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2652 LA COSTA AVE; ; CB042640; Permit
-~~c;;;}-'J\ ( ~~~~\/'\city of Carlsbad · • • 1 ·. :;7 .1 ~ \J 1635 Faraday Av Carlsbad, CA 92008 b -26·-2005 iY\ .1 • Residential Permit Permit No: CB042640 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: 2652 LA COSTA AV CBAD RESDNTL Sub Type: SFD Status: Lot#: Applied: Valuation: 2162801300 $291,910.00 Construction Type: 0 NEW Entered By: Occupancy Group: # Dwelling Units: Bedrooms: Project Title: 1 4 BRAMBLE RESIDENCE Reference #: Structure Type: Bathrooms: SFD 3.5 Plan Approved: Issued: Inspect Area: Orig PC#: 3,198 SF HOUSE, 734 SF GARAGE Plan Check#: Applicant: BRAMBLE RICK 2652 LA COSTA AVE CARLSBAD 92009 Building Permit Add'I Building Permit Fee Plan Check Add'l Plan Check Fee Plan Check Discount Strong Motion Fee Park in Lieu Fee Park Fee LFM Fee Bridge-Fee Other Bridge Fee BTD #2 Fee BTD #3 Fee Renewal Fee Add'I Renewal Fee Other Building Fee Pot. Water Con. Fee Meter Size Add'I Pot. Water Con. Fee Reel. Water Con. Fee Total Fees: $17,227.11 $1,137.92 $0.00 $739.65 $0:00 $0.00 $29.19 $0.00 $0.00 $310.00 $530.00 $0.00 $0.00 $0.00 $0.00 $0:00 $(>.OQ $0.00 $0.00 $0.00 Owner: BRAMBLE RICK 2652 LA COSTA AVE CARLSBAD 92009 Meter Size Add'I Reel. Water Cori. Fee Meter Fee SDCWAFee CFO Payoff Fee PFF PFF (CFD Fund) License Tax License tax (CFD Fund) Traffic Impact Fee Traffic Impact (CFD Fund) SidelJ\lalk Fee PLUMBING TOTAL E~ECTRICAL TOTAL MECHANICAL TOTAL Housing Impact Fee Housing -lnLieu Fee Housing·Credit Fee · Ma~ter Drainage Fee ·· Sewer'Fee Additional Fees TOTAL PERMIT FEES Total Payments To Date: $739.65 Balance Due: Du l-lk~J!1 "''J' 1 ISSUED 07/06/2004 MOP 04/25/2005 04/25/2005 $0.00 $0.00 $0.00 $0.00 $5,312.76 $4,904.09 $0.00 $0.00 $474.70 $535.30 $0.00 $203.00 $60.00 $56.50 $2,925.00 $0.00 $0.00 $9.60 $0.00 $0.00 $17,227.71 $16,488.06 . nJ~nn,Tt: lfY: ..:::::_ iN s· l OR.A 0""E 9228 o.,i:;-/,?6'.,·'()5 00" ,.. ')· _ATTACHED ~i\.e_.d_ -. ct~l. Inspector: FINAL APPROVAL~ Date: /~' ¥-~ Clearance: ------ NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. 02 164-88-06 FOR OFFICE USE ONLY V,, 3U..1P iY'\ . ){ l'r'l A\) yY/ 11b. I) PERMIT APPL~l:ATl6~ J CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 PLAN CHECK No.0:\-~\fO EST. VAL. L q '~ '1_ t'c'.) Plan Ck. Deposit __ _._.--.µ..,,".,.......:::5:....· __ Validated By ___ ~~!::./--=----- ... 'fv:J 17. ,l'{),,._,·_.J°i.~ffj_ ,.,,[):-.,., r. ! -~ .. n .. rr Vt.. UL 'JJ.. 02 Address (include Bldg/Suite #) H ~ -1t '-", ex:::> 3 4:2-Business Name (at this address) S 1::,3F;: "?39 Legal Description Lot No. Unit No. Phase No. Total # of units '"2-lb -uo-13 $J=:&. Assessor's Parcel # -. .. -~ Proposed Use Description of Work # of Bathrooms i:; c,,,higaJP~l;J~:QWf4J;fl;:'' ,, v4,, Name ~ Address City State/Zip Telephone# 6, TIR¢oNT8AC1:~R ~.JC,i'OMPANY-NAllliE'Jt1llt, (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law [Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code] or that he is exempt therefrom, and the basis for the alleged Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$5001). H·~·-~ P License Class-~£,._,._ ______ _ City State/Zip City Business License # -'l"'Z."'-~\_..__,__..__,____,~ Designer Name Address City State/Zip Telephone State License # _________ _ iliwv,· WORl!iiRS!;~OMPENSATldNJ;F'· 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. f"5;{_ I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is l-fs;~. My worker's compensation insurance carrier and policy number are: . ) \ Insurance Company ~ 'f?v~ Policy No. \ ~2...1 '=,-Z0C> 5> Expiration Date l O _ \. i Pl.\-- (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS ($1001 OR LESS) 0 CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. I hereby affir hat I am exempt from the Contractor's License Law for the following reason: 0 I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). 0 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). 0 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. I (have/ have not) signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the proposed construction (include name/ address / phone number/ contractors license number): 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number/ contractors license number): ________________________________________________ _ 5. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name/ address / phone number / type of work):. __________________________________________________________ _ PROPERTY OWNER SIGNATURE ______________________ _ ll<:tntte,,:aerrl!1§,SECT,lOflt.FOff.NiiN%RESIQEfl.tilfiliJuitDJNG1JiERIVIITS ·ONLY. 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 O NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 YES O NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 YES O 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. 8; ;:v;:1(:(Yffi;TRUCTIONtt'..!:ffDJNGy~fj'EN~~J,;!)f:'. ·. 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 ______________ _ !~,,. APPli:iiAMzCERIIFicAriON1C1;, . I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representatives of the Cit\! of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is 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 comm ed for of 180 da ection 106.4.4 Uniform Building Code}. J ~ \ / l O 4- APPLICANT'S SIGNATURE -/-,/f_.,._~~~~~,.,,,,,:::~=:::::::~:=::::=i~--------DATE --<-~~.:..o.:::__-f!-1.d=---+-----=---- INK: Finance p}l . J' Inspection List Permit#: CB042640 Type: RESDNTL SFD BRAMBLE RESIDENCE 3,198 SF HOUSE, 734 SF GARAGE __ Q~!e ___ ---· _. -~~-~~c-~ion_!~ef!l. __ Inspector Act Comments ·-----------· ----· -·---------·---- 11/30/2006 89 Final Combo RB AP 11/30/2006 89 Final Combo RI 11/28/2006 89 Final Combo RI 11/28/2006 89 FinE!I Combo MC co SEE NOTICE ATTACHED 11/22/2006 89 Final Combo RI 11/22/2006 89 Final Comoo MC CA PER OWNER 09/18/2006 89 Final Combo RB co SEE NOTICE ATTACHED 12/12/2005 17 Interior Lath/Drywall JM AP (2) SHOWERS & INTERIOR DWALL 12/12/2005 18 Exterior Lath/Drywall JM AP TYVEXWOOD SIDED 12/12/2005 23 Gas/Test/Repairs -JM AP 12/05/2005 16 Insulation JM AP 11/30/2005 84 Rough Combo RB AP 11/28/2005 14 Frame/Steel/Bolting/Weldin RB co SEE NOTICE ATTACHED 11/28/2005 18 Exterior Lath/Drywall RB co 11/28/2005 24 Rough/Topout RB AP 11 /48/2005 34 Rough Electric RB co 11/14/2005 13 Shear Paneis/HD's RB AP 11/07/2005 13 Shear Panels/HD's BN NR RE-FEE FLASHING DONE WRONG 11/03/2005 13 Shear Panels/HD's BN co up stairs window flashing 11/01/2005 15 Roof/Reroof RB AP PLUS TRUSSES 10/31/2005 15 Roof/Reroof RB CA BY RICK 10/25/2005 1"5 Roof/Reroof RB co SEE NOTICE 06/24/2005 11 Ftg/Foundation/Piers RB co NO ACCESS -TRIED TO CALL CONTRACTOR -NO ANSWER 06/24/2005 81 Underground Combo RB AP CAME BACK 2ND TIME 06/22/2005 11 Ftg/Foundation/Piers RB co $EE NOTICE ATTACHED 06/22/2005 12 Steel/Bond Beam RB co 06/22/2005 31 Underground/Conduit-Wirin R.B co 06/03/2005 21 Underground/Under Floor PS AP 06/02/2005 21 Underground/Under Floor RB co NEED 31N CLEANOUT -SEE NOTICE 05/27/2005 21 Underground/Under Floor RB co MAY NEED DUAL SYSTEM, SEE NOTICE 05/27/2005 22 Sewer/Water Service RB AP Friday, December 01, 2006 Page 1 of 1 City.of Carlsbad • · Final Building Inspection l· Dept: Building Engineering te~ CMWD St Lite Fire Plan Check #: Date: 09/18/2006 Permit#: CB042640 Permit Type: RESDNTL Project-Name: ~RAMBLE RESIDENCE Sub Type: SFD 3,198 SF HOUSE, 734 SF GARAGE Address: 2652 LA COSTA AV Lot: 0 Contact Person: RICK Phone: 9498745299 Sewer Dist: LC Water Dist: CA .......................................................................................................................................................... lnsp~;()d By: . ~-. , qz'l..., Date /4 -~ Inspected: ~;;;/'4 Approved:~ Disapproved: __ Inspected Date By: Inspected: Approved: Disapproved: __ Inspected ba,te By: Inspected: Approved: Disapproved: __ .................. , .... I!•••································································································································ Comments: _________________________________ _ • • City of Carlsbad Bldg Inspection Request For: 11/30/2006 Permit# CB042640 Inspector Assignment: rb Title: BRAMBLE RESIDENCE Description: 3,198 SF HOUSE, 734 SF GARAGE ·sub type: SFD --- Type: RESDNTL Phone: 94987 45299 Job Address: -2652 LA COSTA AV Suite: Lot 0 Location: Inspector: OWNER BRAMBLE RICK Owner: OLIVER GUY Remarks: ----- Total Time: Requested By: RICK Entered By: CHRISTINE CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical I I ' 49 Final Mechanical Comments/Notices/Holds !Notice METER FEES PAID ON WM050015 C2/10/2005 Associated PCRs/CVs Original PC# PCR05175 ISSUED BRAMBLE RESIDENCE; TRUSS REVISIONS Date 11/28/2006 11/22/2006 09/18/2006 12/12/2005 12/12/2005 12/12/2005 12/05/2005 11/30/2005 11/28/2005 11/28/2005 11/28/2005 11/28/2005 11/14/2005 Inspection History bescriptio.n 89 Final Combo 89 Final Combo 89 Final Combo 17 Interior Lath/Drywall 18 Exterior Lath/Dryw~II 23 Gas/Test/Repairs 16 Insulation· 84 Rough Qombo 14 Frame/Steel/Bolting/Welding 18 Exterior Lath/Drywall 24 Rough/Topout 34 Rough Electric 13 Shear Panels/HD's Act lnsp Comments CO MC SEE NOTICE ATTACHED CA MC PER OWNER CO RB SEE NOTICE ATTACHED AP JM (2) SHOWERS & INTERIOR DWALL AP JM TYVEXWOOD SIDED AP JM AP JM AP RB CO. RB SEE NOTICE ATTACHED CO RB AP RB CO RB AP RB I City of Carlsbad Bldg Inspection Request For: 11/30/2005 Permit# CB042640 Titre: BRAMBLE RESIDENCE Description: 3,198 SF HOUSE, 734 SF GARAGI;: Type: RESPNiL Sub Type: SFD Job Address: Suite: Location: 2852 LA COSTA AV Lot AP.PLICANT BRAMBLE RICK Owner: Remarks: Total Time: 0 Inspector Assignment: RB --- Phone: 94987 45299 ? Inspector: ----- Requested By: RICH Entered By: C!-IRISTINE CD Description Act Comment 14 Frame/Steel/Bolting/Welding !f- 24 Rough/Topout 34 Rough Electric 44 Rough/Ducts/Dampers Comments/Notices/Hold I Notice METER FEES PAID ON WM050015 02/10/2005 Associated PCRs/CVs PCR05175 ISSUED BRAMBLE RESIDENCE; TRUSS REVISIONS Inspection History Date Description 11/28/2005 14 Frame/Steel/Bolting/Welding 11/28/2005 18 l;:xterior Lath/Drywall 11/28/2005 24 Rough/Topout 11/28/2005 34 Rough Electric 11/14/2005 13 Shear Panels/HD's 11/07/2005 13 Shear Panels/HD's 11/03/2005 13 Shear Panels/HD's 11/01/2005, 15 Roof/Reroof 10/31/2005 15 Roof/Reroof 10/25/2005 15 Roof/Reroof 06/24/2005 11 Ftg/F oundation/Piers 06/24/2005 81 Underground Combo 06/22/2005 11 Ftg/Foundation/Piers Act co co AP co AP NR co AP CA co co AP co lnsp RB RB RB RB RB SN BN RB RB RB RB RB RB Comments SEE NOTICE ATTACHED RE-FEE FLASHING DONE WRONG up stairs window flashing PLUS TRUSSES BY RICK SEE NOTICE NO ACCESS -TRIED TO CALL CONTRACTOR -NO ANSWER CAME BACK 2ND TIME SEE NOTICE ATTACHED · Fax: 760,,79&.2085 ·Sen ~arcoa Ca 92079 FM,JRANSMITTAL DATE:._J'"+-jl '~w-··.+;:_ Q!::.,r;._,_ __ FAX: 5:IA§ ••i&!: ~-~-Q~CS% TO: ........ __ !s .... s~t1_R£_· ----· _______ _ ATTENTION:_; . ~f&~ FROM: Rick Bra~i)I• -~S:,874::52iP cell __ RE: • 2 b::;z_ , ( f!t: .. C~ &:Jel:_ .. NUMBER OF PAGES: 1 ~ncfuc:Hog ·cover page .COMMENTS:. · . . . \J~ S<.:J~'ll~na::>. ~ . ' 3 1/z_ X I\ .9 . . ?~¼~ · 'RYl-~€" ·•· bX 10 ~ -~~-~1\J Tuye~ u Y~~ ~~~ . . · • tfiN-J ___ \c_S _______ _ City of Carlsbad Bldg Inspection Request For: 11/28/2005 Permit# CB042640 Title: aRAMBLE RESIDENCE Description: 3,198 SF HOUSE, 734 SF GARAGE Type: RESDNTL Sub Type: SFD Job Address: 2652 LA COSTA AV Suife: Lot 0 Location: APPLICANT BRAMBLE RICK Owner: Remarks: total Time: Inspector Assignment: rb --- Phone: 9498745299 ? Inspector: ----- Requested By: RICK Entered By: JANEAN CD Description Act Comment 14 Fi:ame/Steel/Bolting/Welding ~ 5~6"~~.(__ 18 Exterior Lath/Drywall I 24 Rough/Topout f[)~ 34 Rough Electric h::J Comments/Notices/Hold jNotice METER FEES PAID ONWM050015 02/10/2005 Associated PCRs/CVs PCR05175 ISSUED BRAMBLE RESIDENCE; TRUSS REVISIONS . lns12ection Histoi:y Date Description Act lnsp Comments 11/14/2005 13 Shear Panels/HD's .AP RI;! 11/07/2005 13 Shear Panels/HD's NR BN RE-FEE FLASHING DONE WRONG 11/03/2005 13 Shear Panels/HD's co BN up stairs window flashing 11/01/2005 15 Roof/Reroof AP RB PLUS TRUSSES 10/31-/200!3 15 Roof/Reroof CA RB BY RICK 10/25/2005 15 Roof/Reroof co RB SEE NOTICE 06/24/2005 11 Fig/Foundation/Piers co RB NO ACCESS -TRIED TO CALL CONTRACTOR -NO ANSWER 06/24/2005 81 Underground Combo AP RB CAME BACK 2ND TIME 06/22/2005 11 Fig/Foundation/Piers co RB SEE NOTICE ATTACHED 06/22/2005 12 Steel/Bond Beam co RB 06/22/2005 31. Underground/Conduit-Wiring co RB 06/03/2005 21 Underground/Under Floor AP PS 06/02/2005 21 Underground/Under Floor co RB NEED 3IN CLEANOUT -SEE NOTICE 05/27/2005 21 Underground/Under Floor co RB MAY NEED DUAL SYSTEM, SEE NOTICE ... ----···-·· -· --... . TOMHOMES 94972-~5155 3 • • 30PM ~OM OE'.LMAk'CJS 11-14-200$ 4. . -----------·-···--··· ··--·-. ·! ; . ; i I ' ! l ) 2..sS'3 /..-A~. ' i . I •• ' , I I . I I I I '1.._ I I I I . j l I -1 I 1 l l 1 ! • ~~ WALL ;fg_M-,v.it,,.-roL -p=- ··b C'OLVtir,..\ Cf\~ <:ot-1.0(.01'.) e... ~~ rA--no P.2 City of Carlsbad Bldg Inspection Request For: 11/01/2005 Permit# CB042640 Inspector.Assignment: RB --- Tjtle: BRAMBl,.E. RESIDENCE Description: 3,198 SF HOUSE, 734 SF GARAGE Type: RESDNTL Sub Type: SFD Job Address: 2652 LA COSTA AV Suite: Lot Location: APPLICANT BRAMBLE RICK Owner: Remarks: Total Time: CD Description 15 Roof/Reroof 0 Act Comment Phone: 94987 45299 Inspector: ----- Requested By: RICK Entered By: JANEAN _fr£. f /us. 'rrq_z_> -R_;:::;.~ . Associated PCRs/CVs PCR05175 ISStJED BRAMBLE RESIDENCE; TRUSS REVISIONS lnsp_ection History Date · Description 10/31/2005 15 Roof/Reroof 1.0/25/2005 15 Roof/Reroof 06/24/2005 11 Ftg/Foundation/Piers 06/24/2005 81 Underground Combo 06/22/2005 11 Ftg/Foundation/Piers 06/22/2005 12 Steel/Bond Beam 06/22/2005 31 Underground/Conduit-Wiring 06/03/2005 21 Underground/Under Floor 06/02/2005 21 U~derground/Under Floor 05/27/2005 21. Underground/Under Floor 05/27/2005 22 Sewer/Water Service Act CA co co AP co co co AP co co AP lnsp Comments RB BY RICK RB SEE NOTICE RB NO ACCESS -TRIED TO CALL CONTRACTOR -NO ANSWER - RB , CAME BACK 2ND TIME RB SEE NOTICE ATTACHED RB RB PS RB NEED 3IN CLEANOUT -SEE NOTICE RB MAY NEE.D DUAL SYSTEM, SEE NOTICE RB ·-#' I 94~·B59-s;ss OCFVTV l PA&=. 02 I DEPUTY 1 INSPEC'tfQ~ SE:RVl~E INC., DEPT. OF ~LOG. & SAFETY CrTY OF' ~L f?.±:S: 25121 OE SALLE ST, LAGUNA HIL.LS, CA S2653 1 • 800 • DEPUTY 1 = 1 • 800 • !i37 • 8891 . ~COUNTY OF?¥~~& G~/2..~Z-~ REINFOACE.D CONCRETE. __ _ MASONRY..;.----'-- .tf::: WEI..OING, __ Hl•TENSILE BOl.ilNO ___ CHEMICAL ANCHORS_ PRESTRESSED CONCRETE GYPSUM CONCRc-T'E OTI-IEfl.__ ____ :: DE:SCRlPTION OF WOAK INSPECTED HOURS SAMPLES DATE Rec. OT Tlmt In nmc Out Grout Mortar Col'\Cl'ete ~k Density '1--'1.~. /..,-/ 7~ /~~·7-, Prism& .. _ ... I ----.. ,~.._ ... """'·-· ............ m!nl!\,uftl. Any. on arten~ put rM flCMlfl h11o1.1, MIi N billff K • .hour mini n 11ddltion, 111v IMpet:Uati tttondln; psst &l'I I how-pe- rio4, or •Y lnc,-:tlon wlll k brllNI sf ii!'l'III '1ld , ·h&lf. ATTORNEY'S FEES ~ If any eotion et lew or in ttqllity is brought to en1orce or inten,pt ~ terms of th~ O,mtnsct. tf'ld prevailing PMY shall be en!ttlec tc r~n.blo at1omi,y·s. f&CS, ~ and necaqar,-cfisbun:ementG In ad'1"t1i0n lo a:'ly othar roliof to which cucl1 part)l l'T'laybo anritf~. SPEClAL INSPEC'l'tON RE ORT rnspt.-ctor'r.; Name:~~ --t'"f' . 9,t-l..v(' ln~pector'&Slcriat1.1r..-;;:_-:.__i.._...::;:::;~::;_--,r-..... n.,-:~;.::=~~....:;;.. I.D. J..lo 5'"~$" ( -?):; ~& ooen fll&d arid h SUUl!s; ttlai thl! ~bbVe work 10 the b•s:i of hl£/ m provi.siomi or the Uniform 8uild°ing Code and mee::s 11Pprt:Nod plo.n$ ind $pocl!icalions. Reipectfully Submitted, Approved by: ----------.-,,-;:;;.;r--~x-,-P. ... ri....,.111,,-,..~~ By1 ________________ 1¥rr,7..=--,;c:.i.-= 1 ,Ul7d3G 88L8-S~8-St'b BE:01 SOGZ/L1/S0 FROM :BSB9ndDMH FAX ND. :7145:366752 Ma\:I. 16 2005 0£l: J2Pl"I F'1 Deputyl StressingRecord j' ,! l 1, t , 16 11 l is . 33 " 9 34 " 10 t . 3 5"" 39 \ ... 40 \"- 41 ...... '2 "" 43 "- +1 "''-..... ..., 4$ '\'- 4'9 ... , rn 3911d T ,Ulld3Cl 88L8-5£8-5t'5 BE:01 £003/LT/£0 I DEPUTY-1 INSPECTION SERVIC~ I_Nc.1 '25121.DE SALLE ST, LAGUNA HILLS, CA 92653 1 -800 ., DEPUTY 1 = 1 • 800 • 337 • 8891 DEPT. OF BLDG. & SAFETY CITY OF C1 -"\fl \s ,?, A6, , COUNTY OF ____ _ SPECIAl-INSPECTION REPORT Building Permit No. L'g O '-/ z_ u::,;-/ D Job. No. \ Date ~ .-z. z -u ;- Job lndentification /Address ::::Z 6 i;:: z 2-A Ct/-.J t-A, vl\-, 0--------- General Contractor I Address .;bf I N\ A(:.... . 0.(..-~~"""--~ '-.. 'Sub -Contractor/ Address _ __,,·_......,,---· --·---------------------------..,.. Structural Engineer/ Address-~-"'"--~------,-------------------Arch. ___________ _ . REINFORCED CONCRETE MASONRY HI-TENSILE BOLTING CHEMICAL ANCHORS PRESTRESSED CONCRETE~ WELDING GYPSUM CONCRETE OTHER WELDER RECEIPT NUMBER WELDER RECEIPT NUMBER .. DATE OF INSPECT'ION DESCRIPnON OF WORK iNSPECTED 6-z:t-~ p, r<A ((l t-: -p 12.~ t"d<t ,e (! L ~;(._ (!AfJlb-& ~ -~ h_,tl\.Jr-, ~'va)Ot(_ ...l..'\ Ou,,,..a~Le.... P J JkCe-~,_, ~ - A-Ll µr 0,A~w "-~ 0 (e,,,(2-/l/A.,C, ,J.....j (4:Pf /L<.:,><)e-..) ~ __ -.n)J.A;,. ',,. K, _ f-../16C ,S, 15 ~ .\--~ \ . \ \OTO :t Pi--~ YI .[\ f) .--..... -' ,---..........__ fa, -J ,,,. JJ..ll l--¼ illf-5, ~ d),.1(l f:c:'-'. ,.., & ~xtt.t~L, l'~ ~6,-/ta?--.) -:::F'""N · PIA-c<L. \ -a, l\. ;~ . rtf)i) bJ D--eA..G,) -pf-~ (A.2, ~/t1P...<. £-/Jts-e... Ide fl. h.+.A.', \ (tit) ·~'T-\ . A L ( 1tr.1P I,' ~'),rt,..:),..v,..._ -(,h,.. ',....:r=-::C:_, ~}A,e_(I.. 15 ...s;ee.,..,~. C)L... .L--.. PIA& ~Uc.S?--~ . HOURS SAMPLES DATE Reg. OT Time'"' Timeout Grout Mortar Concrete Block Density .. Prisms lo--Z-i.~ ~ ·<1 "l :Di.} k/f~o .... ' .,, All inspections based on a minimum of 4 hours & over 4 hours • 8 hours minimum. Any inspection extending past the noon hour will be billed as 8 hour minimum. In addition, any inspection extending past an 8 hour pe- riod, or Sanurday inspection will be billed at time and a half. ATTORNEY'S FEES -If any action at laW-or in equity i~ bl'()Ught to enforce or interupt the tenns of this Contract, the prevailing party shall be entitled to reasonable attorney's fees, costs and necessary disbursements in addition to any other reliefto which such party maybe entitled. · ~ . SPECIAL INSPECTION REe . lnspect,9..c's Name= J\.-4...0R<)JV (\J,.,t-i--~ -r Inspector"s Signat : _.,....,~---i----------- 1.D. No. L,Z..l ~b~l -'l t;, has ·been filed and itstates that the above work to~ ~wledge complies with the provisions of the Uniform Building Code and meets approved plans and specifications. /1'\ Respectfully Submitted, Approved by: _ ~ ~ By: -----------':""'"""'=:--Proiect Superintendent Larry carter DEPUTY I INSPECTION SERVICE 1-800-DEPUTYI , \ Gen Cont: . :t;::a, I M il\.v<., 0 --'-be ~' ~ Sub-Cont: ________ _ SPECIAL INSPECTOR DAILY PERFORMANCE REPORT DATE: 2-,y6S-TIME: 7,' ,2<2 DR No. _______ _ Special Inspector: A ARl{dd /vi(..#' PJo t City License No./ Type: '52 { E5fe 6 / -o/ "t._ Project Address: 2 '-fr-/ S: /)4-C (sis. t-,~ Permit~umber: {; 7s O l/7 .s-· 9b Description of inspection process, testing, and building components inspected: 06:;x,;;{._.;t.) pi ACcM"" L,. Cdt (}A/ JM A:<. f\1.' { ::±f- r+6s Al l r-)' --~ /L,e I A-f-' i t1u,\ s., i\.t1 PA J ·&N <Bi< A f I l)eyc1:t9i<_ t'c4s [.vJH- Reference; approved plan sheet, detail and/or specification: F\W?c-L;<J 01 1\1, c -P"J ~ --if[=-r e, t~e above-described work is in conformance to the app able workmanship provisions of the code • .-'~· D BUILDING AND SAFETY DIVISION Oae Ci11i, Center 2Jna, P.O. Box 19315, l1"¥ille, Calif9mia 92623-9S7S (949) 724-6S00 w.o. 43 tf$'"-C--2)C. ~:~~---~---p--~---' ~-~-· -- HOURs __ 1 ___ . ~v-- Geotechnical •· Coastal, • Geologic •·Environmental FOOTING TRENCH OBSERVATION SUMMARY Client Name: b£L MAR HvM €5 Project Name:._· _________________ _ Location/Tract: _ _:::2::;..::lo=~=-2:.s,=:;;.__,.....=L;..;...A--...::;.C.;;;.:osr::;..:....c.A~_-l+.:;..__,:;'1_;;;;,E ___ --+/-"'c=· M_;.:._::;.i.=-5..;.;;;..B_A_.D_--.=c...;...A-~, --- Unit/Phase/Lot(s): ________________ ..;..._ _______________ _ Referenced Geotechnical Report(s): -------------------------------- Observation Summary ~bvJ Initials A representative of GeoSoils, !nc. observed onsite soil and footing trench conditions. Soil conditions (t-;:::;.... __ Date in the_ trench are generally free of loose soil and debris, non-yielding and uniform, and plumb; and are in general conformance with those indicated in the geotechnical report. ().{)tJ Initials 0 Date ~~ trJ Initials U-___ Date ~ LA.) Initials _0-______ Date . A representative of GeoSoils, Inc. observed and reviewed footing excavation depth/width. Footing excavations generally extend to proper depth and bearing strata, and are in general conformance with recommendations of the geotechnical report. t A representative of G~oSoils, Inc. reviewed footin·g setbacks from slope face (if applicable). The . setback was in general accordanc~ with the recommendations of the geotechnical report. .. . ,t SuG6,E.$T M \NO(J.. · AJ'lfou.AJT of:. Notes tc, Superintendent/Foreman 1. Footing excavations should be cleaned of loose debris and thoroughly moistened just prior to placing concrete. 2. Based on expansion potential of underlying soils, presoaking of soil below slabs may be recommended. Consult the geotechnical report for presoaking recommendations. We note that clayey soils may take an extended period of time for such, and the contractor should schedule accordingly. 3. In the event of a site change subsequent to our footing observation and prior to concrete placement (i.e., heavy rain, etc.), we should be contacted to· perform additional site observations and/or testing. 4. This memo does !']Ot confirm the minimum footing dimension as required by the project structural engineer's design, if ·different ·from the geotechnical report. · Notes to Building Inspector Soil compaction test results, as well as ·aepth of fill, relative compaction, bearing values, corrosivity, and soil expansion index test results are ·contc;tjned in the:'As-Graded Geotechnical or Final Compaction Report provided at the completion of grading. \. · ~- 5741 Palmer Way Carlst,,ad, CA 92008 (760) 438-3155 1446 E. Chest.nut Ave. l;,anta Ana, :CA 92701 (71_4)-647-0277 . ~ ~ 26590 Madison Ave. Murrieta, CA 92562 (951) 67709651 \ FLOYD HUBER & ASSOCIATES, INC. PO Box 4008, San Diego, CA 92164 (619) 280-4505 Fax (619) 280-6990 May 28, 2005 City of Carlsbad Building Division 1635 Faraday Ave. Carlsbad, CA 92008 Attention: Building Inspector Subject: Building Setback Certifications Reference: City approved Plan Check Number: The building setbacks were measured in relation to the property lines/back of sidewalk and were found to be in conformance with the approved plot plan for this property. All measurements are as shown below for property located at 2652 La Costa Ave. Front yard Left side yard Right side yard Submitted by, (Approved Plan) 20.2 5.0 14.9 Name_____,~ __ /Jf'_· _ Floyd Huber L. S. # 4936 (Actual Measurements) 20.2 5.1 14.9 " .. ,,_ SOUT~·a.JEST INSPECT ION t-lND TEBTING ·108~6 S. Norwalk #A ·Si:tTl"t a }'"=" ~ ~tp1·4; i r·1·g-s? C;(.'.J 9~Ztf.,-lJZ~ 7 i 4~-·5f~f,-·(:1fi-A-l XNC" Fax-S&0-94A-0026 AE~ .. ri~1 c::~:~ 1 ~ Cl2i8, . CJ-.l~~~, l"'HJRTFi;:i ~ c1. n~1 · c1.1:.;¥ $fttrrC}:~!~1-E ~ C231 • C t 0£._-~- CDN(::;RETE: ~ }{ f·:HCHJT t COHES?. (:Uh! I TF ~ .JOB NAME~ f.~RCH I TE:CT: CDNTHt-1GTOR: Df::L Mf..m CONST. HOME:f.1 JGB ifll PEl~M :CT :fr-:: cEi0tH:'.12iS6 fNfHNE'.E: R: S\H-': Ehi!3 ,. BUl; CO!-'ff :::{F~CTOH f . . 'f)f:r''fE ~ ~~1 . .: J, 2: / i:!.Q;Qt~j I SFJU!:£ !) £fy :. -1 .. _ .......... -............ ~·---.. -... -, ..... _...,.,, ... _,_, __ ,. ............ -.. --.--.. --• .---····---·-·-·-·--........ .,.. ..... ......,_ ..... ,_,_,_ .... , --···~ .......... , ____ ............... -~-.,,. ................................ ~ ..................................................... , ......... , :r,-• CONCRE'Tl:. !.:-iUPPL.ISf<;; Pf'4LClMAR TY~'..iE OF CEMENT : V SLUMP :;; .Ci 1/211 CONCHETE~-TEMP: 7E, F PLf.11\!T ~ . "QDMIXTUR~= WRDA-$4 i,,h'=l"f"E:.R ADDEih :,j G{-H .... _MIXING_ T!tl!Et 9fr) MTi\l~ f'i I X # ~ 3(,J'.30-06 TI C~{ET #: l€,271t'.15S 1~ r Ft. 'fEMP :: ~~ r: r: TIMt CAST~ 12:45 . --· ,.. __ .... , __ ....... __ _,. _____ ... _ .......... , .............. ,.~--1,,, ... -.,.-.. ____ , ................... _ .... , __ ... , ........ ,., , . ..,._. ...... _ .............. ,,.,. ..... ___ .......... -...... -............... , .. .,.._ .. ,, .... , ____ , ___ ~ .. ,.,.. .............. --.... ,_,, .... ~--.. --.. -··-····· -· ,, ... .._ .... ~ ... ···-·-· ...... , ..... ,to ................. -....................... ~~ •• ,~ ....... ,_...,_,~--,. .. ,..,,_ ......... -....... , ..... -. _,.., .. _ .. ...-...... -.; ... -., .. _.. .... , .... _ ..... ,., .... , --~ ...... , ................ -... ·---· ---··---·-·-.. -... -.. -·,•·• .. , ............ -... -.................... . .. ,,._1·-~-·•-·Y-• .,,,._,_..._r, ... , .• ____ ••• .,,._~ ... ,--• ..,.. ...,.. ....... ,.. ........ _, ____ r ..... ~.-..... ••---··""''"'~··..,-,.,·--·•~---· , .. ..,. . ...__ .... , ....,....,~.,_.,._ ,.,.,., ......... .., .. _._,__. ,. ,--· --~••-·-.. ·--·-·,..,.,,.,.,., ... .,...,., .. , ..... .,_ .. .., ... .., .. A. . i. B C -, ..... _ .... ..,. .. ,... ... ~-.... _,..-.._,._,..,.,,_., __ .,_ ... ~:,-_.,._, ~••"-•••..._•-.(-4'o•'I> __ ,_._--.,..,,, . .__.,_ .. ______ , I---,-~.,,.,.,,~ ............ ,.,,.,. __ --·•~---.~-................... _,,., . .__,,,..,.,,,,'\<,.,.,.,,.,., .. -........ -.,,. .............. ~ .. -, ••o. ,.._.,._ L.A!:1 IDENTIFT.Cr.rnoN ~ ·ffn50Ji76 -.._ ..... ~, .. \ .... --···· .................... ,i,....,.,, .... tt., __ .,, ...... _..,._._,,.._ ..................... ~---.-----... -......... , ..... ..,,,...to, .. , .. ----, ... ...,.._,. ____ ._.., ... _ _, ..... ,., .................. ._ ...... __ ,, Pit'3E DHYS ~ -, . C:tl ., 2f\ { . " DATE TEBT . ,;2/ :t.0/2005 ~ .3/3/c.'.il:05 :: 3./;~/2~)l~5 ~ SIZE -IN~ ~ C' 012uax 1.f: -~ &. 00,:,;x.12 ,. Au [IIZ11Y.12 i;-,. . AREf:1-·GCL nt. " 28,, 2:? . ·2a. 3-iZi , 2!~c 28 ~ . " CRUSH L.OP1D-·LBS " 590tZt0 . 870i::'.0 ~ B90Hi:?i ,. Ct!MP···.STfL. ,., .. f:•t1 J. ,_ 2(!'.!90 . :307!:5 " 31 !::}l(:: . . I H/D ({ . ~ ClJRl·x 1=·(,~CTOR ~ . .. . .. " CORR. S"f tin ,-t:sl .. ~ ~ .. TIME TESTED .. . r. " ... . Br~EAr~ -rvr,E . C ·# B . D • . c. T, M. USED ~ FtlRNEY ll FORNEV ~ FDflNEY p ,. . ~-··. -........... ~ .... ··--·-· .. --.... ~ .. ~-... -·· - ., ' " .. "-. ,. ;! i .. " ~ ~ . " s . ; . r. " .. ;I . • ,. ...... -....... -......... 04 ___ ..... _ • --·---··••00,i._,... •• ,, • .,, • .._ ........ _ ...... ._ .... i.,._.,. ,., .... ~. ,. ............ u-..,-.,-................ -~._, • ., . ·-.... ~--, .. , ...... ,,..,.. _ · ... ,--.. -.. _..._ ... ,., ... -··-···.., ................. ___ ,.,,._., ..... ..,., •. 1,. ..,.,..,.._, • .., .... ,,,,, ... ,,,,, ....... h,•·---•·•-••·• .. ·••• ··-•-~ ........ , .. ...,,,. .................. , ,,..,.,,.. ,._.~••• ,_ .• ,,...,,.,.,...,., .. ,~,..,,~--••,I«,• ,.,. .. ,,..,,.,_,,.,.._,.,. ,._._,,...,. r .. ,.•-i·---.. .-,_..._ .,..,,....,...,.._._. ,,_,..._. ___ '!'''_.,..,.,. .. ·-·~• --·-..,-,,,., -....,,_, •-,•..-..~ .. ,_ ,. .... ,.,, ........... .,.,., .. _,...,._ -,-,•-• -·· •, ..,, •·-,_,.,, C1'32!1 C>t7ii7~ C6J7, C4;~: COMPLIES~ X -DDEf-:, NOT COft!J-1LY ~ ...... __. ......... _ . .,._..,_,...,, ................. ' ............................ ---·····-.. , .. ,.. ........................ ._ .... ,._,. . ..,_.,_,._ ---,--.. --.. ····--..--·---· ............... _, ........ \ .......................... ,.,_ .... ..,,,. .................... ··-, ........... -.. , .. ,_. ______ ................. -.~ ..... ,. "' ..... ....,. .• ,,.,._ ••~••. ,_.,,,._ ... ,., .,,. --·-.....,r.,.,..,,.-..-~-<*•..,.,~.,,..,,_,._ . .,. .•. ..,. ... .,. ...... -,....,\o..,_..,. .. _,_,. ............ ...,........, ..,.,,_ ....... _... ...... ...,.·,.,..,,,._,._,.,.~ ........ .,.-~,,,.,, _ _. ,...,,..,.,...,_,__,_,,.,,...,,,......, ,.. __ , .. _...,.., •• ...... ,,_, __ ,, ... _. __ ,. ,~,.,,.,.~ • RESPEGTFULLY fiUHMlTlEJ) f:3Dt.rtHl"11=:~3 r INSPECT I DN Ar-..! D TF.i.i:n · X Ni.:, rH:7.Nt~1N Ru CRUZ i3-11:} ,. i'flf."iNf=%GE:ii A= c~n• B= cone and aplit •.--E:rc:~t}·~r~--~ti-Jf:5::. rr~~sr,~cT ! c~r.~ r.~~'~!D . Tc~--;T :: ~t[~ l ti~12~ S1., Ji-.-!G ~~--~-.i.:t :i 1{ :if·r-1 .. Sa~t~:F• S~rings, CA 90670 I"'"~· i l, ... ,1~~ .(~ "J. r.:1 .. "'~;3,J C:tli-~3'i t:1·7~~~l r:1--?3:1 en .;i,,-r 1;;1-;-", .. 1·:·. t:~ 1:~ ~,~ ~ -1 r -~ :. 1211;) l~ Me '.~ T ~ n :; \ .. ,~ • "i-<• • • .. • ~ 't • A,; • \.nt • ,~::r;·:·~~ .. ;~~~ :·. r.t~ .. !~\t I Tr-.· 1~DDRESS f; ;?E45C~~ L.~ .cos .. rrr, C~J~L.SI-JAD [~A \JtJE\ r-!f.!t1t: r C!.J~*? .. Otr~ }·!8!'J:?: J'!JB t~;: Dn~·E~:, E!/,-!;./~:'tte,:-:: ~r:;~:~:~:E:D 'f\~/: ~S;~:'-i t·E~J::!, A.RGHITEST~ SONTRACTCR~ DEL MAR CUSTOM HdMES- ' ........ ···-... ' ' .••..•. .,., ..... -,,. ····-···"· ••.• _, ..... ·-·--·-.......... _,_, .. -·······,.··----~····· ., .. ~ ................. ·•••• ···½'·· .. ·· ... , ····-·····--__ .,,, ...................... -~-·-····~··· ...... > ........ , ~ •••• 1:.:rn-,tcnET!:. t:UPr·i .. :i:~r! ~ r,r:1 ... :;r~n~ .. f'/~/E tJ~ SE~·tIE:r,~IT ~ .-ll ~~ 1. -1 11-.n-1 f. P ....... , .... ~ .... t ,: .. ~ ., .. .£ C-0~,ICRETE T{:MP:. ~l[LD IDENTIF!GAT1CN! LAB IDENTIFICATION 2:l. PLA~T; CSCO~D~~C · PD!'r: I XTUf~C ~ tAttTE n f.lDDCD f -~ 2£~ ·r I [;! { !?.:l.. ~-l: :r ~ :~ f~ ?2f f~ :!. A J' R 1 .. 1?,.=:t~f?: .. : .. :t t·r~ ~;~: C :~1 ~]-t ~: T\ _._, ..-:· AGE DAYS D:~rc TE:ST SIZE ·· ItJ.;:! RREf~t-~·fJ~~~:\ I ~t~t : 7/18/2005: 7/23/200~ t 6~000X12· i 6.001X1~ 7 / :~5/2~Cf?.~::5 f-.1.~ :?u;~: J X t ~·.; \:~ [\ .. ::~ t:. " " c;_ot,.,r-,. -.sr r: I~ .... r-·s~ :r. -~ ! H/D ctJt<Fit r11c·ron ~ORT~,. STR11 .... r:~[: :!: Tl ME T2:tYC.J; E. ~r-!1,-~ 1·'/1,:•E c~ 1: T· .. ~ 1,11. -!_;~z::D -II ~: " " -, " ,, , .. II •::,,:~ · .. ~,n 1 ..... 1 .... < 1 ....... J :~ f:99l;.!Z! /~.5~1!5 n ., ., 'I NOTICE; These test results are from.samples cast by inspectors or technicie.rls not employed oy our firm. They were either delivered to our tauora1ory or plckecl up by our- driver. We Will accept no raspon~m~ ~ the Inspection made on tfl&_jobsl1e, r8$ulls of these l1!5ts, any error or omiNlot'I on IPl!i! Jobsltb ov !he inspsc10;. f1,11thermore we . do not take ~sponsibilily for any. infQrmallon on this report olhet' than tl'le strength as tested and reported . ... ..... • , ............. " .......... v .......................................... --··-~•·· ................ _, __ -................ _.,, ................... -............. _ ... -.............. , ............................ ,,._.,, •• ·····-· __ ................. , ••••• ' .................... -·-· ··~•·, • ·--··•·• .............. ,,•v.-,.-,. ".,.4 •. , .............. .,. ··•• .. •••••··-:••..-,. •.•• ,,.,, ................. _,...,,.. .. ,,. ..... ._. ................. , ..... -......... .,, __ ..................... ,,. •. ,.,..,,, ,,., .... _ • .,,,.., ',.,, .............. -----·-·• ...... ,·-·-- CCMP!. .. ~Et1r. V " 'T'J~IT f" • t 1 ~ • ._J EST COPY DDES; NOT COMP!.. Y ~ ,·, ·r "C-·r ··~ ,t, :. " Y"' ,,, EsGil Corporation In IPartnersliip witli government for <BuiUing Safety DATE: July·16, 2004 JURISDICTION: Carlsbad PLAN CHECK NO.: 04-2640 · SET:I 0 APPLICANT O"JUF{IS\ D~EVIEWER D FILE PROJECT ADDRESS: 2652 La Costa Ave. PROJECT NAME: SFD for Del Mar Custom Homes D D 0 D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building·codes. The plans transmitted herewith will substantiaily comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Rick Bramble 24821 Stannope, # r, Dannapoint, GA: ;ir:J;;1 G. c...o~sr t-/vJ'"( d.6 Colt::,,.JA DE:L-f.-lA{_, <2-4 92<..t,2..5 Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Rick Bramble Telephone#: (949) 874-5299 Date contacted: +lr9 /ol{by: K) Fax #: (949) 723-5155 Mai~lephone----Fax'-'""" In Person D REMARKS: . By: Sergio Azuela Esgil Corporation D GA [81 MB D EJ D PC 7/7 Enclosures: trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 Carlsbad 04 .. 2640 July 16, 2004 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: 04-2640 JURISDICTION: Carlsbad PROJECT ADDRESS: 2652 La Costa Ave. FLOOR AREA: Dwelling 3,198 SF Garage 734 SF Patio Covered 126 SF REMARKS: DATE PLANS RECEIVED BY JURISDICTION: . DATE INITIAL PLAN REVIEW COMPLETED: July 16, 2004 FOREWORD (PLEASE READ): STORIES: 2 HEIGHT: DATE PLANS RECEIVED BY ESGIL CORPORATION: 7/7 PLAN REVIEWER: Sergio Azuela This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by. the Building Department. You may have other ·corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or ·other departments. Clearance from those departments may be required prior to the issuance of a building permit. Pre.sent ·california law mandates that residential construction comply with the 2001 edition of the California Building Code (Title 24 ), which adopts the following model codes: 1997 UBC, 2000 UPC, 2000 UMC and 1999 NEC (all effective 11/1/02). The above regulations apply to residential corastruction, 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, qounty or city law. To speed up the recheck. process, please note on this list (or a copy} where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. I' Carlsbad 04-2640 July 16, 2004 • PLANS 1. Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Av~ .• Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. 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 Corporatio~ is complete. 2. All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). 3. Plans, specifications and calculations shall be signed and sealed by the California state licensed engineer or architect responsible for their preparation, for plans deviating from conventional wood frame construction. Specify expiration date of license. (California Business and Professions Code). 4. Provide a statement on the Title Sheet of the plans stating that this project shall · comply with the 2001 edition of the California Building Code (Title 24), which adopts the 1997 UBC, 2000 UMC, 2000 UPC and the 1999 NEC. 5. On the cover sheet of the plans, specify any items requiring special inspection, in a format similar to that shown below. Section 106.3.2. • REQUIRED SPECIAL INSPECTIONS In addition to the regular inspections, the following checked items will also require Special Inspection in ac,cordance with Sec. 1701 of the Uniform Building Code. ITEM SOILS COMPLIANCE PRIOR TO FOUNDATION INSPECTION STRUCTURAL CONCRETE OVER 2500 PSI PRESTRESSED STEEL OTHER REQUIRED? YES YES YES REMARKS SOILS REPORT F'c = 3,000 PSI PT-SLAB ,,, Ca,rlsbad 04-2640 July 16, 2004 • FIRE PROTECTION 6. Show locations of permanently wired smoke detectors with battery backup: a) Centrally located in corridor or area giving access to sleeping rooms. i) At Loft/Study area giving access to Bedrooms on the second floor . . ii) At Hallway area giving access to Bedroom on the first floor. NQTE: Detectors shall sound an alarm audible· in all sleeping areas of the unit. Section 310.9.1. • EXITS, STAIRWAYS, AND RAILINGS 7. Guardrails (Section 509.1 ): a) Shall be detailed showing adequacy of connections to resist the horizontal force prescribed in Table 16-B. i) Cross-reference detail to plans. b) Openings between railings shall be less than 4". The triangular openings formed by th~ riser, tread and bottom element of a guardrail at a stair shall be less than 6". i) Cross-reference detail to plans. 8. Provide stairway and landing details. Sections 1003.3.3. a) Maximum rise is 7" and minimum run is 11". When the stairs serves less than 1 O occupants, or serves an unoccupied roof, rise may be 8" maximum and run 9" minimum. i) Please specify on plans the stairway ruh dimension. 9. 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 9f 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 inches between the wall and the handrail. c) Ends of handrails shall be returned or shall have rounded terminations or bends. d) Cross-reference detail to plans. • GARAGE AND -CARPORTS 10. · All elements supporting floor above garage, including walls/beams/columns supporting floor joists, must have one-hour fire-resistive protection on the garage side. Section 302.2. a) Clearly show on plans the fire protection over all walls of the Garage (not only over the common walls between the House and the Garage). ,,, Carlsbad 04-2640 July 16, 2004 • FOUNDATION REQUIREMENTS 11. The soils engineer recommended that he/she review the foundation excavations. Note on the foundation plah that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building 0fficial in writing that: a) The building pad was prepared in accbrdance 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." 12. 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 -page 38). 13. Show distance from foundation to edge of cut or fill slopes ("distance-to- daylight") and show slope and heights of cuts and fills. Chapter 18. 14. Specify size, I.C.8.0. number and manufacturer of power driven pins, expansion anchors or epoxy anchors. Show edge and end distances and spacing. Section 106.3.3. • FRAMING 15. Provide truss details and truss calculations for this project. Specify truss identification numbers on the plans. 16. Please provide evidence that the ei:1gineer-of-record (or architect) has reviewed the truss calculation package prepared by others (i.e., a "review" stamp on the tru·ss calculations or a letter). Section 106.3.4.1. 17. Please show in the calculations how the redundancy was determined, per Section 1630.1.1. 18. Show on the plans _all structural requirements developed in the structural· calculations. Section 106.3.3. a). The minimum length of all shear walls shall be specified at each location on the structural plans. i) All missing at the second floor. ii) Some are missing at the first floor. '19. . In Seismic Zone 4, aspect ratios are .limited to 2:1 for wood shear panels. Table 23-11-G. a) Clearly show it on plans for all shear walls that are less than 4' of length. v' Carlsbad 04-2640 July 16, 2004, • MECHANICAL (UNIFORM MECHANICAL CODE) 20. Show the type and size (BTU's) of all heating and cooling appliances or,systems. 21. Show minimum 30" deep unobstructed working space in front of furnace. UMC Section 903. 22. Note that passageway to the mechanical equipment in the attic shall be unobstructed and have continuous solid flooring not less than 24 inches wide, not more than 20 feet in length through the attic. UMC Section 908.0. • ELECTRICAL (NATIONAL ELECTRICAL CODE) 23. See attached list for electrical corrections. • PLUMBING (UNIFORM PLUMBING CODE) 24. Show T and P valve on water heater and show route of discharge line to exterior. UPC, Section 608.5. • ENERGY CONSERVATION 25. See attached list ,for energy corrections. • MISCELLANEOUS · 26. Plans provided are for the reversed condition shown on the Site Plan. Please provide a set of plans with the correct orientation, according to the Site Plan provided. CARLSBAD SPECIAL CODE REQUIREMENTS 27. If special inspection is required, the designer shall complete the attached Special Inspection Notice. 28. Note "two 3/4",copper pipes must be installed to the most convenient futu(e solar panel location when the water heater is not in a one story garage and is not directly below the most south facing roof. (City Ordinance No. 8093). 29. All piping for present or future solar water heating must be insulated when in areas that are not heated or cooled by mechanical means (City Policy). To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. I v Carlsbad_ 04-2640 July 16, 2004 Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes a No a The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Sergio Azuela at Esgil Corporation. Thank you. ELECTRICAL AND ENERGY CORRECTIONS PLAN REVIEWER: Morteza Beheshti 30. The licensed designer must sign the approved set of the plans. •. ELECTRICAL (1999 NATIONAL ELECTRICAL CODE) 31. Submit a completed service and feederone line diagram for review. NEC 215-5. 32. Show the available fault current (lsc) from the serving utility co. and at the equipment where lsc exceeds 10,000 amps. 33. Show the ampere interrupting capacity (AIC) ratings of the service and sub- service equipment. NEC 110-9 34. Show or note on the plans the method used to limit fault currents to 10,000 amps on branch circuits. NEC 230-208 35. A ground fault circuit interrupter shall be ir:istalled in the branch circuit supplying fountain or pool equipment. NEC 680-51 36. Please provide a residential electrical load calculation for review. 37. "All branch circuits that supply 125-volt, single-phase, 15-and 20-ampere receptacle outlets installed in dwelling unit bedrooms shall be protected by an arc-fault circuit interrupter(s)." NEC 210-12 38. Commercial convenience receptacle outlets are required to be GFCI protected. NEC 210-8(b)(1) i Carlsbad 04-2640 July 16, 2004 39. Each residential bathroom shall be supplied with a dedicated 20-ampere branch circuit. NEC 210-11 (c)(3) 40. Please show the location of all panels. They may not be installed in clothes closets or bathrooms. NEC 110-26,240-24,300-21. • ENERGY CONSERVATION 41. Please sign the Form CF-IR imprinted on the plans. 42. Provide fluorescent general lighting (40 lumens per watt minimum) in kitchen(s) and bathrooms. Note: If you have any questions regarding this Electrical or Energy plan review list please contact Morteza Beheshti at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. !_~,~ ·y. - Carlsbad 04-2640 July 16, 2004 City of Carlsbad . i=i!OGO,i·l•J4·Eliieei4hl BUILDING DEPARTMENT NOTICE OF REQUIREMENT FOR SPECIAL INSPECTION Do Not Remove From Plans Plan Chec:k No. 04-2640 Job Address or Legal Description 2652 La Costa Ave. Address '1'1,,.., ~ c:..sc~ ~ ~, Cµrcw~~~ e.\ C,'24 -z..S" Y ou are hereby notified that in addition to the inspection of construction provided by the Building Department, an approved Registered Special fuspector is required to provide continuous inspection during the performance of the phases of construction indicated on the reverse side of this sheet. The Registered Special fuspector shall be approved by the City of Carlsbad Building Department prior to the issuance of the building permit. Special fuspectors having a current certification from the City of San Diego, Los Angeles, or ICBO are approved as Special Inspectors for the type of construction for which they are certified. The inspections by a Special fuspector do not change the requirements for inspections by personnel ofthe City of Carlsbad building department. The inspections by a Special fuspectot are in addition to the inspections ·normally required by the County Building Code. The Special Inspector is not authorized to inspect and approve any work other than that for which he/she is specifically assigned to inspect. The Special fuspector is not authorized to accept alternate materials, structural changes, or any requests for plan changes. The Special fuspector is required to submit written reports to the City of Carlsbad building department of all work that he/she inspected and approved. The final inspection approval will not be given until all Special fuspection reports have been received and approved by the City of Carlsbad building department. Please submit the names of the inspectors who will perform the special inspections on each of the items indicated on the rever~e side of this sheet. (over) " ·"'-,,. .. , j f \ . ._ ... Carlsbad 04-2640 '·July 16, 2004 !SPECIAL INSPECTION PROGRAM ADDRESS OR LEGAL DESCRIPTION: 2-'-S Z... L.,J:,... . L~~ &V'sf.. PLAN CHECK NUMBER: 04-24:.4-e OWNER'S NAME: 1?,\C)~ ... B.~r,«tB.t_,e:: . 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 t the si · ted above. UBC Section 106.3.5. 1. Englnee~s/Archltect's Seal & Signature Here ~Soils Compliance Prior to Foundation Inspection D Field Welding ~~tructural Concrete Over 2500 PSI D High Strength Bolting . . . ~ fl'I estressed Concrete ~ ?o~ ~st~ e-ErExpansion/Epoxy Anchors · D Structural Masonry D Sprayed-On Fireproofing D Designer Specified D Other _____ _ 2. Name{s} of individual{s) or firm(s) responsible for the special inspections listed above: A._(._·~-----~-..... $9""-=-\...,U ..... S..__1:,____.µ-=--c,--~------------ B. _t>.;:._,..,ae ...... ~---J\fA..-. __ ..... 1-_t ..;u.....:;~ ...... ;:ect.Stt ...... ......=-. ..... &-........)__..:s__.~---=0 ...... ,q--"ll-_______________ _ C. ------------------------------- 3. Duties of the special inspectors for the work listed above: A. .~OtCS C.Okpt .,,M\(J?: fbt · ~-+tt«,u >, ~d5 f-o<...-l):::s:JLtltt?S &. ~'-~t:,&\V!c- B. CobX:-~ c::1:;1ta . '2..69?~~,f) 8:?st:. ::ffi"A>S\%.) c.oA..sc,,. C. Special inspectors shall check in with thl;l City and present their cre_dentials for approval prior to beginning work on the job site. , . .f Car1sbad 04-2640 July 16, 2004 :VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 04-2640 PREPARED BY: Sergio Azuela DATE: J'uly 16, 2004 BUILDING ADORES$: 2652 La Costa Ave. SFD for Del Mar Custom Homes BUILDING OCCUPANCY: R-3 & U-1 TYPE OF CONSTRUCTION: V-N BUILDING AREA Valuation Reg. VALUE PORTION ( Sq. Ft.) Multiplier Mod. Dwellina 3198 82.00 Garage 734 23.00 Pa_tio Cov. 126 7.25 Air Conditioning 3198. 3.00 · Fire Sprinklers TOTAL.VALUE Jurisdiction Code cb By Ordinance 1994 UBC Building Permit Fee 1994 USC Plan Check Fee Type of Review: 0 Complete Review D Structural Only D Other D Hourly I Hour * Esgll Plan Review Fee Comments: ($) 262,236 16,882 914 9,594 .-... ~289,626 $1, 131.76! $735.641 $633.791 Sheet 1 of 1 macvaJue.doc ,,, \1\i ~/ ~ -> ,, ~ . . '.\i "' City of Carlsbad lilth1itail•JIN--#iii~hh44ihi~i . BUILDING PLANCHECK CHECKLIST DATE: BUILDING ADDRESS: PROJECT DESCRIPTION: ASSESSOR'S PARCEL NUMBER: PLAN.CHECK NO.: ea4 k EST. VALUE: f}.4/ 11 () l ENGINEERING DEPARTMENT APPROVAL DENIAL The item you have submitted for review has been approved. The approval is based on plans, information and/or specifications provided it!' your submittal; therefore any changes to these items after this date, including field . modifications, must be reviewed by this office to insure continued conf9rmance 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, D A Right-of-Way permit is required prior to construction of the following improvements: rr========-'='o--,- Please sew.e attached report of deficiencies marked wit' D. ake necessary corrections to plans or specifi · s for compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. . By: By: By: FOR OFFlCIAL USE ONI;( c:Er.;o11s::CD1M.~ !\UT~~I?ATION TO ISSUE BUILDING PERMIT:-· /: - ; • -Dale: _ ~~'?5;;;;;;;;;;;. ;;;;;;;;;;;;.,= ENGINEERING DEPT. CONTACT PERSON D Dedication Applic:ation Name: TANIYA BARROWS D Dedication Checklist City of Carlsbad D Improvement Application Address: 1635 Faraday Avenue, Carlsbad, CA 92008 D lmprove~ent Checklist Phone: (760) 602-2773 D Future Improvement Agreement CFD INFORMATION D Grading Permit Application Parcel Map No: D Grading Submittal Checklist Lots: D Right-of-Way Permit Application Recordation: D Right-of-Way Permit Submittal Checklist and Information Sheet Carlsbad Tract: D Sewer Fee Information Sheet 1635 Faraday Avenue• Carlsbad, CA 92008-7314 • (760) 602-2720 • FAX (760) 602-8562 {i)" F:\BUILDING PLANCHECK CKLST FORM.doc 1 Rev. 7/14/00 F:IBUJLOING PlANCHECK CKLST FORM.doe BUILDING PLANCHECK CHECKLIST 1. Provide a fully dimensioned site plan d_rawn to scale. Show: A. North Arrow F. Right-of-Way Width & Adjacent Streets B. Existing & Proposed Structures G. Driveway widths . · C. Existing Street Improvements H. Existing or proposed sewer lateral D. Property Lines I. Existing or proposed water service E. Easements J. Existing or proposed irrigation service 2. . Show on site plan: A. Drainage Patterns 1. Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. 2. ADD THE.FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building." B. Existing & Proposed Slopes and Topography C. Size, type, location, alignment of existing or proposed sewer and water service (s) that serves the project. Each unit requires a separate service, however, second dwelling units and apartment complexes ·are an exception. D. Sewer and water laterals should not be located within proposed driveways, per stangards. 3. Include on title sheet: A. Site address B. Assessor's Parcel Number C. Legal Description For commercial/industrial buildings and tenant improvement projects, include: total building square· footage with the square .footage for ea.ch different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. EXISTING PERMIT NUMBER DESCRIPTION 2 Rev. 7/14/00 ' BUILDING PLANCHECK CHECKLIST 1 sr 2ND 3RD DISCRETIONARY APPROVAL COMPLIANCE D D-D D D D D D F:\BUILOING PLANCHECK CKLST FORM.doe 4a. Project does not comply with the following Engineering Conditions of approval for Project No._. ________________________ _ 4b. All conditions are in compliance. Date: _________ _ DEDICATION REQUIREMENTS 5. Dedication for all street Rights-of-Way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ 15,000 , pursuant to Carlsbad Municipal Code Section 18.40.030. Dedication required as follows: ________________ _ Dedication required. Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 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 improvements upon and adjacent to the building site must be constructed at time of building construction whenever . the value of the construction exceeds $ 75,000 , pursuant to Carlsbad Municipal Code Section 18.40.040. Public improvements required as follows: ____________ _ Attached please find an application form and submittal checklist for the public improvement requirements. A registered Civil Engineer must prepare the appropriat~ 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 3 Rev. 7/14/00 -~ ,. J.i ;,. \J l 1ST 2ND 3RD D D D D D D D D D .D DD ©f~) I ?nJ'® V \_"'; F:IBUILDING PLANCHECK CKLST FORM.doc BUILDING PLANCHECK CHECKLIST checklist must be submitted in person. Applications by mail or fax are not accepted. Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of building permit. Improvement Plans signed by: .... · _________ _ Date: ---- ' . 6b. Construction of the public improvements may be deferred pursuant to Carlsbad Municipal Code Section 18.40. Please submit a recent property title report or current grant deed on the property and processing fee of $310 so we may prepare the necessary Neighborhood Improvement Agreement. This agreement · must be signed, notarized and approved by th.e City prior to issuance of a Building permit. Future public improvements required as follows: 6c. Enclosed please find your Neighborhood Improvement Agreement. Please return agreement signed and notarized to the Engineering Department. Neighborhood 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. · 7a. Inadequate information available on Site Plan to make a determination on grading requirements. Include accurate grading quantities (cut, fill import, export). 7b. Grading Permit required. A separate grading plan prepared by a registered Civil Engineer must be submitted together with the completed application form attached. NOTE: The Grading Permit must be issued and rough grading approval obtained prior to issuance of a Building Permit. Grading Inspector sign off by: Date: ---------- ic. Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) r/l(Wl,;JJ, M. 4 Rev. 7/14/00 r BUILDING PLANCHECK CHECKLIST 1ST 2ND 3RD · · D D D 7d .No Grading Permit required. D D D 7e. If grading is not required, write "No Grading" on plot plan. D D D D 0 0 D D D .o D D D F:\BUILDING PlANCHECK CKLST FORM.doc 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. Type$ of work include, but are not limited to: street improvements, tree trimming, driveway construction, tying into public storm drain, sewer arid water utilities. ·Right-of-Way permit required for: 9. INDUSTRIAL WASTE PERMIT If your facility is located in the City of Carlsbad sewer service area, you need to contact the Carlsbad Municipal Water District, located at 5950 El Camino Real, Carlsbad, CA 92008. District personnel can provide forms and assistance, and will check to see if your business enterprise is on the EWA Exempt List. You may telephone (760) 438-2722, extension 7153; for assistance. Industrial Waste permit accepted by: Date: 10. NP DES 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 firs .,....-:: w 'i/ ~ cesseaSed Ot1CtL, Required fees are attached ..... r..82& I &::I (OQ] i'tf ? {a 11 S l{ <'-e <3..(lf ~cJ.eJ WATER METER REVIEW 12a. Domestic (potable) Use Ensure that the meter proposed by the. owner/develop~r is not oversized. Oversized_ meters are inaccurate during low-flow conditions. If it is oversized, for the life of the meter, the City will not accurately bill the owner for the water used. • All single family dwelling units received "standard" 1" service with 5/8" service. 5 Rev. 7/14/00 ,t " , ":1, tJ ; 1ST 2ND 3RD D D D F:IBUILDING PLANCHECK CKLST FORM.doc BUILDING PLANCHECK CHECKLIST • . If owner/developer proposes a size other than the "standard", then owner/developer must provide potable water demand calculations, which include total fixture counts and maximum water demand in gallons per minute (gpm). A typical fixture count and water demand worksheet is attached. Once the gpm is provided, check against the "meter sizing schedule" to verify the anticipated meter size for the unit. • Maximum service and meter size is a 2" service witbita 2" meter. • If a developer is. proposing a meter greater than 2", suggest the installation of multiple 2" services as needed to provide the anticipated demand. (manifolds are ·considered oh ca.se by case basis to limit multiple trenching into the street). 12b. Irrigation Use (where recycled water is not available) . All irrigation meters must be sized via irrigation calculations (in gpm) prior to approval. The developer must provide these calculations. Please follow these guidelines: · 1. If the project is a newer development (newer than 1998), check the recent improvement plans and observe if the new irrigation service is reflected on the improvement sheets. If so, at the water meter station, the demand in gpm may be listed_ there. Irrigation services are listed with a circled "I", and potable water is typically a circled "W". The irrigation service should look like: STA 1 +00 Install 2" service and 1.5: meter (estimated 100 gpm) 2. If the improvement plans do not list the irrigation meter and the service/meter will be installed via another instrument such as the building plans or grading plans (w/ a right of way permit of course), then the applicant must provide irrigation calculations for estimated worst-case irrigation demand (largest zone with the farthest reach). Typically, Larry Black has already reviewed this if landscape plans have been prepared, but the applicant must provide the calculations to you for your use. Once you have received a good example of irrigation calculations, keep a set for your reference. lri general the calculations will include: • Hydraulic grade line • Elevation at point of connection (POC) • Pressure at POC in pounds per square inch (PSI) • Worse case zone (largest, farthest away from valve • Total Sprinkler heads listed (with gpm use per head) • Include a 10% residual pressure at point of connection 3. In general, all major sloped areas of a subdivision/project are to be irrigated via separate irrig~tion meters (unless the project is only SFD with no HOA). As long as the project is located within the City recycled water 6 Rev. 7/14/00 ,f -! 1· ... (l ) 1ST 2ND 3RD D D D F:IBUILOING PLANCHECK CKLST FORM.doc BUILDING PLANCHECK CHECKLIST service boundary, the City intends · on switching these irrigation _ services/meters to a new recycled water line in the future. 12c. Irrigation Use (where recycled water is available) 1. Recycled water meters are sized the same as the irrigation. meter above. 2. If a project fronts. a street with recycled water, then they should be connecting to this line to irrigate slopes within the development. For subdivision~. this should have been igentified, and implemented on the improvement plans. Installing recycled water meters is a benefit for the applicant since they are exempt from paying the San Diego County Water Capacity fees. However, if they front a street which the recycled water is there, but is not live (sometimes they are charged with potable water until recycled water is available), then the applicant must pay the San Diego Water Capacity Charge. If within three years, the. recycled water line is charged with recycled water by CMWD, then the applicant can apply for a refund to the San Diego County Water Authority (SDCWA) for a refund. - However, let the applicant know that we cannot guarantee the refund, and they must deal with the SDCWA for this. 13. Additional Comments: c~0r -C9-t-#eJs.e fJ~ ~lans 'irkfo J--k. b:J/ld,~ ~ · ard t¼cte -J-N_ t:::u{ld,'cf ~/a.,s ce -~ _ ,\-e ctf1' {l()g dft w--C; lUJ ~ t'.'