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HomeMy WebLinkAbout2740 LA COSTA AVE; ; CB131127; Permit06-10-2013 I I City of Carl~bad 1635 Faraday Av Carlsbad, CA 92008 Residential Rermit Permit No: CB131127 ' ' Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: 2740 LA COSTA AV CBAD RESDNTL 2162801900 $457,039.00 Status: ISSUED Applied: 05/02/2013 Entered By: JMA Occupancy Group: # Dwelling Units: Sub Type: SFD Lot#: 0 Constuction Type: 5B Refere·nce #: Plan Approved: 06/10/2013 . 0 3 Structure Type: SFD Bathrooms: 3.5 Orig PC#: Issued: 06/10/2013 Bedrooms: Inspect Area: Plan Check#: Project Title: SOUTH POINTE: NEW HOME 3703 SFLIV / 659 SF GAR/ 68 SF DECK, 69 SF GUNITE SPA Applicant: SOUTH POINTE EQUITIES, LLC # 106, BILL PARKER 29379 RANCHO CALIFORNIA RD. TEMECULA CA 92591 951-676-2773 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 BTD#3 Fee Renewal Fee Add'! Renewal Fee Other Building Fee HMP Fee Pot. Water Con. Fee Meter Size . Add'I Pot. Water Con. Fee Reel. Water Con. Fee Green Bldg Stands (SB1473) Fee Green Bldg Stands Plan Chk Fee $2,098.98 $0.00 $1,469.29 $0.00 $0.00 $45.70 $0.00 $0.00 $310.00 $592.0() $0.00 $0;00 $0.00 $0.00 $0.00 $0.00 $773.76 $5,060.00 FS3/4 $0.00 $0.00 $16.00 $0.00 Total Fees: $37,860.94 Total Payments to Date: Inspector: Date: Owner: WERLE BARBARA TRUST 2738 LA COSTA AVE CARLSBAD CA 92009 Meter Size Add'I Reel. Water Con. Fee Meter Fee SDCWA Fee CFb Payoff Fee PFF (3105540) PFF (4305540) License Tax (3104193) License Tax (4304193) Traffic Impact Fee (3105541) Traffic Impact Fee (4305541) Sidewalk Fee PLUMBING TOTAL ELECTRICAL TOTAL MECHANICAL TOTAL Housing Impact Fee Housing lhlieu Fee Housing Credit Fee Master Drainage Fee Sewer Fee Additional Fees Fire Sprinkler Fees TOTAL PERMIT FEES $37,860.94 Balance Due: Clearance: FS3/4 $0.00 $414.00 $4,492.00 $0.00 $8,318.11 $7,678.26 $0.00 $0.00 $2,810.00 $0.00 $0.00 $207.00 $83.00 $58.24 $2,925.00 $0.00 $0.00 $509.60 $0.00 $0.00 $0.00 $37,860.94 $0.00 NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the 'protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or·service fees in connection with this project. NOR DOES IT APPLY to any fe s/exactions f which u hav revi u I n iv n N Tl E simil r hi or st which th statute of limitations has reviousl oth rwise ex ired. City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 06-10-2013 Storm Water Pollution Prevention Plan (SWPPP) Permit Permit No:SW130168 Job Address: Permit Type: 2740 LA COSTA AV CBAD SWPPP Status: Parcel No: 2162801900 Lot#: 0 Applied: Reference #: CB#: Project Title: Applicant: BILL PORTER 951-676-2773 Emergency Contact: BILL PARKER 951-676-2773 CB131127 SOUTH POINTE EQUITIES: NEW SFD SWPPP Plan Check SWPPP Inspections Additional Fees TOTAL PERMIT FEES Entered By: Issued: Inspect Area: Tier: Priority: Owner: WERLE BARBARA TRUST 2738 LA GQST A AVE CARLSBAD CA 92009 ISSUED 05/02/2013 JMA 06/10/2013 1 L $47.00 $56.00 $0.00 $103.00 Total Fees: $103.00 Total Payments To Date: $103.00 Balance Due: FINAL APPROVAL DATE/·Jf. ti~c ~~E __ _ S!GNATURE }l --........ ----,..----- $0.00 I • THE FOulOWING APPROVAL~ REQUIRED PRIOR TO PERMIT ISSUANCE: «~~ ~ CITY OF CARLSBAD JOB ADDRESS '2-7 4<> CT/PROJECT# LOT# i 4--8 Building Permit Application 1635 Faraday Ave., Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 email: building@carlsb~dca.gov www.carlsbadca.gov SUITE#/SPACE#/UNIT# · PHASE# # OF UNITS # BEDROOMS #BATHROOMS I 3 -I- OFIRE Plan Check No. Est. Value -17 DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) - N e-w K•~ e. ~.,,,, ,. , Ai C "~ . "'S" s. F GJA-kl) e. ,. ' .SQ ff J b,.z. ,Sc,>...~ flf-.Sffr/ ~103 J~ f . ' , . EXISTING USE AIR CONDITIONING FIRE SPRINKLERS NONE No[] YEs;g)No D YE~ NOD Joto STATE C ZIP .,, 61z,_s-'f I STATE C,,-ZIP PHONE FAX PHONE 4's--t-~1(. -'2..17 1,1,c.1,-$'-,,3. --, ,o -4, a-f "1 1 t -, '7 e, -s-,.., :J EMAIL- ·O cu. e? Sou_ rn ~01,.,.,..e 6-", r1 es· Cot'.>" EMAIL CONTRACTOR BUS.-NAME S ADDRESS . ~6 '""· ; ZIP CITY STATE ZIP ,-i r-, 2. PHONE FAX 73 EMAIL STATELIC.# STATELIC,# CLASS CllY BUS. LIC.# (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 ttiat 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 fi]at-he is exem11t therefrom, and the basis for the alleged e_xemption. Any violation.of Section 1031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars-($500)), _ _ _ • . -_ ·:;. _ WO R 1< ER S' COMPENSATION .i, ,, 7 ·~ .. -.~ ..... 1-,,,_ ,. ~-.. ,,---.-1t-= -~-·- Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: 8-1 have and will maintain a certlllcate of consentto 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. 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 workers' compensation insurance carrier and policy number are: Insurance Co •. ___________________ Policy No. _____________ Expiration Date ________ _ This section need not be completed if the permit ls for one hu.ndred dollars ($100) or less. -0 Certlllcate 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 crimina_l'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. ,6 CONTRACTORSIGNATURE QAGENT_ DATE OWNER-BUILDER DECLARATION I hereby affirm that-/ am exempt from Contractor's License Law for the following reason: :o I, as owner of the property or my employees with wages as their sole compensation, will do the work ana tlie s\ructure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors Lice Law does not apply to an owner of property who builds or improves thereon, and who does·such work himself or thr9ilgh his own employees, provided that such improvements are not intended or offered for e. If, however, the building or improvement is sold within one year of completion, the owner-build~rajll have the burden of proving that he did hot build or improve for the purpose of sale). (.Jls owner of the P,roperty, am exclusively contracting with licensed contractors to constru9t the project"{Sec. 704-4, Business and Professions Code: The Contractors 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 Contractors License Law). 0 ·I am exempt under Section ____ .Business and Professions Code tor this reason: _/' 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. ~es Oo 2. I (have / have nlllJl.lil!Jlj<l!&-aQ.appr · for a building permit for the proposed work. 3, I have co cted with the foll mg pe n (firm) to provide the proposed construction {include name address / phone/ contractors' license number): 4.1 pla o IIWlUll8-llet'IOl1S~1t -work, bu I have hired th rson to coordinate, supervise and provide the major work (include name/ aadress /phone/ co 5:1 wi provide some n acted {hired) the following persons to provide jhe work !~dicated {include name/ address/ phone/ type of';:;fj A5PROPERTY -~: '@~~ENT DATE ft".: COM P LET E TH I S S E C TI O N F O R N O N -R ES I D E NT I A-L B U IL D I N G PERM ITS O NL Y Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration'form o'r risk man~gem'eniand prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous SubstanceAccountAct? Cl Yes Cl No Is the applicant or future building occupant required to obtain a permit from the air.pollution ,ontrol di strip! or ~ir quality management district? Cl Yes Cl No Is the facility Jo be constructed within 1,000 feet of the outer boundary of a school site? Cl Yes Cl Nq IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. . I certify that I have read the application and statethatihe al>Qve lnfoonation is correct and that the lnfonnation on the plans Is ~rate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representative of the City of C~rtsbad to enter upon the above mentioned property for inspection purposes. I Al.SO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CllY OF CARLSBAD AGAINST Alt LIABILITIES, JUDGMENTS, COSTS AN EXPENSES WHICH MAY.IN Pm WAY ACCRUEAGAl~ST SAID.CllY IN CON$EQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for exCilva • over5'0' , molition or consfruction of structures over 3 ~!¢es in height EXPIRATION: Every permit Issued by the ing Official u provisions of this Code shal expire by limitation and become null and void ff the building or work autho · by ch permit is not commenced within 180 days from the date of such permit or' building or · ed by such permit is suspended or abandoned at any time after the work is commenced fora pe · of 1 ays (Section 106.4.4 Uniform Building Code). AS APPLICANT'S SIGNATURE DATE ,·, : , ( / ~:: . .;:"" ... ..... . . ; ~,· . . ~/i:·th!i£l 1" . /. __ --:, ,. ·-. -: ....... -..... ~ ::-. -.-. ~ ·--------• ------.,...::._.;:. •• ...::....-.· •• :~::,-•-c .... ........----·---" ... ~~~~-.... · J ~"''V-• ', . w.: ,:c;-t'tr,.,~':f· : ,, . . . . .· . . -·CAR~$~AO.·· ·.· .lNlPECT.ION -RECOR.D. CB.131127 ·2740 LACOSTAAV . . SOUTH POINTE: NEW HOME . 3703 SFLIV / 659 SF GAR / 68 SF DECK, 69 SF GUNITE SPA-W/ TEMP POWER ON A PERMANENT BASIS. .. Buildin~ Divisi~m . . . . · · ltl·INSPE(;tlON RECQRD CARD WITH APPROVED PLANS' MUST BE KEPT ON THE .JOB . RESDNTL · SFD ~, · !~!-':CALL ~EFORE 3:30·pm-FOR NE.Xt°WORi< DAY--INSPECTION ·@ FOR BUILDING INSPECTION·CALL:'760-602;.2725. Lot#: SOUTH POINTE·-~QUITIES, lLC ·:_'.; ;.~ )h2, ~El~fORCEl;>STEE.L ·· · ·;:}: ""#66 ~ -:MASONRY PRE GRO.UT .-·---_1'1,;---~ . ·----. . ...,. •. \ '"::i,\: , ,., ... , -~iA~Q'u:r , p WALL DRAI_Ns . _,..,,..,,., _, . . . -.. _ Jl.~T:JI~N I;!,$, ·: "· · ···'.'·it .. -.PQ1/)fstRJPs--Jf .. . #~:I:' :-.C~(U:MN_fOO'rlN~ #i{:=~~BERl~ME D_.FLOOR O CEILING . #16, IN~4l:AtiOif . #17 INlER{OR I.ATH'&.DRYWALL #51' ·j,ooL tjPA/STEEL/BOND/FENCE ~'#21.-UNDERGROUND jjlWASTE D ~ #2'1':TOPOb'T. DWASTE DWTR #27 Tll!J & SHOWER PAN .#2.3 · D ~TEST D GAS PIPING , #25 WATElfH~TER . -#26 . SOLAR WATER #2s·.t1~Af CODE #. STORM WATER '', #,33 C,TRI!, SERVICE D TEMPORARY #35 PHOTO:VOLTAIC #39 ~INAt -: .. CODE # MECHANICAL : . 1#41,. UN'i>ERGROUND'DUCT$ '&PIPING. #44 ". o·DUCT & PLENUM D REF. PIP.ING #43 HEA,T-AIRCOND;.SYSTEMS :. ·: · #M FRAME'ROUGH COMBQ (14,24,34,44) ~8~ f!~~L OCCUPJ\NCY (19,29,39,49) ----,-;--~-~-;-.-.,.: . ----'~-~-.....c---...;;_;;_;;_;___c' :';\;j:_ : .. ,-._; ,~· . AJS ONDERGP,OUND ViSUAL _ A/S UN~ER!lROUNl> HYDRO A/S UNDERGROUNI;) FLUSH . , AiS.OVERH~D 1~0~9,sj'~)'JC, · ,. A/$.FiNA( : .. :· ;\~;:··-} .\ 'F/.A ROUG.ll-lN · #600 PRE-CONSTRUC'flON MEETING . F/AflNA(.. . .. · -· :· . . [#603 FOLLOW UP l~SPECTION , :' _;;' . :f.~ED EXti~(Wi$1JJNG SYSTEM ROUGH-IN #605 NOTICE TO CLEAN · ... ·. · ,,_. .,. F(jED'EXIJffG 5)'$TEM HYDROSTATIC TEST #607 WRITTEN WARNING _' F~S1t&tiff~PISfflNG $¥STEM FINAL REV 10/2012 SEE BACK FOR SPECIAL NOTES Inspection List Permit#: CB131127 Type: RESDNTL $FD SOUTH POINTE: NEW HOME 3703 SFLIV / 659 SF GAR/ 68 SF DECK, 6 Da_te Inspection Item Inspector Act Comments 01/29/2014 11 Ftg/Foundation/Piers RI 01/29/2014 89 Final Combo PD AP 01/28/2014 89 Final Combo RI 01/28/2014 89 Final Combo PD co 01/22/2014 89 Final Combo RI 01/22/2014 89 Final Combo PD CA 11/18/2013 82 Drywall/Ext Lath/Gas Test PD AP 11/14/2013 16 Insulation PD AP 11/12/2013 84 Rough Combo PD AP 11/08/2013 17 Interior Lath/Drywall PB CA 11/08/2013 84 Rough Combo PB CA 11/05/2013 13 Shear Panels/HD's PD AP 10/16/2013 15 Roof/Reroof PD AP 10/10/2013 32 Const. Service/Agricultural PD AP 10/08/2013 22 Sewer/Water Service PD AP 09/11/2013 1-1 Ftg/Fouridation/Piers PD AP 09/05/2013 11 Ftg/Foundation/Piers PD AP 09/04/2013 11 Ftg/Foundation/Piers PD CA. 09/03/2013 11 . Ftg/Foundatioh/Piers PD NR 08/29/2013 21 Underground/Under Floor PD NR Thur~day, January 30, 2014 Page 1 of 1 09/04/2.013 19:18 17607512029 RICHARD J TANNER South Pointe Equities TIB Richard J. Tanner L.S. 9964 West Lil~c Rd. Escondido. Ca.,,92026 (760) 7Sh202-9. tibls55 l 7@wildblue.net 29379 Rancho California Rd. #106 Temecula Ca. 92591 September 4, 2013 FORM VERIFICATION LETTER Site: 2740 La Costa Avenue. Carlsbad Ca. 92009 Lot 348 Map6600 PAGE 01/01 Based upon a field survey perfooned on September 4, 2013 at the site listed above, I have determined that the comers of the construction forms are in substantial conformance, ( +-0.02'), with th~ proposed Floor Plan per the apptoved Site Plan and there are no encroachments into the setbacks as shown. (i.e. 7'10" side, 20' front, 15'8'' rear). Richard J. T ~ Cal. L.S. #5517 Exp. 9-30-14 Fax Cover Sheet Allan Heath Construction Lie. #870291 Phone(76O)550:..1185 Fax(760)745-2662 To: Palecek Plumbing Att: To Whom it may concern Re: La costa job From: Allan Pages including this one: 2 SEE SIMP, ~AU. DETAILS ~ 0 0 0 ---o- fool ~ 0 ·O I . I I . ,. I I I I I ,. I 10/5/13 ,., ;.', To ·' ~ I . 1 'lo ,, I . I ~ I I I I. :I I I I I I RUDY MORALES DESIGNER REVISIONS NO. DATE REMARKS & ~0/5/13 ISSUED Issued for Issued on PLAN CHECK BIDDING CONSTRUCTION PROJECT TITLE NEW HOME JOB ADDRESS 2740 La Costa Ave Carlsbad, CA 92009 LEGAL DESCRIPTION APN-216-280-19-00 LOT-348 TR.- OWNER South Pointe Equities LLC 29379 Rancho California Rd. Ste. 106 Temecula , Ca 92591 Tel: 951-676-2773 JOB NO.: 213-007 DATE: 10/08/2013 DRAWN BY: RM CHECKED BY: RM DRAWING SHEET S201 d ()., & ~ CITY OF CARLSBAD Address: ~ 7 4 n f__e_. C F);aj-/ll CIRCU(T CARD 8-36 L ~J/1 Permlf'Numbet: Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov C...(?) \n\\ ~7 Own~r.. ~ ~V\ ~(\f\~ V Plwo~: I 'Ctp,,-) t-.7.t... -:J..77~ ArenmSq,ft. oc7~ Co-n!rnotor: \_Q..4-·s-:f.,, _..f tf;r.c.. Phone; j r;ilf J...ro..z, T-4,.. r PANEL.: <...€)0 ~ /t[). () e),,. J AJ.C-:JHP\L. VOLTS '.)fZJ i,;) -i•2t...,~ -WIRE J· LOCATION CKT BKR WIRE MISC ru:.c REC LTG ~~RE BKR CKT LOCATION SIZE SIZE t'Yf'e: MlSC ·. 1"/fl! SIZE JL..,~ 1 ,~ J'/ (9,P-J Ir Ill>-IS' . Cn.J"Y•·,-l.:r 2 D{=p-,e-- , ' -. ,/'-•t.., k,,tae...,.. 3 2-o ll 1£.:t~ I f,.., -/j..11 O?OP .Lo 4 6~--,,-43e,.. -•~it· s· . fl,p 11. l/'_R/10(.,.. l t r.s-, ty-CJ;.('/1) 1:r 6 t:-<e:Ck- .kl'IZtv"" 't· ~P, 13.. dw.< I . l~ H -'-~I~ JS-8 CJ(' 1-,?, ~·~--t.tkt.,...,. 9 .2.o l'1... (hp"'?,/ 2. /IA Jf.r t:,;l)lf)a.-.. tr 10 ~e-~ u k,h~ 11. .1--"" h r -2. /'3 ·;4 Ir-12 C5eJ_.(// c...·· ~tvr .-•v4u,,.,_,., 13, ,'µ> '12 C.OC'u I I~ -~ /l,f CaJf'<:.r -u-14 .1"1--· h,p_ 3 k./.-a,,,.,, '15 · .'-9 ,t> n ~IJ1 K 7 J'I Cu.;i,.p l<T"' 16 l·.'.kll 4r. I,,<..~ 17. :;lo I l ~,t ? :;i ) t/ [lf ,'f.. O:J?(J,~ {J-18 ll ~ ~ IL.:r~-'flt. -:io 1 l. CCI fJ.p :r ~ -. ,l I Lf C.'<fll' 1-:S-20 .ll-*4-L W/1'~ 21 lY-'f-1 -C..C?fi-1" J'f J'J -IAO t-,;) }/,/ ~i? u-.. 22· r,·t,Lflt 2.S 1-10 ,.,_ &,.."IR 4' J'I 1'1 LOIP.0 ,,~ 24 i 1.' () ~ .: .:, ~~.flt 25 _l.,.? )l. C:rf:;P ~=---IQ. I 'I c_.;D,, , I .r-26 f.~1..:~_ ~1'lt_ . 27' j).D \) C$Nt,. ;_'> I ltf t:p(l(' /-:r 28 Yl"1J¼-l . 111 r,-- ;.._ ,n ·u -t . 1-e.,.,.j., ,. 2{; . .l~o IJ.. G'"j')," . 9· i Ji c~QtP .2.r. 30 ~F'J:G f,yJ / Si 32 ~ ,,-34 11/1 ' 35 36 37 3,8 .39 \ . 40 4i 42 MA1N; r:r:;2'o c, AMP ~USE O MLO Computecfl.oad .3.lJ' If V~ l-<_!jt.~.r- BUS:_;2_..:l_.C, AMP :SlHt C/)JOO{htioo WCltksncol M tack SmnP'\ cir®!!$ requfrod: . $1::M~e on1ra11ce or fee~d9clors: ~ A)·Lighlfn9 CJrouita 220 -3{b). 4{1.l} \,. A; Size: No, 2 . _ Sj Tyi:>e: 0 -CU AL . B) TWo $mal!-Applr:ance Clrt:Ults 210-11(-0) ¢) Insulation: D} Conduit Size: ~-4 C} Laundry Circuit 220-1$(1:i} Service grouncl/boncl; D} Central Healfng Equlp~nt m-12 A}Stze~No,_ ~7' B)Type; ~ 0A!. E)Battlroom 2t0-52('d} C) C!~p locatlofl(s): ~1;matkst ~ Z$0---50(c) owaterFipe ;;?50-104 Cl Ground Rod 250 -~2 0 Gfel.~t>l;lns-:no -s, aso-10; I cerlffy that all tfirminatk:ms ·tmve tiae11 fl:lrquod lri Df:<'XJtdanca Willi numu(acturf.lr's ~rin;iom(a} Cl l<it~htin {nstructlon:s ondina(ihq-Wor!(snoVr:n o.ri'fh/i;, cJ«;t!/t card ropres1.mrs the fulf·oxtont of 1'.3"Gimage(s) fJHydroma~ Tub . Jhe work perfQrm¢ un(f{;r tljls PiJ/t.A-/1 ~tdoors p CJ<wnet u ev1 ArCI Pro~tcd Ciro. 2 tO -'ti tz-1/-JJ ~room($} .Oc«ilroet~~le,¥,1-,c 0 Signed. _Dalo~ . . -· B-36 Page 1 of2 Rev. 03/09 · ..,,, __ ' - SINGLE FAMILY DWELLING ELECTRICAL SERVICE LOAD CALCULATIO~ As an alt.emative, methCK;J1 the STANDARD: ME,'THOD found In ARTIOLE.220,0fthe Nafiona/Electric Code,, may be used 1. GENERAL !.IGHTlNG LOADS , Dwelling :5::2 7 3 sq. ft. x 3 VA =-22.!:3{a) I ~ 3 l 'i VA Smaff appliance loads-220·16(a) 1500 VA,x_...t ___ circuits-=-'f.-:,b,;i VA Laundryload-220·16(b)1500VAx _ J circuits= . £,s--tn:i VA _1-,1a General Lighting Total l ,-1 f VA 2. COOKING EQUIPMENT LOADS -Nameplate Value . 7 Range ~ VA~ ,/4A Cooktop "' VA= / VA Oven {'s) -, re:--VA= / VA Cooking Equipment Total 3~. ELt;CTRIC D~ 220 ... 18 (Nam~plate, 5000 VA minimum) Dryer -L-VA~ OryerTotal 7 4. FIXED APPLIANCE LOADS 230 .. 30 (b} (3) Dishwasher = orsposal = Compactor= Water Hel;lter = Hydromassage8athtub = MlcroWf!Ve Oven = Builtwin Vacuum= 'J:~zJ-c_ = 5. OPTIONAL SUBTOTAL (Addalloftheabovetotals) 6~ APPL YING DEMAND FACTORS -TABLE 220-30' ILJ'fo/ First t0,000 VA x ·100% _=~ l, Optional Subtotal {frQm line 5) { Remainlng ~ t VAx 40%-= /vA z VA ip-o<J VA ~\.31 C/ VA -l (' Oo,e _ 7. HEATING OR AC LOAD-TABLE 220-30 II ooo - larger of the Heating or AC Load ; -VA ~...O \ L' 8~ OPTIONALLOADSTOTAL(Addtat~lsfromlines6and7)= 2~A )~ 9. MINIMUM SERVICE SIZE • Optional Lo@d! I9tal ;: /;1fs; .. Ampere - 240Volt · ~ (Please put total on front Qf card under Computed Load} ., I DATE: JUN·E 5, 2013 JURISDICTION: CARLSBAD PLAN CHECK NO.: 13-1127 EsGil Corporation In fPartnersfiip witfi qovernment for <Bui(d'ing Safety SET: III PROJECT ADDRESS: 2740 LA COSTA AVENUE PROJECT NAME: SFR FOR SOUTH POINTE EQUITIES LLC D APPLICANT ~ JURIS. D PLAN REVIEWER D FILE ~ 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 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 res~r a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. · D The applicant's copy of the check list has been sent to: RUDY MORALES 29379 RANCHO CALIFORNIA ROAD, SUITE 106, TEMECULA, CA 92591 ~ EsGil Corporation staff did not advise the applicant that the plan check has been completed. D EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: RUDY Telephone#: 760-468-2499 Date contacted: Mail Telephone D REMARKS: By: ALI SADRE, S.E. EsGil Corporation D GA D EJ D PC (by: ) Email rudy@southpointeequities.com Fax #: 951-676-5773 Fax In Person Enclosures: 6/4 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 DATE: MAY 29, 2013 JURISDICTION: CARLSBAD PLAN CHECK NO.: 13-1127 EsGil Corporation In (J?artnersliip wftli government for (J3ui(aing Safety SET: II PROJECT ADDRESS: 2740 LA COSTA AVENUE PROJECT NAME: SFR FOR SOUTH POINTE EQUITIES LLC S,APPLICANT .-IQ JURIS. CJ PLAN REVIEWER CJ FILE D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. D The plans transmitted herewith will substantially comply with the jurisdiction's 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. [8J The check list transmitted herewith is for your .information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. PLEASE SEE BELOW D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. ~ The applicant's copy of the check list has been sent to: RUDY MORALES 29379 RANCHO CALIFORNIA ROAD, SUITE 106, TEMECULA, CA 92591 D EsGil Corporation staff did not advise the applicant that the plan check has been co~pleted. [8J EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: RUDY Telephone#: 760-468-2499 Date c1mtacted:$'2C{ (by: 'ti}) Email rudy@southpointeequities.com Fax #: 951-676-5773 . ~ail Telephone v1'i=ax In Person [gj REMARKS: Please see attached for remaining items from previous list. By: ALI SADRE, S.E. EsGil Corporation D GA D EJ D PC Enclosures: 5/28 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 CARLSBAD 13-1127 MAY 29, 2013 • PLANS 1. Submit two sets of revised, stamped & signed plans to the city for review & approval. · • STRUCTURAL 2. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents. Not attached as per response. 3. Please revise detail 6/S301 to show the grade beam depth is 24" as opposed to 1'-6" as foundation plans (read the note on S201, by MBR, gridline #1). 4. Please specify the extension of the grade beam beyond grid lines A & B on Sheet S201. ' 5. Please show the outline of the ties on detail 6/S301. It is not shown clearly on this detail. • M~CHANICAL 6. Specify on plans the following information for the fireplace: This info is not noted on E-3, A201, as per response. a) Show ICC approval# on plans. b) Show the outline of the chimney on A202. c) Show the height of the factory-built chimney above t_he roof and the horizontal clearances per listing approval. Chimneys shall extend at least~:' above the highest point where it passes through a roof and at least 2' higher than any portion of a building within a horizontal distance of 1 0 feet. CMC Section 802.5.2.1. d) Note on the plans that approved spark arrestors shall be installed on all chimneys. CBC Section 2802.1. • PLUMBING 7. Revise floor plan note C. 1 to state: Water closets shall use no more than 1.28 gal/flush, as opposed to 1.6 (as noted). CPC Section 402.0. • MISCELLANEOUS 8. 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. 9. The jurisdiction has contracted with EsGil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact ALI SADRE, S.E. at EsGil Corporation. Thank you. DATE: MAY 13, 2013 JURISDICTION: CARLSBAD PLAN CHECK NO.: 13-1127 EsGil Corporation In (J!artnersliip witli t;;o11ernment for (Bui(aing Safety SET: I PROJECT ADDRESS: 2740 LA COSTA AVENl.JE PROJECT NAME: SFR FOR SOUTH POINTE EQUITIES LLC ~12-12-~NT ~ CJ PLAN REVIEWER CJ FILE D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. D The plans transmitted herewith will substantially comply with the jurisdiction's 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. [:gl The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. ~ The applicant's copy of the check list has been sent to: RUDY MORALES 29379 RANCHO CALIFORNIA ROAD, SUITE 106, TEMECULA, CA 92591 D EsGil Corporation staff did not advise the applicant that the plan check has been completed. [:gl EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: RUDY Telephone#: 760-468-2499 Date contacted: 5/1 J/ r,(by: 1c:,...,) Email rudy@southpointeeguities.com Fax #: 951-676-5773 e, Mail /Telephonev"' Fax In Person D REMARKS: By: ALI SADRE, S.E. EsGil Corporation D GA D EJ D. PC 5/6 Enclosures: 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 CAliLSBAD 13-1127 MAY 13, 2013 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: 13-1127 JURISDICTION: CARLSBAD PROJECT ADDRESS: 2740 LA COSTA AVENUE , FLOOR AREA: LIVING= 3703; GARAGE= 659; DECK= 68 REMARKS: DATE PLANS RECEIVED BY ,JURISDICTION: 5/2 DATE INITIAL PLAN REVIEW COMPLETED: MAY 13, 2013 FOREWORD (PLEASE READ): STORIES: TWO HEIGHT: 24~ DATE PLANS RECEIVED BY ESGIL CORPORATION: 5/6 PLAN REVIEWER: ALI SADRE, S.E. This plan review is limited to the technical requirements contained in the California version of the International Residential Code, International 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 revrew is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Present California law mandates that construction comply with the 2010 edition of the California Code of Regulations (Title 24), which adopts the following model codes: 2009 IRC, 2009 IBC, 2009 UPC, 2009 UMC and 2008 NEC. The above regulations apply, 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. 105.4 of the '2009 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has, been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. CARLSBAD 13-1127 MAY 13, 2013 • PLANS 1. Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plahs for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted ih one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. beliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 2. A reminder that the revised structural plans & calc's. need to be stamped & signed by the project engineer responsible for their preparation. Also the drafter needs to sign non-structural sheets of plans. (CA Business & Professions Code). 3. On the cover sheet of plans, specify any items that will have a deferred submittal (fire sprinklers/alarms, etc.). Additionally, provide the following note on the plans: "Submittal documents for deferred submittal items shall be submitted to the registered design professional in responsible charge, who shall review them and forward them to the building official with a notation indicating that the deferred documents have been reviewed and that they have been found to be in general conformance with the design of the building. The deferred items shall NOT be installed until their design and submittal documents have been approved by the building official." • . FIRE PROTECTION 4. Show locations of permanently wired smoke alarms with battery backup, per Section R314: a) Inside each bedroom. See MBR, BR #2 & Office(with a closet). Sheet E101. b) OL!tside each separate sleeping area in the frnniediate vicinity of the bedrooms. • NOTE: When more than one smoke alarm is required to be installed, the alarm devices shall be interconnected in such a manner that the actuation of one alarm will activate all of the alarms in the unit. 5. Show the locations of permanently wired carbon monoxide alarms with battery backup, per Section R315: See MBR. BR #2 & Office (with a closet). Sheet E101. a) Outside each separate sleeping area in the immediate vicinity of the bedrooms. • NOTE: When more than one carbon monoxide alarm is required to be installed, the alarm devices shall be interconnected in such a manner that the actuation of one alarm will activate all of the alarms in the unit. CARLSBAD 13-1127 MAY 13, 2013 • GENERAL REQUIREMENTS 6. Glazing in the following locations should be shown on the plans as safety glazing material in accordance with Section R308.4: a) Glazing in doors #3, 4 & 5. b) Glazing adjacent to a door where the nearest exposeq edge of the glazing is within 24" of either vertical edge of the door in a closed position and where the bottom exposed edge of the glazing is less than 60 inches above the walking surface. Windows# 8 & 9. c) Glazing adjacent to stairways, landings within 36" horizontally of a walking surface when the exposed surface of the glass is less th;,m 60" above the plane of adjacent walking surface. See window#11. d) Glazing in walls enclosing stairway landings or within 60" horizontally of the bottom tread of stairways where the bottom edge of the glass is less than 60" above the nose of the tread. • EXITS, STAIRWAYS, AND RAILINGS 7. Handrails (Section R311.7.7): a) Shall be provided on at least one side of each stairway with four or more risers. b) Handrails and extensions shall be 34" to 38" above nosing of treads and be continuous. c) The handgrip portion of all handrails shall be not less than 1-1/4 inches nor more than 2 inches in cross-sectional dimension: See Section R311.7.7.3 for alternatives. d) Handrails projecting from walls shall have at least 1-½" between the wall and the handrail. e) Ehds of handrails shall be returned or shall have rounded terminations or bends. •·ROOFING 8. Specify mini.mum ¼"/ft. deck slope for drainage. Section R905.9.1. 9. Note on the plans: "Attic ventilation openings shall be covered with corrosion- resistant metal mesh with 1/8" minimum to¼" maximum openings. Section R806.1. • STRUCTURAL 10. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: · a) The building pad was prepared in accordance with the soils report, b) The utility trenches have been properly backfilled and compacted, and c) The foundation excavations, the soils expansive characteristics and bearing capacity conform to the soils report." 11. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determfr1ed that the recommendations in the soils report are properly incorporated into the construction documents. 12. Note on plans that surface water will drain away from building. The grade shall fall a minimum of 6" within the first 1 0'. Section R401.3. 13. Please call out a detail # for the information regarding Strong Walls on Sheet S302. Also note where this detail is cross referenced on structural plans. CARLSl3AD 13-1127 MAY 13, 2013 14. Please specify where details 1 & 6/S302 are cross referenced on plans. 15. Please specify where details 3, 11, 12, 14, 15, ta, 19, 20, 22, 24, 25 & 29/S301 are cross referenced on plans. 16. Where are details 14, 15, 20, 23 & 29/S302 on plans as referenced on Sheet S202? 17. Please show the outline of the Strong Wall Pad footings as per standard details on the foundation plans. 18. Please clarify SW18x7'-4" as noted on S201 adjacent to door #3, which is 8' tall. 19. Please submit complete vertical load calculations include all beams, joists, columns, footings, etc. in the calculations as depicted on the structural plans. 20. Please revise detail 6/S301 to show the grade beam depth is 24" as opposed to 1',..6" as foundation plans (by MBR). 21. Please clarify 12" minimum embedment as noted on the right side· of the footing, on detail 6/S301. • MECHANICAL 22. Specify on plans the following information for the fireplace: a) Manufacturer's name and model number, ICC approval nt,1mber, or equal. b) Show the height of the factory-built chimney above the roof and the horizontal clearances per listing approval. Chimneys shall extend at least~' above the highest point where it passes through a roof and at least 2' higher than any portion of a building within a horizontal distance of 10 feet. CMC Section 802.5.2.1 c) Note on the plans th;3t approved spark arrestors shall be installed on all chimneys. CBC Section 2802.1. d) Decorative shrouds shall not be installed at the termination of chimneys for factory-built fireplaces, except where such shrouds are listed and labeled for use with the specific system and installed in accordance with the manufacturer's installation instructions. Section R1004.3. • ELECTRICAL 23. Include on the plans the following specifications for electrical devices installed in dwellings: CEC Article 21 0 & 406: · a) Tamper resistant receptacles for all new locations. CEC, Art. 210./52. b) Weather resistant type for receptacles installed in damp or wet locations (outside). c) Arc-fault protection for all outlets (not just receptacles) located in rooms described in NEC 210.12(8): Family, living, bedrooms, dining, halls, etc. 24. Per CEC Art. 210.11 (C)3, note on plans that bathroom circuiting shall be either: Modify electrical note #4 on E101 accordingly: a) A 20 ampere circuit dedicated to each bathroom, or b) At least one 20 ampere circuit supplying only bathroom receptacle outlets. '. CARLSBAD 13-1127 MAY 13, 2013 25. A porch that is greater in area than 20 square feet and is accessible from the interior of the dwelling will require a minimum of one receptacle outlet. CEC 210.52(E). This receptacle must be GFCI protected. See kitchen outdoor area. • PLUMBING 26. An instantaneous water heater is shown on plans. Please include a gas pipe sizing design (isometric or pipe layout) for all gas loads. 27. For gas piping under slabs that serve kitchen island cooktops, see Policy 91-46 for special sleeve and clean-out requirements. 28. New residential units must be pre-plumbed for future solar water heating. Note "two roof jacks must be installed" where the water heater is in the one story garage and directly below the most south facing roof (City Ordinance No. 8093). 29. Note "two 3/4'' copper pipes must be installed to the most convenient future solar panel location when the water heater is not in a one story garage and is not directly below the most south facing roof. (City Ordinance No. 8093). 30. All piping for present or future solar water heating must be insulated when in areas that are not heated or cooled by mechanical means. (City Policy). 31. Specify-on plans: New water closets shall use no more than 1.28 gal/flush, lavatories and kitchen faucets may not exceed 2.2 GPM, and showers may not exceed 2.5 GPM of flow. CPC Section 402.0. • GREEN BUILDING STANDARDS The California Building Standards Commission (SSC) has adopted the Green Building Star.1dards Code which became effective January 1, 2011 and must be enforced by the local building official. The following mandatory requirements for residential construction must be included on your plans. The Green Building Standards apply only to newly constructed buildings throughout California. CGC 101.3 32. Note on the site plan that the site shall be planned and developed to keep surface water away from buildings. Plans shall be provided and approved by the City Engineer that show site grading and provide for storm water retention and drainage during construction. BM P's that are currently enforced by the city engineer must be implemented prior to initial inspection by the building department. CGC 4.106.3. 33. Note on the plans that a minimum of 50% of construction waste is to be recycled. CGC 4.408.1. 34. Note on the plans that the builder is to provide an operation manual (containing information for maintaining appliances, etc.) for. the owner at the time of final inspection. CGC 4.410.1. 35. Note on the plans that during construction, ends of duct openings are to be sealed, and mechanical equipment is to be covered. CGC 4.504.1. 36. Note on the 'plans that VOC's must comply with the limitations listed in Section 4.504.3 and Tables 4.504.1, 4,504.2, 4.504.3 and 4.504.5 for: Adhesives, Paints and Coatings, Carpet and Composition Wood Products. CGC 4.504.2. CARLS.BAD 13-1127 MAY 13, 2013 37. Note on the plans that bgthroom fans shall be Energy Star rated, vented directly to the outside and controlled by a humidistat. CGC 4.506.1. 38. Note on the plans that if provided, whole house exhaust fans shall have insulated covers or louvers which close when the fan is off. The covers or louvers shall have minimum R4.2 insulation. CGC 5.507.1. 39. Note on the plans that heating and AC shall be sized and selected by ACCA Manual J or ASHRAE handbook or equivalent. The duct sizing shall be sized in accordance with one of the ACCA methods listed in CGC Section 4.507.2. 40. Note on the plans that prior to final approval of the building the licensed contractor, architect or engineer in responsible charge of the overall construction must complete and sign the Green Building Standards Certification form and given to the building department official to be filed with the approved plans. 41. Note on the plans that landscape Irrigation water use shall have weather based controllers. CGC 4.304.1. • MISCELLANEOUS 42. 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. 