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2456 LA COSTA AVE; ; CB994535; Permit
City_of Carlsbad 1635. Faraday Av Carlsbad, CA 92008 11/07/2000 . Residential Permit Permit No:CB994535 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: #Dwelling-Units: Bedrooms: Project Title: Applicant: _Building Inspection Request Line (760) 602-2725 2456 LA COSTA AV CBAD RESDNTL Sub Type: 2161601500 Lot#: $362,971.25 Construction Type: 6 1 5 FESS RESIDENCE Reference #: Structure Type: Bathrooms: SFD 15 VN SFD 4.5 SFD 4165 SF, GAR 745 SF, COV PAT 145 SF, 155SF Owner: Status: Applied: Entered By: Plan Approved: Issued: Inspect Area: Orig PC#: Plan Check#: ISSUED 12/08/1999 JM 03/23/2000 03/24/2000 PD FESS DOUG 3498 ll/07 /00 0002 O.:!. 02 10720 GLENDOVER LANE SAN DIEGO CA 92126 858-982-1846 Total Fees: $22,810A9 Building Permit Add'I Building Permit Fee Plan Check Add'I Plan Check Fee Plan Ch.eek Discount Strong Motion Fee Park in Lieu Fee Park Fee LFM Fee Bridge Fee Other Bridge Fee BTD #2 Fee BTD #3 Fee Renewal Fee Add'I Renewal Fee 0th.er Building Fee Pot. Water Con. Fee Meter Size Add'I Pot. Water Con. Fee Reel. Water Con. Fee Total Payments To Date: $22,296.81 Balance Due: $513.68 $1,541.58 $0.00' $1,002.03 $0.00 $0.00.' ,(' , $~6.~0 $0:00; $0.bo. --. . -$310.00':'-· : $530.00. $0,00 $0.00 :, '. ,· $0.00 $0.00 $0.00 $0.00 $2,400.00 05/8 $0.00 $0.00 · Meter Size . Add'I Reel. Water Con. Fee Meter Fee SDCWAFee _ CFD Payoff Fee p:FF PFF (CFO FUn9) License Tax i..iber:ise Tax (CFO Fund) T:raffic Impact Fee . ,Traffic Impact (CFO Fund) ~~F;M:2, J;ra,nsportation Fee Sidewalk Fee. PJ,.UMBING TOTAL ELECTRICAL TOT AL MECHANICAL TOTAL Hot,1sing .Impact Fee Housing lnLieu. Fee Master: Drainage Fee: Sewer Fee: TOTAL PERMIT FEES FINAL APPROVAL Date: i-~ O '!J/ Clearance: $0.00 $0.00 $0.00 $0.00 $6,606.08 $6;097.92 $0.00 $0.00 $418.00 $472.00 $0.00 $0.00 $217.00 $110.00 $132.00 $2,925.00 $0.00 $12.58 $0.00 $22,810.49 NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedicatjons, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the d11te 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. Failt1re-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 capactiy 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 ou have reviousl been iven a NOTICE similar to this or as to which the statute of limitations has reviousl otherwise ex ired. --~ -~ ~- FOR OFFICE USE ONLY PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 (Sec. 7031.5 B4siness 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 [$500Jh Name Address City State/Zip Telephone# State License # _________ _ License Class _________ _ City Business License # _______ _ 'Designer Name -Address City -State/Zip Telephone State License # ~RK,;,e=,R=s;;;;r::;;c:;;O::;;M:;;P;;E;;;:N::;S;A,;-ft;;;:j:::;o:N-:-::=_;::::: __ =-_::::/: ~~~ ::=, :--~-:-:'Z~T~-::,,:~~--.:~=" ;?'~ :~ ~;-~~, ~ ::r~£~7 :r~--~~i,\ -~~:;.;,:;ix ~~;:.s \'i~ J~~ s ~9;,;-~~rz;3M~;i~:> :1 Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: 0 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. 0 I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the wprk for which this permit is issued. My worker's compensation insurance carrier and policy number are: Insurance Company____________________ Policy No. Expiration Date _______ _ (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS ($100] OR LESS} M CERTIFICATE OF EXEMPTION: I certify that in thi:i performance of the work for which this permit_ is issued, I shall not employ any person in any manner so as tbbecome subject to-the Workers' Compensation Laws of California. - WARNING: F.ailure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal pena)ties and civil fines up to one hundred thousand dollar 0,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees. SIGNATURE -~ -DATE % Utd:-r \ Vi -- !7j-;:;'OWNj;R:iJUILDE' 'DECLARATION'_·_-_-· -: _ ---· ___ -__ --.. --J ---:·;;.:·;,~z ----~_., • ..,: .. ,,-,,"'.-" :,,-:rre-;' '.'.':'.'~],~~K,:'. ·~:·::"t:""'7;:?_:~": ]:-~j,ZJ;~;-_",';,-}~,;-.7~·,:x;:,:J I hereby affirm that I am exempt from the Contractor's License Law for the following reason: IS() 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 ift;'c. 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 ate 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). D 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 propllrty who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). D 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. 0 YES ONO 2. !-(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 coor.dinate, supervise -and provide the major work (include name / address / phone number / contractors license number): - 5. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type of work): __________ _,,,.....,,-----:----------'-------~-:---------,;--------,,----'----------- ,-;;;::-;:j:=:'::~~~~~;::-:-::;;:::::;:V:;~b~ft;:;;:'.;'"J.:;;-5;;:::::;::;;;;; DA TE 'i O ~' '1 J µ_Jli?~~t:e~~)tJJq~(V:~Ji~7ri,:-~--~:\:;:):~':~l~f\:w~rf~~~lffyB1~~~w;:!J'~:l-::~1/~J;~-} ~ ::!:7::£23 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? 0 YES D NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? D YES D NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site 7 0 YES' 0 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. l!t::::::.:.~.&f1%:"IB9J~:!~t-kl::.~Q1~$,,:,~,9~,fi~):_,_,~: ::'..-:::..: -';~:';:,··..:-.:.:~:.:.~-:,:rz::;~~;::;;;~=-~.:JII,:,:, -:,!;'._.i;;::,'i',(£::~f"i:;~~Y'.~'?n~TI::•/S~'.:i1 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 c YA~ t H /Q-1 ~ _ _ LENDER'S ADDREss \ \\ I q 'to~ gf'f Pl N Er P:D-~o HH l~~--.,APE.'~IQ~N:i:~c1;:_5jj~1c~Jt9tt :_ -~ ,-, -.. "" :,-.. -,: ... "-, •. :::I;:;;:.-.-, -?:::Z:ZE_,,,~i-~i,;,,:.,:;;_:M!il~!~,i,;~; :1.f!:-LL:-:.,;,.-:...;J,5,,;;:':''.f.Zw'1~;J:_;;<~:.~1.?s~,-~<-'J:-:~iii1\;;;,;::;;z;l'itii1 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 ordin!lnces and State laws relating to building construction. I hereby authorize representatives of the Citt 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 510" 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 not commenced 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 co d for a period of 180 days (SE:lction 106.4.4 Uniform Building Code). , 0 b " N b ~~ \L ~ APPLICANT'S SIGNAT.URE --1-T''-"oc:::-----,r---=---.,.---"-"'-''-'--__,_-=-,.,~-1,,<-!V'-''-'-----'CL>,,"----DATE -{)~~~~~ 11~------- City of Carlsbad Bldg Inspection Request For: 04/27/2001 Permit# CB994535 Inspector Assignment: PD --- Title: FESS RESIDENCE Description: SFD 4165 SF, GAR 745 SF, COV PAT 145 SF, 155SF BSMNT Type: RESDNTL Sub Type: SFD Job Address: Suite: Location: 2456 LA COSTA AV Lot APPLICANT FESS DOUG 15 Owner: FESS DOUGLAS M&LISA M Remarks: AM PLEASE Total Time: CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final MectJanical Associated PCRs lnsRection History Date Description Act 04/24/2001 89 Final Combo co 04/23/2001 89 Final Combo NS 04/20/2001 29 Final Plumbing CA 04/11/2001 34 Rough Electric co 04/09/2001 34 Rough Electric co 03/16/2001 22.Sewer/Water Service AP 03/14/2001 21 Underground/Under Floor AP 03/14/2001 22 Sewer/Water Service AP 11/27/2000 17 Interior Lath/Drywall AP 11/27/2000 18 Exterior' Lath/Drywall AP 11/27/2000 23 Gas/Test/Repairs AP 11/14/2000 16 Insulation AP 11/13/2000 16 Insulation co 11/08/2000 16 Insulation WC 11/08/2000 84 Rough Combo AP 11/06/2000 84 Rough Combo co Phone: 6199821846 lnspecio,J i Requested By: DOUG Entered By: ROBIN Comments lnsp Comments PD PD PD PS OK TO RELEASE ELEC TP NEED SNG/LN & PNL SCHDS PD PD WATER SERVICE PD PD PD PD PD PD PD PD PD City of Carlsbad Bldg Inspection Request For: 04/11/2001 Permit# CB994535 Inspector Assignment: PD ' --- Title: FESS RESIDENCI;: Description: SFD 4165 SF, GAR 745 SF, COV PAT 145 SF, 155SF BSMNT Type: RESDNTL Sub Type: SFD Job Address: Suite: Location: 2456 LA COSTA AV Lot APPLICANT FESS DOUG 15 Owner: FESS DOUGLAS M&LISA M Remarks: ELEC MAIN PANEL INSPECTION Total Time: Phone: 6199821846 Inspector: ~ Requested By: DOUG FESS Entered By: CHRISTINE CD Description Act Comments 34 Rough Electric tf!t2_ ~R( 1"1) ~~ c:::Cc~_ Associated PCRs lnsgection History Date Description Act lnsp Comments 04/09/2001 34 Rough Electric co TP NEED SNG/LN & PNL SCHDS 03/16/2001 22 Sewer/Water Service AP PD 03/14/2001 21 Underground/Under Floor AP PD WATER SERVICE 03/14/2001 22 Sewer/Water Service AP PD 11/27/2000 17 Interior Lath/Drywl3II AP PD 11/27/2000 18 Exterior Lath/Drywall AP PD 11/27/2000 23 Gas/Test/Repairs AP PD 11/14/2000 16 Insulation AP PD 11/13/2000 16 Insulation co PD 11/08/200.0 16 Insulation WC PD 11/08/2000 84 Rough Combo AP PD 11/06/2000 84 Rough Combo co PD 11/02/2000 84 Rough Combo co PY SEE NOTICE ATTACHED 10/27/2000 84 Rough Combo co PD 10/16/2000 13 Shear Panels/HD's AP PD 10/16/2000 18 Exterior Lath/Drywall WC PD 10/11/2000 13 Shear Panels/HD's co PD 10/11/2000 15 Roof/Reroof AP PD 09/26/2000 15 Roof/Reroof co PD SEE NOTICE ATTACHED 0\;l/11/2000 15 Roof/Reroof co PD ON CARD 08/09/2000 14 Frame/Steel/Bolting/Welding NR PD 06/15/2000 11 Ftg/Foundation/Piers AP PD City of Carlsbad Bldg Inspection Request For: 10/27/2000 Permit# CB994535 Inspector Assignment: PD Title: FESS RESIDENCE Description: SFD 3985 SF, GAR 745 SF,·cov PAT 145 SF, 255SF BSMNT Type: RESDNTL Sub Type: SFD Job Address: 2456 LA COSTA AV Suite: Location, APPLICANT FESS DOUG Owner: Lot 15 Remarks: AM PLEASE -FIRST INSPC OF THE DAY --- Total Time: Requested By: DOUG FESS Entered By:. CHRISTINE co· Description Act Comments 14 Frame/Steel/Bolting/Welding 24 Rough/Topout 34 Rough Electric 44 Rough/Ducts/Dampers -- Associated PCRs lnsgection Histoiy Date Description Act lnsp Comments 10/16/2090 13 Shear Panels/HD's AP PD 10/16/2000 18 Exterior Lath/Drywall WC PD 10/11/2000 13 Shear Panels/HD's co PD 10/11/2000 15 Roof/Reroof AP PD 9/26/2000 15 Roof/Re roof co PD SEE NOTICE ATTACHED 9/11/2000 15 Roof/Reroof co PD ON CARD 8/9/2000 14 Frame/Steel/Bolting/Welding NR PD 6/15/2000 11 Ftg/Foundation/Piers AP PD 6/14/2000 11 Ftg/Foundation/Piers CA PD 6/13/2000 11 Ftg/Foundation/Piers co PD SEE ATTACHED NOTICE 6/12/2000 11 Ftg/Foundation/Piers co PD SE;E NOTICE ATTACHED 6/2/2000 21 Underground/Under Floor AP PD 6/1/2000 11 Ftg/Foundation/Piers NR PD 6/1/2000 24 Rough/Topout NR PD 5/19/2000 63Walls AP PD 5/18/2000 63Walls AP PD DRAINS l• '_,,~·-..., '!UMBER: 80-8 CITY OF CARLSBAD POLICIES AND PROCEDURES SUBJECT: WATERPROOFING BELOW GRADE EFFECTIVE: H/23/80 SECTION: BUILDING DEPARTMENT SUPERSEDES_: PURPOSE: TO ESTABLISH A UNIFORM POLICY FOR WATERPROOFING BELOW GRADE · POLICY: initiated By:- MA$ONRY WALLS. · ·- The Building Department requires approval in advance of any rneJf\od .of. waterproofing below grade masonry walls except the one shown below. THE FOLLOWING METilOOS ARE APPROVED. 1. Three layers hot mop and felt. . 2. Johns-Manville mer.ibrane waterproofing system. 3. u.s.G. "Supertite" system 4. Thorosea l 5. Flintkote "Yellow Jacket". ... :::.., MEHSTURE BARRIER--~ 1/2" GRAVEL (MIN.) 4" DRAIN PIPE (PERFORATED OR OPEN JOINT).~-.lc,-,,--; INTERIOR FINISHED FLOOR~ DRAIN PIPE SHALL SLOPE TO FINISHED GRADE AT 1i8" PER FOOT MIN. . ~ ~ -; .. : : . -,--·,-~, I o o --- ApProved By:~ = .. . UNSCHEDULED·BUILDING INSPECTION DATE \\ ·{ 00 . INSPECTOR /JD PERMIT# q~~j3'5" PLANCHECK# ___ _ JOB AI:)DREss ,;N sv ~ eo~~ i:\ v . DESCRIPTION _-----4i±~-Y~Yl· ·.......:.·,...;...;;'n:~~-F· ~-~· O~Y\-..----"-=--_· -------- CODE DESCRJPTION ACT COMMENTS . ~ Ji.fu,.,L ~SU ( • . vJ C $.!l_ ~bh f( U(J M Po ¥- SOUTH 'COAST STRUCTURAL DESIGN November 1, 2000 Doug Fess Studio One Architects 10720 Glendover Lane San Diego, CA 92126 Project: Fess Residence Re: Final Framing Review Mr. Fess, 2415 San Diego Avenue, Suite 200 San Diego, CA 92110 (619) 291-4224 In accordance with your request; we have reviewed our structural calculations for the above referenced project. Specifically, we were asked to review our structural design of beams FB-2, FB-3, and FB-4. Per our original calculations, these beams had been specified as 11-7 /8" deep Parallam beams. Unfortunately, 5¼"x12.0" Glue-Laminated beams had been installed in lieu of the members previously specified. We were also asked to review (and revise, if necessary) a fix detail for where 2x sill plates have been provided at locations requiring 3x sill plates. Based on a review of our structural calculations, 5¼"x12.0'' GLB beams are adequate members to replace those previously specified for FB-2, FB-3, and FB-4. We have reviewed the 3x sill plate fix provided to us and have modified it to meet our requirements. A fix to the sill plate is approved provided it is done in accordance with the detail provided with this letter. Respectfully Submitted, SOUTH COAST STRUCTURAL DESIGN Mike Surpr nant, S.E. : : SOUTH COAST STRUCTURAL DESIGN • I .:_.:;::·::. _:·.· ~ :~·.-·. ': : . ·. ·-·--Fci~-~~;i--~i. Kr&, \)J~ ~~w ' ' . . : .. -: ' . . ~ -Rt> 3x isW?¥'0 ,S.w,& 2y.. t,l-Ot-lf~. "3,VJ,t;i w/ tu~W,...~t~ ~i! JOB 1 "f I 'Z ~-I F69} P..6ft P~N~ . t 2 OF _'2. ____ _ SHEET NO.---~--- >1. P,:, _ DATE / I It /tJ() CALCULATED BY--'-------, CHECKED BY _______ DATE----- SCALE ~-------------- .. 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OJ I g I I ii m F ~ I axsP9sr -------~ 4X6 POST ;_j ~ ~ 'JI@ 16 o/c-FLAT JOISTS [£Ji JOISTS \ 4X4POST I· I X (t) -,... rE - s SSTB28 d. d I ~24" @32" )d 1ALL :RECTED . ,-. MU nvL.U ~"""'n HOR HGR HEADER ·HANGER TEMP TEMPERATURE FRAMJNGNqTEs·· . : :. .. . 2. Floor sh~~ .. sh~ b.~; .. ·:~:/~ .. °1-' ·, :, ,.' · :. · '. · : .• \:,.·· .. , • .Z}/3;?" A:P.A. rat~ STtJRD..t-PL9<)R. T&G; 24_'..-:o.c,~ratm • 1/2" plywood' exposui!:-t, 'ind~ .74/9:,:_::--.::?l-:~~·e-:· .. . • lOd eommon nails@ ~ .. \o.c.i)t~. :·· .... :: .:. ·:.~ :·. : .· ' . ·. · • 104 coipmon na.Us ©:li~l~,:i~·!f.r:-::.:: .. /t·: ./·: B.N. applies to dl suppor:te!,i.plywood edge$ a, .. : ·, t. ·.,:11 '---~fi;p:i,~"-i-:,i-.;,:.-':;;, ,.-·' .. =,·..?..futt. • p1ywood e(lges . . . · B:N. applies to:a.ti'~pb'r£e~ p.l~cf~'efit?,e·:: ·:_.~ · : =:;:;:1,\:!t:1 -•-I;_ _-: ~';';~(% 1~1·:;~~i•lC _ SHEARWALLSCHEDULE stMiloL. SHEAR MATERIAL & NAil,ING DESCRlfTION {FU=) .0 (&TUCCO) woY&t W!R:E ANO ~ ~ CEt1ENT Ft..A&TER 1/&' TH!d< No. II GAUGE 1-;112' Lc;Nj 1/16' LEu • 6' OC. 26{!) 31&1 cox FL 'l'tU?OD 11.V&:1 • 6 1, 12' o.c. 3&0 3/&1 cox Fl. 'l'tU?OD UJ/&d .• -4', 12' o.c. 3/&' 6TRJCT I FL 'l1J.l::)O[). il.Vt-d • 3', 12' oc. &50 · ( AFR.IED TO 3X. FRAMIN:i M NOTED eELOW) 315' 6TRJCT I f='L 'l'tU?OD 11.V&:j • 2', 12' O.C. · 3" ( AFR.IED TO 3X FRAMIN:i A& NOTED eELOU/) Ill' 6 TRJCT I FL "riLOOD \UIWd • 2',.12' oc. 112:1 .(APf'LIED TO 3X FRAMtl-k:i A& NOTED eELOU/) ' ' in• en-u::r I FL "r'\1.1:XlD 11.V&:1 • 2• 12• oi:.. ' (AFR.JED TO eorH 6IDE& ~ IUALL) ; ( AFf\.lED TO 3X FRAMIN:i At, NOTED eELOU/J ~WALL SCHEDULE FOOTNOTES: I 81-leAR l"'ANEl.6 eHALL. 6E AF'Fl.lED DIRECTl. Y TO e,ruo FRAM~ • 16' oc. 2) ALL Ft. 'r'1kXO PkEL EDGee eHALL 6E 61..0CKED UV 2X 6L~ HIH. S.IIL ATTACHMENT ; SHE} (~~T&) <NAIL& 4 LAC- &/&' DIA. A-5. • "'-'' OC. 16d • e• OJ:.. ' &/&' DIA. A-5: •. 36' O.C. 16d • h' 0, &/&' DIA. A-5. • 24' .OC. 16d • -4' 0. s,e· DIA A.6. •, 16' o.c. 16d • 3' 0 p ' fi &/81 DIA. A-5. • 16' O.C. 31&' X 6' LA65 <&T~DTO 51&' DJA. A-5. • 16' OC. 3/e' X 6' LA65 q {&T~DTO SI&' DIA. ~. • e• OC. 3/&' X 6' LA66 (&T~D TO 3) 61-EARJ.IAU. HOf.£ Tl-1,.lN CHE VERTICAL.·PANE!.. IN 1-EIC:iHT el-W..L I-IAVE Eln-ER VERTICAL. OR HoRIZctrrAL. 6T~D 5A -4) ~DE 112' HIH. EOOe DISTANCE FOR 'AU. Fl. "rUkXt) 'ED6E N,41L~ . 5) ·et-«-Y ca-t1CN HAIL& AA£ TO 6E IJ6ED. FOR ALL F1. "n1k::>OD 61-EATHIN:i ATTACH1ENT. 6) HAIL C:,lt,lt, usm 'ctlf'f'ED ~AD· OR"'!ll-l<ER' HAIL& AAS HOT AecEPTAet.E. 1J ALL eot.T liOLE& TO 6E DRILLED 1/32' HIH. TO 1116' MAX. ~12'.ED. &) ·USE: DOJ:",lA5 FIR 'l ffife,e,,Jf.:S 11-EATED !ILL FLATE6. et:.H:ER TO 6E NO'tlFIED FOR REDE6"1N IF Oll-ER 8FECIE& e,1u OR·M!: PARr. Cf EXl&Tlti:i elJILDIN:s. . ,J .ANCHoR eol.T& H.l6T es E?16EDDED 1' HIN. INTO NEW~ UJ..11:RS el-EAR WALL&~ TO eE ATTACt-!ED TO NEIii Fe · &/&'+ 11-EADED ROD ~ WITH &' IN. S16EDMENT IH&TALLED AT TI-E 6PAC!N,j INDICATED IN A80\,1; 81-!EAR WALL !0-1 &~ ' t>ET' HIGH &~n-1 AD~&IVE (la30 '521!). fif'ECIAL. IN5FECTla-l I& p.:eQ.11..a, FOR ~IT ~- It%,) FO.M)AT-la-1 ~ eol.T& 1H AU. ~AA.WALL& e.HALL I-IA\1: &~ ·~&/&'PLATE ~ ll-lDER ~ tur. n TIGHT'El'-IED JJeT ~IOR TO COVE~ n-E tJ.L.6J.J. ~~ · · llJ 6T\JCCO l>NDIOR EXTERJOR VENEER OVER A Ft. 'r'UJOOD !I-EAR WALL e+IALL ea ll.lA'Tt:~D ILV'A HIH. ~ (2) LAll:Re 12)..,FR,;611~ AT FCU-VATI~ &ILL FLATI:6 AND AU.~~~ F-!:CEIYN:H:DGE HAILN:i ~ AeUTTN::i P~& ~ · OR n-lla<ER ALL e.1LL FLATI:& RV F1. "rUkXt) JolNT HAIL~ 6W.l.L BE 6T~D. . 13) IU-EF<E Fl 'r'1kXO P..W:L& AAS AFFllED ~ 00TH FACE&·Cf TH: IUALL Fl "l1UXO PAla. JOINT& 6HALI. ~ AT 3X N HEMe,ER-6. PAI-EL OOINT& ~ EACH &!DE Cf WALL e.HAU. ee &T~. l-4J f>ILL Ft.ATE& TO 8E ATTACH:D OOlt-ti A HIH. ~ ('2J A.5. FER PIECc ILVAa LOCA'Tl:D 12' MAX~ EA. END. ·1)•~5~ t.1'~--~~/{J,~ TH, Pl..f.··n, vJ~sH~$ fQ,-·6:1u, AtlCHoK e 5K~.A,-_V'Au.-S, ff-l(Z-01/Gi,t~J1 -b)'5t;:: ·! ~j/S· .1 H~ft-:SH~~p,6-:. It VJW1H lG ~~5~ 'fH,t,..1>J 1h ... pU1t H~!~Wf ivr (p(*A1~f --..H'ti..,tl .-or..,-f~ v-Al--r o-111,;,.-o ... ; .;Jftf -9!=-.I • _ .... ,,, .• l Pvlir--· .... ;: . ~ :· • ·, ,-1}, q) ~'110f. ,;I' !?ll/t,, p1,.,,,·nt~ e, .-~,tA, e,i·!~AV~ VJAl;lt, )/~~o fL,f . . ·j· -~ ~.i... ,,.... ·-ii~ . , I' ',., ... ~. ,,,: -~ • ,'i .. '. • ' ' ,,~--·. . . •., . -"• ,' '.,.:,,;. ,, ;.,· .. •;-... :. -; . FLOOR SPAN TABL ,J 'r-,:~. <::;Jriillif' ,. -t J ~:· .. · · ,. · ., ;1 .,.J:, Nt-"-',;. , .. , J;""4'\!/~ '• :-·-· t: . '" ~-• :J..,._ , , •o/l<'. • ~,1·-... • .• i~ ... , How. TO US.E THESE TABLES 3. Select the on-center spacing you prefer. J. Determine the live load deflection criteric1 (MINIMUM CRITERIA PER CODE- l/360 or IMPROVED PERFO~CE SYSTEM ~-L/480) and loate the appropriate table. 4. Scan down the column until you meet or exceed the span of your application. 2. Identify the loc1ding condition (40 PSF LM LOAD/10 PSF DEAD LOAD or 5. Scan le~ in the row to locate the TJI® joist series and depth which satisfies yor condition. · '10 PSF LIVE LOAD/20 PSF DEAD LOAD) and move to the appropriate section :· of the table. MiNfMUM. CRlT£RfA PER. ·CODE._; L/360 LIVE LOAD DEFLECTION 20'-4" .. t6'-to• t~'-8" 181-10· 15'-0" 21'-3" f8'·8"-C0' 22.•:.t• 25'-8" 26'-5" 24'-1" 28'-2" 2s·-a· 32'-0" 29•.3• 31'-2" it•-4•(!) 26'-9""' 12'-6" 13'-5" . 12'-6" 15•.9•(1) zo•-a•co 17•.9•(1} ~JMP~OVED. PERFORMANC£ SYST-EM l/480 UVf,J:OAD DEFU;c,TION · ' 17'-8" 20·-1· 21·-0· -z2!l.5,r.;; Z5"'-6 ... 23'-I(!• 2~'-6-" 28'-lt" 26'-S" 28'-2" .32•-o· 16'-11 • 17'-8" 16'-1" t.5'-2" 18'-4" 17'-4" 19'-2" 18'-I" ,ZQH!'-19'-3" 23•.2• 21·-10· 21'-9" 20'-6"/f} z:v-i• 2-1-'-10" 26'-3-" 24'-9" .z~·-t.· 22•.::;•(.fl zs•-a·-· ·--24•.,z•(l) 29'-1" 27'-5" 15'-5" 14'-7" 16'-1" ,15'-2" 18'-4" If-~" 19'~2" . J8'-1 •(I) -20:-?-., ·. :_:~9:•~3 •(I) z3•.z·:: -~i1 •.:10· zr:,.i•M 21•-ro•m .. r;t1};t.._ 14'-Z" ,s·-o· f6'-tQ•(I, 17'-11" J8'-lf .,,. 23'-0" 21 •-4•(!) 25'-5" 12'-6" 13'-5" 12'-6" . 15'-9•(!) 17•.9•(I) 20•.3• 15'-9"''' n·-,·m .. ZZt-:.s•ttJ- 15•.9•fl) l-]-'.9•'1). ..._...., _____ _.. ___ ...,......a.:..,__...__,;-'-1.:..;.;~=~:.&.:...;;;;..=="'-...;22;;;;..'-..;;5_"i_1!...., Qo;;~....,;.;.;...;;;.:i.....;.:;;;;.;.=;;,;.a.~=;;.;: 22•.5•(1) • Long term deflection under dead load which includes the effect of creep, common to all wood membel'S, has not been comidered-for-any. 0Uhe-ab011e-~tions.5lillil spans reflect initial dead load deflection exceeding 0.33 •, which may be unacceptable. For additional information, refer to our lJ-Beam'" or lJ-Xpert'" software or contact yout Trus Joist MxMillan representative. .. -(I). Web stiffenen are required at intermediate supports of continuous 1p.1n.ji;,is~ in conditi9ns·where the intermediate bearing width is less than 5 ¼" and the span on either side of the intermediilte bearing is greater thiln the sp.1n1 shown in the following table: •12 PSF Dud UNd •TJ .. /Pto"' 550joisb . .. 22 PSF DeiJd load iii: TJl111/ Pro• SSOjoists. GENERAL NOTES Tables c1re bated on: : . ·. -~ PStUVE 1.PAD~:20 ~SF DEAQ Lo.¢ .. ~-~,:;·::? -:12~:o.,:::, ·. ..·16.~io~~.:. -· JJ;:2\~:;:~/ '.,':z~~'o;c.'·;-; Web Stiffener Not Required 20·-2· 16'-1' 26'-11" . 20·-2· 16'-9" 13'-5" 23'-1" 18'-5" 30'-'1" . 23'-1.! 19'-2" 15'-4" 25'-8" • NotRequin:d 26'-11" 21'-6" WEB STIFFENER REQUIREMENTS ~ \WI • Assumed composite action with a single ~r of.appropriate span- . Btedg!'-•e-sui!~~~thing for deflection only (spans shall-be · reduced 5 • when she,1thing piinels are naffed only). • Req!Jired if the sides of the hanger do not laterally support the TJI® joist top flange or per footnotes on pages 20 and 21. • End Bearings: Not required -' • Uniformly loai;fed joists. • Intermediate Bearings: Not required at-intermediate bearing where joists are continuous in span and the intermediate bearing is at leasts¼• wide. For intel"'1ediate suppora less than 5¼" wide, web stiffeners may be required (see footnote 1 above}. • Increase for repetitive member use has been included. • Spans shown are clear distance between supports. • Most restrictive of simple or multiple span. •_for loading conditions not shown, refer to PLF tables on page 1 t: Flat Roof Span Tables 125% Load Duration Factor, LL Oeffection (L/240),, TL Deflection (L/240) 20 psf live load /15 paf dead load. 17 psf dead load for TJUPro550 Depth. 91/2" . 117/8· 14" 16" General Notes Table ia baed an: • Unifonnly loaded joills. TJI/Pro 150 250. 150 250 350 550 250 350 550 250 350 550 . • Roof Sc.dice Slape of 1/~ In 1Z' minlnun. • Totaf 101d lrmlls jOfltdlllldbt to l/240. *·lMlolcf labaNdan,Jailtdeftecticr'lofl/240. *,Hartmntafda'dllfalce belW8arl supports . • Simple Span CGf1dltion only. 12"o.c! .. • fncna8 l'arn,pet!IM memberme ,_ been lnclUded. 16" o.c. 19.2" o.c. 24" o.c. 19'•2N . 18'-0" 16'-8" 20'-2" 18'-11" 17'-6· 23'-1· 21'-8" 20·-o· 24'-2" 22'-S· 21·-0· 25'-11" . 24'-4" 22'-6" 29'-2" 27'-5· 25'-i" 27'-S-25'-11" 24'-0" 29'-7" 27'-9" 25'-S- 33'-3" 31'-2" 28'-10" 30-9" 28'-11" 26'-9" 32'-11· 30'-11" 28'-7" 361-11• 34'-8" 32'-1· Web Stiffener Requirements • Reqi.nd If the sides of the hanger dq not lalerally support the TJI joist top ffange or perfoolnoles on pagee 20 and 21 • T JI Pn, 550 joists: Requlnld at al hanger locationa 1-800-788-6006 300 Carfsbad VIiiage Dr. #218 Carlsbad, Ca 92008 I May-98 I City of Carlsbad Bldg Inspection Request For: 6/15/2000 Inspector Assignment: PD --- Title: FESS RESIDEN<;E Description: SFD 3985 SF, GAR 745 SF, COV PAT 145 SF, 255SF BSMNT Type: RESDNTL Sub Type: SFD Job Address: 2456 LA COSTAAV Suite: Location: APPLICANT FESS DOUG Owner: Remarks: AM PLEASE Total Time: Lot 15 Phone: 6199821846 lnspecior:g_ Requested By: DOUG FESS Entered By: ROBIN CD Description Act Comments 11 _F_t_g-/F_o_u_n_d_a_t_io_n_/P_i_e_rs----~----------------------- Associated PCRs lnsgection Histor~ Date Description Act lnsp Comments 6/13/2000 11 Ftg/Foundation/Piers co PD SEE ATTACHED NOTICE 6/12/2000 11 Ftg/Foundation/Piers co PD SEE NOTICE ATTACHED 6/2/2000 21 Underground/Under Floor AP PD 6/1/2000 11 Ftg/Foundation/Piers NR PD 6/1/2000 24 Rough/Topout NR PD 5/19/2000 63Walls AP PD 5/18/2000 63Walls AP PD DRAINS 5/10/2000 66Grout AP PD 5/5/2000 62 Steel/Bond Beam AP PD 5/5/2000 66 Grout AP PD 4/27/2000 11 Ftg/Foundation/Piers AP 'PD 4/27/2000 14 Frame/Steel/Bolting/Welding we, PD 4/25/2000 · 61 Footing co PD SEE NOTICE ATTACHED 4/25/2000 62 Steel/Bond Beam co PD 14 JvJJt 'oo f ~ ~ ¥,€S(0~~ ~ , f CV fJ~ kn\))\) \I'.) 5f@ v JJ A-flt>! 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M' c,1,4 AA .. "'9' 04. ¥cf •••o.e. l/l'PLl...l&~M'OI:. ttd •••oc. • .,., 01.t. a • i-4' (1.t;.. 11-li41'4'0A 'fN c,&A .\a. • v.• OJ:. "d • ,. QJ:.i r . ., •• Qr.t. ...... "'' 0~ : )16* M I.'~ • IJ OA ,11rA/1'1ffllllU) re, « eot'41 a.111· Cl/""..-. • 11,• OA J#')t •• L,.,f,GI • 6' O.tl. llT~ TO <IX ~tu ••oi...A.&.•~°' J16• X •·~·· ~• OC. t&T~ TO« IIUC.W ' 3' HNIW-AU.M0flll!!"""' Ol-4! ~IC.Al&. P,Mtil,; tHtEIQl.ff ~ w.w 1Qnel 'Y!llf!C4. 01' ~A. t.t~ lf"I-IO!!z, ~ .. "' ~-IIJ" l"ltt RQ PltTA"ICI ""11 ~ '1."l'V,IQC;O ICOE ~tn. · &~ ~y ~-~~~~ T~lp!,U!:!?.~~-t'fr~-~~-~ . .'~ll~- .... ~OM C-C -FU.£ NO.: COl'IIIEC:tION DC'AI DATE: C/1/U REF.-ZS,U-Jces. BY: SC ~-· SEO. ~~AJU> ··-·" ltOH•BEARIHG PARTl'1'IOM Pi.:KPEHDICUI.Al TO 'l'lt!JSSl:S ~-·. ·~ ..... '"1-. -I -~7 _-:Uu:: 0IT7 ... · il~ ·· · ~--ll~ .. · ·· ~ ··· il: ~ -. · · lL ·-· 1•1Cd II.UL OR . .. . . EQUAL. . • . A . A4l: SEQI(N f" .. BLOCX_ SPAC1!t) ~.f•o.c. ~-~If AL ~~- ~.···· . K ,_ 71@ $ ~ I _, ~I ' 11 . . 11 , I± 11 I 4--1 't'O '%"RUSSES ttusszs ,,,._. U 111!0!1%»1? i . . 1 .. . - Q) NAIL TRUSS TO~ ffi NAIL SPACE1' It.CO: · I r I TLOCJ: TO '1'JU1SS ©aA~ If~ .~ ,¥4-RUssi=t AJU:. EIU:~"i'@ · ·'n'PtCV. .,,.-c4l · ----. -; . ---: I ----·· I =tt' f{' I" . -. { --. •. --.. cJ > ii,1 l lllll ll \:I\ IIU /'--_ampuTrus. lnc. / .• Li. 7'.A..A...A~ . Manufacturing • Engineering • Computer Systems .1111111:1111111111 IIIIUIIIHIII IIUIIII · MAXIMUM ALLOWABLE OVERH~NGS FOR TRUSSES AND RAfTERS . LOAD DURATION INCREASE • 1.25 SPACING • 24 O.C,. • LIVE LOAD (PSF) 2 · · ' 0 DEAD LOAD (PSF) I I ,.,., 16 ·,:. ' 19 35 .. :· •, 1"'7'~rit 'STRUCTURAL TRUSS INC. · TOTALLOAD (PSF) 2 t :::::,. f; CERTIFIGD IN8PSCTION I SIZE I GRADE I SPECIE I E I_:: 8 ~ \~.;f/ 1080 #AA-513 . 2x4 #2 ·HF 1.3 146~ e, IN STRICT ACCORDANCE #1 l:IF . 1.5 1639 3•.5• 3•.7• ) ·;i/;:· .. '•!I • I I ,. 2 X OVERHANG (MIN.)- l . DESIGN CRITERIA \, I h, 1 MOMENT: S 1.25 · ·DEFLECTION: . (3)(LL + K(DL))(L4 ) s DEF (24)(E)(l) ~-·. i.:-.:" ;.\; ;·· SECTION PROPERTIES 2x4: S • 3,063(/N)' I• S,359(/N}' 2x6: $ • 7.563(/N)> · . I• 20. 797(/N)4 .. . 2x8:. S • 13.141(/N)1 / a 47,635(/N)4 ~If: ;,c · ., ~i:. ·. . FILE NO: Max. Overha~g Chart ij!;.'{,: ,.. . . . ' >:Jf~?-· :: ·DATE: 01/01/98 ~r. , ~l!l,k ¥·.REF: 25-1 tf.{~:·:~· ' DES: SC t,r1 :: r1;0'.;, ::\W ~,! •. WITH UBC 25-17 ss HF . . 1.8 2410-_ P,REFABRICATED ·, C-: ' .[ · #2, I OF 1 · 1,8 I 15or a·.9· bd, ~ OVERHANG L . l DEFLECTION: K•-0 FOR DL < .5LL K• 1 FOR DL ~ .5Ll DEF• L/240 3'-8" I I M<i . I . ni:: I . 4 ., . I ,1-,.,~ I ,3'•9" I 3'·1~ I 4'•0" j 3'·3~ ,· 1725 3.9· 3'·1~.~;i I . '' #1&~TR I OF I 1,8 _ I 19M 1 SS I DF I 1.9 I 2501 I '.-l.'.11· ! ~--~~. _! ~~-~-! ~·:i;~ ·· 3•.10· '.1!'i01 I I 3'.-11" ' 3•.:2·r1:, --~1~~~~·-, 1450F I HF , ... 1.3 I 1668 · , :-1·----, · '7'.1n" , '.-l.' .. R" I' '.-l.'.O" • 2·~10~.:: 1fif,R. I 3•.5• 3•.7•·, ,,, ' · 1650F. I HF . · I · 1.5 , , I 1898 . , ~ 3'-0!1;:JI: 1aooF ,-Ar 1 ~6 2070 3'-8" 1950F I HF I .. 1.7 2243 3'-9" 21QOF I HfC I~ ts 2415, 3'-10' · 2400F I -Hf:-· 1~ 2.0 2760 4'-0' 2x6~ -#2 --·ffl=-'73-: :12.11 .5~-5· #1 HF 1,5 1420 5'-8" ss , Hi= 1,6 . 2168 5•.9• #2 . DF. ' .. 1.6 1308 . 5•.9• ~1 . OF· 1.7 1495. ~·-11~ ,, #1~BT~ DF .. 1.8 17_19. 6'·0'. ss OF 1.9 2168 .. 6'-1" 1450F HF 1.3 1668 5·~5· 1650F HF 1.5 , 1898 5'-8" 1800F HF 1.6 . 2070 5'-9" '-1950F .. HF · 1.7-224_3 5'-11" 2100F HF.· 1.8 2415 .. 6'-0" 2400F HF . 2.0 2760 6'-3" ', 2x, #2 ·HF.· 1.3 · 1173 7• .. 1· ,.#t:_.. HF 1',5 : .: •' .1311 _7•.5•· I S$' HF 1.8 1932 7•.7• ' . #2 .. ' DF .-· .. u. ·:1208 ., ~1~ .#1' DF _, ' .. 1·.1 ... · ... 1380 .7.'-9", .' ·I #1&~TR DF .. 1.8 1587 71•11" SS< ' OF ... . '1.9. ·: 2001 8'-1". 1450F, ·~·HF · .: 1.3 , , 16.68 7'-1~ 1850F · HF' · --1,5 1898. 7•.5• 1800F, ·HF 1.6 2070 7•.7• 1950F,. HF 1.7 2243 7•.9• 2100F· · ,·0HF _. . ·1.8 · , : 2415 1·-11· 2400F HF 2.0 2760 8'•2" ~·-~-J:-4'-0" ~·.3~ 3'·1~::·,:f 3•.1• I' -_.·.o• 3•4• 3'·1~" '. . ·3'-2~ l~'~l· 3'-4" ~·:.r: ::,. 3·.3~ · I . -,4·.3~ 3'-5~ . 3'·3~. ,,, -~·· •; I ~·~,~-· I 5•.10·-17•.:a· 4'~":i,. 4'-8"~ I s·-.1· L 4•.11· 1--:.r·-8,": · 4'~ 1·7·~3---f5'·1" 1 · 4'-10" · . 4•.10· I 6'-3" I 5'•1!' . I 4•.10, ··4·~11· T6'-4" J;: ,s:~i·, , I · 4!-1J~i-' 1: 5•.o:;-. 5•.3~ ~-O\}.;:: ,•• 5·~1·, _ 5'-4~ 5·~1.~.-r: · 4·~·. 5•.;10· -4'·8~ '4'·6~ 'I'•·· 4'-8" 5::_1· 4•.11: . 4·.1r: 4•.10~ I 5•.3• I 5•.1.-·4:.10·_ 4'-ff~-F -s·-4•~ 1-:--5•.2•--1·~·11:\·. ,. 5' -o·-I 6' -s· 5'-2"· I ~Ta•.a• .j• ., .5'·1.1:'. T·,·~a· -e~-~7·-o· · 6'-4', .. 8.'-2" 6'.-4: . ' S:: .8'-2" 8'~5~; f':8'.47' s·-1·· I. , 8'~· s•:.a·1 ·· ,-a'. -s· s':.11r.1 -.,.-a. e~l·· a·-o· 6'-•rr I s·~2· s•.5·:-I 8'-4" e·-1·1 I . · 8'-6' e•-1.of _L 8'-10· . 5•.3·--,-.-5··~0· .. : '---------._,__Ii___, --------'--'-' 5'·-5~15':.2• .. ,i ·.,, .e•.;2,• ·e·~~, e;-e·· e·-a~·-_. _r .. __ ,_ ~1!?:: ,, · 5'~ 11:!;~;, ,,. s·,2~tr:r 1, '5•-4•,:;:•, ~ ' ,, l'~iti .. , ' 4 ':~~'ht. 6'~.·,. ,~r:5'.;5,r;_;:, 6'-1j~ :_r ~~-t::·"•'•· 7•.1; ... ' &.·-a~~~_:2 . a·:2:-: 5'.~11~\:· e·:e· 6'-2~,t··. s·:.a· . :5•-4·.~··· ,,, · .6'•9," 6'.-~H:' I'. ... ,6':11: jS'•7'!.!·:,- . 7'•2' .6.'~10":, Douglas Fess 1070 Glen Dover Lane San Diego, CA 92126 Subject: Dear Mr. Fess: Report of Soil Backfill Compactfon House Restrained Retaining Wall 2456 La Costa Avenue Carlsbad, California May 31, 2000 Project No. CE-5970 1t;(;Db. lfJ~~et;(O~f~; ~IZ" lS Tl--t'€ ~Ov\P ~f{\OUkl, f01\, ~ ~n~b. ~ tl?~tfl (A,,t,Jb s -a,o-o~ f6$ In response to your request, we are sending here,withresults-oflaooratoiy and compaction tests performed on retaining wall backfill soils at the subject project. Test results indicate wall backfill soils were compacted to a minimum of ninety percent (90% ). Our site inspections revealed walls were waterproofed, sub-drains were constructed, and non- expansive backfill materials were utilized as specified in our "Report of Certification of Compacted Fill Ground", dated March, 15, 2000. Therefore, we recommend construction continue as scheduled. If you have any questions, please do not hesitate to contact us. This opportunity to be of service is sincerely appreciated. Respectfully submitted, North County COMP ACTION ENGINEERlNG, INC. ~ ,,e-4,_,..,e __ _ Ronald K. Adams President RKA:paj cc: (3} submitted P. 0. BOX 302002 * ESCONDIDO, CA 92030 * (760)480-1116 FAX (760)741-6568 NORTH COUNTY COMPACTION ENGINEERING, INC. TABULATION OF TEST RESULTS Test# Date Horizontal Vertical Field Moisture : Dry Density Soil Percent of Location Location %Dry Wt. LB Cu. Ft. Type Compaction 33 05/19/00 Wall 102.0 13.7 ll0.4 IV 94.7 34 " Backfill 104.0 12.0 ll3.7 IV 97.5 35 05/20/00 " 103.5 10.7 113.7 V 90.5 36 " ,, 105.0 14.6 113.0 IV 96.9 37 " ,, 104.5 10.0 120.8 V 96.2 38 05/22/00 " 106.5 09.6 113.9 V 90.7 39 " 108.5 RFG 10.5 116.3 V 92.6 40 " ,, 107.0 10.7 115.2 V 91.7 41 ,, 108.5 RFG 12.2 118.6 V 94.5 REMARKS: , RFG = Rough Finish Grade {l Test No. 's 1 thru 32 presented in our previously subpiitted report ~ OPTIMUM MOISTURE/MAXIMUM DENSITYW' SOIL DESCRIPTION Tan Brown Silty Sand (Import) Gold Tan Silty Sand (Import) TYPE MAX. DRY DENSITY (LB. CU. FT) IV 116.5 V 125.5 PROJECT NO. CE-5970 PLATE NO. ONE OPT. MOISTURE (¾DRY WT) " ~ ~-..... ti .... -~·ll.2 10.6 _,·. •', ... City of Carlsbad .. ·· ·:.. . . . . . . _.Inspection ·s·etv~ci/)s;'f)1V1sion·.· .. · · .. · T6l5 ~aradaJ Avetiue· . . Carlsbad, CA 920~8 ,. April 25, 2000 Re: Structur~ Lo~atid~ .. c~~.B~tion for 9g....201 Fe~s Resid~n~ Gr~i~ .. P,ia:n Dear Sir or Ma:datn: ' Tri-Dimeri~onal Engineetihg, Inc. has. been in r~sponsible charge·_ of. the . surv~yirtg and construction· -staking for 'th~. ·.above-referenced project -·since its. oomttiericetntiit, · Tlle··_ building structure (both upp.er. and'-lower portions) and retaining walls· 'are l'~a:ted'·tir1)he ·site·. p~t:plan.· 99-20 . -with a horizontal . 1md vertical. _certainty. of +/~ 0.05 '. Please. advisi( 'i'f-we: can ·he. 'C>f' further ··assistance. · S1ncerely t . . . Tri-Dimensiona1 ·Engineering, lhc. . . ·,, . . ' . . .. '·. . .. ·. r ~ , ,. ·- ' ,. NORTH COUNTY COMPACTION ENGINEERING, INC. , SOIL TESTING ~ INSPECTION SERVICES ~-- I FIELD DE.NSITY TESTS / Job f<-t?.'';, /" Sh..+ ___ Of __ _ Mac:tlilw Ho. ,.,~ z.;· ' ..J Information To: TUT 4 NUMIU HTEST Ne 5 IIOIIZONUL ' -LOCATION YEIITIC Al LOCATION 7 IOISTURl CPM HNSITT CPM ,-; ! I ; i . ' I ! ' ,.~ I . -J · ···( • · L t · ·~ ,t Al I GAP CPM UTIO I) /i / r,r, ··. t: ·:.:'."~·, f ~ .. ~ "' 'WET DENSITY PCf , JOHii ,cF l DRY DENSITY 8 l'Cf --' i ?'11i ~~ r " MOlnUIIE 9 SOil ID !lo 10 I I MAX DENSITY ~ uoum:o 11 " COMPACT I ON . .J l ., ' . .•. J Post Office Box 302002, Escondido, CA 92030 (760) 480-1116 ASTM D2822 ""'--7,,, Job No. '5 '1 '-'. ------ • ,,_ --•<. /4-:-', ,..,,.. ·-l I), ,, r L t., -•'• .I t ) .... . J \.. ; / ./_ ...... l, ... I l ' .. ...~ ,.,. ~-~ .. -, r APPROVED BY CARL SCHMIDT ~ISiERED SPECIAL INSPECTOR P. 0. Box 178403 San Diego,. CA 92177-8403 Phone(6]9)855-9252 SPECIAL INSPECTION REPORT PROJECT: F-e-s-.) f ,£/,f /cl -bh C,,~ ADDRESS: . 2=-¥. r, C !i CI> r z::::~ CllY: ~/r6a,I PERMIT#:-'--. _____ _ JOB START: JOB STOP: Pl.AN FILE#: lYPE OF OBSERVATIONS: MASONRY$._· REINFORCED CONCRETE_ FIELD WELDING_ EPOXY_ PRESTRESSED CONCRETE_ SHOP WELDING__ BOLTING_. REINFORCING STEEL_ FIREPROOFING_ SAMPLES: NUMBER:_ lYPE: ------------------- Materials'Design Mix Numbers/PSI: lnspectioneote: S---3 -oo REPORT 1/4,., / f . / 4-lg' u hO / b tr C f/t,i,. 4-t:.e ( 4--,-~ ,' "'-J:.. w' Ct..-f / /J WORK INSPEC~D CONFORMS Wll1-f APPROVED Pl.ANS AND SPECIFICATIONS UNLESS 011-IEIM'ISE NOTED ~ / s d_ JJ-.., c/'7: /, c./ --z_., . Project Billing Information: Print Name Certification # Phone: ( Fax: ( ) _________ _ Signdture of Special Inspector CARL SCHMIDT REGISlERED SPECIAL INSPECTOR p: o. Box 1 1a403 San Diego. CA 92177-8403 Phone(619)855-9252 SPECIAL INSPECTION REPORT PROJECT: F-e.$ ,S t' .er,' J e-._ c -e ADDRESS: _2.. </ f '7 L. e.. Co.s-,_c... a... v..e.. CllY: G,.;/.r6'-c/ PERMIT#: _________ _ JOB START: 8 .... oo JOB STOP: 3 ;oo Pl.AN FILE#: lYPEOF OBSERVATIONS:· MASONRY .1{ REINFORCED CONCRETE_ FIELD WELDING_ EPOXY_ PRESTRESSED CONCRETE_ SHOP WELDING_. BOLTING_ REINFORCING STEEL_ FIREPROOFING_ 'SAMPLES: NUMBER:__ TYPE: -----------'------------ Matena~n Mix Numbers/PSI: Inspection Date: s--</-0 tJ REPORT U""?" r /et f~ I'., Cm u ,--e.,~11.-L ,"""--CNq,, 1/s I WORK INSPEClED CONFORMS WITH-APPROVED PLANS AND SPECIFICATIONS UNLESS OTHEl™SE NOlED ~ / S ~C. ~ / fl ~ l/z Project Billing Information: Print Name Certification # Phone: ( Fax: ( ) _________ _ Signature of Special Inspector CARL SCHMIDT Rf.GISTERED SPECLl\l. INSPECTOR P. o. Box 178403 San Diego; CA 92177-8403 Phone(619)855-9252 SPECIAL INSPECTION REPORT PROJECT: F.e s .5 R .es I' cl-e-"'-c e ADDRESS: ~ <fS-<o {_ ~ Co.rrC\.. CllY: C4":: / s {, c;t.. cf PERMIT #: -,--~------------- 7,'AO JOB START: V JOB STOP: / 0 .:' o e> PLAN FILE#: lYPE OF OBSERVATIONS: MASONRY 1X. REINFORCED CONCRETE_ FIELD WELDING_ EPOXY_· PRESTRESSED CONCRETE_ SHOP WELDING_ BOLTING_ REINFORCING STEEL_ FIREPROOFING_ SAMPLES: NUMBER:_ TYPE: ------~------------- Materials'[)esign Mix Numbers/PSI: Inspection Clate: S--,-S--C? o REPORT CA-'\,~ I~ /6 '/ C#Pu r--e. Tc...,~;~ ~t:vt?/ ci_ 1 . J . /7 WORK INSPECTED :ONFORMS Win-1 APPROVED PLANS AND SPECIFICATIONS UNLESS OlHEIM/ISE NOTED ~/ Jl,i11-o--,, J/ t' 'VZ Project Billing Information: Print Name Certification # Phone: ( Fdx: ( ) _______________ _ Signature of Special Inspector • NORTfl COUNTY COMPACTION ENGINEERING, 'IN'c. SOIL TESTING 6 INSPECTION SERVICES . Post Office Box 302002, Escondido, CA 92030 (760) 480-.1116 FIELD DENSIT:Y TESTS ASTM D2822 Job ~~$ 7)1:12:~ Aa Ai,.-t; Job No. __ _ Sh.et ___ lof ' Mac:hiM Ho. _ 7' Cl 'S ~ ly~ rz!-~ Information To: . __ ,,,.._ __ _ ' ~· ------ HST IIUMIEI 4 1£T£ST h S IOIIZONHL e lDClT.1011 ,:,'-------.-----4-----+-----+-----r-+---,----if-----..... ---4-----1 ~ -~·· j YEITICll LOCATION_ 7 IOISTUll CPM DENSITY C PM All UI' C l'M UTIO WET DENSITY l'Cf WllU fCF " MOtnUIE 9 MAX DENSITY ·= l..i!.....HJJ.Lt...lJJ, .. -< , -r:.1,) r-,-...J •. <:. 1 , ... ., : -~~ "'' .,,_,, ___ ... I I ., ~ , / 'L. ., <.;:. L . ,,I. .. 1.A APPROVED BY :-... t ~ ,, <;ARL SCHMIDT REGISlERED SPECIAL INSPECTOR P. 0. Box 178403 San Diego, CA 92177-8403 Phone (619) 855-9252 SPECIAL INSPECTION REPORT PROJECT: k S S tf...er-,-cl.enc; ·..e ADDRl:SS: .2 y"' .r-~ Gq Cos T Ci CllY: ~/o 6 a cf PERMIT#: _____ _ JOB START: 7: o o JOB STOP: 3 :oo PLAN FILE #: ___ _ lYPE OF OBSERVATIONS: MASONRY )<.. REINFORCED CONCRETE_ FIELD WELDING_ EPOXY_ PRESTRESSED CONCRETE_ SHOP WELDING_. BOLTING_ REINFORCING STEEL_ FIREPROOFING_ SAMPLES: NUMBER:__ lYPE: ___________________ _ MaterialsDesign Mb< Number~v'PSI: r 7 Inspection Date: s-=--, 3-00 REPORT tf"1/T /c;:, '{,"" CMt.t ~T4,#'1i1i,,. t.Jti..//.r Ci.. . ' . . ' . . , •\ ~ . • • • ~ ' ••• " ' f •• ' {Z,,, . WORK INS~D CONFORMS WllH APPROVED PlANS AND SPK:IFCAllONS UNLESS OlHEIM'ISE NOlED A~ ... _,. ___ ..... f7. <i"Z. .... J?.roject.B.illing.Jnformation: .. . Print Nart,~-: .-. 