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2912 LA COSTA AVE; ; CB992151; Permit
v?J1S City of Ca~(sbad I 03/17/2000 Residential/Permit Permit No:CB992151 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title: Applicant: WITHERALL MARK Building Inspection Request Line (760) 602-2725 2912 LA COSTA AV CBAD RESDNTL Sub Type: APT Status: 2163002200 Lot#: 0 Applied: $481,690.00 Construction Type: VN Entered By: 1 Reference#: Plan Approved: 4 Structure Type: MF2-4 Issued: 9 Bathrooms: 8 Inspect Area: CURTIS APARTMENTS Orig PC#: 4 UNITS 6176Sf APT BLDG 1526SF GAR 160SF DECKPlan Check#: 7172 OBELISCO CR CARLSBAD CA 92009 760-931-1317 ISSUED 06/09/1999 OT 08/01/1999 03/17/2000 PC990059 Total Fees: $42,347.29 I -~i:,otal "7ay-,, ents~ate: ~$0~,~Bilance Due: $42,347.29 /I~ /'JI~'\,"~ \ \~? \ . Building Permit Add'I Building Permit Fee Plan Check Add'I Plan Check Fee Plan Check Discount Strong Motion Fee Park in Lieu Fee Park Fee LFM Fee Bridge Fee Other Bridge Fee BTD #2 Fee Bi'D #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 FINAL APPROVAL Date: ¢"if I $0.00 $90.00 $1,871.00 $0.00 $8,766.76 $8,092.39 $0.00 $0.00 $947.52 ~~ $1,068.48 $0.00 $0.00 $329.00 $110.00 $142.00 $11,700.00 $0.00 $19.14 $0.00 $42,347.29 Clearance: _____ _ NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred·to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capactiy changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project NOR DOES IT APPLY to any fees/exactions of which ou have reviousl been iven a NOTICE similar to this, or as to which the statute of limitations has reviousl otherwise ex ired. CITY OF CARLSBAD 2075 Las Palmas Dr., Carlsbad, CA 92009 (760) 438-1161 02 42347-29 ~ . -If-~{; PERMIT APPLICATfoki'u FOR OFFICE USE m~~ l "l PLAN CHECK N0._1:JJ~--~......_..- EST. VAi,.. _____________ _ Piao Ck. Deposit._,__._ ______ _ Validated By '-''/'lrl.-. I L. Date. ___ 'if~/(¢.,.....-...41/..-- Address (include Bldg/Suite #) 4 ~ Business Name (at this address) IJ/kf.c~ I 1 ,t ~~ ~ l:Cr:: /Cl'?~ legal Description Lot No. Subdivision Name/Number 7/~ --]C>() -22-tM Unit No_. dfi .. Phase No. Total # of units Assessor's Parcel # Existing Use ~-1/ et/'hil[ t:1pt-~ (.Ill j_ Pr6posed Use '? # of Bathrooms Name. ,=~---""'"',..,,.......,.--,.._ Address City · State/Zip Telephone # Fax # ~i'MR4C.AN:t .. Rl':i::ontraotor' . t";t~ Anent for €oritraetor ""·30'0wri;r7'iai\ t.v•enUor,-Ownir---"• '·'·~ ~ _;:_ ,., . :·:,.,./ .. ':r,.: ... '.'_ L' _';:~{ ·~-' ·, ,,c;, ::. ;-, · . .-.-,,, t:t,-:: .,;:;;;:~T::J -·11dt-A: 1 ,_, r;;'fha//.t.J"' =-· .. , ......... , -~ ·--~ ··-· -·-~ ... U .. ,~ .. ~ ... ,,.,. ___ ........ _ :'·"""''""""''"""~·"·-·--··-.,,. ·-·· ......... __ " .. .,., .. . --"·' Name · Address · · City ' · State/Zip Telephone # ~RT:'f:Q.VYNiB.e'.:~~;j··~:~~--:::~:y,;,, ___ ::~::~::·:~:.;:~~:::.:-L:.i:·;~:'.'i:.:11,::.::E:s.:·2.:::.::.~r:·:_<L::21:.~~-::2:~:~·'.::L~;:;::_:'._~J·t~~:j Name ==-==-· Address · City· · S.tate/Zip Telephone # · w~1P .. o"mMTi5R:::C.c>Mt>ANoc:-N4M~3r:: .·-----~·-'· , .. ,.-•. ., _ ., ....... : -..... , .% (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 provlsions of the Contractor's license Law [Ch<!pter 9, commending with Section 7000 of Division 3 of the Business and Professions CoaeJ or -that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant tci a civil penalty of not more than five hundred dollars [$500]). /ta, -· · :z · 1 i-s , C.. .;). t:l'tl · -I 7. Name . , . Address City State/Zip Telephone State License-#· d -J, lj ~ ~ 7 License Class ,/J City Business license # .#; 2' 8' )':£ J- Designer Nam~ State ~icense # ul.-/-~ cf, 1- Address City State/Zip Telephone ;f. :; . W<}Rf5.J.:.R~ 0-0.~~A.It.(frf-?::::.-::-. :1::,::7-:;:;::_:::_~::=---~:.-:_:::;:.:::;__:::=::::t""::::,.· .. <,,;.,.::.:,;.;:-:::~:; •• '. .-;;..'--::.::.1;-...::.".i.::;.,:,;I',£':J:'.'~-~::Z:'?.I,Z:::.,,'0::CB Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: · 0 I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. -· 0 I have and will maintain workers' compensation, as .required by Section 3700 of th.e Labor Code, for the _performanc_e of the work for wt)ich thif! permit is issued. My worker's compensation insurance carrier and policy number are: Insurance Company .5 /.qfr r«n p/ . . ~ ~I~cy No.____________ Expiration Date _______ ~ (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR .ONE HUNDRED DOLLARS ($1001 OR LESS) 0 CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so· as to become-subject to the Workers' Compensation Laws of California. · WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an, employer to criminal penalties and civi.1 fines up to-one hundred tho11sand dollars ($100,000), in addition th ,ost_!l~mpJ_!lSation, damages as provided for in Section 3706 of the Labor.',)ode, interest a_nd attorney's fees • . SIGNATURE ~ _ DATE o/1/1{/,? '1 · fl~W'~"ti=i~J'ij!Jj~ij:Qi(¢1AiJAilPtf . ·:-:: .-.-: .. .-: · ::~-~--·:,.:·:.---~,-:-.:.:::.:.:::.::.~-.~\_;;__::..c..:,~ L'.'.:;~::.,2;';::'::::::.::::: . .-,<'.';2:'~'.::~.E~tfti\::,~_-.'·t.:~t::.ctC:~[a -I hereby affirm that I. am exempt from the Contractor's License Law for the following reason: [I 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, Elusiness ;md ProfEissions 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 f!UCh improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the l,)urden of prc;,ving that he djd not build or .improve f_or. the purpose of: sale) • . ,~ I, as owner of the property, am exclusively contracting with licensed contractors to construct the pr_oject (Sec. 7044, Busines!! 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, pursu_ant to the Contractor's License Law). 0 I.am exempt under Section ______ Business and Professions Code for this reason: 1, I person11lly plan to provide the major labor and materials for construction of the proposed property improvement. 0 YES ONO 2, I (have/ have.not) signed an application for a building permit for the proposed work • . 3.. I have contracted,_\'Vith the following person (firm) to provide the proposed construction (in9lud_e 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, -s~p~~vise and provide the major work (include name / addr~ss / 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 ofworkl: . . ~ __ PROPE_RTY OWNER SIGNATURE ~ ff~ _ DATE ~9 ©1wt..Etetn't!i~~'$ecJ[lqfffQ)(qp;v-if'Jg1pi$..m:i.:,oit:J?l!,l~;rfiiMlt~~IL{-c:,~~ :~s:2::::.~:::2.:~;;:;~t·c::.:i':&:;·,zf;:;s;,,;r:s:::.::·.:-.:~1;;1:c:.?:'.?':\i_~&J , Is the applicant or future building occupant required to submit a business plan, acutely hazardous materi'als registration form or risk management and prevention -program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 0 YES O NO Is the applicant or future building occupant required to obtain a permit from-the air pollution control district o~ a.ir quality management district? 0 YES O NO Is the f1;1cility to be constructed within 1,000 feet of the outer boundary of a school si~e? 0. YES O NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY .NOT BE·ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. . ~coijsfRUcr:'ic»rcetffijN(l1\GfffcY:-;~-,,~---:f ~---\ } ·-v _ ~, ~-~-.~~t\"'-:""~--w~~,7z:{·:~.:...:-~--: -. ~:::z-;:-;T;-~c --~\_f,~S:~~;z::0::·::1~·:·7~~f~if~ I hereby_affirm th.at there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097(1) Civil Code). LENDER'S NAME -:;;:;;:;;;:::::;;;;:;;:::::-;:;;;;::::::::::::::-::;::;::==:::;:::::::::., LENDER'S ADDRESS '"" ::;;;;:;;:==:::;::::;::::::::::;:;::=::::::::;:::~======::::;;:::;=:;::;::;::;:::;;::;::;;;:;;:;:.::;;::.,,:;::...:;::...;::;:;_:;::::.,,, ,9p:;APPLIQARTt.CERTlfilCAJtOJt ..... ··-. <,.·-·:.,,: _·.,;_; .:..,;..~:::...: ,,-,~:~--===~-h:..:::..,;;,,;..,_;li~:::z:.:..~;,.::;.~,;;,,..;" ~..,;.1:Z/,:.:r,·;;;,;,:;,,-.:X:.:..-:S:7'.'.'.o.:it:.f k'1-J I certify that ·1 have read the application. and state that the above information is correct arid that the information on the plans is accurate. I agree to comply with all City ordinal')ces 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 under the provisions of this Code shall expirEl by limitation and become n11II and void if the building or work authorized by such permit is not commenced within 365 days. from the date c,f such permit or if the, building or work authorized by such permit is suspended -or abandoned at any time after the-work is commenced for a perio of 180 days .. (Section 106.4.4 Uniform Building Cod.e). DATE --71-r«-'-/.-"-TIAc.......:9'-,,.'f ___ _ WHITE: File YE!,.tOW: Applicant PINK: Finance ·UNSCHEDULED BUILDING.INSPECTION. DATE .;...· ____....r£.,'-/4~~0~¼~1_· --· _ 7 'If PERMIT# INSPECTOR AZ • ··. PLAN CHECK# ----- JOB ADD~SS __ Z-_~_,-1---__ L-_G~A _ _;___~ ____ ,:__ ____ _ DESCRIPTION_·---------------------- CODE , DESCRIPTION .&7· ACT ~ COly.lMENTS City of Carlsbad, Bldg Inspection Request For: 9/7/2000 Permit# CB9921"51 Inspector Assignment: DA --- Title: CURTIS APARTMENTS Description: 4 UNITS 6176SF APT BLDG 1526SF GAR 160SF DECK Type: RESDNTL Sub Type: APT Job Aqdress: 2912 LA COSTA AV Suite: Lot Location: APPLICANT WITHERALL MARK Owner: Remarks: UNITS 104 & 200 Total Time: CD Description 19 Final Structural 29 Final Plumbing · 39 Final Electrical 49· Final Mechanical -- Associated PCRs lhsQection History Date Description 9/1/2000 89 Final Combo 8/31/2000 89 Final Combo 8/30/2000 89 Final Combo 8/29/2000 89 Final Combo 8/25/2000 89 Final Combo 8/18/2000 39 Final Electrical 8/14/2000 39 Final Electrical 8/8/2000 17 Interior Lath/Drywall 8/8/2000 34 Rough Electric 8/7/2000 17 Interior Lath/Drywall 81712000 31 Underground/Conduit-Wiring 8/4/2000 17 Interior Lath/Drywall 8/4/2000 31 Underground/Conduit-Wiring 7/31/2000 34 Rough Electric 7/24/2000 17Interior Lath/Drywall 7/21/2000 17 Interior Lath/Drywall 0 Act bo Comments Phone: 7606353835 Inspector: d Requested By: MARK Entered By: ROBIN t Act lnsp Comments co TP CA TP PER INSP CONT. WANTS PM LEFT MESSAGE CA PD MESSAGE LEFT QN VOICE MAIL CA PD CA DA PER MARK AP DA UNITS 100,104,200 ONLY CA DA PER MARK AP DA WC DA NR DA NR DA NS DA ROLLOVER NS DA NR DA CA DA PER MARK NR DA .. City of Carlsbad Bldg Inspection Request Permit# CB992151 7/12/2000 7/12/~000 7/11/2000 7/10/2000 7/5/2000 7/3/2000 6/29/2000 6/29/2000 6/28/2000 6/27/2000 6/26/2000 6/23/2000 6/22/2000 6/21/2000 6/21/2000 6/20/2000 6/20/2000 6/19/2000 6/13/2000 6/13/2000 6/8/2000 ·6/8/2000 6/8/2000 6/7/2000 6/7/2000 6/5/2000 6/2/2000 6/2/2000 6/2/2000 6/1/2000 5/31/2000 5/30/~000 5/30/2000 5/30/2000 5/26/2000 5/23/2000 5/23/2000 5/22/2000 5/16/2000 5(15/2000 5/11/2000 4/25/2000 4/4/2000 3/23i2000 3/23/2000 3/21/2000 16 Insulation 84 Rough Combo 89 Final Combo 84 Rough Combo 84 Rough Combo 84 Rough Combo 17 Interior Lath/Drywall 17 Interior Lath/Drywall 17 Interior Lath/Drywall 17 Interior Lath/Drywall 84 Rough Combo 17 Interior Lath/Drywall 16 Insulation 16 Insulation 17 Interior Lath/Drywall 13 Shear Panels/HD's 17 Interior Lath/Drywall 84 Rough Combo 13 Shear Panels/HD's 17 Interior Lath/Drywall 16 Insulation 17 Interior Lath/Drywall 84 Rough Combo 16 Insulation 84 Rough Combo 84 Rough Combo 14 Frame/Steel/Bolting/Welding 24 Rough/Topout 44 Rough/Ducts/Dampers 84 Rough Combo 84 Rough Combo 13 Shear Panels/HD's 15 Roof/Reroof 84 Rough Combo 83 Roof Sheathing/Ext Shear 13 Shear Panels/HD's 14 Frame/Steel/Bolting/Welding 13 Shear Panels/HD's 15 Roof/Reroof 15 Roof/Reroof 13 Shear Panels/HD's 13 ShearPanels/HD's 39 Final Electrical 11 Ftg/Foundation/Piers 31 Underground/Conduit-Wiring 21 Underground/Under Floor For: 8/31/2000 Inspector Assignment: DA NR DA AP DA ALL UNITS OK ON FRAME NS DA co DA 2ND , 3RD , 4TH UNIT ONLY CO DA BACK OF CARD 2ND UN!T ONLY NS DA AP DA GABLE ENDS ONLY CA DA PER MARK NR DA CA DA PERMARK NR DA AP DA GABLE ENDS 1 ST UNIT AP DA AP DA 2ND UNIT PARTYWALL AP DA 1ST UNIT 1ST & 2ND FLR AP DA GABLE ENDS OK NR DA CA DA AP DA GABLE TRUSS SHR OK NR DA AP DA 1ST UNIT ONLY WC DA AP DA 1 ST UNIT ONLY AP DA AT LID IN 1ST UNIT ONLY AP DA NR DA AP DA INT. SHR X 2 ONLY WC DA WC DA CO DA ON CARD/ 1ST FLOOR ONLY CA DA AP DA BACK SIDE ONLY WC DA NR DA CA JL AP DA BACK 1 ST & 2ND FLR ONLY OK TO ROCK WC DA NR DA AP DA CO DA NAILING --- AP DA 1ST FLR SHR NAILING@ L. R & FRT. WALL OK TO ROCK AP DA WEST & FRT WALL ONLY AP DA AP DA AP DA AP DA City of Carlsbad Bldg Inspection Request For: 6/5/2000 Permit# CB992151 'Inspector Assignment: DA --- Title: . CURTIS APARTMENTS Description: 4 UNIT$ 6176SF APT BLDG 1526SF GAR 160SF DECK Type: RESDNTL Sub Type: APT Phone: 7606347704 Job Address: 2912 LA COSTA AV Suite: Lot O Location: APPLICANT WITHERALL MARK Owner: Remarks: @ APT #1,3,4 Total Time: CD Description 14 Frame/Steel/Bolting/Welding 24 Rough/Topout 34 Rough Electric 44 Rough/Ducts/Dampers Associated PCRs lnsgection Histo!)'. Date Description 6/1/2000 84 Rough Combo 5/31/2000 84 Rough Combo 5/30/2000 13 Shear Panels/HD's 5/30/2000 15 Roof/Reroof 5/30/2000 84 Rough Combo 5/26/2000 83 Roof Sheathing/Ext Shear 5/23/2000 13 Shear Panels/HD's 5/2372000 14 Frame/Steel/Bolting/Welding 5/22/2000 13 Shear Panels/HD's 5/16/2000 15 Roof/Reroof 5/15/2000 15 Roof/Reroof 5/11/2000 13 Shear Panels/HD's 4/25/2000 13 Shear Panels/HD's 4/4/2000 39 Final Electrical 3/23/2000 11 Ftg/Foundation/Piers 3/23/2000 31 Underground/Conduit-Wiring Act Act co CA AP WC NR CA AP WC NR AP co AP AP AP AP · AP Inspector: rzb Requested By: MARK Entered By: ROBIN Comments lnsp Comments DA ON CARD/ 1 ST FLOOR ONLY DA DA BACK SIDE ONLY DA DA JL DA BACK 1 ST & 2ND FLR ONLY OK TO ROCK DA DA DA DA NAILING DA 1ST FLR SHR NAILING@ L. R & FRT. WALL OK TO ROCK DA WEST & FRT WALL ONLY DA DA DA .... ,.. -!, IJA.RRY F. FLETTER stRUCTURAL ENGINEER JOB NOA q C) ~( 0 SHT. NO. ·R,_ -I 9'10 W. San Marcos Blvd., Ste. 201 _________ -__ BY b\. f-f-. San Marcos, CA 92069 DATE C U5:..C. LL... 1~ ~ tJ 4 "-l 4 r:i ·~ ;;:.,.H-i.. H.J1 t. C:: .,,.......-------------------'''----~--) s .{, ( ....L '°}-LOD.~- 'l e_,.._ .. \") L ~-l 1."' to .. -e::; .J. \ 1, :.::. -LL -.;. ,, \~ ._ :.. - .::; J-r,,_. b... c.. \,J t» L-L. Lt ~ It.-4 _: o (Z. .,14 ; c. h...L. c. . Lh..i c. c:1 o \ ?.... :1:i. \ \ S'c, I '2. ~ I 2 . c; · ' . L --,-4 -1 -=-149 2- , I G::> , ' . V t,. tt:. i $ J.,h&,. /4.('~ (e., i:,,.J .-10 t'.:, O v,.) @ C;' . (A) I~ L(,.. , ,J 1\..t.., L t .. l,,::.. e:, ..J-'2 .c, -:: & *~ • . I' ·v-·z., t 491/ ~ l" \ '1,l:; ~ I· f.?.. & 4.·!h/\ C \C- '': l, --.. t·t r~A, J ,~LC L.1...'-.,..r::,,·w <~ '20 f I .HA~RY F. FLJ;:TTER STRUCTURAL ENGINEER 910 SAN MARCOS BLVD. SUITE 201 SAN MARCOS CA 92128 PH 760-7442218 FAX 760-7444112 I Rev: 504001 Title : WITHERALL APARTMENTS Dsgnr: HFF Date: Description.: 4-UNIT 2 STORY Scope: CALC. SKETCH General Timber Beam Description. NEW BEAM LINE C 1 ST FLOOR I General Information Section Name 4x14 Center Span 14.00 ft ..... Lu Beam Width 3.500 in Left Cantilever 1.50 ft ..... Lu Beam Depth 13.250 in Right Cantilever ft ..... Lu Member Type Sawn Douglas Fir -Larch, No.1 Fb Base Allow 1,000.0 psi Load Dur. Factor 1.250 FvAllow 95.0 psi Beam Ena Fixity Pin-Pin FcAllow 625.0 psi E 1,700.0 ksi I ur:-iform Loads Uniform Loads Over Full Span Center DL 102.00 #/ft LL 32.00 #/ft Left Cantilever DL 102.00 #/ft LL 32.00 #/ft Right Cantilever DL #/ft LL #/ft I P()ii'lt Loads Dead Load 1,262.0 lbs lbs lbs lbs lbs Live.Load 1,836.0lbs lbs lbs lbs lbs ... dist~nce -1.500ft 0.000 ft 0.000ft 0.000ft 0.000 ft Job# 900310 \2.. "2... I 0.00 ft 0.00 ft 0.00 ft I I lbs lbs 0.000 ft Summary I Beam Design OK Span= 14.00ft, Left Cant= 1.50ft, Beam Width = 3.500in x Depth = 13.25in, Ends are Pin-Pin Max Stress Ratio 0.860 : 1 Maximum Moment Allowable · Max. Positive Moment Max. Negative Moment Max @ Left Support Max@ Right Support Max. Mallow fb 562.17 psi Fb 1,250.00 psi. I Deflections ·center Span ... Deflection ... Location ... Length/Def! -4.8 k-ft 10.7 k-ft Maximum Shear* 1.5 Allowable 2.36 k-ft at 8.053 ft Shear: @Left @Right -2.01 k-ft at 0.000 ft -4.80k-ft 0.00k-ft 10.67 fv Fv Dead Load -0.040 in 7.743 ft 4,172.7 102.10 psi 118.79 psi . Total Load -0.064 in 7.496 ft 2,624.39 Reactions ... Left DL Right DL Camber: 2.27k 0.57k Left Cantilever ... Deflection ... Length/Def! Right Cantilever ... Deflection ... Length/Def! @Left @ Center @Right Max Max Dead Load 0.003 in 13,557.9 0.000 in 0.0 4.7 k 5.5 k 3.29k 0.79 k 0.004 in 0.060 in 0.000 in 4.58k 0.79k Total Load -0.029 in 1,260.9 0.000 in 0.0 I < • . H~RRY F. FLETT ER STRUCTURAL ENGINEER 910 SAN MARCOS BLVD. SUITE 201 SAN MARCOS CA 92128 PH 760-7442218 FAX 760-7444112 Title: WITHERALL APARTMENTS Dsgnr: HFF Date: Description : 4-UNIT 2 STORY scope: CALC. SKETCH I Rev: 504~1 . General Timber Beam Description NEW BEAM LINE C 1 ST FLOOR Job#900310 Page 2 I I Stress Cal~s I Bending Analysis Ck 29.908 Rb Cf 1.000 @Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction I Query Values 0.000 Sxx Max Moment 2.36 k-ft 4,80 k-ft 0.00 k-ft @ Left Support 4.73 k 39.873 in2 118.75 psi 4.58 k 0.79 k M, V, & D @ Specified Locations @ Center Span Location= 0.00 ft @ Right Cant. Location= 0.00 ft @ left Cant. Location= 0.00 ft 102.411 in3 Area 46.375 in2 Sxx Req'd 22.62 in3 46.06 in3 0.00 in3 @ Right Support 0.98 k 8.254 in2 118.75 psi Bearing Length Req'd Bearing Length Req'c! Moment -4.80k-ft O.OOk-ft -4.80k-ft Allowablefb 1,250.00 psi 1,250.00 psi 1,250.00 psi 2.094 in 0.362 in Shear 1.28 k 0,00 k 1.28 k Deflection 0.0000 in 0.0000 in 0.0000 in I HARRY F .. fLETTER STRUCTURAL ENGINEER .\..J .\ :C d ~ <Z. AV,.... 910 W. San Marcos Blvd., Ste. 201 ___________ _ San Marcos, CA 92069 E.. ~q.. ·s ·\l.L re. "'b ~'--o7 L 1-~ e.. 1~ ....r -; '2 1 j -A-/ , -~&:i/l, ''. )-.. '~ Q;L._, ·1 'i . ,¼ ~L-\... cw v.::. t::,.<X.:; x L 1 ? :::. '7 q fb , ' .. iZ._1:.'{, ~lfAC '"°1,:; t°'½."11 : ? .'14- JOB NO. t'1.D31 DSHT.NO. ]G-..\- BY T--~ DATE ·,l ., /<''~ f ( ' ·, . J.fl " ~ity of Carlsbad Bldg Inspection Request . ' \ \ '\ Permit# CB99~~ ~1' Title: CURTIS )·RARTMENTS For: 5/23/2000 Inspector Assignment: DA --- Description: 4 UNiTS 6176SF APT BLDG 1526SF GAR 160SF DECK } Type: RESDNTL Sub Type: APT Job Address: Suite: Location: 2912 LA COSTA AV Lot APPLICANT WITHERALL MARK Owner: Remarks: PARTIAL Total Time: CD Description 14 Frame/Steel/Bolting/Welding 0 Act Comments Phone: 7606347704 Inspector: 12ft: Requested By: MARK Entered By: ROBIN --13.-~'LT' ~ ~ h-?'----~---~-~-~-=c-;:_iBlt...,.....,.-n-~-e.--~'--(..,-7-- Associated PCRs lns1:1ection HistOQ!'. Date Description Act lnsp Comments 5/16/2000 15 Roof/Reroof AP DA 5/15/2000 15 Roof/Reroof co DA NAILING 5/11/2000 13 Shear Panels/HD's AP DA 1ST FLR SHR NAILING@ L. R & FRT. WALL OK TO ROCK 4/25/2000 13 Shear Panels/HD's AP DA WEST & FRT WALL ONLY 4/4/2000 39 Final Electrical AP DA 3/23/2000 11 Ftg/Foundation/Piers AP DA 3/23/2000 31 Underground/Conduit-Wiring AP DA 3/21/2000 21 Underground/Unde~ Floor AP DA 05/16/2000 0'3:42 6i'34417632 Ai,,,JHIHG MASTERS 7 1or PAGE 01 ., r l~"-".:'' .+----------·------4·-----·-----------------.. -·-··-·--~--....... ---1 Natio11al Evaluatio11 Service, Inc. Participating Members: ' saqc1 Public Safety ICBO evaluation Service, Inc, Teat!ng and :evaluation $ervlct11J, lnQ, H------·--------------·---·--~·-·-··--------·------------.;_--t -4051 Yve~t Flo!l!ll'l'rQOr ROQd 1'1~&0 W0~1Nn Mlfl Ralid 9-:lo Mo!'ltelalr ~0ad, Su!!!, A country CIUt> HIii,, lllri'i>tf 60470-5795 Whittier, C1llfom1a ~0001.-2289 Birmlngt,.-n, Allbarne 35213-120!1 . (708) 799-,Joe (5621 s;a.::i543 1200) 5119-EJasa ....,. __ • ___ , ______________________________ ......, _________ _,,J, 1,ATIONAL EVALUATION.REPORT ( '(tpyrighl@ 1997,NalianlJI EvAlul!trcrt 8&1Viat,S, i/'/t: MASTER SHIE.1..0 RIGID VJNYL SIOING . ,....... ..... .. MASTER SHIELO SUILt.'ltNG PROOOCTS 1201 NORTH SOWIE ORIVe WEATH!:RFORO, TEXAS 76CllllM,96 1.0 SUBJECT Master Shield Rigid Vlnvl Sldir,(J. 2.0 .~ROPERiY f:ORWHICI-I EVAl~llATION IS SOUGHT 2. ·J 6:(tericJ' Wall Covll1in9 2 .. 2 one-hour FlreresistaN,\il Ret~d Gol'l\\lruction 2,!! V\foa R~~11t2nco ~.o 0SSCRl'PTION 3.1 Gar,eral 1'he M~st~r Sh~d Rigid Vinyl S:ding ill lonned from a ()Olyvinyl chlorida compot,md axtn)ded throu~h a die into a clouble .s-incti {11!'7 mrn), dauble 4-inch (1ui mm), !riplu :).1tl•irr.h (85 mm) or $irttJle l\-inc.:h (203 mm> siding panel or trii:.,I9 4·-i11ct1 (1C1 mm} $rJfflt. Aeciesgory items fuml$'1&d 11,clud~ outs:de and ins11j11 comer po!:ilS, J,1,;har.11~1. door ca6ing, wlndow-.\lead f\asl1Jng, 1.mderslll, and ~offll trim, $t.Urter strip, aoffit und iascia panel. Accessory lt$m& arv al&¢ extruded, u11lng th~ 1a.11M polyvlrtyl chloride i::cmpouno u fonh0 sidil';g pane-rs, liS'lrJ. er~ U$t\d arounu c,paninga and to contain siding corner$. The p1ot:lucts ii.re appf'oveu plastics a1.slyMd a CC1 elass?ficatiol'\ (Cltsas1fit:Ation Is C1 11'1 areas. us111g th• SOCA NahOttl,I BtJildi119 Code}. Thct panels are avililable: in a va1iety -0t (;.Olors with mau..-hlng accessom1~:. Nails used to tsste1' the siding and acce:morios snail bl!I co•rosion rnistant roofing nalla, with O:l:?t:,•ir1ch-dwmeter (3.2 mm) iihank. 3/B-inoh c.lfamotsr {~Hi mrn) head ar,d Qf sufficient length to pen&tra-t& 1 ¼ lrtch (32 mm) into wan framing. Corrosion-ri.si$tant llti!PIH are permitted to be Ul:Ji:ld ln lieu of ,.,alla, provid$d tt111\• aru at IH&l No. 16 g.iu;ewltti :a minimum mu \pcl'\ {11.1 mm) crowo Wktttl ~r.d l'or,g 1,mough to penetrata a minimiJm of 1 !,; !nc:h t32 mm) Into the wall 1Yamlng. T!~ faslf!ne,s, nai!r. fJf :\iapie, $hall bEI installed 1hrougfi the cantor ~,, lh,~ naiiinti '<>!Ql!l a,: tM spaces lndlc:,tijd ior tha v~rlu11t @lf.!rr.~.,nr:~. fh .. ~ faatenara ar~ driven or'1':, ti.\r enougtl to t10:t1 1!u1 i~lernor,t$ in place, i Report No. NER-102 iR~i!.sued 0<1cember 1, 7Q~T leaving a mitilmum ~1ai-lnch {0.7$ mm) spaes betw11en the ia$l~n$r hcu1d and·ltlit mc:.e nftheivtnyl ntilng·rall, 11cr·at not to ra3trtct movement oue to e)iJ,ansion slid contractlcm. P~ntts $hall: ,,ot be forced Into transverH tension or compr•ssion during nailing. ; 3.2 Horizo.-ital 13-loot, Clapbo.iird Tt1e hori%0ti1all 13 lrl(:h (203. rnrnj clapbo11rd 1:1idi,g has no approximate exposure of a ln(lho, a butt tWdlneN of appro,clmulely :i.14 lneh (19.1 mlft), and Is ITl!ilm.Qctured lo :engthr; up to 12 fa,i,t a inchit~ (3.81 m1. Th• thlckns11 of t!Mt a:,,,posecl por1Jon of tht $idir,g 1, • nominul o.045 lr1Ch (1.14 'Tlmj. The unit slrnulates a cu:,;sri face beveled siding, having is continuou9, locking lip alo,,~ n, butt edge to engage the ;,recet.f'ing unt, &elHl!gnment ,oct, un<it1r the naiMng flange. ThG nailtig 111U1ge I! c:ontlnUCYS o., &acn urwt and la punched along Its center wlln 1.2·11Wh-lorl!) (30 lffll) slots spaced 1 ,g inchen (46 mm) ·~n center. One and of each panel la slotted s:ir1d r;lipped 1 i~ch to permit th~ panels to be tappBd and allow for axp1nsloo arid contrac:tlpn, 3.3 .Horl%ontal or Vertical Sld!ftO The slding1'1'11re of clapboard, O~lap, or vi,rtical oe1Jign& combin~ ~ $-4nch (12 'f mm), pr lhrile 31,':'.-ir,c;h (85 mm) sitting m•unt,ers ln a slngt11 pi,nal wlth...an ~pos.urG ot .. -'PPfOXlmatQly 1 O lncl1a& \254 rnn}, The pal'\~is have elthair an approxlrr.11te 11::-inch (12,7 rtlm) cr31o1-inch.thlci( (19.1 , mnl) butt dimen~lon and are av1ilable In l&ng:l'rll up to 12 feot 6 lnehe4 (3.81 m). Th• t~lcknesa of the expoHd porllons of the PQnel& is e norninal 0.040 to 0,046 ll'lch .... (+0.004 i,ichf-0.002 Inch) {1.02 mm (-J0.10 rnm/0.06 mm)). A hooking l;p, sell~alignmonl loek1 sndnallit1Q·tlange1 siml!ar irt dtisign to that ,~ritalned on tte harizonil!lt S.litch (203 rnm} clapboard, a10-provided ()n ~ lower arid upper sdgea of~1pao01. . 3.-4 Double A,Jnoh Siding Tha double 4-lnct1 i102 rnm) s1d!Ms·are oi ~ither clapboord or Dutchlap r.ot·izciit~,, detl.~M combining tw<, 4-inci'I (\02 rnm} ~ding members in a single p~nelw.,., a tolal ex~O!.lUt~ of approxlmat'11Y 6 inches (200 mm}. The panels haw either al"\ approxlmate 112--inch -4>r 3.'<I· ineMhick (12.,7 mm or 19.1 mm} b(.Jtt dlmenMOn and are available In lengths up to 12 fe,et 8 il!lchee (3.61 m). Tha thlcknGu of the ei<posect portton& of the paru,I& la li no!hlnal 0.040 to 0,045 iru::i {+0.004 lnc:N-0.0I)2 i11eh} ('1.14 ~rn (t-0.1 O mm/-0.06 mm)}, A hooking Hp, 1181f..aUgnmem loci4, and n111~ng 1laiiye, i,lmil..:r · In rleslgn to that contairf;}d on lho horl:co,,tal t\-1nch (W3 mm) clapboau'd, are p;-011\dad on Ahe low~ .md upp~r e~ of each panel. ---------·---------~--------------------..... --------i Tit~: rep,m is limltlllf t11 ihtr .i,r·,.:t,~f/Ic prndiwt !l.'1d dal,1 ,wd /c?SI TCfl()l"/S sll./mutte,t by Jilt f.lP!lliC'<Jnt In it~ applicatio11 r-.>gu~·li11g tlw re;Km. No !111:k,,1ttndtlll ,~.~ft w1.rc p1nj'ornied /rt tfl(: Natt.a11al Evo/11ti.tio11 s,·, .. ·ire. fr.<'. INir~\ tWJ NF.S .tp1:cijk'a/ly twc.~ t!Cf mokl: {(rlJ w<.rrt111ty, t/lhcr txpNssed of lrll{}ilira; '1,f t!I an,, fl11dlnt (JI' llth,•i 11tt1/fu /n-rhJ.t ,·1.-pn1, or a:J ti", any Pl'<''··l1u:rwY<'l·~d by I,';,. r~·parr. 1l'us dudaimer /Ju;Judes, but Is /WI llmi11!d 1,1, 11ierch,111mbillry. IYlis rtport i.~ ,>J:.•c ,w/ijt<:t f<' 1/le. Jbt11w/.,n t:.:r,!r1 ltt!tCi,,;, __ _,,,, ____ ._,,....,._, __ _... _________ ..,._,n_•_,...., __ , ______ • __ ..,..._.... __ ___, Pao• 1 of 3 J -----------------------------------------------------·---------------------------------------------------- 05/16/2000 09:42 6194417632 AWNING MASTERS PAGE 02 _R_e,._o_tt_N_Q,_. N_ER_-1_0_2 ________ ······•···---·-·-------------·-------------P..:;;a:.:::g~e..;;2;..;o:,:f.:;3 .o tN.STALLATION B.A· Un)te~ States Tost(ng Ccmpa~y, Inc., prepared report 4.1 011'neral of 1gr11tlon µropertiee conduo:.1ed frt accordance with ihe procadwea ot AIJTM D19l9; Report No, 090492- Th~ Master Shield v!r1yi tiorlt.c;itaJ sidings ~&all bie :r,stelled e, datfl~ November 14. 1980.\ · on the ~xterior surface of ~x!elior walls of b1.1ilding~ and ~11 uotur&s. ·rhe siding .,hall be applied over an approved 8.6 Architectural Testing Inc., prbpered raport of ·.,,;nyl- mul~ble, ~1111 backing ,1utac1t and Yttect,ed tc th6 sncture tiklirig p¢omr.irtoe test condl¢ted In accordance with by ccrrcs1orH'ei11i~tanf nails or ouffl~ie,~t !1J11gth to o~!'letrllte ASTM D2~·93a {imP,act 3lre'9th), CB38a90 (tensile the framing t, minimum ·1 ¼ inch c:,2 mrn) or uaples in 5(r~ngt~1 and modulus of! elailiclly), 06~85 accorr.t\11,.:;~ with !Ii!! lr1ilallatlon rem:i1er.-,~;,t!l stated in {defleClion•t&mi:ierature undler lead), 036'ttM18 Sm::tion 7 .o of t11ir; r~po1t The sioing ~Mall be al!~r.:t1e<! to (waipage, heat .shrinkage, lmRact ntsIstanc1;t), D698- wood ft.;rring alrlps ultsched to lh& bauki'l1 surface when 91 (coeffloient of linear expansion}: Report No. ATl- the backlog surlace is r\On;Iall11ble or uneven. V-.lhere both 818496, dated March 4, 19971 siding .,ind eoffit paoals ate lnslai!ed, the $1,ttH panel$ shall be !i,suilled prior to uie Installation of the fini!!h trim fQr tt1e ~!ding. The n.idable beckin~ surfaces over w11lch Mast•?, Shl<l'ld r101izonta1 sidings are installed shal; 00 an .appm'vf:1{! llolid, rigid material Whh:J1 is .p:umb, strulgl1t tJn'1 tt·ien. 'rhe bacUtl'J surface 9hall bP. i;;apablfl <.lf $Upp01timz lhe loads · impotied by t11e·ii<iing, -Wl1erm wood furring $ttiJ:s an, u$19d on existing surlnct~ Wl1i<:h are ,;nevef1 (Jr of .n~iri-m,il;,blo construction, tr.~ !\ming striPG si:ali t,9 of rum\iMI h3 in. (Z0:<66 mm) s/Zij and adequatf.lly fa.ste.11ed lo tf1e ~x~._ting substrata to reeillot loads transferred by th~ siding, f!uning for 11011.:ontul siding shall be h1stall&d -.·,:irtil..\affv at a mwcl~ mum 16 ,ri. (40$ mm) on cenlar ,pacing, a:1ci for verti~~~I ~hJln.~ 't shall be ln-it.,tled horit~ntaJIY. wiin a rna)(ir.-llHn ·1,? !r. (..,ae mm} on c1mter $fi.ac1og ne aomt pimP.ls are in~~allect ov~r opari ut clcuJd r.afier condition~ f!nd porch ,.-;e1J1ngs ,V'{her11 th~ 1e1:g~h of the ooffit penal 1:1:<ceeds ·12 ii'!, (306rnri1, m open raRGr 1;;stallation, ttiey shall be attached to wcc,1 fumrig strios ,in$lallerJ. at a 1naxi01um 1:;: fn, (305·nrrij on center-~pacin!;J. Vantilat!:'\1 ;,offit panell! used to provide Vollntilation of ~\tt~ and l,l'rt(:los.ed ri11ler ipaces sh~II be located around the p1trimei1!t of tile structure or space. oa3ed u11 lh1;1 localiont? of cthar means of '-'"ritilation P,l"vvided ~n~ .111e gemnetry of th~ s;;:a:::e bel:1g i,,mt1lalad. Wher11t the s1d1l"!J Pilnel111 butt agtt!nat window or door iiim or corn~r acce&!!'11'1e$, .1pp1oxirnat,o/y 1/.e-inch ,;learatlC~ i:. to b~ pr~·1idet.l !o per(!lit .expansion (m,:J contraction :n ueo-G' 'mtm:tJ1 .at~ttfl i::~:biet:~ to free.zing 11.lmporaltJr~A., ;ita-lnch t9.5 rnm; ciearance i:s require,t 4.2 Flrsti,,i$tlvo Cori,trm~tion T!1$! t,i~u ig, wh>!n lm.ilalled. '?''~r A code complyln•;r ono hou·r l;ti;ra:;ishtnctl :ated'wall, will rm1 atfer;t 11,a -Jti1ig;1~ct hourly raung ot :tie w.iu. · 6.6 Architec:tu,eil Testing Inc., p~pared report of struc- tural load t,ie-a( condu<.tled In *ordance with AA.MA· 140.2,86; Rer.oiu No\\. A'r1·7'D52, datfJd March 21: 1990 -111nd AT -10895, datad si.ptemt>er 25, 1i92. 8.7 Testtng Consultant&, preparedireport of un,.liour ffl'c well ccnd1;1cted In 11ccordarte with··ASTM E119 (U.S.C. Standard No,.43-1), ditlf<l,.Ju;y.1., 1~1 ... 6.8 DSITT U!bQJ·al«ias lnc:.,report on ol.ltdoor weathering in Arizona. . . 8.9 Soutll Florida Tast Sorvlc~ report 0n outdoor weatherlng, in l-lot1de. G,10 Ali:,11;:l'J<,m tlf01'th America ln(l., report on ould00r weathering New Jersey, · 6,·11 RADCO T&1t Report Number ~A0 .. 1859, datl3d April 1997 cundUcted in acc0rclance!With ASTM O-S208-S6 6.12 RADCO Teat Report Number ~Ab· i a.55, dated Aprll 1997 condllcied In ac:cordi;inca1with ASTM 03679-94 · for surlac~ distortion. 6.13 RADCO feist R"'fX)rt Numb!ir AA0-1ae;o, dated M_ay 1997 conducted in accordance l(iilh ASTh1 0·:5206•96, 7.0 COtJOiTIONS Of US! Ti'le N~tfrmai Evaluafa:in Sel'\'lce C.ommittee 1inds tnat the Mmuter S/'1ie!d Rf11)d \/1nyl Siding aa d,scril.:iad in !r,is report, cornpli~JJ with the BOCA NBtio119f 81.ifrJ/ng Ccd~/19!18, lh'4t 1997 ,StMd8rd tJufhiing Coda. th& 11994 Uniimm Sui/ding Godfl with tllu 199e Accumt,laUvt, ,Supphlme11t and the 1905 CABO One and rwo F~mi/J' 0,1'1/llrig Coda subject to 1111;; following conditlona: • •• \ .. ,. h, ....... • • ~ •• ' ... ... • ' 5 0 IOfNTtF!CA TION 7.1 In jurisdictions enforcing tha U~1form 81.1ilr.Jing C(l(1e, installali~lll shall comply with .Seeiion 1"404 ot ihe <,;ode. Sldlng is r/mited to buil~ltl!Js of Typa V con- .1muctlon and to i'>1.Jildlng.s charscterlzad in Tabl& 2, 6 E:aoh ~arto~ o1 Mai;tar Shleld sirJing and ,l<;(:'i/~lir;r:es i:t ili~_nt~:m! with the prcouct name, the Ol:\!i·,cr 1\.Til1;t.2r -Shield Bu1ld1ng Products Cc.; t1 statemf:lnt !h<it !lie sic:ng i:i. in C!)n1Pllanc&. with Al.iT?-4 03679, tt-,e marJ,h,g "Confcrmt-!o USC Stancard ·J+2 and Nat!ollal E•lalualicm ServiCP. Report No. NER-102. · EVIDENCE S.U8Ml1fEP i .i In 1~1r1adlct!o111~ enfo~in9 tt\a SlandW'"CI Building Code, Ma:jter Shield rigid ·,hyf siding sh~II be limited to in:slallalion on b~ifdlh\jll ot Type Vl Cot1structfcin. :.3 In jl:rh,d.ietil;ns enforcing the BOCA National Sui/dlr1g C¢dff, Master Shield rigid vinyl !lidir:g shall be llrnited ;~ \... . .'.i $.1 I 6.2 to installation on buildlng& ;,1f TW)e 5 co11a1ruction. -¥ Sictirv;. ~tail! be limi~~d to extiiricr wiiill$ with soilct she3tt11n9 covered Yllth a weath111r-reslstili"e bafrier a!. · requir~o by U,e .applic::.ib~ OOQEII !. !nstallatron: T .5.1 Moster St,ield Mm:ont:.1 and vertical siding~ ·\.__} ~nlJ oofllts :ina11 be installed i11 accordance viitn tha mstnlctlons lillt'.-d 'VSI Rigid Vin)'! Siding App:lcation lnstructlons·., elated 1994 and ~ubjact to thli ftmlta- 11or•3 stat~d 111 this ra.Qort. · City of Carlsbad Bldg Inspection Request For: 3/21/2000 Permit# CB992151 Inspector Assignment: ~ Title: CURTIS APARTMENTS Description: 4 UNITS 6176SF APT BLDG 1526SF GAR 160SF DECK Txpe:RESDNTL Sub Type: APT Job Address: 2912 LA COSTA AV Suite: Lot Location: APPLICANT WITHERALL MARK Owner: Remarks: Total Time: CD Description 21 Underground/Under Floor Associated PCRs Inspection History Date Description 0 µ_ Comments Act lnsp Comments Phone: 7606347704 Inspector: "'I2Pr: Requested By: MARK Entered By: ROBIN EAST COUNTY TESTING & LAB 10925 HARTLEY ROAD, SUITE I SANTEE, CALIFORNIA 92071 (619) 258-7901 Fax 258-7902 March 4, 20 0-0 Mark Witherall Construction 7172 Obelisco Circle Carlsbad, California 92009 Subject: Project No. 99-1147ffl(Cl Foundation Inspection, Proposed 4~Unit Residential Building Site North Side of La Costa Avehue, Approximately 150' East of Gibraltar-Street, City.of Carlsbad, California. References: "SEE ATTACHED" Dear Mr. Witherall: In accordance with your request, we have inspected the foundation excavations for the proposed 4-unit residential building at the ~mbj ect site. - The footings have been excavated with the proper width and depth into competent bearing soils and are in accordance with the referenced soils investigation update report (Reference No. 2) and the approved building plans. Soil expansion characte·ristics and soil bearing capacity are in accordance with the referenced soils report (Reference No. 2). If we can be of further assistance, please do not.hesitate to contact our office. ' Respectfully Submitted, Mamadou Saliou Diallo, P.E. RCE 54071 MSD/md .. WITHERALL PROJECT NO. 99-1147Hl(C) REFERENCES ~:"Report of Field Density-Tests, Proposed 4-Unit Residential Building Site, North Side of La Costa Avenue, Appi;-oximately 150' East of Gibraltar Street, City of Carlsbad, California", Project ~o. 991147Hl(B), Prepared by East County Testing & Lab, Dated July 25, 19.99. 2:"Report of Soils Investigation Update, Propo$ed 4-Unit Residential Building Site(Curtis Apartments), North Side of La Costa Avenue, Approximately 150' East of Gibraltar Street, City of Carlsbad, California", Project No. 99-1147Hl, Prepared by East County Testing & Lab, Dated April 14, 1999. 2 CIIY Of Carlsbad · Final Building Inspection 1 _r :~:::-:.-~_ Dept: Building ,Engineering Planning CMWD St Lite Fire ,-~ ,,_, '--. ~~ Date: ~·-Plan Check #: Permit#: CB992151 Permit Type: RESDNTL Project Name: CURTIS APARTMENTS Sub Type: APT 4 UNITS 6176SF APT BLDG 1526SF GAR 160SF DECK Address: 2912 LA COSTA AV Lot: 0 Contact Person: MARK Phone: 7606353835 Water Dist: CA Sewer Dist: LC I• I 1111111 I I I I I I I I I I as al 11 I I I I I I I I I al al I I I I I I 11 I I I 11 I I I I I I I al I I I I I 11III1111 I al I I I 11 I I I I I I I al I I I II 11 I 11111 I I 11 I I I I I I I a I 11 ~II I I I I a I I I I I I I I 11111 I I I I I I I I I a I a 1 Inspected tj?;efl Date . -z/JU/1)1 By: Inspected: Approved: (/ Disapproved: __ . Inspected Date By: Inspected: Approved: Disapproved: __ Inspected Date By: Inspected: Approved: Disapproved:_. __ !••••···············································••!•··································································································· Comments: _____________ --'-________ ..___ __________ _ ,; EsGil Corporation 1.n Partners/i.ip Wit/i. {jovemment for '13uifaing Safetg DATE: June 18, 1999 JURISDICTION: Carlsbad PLAN CHECK NO.: 99-2151 :PROJ!=CT ADDRESS: La Costa Ave. PROJECT NAM!=: 4-Plex Apartment for Curtis SET:Hl Cl PLAN REVIEWER CJ FILE cg) 1he 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 rnin9·r deficiencies identified below are resolved ahd checked by building department staff. D The 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 l_ist 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 listis enclosed for the juris~iction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: [g] Esgil Corporation staff did not advise the applicant that the plan check has been 'completed. D Esgil Corporation staff did ~dvise the applicant that the plan check has been completed. n Person contacted: Date contacted: (by: ) Mail Telephone Fax In Person ~ REMARKS: Previously PC 99-59. By: Ku:tt Culver Esgil Corporation D GA D MB D EJ D PC Telephone#: Fax#: Enclosures: 6/17/99 trlismtLdot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 C ,. EsGH Corporation 2n Partnersliip witfi (jovemment for '13uiti£ing Safety DATE: June 10; 1999 JURISDICTION: Carlsbad · PLAN CHECK NO.: PC 99-59 .PROJECT ADDRESS: La Costa Ave. PROJECT NAME: 4-Plex Apartment for Curtis s1=r: 11 ~T ~ 0 PLAN Rl;:VIEWER 0 FILE D The plans transmitted herewith have been corrected where necessary and substantially comply with .the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. cg] The check list transmitted herewith is for your information. The plans are b~ing 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. cg] The applicant's copy of the check list has been sent to: Mark Witherall 7172 Obelisco Circle Carlsbad 92009 ~ Esgil Corporation staff did not advise the applicant tbat 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: K-q.rt Culver Enclosures:. Esgil Corporation D GA D MB D EJ [] PC 6/4/99 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (619) 560-1468 + Fax (619)560-1576 Carlsbad PC 99-59 II .Ju11e 10, 1999 . RECHECK PLAN CORRECtlON LIST JURISDICTION: Carlsbad PROJECT ADDRESS: La Costa Ave. · bA tE PLAN RECEIVED BY ESGIL CORPORATION: 6/4/99 REVIEWED BY: Kurt Culver FOREWORD (PLEASE READ): PLAN CHECK NO.: PC 99-59 SET: II DATE RECHECK COMPLETED: June 10, 1999 . This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing ·Code, Uniform Mechanical Code, ~ational 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.dted codes and regulations. Per SE?c. 106.4.3, 1994 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. A. Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial. prbjects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 2075 Las Palmas Drive, Carlsbad, CA 92009, (760) 438-1161. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments . . 2. Bring one corrected set of plans and calculations/reports to E;sGil Corporation, 9320 Chesapeake Drive, S1.:1ite 208, San Diego, CA 92123, (619) 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. B. 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. ,· Carlsbad PC· 99-59 II June 10, 1999 . C. The following items have not been resolved from the previous plan reviews. The originai correction number has been given for your :reference. Please contact me if you have any questions regarding these items. D. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? DYes DNo 1. The plans which were resubmitted no longer had the seal/signature of th.e engineer. Make sure this is on the final set. 4. At the sideyards, the eave overhangs must have stucco'>soffifs (or equivalent). 5-. Please revise the "Building Code Data" on the cover sheet to show that the Type of Construction is "V-1 hour." 9. On sheet 5, ·show that the one-hour exterior walls extend all the way up through the attic area (at the gable ends at the left side of the cross section). 37. The report requires the footings to be 24" deep. Why isn't this shown on sheet S-1? 38. Please provide the letter from the soils engineer, indicating that they have reviewed the blueprints. Plumbing/Mechanical/Electrical Corrections 1. All horizontal feeders in multiple-occupancy, combustible frame dwellings shall be installed underground or outside the building unless otherwise approved. (City Policy 84-37) Please note so on the plans. ·2. Include the following information on the electrical single line diagram: a) . Specify the available Utility fault current at the service, b) The AIC rating of the service feeder overcurrent devices, and describe c). The method of handling the fault current: series rated, fully rated, or current limiting. d) Grounding and bonding details e) Feeder overcurrent-device sizing ~md feeder conductor sizing: 3. Provide Subpanel locations. 4. Provide dryer vent to outside. The maximum length is 14 feet with two 90-degree elbows. Several of the ducts are well over fourteen feet. UMC, Section 504.3.2 Carlsbad PC 99-59 II June 10, 1999 5. Provide a minimum of 100 square inches of ventilation opening into closet containing a clothes dryer. (For make up air) UMC, Section 908.2 6. · The water heater in Apartment 3 is inaccessible. Please revise location or show how it is accessible. 7. How is combustion air provided for the FAU and water heaters in Apartments 1 and 2? 8. · For the applia·nces with combustion airfrom the attic, detail how the outside air (attic) is kept from the interior (conditioned) air. (Weather-stripped doors, insulated walls) 9. Note or show on the plans that the closet containing. the FAU's shall be a minimum of 12" wider than the equipment itself. 10. The gas line sizing on the isometric reduces in size from 2" to 1 ½" and from 1 ½" to 1 ¼" too soon. If you have any questions, please contact Kurt Culver of Esgil Corporation at (619) 560-1468. Tnank you. EsGll Corporation 'l.n Partners/i.ip wit/i. (Jove.mme.nt for '13uiUing Safe.tg DATE: April 29, 1999 JURISDICTION: Carlsbad D APPLICANT ~ D PLAN REVIEWER D FILE PLAN CHECK NO.: PC 99-59 PROJECTADDRESS: La Costa Ave. SET:I PROJECT NAME: 4-Plex Apartment for Curds 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 when minor deficiencies identified below are resolved and checked by building department staff. The plans. transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact perso11. · The applicant's copy of the check ·1ist has been sent to: Mark Witherall 7172 Obelisco Circle Carlsbad 92009 Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone#: Date contacted: (by: ) Fax #: Mail . Telephone D REMARKS: Fax In Person By: Kurt Culver Esgil Corporation D GA D MB D EJ D PC 4/19/99 Enclosures: trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (619) 560-1468 + Fax (619) 560-1576 Carlsbad PC 99-59 April 29~ 199,9 PLAN Rf:VIEW CORRECTION LIST MULTl~FAMIL Y PLAN CHECK NO.: PC 99-59 OCCUPANCY: R-1/tJ-1 TYPE OF CONSTRUCTION: V-N ALLOWABLE FLOOR AREA: 6000 (basic) . SPRINKLERS?: ? REMARKS: DATE PLANS RECEIVED BY JURISDICTION: 4/16/99 DATE INITIAL PLAN REVIEW , :COMPLETED: April 29, 1999 FOREWORD (PLEASE READ): JURISDICTION: Carlsbad USE: -Apts. / Garage ACTUAL AREA: 7862 STORIES: 2 HEIGHT: -23' . OCCUPANT LOAD: -30 DATE PLANS RECEIVED BY ESGIL CORPORATION: 4/19/99 PLAN REVIEWER: Kurt Culver 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 BuildiAg 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 Title 24 and the following model codes: 1994 USC {effective 12/28/95), 1994 UPC (effective12/28/95), 1994 UMC (effective 2/23/96) and 1993 NEG (effective 12/28/95). · The above regulations apply to residential construction, regardless of the code editions adopted by ordinance. · · The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1994 Uniform Building Code, the· approval of the plans does not permit the violation of any state, county or city law. · To speed lip the recheck process, please note on this list (or a copy) where each co.rrection 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. LIST NO. 16, R-1 GENERAL WITHOUT ENERGY OR POLICY SUPPLEMENTS (1994 UBC) r1forw.dot Carlsbad PC 99-59 April 29, 1999 • PLANS- 1. Please make all corrections on the original tracings and submit two new sets of prints, to: Esgil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, California 92123, (619) 560-1468. 2. Provide a statement on the Title Sheet of the plans that this project shall comply with Title 24 and the 1994 USC, UMC and UPC and the 1993 NEC. 3. Provide a Building Code Data Legend on the Title Sheet. Include. the following code information for each building proposed: Occupancy Group Desoription of Use Type of Construction_ Sprinklers: Yes or No Stories Height Floor Area • LOCATION ON PROPERTY 4. Combustible projections located where openings are required to be protected shall be heavy timber or one-hour construction. Section 705. • FIRE-RESISTIVE CONSTRUCTION . 5. Group R, Division 1 occupancies more than two stories in height, or having more than 3,000 sq. ft. of floor area above the first story shall be not less than one-hour fire-resistive constructicm throughout except as "provided in Section 601.5.2.2. Section 310.2.2. 6. Walls and floors separating dwelling units in the same building shall be of not less than one-hour fire-resistive construction. Section 310.2.2. a) Provide details to show complying one-hour fire-resistive construction. 7. Detail and reference 1.0.8.0. number or other approval for horizontal fire assembly using trusses. Item ~1-1.1 in Table 7-C requires 1 layers of 5/8" Type X gypsum wallboard at the bottqm chords of trusses. Section 704.2.8. 8. Similarly, the ICBO approval for the TJi's.generally requires two layers of drywall. 9. Fire-resistive exterior wall construction shall be maintained through attic areas or other areas containing concealed spaces. Section 709.3.1. Carlsbad PC 99-59 April 29, 1999 10. Detail how fire-resistive wall and ceiling protection will be maintained at all duct penetrations such as at bathroom and kitchen hood fans, laundry room fans and · dryer vents. Sections 709, 710. 11. Fire dampers shall be installed per Section 713.11 at all ducted or unducted air openings at penetrations of: a) Ceilings of fire-resistive floor-ceiling assemblies or roof-ceiling assemblies. 12. Provide a note on the plans stating: "Penetrations of fire-resistive walls, floor-- ceilings and roof-ceilings shall be protected as required .in UBC Sections 709 and 710." ·13. Structural members such c;iS beams supporting more than one floor or roof must be individually fire. protected. (Section 704.2.6) Detail required protection. •. OCCUPANCY SEPARATION 14. Provide a full one-hour occupancy separation between R-1 and U-1 or S1 (U-1 up to 3,000 sq. ft.) occupancies. Fire protection on only the garage side applies only to R-3/U1 occupancy separations, not RHU1 occupancy separations. Table 3-B and Section 302.4. 15. Structural members supporting an occup<?ncy separation must have the same fire-resistive rating as the separation. Section 302.2. 16. Provide one-hour fire-resistive door assemblies in the one-hour occupancy separation. Section 302.3. 17. Detail on the plans the required fire-rated shafts for the water heater flues, etc., in the garages. • SOUND TRANSMISSION 18. Wa# and floor/ceiling assemblies separating dwelling units from each other and from common space (such as corridors, laundry rooms, common garages, service areas, etc.) must have a listed rating of STC 50 and IIC 50. Show the location of and provide details of the listed waU and floor/ceiling assemblies, and indicate the listing agency and listing number for the tested ratings. 19. Detail on the plans how the loyVer ·1evel fireplace flue will pass through the upper level's unit, while maintaining the required sound/fire separation. Carlsbad PC 99-59 April 29·, 1999 20. The Title Sheet or Site Plan should clearly indicate if any portion of the project is in a noise critical area (CNEL contours of 60 dB) as shown on the City or County's General Plan. If no portion of the project is within a noise critical area, provide a note on the Title Sheet stating: "This project is not within a noise critical area (CNEL contour of 60 dB) as shown on the General Plan". • EXITS 21. Specify on the plans the widths of all stairs. 22. Enclosed usable space under interior or exterior stairways should be protected on the enclosed side as required for one-hour fire-resistive construction. Show 2 x @ 16" o.c. nailers. Section 1006.12. 23. Provide details of winding stairway: a) Minimum tread is six .inches at any point and a min_imum nine inches at a point twelve inches from where the treads are narrowest. b) Maximum rise is eight inches. c) Minimum width is thirty-six inches. Section 1006.4. • R-1 GENERAL OCCUPANCY REQUIREMENTS 24. There is a room at the top of the stairs in Apartment 1: The window there is too small. 25. Draft stops shall be installed in floor-ceilings; attics, mansards and similar concealed spaces and shall be above and in line with ·walls separating units from each other and from other uses. Section 708.3.1.1.2. 26. Note that the discharge point for exhaust air will be at least 3 feet from any opening which allows air entry into occupied portions of the building. Section 1203.3. 