurements for the street permitting the greater height shall appK to a depth of not more than one hundred fift> feet from that street. (Ord. 9060 § 1600) 21.46.020 Allowed protrusions above height limits. Roof structures specifically for the housing of elevators, stairways, tanks, ventilating fans or similar equipment required to operate and maintain the building, fire or parapet walls, skylights, archi- tectural towers, flagpoles, chimneys, smokestacks, wireless masts and similar structures may be erected above the height limits prescribed in this title but no roof structure or any other space above the height limit prescribed for the zone in which the building is located shall be allowed for the purpose of providing additional floor space, or be taller than the minimum height requirement to accommodate or enclose the intended use. However, the exception in this section does not apply if there is a specific provision in this title for the above-described protrusions or for protrusions which are architectural features. (Ord. NS-240 § 9, 1993: Ord. NS-204 § 12, 1992: Ord. 9060 § 1601) 21.46.030 Regulations. Except as provided in this chapter, every re- quired yard shall be open and unobstructed from the ground to the sky. No yard or open space provided around any building for the purpose of complying with the provisions of this title shall be considered as providing a yard or open space for any other building, and no yard or open space on any adjoining property shall be considered as providing a yard or open space on a building site whereon a building is to be erected. (Ord. 9660 § 1602) 21.46.040 Modification of side yard requirement on combined lots. When the common boundary line separating two contiguous lots is covered by a building or 722-1 {Carlsbad 2-02) 21.46..0W) 21.46.090 Measurement of front yards. Front yard requirements shall be measured from the front property line or the indicated edge of a street for which a precised plan exists. (Ord. 9060 § 1608) 21.46.100 Vision clearance, corner and reversed corner lots. All corner lots and reversed corner lots subject to yard requirements shall maintain for safety vision purposes a triangular area one angle of which shall be formed by the front and side lot lines separating the lot from the streets, and the sides of such triangle forming the corner angle shall each be fifteen feet in length, measured from the aforementioned angle. The third side of the triangle shall be a straight line connecting the last two mentioned points which are distant fif- teen feet from the intersection of the front and side lot lines, and within the area comprising the triangle no tree, fence, shrub or other physical obstruction higher than forty-two inches above the established grade shall be permitted. {Ord. 9060 § 1609) 21.46.110 Dwellings and apartments above stores. Front and side yard requirements shall not be applicable to dwellings and apartments erected above stores. (Ord. 9060 § 1610) ic following intrusions may project into any required yards, but in nocase shall such intru- "(1) Cornices, eaves, belt courses, sills, but- tresses or other similar architectural features: (2) Fireplace structures not wider than eight feet measured in the general direction of the wall of which it is a pan: (3) Stairways, balconies and fire escapes; laming boxes or masonry planters not exceeding fortv-two inches in height: )on approval of the land use planning manager the following intrusions may project to the property lines of side or rear yards immedi- ately adjacent to permanent open space areas: (A) Unenclosed balconies, patios and decks which extend above the existing ground level. In making the determination, the land use planning manager shall follow the procedures as set forth in Chapter 21.51 except that the findings stated in Section 2l.51.0lO(2)(A) and (B) need not be made. The land use planning manager shall find that approval of the variance will not cause any adverse physical or visual impacts on adjacent properties. (Ord. 9675 § 1. 1983: Ord. 9060 § 1611) 21.46.130 Walls, fences or hedges. In any "R" zone, no fence, wall or hedge over forty-two inches in height shall be permitted in any required from yard setback. In the required side yard or street side of either a corner lot or reversed corner lot. a six-foot fence may be per- mitted when approved by the land use planning office and the building and planning department when the safety and welfare of the general public are not imposed upon. The issuing of a permit upon the approval of The land use planning office and the building and planning department of the city shall be subject to special conditions which may vary due to the topography, building place- ment and vehicular or pedestrian traffic. On an interior lot a wall or fence not more than six feet in height may be located anywhere to the rear of the required from yard. In any "R" zone, any fence that exceeds six feet, for special uses or under special circumstances, shall be granted by 724 21.46.130 the planning commission and subject to the con- ditions imposed by this commission. (Ord. 1256 § 14.1982: Ord. 9291 §1,1972: Ord. 9180 § 1: Ord. 9060 §1612) 21.46.140 Trees, shrubs and flowers. Shrubs, flowers, plants and hedges not more than forty two inches in height, and trees shall be permitted in any required yard, except as pro- vided in Section 21.46.100. (Ord. 9060 § 1613) 21.46.150 Multiple or row dwellings fronting upon a side yard. The minimum width of the side yard upon which dwellings front shall be not less than ten feet. (Ord. 9060 § 1614) 21.46.160 Multiple or row dwellings rearing upon a side yard. Where two-family dwellings or multiple-fam- ily dwellings, group houses, court apartments or row dwellings are arranged so that the rear of such dwellings abut upon the side yards, and such dwellings have openings onto such side yards used as secondary means of access to the dwellings, the required side yards to the rear of such dwellings shall be increased by one foot for each dwelling unit having such an entrance or exit opening into or served by such yard, pro- vided such increase need not exceed five feet. (Ord. 9060 §1615) 21.46.170 One building on a lot or building site. Any building which is the only building on a lot or building site is a main building unless authorized by variance. (Ord. 9060 § 1616) 21.46.180 Through lots. Through lots one hundred eighty feet or more in depth may be improved as two separate lots, with the dividing line midway between the street frontages, and each resulting one-half shaJl be subject to the controls applying to the street upon which such one-half faces. If each resulting one- half be below the minimum lot area as deter- mined by this ordinance, then no division may be made and only one single-family dwelling may be erected upon such lot. If the whole of any through lot is improved as one building site, the main building shall conform to the zone classifi- cation of the frontage occupied by such main building, and no accessory building shall be located closer to either street than the distance constituting the required front yard on such street. (Ord. 9060 § 1617) 21.46.190 Lot area not to be reduced. No lot area shall be so reduced or diminished that the lot area, yards or other open spaces shall be smaller than prescribed by this ordinance, nor shall the density of population be increased in any manner except in conformity with the reg- ulations established by this title. (Ord. 9060 § 1618) 21.46.200 Greater lot area than prescribed. Greater lot areas than those prescribed in the various zones may be required when such greater areas established by the adoption of a precise plan in the manner prescribed by law. designat- ing the location and size of such greater required areas. (Ord. 9060 § 1619) 21,46.210 Substandard lots. When a lot has less than the minimum required area or width as set forth in any of the zones contained herein, or in a precise plan, and was of record on the effective date of the ordi- nance codified in this title, such lot shall be deemed to have complied with the minimum required lot area or width as set forth in any such zone or precise plan. The lot area per dwelling unit shall, however, remain as specified in the applicable area district, except that in no instance shall this provision prevent the erection of a sin- gle-family dwelling on any substandard lot. (Ord. 9060 § 1620) 725 , - City of Carlsbad PLAN CMECK CORRECTIONS Planning Department All revisions pertaining to plan check corrections are noted as Revision I on the plans. 1. See Sheet A-1 4 A-8 for compliance with City's basement definition. Please note that all heights from exterior grade to adjacent floor below is more than the vertical distance from exterior grade to adjacent Interior ceiling for more than ~\b% of perimeter of building coverage 2. See Sheet A-1 < A-S for existing grade. 3. See attached page for compliance with City Policy *44. Date Mar. 25,2OO4 Scale NA Drawn RRR Job No. 2311 SMITM PC 04-S15 1315 Cynthia Lam Carlsbad, CA . - ' City of Carlsbad PLAN CMECK CORRECTIONS • Planning Department Compliance with City Council Policy 44: Architectural Guidelines; 4. Please note on Sheet A-l that there Is a 4'-6" step back, from the wall of the entry door to wall of the garage door, thereby creating two distinct planes, A third distinct plan Is wall of the second floor bedroom which steps back 3'-0" from the plan of the garage wall as noted on Sheet A-l as line of floor above, and as Indicated on front exterior elevation on Sheet A-l. 5. Please note that the rear balcony, which constitutes and building plane Is 4'-3" In front of the exterior wall of building which constitutes a second distinct plane. A third plane Is constftuted by the wall of the enclosed balcony which Is recessed an additional 4'-6". 1. All exterior walls are to be 2x6 and all exterior door and window Jambs are to be 4" thereby creating a 2" recess on all exterior openings. All exterior doors and windows are vinyl and doors vinyl clad. 13. The front facade of the house Incorporates knee braces, exposed rafter tails, arched elements (Garage Door,), exterior wood elements (Guardrail, and accent materials (Brick and stone veneer A See Sheet A-1 and Material Legend. 14. Only the front elevation Is adjacent to, or visible from a Circulation Element roadway, and, therefore, 1$ the only elevation required to Include 4 design elements. Date Mar. 25,2004 Scale MA Drawn RRR Job No. 2311 SMITH RESIDENCE PC 04-815 1315 Cynthia Lane Carlsbad, CA John S. Beery Architect A.LA. P.O. Box 130684 Carlsbad, CA 92013-0684 1-760-438-2963 ENGINEERING SUN Structural Engineering, Inc. Consulting Structural Engineers 2525 Pio Pico Dr. Suite 102 Carlsbad, CA. 92008 Tel: 760-434-7928 Fax: 760-434-7928 Structural Calculations Smith Residence SUN Structural Engineering, Inc. Smith Residence ENGINEERING Consulting Structural Engineers Date: 12/2003By: C.Sun Sht-2 LOADING: ROOF ASPHALT SINGLE 4.0 PSF 1/2" PLYWOOD 1.5 PSF ROOF TRUSSES @ 24" O.C. 3.5 PSF *J/ (> VJ X i . I3vA/\.I\JL/ «—^*"IP-I™——^I-P—————————•--<—^-»«——-.•»«"-.—•-•*————^P^P.—-^——•— ^,»J "OF INSULATION 1.0 PSF MECHANICAL & MISC. 2.5 PSF D.L.= 15.0 PSF +3 PSF FOR SEISMIC L.L = 16.0 PSF FLOOR WOOD FLOORING 5.0 PSF 3/4" PLYWOOD 2.0 PSF TJI/PRO350 xl 1-7/8" DEEP @ 16" O.C. 3.5 PSF 5/8" GYP. BOARD 2.5 PSF INSULATION 1.0 PSF MECHANICAL & MISC. 2.0 PSF D.L = 16.0 PSF +3 PSF FOR SEISMIC L.L.= 40.0 PSF DECK DEXOTEC 3.0 PSF 3/4" PLYWOOD 2.0 PSF 2x12 @ 16" O.C. 3.5 PSF 5/8" GYP. BOARD 2.5 PSF INSULATION 1.0 PSF MECHANICAL & MISC. 2.0 PSF D.L.= 14.0 PSF L.L.= 60.0 PSF Title: SMITH RESIDENCE D«gnr C.S. Description: Scope: Job #23059 K»f. 110302User: KW-M0311fl, V«r 5,1.3,2I-Jun-1699, Win32(Cl 1981-89 ENEftCALC General Timber Beam Date: Description ROOF HEADER-1 [Sketch & Diagram L" £' -0.05SfcT ftmm • 1.» i [l? Local Y Deduction Location Akmg U amber (ft) Title : SMITH RESIDENCE Dsgnr: C.S. Description : Job # 23059 Date: Rev: 910302Daw: KVWM311B. Vsr5.1.3. ZWwMWB. Win32 (c) 1W3-BS ENERCALC Scope: General Timber Beam c:\Droleett\r68tdenclal\8mim\v9rtlcal.ecw: RO Description ROOF HEADER-1 General Information Section Name 8x8 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Calculations are designed to 1 997 NDS and 1997 UBC Requirements | 5.500 In 7.500 in Sawn 1.250 Pin-Pin 35.000 pcf Center Span Left Cantilever Right Cantilever Douglas Fir - Larch, No.1 Fb Base Allow Fv Allow Fc Allow E 600ft . . ft .. ft .- 1,350.0 psi ttslo psi 1 ,600.0 ksl . .Lu ...Lu ..Lu 0.00ft 0.00ft 0.00ft Full Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 278.00 #/ft #ffi «ft LL LL LL 296.00 #ffi ftfft HWl (Summary | Span= 6.00ft, Beam Width = Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max® Right Support Max. M allow fb 611 .63 psi Fb 1,687.50 psi Deflections S.SOOin x Depth = 7.5in, 0.475 ; 1 2.6 k-ft 7.3 k-ft 2.63 k-ft at 0.00 k-tt at 0.00 k-ft 0.00 k-ft 7.25 fv 50.46 psi Fv 106.25 psi Ends are Pin-Pin Maximum Shear * 1 3.000ft 6.000 ft Reactions... LeftDL Right DL Allowable Shear Camber; 0.66 k 0.86k 5 ©Left@ Right ©Left ©Center ©Right Max Max Beam Design OK 2.1 k 4.4 k 1.75 k 1.75k 0.000 in 0.041 in 0.000 In 1.75 k 1.75k 1 Center Span- Deflection ...Location ...Lenglfi/Defl [Stress Calcs Bending Analysis Ck 24.972 Le Cf 1.000 Rfa ©Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing Q Supports Max. Left Reaction Max. Right Reaction Query Values Dead Load -0.027 in 3.000ft 2,652.2 0.000ft 0.000 Max Moment 2.63 k-ft 0.00 k-ft 0.00 k-ft @ Left Support 2.08k 19,590 In2 106.25 psi 1.75 Jt 1,75k M, V, & D @ Specified Locations @ Center Span Location @ Right Cant. Location • © Left Cant. Location • 0.00 0.00 0.00 Total Load Left Cantilever... -0.055 in Deflection 3.000 ft ...LangtWDefl 1,308.00 Right Cantilever... Deflection ...Length/Defl Dead Load Total Load 0.000 In 0.000 in 0.0 0.0 0,000 In 0.000 in 0.0 0.0 \ Sxx 51563in3 Area 41.250in2 Cl 0,000 SxxRea'd 18.69 in3 0.00 In3 0.00 in3 @ Right Support 2.08k 19.590 In2 106.25 psi Bearing Length Req'd Bearing Length Req'd Moment ft 0.00 k-ft ft 0.00 k-ft ft 0.00 k-ft Allowable fb 1 ,687.50 psi 1,687.50 psi 1,687.50 psi 0.510 In 0.510 in Shear Deflection 1.75k 0.0000 in 0.00 k 0.0000 in 0.00 k 0.0000 in \ Title: SMITH RESIDENCE Dsgnr C.S. Description: Scope: Job # 23059 R«v: 81Q5UUU»»r: KWMNWS118, WS.1.3, 22-Jim-1W6. Wtatt(c) 1083^99 ENERCALC General Timber Beam Date: c\oroiecWreaidenctel\»mrthW6rtical.ecw:fl DescripUon FLOOR BEAM-1 Sketch & Diagram Rmax-i.lk VnUMQM-1.111 L 12' M- Rmox*1,1k Vmax ft ft «1,1k Local Y Dflflodtan (in)n Atong M«mbar (ft) RBV. 510302 LMr KW-OBOS118, V8r S.I .3,22-JOT-1MQ. WoM <c) 1B83-W BCRCALC THto : SMITH RESIDENCE Dsgnr: C.S. Description : Scope: Job # 23059 Data: General Timber Beam c.'\pro<adaVBaldendaAflmilh\vertkal.ecw:fl Description FLOOR BEAM-1 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements"! Beam Depth 11. 875 in Member Type Sawn Bm Wt. Added to Loads Load Dor. Factor 1 . 000 Beam End Fbdty Pin-Pin Wood Density 50.000 pcf Full Length Uniform Loads Center DL Left Cantilever DL Right Cantilever DL Right Cantilever Truss Joist - MacMillan, Fb Base Allow Fv Allow Fc Allow E 50.00 #m u#m u.#m LL 1200ft Lu 0.00ft ft Lu 0.00 ft ft Lu 0.00 ft Parallam 2.0E 2,900.0 psi 290,0 psi 650.0 psi 2,000.0 ksi 120.00 #ffi #/ft#m 1 1 Summary | Span= 12.00ft, Beam Width = Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 484.20 psi Fb 2,900.00 paf Deflections Beam Design OK S.SOOIn x Depth re 11.87Sln, Ends are Pin-Pin 0.167 ; 1 3.3 k-ft 19.9 k-ft 3.32 k-ft at 0.00 k-ft at 0.00 k-ft 0.00 k-ft 19.88 fv 33.55 psi Fv 290.00 psi Maximum Shear * 1 6.000ft 12.000 ft Reactions... LeftDL Right DL Allowable Shear: Camber: 0.39 k 0.39k 5 ©Left @ Right ©Left @ Center © Right Max Max 1.4 k 12.1 k 1.11 k 1.11 k 0.000 in 0.046 in 0.000 in 1.11 k 1.11k 1 Center Span... Dead Load Deflection ...Location ...Length/Defl -0.031 in 6.000ft 4,679.4 Total Load Left Cantilever... -0.088 in Deflection 6.000 ft ...Length/Defl 1 ,634.74 R|ght cantilever... Deflection ...Length/Defl Dead Loafj Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Stress Calcs I Bending Analysis Ck 21.298 Le Cf 1.000 Rb ©Center © Left Support © Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing Q Supports Max. Left Reaction Max. Right Reaction Query Values 0.000ft 0.000 Max Moment 3.32 k-ft 0.00 k-ft 0.00 k-ft © Left Support 1.39k 4.808 in2 290.00 psi 1.11 k 1.11 k M, V, & D @ Specified Locations © Center Span Location = © Right Cant. Location = © Left Cant. Location = 0.00 0.00 0.00 Sxx 82.259 in3 Area 41.563*2 Cl 0.000 Sxx Reo'd 13.74 In3 0.00 in3 0.00 in3 © Right Support 1.39k 4.808 In2 290.00 psi Bearing Length Req'd Bearing Length Req'd Moment ft 0,00 k-ft ft 0.00 k-ft ft 0.00 k-ft Allowable fb 2,900.00 psi 2,900.00 psi 2,900.00 psi 0.486 in 0.486 in 1 Shear Deflection 1.11 k 0.0000 In 0,00 k 0.0000 in 0.00 k 0.0000 in Title: SMITH RESIDENCE Dagnr C.S. Description: Scope: Job #23059 Date: <HT-1 R«v: S10302UMT. KVWMM110, V*r 8,1.3,22-JUO-19M. WnW(c) (863-MENEfiCAtC General Timber Beam c:\protects\neaidefKial\smltti\v6ftical ,ecw:fl Description FLOOR BEAM-2 Query Values M, V, A D ® Specified Locations @ Center Span Location = @ Right Cant. Location = @ Left Cant. Location = 0.00 ft 0.00 ft 0.00 ft Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear 3.29k 0.00k 0.00k Deflection 0.0000 In 0.0000 in 0.0000 in Sketch & Diagram Rm««a.3k Vmix fl) n • 2.6K 2 ?'ffo Local y DftfteBHon (in)LocaOcm Along Member (f() 14 ? Rev: S10302U»r KW-060J11S, V« S.I.3. 22-JurvtOBa, Win32 (01186WB ENERCALC Title: SMITH RESIDENCE Dagnr: C,S. Description: Scope: Job # 23059 Date: General Timber Beam c:\ofoleda\regldendal\amtth\vertical.9cw:fl Description FLOOR BEAM-2 I General Information Calculations are designed to 1997 NDS and 19$7 UBC Requirements | Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density 526x11 875 5 250 in 1 1 875 in Sawn 1.000 Pin-Pin 35.000 pcf Center Span 22.50ft .. Truss Joist - MacMillan, Parallam 2.0E Fb Base Allow 2,900.0 psi Fv Allow 290.0 psi Fc Allow 650.0 psi E 2,000.0 ksl . . .Lu .Lu . .Lu 0.00ft 0.00ft 0.00 ft [Full Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 56.00 #ffl#m#m LL LL LL ^ ^^^^^^^^^^^^^^^^•^mmiiiiiiiiiiiBSl 140.00 #m#m#m Point Loads Dead Load 390.0 Ibs Live Load 720.0 Ibs ...distance 4.000ft | Summary I Span= 22.50ft, Beam Width Max Stress Ratio Maximum MomentAllowable Max, Positive MomentMax. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 1 ,524.36 psi Fb 2.900.00 psi Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs 0.000ft 0.000ft 0.000ft 0.000ft 1 Ibs Ibs Ibs Ibs 0.000 ft 0.000ft Beam Design OK = 5.250in x Depth = 11.875ln, Ends are Ptn-PIn 0.526 ; 1 15.7 k-ft 29.8 k-ft 15.67k-n at0.00 k-ft at 0.00 k-ft 0.00 k-ft 29.82 fv 74.54 psi Fv 290.00 psi Maximum Shear 10.350ft 22.500ft Reactions... LeftDL Right DL Allowable Shear Camber: 1.12 k 0.87k •1.5 §LeftRight ©Left @Cent( ©Right Max Max 4.6 k 18.1 k 3.29 k 2.57k 0.000 in jr 0.504 in 0.000 in 3.29 K 2.57k Deflections Center Span- Deflection ...Location ...Length/Deft Dead Load -0.336 In 10.980ft 803.7 Total Load -0.990 in 10.980 ft 272.68 Left Cantilever... Deflection .. Length/Def! Right Cantilever... Deflection ...Length/Deft Dead Load 0.00X1 in 0.0 0.000 in 0.0 Tpta| Lpad 0.000 in 0.0 0.000 in 0.0 Stress Calcs Bending Analysis Ck 21,296 Le Cf 1.000 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing Q Supports Max. Left Reaction Max. Right Reaction 0.000ft 0.000 Max Moment 15.67 k-ft 0.00 k-ft 0.00 k-ft @ Left Support 4.65k 16.025 In2 290.00 psi 3.29k 2.57k Sxx 123.389 in3 Cl 0.000 Sxx Reo'd 64.66 in3 0.00 in3 0.00 In3 @ Right Support 3.57k 12.325 in2 290.00 psi Bearing Length Req'd Bearing Length Req'd Area 62.344 In2 Allowable fb 2,900.00 psi 2,900.00 psi 2,900.00 psi 0.964 in 0.754 In TWe: SMITH RESIDENCE D*gnn C S. Description: Job #23059 Data: ; ttw. 5103(0: User KW-M0311B, Vor 5.1.3,22-Jun-1M9, i (CMBS3-98 ENERCALC Scope : General Timber Beam _c:\pfojects\fe8kienciai\flmHh\v6rtical.ecw: RO Description RIDGE BEAM-1 Sketch & Diagram Pl 1.00 Los*l V DanaeUon (In)Location Along Mwnbar (R) Tttte: SMITH RESIDENCE Dftgnr: C.S. Description: Job #23069 Date: Rev: 510302User: KW-oe031ia> Var 5.1.3, 22-Ji*v19M, Wn32 M 1M9-M BJERCALC Scope: General Timber Beam c:\Drotecta\r9sidenclal\smithWertlcal.ecw:RO Description RIDGE BEAM-1 General Information Section Name 4x12 Beam Width Beam Depth Member Type Bm Wt Added to Loads Load Dur. Factor Beam End Fixity Wood Density Calculations are designed to 1997 NDS and 1997 UBC Requirements | 3.500 in 11. 250 in Sawn 1.250 Pin-Pin 35.000 pcf Center Span Left Cantilever Right Cantilever Douglas Fir - Larch, No.2 Fb Base Allow Fv Allow Fc Allow E 1100ft .. ft -. tt ,- 875.0 pel 95.0 psi 625.0 pal 1, 600.0 ksi . .Lu ...Lu . ..Lu 0.00 ft 0.00ft 0,00 ft Full Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 1 35.00 #ffi #/ft ft/ft LL LL LL 144.00 #fflm#m 1 Summary | — Beam Design OK Span* 1 1 .00ft, Beam Width = 3.500ln x Depth = 1 1 .25in, Ends are Pin-Pin Max Stress Ratio 0-590 : 1 Maximum Moment Allowable Max. Positive Moment Max, Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 709.42 psi Fb 1,203. 13 psi 4.4 k-ft 7.4 k-ft 4.36 k-ft at 0.00 k-ft at 0.00 k-ft 0.00 k-K 7.40 fv 50.30 psi Fv 11 8.75 psi Maximum Shear * 5.500ft 11.000ft Reactions... LeftDL Right DL Allowable Shear: Camber: 0.80 k 0.80k 1.5 ©Left ©Right ©Left @ Center ©Right Max Max 2.0 k 4.7 k 1.59 k 1.59k 0.000 in 0.108 in 0.000 in 1.59 k 1.59k Deflections Center Span- Deflection ...Location ...Length/Defl Stress Calcs Banding Analysis Ck 31.019 Le Cf 1.100 Rb ©Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing $ Supports Max. Left Reaction Max. Right Reaction Query Values Dead Load -0,072 in 5.500ft 1,841.7 0.000ft 0.000 Max Mornent 4.36 k-ft 0.00 k-ft 0.00 k-ft @ Left Support 1.98k 16.680 In2 118.75 psi 1.59k 1.59k M, V, & D @ Specified Locations @ Center Span Location @ Right Cant. Location = © Left Cant. Location = 0.00 0.00 0.00 Total Load Lett Cantilever... -0.143 in Deflection 5.500 ft ...Lenolh/Defl 922.67 Right Cantilever... Deflection ... Length/Defl Dead Load Total Load 0.000 in 0.000 In 0,0 0.0 0.000 in 0.000 in 0.0 0.0 jj Sxx 73.628 In3 Area 39.375 in2 Cl 0.000 Sxx Reo'd 43.53 in3 0.00 in3 0.00 in3 @ Right Support 1.96k 16.680 ifl2 11 8,75 psi Bearing Length Req'd Bearing Length Req'd Moment ft 0.00 k-ft ft 0.00 k-ft ft 0.00 k-ft Allowable fb 1,203.13 psi 1,203.13 psi 1,203.13 psi 0,726 in 0.726 In Shear Deflection 1 .59 k 0.0000 in 0.00 k 0.0000 in 0.00 k 0.0000 in I Title : SMITH RESIDENCE Dagnr: C.S. Description : Job #23059 Data: Scope : RBV: S1WQ2 Uur: KW-W03118, Ver 5.1.3,23-Jun-1ftM, Wn32 (c) 1863-96 ENERCALC General Timber Beam c\protect8\res>dendal\amith\veftical.6cw:fl Description FLOOR BE AM-3 Sketch & Diagram Locst y DeflBoBOfl (In)LOMtton AUrtg Membw (ft) Title: SMITH RESIDENCE Dsgnr: C.S. Description: Job #23059 Date: Scope: Rsv. S10302 User KW-080311B, Vw 5,1,3, 22-Jun-19M, Win32 <o)196S-MENERCALC General Timber Beam c:\orQled8\rea ktencial\smltfi\verlical.acw:fl Description FLOOR BEAM-3 General Information Calculations are designed to 1M7 NDS and 1997 UBC Requirements [ Beam Width Member Type Bm Wt Added to Loads Load Dur Factor Beam End Fixity Wood Density 36x11 875 3 500 in Sawn 1.000 Pin-Pin 50.000 pcf Center Span 11.00ft Truss Joist - MacMlllan, Parallam 2.0E Fb Baae Allow 2,900.0 psi Fv Allow 290.0 psi Fc Allow 650.0 psi E 2,000.0 ksi . .Lu . .Lu Lu 0.00 ft 0.00ft 000 ft Full Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 234.00 #/ft #ffi#m LL LL LL 96.00 #mm.m | Summary | Span= 11.00ft, Beam Width Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max © Right Support Max. M allow fb 759.97 psi Fb 2,900.00 psi Deflections Beam Design OK • 3.500ln x Depth * 1l.B75ln. Ends are Pin-Pin 0.2S2 ; 1 5.2 k-ft 19.9 k-ft 5.21 k-ft at 0.00 k-ft at 0.00 k-ft 0,00 k-ft 19.88 fv 56.34 psi Fv 290.00 psi Maximum Shear * 1 5,500ft 0.000ft Reactions... LeftOL Right DL Allowable Shear: Camber 1.37 k 1.37k 5 ©Left @ Right @Left ©Center ©Right Max Max 2.3 k 12.1 k 1.89 k 1.89k 0,000 in 0.126 in 0.000 In 1.89 k 1.89k 1 Center Span... Deflection ...Location ...Length/Deft [Stress Gales Bending Analysis Ck 21.298 Le Cf 1.000 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction [Query Values Dead Load -0.084 in 5,500ft 1.575.6 0.000ft 0.000 Max Moment 5.21 k-ft 0.00 k-ft 0.00 K-ft @ Left Support 2.34k 8.074 in2 290.00 psl 1.89k 1.89k M.V.&DQSpecffled Locations @ Center Span Location © Right Cant. Location * ® Left Cant. Location = 0.00 0.00 0,00 Total Load Left Cantilever... -0.1 16 in Deflection 5.500ft ...Length/Defl 1.136.44 Right Cantilever... Deflection ...Length/Defl TJeadtbad Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 I Sxx 82.259 in3 Area 41.563 in2 Ci 0.000 Sxx Req'd 2 156 in3 0.00 In3 0.00 in3 @ Right Support 2.34k 8.074 in2 290.00 psi Bearing Length Req'd Bearing Length Req'd Moment ft 0.00 k-ft ft 0.00 k-ft ft 0.00 k-ft AJtywabJefb 2,900.00 psi 2,900.00 psi 2,900.00 psf 0.833 in 0.833 In Shear Deflection 1.89k 0,0000 in 0.00 k 0.0000 in 0.00 k 0.0000 In 1 General Timber Beam Description FLOOR BEAM-4 Stress Gales Bending Analysis Ck 19.049 Le Cf 1.000 Rb ©Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable 0.000ft 0.000 Max Moment 81.87 k-tt 0.00 k-ft 0.00 k-n @ Left Support 18.30 k 50.483 in2 362.50 psl Sxx 298.667 in3 Cl 0.000 Sxx Rea'd 271.00in3 0.00 in3 0.00 in3 @ Right Support 17.09k 47.149 in2 362.50 psi Area 112.000 in2 Allowable to 3,625.00 psi 3,625.00 psl 3,625.00 pal Bearing 6 Supports Max. Left Reaction Max. Right Reaction Query Values 13.47 k 12.66k Bearing Length Req'd Bearing Length Req'd 2.960 in 2.783 In M, V, & D © Specified Locations @ Center Span Location - © Right Cant. Location - @ Left Cant. Location = i 1 0.00 ft 0.00 ft 0.00 ft Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear 13.47 k 0.00 K 0.00k Deflection 0.0000 in 0.0000 in 0.0000 in Sketch & Diagram - -1 eram Rmtt • 13.SK vmiKttiifl-i3.sk \ * 23.3 LocaUon rtn ft 1370 Rev: 560100 General Timber Beam Description FLOOR BEAM-4 General Information Section Name Prllm: 7.0x16.0 Beam Width 7.000 In Beam Depth 16.000 in Member Type Bm Wt. Added to Loads Load Dur. Factor 1 .250 Beam End Fixity Pin-Pin Wood Density 50.000 pcf Full Length Uniform Loads Center DL Lett Cantilever DL Right Cantilever DL Calculations are designed to 1997 NDS and 1997 UBC Requirements | Center Span Left Cantilever Right Cantilever Truss Joist - MacMillan Fb Base Allow Fv Allow Fc Allow E 457.00 #ffi LL #ffi LL #/ft LL 23.50ft L ft L ft L Parallam 2.0E 2,900.0 psl 290.0 psi 650.0 psi 2,000.0 ksi 468.00 #tft#m#ffi u 0.00 ft u 0.00ft u 0.00 ft ll [ Point Loads Dead Load 800.0 Ibs Live Load 790.0 Ibs ...distance 5.500ft 1 Summary | Span* 23.50ft, Beam Width Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max © Left Support Max @ Right Support Max. M allow fb 3,289.23 psi Fb 3,625.00 psi 1,370.0 Ibs Ibs Ibs Ibs Ibs Ibs 520.0 Ibs Ibs Ibs IDS Ibs Ibs 12.