1 . : :··: . · ·-~--Certification # ~-~ -. -... Phone: ( Fax: ( · ) _________ _ Signature of Special Inspector c", CARL SCHMIDT REGISTERED SPECIAL INSPECTOR P. 0, Box 178403 San Diego, CA 921 77-8403 Phone(619)855-9252 SPECIAL INSPECTION REPORT PROJECT: J-...,e S S I<£ f, '· J .£.'"' c -e ADDRESS: 1-</ r, · La.. -Cd".r T<;. CllY: ~ /.r I~ cl PERMIT#: CB <; <z: (f's .... 3-1- JOB START: JOB STOP: PLAN FILE#: 1YPE OF OBSERVATIONS: MASONRY _l, REINFORCED CONCRETE_ FIELD WELDING_ EPOXY_ PRESTRESSED CONCRETE_ SHOP WELDING_ BOLTING_ REINFORCING STEEL_ FIREPROOFING_ SAMPLES: NUMBER:__ lYPE: ___________________ _ Matertals,'Design Mix Number$/PSI: Inspection Date: .r-</-o o REPORT U,,,,-t-la.~ "",#' /,{"' cmtr ,.erc.,,,·,_,..._J _wq,,/Lr /J WORK INSPEC1ED CONFORMS WITH APPROVED PLANS AND SPECIFICATIONS UNLESS OlHErM'ISE NOTED LAI"/ SG-/,1,,,,-J r-~ 1/ Z Project Billing Information: Print Name Certification # l>c ~~ F..e s J /d7Z.O 6-1-e.vi do v-er L---., S 2> .. 921 zc, ~£/ ... IL Phone: (61'?) 'ri"Z--/g <-/b ~ Fax:( ) _________ _ Signature of Special Inspector ~ CARL SCHMIDT REGISlERED SPEClAI.. INSPECTOR P. 0, Box 178403 San Diego, CA 92177-8403 Phone(619)855-9252 SPECIAL INSPECTION REPORT PROJECT: £ ..e, S' 5 ADDRESS: 2 t/ S 4q CllY: du,/s baJ Re,s 4 Lo... Co.sfo... PERMIT#: lj399Lf53S JOB START: JOB STOP: Pl.AN FILE #: ___ _ lYPE OF OBSERVATIONS: MASONRY _.4 REINFORCED CONCRETE_ FIELD WELDING_ EPOXY_ PRESTRESSED CONCRETE_ SHOP WELDING_ BOLTING_ REINFORCING STEEL_ FIREPROOFING_ SAMPLES: NUMBER:_2 1YPE: __,_,fi_,--._1 ___ .'J-_11,,,~5""'"· ______________ _ Materials'[)esign Mix Numbers/PSI: {y,o ~ r M / K .3 ~ 7 0 0 I Inspection Date: S--S--OCJ. REPORT . e I a C £-h-7 ..e-,__,, T ~.-i d C-o (A s O I~ ... cl e..,,,f 1'-a·Vf. 0 £ 3ooo ,P J L ' . 8 t:" L-t. T /"1.-To /6. ;';-' Cw;-·u ~~ r~.,,'h 1 ~ w a-// .f c;., , /} WORK INS~lE~ CONFORMS WlTI-1 APPROVED PlANS AND SPECIFCATIONS UNLESS OlHERvVISE NOlED ~ f St,,~ lh, J 'T h Srz Project Billing Information: Print Name Certification#·. Phone: ( Fax: ( ) _________ _ Signature of Special Inspector ., CAAL SCHMIDT REGl.51ERED SPECIAL INSPECTOR P. 0. Box 178403 San Diego. CA 921 77-8403 Phone(619)855-9252 SPECIAL INSPECTION REPORT PROJECT: N f .S ~ U' i c:f e-.. c -e,_ ADDRESS: 2. '-f s-6 C....<.. C o.r o/7:;. CllY: Ckv-/.s 6 c;,... cl PERMIT#: _________ _ JOB START: 7,· o 0 ---- JOB STOP: /o: t:> o PLAN FILE#: lYPE OF OBSERVATIONS: MASONRY_½' REINFORCED CONCRETE_ FIELD WELDING_ EPOXY_ PRESTRESSED CONCRETE_ SHOP WELDING_ BOLTING_ REINFORCING STEEL_ FIREPROOFING_ SAMPLES: NUMBER: __ lYPE: ---------------,,-------- MaterialsDesign Mix Number&'PSI: C --'1 (J---u-~--r • f-~ ~-e. .f 1 4 6 / ,.r- lnspection Cote: ,.r-_ ..r,..., oo REPORT U""',·i-la. /b ,,/ C Mt:t .Jl. ,~/~ /';,... 4/4. // ~ r r . /7 WORK INSPEC1ED 1 CONFORMS wm; APPROVED PLANS AND SPECIFICATIONS UNLESS OTHERWISE NOlED ~/ Jb-h m-/of 'T t:_ </z_.. . Project Billing Information: Print Name Certification # Phone: ( Fax: ( ) _________ _ Signature of Special Inspector \ COMPRESSION TEST REPORT Ill KLEINFELDER An emplo}'C:l.1 ol'vnecl comp(111}' Report To: Carl Schmidt President Carl Schmid~ Inspection Services P.O. Box 178403 San Diego, Ca 92177 Material Supplier Palomar Ready Mix Mix No Grout 387001 Spec. Strength, psi : NA File No: 51-5307-50 Project: Fess Residence 'Z.J./ ~ LA. fJcsfc\ C1.rkW Cl3 C/9/f53S M1X:.DATK·: Cement Factor, sk/cy Max. Size Agg., in. Admixtures: ·SAMPLE-DATA . Date: 06126i00 Sampled From Walls 2nd Lift Retaining House Ticket!Load!Truck No : 1/350 . Sampled By C . .Schmidt Date Sampled 05/05100 Date Received 05106/00 Specimen (Prism) No Identification No Age, days Date Tested Dimensions, in Area, sq. in Ultimate Load, lbs Compressive Str, psi Average Str, psi Remarks: 6641A 28 06/02/00 8x 10.5 84 179,000 2,130 Measured · ' Specified Slump, in. 1 7.50 NIA T~ 400 Set No 1 ~Temp., F 2 NIA +40 ~Temp., F 3: NIA -90 AirContent, % 4: NIA NIA Fresh Wt., pcf : NIA NIA 1 -ASTM: C 143 2 -AS'I'M C 1064. 3 ~ ASTM C 231 .4 -ASTM C 138 LABORATORYDA,T:A 6641B 28 06/02/00 8x 10.5 84 165,000 1,960 2,050 . ~; .... -... ; .. .~J!)~ . C~st_opher ~r~ --~ Concrete Lab Manager KLEINFELDER 5015 Shoreham Place, San Diego, CA 92122 (858) 320-2000 (858) 320-2001 fax Carlsbad 99-4535 December 22, 1999 SPECIAL INSPECTION PROGRAM ADDRESS OR LEGAL DESCRIPTION: 1-t\sb L,f,.. (.,{hf.A k.Jei}v-e, />(~tJ; fl[b. (ho, I) PLAN CHECK NUMBER: qq,. 4:z;s-OWNER'S NAME: Poobt,I.~ 1-t. re~ 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~ povb4\5 f1i!'f1 D•J#Jef.,, 1. List of work requiring special inspection: . ~· Soils Compliance Prior to Foundation Inspection D Structural Concrete Over 2500 PSI ~ Prestressed Concrete Structural Masonry Designer Specified D Field Welding D High Strength Bolting D Expansion/E:poxy Anchors D Sprayed-On Fireproofing D Other _____ _ 2. Name(s) of individual(s) or firm(s) responsible for the special inspections listed <Jbove: A. --.:...=.;::;..._...i.-=.-=-½---'--==--'LL1-L+-~..L.Cll~~~=..:.,.,,.,.JJ..!..=-:~~...;.J.:...;.:;...&,-H--=->-~.-=.;:...--,µ.:.::.~_._- B . .........,......,.~+----==...__""""";.,=......:-='--'-__...______,..._._,~=..::a--.>-:-~-_._;..,_...a....:~....:...:__,____,__~.___ C. -----------~------,----------------- 3. Duties of the special inspectors for the work listed above: A. As--©rQr)J) ~t""'~ -{es\i~ \o~ Go,l5 ~,~. B. ~o\ {.d --VJ<okJ . \ b" c+t v ~ --fvl I~ N7g,}t f: v-i-fi,1-tt, vJP./4 C. Special inspectors shall check in with the City and present their credentials for approval prior to beginning work on the job site. Permit#: CB994535 Project Name: FESS RESIDENCE 04/23/2001 Permit Type: RESDNTL Su!> Type: SFD SFD 4165 SF, GAR 745 SF, COV PAT 145 SF, 155SF BS Address: 2456 LA COSTA AV Contact Person: DOUG FESS Sewer Dist: .LC Phone: 6199821846 Water Dist: CA Lot: 15 ···············································································································••i••······································ Inspected Date By: Inspected: Approved: Disapproved: __ Inspected Date By: Inspected: Approved: Disapproved: __ Inspected Date By: . Inspected: Approved:. Disapproved: __ •••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• , ••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• !Ill Comments: ___________________ ---,,------------ RECEIVED Gib of Carlsbad -~ ; Final Bulldlng IDSPBCliOD ............ ,n.;.~ I I APR2~ l CITY OF CARLSBAD J:NGINEERlNG DEPARTMEt' Dept: Building En~g Planning CMWD St Lite Fire Plan Check#: Date: 04/23/2001 Permit#: CB994535 Permit Type: RESDNTL . ... Project Name: FESS RESIDENCE Sub Type: SFD SFD 4165 SF, GAR 745 SF, GOV PAT 145 SF, 155SF BS Address: 2456 LA COST A AV • Lot: 15 Contact Person: DOUG FESS Phone: 6199821846 SeWE!r Dist: LC Water Dist: CA •• a•• 1111 I 11 I II II I II I 11111 I I I I I I II II I II I Ill I Ill II I I I I I Ill I 1111 I I II I I I I II II II I I I 111 I I I I I I 1111 I I II l!,11 I I I I I I I I II II I I I I II I I I I I I la I II I II !I I I II I I I II I I I I 1111 II II Inspected 90 Date l(/~~/. ~Appr~:>Ved: V By, Inspected: -Disapproved: __ Inspected Date By: Inspected: Approved: . Disapproved: __ Inspected Date , < By: Inspected: Approved: Disapproved: __ .......................................................................................................................................................... , . ' Comments: --,--------------------------------- EsGiJ.9orporation 1n Partnersfiip witfi (Jovernment for 'Buifaing Safetg DATE: March 22, 2000 JURISDICTION: Carlsbad PLAN CHECK NO.: 99-4535 PROJECT ADDRESS: 2456 La Costa Avenue PROJECT NAME: Fess Residence- D FILE II The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D 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. D The plans transmitted herewith have significant deficiencies identified on the enclosed checklist and should be corrected and resubmitted for a complete recheck. D The checklist transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the checklist is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the checklist has been sent to: II Esgil Corporation staff did not advise the applicant that the plan check has been completed. D Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Doug Fess (by: ) Fax In Person Telephone#: Verbal-In Person Fax#: 1) Applicant will slip loose {rolled in plans) sheets to City's set II plans at the By: Tony Embuido Esgil Corporation D GA D MB D EJ D PC Enclosures: LOG trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 •· ' EsGil Corporation 2n Partnersfiip witfi government for 'Buifaing Safety DATE: March 02, 2000 JURISDICTION: Carlsbad PLAN CHECK NO.: 99-4535 SET: 11 CJ FILE PROJECT ADDRESS: 2456 La Costa Avenue PROJECT NAME: Fess Residence- D D D II D II D II 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 checklist and should be corrected and resubmitted for a complete recheck. The checklist 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 checklist is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the checklist has been sent to: Studio One Architects/Doug Fess 10720 Glendover Lane, San Diego, CA 92126 Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the planje[k has been completed. (p/#f Person contacted: Doug Fess (V,k) Telephone : 9 2-1846 o..,.\,-\-~~ . r,;15?) Date sentaetm:t: 0-2-00 (by:('h,,.-) Fax #: 653-4683 · Mailv-Telephone.,..... Fax...-In Person D REMARKS: By: Tony Embuido Esgil Corporation D GA D MB D EJ D PC Enclosures: 02/23/00 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 ' ,_.., Carlsbad 99-4535 II March 02, 2000 RECHECK PLAN CORRECTION LIST . JURISDICTION: Carlsbad PLAN CHECK NO.: 99-4535 PROJECT ADDR~SS: 2456 La Costa Avenue SET: II DATE PLAN RECEIVED BY DATE RECHECK COMPLETED: ESGIL CORPORATION: 02/23/00 March 02, 2000 REVIEWE=D BY: Tony Embuido 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 disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. 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. A. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet -with the revised plans. B. The following items have not been resolved from the previous plan reviews. The original correction number has been given for your reference. In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the outstanding corrections. Please contact me if you have any questions regarding these items. C. 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 on the plans. Have changes been made not resulting from this list? DYes ONo -~. Carlsbad 99-4535 II March 02, 2000 • PLANS • 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, 2075 Las Palmas Drive, Carlsbad, CA 92009, (760)438-1161. The City will route the plans to E:sGil 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. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 1. What happened to the 1997 UBC, UPC and·UMC complying notes? • GENERAL RESIDENTIAL REQUIREMENTS 4. Sleeping rooms shall have a window or exterior door for emergency escape. Sill height shall not exceed 44" above the floor. 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. a) What about room called out as storage #1? • STAIRWAYS AND RAILINGS 7. Guardrails (Section 509.1 ): Where is detail DIA-10 per applicant response? a) Shall be detailed showing adequacy of connections to resist the horizontal force prescribed in Table 16-B. See glass guardrails. • FRAMING/STRUCTURAL 16. In Seismic Zone 4, aspect ratios are limited to 2:1 for wood shear panels. Table 23-II-G. See certain locations on framing plans. Cross reference detail MIS-11 at all applicable locations for clarity. Additional corrections may follow. Carlsbad 99-4535 II March 02, 2000 • MECHANICAL (UNIFORM MECHANICAL CODE) 23. Provide makeup air in laundry room, A minimum opening of 100 square inches for makeup air shall be provided in th.e door or by other approved means. UMC, Section 908.2. a) Clarify door symbol [3] shown on floor plan at laundry room. Please see sheet A-2 and correct. • ELECTRICAL (NATIONAL ELECTRICAL CODE) 24. Service is over 200 amps, submit single line diagram, panel schedule and load calculations. Additional corrections may follow upon submittal. 25. Note on the plans that bathroom receptacle outlets shall be supplied by a minimum of one 20-ampere branch circuit. Such circuits shall have no other outlets. This circuit may serve more than one bathroom. NEC Art. 210-52(d). • PLUMBING (UNIFORM PLUMBING CODE) 26. Per energy ca/e's., minimum CEC standard water heater would be a maximum of 50 gallons. a) How was recirculating pump noted on plans without additional design for water heater? Please prove otherwise. • MISCELLANEOUS 36. Clarify note indicating "unfinished storage" across bedrooms 3 and 4 at 1st floor, however electrical plan shows usable finished conditions. Please clarify. a) Specifying the use as storage may not be considered as storage. See electrical plans showing bedroom with clo$et & comply with all applicable code requirements. 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 Tony Embuido at Esgil Corporation. Thank you. EsGil Corporation 'l.n ;?art11-ersliip witli (jo'llernment for 'BuiCiingSafety DATE: December 22, 1999 JURISDICTION: Carlsbad PLAN CHECK NO.: 99-4535 PROJECT ADDRESS: 2456 La Costa Avenue PROJECT NAME: Fess Residence- SET:i D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D 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. D The plans transmitted herewith have significant deficiencies identified on the enclosed checklist and should be corrected and resubmitted for a complete recheck. II The checklist transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the checklist .is enclosed for the jurisdiction to forward to the applicant contact person. II The applicant's copy of the checklist has been sent"tb: Studio One Architects/Doug Fess 10720 Glendover Lane, San Diego, CA 92 t26 II Esgil Corporation staff did not advise the applicant that the plan check has been completed. D 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 D REMARKS: By: Tony Embuido Enclosures: . Esgil Corporation D GA D MB D EJ D PC 12/09/99 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 ' ,. Carlsbad 99-4535 December 22, 1999 -PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLING$ AND DUPLEXES PLAN CHECK NO.: 99-4535 JURISDICTION: Carlsbad PROJECT ADDRESS: 2456 La Costa Avenue FLOOR AREA: 3985-R3 745-Ul REMARKS: LOFTABOVE2NDFLOOR- DATE PLANS RECEIVED BY JURISDICTION: 12/08/99 DATE INITIAL PLAN REVIEW COMP_LETEb: December 22, 1999 FOREWORD (PLEASE READ): STORIES: 2 HEIGHT: 2 DATE PLANS RECEIVED BY ESGIL CORPORATION: 12/09/99 PLAN REVIEWER: Tony Embuido 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 attenuc;:1tion 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 1998 edition of the California Building Code (Title 24), which adopts the following model codes: 1997 USC, 1997 UPC, 1997 UMC and 199G NEC (all effective 7/1/99). 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 dty 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 99-4535 December 22, 1999 • PLANS • 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 Cc1rlsbad Building Department, 2075 I-as Palmas Drive, Carlsbad, CA 92009, (760)438-1161. 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. NOT.E: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 1. Provide a statement on the Title Sheet of the plans stating that this project shall comply with the 1998 edition of the California Building Code (Title 24 ), which adopts the 199§ NEC. 2. Specify on the Title Sheet of the plans the gross floor area of each element of this project, including deck/balcony. Section 106.3.3. 3. 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. • · GENERAL RESIDENTIAL REQUIREMENTS 4. 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. a) Specify on floor plan, which Windows will be the required egress window per above. Provide some type of symbol and note per above. Carlsbad 99-4535 December 22, 1999 5. Glazing in the following locations should be of safety glazing material in accordance with Section 2406.4 (see exceptions): Specify tempered glass on elevation and/or floor plans. a) Glass railings, regardless of height, above a walking surface (including structural baluster panels and nonstructural in-fill panels). • STAIRWAYS AND RAILINGS 6. Handrails (Section 1003.3.3.6): a) Handrails and extensions shall be 34" to 38" above nosing of treads and be continuous. b) The handgrip portion of all handrails shall be not less than 1-1/4 inches nor more than 2 inches in cross-sectional dimension. Handrails projecting from walls shall have at least 1-1/2'.' between the wall and the handrail. c) Ends of handrails shall be returned or shall have rounded terminations or bends. 7. Guardrails (Section 509.1 )'. a) Shall be detailed showing adequacy of connections to resist the horizontal force prescribed in Table 16-B. See glass guardrails. b) Shall have a height of 36". • GARAGE 8. Doors may open into the garage only if the floor or landing in the garage is not more than one inch lower than the door threshold. Section 1003.3.1.6. • FOUNDATION REQUIREMENTS 9. Correct letter provided by the current soil's engineer to reflect the original dated soil recommendations is 09/98 in lieu 09/99. 10. In Seismic Zone 4, each site shall be assigned a near-source factor. Identify this value in the soil's report and note on foundation plan. Section 1629.4.2. 11. 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). 12. Note on plans that surface water will drain away from building and show drainage pattern. Section 1804.7. Carlsbad 99-4535 December 22, 1999 13. The soil's engineer recommends that he/she review the foundation excavations. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: a) The building pad was prepared in accordance with the soils report, b) The utility trenches have been properly backfilled and compacted, and c) The .foundation excavations, the soils expansive characteristics and bearing capacity conform to the soils report." • FRAMING/STRUCTURAL 14. Show location of attic access with a minimum size of 22" x 30", unless the maximum vertical headroom height in the attic is less than 30". Access must be provided to each separated attic area, shall be located in a hallway or other readily accessible location and 30" headroom clearance is required above the opening. Section 1505.1. 15. 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." 16. In Seismic Zone 4, aspect ratios are limited to 2:1 for wood shear panels. Table 23-II-G. See certain locations on framing plans. 17. Please provide detail connection at top of roof framing over loft. See sheet S.6. 18. Please provide approved LC.B.O. report allowing Simpson Strong Walls to be placed/used at the 2nd floor. See front exterior walls of studio on sheet S.6. • MECHANICAL (UNIFORM MECHANICAL CODE) 19. Show the location, type and size .(BTU's) of all heating and cooling appliances or systems. Additional corrections may follow pending on location shown. 20. Show source of combustion air to furnace, per Chapter 7, UMC. Show the location and size of the combustion air openings. 21. Provide dryer vent to outside. The maximum length is 14 feet with two 90-degree elbows. UMC, Section 504.3.2. Carlsbad 99-4535 December 22, 1999 22. Specify on the plans the following information for the fireplace(s), per Section 106.3.3: a) Show height of chimney above roof per I.C.B.O. approval or UBC Table 31-B. b) Note on the plans that approved spark arrestors shall be installed on all chimneys. UBC, Section 3-102.3:8. 23. Provide makeup air in laundry room. A minimum opening of 100 square inches for makeup air shall be provided in the door or by other approved means. UMC, Section 908.2. • ELECTRICAL (NATIONAL ELECTRICAL CODE) 24. Show on the plan the amp.erage of the electrical service, the location of the service panel and the location of any sub-panels. If service is over 200 amps, submit single line diagram, panel schedule and load calculations. 25. Note on the plans that bathroom receptacle outlets shall be supplied by a minimum of one 20-ampere branch circuit. Such circuits shall have no other outlets. This circuit may serve more than one bathroom. NEC Art. 210-52(d). • PLUMB.ING (UNIFORM PLUMBING CODE) 26. Show water heater size and type on floor plan. UPC, Section 501.0. Per energy ca/e's., minimum CEC standard water heater would be a maximum of 50 gallons. 27. Note on the plans that "Combustion air for fuel burning water heaters will be provided in accordance with UPC Section 507 and Table 5-1". 28. Show T and P valve on water heater and show route of discharge line to exterior. UPC, Section 608.5. 29. Show that water heater is adequately braced to resist seismic forces. Provide two straps (one strap at top 1/3 of the tank and one strap at bottom 1/3 of the tank). UPC, Section 510.5. 30. Provide a note on the plans: In showers and tub-shower combinations, control valves must be pressure balanced or thermostatic mixing valves. UPC Section 412.7. • PER CITY OF CARLSBAD REQUIREMENT 31. Incorporate the waterproofing details, on the attached Policy 80-8, where interior living space occurs below grade at the masonry wall(s). Carlsbad 99-4535 December 22, 1999 32. New residential units must be pre-plumbed for future solar water heating. Note that two roof jacks must be installed where the water heater is in the one story garage and directly below the r:r,ost south,.facing roof (City Ordinance No. 8093). 33. Note that two 3/4" copper pipes must be installed to-the most convenient future solar panel location when the water h·eater is not in a one story garage and is not directly below the most south facing roof. _(City Ordinance No. 8093). 34. 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). • MISCELLANEOUS 35. Provide a note on the plans stating "All new glazing (fenestrations) will be installed with a certifying label attached, showing the U-value." 36. Clarify note indicating "unfinished storage" across bedrooms 3 and 4 at 1st floor, however electrical plan shows usable finished conditions. Please clarify. 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, pl·ease 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 D No D. 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 Tony Embuido at Esgil Corporation. Thank you. ~jUMHER: CITY OF CARLSBAD POLICIES AND PROCEDURES SUBJECT: WATERPROOFING BELOW GRADE EFFECTIVE: 9/23/80 SECTION: BUILDING DEPARTMENT SUPERSEDES: PURPOSE: TO ESTABLISH A UNI-FORM POLICY FOR WATERPROOFING BELOW GRADE MASONRY WALLS. POLICY: The Building Department requires approval in advance of any method of 11 ,riitiated By: waterproofing below grade masonry walls except the one shown below. THE FOLLOWING METI-1OOS ARE APPROVED. 1. Three layers hot mop and felt. . . 2. Johns-Manville mer.hrane waterproofing system. 3. u.s.G. "Supertite" system 4. Thorosea 1 5. Flintkote "Yellow Jacket". 1/2" GRAVEL (MIN.) 4" DRAIN PIPE (PERFORATED OR OPEN JOINT).-'--......,,., INTERIOR FINISHED FLOOR~ DRAIN PIPE SHALL SLOPE TO FINISHED GRADE AT 1/8" PER FOOT MIN. -,--·,--·, I o o ~-- Approved By:~ Carlsbad 99-4535 December 22, 1999 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PREPARED BY: Tony Embuido BUILDING ADDRESS: 2456 La Costa Avenue BUILDING OCCUPANCY: R-3/U-1 BUILDING PORTION BUILDING AREA (ft. 2) Air Conditioning . . Fire Sprinklers TOTAL VALUE PLAN CHECK NO.: 99-4535 DATE: December 22, 1999 TYPE OF CONSTRUCTION: V-N VALUATION VALUE MULTIPLIER ($) 350,311 (PER CITY) D 199 USC Building Permit Fee D Bldg. Permit Fee by ordinance:$ 1499.58 D 199 UBC Plan Check Fee D Plan Check Fee by ordinance: $ 974.72 Type of Review: • Complete Review D Structural Only D Hourly D Repetitive Fee Applicable D Other: Esgil Plan Review Fee: Comments: $ 779.78 Sheet 1 of 1 macvalue.doc 5196 ;f City of Carlsbad l#ih·11 U#4Aih•i•24·Sliii,i401 DATE: . i'fri £ 3 (q_,z BUILDING ADRESS: BUILDING PLANCHECK CHECKLIST PLANCHECK NO.: CB C/1L/53S CQSck ~ PROJECT DESCRIPTION: __ _..;;::8::c...r'.._:-'-'R,,.____ _______ ---'-_____ _ ASSESSOR'S PARCEL NUMBER: ~\ (a ... l kO ~ L 5 EST. VALUE: 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 qate, 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. []. Right-of-Way permit is required prior to construction of the following improvements: DENIAL Please se~ attached report of deficiencies marked wit . . Make necessary corrections to plans or specificatio s for compliance with applicable codes and standards. Submit corrected plans and/or _specifications to this office for review. FOR OFFICIAL USE ONLY ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT: Dedication Application 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 D Right-of-Way Permit Submittal Checklist . and Information Sheet D Sewer Fee Information Sheet Date: 3 ENGINEERING DEPT. CONTACT PERSON Name: JOANNE JUCHNIEWICZ City of Carlsbad Address: 2075 Las Palmas Dr., Carlsbad, CA 92009 Phone: (619)438-1161,ext.4510 CFD INFORMATION Parcel Map No: Lots: Recordation: Carlsbad Tract: A-4 H:1w0Ro1~175-s1iia.~Fl9tm~sa'WV.F.-rr0-arlsbad, CA 92009-~576 • (760) 438-1161 • FAX (760) 413-1~69 'C BUILDING PLANCHECK CHECKLIST SITE PLAN 3RD,/ Cl 1. Provide a fully dimensioned site plan drawn to scale. Show: A. North Arrow 8. Existing & Proposed Structures C. Existing Street Improvements D. Property Lines E. Easements F. Right-of-Way Width & Adjacent Streets. 0 / 0 lui 2. Show on site plan: . /J ·wl"' G. Driveway widths N ~ ,., «,.J_ ~ A. Drainage Patterns ~~ rrc9 / ft&&~ "1. Building pad surface·drainage must maintain a minimum slope of one ~: 0 r'l-6 5 0\,-·.>r percent towards an adjoining street or an approved drainage course. tp,-S ().J ~ -(b ..l..~ 2. ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive eu,·, ~ ~c,-"' ~ • drainage of 2% to swale 5' away from building." .}fj!,/6~ dr 6 rJ..S ~·#e. ~ B. Existing & Proposed Slopes and Topography ~t7 0 Q Q. Q Q Q Q Q 3. Include on title sheet: A. Site address B. Assessor's Parcel Number C. Legal Description For commercial/industri.al 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 DISCRETIONARY APPROVAL COMPLIANCE 4a. Project does not comply with the following Engineering Conditions of approval for Project No. _ ___,. _____________________ _ 4b. All-conditions are in compliance. Date:_· _________ _ H:\WORD\DOCS\CHKLSnBuilding Piancl1eck Cklst BP0001 Form JJ doc 2 Rev 12/26196 Q 0 Q Q BUILDING PLANCHECK CHECKLIST DEDICATION REQUIREMENTS 5. Dedication for all stre.et 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 $ ______ , 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 ½" 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 6a. All needed public Jmprovements upon and adjacent to the building site must be constructec;l · at tihie of building construction whenever the value of the construction exceeds $-----------~-· 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 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. co·nstruction 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 $ _______ 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: H:IWORDIOOCS\CHKLSnBullding Plancheck Cklst BP0001 Form JJ,doc 3 Rev, 12126/96 BUILDING PLANCHECK CHECKLIST 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. GRADING PERMIT REQUIREMENTS The conditions that . invoke the need for a grading permit are found in Section 11.06.030 of the Municipal Code. ?a. 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 a roval obtaf ned rior to issuance of a Build in Permit. .(3.J:, ~c:.(\c. L ol& 00 Grading Inspector sign off by: __________ Date: V X /7c. Graded Pad Certification required. (Note: Pad certification may be required even / \ /2-~-,~ ;~ fe:fing permit is not required.) ~ ~-n . -~u,r~ . . . Q. Q Q 7d.N""o Grading Permit _required. ?e.lf 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, tieing into public storm drain, sewer and water utilities. -· - Right-of-Way permit required for: H.IWOROIDOCS\CHKLSneu,lding Pl?ncheck Cklst BP0001 Fonn JJ.doc BUILDING PLANCtiECK CHECKLIST 4 Rev. 12/26196 .. ___ ..,, ' . '). 9. A SEWER PERMIT is required concurrent with the building permit issuance. The fee is noted in the fees section on the following page. 10. INDUSTRIAL WASTE PERMIT If your facility is located in the City of Carlsbad sewer service ?)rea, 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 153, for assistance. · Industrial Waste permit accepted by: Date: 11. 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 first. 12. ~ired fees are attached CJ No fees required 13. Additional Comments: H:IWORD\OOCS\CHKLSnBuilding Plancheck Cklst BPOO!J1 Fomi ;JJ.doc 5 Rev. 12126/96 ENGINEERING DEPARTMENT · FEE CALCULATION WORKSHEET O Jstimata based on unconfirmed inf~rmation from applicant. ~ Calculation.~ased on building plancheck plan submittal. Address: '9-480 l.e. &sck-:-Av4. Bldg. Permit No.· 9z '-/.53~ Prepared by: ;::s'3: _Date: {.Q/(3/'19 : Checked by: ____ Date: ___ _ EDU CALCULATIONS; List types and square footages for all-uses. Typ~s of Use: SER S~:-Ft./Units:______ EDU"s: ____ _ Types of Use: _____ _ Sq. Ft./Units: _____ _ EDU's: -----ADJ CALCUWIONS; List types and square footages for all uses. Types of Use: 8~ Sq. Ft./Units: _____ ADT's: -----Types of Use: ------ADT's: -----Sq. Ft./Units: __ • ·--------- fEES REQUIRED; WITHIN CFO: 0 YES lno bridge.&. thoroughfare fee in District #1 •. reduced Traff"te Impact fee) . . f*i. PARK-IN-LIEU F~E PARK AR~ & #: __ ____ / FEEJUNIT: . X NO. UNITS: cr.'2. TRAFFIC IMPACT.FEE =$_---:1'-(Jf __ _ 7 ADT's/UNITS: _ __....___ X FEE/ADT: ffl 0 / ~ET~SPORTATiONAOT'S. . . X $10 13""3_ BRIDGE AND THOROUGHFARE FEE . CDIST. #1 7o1sT. 12 __ =• · B9o =$ t,1 7 DIST.#3_) _;,--ADT"s/UNITS: I . x FEE/ADT: 530· EJ"' 4. FACILITIES MANAGEMENT-FEE ZONE:...., ___ fa ___ _ =$ 63() UNIT/SQ~FT.:.______ X FEE/$0._FT./UNIT: 3/ Q =$_-=3~t"-'o'-'--- 5. SEWER FEE PERMIT No. ______ _ EDU's: ___ _ X. FEE/EDU: =$ leuqJ6fx BENEAT AR~ __ _ DRAINAGE BASIN: EbU's: ___ _ ~~EWER LATERAL C$2,500) ~ 7. DRAINAGE FEES PLOA ___ ..a.---· X FEEJEDU: =$ lf:. =$ ~ V / 7 HIGH n.ow ACRES: ;-2,~ X FEE/AC: 37 =$ ,~.58 TOTAL Of A~OVE FEES*: $ l 7Lf.cf2,55 *NOTE: This calculation sheet Is NOT a complete rast of aR fees which may be due. Dedicat,loris and Improvements may also be required with Building Permits. Crt'Y OF CARLSBAD GRADING INSPECTION CHECKLIST FOR PARTIAL SITE RELEASE PROJECT ,NsPecroR:J), 14. swu~ k-xr. DATE:. n~"' 12 1 oo ' Exhibit 3.2, PROJECT 10 'Pl) q q-a O GRADING PERMIT NO. a.t.oooOe> "Z. LOTS REQUESTED FOR AF;l EASE:. __ b __ t>.,-........,. _..._{ _______ _ NIA• NOT APPLICABLE ..J•COMPLETE O = •ncom ·ta or unaQ::8ptable 1st 2nd. i-----t-----1 i---i------c i----,---t,;,._.---i i,....t(o~t-----4 .--i------i ....-~i-----t ...--i------i 1. Site arcess to requested lots adequate and logically grouped 2. Site ll'DSlon control measures adequate. 3. OVerall site adequate for hE!alth, safety and welfanl of public. 4. Letter of request for partial retuse submitted 5. 9½" x.11" 1ite plan (attachment)sha.Ning l'9qU8Sted 101s submitted • 6.. COmpactioh naportfnm soils tngineer submittad, 7. Engineer of w0lk c:ertfflcaticn of work done anct pad elevations • a. ~ engineer's letter ff unusual geo!OgiC cx-subsurface condftiCl'lli eXist. 9. PrDjed conditions of approval Chee:l(ed for canlUcts t---,,~1-----f 10. Fire hydrants Within 500 feet of building combustibles and ah walllher roads access to site. . . Partial release cf grading for the above stated lots ii approved for the purpose of building pennit issuance. Jssuance of building permhs ts still subject to an nonnat City requirements required pursuant to the building pennit pn:icess. D Partial ralease of '.'19 site is denlec!for 1he fObin!I rusons; OLJL?i rojei;:t Inspector fMtf.c..,J I? , 0"0 Date • Pate H J..IDUllY\Et-"C\WPD.~1'A\INSPEC'N'OlMSIPAIII.Tlll1:.PIIJ,! SNOii~ldSNI '~Nl 8Llt 8Ct 09L XVd sz:01 OOOZ/OZ/CO co~ NORTH courrrv COMPACTION . · ENQINEERING, INC. Project No. CE-5970 Page6 If you have any questions, please do not hesitate to contact us. This opportuni~ to be of service is sincerely app~iated. Respectfully submitted. North County COMPACl10N ENGINEERING, INC. :;3(,..it:,/,e4.L- Ronald K. Adams President .RKkpaj cc: (3) submitted 8LTt 8Ct 09L XVd gz:oT OOOZ/OZ/CO studio one. architects ,1ttf.,"•"1i1' •1• 1 ... ,r" 11, 15 March 2000 Mr. Dale Schuck CITY OF CARLSBAD ENGINEERING INSPECTION DIVISION 5950 El Camino Real cansbad, CA 92009 Projeet Fen Residence Subject: RELEASE OF PAO FOR CONSTRUCTION Dear Mr. Schuck: This letter is to formally request a Release of Pad so that I can proceed with the purchase of the Buildlng Permit and the initiation of Construction on my property at 2456 La Costa Avenue. The Rough Grading has been completed and the pad elevations have been certified as well as the completion by the soils engineer of a Compaction Report with Foundation Recommendations. The related permits on this property are: Grading GR000002 and Drawing No. PO99-20. Please contact me at 619.982.1846 or my mobile 858.316.8023 if you have any questions or If I can further expedite this processing .. Sincerely, TI...t,--. Douglas Fess Architect and OWner studio one architects architecture . planning . landscape design . interiors 8Llt 8Ct 09L YVd sz:01 OOOZ/OZ/CO A Tri-f,l.,l,m.naio~I ~aia,eeriqa Inc. ~,-ua, e NG -xra • 10 t"l9TN-e' CilyofCarltbad 163S Fltlday Awa,.,.e ~ CA 92008 M.arch 13, 2000 Re= Pad Cetd&c:atioa tbr ,,.20, P• Residealte Gmd1ng PJ,m Deir Sir or Madem,; Tri-I>imc.mirml liqineeri~& Inc. surveyed the upper and lOMf bniJdins pads for the at,ove..,•enced pn>ject on 3/13/00. We determine that the ~ building pad bas been. j(1lded at lOLC· elffBtiml +/. 0.0S' (18&68 per gadmg plan). We detemJine tu lower buiJcfing pad hu been sraded at ,._ 75 elnation +/-0.05' (91.18 per gradina plan). BlBYatimls an, to CJty of CUlahld approved benc:bmatkelevation MSL. Please idviie if we can be of Airth« ISlillance. Smcerely, Tri.•Dimemi.onal P...l.'laiMeri11&, lnc. u«~+- EmeltR Ottbbe,Jr.,B.CB047327 SNOIL~HdSNI ·~NH 8Llv 8Cv 09L XVd sz:oJ OOOZ/OZ/CO FAX TRANSMITTAL Construction Management and Inspection Division DATE: r,91:/;,/oo TIME SENT: I b'. t.~ AM D PM CJ TO: j t A~.:, /4cwrt!'t!:, Number of pages being transmitted: 5 (Including transmittal) FROM: J2tt<F 5't:/uLJ£.. COMPANY: EtJ (, ( ezu~d:: s«u,u-S DM$l0N: f:?N fr-r ~ Sv' PHONE NO: _.( ___ ..._) _____ _ PHONE NO. {760) 802-2780 ext. 2 3 \ ~ FAX NO: « > ~AA-1755( FAX NO: (760) '38-4178 Special lnsfructians: rh,ec 7J-/ ( s l S . Ehlt>\)(.1-{ 1 c..JfO .. seso El cernino Real• cartsbad, CA 92008 • (7GO) 802-2780 • FAX (760)A38-4178 SNOil~ldSNI '~Ng 8Ltt 8Ct 09L YVd sz:ot OOOZ/OZ/CO c:?"' ~;~ O' r,, ~ -· rl -_, ., ., ., 'E iii ii: 0 0 0 I I I i t9: $! I o--: ' >->->-.Q .i::. .r:, ;;; "-M "" "" .:,: .:,: .:,: u " u "' c:, ., ..r:: 6 ..r:: u u ,:: C: C: .r: <t <t E C: C: rfD D ~DD PLANNING DEPARTMENT, BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No. CB Cf q 4 63fo Planner ?a.ul &.;dt!vlY) APN: 'Zllp · llaD· )ti Typ.e of Project & Use: (\),w.) 6$ Zoning:fZ\-(0000 General Plan: f<U4 Address · JLU6{p la WS.flL {1µ.g_, Phone (619} 438-1161, extension l{ 3 2 °I Net Project Density: _______ D.,.U __ / __ A,;.;;C __ Facilities Management Zone: ___ lo_. __ . CFO lin/nutl # Date of participation: Remaining net dev acres: Circle One --------- (For non-residential development: Type of land used ·created by this permit: ___ __,.. ________________ ) Legend: 0 Item Complete Item Incomplete -Needs your action YES Environmental Review Required: \· DATf: OF COMPLETION: ________ _ NO TYPE ---- Compliance with conditions of approval? If not, state conditions which require action. Conditions of. Approval: Discretionary Action Required: YES NO TYPE ---- APPROVAL/RESO. NO. _____ DATE ___ _ PROJECT NO. _______ _ OTHER R~LATED CASES: _________________ _ C~mpliance with conditions or approval? If not, state conditions which require action. · Conditions of Approval: ----------------------- ~ D . D . C011stal Zone Assessment/Compfial)ce Project site located in Coastal Zone? YES CA Coastal Commission Authority? YES No__i_ NO If California Coastal Commission Authority: Contact them at -3111 Camino Del Rio North, Suite 200, San Diego CA 92108-1725; (619) 521-8036 Determine status (Coastal Permit Required or Exempt): Coastal Permit Determination Form already completed? YES If NO, complete Coastal Permit Determination Form now. Coastal Permit Determination Log #: Follow-Up Actions: NO 1) Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum Floor Plans). 