27. Show locations of permanently wired smoke detectors with battery backup: a) Inside each bedroom. b) C.entrally located in corridor or area giving access to sleeping rooms. c) On each story. d) When sleeping rooms are upstairs; at the upper level in close proximity to the stair. e) In rooms adjacent to hallways serving bedrooms, when such rooms have a ceiling height 24 inche_s. or more above the ceiling height in the hallway. NOTE: Detectors shall sound an alarm audible in all sleeping areas of the unit. Section 310.9.1. Cadsbad PC 99-59 Apdl29, 1999 28. Glazing in. the following locations should be of safety glazing material in accordance with Section 2406.4 (see exceptions): a) Fixed or operable panels adjacent to a door where the nearest exposed edge of the glazing is within a. 24-inch arc of either vertical edge of the door in a closed position and where the bottom exposed edge of the glazing is less than 60 inches ~bove the walking surface. THIS APPLIES TO QUITE A FEW.WINDOWS. 29. Guardrails· (Section 509.1 ): a) Shall be detailed showing adequacy of connections to resist the horizontal force prescribed in Table 16-8. • ROOFS AND DECKS 30. Specify minimum 1/4 inch per foot slope for decks and .balconies. Section 1402.3. 31. Specify on the plans the following informat_ion for the DECK materials, per Section 106.3.3: a) Manufacturer's name. b) Product name/number. c) IGBO approval number, or equal. 32. -Show attic ventilation. Minimum vent area is 1/150 of attic area or 1/300 of attic · area if at least 50 percent of the required ver,it is at least 3 feet above eave or cornice vents. Section 1505.3. 33. Show location of attic access with a minimum size of 22"x30", unless the maximum vertical headroom height in the attic is less than 30." Access must be provided to each separated attic area, shall be located in a hallway or other readily accessible location and 30''. headroom clearance is required above the opening. Section 1505.1. • FOUNDATION 34. The 1989 soils report is referenced in the 1999 report by "East County Testing & Lab," but this 1999 report does not state that the new firm is now to be the soils engineer of record. To do this, the report must state that the 1989 report was reviewed and that all findin.gs th~rein have. been agreed to. 35. As a supplement to the above, the 1989 report provided specific recommendations for things such as caissons, etc.: Please clarify why the 1999 report just ignores those previous recommendations. Carlsbad PC 99-59 April 29, 1999 36. Investigate the potential for seismically induced soil liquefaction and soil instability in seismic zones 3 and 4. Section 1804.5. THIS IS NOT ADDRESSED IN EITHER REPORT. 37. On page 2 of the 1999 report, it states that the footings must be 18" deep (as shown on the plans). Near the bottom of that page, though, it states that a depth of 24" is required to achieve the 1800 psf allowable soil bearing value. 38. 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 soil report are properly incorporated into the plans. (required by the soil report). 39. Show size, embedment and location of holo down anchors on foundation plan. Section 106.3.3. 40. . The footing below the garage header next to Apartment 3 appears to be undersized. 41. 42. 43. 44. 45. 46. 47. • FRAMING Per UBC Section 106.3.4.1 (second paragraph), please provide evidence that the engineer of record (Flatter) has reviewed the truss calculations. Per UBC Section 2343.6, provide the following note on the plans if trusses are used: "Each truss shall be legibly branded, marked or otherwise have permanently affixed thereto the following information located within 2 feet of the center of the span on the face of the bottom chord: a) Identity of the company manufacturing the truss. b) Tlie desi~n load. c) The spacing of the trusses." · Please provide table excerpts, etc. to show how the sizes of the T Jl's were sel.ected (21 '?). On sheet 7, show drag straps on Line 2 at the 4x14's (to drag ·Iaterat ·toads over- to the area where th.e shear walls are on Line 1.1 ). On sheet 7, specify the beam sizes at the deck area. Please clarify how lateral loads are resisted at the deck area. On sheet 8, girder trusses are shown coming together at Line C. THERE IS NO SUPPORT BELOW THAT REACTION POINT. Carlsbad PC 99-59 April 29, 1999 48. Calculations were submitted for the basic roof trusses, but nothing for the-girder trusses. Please provide them. 49. Sheet 8 shows that the basic roof.trusses are to "cantilever" beyond a bearing wall. The truss calculations provided, though, don't show this. 50. Regarding the structural calculations: a) Sheet 1 a designs RB-4: Where is this beam shown on the plans? b) · The typical headers on sheet 2, etc. assume a "stacked" wall condition. Based on the. window locatlons shown on the exterior elevations, though, there may be some point loads on the floor headers. Please investigate. c) Sheet 9 provide the design for FB-5: Where is this beam shown on the plans? d). Sheet 14 calls for a beam depth of 21" which isn't shown on the plans. e) On sheet S-13, the ·lateral loads are all taken out to Line 3: To do this, the horizontal diaphragm must be shown to be capable of transferring that high shear stress. Please·investigate. • MECHANICAL (UNIFORM MECHANICAL CODE) 51. Show the size (BTU'$), location and type of all heating and cooling appliances or systems. IT APPEARS THAT THE FAU/WATER HEATER FOR APARTMENT 3 IS IN THE GARAGE THAT OPENS TO THE STAIRWELL OF APARTMENT 4?? PLEASE JUSTIFY THIS. 52. Note on the plans that approved spark arrestors· shall be installed on all chimneys. USC, Section 3102.3.8. • PLUMBING ,(UNIFORM' PLUMBING CODE) -53. Provide complete drain, waste and vent plans. 54. Provide complete water line sizing calculations. Show pressure, fixture units, GPM and maximum developed length. 55. Provide complete gas line sizing calctJlations. Show total CFH input and maximum developed length. Show all equipment. Carlsbad PC 99-59 April 29,. 1999 • ELECTRICAL (NATIONAL ELECTRICAL CODE) 56. Please provide a single line diagram,, showing: a) Wiring method employed. . b). Sizes of all conductors, switches, circuit breakers, fuses, and conduits. c) Grounding. • ENERGY CONSERVATION 57. . The regulations require a properly completed and properly signed Form CF-IR to be either imprinted on the plans, taped to the plans or "sticky backed" on the plans, to allqw the building inspector to readily compare the actual construction with the requirements of the approved energy design. • MISCE:LLANEOUS 58. Specify on the floor plans the uses of each room. 59·. The south elevation shows windows in the garages that aren't reflected on the floor plans. · 60. 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. 61'. Please indicate here if any changes have been made-to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. ~ • Have changes be.en made to the plans not resulting from this correction list? Please indicate: Yes D No D 62. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of · 619/560-1468, to perform the plan review for your project. If you have any .questions regarding these plan review items, plea.se contact Kurt Culver at Esgil Corporation. Thank you. Carlsbad PC 99-59 April 29, 1999 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PREPARED BY: Kurt Culver BUILDING ADDRESS: La Costa Ave. BUILDING OCCUPANCY: Rl/Ul BUILDING PORTION BUILDING AREA (ft.2) Apartments 6176 Deck 160 · Garage 1526 .. Air Conditioning .. Fire Sprinklers · TOTAL VALUE PLAN CHECK NO.: PC 99-59 DATE: April 29, 1999 TYPE OF CONSTRUCTION: V-N VALUATION VALUE MU~.TIPLIER ($) 72 444,672 12 1,920 23 35,098 481,690 D 199 UBC Building Permit Fee t8:I Bldg. Permit Fee by ordinance: $ 1958.08 . O 199 UBC Plan·Check Fee [8] Plan Check Fee oy ordinance: $ 1272.75 Type of Review: [XI Complete Review D. Structural Only D Hourly D Repetitive Fee Applicable D Ot~er: ~~gil Plan Review Fee: $ ·1018.20 Comments: Sheet 1 of 1 macvalue.doc 5196 City of Carlsbad · M #OJ. h h4§ ""~ i •24 •id I;,, i§ U I BUILDING PLANCHECK CHECKLIST-c.\S q Cf ol J 5 / DATE: ,5120/n PLANCHECKNO.: BUILDING DDR&ss: Cv-,--+ Q, ~-.h ~pc 99-si PROJECT DESCRIPTION: U;;. . ~~~ ASSESSOR'S PARCEL NUMBER: c&,G -~® -6!,. 9.... EST. VALUE: ENGINEERING DEPARTMENT APPROVAL The item you have submitted for review has been approved. The approval is based on plans, information and/or specifications provided in your submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to build. El Right-of-Way permit is required prior to construction of the following improvements: DENIAL Please se~he attached report of deficiencies marked With. . Make necessary corrections to plans or specificati s for compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. ENGINEERING AUTHORIZATION TO ISSUE ijUiLDING-PERMIT; 0./'ite: .6 D Dedication Application D Dedication Checklist D Improvement Application D Improvement Checklist D Future Improvement Agreement D Grading Permit Application D Grading Submittal Checklist D Right-of-Way Permit Application D Right-of-Way Permit Submittal Checklist and Information Sheet D Sewer Fee Information Sheet ENGINEERING DEPT. CONTACT PERSON Name: JOANNE JUCHNIEWICZ City of' Carlsbad Address: 2075_ Las Palmas Dr., Carlsbad, CA 92009 Phone: (619) 438-1161, ext. 451 o CFD INFORMATION Parcel Map No: Lots: Recordation: Carlsbad Tract: A-4 ~::] ~ ~6 d}--t./o'-{ BUILDING PLANCHECK CHECKLIST m,,vc.... {-'.°f ;-J 8 ~S SITE PLAN 1. Provide a fully dimensioned site plan drawn to scale. Show: A. North Arrow D. Property Lines C. Existing Street Improvements Rig_ht-of-W._gy Width & Adjacent Streets @t/ ,") B. Existing & Proposed Structures ~ Easements I Driveway width~~ f'--PL-x '<_ 2. Show on site plan: . ~~ {f) Drainage Patterns Se<L--tf-\ 3 Mc9-~ ~~ 0 0 0 1. Building pad surface drainage must maintain a minimum slope of one percent towards an adjoinihg street or an approved drainage course. 2. ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building." B. Existing & Proposed Slopes and Topography 3. Include on title sheet: A. Site address B. Assessor's Parcel Number C. legal Description For commercial/industrial buildings and tenant improvement projects, include: total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. EXISTING PERMIT NUMBER DESCRIPTION DISCRETIONARY APPROVAL COMPLIANCE 4a. Project does not comply with the following Engineering Conditions of approval for Project No. _______________________ _ 4b. All conditions are in compliance. Date: _________ _ H:\WORD\DDCS\CHKLSnBuilding Plancheck Cklst BP0001 Fonn JJ.doc 2 Rev. 12126/96 0 0 0 0 BUILDING PLANCHECK CHECKLIST 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 $ _____ ~ pursuant to Carlsbad Municipal Code Section 18.40.030. Dedication required as follows: ________________ _ Dedication required. Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 ½" x 11" plat map and submit with a title report. All easement documents must be approved and signed by owner(s) prior to issuance of Building Permit. Attached please find an application form and submittal checklist for the dedication process. Submit the completed application form with the required checklist items and fees to the Engineering Department in person. Applications will not be accept by mail or fax. Dedication completed by:____________ Date: ____ _ IMPROVEMENT REQUIREMENTS 6a. All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $ _______ pursuant to Carlsbad Municipal Code Section 18.40.040. Public improvements required as follows: _____________ _ Attached please find an application form and submittal checklist for the public improvement requirements. A registered Civil Engineer must prepare the appropriate improvement plans and submit them together with the requirements on the attached checklist to the Engineering Department through a separate plan check process. The completed application form and the requirements on the checklist must be submitted in person. Applications by mail or Jax are not accepted. Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of building permit. Improvement Plans signed by: _________ _ Date: ---- 6b. Construction of the public improvements may be deferred pursuant to Carlsbad Municipal Code Section 18.40. Please submit a recent property title report or current grant deed on the property and processing fee of$ _______ so we may prepare the necessary Future Improvement Agreement. This agreement must be signed, notarized and approved by the City prior to issuance of a Building permit. Future public improvements required as follows: H:IWOROIOOCS\CHKLSnBuildlng Plancheck Cklst BP0001 Form JJ.doc 3 Rev. 12126/96 -· / 0 0 0 0 0 0 0 0 0 xx 0 0 0 0 0 BUILDING PLANCHECK CHECKLIST 6c. Enclosed please find your Future ·1 mprovement Agreement. Please return agreement signed and notarized to the Engineering Department. Future Improvement Agreement completed by: Date: 6d. No Public Improvements required. SPECIAL NOTE: Damaged or defective improvements found adjacent to building site must be repaired to the satisfaction of the City Inspector prior to occupancy. GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 11.06.030 of the Municipal Code. ?a. Inadequate information available on Site Plan to make a determination on grading requirements. Include accurate grading quantities ( cut, fill import, export). 7b. Grading Permit required. A separat~ grading plan prepared by a registered Civil Engineer must be submitted together with . the completed application form attached. NOTE: The Grading Permit must be issued and rough grading approval obtained prior to issuance of a Building Permit. · Grading Inspector sign off by:' Date: ---,----~---- 7c. Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) ?d.No Grading Permit required. le.If grading is not required, write "No Grading" on plot plan. MISCELLANEOUS PERMITS 8. A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-Way and/or private work adjacent to the public Right-of-Way. Types of work include, but are not limited to: street improvements, tree trimming, driveway construction, tieing into public storm drain, sewer and water utilities. Right-of-Way permit required for: H:IWORD\DDCS\CHKLSnBuikling Plancheck Cklst BP0001 Form JJ.doc BUU .. DING PLANCHECK CHECKLIST 4 Rev. 12128198 " I _.,I.:· ~ ,._ J( 2nd,/ 0 r* 0 3rd,/ ti 0 0 9. A SEWER PERMIT is required concurrent with the building permit issuance. The fee is noted in the fees section on the following page. L.eu~n::--- 10. INDUSTRIAL WASTE PERMIT If your facility is located in the City of Carlsbad sewer service area, you need to contact the Carlsbad Municipal Water District, located at .5950 El Camino Real, Carlsbad, CA 92008. District personnel can provide forms and assistance, and, will check to see if your business enterprise is on the EWA Exempt Ust. You may telephone (760) 438-2722, extension 153, for assistance. Industrial Waste permit :accepted by: Date: 11. NPDES PERMIT Complies with the City's requirements of the National Pollutant Discharge Elimination System (NPDES) permit. The applicant shall· provide best management practices to reduce surface pollutants to an acceptable level prior to discharge to sensitive areas. Plans for such improvements shall be approved by the City Engineer prior to issuance of grading or building permit, whichever occurs first. ~ 0 12. E:i'Required fees are attached _/ · CJ No fees required ,K X ~ t'n 1'3. Additional Comments: . Cb. =-~· ~:ee ~:L~~. \e,;s;-~ c5l ®~ -~~ ~b"o:½ H:IWORD\OOCS\CHKLSnBuilding Plancheck Ck/st BP0001 Fann JJ.dac 5 Rev. 12/26/96 ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET D fatimate ba~ed on unconfirmed inf~rmation from applicant. V Calculation based on building plancheck plan submittal. Address: c~ ~&,,.b -~ Bldg. Permit No. Pc Cf.'>C/OQSC, Prepared by: ;:n:: Date: ~/4P4,~~ed by: ____ Date: ____ _ EDU CALCULATIONS: List types and square footages for all uses. Types of Use: l{ ~ ¼t Sq. Ft./Units:_____ EDU's: L{ Types of Use:------~ Sq. Ft./Units:______ EDU's: ____ _ ADT CALCULAT'IONS: List types and square footages for all uses. Types of Use: lf. < JVv\t=~sl= Sq. Ft./Units: -------~- Types of Use: . Sq. Ft./Units: --'----- ADT's: _......_cP-'---'V._____ ADT's: ------ FEES REQUIRED.: WITHIN CFD: D YES (no bridge & thoroughfare fee in District #1, reduced Traffic Impact Fee) ~ ~-PARK-IN-LIEU FEE PARK AREA & #: ___ _ FEE/UNIT:, __ -'---- ~FFIC IMPACT FEE X NO. UNITS: __ _ ADT's{_(§I~ L/ X FEE/ADT: 5 Q '{ ~ ~E TRANSPORTATION ADT'S . X $10 ~3. BRIDGE AND THOROUGHFARE FEE (DIS;. #1 ~IST. #2 __ ADr@:N!IY-. L{ . x FEE/ADT: 3-t 8 ~ACILITIES MANAGEMENT FEE ZONE:. 0 . ~Q.FT.: 'f_ X FEE/SQ._FT ./UNIT: 3/0 *5. SEWER FEE PERMIT No. EDU's: X FEE/EDU: BENEFIT AREA: DRAINAGE BASIN: .. .EDU's: >< FEE/EDU: ttA-6. SEWER LATERAL ($2,500) (6'(tf) ~LOW D D 7. DRAINAGE FEES PLDA HIGH ACRES: . ., 3~ X FEE/AC: se =$~0'=--7 =$ tlot 0 =·$ ff I DIST. #3 __ ) =$ /2762 =$ L!JL/Q =$ ~ =$ _# =$ /_@ / == $ I?. It/ (J}!;t1-M ~ /11--J Tot AL OF ABOVE FEES*: $ 4 5 Lf 2. L'f_ *NOTE: This calculation sheet is N'OT a complete list of all fees which may be due. DecUcations and Improvements may also be required with Building Permits. P:\DOCS\MISFORMS\FEE CALCULATION WORKSHEET REV 4/29/99 ij""' r q-r ~ 1 ~ .!'J .!'J "' '" "' Cl Cl Cl ~ i >, >->-.c .c .c ;;;; N <') .. .. "" "" "" '-' " " ., ., Cl) .r: .r: .r: u u (.) C: C: C: "' '" "' ii: ii: ii: @oo ~DD -~.DD ' • ,.,; ~ ' ' . i PLANNING ·DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No. ~~4005'3 ' Planner $? . ,t'e,vi oec=1 . Q,0(-\i~ ~ Address ( -4-C,o:ah, .Av-e, . Phone (619) 438-1161, extension APN: 0\(p,.. ~oo -.;l. 'J- Type of Project & Use: A:¢> • Net Project Density: l ~-i• DU/AC Zoning: RD-1:1 General Plan: ~H . Facilities Management Zone: __,.G, __ _ CFO lin'lni°m # __ Date of participation: ____ Remaining net dev acres:~ Circ'le-oiie (For non-residential development: Type of land used created by this permit: ______________________ } Legend: ~ Item Complete Ci2J Item Incomplete -Needs your action YE$ ..:t-NO -TYPE c_Jc_e)f~c~ ti'{. e~ DATE OF COMPLETION: . -sectrol\ I S~o'eb) Environmental Review Required: . . ------------ Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: . . ·.-.:-ci ' · • ' Discretionary Action Required: Yf,:S __ . NOL. TYPE _____ _ APPROVAL/RESO. NO. _______ DATE _____ _ PROJECT NO. _________ _ OTHER RELATl;D CASES:---------------------- Compliance with conditions or approval? If not, state conditions which require action. Condition$ of Approval: -------------------------- Coa~~al Zone Assessment/Com,pliance Project site located in Coastal Zone? YES __ .·· ·;NO~· . CA Coastal Commission Authority? . YES NO 1. (\ • '1" If California Coastal Commission Authority: Contact them at -3111 Camino Del Rio North, Suite 200, San ;Diego CA 92108-1725; -.{~19), &21-8036 Determi~e status (Coa~tal Permit Require~ or ·E·~empt); Coastal· Permlt Determination' Form already dompleted? YES NO If NO, complete Coastal Per.mit·.Deter-mination Form now.~ .. -· .t -~ • ,.__ ' T • • ! ~ Coa.stal: Permit Determin,afior:, Log #: ,·1. ------,-. ' Foll~w:UP Acti~1_1s:. :· , / .. '; . •:, . .. .. . 1} Stamp Building Plans as "Exempt'" or "Coastal Permit Required" (at minimum F1oor Plans). ~ 2) Complete Coastal Permit Determination Log as needed. fr), (B DD CS4'DD yfoo ~ lnclusionary Housing Fee required: YES :{__ NO __ 2. 4 2. S X 4 := 4 / I , 7 O 0 (Effective date of lnclusionary Housing Ordinance -May 21, 1993.) Data Entry Completed? YES~ NO~ . . . (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Pees, Construct Housing Y/N, Enter Fee, UPDATE!) Site Plan: J. Provide a fully dimensional site, plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed . ~tructures, streets, existing street improvements, right-of-way width, dimensional setbacks and existing top·ographical lines. 2. Provide legal description of property and assessor's parcel number . • 3 ac.. Zoning: 1 . Setbacks: Front: Required /0 1'7:t{Afflj j~~e.,Shown _._lo_' ______ _ Interior Side: Required 5 7 Shown _ _.5_' ___ _ · Street Side: Required _______ _ Shown -------Rear: Required __,/.._o....,.' ___ _ Shown _ __.I._,_/_'---- Slept.. S&r'ba.e,,/L • 7: I /"'liultt'.d-/ 'l. J. • 3~ 1 2. Accessory structure setbacks: IJ /A Front: Required ------Shown ------Interior Side: Required ------Shown ------Street Side: Required ------Shown ------Rear: Required ------Shown ------Structure separatioi:,: Required ------Shown ------ I -a/ h 3 _Q r:./6 Ulo h ma:. s own ------+(_.. ·------ OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER ~~TE -t,-fS'·')'j Carlsbad Fire Department . . . 990159 2560 Orion Way Carlsbad, CA 9iooa Plan Review Requirements Category: Fire Prevention (760) 931-2121 Date of Report: 04/28/1999 -------------- Building Plan Reviewed by: ~L Name: Mark Witherall Address: 7172 Obelisco Ci City, State: Carlsbad CA 92009 Plan Checker: Job #: 990159 ------- Job Name: Curtis Apts PC990059 --------,------------------'- Job Address: La Costa Av Ste. or Bldg. No. IZI Approved D Approved Subject to D Incomplete Review FD Job# The item you have submitted for review has been approved. The approval is based on plans, information and / or specifications provided in your submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes and standards. Please review carefully all comments attached as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. The item you have submitted for review has been approved subject to the attached conditions. The approval is based on plans, information and/or specifications provided in your submittal. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. Please resubmit to this office the necessary plans and/ or specifications required to indicate compliance with applicable codes arid standards. The item you have submitted for review is incomplete. At this time, this office cannot adequately conduct a review to determine compliance with .the applicable codes and / or standards. Please review carefully all comments attached. Please resubmit the necessary plans and/ or specifications to this office for review and approval. 1st 990159 2nd· FD File# 3rd Other Agency ID v·~- • · · !iARRY F. FLETTER STRUCTURAL ENGINEER 910 W. San Marcos Blvd., Ste. 201 __________ _ San Marcos, CA 92069 \ e.~ ~ '!'"· L -... 2.1 '>4. Yi ;-x: t1i 'G.. c:,c:; c-.>-t:, . \V~1..-L q·~(O-<...IZ....~ . =-\_.Qc;e, JOB NOA°',$ ~ ~D SHT. NO. C -\ BY U<';..._Z,... DATE ·~ L-:. ¢::;' "'-\.c -.::, o t...1_..-.;; S ~<o o---z, o-D ~-::: ? t;;o ~ t0~ .:~ \Ytoo r <... "-\ 1-~ .,(.. t ~ I "' ' . I t~OO ~~,~ -k.;.... ¼. ~1,,._.,'fL f.\i ~ -f ,q[ \ , "F = , t..oY.. c:;-',(._ \0 )( .. _,t 2:7/z i: 11; *' -~ _<;-s i.cJ<f. :.:. z..s.-C? :-· h.\<; vM-1£.-0. " · · · }:fARRY F. FLETTER STRUCTURAL ENGINEER 910 W. San Marcos Blvd., Ste. 201 __________ _ JOB NO. V 0316 SHT.NO. C,. 2..i BY -'f--~' San Marcos, CA 92069 ~'&-o:-o i_.~ "--u r c.~7 , _ '7S-. DATE 'f -tct . t-r-::. -... f ~~ 2-7. ~ Z l -.:.. \C) '2.0 (o f,,. c1 D "c o;{bo-0 .._ l,. ½? --z.-'-& ><''-1_ & '< L '-(. 4--t+.-4-'=' .w. t.-t A..rt.; -.J ,-..,._ i.... @ C::..1... l-n 1,.,)'t \}t;,¢.>IZ,. ? 'F-C w ,C. q ~ '2, 1 ~ 4.:;" \I) t~I..-I-. w ~ q ,-t_ LO~ "1, 0 : 1 \. q J D t <; ii.~G.~ ~"l; r . .( t,t:.. -0-1,..,t,,.C-AL'b '¢·'-1_ ~ ~lq/J t:~cc::. -t~u ~ c:; ) l (J ) C,},.. e....~. ia_ \"> o-(pl.'-1__ ~Jf,N""::>~-fZ...½ . '$.tz_L g_.~vt-, f.,(J:'; ~ f>{....hN_5 G\~ • • • HARRY F. FLETTER "STRUCTURAL ENGINEER 910 SAN MARCOS BLVE SUITE 201 SAN MARCOS CA 92069 760-7 442218 Title : WITHERALL APARTMENTS C>sgnr: HFF Date: . Description : 4-UNIT 2 STORY Scope: CALC. SKETCH I Rev: 504001 General Timber Beam Description REAR WALL HOR.@ SLIDING DOOR Job#990310 C-;, I Stres$ C~lcs I Bending Analysis Ck 24.420 Rb Cf 1.100 @Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction I Query Values 0.000 Sxx Max Moment 5.84 k-ft 0.00 k-ft 0.00 k-ft @ Left Support 4.60 k 38.696 in2 118.75 psi 3.15 k 2.55k · M, V, & D @ Specified Locations @ Center Span Location= 0.00 ft @ Right Cant. L~tion = 0.00 ft @ Left Cant. Location= 0.00 ft 73.828 in3 Area 39.375 in2 Sxx Reg'd 34.00 in3 0.00 in3 o.oo in3 @ Right Support 3.07 k 25.815 in2 118.75 psi Bearing Length Req'd Bearing Length Req'd Moment O .. OOk-ft O.OOk-ft O.OOk-ft Allowablefb 2,062.50 psi 2,062.50 psi 2,062.50 psi 1.442 in 1.168 in Shear 3.15 k 0.00 k 0.00 k Deflection 0.0000 in 0.0000 in 0.0000 in I .. . . ~" HARRY F. FLETTER .> ,!:•· •• i. l . i : 1-·· • .. ' J-' l l l i . l 1•· r l STRUCTURAL ENGINEER JOB NO!·t'C\Q ~lO SHT. NO.__,_ __ 910 W. San Marcos Blvd., Ste. 201 _______ -,--__ _ BY ~~~N--~1----_______ _ San Marcos, CA 92069 _____ ....,..... __ _ IZ..ii:-1, ">·,O Sll'i1_ \. i; f-<~A MJ\) 1 4.o ',.\...~-z . ..:; -\".::)l.,. {, \ \ ... c:, I,...\_,--:-I(.. ,.o \Z ~,. ~ cz h>, M-"Vi _.._..__ ... _,.... , - DATE ~~t::JO'.~ 4,,..t:,A..Qt.,,, ,, s " -"' -~ ~ 1.'4 'L 0 1:--~ p. K I-~ ~ • c; <, I:...-'-{ z .~ H 1 ~ t. i., c,;, f) '1:-..-.;. ~-0 ,.C) \....L.. ---40 ,0 "'(,rz;,.l.)t, ", ~', ,..._ \ .tt,,.t. Iv/ A.~U'Fn, L A.1-"-"-, ,. w~ ,,o ~-e', . \l,"t-A. ra:.. 1,J "-\...\.... . ~"t:.. ~'Lo 0 I--.._ t &, "" t \ --. LC\:~ L.J ..... -,;.., H. .,q (..,, ,. "'2 ~ "b \. 12:-fb -I \2-12.,. ) ---·--~ ----\C,. 1~ f', ll0 ~ 'f-e.60-{ tJ ~u_ J-.:-. 4'--?•1 C>L -c \C\l u... 7:--Ztt • • • V I I iJARRY F. FLETTER STRUCTURAL ENGINEER \J f 1:14 L~ 6. LL JOB No:,:j OJ( 0 SHT. NO. la._ 910 W. San Marcos Blvd., Ste. 201 ____________ .BY _._(...,_( f:-'--'-,::_ _______ _ San Marcos, CA 92069 ·DATE ~~-4 ~-\3" ~,:. ~ Dl... ~ ' ~ ""'--\ \ ~ \ <; g_, Ll.... -.:.. c.. g -x \ t:. -;;. '2 b a, ~--- -· 'C ,. HARRY F. FLETTER STRUCTIJRAL ENGINEER JOB NO. 'l:J O?, f O SHT. NO. ----'t~_ , 910 W. San Marcos Blvd., Ste. 201 ____ __,_ _____ _ BY '\ •. ,L l-, :r;., . : .• i San.Marcos, CA 92069 DATE •• ~L.O·O ~ 'F-~~\~'\ ~-~--..r.:o ..... _)QIJ:l' t'.,.£~1~ \.0 I'.,,\...'-l\ 0\7 ... ',. . ~I':>~ 1,. \ ~') l;.,C... ~ \ DL:. 10 K...l1~l:; ~ &.,7 ~/ ~ ld'\ /j I-~ 4---\-41\.>' ~ _c .b-\ e. \...'I..--;.. Ac~ "--11 · :;. 4").i> ~/, (.v I DI-~ \ Q '-' z. -t ~ \.\/\ b -c.. { 2, 4- ll-"' 4.J..1~ 4,;... 'i.,, ~ ~,. l>.11, --'\'"½ "'-\ 0 =-\1,6 D1... 1 • ..\._.'I:. "4:)(.1;0 ....,::;i,q uJ-, : ; ::("')1,,,..-~ \1 i'\O ·:;..\i.O iLL..""' ~~110""' ~to vJI. ~L:. \l x(c d7c l. t.. =-4 .>eq e-:; <c .g.c 1D!..~ \ '? ~S,<. ,o-~ r~ S - LL-;.. t ,c; ><.4~ :&?i~O ~ ' "'?;i'-O 13 +- ~ ,-<-- . I : - DL.. _ H L1-/:. LI.... 42.;:~·, .. « -C,, fo'-C, \';O 'i 20 -·--- .d. • "" 110 bLo I '"'lo 3 I -1 io-1 , <::· --0 I '' .... ... ' • • • HARRY F. FLETTER 7' STRUCTURAL ENGINEER 910 SAN MARCOS BLVE SUITE 201 SAN MARCOS CA 92069 760-7442218 I _ Rev: 504001 Description ROOF FRAMING I Timber Member Information Timber Section Beam Width in Beam Depth in Le: Unbraced Length ft Timber Grade Fb -Basic Allow psi Fv -Basic Allow psi Elastic Modulus ksi Load Duration Factor Member Type I Center Span Data Span Dead Load Live Load !Results ft #/ft #/ft Ratio= EAR.WALL HOR 4X8 3.500 7.250 0.00 1,500.0 95.0 1,700.0 1.250 Sawn 8.25 198.00 288.00 0.8543 Mmax@ Center @X= in-k 49.62 fb: Actual Fb : Allowable fv: Actual Fv : Allowable !Reactions @Left End DL LL Max. DL+LL @ Right End DL LL Max. DL+LL I Deflections Center DL Deft UDeft Ratio Center LL Deft UDefi Ralio Center Total Deft Location UDeft Ratio ft 4.12 psi 1,618.2 psi 2,437.5 Bending OK psi 101.4 psi 118.8 lbs lbs lbs lbs lbs {bs in in in ft Shear OK 816,75 1,188.00 .2,004.75 816.75 1,188.00 2,004.75 -0.100 006.4 -0.159 623.2 -0.268 4.125 369.3 Title: WITHERALL APARTMENTS Dsgnr: HFF Date: Description : 4-UNIT 2 STORY Scope: CALC. SKETCH Timber Beam & Joist RB-1 'P. HOR. FRONT 1, 0.8~ 1~ /50 1,~2.5 1, . Bending .2 1l:l0,3 Shear'GK, I 1,f/5{50 2,°"°.00 3,69~ 1,f/57.'{i; 2,~'.00 3,ff.H.50 -0.~6 l97.5 $ ~ 4X4 3:500 3.500 0.00 1,500.0 95.0 1,700.0 1.250 Sawn 4.25 198.00 288.00 6.9201 13.17 2.12 1,842.7 2,812.5 Bending OK 100.3 118.8 Shear OK 420.75 612.00 1,032.75 420.75 612.00 1,032.75. -O:D(;i8 746.0 -0.099 512.9 -0.168 2.125 303.9 RB-5 4x12 3.500 11.250 0.00 1,500.0 95.0 1,700.0 1.250 Sawn 13.o:;> 198.00 288.00 0.8675 123.20 6.50 1,668.8 2,062.5 Bending OK 103.0 118.8 Shear OK 1,287.00 1,872.00 3,159.00 1,287.00 1,872.00 3,159.00 -0.180 8ff5.6 -0.262 595.1 -0.442 6.500 352.6 Job # 99031 O 3 ' ' I I I ~ . 'HARRY F. FLETTER ~ ) STRUCTURAL ENGINEER 910 SAN MARCOS BLVE SUITE 201 SAN MARCOS CA 92069 • 760-7 442218 I _Rov: 504001 Description FLOOR FRAMING I Timber Member Information :AR WALL HOR. Timber Section 4x10 Beam Width in 3.500 Beam-Depth in 9.250 Le: Unbraced Length ft 0.00 Timber Grade Fl? --Basic Allow psi 1,500.0 Fv -Basic Allow psi 95.0 Elastic Modulus ksi 1,700.0 Load Duration Factor 1.000 Member Type Sawn I.center Span Data Span ft 8.25 Dead Load #/ft 100.00 LiveLoad #/ft 438.00 !Results Ratio-= 0.8980 Mmax@ Center in-k oo.85 @X= ft 4.12 fb: Actual psi 1,118.9 • Fb : Allowable psi 1,800.0 Bending OK fv :.Actual psi 85.3 Fv : Allowable psi 95.0 Shear OK !Reactions @Left End DL lbs 449.62 LL lbs 1,806.75 Max. DL+LL 11::>s 2,256.37 @ Right End DL lbs 449.62 LL lbs 1,806.75 Max. DL+LL lbs 2,256.37 I Deflections Center DL Deft in -0.029 L/Defl Ratio 3,419.7 Center LL Defl in -0.116 L/Defl Ratio 851.0 Center Total Deft in -0.145 Location ft 4.125 1./Defl Ratio 681.4 ., Title: WITHERALL APARTMENTS Dsgnr: HFF Date: Description : 4-UNIT 2 STORY Scope: CALC. SKETCH Timber Beam & Joist FB-1 5.500 0.000 0.00 1,350.0 85.0 1,600.0 1.000 Sawn 13.50 0.0000 0.00 0.00 0.0 0.0 Bending OK 0.0 0.0 Shear OK 0.00 0.00 0.00 0.00 0.00 0.00 0.000 0.0 0.000 0.0 0.000 0.000 0.0 Job#990310 4 Page 1 I I I I I I • ••• HARRY F. FLETTER Title : WITHERALL APARTMENTS Job#990310 > STRUCTURAL ENGINEER 910 SAN MARCOS BLVE SUITE 201 SAN MARCOS CA 92069 760-7 442218 1 ~ev, 504001 Description FB-1 I General lnformation Section Name 6.75x10.5 Beam Width 6.750 in Beam Depth 10.500 in Member Typ~ Sawn Bm Wt. Added to Loads Load Dur. Factor 1.000 Beam End Fixity Pin-Pin Wood Density 34.000 pcf I Trapezoidal Loads #1 DL@Left DL@Right #2 DL@ Left DL@Right #3 DL@l,.eft DL@Right I Summary I 134.00 #/ft 134.00 #/ft 130.00 #/ft 130.00 #/ft 170.00 #/ft 170.00 #/ft Dsgnr: HFF Date: Description : 4-UNIT 2 STORY Scope: CALC. SKETCH General Timber Beam Center Span Left Cantilever Right Cantilever 13.50 ft ..... Lu ft ..... Lu ft ..... Lu Fb Base Allow FvAllow l=c.Allow 2,400.0 psi 165,0 psi 560.0 psi .E 1,700.0 .ksi LL@ Left 536.00 #/ft Start Loe LL@Right 536.00 #/ft End Loe LL@ Left 520.00 #/ft Start Loe LL@Right 520.00 #/ft End Loe LL@Left 680.00 #/ft Start Loe LL@Right 680.00 #/ft End Loe 0.00 ft 0.00 ft 0.00 ft 0.000 ft 3.000 ft 3.000 ft 9.000 ft 9.000 ft 13.500 ft Beam Design OK Span= 13.50ft, Beam Width= 6.750in x Depth= 10.Sin, Ends are Pin-Pin Max Stress Ratio 0.656 : 1 Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. Mallow fb · 1,573.34 psi Fb 2,400.00 psi [ Deflections Center Span ... Deflection ... Location ... Length/Defl 16.3 k-ft 24.8 k-ft Maximum Shear * 1.5 Allowable 16.26 k-ft at 6.966 ft Shear: @Left @Right -0.00 k-ft at 13.500 ft O.OOk-ft 0.00k-ft 24.81 fv Fv Dead Load -0.1061n 6.804 ft 1,527.7 95.41 psi 165.00 psi Total Load -0.485 in 6.804 ft 334.00 Reactions ... Left DL Right DL Camber: 1.03 k 1.14 k Left Cantilever ... Deflection ... Length/Def! . Right Cantilever ... Deflection ... Length/Def! @Left @Center @Right Max Max Dead Load 0.000 in 0.0 0.000 in 0.0 6.8 k 11,7 k 4.70k 5.26 k 0.000 in 0.159 in 0.000 in 4.70k 5.26k Total Load 0.000 in 0.0 0.000 in 0.0 I I I • • HARRY F. FLETTER ,-. STRUCTURAL ENGINEER 910 SAN MARCOS BLVE SUITE 201 SAN MARCOS CA 92069 760-7 442218 Descrfption FB-1 Title: WITHERALL APARTMENTS Job#900310 Dsgnr: HFF Date: Description : 4-UNIT 2 STORY Scope: CALC. SKETCH General Timber Beam Page 21 I Stress Caics r . Bending Analysis Ck 21.584 Rb Cf 1.000 @Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction f Query Values 0.000 Sxx Max Moment 16.26 k-ft 0.00 k-ft 0.00 k-ft @ Left Support 6.17 k 37.368 in2 165.00 pi.i 4.70 k 5.26 k M, V, & D @ Specified Locations @ Center Span Location= o.oo ft @ Right Cant. Location;::: 0.00 ft @ L,.eft Cant. Location= 0.00 ft 124.03~ in3 Area 70.875 in2 SxxReg'd 81.31 in3 0.00 in3 0.00 in3 @ Right Support 6.76 k 40.984 in2 165.00 psi Bearing Length Heq'd Bearing Length Req'd Moment 0.00 k-ft O.OOk-ft O.OOk-ft Allowable fb 2,400.00 psi 2,400.00 psi 2,400.00 psi 1.244 in 1.391 in Shear 4.70 k 0.00 k 0.00 k Deflection 0.0000 in 0.0000 in 0.0000 in I ••• •• • 1HARRY F. FLETTER Title: WITHERALL APARTMENTS Job#990310 _. STRUCTURAL ENGfNEER Dsgnr: HFF Date: Description : 4-UNtT 2 STORY I 910 SAN MARCOS BLVE SUITE 201 SAN MARCOS CA 92069 760-7442218 Scope: CALC. SKETCH 1 I Rev: 504001 General Timber Beam Page 1 I Description FB-2 I General information Section Name 6.75x10.5 Beam Width Beam Depth Member Type 6.750 in 10.500 in Sawn Bm Wt. Added to Loads Load Dur. Factor 1.000 Beam End Fixity Pin-Pin Wood Density 34.000 pcf I Trapezoidal Loads · Center Span Left Cantilever Right Cantilever FbBaseAllow Fv Allow Fe Allow E 1'3.50 ft ..... Lu ft ..... Lu ft ..... Lu 2,400.0 psi 165;0 psi 560.0 psi 1,700 .. 0 ksi 0.00 ft 0.00 ft 0.00 ft #1 DL@ Left DL@Right 170.00 #/ft 170.00 #/ft LL@ Left LL@ Right 684.00 #/ft 684.00 #/ft Start Loe End Loe 0.000 ft 5.500 ft #2 DL@ Left DL@Right Summary I 135.00 #/ft 135.00 #/ft LL@ Left LL@Right 540.00 #/ft 540.00 #/ft Start Loe End Loe 5.500 ft 13.500 ft Beam Design OK Span= 13.50ft, Beam Width= 6.750in x Depth= 10.Sin, Ends are Pin-Pin Max Stress Ratio 0.691 : 1 Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. Mallow fb 1,658.41 psi Fb 2,400.00 psi I Deflections Center Span ... Deflection ... Location ... Length/Deft 17.1 k-ft 24,8 k-ft Maximum Shear * 1,5 Allowaple 17.14 k-ft 0.00k-ft at 6.480 ft at 0.000 ft Shear: @Left @Right . 0.00k-ft O.00k-ft 24.81 fv 99.49 psi Fv 165.00 psi Dead Load -0.111 in 6.696 ft 1,461.9 Total Load -0.510 in 6.696 ft 317.74 Camber: Reactions ... Left DL 1.18 k RightDL 1.06k Left Cantilever ... Deflection ... Length/Def! Right Cantilever ... Deflection ... Len~th/Defl @Left @Center @Right Max Max Dead Load 0.000 in 0.0 0.000 in 0.0 7.1 k 11,7 .k 5.45k 4.87 k 0.000 in 0.166 in 0.000 in 5.45k 4.87k Total Load 0.000 in 0.0 0.000 in 0.0 i I r • • • ' ' ; HARRY F. FLETT ER STRUCTURAL ENGfNEER 910 SAN MARCOS BLVE SUITE 201 SAN MARCOS CA 92069 760-7 442218 I R~v;50~1 . Description FB-2 Title: WITHERALL APARTMENTS Job#900310 Dsgnr: HFF Date: Description: 4-UNIT 2 STORY Scope: CALC. SKETCH General Timber Beam Page 21. I Stres.s cares l Bending Analysis Ck 21.584 Rb Cf 1.000 @Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction [ Query Values 0.000 Sxx Max Moment 17.14 k-ft 0.00 k-ft 0.00 k-ft @ Left Support 7.05 k 42.735 in2 165.00 psi 5.45 k 4.87 k M, V, & D @ Specified Locations . @ Center Span Location = 0. 00 ft @ Right Gant. Location= 0.00 ft @ Left Cant. Location= 0.00 ft' 124.031 in3 · Area 70;875 in2 Sxx Reg'd 85.71 in3 0.00 in3 0.00 in3 @ Right Support 6.41 k 38.837 in2 165.00 psi Bearing Length Req'd Bearing length Req'd Moment O.OOk-ft O.OOk-ft O.OOk-ft Allowablefb 2,400.00 psi 2,400.00 psi 2,400.00 psi 1.443 in 1.288 in Shear 5.45 k 0.00 k 0.00 k Deflection 0.0000 in 0.0000 in 0.0000 in I ")" --_. I ' J HAR,RY F. FLETTER STRUCTURAL ENGINEER 910 W: San Marcos Blvd., Ste. 201 ___________ _ JOBN0.'3 :/0~lC,SHT.NO._o,____ BY DATE • •• San Marcos, CA 92069 rts ,.. ~ "f-B-4- T"'-~ ".'.°'J · . we 0, . r... -\ o ,( i 4 ll '-'2. / .. :; l 4-4 -i:,zo . l1... ... / 4. 4 ~ {~ '--. ·r;.;r, CA) I D'-<--q x.1. D ~ ( 7 <;:, l.l-~ { 1 c:, >'-4 c.-~ b ia "f-?-::, .,. ~ 0 t :;.. \ 4 'll ~c ~ 140 .PL. . u.. ~ t 4. o >L4 -r..-i;~e U,Ji .. t?i.. ""' \ .. l >1-1\ a ~ '-1-C . ~ ~ \7,D.:<--a,:. ~ ·to ,Kf,--(~l-= l g.. )( \ t -c. t 12z, \...l--~ ,. i ~ tc., ~ z. o!. l.\l 1,:.€.r.!-Mo~ ,;.. ':> >'--~ £, 7 ~ 'r-~ .. At:.. uL.,'·-:.. \ 0 '!1<'..\..0 1-_ \ Cio . ' ~-"" t...1.... ... \ ~ ,.,c. 4o ~ Ac:iJ e;, ti c,-(.. ll' I ' a:;'. 0, \''"'\~ .. .. (..;~ -..... ," ·'{) .<..,.,. 44-t LL t1 l>7 .JZr;, "-· -~ 17?:;, 1 '1 iZ. '-'--'f., ,::; q (I z 3: l,. \44 . en~ . r, 1 I -'- q'...o ·, ~ I~ ,,o q~(,; ·c.:,$C;1 '. I ,C • • 'HARRY F. FLETTER STRUCTURAL ENGfNEER 910 SAN MARCOS BLVE SUITE 201 SAN MARCOS CA 92069 760-7442218 I Rev: 504001 Description FB-5 I General r nformation Section Name 5.125x16.5 Beam Width 5.125 in Beam Depth 16.500 in Member Type Sawn Sm Wt. Added to Loads Load Dur. Factor 1.000 Beam End Fixity Pin-Pin Wood Density 34.000 pcf I Uniform Loads Uniform Loads Over Full Span Center DL Left Cantilever DL Right Cantilever DL I Summary I Title : WITHERALL APARTMENTS Dsgnr: HFF Date: Description : 4-UNIT 2 STORY Scope: CALC. SKETCH General Timber Beam Center Span Left Cantilever Right Cantilever Fb Base Allow FvAllow FcAllow .E 370.00 #/ft #/ft #/ft LL LL LL 17.33 ft ..... Lu ft ..... Lu ft ..... Lu 2,400.0 psi 165,0 psi 560.0 psi 1,700.0 ksi 688 .. 00 #/ft #/ft #/ft Span= 17.33ft, Beam Width = 5.125in x Oepth = 16.Sin, Ends are Pin-Pin Max Stress Ratio 0.870 : 1 Maximum Moment .Allowable Max. Positive Moment Max, Negative Moment Max @ Left Support Max @ Right Support Max. Mallow fb 2,088.25 psi Fb 2,400.00 psi [· Deflectfons Center Span ... Deflection ... Location ... Length/Def! 40.5 k-ft 46.5 k-ft Maximum Sh~ar"' 1..5 Allowable 40.47 k-ft at 8.665 ft Shear: @Left @Right 0,00 k-ft at 17,330 ft 0.00k-ft 0.00k-ft 46.51 fv Fv Dead Load -0.243 in 8.665 ft 857.0 140.50 psi 165.00 psi Total Load -0.671 in 8.665 ft 310.04 Reactions ... Left DL Right DL Camber: 3.38k 3.38k Left Cantilever ... Deflection ... Length/Def! . Right Cantilever ... Deflection .... Length/Def! @Left @Center @Right Max Max Dead Load 0.000 in 0.0 0.000 in 0.0 Job#990310 0.00 ft 0.00 ft 0.00 ft \0 t I Beam Design OK 11.9 k 14.0 k 9.34k 9,34k 0.000 in 0.364 in 0.000 in 9.34k 9.34k Total Load 0.000 in 0.0 0.000 in 0.0 I • • • HARRY F. FLETTER ~ STRUCTURAL ENGINEER 910 SAN MARCOS BLVE SUITE 201 SAN MARCOS CA 92069 760-7 442218 I Rev: 504001 Description FB-5 Title: WITHERALL APARTMENTS Job#990310 Dsgnr: HFF Date: Description : 4-UNIT 2 STORY Scope: CALC. SKETCH General Timber Beam Page 2 I I Stress Cafcs I Bending Analysis Ck 21.584 Rb Cf 1.000 @Center @ Left Support @ Right Suppor:t Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction f Quer)' Values 0.000 Sxx Max Moment 40.47 k-ft 0.00 k-ft 0.00 k-ft @ Left Support 11.88 k 72.007 in2 165.00 psi 9.34 k 9.34 k · M, v; & D @ Specified Locations @ Center Span Location = 0. 00 ft @ Right Cant. Location= 0.00 ft. @ Left Cant. Location= 0.00 ft 232.547 in3 Area 84.563 in2 Sxx Reg'd 202.34 in3 0.00 in3 0.00 in3 @ Right Support 11.88 k 72.007 1n2 165.00 psi Bearing Length Req'd Bearing Length Req'd Moment O.OOk-ft 0.00 k-ft O.OOk-ft Allowable fb 2,400.00 psi 2,400.00 psi 2,400.00 psi 3.255 in 3.255 in Shear 9.34 k 0.00 k 0.00 k Deflection 0.0000 in 0.0000 in 0.0000 in I • • • HARRY F. FLETTER ,, STRUCTURAL ENGrNEER 910 SAN MARCOS BLVE SUITE 201 SAN MARCO$ CA 92069 760-,7 442218 I Rav: 504001 Description FB-5 ALTERNATE I General Information I Section Name 3.1i5x15.o Beam Width 3.125 in Beam Depth 15.000 in Member Type Sawn Bm Wt. Added to Loads Load Dur. Factor 1.000 Beam End Fixity Pin-Pin Wood D~nsity 34.000 pcf I Uniform Loads Uniform Loads Over Full Span Thie: WITHERALL APARTMENTS Dsgnr: HFF Date: Description : 4-UNIT 2 STORY Scope: CALC. SKETCH General Timber Beam Center Span 17.33 ft ..... Lu Left Cantilever ft ..... Lu Right Cantilever ft ..... Lu Fb Base Allow 2,400.0 psi Fv Allow 165,0 psi FcAllow 560.0 psi E 1,700,0 .ks.i Center DL 270.00 #/ft LL 288.00 #/ft I Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary I Span= 17.33ft, Beam Width = 3.125in x Depth = 15. in, Ends are Pin-Pin Max Stress Ratio 0.912 : 1 Maximum Moment 21.4 k-ft Allowable 23.4 k-ft Maximum S.hea.r * 1.s Allowable Max. Positive Moment Max. Negativ.e Moment Max @ Left Support Max@ Right Support Max. Mallow fb 2,187.61 psi Fb 2,400.00 psi I Deflections Center Span ... Deflection ... Location ... Length/Def! 21.36k-ft 0,00 k-ft at 8.665 ft at 0,000 ft Shear: 0.00k-ft 0.00k.,ft 23.44 fv Fv Dead Load -0.382 in 8.665 ft 544.7 135.07 psi 165.00 psi Total Load -0.773 in 8.665 ft 269.06 Reactions ... Left DL Right DL Camber: 2.44k 2.44 k Left Cantilever ... Deflection ... Length/Def! Right Cantilever ... Deflection ... Length/Def! @Left @Right @Left @Center @Right Max Max Dead Load 0.000 in 0.0 0.000 in 0.0 Job# 990310 0.00 ft 0.00 ft 0.00 ft Beam Design OK 6.3 k 7.7 k 4.93k 4,93 k 0.000 in 0.573 in 0.000 in 4.93k 4.93k Total Load 0.000 in 0.0 0.000 in 0.0 i I l • • • ' HARRY F. FLETTl;R STRUCTURAL ENGINEER 910 SAN MARCOS BLVE SUITE 201 SAN MARCOS CA 92069 760-7 442218 r Rev: 504001 Description FB-5 ALTERNATE Title: WITHERALL APARTMENTS Job# 9!:XJ310 Dsgnr: HFF Date: Description : 4-UNIT 2 STORY Scope: CALC. SKETCH I~ ( General Timber Beam I Stress Cales I Bending Analysis Ck 21.584 Rb Cf 1.000 @Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction f Query Values 0.000 sxx Max Moment 21.36 k-ft 0.00 k-ft 0.00 k-ft @ Left Support 6.33 k 38.372 in2 165.00 psi 4.93 k 4.93 k M, V, & D @ Specified Locations @ Center Span Location = 0. 00 ft @ Right Cant. Location= o.oo ft @ Left Cant. Location= 0.00 ft 117.188 in3 Area 46.875 in2 Sxx Reg'd 106.82 in3 0.00 in3 0.00 in3 @ Right Support 6.33 k 38.372 in2 165.00 psi Bearing Length Req'd Bearing Length Req!d Moment 0.00 k-ft 0.00 k-ft O.OOk-ft Allowabfefb 2,400.00 psi 2,400.00 psi 2,400.00 psi 2.818 in 2.818 in Shear 4.93 k 0.00 k 0.00 k Deflection 0.0000 in 0.0000 in 0.0000 in I • • HARRY F. FLETTER STRUCTURAL ENGINEER 910 W. San Marcos Blvd., Ste. 201 _________ .a.,__ __ JOB No.90o, '0 SHT.,NO . ....,_\_.4 __ l3Y San Marcos, CA 92069 f--P;;, -G, J f--~ -1 -~-tAZ .. -l)L-.::.. . <-7--,<.. (a .~ f LL ..... ~Cc. 7 ·~ 4=0 ::, '?.7 . ~~ -& 1 1=--\::> .9 Q "'\(c-'2 :~. )0,J_ ,,-.· ,I ·-iZ.. ,._. "C,, ~ \ >l q ::. '2 ~ ) "-Pi.. . fLF-L.\.,. --i\ ""((.:) ..:.. ? ? G, DATE . ,--. '~- ~'I_,..;, . \ 4-?7~ . --~-\...L~~----~£0.. C.. ·r ---· » i.... '2, q_ f.~~; · · · LL· ??_~_=}~t t)J t. \C.F,---0 l....-; '2-\ ~\ \ -;. '1..-'::>. l U---'2. ~ £1 (...p_ :.;; ?, <.,. 1..,\) "'-'-'-· ~ 9 it b '-1. ~-_ ~i.XC... I")\_ i: IO 1( \I~ 1 \C> ''-Lt..... -io ,<,.4 o ~o.;oe; D 1---4 \ . ..,., ·L\_ .... {?,(,. '· ·, • • I • HARRY F. FLETTER Title : WITHERALL APARTMENTS Job#900310 STRUCTURAL ENGINEER . Dsgnr: HFF Date: [ Description : 4-UNIT 2 STORY 910 SAN MARCOS BLVE SUITE 201 --SAN MARCOS CA 92069 Scope: CALC. SKETCH l '7 760-7 442.218 I Rev: ?1)~001 General Timber Beam Page Description FB-8, FB-9 I General lnformation Section Name 5.125x15.0 Center Span 16.17 ft ..... Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft ..... LI.I 0.00 ft Beam Depth 15.000 in Right Cantilever ft ..... Lu 0.00 ft Member Type GluLam Bm Wt. Added to Loads Fb Base Allow 2,400.0 psi Load Dur. Factor 1.000 FvAllow 165.0 psi Beam End Fixity Pin-Pin Fe Allow 560.0 psi E 1,700.0 ksi Wood Density 34.000 pcf I Trapezoidal Loads #1 DL@Left 231.00 #/ft LL@ Left 336.00 #/ft Start Loe 0.000 ft DL@Right 231.00 #/ft LL@Right 336.00 #/ft End Loe 9.000 ft #2 DL@ Left 413.00 #/ft LL@ Left 736.00 #/ft Start Loe 9.000 ft DL@Right 413.00 #/ft LL@Right 736.00 #/ft End Loe 16.170 ft I Point Loads Dead Load 1,439.0lbs lbs lbs lbs lbs lbs Live Load 590.0 lbs lbs lbs lbs lbs lbs ... distance 9.000ft 0.000 ft 0.000ft 0.000ft 0.000 ft 0.000 ft Summary I Beam Design OK Span= 16.17ft, Beam Width = 5.125in x Depth = 15.in, Ends are Pin-Pin Max Stress Ratio 0.918 : 1 Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. Malfow fb 2,203.56 psi Fb 2,400.00 psi r Deflections Center Span ... Deflection ... Location ... Length/Def I 35.3 k-ft 38.4 k-ft Maximum Shear* 1.5 Allowable 35.29k-ft -0.00 k-ft at 8.991 ft at 16.170 ft Shear: @Left @Right 0.00k-ft O.OOk-ft 38.44 fv 149.73 psi Fv 165.00 psi Dead Load -0.291 in 8.279ft 666.3 Total Load -0.642 in 8.344 ft 302.47 Reactions ... Left DL . Right DL Camber: 2.94k 3.83k Left Cantilever ... Deflection ... Length/Def! Right Cantilever ... Deflection ... Length/Defl @Left @Center @Right Max Max Dead Load 0.000 in 0.0 0.000 in 0.0 11.5 k 12.7 k 6.56k 9.11 k 0.000 in 0.437 in 0.000 in 6.56k 9.11 k Total Load 0.000 in 0.0 0.000 in 0.0 1 I I I I I •. J· • • •• HARRY F. FLETTER STRUCTURAL ENGINEER 910SAN MARCOS BLVE SUITE 201 ·SAN MARCOS CA 92069 760-7 442218 I Rev: 50'4001 Description FB-8, FB-9 Title : WITHERALL APARTMENTS Job#990310 Osgnr: HFF Date: Description : 4-UNIT 2 STORY Scope: CALC. SKETCH ·General Timber Beam Page 2 I I Stress Cales I Bending Analysis Ck 21.584 Rb Cv 1.000 @Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction I Query Values 0.000 Sxx Max Moment 35.29 k-ft 0.00 k-ft 0.00 k-ft @ Left Support 8.76 k 53.061 in2 165.00 psi 6.56 k 9.11 k M, V, & D @ Specified Locations @ Center Span Location= 0.00 ft @ Right Cant. Location= 0.00 ft · @ Left Cant. Location= 0.00 ft 192.188 jn3 Area 76.875 in2 Sxx Reg'd 176.46 in3 0.00 in3 0.00 in3 @ Right Support 11.51 k 69.761 in2 165.00 psi Bearing Length Req'd Bearing Length Req'd Moment 0.00 k-ft 0.00-k-ft 0.00 k-ft Allowabfefb 2,400.00 psi 2,400.00 psi 2,400.00 psi 2.284 in 3.174 in Shear 6.56 k 0.00 k 0.00 k Deflection 0.0000 in 0.0000 in 0.0000 in I • • HARRY F. FLETTER STRUCTURAL ENGINEER JOBNO.qq0~\0 SHT.NO. t'7. 910 W. San Marcos Blvd., Ste. 201 __________ _ BY '\ :3 0 ?:, I 0 San Marcos, CA 92069 -.. ~-Q ~ gl. .. z 1:.-i:.~ ~I..-::. \~~\1 ~{9'b. \,J k.lw'--~ ¼ Ci:, ~ ~ =; 4- r-:,c..r ...... DI.. ..,. lO .. (1 o "' -=--\C:O -; 'i~'Z. ;:· _.....,-., ... -· - l=-Fo-l j ~ ~ '\~"--c.o e_f--_ t)L::. ,~~\\..::\'\e \\) ii.). '-I._ t> L-:::. ~'>(, G:. -,::. c; \ 'f-4-0\..-._ t .. ..::;, '><-\0 =-i.c; - DATE \.....L -i;.. ( 0 "'4, C,c. 40-C; ··, ~. "&·t l.,\_ ,:;;_ lb"'-\ /.,_, 'Z. & l \ \...L.: z.):;:,£:4,0 "=-·\C,.{7 '2...o1... ::. \ 10 9 ,z.. LL-<-3 db c: • • HARRY F. FLETTER STRUCTURAL ENGINEER 910 SAN MARCOS BLVE SUITE 201 SAN MARCOS CA 92069 760-7 442218 I Rev: 504001 Description FB-10 I General Information Section Name 6x14 Beam Width 5.500 in Beam Depth 13.500 in Member Type Sawn Bm Wt. Added to Loads Load Dur. Factor 1.000 Be~m End Fixity Pin-Pin Wood Density 34.000 pcf I Uniform Loads Uniform i..oads Over Full Span Title: WITHERALL APARTMENTS Dsgnr: HFF Date: Description : 4-UNIT 2 STORY Scope: CALC. SKETCH General Timber Beam Center Span Left Cantilever Right Cantilever Fb Base Allow FvAllow Fe Allow E 9.25 ft ..... Lu ft ..... Lu ft ..... Lu 1,350.0 psi 85,0 psi 625.0 psi· 1,600.0 ksi Center DL Left Cantilever DL Right Cantilever DL 352.00 #/ft #/ft #/ft LL LL LL 688.00 #/ft #/ft #/ft I .summary I Span=9.25ft, BeamWid!h =5.500in x Depth= 13.5in, Ends are Pin-Pin Max Stress Ratio 0.883 : 1 Maximum Moment 11.3 k-ft Allowable 18.6 k-ft Maximum Shear* 1.5 Allowable Max. Positive Moment Max, Negative Moment Max @ Left Support Max @ Right Support Max. Mallow fb 812.44 psi Fb 1,332.45 psi I Deflections Center Span ... Deflection ... Location ... Length/Def! 11.31 k-ft 0.00 k-ft 0.00k-ft 0.00k-ft 18.55 fv Fv Dead Load -0.034 in 4.625ft 3,290.3 at 4.625 ft at 9,250 ft Shear: 75.10 psi 85.00 psi Total Load· -0.097 in 4.625 ft 1,149.73 Reactions ... Left DL Right DL Camber: 1.71 k 1.71 k Left Cantilever ... Deflection ... Length/Def! Right Cantilever ... Deflection ... LengthlDefl @Left @Right @Left @Center @Right Max Max Dead Load 0.000 in 0.0 0.000 in 0.0 Job#990310 Page 1 I 0.00 ft 0.00 ft 0.00 ft Beam Design OK 5.6 k 6.3 k 4.89k 4,89 k 0.000 in 0.051 in 0.000 in 4.89k 4.89k Total Load 0.000 in 0.0 0.000 in 0.0 I I I ., • • • ' HARRY F. FLETTER STRUCTURAL ENGINEER 910 SAN MARCOS BLVE SUITE 201 SAN MARCOS CA 92069 760-7 442218 I Rav: 50~001 Description FB-10 Title: WITHERALL APARTMENTS Job# 990310 Dsgnr: HFF Date: Description : 4-UNIT 2 STORY Scope: CALC. SKETCH General Timber Seam Page 2 I I Stress Cal cs I Bending Analysis Ok 27.920 Rb Cf 0.987 @Center @ Left Support @ Right Support · Shear Analysis Design Shear Area Required Fv: Allowable ·searing @ Supports Max. Left Reaction Max. Right Reaction I· Query Values 0.000 Sxx Max Moment 11.31 k-ft 0.00 k-ft 0.00 k-ft @ Left Support 5.58 k 65.598 in2 85.00 psi 4.89 k 4.89 k M~ V, & D @ Specified Locations @ Center Span Location= 0.00 ft @ Right Cant. Location= 0.00 ft @ Left Cant. Location= 0.00 ft 167.063 in3 Area 74.250 in2 Sxx Reg'd 101.86 in3 0.00 in3 0.00 in3 @ Right Support 5.58 k 65.598 in2 85.00 psi Bearing 1-ength Req'd Bearing Length Req'd Moment 0.00 k.:ft O.OOk~ft O.OOk-ft Anowablefb 1,332.45 psi 1,332.45 psi 1,332.45 psi 1.423 in 1.423 in Shear 4.89 k 0.00 k 0.00 k Deflection 0.0000 in 0.0000 in 0.0000 in I .. • • ' HARRY F. FLETTER STRUCTURAL ENGINEER 910 SAN MARCOS BLVE SUITE 201 SAN MARCOS CA 92069 Title: WITHERALL APARTMENTS Dsgnr: HFF Date: Description : 4-UNIT 2 STORY CALC. SKETCH . 