43. Please indicate here if any changes have l;>een 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 ate located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes CJ No CJ 44. The jurisdiction has contracted with EsGil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact ALI SADRE, S.E. at EsGil Corporation. Thank you. CARLSBAD 13-1127 MAY 13, 2013 [00 NOT PAY -THIS JS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PREPARED BY: ALi SADRE, S.E. PLAN CHECK NO.: 13-1127 DATE: MAY 13, 2013 BUILDING ADDRESS: 2740 LA COSTA AVENUE BUILDING OCCUPANCY: R3/U BUILDING AREA Valuation PORTION ( Sq. Ft.) Multiplier LIVING 3703 GARAGE 659 DECK 68 Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code CB By Ordinance Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance Type of Review: D Repetitive Fee -.,.., Repeats Comments: ·•I •I Complete Review D Other 0 Hourly EsGil Fee TYPE OF CONSTRUCTION: V-B/SPR. Reg. VALUE ($) Mod. 457,039 - $2,098.981 I $1,364.341 D Structural Only $1,175.431 Sheet 1 of 1 macvalue.doc + .. ,' ~ «1~ ~ CITY OF CARLSBAD PLAN CHECK REVIEW TRANSMITTAL DATE: 05/21/13 PROJECT NAME: SOUTH POINT EQUITIES LLC PLAN CHECK NO: 1 · SET#: 1 ADDRESS: 2740 LACOSTAAVE NEWSFD Community & Economic Developme_nt Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov PROJECT ID: CB 13-1127 APN: 216-280-19 ~ !his plan check review is complete and has been 'APPROVED by the ENGINEERING Division. By: 0 //o ((':J A Final Inspection by the · Division is required Dves [Z]No r:x:·1 This plan check review is NOT COMPLETE. Uems missing or incorrect are listed on L--1 the attached checklist. Please resubmit amended plans as required. ONLY ITEMS MARKED 1 X 1 NEED CORRECTION/CLARIFICATION Plan Check Comments have been sent to: BILL@SOUTHPOINTEQUITIES.COM For questions or clarifications on the attached checklist please contact the following reviewer as marked: ''' q ' '" ' ,, y~- PLANNING EN'GINr;ERIN:G . · FIRE: P,R~ENllON 760-602-4610 760-602-2750, . '' 760•602'-4665 · , ' , · _.·;1,, '' " ;•,_ ' ! •'• '' . '' '" . , .... .. I I Chris Sexton // I Kathleen L~wrence LJ Greg Ryan 760-602-4624 -----760-602-2741 · 760-602-4663 Chris.Sex~on@carlsbadca.gov Kl;!thleen.Lawrence@carlsbadca.gov ·Gregory.Ryan@carlsbadca.gov D Gina Ruiz [J Linda Ontiveros D Cindy Wong . 760-602-4675 760-602-2773 760-602-4662 Gina.Ruiz@carlsbadca.gQv Linda.Qntiveros@carlsbadca.gov Cynthia.Wong@carlsbadca.gov D D D Dominic Fieri 760-602-4664 _Dominic.Fieri@carlsbadca.gov Remarks: NOTE: IN LC SEWER DISTRICT ,, 1 CORRECT E-36 Set# ~ Any outstanding issues will be marked with [XI . 'Make the necessary corrections f'or compliance with applicable .codes and stanaards. Submit corrected plans and/or specifications to the Building division for re-submittal to the Engineering division. Items that conform to permit requirements are marked with [Z] { SITE PLAN. Provide a fully dimensioned site plan drawn to scale. Show: [ZJ North arrow W Existing & proposed structures W ~g street improvements Lkf'property lines (show all dimensions) 0Easements W-Right-of-way width & adjacent streets Show on site plan: D m Drainage patterns D ·m Driveway widths . D m Existing or proposed sewer lateral D m Existing or proposed water service o· D Submit on signed approved plans: DWG No. D . 0 Building pad surface drai~age must maintain a minimum slope of one percent towards an adjoining street or an approved draimige course. ~ THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building". D D Existing & proposed slopes and topography D LJ Size, location, alignment of existing or proposed sewer and water service(s) that serves the project. Each unit requires a separate service: however, second dwelling units ·and apartment complexes are an exception. D D Sewer and water laterals should ffot be loca.ted within proposed driveways, per standards. Include on title sheet: D m Site address D [Z] Assessor's parcel number D m Legal description/lot number D D 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. D D Show all existing use of SF and new· proposed ·use of SF. Example: · Tenant improvement for 3500 SF of warehouse to 3500 SF of office. Lot/Map No.: 348 Subdivisionrrract: LA COSTA SO UI\IIT 5 Reference No(s): MAP 6600 Page 2 of.6 REV 6/01/12 ti NIA N/A NIA E-36 Set# 2. DISCRETIONARY.APPROVAL COMPLIANCE CJ D Project does not comply with the following engineering conditions of approval for project no.: 3. DEDICATION REQUIREMENTS D D 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$ 20,000.00 , pursuant to Carlsbad Municipal Code Section 18.40.030. For single family residence, easement dedication will be completed by the City of Carlsbad, cost $605.00. D D Dedication required as follows: 4. IMPROVEMENT REQUIREMENTS D D 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 $100,000.00, pursuant to Carlsbad Municipal Code Section 18.40.040. D D Public improvements required as follows: c:J D Construction of the public improvements must ·be deferred pursuant to Carlsbad · Municipal Code Section 18.4-0. Please submit a recent property title report or current grant deed on the property arid processing fee of_$ 441 oo so we may prepare the necessary Neighborhood Improvement Agreement. This agreement must be signed, notarized and ~pproved by the city prior to issuance of a building permit. .D D Future public improvements required as follows: · Page 3 of 6 REV6/30/10 1 PLEASE ADD TO PLAN-- CUT, FILL, IMPORT, Set# 1 5. GRADING' PERMIT REQUIREMENTS The conditions that require a grading permit are found in Section 15.16 of the Municipal Code. adequate information available on site plan to make a determination on grading requirements. Include acc1,1rate gracjing quantities in cubic yards (cut, fill, import, export and remedial). This information must be included on the plans. If no grading is proposed write: "NO GRADING" EXPORT AND D D Grading Permit required. NOTE: _The. grading permit must be issued and rough grading REMEDIAL CY'S approval obtained prior to issuance of a building permit. NA DRIVEWAY EXISTING E-36 D D Graded Pad Certification required. (Note: Pad certification may· be required even if a grading permit is not required.) All reqUirecj documentation must be provided to your Engineering Construction Inspector . The inspector will then provide the engineering counter with a release for the building permit. D inor Grading Permit required. See attached marked-up submittal checklist for project- specific requirements. · 6. MIS.CELLANEOUS PERMITS D ORIGHT-OF-WAY. PERMIT is required to do work in city right-of-way and/or private work adjacent to the public right-of-way. Types of work include, but are not limited to: street improvements, tree trimming, driveway construction; tying into public storm drain, sewer and water utilities. D D Right-of-way permit required for; Page 4 of 6 REV6/01/12 i., 1 .E-36 Set# 1 7. StORM WATER Construction Compliance D m Project Threat Assessment Form complete. D D Enclosed Project Threat Assessment Form incomplete. 0 [ZJ Requires Tier 1 Storm Water Pollution Prevention Plan. Please complete attached form and return (SW 13-168 ) D D Requires Tier 2 Storm Water Pollution Prevention Plan. Requires submittal of Tier 2 SWPPP, payment of processing fee cind review by city. Post~Development (SUSMP) Compliance D D D ,W Storm Water Standards Questionnaire.complete. CJ Storm Weiter Standards Questionnaire incomplete. Please make the corrections, re-sign the questionnaire and resubmit with next $Ubmittal. D Project is subject to Standard Storm Water Requirements. See city Standard Urban Storm Water Management Plan (SUSMP) for reference. http://www.carlsbadca.gov/business/buildinq/Documents/EnqStandsw-stds-vol4-ch2.pdf D m Project needs to incorporate low impcict development strategies throughout in one or more of the following ways: D Rainwater harvesting (rain barrels or cistern) D Vegetated Roof D Bio-retentions cell/raih garden D Pervious pavement/pavers [l] Flow-through planter/vegetated or rock drip line D Vegetated swales or rock infiltration swales D Downspouts disconnect and discharge over landscape D Other: Page 5 of6 REV 6/01/12 Set# 1 9 .. WATER METER REVIEW Domestic (potable) Use D D What size meter is required? D I FYI I Where . a residential unit is required to have an automatic fire extinguishing system, · the minimum meter size shall be a 1" meter. NOTE: the connection .fee, SDCWA system capacity charge and the water treatment capacity charge will be based on the size of the meter necessary to meet.the water use requirements. D !FYI j For residential units the minimum size meter shall be 5/8", except where the residential unit is larger than 3,500 square feet or on a lot larger than one quarter (1/4) acre where the meter size shall be¾". 8. FEES Ow Ow D.w DD Required fees have been entered in building permit. Drainage fee applicable Added square feet Added square footage in last two years? 0 yes Ono Permit No. Permit No. Project built after 198D O yes Ono· Impervious surface> 50% Dyes D no Impact unconstructed facility Dyes D no Fire sprinklers required (l]yes Ono (is addition over 150' from center line) Upgrade Dyes Ono No fees required 10. Additional co·mments 1. R MOVE TITLE BLOCK FROM PROPOSED GRADING PLAN. THE CITY WILL NOT BE I NING THESE PLANS. FROM PLANS SUBMITTED, A GRADING PERMIT MAY NOT /tst'.'-K-1;:;.t,JUIRED~ . PLEASE PROVIDE A LETTER FROM OWNER STATING THEY ARE AWARE OF THE ACROSS THE DRIVEWAY AND STAIRS/GAlE AT REAR OF PROPERTY (NOT APPROVED OR PLANCKED BY CITY}. ELEVATIONS GIVEN DO NOT MATCH PREVIOUS GRADING PLAN. SEE ATTACHED . . ~N PROPOSE!;> GRADING PLAN WHERE IS THE LEGEND FOR A, B, AND C? WHICH ALTERNATIVE WILL THEY BE USING FROM THE SOILS REPORT? Attachments: r · · .1 Engineering Appllcat.lon D Storm Water Form D Right-of-Way Appllcatlon/lnfo. D Reference Documents D E-36 Page 6 of6 REV 6/01/12 ., . Fee Calculation Worksheet ENGINEERING DIVISION .. Prepared by: 05/21/13 Address: 27 40 LA COSTA AVE Fees Update by: KML Date: 05/21/13 GEO DATA: LFMZ: / B&T: Date: 05/21/13 Fees Update by: Bldg. Permit#: CB 13-1127 Date: ,EDl:JCALCULATIONS: List types and square. footages for all uses. Types.of Use: SFD Sq.Ft/Units 1 Types of Use: · Types of Use: Types of Use: Sq. Ft/Units Sq.Ft/Units Sq.Ft/Units ADT CALCULATIONS: List types anti square footages for all uses. Types of Use: SFD Sq.Ft/Units 1 Types of Use: Sq.Ft/Units Types of Use: Sq.Ft/Units Types of Use: Sq.Ft/Units FEES REQUIRED: . EDU's: LC EDU's: EDU's: EDU's: ADT's: 10 ADT's: ADT's: ADT's: Within CFD:OYES (no bridge & thoroughfare fee in District #1, reduces T[affic Impact Fee) D NO 1, PARK-IN-LIEU FEE:0NW QUADRANT ONE QUADRANT 0SE QUADARANT 0SW QUADRANT ADT'S/UNITS: I X FEE/ADT: I =$ NIA D 2.TRAFFIC IMPACT FEE: ADT'S/UNITS: 1 1x 3. BRIDGI: & THOROUGHFARE FEE: ADT'S/UNITS: ~ 4. FACILITIES MANAGEMENT FEE ADT'S/UNITS: 1x 5. SEWER FEE :EDU's 1x BENEFIT AREA: EDU's IX 6. DRAINAGE FEES: N'ii PLDA: ACRES: .26 I X 7. POTABLE WATER FEES: 1" MTR FEE/ADT: 2810 I=$ 2810 [{] ·[l]DIST. #1 ODIST.#2 ODIST.#3 FEE/AD'r: 592 1=$ 592 [{] ZONE: 6 FEE/SQ.FT./UNIT: I =$ 310 [{] FEE/EDU: I=$ LC D FEE/EDU: OHIGH FEE/AC: 1960 ' I=$ LC 0MEDIUM 0LOW D [{] I =$ $ 5o9.6o UNITS 1 CODE FS 3/4" CONN. FEE . METER FEE SDCWA FEE TOTAL $9966 5060 414 4492· .. .«~~ ~ CITY OF CARLSBAD PLANNIN·G DIVl'SION BUILDING PLAN CHECK REVIEW CHECKLIST P-28 DATE: 6-5-13 PROJECT NAME: PROJECT ID: Development Services Planning Division 1635 Faraday Avenue . (760) 602-4610 www.carlsbadca.e:ov PLAN CHECK NO: CB 13-1127 SET#: 3 ADDRESS: 2740 La Costa Av APN: 216-280-19-00 IZ/ This plan check review is complete and has been APPROVED by the Planning Division. By: Chris Sexton A Final Inspection by the Planning Division is required D Yes [g] No You ·may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections .from all divisions. D This plan check revtew is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: bill@southpointeequities.com For questions or clarifications on the attached checklist please contact the following reviewer as marked: ,, '. .. '' PLANNING ENGINEERING . ' FIRE PREVENTION 160-602-4610 760-602-2750-'" 760-602-4661:? ~ Chris Sexton D Kathleen Lawrence D Greg Ryan 760-602-4624 760-602-274:1. 760-602-4663 Chris.Sexton@carlsbadca.gov K~thleen.Lawrence@carlsbadca.gov Gregory.Ryan@carlsbadca.gov 0 Gina Ruiz D Linda Ontiveros ·o Cindy Wong 760-602-4675 760-602-2773 760-602-4662 Gina.Ruiz@carlsbadca.gov Linda.Ontiveros@carlsbadca.gov Cynthia.Wong@carlsbadca.gov ., D D D Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov Remarks: REVIEW#: 1 2 3 .!Xl D D !Xl D D !Xl D D ~DD !Xl D D lZl D D P-28 Plan Check No. CB 13-1127 Address 2740 La Costa Av Date 5-24-13 Review# J Planner Chris Sexton Phone (760) 602-4624 Type of Project & Use: sfr Net Project D·ensity:1.0 DU/AC Zoning: R-1 General Plan: RLM Facilities Management Zone: § CFO (in/out) #_Date of participation: __ Remaining net dev acres: __ (For non-residential development: Type of land use created by this permit: __ ) Legend: [X] Item Complete Environmental Review Required: DATE OF COMPLETION: __ _ D Item Incomplete -Needs your action YES O NO O TYPE Compliance with conditions of approval? If not, state conditions which require ~ction. Conditions of Approval: Discretionary Action Required: APPROVAL/RESO. NO. __ DATE PROJECT NO. OTHER RELATED CASES: YES ONO O TYPE __ Compliance with conditions or approval? If riot, state conditions which require action. Conditions of Approval: __ _ Coastal Zone Assessment/Compliance · Project site located in Coastal Zone? YES O NO D CA Coastal Commission Authority? YES o· NO D If California Coastal Commission Authority: Contact them at -7575 Metropolitan Drive, Suite 103,. San Diego, CA 92108-4402; (619) 767-2370 Determine status (Coastal Permit Required or Exempt): Habitat Management Plan . Data Entry Completed? YES D NO D . If property has Habitat Type identified in Table 11 of HMP, complete HMP Permit application and assess fees ih Permits Plus (A/P/Ds, Activity Maintenance, ent~r CB#, toolbar, Screens, HMP Fees, Enter Acres of Habitat Type impacted/taken, UPDATE!) lnclusionary Housing Fee required: YES D · NO D (Effective date of lnc!usionary Housing Ordinance -May 21, 1993.) Data Entry Completed? YES D NO D (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) Housing Trac.king Fo.rm (form P-20) completed: YES D NO D N/A D Page 2 of 3 07/11 Site Plan: ~DD ~DD ~DD DD~ ~ D.D D~D D~D DOD Provide a fully dimensional ~ite plan drawn to s.cale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of- way width, dimensional setbacks and existing topographical lines (including all side and rear yard slopes). Provide legal description of property and assessor's parcel number. City Council Policy 44 -Neighborhood Architectural Design Guidelines 1. Applicability: YES D NO D 2. Project complies: YES D NOD Zoning: 1. Setbacks: Front: Interior Side: Street Side: Rear:· Top of slope: Required 20' Shown 20' Required 7'9_½" Sho"Yn 7'10" Required __ Shown --· Required 15'7" Shown 15'8" Required ___ Shown __ 2. Accessory structure setbacks: N/A Front: Required __ Shown __ Interior Side: Required __ Shown ___ ·_- Street Side: Required __ Shown ___ _ Rear: Structure separation: · Required_. _ Showr;i __ Required_. __ Shown __ 3. Lot Coverage: Required <40% Shown 29.27% 4. ·Height: Required <30' with.3:12 min. roof pitch Shown 23'0 ½" 5. Parking: Spaces Required i Shown ~ (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required __ Shown __ Additional Comments 1) Please put the building height on all elevations. The height is measured from existing grade to· the top of the roof pitch. The height cannot exceed 30 feet with a minimum 3:12 roof pitch. 2) Please show the measurement on the site plan of the lot width 20 feet back from the front property line to determine the correct setbacks. The side yard and rear yard setbacks are 10%. and 20% of the lot width. 3) The second story balcony located off of bedroom #3 can only encroach two feet into a rear yard setback. Some areas of the balcony extend more than 2 feet into the rear yard setback. 5-24-13 1) 20%of the lot width (78'6") is 15'7". The site plan states the rear yard setback is 15'5". Please correct this. 2) The second story balcony is projecting more than two feet into the rear yard setback since the rear yard setback is not shown to be correct on the site plan. OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER Chris Sexton DATE. 6-5-13 P-28 Page 3 of3 07/11 b~~}.. -~.~".W ~ CITY OF CARLSBAD PLANNING DIVISION BUILDING PLAN CHECK REVIEW CHECKLIST P-28 - DATE: 5-24-13 · PROJECT NAME: PROJECT ID: Development Services Planning Division 1635 Faraday Avenue (760) 602-4610 www.carlsbadca.e:ov PLAN CHECK NO: CB 13-1127 SET#: 2 ADDRESS: 2740 La Costa Av APN: 216-280-19-00 D This plan check review is complete and has been APPROVED by the. · Division. By~ A Final Inspection by the Division is .required D Yes ~ No You may also have corrections from one or mor~ of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent toi bill@southpointeequities.com For questions or clarifications on the attached checklist please ·contact the following reviewer as marked: .. . .. . . ,,,., PLANNING .ENGINEERIN'G. · .. FIRE .PREVErft-lON .. 760-602-4610 · 760c602-27f?O 760-SOi-466!;> . . ,, . ·-. ,' [Z] Chris Sexton D Kathleen Lawrence D Greg Ryan 760-602-4624 760-602~2141 760-602-4663 Chris.Sexton@carlsbadca.gov Kathleen:Lawrence@carisbacica.gov Gregory.Ryan@carlsbadca.gov D G[na Ruiz D Linda Ontiveros D Cindy Wong 760-602-4675 760-602-2773 760-602-4662 Gina.Ruiz@carlsbadca.gov Linda.Ontiveros@carlsbadca.gov Cynthia.Wong@carlsbadca.gov ~ -D D D Dominic Fieri 760-602-4664 - Dominic.Fieri@carlsbadca.gov Remarks: REVIEW.#: 1 2 3 ~o.D· ~DD ~DO ~DD ~.D D Plan Check No. CB 13-1127' Address 2740 La Costa Av Date 5--24-13 Review# z Planner Chris Sexton Phone (760) 602-4624 Type of Project & Use: sfr Net Project Density: 1. O DU/AC . .Zoning: R-.1 General Plan: RLM Facilities Management Zone: §. CFD (in/out) #_Date of participation:_. _ Remaining r.iet dev acres: __ (For non,.residential development: Type of land use created by this permit: __ ) Legend: [g]· Item Complete D Item Incomplete -Needs your action Environmental Review Required: YES D NO D· TYPE DATE OF COMPLETION: _. __ _ Compliance with conditions of approval? If not, state conditions which require action. ·· Conditions of Approval: Discretionary Action Required: YES D NO O TYPE_. _ APPROVAL/RESO. NO. DATE PROJECT NO. OTHER RELATED CASES: Compliance with conditions or approval? If not, state cc;mditions which require action. Conditions of Approval:_,. _ Coastal Zone Assessment/Compliance Project site lo¢ated in Coastal Zone? YES O NO 0 CA Coastal Commission Authority? YES O NO 0 If California Coastal Commission Authority: Contact them at -7575 Metropolitan Drive, Suite 103, San Diego, CA 92108-4402; (61"9) 767-237.0 ' . . D~termine status (Coastal Permit Required or Exempt): Habitat Management Plan Data Entry Completed? YES D NO D · If property has Habitat Type ioentified in Table ·11 of HMP, complete HMP Permit application and assess fees in Permits Plus . (A/P/Ds, Activity Maintenance, er.iter GB#, toolbar, Scr.eens, HMP Fees, Enter Acres of Habitat Type impacted/taken, UPDATE!) lnclusi<;>nary Housing Fee required: YES D NO D (Effectiye date of lnclusionary .Housing Ordinance -May 21, 1993.) Data Entry Completed? YES D NO D (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) ' Housing Tracking Form (form P-20) ~ompieted: YES D NOD N/A D Page 2 of 3 07/11 ·--' ,...._"I Site Plan: l8l D D !El D D ~DD ODD ~DD D~D D~D ~DD DOD Provide a fully dimensional site plan drawn to scale. Sbow: North arrow, property lines, easements, existing and proposed ~tructures, streets, existing street improvements, right-of- way Width, dimensional setbacks and existing topographical lines (including all side and rear yard slopes}. Provide legal description of property and assessor's parcel number. City Council Policy 44 -Neighborhood Architectural Design Guidelines 1. Applicability: YES D NO D . 2, Project complies: YES· D NOD Zoning: t. Setbacks: Front: . Interior Side: Street Side: Rear: Top of slope: Requirecl 20' Shown 20' Required 7'8 ½" Shown 7'8 ½ Required __ Shown _. _ Required 15'7" Shown __ Required_. _· Shown __ 2. Accessory structure setbacks: N/A Front: Interior Side: Street Side: Rear: Required __ Shown_. _ Required __ . Shown __ - Required· ___ . Shown __ Structure separation: Required _· _ Shown __ Required __ Shown __ 3. Lot Coverage: Required <40% Shown 29.27% 4. Height: Required <30' with 3:12 min. roof pitch Shown 23'0 ½" 5. Parking: Spaces Required l Shown J (breakdown by uses for commercial ·and inaustrial projects required) Residential Guest Spaces Required __ Shown __ _ Additional Comments 1) Please put the building height on all elevations. The height is measured -from existing grade to the top of the.roof pitch. The height cannot exceed 30 feet with a minimum 3:12 roof pitch. 2) Please show the measurement on the site plari of the lot width 20 feet back from the front property line to determine the correct setbacks. The side yard' and rear ·yard setbacks are 10% and 20% bf the lot width. 3) The second story balcony located off of bedroom #3 can only encroach two feet into a rear yard setback. Some areas .of the balcony extend more 'than 2 feet into the rear_yard setback. 5-24-13 1) . 20%of the lot width (78'6") is 15'7". The site plan states the rear yard setback is 15'5". Please correct this. 2) The second story baicony is projecting more than two feet into the rear yard setback since the rear yard setback is not shown to be correct on the site plan. OK TO ISSUE AND ENTl;:RED APPROVAL INTO COMPU_TER DATE Page 3 of3 07/11 Project: Engineer: Code: Date: SHEA(WNE·F. NETUPUFT STRUCTURAL CALCULATIONS -.. __ 4.5.K .. - = 4500K' 15.6 + I I l 288.S!PLF!x·rio = j I I New Home-Revision#1 2740 Lacosta Ave. Carlsbad, Ca 92587 Richard H. Shiotsugu 25109 Jefferson Ave. Suite 315 Murrieta, CA 92562 951-677-6387 2010 C.B.C./ 2011 LABC April 04, 2013 ... -.. ;· : .. d I _, = 288.5 PLF l USE SHEAR TYPE #3 ! l I !CAPACITY/ 280/PLF/ l 2596.2 #I fusEHDU2l I ' ' ' I /CAPACITYJ -~lSif:t__! CRE TIVE DESIGNS I N C O R ~ 6 R A T E D Oct 5, 2013 Re: Addition 2740 La Costa Ave. Carlsbad, Ca.92009 To: City of Carlsbad 16~5 Faraday Ave. Carlsbad, 'CA 92008 The following has been modified from the original approved plans: 1. The first floor shearwall at kitchen has been revised to a #3 shearwall type and 15'-7" long. Please see attached drawing and calculation revisions If you have any questions please call me at 951-764-1385 Sincerely, Moises Villegas President Richard H. Shiotsugu Civil Engineer 24410 Elm Strett Ste. F Murrieta, Ca 92562 P: 951-764-1385 Page 1 of 1 11/1/2013 1' ' - Project Engineer: Code: Date: STRUCTURAL CALCULATIONS New Home 2740 Lacosta Ave. Carlsbad, Ca 92587 Richard H. Shiotsugu 25109 Jefferson Ave. Suite 315 Murrieta, CA 92562 951-677 -6387 2010 C.B.C./ 2011 LABC April 04, 2013 ,,, . -ft~ i . = 2500 I 1.6 + = .1562.S PLF USESIMPS (2) SSW18x10 ,, CAPACITY 6760 PLF { NET UPLIFT 1562.5 PLF x 9.0 = 14062.5 # USEHDU2 CAPACITY 3615 # = 1600 I 5.0 + = 320.0 PLF USE SHEAR TYPE#2 CAPACITY 260 PLF NET UPLIFT 320.0 PLF x 9.0 = 2880.0 # USEHDU2 CAPACITY 3615 # = 2750 I 4.8 + 4.8 -288.0 PLF USE SHEAR TYPE #2 CAPACITY 360 PLF NET UPLIFT .288.0 PLF x 9,0 = 2591.6 # USEHDU2 CAPACITY 3615 # = 1750 I 9.4+ = 186.2 PLF USE SHEAR TYPE #1 CAPACITY 260 PLF NET UPLIFT 186.2 PLF x 9.0 = 1675.S # USEHDU2 CAPACITY 3615 # .• ,1 .. / = 4500 12.0 + 14.3 -171.1 PLF USE SHEAR TYPE #1 CAPACITY 260 PLF NETUf>i.lFT 171.1 PLF i< 9.0 = 1539.9 # USEHDU2 CAPACITY 3615 # = 6500 I 20.0 + = 325.0 PLF USE SHEAR TYPE #2 CAPACITY 260 PLF NET UPLIFT 325.0 PLF x 9.0 = 2925.0 # USEHDU2 CAPACITY 3615 # C ', NET UPLIFT 375.0 PLF x 9 .. 0 = 3375.0 # USEHDU2 CAPACITY 3615 # = 5250 I 5.o + = 1050.0 PLF USE SIMPS {3) SSW18x8 CAPACITY 9300 PLF NET UPLIFT .1050.0 PLF x 9.0 = 9450.0 # USEHDU2 CAPACITY 3615 # = 2950 I 5.o + 5.o = 295.0 PLF USE SHEAR TYPE #2 CAPACITY 360 PLF NET UPLIFT 295.0 PLF x 9.0 = 2655.0 # USEHDU2 CAPACITY 3615 # = 4000 I 1.8 + = .516.1 PLF USE SHEAR TYPE #4 CAPACITY 550 PLF NET UPLIFT 516.1 PLF x 9.0 = 4645.2 # USEHDU2 CAPACITY 3615 # = 4500 I 4.8 + 4:8 = 473.7 PLF USE SHEAR TYPE #4 CAPACITY 260 PLF NET UPLIFT 473. 7 PlF x 9.0 = 4263.2 # USEHDU CAPACITY 3615 # = 3250 I 9.4 + = 345.7 PLF USE SHEAR TYPE #1 CAPACITY 260 PLF NET UPLIFT 345,7 PlF x 9.0 = 311:1,.7 # USEHDU2 CAPACITY 3615 # = 3250 / 13.b + = USE SHEAR TYPE #1 CAPACITY 260 PLF NET UPLIFT 250.0 PLF x 9.0 2250.0 # · USEHDU2 CAPACITY 3615 # = 5000 I 10.0 + 10.0 = NET UPLIFT 250.0 PLF x Q.O = = I ,20.0 + = NET UPLIFT 450.0 PLF x 9.0 = = 3250 I 12.3 + = NET UPLIFT 265.3 PLF X 9.0 = ,. = 2500 I 5.0 + NET UPLIFT 500.0 PLF x 9.0 = = 4500 I = NET UPLIFT 225.0 PLF x 9.0 = NETUPllFT 250,0 PLF x 9.0 = . " ,,, r,j , ;_.-1 250.0 PLF 2250.0 # 450,0 PLF 4050.0 # 265.3 PLF 2387.8 # 500.0 PLF 4500.0 # 225.0 PLF 2025.0 # '1t225o.o # USE SHEAR TYPE #1 CAPACITY 280 PLF USEHDU2 CAPACITY 3615 # USE SHEAR TYPE #4 CAPACITY 550 PLF 3615 # USE SHEAR TYPE #1 CAPACITY 280 PLF USEHDU2 CAPACITY 3615 # USE SIMPS (2) SSW18x8 CAPACITY 9300 PLF USEHDU2 CAPACITY 3615 # USE SHEAR TYPE #1 CAPACITY 280 PLF USEHDU2 CAPACITY 3615 # CAPACITY 280 PLF USEHDU2 CAPACITY 3615 # ·-· -· A B C D E F G ~ ~ ... I w --2.5k i 1 ·~ ~)f/ ' ' ,, 1 ~ ; ) ', l, 2 I/ " I/ 2a 1.6k· 3 1\/ l""'tt ~~~ 1/\ -.. lXJI '---' @ ·JJO -~ I rn11n ~ /4.:-.. \'.:'.') -~ ! ,, V I/ 1,1 ' ·~ V !f--ROOF BELOW ' 1on / 1=17 4 ~ / ~~-i; • .,... V" ---w 1-..... -' Li' ,) ' ,, ti' V -tz ..... IL ~ 5 2.75 'i1/ "" I/ I/ V / .l'J I/ " IL./. ~ 5a c-c •-• -· "'' ( • 1• .· ·: 6 'hJ l/. ~ T '- ', •. ,, I ,., .. 'l:''., .. second floor . . B C D F G ::.::· en 7 II ::,,: :,.:: LO in LC) r-- N ::,,: ::,,: -.i I"} .+ ·LO ::,,: I.(') in -N I"') N <.O I"} N -.i 5.25K 2 -· 2. 75+ 1. ::>=4.5K . ' t 6 \__:3::_:.5:'.__ ____________ ~_..:..._~--1.J!:=============::!I.. second floor Project: Engineer: Code: · Date:· SEISMIC STRUCTURAL CALCULATIONS New Home 2740 Lacosta Ave. Carlsbad, Ca 92587 Richard H. Shiotsugu 25109 Jefferson Ave. Suite 315 Murrieta, CA 92562 951-677-6387 2010 C.8.C./ 2011 LABC April. 04, 2013 Per Sec. 1613·ofCBC 2010 Seismic Importance Factor = 1.0 (Occupancy Category II) Mapped maximtun ~pectral response acceleration at 0.2 seconds Ss = 1.143} values obtained from USGS . Mapped maximum spectral response acceleration at 1.0 seconds S 1 = 0.429} ground motion calculator Site Class : D Site Coefficient at short period, Fa= 1.0 Site Coefficient at 1 sec period, Fv = 1.0 Spectrai response Acceleration at 0.2 sec period adjusted fot Site Class, SMs = Fa (Ss) = 1.143 Spectral response Acceleration at 1. 0 sec period adjusted for Site Class, SM1 = Fv (S 1) = 0 .4 29 5 % damped design Spectral response Acceleration at 0.2 sec period adjusted for Site Class, SDS= 2/3 x 1.43= .762 SMS =0.1.143 5 % damped design Spectral response Acceleration at 1.0 sec period adjusted for Site Class, Sm= 2/3 x .643= .429 SMl = 0.643 Seismic Design.Category =D Basic Seismic force resisting system : Bearing wall system, light..;.framed walls sheathed with wood structural panels rated for shear resistance or steel sheets Response modification factor, R = 6 ½ Seismic response coefficient, Cs= Sns 1 (RII) =.762/6.5=0.l 17 Design base Shear, V = 0.117 W Simplified Analysis Procedure WIND Basic Wind Speed (3 second gust), V = 85 MPH Wind Importance factor, I= 1.0 from table 6-1 ASCE 7-05 for Category II structures Wind exposure C Adjustment factor for building height and exposure from figure 6-2, ASCE7-05, 11, = 1.21 Topographic faetor, Kzt =·1.0 Simplified design wind pressure for Exposure B, at h= 30 ft, and I=l .0 from fig, 6-2, ASCE 7-05, ps30= 16.0 psf Simplified design wind pressures, ps= 11, Kzt Ips30 =l.21x16.0 =19.4 psf Wind Lo_ading: Basic wind speed, V (mph) = 85 W1A= 20.3 Occupancy Category = II W1B= -,1.1 Importance factor I = 1 W1C= 14.1 Ex·poslire Category = C W1D= 0.2 . Seismic Loading: Occupancy Cate·gory II E1, Main Importance Factor I 1 R 6.5, i Project Lattitude 33.667 Cs o.{71 1 Project Longitude -117.993 Sos= 1.113 So1 = 0.618 Gravity ·Loads: Beam self wt. = 32 lb/cf= 0.22 ROOF {R): Roof Pitch 5.0: 12 Cone. Tile 10.8 psf , 5/8;' Sheathing 2.0 psf Rafters· 2.5 psf " : R-30 Insulation o.~ psf 5/8" Drywall 2.8 psf Misc. .1.4 psf DL 20.0 psf LL 20.0 psf FLOOR {F}: ' ' :1 " Hardwood flooring 4.0 psf ' '·. 1' \,, .. 3/4" Sheathing 2.4 psf ,, I, ' . Floor framing 4..5 psf .. R-19 Insulation 0.3 psf 5/8" Drywall 2.8 psf Mi~c. 1 psf DL 15.0 psf LL 40 psf EXTERIOR WALL {EW): INTERIOR WALL {IW): 7 /P/' Stucco 10.0 psf Framing 2.5 psf 112" Drywall 2.2 psf Framing 2.5 psf Sh~athing 1.1 psf 1/2"' Drywall (2 s 414 psf R-14 Insulation 0.2 psf Sheathing 1.1 psf Misc. 1 psf Misc. 1.5 est DL 17.0 osf DL 9.5 psf 1J ~ CEILING {C}: Joists R-30 Insulation 5/8" Drywall Misc. Deck {D}: 1. .) ~) Tile w/ backer 3/4" Sheathing Deck Framing 5/8" Drywall MISC J 'L ; I DL LL ' 1.7 psf 0.5 psf 2.8 psf 1 psf 6.0 psf 10.0 psf 10.0 psf 2.4 psf 2.8 psf 2.8 psf 2 esf 20.0 psf .§.Qpsf I J b ' ~ . 1,, FOUNDATION DESIGN CRITERIA SOIL VALUES: ::· ~EY.'J .• Table 1804.2 si;,il type 4,. Sand, silty sand, clayey sand, silty gravel and clayey gravel (SW, SP, SM, SC, GM andGC) · Allowable Bearing Pressure (psf)j 2500, I Use I 2500 · f Per Soils Report ' Continuoµs Footing: .. Minimum Fta Dimen.siorisl · PLF LB • ) Two Floors & Roof: 15" x 18" with # 5 Top.& Bottom U.N.O. .. 3,125, . 13,802 Three Floors & Roof: 18" x 24" with# 5 Tob & Bottom U.N.O. 3,750. 20,938 Pad Footing Schedu_le: . (No Pad Footings Us!3d) Pad Type .. Pad Ftg Pirr.ien$ions LB 24 24'1 Sq. x 11r Op. Witt, 3 # 4s Each Way 10,000 30 30" Sq.x ·1 s" Op. With: ;3 # 4s Each Way 15,625 ,, ·. l,' . t' I ' ,, ;-.. , :" .,., ' j .. . 'ti', • f .. MINIMUM FOOTING WIDTHS R = {20, 20} psf EW = {17, 0} psf. F ={15, 40} psf Footing at Line L3 I /Minimum Footing Width= 18 in (based on loading) UNIFORM LOAD= R( 21 / 2 + 1.5) + EW( 19 / 1 ) +. F( 21 / 2) = {720.5, 660} plf ( 1381 plfTotal) ., . j . " ·i' ' ·-t,. Footing at Une. L2 I' )Minirh'um Footing Width= 12 in (based on loading) UNIFORM LOAD= + EW( 1911) + F( 10.5 I 2) = {401.8, 210} plf ( 612 plfTotal) - ,. r . : l' Beam·No. 3 TYPICAL FLOOR JOIST Specified Beam: ix12 Douglas Fir#?. Span Len_gth = 15.5ft Cantilever Length = ft lu = 1 ft A= 17 sq in S= 31.64 cu in I= 177.98 in"4 Left Reaction = 567 lb , min brg length = 0.6 in, RightReaction =567 lb, min bearing length= 0.6 in, 1.33' 0 15 40 0 [19.95, 53:2; OJ plf from p! to 15.5' D: R1 =I155 lb R2 = ·155 lb Main span: Vu (lb): 155 at d' At Cant.: Vu(lb): oat 15.5' v. (lb): 1823 V,/V,: 0.08 : 599 at7.5' Main span: Mu {lb-ft) At Cant: Mu.Ob-ft) M0.(lb-ft}. : oat 15.5' · 2429.00 MJM0 : Q.25 : -0.05! in at 7.i;• Deflection L/A. · 2049 Cant. Defl. : L/r,,.: L: I412 lb 412Ib 412 at O' a.at 15.5' 2025 0.20 1596 at 7.5' oat 15.5' 2699 . 0.5~ -0.24 in at 7.5' 768 Lr: I Fv FbCr (106 Fe (perp) Base Values 180 900 1.6 625 Repetative, Cr = . 1.00 1.15 1.00 1.00 Moisture</= 19%, Cm= 1.00 1.00 1.00 1.00 Not Incised, Ci = 1.00 1.00 1.00 1.00 Stability, CL= 1.00 0.99 1.00 1.00 1.00 1.14 .1.00 1.00 Factored Values 180 1024 1.6 625.0 DISTRIBUTED LOADS D +.75.L +.75 LO+ J,.: D+ Lr: D + (L & Lr at Cant. Only): I !5671b 567Ib I I I 567 atO' Oat15.5' 2025 0.28 . 2195 at 7.5' ' o·at 15.5' 2699 0.81 -0.33 in at 7.5' 559 ·:i C tt .,Y(D+L+Lr) '. ,Beam.No.6 WINDOW HORS AT L 1, LEVEL 2 Specified Beam: 4x4 Douglas Fir #2 Span 'Length = 3.5ft Cantilever Length = Oft lu = 3.5.ft A= 12sq in S·= 7.15 cu in I= 12.51 inA4 Left Reaction = 1134,lb , min brg length = 0.52 in, Right Reaction= 1134 lb, min·bearing length·= 0.52 in, 12' Roof, (20, 0, 20) 10.5' C 6 10 0 [303, 105, 240]·plf from 0' to 3.5' D: R1 = 530 lb R2= 530 lb · 530 at·0' Main span: Vu (lb). At Cant.: Vu (lb): v. (!b): V,JV.: Main span: Mu (lb-ft): At Cant.: Mu (lb-ft): Ma (lb-ft): M,/M;,: O at3.5' 1323 0.40 464 at 1.7'. o at3.5' 722.00 0.64 L: 184 lb 184Ib 184 at 0' o at3.5' 1470 0.13 161at1.7' o at3.5' 802 0.20 ·-,,. ; Base Values Not Repetative, Cr= Moisture</= 19%, Cm= DISTRIBUTED LOADS POINTLOA ·s . Lr: 420Ib 420Ib 420 a!0' 0at3.5' 1838 0.23 367 at 1.7' o af3.5' 1603 0.31 D +.75 L+.75 Lr:. D + L: 1134 lb_. · 7.14 ,lb 1134Ib 714Ib · 983 at0' 714 at0' 0·af3.5' O at3.5' 1838 1470 · 0.54 0.49 899 at 1.7' 624 at 1.7' 0at3.5' oat 3.5' . 1,003 802 0.86 0.78 Not Incised, Ci = .. Stability, CL = Factored Values D+ Lr: 950Ib 950Ib 950 at0' 0·at3.5' 1838 0.52 831 at 1.7' Oat 3.5' 1·003 0.83 , -0.05'inat1.7 Deflection l:'lt:., Ca.nt. Defl. -0.02 in at 1.7 -0.04 in at 1.7 -0::11 i,n·at 1.7' ·-0.07 in at 1.7 -o·.09 in at 1. 7 · 824 2377 1040 385 612 460 L/1:..: Fv FbC1 (106 Fc(perp) 180 1350 1.6 625 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 foo 1.00 180 1347 1.6 625.0 D + (L & Lr at Cant. Only): /) ~\ Beam No. 7 CONTINUOUS WINDOW HDRS ALONG L 1, LEVEL 2 Specified Beam: 4x6 Douglas Fir #2 A= 19 sqin Span Length = 5.oft Cantilever Length = ft 1u = 5.5 ft S = 17.65 cu in l-='48.53 in"4 Left Reaction =-1782 lb, min brg length =-0.81 in, Right Reaction= 1782 lb, min bearing length= 0.81 in, 12' Roof, {20, 0, 20) -10.5'C 6,10 0 [303, 105, 240] plf from 0' to 5.5' D: R1 = 833 lb R2= 833 lb Main span: Vu {lb): 833.af 0' At Cant.: Vu (lb): o at5.5' v. (lb): 2079 VJV.: 0.40 : 1145 at2.7' Main sp~n: Mu (lb~ft) At Cant.: Mu (lb-ft) M1 (lb-ft) MJM •. : 0at5.5' : 1540.00 · 0,74 Deflection L/1,.. : -0.08 in at 2.7 · 823 Cant. Def!. L/1,.; L: 289,lb 289Ib 289 at0' 0 at5.5' 2310 0.13 397 at 2.7' o at5.5' 1711 0.23 -0.03 in at2.7 2376 DISTRIBUTED j.;OADS POINT LOA Lr: D +.75 L, +.75. Lr. · 66011:> '1782Ib 660Ib _, 1782 lb 660 a!0' 154.5 at 0' oat 5.5' oat 5.5''. 288,8 2888 0.23 0.54 .907 at2.7' 2122 at2.7' 0at5.5' Q at5.5'. -2139· 2139 -~ ~-1=.• 0.42 0.'99 . - -0.0El,in at 2:? -0.17 in at2.7' 1039 385 Fv FbCr (106 F. (perpJ Base Values 180 1170 1.6 625 Not Repetative, Cr = 1.00 1.00 1.00 1.00 Moisture</= 19o/o, Cm = 1.00 1.00 1.00 1.00 Not Incised, Ci = 1.00 1.00 1.00 1.00 Stability, CL= 1.00 0.99 1.00 1.00 1.00 0.99 1.00 1.00 ., Factored Values 180 1163 1.6 625.0 ~ D+ L: D+ Lr. D + (L & Lr at Cant. Only): 1122,lb 1,493 lb, 1122 lb 1493,lb 1122at0' 1493 at0' 0at5.5' Oat 5.5' . 2310 28,88 0.49 0.52 1541 at2.7' 2052 ·at 2.7' 0 at5.5' oat 5.5' 17f,1 2139 0.99 0.96 -0.11 in at 2.7 -0.14 in at 2.7 611 459 Beam No. 8 WINP0"'.VHORATT4, LEVEL2 Specified Beam: 4x6 Douglas Fir#2 A= 19sq in Span Length = 5.5ft Cantilever Length = ft lu = 5:5 ft S = 17.65 cu in I = 48,53 in"4 Left Reaction·= 710 lb ,.min brg length= 0.32 in, Right Reaction= 710 lb, min bearing length= 0.32 in, 3.5' Roof, {20, 0, 20) 1' C, (6, 10, 0) 6' EW 17 0 0 [178, 10, 70) plf from O' to 5.5' D: R1 = 490 lb R2 = 490 lb Main span: Yu (lb): 490 atO' At Cant.: Yu (lb): o at5.5' v •. (lb): 2079 VJV.: 0.24 Main span: Mu (lb-ft) At Cant.: Mu (lb-ft) M0 (lb-ft) MJM. : 6?3 at2.7' Deflection L/A Cant. Defl. : Oat5.5' : 1540.00 : 0.44 : -0.05 in at 2. 7 ; 1402 : ~-f/.