2) Complete Coastal Permit Determination Log as needed. ¥100 lnclusionary Housing Fee required: YES~ NO_ (Effective date of lnclusionary Housing Ordinance • May 21, 1993.) Data Entry Completed? YES NO IA/P/0s, Activity Maintenance, enter CB#,too'iiiar. Scree~using Fees, Construct Housing YIN. Enter Fee. UPDATE11 Site Plan: ¢0 D ,. Provide a fully dimensional site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improve'1'lents, right-of-way width, dimensional setbacks and existing topographical lines. f/r' 0 D '2. Provide legal description of property and assessor's parcel number. Zoning: ·. D D 1 . Setbacks: Front: Interior Side: Required 1.b'' Shown 1,_0 I Required la 1 Shown HI Street Side: Rear: Required 2'2t · Shown Required Shown 2.Lto I ~DD 2. Accessory structure setbacks: Front: Required Shown ~ff Interior Side: Required I Shown Street Side: Required ~ lfJF=: Shown Rear: Required r Shown Structure separatior:t: R~quired Shown ~DD 3. Lot Coverage: Required ~L..f0°7D Shown LYb°?o f:ycy:{ D 4. Height: Required b. 3Df+-Shown { 33· ~D D 5. Parking: Spaces Required '2. Shown 3 Guest Spaces Required Shown (})¥0 IS hot--·a lllMJ lD, sis;. OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER-~~~. DATE \:).\iqJq<J, ... }, .: , . ., . , ... , ;• . ' • ~; 'lf _'. \ •• ' ·" • ,, . . ,.,, . ~t:f~:.~ .. i .~ ;;:{~·t{i _: ~: -~i .~i,.'..ri ... ..,.,,,,...), ,¥ ··J li~~~ , ... ,; , ·, ; f/1 ·, ' .,•, -. ! / ..• : \ ,,,4,J ... .. . , ·., . ·" ~ '21,. o4, 045 " ., '·t· ., l'• . : ··~ .. :· I ·-.:.-1t:" : ~··f-:\~. • .. '., •:'f'·-:3¾,'·tl • 1) -... ,. ".:-: _;2\ • '1 :t,>.• . , . . ,, i"'. ~ : I .. ,., .. ,.f --~ > '1 ,1.·lO' . t s--11 ~ : : 17-s i, '\'\? ,,"It i 1 ' ,., '1. : :"\··?~ .. :.\ ·= t ' · ... ,"' ... ~···,,_ . ' ' . , ., .. , , .... . :,! • • f ; • I .. -~ ·/;. . ~ ,{ I' ~ . ">; ... ,;,:r} 1:· ... '~ ,,, ' 0' ~ .~., : •AF~ [ ·:· \1 ~t1· .· .. , ,_. ; : : ~ . ' .. ·f .· .. :1; • .. -,' . :·,., f ~ ~ .J>F .. . " ..... . ,-.•' ... • ! ~ ... : ' .. ,· .... , . ,. ; {i ' ,oi~ v~c ft ltfO-·. 1.ti..-11 \31.J~t tt1 vv~ 4 '.-f' (S~ ~~o,JJ 1:;-:i-i· -:: c;o. r;°fo ) 50°/o o,'f-, SOUTH COAST STRUCTURAL DESIGN. January 19, 2000 Studio One Architects 10720 Olendover Lane San Diego, Ca 92126 Attn; Doug Fess Subject: Fess Residence 2456 La Costa Avenue Carlsbad, Ca. 92()09 JobNo:. 99129 Mr. Fess, •..(. 2415 San Diego Avenue, Suite 200 San Diego, CA 92 l 10 (619) 291--4224 .._ ~ accordance with your request~ we have reviewed our calculations for the above referenced project. Specifically, we were asked to review footing depth :requirements for all new continuous & spread footings. Presently t our calculations specify that all new footings are to be founded at a depth of 24~' in accordance with recommendations made by the Geotecbnical Consultant for the project. However, we ooderst.and that upon further investigation," the Geotechnical Consm~t has determined that the typical c9ntinuous/spread footings and the continuous retaining wall footings may be founded at depths of 18" and 12", re$pectively. We have :reviewed our structural calculations with respect to this :infonnation and have determined that;;,,., the reduced footing depths remain in complian~ with the structural design requirements for the project. -We realize that there may be some items of :interest to you that have not been discussed in this report. Therefore, we encou.r-,.ge you to call with. any additional-questions you may have. Respectfully submitted,. RALDESIGN MRS.mrs :,,-,. .,...,•,"•' . , ··:, SOUTH COAST STRUCTURAL DESIGN o c.0'2-Q... ~l.c.. JOBFE.ss f<est!)E~E 61<12Ee77av:S ) / SHEET NO. l. OF__,_..__ ____ _ CALCULATED BY-------~~--(:==>~-DATE C \ \ o .. S I oo CHECKED BY _______ ...._fo: __ '5_,_ DATE __ ,.....,l~_?_/_e1_~--/ SCALE ___________________ _ ;). : \ \·H:\( .. ~"r i'O W 1!)~ A..~1'10~ Aki-M.·~-yl ,'T"'( 'f')-E"~C.T ,-, Av-vi,,-.'1)., .... I .too'2._ ~a.,,t-JE..> 1 (.s'G'?= .DF'i'°ilL-/1ce.iv1D~.D) A..~-o·n=-.S..\"il.01-JC., w .... LI..... €-;_.:Jti:;, FLoo~ ~ Q.e:De~IC:,...., ..:sf+!:+~ KJflr/,...1-, .Sf:' <E='" CAtc!$ 6nC\.'J, 112,\SvlM. ~ ~Q. c.;;t\-: ~ 0/1 ) ( H ) :: l 2. o . $~ .. ft _ l..~~r\-"-~oA-...C e1 (.2.to){S.2..f.Sf)=-\SOt ./...i:..:5, ,..-"""1...-L-e~ ~ \ ~o.4 J...b~--1 " - ~ l."t~~T ,..,,;i,.,... Hr=-(.--o : • H ~"' or-,t:--( Srl(;AIJ. ~A.'-'--L.eN6i1>-+ g ..3 ±t: --:z = ? -c?- V\.l,'T Wt\.-L.1-..S\"I"~ Q ""' ~Qf . I ,. \\ 'I ,-.Jo"?£! E~C1.u'),E '2,-1, 1'~ ~ 0J~L\1l)/2-r,.J\'-JG CQ-..~ Fn,."1 '-~->,,_,S 'eu7 f¥1pt,'( 'f',.'(4) .J Wb ':r O'i~: <cr-"l)('t')(-3') : .. L'<:; ?-3.f. ... f=-t. ·LJ.J.. p. ... ~bf'>rc.'( ~Q~~.~ ~Ll·t j~'-J21~1)( 2 o.c)'J [~:] illJ:: i3.?_~~E-~~ -~- Vff.,JFT": ~S Lb:S _ {D AL--;o, vs<=: ry /N.: 0 SVtJ :a.+ X 9· I I -5 SF .5-Ni:l! T + {#::lid~-~.,,,, SIM/SO ,-.J $Tl2o"-J c.., IN ht--e SW .2. -4 X ~ -4-,1 .$ £1:= .S Ht!:er <;,fi~c.,~ ~A/it.AN c,..;;;.-\ "-l !> Te-~ .D o;t=- ' 5 flQ.0'1 1.t>E:b \....\"-lS"° :::.1• Fof<.. /.Jf2.J W-Pi-L L. ;\..l)_.lU.,S11,,,d~-1vi""!:. <2._ J..ar.v tU! v., A-t..t.-,S. ftzo V 1,.b e./), .s (FE' CA~~(,4;, f)N.:;, ..SH-~ SOUTH COAST STRUCTURAL DESIGN u :t MarE&: [D IU.1, ~ M.1,12 MININLtt Ill We ::!! MJ5"2 MINM.M. .•. --~---<,$"'-:.-=-,•· ,. • ·-'•r.,. •" ~ ,,.. ~ JOB _4~9:..:./~2:-:f_.__ __ ~ _________ _ SHEET NO. ______ ___.2=--OF _f _f ---- CALCULATED BY _______ DATE----- CHE~KED BY ________ DATE ____ _ SCA~---------------- :c L 1 [lJ w.,,~ Mc:I.Z;~ !TfiifAPS fitiEQ'O A& ei-lOLN. QI W9 ~ M-c:I.Z ;1-!QU. !TfiifAPS l'ii!EQ'O A& e1-1CUN. TYPICAL SHEARW ALL ELEV. •,, ,.. o"'l:1"-•;,.-• •• •;. •=-.... •.•,: .-;-•.~• '":; ,,..-... • "• . . . : . ... ~'!"-,•t;5"tID:-~~~,.~t;:,ffi:b.~~~t~~~y.,;;-=;~:~r, .. ...,_ ... ·~ ..... --.;t.-!,~4)'n•:-t\:;•~ ~-~(- t c;;c~o·s SOUTH COAST STRUCTURAL DESIGN CONNECTION DETAIL JOB_9...,:_~;,_/_2~1;,__ ____________ _ SHEET NO. _________ -3 __ OF_,/ .... / _____ _ CALCULATED BY---------DATE------,- CHECKED ev __________ DATE------- SCALE ---------------------- L5Tl8 S~P HIP TO HIP OYE~ 6X SI-IAFeD BLOCK (T'T'P) ---6X SM.APED eLOCK r-r ~· '1 1,, ~\ ·, f1 ,. i r· i, ~ ':\ '\:· '~ r ... ,,_, _,_I!:!) co >< C\I w Lr ~ '-J Ul ·-1./ I • a ·1 _;m;:: .. }i}f; .-.--f;tl-d -s: ...... "'. 1.1.1 C, Cl c2 SERIES 788683 7/8" DIA. THREADE RODT03"SQ. WASHER BELO 2x ROOF TRUSS -SCISSOR TRUSSES -SLOPED C ~ CSB SERIES 7~8683 ~ a: w (!J (!J ~- ::::> 0 lX) ~ 7/8" DIA. THA~ED RODTO ('SQ. WASHER LOW ~ ~ (0 a: -,o ..... :c ±·IX) f£-I X U) a: 0 :i:: 'R toe.CK sE.LOW) C.,C>"-.12... ~ \& ~ ci d &i @) ~ ~ I co >< U> • ~ ')~1\-\ ~,PT r~ of ~t)\.,\,-1~ , 2.. \\ ( «;~'-.J'J> rl,-ODP--) v-/T(\'e°@~~ ~·-''I! Al"')~~ ol~,-.,~ I .i. ~ s.,J 'P~"-A) . ::::>C:: -...... :r FLOOR JOISTS 0 .... ~----'..;.--+----'!.-..-HIE-----.....------1------9 X 2 x 8 @ 16" o.c. # TYP . . :1 -~ ·:~f: . I s I " · 1 'It" -(FB-3) . ~~1-:1r-,\1 51 ~II X 11 7/8" PSL BEAM \ : I :: I . I ~ (:: . I l"ti---'-I a: ~----c :r . C\I 4X4POST ... X C0 / 11 7/8" TJI@ 16" o/c FLOOR JOISTS 1~ j I I I / 6 X 12 BEAM /ri\ ,s10 SIM. S10 I . 6X6POST W/PC Cl) a: 0 :c C\I ... X co -,-± u. i· '-' A SIM. ~ 1 I 1 1 1 ,,,'l.-, JOB --=--a....-~------------ SOUTH COAST STRUCTURAL DESIGN SHEETNO. _______ ....,t;,_ OF _;...II ____ _ CALCULATED BY_.__ ______ DATE------ CHECKED BY ________ DATE _____ _ SCALE----------------- \ .:S,1 . Floor Shearwalls N-!> Direction Unit Lateral Load, v = :i• 7 psf LineS f} 4' q / / ) Tributary Area (This Level): ____ l~_½_2..;...).;_t .z._7~:------------------=--fJ 2. sq. ft. Lateral Load (This Level):----------------------==......._- Lateral Load (Roof Level): -----'------------"-------------_;a,..,..- Lateral Load'--__ Level):-~--------------------------,-- Total Load (All Levels), F: --------------------~- 2o3-0 "'(OS/ (:;t;Rj/ Lbs Lbs Lbs Lbs Shearwall Length, L = . J ?,.S ft. Unit Wall Shear, v =FIL= .! 4' 7 plf Shearwall Type: _@,_2...,___ ___________ ~ Overturning: L = --"..3=--ft. OT Moment= Res. Moment= Net. Moment= __ Okay by Inspection 9J8Z. FtLbs 1.32. Ft Lbs Bo.s'f-Ft Lbs '-~ Lbs Uplift= Holdown Anchor Type: _H-"~---2=--~------------'--------- Line .G, ~ V Tributary Area (This Level): ~~IL A '") + ~ "I, )(i. 7 ) ~ '<-1' JJO'l. Lateral Load (This Level): _______ .........., ____________ __;:;.._;;.__ Lateral Load (Roof Level): __________________________ ____.---=-'"--f?.31 Lateral Load........_ __ Level):--------------------- Total Load (All Levels), F: -----------------------':.....;;...-=-,c11.JJ Shearwall Length, L = ________ 11 __ ,.S ___ ft. ~ R~~"'c 'I sq. ft. Lbs Lbs Lbs Lbs UnitWallShear, vfi\,.F/L= 7/Z. plf {....,.,...,.(11,)(1°)/2<.nsl-=-,21, Shearwall Type: ~. != 1.a. ,,rz?)(i,O'f.5) ~ .~~ I tJ-/,0 -, "-. .. ~.. ...., . Overtupling: L = (, ft. _ Okay by Inspection OT Moment= Res. Moment= N~. Moment= Uplift= 20 .,es Ft Lbs . l2b'O FtLbs , Cr Z2'1 Ft Lbs (.01 Lbs Holdown Anchor Type: ___ __._H_.J)::a-.,a;B __ .+'---______ ....:-.,; ________ _ ~ •• -., ~ '" • ; • ~ -... -, ·-7 .:; •. -:: -•• ~ -.si :; ~. : -~. ~ -•• ;. • .: -•• -.,. • ::, --Z -•• - JOB _ __.;.'7..;..,...;.(_2._,,_,'---___________ _ SHEET NO. ________ 7_ OF_(,___/ ____ _ SOUTH COAST STRUCTURAL DESIGN CALCULATED BY--------CATE----- CHECKED BY---------------CATE ____ _ SCA~E------------------- Is, Floor Shearwalls (,f-N Direction Unit Lateral Load, v = f, 7 psf Line.$ .6 :! ..D Tributary Area (This Level):-~--' ia .... 1J::;:..( __ J_<-___.) ..... ;: _______ .,....-______ _ .324 Lateral Load (This Level): --------------------------ac..=.,--- Lateral Load (Roof Level):------------------------- 1.52 +s s,g, Lateral Load _____ Level): _________________________ _ 11 Total Load (All Levels), F: ----------------------------------- Shearwall Length, L = I I ft. Unit Wall Shear, v =FIL= . 35" plf Shearwall type:_© ______________ _ Overturning: L = .3 ft. __ Okay by Inspection OT Moment= I 11>J ":> Ft Lbs Res. Moment= 2 , ? Ft Lbs Net Moment =--------------,---------------Ft Lbs Uplift= Lbs Holdown Anchor Type: .....__._fl.-='9;...:,:k"""'A-.__ _________________________ _ Line ------ sq. ft. Lbs Lbs Lbs Lbs Tn"butary Area (This Level): _______________________ sq. ft. Lateral Load (This Level): Lbs Lateral Load (Roof Level): Lbs Lateral Load ___ Level): Lbs Total Load (All Levels), F: Lbs Shearwall Length, L = _________ ft. Unit Wall Shear, v0= FIL= plf Shearwall Type: ...... ----------"-------- Overtuming: L = ____ ft. _ Okay by Inspection OT Moment= Ft Lbs -----------------------Res. Moment= Ft Lbs Net. Moment= Ft Lbs Uplift= Lbs HoldownAnchorType: _____________________ _ • ~ .. -• • .. • •• ~ • :: -... ~ -~ -:: ... ":= -~. :'t • ~ • -. = ---• ~ • ~ .. . -•. · ~ ...... -.• - s=-·--- SOUTH COAST STRUCTURAL DESIGN I 7 n JOB SHEET NO. CALCULATl:O BY -- 8 OF ,, CATE CHECKEO:.:.:BY===============~------=---=-~.~~~-SCALE I DATE----- I I I V r, I I ' 7 .• -, ' -'II r . ']••· 7 -··1 ,11-: :.~: - ~.J I I I I u~• r --.11 ·'-· ../ :·. -·' J:P, ... -· .. ) II I •• tf 7/8" TJI @ 16" o FLOOR JOISTS L .... X 0, :c C --- ;u rr.~-~-· ---~-::: r:r ~ -I ~tL I . ~ ( L • ~----~-H os~---t=-' 71 ~ {A >< ol -~ ~ I\) ~ 0 . l lJ ~ -· i I ( L ~ ~ ccn ~g c-4 --_,_ -lJ I ~ 3'1;_' XJt~"f~L._ ---~5 ~:c ,... (") 00 -- .. , ~ ,, X , I // 7/ "!SL , o, :.. "~.3~~ -" f[3 -t -6 ---~ ~ \il; -G) % \ \ ~ ~ ..... ~ ~ I ~ :. I J '-r,.....\ i X 24" OP. CONC. N/2-No. 5.BARS ~ BTM.-TYP. ) :JEEN =!T SOUTH COAST STRUCTURAL DESIGN --"\ --\---~ JOB /o SHEET NO.-----------OF...J.../.,__ ____ _ CAL.CULATED BY-----------CATE-------- CHECXED BY-----------DATE _______ _ SCALE------------~ ---- • l-101-611 T.O.SL I ---- L - .. .... -'• ---o,.-re-----~ ----_· -----~---o,.TE .-----~ • ...~. ~"-·:::-:lt~{~?~::ft:>t}~~:-~ ~:( . ·.·,.· ... ·;,::.f .. t-)~-~.:>.~t :·.: ~ inl ,.. -.. -.---· .. --~-------.:. -. .,..... -~ .. -· -• • ,... -· 0 ,.. JMUWALL - f])-·· };;ti ... · . . .. ···.-. ·-:-·: . :•. t:)'h L.·-.,;_~----~--+-.:;:;;...+ f ... -:-· . ., .... ED RET'C t~~.!7~;," CANT. T JI FLOOR JOIST 11.87511 T Jl®/Pro™;..250 JOIST @ 12.011 o/c //1/o,=-// BEAMUSA 1001, 1/6/00 9:31:11 AM Page 1 of 1 Build Code: 099 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FORTHE APPLICATION AND LOADS LISTED ~---------------------0"'-v'--'e'-'--ra=l;;..;I Dimension= 20' 6" l Ill: ' 1 :@l -----~----18' 6"-------------<> 2' LOADS: Product Diagram is Conceptual. Analysis for Joist Member Supporting FLOOR -RES. Application. Loads(psf): 40 Live at 100% duration, 15 Dead, O Partition, and: TYPE CLASS LIVE DEAD LOCATION APPLICATION COMMENT Point(plf) Floor(1.00) 240 460 20' 6" Adds to SUPPORTS: INPUT BEARING REACTIONS(lbs.) WIDTH LENGTH JUSTIFICATION LIVE/ DEAD/TOTAL DETAIL OTHER 1 2x4 Plate 3.50" 2.25" Left Face 371 / 83 / 454 2 2x4 Plate 3.50" 3.5" Right Face 722 / 685 / 1407 Detail A3 1.25" LSL Rim Detail E1 T JI® Blocking Panel -See T JM SPECIFIER'S/ BUILDER'S GUIDES for detail(s): A3, E1. DESIGN CONTROLS: MAXIMUM Shear(lb) Reaction(lb) Moment(ft-lb) Live Defl.(in) Total Defl.(in) 818 1407 1782 DESIGN 810 1407 1782 0.294 0.073 CONTROL CONTROL 1420 Passed(57%) 2030 Passed(69%) 4430 Passed(40%) 0.454 Passed(L/7 41) 0.215 Passed(2U706) -Allowable moment was increased for repetitive-member usage. LOCATION Rt. Overhang under Floor loading Bearing 2 under Floor loading MID Span 1 under Floor ALTERNATE span loading MID Span 1 under Floor ALTERNATE span loading Rt. Overhang under Floor AL TERNA TE span loading -Deflection Criteria: STANDARD(LL: U480, TL:U240). Additional checks follow. -Right overhang(LL: 0.2", TL:2U240). -Deflection analysis is based on composite action with single layer of the appropriate span-rated, GLUED & NAILED wood decking. -l;lracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is requireq to achieve member stability. -The load conditions considered in this design include Alternate member loading. ADDITIONAL NQTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist MacMillan(T JM). T JM warrants the sizing of its products by this software will be accomplished in accordance with T JM product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a T JM Associate. -Not all products are readily available. Check with your supplier or T JM technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST MacMILLAN PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Code NER analyzing the T JM Residential product listed above. \. PROJECT INFORMATION No Project Information available OPERATOR INFORMATION: SGS MIKE SUPRENANT 2415 SAN DIEGO AVE., SUIT 200 SAN DIEGO, CA 92110 (619) 291-4224 Copyright© 1999 byTrus Joist MacMillan, a limited partnership, Boise, Idaho, USA. Pro™, TJ-Pri>™ and TJ-Beam™ are trademarks of Trus Joist MacMillan. TJI® is a registered trademark of Trus Joist MacMillan. •. +··· .;.-,· ,•, 1 ." . ,;·,,. , .·r· ,I ·,.:_, : I J,.i :. ,.·.:· I • -'.• ~·- ·'-· -1:_. ·' . ·' '· '•-' ,, .... ~· .. ' '· /.,: ,': 'I, . i · .. , . . . , ...... ~ .. ·: ,\·. ... ,,, :' :.·"·' .... ,' .. \ ' ,·,, • < ~1 I, • .''. ,. . ' . ,_.,,,~ . . . ,, ~. / ,. '· . !·.· .,.., ". .,· ·, _.,. ,\' ~,. ' . , . -' ·:.· .. t ,,,r . . .,;-.~-. :i, ,, . :,.:.. .. ' '• J.· '· ' . '_._, ··.· . '(, s'\""' ,: I, . ,.,, · . . '~-' . . ; . .. •,' l~ • . ' . , ' '. t: ) · .·~ : '·· ',,,,· .,, _ ..... -_. I ,)-. ' .... -, ·.·· , . •., l ,, • .,. 1 ~ ... . :\, .,. .. , r· -·1 ..,· ,I',} • ,_i_,· , _ 1--1.' .~,,, : . ,: ',,,, ~ , -· . , \ '•· ._ ·._. ... : ~ : IX a' . ~ . .,,: ,'-, , ... ,,, -~:'-' '-' . ·., ·7 ~- :====-===· =;::::======================::;:, ======= JOB \=e:,_.$ Rs5\Qe:l':lc.:e: '!'ti 2.9 I 85 SUBJECT SOUTH COAST STRUCTURAL DESIGN ·.:. :. SHEET NO. __________ OF=------- CALCULATED BY ::::S: C:,; DATE / 0 / 0 2. / 2 ? -------,---_.,.._,__ I I _/.>-~$. DATE /o/~/9' CHECKEQ BY-------------- SCALE---,--------------,--- TABLE OF CONTENTS DESIGN CRITERIA. ..•......•...•....•..... , .............................................................................................. . SHEET z. LOADS ............................................................................................................................................ . VERTICAL A.~AL YSIS ................................................................................................................ . FOUNDATION· DESIGN ......................................................... , ...................................................... . LATERAL ANALYSIS .................................... , ............... , ........................................................... . DETAILS ............................................................................................................................... -., ., .. · .: ' - . . . . ... ~ ..... ,,.. ,. • _.__ .. .t .....• ,,,. ""·-. .._. • ...... .,. "' ~ • lii#tt\tt i ithili 1t I ii .•• . ., . . • '• •·.---. 4"··· J08_---:;q....J-'7u;/..;::;2,.....JCjt.--__________ _ SOUTH COAST STRUCTURAL DESIGN SHEETNO. __ -------:..-OF 65 CALCULATED sv _______ DATE----- GOVERNING CODE: CONCRETE: MASONRY: MORTAR: GROUT: REINFORCJNG STEEL: STRUCTURAL STEEL: ~LDING: SAWN LUMBE;R: TJIJOISTS: GLULAMS: MICROLLAMS/ PARALLAMS: SOIL: CHECKED av __________ DATE------..· .:. SCA~ ------------------ DESIGN CRITERIA U.B;C.1994 Fe== 2000 PSI, NO SPECIAL INSPECTION REQ'D, (U.N.O.) ASTM C90, FM,= 1500 PSI, NO SPECIAL INSPECTION REQ'D, (U.N;O.) ASTM C270, Fe= 1800 PSI, TYPE S ASTM C476, Fe 2 2000 PSI ASTM A615, Fy =40 KSI FOR #3 AND SMALLER ASTM A615; Fy = 60 KSI FOR #4 AND LARGER (U.N.O.) ASTM A36, Fy = 36 KSI (STRUCTURAL SHAPES AND PLATES) ASTM ASOO, GRADE B, Fy = 46 KSI (STRUCTURAL TUBING) ASTM AS3, GRADE B, Fy == 35 KSI (STRUCTURAL PIPE) E70 SERIES-TYP., E90 SERIES FORA615 GRADE 60 REINFORCING BARS DOUG FIR LARCH, ALLOW ABLE UNIT STRESSES PER UBC, TABLE 23-I-X-1 Trus Joist MacMillan .. ICBO NER-200 (TJI/15DF, TJI/25DF, TJI/35DF, & TJI/SSDF) DOUGLAS FIR OR DOUGLAS FIR/HEM GRADE 24F-V4 (SIMPLE SP ANS) GRADE 24F-V~ (CANTILEVERS) TrusJoistMacMillan-ICBO NER-126 (Microllams) U.N.O. Trus,.Joist MacMillan -ICBO NER-292 (Parallams) U.N.O. 0 EXISTING NATURAL SOIL VALUES PER Ul3C TABLE 18-I-B SOIL CLASSIFICATION-______ _ aa/40ILs REPOR.TBY: ·--~eoeo"' TNCoe&11.m--r.:dJ DATED: 0 _;_22 /99 . . . -I ALLOWABLE BE.AJUNG PRESSURE ACTIVE SOIL PRESSURE (CANTILEVER) ACTIVE SOIL PRESSURE (RESTRAINED) PASSIVE SOIL PRESSURE COEFFICIENT OF FRICTION PSF PCFIF'r (c.&~ PCF/FT PCF/FT -~----------------~------------------ " i&Mi&it &il!MEL~ . ..±w&-.-r::_ ___ .-21.L-...:-. T JOB 9'1\2.-\ SHEET NO. .3 OF 6.3 SOUTH COAST STRUCTURAL DESIGN ROOF DEAD LOAD: ..:, .... CALCULATED BY DATE CHECKED BY DATE SCALE LOADS ROOFIN'G MATERIAL ( ']' \Le--· . ) .......................... , .................................... . .SIIEA11ilN'(i ........................................................................................................................................ . RAFI'ERS/C.J. (or) TR.USSES ............................................................................................................... . IN'SULATION ................................................................................................... , ................................... . DRYWALL ..................................... _ ........................................... _ .......................................................... . OilfER (ELEC.~CH.,WSC.) ................................................................................................ : .......... . TOfAL DEAD LOAD: LIVE LOAD: (PITCH 'r-: 12) TOfALLOAD: FLOOR DEAD LOAD: FLOORIN'G-(C~ET & PAD) ............................................................................................................. . LT. WEIG.FIT' CONCRETE · ............................................................... , .................................................... . SIIEATIIIN'G .......................................................... -............................................................................. . JOISTS .... _ ...................................................................... _ ...................................................................... . DRYWALL ................................... · ...................................................................... -................................. . \o.-o PSF .(:5 4.0 1.5 2.5 0.5 2.0.0 PSF 1c., .0 PSF .3h .0 PSF -4.0 PSF 2.0 3.5 2.5 3.0 OilfER (ELEC.~CH.,WSC.) .................................................................................................... :··········-...:.:..;. TOfAL DEAD LOAD: lJVE LOAD: (USE: R§l4u-n~.&.. } TOTALLOAD; EXTERIOR W ALt ... STUDS .......................................................................................... -....................................................... . DRYWALL ............................................................................................................................................ . -IN'SULATION ......................................... ; ..................... ~ ....................................................................... . "EXI'ERIOR FINISH < ,.S,vc..c:..o } ......... .-.................................................................................. . Olla.. ................................................................................................................................................... . TOTAL LOAD: INTERIOR WALL snms ························~········· .. ·-················································································································ DRYWALL ............................................................................................................................................ . OilfER ................................................................................................................................................... . TOTAL LOAD: ,.s .0 PSF 4o .o PSF ~.o PSF 1.0 PSF 2.5 1.5 \0.0 1.0 Ho .O PSF 1.0 PSF 5.0 1.0 7.,0 PSF ~a-.c.. 4.o 2-Q 3.!> 2--!, 3.0 1$.o Bf-: ·, '-"· 0 fs· ,s.'o e,· . .:~;~:· . -.;-.t,t··~ .,._ ... ,,. J~f; ••,t"IJll.. ·J ,. ~. ,: ....... ,. .;'_),.,I.--~--.,~ -~~ ,.,.jl..._,. ,;.,.,.,_ ... -~ ., ......... _ -.,, __ .,·, .. :,I~ ..... ~ • • .... --~ b • ...... . JOB---·-°'....1' ..... °'..L.J\L-:2.;..,°t.i...-______________ _ SOUTH COAST STRUCTURAL DESIGN SHEET.NO. __________ 4_ OF QQ CALCULATED BY _______ DATE ____ _ CHECKEOBV ________ DATE ____ _ SCALE _______________ _ VERTICAL ANALYSIS/ DESIGN LEVEL: BooF MEMBERS: ./MARK: R~-, SPAN•_.,..,__ _____ '7.5 Fl'. W1= (~M,)fac..o ts:T) " Wi= Pt= Pi= &= Ra= _UNIFORM LOAD = 3°i\o PLF = PLF = LBS LBS = , -+s 5 LBS = \t~5 LBS VMAX= ______________ __._._ __ = \,t-6; LBS MM.u:=----------------'------------=---- DIQ'D = ------------"-------=-----= ~,$.+ ' so FT-LBS IN( t:::: I' '-) USE:, __ ~~-.:.:X..._....,e.---=='---------,.--=-==---- OR:. __ ~~-~x ___ 8 ___ _..==--------=-===---- GRADE: =#=I CAMBER: GRADE: CAMBER: /MARK: R~-2.... SPAN= C\,5 FI'. 2::,_UNIFORM LOAD· W1= (\K)(2>~ o) = . zs 1... PLF ~= = ~ ~-= ~ Pi ""' =; LBS &• = H:n . LBS Ra =-= 1 'll LBS VMAX= = \ \j7 LBS ~ = "" ~ g10 Fr-LBS w:qo= = ~\ IN(a-~l,C-) USE:. __ . .-,_· ~X ........ l~·o _____ G=RAD=E::.:: ______ .;;:CAMB==ER:=·- OR :. ___ --=X..._· _;_-___ ~G~RAD=E~::...... __________ C~AMB=·=E_R:=·- (' MARK: R*"'J. SPAN• . 8,S FI'. VtJNIFORMLOAD W1• (J%>C.u. ii} . Wz= Pi - Pl - Ra.• Ra• V11W1:• Mar.Ix·•' lacrD• lJSJ:: b X 1Q OR-: X t • J ·.- = ,Silo PLF • PLF = LBS = LBS = e\ \loo LBS = -2, le o .LBS == . .2. \ rc-c LBS = "'1QSQ Fr-LBS = kl> IN( cf"!'/. 6) GRADE: ..JI ' CAMBER: . GRADE: . CAMBER: .,: .· ---.... ----~-----·-----.. ,. .. . ... : ... ,.,.. ~·-·--·--.. --..... _, .... Joa_....:.'7...:'1..:..l.::;.2...1.j_. -~---------....,.... SOUTH COAST STRUCTURAL DESIGN SHEET NO. ----------------=_5=-OF ...,l5$.....,.. ____ _ CALCULATEO BY-------------OAT!:------ CHECKEO BY---------DATE------ SCALE _____ ..,...._ _______________ _ .LEVEL: .. MEMBERS: y' MARK: ~\\ ~ 't W1= f.!¼)[.1r..c) '. W:= P1 = I'? .. &= Ra :s . V:'IWC = = = = = = = .57/o PLF PLF LBS LBS 11'4:0 LBS \-(,4 C LBS IA:1::s? LBS MMA,"[ =· ----------------'-==--= \'9C FT-LBS Il'l""(F/4r.,) blQ'D = _......,.... _________________ _..._ ___ USE: . --~ X <-= ·'E:> #i GRADE: OR: (. X & GRADE: . ,./ MARK: {<$;;.-\ SPAi."lf= ___ -.._. ?..S Fr. Wt= (-<0h)(~te·9) . Pt• P:i· - .Bi.• .Ra• - = = .. .. .. .. CA .. mJER: CA .. mJER: UNIFOR.'1 LOAD 72.o PLF PLF LBS LBS ~20-0 LBS . ,boo LBS VMAX• ------------------...a.:~ Mm= .. .J700 LBS -----------------==::;...;;;._ .sc:,.o Fr-LBS J:N'(P.2.,o) .DIQ'D .. ~~,too· ---·~· ---------------USE:. _____ ,3Y._i_9 __ X;;;.....h .. r ... ~ .... ~-----------......s;,;;;a _____ = .. 46 . §L GRADE: CA1mJER: OR:. __ .,_....,Xa.-____ ..__-====-------=~ GRADE: C.Ai'1BER: / MAlU(: g!>-, · SPAN•..,........-.---\;) IT. W1• 0/2 )(~<--0 ) Wz• Pt• Pl - R&.• ~UNIFORM.LOAD -,,J"?6 PLF -PLF -LBS .• LBS ... ;"i}lo LBS -:4>-?-0. LBS -Ra• V.x• · 13~0 ----------------..... -------LBS -\\eU> Fr-LBS -~?il ~c-=-2,D) GRADE: tfL Q+'1BER: MMAx • ________________ ~=-_,,. ------,,__ __________ ---'-__ USJ!:. ____ 3/s._.. ~-'--t""'I_,.. ____ = ...... =-----~==- GRADE: CAL'1BER: ., OK :. ____ .x _______ :.=,;. _____ ~==--- ., . •. .... ·-----·--·....--------··---.. -.,.-...... --~·· --. -.. ---~-7"'"'·· ... .... -. . .. . . ··-. --.............. - JOB--9..1.CZ..1.£;..:ll::..~J....--------------- SOUTH COAST STRUCTURAL DESIGN SHEET NO.--------..::~:... OF ...:o:>-.'-------- CALCULATEO BY._· _______ DATE------ CHECXEO BY _________ DATE------ SCALE------------------- LEVEL: MEMBERS: /MARK; f\\-\ SPAN• \] Wt= bfi)(7.s.o fSfJ Wi= Pt=- Pl = ;KL= 1h = Vll.\.'C = IT, . V UNJFORM LOAD = JC.,!) PLF = PLF = LBS = LBS = .2.1-.3.S LBS = 2.?. .3>.S LBS = Z-2.~.5 LBS M.-.u.~=-----------------=~ = q500 IT-LBS mcru= USE: __,.._+--x--,-(.,----------,----=--= 3b,} n,t GRADE: *i . CAJ.'1:BER: OR: . lt1 X ,~ GRADE: -ti CA..VIBER: ./ MARK: f-n--~ SPAJ.-...... C. IT. ...~.JJNIFOIU~I LOAD W1= (~3/t,Xss.~)+6}(\to.o)W.HJ.3(.,o) =-\o;?;.S .PLF ~= .. PLF P1 =-,. LBS Pl • ;a LBS Rr. • • :?.\oS LB$ Ra• • 3, 0:-, LBS V:icAX 2 • ,>) o5 LBS M....u=-a +1,.c:.o Fr-IJ5S WQ'I)• a -t,~ JN' (£::2.,D) USE: ivi'' X )/.Jl.1J1 GRADE: f.sJ... CAMBER: OR : i:;14,.li X ,111° GRADE: CA!'1BER: ( L,..o~ "'e ""'-J ./' MARK: r\\-:2 SP.AL~• \0 IT. _UNIFORMLOAD -W1• {.Af.Xss.o)-!l!l 733, PLF Wi• -.PLF Pt - PJ" - &. • :a"'Grl: \ s1+ Ba• • --10\So • \Cl\SO .. VMAJ:• ,i<N --------------------Mlwt • ________________ ._1,,1 __ _ :ii ';;)';> .. LBS LBS :LBS LBS LBS Fr-LBS Jurro • -~--~..-------------.... 1]'5E: ___ 4:_v,_"_x_, ... ,~ ... , .. ·i----=--~-----= TN( ,:=1...0) GIW>E: f$L CAi.UER: ~·~------'------=i-=------....:s;~ GRADE: .CAi'1BER: f ~L ~ . ,. ,. 'N, 1 1ltt- ,..f· - II 11R1@4%1tl-1&~~l\9.?7?11rt ---..... ··> . . < - JOB -----i9:.....~u.._f.::;;.2_., _____________ _ SOUTH COAST STRUCTURAL DESIGN SHEET NO. ___________ 7:..-OF ~ gALCUI.ATEC SY--------DATE------ CHecxeo SY .... ·---------OATE ------ SC:At.: ________________ _ LEVEL: ~o-~ · MEMBERS: ~OPSi'::0--S / MARK: 'f~-tr SPAN• \\ •. s IT. . / UNIFO:tW LOAD W1= (\¼)bs.c) = 1so PLF Wz= = PLF ~~ = us P: :; = LBS & = = 3.i\'2:. LBS Ra= = ~,12, LBS V:11A.'<= = . 371't. -~~ M,CA.'< = = l53.\ FT-~S W:Q'D = 1• II = ..%', JN' (E-: ,'), o) USE: 3;1/2 1 X 11 ,, GRADE: tfg.. CAJ.'1BER:. OR : · X GRADE: C • .\:.."1:BER: Pi= P: - .Rr. -Ra• V::wAX• M,ux=!i DIQ'D- USE: 3['' X 11~" OR: X . :,-GRADE: GRADE: . / MARK: (f\\-t.) SPAi.'f•_~ ____ IT. m){ss.o)~½){µ,,o) ..i:::::_UNIF()R.'1 LOAD = '9~ 2.. PLF "" PLF =-LBS = LBS • ~i°I I-LBS • 2,)i!o LBS = ,1,rli-LBS • 4150 Fr-LBS =-s, JNte.:-.1'.~) {fL . CAMBER: CAL"\IBER: · / UNIFO&'W LOAD = i:llo ·PLF W1• Wi• _____________ • ____ PLF . .Pi - P: -RI.• Ra• ....... ,~_1·_1-·_· ___________ • ____ tBS ___________________ LBS • 2,.7::,:0 . LBS • 2,74\'° LBS V!UZ• . ;e J.,f..O LBS M:iux • • S:::1::fo . Fr-LBS DIQ'lt• ____________ ,. _ ____...._!N4(E.:f,t.? USE: . .; X . l t GRADE: jf., .CAMBER: , ·OR: ' X 12, GIW>E: . CAMBER: --<'~Y:t: ·.-·:;.: ,. ., ' --• • •• ; .. ,4 • . . f· ~~·,__, :~----. ', -. •. -~ .;~ . ~ . ,' -. • •• •t ._>. :,. r -"---------·--··----... ··-···-.. --~-. -.. ·--------·-··-.. ··-... -· ----~---.... JCS _.,._9,..__°t.:../~2:;..j.,_· ______ ___. _______ _ SOUTH COAST STRUCTURAL DESIGN SHeT'NO. ________ ....__f_ OF ,.._(6...,;')...._ ___ _ c.:.t.C'.JLATE!l·:IY ________ CATE------ ::-~:::<El :IY _________ OATe ------ ~~ ------------------------- LEVEL: _f,._'1..c ____ o __ n......__ __ _ ME.i."'1BERS: -!?-~------- ./ ~ J=:.e,-\ SP.~'f-, \ Fl' .. · __,_T]NIFOR."1 LOAD W1• t3/4}(ss,o)tf/1.){7s,o)t-6(/,.~)t(21*'1'P). \~~'o PLF Wi= a PLF ,,·. Pt a ,. · LBS P: a _a LBS Ra. a =-1;.t;.2..C\ LBS Ra =-• . ,;,r,, 2.. cir LBS V:'if.\X = ,. \3.~ ~°I LBS M""-,:s s ;1.s,so FT-LBS men,= s .no5 I:N.:~2.1>) USE; ]11 ' X \&'1 GRADE: f.S t.: CA,.)IBER: OR :. 'f,'/,c X \'8"' GRADE: G,L\,l-LA"4. C • .\:..'1BER: · (~1.-&) / MARK: f.B· 2.. SPA.i.'f• q .5 . FT. _UN.IFO&"rl LOAD W1a (23/2){s5,o)t<,){\l,,11)+~*)uc...o) • , 9H PLF ~· -~ Pta • ~ P: • • LBS & ,. • t,go2... . LBS Ra • • t-ao, LBS V:wAX • • . ..-Soi. LBS M.iwc• • ,,-t,o Fr-LBS ·JuQ,,• • ,a,5;JN4Z=:->,u) 11SE: _jh 4 X JI 1¼ ,, GRADE: . :t>'-CAMBEt . oa : X . GRADE: . C.-\IOER: / MAIUC: ~f!t-3 SPA.I.~ 15,"a IT. _1JN.0"0&'1LOAD W1• (~)(\ ... o)t~)(lc,,o) • J.,1,o PLF Wz• • P!..F Pi -·P.1c ( fA-i ) -:1f>Ol.. . LBS A• • W Ra. • • .lit, . I.BS la • • . 37o7 . LBS VXAX·• • . .3Jo7 r.as Mar..z • • : .l t" ,o Fr-LBS .~ ,., JuQ,, --5/ ~ TN' f:::.l. 0) ~'-m: 5Y,t'1 x 1i'.5" @W>E: lsL . C.\(:'4:BD: OB·: i GlUDE: ·· C.\U'Qi _ ~. I ! .. IN I . .. Iii· ! ._ ~ .u .•• _ •. ·~······· ..•• ,-.---·-· ••Jt"·•· .. ,11-·· • • • .. --:~----.-·.-··--·------.~---·-··------,-· ----·~· !---· _, ... ~."------ SOUTH COAST STRUCTURAL DESIGN LEVEL: fl.Ca.a... MEMBERS: a~ /~ r:a-_+ SPAN• \8.~ IT •. W1= ~){\i.,o} -t-~.X~c..o) Wi= ~1/itjf2 {~s.02 Pt jag.(F.B.-~) . = P: = RL= Ra= V:'IL\."t = M.,«,.U = .mQ·o= . It USE: :SY-t-. X ll '~'' !iRADE: OR . X GRADE: . .;:)IARK: Fer.5 SPAJ.~=-\4,St IT. Wt= {,~l(~.o) W:z= Pt = P: ,. Rr.. .. Ra• V:iwc:• Maa.x=- Jucru:s ~f USE: 3,l. X -l(i' !zRADE: OR: X SiRADE: / MARK: (f,s:: C, ) SPAN• \S FT. W1•· {\~:1}{.s~~ 2 Wz• Pi -P: -Rr.. -Ra• VMAX• MXAX• ---USE: .3J[ 3 ll ... 7:l GRADE: .::·.:OR:-·~ x GRADE; ' .. .. . , •. ~ . ~ i.:L;;~.S:i·.· ·-. JOB _____ 9.1..,~..:.\J..:·'2,=-C\..i----------~-- SHEET NO.----------------OF _co CALCULATED SY _____ .,....,.. __ OAT!:-------- CHECXEO SY _________ CATI:------ SPALi: ---,---------,------------ I ' _UNIF0&",1 LOAD = 2\!. PLF >, ~ PLF •. -.. ~t,QL.. LBS .. = ' = ~s = 1'-.l~ LBS 'N, -..,. = .Uil, LBS ,-f#' --J = fl#~~ LBS "' ·"~ '\40 FT-LBS i~ ~&.. =:=' {i.5 l. m4 ~L.. C • .\J.'1BER: C • .\J.mJER: ..,.,,,.-UNIFOR.'1 LOAD :;a 3.~0 PLF = PLF ,. LBS ,. LBS ..,, ~~' LBS = ~51:: LBS' ,. UC\. 1.. LBS ,. a1o,o FT-LB~ ,. 2\S IN' E,:2.o) ~t.. tAL'1BER: ~Al'1BER: •. ..,-, UNJFORi.'1 LOAD -~~·. PLF ""! PLF -·LBS -LBS -~'0'.:3;) LBS . . .. ~:::!:l LBS -~::z LBS -l l!.a"'I!> FT~ • -~~4t. JN' ~::).o) ~, tAL)(BER: CA'1BER: .. -· .s ---• -• : : ~ .... / 2,.. .. ' • • ,. .. ~. ·• ·_ • --~. ,' ~-.• • .. . -. • : •• " '.':.J-.'<'. ' .. • .. JOB _____ C\..;;... C\..,.:...;..\.t.;:...C\~------------ SHEET.NO. __ ____, ___ __,_ OF· Q? SOUTH COAST· STRUCTURAL DESIGN CALCULATED BY------------· DATE....,.._---- CHECKED BY _______ DATE----- SCALE _________________ _ FOUNDATIONS ALLOW ABLE BEARlNG PRESSURE, q = 2o00 PSF.(PER DESIGN CRITERIA.) • I ' CONTINUOUS PERIMETER· & BEARING WALL FOOTINGS: Location: W= ~21.x~r..o)tQs)(I<,.~) +('01X.ss.o) . ;, \\3-J PLF. ;, Width Required = W /q x 12 = G:,,. '8 IN. I USE: . \ .)__ "WIDEx 24 "DEEP. WITH 2. # .5 TOP&BOTIOM .I ~=~ Location: .. , '> \ 1 W= . 3! PLF . ., Width Required= W /q x 12 = , IN. .;_ ~ I USE: "WIDEx "DEEP. WITH . -# TOP&BOTIOM I iSOLATED SPREAD FOOTINGS: MARK: F-_ \ P= . . -. \S.a\ LBS • . « &eq'd = P/q x 144 = ,~27 SQ. IN. I· USE:~,, SQUARE. x. Z.lf-. "DEEP. WITH L # ~EAC;H WAY(3" CLEAR FROM SOIL) MARK: F-z P= t, ....,, l.. LBS. Areq·d = P/q x 144 = fgf SQ.1N. · i USE:~ SQUARE.x.2+: ".DEEP. WITH..b.._#,LEACHWAY(3." ClEARFROMSOil.)j - . ,·.··.}·._ . ··-· ... - ·:f/ , .. South Coast Structural Design 2415 San Diego Avenue, Suite 200 San Diego, Ca. 9211 o Phone: (619) 291-4224 Fax: (619)291-4243 RIY: 510001 Title: Dsgnr: Description : Scope: Cantilevered Retaining Wall // oPf!30 Job# Date: Page ·1 Description 5' HIGH REThlNING WALL I General I I Soil Data Retained Height = 5.33 ft Allow Soil Bearing = 2,000.0 psf Wall height above retained soil = 0.00ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00: 1 Active Soil Pressure -Heel Side = 40.0 psf Height of Soil over Toe = .0.OOin Active Soil Pressure -Toe Side = 0.0 pcf Passive Pressure = 300.0 pcf Soil Density = · 110.00 pcf Water. table height over heel = 0.0ft I Footing Data I I Sliding Data Toe Width 2.00ft Friction Factor@ Footing & Soil = ... 0.300 Heel Width = 1.33 ft ... neglect ht. for passive = 0.00in Total Footing Width = 3.33'ft Footing Thickness = 24.00 in Lateral Sliding Force = 1,074.6 lbs less Passive Pressure Force = -600.0lbs I Footing Key Data • less Friction Force = -583.4 lbs Distance from Toe = 0.00ft Added Restraint Force Required = 0.0lbs Width = 0;00in Depth = 0.00in I Surcharges I I Axial Load Applied To Stem Surcharge Over Heel = 0.0 psf · Axial Dead Load = 349.0lbs Surcharge Over Toe = 0.0 psf Axial Live Load = 192.0 lbs Axial Load Eccentricity = 0.0in I Footing Design Results fc = 2,000 psi Minimum Footing Rebar Options ...... Fy = 40,000 psi Minimum As%. = 0.0018 Toe Side ...... Heel Side .... Rebar Cover@ Top = 2.00 in Notreq'd Not req'd Rebar Cover @ Bottom = 3.00 in Mu< S * Fr Mu< S * Fr ACI Factored SQil P;essure Toe Heel = 2,226 O psf Mu' : From .Upward Loads = 0 0 ft-# Mu' : From Downward Loads = 0 0 ft-# Mu: Used For Design = 214 214 ft-# Actual One-Way Shear = 8.08 3.19 psi Key Reinforcement: Not Req'd = Mu<S*Fr Allowable One-Way Shear = 76.03 76.03 psi (c) 1983-98 ENERCALC · f:\south coast\engineering\enercalc\fess.ecw: KW-0603057, Ver 5.0.5, 15-Mar-1998, Win32 I I I I 1°'~, .:·';-~ --..-;--'!:?~,iJ,~:~~~}':'~~t°;-tl,"..,..,i':!;t.;:~>;ti?.:.·;o,:~~l~-.~ .... ,,....;~"7!"t;,.~~~~--.:--:r-;~{;;~·~fl~:: ;~~£~; --~ • '-'--,sf~"::;,';~I•· \,,?' :_:;._ 'f._t,· -+j'.-~J "i~~'i--&'"!~1:t-~ //L,"P 80 South Coast Structural Design 2415 San Diego Avenue, Suite 200 San Diego, Ca. 92110 Phone: (619) 291-4224 Fax: (619)291-4243 Rev: 510001' TIUe: Dsgnr: Date: Description.: Scope: Cantilevered Retaining Wall Descriptron 5' HIGH RETAiNING WALL I Design Summary Total Bearing Load :;:: 1,945 lbs Summary of Stem Section Designs .... Job# Page 2 ... resultant ecc. = 9.02in Top: 8 in Mas, #5@ 8.00 in@Edge, From 5.3 ft to 0.0.ft · S.oil Pressure@Toe = 1,560 <= 2,000 psf 2,000 psf 2nd: 8,in Mas, #4@16.00 in@Edge, From 0.0 ft to 2.7 ft Soil Pressure @ Heel = o <= ACI Factored Press @ Toe = 2,226psf ACI Factored Press @ Heel = 0psf Footing Shear @ Toe = Footing Shear @ Heel = WALL STABILITY RATIOS Overturning Stability Ratio Sliding Ratio Ratio 8.1 <= 3.2 <= = ::: 76.0 psi 76.0 psi 1.57 1.10 Ratio< 1.5! I Stem Design & Construction Toe Stem 2nd Stem Design .location for stem is at Stem OK Stem OK this height above footing = 0.00ff" 2.67ft Wall Material Above "Hr = Masonry Masonry Thickness = 8.00in 8.00 in Rebar Size = # 5 # 4 Rebar Spacing = 8.00in 16,00 in Rebar Placed at = Edge Edge Design Data fb/FB + fa/Fa = 0.824 ().164 Total Force @ Section = 568.2Ibs 141.9 lbs Moment. .•. Actual = 1,009.5 ft-# 125.9ft-# ·Moment. ... .Allowable = 1,317.2 ft-# 905.4 ft-# Axial Stress .•• .Actual = 8.2psi 3.7 psi Axial Stress •..• .Allowable = 141:7 psi 149.0 psi Shear ..... Actual = 10.5(5 psi 2.48 psi Shear .•••. Allowable = 19.36 psi 19.36 psi Bar Embed ABOVE Ht. = 13.85 in 12.00 in Bar Embed BELOW l::ft. = 13.85in 6.00 in Wall Weight = 78.0 psf 78.0 psf Rebar Depth 'd' = 5.25in 5.25 in Masonry Data fm = 1,500:psi 1,500 psi· Fs = 20,000 psi 20,000 psi $<>lid Grouting = Yes Yes Special Inspection = No No Modular Ratio 'n' = 25.78 25.78 Short Term Factor = 1.000 1;000 Equiv. Solid Thick. = 7;60in 7.60 in Concrete. Data fc :; psi Fy = I 11 I ,..:,_ ~ ··,... -.;..._,_ ~,E;li ',i~I:, ·-·~i\· • "<'~ f:\south coast\engineering\enercalc\fess.ecw: KW-0603057, Ver 5.0.5, 15-Mar-1998, Win32 :-ri! (C) 1983-98 ENERCALC RX •==m:rm:n ~l~Mf4¥@'t,}~\i"t~~~~,., · -.--~_-, · ·--.~ ·-· . -\ -' .. .., .... , ·,: ,, _, .... '• --·· '"'..,'~~:-·, .. ,,.,. ·\--... -·"""·r--., "'~', ,""-'.:'•~;..~:1·----~ .. .,,, . .,.: .. , ",.,-;,.,.·,_ ·.:,.·:,·•,,.;.,:.:--·:·~~~;~ Io "POQ South. Coast Structural Design 2415 San Diego Avenue, Suite 200 San Diego, Ca. 9211 0 Phone: (619) 291-4224 Fax: (619) 291-4243 Rev: 510001 Title: Dagnr: Description : Scope: Cantilevered Retaining Wall Description 5' HIGH RETAINING WALL I Summary of Overturning & Resisting Forces & Moments •••.• OVERTURNING ••.