.,4). 7 . Rev. 7/14/00 ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET .. P E;st,mate based on. unconfirmed information from applicant. D Ca,lculation based on b~ing plancheck _plan. submittal, Address, c2 ~ ~ d-Af {oj:4 0¢1.;_ _ -Bldg. Permit No._-f611 'f--d~ VD Prepared by: ((b Date: l(/z,/0'7 .. Chec.~ed ~y:. _ Date: ____ _ EDU CALCULATIONS: List types and square footages for all uses. Types of Use: .. !::PO -Sq. Ft./Units: .. I --~---EDU's: ----,---· ( . Types of Use: ______ _ Sq .. Ft./Uriits: --~---EDU's: ----~ ADT CALCULATIONS: List types and square footages fo;-all uses. Types of Use: J}~ () Sq. Ft./Units: / I ADT's: ----~- Types of Use_:. -------Sq. Ft./Units: --------,--ADT's: ----,----- FEES REQUIRED: -. -WITHIN CFO: 0. YES·(no bridge & thoroughfare fee in District #1 ,'reduced Traffic Impact Fee) D NO 0 1. PARK~IN-LIEU FEE PARK AREA & #: ___ _ .-FEE/UNIT: ____ _ -X NO. UNITS: __ _ D 2: TRAFFIC IMPACT-FEE ADT's@-/ x@oT: /ofo =$ --'-----/()/ 0 tl 3. BRIDGE AND THOROUGHFARE FEE (DIST. #1 -O"IST. #2 . _ AbT's~. · X. FEE/ADT: S-W- DIST. #3 ) =$ _6,3:i) -· D 4. FACILITIES MANAGEMENT FEE ZONE:,,..-..-'-~~- ~-FT .: . I x FEE/SQ.FT./UNIT: 3 t 0 i----= $_S-_t. _D_ D 5. SEWER FEE D D D EDU's: BENEFIT AREA: EDU's: 6. SEWER LATERAL ($2,500) 7. DRAINAGE FEES PLDA ACRES: 1,_y{ 8. POTABLE WATER FEES 7:) X FEE/EDU: ____ =$ X FEE/EDU: =$ =$ HIGH /LOW ~ X Fl:E/AC: =$ . ffelTS ~C .. E CONNEC.TI0N FEE . ~R-FEE SDCWA FEE I ./r"t ....---:-...---71 -. -_:;_ .... .J ) / / \ .. ~(~ ~q ~~ ~L---___ _ ~()')\J -- 1 of2 ~ -Word\Docs\Misforinslfee Calculation Worksheet ---- IRRIGATION / . Rev. 7/14/00 . ! i ! Apr 05 05 02:52p p. 1 ., ' '.]i·(: ,' I ,t ! ~) '. :';' I, ' i. . ! l, I:• I : CITY OF CARLSBAD GRADING INSPECTION CHE;CKLIST FOR PARTIAL SITE RELEASE PROJECT INSPECTOR: ::z:;:;=:-e....vNGS.sY DATE: +-1°-o//o.S- PROJECT (D e12 0 q'--/'a BM/JJ.8te-/fi!'S: GRADING PERMIT NO. G'/f'(/SOl?O 7 ~btk~E~~ESTED FOR keLEASE· S"~/J~Le P-A ~N.y .t-rr N?~~!"IOtAPPLICABLE '. · , (:JC <-'"'J k r-h, .Jve' :..J';=; CQ.MPLETE i : ~ u t?'-~o ) o ;=, l_nc:omc~ete or unaccep{able : .. tfl,( G ... Jl-&o ./ I 3 ; ~~t .: · 2nd. I '1/· 1. Site access to requested lots adequate and logically grouped ../ 2. Site erosion control measures adequate. ' ../': 3. , I I Ov~rall site adequate for health, safety and Welfare of public. / 4. Letter ftom Owner/Dev. requesting partial release of speGific IC>ts, pads or bldg. 8½" x 11" site plan (attachment) showing. requested lots submitted. ' '~ 5. ' ' ./ 6. Compaction reportfrtim ·soils engint?er submitted. (lf soils report has been submitted ~h a· previous partial release, a letter from soils enginee,r referencing the soils report and identifying specific lots for :: ,: . release shall.accompany subsequent·partial releases). i--------+----'---1 v0 1 7. EQW certification of work done vvitMinish ,p;ad elevations of specific lots : f '1 ·• 'I:'::' ' ' ' to ~ releaseild. Letter must state lot' '(s) is graded to within a tenth (.1) of . t .1.L :r .. l.'. , . ... tt,~.appr9ve<fgrading:plan. : . · ~ ..• ,.. ' ! '1 I • ! t . ! ' \: l I ' ' ' ! : J ,J;:::: '.1': i 1 ·; 1 ,, : :,8 1 , ' , Gebtog· ic eng' ineer's letter -if unusual ,geologic or subsurface conditions ·)tj 1); 1 " ' l ! • • I ~ I ! ,i.·r _j:fl,, '.'1 ·;::, l-:· ' . exist. ' • , :t 3';:.1 :ij, )j· Y : 1:9. 1 · '· -~J1~ff~nctionai fir~ hydrants within S?O ~eet of ~uilding combustibl~s ~ l:i.; , :• , ! :,'!}, a~ an all w~ather roads access to site 1s required. , • I I ' ' 1 I t i t 11! ,, ',1 ' !-'i ; ! 1! ' : , : L j ,: f-i;;('. ·partial ~elease of grading for the above. stated lots is approved for the purpose of building l+J:: : , pe~rt,~. i~uance. ls$Uahce· of building permits is still'i:1bbject to all normal City ' ~. ':· ·. !, r~uirer~rrts requj~.,pu,~u~nt t9.Jhe buil~ing permij prq~ess., : ' : . 'i D, '. ·· Partial release of the site is deniedfor the·.following· reasons:; I· I . • l i Projectln~ . Date J~'''' ·~~·-1·, Co11~tf¥.~iqnMana~er ;', ·.:. . ;}-/4r- ' ~:. ~/UJ:. . :) il:,l,'i'! , 1,0 I : 11 iJ, l., }:~LeJiASfERll='CRM~1FARTS!TE.FRM ' '. : t' 't ,t '},, •. i [ ,.,. I .. : ,'.I, .. , •A )11 I '' I ',: I •·"' • I'' 'I ,,f;,,:1-:'.'IJ'.i . f'. j , , . : 11 ; ,r:. ,. 1 , , , 1., 1 1 '. r, ;f':' 'I I . ''·II. i' l, ·,:, • I ' j I,!;" :, ·:, '. : 1' j i, , · : Date, · :' · · '., ,. i' ': t : i. \ :· I • ,, : '' l !i! '.: , I !" I: ' : 'i '; ': i ' : I I 'I I ,: ' .:l ,, I", l : I I I ,.: '; t., I I I · lll '. jl l: ,, '! ·11 l: ·ll " i! Ii ;I ' i ·,i !'' ; ... r '·~ :. 'f:' ::i' '11 (i ! :·1 'l,, r ·, I. ;, l ' I :; I\ I. I, '. 'I I' l ,, ; ~ I' : i:· '!: , I ~ ,l ~ .!l ~ .!l ca ca Q C C ·~ PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No. CB 04---Zlo 40 Address _Z(p ______ -r;)-:_: .,.._G_/4_Co...;:;;.5rA~l _f\lJ_·_~_ . Planner fv'/Jit,1£. $~ . . Pl')one (760) 602-_CA~~-2-: ..... f£"'------- APN: n~..: z30-1?> . Type of Project & Use: }'lelV Sf!( Net Project Density: DU/AC Zoning: tu-I to General Plan: · Ufa Facilities Man~gement Zone: 0 · CFO (in/out) #_Date of participation: ______ Remaining net dev acres: __ _ Circle One (For non-residential development: Type of land used created by this permit: __________ -,-________________ _, . . Legend: . IZJ Item Complete D Item Incomplete -Needs your ·action · Environmental Review Required: YE$ ___ NO v' TYPE ___ _ DATE OF COMPLETION: .... · .......... ----------- doo Compliance with conditions of approval? If not, state conditiorn;_yvhict:i require action. Conditions of Approval: --------·-----,· ,_L_ ____________ ___ .7 Discretionary Action Required: YES __ NO~ TYPE ___ _ APPROVALJRESO. NO. ______ DATE __ PROJECT NO. ________ _ OTHER RELATED CASES:------------------------ Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval:, __________ -___________ _ Co~stal Zone Assessment/Compliance / Project site located:in Coastal Zone? YES_._ N0--1/' CA Coastal Commission Authority? YES __ NO_._ . If California Coastal Commission Authority: Contact them at -. 757S Metropolitan Drive, Suite 103, · San Diego _CA 92108-4402; (619) 767-2370 · ·v Determine status (Coastal Permit Required or Exempt): Coastal Permit Determination Form afready completed'? _YES__ NO __ _ If NO, complete Coastal Permit Determination Form now. Coastal Permit Determination Log #: Follow'!'Up Actions: 1) Stamp Building Plans as "Exempt" or "Coas7:al Pe it Required" (at m_inimum.Floor Plans). 2) Complete Coastal Permit Determination Log as eeded. · . . lncluslonary Housing Fee required: YES-'--NO __ (Effective-date of h:1clusionary Hiing Ordinance -May 21, 1993.) Data Entry Completed? YES~ NO __ (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) · ., J . '• ,-. '\ •,. ~· · '\ , , · ·site P.lan: <: -~· , I ' H:\ADMIN\C::OUNTE_R\BldgPlnchkReVChklst Rev9/01 &?fo D Joo fl)DD DOD r:(oo d'oo GJ'DD -~DD Joo ODD ,! 1. Provide a fully dimensional site plan drawn to scale. Show:. North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of-way width, dimensional setbacks and existing topographical lines (including all .side and rear yard slopes). 2. --Provio~ legal description of property and as~_e,~$0f'~ parc.e,1 n.u,mb~r. Polley 44 -Nelghbor~ood Architectural Design Guidelines 1. Applicability: YES J NO___ . 2. Project complies YES ·,/ NO Zoning: 1. Setbacks: y~,, . 6/ Front: . Required Shown id Interior Side: Required Shown g, Street Side: Required -Shown 9-1' < Rear: Required l~ Shown Top of slope: Required. Shown 2. Accessory .structure setbacks: w". ,,,- Front: Required Shown Z-0 Interior Side: Re.quired c; .Shown i- Street Side: Required -Shown - Rear: . Required r--Shown ,-- Structure separation: Required lO · Shown 1q' 3. Lot Coverage: Required 'flJ Shown 4. Height: Required. ~0/ Shown ;;J-7/1 5. Parking: Spaces Required ~ Shown 3 (breakdown by uses for ~ommercial and industrial project~ required) Residential Guest Spaces Required · Shown Additional Comments OK:TO ISSUE AND ENTERED APPROVAL INTO COMPUTER _&; __ · ---.----DATE r:7/-.1)·7-o r H:\APMIN\COUNTER\BldgPlnchkReVChklst Rev 9/01 I -- (De{ 9vf..ar Custom :Jlomes, Inc. April -11, 2005 2737 E Coast Hwy Suite B Corona Del Mar, CA 92625 Planning Department City of -Carlsbad 5950 El Camino Real Carlsbad, CA 92008 RE: 2652 La CostaAve. -GR050007 office: (949) 723-5000 fax: (949) 723.;5~.55 email: rick@dmch.biz license:792333 I am requesting a side yard set-back swap for the above property to accommodate the slope on the east side of the property. I'd like to reduce the west side yard se~ ~om the minimum requirement (f.1 a']) and increase the east side yard set-back to(!l.iMper the attach,ed site plan. Sincerely, Rick Bramble President Del Mar Custom Homes Inc. Property Owner enc: (3) revised Site plan C:\Documents and Settings\AII Users\Documents\DMCH Flles\Jobs\L~ Costa\2652 La Costa\Correspondence\City Set Back Adjustment *11-05,doc I fB.25 3 .75 tXIST!NG £L£CTRJCAL RISER ro REMAIN S4w cur fX SID£WALI( ro NE"ARtsr tXPANS/ON JOI. / / __ ,\·· •. I I 10. ALL G!i 11. SHouLL Or G!i STAB/t TH££ STAT£ r ·:·EPHON£ TEU EXISTING O R~MAIN RISER r, '. L , · LECTRICA 1 EXISTING OE REMAIN ,. . - RISE~ T _/ \ / ·, ' · project: page: date : job no. STRUCTURAL OES.tGN CALCULATIONS PROJECT: CUSTOM HOME OWNERS: DEL MAR HOME ~ PROJECT ADDRESS: 2b5Zi.A COSTA AVE, CARLSBAD, CA. ROOF LOADING: ROOFING SHT,G TRUSS CEL,G. MISC. TOTAL DL LIVE.LOAD TOTAL LOAD FLR LOADING FLR MAT. SHT,G. FLRJOIST INSU. CEL,G. MISC. TOTALDL. LIVE LOAD TOTAL LOAD 8 PSF 1.5 PSF 3 2.5 PSF 1 PSF 16 PSF 16 PSF 32 PSF 2 PSF 2 PSF 2.5 PSF 1 PSF 2.7 PSF 1.8 PSF 12 PSF 40 PSF 52 PSF project: page. date : job no. @wood~gr~t COMPANY PROJECT 2 May 23, 200410:55:25 Rr Design Check calculation Sheet Sizer2004 LOADS: ( lbs, psf, or plf) Load Type Distributio11 Magnitude Location [ft] Pattern Start End Start End Load? Loadl Dead Full Area 16.00 (16.0),.. No Load2 Constr. Full Area 16.00 (16.0)* No *Tributary Width (in) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : - --__... 6"~1<1' -_ jl .-,.....,. ~~ (J 6'-6" Dead 80 80 Live 69-69 Total 149 149 Bearing: LC number 2 2 F'theta 667 1854 Lenath 1.0 1.0 Lumber-soft, D.Fir-L, No.2, ~6" Spaced at 16" c/c; Slope: 18.0 deg; Total length: fMO"; Self Weight of 1.96 plf automatically Included in loads; Lateral support: tops full, boltoms at supports; Repetilive fa!;:tor: applied where permitted (refer to online help); Load combinations: ICC-IBC; SECTION vs. DESIGN CODE NDS.ff01: ( stress-psi, and In> Criterion Analvsis Value Oesian Value Analvsis/Oesiqn Shear fv = 22 Fv' = 225 fv/Fv' = 0.10 Bending(+) fb -384 Fb' = 1682 fb/Fb' = 0.23 Live Defl'n 0.03 -<L/999 0.34 • L/240 0.08 Total Defl 'n 0.08 =-<L/999 0.46 • L/180 0.17 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1.25 1.00 l.00 l.000 1.300 1.00 1.15 1.00 Loo -2 Fv' 180 l.~5 l.00 1.00 ----1.00 1.00 1.00 2 Fcp' 625 -1.00 1.00 ----1.00 1.00 --E' 1:.6 million 1.00 LOO ----l,.00 1.00 -2 Bending(+): LC# 2 = o+c, M .. 242 lbs-ft Shear : LCj/ 2 = D+C, V • 142, V design= 123 lbs Deflection: LC# 2 • D+C EI-33.27e06 1b-in2 Total Deflection• l.50(Dead Load Deflection) + Live Load Deflection. Bearing: Allowable bearing at an angle F'theta calculated for each support as per NOS 3.10.3 (O"'Ciead L"'live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Plea&e verify that the default &dlection limb are appropriate for your application. 2. Sawn· kmber bending menlbera shall be laterally supported according.to the proYi&lons of NOS Clause 4.4.1. 3. SLOPED BEAMS: level bearing Is raqulred for all sloped beams. (@wood~gL~® COMPANY PROJECT s May 23, 2004 11 :08:03 Rb1 Design Check Calcu'-fion Sheet Sizer2004 LOADS: ( lbs. pst, or plf) jLoad Type Distribution Magnitude Location [ft] Pattern Sta.rt End Start End Load? rLoadl Dead Full UDL 64.0 No Load2 Constr. Full UDL 64. 0 No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : . 4:0 ,:. fJ g~ ·Dead 333 333 Live 304 304 Total 637 -637 Beating.: LC number 2 2 Lenoth 1.0 1.0 Lumber-soft, D.Fir-L, No.2, 4x8" Self Weight of 8.03 plf automatioally Included In loads; Lateral support: top= full, bCJUomc at supports; Load combinations: ICC-IBC; SECTION vs. DESIGN CODE NDS-a01: ( stressaps1, and tn) Crite.rion Analvsis Value Desian Value Anal vsis/Desig·n Shear fv -33 Fv' -225 fv/Fv' =. 0,15 Bending(+) fb = 592 Fb' .. 1462 fb/Fb' "' o. 40 Live Oefl 'n o .• 07 -<L/ 999 0.32 = L/360 0.21 Total Defl'n 0.17 -L/654 0.48 .. L/240 0.37 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1.25 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 -2 f'V' 180 1.25 1.00 1.00 ----1.00 1.00 1.00 2 Fcp' 625 -1.00 1.00 ----1.00 1.00 --E' 1. 6' million 1.00 1.00 ----1.00 1.00 -2 Bending-(+): LCf 2 -D+C, M -1512 lbs-ft Shear : LCI 2 = D+C, V = 637, V design= 556 lbs Deflection: LC# 2 = D+C EI-177.83e06 lb-in2 Total Deflection= l.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S•snow W-Wind I*impact C=construction CLd=concentrated) (-All LC' s are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default dellec:tion limits are approp,late for )'OIJ1' ~- 2. Sawn lumber 6endlng members shall! be lllerally supported aocordlng to the provi&lona of NOS Clause 4.4.1. ® WoodWQrJst COMPANY PROJECT May 23, 2004 11 :10:30 FLR JOIST LOADS: ( lbs, psf, or plf) Load Type Loadl Dead Load2 Live Distribution E"ull Area Full Area MAXIMUM REACTIONS (lbs): Dead Live Total 1521 453 605 Design Check Calculation Sheet Slzer2004 Magnitude Start End 12.00 40.00 Location [ft] : Pattern Start End Load? No No I.Joist, generic, low stg., 1-3/4x11-7/8" Spaced at 1 ff' c/c; Self Weight of 1.88 plf automatically included In loads; Load combinations: ICC-IBC; SECTION vs. DESIGN CODE NDS-Z001: ( lbs,.11,s.ft, or In) Criterion ]\nalvsis Value Design Value Analvsis/Desiqn Shea·r V .. 605 Vr • 990 V/Vr = 0.61 Bending{+) M= 2570 Mr= 4525 M/Mr = 0.57 Live Defl 'n 0.35 = L/580 0.43 • L/480 0.83 Total Defl'n 0.53 • L/386 0.85 = L/240 0.62 · ADDITIONAL DATA: E"ACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci en LC/I Fb'+ n/a 1.00 1.00 1.00 1.000 1.000 1.00 ;l.15 1.00 1.00 -2 Fv' n/a 1.00 1.00 1.00 --.. -1,00 1.00 1.00 2 E' n/a. 1.00 1.00 ----1.00 1.00 -2 Bending(+): LC# 2 = D+L, M = 2570 lbs-ft Shear : LC# 2 ~ D+L, V = 605 lbs Deflection: LCf 2 -D+L EI=-285.00e06 lb-in2 Total Deflection = l. 50 (·Dead Load Deflection) + Live Load Deflection. ' (D=dead L=live S•snow W=wind I=impact C=construction CLd=concentrated) [All LC's are listed in the Analysis output) DESIGN NOTES: 1. Pleeae verify that the delaul deflection llmilB .. appropriate for )l'l:U appllc::atlon. 2. I.JOISTS: the attached 1-joiat Mlectiofl Is for prelltnlnary design only. For final member de8ign contact your local I.Joist manufacturer. ' ' 17 "'I 453 605 ®wood~gs_~® COMPANY PROJECT 5 May 23, 200411 :12:11 Fb1 Design Check Calculation Sheet Slzer2004 LOADS: ( lbs, psf, or pit) Load Type Distribution Magnitude Location [ft] Pattern Start End Start. End Load? Loadl· Dead Full UDL 300.0 .No Load2 Live ·Fu:11 UDL 350.0 No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : l l (J 1Z Dead 1917 1917 Live 2100 2100 Total 4017 4017 ·Bearing: LC number 2. 2 Lenoth 1.0 1.0 PSL, 2.0E, 2900Fb, 5-1/4x11-7/8" Self Weight of 19.48 plf automatically Included In loads; Lateral support: top= ful, bottom-at ~; Load.combiuatlous: ICC-IBC; SECTION vs. DESIGN CODE NDS-ff01: (~~or in) Criterion Analvsis Value Design Value Analvsis/Desion Shear fv = 81 Fv' = 285 fv/Fv' = 0.28 Bending(+) fb = 1172 Eb' = 2903 fb/Eb' = 0.40 Live Defl'n 0.11 = <L/999 0.40., L/360 0.28 Total Defl'n 0.26 = L/545 0.60 = L/240 0.44 ADDITIONAL DATA: FACTORS: F co CM Ct CL CV Cfu Cr Cfrt Ci, en LC# l:b •·+ 2900 1.00 -1.00 1.000 1.00 -1.00 1.00 --2 Fv' 285 LOO -1.00 ----1.00 -1.00 2 Fcp' 750 --1.00 ----1.00 ---E' 2.0 million -1.00 ----1.00 --2 Bending(+): LC# 2 = D+L, M .. 12051 lbs-ft Shear : LC# 2 .,. D+L, V= 4017, V design= 3354 lbs Defl·ection: LC# 2 = D+L EI=l465.22e06 lb-in2 Total De-fleet ion = 1. 50 C Dead Load Deflection) + Live Load Deflection. (D=d.ead L=live S,.snow W•i,l'ind I-impact C=construction CLd=concentrated) (All LC'·s are listed in the Analysis output). DESIGN NOTES: . 1. Please Vl!rify that lhe default deflection &mils are appropiiate for )'OUr' application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL seleetkin ls for preliminary design only. For final member design contact your local . SCL maoutacturer. 3. Size factors vary from one l"l8lUfacturw to-another for SCL materials. They c:an·be changed In lhe database editor. ' J ® WoodyYg_L~" COMPANY PROJECT V May;23, 200411:13:22 Fb2 Design Check calculation Sheet Slzer2004 LOADS: ( lbs, psf, or plf) Load Type Distribution Magnitude Location [ft] ·Pattern Start End Start .. End Load? 'Loadl· Dead Full UDL 200.0 No Load2 .Live Full UDL 350.0 No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : ~>. u (1 14' Dead 1491 14 91 Live 2450 2450 Total 394-1 3941 Bearing: LC number 2 2 Lenqth 1.5 1.5 PSL, 2.0E, 2900Fb, 3-1/2x11-7/8" Self Wfitt;II. of 12.99 plf automatically included in loads; Lateral support: top= full, bottonp: at aupports; Load QOlnl:Jinlllions: ICC-IBC; ·SECTION vs. DESIGN CODE M>S4001: ( lbs, lbs.ft, or In) Criterion Analysis Value Desian Value Analvsis/Desiqn Shear fv ... 122 Fv'"' 285 fv/Fv' = 0.43 Bending(+) fb .. 2012 Fb' = 2903 fb/Eb' = 0.69 Live Defl'n 0.31 = L/542 0.47: L/360 0,66 Total.Oefl'n 0.59 = L/283 0.70 = L/240 0.85 ADDITIONAL DATA: . FACTORS: F CD CH Ct CL CV Cfu Cr Cf.rt Ci Cn LC# Fb'+ 2900 1.00 -1.00 1.000 1.00 -1.00 1.00 --2 Fv' 285 1.00 · -1.00 ----1.00 -1.00 2 Fcp' 7.50 --1.00 ----1.00 --- E' 2.0 million -1.00 ----1.00 --2 Bending(+): LC# 2"' D+L, M = 13793 lbs-ft Shear : LC# 2 • D+L, V"" 3941, V design= 3384 lbs Deflection: LCf 2 • D+L EI~ 976.8le06 lb-in2 Total Deflection= l.50(Dead Load Deflection) + Live· Load Deflection. (D;=dead L=live s-snow W-Wind I=impact C=construction CLd=concentratedJ (All LC'·s are listed in the Analysis output) DESIGN NOTES: 1. PleaseYelify that the default dellection limb n appiopriate for your application. 2 SCL-BEAMS (structural Compoelte Lumber): the attached SCL selection Is for preliminary design only. For final member design contact your local . SCL manufacturw. 3. Size factors Vfr/ from one manufacturw to~ for SCLmateriala. They can be changed in the database editor. .. COMPANY PROJECT ' (ii} Woodworks® SCNTWAIICTOR ltOOD Df'!iJG~' May 23, 200411:14:47 Fb3 Design Check calculation Sheet Sizer2004 LOADS: ( lbs, psf, or plf) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? Loadl Dead Full UDL 120.0 No Load2 Live . Full UDL 360.0 -No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (ill) : l l f1 r Dead 454 454 Live 1260 1260 Total 111-4 1114 Bearing: LC number 2 2 Lenath 1.0 1.0 Timber-soft, D.Fir-L, No.2, 6x8" Self Weight .of 9.8 plf aulomatlcally Included in loads; lateral support: top= fl.II, bottom= at $UPPOl1S; Load combl11atio11a: ICC-IBC; SECTION vs. DESIGN CODE NDS-a01: ( slresPpsi, and in) . Criterion Analysis Value. DesiQn Va.lue Anal vsis/Desian Sheat fv = 51 Fv' -170 fv/Fv' = 0.30 Bending(+) fb -698 Fb' = 750 fb/Eb' = 0.93 Live Defl'n 0.08 "'<L/999 0.23 • L/360 0.33 Tot·al Defl 'n 0.12 -L/704 0,35 = L/240 0.34 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 750 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 -2 Fv' 170 1.00 1.00 1.00 ----1.00 1.00 1.00 2 Fcp' 625 -1.00 1.00 -.,. --1.00 1.00 --E' 1.3 million 1.00 1.00 ----1.00 1.00 -2 Bending(+): LCI 2 = D+L, M = 3000 lbs-ft Shear : LC# 2 = D+L, V -1714, V design= 1408 lbs Deflect'ion: LC# 2 = D+.L EI-251.36e06 lb-in2 Total Deflection• l.50(Dead Load Deflection)+ Live Load Deflection. (D=dead L=live S=snow W""W'ind I-impact C•construction CLd=concentrated) (All LC's are l~sted in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits ant appropriate for your appllcati9n. 2. Sawn lumber bending members 8hal be lateraly supported acoording to the provi8lona of NOS Clause 4.4.1. ® Wood~gsJst COMPANY PROJECT 8 May23, 200415:12:29 Fb4 Design Check Calculation Sheet Sizer2004 1-0ADS: ( lbs. pst, or plf) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? Loacil ·Dead Full UDL 96.0 No Load2 'Live Full UDL 480.0 No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : l l (1 10' Dead 545 545 ,Live 2400 2400 Total 2945 2945 Bearing: - LC -number 2 2 Lenqth l.l l.l PSL, 2.0E, 2900Fb, 3-1/2x11-7/8" Self Weight of 12.99 plf automatlcally Included-In loads; Lateral support top= ful, bottom= at supports; Load combinations: ICC-IBC; SECTION vs. DESIGN CODE NDS-.2011: ( lbs, lbs-ft, orin ) Criterion Analysis Value Desian Value ·Anal vsis/Desiqn Shear fv = 85 Fv' = 285 fv/Fv' = 0.30 Bending ( + )' fb =-1074 Fb' .. 2903 fb/Fb' = 0.37 Live Defl'n 0.11 ""<L/999 0.33 = L/360 0.33 Total Defl 'n 0.15,. L/809 0.50 = L/240 0.30 ADDITIONAL DATA: FACTORS: F ·co CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# E'b'+ 2900 LOO -1.00 1.000 1.00 -1.00 1.00 --2 Fv' 285 1.00 -1.00 ----1.00 -1.00 2 E'cp' 750 --1.00 ----1.00 ----E' 2.0 million -1.00 ----l.00 ---2 Bending(+): LC# 2 ~ D+L, M ,. 7362 lbs-ft Shear : LCI 2 = D+L, V= 2945, V design = 2362 lbs Deflection: LC# 2 = D+L EI= 976.8le06 lb-in2 Total Deflection= l.50(Dead Load Deflection) + Live Load Deflection. (D--dead L=live S•snow W-wind !•impact C=construction CLd=concentratedJ (All LC's are Usted in the Analysis output) - · DESIGN NOTES: 1. Please verify that the derault deflection limb an appropriate for your appllc:ation. 2. SCL-BEAMS (Structtnl Compoaite Lwnber): the attached SCL selection Is for prellmlnary design only. For final member design contact your local SCL manufacturer. 3. Size factors vary from one manufac::tur« to another for SCL materials. Tt,ey can !le changed in the database editor. ) ' - project: page: ·date : job no. • ...... WO.Dt:NPIUIID, U,'O. 2001 C.B.C DATA : 2 = 0.4 Seismic Zone Factor S = Sd Soil Parameter ( Sa, Sb, Sc, Sd, Se or Sf ), Use Sc Na = 1..3 Near Source Factor, per Table 16-S ( Zone 4 only: Nv = 1.6 Near Source Factor, per -Table 16-T ( Zone 4 only) Ca• 0.57 Seismic Coefficient (see Table 16..Q) CV= 1.02 Seismic Coefficient (see Table 16-R) R = 1 5.5 Response Factor= Rw / 1.4, see. Table 16-N. p = 1 Redundancy Factor . I = 1 Importance· Factor Ct= section 1630.2.2 of 1997 UBC hn = feet= Total building height' T = sec = Natur:al period Simplified design Base Shear, see 1829.8.2. V = [3.0"Ca/R]*W *p V= 0.31 0 V / 1.4 = 0.23 *W based on UBC 1612.3.1 2001 C.B.C ROOF DL. WALL TOTALDL. Vb=24* .. 23= FLR OL. WALL TOTALDL Vb= 27*.23= WIND LOAD CRITERA: P• Cq*Ce*Qs*I 70 MPH / EXP. C . 16 PSF 8 PSF 24 PSF 5.5 psf 12 PSF 15 PSF 27 PSF 6.2 PSF P = 1.1*1.3*12.6*1=18 PSF project: page. date : job no. j ' 2 j@ D D 0 I D SI I D Cl I@ ~ D 1@ I 3: D a ©--6 bc--0 0 (j ~ ;. . D 0 a I I I I D I I 11--- ,. project: page: date : job no. /1; ()sHEA(iWALL GutE1 L = 12-5+19-5 = 21 ft. S. LOAD = ( 5.5*49 LOAD = ( SHEAR = LOAD I L = lbs / ft )( 33.0 ft / 2 + 1 ) = lbs / ft )( 17.0 ft/ 2 + . 0 ) = 4716.3 lbs / 21' . ft. = D.L. = 12*(14*9+16*3) = 2088 4716 lbs. O lbs. 224.58 lbs / ft 9' pl uplift= (1568*9-0.9*2088*12/2)/12 MST48 = USE SHEAR WALL 236 lbs PE~ G SHEAR WALL @LINE 2 LOAD = ( 5.5*49 LOAD = ( lbs / ft )( 33.0 ft / 2 + lbs / ft )( 24.0 ft / 2 + L = 12-6+14-4.5 = 15.5 ft. 1 ) = 0) = 4716 lbs. $.SHEAR = LOAD IL = 4716.3 lbs / 15.5 ft. --O lbs. 304.27 lbs / ft D.L. = 12*(14*9+16*3) . = 9' pl uplift= {1568*9-0.9*2088*1212)/12 MST37 . 0 SHEAR WALL OLINE 3M 2088 = LOAD = ( 5.5*36 lbs/ ft)( 49.0 ft/ 2 + LOAD = ( lbs/ ft)( 23.0 ft/ 2 + SHEAR. = LOAD/ l = 5049 lbs / 29 ft. NO UPLIFT LONG WALL USESH~WALL 236 lbs PE~ L= 1 ) = 0) = -- 36-7 = 29 ft. 5049 lbs. 0 lbs. 174.10 lbs/ ft USE SHEtR WALL PE~ ~ SHEAR WALL O LNE 5 & 8 $.LOAD = ( 5.5*19 LOAD = ( SHEAR = LOAD IL = lbs/ ft)( 12.0 ft/ 2 + lbs/ ft)( 17.0 ft/ 2 + 731.5 lbs / 19 ft. D.l. = 19*(14*9+16*6) = 4218 L= 1 ) = 0) = -- 19 = 19 ft. 732 lbs. 0 lbs. 38.50 lbs / ft 9' pl uplift= (731*9-0.9*4218*19/2)/19 NO UPLIFT = USE SHEAR WALL -1552 lbs PE ~ G SHEAR WALL OLINE 7 LOAD = ( 5.5*12 LOAD = ( S,SHEAR = LOAD/ L = L= lbs/ ft)( 19.0 ft/ 2 + 1 ) = lbs / ft )( 24.0 ft / 2 + 0 ) = 693 lbs / 12 ft. = D.L. = 12*(14*9+1~) = 1896 12 = 12 ft. 693 lbs. O lbs. 57. 75 lbs / ft 9' pl uplift= (693*9-0.9*1896*12/2)/12 NO UPLIFT --USE SHE).\R WALL -333 lbs PE~ 0 SHEAR WALL OLINE 8 LOAD = ( 5.5*12 lbs/ ft)( 19.0 ft/ 2 + L= 1 ) = LOAD = ( lbs / ft )( 23;0 ft / 2 + 0 ) = SHEAR = LOAD/ L = 693 lbs / 1.5 ft = 1249#>462 1.5 = 1.5 ft. 693 lbs. O lbs. 462.00 lbs I ft USE SIMP. STRONG WAU SW16X8X4 ,, lt f) SHEAR WAU. 0 LIIE I L= 41-6 = 35 ft. S.LOAD = ( 5.5*36 lbs/ ft)( 49.0 ft/ 2 + ·1 ) = 5049 lbs. LOAD = < e.2•45 lbs I ft)( 36.0 ft/ 2 + · 0) = 5022 lbs. SHEAR = LOAD/ L = 10071 lbs / 35' ft. = 287.74 lbs/ ft NO UPLIFT OSES~WALL . PE 2 (J} SHEAR WALL OLINE 10 L= 5.5 = 5.5 ft. LOAD = ( 6.2*17 lbs/ ft)( 26.0 ft/ 2 + ) = 1370 lbs. LOAD = ( lbs/ ft)( 24.0 ft/2 +. 0) = O lbs. S. SHEAR = LOAD/ L = 1370.2 lbs / 5.5 ft. = 249.13 lbs/ ft 1050 D.L. = 5*(14*9+12*7) = 9' pl uplift= (1370*9-0.9*1050*512)/5 HD2A USESH~WALL 1994 lbs PE~ 0 SHEAR WALL OLINE 11 L= , LOAD = ( 5.5*22 lbs / ft )( 21.0 ft I 2 + 1 ) = LOAD = ( lbs / ft )( 23.0 ft/ 2 + 0 ) = SHEAR = LOAD/ L = 1391.5 lbs / 16 ft. = . NO UPLIFT LONG WALL 16 = 16 ft. 1392 lbs. 0 lbs. 86.97 lbs / ft USE SH~R WALL E~ (v ~ SHEAR WALL OLINE 13 v l,.OAD = ( 5.5*19 lbs / ft )( 21.0 ft / 2 + L= 1 ) = 1 ) = 0) = 15+40-11 = 44 ft. 1202 lbs. S. LOAD = ( 5.5*36 lbs / ft )( 49.0 ft/ 2 + 5049 lbs. LOAD = ( 6.2*45 lbs / ft )( 36.0 ft / 2 + . 5022 lbs. SHEAR = LOAD I L = 11273 lbs / 44· ft. = 256.20 lbs / ft D.L. = 15*(14*9+16*9) = 4050 10' pl uplift= (3840*10-0.9*4050*1512)/15 = HD2A @ SHORT WALL 738 lbs USE SH~ WALL PE~ 0 SHEAR WALL @ LINE 14 LOAD = ( 6.2*52 LOAD = ( 5.5*49 S.SHEAR = LOAD/L = L = 14-6+5+15-8 = 20 ft. lbs / ft )( 22.0 ft / 2 + ) = lbs/ ft)( 33~0 ft l 2 + 1 ) = 8262. 7 lbs / 20 ft. = O.L. = 5*(14*10+12*7) = 1120 3546 lbs. 4716 lbs. 413.13 lbs/ ft 10' pl uplift=; (2065*10-0.9*1120*5/2)/5 HD5A = USE SHEAR WALL 3626 lbs PE~ 0 SHEAR WALL @ LINE 1& L = 9+9+12 = ·30 ft. LOAD = ( 6.2*49 LOAD = ( lbs / ft )( 36.0 ft / 2 + 1 ) ~ lbs / ft )( 23.0 ft / 2 + 0 ) = SHEAR = LOAD/ L = sn2.2 lbs , 30 ft. = D.L. = 5*(14*10+12*3) = 10' pl uplift= (1728*10-0.9*880*9/2)/9 HD5A --880 1524 lbs sn2 lbs. o lbs. 192.41 lbs/ ft USE SH~R WALL PE~ ) © SHEAR WALL Cl LINE 18 S.LOAO = ( 5.5*49 lbs/ ft)( 33.0 ft/ 2 + LOAD = ( 6.2*36 lbs/ ft)( 24.0 ft/2 +. SHEAR = LOAD/ L = 7394 lbs / . D.L. = 5*(14*10+12*5) = 10' pl uplift= (1195*10-0.9*1000*5/2)/5 HD2A = 31 · ft. 1000 L= 7+7+5+12 = 31 ft. 1 ) = 4716 lbs. 0) = 2678 lbs. = 238.52 lbs/ ft @ SHEAR WALL Cl LINE 17 L = 4.5+4.5 = 9 ft. LOAD = ( 6.2*15 - LOAD = ( 5.6*15 S. SHEAR = LOAD/ L = lbs/ft)( 16.0 ft/2+ ) = lbs / ft )( 33.0 ft/ 2 + 1 ) = 2187.8 lbs / 9 ·ft. = 792 744 lbs. 1444 lbs. 243.08 lbs / ft D.L. = 4.5*(14*10+12*3) = 10' pl uplift= (1093*10-0.9*792*4/2)/4 HD5A = USE SHf:AR WALL 2376 lbs PE~ 0 SHEAR WALL @LINE 18 LOAD = ( 5.5*22 LOAD ·= ( SHEAR = LOAD/ L = 1995>580 lbs / ft )( 22.0 ft / 2 + lbs /ft)( 23.0 ft/ 2 + 1452 lbs / 2.5 ft. L= . 1 ) = 0) = = 2.5 = 2.5 ft. 1452 lbs. O lbs. 580.80 lbs/ ft USE STRONG WALL TYPE SW22X8X6 FOUNDATION ANALYSIS ASSUMED SOIL BEARING PRESSURE 1. Continuous Footing Design: @ exterior wall Roof : ( 32) ( 33/2 ) = 528 plf Wall : ( 21 ) ( 22 ) = 462 Floor: ( 52) ( 10 ) = 520 ·0eck :( 72) ( 0 ) = 0 1510 plf Width Required = ( 1510 )/( 1500 - 1500 psf 50) = USE 15 in. wide x 24 in. deep cont. ftg. 2-Story wl 2 -#5 T / B Cont. exterior 2. Point Loaded Footing : P max= S.B.P. * S *W / 144 Pmax (2-STOR'r = 10000 lbs. 1.04 ft. 4 X post {minimum) ~S-Bearing Area J 18 . ' . . '' k-?;':AcJ~e~)~~:.~:~,l~);ixtil~~i~~• .. . t'j - i>~.. ·. • . • . . ' • . . . • . , , . • , • 1-,i .Project ........... : ... : ........... · .............................. -.... : ....... : ...... Date' .. M ................ Pag~ No ............. .. -....:;t' . '. . ' -. -' .,,.••••····················~························,························ .. ; .. ~·······~················~···-······ ....... . · · CALCULATIONS FOR ' , . POST TENSION SLAB ~-ON-~ GRADE , , .fOR. "Single FamHy-:Re~iden_ce·&·Garage" . . . 2652 ·La Coata Avenue, Car,lal,ad CA FOR Del Mar Cuatom ·Homea. Protec& No 2004-177 · .. 2417 N. Sha.:ly Forest Lane, Orange, CA 92867 . Phone: 714-974-5:347 E-mall: mlchaelbroadPE@men.com . . . , ' , . . -. / -. . .. - Projept~ ....... -. ." ...........•. ; ..................... ~~:~ .. _ ................... .-... ·Da~·····~··#··········· Pa<3e No. v ••••• ~. ······~ 1 ,\,,/• It i,, 11·1 t~ t tit 1111'1 ttlll I 1-111 I Ill I I I I I 1'11 I I I;,, I II; I,. II Ill Ill I l•I ~II I II~ I II I II~ .. _, I ... I I 11 I I I I I Ill I I I I II Ill I ll'I II I It I l~II . - Geotechnlcal Coneultant Solle; Report l,y GeoSo!lei, Inc _Report No: W.0.-4546-A-SC Date: June 25, 2004 . / · Soll Bearlne Preeeure: 1500 PSF - Dee;len .In ab«?oraance with 1997 Ul3C Chapter 1816.4~5., - Edee 6t?ame are lncreaeed to o&taln emt,edment depth of 24~ ae epeclfled t,y the Solle Enelneer. _ I • • Geote~hnlcal Coneultant &loee NO! require Sulfate Reeletlne Concretei µae f c = 5000 pel-at 28-daye f~r c~n·etructlon. -. · ' . Geotechnlcal ·Co.naultant epeclflee. the uee of tenelon eteel In the .-bottom of all 6raae t,eame. -- PTI PARAMETERS Deelan Criteria: Edge Moleture E'm Differential ·Swell Y'm Minimum Embedment BEAM DIMENSIONS -Exterior Bm for deelgn . Exterior Bm for Corietructlon Interior Bm For Conetructlon , LOADING: - Loads to footlr:,gs: Center Lift;: Edge-Lift;: Center llft;: Edge'Llft;: - Dlmenelon In lnohee; 'Dead Live Roof 21 · 16 2nd 10 40 - ' . 2417 N. 6haely For.,st Lan.,, 0r,ang", CA 92867 Phqn": 714-974-5347 5.5ft; 4.0ft; ,_2.70_1ne 0.7p·lne; 24" · 12"x25" _ 12"x30" 12"x25". Fax: 714-974-0114 E-mail: i:nlc~ai:lbroatlPE@man.com Projt3ct ...............•....•..•... ; .......... · ...... . ·-Date ...................... -•••••••••• -••• :page No •...•••.••.••...••.••• . -t It t .• t t t I I t I t It f ft t I I It I t t I 1,1 t t t I I t t It I I It I It t It t I I I t I t t. I It t It t I I I t t t t t I I It t ~II t I I I. It It I I I I I It I I I I I I t .• I I It t t I t I I I t I I I I I ~II I I I I I t I I I_ I l•I r I I It t I I I I I t I I It I It t -A-[=---_____._r ' ' . . I I I !I. \. ~_l_.' L-~---.. -----1~ 2417 N. Snaely Fori:i;t Lani:, Orangi:, CA 92867 . ' . Pnoni:: 714-974-5347 Fax: 714-974-0114 E-mail: mlonaelbroac!PE@mi;n.com :,-· .PTISlab 2.04 Registered To : M(cJ:lael Broad, P .1;·. Geost~ucturai· Tool Kit, l_nc. -Project Title: Residence at 2652 La Costa Avenue· .Area 1 -Project Enginee_r : mb . . . .. Geoteclinical Repo_rt: GeoSoils Inc DESIGN SUMMARY Serial Number: 100-200-022 Project Number: 2004-177 Project Date : June 26, 2004 Report Date : 6-23-2004 Report Number : WO 4345-A-SC Slab Dimensions : Jacking Force : .46.00 FT x q0.00 FT x 5.00 Inches 33.05-KIPS Material Properties .-Concrete Strength, f'c: Tendon Strength, Fpu: Tendon-Oiameter: Material Quantities Concrete Volume : Prestressing·-Tendon: ·_ Number of End Anchorages:. In the LONG direction ... Quantity of Beams : Depth of Beams : Width of Beams : Tendons per Beam : Cover below Beam Tendon : Beam Spacing : Number of Siab Tendons : .·slab Tendon $pacing : Slab Tendon Cover : In the SHORT direction ... · · · Quantity of Beams : Depth of Beams : Width -of Beams : · Tendons per Beam : Cover below Beam Tendon:- . Beam Spacing : N·umber of Slab Tendons: .Slab Tendon Spacing : Slab Tendon Cover·: _C;\Program Files\PTISlab2\2004-177-A 1.pli Type I Beam 2 25.0 Inches 14.0 Inches 0. ·o.o Inches Type I Beam 2 --' 25.0 Inches n.O Inches 0 0:0 Inches Page 1 of 5 3,000 PSI 270 KSI - 112-·1nch 63.6 Cubic Yards '1,648 Linear Feet 66 Type II Beam 3 25.0 Inches 12.0 Inches . 0 0.0 Inches 11.50 Feet O.C. 16 2.93 Feet O.C. 2.25 Inches from top of slab Type II Beam -3 25.0 Inches 12.0 Inches, 0 0.0 Inches 12.50 Feet O.C . 17 3.00 Feet O.C . 2.25 ln~hes from top of slab 3:59:15PM .. -· ···~-· ·. ~ ·--··---·-·~ .. -·. ---·--·--•- ·PTlSlab 2.04 Registered To: Michael Broad, P.E. ·Ge9structural Tool Kit,. Inc_. Serial Number: 100-200-022 Project Jitle : . Residence at 2652 La .Costa Avenue ·Area 1 Project Engineer : mb Geotechnical Report : GeoSoils Inc Project Number: 2004-177 Project Date : June 26, 2004 · Report Date : 6-23-2004 Report Number: WO 4345-A-SC RES UL TS OF SLAB ANAL YSfS Soil Bearing Analysis . Applied Pressure on Soil Soil Pre~sure Safety Factor _ Prestress Summary _ _?Ubgrade Friqtion <?alculated by method prescribed in.PTI Manual Minimum.Effective Prestress (PSI) Mid-Slab Effective Prestress (PSI) Beta Distance Effective Prestress Eccentricity of Prestressing Number of Slab Tendons Number of Beam Tendons _ Moment Analysis -Center Lift Mode 1,256 PSF 1.19 Short Direction 78 78 94 3.57 17 0 Long Direction 76 76 94 3.79 16 0 Maximum Moment, Short Dir. (calculated with Em=5.0 per PTI 4.2(B)(2)) - Maximum Moment, Long Dir. (calculated with Em=5.0 per PTI 4.2(8)(2)) 10.96 FH<!Ft 10.96 Ft-K/Ft Bending Stresses (KSI) . Allowable Stre~s Actual Stress Tension in Top Fiber Short · Long · Direction· Direction -0.329 . -0.329 -o:080 .-0.071 Differential Deflection Analysis -Center Lift Mode Based on an Allowable Deflection of L / 480 Allowable Differential Deflections (Inches) _ Actual Differential Deflections (Inches), Shear Stress Analysis -Center Lift Mode Allowable Shear Stress (PSI) . Actual· Shear Stress (PSI) - C:\Program Files\PTISlab212004-177-_A 1.pti Page 2 of 5 Allowable Stress Actual Stress Compression in Bottom Fiber Short · L9ng, Direction Direction 1.350 1.350 -0.637 0..586 Short Direction 1.15 0.72 Short Direction 109 76 Long Direction 1.25 0.66 Long Direction 108 66 3:59:15 PM :"" -------· ··~> -·-·-~-------~-·. -~----·-·--·--·· --~-· ·-.... -------------~-----. -·-----~---. ------·-· ---· PTIS'lab 2'.04- ' . Geostructurai Tool Kit, Inc. Registered To; Michael Broad, P.E. Project Title : Residence at 2652 La Costa ·Avenue Area 1 Project Engineer : · r'nb , Geotechnical Report: GeoSoils Inc Serial Number : 100-200-022 Project Number : 2004-177 Project Date : June 26, 2004 Report Date : 6-23-2004 Report Number : WO 4345-A-SC RESULTS OF SLAB ANALYSIS continued Moment Analysis -Eage Lift Mode Ma~imum Moment, Short Direction .Maximum· fV1oment, Long Direction Bending Stresses (KSI) · Tension in Bottom Fiber Allowable Stress Actual Stress Short Long Direction Direction -0.329 -0.329 -0.301 -0.285 Differential Deflection Analysis -Edge Lift Mode -Based on an Allowable Deflection of L / 960 Allowable Differential Deflections (Inches) . Actual Differential Deflections (Inches) Shear Stress Analysis -Edge Lift Mode Allowable Shear Stress (PSI) Actual Shear Stress (PSI) '-- C:\Program Files\PTISlab2\2004-177-A 1.pti Page 3 of 5 Allowable Stress A9tual Str.ess 3.91 Ft-K/Ft ·3_91 Ft-K/Ft . Compression in Top.Fiber Short Long · Direction D1 rection 1.350 1.350 0.221 0.221 Short Direction 0.58 0.35 Short Direction· 109 65 Long . Direction 0.63 0.34 Long Direction 108 60 3:59:15PM ' ' ~ ---------;---·--::· -~--~. . PTISlab 2.04. - Geostr.uctural Tool Kit, Inc. Registered To : Michael Broad, P.. E. Serial Number : 100-200-022 Project Title : Residence at 2652 La Costa Avenue , Area 1 · , . Proje~t Engineer : mb · · _--. · Geotechnical Report: GeoSoils Inc Prqject Number : 2004-177 Project Date : June 26, 2004 Report Date : 6-23-2004 Report Number:" WO 4345-A-SC SUMMARY OF rNPUT DATA Material-Properties Concrete Strength, f' ~ : Concrete.Creep-Modulus, ·Ee: Concrete Unit Weight; Tendon Strength, Fpu: . Tendon Diameter':; · Slab Properities , Rectangle Label : 3,000.0 PSI 1,500,000:0 PSI 145.0 PCF 270.0 KSI . 1 / 2 Inch Area #1 Rectangle Geometry : 46'.C)0 FT x 50:00 FT x 5.00 Inches Short Direction Minimum Permissible Prestress :' ·75.00 PSI Beam -Properties Quantity: Depth: · Width:· Tendons: Cover: Short Direction Type I 2 ·25.0 12.0 0- 0.0 Type.II . 3 25.'0 12."0· 0 0.0 Average beam spacing used in analysis ~ . Page 4 of 5 C·\Program Files\PT1Slab2\2004-177-A1 .ph Long Direction 75.00 PSI Lo_ng Direction Type I Type II 2 -3 25.0 25.0 Inches 12.0 12.0 .!riches 0 0 ·o.o o.o Inches 3 :59:15 PM / ... . ----·-·-'---------~------~-----------~ --·---------------~----------· ---J,____ · _________ --· PTISlab 2.04 . Geosfructural Tool Kit, Inc. ·Registered To: Michael Broad, P.E. .Serial Number: 100-200-022 · Project Title: Residence at 2652 La Costa Avenue Area 1 . -Project En"gine~r : mb. · . . · Geotechnical Report : GeoSoils Inc Project Number: 2004-177 Project D,ate: · June 26, 2004 Report Date : 6-23-2004 Report Number : WO 4345-A-SC -SUMMARY OF INPUT DATA -Continued . Soil -Properties · · ' Allowable Bearing Pressure : Edge Moisture Variation Distance, em : Differential Soil Movement, Ym : · Subgrade Friction Coefficient, -u : S0il Modulus of Elasticity, · Es : _ -Load, Deflection-and Subgrade Properties Slab Loading _ Unifqrm-Superimposed Load: -Total Perimeter Load (Live+ Dead)·: Allowable D.eflection Limits Center Lift : . Edge Lift: Prestress Calculation Center Lift 5~50 Feet 2.700 Inches 1,500.0 PSF Edge Lift 4.00 Feet 0.750 Inches fOO 1,000.0 PSI 40.00 PSF 1,200.00 PLF L /480 L/960 Subgrade Friction calculated by method prescribed in PTI Manual Prestress Loss: 15.0 KSI Page_ 5 of 5 C:\Program F1Ies\PT1Slab2\2004-177-A 1.pti 3:59,15 PM .. ' " ---~----------. -·. ---.--~-------------------_---------------------------_-------------~. -··· ', (' ,PT1S·lab 2.04 Geostructural Tool Kit, Irie. Registered To; Michael Broad, P.E. Project Title : Residence at 2652 La Costa Avenue Area 2- Project Engineer : mb. · Geotechnical Report : GeoSoils Inc DESIGN. SUMMARY Serial Number : 100-200-022 Project Number: 2004-177 Project Date : June 26, 2004 Report Date : 6-23-2Q04 · Report Number: WO 4345-A-SC Slab Dlmensions : Jacking ForGe : . 22.00 FT x 56.00 FT x 5.00 Inches 33.05 KIPS Material Properties . Concrete. Strength, TC : Tendon Strength, Fpu: Tendon Diameter : Material Quantities · Concrete Volume : · ·P.restressing Tendon : Number of End Anchorages : In the LONG direction ... Quantity of Beams : Depth of Beams : Width of_Beams : Tendons per Beam: Cover below Beam Tendon: Beam Spacing : Number of Slab Te_ndons : Slab Tendon Spacing: Slab Tendon Cover: ·In the SHORT direction ... Quantity of Beams : - Depth of Beams : Width of Beams : Tendons per Beam: Cover below Beam Tendon: Beam Spacing : Number of Slab Tendons: Slab Tendon Spacing: Slab Tendon Cover : C:\Program · Files\PTISlab212004-177 -A2. pti ., Type I Beam 2 ' - ' 25.0 Inches 12.0 Inches · 0 0.0 Inches Type I Beam 2 25.0 Inches 12.0 Inches ,:0 o.o Inches Page 1 of 5 . 3,000 PSI 270 KS! 1 / 2· Inch 36.4 Cubic Yards 930 Linear Feet 52 Type II Beam 1 25.0 Inches 12:0 Inches 0 0.0 Inches 11.00 Feet O.C. 9 2.50 Feet O.C. 2.25 lnch,es from top_ of slab Type II Beam . 4 25.0 Inches 12.0 Inches 0 . 0.0 Inches 11.20 Feet O.C. 17 3.38 Feet O.C. 2.25 Inches from top of slab 3:59 39 PM ' ,i ~ ' -!1---~ ----. ---------·-----·-----·----..-------·- __ .._. __ -- '. - Registered To: Michael Broad, P.E. / .PTISlab 2.04 Geostruct1:1rai'Tool Kit, Inc. Project Title : Residence at 2652 La Costa Avenue Area 2 Project.Engineer : mb Ge9technical Report : C;leoSoi'ls Inc Serial Number · ·100-200-022 ProjectNumber: 2004-177 F.>roject Date : June 26, 20Q4 Report Date : 6-23-2004 Report Number: WO 4345-A-SC RESULTS OF. SLAB' ANALYSIS Soil Bearing Analysis Applied Pressure on Soil Soil Pressure Safety Factor Prestress Summary --. Subgrade Friction calculated by method prescriped in PTI Manual .Minimum Effective Prestress (PSI) Mid-'~lab Effective Prestress (PSI) Beta Distance. Effective Prestress Eccentricity of Prestressing Number of Slab Tendons Number of Beam Tendons ·Moment Analysis -Center Lift Mode 1,344 PSF 1.12 Short Direction 79 79 79 3.7'5 17 0 Long Direction 83 -83 106 -4.41 9 0 · .. Maximum Moment, Short Dir. (calculated with -Em=5.0. per PTI 4.2(8)(2)) . -Maximl!m Moment, Long Dir. (calculated. with Em=5.0 perPTI 4.2(8)(2)) 11.37 Ft-K/Ft 10.83 Ft-K/Ft Bending .Stress.es (KSI) Allowable Stress Actual Stress Tension,.in Top Fiber Short ~ong Direction Direction -0.32.9 -b.329 -0.103 -0.026 Differential Deflection Analysis -Center Lift Mode Based on an Allowable Deflection of L / 480 All9wable Differential Deflections (Inches) Actual Differential Deflections {Inches) , Shear Stress Analysis -Center Lift Mode . Allowable St;iear Stress (PSI) Actual Shear Stress (PSI) · C:\Program Files\PTISlab212004-177-A2.pti · Page 2 of 5 Compression in Bottom Fiber Short Long Direction Direction Allowable Stress 1.350 1.350 Actual Stress· 0.627 ·o.4'52 Short Direction ·0.55 . 0.54 Short Direction 109 59 Long Direction 1.38 0.65 Long Direction 1-10 51' 3:59.39 PM ' ,i • ~ ---------·------------···-------L.-----------"-¥·---------··--·. -~---·-·---------------·-~·-·----·-·· --------- PTISlab 2.04 Registered To_: Michael Broad, P.E .. Geostructural Tool-Kit, Inc. t • --• . . Project Title : . ·Residence-at 2652 La Costa Avenue Area 2 · Project Engineer : mb Geotechnical Report : GeoS0ils Inc Sena! Number : 100-200:022 Project Number : 2004-177 Project Date:. ·June 26, 2004 Report Date : 6-23-2004 ~eport Number : WO 4345-A-SC -RES UL TS ·OF SLAB ANALYSIS continued Moment Analysis -.Edge Lift Mode Maximum Moment, Short Direction Maximum Moment, Long Direction B~nding Stresses (KSI). · Tension in Bottom Fiber _Short . Long Direction Direction Allowable Stress :-0.329 -0.329 Actual Stress -0.330 -0.254 . Differential Deflection Analysis -Edge Lift Mode . Based on an Allowable Deflection of L '/ 960 ~llowable Differential Deflection~ (Inches) Actual'Differential Deflections (Inches) Shear Stress Analysis -Edge Lift Mode Allowable Shear Stress (PSI) Actual Shear Stress (PSI) C:\Program Files\PTISlab2\2004-177-A2.pti Page 3 of 5 4.78 Ft-K/Ft 3.89 Ft~K/Ft Compression in Top Fiber Short Long -Direction Direction Allowable Stress 1.350 1.350 Actual Stress 0.216 -0.243 Short Direction 0.28. 0.26 Short Direction 109 57 Long Direction 0.69 0.33 Long Direction 110 48 3:59:39 PM ~------------~ ------------"-~----·------... ---------~----------~-----·---·~·----- : PTISlab 2:04 · -Geostructural 'Tool Kit, Inc. Registered To;· Michael Broad, P.E. Project Title; Residence-at 2652 la Costa Avenue Area 2 'Project Engineer : mb - Geotechnical Report : GeoSoils Inc Serial Numbe'r·: '100-200-022 Proj~ct Nu.mber: · 2004-177 Project Date : June 26, 2004 · Report Date : 6-23-2004 · Report Number: WO 4345-A-SC S.UMMARY OF INPUT DATA -Material Properties Concrete· Strength, f' c: C9ncrete Creep Modulus, Ee : Concrete Unit Weight : · Tendo11 Strength, Fpu : Tendon Diameter: Slab Properities ·3,000.0 PSI 1,500,000.0 PSI 145.0 PCF 270.0 KSI 1 / 2 Inch Area #1 · Rectangle Label : ~ectangle Geometry : 22.00 FT x 56.00 FT x.5.00 Inches . Short Direction Minimum Permissible Prestr,ess : 75.00 PSI Beam -Properties . ' Short Direction Type I Type II Quantity.: 2 4 Depth: 25.0 25.0 Width: 12.0 12.0 -., Tendons: O· 0 Cover: 0.0 0.0 Average beam spacing used·in analysis '. '. C:\Program Files\PTISlab2\2004-177°A2.pti -.Page 4 of 5 Long Direction 75.00 PSI Long Direction Type I Type II 2 1 25.0 · 25.0 Inches 12.0 12.0 Inches 0 .. o 0.0 0.0 Inches 3:59·39 PM ::: ·-------------------·-----------···--------~~- · PTIS·lab 2.04 -. Registered To: Michael Broad, P.E .• Geostructural Tool Kit, __ Inc. Project Tit!~ : Residence at 2652 La Costa Avenue Ar.ea 2 Project Engineer : mb · · · · Geotechnical Report : GeoSoils Inc Serial Number: .100-200-022 Project-Number: 2004-17.7 · Project Date : June 26, 2004 Report Date : 6-23-2004 Report Nymber: WO 4345-A-SC SUMMARY OF INPUT DATA-Continued Soil Properties Allowable_ Bear:ing Pr~ssure : · Edge-Moisture Variation Distance,· em: pifferential Soil Movement, Ym: Subgrade Friction Coefficient, u : Soil Modulus of Elasticity, Es : · Load, Deflection and Subgrade Properties Slab Loading Uniform· Superimposed Load : . Total Perimeter Loa~·(Live +Dead): · · Allowable Deflection Limits Center Lift : E~ge Lift: ·Prestress Calculation . . · Center Lift 5.50 Feet . 2.700 Inches 1,500:0 PSF Edge Lift 4.00 Feet 0.750 Inches 1.00 1,0.00.0 PSI_ 40.00 PSF 1,200.00 PLF L/480 L /960 Subgrade Friction calculated by method prescr,ibed in PTI Manual Prestress Loss : 15.0 KSI Page 5 of 5 C:IP.rogram F'iles\PTISlab2\2004-177-A2.pti 3·59:39 PM ) .. ·'\ ____ -----· . ------ PTISlab 2.04 Registered To: Michael Broad, Jl.E. ~eostructuraJ Tool_ Kit,-lnc. -Project Title : . Residence at 2652 La _Costa-Avenue Area 3 Project Engineer : · 'mb· · Geotechnical Report : GeoSoils Inc DESIGN. SUMM~RY Serial Number : 100-2.00-022 Project Number : 2004-177 ·Project Date: June 26, 2004 Report Date : 6-23-2004 Report Number : WO 4345-A-SC Slab Dimensions :. · Jacking For~e : 12.00 FT x.19.83 FT x 5.00 Inches 33.05 KIPS Material Properties . Concrete Strength, -f' c.: Tendon Strength, Fpu: Tendon Diameter: . ' Material Quantities Concrete Volume : Prestressing Tendon: . Number of End Anchorages : · In the LONG direction ... Quantity of Beams : Depth of Beams : · -·Width of Beams: · Tendons· per Beam : · . Cover below Beam Tendon·: Beam Spacing : Number of Slab Tendons·: Slab Tendon Spacing : Slab Ten don Cover : In the SHORT direction ... ·_ Quantity of Beams : . .Depth of Beams : Width of Beams : Tendqns~per Beam: Cover below Beam Tendon : Beam Spacing : Number of Slab· Tendons : Slab Tendon Spacing: Slab Tendon Cover : C:\Program Files\PTISlab212004-177-A3.pli Type I Beam ·2 25.0 Inches 12.0 fnches 0 ' 0.0 Inches Type I Beam 2 25.0 Inches 12.0 Inches 0 · 0.0 Inches Page 1 of 5 3,000 'PSI 270 KSI 1 / 2 Inch 8.0 Cubic Yards 171 Linear Feet 20 Type II Beam ' 0 25.0 Inches 12.0 Inches . 0 0.0 Inches 12.00 Feet O.C. r""'· . \ __ _j) ,3_33 Feet O.C. 2.25 Inches from top of slab Type II Beam . r 25.0 Inches 12.0 Inches 0 0.0 Inches e:e2 Feet o.c. (~ 3':S].-P:eet O.C. . 2.25 Inches from top of slab 4:01:58 PM . PTISlab 2.04 · Registered To : ·Michael Broad, P.E. Geos~ructural Tool Kit, Inc._ Project Title: Residence at 2652 La Costa Avenue Area 3 Project Engineer : mb · Geotechnical Report: GeoSoils Inc Serial Number : 100-200-022 Project Number: 2004-177 Project Date : June 26, 2004 Report Date : 6-23-2004 Report Number : WO 4'345-A-SC RES UL TS OF SLAB ANAL vs1s·. Soil Bearing Analysis Applied Pressure on Soil Soil Pressure Safety Factor . Prestress Summary _ 950 PSF 1.58. Subgrade. Friction calculated by method prescribed in PTI Manual Minimum Effective Prestress (PSI). Mid-Slab Effective Prestress (PSI) Beta Distance Effective Prestr~ss Eccentricity of Prestres~ing Numb~r of Slab Tendons Number of Beam Tendons . ' Moment Analysis -Center Lift Mode Maximum Moment, Short Direction Maximum Moment, Long Direction Bending Stresses (KSI) Allowable Stress Actual Stress : Tension in Top Fiber Short -Long Direction Direction -0.329 -0.32·9 -0.014 0.012 Differential Deflection Analysis -Center .Lift Mode· Based on an Allowable Deflection of L / .360 . . ' Allowable Differential Deflections (Inches) Actual_ Di~erential Deflections (lpches) -Shear Stress Analysis -Center Lift Mode Allowable Shear Stress (PSI) Actual Shear Stress. (PSI) C:\Program Files\PTISlab2\2004-177-A3.pti Page 2 of 5 Short Direction 75 75 71 4.71 6 0 Long Direction · 76 76 78 5.00. 4 0 7.49 Ft-K/Ft 7.08 Ft-K/Ft Compression in Bottom Fiber Short Long Direction Direction Allowable Stress 1.350 1 .'350 Actual Stress 0.281 'o.232 -Short Direction 0.40 0.22 Short Direction 108 19 Long Direction 0.66 0:32 I Long Direction 108 25 4: 01:58 PM ft,---~----~·-·--,,.--------------··-··---------~- PTISlab· 2~04 Geostructural Tool Kit, Inc .. Registered To : Michael Broad, P.E. Project Title: ·Residence at 2652 La Costa Avenue -Area 3 · Project En~ineer: mb . ,· Geotechnical Report : GeoSoils Inc Serial Number : 100-200-022 Project Number : 2004-177 · Project Date: June 26, 2004 Report Date.: 6-23-2004 .Report Number: WO 4345-A-SC RESUL T.S OF ·SLAB ANALYSIS continued Moment Analysis -Edge Lift Mode Maximum Moment, Short Direction Maximum_ Moment, L:.ong Direction : Bending Stresses (KSI) Allowabie Stress -Actual Stress Tension in Bottom Fiber · Short Long Direction Direction . -0.329 -0.329 -0.269 -0.219 Differential Deflection Analysis -Edge LiftMode- Based 'on an Allowable Deflection of L / 720 Allowable Differential Deflections (Inches) Actual Differential Deflections (Inches) Shear Stress.Analysis -Edge-Lift Mode Allowable Shear Stress (PSI) Actual Shear Stress (PSI) C:\Prog ram Files\~TISlab212004-177-A3. pti . Page 3 of.5 5. 07 Ft-K/Ft 4.13 Ft-K/Ft Compres~ion in Top Fiber Short Long Dir~ction Direction Allowable Stress 1.350 .-1.350 Actual Stress 0.209 0.205 Short ·Direction 0.20 0.19 . Short - Direction 108 38 Long Direction 0.33 0.25 . Long Direction 108 · ' 35 4:01:58 PM ,. Jt, ~.-~-----~-------~---- PTISlab 2.04 Geostructural Tool Kit Inc. Seriai Number : .100-200-022 • Registered To: Michael Broad, P.E. , ' · Project Title : Residence at 2652 La Costa Avenue, Area 3 Project Engineer : mb · · Geotechnical Report: GeoSoils Inc Project Number: · 2004-177 . Project Date : · June 26, 2004 .· Report Date : 6-23-2004 Report Number: WO'4345-A-SC . SUMMARY OF INPUT DATA Material Properties Concrete Strength, f'c : · Concrete Creep Modulus, Ee : Concrete Unit Weight : .• Tendon Strength, Fpu: Tendon Diameter : Slab Properities · Rectangle ~abel : Rectangle Geometry : . ' 3,000.0 PSI 1,500,000.0 PSI 145.0 PCF 270.0 KSI ~1 / 2 Inch Area #1 1?.00 FTx 19.83 FT x 5.00 Inches Short Direction . .. Minimum Permissible Prestress : '(5.00 PSI Long Direction 75.00 PSI : Beam Properties Short Direction ·Long Direction ·Type I Type l_i Type I Type II . Quantity: 2 1 2 0 Depth: 25.0 '25.0 25.0 , 25.0 Inches· Width: 12.0 12.0 12.0 12.0 Inches Tendons: 0 0 0 0 Cover: · ·a.a 0.0 0.0 0.0 Inches ·Average beam spacing L!Sed in analysis Page 4 of 5 C:iProgram·Files\PTISlab212004-177:A3.pt1 4:01.58 PM "' , -. ·~· ·----···----------------~-----v---~---~----~· -----··-~--------• --· ---••"•·~-------~·---'--·-•· -- PTISlab 2.04 Geostructural Tool !(it, Inc. Registered To : Michael Broad, P:E. Serial Number : 100-200-022 Project Title:. ·Residence at-2652 La Costa Avenue Area 3· Project Engineer:· ~b · · · Project Number: 2004-1-77 . . Geotechnical Report : GeoSoils Inc Pr:oject Date : June 26, 2004 Report Date : 6-23-2004 Report Number: WO 4345-A-SC ,SUMMARY OF INPUT DATA-Continued Soil Properties, · Allowable .Bearing Pressure : Edge· Moisture Variation Distance, e111 : Differential Soil Movement, Ym : Subgrade Friction Coeff.ici~nt, u : _ Soil Modulus of Elasticity, Es: . . - Load,· Deflection and Subgrade Properties Slab Loading . . -Uniform Superimposed Load: _ Total Perimeter Load (Live + Dead) : Allowable Deflection Limits Center Lift : , · Edge Lift: . t' Prestress Calculation , Center Lift 5.50 Feet 2.700 Inches 1·,50'0.0 PSF Edge Lift 4.00 Feet 0.750 Inches 1.00 1,000.0 PSI 40.00 PSF 400.00 PLF L/360 L/720 Subgrade Friction calculated by method prescribed in PTI Manual Prestress Loss : 15.0 KSI Page 5of 5 C:IProgiaQl F1Ies\PTISlab212004-177-A3.pti 4: 01:58 PM P ·',; . roJect .. ; .........•... ·~ ......... ; ...... _ ... •· ...... _ ..... -.......... , .... , . , .... . Dat6 .. ~ ...............• · Pa'3e No. ·····~······111:•• . . . f I I f f•f f f I • I I f t , I I I f 1,f f f f t I I t f I I f I I I I I I f f f I • I ~ I f I f f_ I I f f I f I,! f f I 1·1 I f I f f I f f I f I I I f I _1 I f I 't I I I f I I I f I f I I f I I I t I I I I I I I f. I I I f I I It J Reelaenoe O 2652 La Coeta Ave. . ' ' Spana!,lllty System to show capacities of the Post T enelon Sia!, to eupport. lo~de. . ' . POST TENSION SLAB PARAMETERS BASED UPON- THE SLAB & BEAM CAPACITIES G" rrin. 12· .. -~~-t:,. :2" Sand o-..er 'y'i~ 4-r==· ·i::l"Mn co-ord wi-th S:::>ils Report L,.5.. _j. Tvc::::i. PT Edae Beom CRITERIA Allowable Soll Preeeure at 17ottom of footlnge = Allowable Soll Preeeure at·l7ottom of elal7 = .-:.-:/·]1.50', kef ·. ··_\t,~;QQ.:. kef Sia!, Thickness = 00/28/2004 CONCRETE' fc; = 'fc; = ; __ \'AQ'p6_:. pel o 26 daye 1550 pel · area = 0;155 eq_ l11e. Streeeat = Ea = ft; = V = 2250_ pel 5122019 pel Exterior 6eam overall 'd' lne = " ,};;J~t:~t1 Min PIA = '\ :.::-i:•7,5:: .. : -~·;::, pel 526.6 pel ~ • 109.5 psi Cal7Ie 1/2 dia ASTM 416 Strand = PJac;k (0.8 x fi,srx area) = Panc;hor (0.7x.fpyxarea) = Peffeotlve (0.65 x fpyx,area}' = Ee = Find·Moment Capac;ty of Sla17: Mt = S'eotlon Modulue x allowable Streee Streee = ( 6x.eq_rtfc;.+.P/A) = Min PIA = . (':i,i'.~ -/~>t·{ pel Section Modulue= Moment= 6D"2/6 1.682 left; 50 'lne"5 Slnc;e the Moment at the elal7 le also equa_l [wl"2/2), where • r" = • I effeotlve ", eolve for• I eff ", where w = Soll Preee_ure 270 Kel -55.0 Kel 28.9 Kel 26.9 Kel W,000 Kel 405.65 pel therefore "I ef'=: 1.682 Eq_ulv.alent Strip of Ft;g = = (Soil Preeeure x I eff. "2)/2 = "I eff" = 2.85 ft; -Given Total C.apac;lty of Exterior Ftg = 4.25 klp5llln ft; Load from Exterior Wall = 4.25 2417 N. Shaefy Foreat Lane, Oran0e, CA 92867 -Phone: 714-974-5:347 Fax: 714-974-0114 6reath lne;,, Depth lne= 1.50 k/lf ft; 12.0 f2.0 E-mail: n,lchaelbroadPE@man.com , ' ..... . ProjeGt .... : ...... · .............................. ~: .............................. . ..., . . . D21te.~ ........ ' .......... Pae,e No .............. . ······················~················,···········-····,······················································••!•••••• POINT LOAD CAPACITY OF EDGE BEAM: Leff"= 1.50 Ft Width of 1:,earlne area = 2.45 Ft A5emme to 5pread (2 x "6M,DEPTH"" dletanc:e perpendlolar to loai:1) -Nett area= · _ 10.22 i,f Soll Pre55= 1.15 Max P L on Ext;r Footing = 11.50 klpe I INTERIOR SHOVEL FOOTING CAPACITY: 10" •YP-ln-rer.io-r e.'e.aring Weill F-rg L eff = 1.50 Ft Eq_ulvalent Strip of Shoyel Footing = Load oapaolty at Reauqed 6earlne = " '4.66 4.66 ft; klpe/lln ft; j 12" =L=o=ad==fro:::::::::m=S=t=ru=ct==E=n~s=·e=D=r=awi==n=e=========:'='fi=:.:='s·=:::,=t;::::~>=\=~ :==t=·:s=r=· <=l=ea=a='t=h=a=n====4=·=6=6== kif POIN'f' LOADS ON -INTERIOR PAD FOOTINGS sbb "•t" . . ln-te--ior Square Pad F~otha Effective Area of Pade = 1"·6" Pad area = Pad Width + (1 x L eff)"2 0.0 -et 2'·0" Pad area = ·2'.-6" Pad area= 12.2. ef 16.0 ef 5'·0" Pad area = 20.2 ef Capaoltles wl 111-6" Pai Allowal:,le 6eartn0 at u/a. els!:, = 0.98 kef Allowalile x 65% for 5lal:,_ &. pad ooml:,lnatlon · 2·-0· Pad 2'·6"'Pad :3'·0" Pad 8.8 Klpe · 11.9 KIP5 15;6 KIP5 19.7 ·Klpe Therefore It ~an 1,e seen that point 'loads c;an l,e eupported J,y the PT system 2417 N. 5hacly Foreet Lane, _Orange, CA ~2867 Phone: 714-974-5347 Fax: 714-974-0114 E·mall: mlchaelbroadPE@men.com ~ p ' .. ' . ... . . , roJect ........... I ••••••• ,!. I ••• I •••••••• I ••••••••••• I ••••••••••••••••••• I •• l!: ~··· Date .................. . Page No .. _ ............ . ....... ; ......................................... , ............................ · .. ~ ...................... -... ~.-.. Find Section Properties of Edge 6eam. Given: .}: ?'".J-::_:,'~l/(!'.-, :: :~: depth= '.: .. _,-_:, . .:_?!?----_,:::,-_ Ins Area of section = 462 sq_. Ins -'_1,:: ::ro_ijt;fo~). '=-:·: :-·,-,. __ ,Mijs~~·'i:_.y-·---_·:· /:Y! ,,,_:--<'::--/ :-:.:i·=:::~yt;-;, .. : _,-;-:--.. -, -'lfi.~'l-::_ : < ,:--::::::·:Utiij~~;,-,:~_ . ,_ ': _ : .. -· , .• ,;~1a11 · 150 22s 3375 75938 312.5 <--__ ,_ : _:.---:: -~1;em, ooo 12.5 3100 46875 15625 -<,,liotlioni: 12 2 24 48 16 C.G liottom = .C.G.top = I 15.47 9.53 . ~ .. __ , -lne lne LOAD: 6LDG Uee 960 lbe/lln ft; averaee ' 28,190 lm;"4 -slab:-Dead Load= Live Load= 63 40 Slau·f= l,xd"3/12 = With Tendons epaced at= 5.00 Slal1P/A= 6eam PIA= ,n epaclne .. elal1 thkneee ) = Peff/6eam Area)= 103 Ll1e/sq_ ft; Ft : Mt due to PT ecc == 15721.50 111 ft; . Length of 6m req_ulred to reelet applied Mt (Dead load only) wl M= W ~"2/2 = Interior Moments Consider 2 way-actlo·n of elal1 for uenellng •. =========================== Interior spans Exterior span ·M=Wl"2/12 ·M=Wl"2/12 Moment D$rmlnatlon: Precompreeelon = Tensile Capacity= Load:toft;e = ·Mt = wl"2/12 = +Mt= wl"2/24 = Mt du; to HD'e ;;,Plxl/8= +M= Wl"2/24 +Mt= Wl"2/?4 58.12 328.63 386.75 _pel ...:-r·1s:oo -plf ," 4900~-lbft; - 2450 lbft; 4052 lief!; :+.Moin~nt:fCiipsaltiof'5m·=;;-:. : ·-.: -'; ':-f~h.m~n~:ct.1,r>a'citY.-'.¢':~.m:·=: -: _':_ .::,_· ._' 58,715 lbft; 95:t,77 lbft; 0.090 KSI 0,958 KSI +/·-Mt= PU8 - . HD load= -125 ln5"4 6eamWt.= 8.08 Ft 2,450 ll:1fl; 4,900 ll:1fl; 481 .2417 N. Shady Fore5t Lane, Orange, yA 92007 Phone: 714-974-5547 _ Fax: 714-974-0114 E-mall: mlchaelliroadPE@m5n,com n • Project .... ,_.-~· ... ; ..................... : ............. · ......... _ .. · .............. : £?ate .... :.,' ............ · Pa~i,·No .......... ; ... . •· I I I I I I I I I I I I ~,II I 1-1 I I l•I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I t t .. t I I I I I t I I I I I I I I I I I I I I I I I I,'' I•, I I I I ; I I I I t I I I I f I t I I I I t I I I I I I I I I I 11 Maximum S~an of Sia!, wlo Ground eupport: Conelder CQntlnuoue: Moment =Wl"V12 Consider Simple Span Moment =··Wl"2/8 Find Deflection: • Contlnuou5 512an: Deflection·= wl"4/584EI = Slm12le s12an: Dt:fleGtlon = 5wf"4/384EI = \· 2417 N. Shady Foreat Lane, Orange, CA 92867 Slat, Sec; Moel lne"~ = Allowal,le etreee In Slat,= Slat, Sec; Moel lne"5 = Allowal,le etreee In Sia!;,= 0.058 lne -< 0.085 lne < Phone: 714-974-5:347 50 404 50 404 epan/560 = epani560= Slat, Load= Slat, Mt pft= · Slat, Load = ' s1~1, Mt r,ft= 125 1682 12B 1682 0.428 ln5 o.549. lne; Fax: 714-974-0114 E-mail: rnlchaelliroatlPE@man.com -i :. Froject ........................... ~ .............. ; ................. ; ................ Date .................... Page No .•••••••••• : .. . . -. . ·············••f•••··~··········~······················-···········-·············································· ....... . . J Cheak on Min Sia!, Residual Comp. Stnsee maintained al1ove 5opel after els!, eul1qrade friction loes :suugrad,e Friction Com'. = To maln't;aln 50pel Max tendon Spacing = Effective Prce1;nsee/(S1;rcee"ela!, arca)+(ela!, wt."le/2"0.5) For els!, thlokneee t = · Max c/c= i :.:~;;:' ;'{?fo;~Cfr Ine ' , Fe klpe = 26.85 Fe/((50"(t"12))+(t/12)"150)"0.25Le 15'· 8.30 fl; 85.60 pel 20 8.11 fl; 84.BO pel -i5 7.92 fl: '82.99 psi · :30 7.74 fl; 81.69 pel ·40 7.41 fl: 79.09 ""' .:50 · 7.10 fl: .76.48 pel !6_9' 6.82 fl; 75.88 pel :10Q 5.89 ft; 63.46 p&l e·mfnlmum Check condition If a Bearing wall le conetructed off the footing &· on the PT ala!, The ala!, alone le not ueed ae.a I,earln0 wall eupport only for partition walla. But If 1,y · · mletake a load-1,earlne wall la mleplaced. It can 1,e shown that t.he slab can perform with In the llmlte of the PT slat, deslen, ~enter line wall ·I I -4--l L eff. l3 · s:· L effl • . J Wall bearing on slab not wall . Chec;k.Deflectlon of els!, under Wall load : Defle~.= ·shear on-'Slal1:' ·eoneldertha't; P/A a1; mld-epan Is reduoed aue to eul1grade frlqt;lon, Compu'!;e new ·L eff'~w11;h -P / a = 50psl & e't;renff:Eh =2"sqr1; f c Moment Capac;f't;y from page 1 of Sia!, Calce. M1;= L effective = L In f'J; = (2"1eff + B.5/12)= Uee sol( !,earln.a c;afiac;lty:= Max Wall load kip/fl; = · 0.66 kip fl; ' 1.15 fl; 2.60 1:G>'· 2.60 Load from B ?tor!tParty wall = 2.256 ~ll'fll · ehear e1;reee= Allowal11e= 0.025 kel 0.110 ksl 0.00071 lne very small ...... lanore c;apactt.y ot Blat, tor t'otrn; Loads on f;Jat, alone.(f;ee sketch al1ove J Arca under Poln't; Load =( 2 x "Leff"') "2= _ Therefore M~ ro1rit Load on eta!, = 6.75 5.f. 6.75 klP5 (Use SP = 1.0 kef) fl; kef -2417 N. 5h&ly Foreet Lane, Orange, CA 92867 Phone: 714-974-5347 Fax: 714-974-0114 E-mail: rnlchaelbroaaPE@man.com , .. •;-'' :·-· ' -. . ...... ~ . -: .., ~ ,(__. >:-; ,'-. :~:'"-~-~. .· .\. --1.:.~ ..... -L-" ... ···! :."' _,,.,, ~ .. -.~~-~.;: : . 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'·, :,-•, •, ,, ·~ ·: ,· ... ~ -~ . •' : , . .; · .. :-. ,'·, I -\-' . -:· ... .' ·~, -~' .. • Geotechnical • Geologic • Environmental (57 41 Palme·r Way • Carlsbad, California 92008 • (760) 438-3155 • FAX (760) 931-0915 Del Mar Custom -Homes, Inc. 2737 E, Coast Highway, Suite "B" -Corona Del Mar, California 92625 Attention: Mr. Rick Bramble June 28, 2004 W.O. 4345-A-SC Subject: Preliminary Geotechnical Evaluation, 2652 La Costa_ Avenue, APN 216-280.-13, City of Carlsbac;f,. San Diego_ County, California Dear Mr. Bramble: In accordance with your request, GeoSoils, Inc. (GSI) has performed a preliminary geotechnical evaluation of the subject site .. The purpose of the study was to evaluate the onsite soils and geologic conditions and their effects on the proposed site development from a geotechnical viewpoint. EXECUTIVE SUMMARY Based on our review of data (see Appendix A), field exploration, laboratory testing, and geologic and engineering analyses, the proposed project appears suitable for its intended residential use, from a geotechnical viewpoint, provided the recommendations presented in the text of this report are properly implemented. The most significant elements of this study are summarized below: • Based on a conversation with the Client, proposed development is to consist of utilizing the existing graded lot for ·the construction of a two-story single-family residence, which will utilize a wood-frame and slab-on-grade. Building loads are .assumed to ~e typical for this type· of relatively light construction. • The removal and recompaction of the upper 5 feet of potentially compressible artificial fill will be necessary due to their .non-uniform nature, thus creating a potential for differential settlement. However, localized deeper removals ~annot be precluded and should be anticipated. • • • • • • • • Maximum to minimum fill thickness below the foundation elements of the structures should not exceed a ratio of 3:1 (maximum:minimum) . . Based on the available data and our slope stability analysis, the existing graded fill slopes, along the northern and eastern margins of the site, are generally considered grossly and surficially stable in their present condition. However, increased maintenance to the slopes a,nd/or settlement-sensitive ·improvements (i.e. pools, walkways, walls, ·driveways, patios, etc.), proposed to be constructed within 1 o feet from the tops of these slopes, will be required. therefore, all settlement-sensitive ·improvements should be setback from the tops of the slope. The setback may be calculated by using H/3, where H is the height of the slope. H should not be less than 1 O feet. This may be acqomplished by simply deepening the footings. Owing to the age of the fill and our limited sampling/testing, some failures and distress in the fill and_ associated improvements should be anticipated. Based on the presence of medium expansive soils, the results of our settlement analysis, and .existing fill slopes that were previously constructed steeper than code (per the UBC [ICBO, 1997]), a post-tension foundation is specifically recommended for the support of the residence. It should also be noted that distress to flatwork and hardscape cannot be precluded from occurring in the future, owing to the expansion potential and nature of site soils. Mitigation will serve to reduce this potential, but not eliminate it. This will need to be disclosed to all owners. Site soils tested present a negligible sulfate exposure to concrete and are severely corrosive to ferrous metals when·saturated. Consultation from a qualified corrosion engineer is recommended regarding foundations, piping, etc. Groundwater was riot observed during the field investigation and is not expected to be a major factor in development of the site. However, due to the nature of the site materials, -seepage and/or perched groundwater conditions may develop throughout the site along boundaries of contrasting permeabilities (i.e., fill/bedrock contacts), 'and should be anticipated after development. This should be disclosed to all owners. Our evaluation indicates that the site has a very low potential for liquefaction . Therefore, no recommendations for mitigation are deemed necessary. The seismic acceleration values aDd design parameters provided herein should be considered during the design of the proposed development. The existing retaining wall, iocated below the· northern slope, may not be suitable for its intended use, and/or not in accordance with current standards of practice. Thus, this wall may suffer distress and/or failure. This condition should be disclosed to all owners. Del Mar Custom Homes, Inc. . File:e:\4300\4345a.pge W.O. 4345-A-SC Page Two GeoSoils, lne. • _ Our evaluation indicates there· are no known active faults crossing the site. • · Adverse geologic features that would preclude project feasibility were not encountered. • The ·recommendations presented in this report should be incorporated into the design and construction considerations of the project. · The opportunity to be of service "is greatly appreciated. If you have any questions concerning this report, or if we -may be of further assistance, please do not hesitate to contact any of the undersigned. Respectfully submitted, GeoSoils, Inc. · ~:hmer Staff Geologist RB/JPF/DWS/jk Distribution: (6) Addressee Del Mar Custom Homes; Inc. File:e:\wp9\4300\4345a.pge GeoSoils, lne. W.O. 4345-A-SC Page Three TABLE OF CONTENTS SCOPE OF SERVICES ............................................. · ...... 1 SITE CONDITIONS/PROPOSED DEVELOPMENT .............................. 1 SITE EXPLORATION : ............... .-.................................... 3 . ' . REGIONAL GEOLOGY ............. _ ...................................... 3 SITE GEOLOGIC UNITS ............... : .................................. 3 Artificial Fill (Map Symbol -Af) ........................................ 3 -Tertiary Santiago Formation (Map Symbol -Ts)· ........................... 4 FAULTING AND REGIONAL SEISMICITY .... · ................................. 4 Regional Faults ......................... ~ .......................... 4 Seismicity -................ ; ....................................... 6 Seismic Shaking Parameters .• -....................................... 7 Seismic 'Hazards ................................................... 7 GROUNDWATER ........................................................ 8 ' LIQUEFACTION POTENTIAL .............................................. 8 LABORATORY TESTING .................. : ............................... 9 General .......................................................... 9 Classification ...................................................... 9 Moisture-Density Relations .......................... '. ................ 9 Laboratory $tandard .... _ ........ , ................................... 9 Expansion Potential . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 O Direct Shear Test ................................................. 1 o Atterberg Limits . . . . . . ........ ~ : . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 o Consolidation Testing ............................................. 11 Q_orrosion/Sulfate Testing ...... _ ........ -............................. 11 SLOPE STABILITY .......................................... ~ ........... 11 G·ross Stability Analysis ..... , . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12 Surficial Slope Stability . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12 Summary of Slope Stability . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12 PRELIMINARY CONCLUSIONS ...... , 1 ................................... 12 General ................................................ _ ......... 12 EARTHWORK CONSTRUCTION RECOMMENDATIONS ....................... 14 General ...................................................... ~ ... 14 Site Preparation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15 Removals (Unsuitable Surficial Materials) .............................. 15 GeoSoils, lne. Fill Placement . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . 15 Slope Considerations and Slope Design. . ............................. 15 Temporary Slopes ........ \ .......... ; ............................ 16 . SUBDRAINS ...................... ~ ... -.... ; ............................ 16 RECOMMENDATIONS -FOUNDATIONS ......... · .. · ......................... 16 Preliminary Foundation Design· ... -... ~ . : . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16 Bearing Value . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17 Lateral Pressure ........ ·. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17 Preliminary Foundation Settlement Evaluation . . . . . . . . . . . . . . . . . . . . . . . . . . 17 Footing Setbacks ............... -. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17 Construction .................... · . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 18 POST-TENSIONED SLAB SYSTEMS : ...................................... 18 Post-Tensioning Institute Method .................................... 19 CORROSION .......................................................... 20 UTILITIES ....... ·.: ........... ; .................................... · .... 20 WALL DESIGN PARAMETERS CONSIDERING EXPANSIVE SOILS ............... 20 Conventional Retaining Walls ....... ~ ............................... 20 · Restrained Walls ............................................. 21 Cantilevered Walls ......•.................................... 21 Retaining Wall Backfill and Drainage .. : ............................... 21 Wall/Retaining Wall Footing Transitions _ ............................... 25 TOP-OF-SLOPE WALLS/FENCES/IMPROVEMENTS AND EXPANSIVE SOILS ...... 25 Expansive Soils and Slope Creep ................................... : 25 Top of Slope Walls/Fences .. : ........ ; ............................. 26 EXPANSIVE SOILS, DRIVEWAY, FLATWORK, AND OTHER IMPROVEMENTS .... · .. 27 DEV~LOPMENT CRITERIA ................ · ............................... 29 Slope Deformation ................................................ 29 Slope Maintenance and Planting . · ..... _ ............................... 29 Drainage ......................................................... 30 Toe of Slope Drains/Toe Drains ...... :: ........ · ...................... 30 Erosion Control ................................................... 31 Landscape Maintenance ........................................... 31 Gutters and Downspouts ...... , •................................... 34 Subsurface and Surface Water ...................................... 34 Site Improvements ................... ; ............................ 34 Tile Flooring ...... ~ ... .-. . . . . . . . . . .. ~ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 35 Additional Grading ............... "' ................................ 35 Del Mar Custom Homes, Inc. File:e:\wp9\4300\4345a.pge GeoSoils, Ine. Table of Contents Page ii ' ' Footing Trench Excavation ......................................... 35 Trenching .•........ ; ................ · ........ : .................... 35 Utility 1"rench Backfill ....................... · ....................... 35 SUMMARY OF RECOMMENDATIONS REGARDING GEOTECHNICAL OBSERVATION AND TESTING ......................... : ................................ 36 OTHER OESIGN PROFESSIONALS/CONSULTANTS .......................... 37 PLAN REVIEW .... · .............. · ......... · .............................. 37 LIMITATIONS ............................................................ 37 FIGURES: . Figure 1 ~ Site Location Map ......................................... 2 Figure 2 -California Fault Map ........................... _-............ 6 Detail 1 -Typical Retaining Wall Backfill and Drainage Detail .............. 22 · Detail 2 -Retaining Wall Backfill and Subdrain Detail Geotextile Drain ....... 23 Detail 3 -Retaining Wall and Subdrain Detail Clean Sand Backfill ........... 24 Detail 4 -Schematic Toe Drain Detail ....... , ......................... 32 Detail 5 -Subdrain Along Retaining Wall Detail ......................... 33 ATTACHMENTS: Appendix A -References .. : .... ~ . . . . . . . . . . . . . . . . . . . . . . . . . . . Rear of Text Appendix B -Boring Logs . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Rear of Text Appendix C-EQFAULT, EQSEARCH, AND FRISKSP ............ Rear of Text · Appendix D -Laboratory Data . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Rear of Text · Appendix E -Slope Stability Analysis ......................... Rear of Text Appendix F -General Earthwork and ·Grading Guidelines ......... Rear of Text Plate 1 -Geotechnical Map .... ,. . . . . . . . . . . . . . . . . . . . . Rear of Text in Folder Plate 2 -Schematic Geologic Cross Sections A-A'.and B-B' Rear of Text in Folder Del Mar Custom Homes, Inc. File:e:\wp9\4300\4345a.pge · GeoSoils, lne. Table of Contents Pag~ iii .PRELIMINARY GEOTECHNICAL EVALUATION 2652 LA COSTA AVENUE APN 216-280-13 CITY OF CARLSBAD, SAN DIEGO COUNTY, CALIFORNIA SCOPE OF SERVICES The scope of our services has included the following: 1 . Review of the available geologic literature for the site_ {see Appendix A). 2. . Geologic site reconnaissance, subsurface exploration with one large diameter boring and two hand auger borings {see Appendix B), sampling, and mapping. 3. General areal seismicity evaluation (see Appendix C). 4. Appropriate laboratory testing of representative soil samples (see Appendix D). 5. Slope stability analyses of the existing slopes (see Appendix E). 6. Engineering and geologic analysis of data collected. · 7. Preparation of this report. . SITE CONDITIONS/PROPOSED DEVELOPMENT The subject property -is located at 2652 La Costa Avenue, in the City of Carlsbad, San Diego County, California (see Figure 1 -Site Location Map). The site is bounded by . La Costa Avenue to the south and existing development to the north, east, and west. The site is located approximately 135 feet Mean Sea ~eve! (MSL.). The site appears to have been previously graded and consists of a relatively level building pad. Along the northern property margin, an approximately ±14-foot high 1.2:1 horizontal:vertical (h:v) fill slope descends from the property to a ±6-foot high retaining wall. An approximately ± 18-foot high (maximum), 1.4: 1 h:v fill slope descends from the property along the eastern property · . margin. The site appears to drain toward La Costa Avenue via sheet flow runoff. Buifding · pad vegetation .consists of weeds and grasses. Based on a conversation with the Client, it is our understanding that proposed development will ·consist of the construction of a. two-story, single-family residence that would utilize awood-frame and slab-on-grade. Building loads are assumed to be typical for this type of relatively light construction. GeoSoils, Ine. J-D TopoQr,mls Copyright1i:J 1999 Del.onne Yam,outh, ME 040')6 Soun:e Dab: USGS Base Map: Encinitas Quadrangle, California--San Diego Co., 7.5 Minute Series (Topographic), 1968 (photorevised 1975), by USGS, 1"=2000' ·0 ·2000 4000 w.o. ~-t 4345-A-SC Scale Feet N SITE LOCATION MAP Figure 1 SITE EXPLORATION· Surface observations and subsurface explorations wer~ performed on May 19, 2004, by a representative of this office. A survey of line and grade for the subject lot was not conducted by this firm at the time of our site reconnaissance. Near surface soil conditions were explored with one large diameter boring and two hand auger borings within the site to evaluate soil and geologic conditions. The approximate locations of each boring are shown on the atta,ched Geot.echnical Map (see Plate· 1). Boring Logs are presented in Appendix 8. · REGIONAL GEOLOGY The subject property is· located within a prominent natural geomorphic province in southwestern California known as the Peninsular Range. . It is characterized by steep, elongated mountain ranges and valleysthattrend northwesterly. The mountain ranges are underlain by basement rocks consisting of· pre-Cretaceous metasedimentary rocks, Jurassic metavolcanic rocks, and Cretaceous · plutonic rocks of the southern Caiifornia batholith. · · · In the San Diego. County region, deposition occurred during the Cretaceous Period and Cenozoic Era in the continental margin of a forearc basin. Sediments, derived from Cretaceous-age plutonic rockl;, and Jurassic-age volcanic rocks, were deposited iflto the narrow, steep, coastal plain and continental margin of the basin. These rocks have been uplifted, eroded, and deeply incised. During early Pleistocene time, a broad coastal plain was developed from the deposition of marine terrace deposits. During mid to· late Pleistocene time, this plain was uplifted, eroded, and incised. Alluvial deposits have since · filled the lower valleys, and young marine sediments are currently being deposited/eroded within coastal and beach areas. SITE GEOLOGIC UNITS The site geologic units encountered during our subsurface investigation and site reconnaissance included artificial fill and the Tertiary Santiago Formation at depth. The earth materials are generally described below, from the youngest to the oldest. The distribution of these materials is shown on Pl~te 1 . · Artificial Fill (Map Symbol -At) Artificial fill (undocumented) was observed to mantle the entire site. The artificial fill consists qt light yellow brown to gray brown to dark brown to brown sandy silts, to yellow brown to gray to light yellow brown to dark yellow brown to gray brown to brown to dark · brown to gray clayey sands and sandy clays, to yellow to gray brown to gray silty sands. Del Mar Custom Homes, Inc. 2652 La Costa Avenue, APN 216-280-13 File:e:\wp9\4300\4345a.pge · GeoSoils, Jne. W.0. 4345-A-SC June 28, 2004 Page3 The artificial fill was observed to be dry and soft/loose within the upper 5 feet, generally becoming moist and medium stiff/medium dense with depth. The upper 5 feet of these fill · soils are considered unsuitable for the support of settlement-sensitive improvements based on current industry standards. Mitigation in the form of some removal and recompaction will be necessary. ' Tertiary Santiago Formation (Map Symbol -Ts) Sediments, belonging to the Tertiary Santiago Formation, were observed to underlie the undocumented fill, and consists of dark gray brown to olive to orange, wet, stiff sandy claystones .. The sedimentary bedrock is suitable for the support of settlement-sensitive structures or engineered fill. Geologic structure, exposed within the bedrock, was generally massive to weak, subhorizontal bedding. Where discernable (B-1 @ 271 ), -bedding orientation was striking N70°E and gently dipping 3°NW. FAUL TING AND REGIONAL SEISMICITV Regional Faults Our review: indicates that there are 110 known active faults crossing this site within the area proposed for development, and-the site is not within an Earthquake _Fault Zone (Hart and r Bryant, 1997). However, the site is situated in an area of active as well as potentially active faulting. These include, but are not limited to: the San Andreas fault; the San Jacinto fault; the Elsinore fault; the Coronado Bank fault zone; and the Newport-Inglewood -Rose Canyon fault zone. The location of these, and other major faults relative to the site, are indicated on Figure 2 (California Fault Map). The possibility of ground acceleration, or shaking at the site, may be considereq as approximately similar to the southern California region as a whole. Major. active fault zones that may have a significant affect on the site, should they exp_erience activity, are listed in the following table (modified. from Blake, 2000a): Rose Canyon . Newport-Inglewood (Offshore) · Coronado Bank. Elsinore-Temecula Elsino·re-Julian Elsinore-Glen Ivy Del Mar Custom Homes, Inc. .2652 La Costa Avenue, APN 216-280-13 · File:e:\wp9\4300\4345a.pge GeoSoi_ls, lne. 6.4 (10.3} 11.5 (18.5} 21.3 (34.2} 24.5 (39.4) 24.5 (39.4) 39.0 (62.7} W.O. 4345-A-SC June 28, 2004 Page4 CALIFORNIA FAULT MAP DEL.MAR CUSTOM HOMES, INC. 1100 -,-------'-----'-----------------------~ 900 800 700 600 500 400 300 200 100 0 -100 -+--'_,__'-'-+-'-.......... -'--1--'--'--'--'-l--'-'--'-"-I-..I..-.L,....l-l-l-~..L....L--1-'-'--L-1>,.+-'-...L..l.~1-'--.1-l...-'-1--'--'L.....I.-.L-i -400 -300 -200 -100 0 100 200 300 400 500 600 W .0. 4345-A-SC Figure 2 GeoSoiis, lne. . . .. .. . APPROXIMATE DISTANCE . . · ABBREVIATED FAULT NAME ' MILES (KM) Earthquake Valley 39.4 (63.4) Palos Verdes . 42.1 (67.7) San Jacinto-Anza 47.2 (76.0) San Jacinto-San. Jacinto Vallev 49.2 (79.2) Seismicity . · The acceleration-attenuation relations of Bozorgnia, Campbell, and Niazi (1999) and Campbell and Bozorgnia (1997 Revised) have been incorporated into EQFAULT (Blake, 2000a). EQFAULT is a computer program developed by Thomas F. Blake (2000a), which performs deterministic seismic hazard analyses using digitized California faults as earthquake sources. · The program estimates.the closest distance between each fault and a given site. If a fault is found to be within a user-selected radius, the program estimates peak horizontal ground . acceleration that niay occur at the site from an upper bound ("maximum credible") earthquake on that fault. Site acceleration (g) is computed by one or more user-selected ·acceleration-attenuation relations that are contained in EQFAUL T. Based ·on the EQFAULT program, peak horizontal ground accelerations from an upper bound event at the site may be on the order of 0.49g to 0.57g. The computer· printouts of portions of the EQFAULT program are included within Appendix C. Historical site seismicity was evaluated. with the acceleration-attenuation relations of . Bozorgnia, Campbell, and Niazi (1999) and the computer program EQSEARCH (Blake, 2000b). This program performs a _search -of _the historical earthquake records for magnitude 5.0 to 9.0 seismic events within a 100-mile radius, between the years 1800 to December 31, 2003, Based on the selected acceleration-attenuation relationship, _a peak horizontal ground acceleration is estimated, which may have effected the site during the specific event listed. Based· on the available data and the attenuation relationship used, the estimated maximum (peak) site acceleration during the period 1800 to December 31, 20Q3,. was 0.46g. Site specific probability of exceeding various peak horizontal ground accelerations and a seismic recurrence curve are also _ estimated/generated from the historical' data. Computer printouts of the EQSEARCH program are presented in Appendix C . . A probabilistic seismic hazards analyses was performed using FRISKSP (Blake, 2000c), · which models earthquake sources as three-dimensional planes and evaluates the site specific probabilities of exceedance for given peak acceleration levels or pseudo-relative Del Mar Custom Homes, Inc. 2652 La Costa Avenue, APN 216-280-13 File:e:\wp9\4300\4345a.pge GeoSoils, Ine. W.O. 4345-A-SC June 28, 2004 Page6 -velocity levels. Based ona review of this data;and considering the relative seismic activity of the $Outhem California region, a peak horizontal ground acceleration of 0.28g was calcula.ted. This value was chosen as it corresponds to a 1 o percent probability of exceedance in 50 years (or a 475-year return period). Computer printouts of the FRISKSP program are included in Appendix C. Seismic Shaking Parameters · Based on the site_ conditions, Chapter 16 of the-Uniform Building Code ([UBC], International Conference of Building Officials [ICBO], 1997) seismic parameters are provided in the following table:. Seismic Zone (per Figure 16-2*} Seismic Zone Factor (per Table 16-1*) Soil .Profile Type (per Table 16-J*) Seismic Coefficient Ca (per Table 16-Q*) Seismic· Coefficient Cv (per Table 16-W) Near Source Factor Na (per Table 16-S*} Near Source Factor Nv (per Table 16-T*) Distance to Seismic Source Seismic Source Type (perTable 16-U*) Upper Bound Earthquake (Rose Canyon fault) E;:~SMIC,PARAMETERS,,\~~\; 4 0.40 0.64Nv 1.0 1.0 6.4 mi (10.3 km) B Mw6.9 * Fi ure and Table references from Cha ter. 16 of the UBC ICBO, 1997 Seismic Hazards The following list includes other seismic related hazards tb_at have be.en considered during our evaluation of the site. The hazards, listed, are considered negligible and/or completely mitigated as a result of site· location, soil characteristics, and typical· site. development . procedure$: ·• Tsunami • Dynamic Settlement • Surface Fault Rupture • Ground Lurching or Shallow Ground Rupture · • Seiche Del Mar Custom Homes, Inc. 265? La Costa Avenue, APN 216-280-13 . File:e:\wp9\4300\4345a.pge . GeoSoils, Jne. W.O. 4345-A-SC June 28, 2004 Page? It is important to keep in perspective that in.the event of a maximum probable or credible earthquake occurring on any of the nearby major faultS', strong ground shaking would occur in the subject site's general area. Potential damage to any structure(s) would likely be greatest from the vibrations and impelling force caused by the inertia of a structure's mass than from those induced by the hazards considered above. This potential would be no :greater than that for other existing str'uctures and improvements in the immediate vicinity. . GROUNDWATER Subsurface water was not encountered, within the property, during field work performed in prepa,ration of this report. Subsurface water is not anticipated to adversely affect site development, provided thatthe recommendations contained in this report are incorporated into final design and construction. These qbservations reflect site conditions at the time of our. investigation and do not preclude future changes in local groundwater conditions from excessive irrigation, precipitation, or that Were not obvious at the time of our investigation. The regional groundwater table is anticipated to be near Mean Sea Level (MSL [approximately 135 feet below the.site]). · Perched groundwater conditions along fill/bedrock contacts, and along zones of contrasting permeabilities, may-not be precluded from occurring in the future due to site irrigation, poor drainage conditions, or damaged ·utilities, and should be anticipated. Should percheo groundwater conditions develop, this office could assess the affected area(s) and provide the appropriate recommendatiqns to mitigate the observed _ groundwater conditions .. This potential should be disclosed to.all owners. LIQUEFACTION POTENTIAL Seismically-induced liquefaction is a phenomenon in which cyclic stresses, produced by earthquake-induced ground motion, create excess pore pressures in soils. The soils may thereby acquire a high degree of mobility, and lead to -lateral movement, sliding, sand · boils, consolidation and settlement of loose sediments, and other oamaging deformations. This phenomenon occurs only below the water table; but after liquefaction has developed, itcan propagate upward Into overlying, non-saturated soil as excess pore water dissipates. Typically, liquefaction has a reiatively low potential at depths greater than 45 feet and is virtually unknown below a depth of 60 feet. " · Liquefaction susceptibility .is related to numerous factors and the following conditions should be concurrently present for liquefaction tb occur: 1) sediments must be relatively young in age and not have developed a large amount of cementation; 2) sediments must generally consist of medium to fine grained relatively cohesion less sands; 3) the sediments must have low relative density; 4) free groundwater must be present in the sediment; and Del Mar Custom Homes, Inc. 2652 La Costa Avenue, APN 216,280-13 File:·e:\wp9\4300\4345a.pge . GeoS(Jils, lne. W.0. 4345-A-SC June 28, 2004 Page8 5) the site must experience a seismic event of a sufficient duration and magnitude, to induce straining of soil particles, . · The condition of liquefaction has two principal effects. One is the consolidation of loose sediments with resultant settlement of the ground s_urface. The other effect is lateral sliding. Significant permanent lateral movement generally occurs only when there is significant differential loading, such as fill or natural ground slopes within susceptible materials. No such loading conditions exist on the site since the site is underlain by medium stiff/medium dense fill soils over-lying dense/hard bedrock sediments. In the site area, we found there is a potential for seismic activity. However, the regional groundwater table is located 135 feet below the ground surface and the bedrock sediments were generally fine grained, and become dense/hard with depth. Since at least three or four of these five required concurrent conditions discussed above do not have the potential to affect the site, our evaluation indicates that the potential for liquefaction and associated advers~ effects within the site is very low, even with a future rise in groundwater levels. Therefore, based on the-available data, it is our opinion that the liquefaction potential does not constitute a significant risk to site development. LABORATORY TESTING General Laboratory tests were performed on representative samples of the onsite earth materials in order to evaluate their physical characteristics. The test procedures used and results obtained are presented below. Cla!?sification •' Soils were classified visually according to the Unified Soils Classificatiori System .. The soil classifications are shown on the Boring Logs in Appendix B. Moisture-Density Relations The field moisture contents and dry unit weights were determined for selected undisturbed samples in the laboratory. The dry unit weight was determined in pounds per cubic foot (pcf), and the field moisture content was determined as a percentage of the dry weight. The results ot' tl:lese tests are shown on the Boring Logs in Appendix B. Laboratory Standard Tlie maximum dry density and optimum moisture content was determined for the major soil type encountered in the exploratory borings. 'fhe laboratory standard used was ASTM D-1557. The .moisture-density relationship obtained for this soil is shown below: Del Mar Custom Homes, Inc. 2652 La.Costa Avenue, APN 21•6-280-13 File:e:\wp9\4300\4345a.pge GeoSoils, -lne. W.O. 4345-A-SC June 28, 2004 Page9 .. " ' ' . ' BORING MAXIMUM OPTIMUM ,., ·SOIL TYPE_-A_ND DEPTH _ DRY DENSITY MOISTURE ,., ·-·· : '' ', ' ",. ' : , .. (FT) {PCF) CONTENT(%) ,, . , , , lr=v:i1~w Brown, SANDY -~~y 8-1 @ 0-5 118.0 14.5 Expansion Potential : Expansion testing was performed on a representative sample of site soils in accordance with UBC Standard 18-2. The result of the expansion testing is presented in the following table. Direct Shear Test Shear testing was performed on representative, "undisturbed" samples of site soil in general accordance with ASTM Test Method D-3080 in a Direct Shear Machine of the strain control type. The shear test results are presented as follows and are provided in AppendixD: 8-1 @ 10 (undisturbed) B-1 @20 undisturbed _ Atterberq Limits 842 5Tl 37 1284 22 32 560 32 resting was performed on a s·elected representative fine grained soil sample to evaluate the liquid limit, plastic limit and plasticity index in general accordance with ASTM D4318-64. The test result is presented in the following table and in Appendix D. Del Mar Custom Homes, Inc. 2652 La Costa Avenue, APN 216-280~13 File:e:\wp9\4300\4345a.pge GeoSoils, lne. W.O. 4345-A-SC June 28, 2004 Page 10 BORING AND LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX :oEPTH (FT) B-1 @ 0-5 47 20 27 Consolidation Testing Consolidation testing was performed on relatively undisturbed soil samples in general accordance with ASTM test method .D-2435-90. The consolidation test results are presented in Appendix D. Corrosion/Sulfate Testing A typicalsample of the site material was analyzed by M. J. Schiff and Associates, Inc., for corrosion/acidity and sulfate potential. The testing included determination of soluble . sulfates, pH, and saturated resistivity .. Results indicate that site soils are mildly alkaline (pH=7.4) with respect to acidity and have a saturated resistivity of 450 ohm-cm. Thus, the site soils are severely corrosive to ferrous metals when saturated. Severely corrosive soils are considered to be below 1,000 ohms-cm. Testing indicates that the site soils have a sulfate content of 0.0247 percentage by weight. This corresponds to a negligible sulfate exposure. to concrete (UBC range for negligible sulfate exposure is 0.00 to 0.10 percentage by weight soluble [SO4] in soil}. Alternative testing methods and additional comments should be obtained from a qualified corrosion engineer with regard to foundations, piping, etc. Laboratory test results are presented in Appendix D. · · SLOPE STABILITY ~ Conventional slope stability analyses were performed utilizing the PC version of the computer program GST ABL7 v.2. The program performs a two-dimensional limit equilibrium analysis to compute the factor ·of safety for a layered slope using the simplified . Bishop or Jan bu methods. A topographic base map was not provided by the Client for the analyses. Therefore, schematic geologic cross sections were prepared from a site map, provided by the Client (see Plate 2), and approximate slope height and inclination measurements conducted in the field~ Field and laboratory data were then applied to the cross sections for analyses. The maximum 1.2:1 (h:v} ±.14-foot high fill slope above a 6-foot high retaining wall, along the northern property margin, is presented as Cross Section A -A'. The maximum 1.4.:1 (h:v}, ±18-foot high fill slope, along the eastern property margin, is presented as Cross Section B -B'. The results.of the analyses, based on our approximate field measurements, are included hi Appendix E. Del-Mar Custom Homes,'lnc. 2652 La Costa Avenue, APN 216-280-13 File:e:\wp9\4300\4345a.pge GeoSoils, Ine. W.O. 4345-A-SC June 28, 2004 Page 11 Gross Stability Analysis A calculated factor-of-safety greater than 1.5 from a static viewpoint and greater than 1.1 from a seismic viewpo.int has been obtained for the existing fill slopes, based on apptoximate field measurements, presented in cross-sections A-A' and B -B'. The results of the analyses are included in Appendix E. Surficial Slope Stability The surficial stability of the existing fill slopes have been analyzed. Our evaluation indicates a surficial safety factor greater than 1.1, from a static viewpoint, for the existing fill slopes, based on approximate field measurements. However, small, localized areas of loose spoils were noted on the slope faces during the field investigation. These soils appea~ to h~ve be~n "pushed" or "dumped" over the edges of the building pad since rough grading was completed: These spoils should be removed during proposed grading as they may result in surficial slope instability. · Summary of Slope Stability Based on our analy.ses, .the existing fill slopes are calculated to be grossly and surficially stable-in their present condition. However, as stated above, the loose spoils that have been "pushed" or "dumped" over the edges of the building pad should be removed during proposed grading. If the location of the residence is moved closer to the tops of the analyzed slopes, additional analyses will be warranted to determine whether or not the new loading conditions are detrimental to slope stability. It should be noted that the existing fill slopes will likely be subject to slope creep because they have been previously constructed at a gradient that.is steeper than current code (per code fill slopes shall not be-constructed at a gradient steeper than 2: 1 [h:v]). Therefore, increased maintenance to the slopes· and/or settlement-sensitive improvements (i.e. pools, walkways, driveways, patios, etc.), constructed within 1 O feet or so from the tops of these slopes, will likely be required. PRELIMINARY CONCLUSIONS · General · · Based on ourfield exploration, l~boratorytesting, and geotechnical engineering analysis, it is our opinion that the site appears suitable for the proposed development from a geotechnical engineering and geologic viewpoint; provided that the recommendations presented in the following sections are incorporated into the design and construction phases of site development. The primary geotechnical concerns with respect to the proposed development are: · ' \ Del Mar Custom Homes, Inc. 2652 La Costa Avenue, APN 216-280-13 File:e:\wp9\4300\4345a.pge GeoSoils, lne. W.O. 4345-A-SC June 28, 2004 Page 12 • • • • • Depth to_ competent bearing soils/suitability of existing artificial fill and remedial removals. · Potential for perched groundwater after development Expansion and corrosion potential of site soils . Slope stability of existing graded slopes . Region~ll seismic activity . The recommendations presented herein consider these as well as other aspects of the site. The engineering analyses. performed concerning site preparation and the recommendations presented herein have been completed using the information provided and obtained during our field work. · In the event that any significant changes are made to proposed site development, the conclu_sions and recommendations contained in this report shall not be considered valid unless tt,e changes are reviewed and the recommendations of this report verified or modified in writing by this office. Foundation design parameters are considered preliminary until the foundation design, layout, and structural loads are provided to this office for review. 1. ·soil engineering, observation, and testing services should be provided during grading to aid the contractor in removing unsuitable soils and in his effort to compact the fill. 2. Geologic observations should be performed during grading to verify and/or further evaluate geologic conditions. Although unlikely, if adverse geologic structures are encountered, supplemental recommendations and earthwork may be warranted. 3. The upper 5 feet of the existing ·fill soils are considered unsuitable for the support . of settlement-sensitive improvements and/or additional fill in their present condition, based on current industry standards. These materials are potentially compressible in their present condition, and may be su~jectto differential settlement. Mitigation in the form of removal and recompaction will be necessary, and deeper removals should be anticipated. Owing to the age of the fill and our limited sampling/testing, some failures and distress in the -fill and associated improvements should be anticipated. · 4. In general and basec;f upon the available data to date, groundwater is not expected to be a major factor in development of the site assuming shallow excavations. However, perched groundwater conditions along fill/bedrock deposit contacts, and along zones of contrasting· permeabilities, may not be precluded from occurring i_n the future due to site irrigation, poor drainage conditions, or damaged utilities, and should be anticipated. Should perched groundwater conditions.develop, this offioe could assess the affected ar_ea(s) and provide the ·appropriate recommendations to mitigate the observed groundwater conditions. In addition, subdrainage systems -for the control of localized groundwater .seepage should be anticipated .. The proposed locations of such drains can be delineated at the grading plan review Del Mar Custo~ Homes, Inc. 2652 La Costa Avenue, APN 216-280-13 File:e:\wp9\4300\4345a.pge GeoSt,ils, Ine. W.O. 4345-A-SC June 28, 2004 Page 13 stage of planning. The potential for perched groundwater should be anticipated after development. This potential should be disclosed to all owners. 5. Due to the nature of some of the onsite mate_rials, some caving and sloughing may be anticipated to be a factor in subsurface excavations and trenching. Therefore, . current local and state/federal safety ordinances for subsurface excavations should be enforced. Temporary slopes should be constructed for Type "B" soils, and should be fu_rther evaluated during grading and/or the grading plan review stage. 6. General Earthwork and Grading Guidelines are provided at the end of this report as Appendix F .. Specifi~ recommendations are provided below. 7.. Our laboratory test results and experience on· nearby sites related to expansion potential indicate that soils with medium expansion indices generally underlie the site.· This should be considered during project design. Preliminary post-tension foundation design· and construction recommendations are provided herein for medium expansion potential classifications. Final foundation and design and construction recommendations will be provided at the conclusion of grading. ' 9. Our slope stability analysis indicates that the existing graded fill slopes are grossly and surficially stable._ However, the loose spoils that have been "pushed" or "dumped" over the edges of the building pad should be removed during proposed grading. If the location of the residence is moved closer to the tops of the analyzed · slopes, additional analyses will be warranted to determine whether or not the new loading conditions are detrimental to slope stability. Increased maintenance to the slopes and/or settlement-sensitive improvements constructed within 7 feetfrom the tops of slope may be required. 1 o. The seismicity-acceleration values provided in the "Faulting and Regional Seisniicity" section-of this report should be considered during the design of the proposed development. . . . EARTHWORK CONSTRUCTION-RECOMMENDATIONS General All grading should conform to the guidelines presented in Appendix Chapter A33 ofthe UBC, the requirements of the City, and the Grading Guidelines presented in Appendix F, except where specifically superceded in the text of this report. Prior to grading, a GSI representative should be present at the preconstruction meeting to provide additional grading guidelines, if needed, and review ~he earthwork schedule. During earthwork construction, all site preparation and the general grading procedures of the contractor should-be observed and the fill selectively tested by a.representative(s) of Del Mar Custom Homes, Inc. 2652 La Costa Avenue, APN 216-280-13 File:e:\wp9\4300\4345a.pge GeoSo'ils, Ine. W.O. 4345-A-SC June 28, 2004 Page 14 GSI. If unusual or unexpected conditions are exposed in the field, they should be reviewed by this office and, if warranted, modified and/or additionar recommendations will be offered. All applicable requirements of local and national construction and general industry _safety orders, the Occupational Safety and H<?alth Act (OSHA), and the Construction Safety Act should be· met. ·· · · · · Site -Preparation All vegetation and/or deleterious materials should be removed from the site prior to the start of construction. Removals (Unsuitable Surficial Materials) The upper 5 feet of the existing fill soils should be removed and reused as compacted fill. Locally deeper removals cannot be precluded and should be anticipated. Removals should be completed below a 1 :1 projection down and away from the edge of any settlement-sensitive structure and/or limit of proposed fill. Once removals are completed, the exposed bottom should be scarified in two perpendicular directions, moisture conditioned to at least optimum moisture content, and recompacted to 90 percent relative compaction prior to fill. placement. · Fill Placement SUbsequentto ground preparation, onsite soils may be placed in thin (±6-to 8-inch) lifts, cleaned of vegetation and debris, brought to at least 1 to 2 percent above the soils' optimum moisture content, and compacted to achieve a minimum relative compaction of 90 percent. If fill s,oil importation is planned, a sample of the soil import should be evaluated by this office prior to importing, in order to assure compatibility with the onsite soils and the .recommendations presented in this report. At least three business days of lead time should be allowed by builders or contractors for proposed import submittals. This lead time will allow for particle si?e analysis, specific gravity, relative compaction, expansion testing, and blended import/native characteristics as deemed necessary. Import soils ·for a-fill cap should be very low to medium expansive (E.I. less than 91 ). The use of subdrains at the bottom of the fill cap may be necessary,.and subsequently recommended based on compatibility with onsite soils ahd other considerations. Slope ·considerations and Slope Design Our slope stability analysis indicates that the existing slop~s are generally grossly and surficially stable in their present condition. However, owing to their oversteepened condition, long-term maintenance will be necessary to mitigate surficial erosion, slumps, etc. This condition should be disclosed to all owners. All proposed: slopes should be designed and constructed in accordance with the minimum requirements of the City, and the recommendations in the General Earthwork and Grading Guidelines section C?f this report (see Appendix F),.and the following: Del Mar Custom Homes, Inc. 2652 La Costa Avenue, APN 216-280-13 File:e:\wp9\4300\4345a.pge GeoSoils, Jne. W.O. 4345-A-SC June 28, 2004 Page 1q • Proposed fill slopes should be designed and constructed at a 2:1 (h:v) gradient, or flatter, and should not exceed about 30 feet in height. Fill slopes should be properly built and compacted to a minimum relative compaction of 90 percent throughout, including the slope surfaces. Guideline·s for slope construction are presented in Appendix F. Temporary Slopes· Unsupported excavations should be constructed in accordance with criteria e.stablished in Article 6 of the State of California, Construction Safety Orders (CAL/OSHA) for Type "B" soils. On a preliminary basis, temporary slopes for removals may be inclined at gradient · 9f 1 :1 (h:v). Heavy equipment and/or stockpile should not be stored within 5 feet of any temporary slope. Additionally, heavy equipment should not be operated within 5 feet from the top of anyt~mporary slope. Temporary slopes should be further evaluated during site · grading. The possibility of inclining temporary slopes to a flatter gradient may be recommended if adverse soil conditions are -observed. If the required gradient of any temporary slope conflicts with prop~rty boundaries, Shoring may be necessary. SUBDRAINS Subdrains will likely be ~equired after development, and may not be precluded during grading. This condition should be disclosed to all owners. · RECOMMENDATIONS -FOUNDATIONS . ' Preliminary Foundation Design In the event that the information concerning the proposed development plans is not correct, or any changes in the design, location, or loading conditions of the proposed structures are made, the conclusions and recommendations contained in this report are for the subject site only, and shall not be c;onsidered valid unless the changes are reviewed and conclusions of this report are modified or approved .in writing by this office. The information and recommendations presented in this section are considered minimums and are, not meant to supercede design(s) by the project structural engineer or civil engineer specializing in structural design. They are considered preliminary· recommendations for proposed construction, in consideration of ourJield investigation, laboratory testing, and engineering analysis. Upon request, GSI could provide additional co~sultation regarding soil parameters, as related to foundation design. Our review, field work, and recent laboratory testing indicates that onsite soils have a ·: medium expansion potential (E.1. 51 to 90). Preliminary recommendations for foundation design and construction are presented below. Final foundation recommendations wi11 be Del Mar Custom Homes, Inc. 2652 La Costa Avenue, APN 216-280-13 File:e:\wp9\4300\4345a.pge . GeoSoils, lne. W.0. 4345-A-SC June 28, 2004 Page 16 provided at the conclusion.of grading, based on laboratory testing of fill materials exposed at finish grade. Bearing Value 1. . The foundation systems should be designed and constructed in accordance with · guidelines presented in the fatest edition of the UBC. · 2. An allowable bearing value of 1,500 ·pounds per square foot (psf) may be µsed for _ design of continuous footing·s 12 inches wide and 12 inches deep, and for design . of isolated pad footings 24 inches square and 24 inches deep, founded entirely into compacted fill and connected by grade beam or tie beam in at least one direction. This value may be increased by 20 percent for each additional 12 inches in depth _ to a maximum value of 2,500 psf. The above values may be increased by· one-third ·when considering short duration seismic or wind loads. No increase in bearing for footing width is recommended. · · · Lateral Pressure 1. For lateral sliding resistance, a 0.30 coefficient of-friction may be utilized for a concrete to soil contact when multiplied by the· dead load. 2. Passive earth pressure may be computed as an equivalent fluid having a density of 250 pcf with a maximum earth pressure of 2,500 psf. 3. When combining passive pressure and frictional resistance, the passive pressure componentshould be reduced by one-third. Preliminary Foundation Settlement Evaluation Foundation systems· for all settlement.,.sensitive improvements should be designed to accommodate a total settlement of 2 inches and a differential settlement of at least 1½ in~hes in a 40-foot ~pan (1/320). Footing_ Setbacks All footings should maintain a minimum 10-foot horizontal setback from the base of the footing to any descending slope. This distance· is measured from the footing face at the bearing elevation, Footings should maintain a minimum horizontal setback of H/3 (H = slope height) from the base of the footing to the descending slope face and no less than 1 o feet, nor need be greater than 40 feet. If the· location of proposed footings conflicts with· GSl's setback recommendations, proper setbacks may be maintained by simply deepening the footings. Footings adjacent to unlined drainage swales should be deepened to a minimum of 6 inches below the invert of the adjacent unlined swale. · Footings for structures adjacent to retaining walls should be deepened so as to extend Del Mar Custom Homes, Irie. 2652 La Costa Avenue, APN 216-280-13_ File:e:\wp9\4300\4345a.pge GeoSoil's, Ine. W.O. 4345-A-SC June 28, 2004 Page 17 below a 1 :1 .pn;:>jectidn from the heel fo the wall. Alternatively, walls may be designed to accommodate structural loads from buildings or appurtenances as described in the "Wall Design Parameters Considering Expansive Soils" section of this report. Construction r The following foundation construction recommendations are presented as a minimum criteria fr-om a soils engineering standpoint. The onsite soil expansion potential is generally . medium (El. 51 to 90). Due to the medium expansion potential of onsite soils, the results from our settlement analysis, and fill slopes that were previously constructed steeper than code (per the current edition of the UBC), a post-tension foundation system is specifically recommended for the support of the residence. Preliminary recommendations for post-tensioned foundation systems are provided herein. Recommendations by the project's design-structural engineer or architect, which may exceed the soils engineer's recommendations, should take precedence over the following minimum requirements. Final foundati9n design will be provided based on the expansion potential of the finish grade soils encountered at the conclusion of grading. POST-TENSIONED SLAB SYSTEMS The recommendations presented below should be followed in addition to those contained in the previous sections, as appropriate. The information and recommendations presented below in this section are not meant to supercede design by-a registered structural engineer or civil engineer familiar with post-tensioned slab design. Post-tensioned slabs should be designed using sound engineering· practice and be in accordance with local and/or national code requirements. Upon req~est, GSI can provide additional data/consultation regarding soil para.meters as related to post-tensioned slab d.esign. From a soil expansion/shrinkage standpoint, a common contributing factor to distress of structures using post-tensioned slabs is fluctuation of moisture in soils underlying the perimeter of the slab, compared to the center, causing a 11dishing11 or 11arching11 of the slabs. To mitigate this possibility, a combination of soil presaturation and construction of a perimeter 11cut off' wall should be employed. · Perimeter cut off walls· should be a minimum of ·24 inches deep for medium expansive soils. The cut off walls may be integrated into the slab design or independent of the slab. The concrete slab should be a minimum of 5 inches thick. Slab underlayment should consist of 4 inches of washed sand with a vapo'r barrier consisting of 10-mil polyvinyl chloride, or equivalent, will all laps sealed per the UBC, placed mid-depth within the sand, per the use. Specific soil presaturation is required if medium expansive soils are exposed at finish grade. The moisture content.of the slab subgrade soils should be equal to, or greater than, Del Mar Custom Homes, Inc. 2652 La Costa Avenue,. APN 216-280-13 File:e:\wp9\4300\4345a.pge GeoSoils, lne. W.O. 4345-A-SC June 28, 2004 Page 18 120 percent of the soil's optimum moisture content to a depth of 24 inches for medium expansive soils. Post-Tensioning Institute Method Post-tensioned slabs should have sufficient stiffness to resist excessive bending due to non-uniform swell and shrinkage of subgrade soils. The differential movement can occur . at the corner, edge, or center of the slab. The potential for differential uplift can be evaluated using the 1997 USC, Section 1816, based on design specifications of the Post-Tensioning Institute. The following table presents suggested minimum coefficients to be used in the Post-Tensioning lnstitu_te design method. Thornthwaite Moisture Index -20 inches/year Correction Factor for Irrigation 20 inches/year Depth to_ Constant Soil Suction ?feet Constant soil Suction (pf) 3.6 Modulus of Subgrade Reaction (pci) 75 Moisture Velocitv \ 0.7 inches/month The coefficients are considered minimums and may not be adequate to represent worst case conditions such as adverse drainage and/or improper landscaping and maintenance. The above parameters are applicablE:! provided structures have positive drainage that is maintained away from structures. Therefore, it is important that information regarding . drainage, sit~ maintenance, seUlements, and effects of expansive soils be passed on to future owners. Based on the above parameters, the following values were obtained from figures or tables of the 1997 USC Section, 1816. The values may not be appropriate to account for ·possible differential settlement of the slab due to other. factors. If a stiffer slab is desired, higher values of Ym may be warranted. )!E)(Pl(Nsifl"'?fNoEXt ., -:~ < -/·~-'-" -.:. , ~.,,.z.,<'; -,,:,:;---..i...