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2556 LA COSTA AVE; ; CB042596; Permit
City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Residential Permit Permit No: CB042596 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: 2556 LA COSTA AV CBAD RESDNTL Sub Type: SFD Status: Lot#: Applied: Valuation: 2163601100 $293,621.00 Construction Type: 0 VN Entered By: Occupancy Group: # Dwelling Units: Reference #: Plan Approved: 1 Structure Type: SFD 3.5 Issued: Bedrooms: 4 Bathrooms: Inspect Area: Project Title: SPEC HOME-3198 SF,734 SF GAR, 126SF PATIO Applicant: DEL MAR CUSTOM HOMES STEB 2737 E COAST HWY 92625 949 87 4-5299 Building Permit Add'I Building Permit Fee Plan Ch«;ick Add'I Plan Check Fee. Plan Check Discount Strong Motion Fee Park in Lieu Fee Park Fee LFM Fee. Bridge Fe«;i 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 $1,144:08 $0.00 $743.65 $0;0() $0.00 $29.36 $0;00 $0.00 $310.00 $530.00 $0;00 $ff.OO ·, $0.00 : .''$0.00 $0;00 $60:00 $2,999.00 D5/8 $0.00 $0.00' Orig PC#: Plan Check#: Owner: BRAMBLE RICHARD 24821 STANHOP!= #F DANA POINT CA 92629 Meter Size Add'I Reel. Water Con. Fee Meter Fe13 SDCWAFee· CFO ,Payoff Fee PFF PFF (OFD Fund) License T~x License Tax (CFO Fund) Traffic Impact Fee Traffic Impact (CFO Fund) Sidewalk Fee PLUMBING TOTAL ELECTRICAL TOTAL iM!=CHANICAL TOTAL Housing Impact Fee Housing lnLieu Fee Hqusing Credit Fee . , Master Drainage Fee Sewer Fee Ac;lditional Fees ' TOTAL PERMIT FEES Total Fees: $22,529.82 Total Payments To Date: $22,469.82 Balance Due: ~~12~=~ d;~=~== ISSUED 06/30/2004 RMA 11/19/2004 11/19/2004 PS $0.00 $140.00 $2,004.00 $0.00 $5,343.90 $4,932.83 $0.00 $0.00 $474.70 $535.30 $0.00 $196.00 $60.00 $72.00 $2,925.00 $0.00 $0.00 $10.00 $0.00 $20.00 $22,529.82 $60.00 ~ATTACHED ~ r'1<l D.N101JOH .oc.AA"e.J) < 9077 05/25/05 0002 01 ~ ~ ) FINAL APPROVAL . Inspector: ~ Date: / J..--/OJ-. O ':f _Clearance: \"z.,d 9-.::Q:C NOTICE: Please take NOTICE that approval of your project includes the "lmpqsitil;m" of fees, dedications, reservations, or other exactions hereafter collectively referred to as '1ees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. 02 60«00 \ J~f{ PERMIT APPLICATION CIT~F ~~~}QMG DEPARTMENT 1635 Faraday A~~;;bad, CA 92008 Address (include Bldg/Suite#) ~ Business Name (at this address) CGF~ 02:r 32-l--'PrP No '2 n , Q? 743:65 Legal Description . Lot No. Subdivision Name/Number Unit No. Phase No. Total # of units Zlb Assessor's Parcel # Fax# Name Address S.tate/Zip Telephone # ~.:'iM91i'CM9l<irGP®.P.AN:Y'~:~~·:;·"" ·:-. ·;.· :,7:·. -"~:.;·-... ---. .,..,c·,-~, ,,;i};'::;".·:::·fl$lf;;:F$:":2,4?,:-~;~41ft:,::; (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 <if Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the al)eged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$500)). Pe:t.-MNt-.C..UST"'b'H :HoH6 DlL.2--13,7 GCO~H~:1t~ ~P«-H,-.,..,CJc':o/1.b.t$" Name · Address · City State/Zip Telephone # , State License # ]CJ 2-3 ~$ License Class 1$ · City Business License # l 2,\ 54-f>J ~ 4,-/~,3 -;--c) -$M:::zSF~ ~~. oo Designer Name Address City State/Zip Telephone State License #---~------. \~. ; .. v\lQl:l.~~R$I·.Q.Q.1'11Y£t,t§AT.IPtf~---:-~:: .. ' .::::,,~ ... '.::> •. -::-:.-:"::.-.:-~:.-· ~~; :-.• -... -·:..;D:'-2.::::.:.,T::::"'::1;~,,:·;::.7.:,:;~f,[/j_~t :;,.;re:' '"';/Z~,z::c:,:;;· ?:_, .. ).{",:Y:2:. ·t 7~r7:C::"J~ Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following·declarations: D 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. 'd 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 ~-My worker's compensation insurance carrier and policy number are: · l Insurance.Company ~ ~ . Policy No.____________ Expiration Date Lo -o4- (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100) OR LESS} 0 CERTIFICATE OF EXEMPTION: I c:eitify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' ·Compensation Laws of California. WARNING: Failure ti> secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred ·thousand dollars ($100, }, i diti the cost f compensation, damages as provided for in Section 3706 of the Labor code, in,rest and attorney's fees. a~~~.-BUILD. ·osciAflATf . ., .. ' .. : .~· ... ,, .:.,_,;:.::,: _":;: __..: ,,, '; 1:.,;":',;''.'.l·",Z·;·. ":.~:;;~;~.,·:;o,~:» ~-"''~t:'l?eC:::·"..;: . I hereby affirm that am-exempt from the Contractor's License Law for the following reason: ·o I, as owner of the property or my employees with wages as their sole. conipen.sation, 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 improveis 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 t\ave 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). D I am exempt under Section ______ Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. D 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 ha_ve 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 _______ ~----------~--- #~~j:E;'..i;jf(~:$.~J!Q0CISQlk«Q&j~{Q~,77A~j,l,JJl;Ji{"~q;~j!.,r-,ir~9.Nti-z_ ~;:,.::J ·":.~-,;:L,~;:::2t :,;f. · .:c-., -., ···-····-·.:..w .~.... · · .. · ,. · ·1s 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? D YES D NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 YES O NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? D YES D NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. ~':'·· ',iQON$tR0C.TION,t.i;@JNG AGENCYT7 ., ... < ·. · "-..... <>·: < ""':_:--,.~:~':..,~"·: :~ -::Z:'. ;7:"'.3~.::7f'.'?'':'.';:;,.'' .,,,.· > · · ·.::~·, '.'/:~:, :~;:.:~· _ · ,·.~i I hereby affirm that there is a construction lending agency.for the performanc;e of the work for which this permit is issued (Sec. 3097(i) Civil Code). LENDER'S NAME 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 represe·ntatives 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 -~Q" 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 'i::ommenced witliin 180 days_ from the date of such permit or if the building or work authorized by such permit is suspended or abandoned :::~~::Ne/;:l:::;~:;c -o-,m"-,mf-en-'c'--d-=lf~or_a-te,:1r!:ai =o=-1f~1"'8""0""d .. ay.acs;..:=;(S"'e .. c .. tioo::n:..1_0_6_.4_.~4 ... U._n_lf"'or ... m-1..B_ui_ld~in_g_C_o_d_e_)._~ DA TE __ ,_~~~+-P.h--1+-0_4,_,__~ ___ _ PINK: Finance 1. Inspection List Permit#: CB042596 Type: RESDNTL SFD SPEC HOME-3198 SF,734 SF GAR, 126 SF PATIO Date Inspection Item Inspector Act Comments 12/19/2005 89 Final Combo BN AP G.M.R. 12/19/2005 89 Final Combo RI 12/05/2005 89 Final Combo RI 12/05/2005 89 Final Combo PS co see notice 12/02/2005 89 Final Combo PS co NO SIGN OFFS 08/19(2005 22 Sewer/Water Service PD AP ON 8/18 08/18/2005 22 Sewer/Water Service -PD AP 07/11/2005 82 Drywall/Ext Lath/Gas Test PS AP P.Y. SIGNED OFF DETACHED GARAGE TUB & SHR LATH 07/01/2005 17 Interior Lath/Drywall · PS AP HOUSE ONLY NOT DETACHED GARAGE 07/01/2005 18 Exterior Lath/Drywall PS co 06/30/2005 17 Interior Lath/Drywall PS co NEED 2ND LAYER ON GARAGE LID & RENAIL AREA THAT WAS TAPED W/0 INSP 06/22/2005 16 Insulation PY AP 06/20i2005 23 Gas/TesURepairs PS WC 06/20/2005 84 Rough Combo PS AP FINALLY -5 TIMES OUT 06/16/2005 84 Rough Combo PS co SAME AS 6/14/2005 & 6/15/2005 06/15/2005 84 Rough Combo PS co NO PLANS OR PERMIT LIST NOT COMPLETED. REMOVE ATTIC VENTILATION PER PLAN. NO WAY TO VERIFY ATTIC VENTILATION 06/14/2005 68 Fireplace/Tie Straps PS co RICK HAS LIST 06/14/2005 84 Rough Combo PS co 06/09/2005 23 Gas/TesURepairs PS WC 06/09/2005 27 Shower Pan/Roman Tubs PS co 06/09/2005 84 Rough Combo PS co 05/26/2005 13 -Shear Panels/HD's PS AP 05/25/2005 13 Shear Pa_nels/HD's PS co REINSP FEE DUE 05123/2005 13 Shear Panels/HD's PS co SAME AS 5/12/05 JUST MORE 05/12/2005 13 Shear Panels/HD's PD co 05/06/2005 13 Shear Panels/HD's PY NR 05106/2005 15 R0of/Reroof PY AP 05/05/2005 15 Roof/Reroof PC CA 02/02/2005 11 Ftg/Foundation/ Piers BN AP 02/02/2005 12 Steel/Bond Beam BN AP 01/18/2005 21 Underground/Under Floor PS AP NEEDS C.O. AT KIT SINK 01/14/2005 21 Underground/Under Floor PS co SITE LOCKED CALL RICK HE WAS STILL ON FREEWAY Monday, December 19, 2005 Page 1 of 1 l City of Carlsbad Bldg Inspection Request For: t2/19/2005 Permit# CB042596 Inspector Assignment: PS Title: SPEC HOME-3198 SF,734 SF GAR, Description: 126 SF PATIO Sub Type: SFD --- Type: RESDNTL Phone: 9498745299 Job Address: Suite: location: 2556 LACOSTAAV Lot 0 Inspector: APPLICANT DEL MAR CUSTOM HOMES Owner: Remarks: Total Time: CD Description 19 Final Structural is Final Plumbing 39 Final Electrical 49 Fina! Mechanical Act Comment Requested By: RICK Entered By: KAREN Comments/Notices/Hold Associated PCRs/CVs PCR05057 ISSUED BRAMBLE RES-TRUSS CALC REV; TO CB 042596 Inspection History pate Description 12/05/2005 -89 Final Combo 12/02/2005 89 Final Combo 08/19/2005 22 Sewer/Water Service 08/18/2005 22 Sewer/Water Service 07/11/2005 82 Drywall/Ext Lath/Gas Test 07/0112005 17 Interior Lath/Drywall 07/01/2005 18 Exterior Lath/Drywall 06/30/2005 17 Interior Lath/Drywall 06/22/2005 16 Insulation 06/20/2005 23 Gas/Test/Repairs 06/20/2005 84 Rough Combo 06/16/2005 84 Rough Combo Act lnsp Comments CO PS see notice CO PS NO SIGN OFFS AP PD ON 8/18 AP PD. AP PS. P.Y. SIGNED OFF DETACHED GARAGE TUB & SHR LATH AP PS HOUSE ONLY NOT DETACHED GARAGE CO PS CO PS NEED 2ND LAYER ON GARAGE LID & RENAILAREA THAT WAS TAPED W/O INSP AP PY WC PS AP PS flNALL Y -5 TIMES OUT CO PS SAME AS 6/14/2005 & 6/15/2005 l Deputy 1 Inspection Service Inc. Novcmbet lS, 2005 City of Carlsbad Building Department 1635 Fara&ly Ave. Carlsbad. CA 92008 SPECIAL INSPECTOR'S FIN:A,L PROJECT REPORT PermitNo. P;roject Address: CB04~596 2556 La Co!>t$1, Cadsbad This is to certify ,:hat Deputyl Inspection Sctvice Inc. was employed to pedorm special inspection 011 the above-mentioned project at the above address, w4ich required continuous inspection per Secrio11 1701 of California Building Code for Prestrcsscd Cono:ere. Based on special inspectors and ma.te.ci.als testing written reports of this wo:i:k, it is my judgment that the inspected work w~s performed to the Lest of my knowledge, l11 accordance with the approved plans, specifications and applicable workmanship provision of . ;he California Building Code. Larry Carter Deputy 1 Inspection Service, Inc. Signature:~ Z:0 39\1d 25121 De Salle St. Laguna Hills, CA 92653 1-800-DEPU'IYl Offic1r/Fax (949) 859-8788 88L8-6!'.;8-6t>6 • ,'6,'~'t . ill.v ., 01,11111• ~ ·; Flnal Bulldln1 lnspacuon " '""1!1f""'· "' •• 11 I II tl I ,., 1· RECEIVED DEC -2 2005 CITY of .. <rARi.S8AD bept: Building E-~~,.' Planning CMWD St Lite Fire u., ENGtNEERING DEPARTMENT ' CM&! DIVISION L~---,----------' Plan Check#: Permit#: Project Name: Address:- CB042596 . SPEC HOME-3198 SF,734 SF GAR, 126 SF PATIO 2556 LA COSTA AV Contact Person: RICK Phone: 9498745299 Water Dist: CA Sewer Dist: LC Date: 1°2/02/2005 Permit Type: RESDNTL Sub Type: SFD Lot: 0 ........................................................................................................................................................... . ~;,pected ,(:6ve>ok ~::ected I 1-,.,,-S--1'o<Approved: L Disapproved: __ .. Inspected Date By:-----------Inspected: ______ Approved: ___ Disapproved: __ Inspected Date By: Inspected: _____ Approved: __ _ Disapproved: __ I I I~ I I I I I I 11 I I I I 111 I I 11 I I I I 11 I I I I I Ii I 111 it I I 11 I I I I I~ 11IIII11111 I I I I I I I I I I I I I I 1111'1II111,1 I I I I I I I I I I I I a I a 1111111111111111 I I It 1111 I It 11111 It I I 1111 I 11 t I I 1111 I I Comments: __ . __________ __,.. _______________________ _ ,I IIIY ., Carlulll · Flnal Bulldlna 1ns1ac,1n Dept: Building Engineering Planning CMWD St Lite rFJr.e::, Plan Check #: Permit#: Project Name: Address: CB042596 SPEC HOME-3198 SF,734 SF GAR, 126 SF PATIO 2556 LA COSTA AV 'l Contact Person: RICK Phone: 94987452.99 Water Dist: CA Sewer Dist: LC Date: 12/02/2005 Permit Type: RESDNTL Sub Type: SFD Lot: 0 I I I I I I I I I I I I I I I I 11111 I I I I I I I I I 11 I I I I I I 1111 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 I I~ I I I I I I I I IS I I I I I I 11 I I I 11 I I I I I I I I I I I 11 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 111 I I I I 11111 I I I I Inspected Date By: Inspected: Approved: Disapproved: __ Inspected Date By: Inspected: Approved: Disapproved: __ Inspected Date By: Inspected: Approved: Disapproved: __ ..............•........................... -............... , ................................................................................................ , I DEPUJY 1' INSPECTION SE·RVICE INC. I 25121 DE SALLE ST, LAGUNA HILLS, CA 92653 1 -800 -DEPUTY 1 = 1 -800 -337 -8891 . DEPT. OF BLDG. & SAFETY CITY OF {',_A,.: 1-:,,.1,.i.. ~ COUNTY OF ___ -----'-_ SPECIAL INSPECTION REPORT Building Permit No .. (l !3aq t ir 1 G Job. No. ----,-----..,---Date z · .... /' 0 5"" Job lndentification I Address 2 -i:; 5 t..r /. L\ · C,;,, ,A i ~ A .,_( ,/ J>\ e . ...-. t , ""-, ft /"c:;... · -=:.-.,..'-=----'------'--,---:,a__-'-'-'----'----"-----~--------------General Contractor I Address ob" l I v\ ...,r,.,-l .-i 1 ,. i'"" /' .--1.,...,.,"" , ---"-----'-------'---.----'------_,,..---------------- Sub -Contractor I Address __ ..,....,-----------------------------~ . .,! Structural Engineer/ Address ~---2~\/~f:.._'('"-'&-·~~lt=' ----------Arch.--'----'-----------~ REINFORCED-CONCRETE MASONRY HI-TENSILE BOLTING CHEMICAL ANCHORS PRESTRESSED CONCRETE v WELDING GYPSUM CONCRETE OTHER / , WELDER. RECEIPT NUMBER WELDER RECEIPT NUMBER DATE OF INSPECTION : DESCRIPTION OF WORK INSPECTED L l-o5' ~-{ ~Yi '/:.,~t_ ,r::.--,.1 I ~L\. K' .:. Cf ,\r: ,:. fl ;.)v-' ., ' ... ~ .t,..,-,, (t,..,' ,. .. ;.( J(_ ~/i-\i'( cV, ,I--f-\11 I} ,J.ff,} (--t ti _,1._.,'j ( . /..,....;..,--\ j ...... ~~ ,. J._,( . 2:? i "·t, V..) t~ ~1.,)rc." .j.,1/,., .. :(,, t1c '- , c·· .,.\. ,J,J L.~ A J /J..:: ..,, >',~\~I ~ {I..._ 'J,:;c,) ' ---n.1.<::'5c.,t" - A o1.-\--. ..,.. .• --. I 1:-r ,,\fr-ifv 70;..,,.,_,.v-~ ;Jii,A. ,,J h-\:, ..... <'!~ _--;f ,:.\{{ .. . ".SI l'C (_ -. I~ c;-::i.v . ..,,-: I t t'l<...•(}l(,,,, f,.(._ pi At,•t,-v .. t-\ f/tp!, l-t {l,;i,,...,/(.. ·Iv 6A,t ..s ::t± .r/ -r '15 s {ft,) ,,, (. ..;,. ... / ~--......,,. ~' ... S,:1,, .0,. 1-11 ' ( l f 1.1,...,1.(',_, I t..14..j.:./4/· .. ~ii~-...\' I --,.,. .,. -'*"'"' f) ,.,;..,_,/_µI / . HOURS SAMPLES DATE Reg. OT Time In Timeout Grout Mortar Concrete Block Density Prisms 3.-I .-c..,~ L/ ¢ I ,'JJ 7 · .:...,,) -----· -· ·- 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 Saturday inspection will be billed at time and a balf. ATTORNEY'S FEES -If any action at law or in equity is brought to enforce or interupt the terms of this Contract, the prevailing party shall be entitled to reasonable attorney's fees, costs and necessary disbursements in addition to any other relief to which such party maybe entitted. · \ , ,· · SPECIAL INSPECTION REW ·., Inspector's Name: J~\J4l Vv1. _. , 0 (-J ~t. -1.._ Inspector's Signature: ~-. \ · I.D. No. * 7 I,,,,.,(_.,,() f ...-4/ 1. has been filed and it states that the above work to the best of his/her knowledge complies. with the ::; provisions of the Uniform Building Code and meets approved plans and specifications. Respectfully Submitted, Approved by: ----------..--·.,.._.,,____,.. __ Project Superintendent By: _________________ ....-__,.. ___ larry carter ~eotechnical • _Coastal • Geologic • Environmental FOOTING TRENCH OBSERVATION SUMMARY Client Name: l){'l /efA;t r::.,71:J/'/J /.&m~ 5 f Project Name: .. w.o. 4./?:f!,41-C. -..Sc DATE 2 fl//J..;" NAME ;?,B, HOURS. 2~ ?S Location/Tract: ..... · ____ ( __ )i;a_£ ____ lS __ IBA ........ · ..... i2.....,_, ___ C __ //_t_7_h_a_'/!';_iV_r._if_. _ .. ________ __,.. _________ _ ,, Unit/Phase/Lot(s): ________________ ,...,'·----------------------- Referenced Geotechnical Report(s): /1. ~1'/ll""frut/$ C-2o~l'c.,v,.,1:rrAc Ei/4tuAr'f4!7,AJ. ?~11/ /nl,..p;;,-, 4'u4 .A/ltll Ziv --Jv,0 ~ JI . 011 Cir fi<'111 >(},4,t::,> ,.0;~,, 1.,/.f't"'&-o'.'~{/,,...,;t-f. f),l:!hA',rJ7A' tt) ,-a: "/s'lt/ -fl ·s C. €.,<7.kJ VJrlC 1s: 1001/ -~ k Fr~1..Nlt t'"t>M/141' 7:1...0J'V ...erp{'# 7 ~~ ~ hJt'o/Nli,t..J(),e..,lt::. I lt,~.rn,;;,t,p £i.:,t'c,-?,;,,J r-:c::. Observation Summary /f,l Al{;, C.:<f r ,f't<' ii"/'(:) 6~,,w'I<~ I ~:$>!:' t I <. ;'/7 I'= 7 "1? A "''f" .,,.J U;IE;I C "1 .-t• t ,;S,:ff,,-'1~ r ,4 c!·ro .'{!' ,,-, .. r:rA.t t,,v, 0, l/,ff't,f,/-(!J .. £,; e:/<:i:J,...l( 7,.-,,,.N~l.£!'o/' Iv,; COOS:: . . ~ . Initials A representative of GeoSoils, Inc. observ~d onsite soil and footing trench conditions. Soil conditions iJi /of.Date in the trench -are generally free of loo$e ~?ii and debris, non-yielding and uniform, and plumb; and are in general conformance with those i'W icated ·ih the geotechnical report. St f 8F" ow ~ Initials A representative of GeoSOils, Inc. obseJd and reviewed footing excavation~ Footing tli /o5" Date excavations generally extend to prope5,(d~pth and bearing strata, and are in general conformance with recommendations of the geotechn'ica,I report. f -.,,, I l, l . ·z .·: ~-lnlti~ls · .. , A ··r~pfesentative ·of ~ebSoi1~··1nl · revf ewef footing setoacks· {tom slope face '(if applicable).· Th~ ~ '2 /J bt: Date setback was in general accordance with tbe recommendations .of the gebtechnical report. ia Initials Fdo?'i"l'!6. ~"<°l/i}l.,/t.,f/ ,-;h,--t') F.4Ati~j_~ ,,tlu. Loo.:J't:. AMO /4,,c ;::::-rc-r7,;-J<'i'r-,:g/,S· 1=, D ' .,, AA .:,,,¥; . /} I -7':} ' /' 7~1()< ate Of'l!/t:?»·· /.!AO 1,:,-,;: /Vt·.ri'.'1-''l'u~.C -~ ¼'»J.r:-,--rf'hN#O r1-J;,:,,-,,lf'__ .1:.~ 1-'b,.);,,Ut'."'-.JiJ.. r ,-?-Ne'/l";,,":.'t'tf' • • I I ·?L: Notes to 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, pr.esoaking 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.~ .• heavy rain, etc.), we should be contacted to perform additional site observations and/or testing. 4. This memo does not confirm the minimum footing dimension as required by the project str.ucturaL engineer's design, if different from the geotechnical report. Notes to Building Inspector Soil compaction test results, as well as depth of fill, relative compa~~~~osivity, and soil expansior:i index t~st results are contained in the As--6raded 6eoteehrrieat o~C~ompa~~?~provided at the completion of grading. . ,,.,,._-1 • 5741 F>almerWay Carlsbad, CA 92008 (760) 438-3155 ' /,,-~--; . · /CrJ-i>~ 1446 E. Chestnut Ave. Santa Ana, CA 92701 (714) 647-0277 Repres~ntative of GeoSoils, Inc. 26590 Madison Ave. Murrieta, CA 92562 (951) 677-9651 SENT BY: GE0S0I~S,,, INC.; 760~310915; JAN-6-05 12:14PM; PAGE 1/1 :,, ..... S741.PalmerWay • Carlsbad, California92008 • {760)438-3155 • FAX(760)931-0915 MEMORANDUM DATE: January 5, 2004 W.O. 4344-C-SC TO: Del Mar Custom Homes FROM: R.yan Boehmer and Andrew T. G ATTENTION: Mr. Rick Bramble During a·recent site visit, GeoSoils, Inc. (GSI) noted that a majority of the footings for the residence and detached garage had been e~~vated. Recent rain storms have created the ponding of water inside these footing excavations_ In order to provide adequate concrete tooting placement and relatively firm and unyielding bearing conditions, GSI recommends that the ponded water be removed from the footing excavations and 1he footing excavations be cleaned of ·mud and deleterious debris. On January 5, 2005, GSI al&a conversed with the project $lructural engineer, Mr. Michael 8rQad of :Michael Broad and Associates, about the type-of methodology to mitigate footing excavations that were-excavated deeper than plan. During our conversation, Mr. Broad conveyed to GSI that the condition could be mitigated by placing two (2), No. 4 steel reinforcing bars at the bottom of all exterior and· interior footings. The steel reinforcing bars should be positioned such that there is a 3-inch void b$tWeen the reinforcement b~rs and the sides and bottoms of the footing excavations. Please confirm if the deputy inspector evaluating the post-tensioning cable ,installation is also observing the geometry of the steel reinforcing. bars and footings. Should you h~ve any questions, please don't hesitate to contact this office, Distribution: (2) Addressee 0) Michael Broad and Associates, Attention; Mr. Michael Broad Sent By: 61 9 280 6990·; Feb-1-O5 7:00PM; I ' _, --r FLOYD HUBER & ~SOC-IATES, INC. PO Bo~ 4008, San Diego, CA 92164 Janual'.'Y 29, 2008 City of Carlsbad · Bulldll'I OJvl•fon 1636 Faraday Av•. -Carlsbad, CA 92008 Attention: Building Inspector . (619) ~0-4SOS Fax (619) 280-'990 Subject: Bulldlng Setback Ce,IJflcatlon• Ref9renc:e: City approved Plan Check Number: CB042496 Page 1/1 The bUlldtng ... cks were mNtured in rehlUon to·th• property linalback of sidewalk •nd were found to be in cc,nformance with the approved plot plan for this property. All measurements are 11 shown .below for a,,operty located at IBM kf·Costa Ave. (APN # 218 380 11 }. (Approved Plan) .Ac "f"'v A'-M rf;/rS<,JfT-M t:AJ-TS Front yard D:.J:: ~' S>'' Rear yard ~ 4-q ''Z" Leftak:feyard 14' 9" l4 1c:r" Right slct. yard ..££ 8'on Submitted by. tJ) .:fvi Name Floyd Huber L. S.#4936 L -. ,,,.. ,, . '"' SINGLE FAMILY DWELLING . . ELECTRICAL SERVICE LOAD CALCULATION OPTIONAL METHOD NEC 220-30 As an alternative method, the STANDARD METHOD, found in ARTICLE 220 of the National Electric Code, may be used 1. GENERAL LIGHTING LOADS ·' Dwelling ~If tP .sq. ft.x 3 VA= ~ VA Small appliance loads-220-16 (a) 1500 VA x t!-/ _. circuits= ~ VA '.Laundiy load -220-16(b) 1500 VA x I circuits= tSQ (?) VA .General Lighting Total q, <2 9,Y 2. COOKING EQUIPMENT LOADS • Nameplate Val~c Range ____ VA= Cooktop _____ VA = Oven(s) . VA = __ ~_-_VA _,__ __ VA -VA VA Cooking Eqqipment Total ___ VA 3. ,ELECTRIC DRYER 220-18 (Nameplate, 5000 VA minimum) Dryer $'c, (!Jo VA = . Dryer Total S::O CJ o VA 4 •. FIXED APPLIANCE LOADS 230-30(b3) · Dishwasher = Disposal= Compactor= Water Heater = Hydromassagc Bathtub = Microwave Oven= Built-in Vacuum= ·--------= /So e> VA t ~o c.> .VA ___ VA ___ VA ___ VA {S-0 a VA ___ VA ___ VA . Fixed Appliance· Total o/ f q O VA 5. OPTIONAL SUJ3TOTAL (A<id all of the aoove totals) 6. APPL YING .DEMAND FACTORS· TABLE 220-30 ·. Op . .:1 S b tal (fro. lin S) { First 10,000 VA x 100% = . non~· u to m e Remaining ta,s:::2 yv Ax 40% = 7. HEATING OR AC LOAD· TABLE 220-30 Larger of the Heating or AC Load = . • I 8. OPr!ONAL LOADS TOT AL (Add total~ from lines 6 and 7) = 9. MINIMU~ SERVICE SIZE= Optionz1o ~o~ Total = (Please put total on front of catd under Computed Load) 10,000VA ¢./Q'?7VA ,J/,,/'37VA p ' ,.9d, (?) Ampere . SAN DIEGO AREA RESIDENTIAL CIRCUIT CARD AND LOAD SUMMARY (1990 NEC) THIS CARD MUST ei; Fil Lro OUT AND AVAILABLE AT THE SERVICE EQUIPMENT FOR THI; ROUGH INSP!;CTION I ' s---s-6 /4 .A.. f~'h .,,.J Vl _ PERMrT t ADDRESS,.,. OWNER fa 7;;,1, R 1-u,-/J'I, 6-,;, /. PHONE CENSUS TRACT I CONTRACTOR (} I} ;vt,,I? . PHONE AREA IN SO. FT. '3.l9r? •f PANEL~Q@ A.I.C. /? & /2vo VOLTS j ,-0 2 WIRE ,T IJCR W1RE ~ WIRE BKR LOCATION CKT SCZE SCZE TYPE MISC LTO REC REC LTd MISC SCZE ~ SIZE CKT LOCATION K, ~fcLGr I 2 I') IL I Cf /l/ tr 2 /$/"".P /?061'1. /:JR ft._. ,, 3 12r1 17 I ;,y /y /'j • / ( l/ I, s /(7 I i.. q 1/o IY IY 6 ·t I ( r ,, 7 '7-11 JL. 1/ I /0 16 I D /Z .. .f-"/ ~ /1- 'J. Fa 1/JJr 9 t '1 ·.4) r I /0 1$0 10 1r I ~ I I 11 Ir I '-1 7 .:3 /2-IYJJ 12. ls&i-£ r-r-7 ;J... J.. I "n. td--,• u 11:r 1'1 l,/ t/ 1 I !'I /y-1• Ffi'-f Rit':. -IS /J I <j /O -7 /·V JS-16 Ll'oh / 5' • It 17 ('r /# q 9 ~ II ( ( . f) I :.V. ,c.,, I ,,:,. f 19 7..-> /2 £ )? 20 I/ .A-e -t;(!) 6 22 21 llC-23 ro 6" . 24 A I Im. /J,/1.,VJ 25 j') I'-/ h 26 A/L-1-1; ~1-:i; %7 2d /2. ., 21 ~ ~-/.JR <na...-47 I, 29 S"" 6" 30 f 31 ~I? ~ 32 I, i 33 34 35 36 37 31 39 ,o 41 42 MAIN: ~ ,2..c,(!,) AMP BKRJFUSE QMID COMPUTED LOAD ?O., a AMPS BUS: 2:.~a! AMP SN Calcullllion WorkahNI on back. SERVICE ENTRANCE OR FEEDER CONDUCTORS: ~CH CIRCUITS REQUIRED: A) SIZE: NO. B) TYPE: D a.i DAL . ~ LIGHTING CIRCUrTS 220 • :J(b), 4(d) C) INSUI.ATION: B) TWO SMAU. APPLIANCE CIRCUITS 22D•4(b) 0) CONDUfT SIZE: 2 • .'I C) LA~ORY CIRCUrr 220 • 4(c) • D) CENTRAL HEATING EQUIPMENT 422.7 · SERVICE GROUND.130ND: B) TYPE: jg1 cu DAL REMARl<S A) SIZE: NO. r C) CLAMP LOCATION(S): r&1-l..fER 250 -81(c) "1 WATERPPE 250 • 80(ii), 11 (a) ~ GA:X.JtOROD 250 • 83(c) I i:.r1ify that all temi,.liona have bNn torqued in aa:on:lance With rnar-.ifaca.irlr'a inatrui:liona and that the work lhown on lhi1 circuit card ,epr ... nll the lul D sxlanl of the wortl irrad under lhil pemiL GFCI LOCATIONS 21tH, 680-70: &1 BA1HAOOM (S) (B.. KJTCtEN ,@oWNER'!vfal tdea/44c!li~" ~~~:'RA~~~. I)} GARAGE (S) Q'J HYDROMASSAGE TUB I& WTDOORS o· DATE -- REFERENCE Sin Diego Elecn:al ~ 215-5 '( POOR QUALITY ORIGINAL S EsGil Corporation In (Partnersliip witli government for (}3ui{aing Safety D APPLICANT DATE: November 1, 2004 JURISDICTION: Carlsbad PLAN CHECK NO.: 04-2596 . <Si J~_@..> SET: III PROJECT ADDRESS: 2554 La Costa Ave. PROJECT NAME: SFD for Del Mar Custom Homes . - D PLAN REVIEWER D FILE ~ "f:he· plans transmitted herewith have· been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies ider:itified below are resolved and checked by building department staff. D Th$ plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. "·. ___ -D The applicant's copy of the check list is.enclosed for the jurisdiction to forw~rd to the applicant ., contact person. ·D . Th;~appJicant's copy of the check li$t has been -sent to: Esgil Corporation staff did not advise the applicant that the plan check has been completed. EsgiJ Corporation staff did advis~ the applicant that the plar~check has been completed. Person contacted: Date contacted: (by: ) Mail Telephone Fl:lx In Person . D REMARKS: By: Sergio Azuela Esgil Corporation D GA D MB D EJ D PC i-f-• Telephone #: Fax#: Enclosures: 10/25 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 .. EsGil Corporation In <Partnersliip witli (]011emmentfor (}Juilaino Safety DATE: September 21, 2004 JURISDICTION: Carlsbad PLAN CHECK NO.: 04-2596 SET:11 =ANT D PLAN REVIEWER D FILE PROJECT ADDRESS: 2554 La Costa Ave. PROJECT NAME: SFD for Del Mar Custom Homes D D D [g] D [g] The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The pla,ns transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and c.hecked by building department staf£ The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete rechec;k. The check list transmitted herewith is for your infonp.ation. The plans are being held at Esgil Corporati until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed fot the jurisdiction to forward to the applicant contact person. The applicant's copy of the check; list has been sent to: Rick Bramble 2737 East Coast Highway, # B, Corona Del Mar, CA 92625 D Esgil Corporation staff did not advise the applicant that the plan check has been completed. [g] Esgil Corporation staff did advise the applicant that the plan check has been completed. Persch contacted: Rick Bramble Date contacted:9 /2-, /b ~ (by:~ ) Mail__.,, Telephone '-"" Fax __.., hJ. Person D REMARKS: By: Sergio Azuela Esgil Corporation D OA D MB D EJ ti PC Telephone#: (949) 874-5299 Fax #: (949) 723-5155 Enclosures: 9/14 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 ! ' Carlsbad 04-2596 September 21, 2004 RECHECK PLAN CORRECTION LIST JURISDICTION: Carlsbad PROJECT ADDRESS: 2554 La Costa Ave~ . DATE PLAN RECEIVED BY ESGIL CORPORATION: 9/14 REVIEWED BY: Sergio Azuela FOREWOJID (PLEASE READ): PLAN CHECK NO.: 04-2596 . SET: II DATE RECHECK COMPLETED: September 21, 2004 This plan review is limited to the technical requirements contained in the Uniform Building Cod Uniform Plumbing Cede, Uniform Mechanical Code, National Electrical Code and state laws regulatir. energy conservation, noise attenuation and disabled access. This plan review is based on regulati01 enforced by the Building Department. You may have other corrections based on laws and ordinance enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied befo, the plans will be in conformance with the cited codes a,nd regulations. Per Sec. 106.4.3, 1997 Unifor Building Code, the approval of the plans does not permit the violation of any state, county or city law . . A. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon whic each correction on this sheet has been made and return this sheet with the revised plans. B. 'the following items have not been resolved from the previous plan reviews. The original correctic number has been given for yourreference. 1n case you did not keep a copy of the prior correction Ii: we have enclosed those pages containing the outstanding corrections. Please contact me if you ha1 any questions regarding these items. C. Please indicate here if any changes have been made to the plans that are not a result of correctio· from this list. If there are other changes, please briefly describe them and where they are located c the plans. Have changes been made not resulting from this list? -DYes CJNo Carlsbad 04-2596 ·September 21, 2004 l. Please make all.corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commerciaVindustrial 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 Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering.and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, S1,1ite 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 Cit Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 10. · All elements supporting floor abov!;) 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). • Required information was not provided on plans. All exterior walls at the Garage were not marked with the note for fire protection. Also the ceiling shall be protected with 2 layers of 5/8" type "X" gypsum board. The Note E-11 was not indicated at the Garage ceiling Qn the plans. Original correction is still applicablf 24. Show T and P valve on water heater and show route of discharge line to exterior. UPC, Section 608.5. • No response was prQvided for this correction. Original correction is still applicable. CARLSBAD SPECIAL CODE REQIDREMENTS 26. If special inspection is required, the designer shall complete the attached Special Inspection Notice. • No response was provided for this correction. Original correction is still applicable. 27. Note "two 3/4" copper pipes must be installed to the most convenient future solar panel location when the water heater is not in a one story garage and is not directly below the most south facing roo£ (City Ordinance No. 8093). • No response was provided for this cQrrection. Original correction is still applicable. 28. 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). • No response was provided for this correction. Original correction is still applicable. If you have any questions regarding these plan review items, please contact Sergio Azuela at Esgil Corporation. Thank you. ~:" ..., DATE: July 15, 2004 JURISDICTION: Carlsbad PLAN.CHECK NO.: 04-2596 EsGil Corporation In <Partnersliip witli (io'flernment for <Bui{d'ing Safety SET:I PROJEC1 ADDRESS: 2554 La Costa Ave. PROJECT NAME: SFD for Del Mar Custom Homes 0 APPLICANT ~ OPLAN REVIEWER 0 FILE 0 The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are ,resolved and checked by building department staff. D 1he 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 a.re submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. [8J The applicant's copy of the check list has been sent to: Rick Bramble· 2737 East Coast Highway, # B, Corona Del Mar, CA 92625 D Es9il 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: 1{1,tc;,-\ (by: ~c ) Fax #: (949) 723-5155 · Mail /Telephone Fax ...-rn. Person D REMARKS: . By: Sergio Azuela Esgil Corporation D GA [gJ MB D EJ . D PC Enclosures: 7/1 trnsrntl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 ,, Car1sbad 04-2596 July 15, 2004 PLAN REVIEW ·CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: 04-2596 JURISDICTION: Carlsbad PROJECT ADDRESS: 2554 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 15, 2004 FOREWORD (PLEASE READ): STORIES: 2 HEIGHT: DATE PLANS RECEIVED BY ESGIL CORPORATION: 7/1 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. Present California law mandates that residential construction comply with the 2001 edition of the California Building Code (Title 24 ), which adopts the following model codes: 1997 UBC, 2000 UPC, 2000 UMC and 1999 NEC (all effective 11/1/02). The above regulations apply to residential construction, regardless of the code editions adopted by ordin~nce. · The following items·listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not .permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. Carlsbad 04-2596 July 15, 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 Ave., Carlsbad, CA 92008, (760) 602-2700. The City will .route the plans to E:sGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 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 bf license. (California Business and Professions Code). a) Foundation Plan is missing seal and signature of the engineer. 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. 200.0 UPC and the 1999 NEC. 5. On the cover sheet of the plahs, 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 accordance with Sec. 1701 of the Uniform Building Code. ITEM SOILS COMPLIANCE PRIOR TO FOUNDATION INSPECTION REQUIRED? YES REMARKS SOILS REPORT Carlsbad 04-2596 July 15, 2004 • FIRE PROTECTION 6. Sbow 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 flbor. NOTE: Dete_ctors 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 16-8. i) Cross-reference d~tail to plans. b) Openings between railings shall be less than 4". The triangular openings formed by the 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 tun 9" minimum. i) Please specify on plans the stairway run 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 of ~II 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 bandrail. 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 04-2596 July 15, 2004 • FOUNDATION REQUIREMENTS 11. The soils engineer recommended that he/she review the foundation excavations. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: a) The building pad was prepared in accordance with the soils report, b) The utility trenches have been properly backfilled and compacted, and c) The foundation excavations, the soils expansive characteristics and bearing capacity conform to the soils report." 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.B.O. number and manufacturer of powe~ 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 engineer-of-record (or architect) has reviewed the truss calculation package prepared by others (i.e., a "review" stamp on the truss calculations or a letter). Section 106.3.4.1. 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 04-2596 July 15, 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 anobstructed 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. CARLSBAD SPECIAL CODE REQUIREMENTS 26. If special inspection i5, required, the designer shall complete the attached Special I ospection Notice. 27. Note "two 3/4" copper pipes must be installed to the most convenient future solar panel location when .the water .heater is not in a one story garage and is not directly below the most south facing roof. (City Ordinance No. 8093). 28. All piping for present or future solar water heating must be insulated when in areas that are not heated or cooled by mecha.nical means (City Policy). To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections .from this list. If there are other changes, please briefly describe them and where they are located in the plans. Carlsbad 04-2596 July 15, 2004 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 loc;ated 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 Sergi~ Azuela at Esgil Corporation. Thank you. ELECTRICAL AND ENERGY CORRECTIONS PLAN REVIEWER: Morteza Beheshti 29. The licensed designer must sign the approved set of the plans. • ELECTRICAL (1999 NATIONAL ELECTRICAL CODE) 30. Submit a completed service and feeder one line diagram for review. NEC 215-5. 31. Show the available fault current (lsc) from the serving utility co. and at the equipment where lsc exceeds 10,000 amps. 32. Show the ampere interrupting capacity· (AIC) ratings of the service and sub- service equipment. NEC 110-9 33. Show or note on the plans the method used to limit fault currents to 10,000 amps on branch circuits. NEC 230-208 34. A ground fault circuit interrupter shall be installed in the branch circuit supplying fountain or pool equipment. NEC 680-51 35. Please provide a residential electrical load calculation for review. 36. · "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 37. Commercial convenience receptacle outlets are required to be GFCI protected. NEC 210-8(b)(1) 38. Each residential bathroom shall be supplied with a dedicated 20-ampere branch circuit. NEC210-11(c)(3) 39. Please show the location of all panels. ThE;}y may not be installed in clothes closets or batrooms. NEC 110-26,240-24,300-21. : Carlsbad 04-2596 July 15, 2004 • ENER,GY CONSERVATION 40. Please sign the Form CF-IR imprinted on the plans. 41. Provide fluorescent general lighting (40 Iumens 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. Carlsbad 04-2596 July 15, 2004 City of Carlsbad i:cJ!Ot!h,i·l•J§·fhiil,t§,11 BUILDING DEPARTMENT NOTICE OF REQUIREMENT FOR SPECIAL INSPECTION Do Not Remove From Plans Plan Check No. 04-2596 Job Address or Legal Description 2554 La Costa Ave. Owner~------------~Address.~----------,.---------- y ou are hereby notified that in addition to the inspection of construction provided by the Building Department, an approved Registered Special Inspector is required to provide continuous inspection during the performance of the phases of construction indicated on the reverse side of this sheet. The Registered Special Inspector shall be approved by the City of Carlsbad Building Department prior to the issuance of the building permit. Special Inspectors having a current certification from the City of San Diego, Los Angeles, or ICBO are approved as Special Inspectors for the type of construction for which they are certified. The inspections by a Special Inspector do not change the requirements for inspections by personnel of the City of Carlsbad building department. The inspections by a Special . Inspector are in addition to the inspections normally required by the County Building Code. The Special Inspector is not authorized to inspect and approve any work other than. that for which he/she is specifically assigned to insp.ect. The Special Inspector is not authorized to accept alternate ~aterials, structural changes, or any requests for plan changes. The Special Inspector is required to submit written reports to the City of Carlsbad building department of all work that he/she inspected a,nd approved. The final inspection approval will not be given until all Special Inspection reports have been received and approved by the City of Carlsbad building department. Please submit the names of the inspectors who will perform the special inspections on each of the items indicated on the reverse side of this sheet. (over) • I --• j Carlabad 04-2596 JulJ 15, 2004 f) '• . ·!SPECIAL ·INSPECTION PROGRAM . ADDRESS OR LEGAL DESCRIPTION: 2. ss 4: L. ~ c..os~ ~ PLAN CHEQK NUMBER: _______ OWNER1S NAME: 4<\CJf-: cf,~e,~ J, as the owner, or agent of the owner (contractors may nqt employ the special inspector), certify that I. or the architect/enginee.r of record, will be responsible for employing the special inepector(s) as required by. Uniform Building Cade (UBC) Section 1701.1 for the construction project loca at e · isted above. USC Section 106.3.5. f Siped -f.-t-z::;:::,,,~r--=j...._~-==:_~====:=::;-_,_ I. as the engineer/architect of record, certify that I have prepared the following special inspection program ~ required by UBC Section 106.3.5 for the construction project located at the site listed above . .. 2. Name(a) of Individual(•) or flrm(s) respon•ible for the speclal inspections listed · above: / A. ~$0\1.5:? a. Pff:?l1r\( . QNe;: c. . . 3. Duties of the special Inspectors fQr the work listed above: A . .;;\'--> C.OM,~c..( 8. c. CAb,lCJ'L@, e-o.,'8.. 2$\9D ~t] '?=?st:-Jm,,S.lQl )l\K ,- &tiP et®;' MlY:<Ol->- Special inspectors .shall check in IM!h the City and pment their cradantlall fer approval ~ beginning work on tile jOb site. U'd go:or vooi 9t 1nr 92.St09S8S8t:XE.:J ·&lOJ 7I9S3 .., Carlsbad 04-2596 July 15, 2004 l\'ALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad . PLAN CHECK NO.: 04-2596 PREPARED BY: Sergio Azuela DATE: July 15, 2004 BUILDING ADORES$: 2554 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. DwellinQ 3198 82.00 Garage 734 23.00 Patio Cov. 126 7.25 Air Conditioning 3198 3.00 Fire Sprinklers TOTAL VALUE . Jurisdiction Code cb .By Ordinance 1994 UBC Building Permit Fee 1994 UBC Plan Check Fee :~1 ... Type ofReview: 0 Complete Review D Structural Only D Repetitive Fee --:=:l· Repeats ____..LJ . Comments: D Other D Hourly · 1· · · · , Hour * Esgll Plan Review Fee ($) 262,236 16,882 914 9,594 289,626 $1,131.761 $735.641 $633.791 Sheet 1 of 1 macvalue.doc City of Carlsbad . 1:.lfidik¥ki•IIOO-¥ih•••h=i4i•H•i BUILDING PLANCHECK CHECKLIST PLAN.CHECK NO.: ,,~.; ... < DAf'=:: · q<-Jh--o</ ,. •., . . .. : BUILDING ADDRESS:. .2'55:f La yfrk. ~ ~/ : ·, ·· : .'. PROJECT DESCRIPTION: . ASSE;SSOR'S .PARCEL NUMBER: . . 2 Jk -3b:J -I J EST. VALUE: ·,\ ~·: :, ENGINEERING DEPARTMENT ,. • • • -' -~ •• ,1 • ~-· APPROVAL . , ·:' •· The item you have submitted for review has been ·-~: -~.: · . ·approved. The approval is based on plans, · ". ·.. . " information and/or specifications provided in .your . . . ;,': submi~al; therefore any changes to these items after . :·· .. : :: , ' this <!ate, inc;;luding_ .field modifications, must be ···. · ·. . · ·· . . <reviewed by this office to · insure continued ' ·, ',r '·. _:-C..QrifOnTlanqe, With applicable codQS. Please review .. · .-: . car~fully all comments attached, as failure to comply· · , ·. · .... ,with instructions in this report can result in :-· :·.: ·· suspension of permitto build. · ... · ~ .. ·.:·:. · ·: · .. : · DA Right-.of-Way permit is req1,1ired priorto · < . construction-ofth~ following improvements: DENIAL Please· se~. , attached report of deficiencies marked wit D. ake necessary corrections to plans . or specific · s for compliance · with applicable codes ~nd standards. Submit corrected plans and/or specifications to this office for review. By: -c(cuF ~ Date: ·i3y: ~auffe~ Date: By: Date: ...--~----- ,. • ,. ·.r;,,· • ...... ======================================;;====;:=;:::==;=======F:=:=O==R==o===F===F""'1c===1A===L=u===s===E==o'='. :==NL:":Y=:===il -· ---_l} ENGINEERINGAU~ORIZATION TO ISS~E-BlJiLDIN<,; PERMiT: ··~·· .~WV'/ . /:!f,110Cf:=. .--... ·.'t:>ate: . . ATTACHMENTS· Cl Dedici,ition Application • D . Dedicatiqn Checklist D ·1mprovement.Application D · Improvement Checkli$t D Future lmpr~vement Agreement D Grading Permit Application D Grading Submi~al Checklist D Right-of-Way Permit Application .D Right~of-Way Permit Submittal Checklist and Information Sheet IJ Sewer Fee -Information Sheet ENGINEERING DEPT. CONTACT PERSON Narne: TANIYA BARROWS City of Carlsbad Address: 1635 Faraday Avenue, Carlsbad, CA 92008 Phone: . (760) 602-2773 Ci=D INFORMATION Paree.I Map No: Lots: Recordation: Carlsbad Tract: 1635 Faraday Avenue• Carlsbad, -CA 92008-7314 • (760) 602-2720 • FAX (760) 602-8562 @ F:\BUILQING PLANCHECK CKLST FORM.doc 1 Rev. 7/14/00 ,, BUILDING PLANCH~CK CHECKLIST lo.' u,5~-::q~u.¼--l-<t'l{f.. ( L6 f '3J~···_,,_.··:.: .. ·· 01 Ct~ ~it:_t~·!':: · __ . , , ,,, ' ·. ,·, ;, .. '.,. -; . :,'.; . (i) ~~::: a ful~ dimensioned Site plan drawn to scale. Show: C ,\ '' .· I.ft North Arrow ~r. Right-of-Way Width:,& Adj~perf $tr~ets 6:--Existing & Proposed Structures &.-"Driveway widths _ · -;\ ;:: :·':)t{/ -·. · · -· .c.-£xisting St!eet Improvements -.(_ff) ~x}s~ing or propos_e~--$~W~!:l~~etal __ 4 Property Lines ~ Ex1st1ng or proposed-waten~-~r:v1ce· · · · B' Al _;;::::n:t8 plan:.· . ~~ ~~;::Ji1f e;;L -We_;'? l:., '?f~ k u l"W· --· --: (±)Drainage Patterns . . -. · . --< :· . : . -· . , 1. Building pad surface drainage must maintain a minimum s_lope 6f.c;,ne · · percent towards an adjoining street or an approved drainage·.co'ur$~:·> : . D 2. ADD THE FOLLOWING NOTE;: "Finish grade will provide .a rnirffmum positive drainage of 2% to swale 5' away from building." , · _ ...... : · .:: .. . ·Existing & Proposed Slopes-and Topograpt,iy ... ·. · _ ;\ · . -:_ Size, type, location, alignment of existing or proposed sewer arid wate_r,service (s) that serves the project. Each unit requires~ sepc1rate service, however,. seconq ~ dwelli.ng units and apartment complexes are an exception. · ·. -: \ ./-_ -· · · (V Sewer and water laterals should ~ot be located within proposed 'fkiy~~ays; per standards~ _ . _ -~ · '._.: _ . 3. Include on title sheet: >,--Sjte address ~ A~sor's Parcel Number ce:--cegal Description ' . . i=or commercial/industrial buildings and tenant improvement projects-, include: total building · square footage with the square footage for each. different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. · EXISTING PERMIT NUMBER . DESCRIPTION , F:IBUILOING PLANCHECK CKI.ST FORM.doc 2 Rev. 7/14100 BUILDING PLANCHECK CHECKLIST ~ ' '\, DISCRETIONARY APPROVAL COMPLIANCE .,,_,_ (' .:n· o· : ,L.J . " 4a. Project does not comply with the following Engineering Conditions of approval for Project No .. ______ .......... _________________ _ .. _ : ~: ~ '-; ·:}·;o.,:. • D. . D· . 4b. All conditions are in compliance. Date: _________ _ ' 0...,. -C • ', ~----~': -: . \·. ' -- ' . ', _,,', '' ,· ,-.;,,,'' '. , !,• D .D F:\BUILDING PLANCHECK CKLST FORM.doc 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 fo,llows: -----'-------------- 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 1.8.40.040 .. Public improvements required as follows: ____________ _ Attached please find an application form and submittal checklist for the public improvement requirements. A registered Civil Engineer must prepare the appropriate improvement plans and submit them together with the requirements on the attached checklist to the Engineering Department through a ·separate plan · check process. The completed application form and the requirements on the 3 Rev. 7/14/00 1ST D D D D D D D D D D D '.-:· •.· -'.'·_ ~ BUI.LDING PLANCHECK CHECKLIST ' . : .·,. ~"- -,•. . ,,;. '•. --~ :: ' -_: .: .. . ,·.--. .-,_ - . , •/. -·.· .': .. ._ .• --:'· <~--/.:_:~:~-->.-: ' checklist must be submitted in person. Applications by . n:iaif ·o{i~x are not a.ccepted. Improvement plans must be approved, appropriate $e:Cµrities posted and fees paid prior to issuance of building permit. : · > · ··.:: :_ .,:· : '1. ; ,' Improvement Plans· signed by: · · :_ 9a~~r ', :: · ' ... 6b. Construction of the public improvements may be deferrelpDr~~~dVt6:'c~i-isbad · Municipal Code Section 18.40. Please submit a recent pro~~r:ty:;~tjtlE!-~ report or current grant deed on the property· and processing fee of. .. ·$31<:fa;.\';$O'We -may prepare the necessary Neighborhood Improvement Agreem~ritj.:·~tfii~.:agr:eement must be signed, notarized and approved by the City pri6r-,td "_i$,~~~nce of a l3uildihg permit · · · · · .:·..-'· · · · · Future public improverrier:its required as follows: ' ~ ... , . , .·s·_: 6c. Enclosed please find your Neighborhood Improvement AgreernenL-. Piease ret1Jrn agreement signed and' notarized to the Engineering Department.::-\(.:.:: . : · Neighborhood lmp~ovement Agreement completed by: Date: ''. ... ·: ',,: -' . . ·_ ~' ., ' .. ,-. 6d. No Public Improvements required. SPECIAL NOTE: Damaged::or.: defective improvements found adjacent to building site must be repaired·to:tfie.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. · Gr~ding Inspector sign off by: -'--------------Date: D D D 7c. Graded Pad Certification required. (Note: Pad certification may be required even · if a grading permit is not required.) . Ah~ t 1!· · ur-1A-. J ~ ~~/ (j~ -~du,(~~~ / V (!1.,'t; • /t(/j VV r r • /!'v' . ~ Ur. ·/\_.a ~Q\., ~ A -er CA~5 ~-._:] e sd Junn ~ /U1uvJJ 11-. ~m~J ,:U-tfA..f j:':/~ F:IBUILDINGP1.ANCHECKCKLSTFORM,doc · D -. ~. ' 4 'J J 1,,,.:,,.,) () 'T"-Rev. 7/14/00 , ' . _..;;·• ,_ ~· -' -BUILDING PLANCHECK CHECKLIST ' .: ~ -' : ,_ ., .7d .No Grading Permit required. \., ·:{. ,' ;. ,' ' :~_,\o: ·_._ D ·o. 7e. If-grading is not required, write "No Grading" on plot plan . MiSCELLANEOUS PERMITS . ,.·. .,. / ;, ·, ,. ·-' . , ·'' .::.:::~i .. _::_--':'::·-o -· .. ~· . :-,,.~: -. .. -. -·,,·. :::. ·. __ .... ··1 : .: . ,·i. , ~-·. - ., ~ . . ' .~ ,'-. ' ~ ' 8. A RIGHT-OF-WAY PERMIT is required to do work_ in City Right-of-Way and/or private work adjacent to the public Right-of-Way. Types of work include, but are not limited to: street improvements, tree trimming, driveway construction, tying into pubiic storm drain, sewer and water .utilities. Right-of-Way permit required for: ~0. -0 _ 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 ~nd assistance, c;md will check to see if your business enterprise is on the EWA Exempt List. You may t.elephone (760) 438-2722, extension 7153, for assistance. . []'· . , D Industrial Waste permit c;1ccepted by: Date: 10. NPDES PERMIT Complies with the City's requirements of the National Pollutant Discharge Elimination System (NPDES) permit. The applicant shall provide best management practices to reduce surface pollutants to an acceptable level prior to · discharge to sensitive areas. Plans for such improvements shall be approved by the City. Engineer prior to issuance of grading or building permit, whichever occurs· first. · :efQ -tJ -11. ~red fees are attached a No fees required 0 D D F:IBUILOING PLANCHECK CKLST FORM.~ WATER METER REVIEW 12a. Domestic (potable) Use Ensure that the meter_ proposed by the owner/developer is not oversized. Oversized meters are inaccurate during .low-flow conditions. If it is oversized, for _ the life of the meter, the City will not accurately bill the owner for the water used. • All single family dwelling units received "standard" 1" service with 5/8" service. 5 Rev. 7/14/00 •' D D D . 12b. F:IBUILOING PLANCHECK CKLST FORM.doe BUILDING PLANCHECK CHECKLIST ..... ,_ .,, --,., . ,, '\ ' -, ·.· ; ' • If owner/developer proposes a size other than thtf ,;sta'nd~rd", then owner/developer must provide potable water . demand \c;afoufations, Which include total fixture counts and maximum water dertjatid' .in gallons per minute (gpm ). A typical fixture count and water :demajJ(l .'Wo.rk$heet is · attached. Once the gpm is provided, check against. ·,n~· ::{m~ter. sizing schedule" to verify the anticipated meter size for the tniit:?'.'fl):' :: · · · · • Maximum service and meter size is a2" service witb a·.:2~/mi~~~;,_( ·,. • If a developer is proposing a meter . greater than:>.2~;£)suggest the installation of' multiple 2" services as needed to provld~: ,Jbt!( anticipated demand. (manifolds are considered on case by· ,~se :_, ba$_is to limit multiple trenching into the' street). · · · · ,: :: : ' . . -' . ~ Irrigation Use (where recycled water is not available) · · · _ . _ _._,,·: .· _ . All irrigation meters must be sized via irrigation calculatiqn_s (ilil :gpm) prior to approval. The developer must provide these calculatioris:,._'Please.follow these guidelines: . :_: :. .. ,:. > 1··:' .> 1. _ If the ·p~oject is a newer development (newer than 1998); ;c_he¢kthe recent · · improvement plans and observe if the new irrigatjon 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:circied "I", and potable water is typically a circled "W". The irrigatiori--:Setvice should look like: · ·_. · .·-: \ /;.:. : · . · STA 1 +00 Install 2" service and •• ·,:·."T • ' ~-. ~ 1.5: meter (estim~ted 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 · puilding . 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 you_r reference. In general the calculations will include: • Hydraulic grade line • Elevation at point of connection (POC) ·• Pressure at POC in pounds per square inch (PSI) • Worse case zone (largest, farthest away from valve • Total Sprinkler heads listed (with gpm use per head) • Include a 10% residual pressure at point of connection . . 3. In general, all major sloped areas of a subdivision/project are to be irrigated via separate irrigation meters (unless the project is only SFD with no HOA). As long as the project is located within the City recycled water 6 Rev. 7/14/00 ·' -~,,. ',,,.. -' . . : <' ... : .1_,ST: . ·. :2_ND · . . , ~ .-~ , ,,·. ,. :, ,;'..\r_~· TJ .. D · · D ·,.·-:'' . ' . , ·; ,,.~ . \:·· ... ' tJ D . ·~ -, .... ~ , ·:-·, -·.,, t, •.. . : ' . -' -'' ' .. __ . ;,, .· F:IBUILOJNG P).ANCHECK 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 (whe're 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 subdivisions, this should have been identified, and implemented on the improvement plans. Installing ,recycled water meters is a benefit for the applicant since they are exempt from paying the Sein Diego County Water · Capacity fees. However, if they front a str~et 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 @ply for a refund to the San Diego_ County Water Authority (SDCWA) for a refund. However, ·let the appljcant know that we cannot guarantee the refund, and they must deal with the SDCWA for this. 13. Additional Comments: 7 Rev. 7/14/00 ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET tJ Estimate based on unconfirmed information from applicant. D Calculation based on building plancheck plan submittal. Address: ~'5$ l4 Co.5h J.u..L-Bldg. Permit No. CJj CJ7'-~ ~ Prepared by: JiS bate: '?i (I 7!-./of Checked by: ____ Date: ___ _ EDU CALCULATIONS: List types and square footages for all uses. Types of Use: ;:3~'4 Sq. Ft./Units: -----'--'----- Types of Use:____________ Sq. Ft./Units: __ -'------ ADT CALCULATIONS: List types and square footages for all uses. Types of Use: s-,::3 Sq. Ft./Units: _,._-,-,.