•. Force Distance Moment Item. lbs ft ft-# Heel Active Pressure = 1,074.6 2.44 2;625.6 Soil Over Heel Sloped Soil Over Heel· = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Toe Active Pressure = 0:67 Soil Over Toe Surcharge Over Toe = Stem Weight(s) = Earth @ Stem Transitions = Footing Weight -. Key Weight = Vert. Component = Added,Lateral Load = Load @ Stem Above Soil = TOTALS = 1,074.6Ibs O.T.M. = 2,625.6 Job# Date: . •.•• RESISTING ..... Force Distance lbs ft 388.9 3.00 349.0 2.33 207.7 2.33 999.0 1.67 1,944.6 R.M. = Resisting/Overturning Ratio = Total used for Soil Pressure = 2,136.6 (+Axial Uve Load, -Vertical Soil Component) Vertical component of active pressure used for soil pressure Toe Surcharge Not Used To Resist Overturning Heel Surcharge Not Used To Resist Overturning Page 3 Moment ft-# 1,166.1 814.3 484.7 1,663.3 4,128.5 1.57 · (c) 1983-98 ENERCALC f:\south coast\engineering\eriercalc\fess.ecw: KW-060~057, Ver 5.0.5, 15-Mar-1998, Win32 I .... __ ~ ': .... r:-. ~-.J • . ;, i: .... J,.. '~ · .. "'~-;.1,. ....,J,.k_ --~ •y.\'I'-·~··t".'.11/.·.~"':~?(~~1:~t 14~55 -w"'.:' Title: Job# Osgnr: Description : Date: Scope: Aft: 510001 Cantilevered Retaining Wall Page 1 Description 11' HIGH RE1AINING WALL I General_ Retained Heiglit Wall height above retained soil Slope.Behind Wall Height of Soil over Toe Soil Density I Footing Data Toe Width Heel Width Total Footing Width Fodting Thickness I Footing Key Data Distance from Toe · Width Depth_ I Surcharges Sur.charge Over Heel Surcharge Over To I Footing Design Results re Fy Minimum As% Rebar Cover@ Top Rebar Cover @ Bottom ACI Factored Soil Pressure Mu' : From Upward Loads Mu' : From Downward Loads Mu: Used For Design Actual One-Way Shear Allowable One-Way Shear (c) 1983-98 ENERCALC = = = = = = = = = = = = = = = = = = = = -= = = = • j.Soil Data I 11.00ft Allow Soil Bearing = 2,000.0 psf 0.00 ft Equivalent Fluid Pressure Method 0.00: 1 Active Soil Pressure -Heel Side = 40.0 psf 0.00in Active Soil Pressure -To~ Side = 0.0 pcf Passive Pressure = 300.0 pcf _110.00 pcf Water table height over heel = 0.0ft • [ Sliding Data I 4.75 ft Friction Factor@ Footing & Soil = 0.300 2.25 ft ... neglect ht. for passive = 0.00in 7.00 ft 24.00 in Lateral Sliding Force = 3,616.4 lbs less Passive Pressure Force = -600.0 lbs • less Friction Force = -1,546.0 lbs 0.00 ft Added Restraint Force Required = 1,470.3 lbs 0.00 in 0,.00 in • I Axial Load Applied To Stem· I 50.0 psf Axial Dead Load = 564.0 lbs 0.0 psf Axial Live Load = 672.0 lbs Axial Load Eccentricity = 0.0in • 2,000 psi 40,000 psi 0.0018 2.00 in Minimum Footing Rebar Options ••.••• Toe Side...... Heel Side ...• Not req'd Not req'd 3.oo in Mu < S * Fr Mu < S * Fr Toe Heel 2,550 0 psf 0 0 ft-# 0 (j ft-# 1,210 1,210 ft-# 23.29 10.65 psi Key Reinforcement: Not Req'd = Mu<S*Fr 76.03 76.03 psi f:\south coast\engineeiing\enercalc\fess.ecw: KW-0606057, VerS.0.5, 15-Mar-1998, Win32 l~or&'& Title: Job# Dsgnr: Date: Description : Scope: Art: 510001 Cantilevered Retaining Wall Page 2 Description 11' HIGH RElAINING WALL I Design Summary Total Bearing Load ... resultant ecc. Soil Pressure @ Toe = Soil Pressure @ Heel = ACI Factored Press@ Toe ACI Factored Press @ Heel Footing Shear@ Toe = Footing Shear @ Heel = WALL STABILITY RATIOS Overturning Stability Ratio Sliding Ratio Ratio = = 1,778 <= 0 <= = = 23.3 <= 10.7 <= = = 5,153 lbs 15.78 in 2,000 psf 2;000 psf 2,550 psf O psf 76.0 psi 76.0·psi 1.57 Summary of Stem Section Designs .... Top: 16 in Mas, #6@ 8.00 in@Edge, From 11.0 ft to 0.0 ft 2nd: 12 in Mas, #6@16.00 in@Edge, From 0.0 ft to 4.0 ft 3rd: 12 in Mas, #4@16.00 in@Edge, From 4.0 ft to 6.7 ft 0.59 UNSTABLE! Stem Design & Construction TO!;! Stem 2nd Stem 3rd Stem Design location for stem is at Bar Embed NG Stem OK Stem OK this height above footing 0.00 ft . 4.00ft 6.67 ft Wall Material Above "Ht" Masonry Masonry Masonry Thicknes;; 16.00 in 12.00 in. 12.00 in Rebar Size # 6 # 6 # 4 Rebar Spacing 8.00in 16.00 in 16.00 in Rebar Placed at Edge Edge Edge Design Data fb/FB + fa/Fa 0.838 0.629 0.365 Total Force @ Section 2,620.0 lbs 1, 1.07.3 'lbs 453.7 lbs Mornent.. .. Actual 9,973.3 ft-# 2,732.1 ft-# 711.7ft-# Moment. .... Allowable = 12,533.8 ft-# 4,412.3 ft-# 2,074.4 ft-# Axial Stress .... Actual = 11.8 psi 2.9 psi 6.5 psi · Axial Stress ..... Allowable = 281.8 psi 288.9 psi 297.4 psi Shear ..... Actual = 19.10 psi 11.45 psi 4.54psi Shear ..•.. Allowable = _38.73 psi 38.73 psi · 38.73 psi Bar Embed ABOVE Ht. = 23.87 in 18.58 in 12.00 in Bar Embed BELOW.Ht. = 23.87 in 18.58 in 6.00 in Wall Weight ... = 164.0 psf 124.0 psf 124.0 psf Rebar Depth 'd' = 13.00 in 9;00 in 9.00 in Masonry Data fm = 1,500 psi 1,500 psi 1,500 psi Fs = 20,009 psi 20,000 psi 20,000 psi Solid Grouting = Yes Yes Yes Special Inspection = Yes Yes Yes ModularRatio 'n' -25.78 25.78 25.78 Short Term Factor = 1.000 1.000 1.000 Equiv. Solid Thick. = 15.62 in 11.62· ih 11.62 in Concrete Data re = psi Fy = 11 I <<:,;~t -f_;}: ·-·/,' ..,.,..,...,.,,,,,.,,...,=-===-----'------------------'-----------==--=-=-,,---...,.,,,----l,:,~ (c) 1983-98 ENERCALC f:\south coast\engineeiing\enercalc\fess.ecw: KW-0606057, Ver 5.0.5, 15-Mar-1~. Win32 ~: ~~·.: ,· / ... ,:,: ·-r.,·:~-~;'' ·-.. , .. "";+.:.·f:;.·\4.j:i.·>: .i.,·.~lY/,-,•~.;i"~{: _,. • ,~...:..•.'f.,j";.;:-:,\~.::/~~-,-........ ·.·. ·... ... 10 OFoo -t • Tille: Job# Dsgnr: Date: Description : Scope: Rr#: 510001 Cantilevered Retaining Wall Page 3 Description 11' HIGH RET.AINING WALL · I Summary of Overturning & Resisting Forces & M9ments ..... OVERTURNING ..... .. ... RESISTING ..... Force lbs Distance Moment Force Distance Moment Item . ft ft-# lbs ft ft-# Heel Active Pressure Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem Toe Active Pressure Soil Over Toe Surcharge Over Toe Stem Weight(s) . Earth @ Stem Transitions Footing Weight Key Weight Vert. Component Added Lateral Load Load @··stem Above Soil = 3,616.4 = = = = = = = = = = = = = 4.47 16,183.0 0:67 1',512.5 564.0 976.9 2,100.0 6.38 5.25 5.56 3.50 ,. TOTALS = 3,616.4 lbs O.T.M. = 16,183.0 5,153.4 R.M. = Resisting/Overturning Ratio Total used for Soil Pressure = 5,825.4 (+Axial Uve Load, -Vertical Soil Component) Vertical component of active pressu·re used for soil pressure Toe Surcharge Not Used To Resist Overturning Heel Surcharge Not Used To Resist Overturning 9,642.2 2,961.0 5,429.5 7,350.0 25,382.6 1.57 ' (c) 1983-98 ENERCALC f:\south coast\engineering\enercalc\fess.ecw: KW-0606057, Ver5.0.5, 15-Mar-1998;Win32 ':'-'.;.-;,.11 JOB __ _..9u9.L../l=-~"------------------ SHEETNO. __________ l..._1_ OF ..;;63::;..;::;, ____ _ SOUTH COAST STRUCTURAL DESIGN CALCULATED BY_.--------------·DATE-----.--- CHECKED BY--------DATE------ SCALE------------------- J .:. ~ _•! ..... .! : l .:. ~ , • -I LATERAL ANALYSIS/DESIGN I/, AREA: _v,.. ___ ~, .... w _______ _ Seismic: V • (2.5 <;a I/ R) Wt Wind: P =-Ce Cq Qs I . Seismic Zone 4 Z =-. :1: Soil Profile--3 .$> Na=-\. o Exposure 13 Basic Wind Speed -70 MPH Ca== .~ ... I • 1.0 (Standard Occupancy) R • 4.s. W • TotalSelSJDic Dead Load ROOF WEIGHT: Diaphi'agnf== (Z.o4s..s,-fi=-)( "t.o,g ¢!-:t) -- Exterior Wall Weight"" (2ee)( ci/2)[lr..0) Interior Wall Weight= (l1oe )(~lz)( \"~) Total Weight (Tn1>umy to Diaphragm) • \ .-,-FLOOR. WEIGHT: Diap~ • ~ o 4 s) ( \s. •e cs~'.) Exterior Wall Weight• ( 2 ~~x 11/z.) ( \t. .o) - Ce= o.,2 • UBC Table 16-G Cq = \ •A . UBC Table 16-H Q$= 12.6 psf Iw = 1.0 (Non-Essential Facility) P == Ce Cq Qs I=--\~~:..--- ~or Wall Weight=-(210(9/2 J7 .o) + (uob )C ~IL)(-r·.o) Total Weight (TribldalYt.oniaphragm) =- --PLOOR WEIGHT:. -4oi-oo LBS 2.0~..:!r,. LBS .S.2,1 LBS ~6,2-f LBS 3o '-'f,.S LBS t /~72 LBS \\,1 e LBS f,3.8<-S LBS Diaphragm •------------------------------LBS Exteriot Wall Weight• ..... ________________________ ...._ _____ LBS , --Inte:riorWallWeigbt-_·_-_ .. _._ .. _ .. _. _____ ........, ______________ . LBS TocalWeigbt(friburarytoDiaphrapl)• ____________________ LBS Tor.AL DEAD LOAD, Wt• \501;\3. LBS B~SIIEAR, V ~ (,i'f,,-f ) Wt• 2<.2.!) \ LBS i ~ ... . : ~:\Y•V/Al9 .. ~-:e.~'::uotiaH~)-______ -_-_.-.,-,------------'.,:;,····j/:t'\ -'"t: ~ "' .'I .: . .. • -'"• "t -•"' .J ., ::. -•• ~ " ., , .._ I: --I ,. -.~ :, •• :; --, ,. .., • :, -,: --• ., -.• ::. .. .:, .:: ., "1 -.::, :, -.. !) -'• ."7 •' ,i • -· r '..•''t..., ,"· .... ~ ...... ~~-~··-·"' -,;.,._ .... , > • ..._.....,._•'\.,•,J,~~'-••"'''• ..... ~. ~., O .,: .... ·_·.':,•l' ......... ~ .. ,..f~..;..., ... , ..... (':t-•'\.• r f,-..-< ,, ~ •,;. "~' -.. SOUTH COAST STRUCTURAL DESIGN LOAD DISTRIBUTION JOB-----:J.s..°t~\ '2.:..9...l------------ SHe'£r ~-___________ :15_·_ OF_;~=.,;;;_,------ CALCU.LATEO BY ________ DATE--,------ CHECKED BY----.-----DATE~------ SCALE .... ·------------------ LEVEL bx wx WX.Qx Fx A Vx=(Fx/A) I RQ.Qf -<;> FT ~<..G\ K \535 FT-K \~.7 K .;3;>4.S FT2 ~PSF __l \0.,2 FT 8!?., K 89\ FT-K 9.(p k .lc'f-,.S FT2 ~PSF __ 1 FT .K Ft-K K FTz PSF ,. ,. TOTALS: K ~-f2·o FT-K K FTz PSF SHEARWALL DESIGN: ROOF DIAPHRAGM: WIND TRIBUTARY AREA, TA={) l.. )( "'A +-C:i ) = 7.SC. FT2 (N-S) TA = _____________ = ___ Ft2 (E-W) SEISMIC (Vx) N-S: ~-~ PSF E-W: ____ PSF \11 FLOOR DIAPHRAGM: WIND, Vx='[ (P xTA)/A] ~.4 . PSF ->-~'\----~_-_, __ c... ___ GOVERNS I PSF __ (_s:;:i_#-~-'-c...-. ___ GOVERNS WIND TRIBUTARY AREA, tA•C;zlX 1~"t, +1) = ?ti!) FT2 (N-S) TA=,,--•....,... ___ Ftz (E-W) SEISMIC (Vx) • _. -WIND , Vx = [ (P x TA)/A] N-S: 4'-1 PSF E-W: _____ PSF _ _....FLOORDIAPHRAGM: t, '2.. PSF -----...:PSF __ $....__~"'\ .... >_~_· ,_t.._.....,.._GOVERNS !: ~) .,. _, c,_ GOVERNS --d..---.... ~------- WIND TRIBUTAR.Y'AREA, TA = .... ·. _____ ,__·• ____ Fr2 (N-S) SEISMIC (Vx) N-8: PSF ---- E-W :. __ ...:PSF TA= __________ ...,.• ____ FI'2 (E-W) WIND, Vx • [ (P x TA)/A] ____ PSF ____ PSF ________ GOVERNS _________ GOVERNS JOB· ______ :\J..1.J.:\u.2._C\.1..-___,..------------ , SHEET NO. _ _...;. ______ f __ 1_ OF ....,;<Zb;;;.__, ___ _ SOUTH COAST STRUCTURAL DESIGN CALCULATED BY ________ DATE------ CHECKED BY _________ DATE------ _ .... SCALE ---...---------------- LATERALANALYSIS/DESIGN, AREA: c.,.~._ ~~ { .S'lvbl, 0 Seismic: V • (2.S Ca I/ R) Wt Seismic Zone '4 Z = , + Soil Profile• >,!> Na= I, -c Ca= . ~ of- I = 1.0 (Standard Occupancy) R = A,) W = Total Seismic Dead Load ROOF WEIG19': Diaphragm = J.;} t S )( 2 ~ ,o ) Exterior Wall Weight= (:! 2..) ( Vi)( t ~ .e, ) Wind: P == Ce Cq Qs I Exposure k Basic Wind Speed -70 MPH Ce= , i L UBC Table 16-G Cq =. I,) UBC Table 16-H Qs= i2.6psf Iw = 1.0 (Non-Essential Facility) P=CeCqQsl= ___ /.2._. __ qsc.:.o G:,~z. +- LBS -LBS Interior Wall Weight= .. ( 2_40 __ ) ..... (_"_t/'-__,),L...1,..(.:..;-, ·~o...,.)'-------------------------------- Total Weight(Tn1>utary to Diaphragm)=-------------------------~---'--'-- ~,?.O \ IQ8t 4 LBS LBS \~" . FLopR WEIGHT: Diaphragm=QSO) ( IS .o ) . \12.S~ LBS ExteriorWall_Weight= (\ \0 )(·Vt )(\1,.0) +( ,2 ,Yc;IJ.. )(1A>:~) \4...5.f.4 LBS . Interior Wall Weight= -(! '3/',e, ) ( ~b ) (2 .~) ~.Jo LBS . 2 I, 12.41 LBS Total Weight (Tn1>utary to Diaphragm)=----------------------......,.;;=--...:..;;;.--- ___ FLOOR WEIGHT: Diapbragm=--,.-,,_....-------.,..-----------,-----------LBS Exterior Wall Weight=-----------------------------------LBS Interior Wall Weight= ·--------------------------------------LBS Total Weight (Tributary to Diaphragm)=-----------------------------LBS . TOTAL DEAD LOAD, Wt•--------,.--------------.....:.::~=- BASE SHEAR, v-(rt4/i, ~ ) Wt·~--------------------------___,;;:;...;;..,.;__ ~32JZ LBS 7.53~ LBS UNIT SHEAR, v • V./ Area (Applies to single level structures only)• ____________ _ PSF ~ ~"~~ .J =-\tv -.., .., ~ 11,.. ,a. .. ,. -·~ -"!' _, ::, ... ~ -• -,:; -.~ :: ... -: -... -• :r • • ~ -• .. • ~ .i ~ ..., .n -r, ., -.~ ..: -... -::i -•• .., JOB ---°'...\-1.:\.1..\ ?-.....1:\.._ __________ _ ·sHEETNO. ----'----'-------...;;i3;..._;_t)_ OF _8 __ 3_· ___ _ SOUTH COAST STRUCTURAL DESIGN CALCULATED BY--------DATE ___ ..;..__ __ LOAD DISTRIBUTION LEVEL ROOF __ 2 __ 1 TOTALS: bx 2 > FI' \0 Fr ____ .Fr SHEARWALL DESIGN: •.;. \1,..~ K __ K. ___ K CHECKED BY---------DATE _____ _ SCALE ____________________ _ wxhx Fx A Vx={Fx/ A) I ~ ~"-+ Fr-K ~~Z:ZK ,t-71 FT2 Cf. f PSF 2'=>1-Fr-K .3.o.sciK ?.So FT2 ~PSF Fr-K K FI'2 PSF --,, G,50, 4 Fr-K K FT2 __ PSF ROOF DIAPHRAGM: WIND 1].UBUTARY AREA, TA =----------= ____ ....:Fr2 (N-S) TA~\x r;'2_f') _ = ,,32.fo Fr2 (E-W) SEISMIC {Vx) WIND, Vx = [ (P x TA)/A] · N-S: cv+ .PSF 8.1.. PSF ~..)...._,c,_. GOVERNS E-W: ~J PSF PSF 2.f;,;_'i~ ""' s... GOVERNS _---:FLOORDIAPHRAGM: WIND TRIBUTARY ARE!\, TA ~I ){ 1 f(l t I ) . . = 3 t-0 Fr2 (N-S) TA= ____ __.. __ = ____ FT2 (E-W) SEISMIC ("xt .. WIND, Vx =· [ (P x TA)/A] N-S: 4~ I! PSF 4.:> PSF E-W: 4, f PSF ___ -.....,;PSF __ ...:.I.:..' ___ .;..;II_GOVERNS · · · · FLOOR DIAPHRAGM: WIND TRIBUTARY AREA, TA=----,--------______ Fr2 (N~S) SEISMIC {Vx) N-S: ____ PSF · . E-W :. --..,.._....:PSF' TA = _________ = ____ FT2 (E-W) WIND, Vx=[(PxTA)/AJ ______ PSF ____ PSF ________ GOVERNS ..... ,:..:;:··' ·. ----' GOVERNS. ----------· ,; . .... -,··1\i: ':, :::-'.::. :-: ... ... • , •• 'J-.:;· Pl!'I.IIJ'elX?.WIYPRf·&i+·i-f#fr&fH¥~#£-r4#·v-t½-Al®*ilf:fflf~lj~g~ ....... ' ..,._ ,,, JOB .... : ____ 9.1-:t~·\~Z....lcil-------------------- SOUTH COAST STRUCTURAL DESIGN SHEET NO.-----,----· _:;!:._/_ OF __.8 __ g ____ _ CALCULATED av _______ DATE ____ _ CHECKED av_. ---------DATE ____ _ ~~-------------"'."--'-=--- Jf=-Flopr Sheanvalls ~JltrL.\-.r-. tr) N-'5 Direction Unit Lateral Load, v = 41. l psf Line \' Tributary Area (This Level): (:~)(.:3'2.) J·a4 ,. sq. ft. Lateral Load ('l1lis Level): . I .S 74 Lbs Lateral Load (Roof Level): ~8/2)(l'-X ~ .-f } +f{1°A)(11 )(,:OJ[ 'o/hJ 2./7a Lbs Lateral Load . Level):---------------------------:-:-Lbs Total Load (All Levels), F: jot ·t Lbs Shearwall Length. L = ~,.s ft. Unit Wall Shear v = FIL :;:: Mi plf Shearwall Type:'_(D_\ .____.___,. ___________ _ Overturnin1: L = _____ ft. v' Okay by Inspection OT MQment =-----------------------------Ft Lbs · Res. Moment= Ft Lbs . Net. Moment= Ft Lbs Uplift= Lbs Hold.own Anchor Type: ----------------------- Line A' . · Tributary Area (11ns Level): ~(_..s2.;..:Vt::.,&.)_(_2+~) __ __._ _____________ _ ~St sq. ft. Lateral Load (This Lewi): . Lateral Load (Roof~J;.-(-';)Vi_l.,..,.)""""(~-,-;(--b-.-2 -, --------------------- Lateral Load ( '-:-:' ' Level): _____ , ------------------------Total Load(All Lfflls), F: _. _____ .....,._ _______________________ _ J5"7t Lbs Jc,;so Lbs Lbs -'f~i+ Lbs Shearwillungtb, L= _____ ...,....,.......,. _____ ,.:.;;.o._.,?:;,.., ft. (~._-::.U-+_cX\0)L.s..31o :: • .s'!1- Unit wan~· 1/!:\'ri = 1':t o plf ~--r ' Shearwill Type. ~ . . · C::J,o -. is• .., • 75 ,,/:. _J)=t.O . .,; ,'s4t J ;so · OYertaniac:· L =-. ...,..... .... _ft. · OT Moment= o c, _ Okay by Jnspectiai ltes.MCXDllit= ~.' (t,.f) f ~L Net.Mommt= Uplift= Jt~ 'l FtLbs G,G,.4 Ft Lbs \\·'2.\ : FtLbs ;l7~1 ·. Lbs Holdown Anchor type: __...\\.-:!>-S!t.....,_, ------------,.----~----- ... ,• . ,·. ',, ;, ,, ' ,-. .. ~,,-·-..... - .... .,_·,.;:.._~-·-~,,,.:;-'( JOB ____ °t..1.:\..i..u,IL,__C\....,_ ________ _ ' Z2-~-l SHEETNO. --------OF _____ _ SOUTH COAST STRUCTURAL DESIGN CALCULATED BY-------DATE ____ _ CHECKED BY-----------DATE ____ _ ·.;. SCA~--------------=- . 'J.~ Floor Shearwalls rJ-!:> Direction Unit Lateral Lo~ v = S. J... psf Line \t2·· Tributacy Area (This Level): ~~)( 2~ j ..21.\ +,.sq.ft. Lateral Load (This Level): .2-4 .. Lbs Lateral Load (Roof Level):---------------------Lbs Lateral Load { Level): . Lbs Total Load (All Levels), F: .i -411 Lbs ,;u, ;5 ft. \QJ plf Shearwall Length, L = Unit Wall Shear, v(D= FIL = ShearwallType: ___ \ . ...__, .. ----------- Overturnin1: L = ___ ft. v(' Okay by Inspection OT Moment =------------------------------Ft Lbs . -~· Moment= Ft Lbs Net. Moment= Ft Lbs Uplift= Lbs Holdown Anchor Type: ------------------------------- Line 4 Tributary Area ('I'his Level): (z ¼)( ~) + l',./1. ) ( t ~) . 41 t sq. ft. Lateral Load (This Level): 3,301.5 Lbs Lateral Load (Roof Level):... _______________________________ Lbs Lateral Load { ':-' .-Level): Lbs Total Load (All~). F: »:;~ Lbs Shearwa1l Length, L = · 1-i . . ft. Unit Wall Shear. v =FIL= .309· pl£ Shearwa1l type:' __ @_<~------------- OT Moment= fao•\l.{; X C\ J · · OYertianiDc: t =-~ . ft. _ Okay by Jnspectiai 1a. Mcmmt = o.~ t6i(c}t-f"" l }Clo..,) 1 t 7J t 712. J · Net. Moment= . . . . . Uplift= \;4"7 FtLbs q 1 l Ft Lbs . \4550 Ft Lbs .J '°' Lbs HoJdown Anchor TYp!: __ v... __ ~" ...... !\,e ________________ _ , . -.. . . ·j,, < 'I~. :·-···--=-- JOa ____ 9.1-'.1..u.J\ 2,:;..C\..i.----------- SOUTH COAST STRUCTURAL DESIGN SHEETN0. ______ .,...... __ 2,._~_ OF 00 ·; CALCULA~·BY _______ DATE----- CHECKED BY --,--------DATE------- ·.;. SCALI: ____________ .,...... ___ _ 2~ Floor Sheanvalls "1-!:> Direction Unit Lateral toad, v = 1!!.. '2.. psf I I tine 7 . Tributary Area (This Level): (~!-/1..)( 2. l-) ~ (3 ½)(..,s) .577"· ~q. ft. Lateral Load (This Level): ,.. ~ Lbs Lateral Load(RoofLevel): _________________________ Lbs Lateral Load · Level): Lbs Total Load (All Levels), F: . 1 \ Lbs Sh~ Length, L = ~ ft. -11c.~ ~~t · Unit Wall Shear, v=F/L= ,cz, plf ,.,.1,-x=-b~ ~-0{2.r.2.s\ : o.~oc::>2.. Sheaxwall T;YPe: -®-· .... · ________________ j-2 0 _ 2.-0 -=-.ss":'·. ~1Jw,o,.:Pilot.J o -• G~·)(Jz.o-+5 ) -s~\.O _r' o.\<.. Overturning: L = <o . ft. _____ Okay by Inspection OT Moment= C1m1..' '£.. ~\ . . {2~2: Ft Lbs Res. Moment= o.aj},lfY~)(~p)t e K-,.11)) [C.] [¥, J . . . ~ ~r:,.:J Ft Lbs Net. .Moment = ________________________ :,.,..9 .... 2"__,Q,__Ft Lbs Uplµl =:= 4, 5i 8 . Lbs Holdown Anchor Type: _ ... HJ>--..8'\:.....,_ _______________________ _ Line $! 3 Tributary~ (This Level): _l.3\ ....... /2 .... ) (.__i_zs )1--~_..,1._.....;;)(~.\0-1-) _.........._ _________ --'--'-~sq. ft. Lateral Load (Ibis Level)~ Lbs Lateral Load (Roof Level): Lbs Lat,eta1 Load { Level): Lbs Total.Load (Ali Levels), F: <4 , Lbs Sbearwall Lenp, L = '41-? ft.. UllitW~ Shear, ~FIL• ~1?) plf Sbearwall Type: -~-2. ..... _____________ __ OYerturniq: L• 7 !. ___ Obyby~on OT Momear • {jfCI J{" J Y. :;_ ) . . i.:Mamel¢= o:C\teY14) t-(1/t.)C 20.01JC-1JL7'zl . Net. Mcment = . . . . . . . Upti:tt• . -~;;no FtLbs o FtLbs \5J;zOFtLbs ,2~ Lbs -HoldownAachorType: -~---~-'4 .... 8~. ------------------- ... • ... ',<-<;'".. I ,. •• ,.... 1,..,. "" i; ,._., :1, ., .. , ~ ~: -:.f""J. --. - • ~-14:' ___,,....~·-... , -~-.. ·----· .--·---.. --·· ·--··"4'-·-·N ... -··--------· -·-•. -... ~ -·,-_ .. _. _______ ... JCS·----· _C\"'-~...t..l..\ °2..:;;....:9i..---------- SHE:TN0. _________ g_~ ___ CF _(3 ___ 3 ___ _ SOUTH COAST STRUCTURAL DESIGN CALC:JL.ATI:0 av-------uA-ra ----- CHEC'.<EO SY--------:)Ail:----- SC~CS---------------- ~ _ Floor Shearwalls E"--N Direction Unit Later.al Loa~ V = B. "l... psf ~e -~ . A Tributary Area (This Level): ~ "-12)( 2-) US 2.. .. sq. ft. Lateral Load (This Level): ..'.20<o<o Lbs Lateral t0ad (Roof Level): ____________ .....,.. _________ Lbs ~ Load ,_ ___ Level): Lbs Total Load (All Levels), F: ..lo<o Lbs Shearwall Len~ L = 5 ft. Unit Wall .Shear, v = F:L = + I.;> plf Shearwail Type: ....;@_3.__ __ ..;..,-____________ _ OT Moment= (4l3>:is °') . . _ . . . Overturning: L = i ft. _ Okay by Tnspection ~-Moinem = Offi. e w O) + ~ )b,si ,o)l l S] [ !t''l.] Net. Moment = . . - Uplift= '!.seg Ft Lbs o"7 _Ft lbs I (.5\ :> Ft Lbs .330:!> Lbs HoldownAnchorType: __ N ....... ~ ..... 'Q.._ _________________ __ ~ .&,D{ F . Tributary Area (1]us tavel): (~8/~s)+-(2 ·v2, x.,<.) 2 .2.~ sq. ft. Lateral Load (This Level)!' -. · s92,o Lbs Lareral Load(Rocflavel): -----------------~----Lbs Lareral Load C Lavel): Lbs Tcial Load (All Lewls), F: .S\2,,Q Lbs SJie:irwa11 Leap, L • ')...c ft. Umt wan Shear, ~FIL -,?<\ <,;_ plf · Sbarwall Type: _~,_2.__ ____________ _ \~:~, :~~ \ Q.3\ 2. Ft Lbs L-'2., Z.. Lbs .....,!. -.-.. -···r -....--.-.... ---... --• ------· .. ---··-·-·---··-··-· -·. -.. ______ ... ·-----·---__ .. ·JcB·--....13 ..... 9.u_\-=L .... C\......,_ ____ .,..._ ,,_ _____ _ SOUTH COAST STRUCTURAL DESIGN .,___ ____ ___. __ ,_.;.z_--6 ___ ~F~ ..... -__ : _l ------SHE:i NO. ..... _ _ C.U.C:JL,m:O av __ ..........;. ____ OAiE ____ _ CHEC'.<EO av--------------:lAiE ----- S~l,S------------------ · ,-.. Floor Sheanvalls E-W Dire(tion Unit Lateral Load, v =-8. :l psf ~~.Ja~Le~l): t~2x2~')+0$/y(\4) ~~/2.)\2.~) 77t. .-.s~. ft. Lateral Load (This Level): · · C-3 ~ 7 Lbs Lateral Load (Roof Level): (2'"/i. )(2~X C\ .+) 3-4,2..· Lbs Lateral Load· _ Level):----____ ----------------Lbs TQtal Load (All Levels), F: d:\1~c; Lbs Shearwail Length. L = b ft. Unit Wall Shear, v = FIL = . _Ce\ \ plf Shear,wall Type:_© _________________ _ Overturning: L = _ .S . ft. · _ Okay by Inspection OT Moment = ~ \\ )( s )_{_ °'\ J . . . .n-174 Ft Lbs Res. ~!omem = o .Cf t~)C-, .o)t0h )(2«>:o)J [.SJ [ .Sh_] . · \ \.SC\ f,; Lbs Net. Moment= . 2 G.~ \ .S Ft Lbs Uplift= .s '2.<..3 Lbs Holdown Anchor Type: .... -_'n!)'-=-'8_tat-___________________ _ -I.me .:r . TributuyAxea (This uvel): ~YL)( le)+~ )C 1~ )t ~~l.X\-t) ~IS Latma1 toad (This Lsvel): ... -;----,..---------------------~::..... Larmal Load (Rcoflavel): -------------------------------Lateral Load ( Lave!): _____________________ _ ..SOw8 Total Load (All Lewls), F: ,Shearwa11 Length, L • ------,-(.-. 5 .... _ -ft.------------------~~ VmtWd Shear, ~F,'L • ,307 plf . ShearwaJl Type:._~_'l,__ ___________ ~ ,5eto4:) ~: L • ,.s .ft. ~ Oby by mspecticn 'OT:Momeat• [.lo1Xs x~) . \.!ic!:32.Z. FtLbs Ra. Mommt • ii.,C (°I) ( li..o )t(aJ,xlQ O )J[sJ[ 1h] . ft Lbs Net. Moma:=--Ft Lbs t:pli:il: • Lbs &JdawJ1 Anchor Type: _ _.\-\f ...... A..,.'t\_$) __ 2._.,2..__ ____________ ~_ .. : : . .f. sq. ft. Lbs Lbs Lbs Lbs ~-~--· ... ,, --------.. ·---··· .. ___ -....... ·-·--·--·· .... -··-·-·----···-··-·_ -·. --. -·-.... - SOUTH COAST STRUCTURAL DESl~N . \':="= Floor Shearwalls 9.:.,s,. Direction Unit Lateral Load, v =-4. 7 . psf JCS·---5.J.C\....:..i.\ .::2"""'0\'------------- SHESTNO. -------~_{()_ OF ..... 63=,'----- CALC'JLATEO av-------iJAiE -------- CH~.<EO BY ________ OAiE ____ _ SCAL=--------------------- ·Line \ & Z.. Triburary Area (This Level): (,~lz)C2') ::?34 ··~q. ft. Lateral Load (This Lavel): \ O°t9 Lbs Lateral Load (RoofLavel): ~ \ Lbs Lateral Load ___ Level): _________________________ Lbs Total Load (All Lavels), F: 5 \ \ Lbs Shearwall Les,.gth. L = 2."'1 .5 ft. Unit Wall Shear, v = F/L =. \ 4;. · pJf Shearwall Type: _(D _________ ------- Overturning: L = ____ ft. ~ Okay by Jnspection OT Moment=--------------------------------F! Lbs Res. Moment = . Ft Lbs Net. Moment = . Ft Lbs Uplift = . Lbs Holdawn:Anc:horType: ------------------------- Lme .3 t ..!:> TributaryArea(Thjslevel): . 0"ty(l.c.)i--(z"Yi.)(~~)-\-€o)(vo.) C-\8 sq. ft. Lateral Load (This Level); • lcita s Lbs Lateral Load ~~I): J.! ,,s Lbs LateralLoad < · I.Ml): __ ..,.... _______________________ Lbs TOQI Lead {All Lawis), F: ~~oo Lbs SbmwaJl r.sm. L • ..io fl trait Wall Shear, ~ FIL • ,3 \ 5. plf SbmwaJl Type: '"'!".'¢1-::i'--------~------- . -.. -.. ~* : .--·' . ._:. \.·.~--....... ·~ .. ·-' .... :-~.~ ... ~ ..... ,. ., __ :,:._ .. · .. ·,-~~--··· .~,, ·, .·· . . .. ... ---·· .....___ JO~ ----~S...1<-t...1\..!:'2.:....'1.\.-..---------- SOUTH COAST STRUCTURAL DESIGN SHEET NO. __________ 27_.___ OF~--"-=--~-~ --- CALCULATI:D SY-----,----OATE -------- CHECKED SY ________ .OATE ----- SCiU ------,,------------- \ ,., Floor Shearwalls N-~ Direction Unit Lateral Load, v == i . i psf · Lme . ~ . - Tributary Area (This Level): ...:Q:...;2 Y,:.:.:?)~l ~~~-1-) ..i..t...=.~....:2/;-=2..;:,..) ~l).....:..,..,_) __ ____, ____________ __,;:~::.:.'2 ........ Q ''sq. ft. Lateral Load (This Level): . Io Lbs Lateral Load (Roof Level): · · · Lbs Lateral Load . Level): Lbs· Total Load (All Levels), F: ~ \ c:) Lbs Shearwall Length, L = _____________ ....._ft. Unit Wall Shear, v = F/L = ,,$ 17 plf Shearwall Type:...:©--,..._.---·----·--------- Overturning: L = <o ft. _ Okay by Inspection OT.Moment= {sm{k_\( <\l. . . . . Ra. Moment= Q.C:lL6)(1.§5 t \ 0h )(\$. o )l [GJ [ %] . . . Net. Moment.= . Uplift~ ~'~~e _ Ft Lbs .2.l. Ft Lbs o?S'ztl.. FtLbs ~2.eo. Lbs Holdown Anchor Type:. __ ij1.11J>~"2-.ft...a.._ _________________ _ LiDe ~49 'rributaiy Alea (This Level): (3½_)(.i,) 4,;>2. sq. ft. Lateral Load (This 1'wQ; ~-----------------------------Lbs . Lateral Load (Roof LeveiJ: -Lbs . Lat.ma1 Load C . Lewl): Lbs Toral Lead (Ali Lewis), F: f,Q8 I Lbs ShmwallLength, ta 20.s ft. tJmt Wall Shear. v •FIL• . ,a? C\1: plf ShearwaJI Type:' __ @_~-------------~----........ Owrtarniaa: L =-.S ft. _ Oby by Jnspectiai :.: -=-~~l ~~5tl~IB1\t1(l O )J ts JC ~zJ ·.Net.Mammt• . . .. tJ'plif1::s l3~FtLbs ~'2,Q .Ft Lbs cl', 7 ..S Ft Lbs I Lbs .HoJdawn Anchor Type: ____ H..:.!/i.;.;.:i/rlt:....9~2 ... 2,,-----------.,....,..------------- , --, -. .·, .. -·_.: . . ', ·. .. .. ~ ; ~ -. . i I .. .. ..,_ • • ,, • • .. > .-;_.:::-• " • • .,. • -• .. .. • • -, . ,. : -. . _, -· -· ,.·.. . :~·-··· ••• ~'I-•••• •"!"" •• --........... -' --··--·-----.. ··:--·-----·-··_..~ -··-- JOB-------~1.-~~\2...._C\ ___________ _ -NO 2B OF o.8 _; ~-· ·----------------SOUTH COAST STRIJCTURAL DESIGN CALCULATEOSV -------CATE ____ _ CHECKED av .... · __________ CATE------- SCA~ ---------------- \.tir Floor Shearwalls .. E~W · Direction ··· Unit Lateral Load, v =-:1 · 1 psf Line · A-1C... t 'F · Tributary Area (This Level): e:11z x~ j .5 °4 ,. sq. ft. Lateral Load (This Level): . -2~ ~ = Lbs Lateral Load (Roof Level): h.o<:.'=>) ~ (i·=u,)( ct,s_) s ~,~ Lbs Lateral Load ,._ __ Level):--------------------------Lbs Total Load (All Levels), F: 5 )ro I Lbs Shearwall Length. L = Jo,.s ft. Unit Wall Shear v = F /L = \ :t\ plf ShearwallJ'ype:' __ (D_\.__ __________ ........,_ Overturnin1: L = ____ ft. v' Okay by ~ection · OT Moment = Ft Lbs ----------.-,..----------------Res. Momem = Ft Lbs Net. Moment= Ft Lbs .. Uplift = Lbs Holdown Anchor Type: ___________________ ......,._ .1.me ~ A-P T®UtarY .~ (This Level): _(\¥;.._.2~'f._....3G......,) ________________ ~_ Lateral Load (This Level):~--~-----------------------...-..- J24 .. Lateral Load (RoofUvel): ..... fl:~"'l_.St.....,)( .... , __ ~ __ . -s~) _____________ .........,~..,... .. :;I..aim:al LQad ( Level):------------------------ ;;;; I\ I ~'i'.,TotalLaad (All Levels), F: ------------------1....:..:..::.....-. ,• SbearwaJl Length, t • l7, 2 1t. . ~ tTmt Wall Shear, v = FIL = 34'1 plf . :' Sheaiwall Type:_@_. _________ ......,. ......... ...,....... _ Okay by Tnspecticm · ~~~~~-t,,:,~--~-----t"---=-.=---""""""-----..:...-Ft Lbs -~...,w. ........... .-..--.--...-..~~-=----'-"---=;.;::.,,,i---~-----'---=-FtL~ ---------~--------------"""'-='~_Ft Lbs -----~~------.....-__, _______________ Lbs "-fl\~12.. sq. 1t. Lbs Lbs Lbs Lbs .... " ·.... .. . . -. · .. ---•' -,.. . .... ' .... . . . .-..,,. ~ ..::--.. .,. ,. . .. fl i ~ ---------~-------.. ~' .. -··----... ' -'-. :-· . ____ .:;..•·-..;;.-·--· _..:;...··~'\·,:: _..;;;:::r;:~?-4'.,r:..:Z.~}9:"'t-""~- ,., -.. .,, .............. ·-. ·---...... -~ ................... ----··· ,-. ,. SOUTH COAST STRUCTURAL DESIGN .... ----·~----·------ JOB _______ 9L-:9..1..\u2._9+------------- SHEET NO. -------------__;:w:;;..· .;..._ OF _06 ___ . ____ _ CALCULATED BY--------CATE------ CHECl<EO·ey ---------·OATE----....,...- SC.;L: ----------.-------------- DETAILS I SIIEARWALL SCHEDULE ! ,. SYMBOL ...... IIA.~ANAD.JNGD~ON BILL A1TACBMENT . IIIEARTRANSRR IPU'J • 'l~BOLTIJ ' . 0 ,.1UCCOJ_,..,. .. ,.-o ~ 118' PIA AB. • -48' or:;. .. QH:N( fLM'IEfl ,... THICK NO •• CiMIGE 1-112' L.Oki w• LEG • 6 1 o.c.. 0 ,. .. w• eo>c ,._ 'nlOQ> 1111d • •·. a• o.c. 118' PIA,. AB. • J6' 0.C. © JN H' CD>c ,._'nlOQ> 1111d • .f', a• o.c. &/8' PIA AB. • 2-4' O.C. © .. H' alJIIICT t·A.lllOOD..., •, •• a• c,r:;. &le' PIA AB. • .. , or:;. · tN"f'LE6 TO J>C """1tti At·NOtED l!IS.Ol!I' . -. 0 H' 61'IICI' I R. lllOOD IWd • 2', D' O.C. 1111' PIA AB. •· 16' .O.C. . ,,. t#ft.P TO J>C fllW1Mi A6 Ha1B> ea.ow '~-~ ~--HOta? ea.oiw .. 112• alJIICT I FL~ 1111111c1 • 2•,.a• o.c. 0 . . &18' PIA AA• 16':o.c.. .,. . (Al"fl.lE6 TO J>C ~ Al H011:0 ee&.OIW llf'ECIAL 111iW1:N R:Q'P.AI ~ -0,W 0 112• alJIICT I fiL 'YIIOCP IWld • 2•, a• o.c.. ' DV · tN'f!LiED 1d eonf· IIDE6 QI UW.L.J -~=:..~~~=e:t:, ' 811L\llWALL ICDDUI.& SOOl'Non.81 U ..__,_..._.MALL -....,.._., DNC:11-Y TO 6111> P11W1M1 • 16' OG. .2J AU. fL l'IIOOD fl.AHEL EDC5iEI ~ eEl!!ILOCICED ill.I 2><· 1!!11..oc:t<m lti 518' PIA AA • .e• o.c.. tH.ALt•l.AGIJ 16d •••o.c.. 16d • ••-or:;. 16d .... o.c. 16d • J' or:;. ,,,,. >c •· LAG& • •· ·or:;. CITAGGEJoEI> TO .f>c eLK~ ,,.. ><·•· LAG& •·•· or:;. t6T NiCiEFiEP TO -4>< eLK~J w• ><-•· LAG& • s• or:;. . '6TAG6Ef8> TO -4>< el.K~J. JJ ~ ttore 1IW& QI! WfltlCM. 19.fll:L It JE!GHI' MW.1-MAYE El~~ OR.~ia«AL IT~le) ~ICED JOffll._ .fl f'flOVIPI! 112' Nit. l!l:1Gf! P•T.tNCa l'Ol'·MJ. fL'rllOOI) EPGE· MAILIICi. . . IJ G'M.Y c:cJ11Qt NM.I NI! T01!11! UIEP fCJR ~ fL l'1IIOCiD ~THNG ATTACH-ENT. 6J NAIL·--UU. 'Q.lffa> ~· 0111 'INCl:R' NALi NI! NOi' M:CEPl'Ael.E. ,a.re, A3I. »· o.c.. A9. la;' o.c. AB• 12' Ot:.. A1& ••• o.c. Ll"l'-4 • e• o,:;. Ll"l'-4 • e• o.c.. Ll"l'-4 • .6 • or:;. 1J AL eQ.T H0U!6 TO III QIII I fl> 11W t1ll TO 1116' MAX. avs,;talJEP. ' eJ \Ill! D,OW A6 Plft If ........ 'ffl!A'IIS> 11.L ,V.1E6. EHGiN:ER TO 1!E NOrFEP FOR FEPE&IGH P on-ER eF'ECIE6 IU ,V.1E6 NIE ueeD OR NE flAl'ff QI l>CIITN l!IIIJ>Mi. IJ A*:MOR DQ.TI twT III I!' l!IE00EP t_tttl tffO tl!U ~ 11-811 HAR IIWJ.6 NE to ee ATTAa-EP TO tl:IIIFOOTNG6. Ef'OX1' ~==:.~,~~=-A~~,r>~~,J:=~,.ICHDWSUetki, .. , f'OIN>A~ MbkM DQ.TI It AL ~IIIAU.6 e.wJ. "4'111! ~ •t/81 fLAlE IJAM:M IH:)ER EAa4 Kif. ''nl! Mll'I 1"41.L l!5E 'flGH1Bl!I) ... , flfl0R TO QM!IIIINlli 'M! IIIALL FIIAHIII. . .. IJ 61\ICCO Al)}Ofl ~ \fH:1!11 OWR A rL l1tJOC HM MJ. eHALl. !II! ILl4'fEllif'800FED IV A MK QI m LAY.EN QI e Lei. l'ELT flAf'ER. fU P1Ut'tM1 AT rall).I.TIQt IU. fl.A1H Al> AL FIIAHtri ~ ~IYIIGEPGE NAILING FAa1 Al!IUTJING PANEl.6 eHAlJ. eE J·NCH HCttit\l.. OR 1MICl(ER. AL K.L l'LA11!6 Al> PL'YltXX> JOINr NAILtleit etWJ. l!5E 6TAGGE!liED. Ill IIBe fl.l'IIIOOP ·,-.-u ·AIE .lffl.l:D a& ISOnl F.tQ:6 a: lJE A WALL. ftl\lk)OP PA>a JoNT6 IMALL ocaR AT J>C HCt1tW. OR '1lll0CER FRNfflG M=I w=mA PNEL JON1I Qt EAQf el'I! QI IIIALL 5IALL l!5E ITAGGERED. . I -., ~ ( :,,J !!I ::a ccn !lg C-1 ~:c ,-n 0~ Cl~ -G) z 2 ~ ! h ! ; ~ ~' ~ < ; .,, ) ' ,. ,! i i I ·~ I 11 a ~ ~ ~ iii I~ ! ! '' , · l ·i· ~ l . U(~,~~¥ffl1~?:;s .. sJt~:;: __ :'.: .. 2~r~gm~~~ ~--··-. "'':"'-~···· --..... -...... -·"'• .. --·-··--.. ·-·----.. -. -·-· ......... _.__ .. __ . . ---... .... . . . .... ··-. . SOUTH COAST STRUCTURAL DESIGN FRAMING N·OTES I. Roof sheathing shall be: JOB_-JC'fl...l:lu.../:;.2..,_o/ __________ _ SHE!:TNO. ________ 83 __ OF ...:a9i=...-:~=------ C\U:ULATED BY--------DATE------ :l-'ECXED BY---------CATE------ s:~ -----------------.--- • 1/2'' plywood exposure· I, index .24/0 • 8d common nails @ 6" o.c., B·.x · • 8d common nails@ 1.2" 0.\:., F:?-,;. B.N. applies ~o all supported plywodd edges ·at: • plywood edges •· perimeter walls ·• shear walls 2. Floor sheathing shall be:. . 23/32" A.P .• .:\. rated STURD-I-FLOOR, T&G, :4" o.c.span rating, exposure I. • 1/2" plywood e.'<posure I; index 24/0 • 10d common nails@· 6'·' o.c .• B,);, • 10d commcm nails@. IO" o.c., F.X B.N. applies to all supported plywood edges at: • plywood edges · • perimeter walls • shear walls 1/ , t •• 1..• ~ , ... ;-.-.. ~ ':,~. ', • : _;;, I / • I•• ~ ' . ----···---. --------. • COMMERCIAL;;t/, :RE-SIDENTIAL • , . ' : ·.' ' : . -.. ' : -. -- . ' -. •ROOM AD:DITiONS• -.: ,: ~·. -· -.. 1: -. • COMPE.TITtvE PRICES• . . • FREE AND PROMPT ES-TIMATES~ ~ ; .. · R -. ,,, ,_; _; ' ' -. . ~ . ---·:,_:r -·-· r-· - . -~ -- , .. ' • • Specializing in roof and floor trusse·s 2847 INDUSTRY STREET OCEANSIDE;CA.~--92054·-· OJrfl(5:S5 (760) 722 -769-6 --... . . ·--------·. --------·-. FAX (760) 722-0438 ICBO # AA--513 .. ., '" ~NV001DNALI ,lRUClURAL 1RUSS, INC. CERTIFIED INSPECTION ;:· Cl.ISi -...,...Ab __ b~~:ev-1a-ti-on_s ___ l .ICBO IAA-513 IN STRICT ACCOOOANCE NITH UBC 25-17 PREFABRICATED 18 OCT, 1999 Cd).,::_~ · Lev-el Return · Stub T~uss __ . ...,......------------ :=E$S . ,_456 LA COSTA AVE CAII .. SBAll 4/12 2/12 PllCH 2x4 TOP CHORD . TILE RDIF SHEAR 00 BLOCK 6.51 HEELS &xB lAlLS BY OTHERS; Seal,~ o. 121s•· ... ~ E DTI. Description _.,... 5 k SC SB 1 A: SC SB 1 A: SC SB SD 1 k S6 SB 3 A: SC SB 1 A: SC SB SD 6 B: 1R SC LR SB 2 B: 1R SC LR ~ 1 B: lR SC LR SB 1 B: lR SC LR SB SD 6 B: TR: 1 B: lR .SB 1 B: TR SD_ 1 B:TRSBSD 10 C: SC SB CSD 1 C: SC SB SD CS& 1 C: S6 SB ' Detail ----....._ 788684 788681 788684 SCl SABLE 788682 788682 789517 SCJ FURFIIN6 · 789518 SCl FURRlNG 789517 SCl FURRlNG 788687 SCl FURRINS 788686 788685 788686 788685 788683 788683 sc1· GABLE CllaJl"lllat lcJ ~ JIit. _.7- . ~. CampuTru.~t loc.· WARNINGS: . 1. · Re;,td af('General Notes and Warnings befote c:onslrudion of trusses. . 2. Builder and erection contractor should be advised of all General Notes and warnings before construction conanences, 3. 1x3 compression web bracing must be installed where shown +. 4. All lateral . force resisting elements such as tempora,y and permanent bracing. must be designed and provided by designer ofoomplete .structure. CompuTrus as!-umes no responsibil- ity for such bracing. . · 5. No load should be~ to any component until after all bracing and-~ .are-complete •. and atno time should any loads gmater than design loa4s.be applied tr;, any ~ . 6~ CompllTrus has no control over and assumes no ;esponsibility fOf the fabrication. handling. shipmentandffltllationd~ -. 7_ This design is furnished scd>ject to~ imitations on truss designs set bth by the Truss Plate fnstitute-in •araang Wood Trusses, HIB-91·. a copy of which Wlll be furnished by CornpuTrus upon request GENERAL NOTES; unless otherwise noted: · . 1.. Design to support loads as shown. .,.. L@· Oesi9n assumes the top and bottom chords to ~ laterally ~ at 2·-0· o.c.and at 12·-0· o.c. . respectively. 3. 2x4 Impact bridging or lateral bracing recommended where shown :+-+ 4. lnstaUation of truss is the responsibiiity of the respective contrador. . 5. -Design assumes trusses are to be used in a non-corrosive environment, and are for •dry condition· of use. 6. ~h assumes full bearing at all supportS shown, $him-Of wedge if necessary. 7. Oesigri asst1mes adequate drainage is provided. ~-Plates shall be located on both faces of truss, and placed so. their center lines coincide with joint .center lines. 9. Digits indicate size .of plate in inches. 10. For basicdesign values of the CompuTrus Plate, indicated by the prefix ·c·, see 1.C.B.O. RR. 4211 11. The CompuTrus Net Section· Plate is indicated by the prefix ·cw, the designator (18) indicates 18 ga. material is used. All others are 20 ga, General Notes: ._,_ ___ @ Bracing to top and bottom chords not required. provided top chord has sheathing and bottom chord has dry wall. 111111 ft;.7:5 -lr.5'. A5 ~ LUMBER SPECIFICATIONS SilE SPECIE: GRADE . PANE\. ts) TOP CtlOADS: 2x 4 OF ,2 ,. l'l BOTTOM CHO!lOS: 2JC .. llF 12 !· 5 \tEBS~ ,2,c 4 OF 12 l•ID 11.1111111111·11 TRUSS SPAN i?6 • • 6.oo• LOJO OURAiJON INCRE.._SE • i .~ . SPAt£0 .2~.o• O.C. LOADDIG 1.l ( 16.0J•DL [ t,4.0) ON TOP Dt0RO.. 30.0 PSF DI. ON BOTTCH atoRII "' 10,0 PSF• TQTAl ~DAO• <IO.O PSF• ll5 PSf' IIEDUCJ [DN TAKEN ON 80TTOM CflORD; AXJ At STRESS ON!. Y. ANSI/lPI f I• -3360 r ~ -3211~ T 3•. •i?838 T 4• •f979 T '5--!Hie T 6• -1188' w·r • S1NGt£. fll;MBEA FOFUS. 4MflGO et• 3'1A~ If , •. -2 N 8,. 8 2• 3037 tr 2• t28 M 7• 8 l• ~,453 I'.' l• -36! N .B~ e ,e. 17-lD N ,,. 4131 N 9• B '5• 0 N !5• -6•3 NtO• 932 ttlGHT • 923 BEARtNB AREA Fl£0UJREO CSO. INJ C .. c- ~&I~ _-8971" J.17 ... , 10141· " -898 C ,._ ,._ .:, ~ TC Ull:AAL SIJPPORT <• ~·oc. UON. BC Ul~AL SUPPORT <• 1.2•oc. LION. JOINT f 1.49 CJF / 2 .30 IF / li? .19 SPF" 1' 12 4.00~ ~-00~ 7f C-4x4.3 -4. , •. JOINT fZ 1.48 OF / 2.28 HF' /· l?. t'1 'SPF 5-00-P.D 12 -.;:;;:::J4.00 '( MA~ LL ·DEFL • •.!81• • 9 l/240 • 1.296• MAX rL tlEFL • • .• 394 • I 9 l/190 • I . 12e· ~ ~ ;J STRUCTUf1AL TRUSS INO, CERTIFIED INSPECTION . -· 10B0 IAA-513 c 31~ IN S1'RICT ACCORDANCE MAX HORlZ. U. DEFL • .IM• 112 . MAX HOAJZ. ll DEFL • .!41• 112 {.lt1te1ge ·regutred at heel ·rs}] a, C> ~ r:, 51:•le: 1/4· I, r JOB NAME: STR\JCTtlAAL FESS .-:::::,2.00 12 21-06-0-0 -. -----26-06-00 --·-_ .. ·c-1.,12,s 2.0012 .),.....__. 5-0O-DO L .,. I, r • WITH.USC 25-17 'm l'AEFABRICATED . i 0 ! -a-.lN~ ... ..,,-.....,,,,_nMcd:, I, ,._,.,._,...N __ ........,....._ __ ,_ I. 0.gnte.,,..,,,lelllhlftft-. Da•lgn confal'IIS to UBC-97· Aflftr~ -l.07 Ult •If' OAT£: !0/13,12 999 DES. ev: lJ SEO.: 788684 2, Milw ___ __. .. .....,.1,.___ 2. DNlif:!_1.,_C.. ,lf,dht=:!.:f,Nlw • btiMer ..... and.at ............. ......