Loading...
HomeMy WebLinkAbout2812 CAZADERO DR | 2814 CAZADERO DR; ; PC2018-0027; PermitBuilding Permit Finaled Plan Check Permit Print Date: 08/23/2023 Job Address: Permit Type: BLDG-Plan Check Parcel#: 2153203600 Valuation: $0.00 Occupancy Group: #of Dwelling Units: Bedrooms: Bathrooms: Occupant Load: Code Edition: Sprinkled: Project Title: CAZADERO DR CONDO PROJECT Work Class: Residential Track#: Lot#: Project#: DEV2017-0134 Plan#: Construction Type: Orig. Plan Check#: Plan Check#: (city of Carlsbad Permit No: PC2018-0027 Status: Closed -Finaled Applied: 06/14/2018 Issued: 01/24/2020 Finaled Close Out: 08/23/2023 Final Inspection: INSPECTOR: Description: CAZADERO CONDO PROJECT: DUPLEX (EACH CONSISTS OF 2,785 SF LIVING SPACE, 600 SF GARAGE AND 299 SF DECK) Applicant: CHRISTOPHER SAWAYA 3636 5TH AVE, # 106 SAN DIEGO, CA 92103-4220 (619) 916-8145 FEE Total Fees: Building Division Property Owner: CAZADERO PROPERTIES LLC 401 B ST, # 2400 SAN DIEGO, CA 92101 (619) 795-8593 Total Payments To Date: Balance Due: 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov AMOUNT Page!of! THE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: 0 PLANNING D ENGINEERING □BUILDING □FIRE □HEALTH 0 HAZMAT/APCD • ( City of Carlsbad Building Permit Application 1635 Faraday Ave., Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 email: building@carlsbadca.gov www.carlsbadca.gov SUITEI/SPACEI/UNITI JOB ADDRESS 2812-2814 CAZADERO DRIVE Plan Ck. D Date (CJ SWPPP APN 215 320 36 00 CT/PROJECT# LOT# PHASE# # OF UNITS # BE ROOMS # THROOMS TENANT BUSINESS NAME CONSTR. TYPE acc. GROUP 2 8 8 VB R-3 DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) THE CONSTRUCTION OF ONE (1) NEW DUPLEX. EACH HOME TO INCLUDE FOUR (4) BEDROOMS, FOUR (4) BATHROOMS, AND TWO-CAR ENCLOSED GARAGE. qiJI\\" A-GT\'1'2A?it IS :n,5 Gf' {)i::o<> A°lC) $r. l)l-l\1°'0 -i:;14'42-'l\k \E, 8)()Sf, L,1v1t:.!£. GARAGE (SF) RAW LAND 1200 APPLICANT NAME Prtna Contact CHRISTOPHER SAWAYA ADDRESS CITY STATE ZIP SAN DIEGO CA 92103 PHONE ---------I FAX --------- (619) 916-8145 _ EMAIL------------ CHRIS(iilSAWAY AARCHITECTURE.COM DESIGN PROFESSIONAL SAWAYA ARCHITECTURE ADDRESS 3636 5TH AVENUE, SUITE 106 CITY STATE ZIP SAN DIEGO CA 92103 PHONE FAX (619) 916-8145 EMAIL CHRIS(iilSAWA Y AARCHITECTURE.COM STATE UC.# C35363 PATIOS (SF) DECKS (SF) 598 FIREPLACE YES [2}, 1 NO□ AIR CONDITIONING YES[Z]No □ FIRE SPRINKLERS YES[ZjNo□ PROPERTY OWNER NAME CAZADERO PROPERTIES, LLC ADDRESS 401 B STREET, SUITE 2400 CITY --STATE ZIP SAN DIEGO CA 92101 PHONE -----------['AX ---------- (619) 795-8593 J__ _ EMAIL---------------- LARRY(iilCYPRESSVIEW.COM ZIP i-101 (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 perm rt to file a sI~ned statement that he IS licensed pursuant to the provIsIons of the Contractor's License Law )Chapter 9, commending with Section 7000 of D1v1sIon 3 of the B_usiness and Professions Code) or that he Is exempt therefrom, and the basis for the alleged exemption. Any vI0/atIon of Section 031.5 by any applicant for a permit subjects the applicant to a cIvII penalty of not more than five hundred dollars {$500)). Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: Q~e and wm maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ~I have and will maintain workers' comp ens ·on, s reauired bv Section 3700 of the Labor Code, for the performance of the work for whK:h this Slrmrt is 'issued, My workers' compensati n in ranee carrier and policy number are: Insurance Co. v~ Policy No. C{ \tj g(c Z:?} -, .. , Expiration Date • 1b '7,.{) '1,..."' This section need not be completed ff the permit is for one hundred dollars $100) or less. D Certificate of Exemption: I cert,ty !hat in the performance I the war r which this rmit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of Ca/;fomia. WARNING: Failure to secure workers' comp en lion cov ge is awful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (& 100,000), in addition to the cost of compensation, damages as provide or in Sect 06 of the Labor code, interest and attorney's fees. ) I "L-) '1.III ~.U' _g CONTRACTOR SIGNATURE t-VU v I hereby affirm that I am exempt from Contractor's Ucense Law for the following reason I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's Ucense Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale), ID I D /, as owner of the property, am exclusively contracfrng with r1censed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law) I O I am exempt under Section ____ ,Business and Professions Code for lh'1s reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. 0Yes 0No I 2. I (have I have not) s9ned an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the proposed construction (include name address/ phone/ contractors' license number) 5 I will provrde some of lhe work but I have contracted (hired) the following persons to provide tne work indicated (include name I address/ phone I type of work) I , 4 I plan to provide portions of the work but I have hired the following person to coordinate supervise and prov de the maJor work (include name I address I phone I contractors license number) CO~PLETE THIS SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY , Is ihe applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? D Yes □ No Is the applicant or future building occupant required to obtain a permit from the air pollution co~trol district or air quality management district? □ Yes O No Is the facility to be constructed wilh'1n 1,000 feet of the outer boundary ol a school site? □ Yes □ No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. I certify that I have read the application and state that the above infonnation is oorrectand that the infonnation on the plans Is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representatfve of the City of Carisbad to enter upon the above mentioned property for inspection purf))Ses. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required br excavations over 5'0' deep and demolillon orconstrucfon of structures over 3 stores in he'lgll EXPIRATION: Every pennil issued by the Building Official under the provi.<;ions oflhis Code shall expire by limitation and become null and void if the building or work authorized by such pennit iS not commenced within 180 days from !he date ofsuc/1 permit or if the building or work authorized by such pem,ij is suspended or abandoned at any lime afterlhe 'NOrk is commenced for a period of 180 days (Seeton 106.4.4 Unifonn Building Code) _g APPLICANT'S SIGNATURE DATE 05-14-2018 Carlsbad CBPC2018-0027 June 26, 2018 { City of Carlsbad RECEIVED AUG 2 9 2018 BUILDING DIVISION SPECIAL INSPECTION AGREEMENT B-45 Development Services Building Oiwiian l.635 Fil .... AVMUI! 761Hi02-27H "fNl'H.t:ilrtmadtil.g:ov n --•1111 Chapior 17 of tiw Calinlm• Suildilg Code 1h11 lo-.ig ..... tbe _,pla4>od _,.., wodo. being porlomlod req11iJes .,.,.,..I lnspldlan, slruclur•I -and _,slructicn moleriol i..ting. Prqecl/Permit: DEV2017-0134 PrqectAddress· Cazadero Drive -Lot 357 A. lHIS SECllOH MUST BE COMPI..ETED BY 1HE PROPERTY OWNEIIIAUTHOAllED AGElfT. Please chedi W ,-ou an, Owner-Buililer .:I. (J,-ou ched<ed as _,.,,.-builderyau RaJsta1so"""1lle4e 5ec:tion B oflhis-.) Name:1-pr-,,11 Cazadero Properties, LLC .,.._, (IIJJ •i...rt MailingAdd ... ss· 401 B Street, Suite 2400, San Diego, CA 92101 Email· rpizzuto@hplawsd.com Phone 619-239-1211 I am: J{p,openy e>,wner C~ OMw'I A!l•nl af-CArchilact of Reconf IJEngineer of Reoani Stale of Calilbmla Regis-Numbec-_________ E>pinrtian Dale: ______ _ AGREEMENT: I, lh@ .....-signod, did Wlder-penalt, d pe,jury under 1he laws Df' the St.ab!-af Cafomia. thet I hlilW read . ..,c1er.;1and. ad< and • ccmply the City m CMhbad ll!quirements b spedal inspedicns. 5lrl.Jclural cb9erwlian!ii. special ii-,!clij,f)' and off fallficalian at building oomponern. "" pN!5Cribed in lh@ statement of ~• Jti,h>W!dplans . as required by h Callo""" Buldw!g Cade. Signatu,,.,·~~~~-!-6~~~~;;;;;-;==;;;-rf7' Dale 08 /22/2018 •• -ero Properties, LLC B. -lll'All!lllllll'IPRESPONSIIIUIY (07 CBC, Cl, 17, Seclion 1708). This sedlon must be complelied by the 0011lr.actor f buikler I owner~builclar. c..16 ; •a0am,_..,-..-Cypress View Builders, Inc. _,,....,,. .... owno,-era Name:~pmg Larry Figueroa f"'"-llll J llalJ MairwigAddn,ss· 401 B Street, Suite 2400, San Diego, CA 92101 Em•il· larry@cypressview.com -· 619-795-8593 lltllllt.,,c:e,--,,,eu.• • '1i..illllaeNun6er. Class-B 998112 ExpimonOate: 10/31/2018 • t acll:nDNedge and, Bin aware, cl sped al requnments contained ill the liUI~ ol special inspactiol'\s noted oo the liillpproved plm,s; • I adnowledge 'llat oonlrol d be exerois@d ta cbiBin confcmianoe with lhe oon51:ruction doci..ments appmi,e,d by the building official; • I wil hil'W in,-,.. p,Dllllll&na ~afrepcr1ing and ll1e • ·-tmlwlh-■~ ....... ,.,,119 ...... 111 ■uah- • I wa • .a ffnal ta • Im.al Page 1 all Ret;'. 06'11 STRUCTURAL CALCULATIONS '. _ DESIGN ASSUMPTIONS CONCRETE STRENGTH AT TWENTY E!Gtff DAYS: Z.5C.0 PSI ______ PSI MASONRY; MORTAR: GRADE "N" CONCRETE BLOCK F' M ~ TYPE S 1,800 PSI GROUT: 2000PSI REINFORCING STEEL: A-615 STRUCTURAL STEEL: A..36 LUMBER: DOUGLAS FIR-LARCH JOISTS BEAMS AND POSTS STUDS \ SEISMIC FORCE:Zbfl, lf':iO VVIND. FORCE: /IQ Mhf, f)f. ~ ti ~At 'it: DE:SIGN LOADS: ROOF DEAD LOAD SLOPING ROOFING PLYWOOD JOISTS INSUL.&CLG. MISC. TOTAL = Z/.o ROOF LM; LOAD SLOPING FLAT z,o.o GRADE 40: GRAOE60; #2 #2 #4 AND LESS (U.0.N.J ~AND LARGER STUD OR BETTER RECEIVED AUG 2 9 2018 CITY OF CARLSBAD BUILDING DIVISION REPORT BY: tt£:rtf£{Z.t ,.JG'fo,.J €cl:$ . / NC,. I REPORTNO.: f3f7'1, / , {.7/1-1/1 B) SOIL PRESSURE: ) soo tsF FLOOR DEAD LOAD FLOORING PLYWOOD JOISTS INSUL. & CLG. MISC. lliL TOTAL = __ .=IZ...c--O_ FLOOR LIVE LOAD INTERIOR • 40 PSF EXT. BALCONY 60 PSF (U.O.N.) EXITWALKWAY100 PSF WALL DEAD LOAD INTERIOR EXTERIOR 10PSF 16PSF These ralculations ara limited on{y to 1he Items included harai!i, selected by the dient and do not Imply approv.il of any other portion of the structure by this office. The,,e cak:lllatio(ls are not valld r • • •--·-· ··---M~ signature of the Engineer of Record. I Job No. KP : PC2018-0027 CAZADERO CONDO PROJECT DUPLEX (EACH CONSISTS OF 2.785 SF LIVING SPACE 600 SF GARAGE AND 299 SF DECK) DEV2017-0134 2153203600 8/29/2018 PC2018-0027 ~ F-P-A-r>'\lN/4 ~f--lALL Cof-.l~l"'Yi OF Zx -r'~v'SS~S. f'f<-OV'! DEO 'F=>Y OT~~ At-Jc Zx. (ILL WI-\U£. N~S.Afl'... Y, /:....3' vi-(.Zl-r1.bYu.,/1-) "'5333/. v~ ea;'- 171 ,: (oCO I fl. .£=--t; .(,J:e.. c~ -t-~'.Y1) =-'3G9 r. V = 9z:J 4 /71 ,._ /( 5'3 I JI. ~ b€S!Gr-.l 16\A £"'Z( U"-(v.-t-~J(;e,/.,_) =r;.1s3/, ✓"' '-+5!> ,._ l?I c 3 ~90'2.. I If v, f I.PDR-;p \ ~,.. _,t,. "' 11 ' (,,),._ (!-(-t4o )l/.13) "-72-o/; ✓" tMlf. /1) " ) 7.4't I {f Qt<=,k. .jo\":,.j Y,,"'-l'Z. w ,._ (14 + ~e) I . , 3> ::: 'jg. ~ /{ lj-;:: 5W 'I! M -177) 1 /1- &y~~ U-'ol4t-J. c,/"-(i'tt"4>)(?')-t/C.~)~ 5'1<,-f./, V" ~I'° f fll.:-4-:,u,'" SR."' 39. 9 ,,/ A -~/4> -Z..x\c..e..1G.'1 0 . .:... Rip '/.+''/F-r: vz.. Single 14" SCI® 6000-1.8 OF Dry J 1 span I No cantilevers I 0/12 slope 16 OCS I Repetitive I Glued & nailed construction Joist\J01 May 10, 2018 10:36:31 BC CALC® Design Report Build 6536 Job Name: Address: File Name: BC CALC Pr<>ject Description: Designs\J01 Specifier: City, State, Zip: ' Customer: Code reports: ESR-1336 BO Designer: Company: Misc: Total Horiiontal Product Length • 19-00..00 ~e11ction Summary (Down / Uplift) 1 lbs 1 Boa,tnp Liv& BO, 2-1/2" 507 I 0 B1, 2-1/2" 507 / 0 Load Summary Tag OescripUon Load Type Do,ad 177 / 0 177 / 0 Ref. s- Snow Live End 100% 1 Standard Load Uni. Area (lblfl"2) L 00--00-00 19-00--00 40 Controls Summa!): ValUB %Al-Dur.Ilion Case Pos. Moment 3,150 ft-lbs 65.4% 100% End Reaction 684 lbs 50.7% 100% End Shear 669Ibs 34.8% 100% Total Load Defl. U592 (0.37!1") 40.6% Ilia Live Load Deft. L/799 (0.281") 60.1% n/a Max Deft. 0.379" 37.9% n/a Vibrauon 18'7" 95.5% n/a Span I Depth 16 n/a n/a % Allow %Allow Bearing Su!M!orts Dim. IL •Wl Value SUPIIOII Member BO Wall/Plate 2-1/2" X 2-6/16' 684 lbs n/a 50.7% B1 Wall/Plate 2-1/2" X 2-5/16" 684 lbs n/a 50.7% Vibration Summary Subfloor: 23/32" OSB, Glue + Nail Strapping: None Gypsum Ceiling: NOne Bracing: None Notes Design meets Code minimum (l./240) Tobil load dellection aiteria. Design meets User specified (L/480) Uve load deffedjon criteria. Design meet• arbitrary (1'? Maximum Total load deflection criteria. Calculations assume member is fully braced. BC CALC® analysis Is based on IBC 2009. 1 1 1 1 2 1 0 Dead 90% 14 Location 09-06-00 00-00-00 00-02--08 09-06--00 09-06-00 09-06-00 00-00-00 00--0~ Ma1erial Unspecified Unspecified Composite El value based on 23/32" thick OSB sheathing glued and nailed to member. Design based on Dry Service Condition. Page 1 of 1 B1 Roof Llvt Snow Wind Roof uve ocs 115% 160% 12&% 16 Dlscloaure Completeness and accuracy of input must be verified by anyone who would rely on oU1put as evidence of suilabilily for particular application. Ouq,ut here based °" bulldlog oode-oeeeptad dulgn properties and analysis methods. Installation of 8olee case.de engineered wood products must b8 kl acootdance with current Installation Guide and appracable building codes. To Qbblin loSWll.