-:-~t~ ,v ,,'':'>""~'-$. \>&E{S~U.tSUSGR'Al;> .. :t,.(?.(,: eni center lift 5.5 feet em edge lift 4.0 feet Ym cente_r lift 2.7 inches 0.75.inch Del Mar Custom Homes, Inc. 2652 La Costa Avenue, APN 21.6-280-~3 File:e:\wp9\4300\4345a.pge GeoSoils, Ine. W.O. 4345-A-SC June 28, 2004 Page 19 ' r Deepen~d footings/edges around the slab perimeter must be used to m1rnm1ze non-uniform surface moisture migration (from an outside source) beneath the slab. An edge depth of 24 inches should be considered a minimum. The bottom of the deepened footing/edge should be designed to resist tension, using cable or reinforcement per the structural engineer. Other applicable recommendations presented under conventional fqundation and the Califor,nia Foundation Slab Method should be adhered to during the design and cons~ruction phase of the project. Should open bottom planters be planned directly adjacent to th~ foundation system, the values in the above tables Would need to be reviewed and/or modified to reflect more highly variable moisture fluctuations along the edges of the foundations. CORROSION Upon completion of grading, additional testing of soils (including import materials) for corrosion to concrete and metals should be performed prior to the construction· of utilities and foundations. UTILITIES Utilities should be ·enclosed within a closed utilidor (vault) or designed with flexible connections to accommodate differential settlement and expansive soil conditions. Due to the potential for differential settlement, air conditioning (NC) units should be supported :by slabs that are incorporated into the building foundation or constructed qn a rigid slab with flexible couplings for plumbing and electrical lines. NC waste waterlines should be drained to a suitable outlet. WALL DESIGN PARAMETERS CONSIDERING EXPANSIVE SOILS Conventional Retaining Walls The design parameters provided below assume that either very low expansive soils (Class 2 permeable filter material or Class 3 aggregate base) or native materials are used to backfill any retaining walls. The type of backfill (i.e., select or native), should be specified by the wall designer, and clearly shown on the plans. Building walls, below grade, should be water-proofed or ·damp-proofed, depending on the degree of moisture protection desired. The foundation system for the proposed retaining walls should be designed in accordance with the recommendations presented in this and preceding sections of this report, as appropriate. Foo.tings should be embedded a minimum of 18 inches .below .adjacent grade (excluding landscape layer, 6 inches) and should be 24 inches in width. There should be no increase in bearing for footing width. Recommendations for specialty walls (i.e., crib, earthstone, geogrid, etc.) can be provided upon request, and would be based on site specific conditions. Del Mar Custom Homes, Inc. 2652 La Costa Avenue, APN 216-280-13· File:e:\wp9\4300\4345a.pge GeoSoils, lne. W.O. 4345-A-SC June 28, 2004 Page 20 Restrained Walls . . Any retaining walls that will be restrained prior to placing and compacting backfill material or that have re-entrant or male corners, should be designed for an at-rest equivalent fluid pressure (EFP) of 65 pounds per cubic foot (pcf), plus any applicable surcharge loading. For areas of male or re-entrant corners, the restrained wall d~sign should extend a minimum distance of twice the height of the wall (2H) laterally from the corner. Cantilevered Walls - The recommendations presented below are for cantilevered retaining walls up to 1 o feet · high. Design parameters for walls less than 3 feet in height may be superceded by City and/or County standard design. Active earth pressure may be used for retaining wall design, provided the top of the wall is not restrained from minor deflections. An equivalent fluid pressure approach may be used to compute the horizontal pressure against the wall. Appropriate fluid unit weights are given below for specific slope gradients of the retained material. These do not include other superimposed loading conditions due to traffic, structures, seismic events or adverse geologic conditions. When wall configurations are finalized, the appropriate foading conditions for superimposed loads can be provided upon request. 38 55 50 65 * Level backfill behind a retaining wall is defined as compacted earth materials, properly drained, without a slope for a distance of 2H behind the wall. · Retaining Wall Backfill and-Drainage Positive drainage must be provided behind all retaining· walls in the form of gravel wrapped in geofabric and outlets. A backdrain system is considered necessary for retaining walls that are 2 feet or greater in height. Details 1, 2, and 3, present the backdrainage options · discussed below. Backdrains should consist of a 4-inch diameter perforated PVC or ABS pipe encased in either Class 2 permeable filter material or ½.:inch to ¾-inch gravel wrapped in approved filter fabric (Mirafi 140 or equivalent). For low expansive backfill, the filter material should extend a minimum of 1 horizontal foot behind the base of the walls and upward at least 1 foot. For native backfill that has up to medium expansion potential, continuous Class 2 permeable drain materials should be used behind the wall. This . material should be continuous (i.e., full height) behind the wall, and it should be constructed in accordance with the enclosed. Detail 1 (Typical Retaining Wall Backfill ~nd Del· Mar Custom Homes, l~c. 2652 La Costa-Avenue, APN 216-280-13 File:e:\wp9\4300\4345a.pge . GeoSoils, Ine. W.O. 4345-A-SC June 28, 2004 Page 21 Provide Surface Drainage (!)waterproofing Membrane (optional) ® weep Hole Finished Surface ,±12" DETAILS N . T . S . 2 Native B~ckfill Slope or Level . Native Backfill Native Backfill © WATERPROOFING MEMBRANE (optional): Liquid boot or approved equivalent. @ ROCK: 3/4 to 1-1/2" (inches) rock. @ FILTER FABRIC: Mlrafi 140N or approved equivalent; place fabric flap behind core. @ PIPE: 4" (inches) _diameter perforated PVC. scheduie 40 or approved alternative with minimum of 1 % gradient to proper outlet point. @WEEP HOLE: Minimum 2" (inches) dic;tmeter placed at 20' (feet) on centers along the wall, and 3" (inches) above finished surface. (No weep holes for ·basement walls.) • TYP_ICAL RETAINING WALL BACKFILL AND DRAINAGE DETAIL DETAIL 1 .Geotechnical • Geologic • Environmental DETAILS N . T . S . 2 Native Backfill · Provide Surface Drainage Slope or Level Native Backfill @waterproofing Membrane (optional) ® Weep Hole @ Filter Fabric Finished Surface @ Pipe @ WATERPROOFING MEM~RANE (opti~nal): Liquid boot or approved equivalent. ® DRAIN: ·Miradrain 6000 or J-drain 200 or equivalent for non-waterproofed walls, Miradrain 6200 or J-drairi 200 or equivalent for waterproofed walls. @ FILTER FABRIC: . Mirafi 140N or approved equivalent; place fabric flap behind care. @ PIPE: . 4" (inches) diameter perforated PVC. schedule 40 or approved alternative with minimum of 1 % gradient to proper outlet point. @· WEEP HOLE: Minimum 2" (inches) diameter placed at 20' (feet) on centers along the wall, and 3" (inches) above finished surface. (No weep holes for basement walls.) • RETAINING WALL BACKFILL AND SUBDRAIN DETAIL GEOTEXTILE DRAIN DETAIL 2 · Geotechnical • Geologic • Environmental H DETAILS N . T . S . 2 Native Backfill Provide Surface Drainage .±12" H/2 min . @ Waterproofing ; Membrane (optional) ® weep Hole · J___,· ·._ ......... __,_-+----------@ Clean @ Filter Fabric : Finished Surface -© Roe Heel Width @ WATERPROOFING MEMBRANE (optional): Liquid boot or approved equivalent. @ CLEAN SAND· BACKFILL: Must have sand dequivalent value of 30 or greater; can be densified by water jetting. @ FILTER FABRIC: Mirafi 140N or approved equivalent; @ ROCK: 1 cubic foot per linear feet of pipe or 3/4 to 1-1/2" (inches) rock. @ PIPE: Sand Backfill 4" (inches) diameter-perforated PVC. schedule 40 or approved alternative with minimum of 1 % gradient to proper outlet point. · @WEEP HOLE: Minimum 2" (inches) c,!iameter placed at 20' (feet). on centers along the wall, and 3" (inches) above finished surface. (No weep holes for basement walls.) • RETAINING WALL AND SUBDRAIN DETAIL CLEAN SAND BACKFILL DETAIL 3 Geotechnical • Geologic • Environmental Drainage Detail). For limited.access and confined areas, (panel) drainage behind the wall may be coi:istructed in accordance with Detail 2 (Retaining Wall Backfill and Subdrain Detail Geotextile Drain). Materials with an expansion index (E.I.) potential of greater than 90 should not be used as backfill "fqr retaining walls. For more onerous expansive situations, backfill and d,rainage behind,the retaining wall should conform with Detail 3 (Retaining Wall And Subdrain Detail Clean Sand Backfill). Outlets should consist of a 4-inch diameter solid PVC or ABS pipe spaced no greater than ± 100 feet apart, with a minimum of two outlets, one on 'each ,end. The use of weep holes in walls higher than 2 feet should not be considered. The surface of the backfill should be sealed by pavement or the top 18 inches compacted with natiye soil (E.I. ~90). Proper surface drainage should also be provided. For additional mitigation, consideration should be given to applying a water-proof membrane to the back of all retaining structures. The use of a waterstop should be considered for all concrete and masonry joints. · Wall/Retaining Wall Footing Transitions Site walls are .anticipated to be founded on footings designed in accordance with the recommendations in this report. Should wall footings transition from cut to fill, the civil designer may specify either: a) A minimum of a 2-foot overexcavation ·and recompaction of cut materials for a distance of 2H, from the point of transition. . . b} . ·Increase of the amount of reinforcing steel and wall detailing (i.e:, expansion joints or crack control joints} such that a angular distortion of 1 /360 for a distance of 2H on either side of the transition may be accommodated. Expansion joints should be sealed with a flexible, non-shrink grout. c) Embed . the footings entirely into native formational material (i.e., deepened . footings). If transitions from cut to fill transect the wall footing alignment at an angle of less than 45 degrees (plan view), then the designer should follow recommendation 11a11 (above) and until such transition is betweer:i 45 and 90 degrees to the wall alignment TOP-OF-SLOPE WALLS/FENCES/IMPJ:IOVEMENTS AND EXPANSIVE SOILS Expansive Soils and Slope Creep Soils atthe site are likely to be expansive a,nd therefore, become desiccated when allowed to dry. Such soils are susceptible to surficial slope creep, especially with seasonal changes in moisture content. Typicc;tlly in southern California, during the hot and dry Del Mar Custom Homes, Inc. . . 2652 La CostaAven'ue, APN 216-280-13 Fife:e:\wp9\4300\~45a.pge GeoSoils, Ine. W.0. 4345-A-SC June 28, 2004 Page 25 summer period, these soils become desiccated and shrink, thereby developing surface cracks. The extent and depth of these shrinkage cracks depend on many factors such as the· nature and expansivity of the soils, temperature and humidity, and extraction of moisture from surface soils by plants and roots. When seasonal rains occur, water percolates into the cracks and· fissures, causing slope surfaces to expand, with a corresponding loss in soil density and shear strength near the slope surface. With the passage of time and several moisture cycles, the outer 3 to 5 feet of slope materials experience a very slow, but progressive, outward and downward movement, known as slope creep. For slope heights greater than 1 0 feet, tt)is creep related soil movement will typically impact all rear yard flatwork and other secondary improvements that are located Within about 15 feet from the top of slopes, such as swimming pools, concrete flatwork, etc., and in particular top of slope fences/walls .. This influence is normally in the form of detrimental settlement, and tilting of the proposed improvements. The dessication/swelling and creep discussed above continues over the life of. the improvements, and generally becomes progressively worse. Accordingly, the developer should provide this information to any homeowners and homeowners ·association. Top of Slope WaUs/Fences Due to the potential for slope creep for slopes higher than about 1 0 feet, some settlement and tilting of the walls/fence with the corresponding distresses, should be expected. To mitigate the tilting of top of slope walls/fences, we recommend that the walls/fences be constructed on a combination of grade beam and caisson foundations. The grade beam should be at a minimum of 12 inches by 12· inches in cross section, supported by drilled caissons, 12 inches minimum in diameter, placed at a maximum spacing of 6 feet on center, and with a minimum embedment length of 7 feet below the bottom of the grade beam. The strength of the concrete, and grout should be evaluated by the structural engineer of record. The proper ASTM tests for the concrete and mortar should be provided along with the slump quantities. The concrete used should be appropriate to mitigate sulfate corrosion, as warranted. The desigrJ of the grade beam and caissons should be in accordance with the recommendations of the project structural engineer, and include the utilization of the following geotechnical parameters: Creep Zone: Creep Load: Point of Fixity: · Del Mar Custom Homes, Inc.· 5-foot vertical zone below the slope face and projected upward parallel to the slope face. The creep load projected on the area of the grade beam should be taken as an equivalent fluid approach, having a density of 60 pcf. For the caisson, it should be taken as a _ uniform 900 pounds per linear foot of caisson's depth, located above the creep zone. Located a distance of 1.5 times the caisson's diameter, below the creep zone. 2652 La Costa Avenue, APN 2.16-280-13 File:e:\wp9\4300\4345a.pge · . .. W.O. 4345-A-SC June 28, 2004 Page 26 GeoSoiJs, Inc. Passive Resistance: Passive earth pressure of 300 psf per foot of depth per foot of caisson diameter, to a maximum value of 4,500 psf may be -used to determine caisson depth and spacing, provided that . they meet or exceed the minimum requirements stated above. To determine the total lateral resistance-, the contribution of the creep prone zone above the point of fixity, to passive resistance, should be disregarded . . Allowable Axiai Capacity: : Shaft capacity : 350 psf applied below th,e point of fixity over the surface area of the shaft. C Tip capacity: 4,500 psf. EXPANSIVE SOILS, DRIVEWAY, FLATWORK, AND OTHER IMPROVEMENTS The soil materials on site are likely to be expansive. The effects of expansive soils are· cumulative, and typically occur over the lifetime of any improvements. On relatively level areas, when the soils are allowed to dry, the dessication and swelling process tends to · cause heaving and distress to flatwork and other improvements. The resulting potential for distress to improvements may be reduced, but not totally eliminated. To that end, it is recommended that the developer should notify any homeowners or homeowners association of this long-term potential for distress. To reduce the likelihood of distress, the following. recommendations are presented for all exterior flatwork: 1. The subgrade area for concrete slabs should be compacted to achieve a minimum 90 percent relative compaction, and then be presoaked to 2 to 3 percentage points above . (or 125 percent of) the soils' optimum moisture content, to a depth of 18 inches below subgrade elevation. 'The moisture content of the subgrade should be verified within 72 hours prior to pouring concrete. 2. Concrete slabs should be cast over a relatively non-yielding surface, consisting of a4-inch layer of crushed rock, gravel, or clean sand, that should be compacted and :level prior to pouring concrete. The layer should wet-down completely prior to . pouring concrete, to minimize loss·.of concrete moisture to the surrounding earth materials. 3. l;xterior slabs should be a minimum of 4 inches thick. Driveway slabs should be 5 inches thick, and approaches should additionally have a thickened edge _ (12 inches) adjacentto all landscape areas, to help impede infiltration of landscape water under the slab. · Del Mar Custom Homes, Inc. -2652 La Costa Avenue, APN 216-280-13 File:e:\wp9\4300\4345a.pge GeoSoils, lne~ W.O. 4345-A-SC , June 28, 2004 Page 27 4. -The use of transverse and ·1ongituc;final control joints are recommended to help 5. 6. 7. 8. 9. 10 .. 11. 12 .. control slab cracking due to concrete shrinkage or expansion. Two ways to rnitigate such cracking are: a) add a sufficient amount of reinforcing steel, increasing tensile strength of the slab; and, b) provide an adequate amount of .-control and/or expansion joints to accommodate anticipated concrete shrinkage and expansion. · In order to reduce the potential for unsightly cracks, slabs should be reinforced at ·_ mid-height with a minimum of No. 3 bars placed at 18 inches on center, in each direction. The exterior slabs should be scored or saw cut, ½ to 3/a inches deep, often enough se that no section is-greater than 1 o feet by 1 o feet. For sidewalks or narrow slabs, control joints should be provided at intervals of every 6 feet. The slabs should be separated from the foundations and sidewalks with expansion joint . filler material. No traffic should be allowed upon the newly poured concrete slabs until they have been properly cured to within 75 percent of design strength. Concrete compression strength should be a minimum of 2,500 psi. Driveways, sidewalks, and patio slabs adjacent to the hotJse should be separated from the house with thick expansion joint filler material. In areas directly adjacent · to a contiriuo1,JS source of. moisture (i.e., irrigation, planters, etc.), all joints should · be additionally sealed with flexible mastic, Planters and walls should not be tied to the hou~e. Overhang structures should be supported on the slabs, or structurally designed with continuous footing~.tied in at least two directions. Any masonry landscape walls that are to be constructed throughout the property should be_ grouted and articulated in segments no more than 20 feet long. These segments should be keyed or doweled together. . . . ' Utilities sh9uld be-enclosed within a closed ·utilidor (vault) or designed with flexible connections to accommodate differential settlement and expansive soil conditions. Positive site drainage should be maintained at all times. Finish grade on the lots should provide a minimum of 1 to 2 percent fall. to the street, as indicated herein. It should be kept in mind that drainage reversals could occur, including post- construction settlement, if relatively flat yard drainage gradients are not periodically maintained by the homeowner or homeowners association. Due to expansive soils, air conditioning (A/C) units should be supported by slabs that are incorporatec:1 into the building foundation or constructed on a rigid slab with flexible couplings for plumbing and electrical lines .. A/C waste water lines should be drained to a suitable non-erosive outlet. Del Mar Custom Homes, Inc. W.O. 4345-A-SC · June'28, 2004 Page 28 2652 La Costa Avenue, APN 216-280-13 File:e:\wp9\4300\~45a.pge GeoSoils~. lne. 13. Shrinkage cracks could become excessive if proper finishing and curing practices are not followed. Finishing and curing practices should be performed per the Portland Cement Association Guidelines. Mix design should incorporate rate of curing for. climale and time of year, sulfate content of soils, corrosion potential of soils, and fertilizers used on site. · -DEVELOPMENT CRITERIA · Slope Deformation Compacted fill slopes designed using customary factors of safety for gross or surficial stability and constructed in general accordance with the design specifications should be -expected to undergo some differential vertical heave or settlement in combination with differential lateral movement in the out-of-slope direction, after grading. ·This post-construction movement occurs in two forms: slope creep, and lateral fill extension (LFE). Slope creep is caused by alternate wetting and drying of the fill soils which results · in slow downslope movement. This type of movement is expected-to occur throughout the life of the slope, and is anticipated to potentially affect improve·ments or structures (i.e., separations and/or cracking), placed near the top-of-slope, up to a maximum distance of approximately· 15 feet from the top-of-slope, depending on the slope height. This movement generally results in rotation and differential settlement of improvements located within the creep zone. LFE occurs due to deep wetting from irrigation and rainfall on slopes·comprised of expansive materials. Although some movement should be expected, long-term movement from this sburce may be minimized, but not eliminated, by placing the fill throughout the slope region, wet of the fill's optimum moisture content. , . I . . It is generally not practical to attempt to eliminate the effects of eith_er slope creep or LFE. Suitable mitigative measures to reduce the potential" of lateral deformation typically include: setback of improvements from the slope faces (per the 1997 UBC and/or California Building Code), positive structural separations (i.e., joints) between improvements, and stiffening and deepening of foundations. All of these measures are recommended for design of structures and improvements. The·ramifications of the above conditions, and recommendations for mitigation, should be provided to each homeowner and/or any homeowners association. Slope Maintenance and Planting Water has been shown to weaken the inherent strength of all earth materials. Slope stability is significantly reduced by overly wet conditions. Positive surface drainage away from slopes should be maintained and only the amount of irrigation necessary to sustain plant life should be provided for planted slopes. Over-watering should be avoided as it can adversely affect site improvements, and cause p~rched groundwater conditions. Graded slopes construct~d utilizing onsite materials would be erosive. Eroded debris may be minimized and surfici~I slope stability enhanced by establishing and maintaining a suitable Del Mar Custom Homes, Inc. · 2652 La Costa Avenue, APN 216-280-13 . File:e:\wp9\4300\4345a.pge GeoSoils, lne. W.0. 4345-A-SC June 28, 2004 Page29 vegetation cover soon after construction. Compaction to the fac~ of fill slopes would tend to minimize :short-term erosion until vegetation is established. Plants selected for ·1andscaping should be light weight, deep rooted types that require little water and are capable of surviving the prevailing climate. Jute-type matting or other fibrous covers may . aid in allowing the establishment of a sparse plant cover. Utilizing plants other than those . recommended above will increase the potential for perched water, staining, mold, etc., to develop. A rodent control program to prevent burrowing should be implemented. . Irrigation· of natural (ungraded) slope areas is generally not recommended. These rec<;>1nmendations regarding plant type, irrigation practices, and rodent control should be provided to each homeowner. Over-steepening of slopes should be avoided during building construction activities and landscaping, Drainage Adequate lot surface drainage. is a very important factor in reducing the likelihood of adverse performance offoundations, hardscape, and slopes. Surface drainage should be sufficient to prevent ponding of water anywhere on a lot, and especially near structures and tops of slopes. Lot surface drainage should be carefully taken into consideration during fine grading, landscaping, and building construction. Therefore, care should be taken that future landscaping or construction activities do not create adverse drainage conditions. Positive site drainage within lots and common areas should be provided and maintained at all times. Drainage should not flow uncontrolled down any descending slope. Water should be directed away from foundations. and not allowed to pond and/or seep into the ground. In general, the area within 5 feet around a structure should slope away from the . structure. We recommend that unpaved lawn and landscape areas have a minimum gradient of 1 percent sloping away from structures, and whenever possible, should be above adj;:tcent paved areas. Consideration should be given to avoiding construction of ·planters adjacent to structures (buildings, pools, spas, etc.). Pad drainage should be ·. directed toward the street or other approved area(s). Although not a geotechnical requirement, roof gutters, down spouts, or other ~ppropriate means may be utilized to control roof drainage. Down spouts, or drainage devices should outlet a minimum of 5 feet from structures or into a subsurface drainage system. Areas of seepage may develop due to irrigation or heavy rainfall, and should be anticipated. Minimizing irrigation will lessen this potential. If areas of seepage develop, recommendations for minimizing this effect could be provided. upon reqµest. Toe of Slope Drains/Toe Drains Where significant slopes intersect pad areas, surface drainage down the slope allows for some seepage into the subsurface materials, sometimes creating conditions causing or contributing·to perched and/or ponded water. Toe of slope/toe drains may be beneficial in the mitigation of this condition due to sµrface drainage. The general criteria to be utilized by the design engineer for ev~luating the need for this type of drain is as follows: Del Mar Custom Homes, Inc. 2652 La Costa Avenue, APN 216-280-13 · File:e:\wp9\4300\4345a.pge GeoSoils, lne~ W.O. 4345-A-SC June 28, 2004 Page 30 I '.. • • • .... • • Is there a source of irrigation above or on the slope that could contribute to saturation of soil at the base of the slope? · Are the slopes hard rock and/or impermeable, or relatively permeable, or; do the slopes already have or are they proposed to have subdrains (i.e., stabilization fills, etc.)? Was the lot at the. base · of the s1o·pe overexcavated or is it proposed to be overexcavated? Overexcavated lots located at the base of a slope could accumulate subsurface water along the base of the fill cap. Are the slopes north facing? North facing slopes tend to receive less sunlight (less evaporation) relative tq south facing slopes and are more exposed to the currently prevailing seasonal storm tracks. What is the slope height? It has been our experience that slopes with heights in excess of approximately 1 O feet tend to have more problems due to storm runoff and irrigation than slopes of a lesser height. Do the slopes "toe out" into a residential lot or a lot where perched or ponded water may adversely impact its proposed use? Based on these general criteria, the construction of toe drains may be considered by the design engineer along the toe of slopes, or at retaining walls in slopes, descending to the rear of such lots. Following are· Detail 4 (Schematic Toe Drain Detail) and Detail 5 (Subdrain Along Retaining Wall Detail). Other drains may be warranted due to unforeseen conditions, homeowner irrig~tion, or other circumstances. Where drains are constructed during grading, including subdrains, the locations/elevations of such drains should be surveyed, and recorded on the final as-built grading plans by the design engineer. It is recommended thatthe.above be disclosed to all interested parties, including homeowners and any homeowners association: Erosion c·ontrol Cut and fill slopes will be subject to surficial erosion during and after grading. Onsite earth materials have a moderate to high erosion potential. Consideration should be given to providing hay bales and silt fences for the temporary control of surface water, from a geotechnical viewpoint. . . . Landscape Maintenance Only the amount of irrigation necessary to sustain plant. life should be provided. Over-watering the landscape areas will adversely affect proposed site improvements. We wouid recommend that any proposed open-bottom planters adjacent to proposed . Del Mar Custom Homes, Inc. ·2652 La Costa Avenue, APN 216-280-13 File:e:\wp9\4300\4345a.pge . ,._,.. GeoSoils, Ine. W.O. 4345-A-SC June 28, 2004 Page 31 DETAILS N· . T . S . SCHEMATIC TOE DRAIN DETAIL Drain Pipe Drain May Be Constructed into, or at, the Toe of,Slope 12" Minimum 24" Minimum NOTES: 1,) Soil Cap Compacted to 90 Percent Relative Compaction. · 2.) .Permeable Material May Be Gravel Wrapped in Filter Fabric {Mirafi 140N or Equivalent). 3.) 4-lnch Diameter Perforated Pipe {SDR 35 or Equivalent) with Perforations Down. 4.) Pipe to Maintain a Minimum 1 Percent Fall. 5.) Concrete Cutoff Wall to be Provided at Transition to Solid Outlet Pipe. 6.) Solid Outlet Pipe to Drain to Approved Area. 7.) Cleanouts are Recomended at Each Property Line. SCHEMATIC TOE DRAIN DETAIL DETAIL 4 Geotechnical • Coastal • Geologic • Environmental TOPOFWALL-~ RETAINING_WALL ~ FINISHED GRADE ~ DETAILS N.T.S. 2:1 SLOPE (TYPICAL)~ 12" MIN NOTES: 1.) Soil Cap Compacted to 90 Percent Relative Compaction. . 2.) Permeable Material May Be Gravel Wrapped in Filter Fabric (Mirafi 140N or Equivalent). 3.) 4-lnch Diameter Perforated Pipe (SDR-35 of E~uivalent) with MIRAFI 140 Fil TER.FABRIC Perforations Down. OR EQUAL 3/4" CRUSHED GRAVEL 12 4.) Pipe to Maintain a Minimum 1 Percent Fall. 5.) Concrete Cutoff Wall to be Provided at Transition to Solid Outlet Pipe. 6.) Solid Outlet Pipe to Drain to Approved Area. 7.) Cleanouts are Recommended at Each Property Line. 8.) Compacted Effort Should Be Applied to Drain Rock. SUBDRAIN ALONG RETAINING WALL DETAIL NOTTO SCALE SUBDRAIN ALONG RETAINING WALL DETAIL DETAIL 5 Geotechnical • Coastal • Geologic • Environmental structures be eliminated for a minimum · distance of 1 Q. feet. As an alternative, closed-bottom type planters could be utilized. An outlet placed in the bottom of the· · planter, could be installed to direct drainage_ away from structures or any exterior concrete flatwork If planters are constructed adjacent to structures, the sides and bottom of the . planter should be provided with a moisture barrier to prevent penetration of irrigation water into the subgrade. Provisions should be made to drain the excess irrigation water from the planters without saturating the subgrade below or adjacent to the planters. Graded slope areas should be planted with drought resist~nt vegetation. Consideration should be given to the type of vegetation chosen and their potential eff~ct upon surface-improvements (i.e., some trees will have an effect on concrete flatwork with.their extensive root systems). From a geotechnical standpoint leaching is not recommended for establishing landscaping. If the surface soils are processed for the purpose of adding amendments, they should be recompacted to 90 percent minimum relative compaction. Gutters and Downspouts As previously discussed in the drainage section, the installation of gutters and downspouts sh9uld be considered to collect roof water that may otherwise infiltrate the soils adjacent to the structures. If utilized, the downspouts should be drained into PVC collector pipes or non-erosive devices that will carry the water away from the house. Downspouts and gutters are not a requirement; however, from a geotechnical viewpoint, provided that positiv~ drainage is incorporated into projectdesign (as discussed previously). '' ' . . Subsurface and Surface Water Subsurface and surface water are not anticipated to affect site development, provided that the recommendations contained in this report are incorporated into final design and construction and.that prudent surface and subsurface drainage practices are incorporated into the construction plans. Perched groundwater conditions along zones of contrasting permeabilities may not be precluded from occurring in the future due to site irrigation, poor drainage conditions, or damaged utilities, and should be anticipated. Should perched gr9undwater conditions develop, this office could assess the affected area(s) and provide the appropriate recommendations to mitigate the observed groundwater conditions. Groundwater conditions may change with the introduction· of irrigation, rainfall, or other factors. · · Site Improvements Recommendations for exterior concrete flatwork design and construction can be provided upon request. If in the future, any additional improvements (e.g., pools, spas, etc.) are planned for the site, recommendations concerning the geological or geotechnical aspects · of design and construction of said improvements could be provided upon request. This office should be notified in advance of any fill placement, grading of the site; or trench b~ckfilling· after rough grading, has been· completed. This includes any grading, utility trench, and retaining wall backfills. Del Mar Custom Homes, Inc. 2652 La Costa Avenue, APN 216-280-13 . File:e:\wp9\4300\4345a.pge GeoSoils, Ine. W.0. 4345-A-SC June 28, 2004 Page 34 Tile Fl(?orinq . Tile flooring can crack, reflecting cracks in the concrete slab below the tile, although small cracks in a conventional slab may not be significant. Therefore, the designer should consider additional steel reinforcement for concrete slabs-on-grade where tile will be placed. · The tile installer should consider installation methods that reduce possible cracking of the tile such as slipsheets. Slipsheets or a vinyl crack isolation membrane (approved by the Tile Council of America/Ceramic Tile Institute) are recommended between tile and concrete slabs on grade: · Additional Grading This office·should be notified in advance of any fill placement, supplemental regrading of the site, or trench backfilling after rough grading has been completed. This includes completion of grading in the street and parking areas and utility trench and retaining wall backfills. Footing Trench Excavation All footing excavations should be observed by a representative of this firm subsequent to trenching and prior to concrete form and reinforcement placement. The purpose of the observations is to verify that the excavations are made into the recommended bearing · material and to the minimum widths and depths recommended for construction. If loose or compressible materials are exposed within the footing excavation, a deeper footing or removal and recompaction of the subgrade materials would be recommended at that time. Footing trench spoil and any excess soils generated from utility trench excavations should be compacted to a minimum relative compaction .of 90 percent, if not removed from the site. Trenching Considering the nature of the onsite soils, it should be anticipated that caving or sloughing could be a factor in subsurface excavations and trenching. Shoring or excavating the trench walls at the angle of repose (typically 25 to 45 degrees) may be necessary and should be anticipated. All excavations should be observed by one of our representatives and minimally conform to. CAL-OSHA and local safety codes. Utility Trench Backfill · 1 . All interior utility trench backfill should be brought to at least 2 percent above optimum moisture content and then compacted to· obtain a minimum relative compaction of 90 percent ofthe laboratory standard. As an alternative for shallow (t2-inch to 18-inch) under-slab trenches, sand having a sand equivalent value of 30 pr greater may be utilized and jetted or fidoded into place. Observation, probing and testing should be provided to verify the desired results. Del Mar Custom Homes, Inc. 2652 La Costa Avenue, APN 216-280-13 . File:e:\wp9\4300\4345a.pge GeoSoils, lne. W.O. 4345-A-SC June 28, 2004 Page 35 2. Exterior trenches adjacent to, and within areas extending below a 1 :1 plane . projected from the outside bottom edge of the footing, and all trenches beneath · hardscape features and in slopes, should be compacted to at least 90 percent of the laboratory standard. Sand backfill, unless excavated from the trench, should not be used in these backfill areas. Compaction testing and observations, along with probing, should be accomplished to verify the desired results. 3. -All trench excavations should conform to CAL-OSHA and local safety codes. 4. Utilities crossing graqe beams, perimeter beams, or footings should either pass below the footing or grc;tde beam utilizing a hardened collar or foam spacer, or pass through the footing or grade beam in accordance; with the recommendations of the structural engineer. · · SUMMARY OF RECOMMENDATIONS REGARDING GEOTECHNICAL OBSERVATION AND TESTING \ ' We recommend that observation· and/or testing be performed by GSI at each_ of the following construction stages: . · • During grading/recertification. • During significant excavation (i.e., higher than 4 feet) .. • During placement of subdrains, toe drains, or other subdrainage devices, prior to placing fill and/or b~ckfill. • After excavation ofbuilding footings, retaining wall footings, and free standing walls footings, prior to the placement of reinforcing steel or concrete. • Prior to pouring any slabs or flatwork, after presoaking/presaturation of building pads and other flatwork subgrade, before the placement of concrete, reinforcing steel, capillary break (i.e.,.sand, pea-gravel, etc.), or vapor barriers (i.e., visqueen, . etc.). • During .retaining wall subdraJn installation, prior to backfill placement. • During placem_ent of backfill for area drain, interior plumbing, utility line trenches, and retaining wall backfill. • During slope construction/repair. ' ' ' • When ariy unusual soil conditions · .are encountered during any construction_ operatior:is, subsequent to tt)e issuance of this report. · Del Mar Custom Homes, Inc. 2652 La Costa Avenue, APN 216-2~0-13 File:e:\wp9\4300\4345a.pge GeoSoils, lne .. W.0. 4345-A-SC June 28, 2004 Page 36 • · When any developer or homeowner improvements, such as flatwork, spas, pools, walls, etc., are constructed •. . . • . A report of geotechnical observation and testing should be provided at the conclusion of each of the above stages, in order to provide concise and clear documentation of site work, and/or to comply with code requirements. OTHER DESIGN PROFESSIONALS/CONSULTANTS The design civil engineer, structural engineer, post-tension designer, architect, landscape architect, W9-II designer, etc., should review the recommendations provided herein, incorporate those recommendations into all their respective plans, and by explicit reference; make this report .part of their project plans. In order to mitigate potential distress, the foundation and/or improvement's designer should confirm to GSI and the governing agency, in writing, that the proposed foundations and/or improvements can tolerate the amount of differential settlement and/or expansion characteristics and design . criteria specified herein. PLAN REVIEW Final project plans should be reviewed by this office prior to construction, so that construction. is in accordance with the conclusions and recommendations of this report. Based. on our review, supplemental recommendations and/or furi:her geotechnical studies may be warranted. LIMITATIONS The materials encountered on the project site and utilized for our analysis are.believed representative of the area; however, soil and bedrock materials vary in character between excavations and natural outcrops or conditions exposed during mass grading. Site conditions may vary due to seasonal changes or other factors. Inasmuch as our study is based upon our review and engineering analyses and laboratory data, the conclusions and recommendations are professional opinions. These opinions · have been derived in accordance with current standards of practice, and no warranty is expressed or implied. Standards of practice are subject to change with time. GSI assumes no responsibility or liability for work or testing performed by others, or their inaction; or work performed · when GSI is not requested to. be onsite, to evaluate if our recommendations have been properly implemented. Use of this rep_ort constitutes an agreement and consent by the user to all the limitations outlined above, notwithstanding --any other agreements that may be in place. In addition, this report may be subject to review by the controlling authorities. Thus, this report brings to completion our scope of services for this project. Del Mar Custom Homes, Inc. 2652 La Costa Avenue, APN 216-280-13 . file:e,\wp9\4300\4345a.pge GeoSoils, lne. W.0. 4345-A-SC June 28, 2004 Page 37 '.,., ~"-' :-;··. ·--:-' t' .... ' ! ~; ,•,·:. ··,: '' .,,,, ·,-_,· . f'. ;. ' 1 • --. ·.; ... - : .. -1 ··. ·-~ ~ .' '. l •• ~ ;._ , .. ~·, -.,.:_: > 1.,·t; . ·~ : -·,,,, _ . ., '. _.-_-;,- -•• 'I. . ~ : . ~ _, f.., ., '.:_,_ . ....... :' _.:_ ••• "I. •/' , __ .. · ' )' .. --~ ..... , . 'l ·, , • ,-._:. : ' ' ~ '-· .. ... , ~ . ·~ ,·,'. ·-··:: •' ' ,.. :~ '. •; -;, _,_, ' . . ' .. ~ ~: ;1·· ":">· '-. -. ~ _, ... ' . . -, ·, -.. . • • ~' -. •;' I , ;, .. . -, .... -·.-;.', __ , ) -.. -, ··~ .' -.. ~. ·\ , .. -: --::· . '~' . :.· ·.·._; ,._ -,-. .. ·, .... _l:, .,. ___ . <.r:--.. ~· -:~ .. .. ·,.·. :·..-., ,-.,, ,' ·'•, ,, ' ', ' ~ .. -I . ,.: ;, .''·' ', .. ' ... ,. -. . .,-· . -~-:' -.. · . --_, .,,., · ... -,.-~...,_,/'::.:?: ... ,:·:_, ·:-~::-:,, ~;:\'- -, ',, 1_':_;_, __ (~_-_;:_;_;_1_.·_:_ 1 __ ._-~_"._:; ___ ~_;_,_:_:,.i_; __ :• __ f J , . ? --'.' .~_:;1-/_~--' -~~_,_·:·./_' ,· . :!),'-,. '; .• .. .... _..... '·, '-t: _~_... • "':'., _.._ '.\:~\·,; /". ,·' ·::;'.ft()_~ ' [<<:>,;>' " :1::-_ ._-.~:~- ;_ }~.-~--~/· ._._(' ·:-=.' _:-.:, ~ --~ ::' ' - ·.,r ~-;.''" '"i-:·,_. ·,,.;. , ..,, ___ ,_ ... ':~:-::· ·~-. ':1.;:. ~ , l l ',., ; . '·, -,_:}-i_·):t;r,t:,>:~i,-~;_.,' - : "·: ,_1 -~ -:i, • -.,·\ ._ • .... _'! ,, , '...._ ·,t._. ~; ·~. ~--:._,.. -4 .. _ ~l:.- \ APPENDIX A REFERENCES -AEL, 1989, Geotechnical investigation, proposed parkihg/residential structure, Gibraltar· Street, La Costa, California, Job number 1-1-340, dated December 28. Blake·, Thomas F., 2000a, EQFAULT, A computer program for the estimation of peak horizontal acceleration from 3-D fault sources; Windows 95/98 version. · __ , 2000b, EQSEARCH, A computer program for the estimation of peak horizontal acceleration from California historical earthquake catalogs; Updated to Decem_ber 2002, Windows 95/98 version. __ , 2000c, FRISKSP, A computer program for the probabilistic estimation of peak acceleration and uniform hazard spectra using 3-D faults as earthquake sources; Windows 95/98 version. Bozorgnia, Y., Campbell K.W., and Niazi, M., 1999, Vertical ground motion: Characteristics, relationship with horizontal component, and building-code implications; Proceedings of the SMIP99 seminar on utilization of strong-motion data, Oakland, pp. 23-49, September 15. Campbell, K.W. and Bozorgnia, Y., 1997, Attenuation relations for soft rock conditions; in EQFAUL T, A computer program for the estimation of peak horizontal acceleration from 3-D fault sources; Windows 95/98 version, Blake, 2000a. Campbell, K.W., 1997, Empirical near-source attenuation relationships for horizontal and vertical components of peak ground acceleration, peak ground velocity, and pseudo-absolute acceleration response spectra, Seismological Research Letters, vol. 68, No. 1, pp. 154-179. ,· Ha·rt, E.W. and Bryant, W.A., 1997, Fault-rupture hazard zones in California, Alquist-Priolo earthquake fault zoning act with index to earthquake fault zones maps; California Division of·. Mines-and Geology Special Publication 42, with Supplements 1 and 2, 1"999. International Conference of Building Officials, 1997, Uniform building code: Whittier, · California, vol. 1, 2, and 3. · · · Jennings, C.W., 199.4, Fault activity map of. California and adjacent areas: California Division of Mines and Geology, Map sheet no. 6, Scale 1 :750,000. . . Joyner, .W.B, and Boore, D.M., 1982a, Estimation of respon~e-spectral values as functions of magnitude, distance and site conditions, in eds., Johnson, J.A., Campbell, K.W., and Blake, T.F.: AEG Short Course, Seismic Hazard Analysis, June 18, 1994. GeoSoils, Ine. __ ,;-1982b, Prediction of ·earthquake response spectra, U.S. Geological Survey Open-File Report 82-977, 16p. Kennedy, M.P. and, Tan S.,s.,, 1996, Geologic, maps of the northwest part of San Diego , County, California., Divis.ion of Mines anq Geology, Plate 2, scale 1 :24,000. O'Day Consultants, Inc., 2003, Gibraltar Street preliminary site design, 40-scale, Job , ·number 031060, dated December 1'1. Sadigh, K., Egan, J, and Youngs, R., 1987, Predictive ground motion equations, in Joyner, W.B. and Boore, D.M., 1988, measurement, characterization, and prediction of strong ground motion, in Von .Thun, J.L., ed., Earthquake engineering and soil dynamics 11, recent advances in ground motion evaluation, American Society of Civil Engineers Geotechnical Special Publication No. 20, pp. 43-102. Sowers and Sowers, t970, Unified soil classification system (After U. S. Waterways · Experiment Station and ASTM 02487-667) in Introductory Soil Mechanics, Ne~/York. Del Mar Custom Homes, Inc. File:e:\wp9\4300\4345a.pge GeoSoils, ine. Appendix A Page2 ·:-;_,. ~-:-\-·, :;, · ... ,. ,-:,"" ::-. :•'' .:.~ ... - .. -,: ~-... i. ', . '. \I', ,· -·· •1",.. . ' ' ~ ·':-.:.:- ..... ,·. ,, ~ --. ~-. ~ ' / ,, ' ·::--:.:. . ,, .. ,., . ':,_, .1, 1,-• t-···- ~. .. ' ~ ,_ - -. -· .... • .. · . ._. . '.r. ·-' ... ' •', ,'. ~ ',' ', ._-. '; ~:-·:,·_. ·--:· ·.: . ', , - ' ;::',', .,,, -~·, . .-,-~~ .:'."- . 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' .... ,>'.-' , '• ·~ ' • •• "'I' -•,'. ' --. .... ,/•'. ' ,'-<'; .-· t \_ -.. ~-., . !,; / :.-',..,__._ -t -, --~·-.:~-:-- ,,' '' ' ' ... ,:, . ,,,,y• .. ,. ·.-:•. ··.;:.,·. ; .... - ~-' ., . : ~ . ', ~-·' . ' ·;-·1 ·1:-·.· .. : ,. ' ~ GeoSoils, Inc. PROJECT: DEL MAR CUSTOM HOMES, INC. 2653 La Costa Avenue, Carlsbad· Sample -e ~~ S· ~ ~ C. ~ mo c-~ f -~ai .x i u..c :::> , iii :l "C..Q rnE ~ ·s Q) c~ C Ill ::i.a jjj ::i ?ii C :E CL BORING LOG W.O. 4345-A-SC BORING 8-1 SHEET 1 OF -3._ DATE EXCAVATED 5-19-04 SAMPLE METHOD:' _H_A_ND_A_UG_E_R _____________ _ -~ C 0 e ~ Standard Penetration Test ~ Und[sturbed, Ring Sample '5l-Groundwater ~ (/J Description of Mate..-ial . ARTIFICIAL FILL: MUG -l---'----1----1----i:,= @O' SANDY CLAY,· gray brown, dry to damp, soft; porous, occasional or anics. · 3 cus 113.4 14.3 82.5 -10 2 113.3 16.3 93.8 · _15-t---1---1-"-~+---,--+----!---+---+.-2 for 102.2 16.3 · 69.9 15" ;.• 2653 La Costa Avenue, Carlsbad ARTIFICIAL FILL: @½'SANDY SILT to SANDY CLAY, light yellow brown to gray brown_ to brown to dark brown, moist, medium stiff. @ 5' SANDY CLAY to CLAYEY SAND, yellow brown to gray brown to brown, moist, medium stiff to medium dense. @ 10' SANDY CLAY/CLAYEY SAND, yellow brown to gray brown to brown, moist, medium stiff/medium dense. @ 15' SILTY SAND to CLAYEY SAND to SANDY CLAY, brown to yellow brown to gray brown to gray, n::igist, medium dense/medium stiff. GeoSoils, Inc. PLATE 8-1 --:-s. :g_ Q) Q GeoSoils, Inc. PROJECT: DEL MAR CUSTOM HOMES, INC. 2653 La Costa Avenue, Carlsbad Sample ....... ~'u ~ = !!! en o == Q. ,.!!!i ul c:-.a -" ~ (.).Q ::, .!!l -0.Q en [ 2:-. "S C: ,._ 0 ID ::,,a in ::, en Q ~ 2 for SC/CL 101.7 19.8 18" - CL - - ....... ~ C: 0 :;:::, f! ~ en 83.8 25-Push for24" 105.0 19.7 90.9 - - - 30-5 CL 109.7 17.8 92.7 . - - - 35- - - - 2653 La Costa Avenue, Carlsbad BORING LOG BORING 8-1 DA TE EXCAVATED W.O. 4345-A-SC SHEET -2_ OF -2_ 5-19-04 SAMPLE METHOD: _H_A_N_D_A_U_G_ER _____________ _ m- ~ I½ StandardPenetratian Test "Sl.-Groundwater Undisturbed, Ring Sample Description of Material @ 20' CLAYEY SAND to SANDY CLAY, yellow brown to brown to gray brown to dark brown, moist, medium dense/medium stiff. TERTIARY SANTIAGO FORMATION: @22' SANDY CLAYSTONE, dark gray brown, wet, medium stiff; occasional organics, organic odor, weathered. @25' SANDY CLAYSTONE, dark gray brown to brown, wet, medium stiff; weathered. @ 27' Bedding: N70E@3NW @ 30' SANDY Cl.:.AYSTONE, olive gray to orange, moist, stiff; gypsum. Total Depth = 31 ½' No Groundwater/Caving Encountered Backfilled 5-19-2004 GeoSoils, Inc. PLATE B-2 BORING LOG GeoSoils, Inc. w.o. 4345-A-SC PROJECT: DEL MAR CUSTOM HOMES, INC. BORING 8-2 SHEET_1_ OF_1_ 2653 La Costa Avenue, Carlsbad DATE EXCAVATED 5-19-04 Sample SAMPLE METHOD: HAND AUGER m. Standard Penetration Test ...... 'SJ. Groundwater ~'fi' ...... ~ s ~ C ~ Undisturbed, Ring Sample ~ l!! 0 en o ~ c.. :;::, '' .!!1-g c ...... i !!! :5 en :J C. .>I! 'C.Q ~ 0~ c':' .a Description of Material Q) :i C'-. en >-0 I'll C ' a:J :>.a co ::> en C :i: en SC ~ ARTIFICIAL FILL: 1/; @O' $ANDY CLAY, dark yellow brown, dry, soft; porous, SC/CL occasional oraanics .. r @ 1' SANDY CLAY/CLAVEY SAND, dark yellow brown, damp, -soft/loose. K:;US~ @ 3' CLAYEY SAND/SIL TY SAND, yellow brown, damp, medium dense. CL 11.5 w @ 4' CLAYEY SAND, brown to light yellow brown, moist, medium dense. f 5-, Total Depth= 4½' No Groundwater/Caving Encountered -Backfilled 5-19-2004 - ' - ' - 10- - - - _. - 15- - - - - I 2653 La Costa Avenue, Carlspad. GeoSoils, Inc. PLATE 8-3 "' --:-E :5 C. Ql Cl - 5 - - - - 10- - - - - 15..: - - - - .. GeoSoils, Inc. PROJECT: DEL MAR CUSTOM HOMES; INC. 2653 La Co!ita Avenue, Carlsbad Sample -~'u .~· 1 en o =: C. I!! .,, 'C C: -:::,. .,-: ·-QI (.) ,Q ::::> in '5 'C,c ..9 en E ~ ·s C: ... Ill ::::i.a Ill :::i ti, Cl :::i: cusc ~ 107.7 11.9 SC 13.1 SM CL. 14.9 - 2653 La Costa Avenue, Carlsbad .. BORING LOG BORING B-3 'DATE EXCAVATED W.O. 4345-A-SC SHEET_1_ OF_1_ 5-19-04 SAMPLE METHOD: _H_A_ND_AU_G_E_R _____________ _ -. m Standard Penetration Test ~ 'Sl-Groundwater § ~ . Undisturbed, Ring Sampl~ ~. ~ Description of Material· 59.1 ARTIFICIAL FILL: @ O' CLAYEY SAND/SANDY CLAY, dark yellow brown, dry, -loose/soft; ·porous, occasional organics. @½'CLAYEY SAND/SANDY CLAY, dark yellow brown to brown to light yellow brown, damp, loose/soft to medium ~-'--,-=cdc=;e.:..:,ns:;:.;e~/=-m:..;:;e:,..::;d:;,:;;iue-'-im'-'="'-st:::.,:iff..:,,,·,,,=o~c-c'-ca~s=-io=n-'-i'a,"-1-=:;o-'-"ra=a=n=ic'-'=s-'-. -,--------,,,-----,...---'r ~ · @2' CLAYEY SAND, light yellow brown, damp, medium dense. ~- -:-C-'. . @ 3½' SIL TY SA~D, yellow brown, damp, medium dense. ~ •. @ 4' SANDY CLAY/CLAYEY SAND, brown to yellow brown to ~ gr~y brown, damp, medium stiff/medium dense. Total Depth= 5' No Groundwater/Caving Encountered . Backfilled· 5-19-2004 GeoSoils, · 1nc. PLATE B-4 !.i/}_.:;-i .r-:, ~. " ' \ ~r ... ~: '. ,:\-~~)~>::~ ·~-:·tit;~_\-'.:':: ' •, _,,• • ' 1,./ ~''. ' , .. ~ '' -.,_ .... ,, --· .. ,,. 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E_T AL.(1.999)HOR SR UNC 1 _ I • -1 I A I .25 yrs 50yrs I • I I T I 100 75 rs 100 rs 90 ·~ 80 70 60 50 .40- 30, 20 10 ·o --4----1--1--L-...L.....l-..l.-L....I--J......:I= " ... ...i..a.-L.,..J....la..LL!--LU.....L.ili_L.1 · 0.00' 0.25 0.50 0. 75 . 1.00 1.25 . 1.50 Acceleration (g)- W .0 •. 4345-A-SC. Plate C-4 GeoSoils, Ine. · z 0 ' ~- \ ' \ '' ·O 0 0 0 0 .,-. W .0 .. 4345-A-SC . I ' ~~ " \ " :\ • 0 ·o 0 O' ,-, ' - I'" "r\ ~ -, \ ~~ 0 0 0 ,- '\ "~ ' ' (sJA) po1Jad uJn.1at:1 GeoSoils, Ine. ~ ~~ 0 0 ,- "'Ill ""' i-,. --- - - - - - - - - - - - - - - - - - - -._ -... b 0 LO • ,- LO N • ,- O· o~ • C) ,_.._.- c o· ·-LO...., t---f! ci ~ Q) u u ·o <C LO • 0 Ln N • 0 0 0 • 0 Plate C-5 . ,-~· ,' • ",;1 ,:: -:· '-: ~/:: ','"-... :·.,. ! ~, .' :. -~,,. .,, ,·, '• \ .. 1··. ' ; .. , . '. :•' • ~ l -........ ..: ,,,.· .. -,~. --,1 • ' -, .. ~· /. ,- ;~ '. -"\' -\.: ',. . ~: ··.: _:.: .. : ·;.·-,, •,,, .. ' '· ',_,.t . , . __ ,. I_'.._, --. ~. ,: ', . ' '. ·~· ... ' :1 ' .. . . ' ' .. 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" ----,r. ,1,· \ '\: K• '• -~. ;r • . 1·--, _.,,,_ \ ,,, .---: ' - ,· . '-~ .- ~:.,: ; ' I • ~ :,•it,, .,,_ ,. ' . . ~ .. .. .-~ .. , , ~ I ,''' _;;.' • ' ~ -_.-: '< •' .; : ... ' -~, ', ,:,.'.., ',(_"I•_ t·--, '• ,., :· . ' ,-··~ ... _ l \. ~· . .--", ·:· ( - 'r ;.,, . ·.; -.• ,. ,x.,_ ·'. ·~ ,. l, V 3,000. / I/ -/ I~ 2,500 I/ ~ ~ ~ " .... 2,000 Ill V ~ 11 C. ~ . I ' C!) z w ~ a:: In a:: 1,500 i5 ~ V '' :x: CJ) ' 1,000 / /. 500 0 0 500 1,000 1,500 2,000 2,500 3,000 , NORMAL PRESSURE, psf Sample Depth/El. Primary/Residual Shear Sample Type Yct MC% C cj, • 8-1 10.0 Primary Shear Undisturbed 111.3 16.3 842 37 • 8-1 10.0 Residual Shear Undisturbed 111.3 16.3 1284 22 - Note: Sample lnnundated prior to testing GeoSoils, Inc. DIRECT SHEAR TEST . 57 41 Palmer Way Project: DEL MAR CUSTOM HOMES, INC. .,~~.::, '°f' '>;'fl! ~So~:Ine. Carlsbad, CA 92008 ~·-~ '1''!ffe It<~ Number:. 4345-A-SC -~ ~~ ~ Telephone: (760) 438-3155 Fax: (760) 931-0915 Date: June 2004 Plate: D-1 .... -.. 3,000 2,500 -11/ V 1/' /. ?,ODO 'li; . . V . C. ::i V t5 :z • LU ~ C/J 0:: 1,500 u1 C :i:: C/J I / > 1,000 V V 500 ' 0 0 500 1,000 1,500 2,000 2,500 .3,000 .. NORMAL PRESSURE, psf ' Sample Depth/El. Primary/Residual Shear· Sample Type t MC% C cl> • 8-1 20.0 Primary Shear Undisturbed 98.7 19.8 577 32 • 8-1 20.0 Residual Shear Undisturbed 98.7 19.8 560 32 .. Note: Sample lnnundated ·prior to testing · GeoSoils, Inc. DIRECT SHEAR TEST ~ ,1,:t;.~~~~ 57 41 Palmer Way Prqject: DEL MAR CUSTOM HOMES, INC. Geo ·.Inc. Carlsbad, CA 92008 ~""' ;;•v--Number: 4345-A-SC .•. ,:,JJ-1 "~ Telephone: (760) 438-3155 Fax: (760) 931-0915 Date: June 2004 Plate: D-2 60 / / / ,Y / CL CH / / / 50 / 1,/ V / / / / ~ 40 / / Cl / / ~ / / ~ / / ~ '30 / (' en ' y :5 / • / 0. / / -- / / 20 / , V / / ~ / / / / . 10 / / I/ ', ' CL-ML ML MH I 0 I 0 20 40 60 80 100 LIQUID LIMIT Sample Depth/El. LL PL Pl Fines Classification e B-1 0,0 47 20 27 ' GeoSoils, Inc. ATTERBERG LIMITS' RESULTS _,.,~ AS,f!l-0~ 57 41 Palmer Way Project: DEL MAR CUSTOM HOMES, INC. ~,.,~'.~e. Carlsbad, CA 92008 ~ir~~?i~ Telephone: (760) 438-3155 Number: 4345-A-SC Fax: (760) 931-0915. Date: June 2004 Plate: D-3' 5 rn z 0 t.) ~ 0.0 --r- 0.2 ~ •~ K I', . 0.4 " 0.6 [')~ \' 0.8 \ 1.0 \ . . 1.2 I 1.4 1.6 ', \ ' -. ., . f\ 1.8 ~ ' \ ~ 2.0 I\ z I\ ~ 2.2 [\ \ I-. \ Cl) [\ 2.4 \ 2.6 \ ~ \ 2.8 3.0 "" \ "~ 3.2 "-r-.-.\ '-- 3.4 3.6 3.8 4.0 4.2 100 1,000 10,000 105 .. STRESS, psf Sample Depth/El. Visual Classification 'Yci MC MC H20 Initial 1.nitial Final· e 8-1 10.0 Clayw/Sand 111.0 16.3 20.1 2000 ., .. GeoSoils, Inc. CONSOLIDATION TEST ~.,,~-l ~ 57 41 Palmer Way Project: DEL MAR CUSTOM HOMES, INC. Io~. Carlsbad, CA 92008 J.i, . Telephone: (760) 438-3155 Number: 4345-A-SC Fax: (760) 931-0915 Date: June 2004 Plate: i:>-4 "' ::, ..J 0 ~ (.) in ::, 0.0 • 0.2 I~ " . I"-• 0.4 '\. 0.6 [\ \ 0.8 '. \ 1.0 \ 1.2 1.4 \ \ ·1.6 :, . -- 1.8 .t I\ . ~ 2.0 z \ ~ I-2.2 \ "' 2.4 2.6 \ ~ • 2.8 I'\ I'\ \ 3:0 I\. ~ 3.2 .\ ~ \ 3.4 ~· \ 3.6 ~--3.8 \ "' "'~ 4.0 \ "' I'-l\: 4.2 r-. 100·. 1,000 10,000 105 .. STRESS,.psf Sample Depth/El. Visual Classification 'Y.i MC MC H20 Initial Initial Final • . 8-1 20.0 Sandy Clay 102.3 17.8 21.0 2880 -· GeoSoils, Inc, CONSOLIDATION TEST -~ ,<;l~ ~ 57 41 Palmer Way · Project: DE~ MAR CUSTOM HOMES, INC. · · . ~:;-Ifie. Carlsbad, CA 92008 t11;~ ~; Telephone: (760) 438-3155 Number: 4345-A-SC Fax: (760) 931-0915 Date: June 2004 Plate: D-5 / M. J. Schiff & Associates, Inc. · Consulting Corrosion Engineers -Since 1959 431 W. Baseline Road Claremont, CA 91711 Phone: (909) 626-0967 Fax: (909) 626-3316 E-mail lab@mjsclziff.com website: mjschiff.com Table 1 -Laboratory Tests on Soil Samples Sample ID Resistivity as-received saturated pH Electrical Co11d uctivity . Chemical Analyses Cations calcium Ca2+ magnesium Mg2+ sodium Na!+ Anions carbonate C032- Units ohm-cm ohm-cm ·mS/cm mg/kg mg/kg· mg/kg mg/kg ·bicarbonate HCOtmg/kg chloride c11• mg/kg sulfate sot mg/kg ()therTests ammonium NH/+ mg/kg nitrate N031• mg/kg sulfide s2-qual Redox mV t . .::, ; :· •. ·: :~~ •.. '~ .. _:' . ': :·..: t-:!., .t·' : ... t.<.~ ·~-. ·; :' Del Mar Custome Home Your #4345-A-SC, MJS&A #04-0759LAB 2-Ju,,-04 -:-:-~ < ,,,._." B-1 @0-5' 2,400 450 7.4 0.34 24 15 220 ND 168 145 247 na na na na Electrical conductivity in millisiemens/cm and chemical analysis were made on a 1 :5 soil-to-water extract. mg/kg= milligrams per kilogram (parts per million) of dry soil. Redox = oxidation-reduction potential in millivolts ND = not detected na = not analyzed W .0. 