-----.· 2'-0 •.c..,. .. ,a--o-.. c. ~i • . :1. 112 ______ .. ...,. ___ 1 3, 2,c4.,,,.,tc\bfN .... Otf_i,l.,..ocfnwNWll-iil.l .. ,,....,. .... _ I • • ... ht.it ..... ., .... ,. .... -~I'_,_,...,,. __ , __ ... 4.. ,.,_._~--.-.. ...,._,-__.......,._ s. Dc~•..,,.,..11Uinn_toh.-.1n:,u--co,,....,. ... w,.•111Nn1. =--=:~~";Z"'...:~-.... 11. =.::::..:=~~"~ . ...;..,,., _____ .,., ..... ___ .. ..,...._..., _____ ............. 7 ~,--,-. ...~ •. -v,1- ,._~.....-.~--·--....,-..--....... a: lft':~W •• '"'C~ ...... rrr..:.r,_ • ..,Iii...,, • ..,.,,,... _ .. ..,. .. 1-___ . -. . lfr,u,Nfllc:I* Ml!lft....,_,."-, • ._ ~,__ ...... ._...,. """'11" _ __,,,,_Clta, •. ~IJ't•lndl-•lze«t Fhf!l lnllldNit • .....,_,._,,.__,....,__.~_.___ 10. for 'INllled•-•-.,..•I 0.CN1'U.tNSPl_ ......,.i,y..,_ pr1ltx 7. --....,. •• _.....,. .. ..,._.,.-......, ..... -c·.••••.c.a:0.11.,-..-211. · · : • ...,.,.u,. .. .,.. ,._1,-.cc,""':.. e:,11t •tr.,,,.,,.,.,. .,..,_,,... __ .,.....,. __ ... ., .... _.,..r 11,thac~as.ctionPlai.la-~utNlwlM..,114nc'Ctr..,.,_ :,I _ .. _ _....a,w~-...,.... t-,rM{• c11, ....... -1a.9 •. or, .. ffNll•~.Mot""'--,o,.. ···-··-.. -· ... _ C' § .., C ;;;, C C, \,L C. "' I ,._, .r,-,._, ..... 0 ·c:- :.!' 1!f ("Y '-'· . = M: ...., .• u ' u: 1111111111 F£55-,4.9)3 .1.111111101 C ! ii ~ ~ lUMIIEA SPECIFICAT[DNS SJ.ZE SPECIE GRADE PANEL fS) IOP CffORl)S: 2x oil OF' 12 ,-3 eonoM CIIOAOS: 2X" PF ,a 1-3 llEBS: 211 ii DF 12 1-., TC LATERAL StJPPORT <• 12•oc. UDN. TfflJSS SPAN 13' -8 .oo• lOAD OUPUION INCAEASE -1.2!1 SPACEO 24.0" o.c. LilADil'IG U ( 18.0)-+Dt.( 1 ... ot ON TOP CIIORO • 30,0 PS,· DL ON BOTTON CttiJRO • · 20.0· PSF1 TOJAL tOAD • -40,0 PSF1 N5 PSf' AEOUCTION TAKEM °'4· BDTTOK CHURO. A~[AL SlRESS ONLY. ANSI/TPI T 1• I 2,. r :,. LEFT• SINGLE MEHBal FORCt:S -231 at· o ., ,~ •399 B 2• 222 tr 2• ·399· ·B 3• 0 tr 3• " ... If S• 1t S• ... 7• 4180 RIGHT• ~ c-. '---r -•n . '416 ~ -3415. " t63 ·.· "- -u~ r ~ -417 -.<1sa ~ _, :;i:, ·<117 :s; oc UTl:OAL SUPPORT <• 1?MOC. U11N. BENIING AREA REOOIREO rsa. [NJ f P"Jr· 'r a, 'r N 8-08-00 j2 4.ooi::;:;:;- -=::12.00 12 1 . . c,.,1x4,3 4 ~· 5-00--00 ----1( ~4.00 2 . 00 i::::::-. 12 }-----J, L J,.._ 0-08-00 ----_ 5-00-~~------} Seal&: U.ot• JOB NM£: STRUCIOOAL FESS OAT£: 10/13/1999 DES. BY: l.J SEO.: 788681 13-08-00 W-G«: I. -.. Q----.... W...,.,....._ __ ....... •'1NOI .. , 1 ........... ,r __ ......,,. •• _.,_ .. __ 111 .... -,.,_,. ... ,,,.__. __ :1. 1>:a-,-,1_,,.,........,._.,_..., • ..,. ........ ,.,_ .. n •· .. ,., ..... --~----~-.--.......... -···....,,._-., ..... 1,y........, .. ....,ict. .. _..._ c • ....,.._._ .. ",,.""""'""""':hl'.-IIN...._ •• ll•loo#-·h ............ ____ 11 .. • ._.. .... ,.., ___ ............. oi.--... -,.,... .. 11,.,-., ............. i. .. .,--. •· o...,..._.__~---.,.~o ..... ,_,,......_~ ... ~ttf~, ,. 11t11, ...... ,..._....,__.,. ___ ,-~ .......... r-.... ~,, ... ,.,.._. Plol•-h'11n1 .... W_f_, 1111,:,r, a-,•• J'O[HT· 5 • 77 CF / L ta •F I t . t3 SPf' JOINT B • 7& DF / 2. tB HF / I. 12 SPF MAX LL DER.• •.007" I 7 L/2.CD • ,65"• HAX TL DEF't. • -.Ot5" I 7 L/1111l • ,872• MAX HORIZ. l:.L Dt:FL • · .00 ... • 8 MAX HORlZ. TL bUL • .009• tt 8 a:, o· RUs&INN• :tUt\A'-\pECTIO i Q I 1 . . 4TI . S'ff\~IFIED )r,_Mi1iANCE ,--~ ce . ,cao ,..ceoR 11 I j) IN ST~if~eo ~~.· . .-:. pftEf1' £'~ &~ o._.a N0t:••, ~ ~,..,;. • ...,tt,,i: Das1gn confor111a to UliC-97 AnVer: i . 07 (tlf ··If 1. Offfgn ,., Wl>fl•lt loMI• • """""'· 2, Opl11n""""'"" tlw,1'01!.,.. ""11olft~l-o,.,,,t1,babt11.ily ~-••l 2 -0 D,Co .... a\• 12 'sCJi• D,C,; -,-,.,. 3, 2>c4 l!ftp•CI biid9i"9 ff., .... ~ bl IOCfNI , • .,_,.,,..,,.., Whale lho-4 I 4. tna1.H.iion .r .,,_ ia Iha ,_l!Aly ot tlle ruPKflv• .,.,..,_,, !t. 0••91 •....,_ l--•• bo 11-ir> • _....,.,, .. ,.., erwlr.....,.ant. llfr#arel., •c1t,condl1i'"\'~.•t ..... a. o-.·•--•fultbitffq,ae 1Nau,pe,1i~hlwn. Stliln., wedfa.r ,,.,,. .. ..,. . " ' ,. D~flli!!lffllll •1111--~isttat'llld. · 1. =-~IID~•ilon6oi!h~onot 111.tn, ..... pf.OCNft ~-r:,tor I ....... .,_. • ...,, ,~ .. If•~'" · .,.,. ,. ... ,,..,,, I. q,g11:"lndlcate':=~.,:;, . -10. fot •.ic1..._v.._ or.tti. ContP111t11a Pl-.. indlc.ie,t bf thll 19tafuc c • .... .c.tr;o, A.ft. <1211,_. I 1, The c~,.,. tlet S..thrn n•t• • lndicalaot w·.,. Pl•fl• ·•c,r. ,,,. !lfNlgn1t.1, £11t rndlc,M• .te i•• maint.-la.,..., AH o1htrli •r• 2<> ga, ,....,, •••• ........,....,c.~,...,_,. _____ ,, ________ _ c-· ~ $ -c: C: :;,c C '-'· -.c. c:::: -..:: I v.: ..... ....... .. ~, oc = -~ .,, o;; (.,.;, C':.::-.. ,o ·:t• "=> ,, .... ., f t{f··,);,i:: +·'1''•it ,i, --_. . . :I" ~n1111 111111i111 : : _· .·;:.tl~' ;~l: '. i ••••• : :·~: :: •• • • • • • • • · 9. ·::' !~: · , ' . I amnu"'R'-us Inc. ·i·.,J' f. I ' r. ' '.,':i ·. j'Man~t eturlng •Engineering• Computer Systems ., .. -~_..,... ____________ ___, } ' . I ., ~ ~ lit: ·<r. . · :,;.~· ·.\: '. ... LU~e~ sPec1r=1cAr10Ns: -Ji: )) ! . ~:itfg:o~iH~~~ :;j ,.,i,·+ .. · .. :,r· :. ? . :i1J •· 1 . . -~,-. ; .. ,.;·-. ·:1·· --··i· .. j. . : .: : .:. . C-ix4.3 ;":i,: r·j i :·,· .. :j ;L.---rrr,...... :\l: l+ ,, l · 1 :-.~ f . s _.,.i: I· ':-_, ·. ~i '. .. ~. ·· .... ADO-ON SAME SIZE AND GRADE AS TOP.-CHORD WITH 18dNAILSAT12"0,C. ADD·ON SPLICE TO OCCUR AT PANEL POINTS-WITH "CLUSTERS 2 •1td·NAILS r OUTLOOKERS PER DETAIL (1/-4" MAX. OVERSIZE CUT} 1111111 11111 IIIII IIIII IIIII IIIII IIIUIII CUTOUT FOR 2x4 'OFF STUD· .: ;., ...... ·s,-RU6fURAL !f!RUSS ,~,a. CERTIFIED INSPECTION · ·1cao #AA-513 IN. STRICT ACCORDANCE WITH UBC 25-17 PREFABRICATE'D GENERAL NOTES, unlilS otht!WI .. noted: 1 Design lo support loads aa Shown, ,_t :z 0Hlgn aaaumta thi lop and bottom d!Ol'.d~ to ~ lattrilly brlctd It 2'·~ O,C, and II 12'-0' 0,0, resptc:tlvtly, 3 2x4 Impact. bridging or literal braclng, reC>Oin-· mended wher• shown + +, , :4 lnstallallon ol 1N11 la the re1pon11bl111y or th• re- 1ptdlv1 contractor, 5 Daatgn-assumia tru1111 are to bi-used tn 1·non- corro11vt 1nvtronment, ~ ari for •dry condllton' oru ... I Caalgn a1tumH tun btllfng at all supports sh~. Shim or WW<fge.lf ntctsu,y, 7 Ctslgn aa1Um11 ldtqutt, clratnaoe 11 provided, I Plat11 Iha" bt located on both '-• of INH, and placed so their center '"" cotncldt with Joint centerltnH, t Olgftl lndlcalt 11t1 ol plate ln·lndlt1. , . 10 For basic design vaki11 of tht CompuTnia Plate, Indicated by lh• prelbc 'C'. ... ,.c.e.p, R,R; 4211 11 Thi CompuTnii Net Secllon Platt ,. Indicated by lht prelbc 'CW, the designator (11) l~dlcatea 11 ga, t11 :l1i., .: C-1X2.t ONE SID!: AND (2) 1-4 GA 2• STAPLES ON OTHER SIDE 2X4 CONST. DOUG. FIR AT32" O,c:, 2x4 BLOCK w/3-1ed EACH ENO '·/·tt, .. ,,lfl(.,,.,, ·--1~:r · ~JlilL .-! i ,;: --.....uii · MINIMUM GRADE CHORD$ AND STUDS :\~~'.~ t '~1 ·,.'• •t,l A/ , ... ' 4 1~ t .. · ·,.,.,.,, ______ _ 4A .. .,.' ~ ~ .. . . • • • ~. 1' ~- '{i f~t : l.) i: ;~!?,ATE: l 01/01198 ': ~l; ) '.;'REF:· ; · ,: 25-1 DES: SC t{:• l 1',! : ' .~·;:· , ... ::;3, . : ,.. l~~t I >ti/_,, ' ; ~ '.,tt ':. ~j~,_-; , i ,( 1(;1;,':·; .. -: ' . ~ '. BALlO.ON FRAME BEARiNG WALL.TO SCISSOR BOTTOM CHORD I li ! · ! BEARING CONNECTIONS-ARE·THE'SOLE RESPONSIBILITY OF THE ENGINEER OF RECORD. DETAILS ON THIS PAGE ARE SUGGESTIONS ONLY AND ARE NOT INTENDED TO BE UTILIZED, WITHOUT THE BUILDING ENGINEER'~A.~P.ROV.At..--~ ~ Hid AT 2-4• O.C. 2x4 CONTINUOUS BACKING·WITH 18.d NAILS AT 24' O.C; TO WALL PLATE _________ , __ SECTION A - ,. (1:1 ,111111 ('t_s.s -fr.SU~ lt5 V 1111·1111111 tlJIIIIB£R SPECIFICATIONS SIZE sPECI E GRADE PANELCst lOPCHOROS: ·P.• " [If" #1 I• " eo'UDM CHOAOS: 2JC" DF 12 1-"' WEBS: b-4 DF 12 t--9 TC LATERAL SUl'f'Olll <• 12·oc. UON. BC LAlEAAL SUPPORT<• t"°•oc, UOM, TRUSS SPAN' 2"' -3 00 • LOAD DUfl.t.l'ION :iMCnEASE _; I • 25 SPACED 24,a• O,C'. LOAOtNO LL [ 16.ot,.DL[ 1 ... 0) OM lllfl CHOfflJ • 3<>.0 PSF DL ON BOlT!IN CHORD• 10.0PSFII TOI.AL LOAD• '40.0 PS~• k5 PSf AEDUCTJIIN lMC£N ON OOTTDN CIIORO. AXIAL STRESS 0Nl. Y. ANSl/TPt Sllflll.E MEMBEA FORCES ,4,m(;O 'r ,1• O• BS• ZU4 ., ,--'J55 ;, 6• •1073 , <!• -,2009 B ,2• 2302 N 2--~ ,, .,,._ 209 l 3• -902 e 3• t932 "~ .1211 VB• 93'3 I 4• -902 a 4• 0 " ... -368 W, g~ ~82,4 M 5-i41 LEFT .. 8'49 RJGUT • 049 IIEARIHG AREA RelltllRED ISO. lift JOUi1T e 1 .3tl OF / 2, JO HF' I . 2.00 SPF JOJNT SO 1.3'5 tJF / 2, 10 HF' / 2 .00 SPF · ,r 19-pJ-oo _________ ...].:(!0-00 • 1 12 MAX LL DEFL • -.111· f 7 L/240 • 1.1er MAX ·TL DEl'L • .•,257" f 1 Lli80 • 1 .578• MAX HORIZ. l.l DEFL • • 05t • flO J C'-3X11.9 .k- Sc•la: 111.• ,IDB HAM£: STRICTURAL FESS OATE: i0/13/1999 llES, BY: LJ 5EO.: 788682 12 4.00C::::- ~i.oo 12 C-4x4.3 ~4.00 4J -CERTIFIED tNSPECTIO~ ·· .• ) ·STRUCTURAL tRUSS ·tNC, · ICBO #AA-513 v IN STRICT ACCORDANCE WITH UBC 25-17 PREfA8Rl<ntmQ 12 HA~ HOAIZ. TL DE'FL • .t1t• 0\0 In -· • N ~ L L . 29-03-00 r 5-00·00 i, ------24-03-00 ' -· ,. 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D!:•~,::-;;:r..'n,~:.:.i::=i=~ to blllatarally!>foC*d ,t 3. , llr,pm., • ltttfal br• r-...i-,•nded whent..,.wn • , •. tpnotlltn .,.~'\:the,_..,,..~ .r 1tM ,_cfl.,._,act.,, &. 0.•'1'1' ____ , .... ;..11n .. ,_ ____ _ llf1d .,. ro, • ...., eenolt1~" llf ... . a. 0.1'9n-fllll beorlng at off ~..,.wn, Sti!r> or~ If 7. ~~"!r..-.. ..,-,. W!!ll'l!II• 11 ""1fM. •· ft";i:'aah1lllelec1t1Nonbethf1tt••1,tta1 • .,.. pltad•...,, a:~er I W&"fl••t..,....,_ 1-v .. •.cu •• .,, ~ .. ,.,.., ....... .-. 111ft aitlcldt "'Ith i.,.;t . l!lflri. . •· g,glts1M1a1111':.z•ofj,l~t.a. 10. !'~!~b.:!".i'T.&"3~1i't" c..,,,..~ Plna,IM!c1ted ..,.,_ ,.., .. I 1. n.. c~. "' 111n:1t...1'4ata "lnollic:11e,c1·"" .... .,.n,, -Clf' 1hs dHIS-rl18Jffldtc"4K ,. 1•-mat••'.·~~ ... .,d. AH•1hlr••• :fo., •. C r ~ --f -'-C "' . '-C c:: ...... ::r. :5; C' §: ... ·c :,,, C Cl '-'-c:: '-C I u. -r, u. V. .o 0::::: 2 ~¢ .. ·o:: '--'-' = '-CO -r.: Lo.: . ....._ Lo.: · 111111-1111 11~1m f .0 5 -aJ~ $ e-· · ~ LUMam SPE'CTFil!AHONS SIZ£ SPECIE GRADE PAIEL(Sl ~liP CHOflOS: 2x • CIF lfQITR 1-5 BOTTOM CttOADS: 2x ... CIF U6:BTA 1-IJ WEBS: 2x• OF SUND 1-g n: LUEAAL SuPPORT <• 12•oc, UON. BC UIERAL. SUPPORT <• t2•oc, LION. 15-00-00 TmJSS SP.AN 21' --4 .OD• l.:DAO DJAAilON INCREASE • I , 2$ SPACED 24,D~ D,I!. i.oAOntG LLf 115.0l,.Dl.[ 1,4.0) Olt.TOP ~ • 30.0 PSf' DL Off BOJTIIN CHOflD • 10.0 PSFN TOTM. LOAD • "40.o PSf'• NS PSf' IIEDUCTION TAK£N ON 80TTCIN at0RD. AXIAi. Slf!ESS CINI..\'. 13-04-00 ANSl/TPI SIMOI..E 1E11E:R FORCES T 1• ·3100 8 .S• ' 3'178 II t~ . •9 T 2a •3!177 I 2• 3204 If J!• 275 :r. ·3• -3M i 3• · 11a1 w 3• · .-398 T -4• •1929 ·. I ..,_ Ustll. Ill ,._ S633 T 11• 0 ., e,. HI0!5 .. ,_ -!I LEFT• ·9119 .Aiatfl • ,ftlAGO ,. s-•• ~ II 7• •1&6.,.. if ,.. . •lltt!S ~ N 9• -156 -.c I ..... 1187 IORIIIB NE.A AECIUIRED ISi,. IM u ... r JOINT l l.!19 DF / 2,'4i tF / 2.34 SPF JOJHT 1.t l.!58 DF / 2.44 tF / 2.32 SPF c-c 3: ,: C: A C er. 12 -4.00~ t2 ""'J-1.00 '-C = '-C I v.; ~ w/WEDGE en C-5x6 ~ ~ J. I, r scale: 1/,4" DiTE: 10/1S/1999 DES. BY~ SEO.: 789517 C-tx2.6 C-2.5x4.3' C-2.5x,t3 ~ -~~ .1 C-5x5. t c-2 5x7 TJ·· · STRU°6TURAt. TRUSS .INC •. 122.00 11-07-12 28-04-00 WA-N, ,_....,.,._....,__.....,.. _____ _ 1 • .._ _______ ......... -.... ... . ....,...., _ _.....,_ 1.1~--......... -.................... . ........ _, _ _,.,......_._., ... _,_,__ ........ _ ................. ~., ............... -.. CllllplllllM,M .... M, ....... ,, .......... . ., N•la~.._.. ......... ____ ,_, •• ,,_ .. ..,. .... __ ...,... __ , ___ ...,_-'"'_ . ..., ............ , • ...,__,i. •. c.....,,. .... .,.__. ___ ,........,..,,..,. , .................. ,...,_ •. ~.,__,.,, 1, Thlt .......... _.... ........ ._ ___ ...... _~ •,.,...r __ ..,,_.,......,.w-r-,,...r,•"""'•• '11!,1,1\ .............. .._~.,,_._.i. . . . CERTIFU:D INSP~CTION ICBO #AA-513 2.0012" L tl-0~-0~ r-r 5_-:_0~:00 · IN STRICT ACCORDANCE :WITH UBC 25-11 PREFABRICATED I, .,, I, 7. a~,.......ur,..~~ . . . i: 91;::;:rtct,e~ ~~.:.nci.«••hroc--. ..,_,,jhsign conr11rn ta UBC:•97 :,, x4!ll!N9ilirliilcif1111er11tar• ,.. .. ...,.... • ..,.wn+ + · ~ •,O.·W ac.U~•-s.la•ritt• ~ _.__ • ffiitio1foh11ln1&i:lwtr• I ,ottlw i,,coni,,-,, AnVer: t . 041 HU •W 3. ~~-•---•••~ 1Qano=~=••n¥Jr--... P.ir• r., ••v c.nlltt.A" of_, a. ~-·,_..,..,1,..•c•....,.,.et.-.1Wmo,wwc1plf ·'I, R':i:~~ ............... ll!ffflfed. •• Jiiiil1 at1.it k ~flail •1'1 liolh ~-· ~-nd " ...... their Clltnlef .•. ~:~=~~~i:::.. 10, f•t 11t.ilc7.Ja. .,_ .. •I 1h11 CCl!ftpu!NI n.t1. IMhllllld "° lllo Pl•ftlr 11. ~ ·cr.:•·c.r.o.~~..._ .. lridl~r, · -ntt"CN"-.. J=.,::;im~ca~1i tL in...ait_ r.::l~ itiitr1-{o fl• __ ,., _________ __ u.: ~ cc ot::=. 2 <.') . ~ co .• ,P,, ~ :-u ;....,> '· ,:i,,.. \ 111\Hlll\'\11\. _ ~~ t2.£ f3.i ~4A tM1J . . lllllll:llllrllilUIIII IIIIUIIUIIII IIII ,,,, Manufacturing • Engineering • Computer Systems FURRING · ~IZE GRAPE .. , MAXIMUM SUPPORTED SPAN jffi-~· ~-:04~, 1-:, ~AA' ~.I"')~. ..... ,_ I I• ·I I I I I I I I I I I I I I 2x-4 2x,4 2X-4 2X4 ss DF/#1&BTR OF #1 OF #2 DF CON DF 2x>4 s1u<1 ' ' ~ 10'• 2' 10'-0" 9•.10· a·. s· ' ,,, ,>4'~ I •:,,• --------__ :_ 411---'---~ I -------------L,, ' ,· -----------------------~ . 7iii4 . FILE NO: SCISSOR FURRING DATE: 01/01/98 REF: ?5·1 DES: SC •SPAN ·· .. , ... ~ STRUCTURAL TRUSS INC. I CERTIFIED· INSPECTION f 1c·so #AA-513 · IN .STRICT ACCORDANCE WITH use 25.·17. PREFABRICATED· - ...... 1 , ... -,,-:--.. -~,··--··' ·1· :, i. l· ,, t,~:~{;::i1:~ ~ ' • ~1t.: 1. "SUPP.ORT FURRING, AT BOi"l'OM,CfiORO: PAN~l. ; ,1 ' ' -~ POINT AND AT E_ND·OF FURRING WITH 2)<4,STIDS . 'I , ' 2. 3, AND 0·1X2.8 TYflOAL, ' : • : · . ALLOW ADEQUATE CLEARANCE BETWEEN B ' bM I OF'FU~RINGAND T~P-~F NQN·B~RING PA~;: :ITfNS. ! , FOR SCISSOR TRUSS DETAILS NOT SHOWN I EE:, RESPECTIVE OOM,PUTRUS STAN~ARO oes10: ·. ! '·:. ·::'} ,,. '' ·'I ! r .. ·, '' ,ALTERNATE RIBBON DETAIL ··,,: ,' ..•. , . ··-· i' ,,( '• .. _,._ -~ ':. ·,'· ,:1 ''. ) !•·.' --~.;, .,,4. ·I ·., 1 J'' V l1; :, •• ' ·'.,. ··t . ::·. : ' . ' ·-'1 ,~ ; 1•'; ·~: '.. =\ .,. .. ..... ---,.-~ ... -" I' I I I ' I ,. j I I I I .,.J .• ----------------------· ·---?I'! lllllllE Tiss-(i]?!E LUMBER ,SP£CIFICt\tlOMS SIZ€ SPECIE GRADE PANEL(SJ 1111111111 TRUSS SPAN 21•-10.00• tOAD OIJRAlJON INCREASE• t.2' SPACED !?-t;o• o.i:. M4SI/TPI-SINGlE IIEMOER. FORCES 4MR8D 1 i• 0 B i• . 13~ ' 9' .1• •13tt W 6•,, r ;i,. -t47& a z-1031 It 2• -t~ W 1• -~ < ' . .!59 p -eo T(Jf) CHOADS: T 3• -i~ '1 ~ 994 It 3• .133 ., .. -1181 ~ 986 "4a -rn·~ 2lc 4 OF l1'8TR 1• 4 eo, rCJM tHOROS: 2x 4 OF #llmTR 1-4 MEBS: 2x 4 IIF STANJ I-9 re UfEflAL 9'Jf'PORT <• 12~oc, UON. BC UTEIIAL 5tJPPDBT <• 12•oc, UON. 9-o6-PO LDAOING l.l.C 16.0)-tDL{ 14.0) ON TOP CIIOllll • 30.0 PSf. 01. OH BOTTOll .qtOAI} • 10.~ PSr11· T0TM. LD.\O • 40.0 PSf'li ~ PSF IIIEDUCIION TAKEN ON· 80TTiltl CHDAO. AXIAL STRESS CINI.. Y. 12-04-00 T 4• 0 B .,._ 542 W g. It !I• ,u LEFT• 7M RI&Ht • .784 IIEARIIIB AREA REWrFIEI) tSQ. llO JOINT. fS. i ,22 DF / i.• IF / . 1.IO SPF JO!N1 10 1.22 DF / 1.n w I t.eo. sw 4.00~ ) 8TAUCTUAA~ TA~t\i· ; ' CERTIFIED INSPE I I C,.IX~.6 ( .-::::12.00 l2 C-3x6 C-5x5.t C-2.5X4,3 ICBO #AA-513 IN STRICT ACCORDANCE ' • WITH UBC 25-17 • PREFABRtCAT.EO ) C~x5.t· 2.0072 -......... J. b-ui-1~ 11-04-04. ,-~ 4-0;t-OO· j. 21-iO-CO scale: 3/9" DATE: tD/15/1999 OES. BY; fr:;r- SEQ.; 789518 __., t •....... _..NotlO_,.W....,......,__.,_, I......,_..,......._....,..,........,. ... ..,_ ...... _ ._,_ . ..._ __ ...,_, :a.,.,, ___ ... ..,..._ ....... ..., ......... _._ 4. 11111 ...... _._,. _ _,.. _ __.., .... ,......._.., _ ............ -,...,...~--.,.....i-i--· ~--""' .. .-, .... -......... II. tt.,lloOII ""'""' .. .,,... •• ..,,...,__ aftor .. ....,._. ,.,,_""'!.......,._ ..... _ .. __ _, .. ..,.,_ ...... ~ ...... .,..... .. ..,...,.,_. .. ~ ................................... , .. .. ........._.._.....,..... .......... ., .. __ _ 7 •• , ...... ,..... ........... ......_ • .._ ......... ..... •, ,.,.,,_,.._ ......... ..,..,... .... ,u-. ....... .,,., ---lla~ ... o-io-............ __._. 01· ~WfNI ............ J. k !i~;=:'1:::,...~ir ...... 111 ... ...,_,,,.,_..pti•Jvn cont.-rn to l.lBC•9'1 · Anv.t-: f .• 04 UL1 :-'If ~-o •.o. iiricf11 .U":G" ..!~-ra,e~velv, ......._ ...._ 3. 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LUMBEFI SPECIHCATIOltS SUE SPECIE ~OE PANEL CS) TRUSS Sl'i.N 19"-,uo· tOAD OUFIAIION .JNCf!EASE • I • 25 sPAcro ~4.o"·o.c. · ANSl/rPt SINGLE MEMBER FORCES 4WRGO · T t• 0 8 ,-UIO M I• · -136 " e-.. ~ l·;?• -ma a 2• 78B 11 ~ -t2!HI V 7;, .,;'52( -!' TOP CHORDS: T 3• -7.C 8 3• 299 M 3• 6t · w a-604 211 4 l)f" 11 1-4 LOAOINS 1· ,.. l:L [ Jis ,OJ +DI. C 1-4 .OJ 01t TOP ·CllORO • 30 .o PSF -3.,e, 8 ... Q ,. ""· · 500 -153 " 9• -ee BOTTOM CHOROS~ 2x 4 DF 12 1-4 WEBS: .2>I .. OF f2 1-9 n: LATERAL SUPPORT <• 112·oc. tlON. BC LAJEIIAL SUPPORT <• i~"OC, OON. 9:-06-00 . . 01.. ON 80TTOH (.'tfORD • io .. o PSf'IC TOTAl lOAD • -40.0 PSFW •5 PSF IIEDUCTION TM<EN ON. eor nJM Cfl0RD, AXIAL STRESS ONt. y. 9-06,-00 --( 1t is- LEFT• 66<4· AIGt:IY • &66 8£ARilffl AREA REOUlAeO iSQ JN) JOINT ti 1.0S OF / i .8<4 W: I i.'56 SPF JOINT So 1.07 DF / i .64 HF / 1.'57 SPF IIAX LL Dtfl. • -.oJ!• I 7 L/240 • .92S- IIAX fl. DEFL • •,077' f 7 L/180 • 1,nt!I" KAX ftOAlZ. LL OEFL·• .02t• lfD MAX HORIZ. Tl OE.FL w ,045" 110 12 .c1.00~ C-.«x-4.3 ~ ",t' ',6f ~4.00 ~ ~,L C-lx2.6 .-=2.00 12 -~ 2 .OOc:::-. 12 C-5x9.-t C-tx2.6 ) ) STRUCTURAL TRUSS INC. CERTIFIED INSPECTION . ICBO #AA-513 IN STRICT ACCORDANCE - J I;. 6-01-12 1Hl.c1-04 1-06~~ r Seate: t/.t~ JOB HAM!:: STFlUCTlJRAl. TAUS~ FESS DATE: 10/U/JS!l9 DES. 8Y: lJ SEQ.: 788687 19-00-00 ... -. , ... ,..,.a .. """"' .. -•...,..-~.,-2, -· .. ---.. 111a ..... -.1 .. a ... W11N"'"•• ·-··-·-·--"""-· :,, 10 ....... --............. "'"'--·--•• 4 ........... _,.....,.,. ......... -4 . ........., .... ,...-.. -.. lfflllt .. -.....-_.. .. .., ............... " ............ . C•-N .. _M_P ........ 'l"lllf-........ , II. ft•-•h•IAl .. :t,,Wte""_,.;,...i:..,..i.ttwal! ....... -tffl_., • .,,,,.....__••IM If __ _,,. ... _,.._ ... ,.., ................. , .............. . e, c..,.,n,, twt,.. ......... ...., 111111•.-.m" n• n•r•u••,, hf 111-. ,,._ .......... ~-.... -·f·---· 1, .... ~,-~....._.,,..,..,. ............... """ •• ott""" •, • _. 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An ob•• •re 20 ga. .....-,.-.,,r,,,~ 1-.:.•-!.1-..,1-~:¥• .. ~• • •.• ,.,. -~ ~ ~ -:-C .,.__ +' ::r: s c-c 3': --.: C: -"' C: C/ ·--.c: c: '-C. I IJ. ...,,_ u ..... 0:. ,c ::.ii!' 'iC .. ex: u: ~.: '-C ~: 0::: ,..._ ~ .. ; Fiss-a-r. t'A-rD 111111111111 ' ,.g ' ' ':rl u111rn11n LUNBEn SPE,;lf ICA.TIO!-1S SJZE 5PEC1fi; GRADE PANEL{S) · TOP Ctt!lnDS: zx .. OF ,, I-.o4 8DITOM CHOOOS: ill .. DF ,2 J-3 muss SPAN 30• -.oo· LOAO.IJIJRATJON INCREA5£ • 1.25 SPM:ED '2.f.o• ~.c. LOADING 1.l C 16,0l•DL( 14,DJ Oft TOP CHORD• 30.0 PSF At-151/IPI SltfGl.t JIOIBER FORCES l t• -2174 s , .. 20J3 11-1• - 1 2• -t8B5 B 2• 2"1136 w 2• T 3• -1811'5 B 3• 2033 ., 3• I 4• -2114 ., .... LEFJ • t0!ID ftfGfff • <tllAGO -:167 !Jl"I 51"11 -3r,7 1050 ·~ '° "° '° c:::> •• "-> 'W):BS: 211 4 OF ,2 1-.. -TC UTERAL StJPPORT <• i2•oc, tlON. BC U.fEnAL SUPPORT <• uroc, IJON. DL ON BOTTOH CHOAII • 10.0 PSFII TOTAL LDAO a <tO.O PSFk IS PSF FIEDUCTiON TAKEN OH · BDTtDH CHUFH>. AXIAL STAtSS CINI.\'. 8EAAIN8 AA£.\ AE1111IAED (SQ Utt , .,· u> JDINf i l.f58 OF I a.9-HF· / a ... , SPF · ~ JOINT !l I ,M IJF / I! .9 W I 2. •7 ·SPI=' OFF f'ANEL SPLICE '«JTE: o,r pan• I pD int spUcts e,.• lacat:ed •t t/5 the ~I len1th +/-12• el either end of the pena 1 lmltceted, exce,t end 'Denels. MAX LL DEFL • -.102• I 7 L/2~0 • 1."1171" MA~ IL DEFt. • •,223• t 7 L/t9C> • 1.981" MAX HDAIZ .. ll DEFI. • .036" I 5 MAX HORIZ. IL DEn • .077" I !I , -,--___ 15-00~00 1 -' -----15-00-00 ···---·----··-,' f!{edge reQuired al hee I tsH ~ 12 4.ooc.:;;7" i2 -=::::14.00 J STAUOTUAAL. TAUi$ iNO,. CERTfFIED INSPECTION . ICBO IAA-513· - IN STRICT ACCORDANCE WITH UBC 25-17 . PAEF·A8R1CATED C-5x5 •. 1 . ~~ ~ ~, . -----------°' . w---_ ='-'------.___________ ----~------"'---------,-· "H 0 0.25" C-2 .5x-4 .3 (NS) C·5x5,t(SJ C-2. 5x4.3 (AS] C-:-2.5>:4.3 ,t 30-00·00 Sc1Je: 11,- JOB NAM£: SIOOCT\JRAL FESS DATE! t0/13/1999 DES. BY: lJ SEU.: 788686 --G.,_.Not~ _ _,_.,.,_•Mld: -On'ign cDnfonts to IJBC•97 ......... -......... -" .......... ----.,-.... 1. ,Qee!9nt• ~· ...... lihown. _ , I" • ...._ ____ • ___ ., .. _llo'I....... ;2, t!"'IIP"..,_,la·dla,-.... ba110fll chordst•be letaHllylr-at w • ...,....,____ -0 o.c.~12'•0"e.c.-,ectlflla,. -. _, ----··..__.__-~--••n-• :t, r4 lmpKI o,loffftlbr:e,raco-•IIIMl,..,_o..,._ t + • _ __,,, ' ... llnatlll-"iatl•f -... r rwtbt •f the r..-,:.llln C-111:t••• t.. 11•----.--.. ·~~--....,.. 'Ji. o,s1.-.. _,,.. ---T.. lnanon-corraern llffl'tronmanl, _ .. ,...,...._....,,.....,....,. •• ...,i ... _,_ . ..,.._.,.,., •• ,i:.nc11tten·•r-. C4tajltllllll_,,......,._,.,_.,.,_. e. Dfllf'IHl!imea 1'111MMint .. al .....-ri. llhciwn. Sllltii er 'lftdp it •• ..__..,.._. ........ k..,,•-t--11tlr1...,_ J:Cr••Y• .. .. ·di la 'lid II 1-...... -.,.i •• -...... ,.~ •• -..., .... ~111oft ~.... i: Jij':r'J:.."":::9m=::btoi'"l7c~ m .. : a,,d ......... lhatr ccntar ...... """~ •• -....-. ' .ff.... lncli•wwfll>~cilnhrMn, • ._ c......-. hat ft•--·--.,..,., .. M ""' _, .,. "'-I. Olgi1:i:::J1c.ic .,,,. .• t,pl.,.. In lnchn. -•n, ........ , aNii-.,;o,.., ... _,, ---•-10, For ltNC dnl~.,...,_of 1lle C.mputNe Nore,,,.,,.,._. lty Che FOft ,. tM,-anh.........,."""°'" .. -.--.-•-•-... ... ,_ -c~, ... 1.c.e.~.,.,ft ... 211. . .., .,. ,__-.... """"" .......... -1 ........... , ••• ..,,y.. 11. lha,,C0NIPl!tr"11,ff1tt'Set11•n Pl ... I• nhllff.., Iha ...,.,)t ·ctt:. I .. •""'"•1t•l\oinldii,1_., ~.,.-.._,, ilnlgnltaw tllJ "*•ltt l I 91. m1tarlll 11 IJII .. , AW ot,.,., -:e .-0 i•• . ___ -·. ____ ..... AnV.r:. 1,07:(~L) •tt ,.,,.t.\,...,c, ...... ,..i. it,1· ... t••r.. t'"••r ··i,.-..... ,. '· C:"> c::, 3:: '-u C: -f ,;:;o <= c,;, ,o c:=, ''0 I U> .,s. ·u> u.> -00 = .ae ·.o • ·q co i.::u -= '-0 ';'CJ -.J .......... __., ,._,, 111111111 ft5 s -63 tJl -ru 11.1111.11111111 C: C - LUM&ER SPECIFICAfIONS TRUSS ~AN 29• -.oo• LDAO DORATtDN INCREASE • 1.25 SfJACEO 24,0• O,C, ANSI/iPI SI~ . 11EMBER ,F'OACES '4MAGO ' I~ · T ,. •2088 8 t• !950 11 I• •371 · SIZE' SPECIE GRADE' PANEL~t l 2• -179!1 8 2 .. t3a ,. 2-518 TOP CHllflDS: '3• -170'4 a 3• t76t " :, .. ·m . " l"' 2ll ,4 OF .,i t-.. 80T lOM QfOROS: 211 '4 DF 12 I-3 LOADING LL [ i6,0t cDL ( t-4,D) ON TOP .CliORD • 30,0 PSF DL OH BOTTON CHORD • 10. D PSF• T 4t ~ .,. ,_ -2!6 ., !I• -1933 If 6• -\98 ·WEBS~ TOTi\l. LOAD • .tO.il PSFll 2x .. OF ,2 1-G 115 PSF REDUCTIOH TAICEH ON LEFT• 1DS9 ntGHT • 1011 BDTtOM CHORD, AXIAl. SJAESS ci,«..Y. TC LATERAL SUPPORT <• t2"0C, UON •. BC LA.TEAM. SLIPPOIU <• t2·oc. UON. 81:ARING .&REA REGIJIAEO fSO. Ifft JOINT t i.H Dr I 2.52 HF / 2,-40 SPF JOINT B 1,G2 Of' I e.50 HF / ;?.38 $Pf OFF PANEL SPLJ<:E NOTE: OU panel 110lnt spl~ces ar• loc:abd &t J/5 th• panaJ l•n~lh ~I-12" al eltber and ot ttMt panel indicated. ••~•Pl end panels. . . MAX ll IIEFL • MAIi TL DEFL -.osao11· I 8 L/2"40 • . JIAlC HOAU. l~ ~-I IS L/980 .. : ·:: HA.If HOArZ TL DEfL,. .033" • 8 • ~e. ra~utred al hH) [sl.l J2 4' .00 c;:?" 15-00-00 t4·DO-OO ___,____ . • • ,07c!• I B 12 -·-,.,--"1 ~4.00 • ). STRUCTURAL TRUSS INC. CERTIFIED INSPECTION, \CBOIAA-513 · lN STRICT ~ccoRDANCE WITH UBC 25-17 PAEFABRtCATEO k I C> C-5x5. t ~ ===:::::=======~~~======== JR; --===-:!!~~~'El'"~=========~~ C-2.Sx-t.3.[AS) . ~ C·2,5x4.3 C-5x5.1 IS) 29-00-00 Scala: t(,4• JOB NAME: STRUCTllllAL f'ESS --: o-1111,._, ................ 1"1111N: ees,gn ICOAfOl'IIIS t. -·--................... -.,-1. ~, .. _. ..... ...._, z. ..,._ ---• -....a. • ..i ... , .. a_....,._ :t. Of'!!~--... • md.1,ot1,er11 d>Nlb ,.i.. , _ _.,_.,....., •1 w-.. ,... _ __..,._ 2 •O o.c. •I'll•• 12 -o·1o.e. ,n,,..c11Y•lv • • 1 ~ ~~~-.. ~..:........_.__,_~--~. 2x41!11p"'•ld-.N -"'"==· "c:e-1n11,,. ......... _,,,,, • ..,.wn ~ 1 ~ ,~ .. -----• ~ .. ----~ +. olll, "1wt•ll•IIIHlGtftNll•--~1 of ... ~---._ A•-------··•-••_....-... !I. Oes""••OUtMStr--to•••-·1n,....,..c••'99IYll-"""'11t1111, _._ _....,._,.........,....,_ .......... -.. .,,._,., • .,,., _,,..11on•., un. . c ___ ... , II_,,__.....,_,. •. D••'911 .,..,,,... ..... ml't al ,n,iuppor1a shown. Shllnot ~ti! •. •·---.. _..,.,.""'_..,._.,..., .. ..,..,_ 1 gec~otr. .... ..... ~••l!'Ovlletll , __ ......,. ........ --_,-..,_..,._.....,. 11: P1':.cu~~!ailon1te1hr-.rtru,,s.Mtfpl•C.,..,.lhtwc-•-.. .,.. .. ,._, .. ___ ~CMbddl! with~ i:tmler ""4nl, ' · •. C..,.-lt••,.._ .... ____ •• __ ""'...... •. ~-.,.,ot ............. .., ... c1w .. ~ _..,._..,,_ _. 1,.,, .. ..., •• .. ,.._., 10. F!t 11..ic .,_,, v...,_..,..,. Cen>JtUt"'• Pl•,e. ~41N 11y h ,-er"' -,, _ . ....., .. ._..,.........., ....... ....,. .. -._,.... .. t_ •c·.-1.c.a:o.P1.11 ... 211. · .. ._ ,_""'" --.. -.....-,-.Na-et•,•_,,•• 11, Tbl C--Nat Sac:ti-Pl•t• • Mtc.iN Ml i,,. p1.r• "Clf'.,,l .... __ .. _,_.,c • ......,____ da1,...ios,Ct8l lad11:11,itt 119•.m1teriol 1sus1d.Afte,._, • ., • .r09•. to UBC-97 AnV.r: S 07 Ul.J •W OATE: 10/13/2999 DES. 8'1': lJ SEQ.: 788685 #6~6"' I ..... ,1 • 't', ... 11 I ,... f' 'lUf •t•&. I •1'1, ... " IC .. ...... .. , ;). 3 < C < :; C ;;, r.: Cl ~ C: -..: • LA. *' v I.A O' c:::: 2 -,c . '· 0:: ~ .... = "' -,: 0--,_ I.J-:> r='--:=--=L 5=6='"~U;..;.~.;.;.· "'.;;;c3N-~ ·;:__.--...._.-:::-::-:::-:~1111::1=1=11=1=·1=·;1:_ __________ . __ .... ~ IIHIIIII LUll9Ell SPE:ClFICATIOffS TmJ55 sttAN .sa·-.oo· Lo.-o IPJRAUON. IMCREASE .. i.~ SPAct.ri 24.o· o.c, 114SI/TP[ SI-.£ MalBER FOIICES T i• -1989 8 1• . til7Q M: I• 1 2• -1033 8 ~ i8?9' W 2• AWRGD· 63· •874 -~ srze SPECIE. liRADE PANEL ts] TOP Cl«lRDS: 21 <I OF f2 1-3 BOTTON CHOOOS: 2x 4 DF ,2 1-3 wees: 2X .. DF f2 !-5 LOADING lL I' 16.0) +Dl. C U.OJ OH TOP CHOAII ., 30.0 P5f' DI. ON OOTTDII CHORD • lo.o PSf'• TOTAL LOAD• ,40,0 PSF• ·II!! PSE' REDUCT IDH lAKEN ON BOJl"OII CHoRI),. AXIAL STAES5 ONLV. T 3• -1033 8 3• 0 W 3• .W ·'1• If S• LEFT•· 633 RIGHT • :: -~99 627 BEARING AREA A(OU!REO ISQ. INJ . TC Lt\lERt\~ S..,pohT <• 12·oc, UOH. BC LATE.FIAL SUPPORl <,. f2"0C, UON. JOINT l t.01 OF I 1,!HI HF/ t..ut SPf' JOINT 1 1.00 OF / I ,55 HF / t.<17 SPf' m C> ~ 0 Sc•l1: t/-t" 1 JOB lfAME; STAUCTURAL FESS DATE; l0/13/'1999 oes. ev: LJ -SEO.: 78·8683 12 -4.00c;:;;;"'" ~2.00 12 .t2-06-!l0 C-4,c~.3 -1_,f ,__" ... 5_·06_-00 ii? ~4.00 2.00~-12 ·'( . . Jc;'! I . ...... MAX ll 01:Ft. • -• 093• t ~ l/2AO • .871 • MAil TL DEfl • -.20 .. -I '5 l/i8D • 1. nu· Mille ftORIZ. LL DE:FL • .Gl5"' I 1 MAX HOAlZ. TL IJEF.L • .077• .t 7 J. STRUCTURAL TRUSS INO. · CERTIFIED INSPECTION ICBO IAA-513 IN STRICT ACCORDANCE · WITH UBC 25-17 . PREFA~ ~-..ers L L 12-06-00 y 5-06-00 J, lB-00-00 -!Iii 1, ...... -..~_.......,....,.,. ___ ,_ 2. ...,._........, __ ,.._ .. _ ... _.._ .... . __. .. ..,. __ :a. 1., .. ....-_ ... ,.._ .. __... __ •. 4. ___ ...,... .. _....., .. ___ ,_......, _ .. ....,.. ............ ., ........ 1.....,.._ __ c...,tn11.....-. ......... , ........ ~ L 11•_..,_ .. °""_.t,,.,y...,._..,,._ ........ _ __ ..,_.......,_. ___ .....,. __ ,_. __ ~ -.1re,,,11e,t1•---· · .. ~-""-"'"-""._,.....,.,.....,,.,,.,. _,._,,,......._........,._..._.....,.....,_ .. ,. TN, ................ "'61 ............. -..,~-.... ........ .-,.._T_...,....,_. .. .......,.,._, ___ ,fl•.a-,.,_. -.N,,I,~ ........... .,~-......... Oslffl ........ .._......,..,,,.,_neMNl1 Deugn cantONIS to U8C-97 AnYar• S.D?ltLJ ·It 1, P.8!P 1G -,pport leMt n ..,.wn. · 2. ~"~-!ht~ and IN>naM FJ:"d•·IO lie,,._,.., INlll:td et a. e3~ .. 5:; .. ,=.r=::.,:;. .. rN,cde,I ....... lhatm ... "· .,.It.,, ot ._ •·""' 1upo_i,-ll,llil'I' •f the ...,ullyll conlt!ICC.,. ,. ~-erus.n..., 1'11 N u.N In• non-corr••.,.~"'-· aNI .i• for •41ty aM~· of 119a. .. 1 Detlsln:--lull loe"!"f at . .n IIIIP.l'Ofi. .._ __ Sinn! tN-,,. <I 1. n • ~-•-•l!t0"'1•d. . a. .c=uw en .. lh ;r.,. •f ~. Md ,taottll ••....., -, 1· ........... ,.....,~ ,~-w-.-,.•. . .,. ., ..... ,.,, •. c===.:~~"l.i"J:.i . 10. ffi "-d~".c'Jr:"'' .,. c-.,ut-Nat•. ~II\' the lllric U. if,.•~N91 S.~PIMehi~lt,lheprJlll,c "CH'.,_ ...i,,, .... Ual tndk"1n 1a 9a. ,n,otierlal i.VNI. M •!ht••.,. toga. = ·'-C. '-C .-= 't,.. ,-.. :J> 3,'. C- i ' C. ;::it c:: er '-4:: C '-4:: 1· v.: ~ . v.: v.: -· ca:: e. :z-c . ... cc ~ O:::::· '-0 -,:, -~ ........ '-'-' Corn~uTrus Inc. __ ..,,,,,_.. ............. _.... .......... 1 ® STRUCTURAL TRUSS INC. , CERTIFIED INSPECTION ICBO #AA-513 ~ IN STRICT ACCORDANCE WITH UBC 25-17 PREFABRICATED FILE NO.: BLOCIIIIC DETAIL DATE: 12/1/84 REF.: 25 ,lS-1 DES. BY: !IT SEO. STJJIDAlU> TRUSSES SPACED AS REQUIRED SPACER BLOCK FLUSH '1/ITII TOP PLATt 1 3-16d NAILS THROUGH SPACER! A BLOCI: INTO . ' TOP Pt.ATE STUDS SPACED AS REQUIRED HAIL TRUSS TO SPACER BLOCK . -:" I/ITH 2-16d HAILS . PARALLEL ON£ SID£, TOENAIL TRUSS TO TOP PLATE I/ITH 2-16d NAl OPPOSITE SIDE, EVE BLOCK IIITK 2-16d HAILS PARALLEL ONE END, 2-16d NAILS TOENAILED OPPOSITE END. SP >.en BLOCK 1/ITII 3-16d MAILS IMTO TOP PLATES 2-16d HAILS INTO EVE Bµ>Cl SECTION A-A ALT!RNAtt EXTERIOR Ill.LI, DETAIL SEE HAILING REQUIR!HE!!TS FOR SIHPSOH R2,5 COHNEctOll, TOEH>.IL.2-16d H>.ll.S INTO EVE IILOCI( E:,l·t-By;[ GEQ00N INC; 858 558 6159; Jan-24-00 1:05PM; Page 2/3 ;,. OEOCON 1-NCORPORATl!il) -. Project No. 06169-42-01 January 24, 2000 Mr. Douglas Fess c/o Siudio One Architects I 0720 .Glendover Lane San Diego~ CaJifomia 92126 Subject: F.ESS RESIDENCE 2456 LA COSTA A VENUE CARLSBAD, CALIFORNIA REVISED FOUNDATION RECOMMENDATIONS GWl1SCHNJCA1 CONSUlTA>lfS 0 Reference: Georechnlcal Invesligation for La C-0~·1a Property (2456 La Cos1a Avenue), Carlsbad, Calijomia prepared by Geocon Incorporated dated September 22, 199:j(~tNo. 06169-42-01). Gentlemen; fo accordance with your request. we are ptoviding rh.ese· revised foundation recommendations for the subject project. It is ow· undentanding that grading for the site will consist of the removal and recompaction ~f the undocumented fills (per the recommendatiqns of the referenced repon) so that conventional foundations can be used to support the proposed building. We further understand that the .grading will be pcrfonned. such rha.1. rhe material within approximately 3 feet of finish grade will consist of low expansive soils. Provided that the site is graded as assumed above., the foundation dimensions should be constructed as follows: 1. Conventional continuous (perimeter and interior) footings should be. at least 18 inches below lowest adjacent grade. Footings should also be at least 12 inches in widfll . • SJ· 2. Foundation reinforcement. building concrete slabs-on•grade: thicknessfand reinforc:ernent should conform to those provided in the referenced project geotechnical report. -, 3. Retaining wall foundations~ should have a minimum width and depth of 12 inches_ Retaining wall footings may be designed for an allowable soil bearing pressure of 2,000 psf. 6960 Flanders Drive • Son Di~~. CalifcrniQ 9:2121-2974 • Telephooe (8581 558-6900 • Fox I 8581 558-0159 e;it. B~· GEOCON INC; 858 558 6159; Jan-24-00 1:05PM; Page 3/3 ~ Should you have questions regarding these revised foundation recommC;JJdations. or if we may be of further service., please contact the undersigned at your convenience. Very tnaly yours. GEOCON INCORPORATED JLB:Jek (1/fax) Addressee -Project No. 06169-42-01 -2-January 24, 2000 .. GEOCON INCORPORATED Project No. 06169-42-01 January 3, 2000 Studio One Architects 10720 Glendover Lane San Diego, California 92126 Attention: Subject: Mr. Doug..Fess FESS RESIDENCE 2456 LA COSTA A VENUE CARLSBAD, CALIFORNIA GEOTECHNICAL REVIEW OF GRADING AND FOUNDATION PLANS AND SEISMIC DESIGN PARAMETERS Reference: Gentlemen: Geotechnical Investigation, La Costa Property (2456 La Costa Avenue), Carlsbad, California prepared by Geocon Incorporated dated September 22, 1998 (Project No. 06169-42-01). In accorclance with your request, we have reviewed the Architectural Plans for Fess Residence, 2456 La Costa Av(!nue, Carlsbad, California 92009, prepared qy Studio One Architects dated December 6, 1999. Specifically, we have reviewed Sheet Nos. T.l, C-1, C-2, C-3, S.3, S.4, S.7 and S.8. The purpose of our review was to determine if the plans have been prepared in substantial conformance with the recommendations of the above referenced geotechnical report prepared for the property. It is our understanding. that the City of Carlsbad Building Department is requiring this letter prior to issuing building permits for the property. Review of Sheet C-2 (Grading Plan) indicates that the proposed residence will consist of a two-story custom residential structure . .Gr~ding will consist of creating a split-level pad between the main residence which will have a basement level and the garage pad. Several retaining walls are planned around the perimeter of the building. the plans reference the above referenced geotechnical report and indicate that all grading is to conform to the recommendations in the report. Based upon our review, it is the opinion of Geocon focorporated that the grading plans have been prepared m substantial conformance with the. recommendations of the project geotechnical report. Review of the foundation plans (Sheet Nos. S.3, S.4, S.7 and S.8) indicate that the building will be supported by continuous perimeter and isolated spread footings. Foundation dimensions and reinforcement conform to the minimums specified in the geotechnical report. In addition, the concrete slabs-on-grade conform to the minimum thickness, reinforcement and sand bedding requirements of the report. Based upon our review, the foundations plans have been prepared in substantial conformance with the recommendations of the referenced geotechnical report. 6960 Flanders Drive • San Diego, California 92121-297 4 • Telephone (858) 558-6900 • Fax ( 858) 558-6159 1997 UBC Seismic Design Parameters The following table summarizes site specific design criteria obtained from the 1997 UBC. The values listed are for the Rose Canyon Fault which is identified as the nearest Type B fault and is more dominant than the nearest Type A fault due to it's close proximity to the site. The Rose Canyon Fault is located approximately 5.5 miles west of the site. SE.ISMIC DESIGN PARAMETERS Parameter Value UBC Reference Seismic Zone Factor 0.40 Table 16-I Soil Profile Type Sc Table 16-J . Seismic Coefficient Ca 0.40 Table 16-Q· Seismic· Coefficient Cv 0.59 Table 16-R Near Source Factor Na 1.0 Table 16-S Near Source Factor Nv 1.0 Table 16-T Seismic Source B Table 16-U Should you have questions regarding this letter, or if we may be of further service, please contact the undersigned at your convenience. Very truly yours, GEOCON INCORPORATED JLB: (3) Addressee Project No. 066169-42-01 -2-January 3, 2,000 . NORTH COUNTY COMPACTIO'N EN·GlNEERING, INC. Douglas Fess 10720 Glen Dover Lane San Diego, CA 92126 Subject: Dear Mr. Fess: Change of Soils Engineer Proposed Single Family DweUing 2456 La Costa Avenue Carlsbad, California November 1, 1999 Project No. CE-5970 In response to your request, we respectfully submit the following information regarding the change of Soils Engineer. We, North County COMP ACTION ENGINEERING, INC., have reviewed the grading plans prepared by Ernest Grabbe, Jr., dated August 25, 1999 and the previously submitted soils report prepared by Geoconlncorporated,. dated September 1998. Subsequent to our review, we concur with findings, conclusions, and recom,:nendations and are · satisfied with the report. We assume all responsibility within our purview as of· November 1, 1999. We were contracted to provide soil testing and inspection services, to certify compliance with current standard practices regarding earthwork construction. If you have any questions, please do not hesitate to .contact us. This opportunity to be of service is sincerely appreciated. Respectfully submitted, North County COMP ACTION ENGINEERING, INC. ~ .c-.a ..... ./s;.._ __ Ronald K. Adams President .RKA:paj , cc: (3) submitted P.O. BOX 302002 * ESCONDIDO, CA 92030 * (760)480-1116 FAX (760)741-6568 \ \ GEOTECHNICAL INVESTIGATION. LA COSTA PROP.ERTY (2456 LA COSTA AVENUE) · .CAR'-SBAP, CALIFORNIA PREPARED FOR MR. DOUGLAS FESS. SAN .DIEGO, CALIFORNIA· Cf)tf~le'J?:15 SEPTEMBER 1998 :11 :11 INCORPORATED ~. GEOCON C -----------------------------G-EO_T_EC_H_N_ICA_L_C_O_N_S_UL-TA-N-TS. .. Project No. 06169-42-01 September 22, 1998- Mr. Douglas Fess 10720 Gle1;1dover Lane · San Diego, California ?2126 Subject: LA COSTA PROPERTY (2456 LA COSTA A VENUE) CARLSBAD, CALIFORNIA , GEOTECHNICAL INVESTIGATION Dear Mr. Fess: in accordance with your authorization, we have performed a geotechnical investigation for the subject project. The accompanying report provides geotechnical recommendations, grading specifications and foundation recommendations for the development of a single family residence. If you have any questions regarding this report, or if we may be of further service, please contact the :' 11 undersigned a,t your convenience._ Very truly yours, ·i~ GEOCON INCORPORATED ti ~rown i~ GE 2176 DH:JLB:dmc .J.1 , ... )Y (6) Addressee ,.,. .. ·1 6960 Flanders Drive • San Diego, California 92121·2974 • Telephone (619) 558-6900 • Fax (619) 558-6159 -..