-tion G"'ide or ask questions, please call (800)232-0788 befo,e insl<lllat;on. BC CALC®, BC FRAMER®. A.JS~, ALWOIST®, BC RIM BOARD"', 13CI®, BOISE <3LULMI~, SIMPLE FRAMING SYSTEM® , VERSA-LAM®, VERSA-RIM PLUS® . VERSA-RIM®, VERSA-STRAND®, VERSA-STUD® are l;J3damarks of Boise Cascade Wood Products LL,C. {..J f BEAi-/\ t:~::,.\G.N ,f_ 'C.../ ~ u, (14-~)f. +-S4(~\+ It..(~)~ 7/2,o/, " =-&,-if-0$. rt\ =-ue. i~ 'II- ~ Dle.'5\ ,tJ B, "'2.. fi7 f ~"' l 5 7. '!i ,,,_,1 6. = • 52.-5"-½\ t,,/,:._ :,4-(~')+ rt.(4)=-355f, V:: 271(, ti. j,\ ,_ f t; 0(,. I .Jf ~ DE.SI <'.tJ 'l t t / 'l ' •"' t /0¼ /O?J,. 2.1'¼ S) i- 3170 Is 1 8 l1l " //817' fl. 13£¾-I\ _Dl;-$1 e,.,J L~ J"':> ~ i>P.... W"-~16 )=-IOE'J If, f'-= -z..7r4,'f (e,.,__') (":::,,:_"' &.1-5,,</ :, t-J-54(:is)+-<\r (~~)-tr,(1•) =-5e,z."'(, V ~ $73"3 li-- hj "" I 2u 1 l-1 11- 7.x.14 P~L ]. 1!1e X. IA.. LSL t ~ Dle.&lc.r-J f /I f' t 7' ('.,.,Jr 'l.:z..-z...f ,~1 /r,S-,(,. 7o"'io-f '" r,,/~ "' I 'tf>.S '1, w•7fL 'fl, f' ~ ';i7J}"- uJ, :! 7-f (.._) .:. /4-S '1/, (,,J,._ -s-t-(z</~') =-~?So/, f " ~tos t + I '-0 -=-Io sz.t, ,,._ ~= ..«(4\+ /o(J,,)tst( .. )-=-3723/, P= '+SE>~ 61 ~ (.) r t lb-5 4$1, >'tl] -/013'7.. w C t fil ;:_ 4~ sZ-4 I# w~ ... I<\~/, vJ"' ~11/~)+tt(ro)t k('f) :eau.,f, r ~ t:,.(',(, ,,,_ 13., ~= Z7() 1,l 6" ,31,.".,4 t::£At7'\. ~\Cr-J 15'1 6U;,1 ..e ,.._, 4 c,J-~(.:-,')+1.::,(i,,)+~1 (1,-): C,o7 3/, '( = <\-t--\:7 f.. fll ~ (42'72.. 1 !!-Si(.,~ e,1, I ,,,.? t 2;z.&$ 7!3 "3 <>7.Z.. (,);c ,t,(1->+1c.(,.)+s,f.c-"3783/, f110$2f-t I/{,,. ~ ~\~r-.l (;,.,.} ¥ t 14.> w 74b3 BEAM ~\Gr-J (,' f CJ r \:Z} t f1/ ;;: z_ <t ZS'!,. I ~ w,-= J (,2S "7, f '2-Z: t lJ '5),j.( .. P. -:i 19(.. f,. v,sz, lo s"tS- '-/yqo I f t,,)'9 .. /017 f-4 \3\\ 6M.. t.J " s-+( 7) +--l-d1)+1, Ii•)~ ~::q 7.' ~· ,,e,,,.l 4. C • 47=-..e"A1• \31"2.-~/I&-. l-<J=-'"!>,$ ~ p " 7t8J -Ii,. BIi ~" ''°o/, ,6.:= • ~,, ~~g.. 13 ,~ Q.f,... . 4.J ~ *"') " ~6,,, p I ~ -43 ') +(I- p .,_ O Jor:2.+t.010 "'J.?32-f '::,p...""' 335, ]1µl A~ . n "' -1"§,r 5 14-x.14 PSL Y7 A-r. rs I f' '= z.( t.fd5 ).:: I ""2.SI& 1-- F,t;. =-,~1&.,,/2~ "' & . 54-F, ..... " Z •'I z.. x 2 -92 . .' A,,, 13-S f " 7'/B I ff. fTrt .. 7'j8( /f..~ ~ s, s.: fr ... e Z, 31 PT x ? , 3 I F-T A:r ~(.p f " Io s 7G> f!.. f-rn ~-10s,&./~ k 7. I rr1- " z • .r..s ,; ? -~ ~ Af-is M<) f ~ /0 '1?1-+ 4-Z{'t :C. /'f'l&/ f-- F-7&.~ /-t.1~1,A=o ~ '7-99¾.,_ .., 3./'-,._"3.{~ Z '-C." S<::lJ( lb" w/ 3 -'lf.f £c.1 (a.) .> 1 'S.~x. te!," DP w/ J--/41fc.v CB) ,, s T .,. ~o A<-)/ 5 I._ /£4{o /;.. /-z...J!.o'-r,. :: 9Zo -lt- 2--'{~' 9:" n,IRtJ ao1,..Ts. CV I ½-" fl:: ,><._ c,," ~ ,, ~' ~L- I, 21' & ,,,,.,; Ar-4 l l § l I 5, ,1 g ! •. -! :U ,,_. ,___ _ --i u-1t:6'. ~-Im ~. Wetft,;1 L-!g e-- GR,os. h£--f~ t,Av:.,. Rtr. o/J t..:{, ~ W1,Jl:> AJ;:; ~\Sl'(\(C, 't:E5,G,J PAfWYti:.7£1Z-S ~ c.Al.u, ~H-i': l-'3 jO L5 0 ~i ~~~ ' 0::: • w 01-d . ! □ 0 ;6~~~ . " u I <( -~ 3 <ci:O ~ H i 0000.. " .. ~~ ~i ~Lil~ ,-.,, .e-.n h _,,:-:,1'_~ --=.-~rl I r-- ' ~::::;::=::::;;::;:::::::;::;,=~-4---H j ~ 'r J ~ - ~ ~ a.. ~ ~ .... ~! ~s. .,...,,, ..... LI ,11 .1 0 I g l ;. a:: II 0 w o .... i! i . ._ ~ ; 1 r! Ow u I ~ii ·~ ~' ~ >o~ 0~ ·- d St ,I! .--WWW U. W i5 Zt-\t:b _zO a; I Ill .... ◄¼ta«-!;.; a:o 13 I ooof ~ •• • ~ :!i ld1 ii~ ...... .l'-.j 1r.-,.,.. ,, ~· ,..___----+I --,r ··a·· : z :s ~ ... ca I I .. ~~ J ' ; .. ff~ G--I .,..,.. ,,_,, L.:2... PR.OJECT : Cazadero Duplex CLIENT : JOB NO.: 18-109 DATE : 04/17/18 l WINO DE.SIGN: ASCE 7-10 CBC 2013 (Envelope PrO(:edure) INPUT DATA Risk Category (Table 1.5-1) II EXPOSUre Category (8, C a D) B Basic wind speed (Fig. 26.5-1) V "' 110 mph Topographic factor (Ag. 2u-1, pg 262) f<tt "' 1 Building height to eave he ::: 20 ft Building height to ridge h, ::: 26.5 ft Roof Pitch s 112 Least Horizontal Dimer\llion B= 26 ft ANALYSIS Velocity Pf'HIYFJ (It, = 0.00256 Kt, Kzt f<.i V' 1,Al psf where: q,, = valOClly ~ at mean roof hc:9it, h. ~-211.~1. ~ 2911) Ki. = velooity pressure exposure ooefflclent ewlua(ed at heigt\t, h, (Tab. 28.3-1. pg 299) Ko= wind C!iredlooallty factof. (Teb. 28,6-1, for building, page 250) h = mean roof l'lfltgl'lt Design prenuru for MWFRS p = Ch, [(G Cpt )-(G CPI )] where: p = preaaure in approj)riat8 tone. J "' .. • 0.70 0.85 23.25 ft OK C. Cp1 • product of guste1"ectfactorlllld ~ ~ ooefflaant, see l;lble below. (Fig. 28.4-1. page 301) G C0 1 • pr()(luct Clf g1,1at effeQt f8cltOI" and lnlmnal PfM8Ul9 coefficient.(Table 26.11-1, Enclosed Buildif'III, page 268) 0.111 ot .0.111 a= width or edge &111ps, Fig 28.4-1, note 9. page so1, "' 3.00 ft Note: noo,b-..,. pre$$Ure& are~ from audaoe r- PreMUl'ff tDSfl Basic Load C-' Roof an 188 ::a 22.62 6wface oc,, Ntll Pr..un, with (-tGCpi) (-0Cp1) Max Design Deslgn=Hortz. Comoonent 1 0.56 7.00 13.64 13.64 13.64 2 0.21 0.55 7.19 7.19 2.1, 3 -0.43 -1124 -4.61 -11.24 -4.32 4 -0.37 -10.14 -3.50 -10.14 •lV.14 1E 0.09 9.40 16.03 10.03 18.03 2E 0.27 1.66 8.29 8.29 ..J.,. 3E -0.53 -13.09 -6.45 ·13.09 -5.03 4E -0.48 -12.16 -5.53 -12.16 -12.16 5 0.-40 4.05 10.69 10.69 10.G!I 8 -0.29 -8.66 -2.03 -8.66 -8.86 TRANSVERSE LOflllGlf1VDlllfAL 'tJ./<t [i,,o3---{-1'2..I~ )J {."'0){1b) : i, CJ t [i3,,4-(~(~.f4)}/.,oy;o) ::-l43'o/ f2slSMlt; oeer~N Fi4BAMEIS85 - .QSAJCiN CQQih'~t.c; -~ SEie.MiC U$E GROUP: ..J.L • SElSMfC DESIGN CATEGQRr:.llL 51TEC~A5S: J;?.. -Sp&! ;M.8 501 ; .427 ' ·.-/. 0 . ·-R:·6,_5 EQUIVALENT LA~~~~ (M9E ·1 -.0!', 12.&> • (TABLE 12~&-V· \, \. JF r s _ rL = ·_ <HAP 22-16 ASCE ,-~>" 0.S S, . ~ _s. ·v II c.w a O.f(~{'~-4)W SO;J~W • 4 • • , • rZ>.~ +-E/IA E = e., + Ev f;t, = ~y .F C 1-.~ Ev~ ~.2C5wD "'" t).f<;°D ~~1er1NG MOMENT FA.CtCJR = 0.~ ~ 0.2 (ow o .. ;J o_ zr:v . . ,' • l,J~l6ij=r . . f-to/z_.;:: lf-.()3 'fSF r 10 ;:; '3J.B~ ,~, .,,:r R. I f311 r,""::l. ~ 5 ",f> f"SP. Ltt/. k..(_ * w ~ H-xw % r<~ 2-\. 3 /, '13 ,7o.n ~, ftJ... /0 3J.8~ )'3!S 4. (,,. L '3f t ~ 37 (,,;:79 /OOCf.03· /DIJ r.. 97 v~:: 0./~ (t-s ,,.1) r ~-'77 f'Sr ■UIGS Design Maps Summary Report User-Specified Input USGS-Provlded Output S, = 1.022 g S1 = 0.397 g s. = 1.115g SNt = 0.638 g s~ = o .744 g 501 = 0 .425 g For information on how the SS and Sl values above have been calculated fn:>m probabilistJc (rlsk~targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the zipplic:ation and select the ~2009 NEHRPW building code reference document. LS • .. ~\D z_. 2~ ~ fw ;.. 1 {, ~ { l-) t ('43 {S-.s) '"" Jf!ol t ~ ~ 4 .,tsl(11,s-)(2t-') :: P(~ ~ l&ol/4 .. 2-z.s¾ f""(oT ::: "//Jo I tj'}) :: I(, t0,9 Jf- ty\ ~ ~ ['2-\(4)+r~r")JaY'l,J.7>'~ $-l:-7 2. Mo-r ~ '!'342..·t -"Cli ~1-.f'-/io -}Is 1/, tllar-= +~(,) ,:;~>74-'~ rA~ ~[c~(4\1!10(1e.)],~/'l,s,~:: ,,«) f t+D ~ ~"' 7 :.. G~lD 4 z~ {p r:v; 141 (lil"'L,) = ~"L\l t ~ -fl.--rzx{j_1..,f?..Y10)+(1r"''it2J] .. 1~1 r AJ= z,z_,1,A ,;,. r~ 1/, r,t>, ~ ;z2.fl ('f } .: :l q t$'3 I t MP----: 6a-t( ~--~/J~,s-.,. 'l-t,-t ~;. z_q\L-'t- 3/4"oox.. BJe lo''D ,c., '1-l tit~ -r e-4-0 ( V') 47-fs-'> )t~-; m ,v;: ~5/(i -~ 3/, f1l.o,:'. ~~S-(-t~ ;-7tioS' 111 ~,q.." {fi, (1 ~ ~ I'-(1 )J1z.-X t, t ::1 I 099& 6~\D A Jz~ ,~ f..;~ Jt9ft.) +-141{-z) = '2c:>\S" H-- 11,:. ·4 , ,·(13)(.J.1') = Z+~ ~ :24s1/("-:=. ·1s3 ~ f'1{or =-2.4Esz6 ~ ~ '? .. :2C6~ I ' Mft.. .. ['2-\ rr-/)t-?,6 ))<-X ~ ,7r-~ 1oo~"l.- 6R-JD C.. .,l-r..10 f;J .,_ 143 ('3o/t.-) ,. Zlfs"lf ~: 1:.~f>/"t;,)(1/).= '43o ,v;. 'ZltS-/o ~ 21S--/f;; riloT : Z.14S""(~ \u = /HOS' t ,- ~ ~ /[Z-l (8s\+ I,(, )]t o½J . ,1: /02,l.\ ~ = 8,4',$ ~ ¥i!ct>.x eJ. et:. t ~ ~c-,bl 1/1/1 CCX aJ.,<E~'e,,c-, £/'J ¾ti.cc»)(_ e,l(!.~/o~G , £1,J [Cl DJ m L7 _g~\~ D .l ==-s:s-n..;., Ui?>f s-,,. n;. ;,a M-, ~ (t1 ')(z.i) " I 'U7e. 1/"' O!>lS:-_h-,S"" ..,_ ~~ o/,' f71o -r :;: -z.o1 S {er;) ~ t~l~S l-1- fft.R--:: [~er~\~\ ,("i' ')J~-$"/·~J ,(;7 = -+2~ ~t-4-c .. Z.~c) ~ ¥.et c.bx. BJ(!...,4--''(),C , u.J ITT '--=---, l,J -""L~/7 ""'~ l-z. ¥, hte>..,.~~ GR\D Z,,t, £-:, t f"'w =-/Sol. {i. ¥ls) t-( 4 ~(ls(-.) =-3 °¼ 7 i F; ,._ I 1--,s-(11./t,.t)t Z~7(l ~~'{-z.--,).,. /,So 1fo 'S3&>, I, .:a. 4h 1 3/, ·Mor = 1JG 1{to) =-'31, ,c>' ~ '1v-~ f[i-t-l'l.~+'tl {to)J7-.../lJ, &,,7,::. 2-1¢ \ f¾+D =--4 i; cit f- 6R.1 b .3 ..l-=1-\ f-c..J ~ 3 l 4'-t I t3 (ZA {-..,) e "f-/¼'2.-f- f.. :::. ~"2.~ t-2~17(<-~/~)(_t..-,J;, 3S'77 ,u;_ 1-U ~ ~ \ 2-\ l,.. ti< HloT :J'-~!.6-"L{,,..) = 4~G.2o' 11:.. rf\,a.. .. [(1e, 1 + 'Z$ )] 4 .._/"' \ . '-7 : I /1 4 h-k:> ~ //t 7/ "-· 2--~~ I 1.) x (r, \ e.c::... ~-£S(L -I<, '7Cf z. ( ?.'lt;.~ ') "'> 'Zee> l ¥~··~x.. ec.t_(!._,31\?,£.., E,.j V1.-'\,nt..+-BS IOJ.t!. 3''o .c.-£,,,,,J W?] /...'t . ' uR\D ~ ~-=-Jle, fu ,,._-u,n+-1~:so~k) = 4,~, ,;-t&Df-"l,.l7((3)(1.s)"" Us-f- 1/z.. -47'11/~ ._ z..~ 3/, tA.oT':. 4,<)f (i6t == 479/e, 1 I ~~ ... ffj~(4) ~ ttdta)] "¼ ~.t,7 , I) 318 ~ .. "?:.-I~+ G~\D 4> hJ -= g +s-+ I,;~ /4) tH?.(t,) =-l-, 17 #< 6RID A .,L., ,;_ I~ #Ev C 7.,o/S"'+ LJ>( 5°' " ~)ofl-n " -zA5"l.-+--z. ~7 (,1 Y-\-1) ~ 17, s- 1r--~/4 =-ZS"'Z-'1/, fJ1 or;:, 4o~t;i (ie-) ~ "4oloo1 f/, iAA-~ {0 ~(Jo) ~iZ.(1•) j / " .... /~J. ~? :; 'l.,;, 7'2-8 ~ .... ?11 II- ¼llOI::>~ ~(i..41•~ .c.. €J.) 2,-S'S.r-J Id X \ 0 l~~~-/t..7'f Lto 6.R\D '& ,,l ~ \1.. rw;:. Z.l4S-+ IJil (t'LJ ~ Je~( If ?f= "!U. tj"\~ ::. 3i, c.-+-!, rA.,c),-=: 3ac,., ft◄) =-3Bl./o1t- M.£... = t.C'b. ( ~f+ ll,(rt>))t1..;,3 .C.1.::: 11,,0 rttb :::. 'Z,1,:37 J., 11:. %ti/I~ : '27~3/, M~ e. s (~..,~ ).~~) "'" = /3~oo '' M~ ~ !_[2, c-.. )-t '" <,oJ s /~ t . (.., :! Ito 9 '- fuo -u:\:"2,Jf,-- ¾/fc.e>x_ 6't:-t.~ 'f'o, c.. ~ ;76 7 ,a:_5 '?.- BJ STORM WATER POLLUTION PREVENTION NOTES All NECESSARY EQUIPMENT AND MATERIALS SHALL BE AVAILABLE ON SITE TO FACILITATE RAPID INSTALLATION OF EROSION AND SEDIMENT CONTROL 8MPs 'NHEN RAIN IS EMINENT. 2. THE OWNER/CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION Of THE CITY INSPECTOR AFTER EACH RUN-OFF PRODUCING RAINFALL. 3. THE OWNER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY INSPECTOR DUE TO INCOMPLETE GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE. 4_ ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHEN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PECENT ( 40%). Sil T AND OTHER DEBRIS SHALL BE RDAOVED AFTER EACH RAINFALL 5. ALL GRAVEL BAGS SHALL CONTAIN 3/4 INCH MINIMUM AGGREGATE. 6. ADEQUATE EROSION AND SEDIMENT CONTROL AND PERIMETER PROTECTION REST MANAGEMENT PRACTICE MEASURES l.tUST BE INSTALLED ANO IIIAINTAINED. 7. THE CITY INSPECTOR SHALL HAVE THE AUTHORITY TO ALTER THIS PLAN DURING OR BEFORE CONSTRUCTION AS NEEDED TO ENSURE COMPLIANCE W1TH CITY STORM WATER QUALITY REGULATIONS. OWNER'S CERTIFICATE: I UNDERSTAND AND ACKNO'M..EDGE THAT I MUSi: (1) IMPLEMENT BEST MANAGEMENT PRACTICES (8MPS) DURING CONSTRUCTI()t,j ACTIVITIES TO TI-IE MAX!MUU EXTENT PRACTICABLE TO AVOID iHE W081UZATION OF POUUTANTS SUCH AS SEDIMENT ANO TO AVOID iHE EXPOSURt OF STORM WATER TO CONSTRUCTION RELATED POLLUTANTS; AND (2) ADHERE TO, AND AT ALL TIMES, COMPLY WITH n-+IS CITY APPRO\-£D TIER 1 CONSTRUCTION S\1/PPP THRCXJGHOUT THE DURATION Of THE CONSTRUCTION ACTIVITIES UNTIL THE CONSTRUCTIO K IS COMPLETE AND APPROVED BY CITY , F CAR OWNER($}/~ E-29 f NAME (SIGNATURE) I~~ \ STORM WATER COMPLIANCE FORM TIER 1 CONSTRUCTION SWPPP E-29 cs fr96i8-coJ.-:!f-- sw Best Management Practice" (BMP) Description ➔ 0 ~ ErosJooCootroj BMPs .. f ~. o• Co BEST MANAGEMENT PRAC.TICES {BMP) SELECTION TABLE Sediment Control BMPs § E j I ·! ! irackirig Cmtrol BMPs Non-S1orm Water Managemen1 BMPs 0 Waste Managemenl and Miiterials PolluooriCOlltrol BMPs i, i i I ! 1 I l ! s ~ 8 ~ 8 ~ .,,, o "O ~ ~ ~ -:: .,-:: 3:-:: ~c ~ ~ x ~ i g ~ ~ .!~ -~ □~□ t~ j W□ ~ •,,_ E., °' ~"'m ·oc: .., -:: g '5 g ,.,,.s "' 0.2 .: E ti~.,.;~ ,g E1i ~ ] 6 & ~ ~g ] ~l cl~ cl > 6 oJ> a ~ 3: a O ::) ., ! 1l E ~ E ., E ltli iirlt iJ Ifll~iif1f1f1 v," v,Q:: 3:c.. o..c3 o.. >u :::i;:v, :::::. v, v,u v,::i; r::i; u::i; CASQA Designation ➔ Construction Activity Grading/Soil Dislurbonce I renching/Excovotion Stod:pWing Drilling/Boring Concrete/Asphalt $0w~ulling Concrete Flotwork Povinq Conduit/Pipe lnstollotion Stucco/Mortar Work Waste Disposal Staging/Lay Down Area Equipment Maintenance ond Fue!ina Hazardous Substance Use/Stor,;,ge Dewalerino Site Access Across Qirt Qther (list}: Instructions: ~lro ' ' 8 ti ~ ' cl ~ -,~1·1~1~ I I I I I t;l tr: tx tx tx ~ t)! 12s: z 2' r, ro ' :s 0 ' :s ~ N ' I" 1 Check the box to the left of oil opplicoble construction activity (first cojumn) expected to occur during construction_ ' ~ z ~ 1~ ' ' ~ ~ z z X ro ' ~ z al NI~ i ~ "' 2! C, . ' l! ~ ' l! ~ ,x 2. located along the lop al the BMP Tobie is o !isl of BMP's with it's corresponding California Stormwoter _Quality Association (CASOA) designation number. or more 81.tPs )'OU intend lo use during construction from the list. Check the box >mere the chosen oct1vity ro .. intersects with the St.IP column. Choose one 3. Reier to the CASQA construction handbook for information and details of the chosen BMPs ond how to apply them to the project. SHOW THE LOCATIONS OF ALL CHOSEN BMPs ABOVE ON THE PROJECTS SITE PLAN/EROSION CONTROL PLAN. SEE THE REVERSE SIDE OF THIS SHEET FOR A SAMPLE EROSION CONTROL PLAN. -BMP's are subject to field inspection- Page 1 of 1 PROJECT INFORM.