___ __ _ Types-of Use: ______ _ Sq. Ft./Units: ______ _ FEES REQUIRED: EDU's: I EDU's: ADT's: I ADT's: WITHIN CFO: D YE;S (no bridge & thoroughfare fee in District #1, reduced Traffic Impact Fee) ~O a-+. PARK-IN-LIEU FEE PARK AREA & #: --'---- FEE/UNIT: ___ _ X NO. UNITS: __ _ 'JI!-2. TRAFFIC IMPACT FEE ADT's/UNITS: --"--+---X i=EE/ADT: / CJ/ 6 ~3. BRIDGE AND THOROUGHFARE FEE (DIST. #1 t:---DIST. #2 __ ADT's/UNITS: / X FEE/ADT: $30 I . . r/--4. FACILITIES MANAGEMENT FEE ZONE: (o UNIT/SQ.FT.: . / X FEE/SQ.FT./UNIT: 6/'() Et--5. SEWER FEE EDU's: /pµ(RJJ/q X FEE/EDU: __ _ BENEFIT AREA: --EDl:J's: ___ _ X FEE/EDU: __ -_ =$ ____ _ =$ I of O DIST.#3 __ ) =$ ~30 =$ "'5/ () =$ ____ _ =$ ___ _ - fii-7. DRAINAGE FEES PLDA. _ 0 ACRES: " "'5"' HIGH ___ /LOW ~ / X FEE/AC: L// f-8. POTABLE WATER FEES UNITS CODE . CONNECTION FEE,,,, __ . <D 3/'q-g..qq I{ . F:\FEE CALCULATION WORKSHEET.doc ffl4' METER FEE,, /(pv 1 of 2 =$ 10.rJ..o SDCWAFEE,.,,, IRRIGATION g (!)cJf-/ Rev. 7/14/00 ENGINEERING DEPARTMENT FEE CALCULATION WORK.SHEET D 9. RECLAIMED WATER FEES UNITS CODE CONNECTION FEE METER FEE TOTAL OF ABOVE FEES*:$ --------- * NOTE: This calculation sheet is NOT a complete list of all fees which may be due. Dedi.cations and Improvements may also be required with Building Permits. 2 of2 F:IFEE CALCULATION WORKSHEET.doc Rev. 7/14/00 Woo '¢DD ¢00 PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST PlanCheckNo.CB OL/-t-5q(p Address '2-SS lf .l4-COsr;tJ. A-V£ Planner /VJ (l<f= Sfl?o Nb· . ·Pf1one (760) 602-_q/o,,_____· 2 ..... $-=-=:;._ ___ _ APN: 2-/ b ·,3hD /I . Type of f-'o/~ Use: · Net Project Density: 7"r'\ DU/AC Zoning: -IO. eneral Plan: /?, L-fV? Facilities Management Zone: ~ · CFD (in/out) #_Date of participation: ____ Remaining net dev acres: __ _ Circle One (For non-residential developme.nt: Type of land used created by this permit:, ___________________ -' Le·gend: . ~ Item Complete D Item Incomplete • Needs your ·action Environmental Review Required: YES __ NO 2_ TYPE ___ _ DATE OF COMPLETION: __ . ______ _ Compliance with conditions ·of approval? If not, state conditions which require action. Conditions of Approval: D_iscretlonary Action Req~ired: YES __ NO k TYPE ___ _ APPROVAURESO. NO. ____________ DATE __ PROJECT NO. ________ _ OTHER RELATED CASES: ___ ~--------------- Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: ________________________ _ Coastal Zone Assessment/Compliance Project site located.in Coastal Zone? YES_. _ NOx_ 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 · Determine status (Coastal Permit Required or Exempt): CoasJal Permit Determination Form a'tready c·ompleted? _YES__ NO __ ,If NO, complet_e Coastal Permit Determination Form now. Coastal Permit Determination Log #: Foti'ow'!'Up Actions: 1) Stamp Building Plans as "Exempt'' or "Coastal Permit Required" (at m_inimum Floor Plans). 2) Complete Coastal Permit Determination Log as needed. · l,:iclusionary Housing· Fee ~equired: ycW•o ~ (Effective-date of lnclusiona~ing .Ordi~~ 21, 1993.) Data Entry Completed? YE O _. _ (A/P/Ds, Activity Maintenan , nter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) Site Plan: H:\ADMIN\eOUNTER\BldgPlnchkRevChklst Rev9/01. ~DD ~DD (2JDD DOD /~DD ~DD ~DD 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. Provide legal description of property and assessor's parcel number. Policy 44 -Neighbort,ood Architectural Design Guidelines 1. Applicability: YES X NO I --- 2. Project complies YES __ · _NO __ _ Zoning: 1. Setbacks: Front: . Interior Side: Street Side: Rear: Required ___ __;;,,,,.......- Required --------Required __ .......,_.......,_ Required ----------"=--- 20/ ?:_1' /5.8 1 Shown Shown Shown Shown Top of slope: -Required _____ _ Shown 2. Accessory structure setbacks: Front: Required __ __,.:;;....;::;; __ Zo' Shown 5" Interior Side: Required ----=;;;.._ __ Shown Street Side: Required _____ _ Shown Rear: . Required ----,------1-- Structure separation: Required _________ _ -Shown /0 · Shown 3. Lot Coverage: :~ l/0 Ip Required ___ _ Shown 4. Height: < 30 Required ______ _ Shown 33~ e:;7 C{Jj_.21 7_ <tJ ~II T 17lz" >(O L l/01/, .,,.,. 27 5. Parking: Spaces Required 2-Shown .3 (breakdown by uses for 9ommercial and industrial projects required) Residential Guest Spaces Required · Shown _____ _ Additional Comments ------------------------- OK:TO ISSUE AND ENTERED APPROVAL INTO COMPUTER __ (lj __ -1......,_--DATE H:\ADMIN\COUNTER\BldgPlnchkRevChklst Rev9/01 • FA.llll'D STRUCTURAL. DESIGN CALCUltlTION.S PROJECT: CUSTOM HOME OWNERS: DEL MAR HOME project: page: date : job no. PROJECT ADDRESS: 2666 LA COSTA AVE, CARLSBAD, CA. PLAN CHK CORRECTION R1-TO R-3 • VA.llll'Oi GUARDRAIL DESIGN F=20X4=80 #-1 M=80X4=320 # -1 Sreq.=320x12/900=4.2 in3 Spro.=3.5x3.5*2/6= 7.15in3 CHKCONN. T=C=80X4X12/8=480# file:loading project: page: date : job no. FORC..;......E"'-----11 .... -. USE 4X4 @ 4' O.C. WI 2-1/2 DIA. M. BOLTS SEE DETAIL Per 2001 CBC section 1630.1.1: project: page: date : job no. p (rho) = 2 -20 / (rmax *Ab"' 1/2) · 2001 CBC equation 30-3 Ab = (50*46) sq. ft. = 2300 sq. ft. (ground floor area of structure) TRANSVERSE; @wall @ LINE17 4.5 . r(max) = (load on waH * 10/L) / total load on house r(max) = ((1093)*(10/4.5)/(26910)) r{max) = 0.0903 p. (rho) = 0.294 Use p not less than 1.0 nor greater than 1.5. Usep=1 1 LONGmJDJNAL; @wall @ LINE 10 L=5.5 r{max) = (load on wall * 10/L) / total load on house r(max) = ((1370)*(10/5.5)/(26910)) r(max) = 0.0926 p (rho) = -2.505 Use p not less than 1.0 nor greater than 1.5. Usep=\ 1. •r..11.mra. , ZIJIO • .. ·--........ -... . ... ... ,.~--., t ,---:~---~~~ t uz \ c:nl1 v-~ e. "\~6vJ• 4'. 4~" ~t\~·--t wP.IA.., -C"((6 ~ l-S ~~ project" re ?> ~age: __ uate : Job no. I t~~~ ll., l. f 6 "~ I~ 11'. ; F t,J I t-4-0 ovJ STRUCWBAL DEStGOt CAI.Cl/LA VONS PROJECT: CUSTOM HOME OWNERS: DEL MAR HOME '2J-"$4 project: page: date : job no. PROJECT ADDRESS: t66f5 LA COSTA AVE, CARLSBAD, CA. ROOF LOADING: ROOFING SHT,G TRUSS CEL,G. MISC. TOTAL DL. LIVE LOAD TOTAL LOAD FLR LOADING FLRMAT. SHT,G. FLRJOIST INSU. CEL,G. MISC. TOTAL DL. 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. LOADS: ( lbs, psf, or plf} COMPANY PROJECT May 23, 2004 10:55:25 Rr Design Check Calculation Sheet Siz~r2004 Load Type Distribution ·i Magnitude I Start End .j Location [ft] Pattern Start End Load? Loadl 'Dead Full Area Load2 Constr. Full Area *Tributary Width (in) l Hi. Off (16. -0}* l Hi.00 (16.D}* No No MAXiMUM REACTIONS (lbs) and BEARING LENGTHS (in) : --s·-10·- -- -, r-o· Dead 80 Live 69 Total 149 Bearing:, LC number 2 F'theta 667 Length 1.0 I Lumber--soft, D.Fir-L, No.2, 2x6" Spaced at 16" c/c; Slope: 18.0 ~; Total length: 6'-10"; Self Weight of 1.96 plf automatically included in loads; __, -- 6'-6" 80 69 149 2 1854 1.0 Lateral support: top-= full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); load combinations: ICC-IBC: SECTION vs. DESIGN CODE NDS-2001: (stress=psi,-andfn) Criterion Shear Bending(+) Live Defl'n Total Defl1 n_ Am1lvsis Value fv = 22 fb = 384 0.03 = -<L/999 0.08 = <L/999 ADDITIONAL DATA: .FACTORS: F CD CM Ct Fb'+ 900 J..25 1-00 LOO Fv' 180 1.25 1.00 1.00 Fcp' 625 -1.00 LOO Et 1.6 mill.ion :L.00 1.00 ,Design Value Fv'' = 225 Fb' = 1682 j 0-~4 = L/240 1 _0.46 = L/180 CL CF Cfu L-000 1.300 1.00 --------- Bending(+): LC# 2 = D+C, M = 242 lbs-ft Analysis/Design fv/Fv' = 0.10 fb/Fb' = 0.23 -0.08 , 0.17 Cr Cfrt Ci 1.15 1.00 1.00 -1.00 1.00 -1.00 1.00 -1.00 1.00 Shear : LC# 2 = Dl-C, V = 1421 V design = 123 lbs Deflection: LCD 2 = D+C EI= 33.27e06 lb-in2 en - 1.00 -- Total Deflection= l.50(Dead Load De£lection} + Live Load Deflection. Bearing: Allowable bearing at an angle F'theta calculated £or each support as peli' NDS 3.10.3 LC/f 2 2 - 2 (D=dead L=live S=snow W=wind I=impact C=construction CLd=oncentratedl (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are·appropriate focyoor application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NOS crause 4.4.1. 3. SLOPED BEAMS: level bearing 'is required foraU sloped beams. '1ft. Woodworks® COMPANY PROJECT ~ "J!ll9P scmwMlCFORWODDD!i5/Cl'l May 23, 200411:08:03 Rb1 Design Check Calculation Sheet Sizer2004 LOADS: ( lbs, psf, or plf J Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? Loadl Dead Full UDL 64.0 No· Load2 Constr. Full UDL 64-0 No MAXIMUM REACTIONS (lbs} and BEARING LENGTHS (in) : ;),. i, o· 9'-6" Dead 333 333 Live 304 304 Total 637 637 Bearing: LC number 2 2 Length 1.0 1.0 Lumber-soft, D.Fir-L, No.2, 4x8" Self Weight of 6.03 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC-JBC; SECTION vs. DESIGN CODE N~-:2001: ( stress=psi, and in) Criterion Analysis Value Design Value Analysis/Design Shear fv = 33 Fv' = 225 fv/Fv' = 0.15 Bending(+) fb = 592 Fb' = 1462 fb/Fb' = 0.40 Live Defl'n 0.07 = <L/99:9 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 LCit Fb'+ 900 1.25 1.00 1.00 . 1.'000 1.300 1.00 1.00 1.00 1.00 -2 Fv' 180 1.25 LOO 1.-00 ----1.00 1.00 1.00 2 E'cp' 625 -1.00 1.00 ----1.00 J..00 -- E' l,('j million 1.00 LOO ----1.00 1.00 -2 Bending(+)~ LC# 2 = D+C, M = 1.512 lbs-ft. Shear : LC# 2 = D+C, V= 637 r V design = 556 lbs Deflection: Lc#·2 = D+C EI= 177.83e06 lb-in2 Total Deflection.= 1.SO(Dead Load Deflection) + Live Load Deflection. (.D=dead L=live S=snow W=wind I=impact C=construction (All LC's ·are listed in the Analysis output) CLd=concentratedj DESIGN NOTES: 1. Please verify that the default deflection funits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NOS Clause 4.4.1. LOADS: ( lbs, psf, or plf) Load Type Loadl Dead Load.2 Live Distribution Full Area Full Area MAXIMUM REACTIONS (lbs): COMPANY PROJECT May 23, 2004 11 :10:30 FLR JOIST Design Check Calculation Sheet Sizer2004 Magnitude start End 12~00 40.00 Location {ft] Pattern Start End Load? No No 1=======:==:":::====1 Dead Live Total O' 1521 453 605 I-Joist, generic, low stg., 1-3/4x11-7/8" Spaced at 16" c/c; Self Weight of 1.88 plf automatically included in loads; Load combinations: ICC-IBC; SECTION vs. DESIGN CODE nos-2001: { lbs. lb~-ft. or in} Criterion Analysis Valu<:!> Design Value Shear V= 605 Yr= 990 Bending(+) M = 2570 Mr= 4525 Live Defl'n 0.35 = L/580 0.43 = L/480 Tota.I Defl'n 0.53 = L/386 0.85 = L/240 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu E'b'+ n/a 1.00 1.00 1.00 1.000 1.000 1.00 Fv' n/a 1. .-00 1..00 1.00 --- E' n/a 1.00 1-00 --- Bending{+): LC# 2 = D+L, M = 2570 lbs-ft Shear : LC# 2 = D+L, V = 605.lbs . Deflection: LC# 2 = D+L EI= 285.00e06 lb-in2 Anal. ysis/ Design V/Vr = 0.61 M/Mr = 0.57 0.83 0.62 Cr Cfrt Ci 1.15 1.00 1.00 -LOO 1.00 -1.00 1.00 Total Deflection= 1.50{Dead Load Deflection}+ Live Load Deflection. Cn LC# -2 1..00 2 -2 (D=dead L=live S=snow W=w:iJ}d I~impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: . 1. Please verify that the default detfectio,, limits are appropnate for yourcapplication. 2. l-JOISTS: the attached I-Joist selection is for preliminary design only. For final member design contact your local I-Joist manufacturer. 17' 1521 453 605 I COMPANY PROJECT 5 · Woodworks® SGFIWUE'R1Ji'WDVD~V. May23, 200411:12:11 Fb1 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 300.0 No Load2 Live Full !JDL 350.0 No MAXIMUM REACTIONS {lbs) and BEARING LENGTHS (in) : .H ll- O' 12' Dead 1917 1917 Live 2100 2100 Total · 4017 4017 Bearing: LC numbe.c 2 2 Length 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= full, bottom= at supports; toad combinations: ICC-IBC; SECTION vs. DESIGN CODE NDS-2001: { lbs, lbs-ff. or in) Criterion Analysis Value Design Value Analysis/Design Shear fv = 81 Fv' = 285 fv/Fv' = 0.28 Bending(+) fb = .l..l.72 Fb' = 2903 fb/Fb' = 0.40 Live Defl'n 0.11 = <L/999 -0.40 = L/360 0.28 Total De£1.'n 0.26 = L/545 0.60 = L/240 0.4.4 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Ci en LC# Fb'+ 2900 LOO -LOO 1.000 LOO -1..00 LOO --2 Fv' 285 1.00 -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= 1:2051 lbs-ft Shear : LC:# 2:: D+L, V= 4017, V design= 3354 lbs Deflection: LC# 2 = D+L EI=1465.22e06 lb-in2 Total Deflection= 1.50(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 deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. SJze factors vary from one manufacturerto another for SCL matelials. They can be changed in the database editor. ; :(if~£· Woodworks® COMPANY PROJECT V samwuxm111-moo1.>mc.r,;; May23, 200411:13:22 Fb2 Design Check Calculation Sheet Sizer2004 LOADS: ( lbs, psf, or pit) Load Type Distribution Magnitude Location [ft] Pattern Start End, Start End Load? Loadl -Dead Full lJDL 200.0 No Load2 Live Full UDL 350.0 No ' MAXIMUM REACTIONS· (lbs) and.BEARING LENGTHS {in) : ,.\ H o· 14' Dead 1491. 1491 Live 2450 2450 Total 3941 3941 Bearing: LC number 2 2 Length 1.5 1.5 PSL, 2.0E, 2900Fb, 3-1/2x11-7/8" Self Weight of 12.99 plf automatically mcfuded In loads; Lateral support top= full, bottom= at supports; Load combinations: ICC·lBC; SECTION vs. DESIGN CODE NDS-2001: ( lbs, tbs-tt, or in) Criterion Analysis Value Design Value Analysis/Design Shear fv = 122 Fv' = 285 f:v/Fv' = 0.43 Bending(+) fb = 2012 Fb' = 2903 fb/Fb' = 0.6.9 Live De£1'n -0.31 = L/542 0.47 = L/360 0.66 Total Defl r n 0.59 = L/283 0.70 = L/240 0.85 ADDITIONAL DATA: FACTORS: F Cb CM Ct -CL CV Cfu er Cfrt Ci Cn LC# Fb'+ 2900 1.00 -1.00 1.000 l.-00 -LOO 1.00 --2 Fv' 285 1.00 -1.00 ----l.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= 13793 lbs-ft shear : LC# 2 = D+L,. V= 3941, Vdesign = 3384 lbs Deflection: LC# 2 = D+L EI= 976.8le06 lb-in2 Total Deflection= 1.SO{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 deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. Size factors vary from one manufacturer to ~nother for SCl matenals. They can be changed in the database editor. @woodyYgsJsf COMPANY PROJECT 7 May 23, 200411:14:47 Fb3 Design Check carculation Sheet Sizer2004 LOADS: (lbs, psf.orplf) Load Type Dis:ti::ibution Magnitude Location fft] Pattern Start End Start End Load? Loadl Dead Full UDL ·120.0 No Load2 Live Full lJDL .%0.0 No MAXIMUM REACTIONS (lbs} and BEARING LEN9THS (in} : l l o· 7' Dead 454 454 Live 1260 1260 Total 1714 1714 Be9-ring: LC number 2 2 Length 1.0 1.0 Timber-soft, D.Fir-L, No.2, 6x8 .. Seif We'9ht of 9.8 plf automaticafly included in loads; · L9teral support: top= full, bottom= at supports; load ~ombinations: ICC-IBC; SECTION vs. DESIGN CODE NDS-2001: ( stress=psi, aruHn} Criterion ,Analysis Value Design Value Analysis/Design Shear fv = 51 Fv' = 170 fv/Fv' = 0.30 Bending(+) fb = 69.8 Fb' = 750 fb/Fb' = 0.93 Live Defl 'n 0.08 = <L/999 0.23 = L/360 0.33 Total 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'+ 75'0 1.00 1.00 1.00 1.000 1.000 1.00 1.00 l.OQ 1.00 -2 Fv' 170 1.00 1.00 1.00 ----1.00 1.00 1.00 2 Fcp'. 625 -1.00 1.00 ----LOO 1.00 -- E' 1.3 million l.00 LOO ----1.00 1.00 -2 Bending ( + l : LC# 2 = O+L, M = 3000 lbs-ft Shear : LC# 2 = D+L, V = 1714, V design= 1.408 lbs Deflection: LC1r 2 = D+L EI= 251.36e06 lb-in2 Total Deflection= i.50/Dead Load DefJ.~ctionJ + 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. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NOS Clause 4.4.1. COMPANY PROJECT 8 .:,,-; J ~-Woodworks® -sanw,,z,:;m:, >'IDOOV/Nf;N May 23, 200415:12:2.9 Fb4 Design Check Calculation Sheet Sizer2004 LOADS: ( lbs, pst~ or plf) Load Type Distribution Magnitude Location [ft] Pattern Start End Start -End Load'? L6adl Dead Full UDL 96.0 No Load2 Live Full UDL 480.-0 No MAXIMUM REACTIONS (lbs} and BEARING LENGTHS (in) : l l o· 10' Dead 545 545 Live 2400 2400 Total 2945 2945 Bearing: LC number 2 2 Length 1.1 1.1 PSL,.2.0E, 2900Fb, 3-1/2x11-7/8" SelfWef9ht of 1299·plf automatically included in loads; Lateral support: top= full, bottom= at.supports; L-oad combinations: lCC-IBC; SECTION vs. DESIGN CODE NDS-2001: { lbs, tbs-ft, orin) Criterion Analysis Value Design Value Analysis/Design ·shear fv = 85 Fv-' = 285 -f.v/Fv' = 0.30 Bending{+) fb = .1074 Eb' = 2903 fb/Eb' = 0.37 Live Defl'n 0.11 = <L/9:99 0.33 = L/360 0.33 Total Defl 'n 0.15 = L/809 0.50 = L/240 0.30 ADDITIONAL DATA: -FACTORS; F ·en CM Ct CL CV Cfu, Cr Cfrt Ci en 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.1 750 --1.00 ----1.00 --- E' 2.0 million -LOO ----1.00 --2 Bending i +) : LC# 2 = D+L, M= 7362 lbs-ft Shear : LC# 2 = D+L, V= 2945r Vdesign = 2362 lbs Deflection: LC# 2 = D+L EI= 976.8.1£06 1b-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 deflection Jimits am appropriate for your application. 2.' SCL-BEAMS (Structural Composite Lumber}: the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. Size factors vary from one manufacturer to another for SCL materiafs. They can·be changed in the database editor. • VA .. a~, ZJ!ll'O. 2001 C.B.C DAT A : Z = 0.4 Seismic Zone Factor project: page: ·date : job no. S = Sd Soil Parameter ( Sa, Sb~ $c, 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 ( Zone4 only) Ca= 0.57 Seismic Coefficient (see Table 16-Q) Cv = 1.02 Seismic Coefficient (see Table 16-R) R = . 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 = Natural period Simplified design Base Shear~ see 1629.8.2. V = [3.0*CatRrw '*p V= 0.31 0 V / 1.4 = 0.23 *W based on UBC 1612.3.1 2001 C.B.C ROOF DL. WALL TOTAL DL. Vb= 24* .. 23= FLR DL. WALL TOTAL DL. Vb= 27*.23= WIND LOAD CRITERA: P= Cq*Ce*Qs*I 70 MPH/ EXP. C . 16 PSF 8PSF 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. r 0-U r ~ 0 0 MASTER BEDROOM <Je:> WARDROBE ~ LJLJ LAUND. MASTER BATH LOFT/STUDY Ol'Zllt!JMDW 0 0 0 0 Pd\Z ~S'{ ~LAN . BEDROOM @) BATH BEDROOM @) l.___cpl-{}) I r O 1 '1-(3 -- ' 'l ! o I .·~c,'i7Jr=====ll-€) I I D . i ~7]; ~~~ ·~ I i:=::==d!::L===::th J:\ c:===::::J ll D ~ ~ D D ~ 0 I : D -e ~ SHEAR WALL @LINE..1 S.LOAD = ( 5.5*49 lbs/ ft)( 33.0 ft/2 + LOAD = (-lbs/ ft)( 17.0 ft/ 2 + SHEAR = LOAD I L = 4716.3 Jbs / 21 ft. D.L. = 12*{14*9+16*3) = 2088 L= 1 ) = 0) = = project: page: date : job no. 12-5+19-5 4716 0 224.58 /) = 21 ft. lbs. lbs. lbs/ ft 9' pl uplift= (1568*9-0.9*2088*12/2)/12 -= MST48 USE SA WALL 236 lbs TYPE 1 G SHEAR WALL @LINE 2 LOAD = ( 5.5*49 LOAD = ( lbs I ft )( -33. O ft I 2 + lbs/ ft )( 24.0 ft/ 2 + L = 12-6+14-4.5 = 15.5 ft. 1 ) = 0) = 4716 lbs. S. SHEAR = LOAD/ L = 4716.3 lbs I 15.5 ft. = O lbs. 304.27 lbs / ft D.L. = 12*(14*9+16*3) = 9' pl uplift = (1568*9-0.9*2088*12/2)/12 MST37 . 0 SHEAR WALL @LINE 3&4 2088 = LOAD = ( 5.5*36 lbs !ft)( 49.0 ft/ 2 + LOAD = ( lbs/ ft)( 23.0 ft/2 + SHEAR.= LOAD/ L = 5049 lbs I 29 ft. NO UPLIFT LONG WALL USESAWALL 236 lbs TYPE 2 L= 36-7 = 29 ft. 1) = 5049 lbs. 0) = 0 lbs. = 174.10 lbs/ ft USESAWALL TYPE 1 V SHEAR WALL @LINES & 6 S.LOAD = ( 5.5*19 LOAD = ( SHEAR = LOAD IL = L= lbs / ft )( 12.0 ft I 2 + 1 ) = lbs/ ft)( 17.0 ft 12 + O ) = 731.5 lbs / 19 ft. = D.L. = 19*(14*9+16*6) = 4218 19 = 19 ft. 732 lbs. 0 lbs. 38.50 lbs / ft 9' pl uplift= (731*9-0.9*4218*19/2)/19 NO UPLIFT = USESAWALL -1552 lbs TYPE 1 0 SHEAR WALL @LINE 7 LOAD = ( 5.5*12 LOAD = ( S. SHEAR = LOAD IL = L= lbs / ft )( 19.0 ft / 2 + 1 ) = lbs /ft){ 24.0 ft/ 2 + o ) = 693 lbs / 12 ft. = D.L. = 12*(14*9+16*2) = 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 = USESAWALL -333 lbs TYPE 1 0 SHEAR WALL @LINE 8 LOAD = ( 5.5*12 LOAD = ( SHEAR = LOAD IL = 1249#>462 lbs/ ft )( 19.0 ft/ 2 + fbs / ft )( 23.0 ft 12 + 693 lbs / 1.5 ft. l= 1 ) = 0) = = 1.5 = 1.5 ft. 693 lbs. 0 lbs. 462. 00 lbs / ft USE SIMP. STRONG WALL SW16X8X4 f) SHEAR WALL ~ LINE 9 S. LOAD = ( 5.5*36 LOAD = ( 6.2*45 SHEAR = LOAD IL = NO UPLIFT G SHEAR WALL @LINE 10 LOAD = ( 6.2*17 LOAD = ( S.SHEAR = LOAD I L = L = 41-6 = 35 ft4 lbs /ft)( 49.0 ft 12 + 1 ) = lbs / ft }( 36. O ft/ 2 + O ) = 10071 lbs I 35 ft. = L= Jbs / ft )( 26.0 ft / 2 + ) = lbs/ft)( 24.0 ft/2 + 0) = 1370.2 lbs / 5.5 ft. = 5049 Jbs. 5022 lbs. 287.74 lbs/ ft USESAWALL TYPE 2 5.5 = 5.5 ft. 1370 lbs. 0 lbs. 249.13 lbs/ ft D.L. = 5*(14*9+12*7) = 9' pl uplift= (1370*9-0.9*1050*5/2)/5 HD2A = 1050 USESAWALL 1994 lbs TYPE 2 0 SHEARWALL @LINE11 LOAD = ( 5.5*22 LOAD = ( SHEAR = LOAD/ l = NO UPLIFT LONG WALL lbs/ ft)( 21.0 ft 12 + lbs /ft)( 23.0 ft/ 2 + 1391.5 lbs I 16 ft. L= 1 ) = 0) = = 16 = 16 ft. 1392 lbs. 0 lbs. 86.97 lbs / ft USE SH~R WALL TYPE~ © SHEAR WALL @LINE 13 LOAD = ( 5.5*19 lbs / ft )( 21.0 ft / 2 + S. LOAD = ( 5.5*36 lbs / ft )( . 49.0 ft I 2 + L= 15+40~11 = 44 ft. 1 ) = 1202 lbs. 1 ) = 5049 lbs. LOAD = ( 6.2*45 lbs / ft )( 36.0 ft/ 2 + 0) = 5022 lbs. · SHEAR = LOAD IL = 11273 1bs / 44 ft. -256.20 lbs/ ft - D.L. = 15*(14*9+16*9) = 4050 10' pl uplift= (3840*10-0.9*4050*15/2)/15 = HD2A @ SHORT WALL 738 lbs USE SHEAR WALL TYPE~ @ SHEAR WALL @LINE 14 LOAD = ( 6.2*52 LOAD = ( 5.5*49 $.SHEAR = LOAD/ L = lbs /ft)( 22.0 ft/ 2 + lbs / ft )( 33.0 ft I 2 + 8262. 7 lbs / 20 ft. D.L. =::: . 5*(14*10+12*7) = 1120 L = 14-6+5+15-8 = 20 ft. ) = 1 ) = = 3546 lbs. 4716 lbs. 413.13 lbs/ ft 10' pl uplift= {2065~10-0.9*1120*5/2)/5 HDSA = USESAWALL 3626 lbs TYPE 3 0 SHEAR.WALL @LINE15 LOAD = { 6.2*49 LOAD = ( SHEAR = LOAD/ L = lbs / ft ){ 36.0 ft/ 2 + lbs / ft )( 23.0 ft I 2 + 5772.2 lbs I 30 ft. 880 L =. 9+9+12 1 ) = 0) = = = 30 ft. 5772 lbs. o lbs. 192.41 lbs/ ft D.L = 5*(14*10+12*3) = 10' pl uplift= (1728*10-0.9*880*9/2)/9 HD5A = 1524 lbs USE SH~R WALL TYPE~ © SHEAR WALL @LINE 16 L= 7+7+5+12 = 31 ft. S.LOAD = ( 5.5*49 lbs I ft)( 33.0 ft/ 2 + LOAD = ( 6.2*36 lbs/ ft)( 24.0 ft/2 + SHEAR = LOAD I L = 7394 lbs/ D.L. = 5*(14*10+12*5) = 10' pl uplift= (1195*10-0.9*1000*5/2}/5 HD2A B SHEAR WALL @LINE 17 31 1000 = 1 } = 4716 lbs. 0) = 2678 lbs. ft. = 238.52 lbs I ft USESAWALL 1940 lbs TYPE 1 L= 4.5+4.5 = LOAD = ( 6.2*15 LOAD = ( 5.5*15 S.SHEAR = LOAD IL = lbs/ft)( 16.0 ft/2 + ) = 744 lbs. 1444 lbs. 243.08 lbs I ft lbs I ft)( 33.0 ft / 2 + 1 ) = 2187.8 lbs I 9 ft. = D.L. = 4.5*(14*10+12*3) = 10' pl uplift= {1093*10-0.9*792*4/2)/4 HD5A = 792 USE SHf=AR WALL 2376 lbs TYPE~ 9 ft. G .SHEAR WALL @LINE 18 LOAD = { 5.5*22 LOAD = ( lbs / ft )( 22.0 ft I 2 + lbs I ft)( 23.0 ft/ 2 + L= 1 ) = 0) = 2.5 = 2.5 ft. 1452 lbs. SHEAR = LOAD/ L = 1452 lbs / 2.5 ft. \ 1995>580 --O lbs. 580.80 lbs I ft USE STRONG WALL TYPE SW22X8X6 P.2 ~ ./4911fi./Jf ,o .: },wi \ ~ 'L?"t O ""~d :J'!,-;;} J l ti ·-J!Jr.l..H~ ~'7..:i /of/ . \ I r' .·L J -~ ··s.s::r 1'1wl:,~ ~g~t\\~.. TT"~ \_J -~~s. e--t;,.P· I ·' .. -- C~B4f b?r-to,J-~ ~x. ,---· V' I • ,~ I C .......,,-,'J, ...,...;,;;===~-=-~==-=-...:..._ 3 I• \N\~ X z_'' pre? "}-,tO"(Q--\ e.. "'\"'O? ?.-..A~ . .. ~ "?'~~ ., I\ ~ .., 4 11 1.,...:&"!-.tt:rfl·i J.&-~-+f-~ :, \J--llPtf r--· . C\f\ l >v 5\--{~f2,. ~,-S€\._ ~ ~t""?E: ~--s~w~· j 4 ' L-ef-1 G-'TH 2 ,, CA.~ \ ~oi--J. ~\'D~ I· 1· '2-X.b STl)t:> re~rr,JC,--/ ,·, _-J / I \ .·_ / r \ . I . I 1:li \\ . / . ..I -~ >:___;-~~~ -------~-,-:!:d=~--~LAb rz_, "!. 5-'fuYJJ e. ~,-·· ~, Ot· C ~ ti) 'R~,12-~ NolC-TtED 7b? 1'<..A'~ ~'t>· 5HeA-~ ~l-.l~L-e, \s~ rJ.?OR- E,~~- ., ' ~ I i i Proj~Gt: .••...•..• ~ .•.• ,;,, ,1,. ;,, ••• -, ••••••••••••••••• Date .••..•••••••..••••••••••••••••••... Paae No ........••••••..•.•... I I I I I I It It It I I I I If I I I I 1_1. I I I I I 1;1 f If t.l ! ! It t,a I I I I I~ I I I I 1,1 f I I I I I I I I!! t f I I If! t t t t It t .' I ,t I It~ t It It t t I It It I I I I I I I I I I It I I It I I I I I I I I I It I I I I I I I I I I IJ I I I I It I It It I I I I I I I I I S\opa_ pa,,r C,'-' ,-l .ft /' ~ Gtlld \M.g A>cll(\s,..,. ·: ' 2417 N. 5hsdy Forest t.:ane, Orsnee, CA 92007 Phone: 714-974-5:347 ____ _,_ \ .....s..-~-.f 4~ I ~1 £vJ, -o'' =tc\v. 1 Project .. -.· ........................................... _ ............... ~....... .... Date ............ ~ • . . . . . P ~0~ ~o. • ••••••••••••• . . ••••••••••••• , •••••••• • .••• ti ••••••••••••••••••••••. • ~ •••••••••• ! •• ~ •••••••••••••••••••••••••••• '; •••••• !' • • • • • • • • • ••••••• . . CALCULA110NS FOR POST TENSION ·SLAf' -ON -GRADE FOR "Single Fa:mily ReaicJence & Garrag~r' 1 · 2652 La Coeta Avenue, Carlal,ael iCA ! I i i FOR l__ Del Mar Cuetdm Ho.mes. Projc,ct No 2004-177 2417 N. 5hai:ly Foreat Lane, Oranee, CA 92867 Phone: 714-974;5347 . Fax: 714-974-0114 / I ! I ' l t ! I ! l P. · .. -: . . Date ...... Pane No .............. . rOJouv. •I••• I• It I I I I I I I 4 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 I I I I I I I I I I I I I I I I I..... -I 1,1 I I I I I I I I I I : ; ':f :r ' \ ' ' ••••:•••-•••!•••••··············································,··························~···:··················· ·.···· ', Geotechnlcal Coneultant Solle Reporli·l,y Geo5olle, Inc Report; No: W.0.-4:345-A-SC Date: June 2~. 2004 Soll Bearing Prceeure: 1500 PSF Deel0n .In aQcordance with 1997 U6C Chapter18,16.4.:3.1 Edge 6eame are Increased to outaln cml:,edm~nt depth of 24• ae epeclfl~4 by the Solle Enefneer •. Geotechnlc~I Consultant doee .NOT r~Ul.re Sulfate Reeletln0 Conc;r~. - Uee fc = 5.000 pel at 28 daye for c;onet.ruc;t~o11. Gcotechnlcal Coneultant epeclflee the uee of'tenelon eteel In the 1:,ottom of all grade 1:,eame. PTI PARAMETERS DeelEJn Criteria: Ed0i, Moleturi, E!m Dlffi,ri,ntlal Swell, Y'm Mlnll'!1um Embi,dmi,nt BEAM DIMENSIONS Exti,rfor Bm for deelgn Exterior Bm for Conetruotlon Interior 6m F.or Conetruotlon LOADING: Loads to footings: Center Lift;: Edge Lift;: Center lift;: Edge Lift;: Dlmenelon In lnchee- Dead Live Roof 21 16 2nd 10 40 2417 N. 6haay ForeetLan~. Oranee, CA 92BfJ7 Phqne: 714-974-5:347 ·: 5.5ft; 4.0ft; 2.701ne O.75 lne 24"' 12"x25" 12·xw 12·x25• Fax: 714-$74-0114 E-mail: mlchaell:lroadPECl)mem.oom I I '. j ' Project.............................................. Dau ......... -.......................... Pa00. No ..................... . • • • • • • • ~ •••• _. •••••••••••.•••• -· ••••••••••••••••••• ~ •••••••••••••••••••• ! ·-· •••••••••••• ~ •• ,, •••••••••••••••••••••••• "-' ••••••••••• .' •••••••••••••••••••••••••••••• 2417 N, Shady Foreet Lane, Oranee, CA 92867 Phone: 714-974-5:347' i~(D f:w<Ul .. @ ~ea __ @ Fax: 714-974-0114 i E·1r1all: mloliael!lroadPEOmen.aom PTISlab 2.04 Geostructural Tool Kit, Inc. Registered To: Michael Broad, P.E. Project Title : Residence at 2652 La Costa Avenue Area,1 Project Engineer : mb GeotE;Jchnical Report : GeoSoils rnc 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 50.00 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 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\PTISIab2\2004-177-A1 .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 0.0 Inches Page 1 of 5 3,000 PSI 270 KSI 1 / 2 Inch 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 Inches from top of slab 10:08:16AM 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 Project Engineer : mb Project Number: 2004-177 Geotechnical Report : GeoSoils Inc Project Date : June 26, 2004 Report Date : 6-23-2004 Report Number : WO 4345-A-SC RES UL TS OF SLAB ANALYSIS Soil Bearing Analysis Applied Pressure on Soil Soil Pressure Safety Factor Prestress Summary Subgrade Friction ca!culated 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 1,256 PSF 1.19 Short Direction 78 78 94 3.57 17 0 Long Direction 76 76 94 3.79 16 0 Moment Analysis -Center Lift Mode Maximum Moment, Short Dir. (calculated with Em=5.0 per PTI 4.2(8)(2)) Maximum Moment, Long· Dir. (calculated with Em=5.0 per PTI 4.2(8)(2)) 10.96 Ft-K/Ft 10.96 Ft-K/Ft Bending Stresses (KSI) Allowable Stress Actual Stress Tension in Top Fiber Short Long Direction Direction -0.329, -0.329 -0.080 -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:IProgram Files\PTISlab2\2004-177-A 1.pli Page 2 of 5 Allowable Stress Actual Stress Compression in Bottom Fiber Short Long 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 10:08:16AM .. PTISlab 2.04 Geostructural Tool Kit, Inc. Registered To: Michael Broad, P.E . . Project Title: Residence at 2652 ·La Costa Avenue Area 1 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 4345-A-SC RESULTS OF SLAB ANALYSIS continued Moment Analysis -Edge Lift Mode Maximum Moment, Short Direction Maximum Moment, Long Directi.on· Bending Stresses (KSI) Allowable Stress Actual Stress Tension in Bottom Fiber Short Long Direction Drrection -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\PTISlab212004-177-A1 .pti Page 3 of 5 3.91 Ft-K/Ft 3.91 Ft-K/Ft Compression in Top Fiber Short Long Direction Direction Allowable Stress 1.350 1.350 Actual Stress 0.221 0.221 Short Direction 0.58 0.35 Short Direction 109 65 Long Direction 0.63 0.34 Long Direction 10.08.16 AM 108 60 I PTISlab 2.04 Geostructural 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 Engineer : mb Project Number: 2004-177 Project Date : June 26, 2004 Report Date : 6-23-2004 Geotechnical Report : GeoSoils Inc 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 L~bel: 3,000.0 PSI 1,500,000.0 PSI 145.0 PCF 270.0 KSI . 1 / 2 Inch Area #1 Rectangle Geometry : 46.00 FT x 50.00 FT x 5.00 Inches ~hort Direction Minimum Permissible Prestress : 75.00 PSI Beam Properties Short Direction Type I' Type II Quantity: 2 3 Depth: 25.0 25.0 Width: 12.0 12.0 Tendons: 0 0 Gover: 0.0 0.0 Average beam spacing used in analysis Page 4 of 5 C:\Program Files\PTISlab2\2004-177-A1 .pti Long Direction 75.00 PSI Long Direction Type I Type II 2 3 25.0 25.0 Inches 12.0 12.0 Inches 0 0 0.0 0.0 Inches 10:08.16AM PTISlab 2.04 Geostructural Tool Kit, Inc. Registered To : Michael Broad, P .E. Project Title : Residence at 2652 La Costa Averiue Area 1 Project Engineer : mb Geotechnical Report : GeoSoils Irie 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 SUMMARY OF INPUT DATA -Continued Soil Properties Allowable Bearing Pressure : E<;jge Mqisture Variation Distance, em : Differential Soil Movement, Ym : Subgrade Friction Coefficient, 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: Prestress Calculation Center Lift 5.50 Feet 2. 700 Inches 1,500.0 PSF Edge Lift 4.00 Feet 0.750 Inches 1.00 1,000.0 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 Page5 of 5 C:\Program Files\PTISlab212004-177-A1 .ptI 10:08:16AM 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 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 : 22.00 FT x 56.00 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 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 l'nches 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 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 Inches 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 10:10.02AM PTISlab 2.04 G~ostructural Tool Kit, Inc. Registered To: Michael Broad, P.E. Project Title : Residence at 2652 La Costa Avenue Area 2 Proj~ct 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 4345~A-SC RESULTS OF SLAB ANALYSIS Soil Bearing Analysis Applied Pressure on Soil Soil Pressure Safety Factor Prestress Summary 1,344 PSF · 1.12 Subgrade Friction calculated 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 Short Direction 79 79 79 3.75 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}) Maximum Moment, Long Dir. (calculated with Em=5.0 per PTI 4.2(8)(2)) 11.37 Ft-K/Ft 10.83 Ft-K/Ft Bending Stresses (KSI) Allowable Stress Actual Stress Tension in Top Fiber Short Long Direction Direction -0.329. -0.329 -0.103 -0.026 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 Flles\PTISlab2\2004-17-7-A2.pti Page 2 of 5 Compression in Bottom Fiber Short Long Direction Direction Allowable Stress 1.350 1.350 Actual Stress 0.627 0.452 Short Direction 0.55 0.54 Short Direction 109 59 Long Direction 1.38 0.65 Long Direction 110 51 1010.02AM 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 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 -Edge Lift Mode Maximum Moment, Short Direction Maximum Moment, Long Direction Bending Stresses (KSI) Allowable Stress Actual Stress Tension in Bottom Fiber Short Long Directic;m Direction -0.329 -0.329 -0.330 -0.254 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\PTISlab212004-177 -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 10·10·02 AM 110 48 PTISlab 2.04 Geostructural Tool Kit, Inc. Registered To: Michael Broad, P.E. Serial Number : 100-200-022 Project Title : Residence at 2652 La Costa Avenue .Area 2 Project Engineer : mb Project Number: 2004-177 Project Date : June 26, 2004 Report Date : 6-23-2004 Geotechnical Report : GeoSoils Inc 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 Label : 3,000.0 PSI 1,500,000.0 PSI 145.0 PCF 270.0 KSI 1 / 2 Inch Area #1 Rectangle Geometry : 22.00 FT x 56.00 FT x 5.00 Inches Short Direction Minimum Permissible Prestress : 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: 0 0 Cover: 0.0 0.0 Average beam spacing used in analysis Page 4 of 5. C:\Program Files\PTISlab2\2004-177-A2.pti Long Direction 75.00 PSI Long Direction Type I Type II 2 1 25.0 25.0 Inches 12.0 12.0 Inches 0 0 0.0 0.0 Inches 10:10:02AM 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 Number : 100-200-022 Project Number : 2004-177 Project 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, em : Differential Soil Movement, Ym : Subgrade Friction Coefficient, u : $oil 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: Prestress Calculation Center Lift 5.50 Feet 2. 700 Inches 1,500.0 PSF Edge Lift 4.00 Feet 0.750 Inches 1.00 1,000.0 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 Files\PTISlab2\2004-177-A2.pti 10:10:02AM PTISlab 2.04 Geostructural Tool Kit, Inc. Registered To :·Michael Broad, P.E. Project Title : Residence at 2652 La Costa Avenue Area 3 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 : 6-23-2004 Report Number : WO 4345-A-SC Slab Dimensions : Jacking Force : 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 b~low Beam Tendon: Beam Spacing : Number of Slab Tendons : 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 FileslPTISlab212004-177-A3.pti Type I Beam 2 25.0 Inches 12.0 Inches 0 0.0 Inches Type I Beam 2 25.0lnches 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. 4 3.33 Feet O.C. 2.25 Inches from top of slab Type II Beam 1 25.0 Inches 12.0 Inches 0 0.0 Inches 9.92 Feet O.C. 6 3.57 Feet O.C. 2,25 Inches from top of slab 10:10:24AM PTISlab 2.04 Geostructural Tool Kit, Inc. Registered To: Michael Broad. P.E. Project Title : Residence af 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 4345-A-SC RESULTS OF SLAB ANALYSIS 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 Prestress Eccentricity of Prestressing Number 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 -0.329 -0.014 0.012 Differential Deflection Analysis -Center Lift Mode Based on an Allowable Deflection of L / 360 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-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 0.232 Short Direction 0.40 0.22 Short Direction 108 19 Long Direction 0.66 0.32 Long Direction 108 25 10.10.24 AM PTISlab 2.04 Geostructural Tool Kit, Inc. Registered To: Michael Broad, P.E. 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 4345-A-SC RESULTS OF SLAB ANALYSIS continued Moment Analysis -Edge Lift Mode Maximum Moment, Short Direction Maximum Moment, Long Direction Bending Stresses (KSI) Allowable Stress Actual Stress . Tension in Bottom.Fiber Short Long Direction Direction -0.329 -0.329 -0.269 -0.219 Differential Deflection Analysis -Edge Lift Mode 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:\Program FileslPTISlab212004-177-A3.pti Page 3 of 5 Allowable Stress Actual Stres$ 5.07 Ft-K/Ft 4.13 Ft-K/Ft Compression in Top Fiber Short Long Direction Direction 1.350 1.350 0.209 0.205 Short Direction 0.20 0.19 Short Direction 108 38 Long Direction 0.33 0.25 Long Direction 10.10:24AM 108 35 PTISlab 2.04 Geostructural Tool kit, Inc. Registered To: Michael Broad, P.E. Serial Number. 100-200-022 Project Title : Residence at 2652 La Costa Avenue Area 3 Project Engineer : mb Project Number: 2004-177 Project Date : June 26, 2004 Report Date : 6-23-2004 Geotechnical Report : GeoSoils Inc 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 Label : 3,000.0 PSI 1,500,000.0 PSI 145.0 PCF 270.0 KSI 1 / 2 Inch Area #1 Rectangle Geometry : 12.00 FT x 19.83 FT x 5.00 Inches Short Direction Minimum Permissible Prestress : 75.00 PSI Beam Properties Short Direction Type I Type II Quantity: 2 1 Depth: 25.0 25.0 Width: 12.0 12.0 Tendons: 0 0 Cover: 0.0 0.0 Average bec;1m spacing used in analysis / Page4 of 5 C:\Program Files\PTISlab2\2004-177-A3.pti Long Direction 75.00 PSI Long Direction Type I_ Type II 2 0 25.0 25.0 Inches 12.0 12.0 Inches 0 0 0.0 0.0 Inches 10:10.24AM PTISlab 2.04 Geostructural Tool Kit, Inc. Registered To: Michael Broad, P.E. Project Title : Residence at 2652 La Costa Avenue Area 3 Project Engineer : mb Geotechrlical 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 SUMMARY OF INPUT DATA-Continued Soil Properties Allowable Bearing Pressure : Edge Moisture Variation Distance, em : Differential Soil Movement, Ym : Subgrade Friction Coefficient, u : Soil Modulus of Elasticity, E5 : Load, Deflection and Subgrade Prope.rties Slab Loading Uniform Superimposed Load : Total Perimeter Load (Live + Dead) : Allowable Deflection 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 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 5 of 5 C:\Prograni Files\PTISlab212004-177-A3.pti 10:10.24AM '. ~ ' · Geotechnical • Geologic • Environmental 5741 PalrnerW1:1x • · Carlsbad,·California 92008 • (760) 438-3155 • FAX (760) 931-0915 Def Mar Custom: Homes, Inc . . 2737 E. Coast Highwayi Suite 8 Corona Del Mar, California 92625 A~ention: : Mr. Rick Bramble September 7, 2004 · W.O. 4344-A1-SC . Subject: Geotechnical Pla_n Rev·iew of Site Plans and Structural Plans, 2554 La Costa Avenue, APN 216-360-11, Carlsbad, San Diego County, California · · Dear Mr. Bramble: hi accordance with your request and as required by the City of Carlsbad, GeoSoils, Inc. · (GSI) has performed a geotechnical review of the referenced site plans (Del Mar Custom Homes, Inc., ·2004) and the :referenced structural plans (Michael Broad and Associates, Inc., 2004) for the-proposed development (see the Appendix}. Unless superceded in the text of_ this report, the recommendations presented in GSI (2004a and 2004b) are considered valid and applicable, and should be appropriately implemented during planning, design, and constru~tion. · SITE PLAN REVIEW The reviewed site plan, notes., and details appear to be in general conformance with the recommendations prbvided by this office and presented in GSI (2004a and 2004b), from a geote_chnical viewpoint. Based on our review, the following comments are provided: 1. For clarity, GSI (2004a and 2004b) and this letter should be referenced on the site plan. References should include the title of the report/letter, GSl's work order number; and the dates of publicatibn. _ A \ -SEl:'" {::,-'J2.~f~-Kr-· Nc~ 2. -All ·earthwork should be performed in accordance with the recommendations outlined in. GSI (2004a). 3. : The footing setback detail, '.indicated on the site plan, is incorrect. For clarity, recommendations, concerning footing setbacks, are provided below: . ' ~ -~lQW Q ~lL A) · · Ail 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. Footin.gs ~hould 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 0 feet, nor need be greater than 40 feet. Footings adjacent to unlined drainage swa:Ies ~hoUld be deepened to a minimum of 6 inches below the ·invert of the adjacent unlined swale. Footings for structures adjacent to retaining walls should be deepened so as to extend below a 1 : 1 projection from the heel fo the wall. Alternativ~ly, walls may be additionally designed to accommodate · structural loads from buildings or appurtenances as described in the "Wall Design Parameters Considering Expansive Soils" section of GSI (2004a). . . STRUCTURAL PLAN REVIEW The reviewed-structural plans, notes, .aFld details appear to be in general conformance with the recommendations provided by this office and presented in GSI (2004a and 2004b), . frorn a geotechnical viewpoint. :Based on our review, the following comments are provided: . 1. Michael Broad and Associates, Inc's (2004), reference of GSI (2004a and 2004b) should include the reports' title for easier referencing. This letter should also be referenced on the structural. plans. . ~~ C>.) nb '54-1~ 2. Although of a minor nature, the title bloGk of the structural plans (Michael Broad and Associates, Inc's, 2004) indicates that these plans are for the Del Mar Custom Homes, Inc. project located at 2652 La Costa Avenue. hlowever, based upon a . conversation with the Client, it is our understanding that these plan actually pertain to 2554 La. Costa Aver1ue. LIMITATIONS The materials encountered on the project site and utilized for our analysis are believed _representative of the area; however, soii· 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 out 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 DeaJ Mar Custom Homes, Inc. · 2554 La Costa Ave., Carlsbad Fl!e:\e\wp9\4300\4344a1 .gpr -. Geo$oils, Ine. W.O. 4344-A1-SC September 7, 2004 Page2 recommendations have bee.ti properly implemented. Use of this report constitutes an agreement and consent by the user to all the limitations outlined above, notwithstanding any other agreemen.ts 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 portion of the project.. ' The opportunity to be of service is·greatly appreciated. If you have any questions, please . . do riot hesitate to call our office. -Respectfully submitted, GeoSoils, fnc. RB/ JPF/DWS/jk/jh Attachment: Appendix -References Distribution:. (4) Addressee. Deal Mar Custom Homes, Inc. 2554La Costa-Ave., parlsbad ·File:\e\wp9\4300\4344a1 :gpr -GeoSoils, Ine. W.O. 4344-A1-SC September 7, 2004 Page3 .. . . APPENDIX REFERENCES · Del Mar Custom Homes, Inc., 2004; Site plan for: 2554 La Costa Avenue, sheet A-1, 1 inch · · · = B feet, no drawing number, no project number, dated August 4. GeoSoils, Inc., 2004a, Amendments to earthwork and foundation recommendations, 2554 La Costa Avenue, APN 216-360-1·1, Carlsbad, San Diego County, California, W.O. 4344-A-SC, datec;f'August 10. __ · _. , .2004b, Preliminary geotechnical evaluation, 2554 La Costa Avenue, APN 216-360-11, City of Carlsbad, San Diego County, California, W.O. 4344-A-SC, dated June 25. lnternatio_nal Conference of Building Officials, 1997, Uniform building code: Whittier, CaJifornia, vol. 1, 2, and 3. Michael Broad and Associates, Inc., 2004, Post-tension plan: 2652 La Costa Avenue Carlsbad, California, sheets PTO and PT-1, project no. 2004-177, dated · June 28 and 29. GeoSoils, Ine. tt]tT~.·.:ir,·· · . _., ~ '• ,>- . ' . ....... . _;::._,. . ·..: ,. ' . ~ '~ ,• ,,, . :-~": . . '--; '. ,,.., ,:,· : ,'. ~· - .'•, • -1, .~ ... ',!· . '~ :-,: . ·, ... ' ' --,:· _1,: ·, ., ... \ . .;, .1-:-'~,~,-, ' ' ,' ,,~ ' l ,-,, . . ,;, ,. ·' . ..., ~-'' .; ,_· --!·,_.:., " . ~·' ~ ... .;.t'· .. ~ ~ ' ( .: ·, -. ,_;· ',.'"1;", .~: ./~ ::· ,~:-, ·.:' ,, ',.,: . \ ... '. '. .. .. ·( :~ -~ ;, '·)., . ',~ . - .; ' ..... .,"-' I , ... ,, .... 7- •.': ...!-,-:.·' ,,,''11·,; ,. -(: )'.· ·: \·. -. . '•, . ,-t. . . '·~ .1.-, ·, --,.,_ . . ~' ~-.- '~ (, :(',· . ·, ,, : ·,· :,-:: • •. .t ~_\ ', ,_: '.· •., y . ,·~ ·~. , < :.·:::-,;-, ... --: ... ·. ,• -·~.-! -··'' .::-;.', .:/:~.:{:\; ' ,., ., ' ·~ . r.';-,,.--;- .: . _, 1, ' . ;'-" ::, .. ,, ,' : -~: ' -~ " . ' ~::. \ ~ . .:' , --, ,, .. ' :r ,'\,. . ---<' , ' 'i, ·:· .. _:. ~: ' . ~ . . .. • ',1\" \ __ ,,--,;, .\:' ·.-: ·~--~: : {:,::. ;,,· ,· ' ··~: ·'} ,,., •: • .. . t:·<:-:: t_ -... ~·-' .. ' •(• ":",.· -'. \, ··' .,. :, ·~ . ~ ,, '', 1 ~1'-,. •, • -,. -.. -., ,, r·-i-. • < -· ~ •,_. .,· ·: -.· . \ ,· _,.: :;' J::> / ·-:. ;,,,!, .,,J ._,: ........ 1 :',,,' :·~},.__,,. ~~', ' ' :, _!; . ' ~ -.. , ' , ' ,, ... :.-, ~ .. f : '. ,'1' ,._ ~ . . . ~ -; .. ·-; .. - '~ .. . . ~ \ ·.: ' ·: • / • ,., :, ' ,• : I' ; ~ i •. ,-,:: ·., ,'\ ,.· ,. :~ ,•, ., '\. ' . r· \~.. : · ... .,. : .-. -;· ~ -.• ',,_. ··., ' . t -~: ,• _.,, .. ' .. ;. .... ,,,, .·, ~ ~ •,: .•: ,.· ' , ' 1" ... ' ,' ~ ~ A -: _, ..... ~ ; •. : : ~ ·1 ' •• -· ~ ··. ·_ ··;_ --\ '. '.. ' I ·, ••• [~,' • '' • .. · ~ , ' ':_~:;l -~ I •, ~1 .'._ 1,,.,, '•.,. ,-.,•' .. -· . .., ,, ,',. -,t·. '~., ,.-:· •• -- ! . • !,• ,. , .... ' '.j. -..... ',-· . . ( . ~- . _. .. '.·· Geotechnical • Geologic • Environmental 5741 Palmer 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 August 1 o, 2004 - W.O. 4344-A1-SC Subject: Amendments . to Earthwork and Foundation Recommendations, 2554 La Costa Avenue, APN 216-360-11, Carlsbad, San Diego County; California References:. · 1. "Preliminary Geotechnical Evaluation, 2554 La Costa Avenue, APN 216-360-11, City of Carlsbad, San Diego County, California," W.O. 4333-A-SC, dated June 25, 2004, by GeoSoils, Inc. 2. "Uniform Building Code," dated 1997, by International Conference of Building Officials. D.ear Mr. Bramble: In accordance with your request, GeoSoils, Inc. {GSI) has prepared this amendment letter to the earthwork ·and foundation recommendations provided in Reference No. 1. The purpose of this letter is to provide amended earthwork and foundation recommendations iri lieu of site grading. The scope of services included a review of Reference No. 1 and the preparation of this summary letter. Unless superceded in the text of this letter, recommendations presented in Reference No. 1 are considered valid and applicable, and should be appropriately implemented during planning, design, and construction. AMENDED EARiHWORK CONSTRUCTION RECOMMENDATIONS General All earthwork should-conform to the guidelines presented in Appendix Chapter A33 of the Uniform Building Code ([UBC] see Reference No. 2) and the requirements of the City. Prior to the commencement of earthwork, a GSI representative should be present at the preconstruction meeting to provide additional earthwork guidelines, if needed, and review the earthwork schedule. r During earthwork construction;· ~ii site-preparation and the general construction procedures of the. contractor should be observed and any fill selectively tested by a · representative(s) of GSL If unusual or unexpected conditions are exposed in the field, they should .be reviewed· by this· office and, _if warranted, modified and/or additional . recommendations will be offered.· Ail applicable· requirements of local and national construction and general industry safety orders, the Occupational Safety and Health Act (OSHA), and the Construction Safety Act should be met. Site ·Preparation If slabs are to be placed on grade, all deleterious materials should be removed from that area prior to the start of construction; Subsequent to the_ removal of deleterious debris, the upper 2 feet of the weathered bedrock, w!thin the slab footprint, should be removed. The exposed removal -bottom should then be scarified 12 inches in two perpendicular directions, moisture conditioned to 120 percent of the soil's optimum moisture content, and be recompacted to 90 percent of the laboratory standard. The excavation should then be backfilled With moisture conditioned fill (moisturized to 120 percent of the soil's optimum moisture content), that has been. minimally compacted to 90 percent of the laboratory standard. Removed weathered bedrock can be reused as compacted fill provided that major concentrations of organics have been removed prior to placement. AMENDED PRELIMINARY 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 considered 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 stru_ctural design. They are considered preliminary recommendations for proposed construction, in consideration of our field investigation, laboratory testing, and engineering analysis. Upon request, GSI could provide additional consultation 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 (Expansion Index [E.I.] 51 to 90). However, the potential for highly (E.I. = 91 to 130) to very highly (E.l == greater than 130) expansive soils from occurring onsite cannot be entirely-.precluded. Preliminary recomme_ndations for 'foundation design and construction -are presented below. Final foundation Del Mar Custom Homes, Inc. 2554 La Costa Avenue, Carlsbad .. File:e:\Wp9\4300\4344a1 .ate GeoSoils, Ine. W.O. 4344-A1-SC August 10, 2004 Page2 recommendations Will be provided at the conclusion of grading, based on laboratory testing of fill materials exposed at finish g~ade. · . · Bearing Valu_e 1. · The foundation systems should.be designed and constructed in accordance with guidelines presented in the· latest edition qt the USC. . . · 2. An all9wable bearing value of 1,500 pounds per square foot (psf) may be used for design· of continuous footings 12 inches wide and 12 inches deep, and for design of isolated pad footings 24.inches square and 24 inches deep, founded entirely into competent bedrock 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 reco_mmended.' Lateral Pressure 1. For iateral 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 pressu.re may be computed as an equivalent fluid having a density of 250 pcf with a maximum earth pressure of 2,500 psf. 3. When combining passive pressure and frictional resistance, the passive pressure component should be reduced by one4hird. 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 1 inch in a40.,.foot span (1/480). Additionally, the structural engineer should design the slab and · grade beams (interior and exterior). for ½ inch of differential settlement between these elements. Footing Setbacks -AU-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 E3levation. 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. Footings adjacent to unlined drainage swales· should be deepened to a minimum of 6 inches below the invert of the adjacent Del Mar Custom Homes, Inc. 2554 La Costa Avenue, Carlsbad File_:e:\wp9\4300\4344a1 .ate · GeoSoils, Ine. W.O. 4344-A1-SC August 10, 2004 Page3 unlined swale. Footings for structures adjacent to retaining-walls should be deepened so asto extend below a 1 :1 projection from the heel. fo the wall.' Alternatively, walls may be designed toaccom·modate structural loads from buildings or appurtenances as described .in the "Wall Design P~rameters Considering Expansive Soils" section of this letter. ' . ' . · POST-TENSIONED SLAB SYSTEMS A post-tension foundation is specifically recommended for support of the residence. 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 usi'ng sound engineering practice and be in accordance with local and/or national code requirements. Upon request, GSI can provide additional data/consultation regarding soil pararneters as .related to post-tensioned slab design . . 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 t,he center, causing a 11dishing11 or 11arching11 of the slabs. To mitigate this possibility, a ·combination. of soil presaturation and construction of a perimeter "cut off11 wall should be employed. Perimeter cut' off walls and interior stiffening beams should be embedded 18 inches into competent bedrock deposits for medium expansive soils. If highly (E.I. =91 to 130) or very highly (EI. = greater than 130) expansive soils are encountered, the perimeter cut off walls and interior stiffening beams should be respectively embedded 24 inches (highly expansive) or 30 inches (very highly expansive) into .competent bedrock deposits. Embedment depths should be verified by the geotechnical engineer of record. 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 vapor barrier consisting of 10-mil visqueen placed mid-depth within the sand, with all laps sealed, per the 1997 USC. 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., 120· percent of the soil's optimum moisture content to a depth of 18 inches for medium expansive soils. If highly (E.I. =91 to 130) or very highly (E.I. = greater than 130} expansive s·oils are encountered, the moisture content of the slab subgrade should be equal to, or greater than 130 percent (highly expansive) of the soil's optimum moisture · content to a depth of 24 inches or 140 percent (very highly expansive) of the soil's · optimum moisture content to a depth of 30 inches. Del Mar Custom Homes, Inc.· 2554 La Costa Avenue, Carlsbad Fi[e:e:\wp9\4300\4~44a1 .ate GeoSoils, Jne. W.O. 4344-A1-SC August 1 o, 2004 Page4 Post-Tensioning Institute Method· Post-tensioned slabs should have ·sufficient stiffness to resist excessive bending due to non-uniform swell and shrinkage ofsLJbgrade 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 lns~itute. The foilowing table presents suggested minimum coefficients ·.-'-to be used in the Post-Tensioning Institute 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) 60 Moisture Velocity o. 7 inches/month . The coefficients are consid~red 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, site maintenance, settlements, 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 v.alues of ym may be warranted. em center lift em edge lift Ym center lift edge lift Del Ma_r Custom Homes, Inc. . 