760-7442218 Scope: I I Rev: 504001 General Timber Beam Description FB-11 I General Information Section Name 6x14 Center Span 13.50 ft ..... Lu Beam Width 5.500 in Left Cantilever ft ..... Lu Beam Depth 13.500 in Right Cantilever ft ..... Lu Member Type Sawn Bm Wt. Added to Loads Fb Base Allow 1,500.0 psi Load Dur. Factor 1.000 Fv Allow 95.0 psi Beam End Fixity Pin-Pin Fe Allow 625.0 psi Wood Density 34.000 pcf E 1,700.0 ksi I Uniform Loads Uniform Loads Over Full Span Center DL 277.00 #/ft LL :388.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary I Span= 13.50ft, Beam Width= 5.&Xlin x Depth= 13.Sin, Ends are Pin-Pin Max Stress Ratio 0.823 : 1 Maximum Moment Allowable 15.5 k-ft 20.6 k-ft Maximum Shear * 1.5 Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. Mallow fb 1,116.87psi Fb 1,480.50 psi I Deflections Center Span ••• Deflection ... Location ... Length/Def! 15.55k-ft 0.00 k-ft 0.00k-ft 0.00k-ft 20.61 fv Fv Dead Load -0.115in 6.750 ft 1,410.9 at 6.750 ft at 0.000 ft Shear: 78.18 psi 95.00 psi Total.Load -0.266 in 6.750 ft 608.86 Reactions ... Left DL Right DL Camber: 1.99k 1.99 k Left Cantilever ... Deflection ... Length/Def! Right Cantilever ... Deflection ... Length/Def! @Left @Right @Left @Center @Right Max Max Dead Load 0.000 in 0.0 0.000 in 0.0 Job#990310 0.00 ft 0.00 ft 0.00 ft Beam Design OK 5.8 k 7.1 k 4.61 k 4.61 k 0.000 in 0.172 in 0.000 in 4.61 k 4.61 k Total Load 0.000 in 0.0 0.000 in 0.0 I I I • •• • HARRY F. FLETTER STRUCTURAL. ENGINEER 910 SAN MARCOS BLVE SUITE 201 SAN MARCOS CA 92069 760-7 442218 . ·1 Rev; 504001 Description FB-11 Title: WITHERALL APARTMENTS Job# 900310 Dsgnr: HFF Date: Description : 4-UNIT 2 STORY Scope: CALC. SKETCH General Timber Beam Page 2 I I_ Stress Cal cs I Bending Analysis Ck 27.302 Rb Cf 0.987 @Center @ Left support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @Supports Max. Left Reaction Max. Right Reaction I Query Values 0.000 Sxx Max Moment 15.55 k-ft 0.00 k-ft 0.00 k-ft @ Left Support 5.80 k 61.104 in2 95.00 psi 4.61 k 4.61 k M, V, & D @ Specified Locations @ Center Span Location = 0. 00 ft @ Right Cant. Location= 0.00 ft @ Left Cant. Location= 0.00 ft 167.063 in3 Area 74.250 in2 Sxx Reg'd 126.03 in3 o.oo in3 o.oo in3 @ Right Support 5.80 k 61.104 in2 95.00 psi Bearing Length Req'd Bearing Length Req'd Moment 0.00 k-ft O.OOk-ft 0.00 k-ft Aflowablefb 1,480.50 psi 1,480.50 psi 1,480.50 psi 1.340 in 1.340 in Shear 4.61 k 0.00 k 0.00 k Deflection 0.0000 in 0.0000 in 0.0000 in I '·. HARRY F. FLETTER STRUCTURAL ENGINEER JOBNO.'\q 63\0SHT.NO. ":,-( 910 W. San Marcos Blvd., Ste. 201 __________ _ BY . ~ Y'f-. • i San Marcos, CA 92069 DATE • •• ,. ' .::; £. \ ~ r,.,{,I C. \c..1"-' i-V\~ -~i...:.i:.. \~ I--:::.: \ .0. \J I'-:,. I.... I.. ') -..:. . . ' \ 0 .. ·,.-1,.µ'.,J:_-' .. '2 e,: /~ A ,l0 ~-\J 1-.\:--c .. "l~ \'t.." )ci' ·--. .. ~c.,:. '2.';. ~"=': &;, i{.;l 4~1 ia q l bC;,' ,·1 ~: ,z.,?. . -----~4 ~ ~~ . .. ' -~ . ---~ 6 (~~ \, V ~-~ -;. . '¾ ~ "' ... _ I ~ 2) ~ "'"' --if_ /g I -• l-\dl ,;~ WI\L..l-, ~-;.. ·1,~'?;0:,i.. c; .c;;_ i·.~1-,1 a 9, .... / · ")0 .... • ,.-., ·1'"'""' T7 ~L \.t:;) I l s---,.... -11' ,,-:-' ·!lo !I:-;\ '-;::__ ,_, -:::::.-C::::,· X, \ .,C.,. .~.-y \..~ _c, . 'P 1---1 c,.,~-,,<, c,,.,~ 1 / 1. '; ~ /J (:? ) v\.:. ·t~fu,,.:1;/z:. ,oci 1.. o/ \J h.L..t,.., . F---'1'G-'? D ~ C)/-;.e R...~ . 0 ~ ,:;. \. <.:::i ~ \ ?, <, \Gz, & ~ 3 __ c;~ y T., '"Z. i:;4. , . \,J1\..l,..l. b u Li:, L.-ix-\~ , ',, 1· .. ½s·-, ~~ I • ~ ·ur1..,·v~-(,. ·'"\'l_,C): ~) -( ~, • • •• HARRY F. FLETTER STRUCTURAL ENGINEER Title : WITHERALL APARTMENTS Dsgnr: HFF Date: 910 SAN MARCOS BLVE SUITE 201 SAN MARCOS CA 92069 Description : 4-UNIT 2 STORY Scope: CALC. SKETCH 760-7 442218 Rev: 504001 Plywood Shear Wall & Footing Description NORTH WALL 2ND FLR. 5'-6" I General Information # Plywood Layers 1 Plywood Grade Structural II Nail S_ize 8d Thickness 3/8" Stud Spacing 16.00 in I Loads Vertical Loads ... Point Load # 1 560.00 lbs Point Load # 2 1,092.00 lbs Point Load # 3 0.00 lbs Uniform Load # 1 168.00 #/ft Uniform Load # 1 0.00 #/ft Lateral Loads ... Uniform Shear@ Top of Wall Uniform Shear@Top of Wall Strut Force Applied@ Top of Wall Strut Force Applied @ Top of Wall Moment Applied @ Top of Wall I Footing Past Left Edge of Wall Wall .Length Past Left Edge of W Footing Length Footing Width Footing Thickness Wall Length 5.500 ft Wall Height 9.000 ft Wall Weight 6.000 psf Ht/ Length at at at O.OQ #/ft 0.00.#/ft 1,398.00 lbs 0.00 lbs 0.00 ft-# 0.000 ft 5.500 ft 0.000 ft 5.500 ft 0.00 ft 12.00 in 0.00 ft 5.50 ft ft . 0.00 ft 0.00 ft * * 1.636 to to 5.500ft 5.500ft Concrete Weight Rebar Cover f'c Fy Min. Steel As % 5.50 ft 0.00 ft = = End Post Dimension Seismic Factor Nominal Sill Thick. 0.00 lbs 0.00 lbs 145.00 pcf 3.00 in 3,000.00 psi 60,000.00 psi 0.00140 Job#99.J310 Page 1 r 3.00 in 0.000 2.00 I r I Summary I Overturning Ratio < 1.0 ! Wall Summary ... Using 3/8" Thick Structural II on 1 side/s, Nailing is 8d at 6 in@ Edges, 8d at 12 in@ Field Applied Shear= 254.2#/ft, Capacity= 260.000#/ft -> OK Wall Overturning = 12,582.0ft-#, Resisting Moment= 6,437.8ft-#, End Uplift= 1, 117.141bs Max. Soil Pressures: @Left= 0.0psf, @ Right= 0.0psf Footing Summary ... Max. Footing Shear= 0.00psi, Allowable = 109.54psi -> OK Bending Reinforcement Req'd @ Left= 0.00in2, @ Right= 0.00in2 Minimum Overturning Stability Ratio= 0.460: 1 Less Than 1 -No Good! I $impso~ Hold Down Options Choices for LEFT Side of Wall to Footing ..... HD15 w/5.5" long bolts, Capacity= 1530 lbs HD2Aw/1.5" long bolts, Capacity= 1555 lbs HD2 w/1.5" long bolts, Capacity= 1595 lbs HD5Aw/1.5" long bolts, Capacity= 1870 lbs Choices for RIGHT Side of Wall to Footing ..... HD15 w/5.5" long bolts, Capacity= 1530 lbs HD2A w/1.5" long bolts, Capacity = 1555 lbs HD2 w/1.5" long bolts, Capacity= 1595 lbs HD5A w/1.5" long bolts, Capacity= 1870 lbs I • • • ' ,, HARRY F. FLETTER STRUCTURAL ENGINEER Title : WITHERAL:LAPARTMENTS Dsgnr: HFF Date: 910 SAN MARCOS BLVE SUITE 201 . SAN MARCOS CA 92069 760-7442218 Description : 4-UNIT 2 STORY Scope: CALC. SKETCH Rev; 504001 Plywooq Shear Wall & Footing Description 9' WALL 2ND FLR. I General Information # Plywood Layers Plywood Grade Nail Size Thickness Stud Spacing I Loads. Vertical Loads ... Point Load # 1 Point Load # 2 Point Load # 3 Uniform Load # 1 Uniform Load # 1 lateral Loads ... 1 Structural II 8d 3/8" 16.00 in 588.00 lbs 560.00 lbs 0.00 lbs 168.00 #/ft 0.00 #/ft Uniform Shear@ Top of Wall Uniform Shear@ Top of Wall Strut Force Applied @ Top of Wall Strut Force Applied @ Top of Wall Moment Applied @ Top of Wall I Footing Past Left Edge of Wall Wall Length Past Left Edge of VV Footing Length Footing Width Footing Thickne~s Wall Length Wall Height, Wall Weight Ht/ Length at 0.00 ft at at 0.00 #/ft 0.00 #/ft 2,289.00 lbs 0.00 lbs 0.00 ft-# 9.00 ft ft 0.00 ft 0.00 ft * * 9.000 ft 9.000 ft 6.000 psf 1.000 to to 9.000ft 9.000ft 0.000 ft 9.000 ft 0.000 ft 9.000 ft Concrete Weight Rebar Cover 0.00 ft 12.00 in fc Fy Min. Steel As % 9.00 ft 0.00 ft = = End Post Dimension Seismic Factor Nominal Sill Thick. 0.00 lbs O.OOlbs 145.00 pcf 3.00 in 3,000.00 psi 60,000.00 psi 0.00140 Job#900310 Page 1 3.00 in 0.000 2.00 I I I Summary Overturning Ratio < 1.0 ! Wall Summary ... Using 3/8" Thick Structural II on 1 side/s, Nailing is 8d at 6 in@ Edges, 8d at 12 in@ Field Applied Shear= 254.3#/ft, Capacity= 260.000#/ft -> OK Wall Overturning= 20,601.0ft-#, Resisting Moment= 14,031.0ft-#, End Uplift= 730.00lbs Max. Soil Pressures: @Left= 0.0psf, @Right= 0.0psf Footing Summary ... Max. Footing Shear= 0.00psi, Allowable= 109.54psi -> OK Bending Reinforcement Req'd@ Left= 0.00in2, @Right= 0.00in2 Minimum Overturning Stability Ratio= 0.613: 1 Less Than 1 -No Good! I Simpson Hold Down Options Choices for LEFT Side of Wall to Footing ..... HD15 w/5.5" long bolts, Capacity= 1530 lbs HD2A w/1. 5" Ion~ bolts, Capacity = 1555 lbs HD2 w/1.5" long bolts, Capacity = 1595 lbs ·HD5A w/1.5" long bolts, Capacity = 1870 lbs Choices for RIGHT Side of Wall to Footing ..... HD15 w/5.5" long bolts, Capacity= 1530 lbs HD2A w/1.5" long bolts, Capacity= 1555 lbs HD2 w/1.5" long bolts, Capacity= 1595 lbs HD5A w/1.5" long bolts, Capacity = 1870 lbs I • • HARRY F. FLETTER STRUCTURAL ENGINEER 910 W. San Marcos Blvd., Ste. 201 ____ ----'------ San Marcos; CA 92069 1" vJ~u... ~--7CP"7o >'-·1 Jt~-~ \"\~!Jo~· pt;... :· \"'-',&, ~-~ ~ P-a.-=-4--t\<.=it, ~ (o1L . J0BN0.q"l,Ob\O SHT.N0. -~ -4 ' 4 . BY DATE J~rz4q I\ Wf\.LL ~ <..>(~t...~F\ c.. li-~ MS 1 31 4t., '\,.) f I... (, 'F--cc \ ~ (t.t( H.~ i ~ 1 ____ ,.."'--... • • • HARRY F. FLETTER STRUCTURAL E;NGINEER 910 SAN MARCOS BLVE SUITE 201 SAN MARCOS CA 92069 760-7 442218 Title : WITHERALLAPARTMENTS Dsgnr: HFF Date: ~scription: 4-UNIT Z STORY Scope: CALC. SKETCH Rev: 504001 Plywood Shear Wall & Footing Description NO. WALL 2ND FLR. 81611 WALL I General Information # Plywood Layers 1 Wall Length 8.500 ft Plywood Grade Structural II Wall Height 9.000 ft Nail Size 8d Wall Weight 6.000 psf Thickness 3/8" Ht/ Length Stud Spacing 16.00 in I LoacJs I Vertical Loads ... Point Load # 1 672.00 lbs at Point Load # 2 588.00 lbs at Point Load # 3 0.00 lbs at Uniform Load # 1 168.00 #/ft· Uniform Load # 1 0.00 #/ft Lateral Loads ... Uniform Shear@ Top of Wall Uniform Shear @ Top of Wall Strut Force Applied @ Top of Wall Strut Force Appliecj @ Top of Wall Moment Applied @ Top of Wall I Footing Past Left Edge of Wall Wall Length Past Left Edge of W Footing Length Footing Width Footing Thickness 0.00 #/ft 0.00 #/ft 2,162.00 lbs 0.00 lbs 0.00 ft-# o.oob ft 8.500 ft 0.000 ft 8.500 ft 0.00 ft 12.00 in 0.00 ft 8.50 ft ft 0.00 ft 0.00 ft * * 1.059 to to 8.500ft 8.500ft Concrete Weight Rebar Cover fc Fy Min. Steel As % 8.50 ft 0.00 ft = = End Post Dimension Seismic· Factor Nominal Sill Thick. 0.00lbs 0.00 lbs 145.00 pcf 3.00 in 3,000.00 psi 60,000.00 psi 0.00140 Job#990310 Page 1 I 3.00in 0.000 2.00 I I I Summary I Overturning Ratio < 1.0 ! Waif Summary ... Using 3/8" Thick Structural II on 1 side/s, N~iling is 8d at 6 in @ Edges, 8d at 12 in @ Field Applied Shear= 254.4#/ft, Capacity= 260.000#/ft -> OK Wall Overturning= 19,458.0ft-#, Resisting Moment= 13,017.8ft-#, End Uplift= 757.68lbs Max. Soil Pressures: @ Left= 0.0psf, @ Right= 0.0psf Footing Summary ... Max. Footing Shear= 0.00psi, Allowable = 109.54psi -> OK Bending Reinforcement Req'd@ Left= 0.00in2, @Right= 0.00in2 Minimum Overturning Stability Ratio = 0.602 : 1 Less Than 1 -No Good ! I Simpson Hold Down Options Choices for LEFT Side of Wall to Footing ..... HD15 w/5.5" long bolts, Capacity= 1530 lbs HD2A w/1.5" long bolts, Capacity= 1555 lbs HD2 w/1.5" long bolts, Capacity = 1595 lbs HD5A w/1.5" long bolts, Capacity= 1870 lbs Choices for RIGHT Side of Wall to Footing ..... HD15 w/5.5" long bolts, Capacity= 1530 lbs HD2A w/1.5" long bolts, Capacity = 1555 lbs HD2 w/1.5" long bolts, Capacity = 1595 lbs HD5A w/1.5" long bolts, Capacity = 1870 lbs I • • • f HARRY F. FLETTER STRl)CTURAL ENGINEER Title: WITHERALL APARTMENTS Dsgnr: HFF Date: 910 SAN MARCOS BLVE SUITE 201 SAN MARCOS CA 92069 Description : 4-UNIT 2 STORY Scope: CALC. SKETCH 760-7 442218 Rav: 504001 Plywood Shear Wall & Footing Description NO. WALL 2ND FLR. 7-'0 WALL I General Information # Plywood Layers Plywood Grade Nail Size Thickness Stud Spacing jloads Vertical Loads ... Point Load # 1 Point Load # 2 Point Load # 3 Uniform Load# 1 Uniform Load # 1 Lateral Loads ... 1 Structural II 8d 3/8" 16.00 in 672.00 lbs 0.00 lbs 0.00 lbs 168.00 #/ft 0.00 #/ft Uniform Shear@ Top of Wall Uniform Shear@ Top of Wall Strut Force Applied @ Top of Wall Strut Force Applied @ Top of Wall Moment Applied @ Top of Wall I Footing Past Left Edge of Wall Wall Length Past Left Edge of W Footing Length Footing Width Footing Thickness Wall Length Wall Height Wall Weight Ht/ Length at at at 7.00 ft 0.00 #/ft 0.00 #/ft 1,780.00 lbs 0.00 lbs 0.00 ft-# 0.00 ft ft 0.00 ft 0.00 ft * * 7.000 ft 9.000 ft 6.000 psf 1.286 to to 7.000ft 7.000ft 0.000 ft 7.000 ft 0.000 ft 7.000 ft Concrete Weight Rebar Cover 0.00 ft 12.00 in re Fy Min. Steel As % 7.00 ft 0.00 ft = = End Post Dimension Seismic Factor Nominal Sill Thick. 0.00 lbs 0.00 lbs 145.00 pcf 3.00 in 3,000.00 psi 60,000.00 psi 0.00140 Job#990310 Page 1 3.00 in 0.000 2.00 I I I I Sµmmary I Overturning Ratio < 1.0 ! Wall Summary ... Using 3/8" Thick Structural II on 1 side/s, Nailing is 8d at 6 in @ Edges, 8d at 12 in @ Field Applied Shear= 254.3#/ft, Capacity:; 260.000#/ft -> OK Wall Overturning = 16,020.0ft-#, Resisting Moment= 5,439.0ft-#, End Uplift= 1,511.571bs Max. Soil Pressures: @ Left = 0.0psf, @ Right = 0.0psf Footing Summary ... Max. Footing Shear= 0.00psi, .Allowable = 109.54psi -> OK Bending Reinforcement Req'd @ Left= 0.00in2, @ Right= 0.00in2 Minimum Overturning Stability Ratio = 0.306 : 1 Less Than 1 -No Good ! I Simpson Hold Down Options Choices for LEFT Side of Wall to Footing ..... HD15 w/5.5" long bolts, Capacity= 1530 lbs HD2A W/1.5" long bolts, Capacity= 1555 lbs HD2 w/1.5" .long bolts, Capacity = 1595 lbs HD5Aw/1.5" long bolts, Capacity= 1870 lbs Choic~s for RIGHT Side of Wall to Footing ..... HDt5 w/5.5" long bolts, Capacity= 1530 lbs HD2A w/1.5" long bolts, Capacity= 1555 lbs HD2 w/1.5" long bolts, Capacity= 1595 lbs HD5A w/1.5" long bolts, Capacity = f870 lbs I • •• HARRY F. FLETTER STRUCTIJRAL ENGINEER JQE N0.9! 7l O "::ilO SHT. NO. S • '7 BY \4~~-. 910 W. San Marcos Blvd., $.te. 201 __________ _ San Marcos, CA 92069 DATE '1--JO. \.v h.\...l.., ~ ~ \ .. 1 ~~l'Z.., jZ...f;.... -'t-t:. 1'-':>"';i'O ..._. . -,~ ?:,O 'f'--L\"i.-f-~ \ I )LlO t :x 'Z, z . .:: . ~ ~-\.4- ·,. ''--,L' f--;-, \ 44.4----____ ,,_ -...... -r . . . \V f....L.1._ ~ ~ t; l.' + C\ + &. <--. + 7 -~ ~~ J : . l \ t.i.:A,· 4 )(._ ~ ·,.:;·/· . . · -. ~ ,..,"c. % ' ' .,._ 7::,0-<;,_.._.,·\ .. -e.-1",.. -\i)'\_-:.. ,&... ~ \i '~. s;i=:;::::,_,.JL,~ . ' 'f<.-rL. \) i-:. ~ ,<;_\_~ _:_~ .•. ~ ;i:;.~ .. :.._:·~-°-- ~JI-:...()._ -:::. q >'-(._, -1!: : ,c_: ·~..::;.::. 4(,_; ~ .: ~ ~ l,. ~ , ~c;~ l, .'\ 4 ' .,, t':>'.. 1--tt,. \\Ci..-4r ~ 1'a...:/ ~~ :.. ? -"" ~"½ .. ~ ,-I, . 1l.~-0·1... -rr.. \ c... e::, U; ,.z:. ·-er-. -(':;I...~ t (;,6 '"¼--tZ....~l... ~ ~4e,o ., R..,~ -=-e.~ \J h.t..'--:.. 4 t..:, 1.-v ~LI-: =-4~i.., -IP.,/,. 4 ~·,1tS~-·::.. .. fo,,:z. ·· ····---·-·· · · • I '2 ·t,. ~ ~:l ~ : l+~~t../1 ... ~/. v ;;; --;i, ~ ,z. 1J h.LL. & Upt_1,,t;=-\ ~ '2.~~4 wo ~ ~------- ·J-:. ? ~ 7_,-11.1, \V~L.'-~ 'U(P (... ~. r-\ " '2.. l qe,q: \..\ ifj ,i A . / • • • flARRY F. FLETTER STRUCTURAL ENGINEER Title: WITHERALL APARTMENTS Dsgnr: HFF Date: 910 SAN MARCOS BLVE SUITE 201 SAN MARCOS CA 92069 Description : 4-UNIT 2 STORY ScC>pe: CALC. SKETCH 7~0-7 442218 Rev: 504001 PIYWOOd Shear Wall & Footing Description NO. WALL 5'-6" WALL 1~t fir. I General Information #Plywood Layers Plywood Grade Nail Size Thickness Stud Spacing I Loads · Vertical Loads ... Point Load # 1 Point Load # 2 Point Load # 3 Uniform Load # 1 Uniform Load # 1 Lateral Loads ... 1 Structural II 8d 3/8" 16.00 in 684.00 lbs 694.00 lbs 0.00 lbs 274.00 #/ft 0.00 #/ft Uniform Shear@ Top of Wall Uniform Shear @ Top of Wall Strut Force Applied @ Top of Wall Strut Force Applied @ Top of Wall Moment Applied @ Top of Wall I Footing Past Left Edge of Wall Wall Length Past Left Edge of Vv Footing Length Footing Width Footing Thickness Wall Length Wall Height, Wall Weight Ht/ Length at 0.00 ft at at 0.00 #/ft 0.00 #/ft 2,098.00 lbs 0.00 lbs 6,144.00 ft-# 5.50 ft ft 0.00 ft 0.00 ft * * 5.500 ft 9.000 ft 6.000 psf 1.636 to to 5.500ft 5.500ft 0.000 ft 5.500 ft 0.000 ft 5.500 ft Concrete Weight Rebar Cover 0.00 ft 12.00 in f'c Fy Min. Steel As % 5.50 ft 0.00 ft = = End Post Dimension · Seismic Factor Nominal Sill Thick. 0.00 lbs 0.00 lbs 145.00 pcf 3.00 in 3,000.00 psi 60, ooo. bo psi 0.00140 Job#990310 Page 1 3.00in 0.000 2.00 • I • I . Summary I Overturning Ratio< 1.0 ! Wall Summary ... Using 3/8" Thick Structural II on 1 side/s, Nailing is 8d at 3 in @ Edges, 8d at 12 in @ Field Appiied Shear= 381.5#/ft, Capacity= 490.000#/ft · -> OK . Wall Overturning= 25,026.0ft-#, Resisting Moment= 8,723.0ft-#, End Uplift= 2,964.181bs . Max. Soil Pressures: @Left= 0.0psf, @Right= 0.0psf Footing Summary ... . Max. Footing Shear= 0.00psi, Allowable = 109.54psi -> OK Bending Reinforcement Req'd@ Left= 0.00in2, @Right= 0.00in2 Minimum Overturning Stability Ratio= 0.322 : 1 Less Than 1 -No Good ! I Simpson Hold Down Options Choices for LEFT Side of Wall to Footing ..... HB8A w/2" long bolts, Capacity = 2985 lbs HDSA w/2.5" long bolts, Capacity = 3095 lbs Hb5 w/2.5" long bolts, Capacity= 3145 lbs HD? w/1.5" long bolts, Capacity= 3260 lbs Choices for RIGHT Side of Wall to Footing ..... HB8A w/2" long bolts, Capacity = 2985 lbs HDSA w/2.5" long bolts, Capacity= 3095 lbs HOS w/2.5" long bolts, Capacity= 3145 lbs HD? W/1.5" long bolts, Capacity = 3260 lbs I • • I • HARRY F. FLETTER STRUCTURAL ENGINEER 910 SAN MARCOS BLVE SUITE 201 SAN MARCOS CA 92069 760-7 442218 Title: WITHERA.LL APARTMENTS Dsgnr: HFF Date: Description : 4-UNIT 2 STORY Scope: CALC. SKETCH Rev: 504001 Plywood Shear Wall & Footing Description NO. WALL 9' WALL 1st fir. I General f nformation # Plywood Layers 1 Wall Length 9.000 ft End Post Dimension Plywood Grade Structural II Wall Height 9.000 ft Seismic Factor Nail Size 8d Wall Weight 6.000 psf Nominal Sill Thick. Thickness 3/8" Ht/ Length 1.000 Stud Spacing 16.00 in I Loads Vertical Loads ... Point Load # 1 1,012.00 lbs at 0.00 ft Point Load # 2 456.00 lbs at 9.00 ft Point Load # 3 0.00 lbs at ft Uniform Load# 1 299.00 #/ft 0.00 ft to 5.00 ft Uniform Load # 1 274.00 #/ft 5.00 ft to 9.00 ft Lateral Loads ... Uniform Shear@ Top of Wall 0.00 #/ft * 9.000ft = 0.00 lbs Uniform Shear @ Top of Wall 0.00 #/ft * 9.000ft = 0.00 lbs Strut Force Applied @ Top of Wall 3,433.00 lbs Strut Force Applied @Top of Wall 0.00 lbs Moment Applied @ Top of Wall 6,570.00 ft-# I Footing Past Left Edge of Wall 0.000 ft Concrete W~ight 145.00 pcf Wall Length 9.000 ft Rebar Cover 3.00 in Past Left Edge of \/v 0.000 ft f'c 3,000.00 psi Footing Length 9.000 ft Fy 60,000.00 psi Footing Wic{th 0.00 ft Min. Steel As % 0.00140 Footing Thickness 12.00 in Job # _900310 Page 1 I 3.00 in 0.000 2.00 l I Summary I Overturning Ratio < 1.0 ! Wall Summary ... Using 3/8" Thick Structural II on 1 side/s, Nailing is·ad at 3 in@ Edges, 8d at 12 in@ Field Applied Shear= 381.4#/ft, Capacity= 490.000#/ft -> OK Wall Overturning= 37,467.0ft-#, Resisting Moment= 17,700.Sft-#, End Uplift= 2, 196.281bs Max. Soil Pressures: @ Left = 0.0psf, @ Right = 0.0psf Footing Summary ... Max. Footing Shear= 0.00psi, Allowable = 109.54psi -> OK Bending Reinforcement Req'd@ Left= 0.00in2, @Right= 0.00in2 Minimum Overturning Stability Ratio= 0.433: 1 Less Than 1 -No Good ! I Simpson Hold Down Options Choices for LEFT Side of Wall to Footing ... :. HD2 w/1.5" long bolts, Capacity= 1595 lbs HDSA w/1.5" long bolts, Capacity= 1870 lbs HOS w/1.5" long bolts, Capacity= 1930 lbs HD2A w/2" long bolts, Capacity = 2055 lbs Choices for RIGHT Side of Wall to Footing ..... HB8A w/1.5" long bolts, Capacity = 2275 lbs HDSA w/2" long bolts, Capacity = 2485 lbs HDS w/'J." long bolts, Capacity = 2535 lbs HD2A w/2.5" Jong bolts, Capacity= 2585 lbs I •. • • • r C ' HARRY F. FLETTER STRUCTURAL ENGINEER 910 W. San Marcos Blvd., Ste. 201 __________ _ San Marcos, CA 92069 ~ ~ \\Jh...1...1...' - 12.~. li.)L ~ l'-"& ~ ~ t:. '\ ~ ( t> ~.,; &. t:; "11,, \Vt.'-'-';,, q "' " "'. & e; .... \lo C;.i r 1'7 4L.,. ?\ :... ~ X 24~ .. i~.i;, P2,.:. 4-~ *2 4,;'i • ~ &_;,C:> \ 1 ~J 1\l..l ---~ ~ ~\'I ~4 4..-,t.. 1 I 1--, O ~ 1...lt1' l 0 \1~ ~-r--\:>I.--.: \(.p 2:, e--.._ "'"' ~ "f-1;..,.R-. ..... ,"-tc,ll .. t,.~-;: /pO \_J I':.."""--e. ' 4 eo · · JOBNO.C, o/):,\0 SHT.NO. "'S ... \o BY \-(_"r--'F--- DATE v ,:, 0-; ~ z '--'11' ... L-L-~ u r~ l r----( -:.. t °' i ~ WO?.. A~ ____ ,._..,..._N,'r""\ .. -r'.t"--"-"'f"~ u r~ l-~1 C. ·1. i.~ 7 ~{) z. A-. ---- • • • . HARRY F. FLETTER STRUCTURAL ENGINEER Title: WITHERALL APARTMENTS Dsgnr: HFF Date: 910 SAN MARCOS BLVE SUITE 201 SAN MARCOS CA 92069 Description : 4-UNIT2 STORY Scope: CALC. SKETCH 760-7 442218 Rev: 504001 Plywood Shear Wali & Footing Description NO. WALL 81-611 WALL 1 ST FLR. / Gener~I Information # Plywood Layer~ Plywood Grade Nail Size Thickness Stud Spacing I Loads Vertical Loads .. , Point Load # 1 Point Load # 2 Point Load # 3 Uniform Load# 1 Uniform Loa<:! # 1 Lateral Loads ... 1 Structural I 8d 3/8" 16.00 in 735.00 lbs 980.00 lbs 0.00 lbs 291.00 #/ft 0.00 #/ft Uniform Shear @ Top of Wall Uniform Shear@ Top Qf Wall Strut Force Applied @ Top of Wall Strut Force Applied @ Top of Wall Moment Applied @ Top of Wall / Footing Past Left Edge of Wall Wall Length Past Left Edge of W Footing Length Footing Width Footing Thickness Wall Length Wall Height, Wall Weight Ht/ Length at at at 0.00 #/ft 0.00 #/ft 3,242.00 lbs 0.00 lbs 6,443.00 ft-# 0.00 ft 8.50 ft ft 0.00 ft 0.00 ft * * 8.500 ft 9.000 ft 6.000 psf 1.059 to to 8.500ft 8.500ft 0.000 ft 8.500 ft 0.000 ft 8.500 ft Concrete Weight Rebar Cover 0.00 ft 12.00 in, fc Fy Min. Steel As % 8.50 ft 0.00 ft = = End Post Dimension Seismic Factor Nominal Sill Thick. 0.00 lbs 0.00lbs 145.00 pcf 3.00 in 3,000.00 psi 60,000.00 psi 0.00140 Job#900310 Page 1 3.00in 0.000 2.00 I I l I Summary I Overturning Ratio < 1.0 I Wall Summary ... Using 3i8" Thick Structural I on 1 side/s, Nailing is 8d at 4 in @ Edges, 8d at 12 in @ Field Applied Shear= 381.4#/ft, Capacity= 430.000#/ft -> OK Wall Overturning= 35,621.0ft-#, Resisting Moment= 18,710.6ft-#, End Uplift= 1,989.46Ibs Max. Soil Pressures: @Left= 0.0psf, @Right= Q;Qpsf Footing Summary ... Max. Footing Shear= 0.00psi, Allowable= 109.54psi -> OK Bending Reinforcement Req'd@ Left= 0.00in2, @Right= 0.00in2 Minimum Overturning Stability Ratio = 0.481 : 1 Less Than 1 -No Good ! I Simpson Hold Down Options Choices for LEFT Side of Wall to Footing ..... HD2A w/2" long bolts, Capacity = 2055 lbs HD2 w/2" long bolts, Capacity = 2095 lbs HB8A w/1 .5" long bolts, Capacity = 2275 lbs HD5A w/2" long bolts, Capacity = 2485 lbs Choices for RIGHT Side of Wall to Footing ..... HD5A w/1.5" long bolts, Capacity= 1870 lbs HD5 w/1.5" long bolts, Capacity= 1930 lbs HD2A w/2" long bolts, Capacity = 2055 lbs HD2 w/2" long bolts, Capacity = 2095 lbs I • • • • HARRY F. FLETTER STRUCTURAL ENGINEER Title: WITHERALL APARTMENTS Job#990310 $10 SAN MARCOS BLVE SUITE 201 SAN MARCOS CA 92069 7!>0-7 44221·s Dsgnr: HFF Date: Description : 4-UNIT 2 STORY Scope: CALC. SKETCH Rev: 504001 Plywood Shear Wall & Footing Page 1 Description NO. WALL 1ST FLR. 7' WALL I General r nformation # Plywood Layers Plywood Grade Nail Size Thickness 1 Structural II 8d 3/8" 16.00 in Wall Length Wall Height, Wall Weight Ht/ Length 7.000 ft 9.000 ft 6.000 psf 1.286 End Post Dimension 3.00 in Seismic Factor 0.000 Nominal Sill Thick. 2.00 Stud Spacing !toads Vertical L9ads ... Point Load # 1 Point Load # 2 Point Load # 3 Un/form Load # 1 Uniform Load # 1 Lateral. Loads ... 0.00 lbs 684.00 lbs 0.00 lbs 274.00 #/ft. 0.00#/ft Uniform Shear@ Top of Wall Uniform Shear@ Top of Wall Strut Force Applied @ Top of Wall Strut Force Applied @ Top of Wall Moment Applied @ Top of Wall I Footing. Past Left Edge of Wall Wall Length Past Left Edge of 'Iv Footing Length Footing Width Footing Thickness I Summary I Wall Summary ... at at at 0.00 #/ft 0.00 #/ft 2,670.00 lbs 0.00 lbs 1.00 ft-# 0.000 ft 7.000 ft 0.000 ft 7.000 ft 0.00 ft 12.00 in 0.00 ft 7.00 ft ft 0.00 ft to 0.00 ft to * 7.000ft * 7.000ft Concrete Weight Rebar Cover fc Fy Min. Steel As % 7.00 ft 0.00 ft = = O.OOlbs 0.00 lbs 145.00 pcf 3.00 in 3,000.00 psi 60,000.00 psi 0.00140 Overturning Ratio < 1.0 ! Using 3/8" Thick Structural II on 1 side/s, Nailing is 8d at 3 in@ Ed!:Jes, 8d at 12 in@ Field Applied Shear= 381.4#/ft, Capacity= 490.000#/ft -> OK Wall Overturning= 24,031.0ft-#, Resisting Moment= 8,036.0ft-#, End Uplift= 2,285.00lbs Max. Soil Pressures: @ Left= 0.0psf, @ Right = 0.0psf Footing Summary ... Max. Footing Shear= 0.00psi, Allowable = 109.54psi -> OK Bending Reinforcement Req'd @ Left= 0.00in2, @ Right= 0.00irt2 Minimum Overturning Stability Ratio = 0.301 : 1 Less Than ·1 -No Good ! I Simpson Hold Down Options Choices for LEFT Side of Wall to Footing ..... HD5A w/2" long bolts, Capacity = 2485 lbs HOS w/2" long bolts, Capacity = 2535 lbs HD2A w/2.5" long bolt~, Capacity = 2585 lbs HD2 w/2.5" long bolts, Capacity = 2595 lbs Choices for RIGHT Side of Wall to Footing ..... HD5A w/1 .5" long bolts, Capacity = 1870 lbs HD5 w/1.5" long bolts, Capacity= 1930 lbs HD2A w/2" long bolts, Capacity = 2055 lbs HD2 w/2" long bolts, Capacity = 2095 lbs ' • r ' • • ! ! . ! I . HARRY F. FLETTER STRUCTURAL ENGINEER ·\:\) \ ::XL...\. E..TC..A-,L JOB NO~gO ?:2\ C SHT. NO. ~-t 3 910 W. San Marcos Blvd., Ste. 201 _________ ~_ BY San Marcos, CA 92069 ·DATE . . f ~ ·'1 I 1 o ><.14-/,tt. --_4'2:t,~,. ~~ l'Z.' : . . J., ~c/ \.~AU ... ·~ ,t._ ~ .::. ~ \ 1 ~ ~-l e) /2 Q _-.:. ? 0-~'1 . . ~-:a.l4/ . l, I ·._j J\-1..,(.,.. ---tf--'F--::--\ g;, '? ~ " t7 ...., \ \ t 41: '-...).~. '-\)f-'j ::;. -;, a~· ,7\ '\~.o c; A... !::-h.c;"i . 't:..-1..)~ .. . . · \:\~-'.~ .4 1 w l½Jv( . ,J1i'_ ~, -r=.,JIC) 3jr, l ~ ~) ·t/\.\-,'\ ~£. 0 ,, • • • HARRY F. FLETTER STRUCTURAL ENGINEER 910 SAN MARCOS BLVE SUITE 201 SAN MARCOS CA 92069 760-7 442218 Title : WITHERALL APARTMENTS Dsgnr: HFF Date: Description : 4-UNIT 2 STORY Scope: CALC. SKETCH -Rev: 50~001 Plywood Shear WaU & footing Description LINE 3 2ND FLR WALL 14" WALL I General Information # Plywood Layers Plywood Grade Nail Size Thickness Stud Spacing I Loads Vertical Loads ... Point Load # 1 Point Load # 2 Point Load # 3 Uniform Load # 1 Uniform Load # 1 Lateral Loads ... 1 Structural II 8d 3/8" 16.00 in 0.00 lbs 0.00 lbs 0.00 lbs 0.00 #/ft 0.00 #/ft Uniform Shear@ Top of Wall Uniform Shear@ Top of Wall Strut Force Applied @ Top of Wall Strut Force Applied @ Top of Wall Moment Applied @ Top of Wall I Footing Wall Length Wall Height, Wall Weight Ht/ Length at at at 0.00 #/ft 0.00 #/ft 4,283.00 lbs Q.00 lbs 0.00 ft-# 0.00 ft 0.00 ft ft 0.00 ft 0.00 ft * * 14.000 ft 12.000 ft 6.000 psf 0.857 to to 14.000ft 14.000ft Past Left Edge of Wall Wall Length 0.000 ft 14.000 ft 0.000 ft 14.000 ft 0.00 ft 12.00 in Concrete Weight Rebar Cover Past Left Edge of W Footing Length Footing Width Footing Thickness f'c Fy Min. Steel As % 0.00 ft 0.00 ft = = End Post Dimension Seismic Factor Nominal Sill Thick. O.OOlbs O.OOlbs 145.00 pcf 3.00 in 3,000.00 psi 60,000.00 psi 0:00140 Job# 900310 Page 1 3.00in 0.000 2.00 • I • I Summary-I Overturning Ratio < 1.0 ! Wall Summary ... Using 3/8" Thick Structural II on 1 side/s, Nailing is 8d at 4 in@ Edges, 8d at 12 in@ Field Applied Shear= 305.9#/ft, Capacity= 380.000#/ft -> OK Wall Overturning= 51,396.0ft--#, Resisting Moment= 7,056.0ft--#, End Uplift= 3, 167.14Ibs Max. Soil Pressures: @ Left = O.Opsf, @ Right= O.Opsf Footing Summary ... Max. Footing Shear= O.OOpsi, Allowable = 109.54psi -> OK Bending Reinforcement Req'd@ Left= O.OOin2, @Right= 0.00in2 Minimum Overturning Stability Ratio = 0.127 : 1 Less Than 1 -No Good ! I Simpson Hold Down Options Choices for LEFT Side of Wall to Footing ..... HD7 w/1 .5" long bolts, Capacity = 3260 lbs HB8A w/2.5" long bolts, Capacity = 3685 lbs HD5A w/3" long bolts, Capacity = 3705 lbs HD5w/3" long bolts, Capacity= 3745 lbs Choices for RIGHT Side of Wall to Footing ..... HD7 w/1.5" long bolts, Capacity = 3260 lbs HB8A w/2.5" long bolts, Capacity = 3685 lbs HD5A w/3" long bolts, Capacity = 3705 lbs HD5 w/3" long bolts, Capacity = 37 45 lbs • , . • • • J-IARRY F. FLETTER SfRUCTURAl-ENGINEER Title: WITHERALL APARTMENTS Job# 990310 Dsgnr: HFF Date: Description : 4-UNIT 2 STORY 910 SAN MARCOS BLVE SUITE 201 SAN MARCOS CA 92069 760-7 442218 Scope: CALC. SKETCH S ... Ii:; Rev: 504001 Plywood Shear Wall & Footing Page 1 Description LINE 3 1 0' WALL I General Information # Plywood Layers Plywood Grade Nail Size Thickness Stud Spacing I Loads Vertical Loads ... Point Load # 1 Point Load # 2 Point Load # 3 Uniform Load # 1 Uniform Load # 1 Lateral Loads ... 1 Structural I 8d 3/8" 16.00 in 0.00 lbs 0.00 lbs 0.00 lbs 0.00 #/ft 0.00 #/ft Uniform Shear @ Top of Wall Uniform Shear@ Top of Wall Strut Force Applied @ Top of Wall Strut Force Applied @ Top of Wall Moment Applied @ Top of Wall I Footing Wall Length Wall Height Wall Weight Ht/ Length at 0.00 ft at 0.00 ft at ft 0.00 ft 0.00 ft 0.00 #/ft * 0.00 #/ft * 3,059.00 lbs O.bo lbs 0.00 ft-# 10.000 ft 14.000 ft 6.000 psf 1.400 to to 10.000ft 10.000ft Past Left Edge of Wall Wall Length 0.000 ft 10.000 ft 0.000 ft 10.000 ft 0.00 ft 12.00 in Concrete Weight Rebar Cover Past Left Edge of W Footing Length Footing Width Footing Thickness fc Fy Min. Steel As % 0.00 ft 0.00 ft = = End Post Dimension Seismic Factor Nominal Sill Thick. 0.00 lbs 0.00 lbs 145.00 pcf 3.00 in 3,000.00 psi 60,000.00 psi 0.00140 3.00 in 0.000 2.00 · I Summary I Overturning Ratio < 1.0 ! Wall Summary ... Using 3/8" Thick Structural I on 1 side/s, Nailing is 8d at 4 in@ Edges, 8d at 12 in@ Field Applied Shear= 305.9#/ft, Capacity = 430.000#/ft -> OK Wall Overtllrning = 42,826.0ft-#, Resisting Moment= 4,200.0ft-#, End Uplift= 3,862.60Ibs Max. Soil Pressures: @Left= 0.0psf, @Right= 0.0psf Footing Summary ... Max. Footing Shear= 0.00psi, · Allowable = 109.54psi -> OK Bending Reinforcement Req'd@ Left= 0.00in2, @Right= 0.00in2 Minimum Overturning Stability Rati9 = 0.092 : 1 Less Than 1 -No Good ! I Simpson Hold ·Down Options Choices for LEFT Side of Wall to Footing ..... HD10A w/1.5" long bolts, Capacity= 3945 lbs HD5A w/5.5" long bolts, Capacity = 3980 lbs HD5A w/3.5" long bolts, Capacity= 4010 lbs HD5 w/5.5" long bolts, Capacity = 4040 lbs Choices for RIGHT Side of Wall to Footing ..... HD10A w/1.5" long bolts, Capacity= 3945 lbs HD5A w/5.5" long bolts, Capacity= 3980 lbs HD5A w/3.5" long bolts, Capacity= 4010 lbs HD5 w/5.5" long bolts, Capacity = 4040 lbs I I I I £ •• • I • ' Title: WITHERALL APARTMENTS H~RRY F. FLETTER Job# 990310 STRUCTURAL ENGINEER Dsgnr: HFF Date: 910 SAN MARCOS BLVE SUITE 201 Description : 4-UNIT 2 STORY SAN MARCOS CA 92069 Scope: CALC. SKETCH "S. ~\(p 760-7 442218 I Rev; 500l01 Plywood Shear Wall & Footing Page 1 I Description LINE 3 6' WALL I General Information I # Plywood Layers 1 Wall Length 6.000 ft End Post Dimension 3.00 in Plywood Grade Structural II Wall Height, 11.000 ft Seismic Factor 0.000 Nail Size 8d Wall Weight 6.000 psf Nominal Sill Thick. 2.00 Thickness 3/8" Ht/ Length 1.833 Stud Spacing 16.00 in I Loads I Vertical Loads ... Point ~oad # 1 0.00 lbs at 0.00 ft Point Load # 2 0.00 lbs at 0.00 ft Point Load # 3 0.00 lbs at ft Uniform Load# 1 0.00 #/ft 0.00 ft to 0.00 ft Uniform Load # 1 0.00 #/ft 0.00 ft to 0.00 ft Lateral Loads ... Uniform Shear @ Top of Wall 0.00 #/ft * 6.000ft = 0.00lbs Uniform Shear@ Top of Wall 0.00 #!ft * 6.000ft = 0.00lbs Strut Force Applied@ Top of Wall 1,836.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# I FootinQ I Past Left Edge of Wall 0.000 ft Concrete Weight 145.00 pcf Wall Length 6.000 ft Rebar Cover 3.00 in Past Left Edge of W 0.000 ft f'c 3,000.00 psi Footing Length 6.000 ft Fy 60,'000.00 psi Footing Width 0.00 ft Min. Steel As % 0.00140 Footing Thickness 12.00 in Summary I Overturning Ratio< 1.0 ! Wall Summary ... Using 3/8" Thick Structural II on 1 side/s, Nailing is 8d at 4 in@ Edges, 8d at 12 in@ Field Applied Shear= 306.0#/ft, Capacity = 380.000#/ft -> OK Wall Overturning= 20, 196.0ft-#, Resisting Moment= 1, 188.0ft-#, End Uplift= 3, 168.00lbs Max. Soil Pressures: @ Left = 0.0psf, @ Right = 0.0psf Footing Summary ... Max. Footing Shear= 0.00psi, Allowable :;: 109;54psi. -> OK Bending Reinforcement Req'd@ Left= 0.00in2, @Right= 0.00in2 Minimum Overturning Stability Ratio = 0.054 : 1 Less Than 1 -No Good ! I Simpson Hold Down Options Choices for LEFT Side of Wall to Footing ..... HD7w/1.5" long bolts, Capacity= 3260 lbs HB8A w/2.5" long bolts, Capacity = 3685 lbs HD5A w/3" long bolts, Capacity = 3705 lbs HD5 w/3" long bolts, Capacity = 37 45 lbs Choices for RIGHT Side of Wall to Footing ..... HD? w/1.5" long bolts, Capacity= 3260 lbs HB8A w/2.5" long bolts, Capacity = 3685 lbs HD5A w/3" long bolts, Capacity = 3705 lbs HD5 w/3" long bolts, Capacity = 37 45 lbs I • •• • HARRY F. FLETTER STRUCTURAL ENGINEER JOB NO:q/ :JO:, I Q SHT. NO. "::> -( '7 910 W. San Marcos Blvd., Ste. Z0l _____________ _ BY L\'f-~-. San Marcos, CA 92069 C. l1i:.C l'-. '°f'?-,;;, ~ 6 t-c~ Si 11-I )' • 41:. '\Z:,~ -()·l-::. 2. "2... SI..\-( . l4 -Pr::.. ± ':1, t"'" &i pl f.-± ~ .;,,.~ -z. C \ 1.'l C "-,=.. P;, "1 b\..-17.l. \'\ C. -:L 3\ <P1 C \..i,t. C. I'-. 'f-13 • !, ' 1:-b .. O\ ~ tv._ f!.· '2.~ \ :J ~6 It.. '_,'-,t ~, -;.I)~ ~-t-t-S , f..-Jz_ If';,(..,~ 41? ~ o_A(._.c.. Po~ :;, 14-":½ q ) "'S1t--u; . -:;:,,J~\ I.P 7 DATE . 4,1 •~ I ' . ' : " ., :?'.:,\./,,. Q r~ ,. ' .. ~ ' ,., ~l(p . . ~<; r l 1,'1 '? ! ' ll;'!. ~ ... , C:.:t(~._;.. ..;~11. 1: -s~~s ..,,__ c:, '-c ... "Z "~ \ ·':-:P·1 '' -... ' CJ? 4!. G., , - 1!, ,. 1. r::i.' " ~L to 1 j l'Z.c. - " . , -;b'-Z ,I, ' f:,(..:.. , ,, 'l. 4-l 7 ;z, qt tj) E--.S,,.lol \4:-,.:il ! \~.--... ---~ r + 4-q c{ 'Z ,z i;; 1 0\E.. 4,.,t.1l,-~I , l4-? '\ /+10 '1.. o--e • • • Title : WIT-HERALL APARTMENTS . HARRY F. FLl;TTER STRUCTURAL ENGINEER Dsgnr: HFF Date: 910 SAN MARCOS BLVE SUITE 201 SAN MARCOS CA 92069 760-7442218 I Rev:_ 504001 Description : 4-UNIT 2 STORY Scope: CALC. SKETCH General Timber Beam Description FB-6 SEIS. CH~CK SEIS, RT. I General Information Section Name 4x14 Center Span 20.00 ft ..... Lu Beam Width 3.500 in Left Cantilever ft ..... Lu Beam Depth 13.250 in Right .Cantilever ft ..... Lu Member Type Sawn Bm Wt. Added to Loads Fb Base Allow 1,500.0 psi Load Dur. Factor 1.330 FvAllow 95.0 psi Beam End Fixity Pin-Pin FcAllow 625.0 psi E 1,700.0 ksi Wood Density 34.000 pcf I Uniform Loads Uniform Loads Over Full Span Center DL 126.00 #/ft LL #/ft Left Cantilever DL #/ft LL #!ft Right Cantilever DL #!ft LL #/ft I Point Loads · Dead Load -3,268.0 lbs 3,862.0 lbs lbs lbs Live Load lbs lbs lbs lbs lbs lbs ... distance 6.000ft 10.500ft 0.000ft 0.000ft 0.000 ft Job·# 900310 -1 0.00 ft 0.00 ft 0.00 ft I I lbs lbs 0.000 ft I Summary •• Beam Design OK Span= 20.00ft, Beam Width =3.500in.x Depth=< 13.25in, Ends are Pin-Pin Max Stress Ratio 0.982 : 1 Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ ·Left Support Max @ Right Support Max.Mallow fb 1,959.55 psi Fb 1,995.00 psi I Deflections Center Span ... Deflection ... Location ... Length/Def! 16.7 k-ft 17.0 k,-ft Maximum Shear * 1.5 Allowable 16.72k:.ft at 10.480ft Shear: 0.00 k-ft at 20.000 ft 0.00k-ft 0.00k-ft 17.03 fv Fv Dead Load -0.750 in 10.800ft 319.9 73.56 psi 126.35 psi Total Load -0.750ih 10.S00·ft 319.87 Reactions ... Left DL Right DL Camber: 0.92k 2.42 k Left Cantilever ... Deflection ... Length/Def I Right Cantilever.,. Deflection ... Length/Def! @Left @ Right @Left @Center @Right Max Max Dead Load 0.000 in 0.0 0.000 in 0.0 3.4 k 5.9 k 0.92k 2.42 k 0.000 in 1.125 in 0.000 in 0.92k 2.42k Total Load 0.000 in 0.0 0.000 in 0.0 I ~ • • • HARRY F. FLETTER STRUCTURAL ENGINEER 910 SAN MARCOS BLVE SUITE 201 SAN ·MARCOS CA 92069 760-7442218 Title : WITHERALL APARTMENTS Dsgnr: HFF Date: Description : 4-UNIT 2 STORY Scope: CALC. SKETCH I Rev; 504001 General Timber Beam Description FB-6 SEIS. CHECK SEIS, RT. Job#990310 I Stress Cales I Bending Analysis Ck 23.674 Rb Cf 1.000 @Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction I Query Values 0.,000 Sxx Max Moment 16.72 k-ft 0.00 k-ft 0.00 k-ft @ Left Support 1.16 k 9.188 in2 126.35 psi 0.92 k 2.42 k M, V, & D @ Specified Locations @ Center Span Location = 0. 00 ft @ Right Cant. Location= 0.00 ft @ Left Cant. Location= 0.00 ft 102.411 in3 Area 46.375 in2 Sxx Reg'd 100.59 in3 o.oo in3 0.00 in3 @ Right Support 3.41 k 26.999 in2 126.35 psi Bearing Length Req'd Bearing Length Req'd Moment 0.00k-ft 0.00 k-ft 0.00k-ft Allowablefb 1,995.00 psi 1,995.00 psi 1,995.00 psi 0.419 in 1.105 in Shear 0.92 k 0.00 k 0.00 k Deflection 0.0000 in 0.0000 in 0.0000 in I ' . • • I •• l;IARRY F. FLETTER STRUCTURAL ENGINEER 910 SAN MARCOS BLVE SUITE 201 ~AN MARCOS CA 92069 760-7 442218 I Rev: 504001 Description FB-6 SEIS. LFT. I General Information . Section Name 4x14 Beam Width 3.500 in Seam Depth 13.250 in Member Type Sawn Bm Wt. Added to Loads Load Dur. Factor 1.330 Beam End Fixity Pin-Pin Wood Density 34.000 pcf I Uniform Loads Uniform Loads Over Full Span Center DL Left Cantilever DL Right Cantilever DL I Point Loads Title: WITHERALL APARTMENTS .Dsgnr: HFF Date: Description : 4-UNlt 2 STORY Scope: CALC. SKETCH General Timber Beam Center Span 20.00 ft ..... Lu Left Cantilever ft ..... Lu Right Cantilever ft ..... Lu Fb Base Allow 1,500.0 psi FvAllow 95.0 psi Fe Allow 625.0 psi E 1,700.0 ksi 126.00 #/ft LL #/ft #/ft LL #/ft #/ft LL #/ft Dead Load 3,168.0 lbs -3,862.0 lbs lbs lbs lbs Live Load lbs lbs lbs lbs lbs ... distance 6.000ft 10.500ft 0.000ft 0.000ft 0.000 ft Job#99J310 r 0.00 ft 0.00 ft 0.00 ft I r lbs lbs 0.000 ft Summary •• Beam Design OK Span= 20.00ft, Beam Width =3.500in x Depth= 13.25in, Ends are Pin-Pin Max Stress Ratio 0.473 : 1 Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max.Mallow fb 943.35 psi Fb 1,995.00 psi I Deflections Center Span ... Deflection ... Location ... Lengtti/Defl 8.1 k-ft 17.0 k-ft Maximum Shear* 1.5 Allowable 8.05 k-ft at 6.000 ft Shear: @Left @Right -3.3/;l k-ft at 10.480 ft O.OOk-ft O.OOk-ft 17.03 fv Fv Dead Load -0.153 in 6.000ft 1,564.9 52.08 psi 126.35 psi Total Load -0.153 in 6.000ft 1,564.90 Reaction$ ... Left DL Right DL Camber: 1.75k 0.29k Left Cantilever ... Deflection ... Length/Def! Right Cantilever ... Deflection ... Length/Def! @Left @Center @Right Max Max Dead Load 0.000 in 0.0 0.000 in 0.0 2.4 k 5.9 k 1.75k 0.29 k 0.000 in 0.230 in 0.000 in 1.75k 0.29k Total Load 0.000 in 0.0 0.000 in 0.0 I < • • • •• tlARRY F. FLETTER STRUCTURAL ENGIN~ER 910 SAN MARCOS BLVI; SUITE 201 SAN MARCOS CA 92069 760-7442218 I Rev; 504001 Description FB-6 SEIS. LFT. Title : WITHERALL APARTMENTS Job# 900310 Dsgnr: HFF Date: Description : 4-UNIT 2 STORY Scope: CALC. SKETCH General Timber Beam I Stress Cales I Bending Analysis Ck 23.674 Rb Cf 1.000 @Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction I Query Values 0.000 Sxx Max Moment 8.05 k-ft 0.00 k-ft 0.00 k-ft @ Left Support 2.42 k 19.116 in2 126.35 psi 1.75 k 0.29 k M, V, & D @ Specified Locations @ Center Span Location = 0. 00 ft @ Right Cant. Locati9n = 0.00 ft @ Left Cant. Location= 0.00 ft 102.411 in3 Ar,ea 46.375 in2 SxxReg'd 48.43 in3 0.00 in3 0.00 in3 @ Right Support 0.22 k 1.780 in2 126.35 psi Bearing Length Req'd Bearing Len~th Req'd Moment O.OOk-ft 0.00 k-ft O.OOk-ft A!lowablefb 1,995.00 psi 1,.995.00 psi 1,995.00 psi 0.801 in 0.134 in Shear 1.75 k 0.00 k 0.00 k Deflection 0.0000 in 0.0000 in 0.0000 in I • • • . lilARRY F. FLETTER STRUCTURAL ENGINEER 910 SAN MARCOS BLVE SUITE 201 SAN MARCOS CA 92069 760-7 442218 I -Rev: 504001 Description FB-7 SEIS RT. / General Information Section Name 4x14 Beam Width 3.500 in Beam Depth t3.250 in Member Type Sawn Bm Wt. Added to Loads Load Dur. Factor 1.330 Beam End Fixity Pin-Pin Wood Density 34.000 pcf I Uniform Loads Uniform Loads Over Full Span Center DL Left Cantilever DL Right Cantilever DL I Point Loads Dead Load -3, 167.0 lbs Live Load lbs ... distance 5.500ft Title: WITHERALL APARTMENTS Dsgnr: HFF Date: Description : 4-UNIT 2 STORY Scope: CALC. SKETCH General Timber Beam Center Span Left Cantilever Right Cantilever Fb Base Allow FvAllow Fe Allow E 126.00 #/ft LL #/ft LL #/ft LL lbs lbs lbs lbs 0.000ft 0.000ft 20.00 ft ft ft 1,500.0 psi 95.0 psi 625.0 psi 1,700.0 ksi #/ft #/ft #/ft lbs lbs 0.000ft ..... Lu ..... Lu ._ .... Lu lbs lbs 0.000 ft 0.00 ft 0.00 ft 0.00 ft Job#900310 Page 11 lbs lbs 0.000 ft I l I I Summary I Beam Design OK Span= 20.00ft, Beam Width= 3.500in x Depth= 13.25in, Ends are Pin-Pin Max Stress Ratio 0.419 : 1 Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max@ Right Support Max. Mallow fb 836.37 psi Fb 1,995.00 psi I Deflections Center Span ... Deflection ... Location ... Length/Def! -7.1 k-ft 17.0 k-ft Maximum Shear * 1.5 Allowable 0.91 k-ft -7.14k-ft at 16.320 ft at 5.520 ft Shear: @Left @Right 0.00k-ft 0.00k-ft 17.03 fv 34.58 psi Fv 126.35 psi Dead Load 0.186in 6.960ft 1,293.5 Total Load 0.186 in 6.960ft 1,293.51 Reactions ... Left DL Right DL Camber: -0.93 k 0.50k Left Cantilever ... Deflection ... Length/Def! Right Cantilever ... Deflection ... Length/Def! @Left @Center @ Right Max Max Dead Load 0.000 in 0.0 0.000 in 0.0 1.6 k 5.9 k 0.93k 0.50 k 0.000 in 0.278 in 0.000 in -0.93k 0.50k Total Load 0.000 in 0.0 0.000 in 0.0 I • • •• HARRY F. FLETTER STRUCTURAL ENGINEER 910 SAN MARCOS BLVE SUITE 201 SAN MARCOS CA 92069 760-7 442218 I Rev: 504001 Description FB-7 SEIS RT. Title: WITHERALLAPARTMENTS Job#990310 Dsgnr: HFF Date: Description: 4-UNIT 2 STORY Scope: CALC. SKETCH General Timber Beam Page 2 I I Stress Cales I ·Bending Analy~is Ck 23.674 .Rb Cf 1.000 @Center @ Left Support @ Right Support Shear Analysis Design Sh~r Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction I Query Values 0.000 Sxx Max Moment 7.14 k-ft 0.00 k-ft 0.00 k-ft @ Left Support 1.60 k 12.691 in2 126.35 psi -0.93 k 0.50 k M, V, & D @ Specifieq Locations @ ·Center Span Location = 0. 00 ft @ Right Cant. Location = 0.00 ft @ Left Cant. Location= 0.00 ft 102.4·11 in3 Area 46.375 in2 Sxx Reg'd 42.93 in3 0.00 in3 0.00 in3 @ Right Support 0;53 k 4.228 in2 126.35 psi Bearing Length Req'd Bearing Length Req'q Moment 0.00 k-ft O.OOk-ft O.OOk-ft. Allowablefb 1,995.00 psi 1,995.00 psi 1,995.00 psi 0.424 in 0.228 in Shear -0.9;3 k 0.00 k 0.00 k Deflection 0.0000 in 0.0000 in 0.0000 in I •• • • L ,. HARRY F. FLETTER STRUCTURAL ENGINEER 910 SAN MARCOS BLVE SUITE 201 SAN MARCOS CA 92069 760-7442218 I Rev; 504001 Title: WITHERALL APARTMENTS Dsgnr: HFF Date: Description : 4-UNIT 2 STORY Scope: CALC. SKETCH General Timber Beam Description FB-7 DL +SEIS LFT. I General Information . Section Name 4x16 Beam Width 3.500 in Beam Depth 15.250 in Member Type Sawn Bm Wt. Added to Loads Load bur. Factor 1.330 Beam End Fixity Pin-Pin Wood Density 34.000 pcf I Uniform Loads Uniform Loads Over Full Span Center DL Left Cantilever DL Right Cantilever DL I Point t..oads Dead Load 3,167.0lbs Live Load lbs ... distance 5.500ft Center Span Left Cantilever Right Cantilever Fb Base Allow Fv Allow FcAllow E 126.00 #/ft LL #/ft LL #/ft LL lbs lbs lbs lbs 0.000 ft 0.000ft 20.00 ft ..... Lu ft ..... Lu ft ..... Lu 1,500.0 psi 95.0 psi 625.0 psi 1,700.0 ksi #/ft #!ft #/ft lbs lbs 0.000ft lbs lbs 0.000 ft 0.d0 ft 0.00 ft 0.00 ft Job#900310 lbs lbs 0.000 ft I I I I Summary I Beam Design OK Span= 20.00ft, Beam Width= 3.500in x Depth= 15.25in, End~ are Pin-Pin Max Stress Ratio 0.805 : 1 Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. Mallow fb 1,605.49 psi Fb 1,995.00 psi I Deflections Center Span ... Deflection ... Location ... Length/Def! 18.2 k-ft; 22.6 k-ft Maximum Shear* 1.5 Allowable 18.15k-ft at 5.520ft Shear: @ Left @Right 0.00 k-ft at 20.060 ft 0.00k-ft 0.00k-ft 22.55 fv 98.80 psi Fv 126.35 psi Dead Load -0.672 in 9.360 ft 357.3 Total Load -0.672 in 9.360 ft 357.32 Camber: Reactions ... Left DL 3.68 k Right DL 2.26 k Left Cantilever ... Deflection ... Length/Def! Right Cantilever ... Deflection ... Length/Def! @Left @Center @Right Max Max Dead Load 0.000 in 0.0 0.000 in 0.0 5.3 k 6.7 k 3.68k 2.26 k 0.000 in 1.008 in 0.000 in 3.68k 2.26k Total Load 0.000 in 0.0 0.000 in 0.0 I • • •• · • HARRY F •. FLETTER STRUCTURAL ENGINEER 910 SAN MARCOS BLVE SUITE 201 SAN MARCOS CA 92069 760-7 442218 I Rev: 504001 Description FB-7 DL +SEIS LFT. Title : WITHERALL AP /.\RTMENTS Job#99::J310 psgnr: HFF Date: Description : 4-UNIT 2 STORY Scope: CALC. SKETCH General Timber Beam Page 2 I I Stress Cales I Bending Analysis Ck 23.674 Rb Cf 1.000 @Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction I Query Values 0.000 Sxx Max Moment 18.15 k-ft 0.00 k-ft 0.00 k-ft @ Left Support 5.27 k 41.739 in2 126.35 psi 3.68 k 2.26 k M, V, & D @ Specified Locations @ Center Span Location = 0. 00 ft @ Right Cant. Location= 0.00 ft @ Left Cant. Location= 0.00 ft 135.661 in3 Area 53.375 in2 Sxx Reg'd 109.17 in3 0.00 in;3 0.00 in3 @ Right Support 3.14 k 24.819 in2 126.35 psi Bearing Length Req'd Bearing Length Req'd Moment O.OOk-ft 0.00 k-ft O.OOk-ft Allowablefb 1,995.00 psi 1,995.00 psi 1,995.00 psi 1.683 in 1.032 in Shear 3.68 k 0.00 k 0.00 k Deflection 0.0000 in 0.0000 in 0.0000 in I • • ••• • HARRY F. FLETTER STRUCTURAL ENGINEER Title: WITHERALL APARTMENTS Dsgnr: HFF Date: Description : 4-UNIT 2 STORY Job# 990310 I 910 SAN MARCOS BLVE SUITE 201 SAN MARCOS CA 92069 ,760-7442218 Scope: CALC. SKETCH ~ ... ,z ~ I Rev: 504001 . General Timber Beam Page 1 I Description FB-8 FB-9 DL +FLR. LL + SEIS. I General Information Section Name 5.125x15.0 Center Span 16.17 ft ....• Lu 0.00 ft Beam Width 5.125 in Beam Depth 15.000 in Left Cantilever ft ..... Lu 0.00 ft Right Cantilever ft ..... Lu 0.00 ft Member Type GluLam Bm Wt. Added to Loads Load Dur. Factor 1.330 Beam End Fixity Pin-Pin Wood Density 34.000 pcf Fb Base Allow 2,400.0 psi FvAllow 165.0 psi Fe Allow 560.0 psi E 1,700.0 ksi · I Trapezoidal Loads #1 DL @ Left 231.00 #/ft LL@Left #/ft Start Loe 0.000 ft DL@ Right .231.00 #/ft LL@Right #/ft End Loe 9.000 ft #2 DL@ Left 413.00 #/ft LL@ Left 400.00 #/ft . Start Loe 9.000 ft DL@ Right 413.00 #/ft LL@Right 400.00 #/ft End Loe 16.170 ft I Point Loads Dead Load 1,439.0 lbs lbs lbs lbs lbs lbs Live Load 3,167.0lbs lbs lbs lbs lbs lbs ... distance 9.000ft 0.000 ft 0.000ft 0.000ft 0.000 ft 0.000 ft Summary I Beam Design OK Span= 16.17ft, Beam Width = 5.125in x Depth = 15.in, Ends are Pin-Pin Max Stress Ratio 0.679 : 1 Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. Mallow fb 2,167.92 psi Fb 3,192.00 psi I Deflections Center Span ... Deflection ... Location ... Length/Def! 34.7 k-ft 51.1 k-ft Maximum Shl;}ar * 1.5 Allowable 34.72k-ft -0.00 k-ft at 8.991 ft at 16.170 ft Shear: @Left @Right O.OOk-ft O.OOk-ft 51.12 fv 132. 77 psi Fv 219.45 psi Dead Load -0.291 in 8.279ft 666.3 Total Load -0.588 in 8.408 ft 329.84 Camber: Reactions ... Left DL 2.94 k Right DL 3.83 k Left Cantilever ... Deflection ... Length/Def! Right Cantilever ... Deflection ... Length/Def! @Left @Center @Right Max Max Dead Load 0.000 in 0.0 0.000 in 0.0 10.2 k 16.9 k 4.98k 7.83 k 0.000 in 0.437 in 0.000 in 4.98k 7.83k Total Load 0.000 in 0.0 0.000 in 0.0 ' I I I • •• • • HARRY F. FLETTER STRUCTURAL ENGINEER 910 SAN MARCOS BLVE SUITE 201 SAN MARCOS CA 92069 760-7 442218 Title: WITHERALL APARTMENTS Dsgnr: HFF Date: Description : 4-UNIT 2 STORY Scope: CALC. SKETCH ! _ Rev: _504001 General Timber Beam Description FB-8 FB-9 DL +FLR. LL + SEIS. Job# 900310 Page 2 I I Stress Cales I Bending Analysis Ck 18.716 Rb Cv 1.000 @Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction / Query Values 0.000 Sxx Max Moment 34.72 k-ft 0.00 k-ft 0.00 k-ft @ Left Support 7.01 k 31.960 in2 219.45 psi 4.98 k 7.83 k M, V; & D @ Specified Locations @ Center Span Location= 0.00 ft @ Right Cant. Location = 0.00 ft @ Left Cant. Location= 0.00 ft 192.188 in3 Area 76.875 in2 Sxx Reg'd 130.53 in3 0.00 in3 0.00 in3 @ Right Support 10.21 k 46.510 in2 219.45 psi Bearing Length Req'd Bearing Length Req'd Moment 0.00 k-ft O.OOk-ft O.OOk-ft Allowablefb 3, 192. 00 psi 3,192.00 psi 3,192.00 psi 1.736 in 2.727 in Shear 4.98 k 0.00 k 0.00 k Deflection 0.0000 in 0.0000 in 0.0000 in I f1; : ! : • • HARRY F. FLETTER STRUCTURAL ENGINEER lJ I 7 U. ~ iZ. A.~ . . JqB NQ.490 3 t G SHT. NO. "3 -'Z 6i 910W.SanMarcosBlvd.,Ste.201 _________ ~-· BY. _,b,\=--'-l/:,...!-'-~__c_' _____ _ San Marcos, CA 92069 DATE ·+ .. '\Z.r-_f-~"'1. lt~'E. .,,...), -:-~11~./1. r;._'.4-~_b,'l:. F-\..o-o~ ,::. r \ j ,C\ C. '2. ;.. 4 'Z. ~--~ J . '!:, z.~-~~-: 4.~;i;-4 ... ' :· ' ~ : 9.C ""? tl.. \J 1\.1.."-Q = 4z.1 iJ.,.' \) ~ q ~~', / 4 '2. -;. ~I :~·1 ' .. , . ___ i -·" ·-' -. ' ' -~7. ;~;~c1H\ l I ~£ ; ~ ~ ~4 ~ ~ :~ J z : ~ : 4-:t; ~ ~L t.. c:;, e...tc-~ · .::; \l 4 :"'-~-·\ l ;ti-.~. 1,,~ i.,. : :.;. : A -7·7 . \VA~ ,Q_ ~ :4-z •: \j-:. ~ 9 ,\ i/ 4'Z ~ :t ~ 4 . ,, ' l -- \?:,..'%---:::. . ~-Dc.TJ '"F,<. • .A?_ 1'., \Q., Y.. ~ 4.:~-l: ?..-~-. l.4:-'Z) _· ' ; .. '.' ... , / ' J ~ •• ;44~ .. f~ ; , ' I ,.,•"'.·i , ' ' 1 ' ' • Q ~ -z..s '. . -;ff'··.·' : I C) '"( 1--t ,:;.., cP ~s ..::; 'J(.. ,-z. ~ ._ l_,c:; ~ ~r~: ,, v~t,1 J,l,~' 1..J A.l..'