\ TION Site Address: 28/2-ll./ CQzadern Driye Assessor's Parcel Number: 215-320-3'--0O Emergency Contact Nome: ______________ _ 24 Hour Phone: __________ _ Construction Threat lo Storm Water Quality (Check Bo~) 8 MEDIUI.I 0 LOW ~ ' l! ro ' ii ' REV 02/16 ' ' GEOTECHNICAL INVESTIGATION Proposed Residential Duplex Lot 357, La Costa Meadows Unit No. 2 Cazadero Drive Carlsbad, California RECEtvr· AUG 2 9 2018 CITY OF CARLS8r BUILDING DIV/S/0, PC2018-0027 HETHERINGTON El\/ CAZADERO CONDO PROJECT DUPLEX (EACH CONSISTS OF 2.785 SF LIVING SPACE 600 SF GARAGE AND 299 SF DECK) DEV2017-0134 2153203600 8/29/2018 PC2018-0027 HETHERINGTON ENGINEERING, INC. SOIL & FOUNDATION ENGINEERING• ENGINEERING GEOLOGY• HYDROGEOLOGY Cazadero Properties, LLC 40 I B Street, Suite 2400 San Diego, California 92101 Attention: Subject: Mr. Larry Figueroa GEOTECHNICAL INVESTIGATION Proposed Residential Duplex Lot 357, La Costa Meadows Unit No. 2 Cazadero Drive Carlsbad, California References: Attached Dear Mr. Figueroa: July31,2018 Project No. 8479.l Log No. I 9987 In accordance with your request, we have performed a geotechnical investigation at the subject site. Our work was performed during July 2018. Based on the preliminary grading plan (Reference 4), proposed construction consists of a two-story, residential duplex structure. The purpose of this investigation was to evaluate the geologic and soil conditions at the site in order to provide grading and foundation reconunendations. With the above in mind, our scope of services included the following: • Research at the city of Carlsbad and review of available geotechnical reports, plans, and geologic maps/literature pertinent to the site. • Subsurface exploration consisting of two truck-mounted hollow-stem auger borings to a maximum depth of 35.5-feet for the purposes of soil/bedrock sampling and geologic observation. • Laboratory testing of soil samples obtained during the subsurface exploration • Engineering and geologic analysis. • Preparation of a report providing the results of our field and laboratory work, analyses, and our conclusions and reconunendations. 5365 Avenida Encinas, Suite A • Carlsbad, CA 92008-4369 • (760) 931-1917 • Fax (760) 931-0545 333 Third Street, Suite 2 • Laguna Beach, CA 92651-2306 • (949) 715-5440 • Fax (760) 931-0545 www.hetheringtonengineering.com GEOTECHNICAL INVESTIGATION Project No. 8479.1 LogNo. 19987 July 31, 2018 Page2 SITE DESCRIPTION The subject property (Lot 357, La Costa Meadows Unit No. 2) is located on Cazadero Drive, Carlsbad, California (see Location Map, Figure 1 ). The property consists of a vacant relatively level parcel of land with an off-site descending slope estimated to be 10 to 15±-feet high to the west. The site is bounded by existing residential structures to the north, south and west, and by Cazadero Drive to the east. PROPOSED DEVELOPMENT We understand a two-story residential duplex structure is proposed. Hardscape includes driveways and entry walks utilizing permeable pavers. We anticipate wood-frame constrnction founded on conventional continuous/spread footings with slab-on-grade ground floors. Building loads are expected to be typical for this type of relatively light construction. Grading will apparently consist of cuts and fills on the order of approximately 1 to 2-feet or less. No new slopes or retaining walls are anticipated as part of proposed construction. RESEARCH Research at the city of Carlsbad resulted in obtaining the "Preliminary Soils Investigation ... " (Reference 2). No grading plans or as-graded soil reports were located by city representatives. SUBSURFACE EXPLORATION Subsurface conditions were explored by drilling two trnck-mounted hollow stem auger borings (8-inch diameter) to depths of approximately 25 to 35-feet below existing site grades. The approximate locations of the borings are shown on the attached Plot Plan, Figure 2. The subsurface exploration was supervised by an engineer from this office, who visually classified the soil, and obtained bulk and relatively undisturbed samples for laboratory testing, The soils were visually classified according to the Unified Soil Classification System. Classifications are shown on the attached Boring Logs, Figures 3 through 6. LABORATORY TESTING Laboratory tests were performed on the samples obtained during the subsurface exploration. Tests performed consisted of the following: HETHERINGTON ENGINEERING, INC. ADAPTED FROM: The Thomas Guide, San Diego County, 57th Edition, Page 1127 SCALE: 1" -2000' (1 Grid Equals: 0.5 x 0.5 miles) LOCATION MAP HETHERINGTON ENGINEERING, INC. GEOTECHNICAL CONSULTANTS Cazadero Drive (Lot 357, La Costa Meadows Unit 2) La Costa California PROJECT NO. 8479.1 I FIGURE NO. 1 GEOTECHNICAL INVESTIGATION Project No. 8479.1 Log No. 19987 July 31, 2018 Page3 • Dry Density/Moisture Content (ASTM: D 2216) • Maximum Dry Density/Optimum Moisture Content (ASTM: D 1557) • Atterberg Limits (ASTM: D 4318) • Direct Shear (ASTM: D 3080) • Single-Point Consolidation (ASTM: D 4546) • Expansion Index (ASTM: D 4829) • Soluble Sulfate (Cal Test 417) Results of the dry density and moisture content determinations are presented on the Borings Logs, Figures 3 through 6. The remaining laboratory test results are attached as Laboratory Test Results, Figures 7 and 8. SOIL AND GEOLOGIC CONDITIONS I. Geologic Setting The subject site is withln the Peninsular Ranges Geomorphic province of California. In the San Diego region, the Peninsular Ranges province is subdivided into three distinct subregions described as the low-lying Coastal Plain, the mountainous Peninsular Range and the Desert Basin, also referred to as the Salton Trough. The subject site lies within the coastal plain region of west-central San Diego County, California. The coastal plain is characterized by interbedded marine and nonmarine sedimentary rock units deposited over the last 75-million- years. The sedimentary rocks overlie a buried topographlc surface composed of plutonic crystalline rocks. The site is located withln the northern portion of the U.S.G.S. Rancho Santa Fe, California 7-1/2-rninute quadrangle. 2. Geologic Units a. Fill -Fill was encountered in the borings to depths of 25 to 30-feet. The fill consists of tan, light brown, gray brown and green silty to clayey sand, sandy clay, and clay. The upper 2-feet is dry and disturbed. Below 2-feet these soils were moist, and dense to very dense/firm to stiff. Some gravelly layers were encountered. HETHERINGTON ENGINEERING, INC. GEOTECHNICAL INVESTIGATION Project No. 8479.1 Log No. 19987 July 31, 2018 Page4 b. Bedrock (Santiago Peak Volcanics) -This geologic unit consists of undifferentiated low grade metamorphic rocks, igneous rocks and interbedded sedimentary rocks. As observed in the borings, the bedrock consists of siltstone that is stiff/hard. 3. Groundwater -Groundwater was encountered in boring B-1 at a depth of29-feet. It should be noted, however, that fluctuations in the amount and level of groundwater may occur due to variations in rainfall, irrigation and other factors that may not have been evident at the time of our subsurface exploration. SEISMICITY Based on our review of the available geologic maps/literature, there are no active or potentially active faults that traverse the subject site, and the property is not located within the currently mapped limits of an Alquist-Priolo Earthquake Fault Zone. The following table lists the known active faults that would have the most significant impact on the site: Maximum Probable Fault Earthquake Slip Rate <Moment Ma,mitude\ rmmlvean Rose Canyon/Newport-Inglewood 7.0 1.5 02-kilometers/7.5-miles southwest) Coronado Bank 7.4 3,0 (3 8-kilometers/23 .6-miles southwest) Elsinore (Julian Segment) 7.3 3.0 (3 7-kilometers/23-miles northeast) -- SEISMIC EFFECTS 1. Ground Accelerations The most significant probable earthquake to affect the property would be a 7.0 magnitude earthquake on the Rose Canyon/Newport-Inglewood fault. Based on Section 1803.5.12 of the 2016 California Building Code and Section 11.8.3 of ASCE 7-10, peak ground accelerations (PGAm) of0.438 are possible for the design earthquake. HETHERINGTON ENGINEERING, INC. • GEOTECHNICAL INVESTIGATION Project No. 8479.1 Log No. 19987 July 31, 2018 Page 5 2. Landsliding Review of the referenced geologic maps/literature indicates that the subject property is not included within the limits of any previously mapped landsliding. The risk of seismically induced landsliding affecting the proposed structure is considered low due to the relatively level topography. 3. Ground Cracks The risk of fault surface rupture due to active faulting is considered low due to the absence of an active fault on site. Ground cracks due to shaking from seismic events in the region are possible, as with all of southern California. 4. Liquefaction The risk of seismically induced liquefaction within the site is considered low due to the dense/stiff nature of the fill. 5. Tsunamis The site is not located within a mapped tsunami inundation area. The risk of a tsunamis adversely impacting the site is considered low due to the elevation of the property above sea- level and distance of the property from the coast. CONCLUSIONS AND RECOMMENDATIONS 1. General The proposed development is considered feasible from a geotechnical standpoint. Grading and foundation plans should take into account the appropriate geotechnical features of the site. Provided that the recommendations presented in this report and good construction practices are utilized during design and construction, the proposed construction is not anticipated to adversely impact the adjacent properties from a geotechnical standpoint. 2. Seismic Parameters for Structural Design Seismic considerations that may be used for structural design at the site, based on Section 1613 of the 2016 California Building Code and ASCE 7-10, include the following: HETHERINGTON ENGINEERING, INC. GEOTECHNICAL INVESTIGATION Project No. 8479.1 Log No. I 9987 July 31, 2018 Page6 a. Ground Motion • The proposed strncture should be designed and constructed to resist the effects of seismic ground motions as provided in Section I 613 of the 2016 California Building Code. Site Address: Cazadero Drive, Carlsbad, California Latitude: Longitude: 33.1042° N 117.2456° w b. Spectral Response Accelerations • Using the location of the property and data obtained from the U.S.G.S. Earthquake Hazard Program, short period Spectral Response Accelerations S, (0.2 second period) and S1 (1.0 second period) are: s, = 1.032g S1 = 0.400g c. Site Class • In accordance with Chapter 20 of ASCE 7, and the underlying geologic conditions, a Site Class D is considered appropriate for the subject property. d. Site Coefficients F, and Fv • In accordance with Table 1613.3.3 and considering the values ofS, and S1, Site Coefficients for a Class D site are: Fa= 1.087 Fv = 1.600 e. Spectral Response Acceleration Parameters Sm, and Sm, • In accordance with Section 1613.3.3 and considering the values of S, and S1, and Fa and Fv, Spectral Response Acceleration Parameters for Maximum Considered Earthquake are: Sms = 1.122g Sm1 = 0.640g f. Design Spectral Response Acceleration Parameters Sci, and Sd1 • In accordance with Section 1613.3.4 and considering the values of Sms and Sm1, Design Spectral Response Acceleration Parameters for Maximum Considered Earthquake are: Sd, = 0.748g Sd1 = 0.427g HETHERINGTON ENGINEERING, INC. GEOTECHNICAL INVESTIGATION Project No. 8479.1 Log No. 19987 July 31, 2018 Page7 g. Long Period Transition Period -A Long Period Transition Period of TL ~ 8 seconds is provided for use in San Diego County. h. Seismic Design Category -In accordance with Tables 1604.5, 1613.3.5(1) and 1613.3.5(2), and ASCE 7, a Risk Category II and a Seismic Design Category D are considered appropriate for the subject property. 3. Site Grading Prior to grading, the site should be cleared of existing improvements, obstructions, vegetation and debris. Materials generated during clearing should be disposed of at an approved location off-site. Holes resulting from the removal of buried obstructions should be filled with compacted fill or lean concrete. Seepage pits and/or septic systems, if encountered during site development, should be abandoned in accordance with local guidelines. Within the limits of proposed on grade improvements (including hardscape) and to 5-feet beyond, existing dry/disturbed fill should be removed down to approved fill. We anticipate removal depths on the order of 2 to 3-feet below existing site grades. Actual removal depths should be determined in the field by the Geotechnical Consultant based on conditions exposed during grading. Following removals, the exposed surface should be scarified to a depth of 6 to 8-inches, moisture conditioned to about optimum moisture content and compacted to at least 90- percent relative compaction (ASTM: D 1557). Fill should be moisture conditioned to about optimum moisture content and compacted by mechanical means in uniform horizontal lifts of 6 to 8-inches in thickness. All fill should be compacted to a minimum relative compaction of 90-percent based upon ASTM: D 1557. The on-site materials are suitable for use as compacted fill provided all vegetation and debris are removed. Rock fragments over 6-inches in dimension and other perishable or unsuitable materials should be excluded from the fill. All grading and compaction should be observed and tested as necessary by the Geotechnical Consultant. 