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000ft = 7.000in x Depth = 16. in, Ends are Pin-Pin 0.907 ; 1 81.9 k-ft Maximum Shear * 90.2 k-ft Allowable 81,87 k-ft at 11.938ft Shear: 0.00 k-ft at 0.000ft 0.00 k-ft Camber 0.00 k-ft 90-22 Reactions... fv 163.39 psi LeftDL 7.11 k Fv 362.50 psi Right DL 6.71 k Beam Design OK 1.5 18.3 k 40.6 k @Left 13.47k @ Right 12.66k @ Left 0.000 in @ Center 1.345 In © Right 0.000 in Max 13.47k Max 12.66k Deflections Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 * D.L. @ Center ©Left @ Right DeadJ,ojid -0.897 In 11.656ft 314.4 Defl)... 1.345 in 0.000 In 0.000 In Total Load -1.670 in 11.656ft 168.86 Left Cantilever... Deflection ...Length/Deft Right Cantilever... Deflection ... Length/Deft Dead Load 0.000 In 0.0 0.000 in 0.0 Total Load 0.000 in 0.0 0.000 in 0.0 R«v: 560100 General Timber Beam Description FLOOR BEAM-5 Stress Calcs Bending Analysis Ck 19.049 Le Cf 1 .000 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable 0.000ft 0.000 Max Moment 61 .84 k-ft 0.00 k-ft 0.00 k-ft @ Left Support 12.19 k 33.626 in2 362.50 psi Sxx 296.667 in3 Cl 0.000 SxxReQ'd 204.70 In3 0.00 In3 0,00 in 3 @ Right Support 12.76 k 35.214 ir>2 362.50 psi Area 112.000 In2 Aliowable ft 3,625.00 psi 3,625.00 psi 3,625.00 psi Bearing Q Supports Max. Left Reaction Max. Right Reaction 8.51 k 8.89k Bearing Length Req'd Bearing Length Req'd 1.869 In 1.954 In Query Values M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant. Location = @ Left Cant. Location = 0.00 ft 0.00 ft 0.00 ft Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear 8.51 k 0.00k 0.00k Deflection 0.0000 in 0.0000 In 0.0000 in Sketch & Diagram 14.84 RBV; 660100 General Timber Beam J Description FLOOR BEAM-5 General Information Calculation* are designed to 1697 NDS and 1997 UBC Requirements | Beam Width 7 000 in Left Cantilever ft Lu Beam Depth 16.000 in Right Cantilever ft Lu Member Type Truss Joist - MacMillan, Parallam 2.0E Bm Wt Added to Loads FbBaseAiiow 2,900.0psJ Load Dur. Factor 1 .250 Fv Allow 290.0 psi Beam End Fixity Pin-Pin Fc Allow 650,0 psi Wood Density 50.000 pcf E 2,000.0 ksi 0.00ft 0.00 ft 0.00ft I Full Length Uniform Loads Center DL 120.00 #/ft LL 128.00 #/ft Left Cantilever DL #ffi LL #/ft Right Cantilever DL ft/ft LL ft/ft [ Point Loads \ 1 bead Load 6,710.0 Ibs Ibs Ibs Ibs Ibs Ibs Ibs Live Load 5,950.0 Ibs Ibs Ibs Ibs Ibs Ibs Ibs ...distance 8.500ft 0.000ft 0.000ft 0.000ft 0.000ft 0.000ft 0.000ft 1 summary | Span- 16.50ft, Beam Width = 7. 000 In x Depth = 16.in, Ends are Pin-Pin Max Stress Ratio 0-665 : 1 Maximum Moment era k-ft Maximum Shear * 1 .5 Allowable 90.2 k-ft Allowable Max. Positive Moment 61 ,84 k-ft at 8.514 ft Shear: @ Left Max. Negative Moment 0.00 k-ft at 16.500ft @ Right Max © Left Support 0.00 k-ft Camber: @ Left Max @ Right Support 0.00 k-ft @ Center Max. M allow 90.22 Reactions... ® R*M ft> 2,484.50 psi fv 113.97 psi LeftDL 4.56 k Max Fb 3,625.00 psi Fv 362.50 psi Right DL 4.77 k Max Beam Design OK 12.8 k 40.6 k 8.51k 8.89k 0.000 in 0.423 in 0.000 in 8.51k 8.89k Deflections | Center Span... Dead Load Total Load Left Cantilever... Daad Load Deflection -0.282 in -0.528 in Deflection 0.000 m ...Location 8.316ft 8.316ft ...Length/Defl 0.0 ...Length/Defl 701 .5 375.00 Rlght cantilever... Camber ( using 1 .5 * D.L. Defl ) ... Deflection 0.000 In ©Center 0.423 in ,, Length/Defl 0.0 @ Left o.OOO In @ Right 0.000 in Total Load 0.000 in 0.0 0.000 in 0.0 Rev: 560100 General Timber Beam Description FLOOR BEAM-6 Query Values M, V, & D @ Specified Locations @ Center Span Location = © Right Cant. Location = @ Left Cant. Location = 0.00 ft 0.00 ft 0.00 ft Moment 0.00 k-ft 0,00 k-ft 0.00 k-ft Shear 2.14k 2.14k 0.00k Deflection 0.0000 in 0.0000 in 0.0000 In Sketch & Diagram Dmm«-oloi3ln VIIMX ft lefl • 2JJ* ir ™»—2 IS' PVPt^BHV i Mnwc <J rtflht " -1 4k-fl Rmax * 3.8k D*fl 4) rlgW ana * -0.01 Bin ('If- , ~f.00 ri.rs t.s Loartton fttl Rev: 560100 General Timber Beam Description FLOOR BEAM-6 [General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements | Beam Width 3.500 in Member Type Bm Wt. Added to Loads Load Dur. Factor 1 .000 Beam End Fixity Pin-Pin Wood Density SO.OOOpcf Full Length Uniform toads Center DL Left Cantilever DL Right Cantilever DL Left Cantilever Truss Joist - MacMillan Fb Base Allow Fv Allow Fc Allow E 272.00 iWft LL Mitt 1 I 1 20.00 #ffl LL 5.00ft Lu ft Lu 2.50ft Lu , Parallam 2.QE 2,900.0 psi 290.0 psi 650.0 psi 2,000.0 kfti 680.00 #/ft 300.00 #/ft 0.00 ft 0.00ft 0,00 ft I 1 Summary |Beam Design OK Span= 5.00ft, Right Cant* 2.50ft, Beam Width = 3, 500 in x Depth = 11.875m, Ends are Pin-Pin Max Stress Ratio 0,334 : 1 Maximum MomentAllowable Max. Positive Moment Max. Negative Moment Max © Left Support Max © Right Support Max. M allow fb 410.45 psi Fb 2,900.00 psi 2.8 k-ft 19.9 k-ft 2.81 k-ft at -0.42 k-ft at 0.00 k-ft -1.36 k-ft 19.88 fv 97.00 psi Fv 290.00 psi Maximum Shear * 2.425 ft 5.000ft Reactions... LertDL Right DL Allowable Shear: Camber 0.63 k 1.14k 1.5 §Left Right @Left ©Center © Right Max Max 4.0 k 12.1 k 2.33k 2.69k 0.000 In 0.004 in 0.004 in 2.33k 3.77k Deflections | Center Span... Deflection ...Location ...Length/Defl Camber fusing 1.6* ©Center ©Left ©Right Stress Calcs Bending Analysis Ck 21.298 Cf 1.000 ©Center © Left Support © Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing © Supports Max. Left Reaction Max. Right Reaction peadLoad -0.003 in 2.365ft 20,189.2 D.L, Defl ) ... 0.004 in 0.000 in 0.004 in Le 0.000 ft Rb 0.000 Max Moment 2.81 k-ft - 0.00 k-ft 1.36 k-ft © Left Support 3.50k 12.082 In2 290.00 psi 2.33 k 3.77k Total Load Left Cantilever... -0.01 3 In Deflection 2.455ft ... Length/Defl 4,704,85 Rl0ht Cantilever... Deflection ...Length/Defl Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.002 in 0.018 in 25,612.9 3,340.3 k Sxx 82.259 in3 Area 41.563 in2 Cl 0.000 Sxx Re_Q'd 11.64in3 0.00 In3 5.62 In3 © Right Support 4.03k 13,901 in2 290.00 psi Bearing Length Req'd Bearing Length Req'd Allowable fb 2,900.00 psi 2,900.00 psi 2,900.00 pal 1.025 in 1.659 in RBV: 560100 General Timber Beam Description FLOOR BEAM-7 Stress Calcs Banding Analysis Ck 21.298 Le Cf 1.000 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable 0.000ft 0.000 Max Moment 5.98 k-ft 0.00 k-ft 21.30 k-ft © Left Support 1.47k 5.060 In2 290.00 psi Sxx 1 23.389 in3 Cl 0.000 Sat Reo'd 24.75 in3 0.00 in3 88,14 in3 © Right Support 10.23 k 35.267 in2 290.00 psi Area 62.344 In2 Allowable fb 2,900.00 psi 2,900.00 psi 2,900.00 pst Bearing Q Supports Max. Left Reaction Max. Right Reaction -0.55k 8.99k Bearing Length Req'd Bearing Length Req'd 0.161 In 2.635 In Query Values M, V, & D © Specified Locations @ Center Span Location = @ Right Cant. Location ~ @ Len Cant. Location ~ 0.00 fto-oo n 0.00 ft Moment 0.00 k-ft 0.00 Ml 0.00 k-ft Shear -0.55k -0.55k 0.00k Deflection 0.0000 in 0.0000 in 0.0000 in Sketch & Diagram I Uimx O d.aW • -21 Jfc-n Rmex-B.Ok VITIM ftrt -8.8k Dafl £ rtgMoml V«.»*-£x R«v:General Timber Beam I Description FLOOR BEAM-7 | General Information Section Name Prilm: 5.26x11.875 Beam Width 5.250 In Beam Depth 1 1 .875 in Member Type Bm Wt. Added to Loads Load Dur. Factor 1 .000 Beam End FixKy Pin-Pin Wood Density 50.000 pcf [Full Length Uniform Loads Center DL Left Cantilever DL Right Cantilever DL Calculations are designed to 1997 NDS and 1997 UBC Requirements | Center Span Left Cantilever Right Cantilever Truss Joist - MacMillan Fb Base Allow Fv Allow Fc Allow E 22.00 #/ft LL #/ft LL 1 56.00 #/ft LL 16.00ft Lu 0.00ft ft Lu Q.OO ft 4.00ft Lu 0.00 ft , Parallam 2.0E 2,900.0 psl 290.0 psi 650.0 psi 2,000.0 ksi 54.00 #/ft ft/ft600.00 #m i | Point Loads Dead Load 1,140.0 Ibs Live Load 2.630.0 Ibs ...distance 20.000ft (Summary | Ibs Ibs Ibs Ibs 0.000ft 0.000ft 0. Span= 16.00ft, Right Cant= 4.00ft, Beam Width = 5.250in x Depth = 1 1 Max Stress Ratio Maximum MomentAllowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max © Right Support Max. M allow fb 2,071.62 psi Fb 2,900.00 psf 0.714 ; -| -21 .3 k-ft 29.8 k-ft 0.85 k-ft at -5.98 k-ft at 0.00 k-ft -21,30 k-ft 29.82 fv 164.05 psi Fv 290.00 psl Ibs Ibs Ibs Ibs 000ft 0.000ft .875in, Ends are Pin-Pin Ibs Ibs Ibs Ibs 0.000ft 0.000ft Maximum Shear* 1.5 4.160ft 16.000 ft Reactions LeftDL Right DL Allowable Shear: Camber: -0.02 k 2.57k ©Left ©Right ©Left ©Center ©Right Max Max Beam Design OK 10.2 k 18.1 k 0.98k 6.82k 0.000 in 0.1 11 in 0.221 in -0.55k 8.99k Deflections Center Span- Deflection ...Location ... Length/Defl Camber ( using 1.5 ©Center ©Left ©Right Dead Load 0.074 in 10,000ft 2,596.0 * D.L. Oefl ) ... 0.1 11 In 0.000 in 0.221 in Total Load 0.029 in 12.240ft 6,665.77 Left Cantilever... Deflection ... Length/Defl Right Cantilever... Deflection ...Length/Defl Dead Load 0.000 in 0.0 -0.147 in 651.6 Total Load 0.000 in 0.0 -0.613 in 156.6 Rev: 560100 General Timber Beam Description FLOOR BEAM-8 Query Values M, V, & D ® Specified Locations @ Center Span Location = @ Right Cant. Location = @ Left Cant. Location = 0.00 ft 0.00 ft 0.00 ft Moment 0.00 k-ft 0.00 k-ft 0.00 k-fl Shear 3.17k 0.00k 0.00k | Deflection 0,0000 in 0.0000 in 0.0000 in Sketch & Diagram 15mm •-0.4«3ln Rrr«x»3.2k Vmuc Q Ml - 3.2K Vmn Q it 13.48 15 .D Locatton fftl ! RBV: 560100 General Timber Beam Description FLOOR BEAM-8 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements | Beam Wktth Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density 3.5x11.875 3.500 in 11. 875 in 1.000 Pin-Pin 50.000 pcf Center Span 15.00ft ... Left Cantilever ft Right Cantilever ft Truss Joist - MacMillan, Parallam 2.0E Fb Base Allow 2,900.0 psl Fv Allow 290.0 psi FC Allow 650.0 psl E 2,000.0 ksi , ..Lu . ..Lu . ..Lu 0.00 ft 0.00 ft 0.00ft Full Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 1 68.00 #/ft #/ft #/ft LL LL LL 240,00 #ffi #ffim 1 Summary |Beam Design OK Span= 15.00ft, Beam Width = 3.500inx Depth = 11. 875in, Ends are Pin-Pin Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 1,733.1 9 psi Fb 2,900.00 psl 0.598 : 1 11.9k-ft 19.9 k-n 11.88k-ft at 0.00 k-ft at 0.00 k-n 0.00 k-ft 19.88 fv 99.71 psi Fv 290.00 psi Maximum Shear * 1 Allowable 7.500ft 15.000 ft Reactions... LeftDL Right DL Shear Camber: 1.37 k 1.37k 5 ©Left ©Right ©Left © Center @ Right Max Max 4.1 k 12.1 k 3.17k 3.17k 0.000 In 0.319ln 0.000 in 3.17k 3.17k Deflections Center Span... Deflection ...Location ...Length/Defl Camber (using 1.5* @ Center ©Left @ Right Stress Calcs Bending Analysts Ck 21.298 Cf 1.000 @ Center © Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing® Supports Max. Left Reaction Max. Right Reaction Dead Load -0.21 3 in 7.500ft 846.2 D.L. Dafl ) ... 0.31 9 in 0.000 in 0.000 in Le 0.000ft Rb 0.000 Max Moment 11.88 k-ft 0.00 k-ft 0.00 k-ft @ Left Support 4.14k 14.290 in2 290.00 pai 3.17k 3.17k Total Load Left Cantilever... -0.493 in Deflection 7.500ft ...Length/Defl 36542 Right Cantilever... Deflection ...Length/Defl Sxx 82.259 In3 Are* Cl 0.000 Sxx Reo'd 49.16 in3 0.00 in3 0.00 In3 @ Right Support 4.14k 14.290 in2 290.00 psi Bearing Length Req'd Bearing Length Req'd Dead Load Total Load 0.000 in 0.000 in 0.0 0,0 0.000 in 0.000 in 0.0 0.0 1 i 41.563 in2 Allowable rb 2,900.00 psl 2,900.00 psi 2,900.00 psi 1.393 in 1.393 in R*v: 580100 General Timber Beam 1 Description FLOOR BEAM-9 Stress Calcs Bending Analysis Ck 21.298 Le Cf 1.000 Rb ©Center @ Left Support © Right Support Shear Analysis Design Shear Area Required Fv; Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction 0.000ft 0.000 Max Moment 14.96 k-ft 0.00 k-ft 0,00 k-ft @ Left Support 3.95k 13.618 In2 290.00 pst 2.69k 1.64k Sxx 82.259 in3 Cl 0.000 Sxx Rao'd 61 .90 in3 0.00 in3 0.00 In3 @ Right Support 2.36k 8.153in2 290.00 psi Bearing Length Req'd Bearing Length Req'd Area 41.563 in2 Allowable to 2,900.00 psi 2,900.00 psi 2,900.00 psi 1.184 in 0.719 In Query Values M, V. & D @ Specified Locations © Center Span Location = 0.00 ft @ Right Cant, Location = 0.00 ft @ Left Cant. Location = 0.00 ft Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear 2.69k 0.00k 0.00k Deflection 0.0000 in 0.0000 In 0.0000 In Sketch & Diagram -D .at•o.ie -p -0.28 & 41.33 -0.4t •0.40 -D.M -D.OO •D.74 Rev: 560100 General Timber Beam Description FLOOR BEAM-9 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements I Section Name Prllm: 3.6x11.875 Beam Width 3,500 in Beam Depth 11. 875 in Member Type Bm Wt. Added to Loads Load Dur. Factor 1.000 Beam End Fixity Pin-Pin Wood Density 50.000 pcf Center Span Lett Cantilever Right Cantilever Truss Joist - MacMHtan, Fb Base Allow Fv Allow Fc Allow E 18.00ft Lu 0.00 ft ft Lu 0.00 ft ft Lu 0.00 ft Parallam 2.0E 2,900.0 psi 290.0 psi 650.0 psi 2,000.0 ksi Full Length Uniform Loads 1 Center Left Cantilever Right Cantilever DL DL DL 50,00 #m#m#/ft LL LL LL Wft #ffi #/ft Point Loads Dead Load 1,370.0 Ibs Live Load 1,800,0 Ibs ...distance 6.000ft (Summary | Span- 18.00ft, Beam Width = Max Stress Ratio Maximum MomentAllowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 2.182.08 psi Fb 2,900.00 psi IDS Ibs Ibs Ibs Ibs Ibs Ibs Ibs 0.000 ft 0.000 ft 0,000 ft 0.000 ft 0 Ibs Ibs Ibs Ibs 000ft 0.000ft Beam Design OK 3.500in x Depth = 1 1 87 Sin, Ends are Pin-Pin 0.752 ; 1 15.0 k-ft 19.9 k-ft 14.96 k-ft at 0.00 k-ft at 0.00 k-ft 0.00 k-ft 19.88 fv 95.02 pal Fv 290.00 psi Maximum Shear* 1.5 6.04Bft 18.000ft Reactions... LeftDL Right DL Allowable Shear & Left ©Right Camber: @ Left @ Center fffi DlnMU> Ktgnt 1.49 k Max 1.04k Max 3,9 k 12.1 k 2.89k 1.64k 0.000 in 0.61 2 inn (Vininu.uuinii 2.69k 1.64k Deflections | Center Span... Dead Load Deflection -0.408 in ...Location 8.496ft ...Length/Deft 529.2 Camber ( using 1.S * D.L. Defl )... @ Center 0.612 in @ Left o.OOO in @ Right o.OOO in Total Load -0.741 In 8.352 ft 291.63 Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Dead Load 0.000 in 0.0 0.000 in 0.0 Total Load 0.000 in 0.0 0.000 in 0.0 R«v: 56010Q General Timber Beam Description FLOOR BEAM-10 Stress Calcs Bending Analysis Ck 21.298 Le Cf 1.000 Rb @ Center ©Left Support © Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing Q Supports Max. Left Reaction Max. Right Reaction 0.000ft 0.000 Max Moment 21.98 k-ft 0.00 k-ft 0.00 k-ft @ Left Support 6.30k 21.719 in2 290.00 psi 4.44k 3.38 k Sxx 123,389 in3 Cl 0.000 SxxRea'd 90.94 in3 0.00 in3 0.00 In3 @ Right Support 4.71 k 16.254 In2 290.00 psi Bearing Length Req'd Bearing Length Req'd Area 62.344 in2 Ailowabie fb 2,900.00 psi 2,900.00 psi 2,900.00 psi 1.301 In 0.992 in Query Values M, V, & D 6 Specified Locations @ Center Span Location = @ Right Cant Location = @ Left Cant. Location = 0.00 ft 0.00 ft 0.00 ft Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear 4.44k 0.00k 0.00k Deflection 0.0000 In 0.0000 in 0.0000 in Sketch & Diagram Zfc 16.D Location rm Rev; 560100 General Timber Beam Description FLOOR BEAM-10 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements | Section Name Prtlm: 5.25x11 .875 Center Span 18.00ft Lu Beam Width 5 250 in Left Cantilever ft Lu Beam Depth 1 1 .875 In Right Cantilever ft Lu Member Type Truss Joist - MacMHIan, Parallam 2.0E Bm Wt, Added to Loads Fb Base Allow 2.900.0 psi Load Dur. Factor 1 .000 Fv Allow 290.0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi Wood Density SO.OOOpcf E 2,000.0ksi Full Length Uniform Loads Center DL 189.00 #ffi LL 48.00 #/ft Lett Cantilever DC #/ft LL #ffi Right Cantilever DL #ffi LL #/ft Point Loads Dead Load 1 ,370.0 Ibs Ibs Ibs Ibs Ibs Live Load 1,800.0 Ibs Ibs Ibs Ibs Ibs ...distance 6.000ft 0.000ft 0.000ft 0.000ft 0.000ft 0.00 ft 0.00ft 0.00 ft 1 1 Ibs Ibs Ibs Ibs 0.000 ft 0.000ft | summary | Span= 18,00ft, Beam Width Max Stress Ratio Maximum MomentAllowable Max. Positive Moment Max. Negative Moment Max ©Left Support Max @ Right Support Max. M allow fb 2,1 37.39 psi Fb 2,900.00 psi = 5.250ln x Depth » 1 1 .875in, Ends are Pin-Pin 0.737 ; 1 22.0 k-ft 29.8 k-ft 21. 98 k-ft at 0.00 k-ft at 0.00 k-ft 0.00 k-ft 29.82 fv 101. 03 psi Fv 290.00 psi Maxim urn Shear* 1 Allowable 6.048ft 18.000 ft Reactions.,. LeftDL Right DL Shear: Camber 2.81 k 2.35k 5 @Left @ Right ©Left @ Center ©Right Max Max Beam Design OK 6.3 k 18.1 k 4.44k 3,38k 0.000 in 0.761 in 0.000 In 4.44k 3.38k Deflections "1 Center Span... Deflection ...Location ...Length/Defl Camber (using 1,5' r ®Lefl @ Right Dead Load, -0.507 in 8.712ft 425.8 D.L. Deft)... 0.761 in 0.000 in 0.000 In Total Load -0.806 in 6.640ft 268.10 Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ... Length/Defl Dead Load 0.000 In 0,0 0.000 in 0.0 TotaTLoad 0.000 in 0.0 0.000 in 0.0 Square Footing Design Description PAD FOOTING-1 General Information Dead Load Live Load Short Term Load Seismic Zone Overburden Weight Concrete Weight LL & ST Loads Combine Load Duration Factor Column Dimension Calculations are designed to ACI 318-95 and 1997 UBC Requirements 7.000 k 6.000k 0.000k 4 0.000 psf 145.00 pcf 1.000 0.00 In Footing Dimension Thickness # of Bars Bar Size Rebar Cover fc Fy Allowable Soil Bearing 4.000 ft 24.00 in 6 5 3.250 2,500.0 psi 60,000.0 psi 1.500.00 psf \ Reinforcing j| Rebar Requirement Actual Rebar "d" depth used 200/Fy As Req'd by Analysis Min. Reinf% to Req'd 20.438 In 0.0033 0.0001 In2 0.0014 % As to USE per foot of Width Total As Req'd Min Allow % Relnf 0.343 in2 1.373in2 0.0014 1 Summary 1 4.00ft square x 24.0in thick with Max. Static Soil Pressure Allow Static Soil Pressure Max. Short Term Soli Pressure Allow Short Term Soil Pressure Mu : Actual Mn " Phi : Capacity 6- #5 bars 1,1 02.50 psf 1,500.00 psf 1,102.50 psf 1,500.00 psf 3.31 k-ft/ft 41.62k-ft/ft Vu : Actual One-Way Vn*Phi ; Allow One-Way Vu : Actual Two-Way Vn'Phl : Allow Two-Way Alternate Rebar Selections... 7 #4's 5 #5's 3 #7's 2 #8's Footing 2. 00 psi 85.00 psl 12.98 psi 170.00 psi OK 4 #6'S 2 #9'S 2 #10's Title: SMITH RESIDENCE Dsgnr: C.S, Description: Scope: Job # 23059 Date: 11:43AM. 24FEBQ4 Rev: 560100 U&tr. KW-0603118, Ver 5.6.1, 25-Oct-2002 (0)1983-2002 EMERCALC Enfllneering Software Restrained Retaining Wall Design c-Apmjectett astqendargmithWertlial .aoirf e Description 9'RESTRAINED WALL Criteria Retained Height » Wall height above soil = Total Wall Height Top Support Height = Slope Behind Wall = Height of Soil over Toe = Soil Density = Wind on Stem = Design Summary Total Bearing Load * ...resultant ecc. = I 7.00ft 3.00ft 10.00ft 10.00ft 0.00 : 1 0.00 in 110.00pcf 0.0 psf » 3,115 Ibs 2.86 En Soil Data | Allow Soil Bearing = 1 ,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 65.0 Toe Active Pressure = 0.0 Passive Pressure = 250.0 Water height over heel = 0.0 ft Footlng||Soil Friction = 0.300 Soil height to Ignore for passive pressure = 0.00 In I Masonry Stem Construction Footing Strengths & Dimensions | fc = 2,500 psi Fy = 60,000 psi Mln. As % - 0.0014 Toe Width = 1,50ft Heel Width = 2.00 Total Footing Width = 3.50 Footing Thickness - 24.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover® Top = 3.00 in @ Btm.= 3.00 in 1 Thickness = 12.00tn fm = 1,500 psi ShortTerm Factor • 1.000 Wall Weight = 133.0 pcf Fs = 24,000 psi Equlv. Solid Thick. = 11. 620 in Soil Pressure @ Toe = 1,254 psf OK Soil Pressure @ Heel = 526 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable Stem is FIXED to top of footing Block Type- Normal Weight Solid Grouted n Ratio (Es/Em) = 25.778 No Special Inspection AC I Factored @ Toe AC) Factored © Heel Footing Shear @ Toe Footing Shear @ Heel Allowable Reaction at Top Reaction at Bottom 1,756 psf 736 psf 6.8 psi OK 6.1 psi OK 85.0 psi 167.8 Ibs 2,464,7 Ibs @ Top Support Mmax Between Top & Base @ Base of Wall Sliding Gates Slab Resists All Sliding!Lateral Sliding Force = 2,464.7 Ibs Footing Design Results h Factored Pressure = Mu' : Upward = Mu' ; Downward = Mu1. Design = Actual 1 -Way Shear = Allow 1-Way Shear = Toe 17S6 1.811 473 1,339 6.81 85.00 736 psf Oft-# 749ft-# 749 n-# 6.09 psi 85.00 psi Design height - Rebar Size = Rebar Spacing = Rebar Placed at = Rebar Depth 'd' = fb/FB + fa/Fa = Moment.. ..Actual « Moment Allowable = Shear Force @ this height = Shear Actual s Shear.. ...Allowable = Stem OK 10.00ft # 5 16.00 In Center 5.75 In 0.000 0.0ft-* 1, 229.9 ft-# 0.0 Ibs 0.00 psi 19.36 psi Stem OK 4.74ft # 5 16.00 in Center 5.75 in 0.616 757.4 ft-* 1, 229.9 ft-# Stem OK 0.00ft # 5 16.00 in Edge 9.00 in 0.795 2,038.2 ft-# 2,563.0ft-# 1,424.7 Ibs 14.49 psi 19.36 psi 25.00 inRebar Lap Required = Rebar embedment into footing Other Acceptable Sizes & Spaclngs: Toe: None Spec'd -or- Not req'd, Mu < S * Fr Heel: None Spec'd -or- Not req'd, Mu < S * Fr Key: No key defined -or- No key defined 25.00 in 6.00 in Title: SMITH RESIDENCE Dsgnr: C.S. Description: Scope: Job # 23059 Date: 11:43AM, 24FEB04 Rev; 560100 U»r: KW-0603118. Ver 5.6.1,25-Oct-2002 (c)1963-20C2 ENERCALC Engineering Software Restrained Retaining Wall Design c:\projacts\rBsid en6ansmith\vertical,6cw:re Description 9' RESTRAINED WALL Summary of Forces on Footing : Slab RESISTS sliding, stem Is FIXED at footing | Forces acting on footing for soil pressure Load & Moment Summary For Footing : For Soil Pressure Calcs Moment @ Top of Footing Applied from Stem Surcharge Over Heel = Ibs Axial Dead Load on Stem = Ibs Soil Over Toe = Ibs Surcharge Over Toe = Ibs Stem Weight = 1,330.0 Ibs Soil Over Heel « 770.0 Ibs Footing Weight = 1,015-Olbs Total Vertical Force -3, 11 5.0 Ibs ft ft ft ft 2.00ft 3.00ft 1.75ft Base Moment = >» Sliding Forces are restrained by the adjacent stab -2,030.2 ft-# ft* ft* ft-# ft* 2,660.0 ft* 2,310.0 ft* 1,776.3 ft* 4,708.1 ft* Soil Pressure Resulting Moment 743.A* in SUN Structural Engineering, Inc. Smi*h Residence ENGINEERING Consulting Structural Engineers Date: 12/2003 By: C.Sun Sht- ?0 1" V- .. ^«5x^H<| .Vs" - - — vJ * M W LI BJGINEEBNG SUN Structural Engineering, Inc. Consulting Structural Engineers * 7^' i** !3Jo Smith Residence Date: 12/2003 By: C.Sun Sht- pf ^7 ftp K W 1 5ft n rv /K I Kit) in ENGMBRM6 SUN Structural Engineering, Inc. Consulting Structural Engineers Smith Residence Date: 12/2003 By: C.Sun Sht- 31 p ^ Ar r HIENSINBIilMS SUN Structural Engineering, Inc. Consulting Structural Engineers Smith Residence Date: 01/2004 By: C.Sun Sht- 3 L - S. 10 ,„ 11070 UME c (M-S, .. V' V US.. M- inU I SUN Structural Engineering, Inc. Smith R«idence ENGINEERING Consulting Structural Engineers Date: °]^O04 7By: C.Sun Sht- 7 s" - •—" J2^ t <" 5' S" Vr l£ I SUN Structural Engineering, Inc. ENGINEERING Consulting Structural Engineers & C Sun Sht- tfrC 1 '*?•] = 7,4? (vi-/. l 37 fVK 11__=^^ SUN Structural Engineering, Inc. ENGINEERING Consulting Structural Engineers UKJ&- C Sun Sht- > s 7' ^o I*pH|p 17 ' SUN Structural Engineering, Inc. Smith Residence EMGJNEEBhlG Consulting Structural Engineers Date: 01/2004 By: C.Sun Sht- > ( f (M-5 P\jetCptfx/ 76 10 - t ' f EMGNEEP-NG SUN Structural Engineering, Inc. Consulting Structural Engineers Date: By: C.Sun Sfat->0 E-VO 7'f/o' V- 7' R - 7'" OS SUN Structural Engineering, Inc. Smith Consulting Structural Engineers Date: 01/2004 - By: C.Sun Sht- 3 \ It \/ 2&x v ^ ~ <144- X x ^"T *" STONE TRUSS COMPANY www.stonetruss.com STONE TRUSS CO. CERTIFIED INSPECTION ICBO EVALUATION SERVICE INC. AA-583 IN STRICT ACCORDANCE WITH UBC 2321.3 PREFABRICATED WARNING * WARNING * WARNING BE SURE ERECTION CONTRACTOR UNDERSTANDS HIB-91. SUMMARY SHEET ENCLOSED 507 JONES ROAD • OCEANSIDE, CALIFORNIA 92054 • (760)! E-mail: stc inc@ix.netcom.com 29'6" • 16-6"- DG 9-CLG NTIONARSTACKI---HL-l N 1\W A2 A3 oro W 8'CLG EG mz •SHMmm-jZZ33HOC~mqzo -iiai53°H 33xnc>y w%2wgo zz o " 0> IHI 3)mwDmzom « 2 ° 0T| O.» mzp m <-10 O•*=• 03 O DESIGNED BY:JOB DESCRIPTION: SMITH RESIDENCE, DON JOB LOCATION: CYNTHIA LANE n 5 (D — iy»-i3>n tn C3 O tn o o o o o to (/i tn trt O (7)e i i! O = ! V! •*^> ^> i.tN)1O \ ! i C3ti CJ1O 1 O «•• W>t C X £ 2. * on tnn 3 =r<-a-•1 1—0.c. r'xn =••i— O3 = r-«a r^g — «z ^ ierzs.-x "-.a 1 0 tt X !o «•*•O 1o r-^-3 0w«a a— CVQBf rrn =•X- !ov>*w*"ioxoo"^~-* i X 0 It E> V *** —*rtn3E**1QK».,_ o •» S^30^' -6 < 2 W > O G f «-3CO f W CO W - M *<CO 13 ij r > M •-<2 r1 s: G 1^ O O H H O O O CO OWE inmm CO > H O?a M td H G SC •-3 M W rc o CO BCw wo or* ffi Go o M> » 5d O O M O am o-n 2 O CDm W ffi Ow 2: ffi W IV >x Si" -,i*=5H "Si "~S_S> Sow IU1B--5 ;s_sgs •H CD co -H O (~) C~> <~> o o o o (St CO CO CO IMx: o o O O fcfl •a —i —• MO. 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AA-583 IN STRICT ACCORDANCE WITH UBC2321.3 PREFABRICATED WARNING * WARNING * WARNING BE SURE ERECTION CONTRACTOR UNDERSTANDS HIB-91. 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I..-I-* r Ui^.-iiiwu o.> w,/.*>, -«.a z z :/"' " 1 1 HO* r- •"•.•.•;„) PI Revise and Resulsmt lo-O?j:Q Submit Specified Item I^i T)s r -.-••.-. -v ; ;-.-'./ for general conformance with the design concept nrdftc inforzgj: r.i,:1'. " r • i'.ie Construction Documents. Corrections or corn meats inn*;* on fttt c ;;••-, •..:- u.».iog this review do not relieve the contractor L:-;T ; r-";.!iaM^ vrfttf ;.".." i :• ; ,. rx/;Uc-i"ii:e plans and specifications. Approval of? -;•:-' ••-,.•; r -;n.^itilnot jr.c-;vi . ; -..-vc-v?.] of an assembly of whidi the item is a co;^r • .-'. '.i ;w r.: -:jr,;,cl:ir is r^r>".-..'.!'11 :V>r:^aemionstobeconfirmedandcorr£laledatc:v J.i :. M; it. mtslion • :-.