• L: 281b. 28Ib 28 atO' o at5.5' 2310 0.01 38 at 2.7' o at5.5' 1711 0.02 O in-at2.7' 24948 DISTRIBUTED LOADS Lr. -D +.75 L +.75 Lr: 193Ib 710Ib 193Ib 710Ib : 193 atO' 655 atO' o at5.5' o at5.5' 2888., 2888 0.07 Q.2~ 264 at2.7' 899 at2.7' · o at5.5' oat 5.5' 2139 2139 0.12 .0.42 -0.02 in at 2.7 -0.07 in aq.7' 3564 967 Fv FbC1 (106 Fc(perp} Base Values 180 1170 . 1.6 625 Not Repetative, Cr= 1.00 1.00 • 1.00 1.00 Moisture</= 19%, Cm= 1.00 1.00 1.00 1.00 Notlncised, Ci = 1.00 1.00 1.00 1.00 Stability, CL = 1.00 0.99 1.00 1.00 1.00 0.99 1.00 .1.00 Factored Values 180 1163 1.6 625.0 ., D+L: D+ Lr: D + (L & Lr at Cant. Only): 5Hlb 682!b 517Ib 682·Ib 517 at O' 682 atO' o at5.5' 6 at'5.5' 2310 2888 0.22 0.24 710 at2.7' 937 at2.7' Oat 5.5' Oat_5.5' 1711 2139 0.42 0.44 ~0.05 in at2.7 -0.07 in at 2.7 13~7 1006. I "' Beam No. :10 FLOOR BM AT DECK BACK-SPAN Specified Beam: 6x12 Douglas Fir#1 Span Length= 17.75ft Cantilever Length = ,ft lu = 1 ft A= 63·sq in $ = 121.23 cu in, I= 697.07 'jnA4 Left Reaction= 2685 lb, min brg length= 0,78 in, 18in ftg. OK Right Reaction= 2685 lb, min bearing length= 0.78 in, 18in ftg. OK Base Values Not Repetative, Cr= Moisture</= 19%, Cm= Not Incised, Ci = Stability, CL= Factored Values DISTRIBUTED LOADS 5.5' 0 15 40 0 (82.5, 220, OJ 'plf . from 0' to-17:75' · D: R1 = 732 lb R2= 7321b Majn-span: Vu (lb): 132ato· At Cant.: Vu (lb): dat17.8'. v. (lb): 6452 V,/1/.: 0.11 Main span: Mu (lb-ft): 3246at8.6' At Cant.: Mu (Iii-ft): Oat 17.8' Ma (lb-ft): 12264:0,0 MJM.: 0.26 : -0.16 in at 8.6 Deflection L/A, Cant. Dell. · 1292 : L/A: L: Lr: 1953 lb 19531b 1953 at O' Oat 17.8' 7168 0.27 8657 a~8.6'. oat 17.8' 13627 0.64 -0.44 inat 8.6 485 D :+-,75 L +,75 Lr: D_+ L: _ 268_51!> 2685'1b 2685 atO' Oaf 17.8' 11004 at 8.6' o ai 17.8_' 13627 0.87 -0.6 in at 8.6' 352 ,:, . .. ~ ... D+ Lr: Fv FbCt (106 Fc(perp) 170 ·1350 1.6 625 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 170 1349 1.6 625.0 D + ,(L & Lr at Cant. Only): < > ·J Beam No.11 FLUSH BEAM ALONG L 1 Specifiecf·Beam: 3 1/2"x11 7/8"·2.0E PSL Span Length = 8.75ft Cantilever Length = Oft Ju= 1 ft A=42 sq in · S = 82.25 cu in I = 488.36 in114 Left Reaction = 5567 lb , min brg length = 2.12 in, 18in fig. OK Right Reaction:;:: 5557 lb, min bearing length= 2.12·in, 18in fig. OK 11' Roof, (20, 0, 20) 9.5' C, (6, 10, 0) 9;5'0 15400 .9' EW 17 0 0 [142.5, 380, OJ plf . from o•·to 8.75' [430, 95, 220] plf from O' to 1.5' 86,' L, (530, 184, 420) lb 86, R, (530,184,420) lb [530, 184; 420] lb [530,184,420] lb ~t 1.5' at4.5' D: R1 = 2354 lb. R2 = 2426 lb Main span: Vu (lb): -2426: at 8.8' At Cant.: Vu (lb): Oat8.8' v. (lb): 7231 VJV.: 0.34 : 5147 at4.8' Main span: Mu (lb-ft) At Cant.: Mu (lb-ft) Ma (lb-ft) M,/M0 : : O at8.8' : 17856.00 0.29 : -0.07 in at 4.5 Deflection L/A Cant. Defl. ; 1483 : L/A: W(D+L+Lr) • ·L: 2133Ib 2107Ib 2133 at O' O at8.8' 8035 0.27 4646 at4.5' Oat8..8' 19840 0:23 -0.07 in·at 4.5 1613 DISTRIBUTED LOADS 11' Roof, (20, 0, 20) 9.5' c; (6, 10, o) · 9' EW 17 0 ci [430, 95, 220] plf from 4.5' to 8.75' Lr: D +.75 L +.75 Lr: 1081 lb 5567I1:i 1024Ib 55t\7lb 1081 at O' --4774 at8.8' oat 8.8' oat 8.8' 10044 10044 0.11 0.48 2359 at4.8' · 10393 af4.8' o·at8.8' O·at,8.8' 24800 24800 0.10 0 .. 42 ; -0.03 in at 4.5 :0.11, ini~t4.5.' 3285 625 ,. • r" .. Fv FbCf (106 Fe (perp) Base Values 290 2903.4 2 750 ·Not Repetative, Cr= 1.00 1.00 1.00 1.00 Moisture </= 19%, Cm = 1.00 1.00 1.00 1.00 Not,lncised, Ci = 1.0.0 1.00 1.00 1.00 Stability, CL= 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Factored Values 290 2895 2 750.0 D+L: D+Lr: D + (L & Lr at Cant. Only): 4486 lb 3434Ib 4532Ib 3450Ib -4532 at 8.8' -3450 at 8.8' Oat 8.8' Oat8.8' 80~5 10044 0.56 0.34 978;3 at4.8' 7506 at4.8' O at8.8' o at8·.8' 19840 24800 0.49 0.30 -OS4 iri at 4.5 -0.1 in at 4.5' 77~. 1022 ·, .f !;learn No. -12 HDR ALONG L 1, LE~L 1 Specified Beam: 3 1/2"x11 7/8" 2:0E PSL BaseValuei, Spart Length = 2.5ft Cantilever Length = ft A= 42'sq in· Not ~epelative, Cr = S = 82.25 cu in I = 488:36 in"4 Moist1,1re </= 19%, Cm= Ju= 2.5 ft · Not Incised, Ci = Left Reaction= 7292 lb, min brg length= 2.78 in, 18in 1'tg. OK Right Reaytion = 3713 lb, min bearing length= 1.41 in, 18in ftg. OK DISTRIBUTED LOADS 10:5• Roof, (20, o, 20) 9' C, (6, 10, 0) 1' 0, (15, 40, 0) -12'EW .17 0 0 [483,130,210] plf from 0'lo 2.5' 69, L, (3922, 4307·, 7,18) lb [3922,4307, 711!] lb at0.75' D: R1 = 3349 lb. R2= 1'-780 lb L: 3177 lb. 1455Ib \, L:r: 0+.75 L+,75'Lr: 765Ib 7292Ib 478Ib 3713Ib I. ·D+'L: 6521Ib 3235Ib Main span: Vu (lb):l-'3_3_49_;:;cat'-'0_' --lf-'-3-"17_7_a:.;;;f~p_·----l-'-16_5_a_t..;.0'-'. -+6_3_0_6_a_t o_·---+----- At-Cant.: Vu (lb): 1-o_a_t_2._s_' --1-o_a_t 2_._s· ___ o_at_2_.5_' __ o_at_2_:5_' --'-"'-----11-------'-- 6527 at0' 0at2.5' v. (lb): l-7_23_1 ___ 8_0_3_5 ____ -l-1_00,...4_4_-+1_0_04_4_...,....'---=+----- V.JV.: ..._0_.4_6 __ _. __ o_.4_0 ____ o._o'_8 ___ -~o_.6_3 ____ _._ ___ _ 8035 Main span: Mu (lb-ft): 2309 atQ.8' At Cant.: 'Mu (lb-ft): 0 at2,5' M0 (lb-ft): 17164.00 MJM.: 0.13 ·0iriat1.1' Deflection. · V(D+L+Lr)· L/.t,.: Cant. Defl.: ' ' Lf.t,.: 13397 2_266 at 0.8' ~05 at-0.8' o at2.5' 0at2.5' 19738 24672 0.11 ci.02 0iriat1.1' 0 in at 1',1' 14269 57888 ----. ~-----------------< 0.81 4386 at0,?' 4574 at9.8' o at2.s·· O at2:s• 2:4672 19738 0.18 0.2~ 0iiiat1,1' 0_in at 1.1' 6173 6910 -. Stability, CL= Factored-Values ,D+ Lr: 4114 lb 2258Ib 4114 at0' o at2.5' 10044 0.41 2813 at.0.8' 0at2.5' 24672 0.11 o in at 1.1' 10879 F, FbCf (106 F c (perp) 290 2903.4 2 750 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00. 0.99 1.00 1.00 1.00 0.99 1.00 1.00 290 2S:80 2 750.0 D + (L & Lr at Cant. Only): Beam No.13 OMEGA-Beam. Seismic Reaction Fr01TI .L 1, Lever 2 WINDOW HOR Al::ONG L 1, LEVEL 1 Specified Beam: 4x8 Douglas Fir#2 Span Length = 4.5ft Cantilever Length = ft lu = 4.5 ft A= 25·sq in S = 30.66 cu in I= 111.15 in"4 Left Reaction= 1923 lb, min qrg·length = 0.88 in, 18in ftg. OK :' Right Reaction.= 2728 lb, min bearing-length= 1.25 in, 18in fig. OK DISTRIBUTED.LOADS 12' EW, (17, 0, 0) 5' 0 15 40 0 [279, 200, OJ plf from··0' to 4.5' 7' Roof, (20, 0, 20) 5.5' C 6 10 0 [173, 55, 140] plf from 2.7l:no 4.5' Ffqri, Reaction ABV. 195 sf Unit D, (1, o, 0) 50 sf Unlt L, (0, 1, 0) 130 sf Unit Lr, (0, o, 1) 147.6 sfUnitE 1 o o <== Seismic Reaction From.L 1 Level 2 [1671, 50, 130] lb · at 2.75' [0, 0, 0]lb a!0' D: R1 = 1336 lb R2 = 18!!3·Ib Main span: Vu (lb): -1893 at 4.5' Al Cant.: Vu (lb): 0 at4,5' v. (lb): 2603_ VJV.: 0.73 'Main span: Mu (lb-ft): 2488 at2.8' Al Cant.: Mu.(lb-fl): oat4.5' M. (lb-ft): 4259.00 MJM.: 0.58 : -0.05.in at 2.3 Deflection L/A; Cant. Dell.: 1182 L/A: r·1 L: Lr: 488Ib 98Ib 558Ib 277Ib -558 at4:5' -217 at<!.5' . o at4.5' 0 at-1.5' 2893 3616 0.19 0.08 596 at2.4' 266 at2.8' O at4.5' 0at4.5' 4733 5916 0.13 0.04 -0.01 in at 2.3 0 in at2.4' 4441 -11587 I D +.75 L +.75 Lr: 1923Ib 2728 lb -25_19 at 4.5' . 0 at4.5' 3616 0.70 3119 at2.8' 0.at4.5' 5916 0.53 -0.06 in at 2.3' 864 Fv FbC1 (106 Fc(perp) Base Values 180 1170 1.6 625 Not Repetalive, Cr = 1.00 1.00 1.00 1.00 I Moisture </= 19%, Cm = 1.00 1.00 1.00 1.00 ' Incised, Ci = 0.95 1.60 1.00 1.00 I Stability, CL= 1.00 ·o.99 1.00 1.00 0.95 1.58 1.00 1.00 .Factored Values 171 1852 1.6 625.0 [) + L: D+ Lr: D + (L & Lr at Cant. Only): 1~25 lb 1.435 lb 2451.lb 2170Ib -2451' at4.5' -2170 at 4.5' 0_at4.5' 0 at4.5' 2893 3616 0.85 d.60 3070 ·at 2. 7' 2754 at2.8' o at4.5' 0 at4.5' 4733 59.16 0,65 0.47 -0:06 in at 2.3 -0.05 in at 2.3 933 1073 J Beam No. 14 WINDOW HDRALONG L3, LEVEL 1 Specified Beam: 4x12 pou~las Fir#2 Span Length = 6.5ft Cantilever Length= ft · lu =·6.5 ft A= 39 sq in S = 73.83 cu in I= 415.28 inA4 left Reaction = 4.194 lb , min brg length = 1.92 in, 18ih ftg. OK · Right Rei;iction = 4194 lb, min bearing length= 1.92 in, 18in ftg. OK DISTRIBUTED LOADS 9.5' 0, (j5, 40, 0) 12' EW, (17, 0, 0) 10.5' Roof, (20, 0, 20) 9' C 6 10 0 (610.5, 470,210] plf from O' to 6.5' D: R1 = 1984 lb R2 = 1984 lb : 1984 at O' Main span: Vu (lb) At Cant.: Vu.(lb) v. (lb). : Oat6.5' · 4253 . 0.47 VJ'/. Main span: Mu (lb-ft): At Cant.: Mu (lb-ft): M0 (lb-ft): MJM~: Deflection: Lit,; Cant. Dell.: Lit,,: 3222 at3.2' bat6.5' 5411.00 0.60 -0.04 in at 3.2 2118 L: 1528Ib 1528Ib 1528 at O' Oat6.5' 4725 0.32 2480 at3.2' O at6.5' 6012 0.41 -0.03 in at 3.2 2752 ,, Lr: D +.75 L +.75 Lr: 683Ib 4194 lb 683Ib 4194Ib 683 at O' 3642 afO' b at6.5' O at6.5' 5906 5906 0.12 0.62 -1108 at 3.2' 5913 at3.2' Oat6.5' Oat6.5' 7516 7516 0.:1.5 ·o.79 -0:01 in at 3.2 -0:08 in at 3:2• 6159 1.002 Fv FbCt (106 F0 (perp) Base Values 180 990 1.6 625 Not Repetative, Cr= 1.00 1.00 1.00 1.00 Moisture </= 19%, Cm = 1.00 1.00 1.00 1.00 Not Incised, Ci = 1.00 1.00 1.00 1.00 Stability, CL = 1.00 0.99 1.00 1.00 1_.00 0.99 1.00 1.00 Factored Values 180 977.2 1.6 625.0 ' 1' D+L: D+ Lr: D + (L & Lr at Cant. Only): 3512Ib 2667Ib 3512Ib 2667Jb . -• 3512 at O' 2667 atO' Oat6.5' 0at6.5' 4725 5906 _ o'.74 Q.45 5702 at3.2' 4330-at 3.2' O at6.5' o at6.5' . 6012 7'.516 0.95 0.58 -0.07_ in at 3.2 -0.05-in at 3.2 1197 1576 " Beam·No. 15 OMEGA-Beam. Seismic Reaction From L2, L,evel 2 HOR ATL2, LEVEL 1 Specified Beam: 4x12 Douglas Fir#2 Span Length =·6.5ft Cantilever Length = ft lu = 6.5 ft A= 39 sq in S = 73.83 cu in I= 415.28 in"4 L.eft Reaction =-4504 lb , min brg length = 2.06 in, 18in ftg. OK Right Reaction = 3637 lb , niin bearing length = 1.66 in, 18in ftg. OK DISTRIBUTED LOADS 6.5' Roof, (20, 0, 20) 5' c,.(6, 1 o, 0) 5' 0, .(15, 40, 0) 12'EW' 17 0 0 [439, 250, 130] pit . ftom·0' to·6.5' 2817 sf Unit E, (1, o, 0) [?817, 0, 0]lb at2:25' D: R1 = 3269 lb R~= 2402 lb Main.span: Yu (lb) At Cant.: Yu (lb) Ya (lb) Y,fJ. : 3269 at0' : 0at6.5' : 4253_ : 0.77 Main span: Mu (lb-ft): 6199 at 2.4' At Cant.: Mu (lb-ft): o at6.5' M. (lb-ft): 8562.0Q L: 8131b 8131b 813 at 0' o at6.5' . 4725 0,17 1319 at 3.3' 0at6.5' 9514 Lr: 42311:1 4231b 423.at0' oat6.5' -5906 0.07 686 ai3.2' 0 at6.5' 11892 MJM0 : 0.72 _, 0.14 0.06 : -0.06 in at 3.2 Deflection L/A: 1222 Cant. Dell.: L/A; -0.02 in at 3.2 -0.01 in at 3:2 . 5173 9949 D +.75 L +.75'Lr: 45041b 3637 lb, 4195 .at 0' 0at6.5' 5906 0.71 7614 at2.6' o at6.5' 11892 0.64 -o.os iri at s.2· 899 l.' Base Values Not Repetative, Cr= Moisture </= 19%, Cm = Incised, Ci = Stability, CL= Factored Values ~, D{L: 40811b. 3214,lb 4081 atb' oat 6.5' 4725 0.86 7437 at2.6' o: at 6.5' 9514 :o:78 -0.08.in at 3.2 989 D+ Lr: 3691 lb 28241b 3691 at 0' o at6.5' 5906 0.62 6840 at2.4' o at6.5' 11892 0.58 -0.07 in at 3.2 1088 Fv FbC1 (106 Fe (perp) 180 990 1.6 625 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.60 1.00 1.00 1.00 0.98 1.00 1.00 1 . .00 1.56 1.00 1.00 180 1546 1.6 625.0 D + (L & Lr at Cant. Only): Beam No. 16 OMEGAaBeam. Seismic Reaction FromT4, Level 2 GARAGE D.OOR 'HEADER Specified Beam: 3 1/2"x14" 2.0E PSL Span Length·= 18.5ft . Cantilever Length = ft Ju= 18.5 ft A= 49 sq.in S = 114.33 cu in I= 800.33 inA4 Left Reaction = 5179 lb , min brg-length = .1.97 in, 18in ftg. OK Right Reaction= 4059 lb, min bearing length= 1.55 in, 18in ftg. OK DISTRIBUTED OOADS 2.5' Roof, {20, 0, 20) 1' C, (6, 10, 0) . 1' 0, (15, 40, 0) 12' EW 17 0.0 [275, 50, 50] plf · from o•·to 10.5' 10' EW 17 0 0 (170, 0, OJ plf from 10.5' to 16' 2.S'·Roof, (20, 0, 20) 1' C, (6, 10, 0) 1' 0, (15, 40, 0) 12' EW 17 0 0 [275, 50, 50] plf from 16' to 18.5' B8, L, (4901 28, 193) lb B8, R, (490, 28, 193) lb 2006 sf Unit E, .{1, o; 0) (490, 28, 193] lb (490, 28, 193] lb at 10.5' .at 16' D: R1 = 4284 lb R2= 3212 lb Main span: Vu ·(lb) At Cant.: Vu (lb) v. (lb). : 4284 at0' : o at·18.5' · 8526 V,N. . 0,50 Main spari: M0(lb-ft): 16388 at 8.5' At Cant.: Mu (lb-ft); M;,(lb-ft): MJM., oat 18.5' 1"7688.00 0.93 : -0.64 il.1 at 9' Deflection ~It,.: ,Cant. Dell,: 348 L/A: M (D+ L+Lr) l.: 4001b 3061b 400.at0' oat 18.5' 9473 0.04 161~ at 7.9' . J) at 18.5' 19653 J).08 . -0.06 in at 9' 3716 (2006, 0, 0]Jb at3.5' Lr: 4941b 542ib -542 at 18:5' Oat 18.5' ·11842 . 0.05 2421 at9.5' oat 18.5' 24566 0.10 ·-0.09 in at 9'. 2462 D·,+.75 L 't-_.75-Lr: 5179,lb 40591b 4955 atO' 0aJ 18 .. 5' 1'1842 0.42 19388 at·8.5' Oat 18:5'. 24566 '\\ 0.79, ~~· ,0.79 in at 9'. 282. ',. Gl" ' '"' 1" Base Values ·Not Repetative, Cr= Moisture</= 19%, Cm= Not Incised,. Ci = Stability, CL= Factored Values '".t.. l <== From T4, Level 2 D+L: 46851b 35171b 4685 at0' o at1.8.5'. · 9473 0.49 18003 at 8_.5' oat 18.5' .. 19653 · 0.92;. -.0.7 in at 9'. 318 D+ Lr: 47781b 37541b 4778 at 0' oat 18.5' 11842 0.40 18114 at 8.5' oat 18.5' 24566 0.76 -0. 73 in at 9' 309 Fv FbC1 (106 Fe (perp) 290 2850.8 2 750 1.00 1.00 1.00 1.00 1.00 . 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 ,0.72 1.00 1.00 1.00 0.72. 1.00 · 1.00 290 2063 2 750.0 D + (L & Lr at Cant. Only): ,. .j SHEAR WALL SCHEDULE 2010 CBC .. . 'S.W,Type plf Panel Grade Edge Nailing 5/8" 0 A.B; Spacing w/ Sole Plate Nailing (Exp. 1 or Exterior) Use Common or 7" min. Embedment & (SPN) 16d Box Hot·Dlpped Galv. Box 3" x 3" x .229•i f'L washer~ Anernauve --, @ 280 3/8'' Structural 1 8d@6"o.c. 60" o.~. w/ 2x PTDF Sill Plate 8'' o.c. (2-per 16") "Blue Trackers" "Red Trackers" 2x Sole Plate G) 350 3/8" Structural 1 8d@4"o.c. 48"·0.c. w/ 2x·PTDF Sill Plate 6" o.c. (3-per 16") "Blue Trackers" "Red Trackers" 2x Sole Plate 0 . 550 3/8" Structural 1 8d@3" o.c. 16" O;C. w/ 2x PTDF Sill Plate 4" o.c. (4-per 16") "Blue Trackers" 32" o.c. w/ 3x PTDF Sill Plate "Red Trackers" Proylde 3x stud at 2x Sole Plate Adjoining Pa,nel Edges ···----,. . . @ 600 · 3/8" Structural 1 8d.@2"o.c. 15" o.c. w/ 2x PTDF Sill Plate 3" o.c. (5-per 16") "Blue Trackers" 30!' o.c •. w/ 3x·Pi'DF Sill Plate "Red Trackers" Provide 3x stud at-2x Sole Plate Adjoining Pan,I Edges ® 730 15/32" Structural 1 8d@2"o.c. 24" o.c. w/ 3x PTDF Sill Plate 2 rows @ 5" o.c. "Purple Trackers" (6-per 16") Provide 3x stud at "Red Trackers" Adjoining Panel Edges 2x Sole Plate @ 870 15/32" Structural 1 10d@2" o.c. 20" o.c. w/ 3x PJDF Sill Plate 2 rows @4" o.c. "Purple Trackers" (8-per 16") Provide 3x stud at "Red Trackers" Adjoining f'anel E;dges 2x Sole Plate 0 1100 3/8". Structural 1 8d@ 3" o.c. EA. Side 16" o.c. w/ 3x PTDF Sill Plate 2 rows @4" o.c. Dbl, Sided "Blue Trackers" (8-per 16") Provide 3x stud at "Red Trackers" Adjoining Panel Edges 2x Sole Plate ~ 1300 15/32" Structural 1 8d @ 2" o;c. EA Side 12" o.c. w/ 3x PTDF Sill Plate 2 rows @ 3" o.c. Db. ded "Blue Trackers" (9-per 16") Provide 3x stud at "Red Trackers" Adjoining Panel Edges. 2x Sole Plate . ' General Notes: ~ 8d common nails-are 2.5"x0.131", 10d common-nails are 3"x0.148. Ii/> Field nailing shall be at 6" o.c. for all shear wall types ~ All studs shall be spaced no more than 16" o.c. ~ For double sided shear walls: ,. ,.,. ~ Panel'joints shall be offset to fall on different framing members or fr~riling members sllall be 3x min. and nailing shall be staggered. ~ Where SPN cannot be achieved: ~ Ad~ L TP4s at Sole Plate to Rim per LTP4 Spacing Schedule or ...... . ~ Run longer Shear Paneling 3" min. onto Rim with s~ggered Edge Nailing. ~ In lieu of LTP4,s at Rim to Top Plate, run longer Sh11ar Paneling 3" min. onto Rim with staggered Edge Nailing. ~ Hardware callouts on plan and/or in details for shear transfer to top plate (such as A35's at 24" o.c at frieze blocking) apply to the entire ,length of wall (not only-at sllear'panel area) L TP4 Spacing SOLE PLATE TORIM 24"0.c. 20" o.c. 16"o.c. 12"o.c. 10"o.c. 9"o.c. 8" o.c. 6" o.c. SE:!l:oncH=tqor Sti~Rwffe!t NET UPLIFT NET UP.LIFT SHEAktii'ms N~TUPLIFT NET UPLIFT NE"J'.UPLIFT NET UPLIFT = = = = = = 2500 i 1:6 + 1562.5 PLF x 9.0 = 1600 I 5.0 + 320.0 PLF x 9.0 = 2750 I 4.8 + 4.8 288.0 PLF x 9.0 = 1750 I 9.4 + 186.2 PLF x 9.0 = 4500 / 12.0 + 14.3 = 171.1 PLF x 9.0 = 6500 I 20.0 + = 325.0 PLF x 9.0 = : .... ! ... ·~ ' ,; . ', ' = 1562.5 PL~ USE SIMPS (2) SSW18x10 CAPACI 6760 PLF 14062.5 # USEHDU2 CAPACITY 3615 # = 320.0 PLF USE SHEAR TYPE #2 CAPACITY 260 PLF 2880.0 # USE HDU2 CAPACITY 3615 # = 288:0 PLF USE SHEAR TYPE #2. CAPACITY 360 PLF 2591.6 # USE HDU2 CAPACITY 3615 # ' -. . . -~~~:;~~~;,ii~;/ ":,;; · .. ' /::_·.·:·,:: = 186.2 PLF USE SHEAR TYPE #1 CAPACITY 260 PLF 11575.5 # USE HDU2 CAPACITY 3615 # USESHEARTYPE#l I CAPACITY 260 PLF 1539.9 # USEHDU2 CAPACITY 3615 # 325.0 PLF USE SH~R TYPE #2 CAPACITY 260 PLF 2925.0 # USEHDU2 CAPACITY 3615 # F l... ·~ . -.. ~ -., .J, = 4500 I 12.0 + = 375.0 PLF USE SIMPS (2) SSW18x7.4 CAPACITY 6760 PLF NET UPLIFT 375.0 PLF x 9.0 = 3375.0 # USE HDU2 CAPACITY 3615 # l ,• .,, •• , = 5250 I 5.0 + ::::: 1050.0 PLF USE SIMPS (3) SSW18x8 .. "'· CAPACITY 9300 PLF NET UPLIFT 1050.0 PLF x 9.0 = '· 1 9450.0 #. USE HDU2 CAPACITY 3615 # SHEAlillN = 2~50 I 5.0 = 295.0 P~F USE SHEAR TYPE #2 CAPACITY 360 PLF NETUP~IFT 295.0 PLF x 9,0 = i655.o # USE HDU2 CAPACITY 3615 # •• 1,,'' ,': ·.:' ·.:,.!> = 4000 I 7.8 + :::: 516.1 P~F USE SHEAR TYPE #4 CAPACITY 550 PLF NET UPLIFT 516.:1 PLF x 9.0 = 4645.2 # USEHDU2 CAPACITY 3615 # = 4500 I 4.8 + 4.8 = 473.7 PL.F USE SHEAR TYPE #4 NET UPLIFT 473.7 PLF x 9,0 = f..· st:fiAi:i · = 3250 I 9.4 + = 345.7 PLF USE SHEAR TYPE #1 260 PLF N,ETUPLIFT 345.7 'PLF x 9:0::;: 3111.7 # 3615 # = 3250 I 13.0+ = 250.0 PLF USESHEARTYPE#l CAPACITY 260 PLF NET UPLIFT 250:0 PLF x 9.0 = 2250.0 # USE HDU2 CAPACITY 3615 # i=t~ST:Fl!'.>or SHEARllNE·A.: . l\!ETUPLIFT = 5000 I 10.0 + 10.0 250.0 PLF x 9.0 = SHEAttUNE~Jl . . . . = 9000 / 20.0 + NET UPLIFT 450.0 PLF x 9.0 = = 3250 / 1.2.3 + NET UPLIFT 265.3 PLF x 9.0 = SHEARLINE-D = 2500 / 5.0 + NET UPLIFT 5QO.O PLF x 9.0 = = 4250 I 9.4 + NET UPLIFT 452 .. 1 PLF x Q.O = . S~EARLINE-F'· .,, = 4500 I 20.0 + NET UPLIFT 225.0 P~F ~ 9 •. 0 = .. SHEARUNE,-G = 3750 I 15.0 + NET UPLIFT 250.0 PLF x 9.0 = " ' = = .. ,. = = = .. _, __ _ 1 ; , • ' ' '• ,' 1 • -,._ • , "• '• ~-!,, ~ ' • i <'v a• -· • -•-••'• -~ .i < __ ,. -· -•• ::: •• : _. ... _1 •• : --, •• -~ 250.0 PLF USE SHEAR TYPE #1 CAPACITY 280 PLF 2250.0 # USEHDU2 CAPACITY 3615 # 450.0 PLF USE SHEAR TYPE #4 CAPACIT'I 550 PLF 4050.0 # USE HDU2 CAPACITY 3615 # .. .., f· -' •' I \,.. • _.,J •: ~, .,:,_: 265.3 PLF USE SHEAR TYPE #1 CAPACITY 280 PLF 2387.8 # USE HDU2 CAPACITY 3615 # ~ • ' ., -~: ,.:. "'': •••• ~,-, ' • '. < \\' ,t " ~ ' • -,,,h '' •• .. N ,,. H' 1>, + ..-'.-.., # •: ' ,~ •" '1 500.0 PLF USE SIMPS (2) SSW18x8 CAPACITY 9300 PLF 4500.0 # USEHDU2 CAPACITI 3615 # ., ' ., 452.1 PLF USE SHEAR TYPE #1 CAPACITY 260 PLF 4069.1 # USEHDU2 CAPACITY 3615 # . ... : 225.0 PLF USE SHEAR TYPE #1 CAPACITY 280 PLF 2025.0 # USEHDU2 CAPACITY 3615 # .__--~ -. : , :·':::'" _=., _, .• _- • -',.•,J"._. ,, ;, 250.0 PLF USE SHEAR TYPE #1 CAPACITY 280 PLF 2250.0 # USEHDU2 CAPACITY 3615 # a-a Q. ..,_. -,.. MO, A S -C D E F G .:>I! .:>I!· in in -.t! I .ed. ROOF ABOVE 2.5k 1 ~ ,I ~1r/ . "' '. 't ' , 2 I/ ~ 17 - 2a 1.6k 3 1\7 r,-f ~ 1/\ ~&. lXJI @ ~ I ~ l~ 11rt111o ~ ~ \. ~ -~ ~,; V -rs-. V .... ~ :/ IE--Roor BELOW , 15, / I/ u 4 ~ ·~ /~ <~,,' i ·t~ !/' ; 5 2.75 ~~· / I/ / / .l'J I/ " k:'._,/ 5a c-c B-B MO, Mo1- . · t ::i .,. if ' ., ... ;; ' 6 I/ 1' " I - second fl-oor B C B-B MOI D E F I ,__ 5-.25K 2 )------tf---------tt:-i===l====l====l==niiiil=======tiiiiol1/ .1--1 .i;;;;.i 1 nnnnn)7j 2a ,__ 5a LJ ·G O· II I lrolf.71 V I ;, ., :1 . / : , -~ 5v ~ : /c. lQ2l .... c~ Oo G I/ ·1 \ __:::3,~5 _....:......... _________ ---'--_-'-_ _:__-J.J:!::::===::c:==c====J.. 6 J--I/ , second floor· 11 '"' ' ' -~ ' . "' ,' · Seismic Loading Seismic Desiqri Criteria,. ~cupancy Category II Table 1-1 Site Class nportance Factor/ 1 Table 11.5-1 Fa Project Lattitude 33.667 Fv Project Longitude · -117.993 SMs Ss 1.670 . Figure 22-3 SM1 S1 0.618 Figure 22-4 Sos So1 D 1.00 1.50 1.67 0:927 1.113 0.618 ' ! \ Table 20.3-1 table 11.4.1 table 11.4.2 Eq. 11.4.1 Eq. 11.4.2 Eq. 11.4.3 Eq.11.4.4 Base Shear & Vertical Distribution: j All other structural systems All other siructutr system\ Per Table 12.8-2 C1 0.02 Table 12.8-2 xi 0.7!) !Table 12.8~2 Zone No. E1 ..;.;M_a...,in _____ """-__ Table12.2-1: R no, Cd 6.5 I 3 I 4 Mean Roof Ht (ft) .......... 2.2f ................................................. . : : : : : : .................. j, ........................ :, ........................ . i i .................. ! ......................... l"'""""""""'"'''" : : .................. ~ ........................ ~ ........................ .. ................ , ~ ............... -........ ~ ................. ~ ..... .. ................. j ....................... ,j ........................ .. ................. ! ......................... ~ ...... _ .................. . ................. j .. , ...................... i, ........................ . 18681 R 1 37,360 xt Wall Ht (ft), Length, w (lb) :::::::: ....... 9(::::::}4:(:::::r:::::·18,513:: Int. Wall Length, w(lb) ............... ~, ........ ~.?. ......... 1 ........... ~1§1~ .. . Story h, w ...... 19.5 J ................... w i ....... 59,421 .. >iaph Area. (sf), D (psf), w (lb) 16001 F 1 24,000 >iaph Area (sf), D (psf), w (lb) 1101 D / 2,200 xtWall Ht(ft), Length, w (lb) ............. ..9!... ...... 242 ....... L. ..... 371026 .. Int. Wall Length, w(lb) .......... 9i ...... 35 ...... J .......... 5,045 .. Story h, w 9i 68 271 Structure h (ft), W (lb) 19.5 127,692 Ta= Cthx(sec) 0.20 C5 = $osf(R/I) = 0 .. 171 Cs s S01/(T·R/I) = 0.473 c • .: 0.01 c • .: 0.5Sif (R/I) = 0.048 Cs= 0.171 Base ShearV (lb)= F1 Level2 0.65 Level 1 0.35 P2L 1 P1L 1 21,871 01 Ri(psf) 14,292 i.7 7,579 4.4 'i ' SDC D table 11.6.1 R. 6.5 Table 12.2-1 no~ 3· Table 12.2-1 Cd 4 Table 12.2-1 E.,ID 0.22 D, Eq. 12.4-4 ASD factor· 6.7 Used in Shear Wall Load Cales TLm Figure 22-15 ., ; ' ' ' "\ P1 = 1 if all conditions of section 12.3.4.2 are satisfied Pi = 1.3 otherwise ASD Overstress Factor Equations (ASCE 7-05, 12.4'.3.2): 5. (1.0+0.14Sos)D + H +F + 0.7O0OE,= 1.156D + H + F + 2.1Qe 6. (1.0+0.105S0s)D + H ,t;-F + 0.'525OoOE +.75L + .7.5(Lr, Sor R) = 1.12D + 0.75L + 0.75Lr + H + F + 1.58Qe 8. (0.6-0.14Sos)D·+ H + 0.7OoOE = 0.4440 + H + 2.1Qe Perforate~ StJear Wall -Coupled ijeam Analogy . _J k vi A t,-B---J C D v3 vl v7 v8 T v2 v9 H E 1 v4 . vlO F .v5 v6 v12 vll 1 l Ro. Re UPLIFT: PANEL SHEARS: STRAPS: ABOVE OPENING.: BELOW OPENING: V Ra= Re::; v~ = v2 = v3= Line L2 Level 2 Wall No. 1 !3= C= D= 2.00 E= 3 F= 4.00 H= 9 W= 15 I = D+E/2 = 3.5 J = W/(C/A+1) = 6.87!? K = W-J = 8.125 Ba= J-A = 1.375 Be = B-Ba = 1.625 B@$il!~~~~i!~· -~;, ··~· MAXIMUM SHEAR = 372 plf Use: SW TYPE Use: CS16 .___....:M""'AX~ . ..;;.T..;;;B;.=E;;;;.LO;:;;.,W:.;._=,L-_.,;..· 4..:.:7..;;;5.a.;;lb=----1 Use: CS16 MAX. T ABOVE = 6.05 lb t · V*HiW'= 1915.2 lb , V*H/W = 1915.2 lb (V*[A/(A+C)]*I / J)/D = 372 plf V/(A+C) = 266 plf v2-v1*Ba/A::; 173 plf v4 = V/(A+C) = 266 plf v5 = (R1-v3*b-v2*E/2-v4*E/2)/F = 193 plf v6= (V-v5*(A+C})/B= 293 plf v7= (V*[Ci(A+C)]*I / K)/D = 372 plf v8= v3= 173 plf v9 = v2.= 266 plf v10 = v4= 266 plf v11 = v5= 193 plf v12 = v6= 293 plf Ta= (v1 (Ba)+v7(Bc))A/(A+C) = 512 lb Tc= (v1 (Ba)+v7(Bc))C/(A+C) = 605 lb Ta= {v6(Ba)+v12(Bc))A/(A+C) = 402 Tc= (v6(Ba)+.v12(Bc))C/(A+C) = 475 1 .. 1 4 Perf9rated Sh.ear WaU -Coupled Beam Analogy _j-i----K 'vi A t--B-4 C D v3 vl v7 v8 T V2· v9 E H l v4 vlO F v5 v6 v12 v11 1 l Rei Re UPLIFT: PANEL SHEARS: STRAPS: ABOVi: OPENING: BELOW .OPENING: V Ra= Re= v1 = v2= v3= ·Line L2 Level 1 Wall No. 2 V,-Shear. = . 3315 lbs Shear1Wall;Dln')ens.i6ils J;>/t., : A= 2.5 ft B= 4 ft · :J C= 4 ft , D= 2.00 ft , E= 4 ft F= 3.00 ft H= 9 ft W= 10.5 ft I = D+E/2 :;: 4 ft J =W/(C/A+1) = 4.03846 ft K = W-J = 6.46154 ft Ba = J-A = 1.53846 ft Be = B-Ba = 2.46154 ft MAxlMUM SHEAR = 631 plf ., MAX. T ABOVE = 1554 lb MAX. T BELOW= 1295 lb V*H/W= 2841.43 lb V~H!W= 2841.43 lb (V*[A/(A+C)]*i I J)ID = 631 plf V/(A+C) = 510 plf · v2-v1 *Ba/A = 121 plf v4 = V/(A+C) = 510 plf v5 = (R1-v3*D-v2*E/2-v4*E/2)/F = 186 plf v6 = W-v5*(A+C))/B= 526 plf v7= (V*[C/(A+C)]*I / K)YD = 631 plf v8= v3= 121 plf v9 = v2= 510 plf v10 = v4= 510 plf v11 = v5= 186 plf v12 = v6= 526 plf Ta= (v1 (Ba)+v7(Bc))A/(A+C) = 971 lb Tc= "(v1(Ba)+v7(Bc))C/(A+C) = 1554 lb Ta·= (v6(Ba)+v12(Bc))A/(A+CJ = 810 tc= (v6(Ba)+v12(Bc))C/(A+C) = 1295 '( . Use: SWTYPE 6b Use: CS16 Use: CS16 •... ! Anchor Calculations i Anchor Selector (Version 4.11.0.0) Job Name: Calculation Summary -ACI 318 Appendix D For Cracked,Concrete per ACl,318-08 Anchor Anchor Steel Code Report # of Anchors . Einbedment Depth (ih} 5/8'' SET-XP . F1554 GR, 3_6 ICC-ES ESR-2508 10 · co·ncrete · Concrete Cracked f0(psi) \c,V Normal weight Yes 2~00.0 · 1.00 Condition Thickness (in) Suppl; Edge Reinforcement B tension and shear 12 No Hole Coliditio11 Inspection Temp:Range Dry Concrete Continuous 1 An .. chor Layout Dimensions Cx1 · cx2 Cy1: C\,2 bx1 bx2 tiy1 by2 (in) (in) . (in) (in) (in) (ir]) (in) (in) 1.75 10.25 24 24 1.5 1.5 1.5 1.5 Factored Loads Nua (lb) vuax (lb)_ vuay (lb} Mux (lb*ft) 183_8 0 0 0 ex ey Mod/high Anchor w/ sustained Anchor only·resists (in) (in) seismic tension 0 ,o 'Yes· No Individual Anchor Ten#;ion Lo.ads , N ua1 (lb) 1838.00 0.00 0.00 lndiviqual Anchor Shear L9acjs V ua1 (lb) o.oo. e'yx(in) e'Vy(in) 0.00 0.00 Tension Strengths Steel (I = 0. 75 ) N5a(lb) I N.sa(lb) 13110 9832.50 Nua(lb) 1838.00 wind/seis loads No N ua1I Nsa 0.1869 Conc;:rete Breakout (I ::; 0.65 , + seis = 0.75) Ncb(lb) I Ncb(lb) · N~aC!b) Nua /I Neb ·-. 7902.53 3852.48 . 183'8.00 0.4771 Adhesive (I = 0.65 , I seis = 0.75) Na(lb) I Na(lb) Nua(lb) Nua /I Na , 7f!78,43 3889.49 1838.00 0.4726 Muy (lb~ft) 0 Apply entire shear @-front row No 'i Category 1. Side-Face Blowout does not apply Shear Strengths Steel (I = 0:65 , d'v,seis = 0.68 Y veq(lb) IVeq(lb) _ Vu<1(lb) 534_8.2 3476.33 0.00 V ua/IVeq 0.0000 Concrete Breakout (case 1) (I = 0.70, I.seis = 0.75) vcb/lb) IVcbx(lb) vuax(lb) Vuax /IV cbx 13762.96 7225.55 0.00 0.0000 .. vcby(lb) IVcby(lb) vuay(ib) Vuay /IVcby Vua /I Vcb 4015.07 2107.91 0.90 d.0000 0.0000 Concrete Breakout (case 2) does not apply to single anchor layout ConcreteBreakout (case 3) (I = 0.70, I seis = 0.75) cx1 edge vcby(lb) i:Vcby(lb) vuay(lb) Vuay /I Vcby 1941.84 1019.47 o':oo 0.0000 cy1 edge Vcbx(lb) IVcb/lb) VuaxOb) Vuax /IV cbx 10957..98 5752.94 ().00 d.booo cxz edge . vcby(lb) IVcby(lb) v~ay(lb) Yuay /IVcby 27525.92 14451.11 0.00 0.0000 ey2 edge vcbx(lb) IVcbx(lb)_ vuax(lb) Vuax/IVcbx Vua /IVcb 10957.98 5752.94 0.00 0.0000 0.0000 Pryout (I = 0.70 , I seis = 0.75) .. V~p(lb) IVcp{lb) . vuax(lb) Vuax /I yep 15805.06 8297.66 0 6.0000 vcp(lb) I Vcp(lb) vuay(lb) Vuay /I.Yep 15805.06 82$7.66 0 0.0000 .. Interaction check Vua /I Vcp O.OQOO Note: Ratios-in the equation below have been divided by 0.4 factor for brittle failure, V.Max(O) <=-0.2 and T.Max(0.95) <= 1.0 [Sec D.7.1] Interaction check: PASS Use 5/8" diameter F1554 GR. 36 SET-XP anthor(s),with 10 in. ernbedment Anchor Calculations Anchor ·~elector (Version 4.11.0.0) Job Name: Calculation Summary -ACI 318 Appendix D For Cracked Concrete per_ ACI 318-08 Anchor Anchor Steel Code Report #of Anchors Embedment Depth (in) 51~" SET-XP A193 GR.B7 IGC-ES ESR-2508 5. Concrete ·concrete Cracked t\:(psi) \c,V Normal weight Yes 2500.0 1.00 Condition . -Thic_kn~ss (in) Suppl, Edge Reinforcement B tension_ and shear 12 No Hole Condition Inspection Temp. Range · o·ry: Concrete ccintinu9us 1 Anchor-Layout Dimensions Cx1 ~2 C\,1 C\-2 bx1 bx2 by.1· by2 (in)_ (in) (in) (in) (in) (iii) (in) (in) 1.75 8 ~4 24 1.5 1_.5 1.5 1.5 Factored loads Nua (lb) vuax (lb) vuay (lb) Mux (lb*ft) 0 1050 0 0 ex ey Mod/high Anchor wl sustained Anchor only resists (in) (in) seismic _tension 0 0 Yes _No Individual Anchor Tension Loads . N ua1 (lb) 0.00 e}.iiin) e'Ny(in) 0.00 '0.00 Individual Anchor Shear Loads V ua1 (lb) 1050.00 e'vx<in) e'viin) 0.00 . 0,00, Tension-Strengths Steel(± = 0.75) N5a(fb) IN5aClb) 28250 ;!1187.50 Nua(lb) 0.00 windlseis loads lllo N ua 1I Nsa 0.0000 Concrete Breakout {I = 0.6q , I seis = 0.75) Ncb(lb) I Ncb(lb) N\la(lb) _Nua II Neb 451~.48 2199.83 0.00 0.0000 Adhesive (I = 0.65 , I seis = 0.75 ) N8(1b) !NaClb) Nua(lb) Nua II N~ '3989:22 1944.74 0.00 0.0000 -. - ., Muy (lb*ft) 0 Apply entire·shear , @frontrow No I{ Category Side-Face Blowout does not apply Shear Strengths Steel (I =· 0.65 , dv.seis = 0.68 ) V8q(lb) _rveq(lb) 'vua(lb) 11526 7491.90 1050.00 V ua/IVeq o.1402 Concrete Breakout (case 1) (I = 0.70, I seis = 0.75) vcbx(lb) I'Vcbx(lb) vuax(lb) Yuax /IVcbx 9:489.89 4982.19 1050.00 0.2108 ', vcoy(lb) IVc~y(lb) Yu8y(lb) vuay_,rvcby Vua/IVcb · ~867.35 150~,36 o.cio 0.0609 0.2108 Concrete Breakout (case 2) does not apply to single-anchor layout Concrete Breakout (case 3) (I = 0.70 , I seis = 0.75) cx1 edge vcby(lb) IVcby(lb) Vu8y(lb) yuay/IVcby 1941.84 1019.47 0.00 0.0006 cy1 edge Vcbx(lb) rVcbx(lb) Yuax(lb) Vuax /IVcbx 7710.53 4048.03 1050.00 0.2594_ cx2 edge vcby!lb) IYc~yCib) vuay(lb) Vuay/IVcby. 18979.77 9964.38 0.00 0:0000 6>,2 edge vcbx(lb) IVcbx(lb) vuax(lb) Yuax/IYcbx Vua /IVcb 7710.53 4048.03 . 1050.0Q 0.2994 0.2594 Pryout (I = d.70 , I seis = 0.75) V9p(lb) _ IVcp(lb) vuax(lb) Vuax /I Vcp 7978.43 4188.98 . 1050 0.2507 vcp(lb) . IVcp(lb) vuay(lb) Vuay/IVcp 7978.43 4188.68 Q 0.0000 lnt~raction check yua_/IVcp 0.2507 Note, Ratios-in the equation below have been divided by 0.4 factor for brittle failure. T.Max(0) <=0.2 and V.Max(0.65) <= 1.0 [Sec D.1.2] lnter~ction check: PASS Use 5i8" diameter A193 GR. 87 SET~XP al'!chor(s) with 5 in. embedment ,. ~ q q co -~ 19-9-8 I 4.-5-0 I TO.SD 1=1===~===1======='~3 (3 -T06 1-6-0 MissiON~ .. 'CRUSS 12538 Vigilante Rd Lakeside, CA 92040 Ph. 619-739-0958. Fax 866-612-8884 missiontrus~.com TOSA 14-11-8 9-3-0 35-7-4 03 (7 o[· q .. 8-0-0 =======i"=I'? 22-1-0 a,> a, N q '9 "' .., q '? 0 .., Re: 02119 La Costa Ave MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Fax 916/676-1909 The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Mission Truss Company. Pages or sheets covered by this seal: R36305840 thru R36305861 My license renewal date for the state ofCalifomia is March 31, 2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. April 22,2013 Tingey, Palmer The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1. Job Truss Truss Type Qty Ply La Costa Ave R36305840 02119 T01 CAL. HIP 2 1 Job Reference lontionall mIssIon truss, I -1-0-o I lakeside, ca 3-11-4 7.350 s Sep 26 2012 MITek lndustnes, Inc. Mon Apr 22 12:38:30 2013 Page 1 ID:GrOXXCHpeCdelqTxlSy2BTzOCWc-UNUWHRNqfkihTqRXMVK?xBXXQw9cDeiRUtRBIDz0817 7-1-10 10-9-5 HJ-0 3-11-4 3-2-6 3-7-11 I 1~~~;6 I 1~:~12 I ~~1~! I ~~o~o I 5x10-::;. 5x10 .::::- TRUSSES IN THIS JOB COMPLY WITH CBC 2010 SECTION 2303.4 29 4x12 = 3-11-4 7-1-10 14-11-6 18-1-12 22-1-0 3-11-4 3-2-6 7-9-12 3-2-6 3-11-4 Plate Offsets (X Y)· [2·0-6-0 0-1-111 [8·0-6-0 0-1-111 [10·0-3-0 0-3-121 [12·0 7 0 0 4 81 ' ' ' ' ' ' ' --' -- LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 6.71 Vert(LL) 0.24. 11-12 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.67 Vert(TL) -0:68 11-12 >382 180 MT18H 220/195 BCLL 0.0 * Rep Stress I ncr NO WB 0.26 Horz(TL) 0.14 8 n/a n/a BCDL 10.0 Code IBC2009/TPl2007 (Matrix-M) Weight: 115 lb FT=Oo/o LUMBER TOP CHORD 2x4 DF No.1 G *Except• 4-6: 2x6 DF SS G BRACING TOP CHORD Structural wood sheathing directly applied or 2-3-5 oc purlins, except BOT CHORD 2x6 DF SSG 2°0-0 oc purlins (3-6-7 max.): 4-6. WEBS 2x4 DF No.1 G BOT CHORD Rigid ceiling directly applied or 6-2-5 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 2=22S5/0-3-8 (min. 0-2-6), 8=2235/0-3-8 (min. 0-2-6) Max Horz 2=-38(LC 5) Max Uplift 2=-599(LC 7), 8=-599(LC 7) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-17=-3749/947, 2-18=-5863/1719, 3-18=-5836/1727, 3-19=-5632/1690, 4-19=-5604/1698, 4-20=-5322/1629; 20-21 =-5327/1628, 5-21=-5335/1628, 5-22=-5367/1642, 22-23=-5360/1643, 23-24=-5360/1643, 6-24=-5355/1644, 6-25=-5638/1714, 7-25=-5666/1705, 7-26=-5847/1734, 8°26=-5883/1726, 8~27=-3739/943 BOT CHORD 2-12=-1569/5536, 12-28=-1905/6110, 28-29=-1905/6110, 29-30=-1905/6110, 11-30=-1905/611 0, 1 0-11 =-1534/5359, 8-1.0=-1573/554 7 WEBS 3°12=-402/101, 4-12=-47/974, 6-10=-19/914, 7-10=-3(15/120, 5-12=-1005/500, 5-11 =-956/481 NOTES 1) Unbalanced:roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph (3-second gust); TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and-right exposed; Lumber.DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) AJI plates are MT20 plates unless-otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with-any other live loads. 6) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=599, 8=599. 9) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentratedJoad of 250.0lb live located at cjll mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 11) Girder carries hip end with 8-0-0 end setback. 12) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 13) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1 Od nails. Continued on page 2 A WAR.NINO-Verify dfflign p~er,s and READ NOTBS 0Nffll8AND INCLUDED >1ITBK Rlif'ERRNC1H'A01H1JH4?a llBfORB-USB. Design valid for use only with-MiTek connectors. This design ls.based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporal)' bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Crtterla, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. lf SmJthsrn Pin<> (51'} ful!lber ls>j>!Kiff,w, the <le•l,gn v,o1ueun, u,...., eff'tctlve Ofi/01/2013 ,by At.SC 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Scale= 1:39 9 J . Job Truss Truss Type Qty Ply La Costa Ave 02119 T01 CAL. HIP 2 1 R36305840 Job-Reference /ootional) mIssIon truss, NOTES lakeside, ca 7.350 s Sep 26 2012 M1Tek fndustnes, Inc. Mon Apr 22 12:38:30 2013 Page 2 ID:GrOXXCHpeCdeLqTxlSy2BTzOCWec-UNUWHRNqfkihTqRXMVK?xBXXQw9cDeiRUtRBIDz0817 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated·load(s) 728 lb down and 381 lb up at up at 7-1-10 on top chord. The design/selection of such connection device(s) is the responsibility of others. 15) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (pit) Vert: 1-4=-68, 4-20=-68, 20-24=-165, 6-24=-68, 6-9=-68, 2-8=-49(F=-29) Conc:entrated Loads (lb) Vert: 4=-589 6=-589 14-11-6, and 728 lb down and 381 lb A WARMNO • Verifil dt!!!lign paro:metffl!I otl.d Rew NOTBS ON1H18AND INCLUDED .Mf'lWC' RBFERENCB PAOBMII·7473 BEFORB USE. Mii' Design vafid for use only with MITek connectors. This design~ based only upon paramet<ers shown, and is for an indiviaual building component. Applicability of·design parameters and proper incorporation of component is responsibility of building deslgn,,r-not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporaiy bracing lo insure stability during-construction is the responsibilhty of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.