4. Foundation and Slab Recommendations The foundation and slab system should be designed by the project Structural Engineer for expansive soil conditions in accordance with Section 1808.6.2 of the 2016 California HETHERINGTON ENGINEERING, INC. GEOTECHNICAL INVESTIGATION Project No. 8479.1 Log No. 19987 July 31, 2018 Page 8 Building Code. Design in accordance with WRI/CRSI Design of Slab-on-Ground Foundations should utilize an effective plasticity index of 15. Post-tensioned slab design parameters can be provided upon request. The following recommendations are considered geotechnical minimums and may be increased by structural requirements. The proposed structure may be supported by conventional continuous footings founded at least 24-inches into compacted fill. Continuous footings should be at least 12-inches wide and reinforced with a minimum of four #5 bars, two top and two bottom. Foundations located adjacent to utility trenches should extend below a I: I plane projected upward from the bottom of the trench. Foundations located on or adjacent to slopes should extend to a sufficient depth to provide a horizontal setback of H/3 between the outer edge of the footing and slope face, where His the slope height in feet. Foundations bearing as recommended may be designed for a dead plus live load bearing value of 2000-pounds-per-square-foot. This value may be increased by one-third for loads including wind and seismic forces. A lateral bearing value of 250-pounds-per-square-foot per foot of depth and a coefficient of friction between foundation soil and concrete of 0.30 may be assumed. These values assume that footings will be placed neat against the foundation soils. Footing excavations should be observed by the Geotechnical Consultant prior to the placement of reinforcing steel in order to verify that they are founded in suitable bearing materials. Total and differential settlement of the proposed structure due to foundation loads is considered to be less than 3/4 and 3/8-inch, respectively, for footings founded as recommended. Slab-on-grade floors should have a minimum thickness of 5-inches and should be reinforced with #4 bars spaced at 12-inches, center-to-center, in two directions, and supported on chairs so that the reinforcement is at mid-height in the slab. A 4-inch layer of clean sand should underlie slabs with at least a I 0-mil moisture vapor retarder placed at mid-height in the sand. The vapor retarder should be placed in accordance with ASTM: E 1643. Slab subgrade soils should be thoroughly moistened prior to vapor retarder placement. Vapor retarders are not intended to provide a waterproofing function. Should moisture vapor sensitive floor coverings be planned, a qualified consultant/contractor should be consulted to evaluate moisture vapor transmission rates and to provide recommendations to mitigate potential adverse impacts of moisture vapor transmissions on the proposed flooring. HETHERINGTON ENGINEERING, INC. GEOTECHNICAL INVESTIGATION Project No. 8479.1 Log No. 19987 July 31, 2018 Page 9 5. Concrete Flatwork Concrete flatwork should be at least 5-inches thick (actual) and reinforced with No. 4 bars spaced at 18-inches on-center (two directions) and placed on chairs so that the reinforcement is in the center of the concrete. Contraction joints should be provided at I 0-feet spacing (maximum). Joints should create square panels where possible. For rectangular panels (where necessary) the long dimension should be no more than 1.5 times the short dimension. Joint depth should be at least 0.25 times the flatwork thickness. Expansion joints should be thoroughly sealed to prevent the infiltration of water into the underlying soils. 6. Sulfate Content A representative sample of the on-site soils was submitted for sulfate testing. The result of the sulfate content test is summarized on the Laboratory Test Results, Figure 7. The sulfate content is consistent with a not applicable (SO) sulfate exposure classification per Table 4.2.1 of the American Concrete Institute Publication 318, consequently, special provisions for sulfate resistant concrete are not considered necessary. Other co1rnsivity testing has not been performed, consequently, on-site soils should be assumed to be severely corrosive to buried metals unless testing is performed to indicate otherwise. 7. Utility Trench Backfill Utility trench backfill should be compacted to at least 90-percent relative compaction (ASTM: D 1557). Backfill should be tested and observed by the Geotechnical Consultant. 8. Site Drainage The following recommendations are intended to minimize the potential adverse effects of water on the structure and appurtenances. a. Consideration should be given to providing the structure with roof gutters and downspouts that discharge to an area drain system and/or to suitable locations away from the structure. b. All site drainage should be directed away from the structure and not be allowed to flow over slopes. HETHERINGTON ENGINEERING, INC. GEOTECHNICAL INVESTIGATION Project No. 8479.1 Log No. 19987 July31,2018 Page 10 c. No landscaping should be allowed against the structure. Moisture accumulation or watering adjacent to foundations can result in deterioration of building materials and may effect foundation performance. d. Irrigated areas should not be over-watered. Irrigation should be limited to that required to maintain the vegetation. Additionally, automatic systems must be seasonally adjusted to minimize over-saturation potential particularly in the winter (rainy) season. e. All yard and roof drains should be periodically checked to verify they are not blocked and flow properly. This may be accomplished either visually or, in the case of subsurface drains, by placing a hose at the inlet and checking the outlet for flow. 9. Recommended Observation and Testing During Construction The following tests and/or observations by the Geotechnical Consultant are recommended: a. Observation and testing of grading. b. Foundation excavations prior to placement of forms and reinforcement. c. Utility trench backfill. d. Flatwork subgrade. I 0. Grading and Foundation Plan Review Grading and foundation plans should be reviewed by the Geotechnical Consultant to confirm conformance with the recommendations presented herein or to modify the recommendations as necessary. LIMITATIONS The analyses, conclusions and recommendations contained in this report are based on site conditions as they existed at the time of our investigation and further assume the excavations to be representative of the subsurface conditions throughout the site. If different subsurface conditions from those encountered during our exploration are observed or appear to be present in excavations during construction, the Geotechnical Consultant should be promptly notified for review and reconsideration of recommendations. HETHERINGTON ENGINEERING, INC. GEOTECHNICAL INVESTIGATION Project No. 8479.1 Log No. 19987 July3!,2018 Page 11 Our investigation was performed using the degree of care and skill ordinarily exercised, under similar circumstances, by reputable Geotechnical Consultants practicing in this or similar localities. No other warranty, express or implied, is made as to the conclusions and professional advice included in this report. This opportunity to be of service is appreciated. If you have any questions, please contact our office. Mark . Ci vii Engineer Geotechnical E ( expires 3/31/2 Attachments: Location Map Plot Plan Boring Logs Laboratory Test Results Distribution: 5-Addressee au . ogseth Professional Geologist 3772 Certified Engineering Geologist 1153 Certified Hydrogeologist 591 ( expires 3/31/20) Figure I Figure 2 Figures 3 through 6 Figures 7 and 8 I-via e-mail (Larry@cypressview.com) HETHERINGTON ENGINEERING, INC. • REFERENCES I. ASCE 7-10, "Minimwn Design Loads for Buildings and Other Structures," American Society of Civil Engineers/Structural Engineers Institute, dated May 20 I 0. 2. Benton Engineering, Inc., "Preliminary Soils Investigation, La Costa Meadows I to 4, inclusive, East of El Camino Real, adjacent to Alga Road Extension, San Diego County, California", dated June 15, 1970 (no oversize maps or plates attached). 3. California Geological Survey, "The Uniform California Earthquake Rupture Forecast, Version 2, (UCERF2)," California Geological Survey Report 203, dated 2008. 4. Christensen Engineering and Surveying, "Preliminary Grading Plan, Cazadero Drive, Carlsbad, CA", dated June 18, 2017 (Sheets C-1 and C-2). 5. ICBO, California Building Code, 2016 Edition. 6. ICBO, "Maps of Known Active Fault Near-Source Zones in California and Adjacent Portions of Nevada," California Division of Mines and Geology, 1998. 7. Jennings, C.W., "Fault Activity Map of California Adjacent Areas," California Data Map Series, Map No. 6, dated 1994. 8. Kennedy, M.P., and Tan S.S., "Geologic Map of the San Diego 30' x 60' Quadrangle, California," California Geological Survey Regional Geologic Map No. 3, dated 2008. 9. Peterson, M.P., et al., "Docwnentation for the 2008 Update of the United States National Seismic Hazards Maps," USGS Open File Report 2008-1128, dated 2008. 10. Tan, Siang S., and Kennedy, Michael P., "Geologic Maps of the Northwestern Part of San Diego County, California", California Division of Mines and Geology, Open File Report 96-02, dated 1996. 11. U.S. Geological Survey, "2008 National Seismic Hazards Maps-Source Parameters," Earthquake Hazards Program. 12. U.S. Geological Survey, Earthquake Hazards Program, Seismic Design Maps Website. 13. 2007 Working Group and California Earthquake Probability, "The Uniform California Earthquake Rupture Forecast, Version 2 (UCERF-2)," USGS Open File Report 2007- 1437 and California Geological Survey Special Report 203, dated 2008. HETHERINGTON ENGINEERING, INC. Project No. 8479.l Log No. 19987 .. OTNO.~ • .,.NO 351 i •1 ,,, _.it& ;,...,,,,. I g I I I ,-......_ I ', I -........ .OTll/0.SSS a11 CAZADE1110 DltllVI! ....,,.--, -.. .... ... ,.!'P ~ .~ 'EADOWS '0.2 flllCl6 355 2111CAZADEIIO DllVI: ~ --.,......___ I/ 'P" ,-·!_._.,_-. /' r /,' ,.f ·• ,. .. .. •• A II .,., . ,w, ff g 0 f5 Q i "I .. I I ~ ~ 0 1~ ~ --L=:J I L___J 0 10 20 ,0 40 LEGEND 8-2~ APPROXIMATE LOCATION OF BORING PLOT PLAN HETHERINGTON ENGINEERING, INC. I.JI Costa, Calilorria I Cazadero Drive (Lot 357, I.JI Costa Meadows Unit 2) GE0TECHNICAL CONSULTANTS PROJECT NO. 8479.1 I FIGURE NO. 2 • DRILLING COMPANY: Scott's RIG: Ingersol Rand 8300 DATE: 07/02/18 BORING DIAMETER: 8" DRIVE WEIGHT: 140 lbs. DROP: 30" ELEVATION: ' + -µJ E-< µJ ....:I >◄ µJ ....:I 0.. E-< E-< <JP en -µJ 0.. ~ 0 H -en BORING NO. B-1 µ., -~ 0 en µJ .i; en en µ., z 0:: E-< ....:I :i:: en ....... µJ :::, z u u µJ en 0 -E-< µJ E-< :,::: > :s: 4--< en E-< ....:1 en 0.. µJ ....:I H 0 >◄ (.) H z H :::, 0:: ....:I 0:: p_. 0 0 0:::, a c:1l a c:1l a ::;:: u en -SOIL DESCRIPTION -0.0 SM FILL: Mottled green, tan, and light brown silty sand; dry to moist, -x CL dense -20/6" 33/6" 109 14.6 --42/6" - - 20/6" - 35/6" 117 10.2 -38/6" - 5.0-20/6" i-- 36/6" 114 15.5 -38/6" 1-- -1-- :~ -@ 8 -9': Dark brown sandy clay; moist, stiff f-@ 9': Mottled light brown, tan, and orange clayey sand; moist, dense 10.0-20/6" - 26/6" 11 2 19.5 -36/6" - -- -~ ._ -x - 15.0-~ -15/6" @ 15': no recovery 17/6" -25/6" - 16/6" I---19/6" 107 20.9 22/6" -I-- -- 20.v BORING LOG HETHERINGTON ENGINEERING, l; azadero Dr. (Lot 357, La Costa Meadows Unit 2 INC. La Costa, California GEOTECHNICAL CONSULTANTS PROJECT NO. 8479.1 I FIGURE NO. 3 • DRILLING COMPANY: Scott's RIG: Ingersol Rand 8300 DATE: 07/02/18 BORING DIAMETER: 8" DRIVE WEIGHT: 140 lbs. DROP: 30" ELEVATION: ' + -µJ E-< "' H OH µJ "1 '" E-< H o\O U) -µJ '" ~ 0 H -U) BORING NO. B-1 '" :s 0 U) µJ " U) -" U) '" z 0: H H "" U) " "' C, z u u "' U) 0 -H "' H "' > "' "" U) E-< "1 UJ '" H H 0 OH u H z H µJ C, 0: H 0: E, 0 0 0 C, 0 "' 0 "' 0 :s u U) -SOIL DESCRIPTION -20.0 --15/6" 18/6" 109 17.4 -~ 27/6" --x @ 22': Green and gray brown sandy clay; moist, stiff, trace organics - -~ - 25.0-,- 12/6" @ 25': Green and gray brown clay; moist, stiff, gravelly 21/6" 110 17.9 -47/6" - -- -- --@ 29': Groundwater 30.0-16/6" BEDROCK (Santiago Peak Volcanics!: Mottled gray, tan, and 26/6" 94 29.2 orange brown sandy siltstone; moist, stiff -40/6" - -- -~ -- 35.0--50/5.5" 104 17.3 ~ -Total depth 35.5-feet -Groundwater@ 29-feet No caving -- -- -- 40.: BORING LOG HETHERINGTON ENGINEERING, !; azadero Dr. (Lot 357, La Costa Meadows Unit 2 INC. La Costa, California GEOTECHNICAL CONSULTANTS PROJECT NO. 8479.1 I FIGURE NO. 4 DRILLING COMPANY: Scott's RIG: Ingersol Rand 8300 DATE: 07/02/18 BORING DIAMETER: 8" DRIVE WEIGHT: 140 lbs. DROP: 30" ELEVATION: I t ' E-< µI l,l µI ,-:i ;,.. ,-:i 0.. E-< E-< dP (/) -l,l 0.. ~ 0 H -(/) BORING NO. B-2 I,., -~ 0 (/) ~ ,< (/) (/) I,., z E-< ,-:i ::r: (/) ....... ti! ::, z u u E-< l,l (/) Cl -E-< µI 0.. :,G > ~ ..... (/) E-< ,-:i C/l ti! ,-:i H 0 ;,.. u H z H Cl ::, p:; ,-:i p:; 0.. 