2554 La Costa Avenue, Carlsba,_d · File:e:\wp9\4300\4344a1 .ate 5.5 feet 5.5 feet 4:0 feet 4.5 feet · 2.7 inches 3.5 inches 0.75 inch 1.2 inches · GeoSoils, Ine. 6.0 feet 4.5 feet 4.5 inches 1.6 inches W.O. 4344-A1-SC August 1 o, 2004 Page5 Deepen~d · footings/edges around the slab perimeter must be used to minimize non- uniform surface mo_isture migration (from ari outsiqe source) beneath the slab. An edge -depth of.18 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 foundation and the California Foundation Slab Method should be adhered to during the . design and construction phase of the project. Should open bottom planters be planned directly adjacent to the 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. UPDATE WALL DESIGN PARAMETERS CONSIDERING EXPANSIVE SOILS Conventional Retaining Walls_ The design parameters provided-belbw assume · that either very low expansive soils · (Class 2 permeable filter material. or Class 3 aggregate bas~) 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, arid 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 d~signed in accordance with the recommendations presented in this and preceding ~ections of this report, as appropriate. Footings should be embedded a minimum of 18 inches into competent bedrock and should be 24 inches in width. Footing embedment . should be verified by the geotechnical engineer of record. There should be no increase in bearing for footing width. Recommendations for specialty walls (i.e., crib, earthstone, ·_ geogrid, etc.) can be provided upon request, and would be based on site specific conditions. Restrained Walls _ Any retaining walls that will be restrained prior to placing and compacting backfill material or that have re-entrant or male corners, should be designed for an at-rest equivalent fluid · pressure (EFP) of 65 pounds per cubic foot (pcf), plus any applicable surcharge loading. · For areas of male or re-entrant corners, the restrained wall design should extend a minimum distance of twice the height of the wall (2H) laterally from the corner. Cantilevered Walls- The recommendations presented below are for cantilevered retaining walls up to 10 feet high. Design parameters for walls less than 3 feet in height may be superceded by City and/or County standard design. Active earth pressure, may be used for retaining wall Del Mar Custom Homes, Inc. 2554 La Costa Avenue, Carlsbad - File:e:\wp9\4300\4344a1 .ate GeoSoils, lne. W.0. 4344-A1-SC August 10, 2004 Page6 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. b~low for specific slope gradients of the retained material. These do not include other superimposed loading conditions due to traffic, $tructures, seismic events or adverse geologic conditions. When wall configurations are finalized, the appropriate loading conditions forsuperimposed loads can be provided upon _ request. · · :;\.'.:-SURFAbEtSLOP.E OF :>' ,:o:::t:eauivALeNT .. -:/ ... ,t •' ·.··· .. EQUIVALENT ;·\ ~EtAI_NEO:MAT:ERiA~:; ;'. :'·-FLuio·).iv1::iri1-fr-.t-> :c.;i=:. .. FLUID WEIGHT P.C.F. . -CH.ORiZONTALNERTiCALl'. '.'?(SELE¢"fBAGKFILL)': .<.(NATIVE BACKFILL) I Level* : I 38 I 50 I ·-2 to 1 55 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 S, 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 approveq filter fabric (Mirafi 140 or equivalent). For low expansive backfill, the filter material should extend a minimum of 1 hotizo_ntal foot behind the base of the walls and upward at least 1 foot. For native backfill that has up to medium expansion potential, continuous Class 2 permeable· drain materials should be used behind the wall. This material should be continuous. (i.e., full height) behind the wall, and it should be constructed in accordance with the enclosed Detail 1 (Typical Retaining Wall Backfill and Drainage Detaii). For.limited access and confined areas, (panel) drainage behind the wall may be constructed in accordance with Detail 2 (Retaining Wall Backfill and Subdrain Detail Geotextile Drain). Materials with an E.I. potential of greater than 90 should not be used a,s backfill for retaining Walls. For more onerous expansive situations, backfill and drainage behind the retaining wall should conform with Detail 3 (Retaining Wall And Subdrairi Detail Clean Sand BackfiU). · Out!ets should consist of a 4-inch diameter solid PVC or ABS pipe spaced no greater than + 100 feet apart, with a minimum of two outlets, one on each end. The use of weep holes in walls higher than 2 feet should not be considered. The surface of the backfill should be sealed by pavement or the.top 18 inches compacted with native soil (E.I. ~90). Proper surface-drainage should also be provided, .For additional mitigation, consideration should Del Mar Custom Homes, Inc. - 2554 La Costa Avenue, Carlsbad .File:e:\wp9\4300\4344a1 .ate. GeoS_oils, lne. W.O. 4344-A1-SC August 10, 2004 Page? DETAILS N . T . S . 2 Native Backfill provide Surface Drainage, Slope or Level Native Backfill j:12" . @ Filter Fabric • CDwaterproofing · Membrane ·(optional) ® Weep Hole ------.... Native Backfill Finished Surface . @ WATERPROOFING MEMBRANE (optional): Liquid boot or appr9ved equivalent. ® ROCK: 3/4 to 1-1/2" (Inches) rock. @ FILTER FABRIC: Mirafi 140N or approved equivalent; place fabric flap behind core. @ ~IPE: 4" (inches) diameter perforated l?VC. schedule 40 or approved alternative with minimum of 1 % gradient to proper outlet point. @ WEE.P HOLE: Minimum 2" (inches) diamet~r placed at 20' (feet) on centers along the wall, and 3" (inches) above finished surface. (No weep ·holes for .b?tsement walls.) • TYPiCAL RETAINING WALL BACKFILL AND DRAINAGE DETAIL DETAIL 1 Geotechnical • Geologic • Environmental DETAltS N . T .. ·s .. 2. Native Backfill Provide Surface Drainage Slope or Level Native Backfill ®waterproofing Membrane (optional) ® W!;!epHole ® Filter Fabric Finished Surface @ Pipe (!)_ WATERPROOFING MEMBRANE (optional): Liquid boot or approved equivalent. @ DRAIN: Miradrain 6000 or J-drain 200 or equivalent for non-waterpro.ofed walls. Miradrain 6200 or J-drain 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 Sl)BDRAIN DETAIL GEOTEXTILE DRAIN DETAIL 2 Geotechnical • Geologic • Environmental H Provide Surface Drainage .±12" DETAILS N . T . S . H/2' min .. Q) Waterproofing · Membrane (optional) Native Backfill ® Weep Hole · J__.··~........__.__,__ _______ @ Clean· @ Filter Fabric : Finished Surface Heel Width ® WATERPROOFING MEMBRANE (optional): Liquid boot or approved ~quivaleht. @ CLEAN SAND BACKFILL: © Roe Must have sand equivalent value of 30 or greater; can be densified by water jetting. @ FILTEll·FABRIC: . . Mirafn40N or approved equivalent: @ ROCK: . 1 cubic foot per linear feet of pipe or 3/4 to 1-1/4" (inchE;?s) rock. @ PIPE: . Sand Backfill 4" (inches) diameter perforated PVC. schedule 40 or approved alternative with minimum of 1 % gradient to pre>per outlet p<;>int. @WEEP HOLE: Minimum 2" (inches) diameter placed at 20' (feet) on centers along the wall, and 3" (inches) above finished surface. (No weep holes for basement walls.) • RETAINING WALL AND SUBDRAIN DETAIL CLEAN SAND BACKFILL DETAIL 3 Geotechnical • Geologic • Environmental be-gi~en 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 minimu·m of a ·2-foot overexcavation. and recompaction of cut materials for a . distance· of 2H, from the point pf transition. b) Increase of the amount o_f 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 placed no .greater than ·20 ·feet on-center, in accordance with the structural engineer's/wall designer's recommendations; regardless of whether or not transition conditions exist. Expansion joints should be sealed with a flexible, non-shrink grout. c) · Embed the footings entirely i_nto native formational material (i.e., deepened footings). If-transitions from -cut to fili 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 between 45 and 90 degrees to the wall alignment. \ TOP-OF-S°LOPE WALLS/FENCES/IMPROVEMENTS AND EXPANSIVE SOILS . Expansive Soils and Slope Creep Soils at the site are likely to be expansive and therefore, become desiccated when allowed to dry. Such soils are susceptible to surficial slope creep, especially with seasonal changes in moisture content. Typically in southern California, during the hot and dry , -summer ·period, these soils-become desiccated and shrink, thereby developing surface c;:racks. 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 fi~sures, c~using 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, this creep related soil movement will typically impact' all rear yard flatwork _and other secondary improvements that are located Del_ Mar Custom H9mes, Inc. 2554 La Costa.Avenue, Carlsbad. · File:e:\wp9\4300\4344a1·.ate GeoSoils, Ine. W.O. 4344-A1-SC August 1 o, 2004 Page 11 ' . . 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, arid 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. ~ T-op of Slope Walls/Fences Due to the-potential for sl·ope creep for slopes higher than about 1 o 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 1 o feet into competent bedrock. Embedment depths should be verified by the geotechnical engineer of. record. The strength of the cencrete and grout should be· evaluated by the structural engineer of ·record. The proper ASTM tests for th~ concrete and mortar should be provided along with : the slump quantities. The concrete used should be appropriate to mitigate sulfate corrosion, as warranted. The· design of the ·grade beam and caissons should be in accordance with the recommendations of the project structural engineer, and include the utilization of the following geotechnical parameters: Creep Zone: · Creep Load: · Point of Fixity: Passive Resistance: 5-footvertical 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 ar:t equivalent fll!id approach', having a density of 60 pcf. For the caisson, it should be taken as a · µniform 900 pounds per linear foot of caisson's depth, located · above the cre·ep. zone. Located a distance of 1.5 times the caisson's diameter, below the creep zone. Passive e!=lrth 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. Def Mar Custom Homes, Inc. · 2554 La Costa Avenue, Carlsbad File:e:\wp9\4300\4344a1 .ate W.O. 4344-A1-SC August 1 o, 2004 Page 12 GeoSoils, Ine. · ' . Allowable Axial Capacity: . Shaft capacity : 350 psf applied below the point of fixity over the surface area of the shaft. Tip ·capacity: 4,500 psf. -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 dist_ress 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 pr~sented 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 (ot 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. Cor:icrete slabs should be cast over a retatively 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 materi~ls. · . . . 3.. Exterior slabs should be a minimum of 4 inches thick. Driveway slabs and . approaches should additionally have a thickened edge (12 inches) adjacent to all landscape area$, to help impede infiltration of landscape water under the slab. 4. The use of transverse and longitudinal control joints are recommended to help control slab cracking due to concrete shrinkage or expansion. Two ways to mitigate such cracking are: a) add a sufficient amount of reinforcing steel, increasing tensile strength of the slab; and, b) provide an adequate amount of control and/or expansion joints to accommodate anticipated concrete shrinkage and. expansion. In order to reduce the potential for unsightly cracks, slabs should be reinforced at mid-height with a minimum of No. 3 bars placed at 18 inches on center, in each direction. The exterior slabs should be scored or saw cut, ½ to 3/a inches deep, -Del Mar Custom Homes, Inc. · _2554 La Costa Avenue, Carlsbad File:e:\wp9\4300\4344a1 .ate . Geo~oils, Ine. W.O. 4344-A1-SC August 1 o, 2004 Page 13 5. •, 6.' 7. 8. 9.' 10. 1'1. 12. 13. . often enough so that no section is greater than 10 feet by 10 feet. For sidewalks or narrow slabs, .control joints should be provided at intervals of every 6 feet. The slabs should be separated from the foundations and sidewalks with expansion joint filler material. No traffic should be allowed upon the newly poured concrete slabs until they have .. be.en properly cured to within 75 percent of design strength. Concrete compression · str:engtti should ~e a minimum of 2,500 psi. · - Driveways, sidewalks, and patio slabs adjacent to the house should be separated ·from the house with thick expansion joint filler material. In areas directly adjacent • to a continuous source of moisture (j.e., irrigatjon, planters, etc.), all joints should · be a~ditionally sealed wit~ flexible mastic. Planters and walls should not be· tied to the house. . _Overhang· structures should be_ supported on the slabs, or structurally designed with continuous footings tied in at least two directions . . Any masonry landscape wa!ls that are to be constructed throughout the property should be grouted and articulated in segments no more than 20 feet long. These segments sh.ould be keyed or doweled to~ether. _Utilities should 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 $hould 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 .. . nue to expansive soils, air conditioning (NC) units should be supported by slabs that are incorporated into the buil<:fing 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. Shrinkage cracks could become excessive if proper finishing and curing practices . are no~ followed. Finishing anc:! curing practices should be performed per the Portland Cement Association Guidelines. Mix design should incorporate rate of curing for climate and time of year,.sulfate content of soils, corrosion potential of soils, and fertilizers used on site. Del Mar Custom Homes, Inc. 2554 La Costa Avenue, Carlsbac;I File:e:\wp9\4300\4344a1 .ate . W.O. 4344-A1-SC August 1 o, 2004 Page 14 .GeoSoils, lne. 14.. · ·1t should be noted that if underlying compressible soils are not completely removed and recompacted, any fill or improvements constructed on such soils will likely · suffer dist_ress. This potential should be disclosed to all homeowners and interested parties. · · · · " -. . /, It should be noted that_ any _flatwork or other jmprovement(s) placed upon unsuitable · bearing soils that are not proposed to be removed and recompacted will potentially incur -distress and therefore the long term performance of the-flatwork may be jeopardized. This should be disclosed to all homeowners: .. 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 occu·rs 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 improvements 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 · . withih 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 source may be· minimized, but not eliminated, by placing the fill throughout the slope region, wet of the fill's optimum moisture content. . It is generally not practical to attempt to eliminate the effects of either 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 USC and/or California Building Code), positiv,e structural' separations (Le., joints) between improvements, and stiffening ·and deepening of foundations. Expansion jo.ints in walls should be placed no · greater than 20 feet on-center, in accordance with the structural engineer's recommendations. 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. Del Mar Custom Homes, Inc.- . 2554 La Costa Avenue, Carlsbad File:e:\wp9\4300\4344a1 .ate GeoSoils, Ine. W.O. 4344-A1-SC August 10, 2004 Page 15 Slope Maintenance and Planting · Water has been· shown to weaken the inherent strength of all earth materials. Slope stability is signific?J,ntly reduced by'o·verly 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, _a·nd cause perched groundwater conditions. Graded _ sJopes constructed utilizing on·site-:materials would _bi:) erosive. Eroded debris may be minimized and surficial slope-stability enhanced by establishing and maintaining a suitable vegetation cover soon after construciicm· .. Compaction to the face offill slopes would tend to minimize short-term erosion until vegetation is established. Plants selected for land~caping sh_ould 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 recommendations regarding plant type, irrigation practices, and rodent control should be pro~ided to each homeowner. Over-steepening of slopes should be avoided during building construction activiti_es 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 sufficientto prevent ponding of water anywhere on ·a lot, and especially near structures and tops of slopes. Lot surface drainage should be carefully taken into consideration during fine grading, landscaping, and building construction. Therefore, care should be taken that future landscaping or const(uction activities do not create adverse drainage conditions. Positive site drainage within lots and common areas should be provided and maintained at all times. Drainage sh0L,1ld notflow uncontrolled down any descending slope. Water should be directed away from foundations and not allowed to pond and/or seep into the ground. In general,. the area within 5 feet around a structure should slope away from the structure~ We recommend that unpaved lawn and landscape areas have a minimum gradient of 1 percent sloping away from structures, and whenever possible, should be above adjacent paved areas. Consideration should be given to avoiding construction of planters adjacent to structures (buildings, pools, spas, etc.). Pad drainage should be . directed toward· the street or other approved area(s). Although not a geotechnical requirement, roof gutters, down spouts, or other appropriate means may be utilized to . · control roof drainage. Down spouts, or drainage devices should outlet a minimum of 5 feet from structures or into a $Ubsurface drainage system. Areas of seepage may develop due to irrigation or heavy rainfall, and-should be anticipated. Minimizing irrigation will lessen . this potential. If areas of seepage· develop, recommendations for minimizing this effect . could be.provided upon request. · Del Mar Custom Homes, Inc. . 2554 La Costa Avenue, Carls_bad File:e:\wp9\4300\4344a1 .ate GeoSoils, lne. . -. W.O. 4344-A1-SC August 10, 2004 · Page 16 · Joe o.f Slope Drains/Toe Drains Where significant slopes intersect pad ar~as, surface drainage down the slope allows for · some seepage into the subsurfc3.ce materials, sometimes creating conditions causing or contributing to perched and/or ponded water. Toe of slope/toe drains may be beneficial . inthe· mitigation of this condition. due to surface .drainage. The general criteria to be . utilized by the design· engineer for evaluating the need for this type of drain is as follows: • · . Is there a source of irrigation above o~ on the slope that could contribute to saturation of soil at the base of the slope? . • Are the slopes hard rock ~nd/or impermeable, or relatively permeable, or; do the slopes.already have or are th.ey proposed to have subdrains (i.e., stabilization fills, t ··)? e C. . . . . . • Was .the lot -at the. base of the slope 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 to 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 approxirnately 1 O feet ·tend to ·have more problems due to storm runoff and irrigation than slopes of a lesser height. I. • 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 con~itions, homeowner irrigation, or other circumstances. Where drains are constructed . during grading, including subdrairis, the Jocations/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 alt-interested parties, including homeowners and any homeowners association. · Erosion. Control Cut and fill slopes will be subjectto 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 tenipprary control of surface water, from a geotechnicar viewpoint. Del Mar Custom Homes, Inc. 2554 La Costa Avenue, Carlsbad . File:e:\wp9\4300\434ita1 .ate GeoSoils, Ine. W.O. 4344-A1-SC August 1 o, 2004 Page 17 . DETAILS N . r·. S .. SCHEMATIC iOE DRAIN DETAIL. brain Pipe Drain May Be Constructed into, or at! the Toe of Slope 12" 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 (SOR 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 Recommended at Each Property Line. . SCHEMATIC TOE DRAIN DETAIL DETAIL 4 ·. Geotechnical ··coastal• Geologic• Environmental DETAILS .N: T. S. 2:1 SWPE. ('IYPICAL) ~ TOPOFWALL~ RETAINING WALL ~, . FINISHED GRADE \ WALL FOOTING 12 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 Equivalent) with MIRAFI 140 FILTER-FABRIC Perforations Down . OR EQUAL 3/4" CRUSHED GRAV!:;L 4"DRAIN 4.) Pipe to Maintain a Minimum 1 Percent Fall. 5.) Concrete Cutoff Wall to be Provided at Transition to Solid Outiet 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 Landscape Maintenance. Only. the amount of irr.igation. necessary to. sustain plant life should be provided. Over-Watering the landscape areas will adversely affect proposed site improvements. We woulQ recommend that any . proposed open-bottom planters adjacent to proposed · structures be elirninated. for .. a minimum distance. of 1 o feet. As an alternative, · closed-bottom type planters could be utilized. An outlet placed in the bottom of the -planter, could be installed to direct drainage away from-structures or any exterior concrete flatwork. If planters are ·constructed -adjacent to structures, the sides and bottom of the planter should be provided with a moisture barrier to prevent penetration of irrigation water into the subgrade. Provisions should be made to drain the excess irrigation water from the planters without saturating the subgrade below or adjacent to the planters. Graded slope areas should be planted with drought resistant vegetation. Consideration should be given to the type of vegetation chosen and their potentiai effect upon surface improvements (i.e., some trees will have-an effect on ·concrete flatwork with their extensive root systems). From a geotechnical standpoint leaching is not recommended for establishing landscaping. lf the surface soils are processed for the purpose of adding amendments, they should be recompacted to $0 percent minimum relative compaction. Gutters and Downspouts As previously discussed in_ the drainage· section, the installation of gutters and downspouts should be considered to collect roof water that may otherwise infiltrate the soils adjacent to the structures. If utilized, the downspouts should be drained into PVC collector pipes or non-erosive devices that will· carry the water away from the house. Downspouts and gutters are not a requirement; however, from a geotechnical viewpoint, provided that positive drainage is incorporated into project.design (as discussed previously). Subsurface and.Surface Water ' ' . Subsurface and surface water are not anticipated to affect site development, provided that ·the recommendations 6ontained in this report are incorporated into final design and construction and that prudent surfac~ and subsurface drainage practices are incorporated · _ into the construction plans. Perched groundwater conditions along zones of contrasting permeabilities may not be precluded from occurring in the future due to site irrigation, poor drainage conditions, or damaged utilities, and should be anticipated. Should perched groundwater' conditions develop, this office could assess the affected area(s) and provide ·the_ appropriate recommendations to. mitigate the observed groundwater conditions. Groundwater -conditions may change with the introduction of irrigation, rainfall, or other factors. · · Del Mar Custom Homes, Inc::. 2554 ta Costa Avenue, Carlsbad File:e:\wp9\4300\4344a1 .ate GeoSoils, lne. W.O. 4344-Ar-SC August 1 o, 2004 Page 20 Site Improvements Recommendations for exterior concrete flatwork design and construction can be provided upoh. request. If ln the future, any additional· improvements (e.g., pools, spas, etc.) are pianned for the site, recommendations concerning the geological or geotechnical aspects of desigriJthd construction of said improvements could be provided upon request. This office shoultj be notified in advance of any fill· placement, grading of the site, or trench · ·-backfilling after rough grading has. been cqmpleted.-This includes any grading, utility . trench, and retaining wall backfills. . . Tile Flooring . 1ile 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 sho.uld 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. -· · Foo~ing 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 recompaGtion of the si.Jbgrade 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 .Pel Mar Custom Homes, Irie. 2554 La Costa Avenue, Carlsbad File:e:\wp9\4300\4344a1 .ate GeoSoils, lne. W.0. 4344-A1-SC August 1 o, 2004 Page 21 I • 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. 2 .. · All int~rior ·utility trench backfill should be _brought to at least 2 percent above optimum .moisture· content and then compacted to obtain a minimum relative compaction of 90 percent of the laboratory st~n_dard. As an alternative for shallow (12-inch·to ·1 a-inch) under-slab trenches, sand having a sand equivalent value of 30 or greater may be utilized and jetted or flooded into place. Observation, probing and testing should be provided to verify the desired results. 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 hardsc;:ape features and in slopes, should be compacted to at least 90 percent of the laboratory standard. Sand backfill, uniess excavated from the trench, should not be used in these backfill areas. Compaction testing and observations, along with probing, l?hould be acco~plished to verify the desired results. · 3. All trench excavations should conform to CAL-OSHA and local safety codes. 4. . Utilities crossing grade beams, perimeter beams, or footings should either pass below the footing or grade beam utilizing a hardened collar or foam spacer, or pass through the footing or grade beam in accordance with the recommendations of the structural engineer. · SUMMARY OF RECOMMENDATIONS REGARDING .GEOTECHNICAL OBSERVATION AND TESTING ··We recommend that observation andtor testing be performed by GSI at each of the following construction stages: • During grading/recertification. • During significant excavation (i:e.; higher than 4 feet). · • . During placement of subdrains, toe drains, or other subdrainage devices, prior to placing fill and/or backfill. · • After excavation of building footings, retaining wall footings, and free standing walls footings, prior to.the placement of reinforcing steel or concrete. Del Mar Custom Homes, Inc. · 2554 La Costa Avenue, Carlsbad File;e:\wp9\4300\4344a1 .ate GeoSoils, lne. W.O. 4344-A1-SC August 1 O, 2004 Page 22 • Prior to pouring any slabs or.flatwork, after presoaking/presaturation of building pads and other flatwork subgrade, befor~ the placement of concrete, reinforcing steel, capillary break (i.e._, sand, pea-gravel, etc.), or vapor barriers (i.e., visqueen, etcl . • buring _retai~ing wall. subdrain ·installation, prior to backfill placement. • During placement of backfill for-area drain, in_t~ior plumbing, utility line trenches, and retaining waU backfill. • During slope construction/repair .. · • . When any unusual soil conditions are encountered during any construction operations, subsequent to the· iss~ance of this report. • When any .developer or homeowner improvements, such as flatwork, spas, pools, walls, etc., are constructed. • A report of ge·otechnic~I 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. • GSI should review project sales-documents to homeowners/homeowners associations for geotechnical aspects, including irrigation practices, the conditions outlined above, etc., prior to any sales. At that stage, GSI will provide homeowners maintenance guidelines which should be incorporated into such documents. OTHER DESIGN PROFESSIONALS/CONSULTANTS The design civil en.gineer, structural engineer, post-tension designer, architect, landscape . architect, wall designer, etc., should review the recommendations provided herein, fncor.porate those recommendations into all their respective plans, and by explicit reference, make this report part of their projec, plans. This report presents minimum . design criteria for the design of slabs, foundations and other elements possibly applicable to the project. These criteria should.not be considered as substitutes for actual designs .. by the structural engineer/designer. The structural engineer/designer should analyze actual soil-structure interaction and consider, as needed, bearing, expansive soil influence, and strength, stiffness and deflections in the various slab, foundation, and other elements in order to develop appropriate, design-specific details. As conditions dictate, it is possible that other influences will also have to be considered. The structural engineer/designer should consider all applicable codes and authoritative sources where needed. If analyses by the structural engineer/designer result in less critical details than are provided herein · as minimums, the minimums presented herein should be adopted. It is considered likely that some, more restrictive,details will be required. If the structural engineer/designer has · any questions or requires further assistance, they should not hesitate to call or otherwrse Del Mar Custom Homes, Inc; . 2554 La Costa Avenue, Carlsbad . File:e:\wp9\4300\4344a1 .ate GeoSoils, lne. W.O. 4344-A1-SC August 1 o, 2004 Page 23 " · .transmit their requests to GSI. 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 further 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 ourreview 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 . 1 work performed when GSI is not requested to be onsite, to evaluate if our . recommendations have been properly implemented. Use of this report constitutes an agreement and consent by the user to all the limitations outlined above, notwithstanding any other agreements that may be in place. In addition, this report may be subject to review by the controlling authorities. Thus, this report brings to completion our scope of services for this portion of the project. · Del Mar Custom Homes, Inc .. 2554· La Costa Avenue, Carlsbad File:e:\wp9\4300\4344a1 .ate · GeoSoils, Ine. W.O. 4344-A1-SC August 1 o, 2004 Page 24 . The opport:ur.iity to be of service is greatly appreciated. If you have any questions, please do not hesitate to call our office. : · · ' Respectfully submitted, GeoSoils, Inc .. · RB/BBS/ JPF/jk . . Distribution: (4) Addressee Del Mar Custom Homes, Irie. .2554 La Costc1. Avenue, Carlsbad File:e:\wp9\4300\4344a1 .ate GeoSoils, lne. W.O. 4344-A1-SC August 10, 2004 Page 25 r ~-~~~~;.-,~·~ ·}/-~-5,Y/ .1:·- ,;,-. '"",?~: ;-, ~ :,\::, :,.. '• i• ,,,,,, ;, " t/ !· • ,. .:~ -.:,'~~ ':• ·~: .. '\• .... ·" ,' ......... ~, -· ' '-: .. -,, -: -·._.. -·' __ .IL-~.· ,'-'. '·' ·, - ,.:_,• ., ... ' .... ,: ''·_t ,, -..-.··,,· ."·(. . ~ .. ~ .-. . ~ ,' ' ~. -' , , ' -·-"I: . , ,, ' ,., .. _ ... '· .... ·,, ., ,.' -, _, ~ .. ',_ . ' -. ' .. . ' '·,:. ~ .. .... ,'J ., :;~~(s~f s2C:,· • <.{ • --~~ ~ :. ,' '<"\>:-) ,_. ·: 'i: ,.._, .·. ·,' ... '. ~ .---; ~-. ·_ :~t: ~-·· ~. -• , ': • f •"'-• I~ •' ' : •.·. I~: •, • • I"' ' , '+ ' • ~' .... -• -J. _. ' ··.-: J •• ;. ~-.:--.~, .. }-.. -.... -~ •' ', - ,·.< • : :!, ~:- J :, -?-! ' ' -,:, _,_ ·::_... ,_ ' ~-~ ·.r"-· ,!:f 1 ./{1~;, ·.-~\,\>· .,_ ,• ,• I ,\ ::;; • • ; ,l 1 :, ,f· ' ...... "', "-:. • ,-~ f ·,1 ."I . '' :1· ;.:· ; ... 1 • '--\.'. . ~---· ...... ,.: .. , =-.:: ~ ,· ·;·. ., '·' ,. ~1, •• {,"''' '_,,,• -~-.. ,; '.• ..,,_ : I:' .... ~ .... , ~ ·, ' .,.. .. - ··:_ :.· 'I-. j _. . . -,:::: ~ - -·-{ :-' .. r.' ' . }.· . :;. • Geotechnical • Geologic • Environmental 5,741 Palmer Way • -Carlsbad, California Q2008 • (760) 438-3155 • FAX (760) 931-0915 June 25, 2004 W.O. 4344-A-SC Del Mar Custom Homes, Inc. 2737 E. Coast Highway, Suite "B" Corona Del Mar, California 926~5 Attention: Mr. Rick Bramble Subject: Preliminary-Geotechnical Evaluation, 2554 La Costa Avenue, APN 216-3€?0-11, City of Carlsbad, 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 tt,eir 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 coriver.sation 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 a·nd slab-on-grade. Building loads are assumed to be typical for this type of relatively light construction. Removals of compressible artificial fill and weathered Tertiary Santiago Formation will be necessary prior to fill placement. Depths of removals are outlined in the "Conclusions and Recommendations" section of this report. In general, remedial removals will be on the order-of ±1½ to ±2½ feet across a majority of the site. However, localized, deeper removals cannot be precluded and should be anticipated. • To provide for uniform foundation suppqrt, overexcavation of the bedrock .sediments to a minimum depth of 4 feet below finish grade is recommended. If proposed footings or isolated pad footings are deeper than 24 inches below finish pad grade elevation, additional overexcavation will be necessary to provide a minimum 24 inches of compacted fill beneath footings. • Maximum to minimum fillthicknes$ below the foundation elements of the structures should not exceed a ratio of 3:1 (maximum:minimum). • Based on site conditions and labo.ratory testing,. the existing fill over natural slope and t~e existing cut slope, along the northern and western (respectively) margins of the site, are generally considered grossly and surficially stable in their present condition. However, long-term maintenance will be necessary due to the slopes being steeper than the current Uniform Building Code ([UBC], International Conference of Building Officials [ICBO], 1997). All settlement-sensitive improvements (i.e. pools, walkways, driveways, patios, etc.) should maintain a setback from the tops of slope. This setback may be calculated by using H/3, where H is the height of the slope. It should not be less than 1 O feet. This may be accomplished by simply deepening the footings. • The expansion potential of tested onsite soils is medium (Expansion Index [E.I.] _51 to 90). Conventional or post-tensioned foundation systems may be utilized for medium expansive soil conditions.· Should moderately expansive soils exist near finish grade at the conclusion of grading, there will be the potential for distress to flatwork, etc., owing to the nature of expansive 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 foundation_s, piping, etc. • Groundwater was not observed during the field investigation and is not expected to be a major factor in development of the site. However, due to the nature of the site materials, seepage and/or perched -groundwater conditions may develop throughout the site along boundaries of contrasting permeabilities (i.e., fill/bedrock contaqts), 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 ~ecommendations for mitigation are deemed necessary. • The existing retaining wall 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 Hones, Inc. File:e:\wp9\4300\4344a.pge GeoSoils, Ine. W.O. 4344-A-SC Page Two • The seismic acceleration values and design parameters provided herein should be considered during the design of the proposed development. • Our evaluation indicates there are no known active faults crossing the site. • Adverse ·geologic features that would preclude project feasibility, were not encountered. • The recommendations presented in this report should be incorporated into the design and construction considerations of the project. 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. 6~ Ryan Boehmer Staff Geologist RB/ JPF/DWS/jk Distribution: (6) Addressee Del Mar Custom Homes, Inc. File:e:\wp9\4300\4344a.pge · GeoSoils, lne. David W. Skelly Civil Engineer, RCE 4 W.O. 4344-A-SC Page Three TABLE OF CONTENTS SCOPE OF SERVICES ...... : .................. · ....... , ................... 1 SITI= CONDITIONS/PROPOSED ........................................... 1 SITE EXPLORATION ..................................................... 3 REGIONAL GEOLOGY .................................................... 3. SITE: GEOLOGIC UNITS ...... ; ............ .-............................... 3 Artificial Fill (Map Symbol -Af) ........................................ 3 . Tertiary· Santiago Formation (Map Symbol -T$) .......................... 4 FAULTING AND REGIONAL SEISMICITY ..................................... 4 Regional Faults ..................................... : .............. 4 Seismicity ......................................................... 6 Seismic Shaking Parameters ......................................... 7 Seismic Hazards ................................................... 7 GROUNDWAT,ER ................•........................................ 8 LIQUEFACTION.POTENTIAL ..................................... · ......... 8 LABORATORY TESTING ................ ,1 ••••••••••••••••••••••••••••••••• 9 General .......... : .......... · ..................................... 9 Classification ................. · ..................................... 9 · Moisture-Density Relations .......................................... 9 Laboratory Standard ................................................ 9 Expansion Potential . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 O Direct Shear Test . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 o Atterberg Limits .. · .... ·. . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 o Corrosion/Sulfate Testing ............ · ............................... 11 SLOPE STABILITY .......................................................... 11 Gross Stability Analysis . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11 Surficial Slope Stability .... : .. ·. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12 Summary of Slope Stability . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12 PRELIMINARY CONCLUSIONS .... : ...................................... 12 General •.................. ., ..................................... 12 ' . ; ' EARTHWORK CONSTRUCTION RECOMMENDATIONS ....................... 14 General .. : ..................... ;_, ............................... 14 Site Preparation •.......................... : . . . . . . . . . . . . . . . . . . . . . . 14 · Removals (Unsuitable Surficial Materials) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14 Fill Placement . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15 GeoSofls, lne. -Slope Considerations and Slope Design ................... , . . . . . . . . . . 15 Transitions/Overexcavation ......................................... 15 Temporary S.lopes , .......... -...................................... 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 · Medium Expansion· Potential. (E.I. 51 to 90) ....................... 18 . POST-TENSIONED SLAB.SYSTEMS ....... ; ................................ 19 Post-Tensioning Institute Method .................................... 20 CORROSION .............. · ............................................... 21 UTILITIES ................ -..... _-....................................... 21 WALL OESIGN PARAMETERS CONSIDERING EXPANSIVE SOILS ............... 21 Conventional Retaining Walls ....................................... 21 Restrained Walls ............................................ 22 Cantilevered Walls . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 22 Retaining Wall Backfill and Drainage .................................. 23 Wall/Retaining Wall Footing Transitions ............................... 23 TOP-oF:.sLOPE WALLS/FENCES/IMPROVEMENTS AND EXPANSIVE SOILS ...... 27 Expansiv~ Soils and Slope Creep .................................... 27 Top of Slope Walls/Fences. . ........................................ 27 EXPANSIVE SOILS, DRIVEWAY, FLATWORK, AND OTHER IMPROVEMENTS ....... 28 DEVELOPMENT CRITERIA .............. ~ ................................ 30 Slope Deformation ................................................ 30 Slope Maintenance and Planting ...................................... 31 Drainage ....... · ..... · ..... ·. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 31 Toe of Slope Drains/Toe Drains ..... _ ................................. 32 Erosion Control ................................................... 35 . Landscape Maintenance .... ~ 1 ••••••••••••••••••••••••••••••••••••• 35 Gutters and· Downspouts ........................................... 35 Subsurface and Surface Water ...................................... 35 Site Improvements .... _ ............................................ 36 Tile Flooring .· ........ · ............................................ 36 Del Mar Custom Homes, 'Inc. File:e:\wp9\4300\4344a.pge GeoSoils, Ine. Table of Contents Page ii · Additional Grading ....... : ...... : ................................. 36 · Footing Trench Excavation ......................................... 36 Trenching ............•... '. ........................................ 37 Utility Tr~nch ·sackfill ............................................... 37 SUMMARY OF RECOMMENDATIONS REGARDING GEOTECHNICAL OBSERVATION AND TESTING ......................... .-.... .-......................... 37 OTHER DESIGN PROFESSIONALS/CONSULTANTS .......................... 38 Pl.AN REVIEW ... : ...• · ... ; ~ .. · ............................................ 38 LfMITATIONS · ......... ~. ~ ... _. -.......................................... 39 . . ' FIGURES: Figure 1 _.: Site Location Map ......................................... 2 Figure 2-California Fault Map .......................... -.............. 5 Detail 1 -Typical Retaining Wall Backfill and Drainage Detail .............. 24 Detail 2 -Retaining Wall Backfill and Subdrain Detail Geotextile Drain ....... 25 Detail 3 -Retaining Wall and Subdrain Detail Clean Sand Backfill ........... 26 Detail 4 -Schematic Toe Drain Detail .... : ............................. 33 Detail 5 -Subdrain Along Retaining Wall Detail ......................... 34 ATTACHMENTS: Appendix A -References ............. , ..................... Rear of Text Appendix 8 -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 t -Geotechnical .Map . . . • . . . . . . . . . . . . . . . . . . . . . Rear of Text in Folder Plate 2 -Schematic Geologic Cross-Sections A-A' and 8-8' Rear of Text in Folder _Del Mar Custom Homes, Inc. File:e:\wp9\4300\4344a.pge GeoSoils, Inc. Table of Contents Page iii PRELIMINARY GEOTECHNICAL EVALUATION 2554 LA COSTA-AVENIJE APN 216-360-11 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 8), sampling, and mapping. 3.· General areal seismicity evaluatio.n (see Appendix C). 4. Appropriate laboratory testing of representative soil samples (see Appendix D). 5. Slope stability analysis 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 2554 La Costa Avenue, APN 216-360-11, 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 appears to have been previously graded and consists of a relatively _ level building pad. This site is located approximately 150 feet Mean Sea Level (MSL). A graded cut $lope with a maximum approximate height of ± 18 feet, and a maximum gradient of approximately 1.4:1 (horizontal:vertical [h:v]) descends from the building pad to the west. An approximately ±25½-foot high fill over natural slope with a maximum gradient of 1.2: 1 is located along the northern margin of the site. An approximate 3½-foot high retaining wall is located below the toe of this fill over natural slope. The site appears to drain toward La Costa Avenue via sheet flow runoff. Building 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 a wood frame and slab-on-grade. Building loads are assumed to be typical for this type of relatively light-construction. -GeoSoils, Ine. J-D TopoQuads Copyri11ht •C 1999 i:Jcl,unne Yannouth, ME 040'J6 Soun:e Dahl: USGS Base Map: Encinitas Quadrangle, California--San Diego Co., 7.5 Minute Series (Topographic), . 1968 (photorevised 1975), by USGS, 1":2000' ·O ·2_00() 4000 Scale Feet N H· w.o. 4344-A-SC SITE LOCATION MAP Figure 1 SITE EXPLORATION Surface observations and subsurface explorations were 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 diameterboring ahdtwo hand auger borings, within the site, to evaluate soil and geoiogic conditions. The approximate locations of each boring are shown on the attached Geotechnical Map (see Plate 1). Boring Logs are presented in Appendix !3. REGIONAL GEOLOGY The subject property is located within a promi'nent natural geomorphic province in southwestern California known as the Peninsular Ranges. It is characterized by steep, elongated mountain ranges and valleys that tr~nd northwesterly. The mountain ranges are underlain by basement rocks consisting of pre-Cretaceous metasedimentary rocks, _ Jurassic metavolcanic rocks~ and Cretaceous plutonic rocks of the southern California batholith. · In the San Diego County region, deposition occurred during the Cretaceous Period and Cenozoic Era in the continental margin of a forearc basin. Sediments, derived from Cretaceous-age plutonic rocks and Jurassic-age volcanic rocks, were deposited into the narrow, steep, coastal plain and continental margin of the basin. These rocks have been uplifted, eroded, and deeply incised. During early Pleistocene time, a broad coastal plain was developed from the depositi'on 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. The earth materials are generally described below, from the youngest to the oldest. The distribution of these materials is shown on Plate 1 . . Artificial Fili (Map· Symbol -AO Artificial fill (undocumented) was observed to mantle the site along the northern property margin. The artificial fill consists qf gray brown to light yellow brown to brown to olive gray sandy clays to clayey sands that were dry to damp and soft to medium dense/medium stiff . . · The u·ndocume·nted fill was non-uniform and the moisture content was observed to below Del Mar Cu~tom Homes, Inc. 2554 La Costa Avenue, Carlsbad File:e:\wp9\4300\4344a.p~e GeoSoils, Inc. W.O. 4344-A-SC June 25, 2004 Page3 current industry standards .. Therefore, these undocumented fill soils are considered potentially compressible in their existing state and will require removal and recompaction, if fill or settlement-sensitive improvem.ents are proposed Within their influence. Tertiary Santiago Formation (Map Symbol -Tsl Sediments belonging to the Tertiary Santiago Formation were observed to underlie the undocumented fill. This formation consist$· of interbedded and varicolored silty-to sandy claystones, sandy siltstones, to-sandstones, clayey sandstones, and silty sandstones. The colors vary from light gray brown to gray, to yellow brown to yellow; to orange. The consistency varies from medium stiff to stiff within the claystones/siltstones, to medium dense to dense in the sandsto·ne$. The apparent moisture content varies from dry to damp. Geologic structure exposed within the bedrock was generally massive to weakly ~edded, and generally flat-lying to slightly inclined. FAULTING AND REGIONAL SEISMICITV Regional Faults Our review indicates that there are no known active faults crossing this site within the area proposed for development, and the site is not within an Earthquake Fault Zone (Hart and Bryant; 1997). However, the site is situated in an area of active as well as potentially active faulting. These include, but are not limited to: the San Andreas fault; the San Jacinto fault; the Elsinore fault; the Coronado· Bank fault zone; and the Newport-Inglewood -Rose Canyon fault zone. The location or these, and other major faults relative to the site, are -indicated on Figure .2 (California Fault Map). The possibility of ground acceleration, or shaking at the site, may be considered as approxi,mately similar to the southern California region as a whole. Major active fault zones that may have a significant affect on the site, should they experience activity, are listed in the following table (modified from Blake, 2000a)': · · · · · Rose Canyon Newport-Inglewood (Offshore) Coronado Bank Elsinore-Temecula Elsinore-Julian Elsinore-Glen Ivy Del Mar Custom Homes, Inc.· 2554 La Costa'Avenue, Carlsbad. File:e:\wp9\430P\4344a.pge GeoSoils, Inc. 6.3.(10.2) 11.4 (18.4) 21.3 (34.2) 24.5 (39.4) 24.5 (39.4) 38.9 (62.6) W.O. 4344-A-SC June 25, 2004 Page4 1000 900 800 . 700 600 500 400 300 200 100 0 CALIFORNIA FAULT MAP DEL MAR CUSTOM HOMES, INC. -100 +-'--'-~+-'-.......... ....._1-'-..__._...L...f,, ......... -'-"--t-.......... ....l.,a..,l-f-l.....3>..-'--'--f-'-'-,.__.,.,+-'-.......... ....__l-'-..__._-'-+_.......L......L...-'-I -400 . -300 -200 -too· 0 100 200 300 400 500 600 W .0. 4344-A-SC_ Figure 2 GeoSoils, Ine. Earthquake Valley Palos Verdes San Jacinto-Anza · San Jacinto-San Jacinto Vallev Seismicity APPROXIMATE DISTANCE MILES (KM) 39.5 (63.5) 42.0 (67.6) 47.2 (76.0) 49.2 (79.2) The acceleration'."'attenuation relations of Bozorgnia, Campbell, and Niazi (1999) and Campbell and Bozorgnia (1997 Revised) have been incorporated into EQFAULT (Blake, 2000a). EQFAULT is a computer program developed by Thomas F. Blake (2000a), which performs deterministic seismic hazard analyses using digitized California faults. as earthquake sources. The program estimates the closest distance between each fault and a given site. If a fault is found to be within a user-selected radius, the program estimates peak horizontal ground acceleration that may occur at the site from an upper bound ("maximum credible") earthquake on that fault. Site acceleration (g) is computed by one or more user-selected acceleration-attenuation. relations that are contained in EQFAULT. Basec! on the EQFAUL T program, peak horizontal ground accelerations from an upper' bound event at the site. may be on the order of 0.49g to 0.58g. 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, Campbelt, 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 .o seismic events within a 1 b0-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, 2003, 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 analyse~-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. 2554 La Costa Avenue, Carl~bad File:e:'iwp9\4300\4344a.pge GeoSoils, Ine. W.O. 4344-A-SC June 25, 2004 Page6 velocity levels. Based on a revi'ew of this data, and considering the relative seismic activity of the southern California region, a peak· horizontal ground acceleration of 0.28g was calculated. This value was chosen as it corresponds to a 1 O percent probability of exce~dance in 50 years (or a475-year return period). Computer printouts of the FRISKSP prog.ram 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: ·:'*;;,·,~-.. ,,. ·t,ir··, .. ,.iitje::te·i=r'f·'t' 'B ::-··, ..... "F>'·i'0.~· :s.,ii:/;,,199,1>: .c C, .. ,., ... , : ih :A ~E:·NQ~,hi.il'!;{~, tt;~tftJ: ·se.1sM1c::PARAMETERsi~}J:: ·: Seismic Zone (per Figure 16-2*) 4 Seismic Zone Factor (per Table 16-1*) 0.40 Soil profile Type (per Table 16-J*) So Seismic Coefficient Ca (per Table 16-Q*) · 0.44N2 Seismic Coefficient Cv (per Table 16-R*) 0.64Nv Near Source Factor N2 (per Table 16-S*) 1.0 Near Source Factor Nv (per Table 16-T*) 1.0 Distance to Seismic Source 6.3 mi (10.2 km) .. Seismic Source Type (per Table 16-U*) B Upper Bound Earthquake (Rose Canyon fault) Mw6.9 * Figure and Table references from Chapter 16 of the UBC (ICBC, 1997) Seismic Hazards The following list includes other seismic related hazards that have been considered during .our evaluation of the-site. The hazards, listed, are considered negligible and/or completely mitigated as a result of site location, soil characteristics, and typical site development procedures: · · • Tsunami • Dynamic Settlement • Surface Fault Rupture • · Ground Lurching or $hallow Ground Rupture • Seiche Del Mar Custom Homes, Inc. 2554 La Costa Avenue, Carlsbad File:e:\wp9\4300\4344a.pge GeoSoils,. lne. W.O. 4344-A-SC June 25, 2004 Page7 · It is important to keep in perspective that in the event of a maximum probable or credible earthquake. occurring, on any of the nearby major faults, strong ground shaking would occur in the subject.site's general area. Potential damage to any structure(s) would likely be greatest from the vibrations and impelling force caused by the inertia of a structure's mass than from those induced by the hazards considered above. This potential would be no greater than that for other existing structures and improvements in the immediate vicinity.· : · , . GROUNDWATER I Subsurface water was not encountered within the property during field work performed in preparation· of this report. Subsurface water is· not anticipated to adversely affect site . development, provided that the recommendations contained in this report are incorporated into final design and construction. 'These observations reflect site conditions at the time of our investigation and do not preclude future changes in local groundwater conditions from excessive irrigation, precipitation,. or that were not obvious at the time of our investigation. The regional groundwater table is anticipated to be near Mean Sea Level (MSL [approx.imately 150 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 perched groundwater conditions develop, this office could assess the affected area(s) and provide t~e appropriate recommendations to mitigate the observed groundwater ~onditions. 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 damaging deformations. This phenomenon occurs only below the water table; but after liquefaction has developed, it can propagate upward into overlying, non-saturated soil as excess pore water dissipates. Typically, liquefaction has a relatively low potential at depths greater than 45 feet and is virtually unknown below. a depth of 60 feet. Liquefaction susceptibility is related to numerous factors and the following conditions should be concurrently present for liquefaction to occur: 1) sediments must be relatively young in age and not have developed a large amount of cementation; 2) sediments generally must consist of medium to fine grained relatively cohesionless sands; 3) the sediments must have low relative·.d_ensity; 4) free groundwater must b~ present in the Del Mar Custom Homes, Inc. 2554 La Costa Avenue, Carlsbad File:e:\wp9\4300\4344a.pge GeoSoils, lne. W.0. 4344-A-SC June 25, 2004 Pages sediment; and 5) the site must experience a seismic event of a sufficient duration and magnitude, ,o 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 surface. The other effect is lateral sliding .. Significant permanent ·1ateral movement generally occurs only when there is significant differential loading, such as ti.II or natural ground slopes within susceptible materials. No sue~ loading conditions exist on the site since the site is predominately µnderlain by dense/hard sedimentary bedrock. · In the site area, we found there is a potential for seismic activity. However, the regional groundwater table is located approximately 150 .