4345-A-SC Page 1 of 1 Plate D-6 ·. '>, ,•, .r : ... ·:, ~, •,.· ;·, .. _ ". ',··· •'. ,,: --'!,· \. ,',:,,. .' :.~r-, ;-;".,, ·, ... '\'1 .';. .,,_., ,.·:· ,.__, · .. ' ,·!,' ~' . ; ;.· ,:: ... , .. ~ ~. •\ __ .,,. ' .. :';. ' ,.. ' -'· . .,,- ._:;.._ . ., '-:. '7/· '.,-.. ',,!., ... , ; ~· ·' . ' ~ : ' : ,:-... I•.•_-. ~; . .,,,·,· ': ,',_ .. , 'r,. ... ' . -' '. ' .,_. -~ ,! ',,,: -., ,Y ., ~ .,, -_. . <.::.' ,;:: ~·,:-· ',,,._ ' \ •' .... , -': .. '· ... ,··,· .q• ' . . ,_._. ,,. ... _ ,; t .··,, r ', !" • .. : ,1' >-·. ....... -,-.. ', . :-"";-·. ' -\~' . : ', . ~, ' .. ,-., . ~--',' ,• ·'. . . .,:._, ...,,._ - .· ·.· .... l'' -~ ,, ··t•"i'· ,,-·._. ,,., ... ,, ;' ~-~ ,_ . ', . ,-·-._·1. y _. ,.' ··-,,'\,\ .,< ·l• , ..... .· : -··. . . ; ~ , ':, ~- . :_ .... _ .:_,1.,' _ _,;. l 1 ·-...,· ··. :, ~-. ·-;. ' ': .. .;~ ,'. ,";-... t :.,· '~ , .. . ' \: •; '. ,: ; ·.'· ·, ' . ;.;.,:, ·,,_i",<·-·:·: ::. ·;,?; ·._· .. ._1" ' < ·- ·'· --,.: i .. ~ ... _,, ~ ( ,, .. '•; . . . '' ,,. < .:. ·_., ... :·; .... ' --,, J.", ':.,· , ,-~ ' • -• j ~,-.... ,•.-- ' ' 'I }: ~ "> " ~.,··-~ ; ' ·,-_,, 1V,• .··',l ·,., : . -~' .... , '(._: ,,•_.\., • _ 1 ·• i· .~· _-,._ .. .. ,_ ;: i. ,--·, ' " ' ·,·,1..',,.. '.,•. <•_i,:·· ... ., ~~ ·: ... :JI ... . ,. - T• i '. ·. '·.--> -:·-. •',• I ,·. '< ,_:;. }. -··:..·. __ -, ' . APPENDIX E SLOPE STABILITY ANALYSIS INTRODUCTION OF GSTABL7 v.2 COMPUTER PROGRAM . . Introduction GSTAB~7 v.2 is a fully integrated slope stability analysis program. It permits the engineer to develop the slope geometry interactively and perform slope analysis from within a single program. The slope analysis portion of GSTABL7 v.2 uses a modified version of the_ popular STABL program, originally developed at Purdue University. GSTABL7 V,.2 performs a two dimensional li'mit equilibrium analysis to compute the factor · of safety for a layered slope. using the simplified Bishop or Janbu methods. This program can be used to search. for the most critical surfa_ce or the factor of safety . may be determined for specific surfaces. GSTABL7, Version 2, is programmed to handle: 1. . Heterogenous soil systems 2. Anisotropic soil strength properties 3. Reinforced Slopes 4. Nonlinear Mohr-Coulomb strength envelope 5. Pore water pressures for eff~ective stress analysis using: a. · Phreatic and piezometric surfaces b. Pore pressure grid c. R factor d. Constant pore water pressure 6. Pseudo-static earthquake loading 7. -Surcharge boundary loads 8. Automatic generation and analysis of an unlimited number of circular, noncircular and block-shaped failure surfaces 9. Analysis of right-facing slopes 1 o. Both SI and Imperial units General Information If the reviewer wishes to obtain more information concerning slope stability analysis, the following pub_lications may be consulted initially: · 1. · The StabHity of Slopes, by E.N~ Bromhead, Surrey University Pres·s, Chapman and Hall, N.Y., 411 pages, ISBN 412 01061 5, 1992. 2. Rock Slope Engineering. by E Hoek and J.W. Bray, Inst. of Mining and Metallurgy, · London, England, Third Edition, 358 pages, ISNB 0 900488 573, 1981. ' 3. Landslides: Analysis and Control, by R.L. Schuster and R.J. Krizek (editors), Special -Report 176, Transportation Research Board, National Academy of Sciences, 234 pages, ISBN 0 309 02804 3, 1978. . GeoS,;,ils, J,ae. GSTABL7 v.2 Features The present version of GSTABL? v.2 contains the following features: 1. Allows user to· calculate factors ·of safety for static stability and dynamic·stability situations .. · 2. Allows user to analyze stability situations with different failure modes. 3. Allows user to edit input for slope geometry and calculate corresponding factor of . safety. 4. · Allows user to readily review on-sere.en the input slope geometry. . . 5. Allows user to automatically generate and analyze unlimited number of circular, non-circular and block-shaped failure surfaces (i.e., bedding plane, slide plane, etc.). · Input Data Input data includes the following items: . . 1. Unit weight, residual cohesion, residual friction angle, peak cohesion, and peak friction angle of fill material, ·bedding plane, and bedrock, respectively. Residual cohesion and friction angle is used for static stability analysis, where as peak cohesion.and friction angle is for dynamic stability analysis. 2. Slope geometry and surcharge boundary loads. 3. Apparent dip of bedcling plane can be specified in angular range (i.e., from Oto 90 degrees. · 4. Pseudo-static earthquake loading (an earthquake loading of 0.11 i was used in the analysis). Seismic Discussion · . Seismic stability analyses were approximated using a pseudo-static approach. The major difficulty in the pseudo-static approach arises from the appropriate selection of the seismic coefficient used in the analysis. The use of a static inertia force equal to this acceleration during an earthquake (rigid-body re$ponse) would be extremely _conservative for several reasons including: (1) only low height, stiff/ dense embankments or embankments in confined areas may respond essentially as rigid structures; (2) an earthquake1s inertia force is enacted on a mass for a short ·time period .. Therefore, replacing a transient force by a pseudo-static force representing the maximum acceleration is considered unrealistic; (3) assuming thattotal pseudo-static loading is applied evenly throughout the embankment Del Mar Custom fiomes, Inc. File:e:\wp9\4300\4345a.pge GeoSoils, Inc. Appendix F Page2 for an extended period of time is an incorrect fl.Ssumption, as the length of the failure surface analyzed is usually much greater than the wave length of seismic waves generated by earthquakes; and (4) the seismic waves would place portions of the mass in- compression and some in tension, resulting in only a limited portion of the failure surface analyzed moving in a downslope direction, at any one instant of time. -The coefficients usually suggested by regulating agencies, counties and municipalities are in the range of 0.05g to 0.25g. For example, past regulatory guidelines within the city and , county of Los. Angeles indicated that the slope stability pseudostatic coefficient = 0.15 i. . . · The method developed by Krinitzsky, Gould, and Edinger (1993) which was in turn based on Taniguchi and Sasaki, 1986, (T&S, 1986), was referenced. This method is based on empirical data a·nd the performance of existing earth embankments during seismic loading. Our review of "Guidelines for Evaluating and Mitigating Seismic Hazards in California (Davis, 1997) indicates the State of California recommends using pseudo-static coefficient of 0.15 for design earthquakes of M 8.25 or greater and using 0.1 for earthquake parameter M 6.5. Therefore, for conservatism a seismic coefficient of 0.11 i was used in our analysis. Output Information Output information includes: 1. All input data. 2. Factors of safety for the ten most critical surfaces for static and pseudo-static stability situation. - 3. High quality plots can be generated. The plots include the slope geometry, the critical surfaces and the factor of safety. · 4. Note, that in the analysis, a minimum of 100 trial surfaces were analyzed for each . section for either static 6r pseudo-static analyses. . Results of Slope Stability Calculation. Table E-1shows parameters used in slope stability calculations. Summaries of the slope stability analysis are presented in Table E-2. Detailed output information is presented in Figures E-1 through E,-5. The locations of the geologic cross-sections are presented on Plate 1. The geologic cross-sections, used for analysis, are presented on Plate 2. Del Mar Custom Homes, Inc. · File:e:\wp9\4300\4345a.pge · G~o~oils, lne. Appendix F Page3 'Gross A-A' Gross 8-B' Surficial TABLE F-1 SOIL PARAMETERS USED Artificial Fill 400 Tertiary SantiaQo Formation , SpO TABLE F-2 SUMMARY OF SLOPE ANALYSIS ±14-Foot High Fill Slope 1.2:1 2.13 Located Above a 6-Foot High Retaining Wall ±18-Foot High Fill Slope 1.4:1. 2.32 Fill Sia es 1.2:1 1.97 GeoSoils, lne. 30 32 1.81 Bishop, modified 1.88 Bishop, modified NIA ·~· ·~ I ... , ... (II) .. ;r !' !=> ~ ~ ~ CJl I )> I en (') 3! D) -Cl) m I .... ' DEL MAR CUSTOM-4345.,.A-SC SECTION A-A' "'STATIC-1.2:1 SLOPE 80 c:\program files\g72sw\4345aa.pl2 Run By: GEOSOILS 6/18/04 12:50PM # FS a 2.127 b 2.160 C 2.167 Soil Soil Total Saturated Cohesion Friction Pore Pressure Piez. II : Load · Value . I Desc. , Type Unit ~t Unit Wl Intercept . Angle: Pressure C~nstant Surface ' Ll 300 psf No. (pet) (pcf) (psf) (deg), Param. · (psf) No. Tsa 1 120.0 125.o· 550:0 32.0: 0.00 0.0 0 d 2.168 e 2.169 FILL 2 · 12q.O 125.0 400.0 30.0 • 0.00 0.0 0 f 2.170 ' g 2.176 I h 2.211 i 2.215 60 1 ... d. ?~2.i~ ----.. ---:!" -' -.. ,-.. ';-----.... -.. ------.... --... ,---.. ----..... ---, ----":' ----. ---.. -------...... --.... --.. •1 .. --~ --... -------.. ----- ' iiil 40 I---------. ---~ -. -. -.. ; .... --.. ---... -. --. ... . 4 Ll 2 :I 20 l ~ J )· ,. ~)---',---------+---------:------_: ____ -------------l : . : 0 0 20 40 60 80 fOO GSTABL7 v.2 FSmin=2.127 Safety Factors Are Calculated By The Modified Bishop Method GSTABL:. i o. = .,, .. i ~ p .,:. ~ .,:. 01 I l> I en 0 .,, m ,+ CD m I I\) DEL JVIAR _CUSTOM-4345-A-SC SECTION A-A' -SEISMIC 1.2:1 SLOPE 80 # FS a 1.811 b 1.818 C 1.823 d 1.836 c:\program files\g72sw\4345aas:pl2 Run sy:· GEOSOILS 6/1~/04 12:53PM Soil Soil Total Saturated Cohesion .Frictiorl Pore Pressure Piez . Desc. Type Unit:'i\lt. Unit Wt. Intercept Angle: Pressure Constant Surface No. (paf) (pct) (psf} (deg) , Param. (psf) No. Tsa 1 120.0 125.0 550.0 32.0 : 0.00 0.0 O FILL 2 120.0 125.0 400:0 . 3(i.O • 0,00 0.0 0 : Load Value • Ll 300 psf Peak(A) 0.280(g) -~h Coef. 0.120(g)< . e 1.841 f 1.848 g 1.849 h 1.850 I 1.884 60 1-1-j_ j._89§ -----------.. -.-• --------~ ---,_ -.. -----:---------.. .:. .. -------_, --1 --:---------------.. -..... ":, , -· ----.-------.. ------- a 40 ------------------=-~-----------------4 2 LI 20 l ,, .. , t J' _ ~L --'r--------l,,--.,---------------1--------____ -----l o.____ _______ ....__ _______ _._ _______ ~ _______ __,_ _______ ...., 0 20 40 60 8() 100 GSTABL7 v.2 FSmin=1.811 GSTABL7 .. Safety Factors Are Calculated By The Modified Bishop Method ~ 0 . .,:ii. c,., .,:i,. (11 I )> 'I Cl) 0 a I ., ... Ii) . .. . ;' !' :!! I» .... CD m I c,., •. •, DEL MAR CUSTOM-4345-A-SC SECTION B-B' -STATIC--1.4:1 SLOPE SQ c:\program fi!es\g72sw\4345bb.pl2 ~un By: GEOSOILS · 6/18104 12:59PM # FS a 2.318 b 2.349 C 2.351 Soil Soil: Total Saturated Cohesion Friction Pore Pressure Piez. II Load : Value j Desc. Type: Unit WL Un!t Wt. lntercflpl Angle Pressure Const;ant S_urface Lt : 300 ps~ No. , (pcf) (pcf) (psf} (deg) Param. (pfif) Np. · Tsa 1 · 120.0 125.0 550.0 32.0 0.00 0.Cl o d 2.352 FILL 2 • 120.0 125.() 400.0 30.0 0.00 O.Q 0 e 2.356 f 2.361 g 2.365 h 2.369 i 2.369 60 1-t y 2:371 C I ' I ' • ---------~----------.--------:··----------------~-------------1·---~-------------~----~---------------- 40 ---~------------,------------------,------- 2 /2 a 4 -.. ---.. -----•t • ----• --, ---.. .2,.. -• --r ...... • "" ---.. ---_ . }It< ;£5 ?? : -----.. ----------~: ----------~ -------~ ------------. ---f J -~-----------------20 2 , -----' 5 : 1 0 0 20 40 60 80 100 GSTABL7v.2 FSmin=2,318 GSTABL:. Safety Factors Are Calculated By The Modified Bishop Method 120 f & 0 ., .... fll .. ;' ~ ~ !=> ~ ~ .s:i,. (J1 I > I (I)· 0 3! I» .... ~ m I .s:i,. 1: DEL MAR CUSTOM-.4345-A-SC SECTION B-B' -SEISMIC-1.4:1 SLOPE 80 c:\program files\g72sw\4345bbs.p12 Run By: GEOSOILS 6/18/04 01 :02PM # FS Soil Soil : Total Saturated Coheston Friction Pore Pressure Piez. Load : Value a 1.875 b 1.888 C 1.897 '. d 1.899 Desc. Type: Unit Wt. Unit WI. lntercflpt Angl~ Pressure Consi;ant Surface , No. , (pct) (pcf) {psf} (deg) Param. (psf) . No. Tsa 1 : 120.0 125.0 550.0 32.0 0.00 . O.Cl O FILL 2 I 120.0 125.0 400.0 30.0 0.00 0.0 0 LI O 300 psf Peak(A) 1).280(9) kh Coef, Q.120(g)< e 1.899 . . f 1.902 g 1.911 h 1.912 i 1.913 60 1-\-·t 1.:914, ---------~ ------.. ------~ ----:------.. ---.:, -------~ -.. --.... --........ --.. ---: ----, .. -.. .:. --... --.. ----~ ---... -... ---.. ~ -.. --- I a . . I . ··:3,£ ~ • ') ~ . . if · I - 40 f----------. ------, --. ---------. --~ --,------..,,.... • --------rTll----------,· --. ---------2. ----, --~ -----·--• 20 f '2 ,I~/----~-. -. ----~-~: -. ---. -----. -----_:_. -.. --.. ---------~ ---------------- 1 0 0 20 40 60 80 100 120 GSTABL7 v.2 FSmin=1.875 GSTABL .• Safety Factors Are Calculated By The Modified Bishop Method :i: ·s:, .a:. (A) .a:. c.n I )> I en (') [ 0 ., ... ~ ... .9-i = ft • .,, m .+ (I) . m I c.n ,, ~ SURFICIAI.,. SLOPE STABILITY FOR FILL SLOPES SLOPE ANGLE i {degreesj = VERTICAL DEPTH OF SATURATION z (ft) = SATURATED SOIL UNIT WEIGHT ysat (pcf)= UNIT WEIGHT OF VVATER yw (pcf) = EFFECTIVE COHESION C' (psf) = EFFECTIVE FRICTION ANGLE <I> (degrees)= INPUT PARAMETERS 39.8 4 125 62.4 400 · 30 OUTPUT CALCULATIONS SLOPE ANGLE IN RADIANS 0.694641 EFFECTIVE FRICTION ANGLE IN RADIANS 0.523599 FACTOR OF SAFt=TY = 1.97 .....---------------, ~ ~ ,::: ,~· ''·•' '.._'.\' ~-:· _\ :·/~://-, ,. ,.' / .-,:· . ... { ·~··- 'i-·-•• ,-. ,..: , ,• . -~. . ·· __ ; ... _, . , '. '~-', ', _.,...- ·~ ... ~_· :,""<. j. --,~. :, ' ~-. , . .. -, ... ·-1 < .,, ,.,. __ ,. -· ·' _·_:· ., , '' ·.,,, ... ' ', .'- -1 ''. I-'\ ,,' ' ,,-. -r.· _,·. '., l ~ ·""-- , .... ' ~ = ,, •)' ·,, ,>;- ~ . ' ' : , .~ . ; -.. ' .-::-)• .... ,.,-l_ :.;- ,,;,_·· . :~ ; ' ···{ , .. _ .. _..,._,._, ,., -~-·.-:.\. ·,'}.-·:,•, ~:>-.. ;-. ',_":: ~- ''J .,._ I I '''•, • L' .. '.,"'-, .,_.,' -, .):::..··.t. ·::"'. , •• ,--•;,,I. ;; ' : ~ .. =:.- ~' ... ~ '::_'··'··"'-.·. ., :-"- ,t, •,,,I . ' •-.I: •. • ~ n -1•, '' r, l1'-•, !' •. , .... ~'-' -' -' .~ . '/'· ·' ,,•, . .-.. . < ~ -I• 1" ,: ,;;:~ :_,.: • ··.;. , . ':)·' -_, ., ·-,',: ,.·,,1 , __ ,,.·, '\ '.'f· -~·---; ' ' .. -~:., . .. ,, .-.· . '~, ,. ,, l,_,: ,'.'··-'!' • • J ' ·. ~ : ·.·: ·~ . ' .- :-. . ', ~ ~ ~ .. __ . .i •• -• > •,,.i_ '; - :· ··-,' ,.,_,, ~- _ .. ::,. ~. •.-:~ '' :,, ..... .-_, .. ,•. ·,· ' l '·,,,.,, • . ,;-, . ~., .x-"_,_. .··1 .-·-·· ,, _\ ;_ .. '-., ::~· ••• ·-t' '. p I ._ - t' -·:. -' ,,,,..' )·.'.',· -.t'.' .,. ; ' . . ~ ::· ·>.-,-:,-<·,,-' ',, •, ~ ' ' ..... ~ .. :-· ... _ \. ' -·,., . ,..\ ' . ..,, . i ... '',•\,, ,r.· .' -. ~ ,·-4, , ' ~ :,, •'. ... ,, ,_. . ~ ·~--, _, -.,. '. :;-/' '' ·._,, ':, ', ·_ .• :·-:i ; .. _., :,,..--1 ' , , . , .. .,, -. : - , . ., ,::•, '' ' ' _·1.· __ -,: _ _,:,:, ·, '•',• ·;-' -~; ,\_ ,'• ~-" ' ·.,·:, . \. ~ ,,',i ,_, f•. ·. ) . -~ ' ,,• ' ...... "'" ~-·. ' '•IL- .. (: ,.- ~.:. :_·.--=::-." ,_ ..... -' ~: : .. ~-::-: .' .·. ":-·, .. ~·· '· >, GENERAL EARTHWORK AND GRADING GUIDELINES General· These guidelines present general._procedures and requirements for earthwork and grading as shown on the approved grading plans,. including preparation of areas to filled, placement of fill, installation of subdrains and. excavations. _The recommendations contained in th_e geotechnical report are part of the earthwork and grading guidelines and would supercede-the provisions contained hereafter' in the case of conflict. Evaluations perfo'rmed by the consultant during the course of grading may result in new recommendations which could supersede these guidelines or the recommendations contained in the geotechnical report. · The contractor is responsible for the satisfactory completion· of all earthwork in accordance with pr~visions of the project plans and specifications. The project soil engineer and engineering geologist (geotechnical consultant) or their representatives should provide observation. and testing services, and ·geotechnical consultation· during the duration of the project. · EARTHWORK OBSERVATIONS AND TESTING Geotechnical Consultant Prior to the com·mencement of grading, a qualified geotechnical consultant (soil engineer · and engineering geologist) should be employed for the purpose of observing earthwork procedures and testing the fills· for conformance with the recommendations of the geotechnical report, the approved grading plans, and applicable grading codes and ordinances . . The geotechnical consultant should provide testing and observation so that determination may be made that the work is being ~ccomplished as specified. It is the responsibility of the contractor to assist the consultants and keep them apprised of anticipated work schedules and changes, so that they may schedule their personnel accordingly. ~ . All clean-outs, prepared· ground to receive fill, key excavations, and subdrains should be observed and documented by the project engineering geologist and/or soil engineer prior to placing and fill. It is the contractors's responsibility to notify the engineering geologist and soil engineer when such areas are ready for observation. Lab~ratory and Field Tests . Maximum dry density tests to determine the degree of compaction should be performed in accordance with American Standard Testing Materials test method ASTM designation D-1557-78. Random field c6mpaction·tests should be performed in accordance with test method ASTM designation D-1556-82, D-2937 or D-2922 and D-3017, at intervals of approximately 2 feet of fill height or every 100 cubic yards of fill placed. These criteria GeoSoils, lne. would vary depending on the soil conditions and the size of the project. The location and frequency of testir.ig would be at the discretion of the geotechnical consultant. Contractor's Responsibility All clearing, site preparation, arid earthwork performed on the project should be conducted by the contractor, with observation by geotechnical consultants and staged approval by the governing agencies,,as applicable. It is the contractor's responsit?ility to prepare the ground surface to receive the fill,.to the satisfa~tion of the soil engineer, and to place, spread, moisture . condition, . mix and · compact the fill in accordance with the . recommendations of the soil engineer. The contractor should _also remove all major non- earth material considered unsatisfactory by the soil engineer. It is the sole responsibility of the contractor to provide adequate equipment and methods to accomplish the earthwork in accordance with applicable grading guidelines, codes or agency ordinances, and approved grading plans. Sufficient w~tering apparatus and compaction equipment should be provided by the contractor with due consideration for the fill material, rate of placement, and climatic conditions.. If, in the opinion of the geotechnical consultant, unsatisfactory conditions such as questionable weather, excessive oversized rock, or deleterious material, insufficient support equipment, etc., are . resulting in a quality of work that is not acceptable, the consultant will inform the contractor, and the contractor is expected to rectify the conditions, and if necessary, stop work until conditions are satisfactory. During construction, the contractor shall properly grade all surfaces to maintain good drainage and prevent ponding of water. The contractor shall take remedial measures to control surface water.and to prevent erosion of graded areas until such time as permanent drainage and erosion cont~ol measures have been installed .. ~ SltE PREPARATION All major vegetation, including brush, trees, thick grasses, organic debris, and other deleterious material should be removed and disposed of off-site. These removals must be concluded prior to placing fill. Existing fill,. soil, alluvium, colluvium, or rock materials determined by the soil engineer or engineering geologist as being unsuitable in-place should be removed prior to fill placement. pepending upon the soil conditions, these materials may be reused as compacted fills. Any. materials incorp~rated as part of the compacted fills should be approved by the soil engineer. Any underground structures such as cesspools, cisterns, mining shafts, tunnels, septic tanks, wells, pipelines, or other structures notlocated prior to grading are to be removed or treated in a manner recommended by the soil engineer. Soft, dry, spongy, highly fractured, or otherwise unsuitable ground extending to such a depth that surface· Del Mar Custom Homes, Inc. File:e:\wp9\4300\4345a.pge GeoSoils, lne. Appendix F Page2 processing cannot adequately improve the co.ndition should be overexcavated down to firm ground and approved by the soil engineer before compaction and filling operations continue. Overexcavated and processed soils which have been properly mixed and moisture conditioned should be re-compacted to the minimum relative compaction as specified in these guidelines. · · Existing ground which is determined to be satisfactory for support of the fills should be scarified to a minimum depth of 6. inches or as directed by the -soil engineer. After the · scarified ground is brought· to optimum moisture content or greater and mixed, the materials should be compacted as specified herein. If the scarified zone is grater that 6 inches in depth, it may be necessary to remove the excess and place the material in lifts restricted to about 6 inches in compacted thickness. Existing ground which is not satisfactory to support compacted fill should be overexcavated as required in the geotechnical report or by the on-site soils engineer and/or engineering geologist. Scarification, disc-harrowing, or other acceptable form of mixing should continue until the soils are broken down and free of large lumps or clods, until the working surface is reasonably uniform and free from ruts, hollow, hummocks, or other uneven features which would inhibit compaction as described previously. Where fills are to be placed·on ground with slopes steeper than 5:1 (horizontal to vertical), the ground should be ·stepped or benched. -The lowest bench, which will act as a key, · should be a minimum of 1 S feet wide and should be at least 2 feet deep into firm material, and approved by the soil engineer and/or engineering geologist. In fill over cut slope conditions, the recommended minimum width of the lowest bench or key is also 15 feet with the key founded on firm material, as designated by the Geotechnical Consultant. As a general rule, unless specifically recommended otherwise by the Soil Engineer; the minimum width of fill keys should be approximately equal to ½ the height of the slope. Standard benching is generally 4 feet (minimum) vertically, exposing firm, acceptable material. Senchihg may be used to remove unsuitable materials, although it is understood that the vertical height of the bench may exceed 4 feet. Pre-stripping may be considered for unsuitable materials in excess of 4 feet iri thickness. · All areas to receive fill, including processed areas, removal areas, and the toe of fill benches should be observed and approved by the soil engineer and/or engineering geologist prior to placement of fill. Fills may then be properly placed and compacted until design grades (elevations) are attained. COMPACTED FILLS Any earth materials imported or excavated on the property may be utilized in the fill provided that each material has been determined to be suitable by the soil engineer. Del Mar Custom Ho11Jes, ln_c. File:e:\wp9\4300\4345a:pge GeoSoils, Ine. Appendix"F Page3 These materials should be free of roots, tree branches, other organic matter or other deleterious materials.· All unsuitable materials should be removed from the fill as directed by the soil engineer. Soils of poor gradation, undesirable expansion potential, or substandard strength characteristics may be designated by the consultant as unsuitable · and may require blending with other soils to serve as a satisfactory fill material. · Fill materials derived from benching operations should be dispersed throughout the fill area and blended with other bedrock derive_d material. Benching operations should not result in the benched material being placed only within a single equipment width away from the fill/bedrock contact: .Oversized materials defined as rock or other irreducible materials with a maximum dimension greater than 12 inches should not be buried or placed in fills unless the location of materials and disposal methods are specifically approved by the soil engineer. Oversi'zed material should be taken off-site or placed in accordance with recommendations -of the·soil engineer in areas designated as suitable for rock disposal. Oversized material should not be placed within 10 feet-vertically of finish grade (elevation) or within 20 feet horizontally of slope faces. To facilitate future trenching, rock should not be placed within the range of foundation excavations, future utilities, or.underground construction unless specifically approved by the soil engineer and/or the developers representative. If import material is required for grading, representative samples of the materials to be utilized as compacted fill should be analyzed in the ·laboratory by the soil engineer to determine its physical properties. If any material other than that previously tested is encountered during grading, an appropriate:analysis of this material should be conducted by the soil engineer as soon as possible. - Approved fill material should be placed in areas prepared to receive fill in near horizontal layers that when compacted should not exceed 6 inches in thickness. The soil engineer may approve thick lifts if testing indicates the grading procedures are such that adequate compaction is being achieved with lifts of greater thickness. Each layer should be spread evenly and blended to attain uniform!ty of material and moisture suitable for compaction. Fill layers at a moisture content less than optimum should be watered and mixed, and wet fill layers should be aerated by scarification or should be blended with drier material. Moisture condition, blending, and mixing of the fill layer should continue until the fill materials have. a uniform moisture content at or above optimum moisture. After each layer has been eve~ly spread, moisture conditioned ~nd mixed, it should be L:1niformly compacted to a minimun:i of 90 percent of maximum density as determined by ASTM Test Designatioh, 0-1557-78, or as otherwise recommended by the soil engineer. Compaction equipment should be adequately sized and should be specifically designed for soil compaction or of proven _reliability to. efficiently achieve the specified degree of compaction. Del Mar Custom Homes, Inc. · File:e:\wp9\4300\4345a.pge GeoSoils, lne. Appendix F Page4 ' ' Where tests indicate that the density of any layer of fill, or portion thereof, is below the required relative compaction, or improper moisture is in evidence, the particular layer or portion shall be re-worked until the required density and/or moisture content has been . attained. No ~dditional fill shall be placed in an area until the last placed lift of fill has been tested and found to meet the density and moisture requirements, and is approved by the soil engineer. Compaction of slopes should be accomplished by .over-building a minimum of 3 feet horizontally, and subsequently trimming back to the· design slope configuration. Testing shall be perforrned as the fill is elevated to evaluate compaction as the fill core is being developed. Special efforts may be necessary to attain the specified compaction in the fill slope zone .. Final slope shaping should be performed by trimming and removing loose materials with appropriate equipment. A final determination of fill slope compaction should be based on observation andfor testing ·of the finished slope face. Where compacted fill slopes are designed steeper than 2: 1 (horizontal to vertical), specific material types, a higher minimum relative compaction, and special grading procedures, may be recommended. If an alternative to over-building and cutting back the· compacted fill slopes is selected, then special effort should be made to achieve the required compaction in the outer 1 o feet of each lift of fill by undertaking the following: 1. An extra piece of equipment consisting ofa heavy short shanked sheepsfoot should be used to roll (horizontal) parallel to the slopes continuously as fill is placed. The sheepsfoot roller should also be used to roll perpendicular to the slopes, and extend out over the slope to provide adequate compaction to the face of the slope. 2. Loose fill should not be spilled out over the face of the slope as each lift is compacted. Any loose fill spilled over a previously completed slope face should be trimmed off or be subject to re-rolling. 3. Field compaction tests will be· made in the outer (horizontal) 2 to 8 feet of the slope at appropriate vertical intervals, subsequent to compaction operations. 4. After completion of the slope, the slope face shoufd be shaped with a small tractor and then re-rolled with a sheepsfoot to achieve compaction to near the slope face. Subsequent to testing to verify compaction, the slopes should be grid-rolled to achieve compaction to the slope face. Final testing should be used to confirm compaction after grid rolling. · 5. Where testing indicates less than adequate compaction, the contractor will be responsible to rip, water, mix and re-compact the slope material as necessary to achieve compaction. Additional testing should be performed to verify compaction. 6. Erosion control and drainag·e devices should be designed by the project civil engineer in compliance with ordinances of the controlling governmental agencies, Del Mar Custom Homes, Inc. File:e:\wp9\4300\4345a.pge GeoSoils, Ine. Appendix F Page5 and/or in accordance with the recommendation of the soil engineer or engineering geologist. SUBDRAIN INSTALLATION Subdrains should be installed· in approved ground in accordance with the approximate alignment and details indicated by the geotechnieal consultant. Subdrain locations or materials should ~ot be changed or modified without approval of the geotechnical consultant. The soil engineer ahd/or engineering. geologist may recommend and direct changes in subdrain line,· grade and drain material in the field, pending exposed conditions. The location of constructed subdrains_should be recorded by the project civil engineer. EXCAVATIONS. Excavations and cut slopes should be examined during grading by the engineering geologist. If directed by the engineering geologist, further excavations or overexcavation and re-filling of cut areas should be performed and/or remedial grading of cut slopes should be performed. When. fill over cut slopes are to be graded, unless otherwise · approved, the cut portion of the slope should be observed by the engineering geologist prior to placement of materials for construction of the fill portion of the slope. The engineering geologist should observe all cut slopes and should be notified by the contractor when cut slopes are started. If, during the course of grading, unforeseen adverse or potential adverse_ geologic conditions are encountered, the engineering geologist and soil engineer should investigate, evaluate and make recommendations to treat these problems. The need for cut slope buttressing or stabilizing should be based on in-gradi_~g evaluation by the engineering geologist, whether anticipated or not. Unless otherwise specified in soil and geological reports, no cut slopes should be excavated higher or steeper than that allowed by the ordinances of controlling governmental agencies. Additionally, short-term stability of temporary cut slopes is the contractors responsibility. Erosion control and drainage devices should be designed by the project civil engineer and should be constructed in compliance with the ordinances of the controlling governmental . agencies, and/or in accordance wiih the recommendations of the soil engineer or .engineering geologist. Del Mar Custom Homes, Inc. File:e:\wp9\4300\4345a.pge GeoS,dls, lne. Appendix F Page6 COMPLETION · Observation, testing and consultation by the geotechnical consultant should be conducted during the grading operations in order to state an. opinion that all cut a,:id filled areas are graded in accordance with the approved project specifications. After completion of grading and after the· soil engineer and engineering geologist have finished their observations of the work, final reports should be submitted subject to review by the controlling governmental agencies. No further excavation or filling should be undertaken without prior notification of the soil engineer and/or engineering geologist. · All finished cut and fill slopes_ should be protected from erosion and/or be planted in accordance with the project specifications and/or as recommended by a landscape architect. Such protection and/or planning should be undertaken as soon as practical after completion of grading. JOB SAFETY General At GeoSoils, Inc. (GSI) getting the job done safely is of primary concern. The following is the company's safety considerations for use by .all employees on multi-employer construction sites. On ground personnel are at highest risk of injury and possible fatality on grading and construction projects. GSI recognizes that construction activities will vary on each site and that site safety is the prime responsibility of the contractor; however, everyone must be safety conscious and responsible at all times. To achieve our goal of avoiding accidents, cooperation between the client, the contractor and GSI personnel must ·be maintained. In an· effort to minimize risks associated with geotechnical testing and observation, the following precautions are to be implemented for the safety of field personnel on grading and _construction projects: ' · Safety-Meetings: GSI field personnel are d1rected to attend contractors regularly scheduled and documented safety meetings. Safety Vests: Safety F_lags: Safety vests are provided for and are to be worn by GSI personnel at all times when they are working in the field. Two safety flags a.re provided to GSI field technicians; one is to be affixed to the vehicle when on site, the other is to be placed atop the spoil pile on all test pits. · Flashing Lights: · All vehicles stationary in the grading area shall use rotating or flashing amber beacon, or strobe lights, on the vehicle during all field testing. Del Mar Custom Homes, Inc. File:e:\wp9\4300\4345a.pge · GeoSoils, Jne. Appendix F Page? While operating a vehicle in the grading .area, the emergency flasher on the vehicle shall be activated. lri the event that the contractor's representative observes any of our personnel not following the above, we request that it be brought to the attention of our office. Test Pits Location, Orientation and Clearance The technician is responsible for selecting test pit locations. A primary concern should be the te_chni.9ians's safety. Efforts will be made to coordinate ·locations with the grading contractors authorized representative, and to select locations following or behind the established traffic pattern, preferably outside of.currenttraffic. The contractors authorized representative · (dump man, operator, supervisor, grade checker, etc.) should direct excavation of the pit and safety during the test period. Of paramount concern should be the soil ·technicians safety and obtaining enough tests to represent the fill. Test pits.should be excavated so that the spoil pile is placed away form oncoming traffic, whenever possible. The technician's vehicle is to be placed next to the test pit, opposite the spoil pile. · This necessitates ·the fill be maintained in a driveable condition. Alternatively, the contractor may wish to park a piece of equipment in front of the test holes, particularly in small fill areas or those with limited access. · A zone of non-encroachment should b~ established for all test pits. No grading equipment should enter this. zone during the testing procedure. The zone should extend approximately 50 feet outward from the center of the test pit. This zone is established for safety and to avoid excessive ground vibration which typically decreased test results. When taking slope tests the technician should park the vehicle directly above or below the test location. If this is· not possible, a prominent flag should be placed at the top of the slope. The contractor's representative should effectively keep all equipment at a safe operation distance (e.g., 50 feet) away from the slope during this testing. . . T~e technician is directed to withdraw from th~ active portion of the fill as soon as possible following testing. The technician's vehicle should be parked at the perimeter of the fill in a highly visible location, well away from the equipment traffic pattern. The contractor should inform our personnel of all changes to haul roads, cut and fill areas or other factors that may affect site access and site safety. In the event that the technicians safety is jeopardized or compromised as a result of the contractors failure to comply with any of the above, the technician is required, by company policy, to immediately withdraw and notify his/her supervisor. The grading contractors representative will eventually be contacted in an effort to effect a solution. However, in the interim, no further testing will be performed until the situation is rectified. Any fill place can· be considered unacceptable and subject to reprocessing, recompaction or removal. Del.Mar.Custom Homes, Inc. File:e:\wp9\4300\4345a.pge GeoSoils, IJie. Appendix F Page a j In the event that the soil technician does not comply with the· above or other established safety guidelines, we request that the cc;mtractor brings this to hisfher attention and notify this office. Effective communication and coordination between the contractors representative and the soils technician is strongly encouraged in order to implement the above safety plan. Trench and Vertical Excavation It is the contractor1s responsibility to provide safe access into trenches where compaction testing is needed. Our personnel are directed not to enter any excavation or vertical cut which: 1) is 5 feet or deeper unless shored or laid back; 2) displays any evidence of instability, has any loose rock or other debris which could fall into the trench; or 3) displays any other evidence of any unsafe conditions regardless of depth. All trench excavations ·or vertical cuts in excess of 5 feet deep, which any· person enters, should be shored or laid back. Trench access should be provided in accordance with CAL-OSHA and/or state and local standards. Our personnel are directed not to enter any trench by being lowered or 11riding down11 on the equipment. If the contractor fails to provide safe access to trenches for compaction testing, our company policy requires that the soil technician withdraw and notify his/her supervisor. The contractors representative will eventually be contacted in an effort to effect a solution. All backfill not tested due to safety concerns or other reasons could be subject to reprocessing and/or removal. If GSI personnel become aware of anyone working beneath an unsafe trench wall or vertical excavation, we have a legal obligation to put the contractor and owner/developer on notice to immediately correct the situation. If corrective steps are not taken, GSI then .has an obligation to notify CAL-OSHA and/or the proper authorities. Del Mar Custom Homes, Inc. File:e:\wp9\4300\4345a.pge · GeoSoils, lne. Appendix F Page9 CANYON SUBDRAIN DETAIL TYPE A PROPOSED COMPACTED FILL SEE ALTERNA TJ'{gS TYPE B ________ ...,. ___________ ...... _____________ _ PROPOSED COMPACTED FILL SEE ALTER NA TJVES N.OTE: ALTERNATIVES, LOCATION AND EXTENT OF SUBDRAINS SHOULD BE DETERMINED BY THE SOILS ENGINEER AND/OR ENGINEERING GEOLOGIST·DURING GRADING. PLATE EG-1 CANYON SUBDRAIN ALTERNATE DETAILS ALTERNATE 1: PERF=ORATED PIPE AND FILTER MATERIAL A-1 ·FILTER MATERIAL. . SIEVE SJZE PERCENT PASSING. 1 INCH ,100 ·3/4 INCH 90-::,100 3/8 INCH 40-100 No.· 4 . 25-40. NO. 8 18-33 .No. 30 ~s-1s· ·No. 50 .0-7. NO. 200 . 0-3 ALTERNATE 2: PERFORATED PIPE, ·GRAVEL AND~FILTER FABRIC A-2 5• MINIMUM OVER~~, PERFORATED PIPE: SEE ALTERNATE 1 GRAVEL: CLEAN 3/ 4 INa-1 ROCK OR APPROVED SUBSTITUTE FILTER FABRIC: MIRAFI 140 OR APPROVED SUBST11UTE PLATE EG-2 DETAIL FOR FIL-L SLOPE TOEING OUT ON FLAT ALLUV_IA TE-0 C.ANYON TOE .OF SLOPE AS SHOWN ON GRADING PLAN ORIGINAL GROUND SURFACE TO BE RESTORED WITH COMPACTED FILL _ :2::~Gl_:L_:c_:~U~~ BACKCU~~ARIES. FOR DEEP REMOVALS./...., r - BACKCUT ~-\~SHOULD BE MADE NO (~~ _ _ STEEPER·THA~:1 OR AS NECESSAR~~,-ANTICIPATED ALLUVIAL REMOVAL · ~ DEPTH PER SOIL ENGINEER. ~} / . -. FOR SAFETY --......E:5::.,CONSID ERA TIONS7 1 ~~/\ . ~\\~~~ PROVIDEA 1:1 MINIMUM PRO~CTIONFR~ T; ;;- SLOPE AS SHOWN ON GRADING PLAN TO THE RECOMMENDED REMOVAL DEPTH. SLOPE HEIGHT, SITE CONDITIONS AND/OR LOCAL CONDITIONS COULD DICTATE FLATTER PROJECTIONS. REMOVAL ADJACENT TO EXISTING FILL ADJOINING CANYON FILL . . . --~-----------------~ ....... --. PROPOSED ADDITIONAL COMPACTED F.ILL COMPACTED FlLL LIMITS LIN;\ . . ~\ TEMP.CRARY COMPACTED FILL ~ ~ . ).,FOR DRAINAGE ONLY ---_..- . Qa-f . .,~<0, Oaf //aai (TO BE REMOVED) IEXISTING,COMPACTED FILU ~',,, -~" ~~\~~/~\ k~~~ LEGEND_ '7/AYJ)h{~!'/\ :,, \\ TO BE REMOVED BEFORE Qaf · ARTIFICIAL FILL PLACING ADDITIONAL COMPACTED FILL Qal . ALLUVIUM PLATE EG-3 -u r )> -I rn m G> I +' TYPICAL STABILIZATION / ~UTTREss· _FILL DETAIL 15° TYPICAL 1-2· ---· ""::J ~< ,,, (' ;ry_>-.\ OUTLETS TO _BE ,SPACED AT 100' MAXIMUM INTERVALS, AND SHALL EXTEND 12· BEYOND THE. FACE PF SLOPE AT TIME OF, ROUGH GRADING COMPLETION. DESIGN FINISH SLOPE ~ . ~\\ -,, ., . 15' MINIMUM BLANKET FILL IF RECOMMENOEO BY THE SOIL ENGINEER l...r-m-wi\.\\\Vif\\{lb------ 4• DIAMETER NON-PERFORATED OUTLET PIPE ANO BACKDRAIN (SEE ALTERNATIVES) 3'MINIMUM KEY DEPTH ' . ' '\ .TYPICAL STABILIZATION / BUTTRESS SUBDRAIN DETAIL I.· MINIMUM PIPE 7J r )> -i m n, G) I U1 ~ :::, ~ ~ :2: ri 2· MINIMUM FILTER MATERIAL: _MINIMUM OF FIVE FP /LINEAR Fl OF PIPF OR FOUR FP/LINEAR Ft OF PIPE WHEN PLACED ll'f SQUARE CUT TRENCH, .AJ..Tl;RNATIVE IN LIEU OF FILtEB MATERIAL: GRAVEL MAY B ENCA~ED IN APPROVED FILTER FABRIC. FILTER FABRIC SHALL BE MIRAFI 140 OR EQUIVALENT. FILTER FABRIC SJJALL BE LAPPED A MINIMUM OF 1 r ON ALL JOINTS. MINIMUM 1.• DIAMETER PIPE: ABS-ASTM D-2751, SOR 35 OR ASTM ·o-1527 SCHEDULE 40 PVC-ASTM D-3034, SPR 35 OR ASTM D-1785 SCHEDULE 40 WI.TH A CRUSHING . ,, '. ' ' STRE~GTH· OF 1,000 POUNDS MINIMUM, AND A MINIMUM OF 8 UNIFORMLY SPACED PERFORATIONS PER FOOT OF PIPE INSTALLED WITH PERFORATIONS OF BOTTOM OF PIPE. . . PROVIDE CAP AT UPSTREAM END OF PIPE. SLOPE AT 2% . .. -. TO OUTLET PIPE, OUTLET PIPE TO BE CONNECTED TO SUBDRAIN PIPE WITH TEE OR ELBOW. . NJTE:: 1. TRENCH FOR OUTLET PIPES TO BE BACKFILLED WITH ON-SITE SOIL • 2. BACKDRAINS AND LATERAL DRAINS SHALL BE LOCATED AT ELEVATION OF EVERY BENCH DRAIN. F=IRST DRAIN LOCATED AT ELEVATION JUST ABOV~ LOWER LOT GRADE. ADDITIONAL DRAINS MAY BE REQUIRED AT THE DISCRETION OF THE SOILS ENGINEER AND/OR ENGINEE~ING_ QEOLOGIST. FILTER MATERIAL SHALL BE OF THE FOLLOWING SPJ:;CIFICATION· OR AN APPROVED EQUIVALENT: SIEVE SIZE PERCENT PASSING 1 INCH 100 3/ 4 INCH 90..,...100 3/8 INCH 40-100 N0.4 25-40 NO. 8 18-33 NO, 30 5-15 NO.SO 0-7 NO.200 0-3 GRAVEL SHALL BE OF THE FOLLOWING SPECIFICATION OR AN APPROVED EpUIVALENT: ' SIEVE SIZE PERCENT PASSING 1 1/2 INCH.. 100 NO. 4 50 NO. 200 B SAND EQUIVALENT: MINIMUM OF 51 FILL OVER NATURAL DETAIL SIDEHILL FILL COMPACTEO FILL TOE OF SLOPE AS SHOWN ON BRADING PLAN I I PROVIDE A 1:1 MINIMUM PROjECTION FROM DESIGN TOE OF SLOPE TO TOE OF KEY ~ AS SHOWN ON AS BUILT NATURAL SLOPE TO BE RESTORED WITH .BENCH WIDTH MAY VARY ''f J ]3 MINIM~M -0 r )> -f rn rn G) I Ol NOTE: 1. WHERE THE NAtURAL, SLOPE APPROACHES OR EXCEEDS THE 1S' MINIMUM KEY WIDT 2'X 3' MINIMUM KEY DEPTH 21 MINIMUM IN BEDROCK OR APPROVED MATERIAL. I DESIGN SLOPE RATIO, SPECIAL RECOMMENDATIONS WOULD BE PROVIDED BY THE SOILS ENGINEER. 2, THE NEED FOR AND DISPOSIJION OF DRAINS WOULD BE DETERMINED BY THE SOILS ENGINEER BASEO UPON EXPOSED CONDITIONS. FILL OVER C.UT .DETAIL. CUT/FILL CONTACT 1. AS SHOWN ON GRADING PLAN MAINTAIN MINIMUM.15' FILL SECTION FROM BACKCUt TO FACE OF FINISH SLOPE ----------- 2. AS SHOWN ON AS· BUILT H ORIGINAL· TOPOGRAPHY ,,, I\' r~' -l/1\ BEDROCK ~R APPROVED MATERIAL 7J r )> -I .m rn G) I . -....:i COMPACTED. FILL LOWEST BENCH WIDTH ' 15' MINIMUM OR H/2 NOTE: THE CUT PORTION OF THE SLOPE SHOULD ~E EXCAVATED ANO EVALUATED BY THE SOILS ENGINEER AND/OR ENGINEERING GEOLOGIST PRIOR TO CONSTRUCTING THE FILL PORTION. -0 r )>, -I rn rn G) I 00 STABILIZATION. F.ILL FOR UNSTABLE MATERIAL EXPOSED IN PORTION OF CUT SLOPE NATURAL SLOPE REMOVE: UNSTABLE MATEijlAL ~ t WM1N1MuM !~i:qsEo FJl:IISHEP !iR!-oia ~ OR APPROVED MATERIAL REMOVE: UNSTABLE MATERIAL . IX\irl'\W;;;;,;:r_J[J• MINIMUM TILTED BA.CK · ·. . . . IF RECOMMENDED BY THE SOILS ENGINEER ANO/OR ENGINEERING 14--, -... -w2. GEOLOGIST, THE REMAINING CUT PORTION or= THE SLOPE MAY ·--__ I.__ -f/ = REQUIRE REMOVAL AND REPLACEMENT WITH COMPACTED FILL. NOTE: 1. SUBDRAINS ARE NOT REQUIRED UNLESS SPECIFIED BY SOILS ENGINEER AND/OR ENGINEERING GEOLOGIST, 2. ·wr SHALL DE EQUIPMENT WIDTH (15'1 FOR SLOPE HEIOHTS LESS THAN 25 FEET. FOR SLOPES GREATER., THAN 25 FEET ·w· SHALL BE DETERMINED BY THE PROJECT SOILS ENGINEER AND /OR ENGINEERING GEOLOGIST. AT NO TIME SHALL •w• BE LESS THAN H/2. L) £: -; rn rn. G) I lO SKIN FILL OF NATURAL· GROUND ORIGINAL SLOPE 15" MINIMUM TO BE MAINTAINED FROM PROPOSED FINISH SLOPE FACE TO. BACKCUT--.... ~ 3" MINIMUM KEY DEPTH /MINIMUM KEY WIDTH NOTE: 1. THE NEED >.ND DISPOSITION OF DRAINS WILL BE DETERMINED! BY THE SOILS ENGINEER AND/OR ENGINEERING GEOLOGIST BASED ON FIELD CONDITIONS. · 2. PAD OVEREXCAVATION AND RECOMPACTION SHOULD BE PERFORMED IF DETERMINED TO BE NECESSARY BY THE ·SOILS ENGINEER AND/OR ENGINEERING GEOLOGIST. -0 r )> -I n, m G) I -Jo C) O.A YL·IGHT CUT LOT DETAIL RECONSTRUCT COMPACTED FILL SLOPE AT 2:1 OR FLATTER .. (MAY INCREASE OR DECREASE· PAD AREA). OVEREXCAVATE AND RECOMPACT --- REPLACEMENT FILL AVOID ANO/OR Cl,.EAN UP SPILLAGE OF MATERIALS ON· THE NATURAL SLOPE NOTE: 1. 2. SUBDRAIN AND KEY .WIDTH REQUIREMENTS WILL BE DETERMINED BASED ON EXPOSED SUBSURFACE CONDITIONS ANO THICKN~SS OF OVERBURDEN. PAD OVER EXCAVATION AND RECOMPACTION SHOULD BE PERFORMED IF DETERMINED NECESSARY BY THit. SOILS ENGINEER AND/OR THE ENGINEERING GEOLOGIST. TRANSITION LOT DETAIL CUT LOT (MATERIAL "TYPE TRANSITION) -------------- PAO GRADE TYPICAL BENCH ING CUT-FILL LOT (DA YUGHT TRANSITION) MUM PAO GRAOE NOTE: * DEEPER OVEREXCAVATION MAY BE RECOMMENDED BY THE SOILS ENGINEER AND/OR ENGINEERING GEOLOGIST IN STEEP CUT-FILL TRANSITION AREAS. - PLATE EG-11' SETTLEMENT PLATE AND RISER DETAIL 2· X 2· X 1/4" STEE·L PLATE STANDARD 3/4· PIPE NIPPLE WELDED TO TOP OF PLATE. ~----+---3/4• X 5• GALVANIZED PIPE, STANDARD PIPE TH READS TOP AND BOTTOM. EXTENSIONS THREADED ON B.OTH ENDS AND ADDEO IN 5.• INCREMENTS. 3 INCH SCHEDU-LE .40' PVC PIPE SLEEVE. ADO IN -S"INCREMENTS WITH GLU~ JOINTS. FINAL GRADE -! J[ . ! MAINTAIN 5' CLEARANCE OF HEAVY EQUIPMENT. --'-+. -1..J\,-MECHANICALLY HANO COMPACT IN 2"VERTICAL -,+ • -,-JI.,-LIFTS OR ALiERNATIVE SUITABLE TO AND 1.,._· ~-lllt ._ ____ _.,., --ACCEPTED BY THE SOILS ENGINEER. 1 s· -s· 1 I I s· : /1 MECHANICALLY HAND COMPACT THE INITIAL s· ) VERllCAL: WITHIN As• RADIUS OF PLATE BASE. / ' -/ ,- ,/ ' / ' -' :•::• •• :.·:-:·.· • •••••••••• BOTTOMOFCLEANOUT . . . . . . . . . . . . .......... . PROVIDE A MINIMUM 1" BEDDING OF COMPACTED SAND NOTE: 1. LOCATIONS OF SETTLEMENT PLATES SHOULD BE CLEARLY MARKED ANO READILY VISIBLE-(RED FLAGGED) TO EQUIPMENT OPERATORS. 2. CONTRACTOR SHOULD MAINTAIN CLEARANCE OF A S'RAOIUS OF PLATE BASE AND WITHIN 5' (VERTICAL) FOR HEAVY EQUIPMENT. FILL WITHIN CLEARANCE AREA SHOULD BE HANO'COMPACTEO TO PR-OJECT SPECIFICATIONS OR COMPACTED BY ALTERNATIVE APPROVED BY THE SOILS ENGINEER. 3. AFTER S'(VERTICALl OF FILL IS IN PLACE, CONTRACTOR SHOULD MAINTAIN A 5.:.RADIUS EQUIPMENT CLEARANCE FRQM RISER. · · 4. PLACE ANO MECHANICALLY HAND COMPACT INITIAL 2' OF FILL PRIOR TO ESTABLISH ING · . THE INITIAL_READING. _ 5. IN THE EVENT OF DAMAGE TO THE SETTLEMENT PLATE OR EXTENSION RESUL ilNG FROM EQUIPMENT OPERATING WITHIN THE SPECIFIED CLEARANCE AREA, CONTRACTOR SHOU LO IMMEDIATELY NOTIFY THE SOILS ENGINEER AND SHOULD BE RESPONSIBLE FOR RESTORING THE SETTLEMENT PLATES TO WORKING ORDER: 6. AN ALTERNATE DESiGN AND METHOD OF INSTALLATION MAY BE PROVIDED AT THE DISCRETION OF THE SOILS ENGINEER. PLATE EG-14 ), ,,' TYPICAL SURFACE ·sETTLEMENT MONUMENT FINISH GRADE. ------...........;;;,;.;;.,;;;;.:._ ____ ..., --------------..----------- -------+-3/a· DIAMETER X s· LENGTH CARRIAGE BOLT OR EOUIVA~T • DIAMETER X 3 1/l9 LENGTH HOt:.E "4---+-CONCRETE BACKFILL PLATE EG-15 _; •. TEST PIT SAFETY DIAGRAM SIDE VIEW { NOT TO SCALE ) TOP VEW 100 FEET SD FEET SPOIL PILE APPROXIMATE CENTER / CF TEST PIT· ... ttf u. 0 in .. FLAG { NOT TO SCALE ) 50 FEET PLATE EG-16 OVERSIZE Roc·K DISPOSAL VIEW NORMAL TO SLOPE FACE PROPOSED FINISH GRADE 1 O' MINIMUM (El . c:::,:::, cJ:J 00 co ,..., 1'5' MINIMUM (Al · (Bl 00 ~ 00 20' MINIMUM D (GJ 00 c::o QC:) cO oO CXllF1 VIEW PARALLEL TO SLOPE FACE PROPOSED FINISH GRADE 1 o• MINIMUM (E) is• MINIMUM 0000-: =~ ..c:::::J 15" MINIMUM ~ . 3• MINIMUM IGJ C:) OCXX) NOTE: (Al ONE EQUIPMENT WIDTH OR A MINIMUM OF 15 FEET. (Bl HEIGHT AND WIDTH MAY VARY DEPENDING ON ROCK SIZE AND TYPE OF . EQUIPMENi. LENGTH OF WINDROW SHALL BE NO GREATER THAN 100" MAXIMUM. (Cl IF APPROVED BY THE SOILS ENGINEER ANO/OR ENGINEERING GEOLOGIST. WINDROWS MAY BE PLACED DIRECTLY ON COMPETENT MATERIAL OR BEDROCK PROVIDED ADEQUATE SPACE IS AVAILABLE FOR COMPACTION, · :- (DI ORIE.NTATION OF WINDROWS MAY VARY BUT SHOULD BE AS RECOMMENDED BY . THE SOILS ENGINEER AND/OR e·NGINEERING GEOLOGIST. STAGGERlNG OF WINDROWS IS NOT NECESSARY UNLESS RECOMMENDED. (!;) CLEAR AREA FOR UTILITY TRENCHES, FOUNDATION_S AND SWIMMING POOLS. (F) ALL FILL OVER AND AROUND ROCK WINDROW SHALL BE COMPACTED TO 90% RELATIVi: COMPACTION OR AS RECOMMENDED. · . IG) AFTER FILL BETWEEN WINDROWS IS'PLACEO ANO COMPACTED WITH THE LIFT OF FILL COVERING WINDROW, WINDROW SHOULD BE PROOF ROLLED WITH A Q .... g DOZER OR EQUIVALENT. VIEWS ARE DIAGRAMMATIC ONLY. ROD< SHOULD NOT TOUCH ANO VOIDS SHOULD BE COMPLETELY FILLED IN. PLATE RD-1 ROCK :DISPOSAL 'PITS VIEWS ARE DIAGRAMMATIC ONLY. ROO< SHOULD NOT TOUCH . AND VOIDS SHOULD BE COMl?LETELY FILLED IN. FILL LIFTS COMPACTED OVER ROCK AFTER EMBEOMENT ,--------~--·' I I GRANULAR MATERIAL I ,---------,_ 1 · 1 COMPACTED FIL~ I I I I SIZE OF EXCAVATION TO BE COMMENSURATE WITH ROCK SIZE ROCK DISPOSAL LAYERS I I I I I I GRANULAR SOIL TO FILL VOIDS.3 · FCOMPACTED FILL DENSIFIEO BY FLOODING --, ---------..._ . . .,, . LAYER ONE ROCJ< HIGH o~rxm::K ..... . ------------.... --------- ' PROPOSED FINISH GRADE' . PROFILE ALONG LA YER I~· MINIMUM OR BELOW LOWEST UTIU . ---------------~ 2-0· . ..... ........ ,t-......... -~ ' ..... -COMPACTED FILL ', . -----. ~ ~-',,' ~ . . ~ FILL SLOPE LAYER ONE ROCK HIGH PLATE RD-2 L ,,.-, :. CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 1 CF-lR -Project Title .•.•.••.•• 4CCA-104 Date .. 06/16/04 12:56:09 Project Address ..•..... 2652 LA COSTA AVE CARLSBAD, CA Documentation Author .•. DONALD E. CHANEY ******* *v6.0l* ******* Building Permit# Construction Computer Analysis 10660 Village Rd. Plan Check/ Date Moreno Valley, CA 92557 n4-785-8679 Field Check/ Date Climate Zone ..•...•..•• Compliance Method .••.•• 07 MICROPAS6 v6.01 for 2001 Standards by Enercomp, Inc. MICROPAS6 v6.0l User=lf:-MP0974 File-4CCA104 Wth-CTZ07S92 Program-FORM CF-lR User-Construction Computer Ana Run-RESIDENCE Component Type Wall Roof Door FloorExt SlabEdge SlabEdge GENERAL INFORMATION Conditioned Floor Area •••.. Building Type •..••••...•.•. Construction Type ..•...•.• Building Front Orientation. Number of Dwelling Units •.. Number of Stories •..•.....• Floor Construction Type .•.• Glazing Percentage •.••.•••. Average Glazing U-factor •.. Average Glazing SHGC ..•.... Average Ceiling Height ..•.. 3198 sf Single Family Detached New Front Facing 206 deg (SW) 1 2 Slab On Grade 19 % of floor area 0.58 Btu/hr-sf-F 0.65 9.6 ft BUILDING SHELL INSJJLATION Frame Cavity Sheathing Total Assembly Type R-value R-value R--value U-factor Location/Comments Wood R-13 R-0 R-13 0.088 Wood R-30 R-0 R-30 0.035 None R-0 R-0 R-0 0.330 Solid Wood Wood R-19 R-0 R-19 0.048 TO GARAGE None R-0 R-0 F2=0.760 To Outside None R-0 R-0 F2=0.510 To Outside FENESTRATION Over- Area u-Exterior hang/ Orientation (sf) factor SHGC Shading Fins Location/Comments Door Front (SW) 48.0 0.550 0.650 Standard None Vinyl/Wood Patio Door Wind Front (SW) 89.3 0.600 0.650 Standard None Vinyl/Wood Operable Wind Left (NW) 102.0 0.600 0.650 Standard None Vinyl/Wood Operable Door Back (NE) 144.0 0.550 0.650 Standard Yes Vinyl/Wood Patio Door Wind Back (NE) 144.8 0.600 0.650 Standard None Vinyl/Wood Operable Wind Right (SE) 79.3 0.600 0.650 Standard None Vinyl/Wood Operable . . . ·1 . ., .. POOR · ·.QUALITY· . ~; . r, i ! . · · 0"RIGINAL S I . . . • . . -~;-. -NOV.;..09-2004 TUE 10: 08 AM CITY OF CARSLBAD FAX NO. 760 602 8558 P. 05 1-"' ) ""'" "",., ~llf~ Carlsbad _ _..,......;;..;.~-.;..-.,-----------Tllll!lm----· Building Pennit Plan Check Number; Project Address: A.P.N.: Project Applicant (Owner Name): Project Description: Building Type: Residential: s uare reet of Llvin Second. Dwelling Unit: Square Feet of Living Area i : SOU Residential Additions: ·Net Square Feet -New Area CommerciaVlndustrial: Square Feet -Floor Area City Certification of Applicant Information: Carlsbad Unified School District 622$ Bl Camino Real Carlsbad CA 92009(331-.5000) Encinitas Union Sc:hool District 101 So\lth Rancho Santa Fe Rd Encinitas, CA 92024 (944-4300 cxt.166) certification of Applicant/Owners. The pel'80n executing this clectaratia -rowne · · · jliry that (1) the Information provided above ia c;:orrect a~ true to the best ofthe 0wn· -• knowledge, and that tho Owner will file ~n amended c;ertmcation of payment and pay the additional fee if Ow!,er request, •n increase in the number of dwelling units or square foota9~ after the building permit is issued or if the initial ~etermination ,1 units or square footage is found to be incorrect, and thar (2} the owner is the owner/developer of the above described p . {&); or that the person executing this deciaration is authoriZed to sign behalf of tt,e Signanue: Dat1t: Revised 4120/00 635 Faraday ~enue • Carlsbad, CA-: ·;aooB-7314 • (760) 602-27 0 ,g, atlAir1,.. r,,,-,., ·-•Ar -171::.M'i. e::n~_.,"'74 · .. _ r=A ~ t7~n\ en.-, 1:11:::&:D NOV-09-2004 TUE 10:09 AM CITY OF CARSLBAD FAX NO. 760 602 8558 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be comple1ec;t" py·the · .chool distrlct(s)) P. 06 ...................... **••·············· .............. ~ ............................................ . THIS FORM.INDICATES THAT THE SCHOOL .. ISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR _.ILL BE SATISFIED. SCHOOL DISTRICT: : ' 1fhe undersigned, being duly authorized by the appti ~bfe School District, certifies thattht:t developer, builder, or owner has satisfied the obliga on for school facilities. This is to certify that the applicant listep on page 1-has paid alt amount$ "r completed other applicable school mitigation determined by the School District. The Ci· :.; may issue building permits for-this project. SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL TITLE NAME OF SCHOOL DISTRICT DATE PHONE NUMBER Revised 4/20/00 4¢&(/ EricJ. Hall · · Ass~endent, Business . VN1QIV NMt .. , . . ' . ;. ·.; j NOV-09~2004 TUE 10:07 AM CITY OF CARSLBAD ·I._. ~-~· • • . FAX NO, 760 602 8558 P. 03 ff_~ I PAYMENT F SCHOOL FEES OR IGATION This form must be completed by the City. the applicant, and the a propriat~ school districts and returned to the City prior to issuing a bl.lilding permil The City will not issue any buildi . permit without ·a completed school fee form. Project Name: __!,~..:.~.:.i~~,3-=· ~'..;;;~;..__,.c:=:,.!:~-1-----~---------- ,Building Permit Plan Check Number: Project :Addre$s: .A.P.N.: Project Applicant (Owner Name): · Project Description: Buil~irtg Type: Residential: Second Dwelling Unit: Square Feet of Living Area Residential Additions: ·Net Square Feet New· Area ~ CommerciaVlndustrial: Square Feet Floor Area City Certification of Applicant lnfQrmation: Sigmuure: Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 (331-SOOO) S Pieguito Union High School District 7 O Encinitas Blvd. · initas, CA 92024 (753-6491) 635 Faraday JiLVJ~m ~ Carlsbad, CA 92008-7314 • (760) 802-7' o e. ,n .• u .. -,.._, •-• ...... ·-l'7t:i:n\ ~n-,_?71 • l=AX f7RO\ An::>..R~~R @_ *1.0~ NOV-09'-2004 TUE 10:ua AM CITY OF CARSLBAD FAX NO. 760 602 8558 SCHOOL DISTRICT SCHOOL .:EE CERTIFICATION (To be completed by the ~hool district(s)) P. 04 ..................... .,,,, ..................... :,,................................. ..