0 0 0::, SOIL DESCRIPTION p'.l Cl p'.l Cl -~ u (/) -,_ 0.0 SC FILL: Light gray clayey sand; dry to moist, very dense; mottled CL orange and white --23/35" 35/6" 118 13.7 :x 40/6" - -22/6" @ 3': Mottled yellow, orange, white and tan sandy clay; moist, 34/6" 110 18.8 firm, wood chip in sample -~ 46/6" - 5.0--17/6" 35/6" 110 16.6 -40/6" - -1-- --@ 8': layer of dark clay -- 10.0--17/6" 34/6" 115 13.6 -39/6" - @ 11 ': Orange brown silty sand; moist, very dense -->-- -,x >-- -~ 1-- 15.0--18/6" 17/6" 112 18.0 -26/6" 1-- -0---- @ 16.5': Black clay; moist, firm, rock in tip of sampler 1-- X 1-- --1-- 20.0 BORING LOG HETHERINGTON ENGINEERING, !; azadero Dr. (Lot 357, La Costa Meadows Unit 2 INC. La Costa, California GEOTECHNICAL CONSULTANTS PROJECT NO. 8479.1 I FIGURE NO. 5 .. . • DRILLING COMPANY: Scott's RIG: Ingersol Rand 8300 DATE: 07/02/18 BORING DIAMETER: 8" DRl:VE WEIGHT: 140 lbs. DROP: 30" ELEVATION: I + -i:,:i E-< i:,:i ,-.:i >-< i:,:i ,-.:i p.. E-< E-< o\O (/] -w p.. ~ 0 H -(/] BORING NO. B-2 r... -~ 0 (/] ~ ,:i: (/] (/] r... z E-< ,-.:i ::x:: (/] '-i:,:i :::, z u u E-< w (/J Cl -E-< i:,:i p.. ::,:; > 3: ~ (/J E-< ,-.:i C/J i:,:i ,-.:i H 0 >-< (.) H z H Cl :::, p:; ,-.:i p:; 0.. 0 0 0:::, SOIL DESCRIPTION O'.l Cl O'.l Cl -~ u (/J -~20.0 -- --@ 22': Dark brown clay with gravel; moist, firm -'- -'- 25.0-■ 50/3.5" 120 7.3 BEDROCK (Santiago Peak Volcanics}: Gray and red brown siltstone; damn, stiff ! -Total depth 25.3-feet '- No seepage -No caving - -- -'- 30.0-..... -~ -~ -~ -'-- 35.0-..... -~ -~ -'- -~ 40.v BORING LOG HETHERINGTON ENGINEERING, j; azadero Dr. (Lot 357, La Costa Meadows Unit 2 INC. La Costa, California GEOTECHNICAL CONSULTANTS PROJECT NO. 8479.1 I FIGURE NO. 6 ' . LABORATORY TEST RESULTS MAXIMUM DRY DENSITY/OPTIMUM MOISTURE CONTENT (ASTM: D 1557 A) Sample Location Description Maximum Dry Optimum Moisture Density (net) Content(%) B-2 (a2 2 to 4' Sandy clay 120.0 12.5 DIRECT SHEAR (ASTM: D 3080) Sample Location Angle of Internal Cohesion (psf) Remarks Friction (0) B-2@2 to 4' 23 175 Remolded to 90% at optimum moisture content, soaked, consolidated, and drained SULFATE TEST RESULTS (CAL417) Sample Location I Soluble Sulfate in Soil (%) B-2 (a2 2 to 4' I 0.0308 EXP ANSI ON INDEX (ASTM: D 4829) Sample Location Initial Compacted Final Expansion Moisture (%) Dry Moisture Index Density (%) (net) B-2@ 2 to4' 9.9 108.6 20.8 60 Expansion Potential Medium FIGURE 7 Project No. 84 79. J Log No. 19987 • • ' • Sample Location B-1 (@. 5' B-1 (@. 10' B-1 (@ 16.5' B-1 @ 21 ' B-1 (@. 25 ' Sample Location B-2 (@. 2 to 4 ' LABORATORY TEST RESULTS SINGLE POINT CONSOLIDATION TEST RESULTS (ASTM: D 4546) No1·mal Stress at Saturation (psf) % Swell (+) or% Consolidation(-) When Water Added 643 -0.381 1297 +0.10 2140 -0.051 2717 -0.09 3242 +0.10 ATTERBERG LIMITS (ASTM: D 4318) Liquid Limit (%) Plastic Limit (%) Plasticity Index U.S.C.S. Class (%) 26 24 12 CL FIGURE 8 Project No. 8479.1 Log No. 19987 HETHERINGTON ENGINEERING, INC. SOIL & FOUNDATION ENGINEERING• ENGINEERING GEOLOGY• HYDROGEOLOGY Cazadero Properties, LLC 401 B Street, Suite 2400 San Diego, California 92101 Attention: Subject: Mr. Larry Figueroa FOUNDATION PLAN REVIEW Proposed Residential Duplex Cazadero Drive Carlsbad, Califomia August 23, 2018 Project No. 8479. I Log No. 20021 REC EIVED AUG 2 9 20 18 CITY OF CARLSBAD BUILDING DiVISION References: 1. "Geotechnical Investigation, Proposed Residential Duplex, Lot 357, La Costa Meadows Unit No. 2, Cazadero Drive, Carlsbad, California", by Hetherington Engineering, Inc., dated July 31, 2018. 2. "Structural Foundation Plan and Details, Cazadero Drive Condo Project, Cazadero Drive, Carlsbad, CA", by Prentice Engineering, dated August 2, 2018 (Sheets SSl, SS2, SS3, Sl.0, S2.0, S2.l, S3.0, S3.1). Dear Mr. Figueroa: In response to the request of Sawaya Architecture, we have reviewed the referenced foundation plan and details. Based on our review, the foundation plan and details have been prepared in accordance with the recommendations contained in the referenced "Geotechnical Investigation ... " (Reference 1) and are approved from a geotechnical standpoint. This opportunity to be of service is appreciated. If you have any questions, please call the Carlsbad office. Sincerely HETHERINGTON ENGINEERING INC. a n Civil Engineer 30 88 Geotechnical Engineer 3 ( expires 3/31/20) Distribution: 4-Addressee Geologist 3772 1ed Engineering Geologist 11 ified Hydrogeologist 591 pires 3/31/20) 1-via e-mail (lan:y@cypressview.com) 1-via e-mail (chris@sawayaarchitecture.com~. 5365 Avenida Encinas, Suite A• Carlsbad, CA 92008-4369 • (760) 931-1917 • Fax (760) 931-0545 333 Third Street, Suite 2 • Laguna Beach, CA 92651 -2306 • (949) 715-5440 • Fax (760) 931-0545 www.hetheringtonengineering.com Nii' Milek* Re: cazadero MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Pacific Truss (El Cajon). Pages or sheets covered by this seal: K9955777 thru K9955792 My license renewal date for the state of California is September 30, 2022. July 15,2021 Zhao, Xiaoming IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSlffPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO"s customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independenUy verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. Job Truss Truss Type Qty Ply 1 I Job Reference /optional) K9955777 CAZADERO T1 KINGPOST 1 Pacific Truss (El CaIon), -2-0-0 El CaIon, CA -92021, 6-3-0 8.330 s Oct 7 2020 MiTek lndustnes, Inc. Thu Jul 15 11 :48:37 2021 Page 1 IO:RVPoa1EBRmCC1RIWPVotquzmZGU-mdqYo4b_RNvg7x2.71wG71rYDhSE_kyw_Swk2wGyxqSO I 12-6-0 I 14-6-0 2-0-0 6-3-0 6-3-0 2-0-0 LOADING (psi) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 8 3x4 = SPACING- Plate Grip DOL Lumber DOL Rep Stress Iner 2-0-0 1.25 1.25 YES Code IBC2018/TPl2014 6-3-0 6-3-0 CSI. TC 0.40 BC 0.37 WB 0.46 Matrix-S 5x8 = 1.5x4 II DEFL. in (lac) Vert(LL) -0.04 7-8 Vert(CT) -0.12 7-8 Horz(CT) 0.02 6 12-6-0 6-3-0 Vdefl Ud >999 240 >999 180 n/a n/a 6 3x4 = PLATES MT20 Weight: 62 lb Scale • 1 :26.5 GRIP 220/195 FT= 20% LUMBER- TOPCHORO BOT CHORD WEBS 2X4 DF No.2 G 2X4 OF No.2 G 2X4 OF No.2 G BRACING- TOPCHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc pu~ins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 8=0-3-8, 6=0-3-8 Max Horz 8=-32(LC 9) Max Uplift 8•-52(LC 8), 6=-52(LC 9) Max Grav 8=700(LC 1 ), 6=700(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD 7-8=-3/651, 6-7=-3/651 WEBS 3-7=0/302, 2-8=-375/162, 3-8=-710/3, 4-6=-375/162, 3-6=-710/3 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. 11; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E)-2-0-0 to 1-0-0, lnterior(1) 1-0-0 lo 6-3-0, Exterior(2R) 6-3-0 to 9-3-0, lnterior(1) 9-3-0 to 14-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi boltom 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 boltom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) One HTS20 Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT a1 j1(s) 8 and 6. This connection is for uplift only and does not consider lateral forces. 7) This truss is designed in accordance with the 2018 lnlemational Building Code section 2306.1 and referenced standard ANSI/TPI 1. .A WARNING· Venfy dc&1gn patamelftf'1 end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev, 5/1912020 BEFORE USE. Design vaNd for use only with MiT ek® connectors, This design is bused only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the buflding designer must venfy the appHcabllity of design parameters and propMly incorporate this design into the overall building design. Bracing indicated Is to prevent buck'ng of Individual truss web and/or chord members only, Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, eredion and bfacing of trusses and truss systems. see ANSVTP'1 QuaUty Crif9rl•, 0S8419 •nd SCSI Building Component Safety Information available from Truss Plate lnslilute, 2670 Crain Highway, Suite 203 Waldorl, MO 20601 July 15,2021 1111· MiTek· 250 Klug Circle Corona, CA 92880 Job Qty Ply I Tr\JSS I Tri,ss Type 1 I Job Reference (ootional) K9955778 CAZADERD Pacific Tri,ss (El Caion), ·2·0·0 2-0-0 T1A El Cajon, CA· 92021 , GABLE 6-J.O 6-J.O 1 8.330 s Oct 7 2020 M1Tek lndustnes, Inc. Thu Jul 1511:48:46 2021 Page 1 ID:RVPoa 1 EBRmCC 1 RIWPVOtquzmZGU· ?Mbcg9idJ81 OiJlrKJwE9k0I04JSL08JXpQOkFyxqSF 12·6·0 14-6-0 6-J.O 2-0-0 Scale= 1 :26.5 5x8 = MT 1.5x3 ON EACH FACE OF BOTH ENDS OF UN-PLATED MEMBERS OR EQUIVALENT CONNECTION BY OTHERS. 1.5x4 ~ 1.5x4 II 6 3x4 = 3x4 = 6-3-0 12-6-0 6 J.O 6-3-0 LOADING (psf) SPACING-2-0-0 CSI. DEFL. in (lac) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.04 7-8 >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.12 7-8 >999 180 BCLL 0.0 . Rep Stress Iner YES WB 0.46 Horz(CT) 0.02 6 n/a nla BCDL 10.0 Code IBC2018fTPI2014 Matrix-S Weight: 66 lb FT= 20% LUMBER- TOP CHORD BOT CHORD WEBS OTHERS 2X4 OF No.2 G 2X4 OF No.2 G 2X4 OF No.2 G 2X4 OF No.2 G BRACING- TOPCHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc pur1ins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 8=0-3-8, 6=0-3-8 Max Horz 8=-32(LC 9) Max Uplift 8=-52(LC 8), 6=-52(LC 9) Max Grav 8=700(LC 1 ), 6=700(LC 1) FORCES, (lb)• Max. Comp./Max. Ten.• All forces 250 (lb) or less except when shown. BOT CHORD 7-8=-3/651, 6-7=-3/651 WEBS 3-7=0/302, 2-8~375/162, 3-8=-710/3, 4-6=-375/162, 3-6=-710/3 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) •2·0·0 to 1-0-0, lnterior(1) 1-0-0 to 6-3·0, Exterior(2R) 6-3-0 to 9-3-0, lnterior(1) 9-3-0 to 14-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSlfTPI 1. 4) Gable studs spaced at 2-0-0 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) One HTS20 Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 8 and 6. This connection is for uplift only and does not consider lateral forces. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSlfTPI 1. _&WARNING· Verify design par&meters and READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5119/2020 BEFORE USE. Design vaNd for use only with MiT ek4D connectors. This design is based only upon parameters shown, and is fo, an individual building component, not a truss system. Before u&e, the building de&1gner must verify the applicability of design parameters and property lneo<porale this design into the overall builcllng design. Bracing indicaled Is to prevent buck~ng of Individual ll'\Jss web and/or chord members only. Additional temporary and permanent bracing Is always required fDf stability and lo pravent collapse with possible peraonal injury and property damage. For general guidance regarding lhe fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPl1 Qu•fity Critftrla, DSB~H and SCSI Building Component Saf•ty Information a,..ailable from Truss Plate Institute, 2670 Crain Highway. Suite 203 Waldorf, MD 20601 July 15,2021 1111· Milek' 250 Klug Circle CO<Ona,CA 92880 5 ,~ Job Truss Truss Type Qty Ply K9955779 CAZAOERO T2 MONO TRUSS 3 1 Job Reference fontionall Pacific Truss (El CaIon), El CaIon, CA -92021, -2-0-0 8.330 s Oct 7 2020 MITek lndustnes, Inc. Thu Jul 15 11 :48:47 2021 Page 1 I0:RVPoa 1 EBRmCC 1 RIWPVOtquzmZGU-TYRKuVjF4SAFKTK2t1 RTiyyxbUfu4 T qSmT9aGhyxqSE 12-0-0 1 -8 2-0-0 S-7-1 6-4-15 Scale = 1 :J0, 1 1.Sx4 3x4 = Jx• S-7-1 12-0--0 S-7-1 6-4-15 Plate Offsets (X Yl ' -I 14'0-0-13 0-1 81 LOADING (psf) SPACING-2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20,0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0,04 6-7 >999 240 MT20 2201195 TCDL 15.0 Lumber DOL 1.25 BC 0,34 Vert(CT) -0.12 6-7 >999 180 BCLL 0.0 Rep Stress Iner YES WB 0.50 Horz(CT) 0.02 6 nla n/a BCDL 10,0 Code IBC2018/TPI2014 Matrix-S Weight: 62 lb FT = 20% LUMBER- TOP CHORD BOT CHORD WEBS 2X4 OF No.2 G 2X4 OF No.2 G 2X4 OF No.2 G BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc pu~1ns. except end verticals. BOT CHORD Rigid celling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 6=0-3-8, 8=0-3-8 Max Horz 8=135(LC 11) Max Uplift 6=-29(LC 12), 8=-55(LC 8) Max Grav 6=544(LC 1 ), 8=690(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD 7-8=-1181710, 6-7=-1181710 WEBS 3-7=0/278, 3-6=-727/86, 2-8=-329/158, 3-8=-778/0 NOTES- 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C.C Exterior(2E)-2-0-0 to 1-0-0, lntenor(1) 1-0-0 to 12-3-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C.C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL= 1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) • 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. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) One HTS20 Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 6 and 8. This connection Is for uplift only and does not consider lateral forces. 6) This truss is designed In accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. £ WARNING -Vo,lfy dc11gn patatnelert and READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5119/2020 BEFORE USE. Design vaid for use only With MiT ek4D connectors. This design ti based only upon parameters ahown, and is fOf' an individual bufklmg component, not • truss system. BefOf'e use, the building de11gner must venfy the applicability of dHlgll parameters and properly incorporate Chis des,gn Into lhe O'lter■I building desql. Bracing ind.cated ,s to prevent bucking of tndividuat truss web and/or dtord members only. Add1l!Onaf temoorery and permanent bracing 11 alwaya required for 11ab1hty and to prevent collapse with po&&ible personal inIury and p,openy damage. For general guidance regarding the fabrication, storage, delivery, erectioo and bracing of trusses and truss syslems, see ANSVTPl1 Quallty Criteria, DSB-H and SCSI Building Component Safety Information avahable from Trus, ?late Institute, 2670 Crain Highway, Suite 203 WaldOff, MO 20601 July 15,2021 1111· Milek· 250 Klug Circle Corona. CA 92880 -- Job Truss Truss Type Qty Ply 1 I Job Reference lootionall K9955780 CAZADERO T2A GABLE 3 Pacific Truss (El CaIon), El Caton, CA • 92021, -2-0-0 5-7-1 8.330 s Oct 7 2020 M,Tek lndustnes, Inc. Thu Jul 15 11:48:47 2021 Page 1 ID:RVPoa 1 EBRmCC1 RIWPV0tquzmZGU-TYRKuVjF4SAFKTK2t 1 RTiyyxbUfu4 T qSm T9aGhyxqSE 2-0-0 8 3x4 = Plate Offsets (X Y)-(4·0-0-13 0-1-81 I I LOADING (psi) SPACING• TCLL 20.0 Plate Grip DOL TCDL 15.0 Lumber DOL BCLL 0.0 . Rep Stress Iner 2-0-0 1.25 1.25 YES 5-7-1 I 1~ 1~ 6-4-15 0-3 MT 1.5x3 ON EACH FACE OF BOTH ENDS OF UN-PLATED MEMBERS OR EQUIVALENT CONNECTION BY OTHERS. 