-If\ -# u f '-t,I" ... -1 -, c;; o ~r (->t,.-.. lJ. '!) A Z, .~---,._,. ~' , . . ~t~:-~ • • •• • l;fARRY F. FLETTER STRUCTURAL ENGINEER 910 SAN MARCOS BLVE SUITE 201 SAN MARCOS CA 92069' 760-7 442218 Title : WITHERALL APARTMENTS Dsgnr: HFF Date: Description : 4-UNIT 2 STORY Scope: CALC. SKETCH Rev: 504001 Plywood Shear Wall & Footing Description LINE. A 2ND FLR. I General Information # Plywood Layers Plywood Grade Nail Size Thickness Stud Spacing I Loads. Vertical Loads ... Point Load # 1 Point Load # 2 Point ·Load # 3 Uniform Load # 1 l,Jniform Load # 1 Lateral Loads ... 1 Structural II 8d 3/8" 16.00 in 0.00 lbs 0,00 lbs 0.00 lbs 0.00 #/ft 0.00 #/ft Uniform Shear@ Top of Wall Uniform Shear@ Top of Wall Strut Force Applied @ Top of Wall Strut Force Applied @ Top of Wall Moment Applied @ Top of Wall I Footing Wall Length Wall Height Wall Weight Ht/ Length at 0.00 ft at 0.00 ft at ft 0.00 ft 0.00 ft 0.00 #/ft * 0.00 #/ft * 3,009.00 lbs 0.00 lbs 0.00 ft-# 25.000 ft 14.000 ft 6.000 psf 0,560 to to 25.000ft 25.000ft Past Left Edge of Wall Wall Length 0.000 ft 25.000 ft 0.000 ft 25.000 ft 0.00 ft 12.00 in Concrete Weight Rebar Cover Past Left Edge of W Footing Length Footing Width Footing Thickness f'c Fy Min. Steel As % 0.00 ft 0.00 ft = = End Post Dimension Seismic Factor Nominal Sill Thick. 0.00 lbs 0.00lbs 145.00 pcf 3.00 in 3,000.00 psi 60,000.00 psi 0.00140 Job#990310 Page 1 3.00 in 0.000 2.00 I I I I Summary I Overturning Ratio < 1.0 ! Wall Summary ... Using 3/8" Thick Structural II on 1 sid~/s, Nailing is 8d at 6 in@ Edges, 8d at 12 in@ Field Applied Shear= 120,4#lft, Capacity= 260.000#/ft. .,> OK Wall Overturning= 42, 126.0ft-#, Resisting Moment= 26,250.0ft-#, End Uplift= 635.04Ibs Max. Soil Pressures: @Left= 0.0psf, @Right= 0.0psf Footing Summary ... Max. Footing Shear= 0.00psi, Allowable = 109.54psi -> OK Bending Reinforc~ment Req'd @ Left = 0.00in2, @ Right =· 0.00in2 Minimum Overturning Stability Ratio = 0.582 : 1· Less Than 1--No Good·! I Simpson Hold Down Options Choices for LEFT Side of Wall to Footing ..... HD15 w/5.5" long bolts, Capacity = 1530 lbs HD2A w/1.5" long bolts, Capacity= 1555 lbs HD2 w/1.5" long bolts, Capacity = 1595 lbs HD5A w/1.5" long bolts, Capacity = 1870 lbs Choices for RIGHT Side of Wall to Footing ..... HD15 w/5.5" long bolts, Capacity= 1530 lbs HD2A w/1.5" long bolts, Capacity= 1555 lbs HD2 w/1.5" long bolts, Capacity= 1595 lbs HD5A w/1.5" long bolts, Capacity= 1870 lbs • • • • )HARRY F. FLETTER STRUCTURAL ENGINEER 910 SAN MARCOS BLVE SUITE 201 SAN MARCOS CA 92069. 760-7442218 Title: WITHERALL APARTMENTS Dsgnr: HFF Date: Description : 4-UNIT 2 STORY Sc:ope: CALC. SKETCH Rev: 504001 Plywood Shear Wall & Footing Description LINE A 1 ST FLR. I General Information # Plywood Layers Plywood Grade Nail Size Thickness Stud Spacing I Lo~ds · Vertical Loads ... Point Load # 1 Point Load # 2 Point Load # 3 1 Structural I 8d 3/8" 16.00 in 0.00 lbs 0.00 lbs 0.00 lbs Wall Length Wall Height Wall Weight Ht I Length at 0.00 ft at 0.00 ft at ft 25.000 ft 9.000 ft 6.000 psf 0.360 Uniform Load # 1 84.00 #/ft o·.oo ft to 25.00 ft Uniform Load # 1 0.00 #/ft Lateral Loads ... Uniform Shear@ Top of Wall 0.00 #/ft Uniform Shear@ Top of Wall 0.00 #/ft Strut Force Applied @ Top of Wall 4,430.00· lbs Strut Force Applied@ Top of Wall 0.00 lbs Moment Applied @ Top of Wall !Footing Past Left Edge of Wall Wall Length Past Left Edge of Vv Footing Length Footing Width Footing Thickness 15,875.00 ft-# 0.000 ft 25.000 ft 0.000 ft 25.000 ft 0.00 ft 12.00 in 0.00 ft to * 25.000ft * 25.000ft Concrete Weight Rebar Cover f'c Fy Min. Steel As % 0.00 ft = = End Post Dimension Seismic Factor Nominal Sill Thick. 0.00 lbs O.OOlbs 145.00 pcf 3.00 in 3,000.00 psi 60,000.00 psi 0.00140 Job#900310 Page 1 3.00in 0.000 2.00 I I I I Summary I Overturning Ratio< 1.0 ! Wall Summary ... Usfng 3/8" Thick Structural I on 1 side/s, Nailing is 8d at 6 in @ Edges, 8d at 12 in @ Field Applied Shear= 177.2#/ft, Capacity= 280.000#/ft -> OK Wall Overturning= 55;745.0ft-#, Resisting Moment= 43, 12S.Oft-#, End Uplift= 504.80Ibs Max. Soil Pressures: @ Left = 0.0psf, @ Right = 0.0psf Footing. Summary ... Max. Footing Shear= 0.00psi, Allowable= 109.54psi· -> OK Bending Reinforcement Req'd @ Left = 0.00in2, @ Right = 0.00in2 Minimum Overturning Stability Ratio = 0. 711 : 1 Less Than 1 -No Good· ! I Simpson Hold Down Options Choices for LEFT Side of Wall to Footing ..... HD15 w/5.5" long bolts, Capacity= 1530 lbs Hb2A w/1.5" long bolts, Capacity= 1555 lbs HD2 w/1.5".long bolts, Capacity= 1595 lbs HD5Aw/1.5" long bolts, Capacity= 1870 lbs Choices for RIGHT Side of Wall to Footing ..... HD15 w/5.5" long bolts, Capacity= 1530 lbs HD2A w/1.5" long bolts, Capa9ity = 1555 lbs HD2 w/1.5" long bolts, Capacity= 1595 lbs HD5Aw/1.5" long bolts, Capacity= 1870 lbs i ., ~ -. ~ ... ') ., I • • • HARRYF~ FLETTER J STRUCTURAL ENGINEER \' \ -C \..l f.. ~~LL . JOB NO. '1f O )\0 SHT. NO. <::,-5 ( 910 W. San Marcos Blvd., Ste. 201 ____ --'----'----'-----BY _._.b(:,._i=-'--'F-_,___.-_____ _ San Marcos, CA 92069 DATE t--\.) <:) "f-1_.,?.,.. \0 /).l,./.,__ I '~ e-i:-. _ -r-;-'.:\2.,;.0 ""4; .. 4-:: ,s 4-t z ~J A 1..,1._ Q -::: ..-,;,O • t--i -l4-1 ~· ·;· .. cL\ ·'\ ~€, C?'. Q <,. ·"''")0' ~ ~9,~ ! : ' ; ·-i-!. '· _: '' : O "( 1-1:. · \ t-.C.:.. ~ ,t.. ~o ~ ~~ "\ ~D: : ·. ; ' ' ' ' , , ' \ I ' ' i '~ -1 , , I . , ' , ' ' 1L;. 'V~ --z.11 ;tJ,1;.u.. & ,. -JI. , UJP(..._lA--( -i:.. l <...&,~ 0 .1-i \) rt A.- ·, . ~ I j j 1 ! • • 1e l ! ' j ! ·j '"' • MARRY F. FLETTER STRUCTURAL ENGINEER Title: WITHERALL APARTMENTS Dsgnr: HFF Date: 910 SAN MARCOS BLVE SUITE 201 SAN MARCOS CA 92069 Oescril)tion : 4-UNIT 2 STORY Scope: CALC. SKETCH 760-7 442218 Rev: 50i001 Plywood Shear Wall & Footing Description lines 2 & 3 2nd fir. I General Information # Plywood Layers Plywood Grade Nail Size Thickness Stud Spacing I Loads Vertical Loads ... Point Load # 1 Point Load # 2 Point Load # 3 Uniform Load# 1 Uniform Load # 1 Lateral Loads ... 1 Structural II 8d 3/8" 16.00 in 0.00 lbs 0.00 lbs 0.00 lbs 0.00 #/ft. 0.00 #/ft Uniform Shear@ Top of Wall Uniform Shear@ Top of Wall Strut Force Applied @ Top of Wall Strut Force Applied @ Top of Wall Moment Applied @ Top of Wall I Footing Past Left Edge of Wall Wall Length Wall Height Wall Weight Ht/ Length at 0.00 ft at 0.00 ft at ft 0.00 ft 0.00 ft 0.00 #/ft !' 0.00 #/ft * 5,412.00 lbs 0.00 lbs 0.00 ft-# 30.000 ft 14.000 ft 6.000 psf 0.467 to to 30.000ft 30.000ft 0.000 ft Concrete Weight Wall Length 30.000 ft Rebar Cover Past Left Edge of VV 0.000 ft f'c Footing Length 30.000 ft Fy Footing Width 0.00 ft Min. Steel As % Footing Thickness 12.00 in 0.00 ft 0.00 ft = = End Post Dimension Seismic Factor Nominal Sill Thick.· 0.00lbs 0.00lbs 145.00 pcf · 3.00 in 3,000.00 psi 60,000.00 psi 0.00140 Job # 99:X31 O Page 1 3.00in 0.000 2.00 I I I I Summary I Overturning Ratio < 1.0 ! Wall Summary ... Using 3/8" Thick Structural II on 1 side/s, Nailing is 8d at 6 ·in@ Edges, 8d at 12· in@ Field Applied Shear= 180.4#/ft, Capacity = 260.000#/ft -> OK Wall Overturning = 75}68.0ft-#, Resisting Moment= 37,800.0ft-#, End Uplift= 1,265.60lbs Max. Soil Pressures: @Left= 0.0psf, @Right= 0.0psf Footing Summary ... Max. Footing Shear = 0.00psi, Allowable = 109.54psi -> OK Bending Reinforcement Req'd @ Left = 0.00in2, @ Right = 0.00ir'l2 Minimum Overturning Stability Ratio = 0.466 : 1 Less Than 1 -No Good ! I Simpson Hold Down Options · Choices for LEFT Side of Wall to Footing ..... HOj5 w/5.5" long bolts, Capacity= 1530 lbs HD2A w/1.5" long bolts, Capacity= 1555 lbs HD2 w/1.5" long bolts, Capacity= 1595 lbs HD5Aw/1.5" long bolts, Capacity= 1870 lbs Choices for RIGHT Sid'3 of Wall to Footing; .... HD15 w/5.5" long bolts, Capacity= 1530 lbs HD2A w/1.5" long bolts, Capacity= 1555 lbs HD:2 w/1.5" long bolts, Capacity= 1595 lbs HD5A w/1.5" long bolts, Capacity= 1870 lbs I • • • • ,HARRY F. FLETTER STRUCTURAL ENGINEER 910 SAN MARCOS BLVE SUITE 201 SAN MARCOS CA 92069 760-7 442218 Title: WITHERALL APARTMENTS Dsgilr: HFF Date: Description : 4-UNIT 2 STORY Scope: CALC. SKETCH Rev: 504001 Plywood Shear Wall & Footing Description LINES~ 1 ST FLR. "2. ~~ I General lnfori:nation # Plywood Layers Plywood Grade Nail Size Thickness 1 Structural II 8d 3/8" 16.00 in Wall Length Wall Height Wall Weight Ht/ Length Stud Spacing I Loads Vertical Loads ... Point Load # 1 0.00 lbs at Point Load # 2 0.00 lbs at Point Load # 3 0.00 lbs at Uniform Load # 1 84.00 #/ft Uniform Load # 1 0.00 #/ft Lateral Loads ... Uniform Shear @Top of Wall 0.00 #/ft Uniform Shear@ Top of Wall 0.00 #/ft Strut ForceApplied@Top of Wall 8,118.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @Top of Wall 37,950.00 ft-# l Footing 0.00 ft 0.00 ft ft 0.00 ft 0.00 ft * * 30.000 ft 9.000 ft 6.000 psf 0.300 to 30.00 ft to 0.00 ft 30.000ft = 30.000ft = Past Left Edge of Wall Wall length 0.000 ft 30.000 ft 0.000 ft 30.000 ft 0.00 ft 12.00 in Concrete Weight Rebar Cover Past Left Edge of Vv Footing Length Footing Width F.ooting Thickness fc Fy Min. Steel As % End Post Dimension Seismic Factor Nominal Sill Thick. O.OOlbs O.OOlbs 145.00 pcf 3.00 in 3,000.00 psi 60,000.00 psi 0.00140 Job#990310 Page 1 3.00in 0.000 2.00 I I I I Summary I Overturning Ratio< 1.0 ! Wall Summary ... Using 3/8" Thick Structural II on 1 side/s, Nailing is 8d at 4 in@ Edges, 8d at 12 in@ Field Applied Shear= 270.6#/ft, Capacity= 380.000#/ft -> OK Wall Overturning= 111,012.0ft-#, Resisting Moment= 62, 100.0ft-#, End Uplift= 1,630.40Ibs Max. Soil Pressures: @ Left= 0.0psf, @ Right= 0.0psf Footing Summary ... Max. Footing Shear= 0.00psi1 Allowable = 109.54psi -> OK Bending Reinforcement Req'd @ Left = 0.00in2, @ Right = 0.00in2 Minimum Overturning Stability Ratio = 0.521' : 1 Less Than 1 -No Good ! I Simpson Hold Down Options Choices for. LEFT Side of Wall to Footing ..... H05A w/1.5" long bolts, Capacity = 1870 lbs HOS w/1.5" Ieng bolts, Capacity= 1930 lbs· H02A w/2" long bolts, Capacity = 2055 lbs H02 w/2" long bolts, Capacity = 2095 lbs Choices for RIGHT Side of Wall to Footing ..... H05Aw/1.5" long bolts, Capacity= 1870 lbs HOS w/1.5" long bolts, Capacity= 1930 lbs HD2A w/2" long bolts, Capacity = 2055 lbs HD2 w/2" long bolts, Capacity = 2095 lbs I . ' .:;, 1';, ' I • l • • • HARRY F. FLETTER STRUCTURAL ENGINEER \~. \ -f 1-\.L e:.. 1* .. L L · ·. JOB N0.1 So '6 \ 6 SHT. NO. t -_\ 910W.SanMarcosBlvd.,Ste.201 ___________ :BY· · ·_,_Q.cc..q:...=--··--'--f-,_. _____ _ San Marcos, CA 92069 DATE t-D0~0A -C1ai--.\ ½, . . .:.--~ . . -\;.-/;A J, Au_c;;~ ~P ~ \~o--es : . . ~c ,.J !.:...1-L. ( <So ) h.U.- t.. 'F--.:. t. t, :< t: 1-: :. . ~a;.'-,, '"14..¼. ~C..:: \ b ~ ~-~.' ,;'.c:rO "1 i::,.W-<-t ~ -t. ~ :::., t ;'-'·4- i . . ; : :, ~-2.I\J\ f")t;_ _.Y~4 F'i~ :v-s -c, ~ ~. __...,J_.,,,. ... ,,.=,':J: ••• ,. • ::,, u .. ..w.,?!" . ·u ~ tr:. "Ci p, c~ t..L In;{ . 1 : p ®~ \ ~:~1 <., . -__ , --~ .. ' . -. . . . . · h~ ... 1 (vJ ~ ~-f ) ('.:)!_.":. \ 0~ \ . : . .L '-~ ~~ 1-?-i. --, '·· ' ·----~ ~ ... '. .. -~--.i . -1~ _ --· ·' i . ---I ' • 4,.1,c,--O ' . I ' · l,P·' A ~ 4--., 0-·o; . -=-~-\-,, ""· . /lC-,Do. ·. ' l-. . ' ........ r ' : ' .. ,,' OL. -~ \ \~~ +: \_ l \ ·1,:: '2 !G:.>_t. 1....\-~ 4. t 1 ~ +.4~ 7, (.,p =,;. ,. ~~-4: -; -·-. ·-. ' -. D\..--c:.\C)C.,~ LL c ,0:01 f • t!r_bi <ZJ ·-r t;l \ f ' A_ -:.. 4, & 1 O j \'~ 1'70 ""'; .. 2. t; \ I ' t-0 >(. 2. -0 x.·\ -e> 3-41--4 ~-\\}. "' I ' , ! . . • • • HARRY F. FLETTER STRUCWRAL ENGINEER \\J \ 1, (J Lt., ~ b L JOB NO:--i~O ? \ 0 S:HT. NO. ~ --z._ 910 W. San Marcos Blvd., Ste. 201-'-. ----~----,---BY \.J I::~ , San Marcos, CA 92069 DATE t:, L.:. ~c\.-l . u_ -:., \ i ~ 1 Di....·.;. Z c, ~ ,3 ' L.~ ~ ~~ '?.; z \\ 4{ c; · bt..~1i, . L\... e: ~l ?, ;' i)L..., ~;·19 L '-~ ~ 4 l.::i '2, '1'½~\ ., .I -A =..q1:,4..{ / -': ~ ,t "2-.. li i;cx, > ,_,I I ' ' ' ' ...... -· ,•, .. I ··1/-0~..,,1,.·o~l :..-G 4.,. 4-~ ~-\Jr-..14) ,~~J,,,w1'........,,,..~ ' ' . I • I ... -I \ \ "Z -G:> ~ i .,, l, ,'(,, ( ""<,. '.)-~ + ~:.i.J, • • • HARRY F. FLETTER J STRUCTURAL ENGINEER ~ I ,'.1 1-l L-~ h. l...~ . 910 W. San Marcos Blvd., Ste. 201 ________ ~_ San Marcos, CA 92069 ~\,..-:. 7.. t 1 t t...t...:. ~'1.o ~4LI s, 'I£ ; '\ 14 ~-tl'T";-~, ,h_ " i 4 4 1/.:: C,-,-..;, ~ ; • ? ::, ~ ~ , 'r :" t:>1-~ -tO\ 4,Z, t....J..... :: 3(... ~ 4 ' JOB NQ.vC'b IO SHT. NO.~~ 3 BY ...,:::~o..:...'F-.....:..r,-______ _ DATE· '"'L'~&c ~1...1-4 ~, ( ... <-, , ? ..,'11· 4-, E. 1tV 1 • • • HARRY F. FLETTER STRUCWRAL ENGINEER HJ I J'.:~~r&-L L. 910 W. San Marcos Blvd., Ste. 201 ----'----------- San Marcos, CA 92069 --· ---: . . -. ' ~~ N0.11::,g/·.0 SHT. NO. 'P"' \ DATE H ~ _ Po-.;7 ~-k.r:) c;. ~ 4.~4 .P~s \ . ~ l btc..g:.c, "r&.-\ ~ 'f,~,. .e ·:.. \0 ~ C. 4- ~-~ ~.\A.Sc: ' j • ---• ~~ ' . -,1,f,. k h..<.. . l.{) e,, 1100 4?6l-?<:D') -( _.. ti~~, Lo~ ·,-1-~~JJ:. ·.,. -. /..,.f(..~ ?o S-( ... H&.~ .. LD -i;;.. ~-~~: I l r ~ . ' . ; ; I ~· •. • ' • _, • • ''. ' ' -' -:_ .i •-" ., /) . • • •• "> HARRY F. FLETTER STRUCTURAL ENGINEER Title: WITHERALL APARTMENTS Job#990310 910 SAN MARCOS BLVE SUITE 201 SAN MARCOS CA 92069 760-7 442218 Description 4x4 post max load I General Information Wood Section Rectangular Column Column Depth Width Sawn I Loads Axial Load . Eccentricity 4x4 3.50in 3.50in O.OOOin Dsgnr: HFF Date: Description : 4-UNIT 2 STORY Scope: CALC, SKETCH Timber Column Design Total Column Height Load Duration Factor Fe Fb Dead Load 7,700.00 lbs 8.00 ft 1.00 1,450.00 ,psi 1,500.00 psi 1,700 ksi Live Load 0.00 lbs Le XX for Axial Le YY for Axial Le XX for Bending Short Term Load 0.00 lbs 8.00 ft 8.00 ft 8.00 ft Summary CotumnOK Using : 4x4, Width= 3.50in, Depth= 3.50in, Total Column Ht= 8.00ft ~+~ ~+~+ITT fc : Compression 628.57 psi 628.57 psi Fe : Allowable 631.44 psi 631.44 psi fbx : Flexural F'bx : Allowable Interaction Value I Stress Details Fe: X-X Fe: Y-Y F'c : Allowable F'c:Allow * Load Dur Factor F'bx F'bx * Load Duration Factor 0.00 psi 2,250.00 psi 0.9955 631.44 psi 631.44 psi 631.44 psi 631.44 psi 2,250.00 psi 2,250.00 psi 0.00 psi 2,250.00 psi 0 .. 9955 Max k*Lu / d Actual k*Lu/d Min. Allow k*Lu / d Rb : (Le d / b"2) ".5 Cf: Axial Axial X-X k Lu / d Axial Y-Y k Lu/ d DL+ST 628.57 psi 631.44 psi 0.00-pst 2,250.00 psi 0.9955 50.00 22.98 11.00 1.500 5.237 1.150 27.43 27.43 I I '"' -~ <HARRY F. FLETTER STRUCTURAL ENGINEER Title : WITHERALL APARTMENTS Job# 990310 • • • 910 SAN MARCOS BLVE SUITE 201 SAN MARCOS CA 92069 760-7 442218 1 ·. Rey: 504001 Description 4x6 max Id. j_ General Information Wood Section Rectangular Column Column Depth Width - Sawn I Loads Axial Load Eccentricity 4x6 5.50in 3.50in 0.000in Dsgnr~ HFF Date: Description: 4-UNIT 2 STORY Scope: 'CALC. SKETCH Timber Column Design Total Column Height Load Duration Factor Fe Fb Dead Load 12,000,00 lbs 8.00 ft 1.00 1,450.00 psi 1,500.00 psi 1,700 ksi Live Load 0.00 lbs Le XX for Axial Le YY for Axial Le XX for Bending Short Term Load 0.00 lbs 8.00 ft 8.00 ft 8.00 ft Summary Column OK Using : 4x6, Width= 3.50in, Depth= 5.50in, Total Column Ht= 8.00ft DL+LL DL+LL+ST fc : Compression 623.38 psi 623.38 psi Fe: Allowable 627.13 psi 627.13 psi fbx : Flexural 0.00 psi 0.00 psi F'bx : Allowable 1,937.41 psi 1,937.41 psi Interaction Value 0.9940 0.9940 j Stress Details Fe: X-X 627.13 psi Max k*Lu / d Fe: Y-Y 627.13 psi Actual k*Lu/d F'c : Allowable 627.13 psi Min. Allow k*Lu / d F'c:Allow * Load Dur Factor 627.13 psi F'bx 1,937.41 psi Rb : (Le d I b"2) ".5 F'bx * Load Duration Factor 1,937.41 psi Cf: Axial Axial X-X k Lu / d Axial Y-Y k Lu/ d DL+ST 623.38 p~i 627.13 psi 0.00 psi 1,937.41 psi 0.9940 50.00 22.98 11.00 1.300 6.565 1.100 17.45 27.43 I i : •. ! I l • • (", -HARRY F. FLETTER Title: WITHERALL APARTMENTS Job#990310 . . STRUCTURAL ENGINEER 910 SAN MARCOS BLVE SUITE 201 SAN MARCOS CA 92069 760-7 442218 I Re~: 50~001 Description 6x6 post max. Id. I General Information Wood Section 6x6 Rectangular Column Column Depth 5.50in Width 5.50in Sawn I Loads Axial Load Eccentricity O.OOOin Dsgnr: HFF Date: · Description : 4-UNIT 2 STORY Scope: CALC. SKETCH P-4 Timber Column Design I Total Column Height ' 0.00 ft Le XX for Axial 0.00 ft Load Durati0n Factor 1.00 Le YY for Axial 0.00 ft Fe 1,450.00 psi Le XX for Bending 0.00 ft Fb 1,300.00 psi 1,600 ksi I Dead Load Live Load . Short Term Load 44,-000.00 lbs 0.00 lbs 0.00 lbs Summary Column Overstressed Using : 6x6, Width= 5.50in, Depth= 5.50in, Total Column Ht= 0.00ft DL+ LL DL +LL+ ST DL+ ST fc : Compression 1,454.55 psi 1,454.55 psi 1,454.55 psi Fe : Allowable 1,450.00 psi 1,450.00 psi 1,450.00 psi fbx : Flexural 0.00 psi 0.00 psi 0.00 psi F'bx : Allowable 1,300.00 psi 1,300.00 psi 1,300.00 psi Interaction Value 1.0031 1.0031 1.0031 I Stress _Details I Fe: X-X 1,450.00 psi Max k*Lu / d 50.00 Fe: Y-Y 1,450.00 psi Actual k*Lu/d . 22.29 F'c : Allowable 1,450.00 psi Min. Allow k*Lu / d 11.00 F'c:Allow * Load Dur Factor 1,450.00 psi 1.000 F'bx 1,300.00 psi Rb : (Le d I b"2) ".5 1.000 F'bx * Load Duration Factor 1,300.00 psi Cf: Axial 1.000 Axial X-X k Lu / d 0.00 Axial Y-Y k Lu/ d 0.00 SEE TRUSS CALCS . IN REVISION(S) . ' ft'1 EAST COUNTY TESTING & LAB 10925 HARTLEY ROAD SUITE I SANTEE CALIFORNIA 92071 619 258-7901 fax 619 258-7902 June 15, 1999 Mark Witherall Construction 7172 Obelisco Circle Carlsbad, California 92009 Subject: Project No. 99-1147Hl(A) Foundation Design Review Proposed 4 Unit Residential Building Site( Curtis Apartments) North Side La Costa Avenue Approximately 150' East Of Gibraltar Street Carlsbad, California. References: SEE ATTACHED Dear Mr. Witherall: In accordance with your request, we have reviewed the foundation plans and details prepared by Mr. Mark Witherall, dated June 15, 1999 for the proposed 4-unit residential building site. The foundation plans and details were found to be in conformance with the recommendations contained in the referenced soils report. Our finn should observe the foundation excavations for proper size and embedment into competent bearing soils. If we can be of further assistance,. please do not hesitate to contact our office. Sincerely yours, ~~vlla ~k:~ ~~ Mamadou Saliou Diallo, P .E. RCE 54071 MSD\md WITHERALL PROJECT NO. 99-l 147Hl(A) REFERENCES l:"Report of Soils Investigation Update (REVISED), Proposed 4 Unit Residential Building Site(Curtis Apartments), North Side La Costa Avenue, Approximately 150' East Of Gibraltar Street Carlsbad, California", Prepared By East County Testing & Lab, Dated May 05, 1999. 2:1994 Edition, Uniform Building Code, Volume 2, Structural Engineering and Design Provisions". · 2:"Geologic Map of California, Olaf P. Jenkins Edition, Santa Ana Sheet, Compilation by Thomas H. Rogers 1965, Sixth Printing 1992. 3: "Report of Soils Investigation, Proposed Residential Condominiums, North Side of La Costa Avenue, Approximately 150 Feet East of Gibraltar Street, Carlsbad, California", Project No. 20C6F, Prepared By Catlin Engineering, Inc., Dated September 22; 1989. 2 \ EAST COUNTY TESTING & LAB .10925 HARTLEY ROAD SUITE I SANTEE CALIFORNIA 92071 '619 258-7901 fax 619 258-7902 May 26, 1999 Mark Witherall Construction 7172 Obelisco Circle Carlsbad, California 92009 Subject: Project No. 99-1147Hl Sideyard Drainage Recommendations Proposed 4 Unit Residential Building Site(Curtis Apartments) North Side La.Costa Avenue Approximately 150' East Of Gibraltar Street Carlsbad, California. Reference: "SEE ATTACHED 11 Dear Mr. Weatherall: In accordance with your request, we have performed an evaluation of the sideyard drainage swales for the proposed 4-unit apartment building at the subject site. We understand that the propm;ed structure will be located approximately five(5) feet from the sideyard property line and, that two(2) percent positive drainage away from the structure for at least five( 5) feet cannot be met. It is our recommendation that a gradient of 3 1/2 percent positive drainage away from the stucture for at least three(3) feet be maintained such that the water is directed towards a suitable drainage devfoe(i. e. area drain, street gutter, etc.) via a swale with a gradient of at least one(l) percent. Should you have any questions, or if we may be. of further assistance, please do not hesitate to contact this office. Sincerely yours, 0:10i ~ a;1 .. l M \~ &i:Pvlk, Mamadou Saliou Diallo, P .E. RCE 54071 MSD/md REFERENCES 1: "Report of Soils Investigation Update (REVISED), Proposed 4 Unit Residential Building Site(Curtis Apartments), North Side La Costa Avenue, Approximately 150' East Of Gibraltar Street Carlsbad, California", .Prepared By East County Testing & Lab, Dated May 05, 1999. 2: 1994 Edition, Uniform Building Code, Volume 2, Structural Engineering and Design Provisions". 2:"Geologic Map of California, Olaf P. Jenkins Edition, Santa Ana Sheet, Compilation by Thomas H. Rogers I 965~ Sixth Printing 1992. 3: "Report of Soils Investigation, Proposed Residential Condominiums, North Side ofLa Costa Avenue, Approximately 150 Feet East of Gibraltar Street, Carlsbad, California'', Project No. 20C6F, Prepared By Catlin Engineering, Inc., Dated September 22, 1989. EAST COUNTY TESTING & LAB 10925 HARTLEY ROAD SfilTE I SANTE:E CALIFORNIA 92071 619 258-7901 fax 619 258-7902 · · May 05, 1999 Mark Witherall Construction 7172 Obelisco Circle Carlsbad, California 92009 Subject; ProjectNo. 99-1147Hl Report of Soils Investigation Update (REVISED) Proposed 4 Unit Residential Building Site(Curtis Apartments) North Side La Costa Avenue Approximately 150' East Of Gibraltar Street Carlsbad, Ca.Ufornia. Reference: ''SEE A 1TACHED" Dear Mr. Weatherall: In accordance with your request, we have reviewed the referenced soils report and agree with the recommendations contained therein. A representative of our firm visited the subject site on March 17, 1999. Three exploratory trenches were -excavated with a Case . 580E backhoe to a maximum depth of 13 feet in the area of the proposed residential structure. Site conditions were found similar to those described in the referenced soils report. The fill soils consisted of loose to mediUlll dense silty sand(SM) and silty clay with sand(CL-ML) that exhibit a moderate potential for expansion(E.I.= 62). SITE DESCRIPTION AND PROPOSED CONSTRUCTION The subject site is located on the north side of La Costa Avenue, in the City of Carlsbad, California. It is presently a vacant lot and was previously graded to a relatively level pad. Boundaries include La Costa Avenue to the south, a single family dwelling to the east, a multi-family residential structure to the west and undeveloped land to the north. A 13 foot high retaining wall is built at the west property line. The north portion of the site consists of a relatively steep fill and cut slope( approximately 1 1/2 to 1) that is heavily vegetated. The proposed construction will include a two-story apartment building founded on continuous and spread footing with a slab-on-grade floor. GROUNDWATER No ground water was encountered during the course of our investigation. We do not expect ground water to affect the proposed improvements. i ,.,·•· ..... ¼·p. ~ ....... ·y,_.-_,._ .... ,. .. .,. ... -~ ..... ~ .. ~-·- .<• WITIIBRALL PROJECT NO. 99-1147Hl GEOLOGIC HAZARDS A review of the available geological literature pertaining to the site indicates the existence of the Elsinore fault zone approximately 25 miles northeast of the site. Ground shaking from this fault or one of the major active faults in the region is the most likely happening to affect the site. With respect to this hazard, the site is comparable to others in the general area. The proposed apartment building should be designed in accordance with seismic design requirements of the Uniform Building code or the Structural Engineers Association of California. Based on the abscence of shallow ground water, type and consistency of the soil deposit, it is our opinion that the potential for liquefaction is very low. · GRADING AND EARTHWORK Site.preparation should begin with clearing and grubbing, e.g. the removal of vegetation, topsoils and deleterious materials. The fill soils extending to a maximum depth of 15 feet and 10 feet outside the proposed structure should be removed, moisture conditioned to near optimum, placed in thin lifts and compacted to a minimum of 90 percent relative density.The actual depth and extent of removal should be evaluated in the field at the time of excavation by a representative of this firm. Grading should be done in accordance with the attached Appendix A. FOUNDATION AND SLAB The foundation, slab and caisson recommendations contained iri the referenced soils report are considered valid and we offer, as an alternative the following recommendations: a. Continuous footings and/or spread footings are suitable for use and shall extend a miniJ;num of 24 inches for the two-story structures into the compacted fill soils. Continuous footings should be 12 inches in width and reinforced with two #4 steel bars; one bar placed near the top of the footings and the other bar placed near the bottom of the footings. b. Concrete floor slabs should be a nominal 4 inches thick. Reinforcement should consist of#3 bars placed at 24 inches on center e~ch way or 6X6-6/6 welded wire mesh. Slab reinforcement should be placed within the middle third ofthe slab by supporting the steel on chairs or concrete blocks "dobies". The slab should be underlain by 2 inches of clean sand over a 10 mil visqueen moisture barrier. The effect of concrete shrinkage will result in cracks in virtually all concrete slabs which are not designed to resist this shrinkage. To reduce the extent of shrinkage, the concrete should be placed at a maximum of 4 inch slump. The minimum steel recommended is not intended to prevent shrinkage cracks. 2 WITHERALL PROJECT NO. 99-1147Hl c. Where moisture sensitive floor coverings are anticipated over the slab, the 10 mil plastic moisture barrier should be underlain by a capillary break at least 4 inches thick, consisting of sand, gravel or crushed rock less than 3/ 4 inch. with no more than 5 percent passing the #200 sieve. An allowable soils bearing value of 1800 pounds per square foot may be used when designing continuous and spread footings founded a minimum of 24 inches into the compacted fill soils, as contained in the referenced soils report. Due to the maximum 10 foot fill removal around the perimeter of the proposed structure, the actual depth of the foundation excavations should be determined after the grading has been completed. Footing excavations deeper than planned may be filled with a minimum three(3) sack concrete slurry mix. DRAINAGE Adequate measures shall be undertaken to properly finish grade the site after the structures and other improvements are in place, such that the drainage water within the site and adjacent properties is directed away from the foundations, footings, floor slabs and the tops of slopes via surface swales and subsurface drains towards the natural drainage for this area. Proper surface and subsurface drainage will be required to minimize the potential of water seeking the level of the bearing soils under the foundations, footings and floor slabs, which may otherwise result in undermining and differential settlement of the structures and other improvements. The proposed development is feasible provided the grading and foundation recommendations contained herein or in the referenced soils report are implemented during construction. Page L-1, Plates No. 1 through 3 and Appendix A are a part of this report. Should you have any questions, or if we may be of further assistance, please do not hesitate to contact this office. Sincerely yours, b ... "1L ~ '.., ;,,Ji,, MamadouSali~u iallo, P .E. RCE 54071 MSD/md 3 WITHERALL PROJECT NO. 99-1147Hl REFERENCES 1: 1994 Edition, Uniform Building Code, Volume 2, Structural Engineering and Design Provisions". 2:"Geologic Map of California, OlafP. Jenkins Edition, Santa Ana Sheet, Compilation by Thomas H. Rogers 1965, Sixth Printing 1992. 3: "Report of Soils Investigation, Proposed Residential Condominiums, North Side of La Costa Avenue, Approximately 150 Feet East of Gibraltar Street, Carlsbad, California", Project No. 20C6F, Prepared By Catlin Engineering, Inc., Dated September 22, 1989. 4 WITHERALL PROJECT NO. 99-1147Hl LABORATORY TEST RESULTS Page L-1 4/14/99 An expansion test in conformance with UBC 18-2 was performed --on a representitive sample of on-site soils to determine volumetric change characteristics with change in moisture -content. The recorded expansion index of the-sample is presented as follows: ;, Initial Moisture Content .% 15.8 Saturated Moisture Content% 32.6 Initial Density Lb/cu.ft. 93.3 Expansion Index 62 TRENCH NO. 1@ 3' LIGHT TAN SILTY, CLAY WITH SAND(CL-}fL) .... -,.,,..,._J._ •• -~ ....... ~ -. . .. . .. . I -----.------1 j JPR~D rl, I ,:f-v'N/7"" I 'iP~T l I . ___ J --. -· 7 I EAST COUNTY TESTING & LAB 10925 HARTLEY ROAD SUITE I SANTEE CALJFORNIA 92071 619 258-7901 fax 619 258-7902 I I· I ______ _j ·M-l/47HI . . ·' ·_ • .'-1-~~ ,:. DEPTH surface WITHER.ALL PROJECT NO. 99-1147Hl PLATE NO. 2 SUMMARY SHEET NO. 1 TRENCH NO. 1 SOIL DESCRIPTION undocumenmted fill(Qaf) various degrees of density 15.-0' " " " bottom trench trench backfilled 3-17-99 y M -------------------------------------------· ---------------- DEPTH; TRENCH NO. 2 SOIL DESCRIPTION surface undocumenmted fill(Qaf) various degrees of density 8. O' light tan, moist, dense sandstone :bottom trench trench backfilled 3-17-99 y M ---------------------------------------------·-------------- DEPTH TRENCH NO. 3 SOIL DESCRIPTION surface undocumenmted fill(Qaf) various degrees of density 11.0' light ta~, moist, dense· sandstone bottom trench trench backfilled 3-17-99 y M ------------------------------------------------------------ 4 WITHERALL PROJECT No.· 99-114-7Hl PLATE NO. 3 4/12/99 CATECOR I ZATION CROUP GIIAPH- ~YMAnt Ir 41 L ,0 < '0 Ill TYPICAL HAMES & DESCRIPTION WELL GI\AOED CI\AVELS, gravel-sand mixtures. Wide range In grain size & S':'bstantl;aJ amounts of all lnterriedlatc p->rtlc:le sizes. .. .. ~~ ~ .. ~~--~---~----~--~-----------------------------1 ~ c g~-GW ~ u "' ... ,. POORLY GRADED GRAVELS, gravel-sand' mixtures. Predominately one size or a range of sizes with some Intermediate sizes missing. l'o ~: -~~~ GP ~ !'.l-:0-;; u ~ ~~-~---+--~---~---------~~-------------------------, ~ ..c: .! l :c ml .. -,; -H ,._ -.. .. ~ ! :, o i .! .,. .. .. C'>..C:0 ...... 0 "'!; c.! '"' GM "Z ~. :i ~1 . ..,~ ..,,:z: II U -' - jE~ r.. GC ~ SILTY GAAVELS, gravel-sand-silt mixtures. Appreciable acrount of non-pla~tlc fines. CLAYEY GRAVELS, grarvel-sand-clay ml-xtures. Appreciable· amount of plastic fines. =~N~---4---~-~~~--~------------------------------------~ ~ 0 0 .,, ... :,: "" fl Z O 111 '"--'= C U SW WELL GRADED SANDS, gravelly sands. Wide range In grain size , substantial amounts of all Intermediate particle sizes • . W ,_ C .,. ..c: .. .. ..c: < C., 0 .. ~-~~c~--+--~~-~------------~--------~-------------f UC ~~- u I. z -.... '---5 .. POORLY GRADED SANDS, gravelly sands. Predominately one size or a rang• of sizes with some intermediate ~lzes missing • 1 .,.,~i1 § = g s p Lill ~~ .. ~~---+--~---+-----~-~~---------------------------4 < ..c: ... .,. -> :c llilffl jg~ ~:::, SM . ·_. ..,_ ' z ........ .,, -U U 0 LI.. 1-". z SILTY SANDS, sand-silt mixtures. Appreciable amount of non-plastic fines • !~~ ~ SC ~. CLAYEY SANOS, sand-clay mixtures. Appreciable amount ~ ·of plastic: fines. .. "'"' > .. <-_, ~-C-1 ... ll tit C -.. .. -.,, __ -.. ,-0 .. -''"""" "" ML filil]] CL IHORGAHIC SILTS, Very Fine Sands, Rock Flour, Silty or Clayey Fine Sands wi~h slight plasticity • INORGANIC CLAYS OF LOIi-TO HEDIUH PLASTICITY, gravelly clays, sandy clays, si".lty c:lays, lean _clays. ORGANIC SILTS, ORGANIC SILT CLAYS of low plasticity. .. > v,:,c: . IlillI ~,I.! ~..2 ·oL -.. ..:=. ... ~~~g~~---,-..--------------1 "' ... .... .. filill] :z: o • ., MH IHORGANIC SILTS, mlcaceous or diatomaceous fine sandy ~ _ ~ · ~ or silty soils, elastic silts. "'.2.; ~;,-... ..c: < z c ... -'• ~ -" '-' e CH ;,,1. INORGANIC CLAYS OF Hli,H PLASTICITY, fat clays. • ""-;; · .. -~-<:' •-"'-o .. , !:.~"' ! .. ;; -~; -.c OH ORGANIC CLAYS of medium to high plasticity. ~ .. KICHLY ORGANIC SOILS PT ~ PEAT, othar hlgh"!y, organic: sol-ls. Legend: UC = Unified Classification ~ = Sample location E = Sampler penetration resistence (ft. y = Natural dry density (pcf) M ~ Field moisture content (% dry wt.) .J:.. WT= Approximate location of water table kips/ft.) ··-·--··-·--·---· ---------------------------- -., ·_::.,.:......... ...... -~ ~AST COUNTY TESTING & LAB 10925 Hartley Road Ste. I Santee, Calif. 92071 Telephone (619)258-7~01 Fax No~t619)258-790i APPENDIX A RECOMMENDED EARTHWORK SPECIFICATIONS # ... : ':. 1. General Description: The intent of these specifications is to obtain uniformity and adequate strength in filled ground so that the proposed structures may be safely supported. The procedures incltlde the clearing and preparation or· land to be filled, processing the. fill soils, the spreading, and compaction of the filled areas to conform with the 1 i nes and grades· ~s-.shown on the approved p 1 ans. The owner shall retain a .civil engineer -~~alified in soil mechanics (herein referred -to as: engin~er) to inspect and .test the ea~th ... work in acco:rda.nce ··with these .specifications. The. engineer ·shall advise ·the owner and grading cont.racto.r···immediately·:·if· any unsatisfactory conditions are observed to exist and shall have the authority to r~ject the compacted filled ground until such tim~ that corrective measures are taken, necessary to comply with the specifications •. It shall be the sole responsibilit;r of the grading contractor to achieve the specified degree of compaction. 2. Preparing Areas to be Filled (a.) All brushj vegetation and any biodegradable refuse shall be removed or ptherwise disposed of so as tb leave the a~eas to.be filled free of ~egetation and debris. Any uncornpacted filfed ground or loose compressible natural ground, shall be removed unless the report recommends ·otherwise. Any buried tanks or other structures shall be removed and the depression backfilled to the satisfaction of the engineer. . '."-•: Recommended Enrthwork Sp.ecif:ications -(cont'd.) (b.) The natural ground whic.h is determined to be satisfactory for the support of the filled ground shall th~n be plowed Qr scarified to a depth of at least 12 inches (12"). (c.) After the natural ground has been prepared, it shall then be brought to the proper moistute content and compacted to not less than 90 percent of maxi~um dry density 1n accordance with A.S.T.M. D1557-g1. (d.) Where fil]s are made on slopes greater than 20 percent, horizontal benches shall be cut into firm natural ground. The initiil bench at the toe -0f the fill shall be at least 10 feet in width on firm undisturbed natural grqund. The width of all succeeding ben~hes shall be at least S feet. · 3. Fill Materials:, All.material placed in the fill shall be approved.by.the engineer and shail·consist of mater.ia.ls ,fr·ee fr.om,: .. vegetabl.e .. ma:t.ter., and. :other:.: deleterious substances, and shall not contain.rocks· or lumps ·greater·than S inches.in diameter •. If, during grading operations, soils .are found. which. · w~re not -encountered and tested ~n:.the .preliminary investigation, tests·:on-tbes,e .so·i:l.s, ·s·hall be. performe·d to determine their pbysica.L characteristics. Any special treatment recommended in the preliminary or subsequent soil reports not covered herein shall become an addendum to these specifications •. 4. Placing and Compacting Fill Materials (a.) When the moisture content of the fi 11 material is below that specified~ water shall be added until the moisture content is near optimum to assure uniform mixing a~d effective compaction. (b.) When the moisture content of the fill materials is above that specified, the fill material shill be aerated by blading and scarifying or other satisfactory methods until the moisture content is near optimum as specified. Page 2 of 3 • ,_. • .,.. _ _.,. ~ .. • ··r·•·---••-'-~---• Recommcnclcd Ear1hwork Specifications -(cont'd.) (c.) After processing, the suitable fill materials shall be placed in layer~ which, when compacted, shall not exceed six inches (6"). Each layer shall be spread evenly and shall be thoroughly mixed during the spreading to insure uniformity of material and moisture in each layer. (d.) After each layer has been placed, mixed and spread evenly, it shall be thoroughly: compacted to not less than the density set forth in paragraph 2 (c) above. Compaction shall be accomplished with approved types of compaction equipment. Rolling shall be accomplished while the fill material is at the specified moisture content. In place density tests sh~ll be performed in accordance wit~ A.S.T.M. D1556~Q. (e.) The surfa~es of the fill slopes shall be compact~d.by means of sheepsfoot rollers or other sui.t.abl.e equipment. Compacting· operations shall be continued until the slopes are_stable and until there i& no appreciable amount of loose soil on the slopes. 5. Inapection: . Sufficient inspection.by the Engineer shall be maintained.du.ring the filling and· compacting operations so that .-pe can :verify that the fill was constructed in accordance with the accepted specifications. 6. Seasonal Limits: No fill material shall be placed, spread, or rolled if weather conditions increase the moisture content above permissible limits. When the work is interrupted by rain, fill o~e~ations shall not be resumed until the moisture content and density of fill are as previously specified. 7. All recommendations presented in the attached report are a part of these specifications. Page 3 of 3 . 't;, EAST COUNTY TESTING & LAB 10925 HARTLEY ROAD SUITE I SANTEE CALIFORNIA 92071 619 258-7901 April 14, 1999 Mark WitheralJ Construction 7172 Obelisco Circle Carlsbad, California 92009 Subject: Project No. 99-1147Hl fax 619 258-7902 Report of Soils Investigation Update Proposed 4 Unit Residential Building Site(Curtis Apartments) North Side La Costa Avenue. Approximately 150' East Of Gibraltar Street Carlsbad, California. Reference: "Report of Soils Investigation, Proposed Residential Condominiums, North Side of La Costa Avenue, Approximately 150 Feet East of Gibraltar Street, Carlsbad, California", Project No. 20C6F, Prepared By Catlin Engineering, Inc., DatedSeptember 22, 1989. Dear Mr. Weatherall: "In accordance with your request, we have reviewed the referenced soils report and visited the subject site on March 17, 1999. Three exploratory trenches were excavated with a Case 580E backhoe to a maximum depth of 13 feet in the area of the proposed residential structure. Site conditions were found similar to those described in the referenced soils report. The fill soils consisted of loose to medium dense silty sand(SM) and silty clay with sand(CL-ML) that exhibit a moderate potential for expansion(E.I.= 62). SITE DESCRIPTION AND PROPOSED CONSTRUCTION The subject site is located on the north side of La Costa Avenue, in the City of Carlsbad, California. It is presently a vacant lot and was previously graded to a relatively level pad. Boundaries include La Costa A venue to the south, a single family dwelling to the east, a multi-family residential structure to the west and undeveloped land to the north. A 13 foot high retaining wall is built at the west property line. The north portion of the site consists of a relatively steep fill and cut slope( approximately 1 1/2 to 1) that is heavily vegetated. The proposed construction will include a two-story apartment building founded on continuous and spread footing with a slab-on-grade floor. (l/!12rs1 WITHERALL PROJECT NO. 99-1147Hl GRADING AND EARTHWORK Site preparation should begin with clearing and grubbing, e.g. the removal of vegetation, topsoils and deleterious materials. The fill soils extending to a maximum depth of 15 feet and IO feet outside the proposed structure should be removed, moisture conditioned to near optimum, placed in thin lifts and compacted to a minimum of 90 percent relative density.The actual depth and extent of removal should be evaluated in the field at the time of excavation by a representative of this firm. Grading should be done in accordance with the attached Appendix A. FOUNDATION AND SLAB a. Continuous footings and/or spread footings are suitable for use and shall extend a minimum of 18 inches for the two-story structures into the compacted fill soils. Continuous footings should be 12 inches irt width and reinforced with two #4 steel bars; one bar placed near the top of the footings and the other bar placed near the bottom of the footings. b. Concrete floor slabs should be a nominal 4 inches thick. Reinforcement should consist of#3 bars placed at 24 inches on center each way or 6X6-6/6 welded wire mesh. Slab reinforcement should be placed within the middle third of the slab by supporting the steel on chairs or concrete blocks "dobies". The slab should be underlain by 2 inches of clean sand over a 10 mil visqueen moisture barrier. The effect of concrete shrinkage will result in cracks in virtually all concrete slabs which are not designed to resist this shrinkage. To reduce the extent of shrinkage, the concrete should be placed at a maximum of 4 inch slump. The minimum steel recommended is not intended to prevent shrinkage cracks. c. Where moisture sensitive floor coverings are anticipated over the slab, the 10 mil plastic moisture barrier should be ~nderlain by a capillary break at least 4 inches thick, consisting of sand, gravel or crushed tock less than 3/4 inch with no more than 5 percent passing the #200 sieve. An allowable soils bearing value of 1800 pounds per square foot may be used when designing continuous and spread footings founded a minimum of 24 inches into the compacted fill soils, as contained in the referenced soils report. Due to the maximum 10 foot fill removal around the perimeter of the proposed structure, the actual depth of the foundation excavations should be determined after the grading has been completed. Footing excavations deeper than planned may be filled with a minimum three(3) sack concrete slurry mix. 2 ·-' WITHERALL PROJECT NO. 99-1147Hl DRAINAGE Adequate measures shall be undertaken to properly finish grade the site after the structures and other improvements are in place, such that the drainage water within the site and adjacent properties is directed away from the foundations, footings, floor slabs and the tops of slopes via surface swales and subsurface drains towards the natµral drainage for this area. Proper surface and subsurface drainage will be required to minimize the potential of water seeking the level of the bearing soils under the foundations, footings and floor slabs, which may otherwise result in undermining and differential settlement of the structures and other improvements. Page L-1, Plates No. 1 through 3 and Appendix A are a part of this report. Should you have any questions, or ifwe may be of further assistance, please do not hesitate to contact this office. Sincerely yours, tu 0.5'J4l" &IA~ io;i& Mamadou Saliou Diallo, P.E. RCE 54071 MSD/md 3 WITHERALL PROJECT NO. 99--1147Hl LABORATORY TEST RESULTS Page t-1 4/14/99 An expansion test in conformance with UBC 18-2 was performed on a representitive sample of on-site soils to determine volumetric change characteristics with change in moisture content. The recorded expansion index of the sample is presented as follows: Initial Moisture Content% 15.8 Saturated Moisture Content% 32.6 Initial Density Lb/cu.ft. 93.3 Expansion Index 62 TRENCH NO. 1@ 3' LIGHT TAN SILTY, CLKY WITH SAND(CL-ML) ,----',____ ----, J ~, I ~ PR~D ,. I -1-~A!/"T I ~~T 1 L ___ J ---r I EAST COUNTY TESTING & LAB 10925 HARTLEY ROAD SUITE I SANTEE CALIFORNIA 92071 ,.619 258-7901 fax 619 258-7902 I I, l _____ _j ''M-JJ47HI DEPTH surface 15.0' WITHERALL PROJECT NO. 99-l 147Hl PLATE NO. 2 SUMMARY SHEET NO. 1 TRENCH NO. 1 SOIL DESCRIPTION undocumernnted fill(Qaf) various degrees of density " " If. bottom trench trench backfilled 3-17-99 y M ------------------------------------·----------------------- DEPTH TRENCH NO. 2 SOIL DESCRIPTION surface undocumernnted fill(Qaf) various degrees of density 8. O' light tan., moist, dense sandstone bottom trench trench back£illed 3-17-99 DEPTH TRENCH NO. 3 SOIL DESCRIPTION surface undocumernnted fill(Qaf) various degrees of density 11. O' light tan, moist, dens.e .sandstone bottom trench trench backfilled 3-17-99 y M y M ------------------------------------------------------------ 4 .. WITHERALL PROJECT NO.' 99-1147Hl PLATE NO. 3 4/12/99 CATEGORIZATIOH GROUP GI\APH-TYPICAL HAMES & DESCRIPTION 5YHAOI 1 r41 -~ ~ GRAVELS, gravr.J'-sand ml,ctures, \lfde range In grain .. ..., GW IIELL GRADED .., ., C > '--t subsun·Hal amounts of al I lnter~edlate particle sizes. .... ..: 0 ll'l' ~ 'Z .. .. .. "'ti C u u .. % ..... m GRADED GRAVELS, gravel-sand mixtures. Predominately one "' -1~ ;.: <--GP POORLY .. j=2 ... or • r.anga of sizes witn some Intermediate sizes missing. _,,...,. _ u ..., __ .. .. .. > .. --; :i .c !: l :c m1· -.. "5 cl, ,.. GM SILTY GRAVELS, gravel-sand-sllt mixtures. Apprec:l:oble ~mount ,._ :a :::1 -.. -= .2 " of non-plas.tlc fines. .. "'·u u .. ... "'"' _, .. > .. u _,_ -~ z-: .... ..,.._ !.!:~ ~ GC ~ CLAYEY ~RAVELS, gravel-sand-clay mixtures. Appreciable, amount .. -~ C'\ .c C, of plastic fines. M.I ~ C, =ll-N ~o,; ~ WELL GRADED SANDS, gravelly s:onds • \lide range In grain size ....... z ti C l SW ..,-;; C .... Z O'" . , substantfa·l amounts o( al 1 lnte_rrnedlate p:orticle sizes, tn .C II .. .c < .. -= ..c II ... "'ti C < C .. 0 C, ,. u .. z ...... ... .c .. < ... [ill] POORLY GRADED SAHDS, gravelly sands. Predominately one size .. .._ __ ..,_ 0 SP o-~ _,_ C .. u or a range of sizes w!th some Intermediate ~lzes missing. .. ...r 2-. ! c-... IOI! z .. <..C .. ~ .., -> :c filiill SILTY SMDS, sand-sil~ mixtures, Appreciable amount of C i, = ... 1 SM 2 g-;; ;a.., non-plastic fines. .,_ :z: .,.., .,._ .. u ..... .. .. z !-=~ < ~ CLAYEY SANDS, sand-clay mixtures. Appreciable amount "' SC of plu.tlc fines, Ml illiill IHORCAHIC SILTS C Very Fine Sands, Rock Flour, Silty or .. Clayey Fine Sands with slight plasticity, "' .. > .. <-..., ..!.-..... ~ .. s CL ·f HORGAN IO CLAYS OF 1,0IJ TO HEDI UH PLASTICITY, gravelly . V -N clays, sandy clays, silty clays, lean.clays, ,._ .., __ -.. ... C, .. _, ... II'\ .. .. 411:, C ~,i.! ~1 ·. OL IITrn ORGANIC SILTS , ORGAHIC SILT CLAYS of low plasticity, -.. -=-.. l .... 0 N ~ nnrn ... INORGANIC SILTS, mlcaceous or diatomaceous fine sandy :c O • .. MH -i ... .. or silty soils, el·astlc silts. :i- l "'2; > ... ... .c :5 ~ ~ z ·e ~ fat clays. -.. ·"''i . CH IHOI\GANIC CLAYS OF HIGH PLASTICITY, "-..C .. .... ,._ -"' 0 u-~ 2 ,.. ... "' _, ! .. -:, C lilill 01\CAHIC CLAYS of medium to high plasticity, ..,. -er .. OH -..c -=-.. Hll:HLY ORGANIC SOILS PT ~ PEAT , other highly organic soils. . Legend: UC = Unified Classification ~ = Sample location E = Sampler penetration resistence (ft. kips/ft.) y = Natural dry density (pcf) M = Field moisture content (% dry wt.) _i WT = Approximate location of water table -·--·----------- size size • . . , •, ·.:,"';_• . . .. .:-: .... r.~ .· . :.;t7, . . 'EAST COUNTY TESTING & LAB 10925 Hartley Road Ste. I Santee, Calif. 92071 Telephone (619)258-7901 Fax No~(619}258-7902 APPENDIX A RECOMMENDED EARTHWORK SPECIFICATIONS 1. General Description: The intent of these specifications is to obtain uniformity and adequate strength in filled ground so that LJ1e proposed structures may be safely supported. The procedures incltide the clearing and preparation of land to be filled, processing the fill soiis, the sprea.ding, and compaction of the.filled areas to coriform with the lines and g~ades as :shown on .the approved plans. The owner .shall retain a.civil:·engineer·J.~-~alifi.ed ·in soil mechanics (herein referred '.to .as.:-eng.ineer) to insp·ect and .test· the earth.':work ·in acc·or.da·n.ce with these specifications. The. engineer ·shall ·advise the owner and grading· cont ractor·.:"immed i a:t.e.ly~/ri f-_:any unsatisfactory conditions are obser~ed to exist and shall have the authority to reject the compacted filled ground until such time that corrective measures are taken, necessary to ·comply with the specifications •. It shall be the sole responsibility of the grading contractor to achieve the specified degree of compaciion. 