-J ,·.·. ·,·:, ,• _;"1 '• \•, .'.,,: t ABLE OF CONTENTS 1. PURPOSE AND SCOPE ................................................................................................................... 1 2. SITE AND PROJECT DESCRIPTION ... ~ ......................................................................................... 1 3. SOIL AND GEOLOGIC CONDITIONS .............. ; ........................................................................... 1 3 .1. Undocumented Fill (Qudf) ... ~ .................. : .......................................................................... 2 3.2 .. Topsoil (Unmappe,d) .......................................................................................................... 2 3.3. Terrace Deposit (Qt) .......................................................................................................... 2 3.4._ Delmar Fonnation ...................... : ....................... ~ .. ·····:··· ................................... ~ .............. :. 2 4. GROUNDWATER ............................................................................................................................ 3 5. GEOLOGIC HAZARDS ....................... ~ ............................................. : ............................................. 3 5.1. Faulting and Seismicity ............... : ..................................................................................... 3 5.2. Liquefaction ..................... , .......... -....................................................................................... 4 · .6. CONCLUSIONS AND RECOM1\1ENDATIONS ............................................................................. 5 .6.l. General ..................................................... , ......................................................................... 5 6.2. Grading .............................................................................. ~ ................................................ 5 6.3. Slope Stability .......................................................................................................... : ......... 6 ·6.4. Conventional Foundations ....... : ......................................................................................... 7 6.5. Deep Foundations (Drilled Piers) ...................................................................................... 8 6.6. Retaining Walls and Lateral Loads .................................................................................. 10 6. 7. Slope Maintenance: .......... : ............................................................................................... 11 6.8. Drainage ........................................................................................................................... 12 6.9. Grading Plan Review ....................................................................................................... 12 LIMITATIONS AND UNIFORMITY OF CONDITIONS MAPS AND ILLUSTRATIONS Fig11:re 1, Vicinity Map Figure 2, Geologic Map APPENDIXA FIELD INVESTIGATION· Figures A-1-A-6, L~gs of Trenches APPENDIXB LABORATORY TESTING Table B-I, Summary .of Laboratory Maximum Dry Density and Optimum Moisture Content Test Results T~ble B-II, Summary of Laboratory Direct Shear Test Results Table B-III, Summary of Laboratory Expansion Ind~x Test Results Figures Bl-B-3, Laboratory Consolidation Test Results APPENDIXC RECOMMENDED GRADING SPECIFICATIONS LIST OF REFERENCES . ::,J ,:·:· ',':,·~ :.J· . .. -~ ··:.-. ~-· '·J -·~-.. 1,,\ ::::·: GEOTECHNICAL INVESTIGATION 1. PURPOSE AND SCOPE The purpose of this investigation is to evaluate the current site geologic conditions with respect to the proposed site development and to provide grading recommendations and foundation design criteria for a single family residential structure. The scope of the investigation included a review of published geologic literature (see List of . References), performing a site reconnaissance, performing a field investigation, laboratory testing, engineering analysis and preparation of this report. The field investigation consisted of excavating six backhoe trenches. · The approximate locations of the exploratory trenches are presented ort the Geologic Map (Figure 2, map pocket). Descriptions of the field investigation and logs are presented in Appendix A. Laboratory test results are· summarized in Appendix B. -'· .. 2. SITE AND PROJECT DESCRIPTION The roughly square-shaped site is located north of La Costa A venue, with a 16 foot wide strip of land . 'which connects up to La Costa Avenue and east of Highway 5 in Carlsbad, California (Figure 1). Presently, the site is a vacant lot located north of the existing residence of 2452 La Costa A venue. Topographically, the site slopes moderately to the _north down to the La Costa Golf Coarse. The elevations range from a low on the north side of the site 0{88 feet Mean Sea Level (MSL) to a high adja~ent to La Costa Avenue of 13~ feet·MSL. The high within the building pad is approximately 114 feet MSL on the south side. The site is covered with grass and small bushes. It is our understanding that the site development will consist of the construction of a two-story . . . residential building and associated driveway improvements. It is anticipated the proposed structure will be comprised of a wood frame construction with a wood and/or stucco exterior. 3. SOIL AND GEOLOGIC CONDITIONS Three surficial soil types and one geologic formation were encountered during the field 1nvestigation. The surficial soil deposits consist of undocumented fill, topsoil and Terrace Deposits. The formational unit consists of Tertiary-age Delmar Formation. The surficial soil types and the geologic unit encountered at the site are described below in order of increasing age . Project No. 06169-42-01 • I • September 22, 1998 ,',l ", ,,' ,'>, _, ··1 ':•> .... , ·~ 3.1. Undocumented Fill (Qudf) In general, the majority of the site is covered with undocumented fill with an observed thickness which varies from 1 foot to 13 feet. The undocumented fill generally consists of loose to dense, damp to wet, gray to brown, silty to clayey, fine to course sand to sandy clay, with "medium" to "very high" expansion characteristics. These soils have highly variable in-place density and moisture contents, are co.mpressible, and are not considered suitable in their present condition for support of additional fill and/or the proposed site improvements. If conventional footings are used, then complete removal and recompaction of the undocumented fill will be required. However, if an alternate deep foundation system is used, portions of the undocumented fill may be left in place. Specific removal and recompaction recommendations for the undocumented fill materials are provided in the conclusions and recommendations secti<Jn of this _report. 3.2. Topsoil (Unmapped) In general, topsoils underlie portions of the undocumented fill. The observed thickness of the topsoils is approx~mately 2 feet. The topsoils .consist of firm, very moist, dark brown to black, silty clay and possess a "high" expansion potential. Due to the unconsolidated nature of the topsoils .. remedial grading measures such as removal .and recompaction will be necessary. 3.3. Terrace Deposit (Qt) In general, the terrace deposit is buried by the undocumented fill and mantles the Del Mar Formation within the building pad area. The observed thickness of the terrace deposit is approximately 7 feet. However, it should be noted that the thickness of the terrace. deposit on the south si~e of the building pad could not be determined due to the thickness of the overlying undocumented fill and due·to the excavation depth limitations of the backhoe. In general, the terrace deposit is comprised of soft to firm, moist to very moist, red brown silty clay to medium dense to dense, red brown, clayey sand. Due to the soft to medium dense nature of the upper .portions of the terrace deposit a partial removal and recompaction will be required, specific removal requirements will be presented in the conclusions and recommendations section of this report. 3.4. Delmar Formation The Delmar Formation underlies the surficial soils within the building pad and is exposed at the surface within the future driveway area adjacent to. La Costa A venue. This formational unit consists of a weakly cemented yellow· orange to green silty fin~ to medium sandstone. The Delmar Formation generally exhibits adequate bearing characteristics for the support of settlement sensitive structures and/or structural fill. Project No. 06169-42-01 -2-September 22, 1998 -tl1 ·..;:1 '··' ·,· ., ·-· 4. GROUNDWATER Groundwater was not encountered during the subsurface field investigation. Groundwater is not anticipated to adversely impact the proposed project development. However, due to the close proximity of the adjacent drainage channel north of the subject site all proposed excavations associated with development within this site should be observed for gr~mnd water and/or seepage · conditions during grading. If moisture conditions are encountered, specific recommendations can be provided at that time. · 5.1. 5. GEOLOGIC HAZARDS Faulting and·Seismicity Based on our reconnaissance, evidence obtained in the exploratory excavations, and a review of published geologic maps and reports, the site is not located on any known active or potentially active fault trace. The nearest known active fault is the northern extension_ of the Rose Canyon Fault located approximately 7 miles to the west. Major earthquakes occurring on the Rose_ Canyon Fault, or other regional active faults located in the southern California area, could subject the site to moderate-to-severe ground shaking within the life span of the proposed structures. In order to determine the distance of known faults to the site, the computer program EQFAULT (Blake, 1997) was utilized. Principal references used within EQFAULT in selecting faults to be included were Jennings (1975), Anderson (1'984) and Wesnousky (1986). In addition to fault location, EQF AULT was used to estimate ground accelerations at the site for the maximum credible and maximum probable seismic events. Attenuation relationships presented by Joyner and Boore (1982) ~ere used in the analysis to estimate site accelerations. The results of the deterministic analysis indicate that ~e Rose C~yon Fault zone, the Offshore Zone of Deformation, and Coronado -Banks Fault Zone· are the dominant sources for potential ground motion occurring at the site. The Rose Canyon Fault Zone is postulated as having the potential to generate a Maximum Credible Magnitude earthquake of 6.9 and Maximum Probable Magnitude earthquake of 5.7. The "maximum credible earthquake" is defined as the maximum earthquake that appears capable of occurring under the presently known tectonic fram:-ework, while the "maximum probable earthquake" is the maximum earthquake that is considered likely to occur during a 100-year time interval (California Division of Mines anq Geology Notes, Number 43). Project No. 06169-42-01 . 3. September 22, 1998 Estimated maximum credible and maximum probable ground accelerations were determined were determined to be approximately 0.34 g and 0.18 g, respectively. Presented on the following table are the earthquake events and site accelerations for the faults considered most likely to subject the site to ground shaking. TABLE 5.1. Distance Maximum Maximum Maximum Maximum Fault Name From Credible Probable Credible Site Probable Site Site (niiles) Event Event Acceleration Acceleration Elsinore Fault 25 7.1 6.4 0.090. 0.062 Newport-Inglewood (Offshor~) · 12 6.9 5_.8 0.187 0.104 Coronado Banlcs Fault Zone 20 7.4 6.3 0.135 0.076 . Rose Canyon Fault .Zone 5.5 6.9 5.7 0.338 0.179 5.2. Liquefaction Liquefaction is a phenomenon where loose, saturated and relatively cohesionless soil deposits lose strength during strong ground motions .. Primary factors controlling the development of liquefaction . . include intensity and duration of ground accelerations, characteristics of the subsurface soil, in situ stress conditions and depth to groundwater. Due to the dense nature of the formational materials, lack of shallow groundwater, and the densification of the undocumented fill, topsoil and the upper loose portions of the terrace deposits as recommended hereinafter, the liquefaction potential within the subject site is considered to be very low. ProjectNo. 06169-42-01 -4-September 22, 1998 :). i}~ ;I 6.1. 6.1.1. 6.2. 6.2.1. 6.2.2. p.2.3. 6.2.4. 6.2.5. 6.2.6. 6. CONCLUSIONS AND RECOMMENDATIONS General No soil or geologic conditions were encountered which, in our opinion, would preclude the development of the property, as presently planned, provided the recommendations of this report are followed. Grading All grading should be performed in accordance with the attached Recommended Grading Specifications (Appendix C). Where the recommendations of this section conflict with Appendix C, the recommendations of this section take prece~ence. All earthwork should be observed and all fills tested for proper compaction by Geocon Incorporated. Pri_or to commencing grading, a preconstruction conference should be held at the site with the owner" or developer, grading contractor~ civil engineer, and geotechnical engineer in attendance. Special soil handling and/or the grading plans can be discussed at that time. Site preparation should begin with the removal of all deleterious material and vegetation. The depth of removal should be such that material exposed in the cut areas or soils to be used as fill is relatively free of organic matter, Material generated during stripping should be exported from the site. The majority of the site is covered by undocumented fill soils which are not considered suitable for the support of structural fill or structural loads in their present condition. The undocumented fill soils wi_ll require remedial grading in the form of complete removal and recompaction within the proposed building pad. As an alternative to a complete removal of undocumented fill within the building pad, a partial removal combined with a deep foundation system consisting of drilled piers, as discussed in forthcoming sections, will be required. ) ' The topsoil is not considered suitable for the support of structural fill or structural loads and will require complete removal and recompaction within the building pad. It is recommended that additiona~ removals be performed within terrace deposits exposed after the remedial grading of undocume~ted fill and topsoil, such that a minimum 10 foot thick zone of compacted fill underlies the proposed residential structure. However, those areas with thicker undocumented fill and/or topsoils resulting in removals greater than 10 Project No. 06169-42-01 -5-September 22, 1998 tt '<''l •i', ,,.,, ,;.h,' 6.2.7. 6.2.8. 6.2.9. feet below finish grade will require that a minimum of 2 feet of the upper portion of the terrace deposit be removed and recompacted. This recommended remedial grading should laterally extend 5 feet beyond the building perimeter. The remedial · grading within-the driveway area and other settlement sensitive improv~ments will require a 5 foot removal and recompaction below the finish grade of . .. the undocumented fill, terrace deposit and topsoil. It should be noted that most of the driveway easement up to La Costa Avenue will have the Del Mar Formation exposed and the 5 foot removal arid recompaction will not apply. This recommended remedial grading should extend laterally at least 3 feet beyond the perimeter of the driveway and/or other improvements. If a deep foundation system is used ~o transfer building loads through the undocumented fill, topsoil, ~and terrace deposits to the underlying fonnational materials, then a partial removal and recompaction of the upper 3 feet of the surficial soils within the building pad is required. The removal and recompaction shoµld extend laterally beyond the building limits a minimum of 5 feet. The site should then be brought to final subgr~de elevations with structural fill compacted in layers. In general, soils native to the site are suitable for re-use as fill if free from vegetation, debris and other deleterious material. Layers should be no thicker than will allow for adequate bonding and _compaqtion. All fill, including backfill and scarified ground surfaces, should be compacted to least 90 percent of maximum dry density at or slightly above optimum moisture, as determined in a~cordance with ASTM Test Procedure D1557-91._ Fill materials below optimum moisture content will require additional moisture conditioning ·prior to placing additional fill. 6.2.10. Where practical, the upper 3 feet of all building pads and 12 inches in pavement areas should be composed of properly compacted or undisturbed formational "very low" to "low" expansive soils. "Very low" to "low" expansive soils are defined as those soils that 6.3. 6.3.1. , have an Expansive Index of 50 or less when tested in accordance with UBC Standard Table No. 18-I-B. Cobbles and concretions greater than 12 inches in maximum dimension should not be placed within 3 feet of finish grade and/or from the deepest utility .. Slope Stability Slope stability analysis utilizing average drained, dire.ct shear strength parameters, based on laboratory tests and experience with similar soil types, indicates that proposed cut Project No. 06169-42-01 -6-September 22, 1998 6.3.2. 6.3.3. 6.3.4. slopes within the Delmar Formation and fill slopes constructed of native materials should have calculated factors of safety in excess of 1.5 for heights up to 15 feet under static conditions for both deep-seated failure and shallow sloughing conditions. A slope-stability analysis should be performed when specific slope heights are determined. It is recommended that all cut slope excavations be observed by an engineering geologist to verify that soil and geologic conditions do not differ significantly from those anticipated. All fill slopes should be compacted by back-rolling with a loaded sheepsfoot roller at vertical intervals ilot to exceed 4 feet and should be track-walked a~ completion of each slope such that the fill soils are uniformly compacted to at least 90 percent relative compaction to the face of the finished slope. All. slopes should be landscaped with drought-tolerant vegetation, having variable root depths and requiring minimal landscape irrigation. In addition, all slopes should be drained and properly maintained to reduce erosion . . 6.4. Conventional Foundations 6.4.1. 6.4.2. 6.4.3. 6.4.4. The following preliminary foundation recommendations apply if the undocumented fill and topsoils are completely removed and recompacted as previously recommended. Final foundation recommendations will be provided in the as-graded report after site grading is complete. The following recommem;iations apply to a residential structure, w~ich has been capped with at least 3 feet of "very low" to "medium" expansive soils (Expansion index of 90 ot less). Foundations inay be designed for an allowable bearing pressure of2,000 pounds per square foot (pst) ( dead plus live load). This bearing pressure may be increased by one- third for transient loads such .as wind or seismic forces. The perimeter footing should h_ave a minimum depth of 24 inches below the lowest adjacent grade and a minimum width of 12 inches. Footing reinforcement should consist oftwo No. 5 bars top and bottom. Building slabs should be at least 5 inches thick and be underlain with a minimum of 3 inches of clean sand or crushed rock. Slab reinforcement should have a minimum of No. 3 bars at 18 inches on center in both directions. All interior slabs expected to· receive Project No. 06169~42-0I -7-September 22, 1998 ., .. 1 . --·~ .. ~: .,l.J . "\. 6.4.5. 6.5. 6.5.1. moisture sensitive floor coverings or be used to store moisture sensitive materials should be underlain by a vapor barrier positioned approximately midpoint within the above recommended sand bed. Where buildings or other improvements are planned near the top of a slope steeper than 3:1 (horizontal:vertical), special foundations and/or design considerations are recoinmende~ due to the tendency for lateral soil movement to occur. • For fill slopes less than 20 feet high, building footings should-be deepened such that the bottom outside edge of the footing is at least 7 feet horizontally from the face of the slope. · • • • • Where the height of the· fill slope exceeds 20 feet, the minimum horizontal distance should be increased to H/3 (where H equals _the vertical distance from the top of the slope to the toe) but n.eed not exceed 40 feet. For composite (fill over cut) ~slopes, H equals the vertical distance from the top of the slope to the bottom of the fill portion of the slope. An acceptable alternative to deepening the footings would be the use of a post-tensioned slab and foundation system or increased footing and slab reinforcement Specific design parameters or recommendations for either of these ·alternatives can be provided once the building location and fill slope geometry have been determined. For cut slopes in dense fonnational materials, or fill slopes inclined at 3:1 (hori- zontal:vertical) o~ flatter, the bottom outside edge of building footings should be at least 7 feet horizontally from the face of the slope, regardless of slope height. Swimming pools located within 7 feet of the top of cut or fill slopes are not recommended. Where such a condition cannot be avoided, it is recommended that the portion of the swimming pool wall within 7 feet of the slope face be designed assuming that the adjacent soil provides no lateral support. This recommendation applies to fill slopes up to· 30 feet in height, and cut slopes regardless of height. For swimming pools located near the top of fill slopes greater than 30 feet in height, additional recommendations may be required and Geocon Incorporated should be contacted for a review of specific site conditions. Although other improvements which are relatively rigid or brittle, such as concrete flatwork or masonry walls may experience some distress if located near the top of a slope, it is generally not economical to mitigate this potential. It may be possible, however, to incorporate design measures which .would permit some lateral soil movement without causing extensive distress. Geocon Incorporated , should be consulted for specific recommendations. Deep Foundations (Drilled Piers) The following preliminary foundation recommendations apply if a partial removal (3 feet) ~f the undocumented fill is performed as previously recommended within the b~ilding pad. Drilled piers bearing in the Delmar Formation may be utilized for foundation support Project No. 06169-42-01 -8-September 22, 1998 ',.:·,·1 .. ,. •,-: .·:-~ 'J" .. :~.; 2·\ 6.5.2. 6.5.3. 6.5.4. of structural loads to reduce the potential of aifferential settlement 'for that portion of the building overlying existing undocumented fill and/or compacted fill placed during planned site grading operations. Recommendations for drilled piers are presented below. It is recommended tha~ cast-in-place concrete piers have a minimum diameter of 30 inches and a minimum embedment dep~ into competent formational soils of 5 feet. Piers constructed as recommended above may be designed for an allowable single-pile axial capacity of 75 kips. The allowable capacity is.based on a combination of both end bearing and skin friction. Skin friction was neglected for the portion of the pier in fill. The allowable capacity may be increased for pier embedment depths into formational soil greater than 5 feet. . For each foot of pier embedment depth greater than 5 feet into formational soils, the allowable capacity may be increas~d by 5 kips, up to a maximum single-pile ~al capacity of 100 kips. r If resistance to uplift is required, an allowable skin friction of 500 psf can be utilized. Uplift resistance should be neglected for the portion of the pier in fill. 6.5.5. The allowable downward capacity and allowable uplift capacity may be increased by one- . third when considering transient wind or seismic loads. 6.5.6. Concrete ·should be placed shortly after drilling each pier hole to reduce the potential for caving. If pier holes are left open overnight, or for extended periods of time, cleaning and/or redrilling of the hole will be necessary. We do not anticipate casing will be required. 6.5.7. 6.5.8. 6.5.9. The concrete should be pla:ced in such a way as to minimize ~egregation of the aggregate. Drop chutes and pipes should be used for shallow shafts. Tremies should be utilized for deeper shafts. It is recommended that piers be spaced no closer than three pier diameters ( center to center). If piers must be spaced closer than three pier diameters, a reduction in axial and/or lateral loading capacities may be required. Pier drilling should be observed by a representative of Geocon Incorporated to verify pier embedment into the Delmar Formation and that appropriate drilling procedures are being used. All piers Should be carefully cleaned of loose soil cuttings by spinning of the auger or other suitable means. Project No. 06169-42-01 -9-September 22, 1998 ·1, ,.,] '. 6.5.10. For increased resistance to differential foundation movement ~d lateral drift, the pier tops can be interconnected with grade beams. Minimum grade beam size and reinforcement are given in 1:he Conventional Foundations secti~n of this report. The project structural engineer should provide grade beam size, reinforcement and· spacing dependent on the anticipated loading. 6.6. Retaining Walls and Lateral Loads 6.6.1. 6.6.2. 6.6.3. 6.6.4. Retaining walls not restrained at the top and having a level backfill surface should be designed for an a~tive soil pressure equivalent to ~e pressure exerted by a fluid d~nsity of 40 pounds per cubic foot (pct). Where the backfill will be inclined at no steeper than 2.0 to 1.0, an active soil pressure of 50 pcf is recommended. These soil pressures assume that the backfill materials within an area bounded by the wall and a 1: 1 plane extending upward from the base pf the wall pos~ess an Expansion Index of less than 50. For those lots with finish grade soils having an E~pansion Index greater than 50 and/or where backfill materials do not conform to the above criteria, Geocon Incorporated should be consulted for additional recommendations. Unrestrained walls are those that are .allowed to rotate m~re than 0.001H at the top of the wall. Where walls are restrained from movement at the top, an additional uniform pressure of 7H psf (whei:e H equals the height of the retaining wall portion of the wall in feet) should be added to the above active soil pressure. All retaining walls should be provided with a drainage system adequate to prevent the buildup of hydrostatic forces and should be waterproofed as required by the project architect. The use of drainage openings through the base of the wall (weep holes, etc.) is not recommended where the seepage could be a nuisance or otherwise adversely impact the property adjacent to the base of the wall. The above recommendations assume a properly compacted granular (Expansion Index less than 50) backfill material with no hydrostatic forces or imposed surcharge load. If conditions different than those described are anticipated, or if specific drainage details are desired, Geocon Incorporated should be contacted for additional recommendations. In general, wall foundations having a minimum depth and width of one foot may be designed for an allowable soil bearing pressure of2,000 psf, provided the soil within 3 feet below the base of the wall has i:in Expansion Index of less than 90. The proximity of the foundation fo the top of a slope steeper than 3:1 could impact the allowable soil bearing Project No. 06169-42-01 -10-September 22, 1998 .. ) ._>; :.h 6.6.5. 6.6.6. 6.7. 6.7.1. pressure. Therefore, Geocon Incorporated should be consulted where such a condition is anticipated. For resistance to lateral loads, an allowable passive earth pressure equivalent to a fluid density of 300 pcf is recommended for footings or shear keys poured neat against properly compacted granular fill soils or undisturbed natural soils. The allowable passive pressure assumes a horizontal surface extending at least 5 feet or three times the surface generating the passive pressure, whichever is greater. The upper 12 inches of material not protected by floor slabs or pavement should not be includ~d in the design for lateral resistance. An allowable friction coefficient of 0.4 may be used for resistance to' sliding between soil and concrete. This friction coefficient may be combined with the allowabl~ passive earth pressure when determining resistance to lateral loads. The re9.omriiendations presented a~ove are generally applicab!e to the design of rigid ~oncrete or masonry retaining walls having a maximum height of 8 feet. In the event that walls higher than 8 feet or other types of walls are planned, such as crib-type ·walls, Geocon Incorporated should be consulted for additional recommendations. Slope Maintenance Slopes that are steeper than 3: 1 (horizontal:vertica:l) may, under conditions which are both difficult to prevent and predict, be susceptible to near surface (surficial) slope instability. The instability is typically limited to the outer thr~e feet of a. portion of the slope and usually does not directly_ impact the improvements on the pad areas above or below the slope. The occurrence of surficial instability is more prevalent on fill slopes and is generally preceded by a period of heavy rainfall, excessive irrigation, or the migration of subsurface seepage. The disturbance and/or loosening of the surficial soils, as might result from root growth, soil expansioi:i, or excavation for irrigation lines and slope planting, may -also be a significant contributing factor to surficial instability. It is, therefore, recom- mended that, to the maximum extent practical: (a) disturbed/loosened surficial soils be either removed or properly recompacted, (b) irrigation systems be periodically inspected and maintained to eliminate leaks and excessive irrigation, and ( c) surface drains on and adjacent to slopes be periodically maintained to preclude ponding or erosion. It should be noted· that although the incorporation of the above recommendations should reduce the potential for surficial slope instability, it will not eliminate the possibility, and, therefore, . it may be necessary to rebuild or repair a portion of the project's slopes in the future. Project No. 06169-42-01 -11 -September 22, 1998 . 6.8. Drainage 6.8.1. Establishing proper drainage is imperative to reduce the potential for differential soil movement, erosion and subsurface seepage. Positive measures should be taken to properly finish grade the building pads after structures and other improvements are in place, so that drainage water from the building pads and adjacent properties is directed to streets away from foundations and tops of slopes_. Experience has shown that even with these provisions, a shallow groundwater or subsurface condition can and may develop in areas where no such condition existed prior to site development. This is particularly true where a substantial increase in surface water infiltration results from an increase in landscape u:rigation. 6.9. Grading Pl~n Review 6.9 .1. The geotechnical engineer and engineering geologist. should review the grading plans prior to finalization to verify their compliance with the recommen,dations of this report and · determine the necessity for additional comments, recommendations and/or analysis. Project No. 06169-42-01 -12-September 22, 1998 \Jl :, ,·.·. 1··" .... ~- ' ·,1 . ,,_, •,'• '. •_.:: ' --J C• : ·<,. 1. 2. 3. LIMITATIONS AND UNIFORMITY OF CONDITIONS The recommendations of this report pertain only to the site investigated and are based upon the assumption that the soil conditions do not _deviate from those disclosed in the investigation. If any variations . or undesirable conditions are encountered during construction, or if the proposed· construction will differ from that anticipated herein, Geocon Incorporated should be notified so that supplemental recommendations can be given. The evaluation or identification of the potential presence of hazardous or corrosive materials was not part of the scope of services provided by Geocon Incorporated. This.report is issued with the understanding that it is the responsibility of the owner, or of his representative, to ensure that the information and r~commendations contained herein are brought-to the attention of the architect and· engineer-for the-project and incorporated into the plans, 1µ1.d the ~necessary steps are taken to see that the contractor and subcontractors carry out such recommendations in the field. The fmdings of this report are valid as of the present date. However, changes in the conditions of a property can occur with the passage of time, whether they be due to natural processes or the works of man on this or adjacent properties. In addition, changes in applicable-or appropriate standards may occur, whether they result from legislation or the broadening of knowledge. Accordingly, the findings of this report may be invalidated wholly or partially by changes outside our control. Therefore, this report is subject to review and should not be relied upon after a period of three years. Project.No. 06169-42-01 September 22, 1998 ,'j ,:• ,,•', ._J '\ I • I 12~ J __ _ 13S 1 -t--- 1 \ t· I I \ \ \ \ \ SOURCE : 1998 THOMAS BROTHERS MAP SAN DIEGO COUNTY, CALIFORNIA REPRODUCED WITH PERMISSION GRANTED BY THOW.S BROTHERS MAPS. THIS MAP IS COPYRIGHTED BY THOMAS BROS, MAPS. IT IS UNLAWFUL TO COPY ~:~:.R~~~~~:.:~ART THER,EOF, WHETHER FOR PERSONAL USE OR GEOCON INCORPORATED 0 GEOTECHNICAL CONSULTANTS 6960 FLANDERS DRIVE • SAN DIEGO, CALIFORNIA 92121 • 297 4 PHONE 619 558-6900 • FAX 619 558-6159 - DH /RSS I I . OSK/ EOOOD 1VICMAP 30 t N NO SCALE VICINITY MAP LA COST A PROPERTY CARLSBAD, CALIFORNIA DATE 9/22/98 I PROJECT NO. 06169-42 -01 I FIG. 1 ..... -~. -' .. -... .. -_ .. ~-~ -'. ·. . . . .:_-~ ~~ ";:~~};.' . .. -AP-PENDIX · ~-·· , .. :. is·/ '\J ., APPENDIX A FIELD INVESTIGATION Tlie field inve.stigation was performed on August 17, 1998, and consisted of a site_ reconnaissance and the excavation o~ six backhoe trenches. The trenches were excavated to depths ranging froI,11 3 to 19 feet( maximum equipment dep~) below the existing ground surface using a John Deere 510 track backhoe. The soil conditions encountered in the excavations were visually examined, classified and' logged in general accordance with American ~ociety for Testing and Materials (ASTM) practice for Description and Identification of Soils (Visual-Manual Procedure D2844). L~gs of the trench excavations are presented on Figures A-1 through A-6. The logs depict the soil and geologic conditions e~countered and the depth\at which samples were obtained. The approximate locations of the trench excavations are shown ori the Geologic Map, Figure· 2. Project No. 06169-42-01 September 22, 1998 ij -PROJ~CT NO. 06169-42-01 0:: TRENCH T 1 >-LI.I zLI.I~ > ~ (.!) I-Ou• I-~ LI.I~ 0 <I: . DEPTH _J 3 SOIL Hzl-H. 0:: '-' IN SAMPLE 0 C CLASS 1-a:LL cnu. :)I- NO. :c z ELEV. (MSL.) 110 DATE COMPLETED 8/17/98 <I:1-'-z. t-z FEET I-=> (USCS) o:: cncn Ll.lu (/)LI.I H C 1-H:? c. Ht- _J 0:: IJ.lcnO ,_a. Oz EQUIP~ENT JD510 ZUJ-1 (!) UJ o::lD a::'-' :co a. '-' C (.) · MATERIAL DESCRIPTION 0 -» --CL UNDOCUMENTED FILL -Soft, ~oist, gray brown, Sandy CLAY ... 2 -:1-1 . .-,_ -------------------------------------- I-• -·1· 1 "[ SM Medium dense, moist, yellow, Silty, fine to ... ~ medium SAND trace clay , 4·-:;// -~----------------------------------' ,_ Medi:tim dense, moist, brown, Clayey, fine to ,... --1/// medium SAND (some pinholes) -Tl-1 (-/-/ SC ... 6 -/.{ - --, . / --------------------------------------Tl.a2 (;./.~ SC Medium dense, moist, brown, Clayey, fine to ... 8 -·// ~ ... ¾ ~ ___ medium.SAND _________________________ -... -Firm, moist, brown to dark brown, Sandy CLAY ... I-10 -Tl-3 ,-.. CL '"--0 - -12 -:-/ - --/V Vi, 14 -// /1,, TERRACE DEPOSIT (Weathered) ... ~ //1, ... //!,, CL Soft to firm, very moist to moist, red, brown, Silty --'/ V/v CLAY ,... ~ !;1/1/ -16 -//v ,... Tl-4 / //,1 / ~~c --/ - / //,1 -18 -/ ---.