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 adverse 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 qonstitute 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. · Classification .. . Soils were classified visually according to-the Unified Soils Classification System. The soil classifications are shown on the -Soring _Logs in. Appendix B. Moisture-Density Relations · The field moisture cor:itents and dry unit weights were-determined for selected undisturbed samples in the laboratory. The dry unit weight was determined in pounds per cubic foot {pcf), and the field moisture content was determined as a percentage of the dry weight. The results of these tests are shown on the Boring Logs in Appendix B. Laboratory Standard The maximum dry density and optimum moisture· content was determined for the major soil type encountered in the exploratory bor1ngs. The laboratory standard used was ASTM D-1557. The moisture-density relationship obtained for this soil is shown below: Del Mar Custom Homes, Inc. 2554 La Costa Avenue, Carlsbad File:e:\wp9\4300\4344a.pge GeoSoils, lne. W.O. 4344-A-SC June 25, 2004 Page9 ~ . . ·. BORING . MAXIMUM .. OPTIMUM . " ,,• , .. ::. SOIL TYPE .-,.,-. AND DEPTH DRY DENSITY MOISTURE , '. < r '~ ;' ' ,•, .,, '• .. .•.,,.' '(FT).·, (PCF) CONTENT(%) ., .. . '. 'f' . , .. '. -... ' ·., . .. \ ·._ ,,, .. .. .. Light Green Gray, CLAY w/SAND 8-1 @0-5 114.0 15.5 l:xpansion Potential Expansion testing· was performed on a represent~tive sample of site soil in accordance with U BC Standard 18-2 .. The result of the expansion testing is presented in the following table. · Direct Shear Test Shear testing was performed on representative, "remolded and 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 Appendix D: 8-1 @0-5 (remolded) . 8-1 @20 undisturbed . Atterberq Limits . 126 2,890 28 120 27 6 . 598 32 · Testing was performed on a selected representative fine grained soil sample to evaluate the·li.quid limit, plastic li!Tlit and plasticity index in general accordance with ASTM D4318-64. · The test result is presented in the following table and in Appendix D. Oel Mar Custom Homes, Inc. 2554 La Costa Avenue, Carlsbad File:e:\wp9\4300\4344a.p_ge OeoSoils, Inc. W.O. 4344-A-SC June 25, 2004 Page 10 .. LIQUID LIMIT , , PLASTIC LIMIT PLASTICITY IND 40 18 22 Corrosion/Sulfate Testing A typical sample of the site material was analyzed by· M. J. Schiff and Associates, Inc., for corrosion/acidity· and suifate -potential. The testing included determination of soluble suifates, pH,· and saturated resistivity. Results indicate that site soils are mildly alkaline (pH= 7.5) with respect to acidity and have a saturated resistivity of 530 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 0.0512 percentage by weight. This corresponds_to a negligi_ble sulfate exposure to concrete (UBC range for negligible sulfate exposure is o.oo 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 0.. · · · SLOPE STABILITY Conventional slope stability analyses were performed utilizing the PC version of the computer program GSTABL7 v.2. The program performs a two-dimensional ·1imit · 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 ±25-foot high,-1.2:1 (h:v) fill over natural slope along the northern property margin, is presented as Cross Section A -A'. The maximum ±18-foot high, 1.4:1 (h:v) c.utslope is-pres·ented as Cross Section 8-8'. The results of the analyses, based on our approximate field measurements, are included in Appendix E. ' Gross Stability Analysis ·calculated factors-of-safety greater than 1._5 from a static viewpoint, and greater than 1.1 from a seismic viewpoint, have been obtained for the existing graded and natural slopes, based on our approximate field measurements. The results of the analyses are included in Appendix E. Del Mar Custom Homes, Inc. · 2554 La Costa Avenue, Carlsbad -File:e:\wp9\4300\4344a.pge GeoSoils, lne. W.0. 4344-A-SC June 25, 2004 Page 11 Surficial Slope Stability The surficial stability of the existing slope has been analyzed. Our evaluation indicates a surficial factor of safety greater than 1.1, from a static viewpoint, for the existing graded and natural slopes., based.on our approximate field measurements. Summary of Slope Stability · · . Based on our .analyses~· the existing fill over natural and cut slopes are grossly and surficially stable in their pres,ent condition. 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 ~xisting slopes may be subject ,to slope creep because they have be·en previously constructed at a gradient that is steeper than code (2:1 [h:v]). Therefore, increased mainten;:tnce to the slopes and/or settlement-sensitive improvements (i.e. pools, walkways, driveways, patios, etc.), constructed, within 1 O feet from the tops of these slopes, may be required. · . PRELIMINARY CONCLUSIONS General Based on our field explorat_ion, iaboratory testing, and g·eotechnical engineering analysis, it is our opinion that the site appears suitable for the proposed development from a geotechnical engineering and geologic viewpoint, provided that the recommendations presented in the following sections are incorporated into the design and construction phases of site· development. The primary geotechnical concerns with respect to the proposed development are: • ,. • • • • Depth to competent bearing soils and remedial removals . Overexcavation of the building pad. Potential for perched groundwater after development Expansion and corrosion potential of site soils . Slope stability of the existing graded-(cut) and natural slopes . Regional seismicactivity . The recommendations presented herein consider these as well as other aspects of the site. The · engineering analyses performed concerning site preparation and the recommendations presented herein have been completed using the information provided and obtained during our field work. · In the event that any significant changes are made to proposed site development, the conclusions and recommendations contained in this report shall not be considered valid unless the changes are re~iewed and the recomme~dations of this report verified or Del Mar Custom Homes, Inc. 2554 La Costa Avenue, Carlsbad File:e:\wp9\4300\4344a.pge GeoSoils, lne. W.O. 4344-A-SC June 25, 2004 Page 12 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. t. 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 trye fill. · 2. Geologic observations should be performed during grading to verify and/or further -evaluate geologic conditions. Although;Cmlikely, if adverse geologic structures are encountered,. supplemental recommendations and earthwork may be warranted. 3. Existing undocumented artificial fill on the order of ± 1 ½ feet thick and the upper ± 1 foot. of the weathered bedrock are considered unsuitable for the support of $ettlement-sensitive improvements and/or engineered fill in their present condition, based on current industry standards. Total removals should be on the order of ±1½ to +2½ feet below the existing· grade. However, localized deeper removals cannot be precluded. These materials are potentially compressible in their present condition, and may be subject to differential settlement. Mitigation in the form of removal and recompactiori will be necessary. - 4. To provide for uniform fou.ndation· support, overexcavation of the bedrock to a minimum depth of 4 feet below finish grade is recommended. If proposed footings or isolated pad footings are deeper than 24 inches below finish pad grade elevation1 additional overexcavation will be necessary to provide a minimum 24 inches of compacted fill beneath footings. 5. . In general and based upon the available data to date, groundwater is not expected to be a major factor tn dev~Iopment · of the site assuming shallow excavations. However, perched groundwater conditjons along fill/bedrock deposit contacts, and along zones of contrasting permeabilities, may not be precluded from occurring in the future due to site irrigation, poor drainage conditions, or damaged utilities, and should be anticipated. Should perched groundwater conditions develop, this office could assess the affected area(s) and provide the appropriate recommendations to mitigate the observed groundwater conditions. In addition, subdrainage systems for the control_ of. localized groundwater seepage should be anticipated. The -proposed locations of sL1ch drains can be delineated at the grading plan review stage of planning. Further, perched groundwater should be anticipated after _ development. This potential should be disclosed to all owners. 6. , Due to the nature of some of the on site materials, 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 further evaluated during grading and/or the grading plan review stage .. Del Mar Custom Homes, Inc. 2554 La Costa Avenue, Carlsbad . File:e:\wp9\4300\4344a.pge GeoSoils, lne. W.O. 4344-A-SC June 25, 2004 Page 13 . ,. l 7. General Earthwork and Grading Guidelines are provided at the end of this report as Appendix F. Specific recommendations.are provided below. 8. Our laboratory.test results and-experience on nearby sites related to expansion potential indicate that soils with medium expansion indices underlie the site. This . should be considered durihg-project design. Foundation design and construction recommendations are proyided herein for a medium expansion potential classification . 9. Our slope stability analyses indicate that the existing graded and natural slopes are grossly and surficially stable in their present condition. 1 o. The seismicity-acceleration values provided in the "Faulting and Regional Seismicity" section of this report should be considered during· the design of the proposed development. EARTHWORK CONSTRUCTION RECOMMENDATIONS . General ' ' All grading should co11form to the guidelines presented in Appendix Chapter A33 of the UBC, th~ 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 the earthwork schedule. During earthwork construction, all site preparatiqri and the general grading procedures of . the contractor should be observed and the fill selectively tested by a representative(s) of GSI. If unusual orunexpected conditions are exposed in the field, they should be reviewed . by this office and, if warranted, modified and/or additional recommendations will be offered. All applicable requirements of local and national construction and general industry safety orders, the Occupational Safety arid Health Act (OSHA), and the Construction Safety Act should be met. Site Preparation All deleterious materials should be removed from the site prior to the start of construction. Removals (Unsuitable.Surficial Materials) All existing artificial fill, on the order of ± 1 ½ feet thick and the upper 1 foot of the weathered Santiago Formation 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 Del Mar Custom Homes, Inc. 2554 La Costa Avenue, Carlsbad File:e:\wp9\4300\4344a.pge ·aeo$oils, Ine. W.O. 4344-A-SC June 25, 2004 Page 14 settlement-sen.sitive 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 soil 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 size-analysis, specifi<h gravity, relative compaction, expansion testing·, and blended imporVnative characteristics as deemed necessary. Import . soils for a fill cap should b~ 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 and other considerations. Slope Considerations and Slope Design · Our slope stability analysis indicates that the existing slopes 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 recommf3ndations in _the General Earthwork and Grading Guidelines section of this repqrt (see· Appendix F), and the following: • Fill slopes should bedesignedartd constructed ata2:1 (h:v) gradient, orflatter, 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. Guidelines for slope construction are presented in Appendix F. Transitions/Overexcavation In order to provide for the uniform support of the proposed structures, a minimum 4-foot thick fill blanket is recommended. Therefore, the lot should be overexcavated a minimum 4 feet below finish pad grade in order to provide for a minimum 3-foot compacted fill blanket. The ·overexcavation of the ouilc;:fing pad should minimally extend 5 feet laterally outside the building footprint, .or a 1. :1 (h"v). If proposed footings or isolated pad footings are deeper than 24 inches belowfinish pad grade elevation, additional overexcavation will be necessary to provide a -minimum 24 inches. of compacted fill beneath the footing. . Del Mar Custom Homes, Inc . . 2554 La Costa Avenue, Carlsbad File:e:\wp9\4300\4344a.pge OeoSoils, lne. W.O. 4344-A-SC June 25, 2004 Page 15 Maximum to mi'nimum fill thickness below the foundation elements of the structures should not exceed a ratio of3:1 (maxirnum:minimum). Temporary Slopes . Unsupported excavations should be· tonstructed in accordance with criteria established in Article 6 of the Sta.te of California, Construction Safety Orders (CAL/OSHA) for Type "B" soils. On a preliminary basis, temporary slopes for removals may be inclined at gradient of 1 :1 (h:v). _Heavy equipment and/or stockpile should not be stored within 5 feet of any .: -temporary cut' slope. Additionally, heavy equipment should not be operated within 5 feet -from the top of any temporary cut slope. Temporary 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 tempo_rary cut slope conflicts with property boundaries, shoring may be necessary. SUBDRAINS Subdrainage systems for the control. of localized perched water seepage may be · necessary and will be evaluated during site grading, based on the presence of buried swales, thickness of fill cover, and flowline gradient$ into suitable outlets. Subdrains will also likely be required after development, and this. condition should be disclosed to all owners .. RECOMMENDATIONS -FOUNDATIONS Preliminary Foundation Design In the eveni that the informatio'n concerning the proposed development plans is not correct, or any ch_ange~ in the design, location, or loading conditions of the proposed structures are made, the conclusions and recommendations contained in this report are for'the subject site-only-, and shall not be considered valid unless the changes are reviewed -and conclusions of this report are modified or approved in writing by this office. -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 our field investigation, laboratory testing, and engineering analysis. Upon request, GSI could provide additional consultation r~garding 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.l."51 to-90). Preliminary recommendations for foundation des_ign and construction are presented below. Final foundation recommendations will be _ Del Mar Custom Homes, Inc. · · 2554La Costa Avenue, Carlsbad: File:e:\wp9\4300\4344a.pge . G-oSoils, lne. W.O. 4344-A-SC June 25, 2004 Page 16 provided at the conclusion of grading, based on laboratory testing offillmaterials exposed at finish grade. . · -_ ; Bearing Value 1. The foundation systems should be designed and constructed in accordance with guidelines presented in the latest ~dition ofthe UBC. 2. -_ An allowable bearing value of 1,500 pounds per square foot (psf) may be used for design of continuous footings 12 inches wide and 12 inches deep, and for design · of isolated pad footings 24 inches square and 24 inches deep, founded entirely into compacted fill and connected by grade beam or tie beam in at least one direction. - · This value may be increased by 20 percent for each additional 12 inches in depth ·to a maximum value of 2,500 psf. The above values may be increased by one-third when considering short duration seismic or wind loads. No increase in bearing for footing width is recommended. · · Lateral Pressure 1. For lateral sliding· resistance, a 0.30 coeffident of friction may be utilized for a concrete to soil contact when multiplied by the dead load. ' ' 2. Passive earth pressure may be computed as an equivalent fluid having a density of 250 pcf with a maximum earth pressure of 2,500 psf. 3. When combining passive pressure and frictional resistance, the passive pressure component should be reduced by one-third. Preliminary Foundation Settlement Evaluation ·Foundation systems should be designed, to accommodate a differential settlement of at least ¾-inch in a 40-foot span., Footing Setbacks All footings should maintain a minimum 10-foot horizontal setback from the base of the footing to-any descending slqpe. 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 0 feet,· nor need be greater than 40 feet. Footings adjacent to unlined drainage swales should be deepened to a minimum of 6 inches below the invert of the adjacent unlined swale. Footings for structures ~djacent to retaining walls should be deepened so . as _to extend below a 1 :1 projection 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 Exp~msive Soils" section of this report. · Del Mar Custom Homes, Inc. 2554 La Costa Av~nue; Carlsbad File:e:\wp9\4300\4344a.pge · GeoSoils, lne. W.O. 4344-A-SC June 25, 2004 Page 17 .. Construction The follqwing foundation construction recommendations· are presented as a minimum criteria from a soils engineering standpoint The onsite soil expansion potential is generally medium (E.I. 51 to 90). Conventional foundations may be utilized for medium expansive soil conditions. Alternatively post-tension foundations may be utilized. Preliminary recommendations for conventional and 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 tak~ precedence over the following minimum requirements. Final foundation design will be provided based on the expansion potential of the finish grade soils encountered at the con~lusion of grading. Medium Expansion Potential. (E.I. 51 to. 90) 1. For site soils with high plastic range. (plasticity index >15), the design for . conventional slab-on-ground foundations should follow the requirements of Section 1815 of the UBQ (ICBO, 1997): . · 2. Conventional continuous footings should be founded at a minimum depth of 18 inches below the lowest adjacent ground surface for one-story floor loads or 24 inches below the lowest adjacent ground surface for two-story floor loads into properly compacte~ fill. · · Footings ·for three-story floor loads should have a minimum width and depth of 24 inches. All footings· should be reinforced with a minimum of two No. 4 · reinforcing bars at the top and two No. 4 reinforcing bars at the bottom. Isolated · interior and/or exterior piers a·ntj columns are not recommended. 3. A·grade beam, reinforced as above, and at least 18 inches square, should be provided across the garage entrances. The base. of the reinforced grade beam should be at the same elevation as the adjoining footings. 4. Concrete slabs should be underlain by a vapor barrier consisting of a minimum of 10-mil, polyvinyl-chloride membrane With all laps sealed, per the UBC. The vapor barrier should be placed mid-depth within 4 inches of washed sand to aid in uniform curing or the concrete and to prevent puncture of the vapor ba~rier. · 5. · Concrete slabs,·including garage areas, should be a minimum of 5 inches thick, and reinforcetj with No. 4 -reinforcement bars placed on 18-inch centers, in two horizontally perpendicular directi_ons (Le., long axis and short axis). All slab reinforcement should be supported to ensure proper mid-slab height positioning during placement of the concrete. "Hooking" of reinforcement is not an acceptable method of positioning. Del Mar Custom Homes, Inc. 2554 La Costa Avenue, Carlsbad File:e:\wp9\4300\4344a.pge OeoSoils, lne. W.O. 4344-A-SC June 25, 2004 Page 18 -6. : Garage slabs· should be poured separately from the residence footings and be quartered with expansion joints or saw cuts. A positive separation from the footings should be mai,:itained with ·expansion joint material to permit1relative movement. 7. Presaturation ofslab areas is recommended for these soil conditions. The moisture -content of each slab area should be at least 120 percent of the soil'.s optimum -moisture content and be verified by the soil engineer to a depth of 24 inches below the adjacent ground grade in the slap areas, within 72 hours of the vapor barrier · placement. 8. As an alternative, an engineered post-ten~ion foundation system _may be used. Post-tension foundation recommendations are provided ·herein. 9. Soils generated from footing excavations to be used onsite should be compacted to· a minimum relative· compaction 90 percent of the laboratory standard, whether it is to be placed inside_ the foundation perimeter or in the yard/right-of-way areas. This material must not alter positive drainage patterns that direct drainage away from the structural· areas and toward the street. 1 O. · Foundations near the top of slope should be deepened to conform to the latest _ edition of the Use (ICBO, 1997) and provide a minimum of 7 feet horizontal distance from the slope face. Rigid block wall designs located along the top of slope should be reviewed by a soils engineer. POST-TENSIONED SLAB SYSTEMS As·an alternative to conventional foundations, post-tension foundations may be utilized. The recommendations presented below should be _followed in addition to those contained in the previous sections, as appropriate. The information and recommendations presented belovy in this section are not meant to supercede design by a registered structural engineer or civil engineerfamiliarwith post-tensioned slab design: Post-tensioned slabs should be designed using sound engineering pr~ctice and be in accordance with local and/or national code requirements. Upon request, GSI can provide additional data/consultation · regarding soil parameters as related to post-tensioned slab design. 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 tothe·Genter, causing a 11dishing11 or 11arching11 of the slabs. To mitigate this· possibility, a combination of soil presaturation and construction of a perimeter "cut Off' wall should be employed. · Perimeter cut off walls-should be a minimum of 24 inches deep for expansive soils. The cut ·off walls' may b_e integrated into th~ slab d~sign or independent of the slab. The Del Mar Custom Homes, Inc .. 2554 La Costa Avenue, Carlsbad · File:e:\wp9\4300\4344a.pge GeoSoils, Ine. W.O. 4344-A-SC June 25, 2004 Page 19 concrete slab should be a minimum of 5 inches thick. Slab underlayment should consist of 4 inches of washed sand with a vapor barrier consisting of 10-mil polyvinyl chloride or equivalent placed mid-depth within the sand, with all laps sealed, per the UBC. · I_ • • ••• ,,... Specific soil presaturation is reqµired if medium -expansive soils are exposed at finish grade. The moisture content of the slab subgrade soils should be equal to, or greater than, 1 ~o -percent of the soil's optimum moi~ture content to a depth of 24 inches for medium expansive soils. -_ Post-Tensioning Institute Method . Post-tensioneq. 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 corn.er, edge, ·or center of the slab. The potential _for differential uplift can be evaluated using the 1997 UBC, 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 Institute design method. Thornthwaite Moisture Index -20 inches/year Correction Factor for Irrigation 20 inches/year Depth to Constant Soil Suction 7feet Constant soil Suction (pf) 3.6 . Modulus of Subgrade Reaction (pci) 75 Moisture Velocitv 0.7 inch.es/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 awa.y from structures. Therefore, it is important that information regarding drainage, site maintenance, settlements, arid effects of expansive soils be p~ssed on to future-owners. Based on the above parameters, the following values were obtained from figures or tables of the 1997 UBC 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. Del Mar Custom Homes, Inc. 2554 La Costa Avenue, Carlsbad File:e:\wp9\4300\4344a.pge Geo~oils, ine. W.O. 4344-A-SC June 25, 2004 Page 20 EXPANSION IND~ OF MEDIUM EXPANSION · SOIL SUBGRADE . (E.I. =. 51-90) em center lift 5.5 feet e111 edge lift 4.0 feet y m center lift 2.7 inches Vm edge lift 0.75 inch Deepened footings/edges around the slab perimeter must be used to minimize non- uniform surface moisture migraUon (from an outside source) beneath the slab. An edge depth. of 12 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 foundation and the California Foundation.Slab Method should be adhered to during the design and construction phase· of the project. Should open bottom planters be planned d.irectly adjacent to the 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 qonditioning (NC} units should be supported by slabs that are incorporated into the building foundation or constructed on a rigid slab with flexible couplings for plumbing and electrical lines. NC waste waterlines should be drained to a suitable outlet. WALL-DESIGN PARAMETERS CONSIDl:RING EXPANSIVE SOILS Conventional Retaining Walls · \ The design parameters provided below assume that either very low expan~ive soils (Class 2 permeable filter material or Class 3 aggregate base} or native materials are used .Del M,,u Custom Homes, Inc. -. 2554 La Costa Avenue, Carlsbad File:e:\wp9\4300\4344a.pge GeoSoils, Ine. W.O. 4344-A-SC June 25, 2004 Page 21 -·- 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 thi~ report, as appropriate. Footings should be embedded a minimum of 18 inches below adjacent grade (excluding landscape layer, 6 inches) and should be 24-inches in width: There should be no increase in bearing for footing width. Recommendations for specialty yvalls (i.e., crib, earthstone, geogrid, etc.) can be provided upon request, and would be based on site specific conditions: Restrained Walls Any retaining yvalls that will be restrained prior to placing an·d compacting backfill material or that have re-entrant or male corners, should be designed for an at-rest equivalent fluid pressure (EFP) 9f 65 pounds per cubic foot (pcf), plus any applicable surcharge loading. For areas of male or re-entrant corners, the restrained wall design should extend a minimum distance of twice the height of the wall (2H) laterally from the corner. Cantilevered Walls The recommendations presented below are for cantilevered retaining walls up to 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 de~ign, provided the top of the wall is not restrained from minor deflections. An equivalent · fluid pressure approach may be used to compute the horizontal pressure against the wall. Appropriate fluid unit weights are given below for specific slope gradients of the retained material. These do not include other superimposed loading conditions due to traffic, structures,. seismic events or adverse geologic conditions. When wall configurations are finalized, the appropriate loading conditions for superimposed loads can be provided upon request. · · Level*. 2 to 1 38 55 50 65 * Level backfill behind a retaining ~all is defined as compacted earth materials, properly .drained, without a slope for a c;f istance of 2H behind the wall. Del Mar Custom Homes, Inc. 2554 La Costa Avenu.e, Carlsbad . File:e:\wp9\4300\4344a.pge GeoSoils, Jne. W.O. 4344-A-SC June 25, 2004 Page 22 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 ar:e 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 and Drainage Detail). For limited access and confined areas, (panel) drainage behind the wall may be constructed in accordance with Detail 2 (Retaining Wall Backfill and Subdrain betail Geotextile Drain). Materials with an expansion index (E.I.) potential of greater than 90 should not be used-as backfill for retaining walls. For more onerous expansive situations, backfill and drainage behind the retaining wall should conform with Detail 3 (Retaining Wall And Subdrain Detail Clean Sand Backfill). Outlets should consist of a 4-inch diameter solid PVC 9r ABS pipe spaced no greater than + 100 feet apart, with a minimum of two outlets, one on each end. The use of weep holes in walls higher than_2 feet should not be considered. The surface of the backfill should be . sealed by pavement or the top 18 inches compacted with native soil (E.I. s 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 t_o 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 ofreinforcing 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 ~ccommodated. Expansion joints should be sealed with a flexible, n_on-shrink grout. c) . _ Embed the footings entirely into native .formational material (i.e., deepened footings). Del Mar Custom Homes, Inc. - 2554 ~a Costa Avenue, Carlsbad . _ File:e:\wp9\4300\4344a.pge GeoSoils, Ine. W.O. 4344-A-SC June 25, 2004 Page 23 . Provide Surface Drainage (!)waterproofing Membrane (optional) .@weep Hole Finished Surface .:!:12" DETAILS N . T . S . 2 Native Backfill Slope or Level Native Backfill Native Bac~fill @ Pipe @ WATERPROOFING MEMBRANE (optional): Liquid bo_ot or approved_ equivalent. ®.ROCK:··. 3/4 to 1-1/2" (inches) roc;k. @ FILTER FABRIC: Mirafi 140N or approved equivalent; place fabric flap behind core. @ PIPE: 4" (inche~) diameter perforated PVC. schedule 40 qr approved alternative with minimum of 1% gradient to proper outlet point. -@ WEEP HOLE: . Minimum 2" (inches) diameter placed at 20' (feet) on centers along the wall, and 3" (inches) above finished surface. '(No weep holes for basement walls.) • TYPICAL.RETAINING WALL BACKFILL AND DRAINAGE DETAIL DETAIL 1 Geotechnical • Geologic • Environmental DETAILS N . T . S . Provide Surface Drainage CDwaterproofing Mem_brane ( optional) @ We~pHole Finished Surface @ WATERPROOFING MEMBRANE (optional): liquid boot or approved equivalent. @ DRAIN: 2 . Native Backfill Slope or Le~~I Native Backfill @ Filter Fabric @Pipe Miradrain 6000 or J-drain 200 or equivalent for non-waterproofed walls. Miradrain 6200 ·or J-drain 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 wall$.) .. RETAINING WALL BACKFILL AND SUBDRAIN DETAIL GEOTEXTILE DRAIN DETAIL 2 Geotechnical • Geologic • Environmental H DETAILS N . T,. S 2 Native Backfill Provide Surface Drainage · ;t12" H/2 min. © Waterproofing Membrane (optional) " @ Weep Hofe : 3__._·,_ ........ __._ ___________ @ Clean @ Filter Fabric : Finished Surface ·@ Roe ,. Heel Width @ WATERPROOFING MEMBRANE (optional): Liquid boot or approve~ equivalent .. @ CLEAN SAND· ~ACKFILL: 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) diameter placed at 20' (feet) on centers along the wall~ and 3" (inches) above finished surface. (No weep holes for basement walls.) RETAINING WALL AND SUBDRAIN DETAIL . CLEAN SAND BACKFILL DETAIL 3 Geotechnical • Geologic • Environmental 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 f.ollow recommendation 11a11 (above) and until such transition is between 45 and 90 degrees to the wall alignment. TOP-OF-SLOPE WALLS/FENCES/IMPROVEMENTS AND EXPANSIVE SOILS -Expansive Soils and Slope Creep Soils at the site are likely to be expansive and therefore, become desiccated when allowed to dry. Such soils are susceptible to surficial slope creep, especially with seasonal changes fn moisture content. · Typically in southern California, during the hot and dry summer period, these soil~ become desiccated and shrink, thereby developing surface cracks._ The extent and qepth 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 O feet, this creep related soil movement will typjcally impact all rear yard flatwork and other secondary imprqvements 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 ass~ciation. Top of Slope Walls/Fences Due to the potential for slope creep for slopes higher than about 1 o feet, some settlement and tilting of the walls/fence with the corresponding distresses, should be expected. To . ·mitigate Jh~ 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 design of the grade beam and caissons should be in accordance.with the recommendations of the project structural engineer, and include the utilization of the following geotechnical parameters: Del Mar Custom Homes, Inc. ·· 2554 La Costa Avert_ue, Carlsbad · File:e:\wp9\4300\4344a.pge GeoSoils, lne. W.O. 4344-A-SC June 25, 2004 Page 27 Creep Zone: · Creep Load: Point of Fixiiy: Passive Resistance; · 5-foot vertical zone below the slope face and projected upward parallel to the sfope 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 pqunds 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·. 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, shc;,uld be disregarded. Allowable Axial Capacity: · Shafi: capacity : Tip capacity: 350 psf applied below the point of fixity over the surface area of the shaft. '4,500 psf. EXPANSIVE SOILS, DRIVEWAY, FLATWORK, AND OTHER IMPROVEMENTS The soil materials on site are likely to be expansiye. 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 s_labs 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 poµring concrete. · Del Mar Custom Homes, Inc. . 2554 La Costa Avenue, Carlsbad .. File:e:\wp9\4300\4344a.pge GeoSoils, l~e. W.O. 4344-A-SC June 25, 2004 Page 28 · 2. Concrete slabs should be cast ·over a .relatively non-yielding surface, consisting of a 4-inch layer of crushed rock; gravel, or clean sand, that should be compacted and level prior to pouring concrete. The layer should wet-down completely prior to · pouring concrete, to minimiz~ loss of concrete moisture to the surrounding earth materials. 3. · E:xterior slabs shot.(ld be a minimum of 4 inches thick. Driveway slabs should be 5 inches thick, and approaches should additionally _have a thickened edge (12 inches) adjacent to all landscape ;;1reas, to help impede infiltration of landscape water under the slab. · · 4: The use of tr?tnsverse and longitudinal control joints ~re recommended to help control slab cracking due to concrete shrinkage or expansion. Two ways to mitigate . such cracking are: a) add a sufficient amount of reinforcing steel, increasing· tensile. strength of the slab; and, b) provide an adequate amount of control and/or expansion joints to acco111modate anticipated concrete shrinkage and expansion. ·1n 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/s inches deep, often enough so that no section is greater than 1 O feet by 1 o feet. For sidewalks or narrow slabs, control joints should be provided at1 intervals of every 6 feet. The slabs should be separated from the foundations and sidewalks with expansion joint filler material. 5. No traffic should be allowed upon the newly poured concrete slabs until they have been properly cured to within 75 percent of design strength. Concrete compression strength should be a minimum of 2,500 psi. .... 6. Driveways, sidewalks, and.patio slabs adjacent to t_he house should be separated from the house with thick expansion joint filler materiaL In areas directly adjacent to a continuous source of moisture (i.e., irrigation, planters, etc.), all joints should · be additionally sealed with flexible mastic. 7. Planters and walls should not be tied to the house. 8. Overhang structures should be supported on the slabs, or structurally designed with continuous footings tied in at least two directions. 9. ·Any masonry landscape walls that are to be constructed throughout the.property should be grouted and articulated in segments no more than 20 feet long.· These segments should be keyed or doweled together. Del Mar Gustom Homes, Inc. 2554 La Costa Avenue,. Carlsbad File:e:\wp9\4300\4344a.pge GeoSoils, Ine. W.0. 4344-A-SC June 25, 2004 Page 29 10. · Utilities should be enclosed within a closed utilidor (vault) or designed with flexible connections to accommodate differential settlement and expansive soil conditions. 11. Positiv~ site drainage should be maintained at all times. Finish grade on the lots ·should provide a minimum oft ~o 2 percent fall to the street, as indicated herein. It should be kept in mind that drainage reversals pould occur, including post- construction SE;3ttlement, if relatively flat yard drainage gradients are not periodically maintained by the homeowner or homeowners association. J '. ' . 12. · Due to expansive soils, air conditioning (NC) units should be supported by slabs thatare incorporated into the building foundation or constructed on a rigid slab with ·· flexible couplings for plumbing and.electrical lines. NC waste water lines should be drained to a suitable non-erosive outlet. 13. Shrinkage cr~cks could become _excessive if proper finishing and curing practices are not followed. Finishing and .curing practices should be performed. per the · Portland Cement Association Guidelines. Mix design should incorporate rate of curing for climate and time ·of year, sulfate content of soils, corrosion potential of soils, and fertilizers used on site. DEVELOPMENT CRITERIA 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 µndergo 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 improvements or structures (i.e., sep~rations 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 re.suits in rotation and differential settlement of improvements located within the creep. zone. LFE occurs due to de·ep wetting from irrigation and rainfall on . slopes comprised of expansive materials. Although some movement should be expected, long-term movement from this-source may ·be minimized, but not eliminated, by placing the fill throughout the slope region, wet of the ffll's optimum moisture content. It is generally not practi_cal to attempt to eliminate the effects of either slope creep or LFE. Suitabl~ 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 Del Mar Custom Homes, Inc. ·2554 La Costa Avenue, Carlsbad Flle:e:\wp9\4300\4344a.pge Geo~oils, Ine. W.O. 4344-A-SC June 25, 2004 Page 30 ' stiffening and deepening of foundations. , All of these measures are recommended for design of structures and improvernents. The ramifications of the above conditions, and ·recommendations for mitigation, should be provided to each hom~owner 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 slop~s should be maintained and only the amount of irrigation necessary to sustain plant life should be provided for planted slopes. O\Yer-watering should be avoided asJt can advers_elyaffect site improvements; and cause perched groundwater conditions. Graded .. slopes constructed utilizing onsite materials would pe erosive. Eroded debris may be minimized and surficial slope stability enhanced by establishing and maintaining a suitable -vegetation-cover soon after construction. Compaction to the face offill slopes would tend to minimize short-term erosion until vegetation is established. Plants selected for landscaping should be light weight, deep rooted types that require little water antj 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 implemen\ed. Irrigation of natural (ungraded) slope areas is generally not recommended. These recommendations 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 th~ likelihood of adverse perform.ance 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 unco_ntrolled 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 ~henever possible, should be above adjacent paved areas. Consideration should.be given to avoiding construction of planters adjacent to structures (buildings, pools, spas, etc.). Pad drainage should be directed toward the street or other· approved area(s). Although not a geotechnical requirement, roof gutters, down spouts, or other appropriate means may be utilized to control roof drainage. Down spouts, or drainage devices should outlet a minimum of 5 feet Del Mar Custom Homes, Inc. 2554 La Costa Avenue, Carlsbad File:_e:\wp9\4300\4344a.pge GeoSoils, Jne. . ' . . W.O. 4344-A-SC June 25, 2004 Page 31 from structures or into a subsurface drainage.system. Areas of seepage may develop due to irrigation or heavy rainfall, and should be anticipated. Minimizing irrigation will lessen this potential. If areas of seepage develop, recommendations for minimizing this effect could be provided upon. request. Toe of Slope Drains/Toe Drains · Where significant sl9pes 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 surface drainage. The general criteria to be utilized by the design _engineer for evaluating the need for this type of drain is as follows: • 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 slope overexcavated or is it proposed to be overexcavated? Overexcavated lots located at the base of a slope could accumulate subsurface water along the base o~ the fill cap. • . Are the slopes north ·facing? North facing slopes tend to receive less sunlight (less evaporation) relative to 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 to feet tend to have more problems due to storm runoff and irrigation than slopes of a less_er 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 irrigation, or other circumstances. Where drains are constructed during grading, including -subdrains, the locations/elevijtions 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. · Del Mar Custom Homes, Inc ... 2554 La,Costa Avenue, Carlsbad· File:e:\wp9\4300\4344a.pge GeoSoils, lne. W.O. 4344-A-SC June 25, 2004 Page32 DETAILS N . T . S . SCHEMATIC TOE DRAIN D~TAIL brain Pipe Drain May Be Constructed into, or at, theToe 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 DETAILS N.T.S. 2:1 SLOPE (TYPICAL) ~ TOPPFWALL_~ _ _ _ _ _ 12" RETAINING WALL ~i-------1_ _ __ _ _ MIN FINISHED GRADE \ 12 · MIRAFI 140 FILTER FABRIC OR EQUAL . 3/4" CRUSHED GRAVEL 4"DRAIN SUBDRAIN ALONG RETAINING WALL DETAIL NOTTO SCALE 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 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 Recommended at Each Property Line. 8.) Compacted Effort Should Be Applied to Drain Rock. SUBDRAIN ALONG RETAINING WALL DETAIL DETAIL 5 Geotechnical • Coastal • Geologic • Environmental Erosion Control 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 would recommend that any proposed open-bottom planters adjacent to proposed structures be eliminated for a minimum distance· of 1 o 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 adjacentto 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_madeto drain the excess irrigation water from the planters without saturating the subgrade below or adjacent to the planters. Graded slope areas should be planted with drought resistant vegetation. Consideration should be given to the type of vegetation chosen and their potential effect upon surface improvements (i.e., some trees will have an effect. on concrete flatwork with their extensive root systems). From a geotechnical standpoint leaching is not recommended for establishing landscaping. If the surface soils are processed for the purpose of adding amendments, they should be recompacted to 90 percent i:r,inimum relative compaction. Gutters and Downspouts As previously discussed in-the drainage section, the installation of gutters and downspouts should be considered to collect roof water that may otherwise infiltrate the soils adjacent to the structures. If utilized, the downspouts should be drained into PVC collector pipes or non-erosive devices that will carry the water away from the house. Downspouts and gutters are not a requirement; however, from a geotechnical viewpoint, provided that . positive drainage is incorporated into project design (as discussed previously). Subsurface and Surface Water Subsurface and surface water are not anticipated to affect site development, provided that the recommendations contained in this report are incorporated into final design and construction and that prudent surface and subsurface drainage practices are incorporated into the construction plans. Perched groundwater conditions along zones of contrasting · permeabilities may not be precluded from occurring in the future due to site irrigation, poor -drainage conditions, or damaged utilities, and should be anticipated. Should perched groundwater conditions develop, this office could assess the affected area(s) and provide · the appropriate recommendations to mitigate the observed groundwate_r conditions . . Del Mar Custom Homes, Inc. 2554 La Costa Avenue, Carlsbad File:e:\wp9\4300\4344a.pge . . GeoSoils, Ine. W.O. 4344-A-SC June 25, 2004 Page35 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 bf said improvements could be provided upon request. This office ~hould be notified in _advance of any fill placement, grading of the site, or trench backfilling after rough ·grading ha~ been completed. This includes any grading, utility trench, and retaining wall backfills. Tile Flooring · Tile flooring can crack, reflecting cracks in the concrete slab below the tile, although small cracks in a conventional slab may not be significant. Therefore, the designer should consider adoitional 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. Slipshe·ets 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 offi'ce 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 ;:ind 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. Del Mar Custom Homes, Inc. 2554 La Costa Avenue; Carlsbad File:e:\wp9\4300\4344a.pge a,,oSoils, Inc. W.O. 4344-A-SC June 25, 2004 Page 36 · Trenching Considering the nature of the onsite soils, it should be anticipated that caving or sloughing could be a factor in subsurface excavations and trenching. Shoring or excavating the trench walls at the angle of repose (typically 25 to 45 degrees) may ·be necessary and should be anticipated. All excavations should be observed by one of our representatives and minimally conform to CAL-OSHA and local safety codes. Utility Trench Backfill . · 1. All interior utility trench backfill should be brought to at least 2 percent above optimum moisture content and then compacted to obtain a minimum relative compaction of 90 percent of the laboratory standard. As an alternative for shallow {12-inch to 18-inch) under-slab trenches, sand having a sand equivalent value of · 30 or greater may be utilized and jetted or flooded into place. Observation, probing and testing should be provided to verify the desired results. 2. Exterior trenches adjacent to, and within areas extending below a 1 : 1 plane projected from the outside bottom edge of the footing, ana all trenches beneath hardscape features and in $lopes, shoulc;f be compacted to at least 90 percent of the laboratory standard. Sand backfill, unless excavated from the trench, should riot be used hi these backfill areas. Compaction testing and observations, along with probing, should be accomplished to verify the desired results. · · 3. -All trench excavations should conform to CAL-OSHA and local safety codes. 4. Utilities crossing grade beams, perimeter beams, or footings should either pass belowthefootingorgrade 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/recertific9:tion. • During significant excavation (i.e., higher than 4 feet). • During placement of subdrains, toe drains, or other sub.drainage devices, prior to placing fill and/or backfill. · Del Mar Custom Homes, Inc. 2554 La Costa Avenue; Carlsbad ·File:e:\wp9\4300\4344a.pge · GeoSoils, Inc. W.0. 4344-A-SC June 25, 2004 Page 37 • • • • • • • • After excavation of building footings, retaining wall footings, and free standing walls footings, prior to the placement of reinforcing steel or concrete. Prior to pouring any slabs or flatwork, after presoaking/presaturation of building pads and other flatwork subgrade, before the placement of concrete, reinforcing steel, capillary break (i.e., sand, pea-gravel, etc.), or vapor barriers (i.e., visqueen, etc.). · During retaining wall subdrain installation, prior to backfill placement. Durrng placement of backfill for area .drain, interior plumbing, utility line trenches, and retaining· wall backfill. During slope construction/repair . When any unusual soil conditions are encountered during any construction operations, subsequent to the issuance of t~is report. When any developer or homeowner improvements, such as flatwork, spas, pools, walls, etc., are constructed._ · · A report of geotechnical o_bservation and testing should be provided at the conclusion of each of the above stages, in order to provide concise and clear documentation-of site work, and/or to comply with code requirements. OTHER DESIGN PROFESSIONALS/CONSULTANTS The design civil engineer, structural engineer, post-tension designer, architect, landscape architect, wall' designer, etc., should revi~w the recommendati<;ms 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 cdnstruction is in accordance with the conclusions and recommendations of this report. Based on our review, supplemental recommendations and/or further geotechnical studies may be warranted. . ' . Del Mar Custom Homes, Inc~ 2554 La Costa Avenue, Carlsbad File:e:\wp9\4300\4344a.pge GeoSoils, Ine. W.O. 4344-A-SC June 25, 2004 Page38 The materials encountered on the projectsite 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 recommend~tions 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 ~re 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 report constitutes an agreement and consent by the user to all the limitations outlined above, no~ithstanding · any-other agreements that may be in place. In addition, this report may be subject to review by the controlling authorities. Thus, ithis report brings to completion our scope of services for this· project. · Del Mar Custom Homes, Inc. 2554 La Costa Avenue, Carlsbad File:e:\wp9\430Q\4344a.pge . GeoSoils, lne. W.O. 4344-A-SC June 25, 2004 Page 39 c:~.-·: . .;;",-7'«--,:'! ·,~·-·..e ~---<-'t.~-,•:.~··,i.:..:,i )~;__:,:_:-~~:;-<.:,' :~·< '\ '1,/ ' \...· .... ·~·· -~, .• :·:-:-• ....J ..... ·,, :i_'::.{/:;j~f t;·< '. -:. ;"\ . <, ... : //,;,:;\·;:::;; ;·;;·. ?, .' ,\ ,. '·, , .. 1 '1• • • -: ,:,,:-·:.,,: ~.(- -t:. .. ~, ·, ,~ I'.,·, '-:-~:' _,:::!.-/-.y :· .-. ~':-:. --:·, ~:.:~' !. ~~ ~--~ .-·--, :-<:~\=<:> !,., .. ,:· :=· f ~,: '_,:.---,:l~~~-~-~-~-~~-?i ·_.:':-· ·,-:,_ ·. , , .. :\){.-·-~·~/?;;:.:;;}:i/(/){:<)}:-f~{/.::,;;,·::i(-'1:· . ,}::; :''::>~--: _·::(., .. ·\ ' ' '•,.I ~ • ' ' l• ff : ; ' --:!,,·_ t .. :<' :·~-/~ . : ~! .~:'\' • . \ ',,;,,-'" ..... :·'{\t ·, j ,·, '-.-. •,',--·\_ . ,'_-";(• .;_-:· r;•,' ,,,,• -.,_\/:''_' ,( .. ,. ,, , . .. ,,: ~-., ' •, ~ , • ., ~r ·':"· . ·,, ' ~ ~ -: . '.~ -;-.•, -. ' ,; ),>~ ·::-· ·:-- :~~:-·:-J'.~ :·. •, ~:; ~ ~- .. ·, ·-;\ -REF.,ER:liNSESf·.:·0·· :: ' , C ,~. • •''' :• , , -· i:. ': ~.: ~ • ,. .:· f (-t'~: ~.~,:~ ;:~~}.:·· < ': ::' :·-:l ~ ~-., ~~;_:~i_i;.\ro;;;.-::. ?,;:: , : ·<.i "'-'-'~ +•' <,~" ;' ~;,. • .. ~.r::,, 'i ' : ''; -: #, .-~;.-., •i :,:: ,.. -.. ·.-..::··- .... : '~.:~~ j •• :, '1, '~ .,, ',•) :I>~::' ... ~: . //::~::_< ··:, .. ,: .; "' ' '·. :, '~ ·-,~ ... ~ .. ;; . ·:' --~. :. . . ·, ~ .. "- ,;: /:/\Ji):\,/{ .,,_',' ',•.,' '~·, ,; '-, , , .. , ,' ' fl, • ·,.,_, ~·· !;--, .• . . ...,_ ~, . I• ·:~ . : ... :,;;_.-,. I . · • •, c ,.:, , ... , 't'• :_ ._) ' J ,. J't"\ ,,' : ,~,;,,_ ,,l I : '•I -. . ~" _._., .1,. APPENDIX A REFERl:NCES Blake, Thomas F., 2000a, EQFAULT, A computer program for the estimation of peak · horizontal acceleratio_~ from 3-D fault sources; Windows 95/98 version. __ · _. , 2000b, EQSEARCH, A computer program for the estimation of peak horizontal acceleration from California · historical e~rthquake catalogs; Updated to December, 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 : · EQFAULT, 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. Hart! E.W. and Bryant, W.A., 1997, Fault~ruptu·re hazard zones in California, Alquist-Priolo earthquake fault zoning act with index to earthquake fault zones maps; California Division of Mines and · Geology Special· Publication 42, with Supplements 1 and 2, 1999. International Conference Of Building Officials, 1997, Uniform building code: Whittier, California, vol. 1, 2, and 3. · Jennings, C.W., 1994, Fault activity map of California and adjacent areas: California · Division of Mines and Geology, Map sheet no. ~. Scale 1 :750,000. Joyner, W.B, and Boore, D.M., 1982a, Estimation of response-spectral values as functions of magnituda, distance and site conditions, in eds., Johnson, J.A., Campbell, K.W., and Blake, T.F.: AEG Short Cours~. Seismic Hazard Analysis, June 18, 1994. 7 __ , 1982b, Prediction of earthquake response spectra, U.S. Geological Survey Open- File Report 82-977, 16p. GeoSoils, lne. Kennedy, M.P. and Tan S.S., 1996, Geologic maps of the no"rthwest part of San Diego County, California., Division of Mines and Geology, Plate 2, scale 1 :24,000. Sadigh, K., Egan, J., and Youngs,-R., 1S;}87, Predictive ground motion equations, in Joyner, W.8. 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, recsntadvances in ground motion evaluation, American Society of Civil · Engineers Geotechnical Special P_ublication No. 20, pp. 43-102. ·, · Sowers and Sowers, 1970~ Unified soil classification system (After U. S. Waterways · Experiment Station_ and ASTM 02487-667) in Introductory Soil Mechanics, New York. Del Mar Custom Hones, Inc. · File:e:\wp9\4300\4344a.pge GeoSoils, lne. Appendix A Page2 ., f ~ j ': ., ,_ ... :~::/:r- (i~::;:::/'.)i' :,~ ~~ ~ ~) ;i~::.~ \) , ·::::'~·· /·! ·····:>/-,;·; .· j I' ., li'' I •, .. ,:~. , .. ~.. 1 :·' • ' ~ l'' ,. ·.-~:. ""', ',. -. ~,:;..' '"•' '/ .... . ,,:-:;: •. ' , . ... :r::,; ·, .~ ,; : . ', ~ .·,_,. . ;'_ :. .. :····t . \~.;· .. :~\_': . ~-.. -,.;.-, __ ,•\_J,-, .".·• -J-...• -Y • -~ ,,,'··{:~,\!'., ;(':·· -~-' ;.,~ • , ~~ ,. ',, , ........... ~::,. ., ; . ' .. ·j, ··r:.·.~ ;,:. '1<1, .. . ---,. . _; ... ·, ~-.. ' / ~ '. ·. ;~ : • : : t -:~' ;,,, ' ·-. ' • :' • •• :·, l ' • ' .. . •' ,!_.';-~ .,,,~_\--: • ', : ~ '/·) r':' ,•,•.,,- ·'·· "; ·., ,. ,.,.. w -' ' • -, • • ··: •• .