2. Preparing Areas tci be Filled (a.) All brush, vegetation and any biodegradable refuse shall be re~oved or ptherwise disposed of so as tb leave the a~eas to be filled free of ~egetation and debris. Any uncompacted filfed ground or loose compressible natural ground, shall be removed unless the report recommends ·otherwise. Any buried tanks or other structures shall be removed and the depressi-0n backfilled to the sati~faction of the engineer. Recommended Earthwork Specifications -(c(jnt'd.) (b.) The natural ground which is determined to be satjsfactory for the support of the filled ground shall then be plowed br Scarified to a depth of at least 12 in8h~s (12"). (c.) After th~ natural ground has beeh prepared, it shall then be brought to the proper moisture conient and compacted to not less than 90 percent of maximum dry density in accordance with A.S.T.M. D1557-g1. (d.) Where fills are m~de on slopes greater than 20 percent, horizontal bench~s shall be cut into firm natural ground. The initial bench at the toe of the fill shall be at least 10 feet in width on firm undisturb~d natural ground. The width of all succeeding benches shall be at least 6 feet. 3. Fill Materials:.· All material placed in the fill shall be approved by, the engineer and shal I ·consist of mat er.ial s _.-f r·ee'.-.-f r.om-,:Neget-abl e .. matter .. ;.,: and.,::o.ther: .. deleterious substances,.and shall not contain~iocks: or ·lumps ·greater--than -6 inches. in diameter· •. -.. .--If, during grading ciperations, soils.are found.~hich .. were not encountered. and tested in the .preliminary i.nv es ti ga t ion,, tests ·:on. -th.es e· soi.l_s,. shal F.be.\-: .·: performed. to. determine t,heir ·.physical.:, · . characteristics. Any special treatment recommended in the preliminary or subsequent soil reports not covered herein shall become an addendum to these specifications •. 4. Placing and Compacting Fill Materials (a.) ( b.) When the moisture content of the fill material is belo~ that specified, water shall be adde~ until the moisture content is near optimum to assure uniform mixing and effective compaction. W·hen the. moisture content of the fill materials is above that spetified,· the fill material sh~ll be aerated by blading and scarifying or other satisfactory methods until the moisture content is near optimum as specified. Page 2 of 3 Recommended Ear1hwork SpecifiQations -(cont'd.) (c~) After processing, the suitable fill materials shall be placed in layers wh1ch, when compacted, shall not exceed six inches (6"). Each layer shall be spread evenly and shall be thoroughly mixed during the spreading to insure uniformity of material and moisture in each layer. (d.) After each layer has been placed, mixed and ~pread ev~nly, it shall be thoroughly: compacted to not less than the density set forth in paragraph 2 (c) above. Compaction shall be _accomplished with approved types of compaction equipment. Rolling shall be accomplished while the fill material is at the specified moisture content. In place density tests shall be performed in accordance with A. S .T.M. D1556~0 • (e.) The surfaces of th~ fill slopes shall be cornpact.ed .by means of s.heepsfoot .rollers or other .. suitable equipment. Compacting· operations shall be continu~d until ~he,slopes are_stable and until there i& no appreciahle amount of loose soil on the slopes. 5. Inspect ion: . Sufficient inspect i o·n-,by .the Engineer shall be maintained.du.ring the .fi..lling and. . compacting--ope.rations· so -that:he· can :veri:fy ·that ,the fill was constructed in accordance with the accepted specifications. 6. Seasonal Limits: No fill material shall be placed, spreadt or rolled if weather conditions in~rease the moisture content above permissible limits. When the work is interrupted by rain, fill operations shall not be resumed until the moisture content and density of fill are as previously specified. 7. All reconu,nendations presented in the attached report are a part of these specifications. Page 3 of 3 . -,,\ . ·., ·PAGE 2 ZARRABI, FARHO~_ ID/LA COSTA AVENUE 20C6F .:l ' ,;,• (,..-...._ S~. JEMBER 22, 1989 "i TABLE OF CONTENTS PAGE NO. INTRODUCTION---------------------------------------------3 FIELD INVESTIGATION--------------------------------------5 LABORATORY TESTS---------~-------------------------------6 OBSERVATIONS, CONCLUSIONS ANO RECOMMENDATIONS Observations and Conclusions------------------8 Recommendations--------------------------------10 LIMITATIONS ANO UNIFORMITY OF CONDITIONS -----------------20 DRAWINGS NOS. 1 THROUGH 6 PLATE NO. I APPENDICES A, B, CC, D, E2, K, and L <13qqc;QtS/ J l ., I I I I j I I I ' ' I ' ~ ~ ~ I :I . ,-;--~ " .. ~AGE 3 ZARRABI, FARHOl( .. m/LA COSTA AVENUE 20C6F s~ . EMBER 22, 1989 INTRODUCTlON This report presents the results of a soils i~vestigation at the site of five proposed residential condominiums. The site is located apprqximately 150 feet east of Gibraltar Street on the north side of La Costa Avenue, as shown on the vicinity map, Plate No. 1. This property is also referred to as Assessors Parcel No. 216-300-22 in the City of Carlsbad, County of San Diego, State of California. We understand the proposed development consists of five 2-to 3-story residential condominiums, a 25-foot-wide concrete driveway, storage facilities and a recreational area. The objectives of our investigation were to determine the existing soil conditions and the physical properties of the soils so that we could present conclusions and recommendations regarding the following: (1) Appropriate Foundation Type(s) (a) allowable bearing capacity (b) lateral resistance and bottom frtction (c) minimum structural cross section (also for slabs-on-grade) (d) estimated settlement (2) Grading (a) depth of materfal requ1r1ng removal (b) suitability of on .. site soil for use as backfill (c) compaction recommendations (3) Restrained and Cantilever Retaining Walls (a) lateral pressures (b) drainage schemes (4) Unsupported Cut and Fill Slopes (a) stable inclinations (b) foundation setbacks ( J ' • ,PAGE 4 ZARRABI, FARHoC~ND/LA cosrA AVENUE ~ 't l 20C6F (- SlPTEMBER 22, 1989 I ~ I I To accomplish these objectiv.es, we reviewed the report by Benton Engineering, Inc. dated October 19, 1970, published geologic and topographic information, and excavated 3 exploratory holes; we performed in-situ tests, collected relatively undisturbed and bulk samples, and performed laboratory tests on these samples; finally, we conducted engineering analyses, compared the results with those of recent, ne~rby investigations and formulated the J conclusions and rec·ommendations presented ·herein. I - . j ' f.AGE 5 ZARRABI• FARHOU, ... .-40/LA COSTA AVENUE 20C6F SE:t'fEMBER 22, 1989 FIELD INVESTIGATION We excavated 3 exploratory holes with a backhoe mounted on a Case 580K rubber-tired tractor at the approximate locations shown on the attached Drawing No. 1 entitled "Approxi~ate Location of Exploratory Holes." Additionally, we observed natural exposures in cuts exposed by grading for roads and site development. We located the exploratory holes in the field by referring to photocopy of a portion of a pl an showing the proposed deve 1 opment, existing property lines, and existing topographic lines. This photocopy did not indicate the title, date or by whom the original plan was drawn. We advanced the exploratory holes to depths of 5 to 18 1/2 feet below the existing ground surface. We recorded a continuous 1 og of the so i1 s encountered in the holes at the time of excavation; they are shown in detail on Drawi·ng Nos. 2 through 6 each entitled "Summary Sheet." We visually and texturally classified the soils by the field identification procedures set forth in the Unified Soil Cl assi fi cation System and other references, a copy of which is attached as Appendix D. We collected bulk and relatively undisturbed chunk samples, and performed in-situ field density tests in the predominant soils ahead of excavation. The general procedures used in field sampling are described under "Sampling" in Appendix B. .. ( ' P~GE 6 ZARRABI, FARHOUMAND/LA COSTA AVENUE 20C6F SEPTEMBER 22, 1989 LABORATORY TESTS Laboratory tests were performed on representative determine their dry densi t·i es and moisture contents. tests are presented on Drawing Nos. 2 through 6. samples in order to The results of these A compaction test was performed on representative samples of the existing fill soils to establish compaction criteria. We tested the soil in accordance with ASTM Designation D 1557-78, method A. Optimum Depth Maximum Moisture Hole of Sample Soi 1 Dry Density Content No. feet Description lb/cu ft % dry wt 1 2.0 Olive-Gray to Light Brown 114.5 14.2 Silty Fine Sand 2 2.0 Olive to Light Brown Silty 113.0 15.9 to Clayey Fine Sand 3 4.0 Mottled Orange to Olive 114.5 15.2 Brown Fine Sandy Silt Note that "Maximum Dry Density" denotes that density reached at the optimum moisture content using the above-mentioned method of compaction. In-situ densities of soils placed by grading can exceed this maximum dry density if the soils have been compacted with more energy than is used in the laboratory test method. Correspondingly, naturally occurring formations may exist at densities greater than the laboratory-determined "maximum." We performed direct shear tests to determine the i nterna 1 resistance the soil offers to shear stress. The soil was tested in accordance with the ASTM Designation O 3080-72, a standard test method for shear strength. The results of these tests are presented .on the following page. ' ' I l ' I I• ,-., ( ( PAGE 7 ZARRABI, FARHoUMAND/LA COSTA AVENUE 20C6F SEPTEMBER 22, 1989 Angle of Depth Shearing Internal Apparent Hoie of Sample Normal Load Resistance Friction Cohesion No. feet kips/sq tt kips/sq ft degrees lb/sq ft 1.15 1.06 l* 2.0 2.30 l.66 30.5 325 4.60 3.07 1.15 0.89 2** 2.0 2.30 1.-63 25.5 375 4.60 2.62 An expansion test was performed on a representative sample of the clayey soils to determine volumetric change characteristics with change in moisture content._ We tested the soil in accordance with the UBC Standard No. 29-2. The results are presented below. Hole No. 3 Depth of Sample feet 13.0 Soil Description Mottled Olive-Gray Brown Clayey Fine Sand Expansion Index 67*** A more detailed treatment of the preceding laboratory tests is presented in Appendix B. * = Remolded to 90 percent of maximum dry density ** • Remolded to in-situ density ***=Considered to be highly expansive ' I I I I 1 1 I I 1 l ,, ) , ,·- r·- PAGE 8 ZARRABI, FARHO . .ND/LA COSTA AVENUE 20C6F i ~~~TEMBER 22, 1989 OBSERVATIONS, CONCLUSIONS, AND RECOMMENDATIONS OBSERVATIONS AND CONCLUSIONS I. The site is irregularly shaped and covers approximately 14,076 square feet. The site has been graded and the _majority of it is relatively level. However, the northernmost 40 feet of the site slopes at 1.5 horizontal to 1.0 vertical down to the north., dropping approximately 27 vertical feet from the 1 eve 1 area to the northernmost property corner. Northwest of the site, the surface slopes down at approximately 1.0 horizontal to 1. 0 vertical. Both of these slopes presently have surficial instabilities. The site is bordered to the south by La Costa Avenue, to the east and west by single-family dwellings and to the north by undevelopmented land. 2. The soil types encountered in this investigation consist of silty sands, clayey sands, sandy silts and sandy clays. 3. The 4 1/2 to 17 1/2 feet of fill soils encountered have a variable consistency. These soils are locally loose and compressible. We do not consi-der them to be capable of safely supporting structural loads in their present state of compaction. 4. A 11 of the fil 1 soils encountered can be used to support the proposed structural loads and/or fills after the soils are satisfactorily recompacted. 5. The very dense and very stiff format i ona 1 soils encountered beneath the fill soils in all excavation locations are suitable for use in their present state, as supporting material for the proposed structures and/or fil 1 s. 6. We found clayey sofls to be highly expansive with respect to change in volume with change in moisture content. I I I I I I I I I I 1 I • L' PAGE 9 ZARRABI, FARHl~_.AND/LA COSTA AVENUE [ 20C6F ~~PTEMBER 22, 1989 7. Grading is anticipated for development of the property. Structures may be constructed partly in fill and partly in cut provided that the recommendations contained herein are adhered to. 8. We encountered no surface water or groundwater during the investigation. We judge that it is unlikely th~t you will encounter water during grading or construction unless the work is performed during the rainy season and/or the work. extends well beyond the limits of our exploration. I I I I I I I J 1 l. PAGE 10 ZARRABI, FARHG AND/LA COSTA AVENl)E 20C6F ~ .. r'TEMBER 22, 1989 RECOMMENDATIONS I. One alternative for developing this site is to remove and recompact the fi 11 sQil s and use sha 11 ow foundations ( recommendations for deep foundat i on.s are presented 1 ater} for this a 1 tern at i ve, remove and recompact a 11 existing fi 11 soi ls as d.escri bed be 1 ow. Each summary sheet · presents our recommended depth of removal at the location of each exploratory hole. Our field engineer, however, should make the final determination of loose soil requtring excavation during grading. The fill soils should be removed, separated from any biodegradable or oversize materials, and recompacted to at least 90 percent of maximum dry density in accordance with all the applicable provisions of the attached Appendix A~ 2. For the removal and recompact ion al tern at i ve, structures can be adequately founded partly in cut and partly in properly compacted fill provided that all the soil within five feet outside the foundation lines is ripped to a depth of at least 12 inches below the bottom of the foundation or slab (whichever is deeper in the adjacent 5 feet) and then uniformly recompacted to at least 90 percent of maximum dry density according to Appendix A. 3. Expansive fill soils, when uniformly compacted to at least 90 percent of maximum dry density, have an allowable bearing capacity for supporting dead plus live loads of 1800 pounds per square foot (psf) for continuous c,r spread footings, 1 foot in minimum horizontal dimension and placed at a depth .of at least 24 inches below the lowest adjacent finish grade surface. The very dense to very stiff formational soils found on the site have an allowable bearing capacity for supporting dead plus live loads of 1800 psf for continuous or spread footings 1 foot in minimum horizontal dimension and placed at a depth of at least 24 inches below the lowest adjacent finish grade surface. I I I 1 I ' I I I ' ' I I I I I • . PAGE 11 ZARRABI, FARHOUMAND/LA COSTA AVENUE 20C6F SEPTEMBER 22, 1989 The above bearing capacities may be further increased by 33 percent for support of total loads including dead, live, and wind or seismic loading. Please note that if you choose to import soils, they may have different characteristics than the on-site soils. If so, and if these imported so i1 s are p 1 aced in the upper 2 feet below the foundations, then different soil bearing capacities may apply. 4. Regrading of the site may not be the most economi ca 1 way of deve 1 oping the site to support the proposed structures. End-bearing, or skin-friction, cast-in-place concrete piers or caissons* may be suitable alternatives. In any event, however, the steep slopes in the northern portlon of, a~d northwest of, the site should be graded flatter in accordance with the recommendations herein. 5. In general, we find that caissons supported by skin friction are more easily constructed than those supported by end-bearing for applications in one-and two-story, wood-frame residential buildings. For design of caissons in skin friction, we recommend that you use the carrying capacity curves presented in the attached Appendix K. In preparation of these curves, the weight of the caisson is assumed to be supported by end bearing while the applied load is assumed to be supported by skin friction along the circumference of the caisson shaft for that portion of the shaft embedded in dense formational ground. To calculate the net carrying capacity of a caisson that penetrates 1 oose fi 11 soi 1 s such as those that exist on this site, read the carrying capacity at the depth below the finish grade surface and subtract the carrying capacity at the depth of loose fill at that location. For example, assume a 24-inch-diameter caisson 25 feet deep with 10 feet of loose filled ground. The net capacity is 42 kips less 7 kips equals 35 kips. * For purposes of this discussion we define "piers" and "caissons" both to mean drilled, cast-in-place, deep foundation elements. I I . I I I I I ' ' 1 I I I I I I I I I . , .PAGE 12 ZARRABI, FARHl. ... .AND/LA COSTA AVENUE 20C6F :.C:PTEMBER 22, 1989 If you choose end-bearing, cast-in-place concrete caissons, and they are properly founded 5 feet into dense natural ground, you may use a maximum allowable soil bearing capacity of 3!00 pounds per square foot for design. Limit computations using this soil bearing capacity to application of the superimposed load (i.e., neglect the caisson weight). Use of this relative1y high bearing capacity is strictly contingent on the following: 1) caisson excayation bottoms must be "broom clean," and 2) we must inspect the excavations to verify their adequacy. 6. The point of fixity for caissons with respect to resistance to lateral loads is considered to be 1/3 the depth of the caisson below the finish grade surface or 10 feet, whichever is smaller. Please note that the allo\'!able passive earth pressure values set forth elsewhere in this report may be used to the depth of the point of fixity in the undocumented fill soils for short-term loads such as wind or seismic. We do not consider the undocumented fill soils capable of reliably resisting persistent lateral loads. 7. We estimate the post-construction settlement of foundations designed as discussed above, properly embedded in. compacted fi 11 ed ground or dense formational soils and loaded also as discussed above, to be on the order of 1/4 to 1/2 inch. 8. The clayey soils encountered on this site are highly expansive. If you choose removal and recompaction~ shallow foundations, and concrete slabs-on-grade, then there is no practical method of entirely eliminating the detrimental effects of these expansive soils if they are left in the upper 3 feet below finish grade adjacent to the building foundations. However, in order to significantly reduce the potential for such damage we strongly recommend that you select and pursue QM. of the programs set forth below. 8.1 If it is economically feasible, during the grading operation under the observation of a qualified soils technician, the expansive soils should be removed from the upper 3 feet be 1 ow finish grade el~vations. The building ~reas should then be capped with at least 3 I I I I I ' I I ' I I I I I I 1 PAGE 13 ZARRABI, FARHO'-,,AND/LA ,COSTA AVENUE 20C6F StPTEMBER 22, 1989 feet of non-expansive fill soils. These non-expansive soils should be compacted to at least 90 percent of maximum dry density. Upon satisfactorily recompacting the soils you may design and construct continuous and spread footings using the bearing capacities for compacted, non-expansive fill materials. If you choose this alternative, we recommend as a minimum, that any new foundations bottom a minimum of 12 inches below grade, be a minimum of 12 inches wide and be reinforced with one continuous #4 reinforcing bar placed 3 inches above the bottom of the footing and one continuous #4 reinforcing bar p 1 aced 1 1/2 inches below the top of s 1 ab or top of stem wall. Further, we recommend that slabs be a minimum of 4 inches thick and reinforced with #4 reinforcing bars spaced not greater than 4B inches on center each way at mi dhei ght , of the s 1 ab. A 11 reinforcing bars should be supported so that they are not displaced by the placement of concrete. Reinforcing bars should be supported on chairs or "dobies." Please note that this reinforcing is a minimum and ts not an adequate lesser substitute for reinforcing that is recommended by the structural designer. We also recommend a minimum of 4 inches of clean sand beneath all concrete slabs. In areas where floor covering may be sensitive to moisture vapor, we recommend that a plastic moisture barrier be placed in the center of the sand. 8. 2 If you decide to construct the proposed structures and improvements on shallow foundations in the expansive soils without special preparation of the site (as described in recommendation 8.1 above), then we recommend that you design and construct foundations and slabs in accordance with the attached Appendix CC. Note that Appendix CC is directed toward single-family, wood-frame, residential construction on expansive soils; even though, these recommend at i ans are entirely applicable for the structures under consideration for this project. 8.3Another alternative to the recommendations in Appendix CC is to deepen any members supported on this soil to bottom 3 feet below final finish grade. I l l -I . I I I .I I I 1 l I i 1 .l ' PAGE 14 ZARRABI, FARP. 'fAND/LA COSTA AVENUE 20C6F _PTEMBER 22 1 1989 8.4 There are other methods of mitigatJng the detrimental effects of expansive soils. We would be happy to review alternative designs if you decide to build on these expansive soils. 9. For estimating the resistance of level, compacted fill or level, formational soils to lateral movement, you may use a maximum allowable passive earth pressure corresponding to an equivalent fluid density of 230 pounds per cubic foot (pcf) on the vertical faces of foundation elements below the recommended slope setback stated later in this report. In calculating the total passive resistance, also neglect the resistance provided by the upper 6 i.nches on level ground unless confined by slab or pavement. In addition to passive pressure, base friction may be used to resist lateral loads. Use a friction factor of 0.30 times the applied dead load. 10. For the design of all cantilever retaining walls under 15 feet in height with non-expansive, naturally dense or compacted backfill, we recommend using active lateral earth pressures corresponding to the following equivalent fluid densities table: INCLINATION OF DENSE, NON-EXPANSIVE BACKFILL LEVEL 3: I 2: 1 1 3/4:1 I 1/2:1 EQUIVALENT FLUID DENSITY (pcf) 30 33 40 4.5 60 Please note especially that if expansive soils are used for backfill, then the lateral pressures are likely to be substantially greater than the above. Dangerous over-stressing of the wall {s) could occur if I I ' I I I ~ ' ' ' I i I J I, l • PAGE 15 ZARRABI, FARHOUMAND/LA COSTA AVENUE 20C6F SEPTEMBER 22, 1989 expansive soils are placed in the prism described by the back of the wall and a plane rising at a gradient of 0.5 horizontal to 1.0 vertical from the bottom of the rear face of the retaining wa 11 • For expansive soi 1 backfill or other surcharges please consult this office for parameters. For the design .of walls restrained at their upper ends with level, non-expansive naturally dense or compacted backfill we recommend using a uni form pressure of 27 x H (tot a 1 height of wa 11 in feet) psf. Pl ease note that this pressure is uniformly distributed, resulting in a rectangular force diagram; it is not an equivalent fluid density. Special care should be exercised during construction to prevent excessive pressures from being exerted against retaining structures from compaction equipment used in backfilling. If such care cannot be exercised, then walls should be supported during backfilling. Note that the earth pressures set forth above do not include any hydrostatic pressure. Any hydrostatic pressure that results from water build-up against the wall should be considered· in addition to the earth pressures recommended herein. 11. Hydrostatic build-up, over-stressing of retaining structures, and moisture penetration of "basement" retaining walls are problems that can arise well after the completion of construction. For those retaining Walls that have a face on the interior of a structure, (e.g. a "basement" wall) we recommend that you use a nominally full height drain by one of the following systems: 11.lPlace a I-foot-thick blank~t of clean sand adjacent to the wall extending from the bottom of the wall to 18 inches below the final grade. Place a 3-or 4-inch-diameter, perforated plastic pipe wrapped in geotechnical fabric at the bottom of the blanket, well below the top of the interior floor. Th!:! pipe should be drained by gravity to a suitable discharge. ll.2Place a I-foot-thick blanket of gravel adjacent to the basement wall. Wrap the mass of gravel, excluding only that portion in direct I I. I . I I I I I ' I - 1 I I l I ,-. ( PAGE 16 ZARRABI, FARHOUMAND/LA COSTA AVENUE 20C6F SEPTEMBER 22, 1989 contact with the wall, in geotechnical fabric. The wrapped gravel should extend from the bottom of the wa 11 to 18 inches below the final grade. Place a 3-or 4-inch-diameter, perforated plastic pipe at the bottom of th~ blanket and inside the fabric, well below the top of the interior floor. The pipe should drain by gravity to a suitable discharge. 11.3Install a proprietary drainage device which incorporates a geotechnical fabric (such as Miradrain by Mirafi, Tiger Drain by Exxon Chemicals, J-Dra in by JDR Enterprises or Sure Ora in by Greenstreak) against the back .of the basement wa 11. This i nsta 11 at ion should be cont i.nuous along the length of the wa 11 and should extend from the bottom of the wall to 18 inches below final grade. Place a 3-or 4-inch-diameter perforated plastic pipe (wrapped in t~e geotechnical fabric that is a part of the proprietary drainage device) at the bottom of the drainage device, well below the top of the interior floor. The pipe should drain by gravity to a suitable discharge. 12. For those retaining walls which do not have a face on the interior of a structure, we recommend that you choose one of the following drainage systems: 12.1 Place a 3 ... or 4-inth-diameter perforated plastic pipe wrapped in geotechnical fabric at the top of the wall footing. The pipe should be drained by gravity to a suitable discharge. Backfill with a minimum of 2 cubic feet of cl~an sand per running foot of wall. You may substitute weep holes at 4-foot centers (or open head joints in the first course above the ground surface of concrete-masonry-unit wa 11 s) for the drain pipe. However, a sma 11 amount of geotechn i cal fabric must be placed behind the wall over these openings to prevent sand migration. 12.2 Place a 3-or 4-inch-diameter unwrapped perforated plastic pipe at the top of the wa 11 footing and backfi 11 with a mini mum of 2 cubic feet of gravel per running foot of wall. Wrap the gravel in 1 1 I I I I I I '·, · PAGE 17 ZARRABI• FARh~ . ...,HAND/LA COSTA AVENUE 20C6F SEPTEMBER 22. 1989 geotechnical fabric, excluding only that area where the gravel is in direct contact with the wall. The pipe should drain by gravity to a su;table discharge. You may substitute wee.,> holes at 4-foot intervals (or open head joints in the first course above the ground surface of concrete-masonry-unit walls) for the drain pipe; no additional geotechnical fabric is required in this case. Please note the following:. Do not allow surface drains, eave-gutter downspouts, etc., to discharge into wall drains. Furthermore, in addition to our drainage recommendations, the architect should specify waterproofing and its ~rotection during backfilling. 13. We cqncl ude from the test data that you may safely construct cut and fi 11 slopes at a gradient of 1.75 horizontal to 1.0 vertical for heights up to 40 feet with an adequate factor of safety when constructed in firm, natural ground or when uniformly compacted to at least 90 percent of maximum dry density in accordance with the approved specifications. This conclusion relates to the structural capability of the soils to resist massive rotational slope failure and does not consider the superficial treatment that may be desired or required for cosmetic reasons. The existing slopes in the northern portion of the site and northwest of the site are too Steep to be considered stable. These slopes should be either reconstructed as recommended above or simply flattened to 2.0 horizontal to 1.0 vertical. For fill or cut slopes greater than 35 feet high, we recommend that a terrace be constructed near mi~-height of the slope to match the existing terrace. J Recommendations for slopes assume that suitable erosion control and proper drainag~ will be provided to prevent surface water from running 1 over the top of the exposed slopes. J. 14. If you choose the removal and recompaction alternative, note that the compacted fil 1 soils or natural soils that occur within 7 feet of the I I I ·PAGE 18 ZARRABI, FARH1..vl'IAND/LA COSTA AVENUE 20C6F SEPTEMBER 22, 1989 face of permanent, unsupported slcipes (or the slope height, whichever is less) will possess poor lateral stability, even though they have been properly constructed. Proposed structures and other improvements (such as walls, fences, patios, sidewalks, swimming pools, driveways, asphalt paving, etc.), that are located within 7 feet of the face of permanent, unsupported slopes (or slope height, whichever is less) could suffer differential inovemen-t as a resu.lt of the poor lateral stability of these soils. For the remova 1 and recompact ion al tern at i ve we recommend that foundations and other improvements be set back of a plane no closer than 7 feet inside the top of permanent unsupported slopes. If they encroach into this setback area, they should be deepened until they bottom below a plane 7 feet horizontally inside the face of the slope (or the slope height, whichever is less) parallel to the face of the slope. Please refer to Appendix E2. We recommend that the face of fill slopes be compacted to at least 92 percent of their maximum dry density, for at least a "machine width" back from the face of the slopes. 15. Care should be exercised to assure that downstream property owners are not damaged from the possible modification of surface water flows. Possible damages could result from, but are not limited to, modifications of flow velocity, volume, or timing. If you desire special consultation regarding these concerns, please contact our office. 16. We recommend that you compact the soils within the upper 12 inches below the bottom of pavement grade of any proposed streets and/or parking areas to at least 95 percent .of maximum dry density according to the applicable provisions of Appendix A. 17. We recommend that the landscaping and drainage be designed and maintained according to th~ attached Appendix Land that this Appendix be passed to any new owners in order that they may maintain their property's value by affording the kind of care set forth therein. We especially recommend the use of complete eave gutters and downspouts that discharge well away from retaining walls, foundations, or unpaved slopes. Note that Appendix I. I I l I I• r , · PAGE 19 ZARRABI, FARHOr-lMAND/LA COSTA AVENUE 20C6F SEPTEMBER 22, 1989 L is not peculiar to this property but rather is a group of pr act i cal suggestions for good property maintenance. We recommend that following construction, the soil moisture be carefully controlled. Irrigation .a·nd surface drainage should be managed so as to avoid saturating soils near slopes, foundations, or retaining walls. This includes, but is not limited to, maintenance of eave gutters, downspouts, and positive surface drainage which causes water to flow away from retaining walls, foundations, or unprotected slopes. 18. We recommend that you authorize us to review the project plans to check that they conform with the intent of our recommendations. During const_ructi on, our personnel should check over-excavations, observe fi 11 placement and compaction including utility trench and retaining wall backfill, and perform field density tests to check that adequate fill compaction is achieved. We should be authorized to inspect a 11 foundations excavations and the placement of reinforcing steel prior to and during the placement of concrete. If we are not so authorized, then we offer no assurance of adeq~ate foundation performance. I 1· J l • ' I - I I I I I I . PAGE 20 ZARRAB-I, FAR. ,JMAND/LA COSTA AVENUE 20C6F .>EPTEMBER 22, 1989 LIMITATIONS AND UNIFORMITY OF CONDITIONS I. This investigation and report were based on a photocopy of a p 1 an referenced on page 5 of this report. If the final precise plan does not entirely agree with the above, you are cautioned that this investigation may not adequately serve its purpose and unexpected conditions may substantially change anticipated costs. Therefore, in case of change in plans or further defini.tion of plans., we strongly recommend that you authorize us to r.eview those plans to determine whether additional investigation is indicated. . 2. The -conclusions and recommendations made in this report assume that the soil conditions do not deviate appreciably from those disclosed by the exploratory excavations. If you encounter variations during construction, you should notify us so that we may make supplemental recommendations, as required. 3. · Eva 1 uat ion of the soil materials for the support of the proposed structures tncludes investigation of the subsurface conditions, analysis, formulation of recommendations, and inspections during grading. The soils investigation is not complete until the Soil Engineer has been afforded the opportunity for gross examination of the so i1 in the excavations during grading so that he may make modifications as needed. We emphasize the importance of the Soil Engineer continuing his services thtough the i:nspecti?n of grading including construction of fill and foundation excavation. It is especially important that we review the foundation design. A seemingly minor misinterpretation of our recommendations can render their effect invalid and result in a waste of the efforts made to deve 1 op a reliable site. Therefore, if we do not inspect and test the grading, or if we do not review the foundation design of the proposed structures, we offer no assurance that any of our conclusions relating to soil stability or foundation adequacy may be relied upon. I I I I l I I I I I l ,!. . •.: .. ', . PAGE 21 ZARRABI• FARI MAND/LA COSTA AVENUE 20C6F ~iPTEMBER 22, 1989 4. The findings of this report are valid as of the present date. However, changes in the condition of a property can occur with the passage of time, whether they be due to natural processes, or the works of man on this or adjacent properties. In addition, changes in applicable or appropriate standards occur, whether they result from legislation, the broadening of knowledge, or the expectations of the client being served. Accordingly, the findings of this report may be invalidated, wholly or partially, by changes outside of our control. Therefore, this report is subject to review and should not be relied upon after a period of two years. This report and any supplemental reports and recommendations will automaticilly become a part of the project specifications. The opportunity to be of servic~ is sincerely appreciated. Drawing Nos. 1 through 6, Plate No. 1, and Appendices A, B, CC, D, E2, Kand L are parts of this report. Respectfully submitted, CATLIN ENGINEERING, INC. Andrew E. Bowman Staff Engineer Distr. (2) Addressee (1) Batter Kay Associates, Inc. 110 15th Street Del Mar, California 92014 ATTN: Ms. Allison Whitelaw MBC: AEB/mcp/nhw/kaw Vice President RCE 40570 . · . ·. . ' . . ... ·. ' . . . . .. · .. : . .-., ... ,\ ... ·, • ·, • ..-• I Mi-,-) : ' \ :.-- .... ,' I . ··.· ' ... ·-· ~· . ---: · __ -.,;.:..~~ '.-.: _ _,;;· / /'" 1/ / I I / /11 . I I I ~ ' . •·.,-; : , . -: , ,., ,,., ·11!,·,·, ~I ' ' ... LE&END ---·· '3a'4 Approxiut• Loe at 1o·t, ~ff w Exploratory Boring (Dr111td May 11, lt90J •3 Approximate l.ocatiOI\ ~}it c:;;.-Explorttory Holes (Excav1t1d Autust 9 * U~Jf Proposed Structure Proposed Concrete P:Witfi~11:1• fe --Property Line ,,.~ ~ ----Center LiM Elevation as Shown on C• _,,,,--J'30--... RifQrilil~td B-. 1 Ollt ~pprox1mate Location of E~plora~ory Holes North Side'oi l~ Costa Avenue, Approximately 1so'FsBt E~it of Gibraltar Street, Carlsbad. California. PROJECT NO; . 20C6F{i) REVIS[O:MAV 16, 1990 .Reference: A Xerox copy showing the locat·1on of the proposed development, undatRd ------------------------------------------------- I --· r I ( l ' SUMMARY SHEET PROJECT.NAME: ZARRABI, FARHOUHAND/LA cosrA AVENUE PROJECT NUMBER: 20C6F BOLE NUMBER: 1 DEP~li feet -1 -2 SOIL DESCRIPTION Olive Gray to Liaht Brown Silty Fine Sand (SH), Looae to Dense, Moiat, Occaaional Ortonae Stainin& -3 Pocketa of Clayey Sand 8 3' FILL . ELEVATIOH: 103.5'* EXCAVA?ION DATE: 08/09/89 'REPORT DATE: 09-22-89 SAMPLE NUMBER FDrl Bl Cl SPT nN60w FIELD DRY VALUE MOISTURE DENSITY MAXIMUM RELATIVE DENSITY COMPACTIOII blovs/ft % dry vt lbs/cu ft lbs/cu ft percent 15.9 104.5 114.5 91.3 15.1 103.5 114.5 90.3 -4--------~--~-----------------------~-------------------- -6 -7 -8 -9 -10 Mottled Yellow Oranae to Olive Gray Silty Fina Sand to Fine Sandy Silt (SH-ML) Medium Denae to Medium Stiff, Hoiat, Rare Pocketa of Brown Clay FILL Olive Brown Fine Sanely Silt (ML) Very Stiff, Hoiat FORMA?ION Bottom of Hole at 5' HA?ERIAL REQUIRING REMOVAL AND RECOMPACTIOH TO SUPPORT STRUCTURAL LOADS HO REFUSAL NO GROUNDWATER BAG SAMPLE CHUNK SAMPLE FIELD DENSITY ?EST JAR SAMPLE B2 C2 C3 19.2 101.6 Qf CALIFORNIA MODIFIED SAMPLER spr STANDARD PENETRA?ION TEST SAMPLER PENETRATION RECOVERY DRAWING NUMBER: 2 * Elevations Refer to a Temporary Bench Hark; a Brass Pin Harked nRCE 9416" Set in Sidewalk at the Southwest Property Corner Assumed Elevation 100'. SUMMARY SHEET PROJECT NAME: ZARRABI, F.ARHOUHAND/LA COSTA AVENUE PROJECT NUMBER: 20C6F HOLE NUMBER: 2 DEPTH feet -1 -2. -3 -4 -5 -6 -7 -8 -9 -10 SOIL DESCRIPTION Liaht Brovn Silty Fine Sand (SM), Looaa to MadiUIII Dense, Dry to Hoiat, Occaaional Oranae Stainina FILL Olive to Liaht Brovn Silty to Clayey Fine Sand (SH), Medium Dense, Hoiat, Occaaional Oranae Sta1n1na FILL Mottled Ora.nae Olive to Liaht Brovn Clayey Fine Sand (SC), Medium Dense to Dense, Moist (continued) MATERIAL REQUIRING REMOVAL AND REC<»IPACTION TO SUPPORT STRUCTURAL LOADS FILL BAG SAMPLE CHUNJC SAMPLE FIELD DENSITY TEST JAR SAMPLE EXCAVATION DATE: 08-09-89 ELEVATION: 104,0'* REPORT DATE: 09-22-89 SPT #N60# FIELD DRY MAXIMUM RELATIVE SAMPLE VALUE -MOISTURE DENSITY DENSITY COMPACTION NUMBER blovs/ft % dry Vt lbs/cu ft lbs/cu ft percent Bl Cl B2 C2 C3 B3 24,8 94.5 25.0 92.4 CH CALIFORNIA MODIFIED SAMPLER SPT STANDARD PENETRATION TEST SAMPLER PENETRATION RECOVERY 113.O 83.6 113.0 81.8 DRAWING NUMBER: 3 * Elevations Refer to a Temporary Bench Hark; a Brass Pin Harked #RCE 9416# Set in Sidewalk at the Southwest Property Corner Assumed Elevation 100'. ,~- ! SUMMARY SHEET PROJECT NAME: ZARRABI, PARHOUHAND/LA COSrA AVENUE EXCAVATION DATE: 08-09-89 PROJECT NUMBER: 20C6F R(!:LE::....::NUMB==ER.~: ,.:2~ ____ __,,..:E:::LEV=.::AT.!.I::ON:::!.::~1~04::,.,:.:0:..'..;;* ______ .:;REPOR:=.=T:....:D::.>..:'r!::E..:..: ..:0::..:9:..-.::2:::2..:-8~9:.,._ __ _ DEPTH feet: SOIL DESCRIPTION Hotclad ·orana• Oliva to Liaht Brown Clayey Fina Sand (SC), Medium Dan•• to Danae, Hoist -11 3" Gravel@ 11' -12 Bac_omes Wee at 12' -13 -14 -15 -16 -17 FILL Brown Fine Sandy Clay (CH), Vary Stiff, Ory ·to Hoist FORMATION SPT "N60" FIELD DRY MAXIMUM RELATIVE SAMPLE VALUE MOISTURE DENSITY DENSITY COMPACTION NUMBER blows/ft: X dry we lbs/cu ft: lbs/cu ft: percent -18:----------------------------------------------------- -19 -20 Olive Gray Silty Fina Sand (SH), Very Denae, Hoist FORMATION Bottom of Hole at 18 1/2' MATERIAL REQUIRING REMOVAL AND RECctlPACTION TO SUPPORT STRUCTURAL LOADS NO REFUSAL HO GROUIIOWATER BAG SAMPLE CHUNK SAMPLE FIELD DENSITY TEST JAR SAMPLE C4 Qt CALIFORNIA MODIFIED SAMPLER SPT STANDARD PENETRATION TEST SAMPLER PENETRATION RECOVERY DRAWING NUMBER: 4 * Elevations Refer to a Temporary Bench Hark; a Brass Pin Harked "RCE 9416" Sec in Sidewalk at: the Southwest Property Corner Assumed Elevation 100'. I I I l 1 1 I ,,-._ ( ( r SUMMARY SHEET PROJECT NAME: ZARRABI, FARHOUHAND/LA COSTA AVEHUE _ PROJECT NUMBER: 20C6F BOLE HUMBER: 3 DEPTH feet -l -2 -3 -4 -5 SOIL DESCRIPTION Li&ht Brown Silty Pine Sand (SH), Looae to NecU.um Denae, Dry FILL Mottled Oranae to Olive Brown Fina Sandy Silt (ML), Med;um Stiff, Hoist, Occasional Pockets of Clay FILL EXCAVATION DATE: 08-09-89 ELEVATION: 104.0'* REPORT DATE: 09-22-89 SAMPLE NUMBER Cl Bl C2 B2 SPT "N60,. FIELD DRY MAXIMUM RELATIVE VALUE MOISTURE DENSITY DENSITY COMPACTION blows/ft % dry vt lbs/cu ft lbs/cu ft percent 22.0 98.3 114.5 85.8 26.8 87.l 114.5 76.l -61-------------------------------------------------------- -7 -8 -9 -10 Hottled Green Gray to Light Brown Silty Fine Sand (SM), Medium Dense, Moist, Pockets of Brown Sandy Clay C0111110n. (continued) MATERIAL REQUIRING REMOVAL AND REC<»ll'ACTIOH TO SUPPORT STRUCTURAL LOADS FILL BAG SAMPLE CHUNK SAMPLE FIELD DENSITY TEST JAR SAMPLE B3 C3 CM CALIFORNIA MODIFIED SAMPLER SPT STANDARD PENETRATION TEST SAMPLER PENETRATION RECOVERY DRAWING NUMBER: 5 * Elevations Refer to a Temporary Bench Mark: a Brass Pin Marked "RCE 9416" Set in Sidewalk at the Southwest Property Corner Assumed Elevation 100', f I I ( \ SUMMARY SHEET PROJECT H.AHE1 ZARRABI, FARHOUMAHD/LA COSTA AVENUE EXCAVATION DATE: 08-09-89 PROJECT HUHBER1 20C6F HOLE HUMBER: 3 ELEVATION: 104.0'*, REPORT DATE: 09-22-89 DEP1S SOIL DESCllIPTION feet -11 -12 -13 Mottled Green Gray to Li&ht Brown Silty Fine Sand (SM), Medium Dense, Hoiat, Pocketa of Brown Sandy, Clay Coamon. FILL Olive GrHn Silty Fine Sand (SM), Medium Denae, Hoiat FILL Mottled Olive to Gray Brown Clayey Fin• Sand (SC), Medium Dense, Hoist FILL SPT "N 60" FIELD DRY MAXIMUM RELATIVE SAMPLE VALUE MOISTURE DENSITY DENSITY COMPACTION HUMBER C4 C5 14 C6 blows/ft % dry wt lbs/cu ft lbs/cu ft percen~ -14---------------------------------------------------- Brown Fine Sandy Clay (CH), Very Stiff, Hoist WEATHERED FORMATION -15,-----------------~-------------------------------- -16 -17 -18 -19 -20 Bottom of Hole@ 15' MATERIAL REQUIRING REMOVAL AND RECCH'ACTION TO SUPPORT STRUCTURAL LOADS HO REFUSAL HO GROUNDWATER BAG SAMPLE CHUNK SAMPLE FIELD DENSITY TEST JAR SAMPLE Qi CALIFORNIA MODIFIED SAMPLER SPT STANDARD PENETRATION TEST SAMPLER PENETRATION RECOVERY DRAWING NUMBER: 6 * Elevations Refer to a Temporary Bench Marki a Brass Pin Harked nRCE 9416n Set in Sidewalk at the Southwest Property Corner Assumed Elevation 100'. • CATLI~" ENGINEERING, INC. P.O. Box 4225 La Mesa, California 92044-0970 (619) 588-8500 ALL REPORTS ARE l?UBMITTEO AS THE CONFIDENTIAL PROPERTY OF CLIENTS AUTHORIZATION FOR-PUBLICATION OF OUR REPORTS, CONCLUSIONS, OR EXTRACTS FROM OR REGARDING THEM IS RESERVED PENDING OUR WRITTEN APPROVAL AS A MUTUAL PROTECTION TO CLIENTS, THE PUBLIC AND OURSELVES, DATE: 7 I I ~--- \ PROJECT NO. 2OC6F North Side of La Costa Avenue Carlsbad, California Consul-ting Engineers and Geologists PLATE #1 I .......... .... . . ' . • , I . . . . " .. " ~ . " ... _ CATLIN ENGINEERING, INC. CONSULTING ENGINEERS AND GEOLOGISTS P.O. Box 4225 La Mesa, California 92044-0970 588-8500 APPENDIX A RECOMMENDED EARTHWORK SPECIFICATIONS 1. GENERAL DESCRIPTION. The objective is to obtain uniformity and adequate i nterna 1 strength in fi 11 ed ground by proven engineering procedures and tests so that the proposed structures may be safely supported .. The procedures include the clearing and grubbing, removal of existing structures, preparation of land to be fi 11 ed, compaction of the fi 11 ed areas-to corrform with the lines, grades, and slopes as shown on the approved plans. The uwner shall retain a Civil Engineer qualified in Soil Mechanics {herein referred to as Engineer) to inspect and test the filled ground as pl aced to verify the uniformity of compact ion of fi 11 ed ground to the specified 90 percent of maximum dry density. The Engineer shall advise the owner and grading contractor immediately if any unsatisfactory conditions are observed to exist and shall have the authority to reject the compacted fi 11 ed ground unt i 1 such that as corrective measures are taken, necessary to comply with the specifications. It shall be the sole responsibility of the grading contractor to achieve the specified degree .of compact ion. 2. CLEARING, GRUBBING, AND PREPARING AREAS TO BE FILLED a. A 11 brush, veg et at ion, and any biodegradable refuse sha 11 be removed, piled, and burned or otherwise disposed of as to leave the areas to be filled free from vegetation and debris. Any uncompacted filled ground or loose compressible natural ground jhall be removed unless the report recommends otherwise. Any unstable, soft, swampy, or otherwise unsuitable areas shall be corrected by draining or removal, or both. b. The natural ground which is determined to be satisfactory for the support of the filled ground shall then be plowed or scarified to a depth of at 1 east six .( 6) inches, and unt i 1 the surface is free from ruts, hummocks, or other uneven features which would tend to prevent uniform compaction by the equipment to be used. c. After the natural ground has been prepared, it shall then be brought to the proper moisture content and compacted to not less than 90 percent of maximum dry density in accordance with the ASTM D1557-78 method which uses 25 blows of a ten pound rammer falling 18 inches on each 5 layers in a 4 inch diameter 1/30 cubic foot cylindrical mold. PAGE 2 APPENDIX A CATLIN ENGINEERING, INC. d. Where fi 11 s areas made on hillsides or exposed slope areas with gradients greater than 10 percent, horizontal benches shall be cut into firm undisturbed natural ground in order t, provide both lateral and vertical stability. This is to provide horizontal base so that each layer is placed and compacted on a horizontal plane. The initial bench at the toe of the fi 11 sha 11 be at 1 east 10 feet in width on firm undisturbed natural ground at the elevation of the ' toe stake placed at the natural angle of reposed or design slope. The Engineer shall determine the width and frequency of all succeeding benches which will vary with soil conditions and the steepness of slope. e. Structures may be FOUNDED PARTLY IN CUT AND PARTLY IN FILL provided · that the soil within five feet outside the foundation lines is ripped to a depth of at least 12 inches below the bottom of the foundation or slab (whichever is applica·ble in the immediate area) and then uniformly recompacted to at least 90 percent of maximum dry density. 3. MATERIALS AND SPECIAL REQUIREMENTS. The fill soils shall consist of select materials free from vegetation matter and other deleterious substances, and shall not contain rocks or lumps greater than 6 inches in diameter. This may be obtained from the excavation banks, borrow pits, or any other approved sources and by mixing soils from one or more sources. If excessive vegetation, rocks, or other soils with inadequate strength or other unacceptable physical characteristics are encountered, these shall be disposed of in waste areas as shown on the plans or as directed by the Engineer. If, during grading operations, soils are found which were not encountered and tested in the preliminary investigation, tests on these soils shall be performed to determine their physical characteristics. Any special treatment recommended in the preliminary or subsequent soils reports not covered herein shal 1 become an addendum to these specifications. The testing and speci fi cations for the compact; on of subgrade, subbase, and base materials for roads, streets, highways, or other public property or rights-of-way sha 11 be in accordan.ce with the standards of the governmental agency having jurisdiction. 