\ :-iy to the febrication processes or to flic mef-^s, r . • -V-, fx Vdqir^;, s- r . - ' •< ocd-ires of construction; coordination of the Wo k v:;triti\at of all ott-r i • . : - :s.^ i ci .ormifig all Work in a safe and satisfactory matuter. SUN STRUCTURAL ENC^T.ER^TG i >n O^ m** Jz1 p — i — — - m kN) O ° DESIGNED BY: Date: 0 $/) 9 /t^»^~ by: JOB DESCRIPTION: SMITH RESIDENCE, DON - -"' ',> ^ - ' .CON VENT 1OVERSWoy*? *S ~^ nn *— A5 ROOF PITCH 6:12, 5.75 6-^.CLG PITCH 3:1 2LOAD: 16-14-518" OVERHANG24" SPACING2x4 TOP CHORDS4 3/16 HEEL HEIGHT'J> =iX 73 71^ D71Z0n "^ v*» -J a ^2? ? 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Jfc -ft.oo r-r-TQ. ««t "tal^ 0- 0-r-p tt* O3C fD fBO. <T i-i- f^ PTi 3 dO J O Or~> 50 1^1 m >• i— 0 l J '?5 oID o o o o CD -i.—• ro INS rsjr^ t. o o<ID «— 3= >ro ci zO .—. m t/ -< £ <"> ir 5 5 m $ -* — c j° °' Si- i-H > » •H 03 OD O O O—I en o r> o r— en O O O CO CO CO o _t PO O o o 1 r t/i rn —• Geotechnical • Geologic * Environmental 5741 Palmer Way • Carlsbad, California 92008 • (760)438-3155 • FAX (760) 931-0915 March 29, 2004 W.O. 4095-A-SC Mr. and Mrs. Don and Michele Smith c/o Mr. John S. Beery, Architect A.I.A. P.O. Box130684 Carlsbad, California 92013-0684 Attention: Mr. John S. Beery Subject: Geotechnical Plan Review, Cynthia Lane (APN 156-231-50-00), City of Carlsbad, San Diego County California Dear Mr. Beery: In accordance with your request, GeoSoils, Inc. (GSI) has performed a geotechnical review of the referenced grading, structural, and architectural plans forthe proposed development (see the Appendix). Unless superceded in the text of this report, recommendations presented in GSI (2003a, 2003b, and 2003c) are considered valid and applicable, and should be appropriately implemented during planning, design, and construction. Grading Plans The reviewed grading plans, notes, and details appear to be in general conformance with the recommendations provided by this office and presented in the referenced memoranda (GSI; 2003a and 2003b), and the referenced report (GSI, 2003c) by GSI, from a geotechnical viewpoint. Structural Plans The structural plans, notes, and details have been reviewed by this office and appear to be in general conformance with the recommendations provided by this office, and presented in the referenced memoranda (GSI; 2003a and 2003b), and the referenced report (GSI, 2003c) by GSI, from a geotechnical viewpoint. Based on our review, the following comments are provided: 1. The referenced memorandum (GSI, 2003b) should be noted on the structural plans. 2. The continuous footing schedule, presented on sheet S-2 ("Foundation Plan"), indicates that continuous footings should be minimally embedded 12 inches into terrace deposits. The embedment specifications, presflotecUi^he structural plans, are accurate for a one-story floor load, according to the 1997 Uniform Building Code (UBC) and GSI (2003c). However, a review of the structural and architectural plans indicates that portions of the proposed structure apparently consist of a two-story floor load. The UBC and GSI (2003c) specifies that footings, supporting two floor loads, should be minimally embedded 18 inches (below lowest adjacent grade) into suitable bearing soils (i.e., terrace deposits). 3. Backfill of the below grade (basement) walls will likely produce atransition condition (i.e., compacted fill juxtaposed against terrace deposits) between the garage and the residence. To minimize differential movement, the foundation for the structure should not simultaneously bear on compacted fill and terrace deposits. In order to mitigate this condition, the following options are provided: • The foundation should be designed to transfer loads, via a rigid grade beam, across the backfilled area to the foundation elements bearing on terrace deposits. The structural engineer should design the garage footings and slab, and the basement stem walls to accommodate a differential settlement of at least 3/4-inch between these elements. Foundations that cross the backfilled area should be deepened, utilizing stepped foundations or caissons, and be minimally embedded 12 inches into competent terrace deposits. The structural engineer should design the garage footings and slab to accommodate a differential settlement of 3/4-inch between these elements. The intent of the above recommendations are to provide a rigid unit that will not be adversely affected by differential movement. Otherwise, a construction joint will be necessary between the garage and the residence or the basement and garage areas will require overexcavation to provide a minimum 3-foot compacted fill blanket to uniformly support foundations. 4. Sheet S-2 ("Foundation Plan") does not indicate a detail for the basement window well retaining wall. 5. All below grade (basement) walls and retaining walls should be provided with a wall backdrain system that is constructed in accordance with the recommendations provided in GSI (2003c). Architectural Plans The architectural plans, notes and details have been reviewed by this office and appear to be in general conformance with the recommendations provided by this office and presented in the referenced memoranda (GSI; 2003a and 2003b) and the referenced Mr. and Mrs. Don and Michele Smith W.O. 4095-A-SC Cynthia Lane, Carlsbad March 29, 2004 File:e:\wp9\4000\4095a1.gpr Page 2 GeoSoils, Inc. report (GSI, 2003c) by GSI, from a geotejchnical viewpoint. Based on our review, the following comments are provided: 1. The referenced memoranda (GSI; 2003a and 2003b) and the referenced report (GSI, 2003c), provided by this office, should be noted on the architectural plans. 2. Section 'A' on sheet A-9 indicates that retaining wall footing for a basement window well appears to surcharge the beiow grade wall. Surcharge loads delivered to lower footings from the adjacent, upper structural footings, should only be applied to the portion of the lower footings that fall below the point where the 1:2 (h:v) downward projection from the footing edge meets the wall. Both vertical pressures and lateral pressures should be applied to the portion of the wall height falling below that point. The vertical pressure under the adjacent footing may be assumed to spread out on a slope of 2:1 (h:v). Thus, a load Q acting concentrically on a footing with an area of (B x L) is assumed to be distributed over an area of (B + Z) (L +Z) at a depth Z below the bottom of the footing. For cantilever walls, the lateral surcharge on the wall, due to adjacent footing surcharge, should be equal to 33 percent of the vertical pressure at depth, while for restrained walls, it should be equal to 50 percent of the vertical surcharge. A simple and economical procedure to mitigate surcharge loading, is to deepen the upper footing below a 1:1 projection up and away from the outer edge of the lower footing. The architect and/or structural engineer should provide supporting data to GSI to confirm their design has included the above recommendations. WALL DESIGN PARAMETERS Conventional Retaining Walls The design parameters provided below assume that either non expansive soils (Class 2 permeable filter material or Class 3 aggregate base) or native materials (up to and including an expansion index [E.I.] of 65) are used to backfill any retaining walls. The type of backfill (i.e., select or native), should be specified by the wall designer, and clearly shown on the plans. Building walls, below grade, should be water-proofed or damp-proofed, depending on the degree of moisture protection desired. The foundation system for the proposed retaining walls should be designed in accordance with the recommendations presented in this and preceding sections of this report, as appropriate. Footings should be embedded a minimum of 18 inches below adjacent grade (excluding landscape layer, 6 inches) and should be 24 inches in width. There should be no increase in bearing for footing width. Recommendations for specialty walls (i.e., crib, earthstone, geogrid, etc.) can be provided upon request, and would be based on site specific conditions. Mr. and Mrs. Don and Michele Smith Cynthia Lane, Carlsbad File: e:\wp9\4000\4095a1 .gpr W.O. 4095-A-SC March 29, 2004 Page3 GeoSoils, Inc. Restrained Walls Any retaining walls that will be restrained prior to placing and compacting backfill material or that have re-entrant or male corners, should be designed for an at-rest equivalent fluid pressure (EFP) of 65 pounds per cubic foot (pcf), plus any applicable surcharge loading. For areas of male or re-entrant corners, the restrained wall design should extend a minimum distance of twice the height of the wall (2H) laterally from the corner. Cantilevered Walls The recommendations presented below are for cantilevered retaining walls up to 10 feet high. Design parameters for walls less than 3 feet in height may be superseded by City and/or County standard design. Active earth pressure may be used for retaining wall design, provided the top of the wall is not restrained from minor deflections. An equivalent fluid pressure approach may be used to compute the horizontal pressure against the wall. Appropriate fluid unit weights are given below for specific slope gradients of the retained material. These do not include other superimposed loading conditions due to traffic, structures, seismic events or adverse geologic conditions. When wall configurations are finalized, the appropriate loading conditions for superimposed loads can be provided upon request. Level* 2to1 35 50 45 60 * Level backfill behind a retaining wall is defined as compacted earth materials, properly drained, without a slope for a distance of 2H behind the wall. Retaining Wall Backfill and Drainage Positive drainage must be provided behind all retaining walls in the form of gravel wrapped in geofabric and outlets. A backdrain system is considered necessary for retaining walls that are 2 feet or greater in height. Details 1,2, and 3, present the back drainage options discussed below. Backdrains should consist of a 4-inch diameter perforated PVC or ABS pipe encased in either Class 2 permeable filter material or 1/2-inch to 3/4-inch gravel wrapped in approved filter fabric (Mirafi 140 or equivalent). For low expansive backfill, the filter material should extend a minimum of 1 horizontal foot behind the base of the walls and upward at least 1 foot. For native backfill that has up to medium expansion potential, continuous Class 2 permeable drain materials should be used behind the wall. This material should be continuous (i.e., full height) behind the wall, and it should be Mr. and Mrs. Don and Michele Smith Cynthia Lane, Carlsbad File:e:\wp9\4000\4095a1 .gpr W.O. 4095-A-SC March 29, 2004 Page 4 GeoSoils, Inc. DETAILS N . T . S . Provide Surface Drainage 12" +12" (Dwaterproofing Membrane (optional) Weep Hole Finished Surface 1 or Flatter Native Backfill WATERPROOFING MEMBRANE (optional): Liquid boot or approved equivalent. ROCK: 3/4 to 1-1/2" (inches) rock. FILTER FABRIC: Mirafi 140N or approved equivalent; place fabric flap behind core. PIPE: 4" (inches) diameter perforated PVC. schedule 40 or approved alternative with minimum of 1% gradient to proper outlet point. WEEP HOLE: Minimum 2" (inches) diameter placed at 20' (feet) on centers along the wall, and 3" (inches) above finished surface. (No weep holes for basement walls.) TYPICAL RETAINING WALL BACKFILL AND DRAINAGE DETAIL DETAIL 1 Geotechnical • Geologic • Environmental DETAILS N . T . S . Provide Surface Drainage (Dwaterproofing Membrane (optional) Weep Hole Finished Surface 1 or Flatter 0) WATERPROOFING MEMBRANE (optional): Liquid boot or approved equivalent. © DRAIN: Miradrain 6000 or J-drain 200 or equivalent for non-waterproofed walls. Miradrain 6200 or J-drain 200 or equivalent for waterproofed walls. (D FILTER FABRIC: Mirafi 140N or approved equivalent; place fabric flap behind care. <D PIPE: 4" (inches) diameter perforated PVC. schedule 40 or approved alternative with minimum of 1% gradient to proper outlet point. ® WEEP HOLE: Minimum 2" (inches) diameter placed at 20' (feet) on centers ajong the wall, and 3" (inches) above finished surface. (No weep holes for basement walls.) RETAINING WALL BACKFILL AND SUBDRAIN DETAIL GEOTEXTILE DRAIN DETAIL 2 Geotechnical • Geologic • Environmental DETAILS N . T . S . Provide Surface Drainage Waterproofing : . Membrane (optional) Clean Sand Backfill WATERPROOFING MEMBRANE (optional): Liquid boot or approved equivalent. CLEAN SAND BACKFILL: Must have sand dequivalent value of 30 or greater; can be densifled by water jetting. FILTER FABRIC: Mirafl 140N or approved equivalent. ROCK: 1 cubic foot per linear feet of pipe or 3/4 to 1-1/2" (inches) rock. PIPE: 4" (inches) diameter perforated PVC. schedule 40 or approved alternative with minimum of 1% gradient to proper outlet point. WEEP HOLE: Minimum 2" (inches) diameter placed at 20' (feet) on centers along the wall, and 3" (inches) above finished surface. (No weep holes for basement walls.) RETAINING WALL AND SUBDRAIN DETAIL CLEAN SAND BACKFILL DETAIL 3 Geotechnical • Geologic • Environmental constructed in accordance with the enclosed Detail 1 (Typical Retaining Wall Backfill and Drainage Detail). For limited access and confined areas, (panel) drainage behind the wall may be constructed in accordance with Detail 2 (Retaining Wall Backfill and Subdrain Detail Geotextile Drain). Materials with an E.I. potential of greater than 65 should not be used as backfill for retaining walls. For more onerous expansive situations, backfill and drainage behind the retaining wall should conform with Detail 3 (Retaining Wall And Subdrain Detail Clean Sand Backfill). Outlets should consist of a 4-inch diameter solid PVC or ABS pipe spaced no greater than ±100 feet apart, with a minimum of two outlets, one on each end. The use of weep holes in walls higher than 2 feet should not be considered. The surface of the backfill should be sealed by pavement or the top 18 inches compacted with native soil (E.I. <. 90). Proper surface drainage should also be provided. For additional mitigation, consideration should be given to applying a water-proof membrane to the back of all retaining structures. The use of a waterstop should be considered for all concrete and masonry joints. Wall/Retaining Wall Footing Transitions Site walls are anticipated to be founded on footings designed in accordance with the recommendations in this report. Should wall footings transition from cut to fill, the civil designer may specify either: a) A minimum of a 2-foot overexcavation and recompaction of cut materials for a distance of 2H, from the point of transition. b) Increase of the amount of reinforcing steel and wall detailing (i.e., expansion joints or crack control joints) such that a angular distortion of 1/360 for a distance of 2H on either side of the transition may be accommodated. Expansion joints should be sealed with a flexible, non-shrink grout. c) Embed the footings entirely into native formational material (i.e., deepened footings). If transitions from cut to fill transect the wall footing alignment at an angle of less than 45 degrees (plan view), then the designer should follow recommendation "a" (above) and until such transition is between 45 and 90 degrees to the wall alignment. TOP-OF-SLOPE WALLS/FENCES/IMPROVEMENTS Slope Creep Soils at the site may be expansive and therefore, may become desiccated when allowed to dry. Such soils are susceptible to surficial slope creep, especially with seasonal Mr. and Mrs. Don and Michele Smith W.O. 4095-A-SC Cynthia Lane, Carlsbad March 29, 2004 File: e:\wp9\4000\4095a1 .gpr Page 8 GeoSoiIs, Inc. changes in moisture content. Typically in southern California, during the hot and dry summer period, these soils become desiccated and shrink, thereby developing surface cracks. The extent and depth of these shrinkage cracks depend on many factors such as the nature and expansivity of the soils, temperature and humidity, and extraction of moisture from surface soils by plants and roots. When seasonal rains occur, water percolates into the cracks and fissures, causing slope surfaces to expand, with a corresponding loss in soil density and shear strength near the slope surface. With the passage of time and several moisture cycles, the outer 3 to 5 feet of slope materials experience a very slow, but progressive, outward and downward movement, known as slope creep. For slope heights greater than 10 feet, this creep related soil movement will typically impact all rear yard flatwork and other secondary improvements that are located within about 15 feet from the top of slopes, such as swimming pools, concrete flatwork, etc., and in particular top of slope fences/walls. This influence is normally in the form of detrimental settlement, and tilting of the proposed improvements. The dessication/swelling and creep discussed above continues over the life of the improvements, and generally becomes progressively worse. Accordingly, the developer should provide this information to any homeowners and homeowners association. Top of Slope Walls/Fences Due to the potential for slope creep for slopes higher than about 10 feet, some settlement and tilting of the walls/fence with the corresponding distresses, should be expected. To mitigate the tilting of top of slope walls/fences, we recommend that the walls/fences be constructed on deepened foundations without any consideration for creep forces, where the expansion index of the materials comprising the outer 15 feet of the slope is less than 50, or a combination of grade beam and caisson foundations, for expansion indices greater than 50 comprising the slope, with creep forces taken into account. The grade beam should be at a minimum of 12 inches by 12 inches in cross section, supported by drilled caissons, 12 inches minimum in diameter, placed at a maximum spacing of 6 feet on center, and with a minimum embedment length of 7 feet below the bottom of the grade beam. The strength of the concrete and grout should be evaluated by the structural engineer of record. The proper ASTM tests for the concrete and mortar should be provided along with the slump quantities. The concrete used should be appropriate to mitigate sulfate corrosion, as warranted. The design of the grade beam and caissons should be in accordance with the recommendations of the project structural engineer, and include the utilization of the following geotechnical parameters: Creep Zone: 5-foot vertical zone below the slope face and projected upward parallel to the slope face. Creep Load: The creep load projected on the area of the grade beam should be taken as an equivalent fluid approach, having a density of 60 pcf. For the caisson, it should be taken as a uniform 900 pounds per linear foot of caisson's depth, located above the creep zone. Mr. and Mrs. Don and Michele Smith W.O. 4095-A-SC Cynthia Lane, Carlsbad March 29, 2004 File:e:\wp9\4000\4095a1 .gpr Page 9GeoSotls, Inc. Point of Fixity: Located a distance of 1.5 times the caisson's diameter, below the creep zone. Passive Resistance: Passive earth pressure of 300 psf per foot of depth per foot of caisson diameter, to a maximum value of 4,500 psf may be used to determine caisson depth and spacing, provided that they meet or exceed the minimum requirements stated above. To determine the total lateral resistance, the contribution of the creep prone zone above the point of fixity, to passive resistance, should be disregarded. Allowable Axial Capacity: Shaft capacity: 350 psf applied below the point of fixity over the surface area of the shaft. Tip capacity: 4,500 psf. DRIVEWAY. FLATWORK. AND OTHER IMPROVEMENTS The soil materials on site may be expansive. The effects of expansive soils are cumulative, and typically occur over the lifetime of any improvements. On relatively level areas, when the soils are allowed to dry, the dessication and swelling process tends to cause heaving and distress to flatwork and other improvements. The resulting potential for distress to improvements may be reduced, but not totally eliminated. To that end, it is recommended that the developer should notify any homeowners or homeowners association of this long- term potential for distress. To reduce the likelihood of distress, the following recommendations are presented for all exterior flatwork: 1. The subgrade area for concrete slabs should be compacted to achieve a minimum 90 percent relative compaction, and then be presoaked to 2 to 3 percentage points above (or 125 percent of) the soils' optimum moisture content, to a depth of 18 inches below subgrade elevation. If very low expansive soils are present, only optimum moisture content, or greater, is required and specific presoaking is not warranted. The moisture content of the subgrade should be verified within 72 hours prior to pouring concrete. 2. Concrete slabs should be cast over a non-yielding surface, consisting of a 4-inch layer of crushed rock, gravel, or clean sand, that should be compacted and level prior to pouring concrete. If very low expansive soils are present, the rock or gravel or sand may be deleted. The layer or subgrade should be wet-down completely prior to pouring concrete, to minimize loss of concrete moisture to the surrounding earth materials. Mr. and Mrs. Don and Michele Smith W.O. 4095-A-SC Cynthia Lane, Carlsbad March 29, 2004 File:e:\wp9\4000\4095a1 .gpr Page 10 GeoSoils, Inc. 3. Exterior slabs should be a minimum of 4 inches thick. Driveway slabs and approaches should additionally have a thickened edge (12 inches) adjacent to all landscape areas, to help impede infiltration of landscape water under the slab. 4. The use of transverse and longitudinal control joints are recommended to help control slab cracking due to concrete shrinkage or expansion. Two ways to mitigate such cracking are: a) add a sufficient amount of reinforcing steel, increasing tensile strength of the slab; and, b) provide an adequate amount of control and/or expansion joints to accommodate anticipated concrete shrinkage and expansion. In order to reduce the potential for unsightly cracks, slabs should be reinforced at mid-height with a minimum of No. 3 bars placed at 18 inches on center, in each direction. The exterior slabs should be scored or saw cut, Vfe to % inches deep, often enough so that no section is greater than 10 feet by 10 feet. For sidewalks or narrow slabs, control joints should be provided at intervals of every 6 feet. The slabs should be separated from the foundations and sidewalks with expansion joint filler material. 5. No traffic should be allowed upon the newly poured concrete slabs until they have been properly cured to within 75 percent of design strength. Concrete compression strength should be a minimum of 2,500 psi. 6. Driveways, sidewalks, and patio slabs adjacent to the house should be separated from the house with thick expansion joint filler material. In areas directly adjacent to a continuous source of moisture (i.e., irrigation, planters, etc.), all joints should be additionally sealed with flexible mastic. 7. Planters and walls should not be tied to the house. 8. Overhang structures should be supported on the slabs, or structurally designed with continuous footings tied in at least two directions. If very low expansion soils are present, footings need only be tied in one direction. 9. Any masonry landscape walls that are to be constructed throughout the property should be grouted and articulated in segments no more than 20 feet long. These segments should be keyed or doweled together. 10. Utilities should be enclosed within a closed utilidor (vault) or designed with flexible connections to accommodate differential settlement and expansive soil conditions. 11. Positive site drainage should be maintained at all times. Finish grade on the lots should provide a minimum of 1 to 2 percent fall to the street, as indicated herein. It should be kept in mind that drainage reversals could occur, including Mr. and Mrs. Don and Michele Smith W.O. 4095-A-SC Cynthia Lane, Carlsbad March 29, 2004 Rle:e:\wp9\4000\4095a1 .gpr Page 11 GeoSoils, Inc. post-construction settlement, if relatively flat yard drainage gradients are not periodically maintained by the homeowner or homeowners association. 12. Air conditioning (A/C) units should be supported by slabs that are incorporated into the building foundation or constructed on a rigid slab with flexible couplings for plumbing and electrical lines. A/C waste water lines should be drained to a suitable non-erosive outlet. 