-For general guidance regarding fabrication, quality control, storage, dehveiy, erection and bracing, consult ANSI/TPll Quality Criteria, DSB·89 and BCSI Building Component Safety lnformallon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If Soothern 1'Jng {SP} k.!mber i• ')l&rffi.w, -ifle des fl'! moes-these elfecti,,.O:fi'./01/2013 by Al.SC MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 i. Job Truss Truss Type Qty Ply La Costa Ave R36305841 02119 T01A CAL HIP 2 1 Job Reference tontionall mIssIon truss, lakeside, ca 7.350 s Sep 26 2012 MITek lndustnes, Inc. Mon Apr 22 12:38:32 2013 Page 1 ID:GrOXXCHpeCdelqTxlSy2BTzOCWc-QmbGi7P4ALyPiBbwTwNT0ccwqku0haRkxBwlq6zO815 I -1-0.0 1--0-0 4-11-9 4-11-9 9-5-1 4.5.9 ~~1~~ ~~;;f ~s~~ I ~;~:~ 12{.ci-~ I 4x4 ~ 6x8 = ~1 0 3x6 = 9-5-1 12-7-15 22-1-0 9-5-1 3-2-14 9-5-1 Plate·Offsets (X Y)· [2·0-1-13 EdQel [5·0-4-0 0-1-131 [7·0-1-13 EdQel [10·0-4-0 0-3-01 ' ' ' ' ' ' ' ' LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.46 Vert(LL) -0.11 9-16 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.48 Vert(TL) -0.40 9-16 >665 180 BCLL 0.0 * Rep Stress Iner YES W8 6.18 Horz(TL) 0.08 7 n/a n/a BCDL 10.0 Code IBC2009/TPl2007 (Matrix-M) Weight: 93 lb FT=0% LUMBER TOP CHORD 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF No.1 &Btr G WEBS 2x4 DF No.1 &Btr G BRACING TOP CHORD Structural wood sheathing directly applied or 4-6-7 oc purlins, except 2-0-0 cc purlins (5-3-14 max.): 4-5. BOT CHORD Rigid ceiling directly applied or 8-9-13 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. _ REACTIONS (lb/size) 2=1043/0-3-8 (min. 0-1-8), 7=1043/0-3-8 (min. 0-1-8) Max Horz 2=49(LC 8) Max Uplift 2=-209(LC 9), 7=-209(LC 9) FORCES (lb) -Max. Comp./Max. Ten. -All forces 256 (lb) or less except when shown. TOP CHORD 2-17=-1574/175, 2-18=-2181/63~, 18-19=-2140/641, 3-19=-2139/652, 3-20=-1722/450, 20-21=-1712/459, 4-21=-1669/468, 4-22=-1582/475, 22-23=-1584/474, 23-24=-1584/474, 5-24=-1588/474, 5-25=-1728/480, 25-26=-1730/472, 6-26=-1778/465, 6-27=-2144/651, 27-28=-2146/641, 7-28=-2186/638, 7-29=-1570/173 BOT CHORD 2-10=-555/2030, 9-10=-343/1643, 7-9=-563/2036 WEBS 3-10=-569/254, 4-10=-40/345, 5-9=-4/281, 6-9=-519/233 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind:. ASCE-7-05; 90mph (3-second gust); TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=44ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS(all heights) and C-C Exterior(2) -1-0-9 to 1-11-7, lnterior(1) 1-11-7 to 9-5-1, Exterior(2) 9-5-1 to 12-6-2, lnterior(1) 16-9-1 to 23-1-9 zone; cantilever left and right exposed; end vertical left and right exposed;C-C-for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where·a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) qf truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 0t=lb) 2=209, 7=209. 8) Beveled plate or shim required to provide full bearing surface with truss.chord atjoint(s) 2. 9) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 1 0) This truss has been designed for a moving-concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any Q!her live-loads. 11) "Semi-rigid pitch breaks including heels" Member end fixity m9(lel was used in the analy~is and design of this truss. 12) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss·rc w/ 2-10d nails. 13) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard A WAR.NIM!-· 'l,mfy dl/:llignparnnwters ood'RJW) NO'IES ON'f1ffflAND INCLUDED MJTBKRBFRR£NC1$ PAGBMII-7473 BEFORB USS. Design valid for use only with Milek connectors. This design is based only upon parameters shown, and is for an individual buil,ling component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer -not truss designer. Bracing shown Is for lateral support of indiviaual web members only. Additional temporal)' bracing to insure stability during construction is the responsiblllity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general gu_idance regarding fabrication, quc,llty control, storage, delive,y, erection and bracing, consult ANSI/TPll Quallly Criteria, DSB-89 and SCSI Building Component Safely Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. _ If Southern Pine {SP} lumber 1uj,e<:1fti!!4 the-dM\111 .... 1 ..... , ~"' those effe<ti..,..06/01/WU by Al.SC 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Scale= 1.40.4 Job Truss Truss Type Qty Ply La Costa Ave R36305842 02119 T01B COMMON 4 1 Job Reference lootionall mIssIon truss, -1-0-0 lakeside, ca 7 .350 s Sep 26 2012 MITek lndustnes, Inc. Mon Apr 22 12:38:33 2013 Page 1 ID:GrOXXCHpeCdelqTxlSy2BTzOCWc-uy9evSQixf4GKHA61euiYq94e8GGQ2KIArfrMYz0814 11-0-8 16-1-11 22-1-0 23-1-0 1-0-0 5-11-5 5-1-3 5-1-3 5-11-5 1-0-0 4x4 =:= LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 * BCDl 10.0 7-7-11 7-7-11 SPACING Plates Increase Lumber Increase Rep Stress I ncr 2-0-0 1.25 1.25 YES Code IBC2009/TPl2007 CSI TC 0.52 BC 0.35 WB 0.07. (Matrix-M) 4x4 = 4x4 = 14-5-5 22-1-0 699 --7 711 .. DEFL in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.08 8-9 >999 240 MT20 220/195 Vert(TL) -0.30 8-9 >884 180 Horz(TL) 0.07 6 n/a n/a Weight: 86 lb FT=O% LUMBER TOP CHORD BOT CHORD WEBS 2x4 DF No.1 &Btr G 2x4 DF No.1 &Btr G 2x4 DF No.1 &Btr G BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4-5-2 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 2=1043/0-3-8 (min. o+8), 6=1043/0-3-8 (min. 0-1-8) Max Herz 2=-56(LC 7) Max Uplift 2=-209(LC 9), 6=-209(LC 9) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-16""1548/224, 2-17=-2153/462, 17-18=-2101/469, 3-18=-2099/479, 3-19=-1892/409, 19-20=-1835/411, 4-20=-1833/421, 4-21 =-1833/421, 21-22=-1835/411, 5-22=-1892/409, 5-23=-2099/479; 23-24=-2101/469, 6-24=-2153/462, 6-25=-1549/226 BOT CHORD 2-9=-379/1993, 8-9=-214/1361, 6-8=-393/1993 WEBS 4-8=-75/583, 5-8=-404/190, 4-9=-75/583, 3-9=-404/190 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph (3-second gust); TCDL=6.0psf, BCDl=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (all heights) and C-C Exterior(2) -1-0-9 to 1-11-7, lnterior(1) 1-11-7 to 11-0-8, Exterior(2) 11-0-8 to 14-0-8 zone; cantilever left and right-exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL:=1.25 plate grip DOL=1.25 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in-all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied.for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100-lb uplift atjoint(s) except Ot=lb) 2=209, 6=209. 7) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and-referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard A,WARJWMJ--Verif!Jdcsf.gn.panmwtcrsandR&VNO'fSSONTIIIBANDINCLUDED.Ml'.fBK'REPBRENCBPAOBJffI-7473J}IWORB'USB. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responslblhty of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPll Quallty CrHerla, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If SouthemJ>;ne {5P}tumberls51'Ulfi<>d, the du!D> -;:al,.,..nre th<>Se effect,.,,.. 06/01/2013 by AIM; 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 9561 O Scale= 1:39.0 Job Truss Truss Type Qty Ply La Costa Ave R36305843 02119 T02 CAL HIP 1 1 Job, Reference /octionan .. mIssIon truss, lakeside, ca 3-11-5 7 .350 s Sep 26 2012 MITek lndustnes, Inc. Mon Apr 22 12:38:36 2013 Page 1 ID:GrOXXCHpeCdelqTxlSy2BTzOCWc-JXrnYUSbEaSrBlvhimRPASmZ4LDMdPKKsouWztz0811 I -1-0-0 7-5-0 1-0-0 3-11-5 3-5-11 9-s-11 I 11-5-11 i2-0-e1 15-6-1 I 19-5-6 I 20-5-6 I 1-9-0 1-9-0 -6-11 3-5-11 3-11-5 1-0-0 4x12 = :~ 'N 3x8 = 3-11-5 7-5-0 3-11-5 3-5-11- Plate Offsets (X Y)· 12·0-1-13 0-0-11 f4·0-6-0 0-1-61 [6·0-6-0 0-1-61 [8·0-1 13 o o 11 ' ' ' ' ' ' ' -' -- LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.70 TCDL 14.0 Lumber Increase 1.25 BC 0.58 BCLL 0.0 * Rep Stress Iner NO WB 0.12 BCDL 10.0 Code IBC2009/TPl2007 (Matrix-M) 4x12 =. 3x8 = 12-0-6 4-7-6 DEFL in (loc) Vert{LL} 0.18 10-11 Vert(TL} -0.48 10-11 Horz(TL} 0.11 8 15-6-1 3-5-11 1/defl Lid >999 240 >481 180 n/a n/a 19-5-6 3-11-5 PLATES MT20 Weight: 97Ib 4x8 = GRIP 220/195 FT=O¾ LUMBER TOP CHORD BOT CHORD WEBS 2x4 DF No.1 G 2x6 DF SS G 2x4 DF No.1 G BRACING TOP CHORD Structural wood sheathing directly applied or 2-5-6 oc purlins, except 2-0-0 oc purlins (2-9-7 max.): 4-6. BOT CHORD Rigid ceiling directly applied or 6-8-10 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 2=2011/0-3-8 (min. 0-2-2), 8=2011/0-3-8 (min. 0-2-2) Max Horz 2=-39(LC 5) Max Uplift 2=-556(LC 7-), 8=-556(LC 7) FORCES (lb) -·Max. Comp./Max. Ten. -All forces 250 (lb) or less-except when shown. TOP CHORD 2-16=-3357/863, 2-17=-5142/1610, 3-17=-5120/1619, 3-18=-4824/1574, 4-18=-4793/1582, 4019=-4551/1518, 19-20=-4555/1517, 5-20=-4564/1517, 5-21=-4564/1517, 21-22=-4555/1517, 6-22=-4551/1518, 6-23=-4793/1582, 7-23=-4824/1574, 7-24=-5120/1619, 8-24=-5142/1610, 8-25=-3357/863 BOT CHORD 2-11=-1464/4862, 11-26,;,-1611/4948, 26-27=-1611/4948, 27-28=-1611/4948, 10-28=-1611/4948, 8-10=-1464/4862 WEBS 3-11=-490/63, 4-11=-36/812, 5-10=-665/288, 6-10=-36/812, 7-10=-490/63, 5-11=-665/289 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph (3-second gust); TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) This-truss has been designed for a 1 o.o· psf bottom chord live load nonconcurrent with any other live.loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Ot=lb) 2=556, 8=556. 8) Beveled plate or shim required to provide full bearing surface with truss chord atjbint(s) 2. 9) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed·for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrentwith any other·live loads. 11) Girder carries hip end with 8-0-0 end setback. 12) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of. this truss. 13) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1 Od nails. 14) Gap between inside of.top chord bearing and first diagonal or vertical web shall not exceed 0.500in. Continued on page 2 A WARNING-· Vcrijy design, pan:mwttrm amlR&D NOTES ON THIS AND INCLUDED Mm3K RBPERBNCB PAIJB >11I0147313EfOR.ff USE. Design valid for use only with Mfrek connectors. This design is based only up.on parameters shown, and ls for an individual building component. Applicability of design parameters and proper incorporation of component is responslblhty of buildlpg designer-not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing.to insure stability during construction is the responsibillity ot the erector. Additional permanent bracing of the overall structure ·is the responsibility of the building designer. For general guidance regarding fabrication, quality control storage, delivery, erection and bracing, consult ANSI/TPll Quality Crtterla, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If Sotitltwn l'l,ne {SP} lumber i.upuitiJMt. the deslgn 'll:lllu.imt thme effe!:;ti11e ®/01/20tl by At.SC Nii' Milek' 77TT Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Scale= 1.36 0 .. Job Truss 02119 T02 mIssIon truss, lakeside, ca NOTES Truss Type CAL HIP Qty Ply La Costa Ave 1 1 R36305843 Job Reference /ootional) 7.350 s Sep 26 2012 M1Tek lndustlies, Inc. Mon Apr 22 12:38:36 2013 Page 2 ID:GrOXXCHpeC9eLqTxlSy2BTzOCWc-JXmYUSbEaSrBlvhimRPASmZ4LDMdPKKsouWztz0811 15) Hanger(s) or other connection device(s) shall be provided-sufficient to support concentrated load(s) 728-lb down and 381 lb up at 12-0-6, and 728 lb down and 381 lb up at 7-5-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 16) In the LOAD CASE(S) section, loads applied to the face of the truss are noted·as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber lncrease=1.25, Plate·lncrease=1.25 Uniform Loads (plf) Vert: 1-4=-68, 4-6=-165, 6-9=-68, 2-8=-49(F=-29) Concentrated Loads (lb) Vert: 4=-589 6=-589 ,AWARMNO-VerijjJ.d(:S;q,,_pW'amt!te1'*tmdR&DNOTESONfHJ8p{DINC!,UIJBDMITBKREPJJRENCEP.AOBMff/l473El!fORBUSB. Design valid for use only with_Mffek connectors. This design is.based only upon parameters shown, Ond is for an Individual building component. Applicability of design parameter; and proper Incorporation of component is responsibility of building <;lesigner-not truss designer. Bracing shown is for lateral support of individual web member; only. Additional temporary bracing to insure stability durtng construction Is the responsiblllity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality controL storage, deivery, erection and bracing, consult ANSI/TPll Quality Criteria, DSB-89 and BCSI Building Component Safely Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandrta, VA 22314. !fSouthemPine(SP}kmlbef h,pRifi'!!!lt the dlOSJ&nv.tluu~,e tl!c<e eft'ect1V&Otf/01/20;!.S by Al-SC 77TT Greenback Lane, Suite 109 Citrus Heights, CA, 95610 ' Job Truss Truss Type Qty Ply La Costa Ave R36305844 02119 T02A COMMON 1 1 Job Reference lontional\ mIssIon truss, lakeside, ca 7.350 s Sep 26 2012 M1Tek lndustnes, Inc. Mon Apr 22 12:38:37 2013 Page 1 ID:GrOXXCHpeCdeLqTxlSy2BTzOCWc-njP9IqTD?uaiovTtGTzejgJoClb6MrgT5Sd3VJz0810 I -1-0-0 I 5-3-7 9-8-11 1-0-0 5.3.7 4-5-4 1~~~5 I 1;1.~ I ~01: I 4x4 = 3x6 = 3x8 = 3x6 = 9-8-11 19-5-6 9-8-11 9-8-11 Plate Offsets (X Y)· r2·0-3-0 EdaeJ f6·0-3-0 Ed1:iel I I I I LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates lncr1a1ase 1.25 TC 0.42 Vert(LL) -0.09 8-11 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.49 Vert(TL) -0.32 8-11 >718 180 BCLL 0,0 • Rep Stress Iner YES W8 0.1? Horz(TL) 0.06 6 nla n/a BCDL 10.0 Code IBC2009/TPl2007 (Matrix-M) Weight: 75 lb FT=Oo/o LUMBER TOP CHORD BOT CHORD WEBS 2x4 -DF No.1 &Btr G 2x4 DF No.1 &Btr G 2x4 Di= No.1 &Btr G BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4-11-6 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 2=927/0-3-8 (min. 0-1-8), 6=927/0-3-8 (min. 0-1-8) Max Horz 2=-50(LC 7) Max Uplift 2=-190(LC 9), 6=-190(LC 9) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-15=-1409/125, 2-16=-1818/454, 16-17=-1776/460, 3-17=-1773/468, 3-18=-1351/302, 18-19=-1300/305, 4-19=-1299/314, 4-20=-1299/314, 20-21=-1300/305, 5-21=-1351/302, 5-22=-1773/468, 22-23=-1776/460, 6-23=-1818/453, 6-24=-1409/127 BOT CHORD 2-8=-373/1685, 6-8=-387/1685 WEBS 4-8=-35/530, 5-8=-566/233, 3-8=-566/233 NOTES 1) Unbalanced'roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph (3-secqnd gust); TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (all heights) and C-C Exterior(2) -1-0-9 to 1-11-7, lnterior(1) 1-11-7 to 9-8-11, Exterior(2) 9-8-11 to 12-8-11 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with.any other live loads. 4) • This·truss has been designed for a live load of 20.0psf on the bottom chord in.all areas where a· rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom·chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Ot=lb) 2=190, 6=190. 7) This truss is designed in accordance with the 2009 lnternational"Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed·for a moviog concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used-in the analysis and design of this truss. LOAD CASE(S) Standard ,A_ WARNINQ • VcriflJdesignparwmiters f.111.dR&W .NOTBS ONTH18AND INCLUDED MJT.BKRBFBRENCE PAGBMI!-7413 ~ORB USE. Design valid for use only with MiTek connectors. This design ;,·based only upon parameters shown. and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designe,-not truss designer. Bracing shown is for lateral support of individual web members only. Additjonal temporary bracing to insure stability during·construction Is the responslblllity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPll Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA22314. ttS<luttum1 Pine[5!>1tumber lupuifiw, the d~valuti-tl'IOM! affectlv<t06/01/~013tiy Al.SC 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Scale= 1:34 7 Job Truss Truss Type Qty Ply La Costa Ave 02119 T02B R36305845 COMMON 1 1 Job Reference lootional\ ... mIss10n truss, lakeside, ca 5-3-7 9-8-11 7.350 s Sep 26 2012 MITek lndustnes, Inc. Mon Apr 22 12:38:38 2013 Page 1 ID:GrOXXCHpeCdelqTxlSy2BTzOCWc-FwzXyAUrmBiZQ324qBU!Ftszy9xH5IudK6Nc1 mz081? 5-3-7 14-1-15 I 19-5.s I 20-s.s I 4-5-4 5-3-7 1-0-0 4x4 = 3x6 = 9-8-11 19-5.S 9-8-11 9-8-11 Plate Offsets (X Y)' [1 ·0-3-0 Edoel [5·0-3-0 Edge] ' ' ' ' !-OADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.42 Vert(LL) -0.09 7-10 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.49 Vert(TL) -0.33 7-10 >699 180 BCLL 0.0 * Rep Stress Iner YES WB 0.18 Horz(TL) 0.06 5 n/a n/a BCDL 10,0 Code IBC2009/TPl2007 (Matrix-M) Weight: 74 lb FT=0% LUMBER TOP CHORD 2x4 DF' No.1 &Btr G BOT CHORD 2x4 DF No.1 &Btr G WEBS 2x4 DF No.1 &Btr G BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4-10-7 oc purlins. Rig.id ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 1=854/0-3-8 (min. 0-1-8), 5=928/0-3-8 (min. 0-1-8) Max Horz 1 =-52(LC 7) Max Uplift 1=-141(LC 9), 5=-190(LC 9) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-14=-1444/259, 1-15=-1829/458, 2-15=-1783/472, 2-16=-1356/311, 16-17=-1305/313, 3-17=-1303/322, 3-18=-1303/314, 18-19=-1305/305, 4-19=-1355/303, 4-20=01777/476, 20-21=-1780/464, 5-21=-1823/461, 5-22=-1408/129 BOT CHORD 1-7=-377/1696, 5-7=-394/1689 WEBS 3-7=-42/533, 4-7=-565/233, 2-7=-570/234 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph (3-second gust); TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-0-0 to 3-0-0, lnterior(1) 3-0-0 to 9-8-11, Exterior(2) 9-8-11 to 12-8-11 zone; cantilever left and right exposed; end.vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Qt=lb) 1=141, 5=190. 7) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nbnconcurrent with any other live loai:ls. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard A WARNJN(}-1/crif!rtkii{Qn.panmu:ters Wl.dR&D NO'lES ONT1118ARD INCLUDBD MJT.eKRBl'ERBNCJ., !M.OBJT!J.7473 BEFORE mm. Design valid for use only with Mif ek connectors. This design~ based only upon.parameters shown, and is for an Individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional femporaiy bracing to insure sfqblllty durtng construction is the responslbiihty of the erector. Additional permanent bracing of the overall structure is the responsibility of me building designer. For general guidance regarding fabrication, quality control; storage, deilveiy, erection and bracing, consult ANSI/TPll Quality Crtterla, DSB-89 and BCSI Building Component Safety Information available from Truss Plate lnsflfute, 781 N. Lee Street, Suile 312, Alexandria, VA 22314. !tSout!um, 11ina ISP! lumbet 1s ,pecitli!<f, tile design 'Alu ti ate th0$!> efftct1.,,..06/0l/20:13 by A!.X Nii' MiTek· 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Scale= 1·33,0 Job Truss Truss Type _Qty Ply La Costa Ave R36305846 02119 T03 CAL HIP 1 2 Job Reference lootional\ mission truss es'de lak 1 , ca 7-5-0 10-10-5 7.350 s Sep 26 2012 M!Tek lndustnes, Inc. Mon Apr 22 12:38:42 2013 Page 1 ID:GrOXXCHpeCdelqTxlSy2BTzOCWc-7hC2oXXMqQD _ vgMr31YpQjObVmF414vCEklq9Xz080x 14-3-11 3-5-11 3-5-5 3-5-5 17-9-D I 21-2-5 I 24-7-11 I 2a-1-o I 31-6-10 I 35-6-o 3-5-5 3-5-5 3-5-5 3-5-5 3-5-11 3-11-6 I Seale=1625 5x10 = 4 oo fi2 JxS = 2x4 II 6x6 = 2x4 II 3x6 = 5x10 = ,\ -~l WS U ~ M ~g ~= 4x8 = 4xa = 7x14 MT18H = 7x14 MT18H = 4x8 = 3-11-5 7-5-0 14-3-11 21-2-5 28-1-0 3-11-5 3-5-11 6-10-11 6-10-11 I 6-10-11 31-6-10 35-6-0 3-5-11 3-11-6 Plate Offsets (X Y)· [2·0-2-9 0-0-11 [4·0-4-3 0-1-121 [7·0 3-0 0 3 41 [10·0 4 3 O 1 121 r12·0 2 9 o o 11 [14·0 7 o o 4 81 [15·0 7 o o 4 81 I I I I I -I --I --I --I --I --I --I . -I --I -- LOADING (psf) SPACING ;1-0-0 CSI DEFL in (Ice) 1/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.70 Vert(LL) 0:54 14-15 >785 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.69 Vert(Tl) -1.66 14-15 >254 180 MT18H 220/195 BCLL 0.0 * Rep Stress Iner NO WB 0.24 Horz(TL) 0.25 12 n/a n/a BCDL 10.0 Code IBC2009/TPl2007 (Matrix-M) Weight: 362 lb FT=O% LUMBER TOP CHORD BOT CHORD WEBS 2x4 DF No.1 G 2x6 DF SSG 2x4 DF No.1 G BRACING TOP CHORD Structural wood sheathing directly applied or 3-1-1-14 oc purlins, except 2-0-0 oc purlins (3-1-0 max.): 4-1 o. BOT CHORD Rigid ceiling directly applied or 9-11-14 oc bracing. REACTIONS (lb/size) 12=3598/0-3-8 (min. 0-1-15), 2=3714/0-3-8 (min. 0-2-0) Max Herz 2=47{LC 6) Max Uplift 12=-754(LC 7), 2=-828(LC 7) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-21 =-7144/1529, 2-22=-10371/2434, 3-22=-10323/2443, 3-23=-10218/2420,. 4-23=-10187/2430, 4-24=-9686/2325, 24-25=-9687/2324, 5-25=-9695/2322, 5-26=-14397/3389, 26-27=-14397/3389, 6-27=-14397/3389, 6-28=-14397/3389, 7-28=-14397/3389, 7-29=-14365/3374, 8-29=-14365/3374, 8-30=-14365/3374, 30-31=-14365/3374, 9-31=-14365/3374, 9°32=-9613/2285, 32-33=-9604/2285, 1 0-33=-9598/2286, 1 0-34=-1 0102/2388, 11-34=-1 0132/2379, 11-35=-10251 /2411, 12-35=-10300/2403, 12-36=-7145/1545 BOT CHORD 2-16=-2265/9790, 16-37=-3034/12721, 15-37=-3034/12721, 15-38=-3506/14856, 14,38=-3506/14856, 14-39=-3004/12658, 13-39=-3004/12658, 12-13=-2238/9725 WEBS 3-16=-311/181, 4-16=-344/2490, 10-13=-359/2515, 11-13=-321/178, 5-16=-3703/964, 5-15=-327/2068, 6-15=-619/249, 7-15=-662/~58, 7-14=-704/278, 8-14=-621/250, 9-14=-344/2108, 9-13=-3727 /97 4 NOTES 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4-1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 -2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered·equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to pfy connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 90mph (3-second gust); TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=36ft; eave=5ft; Cat. 11; Exp C; Kd 1.00; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.25 plate grip DOL=1.25 5) Provide adequate drainage to prevent water ponding. 6) All plates are· MT20 plates unless otherwise indicated. 7) This truss has been designed for a 1 o.o psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate.rating reduction of 20% has been applied for the green lumber members. 1 O) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 12=754, 2=828. 11) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) 2. 12) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard Cont/llAfedflifll~ge 2 ,A. W~ • V<:rifj; design parrmttMl'II Wl.dR&D NO'IBS ON THIS ANV lNCLlJJJED MJ'f'BK REPERSNCE PA.GB Mll-7413 .flBFORB US& Design volid.for use only wifh Mif ek connectors. This design is bpsed only upon parameters shown, and Is for an Individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building.designer-not truss designer. Bracing shown Is tor lateral support of individual web members only. Additional temporary bracing to insure stability dunng construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general'guidance regarding fabncation, quality control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Crfferla, DSB-89 and BCSI Building Component Safety lnformallon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandna, VA 22314. lfSotitllem J>Jrn, {SP} !Wnber i.. spe,:11!,w, the d"-"""val..,., __ effel:.thre00/01/2013 by Al.SC 1m Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply La Costa Ave R36305846 02119 T03 CAL HIP 1 2 Job Reference lontional\ mIssIon truss, lakeside, ca 7.350 s Sep 26 2012 M1Tek lndustnes, Inc. Mon Apr 22 12:38:43 2013 Page 2 ID:GrOXXCHpeCdeLqTxlSy2BTzOCWc-btmQ0tx_bkLrWqx1ck32yXZmFAbJmX9MT04NizzO80w NOTES 13) This truss has been designed for a moving concentrated load of 250.0lb live located.at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 14) "Semi-rigid pitchbreaks including heels" Member end fixity model was used hthe analysis and design of this truss. 15) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1 0d nails. 16) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 17) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 652 lb down and 305 lb up at 28-1-0, and 652 lb down and 305 lb up at 7-5-0 on top chord. The design/selection of such connection device(s) is the responsibility 6f others. LOAD CASE(S) Standard 1) Regular: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-4=-68, 4-33=-165, 10-33=-68, 10-12=-68, 2-12=-49(F=-29) Concentrated Loads (lb) Vert: 4=-589 10=-589 A, WARNJNG-· VcrifJJ ~parameters W1.dRBADHO'IBS ONT1118AND INCl,UDJ$D MITEKREF£RBNCE P.t.GBWI·1473 BBFORB US& Design volid for use only with Mifek connectors: This desig~ Is based only up~n param:'t:'.rs show~, ':md is·f'?r an Individual buil:fing comp_onent. Applicability of design parameters and proper ,ncorporahon of component 1s respons1~1hty of bu1l~1ng d<:stgner-not t~ss _destgner. Bra_c,_nl) shown is for lateral support of individual web members only. Additional temporary bracing to insure stabll,1ty dunng construction ts the responstbtlhly of the erector. Additional permanent bracing of the overall structure Is the responslb11ily of the.building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Crtterla, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If Soutllem l>im, !SP} lwnberis,ptH:ifli!d, the dtiljgtl ,..lue.um, tt,...., eff'ecti,,..06/01/20:13 byAlSC Nii' Milek· 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply La Costa Ave R36305847 02119 T03A CAL HIP 1 1 Job Reference roolional\ mIssIon truss, 11-0-01 lakeside, ca 4-11-9 9-5-1 13-7-1 7.350 s Sep 26 2012 MITek lndustnes, Inc. Mon Apr 22 12:38:45 2013 Page 1 17 _ 9 _ 0 ID:Gr0XXCHpeCdelqTxlSy28TzOCWc-YGuBQZZE6LbZm75Qk96W2Me88zliEOKfxiZUmszO80u 4-1-15 I 2~;~1~5 I 2:_1~~; I 3~1~ I ~~1~! I 1-0-0 4-11-9 4-5-9 4-1-15 Scale= 1·s21 3x10 = 3x8 = 6x8 = 3x8 = 3x10 = 9-5-1 9-5-1 Plate Offsets (X Yl· r2·0-0-0 0-0-0l r12·0-4-0 0-3-81 I I I I LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 * Rep Stress Iner YES BCDL 10.0 Code IBC2009/TPl2007 LUMBER 17-9-0 8-3-15 CSI TC 0.55 BC 0.63 WB 0.39 (Matrix-M) 26-0-15 35-0-0 8-3-15 9-5-1 DEFL in (foe) I/defl Ud PLATES GRIP Vert(LL) 0.34 12 >999 240 MT20 220/195 Vert(TL) -1.06 12-13 >402 180 Horz(TL) 0.25 10 n/a n/a Weight: 154 lb FT=0% TOP CHORD 2x4 DF No.1 &Bir G BQT CHORD 2x4 DF No.1 &Btr G WEBS 2x4 DF No.1 &Btr G BRACING TOP CHORD Structural wood sheathing directly applied or 3-1-12 oc purlins, except 2-0-0 oc purlins (3-0-9 max.): 4-8. BOT CHORD Rigid ceiling directly applied or 6-9-6 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 10=1561/0-3-8 (min. 0-1-11), 2=1634/0-3-8 (min. 0-1-12) Max Horz 2=56(LC 8) Max Uplift 10=-258(LC 9), 2=-306(LC 9) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-20=-2629/462, 2-21=-3858/1042, 21-22=-3797/1054, 3-22=-3781/1055, 3-23;=-3497/868, 4-23=-3456/877, 4-24=-3283/866, 24-25=-3285/865, 5-25=-3289/865, 5-26=-4406/1100, 26-27=-4406/1100, 6-27=-4406/1100, 6-28=-4406/1100, 28-29=-4406/1100, 7-29=-4406/1100, 7-30=-3295/861, 30-31 =-3291/861, 8-31 =-3291/862, 8-32=-3463/874, 9-32=-3503/865, 9-33=-3796/1054, 33-34=-3814/1052, 34-35=-3815/1046, 10-35=-3873/1040, 10-36=-2622/561- BOT CHORD 2-13=-961/3602, 12-13=-947/4095, 11-12=-947/4098, 10-11=-952/3618 WEBS .3-13=-488/246, 4-13=-139/860, 8-11=-146/863, 9-11=-494/248, 5-13=-1082/324, 5-12=-28/469, 6-12=-364/124, 7-12=-25/467, 7 -11 =-1 079/322 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph (3-second.gust); TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=36ft; eave=5ft; Cat. 11; Exp C; Kd 1.00; enclosed; MWFRS (all heights) and C-C Exterior(2) -1-0-9 to 2-6-1, lnterior(1) 2-6-1 to 9-5-1, Exterior(2) 9-5-1 to 31-1-3, lnterior(1) 31-1-3·to 35-6-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)·* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall py 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7)' Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 0t=lb) 10=258, 2=306. 8) Beveled plate or shim required to provide full bearing surface with truss chord·atjoint(s) 2. 9) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.0lb live.located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 11) "Semi-rigid pitch breaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened.to truss TC w/ 2-10d·nails. 13) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. Continued on P1!1ge 2 .A,W~·'lcrifgdesignpanmtfflm8W'!dR&DNO'IB60NTHI8ANDINCLUDSDJIIJfflKREPE!l£NCEP.il.GBMII-7473BEFOREUSE. Design valid for use only with Milek connector.;. This design Is based only upon parameter.; shown, and is for an individual building component. Applicability of design parameter.; and proper incorporation of component is responsibility of building designer-not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporal)' bracing to insure stability duling construction is the'responsiblllity ot the erector. Additional permanent bracing ot the overall structure is the responsibility of the building designer. For general guidance regarding fablication, quality control, storage, derive!)', erection.and bracing, consult ANSI/TPll Quallty Crtterla, DSB-89 and BCSI Bulldlng Component Safety Information available from Truss-Plate Institute, 781 N. Lee Street. Suite 312. Alexandria, VA 22314 .. if Southern Plnl!{SP}lumber lsSJ"!"ltilH:f, tl>e d,wgnwmnn, _efr1tru.,..!)6'.ft!l/Wi3 by Al.SC 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss 'fruss Type Qty Ply La Costa Ave 02119 T03A CAL HIP 1 1 R36305847 Job Reference (optional) mIssIon truss, lakeside, ca 7 .350·s Sep 26 2012 MITek lndustnes, Inc. Mon Apr 22 12:38:45 2013 Page 2 ID:GrOXXCHpeCdeLqTxlSy28TzOCWc-YGuBQZZE6LbZm75Qk96W2Me88zliEOKfxiZUmszO80u LOAD CASE(S) Standard .A.wMNTNG<-VeriJi!dffl!Jnparrunt!temandR&DNO'ISSONfflIBAND.INCLUDBD.MlffiKREf'BRENCBPAGBMll•l473.BEFORBUS8. Design valid for use only with Mff ek connectors, This design Is based only upon parameters shown, and Is for an Individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss designer, Bracing shown is for lateral support of individual web members only. Additional t~mporary bracing to insure stability during construction is the responslbillity of the erector. Additional perma·nent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage,,delivery, erection and bracing, consult ANSI/TPl1·Quallty Crtterla, DSB-89 and BCSI Building Component Safely Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandna, VA 22314. JfSaut!l1!rn.P'Jne{SP}tumberlsqi<idtfed,tlledtifcnvalt1+~a"'Ulouel'hlctilNtO!'f/01/lOtlbyAtse 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply La Costa Ave R36305848 02n9 T03B CAL HIP 1 1 Job Reference lontionall mIssIon truss, 11-0-01 lakeside, ca 4-11-9 9-5-1 11-6-7 7 .350 s Sep 26 2012 M!Tek lndustnes, Inc. Mon Apr 22 12:38:49 2013 Page 1 ID:GrOXXCHpeCdeLqTxlSy28TzOCWc-Q17hGxclAa5?EIOBz?ASCCpq3bfXACOErKXivdzOB0q 13-7-1 17-9-0 1-0-0 4-11-9 4-5-9 2-1-6 2-0-10 4-1-15 I -2~i~1~5 . I 2i-~-~-~ I 2~:~~5 I 3!:-~ I ~1~~ I 2x4 II 2x4 11 5x8 -:::-5 7 12 2x4 II 2x4 II Scale = 1 62.1 3x10 = 3x8 = 6x8 = 3x8 = 3x10 = 9-5-,1 17-9-0 26-0-15 35-6-0 9-5-1 8-3-15 8-3-15 9-5-1 Plate Offsets (X Y)· ' ' ' ' ' ' [2·0-0-0 0-0-01 [13·0-0-0 0-0-01 [18·0-4-0 0-3-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.49 Vert(LL) 0.38 18 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.64 Vert(JL) -1.08 18-19 >393 180 BCLL 0.0 * Rep-Stress Iner YES WB 0.39 Horz(TL) 0.26 16 n/a n/a BCDL 10.0 Code IBC2009/TPl2007 (Matrix-M) Weight: 161 lb FT=0% LUMBER TOP CHORD 2x4 DF No.1 &Btr G BOT CHORD 25<4 DF No.1 &Btr G WEBS 2x4 DF No.1 &Btr G BRACING 10PCHORD Structural wood sheathing directly applied or 3-1-8 oc purlins, except 2"0-0 oc purlins (3-0-11 max.): 4-14. BOT CHORD Rigid ceiling directly applied or 6-0-7 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer·lnstallation uide. REACTIONS (lb/size) 16=1577/0-3-8 (min. 0-1-11), 2=1651/0-3-8 (min. 0-1-12) Max Herz 2=70(1.:C 8) Max Uplift 16=-285(LC 9), 2=-333(LC 9) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-26=-2693/554, 2-27=-3873/1098, 3-27=-3807/1110, 3-28=-3574/1017, 4-28=-3493/1029, 4-30=-3365/1060, 6-30=-3365/1060, 6-31=-3368/1065, 31-32=-3368/1065, 8-32=-3368/1065, 8-33=-4453/1369, 33-34=-4453/1369, 9-34=-4453/1369, 9-35=-4453/1369, 35-36=-4453/1369, 10-36=-4453/1369, 10-37=-3373/1079, 37-38=-3373/1079, 11-38=-3373/1079, 11-39=-3370/1075, 14-39=-3370/1075, 14-41=-3499/1045, 1541=-3580/1033, 15-42=-3825/1137, 42-43=-3830/1133, 16-43=-3888/1125, 16-44=-2682/676 flOT CHORD 2-19=-996/3612, 18-19=-1208/4168, 17-18=-1200/4171, 16-17=-1013/3629 WEBS 3-19=-443/142, 4-19=-163/827, 14-17=-172/831, 15-17=-450/146, 8-19=-1072/398, 8-18=-51/493, 9-18=-334/104, 10-18=-48/490, 10-17=-1069/396, 5-6=-265/128 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph (3-second gust); TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=36ft; eave=5ft; Cat. II; Exp C; Kd 1.00; enc;losed; MWFRS (all heights) and C-C Exterior(2)-1-0-9to2-6-1, lnterior(1) 2-6-1 to 11-11-11, Exterior(2) 11-4-101028-6-9, lnterior(1) 28-6-9 to 35-6-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS·for reactions shown; Lumber DOL=1.25 plate grip DOL:=1.25 3) Provide adequate drainage to-prevent water ponding. 4) This truss has been designed for a 1 o.o psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3,6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate.rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb) 16=285, 2=333. 8) Beveled plate or.shim required to provide full bearing surface with truss chord atjoint(s) 2. 9) This truss is designed in accordance with the 2009 International Building Code section 23!)6.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.0lb live located at-all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 11) "Semi-rigid pifchbreaks including heels" Member end fixity model was used in the analysis and design.of this truss. 12) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to-truss TC w/ 2-10d nails. Continued on page 2 .A, WARNIM'r • Vcri!!J ~ parameters tm.dR&D NOfflS ON·THISAND INC!,UJ)BD Ml'f.BK REFERENCE PAGE MlJ·1473 BEFORE USE. Design valid for use only with MiTek connectors. This design ls-based only upon parameters shown, and is for an individual building component. Applicabmty of design parameters and proper incorporation of component is responsibility of building designer·-not truss designer. Bracing shown is for lateral support of individual web members only. Additional femporary bracing to insure stability during construction is the responsibilli!y of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Crtterla, DSB-B9 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. U5otithemltln" {SP} lumber l»pttlfied, tile dMi,gn ,,.,1ue,...., 111...., efftctl-...06/01/Zitl3 by Al.SC Nii' Milek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply La Costa Ave R36305848 02119 T03B CAL HIP 1 1 Job Reference lootIonal\ .. mIssIon truss, lakeside, ca 7.350 s Sep 26 2012 MITek Industries, Inc. Mon Apr 22 12:38:49 2013 Page 2 ID:GrOXXCHpeCdelqTxlSy2BTzOCWc-Q17hGxclAa5?EIOBz?ASCCpq3bfXACOErKXivdzO80q .NOTES 13) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE;(S) Standard A WARNING-· VcrifJJ de!Ji.f11<cp«r«mlltt%rS andR&D NO'JES 0Nffl18AND INCLVDBD MITBKRBPERZNCB PAfJEMlI-1473 BEFORE mlB. pesign valld for use only with Mifek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicabilify of design parameters and proper incorporation of component is responsibilify of building designer-not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibllily of the building designer. For general guidance regarding fabrication, quality control, storage, defivery, erection and bracing, consult ANSI/TPll Quality Cr,lterla, DSB-89 and BCSI Building Component Safely Information available from Truss Plate lnslifute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If 5<>-.rthem !'lne (SP} !umber lupedfl,w, the """"'""luti Ult th.,... effective 00/01/201.S by AlSC Mii' MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply La Costa Ave 02119 T03C R36305849 CAL HIP 1 1 Job Reference tontional\ . , mIssIon truss, lakeside, ca 7.350 s Sep 26 2012 MiTek lndustnes, Inc. Mon Apr 22 12:38:52 2013 Page 1 ID:GrOXXCHpeCdelqTxlSy2BTzOCWc-rcpquyed1VTZ6C7me7k9qqRMyohnNdngYlmMVVyz080n 9-5-1 13-6-7 4-5-9 4-1-6 17-9-o I 21-10-15 21-~1-9 26-0-15 I 30-6-7 I 35-6-0 I 4-1-15 4-1-15 0-0-10 4-1-6 4-5-9 4-11-9 Scale= 1.62.9 6x6-::-2x4 11 Bx6 ~ ~"' 1 ~~ 1 ~1 3"10 = 3x8 = 5x8 = 3x8 = 3x10 = 9-5-1. 