~ .................................................. ..,,.., ... _ THIS FORM .INDICATES THAT THE SCHOOL ·1sTRICT REQUIREMENTS FO~ THE PROJECT HAVE BEEN OR ILL BE SATISFIED. SCHOOL DISTRICT: , The undersigned, being duly authorized by the appli ... : ble School District, certifies that th~ developer, builder, or owner has satisfied the obligat .-:n for sch_ool facilities. This is to certify'that . the applicant listed on page 1 has paid all amounts ·:completed other applicable school mitigation determined by the School District. The Ci ·. may issue building permits for this project. SIGNATURE OF AUTHORIZED SCHOOL OISiRICT OFFICIAL TITLE NAME OF SCHOOL DISTRICT DATE PHONE NUMBER ·' !. :; j . . . l ; ENCINITAS UNION SCHOOL DISTRICT j { 101 SOUTH RANCHO SANTA FE. RD. ·1 : ENCINl1~S. CALIF. 92024-4308 . ", _, ,..,._ t tAII ~.1,UUCAD-IA WA~T(WAT(R ---,...,Dl~TRICT- April 14, 2005 :pfanning Department Gty of c.arlsbad To Whom It MayO>ncem: -· BOARD OF DIRECTORS DAVID KULCHIN, PRESIDENT LOISE. HUMPHREYS, VICE PRESIDENT JUDY K. HANSON, DIRECTOR SAMUEL A. SMALLEY, DIRECTOR ELAINE SULLIVAN, DIRECTOR PAUL J. BUSHEE, GENERAL MANAGER This letter is to certify that the property located at 2652 La Costa Ave., in c.arlsbad, (APN 216-280-1300), has sewer seivice available through the Leucadia Wastewater District. Sewer connection fees have been paid sufficient for th!;! proposed development. · If you have any questions or require any additional information please do not hesitate to contact me.@ 760 753-0155 Sincerely, ~ Frank Reynaga Field Seivices Specialist 1960 LA COSTA AVENUE, CARLSBAD, CA 92009 · PHONE 760.753.0155 · FAX 760.753.3094 · LWWD.ORG · INFO@LWWD.ORG -, Customer Account lnfonnation Accourtt/D: 16722 PennltNo: 010261 T-ype: 01 Connected: No Dlre,;t BIiied: No Lot#: 342LCS5 EDU Amount Notes: 1.00 194.00 4/14/200512:45 PM Customer No: Date Entered: APN No: 2162801300 Name: Street#: DEYOUNG,W 2652 Street Name: La Costa Avenue City: Carlsbad Zip: 92009 CB042640, 2652 LA COSTA AV CBAD BRAMBLE RESIDENCE ·----..... \--' -·· ~ 3,198 SF HOUSE, 734 SF GARAGE RESDNTL SFD Lot#: BRAMBLE RICK 7 [ c;,[ c, <1 \n Lss d ; Ck/ . { ~&¢1'//""~l.P (l'"V 7/11.,.,j 0'-1 -~ C UY\ ~,/4$/y/fios" ~=INQ BllllOY-r;l-.u \__._ ~ 0. c, ·O , ---FIREAPPR/FORM . -0 ~v)· • -=======HEAl.ffl~~ I 0/2 q I 01.j &,,,._ w #$ Iv £,,, ,.... [!, IL i.{) I Cl ..f' .L ;i~'~6 10 91~~ -· -J 1/ J I~ ;I '/ ~.A )'--N'PUCM1' APPUCMT ~~_;_Ji /4N~ Jft,vJ ( ~ ldd# ~ Gk~ .f~ . ~ _: :·~ ~ 11for ~ := CWc ~(fad~ f:::t; ~ . . ¾u/cr~~ 1 l [tlflo<\ Y l"~s Q,.,fP - 0 / ,1 [o 5 ~~ l?~. i--v-~ -r(d C, c.,e C1rod?..-7 h.if-r'v+--/ 't 1J5 ?J"":'.5 -l-~0\-ed ~'°~'t"j J..;i,1-<i ~ f@-R, . I ~ -4-tlJ L 1 t--0 t,J I ~ QA, cliJi. f . ;Ii,"' k ~/NanO.~ If\\ (\)@LU 61'5 t)\Q,f'I Gl'\l\ 0,-\:D ~ ~ \QC£t>\f~ ek MU$e_Gt0 \ct. fJo~-~~ · " 't i . r ., I ' ; City of Carlsbad .., 1635 Faraday Av Carlsbad, CA 92008 10-24-2005 Plan Check Revision Permit No:PCR05175 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: 2652 LA COSTA AV CBAD PCR Status: Lot#: o Applied: Valuation: 2162801300 $0.00 CB04-2640 Construction Type: NEW Entered By: Reference #: Project Title: Applicant: BRAMBLE RICHARD BRAMBLE RESIDENCE TRUSS REVISIONS 24821 STANHOPE #F DANA POINT CA 92629 Plan Check Revision Fee Additional Fees Plan Approved: Issued: Inspect Area: Owner: BRAMBLE RICHARD 2.4821 STANHOPE #F DANA POINT CA 92629 Total Fees: $120.00 Totc;1I Payments To Date: $120.00 Balance Due: Inspector: FINAL APPROVAL Date: Clearance: ISSUED 09/08/2005 MOP 10/24/2005 10/24/2005 $120.00 $0.00 $0.00 . NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions.• You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review.set ~side, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar ~pplication processing or service fees in connection with this project. NOR DOES IT APPLY to any f x i n f-whi v · · I · · r · hi f limi i n h r vi I h rwi ,._ FOR OFFICE USE ONL V ~ PLAN CHECK No.CK,. \ \ ' PERMJ.T APPLICATION ' CITY OF CARLSBAD BUILDING DEPARTMENT 1635 _Faraday Ave., Carlsbad, CA 92008 EST. VAL _________ _ Plan Ck. Deposit ________ _ Validated.By __ -+-+----,~=--- Address (include Bldg/Suite #) Business.Name (at this address) Legal Description Lot No: Subdivision Name/Number . Unit No, Phase No. Total# of units Assessor's Parcel # T&.\JS-5. Proposed Use Description of Work #of Stories # of Bedrooms # of Bathrooms . . l~~iil'.~[P.li(!!~~'MW,!ifi!li~1~!iflll~~~~~~"i u;~~'i¾~~:,,,~;:~:~~~.rJ.Q'i.;~1~tii'i~,1:~1,tii1;~t~~rr~:1ti~~t'Ai~~1~~~f1~~-~t1,~,ti~flli'<!.~JffiWili~il~1~\\ic~i~.tl-l~Nfit~,~'Mt'ii'7t11ifJ]la~,~:iJ,%~tll-!,"'.~~ .~;r:--. . &/tQ:e-~ s~ . . . . . . N111ne . Address · j'.:ity S.tate/Zip Telephone # ffl{~ijO:liiltM~-~---~-Wi,~'!~'rit?~'ttii\\i!.1t'&~ti~:j~,%;~;i]}:ft'.l}i}Ii~~f_\~;,f~~l~~~l@r;!f;~~'W,,;lli!J.'lii:i,\~~1t~~~)~;)]\W®\!t/Jt.i:\~J,~f,(,lt.;,~fj.y~",1,{!i,;{tfl,{i:iJlfi (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter; lmprove,-demollsh or repair any structure, prior to its Issuance, a{so requires the applicant for such permit to file a signed statement that he Is licensed pursuant to the provisions .pf the Contractor's License Law (Chapter 9, commending with Sectio!l 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 applic~nt for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500)1. Name Address Ci.ty State/Zip Telephone# State License II _....,......,..._a..... ____ _ License Class -----,--------~-City Business License # ____ __. ____ _ Designer Name Address 'City State/Zip Telephone State License # ----,-------- /.(l;i/.1,~,W.ij!lJD~.M8'.8#1Ml~~~~t).ifj):Ji,,J.~l~ffMffi:f:iiJ~W!'.~l®:f~)lil_~~lt~:g;;~.§'t~~&]~f&l(~;l~~~l~lJ:~10'.~:¥-.\:i~~~i~~f[~'~i~~1~~-~J1~~;,,;h1:rit~{~;~~,;~~1rx:i,;~~:,::; Workers' CQmpensation Declaration: I hereby·afflrm under penalty of perjury one of the following c;leclarations: [j I have.and will maintain a certificate of consent to se_lf-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. O I have and will maintain workers' compensation, ·111 required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My worker's-compensation insurance carrier and policy number are: Insurance Company _______ ......,.______________ Polley No. ____ .,________ Expiration Date _______ _ (THIS SEc;:TION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS_ ($100) OR·-LESS) 0 CERTIFICATE OF EXEMPTION: I certify that in the performance of the· work for which this permit Is issued, I shall not employ any person in aliy man~er so as ·to become subject to the Wqrkers' Compensati9n·Laws of Califomla. WARNING: Faiiure to secure workers' companaetlon conrage la unlawful, and ahal subject an employer to criminal penalties and civil fines up to one hundred thousand doHaril ($100,000), In addition to the coat of compensation, damages as provided fol"ln Section 3706 of the tabor code, 'interest and attomey's fees. SIGNATURE._'-'-----'----------.,...------,-,-------------DATE---,------,,-.--- ra1'1lllOCbWrtU\'ii/i.if/~f~~Alj;~7l~Je~j--!\ih\1~~\;if~i:i~Ji\i:J:,t•~J.i;l.l1ff.:-ll~l!i,1i1f~r,~(iif~i; \;\:r,~,;ifi1~~1l,i/lf,(;1H~»t:~t:•-:,1:tr·~':r;\~\!•,ii ,, ;;,_;,:1,1··r; t.:;•; ., {"'·, ""' t,, ,"," ., , , ,. , -, ~, -, .. bi, , , .. • .,J_ ,_,•~~.:.:1Ji!i.~. 1, ~blf.,..,-n!!l•'-,f,.•,i Ii .1~. ·~ ~~w:fo: 1: .. !!f1r",.-,~,l-l::i .. ,:-~, ",iii~ ~11,.,., ! .. '\.,, ":~L .,,.,,, ..... ~.~ 111!1,_,.~,1 .. -. •• rhereby affirm that ·I am exempt from the Contractor's License Law for the following reason: · 0 I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's Llcenaa Law does not apply to an owner of property who builds or improves thereo~. and who does such work himself or through his own employees, provided that such Improvements are not intended or offered for sale, If, however, the building or improvement is- sold within one year of completion, the owner-builder will have the·burden of proving that he did not build or improve for the purpose of sale). 0 . I, as owner of the property, am exclusively contracting_ with licensed contractors to construct the project (Sec, 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to-the Contractor's License Law). · · 0 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. . I (have / have.not) signsd an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number): 4. I plan to provide portions of the work, but I have hired the-following person to coordinate, supervise and provide the major work (include name / address / phone number/ contractors license number): _______________ _,_ ______________________________ _ 5, I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type of work): __ .....,. _____ _,_ _____ ,.... ______________ .....,,.... ____ -'---------~------------- PR0PERTY OWNER SIGNATURE ___________________ -,--.,...--DATE_-.:. ______ _ !¢9Mili.fffl'[iji~(CJjQl(IQffi'NQ--P.f'N:~B!:1,l~lNlll~iiitiiimim,iM}v'>":~Ji\.li~;ili1fi.~l~i~illsi1;;1,&.\{J!t,t<>',~~±-'i-t;,itt"0;,i(lp·11~111,ftm.,\-"iic··-~·-f:;{~fi,t•.;,,-.1; ... ·1,"-l,':c;i" :,:M,i"""'j:;· .,..,,., .... , ~ .,, . -t~ ., ,:.,.;;..,.,,_ .._ , ... , •.• ~••\!"AJ,,, .. , "' • ,,, ,l,"~1J'-~;!'~ .... , ~ .. ,i;f'lii."fi1:,:1M: U.'it#~•·l~'iM.-w•ft:~~it-:,i;i~~ .. ~ 't-li:'!~ ,~.,.:-:'tfm1ti}i;i,,,;:'i~ .J1~~t.1J<1i 1t.-,~.t,;~,:.·,),::i,"'..,\V:'1·~1\;,·;·~i:'f::.;.\•-: Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program undsr Sections 26505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 0 YES O NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 YES O NO Is the facility to ~e ccmstructed within 1,000 feet of the outer boundary-of a school site 7 0 YES O NO IF ANY dF 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. llii§.~tilltl!Y~.9:Nll~IJNIIIJ!rt1V~3'-i]~~~l'l.ii.1~~~i'B'~i1#f~;~'if-i!WLl~lrir.~i:{X,lliW~fit,l::,if:i:it;\s~t:I+;\~t8,it?.}:!(~;Pt1.ii~i-'\\~l.-.~ir~:.,i:f.t,;~;:; , ... :1· '-i.\ ; ;:,~ ;,.::-[.·,::·,\ti',,::;,.~-~:. I hereby·affirm that there is II construction lending agency for the perfon:nani:e of the work for which this permit is issued (Sec. 3097(i) Civil Code). LENDl:R'S NAME______________ LENDER'S ADDRES$ _______ ~---------------- ltmiif«ffl!~-irj---i~~j~[~J~}Gfi!J;i;'.i,)},~;1;):t,~j~~~l~~t~if~il{J,/1i,f~\1f,.J:tii~~~if1iti'rt\{f{ifr/@~~lg%(¥./t~\;11ii~,,I;i1Wti!/iJii1l~LijaJJef.:0~\\:1t1i,t:;t.it-~;~{it~'.i?}Mtt1, I certify that I have read the application and state that the !lbove information is correct and that-the informat/on on the plans Is accurate: I agree to cqmpiy with all City ordinances 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 6'0# deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the buildJng 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 comm~nced 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 commenced for a,period of 180 days (Section 106.4.4 Uniform Building Code). APPLICANT'S SIGNATURE ------------------...------DATE ------------ WHITE: File YELLOW: Applicant PINK:·Finance Job Name: LA COSTA PROJECT Truss ID: B2X BRG X-LOC REACT SIZE REQ'D 1 0-1-12 1098 3. SO" 1. 57" 2 29-6-4 1173 3.50" 1.50" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX DEFLECTION (span) : L/999 IN MEM 8-9 (LIVE) L= -0.20" D= -0.26" T= -0.46" CRITICAL MEMBER FORCES: TC COMP.!OUR.l/ TENS.!OUR.i CSI 1-2 -2582 1.25 / 512 1.60 o.75 2-3 -1751 1.25 / 398 1.60 o.54 3-4 -1743 1.25 / 396 1.60 0.38 4-5 -2294 1.25 / 450 1.60 o.74 BC COMP.rUR.r TENS.rUR.l CSI 6-7 -409 1.60 / 2385 1.25 o.59 7-8 -411 1.60 I 2381 1.25 o.54 8-9 -357 1.60 I 2101 1.25 o.51 9-10 -355 1.60 / 2101 1.25 0.82 WB COMP.(0UR.)/ TENS.rUR.l CSI 2-7 / 177 1.25 0.06 2-8 -859!1.25r 226 1.60 0.94 3-8 -106 1.60 / 683 1.25 o.24 4-8 -553 1.25 I 167 1.60 o.62 4-9 I 100 1.25 o.o3 TC 2x4 SPF 16SOF-1. SE BC 2x4 SPF 16SOF-1. SE WEB 2x4 HF STUD WEDGE 2x4 SPF 16SOF-1. SE PLATE VALUES PER ICBO RESEARCH REPORT #1607. Loaded for 10 PSF non-concurrent BCLL. UPLIFT REACTION(S) : Support 1 -207 lb Support 2 -222 lb This truss is designed using the CBC-01 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 10. 80 ft, mph = 80 CBC Special Occupancy, Dead Load = 12. 6 psf 15-4-0 2 ~ Plating spec : ANSI/TPI -1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1. S" HANGER NAILS FOR 1-PLY AND 3" HANGER NAILS FOR MULTI-PLY GIRDERS. IF 2.5'' GUN Nj\I~, H~ HANGERS MUST BE RE-EV11!1Jj'il', • LJ .y' -·----,,..=-fjr,'--------- OCT 26 2005 City of CARLSBAD BUILDING DEPT 13 15-4-0 4 -:r.oo 7/16in. OSB APA Span Rated 24/16 Exposure 1 -18"x60" (EACH FACE) l T~ 4-4 0-3-15 1.5-3 1.5-3 16-8d (EA. FACE-TYP.) ~ TRUSSWORKS iS7S2S2i INC. (CA) 4445 NortHpark Dr. Co7o Springs, CO 80907 TRUSPLUS 6.0 VER: T6,4.2 B1 W:308 R:1098 U:-207 6 16-8d 7 8 9 B2 W:308 R:1173 U:-222 Read all notes on .this sheet and give a copy of it to the Erecting Contractor. This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the cu~nt versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dlmenslonsare to be venfled by the component manufacturer and/or bu riding designer prior to fabncat!on. The building designer must ascertain that the loads utilized on this design meet or exceed the loading Imposed by the local building code and the particular appllcatlon. The design assumes that the top chord Is laterally braced by Iha roof or floor sheathing and the bottom chard is laterally bl'aced by a rigid sheathing malenal dlree!IY attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in ~ny environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install and brace this trus~ in accon;,ance wrth 'JOINT DETAILS' by TruS'vVal, 'ANSI/TPI 1', WTCA 1'-Wood Truss Council of Amenca Standard Design RespcnSJblhties, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES" -(HlB-91) and 'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onafrto Dnve, Madison, Wisconsin 53719. ·The American Forest and Paper Association (AFPA) 1s located at 111119th Street, NW, Ste 800, Washln~ton, DC 20036. JID: 191154 REPAIR-THE 6-6 PLATES AT JOINT #8 HAVE BEEN DAMAGED. ALL PLATES, UNLESS OTHERWISE NOTED, MUST BE INTACT AND PRESSED IN THE WOOD PER TPI. * ADEQUATELY SUPPORT THE TRUSS UNTIL THE REPAIR IS COMPLETE. * APPLY 7/16", APA ( MIN. SPAN RATING 24/16), EXPOSURE 1, PLYWOOD (OR OSB) TO EACH 5-l FACE, UNLESS NOTED OTHERWISE, WITH 8d NAILS UNLESS OTHERWISE SPECIFIED PER GUSSET. THE NAILS MUST BE EVENLY DISTRIBUTED THROUGHOUT. CENTER THE GUSSET($) IF THE SPECIFIC PLACEMENT IS NOT SHOWN ON THE TRUSS JOINT(S). 1-0-0 10 -Cust: DEL MAR HOMES WO: Drive_T_j5242~LOOOOS_J00001 Dsgnr: BRYA #LC= 23 WT: 131# TC Live 16.00 psf DurFacs L=l.25 P=l.25 TOTAL TC Dead 14.00 psf Rep Mbr Bnd· 1.15 . Rep Mbr Comp 1.00 BC Live 0.00 psf Rep Mbr Tens 1.00 BC Dead 7.00 psf O.C.Spacing 2-0-O Design Spec CBC-01 DEFL RATIO: L/240 TC: L/24 37 .. oo psf A__ Ja-· ~ ~ 1/:i ,YI £ I I ,...._ f' . ~ ~ :'x.l) u '-/ ~p '1 () , ,. - Job Name: LA COSTA PROJECT BRG X-LOC REACT SIZE REQ'D 1 0-1-12 1098 3. 50" 1. 57" 2 29-6-4 1173 3.50" 1.50" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX DEFLECTION (span) : c~9~8J~ .. M~= ~o:26SL~~) -0.46" CRITICAL MEMBER FORCES: TC COMP,!DUR.l/ TENS.!DUR.l CSI 1-2 -2582 1.25 / 512 1.60 o.75 2-3 -1751 1.25 / 398 1.60 o.54 3-4 -1743 1.25 / 396 1.60 0.38 4-5 -2294 1.25 ; 460 1.60 o.74 BC COMP.rUR.r TENS.rUR.l CSI 6-7 -409 1.60 / 2385 1.25 o.59 7-8 -411 1.60 / 23811,25 0,54 8-9 -357 1.60 / 2101 1.25 o.51 9-10 -355 1,60 I 21011.25 o.82 WB COMP.(DUR.)/ TENS.rUR.! CSI 2-7 I 177 1.25 0.06 2-8 -859~1.25r 226 1.60 0.94 3-8 -106 1.60 I 683 1.25 0.24 4-8 -553 1.25 / 167 1.60 0.62 4-9 I 1.00 1.25 o.03 TC 2x4 SPF 16SOF-1. SE BC 2x4 SPF 16SOF-1. SE WEB 2x4 HF STUD WEDGE 2x4 SPF 16SOF-1. SE PLATE VALUES PER ICBO RESEARCH REPORT #1607. Loaded for 10 PSF non-concurrent BCLL. UPLIFT REACTION(S) : Support l -207 lb Support 2 -222 lb · This truss is designed using the CBC-01 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 10. 80 ft, mph = 80 CBC Sped al Occupancy, Dead Load = 12. 6 psf 18" X 48" GUSSET (EACH FACE) \ 1!H:Q 2 ~ 4-4 :c 0-3-15 Truss ID: B2 Plating spec : ANSI/TPI -1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD· CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1. S" HANGER NAILS FOR 1-PLY AND 3" HANGER NAILS FOR MULTI-PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). f3 18" X 12" GUSSET (EACH, FACE) 15-4-0 4 ~ 18" X 48" GUSSET (EACH _ FACE) 5l 4-4 JID: 180687 REPAIR-WEB 2-8 NEEDS TO BE REMOVED FOR A 150# FAU UNIT TO BE APPLIED OVER 3 TRUSSES BETWEEN PANEL 7-8. ALL PLATES, UNLESS OTHERWISE NOTED, MUST BE INTACT AND PRESSED IN THE WOOD PER TPI. * ADEQUATELY SUPPORT THE TRUSS UNTIL THE REPAIR IS COMPLETE. * TRIM WEB 2-8 LEAVING THE PLATES AT JOINTS 2 & 8 UNDISTURBED. * TRIM VERTICAL 3-8 FOR A 2X6 LET IN LEAVING THE PLATES AT JOINTS 3 & 8 UNDISTURBED. * LET IN A 2X6 #2 AS SHOWN. * APPLY 7/16", APA (MIN.SPAN RATING 24/16), EXPOSURE 1, PLYWOOD (OR OSB) TO EACH FACE, UNLESS NOTED OTHERWISE, WITH 8d NAILS UNLESS OTHERWISE SPECIFIED PER GUSSET. THE NAILS MUST BE ·EVENLY DISTRIBUTED THROUGHOUT. * ATTACH A 2X4X16' #2 SCAB TO ONE FACE WITH 10d NAILS @ 6" O.C. * INSTALL ADDITIONAL LATERAL BRACING IF SHOWN. -:c 0-3-15 B1 W:308 R:1098 U:-207 1.5-3 \ 6-6 1.5-3 LET IN2X6#2 B2 3-q 1-0-0 W:308 6 2x4 #2 By 16-0-0 (ONE FACE) 7 (LATERAL BRACING @ 24" O.C. REQUIRED) 8 R:1173 U:-222 9 ~us i 1 inos <~ TRUSSWORKS KZS7S2t INC. (CA) 4445 Northpark Dr. Co1o Springs, CO 80907 TRUSPLUS 6.0 VER: T6.4.2 bW~~1pr1tit:~!l:i~e: t~~0pP.ile~~fJlM~~e?r;i~~~~~a~~~g~illiMJ ;lf.~"We~ro 2a~8iaM~'JNh0~R ~!futm?iinr~~~~ lb~~~Ji1ei. WARN/ Nu Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an Individual building component not truss system. It has been based on specifications provided by the col11ponent manufacturer and done In accordance with the current versions of TPI and AFPA design standards, No responslb111ty Is assumed for dimensional accuracy. Dlmenslonsare to be venrled by the component manufacturer and/or buildlng designer prior to fabrication. The building designer must ascertain that the loads utilize~ on this design meet or exceed the loading lmpo~ by the local bulldmg code and the particular appllcallon. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a ngid sheathing material directly attached, unless otherwise noted. Bracmg shown is for lateral support of components members only to reduce buckling length. This component shall not be placed In any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corros1on. Fabncate, handle, Install and brace this truss in accordance with 'JOINT DETAILS' byTruswal, 'ANSIITPI 1','WTCA 1'-Wood Truss Council of America S1andarn Design Respons1b1hlles, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' -(HIB-91) and 'HIB-91 SUMMARY SHEET' by TPI, The Truss Pl ale lflstllute (TPI) is located at D'Onofno Drive, Macl159n, Wl~consin 53719. ·The A'!lertcan Forest and Paper Association (AFPA) is located at 111119th Street, tN-/, Ste 800, Washington, DC 20036. 10 8/31/2005 Cust: DEL MA~ HOMES WO: Drive_T_j5242_LOOOOS_JOOOO~ Dsgnr: BRYA-#LC= 23 WT: 131# TC Live TC Dead BC Live BC Dead TOTAL 16.00 psf 14.00 psf 0.00 psf 7.00 psf 37.00 psf DurFacs L=l.25 P=l.25 Rep Mbr Bnd 1.15 Rep Mbr Comp 1.00 Rep Mbr Tens 1.00 O.C.Spacing 2-0-O Design Spec CBC-01 DEFL RATIO: L/240 TC: L/24 ~ w ~ ~ .t CJ C(j 0'-1 1-..t,4 o l!. /IP r t.~-~ TRUSSWORKS A-c·o.rnpany You Can Truss! 75-110 ST. CHARLES PLACE SIBTE llA PALM DESERT, CA 92260 PHONE: 760-341-2232 FAX: 760-341-2293 · MANUFACTURING YARD: , . 55755 TYLER STREET, THERMAL, CA. 92274 · . -FAX: 760-399-9786 7v~ ~/ JOB No.: .J52tlz NAME: DE:L ~ ~5 Lb-~"7f,.. ·. ) . . ·a.~-.. ,-· .11a, , .. ,,.,n ~ ---~--------------~ ~_,. J.. 1; I i NA~IONAL I~SPECTION ASSQCIATION,_INC. I Quality Systems Managemen~ Inc. ,1..:... • NfA ....... s I .® s ; . Natjonal resting, Inc. Origi1'atiC'1lDote:!J7-2(, Accredited Q~alil.y Assurance /.Control Agency IA.S AA-583 Metal Plate. Connected Wood Tl'Uss l1hm Listed Fabricatol''~· Audit · Report Number: A._1_. _3_8_5 ____ _ Revision No. Audit Date/Arrive/Depart: ~,.;l ~·« .f-¢:..S:: q :.35_,}Lo ,·.3S"q '?""1.._.· Fabricator's Name: ~S:JJ..bRK-S Location: 'TJ..1t:P11¥-,;.;__,.,<;}_f:1..._1j'_ -~--- Does the Fabricator have· a current Agreement wiih the Agency for Audit? ................. .-............. .. ls the Quality-System Manual, "QSM" up to date per AC-1Q & AC~9a? .......... : ........................... .. Has th~ QSM been reviewed within a twelve month period? ........ : ............................................. . · Are materials used in Production per National Standards & Engineers Specifications?.'. ........... . Is an aocep1able In-House Quality Control System according to National Stand aids in place? .. Ar~ In-House Quality Control Inspections being condµcted per National Stan_dards? ._. .............. . Is Final Inspection of the Trusses compfet\3d prior to l..abeling & Shipment~· ....... : ...................... : Is there a System in place to de~! with Non-Conforming Materials'{ .... .-...................................... . Are, wrltten Q.C. Inspection Reports and Agency Audits kept for at least two years?; ............. : .. . Have any Corrective Action Requests, "CAR", been issued during !his Audit? ........................... . Product Clieck CATEGORY NON-CONFORM. Lumber Grade Joint Aocuraoy,is within 1/8·' Plale Placement ,Plate 1? WooC: Tolerance Is within 1/3:?" Label Legibility • Labels on Site • Stamps Labnls CATEGORY YES. NO Changes rn Supervlsort Pel'$onnel, Produclior: PrQcess J,---" PerAC-98 Any Test Performed or WitnesHd ~ Per AC-!l8 _ Is Th9re Product Tractability ·---Per AC-98 ,Any "CAR" Reports From Last Audit ~-Per AC-98 Any Shut Downs or Disruptions In Production. )...--Per AC-98 . Any Samples Taken v""'-?er AC-98 Any Test/ Measuring Equipment That Requires CallbtatJ~n ~ Per AC.SIS Yes...ue:::: No __ Yes~ No __ Yes t..--Mo __ _ Yes J,.,;-_.,No __ Yes_=::::::. f',lo __ _ Yes~ No __ · Yes~ No_ Yes-lC: No __ .Yes L--· No Yes_ No·..c REMARKS REMARKS I ww,_, F.O. Bex 3426 · Gillette, W,,Qming 82717-3426 E-Mail: Nlllrt.ill~fte@l'{Jn.corri Cetlu.la,· Pho1te: (307) 689-5977 Ptzge One oj' 1)110 (307) 685-6.331 Office (307) 685~6331 Fa.,: Job Name: LA COSTA PROJECT Truss ID: ADRAG Qty: 1 .G X-LOC REACT SXZE' REQ'D 1 o~ 1-12 549 3~so11 1.so" 2 14--8-4 549 3:50" 1.50" :RG REQUIREMENTS shown are based ONLY ,n the truss material at each beai;ing TC FORCE AXL BND CSI 1-2 -1290 0.02' 0.35 0.36 2-3 -1290 0.02· 0.35 0.36 BC FORCE AXL BND CSI 4-5 1829 0.26 0.36 0,61 5-6 1829 0.26 0.36 0.61 WEB FORCE CSI WEB FORCE CSI 2-5 172 0.07 T TC BC WEB GBL BLK 2x4 2:x:4 2x4 2x4 Sl?F Sl?F HF' HF 1650F-l.5E l650F-l.5E STUD STUD ++++++++++++++++++++++ Designed for 2.5 K l.bs drag load applied evenly along the top chord to the chord @ ea. bearing (unless noted), con=rently with dead+ 0 % 1ive loads. D.F. = 1.33 Horiz. reaction= 2.5 K l.bs. ea. bearing. Connection (by others) must transfer equal load to each ply (or add-on) shown. . + + +·+ + + + + + + + + + + + + + + + + + + 7-5-0 1 r;;- 2-9-10 1 Io-3-15 81 W:308 R:549 U:-131 4 l?lating spec: ANSI/Tl?:r -1995 THIS'DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. . PLATE VALUES PER ICBO RESEARCH REPORT #1607. Gable verticals are 2x 4 web material spaced at-ll;i.Q" o.c. unless noted otherwise. Top chord supports 24 .. o " pf uniform load- at 16 psf live load and 14 psf dead load. Additional. design considerations may be required if sheathing is attached. [+.] indicates the requirement for lateral bracing (designed by others) perpendicular to the plane of the member at 63"intervals. Bracing is a result of wind load applied to member. (Combination axial plus bending). This truss requires adequate sheathing, as designed by ot:4er!', applied to the truss face providing lateral support for webs in the truss plane and creating shear wall action to resist diaphragm loads. 7-5-0 I 7-5-0 7-5-0 2 14-10-0 5 i-5-Q_ 705-0 7oo7 14-10-0 3 6 7-5-0 Drw UPLIFT REACTION(S) Support 1 -131 l.b Support 2 -131 lb This truss is designed using the CBC-01 Code. Bldg Enclosed= Yes, :tmportance Factor = l.O<l Truss Location= End Zone Hurricane/Ocean Line= No; Exp Category= C Bldg Length = 40.00 ft, Bldg Width= 20.00 ft -Mean roof height = 9.48 ft, mph = 80 . CBC Spec_ial Ocqupancy, Dead Load = 12. 6 psf T 2-9-10 SHIP MAX· DEFLECTION (span) : L/999 IN MEM 5-6 (LIVE) L= -0 .10" D= -0 .13" T= -(I. 23' = Joint Locations = 1 o-o-o 4 o~ o-o 2 7-5-0 5 7-5-0 3 14-10-0 -6 14-10.-0 ;,, _1~ 'i:l ~ \, 7-5-0 14-10-0 ~ TYPICAL PLATE: 1.5-3 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. ~ WARN'JNG Read all notes on this sheet and give a copy of it to the Erecting Contractor. I Eng. Job: .EJ. This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: BRYA and done in accordance with the current versions ofTPI and AFPA design standards. No respo°'iibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TRUSSWORKS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Truss I I is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise • noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install 75-110 St. Charles pl. ste-11A --Palm Desert, CA. 92211 Phone (760) 341-2232 Fax# (760) 341-2293 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', 'ANSI/I'PI I', 'WTCA I'. Wood Truss Council of America Standard Design Responsibilities, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' -(HIB-91) and 'HJB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Fqrestand Paper Association (AFPA) is located at Ill I 19th Street, NW, Ste 800, Washington, DC 20036. Dsgnr: BRYA TC Live· TC Dead BC Live BC Dead TOTAL 16.00 psf 14.00 psf 0.00 psf 7.00 psf 37.00 psf Scale: 11/32" = 1' WO:J5242 DurFacs L=1.25 P=1.25 RepMbrBn<! 1.15 O.C.Spacing 2-0-O 1· Design Spec CBC-01 Seqn T6.4.24 -O Job Name: LA COSTA PROJECT X-LOC REACT SIZE REQ'D 1 0-1-12 549 3.50" 1.50" 2 14-8-4 549 3.50" 1.50", TC BC WEB Truss ID: A1 Q 2x4 SPF l650F-l.5E 2x4 SPF l650F-l.5E 2x4 HF STUD Plating spec: ANSI/TPI -1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. 1 :RG m!QUIREME~TS shown are based ONLY n the truss material at each bearing This truss is CBC-01 Code. designed using the PLATE VALUES PER ICBO RESEARCH REPORT #1607. TC FORCE AXL BND csr 1-2 -1031 0.02 0.35· 0.36 2-3 -1031 0.02 0.35 0.36 BC FORCE AXL BND csr 4-5 925 0.14 0.23 0.36 5-6 925 0.14 0.23 0.36 WEB FORCE csr WEB FORCE 2-5 172 0.07 csr T Bldg Enclosed= Yes, Importance Factor = 1.00 Truss Location= End Zone Hurricane/Ocean Line= No, Exp Category= C Bldg Length= 40.00 ft, Bldg Width= 20.00 ft Mean roof height= 9.48 ft, mph = 80 CBC Special Occupancy, Dead Load =e 12. 6 psf 7-5-0 7-5-0 7-5-0 14.00 2-9-10 l Io-3-1s B1 W:308 R:549 U:-131 4 7-5-0 . 7-5-0 2 -4.00 14-10-0 5 7-5-0 14-10-0 3 6 ]-q_--0 Drw UPLIFT REACTION($) Support 1 -131 ·lb Support 2 -131 lb B2 W:308 R:549 U:-131 T 2-9-10 SHIP 7-5-0 14-10-0 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned· per Joint Detail Reports available from Trus)Nal software, unless noted. ~ TRUSSWORKS A Company You Can Truss! 75-110St. Charles pl.'ste-11A Palm Desert, CA .. 92211 Phone (760) 341-2232 Fax~ (760) 341-,2293 WARNING Read all notes on this sheet and give .a copy of it to the Erecting Contractor. This design is for an individual building component not truss system. It has been based on SpCcifications provided by the component manufacturer and done in accordance with the cuirent versions of'I'PI and AFP A design standards. No respon,sibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufucturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular applicatjoIL The design assumes.that the top i,hord is laterally braced by. the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components in embers only to reduce buckling, length. This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or "i'use·connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting-Detail Reports available as output from Truswal software', 'ANSUfPI I', 'WTCA I' -Wood 'fruss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' -(IDB-91} and 'IIlB-91 SUMMARY SHEET' by TPI. The Truss Piate Institute (TPI) is located ~t D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th S!'eef. NW, St~ 800, Washington, DC 2003G. Eng. Job: .EJ. Chk: BRYA Dsgnr: BRYA TC Live TC De~d BC Live BC Dead TOTAL 16.00·psf 14.00 psf 0.00 psf 7.00 psf 37.00 psf MAX DEFLECTION .(span) : L/999 IN MEM 5-6 (LIVE) L= -o. 05" D= -o. 07" T= -ct.12 = Joint Locations = 1 o-o-0 '4 o-o-0 2 7-5-0 5 7-5-0 3 14-10-0 6 14-10-, 0 Scale: 11/32" = 1' •WO:J5242 DurFacs L=1.25 P=1.25 RepMbrBnd 1.1~ O.C.Spacing 2-0-O Design Spec CBC-01 Seqn T6.4.24 -· 0 · 'i! .----...... Job Name: LA COSTA PROJECT Truss ID: A2 Q 2 RG X-LOC REACT S:tzE REQ'D 1 o-1-12 4442 3.50" 3.50" 2 14-8-4 4442 3.50" 3.50" •tBRG REINFORCEMENT: . G TYPE FACES NAILS LENGTH l BBR 2 14 12" 2 BBR 2 14 12" :RG REQUIREMENTS shown are based ONLY n the truss ma~erial at each, bearing TC FORCE AXL BND CSI 1-2 -9832 0.24 0.41 0.66 2-3 -7121 0.10 0.06 0.17 3-4 -7121 0.10 0.06 0.17 4-5 -9832 0.24 0.41 0.66 BC FORCE AXL BND csr 6-7 9330 0.44 0.39 0.84 7-8 9193 0.44 0.16 0.59 8-9 9193 0.44 0.16 0.59 9-10 9330 0.44 0.39 0.84 WEB FORCE CSI WEB FORCE CSI 2-7 1810 0.31 4-8. -2731 0.26 2-8 -2731 0.26 4-9 1810 0.31 3-8 . 4251 ·O. 74 T TC 2x4 ·SPF 16SOF-1. SE BC 2x6 HF 1650F-1.5E WEB 2x4 HF STUD SCAB 2-2x6 HF 1650F-l. SE Lumber shear allowables are per NOS. 2-PLY! Nail w/lOd BOX, staggered (per NOS) in: TC-2 BC-3 WEBS-2 **PER FOOT!** =:!:.t 2-PLYS REQUIRED 1 4-4-6 ' 4-4-6 7-5-0 2 ~ 2-9,10 l Io-J-15 B1 W:308 R:4442 U:-1061 6 7 4-4-6 Plating spec: ANSI/TPI -1995 THIS DESIGN IS THE COMl?OSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Permanent bracing is required (by others) to prevent rotation/toppling. See BCSI 1-03 and ANSI/TPI 1. Brg. Block Reinforcing (cross-hatched area) attached to required face(s) of the truss at the noted support(s). Attach each block with 10d common nails as indicated evenly spaced and staggered throughou~, per NOS. 3-0-10 ' 3-0-10 ' 7-5-0 10-5-10 3 14-10 8 705-0 4 ~ 9 4-4-6 14-10-0 5 10 4-4-6 Drw UPLIFT REACTION(S) :· Support 1 -1061 lb Support 2 -1061 lb This truss is designed using the CBC-01 Code . Bldg Enclosed= Yes, Importance Factor = 1.00 Truss Location= End Zone Hurricane/Ocean Line= No, Exp Category= C Bldg Length = 40. 00 ft, Bldg Width = 20. 00 ft Mean roof height= 9.48 ft, mph = 80 CBC Special: Occupancy, Dead Load= 12.6 psf ----------LOAD CASE #1 DESIGN LOADS--------------- Dir L.Plf L.Loc R.Plf R.Loc LL/Ti TC Vert 60.00 0-0-0 60.00 14-10-0 0.5 BC Vert 538.94 0-0-0 538.94 14-10-0 0.4 B2 W:308 R:4442 U:-1061 T 2-9-10 SHIP Ml\X DEFLECTION ( span) : L/999 IN MEM 7-8 (LIVE) . L= -0.12" D= -0.15" T= -(t.2'7 -. Joint Locations= 1 o-o-0 6 o-0-0 2 4-4-6 7 4-4-6 3 7-5-0 8 7-5-0 4 10-5-10 9 10-5-10 5 14-10-0 .10 14-10-0 . _, \: ~· 4-4-6 3-0-10 7-5-0 3-0-10 10-5-10 14-10-0 .~~ All plates are 20 gauge Truswal Connect9rs unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. ~ TRUSSWORKS A. Comp.any You Can Truss! 75-110 St Charles pl. ste-11A Palm Des~rt, CA. 9~211 Phone (760) 341-2232 Fax# (760) 341-2293 WARN/NG Read all notes on.this sheet and give a copy ofit to the Erecting Contractol'. This design is for an individual building component riot truss system. It has been based on ~pecifications provi~ed by the component manufacturer az:id done in acco(dance with the cuireht versions ofTPI and APP A d~ign standards, Nq responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior·to,fubrication. The building designer must ascertain that the loads utilized \)n this design meet or exceed the loading imposed by the local building code and the particular application. 1Jie design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unl!'SS otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any envfrorunent that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosiOfl. Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', 'ANSI/TPI I', 'WTCA I'. Wood Truss Council of America Standard Design Responslbtlities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD '!RUSSES' -{HIB-91) and 'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is _located at I II I I 9th Street, NW, Ste 800, Washin3<on, DC ?0036. E!19-Job: .EJ. Chk: BRYA Dsgnr: BRYA TC Live 16.00 psf TC Dead 14.00 psf B9 Live 0.00 psf BC Dead 7.00 psf ------ TOTAL .37.00 p::.f 8/30/2005 Scale: 11/32" = 1' WO:J5242 DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.00 ., O.C.Spacing 2-0-O Design Spec CBC-0:f · Seqn TS.4.24·-0 Job Name; LA COSTA PROJECT Truss ID:. BDRAG Q 1 :RG X-LOC REACT S:CZE REQ'D l 0-1-12 1169 3.50" 1.50" 2 30-6-4 1169 3.50" 1.50" RG l!lEQUIREMERITS shown are based ONLY n the truss material at each bearing :RG HANGER/CLIP NOTE 2 Hangar TBE* HANGER(S) TO BE ENGINEERED :upport Connection (s) /Hanger (s) are .not designed for horizontal loads. TC FORCE AXL BND CSI 1-2 -3281 0.13 0.43 0.56 2-3 -1919 0.03 0.46 0.49 3-4 -1919 0.03 0.46 0.49 4-5 -3281 0.13 0.43 0.56 BC FORCE AXL BND CSI 6-7 5657 0.41 0.47 0.87 7-8 5643 0.41 0.10 0.50 8-9 5643 0.41 0.10 0.50 9-10 5657 0.41 0.47 0.87 WEB' FORCE CSI WEB FORCE CSI 2-7 329 0.11 4-8 -1629 0.75 2-8 -1629 0.75 4-9 329 0.11 3-8 795 0.28 TYPICAL PLATE: 1.5-3 TC 2x4 SPF 1650F-1.5E BC 2x8 DFL #1 & Btr. WEB 2x4 HF STOD GBL BLK 2x4 HF STOD PLATE VALUES PER ICBO RESEARCH REPORT #1607. Gable verticals are 2x 4 web material spaced at 16.0" o.c. un1ess noted otherwise. Top chord supports 24 . 0 " of uniform load at 16 psf live load and 14 psf dead load. Additional design considerations may be required if sheathing is attached. (+] indicates the requirement for lateral bracing (designed by others) perpendicular to the plane of the member at 63"intervals. Bracing is a result of wind load applied to memper . (Combination axial plus bending) . This truss requires adequate sheathing, as designed by others, applied to the truss face providing lateral support for webs in the truss plane and creating shear wall action to resist diaphragm loads. 8-5-6 I 8-5-6 15-4-0 1 2 ~ T 4-4 5-5-4 l 4-12 ::C0-3-15 n 4-4 B1 W:308 R:1169 u:-214 6 7 8-5-6 I 8-5-6 ~ Web bracing required at each location shown. See standard details (TX01087001-00! revl). Plating spec: ANSI/TPI -1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Loaded for 10 PSF non-concurrent BCLL. + + + + + + + + + + + + + + + + + + + + + + Designed for 6.0 K lbs drag load applied evenly along the top chord to the chord @ea.bearing (unless noted), concurrently with dead+ 0 % live loads. D.F. = 1.33 Horiz. reaction= 6.0 K lbs. ea. bearing. Connection (by others) must transfer equal load to each ply (or add-on) shown. + + + + + + + + + + + + + + + + + + + + + + 6-10-10 I 6-10-10 I 8-5-6 15-4-0 22-2-10 30-8-0 15-4-0 3 4 5 ~ 4-4 10-10 4-4 30-8-0 8 9 10 6-10-10 I 6-10-10 .· I 8-5:.S 15-4,0 22-2-10 30-8-0 Drw Required bearing widths and bearing areas apply when truss not supported in a hanger. UPLIFT REACTION(S) : Support 1 -214 lb Support 2 -214 lb This truss is designed using the CBC-01 Code. Bldg Enclosed= Yes, Importance Factor = 1.00 Truss Location= End Zone Hurricane/Ocean Line= No , Exp Category= C Bldg Length= 40.00 ft, Bldg Width= 20.00 ft Mean roof height= 10.80 ft, mph = 80 CBC Special Occupancy, Dead Load= 12.6 psf T B2 W:308 R:1169 U:~214 MAX DEFLECTION (span) , L/999 IN MEM 6-7 (LIVE) L= -0.15" D= -0.20" T= -(1.35 Joint Locations = 1 o-o-0 . 6 0-0-0 2 8-5-6 7· 8-5-6 3 15-4-0 8 15-4-0 4 22-2-10 9 22-2-10 5 30-8-0 10 30-8-0 \. ~<'o 'b 8/30/2005' All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauiie, positioned per Joint Detail Reports available from Truswal softwar~, unless noted. Scale: _5/~2" = 1.' ~ WARN'JNG Read all notes on ;his sheet and give a copy of it to the E;ecting Contractor. •-------• This design is for an individual building component not truss system It has been based on specifications provided by the component manufacturer and done in accordance with the current versions ofTPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions TRU Sswo RKS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must asce$in that the loads utili:zed on this; design meet or exceed the loading imposed by the local building code and'the particubtr application. The design·assumes th~t the top chord A Company You Can Truss' , is laterally,braced by the roof or floor sheathing and the bottom chord is laterally braced i,x.a rigid sheathing material directly attached, unless otherwise · -• noted. Biacing showri is for lateral support of components members only to reduce buckling length. This component shall not be placed in any 75-110 St. Ch rles pl ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install a • and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', Palm Desert, CA. 92211 'ANSIITPI !', 'WTCA I'. Wood Truss Council of America Standard Design Responsibilities. ·~AN'DLING INSTALLING AND BRACING METAL Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES' -(IDB-91) and 'IDB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located atD'Onol\-io Drive, Fax # (760} 341-?.?.93 Madbbn, Wboons'.n 53719. Tho American Forest and Paper Associatio·n (AFPA) is located at 11 II' 19th Street, NW, Ste 800, Washington, DC 20036. Eng. Job: .EJ. Chk: BRYA Dsgnr: BRYA · TC Live 16.00 psf· TC Dead BC Live BC Dead TOTAL 14.00 psf 0.00 psf 7.00 psf 37.00 psf WO:J5242 Durfacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 O.C.Spacing 2-0-0 Design Spec CBC-01 Seqn T6A.24 -0 Job Name: LA COSTA PROJECT Truss ID:~ Q 7 Drw .G X-LOC REACT SIZE REQ'D 1 o-1-12 11·35 3.50" 1. 63" 2 30-6-4 1135 3.5011 1.63" TC 2x4 SPF 1650F-1. SE BC 2x4 SPF 1650F-l.5E WEB 2x4 'HF STOD Plating spec: ANSI/TPI. -1995 · THIS DESIGN IS THE COMPOSITE RESULT .OF MULTIPLE LOAD CASES. Required bearing widths and bearing areas apply when truss not supported in a hanger. UPLIFT REACTION(S) : :RG Jµ:QUIREMEll:t'S shown are based OIILY ,n the truss qia.terial at each bearing .G HANGER/CLIP NOTE 2 Hanger TBE* BANGER(S) TO BE•ENGINEERED ,Upport Connection (s) /Hanger(s) are not designed for hor~zontal loads. TC FORCE AXL BND CSI 1-2 -2703 0.16 0.60.0.76 2-3 -1856 0.03 0.52 0.55 3-4 -1856 · 0.03 0.52 0.55 4-5 -2703 0.16 0.60 0. 76 lie FORCE = BND CSI 6-7 2499 0.37 0.23 0.60 7-8 2494 0.37 0.15 0.52 8-9 2494 0.37 0.15 0.52 9-10 2499 0.37 0.23 0.60 WEB FORCE CSI WEB FORCE CSI 2-7 183 0.06 4-8 -876 0.96 2-8 -876 0.96 4-9 183 0.06 3-8 783 0.27 Loaded for 10 PSF non-concurrent BCLL. This truss is designed using the PLATE VALUES PER ICBO RESEARCH REPORT #1607. CBC-01 Code. _ Bldg Enclosed=. Yes, Importance Factor = 1.00 Truss Location= End Zone Hurricane/Ocean L;i.ne =No, Exp Category= C Bldg Length= 40.00 ft, Bldg Width= 20.00 ft Mean roof height= 10.80 ft, mph = 80 CBC Specia1 Occupancy, Dead Load = 12 . 6 psf 8-6-15 I 6-9-1 8-6-15 15-4-0 15-4-0 1 2 ~ 4-4 T I 6-9-1 8-6-15 22-1-1 30-8-0 15-4-0 3 4 7o;;7 5 Support 1 -214 lb Support 2 -214 lb -T .... ?c,o 1 >?fiFC ~ 3-6 ..-::::: ~ ::C0-3-15 F 5-5-4 SHIP 81 W:308 R:1135 U:-214 6 8-6-15 8-6-15 1.5-3 7 6-6 30-8-0 8 6-9-1 15-4-0 1.5-3 82 W:308 R:1135 U:-214 9 10 6-9-1 8-6-15 22-1-1 30-8-0 AI_I plates are 20 gauge Truswal Connectors unies_s preceded by "MX" for HS 20 gauge.or "H'.' for _16 gauge, positione<! per_ Joint Detail Reports av.tilable from Truswal software, unless ·noted. ~ . WAJ?.NJN G Read all notes on this sheet and give a copy of it to the Erecting Contractor. I Eng. Job: .EJ. This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: BRYA and done in accordance with the current versions ofTPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TRUSSWORKS utilized on this design meet or excecl the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company y 0 0 Can Truss I I is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing.material directly attached, unless.otherwise • • • · noted. Bracing shown is for lateral support of components members only to reduce buckling lengtlt This component shall not be placed in any 75-110 St Charles pl. ste-11A Palm Desert, CA-9i211 Phone (760) 341-223~ Fax# (760) 341-2293 environment that will cause the moisture content of the wood to exceed 19"/o and/o~ cause connector.plate corrosion. Fabri"'!te, handle, il)stall and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', -'ANSI/TP! I', 'WTCA I'· Wood Truss Council of America Standard Design Responsibilities, 'HANDLiNG INSTALLING ·AND BR:ACil'(G METAL PLATE CONNECTED WOOD TRUSSES' -(IBB-91) and 'HIB-91 SUMMARY SHEET' by TPI. The Truss Pbte Institute (TPI) is located at D'Onofrio Drive, ·Madison, Wisconsin 53719. ThP-Am•ric,n Forei:t and Pap~ &:;cciation (AFPA) is located at I 111 19th Street, NW, Ste 800, Washington, DC 20036 . Dsgnr: BRYA TC Live 16.00 psf TC Dead 14.00 psf 8CLive 0.00 psf BC Dead 7.00 psf TOTAL 37.00 psf MAX DEFLECTION-(span) : L/999 IN MEM 9-10 (LIVE) L= -0.16" D= -0.20" T= -(t.36' = Joint Locations = l 0-o-0 2 8-6-15 3 15-4., 0 4 22-1-l S 30-8-0 6 0-0-0 1 5.:. 6-1s 8 15-4-0 9 22-1-1: 10 30-8-0 Scale: 5/32" = 1' ''WO: J5242 ciurFacs L=1~6 P=1.25 .RepMbr8nd 1.15 O.C.Spacing-2-o-o_ Design Spec CBC--01 Seqn T&:4.24 -o Job Name: LA COSTA PROJECT Truss 10: 81 Q 1 :RG X-LOC REACT SIZE REQ'D 1 o-1-12 1135 3.50" I..63" 2 30-6-4 1135 3.50" 1.63" RG P,.EQUIREMEN;rS shown ara based ONLY n the truss material at each bearing re FORCE AXL BND CSI 1-2 -2703 0.16 0.60 0.76 2-3 -1856 0.03 0.52 0.55 3-4 -1856 0.03 0.52 0.55 4-5 -2703 0.16 0.60 0.76 BC FORCE AXL BND CSI 6-7 2499 0.37 0.23 0.60 7-8 2494 0.37 0.15 0.52 8-9 2494 0.37 0.15 0.52 9-10 2499 0.37 0.23 0.60 WEB FORCE CSI WEB FORCE CSI 2-7 183 0.06 4-8 -876 0.96 2-8 -876 0.96 4-9 183 0.06 3-8 783 0.27 TC 2x4 SPF 1650F-1.5E BC 2x4 SPF 1650F-1.5E WEB 2x4 HF STUD Loaded for 10 PSF non-concurrent BCLL. 8-6-15 I 8-6-15 15-4-0 1 2 ~ T 3-4 5-5-4 1 ----n q-3 B1 W:308 R:11:15 U:-214 ----6 7 8-6-15 I 8-6-15 Plating spec: ANSI/TPI -1995 THIS DESIGN rs THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RES~H REPORT 11607. 6-9-1 I 6-9-1 8-6-15 15-4-0 ,22-1-1 30-8-0 15-4-0 3 4 -4;00 _I 4-4 6-6 1.5-3 30-8-0 8 9 6-9-1 6-9-1 8-6-15 15-4-0 22-1-1 30-8-0 5 r, Drw UPLIFT.REACTION(S) Support 1 -214 lb Support 2 -214 lb This truss is designed using the CBC-01 Code. Bldg Enclosed= Yes, Importance Factor = 1.00 Truss Location= End Zone Hurricane/Ocean Line= No, Exp Category= C Bldg Length= 40.00 ft, Bldg Width= 20.00 ft Mean roof height= 10.80 ft, mph = 80 CBC Special Occupancy, Dead Load =c 12 . 6 psf MAX DEFLECTION (span) : L/999 IN MEM 9-10 (LIVE) L= -0 .16" D= -0. 20" T= -ct. 36' = Joint Locations= 1 0-o-0 ~ o-0-0 2 8-6-15 7 8-6-15 3 15-4-0 8 15-4-0 4 22-1-1 9 22-1-1 5 30-8-0 10 30-8-0 T . 82 W:308 R:1135 U:-214 10 ~\, ~'O 8/30/2005 All pla~s lll"!_~0-9_a_u11_e "T"_ru!wal Connectors. unless preceded by "M_X" for_HS 20 gauge or "H" for 16 gauge, positioned-per ~oint Detail Reports·available fre>m Truswa,I software, unless noted. Scale: 5/32" = 1' ~ · WARNING Read all.notes on this ·sheet and give a copy of it to the Erecting Contractor. I Eng. Job:_ .EJ. This design is for-an individual building component not truss system. It has been based on spccijications provicjed by the component manufacturei: Chk: BRYA TRUSSWORKS and done in accordance with the current versions of TPI and AFP A design standards. No responsibijity is assumed for dimensional accuracy. Dimensions are to be, verified by the component manufact,µ-er and/or building designer prior to fabrication. The building designer must ascertain that the loads . utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes tlui.t the top chord A Company You Can Truss I I is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise • noted. Bracing shown is for lateral support of components members only to reduce buckling length. This.component shall not be placed in any 75-110 St. Charles pl. ste-11A Palm Desert, CA 92211 Phone (760) 341-2232 !aax # (160>_ 341-2293 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', 'ANSI/IP! l',.'WTCA I'· Wood Truss Council of America Standard ,Desig~ Responsibilities. 'HANDL)NG INSTALLING AND BRACING MET AL PLATE'CONNEC1ED WOOD TRUSSES'. (HlB-91) and 'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute {TPI) is located-at D'Onofrio Drivo, Madison, Wisconsin 53719. Tho Arnerbn Feted end !'1lpcr Association (AFPA) is located at I 111 !9tli Street, NW, Ste 800, Washington, DC 20036. D_sg'!f: _BRYA TC Live 16.00 psf TC Dead 14.00 psf BC Live o.oo psf BC Dead 7.00 psf TOTAL 31.00 psf WO:J5242 DurFai;:s L=1.25· P=1.25 Rep Mbr Bnd 1.15 O.C.Spacing 2-0-O Design Spec CBC.01 , Seqn T6.4.24 -0 Job Name: LA COSTA PROJECT Truss ID: B.2 Q· 10 IRG X-LOC REACT SIZE REQ'D l o-l-12 1098 3.50" l.57" 2 29-6-4 1173 3.50" 1.50" IRG REQUIREMEN'.IIS shown are based ONLY in the truss material at each bearing TC FORCE AXL BND CSI l-2 -2587 0.15 0.6Q 0.75 2-3 -1754 0.03 0.51 0.54 3-4 -1747 0.04 0.34 0.38 4-5 -2308 0.05 0.69 0.74 BC FORCE AXL BND CSI 6-7 2389 0.36 0:23 0.59 7-8 2385 0.26,0.28 0.54 8-9 2115 0.23 0.28 0.51 9-10 2115 0.31 0.51 0.82 WEB FORCE CSI WEB FORCE CSI 2-7 177 0.06 4-8 -56!l O .62 2-8 -860 0.94 4-9 100 0.03 3-8 687 0.24 TC BC WEB WEDGE T 2x4 2x4 2x4 2x4 SPF SPF HF SPF 1650F-l.5E 1650F-l..5E STUD 1650F-1.5E . 8-6-15 8-6-15 15-4-0 I 2 ~ Pl.ating spec: ANSI/TPI -1.995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES . PLATE VALUES PER ICBO RESEARCH REPORT #1607. Loaded for 1.0 PSF non-concurrent BCLL. 6-9-1 I · 6-9-1 I 8-6-15 15-4-0 22-1-1 30-8-0 15-4-0 3 4 ~ 4-4 5 5-5-4 ?"fi,i 1 ~ ,., 4-4 :::.---,., ::C0-3-15 ~= 1.5-3 1.5-3 6-6 . Drw UPLIFT REACTION(S} Support l. -207 l.b Support 2 -222 lb This truss is designed using the CBC-01. Code. _ Bl.dg Encl.osed = Yes, Importance Factor = 1..00 Truss Location = End Zone Hurricane/Ocean Line= No, EJtp Catego:cy = C Bldg Length= 40.00 ft, Bldg Width= 20.00 ft Mean roof height= 10.80 ft, mph = 80 CBC Special Occupancy, Dead Load = 12. 6 psf T MAX DEFLECTION (span) : L/999. IN MEM 8-9 (rt.IVE) L= -0.20" D= -0.26" T= -'Cl.46 = Joint Locations~ l. 0-o-0 6 o-o-0 2 8-6-15 7 8-6-15 3 15-4-o 8 15-4-o· 4 22-. 1-l 9 22-1-1 . 5 30-8-0 10 30-8-0 81 W:308 R:1098 U:-207 82 W:308 11-0-0 R:1173 U:-222 30-8-0 6 7 8 9 10 8-6-15 I 6-9-1 I 6-9-1 8-6-15 8-6-15 15-4-0 22-1-1 30-8-0 All plates are 20.gauge Truswal Connectors unles.s preceded by "MX" for HS ·20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports av~ilable from Truswal software, unless noted: ~ WARN'JNG Read all notes on this sheet and give a copy of it to the Erecting Contractor. I Eng. Job: .EJ. 4 ._.., ___ .__ This design is for an individual building,component not trus~ system. It has been based on specifications provided by the component manufacturer Chk: BRYA and done in accordance with the current versions ofTPI and AFPA design standards. _No responsibility is assumed for dimensional accuracy. Dimensions TRU S SWORKS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads , , . , uqlized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Truss' is laterally braced by th" roof or floor sheathing and the bottom chord is laterally braced by a rigid ~h"'!thing material drrect1y attached, unless otherwise • noted. Bracing shown is for lateral support of components member~ only to reduce buckling lengtlt This' component shall not be placed in any 75-110 St. Charles pl. ste-11A Palm Desert, CA. 92211 Phone (iou) 34'i-2232 Fax# (760) 341-2293 environment that will cause the',moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate,handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail R~ports available as output from '.\'ruswal software', 'ANSI/fPI l ', 'WTCA I' -Wood Truss Counc,il of America Standard Design Responsibilities, 'HANDLING INSTALUNG AND BRACING MET AL PLATE CONNECTED WOOD·TRUSSES' • (l{iB'91) and 'HIB-91 SUMMARY SHEET' by 'fP!. T'ne Truss Plate Institute (Tl>I) is located·at D'Onomo Drive,, Madison, Wisconsin ~3719. The American Forest ~nd Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, QC 20036. Dsgnr: BRYA tc Live TC Dead BC Live BC Dead TOTAL 16.00 psf 14,00 psf 0.00 psf 7.00 psf ' 37.00 psf Scale: 5/32" = 1' WO:J5242 Durl'acs L=1.25 P=1.25 Rep Mbr Bnd 1.15 O.C.Spacing 2-0-O Design Spec CBC-01 Seqn TG.4.24 -0 Job Name: LA COSTA PROJECT Truss ID: 83 Qtv: 6 Drw IRG X-LOC REACT SIZE REQ'D l o-1-12 1073 3.50" 1.54" 2 28-10-4 1073 3.5011 1.54" IRG ImQUIREMENTS shown are based ONLY 1n the truss material at each bearing IRG HANGER/CLIP NOTE 2 Hanger TBE* HANGER(S} TO BE ENGINEERED :Upport Connection(s)/Hanger(s} are not designed for horizontal loads. TC FORCE AXL BND CSI 1-2 -2514 0.14 0.59 0.73 2-3 -1667 0.02 0.52 0.55 3-4 -1665, 0.02 0.46 0.48 4-5 -2164 0. 09 0 _·49 0 .58 BC FORCE AXL BND CSI 6-7 2321 0.35 0.23 0.58 7-8 2316 0.35 0.15 0.49 8-9 .2006 0.22 0.24 0.46 9-10 19 o.oo 0.13 0.13 WEB FORCE CSI WEB FORCE CSI 2-7 183 0.06 4-9 100 0.03 2-8 -876 0.96 5-9 2012 0.70 3-8 658 0.23 5-10 -1030 0 .19 4-8 -538 0.59 TC BC WEB Loaded for 10 This truss is CBC-01 Code. 2x4 SPF 1650F-l.SE 2x4 SPF 16SOF-1.5E 2x4 BF STUD PSF non-concurrent BCLL. designed using the Bldg Enclosed= Yes, Importance Factor = 1.00 Truss Location = 'End Zone Hurricane/Ocean Line= No, Exp Category= C Bldg Length= 40.00 ft, Bldg Width= 20.00 ft Mean roof height = 10. BO ft, mph = 80 CBC Special Occupancy, Dead Load= 12.6 psf 1 T 51-5-4 ' 4-4 ::C0-3-15 B1 W:308 R:1073 U:-208 6 8-6-15 I 8-6-15 15-4-0 2 r;,;;;;- 1.5-3 7 8-6-15 I 8-6-15 Plating spec: ANSI/TPI -1995 THIS DESIGN rs TBE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Required bearing widths and bearing areas apply when truss not supported in a hanger. UPLIFT REACTION(S) , PLATE VALUES PER ICBO RESEARCH REPORT #1607. Support 1 -208 lli 6-9-1 I 6-9-1 I 15-4-0 22-1•1 13-8-0 3 4 ~ 4-4 6-6 5-5 29-0-0 8 9 6-9-1 I 6-9~1 15-4-0 22-1-1 6~10-15 29-0-0 5 2-4 B2 W:30'8 R:1073 U:-209 1-8-0 10 STUB 6-10-15 29-0-0 Support 2 -209 lb T :M11X DEFLECTION (span) : L/999 IN MEM 6-7 (LIVE) L= -0.15" D= -0.19" T= -(t.34' = Joint Locations= 1 o-0-0 6 o-0-0 2 8-6-15 7 8-6-15 3 15-4-0 8 15-4-0 4 22-1-1 9 22-1-1· 5 '29-0-0 10 29-0-0 8/30/2005 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS.20 gauge or "H" for 16 gauge, positioned per Joint:Detail Reports available from Truswal software,.unless no_ted. Scale: 5/32" = 1' ~ TRUSSWORKS A Company You Can Truss! 75-110 St Charles pl. ste-11A Palm Desert, CA. 92211 Ph,;;,ne (760) M1·22Jl Fax# (760) 341-2293 WAR}{JNG Read all notes on this sheet and give a copy of it tb the Erecting Cont~actor. This design is for,an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions ofTPI and AFPA design standards. No responsibllity is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building d,esigner, prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or ex~ the loading imposed by the local building code and the particular applica\ion. The design assum~ that the top chord is laterally braced by the roof or floor s4eathing and the bottom chord'is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only.to reduce bµclding,length. This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with·the f9llowing standards: _'Joint and Cutting Detail ;Reports availabie as output from Truswal software', 'ANSUTP! l ', 'WTCA I' -Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL- PLATE CONNECTED WOOD TRUSSES' -(HIB-91) •nd 'H!l3·91 SUMMARY SBEET' by TPL Tbe Truss Pl1te!!lstitt<te (TP!) is loC"re<l ,t D'Ooofrio Drive, Madison, Wisconsin 53719. The-American Forest and Paper Association (AFPA} is locat~a_t__ll I !_19th Street, NW, S~e 800, Washington, DC 20036. ·Eng.Job: .Ej. Chk: BRYA· Dsgnr: BRYA TC Live 16.00 psf TC Dead 14.00 psf BC Live 0.00 psf BC Dead 7.00 psf ------ TOTAL 37.00 psf WQ:J5242 DurFacs L=1.25 P=1.25 R~p Mbr Bnd 1.15 O.C.Spacing 2-0-0 Design Spec CBC-01 Seqn T&.4.24 -O · ·Job Name: LA COSTA PROJECT Truss ID: B4DRAG Q 1 Drw !RG X-LOC REACT SIZE ,REQ'D 1 o-1-12 1189' 3.50" l. 70" 2 28-10-4 1189 3.50" l. 70" IRG REQl'.JIREMEN'.llS shpwn are based ONLY tn the truss material at each bearing IRG HANGER/CLIP NOTE 2 Hangar TBE* ·HANGER(S) TO BE ENGINEERED :upport Connection(s) /Hanger(s) are not designed for horizontal loads. TC FORCE AXL BND CSI l-2 -3122, 0.44 0.48 0.92 2-3 -1802 o.oo 0.62 0.62 3-4 -1678 0.02 0.46 0.48 4-5 -2535 o.o9 o.49 o.58 BC FORCE AXL BND CSI 6-.7 5007 0.46 0.54 l.00 7-8 5000 0.45 0.23 0.68 8-9 5245 0.74 0.10 0.84 9-10 ~6000 0.84 0.09 0.94 WEB FORCE CSI WEB FORCE CSI 2-7 207 0.07 4-9 -182 0.06 2-8 -1475 0.96 5-9 3063 1.00 3-8 657 0.23 5-10-1145 0.20 4-8 -1254 0.59 TYPICAL Pl,.ATE : 1.5-3 TC BC 2x4 SPF 1650F-l .'SE 2x4 SPF 1650F-l.5E 2x4 SPF 2100F-l.8E 6-8 WEB 2x4 HF STOD GBL BLK 2x4 ,HF STUD Lumber shear allowables are per NDS. Gable verticals are 2x 4 web material spaced at 16.0 " o.c'. unless noted otherwise. Top chord. supports 24.0" of unifoi:m l.oad at 16 psf l.ive l.oad and 14 psf dead.l.oad. Additional, design considerations may be requ;i.red if sheathing is. attached. [+] indicates the requirement for l.ateral bracing (designed by others) perpendicular to the pl.ane of the member at., 63"intervals. Bracing is a resul.t of wind l.oad appl.ied to member. (Combination axial pl.us bending). This truss requires adequate sheathing, as designed by others, appl.ied to the truss face providing l.ateral support for webs in the truss pl.ane and creating shear wall action to resist diaphragm loads. T 5-5-4 1 3-10 :::C0-3-15 B1 W:308 R:1189 U:-208 6 8-6-15 I 8-6-15 15-4-0 2 ~ 7 8-6-15 I 8.,6-15 ~ Web bracing required at each l.ocation shown. See standard details (TX01087001-001 revl). Pl.ating spec: ANSI/TPI -1995. THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO ·RESEARCH REPORT #1607. Loaded for 10 !?SF non-concurrent BCLL. +·+++++++++++++++++++++ Designed for 6.0 K lbs drag load applied evenl.y along the top chord to the chord @ ea. bearing (unl.ess noted), concurrentl.y with dead+ 0 % live loads. D.F. = l..33 Horiz. reaction= 6.0 K lbs. ea. bearing. Connection (by others~ must transfer equal l.oad to each pl.y (or add-on) shown. + + + + + +,+ + + + + + + + + + + + + + + + 6-9-1 I 6-9-1 6-10-15 15-4-0 22-1-1 . 29-0-0 13-8-0 3 4 -4.oo. I 4-4 29-0-0 5 4-8 Required bearing widths and bearing areas appl.y when truss not supported in a hanger. UPLIFT REACTION(S) : Support 1 -208 lb Support 2 -209 lb This truss is designed using the CBC-01 Code. Bl.dg Encl.osed = Yes, Importance Factor = 1.00 Truss Location= End Zone Hurricane/Ocean Line= No, Exp Category= C Bldg Length = 40 . 00 ft, Bl.dg Width = 20 • 00 ft Mean roof height= 10.80 ft, mph = 80 CBC Special Occupancy, Dea,d Load = 12. 6 psf T 5-5-4 MAX DEFLECTION (span) : L/999 IN MEM 6-7 (LIVE) L= -0.23" D= -0.:;!0" T= -ct.52.' = Joint Locations 1 o-0-0 6 o-o-0 2 8-6-15' 7 8-6-15: 3 15-4-0 8 15-4-0 4 22-1-1 9 22-1-l. 5 29-o'-0 10 29-o-0 !SHIP t Io-10-10 2-4 B2 W:308 R:1189 U:-209 1-8-0 8 9 10 STUB 6-9-1 I 6-9-1 I 6-10-15 15-4-0 22-1-1· 29-0-0 8/30/2005 Ail plates are 20 gauQe Truswal Connectors ,unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint ,Detail Reports available from Truswal software, unless note_d. Scale: 5/32" = 1' ~ WARNING Read all notes on this sheet and give a copy oiit to the Erecting Contractor. Eng. Job: .EJ. .......... .__._,.. This design is for an individual building component not truss system. It has been based on specifications provided by the component ~ufilc;urer Chk: BRYA _ and done in accordance with the current versions ofTPI and AFPA design standards. No resporisibility is assumed for dimensional accuracy. Dimensions TRU Sswo RKS are to be v~rified by the component manufac;turer·and/or building designer prior to fabrication. ,The building designer must ascertain that the loads Dsgnr: BRYA · . utilized on this design meet or exceed the loading imposed by the local b~ildinj! code and the particular ~pplication. The design as~ull)es that the top chord TC live 16.00 ·psf A Company You Can Truss' is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing mateml directly attached, unless otherwise · • noted.· Bracing shown,is for lateral support of components members only to reduce buckling length. This component shall not be placed'in any TC Dead 14.00 psf environment that will cause the moisture content oftl\e woo,d to exceed 19% and/or cause connector plate corrosion. Fab:icate, handle, install BC Live O .00 psf 75-110 St. Charles pl. ste-11A Palm ~ert. CA. 92211 Phone (7GO) 341-2232 Fax# (760) 341-2293 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', (ANSI/fPI I', 'WTCA I' -Wood Truss Councif,of America Standard Design Responsibilities, '~LING INSTALLING AND'BRACING METAL PJ;.ATE CONNECTED WOOD TRUSSES' -{HIB-91) and 'HIB-91 St)MJo4ARY SHEET' by TPL The Truss Plate Institute (TPI)·is located at D'Onofrio Drive, Madison, Wiscons_in 53719. The American Forest and Paper Association (AFPA) is located at ll 11 19th Str_ect._)'l'V,_S~e 800, Washington, DC 20036. BC Dead 7.00 psf TOTAL 37.00 psf WO:J5242 ,DurFacs L=1.2S P=1.2S ·Rep Mbr Bnd 1.15 O.C.Spacing 2-0-O Design Spec CBC-01' Seqn T6.4.24 -0 Job N,,une: LA COSTA PROJECT Truss ID: CDRAG Q· 1 lG X-LOC REACT SIZE REQ'D 1 0-1-12 493 3.50" 1.50" 2 12-6-4 493 3 .50" 1.50" tG REQUIREMENT~ shown are based ONLY l the truss material at each bearing TC FORCE AXL BND CSI .