13. Shrinkage cracks could become excessive if proper finishing and curing practices are not followed. Finishing and curing practices should be performed per the Portland Cement Association Guidelines. Mix design should incorporate rate of curing for climate and time of year, sulfate content of soils, corrosion potential of soils, and fertilizers used on site. 14. DEVELOPMENT CRITERIA Drainage Adequate lot surface drainage is a very important factor in reducing the likelihood of adverse performance of foundations, hardscape, and slopes. Surface drainage should be sufficientto prevent ponding of water anywhere on a lot, and especially near structures and tops of slopes. Lot surface drainage should be carefully taken into consideration during fine grading, landscaping, and building construction. Therefore, care should be taken that future landscaping or construction activities do not create adverse drainage conditions. Positive site drainage within lots and common areas should be provided and maintained at all times. Drainage should not flow uncontrolled down any descending slope. Water should be directed away from foundations and not allowed to pond and/or seep into the ground. In general, the area within 5 feet around a structure should slope away from the structure. We recommend that unpaved lawn and landscape areas have a minimum gradient of 1 percent sloping away from structures, and whenever possible, should be above adjacent paved areas. Consideration should be given to avoiding construction of planters adjacent to structures (buildings, pools, spas, etc.). Pad drainage should be directed toward the street or other approved area(s). Although not a geotechnical requirement, roof gutters, down spouts, or other appropriate means may be utilized to control roof drainage. Down spouts, or drainage devices should outlet a minimum of 5 feet from structures or into a subsurface drainage system. Areas of seepage may develop due to irrigation or heavy rainfall, and should be anticipated. Minimizing irrigation will lessen this potential. If areas of seepage develop, recommendations for minimizing this effect could be provided upon request. Mr. and Mrs. Don and Michele Smith W.O. 4095-A-SC Cynthia Lane, Carlsbad March 29, 2004 File:e:\wp9\4000\4095a1.gpr Page 12 GeoSoils, Inc. Landscape Maintenance Only the amount of irrigation necessary to sustain plant life should be provided. Over-watering the landscape areas will adversely affect proposed site improvements. We would recommend that any proposed open-bottom planters adjacent to proposed structures be eliminated for a minimum distance of 10 feet. As an alternative, closed-bottom type planters could be utilized. An outlet placed in the bottom of the planter, could be installed to direct drainage away from structures or any exterior concrete flatwork. If planters are constructed adjacent to structures, the sides and bottom of the planter should be provided with a moisture barrier to prevent penetration of irrigation water into the subgrade. Provisions should be made to drain the excess irrigation water from the planters without saturating the subgrade below or adjacent to the planters. Graded slope areas should be planted with drought resistant vegetation. Consideration should be given to the type of vegetation chosen and their potential effect upon surface improvements (i.e., some trees will have an effect on concrete flatwork with their extensive root systems). From a geotechnical standpoint leaching is not recommended for establishing landscaping. If the surface soils are processed for the purpose of adding amendments, they should be recompacted to 90 percent minimum relative compaction. Gutters and Downspouts As previously discussed in the drainage section, the installation of gutters and downspouts should be considered to collect roof water that may otherwise infiltrate the soils adjacent to the structures. If utilized, the downspouts should be drained into PVC collector pipes or non-erosive devices that will carry the water away from the house. Downspouts and gutters are not a requirement; however, from a geotechnical viewpoint, provided that positive drainage is incorporated into project design (as discussed previously). Subsurface and Surface Water Subsurface and surface water are not anticipated to affect site development, provided that the recommendations contained in this report are incorporated into final design and construction and that prudent surface and subsurface drainage practices are incorporated into the construction plans. Perched groundwater conditions along zones of contrasting permeabilities may not be precluded from occurring in the future due to site irrigation, poor drainage conditions, or damaged utilities, and should be anticipated. Should perched groundwater conditions develop, this office could assess the affected area(s) and provide the appropriate recommendations to mitigate the observed groundwater conditions. Groundwater conditions may change with the introduction of irrigation, rainfall, or other factors. Mr. and Mrs. Don and Mlchele Smith W.O. 4095-A-SC Cynthia Lane, Carlsbad March 29,2004 Rle:e:\wp9\4000\4095a1 .gpr Page 13 GeoSoils, Inc. Site Improvements Recommendations for exterior concrete flatwork design and construction can be provided upon request. If in the future, any additional improvements (e.g., pools, spas, etc.) are planned for the site, recommendations concerning the geological or geotechnical aspects of design and construction of said improvements could be provided upon request. This office should be notified in advance of any fill placement, grading of the site, or trench backfilling after rough grading has been completed. This includes any grading, utility trench, and retaining wall backfills. Tile Flooring Tile flooring can crack, reflecting cracks in the concrete slab below the tile, although small cracks in a conventional slab may not be significant. Therefore, the designer should consider additional steel reinforcement for concrete slabs-on-grade where tile will be placed. The tile installer should consider installation methods that reduce possible cracking of the tile such as slipsheets. Slipsheets or a vinyl crack isolation membrane (approved by the Tile Council of America/Ceramic Tile Institute) are recommended between tile and concrete slabs on grade. Additional Grading This office should be notified in advance of any fill placement, supplemental regrading of the site, or trench backfilling after rough grading has been completed. This includes completion of grading in the street and parking areas and utility trench and retaining wall backfills. Footing Trench Excavation All footing excavations should be observed by a representative of this firm subsequent to trenching and prior to concrete form and reinforcement placement. The purpose of the observations is to verify that the excavations are made into the recommended bearing material and to the minimum widths and depths recommended for construction. If loose or compressible materials are exposed within the footing excavation, a deeper footing or removal and recompaction of the subgrade materials would be recommended at that time. Footing trench spoil and any excess soils generated from utility trench excavations should be compacted to a minimum relative compaction of 90 percent, if not removed from the site. Trenching Considering the nature of the onsite soils, it should be anticipated that caving or sloughing could be a factor in subsurface excavations and trenching. Shoring or excavating the Mr. and Mrs. Don and Michele Smith W.O. 4095-A-SC Cynthia Lane, Carlsbad March 29, 2004 File: e:\wp9\4000\4095a1 .gpr Page 14 GeoSoils, Inc. trench walls at the angle of repose (typically 25 to 45 degrees) may be necessary and should be anticipated. All excavations should be observed by one of our representatives and minimally conform to CAL-OSHA and local safety codes. Utility Trench Backfill 1. All interior utility trench backfill should be brought to at least 2 percent above optimum moisture content and then compacted to obtain a minimum relative compaction of 90 percent of the laboratory standard. As an alternative for shallow (12-inch to 18-inch) under-slab trenches, sand having a sand equivalent value of 30 or greater may be utilized and jetted or flooded into place. Observation, probing and testing should be provided to verify the desired results. 2. Exterior trenches adjacent to, and within areas extending below a 1:1 plane projected from the outside bottom edge of the footing, and all trenches beneath hardscape features and in slopes, should be compacted to at least 90 percent of the laboratory standard. Sand backfill, unless excavated from the trench, should not be used in these backfill areas. Compaction testing and observations, along with probing, should be accomplished to verify the desired results. 3. All trench excavations should conform to CAL-OSHA and local safety codes. 4. Utilities crossing grade beams, perimeter beams, or footings should either pass below the footing or grade beam utilizing a hardened collar or foam spacer, or pass through the footing or grade beam in accordance with the recommendations of the structural engineer. SUMMARY OF RECOMMENDATIONS REGARDING GEOTECHNICAL OBSERVATION AND TESTING We recommend that observation and/or testing be performed by GSI at each of the following construction stages: • During grading/recertification. • During significant excavation (i.e., higher than 4 feet). • During placement of subdrains, toe drains, or other subdrainage devices, prior to placing fill and/or backfill. • After excavation of building footings, retaining wall footings, and free standing walls footings, prior to the placement of reinforcing steel or concrete. Mr. and Mrs. Don and Mlchele Smith W.O. 4095-A-SC Cynthia Lane, Carlsbad March 29, 2004 Rle:e:\wp9\4000\4095a1 .gpr Page 15 GeoSoils, Inc. Prior to pouring any slabs or flatwork, after presoaking/presaturation of building pads and other flatwork subgrade, before the placement of concrete, reinforcing steel, capillary break (i.e., sand, pea-gravel, etc.), or vapor barriers (i.e., visqueen, etc.). During retaining wall subdrain installation, prior to backfill placement. During placement of backfill for area drain, interior plumbing, utility line trenches, and retaining wall backfill. When any unusual soil conditions are encountered during any construction operations, subsequent to the issuance of this report. When any developer or homeowner improvements, such as flatwork, spas, pools, walls, etc., are constructed. A report of geotechnical observation and testing should be provided at the conclusion of each of the above stages, in order to provide concise and clear documentation of site work, and/or to comply with code requirements. OTHER DESIGN PROFESSIONALS/CONSULTANTS The design civil engineer, structural engineer, post-tension designer, architect, landscape architect, wall designer, etc., should review the recommendations provided herein, incorporate those recommendations into all their respective plans, and by explicit reference, make this report part of their project plans. In order to mitigate potential distress, the foundation and/or improvement's designer should confirm to GSI and the governing agency, in writing, that the proposed foundations and/or improvements can tolerate the amount of differential settlement and/or expansion characteristics and design criteria specified herein. The conclusions and recommendations presented herein are professional opinions. These opinions have been derived in accordance with current standards of practice and no warranty is expressed or implied. Standards of practice are subject to change with time. GSI assumes no responsibility for work, testing or recommendations performed or provided by others. Mr. and Mrs. Don and Michele Smith W.O. 4095-A-SC Cynthia Lane, Carlsbad March 29, 2004 File:e:\wp9\4000\4095a1 .gpr Page 16 GeoSoils, Inc. The opportunity to be of service is greatly appreciated. If you have any questions, please do not hesitate to call our office. Respectfully submitted, GeoSoils, Inc. Ryari Boehmer Staff Geologist Reviewed by: John P. Franklin Engineering Geologist,40 RB/DWS/JPF/jk Attachment: Appendix - References Distribution: (4) Addressee Civil Engineer, RCE 47857 Mr. and Mrs. Don and Michele Smith Cynthia Lane, Carlsbad File:e:\wp9\4000\4095a1 .gpr W.O, 4095-A-SC March 29, 2004 Page 17 GeoSoils, Inc. TITLE 24 REPORT Title 24 Report for: The Smith Residence Cynthia Lane Carlsbad, CA Project Designer: John S. Beery, Architect PO Box 130684 Carlsbad, CA Report Prepared By: Julie A. Gustine GMS / Murphy Mechanical 140 Vallecitos de Oro San Marcos, CA 92069 (760)591-9172 Job Number: 03-12-1508r1 Date: 2/5/2004 The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2001 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC (415) 883-5900. EnergyPro 3.1 By EnergySoft Job Number: 03-12-1508M 0 Geotechnical • Geologic • Environmental PRELIMINARY GEOTECHNICAL EVALUATION CYNTHIA LANE (APN 156-231-50-00) CITY OF CARLSBAD, SAN DIEGO COUNTY, CALIFORNIA FOR MR. AND MRS. DON AND MICHELE SMITH c/o MR. JOHN S. BEERY, ARCHITECT A.I.A. P.O. BOX 130684 CARLSBAD, CALIFORNIA 92013-0684 W.O. 4095-A-SC NOVEMBER 21, 2003 Geotechnical • Geologic • Environmental 5741 Palmer Way • Carlsbad, California 92008 * (760)438-3155 • FAX (760) 931-0915 November 21,2003 W.O. 4095-A-SC Mr. and Mrs. Don and Michele Smith c/o Mr. John S. Beery, Architect A.l.A. P.O. Box 130684 Carlsbad, California 92013-0684 Attention: Mr. John S. Beery Subject: Preliminary Geotechnica! Evaluation, Cynthia Lane (APN 156-231-50-00), City of Carlsbad, San Diego County, California. Dear Mr. Beery: In accordance with your request, GeoSoils, Inc. (GSI), has performed a preliminary geotechnical evaluation of the subject site. The purpose of the study was to evaluate the onsite soils and geologic conditions and their effects on the proposed site development from a geotechnical viewpoint. EXECUTIVE SUMMARY Based on our review of the available data (see Appendix A), field exploration, laboratory testing, geologic and engineering analysis, the proposed development of the property appears to be feasible from a geotechnical viewpoint, provided the recommendations presented in the text of this report are properly incorporated into the design and construction of the project. The most significant elements of this study are summarized below: • AH deleterious debris and vegetation should be removed from the site and properly disposed, should settlement sensitive improvements be proposed within their influence. Removals of compressible topsoil/colluvium, and weathered Quaternary-age terrace deposits will be necessary prior to fill placement. Depths of removals are outlined in the "Conclusions and Recommendations" section of this report. In general, removals will be on the order of ± 1 to ±3 feet across a majority of the site. However, localized deeper removals cannot be precluded. • To provide for the uniform support of settlement-sensitive improvements, overexcavation of the terrace deposits to a depth of 3 feet below finish pad grade elevation is recommended. If proposed footings or isolated pad footings are deeper than 24 inches below finish pad grade elevation, additional overexcavation will be necessary to provide a minimum 18 inches of compacted fill beneath the footing. Maximum to minimum fill thickness below the foundation elements of settlement-sensitive improvements should not exceed a ratio of 3:1 (maximum:minimum). On a preliminary basis, temporary cut slopes for the basement excavation may be inclined at gradient of Vz'.l (horizontal: vertical) above a 4-foot vertical excavation, to a maximum of 9 feet in overall height. Heavy equipment and/or stockpile should not be stored within 5 feet of any temporary cut slope. Additionally, heavy equipment should not be operated within 5 feet from the top of any temporary cut slope. Temporary cut slopes should be further evaluated during site grading. The possibility of cutting temporary cut slopes to a flatter gradient orthe need for shoring cannot be precluded if adverse soil conditions are observed. The expansion potential of tested onsite soils is very low (Expansion Index [E.I.] Oto 20). Conventional foundations may be utilized for these soil conditions. Post-tension foundation recommendations can be provided upon request. At the present time, laboratory test results concerning the corrosion potential and sulfate exposure of site soils were not available. An addendum report, presenting these laboratory test results, will be issued when the data is made available. Groundwater was not observed during the field investigation and is not expected to be a major factor in development of the site. However, due to the nature of the site materials, seepage and/or perched groundwater conditions may develop throughout the site along boundaries of contrasting permeabilities (i.e., fill/terrace deposit contacts), and should be anticipated. Our evaluation indicates that the site has a very low potential for liquefaction. Therefore, no recommendations for mitigation are deemed necessary. The seismic acceleration values and design parameters provided herein should be considered during the design of the proposed development. Our evaluation indicates there are no known active faults crossing the site. Adverse geologic features that would preclude project feasibility were not encountered. The recommendations presented in this report should be incorporated into the design and construction considerations of the project. Mr. and Mrs. Don and Michele Smith W.O. 4095-A-SC File:e:\wp9\4000\4095a.pge Page Two GeoSoils, Inc. The opportunity to be of service is greatly appreciated. If you have any questions concerning this report, or if we may be of further assistance, please do not hesitate to contact any of the undersigned. Respectfully submitted, GeoSoils, Inc. fan Boehmer Staff Geologist viewed by: P. Franklin ineering Geologist, CE RB/JPF/DWS/jh/jk Distribution: (4) Addressee iewed by: H ^ I s^ pr^ ^7^^? i ^ tsi '•- '-*'• rr*.*a_ v* t-j/ j Xi :• u * XExa. */' David W. Skelly Civil Engineer, RCE 47857 Mr. and Mrs. Don and Michele Smith File :e :\wp9\4000\4095a. pge W.O. 4095-A-SC Page Three GeoSoils, Inc. TABLE OF CONTENTS SCOPE OF SERVICES 1 SITE CONDITIONS/PROPOSED DEVELOPMENT 1 SITE EXPLORATION 1 REGIONAL GEOLOGY 3 SITE GEOLOGIC UNITS 3 Topsoil/Colluvium (Not Mapped) 3 Quaternary-age Terrace Deposits (Map Symbol - Qt) 3 FAULTING AND REGIONAL SEISMICITY 4 Regional Faults 4 Seismicity 6 Seismic Shaking Parameters 7 Seismic Hazards 7 GROUNDWATER 8 LIQUEFACTION POTENTIAL 8 SLOPE STABILITY 9 LABORATORY TESTING 9 General 9 Classification 9 Moisture-Density Relations 9 Laboratory Standard 10 Expansion Potential 10 Direct Shear Test 10 Corrosion/Sulfate Testing 11 CONCLUSIONS 11 General 11 EARTHWORK CONSTRUCTION RECOMMENDATIONS 13 General 13 Site Preparation 13 Removals (Unsuitable Surficial Materials) 13 Fill Placement 13 Transitions/Overexcavation 14 Temporary Cut Slopes 14 GeoSoiIs, Inc. RECOMMENDATIONS - FOUNDATIONS 14 Preliminary Foundation Design 14 Bearing Value 15 Lateral Pressure 15 Foundation Settlement 15 Footing Setbacks 16 Construction 16 Very Low Expansion Potential (E.I. 0 to 20) 16 CORROSION 17 UTILITIES 17 WALL DESIGN PARAMETERS 18 Conventional Retaining Walls 18 Restrained Walls 18 Cantilevered Walls 18 Retaining Wall Backfill and Drainage 19 Wall/Retaining Wall Footing Transitions 19 TOP-OF-SLOPE WALLS/FENCES/IMPROVEMENTS 23 Slope Creep 23 Top of Slope Walls/Fences 23 DRIVEWAY, FLATWORK, AND OTHER IMPROVEMENTS 24 DEVELOPMENT CRITERIA 26 Drainage 26 Landscape Maintenance 27 Gutters and Downspouts 27 Subsurface and Surface Water 27 Site Improvements 28 Tile Flooring 28 Additional Grading 28 Footing Trench Excavation 28 Trenching 29 Utility Trench Backfill 29 SUMMARY OF RECOMMENDATIONS REGARDING GEOTECHNICAL OBSERVATION AND TESTING 29 OTHER DESIGN PROFESSIONALS/CONSULTANTS 30 PLAN REVIEW 30 Mr. and Mrs. Don and Michele Smith Table of Contents Fi!e:e:\wp9\4000\4095a.pge Page ii GeoSoils, Inc. LIMITATIONS 31 FIGURES: Figure 1 - Site Location Map 2 Figure 2 -California Fault Map 5 Detail 1 - Typical Retaining Wall Backfill and Drainage Detail 20 Detail 2 - Retaining Wall Backfill and Subdrain Detail Geotextile Drain 21 Detail 3 - Retaining Wall and Subdrain Detail Clean Sand Backfill 22 ATTACHMENTS: Appendix A - References Rear of Text Appendix B - Boring Logs Rear of Text Appendix C - EQFAULT, EQSEARCH, AND FRISKSP Rear of Text Appendix D - Laboratory Data Rear of Text Appendix E - General Earthwork and Grading Guidelines Rear of Text Plate 1 - Geotechnical Map Rear of Text in Folder Mr. and Mrs. Don and Michele Smith Table of Contents File:e:\wp9\40QO\4095a.pge Page iii GeoSoils, Inc. PRELIMINARY GEOTECHNICAL EVALUATION CYNTHIA LANE (APN 156-231-50-00) CITY OF CARLSBAD, SAN DIEGO COUNTY CALIFORNIA SCOPE OF SERVICES The scope of our services has included the following: 1. Review of the available geologic literature for the site (see Appendix A). 2. Geologic site reconnaissance, subsurface exploration with exploratory hand auger boring excavations (see Appendix B), sampling, and mapping. 3. General areal seismicity evaluation (see Appendix C). 4. Appropriate laboratory testing of representative soil samples (see Appendix D). 5. Engineering and geologic analysis of data collected. 6. Preparation of this report. SITE CONDITIONS/PROPOSED DEVELOPMENT The subject site is a roughly rectangular, generally flat-lying, vacant property located on the south side of Cynthia Lane (immediately east of 1373 Cynthia Lane) in the City of Carlsbad, California (see Figure 1, Site Location Map). Site drainage appears to be directed to the north via sheet flow runoff. The site is approximately ±143 feet above Mean Sea Level (MSL). Vegetation consists of weeds and grasses. Based on a conversation with John S. Beery, Architect A.I.A., proposed development will consist of preparing the site for the construction of a two-story residential structure with a basement and associated residential flatwork. Building loads are assumed to be typical for this type of relatively light construction (slab on grade, wood frame and/or masonry block). It is anticipated that sewage disposal will be tied into the municipal system. The need for import soils is unknown at this time. SITE EXPLORATION Surface observations and subsurface explorations were performed on November 5,2003, by a representative of this office. A survey of line and grade for the subject lot was not conducted by this firm at the time of our site reconnaissance. Near surface soil and geologic conditions were explored with three hand auger borings within the site. The approximate locations of each boring are shown on the attached Geotechnical Map (see Plate 1). Boring Logs are presented in Appendix B. GeoSoils, Inc. 3-D TopoQuaOs Copyright '01999 DcUrat Yarmouth, ME 04096 Sourte Dab: USGS { »EI CarrHlM.:.-' \ Country C1M.&-. Base Map: San Luis Rey Quadrangle, California—San Diego Co., 7.5 Minute Series (Topographic), 1968 (photorevised 1975), by USGS, 1"=2000* 2000 Scale 4000 Feet N w.o. 4095-A-SC SITE LOCATION MAP Figure 1 REGIONAL GEOLOGY The subject property is located within a prominent natural geomorphic province in southwestern California known as the Peninsular Ranges. It is characterized by steep, elongated mountain ranges and valleys that trend northwesterly. The mountain ranges are underlain by basement rocks consisting of pre-Cretaceous metasedimentary rocks, Jurassic metavolcanic rocks, and Cretaceous plutonic rocks of the southern California batholith. In the San Diego County region, deposition occurred during the Cretaceous Period and Cenozoic Era in the continental margin of a forearc basin. Sediments, derived from Cretaceous-age plutonic rocks and Jurassic-age volcanic rocks, were deposited into the narrow, steep, coastal plain and continental margin of the basin. These rocks have been uplifted, eroded, and deeply incised. During early Pleistocene time, a broad coastal plain was developed from the deposition of marine terrace deposits. During mid- to late-Pleistocene time, this plain was uplifted, eroded, and incised. Alluvial deposits have since filled the lower valleys, and young marine sediments are currently being deposited/eroded within coastal and beach areas. SITE GEOLOGIC UNITS The site geologic units encountered during our subsurface investigation and site reconnaissance included topsoil/colluvium and Quaternary-age terrace deposits. The earth materials are generally described below from the youngest to the oldest. The distribution of these materials is shown on Plate 1. Topsoil/Colluvium (Not Mapped) Topsoil/colluvium was observed to mantle the site in all of our exploratory borings and consists of red brown to brown, dry to damp, loose, porous silty sands that are approximately ±1/2 to ±11/2 feet thick. These materials are considered potentially compressible in their existing state and will require removal and recompaction if settlement-sensitive improvements are proposed within their influence. Quaternarv-aae Terrace Deposits (Map Symbol - Qt) Quaternary-age terrace deposits were observed to directly underlie the colluvial soils, and consist of medium dense to very dense, silty sands to clayey sands. These deposits are generally light brown to yellow brown to light yellow brown to brown, and dry to damp. The upper ± 1 foot to ± 11/2 feet of these sediments are generally weathered and are considered unsuitable for structural support in their present condition, and should be removed and recompacted. Bedding structure was not readily observed, but regionally is typically flat lying to sub-horizontal. These sediments are typically massive to weakly bedded. Terrace Mr. and Mrs. Don and Michele Smith ! W.0.4095-A-SC Cynthia Lane, APN 156-231-50-00 November 21,2003 File:e:\wp9\4000\4095a.pge Page 3 GeoSoils, Inc. deposits, encountered across the site, possessed a continuous, well cemented hardpan. Based on our experience with other projects in the immediate vicinity, this hardpan is believed to be on the order of ±1 to ±2 feet thick, and most likely will present difficulty during excavations if relatively light equipment (i.e., rubber-tire backhoe) is used. However, the hardpan is generally considered to be rippable/trenchable with conditional heavy grading equipment (D9L/CAT 235 hoe), or equivalent. Based on geologic mapping of the immediate vicinity (Kennedy and Tan, 1996), it appears that the thickness of the terrace deposits is on the order of ±40 feet. FAULTING AND REGIONAL SEISMICITY Regional Faults Our review indicates that there are no known active faults crossing this site within the area proposed for development, and the site is not within an Earthquake Fault Zone (Hart and Bryant, 1997). However, the site is situated in an area of active as well as potentially active faulting. These include, but are not limited to: the San Andreas fault; the San Jacinto fault; the Elsinore fault; the Coronado Bank fault zone; and the Newport-lnglewood - Rose Canyon fault zone. The location of these, and other major faults relative to the site, are indicated on Figure 2 (California Fault Map). The possibility of ground acceleration, or shaking at the site, may be considered as