17-9-0 26-0-15 35-6-0 9-5-1 8-3-15 8-3-15 9-5-1 Plate Offsets (X Yl· r2·0-o-o 0-0-01 r6·0-5-o o 1-121 r9·o 5-o o 1 121 r10·0 o o o o 01 r15-o-4 o o 3 01 ' .. ' ' ' -' -' --' --' --' -' -- LOADING (psf} SPACING 2s0-0 CSI DEFL in (Ice) I/dell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.45 Vert(LL) 0.23 15-16 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.60 Vert(TL) -0.77 15-16 >556 180 BCLL 0.0 * Rep Stress I ncr YES WB 0.15 Horz(TL) 0.22 13 n/a n/a BCDL 10.0 Code IBC2009/TPl2007 (Matrix-M) Weight: 182 lb FT=Oo/o LUMBER TOP CHORD BOT CHORD WEBS 2x4 DF No.1 &Btr G 2x4 DF No.1 &Btr G 2x4 DF No.1 &Btr G BRACING TOP CHORD Structural wood sheathing directly applied or 3-2-3 oc purlins, except BOT CHORD JOINTS 2-0-0 cc purlins (4-3-1 max.): 4-11, 5-10. Rigid.ceiling directly applied or 7-0-14 cc bracing. 1 Brace at Jt(s): 6, 9, 8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 13=1561/0-3-8 (min. 0-1-11), 2=1634/0-3-8 (min. 0-1-12) 11.1ax Herz 2=77(LC 8) Max Uplift 13=-258(LC 9), 2=-306(LC 9) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-23=-2493/424, 2-24=-3883/964, 3-24=-3824/977, 3-25=-3535/868, 25-26=-3494/870, 4-26=-3454/879, 4-27=-2463/609, 5-27=-2413/623, 4-28=-1036/324, 6-28=-1036/324, 6-29=-1074/315, 8-29=-1074/315, 8-30=-1074/315, 9-30=-1074/315, 9-31=-1057/326, 11-31=-1057/326, 10-32=-2413/629, 11-32=-2463/616, 11-33=-3460/875, 33-34=-3500/866, 12-34=-3541/865, 12-35=-3839/975, 35-36=-3840/971, 13-36=-3898/962, 13-37=-2497/517, 5-38=-2353/621, 38-39=-2354/620, 7-39=-2357 /620, 7-40=-2357/620, 40-41 =-2354/621, 10-41 =-2353/621 BOT CHORD 2-16=-885/3628, 15-16=-697/2992, 14-15=-685/2995, 13-14=-875/3643 WEBS 3-16=-483/162, 12-14='"489/186, 6-16=-63/465, 6-15=-127/693, 8-15=-464/204, 9-15=-123/555, 9-14=-62/464, 5-6=-91/582, 9-10=-93/582, 7-8=-450/203 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph (3-second gust); TC0L=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=36ft; eave=5ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (all heights) and C-C Exterior(2)-1-0-9to2-6-1, lnterior(1) 2-6-1 to 13-4-10, Exterio,(2) 13-4-10to27-1-9, lnterior(1) 27-1-9 to 35-6-0 zone; cantilever left and right exposed; end vertical le.ft and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will flt between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Ot=lb) 13=258, 2=306. 8) Beveled plate or shim required·to provide full bearing surface-with truss chord atjoint(s) 2, 9) This truss is designed in accordance with the-2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Continued on page 2 A WARNING--V#t"ifi.ldl//!iligtl,pa~ cmd R&D NQ'I'BS ON11l1SAND !NCLUDB!) MJmK RBFBRBNCB PAGlH!lJ.7473 llEFORB UBE. Design vand for use only with MiTek connectors. This design is based only upon parameters shown, and ls for an individual building component. Applicability of design parameters arid proper incorporation of component is responsibility of building designer-not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporaiy bracing·to insure stability duling construction is the responslbillity of the erector. Additional permanent bracing of the overall structure Is the responsibility ot the building designer. For general guidance regarding fablicalion, quality control. storage, deliveiy, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Safety lnformaffon available from Truss Plale Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. U5outllemJlirn>{SP}klmberlupulffl!d,.thed!Ui,cnVll1~u•thCS<!ltffect1..,.0f5/01/20'.13byAI.SC 7777 Greenback Lane, Suite 109 Ci1rus Heights, CA, 95610 Job Truss Truss Type Qiy Ply La Costa Ave 02119 T03C CAL HIP 1 1 R36305849 Job Reference /ootional) mIssIon truss, NOTES lakeside, ca 7.350 s Sep 26 2012 MITek lndustnes, Inc. Mon Apr 2212:38:52 2013 Page 2 ID:GrOXXCHpeCdeLqTxlSy2BTzlJCWc-rcpquyed1VTZ6C7me7k9qqRMyohnNdngYlmMWyz080n 12) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fa.stened to truss TC w/ 2-10d nails. 13) Gap between inside of top chord bearing and first-diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard A WARMMl-• Verify ~pa:ro:mtlttlf.'fl andR&D NOTBS ONTtflSAND INCLUDED MJmKRBFBRENCJU'A.OB 1411-7473 Bfil'ORB USE. Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer. Bracing shown is for lateral support of Individual web members only. Additional tempora,y bracing to insure stability during construction is the responsibilhty of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delive,y, erection and bracing, consult ANSI/TPl1 Quality Crtterla, DSB-89 an.d BCSI Building Component Safety Information available.from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. lfSoutllem!lille(Sl'}tumberlss1>mfi"d,thedeslgnvah.1••m1tllOS*etl'erti'll<tOfi/Ol/1Jl:ISJ,yALSC . Iii' MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply La Costa Ave 02119 T03D R36305850 CAL HIP 1 1 Job Reference lontionall mIssIon truss, lakeside, ca 7.350 s Sep 26 2012 MITek lndustnes, Inc. Mon Apr 22 12:38:56 2013 Page 1 ID:GrOXXCHpeCdelqTxlSy2BTzOCWc-jN2LkKh8Xj_ ?aqQXtzo5_gbzaP2CJ04GSwkZfjz080j 17-9-0 21-10-15 4-11-9 9-5-1 13-7-1 4-11-9 4.5-9 4-1-15 ~~;~~ 15£51111.9.5 I ~:~~51~!~}9 1-11-p I ~~~;~5 I 3~:::: I !~1~:~ I 2x4 II 6 8 2x4 II 11 12 44 Scale= 162.1 3x10 = 3x8 = 6x8 = 3x8 = 3x10 = 9-5-1 17-9-0 9-5-1 8-3-15 Plate Offsets (X Y)· r2·0-o-o 0-0-0l f12·0-0-0 0-0-01 f18·0-4-0 003 81 ' ' ' ' . ' ' - LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.73 TCDL 14.0 Lumber Increase 1.25 BC 0.94 BCLL 0.0 * Rep Stress Iner YES WB 0.33 BCDL 10.0 Code IBC2009/TPl2007 (Matrix-M) DEFL Vert(LL) Vert(TL) Horz(TL) in 26-0-15 8-3-15 (foe) 0.38 18 -1.07 18-19 0.26 16 I/def! >999 >397 n/a 35-6-0 9-5-1 Ud PLATES GRIP 240 MT20 220/195 180 n/a Weight: 176 lb FT=Oo/o LUMBER TOP CHORD BOT CHORD WEBS 2x4 DF No.1&Btr G 2x4 OF Nb.1&Btr G 2x4 OF No.1 &Btr G BRACING TOP CHORD Structural wood she_athing directly applied or 3-1-9 oc purlins, except 2-0-0 oc purlins (2-10-10 max.): 4-14. Except: 1 Row at midpt 4-7, 10-14 BOT CHORD Rigid ceiling directly applied or 6-1-7 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 16=1577/0-3-8 (min. 0-1-11), 2=1651/0-3-8 (min. 0-1-12) Max Herz 2=91 (LC 8). Max Uplift 16=-285(LC 9), 2=-333(LC 9) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-26=-2685/542, 2-27=-3873/1051, 3-27=-3807/1062, 3-28=-3578/988, 4-28=-3497 /1001, 4-34;,-3375/1090, 34-35=-3375/1090, 5-35=-3375/10.90, 5-36=-4513/1558, 7-36=-4513/1558, 7-37=-4513l1558, 37-38=-4513/1558, 9-38=-4513/1558, 9-39=-4513/1558, 39-40=-4513/1558, 10-40=-4513/1558, 10-41 =-4513/1558, 13-41 =-4513/1558, 13-42=-3380/1086, 42-4~=-3380/1086, 14-43=-3380/1086, 14-49~3504/997, 15-49=-3584/984, 15-50~3825/1078, 50-51=-3830/-107 4, 16-51=-3888/1066, 16-52=-2675/640 BOT CHORD 2-19=-941/3612, 18-19=-1176/4099, 17-18=-1177/4102, 16-17=-959/3629 WEBS 3-19=-450/134, 4-19=-1971771, 14-17=-205/775, 15-17=-456/155, 5-19=-900/445, 5°18=-180/667, 9-18=-438/305, 13-18=-177/664, 13-17=-897/443, 6-7=-329/182 NOTES 1) Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-05; 90mph (3-second gust); TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=36ft; eave=5ft;-Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (all heights) and C-C Exterior(2) -1-0-9 to 2-6-1, lnterior(1) 2-6-1 to 15-11-11, Exterior(2) 15-4-10 to 20-1-6, lnterior(1) 24-6-9 tb 35-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip-DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any ot_her live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb upliftatjoint(s) except (jt=lb) 16=285, 2=333. 8) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) 2, 9) This truss is designed-in accordance with the 2009 International Building Code.section 2306.1 and·referenced standard ANSI/TPI 1. 1 O) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 11) "Semi-rigid pitchbreaks including heels"·Member end fixity model was used in the analysis and design of this truss. Continued on page 2 A W.4RN1NO-Verif!J designp~ andR&D NO'UJ/S ONTBI8AND INCUIDED M11'EKRBPBRBNCEPAGB.&%Il·14'13 B$FORE mIB. Design valid for use only wifh Mif ek connecfois. This design Is based only upon parameteis shown, and is for an Individual building component, Applicability of design parameters and proper Incorporation of component is responsibility-of building designer-not truss de_signer, Bracing shown is for lateral support-of Individual web membeis only. Additional fempora,y bracing to insure stability dunng construction is the responsibillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabncation, quality control, storage, delive,y, erection and bracing, consult ANSI/TPll Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from.Truss Plate Institute, 781 N, Lee Street, Suite 312, Alexandna, VA 22314, US<nlthem l'in,.{51') iumber rs spe,;ffiul, the d,iliQ> wl,,..;mo tllme effettl'>Nt 06/01/201!! bf At.SC 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply La Costa Ave 02119 T03D CAL HIP 1 1 R36305850 Job Reference /ootional\ mission truss NOTES lakeside ca 7.350 s Sep 26 2012 M1Tek lndustnes, Inc. Mon Apr 22 12:38:56 2013 Page 2 ID:GrOXXCHpeCdelqTxlSy2BTzOCWc-jN2LkKh8XL?aqQXtzo5_gbzaP2CJO4GSwkZfjz080j 12) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1 0d nails. 13) Gap between inside of'top chord bearing and first diagonal or vertical web shall no! exceed 0.500in. LOAD CASE(S) Standard _A WARNING<~ Vcrifu dcsignpan:;rm.er.fl:f'S ondR&D NOTBSONTHI8AND JNCLUDBD MITBKRBPERENCB PAGBMil-1413 EEfOREUS& Design Valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual buildrng component. Applicability of design parameters and proper incorporation of component is responsibility of building designer· not truss designer. Bracing shown Is for lateral support of individual web members only. Additlonal temporal'/ bracing to insure stability duling construction is the responsiblllity of the erector. Additional permanent bracing of the overall structure is the responsibility of the buildrng designer. For general guidance regarding fablication, quality control, storage, delivel'f, erection.and bracing, consult ANSI/TPll Qualify Crfferla, DSB-89 and BCSI Building Component Safely Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandlia, VA 22314. !f Soutl!eml'ine {SP} lumber i• s;,Kifie<l, the du!Q> v.al,,... al'll! thMe effeeti,,..o6/0:ljl0:1Sby At SC. 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply La Costa Ave 02119 T03E COMMON R36305851 7 1 Job Reference lontional\ .. mIssIon truss, lakeside, ca 6-5'12 12-1-6 7.350 s Sep 26 2012 M!Tek lndustnes, Inc. Mon Apr 22 12:38:58 2013 Page 1 ID:GrOXXCHpeCdeLqTxlSy28TzOCWc-fmA590jO3LEjq7aw?OrZ35hJXDiKn83ZwDDgjczO80h 17-9-0 6-5-12 5-7-10 5-7-10 _ I 23-4-1 o I 29-0-4 I 35-6-0 I 5-7-10 5-7-10 6-5-12 Scale= 1:59,8 400112 6x6 = 3x10 = 3x4 = sxs = 3x4 = 3x1D = 9-3-9 17-9-0 26-2-7 35-6-0 9-3-9 8-5-7 8-6-7 . 9-3-9 Plate Offsets (X Y)· f4·0-3 0 0 3 81 110·0-4 0 0 3 01 ' -' --' -' -- LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.76 Vert(LL) 0.25 9-10 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.72 Vert(TL) -0.90 9-10 >473 180 BCLL 0.0 * Rep Stress Iner NO WB 0.81 Horz(TL) 0.25 8 n/a n/a BCDL 10.0 Code IBC2009/TPl2007 (Matrix-M) Weight: 151 lb FT=0% LUMBER TOP CHORD BOT CHORD WEBS 2x4 DF No.1 &Btr G 2x4 DF No.1 &Btr G 2x4 DF No .. 1 &Btr G BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-11-0 oc purlins. Rigid ceiling directly applied or 7-0-8 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 8=1772/0-3-8 (min. 0-1-14), 2=1743/0-3-8 (min. 0-1-14) Max Horz 2=100(LC 8) Max Uplift 8=-292(LC 9), 2=-324(LC 9) FORCES (lo) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-18=-2718/437, 2-19=-4152/872, 19-20=-4093/880, 3-20=-4085/890, 3-21=-38021790, 4-21=-3740/802, 4-22=-2811 /669, 22-23=-27 49/678, 5-23=-27 44/689, 5-24=-2744/693, 24-25=-27 49/682, 6-25=-2810/67 4, 6-26=-4060/924, 7-26=-4122/912, 7-27=-4407/1020, 8-27=-447 4/1001, 8-28=-2840/616 BOT CHORD 2-11 =-780/3876, 10-11 =-639/3292, 9-10=-737/3590, 8-9=-894/4181 WEBS 5-10=-254/1388, 6-10=-1233/377, 6-9=-14/514, 7-9=-443/201, 4-10=-862/250, 4-11=-4/511, 3-11=-441/190 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph (3-second gust); TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=36ft; eave=5ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (all heights) and C-C Exterior(2)-1-0-9 to 2-6-1, lnterior(1) 2-6-1 to 17-9-d, Exterior(2) 17-9-0 to 21-3-10 zone; cantilever left·and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) This truss-has been designed for a 1 o.o psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the·bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will-fit between the bottom cliord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except 0t=lb) 8=292, 2=324. 7) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and refeJenced standard ANSI/TPI 1. 8) This truss has been designed for a.moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s).320 lb down and 109 lb up at 23-5-6 on top chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Co_ntiriued on page 2 A.WARNIN<r•Vcrif11dcyiignptl1W/WternandR&DNO'JBSONTH18ANDIM:LUDBDMITBKREFBRENCEPAUBM!I·7473BEPOREU&B. Desrgn valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicabmty of design parameters and proper incorporation of component is.responsibility of building designer -not truss designer. Bracing shown is for lateral support of-individual web members only. Additional tempora,y brqcing to insure stability during construction is the.responsiblllify of the erector. Additional permanent bracing of the overall structure is-the responsibility of the bullaing designer. For general guidance regarding fabrication. qualify control, storage, dehve,y, erection and bracing. consult ANSI/TPl1 Quality 9~!fla, DSB-89 and BCSI Bulldlng Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. If 5outluu!i Pini! !SP} lumber is spet11h,d, the desw, va1u.slln, th®e el!,,J;t1"'*06/01/l0:!3 l>yA1.SC 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 9561 0 Job Truss Truss Type Qty Ply la Costa Ave 02119 T03E COMMON 7 R36305851 1 Job Reference (optional) -iss·o m I n truss, lakeside, ca 7.350 s Sep 26 2012 MITek lndustnes, Inc. Mon Apr 22 12:38:58 2013 Page 2 ID:GrOXXCHpeCdeLqTxlSy2BTzOCWc-fmA590jO3LEjq7aw?OrZ35hJXDiKn83ZwDDgjcz080h LOAD CASE(S) Standard 1) Regular: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-5=-68, 5-8=-68, 12-15=-20 Concentrated Loads (lb) Vert: 6=-320(F) A WARN1Hv· VcrifjJ di:sign, parn:metet:s andR&D NO'IES ON THIS AND INCLUDED MifflK REFERENCE PAGE 111I·14'13 BBFORE ml& Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is tor an individual building component. Apphcabilily of design parameters and,proper incorporation of component is responsibility of building deJigner • not truss designer. Bracing shown is for lateral support of individual web members only. Addlllonal temporary bracing to insure stability-during construction Is the responsibllllty of the erector. Additional permanent bracing of the overall structure is the responsiblllty of the building designer. For general guidance regarding fabrication, quality control, storage, deTivery, erecllon and bracing, consu!t ANSI/TPll Quality Cr~erla, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N._Lee Street, Suite 312, Alexandria, VA 22314. !f5outh1'm l>irn, !SP} hm,-ber isspeclfi<«\, the d,u1£nnmsa,... tt,.,... effitttl,...00/01/1.013 by A~ 7777 Greenback Lane. Suile 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply La Costa Ave 02119 T03F COMMON R36305852 3 1 Job Reference lontional\ missio n truss, 1-1-0-0 I lakeside, ca 6-5-12 6-5-12 12-1-6 7.350 s Sep 26 2012 MITek lndustnes, Inc. Mon Apr 22 12:38:59 2013 Page 1 ID:GrOXXCHpeCdeLqTxlSy2BTzOCWc-7ykTNLk0peMaRH96Y5MocJDW2d5YWiyi9tyEG2zO80g 1-0-0 5-7-10 ~~7~~ I 2;_"¢:11g I 2:1~ I 9-3-9 9-3-9 Plate Offsets (X Yl· [4·0-3-0 0-3-41 f10·0-4-0 0:3 0l ' ' ' ' - LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.58 TCDL 14.0 Lumber lncr~ase 1.25 BC 0.53 BCLL 0.0 * Rep Stress Iner YES WB 0.57 BCDL 10.0 Code IBC20091TPl2007 (Matrix-M) 400M2 17-9-0 8-5-7 DEFL Vert(LL) Vert(TL) Horz(TL) 4x4 = in (lac) 0.12 10-11 -0.45 10-11 0.12 8 I/defl >999 >796 n/a 26-2-7 8-5-7 Ud 240 180 n/a 29-9-0 3-6-9 PLATES GRIP MT20 220/195 Weight: 137 lb FT=0% LUMBER TOP CHORD BOT CHORD WEBS 2x4 DF No.1 &Btr G 2x4 DF No.1 &Btr G 2x4 DF No.1&Btr G BRACING TOP CHORD Structural wood sheathing directly applied or 3-8-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-3-4 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 8=1287/0-3-8 (min. 0-1-8), 2=1390/0-3-8 (min. 0-1-8) Max Horz 2=158(LC 8) Max Uplift 8=-214{LC 9), 2=-265(LC 9) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-15=-2127/308, 2-16=-3114/612, 16-17=-3055/620, 3-17=-3053/631, 3-18=-2746/528, 4-18=-2685/539, 4-19=-1716/406, 5-19=-1648/418, 5-20=-1648/417, 6-20=-1717/398, 6-21=-1274/275, 7-21=-1338/261, 7,8=-1270/286 BOT CHORD 2-11=-649/2896, 10-11=-496/2270, 9-10=-362/1594 WEBS 5-10=-91/704, 6-9=-668/233, 7-9=-199/1343, 4-10=-877/249, 4-11=-11/535, 3-11=-458/193 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph '(3-second gust); TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=30ft; eave=41J; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (all heights) and C-C Exterior(2) -1-0-9 to 1-11-7, lnterior(1) 1-11-7 to 17-9-0, Exterior(2) 17-9-0 to 20-9-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions snown; Lumber DOL=1.25 plate grip DOL=1.25 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)·except (jt=lb) 8=214, 2=265. 7) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designec:l for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other' live loads. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard A.WARNING--Vcrifydesigff;pa:ro:metemat1.dR&DNO'fBSON11118ANDINCLUDSDMITBKREPBRBNr:EPA.IJB!i1.f1:7,naEBFOREUSE. Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer-not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsiblllify of the erector. Addilional permanent bracing of the overall structure Is the responsibility of.the building designer. For general guidance regarding fabrication, qualify control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Crfferla, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suile 312, Alexandria, VA 22314. If Soutlum, l'lm•!SP}tumter ls,;,,..;ifll!!<l, the jles'if;nnluitnre tl10$9 etlltctl-...00/01/2019 by Al.SC 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Scale= 1.506 Job Truss Truss Type Qty Ply La Costa Ave 02119 T04 KINGPOST R36305853 1 1 Job Reference lootionan .. mIss10n truss, lakeside, ca 6-1-3 7.350 s Sep 26 201_2 MITek Industries, Inc. Mon Apr 22 12:39:00 2013 Page 1 ID:GrOXXCHpeCdelqTxlSy28TzOCWc-c9IrahleayUR3Rkl6pt18WmcZOOYFF8sNXinoUz080f 12-2-6 13-2-6 6-1-3 4x8 = 6-1-3 61 3 -- LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.92 TCDL 14.0 Lumber Increase 1.25 BC 0.68 BCLL 0.0 * Rep Stress Iner NO WB 0.07 BCDL 10.0 Code IBC2009/TPl2007 (Matrix-M) DEFL in Vert(LL) -0.07 Vert(T~) -0.24 Horz(TL) 0.06 (lac) 5 5-8 3 12-2-6 6-1 3 I/defl >999 >609 nta 4x8 = Ud PLATES GRIP 240 MT20 220/195 180 n/a Weight: 38 lb FT=Oo/o LUMBER TOP CHORD B0TCHORb WEBS 2x4 DF No.1 G 2x4 DF No.1 G 2x4 DF No.1 G BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-2-14 oc purlins. Rigid ceiling directly applied or 7-10-9 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in a=rdance with Stabilizer Installation uide. REACTIONS (lb/size) 1=1402/0-3-8 (min. 0-1-8), 3=1478/0-3-8, (min. 0-1-9) Max Herz 1 =-35(LC 5) Max Uplift 1=-237(LC 7), 3=-286(LC 7) Max Grav 1=1409(LC 17), 3=1478(LC 1) FORCES (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-12=-2276/295, 1-13=-3102/754, 2-13=-3055/772, 2-14=-3055/773, 3-14=-3103/755, 3-15=-2326/229 BOT CHORD 1-5=-654/2899, 3-5=-654/2899 WEBS 2-5=0/441 NOTES 1) Unbalanced roof live loads have been considered for this design. _ 2) Wind: ASCE 7-05; 90mph (3-second gust); TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; E;xp C; Kd 1.00; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.25 plate grip DOL=1.25 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Ot=lb) 1 =237, 3=286. 7) This truss is designed in accordance-with the 2009 International Building-Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9) Girder carries hip end with 6-1-3 end setback. 10) Girder carries hip end with 6-1-3 end setback. 11) "Semi-rigid pitchbreaks·including heels" Member end fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to-support concentrated load(s) 1324 lb down and 576 lb up at 6-1-3 on top chord. The design/selection of such connection device(s) is the-responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as.front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf}· Vert: 6-9=-58(F=-19, B=-19), 1-2=-68, 2-4=-68 Continued on page 2 A WARNINQ< -Vcrijy design pClJ'lllll.ettlffl and R&D NO'IB5 ON T1l18AND INCLUDl?D MIT.BK RBFBRENCB PAGE J1II-'l473 BEFORE UBE. Design valid for use only with Mif ek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer· not truss designer. Bracing shown is for lateral support of individual web members only. Additional tempora,y bracing to insure stability during construction is the responsiblllify of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, qualify control, storage, delive,y, erection and bracing, consult ANSI/TPll Qua_llty Criteria, DSB-89 and BCSI Building Component Safely information available from Truss Plate lnsfifufe. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. ff5otitheml'ine{5P}tumber1s•l>'"CiJ1ed,thed!!Sif;n'll'111'!flareth<l<eefttcti,...00/01/24:l3byAl.SC 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Scale= 1:21 3 Job Truss Truss Type Qty Ply La Costa Ave R36305853 02119 T04 KINGPOST 1 1 Job Reference /ootionall mIs$Ion truss, lakeside, ca 7.350 s Sep 26 2012 M1Tek lndustnes, Inc. Mon Apr 22 12:39:00 2013 Page 2 ID:GrOXXCHpeCdeLqTxlSy28TzOCWc-c9IrahleayUR3Rkl6pt1 BWmcZ0OYFFBsNXinoUzOB0f LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 2=-1272 A WARN!Ml-• Verljy design, p~m. attd R&W NOT8S OJlfflIBAND INCLWBD MimK RRP.BJIBNCE PAGB Mll-7473 BEFORE UBE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicablhty of design parameters and proper incorporation of component Is responsibility of building designer-not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability dunng construction is the responsibillily of the erector. Additional permanent bracing of the overall structure is the responsiblhty of the building designer. For general guidance regarding fabncatlon, quality control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Criteria, DSB-B9 and BCSI Building Component Safely-Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandna, VA 22314. lf5""'thero Ji1ne(SP}!ttmber1s.peclflw, the <i<!Jif;rt ""klMan, those el'h!<:llve0!>/01/lOU by AUiC 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply La Costa Ave 02119 R36305854 T05 MONO CAL HIP 1 2 Job Reference /ootional\ .. mIssIon truss, lakeside, ca 7.350 s Sep 26 2012 M1Tek Industries, Inc. Mon Apr 22 12:39:01 2013 Page 1 ID:GrOXXCHpeCdelqTxlSy2BTzOCWc-4LsEn1 IHLGclhbJVgWOGhkJy Qok ht?cBRKKwzO80e 4-5-3 6-4-6 9-0-0 --3-10-8 3-10-8 0-6-11 1-11-3 2-7-10 4x8-:::- ~I 4x4 = 3-10-8 9--0-0 3-10-8" 4-11-12 Plate Offsets (X Y)· 11 ·0-11-5 Edoel [6·0-3-0 0-4 01 ' ' I I - LOADING (psf) SPACING 2-0-0 CSI DEFL in (Ice) 1/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.23 Vert(LL) 0.05 5-6 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.42 Vert(TL) -0.14 5-6 >745 180 BCLL 0.0 * Rep Stress Iner NO WB 0.16 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code IBC2009/TPl2007 (Matrix-M) Weight: 83 lb FT=0o/o LUMBER TOP CHORD BOT CHORD WEBS 2x4 DF No.1 G 2x6 DF SS G 2x4 DF No.1 G BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, except end verticals, and 2-0-0 cc purlins (6-0-0 max.): 2-4. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS {lb/size) 1=2406/0-3-8 (min. 0-1-8), 5=2463/0-3-8 (min. 0-1-8) Max Herz 1=56(LC 6) Max Uplift 1=-677(LC 3), 5=-750(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-9=-3950/1134, 1-10=-5193/1519, 2-10=-5171/1524, 2-11=-4916/1456, 3-11=-4922/1455, 4-5=-322/65 BOT CHORD 1-6=-1437/4912, 6-14=-988/3001, 14-15=-988/3001, 5-15=-988/3001 WEBS 2-6=-349/1472, 3-5=-3294/1079, 3-6=-496/2097 NOTES 1) 2-ply truss to be connected together with 1 0d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 cc. Bottom chords connected as follows: 2x6 -2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied'to all plies, except if noted as front(F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have.been considered for this design. 4) Wind: ASCE 7-05; 90mph (3-second gust); TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (all heights); cantilever left and right exposed ; end-vertical left and right exposed; Lumber DOL=1.25 plate grip DOL=1.25 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except ut=lb) 1=677, 5=750. 1 0)· Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1. 11) This truss is designed in accordance with the 2009 International Building Code-section 2306.1 and referenced standard ANSI/TPI 1. 12) This truss has.been designed for a moving concentrated load of 250.0lb live located at all-mid panels and at all panel points along the Top-Chord, nonconcurrent with.any other live loads. 13) Girder carries hip end with 0-0-0 right side setback, 4-5-8 left side-setback, and 4-5-8 end setback. 14) "Semi-rigid pitchbreaks.including heels" Member end fixity model was used in the analysis and design of this truss. 15) Design assumes 4x2 ·(flat orientation) purlins at cc spacing indicated, fastened to truss TC w/ 2-1 0d nails. 16) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 17) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 185 lb down and 97 lb up at 3-10-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. A WARNING-. VeriJ}f dcsf[lfl.paranwters arutR&DNOms ONTHI8~ INCLUDED MITBKRBF£RSNCEP.11GBM1!·1473 EEFORE us& Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an Individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer. Bracing shown Js for lateral support of individual web members only. Additional temporary·bracing to insure stability during construction is the responslbillify of the erector. Additional permanent bracing of the overail structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPil Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. lf5i:;:ith<,rnl'1m,{SP}tumterls,pitdfi~d,thed~!i,tnnh.1ti;m•thoseefft!ct1""0(,/0l/10'J:3byAlS~ 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Scale= 1:17 2 Job Truss Truss Type Qty Ply La.Costa Ave 02119 T05 MONO CAL HIP 1 2 R36305854 Job Reference (optional) mission truss lakeside, ca 7.350 s Sep 26 2012 MITek lndustnes, Inc. Mon Apr 22 12:39:01 2013 Page 2 ID:GrOXXCHpeCdeLqTxlSy2BTzOCWc-4LsEn1IHLGclhbJVgWOGhkJy_Qok_ht?cBRKKwz080e LOAD CASE(S) Standard 1) Regular: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-2=-68, 2-4=-105, 1-5=-453(F=-11, B=-422) Concentrated Loads (lb) Vert: 2=-149 .A,. WARNING-, Vcrif/1 design~ ami'.REW NO'fBIS ONTHIB~ lNCLflDBD MlmK REl'l;IIU,,NCB PAGE Mif.7473 BBFORB fJBE. Design valid for use only with Milek connectors. This design is based only upon parameters shown, and Is for an individual building component. AppITcability of design parameters and proper incorporation of component is responsibility of building designer -not truss i:iesigner. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity of the erector. Additional permanent bracing of-the overall structure is the responsibility of the building designer. For gen-erdl guidance regarding fabrication, qualify control storage, delivery, erection and bracing, consult ANSI/TPl1•Quallly Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. If Southern Plne {:P} !umber l~!p,K11ied, tfiedltilgn 'altH>fll,.,,tlu><e efftttl"" 06/01/WiS by AtSC Nii' MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 .A Job Truss Truss Type Qty Ply La Costa Ave R36305855 02119 T06 CAL HIP j 2 Job Reference /ootional\ mIssIon truss, lakeside, ca 7.350 s Sep 26 2012 MITek lndustnes, Inc. Mon Apr 22 12:39:03 2013 Page 1 ID:GrOXXCHpeCdelqTxlSy2BTzOCWc-0kz_CjnXtts0wuTtnxQkm8OC5ETwScql3VwRPpzO80c I -1-0-0 6-11-0 . 9-10-12 1-0-0 6-11-0 2-11-12 2-11-12 2-7-12 3-11-12 I 12-10-a I 15-6-4 I 19-6-0 I Scale=1348 4x4 ::=: 4x8 =::- 3x6 = 6-11-0 12-10-8 15-8-4 19-6-0 611-0 511-8 2 712 -· 31112 -- LOADING (psf) SPACING 2-0-0 CSI DEFL in (Ice) 1/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.52 Vert(LL) 0.12 9-10 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.50 Vert(TL) -0.34 9-10 >695 180 BCLL 0.0 * Rep Stress Iner NO WB 0.07 Horz(TL) 0.09 7 n/a n/a BCDL 10.0 Code-lBC2009/TPl2007 (Matrix-M) Weight: 154 lb FT=0o/o LUMBER TOP CHORD 2x4 DF No.1 G BOT CHORD 2x4 DF No.1 G WEBS 2x4 DF No.1 G BRACING TOP CHORD Structural wood sheathing directly applied or 5-8-9 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 3-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 7=2466/0-3-8 (min. 0-1-8), 2=2026/0-3-8 (min. 0-1-8) Max Herz 2=41 (LC 6) Max Uplift 7=-649(LC 4), 2=-531(LC 7) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-17=-3257/639, 2-18=-4767/1480, 3-18=-4694/1501, 3-19=-4456/1431, 4-19=-4464/1430, 4-20=-4600/1505, 20-21=-4591/1505, 5-21=-4588/1505, 5-22=-4831/1575, 22-23=-4837/1569, 6-23=,4869/1571, 6-24=-5402/1579, 7-24=-5551/1604 BOT CHORD 2-10=-1363/4453, 10-25=-1676/5047, 25-26=-1676/5047, 26-27=-1676/5047, 9-27=-1676/5047, 8-9=-1468/5125, 7-8=-1468/5125 WEBS 3-10=-39/760, 5-9=-103/920, 4-10=-843/397, 4-9=-713/331, 6-9=-623/39 NOTES 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-Q oc. Bottom chords connected as follows: 2x4 -1 row at Cl"9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (8), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 90mph (3-second gust); TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Kd 1.00; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.25 plate grip DOL=1.25 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a. 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection {by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s} except Qt=lb) 7=649, 2=531. . 10) Beveled plate or shim required to provide full bearing surface with truss chord at-joint(s) 2. 11) This truss is designed in a=rdance with the 2009 International-Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 13) Girder carries hip end with 7-6-0 end setback. 14) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 15) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1 0d nails. 16) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. Continued on page 2 A_WARNING--Verifl.ldC4!ignpCUWlll!teniarulR&DNO'IB60NTHISANDJNCLUDBDM!ffiKRBFERZNCBPAGBM!I·1473BBFOREUSJ3, Design valid for use only with Milek connectors. This design is based only upon parameters shown, and is for an individual building component. Appllcablhty of design parameters and proper incorporation of component is responsibility of building designer-not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during cons\ruction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For generc:,I guidance regarding fat,rication, quality control, storage, dehvery, erection and bracing, consult _ ANSI/TPll-Quallty CrHerla, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312,·Alexandria, VA 22314. 1fSootl1emrloe(SPitumberll!)'>KffilKl,thed~nluHarethoaeftecth"'06/0l/lOiSbyAtSC: 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 ., Job Truss Truss Type Qty Ply La Costa Ave R36305855 02119 T06 CAL HIP 1 2 Job Reference /ootional\ mission truss, lakeside, ca 7.350 s Sep 26 2012 MiTek lndustrtes, Inc Mon Apr 22 12:39:03 2013 Page 2 ID:GrOXXCHpeCdeLqTxlSy28TzOCWc-0kz_CjnXtts0wuTtnxQkmBOC5ETwScql3VwRPpzO80c NOTES 17) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 630 lb down and 330 lb up at 12-10-8, and 630 lb down and 330 lb up at 6-11-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASl;:{5) Standard 1) Regular: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf). Vert: 1-3=-68, 3-21=-157, 5-21=-68, 5-23=-68, 7-23=-228(F=-160), 11-14=-46(F=-26) Concentrated Loads (lb) Vert: 3=-510 5=-51 0 A_WARNING-·V,#rlfyd~parnmetmiand.R&DNO'mSOJ(1'1118ANDINCLUDBDMJTBKRBF~l'AGBWH473BEFORBUSB. ·oesign valid for us_e only with MiTek connectoJS. This design is based only upon parameteJS shown, and is for an Individual building component. Applicability of design parameteJS and proper incorporation of component is responsibility of building designer-not truss designer. Bracing shown is for lateral support of individual web membeJS only. Additional tempora,y bracing to insure stability during construction is the responsiblllity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabricatlon,.quality control, storage, delive,y, erection and bracing, consult ANSI/TPl1 Qualify Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. JfSoutharnPlne{SPkklmberlsqi«lfi!Ml,thed,1iignVl!1ua<iffiltl1oseeft'e<:tlve00/01/lU):!SbyAI.SC 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply La Costa Ave R36305856 02119 T06A CAL HIP 1 1 Job Reference lootionan .. m1ss10n truss, lakeside, ca 7.350 s Sep 26 2012 MrTek Industries, Inc. Mon Apr 22 12:39:04 2013 Page 1 ID:GrOXXCHpeCdeLqTxlSy28TzOCWc-UwXMQ3o9eB_tY223LeyzJMxPUeqd82iRl9g_xFzO80b I -l-9-9 1-0-0 4-8-9 4-8-9 8-11-1 4-2-9 ~-s-111 l9-3-l3io-10-~ _ 15.0.15 I 19.s.o I 6-10 0-10-2 -6-10 4-2-9 4-5-1 8-11-1 8-11-1 Plate Offsets (X Yl" [2·0-3-0 Edoel [7·0-2-0 Edoel ' ' ' ' LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates-Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 * .Rep Stress Iner YES BCDL 10.0 Code IBC2009/TPl2007 CSI TC 0.41 BC 0.41 WB 0.16· (Matrix-M) 10-10-7 1-11-6 DEFL Vert(LL) Vert(TL) Horz{TL) in (Ice) -0.09 8-12 -0.31 8-12 0.06 7 19-6-0 8-7-9 I/deft Ud PLATES GRIP >999 240 MT20 220/195 >751 180 n/a n/a Weight: 82 lb FT=0% LUMBER TOP CHORD BOT CHORD WEBS 2x4 DF No.1 &Btr G 2_x4 DF No.1 &Btr G 2x4 DF No.1 &Btr G BRACING TOP CHORD Structural wood sheathing directly applied or 4-9-9 oc purlins, except 2-0-0 oc purlins (5-8-1 0 max.): 4-5. BOT CHORD Rigid ceiling directly applied or 9-2-7 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 7=844/0-3-8 (min. 0-1-8), 2=943/0-3-8 (min. 0-1-8) Max Horz 2=48(LC 8) -Max Uplift 7=-141(LC 9), 2=-191(LC 9) f:'ORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-16=-1378/169, 2-17=-1916/571, 17-18=-1879/574, 3-18=-1877/583, 3-;19=-1482/393, 4-19=-1433/402, 4-20=-1359/411, 5-20=-1365/410, 5-21=-1487/403, 21-22=-1527/395, 6-22=-1534/387, 6-23=-1858/550, 23-24=-1890/543, 7-24=-1929/538 BOT CHORD 2-9=-521/1783, 8-9=-282/1413, 7-8=-482/1796 WEBS 3-9=-555/249, 4-9=-57/344, 5-8=-2/263, 6-8=-513/212 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph (3-second gust); TCDL=6.0psf; BCDL=6.0psf; t,=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Kd 1.00; enclosed; MWFRS (all heights) and C-C Exterior(2) -1-0-9 to 1-11-7, lnterior(1) 1-11-7 to 8-11-1, Exterior(2) 8-11-1 to 10-8-10, lnterior(1) 14-11-9 to 19-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed,C-C for members and forces &-MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide-adequate drainage to prevent water ponding. 