• ·:-:·, ',,\_:_: .. :-;,_:·,·:-, .:! "';,, ·,~: /{':: · ._:_~.: :_: :.: -.... ..:,v _ ~· .,., ::. • ,. 'It · • · GeoSoils, Inc. -:-s :§. QI ~ PROJECT: DEL MAR CUSTOM HOMES, INC. 2554 La Costa Avenue, Carlsbad · Sample ~'u ~ (/) 0 ~ C. .!bi c- ...: ~ (.) .c ::::, 'S -g~ (/) E ~ co ::::,_ iii ::::, {n C CL ·sc ·CL C 0 :;:, I! .a m en 5 112.6 15.4 87.1 SM 10 3/ ML 123.2 11·.3 87.6 5-5" 15 8 117.0 8.9 57.2 2554 La Costa Avenue, Carlsbad BORING LOG BORING 8-1 DATE EXCAVATED W. 0. 4344-A-SC SHEET_1_ OF __3_ 5-19-04 SAMPLE METHOD: 3500 lbs, 12" Deep, Modified Cal Sampler '-("'.· .:..,...-:,..· ·0·. :0:-':.r .. ~-. ·....,;.--..·. ,..., ,..., ,..., ,..., . ,-, ,..., ,..., ,..., ,..., ,..., ,..., ,..., ,..., ,..., ,..., r-' ,:...., ,..., ,..., ,..., ,..., ,..., .,..., ,..., ,..., ,..., ,..., ,..., .,..., ,....; ,..., ,..., ,--J ,.,.., ,..., ,.,.., ,..., ,..., ,..., ,..., ,..., ',..., Standard Penetration Test "Sl.-Groundwater Undisturbed, Ring Sample Description of Material @ 5' SIL TY CLA YSTONE, light gray brown, damp, stiff; subhorizontal bedding. @ 8' SANDY SILTSTONE, light gray, damp, stiff; massive. @ 1 O' SIL TY SANDSTONE, yellow brown to CLAYEY SANDSTONE, light gray brown, damp, medium dense; massive. @ 15' SIL TY SANDSTONE, light yellow brown, damp, medium dense; massive. GeoSoils, · Inc. PLATE B-1 GeoSoils, Inc. PROJECT: DEL MAR CUSTOM HOMES, INC. 2554 La Costa Avenue, Carlsbad Sample ' ~~ ~ ..... ,s ~ ~ en o =·o. .c·: -~~ c-::::, '5. .I<: ~ (.) ,Q ::>. :il G) '3 ~~ en E 2:-0 ·o OJ =>-iii ::> ii, 0 ~ ~ 7 CL 115.8 16.2 -- - .~ - 25 ~ 3/ ~MISC 127.2 10.3 5-5" - --.. - . - 30 -~ 28 MUCL 124.3 . 11.7 . - - - - 35- -- - - - 2554 La-Costa Avenue, Carlsbad ~ e... C 0 ~ ::::, iu en 99:8 91.2 -· 93.6 I, ii I, ii BORING LOG BORING B-1 DATE EXCAVATED W. 0. 4344-A-SC SHEET _3_ OF 2 5-19-04 SAMPLE METHOD: 3500 lbs, 12" Deep, Modified Cal Sampler m ~ StandardPenetration Test Undisturbed, Ring Sample "Sl-Groundwater Description of Material @ 20' SANDY CLAYSTONE, orange to SIL TY CLAYSTONE, gray brown, ,damp, medium stiff. @21' Subhorizontal bedding. @ 25' SIL TY SANDSTONE, light gray brown to CLAYEY SANDSTONE, light yellow brown to orange, damp, medium dense; massive. @ 30' SANDY SILTSTONE to SANDY CLAYSTONE, light gray brown,. damp, stiff; massive. Total Depth= 31½' . No Groundwater Encountered Backfilled 5-19-2004 GeoSoils, Inc. PLATE B-2 - GeoSoils, Inc. PROJECT: DEL MAR CUSTOM HOMES, INC. 2554 La Cos.ta Avenue, Carlsbad Sample ...... ~'6 ';fl. ,..,. ~. !5. ~ :t:: CL I!! -~i ·o c~ i .c en.a ::J C. .:.! "0.Q 3: CJ E Q) :i c~ 0 en >-~ 0 ID ::J .a iii ::J en 0 ~ SC SM - - - 5- - - - - 10- - - - - 15- - - - ... - 2554 La Costa Avenue, Carlsl:>ad ...... ~ e., C 0 ~ ::, iii en BORING LOG BORING 8-2 DATE EXCAVATED W.O. 4344-A-SC SHEET _J__ OF_1_ 5-19-04 .SAMPLE METHOD: 3500 I1:>s, 12" Deep, Modified Cal Sampler m ~ r-½ '-('",• ,:..,,...· ':J:"' .._;. ....... _,.... · StandardPenetration Test Undisturbed, Ring Samplf!J . "Sl.-Groundwater Description of Material TERTIARY SANTIAGO FORMATION: @ O' SANDY CLA YSTONE, gray brown, dry, soft; porous, / i......:o:=c:::;c;::;as~i~o;.:,na~l=o"=r~aan;.;:ic;::;c='s.c..:o::.;c:=c;:;::a'=sia-=oc:..:n~a;,.;I a;:,.:r-=a:,:..v=el:.:... -.,....-----,.--=..,.,-:=-,--_J @ ½' SANDSTONE w/SIL T, yellow brown to orange to SIL TY SANDSTONE arav damo. medium dense to dense. Practical.Refusal @2' No Groundwater/Caving Encountered Ba9kfilled 5-19-2004 . GeoSoils, Inc. PLATE 8-3 GeoSoils, Inc. PROJECT: OEL MAR CUSTOM HOMES, INC. 2554 La Costa Avenue, Carlsbad Sample - £ '5l ~'5' en o :t: -c.. .s ch "C C: ~ .I<: ·-a, ~ (.) .c ' :::> C. "C .c en E ~ a, :l C: ... .52 0 Ill :::i.a Ill :::>~ 0 ~ f!! ii! ·5 :i: CL SM - - - - 5- - ' ~ - - 10- - - - - 15- - - - - -- 2554 La Costa Avenue, Carlsbad -~ C: ,Q :;::; e :::s 1ii en BORING LOG BORING 8-3 DATE EXCAVATED W.0. 4344-A-SC SHEET_1_ OF_1_ 5-19-04 SAMPLE METHOD: _H_A_N_D_A_U_G_E_R ______________ _ m Standard Penetration Test "Sl Groundwater · ~ Undisturbed, Ring Sample ."-!'7".· ,v-.· ":-/':'", :0:-. '-"'·. -~-: ·..;.-:,.·. Description of Material · TERTIARY SANTIAGO FORMATION: @O' SANDY-CLAYSTONE, gray brown, dry, soft; porous,· f occasional oraanics. @ ½' SIL TY SANDSTONE, gray brown to yellow brown, dry to damp, medium dense to dense; occasional stage II carbonates, urmer 1 ½' is weathered. Practical Refusal @ 2½' No Groundwater/Caving Encountered Backfilled 5-19-2004 GeoSoils, Inc. PLATE 8-4 ._.,.· .. :. -•I' .-...,-· ., ','•,, ' "-, . ,, ·, ·,;r ,.-_ . .,. , . :..-.· ·' _·,: '•' . =-,.-- ",'•' ,.·,v• .-,.,. ,;· ;~ ·,-·.: ~·, . ,,, '.' .. -. ~ -~ ' . . . - , . -.-J -__ ... ..... . -. ~ . ____ ., ,, . . ---;, . ,. • • ~-~ ... ; ... ! ~ ' ... , . . ,/• . _c'· _./~ ~ i.-i~ :;.~ _:/:;,: ·-' : :·: .. :. '--~ ,;,.•,_ . _-:... -~ .. .. ;. :_:-~-.. ---..-.. ·:· . -· --,· '.:'.-·• --:~' .. ; . ...... . . ).. . ~-,) ' ... ' •• -•l -• r •,• ... ,:, <,. ,: ,\ i: .•• • • • • •• ·--... \,_·, :: , ~~ .. . ·-_-: .-~-__ ,. . .: _, ,· >-'• -/ 1 ', _ .. , ... -•'' ,,'•'. _:· .. , ..... ,.·._ ,, ' ., '. •• • •• r ,, ·' . . ·_ ', ..;,_ ··. · .. ~; • > I .. ' •,/ \. ,<~ .- , .. ~ ··"· . '• '.:: ~ ·:i ,.., ·.:~r _: ._ .. , --''t: • ; '{. . ~ ~--> -: . . , ·. :' ·,_·:•, ; ,f.~ :.~"r ',.~ r·t ... : .:·~· -,, : ~,:~;: / •'1 r; ~ ,r;'~'t .· :: .:.'. ' ~,_ -i ... _; -~ . •. ',· '•' :., . .: , ·-.-,·,. . -.. ·:. ,_:· ,; _,. •·,.t ... , .. ,, . .:· MAXIMUM EARTHQUAKES DEL MAR-CUSTOM HOMES, INC. 1 X X ...-. X C, X .._, .C .. 1 X 0 ·-~ ... ca . I.. xt~x Cl) ' ·-~ Cl) (J (J <C ' .01 · .001 · .1 1 10 100 Distance {mi) W .O. 4344..:A-SC Plate C-1 GeoSoils, lne. too 10 a.. ca ~ -1 ·-z -,,, ... C G) > w .... 0 .1 a.. G) .c E :::s z G) > i .01 -:::s E E :::s 0 .001 EARTHQUAKE RECURRENCE CURVE . DEL MAR CUSTOM HOMES, INC. '"" -----............ l ....... ...... ~ • ~ -'"" ..... 0 •• I I I I I II I I II I I I I I I I: 11 I I I I I I 1-1 I I I I I I I I I I I I I I I I 3.5 4.0 4.5 5.0 5.5 6.0 6.5 7.0 7.5 8.0 8.5 9.0 Magnitude (M) W .0. 4344-A-SC · Plate C-2 GeoSoils, Ifie. EARTHQUAKE EPICENTER MAP DEL MAR CUSTOM HOMES, INC. 1100-.-----------------------'---------, 1000 900 \ ·. 800 700 600 500 400 300 200 LEGEND X M=4 0 -100-f--1-L...IL.-1...1"--L..L..L..Lf-...L...1:....L..IL...1-L..L..L..L~...L...lc...L.;l--J...:L-L..Lf-..L::l-L...1L..f-l::::.L..u:1..-f-L-'---'......L.-Jf-L-L....L..L....t -400 -300 -200 -100 0 100 200 300 400 500 600 w~o. 4344-A-SC Plate C-3 GeoSoils, Inc. ( l -PROBABILITY OF EXCEEDANCE 80.Z. ET AL.{1999)HOR SR UNC 1 ·1 .• 1. I• I 25jra 50yra I• 1·· IT I · _100 ----.---_75~......,...,._---.---r--1_0_0--.-rs_--,--. 90 -------1---+----------+--1 "7;" .80 ~ .___. >-70 --t-t-t¼t----+-------11------+---f-------l'------l--f ..... ·-· -·-.g _ 60 .c e -so --------------------+---1 CL ! 40 ----------------------+--! c· ca ~ 30 --l--+-i+++---+----f---+----1----1-i G)' G) . (.) . ~ 20 . r 10 --......,.._--------+-,-------- 0 -1-a-1-__.____._~...l-l-~= !!!!!!1-.ia.-..i..._i_~LU~~--L.la-...Ll 0.00 0.25 0.50 0. 75 1.00 1.25 1.50 Acceleration (g) W :o. 4344-A-SC Plate C-4 GeoSoils, lne. ·z ·-o .· . -.1-<C a: T"9 -LU o -~z .w:) ·O a: . en -: 0 a: <Co· .I -"'m > 0) ·c--~ . .._.. 0 _j ---<( a: 1-w w c..·· . N ·zO CJ a:. llall\. _,J . --1-w .a: ' .\ W.O. 4344-A-SC ' -\· ~ \ 0 C 0 -0. 0 ,... I\ ~ I\ ' .. \ ~ 1l 0 ·c 0 0 ,... ~ l'\ -, \_ - ~ ~ 0 C 0 ,... GeoSoils, ine. '\ "~ 1, ~ "~ ~~ 0 0 ,- lat,,, i,,... - - ·- - - - - - - - - - - - - - - - - - - - - ---~ 0 Lt) • ,... Lt) . N • ,... 0..-.., C! C) ,... .._... C 0 ·-Lt) ..... " ~ • (I) o-(1) (,) (,) o<C Lt) • o· Lt). N • 0 0 0 • . o Plate C-5 :, /~. ' ,'f'' ,' ._ .·:'' : .l •• i• \ ,-~ •, J. 'J ' . ~: .,' ', ' ' .,:•, ' l,•f ,· 'I,• ,_..::, ·/ ,_\, ;, ; ... ·.,-./~,---:,:,·!;,·::: .. '._,:~_::·,·,:·'·::·c'.·,:'.·.·.·,-,_·.,_·~-~:,i.~,:.>/.:· . .' ', ;--)/S{Y-r-,< .. ~ ·.·· _ · ··_.; :····. ·'' .. ~ , r , .J-:..:_,:-'. .,,, 3,00Q ' - 2,500 .. 8, 2,000 .. 'I / b ' z w / a:: I-en a:: iii 1,500 ~ :c V en - " -~ I 1,000 / V / 500 / / 0 0 500 1,000 1,500 2,000 2,500 3,000 ... NORMAL PRE$SURE, psf Sample Depth/El. Primary/Residual Shear Sample Type 'Y.i MC% C + • 8-1 0.0 Primary Shear Remolded 102.6 15.5 126 28 • 8-1 0.0 Residual Shear Remolded 102.6 15.5 120 27 .. Note: Sample lnnundated prior to testing - ~eoSoils, Inc. DIRECT SHEAR TEST ~"I. ,<111'~ ~ 57 41 Palmer Way Project: DEL MAR CUSTOM HOMES, INC. ~-. . Inc. . Carlsbad, CA 92008 -~Jr ~ Telephone: (760) 438-3155 Number: 4344-A-SC Fax: (760) 931-0915 Date: May 2004 Plate: D-1 . I -• 3,000 -- 41 .. / 2;500 I/ -/ :g_ 2,000 :r: . V I-C) !/ z w C: I-I en C: t5 1,500 ,,, .. V ·:c en I ' / 1,000 V / 500 -- ,_ 0 o 500 1,000 1;500 2,_000 2,500 3,000 -NORMAL PRESSURE, psf Sample Depth/El. Primary/Residual Shear Sample Type Yci MC% C + -• B-1 20.0 Primary Shear Undisturbed 114.1 16.2 2890 6 • B-1 -20.0 Residual Shear Undist1;1rbed 114.1 16.2 598 32 -.~. Note: Sample lnnundated prior to testing . GeoSoils, Inc .. DIRECT SHEAR TEST ~1', ~~ 5741 Palmer Way Project: DEL MAR CUSTOM HOMES, INC. Geo ' Inc:. Carlsbad, CA 92008 'G~ Jm\ Telephone: (760) 438-3155-Number: 4344-A-SC Fax: (760) 931:-0915 Date: May 2004 Plate: D-2 60 / V / V / CL CH / / / 50 / ,,. / V / / / / / ~ 40 / / / V , ~ ' / :/ ~ / / ~-30 / / en / v· :5 / a.. / / "/ •• / 20 ./ ,, / / / / / / / -10 / _,,; V 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 40 18 22 - - ' GeoSoils, Inc. ATTERBERG LIMITS' RES UL TS ll ,~1: -57 41 Palmer Way Project: DEL MAR CUSTOM HOMES, INC. Ifie. Carlsbad, CA 92008 ~ Telephone: (760) 438-3155 Number: 4344-A-SC Fax: (760) 931-0915 Date: May 2004 Plate: D-3 M. J. Sclliff .& Associates, Inc._ Consulting Corrosion Iingineers -.Sbice 1959 431 W. Baseline Road Claremont, CA 91711 Pho11e: (909) 626-0967 Fax: (909) 626-3316 E-mail lab@mjschiff.com website: mjschiff.com Table 1 -Laboratory Tests oil Soil Samples Sample ID Resistivity as-received saturated pH Electrical Conductivity Units ohm-cm ohm-cm mS/cm Chemical Analyses Cations calcium magnesium sodium Anions carbonate bicarbonate chloride sulfate Other Tests Ca2+ Mg2+ Na1+ mg/kg mg/kg mg/kg C03 2-mg/kg HC03 1-mg/kg · Cl1~ mg/kg so/-mg/kg amtt).Onium NH4 1+ mg/kg nitrate · N03 ,_ mg/kg sulfide s2-qual . · Del Mar Custom Home- Your #4344-A-SC, MJS&A #04-0758LAB 2-Jun-04 B-1 ~0-5' 77,000 530 .7.5 0.47 60 . 58 180 ND 226 45 512 na na na Redox mV na , '-::.: ·.: ·.~.;,;~:; ~··~;;;; ·, ~,,~; .'.~.~-~: .:, ·.:: ' :_ -, ~,;' ~· •. '-;·,:··:-... ~ ~ )~:;:2. ~-:.:.·-:-:/;_,:., .... ·r_:·t .. ·: 1-• ·.:c:, ~-:. · •. ~: , 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.O. 4344-A-SC Page 1 ofl Plate D-4 · .. ~\. ' C • :··:· . ',., . ' \. -'. -~ . : \: ;;, '._ ;•'.' ",, :-;,,·,,~-·-,, .. "-~ ·~~_,~. r~ .,,... ./~~.-' ·:,-: -· ~,.-:: . •"'· + ,,, ... ·" '' •.::?{_·")-::' \ •"· •,· ' . ,,:. ~.:·,",,~-~--/~ . -. -:··'.: f't <-~:,c-· 0,_'.;_!_I;;:,{:::. ;<,<:'; .: •• ::, i -·. -t:. r:. . •' • . '5.-,--1,,_ "· ·, • .. ~ • ,:, ~/ •• ,-' '?. if·~~>_'.;.t-_' ~ + ..,;: • • ~· •• ,• • -' ! ' ~t ; ' . ~ ~ ~:-~ ·. ~. ~: ~ •,' . ) : ~ < . ·. ·, . ' . , ..... ·~.: . ·. . '~ ... ' ' ·.·.,'. H-,:·~: ·:~ '~., (l1~}i:f . ., ... ,·, ... ·.·,: r, 1 -:, .. , . -.,1: ' .. ',· .. : .... '< ~. + \ -,.., · .. · ... ·.•-4. ;,, ·,: .. ::.. ,,r·· . . .. , :. :·~' . ~ :: ·;:.. ·,-,..:-' >·;1-:: Introduction APPENDIXE 2-DIMENSIONAL SLOPE STABILITY ANALYSIS INTRODUCTION OF GSTABL7 v.2 COMPUTER PROGRAM · GSTABL7 v.2 is a fully.integrated slope stability analysis program. It permits the engineer to dev~lop tne slope geometry interactively and perform slope stability analysis from within a single program. The slope analysis portion of GSTABL7 v.2 uses a modified version of the popularSTABL _program, originally developed at Purdue University. GSTABL7 v.2 performs a two,.dimensional limit 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_ surface or the factor of safety may be detetmined for specific surfaces. GSTABL!, Version 2, is programmed to handle: t. · . Heterogenous soil systems · 2. · · · Anisotropic soil strength properties · 3. Reinforced slopes 4. Nonlinear Mohr-Coulomb strength envelope 5. Pore water pressures for effective 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 0. . Both SI and Imperial units General Information If the reviewer wishes to obtain more information concerning slope stability analysis, the following publications may be consulted initially: 1. The Stability of Slopes, by E.N. Bromhead, Surrey University Press, Chapman and Hall, N.Y., 411 pages, ISBN 412 0106t 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 o 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 ~09 02804 3, 1978. GeoSoils, Ine. GSTABL7 v.2 Features The present version of GSTABL7 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. Allowsuserto edit input for slope·geometry and calculate corresponding factor of · safety. 4. Allows. user to readily review ~n-screen 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 l,:iput data includes the following items: 1. Unit weight, residual.cohesion, residual friction angle, peak cohesion, and peak friction angle of fill material, b~dding plane, and bedrock, respectively. Residual cohesion and friction angl.e is used for static stability analysis, where as peak . cohesion and frictipn angle is for dynamic stability analysis. 2. Slope geometry and surcharge boundary. loads. 3. Apparent dip_of bedding plane can be specified in angular range (i.e., from o to 90 degrees. 4. Pseudo-static earthquak~ loading (an earthquake loading of 0.12 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 response) 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 earthquake's 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 . that total pseudo-s~atic loading is applied evenly throughout the , · Del Mar Custom Homes, Inc. · File:e:\wp9\4300\4344a.pge · OeoSoils, Jne. Appendix E Page2 embankment for an extended period of time is an incorrect assumption, 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 do~nslope direction, at any one instant of time. 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 and 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 0.12 i was used in our analysis. Output Information Output informatibn includes: · 1 . All input data. -2. . Factors of safety for the ten most critical surfaces for static and pseudo-static stabi_lity si,uation. 3. High quality plots can be generate(:!.· 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 or pseudo-static analyses. Results of Slope Stability Calculation Table E-1 shows parameters used in slope stability calculations. Summaries of the slope stability analysis are presented in Table E-2. Detailed output information is presented in Plates E-1 through E-5. Typical cross-sections representing the existing slope configuration were utilized for analyses. Del Mar Custom Homes, Inc. File:e:\wp9\4300\4344a.pge GeoSoils, lne. AppendixE Page3 TABLE E-1 · SOIL PARAMETERS USED Artificial Fill 120 27 Tertiary Santiago Formation 550 32 TABLE E-2 SUMMARY OF SLOPE ANALYSIS Gross ±25-Foot High Fill Over Natural Slope Above A ±31/2-Foot "High Retaining Wall Gross ±18-Foot High Cut Slope- Surficial Cut And Natural Slopes Del Mar Custom Homes, Inc. File:e:\wp9\4300\4344a.pge 1.2:1 2.40 1.97 1.4:1 3.00 2.44 1.2:1 2.61 NIA Bishop, modified Bishop, modified Appendix E Page4 f & 0 ., ... (Ill .. ;e ft • == p .l1i-~ .s:i,. .s:i,. I )> I Cl) 0 :::!:! s» -CD m I ... DEL MAR CUSTOM-4344-A-SC SECTION A-A' -STATIC 80· c:\program files\g72sw\4344aa.pl2 Run By: GEOSO!LS 6/1.8/04 12:06PM # FS ·a 2.396 b 2.400 C 2.412 ' d 2.426 Soil . Soil.: Total Saturated Cohesi'on Friction Pore Pressure Piez. \I Load : Value.. I Desc. Type; UnR Wt. Unit Wt lnter~pt Angle Pressure Const;ant Surface Ll • JOO psf No. , (pcf) (pcf) (psf} (deg) Param. (psf) No. Tsa 1 : 120.0 125.0 550.0 32.0 o.oo o.Q o FILL 2 • 120.0 . 125.0 120.0 27.0 0.00 0.0 0 e 2.428 · f 2.445 g 2.452 h 2.452 i 2.454 60 Hy2::-4S4 ---------~ ------.: -------. ----:----.. -.. ----... ------~ --------"; --.. ------:--..... --.-------.... -.. --~ -,--.. -~ -~ --..... ---- I a~: I, 'j 6 J.l 1 40 --~-------------1--.---------------... ----...... -............ -1 ... --...... -... -...... --..... -.......... r --...... ---...... ':" --........ - 20 ~ 11 >kr----~ • ------... -.. -------: -... ------;. ---.. ----... : .. ---------.. -------&, --------------... - 0 0 20 40 60 80 100 120 GSTABL7 v.2 FSmin-=2.396 GSTABC. Safety Factors Are Calculated By The Modified Bishop Method i 0 . , .... "' .. s- f' =e 9 .p, c,.) .p, .p, I )> I (I) (') ·-u I» .... CD m I I\) DEL MAR CUSTOM-4344-A-SC SECTION A-A' -SEISMIC - · 80 # FS c:\program files\g72sw\4344aas.pl2 Run By: GEOSOILS 6/18/04 12:22PM Soil Soir: Total Saturated Cohesion Friction Pore Pressl.Jre Piez. Load : Value a 1.973 b 1.980 C 1.982 Desc. Type: Unit Wt Unit Wt. lnterce,pt Angle Pressl!re Const;ant Surface . No; , (pct) (pcf) (psf} (deg) Param. (psf) No. Tsa 1 : 120.0 125.0 550.Q 32,0 0.00 0.Q O · Ll • 300psf Peak(A) b.280(g) kh Coef. 0.120(9}< . d 1.990 FILL 2 •· 120.0 .125.0 120.0 27.0 0.00 0.0 0 . e 1.992 f 1.993 g 1.995 .h 1.997 i 2.001 60 I-+ y 2:001 I I I I I ·---~----,------------------~--------~-------~T------------------.------------------r••-------------- L1 . 6 1 40 ' --~----------~--~-----------------! 20 + /1 >k l~-----~ -----:------------------~------------------·------------------~---------------- 0 0 20 40 60 80 100 120 GSTABL7 v.2 FSmin=1.973 GSTABL7" Safety Factors Are Calculated By The Modified Bishop Method i .. ,. .... (IS .. 1 ~ p ~ w ~ ~. I > I fl) (') :!:! D) -CD m I w 80 # 'FS a 3.003 b 3.023 C 3.029 'd 3.037 e 3.037 f 3.037 g 3.042 h 3.043 60 i 3.047 Y 3;()48 DEL MAR CUSTOM-4344-A-SC SEC"TION e .. s· -STATIC-1.4:1 SLOPE c:\program nes\g72sw\4344bb.pl2 Run By: GEOSOILS 6/18/04· 12:1.9PM Soil Soil : Total Saturated Cohesitin Friction Pore Pressure Piez. 11· Load :Value I Desc. Type \)nit Wt. Unit Wt. lnterce11t Angle Pressure Const:int Surface LI BOO psf No. , (pcf) (pcf) (psf} , (deg) Param. (psf), No. Tsa 1 : 120.0 125.0 550.0: 32.0 ().00 . 0.0: o . I • ' I I' I , I -• ----'"" "' -7 ----'"' .... -----.. --'"' --,----.. • -----.. -., --.... T ---'"' ---.... -.... -...... --,• ... ----............ • ........... -... , '"' r --"' -" -.... '!' -..... -.... ,_ I ,'I I LL 40 , , -Ti , J • 3 t ··-"' -------------~ ------------------:-----7 Jh I 111: • 1 20 t ' Yt:---1 ' --~--------' • I -,.. • .............. ; ........... -• ..................... • • .... : .......................... • ... ,.. ...... '-....... "' ... • .......... • .. .. 0 0 20 40 60 80 100 120 GST ABL7 v.2 FSmin=3.003 Safety Factors Are Calculated By The Modified Bishop Method GSTABL1. I .. , ~ .. ;- !' E-.!-) ~ (,.) .SIi, .SIi, I )> I Cl) (') .,, a; .... CD m I .SIi, OEL MAR CUSTOM':! 4344-A-SC SECTION B-B' -SEISMIC-1.4:1 SLOPE 80 c:'\program files\g72sw\4344bbs.pl2 Run B~ GEOSOILS f;l/18/04 12:20PM # FS Soil Soil : Total Saturated Cohesion Friction Pore .Pressure Piez. Load )/alue a 2.442 b 2.449 C 2.451 Desc. Type ~nit Wt tJnitWt. ln.terceP.t Angle Pressure Constc(nt Surface No. , (pcf) . (pcf) (psf) , (deg) Param. (psf), No. Tsa 1 : 120.0 125.0 550.0: 32.0 0.00 0.0: 0 Ll 600 psf Peak(A) o:2ao(g) kh Coef. 0.'120(g)< d 2.455 e 2.455 f 2.457 g 2.460, · h ·2.460 i 2.461 60 H·r 2~464 l , I I I I ----~----1·---••J---••-•••--,----~---~---------T-----------·--~--~-------------~----r~-------·--------, ~. LI 40 . . • I -·····-----------,---.---.---------·-·:·----:;,--Jfl'j 7lJ ~ 31 t 2 1 1 W< --------~--·--·-------·-------201 1 ---------1------------------~---------- 0 0 20 40 60 80 100 120 GSTABL7 v.2 FSmin=2.442 Safety Factors Are Calculated By The Modified Bishop Method · GSTABL~ • '== .9 .a· ~ 0 ~- 0 ., ... flt .. ;- !' .Ill, ~ ,.Ill, .Ill, I )> I "' (") .,, ;-.... co m I (J1 r '' SURFICIAl SLOPE ST ABILITY FOR CUT SLOPES INPUT PARAMETERS SLOPE ANGLE i (degrees) = 39.8 VERTICAL DEPTH OF SATURATION z (ft) = 4 SfffURATED SOIL UNIT WEIGHT ysat (pcf)= 125 UNIT WEIGHT OF WATER yw (pcf) = ·62.4 EFFECTIVE COHgSION C' (psf) = 550 EFFECTIVE FRICTION ANGLE cj) (degree~)= .32 OUTPUT CALCULATIONS SLOPE ANGLE IN RADIANS 0~694641 EFFECTIVE-FRICTION ANGLE IN RADIANS 0.558505 FACTOR OF SAFETY = 2.61 --------'----.---------. -.... -_'',. ,,• ·.:.: ,- -··, .. ''J ~' ', ~-·\·~-\_.:. :r \ /:.-,,~:~- , ... , ' -.. , .... .,::.,. , ;-·· .·. f :.{ .' ·:_-::, . :.-.·· ~ • . . :~~ ; - ~ ,. ! ••• 'f,. ~ •• , . ',··-'· ... _.:.: -, . \. . ~ ' • :. I "':.'. '~ ' ·.,-r: ••. ;~_; ~ ~ ' ' .• ~ ' { ·'·,: > ,~ ,'· ~-."" ;1' '',: . ,' :, .-_ -~·-.. -' '.~ , .. ._ .... r ," ... ,,', .. _ ~\ :. GENERAL EARTHWORK AND GRADING GUIDELINES General These guidelines present general procedures and requirements for earthwork and grading as shown on_ the approved grading plans, including preparation of areas to filled, placement of ·fill, installation of subdrains and excavations. The recommendations contained in the geotechnical report are part of the earthwork and grading guidelines and would supercede the provisions ·contained hereafter in the case of conflict. Evaluations performed . by the consultant during the . course of grading may result in new recomrnend~tions which-could supersede these guidelines or the recommendations contained in the geotechnical' report. The contractor is responsible for the satisfactory completion of all earthwork in accordance with provisions of the project plans and .specifications. The project soil engineer and engineering geologist (geotechnical consultant) or their representatives should provide observation and testing services, and geotechnical consultation_ during the duration of the project. EARTHWORK OBSERVATIONS AND TESTING Geotechn1cal Consultant Prior to the commencement of grading, a qualified geotechnical consultant (soil engineer and engineering geologist) should be employee! 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 accomplfshed 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 co~tractors•s responsibility to notify the engineering geologist and soil engineer when such_ areas are-ready for observation. Laboratory and Field Tests. Maximum dry density tests to determine the degree of compaction should be performed in accordance with American Standard Te·sting Materials test method ASTM designation D-1557-78. Random field compaction tests should be performed in accordance with test method ASTM designation D-1556-82, D-2937 or D-2922 and D-3017, at intervals of approximately 2 feet of fill height or every 1 oo cubic yards of fill placed. These criteria GeoSoils, lne. would vary depending ·on the soil condition$ and the size of the project. The location and frequency of testing would be at the discretion of the geotechnical consultant. Contractor's. Responsibility All clearing, site preparation, and earthwork performed on the project should be conducted by the contractor;-with observation by geotechnical consultants and staged approval by the governing agencies, as applicable. It is the contractor1s responsibility to prepare the ground surface to receive the fill, to the satisfaction of the soil engineer, and to place, spread, moisture condition, mix and compa,ct the fill in accordance with the recommendations of the soil-engineer. The contractor should also remove all major non- earth material considered unsatisfactory by the.soil engineer. It is the sole responsibility of the contractor to provide adequate equipment and methods to accomplish the earthwork in .. accordance with applicable grading guidelines, codes or agency ordinances, and approved grading plans. Sufficient watering apparatus and compaction equipment should be provided by _the contractor with due consideration 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 hot -acceptable, the consultant will inform the contractor, and the contractor if? expected to rectify the conditions, and if necessary, stop work until conditions are satisfactory. · During construction, the contractor shall properly grade all surfaces to maintain good drainage and prevent ponding of water. The contractor shall take remedial measures to · control surface water and to prevent erosion of graded areas until such time as permanent drainage and erosion control measures have been installed. SITE PREPARATION All major vegetation, including brush, trees, thick grasses, organic debris, and other deleterious material should be removed and disposed of off-site. These removals must be concluded prior· to placing fill. Existing fill, soil, alluvium, colluvium, or rock materials determined by the soil engineer or engineering geologist as being unsuitable in-place should be removed prior to fill placement. Depending upon the soil conditions, these materials may be. reused as compacted fills. Any materials incorporated as part of the compacted fills should be approved by the. soil engineer. Any underground structures such as cesspools, cisterns, mining shafts, tunnels, septic tanks, wells, pipelines, or other structures not located prior to grading are to ba 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\4344a;ps;ie GeoSoils, Ine. Appendix F Page2 processing.cannot adequately improv~ the condition should be overexcavated down to · firm ground and approved by the soil engineer before compaction and filling operations · continue.· Overexcavated and processed soils which have been properly mixed and moisture· conditioned should be re-compacted to the minimum relative compaction as sp~cifled 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 i_nches in compacted thickness. ·Existing ·ground which is not satisfactory to support compacted fill should be overexcavated as required in the geotechnical report or by the on-site soils engineer and/or engineering geologist. Scarification, disc harrowing, or other acceptable form of mixing should continue until the soils are broken down and free of large lumps or clods, ' ' until the working surface is reasonably uniform and free from ruts, hollow, hummocks, or - other.uneven features which would inhibit compaction as described previously. Where fills are to be placed on ground with slopes steeper than 5: 1 (horizontal to vertical), the ground should be stepped or benched. The lowest bench, which will act as a key, should be a minimum of 15 feet wide and should be at least 2 feet deep into firm material, and approved by the soil engineer and/or engineering geologist. In fill over cut slope conditions, the recommended minimum width of the lowest bench or key is also 15 feet with the key founded on firm material, as designated by the Geotechnical Consultant. As · a general rule, unless specifically recommended otherwise by the Soil Engineer, the minimum width of fill keys should be approximately equal to ½ the height of the slope. Standard benching is generally 4 feet (minimum) vertically, exposing firm, acceptable material. Benching may be used to remove unsuitable ·materials, although it is understood that the vertical height of the bench may exceed 4 feet. Pre-stripping may be considered _ for unsuitable materials in ~xcess of 4 feet in thickness. All° areas to receive fiU, 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 Homes, Inc. File:e:\wp9\4300\4.344a.pge, GeoSoils, lne. 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 bperations should be dispersed throughout the fill area and blended with other bedrock derived material. Benching operations should not result in the benched material being placed only within a single equipment width away from the fill/bedrock contact. · . ' - Oversized materials defined as rock or other irreducible materials with a maximum dimension greater than 12 inches shoulq not be buried or placed in fills unless the location of materials and disposal methods are specifically approved by the soil· engineer. Oversizeo material should be taken off-site or placed in accordance with recommendations of the soft ~ngineer in areas des_ignated as suitable for rock disposal. Oversized material should not be placed within 1 O feet vertically of finish grade (elevation) or Within 20 feet horizontally of slope faces. --· · To facilitate future trenching, rock should not be placed within the range of foundation excavations, future utilities, or underground construction unless specifically approved by the soil engineer and/or the developers representative .. If import material is required for grading, representative samples of the materials to be utilized as compacted fill should be analyzed in the laboratory by the soil engineer to determine its physical properties. If any material other than that previously tested is encountered during grading, an appropriate analysis of this material should be conducted by the soil engineer as soon as possible. · · Approved fill material should be placed in areas prepared to receive fill in near horizontal · layers that when compacted should not exceed 6 inches in thickness. The soil engineer may approve thick lifts if testing indicates the grading procedures are such that adequate compaction is being achieved. with lifts of greater thickness. Each layer should be spread evenly and blended to attain uniformity of material and moisture suitable for compaction. Fill layers at a moisture content less than optimum should be watered and mixed, and wet fill layers should be aerated by scarification or should be blended with drier material. Moisture condition, blending, and mixing of the fill layer should continue until the fill materials have ·a uniform moisture content at or above optimum moisture. After each layer has been evenly spread, moisture conditioned and mixed, it should be uniformly compacted to a minimum of 90 percent of maximum density as determined by ASTM test designation, D-t557-78, or as otherwise recommended by the soil engineer. Compaction equipment should be adequately sized and should be specifically designed for sbil: compaction· or of proven reliability to ~fficiently achieve the specified degree of compaction. ·Del Mar Custom Homes, Inc. File:e:\wp9\4300\4344a.pge OeoSoils, lne. Appendix F Page4 r Where tests indicate that the density of any layer of fill, or portion thereof, is below the -required relative compaction, or improper moisture is in evidence, the particular layer or portion shall be re-worked until the required density and/or moisture content has been · attained. No additional fill shall' be placed in an area until the last placed lift offill has been tested and found to meet the density and moisture requirements, and is approved by the soi.I engineer. · ·compaction of slopes should be accomplished by over-building a minimum of 3 feet . horizontally, and subsequently trimming back to the design slope configuration. Testing shall be performed as the fill is elevated to evaluate compaction as the fill core is being developed. Special efforts may be necessary to attain the specified compaction in the fill slope.zone. Final slope shaping should be performed by trimming and removing loose materials with appropriate equipment. A final determination offill slope compaction should be based on observation and/or testing of the finished slope face. Where compacted fill slopes are designed steeper than 2:1 (horizontal to vertical), specific material types; a higher minimum· relative compaction,-and special grading procedures,. may be recommended. If· an alternative to over-building and cutting back the compacted fill slopes is selected, then special effort should be made to achieve the required compaction in the outer 1 o feet of each lift of fill by undertaking the following: · 1. An· extra piece of equipment consisting of a heavy short shanked sheepsfoot should be used to roll (horizontal) parallel to the slopes continuously as fill is placed. The sheepsfoot roller should also be used to roll perpendicular to the slopes, and extend out over the slope to provide adequate compaction to the face of the slope. 2. Loose fill should not be spilled out over the face of the slope as ea~h lift is · compacted. Any loose fill spilled over a previously completed slope face should be trimmed off or be subject to re-rolling. 3. . Field compaction tests will be made in the outer (horizontal) 2 to 8 feet of the slope ' at appropriate vertical intervals, subsequent to compaction operations. 4. After completion of the slope, the slope face should be shaped with a small tractor and then re-rolled with a sheepsfoot to achieve compaction to near the slope face. Subsequent to testing to verify compaction, the slopes should be grid-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 drainage 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\4344a;pge GeoSoils, Ine. Appendix F Pages ijnd/or in accordance with the recommendation of the soil engineer or engineering geologist. · SUBDRAIN INSTALLATION Subdrains shOLJld be installed in approved ground in accordance with the approximate alignment and details indicated by the geotechnical consultant. Subdrain locations or materials should not be cht:inged or modified without approval of the geotechnical consultant. The soil engineer and/or engineering geologist may recommend and direct changes in· subdrain line, grade and drain material in the field, pending exposed .conditions. The location·of constructedsubdrains 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 co·ntractor when cut slopes are started. If, during the course of grading, unforeseen adverse or potential adverse ·geologic conditions are encountered, the engineering g(;!ologist and soil engineer should investigate, evaluate and make recommendations to treat these problems. The need for cut slope buttressing or stabilizing should be based . on in-grading-evaluation by the engineering geologist, whether anticipated or not. . Unless otherwise specified in soil and geological reports, no cut slopes should be excavated higher_ or steeper than that allowed by the ordinances of controlling governmental agencies .. · Additionally, short-term stability of temporary cut slopes is the contractors responsibility. Erosion control and drainage devices should be designed by the project civil engineer and should. be constructed in compliance with the ordinances of the controlling governmental agencies, and/or in accordance with the recommendations of the soil engineer or engineering geologist. Del Mar Custom Homes, Inc. . File:e:\wp9\4300\4344a.pg.e . GeoSoils, 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 and filled areas are graded in accordance with the approve_d project specifications. After c0mpletion 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 un_dertaken without prior notification of the soil engineer ar:id/or engineering geologist. Ali finished cut and· fill slopes should be protected from erosion and/or be planted in accordance with the project specifications and/or a$ recommended by a landscape . architect. Such protection and/or planning should be undertaken as soon as practical after completior:i 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 constructi9n projects. GSI recognizes that construction activities will vary on each site and that site safety is the prime responsibility of the contractor; however, everyone must be safety conscious and responsible at all times. To achieve our goal of avoiding accidents, cooperation between the client, the contractor and GSI personnel must . be maintained. In an effort to minimize risks associated with geotechnical testing and observation, the following precautions are to be implemented for the safety of field personnel on grading and construction projects: Safety Meetings: GSI field personnel are directed to ·attend contractors regularly sch~duled and documented safety meetings. Safety Vests: Safety vests are provided for and are to be worn by GSI personnel at all times when they are working in the field. ' . - Safety Flags: Two safety flags are provided to GSI field technicians; one is to be .affixed to the vehicle when on site, the other is to be placed atop the spoil pile on all test pits. 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. Flle:e:\wp9\4300\4344a.pge _ GeoSoils, lne. Appendix F Page7 · While operating a vehicle in the grading area, the emergency flasher on the vehicle shall be activated. In the .event that the contractor's representative observes any of our personnel not following the above, we request that it be brought to the attention of our office. Test Pits Location, Orientation and Clearance The technician is responsible forselecting test pit locations. A primary concern should be the technicians's safety. Efforts will be-made to coordinate locations with the grading contractors authorized representative, and to select locations following or behind the established traffic pattern, preferably outside of current traffic. The contractors authorized representative (dump man, operator, supervisor, grade checker, etc.) should direct excavation of the pit and safety during 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 v_ehicle is to be placed next to the test pit, opposite the spoil pile.. This necessitates the fill be· maintained in a driveable condition. Alternatively, the contractor may wish to park a piece of equipment in front of the test holes, particularly in small fill areas or those with limited access. A zone of non-encroachment should be es~ablished 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 techn.ician 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 opera!ion distance (e.g., 50 feet) away·from the slope during this testing. Th~ technician is directed to withdraw from the active portion of the fill as soon as possible following testing. The technician's vehicle should be parked at the perimeter of the fill in a highly visible location, well away from the equipment traffic pattern. The contractor should inform our personnel of all changes to haul roads, cut and fill areas or other factors that may affect site access and site safety. In the event that the technicians safety is jeopardized or compromised as a result of the contractors failure to comply with any of the above, the technician is required, by company policy, to immediately withdraw and notify his/her supervisor. The grading contractors · representative wm 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. · · Flle:e:\wp9\4300\4344a.pge GeoSoils, lne. Appe·ndix F Page a In the event that the soil technician does not comply with the above or other established safety guidelines, we requestthat the contractor brings this_to his/her attention and notify this office. Effective communication and coordination between the contractors representative and the soils technician is strongly encouraged in order to implement the above safety plan. Trench and Vertical Excavation ' . It is the contractor's respom~ibility 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 arid/or state and local standards. Our personnel are directed not to enter any trench by being lowered or "riding down" on the equipment. If the contractor fails to provide safe access to trenches for compaction testing, our company p9licy 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 ~nyone 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\4344a.pge -GeoSoils, lne. Appendix F Page9 .CANYON SUBDRAIN DETAIL TYPE A PROPOSED COMPACTED FILL SEE ALTERNATIVES TYPE B -------------.... -----------------..... --- , PROPOSED COMPACTED. FILL ' ' . . '. ' . _, ', _.,-NATURAL GROUND -~ ~ . 11,\\\ ', · I~ - NOTE: ALTERNATIVES, LOCATION' ANO EXTENT OF SUBORAINS SHOULD BE DETERMINED BY THE SOILS ENGINEER AND/OR ENOINEER'ING GEOLOGIST-DURING GRADING. PLATE EG-1 CANYON. SUBDRAIN ALTERNATE DETAILS . ALiERNATE t PERFORATED PIPE AND FILTER MATERIAL· ·A-1 ·FILTER MAiERIAL. . · SIEVE SJZE PERCENT PASSJNG 1 INCH ., 100 . "3/ 4 INCH 90-::,100 3/8 INCH 40-100 . NO. 4 25-40. NO. 8 . 18-33 .NO. 30 · :S-115 ·No. 50 .0-7. NO. 200 . 0-3 . . -. ALTERNATE 2: PERFORATED PIPE, GRAVEL ANO.FILTER FABRIC ~Nl~UM OVERLAP s• MINIMUM OVER~~/ A-2 PERFORATED PIPE: SEE ALTER NA TE 1 . GRAVEL: CLEAN 3/4 INOi ROCK OR APPROVED SUBSTITUTE FII..TER FABRIC: MIRAFI 140 OR APPROVEO SUBSTITUTE ( . PLATE EG-2 DETAIL FOR FILL SLOPE TOEING OUT ON FLAT ALLUVIA TED CANYON · TOE OF SLOPE AS SHOWN ON GRADING PLAN ' ' ORIGINAL GROUND SURFACE TO BE -RESTORED WITH COMPACTED FILL --':2"::~Gl.:~~O SU~~ . · BACKCU~lARIES. FOR DEEP REMOVALS,/....~ . r BACKCUT :\:\C\SHOlJLD BE MADE NQ. {,$'-~ . STEEPER·THA~:1 OR AS NECESSAR~i~ ANTICIPATED ALLUVIAL REMOVAL FOR SAFETY ........_~,CONSID·ERA TIONS-:, 1 ~ , DEPTH PER SOIL ENGINEER. ~/~ // ' -' ~\~I~-~~-----~---'\\vJ~\l~ PROVIDE A 1:1 MINIMUM PROJECTION FROM TOE OF SLOPE AS SHOWN ON GRADING PLAN TO THE RECOMMENDED .REMOVAL DEPTH. SLOPE HEIGHT, SITE CONDITIONS AND/OR LOCAL CONDITIONS COULD DICTATE FLATTER PROJECTIONS. REMOVAL. ADJACENT TO EXISTING FILL ADJOINING CANYON FILL ' --------------------------~. PROPOSED ADDITIONAL COMPACTED F.ILL C~MPACTED ALL LIMITS LINI;\ , TEMPORARY COMPACTED FILL ~ _.- . . · . )., FOR DRAINAGE ONLY _.-----. · Oaf . . • .,.~<0, Oaf //clar (TO BE REMOVED) IEXISTING,COMPACTEO FILU ~-~, ~.,, ~~'\~zyt/~ . . · -~ k~~,\ LEGEND ~1/#'~{1{/\ _... · TO Bl: REMOVED BEFORE Oaf ARTIFICIAL FILL PLACING ADDITIONAL COMPACTED FILL . Qal ALLUVIUM PLATE EG-3 -u r )> -I m m G) I .J.- TYPICAL STABILIZATION / BUTTR"Ess· FILL DETAIL 15° TYPICAL 1-2· -,,, , \ lb>-.~ OUT.LETS TO BE :sPACED AT 100" MAXIMUM INTERVALS, AND SHALL EXTEND 12· BEYOND THE. FACE PF SLOPE AT TiME OF ,ROUGH GRADING COMPLETION. I I . BLANKET FILL IF RECOMMENDED ' f t · 1 BY THE SOIL ENGINEER 1.-.r-m-,rl\.,·\\Wfi\l_m-~----- -' ~ :_.. .• , 4 i -----, ~ 4• DIAMETER NON-PERFORATED OUTLET PIPE L ANO BACKDRAIN (SEE ALTERNATIVES) r,,\,\ 3"MINiMUM KEY DEPTH W=15" MINIMUM OR H/2 \.. TYPICAL-STABILfZATION / BUTTRES·S-SUBDRAI.N · DETAIL I.· MINIMUM 2 • MINIMUM . 7J r )> -I rn n, G1 I µJ PIPE. ::E :::, ~ z i °N 2· MINIMUM FILTER f'iATERIAL: MINIMUM OF FIVE FP/LINEAR Fl OF PIPF · OR FOUR FP/LINEAR Ft OF PIPE WHEN PLACED IN SQUARE . CUT T~ENCH. . .AJJl:RNATIVE IN LIEU Of FILTER MATERIAL: GRAVEi. MAY B ENCA$ED IN APPROVED FILTER FABRIC. F~LTER FABRIC SHALL BE MIRAFI 140 .OR EQUIVALENT. FILTER FABRIC SJJALL BE LAPPEO A MINIMUM OF 1r ON ALL JOINTS. . MINIMUM,. DIAMETER PIPE: ABS-ASTM D-2751, SOR 35 OR ASTM D-1527 SCHEDULE 40 PVC-ASTM D-3034~ SPR _35 OR ASTM D--1785 SCHEDULE 40 WI.TH A_CRUSHING STRE"'OTH· 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 CA~ AT UPSTREAM E,ND 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 ae BACKFILLED WITH ON-SITE SOIL • 2. BACKDRAINS AND LATERAL DRAINS SHALL BE LOCATED AT ELEVATION OF EVERY BENCH DRAIN. . . FIRST DRAIN LOCATED AT ELEVATION JUST ABOVE LOWER LOT GRADE. ADDITIONAL DRAINS MAY BE REQUIRED AT THE DISCRETION OF THE SOILS ENGINEER AND/OR ENGINEERING QEOLOGIST. FILTER MATERIAL SHALL BE OF THE FOLLOWING SPECIFICATION OR AN APPROVED EQUIVALENT: . ' ·SIEVE SIZE PERCENT PASSING. 1 INCH 100 J/4 INCH. 90-100 3/8 INCH. ·40-100 NO. 4 25-40 NO. 8 18-33 NO, 30 5-15 NO. 50 0-7 NO.200 0-3 GRAVEL S~AL~ BE OF TH~ FO.LLOWING SPECIFICATION OR AN APPROVED EpUIVALENT: . SIEVE SIZE PERCENT PASSING 1 1/2 INCH.. 100 N0.4 50 N0.200 8 SANO EQUIVALENT: MINIMUM OF 51 FILL OVER NATURAL DETAIL SIDEHILL FILL TOE OF SLOPE AS SHOWN ON GRADING PLAN PROVIDE A 1:1 MINIMUM PROJECTION FROM DESIGN TOE OF SLOP!; TO TOE OF KEV AS SHOWN ON. AS BUILT· NATURAL SLOPE TO BE RESTORED WITH BENCH WIDTH MAY, VARY COMPACTED FILL ~ .._ . -=:.E: MINIM~M ~ ~ NOfE: 1, WHERE THE NAfURAL SLOPE APPROACHES OR EXCEEDS THE 'MINIMUM KEY WIDrn ,;,,,;,.;_~ DESIGN SLOPE RATIO. ~PECIAL RECOMMENDATIONS WOULD BE -u r )> -I rn rn . G) I en 2'X 3• MINIMUM KEY DEPTH 2' MINIMUM IN BEDROCK OR APPROVED MATERIAL. I . . . PROVIDED BY THE SOILS ENGINEER. 2. THE ·NEED FOR AND DISPOSll'ION OF DRAINS WOULD BE DETERMINED BY THE SOILS ENGINEER BASED UPON EXPOSED CONDITIONS. FILL OVER CUT DET A,IL CUT/FILL CONTACT MAINTAIN MINIMUM .15 1 FILL SECTION FROM 1. AS SHOWN ON GRAPING PLAN BACKCUT TO FACE OF FINISH SLOPE ________ _ 2. AS SHOWN ON AS-BUILT H ORIGINAL TOPOGRAPHY ....,,,\' ~~' l/1\ BEDROCK OR APPROVED MATERIAL 7J r )> -I m rn G) I '1 I LOWEST BENCH WIDTH 15' MINIMUM OR H/2 COMPACTED FILL NOTE: THE CUT PORTION OF THE SLOPE SHOULD BE EXCAVATED AND EVALUATED BY THE SOILS ENGINEER AND/OR ENGINEERING GEOLOGIST PRIOR TO CONSTRUCTING THE FILL PORTION. -0 r )> -I m m CJ I 00 STABILIZATION FILL· FOR UNSTABLE MATERIAL-. . . EXPOSED IN PORTION OF CUT ·SLOPE . NATURAL SLOPE REMOVE:_ UNSTABLE MATEijlAL -~ ~ t 15'.MINIMUM !~i;qSE!l EIHISHEP !iBf\DE REMOVE: UNSTABLE MATERIAL ~wwri=-7...:IJ~MINIMUM TILTED BACK ~/~, . . IF RECOMMENDED BY THE SOILS ENGINEER AND/OR ENGINEERING, ~ w2 . ::::31 GEOLOGIST, THE REMAINING CUT PORTION OF THE SLOPE MAY Vt, n .. u:•,.,-.•· w,.:=:_-;r = REQUIRE REMOVAL AND REPLAC~MENT WITH COMPACTED FILL. NOTE: 1. SUBDRAINS ARE NOT REQUIRED UNLESS SPECIFIED BY SOILS ENGINEER AND/OR ENGINEERING GEOLOGIST, 2. ·wr SHALL BE EQUIPMENT WIDTH 115'1 FOR SLOPE HEIOHTS LESS THAN 25' FEET. FOR SLOPES GREATER· THAN 25 FEET ·w· SHALL BE DETERMINED BY THE PROJECT SOILS ENGINEER ANO /OR ENGINEERING GEOLOGIST. AT NO TIME SHALL •w• BE LESS THAN H/2. -0 ~ -1 rn m· Gl I lO . SKIN FILL OF NATU:RAL GROUND 15" MINIMUM TO BE MAINTAINED FROM PROPOSED .FINISH SLOPE FACE TO BACKCUT PR.OPOSED FINISH SLOPE /MINIMUM KEY WIDTH 31 Ml~IMUM, KEY DEPTH ORIGiNAL SLOPE ~. NOTE: 1. THE NEED AND DISPOSITION OF DRAINS WILL BE DETERMINED! BY THE SOILS ENGINEER AND/OR ENGINEERING GEOLOGIST BASED ON FIELD CONDITIONS. 2. PAD OVEREXCAVATION ANO RECOMPACTION SHOULD BE PERFORMED IF DETERMINED TO BE NECESSARY BY THE SOILS ENGINEER AND/OR ENGINEERING GEOLOGIST. tJ r )> -f m m G) I --1,, 0 . . ,' D-A YLIGHT CUT LOT DETAIL RECONSTRUCT COMPACTED FILL SLOPE AT 2:1 OR FLATTER ' ' (MAY INCREASE OR OECREASE·PAD AREA). OVEREX~AVATE ANO RECOMPACT -----.... REPLACEMENT FILL AVOID AND/OR CLl;AN UP SPILLAGE OF MATERIALS ON THE NATURAL SLOPE NATURAL GRADE~ / / NOTE: 1. SUBORAIN AND KEY _WIDTH RE;OUIREMENTS WILL BE DETERMfNED BASED ON EXPOSED SUBSURFACE CONDITIONS ANO THICKNESS OF OVERBURDEN. ,• 2~ PAD OVER EXCAVATION AND RECOMPACTION SHOULD BE PERFORMED IF DETERMINED NECESSARY BY TH ii. SOILS ENGlNEER AND/OR THE ENGINEERING GEOLOGIST. TRANS-ITION LOT DETAIL CUT LOT (MATERIAL TYPE TRANSITION} -----------------~ -___. --M PAO GRADE TYPICAL BENCHING CUT-FILL LOT (DAYLIGHT TRANSITION) NOTE: * _DEEPER OVl:REXCAVATION-MAY BE RECOMMENDED BY THE SOILS ENGINEER ANO/OR ENGINEERING GEOLOGIST IN STEEP CUT-FILL TRANSITION AREAS. - PLATE EG-11' SETTLEMENT. PLATE AND RISER DETAIL 2·x 2·x 114· STEE·L PLATE STANDARD 3/4· PIPE 'NIP.PLE WELDED TO TOP OF PLATE. ~---.J.-.... 3/ 4 • X 5' GALVANIZED PIPE, .STANDARD PIPE JH READS TOP AND BOTTOM. EXTENSIONS THREADED-ON BOTH ENOS ANO ADDED IN 5• INCREMENTS. 3 INCH SCHEDULE 40 PVC PIPE SLEEVE. ADD IN s•INCREMENTS WITH GLU~ JOINTS. FINAL GRADE . r· . I I ··: : MAINTAIN 5• CLEARANCE OF HEAVY EQUIPMENT. · --1..'\,--.L.A,-MECHANICALLY HAND COMPACT IN 2'VERTICAL -14-• -,-'\,-LIFTS OR ALTERNATIVE SUITABLE TO AND L.._,__ ____ 1111 •-------..,.• ~CCEPTED BY THE SOILS ENGINEER. , -· s· --s· -1 I T s· . : Al MECHANICALLY·HAND COMPACT THE INITIAL 5• ) VERTICA~ Wl_THIN A 5' RADIUS OF PLATE BASE. / ' . . / ' / ' / ' ' :•:-_ •. •: •• _. ,:•. • • •. •• • •• • •• BOTTOM OF CLEANQUT ...................... PROVIDE A MINIMUM 1' BEDDING OF COMPACTED SANO . . NOTE: 1. LOCATIONS OF SETTLEMENT PLATES SHOULD BE CLEARLY MARKED AND 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'COMPACTED TO PROJECT SPECIFICATIONS OR COMPACTED BY ALTERNATIVE APPROVED BY THE SOILS ENGINEER. . · 3. AFTER S'(VERTICAL) OFFILL IS IN· PLACE, CONTRACTOR SHOULD MAINTAIN A 5:RAOIUS EQUIPMENT CLEARANCE FROM RISER. L. PLACE AND MECHANICALLY HAND COMPACT INITIAL 2' OF FILL PRIOR TO ESTABLISH INO THE INITIAL READING. . 5. IN THE EVENT OF OAMAGE·TO THE SETTLEMENT PLATE OR EXTENSION RESULTING FROM EQUIPMENT OPERATING WITHIN THE SPECIFIED CLEARANCE AREA. CONTRACTOR SHOULD IMMEDIATELY NOTIFY THE SOILS ENGINEER AND SHOULD BE RESPONSIBLE .FOR RESTORIN-G THE SETTLEMENT PLATES TO WORKiNG ORO ER. 6. AN ALTERNATE.DESIGN ANO METHOD OF INSTALLATION MAY BE PROVIDED AT THE DISCRETION OF THE SOILS ENGINEER. . PLATE EG-14 TYP·ICAL SURFACE_ SETTLEMENT MONUMENT FINISH GRADE ---. ........... ;;;;.;.;.,.;;:.:.:;.:::;.:._ ____ ,... ______ --~-,------------- . . ' I •. ...__........,_ 3/a· DIAMET~R X s· LENGTH CARRIAGE' BOLT OR EQUIVALENT • D.IAMETER X 3 112• LENGTH HOt:.E J "4--+-CONCRETE BACKFILL PLATE EG-15 TEST PIT SAFETY DIAGRAM SO FEET SPOIL PILE SIDE VIEW (NOTTO SCALE ) TOP VIEW 100 FEET 1-w. u.. 0 an .. APl'~IMAtE !ENiER / . ... HI u. FLAG CF TEST P{T 0 In l NOT TO SCALE ) 50 FEET PLATE E6--16 OVERSIZE ROCK DISPOSA.L VIEW NORMAL TO SLOPE FACE PROPOSED FINISH GRADE 1 O' MINIMUM (El 0::, ,:;J:J 00 co 1--,.{ 00 1e~IMU~ 20' MINIMUM (B) cO D IGJ 00 c:o QC=, co oO oolFl ViEW PARALLEL TO SLOPE FACE PROPOSED FINISH GRADE 10' MINIMUM (E) 15" MINIMUM · 0 IOOt>=~· ..c:::::J 15' MINIMUM ~ 3' MINIMUM (GJ C::) 00<::0 NOTE: (A) ONE EQUIPMENT WIDTH OR A MINIMUM OF 15 FEET. (B) HEIGHT ANO WIDTH MAY VARY DEPENDING ON ROCK SIZE ANO TYPE OF EQUIPMENT. LENGTH OF WINDROW SHALL BE NO-GREATER THAN 100' MAXIMUM. (C) 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. - {D) ORIENTATION OF WINDROWS MAY.VARY BUT SHOULD BE AS RECOMMENDED BY THE SOILS ENGINEER ANO/OR ENGINEERING GEOLOGIST. STAGGERING OF WINDROWS IS NOT NECESSARY UNLESS RECOMMENDED. (E) CLEAR AREA FOR UTILITY TRENCHES, FOUNDATIONS AND SWIMMING POOLS. · (Fl ALL FILL OVER AND AROUND ROCK WINDROW SHALL BE COMPACTED TO 90"1 RELATIVE COMPACTION O·R AS RECOMMENDED. (G) AFTER FILL BETWEEN WINDROWS IS PLACED AND COMPACTED WITH THE LIFT OF FILL COVERING WINDROW, WINDROW SHOULD BE PROOF ROLLED WITH A D-9 DOZER OR EQUIVALENT. . VIEWS ARE DIAGRAMMATIC ONLY. ROCK SHOULD NOT TOUa-1 AND VOIDS SHOULD BE COMPLETELY FILLED IN. .. PLATE RD-1 ROCK ·01SPOSAL PITS VIEWS ARE OIAGRAMMA TIC ONLY. ROCK SHOULD NOT TOUOi AND VOIDS SHOULD BE COMPLETELY FILLED IN; FlLL LIFTS COMPACTED OVER ROCK AFTER EMBEDM.ENT . r-----------I . I GRANULAR MATERIAL I r----------, 1 1 COMPACTED FILL I I I I I SIZE OF EXCAVATION TO BE I I COMMENSURATE WITH ROCK SIZE I I I ROCK DISPOSAL LAYERS. GRANULAR SOIL TO FILL VOIDS.~ . FCOMPACTED FILL DENSIFlED BY FLOODING -:;J:_. --------... . LAYER ONE ROCK HIGH (lo~a ...... . ...................... --------------- · PROPOSED FINISH GRADE Io· MINIMUM OR BELOW LOWEST ur1u.· ~--------------~ 20· PROFILE ALONG LAYER ... ' ' · OVERSIZE LAYER . ', ' ' . . . ' ..... COMPACTED FILL ', ·---.-...... . ~ -r;. ',,' ~ . ' h FILL SLOPE IcLEAR zoNE 2o'MINIMU_M LAYER ONE ROCK HIGH PLATE RD-2 ' I .1 ; l ProJc,at, ........ ~···························································· .. ·· Date ............... ~··· Pa0B:No ...•.........•... . ... ·~ ..................................... ,-, .............................................. • ... ·, ...... , ................. . Reeldonc;o O 2652 La Coeta Avo •. Spanal:,lllty Syetem to ehow oapac;ttloe of tho Poet Toneion Slat, to euppon; loads. I' ---I ' ' POST TENSION SLA6 PARAMl:TERS BASED. ORON THE SLA6 & 61:AM CAPACITIES .a· rrin. L,s.. _,1. CRITERIA Allowalile Si;,11 Prtei,un, at l;,01,t;om offootlnge = Allowatito Soll:Preeeure at 1101,t;om of elal1 = '<::I" Mn =-<=>nd .....;-th Soils R.srp,:::,rt ' Slat, Thloknee~ = 06/2.e>/2004 eC>NCRETE. fc; = fa = .::·t~C:Wf pel·O 2a daye 1:350 pel area· =. 0.15:3' !!Jq lne. Streee at= Ee = ft; = V = 2250 pel Exterior Beam Qverall . 'd' lne =· :3122019 pel :32~.6 pel 109.5 pel Cal1le 1/2 dla ASTM 416 Strand = Pjack. (0.8 x fpy urea) = Panchor (0,7 x fpy x area) = Peffeatlve (0.65 x fpy x area) = Ee = Find Moment. Capaay of Slab: Mt = Seatlon Modulue x allowal11o St!:eef!J Streee = ( 6 x eq,rt fc + PIA) = Min P/A = {ti,,/,m\t:'(':/~ pel Seatlon Modulue= Moment= 6D"2/6 . 1.682 kft; . 50 'lne"B 61nce the Moment at tho elal1 le aleo equal [wl"2/2],.where i I "= ~ I ~ectlve '\ f!'Olve for• I eff •, where w = Soll Pn,eeun, 270 Ke( BB.0 Kel 28,.9 K~I 26.9 Kel 28,000 Kel therefore "I ef'=: 1.682 = (Soll Pn,ee~n, x I eff. "2)/2 = "! off" = ' . ' Equivalent Strip of Fte = 2;8:3 ft; Min P/A =···:ct·.:·7.9,. Breath lne = . Depth,!lne = 1p0 Total Capacity of Exterior Ft4 = 4.25 klpe/lln ft Load from Exterior Wall = k/lf ft; 12.0 5.0 2417 N. Sh'ady Foreet Lane, Oranee, CA 92867 . Phone: 714-97.+5:347' · Fax: 714-974-0114 : E·inall: u,ilc:haell:iroac:IPEC:Omen.c:om P.rojdct.~ ......... .,. ............................................................. Date: ................. ; .. :rae1~ No .•.•....•.••... • • • • • • • • ·-· ••••••• t ••••••••••• •·• •••••••••••••••• ~ ••••••••••• • .•• ·• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ••••••• POINTLOAD CAPACITY OF EDGE 5EAM: L eff" ::::: 1.50 Ft Width of be.ring area = 2.45 Ft . Aeeume to spread (2 x •5M DEPTH""dletance perpendlclar to·load) Nett area ::::: . , 10.22 ef Soll Preee.= 1.15 Max.P Lon Extr Footing ::::: .11.50 klpe INTERIOR SHOVEL FOOTING CAPACITY: I ...,.flii,c;:-ti.......,. lC," rp 10"' -..-·-~-n.....,, L I 1. ~ --... -:~ l~~ _, 41 l 6" t i:6" l Typ_ In -re rlo r 6 ea l""l l'\lg Wal I F-rg L eff = 1.50 Ft Eq_ulvalent Strip of-Shovel Footing = Load capacltY, at F;educed Bearing ::::: 4.66 4.66 ft; klpe/lln ft; 19I. =Lo=· =a=d=fro==m=5=t=ru=ct===E=ne~·e==D=ra=iY=ln=='!g!:::=::=========~·"".'::z:,;:=··;=:,:/e:±··,.=:'·:=·,::==· "="=·:===='=ee=e=t=h=an========4=.6=6=== kif POINT LOADS ON INTERIOR PAD FOOTINGS •I Effective Area of Pade .