approximately similar to the southern California region as a whole. Major active fault zones that may have a significant affect on the site, should they experience activity, are listed in the following table (modified from Blake, 2000a): ABBREVIATED FAULT NAME Newport-lnglewood (Offshore) Rose Canyon Coronado Bank Elsinore-Temecula Elsinore-Julian Elsinore-Glen Ivy Palos Verdes Earthquake Valley Newport-lnglewood (LA. Basin) APPROXIMATE DISTANCE MILES (KM) 5.5 (8.8) 5.7 (9.1) 21.6(34.8) 23.6 (37.9) | 23.8 (38.0) 32.9 (52,9) 35.5 (57.2) 44.0 (70.8) 45.4 (73.0) Mr. and Mrs. Don and Michele Smith Cynthia Lane, APN 156-231-50-00 File:e:\wp9\4000\4095a.pge GeoSoils, Inc. W.O. 4095-A-SC November 21, 2003 Page 4 CALIFORNIA FAULT MAP SMITH 1100 1000 -- 900 -- 800 -- 700-- 600-- 500 400 -- 300 -- 200 -- 100-- 0-- -100 -400 -300 -200 -100 0 100 200 300 400 500 600 W.O. 4095-A-SC Figure 2 ABBREVIATED FAULT NAME San Jacinto-Anza San Jacinto-San Jacinto Valley Chino-Central Ave. (Elsinore) APPROXIMATE DISTANCE MILES (KM) 46.1 (74.2) 46.5 (74.9) 46.9 (75.5) Seism I city The acceleration-attenuation relations of Bozorgnia, Campbell, and Niazi (1999) and Campbell and Bozorgnia (1997 Revised) have been incorporated into EQFAULT (Blake, 2000a). EQFAULT is a computer program developed by Thomas F. Blake (2000a), which performs deterministic seismic hazard analyses using digitized California faults as earthquake sources. The program estimates the closest distance between each fault and a given site. If a fault is found to be within a user-selected radius, the program estimates peak horizontal ground acceleration that may occur at the site from an upper bound ("maximum credible ) earthquake on that fault. Site acceleration (g) is computed by one or more user-selected acceleration-attenuation relations that are contained in EQFAULT. Based on the EQFAULT program, peak horizontal ground accelerations from an upper bound event at the site may be on the order of 0.54g to 0.62g. The computer printouts of portions of the EQFAULT program are included within Appendix C. Historical site seismicity was evaluated with the acceleration-attenuation relations of Bozorgnia, Campbell, and Niazi (1999) and the computer program EQSEARCH (BiaKe, 2000b). This program performs a search of the historical earthquake records for magnitude 5.0 to 9.0 seismic events within a 100-mile radius, between the years 1800 to June, zoud. Based on the selected acceleration-attenuation relationship, a peak horizontal 9rouna acceleration is estimated, which may have effected the site during the specific event listeo. Based on the available data and the attenuation relationship used, the estimated m^.1™™ (peak) site acceleration during the period 1800 to June, 2003 was 0.22g. A nisionc earthquake epicenter map and a seismic recurrence curve are also estimated/generaiea from the historical data. Computer printouts of the EQSEARCH program are presented in Appendix C. A probabilistic seismic hazards analyses was performed using FRISKSP (Blake, 2000c), which models earthquake sources as 3-D planes and evaluates the site spe.emu probabilities of exceedance for given peak acceleration levels or pseudo-relative vei^ocuy levels. Based on a review of this data, and considering the relative seismic acttvny OT ™ southern California region, a peak horizontal ground acceleration of 0.28g was Mr. and Mrs. Don and Michele Smith Cynthia Lane, APN 156-231-50-00 File:e:\wp9\4000\4095a.pge W.O. 4095-A-SC November 21, 2003 Page 6 GeoSoils, Inc. This value was chosen as it corresponds to a 10 percent probability of exceedance in 50 years (or a 475-year return period). Computer printouts of the FRISKSP program are included in Appendix C. Seismic Shaking Parameters Based on the site conditions, Chapter 16 of the Uniform Building Code (UBC, International Conference of Building Officials [ICBO], 1997) seismic parameters are provided in the following table: 1997 UBC CHAPTER 16 TABLE NO. Seismic Zone (per Figure 16-2*) Seismic Zone Factor (per Table 1 6-I*) Soil Profile Type (per Table 1 6-J*) Seismic Coefficient Ca (per Table 1 6-Q*) Seismic Coefficient Cv (per Table 1 6-R*) Near Source Factor Na (per Table 16-S*) Near Source Factor Nv (per Table 1 6-T*) Distance to Seismic Source Seismic Source Type (per Table 16-U*) Upper Bound Earthquake (Rose Canyon fault) SEISMIC PARAMETERS 4 0.40 SD 0.44Na 0.64NV 1.0 1.19 5.5 mi (8.8 km) B MW6.9 * Figure and Table references from Chapter 1 6 of the UBC (ICBO, 1 997) Seismic Hazards The following list includes other seismic related hazards that have been considered during our evaluation of the site. The hazards listed are considered negligible and/or completely mitigated as a result of site location, soil characteristics, and typical site development procedures: • Dynamic Settlement Surface Fault Rupture • Ground Lurching or Shallow Ground Rupture • Seiche Mr. and Mrs. Don and Michele Smith Cynthia Lane, APN 156-231-50-00 File: e:\wp9\4000\4095a.pge W.O. 4095-A-SC November 21,2003 Page? GeoSoils, Inc. It is important to keep in perspective that in the event of a maximum probable or credible earthquake occurring on any of the nearby major faults, strong ground shaking would occur in the subject site's general area. Potential damage to any structure(s) would likely be greatest from the vibrations and impelling force caused by the inertia of a structure's mass than from those induced by the hazards considered above. This potential would be no greater than that for other existing structures and improvements in the immediate vicinity. GROUNDWATER Subsurface water was not encountered within the property during field work performed in preparation of this report. Subsurface water is not anticipated to adversely affect site development, provided that the recommendations contained in this report are incorporated into final design and construction. These observations reflect site conditions at the time of our investigation and do not preclude future changes in local groundwater conditions from excessive irrigation, precipitation, or that were not obvious at the time of our investigation. The regional groundwater table is anticipated to be near MSL Perched groundwater conditions along fill/terrace deposit contacts, and along zones of contrasting permeabilities, may not be precluded from occurring in the future due to site irrigation, poor drainage conditions, or damaged utilities, and should be anticipated. Should perched groundwater conditions develop, this office could assess the affected area(s) and provide the appropriate recommendations to mitigate the observed groundwater conditions LIQUEFACTION POTENTIAL Seismically-induced liquefaction is a phenomenon in which cyclic stresses, produced by earthquake-induced ground motion, create excess pore pressures in soils. The soils may thereby acquire a high degree of mobility, and lead to lateral movement, sliding, sand boils, consolidation and settlement of loose sediments, and other damaging deformations. This phenomenon occurs only belowthe watertable; but after liquefaction has developed, it can propagate upward into overlying, non-saturated soil as excess pore water dissipates. Typically, liquefaction has a relatively low potential at depths greater than 45 feet and is virtually unknown below a depth of 60 feet. Liquefaction susceptibility is related to numerous factors and the following conditions should be concurrently present for liquefaction to occur: 1) sediments must be relatively young in age and not have developed a large amount of cementation; 2) sediments generally consist of medium to fine grained relatively cohesionless sands; 3) the sediments must have low relative density; 4) free groundwater must be present in the sediment; and 5) the site must experience a seismic event of a sufficient duration and magnitude, to induce straining of soil particles. Mr. and Mrs. Don and Michele Smith W.O. 4095-A-SC Cynthia Lane, APN 156-231 -50-00 November 21, 2003 File:e:\wp9\4000\4095a.pge Page 8 GeoSoils, Inc. The condition of liquefaction has two principal effects. One is the consolidation of loose sediments with resultant settlement of the ground surface. The other effect is lateral sliding. Significant permanent lateral movement generally occurs only when there is significant differential loading, such as fill or natural ground slopes within susceptible materials. No such loading conditions exist on the site. In the site area, we found there is a potential for seismic activity and a groundwater table deeper than 50 feet below the ground surface. Observed terrace deposits were composed of massively bedded, silty sands that become very dense with depth. Since at least three or four of these five required concurrent conditions discussed above do not have the potential to affect the site, and considering the recommended remedial removals, our evaluation indicates that the potential for liquefaction and associated adverse effects within the site is very low, even with a future rise in groundwater levels. The site conditions will also be improved by removal and recompaction of low density near-surface soils. Therefore, it is our opinion that the liquefaction potential does not constitute a significant risk to site development. SLOPE STABILITY Based on site conditions and planned improvements, significant cut and/or fill slopes are not anticipated. LABORATORY TESTING General Laboratory tests were performed on representative samples of the onsite earth materials in order to evaluate their physical characteristics. The test procedures used and results obtained are presented below. Classification Soils were classified visually according to the Unified Soils Classification System. The soil classifications are shown on the Boring Logs in Appendix B. Moisture-Density Relations The field moisture contents and dry unit weights were determined for selected undisturbed samples in the laboratory. The dry unit weight was determined in pounds per cubic foot (pcf), and the field moisture content was determined as a percentage of the dry weight. The results of these tests are shown on the Boring Logs in Appendix B. Mr. and Mrs. Don and Michele Smith W.0.4095-A-SC Cynthia Lane, APN 156-231-50-00 November 21, 2003 File:e:\wp9\4000\4095a.pge Page 9 GeoSoils, Inc. Laboratory Standard The maximum dry density and optimum moisture content was determined forthe major soil type encountered in the borings. The laboratory standard used was ASTM D-1557. The moisture-density relationship obtained for this soil is shown below: SOIL TYPE Yellow Brown, Silty SAND TEST PIT B-1 Through B-3 (Composite) MAXIMUM DRY DENSITY (pcf) 134.0 OPTIMUM MOISTURE CONTENT (%) 8.0 Expansion Potential Expansion testing was performed on a representative samples of site soil in accordance with UBC Standard 18-2. The results of expansion testing are presented in the following table. LOCATION B-1 Through B-3 (Composite) EXPANSION INDEX <5 EXPANSION POTENTIAL Very Low Direct Shear Test Shear testing was performed on a representative, "remolded" sample of site soil in general accordance with ASTM Test Method D-3080 in a Direct Shear Machine of the strain control type. The shear test results are presented as follows and are provided in Appendix D: SAMPLE LOCATION B-1 Through B-3 (Composite) PRIMARY COHESION (PSF) 126 FRICTION ANGLE (DEGREES) 31 RESIDUAL COHESION (PSF) 88 FRICTION ANGLE (DEGREES) 31 Mr. and Mrs. Don and Michele Smith Cynthia Lane, APN 156-231-50-00 File:e:\wp9\4000\4095a.pge W.O. 4095-A-SC November 21, 2003 Page 10 GeoSoils, Inc. Corrosion/Sulfate Testing At the present time, laboratory test results concerning the corrosion potential and sulfate exposure of site soils were not available. An addendum report, presenting these laboratory test results, will be issued when the data is made available. CONCLUSIONS General Based on our field exploration, laboratory testing, and geotechnical engineering analysis, it is our opinion that the site appears suitable for the proposed development from a geotechnical engineering and geologic viewpoint, provided that the recommendations presented in the following sections are incorporated into the design and construction phases of site development. The primary geotechnical concerns with respect to the proposed development are: • Depth to competent material. • Overexcavation of the building pad. • Potential for perched groundwater after development • Expansion potential of site soils. • Regional seismic activity. The recommendations presented herein consider these as well as other aspects of the site. The engineering analyses performed concerning site preparation and the recommendations presented herein have been completed using the information provided and obtained during our field work. In the event that any significant changes are made to proposed site development, the conclusions and recommendations contained in this report shall not be considered valid unless the changes are reviewed and the recommendations of this report verified or modified in writing by this office. Foundation design parameters are considered preliminary until the foundation design, layout, and structural loads are provided to this office for review. 1. the fill. Soil engineering, observation, and testing services should be provided during grading to aid the contractor in removing unsuitable soils and in his effort to compact the fill 2. Geologic observations should be performed during grading to verify and/or further evaluate geologic conditions. Although unlikely, if adverse geologic structures are encountered, supplemental recommendations and earthwork may be warranted. Mr. and Mrs. Don and Michele Smith W.0.4095-A-SC Cynthia Lane, APN 156-231-50-00 November 21, 2003 File:e:\wp9\4000\4095a.pge Page 11 GeoSoils, Inc. 3. All compressible topsoil/colluvium on the order of ±1/2footto ± 1 Vfefeetthick and the upper ±1 foot to ±11/2 feet of the weathered terrace deposits are considered unsuitable for the support of settlement-sensitive improvements in their present condition, based on current industry standards. These materials are potentially compressible in their present condition, and may be subject to differential settlement. Mitigation in the form of removal and recompaction will be necessary. 4. Due to the very dense nature of the hardpan encountered within all of the exploratory borings, excavations, within the subject site, may be difficult to non-trenchable at relatively shallow depths if performed with light-weight trenching equipment (i.e., rubber tire backhoe). However, it has been our experience that this hardpan is rippable/trenchable with heavy grading/trenching equipment (D9L/CAT 235 hoe), or equivalent). 5. In general and based upon the available data to date, groundwater is not expected to be a major factor in development of the site. However, perched groundwater conditions along fill/terrace deposit contacts, and along zones of contrasting permeabilities, may not be precluded from occurring in the future due to site irrigation, poor drainage conditions, or damaged utilities, and should be anticipated. Should perched groundwater conditions develop, this office could assess the affected area(s) and provide the appropriate recommendations to mitigate the observed groundwater conditions. In addition, subdrainage systems forthe control of localized groundwater seepage should be anticipated. The proposed locations of such drains can be delineated at the grading plan review stage of planning. 6. On a preliminary basis, temporary cut slopes forthe basement excavation may be inclined at gradient of 1/2:1 (h:v) above a 4-foot vertical excavation. Heavy equipment and/or stockpile should not be stored within 5 feet of any temporary cut slope. Additionally, heavy equipment should not be operated within 5 feet from the top of any temporary cut slope. Temporary cut slopes should be further evaluated during site grading. The possibility of cutting temporary cut slopes to a flatter gradient or the need for shoring cannot be precluded if adverse soil conditions are observed. 7. General Earthwork and Grading Guidelines are provided at the end of this report as Appendix E. Specific recommendations are provided below. 8. Our laboratory test results and experience on nearby sites related to expansion potential indicate that soils with very low expansion indices underlie the site. This should be considered during project design and construction. Foundation design and construction recommendations are provided herein for a very low expansion potential classification. Mr. and Mrs. Don and Michele Smith W.0.4095-A-SC Cynthia Lane, APN 156-231 -50-00 November 21,2003 Be:e:\wp9\4000\4095a.pge Page 12 GeoSoils, Inc. 9. The seismicity-acceleration values provided herein should be considered during the design and construction of the proposed development. EARTHWORK CONSTRUCTION RECOMMENDATIONS General All grading should conform to the guidelines presented in Appendix Chapter A33 of the UBC, the requirements of the City, and the Grading Guidelines presented in Appendix E, except where specifically superceded in the text of this report. Prior to grading, a GSl representative should be present at the preconstruction meeting to provide additional grading guidelines, if needed, and review the earthwork schedule. During earthwork construction, all site preparation and the general grading procedures of the contractor should be observed and the fill selectively tested by a representative(s) of GSl. If unusual or unexpected conditions are exposed in the field, they should be reviewed by this office and, if warranted, modified and/or additional recommendations will be offered. All applicable requirements of local and national construction and general industry safety orders, the Occupational Safety and Health Act (OSHA), and the Construction Safety Act should be met. Site Preparation All deleterious materials should be removed from the site prior to the start of construction. Removals (Unsuitable Surflcial Materials) Due to the relatively loose condition of the topsoil/colluvium, and weathered, near-surface terrace deposits, these materials should be removed and recompacted in areas proposed for settlement sensitive improvements or areas to receive compacted fill. At this time, removal depths on the order of ±11/2 to ±3 feet (including weathered terrace deposits) below existing grade should be anticipated throughout a majority of the site; however, locally deeper removals cannot be precluded and should be anticipated. Removals should be completed below a 1:1 projection down and away from the edge of any settlement sensitive improvements and/or limits of proposed fill. Once removals are completed, the exposed bottom should be scarified in two perpendicular directions, moisture conditioned to at least optimum moisture content, and recompacted to 90 percent relative compaction. Fill Placement Subsequent to ground preparation, onsite soils may be placed in thin (±6- to 8-inch) lifts, cleaned of vegetation and debris, brought to at least optimum moisture content, and compacted to achieve a minimum relative compaction of 90 percent. If fill soil importation is planned, asample of the soil import should be evaluated by this office prior to importing, Mr. and Mrs. Don and Michele Smith W.0.4095-A-SC Cynthia Lane, APN 156-231 -50-00 November 21, 2003 File:e:\wp9\4000\4095a.pge — — « . Pa9e 13 GeoSoils, Inc. in order to assure compatibility with the onsite soils and the recommendations presented in this report. At least three business days of lead time should be allowed by builders or contractors for proposed import subm'ittals. This lead time will allow for particle size analysis, specific gravity, relative compaction, expansion testing, and blended import/native characteristics as deemed necessary. Import soils for a fill cap should be low expansive (Expansion Index [E.I.] less than 50). The use of subdrains at the bottom of the fill cap may be necessary, and subsequently recommended based on compatibility with onsite soils. Transitions/Overexcavation In order to provide for the uniform support of the proposed settlement sensitive improvements, a minimum 3-footthick fill blanket is recommended for lots containing earth material transitions (i.e. fill juxtaposed to terrace deposits). Any cut portion of a transition lot or lots with planned fills less than 3 feet should be overexcavated a minimum 3 feet below finish pad grade in order to provide for a minimum 3-foot compacted fill blanket. If proposed footings or isolated pad footings are deeper than 24 inches below finish pad grade elevation, additional overexcavation will be necessary to provide a minimum 18 inches of compacted fill beneath the footing. Maximum to minimum fill thickness below the foundation elements of the structures should not exceed a ratio of 3:1 (maximum:minimum). Temporary Cut Slopes On a preliminary basis, temporary cut slopes for the basement excavation may be inclined at gradient of !£: 1 (h:v) above a 4-foot vertical excavation, to a maximum of 9 feet in overall height. Heavy equipment and/or stockpile should not be stored within 5 feet of any temporary cut slope. Temporary cut slopes should be further evaluated during site grading. Additionally, heavy equipment should not be operated within 5 feet from the top of any temporary cut slope. The possibility of cutting temporary cut slopes to aflatter gradient may be recommended if adverse soil conditions are observed. If the required gradient of any temporary cut slope conflicts with property boundaries, shoring may be necessary. RECOMMENDATIONS - FOUNDATIONS Preliminary Foundation Design In the event that the information concerning the proposed development plan is not correct, or any changes in the design, location, or loading conditions of the proposed structures are made, the conclusions and recommendations contained in this report are for the subject site only, and shall not be considered valid unless the changes are reviewed and conclusions of this report are modified or approved in writing by this office. Mr. and Mrs. Don and Michele Smith W.O. 4095-A-SC Cynthia Lane, APN 156-231 -50-00 November 21, 2003 File:e:\wp9\4000\4095a.pge Page 14 GeoSoils, Inc. The information and recommendations presented in this section are considered minimums and are not meant to supercede design(s) by the project structural engineer or civil engineer specializing in structural design. Upon request, GSI could provide additional consultation regarding soil parameters, as related to foundation design. They are considered preliminary recommendations for proposed construction, in consideration of our field investigation, laboratory testing, and engineering analysis. Our review, field work, and recent laboratory testing indicates that onsite soils have a very low expansion potential (E.I. = 0 to 20). Preliminary recommendations for foundation design and construction are presented below. Final foundation recommendations should be provided at the conclusion of grading, based on laboratory testing of fill materials exposed at finish grade. Bearing Value 1. The foundation systems should be designed and constructed in accordance with guidelines presented in the latest edition of the UBC. 2. An allowable bearing value of 1,500 pounds per square foot (psf) may be used for design of continuous footings 12 inches wide and 12 inches deep, and for design of isolated pad footings 24 inches square and 24 inches deep, founded entirely into compacted fill and connected by grade beam or tie beam in at least one direction. This value may be increased by 20 percent for each additional 12 inches in depth to a maximum value of 2,500 psf. The above values may be increased by one-third when considering short duration seismic or wind loads. No increase in bearing for footing width is recommended. Lateral Pressure 1. For lateral sliding resistance, a 0.35 coefficient of friction may be utilized for a concrete to soil contact when multiplied by the dead load. 2. Passive earth pressure may be computed as an equivalent fluid having a density of 250 pcf with a maximum earth pressure of 2,500 psf. 3. When combining passive pressure and frictional resistance, the passive pressure component should be reduced by one-third. Foundation Settlement Foundation systems should be designed to accommodate a differential settlement of at least 3/4 inch in a 40-foot span. Mr. and Mrs. Don and Michele Smith W.O. 4095-A-SC Cynthia Lane, APN 156-231-50-00 November 21, 2003 File:e:\wp9\4000\4095a.pge Page 15 j Inc. Footing Setbacks All footings should maintain a minimum 7-foot horizontal setback from the base of the footing to any descending slope. This distance is measured from the footing face at the bearing elevation. Footings should maintain a minimum horizontal setback of H/3 (H = slope height) from the base of the footing to the descending slope face and no less than 7 feet, nor need be greater than 40 feet. Footings adjacent to unlined drainage swales should be deepened to a minimum of 6 inches below the invert of the adjacent unlined swale. Footings for structures adjacent to retaining walls should be deepened so as to extend below a 1:1 projection from the heel of the wall. Alternatively, walls may be designed to accommodate structural loads from buildings or appurtenances as described in the "Retaining Wall" section of this report. Construction The following foundation construction recommendations are presented as minimum criteria from a soils engineering standpoint. The onsite soil expansion potential is generally very low (E.I. 0 to 20). Recommendations for very low expansive soil conditions are presented herein. Recommendations by the project's design-structural engineer or architect, which may exceed the soils engineer's recommendations, should take precedence over the following minimum requirements. Final foundation design will be provided based on the expansion potential of the near surface soils encountered during grading. Very Low Expansion Potential (E.I. 0 to 20) 1. Exterior and interior footings should be founded at a minimum depth of 12 inches for one-story floor loads, and 18 inches for two-story floor loads, into compacted fill. Isolated column and panel pads, or wall footings, should be founded at a minimum depth of 24 inches into compacted fill. All footings should be reinforced with two No. 4 reinforcing bars, one placed near the top and one placed near the bottom of the footing. Footing widths should be as indicated in UBC (ICBO, 1997). 