4) This truss has been designe!l for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all·areas where a.rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 0t=lb) 7=141, 2=191. 8) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) 2. 9) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of250.0lb live located at all mid panels and-at all panel points along the Top Chord, nonconcurrent with any other live loads. 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 13) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard ,A W.tlRNING-Verify desi!1f1,partJ1111/tt1N1amlR&D NO'IBS ON11fl8AND INCLUDE!) MITEKREFBRSNCEPAOEMII·74'13 EEFORE USB. Design valid for use only with Mifek connectors. This design is based only upon parameters shown, and Is for an lndrvldual building component. Applicability of design parameters and proper incorporation of component is responslblll!y of building designer-not truss designer. Bracing shown is tor lateral support of individual web members only. Additional temporary bracing to insure stability during constru~!lon is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication,.quali!y controL storage, delivery, erection and bracing, consult ANSI/TPll Quality Criteria, DSB-89 and BCSI 8ulldlng Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. lfSoutllsrnllins(SlitumberisspMifft!d,th•deslgrlv:at,wuveth<>ttefr,octl""00/01/2(H.3byAUC' 7777 Greenback Lane, Suite 109 Citrus Heights, CA. 95610 Seate= 1·34 7 !Job Truss Truss Type Qty Ply La Costa Ave ,,02119 R36305857 T068 COMMON 3 1 Job Reference lontional\ mIss10n truss, -1-0-0 lakeside, ca 7.350 s Sep 26 2012 M1Tek lndustnes, Inc. Mon Apr 22 12:39:06 2013 Page 1 ID:GrOXXCHpeCdelqTxlSy2BTzOCWc-QJf7rlpPAoEanMBST3_ROn01iRUNfyhkmT9508zO80Z 5-4-7 5-4-7 9-10-12 14-5-1 19-6-0 1-0-0 4-6-5 4-6-5 5-0-15 4x4 = 3x8 = 9-10-12 19-6-0 9-10-12 9-7-4 Plate Offsets (X Yl· r2·0-3-0 Edge] f6·0-2-0 Edge] ' ' ' ' LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.43 Vert(LL) -0.10 7-10 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.52 Vert(TL) -0.36 7-10 >644 180 BCLL 0.0 * Rep Stress Iner YES WB 0.19 Horz(TL) 0.06 6 n/a n/a BCDL 10.0 Code IBC2009/TPl2007 (Matrix-M) Weight: 74 lb FT=0o/o LUMBER TOP CHORD BOT CHORD WEBS 2x4 DF No.1 &Btr G 2x4 DF No.1 &Btr G 2x4 DF No.1 &Bir G BRACING TOP CHORD BOT CHORD Structural wood sheiathing directly applied or 4-9-9 oc purlins. Rigid _ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross . bracing be installed during truss erection, in a=rdance with Stabilizer Installation uide. REACTIONS (lb/size) 6=843/Mechanical, 2=944/0-3-8 (min. 0-1-8) Max Horz 2=53(LC 8) Max Uplift 6=-141{LC 9), 2=-191(LC 9) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-14=-1438/131, 2-15=-1863/467, 15-16=-1819/469, 3-16=.-1816/482, 3-17=-1384/303, 17-18=-1333/305, 4-18=-1331/314, 4-19=-1331/325, 19-20=-1334/316, 5-20=-1385/314, 5-21=-1820/476, 21-22=-1827/468, 6-22=-1873/461 BOT CHORD 2-7=-414/1726, 6-7=-394/1738 WEBS 4-7=-41/555, 5-7=-577/226,, 3-7=-571/237 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph (3-second gust); TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (all heights) and C-C Exterior(2) -1-0-9 to 1-11-7, lnterior(1) 1-11-7 to 9-10-12, Exterior(2) 9-10-12 to 12-10-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This.truss.has,been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of-20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100-lb·uplift atjoint(s) except ut=lb) 6=141, 2=191. 8) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 10) "Semi-rigid pitch breaks· including heels" Member end fixity model was used in the analysis and-design of t/lis truss. LOAD CASE(S) siandard A,WARNING-VerifjJdesignparwnetel'sW1.dR&DNO'IBSON11II8ANDINCLUDEDMJTBKREFERENCB'PAOBMfI·l473BEFOREUSB. Design valid for use only with MiTek·connectors. This design is based only upon parameters shown, and 1s for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsiblllity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPl1 Quality Crtterla, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. ltSmJtllern flnl>(SP}fumberiss,,,..;ltl!!<l, tile du1,gn..,.1UMaNO tha.u, etfectl,,,.,06/0l/201,I byAlSC'. . 7777 Greenback Lane. Suite 109 Citrus Heights, CA, 95610 Scale = 1.33 5 4x4 = Job Truss Truss Type Qty Ply La Costa Ave R36305858 02119 T06C COMMON 14 1 Job Reference /ontionall mission truss lakeside, ca 7.350 s Sep 26 2012 MITek lndustnes, Inc. Mon Apr 22 12:39:07 2013 Page 1 ID:GrOXXCHpeCdeLqTxlSy2BTzOCWc-uVDV24q1 x6MRPWmeOnVgx_ZwTrqrOPzu 7ufYazOBOY I -1-0-0 5-4-7 9-10-12 1-0-0 5-4-7 4-6-5 I 14-5-1 I 19-9-6 I 20-9-6 I 4-6-5 5-4-7 1-0-0 9-10-12 9-10-12 Plate Offsets (X Yl· r2·0-3-0 EdQel f6·0-3-0 EdQel ' ' ' ' LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.43 TCDL 14.0 Lumber Increase 1.25 BC 0.50 BCLL 6.o • Rep Stress Iner YES WB 0.19 BCDL 10.0 Code IBC2009/TPl2007 (Matrix-M) 4x4 = DEFL in (lac) Vert(LL) -0.10 8-14 Vert(TL) -0.35 8-14 Horz(TL) 0.06 6 I/defl >999 >688 n/a 19-9-6 9-10-12 Ud 240 180 n/a PLATES GRIP MT20 220/195 Weight: 77 lb FT=Oo/o LUMBER TOP CHORD BOT CHORD WEBS 2x4 DF No.1 &Bir G 2x4 DF No.1 &Bir G 2x4 DF No.1 &Bir G BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4-10-12 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 2=942/0-3-8 (min. 0-1'-8), 6=942/0-3-8 (min. 0-1-8) Max Herz 2=51 (LC 8) Max Uplift 2=-192(LC 9), 6=-192(LC 9) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-15=-1444/125, 2-16=-1854/461, 16-17=-1811/468, 3-17=-1808/476, 3-18=-1376/307, 18-19=-1325/309, 4-19=-1323/318, 4-20=-1323/319, 20-21=-1325/309, 5-21=-1376/307, 5-22=-1808/475, 22-23=-1811/467, 6-23=-1854/461, 6-24=-1444/127 BOT CHORD 2-8=-380/1718, 6-8=-393/1718 WEBS 4-8=-36/540, 5-8=-571/237, 3-8=-571/237 NOTES 1) ·unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph (3-second gl}s!); TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (all heights) and C-C Exterior(2)-1-0-9 to 1-1-1-7, lnterior(1) 1-11-7 to 9-10-12, Exterior(2) 9-10-12 to 12-10-12 zone; cantilever left and right exposed ; end vertical left and right-exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord-and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical·connection (by others) of truss to bearing.plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 2=192, 6=192. 7) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load-of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9) "Sefni-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard A,WM?.NJNG«Vcrijydesignparo:mtlter.sandR&DNOTESONTHISANDINCLUDED.MITBKREFBRBNCBl'AGJH:!lH4?a.BRFQRBUS& Design valid for use only with Mif ek conneclois. This design is based only upon parameteis shown, and is for an individual building component. Applicabmty of design parameteis and proper incorporation of q:>mponent Is responsibility of building designer-not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stablllty during construction is the responslbilhty of the erector. Additional permanent bracing of-the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, defivery, erection and bracing, consult ANSI/TPll Quallly Crtterla, DSB-89 and BCSI Building Component Safely Information available from Truss Plate Institute, 781 N. Lee Street, s·uite 312, Alexandlia, VA 22314. If So!Jthern Pim, (SP} !umber ls q:llf<ifi!Ml, the dti1Ut11l11YM a"' u,...., ef!ei,ti,,..Q!f/01/201.Sby At.SC 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 9561 a Scale= 1:35 3 Job Truss Truss Type Qty Ply !-a Costa Ave R36305859 02119 T06D GABLE 1 1 Job Reference lontional\ .. mIssIon truss, -1-0-0 lakeside, ca 7.350 s Sep 26 2012 MiTek lndustlies, Inc. Mon Apr 22 12:39:08 2013 Page 1 ID:GrOXXCHpeCdeLqTxlSy2BTzOCWc-NhntFQrgiPUI0gLraU0vTC549F9I7sD1 DneC40zO80X 5-4-7 9-10-12 14-5-1 19-9-8 20-9-8 1-0-0 5-4-7 4-6-5 4-6-5 5-4-7 1-0-0 4x4 = 3x6 = 3x6 = CONN. OF GABLE STUDS BY OTHERS. 3x6 = 9-10-12 19-9-8 9-10-12 9-10-12 Plate Offsets (X Y)· 12·0-3-0 Edoel f6·0-3-o Edgel ' ' ' ' LOADING (psf) SPACING 2-0-0 CSI DEFL in (Joe) I/def! Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.49 Vert(LL) -0.10 8-38 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.55 Vert(TL) -0.35 8-38 >688 180 BCLL 0.0 * Rep Stress Iner NO WB 0.19 Horz(TL) 0.06 6 n/a n/a BCDL 10.0 Code IBC2009/TPl2007 (Matrix-M) Weight: 97 lb FT=0o/o LUMBER TOP CHORD BOT CHORD WEBS OTHERS 2x4 DF No.1 &Btr G 2x4 DF No.1 &Bir G 2x4 DF No.1 &Bir G 2x4 DF No.1 &Bir G BRACING TOP CHORD BOT CHORD Structural wood·sheathing directly applied or 4-10-12 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. ·REACTIONS (lb/size) 2=942/0-3-8 (min. 0-1-8), 6=942/0-3-8 (min. 0-1-8) Max Herz 2=51 (LC 8) Max Uplift 2=-192(LC 9), 6=-192(LC 9) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-39=-1444/125, 2-40=-1854/461, 40-41=-1811/468, 3-41=-1808/476, 3-42=-1376/307, 42-43=-1325/309, 4-43=-1323/318, 4-44=-1323/319, 44-45=-1325/309, 5-45=-1376/307, 5-46=-1808/475, 46-47=-1811/467, 6-47=-1854/461, 6-48=-1444/127 -BOT CHORD 2-8=-380/1718, 6-8=-393/1718 WEBS 4-8=-36/540, 5-8=-571/237, 3-8=-571/237 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph (3-second gust); TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed;.MWFRS (all heights) and C-C Exterior(2) -1-0-9 to 1-11-7, lnterior(1) 1-11-7 to 9-10-12, Exterior(2) 9-10-12 to 12-10-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate-grip DOL=1.25 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal tq the face), see Standard Industry Gable End Details as applicable, or consult-qualified building designer as per ANSI/TPI 1-2002. 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing.plate capable of withstanding 100 lb uplift atjoint(s) except-(jt=lb) 2=192, 6=192. 9) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a-moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 11) "Semi-rigid pitch breaks including heels" Member end fixity model was used in the anal¥sis and design of this truss. LOAD CASE(S) Standard A WARNING· Verif!f designpa:r«IJlflteni wtdR&D NOTBS ONffiSAND INCLUDED Mf'I'BKRBPBRBMCBPAOBMII-7413 EMORE u.sB. Design varid for use only with MiTek connectors. This design~ based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsiblllity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quahty control, storage, defivery, erection and bracing, consult ANSI/TPtl Quality Criteria, OSB-89 and SCSI Building Component Safety Information . available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. ltS<:tllthern:Pine{SP}tumberiupnffl'~d,thedu,gnnltltimttlioaelfet:thteOf>/01/20l3byA1.SC Nii' MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Scale= 1:35 3 Job Truss Truss Type Qty Ply La Costa Ave R36305860 02119 TOBE CAL. HIP 1 1 Job Reference lontional\ mIssIon truss, lakeside, ca 3-11-4 7.350 s Sep 26 2012 MITek lndustnes, Inc. Mon Apr 22 12:39:10 2013 Page 1 IO:GrOXXCHpeCdelqTxlSy2BTzOCWc-J4udg6swE1kOGzVDiv2NYdBM_2qQbnlKg57J9vz080V I -1-0-0 I 7-4-13 9-10-12 1-0-0 3-11-4 3-5-9 1-11-1 I 11-9-13 1§-4.111 15-10-4 I 19-9-8 I 20-9-8 I -6-14 3-5-9 3-11-4 1-0-0 4x12 = 4x12 = 3x8 = 3x8 = 4x8 = 3-11-4 7-4-13 12-4-11 15-10-4 19-9-8 3-11-4 3-5-9 4-11-14 3-5-9 3-11-4 Plate Offsets (X Y)· [2·0-1-13 0-0-11 [4·0-6-0 0-1-71 [6·0-6-0 0-1-71 f8·0 1 13 o o 11 I I . I I ' ' I --I -- LOADING (psf) SPACING 2-0-0 CSI DEFL in (lac) 1/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.73 Vert(LL) 0.18 10-11 >999 240 MT20 220/195 TCOL 14.0 Lumber Increase 1.25 BC 0.58 Vert(TL) -0.49 10-11 >480 180 BCLL 0.0 * Rep Stress Iner NO WB 0.12 Horz(TL) 0.11 8 n/a n/a BCDL 10.0 Code IBC2009/TPl2007 (Matrix-M) Weight: 99 lb FT=O% Ll,IMBER TOP CHORD BOTCHORO WEBS 2x4 DF No.1 G 2x6 OF SS G 2x4 OF No.1 G BRACING TOP CHORD Structural wood sheathing directly applied or 2-4-15 oc purlins, except 2-0-0 oc purlins (2-9-5 max.): 4-6. BOTCHORO Rigid ceiling directly applied or 6-10-9 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 2=1991/0-3-8 (min. 0-2-2), 8=1991/0-3-8 (min. 0-2-2) Max Horz 2=-39(LC 5) Max Uplift 2=-530(LC 7), 8=-530(LC 7) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-16=-3324/812, 2-17=-5097/1528, 3-17=-5077/1536, 3-18=-4768/1490, 4-18=-4736/1499, 4-19=-4496/1441, 19-20=-4498/1440, 20-21=-4501/1440, 5-21=-4509/1440, 5-22=-4509/1440, 22-23=-4501/1440, 23-24=-4498/1440, 6-24=-4496/1441, 6-25=-4736/1499, 7-25=-4768/1490, 7-26=-5077/1536, 8-26=-5097 /1528, 8-27=-3324/812 BOT CHORD 2-11=-1387/4821, 11-28=-1541/4922, 28-29=-1541/4922, 29-30=-1541/4922, 10-30=-1541/4922, 8-10=-1387/4821 WEBS 4-11=-29/810, 6-10=-29/809, 5-11=-677/299, 5-10=-677/298, 3-11=-504/63, 7-10=-504/63 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph (3-second gust); TCDL=6.0psf; BCDL=6.0psf; h=25ft;'8=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any-other members. 6).A plate rating reduction of 20% has been applied for tne green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 oo lb uplift at joint(s) except ut=lb) 2=530, 8=530. 8) This truss is designed in accordance with the 2009 International.Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 10) Girder carries hip end with 8-0-0 end setback. 11) "Semi-rigid pitch breaks including heels" Member end fixity model was used in the analysis anci design of this truss. 12) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d ·nails. Continued on page 2 A WMiNJNCJ: • 'lerifiJ desfQn.paramcters andR&D NOTBS ONT1118AN1) INCLUDED MlTBK REPERBNCE PJ!.OB !tf!J-1473 BBFORB t:mB. Design valid for use only with MiTek connector.:. This design is based only upon parameter.: sh.own, and Is for an Individual building component. Applicability of design parameter.; and proper incorporation of component is responsibility of building designer-not truss designer. Bracing shown is for lateral support of individual web members only. Additional tempora,y bracing to insure stability during construction is the responsibilfity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building deslgner.'For ge~eral guidance regarding fabrication, quality control, storage, delive,y, erection and bracing, consult ANSI/TPll Quality Crlt4!rla, DSB-B9 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. ifSmrtheml':ins{Sl'}fwnbsrls,pe,;lliJ>d,thedtiiQ,UhJ•s•...,Utose-cthre06/0J./2013byA\SC 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 9561 O Scale= 1 361 Job Truss Truss Type 02119 T06E CAL. HIP m1ss1on truss, lakeside, ca NOTES Qty Ply La Costa Ave R36305860 1 1 Job Reference lontionall 7.350 s Sep 26 2012 M1Tek lndustnes, Inc. Mon Apr 22 12:39:10 2013 Page 2 ID:GrOXXCHpeCdelqTxlSy2BTzOCWc-J4udg6swE1k0GzVDiv2NYdBM_2qQbnlKg57J9vzO80V 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 728.lb down and 381 lb up at 12-4-11, and 728 lb down and 381 lb . up at 7-4-13 on top chord. The design/selection·of such connection device(s) is the responsibility of others. 14) lh the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumberlncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-4=-68, 4-19=-68, 19-24=-165, 6-24=-68, 6-9=-68, 2-8=-49(F=-29) Concentrated Loads (lb) Vert: 4=-589 6=-589 .A WARNING· VcriJ'!J dffiig'l1.p,wwnetws andR&l> NO'm5 ON THIS AND INCLWBD MI'i'BK REFBRBNCS PAGIU1II-74'l'J BBFORE USE. Design valid for use only with Milek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and·proper incorporation of component is responsibility of building designer-not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsiblllity of the erector. Additional permanent bracing of the overall structure.is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Crfferia, OSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If Southern l>lt\e!SP}k.lmb"rls sµe,:ified, the d,u!gn val-•te tl'lrue efll,ct,..,,Ol,/01/'10:13 by Ats(: 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 ... -- Job Truss Truss Type Qty Ply La Costa Ave R36305861 02119 TO? COMMON 1 1 Job Reference loclionall mIssIon truss, lakeside, ca -1-0-0 7.350 s Sep 26 2012 MITek lndustnes, Inc. Mon Apr2212:39:11 2013 Page 1 ID:GrOXXCHpeCdeLqTxlSy2BTzOCWc-nGS0uStY?Kttt74QFcac5qjc9SFIKFQTvlsshLzOB0U 4-7-8 9-3-0 10-3-0 1-0-0 4-7-8 4-7-8 1-0-0 4x4 = 3)(4 = 4-7-8 9-3-0 4-7-8 4-7-8 Plate Offsets (X Y)· [2·0-1-6 EdAel [4·0-1-6 Edael I I I I LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.45 Vert(LL) -0.02 6 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.31 Vert(TL) -0.08 6 >999 180 BCLL 0.0 * Rep Stress Iner NO WB 0.03 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code IBC2009/TPl2007 (Matrix-M) Weight: 31 lb FT=0% LUMBER TOP CHORD BOT CHORD WEBS 2x4 DF'No.1 G 2x4 DF No.1 G 2x4 DF No.1 G BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4-9-6 oc purlins. Rigid ceiling.directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing·be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 2=860/0"3-8 (min. 0-1-8), 4=860/0-3-8 (min. 0-1-8) Max Horz 2=26(LC 6) Max Uplift 2=-184(LC 7), 4=-184(LC 7) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-13=-1181/137, 2-14=-1647/332, 3-14=-1603/339, 3-15=-1603/339, 4-15=-1647/332, 4-16=-1181/137 BOT CHORD 2-6=-258/1521, 4-6=-258/1521 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph (3-second gust); TCDL=6.0psf; BCDL,;,6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Kd 1.00; enclosed; MWFRS (all heigflts); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.25 plate grip DOL=1.25 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live· loads. 4) * This truss has been-designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5).A plate rating .reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Qt=lb) 2=184, 4=184. 7) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) Th_is truss has been designed for a moving concentrated load of 250.0lb lilie located at all mid panels and at all panel points along .the Top Chord, nonconcurrent with any other live loads. 9) Girder carries hip end with 4-7-8 end setback. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design-of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 341 lb down and 148 lb up at 4-7-8, and 328 lb down-and 54' lb up at 4-7-8 on top chord. The design/selection of such connection device(s) is the responsibility, of others. 12) In-the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber lncrease=1.25, Plate-lncrease=1.25 Uniform Loads (plf) Vert: 1-3=-68, 3-5=-68, 7-10=-32(F=-12) Concentrated Loads (lb) Vert: 3=-656(8=-328) A WARNING· Vatifil designp«1'W'IU/teffl ail.dRIW> NOTBS ON1'1!18AND INCLUDED Ji1i'i'RK RBFBRBNCE PA.GB Ml1-'l473 .BEFORE US& Design valid for use only with Milek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper incorporation of component is responsibility of·bullding designer -not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Iii' Milek' Scale= 1:21.0 erector. Additional permanent bracing of the overall structure is the responsibility of the building designer, For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Criteria, DSB-89 and BCSI Bulldlng Component Safely Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA.22314. If Southern l'ln-.{5P}klmb_er'is<J>"'<111ed, tl>e de•iin""1""'"""' tlu>Je eifec:tlveOll/01/2013 by Al.SC 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 "-I i; Symbols PLATE LOCATION AND ORIENTATION ~ Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-1!u:' For 4 x 2 orientation, locate plates 0-1/JJ' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. * Plate location details available in Milek 20/20 software or upon request. PLATE SIZE 4x4 The first dimension is the plate width meqsured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION t) 'Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates j9int number where bearings occur. Industry Standards: ANSI/TPll: National Design Specification for Metal DSB-89: BCSI: Plate Connected Wood Truss Construction. Design Standard for ~racing. Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 I dimensions shown in ft-in-sixteenths I (Drawings not to scale) 2 3 TOP CHORDS C2-3 0 Qt. 0 :c u a.. 0 1-CS-6 BOTTOM CHORDS 8 7 6 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ~SR-13~2, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Southern Pine lumber designations are as follows: SYP represents values as published by AWC in the 2005/2012 NDS SP represents ALSC approved/new values with effective date of June 1, 2013 0 Qt. 0 :c u a.. 0 1- 5 © 2012 Milek® All Rights Reserved "' Milek Engineering Reference Sheet: Mll-7 473 rev. 02/26/20·13 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing. or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1 . ·8. Unless otherwise noted; moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative ,treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chqrds must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 1 Oft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. • J ' l ; Tj,,. SOUTHERN CALIFORN.IA- SOIL &TESTING~ INC.. -· A Californlit Certified Small Business Ellte rprise(SBE) May 23, 2013 Mr-. Bill' Parker Sou~h Pointe Equifi~S, LLC 29379·Rancho California Road. Teme~ula, CaUfornia 9259-1 sucject FOUNDATION AND GRADING PLAN REVIEW PROPOSED SINGLE fAM.ILY RESIDl:NCE . . 2740 LA COSTA.AVENUE CARLSBAD;. CA.LIFORNIA San-Diego. 6280 Riverdale Street 619;280.-4321 San-Diego, CA 92120 rndio. 83-7-40 Citrus Avenue· 760.775.5983 Suite.G Indio, CA 92201-3438 Riverside 1130 Palmyrila Avenue 951.965.i711 Sulte·330-A Riverside, CA 92507 Toll Free 877.2111.4321 www.scst.com SCS&T No. 131'1052 Report No.2 Reference: · 1. "Ge.otechnical lrivestfgation, Propos~d .Single .Fa.mify R,esJdent;(!, 2740 La Costa. Avenue, Ctirlsbad, .. Califomiii'; preparedJ~y·s01._1thetn CalifomiaSqir&;Testing, Inc.; ct~tect.April 23, 201·s.($b.$&T R$port Number: 131.1052-'1) 2. "'Ga,.ding and :Erosli:m OontroF Plans for: ,2470 La Costa· A venut:i~; prepared by Moises Vill~g~s Designer; und~ted. . .:· 3~ "NewHome, 2.74(!ita:.Cost~Av.f?n.ue, Carlsi;,EJt:!; OA Q200~ Struct!,l.ral Sheets S101,. 8201., S202, S30t; prepared by Moises Villegas Designer;-qated 05/23/2013 • .Dear ·Mr. Parker: In accordan~e with your requesi~ Sctuthern Califomiij. So.ii and Testing·, Inc. reviewed the above referenc.ed· plans, Refetences.2 and 3. In ourapinio~, the-plans ate prepared in accon:iance with the recommendations contain~d ih the.:pr0Jec,t9$Qtechnical rep·ort,. Reference 1. If yot,1.hav~ any questlqns:.reg~r~ln_g: this: document, pl~~se contact me at.619.280.4321. Respectf1,Jlry :Submitted, .. S00THl:RN CALIFORNIA SC>~L & TESTING, ]NC~ Scott H. Vacula, PE 72600· (1) (f) ,,, + ,..., ,., I I I I I I I I I I I I I I I I I SOUTHERN CALIFORNIA SO'IL &TESTING, INC. , A talffornla CertifiedSmaU Business Enterprise ($BE) San Diego 6280 Riverdale Street 619.280.4321 San Diego, CA 92120 Indio 83-740 Citrus Avenue 760.775.5983 Suite G Indio, CA 92201-3438 Riverside 1130 Palmyrita Avenue 951.965.8711 Suite 330-A Riverside, CA 92507 Toll Free 877,215.4321 www.scst.com GEOTECHNICAL INVESTIGATION PROPOSED SINGLE FAMILY RESIDENCE · 2740 LA COSTA AVENUE CARLSBAD, CALIFORNIA PREPARED FOR: MR. BILL PARKER SOUTH POINTE EQUITIES, LLC 29379 RANCHO CALIFORNIA ROAD TEMECULA, CALIFORNIA 92591 PREPARED BY: SOUTHERN CALIFORNIA SOIL & TESTING, INC. _ 6280 RIVERDALE STREET SAN DIEGO, CALIFORNIA 92120 Providing Professional E:.ngineering Services Since 1959 I • "' I I I I I I I I I_ I I I I ,, I I I I SOUTHERN CALIFORNIA SOIL &TESTING, INC. A California Certified Small Business En~erprlse (SBE) April 23, 2013 Mr. Bill Parker S01.,1th Pointe Equities, LLC 29379 Rancho California Road Temecula, California 92591 Subject: GEOTECHNICAL INVESTIGATION PROPOSED SINGLE FAMILY RESIDENCE 2740 LA COSTA AVENUE CARLSBAD, CALIFORNIA Dear Mr. Parker: San Diego 6280 Riverdale Street 619.280,4321 San Diego, CA 92120 Indio 83-740 Citrus Avenue 760,775.5983 Suite G lndio,,CA92201-3438 Riverside 1130·PalmyrHa Avenue 951.965,8711 Suite 330-A Riverside, CA 92507 Toll Free 877.215.4321 www.scst.com SCS& T No. 1311052 Report No.1 This letter transmits Southern California Soil & Testing lnc.'s (SCS&T) report describing the geotechnical investigation performed for the design and construction of a single-family residence located at 2740 La Costa Avenue in the city of Carlsbad, California. This investigation was conducted in general conformance with the scope of work presented in SCS& T's proposal dated April 8, 2013. If you have any questions concerning this report, or need additional information, please call us at (619) 280-4321. ~~01'. Andrew K. Neuhaus, CEG"5zti9~~ Senior Geologist RNB:SHV:AKN:aw ' (4) Addressee (1) Addressee via e-mail at bill@southpointeequities.com Scott H. Vacula, p·1=1:~~W Senior Engineer (1) South Pointe Equities via e-mail at rudy@southpointeequities.com I .I I I I I I I .I I I I I I I I I I I TABLE OF CONTENTS SECTION PAGE EXECUTIVE SUMMARY ......................................................................................................................... i 1. INTRODUCTION ............................................................................................................................... 1 1.1 GENERAL ....................................................................................................................................... 1 1.2 SCOPE OF WORK ............................................................................................................................. 1 1.2.1 Field Exploration ......................................... _ .......................................................................... I 1.2.2 Laboratory Testing ................................................................................................................ I 1.2.3 Analysis and Report .............................................................................................................. I 2. SITE AND SUBSURFACE CONDITIONS ..................................................................................... 2 2.1 SITE DESCRIPTION ..................... , .................................................................................................... 2 2.2 SUB SURF ACE CONDITIONS ............................................................................................................. 2 2.3 SEISMIC DESIGN PARAMETER ........................................................................................................ 2 3~ CONCLUSIONS ................................................................................................................................. 3 4. RECOMMENDATIONS .................................................................................................................... 3 4.1 SITE PREPARATION AND GRADING ..................................................................................... 3 4.1.1 Site Preparation -Alternative I (Footings in Compacted Fill) ............................................ 3 4.1.2 Site Preparation -Alternative 2 (Footings in Competent Santiago Formation) .................. 3 4.1. 3 Earthwork ............................................................................................................................. 4 4.1. 4 Site Excavation Characteristics ............................................................................................ 4 4.1. 6 Expansive Material ...... , ........................................................................................................ 4 4.1. 7 Imported Soil ......................................................................................................................... 5 4.1.8 Surface Drainage .................................................................................................................. 5 4.1.9 Grading Plan Review ............................................................................................................ 5 4.2 FOUNDATiONS ................................................ , ... _ ........................................................................... 5 4.2.1 Shallow Spread Footings -Alternative I (Bottom Levels in Compacted Fill) ..................... 5 4.2.2 Shallow Spread Footings -Alternative 2 (Bottom Levels in Santiago Formation) .............. 6 4. 2. 3 Resistance to Lateral Loads .................................................................................................. 6 4.2.4 Settlement Characteristics .................................................................................................... 6 4.2.5 Foundation Plan Review ....................................................................................................... 6 4.2.6 Foundation Excavation Observations ................................................................................... 7 4.3 SLABS-ON-GRADE .......................................................................................................................... 7 4. 3.1 Interior Concrete Slabs-on-Grade -Alternative I (Bottom Levels in Compacted Fill) ....... 7 4.3.2 Interior Concrete Slabs-on-Grade~ Alternative 2 (Bottom Levels in Santiago Formation) 7 4. 3. 3 Exterior Slabs-on-Grade ........................................................................................................ 8 5. GEOTECHNICAL ENGINEERING DURING CONSTRUCTION ............................................. 8 6. CLOSURE ........................................................................................................................................... 9 ATTACHMENTS FIGUR~S Figure 1 -Site Vicinity Map Figure 2 -Subsurface Investigation Map APPENDICES Appendix I -Logs of Exploratory Test Borings Appendix II -Laboratory Testing I I I I I I I I I I I I I I I I I I I EXECUTIVE SUMMARY ihis report presents the results of the geotechnical investigation Southern California Soil and Testing, Inc. (SCS&T), performed for the planned single-family residence located at 2740 La Costa Avenue in the city of Carlsbad, California. We understand that the project will consist of the design and construction of a new 2,600 square foot, single-family residence with an attached 3 car garage. The purpose of our work is to provide conclusions and recommendations regarding the geotechnical aspects of the project. An SCS& T geologist observed the excavation of 3 exploratory test trenches to depths of between 8 feet and 10 feet below the existing grade. The exploratory test trenches were exGavated 1 with a backhoe equipped with an 18-inch bucket. SCS& T tested selected samples from the trenches to evaluate pertinent classification and engineering properties to assist in the development of geotechnical conclusions arid recommendations. Materials encountered in the test trenches consisted of fill and the Santiago Formation. The fill is comprised of loose clayey sand. The Santiago Formation is comprised of very stiff to hard sandy claystone and dense to very dense clayey sandstone. No groundwater was encountered in our test trenches. The main geotechnical considerations affecting the planned building are the presence of loose potentially compressible fill, cut/fill transitions below the building pad and moderately expansive soils. Fill was encountered in test trench T-1 extending to a depth of about 4 feet below the existing ground surface. The existing fill is not suitable for the support of settlement sensitive improvements. To reduye the potential for differential settlement the existing fill should be excavated in its entirety. Additionally, the cut portion of the building pad will need to be undercut. These materials will need to be excavated and replaced as compacted fill. The existing on-site soils are moderately expansive. To reduce the potential for heaving the planned building can be supported on a rigid foundation system to reduce the potential effects of heaving. As an alternative, the existing fill may remain in place and the footing excavations may be extended into the formational soils. Footing excavations up to 5 foot deep can be anticipated With this alternative. Additionally with this alternative the floor slabs will need to be designed as structural slabs supported by the foundation system. The grading and foundation recommendations herein may need to be updated once final grading and foundation plans are developed. . I I I I • I I I .I I I I I I I I I I I I I I I 1. INTRODUCTION 1.1 GENERAL This report presents the results of the geotechnical investigation Southern California Soil and Testing, Inc. (SCS&T), performed for the planned single-family residence located at 2740 La Costa Avenue in the city of Carlsbad, California. We understand that the project will consist of the design and construction of a new 2,600 square foot, singie-family residence with an attached 3 car garage. The purpose of our work is to provide conclusions and recommendations regarding the geotechnical aspects of the project. Figure 1 shows the project site location. 1.2 SCOPE OF 'WORK 1.2.1 Field Exploration · Subsurface conditions were explored by excavating 3 exploratory test trenches to depths of between 8 feet and 10 feet below the existing grade. The exploratory test trenches were excavated with a backhoe equipped with an 18-inch bucket. An SCS& T geologist logged the test trenches and obtained samples for examination and laboratory testing. The logs of the test trenches are in Appendix I. Soils are classified according to the Unified Soil Classification System illustrated on Figure 1-1. 1.2.2 Laboratory Testing The laboratory program consisted of tests for: · • Grain size distribution; • Maximum density and optimum moisture; • Expansion index; and a • Direct shear. The results of the laboratory tests, and brief explanations of test procedures, are in Appendix 11. 