4.00112 1.5x4 II 5-7-1 5-7-1 CSI. DEFL. in (loc) TC 0.38 Vert(LL) -0.04 6-7 BC 0.34 Vert(CT) -0.12 6-7 WB 0.50 Horz(CT) 0.02 6 12-0-0 6-4-15 Vdefl Ud >999 240 >999 180 n/a n/a 3x4 ~ 4 S 6 J,c4 = PLATES MT20 Scale= 1 :30.1 GRIP 220/195 BCDL 10.0 Code IBC2018/TPl2014 Matrix-S Weight: 74 lb FT= 20% LUMBER- TOPCHORD BOT CHORD WEBS OTHERS 2X4 OF No.2 G 2X4 DF No.2 G 2X4 DF No.2 G 2X4 DF No.2 G BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0.Q oc bracing. REACTIONS. (size) 6=0-3-8, 8=0·3-8 Max Horz 8=135(LC 11) Max Uplift 6=-29(LC 12), 8=-SS(LC 8) Max Grav 6=544(LC 1 ), 8=690(LC 1) FORCES. (lb)• Max. Comp./Max. Ten.• All forces 250 (lb) or less except when shown. BOT CHORD 7-8=-1 18/710, 6-7=-118/710 WEBS 3-7=0/278, 3-6=-727/86, 2-8=-329/158, 3-8=-778/0 NOTES- 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. 11; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) ·2·0-0 to 1-0.Q, lnlerior(1) 1-0-0 to 12-3-8 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal lo the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable studs spaced at 2-0-0 oc. 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.Q 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) One HTS20 Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 6 and 8. This connection is for uplift only and does not consider lateral forces. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. .A. WARNING• Vcnfy deSJgn parameters and REAO NOTES ON THIS AND INCLUDED MtTEK REFERENCE PAGE MU-7473 rov. 511912020 BEFORE USE. Design vaMd for use only with MiTekS connectors. This design Is based only upon parameter, shown, and 1s for an indlviduaJ building component, not a truss system. Before use, the building designer must venfy the applk:abllity of design parameters and property lncorpon11te lhis design Into tho overall building design. Bracing indicated is 10 prevent buckWng of individual lJ'Uss web and/or chord membe,s ooty, Additional temporary and permanenl bracing ,a atways required fOf atab1Nty and to prevent collapse with pos&lble personal inJury and proparty damage. For general guidance regarding the fabrication, storaga, dtttivery, erection and bracing of trusses and truss systems, see ANSVTPl1 Quality Criteria, DSB•H and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 July 15,2021 MIi • MiTek· 250 Ktug Circle Corona, CA 92880 ! Job Truss Truss Type Qty Ply K9955781 CAZADERO T3 MONO TRUSS 3 1 Job Reference lontional\ Pacific Truss (El CaIon), El CaIon, CA -92021, -2-0-0 5-9-1 8.330 s Oct 7 2020 M,Tek Industries, Inc. Thu Jul 15 11:48:48 2021 Page 1 ID:RVPoa 1 EBRmCC 1 RIWPVOtquzmZGU-yt_i5rjtrll6ydvERkziE9V5zu_ qpvLc_ 7v7o 7yxqSD 2-0-0 5-9-1 I 12-4-0 1."7r8 6-6-15 -3-8 Plate Offsets (X Y) -' LOADING (psi) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 (4·0 0-13 0 1 81 ' -- SPACING-2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Iner YES Code IBC2018/TPl2014 5-9-1 5-9-1 CSI. TC BC WB 0.40 0.36 0.55 Matrix-S 3x4 -,;;, Scale = 1 :30.8 4 5 12-4-0 6-6-15 DEFL. in (loc) Udefl Ud PLATES GRIP Vert(LL) -0.04 6-7 >999 240 MT20 2201195 Vert(CT) -0.13 6-7 >999 180 Horz(CT) 0.02 6 nla n/a Weight: 64 lb FT= 20% LUMBER- TOP CHORD BOT CHORD WEBS 2X4 DF No.2 G 2X4 DF No.2 G 2X4 OF No.2 G BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 6=0-3-8, 8=0-3-8 Max Horz 8=139(LC 11) Max Uplift 6=-30(LC 12), 8=-55(LC 8) Max Grav 6=560(LC 1), 8=705(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD 7-8=-118/738, 6-7=-118/738 WEBS 3-7=0/286, 3-6=-756185, 2-8=-333/157, 3-8=-808/0 NOTES- 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B: Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E)-2-0-0 to 1-0-0, lnterior(1) 1-0-0 to 12-7-8 zone: cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown: Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • 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. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) One HTS20 Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 6 and 8. This connection is for uplift only and does not consider lateral forces. 6) This truss is designed in accordance with the 2018 lntemational Building Code section 2306.1 and referenced standard ANSI/TPI 1. £, WARNING -Ver,fy desrgn parameters and READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE Mll-7-473 re\/. 511912020 BEFORE USE. Design valid for use only with MiTek«I c:onnectors. This design is based only upon parameters shown, and is fOf an Individual building component, not e tru1& system. Before use, the building designer mu,t verity the applicability of design parameters and properly Incorporate this design into the overaH building design. Bracing indicated is to prevent bucking of individual ll\.lss web and/or chord members only. Addftlonal temporary and pennanent bracing is always required f°' stability and lo prevent collapse with possible personal lnJuty and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPl1 Quality Criteria, DSB-.19 and SCSI Bulktinr, ComporH1nt Safety Information available from Truss Plale lnslitute, 2670 Crain Highway, Suite 203 Waktorf. MD 20601 July 15,2021 250 Klug C1rcJe Corona, CA 92880 Job CAZAOERO Truss T3A Truss Type GABLE IOty !Ply I K9955782 I 3 1 Job Reference {octionall Pacific Truss (El Cajon), El Cajon, CA -92021, -2-0-0 8.330 s Oct 7 2020 Molek Industries, Inc. Thu Jul 1511:48:49 2021 Page I IO:RVPoalEBRmCC1RIWPVOtquzmZGU-OxY4JAkVc30zZnUO?SUxnN1GIHK3YMblDnehLayxqSC 5-9-1 2-0-0 5-9-1 I 12-4-0 1"7~ 6-6-15 -3- Jx4 ~ Scale = 1 :30.8 MT 1.5•3 ON EACH FACE OF BOTH ENOS OF UN.PLATED 5 8 Jx4 I-- Plate Offsets (X Yl-(4·0-0-13 0-1-81 I I LOADING (psi) SPACING-2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 . Rep Stress Iner YES BCDL 10.0 Code IBC2018/TPI2014 MEMBERS OR EQUIVALENT CONNECTION BY OTHERS. 4.00112 7 l.5x4 II CSI. DEFL. in (loc) TC 0.40 Vert(LL) -0.04 6-7 BC 0.36 Vert(CT) -0.13 6-7 WB 0.55 Horz(CT) 0.02 6 Matrix-S 12-4-0 6-6-15 VdeO Ud >999 240 >999 180 nla n/a 6 3•4 - PLATES MT20 Weight: 76 lb GRIP 2201195 FT= 20% LUMBER- TOP CHORD BOT CHORD WEBS OTHERS 2X4 OF No.2 G 2X4 OF No.2 G 2X4 OF No.2 G 2X4 OF No.2 G BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purtins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 6=0-3-8, 8=0-3-8 Max Horz 8=139(LC 11) Max Uplift 6~30(LC 12), 8=-55(LC 8) Max Grav 6=560(LC 1 ), 8=705(LC 1) FORCES. (lb)-Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD 7-8=-118/738, 6-7~118/738 WEBS 3-7=0/286, 3-6=-756/85, 2-8=-3331157, 3-8~808/0 NOTES- 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gabte end zone and C-C Ex1erior(2E) -2-0-0 to 1-0-0, lnterior(1) 1-0-0 to 12-7-8 zone; cantilever left and nght exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber OOL=1.60 plate grip DOL=1.60 2) Truss designed ror wind loads in the plane or the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable studs spaced at 2-0-0 oc. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed ror a live load of 20.0psr 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 or 20% has been applied for the green lumber members. 7) One HTS20 Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 6 and 8. This connection is for uplift only and does not consider lateral forces. 8) This truss is designed in accordance with the 2018 International Building Code section 2306. 1 and referenced standard ANSI/TPI 1. l £WARNING-Verify design parameters •nd REAO NOTES ON THIS .-.NO INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5119/2020 BEFORE USE. Oe11gn valid tor UH only with Mffeke connedcn. This dnlgn 11 based Of'ty upon parameters shown, and is for an lndividu9' building component, nol a truss system. Before use, lhe bu1kting del9"8r must vent;, the appticabi61ty ot design parameters end properly ln00f'p0r8te this design into the overall bu11d1ng design. Bracing indlClted Is to preyenl bucking ol individust trun web and/or chord members only. Additlonel temporary •nd ~nent bracing 11 elways required for stab1Nty and to prevent c:onapse with pouible penw>n■I inJury and property damage. For general guidanc■ regarding th■ fabrlcaUon, s1or1ge, defivery, erection and bracing of tru1se11 and truss 1ystem1, see ANSVTPl1 Quality Criteria, 0S8-19 and SCSI Building Component S4ifety Information available from Truss PM!te lnsbtute, 2670 Crain Highway, Suite 203 Waldorl, MO 20601 July 15,2021 1111· MiTek· 250 Klug Circie Corona, CA 92880 -- Job Truss Truss Type I:ty Ip~ K9955783 I CAZADERO T4 MONO TRUSS 1 Job Reference Cootionall Pacific Truss (El Ca1on), El CaJon, CA -92021, -2-0-0 8.330 s Oct 7 2020 Milek lndustnes, Inc. Thu Jul 15 11.48.49 2021 Page 1 ID: RVPoa 1 EBRmCC 1 RIWPVOtquzmZGU-QxY 4JAkVc3QzZnUQ?SUxnN 1 G3HKL YU6IDnehlayxqSC 5-1~ 2-0-0 Plate Offsets (X Yl-[2·0-3-0 0-0-41 I I LOADING (psf) SPACING-2-0-0 CSI. DEFL. TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) TCDL 15.0 Lumber DOL 1.25 BC 0.34 Vert(CT) BCLL a.a Rep Stress Iner YES WB 0.00 Horz(CT) BCDL 10.0 Code IBC2018/TPl2014 Matrix-P 5-10-4 5-10-4 5-10-4 in (toe) Vdefl -0.06 2-5 >999 -0.17 2-5 >410 0.00 5 n/a Ud 240 180 n/a 1.5x4 11 4 1.5x4 11 PLATES MT20 Weight: 29 lb Scale= 1:19.6 GRIP 220/195 FT= 20% LUMBER- TOP CHORD BOT CHORD WEBS SLIDER 2X4 DF No.2 G 2X4 DF No.2 G 2X4 DF No.2 G BRACING- TOPCHORD Structural wood sheathing directly applied or 5-10-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. Left 2x6 DF No.2 -G· 3-0-4 REACTIONS. (size) 2=0-3-8, 5=0-3-8 Max Herz 2=72(LC 11) Max Uplift 2=·54(LC 8), 5=-10(LC 12) Max Grav 2=421 (LC 1 ), 5=232(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E)-2-0-0 to 1-0-0, tnterior(1) 1-0-0 to 5-8-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.0psf on lhe 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. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) One HTS20 Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2 and 5. This connection is for uplift only and does not consider lateral forces. 6) This truss is designed in accordance with the 2018 International Building Code section 2306. 1 and referenced standard ANSI/TPI 1. .A, WARNING -Verrfydcsign p&J&metera end READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE Mll-7,473 rev. 5119/2020 BEFORE USE. Design val!d f« use only wtth MiTek® conneclors. This design is based only upon paramelers shown, and is for an 1ndMdue1 bukding componenl, not a tnJH system. Before use, the building designer must venfy the applicability of design parameters and property incorporate this design into the overall buiSd!ng design. Bracing indicated is to prevent buckling of individual truss web and/or ctiord members only. Additional temJ)O(ary and permanent bracing 11 always required for stability and to prevent collapse With possible personal lnJury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPl1 Qu•lity Criteria, DSB-89 and SCSI Building Component S•f•ty Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 July 15,2021 MIi • Milek· 250 Klug C1rcie C0t0na, CA 92880 Job Truss Truss Type Qty r y K9955784 I CAZADERO TS FINK 7 1 Job Reference (optional) Pacific Truss (El Ca1on), -2-0-0 El CaIon, CA -92021, 4-9-8 8-9-4 8.330 s Oct 7 2020 MiTek lndustnes, Inc. Thu Jul 1511:48:50 2021 Page 1 ID:RVPoa1EBRmCC1RIWPV0tquzmZGU-u76SWWl7NNYqBx3cZ9?AKaaTKhfTHw8vSROEtOyxq$8 I 12.9-0 I 17-6-8 I 1!;-6-8 2-0-0 4-9-8 3-11-12 3-11-12 4-9-8 2-0-0 6-1-7 6-1-7 LOADING (psf) SPACING• 2-0-0 CSI. TCLL 20.0 Plale Grip DOL 1.25 TC 0.28 TCDL 15.0 Lumber DOL 1.25 BC 0.41 BCLL 0.0 Rep Stress Iner YES WB 0.08 BCDL 10.0 Code IBC2018/TPl2014 Matrix-$ 4x4 = 11-5-1 5-3-11 DEFL. in {loc) Vert(LL) -0.06 8-9 Vert(CT) -0.20 8-9 Horz(CT} 0.05 6 Vde0 >999 >999 n/a Ud 240 180 n/a 17-6-8 6-1-7 Scale = 1 :34 .5 PLATES GRIP MT20 220/195 Weight 70 lb FT= 20% LUMBER- TOP CHORD BOT CHORD WEBS 2X4 OF No.2 G 2X4 OF No.2 G 2X4 OF No.2 G BRACING- TOPCHORD BOT CHORD Structural wood sheathing directly applied or 4-8-6 oc puriins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 2=0-3-8, 6=0-3-8 Max Horz 2=-41{LC 17) Max Uplift 2=-52(LC 8), 6=-52{LC 9) Max Grav 2=926(LC 1 }, 6=926(LC 1} FORCES, (lb) -Max. Comp./Max. Ten.