---------·------------------------/ , , / CL / / ,1, Soft to firm, moist, red light brown, Cl.ayey SILT -to Siltv CLAY (some pinholes). TRENCH TERMINATED AT i9 FEET Mrutimum Equipment D_epth . ' Figure A-1, Log of Trench 'r 1 LCP . SAMPLE SYMBOLS D ... SAMPLING UNSUCCESSFUL ~ ••• DISTURBED OR BAG 'SAMPLE IJ ... STA~DARD PENETRATION TEST •••• DRIVE SAMPLE (UNDISTURBED) liiJ ... CHUNK SAMPLE ~ •• , WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER'LOCATIONS AND TIMES. . 06169-42-01 0:: TRENCH T 2 >-UJ i51.1.1~' >-,,,... (.!) t-0 <C Hut-1-,,,... I.LI~ DEPTH ..J :3: SOIL 1-:Zu. H. 0::...,. IN SAMPLE 0 C CLASS «:<C, (/)LL. ::>..,_ NO. :c z ELEV. (MSL.) 102 DATE COMPLETED 8/17/98 0:: I-Cl) z. 1-z UJu FEET I-::> (USCS) t-cn:3: c. Cl) UJ H 0 LLIHO H1- ..J 0:: EQUIPMENT JD510 :zcn...1 :,-0.. Oz (.!) UJ I.Lico o::""' :Co a..0::-.... C (.) ,. MATERIAL DESCRIPTION -0 ~ --CL-UNDOCUMENTED FllL - Soft, moist, dark gray brown, Sandy CLAY ... 2 -// Vil ------------------------------------- // VY CL Soft, moist to very moist, dark brown, Silty ... -// 1/11 I- // Vil CLAY, white calcium carbonate specks, sheared ... 4 -// !// I - ~~ v_,. // ... -,/' r ,.. / SC TERRACE DEPOSIT /-/_ ., . 6 , --. ;; '/ Medium dense to dense, moist, red, brown, Clayey, - "' ---,(· ,·/ ' ___ fine SAND -_ . __ -____ · _____ . _________ , I ?1/ ., . - . I . .,,, / Medium dense to dense, moist, red gray, brown, ... 8 -. -/ • V'il ~ I- ,/ ,' !,, SC mottled, Clayey, fine SAND with silt ... -·t I/~;. I- Vil'< 10 1 . v;, .... .-~ .J1,·y I- /, --T2-1 .-1. l SM DELMAR FORMATION (Weathered) -12 -lf·1 -Medium dense, moist, yellow orange, mottled, --. "' Silty, fine SAND (some pinholes) ,. ~----------------------------------' . .. . Medium dense,moist, yellow orange, mottled, fine ... 14 -. I- . SAND with silt --... .a. . . . SM . ... 16 -. .. -. -Becomes tr~ce silt at 16 feet . ---. T2-2 . -18 -. -. . .. . -.. TRENCH TERMINATED AT 19 FEET Maximum Equipm~nt Depth . -. . Figure A~2, Log of Trench T 2 LCP ,J SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL ~ • • • DISTURBED OR BAG SAMPLE IJ ... · STANDARD PENETRATION TEST •••• DRIVE SAMPLE (UNDISTURBED) iJ . . . CHUNK SAMPLE . ~ ••• WATER TABLE OR SEEPAGE ·:·J NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. : :'.J :.11 "'PROJECT NO. tll --{:l tt~ };:1 ,{:J ... - ... - I- - ... - .... ... I- ... - - I- ... ... ... - DEPTH IN SAMPLE NO., FEET 0 - 2 - -. T3-l 4 - - 6 - - 8 - - 10 - - 12 - -T3-2 14 - - 16 - -T3-3 18 ' 06169-42-01 0:: >-. UJ (!) I-0 ~ . SOIL _J 0 C CLASS :I: z I-::::, (USCS) 1-1 0 _J 0:: (!) 1// CL // V.1 // v~ ~~ !/v V.1 CL vv /., ~ / / ~ ~ ~ CL/SM ' r.J 0 -// V CL ~~ 1/. !/11 VI/ ~!/ .-1-l SM ~ . ., / / / // {~ I, / ,/ ML/CL TRENCH T 3 ELEV. (MSL.) 110 DATE COMPLETED 8/17/98 EQUIPMENT JDSlO MATERIAL DESCRIPTIOr-T UNDOCUMENTED Fill.. Soft, moist, dark gray brown, Sandy CLAY (note: "' shrinkage crack extends 3.5 feet) ,. ~------------------------------· Soft to firm, very moist, olive green, Silty CLAY with sanq -------------------------------------- Soft to firm, very moist, dark brown, light brown, mix Sandy CLAY to Silty SAND - TOPS<>Il. Firm, very moist, dark brown to black, Silty CLAY / ., TERRACE DEPOSIT Medium dense, red brown mottled, Silty, fine to r l I \ 1. __ coarse SAND _________________________ , (- Medium den~e,_ red brown, mottled, Clayey SILT to Siltv CLAY TRENCH TERMINATED AT 18 FEET .. ~ - Figure A-3, _Log of Trench T 3 ZUJ""' >-""' Ou·• I-...... UJX Hzl-1-1. 0::'"' I-<CLL. (l)LL. ::::>1-<Ci-' z. 1-z 0:: (/)(I) LI.Ju (l)UJ l:;jt-15 . c. 1-11-Z(l)J >-0.. Oz UJ UJa:i o::'"' ::C:o 0.. o::....., C u - .... .... - - I- I- I- - - ,- ... LCP .SAMPLE SYMBOLS 0 ... SAMPLING UNSUCCESSFUL fl§ ••• DISTURBED OR BA~ SAMPLE IJ ... STANDARD PENETRATION TEST •••• DRIVE SAMPLE (UNDISTURBED) i;J ... CHUNK SAMPLE :!'. ••• WATER TABLE OR SEEPAGE = . :_._j NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND HMES. ,\j ···1 -: . ..: <·1 :.•. ,:··1 . "J 0::: TRENCH T 4 >-Ul ZUJ"" >-"" (.!) I-Ou• I-"" IJ.J~ 0 <C DEPTH ...J 3 SOIL Hzt-1-1 • . o::'"" IN SAMPLE 0 C CLASS 1-<CU. (l)u. ::::,}- NO. :::c: z ELEV. (MSL.) 96 DATE COMPLETED 8/17/98 <C1-' z. J-z I-::::, 0::: (1)(1) L1lu Cl) IJ.J FEET H 0 (USCS) l-1-1::l: C • HI- ...J 0::: L1J (1)0 :,-0.. Oz EQUJPMENT JD510 ZUJ...J (.!) ~o::e o::'"" :Co C (.) MATERIAL DESCRIPTION -0 -- ·.~ UNDOCUMENTED FllL -CL Soft, very moist, dark gray brown, CLAY with .... -2 -sand - .... --~ /r CL TERRACE DEPOSIT --4 -"i, / .. , V \. Medium dense, very moist, red brown, fine to , / /.1, --/V , coarse SAND with clay 1 - ,/ // ~-------------~-------------------· -6 -/ /, / Medium dense, very moist, red dark brown, - /// ·ML mottled, Clayey SILT (some pinholes) // ---T4-1 / // V,. L, / ... 8 -l,// , " ~ - ,./ I/ ... -/ [/i,, - V /1,, / -10 -I/ I/I/ . . .. DELMAR FORMATION. . -. ---. . Medium dense, moist, yellow orange, mottled, fine -12 -. _to medium SAND with silt (some pinholes) - T4-2 L SM --. .. -. . . .... 14 -. ,.. . --. --------------------------------------. . . . . Medium dense, moist, yellow orange, mottled, fine 16 - . . SM -. . -. . to coarse SAND trace silt . - TRENCH TERMINATED AT 17 FEET -. : lfigure A-~, Log of Trench T 4 LCP SAMPLE SYMBOLS 0, ... SAMPLING UNSUCCESSFUL ~-••• DISTURBED OR BAG SAMPLE IJ ... STANDARD PENETRATION TEST· •••• DRIVE SAMPLE (UNDISTURBED) iJ . . . CHUNK SAMPLE :J'.: ••• WATER TABLE OR SEEPAGE NOTE: THE .LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. ::1;1 ' :iB ·\ PROJECT NO 06169-42-01 . e::: TRENCH T 5 >-LIJ ZLIJ"' > "' (!) I-0 <C Ou• I-"' LIJ;,.: DEPTH ..J :I SOIL Hzl-H. e::: '-' IN SAMPLE 0 C CLASS I-<tlJ. cnu. :Ji- NO. :r: z ELEV. (MSL.) 95 DAT_E COMPLETED 8/17/98 <ti-' z. 1-:z I-::::) e:::cncn LIJu FEET H C (USCS) -1-H::I c. CJ) IJJ H1- ..J e::: EQUIPMENT. LIJcnC >ll. C:z (!) JD510 ZLrJ..J e:::'"' l:o. fe:::S C u MATERIAL DESCRIPTION ... 0 .~ ... -· UNDOCUMENTED Fill.. (Trench Backfill for ... sewer lateral) ... 2 -Soft, dry to moist, dark gray brown, orange Sandy ... ... -~ CLAY ... ' CL 4 -.. ""'. ... I--~ ... ... 6 -... ... -... :_ /. ~ .:sewer lateral exnosed .at 8 feet ... 8 -. . •. .. . . ·-DEIMAR·FORMATION ... -· . SP ... . Medium dense to dense, moist, yellow orange, . I-10 ' mottled, tine to coarse SAND with silt ~ TRENCH TERMINATED AT 10 FEET ., , .. Figure A-5, Log of Trench T 5 LCP SAMPI:.E SYMBOLS 0 ... ·sAMPLING .UNSUCCESSFUL ~ • • • DISTURBED OR BAG SAMPLE IJ ... STANDARD PENETRATION. TEST •••• DRIVE SAMPLE (UNDISTURBED) Ii:! ••• CHUNK SAMPLE ~ ••• WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE· INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. "·"·) ' . ® \ PROJECT NO. 06169-42-01 0:: TRENCH T 6 >-LIJ zUJ..-.. >-,,... (.!) I-Ou• ........ LIJ~ 0 (I: DEPTH SAMPLE ..J 3 SOIL Hzl-H. a::'"" IN 0 C CLASS 1-<l:LL (J)u. :,I- NO. ::i:: z ELEV. (MSL.) 131 DATE COMPLETED 8/17/98 <l:1-"-z. 1-z o::cncn LUu FEET I-:::, (USCS) l-H3 c. Cl) LIJ H 0 Hi- ..J 0:: l.Uu,O >-0.. Oz, EQUIPMENT. 'JD510. ZLIJ..J (.!) M;!o::e o::'"" Eo C u MATERIAL DESCRIPTION -0 .... .. •·•···· DEi.MAR FORMATION --... · ····· - · T6-1 ... · .·.~. SM/SC Dense, damp, yellow green, Silty to Clayey ....... ~ . ... 2 -•• ••••• ~i SANDSTONE , -• •• • ••• •1 •:•:•:•:! ... ..... TRENCH TERMINATED AT 3 FEET ~ i - . {} ~.J Figure A-6, Log of Trench T 6. LCP 0 ... SAMPLING UNSUCCESSFUL ~ ••• DISTURBED OR BAG SAMPLE IJ ... STANDARD PENETRATION TEST •••• DRIVE SAMPLE (UNDISTURBED) ·J , ... . •,' SAMPLE SYMBOLS iiJ ... CHUNK SAMPLE ~ ••• WATER TABLE OR SEEPAGE NOTE: THE -LOG OF SUBSURFACE CONDfTIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. i \. APPENDIX ..... j ,_. ... APPENDIX B LABORATORY TESTING Laboratory tests were performed in accordance with generally accepted test methods of the American Society for Testing and Materials (ASilv.9 or other suggested procedures. Selected soil samples were tested for their maximum dry density and optimum moisture content, expansion potential, shear strength characteris:tics, soluble sulfate percentage, and consolidation characteristics. The results of our laboratory tests are presented as follows on _Tables B-I through B-III and Figures B-1 through B-3. Sample No.- Tl-3 TABLE B-1 SU MM.ARY OF LABORATORY MAXIMUM DRY DENSITY AND OPTIMUM MOISTURE CONTENT TEST RESULTS ~ . ASTM D 1557-91 Description Maximum Dry Optimum Moisture Density (pct) Content (% dry wt.) Dark brown CLAY, with trace sand 118.0 14.2 TABLE·B-11 SUMMARY OF LABORATORY DIRECT SHEAR TEST RES UL TS Sample No. Dry Density Moisture Content Unit Cohesion Angle of Shear (pct) (%) (pst) Resistance (degrees) Tl-3 105.8 18.0 900 15 Soil samples were remolded to 90 percent relative density at near optimum moisture content. TABLE: B-111 . SUMMARY OF LA$ORA TORY EXPANSION INDEX TEST ~ESUL TS Sample Moisture Content Dry Density Expansion No.-Before Test (%) After Test (%) (pct) Index· Classification Tl-1 11.2. 34.9 105.8 148 · VeryHigh Tl-4 11.0 32.5. 106.0 97 Very High T2-1 ·9.2 24.6 114.2 32 Low T3-1 12.2 36.5 102.8 164 Very High T3-2 12.0 35.0 102.5 100 Very High T6-1 .10.3 21.1 112.2 61 Medium Project N:o. 06169-42-01 September 22, 1998 JJ .. ~~~ . "'J ·'.····· ., .. . \{ :1t1 ~~J · }l ;\ij Ji iw :.~-.j ~~Ii ,cj PROJECT NO. 06169-42-01 SAMPLE NO. T3-3 -4 -2 - 0 - "' K z 0 2 H '~ .. I-<C ', C ~ ~ H ..... --' ~po. -~ 0 (J) 4 z ' 0 u I\ I-z LIJ ~ u t-,,~ 0:: LIJ 6 ""~ ~ a.. ~ 8 10 12 0.1 1 10 100 .. I .. APPLIED PRESSURE (kst) Initial Dry Density (pcf) 93,1 Initial Satµration ( % ) 82 Initial Water Content ( % ) 24.2 _Samole Saturated at (ksf) 1.0 , CONSOLIDATION CURVE LA COSTA PROPERTY CARLSBAD, CALIFORNIA- LCP Figure B-1 PROJECT NO. 06169-42--01 SAMPLE NO. T4-1 -4 -2 0 . .-......... ~ ~ '- ~ ·~ z ~ "-J:l . 2 --.i-,. I,;:~ ' I-~ <C ~ C ~ ~ H ..J 0 (/) 4 z 0 u I-z UI u Q;: 6 UI a. -8 10 1i.1 1 10 100 C . APPLIED PRESSURE; (ksf) Initial Drv Densitv (ocf) 95.7 Initial Saturation ( % ) 87.7 Initial Water Content ( % ) 24.2 Sample Saturated at (kst) 1.0 CONSOLIDATION CURVE LA COSTA PROPERTY CARLSBAD, CALIFORNIA LCP Figure B-2 ~il .,,,\ '· PROJECT NO-. 06169-42-01 SAMPLE NO. T4-2 -4 - .:.2 - '· 0 --i--. ....,, ..... ~ .... "'"'. z : C 2 H I-<t C - H ' ...I C en 4 z C u I-z UJ u 0::. 6 UJ 0.. 8 .',,,;l ·S- 10 - 12 0.1 1 10 100 APPLIED PRESSURE (ksf) Initial Dty Densitv ·(ocf) 103.4 Jnitial Saturation ( % ) 50.6 Initial Water Content ( % ) 11.5 Sample Saturated at (ksf) 1.0 CONSQLIDATION CURVE LA COSTA PROPERTY • I \_.l ' . ·-~ 1 ·.0 i .. -~ CARLSBAD, CALIFORNIA ''•] .. , ;·:·: I' •,.,_ LCP Figure B-3 -.. -" ~· . -, 1 . -. : -. .-: ":· ......... -~ : . \." APPENDIX ' :-:1· ~::\ :'.{] ,, APPENDIXC . RECOMMENDED GRADING SPECIFICATIONS . for · LA COSTA PROPERTY (2456 LA COSTA AVENUE) CA~LSBAO~ CALIFORNIA l .. -PROJECT NO .. 06169-42-01. ' 1.1. . 1.2. 1.3. 2.L 2.2. 2.3. .-:-::J, . \. RECOMMENDED GRADING SPECIFICATIONS ·1. GENERAL '_These Recommended Grading Specifications . shall · be used -in conjunction with the . Geotechnical Report for the project prepared by Geocon Incorporated. The r~com- mendations contained in the text of the Geotechnicai Report are a part of the earth~ork and . grading specifica!ions and shall supersede the provisions· conWned hereinafter in the case · of conflict. Prior tQ the commencement of grading, a geotechnical consultant (Consultant) shalJ be employed for the purpose of observing earthwork procedures and testing the fills for substantial conformance with the reco~endations of the Geotechnical Report and these specifications. It will be necessary that the Consultant prqvide adequate testing and observation services so that he may determine that, in his opinion, the work was performed in· substantial conformance with these specifications. It shall be the responsibility of the . Contractor to assist _th~ Consultant and ~eep him apprised of work schedules and_ changes so that personnel may be scheduled accordingly. It shall b~ the sole responsibility of the Contractor to provide adequate equipment and methods to accomplish the work in accordance wfth applicable grading codes or agency ordinances, these specifications and the approved grading plans. If, m the opinion of the Consultant, unsatisfactory conditions such as qµestionahle soil materials, poor moisture condition, inadequate compaction, adverse weather, and so forth, result in a quality of work not in conformance with these specifications, the Consultant will be empowered to reject the work and recommend to ~e Owner that construction be stopped until the unacceptable conditions are corrected. 2. DEFINITIONS Owner shall refer to the owner of the propei_-ty o~ the entity on whose behalf the grading· work ·is being performed and who has contracted with the Contractor to have grading performed. Contractor shall refer to the Contractor perforn:iing the ·site grading work. Civil Engineer or Engineer of Work shall refer to the ·California licensed Civil Engineer or consulting firm responsible for preparation o:fthe grading plans, surveying and verifying as-graded topography. GI rev. 8/98 ) ····i ·,,., .4\ JI .. ,..,,, :·!I . ;'·) •, . . J 'l .. .. ~~ 2.4. Consultant shall refer to the soil engineering and engineering geology consulting firm retained to provide geotechnical services for the project. 2.5. Soil Engineer shall refer to a California licensed Civil Engineer retained by the Owner, . . . who is experienced in the practice of geotechnical engineering. The Soil Engineer shall be responsible fqr having qualified representatives on-site to observe and test the Contractor's work for conformance with these specifications. 2.6. · Engineering Geol~gist s~ll refer to a California licensed Engineering Geologist retained by the Owner to provide geologi~ observations and reco~endations during the site grading .. 2. 7 .. Geotechnicai Rep~rt shall refer to a soil report (including all addenda) which ·may include a geologic ~connaissance .or geologic investigation that was prepared.specifically for the development of the project for which th~se Recommended Grading Specifications are intended to apply. 3. MATERIALS 3 .1. . Materials for compacted fill shall consist of any soil excavated from the cut areas or imported to the site that, in the opinion ofthe Consultant, is _suitable for use in construction of fills. In general, fill materials· can be cl~sified as soil fills, so it-rock fills or rock fills, as defined below. 3;1.1. Soil fills are defmed as fills containing no rocks or hard lumps· greater than 12 . inches in. maximum dimension and ·containing at least 40 percent by weight of material smaller than 3/4 inch; in size. 3.1.2 .. Soil-rock fills ~e defined as fills containing no rocks or hard lumps larger than 4 feet in maximum dimension and containing a sufficient matrix of soil fill. to allow ror proper compaction of soil fill around the rock :fragments or hard lumps as specified in Paragraph 6.2 .. Oversize rock is defined as material greater than 12 inches. . . 3 .1.3; Rock fills are defined as fills con~ining no rocks or hard lumps larger than 3 feet in ~aximum dimension and conta~ning little or no fines. Fines are defined as material smaller than 3/4 inch in maximum dimension. The quantity of fines shall be less than appr_oximately 20 petcen( of the rock fill quantity . GI rev. 8/98 '\ 3.2. 3.3. 3.4. 3.5. 3.6. 4.1, Material of a perishable, spongy, or otherwise unsuitable nature as determined by the Consultant shall not be used in fills. · Materials used for fill, either imported or on-site, shall not contain hazardous materials as defmed by the California Code of Regulations, Title 22, Divisiqn 4, Chapter 30, Articles 9 and 1 O; 40CFR; and any other applicable local, state or federal laws. The Consultant shall not be· responsible for the ide~tification or analysis of the potential presence of hazardous materials. However, if observations, odors or soil discoloration cause Consultant to suspect the presence of hazardou$ materials, the Consultant may request from the Owner the termination of grading operations within the af,fected area. Prior to resuming grading · 9perations, the Owner shall provide a written report to the Consultant indicating that the suspected materials are not hazardous as defined by applicable· laws and regulations. . . l'he outet 15 Jeet of soil-rock fill slopes, measured horizontally, should be composed of properly compacte_d soil fill materials approved by the Consultant. Rock fill may extend to the slope face, provided that the slope is not steeper than 2: 1 (horizontal:vertical) and a soil layer no thicker than 12 inches is_ track-walked onto the face for landscaping purposes. This procedure may be utilized, provided it is acceptable to the governing agency, Owner and Consultant. Representative samples of soil mate~als to be used for fill shall be tested in the laboratory · by the Consultant to determine the -maximum density, optimum moisture content, and, where appropriate, shear strength, expansion, and gradation characteristics of the soil. During grading, soil or groundwater conditions ·other than those identified in the Geotechnical Report may be encountered by· the Contractor. The Consultant shall be notified immediately to evaluate the significance of.the unanticipated condi~on 4. CLEARING AND PREPARING AREAS TO BE FILLED Areas to be excavated and -filled shall be cleared and grubb~d. Clearing shall consist of complete iemoval above the ground surface of trees, stumps, brush, vegetat~on, man-made structures and similar debris. Grubbing_ shall consist of removal of stump~, roots, buried logs and other uns_uitable material and.shall be perfonned in areas to be.graded. Roots and , other projections exceeding 1-1/2 inches in diameter shall be removed to a depth of 3 feet below the surface of the_ ground. Borrow areas shall be grubbed to the extent necessary to provide suitable fill materials. · GI rev. 8/98 ,, .. ] ·I _. "J .::-:' ·J 4.2. Any asphalt pavement material removed during clearing operations should be properly disposed at an approved off-site facility. C~mcrete fragments which are free of reinforcing steel may be placed in filis, provided they are placed in accordance with Section 6.2 or 6.3 of this document _ 4.3.. After clearing and grubbing of organic matter or other unsuitable material, loose or porous soils shall be removed to the depth rec;:ommended in the Geotechnical Report. The depth of removal and compaction shall be observed mid appr9ved by a representative of the Consultant The exposed surface shall then be plowed or scarified to a minimum depth of - 6 inches and until the surface is free· from uneven features that would tend to prevent -uniform compaction by the equipment to be used. 4.4. Where the slope ratio. of the original ground is steeper than 6: 1 (horizontal:vertical), or where recommended by the Consultant, the original ground should be benched in accordaµce with the following illustration. TYPICAL BENCHING DETAIL - Finish Grade Remove All Unsuitable Material As Recommended By Soil Engineer - DETAIL NOTES: Slope To Be Such That Sloughing-Or Sliding Does Not.Occur Original Ground Finish Slope Surface No Scale (1) Key width "B" should be a minimum of 10 feet wide, or suffidently wide to pennit complete coverage with the compaction equipment used. The base of the key should be graded horizontal, or inclined slightly into the natural slope. (2) The outside of the bottom key should be below the topsoil or unsuitable surficial - material and at least 2 feet into dense fonnational material. Where hatd rock is - exposed in the bottom of the key, the depth and configuration of the key may be modified as approved by the Consultant. GI rev. 8/98 •,"j I . .-.~· ' 4.5. After areas to receive_ fill have been cleared, plowed or scarified, the surface should be disced or bladed by the Contractor until it is uniform and free from large clods. The area should then be moisture conditioned to achieve the proper moisture content, and compacted ·as recommended in Section 6.0 ofthe~e specifications. 5.1. 5.2. 6.1. 5. COMPACTION.EQUIPMENT Compaction of soii or soil.:.rock fill sltall be accomplished by sheepsfoot or segmented-steel wheeled roller5; vibratory rollers, multiple-wheel pneumatic-tired rollers, or other types of · acceptable compaction equipment: Equipment_ shall be of such a design that it will be capable of compacting ~e soil or soil-rock fill to the specified relative compaction at the specified moisture content. . Compaction of rock fills shall be performed in accordance with Section 6.3. 6. PLACING, SPREADING AND COMPACTION OF F!LL MATERIAL Soil fill, as defined.in Paragraph 3.1.1~ ~hall be p·laced by the Contractor in accordance with the following recommendations: 6.1.1. Soil fill shall be placed by the Contractor in layers that, when compacted, should generally not exceed 8 inches. · Each layer shall be spread evenly and shall be thoroughly m~ed during spreading to obtain uniformity of material and moisture in each layer. The entire fill shall be constructed as a unit ~ ·nearly level lifts. Rock materials greater than 12 inche~ in maximum dimension shall be placed in accordance with Section 6.2 or 6.3 of these specifications. . 6.1.2. In general, the soil fill shall be compacted at a moisture content at or above the optimum moisture content as determined by A.STM n·1ss7-91. 6.1.3. When the moisture content or soil fill is below that specified by the Consultant, water shall be added by the Contractor until the moisture content _is in the range specified. 6.1.4. When the moisture 'content of -the soil fill_ is above the range specified by the Consultan~ or too wet to achieve proper compaction, the soil fill shall be aerated by the Contractor by blading/mixing, or other satisfactory methods· until the moisture content is within the range _specified. GI rev. 8/98 ·-fl 6.2. 6.1.5. After each layer has been placed, mixed, and spread evenly, it shall be thoroughly compacted by the Contractor to. a relative compaction of at least 90· percent. Relative compaction is defined as the ratio (expressed_ in percent) of the in-place dry density _of the compacted fill to the_ maximum laboratory dry density as detennined in accordance with ASTM D1557-91. Compaction shall be continuous . . ,,. - over the entire area, _and compactio~ equipment sh~l make sufficient passes ·so that the specified minimum relative compaction has been achieved throughout the entire fill. 6.1.6. Soils having an Expailsi~n Index· of greater_ than 50 may be used in fill~ if placed at least 3 feet below fmish pad grade arid should be compacted at a moisture content generally 2 to ~ percent greater than th~ optimum moisture content fo~ the material. 6.1.7. Prope:lY compacted soil fill shall extend to the design surface of fill slopes. To achieve .proper compaction, it is recommended that fill slopes be over-built by at 'least 3 feet and then cut to the design grade. This procedure is considered preferable to track-walking of slopes, as described in the following paragraph. ~ 6.1.8. As an alternative to over-building of slopes, slope faces may be back-rolled with a heavy-duty · loaded sheepsfoot or vibratory roller at maximum 4-f~ot fill height intervals. Upon _completion, slopes should then be track-walked with a D-8 dozer · · . or similar equipment, such that a dozer track covers. all slope surfaces at least. twi~e. Soil-rock fill, as defined in Paragraph 3 .1.2, shall be placed by the Contractor in accordance - with the. following recommendations: 6.2.1. Rocks larger than 12 inches but less than 4 feet in maximum dimension may be incorporated into ·the compacted soil fill, but shall be limited to the area measured 15 feet minimu·m horizontally from the slope fa.ce and 5 feet below finish grade or · 3 feet below the deepest utility, whichever is deeper. 6.2.2. Rocks or rock fragments up to 4 feet in maximum dimension may either be -individually placed or placed in windrows. Under certain conditions, rocks or rock fragments up to 10 fee; in maximum dimension may be placed using similar methods. The acceptability of placing _rock materials greater _than 4 feet in maxiip.um dimension shall be evaluated during grading as specific cases arise and shall be approved by the Consultant prior to placement. GI rev. 8/98 6.3. 'i-:·J .\ . 6.2.3. For individual placement, sufficient space shall be provided between rocks to allow for passage of compaction equipment 6.2.4. For windrow plac~nient,· the rocks should be p1a~ed in trenches excavated in properly.compacted soil fill. Trenches should be approximately 5 feet wide and 4 . . . -feet deep in maximum dimension. The voids around and beneath rocks should be _ filled with approved granul~ soil having a Sand Equivalent of 30 ~r greater and should be compacted by flooding. .Windrows may also be placed utilizing an "open-face" method in lieu of the· trench procedure,' however, this method should (rrst be approved by the Consultant. · 6.2.5. Windrows should generally be parallel to each other and ·may be placed either parallel to or· perpendicular to the face of ~e -slope· depending on the site geometry. The minimum horizontal spacing for windrows shall be 12 feet center-to-center with a 5-foot stagger or offset from lower courses· to next overlying course. The minimum· vertical spacing between -windrow cours.es shall be 2 feet from the top of a lower windrow to the bottom of the next higher windrow. 6.2.6.. All rock ·placement, fill placement and flooding of approved granular· soil in the · windrows must be continuously observed ·by the Consultant or his representative. Rock fills, as defined in Section 3.1.3., shall be placed by the Contractor in accordance with the following recommendations: 6.3 .1. The base of the rock fi~l shall be placed on a sloping surface (minimum slope of 2 . percent, maximum slope of 5 percent). The surface shall slope toward suitable . . . subdrainage outlet facilities. .The rock fills shall be provided with subdrains du~g construction so ~at a hydrostatic pressure _ buildup does not develop. The subdr:ain~_ shall be permanently connected to controlled drainage (acilities to control post-construction infiltration of water. 6.3.2. Rock fills shall be-placed in lifts not exceeding 3 feet. Placement shall be by rock . . . trucks· traversing _previ9usly placed lifts and d1,1I11ping at the edge of the currently · placed lift. Spreading of the rock fill shall be by dozer .to facilitate seating of the r~ck. The !ock fill shall be watered heavily during placement. Watering shall consist of water trucks traversing in front of the current rock lift face and spraying water continuously during rock_ plac_enient. Compaction equipment with compactive energy comparable to or greater than that of a 20-ton steel vibratory roller or other compaction equipment providing suitable energy to achieve the -GI rev. 8/98 ''·J ·:~ . . t'· required compaction or deflection as recommended in Paragraph 6.3.3 shall be utilized. The number of passes to be made will be determined as described in Paragraph 6.3.3. Once a rock fill lift has been covered with soil till, no additional rock fill lifts will be permitted over the soil fill. 6.3.3. Plate bearing tests, in accordance with ASTM D1196-64, niay be performed in both the compacted soil fill and 41 the_rocktill to aid in detemiining the number of passes of the ~ompaction equipment to be performed. If performed, a ~inimum of three plate bearing tests shaU be performed in the properly compacted soil fiII (minimum relative· ~ompaction of.90 percent). Plate bearing tests shall then be performed on are~ of rock fill having two passes, four passes and six p_asses of the compaction equipment, respectively. The number ofpasses required for the rock fill shall be determined by comparing the res"Qlts of the plate bearing tests for the soil ~II and the rock fill and by evaluating the deflection variation with number of p~ses. The required number of passes of the compaction equipment ~ill be performed as necessary until the plate -bearing deflections are equal to or less than that determined for the properly compacted soil fill. In no case wi~l the req1:1ired nurµber of passes be less than ·two. 6.3.4. A representative of the Consultant shall be present during rock fill operations to verify that the n:iinimum number of "passes" have been obtained, that water is being properly applied and_ that specified proc~dures are being followed. The actual number of plate bearing tests will be determined by the Consultant during grading. In ge~eral, at least one· test shoul~ be performed for each approximately 5,000 to 10,0~0 cubi~ yards-of rock fill placed. 6.3.5. Test pits shall be excavated by th~ Contractor so that the Consultant can state that, in his_ opinion, sufficient water is .presen~ .and that voids between large rocks are properly filled with smaller rock material. In-place de~sity testing will not be required in the rock fills. . 6.3.6. To reduce the potential for "piping" of.fines irito the rock fill from overlying soil ·fill material, a 2-fo~t layer_ of graded filter material shall be placed above the uppermost iift of rock fill. The need·to place graded filter material below the rock should be determined by the Consultan~ prior t~ commencing gra~ing. The . gradation of the graded filter material will be determined at the time the rock fill is · being excavated. Materials typical of the rock fiil should be submitted to the Consultant in a timely manner, to allow design ~f the graded filter prior to the commencement of rock fill placement. GI rev. 8/98 ,·,,1. J ) 7.1. 7.2. 7.3. 7.4'; 6.3.7. All rock fill placement shall be continuously observed during placement by representatives of the Consultant. 7. OBSERVATION AND TESTING Th~ Consultant shall be the Owners ·representative to observe and p~rform tests during clearing, grubbing, filling and compaction· operations. In general, no more than 2 feet in . . . . vertical elevation of soil o~ soil-rock fill shall be pla~ed without at least one field density tesf being performed within that interval. In addition, a minimum of one field density test_ shall be performed for every 2,000 cubic yards of soil or soi/:-rock fill placed and compacted. The Consultant shall perform random field density tests of the compacted soil or soil-rock. fill to provide a basis for expressing an opinion as to whether the fill material is compacted as _specified.· Density tests shall, be performed in the compacted materials below any disturbed surface .. When these tests indicate that the density of any layer of fill or portion thereof is below that specified, the particular layer or areas represented by the test shall be reworked ~ntil the specified density has been achieved. During placement of rock fill, the Consultant shall verify that the minimum number of passes have been obtained per the criteria discussed in Section 6.3.3. The Consultant shall · request the excavation of observation pits and may perform plate bearing tests on the placed rock fills. The observation pits will be excavated to provide a basis for expressing ~ opinion as to whether the r~ck fill is properly seated and sufficient moisture has been applied to the material. If pet:formed, plate bearing tests· will be performed randomly on the surface of the most-recently placed lift Plate bearing tests will be performed to provide a basis for exp~ssing ari opinion as to whether the rock ~II is adequately seated. The maximum deflection· in the rock fill determined ~ Section 6.3.3 shall be less than the maximum deflection of the properly compact~d soil fill. When any of the above criteria indicate that a layer of -rock fill or any portion thereof is below that sp_ecified, the affected · layer or area shall be reworked until the rock fill has been adequately seated and sufficient moisture applied. A settlement monit?~g progra,m designed by the Consultant may be conducted in areas of · rock fill -~lacement. · The specific _design_ of the . monitoring program shall be as reco~mended in the Conclusions and Recommendations section of the project Geotechnical Rep~rt or. in the final .report pf testi~g and observati~n services performed during grading. GI rev. 8/98 7.5. 7.6. 8.1. 8.2. I : :J ·,·· ·,1 .,,., .:~ .:.:J. :..~· The Consultant shall observe the placement of subdrains, to verify that the drainage devices have been placed and constructed in s~bstantial conformance with project specifications. Testing procedures· shall conform to the following Standards as appropriate: 7.6.1. Soil and Soil-Rock Fills: 7.6.1.1. Field Density Test, ASTM D1556-82, Density of Soil In-Place By the · Sand-Cone Method 7 .6.1.2. Field Density Test, Nuclear Method, ASTM D2922-81, D~nsity of Soil and Soil-Aggregate In-Place by Nuclear M_ethods (Shallow Depth).. 7.6.1.3. Laboratory Compaction Test, ASTM D1557-91, · Moisture-Density , Relations of Soils and Soil:.Aggregate Mixtures Using JO-Pound Hammer "" and 18-Inch Drop. 7.6.1.4. Expansion Index Test, Uniform Building Code Standard 29-2, Expansion Index Test. 7.6.2. Rock Fiils . 7.6.2.1. Field Plate Bearing Test, .ASTM Dl 196-64 (Reappr9ved 1977) Standard Method for Nonrepresentative Static Plate Load Tests of Soils and Flexible Pavement Components, For Use in Evaluation and Design of Airport and Highway Pavem_ents. 8. PROTECTION OF WORK During construction,. th~ Contractor shall properly $fade all excavated surfaces to provide positive drainage and prevent. p~nding of water. Drainage of sueface water shall be con~olled to avoid ?am.age . to adjoining properties or to fmished work on· the site. The Contracto~ shall take remedial measures . to prevent erosion of frestily graded areas until such time as pennanent drainage and erosion ~ontrol-features have been installed. Areas ' -. subjected to. erosion or sedimentation shall be properly prepared in ac~~rdarice with the Specifications prior to placing additional fill or structures. After completion of grading as observed. and tested. by the Cons.ultant, no further excavation or filling shall be conducted· except in conjunction with the services of the ·consultant. GI rev. 8/98 ''j :.,' . ·:·,. :t . ··j ., ,/ '?j' .. .. ] .:~- 9.1. 9.2. 9. CERTIFICATIONS AND FINAL REPORTS Upon completion of the work, Contractor shall furnish Owner a certification by the Civil · Engineer stating that th_e lots an~or building p_ads are gnJded to within 0.1 foot vertically of elevations shown on the grad~g plan and that all tops and toes o~ slopes are within 0.5 foot horizontally of the positions shown 9n the grading plans. After installati~n of a section of subdrain, the project Civil Engineer should survey its location and prepare an as-built plan of the subdrain location: The project Civil Engin~er should verify the proper outlet for the subdrains and the Contractor should ~sure th~t the drain system is free of obstructions. The O~er · is .responsible for :furnishing° a· final as-graded soil and geologic ·report . · satisfactory to the appropriate governing or accepting agencies. The as-graded report sheuld be prepared and signed by a California licensed Civil Engineer experienced in geotechnical en~eering and by a California Certified ~ngine_ering Geologi~ indicating that the geot€!chnical aspects ·of the grading were performed in substantial corifomiance · with ·the Specifications or approved changes to the Specifications. GI rev. 8/98 l ~:,1 . ,:;9j ·-·~· jl -.I\· . ·.:], •'•: •\•, LIST OF REFERENCES Anderson, J. G., Synthesis of Seismicity and Geologic Data in California, U.S. Geologic Survey Open-File Report 84-424, 1984, pp. 1-186. · Blake, T. F., EQFAULT, A Computer frogramfor the Deterministic. Prediction of Peak Horizontal Acceleration from Digitized California Faults, User's Manual, 1996, p. 79. Jennings, C. W., Fault Map_ of Califomia with Locations of Volcanoes, Thermal Springs and · Thermal Wells, Cali~ornia Division ofMines and Geology, 1975 (revised 1987). Kennedy, M. P.; Geology of the Sari Diego Metropolitdn Area, Califomiq, The Poway Quadrangle, Bulletin 200, California Division ofMit;tes and Geology, 1975. ·tan, S. S., !,andslide Hazards in the Encinitas Quadrangle, San Diego County, California, California Div1sion of Mines and Geology, Open-File Report 86-8, 1986. . . Unpublished reports, aerial photographs, and maps on file with Geocon Incorporated. . . Wesnousky, S. G., Earthquakes, Quatemary Faults, and Seismic Hazard in California, Journal of Geophysical Research, Vol. 91, No. B12, ·I986, pp. 12,587,631. Project No. 06169-42-01 September 22, 1998 CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 1 CF-lR ===============.