1.2.3 Analysis and Report The results of the field and laboratory tests were evaluated to develop conclusions and recommendations regarding: 1. Subsurface conditions; 2. Site preparation; 3. Criteria for seismic design in accordance with California Building Code procedures; 4. Appropriate alternatives for foundation-support along with geotechnical engineering criteria for design of the foundations; 5. Resistance to lateral loads; 6. Estimated foundation settlements; 7. Support for concrete slabs-on-grade. I I I I I I I I I I I I I I South Pointe Equities, LLC 2740 La Costa Avenue -Single Family Residence Carlsbad, California 2. SITE AND SUBSURFACE CONDITIONS 2.1 SITE DESCRIPTION April 23, 2013 SCS&T No. 1311052-1 Page2 The subject site is located in the city of Carlsbad, California. The site is bounded by residential properties on the east, west, south, and La Costa Country Club golf course on the north. A vacant 11,372 square foot lot exists on the site. Access to the site is by a private driveway which connects to La Costa Avenue. The lot is relatively flat with a total elevation change of 2 feet over a span of 130 feet. A 20 foot high slope bounds the north perimeter of the site and descends north to the golf course at an inclination of 2:1 (horiiontal:vertical). A cut/fill transition horizontally crosses the site with the fill portion located along the northern end of the site. Vegetation consists of typical residential landscaping. 2.2 SUBSURFACE CONDITIONS Materials encountered in the test trenches consisted of fill and the Santiago Formation. The fill is comprised of loose clayey sand. The Santiago Formation is comprised of very stiff to hard sandy claystone and dense to very dense clayey sandstone. Groundwater was not encountered in the test trenches. The petmanent groundwater level is expected to be below a depth that will influence planned construction. However, groundwater levels can fluctuate seasonally, and can rise significantly following periods .of precipitation. In addition, groundwater can be perched on top of the Santiago Formation as a result of rainfall and irrigation. 2.3 SEISMIC DESIGN PARAMETER A geologic hazard likely to affect the project is groundshaking as a result of movement along an active fault zone in the vicinity of the subject site. The site coefficients and adjusted maximum considered earthquake spectral response acceleration parameters in accordance with the 201 0 California Building Code based on the 2009 International Building Code are presented below: Site Coordinates: Latitude 33.085° Longitude -117.249° Site Class: D Site Coefficient Fa= 1.0 Site Coefficient Fv = 1.5 Spectral Response Acceleration at Short Periods Ss = 1.143 Spectral Response Acceleration at 1-Second Period S1 = 0.429 SMs=FaSs = 1.143 SM1=FvS1 = 0.643 Sos=2/3* SMs= 0. 762 So1=2/3* SM1= 0.429 I I I I I I I I I I I I ·1 I I I I 'I I South Pointe Equities, LLC 2740 La Costa Avenue-Single Family Residence Carlsbad, California 3. CONCLUSIONS April 23, 2013 SCS&T No. 1311052-1 Page3 The main geotechnical considerations affecting the planned building are the presence of loose potentially compressible fill, cut/fill transitions below the building pad and moderately expansive soils. Fill was encountered in test trench t-1 extending to a depth of about 4 feet below the existing ground surface. The existing fill is not suitable for the support of settlement sensitive improvements. To reduce the potential for differential settlement the existing fill. should be excavated in its entirety. Additionally, the cut portion of the building pad will need to be undercut. These materials will need to be excavated and replaced as compacted fill. The existing on-site soils are moderately expansive. To reduce the potential for heaving the planned building can be supported on a rigid foundation system to reduce the potential effects of heaving. As an alternative, the existing fill may remain in· place and the footing excavations may be e,xtended into the formational soils. Footing excavations up to 5 foot deep can be anticipated with this alternative. Additionally, With this alternative, the floor slabs will need to be designed as structural slabs supported by the foundation system. The grading arid found~tion recommendations herein may need to be updated once final grading and foundation plans are developed. 4. RECOMMENDATIONS 4.1 SITE PREPARATION AND· GRADING The following report sections present 2 alternatives for site preparation; and grading recommendations for footings with bottom levels in compacted fill, and for footings with bottom levels in competent Santiago Formation. 4.1.1 Site Preparation -Alternative 1 (Footings in Compacted Fill) Site preparation should begin with the removal of existing improvements, debris, vegetation and deleterious matter. The existing fill should be excavated in its entirety. The existing cut portion of the cut/fill transition should be excavated to within 1 foot below the planned bottom elevation of the deepest footing. Excavations up to about 5 feet in depth should be anticipated. Horizontally, the excavation should extend at least 5 feet outside perimeter footing lines. An SCS& T representative should observe conditions exposed in the bottom of the excavation to determine if additional removal is required. 4.1.2 Site Preparation -.Alternative 2 (Footings in Competent Santiago Formation) Site preparation should begin with the removal of vegetation and debris. The existing fill and Santiago Formation below the planned building should be scarified to a depth of 12 inches, moisture conditioned and compacted to at least 90% relative compaction. Horizontally, the I I I I .I I I I I I I I I I I I I I I South Pointe Equities, LLO 2740 La Costa Avenue-Single Family Residence Carlsbad, CalifQmia April 23, 2013 SCS&TNo. 1311052-1 Page4 excavation should extend at least five feet outside perimeter footing lines and planned hardscape improvements or up to existing improvements, whichever is less. An SCS& T representative should observe conditions exposed in the bottom of the excavation to determine if additional removal is required. 4.1.3 Earthwork The material exposed in the bottom of the excavation should be scarified to a depth of 12 inches, moisture conditioned and compacted to at least 90% relative compaction. Excavated materials, except for soil .containing roots and organic debris, can be used as compacted fill. Fill should be placed in 6-to 8-inch thick loose lifts, moisture conditioned to near optimum moisture content, and compacted to at least 90% relative compaction. The maximum dry density and optimum moisture content for the ,evaluation of relative compaction should be determined in accordance with ASTM D 1557. Utility trench backfill within 3 feet of the structure and beneath pavements and hardscape should be compacted to a minimum of 90% relative compaction. The upper 12 inches of subgrade beneath slabs and paved areas should be compacted to at least 95% relative compaction. 4.1.4 Site Excavation Characteristics It is anticipated that exc~vation can be achieved with conventional earthwork equipment in good working order. It should be noted that cemented zones may be encountered within the Santiago Formation during excavation. 4.1-.5 Temporary Excavations Temporary slopes in fill and Santiago Formation should not be steeper than 1: 1 (horizontal:vertical). The faces of temporary slopes should be inspected daily by the contractor's Competent Person before personnel are allowed to enter the excavation area. Any zones of potential instability, sloughing or raveling should be brought to the attention of the Engineer and corrective action implemented before personnel begin working in the excavation. 4.1.6 Expansive Material The existing materials on-site that were tested have a moderate expansion potential. The foundation recommendations presented in this report reflect a moderate expansion potential. I I ,I I I I I I ,, I I I I .I I I I .I ·I South Pointe Equities, LLC 2740 La Costa Avenue-Single Family Residence Carlsbad, California 4.1.7 Imported $oil April 23, 2013 SCS&T No. 1311052-1 Page5 Imported fill should consist of predominately granular soil free of organic material and rocks greater than 2 inches in maximum dimension. Imported soil should have an Expansion Index of 20 or less and should be inspected and, if appropriate, te$ted by SCS& T prior to transport to the site. 4.1.8 Surface Drainage Final surface grades around the building should be designed to collect and direct surface water away from the structure and toward appropriate drainage facilities. The ground around the structures should be graded so that surface water flows rapidly away from the structure without ponding. In general, we recommend that the ground adjacent to the structure slope away at a gradient of at least 2%. Densely vegetated areas where runoff can be impaired sho1:11d· have a minimum gradient of at least 5% within the first 5 feet from the structure. Roof gutters with downspouts that discharge directly into a closed drainage system are recommended on structures. Drainage patterns established at the time of fine grading should be maintained throughout the life of the proposed structures. Site irrigation should be limited to the minimum necessary to sustain landscape growth. Should excessive irrigation, impaired drainage, or unusually high rainfall occur, saturated zones of perched groundwater can develop. 4.1.9 Grading Plan Review The grading plans sho,uld be submitted to SCS&1 for review-to ascertain whether the intent of the recommendations contained in this report have been implemented, and that no revised recommendations are necessary due to changes in the development scheme. 4.2 FOUNDATIONS Shallow spread footings With bottom levels in compacted .fill or competent Santiago Formation can support the planned structure. The following report· sections present recommendations for each foundation alternative discussed above. 4.2.1 Shallow Spread Footings -Alternative 1 .(Bottom Levels in Compacted Fill) Shallow spread footings with bottom levels in compacted fill can be used to support the settlement sensitive improvements. The foundation system underlain by clayey soils should be designed as a rigid foundation system to resist the heaving of expansive soil. The footings should extend at least 30 inches below lowest adjacent finished pad grade. A minimum width of 16 inches is typical footing width for continuous footings. Isolated footings should be at least 24 inches wide. Additionally, grade beams should connect all the isolated footings. A I I I I I I I I I I I I I I I I I I I South Poin(e Equities, LLC 2740 La Costa Avenue-Single Family Residence Carlsbad, California April 23, 2013 SCS&T No. 1311052-1 Page 6 bearing i;;apacity of 2,500 pounds per square foot (psf) c~n be used. This value can be increased by ½ when considering the total of all loads, including wind or seismic forces. Footings located adjacent to slopes should be extended to a depth such that a minimum distance of 7 feet exists between the outside bottom footing edge and the face of slopes. 4.2.2 Shallow Spread Footings -Alternative 2 (Bottom Levels in Santiago Formation) · Shallow spread footings with bottom levels in competent Santiago Formation can be used to support the settlement sensitive improvements. The footings should extend to a minimum depth of 30 inches below lowest adjacent finish pad grade and extend 12 inches into competent Santiago Formation. Footing excavations up to 5 foot deep can be anticipated. A minimum width of 16 inches is typical footing width for continuous footings. Isolated footings should be at least 24 inches wide. A bearing capacity of 3,000 pounds per square foot (psf) can be used for footing in competent Santiago Formation. This value can be increased by ½ when considering the total of all loads, including wind or seismic forces. Footings located adjacent to slopes should be extended to a depth such that a minimum distance of 7 feet exists between the outside bottom footing edge and the face of slopes. 4.2.3 Resistance to Lateral Loads Lateral loads will be resisted by friction between the bottoms of footings and passive pressure on the faces of footings and other structural elements below grade. A friction factor of 0.25 can be used. Passive pressure can be computed using a lateral pressure value of 250 psf per foot of depth below the ground surface. The upper 1 foot of soil should not be relied on for passive support unless the ground is covered with pavements or slabs. The passive pressure can be increased by ½ when considering the total of all loads, including wind or seismic forces. 4.2.4 Settlement Characteristics Total footing settlements are estimated to be less than 1 inch. Differential settlements between adjacent footings, are estimated to be less than ½ and between the middle and ends of continuous footings, inch. Settlements should occur rapidly, and should be completed shortly after structural loads are applied. 4.2.5 Foundation Plan Review The foundation plans should be submitted to SCS& T for review to ascertain that the intent of the recommendations in this report has been implemented and that revised recommendations are not necessary as a result of changes,after this report was completed. I I I I I I I I I I I I I I I I I I I South Pointe Equities, LLC 2740 La Costa Avenue-Single Family Residence Carlsbad, California · 4.2.6 Foundation Excavation Observations April 23, 2013 SCS&T No. 1311052-1 Page 7 It is recommended that the foundation excavations be approved by a representative from SCS& T prior to forming or placing reinforcing steel. 4.3 SLABS-ON-GRADE 4.3.1 Interior Concrete Slabs-on-Grade -Alternative 1 (Bottom Levels in Compacted Fill) Concrete slabs-on-grade should have a thickness of at least 5 inches and be reinforced with at least No. 4 reinforcing bars placed at 12 inches on-center each way. Slab reinforcement should be placed approximately at mid-height of the slab and extend at least 6 inches down into the footings. Existing concrete slabs-on-grade that will not be removed should be evaluated by the project structural engineer. Slabs-on-grade should be underlain by a 4-inch thick blanket of clean, poorly graded, coarse sand or crushed rock. A moisture vapor retarder/barrier should be placed beneath slabs where floor coverings will be installed. Typically, plastic is used as a vapor retardant. If plastic is used, a minimum 10-mil is recommended. The plastic should comply with ASTM E 1745. Plastic installation should comply with ASTM E 1643. Current construction practice typically includes placement of a two-inch thick sand cushion between the bottom of the concrete slab and the moisture vapor retarder/barrier. This cushion can provide some protection to the vapor retarder/barrier during construction, and may assist in reducing the potential for edge curling in the slab during curing. However, the sand layer also provides a source of moisture vapor to the underside of the slab that can increase the time required to reduce moisture vapor emissions to limits acceptable for the type of floor covering placed on top of the slab. The floor covering manufacturer should be contacted to determine the volume of moisture vapor allowable and any treatment needed to reduce moisture vapor emissions to acceptable limits for the particular type of floor covering installed. 4.3.2 Interior Concrete Slabs-on-Grade :-Alternative 2 (Bottom Levels in Santiago Formation) The project structural engineer should desig'n the concrete floor slabs for this alternative as structural slabs supported by the foundation system. Existing concrete slabs-on-grade that will not be removed should be evaluated by the project structural engineer. Slabs-on-grade should be underlain by a 4-inch thick blanket of clean, poorly graded, coarse sand or crushed roGk. A moisture vapor retarder/barrier should be placed beneath slabs . where floor coverings will be-installed. Typically, plastic is used as a vapor retardant. If plastic I I I I I I I I I ·I I .I I I I I I I I South Pointe Equities, LLC 2740 La Costa Avenue-Single Family Residence Carlsbad, California April 23, 2013 SCS&T No. 1311052-1 PageB is used, a minimum 10-mil is recommended. The plastic should comply with ASTM E 1745. Plastic installation should comply with ASTM E 1643. Current construction practice typically includes placement of a two-inch thick sand cushion between the bottom of the concrete slab and the moisture vapor retarder/barrier. This cushion can provide some protection to the vapor retarder/barrier during construction, and may assist in reducing the potential for edge curling in the slab during curing. However, the sand layer also provides a source of moisture vapor to the underside of the slab that can increase the time required to reduce moisture vapor emissions to limits acceptable for the type of floor covering placed on top of the s.lab. The floor covering manufacturer should be contacted to determine the volume of moisture vapor allowable and any treatment needed to reduce moisture vapor emissions to acceptable limits for the particular type of floor covering installed. 4.3.3 Exterior Slabs-on-Grade The upper 2 feet of soil below exterior concrete slabs-on-grade should have an Expansion Index of 20 or less. Exterior concrete slabs-on-grade should have a minimum thickness of 4 inches; reinforced with at least No. 4 bars at 18 inches on center each way. Slabs should be provided with weakened plane joints. Joints should be placed in accordance with the American Concrete Institute Guidelines. The landscape architect should be consulted in selecting the final joint patterns. A 1-inch maximum size aggregate mix is recommended for concrete for exterior slabs. A water/cement ratio of less than 0.45 also is recommended, to decrease the potential for shrinkage cracks. The corrosion potential of on-site soils with respect to reinforced concrete will need to be taken into account in concrete mix design. Coarse and fine aggregate in concrete should conform to the "Greenbook" Standard Specifications for Public Works Construction. 5. GEOTECHNICAL ENGINEERING DURING CONSTRUCTION The geotechnical engineer should review project plans and specifications prior to bidding and construction to check that the intent of the recommendations in this report has been incorporated. Observations and tests should be performed during construction. If the conditions encountered during construction differ from those anticipated based on the subsurface exploration program, the presence of the geotechnical engineer during construction will enable an evaluation of the exposed conditions and modifications of the recommendations in this report or development of additional rec9mmendations in a timely manner. I I I I :I I I I I ,I 1, I I I I I I I 11 South Pointe Equities, LLC 2740 La Costa Avenue-Single FcJmily Residence Carlsbad, California _ 6. CLOSl;JRE April 23, 2013 SCS&T No. 1311052-1 Page9 SCS& T should be advised of any changes in the project scope so that the recommendations contained in this report can be evaluated with respect to the revised plans. Changes in recommendations will be verified in writing. The findings in this report are valid as of the date of this report. Changes in the condition of the site can, however, occur with the passage of time, whether they are due to natural processes or work on. this or adjacent areas. In addition, changes in the standards of practice and government regulations can occur. Thus, the findings in this report may be invalidated wholly or in part by changes beyond our control. This report should not be relied upon after a period of two years without a review by us verifying the suitability of the conclusions and recommendations to site conditions at that time. In the performance of our professional services, we comply with that level of care and skill ordinarily exercised by members of our profession currently practicing under similar conditions and in the same locality. The client recognizes that subsurface conditions may vary from those encountered at the boring locations, and that our data, interpretations, and recommendations are based solely on the information obtained by us. We will be responsible for those data, interpretations, and recommendations, but shall not be responsible for interpretations by others of the information developed. Our ~ervices consist of professional consultation and observation only, and no warranty of any kind whatsoever, express or implied, is made or intended in connection with the work performed or to be performed by us, or by our proposal for consulting or other services, or by our furnishing of oral or written reports or findings. I I. I ·I I I I I I I ,. _I ., I I I ., I I NORTH ~SOUTHERN CALIFORNIA SOIL & TESTING, INC. SITE VICINITY MAP Date: 4/2013 By: RB 2740 LA COSTA AVENUE Job No.: 1311052-1 Carlsbad, California Scale: Not To Scale Figure: 1 I I ·1 I .I I .I I I ,. .I I I I ,I I I I ~, ,., " •·· .. • ·"' .. .. 't-f' .. 4" "' ,. <!I ..... .. " .. ,g " .. .. ~ " ., -- SCS&T LEGEND T-3 Approximate Location of Test Trench CIC! \\ ~!~ Approximate Location of Cut/Fill Transition \ NORTH LOT AREA-11312 Sil.FT. AUOWMIF 1or CiM-lMGF-4549 SQ.ff.= 40X PROPOSED IJE.\iEWl'UENT-3259 SQ.Ff.= 29X WT crM:RAG£ ~ NORTH Q) ,-ro I (,) N Cl) ct) LO 0 ,-0 I-0 ,-,-+-' .£:!_ CD Ct) 0 '<:I" a: ,-z d z a5 2 .. .o ro ro >. o o 0 CD -::, Cl) <( z o:cj Oz LL - ...J c5 ()Z z I-a: f:3 w I-I o6 I-...J :J -00 ~ Figure: 2 ,, I I I I . I I I I I ,I I I I I ,I I I I APPENDIX I APPENDIX I FIELD INVESTIGATION Three exploratory test trenches were excavated at the locations shown on Figure 2 on April 15, 2013. The fieldwork was performed under the observation of our geology personnel, who also logged the trenches and obtained samples of the materials encountered. The log~ are presented on Figures 1-2 through 1-4. Soils are classified in accordance with the Unified Soil Classification System illustrated on Figure 1-1 . I I .I I I I .I I I I . I I I I I I ·1 I I SUBSURFACE EXPLORATION LEGEND UNIFIED SOIL CLASSIFICATION CHART SOIL DESCRIPTION GROUP ' TYPICAL NAMES SYMBOL I. COARSE: GRAINED, more than 50% of material is larger than No. 200 sieve size. GRAVELS CLEAN GRAVELS GW Well graded gravels, gravel-sand mixtures, little or no fines More than half of coarse fraction is GP Poorly graded gravels, gravel sand mixtures, little or no fines. larger than No. 4 sieve size but GRAVELS WITH FINES GM Silty gravels, poorly graded gravel-sand-silt mixtures. smaller than 3". . (Appreciable amount of fines) GC Clayey gravels, poorly graded gravel-sand-clay mixtures. SANDS CLEAN SANDS SW Well graded sand, .gravelly sands, little or no fines. More than half of coarse fraction is SP Poorly graded sands, gravelly sands, little or no fines. smaller than No. 4 sieve size. SANDS WITH FINES SM Silty sands, poorly graded sand and silty mixtures. (Appreciable amount of fines) SC Clayey sands,, poorly graded sand and clay mixtures. II. FINE GRAINED, more than 50% of material is smaller than No. 200 sieve size. SILTS AND CLAYS ML Inorganic silts and very fine sands, rock flour, sandy silt or clayey-silt- (Liquid Limit less sand mixtureswith slight plasticity. than 50) CL Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays. OL Organic silts and organic silty cl~ys of low plasticity . SIL rs AND CLAYS MH Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, (Liquid Limit elastic silts. greater than 50) CH Inorganic clays-of high plasticity, fat clays. OH Organic clays of medium to high plasticity. -Ill. HIGHLY ORGANIC SOILS PT Peat and other highly organic soils. FIELD SAMPLE SYMBOLS LABORATORY TEST SYMBOLS ~ -Bulk Sample Al -Atterberg Limits CAL -Modified California penetration test sampler CON ° Consoliclatlon CK -Undisturbed·chunk sample COR -Corrosivity Test MS -Maximum Size of Particle -Sulfate ~6 -Water seepage at time of excavation or as indicated -Chloride -pH and Resistivity SPT -Standard·penetration test sampler DS -Direct Shear ST -Shelby Tube El -Expansion Index V -Water level at time of excavation or as indicated MAX -Maximum Density RV -RValue SA -Sieve Analysis UC -Unconfined Compression ' - &SOUTHERN CALIFORNIA 2740 LA COSTA AVENUE SOIL & TESTING, INC. By: RB/SHV !Date: 4/23/2013 Job Number: 1311052-1 I Figure: 1-1 I I I I I· I I I ·11 I ,I I I I I I I I :1 LOG OF TEST TRENCH NUMBER T-1 Date Excavated: 04/15/13 Logged by: Equipment: Case Backhoe w/ 18" Bucket Project Manager: Surface Elevation (ft): N/A Depth to Water (ft): g Cl) :c 0 Ii: Cl) UJ :::, Cl SUMMARY OF SUBSURFACE CONDITIONS SC FILL: Light gray to yellowish brown, moist, loose, CLAYEY SAND. -1 - -2 -3 --41---+----------------------1 SANTIAGO FORMATION: Brown, moist, very stiff, -SANDY CLAYSTONE. -5 Mottled yellowish brown to gray, moist, dense to very - dense, CLAYEY SANDSTONE. 6 - -7 -8 -9 .. SAMPl.£S 0 UJ Ill 0::: ~ :::, _J I-:::, Cl) Ill B z :::, I -X - -"#. -UJ 0::: :::, I-Cl) 5 ~ AKN SHV N/A 13 -3: ~ I-z :::, >-0::: 0 >-0::: 0 Cl) ~ I-0::: Cl) 0 UJ <( I- Ill ...I El -10 ________________________ ,1.;..,.----L-.i,__....1. __ _L __ _____J BOTTOM AT 10 FEET, ~C.. SOUTHERN CALIFORNIA a. SOIL & TESTING, INC. By: Job No.: 2740 LA COSTA AVENUE RB/SHV Date: 04/23/2013 1311052-1 Fiqure: 1-2 I I I I I I I I I I I I I I I I I I I LOG OF TEST TRENCH NUMBER T-2 Date Excavated: 04/15/13 Logged by: AKN Equipment: Case Backhoe w/ 18" Bucket Project Manager: SHV Surface Elevation (ft): N/A Depth to Water (ft): N/A SAMPLES 0 -13 2 '#. a. w .._, .._, Cl) al .._, I (.) 0::: ~ w ~ I-Cl) SUMMARY OF SUBSURFACE CONDITIONS :::::, ...J 0::: a. :::::, I-:::::, :::::, !::: LU Cl) al I- 0 Cl) z ~ i5 0 :::::, z & :::::, ~ 0 ' SANTIAGO FORMATION: Mottled yellowish brown to light. . gray, moist, medium dense to dense, CLAYEY SANDSTONE. I I-1 - I-2 -3 I - .... 4 ---------------------------------Mottled greenish gray to medium gray, moist, very stiff to / .... hard, SANDY CLAYSTONE . I-5 -6 --Mottled yellowish brown to light gray, moist, dense to very - .-- i:. dense, CLAYEY SAND$TONE. ... 7 -8 BOTTOM AT 8 FEET. ... 9 '- .... 10 · i,_ SOUTHERN CALIFORNIA 2740 LA COSTA AVENUE SOIL & TESTING, INC. . By: RB/SHV Date: Job No.: 1311052-1 Fiqure: >-0::: 0 Cl) ~ I-0::: Cl) ow <( I- al ...J MAX,DS 04/23/2013 1-3 I I ,, I I I I I I I I I I I I I I I ,I LOG OF TEST TRENCH NUMBER T-3 Date Excavated: 04/15/13 Logged by: Equipment: Case Backhoe w/ 18" Bucket NIA Project Manager: Surface Elevation (ft): Depth to Water (ft): 2 '-" Cl) I 0 I-Cl) a. ::, w 0 ""' 1 .... ... 2 SUMMARY OF SUBSURFACE CONDITIONS SANTIAGO FORMATION: Mottled yellowish brown to light gray, moist, medium dense to dease, CLAYEY SANDSTONE. .... 3 ---____ , --------------------------Mottled medium brown to light grayish brown, moist, very .... stiff to hard, SANDY CLAYSTONE. ... 4 ... ... 5 6 ----------------------------------Mottled yellowish brown to light brown, moist, dense to very dense, CLAYEY SANDSTONE. ... 7 -8~-+--------------------1 BOTTOM AT 8 FEET. ... 9 SAMPLES 0 w OJ 0::: ~ ::, ...J I-::, Cl) OJ 0 z ::, / \ - l ~ 0 '-" w 0::: ::, I-Cl) 0 ::aE AKN SHV N/A 't -3: g !:: z ::, ~ 0 >-0::: 0 Cl) ~ I-0::: Cl) ow <( I- OJ ...J SA -10....___._ _____ ...;_ ______________ J--......1,-....._ _ ___._ __ ...J-__ ___. ~C... SOUTHERN CALIFORNIA . a. SOIL & TESTING, INC. By: Job No.: 2740 LA COSTA AVENUE RB/SHV Date: 04/23/2013 1311052-:1 Fiaure: 1-4 .I I I :1\ .I ,, I I I I . I I I I I I ., :1 I ~ ' ' APPENDIX II LABORATORY TESTING SUMMARY APPENDIX II Laboratory tests were performed to provide geotechnical parameters for engineering analyses. The following tests were conducted: • CLASSIFICATION: Field classifications were verified in the laboratory by visual examination. The final soil classifications are in accordance with the Unified Soil Classification System. • SIVE ANALYSIS: A sieve analysis was determined for one sample in accordance with ASTM D 422. The results of this test are presented on Figure 11-1. • MAXIMUM DENSITY AND OPTIMUM MOISTURE: The maximum density and optimum moisture content was determined for one sample in accordance with ASTM D 1557. The results are presented on Figure 11-2. • EXPANSION INDEX: The expansion index for 1 sample was determined in accordance with ASTM 4829. The results are summarized on Figure 11-2. • DIRECT SHEAR: A direct shear test was performed in accordance with ASTM D 3080. The shear stress was applied at a constant rate of strain of approximately 0.003 inch per minute. The results are presented on Figure 11-3 . Soil samples not tested are now stored in our laboratory for future reference and analysis, if needed. Unless notified to the contrary, all samples will be disposed of 30 days from the date of this report. ~-~~~~~~~~~~-~~~~-- ~ U.S. Standard Sieve Sizes 6" 3" 1-½" 3/4" 3/8" #4 #8#10 #16 #30 #40#50 #100 #200 100 -------------------- 90 -.. ---......... 80 "' ). .... .c \ .!:!170 \ Cl) 3: \ ~60 \ ... Cl) .!: 50 u.. _, \ .... C \ B 40 ... \ Cl), 0. -30 20 ' 10 0 1000 100 10 1 0.1 0.01 Grain Size in Millimeters Cobbles I Gravel I Sand I Silt or Clay I I Coarse I Fine I Coarse Medium I Fine I I SAMPLE LOCATION I UNIFIED SOIL CLASSIFICATION: SC I ATTERBERG LIMITS I T-3@ 0 Feet-3 Feet I DESCRIPTION CLAYEY SAND I LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDl;X & SOUTHERN CALIFORNIA 2740 LA COSTA AVENUE SOIL & TESTING, INC. -By: RB !Date: 4/23/13 Job Number: 1311052-1 I Figure: 11-1 I I I _I I I; I· I ,, I I I I ,, I I I\ .I I EXPANS.ION INDEX ASTM-O4829 I SAMPLE ! DESCRIPTION ! EXPANSION INDEX I T-1 @ 0 ft to 4 ft · Light Gray to Yellowish Brown CLAYEY SAND I 53 - CLASS/FICA TION OF EXPANSIVE SOIL 1 EXPANSION INDEX POTENTIAL EXPANSION ...... ,...,..,....,,.,....,,.,....,.,,....,,.,~;,,,...., ,,,....., ... ...,,.,.....,,.,.....,,.,....,,.,......,..,.....,,......,..,....,,.,....., ... ...., 1 -20 Very Low 21 -50 Low 51 -90 Medium 91 -130 High Above 130 Verv Hiqh 1. ASTM -D4829 MAXIMUM DENSITY & OPTIMUM MOISTURE CONTENT METHOD ASTM-D1557 MAXIMUM OPTIMUM SAMPLE DESCRIPTION DRY DENSITY MOISTURE (pcf} (Def} T-2 at Oft. to 4 ft. Yellowish Brown to Light Gray CLAYEY SAND 115.8 13.9 ' & SOUTHERN CALIFORNIA 2740 LA COSTA AVENUE SOIL & TESTING, INC. By: RB/GF Date: 4/23/2013 ' ' Job No.: 1311052-1 Fioure: 11-2 I , :--4S' " I I .I Direct Shear Test Results I 5.0 I 4.5 ---I 4.0 a Shear Strength at 0.2 inches of Deformation 3.5 I i;::-3.0 I ! Ill Ill f:! 2.5 .. ti) .. C'II I ,I :1 I Cl) .c -~ ti) 2.0 ., "' .,-.,., 1.5 .,~ , . ~ ," 1.0 •" .,~ ., 0.5 .,-," 0.0 ·o.o 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 50 I Confining·Pressure (ksf) I. INTERNAL COHESION FRICTION INTERCEPT SAMPLE DESCRIPTION ANGLE(DEG.) (PSF) I T-2 @0 Feet-4 Feet CLAYEY SAND (Remolded to 90% Shear Strength at Maximum Desity) 30 213 I I 0.2 inches of Deformation & SOUTHERN CALIF<;)RNIA 2740 LA COSTA AVENUE SOIL & TESTING By: RB !Date: 4/23/2013 . Job Number: 1311052-1 IFigure: 11-3 I BUILDING ENERGY ANALYSIS REPORT PROJECT: Two Story Honie 2740 La Costa Ave. Carslbad, Ca .92009 Project Designer: Creative Heights Designs · 25109 Jeffer~on Ave. Ste 315 Murrieta, Ca 92562 951-679~0295 ! ·\. 'I '' :l \ ~i ', '~:' I • ·i • Report Prepared by: Moises Villegas Creative Heights Designs Inc. 33985 Nasturtium Lane Murrieta, Ca 92563 951-7641385 Job Number: 213-007 l ' ·1 • . i Date1 : • 4/12/2013 The EnergyPro computer program has been used IQ perform the calculations $Ummarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2008 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC -www.energysoft.com. Ene Pro 5.1 b Ene Soft User Number: 7182 RuriCode: 2013-04-12T09:15:57. ID: 213-007 C813-tl2.1 ---~ Cover Page Table of Contents TABLE OF CONTENTS •' ,' l· Form CF-1 R Certificate of Compliance Form MF-1 R Mandatory Measures Summary HVAC System Heating and Cooling Loads Summary 1' .. : : EnergyPro·5.1 by Enl!lrgySoft . Job Number: ID: 213-007 / User Number: 7182 1 2 3 8 11 ,. PERFORMANCE CERTIFICATE: Residential · (Part 1 of 5) CF-1R Project Name Building Type IZI Single Family D Addition Alone I Date Two Story Home D Multi Family D Existing+ Addition/Alteration 4/1212013 Project Address California Energy Climate Zone I Total Cond. Floor Area I Addition I #of ~ories 27 40 La Costa Ave. Cars/bad CA Climate Zone 06 3; 703 . . nla FIELD INSPECTION ENERGY CHECKLIST DYes 12.lNo HERS Measures --If Yes, A CF-4R must be provided per Part 2 of 5 of this form. 12.l Yes DNo Special Features --If Yes, see Part 2 of 5 of this form for details. INSULATION Area Special Construction Type Cavity (ff) .Features (see Part 2 of 5) Status Wall Wood Framed R-13 2,511, : -New Door Opaque Door None 48 New Slab Unh~ated:sJab-on-Grade None 2,600 Perim =316' New Roof Wood Framed Attic R-30 2,800 . New - ,FENESTRATION u-Exterior Orientation Area(ff) Factor SHGC Overhana Sidefins Shades Status .. ·Front (SJ 63.8 0.390 0.37 2.6 ·hone Bug Screen New Right(E) 66.3 0.390 0.37 2.0 none Bug Screen New Rear(N) 431.0 0.390 0.37 2.0 none Bug Screen New Left M? 111-.0 0.390 0,37 none none, Bug Screen New ,/ .. ,, ' - · HVAC SYSTEMS Qty. Heatina Min. Eff Coolina Min. Eff Thermostat Status 1 Central Furnace 93%AFUE Split Air_Conditioner 13.0SEER Setback New 1 Central Furnace 93%AFUE Split Air Conditioqer 13.0SEER Setback New HVAC DISTRIBUTION Duct Location Heatina Coolina Ouct Location R-Value Status HVA'C Sys_tem _ Ducted DuctfJd Attic, Ceiling Ins, vented . 6.0 New HVACSystem Ducted Ducted Attic, Ceiling Ins, vented 6.0 New ,, WATER HEATING Qty. Type Gallons _Min. Eff . ' Distribution Status 1 S,:na//,$as 19 0.91 Kitchen Pipe Ins New · EnergyPro 5. 1 bv EnerovSoft User Number: 7182 RunCode: 2013-04-12T09:15:57 ID:213-007 Pa_qe3of12 ., < ' PE:RFORMANCI; CERTI_FICATE: Residential (Part 2 of 5) CF-1R Project Name J Building Type 121 Single Family D Addition Alone I Date Two Story Home D Multi Family 0 Existing+ Addition/Alteration 4/12/2013 SPECIAL FEATURES INSPECTION CHECKLIST The enforcement agency should pay special attention to the items specified in this checklist. These items require special written justification and documentation, and special verification to be used with the performance approach. The enforcement agency determines the adequacy of the justification, and may reject a building or ~esign that otherwise complies based on the adequacy of the soecial iustification and documentation submitted. The RotJf R-30 Roof Attic Concrete Tile (10 ti/sf) Roofing requires verification. I - , -' ... . . HERS REQUIRED VERIFICATION Items in this section require field testing and/or verification by a certified HERS Rater. The inspector must receive a comoleted CF-4R form for each of the measures listed below .for final to be·aiven. ' .