= PadWldth +. (1 x L eff)"2 1•-6•Pad' 2'-0"Pad 2'·6" Pad 5~·0" Pat:11 Capacltlee w/ 1"-6• Pad 2'-0"Pad 2'•6" Pad 5'-0"Pad: area= area:::: area:::: area= 9.0 ef 12.2 ef 16.0 ef 20.2 ef Allowable Bearing at u/e elab ::::: 8.8 Klpe 11.9 Klpe 15.6 Klpe 19.7 Klpe 0.98' kef Allowable x 65,% for elab & pa4 ~ml1lnatlon Therefore It c;an 1-,e eeen that point loade c;an t,e supporte~ by the PT system 2417 N. 6hady Foreat Lane, Orange, CA 92867 Phone: 714-974-5347 , Fax: 714-974-0114 E-mail: miahaelliroaaFEOJman.aom i i; l ! l i Project ...................................... , ............................... ,..... Date ............ ~...... Pa~e: ,No ....... -. ...... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ... . . . . . . . . . . . . . . . . . . . . . . . . . . . . ,.:, .................... ·• ...... . Find Section-Properties of Edge 6cam. Given: bt; _._->.:-_ :l',j:'-: I:~: depth"' · · ·. ·. 26'...:--'.. , .' -' Ins Area:of section =· · .. · 462 ·-. ' ' -:· :· · .... '-'tla~ ... --:· · · · · · tiottrom. C.G 17ottom = C.G.top =· 150 000 12 15.47 9.55 Ins Ins 22.5 LOAD: 6LDG Use 960 lbs/Un fl; average : 4•·:t==_ . 75958 . 512.5! 46&75 _15625i 28,190 lns"4 5Iab: Dead Load= Live load= 65 40 Slab I::: bxd"5/12 = 105 Lbs/sq, fl; With Tendons. spacea at = 5.00 5Iab P / A = ,n spacing " slab thknese ) = 6eam PIA= Peff/6cam Area)= Mt due to PTecc = · 15721;50 lb ft; Le,igth of 6m,rt:t.tulrea to reelet appllca Mt (Dead load only) w/ M:;: W, L"2/2 = . Interior Moments Conelder 2 way action of·ela&, for bending. ======::::::================ Interior spans Exterior epan1 ·M=W1"2/12 ·M=W1"2/12 +M= Wl"2/24 +Mt= Wl"~24 Mom~n;t; Determination: Preoompreeelon· = Tenellc Capacity= Loadtoft;g = ·Mt = wl"2/12 = +Mt = wl"2/24 = Mt due to HD'e =PlxV&= 5&.715 lbft; 95,577 lbft; 0.090 KSI Q.05& KSI +/· Mt= PL/8 HD load.::. 125 6eamWI;.= &.0& Ft : . :· ,··<: ·~_1Q: Lue 2.460 117ft; 4,900 117ft; 481 2417 N. 5hady Foree;t Lani,, Oranee, CA 92867 Phone: 714-974-5347 Fax: 714-974-0,114 : . E-mail: michaelbroadPEOme;n,aom ' ' ; t • . , I · l l I i l l · I l ' '·i· . l ' ' Proj~Gt;................................................... ... . . . .. . . . . .. . . . ..... Date •....•...... r .. + "! fiaeie.!No ............. .. ; l : '; • • • • •• e ,• e • • e t t t t t t. t f t•t t f I t t I I t I t I I I I I I t I I t I t t I I I I I I e. t" I I I I I I I I I e I I t t I I I I I I I I I I I I I I I I I I ·: I I I 11 I ~ I I! I I //l;t' ! I I I I I I I I I I I I I e I fl Ma~lmum:5ean of51ab wlo Ground eupport;: Conelaer Continuous: Moment = Wl"2/12 Conelaer Simple Span Moment = Wl('2/8 Find Deflection: Continuous: Sean: Deffeotlon = wl"41384EI = Slm~le Sj:!an:, De&ptlon = 5wl"4/384EI = 2417 N. 6ha.:1,y Forest Lane. Oranee. CA 92867 Sl'!P Seo Moa lne":3 = Allowal:,le etreee In Slab= Sia!:, Seo Moa lne"':3 = Allowable·etreee In Slab= Q.0313 lne < 0.085 lne < Phone: 714-974-5:347'.' 50 404 50 404 epan/360·= epan/360·= Slab Load = · , 123 Slab Mi P.ft;=i : 1~82 Slab Loaa= Sl'!bM~~l : 123 1682 I . -0.4~8, lne O.Ma: lne Fax: 714-974-0114 I i ·! ! Projt3'ct ........•................................................. ~ ............. . I ra0~ No ...•.....•..... •••••••• ~-· ••••• ·-· ~ •••• ·-· ••••••••••••••••••.••••••• ·-· ...................................... ~ ••• •l• •• ··)~. • • • • • • • • • • ••••••• Cheak on Min Slab Reeli:lual Comp. 5tn,ee malntalnei:I above 5opel ·after elab eubarai:le friction lose • -•• J - Suberai:le Fliptlon Com'. == To maintain 50pel .,_'.::./:-1:00:,;:-'_··. i. for elabe aaet on eani:I over polyethylene ' • '~~ • • ~ ' F • Mai< teni:lon Spaalne == EffeGtlve Pn,etn,ee/(S.tn,15el'elab area)+(elab wt.•1e12•0.5) ,:,,,/_'.:"::i?::::'f?;~i: lne _ : ' Fe klpe == 26.85 for elab ;thlakneea t == M~ ale== Fe! ((50•(t•12))+(t/12)·150)~0.?5Le : 15 8.30 ~ 85.60 pel 20 8.11 ~ 84.BO pel .25 7.92 ~ 82.99 pel ~o 7,74 ~ E>1.69 pel 40 7.41 ~ 79.Q9 pel 5Q 7.10 ~ 7.6.,te pel 60 6.82 ~ 75.88 pel 100 5.89 re ~B.,il6 pel emlnlmum Cheak oondltlon If a 6oalina wall le c;onettuotod off tho.:footlna & on the PT elal;, The elal;, alpne le not ue&:I as a 1;,~arlna wall support only f9r partltlon w~lle, 5ut If~ mistake a load-1;,ealing wall le mleplac;ed, It c;an 1;,e eh()wn "!;;hat the elal;, c;~n per.form . with In the' limits of the PT elau design. · · ~enter line wall I I • ~I JL ett. J3·r Leffl WaJI bearing on slab not wall. .Cheak DefleGtlon of elal1 under Wall load : DefleGt,= Shear on Slat,: l ' ' l -, l . i · Coneli:ler that P/ A at mld·epan le reduaed ,due to eut,arai:le frlqtlon, Cof!'lputelnew •L ~:with P/a == 50pel & etrensth ==2•eqrt: fr; : · --' l ! ' f Moment Capaalty from pa,e 1 ;of 51J!t, cai~s. i Mt == 0:6~ kip ft;. L efft:Gtlvt: = · 11.15 ~ L In Ft = (2•1eff + B.5/12):;: ~60 Uee.eoll t,earlna aar,aalt~== tO Mai< Wall load kip/~= Load from 3 Story Part:~ wall f ·~,256 klP.fl ehear etreee== Allowable·== 0.025 kel . d1110 kel 0.90011 lne vecy email ...... lenore ' l ' . c;apaolt.y,ort;lati .tor f'olnt. Loaae on t;lati a1one.(t;ee elCetc?h atiove l Area uni:ler Point Loai:I =( 2 x •Leff') "2:= Therefore Max Point Load on elat, == I · 6;75 e.f. : 6;75 kips (Uee SP == 1.0_ kef) ~ kef 2417 N.5hady Foreet Lane, Oran0e, CA9W67 Phone: 714-9.74-5341 Fax: 714.-974-0114 · Etmall: · ·mlchaell1roadPl;:4'men.com 1' CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 1 CF-lR Project Title .•.•.•.•.. 4CCA-103 Date .. 06/16/04 12:53:30 Project Address .•...... 2554 LA COST~ 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 714-785-8679 Field Check/ Date Climate Zone ....•..•..• Compliance Method .••••• 07 MICROPA$6 v6,0l for 2001 Standards by Enercomp, Inc. MICROPAS6 v6.0l tJser:fl:-MP0974 File-4CCA103 .. Wth-CTZ07S92 Program-FORM CF-lR User~construction Computer Ana Run-RESIDENCE Component Type Wall Roof Door FloorExt SlabEdge $labEdge 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 SHELt INSULATION 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) 79.3 0.600 0.650 Standard None Vinyl/Wood Operable Door-Back (NE) 144.0 0.550 0.650 Standard res Vinyl/Wood Patio Door Wind Back (NE) 144.8 0.600 0.650 Standard None Vinyl/Wood Operable Wind Right (SE) 102.0 0.600 0.650 Standard None Vinyl/Wood Operable NOV-05-2004 FRI 07:09 AM CITY OF CARSLBAD J,.~-~ FAX NO. 760 602 8558 P. 03 . . City: of Carlsbad · . . 1-xu•rao1-•·M·Et111s~;,11 CERTIFICA[E OF COMJ'LIANCE PAYMENT OF. SCHOO\, FEES OR ·QTHER MITIGATION This form .must be ~mpleted by the City, the applica11t. and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any buildin~ permit Without a completed school fee form .. Proje~ Name: Building Permit Plan Check Number: Project Address: A.P.N.: · Project Applicant · (Owner Name): Project Description: Buildlng Type: Residential: Second Dwelling Unit: Residential Additions: . Commercial/Industrial: City ,certification of Applicant Information: \\ oo NOmher of New ~mag UoJl& . ·. s uare Feet of.Livin Area in New Dwellin Square Feet ofliying Area ii, SOU Net Square Feet ~ew Area ; Square Feet Floor Area SgJQQL J!ISTRJCTS lflTHIN THE: CITY OF CARLSBAD Carlsbad Unified School District 6225 El Camino Real c~~bad!!U,;a,.a,,.iw.~Hoa:WW!~ San Marcos Unified School District 2UMataWay · San Marcos, CA 92069 (290-2649) •. Contact: Nan Dolce .A t. Onl San Dieguito Union High Scbooi Djstrict 71 ~ Encinitas Blvd. ~cinitas, CA 92024 (753-6491) Certification of App, rs. The person executing this declaratiory ("Owner") certifies under penalty of perjury that (1) the informatiQn provided ·above is to the be•t of the Owner's knowledge, .and that the Owner wm file an amended certification of payment and pay the additional fee if Owner requests 'en Increase in the number of dwelling units or square footage fitter the Quilding permit is inued or if the inltlal:determinat1on:0f1Jnits or square footage is found to be incorrect, and that {2) the Owmtr is the r/dev per the above;descnbed project(&), or th.it the person executing this declaration ls authorized to sign on· b•ha e · r. · · Signature: Ri:visc:d 4/20/00 163 1J 3357.fo NOV-05-2004 FRI 07:11 AM CITY OF CARSLBAD I ' FAX NO. 760 602 8558 P. 06 I 'I I I ·I I ! i' ! ' I SCHOOL DISTRICT SCHOOL ftEE CERTIFICATION (To be compfet•d by the si?hc:>01 district(s)) · *****•••····~······················ ........ , .............. ~ ............................ ~ ........... # THIS FORM INDICATES THAT THE ~CHOOL QISTRICT REQUIREMENTS FOR THE. PROJECT HAVE BlfEN OR V\llLL BE SATISFIED. ! =! ' . i ./ 1 :; . . . I ·i SCHOOL D_ISTRICT: . i · . ·;! • • • · · The undersigned, being ~uly authorized byjthe apph~ble School D1stnct. certifies that t~e developer; builqer, or owner has satisfied t~e obfigatiqn for school facilities. This is to certify that the applicant listed on page 1 has paid all ~m9unts o~ completed other applicable school mitigation determined by the School District. The City;]may i$$ue building permits for this project. l ,I i :! SIGNATURE. OF AUTHORIZED SCHOOL] DISTRICT OFFJCIAL i TITLE NAME OF SCHOOL DISTRICT DATE . PHONE NUMBER Revised 4/20/00 ·l i i i : i j i i r ,., .... , ···--·- / I/ /t1 { 0~ i Ge.lo) 9!J4-43ce '1--/ rob i i I i r ;, -i ·1 i I i ! ,j l i i I • ·! ! ! i . ·1 l i j I ! NOV-05-~004 FRI 07:10 AM CHY OF CARSLBAD ~·, '·r:ti' ll . ~ FAX NO. 760 602 8558 P. 05 , R --:;--:s s-1 City: of! Carlsbad ; : :l:lf iiGllil·l·l&iiliihiiiil . . ,. . CERTIFICATE; OF @lfPIJAN':E _ _ . PAYMENT OF SQlqO!t FEES·ORpT~R ~IG~T~ON . This fotni must be completed by the City, the-app!1ca~t. and the appropnate school districts and returned to the City prior to issuing a building pa · he City will not iss~e any buildi : rmit without a comple school fee form. I Project. Name: j_ · Building Permit Plan Check Number: Project Address: A.P.N:: Project Applicant (OWner Name}: Project Description: Building Type: Residential: Second Dwelling Unit: Residential Additions: ·Commercial/Industrial: City Certification of Applicant Information: . 2 .s: S:'t L 41. Go:,t-" \/ pj·L_; Nur:pber of New qvtemag u,l~s l uare Feet of LMn Area in New Dwellin ~ \ q ~ Square Feet of Li~ing Area ih SDU ' ' i Net Square Feet ~ew Area .i Square Feet Floor Area SCHOQL DISTRICTS 'r!Tll~ Imr CITV OF CARLSBAD Carlsba~ Unified School Disttict l S~ Marcos Unified School District 6225 El-Camino Real 21~ Mat~ Way C.lsbad CA 92009 {33 l ·5000) SM Marcos, CA 92069 (290-2649) contact:N Enc:initu Union School District lO·l South luncho Santa Fe Rd 1 Em:initas, CA 92024 (944-4300 exi 16f Certificaflon of Appficant/Owners. The pel'IOn executing 1hi1 deelar,tioj, e certifies· under penalty of perjury that (1) the information providechbOV9 Is correct and tR!• to th• be;t of the OWn,r·s knowledge, and that the. Owner will file an amended ce,tification of payinlnt and pay the additional fn if ~er teque&tal an increase in the number of dwelling uni1s or square footage .att.,-1he building .permit i& issued Of if the initial 1determlnat1cm of units or square footage is found to be incorrect, and that (2) th' Owner is the owner/developer of the above; described pr41ject(s), or that the person executing this declaration is authorized to sig be . , · I s;-. . . i ·. . o"'" Ji ~I "ljo4 . aday Avenue• Cart,bad, CA :,2008-7314 • (760) 602-2 00 · t) Rcv11Cd 4/20/00 A, ,HAr.-,,.. r.n, mtar • l7An\ R0.2-2719 • FAX l760l 60~-8558 NOV-05-2004 FRI 07:10 AM CITY OF CARSLBAD "",' ~ 'r--i' I • ....._ ' i I FAX NO, 760 602 8558 • I SCHOOL DISTRICT SCHOOL F.EE CERTIFICATION (To be completed by the sqhool district(s)) ........ -.................................... ~****·······~······················--***"'""*·--·** THIS FORM INDICATES THAT THE SpHOOL D~STRICT REQUIREMENTS FOR THE PROJECT HAVE BSEN OR W-!LL BE SATISFIED. · : . . ' SCHOOL DISTRICT; i . . P. 04 The undersigned, being duly authorized byithe appli~ble School District, certifies that the developer, builder, or owner has satisfied ttie obligatiqn for school facilities. This is to certify that the applicant listed on page 1 has p~id all cJmounts on completed other applicable school_ mitigation determ"ined by the School Distri~. The City /may issue buildl~g permits for this project. SIGNATURE OF AUTHORIZED SCHOOL: DISTRICT OFFICIAL . TITLE NAME OF SCHOOl-DISTRICT DATE PHONE NUMBER R~is~d 4/20/00 I /4«~ I Eric J. Hall A$st. Superintendent, Business .i ! i i "j !. I I CB042596 2556 LA COSTA AV CBAD SPEC HOME-3198 SF,734 SF GAR, 126SF PATIO RESDNTL SFD Lot#: DEL MAR CUSTOM HOMES \ b/JO/Olf 'fl) {n ;-,0'/,/L u1/J~~,r_;;;;r;4,_~~~ ~ ~ flt(~ I • \\.,.J.., 3f',.;yo"'-.~~ 1.-i r_ A,,/) L~Wi'. . -l£ALTHOEPT W '-VV"'-f t, ~ ------1·1AZMAT / AIR QUAL TO ---OTHER SEWERDISTR . 7 f / .. ' 'APPLICANT P\t'l"'L 1 7;15/0L{-E,~{!,LtY) . C4 , --SCHOOl."""M P/;fl/?U /JMAL~rJJJJ~.}h/-,1-1 /4~~ , · ~~~~, 0 , v 1 0(/~; --i--~~ENGCORR euJ-J, ,/4; _ fvrlt I yd t,;/ / f o-.;/ ,1fljlaf: ,#~Lie-Mr ., ' '=~~ tJ4 h -fu ~~~a~~~ o//cltv4~/4 . sLrf A-I 71 ~F c::/ Yj'ef ~ vx4,, dJ 4-1 fa< fdU-v B\;,o\o'1-CJjU fc · . 9 / ro ( oi · ~E~ \ { ~~ -r-ov~1n,/ C: c. -, ~l ---:rr--r 6 e-rJ j . . LJ( '70(S/ '-5!+-rv-ct ( T ('Cl'-5,S r9'1 Cc. le.., lp/-6~ ~ C,t..VV] -I ' I I /\ ' --------(' (\ • I,, A -G - \ ~- ~ (I) rt ~r ~ t 1 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 04-28-2005, Plan Check Revision Permit No: PCR05057 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: 2556 LA COSTA AV CBAD PCR Status: Parcel No: 2163601100 $0.00 CB042596 Lot#: 0 Applied: Valuation: Construction Type: NEW Entered By: Reference #: Plan Approved: Issued: Project Title: BRAMBLE RES-TRUSS CALC REV TO CB042596 Inspect Area: Applicant: DEL MAR CUSTOM HOMES STEB 2737 E COAST HWY 92625 949 874-5299 Plan Check Revision Fee Additional Fees T9tal Fees: $120.00 Owner: BRAMBLE RICHARD 24821 STANHOPE #F DANA POINT CA 92629 Total Payments To Date: $0.00 Balance Due: ISSUED 03/25/2005 LSM 04/28/2005 04/28/2005 $120.00 $0.00 $120.00 7051 04/28/05 0002 01 02 Inspector: FINAL APPROVAL Date: CGF" 120«00 Clearance: _____ _ NOTICE: Please take NOTICE that approval of your project includes the "Imposition• of iees, 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 3.3~.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to i,yater and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any f x i n f whi h r i I T imil r whi h h f limi i n h r vi I t j (J, 1-t> (!) ~ ;;i._ ~ /4 PERMIT APPLICATION FOR OFFICE USE ONLY t• PLAN CHECK NO.~ PCf<. 0::>--0S-7 CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 Legal Description Lot No. Subdivision Name/Number Assessor's Parcel # Existing Use #of Stories Unit No. Phase No. Total # of units Proposed Use # of Bedrooms # of Bathrooms Name · Address City State/Zip Telephone# r.5;, .. 'CQfl'tl:J~.PTQJ!:f·co~pANV.l\l~ll(I~ " . .,,.: ,,;,,i. ;:., • · ~--. (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 b is for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant tp civil penalty of not more than five hundred do rs [$5001). · H-f\Q.. ~,~~ .. < '--' - Nania Address Cit State/Zip Telepho State License# ':r,z,__ $ S~ License Class l:> City Business License# 1-Z.. \ <is'4-g ~ Designer·Name · Address City State/Zip Telephone • , State-License#------~--- ~, .• ,c..:W-Q:6~.l;B§L,.qC>M!t~t(~AilQN: -··-. ·. :,... . . .. ..,.:::-:-:.,.; .. -"· ,.,--; ___ :~ .. :~.--": ..... 7:::""s Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: D 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 e work for which this permit is issued. I have· and will maintain work,ers' compensation, as required by Section 3700 of the L,!bor Code, for the performance of the work for which this permit is d. My worker's compensation insurance.carrier and policy number are: / l-- lnsurance Company ~ ~ . . Policy No. \, 6 ':, CfZ, [ ~ Expiration Date \ () { 0 L/J.'0- (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$ 100] OR LESS) / D CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and s.hall subject an employer to criminal penalties and civil fines up to one hundred thousand dqJlars ($100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees. SIGNATURE'-----~----~---------"----'--~--------DATE ________ _ tfi2.:j~Wt>iJ.tll~!lt1J(b~ffp.1:c~Mii.QN\~ ~-~.:-... ":·' :·.~~ ~.:, .. .,_ ., __ '.,,'...~:Y:::r:·;2~:;-_:;.::. -· · ;,-!' ~o/ ff~ ,,,_ -~: ~ I hereby affirm that I am exempt from the Contractor's License Law for the following reason: D 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 improvemen.ts 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). D ·1, 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 Col)tractor's License-Law). D I am exe,mpt under Section ______ Business and Professions Code for this reason: 1. I personally plap to provide the major labor and .materials for construction of the proposed property improvement. D 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, supervi~e 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): ____________________ ~------------~---------------------- 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·Sectic;>ns 25505, 25533 or 25534 of the Presley-Tanner·Hazardous Substance Account Act? D YES D NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? D YES D NO Is the facility to be constructed within 1,000 feet of the outer boundary of a.school site? D YES D NO IFANY 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. [a,;.z: :C<>HURVQt.l~W!?.1.~~l:A.§EtJW i. :. ·"'.".'· I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097(i) Civil Code). LENDER'S NAME ___________ ~--LENDER'S ADDRESS ________________________ _ i~k .. d\1:!f.ttC~~i~!ilH!f!QA:f.f§r.il':,~,~,~ :.-:-_-;-~·-;::; ::'c..,~ -~-• .:.:'.;o-:::;;; .: · ::':'~, ,·,:::-.}';:-~ ::_ ,7::~_:J2,:.~::~i:::z;:_~;.~}i~'.:,~;':.'J.'?'.;;;~~$Z7'.:;::.:;:::;:··:-:·"~"7,~~S;:''~1>::..: 7 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 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 5'0" deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the building Official und!lr 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 1 SA-'l'l"IHll"m,,m the date of such permit or if the building or work authorized by such permit is suspended or abandoned J at any time after the work is commenc or a e · d of O d s (Section 106 · 4 Uniform Building Code). / '{'--APPLICANT'S SIGNATURE "7µ!1-(;;;;::;;.J.6:~i;'i:' .... ~--,,:::::~====<:~;;;;;;;;;====-DATE 3 / '2..s a 5 I I PINK: Finance EsGrl Corporation In <PartneJ·sli.ip wit Ii. government for <Bui{aing Safety DATE: April 25, 2005 JURISDICTION: Carlsbad PLAN CHECK NO.: 04-2596 PCR0S-57 PROJECT ADDRESS: 2556 La Costa Ave. SET: II (REV) PROJECr NAME: SFD for Del Mar Custom Homes -Trusses 0 APPLICANT ~ 0 PLAN REVIEWER 0 FILE [:gj The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted he!ewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and rs}submitted for a complete recheck. D The check list transmitted herewith 'is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person . . O The applicartf s copy of the check Jist has been sent to: ~ Esgil Corporation staff did not advise the applicant that the plan check has been completed. D Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone#: Date contacted: (by: ) Fax#: Mail Telephone Fax In Person D REMARKS: By: Sergio Azuela Enclosures: Esgil Corporation D GA D MB D EJ D PC 4/18 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 \~ \ ' EsGil Corporation In <Partnersliip witli <]01Jernmentfor<Bui(ain9 Safety DATE: April 4, 2005 JURISDICTION: Carlsbad ~T DJURIB. D PLAN REVIEWER D FILE PLAN CHECK NO.: 04-2596 PCR05-057 SET:I PROJECT ADDRESS: 2556 La Costa Ave. PROJECT NAME: SFD for Del Mar Custom Homes -Trusses D D D D D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes wheh minor deficiencies identified below are resolved and checked by building department staff. The ,plans transmitted herew_ith 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 2737 East Coast Highway, !f-B, Corona Del Mar, CA 92625 Esgil Corporation staff did not a9vise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Per$o:k°..:'¥Ef'.',ft Bramble ( J,4,-t J Telephone #: (949) 723-5000 Date ~tat~ lf tO~ (by:~~ Fax #: Mail. ~phone/" Fax in Person REMARKS: l3y: Sergio Azuela Esgil° Corporation D GA D MB D EJ D PC Enclosures: 3/28 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (8_58) 560-1468 + Fax (858) 560-1576 ... {~ Carlsbad 04-2596 PCR05-057 April 4, 200S GENERAL PLAN CORRECTION LIST JURISDICTION: Carlsbad PROJECT ADDRESS: 2556 ·La Costa Ave. DATE PLAN RECEIVED BY ESGIL CORPORATION: 3/28 REVIEWED BY: Sergio Azuela FOREWORD (PLEASE READ): PLAN CHECK NO.: 04-2596 PCR05-057 DATE REVIEW COMPLETED: April 4, 2005 This plan review is limited to the technical requirements contained in the. Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical· Code, National Electrical Code and state laws regulating .energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. · The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county ·or city law. • To facilitate rechecking, please identify~ next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. • Please indicate here if any changes have beeh made to the plans that are not a result of corrections from this list. If th~re are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? D Yes D No· Carlsbad 04-2596 PCR05-057 · April 4, 2005 1. Please make all correctiorts 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 Qalculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, .(760) 602-2700. The City will route the plans to E;sGil .Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports· directly to the City of Carlsbad Building · Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is · complete. 2. Specify truss identification numbers on the plans. 3. Please provide eviderice!hat the engineer-of-record (or architect) has reviewed the truss calculation package prepared by others (i.e., a "review" stamp on the truss calculations or a letter). Section 106.3.4.1. 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. Carlsbad 04-2596 PCR05-057 ·· · April 4, 2005 [vALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 04-2596 PCR05-057 PREPARED BY: Sergio Azuela DATE: April 4, 2005 BUILDING ADDRESS: 2556 La Costa Ave. SFD for Del Mar Custom Homes -Trusses BUILDING OCCUPANCY: R-3 & U-1 TYPE OF CONSTRUCTION: V-N BUILDING AREA Valuation Reg. VALUE PORTION ( Sq. Ft.) Multiplier Mod. Time ~ Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code · cb By Ordinance Bldg. Permit Fee by Ordinance ·,-,j Plan Check Fee by Ordinance .~:I - Type of Review: D Complete Review D Structural Only D Repetitive Fee 3 Repeats * Based on hourly rate Comments: D .bther · 0 . Hourly 1 j Hour* Esgll Plan Review Fee ($) $120.001 $96.ooj Sheet 1 of 1 macvalue.doc ',J ''-/ C '~ )),, • TRUSS WORKS A Company 75-110 ST. CHARLES PLACE SillTE 11A PALM DESERT, CA 92260 PHONE: 760-341-2232 FAX: 760-341-2293 MANUFACTURING YARD: 55755 TYLER STREET, THERMAL, CA. 92274 FAX: 760-399-9786 e'< ~~R is 'tu~f:l Cil:1 ol cP.fl.LS'oP..0 eU\L0\~G oE-Pi JOB No.: '5Lt { ~l NAME: D'i l-fv:--4/Z=: l~ ~-- PROJECT: l+ ~~(__,o,, f-~~-•Miu ~ .~-~ ~----. _,,_ "\ <_ "'\ .., ~ I. -NATIONAL INSPECTION ASSOCIATION, INC. w--NIA--s I e s Quality Systems _Managl!ment, Inc. National ·Testing, Inc. Accredited Quality Assurance I CmitrolAgency IAS AA-S83 A1 etal Plate Connected Wood Truss Non Listed Fabricator's Audit Report Numb~r: .. A __ 1_0 ___ 3 __ o __ · ____ _ Origination Dat• Rem Audit Date/Arrive/Depart: · /(j -c:u-a.3 · ,~-,-,~, sm /:·.:'. ·· · . . r .. at' .. Fabricator's Name: --Cl2V:SSll2oRK5 Locati~-~: TXee.018::/ , .··cA· .,.. .. Does the Fabricator-have a current Agreement with the Agency for.Audit? ............. ; ••••• ~ ••.•. ~ ...... . Is the Quality System Manual, "QSM" up to date _per-AC-10 & AC-98? ................. : .•...•••••...•• 1 ... .. Has the QSM been reviewed within a twelve mo.nth period? .............................. ~ ................. ! ..... . Are materials used in Production per National Standards & Engineers Specifications? .. :: ........ .. Is an.acceptable In-House Quality Control System according to National Standards in place? .• Are In-House Quality Control Inspections being conduct~d per National Standards? ................ . Is Final Inspection of the Trusses completed prior to Labeling & Shipment? .............................. . Is there a System in place to deal with Non-Conforming Materials? ............................................ . Are written Q.C. Inspection Reports and Agency Audits kept for at least.two years? ................. . Have any Corrective Action Requests, "CAR", been issued during this Audit? ........................... . CATEGORY Lumber Grade Joint Accuracr...'.::.~~fthln 1/8" Plate Placemen. Plate Size . Product Check Plate to Wood Tolerance Is -within 1/32" , ,.,,,,..... ! ICCES Yes~·Nc Yes~Nc: ·yes~ No Yes~ No ,YesJ:::::C_'No Yes_JL. No Yes L.,./'"" No Yes~No Yes ~No Yes __ . No REMARKS Label Leglblllty. Labels on Site-~tamps,2 J.abels ...... r ..l::..a.../JF, ___ L,_~-----·· ---·-----·· --·-··-··--·-··-----·---·-·-··-·" .. --···-------------..----·-·-··-··-··· .. -··---.. CATEGORY YES No REMARKS. Changes In Supervisory Personnel, Production Proce~s v--PerAC-9'3 Any Test Performed or Witnessed ,---PerAC-98 Is There Product Tractability ,_./ Per AC~9B. Any "CAR" Reports From Last Audit ,,,,....-PerAC-98 Any Shut Downs or Disruptions In Pro~uction ,,,.,-Per AC-98 Any Samples Taken ,._,..,--PitrAC-98 Any Test / Measuring Equipment That Requires Calibration Per AC-98 • I Does th~ Final Product meet USC/ IBC and National srand_~rds? __..~,q=--· __ :5..._· ____ ,_,_-----,.-~- LJ___ RequiredSignatures· ·J/.!7) · )I;; cur r: 9--', ~5/r\ -, ~or a.c. Supervisor Auditor_ for National lnsp~ction Association 1~· P.O. Box 3426 E-!rfail:·NIAtillette@vcn.com Cellular Phone: (307) 689-5917 .Page One·of Two. · (307) 685-6331 ~ (307) 685-6~31 ... -;i/lette, ffyoming 82717-3426. -~,~ , .. . 1 / l .. .... l ,, 3 C I ADRAG I obRAb· ! ~ ',l 0 . 0 0 co I I' i' II -T7 I J,L ll n ~ ~ :a.rt= .. ~ I =--r-----r,= I ii ll I (1~) . 2 l I I I II II I i! ,r---- -~-~- 'I I ij ii I '! , .... : ... ..-:.:----:.:.-''"· ~ •:, ,,;;' I I . """ rx;.~' '-J":,. ' •$V ·O ' Cl ~ 0 co -'I 1 c·" .. ---· ---";\<~\~ _· -I 1 . .~-CJ ..,~c~ ,~-<' •• , 1s·-_ I ' " ,,.,, k ;,.'!/t.\• Q\.'v '"'\)r"" S-. . ·" ~...., :e,O s :o\-J\V O•"V. ,,•. / k . , . r,..\. ~E-"o p,.1 ,~ \,.\<c-o \'{ "':; . I'--,,, 1 •• ,··· o'< s~ ,~,\~~"-~~~'<,,o~'D ~i?\);,.,· .~ '• " ~ ' . ' .~· ··~, ·i ~" )'-• -=r,M ~ ,- _.,{ I/ " jll { \;xi· ~" -1.·2: ~~ §~ ~~,\'\G -tt ~~~~u?-~:~ \s,c::·,,.0 , , ;, )<1 .-<· ;;:~ • , , , ~-, o\~;:J \f-P...~v '1-l'~"' '1\'i;.\I' p..\, o /1 1,/ '\. . ,;;\' ~ ·,.., ,•. ')\--."' ~~~ •\fJ>.C -'c;\"1-,::, ~1'i:,.-O f'-' I" \V " i .,_,_ ., s-----:. i ~ ~ b ... -P~ ~\G ~ ~€ s\O~ .¥;' ~hone (760) ,1~</-X # (760) ' -. . D -' I ,.-/ •,'?---'<, •' , . ' ,:' \ ... \ Q\' ' o;~ -,:"°S ~ --I ·~. '-• " , ' • i -~-~ r'°'; • ti..\.;,. V Q-r ~ v 11 • : -• _ , f>-G ,.,_ stv: ..!. v~ , . 1 11 "-1! I/' ;:._0'-.:("_'.·-'-_'_.1;::cr,~Q?-~e..S\G\' •.. -··· 0 "·· D1'D . -" ' ·" "-I'--' ...-S, wi~ ~ . · RAG 2500 # l l ~':;'" ,._-. ;"':.,~,-;\: ::>;.c, .. ..-"'" · ., , -. SECOND FLOOR I ED~G ~~sou # . ~-:it "N § I 9) F1 0 0 I I LO I( C) 0) Cl I' I Cl ~ ~ 0 0 LL C\I LL GDRAG I 500 # DETACHED GARAGE FIRST FLOOR GARAGE 341-2232 jLA COSTA PROJECT 341-2293· SALES _REP :, JE)."F DUE DATE: DSGNR/CHKR : ,BRYA / BRYA W01f' j4711 Date 3/2'2/2005 -,:·:· 9:57 TRUSSWORKS DEL MAR HOM:;ES 2554 LA COSTA AVE. TC Live TC Dead BC Live BC Dead 16.00 psf 14.00 psf 0.00 psf 7.00 psf DU+Fac~Lbr : 1.25 DurFac-Plt : 1.25 O.C. Spacing: 24.0 Design Spec· : CBC-01 #Tr/#Cfg: 60 / 23 ~ Company You Can Truss! ,.., 1 10 St. Charles p1. ste-11A 'qsert, CA_. 9'2211 L.A. COST.A. , C.A.. ,,. :,!Total 37.00 psf Job Na11;1e: LA COSTA PROJECT Tr1,1ss ID: A 1 Qt 1 Drw 1RG X-LOC ~CT SIZE 1. o-1-12 549 3. so• 2 14-'s-4 549 3.5o• REQ'D 1.so• 1.so• 1Rq REQU:IRBMENTS shown are based ONLY 1n t~e truss material. at each bearing TC FORCE AXL BND CSJ: 1-2 -1031 0.02 0.35 0.36 2-3 -1031 0.02 0.35 0.36 BC FORCE AXL BND CSJ: 4-5 925 0.14 0.23 0.36 5-6 925 0.14 0.23 0.36 WEB FORCE CSJ: 2-5 172 0.07 WEB FORCE CSI: TC 2x4 SPF 1650F-l.5E BC 2x4 SPF 1650F-l.5E WEB 2x4 HF STUD 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 I-_5_-!) ~ I Plating spec: ANSI/TP~ -1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. 7-5-0, 7-5-0 2 7-5-L ~ UPLIFT REACTION(S) Support 1 -131 lb Support 2 -131 lb 7-5-0 14-10-0 3 T- 1°:r....., '!'4"'5::~:'.::=====-'---'----_jlffiL-,-------'-------=:::::::::::=::~ 2-9-10' SHIP B1 4 7-5--0 7-5-0 ~c1!1--!!_ 5 6 7-5-0 14-10-0 B2 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. ~ TRUSSWORKS ~ Company You Can Truss! 75-110 St. Charles pl. ste-11A Palm Desert, CA. 92211 Phone (760) 341-2232 Fax# (760) 341-2293 WARN'JN G Read all notes ~n 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 accordanc~ with the current versions ofTPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. DimensipnS are t<;> be verified by the component manufacturer, and/or bujlding designer prior to fabrication, The builaing designer must ascertain that the'loads utilized on, this design meet or exceed the loading imposed by the locarbuilding code arid 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, unless otherwise noted: Bracing shown is for lateral support of components members oniy 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. Fabric.ate, handle, install and brace this truss in accordance with.the following standards: 'Joint and Cutting Detail ·Reports available as output from Truswal software', 'ANSIIJ'PI I', 'WTCA i' · Wood Truss .Council of America Standard P!"'ign Rcspo~sibilities, 'HANDLING INSTALLING AND BRACiNG METAL PLATE CONNECTED WOOD TRUSSES' -(IIlB-91) and 'ffiB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is locatedat·D'Onofiio Drive, Madison, Wisconsin 53719, The American Forest and Paper Associatioµ (AFPA) is located at 1111 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 o.oo psf 7:00 psf 37.00 psf MAX DEFLECTION (span) : L/999 IN MEM 5-6 (LIVE) L= -0.05• D= -0.07• T= -0~12• ===== Joint Locations 1 o-0-0 4 o-0-0 2 7-5-0 5 7-5-0 3 14-10-0 6 14-10-0 n~ AI(.·'{,:$ ~ ,,., .. ) -(;, ,. .... Scale: 11/32" = 1' WO:j4711 DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 O.C.Spacing 2· 0-o Design Spec CBC-01 Seqn T6.4.18 -0 -Job N~me: LA COSTA PROJECT Truss ID: A2 Qt 2 Drw ,, . '.) RG X-LOC REACT SIZE REQ'D 1 o-1-12 4442 3.so• 3.SO• 2 14-... 8-4 4442 3.50" 3.50" BRG REINFORCEMENT: iRG TYPE FACES NA.I:LS LENGTH 1 BBR 2 14 12• 2 BBR 2 14 12• 1,R.G REQUIREMENTS shown are based ONLY ?n the truss material at each bearing TC FORCE AXL BND csr 1-2 -9832 0.24 o.41 o.66 2-3 -7121 0.10 0.06 0.17 3-4 -7121 0.10 0.06 o.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 o.44 0.16 o.59 8-9 9193 o.44 0.'16 o.59 9-10 9330 0.44 0.39 0.'84 WEB FORCE csr WEB FORCE CSl: 2-7 1810 0.31 4-8 -2.731 0.26 2-8 -2731 0.26 4-9 1810 0.31 3-8 4251 0.74 TC BC WEB SCAB Lumber 2x4 SPF l650F-l.5E 2x6 HF l650F-l.5E 2x4 HF STUD 2-2x6 HF l650F-l.5E shear allowables are per NDS. 2-PLYI in: Nail w/lOd BOX, staggered (per NDS) TC-2 BC-3 WEBS-2 **PER FOOTI** T ~ 2-PLYS REQUIRED 4-4-6 4-4-6 _7_-5-0 ~ 2 Plating spec: ANSl:/TPI -1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBC RESEARCH REPORT #1607. Permanent bracing is required (by others) to prevent rotation/toppling. See BCSI 1-03 and ANSI/TPI l. Brg. Block Reinforcing (cross-hatched area) attached to required face(s) of the truss at the noted support(s). Attach each block with lOd common nails as indicated evenly spaced and staggered throughout, per NDS. 3-0-10 3-0-10 7-5-0 10-5-10 I_.5_,o 3 4 ~ 5.5 4-4-6 14-10-0 5 UPLIFT REACTION(S) Support l -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/TL TC Vert 60.00 0-0-0 60.00 14-10-0 0.53 BC Vert 538.94 0-0-0 538.94 14-10-0 0.42 T MAX DEFLECTION (span) : L/999 IN MEM 7-8 (LIVE). L= -0 .12" D= -0 .15" T= -0 J27" ===== Joint Locations===== 1 0-o-0 6 0-0-0 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 2-9-10 2-9-10 1 3~= HH » [gg < HH =~ Io,3-15 . . _ _ _ _ · __ B1 6 4-4-6 4-4-6 7 '1_4::10_,Q 3-0-10 7-~-0 8 9 3-0-10 10-5-10 10 4-4-1?_ 14-10-0 B2 Io-3·1_1.. •::;;.~" t'" C', \ ·-v.-.,~ .... ~·",::;-:_ ~ :-'-i-':t .. .:: :, \ ./(, .. .,./ .. :-.......... ., -'!/-' -r;_--.,,, .. , ·,,''\,~ \ .._\-fir;.:;·.:;.;-., , " .,,, I 1 .,~If'·,.· , \) ·-. r ~-) .,, ,, , J ,.•.. J 'b ..... _ ,, ' \ ,J r!.: 115 ·> "'=· .-C\ !:a:{\~ :~~·~,· ~ {'f .... ~ ....... 1·· () "' ; 1~~--:.. -i;~.:. 1•';j-'--..:.,..,---.. ,. f-~ ~.,. (1' ., : ..... ;/,J•'.:}\ ,·,\>' ' ' ''?Q '\ , . .._ ;\·' .,r~-,.. ~· \ '. "'-0· .if.<:-,., <\ ~ ... 1--,.... .. . //-. , .. , ~ ' ·, ~=' /4 ~;;-. "'~~!:..~iL9t~1221200 5 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16.gauge, positioned'p!!r Joint Detail Reports available from Truswal software, unll!SS noted. S_cale: 11/32" = 1' ~ TRUSSWORKS A Company You Can Truss! ~ 75-110 St. Charles pl. ste-11A Palm Desert, CA. 92211 Phone (760) 3.41-223~ F-ax # (76Q) 341-2293 WARN,JN G Read all notes on this sheet and give a copy of it to the El'ecting Contractor. This design is for an individual building component not truss system. It has bec;n 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 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 thC local building code and,the partic1;1lar ~pplication. The d~igq assumes that the top chord 'is laterally braced by the roof or fl0;0r 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 red~ce buckling'lcngili._ This component shall not be placed in any environment that will cause the moisture content of the wood to Cxceed 19% and/or cause connector plate corrOsion. Fabricate, handle, install and brace this truss in accorda/Jce with the following standards: 'Joi~t and Cutting Detail Reports available as output fyom Truswal software', 'ANSl/fPI I', 'WTCA I' -Wood Trus~ Council,<;if A!llerica ,S~dard D~ign Rcspopsibilitics, 'HANDLING INSTALLING-AND BRACING META!-, !'LATE 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 Forest and· Paper_ Association (AFPA) is located at 1111 I 9th Street, NW, Ste 800, Washington, DC 20036. En!J. Job: :EJ. Ch~:BRYA Dsgnr: BRYA. TC Live TC Dead BC Live BC Dead TOTAL 16:00 psf 14.00 psf o:oo psf 7,oo psf 37:00 psf WO:j4711 DurFacs L=1 •. 25 P;.1.25 Rep Mbr Bnd 1.00 O.C.Spacing 2· 0-O Design-Spec, CBC-01. Seqn T6.4.18 -o Job Na.me: LA COSTA PROJECT Truss ID: ADRAG Qt RG X-LOC REACT S'.IZE REQ'D 1 o-1-12 549 3. so• 1. so• 2 14'-s-4 549 3.50" 1.50• Rd REQUIREMENTS shown are :based ONLY n the truss materia1 at each bearing TC FORCE AXL BND CSI 1-2 -1290 0.02 Q.35 0.36 :il-3 -1290 0.02 o.35 0.36 BC FORCE AXL BND CSI 4-5 ·1829 0.26 0.36 0.61 5-6 1829 0.26 o.36 0.61 WBB FORCE CSI WEB FORCE CSI 2-5 172 0.07 TC BC WEB GBL BLK 2x4 2x4 2x4 2x4 SPF SPF HF HF l650F-l.5E l650F-l.5E STUD STUD + + + + + + + + + + + + + + + + + + + + + + Designed for 2.5 K lbs drag load applied evenly along the top chord to the chord @ea.bearing (unless noted), concurrently with dead+ O % live loads. D.F. = l.33 Horiz. reaction= 2.5 K lbs. ea. bearing. connection (by others) must transfer equal load to each ply (or add-on) shown. + + + + + + + + + + + + + + + + + + + + + + Plating spec: ANSI/TPI -1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Pt.ATE VALUES PER ICBO RESEARCH REPORT #1607. Gable verticals are 2x 4 web material spaced at 16 .. 0 11 o.c. unless noted otherwise. Top chord supports 24 .. 0 11 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 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. 1 Drw UPLIFT REACTION(S) support l -131 lb Support 2 -131 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 Loap = 12.6 psf MAX DEFLECTION (span) : L/999 IN MEM 5-6 (LIVE) L= -0.10" D= -0.13" T= -0,23" TYPICAL PLATE : 1.5-3 7-5-0 7-5-0 7-5-0 14-10-0 7-5_-!1_ 7-5-0 2 3 ~ ~ 4-4 T 2-91· -10 3-4 ---::::::::: I I I Io-3-15 jJ§t Bl · 111 11B1 'Bl 11B' 'II' '11' ·'11' '[II · . :::::--,. ~ B1 14-10-0 4. 5 7-5-0 7-5-0 ,, "6 7-5-0 14-10-0 B2 ===== Joint Locations 1 0-0-0 4 0-0-0 2 7-5-0 5 7-5-0 3 14-10-0 6 14-10-0 T 2-9-10 To-,al SHIP----=-- All plates are 20 gauge Truswal Connectors unless preceded by "MX"_ for HS 20 gauge or 'IH" for 16 gauge, ·positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 11/32" = 1' ~ TRUSS WORKS ~ A Company Yo1,1 Can Truss! 75-110 St. Charles pl. ste-11A Palm· Desert, CA. 92211 Phone {760) 341-2232 .fax# (760) ;341-2293 WARN'JN' G 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 lo be verified by the component manufacturer and/oibuilding designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed.by th~.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, unless otherwise noted. Bracing shown is for lateral support of components members ohly to reduc:e buckling length. This component shall not-be placed in Ol!:Y environment that will cause the moisture content of the wood to exceed 19% and/or caus; connector plate corrosion. Fc1;bricate, 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 R~nsibi!ities, 'HANDLING INSTALLING AND BRACING METAL PLATE C\)NNECTED WOOD·TRUSSES" -(HIB-91) and :HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TP/) is locat¢ at D'O~ofrio Drive, Madison, Wisconsin 53719; The American Forest and Paper Association (AFPA).is located at 1111 19th Street, NW, Ste 800, Washington, DC 29036. 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 WO:j4711 DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 .O.C.Spacing 2· o-o Design Spec CBC-01 Seqn T6.4.18 -O Q Job Name: LA COSTA PROJECT Truss ID: B Qtu• f"f.. ., RG X-LOC REACT SIZE REQ 'D 1 o-1-12 1135 3 .so• 1.63" ·2 ~o-6-4 113s 3.~o· 1.63• RG REQUIREMENTS shown are based ONLY ,n the truss materia1 at each bearing ,RG Hl\NGER/CLIP NOTE 2 Hanger TBB* Hl\NGER (S) TO BE ENGINEERED 'upport Connection(a) /Hanger(s) are not designed for horizontal 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 BC FORCE AXL BND csr 6-7 2499 0.37 Q.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 TC BC WEB 2x4 2X4 2x4 SPF SPF HF 1650F-1.5E 1650F-1.5E STUD Loaded for 10 PSF non-concurrent BCLL. This truss is designed using the CBC-01 Code. B1dg Enc1osed = Yes, J:mportance Factor = 1.00 Truss Location= End Zone Hurricane/Ocean Line= No, Exp Category= C B1dg Length= 40.00 ft, B1dg Width= 20.00 ft Mean roof height= 10.80 ft, mph = 80 CBC Special Occupancy, Dead Load= 12.6 psf Plating spec: ANSI/TPI -1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBC RESEARCH REPORT #1607. 7 Drw Required bearing widths and bearing areas apply when truss not supported in a hanger. UPLIFT RBACTION(S) : Support 1 -214 1b Support 2 -214 lb MAX DEFLECTION (span) : WEB FORCE CSI WEB FORCE CSI 2-7 184 0.06 4-8 -876 0.96 L/999 IN !,IBM 9-1Q (LIVE) L• -0.16" D= -0.20" T= -OJ36• 2-8 -876 0.96 4-9 184 0.06 3-8 783 0.27 8-6-15 I 6-9-1 6-9-1 8-6-15 8-6-15 15-4-0 22-1-1 30-8-0 15-4·0 15-4-0 1 .2 3 4 5 ~ -4.oo·· I 4-4 T T ·-~ ·-~ 1 :ro.3.1~6 6 ro.3.l 1.5-3 6-6 1.5-~ l · B1 B2 6 , 8-6-15 8-6-15 7 6-9-1 15-4-0 30-8-0 8 6-9·1 22-1-1 9 10 8-6-15 30-8-0 SHIP Al~plates are 20 gauge Truswat:connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Trnswal softwa~ un ·~ .TRUSSWORKS A Company You Can Truss! 75-110 St; Charles pl. ste-11A Palm Desert, CA. 92211 Phone (760) 341-2232 .f~ # (760) 341-2293 WARN'JN'G 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 d(?ne in 3!'cordance with the current versions ofTP1'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 locru building code and the particular application. The design assumes that the top chord is laterally bfl!ced by the roof or floor sheathing and the,bottO!I) chord is laterally brace,/ by,a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of'comJ)Onents members only to reduce buckling lengtlJ.. This cOmponcnt shall not be placed in any environment that will cause th~ moisture content of the wood to exceed 19% and/or cause conncC:tor plate Corrosion. Fabricate, handle, install and brace, this fi11l!s in ~ccordancc.witl) the followi~g standafds: 'Joint and Cutting petail J,leports available as output frontTruswal software',. 'ANSIITPI I', 'WTCA I' -Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' -(!IlB-91) and '!IlB-91 SUMMARY SHEET' by TPI. The T11lSs Plate Institut9 (TPI) islocated at D'Ono!iio Drive, Madiso_n, Wisconsin 53719. The American Forest and Pap,er Association·(AFPA) is located at 111_ 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 7.0i> psf 37.00 psf' ===== Joint Locations===== 1 0-0-0 6 0-0-O 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 ',}~~ 'l, 'l. DurFacs L=1.25 ·P=1.25 Rep Mbr Bnd 1.15 O.C;Spacing 2· o-o Design Spec CBC-01 Seqn T6.4.18 -O ~~ Job Name: LA COSTA PROJECT Truss ID: B1 Qtu• 1 Drw :RG X-LOC REACT SIZE REQ1D 1 o, 1-12 l.135 3.50" 1.63" 2 30-6-4 l.135 3.so• 1.63" :RG REQUIREMENTS shown are based ONLY ,n the truss material at each bearing 'XC 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 o.i;o o.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 2-7 184 0.06 4-8 -876 0.96 2-8 -876 0.96 4-9 184 0.06 3-8 783 0.27 TC 2x4 SPF 1650F-l.SE BC 2x4 SPF 1650F-l. SE WEB 2x4 HF STUD Loaded for 10 PSF non-concurrent BCLL. 1 T 5-5-4 1 3-6 ::C:0-3-15 ~ B1 6 8-6-15 I 8-6-15 15-4-0 2 ~ · 8-6-15 8-6-15 1.5-3 7 Plating spec: ANSI/TPI -1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. UPLIFT REACTION(S) Support l -214 lb Support 2 -214 lb PLATE VALUES PER ICBC RESEARCH REPORT #1607. This truss is designed using the CBC-01 Code. 6-9-1 15-4-0 3 4-4 6-6 i_!l_-!1-!!_ 8 6-9-1 15-4-0 6,9-1 ~2-1-1 6-9-1, 22-1-1 15-4-0 4 ~ 1.5-3 9 8-6-15 30-8-0 5 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 MI\X DEFLECTION (span) : L/999 IN MEM 9-10 (LIVE) L= -0.16" D= -0.20" T= -0~36" ===== Joint Locations===== 1 o-o-o 6 ·o-o-o 2 8-6-15 7 8-6-15 ~ 15-4-0 8 15-4-0 4 22~ 1-l 9 22-1-l 5 30-8-0 10 30-8-0 T 5-5· I SHIP / B2 10 8-6-15 30,8-0 ~':s \\-~~ •i,,'l- 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. Scale: 5/~2" = 1' ~ TRUSSWORKS -A Company You Can Truss! 75-110 St. Charles pl. ste-11A · Palm Desert, CA. 92211 · Phone (76!)) 341-2232 .• '"'Fax# (760) 3~1-2293 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 of TP.I aild AFPA design standards. No rCSponsibility is assumed for dimensional ·accuracy. Dimensions arc to be verified by the c~mponent manufacturer.and/or building designer prior to fabrication. The building designer must ascertain that th~ loads !ltili~ on this \ICSign !"eet or exceed the loading impos~d.by the local.building code and the particular.application. The design assumes that t1Je top chqrd is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheatliing.matcrial dire,tly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling l~gth. This component shall not be placed in any environment th·at will cause the moisture content of the wood to exceed 19% and/or caus1; connector plate corrosion. FaJ:,ricate, handle, install and bfa!>C this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output froni Truswal·software', 'ANSI/TPI .I', 'WTCA I' -Wood Truss Council of America Standard Design Responsibi_liti!'S, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' -(HIB-91) and 'HIB,-91 SUMMARY-SHEET' by TPI. The Truss Plate lnsti!ute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Fo~t and Paper Association (AF\'A) is located ~t I 111 19th Str~, NW, S~e 800, y,'ashington_, 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.oo·psf WQ:j4711 DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 O.C.Spacing 2-0-o Design Spec CBC-01 Seq~ TS.4.18 -0 Job Name: LA COSTA PROJECT Truss ID: B2 Qt"' 10 Drw ' RG X-LOC ' REACT SIZE REQ'D 1.s1• 1.50"' 1 o-1-12 1098 J. so• 2 2~-6-4 1173 3,50• :RG REQUIREMENTS shown are based ONLY 1n the truss material at each bearing TC FORCE AXL BND CSI l-2 -2587 0.15 0.60 0.75 '2-3 -1754 0,03 0.51 0,54 3-4 -1747 0.04 0.34 0.38 4-5 -2308 o.os 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 6.28 o.51 9-lO 2115 0.31 0,51 0.82 WEB FORCE CSI WEB FORCE CSI 2-7 179 0.06 4-8 -565 0.62 2-8 -860 0.94 4-9 102 0.04 3-8 687 0.24 TC BC WEB WEDGE T 2x4 SPF 1650F-l.5E 2x4 SPF 1650P-l.5E 2x4 HF STUD 2x4 SPF 1650F-l.5E 8-6-15 8-6-15 15-4-0 2 ~ 6 8-6-15 8-6-15 1.5-3 7 Plating spec: ANSI/TPI -1995 THIS DESIGN IS THE COMPOSITE RESULT OP MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Loaded for 10 PSF non-concurrent BCLL. 6-9-1 15-4-0 3 4-4 ~0-8-0 8 6-9,1 15-4-0 6-9-1. 22-1-1 6°9-1 22-1-1 15-4,-0 4 ~ 1.5-3 9 8-6-15 30-8-0 30-8-0 5 UPLIFT RBACTION(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 MAX DEFLECTION (span) : L/999 IN MEM 8-9 (LIVE) L= -0.20" D= -0.26" T= -OJ46" ===== Joint Locations===== 1 0-0-0 6 0-0-0 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-~ T 5-5-4 3/22/2005 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or ''.H" for 16 gauge, positioned per Joint D_et"-il Reports available from Truswal software, unless noted. Scale: 5/32" = 1' ~ TRUSSWORKS A Company You Can Truss! 75-110 St. Charle~ pl. ste-11A Palm Desert, CA. 92211 Phone (760) 341-i232 -Fax# (760) 341-2293 WARNIN'G Read all notes on this sheet and give a c;py of it t~ 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 of TPI and AFP A design standards. No responsibility is assumed for dimensional accuracy. Dimensions arc 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 iocal building code anq the panicular application. The design assumes that tj,e 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, 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 cxcced.19% and/or cause connector plate corrosion. Fabric~ty, handle, install and brace this truss in accordance with the following standards: 'Joint·and Cutting Detail Reports availaole as output from Truswal software', 'ANSlfrPI i ';'WTCA I' -Wood TmsfCounc1) of America Standard Design Responsibiliti~, '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 Forest and Pal,'er Association (AFPA) is loca)Cd at 1111 19th Street, NW, Ste 800, Wash,ington, DC 20~6'__ Dsgnr: BRYA TC·tive TC Dead BC Liye BC.Dead TOTAL 16.00 psf 14.00 psf 0.00 psf 7.oo·psf 37.0'0 psf WO:j4711 DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 ,, O.C.Spacing 2· 0-O ·Design Spec CBC-01 Seqn T6.4.18 -O J.ob Name: LA COSTA PROJECT Truss ID: B3 Qtu• .G X-LcJb ~REACT 1SIZE REQ'D 1 0-1-12 1073 3.50' 1.54' 2 2s-10-4 1073 3.so• 1.s4• -RG REQUIREMENTS shown are based ONLY ,n tbe truss ma.ter.ial. at ea.ch bearing 1RG HANGER/CLIP NOTE 2 Hanger TBE* HANGER (S) TO BE ENGINEERED :upport Co:cmection(s) /Hanger(s) are not designed for horizontal loads. TC FORCE AXL BND CSI 1-2 -2514 0.14 Q.59 Q.73 2-3 -1667 0.02 Q.52 Q.55 3-4 -1665 0.02 Q.46 Q.48 4-5 -2164 0.09 o.49 o.58 BC FORCE AXL BND csr 6-7 2321 0.35 Q.23 0.58 7-8 2316 0.3s a.is o.49 8-9 2006 0.22 Q.24 0.46 9-10 19 o.oo Q.13 0.13 WEB FORCE csr WEB FORCE csr 2-7 184 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 2x4 2x4 2x4 SPF SPF HF l650F-l.5E 1650F-l.5E STUD Loaded for 10 PSF non-concurrent BCLL. This truss is designed using the CBC-Ol Code. Bldg Enclosed= Yes, Importance Factor = l.00 Truss Location= End Zone Hurricane/Ocean Lin~= 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, De~d Load= 12.6 psf 8-6-15 I 8-6-15 15-4-0 2 ~ T 5.5-4 l 4-4 ::ro-3-15 ~ 1.5-3 B1 Plating spec: ANSI/TPI -1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. 6-9-1 6-9-1 6-10-15 15-4-0 22-1-1 29-0-0 13-8-0 3 4 ~ 4-4 6-6, 5.5 6 I 5 Drw Required bearing widths and bearing areas apply when truss not supported in a hanger. UPLIFT REACTION(S) : support 1 -208 lb support 2 -209 lb MAX DEFLECTION (span) L/999 IN MEM 6-7 (LIVE) L= -0.15" D= -0.19" T= -0134" ===== Joint Locations===== l 0-0-0 6 0-0-0 2 8-6-15 7 8-6-15 3 15-·4_ 0 8 15-4-0 4 22-l-l 9 22-l-1 5 29-0-0 10 29-0-0 T 5.5. I Sl-!IP ':'.>(ij' ~ \ (ff t-. . \ 29-0-0 ~~·Q--"~f ci! \j\\~ ~ ~ 1-s-0 l ¥,.C• _,,1~ ' _ q ~ 6 7 8 9 10, STUB 8-6-15 I 6-9-1 6-9-1 6-10-15 8-6-15 15-4-0 22-1-1 29-0-0 All plates are 20 ~auge Truswal Connectors, unless preceded .by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports·available from,Truswal software, unles~ noted. ~ WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual bµilding component !101 truss system. It:has been based on specifications provided by the component manufacturer ·and done in accordance with the cUITent versions ofTPI and-AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions TRU S Swo R Ks are to be verified by the component manufacturer and/or building designer prior to·fabrication. The building designer must ascertain that the loads utjlized on.this design.meet '!r exceed the loading imposed by the local building code and the particular application, The 'design assumes tha\ the top chord' A ·company You Can Trussf , is laterally braced by the roof or floor sheathing and the bottom chord is 1a1eral1y braced by a rigid sheathing ma1eriatdirect1y attached, unless otherwise noted. Bracing-shown is for lateral support of compqnents members only to reduce,Puckling length. This component shall not be placed in any 75-110 St Charles pl ste-11 A environment that will cause the moi~ure content of the wood to exce~d 19% and/or cause connector plate corrosion. Fabricate,,handle, install· p l . D · rt CA 92211 and brace this truss in accordance with,the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', a m . ese , • 'ANSIITPI I', 'WTCA I'. Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AJ-!D BRACING METAL Phone (7£!0} 341-2232 PLATE CONNECTED WOOD TRUSSES' -(IDB-9i) and '!IlB-91 SUMMA;RY SHEET' by TPI. The Truss Plate Institute (TPI) is located a) D'Onofrio Drive, -~ # (760)_341.-~293 Madison, Wisconsin 53719. _ _-r:he American Forest and Paper Association (AFPA) is locate_d 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 o.oo psf 7.00 psf 37.00 psf Sc~le: 5/32" = 1' WO:j4711 ·· DurFacs L=1.25 P=1:25 Rep Mbr Bnd 1.15 d.C.Spacing 2· O· o Design Spec CBC-01 Seqn T6.4.18 -o. Job Name: LA COSTA PROJECT Truss ID: B4DRAG Qt 1 Drw 1RG X-LOC REAC'l' S:iZE REQ'D 1. q-1.-1.2 1.1.09 3. so• 1.. 10• 2 20-1.0-4 ll.89 3. so• 1.. 10• :RG REQUJ:REMENTS shown are based ONLY ,n the truss material at each bearing ,RG HANGER/CLIP NOTE 2 Hanger TBE* !!ANGER(S) TO BE ENGINEERED upport Connection Cs) /Hanger (s) are not designed for horizonta1 J.oads. TC FORCE AXL BND CSI 1-2 -31.22 0.44 0.48 0.92 2-3 -1802 0.00 0.62 0.62 3-4 -1678 0.02 0.46 0.48 4-5 -2535 0.09 0.49 0.58 BC FORCE AXL BND CSI 6-7 5007 0.46 0.54 1.00 7-8 5000 0.45 0.23 0.68 8-9 5245 0.74 0.1.0 0.84 9-10 -6000 0.84 0.09 0.94 WEB FORCE CSI WEB FORCE CSI 2-7 207 0.07 4-9· -1.82 0.06 2-8 -1.475 0.96 5-9 3063 1..00 3-8 657 0.23 5-10 -ll.45 0.20 4-8 -1.254 0.59 TYPICAL PLATE : 1.5-3 TC BC 2x4 SPF l650F-l.5E 2x4 SPF l650F-l.5E 2x4 SPF 2l00F-l.8E 6-8 WEB 2x4 HF STUD 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 uniform load at 16 psf live load and 14 psf dead load. Additional design consider~tions 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 others, applied to the truss face providing lateral support for webs in the truss plane and creating shear wall action to res·ist diaphragm loads. T 51-5-4 3-10 ::C0-3-15 B1 6 8-6-15 8-6-15 15-4-0 2 ~ 7 8-6-15 I 8-6-15 ~ Web bracing'required at each location shown. See standard details (TXOl08700l-001 revl). Plating spec: ANSI/TPI -1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBC RESEARCH REPORT #1607. 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+ O % 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. + + + + + + + + + + + + + + + + + + + + + + 6-9-1 15-4-0 3 ,,4-4 29-0-0 6-9-1 22-1-1 13-8-0 4 7o;;7 6-10-15 29-0-0 5 Required bearing widths and bearing areas apply when truss not supported in a hanger. UPLIFT REACTION(S) : support l -208 lb Support 2 -209 lb This truss is designed using the CBC-01 Code. Bldg Enclosed= Yes, Importance Factor = l.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 SHIP MAX DEFLECTION (span) : L/999 IN MEM 6-7 (LIVE) L= -0.23" D= -0.30" T= -OJ52" ===== Joint Locations===== 1 0-0-0 6 0-0-0 2 8-6-15 7 8-6-15 3 15-4-0 8 15-4-0 4 22-l-1 9 22-1-1 5 29-0-0 10 29-0-0 ·~"' ,--, \ ) , 'Jv ~ .'._]"i ' 8 9 I 1·8·0 1D STUB ~~~CJ 6-9-1 I 6-9-1 6-10-15 15-4-0 22-1-1 29-0-0 All plates are 20 g,auge 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: 5/32" = 1' &1&. TRUSSWORKS ... A Company You Can Truss! , 75-110 St. Charles pl. ste-11A' Palm Desert, CA. 92211 ,..iPhone (760) 341-2232 , ·Fax# (7~0) 341-2293 WA~JNG Read aUnotes 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 manufacturer and/or building designc:i: pi;ior to fabrication. The builqing designer must "'!certain 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 la~ly braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigi\l 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 ,(9% and/or cause'connector plate corrosion. Fabricate, handle, instali and brace this truss in,accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', 'ANSl/l'PI I', 'WTCA I' -Wood Truss.Cow\c11 of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'. (HIB-91) and 'IDB-91 SUMMARY SHEEr by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisc~nsin 53719. The American For~t and Paper Association ·(AFPA) is'iocated at I I_ 11 19th Stre~t;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 .oo psf. TOTAL 37.00 psf WQ: j4711 DurFacs L=1.25 P=1.25 Rep,Mbr,Bnd 1.15 O.C.Spacing 2-o-o ,Design Spec CBC-01 Seqil T6.4.18 • O Job Narh~: LA COSTA PROJECT Truss ID: BDRAG Qt 1 Drw RG X-LOC REACT SIZE REQ'D l o, l-12 1169 3.50" 1.,so• 2 30-6-4 1169 3.50" 1.50" ,RG REQUIREMENTS eho~ are baaed ONLY ,n the truss material at each bearing RG HANGER/CLIP NOTE 2 Hanger TBE* HANGER(S) TO BE ENGINEERED upport Connection(s)/Hanger(s) are not designed for horizontal l.Oads. TC FORCE AXL BND CSI l-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 O.l.3 0.43 0.56 BC FORCE AXL BND CSI 6-7 5657 o.4l. o.47 o.87 7-8 5643 0.41 O.l.O 0.50 8-9 5643 0.41 O.lO 0.50 9-l.0 5657 0.4l 0.47 0.87 WEB P'ORCE CSI WEB P'ORCE CSI, 2-7 329 0.11 4-8 -l629 0.75 2-8 -1629 o. 75 4-9 ,329 0.11 3-8 795 0.28 TC 2x4 SPF l650F-l.5E BC 2x8 DFL #1 & Btr. WEB 2x4 HF STUD GBL BLK 2x4 HF STUD 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 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 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 8-5-6 15-4-0 1 2 ~ T 5.5-4 Kil Web bracing required at each location shown. ICI See standard details (TX0l08700l-00l revl). Plating spec: ANSI/TPI -1995 THIS DES~GN 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+ O % 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 6-10-10 22-2-10 8-5-6 15-4-0 30-8-0 15-4-0 ·3 4 5 ~- 4-4 Required bearing widths and bearing areas apply when truss not supported in a hanger. UPLIFT REACTION(S) : support l -214 lb Support 2 -214 lb This truss is designed using the CBC-Ol 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 MAX DEFLECTION (span) : L/999 IN MEM 6-7 (LIVE) L= -0.15" D= -0.20" T= -0~35" ===== Joint Locations l 0-0-0 6 ,o-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 T 5-5-4 1 4-1: ::ro-3-15 ' .. 