• All forces 250 (lb} or less except when shown. TOP CHORD 2-3=-1715/81, 3-4=-1499/63, 4-5=-1499/63, 5-6=-1715/81 BOT CHORD 2-9=-27/1566, 8-9=0/1088, 6-8=-34/1566 WEBS 3-9=-294/84, 4-9=0/443, 4-8=0/443, 5-8=-294/84 NOTES- 1} Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=110mph (3-second gust} Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25fl; Cat. 11; Exp B; Enclosed; MWFRS (envelope} gable end zone and C-C Exterior(2E) -2-0-0 to 1-0-0, lnterior(1) 1-0-0 lo 8-9-4, Exterior(2R) 8-9-4 to 11-9-4, lnterior(1) 11-9-4 to 19-6-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi 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) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2 and 6. This connection is for uplift only and does not consider lateral forces. 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. .A, WARNING• Verify design p,arame1ers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. S/1912020 BEFORE USE. Design valid for use only with MiTek81 connectors. This design is based onty upon parameters shown, and tS for an individual building componenl, nol a truss system. Bef0<e use, the building designer must verify the applicability of design parameters and property 1ncorpo(ata this design Into the overall building design. Bracing fndlcated Is to prevent buck~ng of Individual truss web and/CK chord members only. Additional temporary and permanenl bracing is always required for stability and to prevent collapse ~th po1sible personal lnJury and property damage. For ganeral guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPl1 Quality Crlterl•. DS8-H •nd SCSI Building Component Safety Information available from Truss Plale Institute. 2670 Crain Highway, Suite 203 Waldorf. MO 20601 July 15,2021 NII • Milek· 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply CAZAOERO TSA GABLE K9955785 7 1 Job Reference (octionall Pacific Truss (El CaIon), -2-0-0 El Ca1on, CA -92021, 4-9-8 8-9-4 8.330 s Oct 7 2020 MiTek Industries, Inc. Thu Jul 1511:48:51 2021 Page 1 IO:RVPoa 1 EBRmCC1 RIWPV0tquzmZGU-MJgqksmm8gghp5ep6tWPso 7e35?i0NO2g57nPSyxqSA 2-0-0 4-9-8 3-11-12 I 12.9-0 I 17~-a I 1~-8 3-11-12 4-9-a 2-0-0 6-1-7 617 . . LOADING (psf) SPACING• 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 . Rep Stress Iner YES BCDL 10.0 Code IBC2018/TPl2014 MT 1.5x3 ON EACH FACE OF 80TH ENDS OF UN.PLATED MEMBERS OR EQUIVALENT CONNECTION BY OTHERS. CSI. TC 0.28 BC 0.41 WB 0.08 Matrix-S 4x4 = 11-5-1 5-3 11 DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) -0.06 8-9 -0.20 8-9 0.05 6 Scale = 1:34.5 17-6-a 6 1 7 .. Vdefl Ud PLATES GRIP >999 240 MT20 2201195 >999 180 n/a n/a Weight: 79 lb FT =20% LUMBER- TOP CHORD BOT CHORD WEBS OTHERS 2X4 OF No.2 G 2X4 OF No.2 G 2X4 OF No.2 G 2X4 OF No.2 G BRACING- TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4-8-6 oc purtins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 2=0-3-8, 6=0-3-8 Max Horz 2=-41 (LC 17) Max Uplift 2=-52(LC 8), 6=-52(LC 9) Max Grav 2=926(LC 1 ). 6=926(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1715/81, 3-4=-1499163, 4-5=-1499163, 5-6=-1715181 BOT CHORD 2-9=-27/1566, 8-9=011088, 6-8=-3411566 WEBS 3-9=-294184, 4-9=0/443, 4-8=01443, 5-8=-294/84 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. 11; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) -2-0-0 to 1-0-0, lnterior(1) 1-0-0 to 8-9-4, Exterior(2R) 8-9--4 to 11-9--4, lnterior(1) 11-9-4 to 19-6-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIITPI 1. 4) Gable studs spaced at 2-0-0 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) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s) 2 and 6. This connection is for uplift only and does not consider lateral forces. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIITPI 1. ..&, WARNING -Venfy deS1gn paramelert !Ind REAO NOTES ON THJS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/1912020 BEFORE USE. Design vatid for use only with MITek® connectors. This design 11 based onty upon parameters shown, and is for an mdMdual building component, no! a truss system. Before use, lhe bulldlng designer must venfy the applicability ol design parameters and properly 1nCOfl)Orale this design into the overall building de~n. Bracing indicated is to prevent buckMng of Individual ll\.lu web and/or chord members only. Additional temporary and permanent bracing la atways requlred for stability and lo prevent collapse Wlh possible personal inJury and property damage. For general guidance regarding the fabrication, storage, d~ivery, erection and bracing of ll\.lsses and truss systems, see ANSVTP/1 Quality Crir.ria, 0S84!1 and SCSI Building Component Sahtty lnfonnation available from Truss Plate Institute, 2670 Crain Highway, Suile 203 Waldorf. MO 20601 July 15,2021 NII • MiTek' 250 Klug Cirde Corona, CA 92880 Job Truss ! Truss Type I:ty Ply K9955786 I CAZADERO T6 FINK 1 Job Reference (optional) Pac,fic Truss (El Ca1on), -2-0-0 El Ca1on, CA · 92021, 6-10-2 12-10-8 6-0-6 8.330 s Oct 7 2020 MiTek lndustnes, Inc. Thu Jul 15 11.48.51 2021 Page 1 ID:RVPoa1 EBRmCC1 RIWPVOtquzmZGU-MJgqksmm8gghp5ep6tWPso7Xx5vDOMU2g57nPSyxqSA I 18-10-14 I 25-9-0 I 2-0-0 6-10-2 6-0-6 6-10-2 Scale = 1 :45.5 4x6 = 8-10-4 8-10-4 16-10-12 8-0-8 25-9-0 8-10-4 LOADING (psi) SPACING-2-0-0 CSI. DEFL. in (loc) Vde0 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) -0.17 6-7 >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.65 6-7 >467 180 BCLL 0.0 . Rep Stress Iner YES WB 0.14 Horz(CT) 0.13 6 n/a n/a BCDL 10.0 Code IBC2018/TPl2014 Matrix-S Weight: 98 lb FT = 20% LUMBER- TOPCHORD BOT CHORD WEBS 2X4 OF No.2 G 2X4 OF No.2 G 2X4 DF No.2 G BRACING- TOPCHORD BOT CHORD Structural wood sheathing directly applied or 2-2-0 oc purtins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 2=0-3-8, 6=0-3-8 Max Horz 2=63(LC 16) Max Uplift 2=-51 (LC 8) Max Grav 2=1302(LC 1), 6=1139(LC 1) FORCES. (lb)• Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2714/95, 3-4=-2367/71, 4-5=-2398/78, 5-6=-2742/103 BOT CHORD 2-9=-52/2500, 7-9=0/1685, 6-7=-55/2547 WEBS 3-9=-492/123, 4-9=0/733, 4-7=0/774, 5-7=-5201130 NOTES- 1) Unbalanced roof live loads have been considered tor this design. 2) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psl; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E)-2-0-0 to 1-0-0, lnterior(1) 1-0-0 to 12-10-8, Exterior(2R) 12-10-8 to 15-10-8, lnterior(1) 15-10-8 to 25-7-4 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi 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) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s) 2. This connection is for uplift only and does not consider lateral forces. 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. .A. WARNING· Verify design p&r&melers end READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE Ml~7473 rev. 511912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design rs based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the bu1ldfng designer mu&I verify the ap~icability of design parameters and property incorporate this design inlo the o'lleraU building design. Bracing indicated is to pre'llent buckling of individual truss web and/or chord members 0t1ly. Addition a! temporary and permanent brao'ng is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trutses and truss systems, see ANSV1"Pt1 Quality Critffla, DSB-19 •nd SCSI Building Component S•f•ty Jnform•tion a'llatlable from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf. MO 20601 July 15,2021 1111· Milek· 250KlugCtrcle Co<Ona. Cl\ 92880 Job Truss ! Truss Type Qty Ply K9955787 CAZADERO T6A GABLE 7 1 Job Reference (optional) Paafic Truss (El Ca1on), -2-0-0 El Ca1on, CA • 92021, 6-10-2 8.330 s Oci 7 2020 M1Tek lndustnes, Inc. Thu Jul 1511.48.52 2021 Page 1 ID: RVPoa 1 EBRmCC 1 RIWPVOtquzmZGU-qWEDxCmOv _o YQED?ga 1 eP?fihVFSlpjBvltLxvyxqS9 2-0-0 6-10-2 12-10-8 6-0-6 I 18-10-14 I 25-9-0 I 6-0-6 6-10-2 8-10-4 8 10-4 LOADING (psf) SPACING-2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Iner YES BCDL 10.0 Code IBC2018/TPl2014 MT 1.5x3 ON EACH FACE OF BOTH ENDS OF UN.PLATED MEMBERS OR EQUIVALENT CONNECTION BY OTHERS. 4x6 ::: 3x4 = 3x4 = 16-10-12 8-0-8 CSI. OEFL. in (loc) TC 0.74 Vert(LL) -0.17 6-7 BC 0.82 Vert(CT) -0.65 6-7 WB 0.14 Horz(CT) 0.13 6 Matrix-S 3x4 ::: Vdefl Ud >999 240 >467 180 n/a n/a 25-9-0 8 10-4 PLATES MT20 Weight: 125 lb Scale -1 :45.5 GRIP 220/195 FT-20% LUMBER- TOPCHORD BOT CHORD WEBS OTHERS 2X4 OF No.2 G 2X4 OF No.2 G 2X4 OF No.2 G 2X4 OF No.2 G BRACING- TOPCHORD BOT CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 2-0-3-8, 6-0-3-8 Max Horz 2-63(LC 16) Max Uplift 2--51(LC 8) Max Grav 2=1302(LC 1), 6=1139(LC 1) FORCES. (lb)• Max. Comp./Max. Ten.• All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2714/95, 3-4=-2367171, 4-5=-2398/78, 5-6=-2742/103 BOT CHORD 2-9=-5212500, 7-9=0/1665, 6-7=-55/2547 WEBS 3-9=-492/123, 4-9=0/733, 4-7=0/774, 5-7=-520/130 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=67mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) ·2·0-0 to 1-0-0, lnlerior(1) 1-0-0 lo 12-10-6, Exterior(2R) 12-10-8 to 15-10-8, lnterior(1) 15-10-8 to 25-7-4 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (nonmal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable studs spaced at 2-0-0 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. 6) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2. This connection is for uplift only and does not consider lateral forces. 9) This truss is designed in accordance with the 2016 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. A. WARNING • Venfy design paN1meti,rs and READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE Mll-7-473 rav. 5/19/2020 BEFORE USE. Design vai.d for use only with MIT ek® connectors. This design is based only upon parameters shown, and Is for an individuctl building componenl, nol • truss system. Before use, the building designer must verity the applicability of desJgn parameters and properly fncorporate this design Into the overall building design. Bracing Indicated is to prevent buckWng of indMdual truss web and/or Chord members onty. Additional temporary and permanent bracing •• always required ror stability and to pro\lent collapse with possible personal in1u,y and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and lr\JH syslems, see ANSVTPl1 Qualky Criteria, DSB..a9 and SCSI Building Componenr Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 July 15,2021 250Klug Circle Corona, CA 92880 Job I Truss Truss Type Qty Ply 1 I Job Reference loolionall K9955788 I CAZADERO T7 VAULTED 6 Pac,fic Truss (El Ca1on), 4-10-0 El Ca1on, CA • 92021, 8-10-4 4-0-4 12-10-8 8.330 s Oct 7 2020 MiTek lndustnes, Inc. Thu Jul 1511:48:53 2021 Page 1 ID:RVPoa 1 EBRmCC1 RIWPV0tquzmZGU-liob9Yn0glwP2OoBEIYlxDCw7vZOU7oL8PcuULyxqS8 16-8-9 I 20-6-10 I 25-9-0 I 27-9-0 I 4-10-0 4-0-4 J.10-1 3-10-1 5-2-6 2-0-0 Scale = 1 :◄5.3 4)(4 = 2.00112 7-9-8 12-10-8 16-7-8 25-9-0 7-9-8 5-1-0 3-9-0 9-1-8 Plate Offsets (X Y)-19·0-5-0 0-3-81 ' ' LOADING (psf) SPACING-2-0-0 CSI. DEFL. in (loc) Vdefi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.31 9 >995 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -1.18 7-9 >259 180 BCLL 0.0 Rep Stress Iner YES WB 0.72 Horz(CT) 0.43 7 n/a nla BCDL 10.0 Code IBC2018/TPI2014 Matrix-S Weight: 107 lb FT= 20% LUMBER- TOP CHORD 2X4 DF No.2 G BOT CHORD 2X4 DF No.2 G •except• 7-9: 2X4 DF No.1&Blr G BRACING- TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-4-1 oc pur1ins. Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 DF No.2 G REACTIONS. (size) 1=0-3-8, 7=0-3-8 Max Horz 1=-63(LC 13) Max Uplift 7=-51(LC 9) Max Grav 1=1139(LC 1), 7=1302(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-28531120, 2-3=-2494/71, 3-4=-2265/82, 4-5=-2261/80, 5-<i=-4415/63, BOT CHORD WEBS NOTES- 6-7=-4913/165 1-11=-<i6/2660, 10-11=-3/2395, 9-10=0/4313, 7-9=-12014641 2-11 =-389/98. 3-10=-370/70, 4-10=011139, 5-10=-2472122, 5-9=011597, 6-9=-469/167 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-1-12 to 3-1 -12, lnterior(1) 3-1-12 to 12-10-8, Exterior(2R) 12-10-8 to 15-10-8, lnterior(1) 15-10-8 to 27-9-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1 .60 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-<i-O 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) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 7. This connection is for uplift only and does not consider lateral forces. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ... WARNING· Verity design pAramelers •nd READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5119/2020 BEFORE USE. Design valid for use only with MIT ek«l connectors. This design i, based onry upon paramclers shown, and is for an individual building component, not a truss system. Before use, the budding designer mus! verify the apptlcab11ity of design paramel8flii and properly lnCOfporale this design into the overall building design. Bracing indicated is lo prevenl buck~ng of individual truss web and/or chord members only. Additional lemporary and permanent bracing 11 aiwaya required for stability and to prevent collapse wilh possible pert0nal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPl1 Quality Critwla, DSB-19 •nd SCSI Building Component Safety Information available from Tn;ss Ptate Institute, 2670 Crain Highway, Suite 203 Waldorl, MO 20601 July 15,2021 250 Klug Circle Corona, CA 92880 ! Job I Truss ! Truss Type Qty Ply K9955789 CAZADERO T8 ATTIC 6 1 Job Reference lootionall Pacific Truss (El Ca1on), El Ca1on, CA -92021, 8.330 s Oct 7 2020 MiTek lnduslnes, Inc. Thu Jul 15 11 :48:54 2021 Page 1 1D:RVPoa 1 EBRmCC 1 RIWPVOtquzmZGU-muMzMuoeRb2GgYNOo?46UO14rlu9DgAUN3MR0nyxqS7 5-5-6 10-2-12 5-5-6 4-9-6 12-10-8 2-7-12 I 15-6-4 I 20-3-10 I 25-9-0 I 27-9-0 2-7-12 4-9-6 5-5-6 2-0-0 Scale = 1 :44.6 3x4 = 5x8 = 5x8 = 5-5-6 10-2-12 10Jt-8 5-5-6 4-9-6 0-J:12 15-4-8 20-3-10 25-9-0 5-0-0 4-9-6 5-5-6 Plate Offsets CX Y)-!5·0-2-0 Edge] 111·0-2-12 Edge! [12·0-2-12 Edge] ' ' ' ' ' ' LOADING (psf) SPACING-2-0-0 CSJ. DEFL. in (Joe) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) -0.33 1-12 >940 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.25 BC 1.00 Vert(CT) -1.02 1-12 >300 180 BCLL 0.0 . Rep Stress Iner YES WB 0.33 Horz(CT) 0.15 9 n/a n/a BCDL 10.0 Code IBC2018/TP12014 Matrix-S Attic -0.17 11-12 360 360 Weight: 107 lb FT= 20% LUMBER- TOP CHORD 2X4 OF No.2 G BOT CHORD 2X4 OF No.2 G •Except• 11-12: 2X6 OF No.2 G BRACING- TOPCHORD BOT CHORD Structural wood sheathing directly applied or 3-2-4 oc purtins. Rigid ceiling directly applied or 1-4-12 oc bracing. WEBS 2X4 OF No.2 G REACTIONS, (size) 1 =0-3-8, 9=0-3-8 Max Horz 1=-63(LC 13) Max Uplift 9=-35(LC 9) Max Grav 1 =1189(LC 2), 9=1329(LC 2) FORCES, (lb)-Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3067/86, 2-3=-2539/6, 3-4=-2305/24, 6-7=-2309/21, 7-8=-2536/0, 8-9=-3026/68 BOT CHORD 1-12=-30/2871, 11-12=0/2370, 9-11=-17/2814 WEBS 4-6=-2591/0, 3-12=0/504, 7-11=0/481, 2-12=-723/162, 8-11=-658/149 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. 11; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-1-12 to 3-1-12, lnterior(1) 3-1-12 to 12-10-8, Exterior(2R) 12-10-8 to 15-10-8, lnterior(1) 15-10-8 to 27-9-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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) Ceiling dead load (5.0 psf) on member(s). 3-4, 6-7, 4-6 6) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 11-12 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 9. This connection is for uplift only and does not consider lateral forces. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 1 OJ Attic room checked for U360 deflection. A WARNING· Vcnfy design parametors and READ NOTES ON THIS ANO INCLUDE.D MITEK REFERENCE PAGE Mll-7473 rev, 511912020 BEFORE USE. Design vaNd for use only with MiTekt> connectors, This design is based only upon paramelers shown, and ls for an individual building component, not a 1russ system. Bofora use, the building designer must verily the appHcabilil)' of dltSign parame1ers and propefly incorporate this design Into the overall building design. Bracing indicated is to prevenl buckWng of 1ndividuel truss web and/or chord members only. Addilional temporary and permanent bracing 11 always requlred fOf' stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSvrPl1 Quality Criteria, oss-,9 and SCSI Building Component Saf•ty Information available from Truss Plate Institute, 2670 Crain Highway. Suite 203 Waldorf, MO 20601 July 15,2021 Nii" Milek· 250 Klug Circle Corona, CA 92880 Job Truss ' Truss Type Qty Ply K9955790 CAZADERO T9 FINK 9 1 Job Reference (optional) Pacific Truss (El Ca1on), El Ca1on, CA -92021, 6-4-10 12-5-0 8.330 s Oct 7 2020 M,Tek lndustnes, Inc. Thu Jul 1511:48:54 2021 Page 1 ID:RVPoa1 EBRmCC 1 RIWPV0tquzmZGU-muMzMuoeRb2GgYNOo?46UQl1 Mlx1 OjCUN3MR0nyxq57 18-5-6 25-3-8 6-4-10 6-0-6 6-0-o 6-10-2 Scale = 1:41.8 3x4 = 3x4 = 3x◄ = 3x6 = 8-4-12 16-5-4 8-0-8 25-3-8 8 10-4 ----, LOADING (psf) SPACING-2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.17 5-6 >999 240 MT20 220/195 TCDL 15.0 Lumber OOL 1.25 BC 0.82 Vert(CT) -0.64 5-6 >469 180 BCLL 0.0 . Rep Stress Iner YES WB 0.14 Horz(CT) 0.12 5 n/a n/a BCDL 10.0 Code IBC2018/TPl2014 Matrix-S Weight: 94 lb FT= 20% LUMBER- TOP CHORD BOTCHORO WEBS 2X4 DF No.2 G 2X4 OF No.2 G 2X4 OF No.2 G BRACING- TOPCHORD BOT CHORD Structural wood sheathing directly applied or 2-6-9 oc purllns. Rigid ceiling directly applied or 10-0--0 oc bracing. REACTIONS. (size) 1=0-3-8, 5=0-3-8 Max Horz 1 =49(LC 12) Max Grav 1=1125(LC 1), 5=1125(LC 1) FORCES. (lb)• Max. Comp./Max. Ten.· All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-25881101, 2-3=-2284/80, 3-4=-2354180, 4-5=-26991104 BOT CHORD 1-8=-5912384, 6-8=011642, 5-6=-5912507 WEBS 2-8=-4471127, 3-8=01688, 3-6=0/775, 4-6=-5211130 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCOL=6.0psf; BCDL=6.0psf; h=25fl; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-7-4 to 3-7-4, lnterior(1) 3-7-4 to 12-10-8, Ex1erior(2R) 12-10-8 to 15-10-8 , lnterior(1) 15-10-8 to 25-7-4 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 .60 plate grip DOL=1.60 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) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 5. This connection is for uplift only and does not consider lateral forces. 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Jt., WARNING~ Venfy design parameters •nd READ NOTES ON THIS ANO INCLUDED MITE.K REFERENCE PAGE Mll-7-473 rev. 5119/2020 BEFORE USE. Design vaNd for use only with MiTektD connectors. ThtS design is based only upon parameters shown, and Is for an indivldUilll building component, not a truss 5ystem. BefOfe use, the bo1ldlng designer must verify the applicabllity of design paramelen; and property incorporate this design lnlo the overall building design. Bracing indicsled is to prevent buckMng of Individual truss web and/or chord members ooty. Additiooal temporary and permanent bracing la atways required fOf stab!lity and lo prevent collapse with possible persooal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erectloo and bracing of trusses and truss systems, see ANSVTPl1 Quality Criteria, OSB..,9 and SCSI Building Component Saf■ty Information available from Truss Plate lnstitule, 2670 Crain Highway, Suite 203 Waldorf. MO 20601 July 15,2021 MIi. Milek· 250 Klug Circle Corona, CA 92880 Job CAZADERO Truss T10 Truss Type FINK Qty 2 Ply K9955791 Job Reference o tional Pacific Truss (El Cajon), El Cajon, CA· 92021, 9-6-14 6-0-6 8.330 s Oct 7 2020 MiTek Industries, Inc. Thu Jul 15 11 :48:45 2021 Page 1 ID:RVPoa1EBRmCC1RIWPVOtquzmZGU-XAJZTph?YqvX5ABfmcP?dXtYlguycb?AIAgTCpyxqSG 16-5-0 LOADING (psi) TCLL 20.0 TCDL 15.0 BCLL 0.0 . 3-6-8 4.00112 4x6 = B 2 SPACING- Plate Grip DOL Lumber DOL Rep Stress Iner 7-6-12 7-6-12 2-0-0 1.25 1.25 YES CSI. TC 0.53 BC 0.69 WB 0.33 6-10-2 Scale a 1 :29.5 16-5-0 8-10-4 DEFL. in (loc) Vdefl L/d PLATES GRIP Vert(LL) -0.14 4-5 >999 240 MT20 220/195 Vert(CT) -0.48 4-5 >405 180 Horz(CT) 0.03 4 n/a n/a BCDL 10.0 Code IBC2018/TP12014 Matrix-S Weight: 69 lb FT-20% LUMBER- TOP CHORD BOT CHORD WEBS 2X4 OF No.2 G 2X4 OF No.2 G 2X4 OF No.2 G BRACING- TOPCHORD Structural wood sheathing directly applied or 4-2-13 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 4=0-3-8, 6=0·3-8 Max Horz 6=-82(LC 8) Max Uplift 4=-9(LC 9) Max Grav 4=726(LC 1), 6-726(LC 1) FORCES. (lb)• Max. Comp./Max. Ten.• All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1136/71, ~=-1491/100 BOT CHORD !Hi-0/457, 4-5=-49/1366 WEBS 2-5-0/804, 3-5=-5361132, 2-6=-711/106 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vul1=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. 11; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterlor(2E) 9-5-12 to 12-5-12, lnterlor(1) 12-5-12 to 12-10-8, Exterlor(2R) 12-10-8 to 15-10-8, lnterlor(1) 1!>-10-8 to 25-7-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi 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) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4. This connection is for uplift only and does not consider lateral forces. 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. £WARNING· Venfy design parameters 90d READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE MlJ...7-473 rev. 511912020 BEFORE USE. Design valid for use only with MiT ek® connectors. This design Is based only upon parameters shown, and i, for an mdivldual building component, not a truss system, Before use, the buikjing designer must venfy the apptk;ability of d&Sign parameters and properly incorporate tNs de$1gn Into the overall building design. Bracing indicated is to prevent buckling of indivtdual truss web and/or chord mcmbe~ onty. Add.t1onal lempora,y ilnd permanent bracing is atways required tor 5lab11ity and to prevent collapse with possible personal lnJU,Y and property damage. For general guidance regarding the fabrication, storage, delivery, ere<:tion and brc1cing of trusses and truss systems, see ANSVTPl1 Quality CrlNH'la, DS8..a9 and SCSI Building Component S•fety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 July 15,2021 NII. Milek' 250 Klug Circle Corona, CA 92880 Job ! Truss Truss Type 1:~ Ply K9955792 CAZADERO T10A GABLE 1 Job Reference lontionall Pacific Truss (El Cajon), El CaJon, CA -92021, 3-6-8 9-6-14 8.330 s Oct 7 2020 M1Tek lndustnes, Inc. Thu Jul 1511:48:46 2021 Page 1 ID:RVPoa 1 EB Rm CC 1 RIWPVOtquzmZGU-?Mbcg9idJ81 DiJlrKJwE9kQjV4EBL2F JXpQ0kFyxqSF 16-5-0 1.Sx4 II LOADING (psi) TCLL 20.0 TCDL 15.0 BCLL 0.0 . BCDL 10.0 3-6-8 4.00112 20 SPACING- Plate Grip DOL Lumber DOL Rep Stress Iner 4x6 = 7-6-12 7-6 12 2-0-0 1.25 1.25 YES Code IBC2018fTP12014 6-0-6 CSI. TC 0.53 BC 0.69 WB 0.33 Matrix-S 6-10-2 MT 1.SxJ ON EACH FACE OF BOTH ENDS OF UN-PLATED MEMBERS OR EQUIVALENT CONNECTION BY OTHERS. Jx4 = 16-5-0 8 10-4 DEFL. in (foe) Vdefl Ud Vert(LL) -0.14 4-5 >999 240 Vert(CT) -0.48 4-5 >405 180 Horz(CT) 0.03 4 n/a n/a Scale = 1 :29.5 3x4 = PLATES GRIP MT20 220/195 Weight: 86 lb FT= 20% LUMBER- TOP CHORD BOT CHORD WEBS OTHERS 2X4 DF No.2 G 2X4 DF No.2 G 2X4 DF No.2 G 2X4 DF No.2 G BRACING- TOPCHORD Structural wood sheathing directly applied or 4-2-13 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 4=0-3-8, 6=0-3-8 Max Horz 6=-82(LC 8) Max Uplift 4=-9(LC 9) Max Grav 4=726(LC 1 ), 6=726(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1136171, 3-4=-1491/100 BOT CHORD 5-6=0/457, 4-5=-49/1366 WEBS 2-5=0/804, 3-5=-536/132, 2-6=-711/106 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 9-5-12 to 12-5-12, lnterior(1) 12-5-12 to 12-10-8, Exterior(2R) 12-10-8 to 15-10-8, lnterior(1) 15-10-8 to 25-7-4 zone: cantilever left and right exposed: end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (nonmal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSlfTPI 1. 4) Gable studs spaced at 2-0-0 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) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4. This connection is for uplift only and does not consider lateral forces. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSlfTPI 1. £. WARNING 4 Verify dmugn parameters and READ NOTES ON Tt-11S ANO INCLUDED MITEK REFERENCE PAGE MU-7473 re---. 5119/2020 BEFORE USE. Design vslid ror use only with MiT ek® connectors. This design is based onty upon parameters shown, and is for an 1ndMdual bwlding componenl, not a truss system. Before use, the building designer must verify the applicability of design paramelers and property incorporats this design into the overell building design. Bracing indicated ls to prevent buckHng of Individual truss web and/or chord members only. Additional temporary and permanent bntcing ls always requ,red for stability and lo prevent collapse with possible personal fnjury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and braang of trusses and truss systems, see ANSVTPl1 Quality Criteria, DSB-19 and SCSI Building Component Safety Information available rrom Truss Plate Institute, 2670 Crain Highwav. Suite 203 Waldorl, MO 20601 July 15,2021 1111· Milek· 250 Klug Circle Corona, CA 92880 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. o-'1s" For 4 x 2 orientation, locate plates 0-11•6" from outside edge of truss. This symbol indicates the required direction of slots in connector plates. * Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE 4x4 The first dimension is the plate width measured 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 Tor I bracing if indicated. BEARING Indicates location where bearings (supports) occur. leans vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSlfTPl1: National Design Specification for Metal Plate Connected Wood Truss Construction. Design Standard for Bracing. DSB-89: BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Numbering System 6-4-8 j dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS C1-2 C2-3 WEBS 11'13'~ I'll.ml 8 BOTTOM CHORDS 7 6 5 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, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved -Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 5/19/2020 ------ £ 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 SCSI. 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 al each jmnt and embed fully. Knots and wane at joint locations are regulated by ANSIITPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSIITPI 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. 1 O. Camber is a non-structural i;;orn;;ideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, onentation 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 chords must be sheathed or purlins provided al spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, 1f 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 I proiect 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 ANSIITPI 1 Quality Criteria. 21.The design does not take into account any dynamic or other loads other than those expressly stated.