-2 -1204 0.02 0.28 0.30 !-3 -1204 0.02 0.28 0.30 BC FORCE AXL BND CSI ,-5 1751 0.25 0.33 0.58 i-6 1751 0.25 0.33 0.58 !EB "FORCE CSI HEB FORCE CSI :-s 145 0.06 T TC BC WEB GBL BLK 2x4 2x4 2x4 2x4 Sl?F Sl?F HF HF l.650F-l.5E 1650F-l.5E STUD STUD + + + + + + + + + + + + + + + + + + + + + + Designed for 2.5 K lbs drag load applied evenly al.ong the top chord to the chord @ea.bearing (unless noted), concurrently with dead+ 0 % live l.oads. D.F. = 1.33 Horiz. reaction= 2.5 K lbs. ea. bearing. Connection (by others) must transfer equal load to each ply (or add-on) shown. + + + + + + + + + + + + + + + + + +.+ + + + 6-4-0 1 ~ 2-5-4 1 I ... ,. B1 W:308 R:493 U:-115 4 rYPICAL PLATE: 1.5-3 Plating spec: ANSI/Tl?I -l.995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Gable-vertical.s are 2x 4 web material. spaced at 16.0 " o.c. unless noted otherwise. Top chord supports 24.0" of uniform load at 16 psf live load and 14 psf dead load. Additional design considerations may be required if sheathing is attached. [+] indicates the requirement for lateral bracing (designed by others) perpendicul.ar to.the plane of the member at 63"interval.s. Bracing is a result of wind load applied to member. (Combination a,xial. plus bending). This tru,;is requires adequate sheathing, as designed by others, applied to the truss face providing lateral support for webs in the truss plane and creating shear wall action to resist diaphragm loads. 6-4-0 E_l-4-0 6-4-0 2 4-4 12-8-0· 5 6-4-0 6-4-0 f;_-:4-0_ ~ 12-8-0 3 6 6-4-0 12-8-0 Drw UPLIFT REACTION(S) Support 1 -115 lb Support 2 -115 lb This truss is designed using the CBC-01 Code. Bldg·Enclosed = Yes, Importance Factor = 1.00 Truss Location= End Zone Hurricane/Ocean Line = No ·, Exp Category = C Bldg Length= 40.00 ft, Bldg Widtjl = 20.00 ft Mean roof height= 9.30 ft, mph = 80 CBC Special Occupancy, Dead Load= 12.6 psf MAX DEFLECTION (span) : L/999 IN MEM 5-6 (LIVE) L= -0.07" D= -0.09" T= -Cl.'16" T = Joint Locations--:- 1 0-0-0 4 ·o-0-O· 2 6-4-0 5 6-4-0 3 12-8-0 6 12-8-0 ~'\. ~<:o ~· 8/30/2005 ~ IJI plates are 20 gauge Truswal Connectors unless preceded by "MX" for.HS 20 _gau~e or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unles_s no~ed. 'Scale: 13/32" = 1' ~ rRUSSWORKs· A Company Yo~ Can Truss! 75-110 St Charles pl. ste-11A. :iatm· Desert, CA. 92211 =-none (160) 34i-i232 -=ax# (760) 341-2293· WARN"JNG Read all notes on this ffh~et and give a copy ofit to the Ere,cting Contracto;: This design is for an individual building component not truss 5>'8tem. It has, been based on specifications provided by the component manufacturer and done in accordance with the current versi9ns of1PI and AFPA design standards. No responsibility is assumed for.dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to,fu.brication. The building designer must-ascertain that the loads · utilized on this design meet or exceed the loading imposed by the !oqtl building code anq the particular application. The design assumes th;tt the top chord is laterally braced by the roof or floor sheathing and the bottom chord is later;illy braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed iii any environment that will cause the moistu_re content of the wood to exceed 19% an~or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cu\ting Detail Reports available as output from Truswal software'. 'ANSJ/TPI !', 'WTCA I' -Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD "TRUSSES' -(HIB-91) and 'HIB-91 SUMMARY SHEET' by 1PL The Tcuss Plate Institute {TPI) is iocated at D'Onofiio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is.located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. Eng. Job: .EJ. Chi(: BRYA Dsgnr: BRYA TC Live 16.00 psf TC-Dead 14.00 psf BC Ljve 0.00 psf BC Dead 7 .00 psf TQTAL 37.00 psf WO: J5242 DurFacs L;.,1.~5 P=1.25 Rep MbrBnd 1.15 ·o.C.Spacing 2-0-o Design Spec CBC-01 Seqn T6.4.24 • 0 Job Name: LA COSTA PROJECT .G X-LOC REACT srzE REQ'D 1 0-1-12 469 3.5011 1.50" 2 12-6-4 469 3.50" l.50" TC BC WEB 2x4 2x4 2x4 SPF SPF HF Truss ID: C Qtv: 1650F-l.SE l650F-l.SE STOD Plating spec: ANSI/TPI -1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. 1 :RG REQUIREMENTS shown are based ONLY This truss is designed using the PLATE VALUES PER ICBC RESEARCH REPORT #1607. ,n the truss material at each bearing CBC-01 Code. TC FORCE AXL BND csr 1-2 -865 0.01 0.24 0.25 2-3 -865 0.01 0.24 0.25 BC FORCE AXL BND csr 4-5 776 0.12 0.16 0.27 5-6 776 0.12 0.16 0.27 WEB FORCE CSI WEB FORCE 2-5 145 0.06 CSI T 2-5-4 Bldg Enclosed= Yes, Importance Factor = 1.00 Truss Location= End Zone Hurricane/Ocean Line= No , Exp Catego:cy = C Bldg Length= 40.00 ft, Bldg Width= 20.00 ft Mean roof height= 9.30 ft, mph = 80 CBC Special Occupancy, Dead Load= 12.6 psf 6-4-0 6-4-0 1 ~ 1 I,_,_,. B1 W:308 R:469 U:-115 4 6-4-0 6-4-0 6-4-!!_ 2 ~ 12-8 5 6-4-0 12-8-0 3 6 6-4-0 12-8-0 Drw UPLIFT REACTION(S) Support 1 -115 l.b Support 2 -115 lb B2 W:308 R:469 -U:-115 T All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. ~ WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. I Eng. Job: .EJ. .. .__., .. a;_.__ This design is for an individual building component not truss system It has been based on specifications provided by the component manufacturer Chk: BRYA , and done in accordance with the current versions ofTP! and AFPA design standards. No responsibility is assumed for dimensional accuracy_. Dimensions TRU S Swo RKS are to be v<;rified by )he component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads · · · utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Truss I is laterally braced by the roof or floor sheathing and.the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise • noted. j3racing shown is for lateral support of components members only to reduce buckling-length. This component shall not be ptaced in any 7'.5-110 St. Charles pl. ste-11A P"'lm De.sen, CA. 9;,.211 Phone (760) 341-2232 Fax#_ (7~0) ~1-2293. environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this trl!5S in accordance with the following standar9s: 'Joint and Cutting Detail Reports available as output from Truswal software', 'ANSI/IP! !', 'WTCA l' • Wood Tm•s Council of America Standard Design Responsibilities,''HANDLINGINST ALLING AND BRACING METAL ., Pl,ATE CONNECTED WOOD TRUSSES' -(HIB-91) and 'HIB-91 SUMMARY.SHEET' by TPI. The Truss Plate lns;itute {TPI) is locateif at D'Onofrio,Drive, Madis?n, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 ,19th Street, NW, Ste 800, Washingto1s·DC 20036. Dsgnr: BRYA TC Live TC Dead BC Live BC Dead TOTAL 16.00 psf 14,00 ps'f 0.00 psf 7.00 psf ;37.00 psf MAX DEFLECTION (span) : L/999 IN MEM 4-5 (LIVE) L=. -0.03" D= -0.04" T= -Cl.07 = Joint Locations 1 0-0-0 4 0-o-0 2 6-4-0 5 6-4-0 3 12~ 8-0 6 12-8-0 8/30/2005 Scale: 1'3/32" = 1' WO: J5242 DurFacs L='l.25 P=1.25 Rep MbrBnc! 1.15 O.C.Spacing 2-0-O ., Design Spec CB<;:-01 Seqn T6.4.24 -0 fob Name: LA COSTA PROJECT Truss ID: C1 Q 2 G X-LOC REACT SIZE REQ'D 1 0-1-12 3598 3.50" 2.9611 2 ·12-6-4 3598 3.50" 2.96" G REQUIREMENTS ~hown are based ONLY the truss material at each bearing re FORCE AXL BND CSI -2 -7731 0.14 0.31 0.45 -3 -5726 0.07 o.os 0.12 -4 -5726 0.07 0.05 0.12 -5 -7731 0.14 0.31 0.45 ac FORCE AXL BND CSI -7 7339 0.35 0.30 0.65 -8 7222 0.34 0.13 0.47 -9 7222 0.34 0.13 0.47 -10 7339 0.35 0.30 0.65 rn FORCE csr WEB FORCE CSI -7 1376 0.24 4-8 -2030 0.19 -8 -2030 0.19 4-9 . 1376 0.24 ·8 3389 0.59 I TC 2x4 SPF 1650F-1.5E BC 2x6 HF 1650F-1.5E WEB 2x4 HF STUD Permanent bracing is required (by others) to prevent rotation/toppling. See BCSI 1-03 and 1\NSI/TPI 1. 3-9-14 3-9-14 ==:!::t 6-4-0 2-PLYS 1 2 REQUIRED. r;;- 2-5-4 1 I•~-" B1 W:308 R:3598 U:-883 6 7 3-9-14 3-9-14 Plating spec : ANSI/TPI -1995 THIS DESIGN IS THE COMl?OSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. 2-PLY! Nail w/lOd BOX, staggered (per NDS) in: TC-2 . BC-3 WEBS-2 **PER FOOT!** 2-6-2 I 2-6-2 I 3-9-14 6-4-0 8-10-2 12-8-0 6-4-0 3 4 5 -4.90 I 12-8-0 8 9 10 2-6-2 I 2-6-2 I 3-9-14 6-4-0 8-10-2 12-8-0 Drwa: Ul?LIFT REACTION($) : Support 1 -883 lb · Support 2 -883 lb This truss is .designed using the CBC-01 Code. Bldg Enclosed= Yes, Importance Factor = 1.00 Truss Location= End Zone Hurricane/Ocean Line= No, Exp Category= C Bldg Length= 40.00 ft, Bldg Width= 20.00 ft Mean roof height=· 9.30 ft, mph = 80 CBC Special Occupancy, Dead Load = 12. 6 psf ----------LOAD CASE #1 DESIGN LOADS---------------Dir L.Plf L.Loc R.Plf R.Loc LL/T TC Vert 60.00 0-O-0 60.00 12-8-0 0.5 BC Vert 508.10 0-0-0 508.10 12-8-0 0.4 MAX DEFLECTION (span) : L/999 IN MEM 7-8 {LIVE) L= -0.08" D= -0.10" T= -1-18" -;--Joint Locations = 1 0-o-0 6 o-0-0 2 3-9-14 7 3-9-14 3 6-4-0 · 8 6-4-0 4 8-10-2 9 8-10-2 !'i 12-8-o. ·10 12-8-0 I · .. 2-5-4 Io-3.1s r" 82 W:308 R:3598 U:-883 JI plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal.software, unless noted. Scale: 13/32" = 1' ~ -~USSWORKS A Company You Can Truss! '5-110 St Charles pl. ste-11A 'aim Desert, CA. 92211 'hone (760) 341-2232 :ax# (760) 341-2293 WARNING Read all l'/Otes on this sheet and give a copy ofit to the Erecting Contractor. This design is for an individtJ.al building com..Ponent not truss system. It has been based on specifications provide4 by the component manufacturer and done .in accordance with the current Versions ofTPI and AFPA desigh standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component.manufacturer and/or, building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loadmg imposed by the lo"'/-1 budding code and the particular application. The design assumes that. the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sh<;athing material directly attached, IU!less otherwise noted. Bracing shown is for lateral support of componeqts members only to reduce buckling length. ·,his component sh~ll not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, Handle, install and brace this truss in•accordance with the following standards: 'Joint and Cutting-Detail Reports available as output from Truswal software', 'ANSI/fPI l', 'WTCA I' -Wood Truss CouncU of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRpSSES' • (HIB-91) and 'HIB-91 SUMMARY SHEEl' by TPI. The Truss Plate Institute (TPI) Is located at D'O.nofrio [)rive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 I~ S~eet, NW, Ste.800, Washingtop, DC 20036. Eng. Job: .EJ •. Chk: BRYA Dsgnr: BRYA TC Live 16.00 psf TC Dead 14.00 psf ~c Live 0.00 psf BC-Dead 7.00 psf ------ TOTAL 37.00 psf WO:J5242 DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.00 O.C.Sp;,.cing • 2-0-o Design-Spec CBC-01 Seq!'! TS.4.24 -0 Job Name: LA COSTA PROJECT Truss ID: 0 O' 2 IRG X-LOC REACT SIZE REQ'D 1 o-1-12 4492 3.50" 3.50° 2 14-10-4 4492 3.50" 3.50" l3RG REINFQRCEMENT: IRG TYPE FACES NAILS LENGTH 1 BBR 2 14 12" 2 BBR 2 14 12" IRG REQUIREMENTS shown are based ONLY ,n the truss material at each bearing TC FORCE AXL BND· CSI 1-2 -9962 0.2S 0.42 0.68 2-3 -7204 0.10 0.06 0.17 3-4 -7204 0.10 0.06 0.17 4-5 -9962 0.25 0.42 0.68 BC FORCE AXL BND CSI 6-7 94S3 o.4s o.4o a.as 7-8 9315 0.44 0.16 0.60 8-9 9315 0.44 0.16 0.60 9-10 9453 0.45 0.40 0.85 iiEB FORCE CSI iiEB .FORCE CSI 2-7· 1837 0.32 4-8 -2778 0.27 2-8 -2778 0.27 4-9 1837 0.32 3'-8 4302 0.74 T 2-9-15 TC 2x4 SPF 1650F-1.5E 2x6 BF 1650F-1.5E 2x4 HF STOD 2-2x6 HF 1650F-1.5E shear allowables are per NDS. BC WEB SCAB Lumber 2-PLY! in: Nail w/10d BOX, staggered (per NDS) TC-2 BC-3 WEBS-2 **PER FOOT!** ·=:!:::t 2-PLYS REQUIRED 1 4-4-14 4-4-14 7- 2 r;;- l Io-3-15 B1 W:308 R:4492 U:-1070 6 4-4-14 4-4-14 7 Plating spec: ANSI/TPI -1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES •. PIATE VALUES PER ICBO RESEARCH REPORT #1607. Permanent bracing is required (by others) to prevent rotation/toppling. See BCSI 1-03 and ANSI/TPI 1. Brg. Block Reinforcing (cross-hatched area) attached to required face(s) of tlie truss at the noted support(s). Attach each block with 10d common nails as indicated even1y spaced and staggered throughout, per NDS. 3-1-2 3-1-2 I 4-4-14, 7-6-0 10-7-2 3 R.4-6 15-0-Q 8 3-1-2 3-1-2 7-6-0 10-7-2 7- 4 7o;7 ~ 15-0-0 5 10 4-4-14 15-0-0 Drw UPLIFT REACTION(S) Support l -1070 lb Support 2 -1070 lb This truss is designed using the CBC-01 Code. Bldg Enclosed= Yes, Importance Factor = 1.00 Truss Location= End Zone Hurricane/Ocean Line= No , Exp Category= C Bldg Length= 40.00 ft, Bldg Width= 20.00 ft Mean roof height = 9.50 ft, mph = 80 CBC Special Occupancy, Dead Load = 12. 6 psf ----------LOAD CASE #l DESIGN LOADS--------------- Dir L.PJ.f L.Loc R.Plf' R.Loc LL/T· TC Vert 60 . 00 0-0-0 60 . 00 15-0-0 0 . 5 BC Vert 538.94 0-0-0 538.94 15-0-0 0.4 MAX DEFLECTION ( spanj L/999 IN MEM 7-8 (LIVE) L= -0 .12" D= -0 .16" T= -Cl. 28 B2' W:308 R:4492 U:-1070 T = Joint Locations l 0-o-0 . 6 o-0-0 2 4-4-14 7 4-4-14 3 7-6-0 8 7-6-0 4 10-7-2 9 10-7-2 5 15-o-Q 10 15-0-0 \, ~<o 'b ~ ' ~ All _plates are 20 gauge Truswal Connectors unless precei:led by "MX" for HS 20 gauge or ''.H" for 16 gauge, positioned per Joint Detail Reports available-from Truswal software, unless noted. Scale: 11/32" = 1' ~ TRUSSWORKS A Coinp~ny You Can Truss! 75-110 St Charles pl. ste-11A Palm Desert, CA. 92211 Phone (760) 341-2232 Fax# (760) 341-2293 WARN"JNG Read all notes on this sheet and giv~ a copy.of it to the Erecting Contractor. This design is for an individual building component no~ truss s~em. It has been based on specifications provided by the component·manufacturer, ~d done in accordance with the current versions ofTPI and AFPA design standards. No responsibility is assumed for dimensional accuracy, J;>imensions 'are to be verified by'the component manufacturer and/or building designer·prior to fabricatioIL The building designer must ascertain that the loads ·utilized on this design meet or exceed the loading imposed by the local building code and the particular applicatioIL The design assumes that the top chord is lateri!lly braced by the roof or floor sheathing,and,the bottom chord is laterally braced by a rigid'shea,thing material directly attached, unless otheiwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component ·shall not be placed in ~ny environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'J~int and Cutting Detail Reports available as output from Truswal software', 'ANSI/IP! !', 'WTCA I'. Wood Tm,s 'eovn6J of Am•ri"' St,tn<f,r,:1 Design Respoo.sibilities, 'HANDLING INSTALL!NG'A,ND BRACING METAL PLATE CONNECTED WO.OD TRUSSES' -(HIB-91) and 'lilB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, W1Sco~in 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Stree~ NW, Ste 800, Washington, DC 20036. E_ng. Job: .EJ. Chk: BRYA Dsgnr: BRYA TC Live 16.00 psf TC.Dead 14.00 psf BC Live 0.00 psf BC Dead 7.00 psf -'---'"--'---- TOTAL 37.00 psf WO:J5242 Durfacs L=1.25 P=1.25 Rep.Mbr Bnd 1.00 O.C.Spacing 2-0-0 Design Spec CBC-01 Seqn TGA.24· -0 Job Name: LA COSTA PROJECT :RG X-LOC REACT SIZE REQ'D 1 o-1-12 555 3.50" 1.50" 2 14-10-4 555 3.50" l.50" TC BC WEB Truss ID: D1 Q Pl.ating spec : ANSI/TPI -1995 THIS DESIGN IS THE COMPOSITE RESULT OF MOLTIPLE LOAD CASES. 1 RG .R.;QUIREMEN'l!S shown are based ONLY ,n the truss material at each bearing This truss is CBC-01. Code. . 2x4 SPF 1650F-l.5E 2x4 SPF 1650F-1..5E 2x4 HF STUD designed using the PLATE VALUES PER ICBO RESEl\RCH REPORT #1607. TC FORCE AXL BND CSI 1-2 -1044 0.02 0.35 0.37 2-3 -1044 0.02 0.35 0.37 BC FORCE AXL BND CS:t 4-5 936 0.14 0.23 0.37 5-6 936 0,14 0.23 0.37 WEB FORCE CSI WEB FORCE 2-5 l.74 0.07 CSI I 2-9-15 Bl.dg Enclosed= Yes, J:mportance Factor = 1.00 Truss Location= End Zone Hurricane/Ocean Line= No, Exp Category= C Bl.dg Length= 40.00 ft, Bldg Width= 20.00 ft Mean roof height= 9.50 ft, mph = 80 CBC Special. Occupancy, Dead Load = 12. 6 psf 7-6-0 7-6-0 1 ~ 1 Io-3-15 Fl B1 W:308 R:555 U:-132 7-6-0 7-6-0 7. .... , 2 -4.oo. I 15-0-0 5 7-6-0 15-0-0 3 6 7~-0 15-0-0 Drw UPLIFT REACTION($) : Support 1 -132 lb Support 2 -132 lb B2 W:308 R:555 U:-132 I All plates are·20 gauge Truswal Connectors unless preceded by "MX"'for HS 20 gauge or·"H"for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. ~ WARJIJNG Read all notes on this sheet and give a copy of it to the Erecting Contractor. I Eng. Job: :EJ. This design is for an individual building component not truss system. It has been based on specifications provided by the component manu.lacturer . Ghk: BRYA and done in accordance with the current versions ofTPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TRUSSWORKS utilized on this design meet or exc,eed the loading imposed by the local li~ilding code and the particular application. Th(: d_esign assumes that the top chord A Company You Can Truss I I is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sh~thing material directly attached, unless qtheiwise . • noted. Bracing shown is for lateral support of compoµents members only to reduce buckling length. This component shall not be. placed in any 75-110 St. C_harles pl. ste-11A t=>alm ~ert, CA. 92211 Phone (760} 341-2232 Fax# (760) 341-2293 'environment.that will cause the moisture content of the wood·to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install· and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal so~re', 'ANSI/IP! I'. 'WTCA I' -Wood Truss·Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING'J\ffiTAL PLATE CONNECTED WOOD TRUSSES'. (HIB-9i) and 'HIB-91 SUMMARY SHEET' byTPlc Tlie Truss Plate Institute (Ti'l) is locat_ed at D'Onofrio Drive, Madison, W1Sconsin ,53719 .. The American Forest and Paper· Association (AFP A) is located at ·1111 I 9th Street, NW, Ste 800, Washington, DC 20036. Dsgnr: BRYA TC Live 16.00 psf TC Dead 14.00 psf BC Live 0.00 psf BC Dead 7.00 psf TOTAL 37.00 psf MAX DEFLECTION (span) : L/999 IN MEM 5.:.6 (LIVE) L= -0. 06" D= -0. 07" T= -(1.13 = Joint Locations= 1 o-0-0 4 0-o-0 2, 7-6-0 5 7-6-0 3 15-0-0 6 15-0-0 Scale: 11/32" = 1' WO:J5242 DurFacs L=1.25 P=1.25 RepMbrBnd 1.15 O.C.Spacing 2-0-O Design Spec ·CBC-01. Seqn TG.4.24 -0 Job Name: LA COSTA PROJECT Truss ID: D1 DRAG Q 1 :RG X-LOC REACT SIZE REQ'D 1 0-1-12 555 3 .. s'on 1.50" 2 14-10~ 4 555 3.50" 1. 50" :RG ~QUIREMEw_rs shown are based ONLY ,n the truss material at each bearing TC FORCE AXL BND CSI 1-2 -1297 0.02 0.35 0.37 2-3 -1297 0.02 o:35 o.37 BC FORCE AXL BND CSI 4-5 1835 0.26 0.36 0.62 5-6 1835 0.26 0.36 0.62 WEB FORCE CSI WEB FORCE CSI 2-5 174 0.07 T 2-9-15 TC 2x4 SPF 1650F-1.5E BC 2x4 SPF 1650F-1.5E WEB 2x4 HF STUD GBL BLK 2x4 HF STUD + + + + + + + + + + + + + + + + + + + + + + Designed for 2.5 K 1bs drag load applied evenly along_the top chord to the chord @ea.bearing (unl.ess noted), concurrently with dead+ 0 % live loads. D.F. = 1.33 Horiz. reaction= 2.5 K 1bs. ea. bearing. Connection (by others) must transfer equal load to each ply (or add-on) shown. + + + + + + + + + + +.+ + + + + + + + + + + 1 ~ 1 Io~-" Fl B1 W:308 R:555 U:-132 Plating spec·: ANSI/TPI -1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Gable verticals are 2x 4 web material spaced at 16.0 " o.c. unl.ess noted otherwise. Top chord supports 24.0" of uniform load at 16 psf live load and 14 psf dead load. Additional design considerations may be required if sheathing is attached. [+] indicates the requirement for lateral bracing (designed by others) perpendicular to the plane of the member at 63"intervals. Bracing is a result of wind 1oad apP1ied to member. (Combination axial plus bending). This truss requires adequate sheathing, as designed by others, applied to the truss face providing lateral support for webs in the truss plane and =eating shear wall action to resist diaphragm loads. 7-6-0 7-6-0 7-6-0 15-0-0 7:!H2 2 3 ~ Drw OPLIFT REACTION($) : .. Support 1 -132 1b Support 2 -132 lb This truss is designed using the CBC-01 Code. Bldg Enclosed= Yes, Importance Factor =·1.00 Truss Location= End Zone Hurricane/Ocean Line= No, Exp Catego:cy = C Bldg Length= 40.00 ft, Bldg Width·= 20.00 ft Mean roof height= 9.50 ft, mph = 80 CBC Special Occupancy, Dead Load = 12. 6 psf T 2-9-15 Io-3-15 lSHIP ~ ' B2 W:308- R:555 U:-132 MAX DEFLECTION (span) : L/999 IN MEM 5-6 (LIVE) L= -0.10" D= -0.13" T= -Cl.23 , Joint Locations. = 1 o-o-0 4 o-o-0 2 7-6-0 5 7-6~ 0 3 15-o-0 6 15-0-0 15-0-0 ---4 4 5 6 7-6-0 I±Q_ 7-6-0 15-0-0· TYPICAL PLATE : 1.5-3 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal soffylare, unless noted. ~ TRUSSWORKS A Company You Can Truss! 75-110 St. Charles pl. ste-11A Palm Desert, CA. 92211 Phone (760} 341-2232 Fax# (760) 341-2293 WARN'JNG Read all notes ~n this sheet and give a copy of it t~ the Erecting Contractor. This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions ofTPI and AFP A design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the·loads . utilized on this design meet or exceed tlie loading imposed by the local building code and the particular application. The design assumes tliat the top chord is laterally braced by the roof or floor sheatliing and the bottom chord is laterally braced by a rigid sheathing material directly attached, ¥nless otherwise noted. Bracing shown is f~r lilteral supp·ort of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture content of the wood to exceed '19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following,standards: 'Joint and'Cutting Detail Reports available as output from Truswal software', 'ANSUJ1>! I', 'WTCA I'. Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND·BRACING ME'l'AL PLATE CONN;ECTED WOOD TRUSSES' -(lllB-91) and 'HIB-91 SUMMARY SHEET' by TPI. The T~s Plate Institute (IP!) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is, l~cated at Ill I 19th Street, NW, Ste 8!)0, WashingtOll, D{:_2~0~. __ Eng. Job: .EJ. Chk: BRYA D.sgnr: BRYA TC Live 16.00 psf TC.Dead 14'.00 psf BC Live · 0.00 psf BC Dead 7.00,psf ------ TOTAL 37.00 psf Scale: 11/32" = 1' WO:J5242 D_urFacs L=1.25 P=1.25 Rep l'inbr Bnd 1.15 O.C.Spacing 2-o-o Design Spec CBG,-01 Seqn T6.4.24 -0 Job Name: LA COSTA PROJECT Truss ID: E Q· 2 tG x-r.oc REACT SIZE REQ'D 1 o-1-12 3S98 3.50" 2".96" 2 12-6-4 3S98 3.50" 2.96" tG REQUIREMENTS, shown are based O~Y l the truss material at each bearing TC FORCE AXL BND CSI .-2 -7731 0.14 0.31 0.4S !-3 -S726 0.07 o.os 0.12 1-4 -S726 0.07 0.0S 0.12 1-s -7731 0.14 0.31 0.4S BC FORCE AXL BND CSI :-7 7339 0.3S 0.30 0.65 ·-a 7222 0.34 0.13 0.47 1-9 7222 0.34 0.13 0.47 ,-10 7339 0.3S 0.30 0.65 'EB FORCE CSI WEB FORCE CSI -7 1376 0.24 4-8 -2030 0.19 -8 -2030 0.19 4-9 1376 0.24 -8 3389 O.S9 T TC 2x4 SPF l650F-l.5E BC 2x6 BF 1650F-1.5E WEB 2x4 HF STUD Pe:cmanent bracing is required (by o_thers) t;o prevent rotation/toppling. See BCSI l-03 and ANSI/TPI 1. 3-9-14 I 3-9-14 ' ! 6-4-0 2-PLYS 1 2 REQUIRED ~ 2-5-4 1 I•~-,s B1 W:308 R:3598 U:-883 6 7 3-9-14 3-9-14 Plating spec : ANSI/TPI -1995 THIS DESIGN IS '.!:BE COMPOSITE RESULT OF MOLTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. 2-PLY! Nail w/lOd BOX, staggered {per NDS) in: TC-2 BC-3 WEBS-2 **PER FOOT!** 2-6-2 I 2-6-2 6-4-0 8-10-2 3 12-8-0 8 2-6-2 I 2-6·2 6-4-0 8-10-2 6-4-0 4 ~ 9 5 3-9~14 12-8-0 10 3-9-14 12-8-0 Drw UPLIFT REACTION(S} Support l -883 lb Support 2 -883 lb This truss is designed using the CBC-01 Code. Bldg Enclosed= Yes, Importance Factor = 1.00 Truss Location= End Zone Hurricaneiocean Line= No , Exp Catego:r:y = C Bldg Length= 40,00 f~, Bldg Width= 20.00 ft Mean roof height= 9.30 ft, mph = 80 CBC Special Occupancy, Dead Load= 12.6 psf ----------LOAD CASE #l DESIGN LOADS---------------Dir L.Plf L.Loc . R.Plf R.Loc LL/T TC Vert 60.00 0-0-0 '60.00 12-8-0 0.5 BC Vert 508.10 0-0-0 508.10 12-8-0 0.4 T 2-5-4 lSHIP Io-3.1s . . B2 W:308 R:3598 U:-883 MAX DEFLECTION (span) : L/999 IN MEM 7-8 (LIVE) L= -0.08" D= -0.10" T= -(1.18" Joint Locations= 1 o-o-0 6 o-o-0 2 3-9-14 7 3~ 9-14 3 6-·4-0 · 8 6-4-0 4 8-10-2 9 8-10-2 5 12-8-0 10 12-8-0 '· ~I plates are 20 gauge Truswal Connector:-unless preceded by "MX" for HS 20 gauge or "H" for-16 gauge, positioned per Joint Detail Reports available from Truswal software, unless note<!. Scale: 13/32" = 1' ~- rRUSSWORKS A Company You Can Truss! 15-110 St Charles pl. ste-11A >;,ilm Oe~ert, C!J,.. 92211 >hone (760) 341-2232 =ax# (760) 341-2293 WARN'JN G Read all notes on this sheet and give a copy of it to the Erecting Contracto~. This design is for .an individual, building component not truss system. It has been based on specifications· provided by the component manufacturer and done in accordance with the current versions ofTPI and AFPA design stand.anls. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the componerit manufact{!rer ~4/or building designer prior to fabrication. The building designer, must ascertain that the toads utilized on t)lis design meet or e)\ceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a ngid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce'buckling iength. This component shall not be placed in any envirofllllent-that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', 'ANSf/TPI l ', '\VTCA I' -Wood Trots c,,,,noil of Americ,,. Stsno,rd Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLAIB CONNECfED WOOD TRUSSES' -(HIB-91) and 'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrip Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at I 11 l 19th ~treet, NW, Ste 800, Washington, DC 20036. Eng. Job: .EJ. Chk:BRYA Osgnr: BRYA TC Live 16.00 psf TC Dead 14.00 psf BC Live 0.00 psf BC Dead 7.00 psf ------ TOTAL 37 .00 psf ''WO:J5242 DurFacs L=1.25' P=1.25 Rep Mbr Bnd 1.00 O.C.Spacing 2-0-0 Design Spec CBC-01 Seqn TS.4.24 • 0 Job Name:-LA COSTA PROJECT ~G X-LOC REACT SIZE REQ'D l o-1-12 469 3.50" 1.50" 2 12-6-4 469 3 .50" 1.50" TC BC WEB 2x4 2x4 2x4 SPF SPF HF Truss ID: E1 Q· 1650F-1.5E 1650F-1.5E STOD Plating spec: ANSI/TPI -1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES • 2 lG !UiQUIREMENT~ shown are based ONLY 1 the truss material at each bearing This truss is designed using the PIATE VALUES PER ICBO RESEARCH REPORT #1607. TC FORCE .!\XL BNO CSI .-2 -865 0.01 0.24 0.25 ~-3 -865 0.01 0.24 0.25 BC FORCE AXL BND CSI 1-5 776 0.12 0.16 0.27 i-6 776 0.12 0.16 0.27 !EB FORCE CSI WEB FORCE :-5 145 ·0.06 CSI T CBC-01 Code.· Bldg Enclosed= Yes, Importance Factor = 1.00 Truss Location= End Zone Hurricane/Ocean Line= No , Exp Category= C Bldg Length= 40.00 ft, Bldg Width= 20.00 ft Mean roof height = 9 • 30 ft, mph = 80 CBC Special Occupancy, Dead Load= 12.6 psf 6-4-0 6-4-0- 6-4-0 1 ~ 2-5-4 l I,.,_,, B1 W:308 R:469 U:-115 4 6-4-0 6-4-0 6-4-0 12-8-0 6-4-0 2 3 ~.oo 1 12-8-0 ~ -·----;-6 6-4-0 12-8-0 Drw uPLIFT ru:ACTION(S) Support 1 -115 lb Support 2 -115 lb T 2-5-4 Io-3.1s f"" B2 W:308 R:469 U:-115 UI plates are 20 gau~e Truswal Connectors unless preclJ!ded by "II/IX" for HS 20 ,ga1,1ge or "H" for 16 gauge, positioned per Joint Detail·Reports available from Truswal software, unless noted. ~ WAR}[JNG Read all notes on this sheet an¢ give a copy ofit to the" Erecting Contractor . ._ This desi~ is for an indiv~dual building com~onent not truss system. It_has been based on specifi":"~?ns.provided by the_ com~onent manufu.ctu~~r . and done m accordance with the current verstons ofTPI and AFPA design standards. No respons1b1hty IS-assumed for dunens1onal accuracy. Dunens10~ rRU Sswo RKS. are to.be verified by the component manufacturer and/or building designer prior to fabrication. The building designer musta_scertain that the loads -_ utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Truss I is laterally braced ~Y the roof or floor sheathing and the boitom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise · · • noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any 75-110 St Charles pl ste-11 A environment that will cause the moisture content_ of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install :, · • and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from_ Truswal s~ftware', ~Im OP.f;P.rt, CA, 92211 'ANSI/TPI I', '\'TfCA I'. Wood Truss Coun~il of Americo Stet!cl:1rd Design Re::p~'l!ibi!ities, 'F..ft.NDL!NG INSTAf.J.,TNG AND BRACING METAL =>hone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES' -(HIB-91} and 'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI} is located at D'Onofiio Drive, =ax # (760) 341_ -2293 l',fad~on, Wisconsin 53719. The· American Forest and Paper Association (AFPA} is located at 1111 19th Street, NW, Ste ~00, Washington, DC 20036. Eng. Job: .EJ. Chk: BRYA Dsgnr: BRYA TC Live 16.00 psf TC.Dead 14.00 psf BC Live 0.00 psf BC Dead 7.00 psf TOTAL 37.00 psf MAX DEFLECTION (span) : L/999 IN MEM 4-5 (LIVE) L= -0.03" D= -0.04" T= -ct.07" Joint Locations= 1 0-0-0 4 o-o-0 2 6-4-0 5 6-4-0 3 12-8-0 6 +2-8-0 ~'O'h ~ 8/30/2005 Scale: 13/32" = 1' WO:JS242 Dur-Faes L=1.~5 P=1.25 Rep N!br '3nd 1.15 P-C~Spacing 2-0-O Design Spec CBC-01 Seqn T6.4.24 -0 Job Name: LA COSTA PROJECT Truss ID: E2DRAG Q 1' IRG X-LOC REACT SIZE REQ'D 1 a-1-12 · 493 3.50" 1.50" 2 12-6-4 493 3.·50" 1.50" IRG RfQUI!WjEN'llS shown are based ONLY ,n the truss materia1 at each bearing TC FORCE AXL BND CSI 1-2 -1204 0.02 0.28 0.30 2-3 -1204 0.02 0.28 0.30 BC FORCE AXL BND CSI 4-5 1751 0.25 0.33 0.58 5-6 1751 0.25 0.33 0.58 iiEB FORCE CSI iiEB FORCE CSI 2-5 145 0.06 ' I 2-5-4 TC BC WEB GBL BLK 2x4 2x4 2x4 2x4 SPF SPF HF HF 1650F-l.5E 1650F-l.5E STUD STUD + + + + + + + + + + + + + + + + + + + + + + Designed for 2.5 K lbs drag load applied even1y a1ong the top chqrd to the chord @ea.bearing (un1ess noted), concurrent1y with dead+ 0 % live loads. D.F. = 1.33 Horiz. reaction= 2.5 K lbs. ea. bearing. Connection (by others) must transfer equal load to each ply (or add-on) shown. + + + + + + + + + + + + + + + + + + + + + + 6-4-0 1 ~ 1 I,_,_" B1 W:308 R:493 U:-115 . .. 4 TYPICAL PLATE: 1.5-3 Plating spec: ANSI/TPI -1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Gable verticals are 2x 4 web material. spaced at 16.0" o.c. unless noted otherwise. Top chord supports 24.0" of unifo:cm load at 16 psf live load and 14 psf dead load. Mditional design considerations may be required if sheathing is attached. [+) indicates the requirement for lateral bracing (designed by others) perpendicular to th!> plane of the member at 63"intervals. Bracing is a result of wind load applied to member. (Combination axial plus bending). This truss requires adequate sheathing, as designed by others, applied to the truss face providing lateral support for webs in the truss plane and creating shear.wall action to resist diaphragm loads. 6-4-0 6-4-0 6-4-0 ·2 12-8-0 5 6-4-0 - 6-4-0 6-4_-Q ~ 12-8-0 3 6 6-4-Q 12-8-0 Drw UPLIFT REACTION(S) : Support 1 -115 lb Support 2 -115 lb This truss is designed using the CBC-01 Code. Bldg Enclosed= Yes, Importance Factor = 1.00 Truss Location= End Zone Hurricane/Ocean Line= No , Exp Category= C Bldg I,ength = 40. 00 ft, Bldg Width = 20. 00 ft Mean roof height = 9. 30 ft, mph = 80 CBC Special Occupancy, Dead Load= 12.6 psf B2 W:308 R:493 U:-115 I MAX DEFLECTION (span) : L/999 IN ME:M 5-6 (LIVE) L= -o. 07" D= -0. 09" T= -Cl.16 = Joint Locations= 1 o-0-0 4 0-o-0 2 6-4-0 5 6-4-0 3 12-8-0 6 12-8-0 ;., 8/30/2005 All·plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unles1, noted. Scale: 13/32" = 1' ~ TRUSSWORKS A Company You Can Truss! · 75°110 St Charles pl. ste-1.1A .Pzilrn o~~rt, CA. 92211 .Phone (760) 341-2232 F~ # (760) 341-22~3 WARN'JNG Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not truss system. It has been base'd on specifications provided by the component manufacturer and done in accordance with the current versions ofTPI and AFPA design standards. No responsibility is assumed f0r dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the icical building code and the particular application The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheatljing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any· environment that-will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', 'ANSJ'/Il'I I', 'WTCA I' -Wood Truss Council of Alll:ric:, Stmtbrd Design R""!'O"'ibi!itics, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' -.(lllB-91) and 'HIB-91 SUMMARY SHEET' byTPI. The Truss Plate Institute (TPI)'is located at D'Onofri<> Drive, Madison, Wisconsin 53719. The AmeriC'!Il Forest and_ Paper Association (AFPA) is located at I II I 19th Street, NW, Ste 800, Washington, ·DC 20036. Eng. Job: .EJ. Chk:BRYA Dsgnr: BRYA TCL.,ive 16.00 psf TC Dead 14.00 psf BC Live 0.00 psf BC Dead 7.00 psf TOTAL 37.00 psf WO:J.5242 ·ourFacs L=1.~5 P=1.25 -Rep Mbr Bnd 1.15 O.C.Spacing 2-0-O _Design Spec CBC-01 Seqn T6.4.24 -0 Job Name: LA COSTA PROJECT Truss ID: FDRAG Qt·· 1 :G X-LOC REACT SIZE REQ'D l o-1-12 444 3.50" 1.50" 2 11-10-4 444 3.50" 1.50" :G REQUIREMENTS. shown are based ONLY the truss material at each bearing TC FORCE AXL BND CSI -2 -814 0.01 0.22 0.22 -3 -814 0.Ol 0.22 0.22 BC FORCE AxL BND CSI -5 730 0.ll 0.14 0.25 -6 730 0.ll 0.14 0.25 EB FORCE CSI WEB FORCE CSI -5 136 o.os TC BC WEB GBL BLK 2x4 2x4 2x4 2x4 SPF SPF BF RF 16SOF-1.SE 1650F-l.SE STUD STUD ++++++++++++++++++++++ Designed for 0.5 K lbs drag load applied evenly along the top chord to the chord @ea.bearing (unless noted), concurrently with dead+ 0 % live loads. D.F. = 1.33 Horiz. reaction= 0.5 K lbs. ea. bearing. Connection (by others) must transfer equa1 load to each ply (or add-on) shown. ++++++++++++++++++++++ 6~0-0 1 ~ T 2-3-15 1 Io-3-1s B1 W:308 R:444 U:-110 Plating spec: J\NSI/TPI -1995 THIS DESIGN IS THE COMPOSITE RESULT OF MOLTIPLE LOJ\D CASES. PLATE VALUES PER. ICBC RESEARCH REPORT 11607. Gable verticals are 2x 4 web material. spaced at 16.0" o.c. un1ess noted otherwise. Top chord supports 24 . 0 " of uniform load at 16 psf live load and 14 psf dead load. Additional design considerations may be required if sheathing is attached. [+] indicates the requir~t for lateral bracing (designed by others) perpendicular to the plane of the member at 63"intervals. Bracing is a result of wind load applied to member. (Combination axial plus bending) . This truss requires adequate sheathing, as designed by others, applied to the truss face providing lateral support for webs in the truss plane and creating shear wall action to resist diaphragm loads. !M 6-0-0 6-0-0 12-0-0 2 3 7oo7 Drw UPLIFT REACTION(S) : Support 1 -110 lb Support 2 -110 lb This truss is designed using the CBC-01 Code. Bldg Enclosed= Yes, Importance Factor = 1.00 Truss Location= End Zone Hurricane/Ocean Line= No , Exp Category= C Bldg Length= 40.00 ft, Bldg Width= 20.00 ft Mean roof height= 9.25 ft, mph = 80 CBC Special Occupancy, Dead Load = 12. 6 psf MAX DEFLECTION (span) : L/999 IN MEM 5-6 (LIVE) L= -0. 03" D= -o. 03" T= -Cl-06" = Joint Locations= 1 o-o-o 4 o~ o-o 2 6-0-·0 5 6-o-0 3 12-o-0 6 12-0-0 I ' T 2-3-15 Io-3-15 1SHIP B2 W:308 R:444 U:-110 12-0-0 ----l 4 5 6 6-0'-0 6-0-0 6-0-0 12-0-0 -YPICAL P~TE: 1.5-3 UI plate~ are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for·16 gauge, positioned per Joint Detail Reports availabie from Truswal software, uhle!s noted. ~ WARN/NG Read all notes on this sheet and give a copy of it to the Erecting Contractor. ~ This design, is for an individual building component not truss system. It has been based on specifications provided by. the component manufilcturer ._.,.._,...,._,...,.. aitd done in accordance with the current versions ofTPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions r Ru Sswo RKS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads " utilized on this design meet or exceed the loading imposed by the local building code arid the particular application. The design assumes that the top chord A Company You Can Truss! is laterally braced by the roof or floor sheathing and the bottoin chord is laterally.braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall no; be placed in any rs-110 St Charles pl ste-11 A. environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install :, I D ri CA 922•11 . . and brace this truss in accordance with the following Stal\dards: 'Joint and C~tting Detail Reports a~ilable as output from Truswal software', ii m ese,., •. .'ANSl/TPI I', 'WTCA I' -Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL ::thone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES' -(HIB-91) and 'HiB-91 SUMMARY SHEET' byTPI. The Truss Plate.Institute (TPI) is located atD'Onofric, Drive, ,:ax# (760) 341-2293 ' Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. Eng. Job: .EJ. Chk: BRYA Dsgnr: BRYA TC Live TC Dead BC Live BC Dead TOTAL 16.00 psf 14.00 psf 0.00 psf 7.00 psf 37.~0.psf Scale: 13/32" =. 1· WO:J5242 DurFacs L=1.25 P=1.25 Rep MbrBnd 1.15 ' O.C.Spacing 2-0-O Design Spec. CBC-01 Seqn T6.4.2~ -O Job Name: LA COSTA PROJECT ~G X-LOC REACT SIZE REQ'D 1 o..: 1-12 444 3.50"' 1.50" 2 11-10-4 444 3.50" 1.50" TC BC ·WEB Truss ID: F1 'Q 2x4 SPF 1650F-l.5E 2x4 SPF 1650F-l.5E 2x4 BF STOD Plating spec: ANSI/TPI -1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. 9 ~G REQgIREMENTS,shown are based ONLY 1 the ·truss material at each bearing This truss is CBC-01 Code. designed'using the PLATE VALUES PER ICBC RESEARCH REPORT #1607. TC FORCE AXL BND CSI L-2 -814 0.01 0.22 0.22 2-3 -814 0.01 0.22 0.22 BC FORCE AXL BND CSI 1-5 730 0.11 0.14 0.25 :i-6 730 0.11 0.14 0.25 iEB FORCE CSI WEB FORCE CSI !-5 136 0.05 Bldg Enclosed= Yes, Importance Factor = 1.00 Truss Location= End Zone Hurricane/Ocean Line= No, Exp Category= C Bldg Length= 40.00 ft, Bldg Width= 20.00 ft Mean roof height= 9.25 ft, mph = 80 CBC Special Occupancy, Dead Load = 12. 6 psf 6-0-0 6:.0-0 6-0-0 1 ~ -T. 2-3-15 l Io-3-1s B1 W:308 R:444 U:-110 4 6-0-0 6-0-0 12 .6:2:0. ~ 12-0-0 5 6-0-0 12-0-0 3 6 6-0-0 12-0-0 · Drw uPLIFT REACTION (S) : . Support l -110 lb Support 2 -110 lb B2 W:308 R:444 U:-110 T All plates are 20 gauge Truswai Connectors 11i111l<:l:.s preceded by "MX" for HS 20 gauge or '.'H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. ~ fRUSSWORKS A Company You Can Truss! 75-110 St. Charles pl. ste-11A Palm Desert, CA. 92211 Ph9ne (760) 341-2232 Fax# (760) 341-2293 WARNING Read all notes. on this sheet and give a copy of it to the Erecting Contractor. This-design is for an individual building component not truss system. It has been based on.specifications provided by the component manufacturer and done in accordance.with the current versions ofTPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component.manufitcturer·and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet .or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the-roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, ~nless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software',. 'ANSI/IP!!', 'WTCA I' -Wood Truss Coun~il of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' -(HIB-91) and 'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forestand Paper Association (AFPA) is located at 111 I 19th Str~et, NW, S,te 800~ashingt'.'n, DC 20036. '=1!9· Job: .EJ. Chk: BRYA Dsgnr: BRYA TC Live 16.00 psf TC Dead 14.00 psf BC Live 0.00.psf BC Dead 7.00 psf TOTAL 37.00 psf Ml\X DEFLEC.TION (span) : L/999 IN MEM 5-6 (LIVE) L= -0.03" D= -0.03" T= -<l.06" = Joint Locations= 1 o-o-o 4 o-o-o· 2 6-0-0 5 6-o-0 3 12-o-0 6 12-0-0 Scale: 13/32";,, 1' WO:JS242 DurFacs L=1.2S P=1.2S Rep Mbr Bnd 1.15 0.C.Spacing 2-0-·0 Design Spec CBC-01 Seqn T6.4.24 • 0 ' " Job Name: LA COSTA PROJECT Truss ID: F2DRAG Q 1 !RG X-LOC REACT SIZE REQ'D 1 0-1-12 444 3.50" 1.50" 2 11-10-4 444 3.50" 1.50" IRG REQUIREMENTS shown are based ONLY m the truss material at each bearing TC FORCE AXL BND csr 1-2 -814 0.01 0.22 0.22 2-3 -au 0.01 0.22 0.22 BC FORCE AXL BND csr 4-5 730 0.11 0.14 0.25 5-6 730 0.11 0.14 0.25 WEB FORCE csr WEB FORCE csr 2-5 136 0.05 TC BC WEB GBL BLK 2x4 2x4 2x4 2x4 SPF SPF HF HF 1650F-1.5E l650F-l.5E STUD STUD + + + + + + + + + + + + + + + + + + + + + + Designed for 0.5 K lbs drag load applied even1y along the top chord to tl)e chord @ea.bearing (uriless noted), concurrently with dead+ 0 % live loads. D.F. = 1.33 Horiz. reaction= 0.5 K lbs. ea. bearing. Connection (by others) must transfer equal load to each ply (or add-on) shown. + + + + + + + + + + + + + + + + + + + + + + §::Q::Q 1 r-.;:;;;- T 2-3-15 l Io-3-1s B1 W:308 R:444 U:-110 Plating spec: ANSI/TPI -1995 THIS DESIGN IS THE COMl?OSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Gable verticals are 2x 4 web material spaced at 16.0" o.c. uriless noted otherwise. . Top chord supports 24. 0 " of uniform" load at 16 psf live load and 14 psf dead load. Additional design consideraµons may be required if sheathing is attached. [+] indicates the requirement for lateral bracing (designed by others) pe:cpendicu1ar to the plane of the member at 63"intervals. Bracing is a result of wind load applied to member. (Combination axial plus bending). This truss, requires adequate sheathing, as designed by others, applied to the truss face providing lateral support for webs in the truss plane and =eating shear wall action to resist diaphragm loads. 6-0-0 6-0-0 6-0-0 12-0-0 12 3 -4.oo · I Drw UPLIFT REACTION($) Support 1 -110 lb Support 2 -110 lb This truss is designed using the CBC-01 Code. Bldg Enclosed= Yes, Importance Factor = 1.00 Truss Location= End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40. 00 ft, Bldg Width = 20. 00 ft Mean roof height= 9.25 ft, mph = 80 CBC Special Occupancy1 Dead Load = 12. 6 psf MAX DEFLECTION (span) : L/999 IN MEM 5-6 (LIVE) L= -0.03" D= -0.03" T= -cl.06 = Joint Locations= l o-o-0 4 o-o-0 2 6-o-0 5 6-o-0 3 12-o-0 6 12-0-0 T . 2-3-15 Io-3°1s lSHIP, B2 W:308 R:444 U:-110 12-0-0 --1 4 5 6 6-0-0 6-0-0 6-0-0 12-0-0 TYPICAL PLATE : 1.5-3 All plates are 20 gauge Truswal Connectors unless prece<led by "MX" for HS 20 gauge or ''H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. ~ TRUSSWORKS A Company You Can Truss! 75-110 St Charles pl. ste-11A Palm Desert, CA. 92211 Phoi:ie (760) 341-2232 Fax# (760) 341-2293 WARJvJNG Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFP A desigri standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application. 'J;he design assumes that the top chord is laterally braced by the roof or floor sl)eathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral suppon of components members only to reduce buckling length. This component shall not be placed in any. environment that will cause the moisture content of the wood to exceed 19"!.and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail jleports available as output from Truswal software', 'ANSIIIPI I'. 'WTCA I' -Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL . PLATE CONNECTED WOOD TRUSSES' -(HIB-91) and 'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is loC\lted at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. Eng. Job: .EJ. Chk: BRYA Dsgnr: BRYA TC Live 16.00 psf TC Dead 14.00 psf BC Live 0.00 psf BC Dead 7 .00 psf ------ TOTAL 37;00 psf 8/30/2005 Scale: 13/32" = 1' WO:J5242 DurFacs L=1.25 P..1.25 Rep Mbr Bnd 1.15 O.C.Spacing 2-0-0 Design Spec CBC-01 Seqn T6.4.24 -0 Job Name: LA COSTA PROJECT Truss _ID: G Q· 9 IRG X-LOC REACT srZE REQ'D l 0-1-12 814 3.50" 1.50" 2 21-10-( 814 3.50" 1.50" IRG ~QUIREMENT,S, shown a:r<> bas<>d ONLY ,n th9 truss materia1 at each bearing TC FORCE AXL BND csr 1-2 -1839 0.04 0.29 0.34 2-3 -1361 0.02 0.27 0.28 3-4 -1361 0.02 0.27 0.28 4-5 -1839 0.04 0.29 0.34 BC FORCE .l\XL BND CSI 6-7 1705 0.20 0.36 0.5"6 7-8 1705 0.20 0.36 0.56 WEB FORCE csr WEB FORCE CSI 2-7 -sos 0.28 4-7 -505 0.28 3-7 580 0.20 TC 2x4 SPF 1650F-1.SE BC 2x4 SPF 1650F-1.SE WEB 2x4 HF STUD Loaded for 10 PSF non-concurrent.BCLL. 6-5-1 6-5-1 11-0-0. 1 2 ~ T 3-11-15 Plating spec: ANSI/TPI -1995 . THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOl\D CASES. PLATE VALUES PER ICB6 RESEARCH I\EPORT #1607. 4-6-15 4-6-15 6-5-1- 11-0-0 15-6-15 22-0-0 11-0-0 3 4 7oo7 4-4 5 Drw UPLIFT REACTION(S) : Support 1 -176 lb Support 2 -176 lb This truss is designed using the CBC-01 Code. Bldg Enclosed= Yes, Importance Factor = 1.00 Truss Location= End Zone Hurricane/Ocean Line= No , Exp Catego:r:y = C Bldg Length= 40.00 ft, Bldg Width= 20.00 ft Mean roof height = 10. OB ft, mph = BO CBC Special Occupancy, Dead Load= 12.6 psf T 3-11-15 MAX DEFLECTION (span) : L/999 IN MEM 7-8 (LIVE) L= -0.13" D= -0.:\-j;" T= -(1.29" .:___ Joint Locations= 1 0-o-0 5 22-o-0 2 6-5-1 .6 o-o-0 3 11-o-0 7 11-o-0 4 15-6~1s a 22-o-o l 3-4 = :::-. ffl _,.. ::::-,. '&J Io-3-15 IJ'!: Io-3-15 lSHIP B1 W:308 R:814 U:-176 6 22-0-Q_ 11-0-0 11-0-0 7 8 11-0-0 22-0-0 B2 W,308 R:814 U:-176 All plates are 20 gauge Truswal Connectors unless preceded _by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Re_ports avail11ble from Truswal softwa_re, unless noted. ~ W ARNJN G. Read all notes on this sheet and give ~ copy of it to the Erecting Contractor. This 4esign is for an individua/ b~ilding con\pone_nt nopruss system. It bas been.based on specifications provided by the component manufacturer , • . · . and done in accordance with the current versions of TPI and AFP A design standards, No responsibility is assumed for dimensional ac~uracy. Dimensions TRU S Sw·o RKS are to be verified by the component manufacturer and/or building designer prior to fabricatioJL The building designer must ascertain that the loads · · utilized on this design meet or exceed the loading imposed by the local buil1fo1g codo ond the particular application. The design assumes that the top chord A Comn;:,nu y\_,.!! Can Truss! is laterally bmccd b-y,the roof or floor sheathing and die bottom chord is laterally braced by a rigid shea,thing material direc_tly a_ttached, unless otherwis~ . ,. JI noted. Bracing shown is for lateral support of components members-only to reduce buckling length. This component shall not be placed in any • 75 110 St Charles pl ste 11A ,environment that will cause the moisture content of the wood to exceed I 9% and/or \'"use connector plate corrosion. Fabricate, handle, install • ' " and bra~ this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', Palm Desert, CA. 92211 'ANSI/fPI !', 'WTCA !' -Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL Phone (760) 341-2232 PLA1E CONNECTED WOOD TRUSSES' -{IllB-91} and 'HIB-91 SUMMARY SHEET' by TPI, The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Fax # (760) 341-2293 Madison, Wisconsin 53719. The American· Forest and Paper Association (AFP A} is located at llI 1 19th Street, NW, Ste 800, Washington; DC 20036. Eng. Job: .EJ. Chk:BRYA Dsgnr: BRYI\. · TC Live 16.00 psf TC Dead 14.00 psf BC Live 0.00 psf BC·Dead · 7.00 psf TOTAL 37.00 psf 8/30/2005 Sca_le: 7/32" = 1' WO:J5242 DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 O.C.Spacing 2-0-O ·•,Design Spec CBC-01 Seqn·TS.4.24-0 Job Name: LA COSTA PROJECT Truss ID: GDRAG Qtv: 1 Drw IRG X-LOC REACT SIZE REQ'D l o-1-12 814 3.5011 1.50" 2 21-10-4 814 3.50" 1.50" !RG ~QUIREME!l'Til shown are based ONLY ,n the truss material at each bearing TC FORCE AXL BND CSI 1-2 -1839 0.04 0.29 0.34 2-3 -1361 0.02 0.27 0.28 3-4 -1361 0.02 0.27 0.28 4-5 -1839 0.04 0.29 0.34 BC FORCE AXL BND CSI 6-7 1705 0.20 0.36 0.56 7-8 1705 0.20 0.36 0.56 WEB FORCE CSI WEB FORCE CSI 2-7 -505 0.28 4-7 -505 0.28 3-7 580 0.20 TC BC WEB GBL BLK 2x4 2x4 .2x4 2x4 SPF SPF HF HF 1650F-1.5E 1650F-l.5E STUD STUD Gab1e vertica1s are 2x 4 web materia1 spaced at 16.0" o.c. unl.ess noted otherwise. Top chord supports 24. 0 " of unifo:cm l.oad at 1.6 psf l.ive l.oad and 14 psf dead load. Additional design considerations may be required if sheathing is attached. [+] indicates the requirement for 1atera1 bracing "(designed by others) perpendicular to the pl.ane of the member at 63"intervals. Bracing is a result of wind load appl.ied to member. (Combination axial. pl.us bending). This truss requires adequate sheathing, as designed by others, appl.ied to the truss face providing 1at~ral support for webs iri the truss plane and creating shear wall action to resist diaphragm l.oads. 6-5-1 6-5-1 11-0-0 2 ~ T Pl.ating spec: ANSI/TPI -1995 THIS DESIGN IS·THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Loaded for 10 PSF non-concurrent BCLL. + + + + + + + + + + + + + + + + + + + + + + Designed for 0.5 K l.bs drag l.oad appl.ied evenly along the top chord to the chord @ea.bearing (unless noted), concurrently with dead+ O % live loads. D.F. = 1.33 Horiz. reaction= 0.5 K l.bs. ea. bearing. Connection (by others) must transfer equal l.oad to each ply (or add-on) shown: · ++++++++++++++++++++++ 4-6-15 4-6-15 6-5-1 11-0-0 15-6-15 22-0-0 11-0-0 3 4 -5 -:;;;-7 4-4 UPLIFT REACTION(S) : support 1 -176 l.b Support 2 -176 l.b This truss is designed using the CBC-01 Code. Bl.dg Encl.osed = Yes, Importance Factor = 1.00 Truss Location= End Zone Hurricane/Ocean Line= No, Exp Category= C Bldg Length= 40.00 ft, Bl.dg Width= 20.00 ft Mean roof height= 10.08 ft, mph = 80 CBC Special. Occupancy, Dead Load= 1.2.6 psf T MAX DEFLECTION (span) , L/999 IN MEM 7-8 (LIVE) L= -0.13" ·= -0.16" T= -ct.29 = Joint Locations 1 o-0-o. 5 22-0-0 2 6-5-1 6 0-o-o, 3 11-o-0 7 11-0-0 4 15-6-15 8 22-0-0 3-11-15 1 TYPICAL PLATE: 1.5-3 B1 W:308 R:814 U:-176 6 11-0-0 11-0-0 22-0-0 7 8 11-0-0 22-0-0 B2 W:308 R:814 U:-176 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports av:ailable from Truswal software, unless noted. ~ TRUSSWORKS A Company Yo_u Can Truss! 75-110 St Charles pt ste-11A Palm Desert, CA. 92211 Phone (760) 341-2232 Fax# (760) 34!:~293 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. I Eng. Job: .EJ. This design is for an individual building component not truss system. It has bee11 based on specifications provided by the component manufacturer Chk: BRYA and done in accordance with the current versipns ofTPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to tabrication. The building designer must ascertain that the loads utilized on this design ,,;eet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord-is laterally braced by a rigid sheathing material direcily attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. Tpis component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', 'ANSI/TPI I', 'WTCA I', Wood Truss Counctl of A,merica Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' -(HIB-91) and 'HIB-91 SUMMARY SHEET' by TPI. The Truss Plat~ Institute (TPI) is located ~t D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and P~per Association (AFPA) is located at 1111, 19th Street, NW, Ste 800, Washio!)ton, DC 20036. Dsgnr:_B~YA TC Live -16.00 psf TC Dead 14.00 psf BC Live 0;00 psf BC Dead 7.00 psf TOTAL 37.00·psf ~ ~~ 8/30/2005 S~ale: 7132" = 1' WO:J5242 DurFacs L=1.2~ P=1.25. Rep Mbr !3nd 1.15 O.C.Spacing 2-0-0 Design Spec CBC-01 Seqn TG.4.24 -0 .. Job .Name: LA COSTA PROJECT IRG 1 2 X-LOC REACT SIZE o-1-1'2 555 3. 50" 14-10-4 555 3.50" REQ'D 1.50" 1.50" TC BC WEB Truss ID: H Q 2x4 SPF 1650F-1.5E 2x4 SPF 1650F-1.5E 2x4 HF STUD Plating spec : ANSI/TPI -1995 THIS DESIGN .IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. ,3 IRG MQUIREMEH'llS shown are based ONLY ,n the truss material at each bearing This truss is designed using the CBC-01 Code. PLATE VALUES PER ICBO RESEARCH REPORT Jtl607. TC FORCE AXL BND CSI 1-2 -1044 0:02 0.35 0.37 2-3 -1044 0.02 0.35 0.37 BC FORCE AXL BND CSI 4-5 936 0.14 0.23, 0.37 5-6 936 0.14 0.23 0.37 WEB FORCE CSI 2-5 174 0.07 WEB FORCE CSI I 2-9-15 Bldg Enclosed= Yes, Importance Factor ·= 1.00 Truss Location= End Zone · Hurricane/Ocean Line= No, Exp Category= C . Bldg Length= 40.00 ft, Bldg Width= 20.00 ft Mean roof height= 9.50 ft, mph = 80 CBC Special Occupancy, Dead Load= 12.6 psf 7-6-0 7-6-0 1 ~ 1 Io-3-15 Fl B1 W:308 R:555 U:-132 ---- 4 7-6-0 7-6-0 z...,., -4.oo I 15-0_ --5 7-6-0 15-0-0 3 6 7-6-0 15-0-0 Drw UPLIFT'REACTION(S) : Support 1 -132 lb Suppo7t 2 -132 lb B2 W:308 R:555 U:-132 I All plates are 20 gauge Truswal Connectors unless preceded by "MX" for-HS 20 gauge or "H" for 16 gauge, positioned.per Joint Detail Reports available from Truswal software, unless· not~d: ~ WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. J9b: .EJ. This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: BRYA , , " and done in accordance with the current versions ofTPI and AFPA design standards. No responsibility, is assumed for dimensional accuracy. Dimensions · T·RU s swo RKS· ¥e to be verified by the component manufacturer and/or build~g designer prior to fabrication. The building designer must ascertain that th!' loads . Dsgnr: BRYA • · utilized on this design meet or exceed the loading imposed by the locafbuilding code and the.particular application. The design assumes that the top chord TC Live 16.00 psf A Company You Can Truss I is·laterally braced by the roofor floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise · • noted. Bracing shown is for lateral support of components members only to reduce buckling let1gth: This component shall not be placed in any . TC Dead 14.00 psf 75-110 St. Charles pl. ~te-11A Pa!m De.s~rt, CA. 9?.211 Pho.ne (760) 341-2232 Fax# (760) 341-2293 e~vironment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosiort -Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', 'ANSI/fPI i•, 'WTCA l' -Wood Truss Council-of America.Standard Design ~!'5ponsibiiities. 'HANDLING INSTALLING AND BRACING METAL 'I PLATE CONNECTED WOOD TRUSSES' -(IDB091) and 'HIB-91 SUMMARY SHEET' by TPI. The Truss'Platelnstitute (TPI) is located atD'Onofrio Drive, · Madison,.Wisconsin 53719. The American Forest and Paper Association (AFPA) is'located at 11 I I I 9th Street, NW, Ste 800, Washington, D~ 20036. BC Live O;OO·psf BC Dead 7.00 psf TOTAL 37.00 psf MAX DEFLECTION (spanj L/999 IN MEM 5-6 (LIVE) L= -0.06" D= -0.07" T= -C(.13' = Joint Locations= 1 o-o-0 4 0-o-0 2 7-6-0 5 7-6-0 3 15-' 0-0 6 15-o-0 . Scale: 11/32"·= 1' WO:J5242 ,DurFacs L:;1.25 P=1.25 'I•, . . Rep Mbr Bnd 1.15 O.C.Spacing 2-0-O ., Design Spec CBC-01 Seqn T6.4.24 -0 Job Name: LA COSTA PROJECT Trµss ID: H1 Q 1 lG X-LOC REACT SIZE REQ'D 1 0-,-1-12 248 3.50" 1.50" 2 /2-5-13 I 187 3.50" 1.50" 3 4-1-14 40 3.50" 1.50" 4 s-9-15 30 3.50" 1.5011 5 7-6-0 220 3.50" 1.50" 6 9-2-1 30 3.50" 1.50" 7 10-10-2 40 3.50" 1.50" 8 12-6-3 187 3.50ft 1.50" 9 14-10-4 248 3.50" 1.50" ;tG REQUIREMENTS shown are based ONLY ~ the truss material at each bearing TC FORCE AXL BND CSI L-2 -394 o.oo 0.30 0.30 2-3 -394 o.oo 0.30 0.30 BC FORCE AXL BND CSI l-5 0 o.oo 0.26 0.27 5-6 0 o.oo 0.26 0.27 ilEB FORCE CSI WEB FORCE CSI 2-5 -198 0.04 T 2-9-15 TC 2x4 SPF l650F-l.SE BC 2x4 SPF l650F-l.5E WEB 2x4 HF STUD GBL BLK 2x4 HF STUD Install interior support(s) before erection. HORIZONTAL REACTION(S) : support 1 762 lb support 2 -448 lb support 8 448 lb support 9 -762 lb 1 ~ 1 Io-3-15· 4 TYPICAL PLATE: 1.5-3 Plating spec : l\NSI/TPI -1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Ma,;k all interior bearing locations. Gable verticals are 2x 4 web material spaced at 16.0" o.c. unless noted otherwise. Top chord supports 24.0" of uniform load at 16 psf live load and 14 psf dead load. Add.itiona1 design considerations may be required if sheathing is attached. [+] indicates the requirement for lateral bracing (designed by others) perpendicular to the' plane of the member at 63"intervals.· Bracing is a.result of wind load applied to member. (~o.mbination axial plus bending) . This truss requires adequate sheathing, as designed by others, applied to the truss face providing lateral support for webs in the truss plane and creating shear wall action to resist diaphragm loads. 7-6-0 7-6-0 7-6-0 2· 15--0-0 5 7-6-0 7-6-0 z., -4.oo I 15-0-0 3 6 7-6-0 15-0-0 Drw UPLIFT REACTION(S) Support 1 -71 lb Support 2 -83 lb Support 3 -20 lb Support 5 -78 lb Support 7 -20 lb Support 8 -83 lb Support 9 -71 lb This truss is designed using the CBC-01 Code. Bldg Enclosed = Yes,, Importance Factor = 1. 00 Truss Location= End Zone Hurricane/Ocean Line·= No , Exp Category= C Bldg Length = 40. 00 ft, Bldg Width = 20. 00 ft Mean roof height= 9.50 ft, mph = 80 CBC Special Occupancy, Dead Load = 12. 6 psf T 2-9-15 SHIP MAX DEFLECTION (span) : L/999 IN •MEM 4-0 (LIVE) L= -0.01" D= -0.01" T= -(i.01' = Joint Locations= 1 0-0-·O 4 0-0-0 2 7-6-0 5· 7-6-0 3 15-o-0 6 15-0-0 OVER CONTINUOUS SUPPORT All plates are 20 gauge Truswal Connectors unless prece~ed by "MX" for_ HS 20 .gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Tl'tlswal software, unl~ss noted. ~ TRUSSWORKS A Coma>ilny You Can Truss! 75-110 St. Charles pl. ste-11A Palm Oi.OOfi, CA. ~2211 Phone (760) 341-2232 Fax# (760) 341-2293 WARNING Read all notes on this sheet anrj give a copy of it to the Erecting Contractor. , This design is for an individual bµilding component not truss system. It has·been based on specifications provided by the componept manufacturer and done in accordance with the currentvernions ofTPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord· is laterally braced by the roof or floor sheathing ind the _bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not.be placed in any environment that will cause the moisture content of the wood to ex~ 19% and/or ~use connector plate corrosion. Fabricate, ~die, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail'Repo,µ available as output from 'fruswal software', 'ANSI/TPI !', 'WTCA I'-Wood Truss Council of Amcric;i St:mthrd Dedgn Respo!lSibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' -(lllB-91) and 'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, _Madison,Wisconsin 53719. The American Forest and Paper As_sociation (AFP A) is located at Ill I 19th Street, NW, Ste 800, Washington, DC 20036. Eng. Job: .EJ. Chk: BRYA Dsgnr: BRYA TC Live TC Dead .sc-uve 8C Dead TOTAL 16.00 psf 14.00 psf 0.00 psf. 7.00 psf 37.!)0 psf Scale: 11/32" = 1' WO:"J5242 DurFacs ,l:=1.25 P=1.25 Rep Mbr Bnd 1.15 O.C.Spacing 2-0-O Design Spec CBC-01 Seqn T6.4.24 -O A 1-I I . I= :I'":'"- I • !