4. PLACING, SPREADING, AND COMPACTING FILL MATERIALS. a. When the moisture content of the fill material is below that specified by the Engineer, water sha 11 be added in the burrow pit until the moisture content is near the optimum to assure uniform mixing and effective compaction. b. When the moisture content of the fill material is above that specified by the Engineer, resulting in inadequate compaction or unstable fill, the fill material shall be aerated by blading and scarifying or other satisfactory methods until the moisture content is near optimum as specified. c. After processing, the suitable fill material shall be placed in layers which, when compacted, sha 11 not exceed six ( 6) inches. Each 1 ayer sha 11 be spread evenly and s.ha 11 be thorough 1 y mixed during the spreading to insure uniformity of material and moisture in each layer. PAGE 3 APPENDIX A CATLIN ENGINEERING, INC. d. After each layer has been placed, mixed, and spread evenly, it shall be thoroughly compacted to not less that the density set forth in paragraph 2c above. Compaction shall be accomplished with sheepsfoot rollers, multiple-wheel phneumatic tired rollers, or other approved types of compaction equipment; such as vibratory equipment that is specially designed for certain soil types. Rollers shall be of such design and maintained to such a level that the soil will be compacted rather that sheared by the roller. Rolling shall be accomplished while the fill material is at the specified moisture content. Rolling of each layer shall be continuous over its entire area and the roller shall make sufficient trips to insure the specified density has been obtained. Rolling shall be accomplished in a planned proc_edure such that the ent 1 re areas to be f11 led shall receive uni form compact i ve. · effort. e. The surfaces of the fil 1 sl ope·s shall be compacted by means of sheepsfoot rollers or other suitable equipment. Compacting operations shall be continued until the slopes are stable and until there is no apprec i ab 1 e amount of 1 oose soi 1 s on the s 1 opes. Compacting of the slopes sha 11 be accomp 1 ished by backro 11 i ng the s 1 opes in increments of 3 to 5 feet in elevation gatn or by other methods producing satisfactory results. f. Field density tests shall be taken for approximately each foot in elevation gain after compaction, but not to exceed two feet in vertical height. between tests. Fi~ld density tests may be taken at intervals of 6 inches in elevation gain if required by the Engineer. The location of the tests in plan shall be so spaced to give the best possible coverage and shal 1 be taken no further apart than 100 feet. Tests sha 11 be taken on corner and terrace 1 ots for each two feet in elevation gain. The Engineer may take additional tests as considered necessary to check on the uniformity of compaction. Where sheepsfoot ro 11 ers are used, the tests sha 11 be taken in the compacted materi a 1 below the disturbed surface. No additional layers of fill shall be spread until the field density tests i.ndicated that the specified density had been obtained. g. The fi 11 operation . sha 11 be continued in 6 inch compacted 1 ayers as specified above, until the fill has been brought to the finished slopes and grades as shown on the accepted plans. h. In order to reduce the likelihood of foundation and slab cracking at the cut-fill line, cut-fill pads supporting the structure shall be ripped to a depth of at least 12 inches below the bottom of the foundation or slab (whichever is applicable in the immediate area and then uniformly recompacted to at l~ait 90 percent of maximum dry density in accordance with the applicable paragraph above. 5. INSPECTION. Sufficient inspection by the Engineer shall be maintained during the compaction operations so that he can verify that the fi 11 was constructed in accordance with the accepted specifications. I I• . r-I \ PAGE 4 APPENDIX A CATLIN ENGINEERING, INC. 6. SEASONAL LIMITS. No fill material shall be placed, spread, or rolled if weather conditions increase the moisture content above permissible limits. When the work is interrupted by rain, fill operations shall not be resumed until field tests by the soils engi:neer indicate that the moisture content and density of fill are as previously specified. 7. LIMITING VALUES OF NONEXPANSIVE SOILS. Those soils that expand 3.0 percent or less from dry air to saturation under a unit load of 150 pounds per square foot are considered to be nonexpansive. 8. All recommendations presented in the attached report are a part of these specifications. J • • ( J •• , CATLIN ENGINEERING, INC. CONSUL TING ENGINEERS ·AND GEOL.GGISTS . P.O. Bo.ic 42?.5 La· Me.ta, Ca 1 i fc..-rnj 9-.. 920~4-0970 (619) 588-8500 APPENDIX B SAMPLING (UNDISTURBED DRIVE SAMPLE)· .r- The undi~turbed samples are obtained by forcing a special sampling tube into the undisturbed soi ls at the bottom of the excavation. The sampling tube consists of a steel barrel, 3.0 inches outside diameter, with a special cutting tip and with a lining of 12 thin brass rings, each 1.0 inch long by 2.42 inches inside diameter. The sa~pler, connected to a 12 inch long waste barrel, is either pushed Or driven approximately 18 inches into the soil and a six inch section of the center portion of the sample is taken for laboratory tests, the soil being still confined on the brass rings, after extraction fran the sampler tube. The samples are taken to the laboratory in close fitting waterproof containers in order to retain the field moisture until completion of the test. The driving energy is calculated as the average energy in footkips required to force the sampling tube through one foot of soil at the depth at which the sample is obtained. FIELD MOISTURE AND DENSITY (UNDISTURBED DRIVE SAMPLE) The fi~ld moisture and density are determined from undisturbed drive samples by the following procedure: a. Carefully trimming the ends of the total sample (5 or 6 rings) such that the ends of the sample coincide with the plane of the ends of the rings. b. Weighing this trimmed sample, deducting the weight of the rings and dividing by the volume included within the rings, results in the wet density of the soil. c. Weighing a representative sample of the contents of one ring before and after drying to determine the moisture content. d. Wit.h the moisture content from (c) above and the wet density from (b) above, calculating the dry density of the soil sample. SAMPLJNG (UNDISTURBED CHUNK SAMPLE) An undisturbed chunk sample is a representati¥e piece of soil mass. The chunk is taken en masse from the stratum being investigated. It is then placed in a waterproof container to retain field moisture and ca-refu l ly transported to the laboratory. r PAGE 2 APPENDIX B CATLIN ENGINEERING. INC. FIELD MOISTURE AND DENSITY (UNDISTURBED SAMPLING) The field moisture and density of the soil mass is determined by applying the current applicable provisions of ASTM Test Method D1556. In particular, the sampling procedure consists of: a. Leveling the surface of the undisturbed in-place soi 1 mass. b. Setting a special base plate approximately ·12 inches square with a 6.5 inch diameter hole in the middle. c. Removing 5 to 8 pounds of soils through the hole in the base plate without disturbing the remaining soil mass. d. Determil'!ing the volume of the hole by filling it with a calibrated sand Of known density through a spe.cial cone. The weight .of sand is determined by the weight II lost II from a measured amount in f i 11 i ny the ho le. e. Weighing the soil removed from the hole and thus determining the density of the soi) removed. f. Drying a sample of this removed soil in an oven to find the moisture content and thereby determining the dry density of the soil. Soil density relationships for these purposes are based on the dry density. FIELD MOISTURE AND DENSITY (UNDISTURBED CHUNK SAMPLE) The field moisture and density are determined from undisturbed chunk samples by the following procedure: a. Carefully trimming the sample to remove any looseTy adhering soil. b. Inspecting the sample for evidence of disturbance such as cracks or voids that might occur around rock particles. c. Weighing the sample and meticulously coating it with wax. Especial care must be exercised in maintaining the proper ~ax temperature and dipping time to avoid partial wax saturation of the sample or air bubbles. d. Weighing the wax sample in air and in water. From these ~-Jeighings and the known density of paraffin, the volume of the wax, volume of the soil mass and the wet density of the soil mass is computed. e. Breaking up the sample to separate out any rock particles larger than 3/4 inch in normal dimension. f. Drying a representative portion of the sample and weighing it before and after. Froni these results and the results of the steps above, the dry density of the soil mass (particles smaller than 3/4 inch) is computed. 1i . ,. PAGE 3 APPENDIX 'B CATLIN ENGINEERING, INC. SHEAR TESTS The shear tests are run using a direct shear machine of the strain control type in which the rate of deformation is approximately o. 05 inch per minute. The machine is so designed that the tests are made without removing the samples from the bass liner rings in ·which they are secured. Each sample is sheared under a normal load equivalent to the weight of the soil above the point of sampling. In some instances, samples are s11eared under various normal loads in order to obtain the internal angle of friction and cohesion. Where considered necessary, samples are saturated and drained before shearing in order to simulate extreme field moisture conditions. CONSOLIDATION TESTS The apparatus used for the consolidation tests is designed to receive one of the one inch high rings of soil as it comes from the field. Loads are applied in several increments to the upper surface of the test specimen and the resulting deformations are recorded at selected time intervals for each increment. Generally, each increment of load is maintained on the sample until the rate of deformation is equal to or less than 1/10000 inch per hour. Porous stones are placed in contact with the top and bottom of each specimen to permit the ready addition or release of water. EXPANSION TESTS Expansion tests are performed on air dried samp ]es or on samples at optimum moisture content. In the first ease, one inch ·high samples confined in the brass rings are permitted to air dry at 105 degrees for at least 48 hours prior to placing into the expansion apparatus. The sample to be tested at· optimum moisture is remolded to 90 percent of maximum dry density at optimum moisture content and placed directly on the expansion apparatus. A unit load of 150 pounds or 500 pounds per square foot is then applied to the upper .porous stone in contact with the top and bottom of each sample. Water is permitted to contact both top and bottom of each sample through porous stones. Continuous observations are made until .upward movement is less than 1/10000 inch per hour. I I I. CATLIN ENGINEERING me. CONSULTING ENGINEERS ANO G£0LOGISTS P.O. Box 4225 La Mesa, California 92044-0970 (619) 588-8500 APPENDIX CC RECOMMENDED PROCEDURES RE: HIGHL'f EXPANSIVE SOILS The following recommendations apply to conventionally financed residential construction, residential repairs regatdless of financing, and some commercial construction. If you anticipate FHA or VA financing for new residential construction, please contact us for the necessary special recommendations. For soils that are expansive with respect to change in moisture content, there ·is no economical way to absolutely prevent movement if there is a change in soil moisture content. Insofar as practicable, a stable soil moisture content should be established and-maintained throughout the 1 ife of the structures supported thereon. In order to minimize the undesirable effects of expansive soils on structures, if these soils are placed or allowed to remain within the upper 3 feet below finish grade, we recommend that the forlowing speci.al precautions be exer~ised in design and construction of slabs and foundations. a. Avoid the use of isolated interior piers where possible. Continuous interior and exterior footings should be used throughout. Continuous footings should be used to span openings sucti as garage doors and residentia-1 doors. Continuous footings shoulQ be placed at a minimum depth of 2 feet below the lowest adjrtcent exterior-final ground surfaca. b . A 11 i n t e r i o r a n d ext e r i o r f o·o t. i n g s s h o u 1 d b e re i ri f o r c e d a n d i nterconnect~d continuously wHh steel bars. Use one #5 bar at 3 inches . above the bottom of all footings and one #5 bar placed l 1/2 inches below either the top of the foundation st~ms for frame floors, or below the top of the slab for slab-on-grade construction. All reinforcing bars should be supported so that they are not displaced by the placement of concrete. Reinforcing bars in the slabs should be supported on chairs or "dobies." c. Insofar as practicable, establish and mai~tain the soil moisture at 1 to 4 percent above optimum in thg soil below the building to a depth of 3 feet ~elow fin·ish grade prior to placing concrete. Please note that large amounts of water should not be added immediately prior to placing concrete. This will result in expansion of the soil against the uncured concrete, weakening or cracking it. r-- , ' · PAGE 2 I/. y, ,j M. _N0IX CC CATLIN ENGINEERING, INC. d. In buildings where it is pt·acticable to permit independent movement of slabs relative to the foundations, such as in garages and warehouses, these s 1 abs sh.cul d be separated from the foundations by 1/2 inch thickness of construction felt or eqtdvalent. Special care should be exercised to assure that the sep~ration extends to the full depth of the thickened edges of slabs and that door stops attached to the building be clear of the slab by at least 1 inch. e. In buildings where independent movement of slabs and foundations is not practicable, we recommend that you use raised, self-supporting floors that span between continuous fcotings and/or reinforce all concrete slabs-on-grade with #4 bars at 32 inche·s on center each way. The reinforcement for slabs which are not free floating should extend horizontally into the footings. f. Provide a minimum of 4 inches of clean sand beneath all concrete slabs. Provide a moisture barrier 2 inches below slabs in areas that receive flooring which might,be adversely affected by capillary moisture. g. Positive drainage should be provided away from all perimeter footings. 3/87 Posttive drainage is defined. as a slope of 2 percent or greater (2 feet fall per 100 feet} away from the foundations for at least 5 feet, drainage should then be directed by swales that fall at 2 percent or greater to the street or some other collective drainage system. CATL.IN ENGINEERING, INC. P.O. Box. 4225 La Mesa, California 92044-0970 (619) 588-8500 ALL REPORTS ARE SUBMITTED AS THE CONFIDENTIAL PROPERTY·OF CLIENTS AUTHORIZATION FOR PUBLICATION OF OUR REPORTS, CONCLUSIONS, OR EXTRACTS FROM OR REGARDING THEM IS RESERVED PENDING OUR WRITTEN APPROVAL AS A MUTUAL PROTECTION lO CLIENTS.-THE PUBLIC ANO OURSELVES. NRN>IX D: m' 10 S>D. IERIPTICN lNlFla) S>D. ~ ~ CllBl Cnvel s with GW l-ell:-Gcm:l Gtawls. G'wel-s.n:t Mixtu-es M:re lhin Half . I ittlP er th Fires GP Ftorlv Crcm:I Gta..els Crcivel-s.rd Mixtlres ~~ Coarse Fra:tioo Gtawls with ·C>.e-GM Silt;y Qa\els, fa:rly Grmi lhvel-Scrrl-Silt S>ILS Is l..arg3r lhin ....... ....L. ·- 1~ Fir:es , .. ,, .... Ill~ nore than N:>. 4 Sie.e Size GC Cl~ Qa\els, A:xrly Q-m1 Gtawl-Sard-Clqy half is MixbreS l~thm 5,1C6 Cle.rt Sms with SW l-ell ..Q-ai31 &n:fs. lhvell V 5cJrls Nl. all sieJe M:lr'e Than Half little or Nl Fires S.P R:xrly lt-aBi Sarls G-wellv Sarls size Coarse Fra:ticn Smswith().e-SM Siltv Sims. Rxrlv Grmi Sard-Silt Mixtu-es -Is Smlltr Than 1~ Fires $-C Cl;oey Sin:is, R:xrly Qcad Clqy-San:1 Mixtures -N:>. 4 Sie.e Size ML Irag.r1ic Silts «rd Very Fire Sarls, Rx:k Flw-, Siltv cr Cla-..et Fire s.rds. SILlS !ff) a.A'r'S CL Imrga1ic Cla.ys of Lew to M:Iliun Plasticit;y, Liq.iid limit rm er Less Gtawlly Cla.ys, Sc:1-cy Cla.ys, Silty Cla.ys, l..fm flt£-m\OO) Clavs SlllS OL ()girlie Cla.ys crd ~ic Silt;y Cl~ of l£w norethan Plasticitv half is MH Iro-ga1ic Silts, Mica-m.tS er Diatmocirus Fire 9TB 11 e-fu1n SlllS JtO,Q.A'r'S s.nu or Siltv &>ils Elastic Silts It>. a)) sieJe Liq.iid Limit G-eater lhira rm CH lraqriic Clavs of Hien Plasticitv. Fat Cla'IS siz.e OH Crga,ic Cla.ys of M:Iliun to Hidl Plasticity, Cnmic .Silts HICH.Y cmtaC SlllS Pt ~t .n:I Clter Hic:hlv fumic &>ils ·I sr~r m OAY si:w j . Flt£ I f1DILM , .am;£ mATIVEilNSTIY CF~ Very loose loose M:diun [IBlse] Ca,se Very Ca,se ClffiISrntY CF <lA'rS Very~ &>ft M:diun [Stifrress] Stiff Very Stiff ttln:1 200 40 10 4 3/4" 3" 1211 U.S. sr.ttom SERIFS SIEVE <lim ~ SI& CIDIIN;S S'TNWIIS (bl~ft)** 0-4 4 -10 10 -l) l) -9J OJer 9J SJTNVPU.ES (bl<W:y'ft)** 0-2 2-4 4-8 8 -15 15 -l) a.er l) K>ISIU£ CJ.MENf Oy -ft£rls ccnsicaable noisti.re fer qJtinun noisb.re a:rrtmt M:list -ter cptinun noistu'e CXJ1tmt \.et -~ires dryirg to cbtain cptimm noistu'e CXJ1tmt Satlrat.a:I -fi:lar er telcw tie \!,Elter talle, er fran capillarity cr surfcm rnrlirri ltm\ItfD 9£/Q ~ SJmGJH, l/2 (psf)** FI8.D mITTFIC\Tiu..-····· 0 -2Sl <1.J fasi]y immata:1 se.eral irrles ey fist 2S) -fOO fasily pretrat.a:I se.eral irrles ey tturb fOO -10:0 ea, te jl:retrata:I se.ieral irrles Ly tturb with ntXErate effcrt 10:0 -am 1mtily 1n::mta:1 ey tturb wt ~trat.a:1 roly with great effcrt am -40Xl lm:fily illBlta:i 1:y tiurt:nail a.er-400:l In:mta:J with diffirult;y ey tturtnail * lhifiErl &>il Classificatim Systan fu-lbrl;1 Airfields, Eirb.TimB,ts ard Fa.~tims. MIL-SID-61913, U. S. ~t of ~fa,se, \tashirgtcn, 12 J.re 19:8. ** Terzaj'li, K., .n:I ~. R. B. &>il M=rllanics in fmirmioo Prrlic:e • .till WiltY ard Sens, Ire., 1957. tt1c fe::k., R. B., Kl1scrl, W. E., cn:l lh:rrtun, T. H .. Fardatimfrgirmirg. l:tn Wiley cm S:ns, Ire., 1953. I I I •• 0 • ,--..... . . . '-,,) . CATLll\f ENGINEERING, INC. P.O. Box 4225 La Mesa, California 92044-0970 (619) 588-8500 .. -PROPOSED STRUCTURE • 0 • . _, •• CJ .. (', • • : • <f O . C , • • ~--.·' .. o·o· TOP OF COMPACTED --FILL SLOPE 0 COMPACTED FILL SLOPE • . . 0 0 .. " . . . . . . " o' CONCRETE FOUNDATION ......... '-PLANE PARALLEL TO COMPACTED ~ FILL SLOPE ----~~ , MINIMUM FOUNDATION SETBACK FROM FACE OF COMPACTED FILL SLOPE 7.0' APPENDIX E2 0 0 I \ " ' ""' "' ... ' " 10 ' ' l'I i'\. r-. i. ~ ' -' ,. ~-, CARRYING CAPACITY -SUPERPOSED LOAD IN KIPS 0 n ,n I I ' !ill·inch - ... r,innf/Nr - " ' .... ca,sctJ r- " ""' .... -.... --... ~ -.... ..4 ... -,. -... '-.... .... '~-"' -... --a,&f6a7 " ,__ ,_ , - :t~ .,,,,l!k,- c.v,.n11r, I ,, Carrying Capacity of Cast-In-Place Concrete Piers (Caissons) By Skin Friction • (I ,, ov ' ., 24inch ~ , r;,,,-d;.,,drr lJIJ~ --j .... >-. -.... --~----------- . JfXJ -~ ~- , - - AppET,di X K e CATLIN ENGINEE"ING, INC. Consultinq Enqineers and Geoloqrsts t:1 ro 'O 0" ::r I-'· ::i h1 ro ro 0" I ) ' CATLIN ENGINEERING, INC. ,.--.. ( CONSULTING ENGINEERS ANO GEOLOGISTS P.O. Box 4225 La Mesa, California 92044-0970 (619) 588-8500 APPENDIX L LANDS CAP ING AND ORA HIAGE I. The landscaping utilized within the subject project should be accomplished in a manner which does not diminish and, where possible, enhances the existing surface drainage. We consider it absolutely imperative that the future homeowners maintain adequate surface drainage facilities, depending upon the landscaping amenities installed on the lot(s). We further suggest that the roqf gutters and downspouts be installed and that the fi-nal discharge for these drains be directed to a suitable discharge point, such as a curb outlet or a subsurface drainage facility. 2. All slopes should be planted with low water consuming, fire resistant plants which meet the criteria established by local governing authorities. The irrigation regimen should be established to encourage deep root growth to improve surficial slope stability and vigorous surface coverage to help control erosion. 3. If future homeowners consider any revision in the existing grades, through the installation of retaining walls, pools, spas, or landscaping such that the drainage might be changed, we strongly recommend that these plans be reviewed by a representative of this office or other civil engineer competent in drainage and soil mechanics. We recommend against any significant regrading of the existing lot(s). 4. The construction of all fences, patio slabs, decks, and any other rigid structure within a horizontal distance of 5 feet from the top of any slope, must include adequate found-at i ans. The found at ion for the above described structures would extend not less than 12 inches below a line located 5 feet horizontally inward from the face of any slope. 5. We strongly recommend that copies of this Appendix 11 L11 be forwarded to the future owners and occupants of this project with every encouragement that the provisions herein be heeded. uv..;, 1 2 3 4 5 6 7 8 9 DO clear aurface and terrace draina withe ahoveT; if neceaaary,. and check then frequently during the rainy aeason. Aak your neighbor• to do likewbe. !!Q be aure that all draina have open outlet£. Dnder the right conditiona, thia can be t~ated simply on a dry day with a hoae. If blockage ia evident, you •ay have to clear the drain mechanically. !!Q check roof drain• and gutter• and down apouta to be aure they are clear. Depending on your location, if you do not have roof gutters and down apouta, you •ay wiah to inatall th.., beeauae roofa and their wide, flat apace will abed tr-endoua quantitiea of water. Without gutters or other adequate drainage, water falling fr011 the eavea ponda againat foundation and baae,oent Walla. : !!Q cheek all outleta at the ·top of alopea to be ~ure that they are clear and that water will not overflow the al ope itself, causing eroaion. DO keep drain opening• (vaep-holea) clear of decria and other uteriel that could block th-in a atom. DO check for ·looaa fill above and below your property if you liYe on a alopa or ter-race. - DO watch hoaec·and aprinklera. During the rainyaeaaon, little, if any, irrigation ia required. Over-saturation of the ground ia not only unneeeaaary and expensive, l!ut can eauae. aubaurfaee duage. · !!Q watch for back-up in, interior drain• and toilet• during a rainy aeaaon, thia 11ay indicate drain or sewer blockage. ~ exercise ordinary precaution. lour house and building aite were constructed to .. et certain atandarda that should protect again•t any natural occurrence, if you do your part in uintaining th-. .., ~ _,. .,r 1•11 a ,u 1 ,.,~~. inc •• 122-.:ut> tscondido /\vi!.• Villi 92083 Associated Engineers. 3904 G!"Oton Street, San Dtego 92110 Barbour Engineering Coapany Inc.• The. 3055 Rosecrans St.• Suite 201. Sin Diego 92110 Biggs Engineering Corporation, 124 East 30th St •• Ste. D. 1Cat111111l Cft,y 92050 loyle Engfneerfng Corporatfon, 7807 Convoy Ct. 1200, San Otego 92111 B.V. I e •• Inc •• 630 Alta Yfsta Drfve. Vfsta 92083 C.tltn and toop1ny, Inc •• 7841 El Cajon Blvd •• La Mesa 92041 CEP Associated, 5466 Cofflplex St. Sufte 208, Sin Dtego 92123 Charles W. Christensen I Associates. 233 •A• St. 11200, San Diego 92101 Coneer Engl11ttrfng, 7709 Convoy Ct •• San Otego t2111 E.F. took, I Assoc •• LTD •• 5858 Ht. A11f1n Dr •• Suite zoo. Sin Otego 92111 . · Cordovi Engfneertng Cor,p •• 8240 Parkway Dr.• 1204. La Mesa 92041 Cr1tg, Bulthufs 1-Nothomb. 2611 Ad1111S Ave •• San Otego 92116 Cr1tg,,Ferguson Engtneertng I Surveying, Inc •• 7990 O.gget St • lllJ, San Diego '92111 Crossaan I Assocfates. lpc •• 4569 Nfssfon Gorge Pl. IF. Sin Diego 92120 Dye Surveying. Inc.~ 3564 Grove St., ·uaon Grove 92045 Geocon, Incorporated. 6645 Convoy Ct.• Sin Dfego 92111 Hill Eftgtneerf119. 391~ Na1011 St.• San Dfego 92110 Peter A. lfatl• I Assocfates. 8348 Center Drfve •r. La Mesa 12041 Heltx £ngtneertng Servtce. 723 Santi C.11e1f1 Dr.• Solana Beach t2075 R.8. Hill I Associates, 514 East Yfsta Wey. Vista t2083 Hirsch & ~IIY. 4525 Nfssfon Gorge Pl •• Sin Dfego. t2120 Ronald D. Hogan Assocfates. 8911 La Mesa llvd, 1101A. La Mesa 92041 lnter-Cft,y Engineers. 7075 •A• Nfssf011 Gorge Rd •• San Diego 92120 lnter-Cft,y Softs, Inc. 7075 ·A· Mission liorge Rd •• San Dfego 92120 Jefferies. Phfllfps & Assocfates. -Inc •• 8262 Unfversfty Ave •• LI Mesa 12041 · Johnson I Chrtstensen, 233 •A• Street f1ZOO. San Otego 92101 Kercheval and Associates. '420 Farnhl• St. 1113. San Otego 12123 klaggei ~tevens I Associates. 620 East Nlfn St, 1200. El QJon 12020 Roy L. u .... 2029 Santa Ysabel Glen. Escondido 92025 Roy L.tkl .. En9fneers, Inc •• 431 Hite Av, •• Escolldfdo 92025 L1der1:Archttectvre. Inc •• 16110 Convoy Ct •• San Dfego 12111 ,tadera ,Associates, Inc •• 6680 Convoy Ct •• San Otego t2111 · Land I Developiaent Surveys. Inc •• 5644 kelMI)' Mesa IK, San Diego 92111 E.A. Lawrence. 3152 54th St •• San Diego 92105 Lai,rence, Fogg. 5111th I Associates. 8S80 La Mesa Blwd. 1102. LI Mesa 92041 . Leighton and Associates. Inc., 7290 'Engineer Road IH. San Otego !12111 Luttfo Engfneertng. Inc.• 1568 Creek St •• San Marcos 92061 Rayinond A. Nuwen. 1273 louden Line. 1-.,erfal leach 929JZ Ncllilntel Engfneerfng CCllllpany. Inc •• 4649 Cass. Sufte t. San Diego 92109 Nunfcfpal Engineers. Inc •• 615 Ash St. 1202, San Dfego t21D1 Nuland Engfneertna. 4855 Ruffner St., Sin Otego 92111. 2020 Oceanside Blvd •• Occanstde, 92054 Neste, Brvdfn I Stone, Inc •• 16776 Bernardo-Center Dr •• Suite 211. San Diego 92128 Ivan Nolan, 8341 Ltw>n Ave •• Suite F, La Mesa 92041 Georges. Nolte I Associates. 9455 Rfdgehaven.Ct •• San,Otego 12123 Robert Prater Associates. 10505 Roselle St., Sin Otego 92121, 630 Alta Yista Dr., 1105, Yfstl 92083 Project Deslg" Consultants, 610 A St •• Sutte 301. Sin Otego 92101 R1ttr1y I Associates, Inc •• 803 S. Escondfdo Blvd •• Escondido 92025 RI R Engineering COalpany. 1014 West Washington St •• San Diego 92103 Sholders I Sanford. Inc., 3585 5th Ave., San Diego 92103 Brian Saith Engineers. Znc., 2656 State St., ·tarlsbld 92008 Wayne W. S.tth. 1814 Htr,hland Ave •• National City 92050 Snipes £n9tneering, Inc., 3562 Grove St,, Lemn Grove 92045 Switzer I Bratcher Surveyors. Inc •• 8262 Unfversfty. la Mesa 92041 YTN San Otego, '845 P~son Ct •• Sin Diego 92111 Harry A. Welsch, Jr., Jl61 Quite Hflls Dr •• Escondfdo 92025 Guy,W. Winton, Jr •• Inc., 3368 2nd Av•. ~E, San Diego 92103 Woochllnl-Clyd• Consultants. 3467 Kurt;; St., San Otego 9211ll Henry r~rley Asso:tates, 7875 ~onvoy Ct., IA2. Sin Dfego 92111 Wynn-Hartley, Inc •• 27350 Valley Center Road, Valley Center 92082 Robert £. Young, Engineering, 130 N. Orange Ave., El Cajori 92020 APPENDIX L PAGE 2 OF 3 WET WEATHER MAINTENANCE OF HOME SITES A Pamphlet prepared by San Diego Chapter California Council of Civil Engineers and Land Surveyors 3737 Camino Del Rio, South, Suite 201 San Diego, California 92108 Tel (714} 284-51'93 GUARD YOUR HOMESITE AGAINST ;<- • ~ ?- WET WEATHER Southern C•liforniar,a, unlike: otho,r reai-dentc of the nation, are unaeeust0r.1"'5 to heavy .rainfall. Whenever unusually wet weather occura, S•n Dieg~n•, p•rt1cularly t.hoae living o~ alopcs or filled l•nd, becoine concerned (often unduly I aoout the condition of their !>ulldln9 aite. fll,01· should net lH!, generally. Ttie grad-ing codes of the County of S•n Diego, and the va,-io.ia ir,eorl"-•rated cities 1n the County, concerning filled land, excavation, terra:ing, and slope conatruction, are &Mong the r,oat •~ringent in the auto, end •dequ•te to Met a·l•o•t any nctul'al occurren:e. Thia ta the <>r,lnion ot th• Su, Diego Char,ter of the CaU- forr.1a Council of C1vJJ rngineera and Land SufVeyora, whoso Nelhbcra help prepare and . review the codes. In -190~ the local au,pter of the Cali- fornia Counril or Civil Engineers a!)d bnd Suveyora cc=-f,ilcd a Uat of 110:,c, ab,ple pre- cauUona th•t h0111Coimer• can take to uintain Lh~1r 'ba:Uding aitea. ':his updated puphJet r&1ieratea those precautions. rveryone is aecust0111e~ to naintainins hia house. J:veryone realize• that periodic tercite 1n1peetion1 .a.ro a reasonable precaution, and that h-• require• coat of ~int ftDffl tiN to u•e-. H011eowners are wcl l ur.ed to cheeking and replacin; wiring •~Cl p1ul0bing, particularly in older ho,,ca. Jlooh require occ•aional care • Uowever, the general public .regards U>e naturai ground •• inviolate. They ought to .realize that Mature is t,aphazard in her ere-. ation of all land, •Ollle of which. becor.te• building ute1. Mature•, icpe.rfections hava been largely cu,;,ensated through careful engi- neering design and construction and enforce..cnt of rigorous building and lot development ordi- nance•. Jt. is onlr reuon•ble to AHUIIIC that an .lr.,proved buildin~ aite requires the approxi- .,.te aat>e ca.re that the !luildi119 itaclf .Socs. Jn l!IOSt instances, lot and aitc care are elc• •entuy steps that clin be taken by the h0111e- ovner at considerably leas coat than buil.Sing uintenance • As a public sel'vice, cngi~eerc in private practice of the San Diego Chapter of the Cali-fornia Counci! of Civil Engineers and Land Surveyors have c01:1p1 led t.his t,amphlct of pc,rti- nent Do's and Don't••• a guide to hc:.acowncra. The CCCELS respectfully advisee that, in offel'ino these quides, it Accepts no resr,onai-lahty for t_he aetual perfcrmance of h0fte5ites or ~truetures located Lhcreon. -. DON'T$ :+ . 1 2 3 4 5 6 DON'T block terrace drain• and brow ditch- •• onalopea or et the topa of cut alopt,a on sloping ground. 'rticse •re deaigned to carry away runoff to • place wllcre it ca11 be aafely diatributed. Cenc.rally, • little ahovel 110rk will .ruiove •nr accumulation of dirt. and other debr.ia that c1011 the drain. lf aevc.ral hoe•• arc located on t.he aame terrace, it. b 'I\ 9~ idea to checlr. wit.ll your neighbors. water backed up on their property Ny avantuaUi-reach you. Weter backed up in surface draina will tend to ovcrflo.. and aecp into the te.r:.. racea, c~oating leas at.able alopea. ; . ~ penoit. water to gather above or O!I the edgea of alopee (ponding). Nater gathering here will tend to either aeep into the 9.round, looaening fill or natural 9roun4, or wilJ overflow on the alope and begin eroaion. · Once eroaion ia atarted, it 1• difficult t.o controJ and aevere d ... ,. NY rcault rather quicltlyj OON ''J' connect root d.raina end roof gutter• and down apouta to aubdrains. llather, arrange thea so that they will f1011 out onto • pay~ driveway or the atroet where the .,.te.r NY b; di•aipated over a wide surface. Subd.raina ar, co:iet:nacte4 to t.ake care of ordtna.rr eubaiarfaee water end cannot handle the overload f.ra. roof• du.ring• heavr rain. O...arloading the auhdrainf tend• to ... aken the foundations~ · I !?Q!!! apill water OYe.r alopea, even ·wherI' thil -Y aea,, • good way to prevent ponding Thia tends to cauac e.roaion and, in the caae o fill, can eat away carefully en1lneered •Ill Cotlpacted land. · · . · i ~ drop looae fill over alopaa. lt if not coepacted to t.he aana at.rcn9th H th• alo" itaelf and will tend to alide with h••Yf 1101at• ure. The al1din9 .. y cl09 terrace draina below, o,· Mlf cauae additional dM19e by 111Sakenln9 the alope. lf you JiYe bel-a alope, try to be au.re that no 1-• fill lt 4uaped above )'Our property. ! '!!2!!.:! d1achar9e water into rnnch d.raine close to alopea. French drain• a.re ac.etiaea used to 9et. rid of exceaa water when other waya of diepoain9 water are not .readily evaUable. overloading theae drain• aaturat.ea the 9round and, if the draiha arc located cJoee to alopea, NY cause alo..-, failure in their Yicinity~ ! ROOF GUTTER '. I 7 8 9 10 11 APPENDIX L PAGE 3 OF 3 OON'T diacharge surface water into sept unks7Jiaching UcldaJ. llol only a.re ·•ept tanks constructed for a different purpose, t they will tend, bcceuae of their size, naturelly accuaulate additional water frot1 t ground during • he&vy r•in. Overloading th artificially dur.l.119 the rainy aeaaon ia bad f, the •-e reaaon •• eubdrains &nd French drain and i• doubly dangerous because their overt), c&n po••:• acrioua health hazard. DON'T OYer-irrigate alope1. ll!1!f:ut•ll3 9round cover of ice plenl and other wegetati, • wUl require aoac aoiature daring . the he aunmer IIOhtha, but diarin9 the vet ••••or irrigation can caiaae ice plant and other heav ,;round caver to pull loose, whi.'h not onl destroy•· t.he cover, hilt alao at.art• eeriou erosion., Plantod elopea acquire .•uffieien aoiature when it raina. ~ let -..ater 9athc.r against found• tiona,, retaining walls, and baae110nt wall• Theae wall• a.re built to 1dthatand ordin•ri . 1>0iature, iD the 9round· and are, wl,are nee••· aary, aa-panied by aubd.raina to certy off exeoaa. ,: :U water i• penait.ted to po11 dnat th..,, tt· •Y aoep t.hroiagh t.hen, caua. .:!&fflp• neaa and leakage inside the bas..,.nt.J acre uiportent, the· water p.reaaure can cauae heavy •tructia.r~l daaa9e to wall•. !!Q!!!! try t.o c01:1pact back-ftJ J behind wall• near alopea by flooding. llot only h flooding tha l•••t efficient way of coe,pacting fine-grained 1011, but will &lea underaine or tip the wall •. · !!.2!!.!! leave a ho•• and aprinkler .running on or near e alope, particiala.rly during the rainy ••••on •. Thia will e.nhanca 9round aatur- ation •ni -y cauac deria,9•• .12· DON'T block ai,:alo• that have been 9:-adcd a.rouna your houae or the lot pad. Thaae ahal• low ditche1 MYe been put there for tha purpoae of quickly reaaving water toward the driveway, etreet or other poaitive out.lot. ly all naana, de not l•t water llec-ponded above elope• ),y blockod awalos. BROW DITCH DRAINAGE TERRACE ORIGINAL GROUND SURFACE SURFACE DRAIN DOWNSPOUT t-, - DRAINAGE TERRACE DRAIN PIPE PROVIDED WITH. POSITIVE OUTLET ON A PAVED SURFACE~ 7' < ~ ., ;.,;I COMPAC:CD Fil i. KEYED !t>!TO n:t;.; ono,11m FRENCH DRAIN CUT SLOPE I .•.•••••• ,, ··" TITLE 24 REPORT FOR: Curtis Apartments APN 216-300-2200 Carlsbad, CA 92009 PROJECT DESIGNER: · Mark Witherall 7172 Obelislo Circle Carlsbad, CA 92,009. 760-931-1317 . -REPORT PREP~ED BY: Darryl Franklin ENERGISTICS, INC. 5115 AVENIDA ENCINAS STE.#D CARLSBAD, CA 92008-4387 ( 619) 930-4045' Job Number: Date: 4/15/1999 The COMPLY 24 computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized ~y the California Energy Commission for use with both the Residential and Nonresidential Building Energy Efficiency Standards. ~ -c29VISJ Table Of Contents for Title 24 Report ------------------------------------- Cover Page ........................... • .................. -· . . . . . . . . . . . 1 Table of Contents . . . ~ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Form CF-lR Certificate of Compliance . . . . . . . . . . ~ . . . . . . . . . . . . . . . . . . . . . Form MF-lR Mandatory Measures Checklist ...•.......................... Form C-2R Computer Method Summary (Points) Form P-2R Point System Summary . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Form CF-6R Installation Certificate . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Form ENV-3 Construction Assemblies ················j····· HVAC System Loads Summary ••••••••••••••••••••.•• , .•••••.• 2 3 5 7 10 11 12 19 CERTIFICATE OF COMPLIANCE -Residential (part 1 of 2) CF-lR page 3 of 22 --------------------~-----------------~------------------------------------Project Name: Curtis Apartments Address: APN 216-300-2200 Carlsbad, CA 92009 Date: 4/15/1999 Building P.erinit No Designer: Mark Witherall Documentation: ENERGISTICS, INC. Checked by/ Date COMPLY 24 User 1216 ---. ----------------------------------------------------------------------- GENERAL INFORMATION Compliance Method: Climate Zone: Conditioned Floor Area: Building Type: Occupancy Type: Building Front Orientation: Number of Dwelling Units: Floor Construction Type: BUILDING $HELL INSULATION Component COMPLY 24 version 5.10 7 6l76 sqft New Multi-Family · 180 deg ( S) 4 Slab on Grade U-Value Location/Comments -------------------------------------·----------------------------R-13 Wall (W.13.2x4.16) Hollow Metal Door R-13 Interior Wall Solid Wood Door R-l3 Wall (W.13.2x4.16} R-13 Wall (W.13.2x4.16) Hollow Metal Door R-13 Interior Wall Solid Wood Door .:R~J.3 Wall (W .13. 2x4 .16) R-13 Wall (W.13.2~4.16) Hollow Met~i Door R-13 Interior Wall R-13 Wall (W.13.2x4.16) R-30 Roof(R.30.2xl2.16) R-30 Roof(R.30.2xl2.16) R-30 Roof(R.30.2xl2.16) Slab Perimeter w/R-0.0 Slab Perimeter w/R-0.0 Slab P~rimeter w/R-0.0 . ]fENESTRATION Orient. Area U-Val --------------------Back (N) 240.0 0.77 Back (N) 420.0 0.87 Right ( E) 30.0 0.87 Fron,t ( s) 99 .• 0 Q.87 Left (W) 84.0 0.87 Skylight. 26.0 0.80 Type ------ Double Double Double Double Double Double 0.084 0.581 0.086 0.387 0.084 0.084 0.581 0.086 0.381 0.084 0. 0'84 0.581 0.086 0.084 0.035 0.035 0.035 0.720 · 0. 720 0.900 Apartme~t Apartment Apartment Apartment Apartment Apartment Apartment Apartment Apartment Apartment Apartment Apartment .Apartment Apartment Apartment Apartment Apartment Apartment Apartment Apartment #-1/ #-1/ #-1/ #-1/ #-1/ #-2/ #-2/ #2/ #2/ #-2/ #-3/ #-3/ #-3/ #4/ #-1/ #-2/ #-4 I #-1/ #-2/ #-3/ Shading Devices 1st 1st 1st 1st 2nd 1st 1st 1st 1st 2nd 1st 1st 1st 2nd 2nd 2nd 2nd 1st 1st 1st Interior Exterior Flr Flr Flr Flr Flr Flr Flr Flr Flr Flr Flr Flr Flr Flr Flr Flr Flr Flr Flr Flr OH ------------------------------Light Blind none N Light Blind Standard Bug Ser N Light Blind Standard Bug Ser N Light Blind Standard Bug Ser N Light Blinq Standard Bug Ser N none none N THERM,AL'MASS Type Area C_overin,g (sf) Thick (in) Location/Description . . Frame SF Type ----- N Metal N Metal N Me:tal N Metal N Metal N Metal ---------------------------------------------------------------------Concrete, Heavyweight· ,Covered 960 3.50 Slab on Grade . Tile in l-tortar Exposed 532 1.00 Apartment #1/ 1st Flr/Int Mass Concrete, Heavyweight Covered 816 3.SO Slab on Grade Tile in Mortar Exposed 364 1.00 Apartment #2/ 1st Flr/Int Mass Concrete, Heavyweight Exposed 686 3.50 Slab on Grade Tile in Mortar Exposed 2,6-6 l.OO ,Apartment #3/ 1st Flr/Int Mass Tile in Mortar Exposed 438 1.00 Apartment #4/ 2nd Flr/Int Mass CERTIFICATE OF COM;PLIANCE -Residential (part 2 of 2) CF-lR page 4 of 22 ----~~----------~----------------------------------------------------------Project Name: Curtis Apartments Documentation: ENERGISTICS, INC. Date: 4/15/1999 COMPLY 24 User 1216 . . . \ -------------------- HVAC SYSTEMS Minimum Distrib Type Duct TStat System Type Efficiency and Location -RVal Type ~ocation/Comments -------------------------------------------------------------------Furnace· 0.82.2 AFUE Ducts in Attic 4.2 SetBck Apartment #1 Sp1:tAirCondlO.J50 SEER Ducts in Attic 4.2 SetBck Furnace 0.822 AFUE Ducts in Attic 4. 2. SetBck Apartment #2 Splt~irCondl0.350 SEER Ducts in Attic 4.2 SetBck Furnace 0.822 AFUE Ducts in Attic 4.2 SetBck Apartment #3 SpltAirCondl0.~50 SEER Ducts in Attic 4.2 SetBck Furnace 0.822 AFUE Ducts in Attic 4.2 SetBck Apartment #4 SpltAirCondlO.JSO SEER Ducts in Attic 4.2 SetBck Water No. Tank Ext. WJ\_TER HEATING SYSTEMS Heater irt Energy Size Insul System Name Distribution Type Type Sys Factor (gal) R-Val ----------------------------------------------------------------Std Gas 50 gal or Less Standard StorGas 3 0.53 50.0 12.0 AFUE WATER HEATER EQUIPMENT DETAIL /Rec Rated Stdby Tank Pilot System Name System Type Eff Input Loss R-Val Light ------------------------------------------------------Std Gas 50 gal or Less DomesticHW 0.780 40000 0.040 o.o 0 SPECIAL FEATURES/REMARKS COMPLIANCE STATEMENT . This Certificate of Compliance lists the Building features and performance specifications needed to comply with Title_24, Parts 1 & 6 of the Califor- nia Code of Regulations, and the adminis.trative regulations to implement them. This certificate has been signed by the individual with overall design responsibility. When this certificate of compliance is submitted for a single Building plan to be built in multiple orientations, any shading feature that is varied is inq.icated in the Special Features/Remarks section DESIGNER or OWNER (Per Business & Professions Code) Mark Witherall 7172 Obelislo Circle Carlsbad, CA 92009 760-931-1317 Lie#: (signature) ENFORCEMENT AGENCY Name: ------- (date) Title-:-------,--------,--- Agency: ------,--------'----- DOCUMENTATION AUTHOR Darryl Franklin ENERGJSTICS, INC. 5115 AVENIDA ENCINAS STE.#D CARLSBAD, CA 9 08-4387 (619) 930-40 MANDATORY MEASURES CHECKLIST (part 1 of 2) MF-lR page 5 of 22 ------------------------------------------------------------------------Project Name: Curtis Apartments Documentation: ENERGISTICS, INC. Date: 4/15/1999 COMPLY 24 User 1216 --------------~-------------~---------------------------------------------- NOTE: Lowrise residential buildings sqbject to the Standards must contain t);iese measures regardless of the compliance approach used. Items marked with an asterisk(*) may be superseded by more stringent compliance requirements listed on the Certificate of Compliance. When this checklist is incorporated into the permit docume~ts, the features noted shall be considered · by all partie·s as binding minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist, only. · BUILDING ENVELOPE MEASURES o Sec. lS0(a): Minimum R-19 ceiling insu~ation. * o Sec. 150{b): Loose fill insulation manufacturers labeled R-Value. o Sec. 150(c): Minimum R-13 wall insulation in framed walls (does not apply to exterior mass walls).* o Sec. 150(d): Minimum R-13 raised'floor insulation_ in framed floors; M:inimum R-8 in concrete raised floors. * o Sec. 150(1): Slab edge insulation -water absorption rate no greater t.han 0.3%, water vapor transmission rate no greater than 2.0 perm/inch. -···o Sec. 118: Insulation specified or installed me·ets California Energy Commission quality standards.. Ind,icate Type & form. Enforcement o Sec. ll6-117: Fenestration Products, Ext Doors & Infil/Exfil Controls a. Doors and windows between conditioned and unconditioned spaces designed to limit air leakage •. b. Manufactured fenestration products have iabel w/certified U-Value c. Exterior doo:ts and windows weatherstripped,; all, joints and. penetrations caulked and sealed. o Sec. 150(g): Vapor barriers mandatory in Climate Zones 14 and 16 only. o Sec. l50(f): Special infiltration barrier installed to comply with Sec. 151 meets Commission·quality standards. o Sec. ·1s0(e): Installation of Fireplaces, Decorative Gas Appliances and Gas Logs 1. Masonry and factory-built fireplaces have_: · a. Closeable metal or glass door b. Outside air intake with damper and control c. Flue damper and control 2, No continuous burning gas pilots allowed. MANDATORY MEASURES CHECKLIST (pa~t 2 of 2) MF-lR page 6 of 22 -----·---------------------------------------------------------------------Project Name·: Curtis Apartments Documentation: ENERGISTICS, INC. Date: 4/15/1999 COMPLY 24 µser 1216 --------------------------------------~~--------~-------------------------- SPACE COND,ITIONING, WATER ijEATING AND PLUMBING SYSTEM MEASURES Enforcement o Sec. 110-13: HVAC equipment, water heaters, showerheads and faucets certified by the Commission. o Sec. lSO(i): Setback thermostat on all applicable heating systems •. o Sec. 150(j): Pipe and Tank Insulation 0 1. Indirect hot water tanks (eg unfired storage tanks or backup s6lar hot water tanks) have insulation blanket (R-12 or greater) or combined interior/exterior insulation 2. 3. 4. 5. Sec. 1. 2. 3. (R-16 or greater). First 5 feet of pipes closest to water heater tank, non-recirculation systems, insulated (R-4 or greater. All buried or exposed piping insulated in recirculation sections of hot water system. Cooling system piping below 55 F insulated. Piping insulated between heating source and indirect hot water tank. 150(m) Ducts and Fans* Ducts constructed, installed and sealed to comply with UMC Sections 1002 arid 1004; ducts insulated to a minimum R-4.2 or d1,1cts enclosed entirely within conditioned space. Exhaust systems have backdraft or automatic dampers. Gravity ventilating systems serving conditioned space have either automatic or readily accessible manually operated dampers. o Sec. 114:Pool and Spa Heating Systems and Equipment 1. System is certified with 78% thermal efficiency, on-off switch, weatherproof operating instructions, no electric resistance heating and no pilot light. 2. System is, ~nstalled with: a. At least 36" pipe between filter and heater for future solar heating. b. Cover for outdoor pools or outdoor spas. 3. Pool system has directional inlets and a circulation pump time switch. o Sec. 115: Gas-.fired central furnace, pool heater, spa heater or household cooking appliance have no .continuously burni_ng pilot. light. (Exception: Non-electric_al cooking appliance with pilot< 150 Btuh) ~IGHTING MEASURES o Sec. ·1so ( k) : Lighting -40 lumens/watt or g:i;eater for general. lighting in kitchens and rooms with.water closets; and recessed ceiling fixtures IC (insulation cover) approved. COMPUTER METHOD SUMMARY (part 1 of 3) C-2R page 7 of 22 ---------------------------------------------------------------------------Project Name: Curtis Apartments Documentati·on: ENERGISTICS , INC. Date: 4/15/1999 COMPLY 24 User 1216 -------~----~------~------------------~-------------------------------------- fOINT SYSTEM COMPLIANCE SUMMARY Proposed Design Point Score Budget Compliance Point Goal 7 Points. *BUILDING COMPLIES* 0 Points GENERAL INrORMA,TION Compliance Method: Climate Zone: Conditioned Floor Area: Building Type: Occupancy Type: Building Front Orientation: Number of Dwelling Units: Number of Stories: Floor Construction Type: Total Conditioned Volume: C-onditioned Footprint Area: Ground Floor Area: BUILDING .ZONE INFORMATION Floor Zone Name Area COMPLY 24 version 5.10 7 6176 sqft New Muiti,-Family 180 deg (S) ·4 . 2 Slab on Grade 49408 cuft 2462 :;iqft 2462 sqft # of Volume Units Zone Type Vent TStat Type Hgt Area ------------------------------------------------------------. . Apartment #1 Apartment #2 : · ·· ... , "Apartment # 3 Apartment #4 2'362 1837 686 1291 OPAQUE SURFACES Act Solar 18896 1 ·• 53 14696 1.19 5488 o-. 44 103'28 0.84 Conditioned Setback Conditioned Setback Conditioned Setback Conditioned Setback 8 8 8 8 n/a n/a n/a n/a Type Area U-Val Azm Tilt Gains Form 3 Reference Location/Comments ZONE Wall Door Wall Wall Wall -Door Wall Wall Wall Roof ZONE Wall Wali Door Wall Door Wall ----------------------------------------------------------------NAME= Apartment 62 0.084 180 20 0.581 180 140 0.084 90 156 0.084 0 352 0 •. 086 Int 40 0~387 Int 308 0.084 180 306 0.084 90 232 0.084 0 1568 0.035 0 NAME= Apartment 96 0.084 0 4 0.084 270 20 0.581 270 204 ·0.086 Int 20 0.387 Int 212 0.084 180 #1 90 90 90 90 90 90 90 90 90 22 #2 90 90 90 90 90 90 · Yes Yes Yes Yes No No Yes Yes Yes Yes Yes Yes Yes No No Yes R-13 Wall (W.13.2x4.16) Hollow Metal Door R-13 Wall (W.13.2x4.16) R-13 Wall (W.13;2x4,16) R-13 Interior Wall Solid Wood Door R-13 Wall (W.13.2x4.16) R-13 Wall (W.13.2x4.16) R-13 Wall (W.13.2x4.16) R-30 Roof(R.3O.2x12.16) R-13 Wall (W.13.2x4.16) R-13 Wall (W.13.2x4.16) Hollow Metal Door R-13 Interior Wall Solic:l Wood Door R-13 Wall (W.13.2x4.16) Apartment #1/ Apartment #1/ Apartment #1/ Apartment #1/ Apartment #1/ Apartment #1/ Apartment #1/ Apartment #1/ Apartment #1/ Apartment #1/ Apartment #2/ Apartment .#2/ Apartment #"2/ Apartment #2/ Apartment #2/ Apartment #2/ 1st Flr 1st Flr 1st Flr 1st Flr 1st Flr 1st Flr 2nd Flr 2nd Flr 2nd Flr 2nd Flr 1st Flr 1st Flr 1st Flr 1st Flr 1st Flr 2nd Flr Wall 138 0.084 0 90 Yes R-13 Wall {W.13.2x4.16) Apartment #2/ 2nd Fli Roof 1164 0.035 0 22 Yes R-30 Roof{R.30.2x12.16) Apartment #2/ 2nd Flr ZONE NAME == Apartment #3 Wall 84 0.084 180 90 Yes R-13 Wall {W.13.2x4.16) Apartment #3/ 1st Flr Wall 32 0.084 90 90 Yes R,-13 Wall (W.13.2x4.16) Apartment #3/ 1st Flr Wall 184 0.084 0 90 Yes R-13 Wall (W.13.2x4.16) Apartment #3/ 1st Flr Wal;I. 236 0.084 270 90 Yes R-13 Wall (W.13.2x4.16) Apartment #3/ 1st Flr Door 20 0.581 270 90 Yes Hollow Metal Door Apartment #3/ 1st Flr Wall 448 0.086 Int 90 No R-13 Interior Wall Apartment #3/ 1st Flr ZONE NA11E == Apartment #4 Wall 255 0.084 180 90 Yes R-13 Wall (W.13.2x4.16) Apartment tf4/ 2nd Flr Wall 166 0.084 0 90 Yes R-13 Wall (W.13.2x4.16) Apiirtment #4/ 2nd Flr Wall 204 0. 084 270 90 Yes R-13 Wall (W.13.2x4.16) Apartment #4/ 2nd Flr Roof 1476 0.035 0 22 Yes R-30 Roof(R.30.2x12.16) Apartment #4/ 2nd Flr COMPUTER METHOD SUMMARY (part 2 of 3) C-2R· page 8 of 22 --------------------------------------------------------------------------Project Name: Curtis Apartments Documentation: ENERGISTICS, INC. Date: 4/15/1999 COMPLY 24 User 1216 ------------~---------------------------~---------------------------------- -PERIMETER LOSSES F2 Type Length ·Fac·tor -----'. -- ZONE NAME= Apartment Covered 117.0 ZONE NAME.