2. A grade beam, reinforced as above, and at least 12 inches square, should be provided across large (e.g., doorways) entrances. The base of the grade beam should be at the same elevation as the bottom of adjoining footings. Isolated, exterior pad footings should be tied into the main foundation in at least one direction with a grade beam. 3. Concrete slabs, where moisture condensation is undesirable, should be underlain with a vapor barrier consisting of a minimum of 10-mil polyvinyl chloride, or equivalent membrane, with all laps sealed. This membrane should be covered above and below with a minimum of 2 inches of sand (total of 4 inches) to aid in Mr. and Mrs. Don and Michele Smith W.0.4095-A-SC Cynthia Lane, APN 156-231-50-00 November 21, 2003 File:e:\wp9\4000\4095a.pge Page 16 GeoSoils, Inc. uniform curing of the concrete, and to protect the membrane from puncture. If laboratory testing indicates that pad grade soils possess a sand equivalent greater than 30 and the maximum grain size of pad grade soils is less than 1/4-inch in any size dimension, the 10-mil polyvinyl chloride, or equivalent membrane may be place directly on accepted pad grade soils and be covered with a minimum 2 inches of washed sand. 4. Concrete slabs should be a minimum of 4 inches thick and should be reinforced with No. 3 reinforcing bar at 18 inches on center in both directions. All slab reinforcement should be supported to ensure placement near the vertical midpoint of the concrete. "Hooking" of reinforcement is not considered an acceptable method of positioning the reinforcement. The design engineer should determine the actual thickness of the slab based on loadings and use. 5. Garage slabs should be reinforced as above and poured separately from the structural footings and quartered with expansion joints or saw cuts. A positive separation from the footings should be maintained with expansion joint material to permit relative movement. 6. Presaturation is not required for these soil conditions. The moisture content of the subgrade soils should be equal to (or greater than), the soil's optimum moisture content to a minimum depth of 18 inches in the slab areas, prior to concrete placement. CORROSION Upon completion of grading, additional testing of soils (including import materials) for corrosion to concrete and metals should be performed prior to the construction of utilities and foundations. UTILITIES Utilities should be enclosed within a closed utilidor (vault) or designed with flexible connections to accommodate differential settlement and expansive soil conditions. Due to the potential for differential settlement, air conditioning (A/C) units should be supported by slabs that are incorporated into the building foundation or constructed on a rigid slab with flexible couplings for plumbing and electrical lines. A/C waste waterlines should be drained to a suitable outlet. Mr. and Mrs. Don and Mlchele Smith W.O. 4095-A-SC Cynthia Lane, APN 156-231 -50-00 November 21, 2003 File:e:\wp9\4000\4095a.pge Page 17 GeoSoils, Inc. WALL DESIGN PARAMETERS Conventional Retaining Walls The design parameters provided below assume that either non expansive soils (Class 2 permeable filter material or Class 3 aggregate base) or native materials (up to and including medium expansion potential) are used to backfill any retaining walls. The type of backfill (i.e., select or native), should be.specified by the wall designer, and clearly shown on the plans. Building walls, below grade, should be water-proofed or damp-proofed, depending on the degree of moisture protection desired. The foundation system for the proposed retaining walls should be designed in accordance with the recommendations presented in this and preceding sections of this report, as appropriate. Footings should be embedded a minimum of 18 inches below adjacent grade (excluding landscape layer, 6 inches) and should be 24 inches in width. There should be no increase in bearing for footing width. Recommendations for specialty walls (i.e., crib, earthstone, geogrid, etc.) can be provided upon request, and would be based on site specific conditions. Restrained Walls Any retaining walls that will be restrained prior to placing and compacting backfill material or that have re-entrant or male corners, should be designed for an at-rest equivalent fluid pressure (EFP) of 65 pounds per cubic foot (pcf), plus any applicable surcharge loading. For areas of male or re-entrant corners, the restrained wall design should extend a minimum distance of twice the height of the wail (2H) laterally from the corner. Cantilevered Walls The recommendations presented below are for cantilevered retaining walls up to 10 feet high. Design parameters for walls less than 3 feet in height may be superseded by City and/or County standard design. Active earth pressure may be used for retaining wall design, provided the top of the wall is not restrained from minor deflections. An equivalent fluid pressure approach may be used to compute the horizontal pressure against the wall. Appropriate fluid unit weights are given below for specific slope gradients of the retained material. These do not include other superimposed loading conditions due to traffic, structures, seismic events or adverse geologic conditions. When wall configurations are finalized, the appropriate loading conditionsfor superimposed loads can be provided upon request. Mr. and Mrs. Don and Mlchele Smith W.0.4095-A-SC Cynthia Lane, APN 156-231-50-00 November 21,2003 File:e:\wp9\4000\4095a.pge Page 18GeoSoils, Inc. SURFACE SLOPE OF RETAINED MATERIAL (H:V) EQUIVALENT FLUID WEIGHT P.C.F. (SELECT BACKFILL) EQUIVALENT FLUID WEIGHT P.C.F. (NATIVE BACKFILL) Level* 2to1 38 55 45 60 * Level backfill behind a retaining wall is defined as compacted earth materials, properly drained, without a slope for a distance of 2H behind the wall. Retaining Wall Backfill and Drainage Positive drainage must be provided behind all retaining walls in the form of perforated drain pipe encased in gravel and wrapped in geofabric that is directed toward outlets or sump pumps at a minimum one percent gradient. A backdrain system is considered necessary for retaining walls that are 2 feet or greater in height. Details 1,2, and 3, present the back drainage options discussed below. Backdrains should consist of a 4-inch diameter perforated PVC or ABS pipe encased in either Class 2 permeable filter material or Vfe-inch to 3/4-incn gravel wrapped in approved filter fabric (Mirafi 140 or equivalent). For low expansive backfill, the filter material should extend a minimum of 1 horizontal foot behind the base of the walls and upward at least 1 foot. For native backfill that has up to medium expansion potential, continuous Class 2 permeable drain materials should be used behind the wall. This material should be continuous (i.e., full height) behind the wall, and it should be constructed in accordance with the enclosed Detail 1 (Typical Retaining Wall Backfill and Drainage Detail). For limited access and confined areas, (panel) drainage behind the wall may be constructed in accordance with Detail 2 (Retaining Wall Backfill and Subdrain Detail Geotextile Drain). Materials with an E.I. potential of greater than 90 should not be used as backfill for retaining walls. For more onerous expansive situations, backfill and drainage behind the retaining wall should conform with Detail 3 (Retaining Wall And Subdrain Detail Clean Sand Backfill). Outlets should consist of a 4-inch diameter solid PVC or ABS pipe spaced no greater than ±100 feet apart, with a minimum of two outlets, one on each end. The use of weep holes in walls higher than 2 feet should not be considered. The surface of the backfill should be sealed by pavement or the top 18 inches compacted with native soil (E.I. _<90). Proper surface drainage should also be provided. For additional mitigation, consideration should be given to applying a water-proof membrane to the back of all retaining structures. The use of a waterstop should be considered for all concrete and masonry joints. Sump pumps should be constructed per the design engineer's recommendations. Wall/Retaining Wall Footing Transitions Site walls are anticipated to be founded on footings designed in accordance with the recommendations in this report. Should wall footings transition from cut to fill, the civil designer may specify either: Mr. and Mrs. Don and Michele Smith Cynthia Lane, APN 156-231-50-00 File:e :\wp9\4000\4095a.pge GeoSoils, Inc. W.O. 4095-A-SC November 21,2003 Page 19 DETAIL Provide surface drainage ±12* — J Water proofing membrane (optional) (§) Weephole Finished surface 3) Filter fabric A 1/4 or flatter CD WATER PROOFING MEMBRANE (optional* Liquid boot or approved equivalent, (j) RDCKf 3/4 to 1-1/2' (Inches) rock, f3) FILTER FABRID W PIPE: Mlrafl 140N or approved equivalent place fabric flap behind core. 4* (Inches) diameter perforated PVC, schedule 40 or approved alternative with minimum of IX gradient to proper outlet point, (D WEEPHDLEi Minimum 2' (inches) diameter placed at 20' (feet> on centers along the wall, and 3* (inches) above finished surface. TYPICAL RETAINING WALL BACKFILL AND DRAINAGE DETAIL DETAIL 1 Geotechnical • Geologic • Environmental DETAIL Provide surface drainage 1 T) Water proofing membrane (optional)) Native Backfill Slope or Level Native Backfill Drain Veephole Finished surface /4 or f later WATER PROOFING MEMBRANE (optional)' Liquid boot or approved equivalent. DRAIN' Miradraln 6000 or J-drain 200 or equivalent for non-waterproofed walls, Miradrain 6200 or J-draln 200 or equivalent for water proofed walls. FILTER FABRICt Mlrafl 140N or approved equivalent place fabric flap behind core. PIPD 4* (inches) diameter perforated PVC. schedule 40 or approved alternative with nlnlnun of IX gradient to proper outlet point. (D VEEPHDLEi Mininun 2' (Inches) diameter placed at 20' (feet) on centers along the wall, and 3* (Inches)' above finished surface, RETAINING WALL BACKFILL AND SUBDRAIN DETAIL GEOTEXTILE DRAIN DETAIL 2 Geotechnical • Geologic • Environmental DETAIL Provide surface drainage N . T , S . Native Backfill Slope or Level nwater proving" , membrane • (optional) Filter fabric6; weephole Finished surface Heel width /4 or f later 2) Clean sand backfill WATER PROOFING MEMBRANE (optional)- Liquid boot or approved equivalent, CLEAN SAND BACKFILL' Must have sand equivalent value of 30 or greater; can be denslfled by water Jetting. FILTER FABRIC- Mlrafl 140N or approved equivalent. RdCKi PIPE- 1 cubic foot per linear feet of pipe of 3/4 to 1-1/2' Cinches) rock 4* (Inches) diameter perforated PVC. schedule 40 or approved alternative with minimum of IX gradient to proper outlet point, g) VEEPHOLEi Minimum £* (Inches) diameter placed at 20' (feet) on centers along the wall, and 3* (Inches) above finished surface. RETAINING WALL AND SUBDRAIN DETAIL CLEAN SAND BACKFILL DETAIL 3 Geotechnical • Geologic • Environmental a) A minimum of a 2-foot overexcavation and recompaction of cut materials for a distance of 2H, from the point of transition. b) Increase of the amount of reinforcing steel and wall detailing (i.e., expansion joints or crack control joints) such that a angular distortion of 1 /360 for a distance of 2H on either side of the transition may be accommodated. Expansion joints should be sealed with a flexible, non-shrink grout. c) Embed the footings entirely into nativeformational material (i.e., deepened footings). If transitions from cut to fill transect the wall footing alignment at an angle of less than 45 degrees (plan view), then the designer should follow recommendation "a" (above) and until such transition is between 45 and 90 degrees to the wall alignment. TOP-OF-SLOPE WALLS/FENCES/IMPROVEMENTS Slope Creep Soils at the site may be expansive and therefore, may become desiccated when allowed to dry. Such soils are susceptible to surficial slope creep, especially with seasonal changes in moisture content. Typically in southern California, during the hot and dry summer period, these soils become desiccated and shrink, thereby developing surface cracks. The extent and depth of these shrinkage cracks depend on many factors such as the nature and expansivity of the soils, temperature and humidity, and extraction of moisture from surface soils by plants and roots. When seasonal rains occur, water percolates into the cracks and fissures, causing slope surfaces to expand, with a corresponding loss in soil density and shear strength near the slope surface. With the passage of time and several moisture cycles, the outer 3 to 5 feet of slope materials experience a very slow, but progressive, outward and downward movement, known as slope creep. For slope heights greater than 10 feet, this creep related soil movement will typically impact all rear yard flatwork and other secondary improvements that are located within about 15 feet from the top of slopes, such as swimming pools, concrete flatwork, etc., and in particulartop of slope fences/walls. This influence is normally in the form of detrimental settlement, and tilting of the proposed improvements. The dessication/swelling and creep discussed above continues over the life of the improvements, and generally becomes progressively worse. Accordingly, the developer should provide this information to any homeowners and homeowners association. Top of Slope Walls/Fences Due to the potential for slope creep for slopes higher than about 10 feet, some settlement and tilting of the walls/fence with the corresponding distresses, should be expected. To mitigate the tilting of top of slope walls/fences, we recommend that the walls/fences be constructed on a combination of grade beam and caisson foundations. The grade beam Mr. and Mrs. Don and Michele Smith W.O. 4095-A-SC Cynthia Lane, APN 156-231-50-00 November 21, 2003 File:e:\wp9\4000\4095a.pge Page 23GeoSoiIs, Inc. should be at a minimum of 12 inches by 12 inches in cross section, supported by drilled caissons, 12 inches minimum in diameter, placed at a maximum spacing of 6 feet on center, and with a minimum embedment length of 7 feet below the bottom of the grade beam. The strength of the concrete and grout should be evaluated by the structural engineer of record. The proper ASTM tests forthe concrete and mortar should be provided along with the slump quantities. The concrete used should be appropriate to mitigate sulfate corrosion, as warranted. The design of the grade beam and caissons should be in accordance with the recommendations of the project structural engineer, and include the utilization of the following geotechnical parameters: Creep Zone: 5-foot vertical zone below the slope face and projected upward parallel to the slope face. Creep Load: The creep load projected on the area of the grade beam should be taken as an equivalent fluid approach, having a density of 60 pcf. For the caisson, it should be taken as a uniform 900 pounds per linear foot of caisson's depth, located above the creep zone. Point of Fixity: Located a distance of 1.5 times the caisson's diameter, below the creep zone. Passive Resistance: Passive earth pressure of 300 psf per foot of depth per foot of caisson diameter, to a maximum value of 4,500 psf may be used to determine caisson depth and spacing, provided that they meet or exceed the minimum requirements stated above. To determine the total lateral resistance, the contribution of the creep prone zone above the point of fixity, to passive resistance, should be disregarded. Allowable Axial Capacity: Shaft capacity : 350 psf applied below the point of fixity over the surface area of the shaft. Tip capacity: 4,500 psf. DRIVEWAY. FLATWORK. AND OTHER IMPROVEMENTS The soil materials on site may be expansive. The effects of expansive soils are cumulative, and typically occur over the lifetime of any improvements. On relatively level areas, when the soils are allowed to dry, the dessication and swelling process tends to cause heaving and distress to flatwork and other improvements. The resulting potential for distress to improvements may be reduced, but not totally eliminated. To that end, it is recommended Mr. and Mrs. Don and Michele Smith W.0.4095-A-SC Cynthia Lane, APN 156-231-50-00 November 21,2003 File:e:\wp9\4000\4095a.pge _, _. „ Page 24GeoSoils, Inc. that the developer should notify any homeowners or homeowners association of this long-term potential for distress. To reduce the likelihood of distress, the following recommendations are presented for all exterior flatwork: 1. Slab subgrade (i.e., existing fill materials) should be compacted to a minimum 90 percent relative compaction and moisture conditioned to the soil's optimum moisture content to a minimum depth of 12 inches. This should be verified by this office at least 72 hours prior to pouring concrete. The use of Class 2, Class 3, or decomposed granite (i.e., DG) as a base for the concrete slab in non-vehicle traffic areas is not required. 2. Concrete slabs should be cast over a relatively non-yielding surface, consisting of a 4-inch layer of crushed rock, gravel, or clean sand, that should be compacted and level prior to pouring concrete. The layer should wet-down completely prior to pouring concrete, to minimize loss of concrete moisture to the surrounding earth materials. 3. Exterior slabs should be a minimum of 4 inches thick. Driveway slabs and approaches should additionally have a thickened edge (12 inches) adjacent to all landscape areas, to help impede infiltration of landscape water under the slab. 4. The use of transverse and longitudinal control joints are recommended to help control slab cracking due to concrete shrinkage or expansion. Two ways to mitigate such cracking are: a) add a sufficient amount of reinforcing steel, increasing tensile strength of the slab; and, b) provide an adequate amount of control and/or expansion joints to accommodate anticipated concrete shrinkage and expansion. In order to reduce the potential for unsightly cracks, slabs should be reinforced at mid-height with a minimum of No. 3 bars placed at 18 inches on center, in each direction. The exterior slabs should be scored or saw cut, 1/2 to 3/s inches deep, often enough so that no section is greater than 10 feet by 10 feet. For sidewalks or narrow slabs, control joints should be provided at intervals of every 6 feet. The slabs should be separated from the foundations and sidewalks with expansion joint filler material. 5. No traffic should be allowed upon the newly poured concrete slabs until they have been properly cured to within 75 percent of design strength. Concrete compression strength should be a minimum of 2,500 psi. 6. Driveways, sidewalks, and patio slabs adjacent to the house should be separated from the house with thick expansion joint filler material, in areas directly adjacent to a continuous source of moisture (i.e., irrigation, planters, etc.), all joints should be additionally sealed with flexible mastic. 7. Planters and walls should not be tied to the house. Mr. and Mrs. Don and Michele Smith W.O. 4095-A-SC Cynthia Lane, APN 156-231-50-00 November 21, 2003 Re;e:\wp9\4000\4095a.pge -»-.„.GeoSoils, Inc. 8. Overhang structures should be supported on the slabs, or structurally designed with continuous footings tied in at least two directions. 9. Any masonry landscape walls that are to be constructed throughout the property should be grouted and articulated in segments no more than 20 feet long. These segments should be keyed or doweled together. 10. Utilities should be enclosed within a closed utilidor (vault) or designed with flexible connections to accommodate differential settlement and expansive soil conditions. 11. Positive site drainage should be maintained at all times. Finish grade on the lots should provide a minimum of 1 to 2 percent fall to the street, as indicated herein. It should be kept in mind that drainage reversals could occur, including post-construction settlement, if relatively flat yard drainage gradients are not periodically maintained by the homeowner or homeowners association. 12. Air conditioning (A/C) units should be supported by slabs that are incorporated into the building foundation or constructed on a rigid slab with flexible couplings for plumbing and electrical lines. A/C waste water lines should be drained to a suitable non-erosive outlet. 13. Shrinkage cracks could become excessive if proper finishing and curing practices are not followed. Finishing and curing practices should be performed per the Portland Cement Association Guidelines. Mix design should incorporate rate of curing for climate and time of year, sulfate content of soils, corrosion potential of soils, and fertilizers used on site. DEVELOPMENT CRITERIA Drainage Adequate lot surface drainage is a very important factor in reducing the likelihood of adverse performance of foundations, hardscape, and slopes. Surface drainage should be sufficient to prevent ponding of water anywhere on a lot, and especially near structures and tops of slopes. Lot surface drainage should be carefully taken into consideration during fine grading, landscaping, and building construction. Therefore, care should be taken that future landscaping or construction activities do not create adverse drainage conditions. Positive site drainage within lots and common areas should be provided and maintained at all times. Drainage should not flow uncontrolled down any descending slope. Water should be directed away from foundations and not allowed to pond and/or seep into the ground. In general, the area within 5 feet around a structure should slope away from the structure. We recommend that unpaved lawn and landscape areas have a minimum gradient of one percent sloping away from structures, and whenever possible, should be above adjacent paved areas. Consideration should be given to avoiding construction of planters adjacent Mr. and Mrs. Don and Michele Smith W.0.4095-A-SC Cynthia Lane, APN 156-231 -50-00 November 21, 2003 Rle:e:\wp9\4000\4095a.pge • Page 26GeoSotls, Inc. to structures (buildings, pools, spas, etc.). Pad drainage should be directed toward the street or other approved area(s). Although not a geotechnical requirement, roof gutters, down spouts, or other appropriate means may be utilized to control roof drainage. Down spouts, or .drainage devices should outlet a minimum of 5 feet from structures or into a subsurface drainage system. Areas of seepage may develop due to irrigation or heavy rainfall, and should be anticipated. Minimizing irrigation will lessen this potential. If areas of seepage develop, recommendations for minimizing this effect could be provided upon request. Landscape Maintenance Only the amount of irrigation necessary to sustain plant life should be provided. Over-watering the landscape areas will adversely affect proposed site improvements. We would recommend that any proposed open-bottom planters adjacent to proposed structures be eliminated for a minimum distance of 10 feet. As an alternative, closed-bottom type planters could be utilized. An outlet placed in the bottom of the planter, could be installed to direct drainage away from structures or any exterior concrete flatwork. If planters are constructed adjacent to structures, the sides and bottom of the planter should be provided with a moisture barrier to prevent penetration of irrigation water into the subgrade. Provisions should be made to drain the excess irrigation water from the planters without saturating the subgrade below or adjacent to the planters. Consideration should be given to the type of vegetation chosen and their potential effect upon surface improvements (i.e., some trees will have an effect on concrete flatwork with their extensive root systems). From a geotechnical standpoint leaching is not recommended for establishing landscaping. If the surface soils are processed for the purpose of adding amendments, they should be recompacted to 90 percent minimum relative compaction. Gutters and Downspouts As previously discussed in the drainage section, the installation of gutters and downspouts should be considered to collect roof water that may otherwise infiltrate the soils adjacent to the structures. If utilized, the downspouts should be drained into PVC collector pipes or non-erosive devices that will carry the water away from the house. Downspouts and gutters are not a requirement; however, from a geotechnical viewpoint, provided that positive drainage is incorporated into project design (as discussed previously). Subsurface and Surface Water Subsurface and surface water are not anticipated to affect site development, provided that the recommendations contained in this report are incorporated into final design and construction and that prudent surface and subsurface drainage practices are incorporated into the construction plans. Perched groundwater conditions along zones of contrasting permeabilities may not be precluded from occurring in the future due to site irrigation, poor drainage conditions, or damaged utilities, and should be anticipated. Should perched groundwater conditions develop, this office could assess the affected area(s) and provide Mr. and Mrs. Don and Michele Smith W.0.4095-A-SC Cynthia Lane, APN 156-231 -50-00 November 21, 2003 File:e:\wp9\4000\4095a.pge — mm _ Page 27GeoSoils, Inc. the appropriate recommendations to mitigate the observed groundwater conditions. Groundwater conditions may change with the introduction of irrigation, rainfall, or other factors. Site Improvements Recommendations for exterior concrete flatwork design and construction can be provided upon request. If in the future, any additional improvements (e.g., pools, spas, etc.) are planned for the site, recommendations concerning the geological or geotechnical aspects of design and construction of said improvements could be provided upon request. This office should be notified in advance of any fill placement, grading of the site, or trench backfilling after rough grading has been completed. This includes any grading, utility trench, and retaining wall backfills. Tile Flooring Tile flooring can crack, reflecting cracks in the concrete slab below the tile, although small cracks in a conventional slab may not be significant. Therefore, the designer should consider additional steel reinforcement for concrete slabs-on-grade where tile will be placed. The tile installer should consider installation methods that reduce possible cracking of the tile such as slipsheets. Slipsheets or a vinyl crack isolation membrane (approved by the Tile Council of America/CeramicTile Institute) are recommended between tile and concrete slabs on grade. Additional Grading This office should be notified in advance of any fill placement, supplemental regrading of the site, or trench backfilling after rough grading has been completed. This includes completion of grading in the street and parking areas and utility trench and retaining wall backfills. Footing Trench Excavation All footing excavations should be observed by a representative of this firm subsequent to trenching and prior to concrete form and reinforcement placement. The purpose of the observations is to verify that the excavations are made into the recommended bearing material and to the minimum widths and depths recommended for construction. If loose or compressible materials are exposed within the footing excavation, a deeper footing or removal and recompaction of the subgrade materials would be recommended at that time. Footing trench spoil and any excess soils generated from utility trench excavations should be compacted to a minimum relative compaction of 90 percent, if not removed from the site. Mr. and Mrs. Don and Michele Smith W.O. 4095-A-SC Cynthia Lane, APN 156-231 -50-00 November 21,2003 File:e:\wp9\4000\4095a.pge ^ „ . Page 28GeoSotls, Inc. Trenching Considering the nature of the onsite soils, it should be anticipated that caving or sloughing could be a factor in subsurface excavations and trenching. Shoring or excavating the trench walls at the angle of repose (typically 25 to 45 degrees) may be necessary and should be anticipated. All excavations should be observed by one of our representatives and minimally conform to CAL-OSHA and local safety codes. Utility Trench Backfill 1. All interior utility trench backfill should be brought to at least 2 percent above optimum moisture content and then compacted to obtain a minimum relative compaction of 90 percent of the laboratory standard. As an alternative for shallow (12-inch to 18-inch) under-slab trenches, sand having a sand equivalent value of 30 or greater may be utilized and jetted or flooded into place. Observation, probing and testing should be provided to verify the desired results. 