4-4 ~ . U U . UI.I U U U !:?F~ U U U ~U U U ~2 ::ro-3_1 SHIP -~(J/'v/ ~ 1\/) B1 6 7 8-5-6 8-5-6 30-8-0 6-10-10 15-4-0 8 9 6-~0-10 22-2-10 10 8-5-6 30-8-0 B2 . ,-. ,-.~CHl'Tfc> l.:<i,~ ;t{~~~-GARt4~ e;; ('..) '! '?~' ifcz';/ .. \~~\ f(~,i~ ·? c;, & .\ \\ 7~ >,~;,}• :\\'l-r:F ~ ,\ \i_; ' •'?, _..,_ ::;:: ,, '\\ ..._r;,1 ,.,,;:,-~--1 ;["~ ·_e?V ;:s.,.-J. -.1 x) .:G..· L< 9: ~~'\) ci'l. ~~~ \t"''\ V §5) TYPICAL PLATE: 1.5-3 "\.: ~ ,. . -~ \J'f.~ 3/22/2005 ~TA1f::O,/ 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, u~~ Scale: 5/32" =; 1' ~ TRUSSWORKS ~A Company You Can Truss! 75-110 St. Charles pl. ste-11A Palm Desert, CA. 92211 !:'hone (760) 341-~232 raJ!: # (-760) 341-2293 WARNlNG Read all notes.on.this sheet and give a copy ofit to the Erecting Contractor. I Eng. Job: .EJ. }WO: j4711 This design is for an individual building component ~at truss system. It has been bas«j on specifications provided by the componeni manufact~rer Chk: 'BRYA and done in accordance with the cWTcnt versions of TPI and AFPA design standards. No responsibility is assumed for dimensional agcuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. Thebuilding designer, must ascertain that the loads utilizt:,p on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the t9p chord is latera;lly braced by the rpof or floor sheathing and the bottom chord,is laterally braced by a rigid sheathing material directly attached, unless otherwise note& Bracing shqwn is for lateral support of'components members only to reduce buc!iling length. This component shaU,not be placed in any environment that will cause th~ moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, insta\i and brace this truss in accorgance 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 Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'-(HIB-91) ·and 'IDB-91 ,SUMMARY ~HEET' by TPI. The Truss Pla!e fnstitu\e (TPI) is located atD'Onofrio Drive, Ma4ison, Wisconsin 53719. The A,:nerican Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DG 20036. Dsgnr: BRYA TC Live 16.00 psf TC Dead 14.00 psf BC Live o.oo psf BC Dead 7.00 psf .TOTAL 37.00 psf DurFacs, L=1.25 P=1.25 Rep Mbr Bnd 1.15 6.C.Spacing . 2-0-o D!)sign Spec CBC-01 Seqn T6.4.18 • 0 Job Name: LA COSTA PROJECT Truss ID: C Qt..,. . 1RG X-LOC REACT SIZE REQ'D l o-1-12 469 3.50" 1.50" 2 12r 6-4 469 3.So• 1.so• 1RG REQUIREMENTS shown are based ONLY ,n the truss material at 'each bearing TC P'ORCE AXL BND CSI 1-2 -865 0.01 0.24 0.25 2,-3 -865 0.01 0.24 0.25 BC FORCE AXL BND CSI 4-5 776 0.12 0.16 0.27 5-6 776 0.12 0.16 0.27 WEB FORCE CSI WEB FORCE CSI 2-5 145 0.06 TC BC WEB This .truss is CBC-OJ. Code. 2x4 SPF l.650F-l..SE 2x4 SPF l.650F-l..SE 2x4 HF STUD designed using the Bl.dg Enclosed= Yes, Importance Factor = l..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= l.2.6 psf 6-4-0 1 ~ I 2-5-4 1 34 Io-3-15 f1 B1 4 Pl.ating spec : ANSI/TPI -l.995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #l.607. 6-4-0 6-4-0 6-4-Q_ 2 :;:;;;;-i 4-4 12-8-0 5 6-4-0 6-4-0 1 6-4-0 12-8-0 3 6 6-4-0 12-8-0 Drw UPLIFT REACTION{$) Support l. -l.l.5 lb Support 2 -l.l.5 lb B2 I 2-5-4 SHIP 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 s·ottware, unl_ess noted. ~ TRUSSWORKS A Company You Can Truss! ~ 75-1~0 St. Charles pl..ste-11A Palm Desert, CA. 92211 Phone (760) ;341~2232 1:1ax # (760) 341-2293 WARN'JNG Read all notes on this sh,eet and give a copy ofit"to the Erecting Contractor. Tliis design is for an individual building component not truss system. It h'as been based on sj)ccifica~ons provided by the component manufacturer and done in accordance with the current versions ofTPI and Afl'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 the loading imposed by the local building code and the particular application. The design assumes that the top chord is.laterally braced by the roo{ 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 conteht of.the wood to exceed 19% and/or cause connector plate-corrosion. Fabricate, handle, install. and brace this ~sin accordance with the following'standards: 'Joint '!Jld Cutting Detail Reports available as output from Truswal s~ftware', 'ANSIITPI I', 'WTCA I' --Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' -(!IlB-91) and.'HIB-91 SUMMARY.SHEET' by TPI. The Truss Plate Institute (TPI) is I,;,,ated at D'On~frio Dri'ye, Madison, Wisconsin 53719. The American Foreat and Pape; Association (AFPA) is located at 1111 19th Street, NW. Ste 800, Washington, DC 20036. : Eng. Job: :EJ. Ch.k:BRYA Dsgnr: BRYA TC Live 16.00 psf TC i:;,ead 14.00 psf BC Live o.oo psf BC Dead 7,00 psf TOTAL 37.00 psf MAX DEFLECTION (span) : L/999 IN MBM 4-5 (LIVE) L= -o.oj• D= -0.04" T= -OJ07" ===== Joint Locations===== l. 0-0-0 4 0-0-0 2 6-4-0 5 6-4-0 3 l.2-8-0 6 l.2-8-0 Scale: 13/32" = 1' WO:j4711 DurFacs L=1.25 P=1..25 Rep Mbr Bnd 1.15 O.C.Spacil!g 2· 0-0 Design Spec CBC-01 Seqn T6.4.18 • o Job Name: LA COSTA PROJECT Truss ID: C1 Qt ' :RG X-LOC REACT SJ;ZE REQ1D 1 o-1-12 3598 3.50" 2 .96" 2 12r 6-4 3598 3.so• 2.96• ;RG REQUJ:RBMENTS shown are based ONLY 1n the truss material at each bearing TC FORCE AXL BND CSI 1-2 -7731 0.14 0.31 0.45 2-3 -5726 0.07 0.05 0.12 3-4 -5726 0.07 0.05 0.12 4-5 -7731 0.14 0.31 0.45 BC FORCE AXL BND CSI 6-7 7339 0.35 0.30 0.65 7-8 7222 0.34 0.13 0.47 8-9 7222 0.34 0.13 0.47 9-10 7339 o.35 o.3o o.65 WEB FORCE CSI WEB FORCE CSI 2-7 1376 0.24 4-8 -2030 0 .19 2-8 -2030 0 .19 4-9 1376 0 .24 3-8 3389 0.59 TC 2x4 SPF 1650F-l.5E BC 2x6 HF 1650F-l.5E WEB 2x4 HF STUD Permanent bracing is required (by others) to prevent rotation/toppling. See BCSI 1-03 and ANSJ:/TPI l. I ==.ht 2-PLYS REQUIRED 2•5-4 L....,. 1 6 3-9-14 3~9-14 6-4-0 2 ~ 7 3-9-14 3-9-14 Plating spec: ANSI/TPI -1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER J:CBO RESEARCH REPORT #1607. 2-PLY! Nail w/lOd BOX, staggered (per NDS) in: TC-2 BC-3 WEBS-2 **PER FOOT!** 2-6-2 2-6-2 6-4-0 8-10-2 6-4~0 3 4 7o;;7 12-8-Jl 8 9 2-6-2 2-6-2 6-4-0 8-10-2 2 3-9-14 12-8-0 5 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 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 TC Vert 60.00 0-0-0 60.00 BC Vert 508.10 0-0-0 508.10 R.Loc 12-8-0 12-8-0 LL/TL 0.53 0.42 MAX· DEFLECTION (span) : L/999 IN MEM 7-8 (LIVE) L= -0.08" D= -0.10" T= -0~18" ===== Joint Locations 1 0-0-0 6 0-0-0 2 3-9-14 7 3-9-14 3 6-4-0 8 6-4-0 4 8-10-2 9 8-10-2 5 12. 8-0 10 12-, 8-0 T 2-5-4 SHIP 3/22/2005 All plates are :Z!) gauge Trus.wal Connectors unless pi'eceded,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' ~ TRUSSWORKS A Company You Can Truss! 75-110 St. Charles pl. ste-11A · Palm De~ert, CA. 92211 Phone (760) 341-2232 fax# (760) 341-2293 WARN'JNG Read all note; on this sheet and give a c~py ofit to the Erecting Contractor. This design is for,,an indivi4~ building component not ttl.!5s system,. It has been base~ on specifications provided by the component manufacturer and done in accordance with the current versions ofTPI-andAFPA design stand;irds. No responsibility is assumed for dimensional'accuracy. Dimensions are to be verified by the component manufacturer and/Or-building desi~er prior to fabrication. The building designer must ascertain that the loads utilized on this design meet oi exceed the loading imposcd_by the local building code and the particular application. The design assumes that the top chord is laterally braced by th~ roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material direC\IY attached, unless otherw_ise not~. Bracing shown is for lateral support of components members only to reduce'buckling length. This component shali not be placed in any environment 'that wili cause the moisture coiitent of the wood to exceed 19% and/or cause connc;:ctor plate corrosion. Fabricate, handle, install and brace this truss in accordance with the f9llowing standards: 'Joint and Cutting Detail Reports available as output fro!ll Truswaf software', 'ANSI/fPI I', 'WTCA I' -Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOQD TRUSSES' -(HIB-91) and 'HIB-91 SUMMARY SHEET' by TPi. The Tf\lss Plate Institute (TP!) js located at D:Onofrio Drive, Madison, Wiscon~in 53719. The Amc;rican Forest and Paper Association (AFPA) i_s located at 1111 19th Street, NW, Ste·soo, Washington, _l)_C_20036_. __ _ Eng. Job: .EJ. Chk: !3RYA Dsgn(: 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:j4711 DurFacs L:::1.25 P=1.25 Rep Mbr Bnd 1.00 O.C.Spacing 2-o-o Design Spec CBC-01 Seqn T6.4.18 • O J,ob Name: LA COSTA PROJECT Truss ID: CDRAG Qt 1 Drw ,, ' ,aG X-LOC REACT SIZE RE01D l. 0-l.-l.2 493 3.50• 1.50· 2 1~-6-4 493 3.50" , 1.5011 ,RG REQUIREMENTS shown are based ONLY 1n the truss materia1 at each bearing TC FORCE AXL BND cs:i: 1-2 -1204 0.02 0.28 0.30 2-3 -1204 0.02 0.28 0.30 BC FORCE AXL BND cs:i: 4-5 1751 0.25 0.33 0.58 5-6 1751 0.25 0.33 0.58 WEB FORCE CSI WEB FORCE cs:i: 2-5 145 0.06 TYPICAL PLATE: 1.5-3 TC BC WEB GBL BLK 2x4 2x4 2x4 2x4 SPF SPF HF HF 1650F-1.5E 1650F-1.5E STUD STUD + + + + + + + + + + + + + + + + + + + + + + Designed for 2.5 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= 2-5 K lbs. ea. bearing. Connection (by others) must transfer equal load to each ply (or add-on) shown. + + + + + + + + + + + + + + + + + + + + + + 6-4-0 1 ~ T 2-5-4 1 .. Io-3-15 Fl B1 4 Plating spec: ANSI/TPI -1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBC 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 uniform load at 16 psf live load and 14 psf dead load. Additional design considerations may be required if sheathing is attached. [+J indicates the requirement for 1ateral 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. 6-4-0 6-4-0 6-4-0 ·2 ... too I 12-8-0 5 6-4-0 6-4-0 6-4-0 12-8-0 3 6 6-4-0 12-8-0 UPLIFT REACTION($) Support l -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 Width= 20.00 ft Mean roof height= 9.30 ft, mph = 80 CBC Special Occupancy, Dead Load= 12.6 psf T 2-5-4 SHIP B2 MAX DEFLECTION (span) : ~/999 IN MEM 5-6 (LIVE) L= -0.07" D= -0.09" T= -0~16" ===== Joint Locations===== 1 0-0-0 4 0-0-0 2 6-4-0 5 6-4-O 3 12-8-0 6 12-8-0 )~ ~~ '1,, '(., KY'- All plates are 20 gauge Truswal Con_nectors unless preceded,by "MX" for HS 20 gauge or "H" for 16 gauge,.positioned per Joint Detail Reports available from Tr1.1s\Yal soft\vare, unless noted. Scale: 13/32" = 1' ~ TRUSSWORKS A Company You Can Truss! 75-110 St. Charles pl. ste-11A · Palm -Desert, CA. 92~11 Phone (760) 341-2232 ...Fax# (760) 341-2293 WARN'JN G Read all notes on this sheet and give a copy of it to the Er~cting 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 manufactw:er 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 manufacture; and/or b~ildiiig 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. Thc·dcsign assµincs that th(? 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, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling'Jength. 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 br3!'e this truss in accordance wit!\ the following standard;;: 'Joint and Culling Detail Reports available-!15 output from:Trusw~J softwru:e', 'ANSI/TPI !', 'WTCA 1' -Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' -(HIB-91) and 'IIlB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPl) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Wasl)ington, DC 20036. Dsgnr: BRYA TC Live TC Dead BC Live BC Dead TOTAL 16.DO psf 14.00 psf o.oo psf 7.00 psf 37.00 psf WO:j4711 DurFacs L=1.25 P=1.25 RepMbrBnd 1.15 O.C.Spacing 2-O· o Design Spec CBC-01 Seqn T6.4.18 -o Job Name: L~ COSTA PROJECT Truss.ID: D Qtu• ' RG X-LOC REACT SIZE 1 o-. 1-12 4492 3. so• 2 14010-4 4492 3. so• BRG REXNPORCEMENT: IRG TYPE FACES NAILS LENGTH 1 BBR 2 14 12' 2 BBR 2 14 12" REQ'D 3 .so• 3 .SO" IRG REQUIREMENTS shown are based ONLY ,n the truss material at each bearing TC FORCE AXL BND CSI 1-2 -9962 0.25 0.42 0.68 2-3 -7204 0.10 0.06 o.17 3-4 -7204 0.10 0.06 0.17 4-5 -9962 0.2s o.42 o.68 BC FORCE AXL BND CSI 6-7 9453 o.45 0.40 o.as 7-8 9315 o.44 0.16 0.60 8-9 9315 0.44 0.16 0.60 9-10 9453 o.45 0.40 a.as WEB FORCE CSI WEB 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 TC BC WEB SCAB Lumber 2-PLYI in: 2x4 SPF 1650F-1.SE 2x6 HF 1650F-1;5E 2x4 HF STUD 2-2x6 HF 1650F-1.5E shear allowables are per NDS. Nail w/10d BOX, staggered (per NOS) TC-2 BC-3 WEBSc 2 **PER FOOT!** 4-4-14 4-4-14 ~ 7-6-0 2-PLYS 1 2 REQUIRED ~ J 2-9'-15 1 3-12 Io-3-15 Fl B1 6 7 4-4-14 4-4-14 Plating spec: ANSI/TPI -1995 THIS DESIGN IS THE COMPOSITE 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 throughout, per NOS. 3-1-2 I 3-1-2 7-6'0 10-7-2 7-6-0 3 4 ~ 5-5 15-0-0 8 9 3-1-2 I 3-1-2 7-6-0 10-7-2 2 4-4-14 15-0-0 5 10 4-4-,14 15-0-0 .Drw UPLIFT REACTION(S} Support 1 -1070 1b 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= Nor 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 #1 DESIGN LOADS Dir L.Plf L.Loc R.Plf TC Vert 60.00 0-0-0 60.00 R.Loc 15-0-0 15-0-0 LL/TL 0.53 0.42 BC Vert 538.94 0-0-0 538.94 T .B2 MAX DEFLECTION (span) : L/999 IN MEM 7-8 (LIVE) L= -0.12" D= -0.16" T= -OJ28• ===== Joint Locations===== l 0-0-0 6 0-0-0 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 15-0-0 10 15-0-O ,.-~- ,,,.--"'-, \\) ~ ~:r ')))" "'"' ~~ All plates are 20 gaug·e Truswal Co!'11~ors 11_nless preced~d by "MX" for Hl:i 20 gauge or "H" for 16 gauge, positioned per Joint·Detail Reports available from Truswal softl.va~e, unless not_ecl., Scale: 11/32"'= 1' ~ WARNING Read all notes on this she~t and give a copy of it tq the Erecting Contractor. 1111 ..,._ ... ..,_. ..... a This design is for an individual building component not truss system. It has be~ 'based on specifications provided by the component manufacturer and done in accordance with the cUITent versions ofTPI and AFPA design standards No responsibility is assumed for.dimensional accuracy. Dimensions T. Ru SSWQ'R KS are to be verified by the component manufacturer and/or building 4esigner prior 10 fabrication. Tl)e building designer.ml!5t ascertain that the loads , utilized on this design meet or ex~eed thefoading 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 the roof or floor sheathing ancf the bottom·chord is 1atera11y braced by a rigid sheathing material directly attached, unless otherwise • noted. Bracing·shown is for lateral support of coinponents 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 conm;c1or pla!e corrosion, Fabricate, handle, install P I D ·. rt CA g2211 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software", a m-ese , • 'ANSI/TPI I', 'WTCA !' -Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL Phone (760) 341-223~ PLATE CONNECTED WOOD TRUSSES' -(filB-91) and 'HIB-91 SUMMARY SHEET; by TPL The Truss Plate inslitute (TPl) is located at D'Onofrio Drive·, fax # .(760r341-2293 Madison, Wisconsin 537.19. The American For~t and Paper.Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036, Eng .. Job: .EJ. Chk: BRYA Dsgnr: BRYA Tc; t.ive 16;oo psf TC Dead 14;00 psf BC Live o,oo psf BC Qead 7.00 psf TOTAL 37.00 psf WO:j4711 DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.00 O.C.Spacing 2-0-0 Design Sp.ec CBC-01 Seqn T6.4.18 -0 Job Name: L~ COSTA PROJECT Truss ID: D1 Qtu• ,RG X-LOC 'RRACT SIZE REQ'D l o., l-12 555 3.50' 1.so• 2 14-10· 4 555 3. so• 1.so• ,RG REQUIREMENTS shown are based ONLY 1n the truss materia1 at each bearillg TC FORCE AXL BND CSI l-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 WEB FORCE CSI 2-5 174 0.07 TC BC WEB This truss is CBC-01 Code. 2x4 SPF 1650F-1.5E 2x4 SPF 1650F-1.5E 2x4 HF STUD 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= 9.50 ft, mph = 80 CBC Special occupancy, Dead Load= 12.6 psf 7-6-1! -~ T 2-9-15 Plating spec: ANSI/TPI -1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. 7-6-0 7-6-0 7-6-0 2 -:;;;7 1 7-6·0 15-0-0 3 Drw UPLIFT REACTION($) Support 1 -132 lb Support 2 -132 lb T 1 3-4 Io-3-15 re~==-=---------...lffL---------,---=::::::::~::5 ~ T,R.USSWORKS .,A Company You Can Truss! 75-110 ,St. Charles,pl. ste-11A Palm De~ert, CA. 92211 ehone (760) 341-2232' Fax# (760) 341-2293 B1 j!i_-!)_-!) 4, 5 7-6-0 7-6-0 W ARN'JNG_ Read all notes on this sheet and give· a copy of it to the Erecting Contractor. This design is for an,individual buil\fing component not truss sys1em 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 manufacturer and/or building designer prior to fabrication, The building designer must ascertain that the loads utilized on.this design meet or exceed the Io3.ding imposed by the 1~.building code and the particular application. The d6sign assumes that the top chord is-laterally pracec\ by the roof ,or'floor sheathing and the bottom chord is,lateraliy braced by a rigid sheathing material'directly 3\tached, 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 environmen) that will caus,e th~ moisture content of the wood to exceed 19% an,dlor cause connector plate corrosion, Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reporu available as output from Truswal software', 6 7-6-0 15-0-0 'ANSI/TPI I', 'WTCA,I' • Wood Truss Council of America Standard Design Responsibilities, 'HANDLINGINSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' -(IDB-91) and 'IDB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madjson, ,Wisconsin 53719. The American Forest and Paper Associ_at~on,(AFPA) is located at 1111 19th Stree~ NW, Ste 800, Washington, I>_C 20036. ,B2 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 DEFµECTION (span) L/999 IN MEM 5-6 (LIVE) L= -0.06" D= -0.07" T= -0~13" ===== Joint Locations===== 1 0-0-0 4 0-0-0 2 7-6-0 5 7-6-0 3 15-0-0 6 15-0-0 ~1~~ l\) M , vu·j !\)CS· / C\.. '1) 'i ~~ Iwo:j4711 DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 O.C.Spacing 2-0-o Design Spec CBC-01 Seqn T6.4.18 -0 Jdb Nar).i~: LACOSTA PROJECT Truss ID: D1 DRAG Qt ,RG X-LOC REACT SUE REQ'D l o-, l-12 555 3.50" 1.50" 2 14-10-4 555 3.5o• 1.50" RG RBQUI:REMENTS shown are based ONLY 1n the truss material at each bearing TC FORCE AXL BND CSI l-2 -1297 0.02 0.35 0.37 2-3 -1297 0.02 0.35 0.37 BC FORCE AXL BND CSI 4-5 1835 0.26 o.36 0.62 5-6 1835 0.26 0.36 0.62 WEB FORCE CSI WEB FORCE csr 2-5 174 0.07 TC BC WEB GBL BLK 2x4 2x4 2x4 2x4 SPF SPF HF HF l.650F-l..5E l.650F-l..5E STUD STUD + + + + + + + + + + + + + + + + + + + + + + Designed for ~-5 K lbs drag load appl.ied evenly along the top chord to the chord @ea.bearing (unless noted), concurrentl.y with dead+ O % l.ive l.oads. D.F. = l..33 Horiz. reaction= ,2.5 K lbs. ea. bearing. Connection (by others) must transfer equal. l.oad to each pl.y (or add-on) shown. + + + + + + + + + + + + + + + + + + + + + + 7-6-0 1 ~ T T .. Io-3-15 Fl B1 4 TYPICAL PLATE: 1.5-3 Plating spec: ANSI/TPI -l.995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBC RESEARCH REPORT #l.607. Gable verticals are 2x 4 web material spaced at 16.0 11 o.c. unless noted otherwise. Top chord supports 24.0 11 of uniform load at l.6 psf live l.oad and l.4 psf dead l.oad. Additional design considerations may be required 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 load appl.ied 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. 7-6-0 7-6-0 7-6-Q ·2 -4.09 !. 4-4 15-0-0 5 7-6-0 7-6-0 1 7-6-0 15-0-0 3 6 7-6-0 15-0-0 Drw UPL:LFT REACTION($) Support l. -l.32 lb Support 2 -l.32 lb This truss is designed using the CBC-OJ. Code. Bldg Enclosed= Yes, Importance Factor = 1.00 Truss Location= End Zone Hurricane/Ocean Line= No, Exp Category= C Bldg ½ength = 40.00 ft, Bldg Width= 20.00 ft Mean roof height= 9.50 ft, mph = 80 CBC Special. Occupancy, Dead Load= 12.6 psf MAX DEFLECTION (span) : L/999 IN MEM 5-6 (LIVE) L= -0.l.0" D= ~O.l.3" T= -0J23" ===== Joint Locations===== l. o-0-0 4 0-0-0 2 ,~ 6-0 5 7-6-0 3 l.5-0-0 6 l.5-0-0 T 2-9-15 B2 l SHIP '.Io-3-1 --r~ . {\ -. ~2)\.7)~ I'. cc ~ \ e;\"'~~ ) ) ~ "~'->· \ p '(t;·. •,\.P / "'I, " .... ~{::,/_~ :'!C \ ~ ~ ~-¥-_,/<!,-~'{)~ ;,/// \W.,. ... ~ \. " /--.,01 '}liArr:. C'c <:_';f':;)~~: 12 '--,,;. i:. J, . 2/20'0 ... _/ 5 All.plates are 20 gauge Truswal Con!)eplors,unless preceded by,_"MX"·for HS 20 gauge or "H"·,tor 16-gauge,,positioned per Joint Detail Reports available-from Truswal software, unless noted. Scale: 11/32" = 1' ~ 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.JN G Read all notes on thi~ sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component npt,truss system. It,has ),een based on specifications provided by the component manufacturer, and done in accordance with the current vcciions ofTPI andAFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the componC)lt 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 tlJe top chord is laterally braced by the roof or floor sheathing and the bottom chord,is laterally braced by a rigid sheathing mat~rial directly attached, w,Jess otherwise ·• 'noted. ' Bracing shown.is for lateral StJpport of components members only to reduce buckling lengtli. This component shall not be placed in any environment that will cause the moistllfe content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and bra,ce this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available"" output from Truswal software', 'AN~I/T!'l 1'1 "WTCA I' -Woog Truss Council of.America Standar1 pcsign _R~nsi,bilities, 'HA)'IDLING INSTALLING AND BRACING METAL PLATE eONNECTED WOOD TRUSSES' -(HIB-91) and 'HIB-91 SUMMARY S~ET' by TPI. The Truss,Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Ass_ociation (AFPA) is located at 1111 19th Street;NW, Ste 800, Washington, DC 20036. Eng. Job: .EJ. Chk: BRYA Dsgnr: BRYA TC Live 16.0!l psf TC-Dead 14.00'psf BC Live o.oo psf BC Dea!! 7.00 psf TOTAL 37.00 psf WO:j4711 DurFacs L=1.25 P=1.25 RepMbrBnd 1.15 O.C.Spacing 2-o-o ,,,Design Spet;: CBC-01' Seqn T6.4.18 -O Job Name: LA COSTA PROJECT Truss ID: E Qt··· 2 ' ,RG X-LOC REACT SIZE REQ1D 1 0-1-12 3598 3.50" 2.96· 2 12," 6-4 3598 3.so•· 2.96" G REQUIREMENTS shown are based ONLY ,n the truss materia1 at each bearing TC FORCE AXL BND csr 1-2 -7731 0.14 0.31 0.45 2-3 -5726 0.07 0.05 0.12 3-4 -5726 0.07 0.05 0.12 4-5 -7731 0.14 0.31 0.45 BC FORCE AXL BND csr 6-7 7339 0.35 0.30 0.65 7-8 7222 0.34 0.13 0.47 8-9 7222 0.34 0.13 0.47 9-10 7339 0.35 0.30 0.65 WEB FORCE csr WEB FORCE CSI 2-7 1376 0.24 4-8 -2030 0 .19 2-8 -2030 0.19 4-9 1376 0.24 3-8 3389 0.59 ~ 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 TC 2x4 SPF 1650F-1.SE BC 2x6 HF 1650F-l.. SE WEB 2X4 HF STUD Permanent bracing is required (by others) to prevent rotation/toppl.ing. See BCSI l.-03 and ANSI/TPI J.. 3-9-14 I 3-9-14 6-4-0 Plating spec, ANSI/TPI -1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #l.607. 2-PLYI 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 6-4-0 3-9-14 12-8-0 ==::!::t 2•PLYS 1 2 3 4 5 REQUIRED ~ ~ 4-4 I 2-5-4 lI,+ .. F9 B1 12-8-0 6 7 8 9 3-9-14 I 2-6-2 2-6-2 3-9-14 6-4-Q 8-10-2 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 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 componp,t manufacturer and/or building designer prior to fabrication. The buil<jing designer must ascertajn that the loads utilized on this design meet or ex_ceed the loading imposed by the local building code and the particular application. The design "l'_sumes 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 dire9tly anached, -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', 10 3-9-14 12-8-0 'ANSI/TPI I', 'WTCA I'· Wood Truss Council of America Standard Design Responsibilities, 'HA,NDLING INSTALLING ,AND BRACING METAL PLATE ~ONNE,CTED WOOD TRUSSES' -(HIB-91) and 'HIB-9l'SUMMARY SHEET' by TPJ. The Truss Plate Institute (TPI) is located atD'Onofiio Drive, Madison, Wi~consin 53719. The American Forest and Paper Association (AFPA) is located at Ii 11 )9th Street, NW, Ste 80_0, :,Vashington, DC20036. Drw UPLIFT REACTION{S) Support l. -883 lb Support 2 -883 lb This truss is designed using the CBC-OJ. 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.Pl.f R.Loc LL/TL TC Vert 60.00 0-o-O 60.00 l.2-8-O o.53 BC Vert 508.10 0-o-0 508.l.O 12-8-0 0.42 I 2-5-4 l SH,IP Io-3-15 B2 Eng. Job: .EJ. Chk: BRYA !)~gn.-:_BRYA TC Live 16.0ll psf TC-Dead 14.ciO psf ,BC Live 0.00 psf · BC Dead 7 .0,0 psf MAX DEFLECTION (span) : L/999 IN MEM 7-8 (LIVE) L= -0.08" D= -0.J.O" T= -0~18" ===== Joint Locations===== l. 0-0-0 6 0-0-0 2 3-9-14 .7 3-9-l.4 3 6-4-0 8 6-4-0 4 8-l.O-2 9 8-io-2 5 l.2-8-0 l.O 12-8-O (Cl) l}t • 1,. •'.) ~~ ci, ~.,, ... .... '1.-.:~ .. Scale: 13/32" = 1' WO:j4711 DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.00 O.C.Spacing 2· o-O Design Spec CBC-01 ------ TOTAL ,37.00 psf -Seqn T6.4.18 • o Jdi> Na.me: LA COSTA PROJECT Truss ID: E1 Qt"' 2 Drw ,RG x--LOC REACT s:rzE REQ'D 1 0-,1-12 469 J.so• 1.so• 2 12-6-4 469 J.so• 1.50• :RG REQUIREMENTS shown are based ONLY ,n the truss material at each bearing TC FORCE AXL BND CSI 1-2 -865 0.01 0.24 0.25 2-3 -865 0.01 0.24 0.25 BC FORCE AXL BND CSI 4-5 776 0.12 0.16 0.27 5-6 776 0.12 0.16 0.27 WEB FORCE CSI 2-5 145 0.06 WEB FORCE CSI ~ TRUSSWORKS .,A Company You Can Truss! 75-110 St. Charles pl. ste•11A Pa1m·oesert, CA. 92211 Phone (760) 341-2232 Fax# (760) 341-2293 TC BC WEB This truss is CBC-01 Code. 2x4 SPF 1650F-l.5E 2x4 SPF 1650F-l.'5E 2x4 HF STUD designed using the Bldg Enc~osed = 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 1 ~ 1 2-5-4 Plating spec: ANSI/TPI -1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. 6-4-0 6-4-0 6-4-0 2 ~ 6-4-0 12·8·0 3 UPLIFT REACTION(S) Support 1 -115 lb Support 2 -115 lb I MAX DEFLECTION (span) : L/999 IN MEM 4-5 (LIVE) L= -0.03" D= -0.04" T= -0107" ===== Joint Locations===== 1 0-0-0 4 0-0-0 2 6-4-O 5 6-4-0 3 12-8-0 6 12-8-0 lI'""'~ l~I ~ i n ~ . · ~ Io-3.1s r__\ B1 B2 L<.-Y;-"'/;.. GP.Hl.d..,.,,_ "-f '"" I -~/ ~ J 'b· ' 12-8-0 --~~~I'.::: r:\V" .,_ I l\_.,(~ i ci 4 5 6-4~ \ \'-" ,()f%~~ ,~, ~~ 6-4-0 6-4-0 12-8-0 WARN'JNG Read all notes on this sheet and give a copy of it to the Er~cting Contr~ctor. 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 manufacturer and/or building designer prior to fabrication. The building designer. must ascertai.n that the loads utilized on this design meet or exceed the loading imposed by the focal building code and the particular application. The design assumes that the top chord is la~rally 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 snY environment that will cause.the moisture content of the wood to exceed 19% andi'or cause connector plate corrosion. Fabrjcate, handle, install and brace this truss in·aci:oraance with the following standards: 'Joint and Cutting.Detail' Reports available as output from Truswal software', 'ANSf/fPI I', 'WTCA I' -Wood Truss Council of America Standard Design Responsibilities, 'HANDLING.INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TR.USSES' -(HIB-~1) and 'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is.located at D'Onofyio Drive, Madison, Wisconsin S3719. The American Forest and Paper Association (AFPA) is located at ll 11 19th Street, NW, Ste 800, Washington, DC 20036. ... Eng. Job: .EJ. Chk: BRYA Dsgnr: !3RYA TC Live 16.00 psf TC Dead 14.00 psf BC Live o.oo psf BC Dead 7.00 psf TOTAL 37.00 psf Scale: 13/32" = 1' WO:j4711 DurFacs L=1.25 P=1:2s Rep Mbr Bnd 1.15 O.C.Spacing 2· 0-O Design Spec CBC-01 Seqn T6.4.18. o Job Name: LA COSTA PROJECT Truss ID: .E2DRAG Qt RG X-LOC ·REACT SIZE REQ1D l 0-l-12 493 3.so• 1.so• 2 12~ 6-4 493 3.so• 1.so• iRG REQUl:RBMBN'tS shown are based ONLY 1n the· truss material at each bearing TC FORCE AXL BND csr l-2 -1204 0.02 0.28 0,30 2-3 -1204 0.02 Q.28 0.30 BC FORCE AXL BND csr 4-5 1751 0.25 0,33 0.58 5-6 1751 0.25 0.33 0.58 WEB FORCE csr WEB FORCE csr 2-5 145 0.06 TYPICAL PLATE: 1.5-3 TC BC WEB GBL BLK' 2x4 2x4 2x4 2x4 SPF SPF HF HF l650F-1.SE l650F-l.5E STUD STUD + + + + + + + + + + + + + + + + + + + + + + Designed for 2.5 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= 2.5 K lbs. ea. bearing. Connection (by others) must transfer equal load to each ply (or add-on) shown. + + + + + + + + + + + + + + + + + + + + + + 6-4-0 1 ~ I 2-5-4 l 34 Io-a-1s Fl B1' 4 Plating spec: ANSI/TPr -1995 THIS DESrGN rs THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PI.ATE VALUES PER rcBO RESEARCH REPORT #1607. Gable verticals are 2x 4 web material spaced at 16.0 11 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) perpendicular to the plane of the member at 63"intervals. Bracing is a result of wind load applied to member. (Combination axial plus bendi.ng). 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 1 6-400 12-8-0 3 6 6-4-0 12-8-0 Drw UPLIFT REACTION(S) Support l -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 Width= 20.00 ft Mean roof height= 9.30 ft, mph = 80 CBC Special Occupancy, Dead Load= 12.6 psf I 2-5-4 I SHIP MAX DEFLECTION (span) : L/999 IN MEM 5-6 (LIVE) L= -0.07" D= -0.09" T= -0Jl6" ===== Joint Locations===== l 0-0-0 4 0-0-0 2 6-4-0 5 6-4-0 3 12-8-o 6 12-8·-o /) / '\,~ ,..,-.o'i '\,\\,it,~ ,~,.. All plates are 20 gauge Truswal Connectors unless-preceded by "MX" for HS 20 gauge or "H" fo.-_1~ gilll~I!, positioned rer Joint Detail Reports available from Truswal software, unless noted. Scale: 13/32" = 1' ~ ·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 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 componcil\ manufacturer and done in accordance with the current versions ofTPI and AFPA design standards. No responsibility is assumed for di_mensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabricatio~. The building designer must ascertain that tlie loads ' utilized on this design meet ~r 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, unless otherwise 11otcd. Bracing shown is for lateral support of components m~b~rs only, to reduce buckling length. This component shall not be placed in ariy environment that will cause the moisture content of the, wood to exceed 19% and/or cause connector plate corrosion. Fabricate, hantjle, install and brace this truss in accordance with the following standards· 'Joint and Cutting Detail Reports available as output fyom Trusw~l software', 'ANSI/TPI !', 'WTCA 'I' -Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING.METAL PLATE CONNECTED WOOD TRUSSES' -(HIB-91) and 'HiB:9i SUMMARY SHEET' by· TPI. Tjle Truss Plate Institute (TPI) is located at·l:l'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 ic Live 16.OO psf TC.Dead 14.OO-psf BC Live o.oo psf BC Dead, 7.00 psf TOTAL 37,00 psf WO:j4711 DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 O.C.Spacjng 2-0-o Design Spec CBC-01 Seqn T6.4.18 -0 Job Name: LA COSTA PROJECT Trus~ II:>_: F1 Qtu• 9 RG X-LOC REACT SIZE 1 o-1-12 444 3 .so• 2 .11.10-4 444 3.so• REQ'D 1.50" 1.so• R.G REQUJ:REMENTS shown ara based ONLY ,n the truss materia1 a.t each bearing TC FORCE AXL BND csr 1-2 -814 0.01 0.22 0.22 2-3 -814 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 2-5 136 0.05 WEB FORCE csr ~ TC BC WEB This truss is CBC-01 Code. 2x4 SPF l650F-l.5E 2x4 SPF 1650F-l.5E 2x4 HF STUD 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= 9.25 ft, mph = 80 CBC Special Occupancy, Dead Load= 12.6 psf 6-0-0 1 ~ T T ·~ Io-a-1s ~ B1 4 Plating spec: ANSI/TPI -1995 THIS DESIGN rs THE COMPOSITE RESULT OF MULTIPLE LOAD· CASES. PLATE VALUES PER ICBC RESEARCH REPORT #1607. 6-0-0 6-0-0 ·2 12-0-0 5 6-0-0 6-0-0 .6....-0...:.0. -4:oo. I 6-0& 12-0-0 3 6 6-0-0 12-0-0 Drw UPLIFT REACTION(S) Support l -110 lb Support 2 -llO lb T B2 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "1:1" fo~ 16 gauge, positioned per Joint Detail Reports available from Truswal-software, unless noted. ~ WARNING Read all notes on this sheet and give a copy ofit to the Erecting Contractor. This design is"for an individual building component not truss system. It has been based on specifica~ions prqvided by the component manufacturer _and done in accordance with the current versions of TPI and AFPA design standar~. No responsibility is assumed for dimensional accuracy. Dimensions TRU S Swo R Ks arc to be verified by the component manufacturer and/or building designer prior to fabrication. Th~ building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and t/te particular application. The design assumes that the top chord. A Company You, Can Truss!· _is 1aterau;y-b~ed by th_e roof or'floor sheathing and the bottom-chord is 1a1era11y-braced ~ya rigidsheatl_iing material directly attached, ~tess·otherwise ..., not9(i Bracmg sho~ 1s for lateral support of components m·cmbers only to reduce bucklmg length. This compo1J,ent shall not~ place~ m ~y 75-110 St Charles pl ste-11A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector-plate corrosion. Fabricate, handle, install p I D · rt CA 92211 ' and brae~ this truss in accordance with th_e.following standards: 'Joint.and Cutting Detail Reports available as output from Truswal software', a m ese ,.. • 'ANSlffPIT, 'WTCA I' -Wood Truss <;owicil of America Standard Design· Responsibilities, 'HANDLING lNSTALLING AND BRACINQ'METAL Phone (760) 341-2232 PLATE CONNECTED WOOD TRUS~ES' -(IDB-91) and 'IDB-91 SUMMARY SHJiET' by TPI. The Truss.Plate Insti_tute (TPI) is located at D'Onofrio Drive, .fax# .(760) 341~2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at.I I U 19th Street, NW, Ste 800, Washington, DC 20036. Eng. Job: .EJ. Chk:·BRYA Dsgnr:BRYA TC Live 16.00 psf TC Dead 14.00 _p_sf BC l.:ive o.oo psf BC Dead 7.00 psf T.OTAL 37.00 psf MAX DEFLECTION (span) : L/999 IN MEM 5-6 (LIVE) L= -0.03" D= -0.03" T= -0~06" ===== Joint Locations===== l 0-0-0 4 0-0-0 2 6-0-0 5 6-0-0 3 12-0-0 6 12--0-0 ~ IJ ~ i'b\~ ~~'\. Scale: 13/32" = 1' WO:j4711 OurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 O.C.Spacing 2· O· O Design Spec CBC-01 ·Seqn T6.4.-18 • 0 Job Nam_@: LA COSTA PROJECT Truss ID: F2DRAG Qt 1 1RG X-LOC REACT SIZE REQ1D l o-, l-12 . 444 3.50" 1.50• 2 ll-10-4 444 3.so• 1.so• 1RG REQUIREMENTS shown are based ONLY ,n the truss material at each bearing TC FORCE AXL BND CSJ: l-2 -814 0.01 0.22 0.22 2-3 -814 0.01 0.22 0.22 BC FORCE AXL BND CSJ: 4-5 730 0.11 0.14 0.25 5-6 730 0.11 0.14 0.25 WBB FORCE CSJ: WBB FORCE CSJ: 2-5 136 o.os TYPICAL PLATE : 1.5-3 • TC BC WEB GBL BLK 2x4 2x4 2x4 2x4 SPF SPF HF HF l650F-l.5E l650F-l.5E 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. = l.33 Horiz. reaction= 0.5 K lbs. ea. bearing. connection (by others) must transfer equal load to each ply (or add-on) shown. + + + + + + + + + + + + + + + + + + + + + + 6-0-0 1 ~ T 2-3-15 l 3-4 Io-3~1s 121 B1 4 Plating spec : ANSI/TPI -1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBC RESEARCH REPORT #1607. Gable verticals are 2x 4 web material spaced -at 16.0 11 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) perpenqicular 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. 6-0-0 6-0-0 6-0-0 ·2 _4-4 12-0-0 5 ~ 6-0-0 :6-0-0 ~ 12-0-0 3 6 6-0-0. 12-0-0 Drw UPLIFT REACTION(S) support l -llO lb Support 2 -llO lb This truss is designed using the CBC-Ol Code. Bldg Enclosed= Yes, Importance Factor = l.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= -0.03" T= -OJ06" ===== Joint Locations l 0-0-0 4 0-0-0 2 6-0-0 5 6-0-0 3 12-0-0 6 12-0-0 T B2 3/22/2005 All !)lates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gat1ge, positioned per Joint Detail Reports-available from Truswal software, unless noted. Scale: 13/32" = 1' ~ TRUSSWORKS ~ A Company Y~u Can Truss! 15-110 St. Charles pl. ste-11A Palm Desert, CA. 92211 Phone (760) 341-2,232 rax·# (760) 341-2293 WARNJN' G 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. lt,has been based on specifications provided by the component manufacturer and done in accordance with the cUITent 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 !"USt ascertai~ that the ,loads utilized on thi~ design meet or exceed the loading imposed by the local building code and the panicular 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, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component sh,all not be placed in any environment that wi)l cause the moisture contenl'ofthe )Vood to e.xceed,,J9o/o and/or·cause connector plate corrosion: Fabricate, handle, insl\111 and brace this truss in accordance with·the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', 'ANSIITPI I', 'WTCA I' -Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING ~D BRACING METAL PLATE CONNECTED WOOD TRUSSES' -(HIB-91) and 'HIB-9\ SUMMARY SHEET' by TPI. TheTruss Plate Institute (TPn is located ~t 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. Chk: BRYA Osgnr: BRYA TC Live :re Dead BC Live BC Dead TOTAL 16.00·psf 14.00 psf o.oo psf 7.00 psf 37.00 psf WO:j4711 DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 O.C.Spacing 2-0, Ii Design Spec CBC-01 Seqn T6.4.18 • 0 Job Name: LA. COSTA PROJECT Truss ID: FDRAG· Qt 1 ., ' ,RG X-LOC REACT SJ:ZE REQ'O 1 0-1-12 444 3.50" 1.50" 2 11,10-4 444 3.50" 1.50" ,G REQUIREMENTS shown are based ONLY ,n the truss mater:1.a1 at each bearing TC FORCE AXL BND cs:c 1-2 -814 0.01 0.22 0.22 2-3 -814 0.01 0.22 0.22 BC FORCE AXL BND cs:c 4-5 730 0.11 0.14 0.25 5-6 730 0.11 0.14 0.25 WEB FORCE cs:c WEB FORCE cs:c 2-5 136 0.05 TC BC WEB GBL BLK 2x4 SPF 2x4 SPF 2X4 HF 2x4 HF 1650F-l.5E 1650F-l.5E STUD STUD + + + + + + + + + + + + + + + + + + + + + + Designed for 0.5 K lbs drag load applied evenly along the top chord to the chord @ea.bearing (unless noted)1 concurrently with dead+ 0 % live loads. D.F. = l.33 Horiz. reaction= o.s K lbs. ea. bearing-Connection (by others) must transfer equal load to each ply (or add-on) shown. + + + + + + + + + + + + + + + + + + + + + + 6-0-0 ~ T Plating spec : ANS:C/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 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 me;n]Jer. (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. ·6-0-0 6-0-0 6-0-0 12-0-0 6-0-0 2 3 -4.oo I 2·31·15 3-4 -::::::: , , , Io-3-15 r =--HI HI' -'Ht' 11H1 1Hl1 'Ht' 'Ht' ::::::,.,, ~ ' -..,-, Drw UPLIFT REACTION($) Support l -llO lb Support 2 -110 lb This truss is designed using the CBC-01 Code. Bldg Enclosed= Yes, rmportance 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= -0.03" T= -OJ06" ===== Joint Locations 1 0-0-0 4 0-0-0 2 6-o~ o 5 6-o-o 3 12-0-0 6 12-0--0 T SHIP B1 B2 4 6-0-0 6-0-0 TYPICAL PLATE: 1.5-3 12"ll-0 5 6 6,0-0 12-0-0 All plates 11re 20 gauge·Truswal Connectors unless preceded by "MX" for HS 20-~auge or "H" for 16 gauge,positioned·per Joint Detail Reports available·from Truswal software, unless noted. · ~ WARNING Reqd 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 specificatipns 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 TR US Swo. R KS are to be verified by the component manufacturer andior. building d.;.igner prior to fabrication. The building designer must ascertain that the loads · ' utilized on this design m~ror 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 tatcraity braced by the rcx,f or floor sheathing and the bottom chord is latera!ty braced by a rigid she;ithing 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 i_n any 75-110 St Charles pl ste•11A .environment that.will caU§e th~ moisture confcn\ of the wood to exc_eed 19%.and/or cause connector plat~ corrosion. Fabricate, handle, install P I D · l1 CA g· 22·1· 1. · ahd brace _this,truss i.n accordance with the following stan~ds: 'Joint and Cutting Detail Reports available as output from Truswal software', a m ese , • . · 'ANSiffPI !', 'WTCA I' -Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL Phone (760) 341 •2232 ,PLATE CONNECTED WOOD TRUSSES' -(IIlB-91) and 'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Instit4te (TPI) is located at D'Onofiio Driv~, -fax;# f?'60) ~41-2293 Madisop, Wisconsin 53719. The American Forest and Paper.Association (AFPA) is·tocated at U II 19th Street, NW, Ste 800, Washin~on, DC 20036. Eng. Job: .• EJ. Chk: BRYA Dsgnr: BRYA TC Live TC Dead BC Live BC Dead TOTAL 16.00 psf 14.oo psf o.oo psf 7.00 psf 37.00 psf Scale: 13/32" = 1' WO:j4711. DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 O.C:Spacing 2-o-o Design Spec CBC-01 Seqn T6.4.18 • O Job Name: LA COSTA PROJECT Truss.ID: G Qt 9 Drw -~ ---+ 1RG X-LOC REA= srzE REQ'D l o-1-12 Sl.4 3.SQ• 1.so• 2 21-110-4 814 3.50" 1.so• 1R.G RBQUJ:REMENTS shown are based ONLY ,n the truss material at each bearing TC FORCE AXL BND cs:r 1-2 -1839 o.o4 0.29 o.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 cs:r 6-7 1705 0.20 0.36 0.56 7-8 1705 0.20 0.36 0.56 WEB FORCE cs:r WEB FORCE cs:r 4-7 -sos 0.28 2-7 -sos 0.28 3-7 580 0.20 TC BC WEB 2x4 SPF l.650F-l..SE 2x4 SPF l.650F-l..5E 2x4 HF STUD Loaded £or 10 PSP non-concurrent BCLL~ 6-5-1 6-5-1 ---11-.0-0 ~ T 2 Plating spec, ANSI/TPI -l.995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #l.607. 4-6-15 4-6-15 6·5s1 11-0-0 15-6-15 22-0-0 11-0-0 3 4 -4.oo· I 4-4 5 UPLIFT REACTION(S) Support l -l.76 lb Support 2 -l.76 lb This truss is designed usin.g the CBC-OJ. 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= l.0.08 ft, mph = 80 CBC Special Occupancy, Dead Load= l.2.6 psf T MAX DEFLECTION (span) : L/999 IN MEM 7-8 (LIVE) L= -0.13" D= -0.16" T= -0J29• ===== Joint Locations===== 1 ·o-o-o· s 22-o-o 2 6-5-l. 6 0-0-O 3 11· 0° 0 7 l.l.· 0-0 4 15-6-15 8 22-0-0 3-111~· = >w 3-4 :::::,., Mc Io-3-15 i;r:,:·---= . B1 6 11-0-0 11-0-0 22-0-o_ 7 8 11-0-0 22-0-0 B2 All plates are 20·ga,uge Truswal Connectors unless preceded by "M)(" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted •. Scale: 7/32" = 1' ~ 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"JN"G Read all notes on this sheet and give a copy of it to the Erecting Contractor. I Eng. Job: .EJ. This design~ for an individual buildfog component not truss system. It has been based on specifications provided by the componeqt 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 ~o be verified by the component manufacturer and/or building designer prior to fabrication. The building d~igner must ascertaiq that the loads utilized on.this design meet or exceed the loading imposed by the local building code and'the particular application. The design asswnes that the iop chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing ·material directly attached, unless qtheiwise not«!-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 caus~ the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, h3I)dle, install ·_and brace thi~ truss in accordance with.the following stanflards: 'Joint and Cutting Detail Reports available as output from Truswal software', '1ANSI/11'I l', 'WTCA I' -Wood Truss Council of America Standard Design Responsibilities, 'HANDLING !NSTALLING AND BRACING METAL PLATE CONNl;!CTED WOOD TRUSSES' -(HIB-91) and 'ffiB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) isfocated at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is locat~ at 1111, 19th Street, NW, Ste 800, Washfogton, DC 20036. Dsgnr: BRYA TC Live TC Dead BC Live ec·Dead TOTAL 16.00 psf 14.00 psf o.oo psf 7.00 psf 37.00 psf WO:j4711 DurFacs L=1.25. P=1.25 Rep Mbr Bnd 1.15 O.C.Spacing 2· O· o .Design Spec CBC-01 Seqn T6.4.18 • 0 ·Job Na.me: u,\ COSTA PROJECT Truss ID: GDRAG Qt 1 ;lfG x-L·oc REACT SIZE REQ'D 1 o-1-·12 814 3.so• 1.50" 2 21>10-4 814 3.so• 1.so• ,R.Q RBQUJ:R.EMENTS shown are baaed ONLY 1n the truss materia1 at each bearing TC FORCE AXL BND CSI 1-2 -1839 o. 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 -sos 0.28 4.7 -sos 0.28 3-7 580 0.20 TYPICAL PLATE : 1.5-3 TC BC WEB 2x4 SPF 2x4 SPF 2x4 HF 1650F-1. SE l650F-l.5E STUD GBL BLK 2x4 HP STUD 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. 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 others, applied to the truss face providing lateral support for webs in the truss plane and creating shear wall action to resist diaphragm loads. 6·5-1 6-5-1 11-0-0 2 r;;- T 3-111·15 3-4 Io-3-15 B1 ·6 Plating spec : ANSI/TPI -1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBC RESEARCH REPORT #1607. Loaded for 10 PSF non-concurrent BCLL. + + + + + + + + + + + + + + + + + + + + + + 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 % 1ive 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. + + + + + + + + + + + + + + + + + + + + + + 4-6-15 4-6-15 6-5-1 11-0-0 15-6-15 22-0-0 11-0-0 3 4 ~ 4-4 22-0-0 5 7 11-0,0 8 11-0-0 11-0-0 22·0-0 Drw UPLIFT REACTION(S) Support l -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 Category= c Bldg Length= 40.00 ft, Bldg Width= 20.00 ft Mean roof height= i0.08 ft, mph = 80 CBC Special Occupancy, Dead Load= i2.6 psf MAX DEFLECTION (span) : L/999 IN MEM 7-8 (LIVE) L= -O.i3• D= -O.i6" T= -0J29" ===== Joint Locations===== l 0-0-0 5 22-0-0 2 6-5-i 6 0-0-0 3 11-0-0 7 11-0-0 4 15-6-15 8 22-0-0 T 3-11-15 B2 3/22/2005 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 noted. Scale: 7/32" = 1' ~ TRUSSWORKS ., A Company You Can Truss! 75-110 St. Charles_,pl. ste-11A Palm Desert, CA. 92211 Phone (7'.60) 341-2232 ·i:ax # (760) 341-2293 W ARN'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 based on specifications provided by the component manufacturer and done'in accordance with the current versfons of TPI and AJ!PA design standards. No responsibility is assumed for dimensional ac~uracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must as~ertain that the loads utilized on tliis design meet or exceed the loading imposed by the I~ 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, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be pl~ccd in any environment that will cause the moisture cont~! of the wood to exceed 19% 311d/or cause connector plat~ 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/fPI I', 'WTCA I' -Wood Truss Council of America Standard Design Responsibilities, 'HANDLINChNSTALLING 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,. Madi_son, 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·oead 14.00 psf BC Live 0.00 psf BC Dead 7.00 psf TOTAL 37.00 psf WO:j4711 DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 O.C.Spacing 2-o-o Design Spec CBC-01 Seqn T6.4.18 -o. ... ' ' ' A 1--1 I I l":9- II ll ll ll . .I .. JL I. lx4 POST AlTACHEDT0EA.CHnuss PANEL POINT ANDOVERHEAI> PURLJN·• o,r..+' .. o" .o.c, ~. 2. 2x4 #I HF 0102 DPPUIWNS 4' • O" O.C J. 2x4 #I HFOR.12 DF CONTINUOUS STlffEN6ll AlTACHED TO POST• 4. HIP TRUSS #I SETBACK FllOM END WALL AS NOTED ON nuss DESIO" c:> ~ P\..AC(S Mi=N.T l°L.At\t 5. \.~"<TENDED END JACK TOPCHORD(TYPIC~)..·.. · .• • ~·-~ 6: COMMON TIWSS. 7, HIP CORNER. RAFfER. . . . . . I. lx4CONTINUOUS LATBAL BRACING. 5g;n;QNA • '-"~.J..-si ~~BTABDirYOFROOF i:°WinwJI Plll~JNO DEIIONBIL • ,, · 1i 3 H I .. PWJ D,1111[ HIP FRAMING DETAIL 1/21,/98 SETBACK AS NOTED oNnuss DESIGN. HIP TllJSSES 24 .. O.C. (TYP$CAL) Aid~-..._ ·.Dl!Vlll& UIUIWASWIIM~ION SECIJQNB ADEQUAtECONNBClDf . BY Ol1IBR8 (TYPICAL). ~ARNING llud .U ...,_ -IJle elt11et and 91N • co,,y of If fo tho E,-cflng CMll'~toc . -........... ~..-.-·----.......-...-...... ._---"""'!"· ______ ........ "'--~---·---------·· ___ .., _ _,.... ___ .....,.-.,,.,,,,. .. -..-n--..-------___________ ._ ...... __...., ................ -___ ..., _____ ..., _ _, _ ----------~--................ -......, ......... -----· ..... ____ ..,...,...,._._..,.. .. _ _.,.......,,_..,._...,. ........... __ _ ______ .. ____ ,..,....,., __ ,_ __ ,_....._ _____ _ _____ ......._ ___ '1liulcoit-·-,-,'QMUJYC0111*JLITMIMIIDf'Gll.r..MtHOIIIIICTIII WOCIOlJIIII ... ,, tlll'-, 1WIIIUNI INITAUHJ-IMDliOIIIR<ll.ftAJIICDNNeC-WOIIOIIIUIIII'•.....,, _ __. -lltllr.llr1'1, _____ ""'_ ...... ____________ ......... .... ...._IM'f't .. _________________ llC~ . (800) 322-4045 ~.AY.4.•.A SYSr£MS TRUSWAL SYST~MS CORPORATION 4445 NORTHPA!=IK DRIVE, SUITE 200 ·COLORADO SPRINGS, COLORADO 80907 (719) 598-5660 "a., FAX (719) .598-8463 DETAILS FOR· C·ONVENTIONALLY FRAMED VAL.L.EY SETS .. D PLAN VIEW CENiER ?.,OGE RAFTEF 1··, PLA'· VIEW OETAIL-C ELEVATION VIEW DETAIL A A Notes: TRUSSES @ 24" b.C. C El.,.EVATION VIEW DETAILS The maximum Tc-1;.! Top Chord Load= ,a PSF Minimum Top Ct,•.rd De.:ad Load = 7 PSF The design ror 1.:1;,,-::: loads and their c:onnec:tions is the responsibility '.l( 1:~e Building Designer. The details pl'OYided addreu ;_ruity :and Yo!ind uplift loads only per_lhe USC. The maximum w..·.J speed is 85 MPH, 25 n Mean. Roof Height (max.}, !:l<p. C. 16d box nails :are t)lp;·al lhroughoul, excepl as noted ( in delaUs ). The Cenler Ridge ~a!ier ( CRR ) is 2 x 6 slud. All:ach lh1s lo the 1 ,c 8 wilh 4-16c: ,.,. nails ( 2 from each iace ). Anach lhe opPO$ile end 10 th., lr:ss lhe ~me. The Valley Raft•r.:. p, .. lins. :and blocking m:alerial :are 2 x 4 stud. The blocking mus• b.:, paced 2'4" 0.C. :and be :adequately braced in the lateral direct Jn .t 64-0 O.C. ANach lhis blocking 10 the Valley Rafterwilh'~1.jd, Attach lhis bloc~ing lo lhe purlin wilh 2-16d. The truues below Ille •,alley are spaced 24" O.C : The purfins·are full :e,,glh under the valley sal :and musr be ins::alled al 24" O.C. They ara :o b" .:llachad lo each overlapping lruss lop chord 'wilh 2·16d nails. If he) :are nol one conltnucus lenglh. add a 12· long nailer lo the (:ace o~ ;hi! rruss lop chord w,lh '-16d ;End one purfin section on lhe truss and be;in lhe :addilional sechon an rhe nailer. VALLEY RAFJ'ER A 1, x 8 perimeler n::ine; musl be attached through lhe shealhing :and inlo ~ each trues below wilh 3-Sd·box nails. This I x 8 lollows lhe outside proliie ~: . { ar the ~lley. 1 s· 7~ ~ l The Valley Rafters .,,,, spaced 2"" O.C. Anach !ham lo lh• CRR with . 2-18d toe nails. An.eh lhe opposite end lo lhe 1 x a Wllh J..ad toe nails. 2 X 4 BLOCK PLAN VIEW WITH J • 16d .!' .. !:-.. -·-... _ ..... - ' .. r .i '1 PEAK PLATE: 3-4 12l!'11 ~-5 (2x0) 6·6 (2xfl) 6'·0" MAXIMUM BRACE SPACING · 2x4 l2 MINIMUM CONTINUOUS STRONGBI\CK BRACED TO ROOF STAUCTUOE AT 6'-0" MAXIMUM . MI\XIMUM 1 'co• EAVE WITH BLOCl<S il-32"o.c .. OR 2'·0~ EAVE, MAXIMUM, WITH 4x2 12 OR BTR. OUTLOOl<ERS CUT INTO GABLE @ /. 32"o.c· . ~ I ......... . l r-~ =l~r-----I. 11 1-1 . .. I~~ I t I I -~~-:===- . ec· SPLICE; 3~4 (2X41 ~-5 1~><61 6-!;l (2xBI ~-' " MAXIMUM 40 PSF LIVE LOAD. 80 MPI-I WIND EXPOSURE C, . LESS THAN 20'·0" WALL HEIGHT. / BRACING DETAII.S flL/\fE MODEL 20 CODE UBC SP/\C:IMG .CONTINUOl,.IS ~AMI r-"'"'-r--,-A11 rt. STF\ONGBACK AT; 4'~10" CLEASPAN, 70 MPH 2x4 STRONGBACK BRACED AT EVERY' e•-o• MAXIMUM . 4'·1,6"CLEAASPAN, 80 MPH MINIMUM GRADE CHORDS ANO STUDS 2x4 STUD/STANDARD. STUDS TO BE MAXIMUM 24"o.c. HEEL PLATE: 3'.4 12><41 6-6 !2x6) 6-6 l2X81 CONTltiUOUS BEIi.RiNG WALL 2x4 'CONTINUOUS l!ACKING WITH 16d NAILS AT 24" o.c. TO THE WALL PLATE, SECTION A GABLE END F~AMING CONNECTION DETAILS (MIN. NAILHEUUIREMENTS SHOWNI SHEA THING TO GABLE TRUSS, 8d AT 6" o,c •. ' 7N .. l' .I 1 ¼ • NOTCH cf 32" o.c. 11 DATE 2/11 /99 2x4 SOLID BLOCIC WITH 3· 16d NAILS EA. END ANQ Bd NAILS FROM SliEATHING TO BLOCK At 6"o.c. Bd AT 6" o.c, 2x4 BRACE WITH 4•16d NAILS A~~ ...... TRUSWAL ~.._,,.-..,~SYSIEMS I 2-16d SOLID BLOCK WITH 2· 16d TOE· NAILED EA. END WARNING Reid ill nolH on this sheet ind give • copy of II to lh• Erecting Conlraclor. This d•lltJI• ii lor an indMdu .. bu;!d,ng compon,111. Khu bttn b111d or, speolications providod by lh1 cotripon1n1 rn,w,ufoduror and done"' •oc.,d•oc• wMh lh1 e11111nt • .,...,, ot Tl'I and ~PA d11ign 111n01td1. Ho tosponslbiloly II usumtd lor dimonsional accuracy. Oim,.,..,,,, art lo ht v1"'1oe1 by 1110 compontnl """"'lacll/fO<· and/or bUllding d11ign11 pnor IO labricalion. The bullding dtsignltr shill asetnain lhal lht loads U1~11NJ •• •~• design mill or PCHCI 1tt1 loldlng impond bJ 1tt1 local buildin9 coo,. !I ii 111umtd 11111 llte lDD chord Is lato....., bractd by l/10 ,uor ar lli>al 1lllelhlilg and Ult bllllam chord II 1a1.,.u, brac:111 by a llgld ahoalhlng m1111111 dlr ... 1y-111ac11ec1. unl111 oth1rwlH noieo. lr~ng ,1tnwn n 10r 1M11.i 1i,ppnn al con,p-11 ffilrnbel'I Ol!'Y 10 rtduce buc:"1inf llllglh. Thia compantlfll shell nu lie placed rt any,onvlrorvn1n1 11111 wdl rR"" !Iii lftOIIIIUtt conlM al Ille wood -d 19!\ llldlor CIIUII conntCIOl llillle COffOIIOII. flbriclla. hallclle, inllal and lliato ltiJ IMS In ----.. --.. ·---·--------.. ·-· -------------····· -... -·-... - ff\" ~-I ·; ·' 1 'J :i II ,I H Q h ~ -~ fl .t . ~ J 1\ :'J{. ~f!( ~1 • I• . q ·!, . ·1·:j _:_ r -.::,-., : ·:1·1: ·-·· ~ ..• 'f ),·1 '\·.: .l ::;,{ :_-':: i. . ••·• ,r. .... -~ ' :· !: .:· . •'' ~ :u ,:. i·I ·;:,1;: ·. •\" . '• f::=~1· ... ':··i : __ ) ·:.:. l ,. ~-: !' I ~~= r :~i }l r '.'fl . . ... '" ~ Alll:rnalc S111d C.:0111wc1ioo w11h S1¥pil:~., '---.___ 'fyp, Srud ' ' ~'c OM e c U on ,·, NOT!::: Vi:nt' Ulock1 may be omittuJ where no vent _I• required, ~1~· ,, Dt:':SIG~ FOR T\'·Plt=AL OAULE £NO'TRUSS · a-Hr• i·H¾~~ ~-111 crown •:I~ ~ l 1.H"lonc I · "'--.,, equal ' I l . \ va.rles io ... -I u u . DJ u ... ... .. .... _ :::t::---L . l Vulca i D•lt, ·T·H to sull vent or out\ookcr Cutout for lx4 laid nat Cutout Coi-2x< hid nat "OFF' STUD''cUTOUTS hnsl· .