=============-=====-----, ·---=-----·====· =====,=============.== Project Title .......... F~SS RESIDENCE Date .. ~0/19/99 13:08:46 Project Address ........ 2456 LA COSTA AVE ******* *v5.00* I CARLSBAD, GA 92909 Documentation Author ... TONY FASHANDI ******* Building Permit# I Fashandi & Associqtes _________ I 135 Liverpool Dr, Suite A Plan Check / Date I· Cardiff, CA 92007 ________ I 160-944-7073 Field Check/ Date I Climate Zone ............ 07 ,-------------------- Compliance Method ...... MICROPAS5 v5.00 for·1999 Standardef by Enercomp, Inc. ====== ========= ====== =========== ===== ========= === ./====================== MICROPAS5 v5.00 File-FESS Wth-CTZb7S92 Program-FORM CF-lR User#-MP0622 User-Fashandi & Associates Run-PROPOSED RESIDENCE Component Type Wall GENERAL. INFORMATION Conditioned Floor Area .... . Building Type ............. . Construction Type ........ . Building Front Orientation. Number of Dwelling Units .... Number of Stories .........• Floor Constrµct:ion Type .... . Glazing Percentage ........ . Average Glazing U-value ... . Average Glazing SHGC ...... . 3985 sf Single Family Detached New Front Facing 180 deg (S) i 3 Slab On Grade 28.6 I of floor area 0.69 Btu/hr-sf-F 0.69 BUILDING SHELL INSULATION Frame Type Wood Cavity R-value R-17.8 Sheathing Total Assembly R-value R-value u-~alue Location/Comments R-0 R-17.8 0.065 FRON:T WALL GARAGE WALL Wall Roof SlabEdge None Wood None R-0 R-30 R-0 R-0 R-0 R-0 R-0 R-30 LEFT WALL, RIGHT WALL 0.000 RET. WALL, RIGHT WALL 0.035 ROOF F2=0.760 SLABEDGE FENESTRATION Over- Area u-Interior Exterior hang/ Orientation (sf) Value SHGC Shading Shading Fins ------------------------------------------------------- Window Front (S) 92.3 0.750 0.700 Standard Standard None Door Front {S) 50.0 0.550 0.650 Standard Standard Yes Door Frqnt {S) 24.0 0.550 0.650 Standard Standard None Wit+dow Front (S) 22.5 0.650 0.700 Standard Standard None Wiµdow Left CW) 87.0 0.750 0.700 St<;l.ndard Standard None Door Left CW) 21. 0 0.550 0.650 Standarq. Standard None Window Back (N) 261. 0 0.750 0.700 Standard Standard None Window Back (N) 276.0 0,650 0.700 Staµdard Standard None Window Right (E) 89.5 ,0. 750 0.700 Standard Standard None Door Right (E) 144.0 0.550 0.650 Standard Standard None Window Right (SE) 28.5 0.750 0.700 Standard Standard None Skylight Horz 43.0 0.940 0. 730 None None None CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 2 CF-lR =========-=============-·---=======--=·=--------.---.=====-===------------===== Project Title .......... FESS RESIDENCE Date .. 10/19/99 13:08:46 MICROPASS v5. 00 File-FESS Wth-CTZ07S92 Program-FORM CF-l·R User#-MP0622 User~Fashandi & Associates· Run-PROPOSED RESIDENCE Minimum Equipment Type Efficiency ------------------------------ Furnace 0.780 AFUE i\.CSplit 10.00 SEER SLAB SURFACES Area Slab Type (sf) Standard Slab 1525 !WAC SYSTEMS Duct Duct Tested Duct Location R~value Leakage ---------------------------- Attic R-4.2 No Attic R-4.2 No WATER HEATING SYSTEMS Tank Type Heater Type Distribution Type Number in System Energy Factor Water Heater to meet minimum CEC Standards R~MARKS ACCA Thermostat Manual D Type ---------------- No No Tank Size (gal) Setback Setback External Insulation R-value CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 3 CF-lR =========================================' ==~================================== Project Title ........... FESS RESIDENCE Date .. 10/19/99 13:08:46 ·====· ===== ·==============-======================================. ============== 1· MICROPASS vS.00 File-FESS Wth-CTZ07S92 Program-FORM CF-lR I User#-MP0622 User-Fashandi & Associates Run-PROPOSED RESIDENCE ~-----------------------------------------------'------------------------------ COMPLIANCE STATEMENT This certificate of compliance lists the building features and performance specific?ttions needed to comply with Titie-24, Parts 1 and 6 of the California Code of Regulations,, and the administrative regulations to implement them. This certificate has been signed by the individual with ov~rall design responsibility. When this certificate of compliance is submi.tted for a single building pl;m to be built in multiple orientations, any shading feature that is varied is indicated in. the Special Features Modeling Assumptions section. DESIGNER or OWNER Name. . . . MR. DOUG FESS ARCHITECT Company. STUDIO ONE Address. 10720 GLENDOVER LANE Phone ... License. Signed ... Name ..•. Title ... Agency .. Phone ... Signed .. SAN DIEGO, CA 92126 (619) 982-1846 e,.1, 'v l,~ . ENFORCEMENT AGENCY --------~---- . (date) DOCUMENTATION AUTHOR Name .... TONY FASHANDI .company. Fashandi & Associates Address. 135 Liverpool Dr, Suite A Cardiff, CA 7 Phone ... 760-944 Signed .. (date) COMPUTER METHOD SUMMARY Page 1 C-2R ---,-------------------'------------------,--------------·---------------------Project Title .......... FESS RESIDENCE Project Address ...... ,. 24-56 LA COSTA AVE CARLSBAD, CA 9200~ Documentation Author ... TONY FASHANDI· Fashandi & Associates ******* *v5.00* **·***** Date .. 10/19/99 13:08:46 Building Permit# 135 Liverpool Dr, Suite A Plan Check/ D~te Cardiff, CA 92007 760-944-7073 Field Check/ Date Climate Zone ........... 07 --------------------- Compliance Method ...... MICROPAS5 v5.00 for 1999 Standards by Enercomp, Inc. --,---.---------------,-------------------------------------------------------- MICROPAS5 v5.00 Fil~-FESS Wth-CTZ07S92 User#-M?0622 User-Fashandi & Associates Program-FORM C-2R Run:PROPOSED RESIDENCE -. ---------------------------------------, --------' ----------------------------- ----------========---===·=·=_= ·======-=====·==~ ================== MICROPAS5 ENERGY USE SUMMARY Energy Use $tandard :f?ropos~d Compliance (kBtu/sf-yr) Des~gh Design Margin ----------------------------------------------------- Space Heating .......... 4.42 4.20 0.22 Space CO(!ling ..... : .... 4.09 3.88 0.21 Water Heating .......... 7.15 7.15 0.00 ------------------------ Total 15.66 15.23 0.43 *** Building complies with Computer Perf9rmance *** ----------------------------------------------------------------- GENERAL INFORMATION Conditioned Floor Are~ .... . Building Type ............. . Construction Type ........ . Building Front Orientation. Number of Dwelling Units ... Number of. Building Stories. Weather Data Type ......... . Floor Construction Type ... . Number of Building Zones .. . Conditioned Volume ........ . Slab-On-Grade Ar.ea ........ . Glazing Percentage ........ . Average Glazing U-value ... . Average Glazing SHGC ...... . Average Ceiling. Height .... . 3985 sf Single Family Detached New Front Facing 180 deg (S) 1 3 ReducedYear Slab On Grade 1 39850 cf 1525. sf 28.6 % of floor area 0.6-9 Btu/lir-sf-F 0.69 10 ft COMPUTER METHOD SUMMARY Page 2 C-2R ===,=============-===========-============---·· -·----==-------------------------- Project Title .......... FESS RESIDENCE Date .. 10/19/99 13:08:46 ------====--------------------------,------------------------------------------ MICROPASS vs. 00 File-FESS .Wth-CTZ07S9.2 PrQgram-FORM C-2R User#-MP0622 Qser-Fashandi & Associates Run-PROPOSED RESIDENCE BUILDING ZONE INFORMATION ------·------------------- Floor # of Vent Vent Air Area Volume Dwell Cond-Thermo~tat Height Area Leakage Zohe Type (sf) (cf) Units itioned TyPe (ft) (sf) Credit --------------------------------------------------------- HOUSE Residence 3985 39850 1. o·o Yes Setback 8.0 Standard No OPAQUE SURFACES --------------- Area u-Insul Ac;t Solar Form 3 Location/ Surface (sf) value R-va]; Azm Tilt Gains Reference Comments -------------·----------------------------- HOUSE 1 Wall 66'7 0.065 17.8 180 90 Yes W.19.2XEi.:l,6 FRONT WALL 2 Wall 188 0.065 17.8 180 90 No W.19.2X6.16 GARAGE WALL 3 Wall 698 0.000 0 180 90 No None RET. WALL 4 Wall 687 0.065 17.8 270 90 Yes W.19.2X6.16 LEFT WALL 5 Wall 232 0.000 0 270 90 Yes None RET. WALL 6 Wall 1573 0.065 17.8 0 90 No W.19.2X6.l6 GARAGE WALL 7 Wall 436 0.065 17.8 90 90· Yes W.19.2X6.16 RIGHT WALL 8 Wall 232 0.000 0 90 90 Yes None RIGHT WALL 9 Roof 2249 0.035 30 n/a 0 Yes R.3().2Xl2.16 ROOF PERIMETER LOSSES ---------·------ Length F2 Insul Solar Surface (ft) Factor R-va,l nains Location/Comments ------------------------------------------------- HOUqE 10 .SlabEdge 247 0.760 R·-O No SLABEDGE FENESTRATION SURFACES ------·· -------------- Area u-Act Exterior Shade Interior Shade Orientation (sf) Value SHGC Azm Tilt Type/SHGC Type/SHGC -·---------------------------------------.-------- HOUSE i Window Front (S) 92.~ 0.750 b.700 i80 '90 Standard/0.76 Standard/0.68 2 Door Frop.t (S) 50.0 0. 550· 0.650 180 90 Standard/0.76 Standard/0.68 3 Door Front (S) 24.0 0.550 0 .6'50 180 90 Standard/0.76 Standard/0.68 4 Wip.dow Front (S) 22.5 0.650 0.700 180 90 Standard/0.76 Standard/0.68 5 Window Left (,W) 87.0 0.750 0.700 270 90 Standard/0.76 Standard/0.68 6 Door Left (W) 21. 0 0,550 0.650 270 . 90 Standard/0.76 Standard/0.68 7 Window Back (N) 26:1,. 0 0.750 0.700 0 9Q Standard/0.76 Standard/0.68 8 Window Back (N) 276.0 0. 6:50 0,700 0 90 Standard/0.76 Standard/0.68 9 WindQW Right (E) 89.5 o,7so 0.700 90 90 Standard/0.76 Standard/0.68 10 Door Right (E) 144.0 o·. sso 0.650 90 90 Standard/0.76 Standard/0.68 11 Window Right (SE) 28.5 0,750 0.700 135. 90 Standard/0.76 Standard/0.68 12 Skylight Horz 43.0 0.940 0.730 180 0 None/1 None/1 COMPUTER METHOD SUMMARY Page 3 C-2R =================================·============== ·============================== Project Title .......... FESS RESIDENCE Date .. 10/19/99 13:08:46 ==================.===.====================-=== ·====== ~-======================= MICROPAS5 v5.00 File-FESS Wth-,CTZ07S92 Program-FORM C-2R User#-MP0622 User-Fashandi & Associates Run-PROPOSED RESIDENCE Surface HOUSE 2 Door System Type HOUSE Furnace ACSplit Tank Type Area OVERHAN~S AND SIDE FINS ---Window--------Overhang--------Left Fin------Right Fin-- Left Rght (sf) Wdth Hgth Dpth Hght Ext Ext Ext Dpth Hght Ext Dpth Hght 50.0 n/a 8.0 Minimum Efficiency ------------ 0.780 AFUE 10. o,o SEER 5.0 0.5 n/a n/a n/a n/a n/a n/a n/a n/a SLAB SURFACES Area Slab Type (,sf) HOUSE Standard Slab 1525 HVAC SYSTEMS ------------ Duct Duct Tested Duct ACCA Duct Location R-value Leakage Manual D Eff --------------------------------------------- Attic R-4.2 No No 0.809 Attic R-'4.2 No No 0.779 WATER HEATING SYSTEMS Number in Energy Heater Type Distribution Type System Factor Tank Size (gal) External Insulation R-value Water Heater to meet minimum CEC Standards RE;MAR.KS ,.'> CONSTRUCTION ASSEMBLY Page 1 3R =-----===--------=----------===-=====· .-=·=====·=========================-===== Project Title., ........ FESS RESIDENCE Date .. 10/19/99 13:08:46 ------=== --------==-=======-================-·=============~=============-===== I I I I I I I I I I I I I I I I MICROPAS5 v5.00 File-FESS Wth-CTZ07S92 Program-FORM 3R User#-MP0622 User-Fashandi & AssociatE;s Run-PROPOSED· RESIDENCE ,--,----------- Sketch of Construction Assembly Parallel Path Method Reference Name . W.19.2X6.16 Description., .. Wall R-19 2x6 16oc Type , .......... Wall R-Value 17.8 Hr-s£-F/Btu Framing Material FIR. 2X6 Type ......... wood Description .. 2x6 fir Spacing 16 inches on center Framing Fra~ .. 0.15 LIST OF CONSTRUCTION COMPONENTS Material Cavity Frame o. 1. 2. 3c. 3f. 4. I. Name ------------- FILM.EX STUCCO.0.88 BI,,DG.PAPER BATT.R19 FIR.2X6 GYP·. 0. 50 ·FILM. IN, WLL Description Exterior air film: winter value 0.875 in stucco Building paper (felt) . R-19 batt insul (cavity 2x6 fir 5.5 in) 0.50 in gypsum or plaster board Inside air film: heat $ideways R-Value R-Value ------------------ 0.17 0.17 0.17 0.17 0.06 0.06 17.80 5.45 0.45 0.45 0.68 0.68 ------------------ Total Unadjusted R-Values FRAMING ADJUSTMENT CALCULATION 19.34 6.98 Cavity Framing Total U-Value: (1 / 19.34 x 0.85) + (1 ./ 6.98 X 0.15) 0.065 Btu/hr-sf-F Total R-Value: 1 / 0 .. 065 15.28 hr-sf-F/Btu CONSTRUCTION ASSEMBLY Page 2 3R ======--=====·==============-==-====------------· --===---=----------------===-- Project Title .......... FESS RESIDENCE Date .. 10/19/99 13:08:46 = ·===·===================================.===================================== MICROPASS vS.00 File-FESS Wth-CTZ07S92 Program-FORM 3R User#-MP0622 User-Fashandi & Associates Run-PROPOSED RESIDENCE ---------------------------------Parailel Path Method I I I I I I I I I I I I I r I I Sketch of Construction Assembly LIST OF CONSTRUCTION COMPONENTS Material I I I I I I I I I I I I I I I r Reference Name R.30.2X12.16 Description ..... Roof R-30 2x12 16oc Type ........... Roof R-Value- Framing Material Type ........ . . Description .. Spac;:.ing Frami.ng Frac .. 30 Hr-sf-F/Btu FIR.2X12 Wooc:l. 2x12 fir 16 inches on center 0.10 Cavity Frame Name Description R-Value R-Value ------------------------------- 0. FILM.EX 1. SHNGL.A,SPHLT 2. BLDG.PAPER 3. PLY. o·. 5·0 4c. AIR.RF.1.75 4f. FIR .. 2X12 Sc. BAT.T .R30. U 6. GYP.0.50 I. FILM.IN.RF Exterior air film: winter value Asphalt -shingle roofing Building paper (felt) 0.50 in plywood 1.75 in (approx-) air space: heat flow up 2x12 fir R~30 batt insul (cavity> 9.25 in) 0.50 in gypsum or plaster board Inside air -film: heat flow straight up Total Unadjusted R-Values FRAMING ADJUSTMENT CALCULATION 0.17 0.44 0.06 0.62 o. 77 30.00 0.45 0.61 33.12 Cavity Framing Total U-Value: (1 / 33.12 x 0.90~ + (i. / 13.49 x 0.10) 0.035 Btu/hr-sf-F Total R-Value: 1 / 0.035 28.91 hr-sf-F/Btu 0.17 0.44 0.06 0.62 11.14 0.45 0.61 13.49 MANDATORY MEASURES CHECKLIST: RESIDENTIAL Page 1 MF-lR ==,·.--===================.= '=============.====.================================ Project Title .......... FESS RESIDENCE Date .. 10/19/99 13:08:46 Project Address ........ 2456 LA COSTA ~VE CARLSBAD, CA 9.2 Q 0 9 Documentation Author ... TONY FASHANDI ******* *vS.00* ***'**** Building Permit # Fashandi & Associates 135 Liverpool Dr, .Suite A Cardiff, CA 92007 760~944-7073 Plan Check/ Date Field Check/ Date Clitnate Zone ............ 07 --------------------- Compliance Method ...... MICROPASS vS.00 for 1999 Standards by Enercomp, Inc. MICROPASS vS.00 File-FESS Wth-CTZ07S92 Program-FORM MF-lR User#-MP0622 User-Fashandi & Associates Run-PROPOSED RESIDENCE --------------------------. ---------------·------------------------------------ Note: Lowrise residential buildings subject to the· Standards must contain these meas,ures regardless ,of the compliance approach used. Items marked with an asterisk {*) may be superseded by more stringent compliance requirements listed on the Certificate 9f Compliance. When .this ·checklist is incorporated into the pe~mit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the docume~ts or ,on this checklist only. atrILDING ENVELOPE MEASURES Design-Enforce- *IS0{a): Minimum R-19 ceiling insulation. lS0{b): Loose fill insulation manufactu~er1 s labeletl R-Value. *150(.c): Minimum R-13 wall insulation in wood framed walls or equivalent U-value in metal frame wa1ls {does not apply to exterior mass walls). *lS0{d): Minimum R-13 raised floor insulation in framed floors. lS0(i): Slab edge insulation -water absorption rate no greater than 0.3%, water vapor transmission rate· no greater than 2.0 perm/inch .. 118: Insulation specified or installed meets CEC quality standards. Indicate type and form. 116-17: Fenestration Products, Exterior Doors and Infiltration/ exfiltration controls 1. )Joors and windows between conditioned and uncondit,ioned spaces designed to limit air leakage. 2. Fenestration products (except field fabricated) have label with certified U-value, c~rtified solar heat gain coefficient, and infiltration certification. 3. Exterior doors and windows weatherstripped; all joints and penetrations c;::aulked and sealed . ., lS0(g): Vapor barriers mandatory in Climate Zones 14 and 16 only. lS0(f): Special infiltrc;ttipn barrier installed to comply with Sec. 151 meets Commission quality standards. lS0(e): Installation of Fireplaces, Decorative Gas Appliances and Gas Logs 1. Masonry and factory-bµilt fireplaces have.: a. Closeable metal or glass door b. Outside air intake with damper and control c. Flue damper and control :;!. No continuous burning gas pilots allowed. er ment MANDATORY MEASURES CHECKLIST: RESIDENTIAL Page 2 MF-lR ------=====.=--·------------===========--=-=-=-----==._======_============= ·=-== Project Title .......... FESS RESIDENCE MICROPAS5 v5.00 File-FESS Wth~CTZ07S92 User#-MP0622 User-Fashandi & Associates Date .. 10/19/99 i3:08:46 Program-FORM MF-lR Run-PROPOSED RESIDENCE SPACE CONDITIONING, WATER HEATING AND PLUMBING SYSTEM MEASURES ----' -------------------------_..,_ -·------------------. ---------- Design-Enforce- 110-113: HVAC ·equipment, water heaters, showerheads and faucets certified by the Commission. 15.0 (h) : Heating apd/or cooling loads calculated in accordance with ASHRAE, SMACNA or ACCA. 150('i): Setback thermostat ort all applicable heating and/or cooling systems. 150(j): Pipe and Tank insulation J,. Storage gas water heaters rated with an Energy Factor of less than 0.58 must be externally wrapped with insulation having an installed thermal resistance of R-12 or greater. 2. First 5 f·eet of pipes closest to water heater tank, non- recirculating systems, insulated (R-4 or greater). 3. Back-up tanks for solar systems, unfired storage tanks, or other indirect hot water tanks have R-12 external insulation or R-16 combined internal/external insulation. 4. All buried or exposed piping insulated in recirculating sect:i.ons bf hot water system. 5. ·cooling system piping below 55. degrees insulated. 6. Piping insulated between heating source and indirect hot water tank. *150 (m)·: Ducts and Fans 1. All ducts and plenums constructed, installed, in- sulated, fastened, and sealed to comply with the ICBO 1997 UMC sections 601 and 603; ducts in$ulated to a minimum installed R-4.2 or ducts enclosed entirely within conditioned space. Openings shall !::le sealed with mastic, tape, aerosol sealant or other duct closure system that meets the applicable requirements of UL181, UL181A, or UL181B and other applicable specified tests for longevity given in Sec. lSO(m). 2. Exhaust fan systems have backdraft or automatic dampers. 3. Gravity ventilating systems serv:i.ng conditioned space have either automatic or readily accessible, manually operated dampers. 114: Pool and Spa Heating Systems and Equipment 1. System :i.s certified with 78% thermal efficienqy, on-off switch, weatherproof operating instruction·s, no electric resistance heatihg and no pilot light. 2. System is installed with: a. At least 36 inches of pipe between filter and heater for future solar heating. b. Cover for outdoor pools· or outdoor spas. 3. Pool $ystem has directional inlets and a circulation pump time switch. 115: ·Gas-fired central furpaces, pool heaters, spa heaters or household cooking appliances have no continuously burning pilot iight (Exception: Non-electrical cooking appliances with pilbt < 150 Btu/hr) . er ment MANDATORY MEASURES CHECKLIST: RESIDENTIAL Page 3 MF-lR Project Title .......... FESS REStDENCE Date .. 16/19/99 13:08:46 ------.=====.=-=-==============. ==----~ ---------= ===------================= MICROPASS vS.00 File-FESS Wth-CTZ07.892 Prog~am-FORM MF-lR User#-MP0622 ·User-Fashandi & Associates Run-PROPOSED RESIDENCE LIGHTING MEASURES lS0(k)i: Luminaires for general lighting in kitchens shall have lamps with an efficacy of 40 lumens/watt or greater for general lighting in kitchens. This general lighting shall be controlled by a switch on a readily accessible lighting control panel at an entrance to ,the kitchen. 150(k)2: Rooms with a shower or bathtub must either have at +east one tuminaire with lamps with an efficacy of 40 lumens/watt or greater switched at the entrance to the room or one -of the alternatives to this requirement allowed in Sec. 1S0(k)2.; and recessed ceiling fixtures are IC (insulation cover) approved. Design-Enforce- er ment ,. HVAC SIZING Page 1 HVAC ---------------------------,--. ______ " ------------------------------------------ Project Title .......... FESS RESIDENCE Pr0ject Address ........ 2456 LA COSTA AVE CARLSBAD, CA 92009 Docume~tation Author ... TONY FASH,ANDI Fashandi & Associates 135 Liverpool Dl:'.', Suit.e Cardiff., CA 92007 760-944-7073 ******* *vS.00* ******* A Date .. 10/19/99 13:08:46 I I Building Permit# I I Plan Check/ Date I I Field Check/ Date Climate Zone.,. . . . . . . .. . . 07 --------------------- Compliance Method ...... MICROPASS vs.ob for 1999 Standards by Enercomp, Inc. ====. =======================-===========·-===------=======-=·=========--=-===== MICROPASS vS.00 File-FESS Wth-CTZ07S92 User#-MP0622 User-Fashandi & Associates Program-HVAC SIZING Run~PROPOSED RESIDENCE GENERAL INFORMATION Floor Area ................. 3985 sf Volume ........ ; ............ 39850 cf Front Orientation .......... Front Facing 180 deg (S) Sizing Location ............ CARLSBAD Latitude .............. , .... 33.2 degrees Winter Outside Design ...... 38 F Winter Inside Design ....... 70 F Summer Outs.ide Design ...... 83 F Summer Inside Design ....... 78 F S~mmer Range ...•........... lQ F Interior Shading Used ...... No Exte+ior Shading Used ...... No Overhang Shading Used: . . • . . No La.tent Load Fraction ....... 0.20 HEATING AND COOLING LOAD SUMMARY -------~--~--------·-----_------- Description --------------------------.-----.- Opaque Conduction and Solar ..... . Glazing Conduction .............. . Glazing sciar ................... . Infiltration ...............•..... Internal Gain ................... . Ducts ............................. . Sensible Load ...... , ............ . Latent Load, .................... . Minimum Total Load Heating (Btuh) 15:934 25107 n-/a 16481 n/a 5752 63273 h/a 63273 Cooling (Btuh) 4504 3923 38882 1112 2325 5075 55821 11164 66985 Note: The ioads shown are only one of the criteria affecting the selection of HVAC equipment. Oth~r relevapt design factors such as air flow requirements, outdoor design temperatures, coil sizing, availability of equipment, oversizing safety margin, etc., must also be considered. It is the HVAC designer's responsibility to consider all factors when selecting the HVAC equipment. , ~1fsc1i1cmi ,:or.t,:1.ctint/ /}E;;;.n<se # so·:,:707 'T~f'),O/IG/'1<'1 (760:, t:J6~t;OS3 f"ax:(ft,()) i'Jo-00.:Jo J ·i '.' ... k)h: F!B?$S Resk!ance :2.,!56 La Cost,,, Ave. Carlsbad, C/J.. 92009. i-rom: Ron Dudek, 7$0 73G-6036 . '.\ ~' Oat~: .6/1f00 OpiipnsaJ. C~iculat1or, For Single E::amHy Dw,~mng :-:, Afr Cc,ndtiQi'.':ing Larger Th::m Heat · ( see·section 220..jo.) Air Ccr.t!!tlonlng Kw C;tlculatlon: SFx·5.\11/A TTS per SF . B'rlf'S/!':i=W: SF"-3950 BTU'S = ·.:.'f!J'·_ •, Air conC:!tiohlng ......................................................... .. Sp,rce Heaters ( Omit, See Section 220-21 ) ·~ ::~:··:· ~ :~ ; -·. ~ • ·:~tr·::: t.'.y·a~:~.~1:~·::·'.:.:::.:·.:::· ....................................................... : .. . 5. .,1,_.._,.y!ik.1I l\),'!J,1<1. ,~., t.1. , .• u,.-..................................................... .. . ;·_·'.:~·i.:}{·;~~(iZ117~i~~~;;~~~;::::::'.::::'.:::~::::::::::::::::::::::::::::::::::::::::::::::::::::::::::. ·: .' ;:;:t.-,_ ·ort'.~f:·::_-:.;:·" .. :· .. ··:: ........... "" ........................................................ . .... Klr.(.\h!.:<i'1E:tp.1!pr,1"'nt; _ . . ::·lt):~~~;:~:::.1 ::::.~·.·:.-.·.-.·.-.-.-.-.-::::::.:::.-.-.-.-.-:.-.-.-:.-.-:.·:.·.·:::.-:::::.-:::::.-:::::.·::.-.·.·:.-::.-::.-:···· ·. · .-:, F.f-,.~~::.:er.:·~~~;, .... _ ....... ~.· ............................................................... . :iVcrn·f1ir;g Drawe~s ......... : ..................................................................... . 1. · Mlcrcw,~ve ................................................................................ . i · Qooktop/Ran.;ie .......................................................................... . "1 ' ()ven.: ........ : ............................................................................ . ·:·.20 ,-. ·ro ~,_,· :_. ' ·Mfsq: .Shower Steat.nl'::r ........................................................................ .. Sa:tJna ....... ,,uh,,,~ .................................................. , •.•••.•...•• l ............ . Garage,Storat1e Li;.n~JS"i,cape Light:ng ................................................ . Garage & Misc. 0u1lets@ 1aova Eacr1. ........................................ · Landscape:Ligh;Jng, Pools, Fo-intai11·.;. Jacuzzi .......... : ...................... .. Elevator ..................................................................... , .................. .. · <;,ue~t House Jr.cl. ..................................................................... . Total OthtH Loads ........................... ,. ................ , .......................... . Cak:1..,1/ations.t .,., . NormeJ:, · '19.75 ·KV,C. Normal: 1·1.9 KVA 9.0 KVA 1.5 '(0.fA 1.5 '(0.fA 15.0 l<.VA 1.5 'rWA 1.5 'r'NA 1.5 '(0.fA 0:0 KVA 1.5· '(0.fA 5.0 KVA 12.0 't<{J,4, 0:0 f0/A O.q 'r<NA 3.6 KVA 1.8 KVA 16.0 '(0.fA 0.0 '(0.fA O.ci KVA 73 KVA . ·_:/~?~.~-.}_~.::~';.~_:.'..·~_-. _ . _ ~:~~i;~~~;t1ii::~::·.::::·.::·:.~::·.·. . Total Cal,~Lllateci Load ........... .. 10.0 KVA 25.3 KVA. 35.3 KVA · : · I.QJ..~gDJ.!..~h!e: Nom)aJ; ,bJr Co~ii:Jitionlng ...................................... .. Tot~I Calculated Load ....................... . TOTAL 19.75 KVA 35.3 .KVA 55.1 KVA -Total Amps a.t :240 Volts, 1 Phase, 3Wip 229 Amps . . . . . ·~ 1 [ ~ ~ s :J · ':Ji, . ... ,, '.. .. , ... ~' .,_; , \ 1-----'------~- ~ l: ~ .S;L J \..) ~ ~ ~ ~ -L ... ~ ~ C ~ \ rr----~-------------------=J·~g-~::::l---d:-~-,,,, -·. ~ ' ' ' J -·. Ji ...(' . I .. .. ~-f --. ~~,Cal~ l_!K:. 1615S:Ra'llc::ha Saola f's~. Ste.C $an-~: r;.A i207B (7!0)738-9J33 ",:};",c£> .···. C Panei I 2Poh, 21 Oinint 3S Fess Restd~ Mam P..a ---· {$plit 4001\}· '. .- 0\111111 SOA.J 2Pola oven. ~ 12.Polc ~ Room~piao~ & 0.SR~ ~Tub QattqeGolfeart ,._.~GM Gacai,a&Oo<lra. ,. ,, ~~ Oh•fll*'! 0 laand ~ Pl~ "frcnt" · Ro'Tftemor Srnal Aflplialiee Smal·Applianc. - ,. .. 0.11*>eQt5flQAI Gafllllt~-- Sittng-~ Recet=bclo ) --· ·-- ~· : ·. ·-, •-:: --. ' . -.• ' "'~'· .'-'; ' .. ,; ·. :, ~. ' .,,, : : '' .. , ; -i ,', I . l ;_. -·,]: -~ -,, .,- -' ' :-j l ,~Jo; -4·'. .. ' ... ;.~~ 11-S • ' -~ ..... ''fl). 12 14 1G 18 zo 22 24 26 2& 30 32 -~ ~- -~ ..0 '2 ' .,.; ... ' ,• J .. -~, ,. ' . I i 1 t 1 I I ~ ~RQOtn 1 • -:.,, - l 21 ~:3torago& ~ f ,. -· j· ~-{ ' 33 G~_Room~" ~ ,- ~- ~ :,1 39 , 41 ' ~·,·-,. ~ & Laundryl.l(lhtl ler'*» sp. ~Br~OIJtdoot oom JQlc.henl.J;helng, 0inning & I.Mn; Room UQhtJ . tiaU & Stair* Out.l<kt eaJ)8 ~~ Smok,.Dotec.kxl 1() 1 20 22 2-4 2i 30 32 34 3e 34 ,tO "2 . ' ---. ···-' -,,-1 ·· .. i l .· ) . 1 - .-: l a&r:tik CJJl Partmn. me~ 1G1S.$ Aariclio ~i&l ire Rood, Sto.C : Sm ~r-cou-, CA 92078. (Tfi0)738-8033~ -. PR'ltl . l'AV#1 : --l'AU"6'1.. -' ·. - Bath tWl. : 11 1i 21 .. : i 41 2 -4 :6 1) ·10 12 14 ~(i ·1a 2i> 2l 24 25 2A ~- 32 34 '3e 3a -40 42 .. ·-' -~ -... ' ] ,. .• . -· -. ". ':-t_· .. I> City of Carlsbad · · -,~noa 101~--x¥J•tn10,1nn1 CERTIFICATE OF COMPLIANCE PAYMENT OF SCHOOL FEES OR OTHER MITIGATION This form must be completed by the City, the applicant, and th~ 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. '6-ss; ~,ct~ Project Name: Building Permit Plan Check Number: Project Address: A.P.N.: Project Applicant (Owner(s) Name(s)) Project Description: Building Type: Residential Number of New Dwelling Units I Square Feet of Living Area in New Dwelling Second Dwell!ng Unit: Square Feet of Living Area in SOU Res. Ade:.iitions: Net $quare Feet New Area Comerc./ Ind.: City Certification of Applicant's information: ~~==--~:;_JU~..£_~~;.c::,i::_.i::_ ____ -=-9'-¥-,'4--~=------- SCHOOL DISTRICTS WITHIN THE CITY OF CARLSBA Carlsl;:>ad Unified School District 801 Pine Ave. Carlsbad CA 92009 729-:9291 Encinitas Union School District .. 101 South Ranch Santa Fe Rd Encinitas, CA 92024 944-4300 San Marcos Unified School District 2~5 Mata Way San Certification of Applicant /Owners. ,The person executing tti,s · e r!l-)-ee · 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 reque!>ts 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 the owner/ deYeloper of the above described project{s), or that the person executing this declaration is authorized_ to sign on behalf of the Owner. · Signatur~ -Date:'? /1--'1/oo 2075 Las Palmas ·br, • Carlsbad, CA 92009-1576 • (760) 438-1161 • FAX (760) '438-0a94 . > •. -* SCHOOL DISTRICT SCHOOL FEE CERTIFICATION . (To be completed by the school district(s)) *************************************************************************************************** THIS FqRM INDICATES THAi TH~OOL DISTRICT REQUIREMENTS FOR THE PROJEc,:-@ . ~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 NAME OF SCHOOL DISTRICT DATE . PHONE NUMBER ~ "~~~ Asst. Superintendent, Buslnt15:: . SAN DIEGuno UNION HIGH SCHOOL DIS1RICT F i City of Carlsbad i=-i•••G••li~M•Ji•Eiiii,14111 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. '--ss fu 1~ Project Name: Building Permit Plan Check Number: Project Address: A.P.N.: Project Applicant (Owner(s) Name(s)) Project Description: · -Buildin~ Type: Residentia'I Second Dwelling Unit: Res. Additions: Comerc./ Ind.: City Certification of U-l6d-/S Number of New Dwelling Units I Square Feet of Living Area in New Dwelling Square Feet of Living Area in SOU Net $quare Feet New Area Applicant's information: ~s....:::==--..JL.:~~..!IZ....!~==_s,:_----~'-ILJ~~=------- SCHOOL DISTRICTSWITHIN THE CITY OF CARLSBA v San Marcos Unified School District 215 Mata Way San Marcos, CA 92069 736-2200 S~n Dieguito Union High School District . 710 Encinitas Blvd. . Encinitas, CA 92024 753-6491 Certification o · pp 1cant /Owners. The person executing this declaration {"Owner'') certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if th$ initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/ developer of the above described project(s), or that the person executing this declaration is authorized.to sign on behalf of the Owner. 2075 Las Palmas Dr. • Carlsbad, CA 92009-1576 • (760) 438-1161 • FAX (760) 438-0894 . * Revised 3-18-99 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 SA"flSFIED. 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 ilTLE NAME OF SCHOOL DISTRICT DATE PHONE NUMBER 3/;;v/00 ' ENCINITAS UNION SCHOOL DISTRICT DEVELOPER FEES LEUCADIA COUNTY WATER DISTRICT APPLICATION FOR SEWER-SERVICE The application m_ust be signed by the owner (or his representative) of the property to be served. The total charges must be paid to the District at the time the application is submitted. APPLICANT MUST SUBMIT EVIDENCE OF BUILDING PERMIT WITHIN 60 DAYS. FAILURE TO MAKE SUCH SUBMITTAL WILL RESULT IN AUTOMATIC CANCELLATION OF THE SEWER PERMIT. THE SEWER CONNECTION FEE LESS A $50 ADMINISTRATIVE FEE WILL BE REFUNDED. A six-month construction period shall be provided and sewer service charges for the balance of the fiscal year shall be collected at the time of application for sewer permits. Sewer service charges for subsequent fiscal years shall be collected on the tax roll in same manner as property taxes. If the six-month construction period extends into the subsequent fiscal year, a prorated sewerservicechargeforthatfiscalyearshall be collected on thetax roll in the same manner as property taxes: The full sewer service charg·es for all subs~quent years shall be collected on the tax roll in the same manner as proper,ty taxes. There will be no additional fee.or refund if service actually commences on a different date. · · · The prorated sewer service charge shall not be required in those application for sewer permits-for. subdivisions. Such applicants shall be required to notify the District, on forms provided by the District, of escrow closing on individual prop(ilrties within the subdivision. Sewer service charges shall commence upon close of escrow and will be the responsibility _of the buyer.· If. a service lateral is· required, it must be installed by the owner/applicant in conformance with the specifications, rules and regulations of the Distri'ct and subject to inspection by the District. A DISTRICT INSPECTOR MUST BE ON THE SCEN-E AT THE TIME OF CONNECTION. The service lateral is that :part of the sewer system that extends from .the maJn: collection line in the street (or easement) to the point in the street {at or near the applicant's prope.rty line) where the service lateral is connected to the applicant's building sewer. The appli"cant is also responsible for the construction, at the applicant's expense, of the building of sewer from the applicant's plumbing to the point in the street (or easement) where a connection is made to the service lateral and for construction, maintenance and connection of the service lateral to the main line. IT MUST BE INSPECTED AND APPROVED BY THE DISTRICT BEFORE THE SEWER SYSTEM MAY BE USEO .B'lTliE APPLICANT. THE APPLICANT, OR HIS AUTHORIZED REPRESENTATIVE MUST NOTIFY THE DISTRICT AT THE TIME INSPECTION IS DESIRED. ANY-CONNECTION MADE TO THE SERVICE LATERAL OR COLLECTION LINE WITHOUT PRIOR APPROVAL AND INSPECTION BY THE DISTRICT WILL BE CON- SIDERED INVALID AND WILL NOT BE ACKNOWLEDGED. ALL SUCH CONNECTIONS MUST BE MADE WITH AN lCWO INSPECTOR AT THE SCENEATTHETIME OF CONNECTION. IF, FOR ANY REASON, A CON- NECTION IS IMPROPERLY MADE, It SHALL BE THE RESPONSIBILITY OF THE APPLICANT, AT THE APPLICANT'S E;XPENSE, TO DIG UP OR OTHERWISE RE-EXPOSE THE CONNECTION SO THAT AN . INSPECTION MAY BE MADE AND THE APPLICANT AT THE APPLICANT'S EXPENSE SHALL MAKE ANY CORRECTIONS OR ALTERATIONS REQUIRED BY LCWD. IN THE EVENT THAT THE APPLICANT, FOR ANY REASON, FAILS TO TAKE APPROPRIATE ACTION, THE DISTRICT RESERVES THE RIGHT TO DIG UP AND INSPECT THE CONNECTION AND MAKE ANY CORRECTIONS NECESSARY, AT THE APPLICANT'S EXPENSE: OR IN THE ALTERNATIVE, TO DISCONNECT SERVICE. ANY COSTS INCURRED BY LCWD IN TAKING SUCH CORRECTIVE ACTION SHALL BE BILLED TO THE APPLICANT AND MAY BE RECORDED AS A LIEN AGAINST THE APPLICANT'S PROPERTY EQUAL IN PRIORITY TO A TAX LIEN. · OWNER'S NAME bouglas _M. Fess PHONE NUMBER 858-271-9495 MAILING ADDRESS 10720 Glendover Lane San Diego,Ca 92126 SERVICE ADDRESS _ 2456 La Costa Ave., Carlsbad Ca 92009 TRACTNAME/NO. N/A LOT# 15 CONNECTION FEE: $ 3256.00 ASSESSOR'S PARCEL NO .. 216 -l60-l500 PRORATEDSEWERSERV. FEE:$._0 ____ _ TOTAL $3256.00 TYPE/BUILDING SEO -#/UNITS J EDU PAID BY: 0 CASH IX CHECK# 5"'---7_,___,5"'------ The undersigned hereby agrees that the above information given is correct and agrees to the conditions as stated. rf7f/ .~ {),Nfj(fuH.f!J' . ~ Owner Signature 12/30/99 MJB 21943 Date Rec'd by Account No. Ref: 158 S.PERMIT1 City of Carlsbad Questions below refer to work being done for this permit only. Plumbing • Number ~f@.>r relocated fixtures, traps, or floor drains? (t f1,p., ""',._, . . · l,; Y'lc., 1-~ /1-fllr, 1 i.,-, 1..~14) · • New bu1ld1ng sewer line? ' • Number of roof drains? • ~/alter water line? • Number of water heaters? • Number of hose bibs? • Gas pipfng system • • Number oe r relocated gas outlets + New water meter - Install X No. of ti\ Yes X No __ _ 4 Yes X No __ 1 4-_\,_ Repair Size .,::<·\·---:::::.->· .~\:~/;··~-\=:~"~ .. -.-:: .. _::..,-: .. : ~~ ::: ... Electrical • Number of new panels or subpanels? Size of New Service ;MO A • Single Phase )t Size __ • Thr~ Phase ti • Three Phase -480 + Remodel (relocate existing outlets/switches or'add outlets/switches Mechanical + Number of furnaces, AIC, or heat pumps? (, F/tl1 ~Ne,.) • Number of fireplaces? + ' Number of exhaust fans? ( 5 ~' \ \,.:\-f.W) • Number of exhaust hoods? · • Number of boilers or compressors? • ~ or relocated duct work? --------------••MOM'. Number of amperes ___ _ Number of amperes ___ _ Number of amperes ___ _ Yes __ No __ 1 Number of HP? Yes X No __ CB994535 2456 LA COST A AV CBAD FESS RESIDENCE SFD 4165 SF, GAR 7t5 SF, GOV PAT 145 SF, 15t Sf RESDNTL SF,\' 1 nt# 15 FESS od\!G \ .'\ -, ! ~ /,, J b'j 11 <t/ff-" lb ~'Lls of ~-:r?J L~~--~ u/ >-. _/ I ~,/4 ~ ~--# rJ( I r;~ u i~\t<t/<t't cir'1 ...-(2. ,...,w:es ~ } , .. 14"(, C).,"" 'l""C.. -N ·fiJ ~ ;J/CtY)/2 <z F ( \ 11/11 /-////~·'<'~ I ( !(CO--/Pof1 <Ui.4uzfl L YU 01r ' CWIW\~~~ /-"? / )&~;-~.,;:~ ~~ lfoo~p ~v01J : ~~-: ENGlNEERiNG . ' FIRE APPR/FORM i le',<\ TH DEPT ~ ---Hll,Z ,\4AT I AtR QUAL -JTI rn SEWER Ol&TR fl LC, GHADIN,G LETTER --. I ' L.tJi)l(,4.. ~ C·.'.)f,,1 PPUCANf #. ~,..~ •· : ---··--PLAWCOR!'t ~ lfJ3: fJi~~ooeo~~ ~ Zr, . 1·..,.f.:;c-rf---@~M ;ffS(/) : '. l~~7iti£{' i M WORl'.$HEET l Oi..00 FEES COMPlEJa <---c ,.),/, f~ J / ' '