2. Exterior trenches adjacent to, and within areas extending below a 1:1 plane projected from the outside bottom edge of the footing, and all trenches beneath hardscape features and in slopes, should be compacted to at least 90 percent of the laboratory standard. Sand backfill, unless excavated from the trench, should not be used in these backfill areas. Compaction testing and observations, along with probing, should be accomplished to verify the desired results. 3. All trench excavations should conform to CAL-OSHA and local safety codes. 4. Utilities crossing grade beams, perimeter beams, or footings should either pass below the footing or grade beam utilizing a hardened collar or foam spacer, or pass through the footing or grade beam in accordance with the recommendations of the structural engineer. SUMMARY OF RECOMMENDATIONS REGARDING GEOTECHNICAL OBSERVATION AND TESTING We recommend that observation and/or testing be performed by GSI at each of the following construction stages: • During grading/recertification. • After excavation of building footings, retaining wall footings, and free standing walls footings, prior to the placement of reinforcing steel or concrete. • Prior to pouring any slabs orflatwork, after presoaking/presaturation of building pads and other flatwork subgrade, before the placement of concrete, reinforcing steel, capillary break (i.e., sand, pea-gravel, etc.), or vapor barriers (i.e., visqueen, etc.). Mr. and Mrs. Don and Michele Smith W.O. 4095-A-SC Cynthia Lane, APN 156-231-50-00 November 21, 2003 File: e:\wp9\4000\4095a.pge Page 29GeoSoils, Inc. During retaining wall subdrain installation, prior to backfill placement. During placement of backfill for area drain, interior plumbing, utility line trenches, and retaining wall backfill. During slope construction/repair. When any unusual soil conditions are encountered during any construction operations, subsequent to the issuance of this report. When any developer or homeowner improvements, such as flatwork, spas, pools, walls, etc., are constructed. A report of geotechnical observation and testing should be provided at the conclusion of each of the above stages, in order to provide concise and clear documentation of site work, and/or to comply with code requirements. OTHER DESIGN PROFESSIONALS/CONSULTANTS The design civil engineer, structural engineer, post-tension designer, architect, landscape architect, wall designer, etc., should review the recommendations provided herein, incorporate those recommendations into all their respective plans, and by explicit reference, make this report part of their project plans. PLAN REVIEW Final project plans should be reviewed by this office prior to construction, so that construction is in accordance with the conclusions and recommendations of this report. Based on our review, supplemental recommendations and/orfurther geotechnical studies maybe warranted. Mr. and Mrs. Don and Michele Smith W.O. 4095-A-SC Cynthia Lane, APN 156-231 -50-00 November 21,2003 File:e:\wp9\4000\4095a.pge -*-.-.- Page 30GeoSoils, Inc. LIMITATIONS The materials encountered on the project site and utilized for our analysis are believed representative of the area; however, soil and bedrock materials vary in character between excavations and natural outcrops or conditions exposed during mass grading. Site conditions may vary due to seasonal changes or other factors. Inasmuch as our study is based upon our review and engineering analyses and laboratory data, the conclusions and recommendations are professional opinions. These opinions have been derived in accordance with current standards of practice, and no warranty is expressed or implied. Standardsof practice are subject to change with time. GSI assumes no responsibility or liability for work ortesting performed by others, or their inaction; or work performed when GSI is not requested to be onsite, to evaluate if our recommendations have been properly implemented. Use of this report constitutes an agreement and consent by the user to all the limitations outlined above, notwithstanding any other agreements that may be in place. In addition, this report may be subject to review by the controlling authorities. Mr. and Mrs. Don and Michele Smith W.O. 4095-A-SC Cynthia Lane, APN 156-231-50-00 November 21, 2003 File:e:\wp9\4000\4095a.pge -. „ .GeoSoils, Inc. APPENDIX A REFERENCES APPENDIX A REFERENCES Blake, Thomas F,, 2000a, EQFAULT, A computer program for the estimation of peak horizontal acceleration from 3-D fault sources; Windows 95/98 version. , 2000b, EQSEARCH, A computer program for the estimation of peak horizontal acceleration from California historical earthquake catalogs; Updated to June, 2003, Windows 95/98 version. , 2000c, FRISKSP, A computer program for the probabilistic estimation of peak acceleration and uniform hazard spectra using 3-D faults as earthquake sources; Windows 95/98 version. Bozorgnia, Y., Campbell K.W., and Niazi, M., 1999, Vertical ground motion: Characteristics, relationship with horizontal component, and building-code implications; Proceedings of the SMIP99 seminar on utilization of strong-motion data, September 15, Oakland, pp. 23-49. Campbell, K.W. and Bozorgnia, Y., 1997, Attenuation relations for soft rock conditions; jo EQFAULT, A computer program for the estimation of peak horizontal acceleration from 3-D fault sources; Windows 95/98 version, Blake, 2000a. Hart, E.W. and Bryant, W.A., 1997, Fault-rupture hazard zones in California, Alquist-Priolo earthquake fault zoning act with index to earthquake fault zones maps; California Division of Mines and Geology Special Publication 42, with Supplements 1 and 2,1999. International Conference of Building Officials, 1997, Uniform building code: Whittier, California, vol. 1, 2, and 3. Jennings, C.W., 1994, Fault activity map of California and adjacent areas: California Division of Mines and Geology, Map sheet no. 6, Scale 1:750,000. Kennedy, M.P. and Tan S.S., 1996, Geologic maps of the northwest part of San Diego County, California., Division of Mines and Geology, Plate 2, scale 1:24,000. Sowers and Sowers, 1970, Unified soil classification system (After U. S. Waterways Experiment Station and ASTM 02487-667) in Introductory Soil Mechanics, New York. GeoSoils, Inc. APPENDIX B BORING LOGS GeoSoils, Inc. BORING LOG LV.O.4095-A-SC PROJECT: SMITH Cynthia Lane, APN 156-231-50-00 BORING B-1 Sample SM SM fr-O 93.3 19.8 68.0 DATE EXCAVATED SAMPLE METHOD: HAND AUGER SHEET,J_ OFj_ 11-5-03 Standard Penetration Test Undisturbed, Ring Sample ~- Groundwater Description of Material TOPSOIUCOLLUVIUM: @ 0' SILTY SAND, brown, dry, loose to medium dense; porous, rootlets/roothairs. WEATHERED TERRACE DEPOSITS: @ 1Vi' SILTY SAND, light yellow brown, dry, medium dense; porous. QUATERNARY TERRACE DEPOSITS fQtl: @ 3' SILTY SAND, yellow brown, damp, very dense. Practical Refusal @ 3' No Groundwater/Caving Encountered Backfilled 11-5-2003 Cynthia Lane. APN 156-231-50-00 GeoSoils, Inc.PLATE BORING LOG GeoSoils, Inc. PROJECT. SMITH Cynthia Lane, APN 156-231-50-00 5=, .C"S. & Sample ^ 3m • 5- P £» 11 'illm Blows/ft.I siw >,D CO SM SM/SC SM Dry Unit Wt.(pcf)125.4 Moisture (%}4.5 |Saturation (%37.1 WO. 4095-A-SC SOR/A/G B-2 SWFE7 1 OF 1 ! DA TE EXCA VA TED 1 1 -5-03 SAMPLE METHOD: HAND AUGER Standard Penetration Test __-, -V' Groundwater kxgd Undisturbed, Ring Sample Description of Material -'- — | i, TOPSOIL/COLLUVIUM @ 0' SILTY SAND, red brown, damp, loose; porous, \ rootlets/roothairs, occasional gravel. WEATHERED TERRACE DEPOSITS: @ V2 SILTY SAND/CLAYEY SAND, light brown, dry, medium dense; porous, roothairs. QUATERNARY TERRACE DEPOSITS: @ 21 SILTY SAND, yellow brown, damp, very dense. Practical Refusal @ 3' No Groundwater/Caving Encountered Backfilled 11-5-2003 I Cynthia Lane. APN 156-231-50-00 GeoSoils, Inc.PLATE BORING LOG GeoSoils, Inc. w.o.4095-A-SC PROJECT: SMITH Cynthia Lane, APN 156-231-50-00 BORING B-3 SHEET 1 OF 1 Depth (ft.)Sample j£ c5 I 5- 1 iBlows/ft.! . 8lsi SM SM ! Dry Unit Wt.(pcOMoisture (%)Saturation (%1 DA TE EXCA VA TED 1 1 -5-03 SAMPLE METHOD: HAND AUGER j I3SSKxXS | Standard Penetration Test .„_ -V- Groundwater Kffl Undisturbed, Ring Sample Description of Material -" -- -'•• --•' i i TOPS01UCOLLUVIUM: @ 0' SILTYSAND, brown, dry, loose; porous, roothairs, \ occasional gravel. WEATHERED TERRACE DEPOSITS: @ 1/2 SILTY SAND, brown, dry, medium dense; porous, roothairs. QUATERNARY TERRACE DEPOSITS: @ V/21 SILTY SAND, brown, damp, very dense. Practical Refusal @ 11/2' No Ground water/Caving Encountered I Backfilled 11 -5-2003 Cynthia Lane, APN 156-231-50-00 GeoSoils, Inc.PLATE A3 APPENDIX C EQFAULT, EQSEARCH, AND FRISKSP EARTHQUAKE EPICENTER MAP SMITH 1100 1000 900 - -. 800 -- 700-- 600 -- 500 -100 400 -- 300-- 200-- 100 -- -400 -300 -200 -100 0 100 200 300 400 500 600 W.0.4095-A-SC Plate C-3 PROBABILITY OF EXCEEDANCE CAMP. & BOZ. (1997 Rev.) SR 1 ^.o Cf^ 5 CO JQ E 0. 0Oc CO T3 CD CDO X LLJ 100 90 80 70 60 50 40 30 20 10 0 75 yrs 100 yrs 0.00 0.25 0.50 0.75 1.00 1.25 1.50 Acceleration (g) W.O. 4095-A-SC Plate C-4 MAXIMUM EARTHQUAKES SMITH 1 -z .1 CDOO 01 .001 .1 x X X X 1 10 Distance (mi) X 100 W.0.4095-A-SC Plate C-1 CO 0) w•*-• 0)Si 0).Q E3 2 0)>"•^jo DEE3O EARTHQUAKE RECURRENCE CURVE SMITH 100 10 .1 .01 .001 == 3.5 4.0 4.5 5.0 5.5 6.0 6.5 7.0 7.5 8.0 8.5 9.0 Magnitude (M) W.0.4095-A-SC Plate C-2 m—r\RETURN PERIOD vs. ACCELERATKCAMP. & BOZ. (1997 Rev.) SR 1/-\ r\ r\ r\ r\ r^. r\ i 1 — -i 1 1 1 -aX \V \ \ \ — — — — — — ^ oLO IO CM S^O rr^— * \jt ^~ c.g in ro • 0 Q)OO O < LO CD LO CM O oo *OD O O O O O D 0 O O O 0 D 0 0 O O T- D O O O T- D O O T- D 0 T- D ^- W.O. 4095-A-SC (sjA)Plate C-5 APPENDIX D LABORATORY DATA 3,000 2,500 2,000 LU IccJS w 1,500 1,000 500 500 1,000 1,500 2,000 2,500 3,000 NORMAL PRESSURE, psf Sample • • TP-1Comp TP-1 Comp Depth/El. 0.0 0.0 Primary/Residual Shear Primary Shear Residual Shear Sample Type Remolded Remolded Yd 120.6 120.6 MC% 8.0 C 126 86 + 31 31 Note: Sample Innundated prior to testing Inc. GeoSoils, Inc. 5741 Palmer Way Carlsbad, CA 92008 Telephone: (760)438-3155 Fax: (760)931-0915 DIRECT SHEAR TEST Project: SMITH Number: 4095-A-SC Date: November 2003 Figure: D -1 APPENDIX E GENERAL EARTHWORK AND GRADING GUIDELINES GENERAL EARTHWORK AND GRADING GUIDELINES General These guidelines present general procedures and requirements for earthwork and grading as shown on the approved grading plans, including preparation of areas to filled, placement of fill, installation of subdrains and excavations. The recommendations contained in the geotechnical report are part of the earthwork and grading guidelines and would supercede the provisions contained hereafter in the case of conflict. Evaluations performed by the consultant during the course of grading may result in new recommendations which could supersede these guidelines or the recommendations contained in the geotechnical report. The contractor is responsible for the satisfactory completion of all earthwork in accordance with provisions of the project plans and specifications. The project soil engineer and engineering geologist (geotechnical consultant) or their representatives should provide observation and testing services, and geotechnical consultation during the duration of the project. EARTHWORK OBSERVATIONS AND TESTING Geotechnical Consultant Prior to the commencement of grading, a qualified geotechnical consultant (soil engineer and engineering geologist) should be employed for the purpose of observing earthwork procedures and testing the fills for conformance with the recommendations of the geotechnical report, the approved grading plans, and applicable grading codes and ordinances. The geotechnical consultant should provide testing and observation so that determination may be made that the work is being accomplished as specified. It is the responsibility of the contractor to assist the consultants and keep them apprised of anticipated work schedules and changes, so that they may schedule their personnel accordingly. All clean-outs, prepared ground to receive fill, key excavations, and subdrains should be observed and documented by the project engineering geologist and/or soil engineer prior to placing and fill. It is the contractors's responsibility to notify the engineering geologist and soil engineer when such areas are ready for observation. Laboratory and Field Tests Maximum dry density tests to determine the degree of compaction should be performed in accordance with American Standard Testing Materials test method ASTM designation D-1557-78. Random field compaction tests should be performed in accordance with test method ASTM designation D-1556-82, D-2937 or D-2922 and D-3017, at intervals of approximately 2 feet of fill height or every 100 cubic yards of fill placed. These criteria would vary depending on the soil conditions and the size of the project. The location and frequency of testing would be at the discretion of the geotechnical consultant. GeoSoils, Inc. Contractor's Responsibility All clearing, site preparation, and earthwork performed on the project should be conducted by the contractor, with observation by geotechnical consultants and staged approval by the governing agencies, as applicable. It is the contractor's responsibility to prepare the ground surface to receive the fill, to the satisfaction of the soil engineer, and to place, spread, moisture condition, mix and compact the fill in accordance with the recommendations of the soil engineer. The contractor should also remove all major non-earth material considered unsatisfactory by the soil engineer. It is the sole responsibility of the contractor to provide adequate equipment and methods to accomplish the earthwork in accordance with applicable grading guidelines, codes or agency ordinances, and approved grading plans. Sufficient watering apparatus and compaction equipment should be provided by the contractor with due consideration forthe fill material, rate of placement, and climatic conditions. If, in the opinion of the geotechnical consultant, unsatisfactory conditions such as questionable weather, excessive oversized rock, or deleterious material, insufficient support equipment, etc., are resulting in a quality of work that is not acceptable, the consultant will inform the contractor, and the contractor is expected to rectify the conditions, and if necessary, stop work until conditions are satisfactory. During construction, the contractor shall properly grade all surfaces to maintain good drainage and prevent ponding of water. The contractor shall take remedial measures to control surface water and to prevent erosion of graded areas until such time as permanent drainage and erosion control measures have been installed. SITE PREPARATION All major vegetation, including brush, trees, thick grasses, organic debris, and other deleterious material should be removed and disposed of off-site. These removals must be concluded prior to placing fill. Existing fill, soil, alluvium, colluvium, or rock materials determined by the soil engineer or engineering geologist as being unsuitable in-place should be removed prior to fill placement. Depending upon the soil conditions, these materials may be reused as compacted fills. Any materials incorporated as part of the compacted fills should be approved by the soil engineer. Any underground structures such as cesspools, cisterns, mining shafts, tunnels, septic tanks, wells, pipelines, or other structures not located prior to grading are to be removed or treated in a manner recommended by the soil engineer. Soft, dry, spongy, highly fractured, or otherwise unsuitable ground extending to such a depth that surface processing cannot adequately improve the condition should be overexcavated down to firm ground and approved by the soil engineer before compaction and filling operations continue. Overexcavated and processed soils which have been properly mixed and moisture Mr. and Mrs. Don and Michele Smith Appendix E Rle:e:\wp9\4000\4095a.pge Page 2 GeoSoils, Inc. conditioned should be re-compacted to the minimum relative compaction as specified in these guidelines. Existing ground which is determined to be satisfactory for support of the fills should be scarified to a minimum depth of 6 inches or as directed by the soil engineer. After the scarified ground is brought to optimum moisture content or greater and mixed, the materials should be compacted as specified herein. If the scarified zone is grater that 6 inches in depth, it may be necessary to remove the excess and place the material in lifts restricted to about 6 inches in compacted thickness. Existing ground which is not satisfactory to support compacted fill should be overexcavated as required in the geotechnical report or by the on-site soils engineer and/or engineering geologist. Scarification, disc harrowing, or other acceptable form of mixing should continue until the soils are broken down and free of large lumps or clods, until the working surface is reasonably uniform and free from ruts, hollow, hummocks, or other uneven features which would inhibit compaction as described previously. Where fills are to be placed on ground with slopes steeper than 5:1 (horizontal to vertical), the ground should be stepped or benched. The lowest bench, which will act as a key, should be a minimum of 15 feet wide and should be at least 2 feet deep into firm material, and approved by the soil engineer and/or engineering geologist. In fill over cut slope conditions, the recommended minimum width of the lowest bench or key is also 15 feet with the key founded on firm material, as designated by the Geotechnical Consultant. As a general rule, unless specifically recommended otherwise by the Soil Engineer, the minimum width of fill keys should be approximately equal to 1/2 the height of the slope. Standard benching is generally 4 feet (minimum) vertically, exposing firm, acceptable material. Benching may be used to remove unsuitable materials, although it is understood that the vertical height of the bench may exceed 4 feet. Pre-stripping may be considered for unsuitable materials in excess of 4 feet in thickness. All areas to receive fill, including processed areas, removal areas, and the toe of fill benches should be observed and approved by the soil engineer and/or engineering geologist prior to placement of fill. Fills may then be properly placed and compacted until design grades (elevations) are attained. COMPACTED FILLS Any earth materials imported or excavated on the property may be utilized in the fill provided that each material has been determined to be suitable by the soil engineer. These materials should be free of roots, tree branches, other organic matter or other deleterious materials. All unsuitable materials should be removed from the fill as directed by the soil engineer. Soils of poor gradation, undesirable expansion potential, or substandard strength Mr. and Mrs. Don and Michele Smith Appendix E R!e:e:\wp9\4000\4095a.pge Page 3 GeoSoils, Inc. characteristics may be designated by the consultant as unsuitable and may require blending with other soils to serve as a satisfactory fill material. Fill materials derived from benching operations should be dispersed throughout the fill area and blended with other bedrock derived material. Benching operations should not result in the benched material being placed only within a single equipment width away from the fill/bedrock contact. Oversized materials defined as rock or other irreducible materials with a maximum dimension greater than 12 inches should not be buried or placed in fills unless the location of materials and disposal methods are specifically approved by the soil engineer. Oversized material should be taken off-site or placed in accordance with recommendations of the soil engineer in areas designated as suitable for rock disposal. Oversized material should not be placed within 10 feet vertically of finish grade (elevation) or within 20 feet horizontally of slope faces. To facilitate future trenching, rock should not be placed within the range of foundation excavations, future utilities, or underground construction unless specifically approved by the soil engineer and/or the developers representative. If import material is required for grading, representative samples of the materials to be utilized as compacted fill should be analyzed in the laboratory by the soil engineer to determine its physical properties. If any material other than that previously tested is encountered during grading, an appropriate analysis of this material should be conducted by the soil engineer as soon as possible. Approved fill material should be placed in areas prepared to receive fill in near horizontal layers that when compacted should not exceed 6 inches in thickness. The soil engineer may approve thick lifts if testing indicates the grading procedures are such that adequate compaction is being achieved with lifts of greater thickness. Each layer should be spread evenly and blended to attain uniformity of material and moisture suitable for compaction. Fill layers at a moisture content less than optimum should be watered and mixed, and wet fill layers should be aerated by scarification or should be blended with drier material. Moisture condition, blending, and mixing of the fill layer should continue until the fill materials have a uniform moisture content at or above optimum moisture. After each layer has been evenly spread, moisture conditioned and mixed, it should be uniformly compacted to a minimum of 90 percent of maximum density as determined by ASTM test designation, D-1557-78, or as otherwise recommended by the soil engineer. Compaction equipment should be adequately sized and should be specifically designed for soil compaction or of proven reliability to efficiently achieve the specified degree of compaction. Mr. and Mrs. Don and Michele Smith Appendix E File:e:\wp9\4000\4095a.pge Page 4 GeoSoils, Inc. Where tests indicate that the density of any layer of fill, or portion thereof, is below the required relative compaction, or improper moisture is in evidence, the particular layer or portion shall be re-worked until the required density and/or moisture content has been attained. No additional fill shall be placed in an area until the last placed lift of fill has been tested and found to meet the density and moisture requirements, and is approved by the soil engineer. Compaction of slopes should be accomplished by over-building a minimum of 3 feet horizontally, and subsequently trimming back to the design slope configuration. Testing shall be performed as the fill is elevated to evaluate compaction as the fill core is being developed. Special efforts may be necessary to attain the specified compaction in the fill slope zone. Final slope shaping should be performed by trimming and removing loose materials with appropriate equipment. Afinal determination of fill slope compaction should be based on observation and/or testing of the finished slope face. Where compacted fill slopes are designed steeper than 2:1 (horizontal to vertical), specific material types, a higher minimum relative compaction, and special grading procedures, may be recommended. If an alternative to over-building and cutting back the compacted fill slopes is selected, then special effort should be made to achieve the required compaction in the outer 10 feet of each lift of fill by undertaking the following: 1. An extra piece of equipment consisting of a heavy short shanked sheepsfoot should be used to roll (horizontal) parallel to the slopes continuously as fill is placed. The sheepsfoot roller should also be used to roll perpendicular to the slopes, and extend out over the slope to provide adequate compaction to the face of the slope. 