• (Sp1cln11 per bulldlnj(jilan, : . ; Ix{ Add•oo with 8dn1l11 u i6"b,c: ( P)' builder) "ON.STUD"CUTOUTS 2•1Gd nalls DETAILS FOi'\ 1 x ( OUTL.OOKERS F:Uc Ho, Cable End Truu Dale: llH/11 Rd: Dea.Dy:JN Ck, Dy: , ............... ~OrfhllClOl\.l ,. '"'-'T.,,, ··~ .... .,,. "'"" , •••. ' •"""""""""• ...... ·-·,,., ....... ,..".,._. ••• ..,.._,: ~,_..,c_ .... ...,.., .... Tl1 t ...... ,..,.,..1'\ .. lr-1 ..t1• ...... 1.-,u,..,.,...,..,,.... ,... ...... _111.\r1 Jl,-•.1.>l--'n ••"'11,_, ti,.,,,,.h4• l ........... "tP"'Pfw-0,:t~,,_ ... .._.,1\ .. 1.ltlr ..... 1 ... -.lh,,_,....,,)I ... C,_.A ....... '9t•-f l0'""'-"' ,,._..,_,, ;.~ .......... "".,, ..... .,..,:lt-.1l1...,IJ\ 1i.,:,\r1.1.t•_... ·1'""'~Wt~....,...,._,.., ........ J1:a,U-. .. C..,_.HIUi-.t: .... :!!!: s.., ... , .......... 11.IO:)t-~~-•h.,,,....,,NNl,....,, ... h.,_, ....... ~, .,. GA llLI~ t:ND Tl\ USS I I' P\atc'.LI GABLE END BR.ACIHO '°''~;"'-t-'-............ __.. ..... -~ ..... .-....0 •1\.411 .............. ........-..._,..,...,._,.._,W'lllaW.,._,., .. ,...- O<IIJ I .,o,c:4 Tl l4l O .. v. rt. _, INC~ L . Is...,,. "'0-~--· ,, ....... ~ M ..,,..,_..,.." ... .. , .... .., .. M7.' ....... I. ... ,c.1 o. ""'''°' .,.-, ,v, , ... T•H .:. TRUSWAL' ANAHEI omror An.ANT' ( RECOMMENDED CONNECTION DETAILS THES·E DETAILS ARE INTENDED TO SHOW MINIMUM REQUIRED CONNECTIONS RECOMMENDED BY TRUSWAL SYSTEMS. THE DETAILS DO NOT REPLACE OR SUPERSEDE ANY DETAILS SPECIFIED BY A PROJECT El·!81NEER·OR .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 BE OBTAINED BEFORE USING THESE DETAILS.· BE.ARING REQUIREMENTS SHOWN ON SPECIFIC TRUSS DESIGNS MUST BE SATISFIED, INCLVDING CONNECTIONS.FOR UPLIFT REACTIONS. TRUS'S CONNECTION TO EX.TERIOR BEARING WALLS TRUSSES@ 24" o.c; (TYP.). . .. ·,....,.,·. .... . · STUDS. @ 16" ?....:C-j (TYP.) j PLATES SECT. A-A PROCEDURE: 1 2 3 4 5 · TOE"-NAIL BLOCK TO TRUSS WITH 1~16d COMMON NAIL. 1'-LACE NEXT TRUSS AGAINST BLOCK AND TOE-NAIL TRUSS TO TOP.PLATE WITH 2-16d COMMON.NAILS. END NAIL THROUGH TRUSS INTO BLOCK WITH l-16d COMMON NAIL. PLACE NEXT BLOCK AGAINST TRUSS AND REPEAT STEPS 1 THROUGH a. BLOCKS MAY BE ATTACHED TO TOP PLATE WITH SI~SON ASSF (OR EQUIV.') FRAMING ANCHORS. SEE MANUFACTURER'S CATALOG FOR DE:'Ul:::i:=i;=;ll:lii~ TRUSS (TYP. J SPECIFICATIONS. ~~t)_ ARc_Jf,1:,. TRUSS CONNECTION TO INTERIOR BEARING WALLS ~ ~ 'X' BRACING->:. .. _ , .__..., . ~B.C. OF TRUSS OR .,, "' , END VERTICAL RUN ,,_ ___ -JJ?-<--------""'1-------'"!---r. THROUGH TO BEARING. WAI,L·MUST BE AT HEIGHT SPECIFIED ON THE DESIGN DRAWING OR MUST BE SHIMMED TO THE CORRECT. HEIGHT. USE 2-16d COMMON NAILS TOE-NAILED INTO THE TOP PLATE THROUGH .EACH TRUSS. DIAGONAL 'X' BRACING IS REQUIRED AT ENDS OF THE BUILDING · (OR WALL) ANO AT A MAX. OF 16' INTERV,-LS ALONG WALL. 'X' BRACING IS MIN. 2x3 MATERIAL WITH 2-8d. NAILS EACH END. BLOCKING SIMit.AR TO EXTERIOR WALL DETAIL IS RECOMMENDED. TRUSS· CONNECTION TO NON-BEARING PARTITION WALLS ···-... ·---~ ... -·-·-··· ... . . -.. _ WALL PERPENDICULAR TO TRUSS WALL PARALLEL TO ==-=-:===::.....:~...:;.:;~~'°=-2X4 BLOCKING B 2X PLATE l-16d COM;MON NAIL OR SIMPSON STC (OR EQUIV. TRU$S CLIP FILE NO. CD-1 DATE: 9./10/92 -REF.: DES. BY: L.M. CK. BY: ~ T.'/ ~ 2X ?ii SECT. C TOP PLATEJ.· I· J' ~ l-16d COMMON NAIL OR l"'---2-4-.. -o-. c-.--.f1 SIMPSON STC ( OR EQUIV. TYP.) TRUSS CLIP 1/10/01 TRUSWAL SYSTEMS 4445 NORTHPARK DRIVE, SUITE 200 COLORADO SPRINGS, CO 80907 (800) 322-404~ FAX:(719) 598-8463 Users of Truswal engineering: CO01003160A The TrusPlus™ engineering· software will correctly design the locatiqn · requirements for permanent co·ntinuous lateral bracing (GLB) on members for which . it is required to reduce buckling length .... Sealed 3ngineering , qra'#ing$ from Truswal will show the required number and approxim~te. locations of braces for each member needing bracing. In general, this bracing 'fs done by using Truswal Systems Brace..;ltTM or a 1x or 2)( member (t:ittached to the top or bottom edge of' the member) running perpendicular to the tru.sse~ and adequately designed, ·co,nected and braced to the building-per the b:..1ilding des-igner (See ANSlfrPI current version). The following are other options (when CLB _bracing is not possible or desirable) that will also satisfy bracing needs for individual members (no;: building system br~cing): . 1. A ~ x or 2x structurally graded "T" brace ·may be nailed flat to the edge of the member with.10d common or box nails at 8" o.c. if only one brace is required, or may be nailed to both edges uf the member if two braces are required. The "1" brace must extend a minirr,ium of 90% of the member's length. 2. A scab (add-on) of the same size and structural grade as the member may be· nailed to one face of the member with 1 0d common or box naii~· at 8" o.c. if only on·e.· brace is required, or m~y be nailed to both faces of the member if two braces are required. A minimum of 2x6 - scabs are .required for any member exceeding 14'-0" in length. Scab( s} _must extend a minimum of 90% of the members length. 3. Any member requiring more than two braces must use perpendicular bracing or a combination of scabs and "T" braces, or any other. approved method, as specified and approved by the building designer. EXAMPLES I 90%L I Please contact a Truswal engineer if there ·are any-questions. TRUSWAL SYSTEMS 4445 NORTHPARKDRIVE, SUITE 200 COLORADO SPRINGS, CO 80907 (800) 322-4045 FAX:(719) 598-8463 8/3/00 To whom it may concern: '· It is permissible to repair a False Frame* joint with the procedure outlined below, provided that the following statements are true: • Ceiling loading· is 10 PSF or less. • Trusses are spaced 24" b.c. or less. . • False Frame verticals are spaced 6'-0" o.c. or less. . • · No additional point loads or uniform loads are p:esent on ·the false frame that wou_ld cause the loads to exceed 10 PSF for any reason. • The joint(s) to repair does not have a suppc•t bearing directly unde·rneath the joint. • There is no damage to the h,imber at the joint, such_ as excessive splits. cracks, etc. • The joint fits tightly (withifl all TPI tolerances). • All lumber in the false frame is 2x4 or 2x3. Repair as. follows: 1. Cut a½" CDX APA Group 1 plywood (or equivalent O.S.B.) gusset. 4" wide by 8" long, or larger. . 2. Apply gusset to the face of th~ truss at each joint with a missing plate. If one face of truss h~s miss:ng plate·, then gusset is required or. only that face. If both faces C:f the joint are ·unplated, then the gusset _is requ1red on each face. 3. Use (3) 8d nails into each member, from each face (see detail below). • Falseframe refers only To non-structural members (zero ~esign forces). _____ ..,..... ____ _ ~- 4" Typical Joint ... t, .. .a, •• ... .:, ..... ~. ~i;_. .. SECTION: ~ I MAXIMUM WIND SPEED IS 85 MPH. ' I ' • LATERAL LOADS IN LINE WITH THE CHORDS HAVE NOT BEEN CO~SIDERED • ~HESE·LO~DS AND :THEIR REQUIRED CONNECTIONS ARE THE RESPONSIBILITY OF THE 8\JILDING Dl;Sl~NER. 12 ,._ .. _____ .-··· /' / / '---...... -T---cAPTRUSS 1112·f=· ·? I <"' . ';! 1·, I > .. Ai - 2x4 BRACE , I ANYPITC:H REFER TO THE APPROPRIATE · TRUSWAL DEBiGNS FOR THE REQUIRED 'WEB CONFIGURATION FOR BOTH THE CAP TR',JSS AND THE sup PORTING BOTTOM TRUSS. BOTTOM ~US±L COD£ SPACING UBC 24"o.c. 2x4 CONTINUOUS LA TEAAL BRACING APPLIED AT 24•0.c.+ ATTACH EACH BRACE TO THE ·nono,.1 i niJ.)S 'Wn·H 2-i ud NAILS AT EACH INTERSECTION. TOE-NAIL THE CAP TRUSS TO THE BRACE WITH 1·16d NAIL FROM EACH SIDE AT EACH INTERSECTIQN, ~( d(. Pt;;t2.. t>~a=<:;µ ... ) DATE 4-30-98 .... ~~ .... TRUSWAL CAP-co:r-r.r-i:c ::''i : -• • •• ~T 1-.. ~ ............. -4 sv.s:ntMS lllU!>WAL SY~i.M3 COlll'UilA,,~i~ co CHORD/WEB SIZE ARE PER THi: APPROPRIATE ;nu:·:~AL Dl!SIGN. WARNING Read 11/ nolea on lh/s sheel ind give I copy of It lo lhu Erecting Contr,clor. This d11lgn II lo,.,, Individual building componlfll, tt hn bton butd on 1p1cillc11lon1 provldld by 1111 companont m111ul•t111m and dono In 1ccordara wllh 1111 cu111nt •orllon1 ol TPI and Ml'A dlslgn 110lldardl. No r11panslbi1,ty Is usumtd lor cllntonsloMI accuracy. Oimonsoons aro to bl •lrilild by tho compononl rnanullt1uror Ind/or buiding dlsignor prior to lobtk:Alion. Tho builwng dHignfl sh.Ill ucon,.., ,.,., 1h1 Joaid1 u1Mited on 11111 design mt1t DI 11ce1d lht loadlno hnpo1td by.tho local butldlno COdo It is usumod lh~ 1~1 top chord Is ••1orllly bractd by 1h1 ,oor or noo, 1hN1hing and tilt bollom Chord It 1111r1lly br1Cld by a rioid Jh111hill9 m1111ill iJ111et1y ;MIIC!'ld, unless othoMiH nott<.I 811c,no shown Is lor lalorll 1uppon ol companlhll m1mb111 only lo rlduco bucl!Wng longth. Th11 compnnont Shall not b1 plAcld "'IIYf onvuonmonl 11\11 will au,11he molttura conllnl of Iha W()od 1•cHd I~ 11ndlor cauu conl'MCl,w 1>1a11 corros1,;,n Fabdc:ale. ~nol1. intlal and brace this truss'" nccorru.,i:4 "-Ith I~ fNk»w.ng st&11d-1•~a: 'TRUSC.OM MAt._UAl . .' by lrul'-., ll•"-ITY C.vNT;'JJI. STM{Ut.RO roFo Ml="T,\l Pl.ATF CO.trlF.CrEO WOOD TRUSSES'• (QSHI), 'HANDLING INSTALLING AHO OIIACltlG Mt.'l'AL Pl.Alf CONNECTED WOOD TRUSSES'• (HIB,91) and 'HIB,91 SUMMARY SHEET' by Tl't, Tho Trull""'' lnsl~lllt (Tl't) 1,roc..1tt1 RI 51J D'Dnotloo, .... MldllDrl, W11con,., 5:111P 11l1Amont11n Fc,,1111nd P•por A11oclollon (AFl'A) Is IOcllld at 1250 Connoc,lcul Avt. i-lw: S11 zoo. Washinglon, OC 20036. . ' . 4050 (4'.-5) . I 72" O.C. TYP. 1630 (t,S-"3/ I• . P:3260 (S-5) / ' (2) 16d TOENAIL SUPPORT TRUS-S. (,,s-~) ~5 . .,. PIGGYBACK DETAIL "' PIGGYBAC!< 3 .1 /2"X8"X1 /2" Pl YWGD GUSSET AT EACH END OF TRUSS (AND 6'-0" O.C. FOR SPANS 36' AND LARGER)" ATTACH WITH (~) 1.511 LONG 8d. NAILS. USE 2X4 AS AN ALTERNATE WITH· (4) 16.cJ EACH END. 3?.45 (3 -4-) . ·(·-,l 630_)_r--r--:-(.11~63~0~---:-~~-/j=:l;;6~30~~S~P~32;;6~0 ==~1~.5~X3~c~n~f. )F:s:: ... ~;;::;~~~~ ,~-3 24". f.Sr3 I J,$' ... J.) ('3-.5) oa.. -2X4 CONTh~UOUS SUPPORl dKACING. P-ea-0~». ATTACH TO THE TOP SIDE OF TOP CHORD OF • REQUIRES 2X4 BRACE WHEN . TRUSS SUPPORTING PIGGYBACKS WITH (2) 10d · VERTICAL EXCEEDS 5'-0N 2 . NAILS BRACES AT 10'-0" ETC. A-L. .\.~ .,.~ <\/ SH9JJL~ER DETAIL ·: ~ ,o\'IP IPA\ . . .,'. .. n fJ:r:.t.A-l-b eA-6 ~,,U)J£-L u::oAJ FD@: P.:t:6-6-'/-l3A-G[L CA-P TI2.JJS .S _ . . -. . . .. .•\, ' .. ;t,iffi(~ UP £..:r:::.p:, ==. /2.0S ~ A-1 EJJiJS OF c.A.P -.- ;t,v\-)C S»--EA12-;::... sb·/:;; Pl-P-Ho12.Zc.. Df2- -7bb~ ~ f!:,RAC.£ {:r:.F )Jot z.4"0.c..) ·. 24-11 0, C.. tA-TEl2.M-BR.Ale · ~'-l:60/J STfZ..OJ,J{;r -r:z::£ LSTA 2\ CJ=.t,J~t;J OA.1 ~Pi.:r:.c.E.· ~ " " f3/'r.S£ --r,2»S~ Slf.t. . ~G.JJ . 1-.·· ,· Dv·rC\,\,,·~ ~ t ~-3 lr<hc -~ i c.c)clL {.T'f(.).) \'\ l\ CAP T(2.0S;::> -e&,1£.:' · o.E.s,..:J::.G.,N /. 6,::r:;l'1~ 5Tf2.D,Vb .. ;-r.:r;,E A34 N:r: s_ TOP MO ·G,onot4, .. ~A~ OF=-112-USS E:AC-H-./3~ , .... .• .I z.tt-,, c.--c.. . I I Job Nam~: STANDARD HIP RA!?l'ER 8' SETBACK Truss lD: RAi?-4 t 1 orw·e: &I} , X~ ~ij fI!, 2 ,~ ~,~ ffl ,:so:: REQ'D TCP OiJRD 1.50" · -. 1.50'' . 2x4 FL #1 & Btr. SUDER 2x4 FL #1 & Btr. . PlatiM sPeC : Ni51/1Pl .,. 191.i nus DESlfli IS 11-£ tdfosllE REllT OF IU.TIPLE LOAD CASES. Pt.AlE VAUJES P~ ICOO RESEAADI REF'(l{T #'lfJJT, .Per!llnflt brac1m i,s-~ire:! (..., others) to · IFUFT RfACTlCH(S) : SlW)rt 1 -laYI Th. Sl.PXllt ? des-.~ . the 1s t·russ ,s li, _, us,rg i I ·! ~! ,• . .,. ~ TRUSWAL 6ZSZSa SYSTEMS ~m Nat6puk Dr,, CW. Spilap, ~ I0"1J PlATlf'ii BASED CH GREEN L.LteER V~. fN ' t rotati&-1/t (" • ~ Hl&-9l ani ~1m1.1-1995; ,~.1, .-11 ,q.3.4.6. 11--1-12 . I. 11-1-12 l lui" 1 3.5-4 I 1 I~-U Y'!>-5 ~of~~-. = Yes~ Erd Zli'le = t«> l+Jrriaine Oaal Line= t«:> ~ E>G:J Category::; C Blcg . ':' 99.00f.t, Blog W'idth =-~.OOft, tlea'i ~1!# = 18.32ft;. l'l'H = . 70 Classificat1a, = 4, Dead l.ia:I = 12.0 psf -----u:w> CASE #1 DESlai UW>S ---''----- Dir L.Plf L.Loc R,elt . R.Loc U./i TC Vert .0 0-0-(), 1...:.3 9--10-13 • TC Vert 30.0 9-10-13 30.0 11-S-12 • 3 -, V Wlf, > -C:: _::: _::i- -..:-<· -t 1 1/l"G,\PJl,JAX ~ 3 Truswal Systems Plates are 20 ga. unless shown by 11'\8"(18 ga.) or "H"(16 ga.), positioned per Joint Report. Circled plates and false fra_m_!_plates are positioned as shown· above. 4 11-1-12' I 11 1-12 W Al.UvlN<i Read all notes on this sheet and give a copy of it to the Erecting Contractor._ Tbla wlp la for an ladivWual bulWln& comp-al. II liu Neil i..ed on 1pcclficallp111 provided l,y Iba con,ponenl manufacturar and clone In acc.rdance with lho cunenl veralo111 or TPI ud AFPA d•lr;n 1laodaida. No reapomll,Ulty ii auumed ror dimemlo•I accuracy. Dlme111l0111 ara lo l,e verl!lt4l by lbe compoaa11\ aamfac'1At and/or lt11lldili& clealpr prior lo fabrication. Tbe bulldlna clecig~r ,hall umlaln dial Ibo hada udllzecl on dlil d•lsn meet or •~•114 the kadlpa bnpooed loy tie local loulldln& code. It lo u1u111ed blt Ibo lap chord I• laterallv brar.ed 1,y lhe roof or floor 1htathln1 and lbe liollom cborcl I, la111rally-ltrao:MI 1,y a rislcl 1beatbl111 nal&rill dlreclly ahached, 11n1 .. , odiorwuc 11ulcd. Uraclng 1baw ii for la1&ral 111pport or COlllpODIU -mm oaly lo l-.d11ce lt11ekJhia ieftalb. 'Tbla compOMnl ,hall DOI k placccl In any onvilvnmenl bl will cau11 lbe molllllro COllltnl or the 'M104 •ICaeli 19" and/111r ca1111e c-lor plali con•lon. Faliricala, ludle, b•lt.11. and brace 1hlt lnla• In aci:onlanee wltb fl• followin& , .... ru: 'TllUSCOM MANUAL', liy TNIMI, 'QUALITY CONTROL STANDAllD POR METAL Pl.A TS CONNECTED WOOD TRUSSES' • 11(QST·D), 'IIANDUNO INSTAWNO AND BRACINO METAL Pl.ATE CONNf.CTED WOOD TRUSSBS' • (11111-91) and 'HIB-91 SUMMARY ........... , .......... -.......... -···. . ----··"' -· -..... ---. ------.. -·- TBF: 29.3 · Chic: Dsgnr: TC Live TC Dead BC .Live SC Dead JILC = 5 ~6.(1 p!:f 14.0 psf .O psf 19.0 psf 5/16" = 1' WO: LUl10 Customer Name: Durfacs L=1.25 P=1.25 Rep Nbr Bnd -1.00 O.C.Spacing 2-0-0 Design Spec UBC-97 I -, . ' P\.A TE TW20 ·;011G, CA ) I . ' t, PRESSURE BLOCKING DETAIL FOR .END JACK BOTTOM CHORD UP TO 10'-0" AT HIP Np. 1 WITH CEILING LOAD OF_5 PSF ;-,, "' ~ I HIP NO. I TRUSS ' PRESSl.JRa BLOCK -' ! "-· ; ... SIDE VIEW· 3-l0d -_ PRESSURE BLOCK . WlTII 4-16~ NAILS 3-lOd 3-l0i:l WITH 4-16d NAILS 3-JOd .-1- 2'-0" O.C. TYPICAL / BOTIOM CHORD OF HIP NO. I TRUSS "' EtID JACK, . ( '-. P~;SSURE BLOCK. 3-I0d NOTE: ATTACH 2X4 DOUG FIR PRESSURE BLOCK TO BOTTOM CHORD OF HIP NO. 1 Willi 4-16d NAILS. BOTTOM CHORDS OF END'JOlNTS ARE ATTACHED WITH 3-IOd NAILS AT EACH END OF THE PRESSURE BLOCK. COO£ SPACING UBC NA DATE 5/15/97 A~~~ TRUSWAL ~.A.°TA~SYSl'EMS lllUSWAl SYSTEMS COAPORAIION II IS Ill[ IIES~OIISllllll• or 0111£115 In ASC!IIUIH , ... , I"[ lO•OS Ul,LllEO OH 11,15 OUIG•I "([I OIi [SC((O f"( ACIUAl UF.•O LOADS WPOS[O Dl lllf. SlllUCIUol'. AHO IMC ll>l lO•OS MPOSCO IY I"( LOC•l IUllOl•<G COO( 0A 111r.1n111c•l Cllllll C ntcO"IIS. IIO ll(Sl'OHSIIILI" IS ASS\l"[O •on OINCIISIIJll•L •tcun•c• vc•1•, •ll V !~~ 'tl!Y'ti,t" i:r.u go~,~ I SU A°'/,.,. '9'.:i~m~ ~ij:.:~l 5~~~~.t~E ~~ui:-.:l I ~'ss I !i_ & rc f ~s ~;~~IC 1 ~ ... w ~!~ '\2.. ~r.vmt ~~ll~~: "~U~\. ,t~'.1 ";~~H11G'10!11.oi1mi· iP\\~,mi~t" :~s;ll(..:~ftr~~ ~')IHI I :iom 11:!," , .. i't'~~~'c::.~s llflS UISIG'I A",",1)1115,llf IOI' tlll)ll(J 10 ftl COUIIIUOUSl• wn,cro ., 5l'lllUJIIG , ...... ~s Olfl(llwl51 S'lllU """"' 1111,111',rlll f.111 IIIG IS•~•~ HU n1n1.cr1, 10 1•'1 00110• tt10IIU. JI S"'ll ll en•tlU II 1111111~•15 •1u• f•CIIOl•rr. Ill IJ l'l.ll"oOII~ flll.CIIIIG III/S5l5 lllf C•UIIO'fl'U .10 Srt• ••ia•\SSl~'lll:•V•ICI "lG•fllll'IG ''l"r(j&l,n, '.'lfCIIO'I 111111;111,; lf•!llfl 15 Al MUS Rl'l'Jll!f,U 10 Pllf'illll llJI'~ l•Hi ,110 00•1•ro1uG ..,,, • ro •1nac1•1r, •OQtl l"USSlS c,, .... , ........ '"" ll(tU•l'~l,UlllQl1$ 11•11 "''l"I co•lfU'ilO'I ... 1,151 C0'ttfai11•1G llaQPlll I 11\0 fl>((IIOU, Cl l"~ , ...... 1•111.n1on 1un111G lOCll lO'fS t••II lll~I 115, ••IO l"l c110•0s 0' "'l IOI/SS lg •Ill •I.,, 1··-c• lfl51Alllll0'1 rnuius Slflll 1101 II. '''-'Clb ,,, '"' (11'111101..rHI "'" Mill t•USI l•'l MOISl\11'( CO'.'!!'.! __ !)!_1';.'( M.!~L!Y.t1CUO 1,, &tNl/DII causr tnt••rtnu ....... ,.___,., .............. --·· ·-----·-·-·--· ... • ._, rj. aJPP0RT REQUIRED BIERY ~.q, MAXl~II. E 41'MAX. ~ BEARING SUPPORT FOR TOP CHORDS OF END JACKS WHERE THEY CROSS SUPPORTING MEMBE;flS. nPICAL Bl>.w:K WITH VARYING l0PCHORD l,EN81H8.. HIP GI_RDER (011:0R MORE PLY), ·[ ~WEDGl:.-USE.C2> 10dl0E-NM.SE'A. FOR TOP PlATE, NAILW/10d or o.c. INTO l0P atORDOF HI~ GIRDER. WEDGEOR EIEVELEDTOP PIATEUNOER J.fCKToP atoRO EXTEN8IONS. 1. FOR REACTIONS OF 30Dt OR LESS'THE TOP CHORDMAY·BE TOE-NAILED ,TO THE SUPPORTING MEMBER WITH (2)10d .NAILS •. 2. FOR REACTIONS GREATER THAN 3001, 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 BEARINGAREA·(OR LENGTH).AS,SHaNN ON THE INDMDUAL !TRUSS' DESIGNS. FOR EACH DETAIL BELOW THE TOP CHORD MAY BE TOE-NAILED TO THE SUPPORTING MEMBER WITH (2) 1Dd NAILS. I, UPLIFT REACTIONS, IF THEY EXIST, MAY REQUIRE ADDffiONAL CONNECTION CONSIDERATIONS IF THEY EXCEED THE VAWE OF THE TOE- NAIL CONNECTION. I. OTHER OPTIONS MAY BE USED AT THE DISCRETION OF THE BUILDING DESIGNER. 7. REFER TO OTHER PETAILSFOR.SPECIFICATIONS RELATING TO A HIP SYSTEM THAT ARE NOT SHOWN HERE. -:DETAIL OPTIONS. l CONNECTION OF lATERALBRACe IB BASED ON BRACE FORCES DETERMINED BY THE BUILDING DESIGNER. E£IIB. CUT ON TOP CHORb OF 1RU8S OR "aECONllMY" TOPCHORO MEMBER. NOTE ~TIEIGHTOF TRUBSIIUST /tUDN FOR_,... NOTE: BEVELED LEDGER 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 AND SHOULD BE DETERMINED BY BUILDING DESIGNER. DaTM. • PIOIIDID M~AauGCJ..,..,.aaamoti TO THiAl'PUCA110N IHOWll mLY, IT II IICIT INTINDID TO IIIPLACI Oil lUPIIICIDI AHV IMI.Alll DUAL 1HATMY HAft IIDNl'IIOVIDID ff Tlffl autLDtNG DIIICINllt. IT 11 TMK MIPOIIIIIII "YCII' cmtMa TO Yal'YTMl.ll*JJN:f OPTHIS DIITM. I IN MLATIOII JO M'I IP9CIPIC Pll0.IIIC:f, Al TO 118 APPUCA110N AND INDNT, APl'UmTOTltlaOIIM'l_,_IIIUI. TRUIWALIMITallAlllalllO U1PONW.11YP011,_.,1NIPCnON OllWDIUCIIMIHII' DAU: 11111': Dal HJ-1 LIi. ,< ,,. ~ j I ,END" ~ACK/ RAFTER STANDARD ~ETAILS {CALI_FORNII\ STYLF I LUMBER REQUIREMENTS; •. ---TOP CHORD: 2X4; tz OR BETIER DF-L, 1'1"'2 OR BETTER CAN 8-P-F,f.1 OR BETIER 8-P-F,.IZ OR'BETIER HEJi.FiR. OR 1UOF IISRANY SPEC~ · TRUSS PLATES AND LUMBER MSHOWN, OR PER · INDMDUA.l:TRUSS DESIGNS. HIP GIRDER CHORDS :JACK BOT CHORD: 2X4; a.OR BETTER ANY' SPECIE. OR 1aoF MSR ANY SPECIE CORNER RAFTER: 2XI; SELECT ITRucilJRALANY' SPECE. OR 1-.oF IIIRANY ., SPECIII;, OR DOUBLE (STACKED) 2X4 PER OTHER ST~ DETAIUS,OR • · 2X1 n oit ·BEl11:R ANY_ SPECE. · - -TOP CHORD LENGTH IIAYVAI« FR0II r 111N•u1110r-o-IIAXJIIUII,. wmt EXTENSIONS SUPPORTED AT 41" O.C. IIAXIIIUII BEYOND. -TOP CHORD MAY BE IPUCEDAS SHOWN,ABOYE THE HP GIRDERONLYI -BOTTOM CHORD LENGTHIIAYVARY FROM r IIINMJM 10 r.r llAXIIIUIL -DO NOT SPLICE THE BOTIOII CHORD. -TOP CHORD P.ITCH MAYVARY~OM 4112IIIN.UII101112 IIAXMJII. -BOTTOM CHORD PrTCH.MUIT BE FLAT (0#12). . •2XI RAFTER MAY BE SEAT CUT AT WALL. AND TRIMMED TO 2X4 WIDnt (I.I") FOR • OVERHANG UP TO 34• (24• 841 DEGREES) MAX. . ~THIS DETAIL~ TO 4S DEGREE HPSET JACKS AND CORNER RAFTERS ONLYI ( CONNECTION DETAIL ;.it I (TOPQiORDTOHIPGR>ER) 1 CONNECTION DETAIL~,· 1 (BOT <::HORD TO HIP GIRDER) I CQNNEcTioN PEJNL ·c· 1 . (TOP CHORD TO RAFTER) 1-PLY OR MORE GIRDER .. B .. .. .. .. .. B :: B ·..L JACKTOPCHORD 7\~=- (2) 10d or 11Sd NAILS, · THROl,IGHJAC,KT.C. INTO GIRDER TOP CHORD, TOE- NAU.Eb, OR ADEQUATE MECHANICAL.HANGER PER MANUF. CATALOG. (2) '10d or 11Sd NAILS, 11iROUGH JACK B.C. INTO I GIRDER BOT CHORD, TOE- NAII.Ei>, OR ADEQUATE . ~ECHANICALHAN<31:R PER MANUF. CATALOG. JACK TOP CHORD MUST BE SINGLE BEVELED OR. DOUBLE BEVELED 10d or 16cl NAII:s--:-tHROUGH EACH JACK T.C. INTO RAFTER, TOE-NAILED, PER ~EDULE e~ow. OR ADEQUATE MEQ-IANICAL HANGER PER MANUF. CATALOG. NAILING REOUIREQ; NOTE: 1,::-zq SIDE JACK BOTTOM CHORDS ARE USED (INSTEAD OF WEDGES AT THE WALL), THEY MAY BE ATTACHED TO THE . BBSLEND JACK AS PER DETAIL "B". 2'-o" & 4'.V JACK T.C. (2) NAILS f/.(J' JACK T.C. (3) NAILS 8'.(J' JACK (ONE FACE OF • RAFTER ONLY) (4) NAILS n:Da -""' ..,_ LOUI M.21 DE 10 80Tri TC._. Ma -_,ar-.. t.11 Pl.All:S&NAII.SDESIGNEOFORGREENUJMBERVAUJES. acu.. .. -oc11111na z-•• WINDLOADEDFOR7SIIPH,ElCPOSURE-C-.MAXIMUM. IIC.._. , .. -........... ac,11 NO POINT LOADS, MECHANICAL UNrTS, 1-NAC. SPRINKLERS. OR OTHER ITEMS CAUSINGADDl110NALLOAD8 ON THE STN«WIDJACKS IS TorM. -""' __ ,I.IMO 1t: UIID AU.OWED, wmt0Ul' SPECW..DESIGN. 11al:JETM.•l'IICMDEDASAiuGGEilEDacx.U110N101ltE APPUCATIOH · IHOIIINsmL!-rr• llllOTINTEla;DlO IIEl'UCI! Olt8UPEllCl!DEM'f ~ DETM.1HAT-.YHAWBUIIPMMDEDIIY1HEIUI.DltG DEIIGNER. rr• TtEIIUPONllliun'OFOTHElis lOVllll'YntlllJ//f.Olll:rOFTia DETM. M IIBA110N10Nff~ iiilloJEcT,MlO IRAl'PUCATIONAND INTENT APPLIED1011110lllM'lu&M IIIUE. TIWIWALIYSTW t.111•1 NO ~g FELD---~~ WOIIICIWISHltQI.IALJJY, ... ... .. .. :: H .. .. .. :: ... " .. " " .. .. .. u B <-9. \'>,,if"· ~'v ' REF: EJ-1 ··l:IES: L.~. B warn·ing GENERAL Familiarity with the CONSTRUCTION' DESIGN DOCUMENTS, the TRUSS DESIGN DRAWINGS, and· TRUSS PLACEMENT PLANS (If required by the CONSTRUCTION DESIGN DOCUMENTS) Is required to properly erect, brace, and. connect the trusses to the building system. All of the care.and·quality Involved In the design and manufacture of wood trusses can be jeopar¢ized If \he trusses ·are not properly handled, erected, and braced. THE-CONSEQUENCES OF IMPROPER HANDLING, ERECTING, AND BRACING MAY BE A COLLAPSE OF THE STRUCTURE, WHICH AT BEST IS A SU_BSTANTIAL LOSS OFTIME AND MATERIALS, AND AT WORST IS A LOSS OF LIFE. THE MAJORITY OF TRUSS ACCID_ENTS OCCUR DURING TRUSS INSTALLATION AND NOT AS A RESULT OF IMPROPER-DESIGN OR MANUFACTURE. , Prior to· truss erection, the builder/erector shall meet with the erection crew for a safety and planning meeting, making sure each crew member understands his or her roles and responsibilities during the erection process. · TEMPORARY ERECTION BRACING· Trusses are not marked fn any way to Identify the frequency, or location of temporary erection ·bracing, All temporary bracing· shall comply with the latest edition· of Commentary and R~ommendations for Hand/Ing, Installing & Braefng Metal-Plate Connected Wood Trusses (HIB), pub- lished by the Truss Plate Institute, and/or as specified In the CONSTRUCTION DESIGN DOCUMENTS prepared by the building designer. · · · PERMANENT TRUSS BRACING Permanent bracing for the root or floortrusses Is the responsibility of the building designer and should be shown on the CONSTRUCTION DESIGN DOCUMENTS. Permanent bracing locations for lndivid· ual compression members of a wood truss are shown on the TRUSS DESIGN DRAWINGS; and shall be Installed by \he building or erection contractor. This bracing is needed for the proper performance of Individual trusses within_ the roof or floor system. The design ard connection of the oracing to the truss and then to. the 9verall building system Is the responsibility of the building designer, and Is in addi· lion to the perll)_anent bracing plan, which Is also specified by the building designer. SPECIAL DESIGN REQUIR:EMEN:TS Special design_ requirements, such as wind bracing, portal bracing, seismic bracing, diaphragms, shear walls, or other load transfer elements and their connections to wood trusses must be considered separately by the building designer, who-shall determine size, location, and method of connections for all bracing as needed·to resist these forces. · UNLOADING & LIFTING AVOID LATERAL BENDING NEVER HANDLE TRUSSES FLAT Beginning with the unloading process, and throughout all phases ot'conslrucljon, care must be taken to avoid LATERAL BENDING of trusses, which can cause damage to the lumber ;md metal connector pl~s at the j~ints. . . . . USE SPECIAL-CARE IN.WINDY WEATH_ER. IF U_SING A CRANE WITHIN 10 FEET OF AN ELECTRIC LINE, CONTACT THE 1:0CAL POWER ·CflMPANY. . IF l!SING A-CRANE WITHIN 5 MILES OF AN AIRPORT, CONTACT THE AIRPORT 30 DAYS PRIOR •. TO ERECTION TO LEARN .ABOUT ANY SAFETY REGULATIONS THAT MUST BE FOLLOWED. I• -JOB SITE HANDLING Spreader bar for larger trusses ALL TRUSSES SHOULD BE PICKED UP AT THE TOP CHORDS IN A VERTICAL POSITION ONLY Proper banding and smooth ground allow for unloading of trusses without damage. This should be done as close to the building site as possible to minimize handling. DO N_OT break banding until instal- lation begins. Hand erection of trusses is allowed, provided excessive lateral bending is prevented. DO NOT STORE UNBRACED BUNDLES UPRIGHT If trusses are stored vertlcally, they shall be braced in a manner that will prevent tipping or toppling. Generally, cutting of the banding Is done just prior to installation. DO NOT STORE ON UNEVEN GROUND If trusses are stored honzontally, blocking s_h?~!d ~ ~~ on eight to ten foot centers, or as required, :10 minimize lateral bending and moisture gain. cARE sHouLD BE ExERc1sED wHEN REMOVll'!G BANDING To Avo1~P:~~Gi_Ni3fFJ~$s_es. During long· term storage, tru~ses shall be protected from the envlr?nn,_enpi;i.~-ma~f.1er-that provides for. adequate ventilation of the trusses. If tarpaulins or other mate!ial J~, ll_sed,-the .e!"d.s·shall be left open for ventllati_on. Plastic is not recommended, since it can trap moisture_. .. ,.-_ · . HO 1S tl,NG:~.<·:· .. ALL TRussEs THAT ARE ERECTED oNE Ar--A ni:ie~~'ttAi.r.··e~ HEU) sMriLv-1N,PosmoN · BY THE ERECTION EQUIPMENT UNTIL SUCH TIME. AS;AU.'NECESSARY. BRACING'HAS BEEN INSTALLED AND THE ENDS ·oF THE TRUSSi:~;Ai=iil;sJfo~Rl:;L,Y· ~A~!=N~D'J'O.ti:if~ul~.Dl~G: .. ··::--:,\:<~~r·:·-.:~r:~:~:·:~?.~:·::_~·;~~\: :~·<·~_.-_:.,: . -:. : . ~·, . ··'\ .. ::·. :./~-,·. . .. :•,. :·.;/--:~/ . --• 1.' . SPREADER BAR . I Tagline Use spre~der bar in ALL other cases. It should.be ngted that the lines from the ends of the spreader bar 'TOE IN"; if these lines should 'TOE OUT" the truss may fold In half. . Tagline Tag line For lifting trusses with spans in excess of 60 feet, it is recommended that a strongback/spreader bar be used as illustrated. The strongback/spreader bar should be attached to the top chord and web members a\ intervals.of approximately 10 feet. Further, the strongback/spreader bar should be at or above the mid-height-of the truss.to prevent overturning. The strong back/spreader bar_ can be of any material with· · sufficient strength to ·safely carry the weight of the truss and sufficient rigidity to adequately resist bend- ing of the truss. I I • , J.. l ,) i} BEGINNING THE ERECTION PROCESS Ji ls important for the builder or erection contiactor to provide substantial bracing for the lirsl truss erected, The two or more ~russes making up ihe rest of the firsl sel are tied to and rely upon the first truss for stab1hty. Ukew1se, after this l1fst set of trusses is adequately cross-braced, the remaining trusses Installed rely upon this first set for siability. Thus, ihe perlorm· ance of t_he truss bracing system depends'lo a great extent on how well the first group of trusse!} is braced. GROUND BRACE • EXTERIOR GROUND BRACE· INTERIOR One satisfactory method ties the first unit cl trusses oH 10 .a series qf braces th_at are attached to a stake driven inlo the ground and ;;ecurely anchored. The ground brace itself should be supported as shown be1ow or it is apt lo ~~ckle. Additional ground braces In the opposit~ direc· tion, inside the building, are also recommended, Note: Locate ground braces for first truss-directly In line with' all rows of top chord con-tinuqus lateral bracing {either temporary or permanent}. Chord Another sallsfaclory method where height of bullcliflg or ground condlt1onS prohibit braclllg from the exterior is to tie the first truss rigidly in place from the interior-at the H~r level, prOVJded·the lloor is substantially completed and capable of supporting lhe ground "bracing forces. Securely fasteri th& first truss to the mlddle of the build· ing. Brace the bracing similar.to exterior ground bracing shown at felt. Set trusses from the middle toward the end of the building. Property cross-brace the first set of truss· es before removing floor braces and setting remaining trusses. · INADEQUATE SIZE OF BRACING MATERIAL OR INADEQUATE FASTENING IS A MAJOR CAUSE C?F ERE_c'n~N DOMINOIN~. . . T C .-:_ERECTION TOLERANCE ! 3±1·~~"1_ . i-u.-r~ -~f~+ ::!CC*+ j_ Lesser of : ;-_ • • Le_ngth_ ±1• ·o1soor2• ' 4tngtt(16'10~ =1· Length16'to32' -1· Plumb Bob Leogth 32' & owr z 2' Length 32' & over = 2" • Complyl~g.\"it\l es I~ ·i:ritll;_a(j,,' ~~:\11).acceptable roof or floor line, AND TO ACCOMPLISHING : EF.FECtlVE,B ~es •Nilh!~ ii " wlh_ prevent the need for the hazardous practice of :. .respacii,g'or ad roof. stllled. Trusses leaning or.bowinQ can cause nalls ·>.tom~ the ,t !IJ!ng l•i!RPII '!kesses ori lhe bracing, which Is a ~aquent cause ·• of doij,ln9lng.· • , _;M,,~ S!,JRE N,,11.li ~l'IJ't;)!IIVEN INTO_THETOP CHORD OF THE TRUSSES, '' .,B.G v~ .-,_~-~-- oo)~J>J"~,__._. }I~~;sEs u~Jfill~~s~~s co· :'SUPPORTS . ··. ·:-:····,,;·. ··.:'·, ,. r\:: Allanchors,.~:· -·· DO· NOT WALK ON TRUSSES OR !3ABLE E_NDS LYING FLAT etc., that are ~.:.1?f' =~:~.::ty a~\P. shaK ever be itieialled ce p0rary con~·, tc(. .... ng st~;~_.'.;:.' . .. '}>. , ·if .:lj,'.)~lt-lG~Al/s-TO:njE:.ENDOFTHEBUll:DING)O .,.f!._ ~: B~l:\THE'f:IRST'flll!~'IS NOT·REC9.MM,ENDED., . :~~~~.li, =:~11~~;;,1•~,:,t::-~-WELL NAILED -~_.F._9!!~~·~-~'-:,:/'i '.· ··,, . -~,-.-. . :·-. ·:._.. (PERPENDICULARTOFDRCE) BRAdlid ~~'a'J-i~~MENtS FOR i° PLANES OF ROOF ,:emporary.erecllon·braclng must be applied to three planes-of the roof syslem to ensure stabllity:.Plane 11 Top C:hord (sheathing), Plane 2) Bottom Chord.(ceHng plane), and Plane 3) Web Member plane or vertlcal plane perpendicular lo trusses. 1) TOP CHORD PLANE. Most ,mporlanl to the builder o, erection qontractor ls brilclng In the, plane of the top chord.,Truss top chOrds are su~eptible to lateral buckling before they ar~ braced or sheathed. Top Chor Diagonal bracln reptlated every 20' al 45• angle tO trusses• EXACT S~~CING BETWEEN TRUSSES SHOULD BE MAINTAINED AS BRACING IS INSTALLED to avoid the hazardous practice of reriloving ~r,aclng to adjust spac- ing. Thlt act of Madjustfng spBcing" can cause trusses to topple Jr co~nectlons are removed at the wrong time. • 2) BOTTOM .CHORD PLANE, ·1n order to hold proper spacing on the f?otlom chord, temporary bracing Is rec-, ornmended on the top ol the bottom chord. Continuous We~~bracing Minimum 2x4x10' Bottom Chord lat!ral bracing lapped over.two trusses at e·ache~. · D_IAGONAL OR CROSS-BRACING IS VERY IMPORTANT! .,_ 3) WEB MEMBER PLANE. ·x· BRACING, As SHOWN, IS CRITICAL IN PREVENTING TRUSSES FROM LEANING OR DOMINOING. REPEAT AS SHOWN TO CREATE A SUCCESSION OF RIGID UNITS. Conllnu~aclng laleraJ Webmembers ~15'~15'....,.i max. max . X-brBcing should be Installed on vertical web members wherev,~r possible, at-C_)r near lateral bracing. Plywood shealhing may be substituted for X-bracmg. Note: Top chords and some web members are not shown, In order.to make drawings more readable. DO NOT USE SHORT BLOCKS TO BRACE INDIVIDUAL TRUSSES WITHOUT A SPECIFIC BRACING PLAN DETAILING THEIR USE BRACING REQUIREMENTS USING THE SAME PRINCIPLES APPLY TO PARALLEL CHORD TRUSSES STACKING MATERIALS DO NOT PROCEED WITH BUILDING COMPLETION UNTIL ALL BRACING ·1s SECURELY AND PROPERLY IN PLACE NEVER STACK MATERIALS ON UNBRACED OR INADEQUATELY BRACEDT(IUSSES NEVER STACK MATERIALS NEAR A PEAK NEVER STACK MATERIALS ON THE CANTILEVER OF A TRUSS NEV.ER OVERLOAD SMALL GROUPS OR SINGLE TRUSSES. POSITION LOAD OVER AS MANY TRUSSES AS POSSIBLE • 8 NEVER CUT ANY STRUCTURAL MEMBER OF A TRUSS. Platform must be rlgldly braced Proper ~1slribution of construction materials 1s a must during construction. Always slack materials over two or more trusses. Roofing and mechanical contractors are cautioned lo stack materiafs only along outside supporting members or directly over Inside suj,portlng members. Trusses are not designed ior dynamic loads (I.e., movmg vehicles). Ex1reme care should be taken when loading and slacking cons1rucUon materials (rolled roofing, mechanical equip· men!, elc.) on the roof or floor system • Sleep~ ,~ point ~kf'100J Sleepers for mechanical equipment shoulctbe locatec! at panel polnls Oolnts) or over mairi supporting members, and only on trusses thal have been designed for such loads. CAUTION NOTES Errors in building lines and/or dimensions, or errors by others shall be COrrected by the contractor or responsible con· slructlon trade subcontractor or suppller BEFORE erection of trusses begins. Cutting of nonstructural overtiangs Is consldered a part of normal erection and shall be done by the builder or erection con- tr~ctor. · · Any field modification that involves the cutting, drlll!ng, or relocation of any structural truss member 9r connector plate shall not be d9ne without the approval of the truss manufacturer or a licensed design professional. The methods and procedures ouUlned are lnlended 10 ensure that lhe overall conslrucUon lechnJques employed wlll p~l lloor and roof , trusses SAFELY In place In a compleled structure. These recommendaUons lor bracing wood trusses originate from the collecllve expe· rlence ofleadlng technlcal J)6rsonnel In the wood truss Industry, but must, due 10 the nalure or responslbllltles Involved, be presented only as a GUIDE for use by a quallHed bulldlng designer, bul!der, or erection contractor, ThVs, the Wood Truss 9ouncil ol AmerJca expressly disclaims any re~slbUity for damages arising lrom the use. appllca!IO!!, or rellance on !he recommendatrons and lnforma- Uon conlained herein. Selected text and figures referenced or reproduced from HIS and 0S8 by permission of the Truss Plate lnslilute, Madison, WI. WOOD TRUSS COUNCIL OF AMERICA One WfCA Center 6300 _Enterprise Lane MadisQn, WI 53719 608/27 4-4849 • 608/27 4-3329 fax . wtca@woodtruss.com • www.woodtruss.com Cop-fright O 1986-2001 Wood Truss Council ol America _P,Warnttx17rn0102t2 1, I :MPEZAR EL PROCESO DE ERECCION importonte qu~ el conslroctor o el c:ontrolislo de erecci6n montengo los refuen:os susloncioles poro lo pnmer orinoduro (cobnllo) levanto. • Los siguienles ormoduros (cobr1ll0s} de! primer bulto seron olodos ol primer bulfo. Esle ptoceso se requi&re poro oblener mos 6lobihdod. 1olmente1 despues qui el primer hullo de ormoduros {cabrillos} esli opropiodomenle refonodo en tipo de crux, el reslo de las ormoduros 1brillos) inslola·da_s dependen del primer buho para oblener estob1!1dod. ·Asf,-lo colidod del sistemo de refuerios en las ormoduros {cobralos) pende mucho en el silemo de,refuenos de\ primer m.llto. EL REFUERZO DE SUELO • EXTERIOR 1 mitodo solisfoctorio ala el primero grupo de las ormoduros 1brillos} de uno serie de las refuenos que $On sujelodos 'a un posle e::es dovodo ell eLsue/o y es ondodo con ~egurldod. El refueno suelo osf mismo debe ser opoyodo como mueslro obojo o es •openso o combo,. M6s refuer10s de suelo en la d1recci6n opueslo, e,rior del ed_1licio, so? acons~jodos tombi&n. EL REFUERZO DE SUELO -INTERIOR Olro m&lodo sahsfadorio queJo olturo de ed1f1cio o los condidones de suelo proh1ben los refuerzos al exterior es otor lo primer ormodu, ro (cabrillo) rfgidomenle en posicl6n del inlerior al nivel dill piso, con lol de que el piso sea oCObado suslondolmenle y copoz de sostener las fuerzos de los refu,rzos de: suelo. Refuerio el refuerzo tol como el re!uerzo de pizo (e.11omplo o\ itqulerdo). Suje!CI con seguridod lo ,primer ormodura' (cobrillo) con el med10 hocio el fin del edific10. COff'tdamente refueno el primer gru~ de ormoduros {cobrillos) en formo de cruz onles de quitar las refuehos de piso y eolocor el reslo de las ormoduro~ (cobnllos). ' Tromo 16' o 321 = 1• . Trorno 32'y mOS= 2' o piso, Y PAA>. REALIZAR EL REFUERZO EfJ. esidod por lo -..,,i,,. pol~-de ree- instolodos. Los ormoduros·(cobrillos) pltcodo, y pueden creor , ASEGURA 'QUE LOS 21 El PIN«) DE IA CU ERDA IMS BAJA. Poro tener el epodo cor· redo en lo cuerdo m6s bojo, el reluerzo lemporol es recomendodo de orriba cle lo cuerdo m6s bojo. JuriloeJMclelreft.11 loca/110 relu611:o tndmo ol sc,po,!e rlgldo o cwmenlo ti rafumo U ~•tojnetedtcorgo. =~~~,=~· · El E5PACIO EXACT() ENTRE 1AS ARMAOURAS (CABRILIAS) DEBE ' Los .....,ga&,ro, lo,gos, ios corgos pesodos o ot;o, medidos del :;i~o~!t~e.0~:: !C ~~~~~i~rziEi:ui:~:r: ;sec:~,=~·::.:! !::osm:~,:d~';o:::.-~::b: :i1d!! espocio, •Jlo a~ de •modllicondo el espado",puede causal'qu, las eiiodor de! ediflclo o l;l\B y OSB {Recommend~d Oesfgn crmoduros (col:inllos) se volquen si los funtos son qullodos ol liempo Speci~cotion for Temporo,y Brocing of Mela! Plole ConnKled Wood equn'ocbdo. , Trusses) poro detolles. 1EL 'REFU~RZO DE CRUZ O DIAGONAL ES MUY IMPORTANTE! ~0~T~Ef~it&~!~i~PE~~E ~~~~ l§fs~1e lAS} SE INCLINEN O HAGAN FICHA DE DOMINO, REPITE COMO MOSTRADO PARA.CREAR UNA SUCESION DE GRUPOS RiGIDOS, Elrelu_eno=~luel%0 ycont1nuo~ Los miembros de lo red ~Jx1~~~S~~ X-l'efueno debe ser inslolodo en los miembros de la red vertical don• d~uien::i que es posiblo, ell o cerco del refuerzo loterol. lo modero canlrochapadO cubierto' puede ser suslilutodo por X· refueno. Los mlembros de lo red 'I:,;..~ t<"°: '\"i'\'3;? Noto: Los cuerdos de orribo y algunos m1embros de lo red no son moslrodos, para hoce·r las dibujos m6s leglblei ' NO USE LOS BLOQUES CORTOS PMA REFOmR LAS ARMADURAS (CABRIUAS) INDMDUALES SIN UN PLAN ESPECIFICO DE REFUERZO QUE DEfALlfN SU USO LOS REQUISITOS DE REFUERZO QUE USEN LOS PRINCIPIOS MISMOS APUCAN A LAS ARW,DURAS (CABRIUAS) DE CUERDA EN PARAlELO LAS MATERIAS DE AMONTONAR NO CONTINUE CON IA TERMINACl6N DE EDIFICIO HASTA QUE TODOS LOS REFUERZOS ESTEN COLOCADOS CON SEGURIDAD 8 NUNCA >MONTONE IAS IMTERIAS EN lAS ARMA,DURAS (CABRIUAS) QUE, NO ESTEN REFORZADAS O SEAN REFORZADAS it,WJEOJAD>MENTE NUN CA >MONTONE LAS IMTERIAS CERCA DE UNA CIMA e NUNCA >MONTONE IAS /MTERIAS EN IA VOIADIZA DE UNA ARMAJ)URA (CABRIU)j @® NUNCA SOBRECARGUE LOS GRUP0S PEQUEfiOS NI IAS ARMA,DURAS (CABRILIAS) SOIAS.-COLOCA IA CAAGA ENOMA DE VAAV>S AAAWJURAS (CABRILIAS) 8 -NUNCA CORTE NINGUN MIEMBRO DE ~STRUCIURA DE UNA_AAMA.DURA_ (CABRIU)j la distnbucion corredo de las moterios de corutrucd6n es necosorio duronte construcci6n. Aceptoble contra lo pared exterior cle cojinete de COrga S1empre omonlona las molerios por enclmo de dos o m6s <irmaduros {cobnllOJ). No exceder 4'0' mllximo de cojinele Los conlrolislos de tee.ho y mec6nic:o son omonestodos que omon- tonor las molerios solomente par los miembros exteriores dt opunlo• !or o diredamente par encimo las mlembros inleriores de opunlolor. Los cuchlUos de ormoduro no son dlseOOdos pot las corgos din6mJ· cos (par ejemplo, los vehfculos m6viles). El cuidodo edremo debe ser usodo cuondo cargondo y omonlonondo las rnalerios de construe• dOn {lo techumbre enrollado, el equ1po mec6nico, etc.) en el !echo y el sislemo de piso. • · El punlo e panel Los llleros par el equlpo mec6nico deben ser colocodos o los punlos de panel (1untos) o por encl mo las prlnclpoles miembros opunlolodos, y solomente en los cuchillos de armodura Que hoblo ser disenodos por las corgos coma estos, NOTAS DE ADVERTENCIA Los errores de las lrneos y/o las dimensiones miembros de las cuchillos de ormoduro modero, pero ellos necesilon, o couso de lo de! '!diljclo, o los ~rr9res por otros deben ser eslrudurol o el plolo conedor no debe ser noturale'to de las responsob11idades compli· corregidos por el conlrolisto o por el subcon-hecho sin lo oprobaci6n del lobrkonte de las cados, ser presenlodos solomenle coma una trolislo de comercio de construcc16n de conf,. cuch1llos de ormoduro o un oulorizodo profe. GUIA para el uso por un diseliodor copooto• anto o por el suministtodor ANTES OE lo eon· sionol de disefio. do de ed1hcios, un conslrudor o un conlrottsto slrucci6n de las cuchillos de ormoduro de conslruccl6n. Por eso, el Wood Truss empeto. Los m8Jodos y los procedimienlos que son Council of America e.11presomenle nega olgir ollrmodos son lenldos lntendones poro ase• nos responsobilidodes por lo~ dc,nos derivan• El conor de los sOlientes no eslruduroles es guror que todos los lknicos de conslrucci6n do def uso, lo oplicoci6n o dependendo de considerodo uno porte de lo construcci6n nor· usodos los pondr6n con SEGURlOAO en posi-las sugerencias y lo informaci6n que es con· mol y debe ser hecho por el construdor o el ci6n en uno estructuro completo o los cuchil-lenido oqul, conlrolislo de conStrucci6n, las de ormo9uro del piso y de! !echo. Estos sugerencios poro opunlolor las cuchillos de El lexto selecto ond las figures mencionodos o Alguno mod1f1toci6n de lroboio del compo ormoduro de modero surgen de lo experiencio reproducidos de HIB y 05B par permlso del que incluyen el cortor, el tolodror o el combior coledivo de! me10r personal lknico en lo Truss Plate lnsh!ule, Modison, WI. de-uno /ococi6n nuevo de olgunos de las 1t1dustrio de cuchillos de armoduro de Esta la lntencion de WTCA estoblecer un tn,duccicn p,ocllo tt Is the intention o/WTCA lo Ml o pOKiM flanllafion from de Ingles o Espanol, WTCA es encopo,: o goruntlo quo Jodos Englbh to Sponbh, WTCA Is not oblo lo gllOIU-tl,ot all ol de las trudvcdonoo son """1o o on!on>rnenlo omcto. the trcnslations o,o omd "'enlirlly oc<urato (-di. WOOD TRUSS COUNCIL OF AMERICA One WTCA Center 6300 Enlerprise Lone Modis9n, WI 53719 608/274-4849 • 608/274-3329 lax wtcc@woodtruss.com • www.woodtruss.com Copyright @ 2000 Wood Truss Council of America Advertencia GENERAL J.o. -lamiliaridad con las DOCUMENTOS DEL DISENO. DE CONSTRUCCION, los DIBUJOS DEL .DISENO DE ARMADURAS (CABRILlAS)_y los PLANOS DE LA ,POSICION DE ARMADURAS (CABRILlAS) (si se requerida per los D0CUMENTOS DEL DIS ENO DE CONSTRUCCION) es requerida para correctamenle levantar, reforzar y conectar las arrnaduras (cabrillas) al sistema de edilicio. Tod9 el cuidado y calidad que son envuelta con los diseiios y la labricacion de las arrnaduras (cabrillas)·de-madera pueden ser orriesgodos si los-onnoduios (cobrillos) no son corredomente monejodos, levdntadas y reforzodas. l.A.5 CONSECUENCIAS DEL IMPROPIO w.NEJO DE LAS ARMADURAS (CABRILLAS) PUEDE RESULTAR EN UN .HUNDIMIENTO DE LA ESTRUCTURA, ESTO PUEDE RESULTAR EN UNA PERDIDA SUBSTANCIAI. DE TIEMPO, MATE-RJAS, ·'( POR LAS PEORES EN UNA PEROIDA DE VIDA. LA MAYORIA DE LOS ACCIDENTES CON LAS ARMADURAS '(CABRILLAS) OCLJ_RRE DURANTE LA INSTALACION DE LAS ARMADURAS (CABRILLAS) Y NO COMO U_N RESULTA- DO DE LOS DISEi'IOS NI LA FABRICACION IMPROPIA. Antes de la erecci6n de los·ormodurOs (cabrillos}, · el construdor necesito r'eunirse con los mi em bros de lo consfiucci6n poi"a una reuni6n sabre lo seguridod y la plomficoci6n, para osegurar que coda miembro !'ntienda sus papeles y responsabilidades durante el proceso de LA construcci6n. EL REFUERZO TEMPORAL DE CONSTRUCCION ·Los annadurm (cabrillas) no son marcadas on nlnguna manera para idenfiflcar'la frecuencia nl la situaci6n de reluer-zo lemparal de consll'\lcci6n, Todos las reluerzos lomporoles deben cumplir con lo m6s nuevo edici6n de Commen/ory and Recommepdo/i9ns for Handling, Ins/oiling & Bracing Metal Plate Con~ec/ed Wood Trusses (HIS), publicodo par el Truss Plate lnstitue y/o coma especific6 en las DOCUMENTOS DEL D!SENO DE CONSTRUCGION que ion preporo· -dos par el diseiiodor del edilido. . REFUERZO PERMANENTE DE ARMADURAS (CABRILLAS) El refuorzo perrnanenle par el !echo o las armaduros (c;.obrillas) de! suelo es responsabilidod del diseiiodor de! edilicio, y debe ser mostrado en las DO~UMENTOS DEL DISENO DE CONSTRUCCION. Los siluociones del refuerzo perma-nent• par las i11dividuales miembros de ~ompreii6~ de una arrnoduro (cabnllci) de madera son moslrados en las DIBU- JOS DEL DISENO DE ARMADURAS (CABRILLAS), y deben ser instolodos per el con/rolista de! edi/icio o el contralista de la construcci6n. Es!e-refuerzo es necesario para el procedimiento propio de las ormaduros (catirillos) individuales dentro del sistema del !echo o el·suelo. El disefio y lo juntura de los.relue~s o las orrnoduros (cobrillas) yen/onces ol sislerilo total del edificio son las responsobilidodes del diseiiador d,el edificio, yes en odici6n al pion del refuerzo per• ' manente, que es tambien especificado por el disenador del edificio. LOS REQUISITOS DE DISENO ESPECIAL Los requisites de diseiio especial, tol coma el refuerzo de viento, el refue~o de portal, el refuerz6 sismico, diofrogmas, ·las poredes de,separacion u olros eJementos de cargo de transferencia y sus junturas a las armoduras (ca!Jnllos} de mCld.erO necesitan ser considerodos apo.rte por el di~eliador de edificio, quieo debe d~lerminor el tama,lio, la siluaci6n y el m6todo de il!nfuras para todosJos refuerzos como necesorio para resistir estas fuerzos. DESCARGAR Y LEVANTAR EVITA EL DOBLAJE LATERAL NUNCA TRATE !,.AS ARMADURAS (CABRILLAS) EN FORMA PLANA Al pfincipio del proseso de decargo y portodos las fases de construcci6n, necesita user cuidodo para evitar El DOBlA- JE' l/¥fRAL de 1os arrnaduros (cabrillas), que puede causer daiio a la madero y las 16minas de iunturo . .., USE CUIDADO ESPECIAi. EN.CUMA VENTOSO. Sl;j,ISA UNA GRdA DENTRO OE 10 PIES,DE UN HILO DE ELECTRICIOAD, P6NGASE EN CONTACTO CON LA COMPANfA oe· ENERGIA LOCAL -. . . , SI USA UN.A. GRdA DENTRO DE 5 MILLAS D6E UN AEROPUERTO, 1'6NGASE EN CONT~CTO CON EL AEROP-UERTO ~ _D!As ANTES DE LA CONSTRUCCI N PARA APRENDER SOB RE AI.GUNAS REGLAS DE SEGURIDAD QUE NEcesn~rc SER OBEDECIDAS: EL ENCARGARSE DEL SITIO DE TRABAJO Lo barre de esparcidor r:;,oro las armaduras (cabnllos) mayores en tamano ..,__.,__.._._ TOD AS LAS ARMAOURAS (CABRJLLASj DE BEN SER RECOGIDAS POR LAS. CUERDAS DE ARRIBA EN s6LO UNA POSICl6N VERTICAL la correa apropiado y el suelo liso permilen que no se doiien las arrnaduras (cobrillas) al momenta de! descarge. El descarge debe ser hecho cerco de! ed,ficio para reducir el lratamiento. NO ROMPA lo correo haste que la instoloci6n empieze. La erecci6n o mono de las ormoduros (cobrillas) es permitido, a condi· ci6n que el exceso doblaje lateral sea ·prevenido. SI las onnoduras (cobrillos) ~n almacenados ver1icalmente, deben ser refor?Odos en uno monero que impido volcor y coerse. En general, cor1or lo coffee es hecho exodamenle antes de la instolao6n. NO A!MACENE EN SUELO QU~BRAOO Durante el olmacenoje a largo plaza, las ormoduros (cabrillas} deben ser era que permite ventfloci6n suficienle de las orrnoduras (cobrillas). Si las los fines necesilan ester obiertos para ven!iloci6n. El pl6stico no es TODAS ,LAS ARMADURAS (CABRILLAS) QUE SON CON SEGURIDAD EN POSICl6N POR LOS EQUI REFUERZOS NECESARIOS ESTEN INSTALADO - DOS AL EDIFICIO. Lo colelilla Use lo borro de·esporcidor en TODAS o/ras situociones. Debe ser notado que las lineas de las fines de ·lo borro d, esparcidor 'GONFORMARSE DENTRO'; si estos lineos deben ·coNFORMARSE ·AFUERA" las arrnoduras (cabrillos doblen en lo mitod. POra·levanfa( ormo~uras (cabrillos) m6s de 60 pies, es recomendado que una barre de esporcidor sea usada come ilusliado. lo barre de esporcidor debe ser sujetado a la cuerdo de ornbo y las miembros de red a las in/ervcilos d, aproximodomen/e 10 pies. Mos, la barre de esparcidor debe ser a lo oltura med,o o encima lo allure media de lo ormaduras (cobrillos) para impedir volcacion. Lo barre de esparcidor puede ser de alguna molerio con lo fuerzo sufi cienle ·para llevor con seguridad el peso de los cuchillos de ormaduro v de lo rigidez suficiente para resistir ode cuodomenle el dobloie de las orrnoduros (cobrillos). · t,, -... Job Name.: J._A CO$TA PROJECT Trus!; ID: B2 Qtn• 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 r%98Ei~E~WN 8~ipa~LI~E) L= -0.20" D= a0.26" T= -0.46" CRITICAL MEMBER FORCES: 1-2 -2582 1.25 / 512 1.60 0.75 TC COMP.IDUR.i/ TENS.IDUR.~ CSI 2-3 -17511.25 / 398 1.60 0.54 3-4 -1743 1.25 / 396 1.60 0.38 4-5 -2294 1.25 / 460 1.60 0.74 BC COMP.!DUR.!/ TEN5.!DUR.I CSI 6-7 "409 1.60 / 2385 1.25 0.59 7-8 -4111.60 / 23811.25 0.54 8-9 -357 1.60 / 21011.25 0.51 9-10 -355 1.60 / 21011.25 0.82 WB 2-7 2-8 3-8 4-8 4-9 c::/~:/~ -106$1.601/ -553(1.25)/ I TENS. !DUR.I CSI 179 1.25 0.06 226 1.60 0.94 683 ·1.25 0.24 167 1.60 0.62 102 1.25 0.04 TC 2x4 SPF 1650F-l. SE BC 2x4 SPF 1650F-l. SE WEB 2x4 HF STUD WEDGE 2x4 SPF 1650F-l. SE PLATE VALUES PER ICBO RESEARCH REPORT #1607. Loaded for 10 PSF non-concurrent BCLL. 1 15-4-0 2 f4.iio 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. 5" 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). P,Y ..... -A~E°__ MAY 04 2005 City ot CARLSBAD BUILDING DEPT. 13 1.5±Q 4 ~ 10 JID:. 152376 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 s I REPAIR-WEB 2-8.NEEDS TO.BE REMOVED FOR A 150# FAU UNIT TO BE INSTALLED OVER 3 TRUSSES ON 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 AND 8 UNDISTURBED. * TRIM VERTICAL 3-8 FOR A 2X6 LET-IN LEAVING THE PLATES AT JOINTS 3 AND 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,. 16" X 48" GUSSET~ 16" X 16" GUSSET 16• X 48" GUSSET WITH 8d NAILS (UNLESS OTHERWISE SPECIFIED) PER GUSSET. THE NAILS MUST BE EVENLY DISTRIBUTEU THROUGHOUT. ~ TRUSSWORKS tsZS7S2i INC. (CA) 4445 Northpark Dr. Co7o Springs, CO 80907 TRUSPLUS 6.0 VER: T6.4.2 2X4X16' #2 SCAB 6 22-8d"-.. ~ 3-4 2X6 #2 LET-IN (LATERAL BRACING@ 24" O.C. REQUIRED) 30-8-0 7 ·8 22-8~ -3-4 1.5-3 9 g~~~Ipr1tii:~:;:i~ee51~:\i~0pll.1e~~r:iJr;8~e'a>';J~~~~~Ho~~:g~ini~b?J ;11i{HWe~fo 2a~§i!i~8JW11h0{),\\~ ~l'~i?J~n'r~~~ ~~~'mple}. WARN/ Nu Read all notes on this sheet and give a copy qt it to the Erecting Contractor. This design Is for an md1v1duat bulldmg component not truss system. It has been based on spec1f1catlons provided by the component manufacturer and done In accordance with the current versions of TPI and AFPA deslgn standards No responsibility is assumed fordlmenslonal accuracy. D1mensronsare to be verified by the component manufacturer and/or budding designer pnor to fabrication. The bulldmg designer must ascertain that the loads utlllzed on this design meet or exceed the loadlng imposed by the local bur Id mg code and the particular apphcalion. The design assumes that the top chord ls laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a ngld sheathing matenal directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce bucktmg 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 'JOINT DETAILS' by Truswal, 'ANSI/TPI 1', WTCA 1'-Wood Truss Council of America Standard Design Responslbd1t1es, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' -{HIB-91) and 'HIB-91 SUMMARY SHEEr by TPI. The Truss Plate Institute (TPI) is localed at D'Onofrio Drive, Madison, Wisconsin 53719. .The American Forest and Paper Association (AFPA)ls l~cated at 111119th Streel, NW, Ste 800, Washington. DC20036. 4-4 -I * ATTACH A 2X4X16' #2 SCAB TO ONE FACE OF THE B.C. WITH 10d NAILS@ 6" O.C. * INSTALL ADDITIONAL LATERAL BRACING AS SHOWN. CENTER THE GUSSET(S) IF THE SPECIFIC PLACEMENT IS NOT SHOWN ON THE TRUSS JOINT(S). 0-3-15 1-0-0 10 4/21/2005 Cust: DEL MAR HOMES WO: Drive_C_j471LLOOOOS_J00001 Dsgnr: BRYA #LC= 23 WT: 131# TC Live 16.00 psf DurFacs L=l.25 P=l.25 TC Dead 14.00 psf Rep Mbr Bnd 1.15 BC Live 0.00 psf Rep Mbr Comp 1.00 Rep Mbr Tens 1.00 BC Dead 7.00 psf O.C.Spacing 2-0-0 Design Spec CBC-01 TOTAL 37.00 psf DEFL RATIO: L/240 TC: L/24 l c \ /JD ~ . CDl.U¾A-e{) PCR05057 2556 LA COSTA AV CBAD BRAMBLE RES-TRUSS CALC REV TOCB042596 PCR Lot#: DEL MAR CUSTOM HOMES Pr'{) f> LI <'..--{A-{\, w -6 l &-1-J t_...0c.x'Ke[':':) c e-1C'f' )-\ f0{: 3,j-9-5'jos -ro e-s&-1L w/or,er ot..J ~s-<=r0 c,..,u,J \ t-.} 'fOL,{) QR_ 'i~lc: . 8UILDING --.i.' -Pl.ANNtNG . . ~ ENG!Nf:ERING I . I,, . _____ meAPPRIFONI 1-c/£ ¥ c~~ , '-I I )cf I o5 ~e(I -r 0tJ.n'ffi :a:: (WJ -k; . ~(l.M§ {/('--~ (?56,Jt... w µew---;e,,<BS ca-~(!"1'5 cl~ . . =~-is .§Jtrnl'rv.ft! to FROM OTHERSEWERDISTR SCHOOi.FOAM t.tp<t/UIL ~ A)-. e\,1,,,z, (3 ~ LJ.-t-- l( ( ZBh:::-ps:u33 s'/410'> kpf ~ 1 tv ( P"-11 e --h,u_e.s /wJ 0/<-. ~ !'f\, \L.. p . , IJ FOU>er _______ -:,::CFO FOAM ___ ...,._...._....,.,_..._PE &M WORKSHEET ____ ,__ ___ BLOG FEES COMPLETr.: ---+----+--PLAN CORR ---t-----t'11'":rr-:~~~COBR --~--...i;...,;"""'-.,ESGll CORR __ _._ __ _._ __ FIRE CORR ., .,,, r ,-I r , ·, ' ' < I ,, ; r -- ' ' I , I I ! i : I I I I ,I.,/ ' ,, ,1· ,,, ;:,. ! " . ; .... , '" "' I I I I _) (). ( ;') ---/ --t- /'TI A' ' ·1\· ,, ,- 1 I ' \ ' ' \ ! ' l \ lJ II 0 N . N <D ' N er, ' :.o ,, ~ II i --' 01 1,, f',.j ~s; • _1·1 . .. r II ---l -. l, ~-J +;e, •• ,. c,-~ Tsa S.a~ 'TD:2' ,\,;. .,.,, '.·l •V ,,_. I ;. ;'.[,· ,._, <,-.~'- Tsa ( 01 \"-, ) I • Tsa : :' i B ? • ? • \ ? \'\ I ? ? \ af -~-~ \ '? • ?, af (Tsa) +" B' ? • \ \ ? -I :-;:t ', ,_, \ \ ? • ":. 'b ",, .. --1, i \ Tsa. ' \ -~;\-': ;·;. Tsa \ --------··----- I ,'{, "' _, -:, ij:' ,, ,-, '9, A -af Artificiaf fill ' ~ ,, ' l(TN) ~" .... ~· .,,, ...... _ .. ' - PLATE 1 OF 2 11Mill llllll co. OIIIAHGECO. UNDIHOCO. GEOTICHNICA&.. IIAP · Plate 1 SCALE E L E V A T I 0 N (IN FEET) 169.8 161.5 153.2 144.9 136.6 128.3 120.0 111.7 103.4 A Wall Tsa E L E V A T I 0 N (IN FEET) 163.2 154.9 146.6 138.3 130.0 121.7 113.4 ~:;;....~ B Driveway Approximate location of proposed structure) Approximate location of B-1 . --2.4.1 af ?_,. . ? ~ · +--Massive Approximate location _ of B-3 (Projected 42"NEJ TD:2'/• :..--· --+--Sub-horizontal bedding Tsa 1.4:1 -Massive --+--Sub-horizontal bedding --Massive TD:31'/, Approximate location of B-3 (Projected 25½"NEJ l -i----?- TD:2½" Tsa Tsa 3• --- N25E a ? N65W Approximate location of B-2 (Projected 12"SW) Approximate location of proposed 2 story structure) (Projected 4.6"NEJ Approximate location of B-1 Approximate location of B-2 (Projected 77"NE) J_ TD:2" Tsa s· 163.2 154.9 ?---?---?-1---?--=a~?- --,.. TD=2' 146.6 -1--Sub-horizontal bedding - Tsa +--Massive 138.3 -+--Sub-horizontal bedding 130.0 --Massive 121.7 TD:31½' 3• 113.4 E L E V A T I 0 N (IN FEET) A' 169.8 161.5 153.2 144.9 136.6 128.3 120.0 111.7 103.4 E L E V A T I 0 N (IN FEET) LEGEND af Artificial fill Tsa Tertiary Santiago Formation --?-Approximate locatjon of geologic • contact, queried where uncertain ___ 3° Apparent bedding attitude, with clip in degrees, (Regional) ____ Existing grade . PLATE 2 OF 2 RIVERSIDE CO. ORANGE CO. SAN DIEGO CO, SCHEMATIC GEOLOGIC -CROSS SECTIONS A-A' AND B-8' Plate 2 W.O. 4344-A-SC DATE 6/04 SCALE 1'":8.3'