~ \ '" , ''!!' .. \ - EneravPro 5. 1 bv EneravSoft User Number: 7182 RunCode: 2013-04-12T09:15:57 ID: 213-007 Paae4of12 PERFORMANCE CERTIFICATE: Residential (Part 3 of 5) CF-1R Project Name l Building Type :@ Single Faniily D Addition Alone j Date Two Story Home ' D M!,Jlti Family D Existing+ Addition/Alteration 4/1212013 ANNUAL ENERGY USE SUMMARY Standard Proposed Margin TDV . (kBtu/ft2-vr) , Space Heating 8.01 10.34 -2.33 Space Cooling 0.62 0.41 0.20 Fans 1.59 1.96 -0.37 Domestic Hot Water 10.43 6.65 3.78 Pumps 0.00 0.00 0.00 Totals 20.65 19.;37 1.28 . Percent Better Than Standard: 6.2%· BUILDING COMPLIES -NO· HERS VERIFI.CATION REQUIRED Fenestration Building Front Orientation: (S) 180:deg Ext. Walls/Roof Wall Area Area Number of. Dwelljng Units: 1.00 (S) 735 64 Fuel Available at Site: Natural Gas (\1\1 731 111 Raised Floor Area: 0 (N)' 735 431 · Slab on Grade Area: 2,600 (E) 1,031 66 Average Ceiling Height: 9.7 Roof 2,800 0 Fenestration Average U-Factor: 0.39 TOTAL: 672 Averaae SHGC: 0.37 Fenestration/CFA Ratio: 18.2% REMARKS \ ' \ ,I \ ,!: ' )~ .. ' ' .. STATEMENT OF COMPLIANCE This certificate Qf compliance lists the building features and specifications needed to comply with Title 24, Parts 1 the Administrative Regulations and Part 6 the · Efficiency Standards of the California Code of Regulations. ' The documentation author .hereby certifies that the dqqumentatio~ is accurate and complete. Documentation Author Company Creative Heights Designs Inc. 4/1212013 · Address 33985 Nasturtium Lane Name Moises Villegas City/State/Zip Murrieta, Ca 92563 _ Phone 951-7641385 Siiined Date The individual with overall design responsibility hereby certifi!;!S that the proposed building design represented in this set of construction documents is consistent with the other compliance forms and worksheet~, with the specifications, and with any other calculations submitted with this permit application, and recognizes that compliance using duct design, duct.sealing, verification of refrigerant charge, insulation installation quality,_, and building envelope sealing require installer testing and certification and field verification by an apptovea HER.$ rater. Designer or Owner (per Business & Profession$ Code) Company Creative Heights Designs Address 25109 Jefferson Ave. Ste 315 Name Moises Villegas City/State/Zip Murrieta, Ca 92562 Phone 951-679-0295 Signed License# Date EneravPro 5. 1 bv EneravSoft User Number: 7182 RunCode: 2013-04-12T09:15:57 ID: 213-007 Paae 5of12 CERTI_FICATE_ OF COMPl-lANCE: Residential (Part 4 of 5) .. CF-1R Project Name Building Type 1iZI Single Family D Addition· Alone I Date Two Story Hom~ D Multi Family tl Existing+ Addition/Alteration 4/12/2013 OPAQUE SURFACE DETAILS Surface U-Insulation Joint Appendix Tvoe Area Factor Cavitv Exterio{ Frame Interior Frame Azrrt Tilt Status 4 Location/Comments Wall 481 .. 0.102 R-13 180 90 New 4:3.1-A3 First floor -Door 48 0.500 None .180 90 New 4.5.1-A4 First floor Wall 504 0.102 R-13 90 90 New 4.3.1-A3 First floor Wall 193 0 . .102 R-13 -.. o ~ 90 New 4.3.1-A3 First floor Wall 180 0.102 R-13 210 . 90 New 4.3.1-A3 First floor Slab_ 2,600 0.730 None· 0 . 180 New 4.4.7-A1 First floor Roof _1;600 0.031 R-30 90 O New 4.2.1-A20 First floor 'Wall 142 0.102 R-13 180 90 New 4.3.1-A3 Second floor Wall 461 0.102 R-13 90 90 New 4.3.1-A3 Second floor . Wall 111 0.102 R-13 0 90 New_ 4.3.1-A3 Second floor Wall _440 0.102 R-13 270 90 New 4.3.1-A3 Second floor Roof 1,200 0.031 R-30 90 a New 4,2.1-A20 Second floor - FENESTRATION SURFACE DETAILS ID Tvoe ·Area U~Factor' SH(3_C" Azm Status GlazinaTvoe Location/Comments 1 \!Vihdow 30.0· 0.390 NFRC 0.37 NFRC 180 New Milgard Classic Low-E Vinyl First floor 2 \!Vindow 39.0 Q.390 NFRC 0.37 NFRC 90 Ne\V. ,Milgard Classic Low-E Vinyl First floor 3 \!Vindow 366.0 0.390 -NFRC 0.37 NFRC ·o New Mi/gard Classic Low-E Vinyl First floor 4' \!Vindow 63.0 0.390 NFRC 0.37 NFRC 270 New. Mi/gard Classic Low-E Vinyl First floor 5 \!Vindow' . 33.8 _ 0.390 NFRC 0.37 NfRC 180 New Milgard Classic Low-E Vinyl Second floor 6 _vVindow 27.3 0.390 NFRC ·o.37 NFRC 90 New Milgard Classic Low-E Vinyl Second floor '7 \!Vindow 65.0 0.390 NFRC 0;37 NFRC ONew Milgard Classic Low-E Vinyl Second floor 8 \!Vino'.ow 48.0 0.390 NFRC 0.37 NFRC 270 New Milgard Classic Low-E Vinyl Second floor '. - ·1 ,t .. ,, r (1) U-Factor Type: 116-A = Default Table from Standards, NFRC = Labeled Value (2) SHGCType: 116-B = Default Table from Standards, NFRC = Labeled Value EXTERIOR SHADING DETAILS - Window · Overhana Left Fin Riaht Fin ID ExteriorShade Tvoe_ SHGC Hat Wd Len Hat LExt RExt Dist Len Hat Dist Len Hat 1 Bug Screen 0.76 0.0 0.0 2:0 0.1 2.0. 2.0 2 Bug Screen 0.76 0.0 0.0 2.0 0.1 2.0 2.0 3 Bi.Jg Screen 0.76 0.0 a.a 2.0 0.1. 2.0 2.0 4 Bua Screen 0.76 5 BugScreen _ 0.76 0:0 0.0 2.0 0.1 2:0 2.0 6 _ Bua Screen 0.76 0.0 0.0 2.0 0.1· 2.0 2,0 ,7 Bug Screen 0.76 0:0 0.0 2:0 0.1 -2:0 -2.0 8_ Bug Screen 0.76 ' ', C" . : . . ,, , \~' EneravPro 5.1. by EneiavSoft User Number: 7182 _ RunCode: 2013-0:4-12T09:15:57' ID: 213-007 Paae 6of12 CERTIFICATE OF COMPLIANCI:: Residential .(Part 5 of 5) CF-1R Project Name . I Buiiding Type 121 Single Family D Addition Alone Date Two Story Home D Multi Family D Existing+ Addition/Alteration 4/1212013 BUILDING ZONE INFORMATION .. ' Floor Area (tr) svstem Name Zone Name New·· Existing Altered Removed Volume Year Built HVACSystem Zone 1 2,600. 26,000 H.VAC System Zone 1 1,103 9;927. ... i ., ' . ~ ; ; Totals 3,703 0 0 0 HVAC SYSTEMS SvstemName Qtv. Heatina Tvoe Min. Eff. C6olirioTvoe Min. Eff. Thermostat Type Status HVAC System. 1 .Central Furnace 93%AFUE Split Air Conditioner . 13,0$EER Setback New ·HVAC System 1 Central Furnace 93%AFUE Split Air Conditionf;lr 13.0SEER Setback New HVAC. D.ISTRIBUTION : Duct Ducts System Name Heatino Coolino·. Duct Location R-Value Tested? Status HVACSystem Ducted . Ducted Attic, Ceiling Ins; vented 6.0 D New HVACSystem Ducted Qucted Aitic, Ceiling Ins, vented 6.0 D New D . D D WATER HEATING SYSTEMS ',\1 \~ Ext. 'f Rated • Tank Energy Standby Tank r. -Input CcJ.p. Factor Loss or lnsul. R- Svstem Name ·Qtv. Tvoe Distribution. (Btuh) (oal) or RE Pilot Value Status A 6 Smith ELJF-20 1 Sma//Gas Kitchen Pipe Ins 15,358 19 0.91 nla nla New . MULTI-FAMILY WATER HEATING DETAILS HYDRONIC HEATING SYSTEM PIPING Hot Water Piping Length (ft) C: •• Q ~,_N 'C :::l Pipe Pipe lnsul. 'C !/) Control Qtv. HP Plenum Outside Buried <C .E Svstem Name Lenoth Diameter Thick. D D .D 0 D EneravPro 5. 1 by EnefgySoft User Number: 7182 RunCode: 2013-04-12T09:15:57 ID: 213-007 Paae 7of12 J i \ I MANDATORY MEASURES SUMMARY: Re.s'ictential. (Page 1 of 3) MF-1R Project Name I Date Two Story Home 4112/2013 NOTE: Low-rise residential buildings subject to the Standards mµst comply with all applicable mandatory measures listed, regardless of the compliance approach used. More stringent energy measures listed on the Certificate of Compliance (CF-1 R, CF-1 R-ADD, or CF- 1 R-AL T Form) shall supersede the items marked with ~n asterisk (*) below. This Mandatory Measures Summary shall be incorporated into the·permit documents, and the applicable features shall be considered by all parties as minimum component performance specifications whether they are shown elsewhere in the documents orin this.summary. Submit all applicable sections of the MF-1 R Form with plans. ' _ Building Envelope Measures: §116(al1: Doors and.windows between conditioned and unconditioned spaces are manufactured to limit air leakaae . . §116(a)4: Fenestration products (except field-fabricated windows) have alabel listing the certified LI-Factor, certified Solar Heat Gain Coefficient (SHGC), and infiltration that meets the reauirements of §10-111 (a). §11.7: Exterior doors arid windows are weather-striooed; all ioints and penetrations are caulked ahd sealed. §118(a): Insulation specified or installed meets Standards for Insulating Material. Indicate type and include on CF-6R Form. §11 B(i): The thermal emittance and solar reflectance values of the cool roofing material meets the requirements of§118(i) when the installation of a Cool Roof is soecified on the CF-1 R Form. *§150(al: Minimum R-19 insulation in wood-frame ceilina or eauivalentU-factor. §150(b): Loose fill insulation shall conform with manufacturer's installed desian labeled R-Va:lue. *§150(c): Minimum R-13 insulation in wood-frame wall or eaLiivalent U-factor. *§150(d): Minimum R-13 insulation in raised wood-frame floor or equivalent U-factor. §150(f): Air retarding wrap is tested labeled, and installed accordina to· ASTM E16"17-95(2000) when soecified on the CF-1 R Form . .,, §150(al: Mandatory Vapor barrier installed in Climate Zones 14 or 16. ~· . i• ' §150(1): Water absorption rate for slab edge insulation material alone withoutfacings is no greater than 0.3%; water vapor permeance rate is no greater than 2.0·perm/inch and shall be protected from physical damage and UV light deterioration. Fireplaces, Deco.rative Gas Aooliances and Gas Loa Measures: §150(el1A: Masonrv or factorv-built firenlaces have a closable metal or glass door covering the entire opening of the firebox . . §150(e)1 B: Masonry or factory-built fireplaces have;a combustion outsidl;l air jntake; which is at least six square inches in area and is equiooed with a with a readily accessible, operable, and tight-fitting damper and or a combustion-air control device. §150(e)2: Continuous burning pilot lights and the use of indoor air for cooling a firebox jacket, when that indoor air is vented to the outside of the building, are prohibited. · Space Conditioning, Water Heating and Plumbing .System Measures: §110-§113: HVAC equipment, water heaters, showerheads, faucets and all other regulated appliances are certified by the Energy · Commission. §113(c)5: Water heating recirculation loops serving multiple dwelling units .and High-Rise residential occupancies meet the air release valve, backflow orevention, pump isolation valve, and recirculation loop connection reauirements of §113(cl5. §11!?: Continuously burning pilot lights are prohibited for natur~I g"'s: fa.~-type central furnaces, household cooking appliances (appliances with an electrical supply voltage connection with pilot lights that consume less than 150 Btu/hr are exempt), and pool and soa heaters . . §150(hl:Heatina and/or coolina loads are calculated in accordance.with ASHRAE, SMACNA or ACCA. §150(i): Heatina sYstems are eauinned with thermostats that meet the setback reauirements of Section 112(cl. §150(j)1A: Storage gas water heaters. rated with an Energy Factor no greater than the federal minimal standard are externally wrapped with insulation havina an installed thermal resistance of R-12 or areater .. §150(j)18: Unfired storage tanks, such as storage tanks or backup tanks'.for solar water-heating system, or other indirect hot water tanks have R-12 external insulation or R-16 internal· insulation wliere the internal insulation R-value is indicated on the exterior of the tank. \ §150(j)2: First 5 feet of hot and cold water pipes closest to water heater 1anis,, nomr~c[rculating systems, and entire length of recirculating sections of hot water pipes are insulated per Standards Table 150-8. ~ ·. . §150(j)2: Cooling system piping (suction, chilled water, or brine lines),apc;!_ piping ih~ulated between heating source and indirect hot water tank shall be insulated to Table 150-8 and Eauation .150-A. . . . · §150(j)2: Pipe insulation for steam hydronic heating systems or hot water systems >15 psi, meets the requirements of Standards Table 123-A. · §150(i)3A: Insulation i~ orotected from damage includina that due to sunliaht, moisture, eauiPment maintenance, and wind. §150(j)3A: Insulation for chilled water piping and refrigerant suction lines includes a vapor retardant or is enclosed entirely in conditioned soace. · · §150(i)4: Solar water-heating svstems and/or collectors are certified by the Solar Ratina and Certification Corooration . . EnergyPr,o 5. 1 by EnergySoft User Number: 7.182 RuqCode: .2013-04-1,2T09:15:57 ID: 213-007 Page8of12. MANDATORY MEASURES SUMMARY: Resid~ntial (Page 2 of 3) MF-1R Project Name I Date Two Story Home ' 4/12/2013 ,. §150(m)1: All air-distribution system ducts and. plenums installed, are·s.ealeq· !,l.nd'insulated to meet the requirements of CMC Sections 601, 602, 603, 604, 605 and Standard 6-5; supply-air and return-air d1,1cts and plen~ins are insulated to a minimum installed level of R- 4.2 or enclosed entirely in conditioned space. Openings ~hall be sealed with mastic; tape.or other duct-closure system that meets the applicable requirements of UL 181, UL 181A, or UL 181 B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal ooeninas areater than 1/4 inch, the combination of mastic and either mesh or taoe shall be used §150(m)1: Building cavities, support platforms for air handlers, ar\d plenums defined br constructed with materials other than sealed sheet met!,l.1, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area of the ducts. §150(rii)2D: Joints and seams of duct systems and their components shall hot be sea.led with cloth back rubber adhesive duct tapes unless such taoe is used in combination With mastic and draw bar:ids. §150(m)7: Exhaust fan svstems have back draft or automatic damoers; §150(m)8: Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated damoers .. §150(m)9: Insulation shall be protected from damage, including that due. to sunlight, moisture, equipment maintenance, and wind. Cellular foam insulation-shall·be protected as above or pE!,inted with a coating that is water retardant and provides shielding from solar radiation that can cause dearadation of the material. §150(m)10: Flexible ducts cannot have.oorous inner cores. §150(0): All dwelling units shall meet the requirements of ANSI/ASHRAE Standard 62.2-2007 Ventilation and Acceptable Indoor Air Quality in Low-Rise Residential Buildings. Window operation is not a permissible method of providing the Whole Building Ventilation r.eauired in Section 4 of that Standard. .. Pool and Spa 1-ieatina Systems and Eauipment Measures: · §114(a): Any pool or spa heating system shall be certified to have: a ther.mal efficiency that complies with the Appliance Efficiency Regulations; an on-off switch mounted outside of the heater; a permanent weatherproof plate or card with operating instructions; and shall not use electric resistance heatina or a oilot liaht. §114(b)1: Any pool or spa heating equipment shall be installed with at least 36" of pipe between filter and heater, or dedicated suction and return lihes, or built-uo connections for future solar heatina. ~-· ~ ·~ . §114(b)2: Outdoor oools or soas. that have a heat oumo or aas heater ~ba:11 1h~ve a bov~r. §114(b)3: Pools shall have directional inlets that adequately mix the pobl water, and a time switch that will allow all pumps to be set or oroarainmed to run onlv durina off-oeak electric demand oeriods . . ~150(0): Re:sidential pool systems or equipment meet the pump sizing, flow rate, piping,.filters, and valve requirements of §150(0). F,lesidential Liahtina Measures: §150(k)1: High efficacy luminaires or LED Light Ehgine with Integral Heat Sink has an efficacy that is no lower than the efficacies contained in Table 150-C and is not a low efficacv luminaire as specified by § 150(k)2. §.150(k)3: Thewattaae-of permanently installed luminaires shall be determined as specified by §130/d). §150(k)4: Ballasts for fluorescent lamps rated 13 Watts or greater shall be electronic and shall have an output frequency no less than 20 kHz. §150(k)5: Permanently installed night lights and night lights integral toa permanently installed luminaire or exhaust fan shall contain only high efficacy lamps meeting the minimum efficacies contained in Table 150-C and shall not contain a line-voltage socket or line- voltage lamp holder; OR shall be rated to consume no more than five watts.of power as determined by §130(d), and shall not contain a medium screw-base socket. . ,. ' §150(k)6: Liohtino inteoral to exhaust fans, in rooms other than kitchens, shall meet the aoolicable reauirements of §150(k). §150(k)7: All switchino devices and controls shall meet the reauirements of §150(k)7. §150(k)~: A minimum of 50 percent of the total rated wattage of permanently installed lighting in kitchens shall be high efficacy. EXCEPTION: Up to 50 watts for dwelling units less than or equal to 2,500 ft2 or 100 watts for dwelling units larger than 2,500 ft2 may be exempt from the 50% high efficacy requirement when: all low efficacy luminaires in the kitchen are controlled by a manual on occupant . sensor, dimmer, energy management system (EMCS), or a multi-scene programmable control system; and all permanently installed . luminaries in garages, laundry rooms, closets greater than 70 square feet, and utility rooms are high efficacy and controlled by a manual-on occuoant sensor. §150(k)9: Permanently installed lighting that is internal to cabinets shall use no more than 20 watts of power per linear foot of illuminated cabinet. ,. .. •!' ... , 'J:. 'f• '' ' j .. EnergyP,:o 5.1 by En(f3rgySoft User Number: 7182 RunCode: 2013-04-12T09:15:57 ID: 213-007 Page9of12 . - MANOATORY MEASURES SUMMARY: Residential (Page 3 of 3) MF-1R Project Name I Date Two Story Home ' 4/1212013 §150(k)10: Permanently installed luminaires in bathrooms, attachecf and detached garages, laundry rooms, closets and utility rooms shall be high efficacy. ,EXCEPTION 1 : Permanently installed low efficacy luminaires shall be allow~d provided that they are controlled by a manual-on occupant sensor certified to comply with the applicable requirements of §119. EXCEPTION 2: Permanently installed low efficacy luminaires in closet~ less than 70 square feet are not required to be controlled by a manual:on occ_upancv sensor. §150(k)11: Permanently installed luminaires located in rooms cir areas .other than-in;Kitchens, bathrooms, garages, laundry rooms, closets, and utility rooms shall be high efficacy luimnaires. EXCEPTIOlf1: Perman¢ntly installed low efficacy luminaires shall be allowed provided they are controlled by either a dimmer switch that corrlplies with tlie applicable requirements of §119, or by a manual- · on occupant sensor that complies with the applicable requirements of §119. EXCEPTION 2: Lighting in detached storage building less than 1000 sctuare feet located on a residential site is not required to comply with S150(kH1. §150(k)12: Luminaires recessed into insulated ceilings shall be listed for zero-clearance insulation contact (IC) by Underwriters Laboratories or other nationally recognized testing/rating laboratory; and have a label that certifies the lumiunaire is airtight with air leakage less then-2.0 CFM at 75 Pascals when tested in accordance with ASTM E283; and be sealed with a gasket or caulk between the luminaire housina and ceilina. §150(k)13: luminaires providing outdoor lighting, including lighting for private patios in low-rise residential buildings with four or more dwelling units, entrances, balconies, and porches, which are permanently mounted to a residential building or to other buildings on the same lot shall be high efficacy. EXCEPTION 1: Permanently installed outdoor.low efficacy luminaires shall be allowed provided that they are controlled by a manual on/off switch, a motion sensor not having an override or bypass switch that disables the motion sensor, and one of the following controls: a photocontrol not having an overrid~ or bypass switch that disables the photocontrol; OR an astronomical time clock not having an override or bypass switch that disables the astronomical time clock; OR an energy management control system (EMCS) not having an override or bypass switch that allows the luminaire to be always on EXCEPTION 2: Outdoor luminaires used to comply with Exception1 to §150(k)13 may be controllep by a temporary override switch which bypasses the motion sem;ing funqtion provided that the motion sensor is automatically reactivated within six hours. EXCEPTION 3: Permanently installed luminaires in or around swimming pool, water features, or other location subject to Article 680 of the California Electric Code need not be hiah efficacv luminaires. _ . §150(k)14: Internally illuminated address signs shall comply With Section 148; OR not contain a screw-base socket, and consume no more than five watts of power as determined accordina to §130(d). . _ §150{k)15: Lighting for parking lots and carports with a total of for 8 or more vehicles per site shall comply with the applicable requirements in.Sections 130, 132,.134, and 147. Lighting for parking g_arages for 8 or more vehicles shall comply with the applicable requirements of Sections 130, 131, 134, and 14.6. §150(k)16: Permanently installed lighting in the enclosed, non-dwelling spaces of low-rise residential buildings with-four or more dwelling units shall be high efficacy luminaires. EXCEPTION: Permanently installed low efficacy luminaires shall be allowed provided that thev are controlled bv an occuoant sensor(s) certified to comolv with the annlicable reauirements of S119. ,, 'Jl . '. o/' ; I. ' -/ ! '· : I !· . ' ... " . ,I, EnergyPro 5. 1 by EnergySoft User Number: 7182 Ru,:,Code: 2,013-Q4-12T09:15:P7 ID: 213-007 Page 10of12 --- HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY Project Name Date Two Story Home 4/12/2013 System Name Floor Area HVAC 9ystem 2,600 ENGINEERING CHECKS SYSTEM LOAD Number of Systems 1 COIL COOLING PEAK COIL HTG. PEAK Heating System CFM Sensible Latent CFM Sensible Outoutoer svstem 94,000 Total Room Loads 686 16,710 1,509 637 30,364 Total Output (Btuh) 94,000 Return Vented Lighting 0 Outcut <Btuh/saft) 36.2 Return Air Ducts 620 1,216 Coolina System, Return Fan 0 0 Output per System 46,300 Ventilation 0 0 0 0 0 Total Output (Btuh) 46,300 SupplyF~n 0 0 Total Output (1'ons) 3.9 Supply Air; ~~~is '--,i; 620 1,216 .,. ,, . , \ Total Outcut (Btuh/saft) 17.8 ., ' Total Outout Csaft/Ton) 673.9 TOTAL SYSTEM LOAD 17,950 _ 1,509 32,796 Air System CFM per System 1,375 HVAC EQUIPMENT SELECTION Airflow (cfm) 1,375 Carrier 58MTB100-20 CNP 38HD 4 T 44,063 1,614 94,000 Airflow (cfm/saft) 0.53 Airflow (cfm/Ton) 356.4. Outside Air (%) 0.0% Total Adjusted System Output 44,063 1,614 94,000 Outside Air (cfm/saft) 0.00 . (Adjusted for Peak-Design conditions) Note: values above aiven at ARI conditions _ TIME OF SYSTEM PEAK Aug 3 PM Jan 1 AM HEATING SYSTEM PSYCHROMETRICS Airstream Temneratutes at Time-_of Heatina Peak) ,- 34°F 69°F 69°F 115 °F . ~ • -i -~ ~ I I I C Outside Air i -a~ Ocfm Supply Fan Heating Coil 114 Of ._ .. 1,375 cfm } ROOM'"'"" •,. 69°F ~,-~·· .; 70°F ~: l ' I ~ ~ -' , - COOLING SYSTEM PSYCHROMETICS (Airstream Temneratures at Time of Coolinci Peak) ' 83/69°F 78./63 °F 78 /62 Of 55/54 Of • I ~~ I l I C --~ --i Outside-Air _;~ Ocfm Supply Fan Cooling Coil 55/54°F '~ 1,375 cfm f--ROOM 41.5% 78/63 Of 78 I 62 °F -~~ ~ -~ .. I I I I ---~ EriergyPro 5. 1 by EnergySoft _ User Number:· 7182 RunCode: 2013-04-12T0.9:15:57 JD: 213-007 Page 11 of 12 I ' ' f, '' - • HVAC SYSTEM HEATING AND COOLING tOADS $UMMARY Project Name " Date Two Story Home 4/12/2013 System Name Floor Area .HVAC System 1,103 ENGINEERING CHECKS SYSTEM LOAD Number of: Systems 1 COIL COOLING PEAK COIL HTG. PEAK Heatina Svstem CFM Sensible Latent CFM Sensible Output per Svstem 94,000 Total Room Loads 333 8,197 586 232 11,170 Total Output (Btuh) 94,000 Return Vented Lighting 0 C>uti>ut (Btuh/saftl 85.2 Return Air·Ducts 304 447 Coolina Svstem Return Fan 0 0 Output per System 33,600 Vent.ilation 0 0 0 0 0 Total Output (Btuh) 33,600 Supply Fan 0 0 Total Output (Tons) 2.8 Supply Air Ducts 304 447 Total Output (Btuh/sqft) 30.5 Total Cutout Csaft/Tonl 393.9 TOTAL SYSTEM LOAD 8,805 586 12,064 AirSvstem . CFM per System " 1,375 HVAC EQUIPMENT SELECTION Airflow (cfm) 1,375 Ca,rrier 58MTB10o-io CNP 3~~D 3;T I •f 31,485 1,513 94,000 "' ' 'l~ t ' ,1· ~ \ ' Airflow (cfm/sqft) 1.25 " ' ', ~ ' Airflow (cfm/Tonl 491.1 Outside Air (%) 0.0% Total Adjusted System Output 31,485 1,513 94,000 Outside Air (cfm/sqft) 0.00 (Adjusted for Peak Design conditions) Note: values above aiven at ARI cond.itlons TIME OF SYSTEM PEAK Aug 3 PM Jan 1 AM HEATING SYSTEM PSYCHROMETRICS Airstream Temoeratures at Time of Heating Peak) 34°F 70°F 70°F 115 °F . -• ; i] ·~ I I I C Outside Air i --o- 0cfm Supply Fan Heating Coil 115 °F ,, ~ 1,375 cfm [ROOM ....... 70°F 70°F --[]Tl-.~~ I , -~ COOLING SYSTEM PSYCHROMETICS (Airstream Temoeratures at Time of Coolina Peak) ' 83 / 69 °F 78 I 62 °F 78/ 62 ~F 55 I 54 °F " ', :i I ' . ·:\: ,, -~C. I ~ . • ;,, l I --i · Outside Air ~· r 0 cfm Supply Fan Cooling Coil 55/54°F '. 1,375 cfm 1·ROOM '. 40.8% 78 /62 °F 78 I 62 °F ~ - ~-I I. ! c~ I ~ -, EriergyPro 5. 1 by EnergySoft User Number: 7182 RunCode: 2013-04-12T0!i:15:57 ID: 213-007 Page 12of12 ~ ~ CITY OF CARLSBAD CERTIFICATION OF- SCHOOL FEES PAID 8-34 Development Services Building Department 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov This fQrm 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: South Pointe Equities LLC ' Project ID: CT/MS: Building Permit Plan Check Number: =C=B..,_13=-1.....,1=2 __ 7 ___________ -___________ _ Project Address: A..P.N Project Applicant (0wner Name): Project Description: Building fype: Residential: 2740 La Costa Ay 216-280-19-00 --Sill Pai ker New Home 1 NEW DWELLING UNIT(S) . ' 3703 Square Feet of Living Area in New Dwelling/s Sec;:ond Dwelling Unit: Square Feet of Living Area in SDU ----------------,------------------------ Reside n ti a I _Additions: Net Square Feet_ New Area ______ ........., ___________ ..,.... ________________ _ Commercial/Industrial: Net Square Feet New Area City Certification of . Applicaiit Information: -4(/l.~.i,,a•rll"-ia«1&.1ttai.a..tof:~6wil-.-i1'•;........---_,....---------UD.c:Latu:e:....· u6tw.Z.J.J.t2~0u1..:i3 __ SCHOOL DISTR(CTS WITHIN THE CfTY OF CARLSBAD D Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 (760-331-5000) !ZI Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 (760-944-4300 x1166) 0 Vista Unified $chool District 1234 Arcadia Drive Vista CA 92083 (760-726-2170)- D San Marcos Unified School District 255 Pico Ave Ste. 100 San Marcos, CA ~2069 (760-290-2649) Contact: Nancy Dolce (By Appt. Only) LJ San Dieguito Union High School District-By Appointment Only 684 Requeza Dr. Encinitas, CA 92024 (760-753-6491) Certification of Applicant/Owners. The person executing this·,declaratiori ("Owner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the'additiorial fee 'if Owner requests an Increase in the number of dwelling units or sqt,Jare footage after the building permit i~ issued or it 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. ,:2. l ;;;P Signature: Date: f , B-34 Rev. 03/09 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) ****************************************************~********************************************** THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE . PROJECT HAVE BEEN.OR WILL BE SATISFIED. SCHOOL DISTRICT: The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applican~ listed on page 1 has paid alJ ~mounts or completed other applicable. school mitigation determined by the:scljool qistrict. The City may issue building permits for this project. . · · · SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL TITLE NAME OF SCHOOL DISTRICT DATE PHONE NUMBER Wwte._uJ~ .. M~1'Y1t/P~~ l&t ·~~ sv lPr({)-/3? .7 & 0-:-°t L/'f-tf 366 Y-: I I ~f; 11 • · ~ ' j• \ . . t l.' ' B-34 Page 2 .qf.2 . , v Rev. 03/09 l \ ) . 1 l ____________________ .-.:...;;;R~3;.;;;;....3 _ . £ ~{~))> ~ CITY OF CARLSBAD _f '' . ' . 'I CERTIFICATION OF SCHOOL FEES PAID s .. 34 Development Services Building Department 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov 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: ProjectAddress: A.P.N Project Applicant (Owner Name}: Project Description: Building Type: Residential: South Pointe Equities LLC Proiect ID: CT/MS: : CB131127 2740 La Costa Av 216-280-19-00 New Home 1 NEW DWELLING UNIT(S} 3703 Square Feet of Living Area in New Dwelling/s Second Dwelling Unit: Square Feet of Living. Area in SOU -------------------------------- Reside n ti a I Additions: Net Square Feet New Area --------=------'----------,----,.------------ Commer c i a I/ Indus t ri a I: _____ N_e_t _S_.gu_a_~ __ ~_F-"e--'~-t ~N_ew_A_r_ea ..... ·----------,-------___;_- City Certification of Applicant lnformationr -1c/l.:iAil"'~·AMaittil'6a-Ejj,#,....& .. t..,gac1-----------------'-D.1.1:awte::..·..1.6~/7~/?"-'Q-'-11i..;i3L.-.____, SCHOOL DISTRICTS WITHIN THE CITY OF CARLSBAD D Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 (760-331-5000) D Enciflitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 (760-944-4300 x1166) .. D Vista Unified Schooi District D San Marcos Unified School District 1234Arcadia Drive · 255 Pico Ave Ste·. 100 Vista CA 92083 (760-726-2170) San Marcos, CA 92069 (760-290-2649) . . . Contact: Nancy Dolce (By Appt. Only) · 181 San Dieguito Union High School District~By Appointment Only 684 Requeza Dr. ~ , . . .. ·· Encinitas, CA 92024., t · . (760-753-6491) Certification of Applicant/Owners. The person executing this declaration ("Owner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file ~n 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 behc1lf of the Owner. Signature: B-34 Page 1 of2 Rev. 03/09 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) *************************************************************************************************** THIS FORM INDICATES T . DISTRICT REQUIREMENTS FOR THE PROJE J HAVE BEEN OR ILL BE SATISFIED. SCHOOL DISTRICT: The undersigned, being duly·authorized by the: applicab!e 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 projeqt. SIGNATURE OFAUTHORIZl;D SCHOOL DISTRICT OFFICIAL TITLE NAME OF SCHOOL DISTRICT DATE PHONE NUMBER B-34 Page 2 of2 John Addleman Director of Plamiing & · FinanciaJ Management SW l)lf.Gurro UNION HIGH SCHOOL DISIRICT .1 ' .l. . . i i Q l \t> l \3 Rev. 03/09 ~ ~ CltY OF CA-RLSBAD SEWER DISTRICT CERTIFICATION B-19 Development Services Building Division 1635 .Faraday Avenue 760-602-2719 www.carlsbadca.gov [xi Leucadia Sewer District 1960 La Costa Ave. Carlsbad, CA 92009 760-753-0155 D Vallecitos Sewer District 201 Vallecitos de Oro San Marcos, CA 92069 760-7 4.4-0460 The following project has been submitted for building permits: Plan Check No. CB131127 -,, Date ,. ~L+./JJ ' '!: ? Property Owner ,SOUTH POINTE EQUiTIES LLC Project Address .21-40 La Costa Av. Assessor's Parcel No._.2_1_6_-_28_0_-_1 _9-_o_o_~-------.--------'------ Crty Certlficat,on: ~ · . • . . . , .. ··' -. . : Date: Pro]eci ~es~:ptio{a:i~Ch•Q home Please indicate in the space below that the owner has entered into an agreement to have your ~gency provide public sewer service to the premises, and/or if the existing service is adequate for this project and all required fees have been paid. Permits will not be issued until this form is completed and returned to our office . .....•.....•••.......•...... , ..••..•.............•.•••.•.••....••.•..••...••.••••••••...••....•••..•••..••...•••..•• . ' ' : .• 1 : This space tc;, be completed by District Personnel ., • . J I certify the district require~iUJ.iill~~~~ . . ! Approved by..J"i;;_'~A~~:::::::::::::::::::::::s:;:;::::.::::::::....~~...L---Date t /4o /:i..o I 2 ~ Title ({pf?tµ /10K:<2H:tTf\ 1 IL~l/:N£Clll S lo/lVlGES &µA-6ER., . • . . \ ....... ~·~·····~······~··························································································· B-36 Page,1 of1 Rev. 03/09 City of Carlsbad VALUATION WORKSHEET Building Division -,,,,:,,, ,' -.· -':· -rv,;_e'o:i,··m: . I _ -·-;Mf,l~lplfer.-, ' ~-', .?.:: .:vitvE '~-t " _,:·;: ',;, ' ',.:-c. ·-"' h'!ll. • ,' ,~~ ':,'\-_ SFD 13nd Duple~es 3703 $110:17 $407,959.51 Residential Additions $131.73 $0.00 Remodels / Lofts $57.48 $0.00· Ap13rtments & Multi~family --$98.20 $0.00 Garages/Sunrooms/Sol_ariums 659 $28.74 $18,939.66 Patio/Porch/Carport $9.58 $0.00 Enclosed Patio $15.51 $0.00 Decks/Balconie_s/Stairs 68 $15.57 $1,058.76 Retaining Walls, concr~te,masonry $19.16 $0.00 Pools/Spas-Gunite $40.72 $0.00 Tl/Stores, Offices $37.i2 $0.00 TI/M~dkal, restaurant, H occupancies $50.30 $0.00 Photovoltaic Systems/# of panels $400.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.QO $0.00 Fire Sprin.kler System 4,362 -$3.11 $13,565.82 -Air Conditioning: commercial_ $5,03 $0.00 Air Conditioning~ residential 3703 $4,1$ $15,515.57 Fireplace/ concrete, masonry $3,855.98 $0.00 Fireplace/ prefal;:,ricated Metal $2,62_1.34 $0.00 $0.00 ,$0.00 TOTAL $457,039.32 Valuation: $457,039 CFO Comm/Res (C/R): C 0 Yes (PFF=l.82%) 0 No (PFF = 3.5%) Building Fee $2,098.98 Land Use: Plan Check Fee $1,469.29 Density: Strong Motion Fe~ $96.00 Improve. Area: Green Bldg. Stand. Fee $16.00 Fiscal'Year: Green Bldg PC Fee ~so.~ Annex. Year: Factor:- License Tax/PFF $15,996.38 CREDITS License Tax/PFF (in CFD) $S,I 11. l,i PFF and/or CFO CFD Explanation: 1st hou~ of Plan CheckFire Exp~dite Plumbing TBD Mechanical TBD Electrical · · TBD CB131127 2740 lA COSTA AV SOUTH POINTE: NEW HOME . ~-,rv, C,C:I I\/ 1 R'iQ i::i= r.AR / 68.SF DECK, 69 S_F GU_NITE ' ''l' ' 6/2-/13 -TO Pl~/ &G. ¥66-lL w J-1-ru .sSj so, Is/ frAJJEt;-67 I --1-s 1-ru.c1uy e:z-1 G]0/'ib p~~ ~ 5"/1~/13 {5S&IL--G-<.,f')'\ ~1/).1/1~ ~ 12-fC,. ., ~-r ,':ie.,'1:,-r ,e,..,e/'f\,m\t.. v'2.11.(l,. ~ 1-'!r:, ·~~a.... or ~~is- . -Qt.,C"e-l -.,ckul--e.d .,tJ ~ ~ ·p.erlt"'tT ( em f ~) _Y.J<; .~ lv..Pf I;,~ ( k-~~ ~cul if F-,. ~ 1 frnVry -fl(!~~ -~ -b~Jr.a. .~ 1?> ~ -~Ma -~A,~J:/1 . SIN I r3 ~ fJ-lf It~-0/;fit. J,, n 0.. r ~ rt-fo [JC!L 1,)/Jf~ F'J ~ 5P4} /.3 <;:; 'f:>&'IL ~ ~13,/13 lil --15 f1t,,v1C'o/ t-6,6-.,.L- ,11u3 ~J!T oJ-rc_ h/rD//3 -rss Ut~o · SW /!,./(pf 1'ssuto Approved / Date. BUILDING (l'"J IC , , < Pl.ANNING 1;,/s1i3 ENGINEERING Q/ro/13:, FIRE Expedite? Y N AFS Checked by: HazMat APCD Health Forms/Fees Sent Rec'd Encina Fire HazHealthAPCD I PE&M lf-,h l~_,,-/?//.3 to/10 'I';? School f,'11(' .f-0 ·r.?-111 &,/l()J '7.. Sewer ·1 7' 7::7,..., 71 ~ (.'/, ... r,~ Stormwater --..,. ~/2/1:!!, Special Inspection CFO: Y @ LandUse: Density. lmpArea: FY: Annex: ~-Z..:<p PFF: {Y) N Comments Date Date Date Building 5/t.3113 s~/,3 Planning '5'l(i;/ 13 Engineering S/91/15 Fire Need? 'P,01Jf rrf-nn,.;-u:_r;h,'.-, -- I lacv _B.Y. -l{J'., -{ ~ (!~ . KYu L Due7 By y N y N y N y N y N y N' y ~ y N Factor: Date ~ ,, p.Qone / a Done aoone aoone aoone aoone