= Apartment Covered 58.0 ZONE NAME= Apartment Exposed 142.0 ZONE NAME= Apartment NONE FENESTRAT!ON SURFACES #1 0.72 #2 0.72 #3 0.90 #4 Insulation R-Val Depth Le.cation/Comments o.o o.o o.o 0 in Apartment #1/ 1st Flr 0 in Apartment #2/ 1st Flr O in Apartment #3/ 1st Flr SC Act Glass # Type Area Frame Div U-Val Azm Tilt Only Location/Comments ··--------~---------------ZONE NAME= Apartment #1 1 Wdw Front ( S) 6 • 0 Metal No 2 Wdw Back (N) 92.0 Metal No 3 wdw Bac,k (N) 64. O Metal No 4 Wdw Front (S) 20.0 Metal No· 5 Wdw Right (E") 30.0 Metal Nb 6 Wdw Back (N) 80.0 Metal No 7 Sky Back (N) 8.0 Metal No ZONE NAME=== Apartment #2 .,. . ,,_8 Wdw Back ( N) 4 8 • 0 Metal No 9 Wdw Back (N) 64.0 Metal No 10 Wdw Front (S) 20.0 Metal No 11 Wdw Back (N) 70.0 Metal No 12 Wdw Left (W) 64.0 Metal No 13 Sky Back . (N) 10. 0 Metal No ZONE NAME= Apartment #3 14 Wdw Front (S) 20.0 Metal No 15 Wdw Back (N) 64. 0 Metal No 16 Wdw aack (N) 48.0 Metal No ZONE NAME= Apartment #4 17 Wdw Front·(S) 33.0 Metal No 18 Wdw Back (N) 66.0 Metal No 19 Wdw Back (N) 64. 0 Metal No 20 Wdw Left. (W) 20.0 Metal No 21 Sky Back (N) 8.0 Metal No INTERIOR & EXTERIOR SHADING # Type Interior Shade Type ------------------------------ 0.87 180 90 0.87 O 90 0.77 0 90 0.87 180 90 0.87 90 90 0.87 0 90 0.80 0 O 0.87 0 90 0.77 0 90 0.87 180 90 0.87 0 90 0.87 270 90 0. 8.0 0 0 0.87 180 90 0. 87 O· 90 Q.77 0 90 0.87 180 90 0.87 0 90 0.77 0 90 0.87 270 90 0.80 0 0 0.88 Apartment #1/ 1st Flr 0.88 Apartmen:t #1/ 1st Flr 0.88 Apartment #1/ 1st Flr 0.88 Apartment #1/ 2nd Flr 0.88 Apartment #1/ 2nd Flr 0.88 Apartment #1/ 2nd Flr 0.88 Apartment #1/ 2nd Flr 0.88 Apartment #2/ 1st Flr 0.88 Apartment #2/ 1st Flr 0.88 Apartment #2/ 2nd Flr 0.88 Apartment #2/ 2nd Flr 0.88 Apartment #2/ 2nd Flr 0.88 Apartment #2/ 2nd Flr 0.88 Apartment #3/ 1st Flr 0.88 Apartment #3/ 1st Flr 0.88 Apartment #3/ 1st Flr 0.88 Apartment #4/ 2nd Flr 0.88 Apartment #4/ 2nd Flr 0.88 Apartment #4/ 2nd Flr 0.88 Apartment #4/ 2nd Flr 0.88 Apartment #4/ 2nd Flr SC Exterior S_hade Type --------------------------------------------------. SC 0.87 0.87 1.00 0.87 0.87 1 Wdw: 2 Wdw 3 Wdw 4 Wdw 5 Wdw Light Blind Light Blind Light Blind Light Blind Light Blind 0.58 0.58 0.58 0.58 0.58 Standard Bug Screen Standard Bug Screen None Standard Bug Screen Standard Bug Screen 6 Wdw Light Blind 0.58 Standard Bug Screen 0.87 7 sky None 1.00 None LOO 8 Wdw Light Blind 0.58 Standard Bug Screen· 0.87 9 Wdw Light Blind 0.58 None 1.00 10 Wdw Light Blind 0.58 Standard Bug Screen 0.87 11 Wdw Light Blind o.sa Standard Bug Screen 0.87 12 Wdw Light Blind 0.58 Standard Bug Screen 0.87 13 Sky None 1.00 None 1.00 14 Wdw Light Blind 0.58 Standard Bug Screen 0.87 15·wdw Light Blind 0.58 Standard Bug Screen 0.87 16 Wdw Light Blind 0.58 None 1.00 17 Wdw Light Blinp o.58 Standard Bug Screen 0.87 1.8, Wdw · Light Blind .0.58 Standard Bug Screen 0.87 19 Wdw Light Blind 0.58 None 1.00 20 Wdw Light Blind 0.58 S-tt;J.ndard Bug Screen 0.87 21 Sky None 1.00 Nope 1.00 COMPUTER METHOD SUMMARY (part 3 of 3) C-2R page 9 of 22 -------------. --------------------------------------------------------------Project Name: Curtis Ap~rtments Documentation: ENERGISTICS, INC. Date: 4/15/1999 COMPLY 24 User 1216 ------------------------------------------.---------.---------------------- OVERHANGS/SIDE FINS --Window-- # Type Ht Wd -----Overhang------ Len Ht LExt RExt ---Left Fin--- D-ist Len · Ht ---Right Fin-- Dist Len Ht ---------------------------------------- NONE THERMAL MASS Type Area Thick (sf) (in) Heat Cap Cond Form 3 Reference Inside Location R-Val. Comments -~------------------------------------------------------------------ZONE NAME= Apartment #1 Covered Slab 960 3 .so. 28 0.98'n/a Interior Mass 532 1.00 24 0.67 n/a ZONE NAME= Apartment #2 Covered Slab 816 3.50 28 0.98 n/a Inte~ior Mass 364 1.00 24 0.67 n/a ZONE NAME= Apartment #3 Exposed Slab 686 3.50 28 0.98 n/a Interior Mass 266 1.00 24 0.67 n/a ZONE NAME= Apartment #4 Int~rior Mass 4:38 1.00 24 0.67 n/a HVAC SYSTEMS Minimum Distrib Type System Type Efficien9y and Location 2 0 2 0 0 0 0 Duct TStat RVal Type Location/Comments ----------------------------------------------------------------------·,u,, 0-Furnace O. 822 AFUE Ducts in Attic SpltAirCondl0.350 SEER.Ducts in Attic· Furnace 0.822 AFUE Ducts in Attic SpltAirCondl0.350 SEER D~cts in Attic Furnace 0.822 AFUE Ducts in Attic SpltAirCondi0.350 SEER Ducts in Attic Furnace 0.822 AFUE Ducts in Attic SpltAirCondl0.350 SEER Ducts in Attic WATER HEATING SYSTEMS 4.2 SetBck Apartment #1 4.2 SetBck 4.2 $etBck Apartment #2 4.2 SetBck 4~2 SetBck Apartment #3 4.2 SetBck 4.2 SetBck·Apartment #4 4.2 SetBck Water No. Tank . Heater in Energy Size System Name Distribution Type Typ~ Sys Factor (gal) ~---------------------------------------------------------- Std Gas 50 gal or Less Standard StorGas 3 0.53 s·o. o AFUE WATER HEATER EQUIPMENT DETAIL /~ec Rated Stdby Tank Pilot System Name System Typ~ Eff Input Loss R-Val Light -----------------------------------~------------------ Std Gas 50 gal or Less DomesticHW 0.780 40000 0.040 0.0 0 SPECIAL FEATURES/REMARKS Ext. Insul R-Val ----- 12.0 POINT SYSTEM SUMMARY P-2R page 10 of 22 ---------------------------------------------------------------------------Project Name: Curtis Apartments Documentation: ENERGISTICS , INC. Date: 4/15/1999 COMPLY 24 User 1216 -------------------~-------~----------------------------------------------- BUILDING DATA Conditioned Floor Area Occupancy Type 6176 sqft Multi-Family ' Number of Stories 2 SCORE CARD Measure Points -------------------------1. Roof Insulation 2. Wall Insulation 3. Raised Floor Insulation 3a. Controlled Vent Crawlspace 4. Slab Edge Insulation·· 0.0347 (U-Value) 0.0848 (U-Value) 0.0493 (U-Value) 0.0 (R-Value) 0.8006 (f2 factor)_ -> 0 0 0 5. Infiltration Standard 0 6. Glass Heat Loss 7. Fenestration Heat Gain Orient~tion Area % Glass ----. ----------- North East South West- Skylight 660.0 30.0 99.0 84.0 26.0 -------.. 10.7 X 0.5 X 1.6 X 1.4 X 0.4 X 8. Interior Thermal Mass 9. Exterior Wall Mass 10. Heating System · Zonal Control: No 11. Cooling System 12. Water Heating 0.84 SC Open 0.78 = 0.77 = 0.77 = 0.77 0.79 = 1.47 o. o·o 14.6% Eff ~ 8.3 0.4 1.2 1.0 0.3 SER 0.64 0.64 0.64 0.64 1.00 -1 1 1 3 -1 1 1 0 Sum 1-6 1 Sum 7-9 = 4 0 0 2 Point Total: 7 ~","~ INSTALLA~ION CERTIFICATE CF-6R page 11 of 22 -----------------------------------------------.---------------------------Project Name: Curtis Apartments Documentation: ENERGISTICS, INC. Date: 4/15/l999 COMPLY 24 User 1216 ---------------------------------------~----------------------------------- I, the undersigned, verify that the equipment listed in the category abovE;! my signature is the actual equipme:r;it installed and that i;.he equipment meets or exceeds the requirements of the .Appliance Efficiency Standards. In addition, I have verified that the equipment is equivalent to or more effic:i.ent than the equipment specified 6n the Certificate of Compliance submitted to demonstrate compliance with the Energy Efficiency Standards ·for Residential Buildings. HVAC SYSTEMS Heat. Equip CEC Certified Manuf. Actual Pistrib Type Duct Heat Heat System Type Make & Model Number Eff. and Location RV:al Load Output -----.-----~----------------------------------------------------- Furnac;e RHEEM RAKA018JARCBA2453 0.822 Ducts in Attic 4.2 36405 41000 Furnace RHEEM RAKA018JARCBA2453 0.822 Ducts in Attic 4_.2 23122 41000 Furnace RHEEM RAKA018JARCBA2453 0.822 Ducts in Attic 4.2 15357 41000 · Furnace RHEEM RAKA018JARCBA2453 0.822 Ducts in Attic 4.2 15795 41000 Cool. Equip CEC Certif·ied Manuf • Actual Distr~b Type Duct System' Type Make & Model Number Efficiency and Location RVal -------------------------------------,-------------------------SpltAirCond Rheem RGLG050AUER 10.350 SEER Ducts in Attic 4.2 SpltAirCond Rheem RGLG0S0AUER 10. 350 SEER Ducts in Attic 4.2 $pltAirCond Rheem RGLG050AUER 10.350 SEER Ducts in Attic 4. 2- · -~,:£pl tAirCond Rheem RGLG0S0AUER 10.350 SEER Ducts in Attic 4.2 Signature :Date Name Water No. Tank Ext. WATER HEATING SYS',fEMS Heater in Energy Size Insul CEC Cert. Make & Model Dis.tribution Type Type Sys Factor (gal) R-Val ---------------------------------------------------------------- Std Gas 50 gal or Less Standard Sto:r:-Gas · 3 0.53 so.a AFUE WATER HEATER EQUI-PMENT DE,TAIL /Rec Rated Stdby Tank Pilot System Name _System Type Eff Input Loss R-Val Light ----------------------' . -------------------------------Std Gas 50 gal. or Less -DomesticHW 0.780 40000 0.040 0.0 0 FAUCETS & SHOWER HEADS: All faucets and showerheads are listed in the Commissions Directory Of Certified Faucets And Showerheads, pursuant to Title 24, Part 6; Subchapter 2, Section 111. · 12.0 PROPOSED CONSTRUCTION ASSEMBLY ENV-3 page 12 of 22 ---------------------------------------------------------------------------Project Name: Cu~tis Apartments Documentation: ENERGISTICS, INC. Date: 4/15i1999 COMPLY 24 User 1216 ------------~-------------------------------------------------------------- COMPONENT DESCRIPTION ·----------------------------- Sketch of Construction Assembly ASSEMBLY U-VALUE Construction Components Assembly Name: R-13 Wall (W.13.2x4.16) Assembly Type: Wall Assembly Tilt: 90 deg (Vertical) Framing Material: Wood Framing Spacing: II o.c . .. Framing Percent: 15.0 % Absorptivity: 0.70 Roughness: Stucco, Wood Shingles Th Fr (in) R-Value Cavity Frame _________ " _______________ -------------------------------------------------- Outside-Air Film 1. Siding, Vinyl 2. Membrane, Vapor-Permeable Felt 3. Insulation, Mineral Fiber, R-13 4. Gypsum or Plaster Board .. 5. 6. 7. 8 •· 9. Inside Air Film 0.125 0.010 * 3.500 0.500 0.17 0.63 0.06 13.00 0.45 0.68 0.17 0.63 0.06 3.46 0.45 0.68 ------------.--------------------------------------------------------------Unadjusted R-Values 14.98 ADJUSTMENT FOR FRAMING (l /14.98) x (0.S5) + (1 / 5.45) x (0.15) Weight: Heat Capacity: 4.5 lb/sqft 1.36 = 0.084 TOTAL U-VALUE = TOTAL R-VALUE = 5.45 0.084 ===== 11.87 ===== PROPOSED CONSTRUCTION ASSEMBLY ENV-3 page 13 of 22 ---.----------------------------------------.---------------------------Project .Name: Curtis Apartments Documentation: ENERGISTICS, INC. Date: 4/15/1999 COMPLY 24 User 1216 ------------------------------------------· -------------------------------- COMPONENT DESCRIPTION ----------------------------- -------' ------------------------ Sketch of Construction Assembly ASSEMBLY U-VALUE Construction-Components Assembly Name: R-13 Interior Wall Assembly Type: Wall Assembly Tilt: 90 deg (Vertical) Framing Material: Wood Framing Spacing: II o.c • Framing Percent: 15.0 % Absorptivity: 0.70 Roughness: Stucco, Wood Shingles Th Fr (in) R-Value Cavity Frame ------------------------------------------------------------------------Outside Air Film 1. Gypsum or Plaster Board 2. Insulation, Mineral Fiber, J;l-13 3. Gypsum or Plaster Board 4 • . -,.15. 6. 7. 8. 9. Inside Air Film 0.500 * 3.500 0. 50-0 0.17 0.45 13.00 0.45 0.68 0.17 0.45 3.46 0.45 0.68 --------------.------------------------------------------------------------Unacljusted R-Values 14.75 ADJUSTMENT FOR FRAMING (1 /14.75) X (0.85) + (1 / 5.21) X (0.15) Weight:. Heat Capacity: 5.8 lb/sqft 1.70 = 0.086 TOTAL U-VALUE = TOTAL R-VALUE = 5.21 0.086 ---------- 11.58 ---------- PROPOSED CONSTRUCTION ASSEMBLY ENV-3 page 14 of 22 --------------------------------,-----------,------------------------------Project Name: Curtis Apartments Documentation: ENERGISTICS, INC. Date: 4/15/1999 COMPLY 24 User 1216 --------------------------------------------------------------------------- COMPONENT DESCRIPTION -------------~----------------- -------------------------------Sketch of Construction Assembly ASSEMBLY U-VALUE Construction Components A_ssembl,Y Name: R-30 Roof(R.30.2x12.16) Assembly Type: Roof Assembly Tilt: 22 deg (Tilted Up) Framing Material: Wood Framing Spacing: II o.c • Framing Percent: 10.0 % Absorptivity: 0.70 Roughness: Concrete, Asph. Shingles Th Fr ( in) R-Value Cavity Frame ---------------"------------------------------------------------------------Outside·Air Film 1. Roofing, Asphalt Shingles 2. Membrane, Vapor-Permeable Felt 3. Plywood 4. Air Space ., ..... ::. 5:-:. Insulation., ,.Mineral Fiber, R-30 6. Gypsum'or Plaste~ Board 7. 8. 9. Inside.Air Film * * 0.17 0.17 0.250 0.44 0.44 0.010 0.06 0.06 0.500 0.62 0.62 1.750 0.11 1.73 9.250 30.00 9.16 0.500 0.45 0.45 0.61 0.61 ---------------------------------------------------------------------------Unadj·usted R-Values 33.12 ADJUSTMENT FOR FRAMING (1 /33.12) X (0.90) + (l /13.24) X (0.10) Weight: Heat Capacity: 8.6 lb/sqft 2.73 = 0.035 TOTAL U-VALUE = TOTAL R-VALUE = 13.24 0.035 ---------- 28.80 ===== PROPOSED CONSTRUCTION ASS·EMBLY ENV-3 page 15 of 22 -------------------------------------------------.-------------------------Project Name: Curtis Apartments Documentation: ENERGISTICS, INC. Date: 4/15/1999 COMPLY 24 User 1216 ------------------------------------------· --------------------------------- COMPONENT DESCRIPTION ------~-------~----------------Sketch of Construction Assembly ASSEMBLY U-VALUE Construction Components Assembiy Name: F,-19 Floor(F.19.2x8.16) Assembly Type: Floor Assembly Tilt: 180 deg (Horizontal Floor) Framing Material: Wood Framing £pacing: II OoCo Framing Percent: 10.0 % Absorptivity: 0.70 Roughness: Stucco, Wood Shingles Th Fr (in) R-Value Cavity Frame -. --------------------------------------------------------------------Outside Air Film 1. Insulation, Mineral Fiber, R-19 2. Plywood · 3. Flooring, Carpet and Fibrous Pad 4 • . ·.5. 6. 7. 8. 9. Inside Air Film * 6.000 0.625 0.250 0.17 19.00 0.77 2.08 0.92 0.17 5.94 0.77 2.08 0.92 ---------------------------------------,-----------------------------------Unadjusted R-Values 22.95 ADJUSTMENT FOR FRAMING (1 /22.95) X ·(0.90) + (1 / 9.89) X (0.10) Weight: Heat Capacity: 3.9 lb/sqft 1.27 0.049 TOTAL U-VALUE = TOTAL R-VALUE = 9.89 0.049 ---------- 20.27 ---------- •, PROPOSED CONSTRUCTION ASSEMBLY ENV-3 page 16 of 22 --------------------------------~------------------------------------------Project Name: Curtis Apartments Documentation: ENERGISTICS, INC. Date: 4/15/1999 COMPLY 24 User 1216 --------------------------------------------------------------------------- COMPONENT DESCRIPTION '--------.--------------------- -------------------------------Sketch of Construction Assembly ASSEMBLY U-VALUE Construction Components Assembly Name: Exposed Slab On Grade Assemb·ly Type: Floor Assembly Tilt: 180 deg (Horizontal Floor) Framing Material: None Framing Spacing: "O.C. Framing Percent: 0.0 % Absorptivity: 0.70 Roughness: Concrete, Asph. Shingles Th Fr ( in) R-Value Cavity Frame --------,---.--------------------------------------------------------------Outside Air Film 1. Earth 2. Concrete, 140 lb, Not Dried 3. 4. ,..5. 6. 7. 8. 9. Inside Air Film 24.000 3.500 0.17 4.00 0.28 0.92 0.17 4.00 0.28 0.92 '-------------------------------------·------------------------------------Unadj.usted R-Values 5.37 5.37 ADJUSTMENT fOR FRAMING (1 / 5.37) X (1.00) + (1 / 5.37) X (0.00) Weight: Heat Capacity: 210.8 lb/sqft 42.17 = 0.186 TOTAL U-VALUE = 0.186 ---------- TOTAL R-VALUE = 5.37 ===== PROPOSED CONSTRUCTION ASSEMBLY ENV-3 page 17 of 22 -------· -----------------------------.------------------------------------Project Name: Curtis Apartments Documentation: ENERGISTICS , INC. Date: 4/15/1999 COMPLY 24 User 1216 --------------------------------------------------------------------------- COMPONENT DESCRIPTION -------------------------------Sketch of Construction Assembly ASSEMBLY U-VALUE Construction Comp¢nent.s Assembly Name: Solid Wood Door Assembly Type: Door. Assembly Tilt: 90 deg (Vertical) Framing Material: None Framing Spacing: "o.c. Framing Percent: 0.0 % Absorptivity: 0.70 Roughness: Glass, Paint on Pine Th Fr (in) R-Value Cavity Frame ------------------------------------------------------------------------Outside Air Film 1. Softwood, Douglas Fir-Larch 2. 3. 4 • . , ........ ,µ. 6. 7. 8·. 9. Inside Air Film 1.750 0.17 1.73 0.68 0.17 1.73 0.68 ----------------------------------------------------------------------------. --. ' Unadjusted R-Values 2.58 2.58 ADJUSTMENT FOR FRAMING (1 / 2.58) X (1.00) + (1 / 2.58) X (0.00) = 0.387 Weight: IIeat Capacity: 5.1 lb/sqft 1.99 TOTAL U-VALUE = 0.387 ---------- TOTAL. R-VALUE = 2.58 ---------- PROPOSED CONSTRUCTION ASSEMBLY ENV-3 page 18 of 22 ----------------.----------------------------------------------------------Proj~ct Name: Curtis Apartments Documentation: ENERGISTICS, INC.· Date: 4/15/1999 COMPLY 24 User 1216 ' . . --------------------------------------------------------------------------- COMPONENT DESCRIPTION ------------------------------- Sketch of Construction Assembly ASSEMBLY U-VALUE Construction Components Assembly Name: Hollow Metal Door Assembly Type: Door Assembly Tilt: 90 deg (Vertical) Framing Material: None Framing Spacing: "O.C. Framing Percent: 0.0 % Absorptivity: 0.70 Roughness: Smooth Plaster, Metal Th Fr (in) R-Value Cavity Frame ------------------~--------------------------------------------------------Outside Air Film 1. Steel 2. Air Space 3. Steel 4. 5. 6. 7. 8. 9. Inside Air Film 0.001 1.750 0.001 0.17 o.oo 0.87 o.oo 0.68 0.17 0.00 0.87 0.00 0.68 ----------------------------------------·---------·-------------------------Unadjusted R-Values 1.72 1.72 ADJUSTMENT FOR FRAMING (1 / 1.72) X (1.00) + (1 / 1.72) X (0.00) = 0.581 Weight: Heat Capacity: 0.1 lb/sqft 0.01 TOTAL U-VALUE = 0.581 TOTAL R-VALUE = 1..72 ===== HVAC SYSTEM HEATING & COOLING LOAD SUMMARY page 19 of 22 . . ---------------------------------------------------------------------------Project Name: Curtis Apartments Documentation: ENERGISTICS, INC. Date: 4/15/1999 COMPLY 24 User 1216 -----·----------------------------·----------------------------------------- HVAC SYSTEM DESCRIPTION HVAC System Name: Heating System Name: Cooling System Name: Sys.tern Multiplier: Fan Schedule: Peak Load Method: Relative Humidity: ,ZONES ON THIS SYSTEM -----------------~--~--Apartment #1/ 1st Flr Apartment #1/ 2nd Flr Garage PEAK (Jan 12am) (Jah 12am) ( Jan 12am.) TOTAL ZONE LOAD Duct Gains & Losses: Ventilation: ( 135 CFM) Return Air Lighting Gain Supply/Return Fan Gain: TOTAL SYSTEM LOAD SYSTEM OUTPUT AT DESIGN CONDITIONS MAIN HEATING & COOLING SYSTEM ' .: TOTAL SYSTEM OUTPUT HEATING 14564 14297 0 --~----· 28861 2886 4658 0 36405 41000 41000 Apartment #1 RHEEM RAKA018JARCBA2453 Rheem RGLG050AUER 1 CA Daytime Fans COINCIDENT 50 % COOLING PEAK SENSIBLE LATENT (Aug (Aug (Aug 2pm) 2pm) 2pm) 135 CFM) 4905 9872 0 14777 1478 684 0 0 16939 14613 14613 1243 -1815 0 3058 629 3687 3145 3145 NOTE: The TOTAL SYSTEM LOAD shown represents the minimum size equipment which will heat or cool this zone during the· design conditions indicated. These numbers include no safety factor; and the HVAC contractor should oversize by a reasonable margin to ac9ount for variations in weather conditions and the pick-up capacity required to bring the zone to temper- atute as a result of a setback the:pnostat. Those responsible for final equipment s.election should note that Sens.ible and Latent Cooling Loads are indicated to allow for accurate comparison with manufacturer's output data. HVAC SYSTEM HEATING & COOL-ING LOAD SUMMARY page 20 of 22 .--· ----·.---. --------------------------·-----·-----------------------------Project Name: Curtis Apartments Doc::umentation: ENERGISTICS, INC. Date: 4/15/1999 COMPLY 24 User 1216 --------'.--: -----------------------. --------------------------------- HVAC SYSTEM DESCRIPTION HVAC System Name: . Heating System Name: Cooling System Name: System Multiplier: Fan.Scheo.ule: Peak Load Method: _ Relative Humidity: ZONES ON THIS SYSTEM Apartment #2/ 1st Flr Apartment _#2/ 2nd Flr PEAK (Jan 12am) (Jan 12am) TOTAL ZONE LOAD Duct Gains & Losses: Ventilation: ( Return ~ir Lighting Gain Supply/Return Fan Gain: 0 CFM) TOTAL SYSTEM LOAD , ..... SYSTEM OUTPUT AT DESIGN CONDITIONS MAIN HEATING & COOLING SYSTEM TOTAL SYSTEM OUTPUT HEATING 9542 11478 ------- 21020 2102 0 0 23122 41000 41000 Apartment #2 RHEEM RAKA018JARCBA2453 Rheem RGLG050AUER 1 Undefined COINCIDENT 50 % COOLING PEAK SENSIBLE LATENT (Aug 2pm) (~ug 2pm) 0 CFM) -------- 3614 9367 -------- 12981 1298 0 0 0 -------- 14279 14833 14833 1056 1322 2378 0 2378 2825 2825 NOTE: Th~ TOTAL SYSTEM LOAD shown represents the minimum size equipment which will heat or cool this zone during the design conditions indicated. These numbers include no safety factor, and the HVAC contractor should. - oversize by a reasonable margin to account for variations in weather conditions and the pick-up capacity required to bring the zone to temper- ~ture as a result of a setback thermostat. Those responsible for final equipment selection should note that Senf:!ible and Latent Cooling Loads are indicated to allow ;for accurate c;:om:i;>arison with manufactu·rer's output data. HVAC SYSTEM HEATING & COOLING LOAD SUMMARY page 21 of 22 ----.----------------------------------------------------------------------Project Name: Curtis Apartments Docu~entatiort: ENERGISTICS, INC. Date: 4/15/1999 COMPLY 24 User 1216 --------------------------------------------------------------------------- HVAC SYSTEM DESCRIPTION HVAC Sy,stem · N:ame: Heating·system Name: Cooling System Name: System Multiplier: Fan Schedule: Peak Load Method: Relative Humidity: ZONijS ON THIS SYSTEM ----------------------Apartment #3/ 1st Flr PEAK (Jan 12am) TOTAL ZONE LOAD ' Duct Gains & Losses: Ventilation: ( Return Air Lighting Gain Supply/Return Fan Gain: 0 CFM) TOTAL SYSTEM LOAD SYSTEM OUTPUT AT DESIGN CONDITIONS _ MAIN HEATING & COOLING SYSTEM TOTAL SYSTEM OUTPUT HEATING 13961 13961 · 1396 0 Q. 15357 41000 41000 Apartment #3 RHEEM RAKA018J.ARCBA2453 Rheem RGLG050AUER 1 Undefined COINCIDENT 50 % COOLING PEAK (Aug 2pm) SENSIBLE LATENT 0.CFM) 4192 4192 419 0 0 0 4611 14833 14833 888 888 0 888 2825 2825 ·NOTE: The TOTAL SYSTEM LOAD shown represents the minimum size equipment which will heat or cool this zone during the design conditions indicated. These nurribers include no safety factor, and the HV~C contractor should oversize by a reasonable margin to account for variations in weather conditions and the pick-up capacity required to bring the zone to temper- ature as a result of a setpack tpermostat. Those responsible for final equipment selection should note that Sensible and Latent Cooling Loads are indicated to all_ow for accurate comparison with manufacturer's output data. HVAC SYSTEM HEATING & COOLING LOAD SUMMARY page 22 of 22 ----------------------------~----------------------------------------------- Project Name: ·Curt.£'s Apartments Documentation: ENERGISTICS, INC. Date: 4/15/1999 COMPLY 24 User 1216 --------------------------------------·------------------------------------ HVAC SYSTEM DESCRIPTION HVAC System Name: Heating Sys.tern Name: Cooling System ·Name: System Multiplier: Fan Schedule: Peak Load Method: Relative Humidity: ZONES ON THIS SYSTEM Apa.rtment #4/ 2nd Flr PEAK (Jan 12am) TOTAL ZONE LOAD Duct Gains & Lqsses: Ventilation: ( Return Air Lighting Gain Sup~ly/Return Fan Gain: 0 CFM) TOTAL SYSTEM LOAD SYSTEM OUTPUT AT DESIGN CONDI~IONS MAIN HEATING & COOLING SYSTEM TOTAL $YSTEM OUTPUT HEATING ------- 14359 ------- 14359 1436 0 0 ------- 15795 41000 41000 Apartment #4 RHEEM RAKA018JARCBA2453 Rheem RGLG0S0AUER 1 Undefined COINCIDENT 50 % COOLING PEAK (Aug 2pm) ( 0 CFM) SENSIBLE -------- 9660 -------- 9660 966 0 0 0 --------10626 14833 14833 LATENT ------ 1671 ------ 1671 0 ------1671 2825 2825 NOTE: The TOTAL SYSTEM LOAD shown represents the minimum size equipment which will heat or cool this zone during the design conditions indicated. These numbers include no safety factor, and the HVAC contractor should oversize by a reasonable margin to account for variations in weather conditions and the pick-up capacity requited to bring the zone to temper- ature as a.result of a setback thermostat. Those responsible for final equipment selection should note t~at Sensible and Latent Cooling Loads are indicated to allow for accurate comparison with manufacturer's output data. -f-r· _, :; V 1 f ·-----~ .. ---- FIGURE4 FIRE-RESISTIVE ASSEMBLY DETAILS 1. Ooub!,c.,-, ... •n:na1u Joist 3. Fixture protection ~ 2~l~cil ~ 48-lnch recessed light fixture. 5.~d channels. Ii. • . I I RESILIENT CHANNELS DIRECTL "I" APPLIED TO JOISTS • t(.• o.c. SUPPORTING BOTM LA Y'ERS OF GYPSUM WAl-LSOARD NECESSARY TO ACHIEVE SOUND RATINGS f ' .. f • I ,1... 8. 12-inch a r r. 7. Thennafiber or Fibe wool. 8. 5/8-inch acoustical panels 24-lnches x 2*J:n1".11es supported by an approved exposed fire.rated te suspension system. ASSEMBLY E-2. (3.5.2) 1. 48/24 tongue and groove span rated sheathing (Exposure 1) • 2. Two layers 1/2·1nch Type X gypsum board. 3. T JI Joist. Sound Test Data• W/O Gypsum STC • 50 Concrete Pad & Carpet Tarkett Acoustiflor STC•68 ------r,-~"4..!.,0,pet IIC = 60 IIC = 48 (1) Tarkett Acomrttttei:~ Cushioned Vin (1) IIC rating is 50 when two layers of 5/8-inch Type X gypaum are used. (2) IIC rating ls 63 when two layers of 5/8-lnch Type X gypsum are used. ---------------------- ,,llere: R is the percent reduction W in PlF is uniform load IC a V11/100 V 12 is the allowable shear for a 12 inch !or 11-7 /8 inch) joist By series the constants are - Jo&.t JO,.t , ... Depth V,a K (Int TJI/Pro 150/Pro 15015 ~117/8 1420 14.2 TJJ/Pro 250/Pro 35O/Pro 120TS :S:11 1420 14.2 /Pro 2SP/L45P/Pra 35P :S:11 910 9,9 TJI/Pro 550/Le0/H80/L90/H90 :s:24 1925 19.25 /Pro 350P/1.8OP :S:24 1420 14.2 't.1I,:Pro 550P/L90P/H90P/HIOP :S:24 1575 15.75 TJI/H9OX :S:24 2555 25,55 For all other joist depths, the design shear is the calculated shear at the face of the interior support. · The al~ble design ,hear of multiple span member joists up to 12 inches deep used in residential floor construction is permitted to be increased an additional ~ O percent. For_ joists 9ualifyin? as repetitive members, the bending resistance Is permitted to be increased 4 for joists with Microllam LVL and TtmberStrand LSL flanges. The top flange of "CJI joists must be laterally supported at least eve:' 24 inc:;hes ~Pt that 18 inches is required for joists having flanges 2.0 inches and less in width, The ends of the joist. shall be ~strained to prevent rollover. This is normally provided by diaphragm sheathing attached to the top flange and to an end wall or a shear transfer panel capable of transferring a minimum force of 50 pounds per foot or the required shear forces due to wind or seismic conditions. Blocking or crossbracing with equivalent strength is permitted. Bridging ls not required in TJI floor and roof joist applications. ~3.5 3.5.1 One-hour, Flre-resr1t1v1 Roof-Ceiling or Floor-Cefflng Ratings •• A11lgned to the Following Constructions (descriptive details for each assembly are noted below and in Figure 4) A double wood floor consisting of a subfloor of 1 inch nominal tongue-and-groove sheathing or 32/1.6 span rated sheathing (Exposure 1 ). and a second layer of 1 inch nominal tongue-and-groo ve finish flooring or 40/20 Jpan rate.d sheathing (Exposure 1 ), or Type I Grade M· 1 particleboard not less than 5/8 inch thick. The ceiling consists of a suspended ceiling of 5/8 inch thi,;:k, 2 foot by 2 foot or 2 foot by 4 foot USG . FIRECODE AURATONee lay-in acoustical board supported by an approved exposed fire rated suspension system attached to the bottom flange or to cold-rolled · channels spaced not over 4 feet on center. Installed over the acoustical board are 1 inch thick (minimum!, 4 pound per cubit foot (minimum) ~SG Thermafibe,. Sound Attenuation Fire Blanke\. Fiber~ .fBX 1240 Boa,ds or Fiberex• -IF 1240 F1 ~a~s. Lioht fixtu~es having a recognized laborato·r llstm~ and a ma~Imum si_ze of 2 feet by 4 feet ? permitted to be installed ,n the ceiling provided aggregate areas of fixtures do not exc;ed 12 squah: feet per 100 square feet of ceiling and the fixtures are protected as follows: A 2· 1 /4 inch by 48 inch piece of.· ~-1/4 inch thi~k, 4. ~ounds per cubic foot f r_nrn,mum) Thermaftbe,.. rrgId mineral fiber board or Frberex• -FBX 1240 Board light fixture protection is laid alono the long dimenSiOns each side of the fixture and against adjacent suspension members; a 1 9· 1 /2 inch by 48 inch piece is laid over each side of the fixture and a 4-1/2 inch by 24 inch piece at each end and tied to top pieces at corners of the fixture with No. 18 SWG steel wire (see Figure 5). In addition ceiling openings for air difuse,s up to a maximum siz~ of 12 inches in diameter are permitted, provided openings are protected with fire dampers and the aggregate areas do not exceed 113 square inches per 100 square feet of ceiling. The distance from the bottom of the joist to the soffit of the ceiling shall be at least 1 O inches. · When used as a roof-ceiling assembly, a single layer of square-edge sheathing, complying with the applicable code, is permitted to be used for roof sheathing, and joists are permitted to be spaced up to 48 inches on center. Framing perpendicular to the joists, at 24 inches on center, shall be installed to support the ceiling. A single layer floor of 48/24 tongue-and-groove sr :~ rated sheathing (Exposure 1J, with joists spaced up -..m~ 24 inches on center and a ceiling of two layers of 1 /2 inch thick 'lype X gypsum board applied to the bottom flange. All butt joints of the floor sheathing must fall on framil'JQ members. The first layer of board is attached with 1-5/8 inch long Type S screws placed 12 inches on center. The second raver is installed with the joints staggered from the first fayer. It shall be fastened with 2 inch long Type S screws spaced 12 inches on center in the field and 8 inches on center at the butt joints. Type G screws, 1 • 1 /2 inches long, shall be spaced 8 inches on center and 6 inches each side of the butt joint The second layer shall be finished with joint tape and compound. Resilient channels are permitted to be used as part of the ceiling attachment system, provided they are spaced 16 inches on center (24 inches, If joists are 16 inches on center} and fastened perpendicular to joists with 1-inch-long case-hardened steel. 0. 1 S- , inch-diameter shank, self-drilfi~g and self-tapping Phillips-head screws. The first layer is attached to the resilient channels with 1 inch long Type S screws placed 12 inches on center. The second layer is installed with the joints staggered from the first layer and fastened with 1 -5/8 inch long Type S screws spaced 12 inches on center in the field and 8 inche ... on center at the butt joints. Type G screws, 1 • 1 inches long, shall be spaced 8 inches on center a t) 6 inches each side of the butt joint. The second la', ..... shall be finished with joint tape and compound. J J s., ort No. NER· too 3.5.3 _;' 3.5.4 When used as a roof-ceiling assembly. the decking is permitted to be any wood deck as provided in the applicable cede and the joist spacing is permitted to exceed 24 inches on center. When joists are spaced more than 24 inches on center, the ceiling, including the resilient channels, is applied to stripping spaced 24 inches on center. The attachment to the stripping ·is similar to· the attachment to the joists described above. The stripping shall be 2-ineh by 4-inch Construction-grade Douglas fir lumber for spans up to 5 feet attached to the bottom flange with 1 Od nails, or equivalent strength material and attachment. A single layer floor of 48/24 tongue-and-groove span rated sheathing {_Exposure 1 ), with joists spaced up to 24 inches on center and a ceiling consisting of a single layer of 1/2-inch-thick Type X gypsum wallboard attached to joists spaced 24 inches on center,· or to stripping spaced 24 inches on center fastened with 1 -5/8 inch long Type S drywall screws located 6 inches on center at end joints and 8 inches on center in the field.. All butt joints in the floor sheathing shaft fall on framing members. In addition, an approved exposed fire rated suspended celling system shall be installed beneath the gypsum board ceiling a minimum distance of 12 inches. The grid system is suspended with No. 12 SWG galvanized steel wire fastened to the furring or joists with 3-inch- long flathead hanger screws. Ught fixture protection consists of &-inch-wide pieces of ceiling grid pan-,ls 4 feet long for the sides and 2 feet long far the ends and a full grid panel placed on top. A galvanized steel duct with a maximum 12·inch diameter-steel diffuser opening without damper and a maximum 6-inch x 12· inch return-air opening are permittei for each 200 square feet of ceiling. Ceiling panels are 5/8-inch USG FIRECODE AURAlONE. Noncombustible insulation rated R-30 or less is permitted to be installed above the gypsum board. When used as a roof-ceiling assembly, sq1,,1are edge · span rated sheathing meeting the structural requirements of the applicable code is permitted to be used for roof sheathing and joists are permitted to be spaced up to 48 inches en center. Framing perpendicular to the joists, at 24 inches on center, shaU be installed to support the ceiling. A single layer floor of 48/24 tongue-and-groove span rated sheathing (Exposure 1) with joists spaced a· maximum of ~4 inches on center. All butt joints of the floor sheathing shall must fall on framing members. The ceiling consists of 1/2-inch USG Type C FIRECOOE'9 or Westroc Fireboard C gypsum board screw attached to standard steel furring channels at 24 inches on center and suspended from the joists by a specially designed No. 24 gauge Simpson Strong- Tie Co.; Inc. (CSC) ceiling support clip. Minimum 1 inch thick, minimum 6 pcf USG Thermafibe,.. Sound AttenuatiQn Fire Blanket or Fiberex• • FBX 1260 Board or Fiberex• • IF 1260 Flex Batt fireproofing .is placed between the bottom flange of the joists and the top of the furring channel. 3.5.5 A double wood floor as described in Section 3.5. 1 above or a single layer floor of 48/24 tongue.and· 3.5.6 groove span rated sheathing (Exposure 1 I or span rated roof sheathing meeting the structural requirements of the code applied over joists spaced 24 inches on center with any approved ceiling system which will provide 40-minute finish rating. An example of a ceiling having a 40-minute finish rating consists of two layers of 1 /2 inch thick Type X gypsum wallboard, minimum 4 feet wide. installed perpendicular to the joists as described in the assembly noted in Section 3.5.2 above. Substantiating data, which may include results of the fire-endurance tests conducted in accordance with ASTM E 119 must be furnished to the local building official verifying that a particular ceiling system meets the 40-minute finish rating requirements. When the finish rating is to be determined, thermocouples shall be installed on the plane of the combustible materials nearest the fire side at locations required to obtain representative temperatures on the combustible materials in the test specimens. Temperature readings from such themocouples shall be recorded during the fire endurance test. The finish rating is the time at which temperature readings from the thermocouples reach an average temperature rise of 250°F. above ambient or an individual temperature rise of 325°F. above ambient. A single layer floor of 48/24 tongue-and-groove span rated sheathing (Exposure 1) with joists (minimum 2 x 4 nominal flange size) spaced up to 24 inches on center, RC· 1 resilient channel spaced 16 inches on center, a ceiling of one layer of 5/8 inch thick USG flAECODE C or Westroc Fireboard C gypsum board and 1-1/2 inch thick, 2 1/2 pound per cubic foot USG Thermafibe,.. Sound Attenuation Blankets or Fiberex• • SAFB (sound attenuation fire batts). The flooring shall be attached to the top flange with construction adhesive {AFG-01 l a'nd nailed with Sd common nails spaced a maximum of 6 inches on center along the boundary and edges and 12 inches on center in the field. The resilient channels are attached with t ·5/8 inch Type S screws at each joist. Two channels are provided at each gypsum board butt joint, extending to the next joist beyond the longitudinal joints. The gypsum board is fastened to the channels with 1 inch Type S screws at 1 2 inches on center in the field and a inches on center at the butt joints. The mineral wool batts are friction fitted between the bottom flanges and supported by the resilient channels. When used as a roof-ceiling assembly, the decking is permitted to be any wood deck as provided in the applicable code and the joist spacing is permitted to exceed 24 inches on center. When joists are spaced more than 24 inches on center, the ceiling, including the resilient channels, is applied to stripping spaced 24 inches on center. The attachment to the stripping is similar to the attachment to the joists described above. The stripping shall be 2 inch by 4 inch Construction-grade Douglas fir lumber for spans up to 5 feet, attached to the bottom flange with 10d nails, or equivalent strength material and attachment. OtitU.l/99· Juh 1.a:1~ J:<.,U 7oU4,J4JJ-7J 11-<lJ~ JUl.:>l JlAl,i\ULJ..A,~ •.. -·-"\. """vv.,_ gypsum concrete topping has a measured ~\ 3.6 Two-hour, Flre-r11l1dve Roof-Cenlng or Floor-Celling Rating 11 A11lgnld to the Following Construction (descriptive details for the assembly is noted below and in Figure 5) 3.7 3.7.1 3.7.2 3.8 A single layer of 48/24 tongue-and-groove _span tated sheathing (Exposure 1), glued and nailed with joists spaced up to 24 inches on center. Untaced glass fiber bans or rolls, 3-1 /2 inches thick, shall be placed between the bottom flanges of the joists and supported by stay wires at 1 2 inches on center, centered on the joist bottom flanges. The ceiling shall consist of 3 layers of 5/8 inch thick, Gold Bond Fire Shield G, Type X gypsum wallboard and 28 gauge drywall furring channels spaced 16 inches on center. The first layer of board is attached with 1-5/8 inch long Type W screws placed 12 inches on center. The drywall furring channels are installed over the first layer of wallboard. The channels are spaced 16 inches on center and oriented perpendicular to and attached to the joists with 1 ·5/8 inch long Type W screws. The middle layer of gypsum wallboard is instaUed perpendicular to the furring channels with 1 inch long lype S screws spaced 12 Inches on center, staggering the end joints .of the wallboard. The third layer of gypsum wallboard is installed with joints staggered from the middle layer and fastened to the furring channels with 1 -6/8 inch long Type S screws spaced 8 inches on cemer. The third layer shall be finished with joint tape and compound. Alternate Floor Systems: A single layer of 40/20. span rated sheathing (Exposure 1) over joists spaced at a {l'laximum of 24 ·inches on center with eittifsr 1 • 1 /2 inches of Hghtweight concrete or 1 inch of gypsum concrete ls considered as an alternate deck for the systems described in $ections 3.5.1 through 3.5.6. When the joists are Hmited to a maximum spacing of 20 inches on center, a 3/4 inch topping of gypsum concrete is permitted to be used. The gypsum concrete shall be covered in a current evaluation report issued by the NES, BOCA ES~ ICBO ES or SBCCI PST & ESI. The report shall include an evaluation for fire resistance involving the replacement of the above floor aystems with the span rated sheathing and gypsum concrete system. The-ceiling Is permitted to be omitted over unusable crawl space below, and flooring is permitted· to be omitted where unusable attic space occurs above for all systems in Sections 3.5.1 through 3.5.6. Sound Rating: The system described in Section 3.5.2 above,. when constructed with-resilient channels, has a minimum STC rating of 50; with 40 ounce pad and 56 ounce carpet, the measured UC rating is 60; with cushioned vinyl, the measured UC rating is 45; with Tarkett Acoustiflor, the measured IIC rating is 50, when 2 layers of 5/8 inch Type X gypsum are used· and 48 when 2 layers of % inch Type X gypsum are used. ,J The system described in Section 3.5.2 above. when constructed with resilient channels, and a 3/4 inch 4.0 of 58; with 40 ounce pad and 56 ounce carpe~. measured IIC rating is 54; with cushioned vinyl,\ measured IIC rating is 46; with Tarkett Acoustifl \ the measured IIC rating is 53, when 2 layers of r-;. inch Type X gypsum are used and 51 when 2 layt.. 1\ of 1 /2 inch Type X gypsum are used. The system described in Section 3.5.4 constructed with minimum 8 pcf Thermafibe,. Sound Attenuation Fire Blankets or Fiberex• • FBX 1260 Board or Fiberex• -IF 1260 Flex Batts installed between the joists has the following ratings: minimum STC rating of 47; with a 40 ounce pad and 56 ounce carpet, the measured UC rating is 54. The system as described in Section 3.5.4 with a 3/4 inch gypsum concrete topping has a minimum STC rating of 59; with a 40 ounce pad and 56 ounce carpet, the measured IIC rating is 54. INSTALlATION Drawings and/or specifications for the erection and installation of the "tJI Joists for each job shall be strictly adhered to and a copy of these Instructions shall be available at all times on the jobsite during installation. 5.0 IDENTIFICATION TJI Joists shall be -identified by a stamp indicating the joist type,-NES report number, manufacturer's name, plant number. and either the· PFS Corporation stamp (NER-OA251 l or t lntertek Testing Services NA Ltd. stamp (NER-QA21~-: ) 6.0 EVIDENCE SUBMITTED \) -- -6.1 Results of structural load tests, product brochure, descriptive literature, quality control manual and engineering calculations have been submitted under the cover of a manual, dated February, 1982. 6.2 Results of a fire test, File No. R5492·2, dated October 6, 1981, conducted by Underwriters Laboratories, Inc. in accordance with ASTM E 119. 6.3 Results of sound test performed a Riverbank Acoustical Lab, Geneva, Illinois, and witnessed by Shiner Associates, Inc., Skokie, Illinois, conducted between May 1981 and September 1981, in accordance with ASTM E 492 and ASTM E 90. 6.4 Data under the cover of letters, dated March 8, March 23, April 20 and May 20, 1982. · 6.5 Results of load tests, Job No. 63-1978, dated May 24, 1982, witnessed by Northern Testing Laboratories, Boise. Idaho. 6.6 Results of 1:Jl/40 joist bending tests, Job No. 63-398 dated February 24, t 983, witnessed by Northern Testing Laboratories, Boise, Idaho. 6. 7 Results of load and fire tests· and descriptive data under the cover of letters, dated December 2, 1983, February 21, March 2 and July and September 13, 1984. 6.8 Descriptive details and calculations under the cover letters, dated October 24 and October 29, 1984. _ 6.9 Results of bending and shear tests conducted' .__J joists with OSB webs, descriptive details and quality control information of OSB web in a manual, dated on No. NER-200 F-et,ruary, 1985, prepared by. William Couch, P.E. and Joe Piscione, P.E. Trus Jo.ist Corporation's letter,. dated September 18, 1985 with calculations by J.A. Piscione, P.E. 6.11 Descriptive details, calculations, results of tests. test reports and quality assurance manual submitted in three volume~ under cover of a lett~r, dated October 30, 1992, signed by Joseph R. Piscione, P.E. 6.12 Rational Method for cik:ulation of reaction properties, revised November 24, 1992, by John Maly, P.E. 6.13 Product Mix Re-Design Report, c,1ated April, 1997. Applicable portions signed by Glen D. Robak, P.E. 6.14 TimberStrand LSL Flange I-Joist Report, dated April, 1-997. Applicable ponlons signed by Glen D. Robak, P.E. 6.15 TlfflberStrand 1JI/Joist Manufacturing Standard, East Kentucky Plant, dated December 1997. 6. 16 Microllam LVL Manufacturing Standards for Eugene, Stayton, and Junction City, OR Plants, the Lowndes Co~nty, GA Plant, the Natchitoches, LA Plant, and the Buckhannon, WV Plant, dated April, 1994, May, 1996, and January, 1997 respectively. 6. 17 Review· and discussion of two ASTM E 119 full scale floor/ceiling assembly fire tests, dated February, 1996, prepared by David Rice, P.E. Attached were the following tests: • Report of fire tests conducted in accordance with ASTM E 119, prepared by Warnock Hersey,. Report No. 651-0435, dated September 17, 1992. • Report of fire tests conducted in accordance I' with ASTM E 119, prepared by PFS · ..... ) , Corporation, PFS Test Report 189-71, dated February 15, 1990. · 6. 18 Report of fire tests conducted in adeordance with AS1'M .E 119, prepared by PFS Corporation, PFS Test Report 188-09-1, dated July 28, 1986. 6. 19 Letter · prepared by Inchcape Testing Services, dated November 8; 1995, signed by David Rowlandson. 6.20 Report of tests conducted in accordance with ASTM E 90 or E 492, prepared by Shiner+Associates, signed by Allen H. Shiner, P.E.: • Report IN 81-25, dated September 28, 1981. • Report IN 81-106,dated July 9,-1981. • Report IN 81-23, dated July 9, 1981. • Report IN .81-24, dated July 9, 1981. • Report IN 81-87,dated May 29, 1981. • Report IN 81-17, dated June 3, 1981. • Report IN 81-105, dated July 6, 1981. • Report IN 81 ·20, dated July 6, 1981. 6.21 Report of tests conducted in accordance with ASTM E 492, prepared by Riverbank Acoustical Laboratories, signed by Peter E. Straus: . • Report RAL "! IN 96-28, dated July 15, 1996. 6.22 Qualification data concerning .the TJI/H90X joists, witnessed by the PFS Corporation. 6.23 R~ports of TJM Experiment Nos. 1453, 1440 and 1449 concerning qualification of various TJI/Pro• 120 · TS joists. Testing witnessed by PFS Corporation. 6.24 Tjl Joist Manufacturing Standard, Claresholm Plant, dated October, 1997. 6.25 TJI Joist Manufactu_ring Standard, Eugene and Stayton Plants, dated May, 1998. 6.26 TJI Joist Manufacturing Standard, Lowndes County and Natchitoches Plants, dated May, 1-998. Page 5 of 15 7 .O CONDrTIONS OF USE The National Evaluation Service Committee finds that TJ1c Joist is an acceptable alternative materials, products or methods of construction to those specified in the 1996 BOCA National Building Code, the 1997 Standard Building Code and the 1997 Uniform Building Code, subject to the following conditions: 7 .1 TJI Joists are produced at the Trus Joist MacMillan Valdosta, Georgia; Eugene, Oregon; Stayton, Oregon; Natchitoches, Louisiana; and Hazard, Kentucky plants with quality control inspections by PFS Corporation (NER-OA251); and the Charesholm, Alberta plant with quality control inspections by lntertek Testing Services NA Ltd. {NEA-0A219). 7 .2 Allowable loads do not exceed the values set forth in Table 2. 7 .3 Design calculations and details for specific applications shall be furnished to the code official verifying compliance with this report and the ·applicable code. The individual preparing such documents shall possess the necessary credentials regarding competency and qualifications as required by the applicable code and the professional registration laws of the state where the construction is undertaken. . 7 .4 Cutting of the flanges is not permitted In the TJI Joists. Holes in webs of the TJI joists shall conform to the requirements given in Figures 2 and 3. 