~ q ~ u P. 7 nv PLAN DATE HIP FRAMING DETAIL 1/21/98 I. 2x4 POSTAlTACHEDTOEACHTRUSS PANEL POINT AND OVERHEAD · PURLJN·. OIL +',o"· o.c.. ~. 2. lx4 #I .HF OR #l OF PUIU.tNS 4' -O" 0.C 3. 2x4 #1 HF OR #2 OF CONTINUOUS STIFFENER ATTACHED TO POST• . 4 .. HIP TRUSS #I_ SETBACK FROM END WALL AS NOTED ON Til.USS 'OESIG?-\ o ~ 5. ,, \;,XTENDED END JACK TOP CHORD (TYl'lCAL).. 6. COMMON TRUSS. 7. HIP CORNER RAFTER. a. lx"9 CONTINUOUS LATERAL BRACING. -::::::c::J.,......-; >-" 4 ij I( ._ -·h -..... - 9. EXTENDED BOTTOM CHORD. __.-:::>(!' 1 SECTJONA • T SETBACK 1\5 NOTED ON TRUSS DESIGN. HIPTtlUSSES 14" O.C. (TYPICAL) ... d~ ... -. .,. ................ rmw 11~-"',~EMSCOQl'OAAIION SECTIQNB ADEQUATE CONNECTlON . BY OllU!RS (TYPICAL). WARNING Read all ,..,., ·on 1111a· lltHf •"'1 s,lww • copy of ff to the. Etectlnfl ConlrNloC n--.,. ....... --.-.-. .,.., __ ..,..,__..,,__., ... ~-tr ---· ___ .,._.....,.,n,. ___ ., __ .,..,--.,._1o1 __ ~-,..,......,.,,.,.~---~--,...,"-""'~------IMII!' .............. ...., _______ .. ,....,., .. _..___ ··--....... -!C__,,_.,_ ---....... ----.. --:.. .... .,, ..... ~--------__ ,........, _______ ....__.,.....,.11111.........,._ .... _____ _ ..,. __________ , ____ ,._~. , _______ _ ____ _,._. '111U1COM-· 11r-.-; 'CIMUl'YCOlllflOI.ITNCWIDNlllllll'ALl'&AfllCONNICIIO WOOOl-111'.•COIJtll. ,_..MTAW111a·-~11CTALPIATl!COMCCTID*le»tRIAII'•......,_._., SUMMAIIYSHel!T"rTPI. lllell,-,-._(n'l)is-•1U-lbe.-.w-su11. lM---...... -..-~t-atllOC.-.C....._Nirf.lle1lll>,-.....llC-. . . (800) '322-4045 ~~..-...... ~SYSI"EMS TRUSWAL SYSTEMS CORPORATION 4445 NOATHPAAK DRIVE, S.UITE 200 ·COLORADO 'SPRINGS, COLORADO 80907 (719) 598-5660 ,,, FAX (719) S98-8463 DETAILS ·FO·R CONVENTIONALL y· FRAM·ED VA.L.LEY SETS • I ' ; D CENTER R.DGE RAFTEF PLAN VIEW DETAIL A 2-16d TOE NAILS {TYP J 2 X 4 BLOCK Wl7~ 4 ·16<! PU.' VIEW DETAIL C 1 s· 2 X -4 '"""':::~:;::il~~ BLOCK WITH 2. 16d ELEVATION VIEW· A Nolin: TRUSSES @ 24" O.C. GIRDER DESIGNED TO SUPPORT iHi: "TIE-IW TRUSSES ELEVATION VIEW · The Ol11X1mum Tc-ml 'iop Chord Lo;;id = 48 PSF Minimum Top Ch·.rd Oe.:id Load = 7 PSF The design for 1.:1,:,;::' l~:ads and Jheir connections is the respoi:,sibilily ::,f i:~e Building Designer. The delails . provided addr~· ;_ruily and wind uplill loiads only per lhe UBC. The maximum w.-. .J s~d is 85'MPH, 25 n Me.in. Roof H•ighl (max.), E:,.p. C . 16q box n:iils are ftp;·al throughout, ex~epl ais noted ( in details). The Center Ridge-~a!'ler ( CRR ) is 2 x 6 slud. AHach this lo the 1 x 8 with 4-16c: 10<! nails ( 2 /r;,,m each /ace ). Attach lhe opposite end ,lo lh.: tr:,_ss the same. The Valley Raner.:. p, .. lins, and blocking m:a_lerial :are 2 x -4 slud. The bloclcing mu~' ~ paced 24" 0.C. and be adequa1ely bi.iced in the lateral direc! ,n .t 6-0-0 O.C. AH:ach lhis blocking lo lhe . Valley·Rafter wilh ::,..1 :;d. AHach !his blocking lo the purlin with 2-16d. The tnn-s.es below lhe "alley are spaced 2-4" O.C • The pur!ins·:are full :engrh under lhe v:alley sel o,:,d mus! be inslalled al ~,:· 0.C. They are :o t.,r:at1::iched lo each overlapping lruss lop chord ~l_h 2-16d n.:iils. If r.e1 are nol one conllnuous lenglh; -!dd a 12' long nailer lo lhe fac:e o! ,he 1russ lop chord wilh 4.16d ;End one purfin seclion. DETAIL 8 on lhe lf\lss and be;;in lhe additional se,;llon on !he nailer. VA!.,L!:Y RAFTER A 1. x S perimeler n:nner musl be attached lhrot1gh the 'shealhing and in10. · \/ ,1 each trues below wilh 3-Sd box nails. Th,s 1 x 8 follows lhe oulside profile -;·: l of,lhe ..... uey. . ,>---7"'..___,_~,--+!-,-.. -------l\ The Valley R_:aners 7'" spac~ 2~· 0.C. ;AA:a;::h lhem lo th• CRR wilh 1 5• · k:::;I:::::::J · 2·11Sd loe n111ls. Anr,::h !he oppo:sile end lo lhe 1 x 8 W11h J..Sd loe nails. PLAN VIEW 2 X 4 BLOCK WITH.) -16d I' I, 11 1· .l ·-. ,-..... 6-5 12xGJ 6-6 (2xRI 6'-0H MAXIMUM BRACE SPACING 2x4 /12 MINIMUM CONTINUOUS STRONGBACI< BRACED TO ROOF ~TAUCTUnE AT 6'-0" MAXIMUM. MAXIMUM.1'·0".EAVE WITH . ·7·. BLOCl(S @ 32"o.c, OR 2'·0" EAVE, · MAXIMUM, Wini .4x2 12 OR BTA. 0UTL00l(ERS CUT INTO GABLE @ /. 32"o.c. ~t ·1 ====tl~b\iil 1~1===1~1 ' I'! 1 .5-3, i-;tPICAL ~~§ro" STRONGBACK AT; 4'·10" CLEASPAN, 70 MPH 4'·1.S"CLEAOSPAN. 90 MPH· 2x4 STRONGBACK BRACED AT EVERY 6'·0" MAXIMUM MINIMUM GRADE CHORDS AND STUDS 2x4 STUD/STANDARD. STUDS TO BE MAXIMUM 24"o.c. HEEL PLATE: 3-4 (2x4J 5-5 (2x6J 6-.6 (2X8) WALL BRACING PER BUILDING OESIG[_J BC SPLICE; 3-4 (2x4) 5-5 (2x6) 6-6 (2x8) __ I /' t;:ONTINUOUS BEARING WALL 2x4 CONTINUOUS 13ACKING WITH 16d NAILS AT 24" o.c. 'To THE WALL .PLATE. " MAXIMUM 40PSF Live' LOAD. 80 MPH WIND EXPOSURE C, LESS THAN 20'·0" WALL HEIGHT. BRACING .DETAII.S f'U\fE CODE Sf'/\C;tJ-IG · MODEL 20 · use ·CONTINUOUS GABLE· DETAILS· SECTION A GABLE END FRAMING CONNECTION DETAILS (MIN. NAIL HEUUIREMENTS SHOWNI SHEATHING TO·GABLE TRUSS, 8d AT 6H o.c, , A . f l ¼ • NOTCH. @·32" · o.c • . 11 DATE 2/11/99 2x4 SOUD BLOCK WITH 3-16d NAILS 8d AT 6" o.c • l:A. END ANQ Bd NAILS FROM SHEATHING ./ TO BL.OCK At 6"o.c. 2x4 BRACE WITH 4-16d NAILS ~~~ .... TRUSWAL. ~ ..... ---.-..... ~~ ·, 11,l\lS'N/.ll _SYSiEMS COAPORAIIO":I 1. 2-16d SOLID BLOCK WITH 2· l 6d TOE· NAILED EA. END WARNING ffead all not~s on this sheet and give a copy of It to lhe Erecting Co,:.lractor.. Thi, d~slau is for 11n in~ividual buik1mg compone,nt. ll has bten based on SpocdicatiOl"ls provided by 1he compon,nt manufac;tur•r and clone in accord-1i,ca willt lht ament vusions of TP(·and AFPA de~ign sl~ndards. No respoosibihty ;s asiumed '°' dimensiohal accuracy. OimansN>nJ art lo h• vcr1f1•d by 111• compononl mftnul1c1Urer and/or building d•signer prior to labricalion The building dasign~r shaff UClftain INtl lht loads u1V1l•~ on IMs design meet or txcttd' the loading Imposed by Iha roe.al butldino codt. n is assumtd lhal the loll cllonl Is 1.11..ally b1ac1<1 by 111t1 r~iil nr ll~or shoathing and th1·b01tom chord Is laterally bracld by a ngid she1thing m,1ori1I dirtcity ;ittachlld, unless othtrwlst IIOltd. _8racing i;11own '" lor llltral suppnn ~ components members only 10 rtduce bucldino Jeng1h. This comp0f'l8"t shaH not tM pll1c1<1-' any erwirorvntnt that 1.~i!! c.1:U'!'! fl:: ht~C~!;!O c:::t!c~ c! th:.,v-:,::! e!'.'!':":~ l~l ~J',ct!:,: c~IJ!~ CC'!?'!'~!:! C:'it,ll C"'trt'5mr1. Fe"ri~1'°. h~M!Q~ in~?.lfand braza: thl: truss in ar.c.,.dll!lco w~h ti>, fotlo"'"9 rtandwdl: "TFIUSCOM MANUAL" by Tru.-. ·OUAlll'Y CONT.not STANOAAO FOR ~ETAL l't.ATE ~CTeC YtClOll tnllSSES' • (OST-881. 'HANOUNG INSTALLING ANO 8nACtNO MET_.l PLATE CONNECTED WOOD TRUSSES-• (tflB-91) and 1ilB•91 SlllAMARY SHEET by Tfl. The Truss PIAII lnslilult !TPII is localed al 583 D'Onolno Drive. Mad,son. W,scon.., s:ms. Thi Amoncan F0<0~ '""" :f! . ,.,.I ·.j ,'i :l i; ;_; lj i j ·.fi . t.r (:' t: ,, f~ :f;J .. !~1 ·'·I ~! . I1·•. i • ·f ·1 :-ft ,. I• •! 'I' ·;1t -j· --1· '. : :-j :it~ :• '.f • 1 -:--ij ·~ -· ., :iR i :l _:ilf,:i . . " ·-i . -:,~ f-l' : '•: '•~• I -i~~ ,~i;! :·1,: ·icl -~ tl 11 :'1~·-i" ·f :~ .It ~ ~!·: l 'J l .. ~natc Stud C.:011111:c:tion w1lh Stupli:~, ~ 'l'yp. Stud ~Conncc/ion NCJTI::: Vent Ulocka may I><: omillcu -..·h•r• no vc:nl Is rc:qulrtd, l"Crown ~n~~ . 8~1~~·· . ' 01:":S!GN FOR TYPICAL. OAl:JLE E:NO TRUSS l !/~"lone \ . ~ or equal · \01- l Vari ca. L D·l<, T·H 10 sull vent or outlooker Cutout for lx~ laid fht . Cutout (0°r 2x{ hid ·n,1 "OFF STUD"CUTOUTS , (Spiclni per bull'dln~ plan.c ·.,= . ' wllh 8dn,ils .. 11611b,c:- (by builder) "ON.STUD"CUTOUTS 2· I Gil n.,ils bETAILS F011 2 x -1 OUTLOOKEltS P.Uc Ho, Ga.bit End T·russ 0,1,: l2°i-H78 Rd: De1,Dy:JN b:,Dy: r,.__,,..,.,~ CC>-t,...,ClClrl.,& rt Ii, I.. 'l" an •f ~ ,-.taf-,. ~ af'J It t•• f 1 ~-.11-..... ,,.._,•.;.I......,...,~,.,.,..;_.,~ .. u t,,,w-.,,..: Lt..itW JoO 1.,...c,._, "'t..,•'-t'T1: 1-~..., .... '"-•. lr, A1•'-""'. lnfflllt,..,.,...,...,,-..,,_ ... .,. ... tr, .Jl·• .. 1.>t....,. w,'1'\ti,.,.. ~"'-•,....,._..,..,.,......-er,:•~,., ""·""··n·• •.<60" -. ..... , ... i.."',,.,,...,,.>t" • "·~",..,...,.~u .. , JIT..,..._.--'''""'",.,.'· 1'1-:ioa:t1--.c .. ,..'°",....c.. ""11•t: , • ._.,_..,.. ~ k.,.1r1·~,-~ '"'*'.,, ~,...,,....,~,._ ,,..~ 111.II~ ••H"'••«-,._.•t ltt,i"'1i,.,. ~s....,_-,..,~.tA,IOOO•-....a...,,w1h,.,.,.,,~,......,,.,..~ ..... ,..1..,.,,...,...., ' 12 · ·\ varies ;_ GA llLl~ ~JND Tll USS / 2· 16d Plait GABLE J;:N'D BRACING ,-01,lro+....o,; ,.,,_, Jt\,111 ........... ""~ ~ .. ., --....., ,...,..,c """-~ ........... JIii-'.,.._,.._,~ ... .....,_ .. ,....... o,,citU' t-tO.Cdl. &al 0, ru.rt 11N ...Ct-Ct. 11-..IN -0'" ....o.c. .. , '' t",, ,-0. \....«,>,.a.,._._..., ~ ... I 1/.,. o.ta,c o. '"7' -4.AI.. ... lC.1 0.1'1\11,IQ1..., ,v, I H • T·H •. 7-· ~ .TRUSWAL RONEL tZSZSZS2S) ANAH DETT\t AT\.AI ( ~t~UM.M~NU~D CUNNECTION.DETAILS THESE DETAILS ARE INTENDED TO SHOW MINIMUM REQUIRED CONNECTIONS RECOMMENDED BY 'l'RUSWAL SYSTEMS. THE .DETAILS DO NOT ·REPLACE OR SUPERSEDE ANY DETAILS SPtCIFIED BY A PROJECT E;?·'.~lNEER c>R·. ARCHITECT ON A PARTICULAR PROJECT, _ NOR HAVE THEY· BEEN ANALYZED FOR SEISMIC AND WIND FORCES ACTING ON THE CONNEC- TIONS FROM THE . RESPONSE OF THE STRUCTURE. TO SUCH LOADS. IT IS RECOMMENDED . THAT THE· APPROVAL OF THE PROJE.CT ENGINEER OR ARCHITECT B,:: OBTAINED BEFORE USING THESE DETAILS. BEARING REQUIREMENTS SHOWN.ON SPECIFIC TRUSS DESIGNS MUST BE SATISFIED, INCLUDING CO~NECTIONS FOR UPLIFT REACTIONS. TRUSS CONNECTION TO EXTERIOR BEARING WALLS -TRUSSES @ 24" O.C. (TYP.) .3 4 5 ·STUDS@ 16" ?...:C·I ( TYP.). j TOP PLATES ·TRUSS CONNECTIO~ TO INTERIOR BEARING WALLS , ::;-·,x' BRACING._:;. , .......,_, ....-,-:-B.C; OF TRUSS OR SECT. A-A ·TRU: (TYl: _.,,, ,,.-, . . END VERTICAL RUN ~----9<~------"'1---------"i~--!,. THROUGH TO BEARING. WALL MUST BE AT HEIGHT SPECIFIED-ON THE DESIGN DRAWING OR MUST BE SHIMMED TO THE CORRECT REIGHT. USE 2-16d COMMON NAILS TOE-NAILED INTO THE TOP PLATE THROUGH EACH· TRUSS. DIAGON:AL 'X' BRACING -IS REQUIRED AT ENDS OF THE BUILDING { OR WALL) .AND AT A .MAX. OF 16 ' INTERVfiLS ALONG WALL. 'X' BRACING IS MIN. 2x3 MATERIAL WITH 2-Bd NAILS EACH END. BLOCKING SI?-1ILAR TO EXTERIOR WALL · DETAIL I_S RECOMMENDED. TRUSS CONNECTION TO NON-BEARING PARTITION WALLS .. .. ~---. --... WALL PERPENDICULAR TO TRUSS \ ' WALL PARALLEL TO TRUSS B 2~ PLATE ·1-l6d COMMON NAIL OR SIMPSON STC (OR EQUIV. TRUSS CLIP FILE NO. CD-1 DATE-: 9 /10/.92 RE~: DES.·B~ L.M. CK.-8~ .,,,, > 2X4 BLOCKil ' ~ 2X 111 SECT. ( TOP PLATE J. I J~ 1-16d COMMON NAIL OR __ 2_4_"_0-.C-.--,r SIMPSON STC (OR EQUIV TYP.) TRUSS CLIP -, 1/10/01 TRUSWAL SYSTEMS . 4445 NORTHPARK DRIVE, SUITE 200 COLORADO SPRINGS, CO 80907 {800) 322.:4045 FAX:(719) 598-8463 l)sers of Truswal engineering: CO01003160A The TrusPlus™ engineering software· will correctly design the location . . requirements. for permanent continuous. lateral bracing (CLB) on members for which it is required to reduce buckling length. Sealed 3ngirieering drawings from Truswal will show the required numb~r and approxim~1te. locations of braces for each member needing bracing. In general, this bracing ·-;s done by using . ~ Truswal Systems Brace-It™ or a 1-x or 2x member (attached to the top or bottom edge of the member) running perpendicular to the· tru3ses and adequately. designed, ccnnected and braced to the building per the building designer (See ANSI/TPI current versio_n). The· following are other options (when CLB _bracing i_s not possibl~· or dl;!sirable) that will c:jlso. satisfy bracing needs for individual members (no·: building.system bracing): 1. A ~ x or 2x structurally gra~ed "T" brace· may be :.ailed flat to the ·~dge of the member with 10d common or box nails a1 811 o.c. if only one . brnce is required, or may be m~iled to both edges. ()f the member if two braces are required. The "T" brace must extend a minirr,ium of 90% of the member's length. · · 2. A scab (add-on)' of the same size and strL1ctural grade as the member may be nailed to one face· of the member with .1 0d common or box · naiis at 8" o.c .. if only one brace is required, or msy be nailed _to both · faces of the member ·if _two braces are reqllired. A minimum of 2x~ scabs are required for -any member exceeding ·14'-0" in length. Scab(s) _must extend· a minimum of 90% of the members length. · 3. An::' member requiring more than two braces must use perpendicular bracing or ·a. combfnation of scabs and "T'' braces1 or any other approved method, as specified and approved by the building designer. EXAMPLES y-leo%L I 90% L Please contact a Truswal engineer ,if there are any questions. 8/3/00 TRUSWAL SYSTEMS: 4445 ,NORTHPARK'DRIVE, SUITE 200 COLORADO SPRINGS,; CO 80907 (800) _322-4045 FAX:(719) 598-8463 To whom it may· concern: His permissible to repair a False Frame* joint wl.th the procedure outlined_ below, provided that the following statements are true: · •. Ceiling loading is 10-PSF or less. • ·. Trusses are spaced 24." o.c. or less. • False Frame _v.erticals are spaced 6'-0" 6.c. or less. • No additional point loads or uniform loads are p:esent on the false · frame that would c~use ·the loads to exceed 1 o· PSF for any reason. • The joint(s)' to repair does · not. have a suppc ,t bearing directly underneath the joint.· . . -• There is no damage to the lumber. at the joint, such as excessive splits, cracks, etc. . I · · , . • The joint fits tightly·(withfn all TPI tolerances). · • All lumber in the false frame is 2x4 or 2x3. · Repair as follows: 1. Cut a½" COX APA Group 1 plywood (or equivalent O.S.B.) gusset, 4" wide by 8'i long, or larger. 2. Apply gusset to t~e face of the truss at e~c~ joint with a missing plate. If one. face of trus·s has miss:ng plate, then gusset is required or: ·only that face. If both faces d the joint are unplated, then the gusset is -required on each face. ·3. Use (3) 8d nails into each member, from each face (see detail below). · * False frame refers only To non·-structural members (zero design forces) . .--~---- ~- . 4" Typicai Joint . ~ ·· -. rl ,-r-..l ~.:;.- ... SECTION: ~· MAXIMUM WIND SPEED IS 85 MPH. LATERAL LOADS I_N LINE WITH THE CHORDS HAVE NOT BEEN CONSIDERED. . Tt:fESE LOADS AND THEIR REQUIRED CONNECTIONS ARE THE ·RESPONSIBILITY OF THE BUILDING DESIGNER • 12 .---· ----------~-- ANY PITCH _.,/ ,,/ CAP TRUSS 11/2"f=? I C ··1 I ' I . . . 2x4 BRACE ,_"-.. '·"--. REFER TO THE APPROPRIATE TRUSWAL DESIGNS FOR THE REQUIRED WEB CON.FIGURATION FOR BOTH THE CAP TRU$S AND THE SUPPORTING 8QTTOM TRUSS. BOTTOM T-RUS±l CODE SPACING UBC 24"o.c, 2x4 CONTINUOUS LATERAL BRACING APPLIED AT 24"o.c.+ ATTACH EACH BRACE TO.THE D01T01_-i ,nv~s·wn11 :l-lod NAILS AT EACH INTERSECTION. TOE-NAIL THE CAP TRUSS TO THE BRACE WITH ·i-16d NAIL FROM EACH SIDE AT° EACH INTERSECT!()N. ,, C , .,, d<.. Pr;::;fL ().i:;:..:=,a:~,v i OAT.E 4-,30-98 ~~~ ..... ·TRUSWAL· CAP-· COJ:-.r.1':I:~'i : . • ' --. :T /.,. ~ ............ --4SY$1"F.MS lllU!>WAL SY$1cM3 CO!ll'U!<A,:,:.;~ CO CHORD/WEB SIZE ARE PEi. THc APPROPRIATE -:-nvz-•:.'t'.L DC:SIGN, WA.RN/NG Read ,II notes on this sheet and give a copy of It lo the Erecting ·eontractor. ihis design Is IOf an Individual buil~Jng component, It has been based on sp•cifications provided by the component manuACturer and done-in accorclanc1 wilh lh• curt.ant Yet1lons of TPI and AFPA design siandards. No responsibility is assumad lor dimanslonal ACCUraey. Dimensions a,a to b1 verilied by 1h1 compon1nt m1nutiic1uror and/or bu~cf••o dasi9ner prior 10 ~11tic,illon. The buildir!g dHioner shOU ascon.., r,,., 1111 loads u1ilfz~d on !hie design m111 °' uceld !ht loading lmposod by !he local bUtlding code. n is assumed that,lho lopcho,d islat,l'lllybracld by 1h1 root·or lloot sh11thlng and lht bottoin chord Is la1a111iy :>raced by a rigid Jllealhing material dorectly, attach_od, unless otlH!MiH notod Braang shown is tor lateral support of components members only lo recJ1Jce buclding length. ThtS comoootint shAII not be pfacM 1n any en.Y1ro"mwnc that will cau"ie tht fflois~r,re content of lhl wood eicceed 19-<, ilnd/or cau'te con:i•r.111,r olala co,ros,on· ,Fabricale, hat1dle. ins1an and bn1c1t Chis truss ,ri nr.C:Grtli.ttr/i -..dh In,: r;,1}0-.,r,ng Sltl:d::ttt's: ·rnusccu MA<~UAL" by T,u~""' · ·.' ·=., •• i..1rv ~-..,NTZ::OL sr~.NL~A,AO ror: .,.u:r~ Pl.Arr co.,r:F.crco . WOOD musses·• (QST-88), 'HANDLING INSTALUNG ANO'OllACING MfiAL Pl.I.TE CONNECTED wpoo TRusses· • (HIB-91) ;ind 'HIB-91 SUMMARY S11EET' by TPI. Tht Truss Pl•I• lnslitul• (TPI) Is loc.a1ed at 58J O'Onolrio Ouva.Madoson, w,sconsm 5J71~ The AmllllQln Forest an~ P•ptr Auoci1Uon (AFPA} ts 1ocat1d al 1250 Conntcticul Ave. NIV. Ste 200. wuni11g1on, DC 2DOJ6. 4050 (4:_~) . 72" o:c. TYP. 1630 {t,S-3; I. PIGGYBACK DETAIL ~ (2) 16d TOENAIL , ~ . ~ r-PIGGYBACK ~ ·r SUPPORT TRUSS _/ 3 .1 /2"X8"Xl /2'' PL'tWGD GUSSET AT EACH END OF TRUSS (AND 6°-0" O.C. FOR SPANS 36' AND LARGER) ~ TTACH WITH ( 4) 1.5" LONG 8d NAILS. USE 2X4 AS AN ALTERNATE WITH (4) 16.d EACH END.· P3260 (5,--s > (,,:s--id . ~5 / 1630 (Tr3-3) 24". 1630 C,.s_-3) ofl-,, . Pl;(l.... YJ~f-J. • REQUIRES 2X4 BRACE WHEN VERTICAL EXCEEDS 5'-0" 2 BRACES .AT lQ'.:...o" 'ETC. ~ (i.~-~) 1630 SP3260 Q,s--3.) ('3-.5) 1.5X3 L'tif,) 2X4 CONTh·~uous SUPPORl dt-<ACING. ATTACH TO THE TOP SIDE OF TOP CHORD OF . · TRUSS. SUPPORTING PIGGYBACKS .WITH (2) 10d . NAILS 3?.45 ( 3-4) ., ~ ,v~~\ IPR\ \1/ .,.:• .... -1 :.1 n t>J:.CA--L-fJ Q_,A;-6. caAJJJ µ u:oAJ ·c=of?..: P:r&b"I-t3NC!L _c.4-P TT2-V-S .S _ ;t;lffiC \JP L--.::r::F-1 .::::: 12..o S #=f'. A-, E).J D S. OF C.A-() ··. · /\Nt-X, Stn::At2-==--3{::,~ PLP-/to.12.J:2-: Df2-. -7t>D¾--~ 6f2.A(:.£ (.r:F )JOT z-4:"o.c.) /I 2+ 0, c... MTE.r2.Al.-B f21£t:., . (TYP. ) ~-JSoJJ . ST/2.0JJ&--r=c£ LST..l\ 2.\ . C-f=.N :~f) OJ.J 5P~ ~ " h l3A-.s£ . }72»S~. SU .[)E.s;r.,r;.N I~ Dv_,~~,·W\ ~-\~ -~3 \.J~C... -~ l C.cJc~ \\ I\ OTP TT2 v.s::::, -$.is.:·.· o~N / i.J.-r: s. /. f,:J:lv')f-$::vj ' . 5W:J/J&-T.r.E A3A -roP MD G,ono.A-1,. _[;Al.A-~ 0 F 712-t?SS ~~ i3RA-cE-. I . ·" z4'' c.-c.. . ·--' ...... u nau1-c. 011\l~IJ/\J;UJ tilt" .KAt1TtR .8' SETBACK Truss ID: RAF-4 Q!r: 1 Drwg: 211'.i X;l-OC REACT SIZE REQ'O "TU' OiJRD 2x4 ·FL #1 & Btr. 1 0-c-8 623 4.95" 1.50'' · -· . Platioo ~ : #ISillPI -1995 THIS.DES!GI IS 1HE W1POSI1E RESULT OF ll'UFT Rl:ACTIOO(S) : 2 11-2-11 761 1.50'' 1 .50'' -~:, -~- TRUSWAL tSZS/S2' SYSTE~S «~J N•~Dr., 9ole Spriap, CO _,5'07 __ TpS_._O Version 09.30.98 SUDER 2x4 FL 111 & Btr. . PLATI~ Bi\SED CN GREEN 1.1.tBER VAU.eS. 1 3-5-4 / 1 Io.,.u 11JLTIPLE LOAD CASES. . PLATE VAUJES PER !COO RESEAAOl REPOOT #1(JJ(. Pernment bracir:g is re;Nired (bf others) to tev~t rotaticn/t~Li,. See HIB--91 ard Sl/lPl.1-191.i; 1 .. 4. <;1-d 1Q.3.4.6. ~ 11--1-12 lU-12 2 517"3>-5 .,,,...,..,,.... 1 -120'/ .......-r:-• ~ 2 ..:1o;¥1 "lhi~~ is desigied usirg ·1:re U;IE-97 Ccrle. Bldg Enool = Yes, Erd Zcne = NJ 1-llrric.ne 0ces1 Line= 1-b , Exp cateprr = c Bldg L h = 9:f.OOft, Blci_;J lficlth = 3:J.OOft, Mean roo heigit = 18.32ft, MPH = 70 Classificaticn = 4~ Dead Li:s:I = 12.0 psf --l£W> CASE 111 DESIGI LOADS ------Dir L.Plf L.loc R.Plf R.Loc TC Vert .0 0-0-0 142.3 9-10-13 TC Vert :i().0 9-10-13 :!0.0 11-S-12 U./lt .53 .53 ~ V ~ --;:: _:::-_::i- · --t --:--. ~y-r 'T - 1 1/2" GAP MAX ·i-9~15 11--7 ~ .. /'"""', I \ 3 Trus\lal Systems Plates are 20 ga. unless sho\ln ·by "18"(18 ga.) or · "H"(16 ga.), positioned per Joint Report. Circled plates and false. frame._plates are pos_itioned as sho\ln· above. 4 Il-1-12 11 1-12. WARNING Read all notes on this sheet a11d give a copy ofit to the Erecting Contractor, · Tbla deelgn lo for an Individual_ building.component. It.baa l,ecn baled-on1pecili~tip111 p~idcd by.the component manufacturc,rand.done \n . accordance wi~ !ho current verwi0111 of TPI and AFPA d .. ign ataodaid•. No rccponaibllity i, aa~umcd_ for dime"!'ioial accur:acy, Dimc!'"io1>1 are lo be verified by the componon! I_TIAllllfactunor and/or liulldlng dc,igner prior w falirltatian. The li11ilding d .. igner ,hall aaccr1ain !hat the laacla utilu:ed on .TBF: 29.3 Chk: _Dsgnr: 1h11 de1ign meet or exceed !he la,dipg impoae<I by lhelocal building code. It i, auumed !hat lhe lop.chord i• lalcral!v brar.cd by ·the roof or fl0ur 1hca.thing and_lhc boltom chord la lat.crally braced by a rigid·11icalliing materiaf dircciiy atrachcd, 1.,nlcu olherwi,~ riulcd •. lli:!,clng 1hown i, Cur·ta1eral aul'port of c~mpononta memlierw only to reduco l,~cldi111 length. Thi1 comp~nent"aball nol M placed in any environment lhl,t will cauae tho molature · •· coriliont of the waocl.excoed 191' and/or cauae conneclor plate corrc,oion •. flabricate, liandlc, l111t.lll and brace.thla lruu In accorilancc with Iha following · aaindaru: 'TRUSCOM W..NU4', 1,y T.Nl-1, 'QUALITY CONTROL STANDARD l'OR l-.;{BT/\l. Pi.ATE CONNBCTED WOOD 1'RUS.'iES' • · (QST·M), 'IIANDl.lNO INST AU..INO AND BRACINO ME'~AL·PI.A TB CONNECTED·WOOD TRUSSl!S' • (l llB-91) and 'HIB-91 SUMMARY SHEIIT' by TPI. The T.11111 Plalc l111lilule (TPI) b \aclltcd 11I 583 O'Oniifrio Drive, Madlaon, Wl1co111in 53719. The American Fomt and l':tper A11ocla1ion (AFl'A) ia located •1<1250 Connec.-liout A\'c. NY{. ~le 2on. Wa.hlnrlnn. DC 20036. TC live TC Dead BC live BC Dead Tn.TA.1 #LC= 5 ~6.Q p~f 14;0 psf .o psf 10.0 psf Scale: 5/16" = 1' ··wo: LLM10 Customer. ·Nam~: DurFacs L=1.25 . P=1.25 Rep Hbr Bnd 1.00 O.C.Spacin~ -2-0-0 ·toesign Spec UBC-97 · ,.n n ;._ _ _,, tlefl ,Ratfo: L/2/IJ TC: L/183 '"' PLAT£ TW20 tG, CA 3-lOd .J. . . PRESSURE BLOCKING °DETAIL FOR END JACK BOTTOM CHORD UP TO l0'-0" AT HIP NO. I WITH CEILING LOAD or 5 PSF ,• .. ... ~ I HrP NO. l TRUSS . ~ PRESSURE BLOCK . WilH 4-16d NAILS 2'-0" O.C. TYPICAL / 3-lOd 3-IOtl BOTTOM CHORD OF HIP NO. l muss PRESSURE BLOCK WITH 4-16d NAILS :- 3-lOd { . SIDE VIEW El'fDJACK (. '-. PRESS.URE BLOCK J-IOd NOTE: _ATTACH 2X4 DOUG FIR PRESSYRE BLOCK TO BOTTOM CHORD OF HIP NO. I WIIB 4-16d NAILS. BffITOM . CHORDS OF END JOINTS ARE ATTACHED WITH 3-IOd NAILS AT EACH END OF THE PRESSURE BLOCK. COOE SPACING DATE. UBC NA 5/l5/97 ...... ~~~ TRUSWAL· ~ ... ...-._~ Si"SrEMS TRUSWAl SYSTEMS CORPORAllON I II IS 111£ 11£5POll$181llfY Qt Ol>'EIIS fO &SC{IIUIH IH&I fl<( tO•DS Ullt.lZED OH '"IS OlSIGII "((I 0" [rC((O f"( ACIUAt UF.&O lOAOS IWPOStO o, .11'1; SIIIIJClunf. &tJI) I"( ll>( lO•DS !MPOS(O IY I"!: lOC&l IUltDIHG COO( II" 1115IO<l(C&t Ctlk&t(C ntcoqos. IIQ 11£sr011s1aruu IS &SSIJ"EO ,pn 01>4!'.IISIDl"l •CCV'"'' •t•r•• •ll Y!~~m~·,~.,··0rn~lL 'go .. r.ti111im01:,'f cq;:imr. ~a:,:t~ s~~~::.t~E ~~u,~~l t~ss':i., rr i~s~;~~I( ·~ ... ,:-c~~ ·~ev. IIIUSll&l rnoscnw "lll\/Al •lt PAllf'.lS 1,ot 51'(ClrfC&ll T OESlvll• llO &ti{ ,to 8( E9U•I I> 01'110(0 ...._ D(IIDl£S Sf1fCl&l CUlll"G · 0111.Y l<"•I nn•CIIIG n(out•rD o• IIIOfVIOUtl r•uss wfw~rn~ IS >l()lf,D O't l"IS CJ"l~•llr<i 1111s Uf.!iJc;•a A'i"iuwrs rur 10,:• cuono ro nt cour,uuouSl" Ai,,cro er ,;,11r,rt11nc 1Jt1lf·t;i:; ot•'(J:1wrsr s•1 1lU, w"4{nc 1111 111,;111 ,.r 11111G -ts ,,.,,,,1ru n1111 cit, 10 ri•r nor ,o~ c110110 r, 5"'ll et en,c10 " ,.,,,A .. t s •u• , ,crror•ir. f~!~~r.y;t'i, lf~:r,~~~~O'I~ ~~·~~!l''gt~/S!ih!i -~ci' ~:.v..~1r,:r9Jgl lf~" :::g't~!j:~)u~Q'-'IC~r'!fi'c;g''·1n!~;~,r!;~ ~~\:tr' Cltl-'Mf.'''"" a.nu fl[tO., .. ~,,o,,10u~ flPII i.:utnr co•frV"il0-1' "·" fJ',Sf CO'"ICfDUf•tG ODQPtA IJft(J FP(trto,,. c1t•n1, .,.,n_. l!llf.n1on 9r•ntuG Locu10,,s. CA.•rru.e·"f_;i5_ AHO r~ CS·Pl'J"'O'S oi "'t •PUSS ,a. tmt~f'#' ri,f('J~t" u,s!:t,t.,uro=s ,nvi;-;r,s 5iU&ll a50, •'-PllClU , •••• ,, E,Jr,lnQIIW(IH htJI Will C&US( h'[ MOfSIU"'{ co•••t-1' Qr 1"'( WIJOU IU !•Cllll 191 lflll/0" C&USE CO..,(Cl(lll Pl&'( coanos10•1 C•"8£G. "'>!:" !ttCtSS•o•. IS &(Sf 0(1(-1'1£0 II' .Jlttl!CIOU!i '"''I lt•·•,011 O' fXPfAIEIICt '•110 11'1'.Al'D"E IS OUISIOf flt( SCD"l [)I' AtSl'OtlSl81U'' QI' 1ausv,1. ·• , .. SUPPORT REQUIRED EVERY 4'.,a' MAXIMUM. 48" MAX. BEARING SUPPORT FOR TOP CHORDS OF END JACKS WHE~Tl:lEY CROSS SUPPORTlriCiMEMa~8.S. 1. FOR REACTIONS OF 300t OR LESS THE TOP CHORD MAY BE TOE-NAILED 1TO THE SUPPORTING MEMBER \NITH (2)10d NAILS, 2. FOR REACTIONS GREATER THAN 300#, THE DETAILS BELOW MAY BE USED TO PROVIDE ADEQUATE BEARING SUPPORT. . 3. SIZE OF WEDGE, BRACE OR BEVEL CUT IS DETERMINED BY THE "'1R~QUIRED BEARING AREA (OR LENGTH).AS,SHOWN ON THE INDIVIDUAL TRUSS DESIGNS. · 4. FOR EACH DETAIL BELOW THE TOP CHORD MAY BE TOE-NAILED TO THE . !SUPPORTING MEMBER WITH (2) 10d NAILS. HIP,GIROER (ONE OR MORE PLY)., 11, l!PLIFT REACTIONS, IF THEY EXIST, MAY REQUIRE ADDffiONAL CONNECTION, CONSIDERATIONS IF THEY EXCEED THE VALUE OF THE TOE- NAIL CONNECTION. I, OTHER OPTIONS MAY BE USED AT THE DISCRETION OF THE BUILDING "!DESIGNER. ·~WEDGE, USE (2) 10d 10E-NAII.S E:A. FOR la'PI.ATE, NAILW/10d 0 e-·o.c. INTO TOP QfORO OF HIP GIRDER. WEIJGEOR BEVE1.ED TOP' , PI.AlEUNOER JACKTOP. otORO EXTENSIONS. , 7. REFER TO OTHER DETAILS FOR SPECIFICATIONS RELATING TO A HIP SYST~ '!H_AT ARE NOT SHOWN HERE. DETAIL OPTIONS . CONNECTION OF lATERAL BRACE IS BASED ON BRACE FORCESDEl'ERMINBl BY THE BUllOING · DESIGNER. ENDOF 'LATERAL BRACE. (BRACE MAY 0\/ERLAP Willi, 3 TRUSS CHORD-. NAIL CHORD TO . ., L) I~- ''"'"'"'"''"] :, I ~::!f C;-" _ WITH (2) 1 0dl , ~fi:..<J.,~ -G 4, 9~ -~"; \,: ,. ,, 1..~,(;,.~ \ . J, I •,1A}\, t, BE\IB.CUTONTOP CHORD OF TRUSS OR"~ TOPaiORD MEMBER. NOJE ntAT IEIGHTOF lRUSS MUST AUDN /THJv. NOTE: BEVEtED l.EOOER MAY BE USED INSTEAD OF DETAILS SHOWN ABOVE. LEDGER.MAY BE ATTACHED TO EITHER FACE OF TRUSS WITH 10d NAILS. SPACING OF NAILS IS DEPENDENT ON LOADING CONDITIONS :o SHC)tJLO BE DETERMINED BY BUILDING DESIGNER. . . . ,~. "/& -·;:,; l-~ •. \ "N·· . ,w.... I ~.:;::)!'~ .... , . _.,:,,·\ 'Ii \ k \n l lJ.,;; Q;:-. : .,-,·. t i I ti: ~ 1,. ' ... , ..• ,~(;,-.,r M ii . :1• -----l :I: "(-,\.'~· .. ;.~}·,_,,,. ... ~ -~ \\ o ' \ r:,~,,;;,s:. li~ " i,l) , ~ .~ ,._ :> ____ ,\,~-,,,~,-Q "k ______ I TIP DETAILIS PllQVIDID ASAauGGPTED aciOJT,10N TO THEAPPUCAfiON IH0WN mB.I,. IT 18 NOf lNTINDID'TO IIIPLACE ~ IUl'DCIDEM:t IMLM' · DEl'M. THAT MAY,ffAYI MIN PIIOVIDID SV'lHE IIUILDINQ DIIIONllt. IT'IS THE IIUPONllmLJTY: a,·ontlllS TO VIDUflY THE ADIJFIJAW:Y OI' TlU,DiTAIL INMLATICINTONffVECil'lcPIIOJEGT,MTOmlAl'PLICA110NAND.INTENT ,~TOTHia"OllANf ~l,auE. T8USWAL..,.,._AISUIIUNO ''RUP.ON_8181UTY FOIi.FiELD INIPECTION C>ll)¥0IOOWISHlfl' QIJAIJ'l'Y. ~ ~-....-·· 0--Q, /4~ ·,· ' l, . "-~,~--~ 8125t'99. '\_ ~=e,1:,~;i§ l .. •~-'\~r-ilf.Ot,/. . '''===-· IIEF. HJ-1 DES: L,M. .. ,,(, EN~D JACK~ RAFTER STANDARD DETAILS (CALIFORNIA STYLE) TRUSS PLATES AND LUMBER AS SHOWN, OR PER INDIVIDUAL ·muss DESIGNS. ~~ > HIP GIRDER CHORDS CONNECTION DETAIL ·A" {TOP;CHORD TO HIP GIRDER) +JACKTOPCHORD RU~ OVER GIRDER \TOParor«l (2) 10d or 18d NAILS. THROUGH JACKT.C.·INTO GIRDER TOP CHORD, TOE- NAILED, OR ADEQUATE IECHAN~HANGER PER MN<IUF. CATALOG. B CONNECTION DETAIL •e" (BOT CHORD TO fflP GIRDER). (2) 10d or 16d NAILS, lHROUGH JACK 8.C. INTO GIRDER BOT CHORD, TOE- NAILED, OR ADEQUATE . MECHANICAL HANGER PER MANUF. CATALOG. NOTE: IF 'Z-<i" SIDE JACK BOTTOM CHORDS ARE USED (INSTEAD OF WEDGES ATlHEWALL), lHEY MAY BE ATTACHED TO lHE DnTTnU CHORD OFlHE FIRST ENO JACK AS PERDETAIL "B". LUMBER REQUIREMENTS; JACK TOP CHORD: 2X4; t2 OR BETTER DF-L, '111#2 OR BETTER CAN S.P--F, #1 OR BETTER 8-P.,F, t2 OR BElTER HEM-FIR. OR 1850F MSR AMY SPECIE JACK.BOT CHORD: 2X4; 12 OR BETTER ANY SPECIE. OR 1'50F MSRANY SPECIE CORNER RAFTER: 2X6; SELECT STRUCTURAL ANY SPECIE, OR 1.SSOF MSRANY . SPECII;, OR DOUBLE (STACKED) 2X4 PER OTHER STANDARD DETAILS, OR 2X8 t2 OifBETTERANY SPECIE. . ' .. -TOP CHORD LENGTH MAY VARY FROM 1• MINIMUM TO l'-V-MAXIMUM. WITH . EXTENSIONS SUPPORTED AT 49• O.C. MAXIMUM BEYOND. -TOP CHORD MAY BE SPLICED AS SHOWN, ABOVE THE HIP GIRDER ONLYI -BOTTOM CHORD LENGTH MAY VARY FR~ 6" MINIMUM TO 8'.Q" MAXIMUM. -DO NOT SPLICE THE BOTTOM CHORD. -TOP CHORD PrrCH MAY VARY FROM 4112 MINIMUM TO 8112 MAXIMUM. -BOTTOM CHORD PITCH MUST BE FLAT (0/12). ·2XI RAFTER MAY BE SEAT CUT ATWAIJ.. AND TRIMMED TO 2X(WIDTH (3.r) FOR '. OVERHANG UP TO 34• {24• 9 '45 DEGREES) MAX. -THIS DETAIL APPLIES TO 45 DEGREE HIPSET JACKS AND CORNER RAFTERS ONLYi. CONNECTION DETAIL,"C" (TOP CHORD TO RAFTl;R) . JACK.TOP CHORD MUST BE SINGLE BEVELEDOR OOU.BLE.BEVELED 10d or 16d NAILS, lHROUGH EACH JACK T.C. INTO RAFTE~. TOE-NAILED, PER SCHEDULE BELOW, OR·ADEQUATE MECHANICAL HANGER PER MANUF. CATALOG . NAILING REQUIRED; ·• 2'-0" & 4'-0" JACK T.C,' (2) NAILS f/-0" JACK T.C. · (3) NAILS 8'-0" JACK (ONE FACE OF • RAFTER ONLY) (4) NAILS 1-PLY OR MORE GIRDER H B ::- IL .. .. ii· '-' B :: .. .. .. .. .. .. .. ·:: - B B " TCU. ua ,-, ..,_ L-t.H M.25 DESIGNED FOR 10 PSF NON-CONCURRENT BOTTOM CHORD LIVE LC>Ab. TC.._. MM ,..r ...... llnd t.1i PlATES.~NAILSDES~·FOR~EENLUMBeRVALUES. KU.. .. ,.r 0C9'1,_,. 2-._1 WINOLOADEOFOR75MPH,EXPOSIJRE"C",MAXIMUM. 8C8-I 1 .. -,,,,, ......... me.ff · NO POINT LOADS, MECHANICAL UNITS, HVAC, SPRINKLERS, OR·OTHER ITEMS CAUSING ADDITIONAL LOADS ON n-E STANOAAO JACKS IS • TOJ'M. · 41.9' .., DEF~ ltATID: ~ TC:,ll1m ALLOWED, WllliOlJT SPECIAL DESIGN. ~ ~-.. -~"' ~v,, i" REF: EJ-1 DES: LM. B. warn·ing GENERAL· r-amlllari\y with the CONSTRUCTION DESIGN.DOCUMENTS,' the TRUSS DESIGN DRAWINGS, and 1RUSS PLACEMENT_ PLANS (H required by the CONSTRUCTION DESIGN DOCUMENTS) Is roqulred to properly erect, brace, _and connect the trusses to the building system. AH oi Iha care and quality Involved In the design and manufacture of wood trusses can be jeopardized II tlie trusses-are not property handled, erected, and braced. THE CONSEQUENCES OF IMPROPER NANDUNG, ERECTING, AND BRACING MAY BE A COLLAPSE OF THE STRUCTURE, WHICH AT 13EST·IS A SUBSTANTIAL LOSS OFTIME AND MATERIALS, AND AT WORST IS A LOSS OF LIFE. THE.·MAJORITY OF TRUSS ACCIDENTS OCCUR DURING TRUSS INSTALLATION AND NOT AS t. RESULT OF IMPROPER DESIGN OR-MANUFACTURE, . ·l"ri(?r to truss erection, tha·bullder/arector shaN meel with the er_ection crew lor a safely and planning meeting, making sure each craw member understands his or her roles and responslblllUes during the arectlon proce~. · · TEMPORARY ERECTION 8,RACING Trussea are_ not marked_ In any wr, to Identify the frequency, or .l!)Cltlon or temporary erection . bracing. All temporary bracing shall . comply with the latest edition of Commentary and Recommendations-for Handling, Installing & Bracing Metal Plate Connected Wood Trusses (HIB), pub- • Jlsheo by jhe 1iuss Plate.lnsttMe, and/or-as sJ)81llfted in the CONSTRUCTION DESIGN DOCUMENTS preparad by the building deslgper. . . . . P·ERMAN~NT TRUSS BRACING. Permanent bracing for the roof or floor trusses Is the responslbllily of the building designer and should be shown on the CONSTRUCTION DESIGN DOCUMENTS .. Permanent bracing locaUons for lndlvld- lial compression members of a wood truss are shown on·lhe TRUSS DESIGN DRAWINGS, and shall be Installed by-~ bull:dlng or erection i::ontractoi'. This bracing Is needed for the proper performance of Individual trusses within the ·rool or floor system. The design and connection of the bracing to the truss and then to. the overall building system Is the responsibility of the buHdlng designer, and Is In addi- tion to the permanent bracing plan, which Is ~ specified by the building designer. SPECIAL DESIG-N REQUIREMENTS Special design requirements, such as wind bracing, por1al bracing, seismic bracing, diaphragms, shear walls, or other load transfer elements and thelr connections to wood trusses must be considered separately by lhe building designer, who shall detemilne size, location, a119,niethod of connections for 'all bracing as needed to resist thes~ forces. . · UNLOADING &. LIFTING AVOID LATERAL BENDING . NEVER HANDLE TRUSSES FLAT Beginning wtth the. unloading process, and throughout aft phases of construction, care-musl be taken to !IVOld LATERAL BENDING or trusses, which can cause damage to the lumber and metal connector plates at the joints. USE SPECIAL CARE IN WINDY WEATHER. IF USING A CRANE WITHIN 10 FEET OF AN ELECTRIC LINE, CONTACT THE LOCAL POWER COMPANY, . IF USING A CRANE W:ITHIN 5 MILES OF AN AIRPORT, GONTACTTHE AIRPORT 30 DAYS PRIOR TO ERECTION TO !-EARN ABOUT ANY SAFETY REGULATIOHSTHAT MUST BE FOLLOWED. · JOB SITE HANDLING ALL TRUSSES SHOULD BE PICKED UP0ATTHETOP CHORDS IN A VERTICAJ;'posni Proper banding and smooth ground allow for unloading of lrusses without damage. This done as close to tne bulldi~g site as possible to minimize handling. DO NOT break banding 1 lalion begins. Hand ereclion of trusses Is allowed, provided excessive lateral benqlng ls jm DO NOT STORE UNBRACED BUNDLES UPRIGHT 11 trusses are sloreq virticaHy, they shall be braced In a manner lhal will prwenl Upping Df loppling, Generally, cutting of the banding Is done just prior lo ins~llallon. DO NOT STORE ON UNEVEN GRC II trusses art Glared horizontally, bloc:lclng she on elghl to ten fool centers, or as requlnid. · lateral bending and molstun, gain. CARE SHOULD BE EXERCISED WHEN REMOVING BANDING TO AVOID -~~j~~)i During-long term storage, trusses shall be protected from the environ~O,:il!;!(ni!l"!;ier. lhai for. adequate ventilation of the trusses. If tarpaulins or olher material Is u~, thi(eni!s shaff bE for ventilation. PlasUc is not recommende<:I, since H can trap moistuni('": · · · ': . HOIS!INii~~\\<·. ALL TRUSSES THAT ARE ERECTED ONE AT-' A n"~)s-~Xti'.'a~-HELD SAFEi.Y'IN F BY THE ERECTION EQUIPMENT UNTIL SUCH TIME:',AS,'.Ati' NECESSARY .BRACING H, 1NsT.o.LLED AND THE ENDS oFTHe TRussi:s AFi~i~J:.c_liRELY·,:iisreNe~_to ttt~:s~1 . ·. --t\?~ft'.::f-;·-_;-:"·:\)~'-_. \'\·_ ::: · .. "_-_.-. .... . : . .,. ··::_J~:-· • Tagllne Truss sling_ Is acceptab!e·wflere these criteria are m!lt· SPREADER BAR Tagline Use spreader bar In ALL.other cases. It should be noted that the lines from the ends of the 1 bar 'TOE IN"; II these lines should 'TOE our the truss may fold In half • Tagllne For lifting lrusses with spans In excess of 60 feet, ft Is recommended thal a strongback/spreadf used as Illustrated. The strongback/spreader bar should be attached to the top chord and web n at Intervals ol approximately 10 feet. Fur1her, the strongback/spreader bar should be at or al mid-height of the truss to prevent overturning. The strongback/spreader bar can be of any malE surtlcient slrenglh to safely carry the weight of the truss and sufficient rigidity to adequalely resl Ing of the truss. . · :BEGINNING THE ERECTION PROCESS tt II impolllnl lor lhe builder Cf ilection eoolractor lo prOYlde 1Ub1lantlal bnlting lor lhe 11111 IMI ncled. Tht two°' mo<t ,INNM molcing up fie NII ol lhl 1111 Ml IN liell lo tnd Illy.upon the tit !nils lor lltbllly, l.lolwlH, lillor .. lilll NI Of I~ lo tdtqUtllly•C<Oll-brtotd, lhe llfl!llnlng lnlUtl lnslalled roly upon 1h11 ht Ml tor l4tbllly, Thul, lhe ptrlann· tnct ol 111 INtl bnlclng l)'lltm dope/lc!t lo I VtNl 11<11111 on'-well the 11111 g,oup ol -II bnlotd. . GROUND BRACE• EXTERIOR. GROUND BRACE, INTERIOR Ono aaWdac:lol')' malhod lits lhe ftlll unit ol 1MH1 off lo. Another aall1facto,y malhod -. htlghl of blllldlng or a Nrlll ijf ~1 lhat ... •lllchtd lo a ltakt drivtn lnlo groo.rid condltlonl prohibit bracing horn lht e><ltrlor 11 IO !ht grou'1d ·and HCUrely anchortd. Tht gN)Ulld brace tit the fi11I INls rigidly In pllco from 1111 Interior al the .Itself should be auppolltd aa lhaWn bllowo, k ii 1pl lo floor level, prOYided lhe'iloO< 11 IUblllntJally oornpleled buckle. l.ddllJonal ground btlcff In the Clf)POlht dlrec• and capable ol oupponlng lht gn,und bracing fon:tis, Uon, lnsklt the butldlng, 111 IIIO rtCOlllmlndtd. St<:urely futon the 11111 11111110 lhe l)1lddlt ol llHI buld• Nola: Locale 9fOUlld bnlc11 Ing, Bract the bf,1ICing lknlar lo Plerlor.ground liraclr)g for 11111 lruss chctly In lint i'-n al /tit. &ti INssls horn the middle toword the end· with al rows ol top cliord con-ol the bulldlng. Proper1y cross-brace the first HI of IIIISI· llnuous lateral MClng (tither II belort ramovJng floor bnlcti and telling Nmalnlng temporary or permanent). lruSHs. Chord· INAD!:0UATE SIZE OF BRACING MATERIAL OR INADEQUATE FASTENING IS A MAJOR CAUSE OF EAECTION 0OMIN0ING. . . Jl. :._.E 1 _;+,~_-.. _jEt:: .. CTl~l.arigth0 1 _ N TOLERANCE • ...II----""""="=_$ 1° ~-JL--l!:-:t1" 1 > IRL~t::r.::ir- ol ~r ~ 1 ,._1 :fl C/so'";2• ~16"to32' •1' Llngth16'to32' ·•1· -1:.. Plumb Bob l.eqglh 32' & -r = 2" l.englh 32' & "'" • 2' Complying ,with t~ loltrances ts.'critlcal j.; ""'11tY1!1!1 an ac,;eplable n>Of or floor lne, AND 10 ACCOMPLISHING EFFECTIVE BRACING.Selilng lrusHs wtth1n·toltrance ihe int' lime will prevent the noed 1or Ille haurdouo practloe ol r~ng « "*1!l,ng ~ "!f*I root sheatring ~ r½f ~ ,are lnstaUed. Trussu loaning or bowing can causa naffs to rnla:i Ifie top~ jwl\e<tthea!f*,g II applied, ana c:rwale,cumulal!Ye wesses on the bnlcing, whlcn Is a lrequenl cause of dorr.fnolng. WHEN SHEATI!ING, MAKE SURE'HAILS 'ARE DfllVEH INTO TI!E TOP CHORD DF THE TRUSSES; . .· . ', BRAtlNC1 . [~ .Ifill\· ~ I·;~-~~ 00 NOT,)Ns;rit.:L TRUSSES DO .NOT·WALK ON ON,:i:atPORARILY UNBRACED TRUSSES CONNECTED:SUPPORTS " DO NOT ~ALK ON TRUSSES OR GABLE ENDS LYING FLAT . :.;·~·1 '•.: WELL NAILED (PERPENDICULAR lO FORCE) BRACING REQUIREMENTS FOR 3 PLANES ·oF ROOF Tam,'lOt'lry or~ bracing ""* bl ~ 10 lhrff planes of the rool ayattm lo ..,.... slabiMty: Plant 1) Top Chord (lhtolhlngl, P1ane·2) Bottom Chord (ctlllng plane), and Plane 3),Web Member plane 01 vertical plane perpendicular 10 truatos. · 1) fflP CHORD PLANE, Mos1 lmponant lo the builder or eroo,on contractor Is bracing In the plant ol the lop chord. Tnm iop chonrs a19 ausceplible to lateral buckling belor• they IN braced or sheathed. Tope EXACT SPACING BETWEEN TRUSSES· SHOULO BE MAlNTAINED·AS·BRACING IS INSTALLED lo IY0ld 1M haronloua practice ol rtmOYlng bracing lo adjust epac- lng1 This act of •1dj111tlng spacing' i:an cause IN .... lo top;,lt H connections are ramoved at the wrong Ume. 2) BOTTOM CHORD PLANE, In order lo hold proper spacing on the bottom chord, temporary bracing Is rec- ommended on the lop ol the bottom chord. Continuous w~tb'raclng Minimum 2x4x10' Bottom Chord laleral bracing lapped over two trusses at each end. ~neclend' ol bracing lo rigid aupport or add diagonal ~i~·1r::.r::r ~) .. · • Long llfllN, he"'Y 'loads or -spacing connguratlons may "'Iii"' -~ -laltial brlcfl!Q, ~nd dONf il\ltMlls betwitn <lagonafa. Conlult Ille bUIIOlng deliaMr, HIS, OSB (RICOIMl«ldlld 0.slgri s,,..lff<;,1/oh for Temporary ~. o/ MIIII-Plol• Connt<ted Wood T1UU0,J or WTCA'• Truas. Technology lor Bulldtrs Temporary Bracing llytr. , DIAGONAL OR CROSS-BRACING IS VERY IMPORTANT! 3) WEB MEMBER PLANE. "X' BRACING, M SHOWN, IS CRITICAL IN PREVENTING TRUSSES FROM LEANING OR DOMINOING. REPEAT AS SHOWN TO CREATE A SUCCESSION OF RIGID UNITS. =:~fflq Webm•~ max. max. X-bradng should be lnS1alltd on vertical web membera · Wherever posslblt, at or near lateral bracing. Plywood ' sheathing niay be aubsUtllled for X-bradng. Wabmtmbers Note: Top chords and some web members are not shown, In order lo make drawings more readable, DO NOT USE SHORT BLOCKS TO BRA( INDIVIDUAL TRUSSES WITHOUT A SPECIFIC BRACING PLAN 0ETAIUNG THEIR USE ~- -~. BRACING REQUIREMENTS USING THI SAME PRINCIPLES APPLY.TO PARALLEL CH0R0J'RUSSES· STACKING MATERIALS 00 NOT PROCEED WITH BUILDING ·COMPLETION UNTIL ALL BRACING IS SECURELY AND PR0PER\.Y IN PLACE NEVER STACK MATERIALS ON UNBRACED OR INADEQUATELY BRA~EO TRUSSES NEVER STACK MATERIALS NEAR A PEAK e NEVER STACK MATERIALS ON THE CANTILEVER OF A TRUSS NEVER OVERLOAD SMALL GROUPS OR SINGLE TRUSSES. POSITION LOAD OVER AS MANY TRUSSES AS POSSIBLE. NEVER CUT ANY STRUCTURAL MEMBER OF ATRUSS. Proper dlslribution o/ construction materials ts.• rr during construction. f,Jways stack materials OYOr two or mora trusses. Roofing and mlchanlcal contrac1ors n cautioned stack meltrlals only along ou1Slde suppor1"1g 'fflOl111> o< directly WM inllde auppor1lng mombera. TNSHI I not deslgntd tor dynamic loads-~., .. moving whlcll Extreme care should ba taken ¥then loading and s~ eonslructlon materials (rolled ,oor,ng, mechank:tl eq<J mtn~ elc.) on !he roof or lloor ayslem. .,t§J~00l2 Panelpo/nt Slffpers for mechanical equipment should be. tocaltd pantl_polnlS (joints) or ovor main IUp!)Ortlng mtmbt · and only on trusses that have bean designed, lor au loads. CAUTION NOTES Erro_,. In building lines,andlor dimensions, or errors by othors shall be coll9Cled by lhe contractor or Nsponslblt cc sln.ietlon, trade subc:onlraclor or supplier BEFORE erection ol lrussas begins, <;uHlng ol nonstructural o,erhangs Is considered a pall ol nonnal erection and shell be done by lhe builder or erecllcm cc lractor. · · Any Held modilicallon that Involves the cuHJng, drilling, or relocation ol a_ny slruclural truss member or connector plale sh not be dorie without lhe approval ol lhe truas manufacturer or a licensed design p10lesslon11. . · · The melhods and procodures OUlllntd are lnlllldod 10 onsurt lhll lhe owraN c:on11111C11on 1ochnlq1111 1mptoyod wil put noor and n 1111ue1 SAFELY In place In a compl1led llrv<turt, These recommendallonl lor brldr>g wood lnJIHS orlginalt lrom Iha oolllclive "I rieni:, ol lt1ding ttchnical personnel In lht wood 1ru11 indUllly, bUi mu1L due 10 1111 na1ur1 ol responslbllllie• lrr,olYld, bl p/Hlnl only IS O GUIDE lor 1111 by a quaUlled b<lildlng dasigna<, b<llldar, or orecllon conlllCfor, n,w,, lht Wood Tnlll COl.nclt ol Amin uprossly cNsd•lms any n,ponslblllly lor donilgtt aritlng 1""'1 lht USI, appllcallon, ot 1111,nco on lht rlCOfflffllOdatlonl and lnlom 110<1 contained hettln, . Seltded text and figures refeNnctd or NprodUC Iron, HIB and ose by permission ol lhe 1lun P1f lnsUIUle, Madison, WI, WOOD TRUSS COUNCIL OF AMERICA · · One WTCA Center 6300 Enterprise Lane Madison, WI 53719 608/274-4849 • 608/274·3329 fax wtca@woodlrust.com • www.woodtruss.com cov,,tghl O 1916-11001 Wood Truss Coundl ol Amtriea ,-.w.,n, ,.,1,. ·:MPEZAR EL PROCESO DE ERECCION ln,po,bnlo quo 't1 ca_nttn,c1at _. __ dt t!ICCi6n""""""""' ;.,-.. Mlondalos"""' la~~ {<abrtlo) lt,arno- 'Loot\:,-omoilum (cobttiloll clol primMbul!o-lOtodai ol p,tmotbulio, Esit -N,wq,Mrt-obttno,,-lllal,llidad. ,olmoo(,, '*""" qv,I ti prtmor bulk> do~ (cobrillot} 1111 op,opiodamtnle monodo .. Npo de CM, II mto cit las annoduras Jbrillot} IMtolaclcn doptndtn dol plfmer bulto -'*-.estobilidod,hl, lo colidod d,1-do.-en las ormcidura, (cobrillo,) ~-muc1,o on el tlltmo do ffllltllOI dtl primo< bul!o. El REFUERZO DE SUELO • EXfl!RIOR EL REFUERZO DE SUELO : INTI:RIOR , m61o<lo IICllhlodo,lo olo -ol pri,notO gn,po dt las "'"1Gdural Otra mitooa solbfodoria qw lo oltura de ocliftdo a lot condlcloneJ . ,brillotl de """ Nfll de ~ """"'°' quo ""' tultfodos O lffl post, dt 111tlo prohibon lot ·-of -~trior es otor lo pf1mtt onnodu• '" 01 clmcio in el·wolo y tt ondodo can 1t9U!ldod, El llfueno ra lcobritlo) rlgldomeftle en poold6n dtl lnlerior ol oliol del pho, con , suelo atl ml""" cltbo "' opo\'11do' coma fflllttlnl obofo a es lol de que ol ploo ,.. ocooodo Wlfofl<lcllm<ntt y capo, cit· IOl1ener opon10 a coml,or, M6I refumo, de ,utlo en lo dlreccl6n opuesto, lo, lutno, cit las refutnot cl, JUtlo. lalutna ol Niueno lol corno el ·lorior d::l tdilido, Jan ocon1t(ado, lombl6n, · refutno de pho (e,on,plo al llquletdol, Sufoto con JtgUridod lo primt< annoilura (cobrilo) con el medlo hacia el Jin dtl oclilicio, Nol« Colo.. loo -.,. d, ..;,. ,., 1o Cor..c1omt1111 .. 1vena ti primt< grupo de annodum-(cabrino,) en ~~ ~~ck='t lormo d, crv, onlu d. quffat k,t ,.fuenos dt ptJ0 'f colocar ti rmto. ontl,a.....,,.. i..,..i.-.., fo,,lq,w de los ormodura1 (cobrilos}. · ~•l*'fflOMftlt). -· ..,-~~t~r(:bn1101) lo prim;, annodura (cobrillo)· ,.,,4, nT~+:Tramo> . -r:---i-,;_ I ~ Tromo 16' a 32' s I' Tromo 32' y md,s 2' · o pho, Y PAAA ie,,uw fl REFUERZO EFI• porlo"°""""""poligrooodeiee• lnstolodos. ID, annoduras (cobrillasf · es oplicodo. y pue(Hn aeor ASEG0M GlUE LOS 21 El. lVNO DE IA CUE!Ul,I. IMS l'JA.. l'ora ltntr ti opoclo cor• ,.do en lo CUt<do m6, bofo, el relu.ito lempo,ol ei recomendodo de orribo d~ lo cuenla m6s bafo, -~-. ... . -~-T ...... "'!M'" --~..:.:--~--=~""" . ..::-.:.:i, EL !SPACIO EXACT9 ENTRE !AS AAWollU«AS (CA8RllW) OEBE • Los _.,._ iofvas, lo, -pttOdos o -ffiOdlcloJ dol SER M>NTfNIDO O\JIWITE IA IHSTALACION DE REFUERZO para esj,aclo nee-ti ttpodo m61......., -11 Nfutno lott<ol e<ilor lo coolumln polisJrllOD do qullar ol rolutRO pora madllicar ,I y las inter,alo, m6s ..,_ lftlll diogonoloJ. c-.lta II d11, e,pac!o, •II• octo do ',nod;llcondi, ol otpaelo' putdt cou10r que lo, aftodo, cltl tdiliclo o HIB y OSI (Rtcommtndtd Dtsign orffl01ura1(cobrlllasl1t,olqutnllllos"""°''""qullado,ol Ktmpo SpecMco11onl«~ln>dn9o/Mololl'folo~Wood . equivocado. TMHI) pan, delolits, 1EL REFUERZO DE CRUZ O DIAGONAL ES MUY IMPORTANTEI ;,·"'~ ,s ,sJ/ • NO USE LOS BLOQUES CORTOS PARA REF< IAS ARWDURAS (CAIIRIUAS) INDIVIDUAi.ES ! PIAN ESPEOFICO DE..REFIJERZO QUE . DfTAUEN SU USO .~ .. LOS REGUISITOS DE REFUERZO GUE USEN PRINOPIOS MISMOS APUCAN A I.AS ARMtJ:l (CABRJUAS) DE CUERDA EN PARAI.ELO ~- Nolo: las c:ven:fos ~ am1>o y olgurios mitmbros de: lo red no ,on mosfrodo,, poro hocer lo, dibvfos m6J ltgiblo, ~ LAS MATERIAS DE AMONTONAF NO CONTINl'.JE CON IA TERM!NAC16N DE EDIFICIO Hl,Sl'A GUE TODOS LOS REFUERZOS ESTEN COLOCADOS CON SEGURIDAD . 8 NUNCA>MONTONE l>S IMTE~ EN I.AS AAMADURAS (Cl!RILl>S) QUE NO ESTEN RffOWD,A,S OSEN-I REFORZAD,l.5 IWDECUAOM1ENTE NUNC'A AMONTONE 1A5 W.TERIAS CERC'A DE UW. OW. e Nl/NC'AAMONTONE IAS W.TEWS EN IA V01A01ZA Of . . UNAARIMOUR.'. (CABRJU>l @~ NUNCA SOBRECARGUE LOS GRUPOS ~ NI IAS AAMADURAS (CA8RlllAS) SOIAS, C!,)I.OCA IA c.MGA ENOW. DE VA™.5-m.w:>URAS (CA8RlllAS) 8 · NUNCA CORTE NINGUN MIEMBRO DE EmUCTURA DE UNA. AAW.OURA (CAf!RIU>l · la diJln1>ucion conecto de lo, moltrios de corullVCdon •• • duront• corul~6n. · Siempre omontono Jos rnai.ricls por enama de·dos o m6s on (eobnllo1f. No e,cede, ~'Cl' .,..;mo de coi1ntte I •'O' I ID, -,at;JloJ cit lecl,o y mecooico oon OOKll>ttlcldos qvc tonor to. molerias solamenr, pot los mi.m&ros tatlriorH d. loro dndon>onlt P.Ol endmo io• mrembiwlnloriorol de 01 1o, OIChillol de omiod""' no'"" dlSIOOdos por las cargcn CO$ {po, tfomplo, lo, Y1hi:ulo1 m6-,;Jes). fl cvidodo od,_ I uJOdo cuondo corgando y omonlonondo lo, mottrio1 de o d6n (la ttth11mbre enrollodo, ti equipo tnec6nico, tic.) en et el "''""° de p!J<I, • • • • l§j ~k?ll?ikt t Elpunto;: las llttl'Os Pot ti equlpo mecdnlcQ d1ben w coiocodo1 o lot de ponel (lunto,) o po< encimo lo, principales mlcmbro• opunl ' JOlomtnlt tn los cud,lllct cl, ormodura qut lioblo -di, po, k» ~ ccmo tslos. · · NOTAS DE ADVERTENCIA Los errorn de los llneos y/o lo,s dimenslones mi,mbtos d, los cvdilllos de armadura mod,ro, pe,o ellos Meflllon, a couti d~ tdiliclo, o lo, em,res por olros debtn ser tslntduftll o el plolo conector no dtbe ser noturole10 de k,s rtlf)OMObilldodea • corre;ldos pol' el conliolisla o por 11 subcon• hecho sin lo aproboci6n dal fobriconlt de los codos1 ser. Pfeftnlodos JOlamtnte cor tnilisJo de c:omerdo de construcdon de con fl• cuchillos de ormoduro o un ouloriiodo pn,fe-GUIA poro 1tl VIO pot un dJMhodor CCI onto o por el sumlnlstrod« ANTES OE lo con• Jionol de dlseho. do de edifictOs, un conslrudor o un co, strucci6n de los cuchlllos de armadura de construcdOn: Por eso, el WOOf. ampere. Los ~lodos y los procedknienlos que son Council of America up,tsomente neg- . oflrmodos son renldos klltndonfl poro ose• ·nos mPonsabflidades por los donos d El ccxtor d1 los salienles no estructvroles ts glJIOf que todos Jos lknk:os de COr\,tNCd6n do def wo, b aplkoci6n o dependet consldtnido uno porie de lo consltueclon nor• uJOdo, lo, pondrun con SEGU~DAD on posi• lo, ,ug,rtneias I lo lnlonnoci6n quo , rnol y dtbe w hecho pot ~ conshvdor o el ~n tn uno eslNcluro compttlo a ki1 cud,il. ltnido oqul. conlralisfo cit con1kuccl6n. · los de ormodura del. pi,o I del ltcho, Eslos _sugelffldos poro apuntolor las cuchlllos de. El'""• Jtlecto ond los liQuras menclon · >Jguno modillcocl6n dt lrilbofo del campo ormodura de modtra Sllfgtn de lo o,perltnda rtproducido, de HIB I D58 por perm qut incluyen II conor, el lolodra, o ti comblor coloc11,o del mtjor penonol lknlco en lo TMS Plate lrutilule, Mod/ton, WI. cit lffl0 lococlon nu..,. do olguna, de lo, lndullrio de cuchillos dt armoduro de . ·E,io la lntondon do WTCA""""-'un lrilducdan proclJo' k II lho -olWTCAloNI o procitotran,lollon '-cit k,gloi o &oonc,I, WTCA • oncopaz o goftlll!lo quo lodco English lo Spanlllt. WTCA II not ablo lo guoronloo lhol o0 do lot iraclucclor,o, ,an -• ---· . the irunolollon, ... .ad., ontinly ~ f-<11. WOOD TRUSS COUNCIL OF AMER. One WTCA Cenler 6300 Enlerprise Lane Madison, WI 53719 608/274-4849 • 608/274-3329 lox wfc<@woodlruss.com • www.woodlruss.com Advertencia G·ENERAL I.a lamlliaridad -con kis DOCUMENTOS DEL otSENO DE CONSTRUCCl6N, fos DIBUJOS DEL DISE~O OE ARMADURAS (CABRILIAS)'_y los PIANOS DE lA POSICl6N DE ARMADURAS (CABRILIAS) (sl se requerida por, las OOCUMENTOS DEL DISENO DE CONSTRUCCION) es requerida para corredamente levantar, reform y conedar las ormoduros (cobrillas) ol sls1ema de edlflc:lo. • . . · Todo el culdado ·y colldod qu_e son envuelto con las diseiios y la fobricaclon de, los annaduras (cabrillas) tle madera pueden ser arriesgados si los annoduras (cabrillas) no son corredamenle monejodas, levantados y refo11odas. LAS CONSECUENCIAS DEL IMPROPIO ~EJO· DE LAS .wMOUR.45 (OORILI.AS) Pl/EDE RESULTAR EN UN· HUNDIMIENTO DE LA ESTRUCTURA, ESiO PUEDf RESULTAR EN \JNA PERDIOA SUBSTANCIAI. Of TIEMPO, MATE• RIAS, Y POR LAS PE ORES EN UNA PEROIDA DE VIDA. LA MA. YORIA OE LOS ACCIDENTES CON IAS .wMOURAS (OORJUASI OCUp!! DURANTI: IA INSTAIACON DE LAS .wMDURAS (CABRILI.AS) Y NO COMO UN RESl,!LTA- 00 DE LOS DISEF-lOS NILA FAIIRICAOON IMPROPIA. • ~tes·de lo ereccl6~ de las arrnoduras (cobrillos),"el constructor necesila reunirse con fas mlemb,;,s de la construcclon para una reunion sabre la seguridod y la planlficaci6n, para asegurar que cado mlembro enllenda sus popeles y nosp~sabllidades duranle el proceso de LA construcci6n. EL REFUERZO .TEMPORAL DE CONSTRUCCION I.as ~unii {cabrillos) no 1011 marcaclos .,; ninguna rnanera para laontlfioar lo hc:uendo nl lo sffuoc:l6n de nduer- 10 temporal de c:ons1nH:ci6n, Todas 101 refve11oi temporales deben cumpllr con la m6s nueva edici6n de Commenta,y and Recommendaffons lot Handling, ln1to//ing & Bracing Metal Plate Con~eded Wood Trusses (HIB), publicado por el Truss Plate lnstitue y/o coma especific6 en los DOCUMENTOS DEL DISENO DE CONSTRUCCl6N que son pnopora· dos por-el diseliodor def ediRcio. · · . . · REFUERZO PERMANENTE DE ARMADURAS (CABRILLAS). El nolue110 pennanente par el t~o o las onnaduros (cobrillos) def suela es responsabilidad del diseilodor del edilido y debe ser mostrildo en los OOCUMENTOS DEL DISENO 'DE CONSTRUCCi6N •. Lai siluociones def relue110 perrna-nente por los t'l(llviduoies mlembras de compresl6n de una ormadura (cabrillo) de madera son mostrodas en los DIBU- JOS DEL DISENO DE ARMADURAS (CABRILIAS), y deben s~r instoladas por el contralis1a del ediflcio o el 1=ontrattsta de la constrvcd6n. Eite ielue110 es necesoria para el.proceaimienta propio de las arinoduras (i:abrillas) lndlviduoles-dentra def sistema def !echo o el suelo. El dlseilo y lo junlura de f?s refuerzos a las orrnaduras (cobrillos) y enlonces ol ~lslerna total del edificio son_las respansobilidodes del diseliador del edificio, yes en adici6n·al plan def refue110 per- manenle, que es lambien · especilicodo par el dlsenador de! edili~io. · '· LOS REQUISITOS DE DISENO ESPECIAL Los requisilos de ilisefto especial, fol coma el relue110 de vienta, el refuerzo de po~ol, el relue110 slsmico, diafragmas, las paredes de separilclon u otros elemenlas de cargo de transferencia y sus junhJras a los armaduras (cabrilias) de madera necesltan ser considerados ciporte por el diseiiodor de edlficlo, quie~ debe detennlnor el lama~o, la sltuacl6n y el meloqa de junturas 1>910 todos los relue11os como necesorio para resislir estas·fue11os. DESCARGAR Y LEVANTAR EVITA EL DOBLAJE LATERAL NUNCA TRATE LAS ARMADURAS (CABRILLAS) EN FORMA PLANA Al principio def proce10 de decorga r por todas las loses de construcci6n, necesllo usar cuidado para evitor EL DOBlA- JE LATEW de las onnoduras (cabtillos), que puede cciu!Of dooo a lo modero y los lominas de juntura. USE CUIDADO ESl'ECIAI. EN C1.IW, VENTOSO. SI USA UNA GRUA D~O DE 10 PIES DE UN HILO OE EI.ECTRIODAD, i'6NGAsE EN CONTACTO CON LA COMPAJ-i!A DE ENER~ LOCAL . . . , Sf USA U~1~UA DENTRO DE 5 MILLAS DE UN AEROPUERTO, P6NGASE EN CONTACTO CON El AEROP- UERTO 30 IN'ol ANTES DE LA CONSTRUCCIC>N PARA N'RENDER SOBRE AI.GUNAS REGLAS DE SEGURIDAD QUE NECESITEN SER OBEOEODAS. EL. ENCARGARSE. DEL SITIO OE TRA TODAS LAS ARMAQURAS {CABRILLAS) OEBEN SER RECOGIDAS POR LAS CUEROAS OE ARRIB.4. E POSI06N VERTICAL Lo correo aprapioda y el suelo 11so pennllen quo no se dolien' los arrnadurc momenta def desco~rge. El descorge debe ser hecho cerca de! edilicio pora ieducir el tratomlento, I carrea'hosto que la-ins1alaci6n empieze. Lo erecci6r\ a mono 'de.las arrnaduras (cabrillos) es perm ci6n que el exceso doblaje lateral sea prevenido. · NO AI/MCENE BULTOS EN FORIM DERECW. SIN RERJERZOS SI las crmodurus (cubrillosl ,on olmac,nodot Yertlcotmenle, d,bon ,., rtf0rtada1 en uno manera que impiclo volcor y c:otnt, En general, corlor Jo correo ts hecho uadamenle onlet dt la lnstoloci6n. NO ,lU,V,Cl:NE EN SUElO ~~BR USE CUIDADO CUANDO QUITE 1AS TIRAS PAAA EVITAR AVERJAR LAS Durante el almocenaje a Iorgo plata, las orrnoduras·(cobrillas) deben ser era quo perrnile ventiloci6,n, suficlente de las annoduras (cobriiias). Si los loi lines necesilan estar a~iertos para ventilaci6n. El pl6sticQ no es TODAS LAS ARMA.OURAS (OORIUAS) QUE SON CON SEGURIDAD EN POSIOON POR LOS EQ REFUERZOS NECESA.RJOS ESTEN INST DOS IJ. EDIFIOO, lo ,olelilla Use lo borra de esparcidoi en TODAS otras siluoclones. Debo ser notado que las llneas de fos fines de esporcidor 'CONFORMARSE DENTRO'; si estos llneas deben 'CONFORMARSE AFUERA" las. armodurc doblen en la mitad. Paro levantar annaduras (cobrillos) m6s de 60 pies, ts recomendado que una borra de espan:idor sea u il,ustrado. la borra de esp,an:idor debe ser sujetada a la cuerda de arriba.y los mlembros de nod a los Ir aproximadamenle IO pies. M6s, la borra de esparcidar debe ser a lo oltura media o enclma la oltura m orrnaduras (cabrillas) para impedir volcaclon. I.a borra de espan:idor puede ser de alguno materio con fa c:lente para llevor con seguridad el peso de los cuchitlos de annodura y de la rigidez suficiente pora r cus+,mente el doblofe de los ormaduros.(cobrillas). ' I I --. Q. ----. ~ . ~ ~ ~ . r1 i! ·~~ ~~ ~ ' • j ai: _J i Si ~ ::0 )>; s:: CD ~ t °\ r n: ;;i (' ~ i ' J 2 ; I \ ~ -if I ,~ ' ~ r\ I ~ ' Ir' ~ Jl i ,:-' --- ~ ~ l r .~ ::p i 0 ~-, '· ~ l ' ~! I ' ' I . r-. ("'' I I ' J ' \ I ' _I • I ' / \, i . I •• \, ) i T ! I ) I I i I, ' I I ' I /.-/' ' I ' I I I /, ! • j I j, __ ( ( ) I ) I /'1 l. ) --. . .. i l: ' I -I I T I I I I I, -.. \ I /'· I I ' ' I I ' I I I I /'· i: /' ' I I I I I I ' I I I I I I I J~ l "\it--- / ~ !' i(:: " (() /rj I°" ' h- <.,, /:;/ / 1, __ ,, C) I I /JJ (' I I ·, r' I I j f;! I I :,; f I 1i:i I : , lu JU ~ .... 2 .. ~TD:2' af (Tsa) af (Tsa) _ r_.-Hi_t·r;:,·; i .-: / (\.' ' :, ~8-3 i, \:!JI TD::2½' ,,_ af ® af (Tsa) --sf•_, - 3• B U, Ii I I I I ' ~ '11:31½' I I ·Ir ' A at -~('Tsa) -3• \ - ~EGENb • " .. f --· ' - Artificialifill Tertiary Santiago Format_joil -(!)i~c1e<1; ~,~u_riee> Bedding ~ud_e, With clip in clElllreEIS I . • . PLATE 1 OF 2 RIVERSIDE CO, OAANGECO . SAN DIEGO CO . GEOTECHNICAL MAP W.O, 4346-A•SC DATE 6/04 SCALE 1"•10' . ', A 150- 140 - E L E 130-V A T I 0 N 120- (IN FEET) 110- 100- Driveway at 1.2:1 Wall ! ..J. Tsa E L E V A T I 0 N (IN FEET) Approximate location of B-1 If. l . at at ? ----?---- 3' :.;... I,_, TD:31'/ ,' B 140 - ' 130 -1.4:1~ Driveway af 120 - •---?--- 110 - Tsa 100 - Assumed location of proposed------~ two story residence Approximate location of B-3 (Projected 7"NWJ -~ TD:5' at af . ---?-------?------ Tsa -N38E B' Assumed location of proposed~ two story residence I If. Approximate location of B-3 (Projected 49'NE) -i- TD=4'/,' ---?--- Approximate location of B-1 •• af ---?--- :-.~ TD:31'/,' N52W Tsa af Approximate location of B-2 (Projected 105'/ ,NE) ,.. 140 " ~ ... TD:5' i-130 -120 --------'?---• -110 i-100 Approximate location of B-2 (Projected 32'SEJ ' -~ TD:4½' ?- E L .E V A T I 0 N (IN FEET) af A' If. 1-150 1-140 ? ,-130 ,-120 Tsa ,_ 110 t-100 E L E V A T I 0 N (IN FEET) LEGEND a f Artificial fill Tsa Tertiary Santiago,Forniation Approximate location of geoJcigic -?-contact, queried wh.ere.uncertain Apparent bedding attitude, with dip in degrees Existing grade PLATE 2 OF 2 RIVERSIDE CO. ORANGE CO. SAN DIEGO CO. SCHEMATIC GEOLOGIC CROSS SECTIONS A-A' AND 8-8' Plate 2 W.O. 4345-A-SC· DATE 6/04 SCALE 1"":10"