2. Loose fill should not be spilled out over the face of the slope as each lift is compacted. Any loose fill spilled over a previously completed slope face should be trimmed off or be subject to re-rolling. 3. Field compaction tests will be made in the outer (horizontal) 2 to 8 feet of the slope at appropriate vertical intervals, subsequent to compaction operations. 4. After completion of the slope, the slope face should be shaped with a small tractor and then re-rolled with a sheepsfoot to achieve compaction to near the slope face. Subsequent to testing to verify compaction, the slopes should be grid-roiled to achieve compaction to the slope face. Final testing should be used to confirm compaction after grid rolling. 5. Where testing indicates less than adequate compaction, the contractor will be responsible to rip, water, mix and re-compact the slope material as necessary to achieve compaction. Additional testing should be performed to verify compaction. Mr. and Mrs. Don and Michele Smith Appendix E Rle:e:\wp9\4000\4095a.pge Page 5 GeoSof Is, Inc. 6. Erosion control and drainage devices should be designed by the project civil engineer in compliance with ordinances of the controlling governmental agencies, and/or in accordance with the recommendation of the soil engineer or engineering geologist. SUBDRAIN INSTALLATION Subdrains should be installed in approved ground in accordance with the approximate alignment and details indicated by the geotechnical consultant. Subdrain locations or materials should not be changed or modified without approval of the geotechnical consultant. The soil engineer and/or engineering geologist may recommend and direct changes in subdrain line, grade and drain material in thefield, pending exposed conditions. The location of constructed subdrains should be recorded by the project civil engineer. EXCAVATIONS Excavations and cut slopes should be examined during grading by the engineering geologist. If directed by the engineering geologist, further excavations or overexcavation and re-filling of cut areas should be performed and/or remedial grading of cut slopes should be performed. When fill over cut slopes are to be graded, unless otherwise approved, the cut portion of the slope should be observed by the engineering geologist prior to placement of materials for construction of the fill portion of the slope. The engineering geologist should observe all cut slopes and should be notified by the contractor when cut slopes are started. If, during the course of grading, unforeseen adverse or potential adverse geologic conditions are encountered, the engineering geologist and soil engineer should investigate, evaluate and make recommendations to treat these problems. The need for cut slope buttressing or stabilizing should be based on in-grading evaluation by the engineering geologist, whether anticipated or not. Unless otherwise specified in soil and geological reports, no cut slopes should be excavated higher or steeper than that allowed by the ordinances of controlling governmental agencies. Additionally, short-term stability of temporary cut slopes is the contractors responsibility. Erosion control and drainage devices should be designed by the project civil engineer and should be constructed in compliance with the ordinances of the controlling governmental agencies, and/or in accordance with the recommendations of the soil engineer or engineering geologist. Mr. and Mrs. Don and Micnele Smith Appendix E File:e:\wp9\4000\4095a.pge Page 6 GeoSoils, Inc. COMPLETION Observation, testing and consultation by the geotechnical consultant should be conducted during the grading operations in order to state an opinion that all cut and filled areas are graded in accordance with the approved project specifications. After completion of grading and after the soil engineer and engineering geologist have finished their observations of the work, final reports should be submitted subject to review by the controlling governmental agencies. No further excavation or filling should be undertaken without prior notification of the soil engineer and/or engineering geologist. All finished cut and fill slopes should be protected from erosion and/or be planted in accordance with the project specifications and/or as recommended by a landscape architect. Such protection and/or planning should be undertaken as soon as practical after completion of grading. JOB SAFETY General At GeoSoils, Inc. (GSI) getting the job done safely is of primary concern. The following is the company's safety considerations for use by all employees on multi-employer construction sites. On ground personnel are at highest risk of injury and possible fatality on grading and construction projects. GSI recognizes that construction activities will vary on each site and that site safety is the prime responsibility of the contractor; however, everyone must be safety conscious and responsible at all times. To achieve our goal of avoiding accidents, cooperation between the client, the contractor and GSI personnel must be maintained. In an effort to minimize risks associated with geotechnical testing and observation, the following precautions are to be implemented for the safety of field personnel on grading and construction projects: Safety Meetings: GSI field personnel are directed to attend contractors regularly scheduled and documented safety meetings. Safety Vests: Safety vests are provided for and are to be worn by GSI personnel at all times when they are working in the field. Safety Flags: Two safety flags are provided to GSI field technicians; one is to be affixed to the vehicle when on site, the other is to be placed atop the spoil pile on all test pits. Mr. and Mrs. Don and Mlchele Smith Appendix E File:e:\wp9\4000\4095a.pge — — mm Page 7Inc. Flashing Lights: All vehicles stationary in the grading area shall use rotating or flashing amber beacon, or strobe lights, on the vehicle during all field testing. While operating a vehicle in the grading area, the emergency flasher on the vehicle shall be activated. In the event that the contractor's representative observes any of our personnel not following the above, we request that it be brought to the attention of our office. Test Pits Location, Orientation and Clearance The technician is responsible for selecting test pit locations. A primary concern should be the technicians's safety. Efforts will be made to coordinate locations with the grading contractors authorized representative, and to select locations following or behind the established traffic pattern, preferably outside of current traffic. The contractors authorized representative (dump man, operator, supervisor, grade checker, etc.) should direct excavation of the pit and safety during thetest period. Of paramount concern should be the soil technicians safety and obtaining enough tests to represent the fill. Test pits should be excavated so that the spoil pile is placed away form oncoming traffic, whenever possible. The technician's vehicle is to be placed next to the test pit, opposite the spoil pile. This necessitates the fill be maintained in a driveable condition. Alternatively, the contractor may wish to park a piece of equipment in front of the test holes, particularly in small fill areas or those with limited access. A zone of non-encroachment should be established for all test pits. No grading equipment should enterthis zone during the testing procedure. The zone should extend approximately 50 feet outward from the center of the test pit. This zone is established for safety and to avoid excessive ground vibration which typically decreased test results. When taking slope tests the technician should park the vehicle directly above or belowthe test location. If this is not possible, a prominent flag should be placed at the top of the slope. The contractor's representative should effectively keep all equipment at a safe operation distance (e.g., 50 feet) away from the slope during this testing. The technician is directed to withdraw from the active portion of the fill as soon as possible following testing. The technician's vehicle should be parked at the perimeter of the fill in a highly visible location, well away from the equipment traffic pattern. The contractor should inform our personnel of all changes to haul roads, cut and fill areas or other factors that may affect site access and site safety. In the event that the technicians safety is jeopardized or compromised as a result of the contractors failure to comply with any of the above, the technician is required, by company policy, to immediately withdraw and notify his/her supervisor. The grading contractors representative will eventually be contacted in an effort to effect a solution. However, in the Mr. and Mrs. Don and Michele Smith Appendix E File:e:\wp9\4000\4095a.pge Page 8 GeoSoils, Inc. interim, no further testing will be performed until the situation is rectified. Any fill place can be considered unacceptable and subject to reprocessing, recompaction or removal. In the event that the soil technician does not comply with the above or other established safety guidelines, we request that the contractor brings this to his/her attention and notify this office. Effective communication and coordination between the contractors representative and the soils technician is strongly encouraged in order to implement the above safety plan. Trench and Vertical Excavation It is the contractor's responsibility to provide safe access into trenches where compaction testing is needed. Our personnel are directed not to enter any excavation or vertical cut which: 1) is 5 feet or deeper unless shored or laid back; 2) displays any evidence of instability, has any loose rock or other debris which could fall into the trench; or 3) displays any other evidence of any unsafe conditions regardless of depth. All trench excavations or vertical cuts in excess of 5 feet deep, which any person enters, should be shored or laid back. Trench access should be provided in accordance with CAL- OSHA and/or state and local standards. Our personnel are directed not to enter any trench by being lowered or "riding down" on the equipment. If the contractor fails to provide safe access to trenches for compaction testing, our company policy requires that the soil technician withdraw and notify his/her supervisor. The contractors representative will eventually be contacted in an effort to effect a solution. All backfill not tested due to safety concerns or other reasons could be subject to reprocessing and/or removal. If GSI personnel become aware of anyone working beneath an unsafe trench wall or vertical excavation, we have a legal obligation to put the contractor and owner/developer on notice to immediately correct the situation. If corrective steps are not taken, GSI then has an obligation to notify CAL-OSHA and/or the proper authorities. Mr. and Mrs. Don and Michele Smith Appendix E File:e:\wp9\4000\4095a.pge Page 9 GeoSoils, Inc. CANYON SUBDRAIN DETAIL TYPE A PROPOSED COMPACTED FILL NATURAL GROUND COLLUVIUM AND ALLUVIUM (REMOVE) TYPICAL BENCHING = SEE ALTERNATIVES /tft TYPE B_ PROPOSED COMPACTED FILL NATURAL GROUND COLLUVIUM AND ALLUVIUM (REMOVE) 'tf% TYPICAL BENCHING I BEDROCK ALTERNATIVES NOTE: ALTERNATIVES, LOCATION AND EXTENT OF SUBDRAINS SHOULD BE DETERMINED BY THE SOILS ENGINEER AND/OR ENGINEERING GEOLOGIST DURING GRADING. PLATE EG-1 CANYON SUBDRAIN ALTERNATE DETAILS ALTERNATE 1: PERFORATED PIPE AND FILTER MATERIAL A-1 MINIMUM 'MINIMUM FILTER MATERIAL: MINIMUM VOLUME OF g FT.' /LINEAR FT. 6' 0 ABS OR PVC PIPE OR APPROVED SUBSTITUTE WITH MINIMUM 8 (1/4" fl PERFS. LINEAR FT. IN BOTTOM HALF OF PIPE. ASTM D2751. SDR 35 OR ASTM D1527. SCHD, 40 ASTM D3034. SDR 35 OR ASTM D1785. SCHD, 40 FOR CONTINUOUS RUN IN EXCESS OF 500 FT. USE B-flfPIPE " MINIMUM1 FILTER MATERIAL. SIEVE SIZE PERCENT PASSING 1 INCH .100 •3/4 INCH .90-100 3/8 INCH 40-100 NO. 4 25-40. NO. 8 18-33 .NO. 30 ,5-15 "NO. 50 .0-7 NO. 200 0-3 ALTERNATE 2: PERFORATED PIPE, GRAVEL AND.FILTER FABRIC ——x6"MINIMUM OVERLAP 6" MINIMUM OVERLAP 6'MINIMUM COVER =4- MINIMUM BEDDING 4* MINIMUM BEDDING • GRAVEL "MATERIAL 9 FP/UNEAR FT. PERFORATED PIPE SEE ALTERNATE 1 GRAVEL' CLEAN 3/4 INCH ROCK OR APPROVED SUBSTITUTE FILTER FABRIC MIRAR 140 OR APPROVED SUBSTITUTE A-2 PLATE EG-2 DETAIL FOR FILL SLOPE TOEING OUT ON FLAT ALLUVIATED CANYON TOE OF SLOPE AS SHOWN ON GRADING PLAN ORIGINAL GROUND SURFACE TO BE RESTORED WITH COMPACTED TILL COMPACTED RLL ORIGINAL GROUND SURFACE BACKCUTXVARIES. FOR DEEP REMOVALS BACKCUT ^VKSHOULD BE MADE NO STEEPER -THAA\I:I OR AS NECESSARYFOR SAFETY ^^CONSIDERATIONS,.'ANTICIPATED ALLUVIAL REMOVAL DEPTH PER SOIL ENGINEER. PROVIDE A 1:1 MINIMUM PROJECTION FROM TOE OF SLOPE AS SHOWN ON GRADING PLAN TO THE RECOMMENDED REMOVAL DEPTH. SLOPE HEIGHT. SITE CONDITIONS AND/OR LOCAL CONDITIONS COULD DICTATE FLATTER PROJECTIONS. REMOVAL ADJACENT TO EXISTING FILL ADJOINING CANYON RLL PROPOSED ADDITIONAL COMPACTED FILL COMPACTED FILL LIMITS LINE v TEMPORARY COMPACTED FILL FOR DRAINAGE ONLY Qal (TO BE REMOVED)Qaf IEXIST1NG..COMPACTED RLLJ TO BE REMOVED BEFORE PLACING ADDITIONAL COMPACTED RLL LEGEND Qaf ARTIFICIAL FILL Qal ALLUVIUM PLATE EG-3 LJJ Q U. CO COLUo: m o bl_j co CO o Q_ PLATE EG- 1«J<_LUQZ<"""" CC Q M / BUTTRESS SUBINIMUM OF FIVE FI'/LINEAR Ft OF PIPF(ZATIOIMATERIAL M1 .E 55 £< £3 r- —in _j<o CL>- ^\- U.oUJfc*Jm_j_i<Xen-i<o:UiH<ZcrI iiLtt- EI LU CC < 3 C I/I Z o Ulc< a zu 3 3 u Q 5 uc Au D< U; ••« L C Cc / \\ Mt u< -I0 <LL >0 3UJ Cr> IIIn LUW QO UJZ >> °i -d <u. z LU < X CE1- O 1 " LUm j OF FILTER MATERIAL: GRAVEL MAY i5 g» _j -x»C « | c ui »- 3 OC 22 K »ii- 5c =j p 30-1 4 .i.1 ' ' ^NRNII Zl \ * * - V-s X- tfr — \.\^ ozJ At/Ji/>< 000_ O DO T- »-Z ° ' 'UJ ° °r^ CT **CJ{£1 1UJQ.LU•kta xxW X CJ 0in ° S 5 2 — ^ 03 «/) rn rs VED FILTER FABRIC. FILTER FABRICiO OR EQUIVALENT. FILTER FABRICA MINIMUM OF 12' ON ALL JOINTS.:R PIPE; ABS-ASTM 0-2751. SDR 35O *- — "Jcr II g i- n- "- S SD. < fi- 2 < £ i < Z Z -1 0 S* B j U)' J -J *< _j _i O 5 0 < < 2 •z x a* 5Ul U) V) ^z — x §-Tj-7VVA_i•"f-^rV?• . .-Lf \ r* ''•''7t^•/ ' j z li^-iIJX^z— *^ 5 O drth^ w ^ M** n ^- r* m1 I 1 1 1m 03 in o o(N t-o". -.s g gi § S S o^ *• z z z CD SCHEDULE AO PVC-ASTM D-3034-1785 SCHEDULE 40 WITH A CRUSHIN0 POUNDS MINIMUM. AND A MINIMUM OF:ED PERFORATIONS PER FOOT OF PIPEERFORATIONS OF BOTTOM OF PIPE.PSTREAM END OF PIPE. SLOPE AT 2%« Q 0 " Q. 3 B * •; g g * T < & i * tQ a x 2 D u z ° fe g 3 W£ 40 § £ -J a5 " 5 1 5 >^ o- a ^ w gK n i- z fo w w • — **• 1 //iI s \.z-••" • » 3 \fN LU S ui X± z a— X a ? Q. UlX1-u.oLUffli-J<Xl/l_JUJ> <ccu OUTLET PIPE TO BE CONNECTED TOUlQ_ O_ 1- Ul 1- 13 O OH- ini C— • *•• .••• i• • C!^n ccozopCJiToUJex.tflozo_JoLL V Om-J Ul cro Ul LU H X-(- i LU CL DL Z <tEa DtA "(tNII ^MBM • • ' • •:•!— ^ —^^^~^ ••^•M Cz" Ult ">z <Ul tl_S*H5 2= Ul= oS'£a a.UJS w2 N£ si S•^ >z u< U)FOR OUTLET PIPES TO BE BACKFILLEDCITB cnn1. TRENCH iLU S 1.Z **^^v ».*•I-"=1u U VLI/i***^ mLLOZng° ^° in m Z2:PzUJ_Jx 5CJ O —Z ^ 0 =1"".MOrs O . UJ- z i o*_ z<CO . LUZ > i.i INS AND LATERAL DRAINS SHALL BEAT ELEVATION OF EVERY BENCH DRAI:AIN LOCATED AT ELEVATION JUST ABOOT GRADE. ADDITIONAL DRAINS MAY B!D AT THE DISCRETION OF THE SOILSR AND/OR ENGINEERING GEOLOGIST.v < Q CE — 1 UJ LU5 g uj a K a £ r 9 < H LU =3 2 - 0 5 2 5 00- < o S o ui zt m _i LL _J ex uj *r* Z 3 2 * -. \* 1 w J / PLATE EG-5 PLATE EG-6 LU Q I- ^O a:LU o QZ< oo a: .UJ Q?t UJ Z< in Ooxuj3 1 u CO UJ Ul UI u. O UI2 z Z8° >-2as oro 0 a. °- LU Ki- H *5s < o O 3 O ui 3 oX > 111|. Ul U * •Ul o PLATE EG-7 O o a}H5 °2 5CE EO UJzujz LJ —tt O "UI -1UI UIZ Ko o -^ UJ g CE I—" 3o u a3 S wz ui "* n SK_ o^r *9111 5 z ui < tuz £ M3 -Jz w 55 « s • 2 J £3 S S w x o •>. o 5 «03 Si °- xa x u a UJ UI X ^ •r- a :>_ f£ «z £ = XQ SUI " CO a ut 03 s i ii- a "»o zr •z i ?HI UI "5 ui £en m55 • u. uiZ W) a: xo Mm _ UJ r ^ c* uii-o S 3" o < o X UJI- C3 PLATE EG-8 Q Orro cr. ID h- LLO LL LO PUTE EG-9 l/lCOat/iatuu»oa.xUl zo QUltn<a atuz5Eostu o UJm i S i/l Qi- az =3ui ca2 a:UJ UJ S £i 2ut o* w3: wE ui ul S^ a0 5z < < U) a a03 Z =3 OU? U UJ H* OZ CQ>a:uiuUlz QUJ Z 2CE Ui U) Q U. QUlZ K O lit Ula. 3ui o 3 g 3 O 1 1tn a u Oo UJ o o a: = 3 § X UJUJtn a ur ^ =a. H- PLATE EG-10 TRANSITION LOT DETAIL CUT LOT (MATERIAL TYPE TRANSITION) NATURAL GRADE PAD GRADE 5' MINIMUM COMPACTED FILL OVEREXCAVATE AND RECOMPACT Vj 3' MINIMUM* UNWEATHERED BEDROCK OR APPROVED MATERIAL TYPICAL BENCHING CUT-FILL LOT (DAYLIGHT TRANSITION) vjt^x^ OVEREXCAVATE 3'MINIMUM* UNWEATHERED BEDROCK OR APPROVED MATERIAL TYPICAL BENCHING NOTE: * DEEPER OVEREXCAVATION MAY BE RECOMMENDED BY THE SOILS ENGINEER AND/OR ENGINEERING GEOLOGIST IN STEEP CUT-FILL TRANSITION AREAS. PLATE EG-11 SETTLEMENT PLATE AND RISER DETAIL 2'X 2'X 1/4-STEEL PLATE ^STANDARD 3/4' PIPE NIPPLE WELDED TO TOP ^^" OF PLATE. tf5X^^ ^T 3/4- X 5'GALVANIZED PIPE. STANDARD PIPE N. THREADS TOP AND BOTTOM. EXTENSIONS \v THREADED ON BOTH ENDS AND ADDED IN 5' \ INCREMENTS. 3 INCH SCHEDULE *0 PVC PIPE SLEEVE, ADD IN 5* INCREMENTS WITH GLUE JOINTS. FINAL GRADE 1 ' 1 5' ^^^ 2" r r- ! -Mr -& — rV- "TT L. fc ^ 5' * fs / "7 I I i -(^— —L^rr^— -r' « k] * 5" *| 1 ^"^"^4^ •••".".*•"•""" MAINTAIN £ v MECHANIC/ \rLIFTS OR < ACCEPTED MECHANIC) ^ VERTICAL V X N N - ;./ BOTTO> MAINTAIN 5' CLEARANCE OF HEAVY EQUIPMENT. Y HAND COMPACT IN 2'VERTICAL OR ALTERNATIVE SUITABLE TO AND MECHANICALLY HAND COMPACT THE INITIAL 5' VERTICAL WITHIN A 5f RADIUS OF PLATE BASE. PROVIDE A MINIMUM V BEDDING OF COMPACTED SAND NOTE: 1. LOCATIONS OF SETTLEMENT PLATES SHOULD BE CLEARLY MARKED AND READILY VISIBLE (RED FLAGGEDI TO EQUIPMENT OPERATORS. 2. CONTRACTOR SHOULD MAINTAIN CLEARANCE OF A 5*RADIUS OF PLATE BASE AND WITHIN 5'(VERTICAL) FOR HEAVY EQUIPMENT. FILL WITHIN CLEARANCE AREA SHOULD BE HAND COMPACTED TO PROJECT SPECIFICATIONS OR COMPACTED BY ALTERNATIVE APPROVED BY THE SOILS ENGINEER, 3. AFTER 5'tVERTICAL) OF FILL IS IN PLACE. CONTRACTOR SHOULD MAINTAIN A 51RAOIUS EQUIPMENT CLEARANCE FROM RISER. A. PLACE AND MECHANICALLY HAND COMPACT INITIAL 2* OF FILL PRIOR TO ESTABLISHING THE INITIAL READING. 5. IN THE EVENT OF DAMAGE TO THE SETTLEMENT PLATE OR EXTENSION RESULTING FROM EQUIPMENT OPERATING WITHIN THE SPECIFIED CLEARANCE AREA. CONTRACTOR SHOULD IMMEDIATELY NOTIFY THE SOILS ENGINEER AND SHOULD BE RESPONSIBLE FOR RESTORING THE SETTLEMENT PLATES TO WORKING ORDER. 5. AN ALTERNATE DESIGN AND METHOD OF INSTALLATION MAY BE PROVIDED AT THE DISCRETION OF THE SOILS ENGINEER. PLATE EG-U TYPICAL SURFACE SETTLEMENT MONUMENT .FINISH GRADE 3'-6' 3/8'DIAMETER X 6" LENGTH CARRIAGE BOLT OR EQUIVALENT «-6" DIAMETER X 3 1/2'LENGTH HOLE CONCRETE BACKFILL PLATE EG-15 TEST PIT SAFETY DIAGRAM SIDE VIEW ( NOT TO SCALE ) TOP VIEW 100 FEET -H APPROXIMATE CENTER OF TEST PIT I NOT TO SCALE ) PLATE EG-16 OVERSIZE ROCK DISPOSAL VIEW NORMAL TO SLOPE FACE 20* MINIMUM oo • J5* MINIMUM t/ CO PROPOSED FINISH GRADE I' MINIMUM (E) CO oo 15'MINIMUM IA)o—~~CO e=0 OO (GloO * MINIMUM (Cl /^^ BEDROCK OR APPROVED MATERIAL VIEW PARALLEL TO SLOPE FACE PROPOSED FINISH GRADE i I 1- 10' MINIMUM (E)i ,100' MAXIMUM (BL. • _. *-ULJ"'~^e*^^f~*tt£r>f?f~* QQK^X&O&C3OO&& FROM BEDROCK OR APPROVED MATERIAL NOTE: IA) ONE EQUIPMENT WIDTH OR A MINIMUM OF 15 FEET. IB) HEIGHT AND WIDTH MAY VARY DEPENDING ON ROCK SEE AND TYPE OF EQUIPMENT. LENGTH OF WINDROW SHALL BE NO GREATER THAN 100'MAXIMUM. ICJ IF APPROVED BY THE SOILS ENGINEER AND/OR ENGINEERING GEOLOGIST. WINDROWS MAY BE PLACED DIRECTLY ON COMPETENT MATERIAL OR BEDROCK PROVIDED ADEQUATE SPACE IS AVAILABLE FOR COMPACTION. ID) ORIENTATION OF WINDROWS MAY VARY BUT SHOULD BE AS RECOMMENDED BY THE SOILS ENGINEER AND/OR ENGINEERING GEOLOGIST. STAGGERING OF WINDROWS IS NOT NECESSARY UNLESS RECOMMENDED. (El CLEAR AREA FOR UTILITY TRENCHES. FOUNDATIONS AND SWIMMING POOLS. IF) ALL FILL OVER AND AROUND ROCK WINDROW SHALL BE COMPACTED TO 90% RELATIVE COMPACTION OR AS RECOMMENDED. iGl AFTER FILL BETWEEN WINDROWS IS PLACED AND COMPACTED WITH THE LIFT OF FILL COVERING WINDROW. WINDROW SHOULD BE PROOF ROLLED WITH A D-9 DOZER OR EQUIVALENT. VIEWS ARE DIAGRAMMATIC ONLY. ROCK SHOULD NOT TOUCH AND VOIDS SHOULD BE COMPLETELY FILLED IN. PLATE RQ — 1 ROCK DISPOSAL PITS VIEWS ARE DIAGRAMMATIC ONLY. ROCK SHOULD NOT TOUCH AND VOIDS SHOULD BE COMPLETELY FILLED IN. RLL LIFTS COMPACTED OVER ROCK AFTER_EMBEDMENJ_ I I GRANULAR MATERIAL I I J COMPACTED FILL SIZE OF EXCAVATION TO BE COMMENSURATE WITH ROCK SIZE ROCK DISPOSAL LAYERS GRANULAR SOIL TO RLL VOIDS. DENSIFIED BY FLOODING COMPACTED RLLy wwmrr«*i cu rikb, £ ^— LAYER ONE ROCK HIGH \ PROPOSED FINISH GRADE »' MINIMUM OR BELOW LOWEST UTIU PROFILE ALONG LAYER LOPE FACE _ coepco tr MINIMUM FILL A SLOPE A A CLEAR ZONE 20'MINIMUM SLAYER ONE ROCK HIGH PLATE RD-2 m T3 111inm'! 0 [? -T) o O0 j-i a OJ !•- n < < t- v- d*S^¥^ ' S D S'" t w 1 ?F ^°r t J z vmz^x n n en O O tP2^3,"°!S^£D ^ — c;flkr-* vs 9 SMITH RESIDENCE Cynthia Lane Carlsbad, CA John S. Beery PO. Bui 13008.1 Carhbad. C\ •)20I3-06S41-760—tss-syss City of Carlsbad Building Department CERTIFICATE OF COMPLIANCE PAYMENT OF SCHOOL FEES OR OTHER MITIGATION This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project Name: Building Permit Plan Check Number:CBOH0815" Project Address: A.P.N.: Project Applicant (Owner Name): Project Description: Building Type: Residential: \5U -2.31-50-CO Number of New Dwelling Units Square Feet of Living Area in New Dwelling 3, Second Dwelling Unit: Square Feet of Living Area in SDU Residential Additions: Net Square Feet New Area Commercial/Industrial: Square Feet Floor Area City Certification of ~~ Applicant Information:Date: 5-25-QH .SCHOOL DISTRICTS WITHIN THE CITY OF CARLSBAD Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 (331-5000) San Marcos Unified School District 215 Mata Way San Marcos, CA 92069 (736-2200) Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 (944-4300 ext 166) San Dieguito Union High School District 710 Encinitas Blvd. Encinitas, CA 92024 (753-6491) Certification of Appiicant/Owners. The person executing this declaration ("Owner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is^he-jjwner/developer of the abo/tfe~~&eiscribed project(s), or that the person executing this declaration is authorized to sign on behalfV the Owner. Signature:Date: Revised 4/20/00 1635 Faraday Avenue Building Counter Carlsbad, CA 920O8-7314 • (760) 602-2700 (760) 602-2719 * FAX (760) 6O2-8558 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s))************************************************* THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. SCHOOL DISTRICT: The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL TITLE QWLEN FREEMAN DEPUTY SUPERINTENDENT CARLSBAD UNFED SCHOOL DBTffiCr NAME OF SCHOOL DISTRICT 6225aCAIBIWRE«L DATE PHONE NUMBER Revised 4/20/00 License Detail Pagel of 2 California .Home Tuesday, Aug License Detail Contractor License # 643579 CALIFORNIA CONTRACTORS STATE LICEN DISCLAIMER A license status check provides information taken from the CSLB license data base. Before on this information, you should be aware of the following limitations: • CSLB complaint disclosure is restricted by law (B&P^7124.6). if this entity is subject tc complaint disclosure, a link for complaint disclosure will appear below. Click on the lin button to obtain complaint and/or legal action information. • Per B&P_7QZL1Z. only construction related civil judgments known to the CSLB are di • Arbitrations are not listed unless the contractor fails to comply with the terms of the arbitration. • Due to workload, there may be relevant information that has not yet been entered ont Board's license data base. * * * Extract Date: 08/17/2004 Business Information * * * BURDICK CONSTRUCTION COMPANY 306 N WEST EL NORTH PKWY #342 ESCONDIDO.CA 92026 Business Phone Number: (760) 749-4346 Entity: Sole Ownership Issue Date: 04/29/1992 Expire Date: 04/30/2006 * * * License Status * * * This license is current and active. All information below should be reviewed. * * * Classifications * * * GENERAL BUILDING CONTRACTOR * * *Bonding Information * * * CONTRACTOR'S BOND: This license filed Contractor's Bond number 477137C in the arr $10,000 with the bonding company INDEMNITY COMPANY OF CALIFORNIA. http://www2.cslb.ca.gov/CSLB_LIBRARY/License+Detail.asp 08/17/2004 License Detail Page 2 of2 * * * Effective Date: 01/01/2004 Contractor's Bonding Histpry Workers Compensation Information * * * This license has workers compensation insurance with the STATE CQMPENSATIQN INSURANCE FUND Policy Number: 229.0023884 Effective Date: 12/30/2002 Expire Date: 12/30/2004 Workers Compensation History Personnel List -Number Reguest •Contractor Name Request •Personnel Name Request • Salesperson Request I Salesperson Name Request © 2004 Slate of California. Conditions.of Use Pn.yacy.Ppl.icy http://www2.cslb.ca.gov/CSLB_LIBRARY/License+Detail.asp 08/17/2004 State Of California kr_- CONTRACTORS STATE LICENSE BOARD _ _ — ACTIVE LICENSECoMuncrAdin _..,»*. 6)3679 ^INDIV ^^m. BURD1CK CONSTRUCTION COMPANY 04/30/2006