7 .5 This report is subject to re-examination on a periodic basis. For: information on the current status of this report, contact one of the participating members of the NES. STANDARD FIRE ENDURANCE TEST :OF MASTER SIDELD VINYL SIDING ON WOOD FRAME WALLS FIRE ENDUR.Ai'lCE TIME: CONSTRUCTION : DATE TESTED: .MATERIAL: LOADING CONDITIONS: ASTM E 119-83 ONE(l)HOUR WOOD FRAME WALL JUNE 27-28 AND JULY 1, 1991 VINYL SIDING-OVER 5/8 INCH GYPSUM WALLBOARD 1000 LBS PER STUD LIMITED LOAD BEARING WALL TCI REPORT NUMBER 107054 JULY 10, 1991 TESTING CONSULTANTS, INC. P.O. BOX 25992 · ALBUQUERQUE, NM 87125-0992 PHONE (505) 344-4138 TCI Report No. 107054 Pasze 1 ... INTRODUCTION On June 27-28 and July 1, 1991, Testing Consultants, Inc. conducted an ASTM E 119 Fire Endurance Te~t of a 10 ft wide by 10 ft bigh limited load bearing unsymmetrical exterior wall assembly. The assembly was constructed of nominal 2 in. by 4 in. wood studs spaced 16 in. on centers with 3 1/2 in. thick mineral ·wool insulation batts in the cavity, with one (1) layer of Dupont Tyvek Ho1.1$ewrap, with S/8 in. type FSW fire resistant gypsum wallboard attached to the exterior and m.terior surfaces of the assembly. The Master Shield Vinyl siding covered the 5/8 in. Gypsum wallboard on the exterior surface of the assembly; The tests were conducted for Master Shield, Inc .. Weatherford, Te~. MATERIALS FRAMING: The nommal 2 by 4 in. framing members were 1 1/2 in. thick by 3 1/2 in. wide HemMFir marked ''KAIBAB 392 STD. Hem-Fir, S-Dry" WALLBOARD: The exterior wallboard was 5/8 in. thick gypsum wallboard marked .. FSW FIRE RESlSTANCE CLASSIFICATION WP 45. I-HR". Centex Corporation. The wallboard was supplied in 4 ft wide by 1 O ft long sheets. TCI Report No. l 07054 Page 2. INSULATION: The insulation was 3 1/2 in. thick by 24 in. wide· by 47 in. long R-11 mineral wool having a density of 1.8 pc£ The insulation batts were paper fuced with vapor barrier on one :fu.ce, and were stapled to one face of the framing members. It was manufactured by Rockwool Industries. · WATERPROOFING: The waterproofing consisted of 01,1e (1) layer -0f Tyveck Housewrap, The Dupont Company. It was applied over the studs and the cavity insulation on the exposed surface of the panel. SIDING: The sicling used on the exposed face was Master Shield Rigid Vinyl Siding. The siding is fonned from a polyvinyl chloride compound extruded through a die into double 4 inch panels. The siding is of clapboard horizontal design. A hooking lip, self-alignment lock and nailing flange are provided on the lower upper edges of ea.ch panel. The siding provided for the panels was certified by Jerry B. Kent, PE ofEFP as representative of the standard formula and production processes for Master Shield Vmyl Siding. FASTENERS: , The fasteners used to fabricate the framing were 16d smooth box nails with flat heads and . diamond points. The fasteners used to attach the wallboard were 2 in. roofing nails. The siding TC! Report No. l 07054 Page 15 SlJMMARY OF TEST RESULTS ·Four test panels were made using 2 by 4 in. Hem-Fir studs spaced J.6 in. on center; having · 5/8 in. Type FSW fire resistant gypsum wallboard on both sides. The stud cavities were :filled with -3 1/2 in. thick mineral wool batts. The exterior side of the panels were covered with Master Shield Vinyl Siding. Tests of the exterior and interior sides of the panels when loaded to 1000 -lbs. per stud for the duration of the test successfully withstood one hour of exposure to the ASTM l 19 standard time vetsus temperature curve without susta,jning any breach of the -unexposed surface or reaching the specified maximum te~erature nor did the reading of any individual thermocouple reach the maximum temperature specified fur individual thermocouples. It was ~oncluded that the panel successfully_passed the one hour fire test exposure. Subjecting:a second set of panels identical to the corresponding fire test panels to a one-half hour exposure to _tbe ASTM E 119 standa,.-d ti;me yersus_teniperature curve followed by a one minute exposure t_o the erosion and impact of the standard hose stream, the panels successfully met the hose stream test.requirements. The subject panel therefore meets all reqwrements for a standard one-hour wall. .. ~(! c~~o~~ NO. !~7054 PQ,..,=> ! ':-._,/ -~- Rescectf"u l 1 v subm i -r:.t.ed. Te!t'.in<;;i Consultants. inc. J Ptitw.L {!.)J.-L_ J. ~e~rfc~ C~I 1anen. PE !! l lnofs DE R~gist~atlon No. 62-25875 Arizone PE Regis~ra~io~ No. !8865 Tenne~see ~E Registration No. ~70! T~e test we~ c~r~or~ed fn the re5con~•ble charge o~ Mr. Dorsld ~-M~cccrnack. R~vtewed an~ accroved by. Oona l d .A, r,iac:C.:;l""M~i::k. PE Cal 1for~1 :s ?I:: ;::egistraticn No. 350.15 N~vade PE Regi~tration No. 8850 City of Carlsbad •=-¥•11 b11 H·i•l4·Ei3U,t41ii CERTIFICATE OF COMPLIANCE PAYMENT OF SCHOOL FEES OR OTHER MITIGATION This .form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project Name: Building Permit Plan Check Number: Project Address: A.P.N.: Project Applicant (Owner(s) Name(s)) Project Description: Building Type: Residential L\ Number of New Dwelling Units L{ • Square Feet of Living Area in New Dwelling Second Dwelling Unit: Square Feet of Living Area in SOU Res. Additions: Net Square Feet New Area Comerc./ Ind.: Square Feet Floor Area G, 11" City Certification of 1)~ Date: l } Applicant's information: --+t\---=-·----'f1--~~----· ------~--r_l't....,[t'."-"-·0_0 _____ _ Carlsbad Unified School District 801 Pine Ave. Carlsbad CA92009 729-9291 Encinitas Union School District 101 South Ranch Santa Fe Rd Encinitas, CA 92024 944-4300 SCHOOL DISTRICTS WITHIN THE CITY OF CARLSBAD Certification of Applicant /Owners. The person executing this declaration (" wne ce 1 1es under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determ!ratioh of units or square footage is found to be incorrect, and that (2) the Owner is the owner/ developer o.f the above described project(s), or that the person executing this declaration is authori.zed to sign on behalf of the Owner. Sign~ture:~· Date: ~ ,/4., - 2075 Las Palmas Dr. • Carlsbad, CA 9~009-1576 • (760) 438-1161 • FAX (760)_ 438-0894 ·Revised 3-18-99 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) *************************************************************************************************** THIS FORM INDICATES THATTH~OL DISTRICT REQUIREMENTS FOR THE PROJEC~ .. ~R WILL BE SATISFIED. SCHOOL DISTRICT: The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may. iss·ue building permits for this project. SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL TITLE NAME OF SCHOOL DISTRICT DATE PHONE NUMBER ·t1r.i!:d# .Asst. Superintendent, Business -MN DIEGUnO UNION HIGH SCHOOL DISTRICT 7&D -753 -[o (.JC, I ". City of Carlsbad i=i! Othhi•i•l4·Fill 11 i¥ihl CERTIFICATE OF COMPLIANCE PAYMENT OF SCHOOL FEES OR OTHER MITIGATION This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project Name: Building Permit Plan Check Number: Project Address: A.P.N.: Project Applicant (Owner(s) Name(s)) Project Description: Building Type: Residential L\ ' Number of New Dwelling Units L( .-. Square Feet of Living Area in New Dwelling ~, /?. b $econ('.! Dwelling Unit: Square Feet of Living Area in SOU Res. Additions: Net Square Feet New Area Comerc./ Ind.: Square Feet Floor Area City Certification of . 1)~· bate: l J Applicant's information: --tt:\--=-· -'f+.-·~--__ ·_.;;;;..,,_;.._ . __ . ______ 1:..-+-_l'-<-t[~·O_O _____ _ Carlsbad Unified School District 801 Pine Ave. Carlsbad CA 92009 729-9291 SCHOOL DISTRICTS. WITHIN THE CITY OF CARLSBAD San Marcos Unified School .District 215 Mata Way San Marcos, CA 92069 736-2200 San Dieguito Union High School District . 710 Encinitas Blvd. Encinitas, CA 92024 753-6491 Ce · · : · n /Owners. The person executing this declaration ("Owner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the. Owner's knowledge, and tnat the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/ developer of the above described project(s), or that the person executing this declaration is authorized to sign on behalf of the Owner. Signature: Date: 2075 Las Palmas Dr. • Carlsbad, CA 92009-1576 • (760) 438-1161 • FAX (760)_ 438-0894 Revised 3-18-99 •"\ SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school· dis_trict(s)) *************************************************************************************************** THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. . SCHOOL DISTRICT: The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page .1 has paid all . amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL TITLE NAME OF SCHOOL DISTRICT DATE PHONE NUMBER 3/11(00 ENCINITAS UNION SCHOOL DISTRICT · DEVELOPER FEES ,: ' City of Carlsbad M=i!iit!iih~i•l4•ih4h,t401 May 11, 1999 To Whom It May Concern, Enclosed is an address list and map for 4 unit, apartment building. APN 216-300- 22. If you have any questions please call me at (760) 438-1161 ext 4326. Sincerely, John Mil brandt Building Technician cc: Pacific Bell, SDG&:E:, SANDAG, US Post Office, Carlsbad Postmaster, Navigation Technologies, County Tax Assessor, Carlsbad Chamber of Commerce, Daniel's Cable _Vision, California Registrar of Voters, SANGIS, Carlsbad Water Dist., Carlsbad Planning Depart., Carlsbad Fire Depart., Carlsbad Police Depart., Carlsbad GIS Depart., CFD Administrator, Thomas Guide, San Duigeto Hign School Dist., Encinitas Union Elementary School Dist. .-, 2075 Las Palmas Dr.• Carlsbad, CA 92009-1576 • (619) 438-1161 • FAX (619} 438-0894 UNIT 100 102 104 200 ADDRESS/STREET ASSESSOR'S PARCEL NUMBER 2912 LA COSTA AVENUE 216-300-22 " " " " " " 13 ~q/FG I-... -q...,~-.•. F·~·T r:· I .. --' ... -~---·->· j 1• CONDM PAR FIVE DOC 81-1673'!4 (SEE SHT. 3) g -::,•.-••,··. 9 215:..30 SHT. I CF 3 i-~ 1' 10J. 385 9 -~ k ~ ... ,"' ...,\j, ::,:, \ .... ~ 0 1~11. "" "i<o rn ::,:, -I > --1-..... ,., 38B ex: pc: l:Asr M 7943 1.57-~8 ~ , .(SEE SHT. 3) v., u ~% CONDM• i1 · ~_,~-.., I ~.-~\t . "' ~ 2• ~ "; . ,;,\ ,o .... -'i' ---- 2* LADO DE LOMA DE LA COSTA C<»-OM DOC 74-144531 MAP 11206-CARLSBAD .TCT NO B3-38 MAP 1023.6-CARLSBAD TCT NO B0-8 (CONDM) MAP 9847 -CARLSBAD TCT NO 79-19 (CONDM) MAP9791 -CARLSBAJ) TCT NO 79-11 tCONDM) MAP 7987 -CAR!.,SBAD TR.ACT NO 7 3-5 I MAP ·7958 ~ CARLSBAD TRACT N0.73-28 MAP 7943 -CARLSBAD TRACT N0.73-35 MAP 6600 -LA COSTA-SOUTH UNIT N0.5 '· \ ',; '0m 29• SH,~ ., ' 1 .j ., ,, ,, •i ·rs J l · 1 :;1 ·1 .- \ I • ~' ~ /tlt« . ( (A/1,/{ /1f/~vf:f/'~--t--1J(dc, r:A9i~ / -GsL-A'.!i~ /1 /i !..J.-f'f · .. Gr L' ,/\ i-5 '/ U 1 ' ·p 5 /'.-If> , ~/ 1 / 17/ .f i"YA 5·-, ·c ..... -. . 1;,;,'4:y 'a;f ";_.;;_ ··--· . ~rv t u, s' . CB992151 2912LACOSTAAVCBAD fc°!151 CURTIS APARTMENTS ' 4 UNITS 6176SF APT BLDG 1526SF GAR 1"'~--J RESDNTL APT I nt:1!· WITHFRAI I MARI< ! C ~lftr-1? ay £7,7// ~ \ l /4( 2, li!-f /11,, sf/ s;; !.r • BUILDING PLANNING ENGINEERING f:lRE APPR/FORM _____ HEALTH DEPT ----~· HAZ MAT I AIR QUAL _____ OTHER SEl.M:R OISTR : Ap-1/Cff UV\ /4 ( •· ;1 :rtl(ciq-LJ'~buJi 41k~<o!J r ko/ (!IL ~av .I S'/,,.,Joc,-vD' ,.,.,...~or,\'/}~-0/} f_,r';'t/ -17/} ?-; .J ,To FROM ; f cf.W/ { ( · V. 11-~ ~-4 ~ &.JL. ~ APPLICANT ACCUCANT . tl \ ~ -~ Ar~. 5~-. . . -UL r~ _ Ftr::~~~ W/i:li?E ,·/ r-=r~r:ct~~R, , J, , , _ -:::--..,...,..,~~£ _ _:__~---'--17, v~_~CH001;, f0RM ;,2...- Yiz · --r ~ · t -r CFO-FORM fjt/t,!CJ . U-,,1 fJ 17 . a . k/4/=r ]&ilo/-ifi PE&MWORKSHEET I#( I I , J "'I e "'e.s re.-. , . . BLQG FEES COMPLETE · · ... flib -~ "icffi:or ~ 1lt?;o0~tt BW~ , L-D~ · ' ,, c{~11-6<lv·~_1f_~1b 6 &1~Y~u4,iz:£ -~ . J z ~ ar tks~· )tf/t,,d Ci4. f//111~:__ u rw~. ~r i/1/qq {j~ :&,ci!A---+ ~qqo<fSI ff'Vt_ tv~ t P/,i_c7 Jo .vk-r-A-/P .• . , Ch @, ·'i'{: .. ff&! b"f ;fv/rll+~ · ~ i)wr;J,f f 1&15, Qr% h~ fovh . &1<1 . . ?/ft c)i # µJ., -/,., },-{ ~ -Jc r,f-k.d-0""''--<°t-":l±-6-1\ Q\"'-"'S . . j . µ.I( .J fw rJ -F• wi,S . 'v:,!:!!_0 _ W/1 t?'[;~ • ~..,._,c__.,_,,,_......,_. ____ '"""'1'·---...-,------·-----7 ~;.-.........,_,,_ ~ -~ -~--~-:-.. ---~..,-__ .,.. _____ _,,. --~ .. --..,._., ...... ---~"'"-~-. .,.... .. ,,, ____ * ........ ';""'~ ~ .,...,,..,_.,,...,.,,.,., ....... ~ .... ...,,-.. ,.,.,............,,... 1 . _____ BLOG GRADING LETTER . #',. f ' \ \· ',.,. . ..,._'-~' .. ,, ____ .. ,·· .': ', ·--~t·-~-..,,.._.,._~ \ : --, ' ~-. l 'c, '. , . • , .•. ; ~ -. ' . . . ' ' . 't': . ' } . ' 1 ~: . . ·, ·. . . ,, ' ,_' r--,, . f ' ; ' . ' .. I . . . I . . I ... · . i .: -: .. I . . > . ·. ". ,, . ', !, . . .. ' .. :. . t )•< ' Ls, '" . 1 . ) l ' ~-~ ~ ' = ~t ~~:/J . J I i l l l I l l . I . '; 1 I I t < ~--~ ---. -_ _,._~~~ ... ~ ----~~~-·;..;. . t~ 07/07/2000 I' Job Address: Permit Type: Parcel NO: Valuation: Reference #: Project Title: Applicant: WITHERALL MARK 760634-7704 Total Fees: Inspector: City of Carlsbad Plan Check Revision Permit No:PCR00113 Building Inspection Request Line (760) 602-2725 2912 LA COSTA AV CBAD PCR Lot#: 0 2163002200 $0.00 Construction Type: NEW CURTIS APARTMENTS TRUSS REVISION & ELECTRIC PANEL Status: Applied: Entered By: Plan Approved: Issued: Inspect Area: APPROVED 07/06/2000 MOP 07/07/2000 $109.00 II ~ta;t:_ent~$0.0~\~~lah\ce Due: . . c·--..__ I "'s:'~ ~ \ ~ \? / , $109.00 FINAL APPROVAL Date: _____ _ Clearance: NOTICE: Please take NOTICE that approval of your project includes the "Imposition· of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions.• You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in-Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capactiy changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project NOR DOES IT APPLY to any fees/exactions of which vou have oreviouslv been aiven a NOTICE similar to this, or as to which the statute of limitations has oreviouslv otherwise exoired. CITY OF CARLSBAD 2075 Las Palmas Dr., Carlsbad, CA 92009 (760) 438-1161 PERMIT APPLICATION CffY OF CARL$BAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 FOR OFFICE USE ONLY PLAN CHECK NO. 'Pc.£.. ~o-\ \.1 EST. VAL. _________ _ Plan Ck. D,~posit ________ _ Validated By __________ _ Date_'-----,----------- Address (include Bldg/Suite,#) ' Business Name (at this address) Legal Description Lot No. Subaivision Name/Number Unit No. Phase No. Total # of units 2 tt ...., 2e'z! .. 2Z.P"IY Assessor:; Parcel # Existing Use Proposed Use Description of Work SQ. FT. #of Stories # of Bedrooms # of Bathrooms Name Address City State/Zip Telephone# (Sec. 7031.5 Business a·nd Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or rep_air any structure, prior to its issuance, also requires the applicant for su~h permit to file a signed statement that he is licensed pursuant to the provisions of the· Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. An violation of Section 7031.5 by any applicant for a permi subjects the applicant to a,civil 11enalty of not more than five hundred dollars [$5001). a ' V. ;,-: .,,, ,o/, iz;;./..r d, Y,. ?~I,/ Address Name State License # _:.:;l}_---=-'l__,f'--""2'-"P-'(~7- City State/Zip Telephone# License Class_/)=--------City Business License # _______ _ Designer Name Address City State/Zip Telephone State Lice.nse # -------,------ t§:~~W ... QfJJ{_§(\~@Mfffl[f.4ffi~2:::!~--:;~0;!U&1t~~l~~~~b~·:;~:z~S:::3:Zer~::2'.~1~f~~tf~-~~J~0~~~~f;~~~~:.~V~~~i[~;~:~i{}I~~~~: Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: O I· have and will maintain a certificate of consent to self-insure for workers' compensation as provi~ed by Section 3700 of the Labor Code, for the performance of the work for which this,permit is issued. 0 I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. MY worker's compensation insurance carrier and policy number are: Insurance Company______________________ Policy No, Expiration Date _______ _ (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS ($100] OR LESS) 0 CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation· Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall ·subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($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 _________ _ ~Jiil.0.1-W¥~~Rt1tUJbJ>titP:~,0~JiAT1Q~;";;.,.JsJ,:: ~~v~1\~i.\ ii:~~~z:~,1:;~~-~}i½~t~2~1t~~!l:xlif2f~v~~\f;~~:4;~t~~:2t~St;:;t~s:1r{::.:t~~{~j}t@:~1.~:~~}t};·\:-~:; ttt i.'~~:~LG'.f·{::\ :)i 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 wh9 builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). 0 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). 0 I am exempt under Section ______ Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction,of the proposed property improvement. 0 YES ONO 2, I (have/ have not) signed an application for a building permit for the-proposed work. 3. I have contracted .with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number): 4. I-plan to provide. portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number/ contractors license number): ________ ~---------------------------------------- 5. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name/ address/ phone number/ type of work):·------------------~-----------------'---------------------- Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 0 YES O NO Is the applicant or future building occupant required to obtain a permit from. the air pollution control district or air quality management district? 0 YES O NO Is the facility to be constructed within 1,000· feet of the outer bRundary of a school site? 0 YES O NO IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIRl;MENTS OF THE OFFICE OF EMERGENCY SERVICES.AND THE AIR POLLUTION CONTROL DISTR!CT. ~g~1l$:J~j~CJltO~{eNPf~A§~J~{f~.:\~~~1"~1-~~i~J:{~~~~~~~r~:i?~~?~:r'5Kf;l~~~~~11r~~:,,~:~~2~~~1~:.~t:~-,:r~ ~--·: ~~-:.:;t_!l~:-~ -~·~:~~~~~~£)<ft;¥ 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 ______________ '""'"· .,,,.,L,..,,EN_D"'"E""'R""'S,.,,A""0DRESS ____ -'----'----------__________ _ fi~~AeID~tcANTFCE811f1q~,~~i~{s:::rzi~2:BJ'.,;~~::zi~i~~J:,'.t~t:;;;§ff!r~~1~~~~~3:~~~U{l¾~11~~}:};;1~:r?:,/4~;{~~'if,;;l~~i±~i.~~:~"f3 I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representatives of the Cit\' of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES Wt!ICH MAY I_N ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS.PERMIT. OSHA: An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the building Official under the 'provisions,of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not-commenced within 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a, erio f 180 s (S lion 106.4.4 Uniform Building Code). DATE ____________ _ WHITE: File YELLOW: Applicant PINK: Finance EsGil Corporation . ' 1.n Partne.rsnip wit/i, (jove.mme.nt for 'BuiUing Safety . DATE: July 7, 2000 JURISDICTION: Carlsbad PLAN CHECK NO.: 99-2151 (PCR00-113) PROJECT ADDRESS: 2912 La Costa Ave. PROJECT NAME: SFD for Mark Witherall SET:I r, .. 0--ARR.Llf¾_NT '--.~UR'ls.-J' CJ PLAN REVIEWER a FILE ~· The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. · D The plan~ transmitted herewith will substantially comply with the jurisdiction's building codes . when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list ~and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. ihe 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. D The applicant's copy of the check list has been sent to: D Esgil Corporation staff did not advise the applicant that the plan-check has been completed. ~ Esgil Corporation staff did. advise the applicant that the plan check has been completed. Person contacted: Mark Witherall Telephone#: Date contacted: 7/7/00 (by: Abe) Fax#: Mail Telephone Fax In Person XX ~. REMARKS: Applicant to carry approved set of plans to the city. By: Abe Doliente Esgil Corporation O GA o MB o EJ o PC Enclosures: 7/7/00 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 , > _· :!· -;. Ju~1so1c110N:· eari.bad .:..::: >;· ·· i1a)·. · . . -~ :: : .. : ·: ·: . . ' " : . < · ·., · ·PREPARED BY: Abe Dolieute ' • •, o I ' . · .. '• . :.-_;· -·. 8UJ.LbrNG ADD~ESS: 2912 La Costa Ave, . •, ' ·.· . · · .:: BUILDING OCCUPANCY: R-3/U-1. : ;,· '·.~ . ·: ~ . I • ' ., ,., . ' .. •" : •, '• .. \''' ,, ' . '. : . I • ',: : ' ' . ,, RltU'fl(NG tsU11 , ... !~': AREA VALUATION --·--·· PORTION (SQ.Ft.) MULTIP!,.IER Revision No. 1 : .. Air.Condltlpliina ·· ·i::1~ Sorinkl~ts : :' ' ' .:· TOTAL VALUE PLAN CHECK NO.: 99·21S1 (PCROO~ DATE: July 7, 2000 TYPE OF CONSTRUCTION: V-N VALUE ($) 1 • ' I . ' . ·.. 0 19.9 UBC Building Permit Fee O Bldg. Permif F~e by ordinance: $ ,' . . , D 199 UBC Plan Check Fee D Plan Check fee by ordinanc.~; $ ' ' : ' ''. ' Typ.e pf Review: ·O Complete Review o· Structural Only ' IZI Hourly ' • I '~ ' ' •t • •'t ' • ' ' t • ·<·:. · ·~ · · '[] · Repetltiye Fee Appll~bJe D Other: ::,_:: ,'' '•l •• ·: • -;."-'.. • :' •• • • •• I, ., • Esgll Plan Review Fee: $ 8?~ 15 /·(.J. :-':.¢~~~e·n~~ ,.Revision .No. 1. 1 hour for-EsgU f&$. · ·.:•,: ·,:··.:·. ," :,·, ' ' . . ... ··: ·,.,' ,'' . . .. ~ : : ,• ... .. . .. · •: '~ • :: • • I • : . . . ' .... •, ; o :~ I I • ~ • 0 < : ;_'::'. .. :· :; ' :: :: .. ' ~ .: io·d 9LSW9S8S8t:xe.:1 Sheet 1. of 1 · · macvaiue.doc 5100 7I9S3 " . HARRY F. FLETTER STRUCTURAL ENGINEER C f7'"_ '1 JOBN09-iO :~lO SHT.NO.~~-=~- . 910 W. San Marcos Blvd., Ste. 201 ___________ _ BY '\ f--;.:_ • San Marcos, CA 92069 DATE \ .0 i....,,_,-___ 1,..._( c._._(_ll.. __ ~_-0_r:_:. _,,J __ 4_.A_.,.._, _lf_\,_\_.~'-'_: .. ,,_t,_..-{ __ · _.,_t._'1 _~_E.. ____ c: .) ---~ -~---~---··:!:~Q_9.~. __ ~ \~( ~ 10,-{1:::,-1.. \ t -::.:. 1'2..lv'2.. \ ti 1d,. ,, \l,;, .. ::. f ' ~ Ll 'I.:. L"'-,: \ ,J t 1 ' G_ 1· .,':,-. if·. ( ____ -__ · ____ ,._.__, ___ -_1_•.;} ___ =t- v ~ .. 1-zi ,J I-..L-L -~ ' ~ J -\t~· A.tc::~ I ,,. .-7--"-'' !I"'! ,,:.. lo .1-c.. • "-, -o .•-, I \ I ')/_,. ·:::. ~ 4 q 2 / ~ \ 1 ~ !,;I, I, ,.-L "2., &, -~\. -Ii'/' ----t-·0-~ . . /L '2.T'L ,z~ ob dp-''"'\ -~ s t.\E:-4-12. <VALL L ~ 4-z. _ \ i -=-~ c. 1 , , o\l- i.-:;11 '2. ?~ I HARRY F. FLETTER STRUCTURAL ENGINEER \..J \ :C q it.. CZ. A.U.... ,, 910 W. San Marcos Blvd., Ste. 201 ____ ~------ San Marcos, CA 92069 E.:1'1= ... q _ s 1:l.1.... re ~ ~'--oi L t. ~ t. c~ 4;, -..r -::. 'Z 1 j' t:;/l,~ A.. ,f?:i<:>~1 ~. ,:i- ~~Ow v.-:; ~&6 xL"-3?::., q b · I /Z:~q, "'S {f A.Ct t-04{ C i °'~/2 ""1 i ; '2 .0i 4,-, JOB NO. '1'1031 6 SHT. NO. IG-L\ BY Qr--;;, DATE "" H».RRY F. FLJ:TTER STRUCTURAL ENGINEER 910 SAN MARCOS BLVD. SUITE 201 SAN, MARCOS CA 92128 PH 760-7442218 FAX 760-7444112 I . Rev: 504001 Title : WITHERALL APARTMENTS D~gnr: HFF Date: Description : 4-UNIT 2 STORY Scope: CALC. SKETCH General Timber Beam Description NEW BEAM LINE C 1 ST FLOOR I General Information Section Name 4x14 Beam Width 3.500 in Beam Depth 13.250 in Member Type Sawn Load Dur. Factor 1.250 Beam End Fixity Pin-Pin I Uniform Loads Uniform Loads Over Full Span Center DL Left Cantilever DL Right Cantilever DL I Point Loads Dead Load 1,262.0 lbs Live Load 1,836.0lbs ... dist~mce -1.500ft Center Span Left Cantilever Right Cantilever 14.00 ft ..... Lu 1.50 ft ..... Lu ft ..... Lu Douglas Fir -Larch, No.1 Fb Base Allow 1,000.0 psi Fv Allqw 95.0 psi Fe Allow 625.0 psi E 1,700.0 ksi 102.00 #/ft LL 32.00 #/ft 102.00 #/ft LL 32.00 #/ft #/ft LL #/ft lbs lbs lbs lbs lbs lbs lbs lbs 0.000 ft 0.000ft 0.000ft 0.000 ft 0.00 ft 0.00 ft 0.00 ft Job# 990310 \2-"2._ Page 1 I I I I lbs lbs 0.000 ft I . Summary I Beam Design OK Span= 14.00ft, Left Cant= 1.50ft, Beam Width = 3.500in x Depth = 13.25in, Ends are Pin-Pin Max Stress Ratio 0.860 : 1- Maximum Moment -4.8 k-ft Maximum Shear* 1.5 4.7 k Allowable 10.7 k-ft Allowable 5.5 k Max. Positive Moment 2.36 k-ft at 8.053 ft Shear: @Left 3.29k Max. Negative Moment -2.01 k-ft at 0.000 ft @Right 0.79 k Max @ Left Support -4.80k-ft Camber: @Left 0.004 in Max @ Right Support O.OOk-ft @Center 0.060 in M~. Maliow 10.67 @Right 0.000 in Reactions ... fb 1562.17 psi fv 102.1-0 psi Left DL 2.27k Max 4.58k Fb 1,250.0Q psi Fv 118.75 psi Right DL 0.57k Max 0.79k I Deflections I Center Span ... Dead Load Total Load Left Cantilever ... Dead Load Total Load Deflection -0.040 in -0.064 in Deflection 0.003 in -0.029 in ... Location 7.743 ft 7.496ft ... Length/Def! 13,557.9 1,260.9 ... Length/D!?fl 4,172.7 2,624.39 Right Cantilever ... Deflection 0.000 in 0.000 in ... Length/Def! 0.0 0.0 ... HP.RRY F •• FLETTER STRUCTURAL ENGINEER 910 SAN MARCOS BLVD. SUITE 201 SAi\! MARCOS CA 92128 PH 760-7442218 FAX 760-7444112 Title: WITHERALL APARTMENTS Dsgnr: HFF Date: pescription: 4-UNIT 2STORY Scope: CALC. SKETCH I Rev: 504001 General Timber Beam Description NEW BEAM LINE C 1ST FLOOR Job# 990310 Page 2 I I Stress Cales I Bending Analysis Ck 29.908 Rb Cf 1.000 @Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction I Query Values 0.000 Sxx Max Moment 2-.36 k-ft 4.80 k-ft 0.00 k-ft @ Left Support 4.73 k 39.873 in2 118.75 psi 4.58 k 0.79 k M, V, & D @ Specified Locations @Center Span Location= 0.00 ft @ Right Cant. Location= 0.00 ft @ Left Cant. Location= ·0.00 ft 102.411 .in3 Area 46.375 in2 Sxx Reg'd 22.62 in3 46.06 in3 0.00 in3 @ Right Support 0.98 k 8.254 in2 118.75 psi Bearing Length Req'd Bearing Length Req'd Moment -4.80k~ft o:ook-ft -4.80 k-ft Allowablefb 1,250.00 psi 1,250.00 psi 1,250.00 psi 2.094 in 0.362 in Shear 1.28 k 0.00 k 1.28 k Deflection 0.0000 in 0.0000 in 0.0000 in I .Cu{l..-r15 · • COMMERCIAL • RESIDENTIAL • • ROOM ADDITIONS• • COMPETITIVE PRICES• • FREE AND PROMPT ESTIMATES• 125ZSJ i Specializing in roof ·and floor trusses 2847 INDUSTRY STREET OCEANSIDE, CA. 92054 ICBO # AA-513 g b C> ~ V g [)1 .. ·- !DECK! a, c ~ ~ ~ ~ 1)1 / I/ ""' ... l · CURTIS APTS 3/12 & 4/12 PITCH ~A COSTA AVE 2x4 TOP CHORD CARLSBAD COMPOSITION ROOF INVOICE 5702 NO CEILING REDUCTION SLANT END BLOCK Scale: 0.0787"1 ... 1 ... , ....... , -~ .......... .... CT) re A 18 I='! ~ '~ ~ :...oo 1>1 V I" ,/ ' / V , BCf >1 I'-- V = " ,i:i ~ --I'... '(8M0>1 (Bf>4 i(RGE>i , ... ,i,,, ............ , .... -... (j r>4 (AGD1 ,,.. A A AA 42-00-00 ~ ... ~hi.. • . ~ ......... ' .. ·TYPE QTY Description Detail -------------------------------ru 3/12 PITCH 8 ,--I--AGE 1 A: GE GABLE Et-0 ~ AT 4 A: TR IB 9305BB IBCF 1 B: CF,., .. CALIF FILL -~ I> BGE 1 B: GE GABLE Et-0 EMO 1 B: MO 012435 '' BT 4 8: TR IB 930611 4/12 PITCH ICGB 2 C: GESS GABLE ENJ ICGE 3 C: GE GABLE E~ tT 30 C: TR 930585 tTB 7 C: TR SB 930586 "' ICTC 13 C: TR CT 932311-..... tm 1 ·C: TR CT SD 932311 STRUCTURAL TRUSS, INC. Abbreviations CERTIFIED INSPECTION CLIS CF: Calif Fill \,T: cant IN STRICT ACCORDANCE ~8 Gable End •p •• ··~~-·--··' ....... · WITH OOC.2311.5 ~A: Girder PREFABRICATED 18: Int Bearing 18 APR, 2000 lsB: Stub SO: Stud ~---TA: Truss L Copyright (cl CompuTrus In, March 22, 2000 .· Too Who it May Concern, . . 7 from Structural Truss are valid until March 22, 2000. Structural Truss .Any stamps with the U :B. C. # 251 U B C # 2311.6. If you have any questions, please contact now has new stamps with the more current . . . Structural Truss. Sincerely, ~-1--_::>~---. William J. Butler. CORPORATE HEADQUARTERS P.O. Box 6989 San Jose, CA 95150 (408) 993-1633 FAX (408) 993-1642 BRANCH OFFICES Los Angeles (714) 962-9994 Sacramento Oregon (514) 929-3337 . I -·-== --iiiiii --;;;;;; !!!!!!! CampuTrus, lnc. Manufacturing • Engineering. • ·computer Systems WARNINGS: 1. Read all General Notes and Warnings before construction of trusses. 2. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 3. 1x3 compression web bracing must be installed where shown+. 4. All lateral force resisting elements such as temporary and permanent bracing, must be de$igned and provided by designer of complete structure. CompuTrus assumes no responsibil- ity for such bracing. 5. No load should be applied to any component until after all bracing and fasteners are complete, and at no time should any loads greater than design loc;1ds be applied to any component. 6. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 7. This design is furnished subject to the limitations on truss designs set forth by the Truss Plate Institute in "Bracing Wood Trusses, HIB-91", a copy of which will be furnished by CompuTrus upon request. GENERAL NOTES, unless otherwise noted: 1. Design to support loads as shown . .----@ Design assumes the top and bottom chords to be laterally braced at 2'-0" o.c. and at 12'-0" o.c. respectively. 3. 2x4 Impact bridging or lateral bracing required where shown + +. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for "dry condition" of use. 6. Dei'sign assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces oftruss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic design values of the CompuTrus Plate,. indicated by the prenx "C", see I.C.B.O. R.R. 4211 11. The CompuTrus Net Section Plate is indicated by the prefix IICN", the designator (18) indicated 18 ga. material is used. All others are 20 ga. General Notes: Bracing to top and bottom chords not required, provided the chord members are braced throughout their length by continuous sheathing. STRUCTliHAL TRUSS INC. CERTIFIED INSPECTION . ICBO #AA~513 IN STRICT ACC08DANCE WITH UBC 25-17. PREFABRICATED I 111111·1111111111111111111 llm 11111111 FOR GABLE ENDS UNDER E!'-8' IN HEIGHT -MINIMUM GABLE STUD GRADE • 2x4 STANDARD GRACE HEM-FIR Manufacturing • Engineering • Computer Systems (2) BRACING·FOR GABLE END GABLE END (2) 2x4 BRACE AT 18'-0-o.c. OR AT CENTERLINE. ATTACH WITH 16d NAllS SH~ IN ( ). STRUCTURAi: TRUSSES PLATE .,, __ ,,. . ., .... ___ ,. 2x4STUDS- r CUTOUT FOR 4x2 OUTLOOl<ER \ '' .. '·-··-.. 1x4AOD-ON. ATTACH WITH 8d NAILS AT 9" o.c FILE NO: GABLE END DATE: 01/01/98 REF: 25-15 DES: SC SEQ: S151504 UBC-97 OFF STUD STRUCTI..Jf:\/\b i'f~Uirt INCi, CEATIFIEO INePEOilON 10B0 '#AA•513 IN STRICT ACCORDANCE WITH UBC 25-17 PREFABRICATED 4x2 OUTLOOl<ER DETAILS I C-2.5l!4.3 C•2.5X4.3 (Spl) ~- • CENTER VERTICALS VARY AS REQUIRED BY VENT SIZE OR OUTLOOKER CUTOUT FOR4X2 OUTLOOl<ER OVER STUD ·. -~·~ ~· :{\:.• ,'{\~>' "::"!}-•·:, !.'1 •,, ~;.~;r-•· l '~:.i --~, - ;, ( •· . . -~· ' . t: . .··,-: ,, -~ '( ' . :·:-~ ,,~: ,}, .• t:t .. '":,;.(-~~ . ... ,,·:,·._.:· '',:;\ • '":, ... ··?.: ...... ., ;,.,.• ,",Y:, ~-. ···-.Y . ,:•, IRIHIIIIII_· c v/(-rt!> -/11 111111 IUD 111 IIU IIU 111111111111 I UMBER SPECIFIC:A TIONS SIZE SPECIE GRADE PAtlEL !SI TOP CHOAOS: 2Jt ... OF H&&TR S• I BOTTOM CHOAOS: .2:ll. DF. fllCBTA s-.. WEBS: .2Jl. DF STAIID 1-7 IC L•TEAAL SUPPOIII <• 12·oc. OOH, ec LATERAL SUPPDRT <• 12·oc. \JON. 1 1 tl-03-09 12 3.ooc:==- C-2.5x3..1 21-00-00 ,r C-2.5x6 IS) TRUSS SPAN ,c2•-.oo· 1.0AD DURATIDH INCAEASE • t,i?5 SPACED 2 ... o• O,C. LOADING Ltt 20.0]+~( 8.0) ON lOP C~ORD • 29.0 PSF 10.0 PSF 38.0 PSF 9-08-07 C-2.5x6~ Dl. ON BOTTOM CHORD• TOTAL LOAD• I '1"··----· . 9-08--07 2."' '22-011'-0'0 'f C-?,5x6 C-2.5x6 [S) 11-03-09 t2 -=::::JJ.00 ANSI/TPI TI• T 2• t 3• T <I• '5 .. I 8• LEFT• INT.• SINGLE MEMaER FllflCES -&s5 .a 1-SA3 w ,. ~ •179 8 2• -272. M .. 2• 1249 a 3• •272 M 3a t249 B ,c• 643 M ,C• -179 W 5- -565 W 6- W 1• 496 RIGHT • 2200 I 21'• .o• -411RGD -~·· 1560 -1070 •979 •107D 560 -s,4• 498 BEARIN6 Af!EA REOUIAEI> [SO. llilt JOINT I .79 OF/ 1,22 HF/ 1.17 SPf" JOINT 7 .79 OF / ~ ,22 HF / 1.17 SPF JOINT 9 .V52 Of / !5. ,c3 HF / 5, 18 SPf "'( '( ~ STRUCTURAL TRUSS INC. CERTIFIED INSPECTION .~ IN ST~ICl ACCORDANCE WITH u.a.c. 2311.6 PRl!FA8Rleffl'e8 ,~ ~ ~ ~ ~, -. -&: ill · 0• ~ 6 ~ c-~.'5x<1.3 =:; C-2.5x6(S) ~ b C-2.5x6{S) \ C-2.5x~.3 I. r t. r Seal~: 3/16" DATE: ,c/ 3/2000 DES. av: f,lJ SEO.: 930588 14-00-00 U-OD-00~ 14-00-00 21-00-00 -r .1 I. 21-00-00 .., I. 42-00-00 PRO\'lOE FULL SURI.NG, 7' • ..,..... 0.11@.1 .. lltat.-. .,,_ °"1arwla Mllell; t • .._.. ___ .,...,....____ 1. PN!;n••-!>Ol1~•••ho'MI, O.Stgn conf.,... to UBC-97 2. _______ .. _____ N••-2, ~~n-h_""l ... batU•.cho"9• .... .ilrlr ..... •1 w-..---... o ...... ..,., •• 1.a•o· •. c.~ • ,._ ,..., -· ..__ .......... _______ • 3, 2>c-4tm.ottlllidtl"l•rt..•lllbiad1!,-.llrlldwtwe..,._+ • • --. • • ._,.r1.wllneftrw••h eitlw~c -· 4.. Mlo __ _,.,. __ .. ____, _ _,t....,., t. DNl!ln--.::r.'C ... _ftOrt,GQrreliv•=-ertt;···· _ .. ...,... ___ ..., ................. -..... t1N•dry•noftllhtll•el_, ~-·•, en,-1 .. -_... ·-· ... ----··-· e. ou11"-fulti.•lr'l••.,.....llho,t,m.lN111erw1<1p1r I. No __ .._..,.. ..... .,__.-...... __,_ 7 B":'2· ..i--~ .. ..idld.. --_ .. ......, ______ ..,_. r---......., e: P1~.&"1=c:T.0111oil onbalh ,_ Stni •• and"60N'" chair~., .. ,. ... .,.... • ..,_. 11,-c,:,inc:idewi1hi-n. Del1!0I( iw... a.~....,,__•••--••• IIAoll!Jf!lf-I. Dlgi1alndi•lll•1Juot"111•lnf,.,-, -......... ,.._ .... ..._.,._... 10.ForlN,llk: ..... '9!!nl!llioDf"1aC0111pWU11,._, lnllleelaolbrthep,ellil 1. 1111r-.,. .. .....,..llllllj,l,C .. ,..._._..,._f9tlh ·c•, -Lc.a:o.ll.'k.~~ :t=!::.=:-1:-::-=f:":"'_.,.,._., 11·1:i.~~ .~ .. "'~~..:l'iU'~-=-:to~ . AnYer: t . D7 CSU •Ii ... 6,clUlllll, ...... IIIIIIIQ .. ~---- 111111111111111 U-r IS_ - Manufacturing • Engineering • Computer Systems Valley Jllelcs It 24'0,C, SECTION A•A Nole: Attach ridge/jack purllns to posts wHh 3-1 Sd nails. FILE NO: CALIF FILL DETAIL DATE: 01/01/98 REF: 25,15-1 DES: SC SEQ: S151509 UBC-97 1111111111111110111111111111111111111 DETAIL FOR CONVENTIONALLY FRM1EO VALLEY Fill VALLEY JACKS VALLEY PADS JACK POSTS JACK PURLINS RIDGE BOARD RIDGE POST RIDGE PURLIN SPACEO24" o.c. CLEAR SPAN.NOT TO EXCEED &'-0". FOR SIZE ANO GRADE SEE ENO JACK CHART OR RAFTER SPAN TABLE UNDER APPROPRIATE c.s.t. LOADING. 1x6 OR 2 • 2xo4'1, 2x4's TO BE PLACED UNDER VALLEY JACKS AT NO MORE THAN 11'-0' o,c, AND NAILED TO JACK PURLINS. , 2x4x4'-0' SPANNING OVER THREE TRUSSES UNDERNEATH AND PARALLEL TO V/oUEf JACKS TO WHICH THE JACK POST SUPPORTS ARE NAILED. MINIMUM 2x8 N~. 2 HEM-FIR. 2x4'1 TO BE PLACED UNDER RIDGE BOARD AT NO MORE THAN 5'-o' o.c. AND NAILED TO RIDGE PURLIN, 2x4 WHOSE LENGTH IS 1/2 THE VALLEY 'MOTH AT THE POINT INDICATED BY A RIDGE POST. ·NAILING PER U.B.C. 1997 Jack Poll 'J~ END WALL, GABLE END OR GIRDER TRUSS • • :j J :,-,.I"' TRUSS AT 24" o.c. STAUOTUAAL TAUSS INC. CERTIFIED tNSP&CTION toeo #AA-513 IN STRICT ACCORDANCE WITH UBC 25-17 ..... nt:aEFABRICA1'':":r, Al AJ UJHBEA SPECIFlC.A rtONS SIZ£ S'E'CIE 4iRADE PANEL~ •TOPCltOROS: 2X 4 OF 11am s-3 901TOM OOIOS: 2X 11. OF ,1cam l-3 IIEBS: 2lc .. OF STANO 1-!I re l,ATEltAL IIUPPOAf <• ti!·oc. UDN. BC UT&RAI. !U'P(JRT <• t2•oc. UON. ""' IIIIIUIIUI 11111 lffl II , .. _ 6-0 GlROER TRUSS St!PPOOTING 34• 0-0 LOAD Dt.lflA TIDN IHCRl:ASE: • S • 25 . + . ,_,,.. ~---............. ~-.' LOADING .tc UIHF' LLC Ml.OJ+Dlf US.O)• 56.0 PLF' o· ·.o" TO."l:.C' ·a.o• VERT 8C UNIF u.c 224.0]·+Dl:-1···008.0)• 532.0 PLF o· .o· TO 14' a.o· YERT t 2 t cO!lll))ete trtns11 raqu1red. W Join logetllor with 3•x.t31 OJA GIJH nails st1199ered at a.r oc througheltt. top chards. 5• Cle throughltut ltottOIII Chords, 12• oc: throughOu\ wobs, ··" ·ANSI/IPI 2 MEMBER F'OAC£S .fNIIGD r •· -9911& a t• •10 ,. 1 -ma r 2• --494& a 2• 96iO M 2• -s,24 T 3-· 0 B 3• "'828 N 3• 113» N 4,. -59118 M !5• -U<I LEFT.• -4280 RIGHT• IIEASII* ME• REGUIAm (SQ. JOJ!fr s a.es w I ,o.s, w I JOIWI 7 11.79 OF I t~:~B I* I ~<le '"' I0.07 SIIF' -t lat .. •PIY tr..:• la NOf di-,,tir11111 •• 99 !lflFI t 2Jl4 'Neb t,raca l't'QU~NCI. 3.00~ . C-2.5x ... 3 C-5x7.7 ID IW•df! .r.egu1r..eit • .at..,, ... 1 Ml ·•O I .... ........ --___ ,._ ··---- ..!, 'q' $,t: ~~ .U .. ZXB .. ,. Ct Seal a:·· ·31a• JOB NAME: STRUCTIAIM.. • CUAJS OATE: <1/19/i?OOO OES, ~ AH SE:11.: 01243S C-3x7. 7 C-7x7. 7 14-06-00 . ......), ~ STRUCTURAL TRUSS INC. CERTIFICO INSPECTlf\"1 IN STRICl ACCORD•· WlTA u.e.c. 2311.· PRI!~ !SRICffl'l!tl !~ ~--.,.......,..._____,.,___ '\~r;'=-:,~U:'.:.':':;:W:: Destgn confONIS to UIIC-97 ltn'fer: i.070U U2t 1. ...._ ___ ....,.. .. ,.._., .. ___ _, 2. 0Nl~PIIIIIIMlhelel!andllotlenlcfla,d,atDk1eter.n,lr .... M _,.,. .__ 2•-0 •.e, and at 12'•0' ••*• rHpoe1lw1F, -3. 2,c4 "'1111c1 ••l'ilfnl er l.oterellr...,,. rcee""""'*"' ....,.,_ .i.-• -I :,, t,s_...., ... ......,._ .. __ ,..._ •· ~. 1Nt1tt1ttonol11lln•11ie ...... .., .. ,.111i\vltf•IM-clift-n111r-• .. _________ ._, __ ............ 5. o .. , ... _,.., .. ,n_,ar.10 ... ..-....... n-co,IMiv••-"'· _., •• .....,._,.........,....,....,......,.._, ,,.. Ml fer • .,,.,.,.,,,.,ot1on· oru ... . • ...,,__ .. _,_,,.._.....,._ e. o,,;.,._,""'""" i,,..,;,..n 11, ......... ,1, •-· stt1111 .. "'""'* H •• ..., __ .,_..,... •• ..,. • ..--:;::-........,-7. R-~'!riu,.,,_,.,i...,,111.odr-!19'1•~10Ykrecl • ==~"':'"'---..... --.... _, __ ,,..... e. 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CMl,UC-Pl1!1, lndlee!el bJ tM i,rlfix J. t111o-.,1t._.,.,,..~ ...... ..._.,..,_-.,, ... 1or1t. •c·,-t.C.tr.O,II..R.4211, ..,_T __ ..,,,....._.,_,_.~w-,Td 11. lha-4,<tfflpl.t-Nel-Soc"" PltOl•ielndoe .. ed+,.,,_ ~ •e,r, ....... _....,..-............ •re•,.,.,...._.....,.._ ""'-an.tor 11a1 fnidic-1a·ga. 111,m,11 le u,..,, All D1IMI• •• 20 fL llll~Uill c, vtt_1ts ~ a-r 11111111 m 11111111 Dll lal 111 I LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL ISi TOP CHORDS: 1005S SP.AN .i12·-.oo• tOAD DURATION INCREASE -1, 25 SPACED 2'4.0" O.C, A'NSl/TPl TI• T 2• 1 3• SINGLE MEMBER FORCES .flfRGO -7.26 6 1-702 w ,. • -5.oll -2,42 B 2• -21.f It 2• 6113 1221 D 3• -530 N 3• •1011-4 I "' • 2X <ii .2x 4 ~x.,. DF :fUlBTfl BOTTOM CHIIAOS: DF ftCBTA WESS: Of STANl 1-6 1-.. 1-7 LOADING Lt [ l?O. 01 •CL[ 8. ot ON TOP CHOml • DL ON. 80TTOH CHORD • TOTAL LOAD• 28.0 PSF tli.o PSF 38.0 PSF l ... 121& a 4• SB5 N4--979 T 5• -ua .. 5--to«s T 6• •805 N 6-&57 .. 7• -5"'5 lEFI • 512 RIGHI • "81 TC LATERAL SUPPORT <• t2•oc, UON. BC t.ATE'RA\. SUPPORT <• t2"0C. UON. INT.• 2200 f 2t"-.-~---· BEAR1Ni.,,.AAa"JiEou1RED rsa. IN> ;, ~ .·' ..... .:. / ~·/ ./ JOINT t _, .d2 OF / t.215 HF / 1.20 SPF JOlNT.,.A' .710F I t.l9HF/ 1.1:!SPF ,wt.fr 9 3.52DF/ 5.43MF/ !1.18SPF < ~1-1)0-00 • / ·21-00-00 • 1~ U·Ol-09 ., 9-08-07 1, 9-08-07 /. / , 11-03-09 ~ f 1 1 · 1 1 12 C-4x6 1~ '3.ooc:::=-5_0· -=::::13,00 C-2.5x6fS] C-2.5x3.4 C-2.513.4 lW STRUCTURAL TRUSS INC. CERTIFIED INSPECTION lN STRICT ACCORDANCE WITH U.B.C. 2311.6 PRl!FA8Rtem-e~ ~~ --... ~~===================~~==::::cc=========t=.~~=======::ccc::=~~==============::::=:S~~ b .~ C-2.5x4.3 Ct3X7.7 ', C-2.5x6(S] ..... .c!, C-2 .5x6 (S) . : .. -. . . .... -· -C-2 .5Jt4.3 11. 14-00-00 ' . '· 14-(H]i;OO \. U-00-00 I. '· 20-00-08 7 ,L 21-03-08 " ' ,12-00·.:.w -~ PROVIDE RLL Bf:I.RlHG. I. 7 Scale: 3/Ui" DATE: 4/-3/2000 DES. BY: .kf'~V 'SED.: 93 0611 w- i. -·------.--.. --. a.•-----... -·••--·-_,.,...__ __ 3. b:I __ .. .....,._ .. ____ •• 4. ,. • .....,._, ______ ,__,_,_....,., _ .. ......,. _ _....,..,-.,. .. .,..,....-. ~-... ....-, ... ---.. .......................... ...., . ..,--...... .._ ..... ::..":'.":;.... .:'.:.~=-~--,-..----.. •. c. __ ... ____ ,.. __ y1utCI,. _,.,.._._.....,_ __ .. __ ... ,. , ............ -~---·----.......... -·-.., .... T ___ ... ...,..._, __ _.,.,._,.., .......... _.,~_,___ a .... ,.,""'"'......_~ ""ttd: . "... 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TOP CHOOOS: 2X 4 DF fiC8TR 1• B BOTTOM Cl1DADS: 2X 4 Of' -tCBTR 1• 5 ll£BS: 2x 4 OF STAN) 1-B TC LATERAL SUPPOAl <• 12·oc, OOH. ec LATERAl SUPPORT<• 12·oc. UON. 17-0D-CO I lD~I Ill lffll Ill 1~11111111111 lAUSS SPAN 34•-.oo• tOAD DURATION INCREASE• 1.25 SPACED 24,0• O,C. ·LOADING LLt 16.0)iOL( 7,0l ON TOP CHORD• DL OH BOTTOM CHflRD • TOTAL LOAD • 2'-3;0 PSF !0.0 PSF 33.~ PSF f ANSI/TPJ SINGLE MEMBER F0FIC£S 4'WRGD l :I• -2712 9 1• 2!i!i5 M 1• -cO .. 'lf-.5• 58!5 1 2• -2!596 B 2• · 210!i " 2• ... 78 W Ii• -434 1 3• -2002' B ,-16:!0 'If 3• -434 .. 1• .. 76 1 4• -2002 B 4• 2'109 M 4• 595 WI• -204 l !5• -~95 B !-25'56 l 6• -2712 17-00-00 L£f'T • 1122 FIJOHT • U.!2 8ElAIN6 AREA AEGUlflED ISO. IN) JOINT I I.fl DF / 2,n HF/ 2.6-f SPF JOINT 7 .. 1.80 llf' / !2, 11 HF / 2.84 SPF 12 4.ooc;:::::-12 -.::::J4~0C, u, -$'= C> Scale: . 11•· OATE: ~/ 3/l?QDD UES. BY: /<vJ S1:0.: 930585 C-5x5.1 [St C-2.5x4.3 C-5x5.1 ISJ ---· 1. -·----........ ---. .. -- 1. ------.. ·~--··----..----3. t»:> ___ .......,_ .. ____ •• .. ,.,....., _______ .........,_,_..___ _ .. -....,-,, •• w .. u,,...,._.,....,.. __ .,__ _____ ___,.fW-~ ... L Pl• __ .__... .. _...,..___,,_,. • ....._ ..... __ ..........,_ .. ,.. ____ .,...__......, _ .. ..,... .. __ .,._ _ .. ~-------.. --...-,---.._.__._....,_.,.. __ _,.,., ... _ "J. lNo ....... -........ --.. -....... -.,_T ___ ..._.., ..... W ____ ,.,, •• _,., .. _ ............... ~ .... --- ~ STRUCTURAL TRUSS INC. CERTIFIED INSPECTION • • IN STRICT ACCORDANCE WITH U~B.C. 2311.6 C-t .5x2.6 PREFABRICATED ..., C-2.5>:4.3 ~ c!, C-5x5, 1 {S] 34-00-00 0.--, Noln, --•lhirwlN Mtecl:: }: E~~::::1i:=:.i't~ ............ ,.,.i1yi,.-1 J)l!sign cenfarn ta UBC-97 2'-0 •••• -« 12'·0-.... 'a]"""'· AnYer: I .07 UU~lf "I. 2•4 !'rnl!'""1: lrif1"'8 or 9-ol 111'• w'*-..__ + + 4. 11'1Mo11.11ion 1f W• ,a t1ie r•p11Nlloil1 ~u,-iiyo ocoll!r-. 5. O""!ign _,,.,. ,..,_••I• bll 1111 • .,......,rrMlw• •mlr•nment. and .... for "dr-, condlllwA' •f-. a. O..Jtn _,..,. full bewq 1t 11111111-n.ohown. SHno o, WNp ilr 1. re=·"· --~-drilin!'Pla..,-ndal. B. Pl1tu ~ IICMld •n i..111 ,--·· , __ ...,. "'"'*' 9111 ..... ....W 11.--~ wjlh "'1"l .....i:11r fl-. 9. Digib indlcdo 1111 of ,r.i. in iindln. 10. For 141110 ... "!tin,,.., .. .,, ti-. com..,-111t1, lndlelll!N br !ho Pf•r11 ·c·, -,.c .•. O. IUt. 4211.._ __ 11. n. ea~ ffn Soctler:1.-.-l&Mh:lllad IY 1111,roflx •c,r ti. ... ,. .... na, .... ,.111,a.m1u11J11e1.1...,MIDlhlR••'io,a. .-,,uslc: .................. l'.OllflJ1IIIS1'11n- IIIIIJIIJIIII Cvfl-r, s-c-r13 UIIII II llll 11111111111111 :, ' -... ,:,, 'I 'I ' j ' 'I > > > > " F LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANELtS} TOP CHOROS: 2X -I DF H&tlYR 1-6 8DTT014 CHOAOS: 2X <I DF HCBTR 1-!5 MEBS: 2Jf 4 DF STAl'I> 1-8 TC LATERAL StffORT <• 12•ot. UON. 9C LATERAL SUPPORT <• 12•oc. UON. 17-D_O-ilO TOOSS SPAN 33•-8.50• LOAD DURATION tt«:REASE • 1.25 SPACED 2 ... o• 0,C. LOADING Ll4 16.0]-+0l.1 7.0) ON TOP £HORD• DL ON BOTTOM CHORD• TOTAL ltlAD • 23.0 PS, 10.0 PSF 33.<I PSF 16-0B-OB •• ANSI/1PI SJNGLE MEMBER FORC£S ,4NRGD T 1• -2683 8 !• 2528 MI• -20• .,_ 5-'5'58 1 2• -2566 8 2• 20H ,. 2• ,t7'1 .. 6• -407 i 3• -1972 8 3• t!i!H ,. 3 .. -.a .. 1111 7• <189 l ... ~1959 a,.. 2054 11 ... 5116 1111 8• -157 l !i• -2,tB& 9 ~-2-430 l 6• -2593 LEFT• 1112 RIGHT• H12 flEARlk& AFIEA REDUIREO (SQ. JNJ JOINT 1 i.76 IF / 2.75 HF / 2,fi.2 SPF ,10nu 7 i.78 DF / 12.75 fff' / 2.62 SPF 1~ .t.00 c::;:?""' ! 12 -=::J4.00 Ln ~ I c:, Scale: 1/,4• DATE: ~I 3/2000 DES. IIY: 1("\,,J sea.~ 930586 c-5x5.t 1s, C-2.5x-4.3 C-2.5x4.3 C-5x5.1 IS) C-5x5.I [S) ~ STRUCTURAL TRUSS INC. 11 sJ CERTIFIED INSPECTION ~ tN STRICT ACCOROllN('~ WITH U.B.C. 2311.t C-lx2.6 PREFABRICATED N ~ C> 33-0B-OB w_, ,. -·---.,,----_......_-., ........ ···--·---· I. ____ ......... _ .. _, .. _N•t .. -W ..... ___ , ~-1•3 _______ .. ____ ..,._ •• 4 ....... ________ 1-lfw_.,_......, _ ... ....,__,...._..,.......,.,.....,..___ ... c.......,.. ...................... ,., .. ....... .. ____ .. ..,..,._...,._ __ .. ...,.._ --........... -...... --... ,-r--....., _ ... ..,..., ... y..._.., • • .,_ ..... _______ Tfw"'• _,.__.........,....._.,._ff_ 7 ............ -.......... -·---.......... ,.,... w_,_..,._ _ _....._ ... _, ___ ,.,._,., ---... --~ ..... --· o..-...a tllrtn. urt.M .,._,_.. MtN: t. 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Tr.:·~~N~~.!~!hi, ... 1aw.,_...,.,.~ ·c1t• -. 4eeigne1Df CHI lnolctilM H ge. fflllllrlll •..,....AH ot~ --Jo•· - ............ -~ . . ........... . 11111111 evrt_--n ..s -C:J V , c---rJ:J 11111111111·1111 LUkllat SPfCJFlCATIDNS ANSI/TPI SIMBI.E IIOIIIER· ·«Fffl'ICES .-wmo JIUJSS SPAN lM"-.oo· LOAD DUFIA~ION IHCAEASc • 1,25 SPACEO 24.o• O.C, T 3• T ;!• -3342 8 1-3150 Ill 1--270 .. 6• -3:: SIZE: SPECIE GRMlE PM!£L[S) -3t90 8 2• 2549 "2• 15'45 If 7• ToP CHORJS: T 3• -23'92 8 3-1891) 'Ill 3• -576 111 l!I• u: 211 4 fJF •1am t-6 LOAOING ll 4 16.0J +-DL { 1'4.0) OH lDP Cl:lllllD • DL ON OOTTOH Ot<mll • TOTAL LOAI} - l ... -2258 3 ,4• 2291 "',4• 788 If, g. -3.2: I BDTTDH CHOROS: ,211',4 OF #Ul8TJII 1-5 WEBS: 21l 4 DF STANO I-9 TC LAT!:AAL SUPPORT <• 12•oc, UON. 8C LATERAL SUPPORT <• !2"0C. UDN. 30.0 PSF 1'1.0PSf •-t.O PSf T 5• T 6• -2A36 II 5• 676 es- LEFT• 2234 -6"8 1~ It 5• 531 CAHT I 31'-10.3" AIGHf • IS87 PE ARING All£,. FIE'OIJTREO fSO , JN) NOJE; T,,_not~«bicaf. OrleldM AsS'-t JOINT 1 2.25 llf' / 3,47 Hf"/ 3.3:I SflF JOIHT 12 2.!I• DF / 3,92 HF f 3.13 SPF' ~ st:: I C> 12 -1. 00 r:::=,- 17-00-00 C-2.5x4.3 C-2. 5x4.3 {NS) C-5x5.2 ts} C-5x5. t (S) l7-00-00 C-5x5.1 (S) C-2.5x4.3{NS) C-2.!ix4.3 12 ~~ • 00 STRUCTURALTRUSSINC. CERTIFIED INSPECTION r i:.• ... in .... ~ I 0 k 32-00-00 Sc•1•: v~- JOa NAME: STflUCTUIIAL -CURTIS DATE: 4/ 4/2000 DES. BY~ RV SEQ,: 932311 ·-·-, ....... o-,,._ .............. __ .., __ 2. ...._ ___ __,.,. ........ , .. _111 __ ___ _.....,._ ~. , .. ___ .....,.,_ .. ..,.__..,_..,, .. ... ___ ....,. ___ __,.,..,.._~ _ .................. -. .,-....,""' ....... -· o........,.. .. _,..___..,,,__......,, ......... -.. ..,..,, .. _____ ,,., .. _,. .... ......,__ .. ........,._ .. .,. ______ __ _ .. ..,.... .. ___ _ .. ~-....... ·---... -~,.,-_..............,., __ ........... ,--. , ..... ...,... .. tw-.i ........................... -~ ......... ~,, ... ,.__.....,..h .............. ,-..... ,-.• ..,., .. 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R.11.. •z, 1. 11. ~t,Ti~ .. !f~ ':_l!'!,!!,~!f~b\' I!'!! ~Ill< "CN". tlw lllllllrlllllll Manufacturing • Engineering • Computer FILE NO: BLOCKING DETAILS DATE: 01/01/913 REF: 25, 15-1 DES: SC SEQ: S151507 UBC~97 ·------· --~ DOUBLE TOP PLATE r TRUSSES SPACED AS REQUIRED . I llllll.11111.1111111111111111111111111111· i 3-16d NAILS THROUGH SPACER BLOCK INTO ~ A :roPPLATE I LA STUDS SPACED/>$ REQUIRED' NAIL TRUSS TO SPACER BLOCK WITH 2-16d NAILS PARALLEL ONE SIDE, TOENAIL TRUSS TO TOP PLATE WITH 2-16d NAILS OPPOSITE SIDE. 'EAVE BLOCK WITH 2·16d NAILS PARALLEL ONE END, 2-16d NAILS TOENAILED OPPOSITE END. 2·16d NAILS INTO EAVE BLOCK ALTERNATE EXTERIOR WALL DETAIL • SPACER BLOCK WITH 3-16<ft00CS-INTO-- TOP PLATES . ------see NAILING REQUIREMENTS FOR SIMPSON H2.5 CONNECTOR. ~) STAUCTUAA~TRUSSINC. CERTIFIED INSPECTION ICBO #AA-513 IN STRICT ACCORDANCE WITH UBC 25-17 PREFABRICATED TOENAIL 2•16d NAILS INTO EAVE BLOCK 11111111111'1111 ~-1111111111111111111111111111111111111111 ,. .. Manufacturing • Engineering • Computer Systems ·• FILE NO: CONNECTION DETAILS DATE: · -u-1101198 REF: 25-15-1 DES: SC SEQ: S151506 UBC-97 EXTERIOR WALL NON-!!EARING PARTITION PERPENDICULAR TO TRUSSES0 TRUSS ~ I BO-CHORD~ .•. Ji _ -·· .'+-i , . • ,-~-TRUSS·CLIPOR 11 1 · 1 11 ,. ._J I 11 EQUAL WITH 1-16d NAIL OR EQUAL. 2x4 BLOCK $PACED 24• o.c. TYPICAL TRUSS BOTTOM CHORD @ NAIL TRUSS TO · BLOCK TRUSSES SPACED AS REQUIRED lv ·--. ---------lv @sETNEXT TRUSSAND TOENAIL TO PLATE G) NAIL SPACER . BLOCK TO TRUSS I 13-16d TYPICAL © _BACK NAIL AFTER A~ . :r:RUSSESAREERECU:it- ., :i ~ !I :,,,.,J' STRUCTURAL TAUSS INC. CERTIFIED INSPECTION ICBO #AA-513 IN STRICT ACCORDANCE WITH UBC 25-17 PREFABRICATED a +-, a +-=-1 c~ c.,_J 11111111 Ill 1111 ,/"campuTrus. inc. . . ~ Manufacturing·-.. ·Engineering-• .Compµter Systems -.. -·· ~ > ~ . 1-....J.. . I ~ ··--··-·-~ -~·- 2 X OVERHANG (MIN.) . OVERHANG L l .L DESIGN CRITERIA MOMENT: (W)(L2) ~-1.25 (2XFBR)(S) ·-. ---·-··--.. -. DEFLECTION: (3)_(LL+K(DL))(L4 ) ~ DEF (24XEXI) SECTION PROPERTIES DEFLECTION: 2x4: S = 3.063(JN}3 I= S.359(IN)4 K=O FOR DL < .5LL 2x6: S = 7.S63(/N)3 I= 20.191(IN)4 K= 1 FOR DL ~ .5LL 2x8: S = l3.141(/N)3 I= 47.63S(/N)4 DEF= L/240 STRUCTURAL TRUSS INC. FILE NO: Max. Overhang Chart CERTIFIED INSPEC!.ION --ICBC #AA-513 DATE: 01/01/98 IN STRICT ACCORDANCE · REF: 25-1 DES: SC WlTH lJBC 25·17 PREFABRICATED I llllll 111111111111111 1111111111 11111111 MAXIMUM ALLOWABLE OVERHANGS FOR TRUSSES AND RAFTERS ··----··- -··-LOAD DURATION INCREASE = 1.25 SPACING = 24 O.C •.. .::. __ ... -.. . -. -----~ LIVE LOAD (PSF) 20 20 16 16 16 DEAD LOAD (PSF) 8 15 7 14 19 TOTAL LOAD (PSF) 28 35 23 30 35 SIZE GRADE SPECIE-E FBR MAXIMUM OVERHANG 2x4 #2 HF 1.3 '1466 3'-5" 2·-10· 3'-8" 3'.()" 2·.-10· #1 HF 1.5 1639 3'-7" ·3·-0· 3'-10" 3•:2· 3'.()" ss HF 1.6 2:415 3'-8" 3'-1" 4'.()" 3'-3" 3'-1" #2 DF , 1.6 1509 3'-8" 3'-1" 4'-0" 3•.3• 3'-1" #1 DF 1.7 1725 3•.9• 3'-1" 4'-0" 3'-3" 3'-1" #1&BTR .OF 1.8 1984 3'-10" 3'-2" 4'-1" 3•-4• 3'-2" ss DF 1·.9 2501 3'-11" 3•.3• 4'-2" 3'-fi" -3•.3• ' . 1450F HF 1.3 1668 3•.5• 2·-10· 3'-8" 3'.()" -2·-10· 1650F. HF . . ... 1,5_ 1898 ---3·-r· -. 3'.()" 3'-10" 3'-2" 3'.()" 180QF HF· 1.6 2070 3·~· :r-1· 4'.()" 3·~3· 3'-1" 1950F t:fF 1.7 2243 3•.9• 3·~1· 4'.()~ 3'-3" 3'-1" 2100F HF 1.8 2415 ~·-10· 3'-2" 4'-1" 3•-4• 3·.~· 2400F HF 2.0 2760 4'.()" 3•.3• 4'-3" _3'-5" 3'-3" 2x6 #2 HF 1.3 1271 5'-5" 4'-6" 5'-10" 4'-8" 4'-6" #1 HF . 1.5 1420 5'-8" 4'-8~ 6'-1" 4'-11" 4'-8" ss HF 1.6 2168 5'-9" 4• •. 10· 6'-3" 5'-1" 4~-10" #2 OF 1.6 1308 5•.9• 4'-10" -6'-3" 5'-1" 4• •. 10· #1 OF 1,7 1495 5'-11" 4'-11" 6'-4" 5'-2" 4'-11" #1&BTR-OF .1.8 . . 1719 6'-0" 5'.()"-6'-6" · 5·~3· . 5'.()" ---. -ss . ,l)F 1.9 2168 5·.1· 5'-1" f;,'-r 5•-4• 5'-1" 1450F HF 1.3 1668 5•.5• 4'-6" 5'-10" 4'-8"' 4'-6" 1650F HF 1.5 1898 5'-8" 4'"'8" 6'-1" 4'-11" 41-5• 1B00F HF 1.6 2070 5•.9• 4'-10" 6'-3" 5'-1" 4'-10" 1950F HF 1.7 2?43 5'-11" 4'-11" 6'-4" 5'-2" 4•;.11· 2100F HF 1.8 2415 6'-0" 5'.()" 6'-6" 5'-3" 5'.()" 2400F HF 2.0 2760 6'-3" 5'-2" 6'-8" 5•.5• 5·~2· 2x8 #2 HF 1.3 1173 7'-1" 5'-11" 7'-8" 6'-2" 5'-11" #1 HF 1.5 1311 7•.5• 6'-2" 8'-o· 6'-6" 6'-2" ss HF 1.6 1932 7'-7" 6'-4" 8'-2" 6'-8" 6'-4" #2 OF 1.6 1208 7•.7• 6'-4" 8'-2" 6'-8" 6'-4" #1 OF 1.7 1380 7•.9• 6'-5" 8'-4" 6'-9" 6'-5" #1&BTR OF 1.8 1587 7'-11" 6'-7" 8'-6". 6'-11" 6'-7" ss OF . . 1.9. 2001 8'-1" 6'-8" 8'-8" 7•.1• 6'-8" 1450F HF 1.3 1668 7'-1" 5'-11" 7'-8" 6'-2" 5'-11" 1~50F HF 1.5 1898 7'-5" 6'-2" 8'.()" 6'-6" 6'-2" 1800F HF 1.6 2070 7'-7" 6'-4" 8',-2" 6'-8" 6'-4" 1950F HF 1.7 2243 7•.9• 6'-5" 8'-4" 6'-9" 6'-5" 2100F HF 1.8 2415 7'-11" 6'-7" 8'-6" 6'-11" 6'-7" 2400F HF 2.0 2760 8'-2" 6'-10" 8'-10" 1·-2· 6'-10" . - .. 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